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1905 CALLE BARCELONA; 120; CB102488; Permit
02-16-2011 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No: CB102488 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: Project Title: 1905 CALLE BARCELONA CBAD St: 120 Tl Sub Type: 2550120400 Lot#: $438,900.00 Construction Type: Reference #: URBAN OUTFITTERS-12,540 SF RETAIL TO RETAIL COMM 0 5B Applicant: OSHIMA BRIAN 1889NHOLLISTENAVE PASADENA CA 91106 626-449-1990 Status: ISSUED Applied: 12/20/2010 Entered By: KG Plan Approved: 02/16/2011 Issued: 02/16/2011 Inspect Area: Plan Check#: Owner: FOURTH QUARTER PROPERTIES XXX L L C 6/0 THOMAS TROPEA 45 ANSLEY DR NEWNAN GA 30263 Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee Plan Check Discount Strong Motion Fee Park Fee LFMFee Bridge Fee BTD#2Fee BTD#3Fee Renewal Fee Add'l Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'l Pot. Water Con. Fee Reel. Water Con. Fee Green Bldg Stands (SB1 473) Fee Fire Expedited Plan Review $1,879.89 $0.00 $1,221.93 $0.00 $0.00 $92.17 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $16.00 $430.00 Meter Size * Add'l Reel. Water Con. Fee Meter Fee SDCWAFee CFD Payoff Fee PFF (31 05540) PFF (4305540) ? License Tax (31 041 93) : License Tax (43041 93) Traffic Impact Fee (31 05541 ) Traffic Impact Fee (4305541 ) PLUMBING TOTAL ELECTRICAL TOTAL MECHANICAL TOTAL Master Drainage Fee Sewer Fee Redev Parking Fee Additional Fees HMP Fee $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $97.00 $20.00 $43.50 $0.00 $0.00 $0.00 $0.00 11 TOTAL PERMIT FEES $3,800.49 Total Fees:$3,800.49 Total Payments To Date:$3,800.49 Balance Due:$0.00 Inspector: FINAL APPROVAL Date: <g/7//V Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. 02-16-2011 Job Address: Permit Type: Parcel No: Reference #: CB#: Project Title: City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Storm Water Pollution Prevention Plan (SWPPP) Permit Permit No:SW100556 1905 CALLE BARCELONA CBAD St: 120 SWPPP 2550120400 Lot#: URBAN OUTFITTERS-RETAIL Tl Status: ISSUED Applied: 12/20/2010 Entered By: KG Issued: 02/16/2011 Inspect Area: Tier: 1 Priority: M Applicant: FOURTH QUARTER PROPERTIES XXX L L C C/0 THOMAS TROPEA 45 ANSLEY DR NEWNAN GA 30263 Owner: FOURTH QUARTER PROPERTIES XXX L L C C/0 THOMAS TROPEA 45 ANSLEY OR NEWNAN GA 30263 Emergency Contact: PIERRE CABRAL 949-892-7854 SWppp plan Check SWPPP Inspections Additional Fees $49.00 $208.00 $0.00 TOTAL PERMIT FEES $257.00 Total Fees:$257.00 Total Payments To Date:$257.00 Balance Due:$0.00 DATE SIGNATUR CITY OF CARLSBAD Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 760-602-2717/2718/2719 Fax: 760-602-8658 ' www.carlsbadca.gov JOB ADDRESSRes CT/PROJECT*PHASE # I # OF UNITS I # BEDROOMS SUIT£#/SPAC£#/UNIT# #BATHROOMSI TENANT BUSINESS NAME DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) . fVAt>^TofUCf ^ EXISTING USE PROPOSED USE GARAGE (SF)PATIOS (SF)DECKS (S FIREPLACE YESD #_ AIR CONDITIONING NOD FIRE SPRINKLERS NOD CONTACT NAME f/f Different Fam Applicant)APP ADDRESS ADDRESS Nl CITY STATE ZIP PHONE FAX 44 t WE t EMAIL EMAIL CONTRACTOR BUS. NAME ADDR ADDRESS ZIP CITY PHONE ATE ZIP FAX FAX EMAIL EMAIL ARCH/DESIGNER NAME & ADDR!STATE LIO. #STATE UC,#CLASS fm BUS. uc.# (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires theapplicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to acivil penalty of not more than five hundred dollars ($500)). Workers' Compensation Declaration: / hereby affirm under penalty of perjury one of the following declarations: L~J I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is Issued. My workers' compensation insurance carrier and policy number are: Insurance Co. {<f€**ff /fatftr^jf^ &<& f& Policy No. ~?t<*K>C>ff> VfJP/O/ Expiration Date J~/~/S "This section need not be completed if the permit is for one hundred dollars ($100) or less. Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of I California. WARNING: Failure to secure workers) compensation coverage Is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (4100,000), in | addition to the cost of compensation, jfjirnajJTJp'Ss jjwyided for in Section 3706 of the Labor code, interest and attorney's fees. Jjj' g*sefir~ DATE I hereby affirm that I am exempt from Contractor's License Law for the following reason: I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale-{Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractorfs) licensed pursuant to the Contractor's License Law). I am exempt under Section Business and Professions Code for this reason: 1.1 personally plan to provide the major labor and materials for construction of the proposed properly improvement. O Yes d No 2.1 (have / have not) signed an application for a building permit for the proposed work. 3.1 have contracted with the following person (firm) to provide the proposed construction (include name address / phone / contractors' license number): 4.1 plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the maj or work (include name / address / phone / contractors' license number): 5.1 will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone / type of work): PROPERTY OWNER SIGNATURE f~1 OAGENT DATE Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25605,25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? CJYes JSNa Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quati ty management district? O Yes Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? .TYes OTNo IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name Lender's Address ^^ I certify that I have read the application and state that the above information is correct and that the information on the plans Is accuratej agree to (amply vi^ all Ci^ordinancies and State laws relaflngtobulldingconstroction. I hereby authorize representative of Ihe City of Caitsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO 'SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stones in height. EXPIRATION: Every permit issued by the Building Official under the provisions of tt^-Cpde shall expire by limitation and become null and void if tie building or work authorized by such permit is not commenced within 180 days fern Ihe date of surjh pern* or if thetwjjjS^ ^APPLICANT'S SIGNATURE (L/M/rf/fa /l^ffJjMjh. DATE City of Carlsbad Final Building Inspection Dept: Building Engineering Planning CMWD St Lite Fire Plan Check #: Date: 05/09/2011 Permits: CB1 02488 Permit Type: Tl Project Name: URBAN OUTFITTERS- 12,540 SF Sub Type: COMM RETAIL TO RETAIL Address: 1 905 CALLE BARCELONA #120 Lot: 0 Contact Person: MIKE Phone: 9492796625 Sewer Dist: LC Water Dist: 0 Inspected « Bv: ("A JL Inspected Bv: Inspected Bv: /^ Date / (ifJ\P\K/ Inspected: \D h>H \ Approved:*-^ A ' '/ \ Date / y Inspected: Approved: Date Inspected: Approved: Disapproved: Disapproved: Disapproved: Comments: City of Carlsbad Bldg Inspection Request For: 06/03/2011 Permit* CB102488 Title: URBAN OUTFITTERS-12,540 SF Description. RETAIL TO RETAIL Inspector Assignment: TP 1905 CALLE BARCELONA 120 Lot: 0 Type:TI Sub Type: COMM Job Address: Suite: Location: APPLICANT OSHIMA BRIAN Owner: Remarks: FINAL Phone: 9492796632 Inspector: Total Time: CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Requested By: JOHN Entered By: CHRISTINE Act Comments Comments/Notices/Holds Associated PCRs/CVs/SWPPPs Original PC# PCR03133 ISSUED BORDERS REV WALL CONST. TYPE; NON BEARING PCR03183 ISSUED ULTA/BORDERS-EXTEND EXISTING; DUCTS FROM BORDERS TO ULTA SW100556 ISSUED URBAN OUTFITTERS-RETAIL TI; Inspection History Date Description Act Insp 05/24/2011 89 Final Combo PI TP 05/10/2011 34 Rough Electric AP TP 05/10/2011 89 Final Combo NR TP 05/09/2011 89 Final Combo PI TP 04/12/2011 17 Interior Lath/Drywall AP TP 04/11/2011 17 Interior Lath/Drywall CA TP 04/01/2011 14 Frame/Steel/Bolting/Welding PA PY 04/01/2011 17 Interior Lath/Drywall PA PY 03/28/2011 14 Frame/Steel/Bolting/Welding AP TP 03/28/2011 34 Rough Electric AP TP 03/25/2011 14 Frame/Steel/Bolting/Welding AP TP Comments FOR APPROVAL TO STOCK/TRAIN RE-LOC EXIST SWITCH GEAR START WALK THRU STORE ENTRY LID @ ENTRY FITTING ROOMS FURRED WALL, STORAGE RM WALLS, FT RM CLNGS City of Carlsbad Bldg Inspection Request For: 06/03/2011 Permit* CB102488 03/25/2011 34 Rough Electric AP TP 03/18/2011 14 Frame/Steel/Bolting/Welding PA PY 03/18/2011 17 Interior Lath/Drywall PA PY 03/10/2011 14 Frame/Steel/Bolting/Welding AP TP 03/10/2011 24 Rough/Topout AP TP 03/10/2011 34 Rough Electric AP TP 03/10/2011 44 Rough/Ducts/Dampers AP TP 03/03/2011 12 Steel/Bond Beam AP TP 03/03/2011 24 Rough/Topout NR TP 03/03/2011 31 Underground/Conduit-Wiring AP TP 03/01/2011 11 Ftg/Foundation/Piers NR TP 03/01/2011 14 Frame/Steel/Bolting/Welding AP TP 02/25/2011 11 Ftg/Foundation/Piers NR TP 02/24/2011 12 Steel/Bond Beam AP TP 02/24/2011 14 Frame/Steel/Bolting/Welding NR TP 02/24/2011 21 Underground/Under Floor PA TP 02/23/2011 12 Steel/Bond Beam NR TP 02/23/2011 14 Frame/Steel/Bolting/Welding NR TP 02/23/2011 21 Underground/Under Floor NR TP Inspector Assignment: TP STORE FRONT & WALL BACK STORE BACK OF HOUSE + " " "RESTRMS POUR BACK FOR PLUMB TRENCHES U/G CONDUIT STILL PLATE ATTCH. TO SLAB FOR FURRED WALLS STORE FRONT EXT. FTG WATER TEST, PIPE MAT. PNDING t*t*-_, Independent Inspection Special Inspection & NDT Isaiah E. Gruhler (619) 203-7920 5551 Gala Avenue San Diego, CA 92120 Project Name: Project Address: Engineer: Sub Contractor: Contractor: I )r\aa/v Inspection Report Page: V of i Permit*: ^JC? V tZ> 'Z Report*: J-( ^S^ File#: DSA#: ' Other: INSPECTION 'Structural Steel Masonry , Concrete /\ Epoxv H.S. Bolting Post Tension Ultrasonic Fireproof MATERIAL SAMPLING QTY H.S. Bolts Prisms Mortar/Grout . Cone. Cylinders Fireproof MATERIAL DESCRIPTION H.S. Bolts Cone. PSI Grout PSI Mortar PSI A 'Steel Mtfl'S""- lj>9*\ Elect./vlire Fireproofx EPOXV T&&- "T-rsa o. INSPECTION CHECKLIST fl Plans/Specs /* Clearances A. Positions X Sizes Laps Consolidation c5T ^ V - 5bUt.4- CERTIFICATION OF COMPLIANCE: All reported work, unless otherwise noted, complies with approved plans, specifications and applicable sections of the building codes. This report covers the locations of the work inspected and does not constitute opinion or project control. Inspector: Isaiah Insp. Date: Time Start: Time Stop:V- 00 hler Cert: SD#869 / ICC# 5099268 Owner/Represenlative: Date: Date: Special Inspection Project Name:. Inspection Report Project Address: -'/ Q @S~ <5f\\ ?„ Architects Engineer. Contractor: Page:..of_. Report #:. Permit*: C£> - VCDO-H " File #: DSA#: Other INSPECTION Structural Steel Masonry Concrete Fireproofing "Jif Other ^DoXy Other Other Other Other MATERIAL SAMPLING QTY H.S. Bolts Pn'sms Mortar/Grout Cone. Cylinders Fireproof Other Other: Other Other. MATERIAL DESCRIPTION H.S. Bolts Cone. PSI Grout PSI Mortar PSI A s1661 ,A2>tzrr- ^leck/Wire^fe Fireproof /[ Other: {?£,&- - 2<^&b Other. INSPECTION CHECKLIST Y Plans/Specs / Clearances "/ Positions ~/f Sizes Laps Consolidation Torque Ft.Lbs: Other Other: -£tV\ y CERTIFICATION OF COMPLIANCE: All reported work, unless otherwise noted, complies with, approved plans, specifications and applicable sections of the building codes. This report covers the locations of the work inspectex project control. Inspector:Cert: does not constitute opinion or ....__ „ ... rfKjf,., ay1: ].J>v-v«""';tt."'**"'*""""r!"["Day 2: I f Bay 3:" ]"f • 1 " j_ 1 Day4: !p5aa_ Special Inspection Project Name: V ) C V3f> C^JrV' Project Address: \ O (7>'5T C.M\^ Architect: tLxov- JK _A- Engineer: Vo JK-T'/ZL T: -ScL Inspection Report - At ,-i Contractor:gfr4~ r"V/\£rW. Page:. Permit*:. File*:. DSA#:. Other . of_l Report #: _^L_ ? vr^^uc^^ INSPECTION Structural Steel Masonry Concrete Fireproofing ){ Other ^pOXV Other ' / Other Other Other MATERIAL SAMPLING QTY H.S. Bolts Prisms Mortar/Grout Cone. Cylinders Fireproof Other Other: Other Other MATERIAL DESCRIPTION H.S. Bolts Cone. PSI Grout PSI Mortar PSI Steel Elect. Wire Fireproof X Other: ££y@^ O-tV? ^ Other: INSPECTION CHECKLIST X Plans/Specs fi Clearances X Positions ){ Si»s Laps Consolidation Torque Ft.Lbs: Other Other: r pror •'\Vi\H' -\OAS-.. \ sr .0 CERTIFICATION OF COMPLIANCE: All reported work, unless otherwise noted, complies With approved plans, specifications and applicable sections of the building codes. This report project control. Inspector: and does not constitute opinion orthe locations of the work ins Special Inspection : ( } CProject Name Project Address: V °> g> S" Cxr\\ <* Architect: Engineer:. Contractor: Inspection Report ff>VfV -A JL Page: . cAs ' _\ of__JL_ Report #:. Permit*: £,tS \cs2_M .ft ft. File #:__ DSA #: Other: ' j INSPECTION /M Structural Steel Masonry Concrete Ffrepfoofing Other Other Other Other Other MATERIAL SAMPLING QTY H.S. Bolts Prisms Mortar/Grout Cone. Cylinders Fireproof Other Other: Other Other MATERIAL DESCRIPTION H.S. Bolts Cone. PSI Grout PSI Mortar PSI W Steel -^^)\J )<j Elect/Wire )v| yl~ 2-5 2- Fireproof Other: Other: INSPECTION CHECKLIST ){ Plans/Specs f Clearances Positions "27 Sizes Laps Consolidation Torque Ft.Lbs: Other Other: —V~\ r,o\jfv\rt fir r- .A-\ Cf./f. CERTIFICATION OF COMPLIANCE: All reported work, unless otherwise noted, complies applicable sections of the building codes. This report covers the locations of the work inspfect project control. Inspector:: -fy l$fh\yr Cert:5^9 9 ^b> & oved plans, specifications and does not constitute opinion or (I Date u Insp. Date: Time Start: Time Stop: Ifcyl: rNO MAi/ eNA v/r / i Day 2: i ! ! x- rsvizii ...Day* j ! Day5: I { 1 i ! ] Copies of report submitted to: ^ <*&Z^*fZyl*~**-u \ >^ ^V,-^?*^™" Special Inspection Project Name: 1 )rV>A Inspection Report AA Project Address: I Q a 5? ft /r\ \ ^_ ' Architect: Engineer: Contractor: Page: \ Permit*: _£/£. of ^ v& \ Report #: File #: DSA#: Other t INSPECTION /\ Structural Steel Masonry Concrete Fireproofing Other Other Other Other Other MATERIAL SAMPLING QTY H.S. Bolts Prisms Mortar/Grout Cone. Cylinders Fireproof Other Other: Other Other t X MATERIAL DESCRIPTION H.S Bolts Cone. PSI Grout PSI Mortar PSI Steel J^U [ Elect/Wire yj tL 1 -M_ Fireproof Other Other: INSPECTION CHECKLIST y Plans/Specs 'V Clearances /V D*»» •*!*»•*•*7 rOSIBOnS X Sizes Laps Consolidation Torque Ft.Lbs: Other Other: i. 4ctO.-S r^JL. A, -T7fJL V -<5^ O CERTIFICATION OF COMPLIANCE: All reported work, unless otherwise noted, compli applicable sections of the building codes. This report covers the locations of the work project control. rU ^. ers the 1 proved plans, specifications and nd does not constitute opinion or /^-9/ Insp. Date: Time Start: Time Stop:_JLJLCopies of report submitted to: , / 1: !. ..I.M. jfitj- •> Day2: ] ., ................... Day 3: |_|. Day!i•"" r * i::::' ]' i. DBL£ J i i { d /VliA- EsGil Corporation In Partnership with government for <BuiCifing Safety DATE: 2/8/11 ^-^rr^™ <dJURisJ> JURISDICTION: Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO.: 10-2488 SET: III PROJECT ADDRESS: 1905 Calle Barcelona PROJECT NAME: Urban Outfitters Retail Store TI X] The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the 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: Oshima Studio, Inc., Att'n Brian Oshima 188 N. Holliston Ave, suite 103, Pasadena, CA 91106 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: Brian Oshima Telephone #: (626) 449-1990 Date contacted: (by: ) Fax #: (626) 449-1935 Mail Telephone Fax In Person REMARKS: By: Eric Jensen Enclosures: EsGil Corporation [x] GA IEl EJ D PC 02/08/11 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 * (858)560-1468 •* Fax (858) 560-1576 EsGil Corporation In (Partnership tcitK government for (Buiftfing Safety DATE: 2/1/11 a AEELJCANT JURISDICTION: Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO.: 10-2488 SET: II PROJECT ADDRESS: 1905 Calle Barcelona PROJECT NAME: Urban Outfitters Retail Store TI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. X] The applicant's copy of the check list has been sent to: Oshima Studio, Inc., Att'n Brian Oshima 188 N. Holliston Ave, suite 103, Pasadena, CA 91106 Esgil Corporation staff did not advise the applicant that the plan check has been completed. XI Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Brian Oshima Telephone #: (626) 449-1990 Date contacted: id /»r (by: l^ ) Fax #: (626) 449-1935 Mail t^Telephone Fax-/ In Person REMARKS: By: Chuck Mendenhall Enclosures: EsGil Corporation E3 GA El EJ D PC 1/26/11 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 •* (858)560-1468 + Fax (858) 560-1576 Carlsbad 10-2488 2/1/11 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. 1. Please make all corrections and submit two new complete sets of prints, to: Esgil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, (858) 560-1468.or The jurisdiction's building department. STRUCTURAL 7. The special inspection section found on sheet S1.01 under items 1 & 2 indicates special inspector and testing labs are to be certified by the City of San Diego. This project is located in the City of Carlsbad. Inspectors and labs must be approved by the City of Carlsbad. The response indicates the City of San Diego has been removed. This is not true the City of San Diego is still listed on the revised plans. END OF ARCHITECTURAL & STRUCTURAL RECHECK ELECTRICAL and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen ELECTRICAL (2005 NATIONAL ELECTRICAL CODE) 2. Include the location of the transformer on the electrical plans. It may be installed as "readily accessible, accessible (if observable), or on the roof. See CEC 450.13. The transformer weights 500+ pounds, no structural design submitted? (Standard 3 5/8" stud wall described). ENERGY CONSERVATION New. Revise the MECH energy forms to match the actual installation: The number of mechanical units has been revised since the initial submittal. Be sure forms are completed. New. The MECH 3 form outside air calculations are much too low. Please recheck the revise sheet (See preceding comment) prior to resubmittal. Note: If you have any questions regarding this Electrical and Energy plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. PLUMBING AND MECHANICAL RECHECK 4 JURISDICTION: Carlsbad DATE: 1/31/2011 + PLAN REVIEW NUMBER: 10-2488 SET: II PLAN REVIEWER: Glen Adamek Carlsbad 10-2488 2/1/11 PLUMBING (2006 UNIFORM PLUMBING CODE) 4. The water line sizing calculations do not show the urinal to be flush valve type fixture and the cold water sizing table does not include the fixture unit column for the flush valve fixtures. (Urinal). (Minimum 114 inch water line is required for the flush valve urinal.) Provide complete corrected water line sizing calculations: Include the water pressure, pressure loss calculations, water demands, and the developed pipe lengths. UPC 610.0 or Appendix 'A'. Sheet P-1 does not include calculations of allowable friction loss per 100 feet of piping and does not include a pipe sizing chart for hot and cold water showing for each pipe size the maximum allowed flow in GPM, velocities, tank type fixture units and flush valve type fixture units. 5. No response and the plans do not show the required sloping of the restroom floors. Floors shall slope to the floor drain(s) location(s). Please detail on the architectural floor plans. UPC 411.4 MECHANICAL (2006 UNIFORM MECHANICAL CODE) 6. Please correct the energy design (on sheet M-6), the mechanical schedules & drawings and the new MECH-3-C form (on sheet M-4) to agree: Please provide the MECH-3-C forms showing the required mechanical ventilation rates for the new or revised conditioned spaces. Coordinate the mechanical and the Title 24 outside air design. CMC 403.0 & Title 24 121(b)2 & (d). A) The MECH-3-C form on sheet M-4 shows conditioned floor area to be only 12,540 square feet. The energy design on sheet M-6 shows the conditioned floor area to be 12,948 square feet. Please correct. B) The Mechanical plans show two 15 ton RTU's and two 5 ton split system heat pumps. The energy design on sheet M-6 shows only one 5 ton split system heat pump and two 15 ton RTU's. Please correct to agree. C) The Mechanical plans and schedules do not show the design outside air amounts for each HVAC unit. The MECH-3-C form on sheet M-4 does not show the break down of what HVAC units are providing outside air and how much. Please correct. Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Glen Adamek at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. EsGil Corporation In Partnership with government for (Building Safety DATE: 12/30/10 JURISDICTION: Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO.: 10-2488 SET: I PROJECT ADDRESS: 1905 Calle Barcelona PROJECT NAME: Urban Outfitters Retail Store TI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. [Xj 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: Oshima Studio, Inc., Att'n Brian Oshima 188 N. Holliston Ave, suite 103, Pasadena, CA91106 Esgil Corporation staff did not advise the applicant that the plan check has been completed. XI Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Brian Oshima Telephone #: (626) 449-1990 Date contacted/^/^^/'fe^^ Fax #: (626) 449-1935 Mail ^Telephone FaxK^ In Person REMARKS: By: Chuck Mendenhall Enclosures: EsGil Corporation IEI GA IE! EJ D PC 12/21/10 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 * (858)560-1468 * Fax (858) 560-1576 Carlsbad 10-2488 12/30/10 PLAN REVIEW CORRECTION LIST TENANT IMPROVEMENTS PLAN CHECK NO.: 1O-2488 OCCUPANCY: M Store TYPE OF CONSTRUCTION: VB ALLOWABLE FLOOR AREA: no change SPRINKLERS?: Yes REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: 12/30/10 JURISDICTION: Carlsbad USE: Retail ACTUAL AREA: 12,235 STORIES: one HEIGHT: no change OCCUPANT LOAD: 355 DATE PLANS RECEIVED BY ESGIL CORPORATION: 12/21/10 PLAN REVIEWER: Chuck Mendenhall 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 access for the disabled. 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, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 2007 CBC, which adopts the 2006 IBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2006 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e.. plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad 10-2488 12/30/10 1. Please make all corrections and submit two new complete sets of prints, to: Esgil Corporation/9320 Chesapeake Drive, Suite 208, San Diego, California 92123, (858) 560-1468.or The jurisdiction's building department. 2. Each sheet of the plans must be signed by the person responsible for their preparation. California Business and Professions Code. 3. Incidental use areas may need to be separated from the main occupancy. See Table 508.2 below. Please address the following specific concerns: This applies to the Storage Rm 111. The room need not be 1 HR rated since the bldg has an automatic fire sprinkler system but the walls must extend to the structural ceiling and smoke seal caulking between the top of the wall and structural ceiling. 4. The glazing types listed on sheet A700 include GL1, GL2 & GL3. However, the window glazing elevations also include GL4 & GL5. Specify on the plans the type of glazing for GL4 & GL5. 5. The rest room elevations on sheet A105 show the height of the toilet grab bars to be 34" The CBC Section The CBC requires the grab bars to be attached 33" above the floor, and parallel. Section 1115B.4: NOTE: Where a tank-type toilet is used which obstructs placement at 33", the grab bar may be installed as high as 36". • EXITS 6. The existing exit door #24 is shown on sheet A700 to be equipped with an exit device called DETEX EAX-2500. Is this a time delay exit device? If this is a time delay exit device it must comply with CBC Section 1008.1.8.6. STRUCTURAL 7. The special inspection section found on sheet S1.01 under items 1 & 2 indicates special inspector and testing labs are to be certified by the City of San Diego. This project is located in the City of Carlsbad. Inspectors and labs must be approved by the City of Carlsbad. END OF ARCHITECTURAL & STRUCTURAL REVIEW To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. 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 •Carlsbad 10-2488 12/30/10 questions regarding these plan review items, please contact Chuck Mendenhall at Esgil Corporation. Thank you. ELECTRICAL and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen ELECTRICAL (2005 NATIONAL ELECTRICAL CODE) 1. I'm not sure what the design is: It appears that there are (4) existing mechanical units that are supplying multiple tenant spaces however only (2) are shown as supplied by panelboard "PP". Please provide a brief description of the mechanical system layout and the resulting electrical design. 2. Include the location of the transformer on the electrical plans. It may be installed as "readily accessible, accessible (if observable), or on the roof. See CEC 450.13. ENERGY CONSERVATION * The energy is fine as submitted. Note: If you have any questions regarding this Electrical and Energy plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. PLUMBING AND MECHANICAL CORRECTIONS 4 JURISDICTION: Carlsbad DATE: 12/29/2010 * PLAN REVIEW NUMBER: 102488 SET: I PLAN REVIEWER: Glen Adamek GENERAL AND ARCHITECTURAL PME ITEMS 1. Correct the statement on the Title Sheet of the plans to show compliance with the current Energy Code. As of the first day of 2010 the 2008 edition of the California Energy Efficiency Standards is the correct current Energy Code. PLUMBING (2006 UNIFORM PLUMBING CODE) 2. Provide a plumbing material schedule on the plans describing the following systems: Potable water piping, the drain, waste, and vent piping, gas piping, and the roof drains. 3. The water and waste fixture unit calculations on sheet P-1 are incorrect: a) Plans show 3 lavatories, calculation count only 2 lavatories. Carlsbad 10-2488 12/30/10 b) Plans show 3 water closets, calculation count only 2 water closets. c) Plans show one urinal, calculation show no urinals. 4. Provide complete corrected water line sizing calculations: Include the water pressure, pressure loss calculations, water demands, and the developed pipe lengths. UPC 610.0 or Appendix 'A'. Sheet P-1 does not include calculations of allowable friction loss per 100 feet of piping and does not include a pipe sizing chart for hot and cold water showing for each pipe size the maximum allowed flow in GPM, velocities, tank type fixture units and flush valve type fixture units. 5. Floors shall slope to the floor drain(s) location(s). Please detail on the architectural floor plans. UPC 411.4 MECHANICAL (2006 UNIFORM MECHANICAL CODE) 6. Please provide the MECH-3-C forms showing the required mechanical ventilation rates for the new or revised conditioned spaces. Coordinate the mechanical and the Title 24 outside air design. CMC 403.0 & Title 24 121(b)2 & (d). Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Glen Adamek at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. .Carlsbad 1O-2488 12/30/10 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 10-2488 PREPARED BY: Chuck Mendenhall DATE: 12/30/10 BUILDING ADDRESS: 1905 Calle Barcelona BUILDING OCCUPANCY: M TYPE OF CONSTRUCTION: VB BUILDING PORTION Retaile Store Tl Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA ( Sq. Ft.) 12235 cb Valuation Multiplier City Est By Ordinance Reg. Mod. VALUE ($) 438,900 438,900 Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review: I I Repetitive Fee Repeats Complete Review D Other i—I Hourly EsGil Fee D Structural Only Hr. @ $1,879.89 $1,221.93 $1,052.74 Comments: Sheet 1 of 1 macvalue.doc + PLANNING/ENGINEERING APPROVALS PERMIT NUMBER CB 10-2488 DATE 12/21/10 ADDRESS 1905 Calle Barcelona #120 RESIDENTIAL ADDITION MINOR (<17,000.00) RETAINING WALL VILLAGE FAIRE POOL/SPA IMPROVEMENT COMPLETE OFFICE BUILDING OTHER PLANNER TO ENGINEER DATE -/O DATE H:\ADMIN\COlJNTER/PLANNINC/ENC[NEEraNG APPROVALS m toCD m m — O O O H T3 H :> O C I 0.1 i > -n O —O O I OO 33 m m °o°333 Q £d "00)(O0 Hz! Tic/3<20 ^||lo O -i m- O TIsSss'g 88P1L IwOm1^R3i3l >3oZ-^o^:r °i?H^m "^ gl?I^53|3 I m m m is £S38S3R^°l>m S55Sijniilii < z ^3 > C H m > > H- -.02(001 s 5=J: omyi-m Pill|i§ll ipll?j3i|FS^p§mm oO^3 wrn33 5^1SJSf §§oS 11 3 -3 m w po co ^S ni > i p- o TI > "^ mioFm5mz«o ^n^^SO 5 ^ MI§M PiSipil «3^3ii5>Sg3g o >EDgFlw ^2 H >m55RAI nu § 31 I 1 n . ' £«&» o m m o is S 3a.OID si -n 301 r+ 3 m P NJ ro L!j o un c 5'< o n> on Dm«:n> 5"O 3n ^p+ to in •S £ «ra Q. SS •0 CDSo ci0) OE O 3>§g-Bra = Soo Q. in £ S<£Is E«t <D o E w S, c <S° Szs O) —cow 1112,30 £ CO "oE ,S *>iCo> 'offl OT 1 0 V)OIL cSO ffl'in 2in |ualljyUfc!Ut!y\J 9JSBM 8J9JOUOO tuauiaoouBi^i 9)SBM SnOpJBZB(-| 8}SBM P!|OS |UJ|UU^) PUB uonu9A9Jd |||ds )ueuj96euBiA| e|jd>pO)S ssn leuajB^ c)UBJU|y PUB Aj3Ai|9Q leua^eiAj DUJUB3|Q lusuidjnbg pus apiqaA uo!}B6uj|/j9}BM aiqejod SUOIJBJ9QO Oujpuuo pue 6u|ABd saaipejd UO|}BAJ8SUOO J9}B/V\ ABMpBOy uoipansuoo p9Z!|iqB)s ss9j63/ss9j6u| uoipmisuoQ pezi|iqeis uojpgtojd )9|U| U|BJQ UIJOJS jsujeg 6eqpues BujtunnoBA pue BuidaaMs jaaJts ouag 6eg ISABJO snoy jgqy LUBQ >)09L)0 deji }U9iu;p9S 80U9J )|JS SUJBJQ 9dO|S S9|BMg 96BUJBJQ pus S9>|!a MlJeg 6u|qo|niAj poo/\A S}Bl^| ^ S9|!P(9)09O lest Management Practice(BMP) Description •*IU 8-l^lM 9-WM 9-IA1M t^lAIM e-i/NM 3-li^AA kl^lM 8-SN /-SN C-SN kSN 2-H1 i.-ai 01- -3S 8-3S Z-3S 9-3S 9-3S t^3S 8-3S I.-3S H.-03 6-03 8-03 Z-03 CASQA Designation ->Construction ActivityS V S Grading/Soil Disturbance"V S ^Trenching/ExcavationS .£ 'a 55 Drilling/Boring^^ S Concrete/Asphalt SawcuttingV CDC .2 O Ulc10.Conduit/Pipe InstallationS Stucco/Mortar WorkS Waste DisposalCO1 c >d01c '5COw Equipment Maintenanceand FuelingHazardous SubstanceUse/StorageDewatering•e b £55 .S3 L_CD 5 JK -D X £ "O W "5i5l i ?£•= eS= 5 CO CD (— D.MJ C *S|'•n — ••^ ^_:CD £ O)sii.il!. DQ £!cc CN 0O) OJCN UJ STORM WATER n t .OTA tin Anno Development Services• -OTA tin AnnoSTANDARDS • Eneering Department CITY OF QUESTIONNAIRE 1635 Faraday Avenue CARLSBAD E-34 www.carlsbadca.gov INSTRUCTIONS: To address post-development pollutants that may be generated from development projects, the City requires that new development and significant redevelopment priority projects incorporate Permanent Storm Water Best Management Practices (BMP's) into the project design per the City's Standard Urban Stormwater Management Plan (SUSMP). Initially this questionnaire must be completed by the applicant in advance of submitting for a development application (subdivision, discretionary permits and/or construction permits). The results of the questionnaire determine the level of storm water standards that must be applied to a proposed development or redevelopment project. Depending on the outcome, your project will either be subject to 'Standard Stormwater Requirements' or be subject additional criteria called 'Priority Development Project Requirements'. Many aspects of project site design are dependent upon the storm water standards applied to a project. Applicant responses to the questionnaire represent an initial assessment of the proposed project conditions and impacts. City staff has responsibility for making the final assessment after submission of the development application. If staff determines that the questionnaire was incorrectly filled out and is subject to more stringent storm water standards than initially assessed by the applicant, this will result in the return of the development application as incomplete. In this case, please make the changes to the questionnaire and resubmit to the City. If applicants are unsure about the meaning of a question or need help in determining how to respond to one or more of the questions, they are advised to seek assistance from Land Development Engineering staff. A separate completed and signed questionnaire must be submitted for each new development application submission. Only one completed and signed questionnaire is required when multiple development applications for the same project are submitted concurrently. In addition to this questionnaire, applicants for construction permits must also complete, sign and submit a Project Threat Assessment Form to address construction aspects of the project. Please answer the questions below, follow the instructions and sign the form at the end. 1. Is your project a significant redevelopment? DEFINITION: Significant redevelopment is defined as the creation, addition or replacement of at least 5,000 square feet of impervious surface on an already existing developed site. Significant redevelopment includes, but is not limited to: the expansion of a building footprint; addition to or replacement of a structure; structural development including an increase in gross floor area and/or exterior construction remodeling; replacement of an impervious surface that is not part of a routine maintenance activity; and land disturbing activities related with structural or impervious surfaces. Replacement of impervious surfaces includes any activity that is not part of a routine maintenance activity where impervious material(s) are removed, exposing underlying soil during construction. If your project IS considered significant redevelopment, then please skip Section 1 and proceed with Section 2. If your project IS NOT considered significant redevelopment, then please proceed to Section 1. E-34 Page 1 of 3 REV 3/23/10 <fft> N^ CITY OF CARLSBAD STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services Engineering Department 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov SECTION 1 NEW DEVELOPMENT PRIORITY PROJECT TYPE Does you project meet one or more of the following criteria:YES NO 1. Housing subdivisions of 10 or more dwelling condominium and apartments unite. Examples: single family homes, multi-family homes, 2. Commercial - greater than 1-acre. Any development other than heavy industry or residential. Examples: hospitals; laboratories and other medical facilities; educational institutions; recreational facilities; municipal facilities; commercial nurseries; multi-apartment buildings; car wash facilities; mini-malls and other business complexes; shopping malls; hotels; office buildings; public warehouses; automotive dealerships; airfields; and other light industrial facilities. 3. Heavy Industrial / Industry- greater than 1 acre. Examples: manufacturing plants, food processing plants, metal working facilities, printing plants, and fleet storage areas (bus, truck, etc.). 4. Automotive repair shop. A facility categorized in any one of Standard Industrial Classification (SIC) codes 5013, 5014, 5541, 7532-7534, and 7536-7539 5. Restaurants. Any facility that sells prepared foods and drinks for consumption, including stationary lunch counters and refreshment stands selling prepared foods and drinks for immediate consumption (SIC code 5812), where the land area for development is greater than 5,000 square feet. Restaurants where land development is less than 5,000 square feet shall meet all SUSMP requirements except for structural treatment BMP and numeric sizing criteria requirements and hydromodification requirements. Hillside development. Any development that creates 5,000 square feet of impervious surface and is located in an area with known erosive soil conditions, where the development will grade on any natural slope that is twenty-five percent (25%) or greater. Environmentally Sensitive Area (ESA)1. All development located within or directly adjacent2 to or discharging directly3 to an ESA (where discharges from the development or redevelopment will enter receiving waters within the ESA), which either creates 2,500 square feet of impervious surface on a proposed project site or increases the area of imperviousness of a proposed project site to 10% or more of its naturally occurring condition. 8. Parking lot. Area of 5,000 square feet or more, or with 15 or more parking spaces, and potentially exposed to urban runoff 9. Streets, roads, highways, and freeways. Any paved surface that is 5,000 square feet or greater used for the transportation of automobiles, trucks, motorcycles, and other vehicles >0 10. Retail Gasoline Outlets. Serving more than 100 vehicles per day and greater than 5,000 square feet 11. Coastal Development Zone. Any project located within 200 feet of the Pacific Ocean and (1) creates more than 2500 square feet of impermeable surface or (2) increases impermeable surface on property by more than 10%. 12. More than 1-acre of disturbance. Project results in the disturbance of more than 1-acre or more of land and is considered a Pollutant-generating Development Project4. 1 Environmentally Sensitive Areas Include but are not limited to all Clean Water Act Section 303(d) impaired water bodies; areas designated as Areas of Special Biological Significance by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); water bodies designated with the RARE beneficial use by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); areas designated as preserves or their equivalent under the Multi Species Conservation Program within the Cities and County of San Diego; and any other equivalent environmentally sensitive areas which have been identified by the Copermittees. 2 "Directly adjacent" means situated within 200 feet of the Environmentally Sensitive Area. 3 "Discharging directly to" means outflow from a drainage conveyance system that is composed entirely of flows from the subject development or redevelopment site, and not commingled with flow from adjacent lands. 4 Pollutant-generating Development Projects are those projects that generate pollutants at levels greater than background levels. In general, these include all projects that contribute to an exceedance to an impaired water body or which create new impervious surfaces greater than 5000 square feet and/or introduce new landscaping areas that require routine use of fertilizers and pesticides. In most cases linear pathway projects that are for infrequent vehicle use, such as emergency or maintenance access, or for pedestrian or bicycle use, are not considered Pollutant-generating Development Projects if they are built with pervious surfaces or if they sheet flow to surrounding pervious surfaces. Section 1 Results: .If you answered YES to ANY of the questions above your project is subject to Priority Development Project requirements. Please check the "meets PRIORITY DEVELOPMENT PROJECT requirements" box in Section 3. A Storm Water Management Plan, prepared in accordance with City Storm Water Standards, must be submitted at time of application. If you answered NO to ALL of the questions above, then your project is subject to Standard Stormwater Requirements. Please check the "does not meet POP requirements" box in Section 3. €-34 Page 2 of 3 REV 3/23/10 CITY OF CARLSBAD STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services Engineering Department 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov SECTION 2 SIGNIFICANT REDEVELOPMENT Complete the questions below regarding your redevelopment project: 1 . Project results in the disturbance of more than 1 -acre or more of land and is considered a Pollutant-generating Development Project (see definition in Section 1 ). YES NO JX3 If you answered NO, please proceed to question 2. If you answered YES, then you ARE a significant redevelopment and you ARE subject to PRIORITY DEVELOPMENT PROJECT requirements. Please check the "meets PRIORITY DEVELOPMENT PROJECT requirements" box in Section 3 below. 2. Is the project redeveloping an existing priority project type? (Priority projects are defined in Section 1);x> If you answered YES, please proceed to question 3. If you answered NO, then you ARE NOT a significant redevelopment and your project is subject to STANDARD STORMWATER REQUIREMENTS. Please check the "does not meet POP requirements" box in Section 3 below. 3. Is the project solely limited to just one of the following: a. Trenching and resurfacing associated with utility work? b. Resurfacing and reconfiguring existing surface parking lots? c. New sidewalk construction, pedestrian ramps, or bike lane on public and/or private existing roads? d. Replacement of existing damaged pavement? /* ^X XX If you answered NO to ALL of the questions, then proceed to question 4. If you answered YES to ANY of the questions then you ARE NOT a significant redevelopment and your project is subject to Standard Stormwater Requirements. Please check the "does not meet POP requirements" box in Section 3 below. 4. Will your redevelopment project create, replace, or add at least 5,000 square feet of impervious surfaces on an existing development or, be located within 200 feet of the Pacific Ocean and (1 )create more than 2500 square feet of impermeable surface or (2) increases impermeable surface on the property by more than 10%?>> If you answered YES, you ARE a significant redevelopment, and you ARE subject to PRIORITY DEVELOPMENT PROJECT requirements. Please check the "meets PRIORITY DEVELOPMENT PROJECT requirements" box in Section 3 below. If you answered NO, then you ARE NOT a significant redevelopment and your project is subject to STANDARD STORMWATER REQUIREMENTS. Please check the "does not meet POP requirements" box in Section 3 below. SECTION 3 Questionnaire Results: My project meets PRIORITY DEVELOPMENT PROJECT (POP) requirements and must comply with additional Stormwater criteria per the SUSMP and must prepare a Storm Water Management Plan for submittal at time of application. My project does not meet PDP requirements and must only comply with STANDARD STORMWATER REQUIREMENTS per the SUSMP. Applicant Information and Signature Box Box for City Use Only Address: Applicao^Na Assessor's Parcel Number(s): Applicant Title: Date: J_ By: NO Date: Project ID: 0 E-34 Page 3 of 3 REV 3/23/10 . N»7 CITY OF CARLSBAD STORM WATER COMPLIANCE ASSESSMENT B-24 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov I am applying to the City of Carlsbad for the following type(s) of construction permit: Permit rj Right-of-Way Permit Q My project is categorically EXEMPT from the requirement to prepare a storm water pollution prevention plan (SWPPP) because it only requires issuance of one or more of the following permit types: Electrical Fire Additional Fire Alarm Fixed Systems Mechanical Mobile Home Plumbing Patio/Deck Re-Roofing Sign Spa-Factory Sprinkler Water Discharge Project Storm Water Threat Assessment Criteria* No Threat Assessment Criteria Q My project qualifies as NO THREAT and is exempt from the requirement to prepare a storm water pollution prevention plan (SWPPP) because it meets the "no threat" assessment criteria on the City's Project Threat Assessment Worksheet for Determination of Construction SWPPP Tier Level. My project does not meet any of the High, Moderate or Low Threat criteria described below. Tierl • Low Threat Assessment Criteria jp^My project does not meet any of the Significant or Moderate Threat criteria, is not an exempt permit type (See list above) and the project f meets one or more of the following criteria: • Results in some soil disturbance; and/or • Includes outdoor construction activities (such as saw cutting, equipment washing, material stockpiling, vehicle fueling, waste stockpiling). Tier 2 • Moderate Threat Assessment Criteria rj My project does not meet any of the Significant Threat assessment Criteria described below and meets one or more of the following criteria: • Project requires a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 15.16 of the Carlsbad Municipal Code); or, • Project will result in 2,500 square feet or more of soils disturbance including any associated construction staging, stockpiling, pavement removal, equipment storage, refueling and maintenance areas and project meets one or more of the additional following criteria: • Located within 200 feet of an environmentally sensitive area or the Pacific Ocean, and/or • Disturbed area is located on a slope with a grade at or exceeding 5 horizontal to 1 vertical, and/or • Disturbed area is located along or within 30 feet of a storm drain inlet, an open drainage channel or watercourse, and/or • Construction will be initiated during the rainy season or will extend into the rainy season (Oct. 1 through April 30). Tier 3 - Significant Threat Assessment Criteria Q My project includes clearing, grading or other disturbances to the ground resulting in soil disturbance totaling one or more acres including any associated construction staging, equipment storage, stockpiling, pavement removal, refueling and maintenance areas: and/or Q My project is part of a phased development plan that will cumulatively result in soil disturbance totaling one or more acres including any associated construction staging, equipment storage, refueling and maintenance areas: or, Q My project is located inside or within 200 feet of an environmentally sensitive area (see City £SA Proximity map) and has a significant potential for contributing pollutants to nearby receiving waters by way of storm water runoff or non-storm water discharge(s). / certify to the best of my knowledge that the above checked statements are true and correct. I understand and acknowledge that even though this project does not require preparation of a construction SWPP, I must still adhere to, and at all times during construction activities for the permit type(s) check above comply with the storm water best management practices pursuant to Title 15 of the Carlsbad Municipal Code and to City Standards. *The City Engineer may authorize minor variances from the Storm Water Threat Assessment Criteria in special circumstances where it can be shown that a lesser or higher Construction SWPPP Tier Level is warranted. Project Address: 1 10 r Assessor Parcel No. Owner/Owner's Authorized Agent Name: Owner/Owner's Authorized Agent Signature: Citytoncurrence: YES a NO Title: Date: B-24 Page 1 of 1 Rev.03/09 BT H(Ti T1FPT^.«..v.« ..«.v..,c.. _ J-/JL/VJ. U.or J From: Daryl [kitfire@sbcglobal.net] Sent: Tuesday, January 25, 2011 3:04 PM To: Brenda Wardwell Cc: Janet Altar; Raenette Abbey Subject: CB1 02488 RECOMMENDED FOR APPROVAL Attachments: CB102488RECOMMENDEDFORAPPROVAL.doc Initial Review $247.50 Inv. 2739 Recheck&Approval $ 157.50 will deliver the plans on Thursday morning. Thanks, VaryCK. James DaryCK. James & J\ssoc. Inc. 205 CoCina Terrace ytsta, CA 92084 760-724-7001 RECOMMENDATION FOR APPROVAL , DJLJJ'VJ. U. Page: 1 of 2 Daryl K. James & Associates, Inc. Checked by: Darvl Kit James 205 Colina Terrace Date: January 25, 2011 Vista, CA 92084 T. (760) 724-7001 Email: kitfire@sbcglobai.net APPLICANT: Brian Oshima JURISDICTION: Carlsbad Fire Department PROJECT NAME: Urban Outfitters PROJECT ADDRESS: 1905 Calle Barcelona #120 PROJECT DESCRIPTION: CB102488 12,540 SF Tl INSTRUCTIONS • This plan review has been conducted in order to verify conformance to minimum requirements of codes adopted by the Carlsbad Fire Department. • The items below require correction, clarification or additional information before this plan check can be approved for permit issuance. • To expedite the recheck process, please note on this list (or copy) after each correction your response and where each correction item has been addressed, i.e. sheet number, note number, detail number, legend number, etc Corrections or modifications to the plans must be clouded and provided with numbered deltas and revision dates. • PLEASE SEND OR DELIVER REVISED PLANS WITH BUILIDNG DEPT. COMMENTS DIRECTLY TO: DARYL K. JAMES 205 COLINA TERRACE VISTA, CA 92084 ^/CORRECTIONS General Sign professional stamps on each sheet. A/C100 Deferred Submittals & Applicable Standards List the following as deferred submittals: Automatic fire sprinkler plans (NFPA 13) Fire alarm plans (NFPA 72) Fire Protection Storage Plan (CFC 901.2 and NFPA 13) for areas 103 & 111. Code Information Denote the number of stories. Denote receiving and storage areas as accessory and incidental uses to the Group M occupancy. VD100/D200 Add a note stating Fire Safety will be provided during construction and demolition in accordance with CFC Chapter 14. VAIOO First Floor Plan Note occupancy classification of adjacent and above and/or below tenants. Provide required separation per CBC Chapter 5, Table 508.3.3 if applicable. Detail construction requirements for the resistance of passage of smoke from incidental use areas. See CBC 508.2.2.1 for incidental use not requiring a fire barrier. Denote all new and existing doors. Denote any rated partitions and references to details and listed design numbers or CBC Table 720 Item #, if applicable. Denote penetrations to any rated assemblies, if applicable and provide details and listing for fireproofing Page: 2 of 2 VA200/A201 Ceiling Material Legend Clarify type of ceiling materials abbreviations and coordinate with symbols with RCP. Provide a reference to Sheet E100 for exit sign and emergency lighting locations. VASOO North Storefront Elevation Denote address location and provide detail for address signage. FP10O Revise note as following: Change AOR to local AHJ. Cite CFC 901.2 as the applicable code section. VATOO Door Schedule Denote all new and existing doors and or hardware on Door and Hardware Schedule. Verify that all exit hardware is openable from the egress side without the use of a key, special knowledge or effort and provide a note stating so on this sheet. Provide a description of door locking hardware for door 23. Only door 1 may be equipped with hardware keyed from the inside if the locking device is readily distinguishable as being locked and there is a sign on the door stating "This door to remain unlocked when building is occupied". Provide remark on door schedule to indicate the provision of this sign. When doors are used in pairs, approved automatic flush bolts are permitted to be used provided the door leaf having the automatic flush bolts has no surface mounted hardware. Provide a description of hardware type 7A. Glazing Types Provide a description for GL4. Indicate if tempered. Detail 5 Provide listing number for fire treated wood blocking. A/A800 Provide a merchandising display plan for sales area in order to determine path of egress travel from all areas to an exit. Coordinate all details with Sheet M-2. For example 3/M-3 Fire Smoke Damper Detail A/E400 Special Note 20 Is this note applicable to this project? Duct smoke detector not detailed on Sheet M-3. Specify NFPA 72 edition reference to Sec. 5-10.6.8. Denote dedicated circuits with lock-on devices for fire and life safety devices. POINT 2 STRUCTURAL ENGINEERS INC. Su ppJemtnal Structural Caiculat»ons for Outfitters Tenant Improvement 1905 Call© Barcelona Carlsbad,-:CA 92001 POINT 2 Job Mo. 2010-044 February 2011 3707 Business Drive, Suite 100, Sacramento, CA 95820 Tel: 916-452-8200 Fax: 916-452-8212 Point 2 PROJECT: CLIENT: JOB NO.:DATE: PAGE: DESIGN BY REVIEW BY: siiiiiiiiBiiM^ INPUT DATA & DESIGN SUMMARY EQUIPMENT WEIGHT W= 0.8 ,kips CENTER OF MASS H= 6'-Iff D= 1.5-jft L = ' ^0. Jft NUMBER OF BOLT -TZ "brace= 1 < fposl= 1 __ USE 5/8DIA-4inEMBKWIKBOLT-TZ. 1ATEACHBRACE. 1 AT POST (TOTAL 5 BOLTS) ANALYSIS KWIK BOLT-TZ DIAMETER $ = 5/8 in. Per ICC ESR-1917 ANCHOR DEPTH hef = 4 in. Per ICC ESR-1917 ALLOWABLE TENSION & SHEAR VALUES (ICC ESR-1917, Table 11) Pt = 3237 Ibs V, = 2236 Ibs SPACING & EDGE REQUIREMENTS (ICC ESR-1917^30)6 3 or 4) Scr = 12 in Smin = 31/2 in CQ- = 57/8 in, shear, ";57/8 intension Cmin = 31/4 in, shear, ' 3 1/4 in, tension DESIGN LOADS FH = Fp = («H) MAX{ 0.3SDSlpW , MIN[ 0.4apSDslp(1 +2z/h)/Rp W , = 1 .3 MAX{ 0.24W , MIN[ 0.65W , 1 .29W ]} = 0.84 W , (SD) -= 0.60 W , (ASD) = 0.48 kips 1 .6SDslpW ] } where V = KVW= 0.15 W, (ASD) =0.12 kips, up & down CHECK TENSION CAPACITY P5=[(Fv-t-W)/A-i-My/l]= where A = 5 I = MIN(2Xi2 , lYj y=H= 72 KDSA= -r-0:8' ^seismic = ^edge-space = C= j' 48 : S= ' 12. 334 Ibs / bolt < (total bolts) + Fv) L = 3.61 ft-kips ) = 20736 in2-bolts in V (DSA/OSHPD adapted ICBO / ICC value) 1-1/3 •-• (allowable increase? IBC 1605A.3.2) 1.00 (ICC ESR-1917 Sec. 4.2.1 SIM.) '-" in, min distance from bolt to slab edge in, min bolt spacing , (ASCE 7-05, Sec. 13.3.1) SDS = 0.809 (ASCET-05 Sec 11.4.4) lp= -' S'r ~ (ASCE Sec. 13.1.3) ap= | -1, (ASCE Tab.'13.5-1) Rp = 1.5- (ASCE Tab. 13.5-1) n = '"12 ' in KH= 1.3 (ASCE Sec. 13.4.23) = O.fS (vertical seismic factor) [SATISFACTORY] CHECK SHEAR CAPACITY VS = FH/ where 96 Ibs/bolt < 1.00 (ICC ESR-1 917 Sec. 4.2.1 SIM.) CHECK COMBINED LOADING CAPACITY (ICC ESR-1917 Sec. 4.2.2) (Ps/Pt) + (Vs/V,)= 0.137 < 1.20 [SATISFACTORY] [SATISFACTORY] www.hilti.us PROFIS Anchor 2.1.2 Company: Specifier: Address: Phone I Fax: E-Mail: Page: 1 Project: Sub-Project I Pos. No.: Date: 2/4/2011 Specifier's comments: 1. Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report:: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile Base material: Reinforcement: Kwik Bolt TZ - SS 304,1/2 (3 1/4) h., = 3.250 in., hwnl = 4.000 in. AISI 304 ESR1917 9/1/2009 |- design method ACI 318 / AC 193 eb = 0.000 in. (no stand-off); t = 0.500 in. I, x ly x t = 2.000 x 14.000 x 0.500 in. (Recommended plate thickness: not calculated) no profile cracked concrete, 2500, fc' = 2500 psi; h = 6.000 in. tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F): no Geometry [in.] & Loading [Ib, in.-lb] z Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hllti.us PROFIS Anchor 2.1.2 Company: Specifier: Address: Phone I Fax: E-Mail: Page: Project: Sub-Project I Pos. No.: Date:2/4/2011 2. Load case/Resulting anchor forces Load case (governing): Anchor reactions [Ib] Tension force: (-(-Tension, -Compression) Anchor Tension force 1 1000 2 1000 max. concrete compressive strain max. concrete compressive stress resulting tension force in (x/y)=(0.0 resulting compression force in (x/y 3. Tension load Proof Steel Strength* Pullout Strength* Concrete Breakout Strength** Shear force Shear force x Shear force y 707 500 500 707 500 500 [%o]: 0.00 [psi]: 0 00/0.000) [lb]:.2000 )=(0/0) [Ib]: 0 Load Nm [Ib] Capacity ij)Nr [Ib] Utilfe 2 jy "ensioi :ation pN [%] = Nra/cj>N,, Status 1000 8665 12 OK N/A N/A N/A N/A ^^\2000 /^474 ) 31 OK * anchor having the highest loading **anchor group (anchors in ten: Steel Strength .Equations Nsa = ESR value <> NBle8| £ Nua refer to ICC-ES ESR 1917 ACI318-08Eq. (D-1) Variables n Calculations Mi [Ib] 11554 Results A5e,N [in.2] 0.10 115000 11654 0.750 8665 1000 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (o) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Concrete Breakout Strength Equations Nua ANc see ACI 31 8-08, Part D.5.2.1 , =9 hi,/__u\ VI/M.N = 1 1+2eN 1:51.0 \ 3 hef/ Nb ACI 318-08 Eq. (D-5) ACI 318-08 Eq. (D-1) Fig. RD.5.2.1(b) ACI 318-08 Eq. (D-6) ACI 318-08 Eq. (D-9) ACI 318-08 Eq. (D-11) www.hilti.us Company: Specifier: Address: Phone 1 Fax: - 1 - E-Mail: PROFIS Anchor 2.1 .2 Page: 3 Project: Sub-Project I Pos. No.: Date: 2/4/2011 Vop,N = MAX| Nb =kcXN Variables hef [in.] 3.250 fclpsi] 2500 Calculations ANc[in2] 190.12 Results Nebs t|bl 9960 rCa.m|n 1-5IVU10^ ^ac Cac / 'fchj,5 BCIN [in.] 0.000 ANCO [in2] 95.06 4>concrels . 0.650 ACI 31 8-08 Eq. (D-1 3) ACI 31 8-08 Eq. (D-7) ec2,N [in.] Ca^in [in.] v^c.N cac [lH.] kc \ 0.000 393.701 1.000 7.500 17 1 M/ec1,N M/ec2.N Weti.N X|/cp.N Nb [Ib] 1.000 1.000 1.000 1.000 4980 <t>Nrta[lb] Nua[lb] 6474 2000 Input data and results must be checked for agreement with the existing conditions and for plausibllltyl PROFIS Anchor (c} 2003-2009 Hilli AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hiltl.us PROFIS Anchor 2.1.2 Company: Specifier: Address: Phone I Fax: E-Mail: Page: Project: Sub-Project I Pos. No.: Date:2/4/2011 4. Shear load Proof Load V.,,Capacity <t>VJIb]Utilization pv [%] =Status Steel Strength* Steel failure (with lever arm)* Pryout Strength** Concrete edge failure in direction** * anchor having the highest loading 707 A472 \J 16 N/A N/A \ N/A 1414 13944 N/A N/A "anchor group (relevant anchors) 10 N/A OK N/A OK N/A Steel Strength Equations V8a = ESR value <j>V5lee|2:Vua refertolCC-ESESR1917 ACI 318-08 Eq. (D-1) Variables n A5e,v [in.2] 0.10 115000 Calculations V5a [Ib] 6880 Results vsa [Ib] 6880 0.650 4472 707 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilti A6, FL-9494 Sehaan Hilti is a registered Trademark of Hilti AG, Schaan Pryout Strength (Concrete Breakout Strength controls) Equations Vopg =kop[(^)Vec.N>|/ed,Nv=,NV|;cp,NNb] ACI 318-08 Eq. (D-31) ij) Vcpg 5 Vua ACI 318-08 Eq. (D-1) ANo see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1 (b) ANc0 =9 hi, ACI 318-08 Eq. (D-6) ACI 318-08 Eq. (D-9) ACI 318-08 Eq. (D-11} ACI 318-08 Eq. (D-13) www.hilti.us PROFIS Anchor 2.1 .2 Company: Specifier: Address: Phone I Fax: - | - E-Mail: Page: 5 Project: Sub-Project I Pos. No.: Date: 2/4/2011 Nb = kcxVfXf Variables kcp hsf[i ACI 31 8-08 Eq. (D-7) :n.] ec1iN [in.] ec2-N [in.] ca,mjn [in.]\I/C,N cac[in.] kckcp hsf[in.] ec1iN[inJ ec2-N[in.] • oaimjn [in.] Vc,N cac[in.] kc 2 1 Calculations ANc [in.2] 190.12 Results VCM[lb] 3.250 2500 ANCO [in2] 95.06 <j) concrete 0.000 0.000 - 1.000 7.500 17 X|/ec1.N M>ec2,N V|/ed.N V|/cp,N Nj, []b] 1.000 1.000 1.000 1.000 4980 <tVcpg[lb] Vua[lb] 19921 0.700 13944 1414 5. Combined tension and shear loads Utilization pN.v[%]Status 0.309 0.158 5/3 19 OK 6. Warnings • Condition A applies when supplementary reinforcement is used. The 0 factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to ACI 318, Part D.4.4(c). • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant standard! • The anchor plate is assumed to be sufficiently stiff in order to be not deformed when subjected to the actions! Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilti AG, FL-9494 Schaan Hitti is a registered Trademark of Hilti AG, Schaan www.hilti.us PROFIS Anchor 2.1.2 Company: Specifier Address: Phone I Fax: E-Mail: Page: Project: Sub-Project I Pos. No.: Date:2/4/2011 7. Installation data Anchor plate, steel: - Profile: no profile Hole diameter in the fixture: d, = 0.563 in. Plate thickness (input): 0.500 in. Recommended plate thickness: not calculated Anchor type and diameter: Kwik Bolt TZ - SS 304,1/2 (3 1/4) Installation torque: 480.001 in.-lb Hole diameter in the base material: 0.500 in. Hole depth in the base material: 4.000 in. Minimum thickness of the base material: 6.000 in. 0003000) OOQD003 Coordinates Anchor [in.] Anchor x y 1 0.000 -6.000 2 0.000 6.000 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan ICC EVALUATION SERVICE Most Widely Accepted and Trusted ICC-ES Evaluation Report ESR-1917* Reissued September 1, .2007 This report is subject to re-examination in two years. www.icc-es.org | (800)423-6587 | (562)699-0543 A Subsidiary of the International Code Council® DIVISION: 03—CONCRETE Section: 03151—Concrete Anchoring REPORT HOLDER: HILTI, INC. 5400 SOUTH 122ND EAST AVENUE TULSA, OKLAHOMA 74146 (800) 879-8000 www.us.hilti.com HiltlTechEnaffljus.hilti.com EVALUATION SUBJECT: HILTI KWIK BOLTTZ CARBON AND STAINLESS STEEL ANCHORS IN CONCRETE 1.0 EVALUATION SCOPE Compliance with the following codes: » 2006 International Building Code® (IBC) » 2006 International Residential Code® (IRC) • 1997 Uniform Building Code™ (UBC) Property evaluated: Structural .2.0 USES The Hilti Kwik. Bolt TZ anchor (KB-TZ) is used to resist static, wind, and seismic tension and shear loads in cracked and uncracked normal-weight concrete and structural sand lightweight concrete having a specified compressive strength, fe, of .2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa); and cracked and uncracked normal- weight or structural sand lightweight concrete over metal deck having a minimum specified compressive strength, f c, of 3,000 psi (20.7 MPa). The anchoring system is an alternative to cast-in-place anchors described in Sections 1911 and 1912 of the IBC and Sections 1923.1 and 1923.2 of the UBC. The anchors may also be used where an engineered design is submitted in accordance with Section R301.1.3ofthelRC. 3.0 DESCRIPTION KB-TZ anchors are torque-controlled, mechanical expansion anchors. KB-TZ anchors consist of a stud (anchor body), wedge (expansion elements), nut, and washer. The anchor (carbon steel version) is illustrated in Figure 1. The stud is manufactured from carbon steel or AIS! Type 304 or Type 316 stainless steel materials. Carbon steel KB-TZ anchors have a minimum 5 ym (0.00002 inch) zinc plating. The expansion elements for the carbon and stainless steel KB-TZ anchors are fabricated from Type 316 stainless steel. The hex nut for carbon steel conforms to ASTM A 563-04, Grade A, and the hex nut for stainless steel conforms to ASTM F 594. The anchor body is comprised of a high-strength rod threaded at one end and a tapered mandrel at the other end. The tapered mandrel is enclosed by a three-section expansion element which freely moves around the mandrel. The expansion element movement is restrained by the mandrel taper and by a collar. The anchor is installed in a predrilled hole with a hammer. When torque is applied to the nut of the installed anchor, the mandrel is drawn into the expansion element, which is in turn expanded against the wall of the drilled hole. Installation information and dimensions are set forth in Section 4.3 and Table 1. Normal-weight and structural lightweight concrete must conform to Sections 1903 and 1905 of the IBC and UBC. 4.0 DESIGN AND INSTALLATION 4.1 Strength Design: 4.1.1 General: Design strengths must be determined in accordance with ACI 318-05 Appendix D and this report. Design parameters are provided in Tables 3 and 4. Strength reduction factors 0 as given in ACI 318 D.4,4 must be used for load combinations calculated in accordance with Section 1605.2.1 of the IBC or Section 1612.2 of the UBC. Strength reduction factors <P as given in ACI 318 D.4.5 must be used for load combinations calculated in accordance with ACI 318 Appendix C or Section 1909.2 of the UBC. Strength reduction factors <t> corresponding to ductile steel elements may be used. An example calculation is provided in Figure 6. 4.1.2 Requirements for Static Steel Strength in Tension: The steel strength in tension must be calculated in accordance with ACI 318 D.5.1. The resulting Ns values are provided in Tables 3 and 4 of this report. 4.1.3 Requirements for Static Concrete Breakout Strength in Tension: The basic concrete breakout strength in tension must be calculated according to ACI 318 Section D.5.2.2, using the values of her and kcr as given in Tables 3 and 4 in lieu of her and k, respectively. The nominal concrete breakout strength in tension in regions where analysis indicates no cracking in accordance with ACI 318 Section D.5.2.6 must be calculated with VC.N as given in Tables 3 and 4. For carbon steel KB-TZ installed in the soffit of structural sand lightweight or normal-weight concrete on steel deck floor 'Revised September 2009 ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no "warranty by ICC Evaluation Service, Inc., express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright ©2007 Page 1 of 11 ESR-1917 | Most Widely Accepted and Trusted Page 2 of 11 and roof assemblies, as shown in Figure 5, calculation of the concrete breakout strength may be omitted. (See Section 4.1.5.) 4.1.4 Requirements for Critical Edge Distance: In applications where c < cac and supplemental reinforcement to control splitting of the concrete is not present, the concrete breakout strength in tension for uncracked concrete, calculated according to ACI 318 Section D.5.2, must be further multiplied by the factor "%,/v as given by the following equation: (1) whereby the factor WCP.N need not be taken as less than 1.5/7.,. For all other cases, VCP.N = 1-0. Values for the critical edge distance cao must be taken from Table 3 or Table 4. -4.1.5 Requirements for Static Pullout Strength in Tension: The pullout strength of the anchor in cracked and uncracked concrete, where applicable, is given in Tables 3 and 4. In accordance with ACI 318 Section D.5.3.2, the nominal pullout strength in cracked concrete must be calculated according to the following equation: Npn,fc=(Ib.psi)(2) Npnfc= In regions where analysis indicates no cracking in accordance with ACI 318 Section D.5.3.6, the nominal pullout strength in tension must be calculated according to the following equation: Npn.fo=(3) -= Wp,unt;r , MPa) Where values for A/p,cr or NpiUncr are not provided in Table 3 or Table 4, the pullout strength in tension need not be evaluated. The pullout strength in cracked concrete of the carbon steel KB-TZ installed in the soffit of sand lightweight or normal-weight concrete on steel deck floor and roof assemblies, as shown in Figure 5, is given in Table 3. In accordance with ACI 318 Section D.5.3.2, the nominal pullout strength in cracked concrete must be calculated according to Eq. (2), whereby the value of Np,neci<,cr must be substituted for Wftcr. The use of stainless steel .KB-TZ anchors installed in the soffit of concrete on steel deck assemblies is beyond the scope of this report. In regions where analysis indicates no cracking in accordance with ACI 318 Section D.5.3.6, the nominal pullout strength in tension may be increased by Vc,w as given in Table 3. ^c.p is 1.0 for all cases. Minimum anchor spacing along the flute for this condition must be the greater of 3.0/v or 11/2 times the flute width. 4.1.6 Requirements for Static Steel Shear Capacity Vs: In lieu of the value of Vs as given in ACI 318 Section D.6.1.2(c), the values of Vs given in Tables 3 and 4 of this report must be used. The shear strength Vs,deck as governed by steel failure of the KB-TZ installed in the soffit of structural sand lightweight or normal-weight concrete on steel deck floor and roof assemblies, as shown in Figure 5, is given in Table 3. 4.1.7 Requirements for Static Concrete Breakout Strength of Anchor in Shear, Veb or VCbg- Static concrete breakout strength shear capacity must be calculated in accordance with ACI 318 Section D.6.2 based on the values provided in Tables 3 and 4. The value of le used in ACI 318 Equation (D-24) must taken as no greater than her. 4.1.8 Requirements for Static Concrete Pryout Strength of Anchor in Shear, Vcp or Vcpg: Static concrete pryout strength shear capacity must be calculated in accordance with ACI 318 Section D.6.3, modified by using the value of kcp provided in Tables 3 and 4 of this report and the value of Neb or Ncbg as calculated in Section 4.1.3 of this report. For anchors installed in the soffit of structural sand lightweight or normal-weight concrete over profile steel deck floor and roof assemblies, as shown in Figure 5, calculation of the concrete pry-out strength in accordance with ACI 318. Section D.6.3 is not required. 4.1.9 Requirements for Minimum Member Thickness, Minimum Anchor Spacing and Minimum Edge Distance: In lieu of ACI 318 Section D.8.3, values of cmin and smin as given in Tables 2 and 3 of this report must be used. In lieu of ACI 318 Section D.8.5, minimum member thicknesses hmtn as given in Tables 3 and 4 of this report must be used. Additional combinations for minimum edge distance cmm and spacing sm,n may be derived by linear interpolation between the given boundary values. (See Figure 4.) The critical edge distance at corners must be minimum 4her in accordance with ACI 318 Section D.8.6. •4.1.10 Requirements for Seismic Design: For load combinations including earthquake, the design must be performed according to ACI 318 Section D.3.3 as modified by Section 1908.1.16 of the IBC, as follows: CODE IBC and IRC UBC ACI 3180.3:3. SEISMIC REGION Moderate or high seismic risk Moderate or high seismic risk CODE EQUIVALENT DESIGNATION Seismic Design Categories C, D, E, and F Seismic Zones 2B, 3, and 4 The nominal steel strength and the nominal concrete breakout strength for anchors in tension, and the nominal concrete breakout strength and pryout strength for anchors in shear, must be calculated according to ACI 318 Sections D.5 and D.6, respectively, taking into account the corresponding values given in Tables 3 and 4. The anchors comply with ACI 318 D.1 as ductile steel elements and must be designed in accordance with ACI 318 Section D.3.3.4 or D.3.3.5. The nominal pullout strength A/p,^ and the nominal steel strength for anchors in shear VSiSeiS must be evaluated with the values given in Tables 3 and 4. The values of NpfSe:s must be adjusted for concrete strength as follows: (4) Np,Seis,rc =17.2 (N, MPa) If no values for Np,se!s or Vs,se;s are given in Table 3 or Table 4, the static design strength values govern. (See Sections 4.1.5 and 4.1.6.) ESR-1917 I Most Widely Accepted and Trusted Page 3 of 11 \04.1.11 Structural Sand Lightweight Concrete: When structural lightweight concrete is used, values determined in accordance with ACI 318 Appendix D and this report must be modified by a factor of 0.60. 4.1.12 Structural Sand Lightweight Concrete over Metal Deck: Use of structural sand lightweight concrete is allowed in accordance with values presented in Table 3 and installation details as show in Figure 5. 4.2 Allowable Stress Design: 4.2.1 General: Design values for use with allowable stress design load combinations calculated in accordance with Section 1605.3 of the IBC and Section 1612.3 of the UBC, must be established as follows: where: Taiiowat>ie,ASD = Allowable tension load (Ibf or kN). VaiiombieAso = Allowable shear load (Ibf or kN). </>Nn - Lowest design strength of an anchor or anchor group in tension as determined in accordance with ACI 318 Appendix D, Section 4.1, and IBC Section 1908.1.16, as applicable (Ibf orN). tj>Vn = Lowest design strength of an anchor or anchor group in shear as determined in accordance with ACI 318 Appendix D, Section 4.1, and IBC Section 1908.1.16, as applicable (Ibf orN). a = Conversion factor calculated as a weighted average of the load factors for the controlling load combination. In addition, a must include all applicable factors to account for nonductile failure modes and required over- strength. The requirements for member thickness, edge distance and spacing, described in this report, must apply. An example of allowable stress design values -for illustrative purposes in shown in Table 6 4.2.2 Interaction: Interaction of Tensile and Shear Forces: The interaction must be calculated and consistent with ACI 318 Appendix D Section D.7 as follows: For shear loads V£ Q-2Vaiiowaae,f,SD, the full allowable load intension must be permitted. For tension loads T-S 0.2Ta;foiva«e,,4SD, the full allowable load in shear must be permitted. For all other cases: T V _ ' 'aiiowableASD * allowableASD 4.3 Installation: Installation parameters are provided in Table 1 and in Figure 2. The Hilti KB-TZ must be installed according to manufacturer's published instructions and this report. Anchors must be installed in holes drilled into the concrete Using carbide-tipped masonry drill bits complying with ANSI B212.15-1994. The nominal drill bit diameter must be equal to that of the anchor. The drilled hole must exceed the depth of anchor embedment by at least one anchor diameter to permit over-driving of anchors and to provide a dust collection area as required. The anchor must be hammered into the predrilled hole until at least four threads are below the fixture surface. The nut must be tightened against the washer until the torque values specified in Table 1 are achieved. For installation in the soffit of concrete on steel deck assemblies, the hole diameter in the steel deck not exceed the diameter of the hole in the concrete by more than 1/8 inch (3.2 mm). For member thickness and edge distance restrictions for installations into the soffit of concrete on steel deck assemblies, see Figure 5. 4.4 Special Inspection: Special inspection is required in accordance with Section 1704.13 of the IBC and, as applicable, Section 1701.5.2 of the UBC. The special inspector must make periodic inspections during anchor installation to verify anchor type, anchor dimensions, concrete type, concrete thickness, anchor embedment and adherence to the manufacturer's printed installation instructions. The special inspector must be present as often as required in accordance with the "statement of special inspection." Under the IBC, additional requirements as set forth in Sections 1705 and 1706 must be observed, where applicable. 5.0 CONDITIONS OF USE The Hilti KB-TZ anchors described in this report comply with the codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 Anchor sizes, dimensions and minimum embedment depths are as set forth in this report. 5.2 The anchors must be installed in accordance with the manufacturer's published instructions and this report. In case of conflict, this report governs. 5.3 Anchors must be limited to use in cracked and uncracked normal-weight concrete and structural sand lightweight concrete having a specified compressive strength, f'c, of .2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa), and cracked and uncracked normal-weight or structural sand lightweight concrete over metal deck having a minimum specified compressive strength, fc, of 3,000 psi (20.7 MPa). •5i,4 The values of f c used for calculation purposes must not exceed 8,000 psi (55.1 MPa). 5.5 Loads applied to the anchors must be adjusted in accordance with Section 1605.2 of the IBC and Sections1612.2 or 1909.2 of the UBC for strength design, and in accordance with Section 1605.3 of the IBC and Section 1612.3 of the UBC for allowable stress design. 5.6 Strength design values must be established in accordance with Section 4.1 of this report. 5.7 Allowable design values are established in accordance with Section 4.2. 5.8 Anchor spacing and edge distance as well as minimum member thickness must comply with Tables 3 and 4. 5.9 Prior to installation, calculations and details demonstrating compliance with this report must be submitted to the code official. The calculations and ESR-1917 | Most Widely Accepted and Trusted Page 4 of 11 II details must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. 5.10 Since an ICC-ES acceptance criteria for evaluating data to determine the performance of expansion anchors subjected to fatigue or shock loading is unavailable at this time, the use of these anchors under such conditions is beyond the scope of this report. 5.11 Anchors may be installed in regions of concrete where cracking has occurred or where analysis indicates cracking may occur (f< > fr), subject to the conditions of this report. 5.12 Anchors may be used to resist short-term loading due to wind or seismic forces, subject to the conditions of this report. 5.13 Where not otherwise prohibited in the code, KB-TZ anchors are permitted for use with fire-resistance- rated construction provided that at least one of the following conditions is fulfilled: •• Anchors are used to resist wind or seismic forces only. •• Anchors that support a fire-resistance-rated envelope or a fire- resistance-rated membrane are protected by approved fire-resistance- rated materials, or have been evaluated for resistance to fire exposure in accordance with recognized standards. Anchors are elements. used to support nonstructural 5.14 Use of zinc-coated carbon steel anchors is limited to dry, interior locations. 5.15 Special inspection must be provided in accordance with Section 4.4. 5.16 Anchors are manufactured by Hilti AG, in Schaan, Liechtenstein, under a quality control program with inspections by Underwriters Laboratories Inc. (AA- 637). 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the ICC-ES Acceptance Criteria for Mechanical Anchors in Concrete Elements (AC193), dated January 2007 (ACI 355.2). 6.2 A quality control manual. 7.0 IDENTIFICATION The anchors are identified by packaging labeled with the manufacturer's name (Hilti, Inc.) and contact information, anchor name, anchor size, evaluation report number (ICC- ES ESR-1917), and the name of the inspection agency (Underwriters Laboratories Inc.). The anchors have the letters KB-TZ embossed on the anchor stud and four notches embossed into the anchor head, and these are visible after installation for verification. ESR-1917 | Most Widely Accepted and Trusted Page 5 of 11 UNC thread I mandrel dog point expansion element hex nut bolt FIGURE 1—HILTI CARBON STEEL KWIK BOLT TZ (KB-TZ) TABLE 1—SETTING INFORMATION (CARBON STEEL AND STAINLESS STEEL ANCHORS) SETTING INFORMATION Anchor O.D. Nominal bit diameter Effective min. embedment Min. hole depth Min. thickness of fastened part1 Installation torque Min. dia. of hole in fastened part Symbol do fa Ik, Ih U Tte. dh Units In. (mm) In. In. (mm) In. (mm) In. (mm) ft-lb (Nm) In. (mm) Nominal anchor diameter (in.) % 0.375 (9.5) % 2 (51) 2% (67) 1/4 (8) 25 (34) 7/16 (11.1) Standard anchor lengths Threaded length (incl. dog point) Unthreaded length Uh tumid trthr In. (mm) In. (mm) In. (mm) 3 3% (76) (95) 7/8 15/8 (22) (41) </2 0.5 (12.7) . V2 2 (51) 2% (67) 3/4 (19) 3V« (83) -4 (102) 'A (6) 40 (54) S/16 (14.3) 5 (127) Tk (73) 2'/8 (54) 3% (95) 15/8 (41) 4</2 (114) 2% (60) 5V2 (140) 3% (86) % 0.625 (15.9) % 3V« (79) 3% (98) 3/e (9) 4 (102) 4% (121) 3/4 (19) 60 (81) 11/16 (17.5) 7 (178) 47/8 (124) 21/, (54) 43/4 (121) 1V2 (38) 6 BV2 (152) (216) 2% 5V4 (70) (133) 31/4 (83) 3/4 0.75 (19.1) 3/4 3% (95) 4% (117) 1/8 (3) 43/4 (121) 52/4 (146) 15/6 (41) 110 (149) 13/16 (20.6) 10 (254) 63/4 (171) 5V2 (140) Vk (38) 8 (203) 4 (102) A (102) 10 (254) 6 (152) The minimum thickness of the fastened partis based on use of the anchor at minimum embedment and is controlled by the length of thread. If a thinner fastening thickness is required, increase the anchor embedment to suit. ESR-1917 I Most Widely Accepted and Trusted Page 6 of 11 tanch FIGURE 2—KB-TZ INSTALLED TABLE-2—LENGTH IDENTIFICATION SYSTEM (CARBON STEEL AND STAINLESS STEEL ANCHORS) Length ID marking on bolt head Length of anchor, tench (inches) From Up to but not including A r/2 2 B 2 2% C 2% 3 D 3 31/2 E 31/2 4 F 4 41/2 G 41/2 5 H 5 5% I $y, 6 j 6 6)4- K 6% 7 L 7 7Y> M 71/2 8 N 8 8J4 O 81/2 9 P 9 9« Q 91/2 10 R 10 11 s 11 12 T 12 13 U 13 14 V 14 15 W 15 16 FIGURE 3—BOLT HEAD WITH LENGTH IDENTIFICATION CODE AND KB-TZ HEAD NOTCH EMBOSSMENT ESR-1917 | Most Widely Accepted and Trusted Page? of 11 TTABLE 3—DESIGN INFORMATION, CARBON STEEL KB-TZ DESIGN INFORMATION Anchor O.D. Effective min. embedment1 Min. member thickness2 Critical edge distance Min. edge distance Min. anchor spacing Min. hole depth in concrete Min. specified yield strength Min. specified ult. strength Effective tensile stress area Steel strength in tension Steel strength in shear Steel strength in shear, seismic3 Steel strength in shear, concrete on metal deck4 Pullout strength uncracked concrete5 Pullout strength cracked concrete5 Pullout strength concrete on metal deck6 Symbol do he, ft* cx Crtn forsS Smn for c£ ho r, fu Ax N, V, 14* IW <w AW flUto Units In. (mm) In. (mm) In. (mm) In. (mm) In. (mm) In. (mm) In. (mm) In. (mm) In. (mm) Ib/in* (N/mm2) Mm' (N/mm2) In2 (mm2) Ib (kN) Ib (kN) Ib (kN) Ib (kN) Ib (kN) Ib (kN) Ib (kN) Anchor category7 Effectiveness factor kuncr uncracked concrete Effectiveness factor kcr cracked concrete8 VON- W/fo-9 Coefficient for pryout strength, kcp Strength reduction factor <f> for tension, steel failure modes10 Strength reduction factor <j> for shear, steel failure modes10 Strength reduction 0 factor for tension, concrete failure modes or pullout, Condition B" Strength reduction 0 factor for shear, concrete failure modes, Condition B11 Nominal anchor diameter \ 0.375 (9.5) 2 (51) 4 (102) 4J/8 (111) 5 (127) 4 (102) 2V2 (64) 5 (127) (64) 3"/8 (92) 2s/8 (67) 100,000 (690) 125,000 (862) 0.052 (33.6) 6,500 (28.9) 3,595 (16.0) 2,255 (10.0) 2130 (9.5) 2,515 (11.2) 2,270 (10.1) 1,460 (6.5) \ 0.5 (12.7) 2 (51) 4 6 (102) (152) 5V2 4V2 (140) (114) (70) 5"/4 (146) (70) 4V, (105) fit (67) (83) 6 8 (152) (203) 7V2 6 (191) (152) 2/8 (60) (146) (60) 3V2 (89) 4 (102) 84,800 (585) 106,000 (731) 0.101 (65.0) 10,705 (47.6) 6,405 (28.5) 6,405 (28.5) 3,000 (13.3) NA NA 1,460 (6.5) 4,945 (22) 5,515 (24.5) 4,915 (21.9) 2,620 (11.7) 5/s 0.625 (15.9) 3V, (79) 5 (127) 6'/2 (165) 3"1/. (92) 6'/8 (156) 3'/2 (89) (121) 3;/8 (98) 4 (102) 6 8 (152) (203) (222) (171) (83) 5'la (149) 3 (76) 4'/4 (108) (121) 84,800 (585) 106,000 (731) 0.162 (104.6) 17,170 (76.4) 10,555 (47.0) 10,555 (47.0) 4,600 (20.5) NA NA 2,000 (8.9) 6,040 (26.9) 9,145 (40.7) NA 4,645 (20.7) 3/4 0.75 (19.1) (95*) 6 8 (152) (203) 10 8 (254) (203) 4% (121) 10V2 (267) 5 (127) (241) (117) 43/4 (121) 8 (203) 9 (229) 4V8 (105) 8'/8 (225) 4 (102) 7% (197) (146) 84,800 (585) 106,000 (731) 0.237 (152.8) 25,120 (111.8) 15,930 (70.9) 14,245 (63.4) NP 8,280 (36.8) NA NP NP 10,680 (47.5) NA NP 1 24 17 1.41 1.0 2.0 0.75 0.65 0.65 0.70 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N, 1 psi = 0.006895 MPa For pound-inch units: 1 mm = 0.03937 inches. nSee Fig. 2.2 For structural light-weight concrete over metal deck, see Figure 5.3 See Section 4.1.10 of this report. 'See Section 4.1.6. NP (not permitted) denotes that the condition is not supported by this report.5See Section 4.1.5 of this report. NA (not applicable) denotes that this value does not control for design.6See Section 4.1.5 of this report. NP (not permitted) denotes that the condition Is not supported by this report. Values are for cracked concrete. Values are applicable to both static and seismic load combinations.7See ACI 318-05 Section D.4.4. "See ACI 318-05 Section D.5.2.2. "See ACI 318-05 Section D.5.2.6.10The KB-TZ is a ductile steel element as defined by ACI 318 Section D.I. "For use with the load combinations of ACI 318 Section 9.2. Condition B applies where supplementary reinforcement in conformance with ACI 318-05 Section D.4.4 is not provided, or where pullout or pryout strength governs. For cases where the presence of supplementary reinforcement can be verified, the strength reduction factors associated with Condition A may be used. ESR-1917 | Most Widely Accepted and Trusted Page 8 of 11 TABLE 4—DESIGN INFORMATION, STAINLESS STEEL KB-TZ DESIGN INFORMATION Anchor O.D. Effective min. embedment1 Min. member thickness Critical edge distance Min. edge distance Min. anchor spacing Min. hole depth in concrete Min. specified yield strength Min. specified ult. Strength Effective tensile stress area Steel strength in tension Steel strength in shear Pullout strength in tension, seismic2 Steel strength in shear, seismic2 Pullout strength uncracked concrete3 Pullout strength cracked concrete3 Symbol ct0 he! ft* Cac Crtn fors£ smto for c£ h. fy fa A^ A4 V, NS* 14* A/Ucr «,„ Units in. (mm) in. (mm) in. (mm) in. (mm) in. (mm) in. (mm) in. (mm) in. (mm) in. (mm) Ib/in* (N/mm2) Ib/ln2 (N/mm2) in2 (mm2) Ib (kN) Ib (kN) Ib (kN) Ib (kN) Ib (kN) Ib (kN) Anchor category4 Effectiveness factor Arunt, uncracked concrete Effectiveness factor kcr cracked concrete5 % N = kuna/ka* Strength reduction factor fy for tension, steel failure modes7 Strength reduction factor (/) for shear, steel failure modes7 Strength reduction 0 factor for tension, concrete failure modes, Condition B8 '• Coefficient for pryout strength, kcp Strength reduction 0 factor for shear, concrete failure modes. Condition B8 Nominal anchor diameter "/„ 0.375 (9.5) 2 (51) 4 (102) 4J/8 (111) 5 (127) (98) 2V2 (64) 5 (127) (57*) 3V2 (89) (67) 92,000 (634) 115,000 (793) 0.052 (33.6) 5,968 (26.6) 4,870 (21.7) NA 2,825 (12.6) 2,630 (11.7) 2,340 (10.4) V2 0.5 (12.7) 2 (51) 4 6 (102) (152) 5V2 4V2 (140) (114) 2/8 (73) (146) 2'/a (73) 4V, (114) 2% (67) 3r/4 (83) 6 8 (152) (203) 7V2 6 J191) (152) 2V8 (54) 5V4 (133) 2 (51) 3V4 (83) 4 (102) 92,000 (634) 115,000 (793) 0.101 (65.0) 11,554 (51.7) 6,880 (30.6) 2,735 (12.2)NA 6,880 (30.6) NA 3,180 (14.1) 5,760 (25.6) NA % 0.625 (15.9) 3V, (79) 5 (127) 7 (178) 3'/4 (83) 5'/2 (140) 2J/4 (70) 4'/a (105) 3;/8 (98) 4 (102) 6 (152) (225) 8 (203) 6 (152) 2J/B (60) S'/2 (140) 2% (60) 4V4 (108) 4% (121) 92,000 (634) 115,000 (793) 0.162 (104.6) 17,880 (82.9) 11,835 (52.6) NA 11,835 (52.6) NA NA 5,840 (26.0) 3/4 0.75 (19.1) 3>/4 (95) 6 8 (152) (203) 10 7 (254) (178) (108) 10 (254) 5 (127) 9V, (241) 4'/8 (117) (121) 8 (203) 9 (229) 4 (102) 8V, (216) 4 (102) 7 (178) 5% (146) 76,125 (525) 101,500 (700) 0.237 (152.8) ' 24,055 (107.0) 20,050 (89.2) NA 14,615 (65.0) NA 8,110 (36.1) 12,040 (53.6) NA 1 24 17 1.41 24 1.00 17 1.41 17 1.41 17 1.41 24 1.00 17 1.41 0.75 0.65 0.65 1.0 2.0 0.70 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N, 1 psi = 0.006895 MPa For pound-Inch units: 1 mm = 0.03937 inches. 'See Fig. 2.2See Section 4.1.10 of this report. NA (not applicable) denotes that this value does not control for design.3See Section 4.1.5 of this report. NA (not applicable) denotes that this value does not control for design. 'See ACI 318-05 Section D.4.4.5See ACI 318-05 Section D.5.2.2.6See AC! 318-05 Section D.5.2.6. 7The KB-TZ is a ductile steel element as defined by ACI 318 Section D.I.BFor use with the load combinations of ACI 318-05 Section 9.2. Condition B applies where supplementary reinforcement in conformance with ACI 318-05 Section D.4.4 is not provided, or where pullout or pryout strength governs. For cases where the presence of supplementary reinforcement can be verified, the strength reduction factors associated with Condition A may be used. ESR-1917 [ Most Widely Accepted and Trusted Page 9 of 11 Sdeslgn Cdeslgn cn 'os.V) ^design l I I ^-design I I I edge distance c FIGURE 4—INTERPOLATION OF MINIMUM EDGE DISTANCE AND ANCHOR SPACING TABLE 5-MEAN AXlAL STIFFNESS VALUES p FOR KB-TZ CARBON AND STAINLESS STEEL ANCHORS IN NORMAL-WEIGHT CONCRETE (103pounds/in.)1 Concrete condition uncracked concrete cracked concrete carbon steel KB-TZ, all diameters 700 500 stainless steel KB-TZ, all diameters 120 90 'Mean values shown, actual stiffness may vary considerably depending on concrete strength, loading and geometry of application. TABLE 6—EXAMPLE ALLOWABLE STRESS DESIGN VALUES FOR ILLUSTRATIVE PURPOSES Nominal Anchor diameter (in.) \ \ \ 31< Embedment depth (in.) 2 2 3'/4 31/. 4 33/4 43/< Allowable tension (Ibf) Carbon Steel Stainless Steel f'c =.2500 psi Carbon Steel 1105 1490 2420 2910 4015 3635 4690 Stainless Steel 1155 1490 2530 2910 4215 3825 - 5290 For SI: 1 Ibf = 4.45 N, 1 psi = 0.00689 MPa 1 psi = 0.00689 MPa. 1 inch = 25.4 mm. 'Single anchors with static tension load only. 2Concrete determined to remain uncracked for the life of the anchorage. 3Load combinations from ACI318 Section 9.2 (no seismic loading). 430% dead load and 70% live load, controlling load combination 1.20 •+• 1.6 L. Calculation of the weighted average for a = 0.3*1.2 + 0.7*1.6 = 1.48. 6f 'c = 2,500 psi (normal weight concrete). 7cai = ca2 > cac"h a hmin ESR-1917 | Most Widely Accepted and Trusted Page 10 of 11 17- MIN. 20 GAUGE STEEL W-DECK MAX. 1" OFFSET, TYP. LOWER FLUTE (RIDGE) FIGURE 5—INSTALLATION IN THE SOFFIT OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES ESR-1917 | Most Widely Accepted and Trusted Page 11 of 11 Given:1 ATwo /2-inch KB-TZ anchors under static tension load as shown. he, = 3.25 in. Normal wt. concrete, f'c = 3,000 psi " No supplementary reinforcing. Assume uncracked concrete. ^ Condition B per ACI 318 D.4.4 c) Calculate the allowable tension load for this configuration. • , ... " "%%&& T T 'allow T i\T /i- f i ;| '&£&%£&&%&&%&» ^^99^^^ A M>>>>>> iSjH._._".' V'V'V'V'V'V " . ^^ A-A Calculation per ACI 318-02 Appendix D and this report. Step 1 . Calculate steel capacity: ij> Ns = <S>nAJa = 0.75 x 2 x 0.101 x 106,000 Check whether fut is not greater than 1.9fya and 125,000 psi. = 16,059lb Step 3. Calculate concrete breakout strength of anchor in tension: AftQ "cbg =~. Wec^WedJ^Wc^Vcp^^bANCO Step 3a. Verify minimum member thickness, spacing and edge distance: tSmin 2.375 - 5.75 3.5 - 2.375 For cmin - 4in=^ ^min ~~~ v» /O ™ (iC.O / *3 *• T,UM"O.U J I — U.o/y ^ ^..o/oin ^(run L J 2.375 controls 0.875 \ 3.5,2.375 \ 4 ^ Cmin Step 3b. For AN check 1 .5he[ = 1 .5(3.25) = 4.88 in > c 3.0hel = 3(3.25) = 9.75 in > s Step 3c. Calculate ANO and Avfor the anchorage: AHo - 9h! a = 9 x (3.25)2 = 95.1in2 AH = (l^ + c)(3her + s) = [\.Sx (3.25) + 4] [3 x (3.25) + 6] = 139.8in2 < 2 • ANo :. ok Step 3d. Determine ^jv : e'N =0-:yecjf =1.0 Step 3e. Calculate flfc Nb = kuncr J% hefis = 17 x ^3,000 x 3.251'5 - 5,456 Ib Step 3f. Calculate modification factor for edge distar 4 ICC. Ved,N -°-7 ' OJj 5(325) ~ Step 3g. \//^N =1.41 (uncracked concrete) Step 3h. Calculate modification factor for spl tting: y l.5hef c;l.5hef r- fl <n- -JV^-^J) n f-c 7.5 7.5 Step 3i. Calculate *A/C65 : cD/VcigO.65 x 139.8 x 1 .00 x 0.95 x 1 ,41 x 5,456 x 0.65 = 4,539 Ib 95.1 Step 4. Check pullout strength: Per Table 3, <t>nNpn,rc = 0.65x2x5,515 Ib /sxioo" = 7,852 Ib >4539 .'. OK V 2,500 Step 5. Controlling strength: QNct% = 4,539 Ib < 4>nNpn < ct>A/s .-. QNctg controls Step 6 Convert value to ASD' Tai/0w= 4'539 = 3 24r „„„.. ^ 4 2lb. Code Ref. D.5.1.2 D.4.4 a) D.5.2.1 D.8 D.5.2.1 D.5.2.1 D.5.2.4 D.5.2.2 D.5.2.5 D.5.2.6 - D.5.2.1 D.4.4 c) D.5.3.2 D.4.4 c) D.4.1.2 - 1.5/W s = 6" Report Ref. Table 3 §4.1.2 §4.1.3 Table 3 Fig. 4 Table 3 Table 3 . Table 3 Table 3 Table 3 §4.1.3 Tables §4.1.2 Table 3 §4.1.5 Table 3 Table 3 §4.2 FIGURE 6—EXAMPLE CALCULATION I I POINT 2 I I I STRUCTURAL I ENGINEERS INC. Structural Calculations I for I Urban Outfitters • Tenant Improvement Carlsbadi 1905 Calle Barcelona I Carlsbad, CA92009 1 I I POINT 2 Job No. 2010-044 • October 2010 I I 3707 Business Drive, Suite 100, Sacramento, CA 95820 Tel: 916-452-8200 Fax: 916-452-8212 STURUCTURAL DESIGN REFERENCES 6 DESIGN ASSUMPTIONS 7 DESIGN CRITERIA 10 ASCE 7-05 BASIC LOAD COMBINATIONS 11 ASCE 7-05 WIND LOAD DATA 12 ENTRY CANOPY ELEMENT 13 POINT 2 STRUCTURAL ENGINEERS INC. | CONTENTS I I I I I I I I I I I I I I | POINT 2 STRUCTURAL ENGINEERS INC. I 3701 Business Drive, Suite 100, Sacramento, CA 95820 Tel: 916-452-8200 Fax: 916-452-8212 '- POINT 2 STRUCTURAL ENGINEERS INC. STRUCTURAL DESIGN REFERENCES I * Aluminum Design Manual U Ninth Edition — The Aluminum Association + AISC Steel Construction Manual m Thirteenth Edition * Design of Welded Structures • The James F Lincoln Arc Welding Foundation • AAMA TIR-A9-91 (2000 Addendum) I American Architectural Manufacturers Association I * California Building Code 2007 Edition I « ASCE 7-05 Minimum Design Loads for Buildings and Other Structures I I I I I I I I POINT 2 STRUCTURAL ENGINEERS INC. 3707 Business Drive, Suite 100, Sacramento, CA 95820 m Tel: 916-452-8200 Fax: 916-452-8212 1 - 1 1 • 1 1^H 1 I • 1 1 POINT 2 STRUCTURAL ENGINEERS INC. DESIGN ASSUMPTIONS 1 . The following calculations are for the specific elements calculated and found within this package. 2. The structural integrity of the concrete slab, steel beams, and other members, to which the tenant improvement elements are to be attached, has not been analyzed within this package. Verification of the adequacy of the building structure is the responsibility of others. 3. All stainless steel bolts and self-tapping fasteners utilized within the anchorage analysis shall be Grade 316, A4-70, unless noted otherwise, and are assumed to be threaded their full length. 4. Fasteners designated as "Drill-Flex" shall meet the requirements of SAE-J429 Grade 5 material, (Fu=120ksi, Fy=92 ksi) and shall be in compliance with the "Drill- Flex" self drilling fastener as manufactured by Elco Industries, Inc. 5. All welding procedures and workmanship shall be in accordance with the requirements of the Structural Welding Code, AWS D1.1 Structural Welding Code. Steel filler material shall be a minimum of E70xx electrode unless noted otherwise. 6. Framing dimensions are rounded off and conservatively approximated within the structural design and analysis. Any dimensional discrepancies are considered negligible. 7. Details and geometric representations found herein should not be used for dimensioning of the final shop drawings and/or fabrication drawings, nor should they be used directly for the fabrication of components and assemblies. Final dimensions and configurations of components and assemblies should be clarified and verified in the erection drawings, fabrication drawings of some other means of documentation. 8. The conditions analyzed within this package represent what Point 2 Structural Engineers has found to be the most critical within the system. All other conditions and components have been investigated and found to be okay by comparison to those analyzed. 9. The calculation package represents our interpretation of the intent of the design plans and specifications. Point 2 Structural Engineers is not responsible for the coordination and verification of dimensions, quantities, installation and coordination with other trades. Should "as-built" conditions differ with those originally provided within the calculations and drawings, the client must bring these to the attention of Point.2 Structural Engineers so that these deviations are verified for their structural integrity. POINT 2 STRUCTURAL ENGINEERS INC. 3701 Business Drive, Suite 100, Sacramento, CA 95820 Tel: 916-452-8200 Fax: 916-452-8212 I ,. _ POINT 2 STRUCTURAL ENGINEERS INC. DESIGN CRITERIA I I I I I I I I I I I I I PROJECT: Urban Outfitters CLIENT: Oshima Sutdio Carlsbad, CA Pasadena CA DESIGN PRESSURES: DESIGN WINDLOADS ARE BASED ON THE MAXIMUM PRESSURES DEFINED IN THE 2007 CALIFORNIA BUILDING CODE AND ASCE 7-05. DESIGN PARAMETERS ARE DEFINED AS: -• 85 MPH * EXPOSURE C - IMPORTANCE FACTOR= 1.00 - MEAN ROOF HEIGHT.=25 feet DESIGN WIND PRESSURES: •• TYPICAL ZONE = -17.06 psf •• CORNER ZONE = -21.054 psf DESIGN DEAD LOAD * As shown ALUMINMUM ALLOY AND TEMPER » ANCHORAGE STRUCTURAL COMPONENTS 6063-T5/T6 STEEL COMPONENTS • «• TUBES ASTM A500 GRADE B (Fy=46 ksi,Fu=58 ksi) •• COLD FORMED I POINT 2 STRUCTURAL ENGINEERS INC. 3701 Business Drive, Suite 100, Sacramento, CA 95820 I Tel: 916-452-8200 Fax: 916-452-8212 1 1 • 1 ••1 1 • 1 • 1 1 1 • 1 1 ASCE 2.3.2 1. 2. 3. 4. 5. 6. 7. 2.4.1 1. 2. 3. 4. 5. 6. 7. 8. POINT 2 STRUCTURAL ENGINEERS INC. 7-05 - BASIC LOAD COMBINATIONS STRENGTH DESIGN/ LOAD RESISTANCE FACTOR DESIGN 1.4D 1 .20 + 1 .61 + 0.5(Lr or S or R) or 1 .20 + 1 .6L + 0.2D/ +0.5S (Section 2.3.4) 1 .20 + 1 .6(Lr or S or R) + (L or 0.8W) 1 .20 + 1 .6W + L + 0.5(Lr or S or R) or 1 .20 + H- D/H- W/+0.5S (Section 2.3.4) 1.2D+1.0E+L + 0.2S 0.9D+1.6Wor 0.90 + Di + W/ (Section 2.3.4) 0.9D-H.OE ALLOWABLE STRESS DESIGN/ WORKING STRESS DESIGN D D + L + 0.7Di (Section 2.3.4) 0 + (Lr or S or R) or D + 0.7D/ + 0.7W/ + S (Section 2.3.4) D + 0.75 L + 0.75(Lr or S or R) D + (W or 0.7E) D + 0.75(W or 0.7E) + 0.75L -i-0.75(Lr or S or R) 0.60 + W or 0.6D+0.7D/+0.7W/ (Section 2.3.4) 0.60 + 0.7E D = Dead load Di = Weight of ice L = Live load Lr = Live load (roof) S = Snow load R = Rain Load W= Wind load W/= Wind on ice E= Earthquake load POINT 2 STRUCTURAL ENGINEERS INC. 3701 Business Drive, Suite 100, Sacramento, CA 95820 Tel: 916-452-8200 Fax: 916-452-8212 I I I I I I I I I I I I I I I I I I I POINT 2 STRUCTURAL ENGINEERS INC. ASCE 7-05 for Elements and Components - Walls Mean Roof Height Basic Wind Speed Exposure Category Importance Factor Wind Directionality Factor (Kd) Velocity Pressure Exposure Coeff. (Kz) for h (Table 6-3) Velocity Pressure at Max Height . 35.00 ft . 85.00 mph .C II ,1.00 .0.85 0.85 qz= 0.00256 Kz Kd I \r 13.36 psf Equation (6-15) Internal Pressure Coefficients GCpi (Fig 6-5) (Enclosed Building) +0.18 -0.18 Design Wind loads for Components and Cladding of Buildings using h<=60 feet Design Wind Pressure, p = q [(GCD) - (GCDi)] Equation Area (sf) 10 20 50 100 qz Gcpi Zone 4 - Typical GCP(+) 1.00 0.95 0.88 0.82 13.36 0.18 PSF 15.76 15.10 14.16 13.36 GCp(-) -1.10 -1.05 -0.98 -0.92 PSF -17.10 -16.43 -15.50 -14.70 -6!i8J I 6-22) Zone 5 - Comer GCp(+) 1.00 0.95 0.88 0.82 PSF 15.76 15.10 14.16 13.36 '" "" " " •••.—;•..••,.., . «• • , , GCp(-) -1.40 -1.29 -1.15 -1.05 - PSF -21.11 -19.64 -17.77 -16.43 Notes: 1. Vertical scale denotes C?Cp to be used with g/,. 2. Horizontal scale denotes effective wind area, in square feet (square meters). 3. Plus and minus signs signify pressures acting toward and away from the surfaces, respectively. 4. Each component shall be designed for maximum positive and negative pressures. 5. Values of GCP for walls shall be reduced by 10% when 8 & 10°. 6. Notation: a: 10 percent of least horizontal dimension or 0.4H, whichever is smaller, but not less than either 4% of least horizontal dimension or 3 ft (0.9 m). h: Mean roof height, in feet (meters), except that eave height shall be used for 6510°. 6: Angle of plane of roof from horizontal, in degrees. POINT 2 STRUCTURAL ENGINEERS INC. 3707 Business Drive, Suite 100, Sacramento, CA 95820 Tel: 916-452-8200 Fax: 916-452-8212 1 1 Point 2 Title : Dsgnr: Project Desc.: Project Notes : Job* x *r^ Printed: 17 DEC 2010, 228PM M«mac'-»1'n'c<ci!~~.*:««~^4, <!*'«.*, ?:-«t*!«,~ /•" ,' • . • , ,. '., a-' Rle;ji\p22010\20l(WM4\enBro\20l(W)44«!6 tb I • j f%^v^i-ii-!U>>^JCiouiiv^auiWl l^cteiiillHclUUil <•*.• • •• . . • /• , - "• * ;ENERGAtC,-INC.1S8at2010,'.Veb6.1;51 jj • Lic.#:KW-06004153 Description : -None- $9ccupan<^yliGatejo|y f / License Owner : point 2 structural engineering I Calculations per iBC 2006 & ASCE 7-05 Occupancy Category of Building or Other Structure : "II" : All Buildings and other structures except those listed as Category I, III, and IV Occupancy Importance Factor = 1 GroundsMotion,iUsingUSGS:Database values Max. Ground Motions, 5% Damping : Sg = 1.180 g, 0.2 sec response S1 = 0,4443 g, 1.0 sec response ;SiteClass,:Site5Coeff.jandiDesigniCategopy Site Classification "D" : Shear Wave Velocity 600 to 1 ,200 ft/see Site Coefficients Fa&Fv Fa (using straight-line interpolation from table values) Fv Maximum Considered Eartquake Acceleration S ... = Fa * Ss Mb SM1=Fv*S1 Design Spectral Acceleration S =S *2/3DS MS SD1=S M1*273 Seismic Design Category ^ResistinglSystem , . * : = Basic Seismic Force Resisting System . . . Building Frame Systems ACSE 7-05, Page 3, labte 1-1 ACSE 7-05, Page 116, Table 11.5-1 Longitude = 117.269 degWest Latitude = 33.096 deg North Location: CARLSBAD, CA 92009 = D ASCE 7-05 9.4.1.1 ASCE 7-05 Table 20.3-1 1 .03 ASCE 7-05 TaWe 1 1.4-1 & 11.4-2 1.56 1.213 0.691 0.809 0461 = D (SD1 is most severe) ASCE 7-05 Table 11.4-3 ASCE 7-05 Table 11. 4-4 ASCE 7-05 Table 11.6-1 ASCE 7-05 Table 12.2-1 Ordinary steel concentrically braced frames Response Modification Coefficient " R " = 3.25 System Overstrength Factor " Wo " = 2.00 Deflection Amplification Factor " Cd " = 3.25 MOTE.' See ASCE 7-05 for all applicable footnotes. ^Redundancy Ractor * ', ^ ^-\./'V Building height Limits: Category "A &B" Limit: No Limit Category "C" Limit: No Limit Category "D" Limit: Limit = 35-j Category's" Limit: Limit = 35-j Category "F" Limit: Not PermittedP-j ASCE 7-05 Section 12.3.4 Seismic Design Category of D, E, or F therefore Redundancy Factor " p " = 1.3 I ^teialF^rm1?rooedure* \V> /:;.;., /,', Equivalent Lateral Force Procedure ASCE 7-05 Section 12.8 The "Eouivalent Lateral Force Procedure" is beina used accordina to the provisions of ASCE 7-05 12.8 1 I • 1 1 "DeterminerBuilding-PeriorJ Use ASCE 12.8-7 SfmctureType for Building Period Calculation : All Other Structural Systems "Ct" value = 0.020 " hn": Height from base to highest level = 25.0ft " x " value = 0.75 "Ta " Approximate fundemental period using Eq. 12.8-7 : "TL" : Long-period transition period per ASCE 7-05 Maps 22-15 -> 22-20 "^Os^esponseiBogfficient , ' /* S DS: Short Period Design Spectral Response = " R " : Response Modification Factor = " I " : Occupancy Importance Factor = Ta = Ct*(hnAx) = 0.224 sec 8.000 sec Building Period "Ta ' Calculated from Approximate Method selected 0.809 From Eq. 12.8-2, Preliminary Cs 3.25 From Eq. 12.8-3 & 12.8-4 , Cs-need not exceed 1 From Eq. 1 2.8-5 & 1 2.8-6, Cs not be less than Cs : Seismic Response Coefficient = S D^ (RJI) = 0.224 sec ASCE 7-05 Section 12.8.1.1 = 0.249 0.634 0.010 0.2488 1 1 1 1 Point 2 Title : Dsgnr: Project Desc.: Project Notes : ASCE 7-05 Seismic Factor Determination ' : , • v ,, '• r .-y - .. ._ \ >, - mLic.-ft: KW-06004153 Description : -None- SeisrriicBaseShear '.-' '". Job# f^ Printed: 17 DEC 2010, 228PM 'Fite;i\p22010BOtOT(m\eneK!\20HH)44.eo6 1h 'ENERCAlIC?'IN&,'l983l2010,Wer«6.1:51 f| License Owner : point 2 structural engineering Calculated for Strength Design Load Combinations ASCE 7-05 Section 12.8.3 Cs= 0.2488 from 12.8.1.1 W ( see Sum Wi below ) = Vertical Distribution of Seismic Forces Seismic Base Shear V=Cs*W = " k " : hx exponent based on Ta = 1 .00 TaWe of building Weights by Floor Level... Level # Wi: SumWi= 0.00 k Diaphragnf Forces : ^Seismic'Di : Weight Hi: Height (Wi*Hi)Ak SumWi*Hi= 0.00 3sjgn£a1egory<''Dy'!E11l& "F" 0.00k 0.00k Cvx Fx=Cvx*V Sum Story Shear Sum Story Moment k-ft Total Base Shear = Level* Wi Fi SumFi SumWi Wpx Fi Sum Fi MIN Req'd Force @ Level MAX Req'd Force @ Level Fpx : Design Force @ Level .... 0.00k Base Moment = 0.0 k-ft ASCE7-05 9.5.2.6.4.4 Fpx . . . Weight at level of diaphragm and other structure elements attached to it. . . . Design Lateral Force applied at the level . . . Sum of "Lat. Force" of current level plus all levels above ... 020*SDS*l*Wpx ... 0.40 *SDS*I* Wpx . . . Wpx * SUM(x->n) Fi / SUM(x->n) wi x =Current level, n = Top Level Concrete & Masonrv Wall Normal Force : Minimum Force per ACSE 7-05 12.1 1 .1 1 | I • 1 1 1 1 1 Minimum Factor : 0.40 * SDS * Concrete & Masonrv Wall Anchoraae Importance * Weight 0.3234 * Weight : Seismic Design Category "C" & "D" per ACSE 7-05 12.1 1 .2.1 Actual Wall Weight Tributary to Anchor FjxAnchoraqe Design Force ^ . Riaid Diaphragm Design Force = 0.40 * SDS * I *Trib. Weight Flexible Diaphragm Design Force = 0.80 * SDS * I * Trib. Weight CombinationlofsLroadsEffects > Load Description '> ' ' , D Dead Load 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Ibs/lin.ft 0.00 Ibs /foot = 0.00 Ibs /foot Qe Seismic Load 0.000 E = p*Qe +0.20*SDS* 0.000 E = p*Qe-i-0.20*SDS* 0.000 t = p " ue + u.zu • sus - 0.000 E = p*Qe + 0.20* SDS* 0.000 E = p*Qe + 0.20* SDS* 0.000 E = p*Qe +0.20* SDS* 0.000 E = p*Qe +0.20* SDS* 0.000 E = p*Qe+ 0,20* SDS* ASCE 7-05 12.&.3 E H&VLoad Effect D = 0.000 D = 0.000 u = 0.000 D = 0.000 D = 0.000 D = 0.000 D = 0.000 D = 0.000 |^m 1 1 Point 2 Title : Dsgnr: Project Desc.: Project Notes : Job* rfSCD Printed: 17 DEC 2010. 228PM • Lie. •# : KW-06004153 Description : -None- V : Basic Wind Speed per Sect 6.5.4 & Figure 1 Roof Slope Angle Occupancy per Table 1-1 Importance Factor per Sect. 6.5.5, & Table 6-1 License Owner : point 2 structural engineering I Calculations per IBC 2006 & ASCE 7-05 85.0 mph 0 to 5 degrees II All Buildings and other structures except those listed as Category I, III, and IV 1.00 Exposure Category per 6.5.6.3, .4 & .5 Exposure C Mean Roof height Lambda : per Figure 6.2, Pg 40 Effective Wind Area of Component & Cladding 30.0ft 1.40 10.0 ftA2 Roof pitch for cladding pressure 0 to 7 degrees 1 1 1 1 1 1 1 1 User specified minimum design pressure Topographic Factor Kzt per 6.5.7.2 Horizontal Pressures . . . Zone: A = 16.10 psf Zone: B = -10.00 psf Vertical Pressures . . . Zone: E = -19.32 psf Zone: F = -10.92 psf Overhangs . . . Zone: Eoh = -27.02 psf Design Wind Pressure = Lambda * Kzt ' Importance " Ps30 Roof Zone 1 : Positive : Negative : Roof Zone 2 : Positive : Negative : Roof Zone 3: Positive: Negative : Wall Zone 4: Positive: Negative : Wall Zone 5: Positive: Negative : Roof Overhang Zone 2: Roof Overhang Zone 3: 10.0 psf -1.00 Minimum Additional Load Case per 6.4.2.1 Zone: C = 10.64 psf Zone: D = -10.00 psf Zone: G = -13.44 psf Zone: H = -10.00 psf Zone: Goh = -21.14 psf Minimum Additional Load Case per 6.42.1 per ASCE 7-05 6.4.2.1 Eq 6-1 10.000 psf -18.200 psf 10.000 psf -30.520 psf 10.000 psf -45.920 psf 18.200 psf -19.740 psf 18.200 psf -24.360 psf -29.400 psf -48.440 psf .1 = 10 PSF on entire vertical plane (•: .1 = 10 PSF on entire vertical plane I I I I I I I I I I I I I I I I I I I POINT 2 STRUCTURAL ENGINEERS INC. 3D view of Canopy Element POINT 2 STRUCTURAL ENGINEERS INC. 3701 Business Drive, Suite 100, Sacramento, CA 95820 Tel: 916-452-8200 Fax: 916-452-8212 I I I I I I I I I I I I I I I I I I I POINT 2 STRUCTURAL ENGINEERS INC. N.2 N3 Ml N7 POINT 2 STRUCTURAL ENGINEERS INC. 3701 Business Drive, Suite 100, Sacramento, CA 95820 Tel: 916-452-8200 Fax: 916-452-8212 I I I I I I I I I I I I I I I I I I I POINT 2 STRUCTURAL ENGINEERS INC. II Dead Loads Live Loads — Global distributed - Members*•* Local distributed-Members *«<3obicfctri)uted-Meirt)ers — Local dtetrfcuted - Members POINT 2 STRUCTURAL ENGINEERS INC. 3701 Business Drive, Suite 100, Sacramento, CA 95820 Tel: 916-452-8200 Fax: 916-452-8212 I I I I I I I I I I I I I I I I I I I Point 2 Structural Engineers Inc. Current Date: 12/17/2010 2:34 PM Units system: English File name: J:\p22010\2010-044\advanse\ENTRY STEEL.etz\ Geometry data GLOSSARY Cb22, Cb33 Cm22, Cm33 dO DJX DJY DJZ DKX DKY DKZ dL Ig factor K22 K33 L22 L33 LBpos LBneg RX RY RZ TO TX TY TZ Nodes Node 1 2 3 4 5 6 7 8 9 10 11 12 13 14 : Moment gradient coefficients : Coefficients applied to bending term in interaction formula : Tapered member section depth at J end of member : Rigid end offset distance measured from J node in axis X : Rigid end offset distance measured from J node in axis Y : Rigid end offset distance measured from J node in axis.Z : Rigid end offset distance measured from K node in axis X : Rigid end offset distance measured from K node in axis Y : Rigid end offset distance measured from K node in axis Z : Tapered member section depth at K end of member : Inertia reduction factor (Effective Inertia/Gross Inertia) for reinforced concrete : Effective length factor about axis 2 : Effective length factor about axis 3 : Member length for calculation of axial capacity : Member length for calculation of axial capacity : Lateral unbraced length of the compression flange in the positive side of local members axis 2 : Lateral unbraced length of the compression flange in the negative side of local axis 2 : Rotation about X : Rotation about Y : Rotation about Z : 1 = Tension only member 0 = Normal member : Translation in X : Translation in Y : Translation in Z 'X Y 2 Rigid Floor [in] [in] [in] 0.00 0.00 0.00 0 0.00 0.00 327.50 0 0.00 0.00 474.00 0 0.00 124.00 0.00 0 0.00 124.00 327.50 0 0.00 124.00 -474.00 0 38.00 124.00 0.00 0 38.00 124.00 327.50 0 38.00 124.00 474.00 0 0.00 .210.00 0.00 0 0.00 210.00 327.50 0 0.00 210.00 474.00 0 12.00 124.00 327.50 0 12.00 124.00 0.00 0 Restraints Pagel I I I I I I I I I I I I I I I I I I I Node TX TY TZ RX RY RZ 1 2 3 10 11 12 1 1 1 1 1 1 1 0 1 0 1 0 1 1 1 1 1 1 0 0 0 0 0 0 1 1 1 1 1 1 0 0 0 0 0 0 Members Member 1 2 3 4 5 6 7 8 9 10 Orientation NJ 12 11 10 6 5 4 g 8 13 6 Of NK 3 2 1 9 8 7 8 7 14 5 local axes Description COLUMN COLUMN COLUMN BM1 BM1 BM1 BM2 BM2 BM3 BM4 Section W8X31 W8X31 W8X31 W 12X40 W 12X40 W 12X40 W 12X40 W 12X40 HSS_RECT 8X6X3_8 HSS_SQR 6X6X1_4 Material dO [in] A500 GrB rectangular 0.00 A500 GrB rectangular 0.00 A500 GrB rectangular 0.00 A500 GrB rectangular 0.00 A500 GrB rectangular 0.00 A500 GrB rectangular 0.00 A500 GrB rectangular 0.00 A500 GrB rectangular 0.00 A500 GrB rectangular 0.00 A500 GrB rectangular 0.00 dL [in] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ig factor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Member Rotation Axes23 NX [Deg] 90.00 0 0.00 NY 0.00 NZ 0.00 Page2 I I I I I I I I I I I I I I I I I I I Point 2 Structural Engineers Inc. Current Date: 12/17/2010 2:34 PM Units system: English File name: J:\p22010\2010-044\advanse\ENTRY STEEL.etz\ Load data GLOSSARY Comb : Indicates If load condition is a load combination Load conditions Condition Description Comb,Category DL LL D1 D2 D3 Dead Load Live Load DL DL+LL DL+0.75LL No No Yes Yes Yes DL LLR Distributed force on members Condition DL LL Member 7 8 9 10 7 8 9 10 Dir1 Y Y Y Y Y Y Y Y Val1 [Lb/ft] -23J5 -16.25 -16.25 -23.75 -31.6667 -21.6667 -21.6667 -31.6667 Val2 [Lb/ft] -23.75 -16.25 -16.25 -23.75 -31.6667 -21.6667 ,21.6667 -31.6667 Distl [in] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 % Yes Yes Yes Yes Yes Yes Yes Yes Dist2 [in] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 % Yes Yes Yes Yes Yes Yes Yes Yes Self weight multipliers for load conditions Self weight multiplier Condition Description Comb. MultX MultY MultZ DL LL D1 D2 D3 Dead Load Live Load DL DL+LL DL+0.75LL No No Yes Yes Yes 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Pagel I Earthquake (Dynamic analysis only) I I I I I I I I I I I I I I I I I Condition a/g Ang. Damp. [Deg] [%] DL 0.00 0.00 0.00 LL 0.00 0.00 0.00 D1 0.00 0.00 0.00 D2 0.00 0.00 0.00 D3 0.00 0.00 0.00 Page2 I I I I I I I I I I I I I I I I I I I Point 2 Structural Engineers Inc. Current Date: 12/17/2010 2:35 PM Units system: English File name: J:\p22010\2010-044\advanse\ENTRY STEEL.etz\ Reactions Analysis Results v|V c _ J-JS t/ I c _ & FV MX FX,AJ Direction of positive forces and moments Node Condition 1 2 3 10 11 12 SUM Condition 1 2 3 10 11 12 SUM Condition 1 2 3 10 11 12 SUM FX DL=Dead Load 172.27520 300.30558 49.57677 -160.57408 -338.22522 -23.35825 0.00000 LL=Live Load 65.35279 122.91713 22,47611 -60.57385 -138.40265 -11.76953 0.00000 D1=DL 172.27520 300.30558 49.57677 -160.57408 -338.22522 -23.35825 0.00000 Forces ILbl FY 1942.56080 3093.63730 1032.52930 0.00000 0.00000 0.00000 6068.72750 543.58019 1134.48170 .277.77141 0.00000 0.00000 0.00000 1955.83330 1942.56080 3093.63730 1032.52930 0.00000 0.00000 0.00000 6068.72750 FZ 10.34123 9.73740 -16.95731 -18.25619 -19.82532 34.96018 0.00000 4.78192 9.69678 -13.01023 -8.51125 -19.87441 26.91719 0.00000 10.34123 9.73740 -16.95731 -18.25619 -19.82532 34.96018 0.00000 MX 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 Moments [Lblnl MY -0.52391 -1.63139 -1.48730 -0.75541 -2.35223 -2.14448 -8.89472 -0.17706 -0.63702 -0.58385 -0.25530 -0.91850 -0.84183 .3.41 356 -0.52391 -1.63139 -1.48730 -0.75541 -2.35223 -2.14448 -8.89472 MZ 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 Condition D2=DL+LL 1 2 3 10 11 12 .237.62799 423.22271 72.05288 -221.14793 -476.62787 -35.12778 2486.14100 4228.11910 1310.30070 0.00000 0.00000 0.00000 15.12315 19.43418 -29.96754 -26.76743 -39.69973 61 .87737 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 -0.70098 -2.26841 -2.07115 -1.01071 -3.27073 -2.98630 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 SUM 0.00000 8024.56080 0.00000 0.00000 -12.30828 0.00000 Pagel I I I I I I I I I I I I I I I I I I I Condition D3=DL+0.75LL 1 2 3 10 11 12 221.28979 392.49343 66.43386 -206.00447 -442.02721 -32.18540 2350.24600 3944.49860 1240.85790 0.00000 0.00000 0.00000 13.92767 17.00998 -26.71498 -24.63962 -34.73112 55.14807 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 -0.65671 -2.10915 -1.92518 -0.94689 -3.04111 -2.77585 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 SUM 0.00000 7535.60250 0.00000 0.00000 -11.45489 0.00000 Points of interest in members DistJ Considered points CONDITION: DL=Dead Load Plane 1-2 Station MEMBER 0% 40% 43% 100% MEMBER 0% 40% 43% 100% MEMBER 0% 40% 43% 100% MEMBER 0% 100% MEMBER 0% 30% 100% MEMBER 0% 32% 100% MEMBER 0% 15% 100% MEMBER 0% DisttoJ [in] 1 0.000 84.000 89.250 210.000 2 0.000 84.000 89.250 210.000 :3 0.000 84.000 89.250 210.000 4 0.000 38.000 5 0.000 11.400 38.000 6 0.000 12.350 38.000 7 0.000 21.975 146.500 8 0.000 Axial [Lb] 0.000 -215.877 -722.206 -1032.529 0.000 -215.877 -2783.314 -3093.637 0.000 -215.877 -1632.238 -1942.561 -16.133 -16.133 27.834 27.834 20.699 -11.701 -4.566 -4.566 ^48.852 -48.852 -48.852 -72.342 Shear V2 [Lb] -23.358 -23.358 -49.577 -49.577 -338.225 -338.225 -300.306 -300.306 -160.574 -160.574 -172.275 -172.275 244.603 119.318 2295.908 2258.322 1534.462 1402.868 727.001 642.433 119.318 3.374 -653.640 880.822 M33 [Lb*in] 0.000 -1962.093 5986.395 0.000 0.000 -28410.919 36261.899 0.000 0.000 -13488.222 20802.230 0.000 -6946.712 -32.213 -67534.878 -41575.765 40.040 -35171.495 -17570.807 -7.827 -6.566 1341.508 -39145.675 -37927.142 Shear V3 [Lb] 34.960 34.960 16.957 16.957 -19.825 -19.825 -9.737 -9.737 -18.256 -18.256 -10.341 -10.341 -48.852 -48.852 56.767 56.767 -23.490 -7.915 72.342 72.342 16.133 16.133 16.133 -4.566 Plane 1-3 M22 [Lb*in] 0.000 -2936.655 2047.595 0.000 0.000 1665.327 -1175.791 0.000 0.000 1533.520 -1248.704 0.000 -752.069 1104.311 -717.878 -1365.023 468.100 1.279 1151.150 -704.419 1104.311 749.793 -1259.139 -791.039 Torsion [Lb*in] -2.144 -2.144 1.487 1.487 -2.352 -2.352 1.631 1.631 -0.755 -0.755 0.524 0.524 -6.566 -6.566 -2908.394 -2908.394 1218.533 2852.345 -1109.184 -1109.184 32.213 32.213 32.213 -7.827 Page2 I I I I I I I I I I I I I I I I I I I 58% 100% MEMBER 0% 50% 100% MEMBER 0% 50% 100% 9 188.313 327.500 0.000 163.750 327.500 -72.342 -72.342 80.257 80.257 80.257 4.951 -642.433 -7.135 -7.135 -7.135 45473.940 1109.184 1256.450 88.120 -1080.211 -4.566 -4.566 -636.160 -0.505 635.150 68.849 704.419 -4126.927 48000.017 -3961.529 -7.827 -7.827 -749.000 -749.000 -749.000 10 CONDITION : Station MEMBER 0% 40% 43% 100% MEMBER 0% 40% 43% 100% MEMBER 0% 40% 43% 100% MEMBER 0% 100% MEMBER 0% 30% 100% MEMBER 0% 32% 100% MEMBER 0% 23% 100% MEMBER 0% 58% 100% MEMBER 0% 50% 100% MEMBER 0% 1 2 3 4 5 6 7 8 9 10 0.000 73.250 146.500 LL=Live DisttoJ [in] 0.000 84.000 89.250 210.000 0.000 84.000 89.250 210.000 0.000 84.000 89.250 210.000 0.000 38.000 0.000 11.400 38.000 0.000 12.350 38.000 0.000 32.963 146.500 0.000 188.313 327.500 0.000 163.750 327.500 0.000 66.855 66.855 66.855 Load Axial [Lb] 0.000 0.000 -277.771 -277.771 0.000 0.000 -1134.482 -1134.482 0.000 0.000 -543.580 -543.580 -6.596 -6.596 11.374 11.374 8.461 -4.779 -1.866 -1.866 -19.893 -19.893 -19.893 -29.739 -29.739 -29.739 33.469 33.469 33.469 33.800 248.233 -4.902 -258.037 Shear V2 [Lb] -11.770 -11.770 -22.476 -22.476 -138.403 -138.403 -122.917 -122.917 -60.574 -60.574 -65.353 -65.353 86.874 86.874 938.782 938.782 642.846 543.580 248.197 248.197 86.874 -0.111 -299.724 343.123 3.114 -248.197 -2.913 -2.913 -2.913 190.898 -5102.716 3809.310 -5820.809 Plane 1-2 M33 [Lb*in] 0.000 -988.641 2713.991 0.000 0.000 -11625.822 14842.244 0.000 0.000 -5088.204 7891.349 0.000 -3314.074 -12.875 -27629.496 -16927.378 16.357 -13313.097 -6369.725 -3.482 3.127 1433.089 -15588.127 -15012.309 17588.073 531.869 513.748 36.729 -440.290 -3931.274 10.086 10.086 10.086 755.701 16.920 -721.862 1209.617 1209.617 1209.617 Plane 1-3 Shear V3 [Lb] 26.917 26.917 13.010 13.010 -19.874 -19.874 -9.697 -9.697 -8.51 1 -8.51 1 -4.782 -4.782 -19.893 -19.893 23.622 23.622 -9.847 -3.729 .29.739 29.739 6.596 6.596 6.596 -1 .866 -1.866 -1.866 -295.936 -0.276 295.384 4.111 M22 [Lb'in] 0.000 -2261.044 1570.985 0.000 0.000 1669.450 -1170.886 0.000 0.000 714.945 -577.416 0.000 -305.953 449.964 -293.335 -562.625 192.964 0.432 475.066 -287.746 449.964 232.559 -516.280 -323.317 28.044 287.746 -1947.221 22305.132 -1856.794 307.379 Torsion [Lb'in] -0.842 -0.842 0.584 0.584 -0.918 -0.918 0.637 0.637 -0.255 -0.255 0.177 0.177 3.127 3.127 -1371.402 -1371.402 575.818 1324.925 -531.869 -531.869 12.875 12.875 12.875 -3.482 -3.482 -3.482 -333.541 -333.541 -333.541 485.144 Page3 I I I I I I I I I I I I I I I I I I I 50% 100% CONDITION : Station MEMBER 1 0% 40% 43% 100% MEMBER -2 0% 40% 43% 100% MEMBER 3 0% 40% 43% 100% MEMBER 4 0% 100% MEMBER 5 0% 30% 100% MEMBER 6 0% 32% 100% MEMBER 7 0% 15% 100% MEMBER 8 0% 58% 100% MEMBER -9 0% 50% 100% MEMBER 10 0% 50% 100% 73.250 146.500 D1=DL DisttoJ [in] 0.000 84.000 89.250 210.000 0.000 84.000 89.250 210.000 0.000 84.000 89.250 210.000 0.000 38.000 0.000 11.400 38.000 0.000 12.350 38.000 0.000 21.975 146.500 0.000 188.313 327.500 0.000 163.750 327.500 0.000 73.250 146.500 33.800 33.800 Axial [Lb] 0.000 -215.877 -722.206 -1032.529 0.000 -215.877 -2783.314 -3093.637 0.000 -215.877 -1632.238 -1942.561 -16.133 -16.133 27.834 27.834 20.699 -11.701 -4.566 -4.566 -48.852 -48.852 -48.852 -72.342 -72.342 -72.342 80.257 80.257 80.257 66.855 66.855 66.855 -2.401 -195.699 Shear V2 [Lb] -23.358 -23.358 ^9.577 -49.577 -338.225 -338.225 -300.306 -300.306 -160.574 -160.574 -172.275 -172.275 244.603 119.318 2295.908 2258.322 1534.462 1402.868 727.001 642.433 119.318 3.374 -653.640 880.822 4.951 -642.433 -7.135 -7.135 -7.135 248.233 -4.902 -258.037 2972.424 -4283.002 Plane 1-2 M33 [Lb*in] 0.000 -1962.093 5986.395 0.000 0.000 -28410.919 36261.899 0.000 0.000 -13488.222 20802.230 0.000 -6946.712 -32.213 -67534.878 -41575.765 40.040 -35171.495 -17570.807 -7.827 -6.566 1341.508 -39145.675 -37927.142 45473.940 1109.184 1256.450 88.120 -1080.211 -5102.716 3809.310 -5820.809 4.111 4.111 6.244 -294.891 485.144 485.144 Plane 1-3 Shear V3 [Lb] 34.960 34.960 16.957 16.957 -19.825 -19.825 -9.737 -9.737 -18.256 -18.256 -10.341 -10.341 -48.852 -48.852 56.767 56.767 -23.490 -7.915 72.342 72.342 16.133 16.133 16.133 -4.566 -4.566 -4.566 -636.160 -0.505 635.150 10.086 10.086 10.086 M22 [Lb*in] 0.000 -2936.655 2047.595 0.000 0.000 1665.327 -1175.791 0.000 0.000 1533.520 -1248.704 0.000 -752.069 1104.311 -717.878 -1365.023 468.100 1.279 1151.150 -704.419 1104.311 749.793 -1259.139 -791.039 68.849 704.419 -4126.927 48000.017 -3961.529 755.701 16.920 -721.862 Torsion [Lb*in] -2.144 -2.144 1.487 1.487 -2.352 -2.352 1.631 1.631 -0.755 -0.755 0.524 0.524 -6.566 -6.566 -2908.394 -2908.394 1218.533 2852.345 -1109.184 -1109.184 32.213 32.213 32.213 -7.827 -7.827 -7.827 -749.000 -749.000 -749.000 1209.617 1209.617 1209.617 Page4 I I I I I I I I I I I I I I I I I I I CONDITION : D2=DL+LL Plane 1-2 Plane 1-3 Station MEMBER 1 0% 40% 43% 100% MEMBER 2 0% 40% 43% 100% MEMBER 3 0% 40% 43% 100% MEMBER 4 0% 100% MEMBER 5 0% 30% 100% MEMBER 6 0% 32% 100% MEMBER 7 0% 18% 100% MEMBER 8 0% 58% 100% MEMBER 9 0% 50% 100% Dist to J [in] 0.000 84.000 89.250 210.000 0.000 84.000 89.250 210.000 0.000 84.000 89.250 210.000 0.000 38.000 0.000 11.400 38.000 0.000 12.350 38.000 0.000 25.637 146.500 0.000 188.313 327.500 0.000 163.750 327.500 Axial [Lb] 0.000 -215.877 -999.978 -1310.301 0.000 -215.877 -3917.796 -4228.119 0.000 -215.877 -2175.818 -2486.141 -22.728 -22.728 39.208 39.208 29.160 -16.480 -6.432 -6.432 -68.745 -68.745 -68.745 -102.081 -102.081 -102.081 113.725 113.725 113.725 Shear V2 [Lb] -35.128 -35.128 -72.053 -72.053 -476.628 -476.628 -423.223 -423.223 -221.148 -221.148 -237.628 -237.628 331.477 206.191 3234.690 3197.105 2177.309 1946.448 975.197 890.629 206.191 3.269 -953.363 1223.945 8.065 -890.629 -10.048 -10.048 -10.048 M33 [Lb*in] 0.000 -2950.734 8700.386 0.000 0.000 -40036.741 51104.142 0.000 0.000 -18576.426 28693.579 0.000 -10260.786 -45.088 -95164.374 -58503.143 56.397 -48484.592 -23940.532 -11.309 -3.439 2681.583 -54733.802 -52939.450 63062.013 1641.053 1770.198 124.849 -1520.501 Shear V3 [Lb] 61.877 61.877 29.968 29.968 -39.700 -39.700 -19.434 -19.434 -26.767 -26.767 -15.123 -15.123 -68.745 -68.745 80.389 80.389 -33.336 -11.644 102.081 102.081 22.728 22.728 22.728 -6.432 -6.432 -6.432 -932.096 -0.781 930.533 M22 [Lb'in] 0.000 -5197.699 3618.580 0.000 0.000 3334.777 -2346.677 0.000 0.000 2248.464 -1826.120 0.000 -1058.022 1554.275 -1011.214 -1927.648 661 .064 1.712 1626.215 -992.165 1554.275 971.578 -1775.420 -1114.356 96.894 992.165 -6074.148 70305.149 -5818.323 Torsion [Lb*in] -2.986 -2.986 2.071 2.071 -3.271 -3.271 2.268 2.268 -1.011 -1.011 0.701 0.701 -3.439 -3.439 -4279.796 -4279.796 1794.352 4177.270 -1641.053 -1641.053 45.088 45.088 45.088 -11.309 -11.309 -11.309 -1082.541 -1082.541 -1082.541 MEMBER 10 0% 50% 100% CONDITION : Station MEMBER 1 0% 40% 43% 100% MEMBER 2 0% 40% 43% 0.000 73.250 146.500 100.654 100.654 100.654 439.131 -7.303 -453.736 -9033.990 6781.734 -10103.811 14.197 14.197 14.197 1063.080 .23.163 -1016.753 1694.761 1694.761 1694.761 : D3=DL+0.75LL Dist to J [in] 0.000 84.000 89.250 210.000 0.000 84.000 89.250 Axial [Lb] 0.000 -215.877 -930.535 -1240.858 0.000 -215.877 -3634.175 Shear V2 [Lb] -32.185 -32.185 -66.434 -66.434 -442.027 -442.027 -392.493 Plane 1-2 M33 [Lb*in] 0.000 -2703.574 8021.888 0.000 0.000 -37130.285 47393.581 Plane 1-3 Shear V3 [Lb] 55.148 55.148 26.715 26.715 -34.731 -34.731 -17,010 M22 [Lb*in] 0.000 -4632.438 3225.834 0.000 0.000 2917.414 -2053.956 Torsion [Lb*in] -2.776 -2.776 1.925 1.925 -3.041 -3.041 2.109 PageS I I I I I I I I I I I I I I I I I I I 100% MEMBER 0% 40% 43% 100% MEMBER 0% 100% MEMBER 0% 30% 100% MEMBER 0% 32% 100% MEMBER 0% 18% 100% MEMBER 0% 58% 100% MEMBER 0% 50% 100% MEMBER 0% 50% 100% 210.000 3 0.000 84.000 89.250 210.000 4 0.000 38.000 5 0.000 11.400 38.000 6 0.000 12.350 38.000 7 0.000 25.637 146.500 8 0.000 188.313 327.500 9 0.000 163.750 327.500 10 0.000 73.250 146.500 -3944.499 0.000 -215.877 -2039.923 -2350.246 -21.079 -21.079 36.365 36.365 27.045 -15.285 -5.966 -5.966 -63.772 -63.772 -63.772 -94.646 -94.646 -94.646 105.358 105.358 105.358 92.205 92.205 92.205 -392.493 -206.004 -206.004 -221.290 -221.290 309.759 184.473 2999.995 2962.409 2016.597 1810.553 913.148 828.580 184.473 -1.536 -878.433 1138.165 7.286 -828.580 -9.320 -9.320 -9.320 391.407 -6.702 -404.81 1 0.000 0.000 -17304.375 26720.742 0.000 -9432.267 -41.869 -88257.000 -54271.299 52.308 -45156.318 -22348.101 -10.438 -4.221 2340.807 -50836.770 -49186.373 58664.994 1508.086 1641.761 115.666 -1410.428 -8051.172 6038.628 -9033.060 -17.010 -24.640 -24.640 -13.928 -13.928 -63.772 -63.772 74.483 74.483 -30.875 -10.712 94.646 94.646 21.079 21.079 21.079 -5.966 -5.966 -5.966 -858.112 -0.712 856.688 13.169 13.169 13.169 0.000 0.000 2069.728 -1681.766 0.000 -981.534 1441.784 -937.880 -1786.992 612.823 1.604 1507.449 -920.228 1441.784 901.360 -1646.350 -1033.527 89.883 920.228 -5587.343 64728.866 -5354.124 986.235 21.602 -943.030 2.109 -0.947 -0.947 0.657 0.657 -4.221 -4.221 -3936.945 -3936.945 1650.397 3846.039 -1508.086 -1508.086 41.869 41.869 41.869 -10.438 -10.438 -10.438 -999.156 -999.156 -999.156 1573.475 1573.475 1573.475 Page6 1 1 •• 1 1 1 1 1 1 Point 2 Structural Engineers Inc. Current Date: 12/17/2010 2:36 PM Units system: English File name: J:\p22010\2010-044\advanse\ENTRY STEEL.etz\ Steel Code Check Report: Comprehensive Members: Hot-rolled Design code: AISC 360-05 ASD Member : 1 (COLUMN) Design status : OK PROPERTIES Section : W 8X31 Width (bf) 8.00 [in] Depth (d) 8.00 [in] Distance k (k) 0.83 [in] Distance k1 (k1) 0.75 [in] Flange thickness (tf) 0.43 [in] Web thickness (tw) 0.28 [in] Section properties Full unreduced cross-sectional area (Ag) Moment of Inertia (local axes) (I) Moment of Inertia (principal axes) (I1) Bending constant for moments (principal axis) (J') Radius of gyration (local axes) (r) Radius of gyration (principal axes) (f) Saint-Venant's torsion constant (J) Warping constant of the section (Cw) Distance from centroid to shear center (principal axis) (xo.yo) Top elastic section modulus of the section (local axis) (Ssup) Bottom elastic section modulus of the section (local axis) (Sinf) Top elastic section modulus of the section (principal axis) (S'sup) Bottom elastic section modulus of the section (principal axis) (S'inf) Plastic section modulus (local axis) (2) Plastic section modulus (principal axis) (Z1) Polar radius of gyration (ro) Area for shear (Aw) Torsional modulus (1/C) Unit [in2] [in4] [in4] [in] [in] [in] [in4] [in6] [in] [in3] [in3J [in3] [in3] [in3] [in3] [in] [in2] [1/in3] Major axis 9.120 110.000 110.000 0.000 3.473 3.473 0.536 530.000 0.000 27.500 27.500 27.500 27.500 30.400 .30.400 4.016 6.960 0.875 Minor axis 37.100 37.100 0.000 2.017 2.017 0.000 9.270 9.270 9.270 9.270 14.100 14.100 2.280 I I I Material : A500 GrB rectangular Pagel I I I I I I I I I I I I I I I I I I I Properties Unit Value Yield stress (Fy): Tensile strength (Fu): Elasticity Modulus (E): Shear modulus for steel (G): [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] 46.00 58.00 29000.00 11153.85 DESIGN CRITERIA Description Unit Major axis Minor axis Top unbraced length between lateral supports (LbTop) Bottom unbraced length between lateral supports (LbBop) Effective length factor (K) Effective length factor for torsion Length for tension slenderness (L) Unbraced compression length (Lx, Ly) Length for torsion and lateral-torsional buckling Additional hypotheses Continuous lateral torsional restraint Tension field action tin] [in] - - [in] [in] [in] 210.00 210.00 1.00 1.00 210.00 210.00 210.00 No No 1.00 210.00 SERVICE CONDITIONS Verification Unit Value Ctrl EQ Reference Tension Maximum geometric slenderness (L/r) Compression Geometric critical slenderness (KL/r) 104.12 104.12 (Sec. D1) (Sec. E2) DESIGN CHECKS DESIGN FOR FLEXURE (Q, - 1.67) Bending about major axis. M33 Ratio : 0.01 Capacity :837365.30 [Lb*in] Demand : 851 1 .25 [Lb'in] Intermediate results Yielding (Mo) Lateral-torsional buckling (LTB Mn) Limiting unbraced length for yielding (Lp) Limiting unbraced length for inelastic LTB (Lr) Modification factor for lateral-torsional buckling (Cb) Lateral-torsional factor (c) Calculated stress for nominal flexural strength (FL) Radius of gyration of the flange (rt) Effective radius of gyration (rts) Web area ratio (aw) Web plastification factor (Rpc) Critical stress (Fcr) Slenderness parameter for web (A.) Reference Ctrl Eq. Unit [Lb*in] [Lb*in] [in] [in] - - [Kip/in2] [in] [in] - - [Kip/in2] - : (Sec. F) : D2 at 43.75% Value 1398400.00 1398400.00 89.13 318.39 1.60 1.00 32.20 2.30 2.26 0.58 1.11 87.72 22.25 Reference (Sec. F) (Sec. F) (Sec. F) (Sec. F) (Sec. F1) (Sec. F2.2) (Sec. F4.2) (Sec. F4.2) (Sec. F2.2) (Sec. F4.2) (Sec. F4.1) (Sec. F) (Sec. B4) Page2 I I I I I I I I I I I I I I I I I I I Limiting slenderness parameter for compact (A,p) Limiting slenderness parameter for noncompact web (Xr) Web local buckling (WLB Mn) Local buckling (LB Mn) Flanoe local buckling (FLB Mn) Slenderness parameter for flange (X) Limiting slenderness parameter for compact flange (A,p) Limiting slenderness parameter for noncompact flange (A,r) Tension flanoe yielding fTFY Mn) Bending about minor axis. M22 Ratio 0.01 Capacity 388383.20 [Lb*in] Demand -5278.91 [Lb*in] Intermediate results Yielding (Mp) Flange local buckling (FLB Mn) Slenderness parameter for flange (A,) Limiting slenderness parameter for compact flange (Xp) Limiting slenderness parameter for noncompact flange (Xr) 94.41 143.12 N/A N/A N/A 9.20 9.54 25.11 N/A Reference : (Sec. F) (Sec. B4) (Sec. B4) (Sec. F) (Sec. F) (Sec. F) (Sec. B4) (Sec. B4) (Sec. B4) (Sec. F) CtrlEq. : D2 at 40.63% Unit Value [Lb*in] 648600.00 N/A 9.20 9.54 25.11 Reference (Sec. F) (Sec. F) (Sec. B4) (Sec. B4) (Sec. B4) DESIGN FOR SHEAR V Shear parallel to major axis. V3 (O = 1.671 Ratio 0.00 Capacity 11 5027.50 [Lb] Demand 61.88[Lb] Intermediate results Web Shear coefficient (Cv) Web plate buckling coefficient (kv) Shear parallel to minor axis. V2 (D = 1.50) Ratio 0.00 Capacity 41952.00 [Lb] Demand -72.05 [Lb] Intermediate results Web Shear coefficient (Cv) Web plate buckling coefficient (kv) Reference : (Sec. G) CtrlEq. : D2 at 0.00% Unit Value 1.00 1.20 Reference : (Sec. G) CtrlEq. : D2at43 Unit Value 1.00 5.00 Reference (Sec. G2) 75% Reference (Sec. G2) DESIGN FOR TENSION (£J = 1.67) Tension Ratio Capacity Demand : 0.00 :251209.60 [Lb] : 0.00 [Lb] Reference Ctrl Eq. (Sec. D) D1 at 0.00% PageS I I I I I I I I I I I I I I I I I I I DESIGN FOR COMPRESSION (Q = 1.67) Compression Ratio Capacity Demand 0.01 1211 52.80 [Lb] -131 0.30 [Lb] Reference Ctrl Eq. : (Sec. E) : D2 at 100.00% Intermediate results Unit Value Reference Slenderness parameter for web (Xw) Limiting Slenderness parameter for noncompact web (A,rw) Slenderness parameter for flange (Xf) Limiting Slenderness parameter for noncompact flange (Jlrf) Elastic flexural stress (Fex) Elastic flexural stress (Fey) Elastic torsional buckling stress (Fez) Critical flexural buckling stress (Fcr) Stress reduction factor in unstiffened elements (Qs) Effective section reduction factor in stiffened elements (Qa) Effective area at a uniform stress (Aeff) _ - - - [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] - - [in2] 22.25 37.41 9.20 14.06 78.28 26.40 64.03 22.18 1.00 1.00 9.12 (Sec. B4) (Sec. B4) (Sec. B4) (Sec. B4) (Eq. E4-9) (Ec. E4-10) (Eq. E4-11) (Sec.E) (Sec.E7) (Sec.E7) (Sec.E7) INTERACTION i/ Combined axial and flexure interaction value Ratio CtrlEq. 0.02 D2 at 43,75%Reference : (H1-1b) Combined shear and torsion interaction value Ratio Ctrl Eq. 0.00 D2 at 43.75%Reference : (Ec. 4.9) DG 9 CRITICAL STRENGTH RATIO «f Ratio Ctrl Eq. 0.02 D2 at 43.75%Reference : (H1-1b) Member Design status : 2 (COLUMN) : OK PROPERTIES Section: W 8X31 Page4 I I I I I I I I I I I I I I I I I I I Width (bf) 8.00 [in] Depth (d) 8.00 [in] Distance k (k) 0.83 [in] Distance k1 (k1) 0.75 [in] Flange thickness (tf) 0.43 [in] Web thickness (tw) 0.28 [in] Section properties Full unreduced cross-sectional area (Ag) Moment of Inertia (local axes) (I) Moment of Inertia (principal axes) (!') Bending constant for moments (principal axis) (J1) Radius of gyration (local axes) (r) Radius of gyration (principal axes) (r') Saint-Venant's torsion constant (J) Warping constant of the section (Cw) Distance from centroid to shear center (principal axis) (xo.yo) Top elastic section modulus of the section (local axis) (Ssup) Bottom elastic section modulus of the section (local axis) (Sinf) Top elastic section modulus of the section (principal axis) (S'sup) Bottom elastic section modulus of the section (principal axis) (S'inf) Plastic section modulus (local axis) (Z) Plastic section modulus (principal axis) (Z1) Polar radius of gyration (ro) Area for shear (Aw) Torsional modulus (1/C) Material : ASOO GrB rectangular Properties Yield stress (Fy): Tensile strength (Fu): Elasticity Modulus (E): Shear modulus for steel (G): Unit [in2] pn4] [in4] [in] [in] fin] [in4] [in6] [in] [in3] tin3] [in3] [in3] [in3] [in3] tin] [in2] [1/in3] Unit [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] Major axis 9.120 110.000 110.000 0.000 3.473 3.473 0.536 530.000 0.000 27.500 27.500 27.500 27.500 30.400 30.400 4.016 6.960 0.875 Value 46.00 58.00 29000.00 11153.85 DESIGN CRITERIA Description Unit Major axis Tension Maximum geometric slenderness (L/r)104.12 Minor axis 37.100 37.100 0.000 2.017 2.017 0.000 9.270 9.270 9.270 9.270 14.100 14.100 2.280 Minor axis Top unbraced length between lateral supports (LbTop) Bottom unbraced length between lateral supports (LbBop) Effective length factor (K) Effective length factor for torsion Length for tension slenderness (L) Unbraced compression length (Lx, Ly) Length for torsion and lateral-torsional buckling Additional hypotheses Continuous lateral torsional restraint Tension field action [in] [in] - — [in] [in] [in] 210.00 210.00 1.00 1.00 210.00 210.00 210.00 No No 1.00 210.00 SERVICE CONDITIONS Verification Unit Value Ctrl EQ Reference (Sec. D1) Page5 I I I I I I I I I I I I I I I I I I I Compression Geometric critical slenderness (KL/r)104.12 (Sec. E2) DESIGN CHECKS DESIGN FOR FLEXURE (D = 1.67) Sending about major axis. M33 Ratio : 0.06 Capacity :837365.30 [Lb*in] Demand : 49993.1 8 [Lb*in] Intermediate results Yielding (Mp) Lateral-torsional buckling (LIB Mn) Limiting unbraced length for yielding (Lp) Limiting unbraced length for inelastic LTB (Lr) Modification factor for lateral-torsional buckling (Cb) Lateral-torsional factor (c) Calculated stress for nominal flexural strength (FL) Radius of gyration of the flange (it) Effective radius of gyration (rts) Web area ratio (aw) Web plastification factor (Rpc) Critical stress (Fcr) Slenderness parameter for web (X) Limiting slenderness parameter for compact (X,p) Limiting slenderness parameter for noncompact web (^r) Web local buckling (WLB Mn) Local buckling (LB Mn) Flange local buckling (FLB Mn) Slenderness parameter for flange (A.) Limiting slenderness parameter for compact flange (Xp) Limiting slenderness parameter for noncompact flange (A,r) Tension flange yielding (TFY Mn) Bending about minor axis. M22 Ratio : 0.01 Capacity :388383.20 [Lb*in] Demand : 3386.88 [Lb*in] Intermediate results Yielding (Mp) Flange local buckling (FLB Mn) Slenderness parameter for flange (k) Limiting slenderness parameter for compact flange (Ap) Limiting slenderness parameter for noncompact flange (X,r) Reference Ctrl Eq. Unit [Lb*in] [Lb*in] [in] [in] - - [Kip/in2] [in] [in] - - [Kip/in2] - - - - - - - - - — Reference Ctrl Eq. Unit [Lb*in] - - - — : (Sec. F) : D2 at 43.75% Value 1398400.00 1398400.00 89.13 318.39 1.45 1.00 32.20 2.30 2.26 0.58 1.11 79.42 22.25 94.41 143.12 N/A N/A N/A 9.20 9.54 25.11 N/A : (Sec. F) Reference (Sec. F) (Sec. F) (Sec. F) (Sec. F) (Sec. F1) (Sec. F2.2) (Sec. F4.2) (Sec. F4.2) (Sec. F2.2) (Sec. F4.2) (Sec. F4.1) (Sec. F) (Sec. B4) (Sec. B4) (Sec. B4) (Sec. F) (Sec. F) (Sec. F) (Sec. B4) (Sec. B4) (Sec. B4) (Sec. F) : D2 at 40.63% Value 648600.00 N/A 9.20 9.54 25.11 Reference (Sec. F) (Sec. F) (Sec. B4) (Sec. B4) (Sec. B4) DESIGN FOR SHEAR Shear parallel to major axis, V3 (D = 1.67) PageS I I I I I I I I I I I I I I I I I I I Ratio 0.00 Capacity 115027.50 [Lb] Demand -39.70 [Lb] Intermediate results Web Shear coefficient (Cv) Web plate buckling coefficient (kv) Shear parallel to minor axis. V2 (Q = 1.501 Ratio 0.01 Capacity 41 952.00 [Lb] Demand -476.63 [Lb] Intermediate results Web Shear coefficient (Cv) Web plate buckling coefficient (kv) DESIGN FOR TENSION (Q = 1 .67) if Tension Ratio 0.00 Capacity 251209.60 [Lb] Demand 0.00 [Lb] DESIGN FOR COMPRESSION (Q = 1.67) <f Compression Ratio 0.03 Capacity 1211 52.80 [Lb] Demand -4228. 12 [Lb] Intermediate results Slenderness parameter for web (/lw) Limiting slenderness parameter for noncompact web (A,rw) Slenderness parameter for flange (A.f) Limiting slenderness parameter for noncompact flange (krf) Elastic flexural stress (Fex) Elastic flexural stress (Fey) Elastic torsional buckling stress (Fez) Critical flexural buckling stress (Fcr) Stress reduction factor in unstiffened elements (Qs) Effective section reduction factor in stiffened elements (Qa) Effective area at a uniform stress (Aeff) INTERACTION of Combined axial and flexure interaction value Ratio : 0.08 CtrlEq. : D2 at 43.75% Reference Ctrl Eq. Unit — — Reference Ctrl Eq. Unit _ — Reference Ctrl Eq. Reference Ctrl Eq. Unit _ - - - [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] - - rmg Reference : (Sec. : D2at Value 1.00 1.20 : (Sec. G) 0.00% Reference (Sec. G2) G) : D2 at 0.00% Value 1.00 5.00 : (Sec. : D1 at : (Sec. : D2at Value 22.25 37.41 9.20 14.06 78.28 26.40 64.03 22.18 1.00 1.00 9.12 (H1-1b) Reference (Sec. G2) D) 0.00% E) 100.00% Reference (Sec. B4) (Sec. B4) (Sec. B4) (Sec. B4) (Eq. E4-9) (Ec. E4-10) (Eq.E4-11) (Sec.E) (Sec.E7) (Sec.E7) (Sec.E7) Page? I I I I I I I I I I I I I I I I I I I Combined shear and torsion interaction value Ratio Ctrl Eq. 0.01 D2 at 0.00%Reference (Ec. 4.9) DG 9 CRITICAL STRENGTH RATIO Ratio Ctrl Eq. 0.08 D2 at 43.75%Reference Member Design status 3 (COLUMN) OK PROPERTIES Section: W 8X31 Width (bf) Depth (d) Distance k (k) Distance k1 (k1) Flange thickness (tf) Web thickness (tw) 8.00 [in] 8.00 [in] 0.83 [in] 0.75 [in] 0.43 [in] 0.28 [in] Section properties Full unreduced cross-sectional area (Ag) Moment of Inertia (local axes) (I) Moment of Inertia (principal axes) (I1) Bending constant for moments (principal axis) (J1) Radius of gyration (local axes) (r) Radius of gyration (principal axes) (r') Saint-Venant's torsion constant (J) Warping constant of the section (Cw) Distance from centroid to shear center (principal axis) (xo.yo) Top elastic section modulus of the section (local axis) (Ssup) Bottom elastic section modulus of the section (local axis) (Sinf) Top elastic section modulus of the section (principal axis) (S'sup) Bottom elastic section modulus of the section (principal axis) (S'inf) Plastic section modulus (local axis) (Z) Plastic section modulus (principal axis) (Z1) Polar radius of gyration (ro) Area for shear (Aw) Torsional modulus (1/C) Material: A500 GrB rectangular Unit [in2] [in4] [in4] [in] [in] [in] [in4] [in6] [in] [in3] [in3] [in3] [in3] [in3] [in3] [in] [in2] Major axis 9.120 110.000 110.000 0.000 3.473 3.473 0.536 530.000 0.000 27.500 27.500 27.500 27.500 30.400 30.400 4.016 6.960 0.875 Minor axis 37.100 37.100 0.000 2.017 2.017 0.000 9.270 9.270 9.270 9.270 14.100 14.100 2.280 Pages I I I I I I I I I I I I I I I I I I I Properties Yield stress (Fy): Tensile strength (Fu): Elasticity Modulus (E): Shear modulus for steel (G): Unit [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] Value 46.00 58.00 29000.00 11153.85 DESIGN CRITERIA Description Unit Major axis Tension Maximum geometric slenderness (L/r) Compression Geometric critical slenderness (KL/r) 104.12 104.12 DESIGN CHECKS DESIGN FOR FLEXURE (Q = 1.67) Bending about major axis. M33 Minor axis Top unbraced length between lateral supports (LbTop) Bottom unbraced length between lateral supports (LbBop) Effective length factor (K) Effective length factor for torsion Length for tension slenderness (L) Unbraced compression length (be, Ly) Length for torsion and lateral-torsional buckling Additional hypotheses Continuous lateral torsional restraint Tension field action [in] [in] - - [in] [in] [in] 210.00 210.00 1.00 1.00 210.00 210.00 210.00 No No 1.00 210.00 SERVICE CONDITIONS Verification Unit Value Ctrl EQ Reference (Sec. D1) (Sec. E2) Ratio Capacity Demand : 0.03 :837365.30 [Lb*in] : 28069.81 [Lb*in] Reference Ctrl Eq. : (Sec. F) : D2 at 43.75% Intermediate results Unit Value Reference Yielding (Mp) Lateral-torsional buckling (LTB Mn) Limiting unbraced length for yielding (Lp) Limiting unbraced length for inelastic LTB (Lr) Modification factor for lateral-torsional buckling (Cb) Lateral-torsional factor (c) Calculated stress for nominal flexural strength (FL) Radius of gyration of the flange (rt) Effective radius of gyration (rts) Web area ratio (aw) Web plastification factor (Rpc) Critical stress (Fcr) Slenderness parameter for web (X) [Lb*in] [Lb*in] [in] [in] - - [Kip/in2] [in] [in] - - [Kip/in2] - 1398400.00 1398400.00 89.13 318.39 1.49 1.00 32.20 2.30 2.26 0.58 1.11 81.79 22.25 (Sec. F) (Sec. F) (Sec. F) (Sec. F) (Sec. F1) (Sec. F2.2) (Sec. F4.2) (Sec. F4.2) (Sec. F2.2) (Sec. F4.2) (Sec. F4.1) (Sec. F) (Sec. B4) Page9 I I I I I I I I I I I I I I I I I I I Limiting slenderness parameter for compact (Xp) Limiting slenderness parameter for noncompact web (X,r) Web local buckling WLB Mn) Local buckling (LB Mn) Flange local buckling (FLB Mn) Slenderness parameter for flange (X) Limiting slenderness parameter for compact flange (A,p) Limiting slenderness parameter for noncompact flange (^r) Tension flange yielding (TFY Mn) 94.41 143.12 N/A N/A N/A 9.20 9.54 25.11 N/A (Sec. B4) (Sec. B4) (Sec. F) (Sec. F) (Sec. F) (Sec. B4) (Sec. B4) (Sec. B4) (Sec. F) Bending about minor axis. M22 Ratio Capacity Demand 0.01 388383.20 [Lb*in] 2283.60 [Lb*in] Reference Ctrl Eq. : (Sec.F) : D2 at 40.63% Intermediate results Unit Value Reference Yielding (Mp) Flange local buckling (FLB Mn) Slenderness parameter for flange (X) Limiting slenderness parameter for compact flange (Xp) Limiting slenderness parameter for noncompact flange ( [Lb*in]648600.00 N/A 9.20 9.54 25.11 (Sec. F) (Sec. F) (Sec. B4) (Sec. B4) (Sec. B4) DESIGN FOR SHEAR V Shear parallel to major axis. V3 (Q = 1.67) Ratio Capacity Demand 0.00 115027.50 [Lb] -26.77 [Lb] Reference Ctrl Eq. : (Sec. G) : D2 at 0.00% Intermediate results Unit Value Reference Web Shear coefficient (Cv) Web plate buckling coefficient (kv) 1.00 1.20 (Sec. G2) Shear parallel to minor axis. V2 (D = 1.50) Ratio Capacity Demand 0.01 41 952.00 [Lb] -237.63 [Lb] Reference Ctrl Eq. : (Sec. G) : D2 at 43.75% Intermediate results Unit Value Reference Web Shear coefficient (Cv) Web plate buckling coefficient (kv) 1.00 5.00 (Sec. G2) DESIGN FOR TENSION Tension Ratio Capacity Demand 1.67) 0.00 251209.60 [Lb] 0.00 [Lb] Reference Ctrl Eq. (Sec. D) D1 at 0.00% PagelO I I I I I I I I I I I I I I I I I I I DESIGN FOR COMPRESSION (Q = 1.67) Compression Ratio Capacity Demand : 0.02 :121 152.80 [Lb] : -2486.14 [Lb] Reference Ctrl Eq. : (Sec.E) : D2 at 100.00% Intermediate results Unit Value Reference Slenderness parameter for web (Xw) Limiting slenderness parameter for noncompact web (Xrw) Slenderness parameter for flange (A,f) Limiting slenderness parameter for noncompact flange (A,rf) Elastic flexural stress (Fex) Elastic flexural stress (Fey) Elastic torsional buckling stress (Fez) Critical flexural buckling stress (Fcr) Stress reduction factor in unstiffened elements (Qs) Effective section reduction factor in stiffened elements (Qa) Effective area at a uniform stress (Aeff) _ - - - [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] - - [in2] 22.25 37.41 9.20 14.06 78.28 26.40 64.03 22.18 1.00 1.00 9.12 (Sec. B4) (Sec. B4) (Sec. B4) (Sec. B4) (Eq. E4-9) (Ec. E4-10) (Eq. E4-11) (Sec.E) (Sec.E7) (Sec.E7) (Sec.E7) INTERACTION i Combined axial and flexure interaction value Ratio Ctrl Eq. 0.05 D2 at 43.75%Reference (H1-1b) Combined shear and torsion interaction value Ratio Ctrl Eq. 0.01 D2 at 43.75%Reference (Ec. 4.9) DG 9 CRITICAL STRENGTH RATIO Ratio Ctrl Eq. 0.05 D2 at 43.75%Reference : (H1-1b) Member Design status 4(BM1) OK PROPERTIES Section: W12X40 Pagell I I I I I I I I I I I I I I I I I I I Width (bf) Depth (d) Distance k (k) Distance k1 (k1) Flange thickness (tf) Web thickness (tw) Section properties Full unreduced cross-sectional area (Ag) Moment of Inertia (local axes) (I) Moment of Inertia (principal axes) (I') Bending constant for moments (principal axis) Radius of gyration (local axes) (r) Radius of gyration (principal axes) (r') Saint-Venant's torsion constant (J) Warping constant of the section (Cw) 8.01 [in] 11.90 [in] 1.02 [in] 0.87 [in] 0.52 [in] 0.30 [in] (J1) Distance from centroid to shear center (principal axis) (xo.yo) Top elastic section modulus of the section (local axis) (Ssup) Bottom elastic section modulus of the section (local axis) (Sinf) Top elastic section modulus of the section (principal axis) (S'sup) Bottom elastic section modulus of the section Plastic section modulus (local axis) (Z) Plastic section modulus (principal axis) (Z') Polar radius of gyration (ro) Area for shear (Aw) Torsional modulus (1/C) Material : A500 GrB rectangular Properties Yield stress (Fy): Tensile strength (Fu): Elasticity Modulus (E): Shear modulus for steel (G): (principal axis) (S'inf) Unit [in2] [in4] [in4] [in] [in] [in] [in4] [in6] [in] [in3] [in3] [in3] [in3] [in3] [in3] [in] [in2] [1/in3] Unit [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] Major axis 11.700 307.000 307.000 0.000 5.122 5.122 0.906 1440.000 0.000 51.500 51 .500 51.500 51.500 57.000 57.000 5.478 8.250 0.623 Value 46.00 58.00 29000.00 11153.85 DESIGN CRITERIA Description Unit Major axis Tension Maximum geometric slenderness (L/r)19.57 Minor axis 44.100 44.100 0.000 1.941 1.941 0.000 11.000 11.000 11.000 11.000 16.800 16.800 3.510 Minor axis Top unbraced length between lateral supports (LbTop) Bottom unbraced length between lateral supports (LbBop) Effective length factor (K) Effective length factor for torsion Length for tension slenderness (L) Unbraced compression length (Lx, Ly) Length for torsion and lateral-torsional buckling Additional hypotheses Continuous lateral torsional restraint Tension field action [in] [in] [in] [in] [in] 38.00 38.00 1.00 1.00 38.00 38.00 38.00 No No 1.00 38.00 SERVICE CONDITIONS Verification Unit Value Ctrl EQ Reference (Sec. D1) Pagel2 I I I I I I I I I I I I I I I I I I I Compression Geometric critical slenderness (KL/r)19.57 (Sec. E2) DESIGN CHECKS DESIGN FOR FLEXURE (D = 1.67) Bending about major axis. M33 Ratio : 0.01 Capacity :1 570060.00 [Lb*in] Demand :-1 0260.79 [Lb*in] Intermediate results Yielding (Mp) Lateral-torsional buckling (LTB Mn) Limiting unbraced length for yielding (Lp) Limiting unbraced length for inelastic LTB (Lr) Web local buckling (WLB Mn) Local buckling (LB Mn) Flange local buckling (FLB Mn) Slenderness parameter for flange (A,) Limiting slenderness parameter for compact flange (A,p) Limiting slenderness parameter for noncompact flange (A,r) "Toncinn flsinnp viplrlirin /TF V IWIn^i ciioiuii Men iMc_yiciuiiiu ^ i r T ivinj Bending about minor axis. M22 Ratio 0.00 Capacity 462754.50 [Lb*in] Demand 1 554.27 [Lb*in] Intermediate results Yielding (Mo) Flanoe local buckling CFLB Mn) Slenderness parameter for flange (X) Limiting slenderness parameter for compact flange (A,p) Limiting slenderness parameter for noncompact flange (Xr) DESIGN FOR SHEAR </' Shear parallel to maior axis. V3 (D = 1.67) Ratio 0.00 Capacity 136347.30 [Lb] Demand -68.74 [Lb] Intermediate results Web Shear coefficient (Cv) Web plate buckling coefficient (kv) Shear parallel to minor axis. V2 (Q = 1 .50) Reference Ctrl Eq. Unit [Lb*in] - [in] fin] - ~ - - - - Reference Ctrl Eq. Unit [Lb*in] - - - - Reference Ctrl Eq. Unit — — : (Sec. F) : D2 at 0.00% Value Reference 2622000.00 (Sec. F) N/A (Sec. F) 85.79 (Sec. F) 269.70 (Sec. F) N/A (Sec. F) N/A (Sec. F) N/A (Sec. F) 7.78 (Sec. 84) 9.54 (Sec. 84) 25.11 (Sec. 84) NI/A t^or F\mr\ ^OGU. i j : (Sec. F) : D2 at 100.00% Value Reference 772800.00 (Sec. F) N/A (Sec. F) 7.78 (Sec. B4) 9.54 (Sec. B4) 25.11 (Sec. B4) : (Sec. G) : D2 at 0.00% Value Reference 1.00 1 .20 (Sec. G2) Pagel3 I I I I I I I I I I I I I I I I I I I Ratio Capacity Demand Q.01 64584.00 [Lb] 331.48[Lb] Reference Ctrl Eq. : (Sec. G) : D2 at 0.00% Intermediate results Unit Value Reference Web Shear coefficient (Cv) Web plate buckling coefficient (kv) 1.00 5.00 (Sec. G2) DESIGN FOR TENSION (fi = 1.67) Tension Ratio Capacity Demand 0.00 322275.40 [Lb] 0.00 [Lb] Reference Ctrl Eq. (Sec. D) D1 at 0.00% DESIGN FOR COMPRESSION (D = 1.67) V Compression Ratio Capacity Demand 0.00 314076.40 [Lb] -22.73 [Lb] Reference Ctrl Eq. : (Sec.E) : D2 at 0.00% Intermediate results Unit Value Reference Slenderness parameter for web (kw) Limiting slenderness parameter for noncompact web (A,rw) Slenderness parameter for flange (Xf) Limiting slenderness parameter for noncompact flange (Art) Elastic flexural stress (Fex) Elastic flexural stress (Fey) Elastic torsional buckling stress (Fez) Critical flexural buckling stress (For) Stress reduction factor in unstiffened elements (Qs) Effective section reduction factor in stiffened elements (Qa) Effective area at a uniform stress (Aeff) _ - - - [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] - - pnZ] 33.42 37.41 7.78 14.06 5200.95 747.11 841.73 44.83 1.00 1.00 11.70 (Sec. B4) (Sec. B4) (Sec. B4) (Sec. B4) (Eq. E4-9) (Ec. E4-10) (Eq. E4-11) (Sec.E) (Sec.E7) (Sec.E7) (Sec.E7) INTERACTION Combined axial and flexure interaction value Ratio Ctrl Eq. 0.01 D2 at 0.00%Reference Combined shear and torsion interaction value Ratio Ctrl Eq. 0.01 D2 at 0.00%Reference : (Ec. 4.9) DG 9 CRITICAL STRENGTH RATIO Page14 I I I I I I I I I I I I I I I I I I I Ratio : 0.01 Ctrl Eq. : D2 at 0.00% Member : 5 (BM 1) Design status : OK PROPERTIES Section : W 12X40 Width (bf) 8.01 [in] Depth (d) 11.90 tin] Distance k (k) 1.02 [in] Distance k1 (k1) 0.87 [in] Flange thickness (tf) 0.52 [in] Web thickness (tw) 0.30 [in] Section properties Full unreduced cross-sectional area (Ag) Moment of Inertia (local axes) (I) Moment of Inertia (principal axes) (I1) Bending constant for moments (principal axis) (J1) Radius of gyration (local axes) (r) Radius of gyration (principal axes) (r1) Saint-Venant's torsion constant (J) Warping constant of the section (Cw) Distance from centroid to shear center (principal axis) (xo.yo) Top elastic section modulus of the section (local axis) (Ssup) Bottom elastic section modulus of the section (local axis) (Sinf) Top elastic section modulus of the section (principal axis) (S'sup) Bottom elastic section modulus of the section (principal axis) (S'inf) Plastic section modulus (local axis) (Z) Plastic section modulus (principal axis) (Z') Polar radius of gyration (ro) Area for shear (Aw) Torsional modulus (1/C) Material : A500 GrB rectangular Properties Yield stress (Fy): Tensile strength (Fu): Elasticity Modulus (E): Shear modulus for steel (G): Reference Unit [in2] [in4] [in4] [in] [in] [in] [in4] [in6] [in] [in3] [in3] [in3] [in3] [ir>3] [in3] [in] [in2] [1/in3] Unit [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] : (H1-1b) Major axis 11.700 307.000 307.000 0.000 5.122 5.122 0.906 1440.000 0.000 51.500 51.500 51.500 51.500 57.000 57.000 5.478 8.250 0.623 Value 46.00 58.00 29000.00 11153.85 Minor axis 44.100 44.100 0.000 1.941 1.941 0.000 11.000 11.000 11.000 11.000 16.800 16.800 3.510 DESIGN CRITERIA PagelS I I I I I I I I I I I I I I I I I I I Description Unit Major axis Minor axis Top unbraced length between lateral supports (LbTop) Bottom unbraced length between lateral supports (LbBop) Effective length factor (K) Effective length factor for torsion Length for tension slenderness (L) Unbraced compression length (Lx, Ly) Length for torsion and lateral-torsional buckling Additional hypotheses Continuous lateral torsional restraint Tension field action [in] [in] - - [in] [in] [in] 38.00 38.00 1.00 1.00 38.00 38.00 38.00 No No 1.00 38.00 SERVICE CONDITIONS Verification Unit Value Ctrl EQ Reference Tension Maximum geometric slenderness (Ur) Compression Geometric critical slenderness (KL/r) 19.57 19.57 (Sec. D1) (Sec. E2) DESIGN CHECKS DESIGN FOR FLEXURE (O = 1.67) Bending about major axis. M33 Ratio Capacity Demand 0.06 1570060.00 [Lb*in] -95164.37 [Lb*in] Reference Ctrl Eq. (Sec. F) D2 at 0.00% intermediate results Unit Value Reference Yielding (Mp) Lateral-torsional buckling (LTB Mn) Limiting unbraced length for yielding (Lp) Limiting unbraced length for inelastic LTB (Lr) Web local buckling (WLB Mn) Local buckling (LB Mn) Flange local buckling (FLB Mn) Slenderness parameter for flange (A,) Limiting slenderness parameter for compact flange Limiting slenderness parameter for noncompact flange (Xr) Tension flange yielding (TFY Mn) [Lb*in] [in] [in] 2622000.00 N/A 85.79 269.70 N/A N/A N/A 7.78 9.54 25.11 N/A (Sec. F) (Sec. F) (Sec. F) (Sec. F) (Sec. F) (Sec. F) (Sec. F) (Sec. B4) (Sec. B4) (Sec. B4) (Sec. F) Bending about minor axis. M22 Ratio Capacity Demand 0.00 462754.50 [Lb*in] -1965.83 [Lb*in] Reference Ctrl Eq. (Sec. F) D2 at 31.25% Page16 I I I I I I I I I I I I I I I I I I I Intermediate results Yielding (Mp) Flanae local buckling (FLB Mn) Slenderness parameter for flange (X) Limiting slenderness parameter for compact flange (X.p) Limiting slenderness parameter for noncompact flange (Ar) DESIGN FOR SHEAR <f Shear parallel to major axis, V3 (Q = 1.671 Ratio 0.00 Capacity 1 36347.30 [Lb] Demand 80.39 [Lb] Intermediate results Web Shear coefficient (Cv) Web plate buckling coefficient (kv) Shear parallel to minor axis. V2 (Q a 1 .501 Ratio 0.05 Capacity 64584.00 [Lb] Demand 3234.69 [Lb] Intermediate results Web Shear coefficient (Cv) Web plate buckling coefficient (kv) DESIGN FOR TENSION (& = 1 .67) if Tension Ratio 0.00 Capacity 322275.40 [Lb] Demand 39.21 [Lb] DESIGN FOR COMPRESSION (Q = 1.67) if Compression Ratio 0.00 Capacity 314076.40 [Lb] Demand 0.00 [Lb] Intermediate results Slenderness parameter for web (A,w) Limiting slenderness parameter for noncompact web (Xrw) Slenderness parameter for flange (A.f) Limiting slenderness parameter for noncompact flange (Xrf) Elastic flexural stress (Fex) Elastic flexural stress (Fey) Elastic torsional buckling stress (Fez) Unit [Lb*in] Reference Ctrl Eq. Unit - Reference Ctrl Eq. Unit - Reference Ctrl Eq. Reference Ctrl Eq. Unit [Kip/in2] [Kip/in2] [Kip/in2] Value Reference 772800.00 (Sec. F) N/A (Sec. F) 7.78 (Sec. B4) 9.54 (Sec. B4) 25.11 (Sec. B4) : (Sec. G) : D2 at 0.00% Value Reference 1.00 1.20 (Sec. G2) : (Sec. G) : D2 at 0.00% Value Reference 1.00 5.00 (Sec. G2) : (Sec. D) : D2 at 0.00% : (Sec. E) : D1 at 0.00% Value Reference 33.42 (Sec. B4) 37.41 (Sec. B4) 7.78 (Sec. B4) 14.06 (Sec. B4) 5200.95 (Eq. E4-9) 747.11 (Ec. E4-10) 841.73 (Eq. E4-11) Pagel? I I I I I I I I I I I I I I I I I I I Critical flexural buckling stress (Fcr) Stress reduction factor in unstiffened elements (Qs) Effective section reduction factor in stiffened elements (Qa) Effective area at a uniform stress (Aeff) [Kip/in2] [in2] 44.83 1.00 1.00 11.70 (Sec.E) (Sec.E7) (Sec.E7) (Sec.E7) INTERACTION if Combined axial and flexure interaction value Ratio Ctrl Eq. 0.06 D2 at 0.00%Reference Combined shear and torsion interaction value Ratio Ctrl Eq. 0.21 D2 at 0.00%Reference (Ec. 4.9) DG 9 CRITICAL STRENGTH RATIO Ratio Ctrl Eq. 0.21 D2 at 0.00%Reference (Ec. 4.9) DG 9 Member Design status 6 (BM 1) OK PROPERTIES Section : W 12X40 Width (bf) Depth (d) Distance k (k) Distance k1 (k1) Flange thickness (tf) Web thickness (tw) 8.01 [in] 11.90 [in] 1.02 [in] 0.87 [in] 0.52 [in] 0.30 [in] Section properties Full unreduced cross-sectional area (Ag) Moment of Inertia (local axes) (I) Moment of Inertia (principal axes) ((') Bending constant for moments (principal axis) (J1) Radius of gyration (local axes) (r) Radius of gyration (principal axes) (r1) Saint-Venant's torsion constant (J) Warping constant of the section (Cw) Distance from centroid to shear center (principal axis) (xo.yo) Top elastic section modulus of the section (local axis) (Ssup) Bottom elastic section modulus of the section (local axis) (Sinf) Unit [in2] [in4] [in4] [in] [in] [in] [in4] [in] [in3] [in3] PagelS Major axis 11.700 307.000 307.000 0.000 5.122 5.122 0.906 1440.000 0.000 51.500 51.500 Minor axis 44.100 44.100 0.000 1.941 1.941 0.000 11.000 11.000 I I I I I I I I I I I I I I I I I I I Top elastic section modulus of the section (principal axis) (S'sup) Bottom elastic section modulus of the section (principal axis) (S'inf) Plastic section modulus (local axis) (Z) Plastic section modulus (principal axis) (Z1) Polar radius of gyration (ro) Area for shear (Aw) Torsional modulus (1/C) Material : A500 GrB rectangular Properties Yield stress (Fy): Tensile strength (Fu): Elasticity Modulus (E): Shear modulus for steel (G): [in3] [In3] [in3] [in3] [in] [in2] [1/in3] Unit [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] 51.500 51.500 57.000 57.000 5.478 8.250 0.623 Value 46.00 58.00 29000.00 11153.85 DESIGN CRITERIA Description Unit Major axis Tension Maximum geometric slenderness (L/r) Compression Geometric critical slenderness (KL/r) 19.57 19.57 11.000 11.000 16.800 16.800 3.510 Minor axis Top unbraced length between lateral supports (LbTop) Bottom unbraced length between lateral supports (LbBop) Effective length factor (K) Effective length factor for torsion Length for tension slenderness (L) Unbraced compression length (Lx, Ly) Length for torsion and lateral-torsiona! buckling Additional hypotheses Continuous lateral torsional restraint Tension field action [in] [in] - - [in] [in] [in] 38.00 38.00 1.00 1.00 38.00 38.00 38.00 No No 1.00 38.00 SERVICE CONDITIONS Verification Unit Value Ctrl EQ Reference (Sec. D1) (Sec. E2) DESIGN CHECKS DESIGN FOR FLEXURE (Q = 1.67) Bending about major axis. M33 Ratio Capacity Demand : 0.03 :1570060.00 [Lb*in] :-48484.59 [Lb'in] Reference Ctrl Eq. (Sec. F) D2 at 0.00% Pagel9 I I I I I I I I I I I I I I I I I I I Intermediate results Unit Value Reference Yielding (Mp) Lateral-torsional buckling (LTB Mn) Limiting unbraced length for yielding (Lp) Limiting unbraced length for inelastic LTB (Lr) Web local buckling fl/VLB Mn) Local buckling (LB Mn) Flange local buckling (FLB Mn) Slenderness parameter for flange (X) Limiting Slenderness parameter for compact flange (A,p) Limiting Slenderness parameter for noncompact flange (A,r) Tension flange yielding (TFY Mn) [Lb*in] - [in] [in] - - - - — 2622000.00 N/A 85.79 269.70 N/A N/A N/A 7.78 9.54 25.11 N/A (Sec. F) (Sec. F) (Sec. F) (Sec. F) (Sec. F) (Sec. F) (Sec. F) (Sec. B4) (Sec. B4) (Sec. B4) (Sec. F) Bending about minor axis. M22 Ratio Capacity Demand 0.00 462754.50 [Lb*in] 1 553.48 [Lb*in] Reference Ctrl Eq. : (Sec.F) : D2 at 34.38% Intermediate results Unit Value Reference Yielding (Mp) Flange local buckling (FLB Mm Slenderness parameter for flange (A.) Limiting Slenderness parameter for compact flange Limiting Slenderness parameter for noncompact flange (X,r) fLb*in]772800.00 N/A 7.78 9.54 25.11 (Sec. F) (Sec. F) (Sec. B4) (Sec. B4) (Sec. B4) DESIGN FOR SHEAR V Shear parallel to major axis. V3 (Q = 1.67) Ratio Capacity Demand 0.00 136347.30 [Lb] 102.08 [Lb] Reference Ctrl Eq. : (Sec. G) : D2 at 34.38% Intermediate results Unit Value Reference Web Shear coefficient (Cv) Web plate buckling coefficient (kv) 1.00 1.20 (Sec. G2) Shear parallel to minor axis, V2 (D. = 1.50) Ratio Capacity Demand 0.03 64584.00 [Lb] 1 946.45 [Lb] Reference Ctrl Eq. : (Sec. G) : D2 at 0.00% Intermediate results Unit Value Reference Web Shear coefficient (Cv) Web plate buckling coefficient (kv) 1.00 5.00 (Sec. G2) DESIGN FOR TENSION Tension Page20 I I I I I I I I I I I I I I I I I I I Ratio Capacity Demand 0.00 322275.40 [Lb] 0.00 [Lb] Reference Ctrl Eq. (Sec. D) D1 at 0.00% DESIGN FOR COMPRESSION (Q = 1.67) if Compression Ratio Capacity Demand 0.00 314076.40 [Lb] -16.48 [Lb] Reference Ctrl Eq. : (Sec. E) : D2 at 0.00% Intermediate results Unit Value Reference Slenderness parameter for web (A,w) Limiting slenderness parameter for noncompact web (A,rw) Slenderness parameter for flange (A,f) Limiting slenderness parameter for noncompact flange (Xrf) Elastic flexural stress (Fex) Elastic flexural stress (Fey) Elastic torsional buckling stress (Fez) Critical flexural buckling stress (Fcr) Stress reduction factor in unstiffened elements (Qs) Effective section reduction factor in stiffened elements (Qa) Effective area at a uniform stress (Aeff) _ - - - [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] - - [in2] 33.42 37.41 7.78 14.06 5200.95 747.11 841.73 44.83 1.00 1.00 11.70 (Sec. B4) (Sec. B4) (Sec. B4) (Sec. B4) (Eq. E4-9) (Ec. E4-10) (Eq. E4-11) (Sec.E) (Sec.E7) (Sec.E7) (Sec.E7) INTERACTION V Combined axial and flexure interaction value Ratio Ctrl Eq. 0.03 D2 at 0.00%Reference Combined shear and torsion interaction value Ratio Ctrl Eq. 0.19 D2 at 0.00%Reference (Ec. 4.9) DG 9 CRITICAL STRENGTH RATIO Ratio Ctrl Eq. 0.19 D2 at 0.00%Reference (Ec. 4.9) DG 9 Member Design status 7 (BM 2) OK PROPERTIES Section: W 12X40 PageZl I I I I I I I I I I I I I I I I I I I Width (bf) Depth (d) Distance k (k) Distance k1 (k1) Flange thickness (tf) Web thickness (tw) 8.01 [in] 11.90 [in] 1.02 [in] 0.87 [in] 0.52 [in] 0.30 [in] Section properties Unit Major axis Full unreduced cross-sectional area (Ag) [in2] 11.700 Moment of Inertia (local axes) (I) [in4] 307.000 Moment of Inertia (principal axes) (I1) [in4] 307.000 Bending constant for moments (principal axis) (J1) [in] 0.000 Radius of gyration (local axes) (r) [in] 5.122 Radius of gyration (principal axes) (r1) [in] 5.122 Saint-Venant's torsion constant (J) [in4] 0.906 Warping constant of the section (Cw) [in6] 1440.000 Distance from centroid to shear center (principal axis) (xo.yo) [in] 0.000 Top elastic section modulus of the section (local axis) (Ssup) [in3] 51.500 Bottom elastic section modulus of the section (local axis) (Sinf) [in3] 51.500 Top elastic section modulus of the section (principal axis) (S'sup) [in3] 51.500 Bottom elastic section modulus of the section (principal axis) (S'inf) [in3] 51.500 Plastic section modulus (local axis) (Z) [in3] 57.000 Plastic section modulus (principal axis) (Z1) [in3] 57.000 Polar radius of gyration (ro) [in] 5.478 Area for shear (Aw) [in2] 8.250 Torsional modulus (1/C) [1/in3] 0.623 Material: A500 GrB rectangular Properties Unit Value Yield stress (Fy): Tensile strength (Fu): Elasticity Modulus (E): Shear modulus for steel (G): [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] 46.00 58.00 29000.00 11153.85 DESIGN CRITERIA Description Unit Major axis SERVICE CONDITIONS Minor axis 44.100 44.100 0.000 1.941 1.941 0.000 11.000 11.000 11.000 11.000 16.800 16.800 3.510 Minor axis Top unbraced length between lateral supports (LbTop) Bottom unbraced length between lateral supports (LbBop) Effective length factor (K) Effective length factor for torsion Length for tension slenderness (L) Unbraced compression length (Lx, Ly) Length for torsion and lateral-torsional buckling Additional hypotheses Continuous lateral torsional restraint Tension field action [in] [in] - - [in] [in] [in] 146.50 146.50 1.00 1.00 146.50 146.50 146.50 No No 1.00 146.50 Page22 I I I I I I I I I I I I I I I I I I I Verification Unit Value Ctrl EQ Reference Tension Maximum geometric slenderness (Ur) Compression Geometric critical slenderness (KL/r) 75.46 75.46 (Sec. D1) (Sec. E2) DESIGN CHECKS DESIGN FOR FLEXURE (D = 1.67) Bending about maior axis. M33 Ratio 0.03 Capacity 1570060.00 [Lb'in] Demand -54733.80 [Lb'in] Intermediate results Yielding (Mp) Lateral-torsional buckling (LTB Mn) Limiting unbraced length for yielding (Lp) Limiting unbraced length for inelastic LTB (Lr) Modification factor for lateral-torsional buckling (Cb) Lateral-torsional factor (c) Calculated stress for nominal flexural strength (FL) Radius of gyration of the flange (rt) Effective radius of gyration (rts) Web area ratio (aw) Web plastification factor (Rpc) Critical stress (Fcr) Slenderness parameter for web (k) Limiting slenderness parameter for compact (kp) Limiting slenderness parameter for noncompact web (kr) Web local buckling fWLB Mn) Local buckling (LB Mn) r- 1 anno Inpsl hiifMclinn {J-\ R h/ln^i IdllUt? HJUtal UUUMIIIIJ IPL-P Ivlll] Slenderness parameter for flange (k) Limiting slenderness parameter for compact flange (kp) Limiting slenderness parameter for noncompact flange (kr) Tension flange yielding (TFY Mn) Bending about minor axis. M22 Ratio 0.00 Capacity 462754.50 [Lb'in] Demand -1 775.42 [Lb*in] Intermediate results Yielding (Mp) Flange local buckling (FLB Mn) Slenderness parameter for flange (k) Limiting slenderness parameter for compact flange (kp) Limiting slenderness parameter for noncompact flange (kr) Reference Ctrl Eq. Unit [Lb'in] [Lb'in] [in] [in] - - [Kip/in2] [in] [in] - - [Kip/in2] - — - - - _ - - — Reference Ctrl Eq. Unit [Lb'in] - - - — : (Sec. : D2at Value 2622000.00 2622000.00 85.79 269.70 2.81 1.00 32.20 2.26 2.21 0.78 1.11 226.72 33.42 94.41 143.12 N/A N/A N/A 7.78 9.54 25.11 N/A : (Sec. : D2at Value 772800.00 N/A 7.78 9.54 25.11 F) 100.00% Reference (Sec. F) (Sec. F) (Sec. F) (Sec. F) (Sec. F1) (Sec. F2.2) (Sec. F4.2) (Sec. F4.2) (Sec. F2.2) (Sec. F4.2) (Sec. F4.1) (Sec. F) (Sec. B4) (Sec. B4) (Sec. B4) (Sec. F) (Sec. F) (Car* C\ (Sec. B4) (Sec. B4) (Sec. B4) (Sec. F) F) 100.00% Reference (Sec. F) (Sec. F) (Sec. B4) (Sec. B4) (Sec. B4) Page23 I I I I I I I I I I I I I I I I I I I DESIGN FOR SHEAR of Shear parallel to major axis. V3 (Q = 1.67) Ratio 0.00 Capacity 136347.30 [Lb] Demand 22.73 [Lb] Intermediate results Web Shear coefficient (Cv) Web plate buckling coefficient (kv) Shear parallel to minor axis. V2 (Q = 1.50) Ratio 0.01 Capacity 64584.00 [Lb] Demand -953.36 [Lb] Intermediate results Web Shear coefficient (Cv) Web plate buckling coefficient (kv) DESIGN FOR TENSION (Q = 1.67) of Tension Ratio 0.00 Capacity 322275.40 [Lb] Demand 0.00 [Lb] DESIGN FOR COMPRESSION (D = 1 .67) of Compression Ratio : 0.00 Capacity :21 9725.40 [Lb] Demand : -68.74 [Lb] Intermediate results Slenderness parameter for web (A,w) Limiting slenderness parameter for noncompact web (A,rw) Slenderness parameter for flange (A,f) Limiting slenderness parameter for noncompact flange (Xrf) Elastic flexural stress (Fex) Elastic flexural stress (Fey) Elastic torsional buckling stress (Fez) Critical flexural buckling stress (Fcr) Stress reduction factor in unstiffened elements (Qs) Effective section reduction factor in stiffened elements (Qa) Effective area at a uniform stress (Aeff) Reference Ctrl Eq. Unit _ - Reference Ctrl Eq. Unit - Reference Ctrl Eq. Reference Ctrl Eq. Unit _ - - ~ [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] - — [in2] : (Sec. G) : D2 at 0.00% Value Reference 1.00 1.20 (Sec. G2) : (Sec. G) : D2 at 100.00% Value Reference 1.00 5.00 (Sec. G2) : (Sec. D) : D1 at 0.00% : (Sec. E) : D2 at 0.00% Value Reference 33.42 (Sec. B4) 37.41 (Sec. B4) 7.78 (Sec. B4) 14.06 (Sec. B4) 349.93 (Eq. E4-9) 50.27 (Ec. E4-10) 83.48 (Eq. E4-11) 31 .36 (Sec.E) 1.00 (Sec.E7) 1.00 (Sec.E7) 11.70 (Sec.E7) INTERACTION Page24 I I I I I I I I I I I I I I I I I I I Combined axial and flexure interaction value Ratio Ctrl Eq. 0.04 D2 at 100.00%Reference Combined shear and torsion interaction value Ratio Ctrl Eq. 0.02 D2 at 100.00%Reference (Ec. 4.9) DG 9 CRITICAL STRENGTH RATIO Ratio Ctrl Eq. 0.04 D2 at 100,00%Reference Member Design status 8 (BM 2) OK PROPERTIES Section: W12X40 Width (bf) Depth (d) Distance k (k) Distanced (k1) Flange thickness (tf) Web thickness (tw) 8.01 [in] 11.90 [in] 1.02 [in] 0.87 [in] 0.52 [in] 0.30 [in] Section properties Full unreduced cross-sectional area (Ag) Moment of Inertia (local axes) (I) Moment of Inertia (principal axes) (I1) Bending constant for moments (principal axis) (J1) Radius of gyration (local axes) (r) Radius of gyration (principal axes) (r') Saint-Venant's torsion constant (J) Warping constant of the section (Cw) Distance from centroid to shear center (principal axis) (xo.yo) Top elastic section modulus of the section (local axis) (Ssup) Bottom elastic section modulus of the section (local axis) (Sinf) Top elastic section modulus of the section (principal axis) (S'sup) Bottom elastic section modulus of the section (principal axis) (S'inf) Plastic section modulus (local axis) (Z) Plastic section modulus (principal axis) (Z) Polar radius of gyration (ro) Area for shear (Aw) Torsional modulus (1/C) Unit [in2] [in4] [in4] [in] [in] [in] [in4] [in6] [in] [in3] [in3] [in3] [in3] [in3] [in3] [in] [in2] Major axis 11.700 307.000 307.000 0.000 5.122 5.122 0.906 1440.000 0.000 51.500 51.500 51.500 51.500 57.000 57.000 5.478 8.250 0.623 Minor axis 44.100 44.100 0.000 1.941 1.941 0.000 11.000 11.000 11.000 11.000 16.800 16.800 3.510 Page25 I I I I I I I I I I I I I I I I I I I Material : A500 GrB rectangular Properties Unit Value Yield stress (Fy): Tensile strength (Fu): Elasticity Modulus (E): Shear modulus for steel (G): [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] 46.00 58.00 29000.00 11153.85 DESIGN CRITERIA Description Unit Major axis Tension Maximum geometric slenderness (Ur) Compression Geometric critical slenderness (KL/r) 168.69 168.69 Minor axis Top unbraced length between lateral supports (LbTop) Bottom unbraced length between lateral supports (LbBop) Effective length factor (K) Effective length factor for torsion Length for tension slenderness (L) Unbraced compression length (Lx, Ly) Length for torsion and lateral-torsional buckling Additional hypotheses Continuous lateral torsional restraint Tension field action [in] [in] - - fin] [in] [in] 327.50 327.50 1.00 1.00 327.50 327.50 327.50 No No 1.00 327.50 SERVICE CONDITIONS Verification Unit Value Ctrl EQ Reference (Sec. D1) (Sec. E2) DESIGN CHECKS DESIGN FOR FLEXURE (Q = 1.67) Bending about maior axis. M33 Ratio Capacity Demand : 0.07 :951001.40[Lb*in] : 62974.89 [Lb*in] Reference Ctrl Eq. : (Sec. F) : D2 at 56.25% Intermediate results Unit Value Reference Yielding (Mp) Lateral-torsional buckling (LTB Mn) Limiting unbraced length for yielding (Lp) Limiting unbraced length for inelastic LTB (Lr) Modification factor for lateral-torsional buckling (Cb) Lateral-torsional factor (c) Calculated stress for nominal flexural strength (FL) Radius of gyration of the flange (rt) Effective radius of gyration (rts) Web area ratio (aw) Web plastification factor (Rpc) [Lb*in] [Lb*in] [in] [in] - - [Kip/in2] [in] [in] - - 2622000.00 1588172.00 85.79 269.70 1.24 1.00 32.20 2.26 2.21 0.78 1.11 (Sec. F) (Sec. F) (Sec. F) (Sec. F) (Sec. F1) (Sec. F2.2) (Sec. F4.2) (Sec. F4.2) (Sec. F2.2) (Sec. F4.2) (Sec. F4.1) Page26 I I I I I I I I I I I I I I I I I I I Critical stress (Per) Slenderness parameter for web (X) Limiting slenderness parameter for compact (A,p) Limiting slenderness parameter for noncompact web (A-r) Web local buckling fWLB MrO Local buckling (LB Mn) Flange local buckling (FLB Mn) Slenderness parameter for flange (X) Limiting slenderness parameter for compact flange (A,p) Limiting slenderness parameter for noncompact flange (Xr) Tension flange yielding fTFY Mn) Bending about minor axis. M22 Ratio 0.00 Capacity 462754.50 [Lb*in] Demand -1114.36 [Lb*in] Intermediate results Yielding (Mp) Flanae local buckling (FLB Mm Slenderness parameter for flange (K) Limiting slenderness parameter for compact flange (A,p) Limiting slenderness parameter for noncompact flange (Xr) DESIGN FOR SHEAR tf Shear parallel to major axis. V3 (£1 = 1 .67) Ratio 0.00 Capacity 1 36347.30 [Lb] Demand -6.43 [Lb] Intermediate results Web Shear coefficient (Cv) Web plate buckling coefficient (kv) Shear parallel to minor axis. V2 (D = 1.50) Ratio 0.02 Capacity 64584.00 [Lb] Demand 1 223.95 [Lb] Intermediate results Web Shear coefficient (Cv) Web plate buckling coefficient (kv) [Kip/in2] 30.84 (Sec. F) 33.42 (Sec. B4) 94.41 (Sec. B4) 143.12 (Sec. B4) N/A (Sec. F) N/A (Sec. F) N/A (Sec. F) 7.78 (Sec. B4) 9.54 (Sec. B4) 25.11 (Sec. B4) N/A (Sec. F) Reference : (Sec. F) CtrlEq. : D2 at 0.00% Unit Value Reference [Lb*in] 772800.00 (Sec. F) N/A (Sec. F) 7.78 (Sec. B4) 9.54 (Sec. B4) 25.11 (Sec. B4) Reference : (Sec. G) CtrlEq. : D2 at 0.00% Unit Value Reference 1.00 1.20 (Sec. G2) Reference : (Sec. G) CtrlEq. : D2 at 0.00% Unit Value Reference 1.00 5.00 (Sec, G2) DESIGN FOR TENSION (£2 = 1.67) Tension Page27 I I I I I I I I I I I I I I I I I I I Ratio Capacity Demand 0.00 322275.40 [Lb] 0.00 [Lb] Reference Ctrl Eq. (Sec. D) D1 at 0.00% DESIGN FOR COMPRESSION (Q = 1.67) Compression Ratio Capacity Demand 0.00 61 801.1 9 [Lb] -102.08 [Lb] Reference Ctrl Eq. : (Sec. E) : D2 at 0.00% Intermediate results Unit Value Reference Slenderness parameter for web (A,w) Limiting slenderness parameter for noncompact web (^rw) Slenderness parameter for flange (A,f) Limiting slenderness parameter for noncompact flange (krf) Elastic flexural stress (Fex) Elastic flexural stress (Fey) Elastic torsional buckling stress (Fez) Critical flexural buckling stress (Fcr) Stress reduction factor in unstiffened elements (Qs) Effective section reduction factor in stiffened elements (Qa) Effective area at a uniform stress (Aeff) _ - - - [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] - - [in2] 33.42 37.41 7.78 14.06 70.02 10.06 39.73 8.82 1.00 1.00 11.70 (Sec. B4) (Sec. B4) (Sec. B4) (Sec. B4) (Eq. E4-9) (Ec. E4-10) (Eq. E4-11) (Sec.E) (Sec.E7) (Sec.E7) (Sec.E7) INTERACTION Combined axial and flexure interaction value Ratio Ctrl Eq. 0.07 D2 at 56.25%Reference : (H1-1b) Combined shear and torsion interaction value Ratio Ctrl Eq. 0.02 D2 at 0.00%Reference : (Ec. 4.9) DG 9 CRITICAL STRENGTH RATIO Ratio Ctrl Eq. 0.07 D2 at 56.25%Reference : (H1-1b) Member Design status 9 (BM 3) OK PROPERTIES Section : HSS RECT 8X6X3 8 Page28 I I I I I I I I I I I I I I I I I I I Height (a) Width (b) Thickness (T) 8.00 [in] 6.00 [in] 0.35 [in] Section properties Unit Major axis Full unreduced cross-sectional area (Ag) [in2] 8.970 Moment of Inertia (local axes) (I) [in4] 79.100 Moment of Inertia (principal axes) (I') [in4] 79.100 Bending constant for moments (principal axis) (J1) [in] 0.000 Radius of gyration (local axes) (r) [in] 2.970 Radius of gyration (principal axes) (r1) [in] 2.970 Saint-Venant's torsion constant (J) [in4] 100.000 Warping constant of the section (Cw) [in6] 8.357 Distance from centroid to shear center (principal axis) (xo.yo) [in] 0.000 Top elastic section modulus of the section (local axis) (Ssup) [in3] 19.800 Bottom elastic section modulus of the section (local axis) (Sinf) [in3] 19.800 Top elastic section modulus of the section (principal axis) (S'sup) [in3] 19.800 Bottom elastic section modulus of the section (principal axis) (S'inf) [in3] 19.800 Plastic section modulus (local axis) (Z) [in3] 24.100 Plastic section modulus (principal axis) (Z1) [in3] 24.100 Polar radius of gyration (ro) [in] 3.801 Area for shear (Aw) [in2] 3.460 Torsional modulus (1/C) [1/in3] 0.033 Material: A500 GrB rectangular Properties Unit Value Yield stress (Fy): Tensile strength (Fu): Elasticity Modulus (E): Shear modulus for steel (G): [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] 46.00 58.00 29000.00 11153.85 DESIGN CRITERIA Description Unit Major axis SERVICE CONDITIONS Minor axis 50.600 50.600 0.000 2.375 2.375 0.000 16.900 16.900 16.900 16.900 19.800 19.800 4.850 Minor axis Top unbraced length between lateral supports (LbTop) Bottom unbraced length between lateral supports (LbBop) Effective length factor (K) Effective length factor for torsion Length for tension slenderness (L) Unbraced compression length (Lx, Ly) Length for torsion and lateral-torsional buckling Additional hypotheses Continuous lateral torsional restraint Tension field action [in] [in] - - [in] [in] [in] 327.50 327.50 1.00 1.00 327.50 327.50 327.50 No No 1.00 327.50 Page29 I I I I I I I I I I I I I I I I I I I Verification Unit Value Ctrl EQ Reference Tension Maximum geometric slenderness (L/r) Compression Geometric critical slenderness (KL/r) 137.89 137.89 (Sec. D1) (Sec. E2) DESIGN CHECKS DESIGN FOR FLEXURE (Q. = 1.67) Bending about major axis. M33 Ratio 0.00 Capacity 663832.30 [Lb*in] Demand 1770.20 [Lb*in] Intermediate results Yielding (Mo) Lateral-torsional buckling (LIB Mm Web local buckling (WLB Mn) Local buckling (LB Mn) Flange local buckling (FLB Mn) Slenderness parameter for flange (X,) Limiting slenderness parameter for compact flange (X,p) Limiting slenderness parameter for noncompact flange (Xr) Tension flange yielding (TFY Mn) Bending about minor axis. M22 Ratio : 0.13 Capacity :545389.20 [Lb*in] Demand : 70305. 15 [Lb*in] Intermediate results Yielding (Mo) Ftancie local buckiino (FLB Mn) Slenderness parameter for web (X) Limiting slenderness parameter for compact web (A,p) Limiting slenderness parameter for noncompact web (X.r) DESIGN FOR SHEAR V Shear parallel to maior axis. V3 (Q = 1.67) Ratio 0.02 Capacity 571 83.23 [Lb] Demand -932.10 [Lb] Reference : (Sec. F) CtrlEq. : D2 at 0.00% Unit Value Reference [Lb*in] 1108600.00 (Sec. F) N/A (Sec. F) N/A (Sec. F) N/A (Sec. F) N/A (Sec. F) 14.19 (Sec. B4) 28.12 (Sec. B4) 35.15 (Sec. B4) N/A (Sec. F) Reference : (Sec. F) CtrlEq. : D2 at 50.00% Unit Value Reference [Lb*in] 910800.00 (Sec. F) N/A (Sec F) 19.92 (Sec. B4) 60.76 (Sec. B4) 143.12 (Sec. B4) Reference : (Sec. G) CtrlEq. : D2 at 0.00% PageSO I I I I I I I I I I I I I I I I I I I Intermediate results Unit Value Reference Web Shear coefficient (Cv) Web plate buckling coefficient (kv) 1.00 5.00 (Sec. G2) Shear parallel to minor axis. V2 fQ = 1.67) Ratio Capacity Demand 0.00 80155.69 [Lb] -10.05 [Lb] Reference Ctrl Eq. : (Sec. G) : D2 at 100.00% Intermediate results Unit Value Reference Web Shear coefficient (Cv) Web plate buckling coefficient (kv) 1.00 5.00 (Sec. G2) DESIGN FOR TENSION (D = 1.67) Tension Ratio 0.00 Capacity 247077.80 [Lb] Demand 11 3.73 [Lb] DESIGN FOR COMPRESSION (Q = 1.67) V Compression Ratio 0.00 Capacity 70910.21 [Lb] Demand 0.00 [Lb] Intermediate results Slenderness parameter for web (Xw) Limiting slenderness parameter for noncompact web (X,rw) Slenderness parameter for flange (Xf) Limiting slenderness parameter for noncompact flange (A,rf) Elastic flexural stress (Fex) Elastic flexural stress (Fey) Elastic torsional buckling stress (Fez) Critical elastic flexural-torsional buckling stress (Fe) Critical flexural buckling stress (Fcr) Critical flexural-torsional buckling stress (FcrTor) Stress reduction factor in unstiffened elements (Qs) Effective section reduction factor in stiffened elements (Qa) Effective area at a uniform stress (Aeff) Reference Ctrl Eq. Reference Ctrl Eq. Unit _ — — — [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] - — [in2] : (Sec. D) : D2 at 0.00% : (Sec. E) : D1 at 0.00% Value 19.92 35.15 14.19 35.15 23.53 15.05 8605.58 15.05 13.20 13.20 1.00 1.00 8.97 Reference (Sec. B4) (Sec. B4) (Sec. B4) (Sec. B4) (Eq. E4-9) (Ec. E4-10) (Eq. E4-11) (S6C.E4) (Sec.E) (Sec.E4) (Sec.E7) (Sec.E7) (Sec.E7) DESIGN FOR TORSION (O = 1.67) Torsion Ratio Capacity Demand : 0.00 :495979.40 [Lb*in] : -1082.54 [Lb*in] Reference Ctrl Eq. (Sec. H3) D2 at 0.00% PageB1 I I I I I I I I I I I I I I I I I I I Intermediate results Unit Value Reference Critical stress (Fcr) [Kip/in2] 27.60 (Sec. H) INTERACTION V Combined axial and flexure interaction value Ratio : 0.13 CtrlEq. : D2 at 50.00% Reference : (H1-1b) Combined torsion, flexure, shear and/or axial Ratio : 0.00 Ctrl Eq. : D1 at 0.00% Reference CRITICAL STRENGTH RATIO Ratio : 0.13 CtrlEq. : D2at50.00% Reference : (H1-1b) Member : 10(BM4) Design status : OK PROPERTIES Section : HSS SQR 6X6X1 4 Height (a) 6.00 [in] Width (b) 6.00 [in] Thickness (T) 0.23 [in] Section properties Unit Major axis Minor axis Full unreduced cross-sectional area (Ag) [in2] 5.240 Moment of Inertia (local axes) (I) [in4] 28.600 28.600 Moment of inertia (principal axes) ((') [in4] 28.600 28.600 Bending constant for moments (principal axis) (J1) [in] 0.000 0.000 Radius of gyration (local axes) (r) [in] 2.336 2.336 Radius of gyration (principal axes) (r1) [in] 2.336 2.336 Saint-Venant's torsion constant (J) [in4] 45.600 Warping constant of the section (Cw) [in6] 0.000 Distance from centroid to shear center (principal axis) (xo.yo) [in] 0.000 0.000 Top elastic section modulus of the section (local axis) (Ssup) [in3] 9.500 9.500 Bottom elastic section modulus of the section (local axis) (Sinf) [in3] 9.500 9.500 Top elastic section modulus of the section (principal axis) (S'sup) [in3] 9.500 9.500 Bottom elastic section modulus of the section (principal axis) (S'inf) [in3] 9.500 9.500 Plastic section modulus (local axis) (Z) [in3] 11.200 11.200 Page32 I I I I I I I I I I I I I I I I I I I Plastic section modulus (principal axis) (Z1) Polar radius of gyration (ro) Area for shear (Aw) Torsional modulus (1/C) Material : A500 GrB rectangular Properties Yield stress (Fy): Tensile strength (Fu): Elasticity Modulus (E): Shear modulus for steel (G): [In3] [in] [in2] [1/in3] Unit [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] 11.200 3.306 2.470 0.065 Value 46.00 58.00 29000.00 11153.85 DESIGN CRITERIA Description Unit Major axis Tension Maximum geometric slenderness (L/r) Compression Geometric critical slenderness (KL/r) 62.71 62.71 DESIGN CHECKS DESIGN FOR FLEXURE (Q = 1.67) Bending about maior axis. M33 11.200 2.470 Minor axis Top unbraced length between lateral supports (LbTop) Bottom unbraced length between lateral supports (LbBop) Effective length factor (K) Effective length factor for torsion Length for tension slenderness (L) Unbraced compression length (Lx, Ly) Length for torsion and lateral-torsional buckling Additional hypotheses Continuous lateral torsional restraint Tension field action [in] [in] - - [in] [in] [in] 146.50 146.50 1.00 1.00 146.50 146.50 146.50 No No 1.00 146.50 SERVICE CONDITIONS Verification Unit Value Ctrl EQ Reference (Sec. D1) (Sec. E2) Ratio Capacity Demand 0.03 308503.00 [Lb*in] -10103.81 [Lb*in] Reference Ctrl Eq. : (Sec. F) : D2 at 100.00% Intermediate results Unit Value Reference Yielding fli/to) Lateral-torsional buckling (LTB Mn) Web local buckling (WLB Mn) Local buckling (IB Mn) Flange local buckling (FLB Mn) Slenderness parameter for flange (X,) [Lb*in] 515200.00 N/A N/A N/A N/A 22.75 (Sec. F) (Sec. F) (Sec. F) (Sec. F) (Sec. F) (Sec. B4) Page33 1 1 1 1 1 1mi 1 • 1 1 • 1 1 1 1 1 Limiting slenderness parameter for compact flange (A,p) Limiting slenderness parameter for noncompact flange $,r) Tension flange yielding (TFY Mm Bending about minor axis. M22 Ratio 0.00 Capacity 308503.00 [Lb*in] Demand 1 063.08 [Lb*in] Intermediate results Yielding (Mo) Flange local buckling (FLB Mn) Slenderness parameter for web (k) Limiting slenderness parameter for compact web (A,p) Limiting slenderness parameter for noncompact web (A,r) DESIGN FOR SHEAR </ Shear parallel to major axis. V3 fQ = 1.671 Ratio 0.00 Capacity 40821. 56 [Lb] Demand 14.20 [Lb] Intermediate results Web Shear coefficient (Cv) Web plate buckling coefficient (kv) Shear parallel to minor axis. V2 (Q = 1 .671 Ratio 0.01 Capacity 40821. 56 [Lb] Demand -453.74 [Lb] Intermediate results Web Shear coefficient (Cv) Web plate buckling coefficient (kv) DESIGN FOR TENSION (Q = 1.67) i/ Tension Ratio : 0.00 Capacity :144335.30 [Lb] Demand : 1 00.65 [Lb] DESIGN FOR COMPRESSION (£i=1.67) «t Compression 28.12 (Sec. B4) 35.15 (Sec. B4) N/A (Sec. F) Reference : (Sec. F) CtrlEq. : D2 at 0.00% Unit Value Reference [Lb*in] 515200.00 (Sec. F) N/A (Sec. F) 22.75 (Sec. B4) 60.76 (Sec. B4) 143.12 (Sec. B4) Reference : (Sec. G) CtrlEq. : D2 at 0.00% Unit Value Reference 1.00 5.00 (Sec. G2) Reference : (Sec. G) CtrlEq. : D2 at 100.00% Unit Value Reference 1 .00 5.00 (Sec. G2) Reference : (Sec. D) CtrlEq. : D2 at 0.00% Page34 I I I I I I I I I I I I I I I I I I I Ratio 0.00 Capacity 11 0788.80 [Lb] Demand 0.00 [Lb] Intermediate results Slenderness parameter for web (Xw) Limiting slendemess parameter for noncompact web (A,rw) Slenderness parameter for flange (Xf) Limiting slendemess parameter for noncompact flange (A,rf) Elastic flexural stress (Fex) Elastic flexural stress (Fey) Elastic torsional buckling stress (Fez) Critical elastic flexural-torsional buckling stress (Fe) Critical flexural buckling stress (Fcr) Critical flexural-torsional buckling stress (FcrTor) Stress reduction factor in unstiffened elements (Qs) Effective section reduction factor in stiffened elements (Qa) Effective area at a uniform stress (Aeff) Reference Ctrl Eq. Unit _ - - - [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] - -rm?j : (Sec. E) : D1 at 0.00% Value 22.75 35.15 22,75 35.15 72.79 72.79 8880.25 72.79 35.31 35.31 1.00 1.00 5.24 Reference (Sec. B4) (Sec. B4) (Sec. B4) (Sec. B4) (Eq. E4-9) (Ec. E4-10) (Eq. E4-11) (Sec.E4) (Sec.E) (Sec.E4) (Sec.E7) (Sec.E7) (Sec.E7) DESIGN FOR TORSION (Q = 1.67) Torsion Ratio Capacity Demand 0.01 255313.20 [Lb*in] 1694.76 [Lb*inj Reference Ctrl Eq. : (Sec. H3) : D2 at 0.00% Intermediate results Unit Value Reference Critical stress (Fcr)[Kip/in2]27.60 (Sec. H) INTERACTION 1 Combined axial and flexure interaction value Ratio Ctrl Eq. 0.04 D2 at 100.00%Reference Combined torsion, flexure, shear and/or axial Ratio Ctrl Eq. 0.00 D1 at 0.00%Reference CRITICAL STRENGTH RATIO Ratio Ctrl Eq. 0.04 D2 at 100.00%Reference Page35 MECHANICAL BUILDING SYSTEMS ENGINEERING CONSULTING ENGINEERS February, 25, 2011 Attti: Brian Oshima / Matt Atkins Oshima Studio Re: UO Carlsbad waste piping material Referring to our telephone conversation this morning the Plumbing contractor for above referenced project may use ABS for underground only waste lines if approved by local authorities and Urban outfitters. With regards Tom Nasrollahi 6652 VICKIVIEW DRIVE, WEST HILLS, CA 91307 Tel: (818) 348-1556 JN&ySTRpy. IMTEVWTEII 01SCHAR0I PEMJT t f / Datety^O/ID Business Name Street Address Email Address PLEASE CHECK HERE IF YOUR BUSINESS IS EXEMPT; (ON REVERSE SI0E CHE©tcrrypi OF BUSINESS) Check all below that are present at your facility: [<?QP £/VUjg~ Acid Cleaning Assembly Automotive Repair Battery Manufacturing Biofuel Manufacturing Biotech Laboratory Bulk Chemical Storage Car Wash Chemical Manufacturing Chemical Purification Dry Cleaning Electrical Component Manufacturing Fertilizer Manufacturing Film/X-ray Processing Food Processing Glass Manufacturing Industrial Laundry Ink Manufacturing Laboratory Machining / Milling Manufacturing Membrane Manufacturing (i.e. water filter membranes) Metal Casting/Forming Metal Fabrication Metal Finishing Electroplating Electroless plating Anodizing Coating (i.e. phosphating| Chemical Etching / Milling Printed Circuit Board Manufacturing Metal Powders Forming Nutritional Supplement/ Vitamin Manufacturing Painting/Finishing Paint Manufacturing Personal Care Products Manufacturing Pesticide Manufacturing / Packaging Pharmaceutical Manufacturing (including precursors) Porcelain Enameling Power Generation Print Shop Research and Development Rubber Manufacturing Semiconductor Manufacturing Soap / Detergent Manufacturirif Waste Treatment/Storage SIC Code(s) (if known): Brigf descriptionof business ©f operations generating wastewater (discharged Jo Sewery ftaujed or evaporalicl):- " : ' """ ' '" Estimated volumei of 'industrial wastewater to be dischatpiid (gal/day)* Ust hazardous wastes generated (type/volume); Date operation began/or will begin at this location:\ \ Have pu apj^d fo* a Wastewater Discharge Permit from the incina Wastewater A^taiy? Vfes k^^ Ify^when:, Site Contact" CERTIFICATE OF ACCEPTANCE LTG-2A Lighting Control Acceptance Document (Page 1 of 3) Project Name/Address: System Name or Identification/Tag: M-XD P System Location or Area Served: OP / Enforcement Agency: p£4£!S«^vv \&JgU*$LX-^ Note: Submit one Certificate of Acceptance for each system that must demonstrate compliance. Permit Number: Enforcement Agency Use: Checked by/Date FIELD TECHNICIAN'S DECLARATION STATEMENT • I certify under penalty of perjury, under the laws of the State of California, the information provided on this form is true and correct. • I am the person who performed the acceptance requirements verification reported on this Certificate of Acceptance (Field Technician). • I certify that the construction/installation identified on this form complies with the acceptance requirements indicated in the plans and specifications approved by the enforcement agency, and conforms to the applicable acceptance requirements and procedures specified in Reference Nonresidential Appendix NA7. • I have confirmed that the Installation Certificate(s) for the construction/installation identified on this form has been completed and is posted or made available with the building permits) issued for the building. Company Name: Field Technician's Name:^Field Technician's Signature: Date Signed:Position ^With Company (Title): RESPONSIBLE PERSON'S DECLARATION STATEMENT • I certify under penalty of perjury, under the laws of the State of California, that I am the Field Technician, or the Field Technician is acting on my behalf as my employee or my agent and I have reviewed the information provided on this form. am a licensed contractor, architect, or engineer, who is eligible under Division 3 of the Business and Professions Code, in the applicable classification, to take responsibility for the scope of work specified on this document and attest to the declarations in this statement (responsible person). • I certify that the information provided on this form substantiates that the construction/installation identified on this form complies with the acceptance requirements indicated in the plans and specifications approved by the enforcement agency, and conforms to the applicable acceptance requirements and procedures specified in Reference Nonresidential Appendix N A7. • I have confirmed that the Installation Certificate^) for the construction/installation identified on this form has been completed and is posted or made available with the building permit(s) issued for the building. • I will ensure that a completed, signed copy of this Certificate of Acceptance shall be posted, or made available with the building permit(s) issued for the building, and made available to the enforcement agency for all applicable inspections. I understand that a signed copy of this Certificate of Acceptance is required to be included with the documentation the builder provides to the building owner at occupancy. Company Name:Phone: Responsible Person's Name:Responsible Person's Signature:Kespon a^~s\ ion ^MiLicense:Date Signed:Position with Compahy (Title): Occupant Sensor, Manual Daylighting Control, and Automatic Time Switch Control Intent: Lights are turned off when not needed per Section 1 1 9(d) & 1 3 1 (d). Construction Inspection 1 •^ ^ Instrumentation to perform test includes, but not limited to: a. b. Hand-held amperage and voltage meter Power meter continued on next page 2008 Nonresidential Acceptance Forms August 2009 CERTIFICATE OF ACCEPTANCE LTG-2A Lighting Control Acceptance Document (Page 2 of 3) Project Name/Address: -XX..eC*2LteLG»MA- f System Name or Identification/Tag:System Location or Area Served: 2 3 4 Occupancy Sensor Construction Inspection -Ef eT^ Occupancy sensor has been located to minimize false signals Light meter Ultrasonic occupancy sensors do not emit audible sound (1 19a) 5 feet from source Manual Day lighting Controls Construction Inspection D If dimming ballasts are specified for light fixtures within the daylit area, make sure they meet all the Standards requirements, including "reduced flicker operation" for manual dimming control systems Automatic Time Switch Controls Construction Inspection a. b. W 0/ ^ 0" Automatic time switch control is programmed for (check all): P/ Weekdays J2f Weekend EJ Holidays Document for the owner automatic time switch programming (check all): JET Weekdays settings GK Weekend settings Q^ Holidays settings zf Set-up settings Q Preference program setting Verify the correct time and date is properly set in the time switch Verify the battery is installed and energized Override time limit is no more than 2 hours Occupant Sensors and Automatic Time Switch Controls have been certified to the Energy Commission in accordance with the applicable provision in Section 1 1 9 of the Standards, and model numbers for all such controls are listed on the Commission database as Certified Appliance and Control Devices A. Q' a & B. Che Select Acceptance Test (Indicate lighting control systems Names/Designations by the applicable tests below) 1 2 ^ Occupancy Sensor Manual Daylighting Controls Automatic Time Switch Controls Equipment Testing Requirements A] ck and verify those items applicable to selected system: Control S) Occupancy Sensor - Step 1 : Simulate an unoccupied condition 1 a. b. c. Lights controlled by occupancy sensors turn off within a maximum of 30 minutes from /Oxr start of an unoccupied condition per Standard Section 1 1 9(d) The occupant sensor does not trigger a false "on" from movement in an area adjacent /v7xr to the controlled space or from HVAC operation Signal sensitivity is adequate to achieve desired control Q?y N >plicable Lighting ' stems 2 3 Y/N Y/N Y/N Y/N Y/N Y/N Occupant Sensor - Step 2: Simulate an occupied condition a. b. c. Status indicator or annunciator operates correctly (?) N Lights controlled by occupancy sensors turn on when Immediately upon an occupied fT) -^ condition OR (this requirement is mutually exclusive with Step 2.c.) ^ Sensor indicates space is "occupied" and lights turn on manually PJN Y/N Y/N Y/N Y/N Y/N Y/N continued on next page 2008 Nonresidential Acceptance Forms August 2009 CERTIFICATE OF ACCEPTANCE LTG-2A Lighting Control Acceptance Document (Page 3 of 3) Project Name/Address: System Name or Identification/Tag:System Location or Area Served: Occupant Sensor - Step 3: System returned to initial operating conditions Y/N Y/N Occupant Sensor - Step 4 - Sensor is also a multi-Level Occupant Sensor used to qualify for a Power Adjustment Factor in Section 146(a)2D of the Standards. If yes, then ca,' 'b,' and 'c' must also be yes. N Y/N Y/N a.The first stage activates between 30 to 70% of the lighting either manually or automatically. -Y/N Y/N b. A reasonably uniform level of illuminance is achieved by dimming of all lamps or luminaires; or by switching alternate lamps in luminaires, alternate luminaires, or alternate rows of luminaires. Y/N Y/N c. After the first stage occurs, manual switches have been provided to activate the alternate set of lights, activate 100% of the lighting power, and manually deactivate all of the lights. Y/N Y/N Manual Daylighting Controls - Step 1: Manual switching control a.At least 50% of lighting power in daylit areas is separately controlled from other lights Y/N Y/N Y/N b. The amount of light delivered to the space is uniformly reduced Y/N Y/N Manual Daylighting Controls - Step 2: System returned to initial operating conditions Y/N Y/N Y/N Automatic Time Switch Controls - Step 1: Simulate occupied condition a.All lights can be turned on and off by their respective area control switch Y/N Y/N b.Verify the switch only operates lighting in the ceiling-height partitioned area in which the switch is located Y/N Y/N Automatic Time Switch Controls - Step 2: Simulate unoccupied condition a.All non-exempt lighting turn off per Section 13 l(d)l Y/N Y/N b. Manual override switch allows only the lights in the selected ceiling height partitioned space where the override switch is located, to turn on or remain on until the next scheduled shut off occurs OC/N Y/N Y/N c. All non-exempt lighting turns off Y/N Y/N Automatic Time Switch Controls - Step 3: System returned to initial operating conditions Y/N Y/N Note: Shaded areas do not apply for particular test procedure C.J?ASS / FAIL Evaluation (check one): PASS: All applicable Construction Inspection responses are complete and all applicable Equipment Testing Requirements responses are positive (Y - yes) n FAIL: Any applicable Construction Inspection responses are incomplete OR there is one or more negative (N - no) responses in any applicable Equipment Testing Requirements section. Provide explanation below. Use and attach additional pages if necessary. 2008 Nonresidential Acceptance Farms August 2009 SAN DIEGO REGIONAL HAZARDOUS MATERIALS QUESTIONNAIRE OFFICE USE ONLY UPFP# HV# BP DATE Business Na Business Contact Telephone # Project A City State Zip Code APN# Mailing Address City State Pfr Plan File* The following questions represent the facility's activities, NOT the specific project description. PART I: FIRE DEPARTMENT - HAZARDOUS MATERIALS DIVISION: OCCUPANCY CLASSIFICATION: Indicate by circling the item, whether your business will use, process, or store any of the following hazardous materials. If any of the items are circled, applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. 5. Organic Peroxides 9. 6. Oxidizers 10. 7. Pyrophorics 11. 1. Explosive or Blasting Agents 2. Compressed Gases 3. Flammable/Combustible Liquids 4. Flammable Solids 8. Unstable Reactives Water Reactives Cryogenics Highly Toxic or Toxic Materials 13. Corrosives 14. Other Health Hazards 15. None of These. 12. Radioactives PART II: SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEALTH - HAZARDOUS MATERIALS DIVISIONS (HMD): If the answer to any of the questions is yes, applicant must contact the County of San Diego Hazardous Materials Division, 1255 Imperial Avenue, 3™ floor, San Diego, CA 92101. Call (619) 338-2222 prior to the issuance of a building permit. FEES ARE YES 1. D 2. D 3. D / 4. D5. n ;e. n REQUIRED. Expected Date of Occupancy: 5 1 t-£> / \\ NO /& Is your business listed on the reverse side of this form? (check all that apply). .Q Will your business dispose of Hazardous Substances or Medical Waste in any amount? /S Will your business store or handle Hazardous Substances in quantities equal to or greater than 55 gallons, 500 pounds, 200 cubic feet, or carcinogens/reproductive toxins in any quantity? J3 Will your business use an existing or install an underground storage tank? /f§ Will your business store or handle Regulated Substances (CalARP)? JB Will your business use or install a Hazardous Waste Tank System {Title 22, Article 10)? D CalARP Exempt Date Initials D CalARP Required Date Initials D CalARP Complete Date Initials PART III: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT: If the answer to any of the questions below is yes, applicant must contact the Air Pollution Control District (APCD), 10124 Old Grove Road, San Diego, CA 92131-1649, telephone (858) 586-2600 prior to the issuance of a building or demolition permit. Note: if the answer to questions 3 or 4 is yes, applicant must also submit an asbestos notification form to the APCD at least 10 working days prior to commencing demolition or renovation, except .demolition, or renovation of residential structures of four units or less. Contact the APCD for more information. Will the subject facility or construction activities include operations or equipment that emit or are capable of emitting an air contaminant? (See the APCD factsheet at http://www.sdaDcd.org/infO/facts/permits.pdf, and the list of typical equipment requiring an APCD permit on the reverse side of this from. Contact APCD if you have any questions). (ANSWER ONLY IF QUESTION 1 IS YES) Will the subject facility be located within 1,000 feet of the outer boundary of a school (K through 12)? (Public and private schools may be found after search of the California School Directory at http://www,cde.ca.qov/re/s<l/: or contact the appropriate school district). 3. D ^H* Wtnere be renovation that involves handling of any friable asbestos materials, or disturbing any material that contains non-friable asbestos? 4. D "J0? Will there be demolition involving the removal of a load supporting structural member? Briefly describe business activities:Briefly describe proposed project: Id Ity of perjurythat to the best of my knowledge and belief the res| ~ " Name of owner or Authorized Agent Signature orOwner or Authorized Agent Date FOR OFFICIAL USE ONLY:FIRE DEPARTMENT OCCUPANCY CLASSIFICATION:. BY:DATE: EXEMPT OR NO FURTHER INFORMATION REQUIRED COUNTY-HMD APCD RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY COUNTY-HMD APCD RELEASED FOR OCCUPANCY COUNTY-HMD APCD HM-9171 (04/07)County of San Diego - DEH - Hazardous Materials Division '8 ^^ i 5" I \ \& 0