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Home My WebLink About2052 CORTE DEL NOGAL; 150; CB091821; Permit-12-08-2009 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No: CB091821 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: Project Title: Applicant: 2052 C D N L L C 221 15THST DEL MAR CA 92014 2052 CORTE DEL NOGAL CBAD St: 150 Tl Sub Type: COMM 2130610600 Lot#: 0 Status: $241,045.00 Construction Type: 5B Applied: Reference #: Entered By: WASSERMAN MEDIA-6,887 SF TO Plan Approved: CREATE STE 150.INCLUDES 614 NEW MEZZANINE.2099 MANU. Issued: Inspect Area: Plan Check*: Owner: 2052 C D N L L C 22115THST DEL MAR CA 92014 ISSUED 11/02/2009 KG 12/08/2009 12/08/2009 Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'l Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'l Pot. Water Con. Fee Reel. Water Con. Fee Green Bldg Stands (SB1473) Fee $1,162.81 $0.00 $755.83 $0.00 $0.00 $50.62 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $8.00 Meter Size Add'l Reel. Water Con. Fee Meter Fee SDCWA Fee CFD Payoff Fee PFF (3 105540) PFF (4305540) License Tax (3 104 193) License Tax (4304193) Traffic Impact Fee (3105541) Traffic Impact Fee (4305541) PLUMBING TOTAL ELECTRICAL TOTAL MECHANICAL TOTAL Master Drainage Fee Sewer Fee Redev Parking Fee Additional Fees HMP Fee TOTAL PERMIT FEES $0.00 $0.00 $0.00 $0.00 $1,728.18 $1,595.24 $0.00 $0.00 $1,874.08 $1,729.92 $111.00 $64.00 $39.50 $0.00 $1,064.01 $0.00 $0.00 ?? $10,183.19 Total Fees:$10,183.19 Total Payments To Date:$10,183.19 Balance Due:$0.00 Inspector: FINAL APPROVAL Date: & ~ I ^ I b 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. , I Building Permit 4 1635 Faraday Ave., Carls 760-602-2717/271 Fax 760-602-8 ^•^•^L //i 0"n\*X {L Q "2 <" 0 www.carisbadcs JOB ADDRESS 2052 Coite Del Nogal CT/PROJECT* LOT* PHASE* * OF UNITS # BEDROOMS Application bad, CA 92008 8/2719 558 i.gov SUITE*/SPACEt/UNIT* # BATHROOMS TENANT BUSIN w DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) - t i rvw/i( EXISTING USE PROPOSED USE GARAGE (SF) Of-f^<LA (Jff'^'&i — • CONTACT NAME (If Different Font Applicant) ADDRESS CITY STATE ZIP PHONE FAX EMAIL PROPERTVOWNERNAME 2052 CDN LLC ADDRESS 221 15th St CITY STATE ZIP Del Mar CA 92014 PHONE FAX 858.350.4020 858.350.4030 EMAIL spencer@cruzanmonroe.com ARCH/DESIGNER NAME & ADDRESS STATE UC. # Ocio Design Group PATIOS (SF) DECKS (SF) F »•* -~ - >y APPLICANT NAME ADDRESS CITY Del Mar PHONE 858.350.40 P,anChMkN..C^C^/^/ Est. Value &?*//> 6^5~ Plan Ck. Deposit /^J^7 S^3 ^ Date // -^ -i} f ^":^' APN SI C 213 - 061 - 06 6/ ESS NAME CONSTR. TYPE OCC. GROUP asserman Media:^W"' (REPLACE AIR CONDITIONING FIRE SPRINKLERS Peter Spencer 221 15th St. STATE ZIP CA 9201 FAX 20 858.350.4030 EMAIL spencer@cruzanmonroe.com CONTRACTOR BUS. NAME ADDRESS CITY PHONE EMAIL STATE LIC.* STATE ZIP FAX CLASS CITY BUS. LIC.# (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 theBusiness 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 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 11 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 Policy No. Expiration Date This section need not be completed if the permit is for one hundred dollars ($100) or less. | | Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. JS$ CONTRACTOR SIGNATURE QAGENT DATE OWNER-BUILDER DECLARATION / 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 e. 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 iperty who builds or improves thereon, and contracts for such projects with contractor(s) 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 property improvement. I lYes I JNo 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 major work (include name / address / phone / contractors' license number): 5.1 will provide some of the work, but I have contracted (hired) the followino/pefssosjeiifovtae^he work indicated (include name / address / phone / type of work): ERTY OWNER SIGNATURE QAGENT DATE COMPLETE THIS SECTION FOR N O N - R E S I D E N T I A L BUILDING PERMITS ONLY Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505,25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? I I Yes I iNn Is the applicant or future building occupant required to obtain a permit from the air pollution control district or airjjuality management district? Qres I I No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? I hfes I I No EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. CONSTRUCTION LENDING AGENCY I hereby affirm that there is a construction lending agency for thi Lender's Name i performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Address APPLICANT I certify that I have read the application and state that the above information is correct and that the irfbmation on the plans is acoirate. I aeeetocomply wWieJI City oidi ranees and State laws relating to buildingra I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'ff deep and demolition or construction of structures over 3 stories in height. EXPIRATION: I ^APPLICANT'S SIGNATURE DATE Inspection List Permit*: CB091821 Type: Tl Date Inspection Item 02/09/201089 02/09/2010 89 02/08/2010 89 02/08/2010 89 02/04/2010 39 02/04/201039 02/04/201049 02/04/201049 01/25/2010 14 01/25/2010 34 01/25/201044 01/22/2010 14 01/22/201024 01/22/2010 34 01/22/201044 01/20/2010 34 01/05/2010 17 12/30/2009 31 12/28/2009 14 12/28/2009 24 12/28/2009 34 12/28/2009 44 12/21/2009 14 12/21/2009 17 12/16/2009 11 Final Combo Final Combo Final Combo Final Combo Final Electrical Final Electrical Final Mechanical Final Mechanical Frame/Steel/Bolting/Weldin Rough Electric Rough/Ducts/Dampers Frame/Steel/Bolting/Weldin Rough/Topout Rough Electric Rough/Ducts/Dampers Rough Electric Interior Lath/Drywall Underground/Conduit-Wirin Frame/Steel/Bolting/Weldin Rough/Topout Rough Electric Rough/Ducts/Dampers Frame/Steel/Bolting/Weldin Interior Lath/Drywall Ftg/Foundation/Piers COMM Inspector Act PD - - PD PD - - PD TP TP TP TP TP TP TP PD PD TP TP TP TP TP PD PD TP AP Rl Rl CO CA Rl Rl CA AP AP AP CO we AP AP PA AP AP AP we AP we PA PA CO WASSERMAN MEDIA-6,887 SF TO CREATE STE 150.INCLUDES 614 NEW ME Comments P M PLEASE P M PLEASE ON CARD T-CLNG CLNG LITES DUCTS T-CLNG CLNG LITES DUCTS (T-CLNG AREA ONLY) PANELS, MAIN MEZ. MTL. STUD FRAMING MEZ. MTL STUD WALLS WOOD FRAMING @ MEZZ NEED S.I. REPORT FOR DOWEL PLACEMENT @ SPRD FTGS. 12/16/2009 14 12/16/200924 12/16/2009 34 12/16/200944 12/14/2009 11 12/14/2009 12 12/09/2009 21 12/09/2009 24 Frame/Steel/Bolting/Weldin Rough/Topout Rough Electric Rough/Ducts/Dampers Ftg/Foundation/Piers Steel/Bond Beam Underground/Under Floor Rough/Topout TP TP TP TP PD PD PD PD AP we AP we AP AP AP AP MTL STUD WALLS MTL STUD WALLS Wednesday, February 10, 2010 Page 1 of 1 City of Carlsbad Bldg Inspection Request For: 02/09/2010 Permit* CB091821 Title: WASSERMAN MEDIA-6,887 SF TO Inspector Assignment: PD Description: CREATE STE 150.INCLUDES 614 NEW MEZZANINE.2099 MANU. TO OFFICE.4174 OFF. TO OFF. Type:TI Sub Type: COMM Job Address: 2052 CORTE DEL NOGAL Suite: 150 Lot: 0 Location: OWNER 2052 C D N L L C Owner: 2052 C D N L L C Remarks: P M PLEASE Total Time: Phone: 6198185013 Inspect Requested By: GARY JACKSON Entered By: CHRISTINE CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Act Comments Comments/Notices/Holds Associated PCRs/CVs Original PC# Date 02/08/2010 02/04/2010 02/04/2010 01/25/2010 01/25/2010 01/25/2010 01/22/2010 01/22/2010 01/22/2010 01/22/2010 01/20/2010 01/05/2010 12/30/2009 Inspection History Description 89 Final Combo 39 Final Electrical 49 Final Mechanical 14 Frame/Steel/Bolting/Welding 34 Rough Electric 44 Rough/Ducts/Dampers 14 Frame/Steel/Bolting/Welding 24 Rough/Topout 34 Rough Electric 44 Rough/Ducts/Dampers 34 Rough Electric 17 Interior Lath/Drywall 31 Underground/Conduit-Wiring Act CO CA CA AP AP AP CO we AP AP PA AP AP Insp PD PD PD TP TP TP TP TP TP TP PD PD TP Comments ON CARD T-CLNG CLNG LITES DUCTS T-CLNG CLNG LITES DUCTS (T-CLNG AREA ONLY) PANELS, MAIN EsGil Corporation In (Partnership with government for (Building Safety DATE: 12/1/O9 JURISDICTION: City of Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO.: 09-1821 SET: II PROJECT ADDRESS: 2052 Corte Del Nogal Suite ISO PROJECT NAME: Wasserman Media Group - TI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. XJ The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: , XI Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person XI REMARKS: Applicant to add notes in red on sheets A3.1 and D-1 to City held sets. By: Doug Moody Enclosures: EsGil Corporation D GA D EJ D PC 11/19/09 9320 Chesapeake Drive, Suite 208 *• San Diego, California 92123 *• (858)560-1468 +• Fax (858) 560-1576 EsGil Corporation In Partnership -with government for <Bui(d~ing Safety DATE: 11/9/O9 JURISDICTION: City of Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO.: 09-1821 SET: I PROJECT ADDRESS: 2052 Corte Del Nogal Suite 150 PROJECT NAME: Wasserman Media Group - TI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. XI The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. XI The applicant's copy of the check list has been sent to: Cruzan Monroe / Peter Spencer 221 15th Street Del Mar, CA 92014 Esgil Corporation staff did not advise the applicant that the plan check has been completed. X] Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Peter Spencer Telephone #: 858-350-4020 Date contacted: ''/ """ i(bytf*&) Fax #: 858-350-4030 Telephone Fax Y In Person REMARKS: By: Doug Moody Enclosures: EsGil Corporation D GA D EJ D PC 11/3/09 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 *• (858)560-1468 * Fax (858) 560-1576 City of Carlsbad 09-1821 11/9/09 PLAN REVIEW CORRECTION LIST TENANT IMPROVEMENTS PLAN CHECK NO.: O9-1821 OCCUPANCY: B TYPE OF CONSTRUCTION: VB ALLOWABLE FLOOR AREA: SPRINKLERS?: YES REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 11/2/09 DATE INITIAL PLAN REVIEW COMPLETED: 11/9/O9 JURISDICTION: City of Carlsbad USE: Office ACTUAL AREA: 6887sf STORIES: 1+ Mezzanine HEIGHT: OCCUPANT LOAD: 93 DATE PLANS RECEIVED BY ESGIL CORPORATION: 11/3/09 PLAN REVIEWER: Doug Moody 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. City of Carlsbad 09-1821 11/9/09 'Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 1. Each sheet of the plans must be signed by the person responsible for their preparation, even though there are no structural changes. Business and Professions Code. 2. Please provide the calculations signed by the California State licensed engineer for the new mezzanine. Include all calculations and finding on the plans. Please include the California license number, seal, date of license expiration and date plans are signed. Business and Professions Code. 3. Please revise the reflective ceiling plans and the electrical plans to show adequate exit signage from the tenant space. There are not any visible exit signs from the restroom hallway, golf swing area or open office area 111? ; 4. Glazing in the following locations should be of safety glazing material in accordance with Section 2406.3 a) Fixed or operable panels adjacent to a door where the nearest exposed edge of the glazing is within a 24-inch arc of either vertical edge of the door in a closed position. And where the bottom exposed edge of the glazing is less than 60 inches above the walking surface. 5. Please revise the wall legend, indicate on the plans the wall type and reference the appropriate construction details. 6. Please clarify the plans to show the method of laterally bracing the interior wall shown in elevation 3 on sheet A7.0. 7. Please provide notes on the plans to show the suspended ceilings in Seismic Design Categories D, E & F comply with ASCE 7-05 Section 13.5.6.2.1 as follows: a) All ceilings shall use a Heavy Duty T-bar grid system. City of Carlsbad 09-1821 11/9/09 b) ' The width of the perimeter supporting closure angle shall be not less than 2 inches. c) In each orthogonal horizontal direction, one end of the ceiling grid shall be attached to the closure angle. d) The other end in each horizontal direction shall have a 3/4" clearance from the wall and shall rest upon and be free to slide on a closure angle or a listed assembly. e) Ceilings without rigid bracing must have 2" oversize trim rings for sprinklers and other ceiling penetrations. 8. Incidental use areas may need to be separated from the main occupancy. See Table 508.2 below. Please address the following specific concerns: a) Storage rooms 106 b) Even if sprinklers are used to eliminate the need for 1-hour wall construction, Section 508.2,2.1 still requires the partitions to extend to the underside of the floor/roof above and for any doors in the partitions to be self-closing. ROOM OR AREA Storage rooms over 100 square feet SEPARATION AND/OR PROTECTION 1 hour or provide automatic fire-extinguishing system 9. Please clarify the mechanical plans to show return air relief from offices 201, 202 and 203? 10. Please review the requirements, revise the plans appropriately and imprint on the plans the City of Carlsbad Policies and Procedures for Roof Mounted Equipment to the plans. 11. Please provide the complete MECH-1 -C energy package. 12. • Please correct the LTG-1-C part 2 of 4 to show the correct allowable wattage per theLTG-5-C. 13. Please complete the LTG-1-C part 2 of 4 mandatory automatic controls portion of the LTG-1-C forms. 14. Please have the principle designer check the appropriate box(s) and complete the Statement of Compliance System Acceptance section of the LTG-1-C part 4 of 4 documents. 15. Hot water supplied to a public use lavatory or any bathtub is limited to a maximum temperature potential of 120 degrees. Detail how this temperature limitation is achieved. Note: The water heater thermostat may not be used for compliance with this Code section. UPC 413.1 & UPC 414. City of Carlsbad O9-1821 11/9/09 16. Please clarify the door schedule to show the new sliding doors will provide the required 32" minimum clear opening. Please indicate in the hardware schedule the hand activated door opening hardware for the sliding door to be designed to provide passage without requiring the ability to grasp the opening hardware. 17. If showers are proposed, show or note compliance with the following requirements, per Section 1115B.4.4: a) Size and Clearance. Accessible showers shall comply with one of the following: i) Roll-in shower 60 inches minimum in width between wall surfaces and 30 inches in depth with a full opening width on the long side. Shower compartment size and clear floor space shall comply with Figure 11B-2A. b) Threshold in roll-in type showers shall be 1/2 inch in high maximum and shall comply with Section 1124B.2. c) Water controls shall be of a single-lever design, operable with one hand, . and shall not require grasping, pinching or twisting of the wrist. The center line of the controls shall be located at 40 inches above the shower floor. i) Controls in a 60-inch minimum by 30-inch minimum shall be located on the back wall of the compartment adjacent to the seat and the centerline of the controls shall be within a range of no less than 19 inches and no more than 27 inches from the seat wall as shown in Figure 11B-2A. d) A flexible hand-held shower unit is required with at least a hose 60 inches long that can be both used as a fixed shower head and hand held. This unit . shall be mounted such that the top of the mounting bracket is a maximum of 48 inches above the shower floor. i) The hand held sprayer unit a 60-inch minimum by 30-inch minimum shall be located on the back wall of the compartment adjacent to the seat and the centerline of the controls shall be within a range of no less than 19 inches and no more than 27 inches from the seat wall as shown in Figure 11B-2A e) The floor slope shall be a maximum of 2% in any direction. Where drains are provided, the grate shall have openings % inch maximum and located flush with the floor surface. f) Indicate on the plans a folding seat, located on the wall adjacent to the controls, 18" above the floor and shall not extend more than 6 inches from the wall. The seat dimensions and mounting position shall comply with Figures 11B-2A, 11B-2B, 11B-2C. g) Grab bars complying with Section 1115B.4.4.8 shall be located: i) On walls adjacent to and opposite the seat. ii) Mounted >33" but <36" above the shower floor. City of Carlsbad 09-1821 11/9/09 iii) Grab bars shall not extend into that portion of the wall over the seat. See Figures 11B-2A, 11B-2B, 11B-2C h) The soap dish when provided shall be located on the control wall <40" above the shower floor and within reach limits from the seat. Section 1115B.4.4.9. i) Enclosures when provided for shower compartments shall not obstruct controls or obstruct transfer from wheelchairs onto the shower seat. 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. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes Q No a The jurisdiction has contracted with Esgil Corporation located at 9320 .Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Doug Moody at Esgil Corporation. Thank you. City of Carlsbad O9-1821 1 11/9/09 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK NO.: 09-1821 PREPARED BY: Doug Moody DATE: 11/9/09 BUILDING ADDRESS: 2052 Corte Del Nogal Suite ISO BUILDING OCCUPANCY: B TYPE OF CONSTRUCTION: VB BUILDING II AREA PORTION ( Sq. Ft.) Tl Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code 6887 cb RIHn Pprmit- Foo h\t Orriinanrp V Valuation Multiplier 34.37 By Ordinance Reg. Mod. VALUE ($) 236,706 236,706 $1,144.61 Plan Check Fee by Ordinance Type of Review: Repetitive Fee Repeats Complete Review D Other [—I Hourly EsGil Fee Structural Only Hr. $744.00 $640.98 Comments: Sheet 1 of 1 macvalue.doc + PLANNING/ENGINEERING APPROVALS PERMIT NUMBER CB091821 DATE 11/2/09 ADDRESS 2052 CORTE DEL NOGAL #150 RESIDENTIAL ADDITION- MINOR (< 17,000.00) RETAINING WALL VILLAGE FAIRE POOL/SPA TENANT IMPROVEMENT COMPLETE OFFICE BUILDING OTHER PLANNER GINA RIM2" ENGINEER DATE 11/6/09 DATE /I I < ^ to H:\ABMIN\COUNTER/PlANNINr,/ENCINEERlNC APPROVALS Carlsbad Fire Department Plan Review Requirements Category: TI, COMM Date of Report: 12-08-2009 2052 C D N L L C Reviewed by: Name: Address: 221 15THST DEL MAR CA 92014 Permit #: CB091821 Job Name: WASSERMAN MEDIA-6,887 SF TO Job Address: 2052 CORTE DEL NOGAL CBAD St: 150 adequately conduct a review to determine compliance with the applicable codes and/or standards. Please review carefully all comments attached. fl lyi,, iniiiililllil ill' in i i u plans and/or specifications, to this office for review Conditions: Cond: CON0003771 [MET] **APPROVED: THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUEANCE OF A BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTIONS, ANY REQUIRED TESTS, FIRE DEPARTMENT NOTATIONS, CONDITIONS IN CORRESPONDENCE AND COMPLIANCE WITH ALL APPLICABLE CODES AND REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE ANY VIOLATION OF THE LAW. Entry: 12/08/2009 By: cwong Action: AP PRIME STRUCTURAL ENGINEERS 11858 Bernardo Plaza Court, Suite 105C San Diego, California 92128 Tel (858) 487-0311 STRUCTURAL CALCULATIONS Wasserman Media Group Carlsbad, CA Structural Calculations for Tennant Improvement 2K9-350 Sheets 1 thru 11 Sheets L-1 thru L-33 - Lateral Analysis Sheets beyond - References PRIME Job: STRUCTURAL Date:iLf£2L ENGINEERS sht-. * it* o.c. .'3,0 f.SF o si g, . STRUCTURAL Dete: -i 6 vise 4 STRUCTURAL ENGINEERS sht: . H .... k a -jsr'/j ', ! -7 0£'**Aj. - >7 ^/r. I,-!// jk. ?«&' D U.-',v. (..'. .I '•'•'••• vv, 77 M •= V. - PRIME JO STRUCTURAL n«tENGINEERS SHT: (8U (slp!2vlsOb4148TBEAM ANALYSIS PROGRAM (slp9vlsOb4148T (6.43) (8U (sOplO ,oh!2vOsOb3T SPAN LENGTH = 3.00 ft (Simple Span) UNIFORM LOADS (k/ft & ft) wd wl XI X2 0.130 0.067 0.000 0.077 0.000 O.BOO 0.00 0.00 0.25 3.00 3.00 2.75 REACTIONS (k) LOAD Dead Live Total LEFT 0.295 1.115 1.411 RIGHT 0.295 1.115 1.411 MAXIMUM FORCES V max = M max = DEFLECTIONS LOAD 1.41 k @ 1.18 left @ (El = kinA2) Defl (in) 0.00 ft 1.50 ft X (ft) Total Live Dead TOTAL Defl 1909/EI 1550/EI 359/EI El 1.50 1.50 midspan L /ISO L / 240 L / 360 9545 12727 19090 LIVE Defl El L / 240 L / 360 L / 480 10333 15500 20666 PRIME Job: STRUCTURAL Daie: ENGINEERS 2005 NDS - BENDING MEMBERS (Allowable Stress Design) DESCRIPTION; HEADER STUD PROPERTIES FLEXURAL CAPACITY [§3.3, 4.3]: Fb - 900 psi CD= 1.000 CM= 1.000 C,= 1.000 CL = 1.000 CF= 1.300 Cfu - 1.000 C, = 1.000 Cr= 1.000 F'b = 1169 psi APPLIED LOADS: Sawn Type = Size = Beam Length, L = Effective Length, le = Width, b = Depth, d = Moment of Inertia, Ix = Section Modulus, S* =. .Section Area, A - Wet Service = Temp = DF-L #2 4X6 3.000ft 1.000ft 3.500 in x - 5.500 in 48.53 17.646 in3 19.250 in2 7 \ / ' \ /v-•A--*A/ \*i\f " y\ -f No T<100° V= 1.410k M- 1.180k-fE A D = 359 /El AL= 1550/El fv= 109.87 psi f b = 802.46 psi E'min CALCULATION [§4.3]: Pb= 1170 psi RB = V(led/b2) = 2.321 FbE= 1.2-E'min/RB 2 = 129182 psi E^ = 580 ksi CM= 1.000 GI = 1.000 Ci= 1.000 E'mln = 580000 psi > 802.46 psi ...OK 68.62% SHEAR CAPACITY [§3.4, 4.3]: Fv= 180 psi CD = 1.000 CM= 1.000 C,= 1.000 C,= 1.000 Fv= 180 psi DEFLECTION CALCULATION: E= 1600 ksi A L = 0.02 in A TOT = 0.02 in L/1803 L/1464 > 109.87 psi... OK 61.04% 090720 GLB PRIME JO STRUCTURAL BATE: ENGINEERS S (8U (slp!2vlsOb4148TBEAM ANALYSIS PROGRAM (slp9vlsOb4148T (6.43) (8U (sOplO SPAN LENGTH - 16.00 ft (Simple Span) UNIFORM LOADS (k/ft S, ft) wd wl XI 0.094 0.109 0.000 0.363 REACTIONS (k) LOAD Dead Live Total 0.00 0.00 LEFT 0.752 3.776 4.528 16.00 16.00 RIGHT 0.752 3.776 4.528 =1 MAXIMUM FORCES V max = M max = 4.53 k e 18.11 kft @ 0.00 ft 8.00 ft DEFLECTIONS LOAD Total Live Dead (El = kinA2) Defl (in) 834601/EI 695992/EI 138609/EI X (ft) 8.00 8.00 midspan TOTAL Defl El L / 180 L / 240 L / 360 LIVE Defl 782438 1043251 1564877 El L / 240 L / 360 L / 480 869990 1304986 1739981 PRIME Job: STRUCTURAL ENGINEERS sw: STRUCTURAL GLUED LAMINATED TIMBER {BASED ON 2005 NDS) Description:GLB#1 DESIGN CRITERIA;ADJUSTMENT FACTORS: Type = 24F-V4 DF/DF Width, b= 5.125 in Depth, d= 12.000 in Length, L= 16.00ft Unbraced LTOP = 1.00 ft Unbraced LBOT= 16.00ft Fbt = 2400 psi Fb. = 1850 psi Fv = 265 psi E= 1800ksi EMIN = 930 ksi lx = 738.00 Cd= 1.000 Cm= 1.000 C, = 1.000 CL+ = 0.999 CL. = 0.980 Cv= 1.000 C,u= 1.000 APPLIED LOADS:ALLOWABLE STRESSES: VMAX= 4.53k MMAX= 18.11 k-ft MM,N = 0.00 k-ft AD= 138609/El A L= 695992/ El fv= 110 psi fb+ = 1767 psi fb- = 0 psi Fv' = 265 psi Fb+' = 2397 psi Fb.'= 1812 psi [2005 NDS eq. 3.4-2] [2005 NDS eq. 3.3-2] [2005 NDS eq. 3.3-2] DESIGN CHECK: Shear, fv= 110 psi Bending, fb+ = 1767 psi Bending, fb. = 0 psi A L = 0.52 in A TOTAL - 0-63 in Fv' = 265 psi Fbt' = 2397 psi Fb.'= 1812 psi -» L / 366 ^ L / 306 41.69% 73.71% 0.00% OK OK OK 5.125X12 24F-V4 DF/DF OK! PRIME STRUCTURAL ENGINEERS SET GLB #2 10/27/09 .OOhl2vOsOb3T (8U (slp!2vlsOb4148TBEAM ANALYSIS PROGRAM (slp9vlsOb4148T (6.43) (8U (sOplO SPAN LENGTH = 10.25 ft LEFT CANT = 0.00 ft RIGHT CANT = 5.75 ft UNIFORM LOADS (k/ft & ft) wd wl XI - X2 0.061 0.070 0.00 16.00 0.080 0.000 10.25 16.00 0.000 0.234 0.00 16.00 S.7S" POINT LOADS (k Pd PI 0.320 0.000 REACTIONS (k) LOAD Dead Max : Live Total Min : Live Total & ft) X 16.00 LEFT -0.094 1.558 1.464 -0.490 -0.585 RIGHT 1.850 3.796 5.647 0.000 1.850 MAXIMUM FORCES V max = 2.88 k @ 10.25+ft M max = 2.93 kft @ 4.01 ft M min = -9.20 kft @ 10.25 ft (M<0 full span) DEFLECTIONS (El = kinA2) LOAD Total Live Dead TOTAL Defl L / 180 L / 240 L / 360 LIVE Defl L / 240 L / 360 L / 480 Defl (in) -92463/EI 425116/EI 75501/EI 242385/EI -32176/EI 182731/EI Main Span El 135311 180415 270623 El 147319 220978 294637 X (ft) 6.06 R.C. 5.13 R.C. midspan R.C. Cant. El 554500 739333 1108999 El 421539 632308 643078 (/•O GLB #2 PRIME JOB:. STRUCTURAL DATE: xfo ENGINEERS SHT: /D Ohl2vOsOb3T (8U (slp!2vlsOb4148TBEAM DESIGN PROGRAM (slp9vlsOb4148T (6.43) (8U (sOplO.O Right Cant Lu = 10.25 ft Beam Braced @ Supports Pos. Moment Lu = 1.00 ft Brace Spacing = 1.00 ft Actual : 5.125" x 12" 24F-V8 Design per 1991 NDS, Douglas Fir-Larch STRESSES (psi) Shear @ ' d ' Max . Shear Main Span Right Cant Live LDF = : V = Fv = Fb' = Fb' = 1.00, 2.43 k @ 11.25 ft 165 fv = 59 2396 fb = 286 2339 fb = 897 Le = 2.06 x Lu 36 % 12 % 38 % Cv = 1.00, Cl = 0.98 DEFLECTIONS (in) (E = 1800 ksi) Total: Main Span = -0.07 = L /1767 Right Cant = 0.32 = L / 431 Live : Main Span = 0.06 = L /2164 Right Cant = 0.18 = L / 756 Dead : Midspan = -0.02 Right Cant = 0.14 .-I GLB #2 PRIME JOB:. STRUCTURAL wa&j ENGINEERS SHT: ,uh!2vOsOb3T (8U (slp!2vlsOb4148TBEAM ANALYSIS PROGRAM (slp9vlsOb4148T (6.43> (8U (sOplO SPAN LENGTH = 10.25 ft LEFT CANT = 0.00 ft RIGHT CANT = 5.75 ft wd wl XI X2 <"»f 0.061 IH 0.080 i^i 0.000 0.070 0.000 0.800 0.00 10.25 13.50 16.00 16.00 16.00 POINT LOADS (k & ft) Pd PI X 0.320 0.000 16.00 REACTIONS (k) LOAD LEFT Dead -0.094 Max : Live 0.359 Total 0.264 Min : Live -0.991 Total -1.085 MAXIMUM FORCES V max - 3.533 k @ 10 M max = 0.267 kft @ 2 M min = -14.328 kft @ 10, (M<0 full span) RIGHT 1 . 850 3.752 5.602 0.000 1.850 . 25+f t .02 ft .25 ft DEFLECTIONS (EI = kinA2) LOAD Total Live Dead TOTAL Defl L / 180 L / 240 L / 360 LIVE Defl L / 240 L / 360 L / 480 Defl (in) -152198/EI 693917/EI -118294/EI 511185/EI -32176/EI 182731/EI Main Span EI 222729 296973 445459 EI 230817 346226 461634 X (ft) 6.00 R.C. 5.92 R.C. midspan R.C. Cant. EI 905109 1206812 1810218 EI 889018 1333527 1778036 Jib **F p r GLB #2 PRIME JOB: STRUCTURAL DATE-. ENGINEERS SHT- 09 >—2vOsOb3T (8U (slp!2vlsOb4148TBEAM DESIGN PROGRAM (slp9vlsOb4148T (6.43) (8U (sOplO.O Right Cant Lu = 10.25 ft Beam Braced @ Supports Pos. Moment Lu = 1.00 ft Brace Spacing = 1.00 ft Actual : 5.125" x 12" 24F-V8 Design per 1991 NDS, Douglas Fir-Larch STRESSES (psi) Shear Max. Main Right @ 'd' Shear Span Cant : V = Fv = Fb1 = Fb1 = 3.32/fc @ 11. 165/ 2396 2339 f v = fb = fb = 25 ft 81 26 1398 49 % 1 % 60 % Live LDF =1.00, Le = 2.06 x Lu Cv = 1.00, Cl = 0.98 DEFLECTIONS (in) (E = 1800 ksi) Total:Main Span Right Cant -0.11 = 0.52 = Live : Main Span = -0.09 = Right Cant = 0.38 = Dead : Midspan = -0.02 Right Cant = 0.14 L /1074 L / 264 L /1381 L / 359 PRIME STRUCTURAL ENGINEERS SET:. v3 GLB #3 (50PLF OFFICE LOAD)10/27/09 (8U (slp!2vlsOb4148TBEAM ANALYSIS PROGRAM (slp9vlsOb4148T (6.43) (8U (sOplO .OOhl2vOsOb3T SPAN LENGTH = 8.00 ft LEFT CANT = 2.25 ft RIGHT CANT = 5.75 ft UNIFORM LOADS (k/ft & ft) wd wl XI POINT LOADS (k & ft) Pd PI X2 0.061 0.080 0.000 0.070 0.000 0.234 -2.25 8.00 -2.25 13.75 13.75 13.75 ' -,,rtj v>v I\ _ , L LI*' L *'f ,j. C-T 0.320 0.000 REACTIONS (k) LOAD Dead Max : Live Total Min : Live Total -0 1 1 -0 -0 13.75 LEFT .121 .996 .875 .628 .749 RIGHT 1.877 3.592 5.469 -0.096 1.781 MAXIMUM FORCES V max = 2.88 k @ 8.00+ft M max = 1.10 kft @ 2.62 ft M roin = -9.20 kft @ 8.00 ft (M<0 full span) DEFLECTIONS LOAD (El = kinA2) Defl (in) X (ft) Total Live Dead TOTAL Defl -65707/EI 54214/EI 383090/EI -40638/EI 35713/EI 215129/EI -24275/EI 18501/EI 167961/EI Main Span El L / 180 L / 240 L / 360 LIVE Defl 123200 164267 246401 El L / 240 L / 360 L / 480 101596 152394 203192 4.57 L.C. R.C. 4.47 L.C. R.C. midspan L.C. R.C. Cant. El 499683 666244 999366 El 374138 561207 748276 GLB #3 (50PLF OFFICE LOAD) STRUCTURAL DATE: ENGINEERS SHT: Ohl2vOsOb3T (8U (slp!2vlsOb4148TBEAM DKSIGN PROGRAM (slp9vlsOb4148T Left Cant Lu = 8.00 ft Right Cant Lu = 8.00 ft Beam Braced @ Supports Pos. Moment Lu = 1.00 ft Brace Spacing = 1.00 ft (6.43) (8U (sOplO.O Actual : 5.125" x 12'24F-V8 Design per 1991 NDS, Douglas Fir-Larch STRESSES (psi) Shear Max. Main Left Right @ 'd' Shear Span Cant Cant Fv Fb Fb Fb V t 1 i = = = = = 2.43 165 2396 2356 2356 k @ fv fb fb fb 9, = = = = .00 ft 59 108 90 897 36 % 4 % 4 % 38 % Live LDF = 1.00, Cv = 1.00, Cl = Le = 2.06 x Lu 0.98 DEFLECTIONS (in) (E = 1800 ksi) Total: MainSpan - -0.05=L /I941 Left Cant = 0.04 = L /1323 Right Cant = 0.29 = L / 479 Live : Main Span = -0.03 = L /3138 Left Cant = 0.03 = L /2009 Right Cant = 0.16 = L / 852 Dead : Midspan = -0.02 Left Cant = 0.01 Right Cant = 0.13 GLB #3 (CONCENTATED LOAD)10/27/09 PRIME STRUCTURAL ENGINEERS SHT-. \< (8O (slp!2vlsOb4148TBEAM ANALYSIS PROGRAM (slp9vlsOb4148T (6.43) (8U (sOplO .OOhl2vOsOb3T SPAN LENGTH = 8.00 ft LEFT CANT = 2.25 ft RIGHT CANT = 5.75 ft UNIFORM LOADS (k/ft & ft) wd wl XI X2 *Ai, 0.061 0.080 , 0.000 0.070 0.000 0.800 -2.25 8.00 11.25 13.75 13.75 13.75 POINT LOADS (k Pd PI f 0.320 0.000 REACTIONS (k) LOAD Dead Max : Live Total Min : Live Total & ft) X 13.75 LEFT -0.121 0.460 0.339 -1.270 -1.390 RIGHT 1.877 3.952 5.829 -0.022 1.855 MAXIMUM FORCES V max = 3.53 k @ 8.00+ft M max = 0.00 kft @ ends M min = -14.33 kft @ 8.00 ft (M<0 full span) DEFLECTIONS LOAD Total Live Dead TOTAL Defl L / 180 L / 240 L / 360 LIVE Defl L / 240 L / 360 L / 480 (El = kinA2) Defl (in) -98312/EI 73380/EI 605802/EI -73195/EI 54879/EI 437841/EI -24275/EI 18501/EI 167961 /El Main Span El 184335 245780 368671 El 182989 274483 365977 X (ft) 4.63 L.C. R.C. 4.60 L.C. R.C. midspan L.C. R.C. Cant. El 790177 1053570 1580354 El 761463 1142195 1522926 s-u? GLB #3 (CONCENTATED LOAD) PRIME JOB: STRUCTURAL ENGINEEES SHT.- Ohl2vOsOb3T (8U (slp!2vlsOb4148TBEAM DESIGN PROGRAM (slp9vlsOb4148T Left Cant Lu = 8.00 ft Right Cant Lu = 8.00 ft Beam Braced @ Supports (6.43) (8U (sOplO.O Actual : 5.125" x 12" 24F-V8 Design per 1991 NDS, Douglas Fir-Larch STRESSES (psi) Shear Max. Main Left Right Live Cv = @ 'd' Shear Span Cant Cant LDF = 1.00, : V = Fv = Fb' = Fb' = Fb' = 1.00, Cl = 0 3.32 165 2400 2356 2356 Le = 2 .98 k e fv fb fb fb .06 9, = = = = .00 ft 81 0 32 1398 49 % 0 % 1 % 59 % x Lu DEFLECTIONS (in) (E = 1800 ksi) Total : Live : Dead : Main Span = Left Cant = Right Cant = Main Span = Left Cant = Right Cant = Midspan = Left Cant = Right Cant = -0 0 0 -0 0 0 -0 0 0 .07 .06 .46 .06 .04 .33 .02 .01 .13 = L = L = L = L = L = L /1297 / 978 / 303 /1742 /1307 / 419 PRIME Jo": P- PD Pi C-\ -f o,V. 6/9 L 5, Al A 10WABLE WOOD POST DESIGN FOR VISUALY GRADED L Allowable stresses Per 2005 NDS - Douglas Fir Larch LDF= 1.00 c= 0.80 Ke = 1.00 Lx = 9.00 ft. (Major axis unsupported Height) ~1 ^ rj,*T!>/^ of ( Ly = 9.00 ft. (Minor axis unsupported Height) J *j'-o~ (cctf x PRIMED W" & STRUCTURAL DaieiJsfe^ ^ENGINEERS sht: ^ .UMBER Fce=Kce*EY(le/d)A2 Fc'=Fc"*(1+(Fce/Fc")/2c - sqrt((1+(Fce/Fc")/2c)A2-Fce/Fc"/c)) Nominal Size 2x4#2 2x6 #2 Member Size b h 1.50 1.50 2x8#2 1.50 2X4#1 1.50 2 X 6 #1 1 .50 2X8#1 1.50 3X4#2 2.50 3X4#1 \ 2.50 3X6#2 3X6#1 2.50 2.50 3.50 5.50 7.25 "5~50~ 7.25 3.50 3.50 5.50 Area inA2 5.25 8.25 10.88 5.25 8.25 10.88, T75~ 8.75 13.75 5.50 13,75 Emin(KSI) 580.00 580.00 580.00 620.00 620.00 620.00 1 Fee le/d (ksi) 72.00 72.00 72.00 0.09 0.09 0.09 Fc* Fc' (ksi) (ksi) 1.35 #N/A 1.35 1.35 #N/A P (kips) #N/A #N/A #N/A I #N/A 72.00 j 0.10 | 1.50 ; #N/A [ #N/A 72.00 0.10 1.50 #WA 72.00 i 0.10 1.50 #N/A #N/A #N/Ai . : I 580.00 ]" 43.20 620.00 580.00 620.00 0.26 1.35 43.20 0.27 | 1.50 43.20 | 0.26 1 .35 43.20 0.27 \ 4X4 #2 4X6#2 4X8#2 4X4#1 4X6#1 3.50 3.50 3.50 3.50 3.50 4X8#1 3.50 3.50 5.50 7.25 3.50 5.50 7.25 12.25 19.25 25.38 12.25 19.25 25.38 6 X 6 #1 5.50 6X8#1 5.50 , 6X10#1 5.50 5.50 7.50 9.50 30.25 41.25 52.25 580.00 30.86 ; 0.50 580.00 30.86 0.50 580.00 I 30.86 620.00 620.00 620.00 0.50- 30.86 ; 0.54 30.86 30.86 1 580.00 19.64 0.54 ^ 0.54 1.24 1.50 1.35 0.24 2.14 0.26 0.24 0.26 2.29 3.36 |_ 3.60 0.45 ' 5.57 1.35 0.45 8.75 1.35 0.45 11.53 1.50 0.49 1.50 1.50 0.49 n 0.49~1 5.98 9.40 12.39 1 .00 i 0.76 580.00 I 19.64 j 1.24 1.00 22.96 0.76 ; 31.30 580.00 19.64 1.24 0.925 0.72 j 37.73 SPREAD FOOTING PRIME J STRUCTURAL DAT* ENGINEERS sm-\\ 10/22/09 SPREAD FOOTING PROGRAM (3.30) fc' = 2.50 ksi fy = 60.00 ksi Qa - 1.50 ksf we =0.15 kef sur = 0.00 ksf col = 3.50 in b (ft) h (in)Pa (k) Pu (k) As (in2) No-Size 2 2 3 3 4 4 5 5 6 6 7 7 8 8 9 9 10 .00 .50 .00 .50 .00 .50 .00 .50 .00 .50 .00 .50 .00 .50 .00 .50 .00 12 12 12 12 12 12 12 12 15 15 15 15 18 18 18 18 21 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 5. 8. 12. 16. 21. 27. 33. 40. 47. 55. 64. 73. 81. 92. 103. 115. 123. 40 44 15 54 60 34 75 84 25 45 31 83 60 12 27 07 75 7 11 17 23 30 38 47 57 66 77 90 103 114 128 144 161 173 .56 .81 .01 .15 .24 .27 .25 -17 . .15 .63 .04 .36 .24 .97 .58 .10 .25 0 0 0 0 1 1 1 1 1 2 2 2 3 3 3 3 4 .52 .65 .78 .91 .04 .17 .30 .43 .94 .11 .27 .43 .11 .30 .50 .83 .54 5 6 4 5 6 6 7 8 10 11 12 13 16 17 18 20 23 # # # # # # ft # # tt # t # # ft # # 3 Hook 3 Hook 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 - 5.0 STRUCTURAL Date: ENGINEERS sht: w / PRIME Job: STRUCTURAL P**; ENGINEERS si* \tf\ AXIAL & BENDING (SAWN MEMBERS) (2005 NDS - Allowable Stress Design) DESCRIPTION: STUD WALL (D-t-L+SEISMIC) STUD PROPERTIES APPLIED LOADS: Species = Stud Width, b = Stud Depth, d = Effective Length, lex = Effective Length, ley = Section Modulus, Sx = Section Area, A - Wet Service = Temp = DF-L #2 1.500 in 3.500 in 9.500ft x ' 1.000ft 3.063 in3 5.250 in2 No " ~* , l> p'( T<100° / P= 1179.00 Ib M = 75.25 Ib-ft fc=224.57psi fb= 294.86 psi AXIAL CAPACITY [§3.6, 4.3]: Fc = 1350 psi CD = 1 .000 CM = 1 .000 C,= 1.000 CF= 1.150 Cj= 1.000 CP = 0.270 F'c=419psi F*c= 1553 psi F r- - 0 R9P-F1rcE \>-ot.£. c m,n FCE.X = 449 psi FcE.y= 7449 psi FcE = 449 psi c = 0.800 > 224.57 psi ...OK /(!./< E'min CALCULATION [§4.3]: Emin = 580000 psi CM= 1.000 C,= 1.000 C, = 1.000 E'mln = 580000 psi FLEXURAL CAPACITY [§3.3, 4.3]: Fb = 900 psi CD = 1 .600 CM = 1 .000 C, = 1 .000 CL = 0.997 CF= 1.500 C,u = 1 .000 C, = 1.000 C, = 1 .000 F'b= 21 53 psi F*b= 21 60 psi RB = V(led/b2) = 4.320 FbE= 1.2-E'mln/RBs = 37286 psi > 294.86 psi ...OK COMBINED STRESSES [§3.9.2]: (fc/F'c)2= 0.288 fb/[FV(1-fc/FcE)l =0-274 ff c / Fe) 2 + f b / [F'b-(1 - fe / FCE)] = 0.562 Combined Stress Check OK 091022 g K " u u - IP fe&l2l L - 5-, 1*5-" ^ 2^-57' - /- '- e-3. , 2K9-350 WASHERMAN HP-IB ROOF MOUNTED MECHANICAL UNITS A5CE 7-05 (13.3.1) PRIME STRUCTURAL ENGINEERS an-.- own Wp 1 Fp 1 I CURS IV --v. , Y/2 WP = Y = y = x = SDS = ap = ^y ^ ^P = K , n JP = Pe J,P* Z/h = 1 / M 4, PJ x 580.00 Ibs 46.98 in. 12.00 in. 44.22 in. 0 . 804 1.00 2 . 50 1.00 1.00 SEISMIC DEMANDS ON NONSTRUCTURAL COMPONENTS - ASCE 7-05 13.3.1 0.4*ap*SDS*Wp* (l+2*z/h)/(Rp/Ip) 0.3*SDS*Ip*Wp = F,p,min ~ 0.2*SDS*Wp UPLIFT CHECK (ASD) Based on 50% of Wp Pd LOADING CHECK (ASD) Based on 67% of Wp Pe = 0.386 Wp 1.286 Wp 0.241 Wp 0.386 Wp 223.83 Ibs. 0.161 W_ (ASCE 7-05 13.3-1) (ASCE 7-05 13.3-2) (ASCE 7-05 13.3-3) 0.279 Wp 0. 500 Wn 161.63 Ibs. 290.00 Ibs. > Pe. NO UPLIFT Pe = 0.279 Wp Pd = 0.667 Wp 0.945Wp/ 1.33 0.709Wp PL + SEISMIC GOVI EXIST. 4X14 10/26/09 2K9-350 Ob3T <8U (slpl2vlsOb4148TBEAM ANALYSIS PROGRAM (slp9vlsOb4148T SPAN LENGTH = 23.15 ft (Simple Span) UNIFORM LOADS (k/ft & ft) wd 0.080 0 POINT LOADS Pd 0.387 0 REACTIONS LOAD Dead Live Total wl .160 0 (k & ft) PI .000 3 (k) LEFT 1.250 1.852 3.102 XI - X2 .00 23.15 X .75 RIGHT 0.989 1.852 2.841 MAXIMUM FORCES V max = M max = DEFLECTIONS LOAD Total Live Dead Pos . Moment 3.10 k @ 16.81 kft @ (El = kinA Defl (in) 16320B9/EI 1033966/EI 598042/EI Lu = 1.00 Brace Spacing = 1.00 0.00 ft 11.31 ft 2) X (ft) 11 .50 11.57 midspan ft ft (6.43) (8U (sOplO.OO PRIME-"* STRUCTURAL Date: ENGINEERSsht Actual : 3.5" x 13.25 Douglas Fir-Larch (N) STRESSES (psi) #1 Shear @ 'd' : V = 2.84 k @ 1.10 ft Fv = 119 f v = 92 77 % Fb' = 1875 fb = 1970 105 % <- Live LDF =1.25 DEFLECTIONS (in) <E = 1800 ksi) Total = 1.34 = L / 208 Live = 0.85 = L / 328 Dead = 0.49 r • r STRUCTURAL Date: /c» f £ F x / -2. /^r x - r ,=_ -2 2-. EXIST. GLB2 10/26/09 2K9-350 Ob3T (8U (slpl2vlsOb4148TBEAM ANALYSIS PROGRAM (slp9vlsOb4148T SPAN LENGTH = 30 . 63 ft (Simple Span) (6.43) (8U (sOplO.OO UNIFORM LOADS wd wl (k/ft & ft) XI X2 0.022 0.000 POINT LOADS (k & ft) Pd PI 0.00 30.63 1.920 2.310 2.110 1.920 2 2 2 2 REACTIONS LOAD Dead Live Total MAXIMUM V max M max .300 .300 .300 .300 (k) 5 5 11 0. 7. 15. 23. LEFT .479 .689 .168 00 58 58 58 RIGHT 3. 3. 6. 467 511 978 FORCES = = 6. 6B. 98 k 6 6-7 kft @ 30 15 .63 .58 ft ft DEFLECTIONS LOAD (El = Defl kin-2) (in)X (ft) Total Live Dead 11050665/EI 5524320/EI 5526364/EI 15.30 15.34 midspan Pos. Moment Lu = 1.00 ft Brace Spacing = 1.00 ft Actual : 5.125" x 18" 24F-V4 Douglas Fir-Larch (N) STRESSES (psi) Shear @ 'd' : V = 6.94 k @ 29.13 £t Fv = 206 fv = 113 55 % Fb' = 2868 fb = 2978 104 % <- Live LDF =1.25, Cf = 0 . 96 DEFLECTIONS (in) (E = 1800 ksi) Total = 2.46 = L / 149 Live = 1.23 = L / 298 Dead = 1.23 G STRUCTURAL Date: ENGiNEERSsm: Ob3T HEAD BEAM @ STAIR 10/26/09 2K9-350 (8U (slp!2vlsOb4148TBEAM ANALYSIS PROGRAM (slp9vlsOb4148T SPAN LENGTH = 4.00 ft (Simple Span) UNIFORM LOADS (k/ft & ft) wd wl XI X2 0.071 0.000 POINT LOADS (k & ft) Pd PI 0.00 4.00 0.000 2 REACTIONS LOAD Dead Live Total .000 2 (k) LEFT 0.142 1.000 1 .142 .00 RIGHT 0.142 1.000 1.142 MAXIMUM FORCES V max — M max = DEFLECTIONS LOAD Total Live Dead 1.14 k e 2.14 kft @ (El = kinA Defl (in) 5017/EI 4608/EI 409/EI 0.00 ft 2.00 ft 2) X (ft) 2.00 2.00 midspan Pos. Moment Lu = 1.00 ft Brace Spacing = 1.00 ft Gov. Deflection : Live = L/360 Required El = 34560 kinA2 (6.43) (8U (sOplO.OO PRIMED: STRUCTURAL Date: ENGIHEERSsht: 4x8 #2 Actual : 3.5" x 7.25" Douglas Fir-Larch (N) STRESSES (psi) Shear @ V = 1.10 k @ 0.60 ft Fv = 95 fv = 65 68 % Fb' = 1250 fb = 838 67 % Live LDF = 1.00 DEFLECTIONS (in) (E = 1700 ksi) Total = 0.03 = L /180B 13 % Live = 0.02 = L /1968 18 % Dead = 0.00 STRINGERS 10/26/09 2K9-350 Ob3T (8U (slp!2vlsOb4148TBEAM ANALYSIS PROGRAM (slp9vlsOb4148T (6.43) (8U (sOplO.OO SPAN LENGTH = 7.25 ft (simple Span) wd 0.013 REACTIONS LOAD Dead Live Total wl 0.100 (k) XI 0.00 LEFT 0.047 0.363 0 .410 X2 7.25 RIGHT 0.047 0.363 0.410 MAXIMUM FORCES V max = M max = 0.410 0.742 k 8 0. kft @ 3 .00 ft . 63 ft STRUCTURAL Date; ENGINEERSsht DEFLECTIONS LOAD Total Live Dead (El = kin*2) Defl (in) 7024/EI 6216/EI B08/EI X (ft) 3.63 3.63 midspan Pos. Moment Lu = 1.00 ft Brace Spacing = 1.00 ft Gov. Deflection : Live = L/360 Required El = 25723 kinA2 2x8 #2 Actual : 1.5" x 7.25' Design per 1991 NDS Douglas Fir-Larch STRESSES (psi) _ Shear @ 'd' : V = 0.34 k @ 0.60 ft Fv = 95 f v = 47 50 % Fb' = 1044 fb = 678 65 % Live LDF =1.00, Cf = 1.20, Cl = 0.99 DEFLECTIONS (in) (E = 1600 ksi) Total = Live = Dead = 0.09 0.08 0.01 L / 944 L /1067 25 % 34 % STRINGERS 10/26/09 2K9-350 Ob3T (8U <slp!2vlsOb4148TBEAM ANALYSIS PROGRAM (slp9vlsOb4148T (6.43) (8U (sOplO.OO SPAN LENGTH = 7.25 ft (Simple Span) UNIFORM LOADS (k/ft £ ft) wd wl XI X2 PRIMEJob: TRUCTURAL Date: ENGINEERS sht: 0.013 0.000 0.00 7.25 POINT LOADS Pd 0.000 0 REACTIONS LOAD Dead Live Total (k PI .800 (k) & ft) X 3.63 LEFT 0.047 0.400 0 .447 RIGHT 0.047 0.400 0.447 MAXIMUM FORCES V max = M max = 0.447 k 1.535 kft 0.00 ft 3.63 ft DEFLECTIONS LOAD Total Live Dead (El = kinA2) Defl (in) 11783/EI 10975/EI 808/EI X (ft) 3.63 3.63 midspan Pos. Moment Lu = 1.00 ft Brace Spacing = 1.00 ft Gov. Deflection : Live = L/360 Required El = 45414 kinA2 2x8 SS Actual : 1.5" x 7.25' Design per 1991 NDS Douglas Fir-Larch STRESSES (psi) _ Shear @ 'd' : V = 0.44 k @ 0.60 ft Fv = 95 fv = 61 64 % Fb( = 1725 fb = 1402 81 % Live LDF =1.00, Cf = 1.20, Cl = 0.99 DEFLECTIONS (in) (E = 1900 ksi) Total = 0.13 = L / 668 36 % Live = 0.12 = L / 717 50 % Dead = 0.01 Ob3T JOIST @ LANDING 10/26/09 2K9-350 (8U (slp!2vlsOb4148TBEAM ANALYSIS PROGRAM (slp9vlsOb4148T SPAN LENGTH = 4 . 00 £t (Simple Span) (6.43) (8U (sOplO.OO UNIFORM LOADS (k/f t & ft) wd wl XI EPRIM STRUCTURAL Date:!$ ENGINEERS sht X2 0 .017 0.000 0.00 4.00 POINT LOADS (k & ft) Pd PI X 0.000 REACTIONS LOAD Dead Live Total 1.060 (k> 2. LEFT 0.034 0 .530 0.564 ,00 RIGHT 0.034 0.530 0.564 MAXIMUM FORCES V max = M max = 0.564 1.094 k @ kft & 0.00 ft 2.00 ft DEFLECTIONS LOAD Total Live Dead (El = kinA2) Defl (in) 2540/EI 2442/EI 98/EI X (ft) 2.00 2.00 midspan Pos. Moment Lu = 1.00 ft Brace Spacing = 1.00 ft Gov. Deflection : Live = L/360 Required El = 18317 kinA2 2x8 #2 Actual : 1.5" x 7.25- Design per 1991 NDS Douglas Fir-Larch STRESSES (psi) Shear @ 'd1 : V = 0.55 k @ 0.60 ft Fv = 95 fv = 76 80 % Fb' = 1044 fb = 999 96 % Live LDF =1.00, Cf = 1.20, Cl = 0.99 DEFLECTIONS (in) Total = 0.03 = Live = 0.03 = Dead = 0.00 (E = 1600 ksi) L /1440 17 % L /1498 24 % CEILING JOISTS (3> 48" O.C. Overall Length of Beam: 10.8333ft. Axial Load: 0 KIPS 20 ,250 Deflection Limit: 240.0 —10:8363— MX (Max) Vx (Max) 1 Required Magnitude 11.646 K-in -0.233 KIPS 1.1040 inA4 Location 5.42 ft 10.83 ft 5.42 ft Span j Length (ft) 1 7 10.83 Load (PLF)' Moment (K-in) | Location (ft) i Defl. Fact, (in) 20.0* "" 11.6411 5A2J ^-0.5980, Location (ft)] 5742] Moment Reaction JK-in) _[ (Ibs) o.ooo; o.ooo Pt Load i Loc.Mag. 233.332 233.334 _(«) flbsL_ 5.42 Moment (K-in) 250.0 11.646 <p CEILING JOISTS @ 48" O.C. PRIME STRUCTURAL ENGINEERS sht Member: C6-158-18 Manufacturer: Generic Yield = 33.0 KSI Configuration: Single Dimensions Gross Properties Depth Flange Lip Bend t Punch Wlip Wflg Wweb = = = = = = = = :r 6.0000 1.6250 0.5000 0.0676 0.0451 1 .5000 0.3873 1 .3995 5.7745 in in in in in in in in in Area Ix iy Rx Ry Cw Jx10E3 Xo Ro Beta = = == = = = = = = 0.45 2.32 0.15 2.28 0.58 1.08 0.30 -1.08 2.59 0.83 in2 in4 in4 in in in6 in4 in in Loads and Axial: P = KxLx = KyLy = KtLt = Bending: MX = KLx = KLy = Kit - Bracing 0.00 130.00 48.00 48.00 11.65 130.00 48.00 48.00 KIPS in in in K-in in in in BENDING ANALYSIS Eq.C3.1.2-9 Sigt = (GJ + PiA2ECw/LtA2)/ARoA2 = 46.93 KSI Eq.C3.1.2-8 Sigy = PiA2E/(Ly/Ry)A2 = 42.00 KSI Eq.CS. 1.2-5 Me = RoA(Sigt*Sigy)A.5 = 51.32 K-in Eq.CS. 1.2-3 My = Sf*Fy = 25.51 K-in Me >0.5My Therefore, Me = My(1 - My/4Me) =22.337 K-in Find effective section at stress f, f = Mc/Sf = 28.90 KSI eFlange = 1.400 in; eLip = 0.387 in; eWeb = 4.274 in; Sc = 0.769 inA3 Eq. C3.1.2-1 Mn = ScMc/Sf = 22.21 K-in Eq.C3.1-1 Ma = Mn/1.67 = 13.30 K-in With 1/3 stress increase Ma = 17.73 K-in SHEAR ANALYSIS h /1 > 1.38 * (5.34 * E / Fy) A .5. Therefore Va = .53 * E * 5.34 * tA 3 / h Va = 1.33 KIPS With 1/3 stress increase = 1.77 KIPS CEILING JOISTS© 48" O.C. P\k STRUCTURE. D^e: ENGINEER Web Crippling Analysis Member: C6-158-18 Manufacturer: Generic Yield = 33.0 KSI Configuration: Single Support 2 J PtLoad i 1 Location (ft) 0.00 10.83 Location 5.42 Bearing Width (in) 1.0 1.0 Bearing Width (in) 1.0 Reaction (Ibs) 233.3 233.3 Load 250.0 Equation Number | C3.4 - 1 I C3.4 - 1 ! Equation \ Number C3.4-4 I Pa (Ibs) 314.3 314.3 Pa (Ibs) 546.5 MX 0.00 i 0.00 T MX ! IK-in) ! 11.65 Combined Bend-WC 0.89 0.89 Combined Bend-WC 1.32 Stiffener Required? No ! No i Stiffener Required? No Web Crippling Equations C 3.4 -1: Pa = t2kC3C4 (179 - 0.33h/t) [1 + 0.01 (N/t)] C 3.4 -4: Pa = t2kC1C2 (291 - 0.40M) [1 + 0.007(N/t)] When N/t > 60, the factor [1 + 0.007(N/t)] may be increased to [0.75 + 0.11 (N/t)] Where: Pa = Allowable concentrated load or reaction per web, Ibs C1 =(1.22 -0.22k) C2 = (1.06-0.06R/t)<=1 C3 = (1.. 33 -0.33k) Fy = Design yield stress of the web h - Depth of flat portion of web k = Fy / 33 m = t / 0.075 t = Web thickness R = Inside bend radius N = Bearing width, inches Ma = Allowable bending moment 1.000 0.970 1.000 0.925 33 KSI 5.774 inches 1.000 0.601 0.0451 inches 0.0676 inches 15.1861 K-in Combined bending and web crippling: 1.2 |P/Pa| + |M/Ma| <= 1.5 (Eq. C3.5-1) CEILING JOISTS @ 48" O.C. SPAN = 12'-6" Overall Length of Beam: 12.5ft. Axial Load: 0 KIPS Deflection Limit: 240.0 "ZTJ ~l25Q 12.5 MX (Max) Vx (Max) [ Required Magnitude 14.063 K-in 0.250 KIPS 1.5493 inA4 Location 6.25 ft 0.00 ft 6.25 ft sP-an i Length (ft) | Load (PLF) Moment (K-in) Location (ft): Defl. Fact, (in) j Location (ft) _jTj _ 12.50'' ~" 20.0, 14.063! 6.251 -0.96831 6.25 Support 0.00 12-50 i Moment ~] Reaction _JK-in) (Ibs 0.000 0.000 250.000 I 250.000] Pt Load Loc. I (ft) 1 6.25 Mag.Moment (Ibs) JK;in)_ 250.0 i 14.063 CEILING JOISTS SPAN = 12'-6" 48" O.C. Member: C6-158-16 Manufacturer: Generic Yield = 50.0 KSI Configuration: Single Dimensions 6.0000 1.6250 0.5000 0.0849 0.0566 1.5000 0.3585 1 .3420 5.7170 in in in in in in in in in Area ix iy Rx Ry Cw Jx10E3 Xo Ro Beta = = = = = = = = = = Gross Properties 0.56 2.86 0.18 2.27 0.57 1.32 0.59 -1.07 2.57 0.83 in2 in4 in4 in in in6 in4 in in Loads Axial: P KxLx KyLy KtLt Bending: MX KLx KLy Kit and = = — = = = Bracing 0 150 48 48 14 150 48 48 ,00 .00 .00 .00 .06 .00 .00 .00 KIPS in in in K-in in in in Depth" Flange Lip Bend t Punch Wlip Wflg Wweb BENDING ANALYSIS Eq.CS.1.2-9 Sigt= (GJ + PiA2ECw/LtA2)/ARoA2 = 47.08 KSI Eq. C3.1.2-8 Sigy = PiA2E/(Ly/Ry)A2 = 41.00 KSI Eq.C3.1.2-5 Me = RoA(Sigt*Sigy)A.5 = 62.86 K-in Eq.CS.1.2-3 My = Sf*Fy = 47.68 K-in Me > 0.5My Therefore, Me = My(1 - My/4Me) =38.640 K-in Find effective section at stress f, f = Mc/Sf = 40.52 KSI eFlange = 1.342 in; eLip = 0.359 in; eWeb = 4.217 in; Sc = 0.948 inA3 Eq.CS.1.2-1 Mn = ScMc/Sf = 38.42 K-in Eq.CS.1-1 Ma = Mn/1.67 = 23.00 K-in With 1/3 stress increase Ma = 30.67 K-in SHEAR ANALYSIS h /1 > 1.38 * (5.34 * E / Fy) A .5. Va = 2.65 KIPS Therefore Va = .53 E * 5.34 * t A 3 / h With 1/3 stress increase = 3.53 KIPS CEILING JOISTS @ 48" O.C. SPAN = 12'-6" Web Crippling Analysis Member: C6-158-16 Manufacturer: Generic Yield = 50.0 KSI Configuration: Single i I Location | Support (f_t}_ i 1 PtLoad 0.00 12,50 Location (ft) 1 6.25 Bearing Width (in) 6.0 2.0 __, Bearing Width (in) Reaction (Ibs) Equation Number [ 250.0 C3.4 - 1 j 250.0 j C3.4- 1 | Load (Ibs) Equation "] Number 2.0 250.0 | C3.4-4 Pa I _J!bJLL;1118.3 734.7 Pa i _Jbs) | 1304.9 MX (K-in) 0.00 0.00 MX (K-in) 14.06 j Combined I Bend-WC ! 0.27 I 0.41 Combined Bend-WC | 0.74 Stiffener Required? No No Stiffener Required? Web Crippling Equations C 3.4 -1: Pa = t2kC3C4 (179 - 0.33h/t) [1 + 0.01 (N/t)] C 3.4 -4: Pa = (2kC1C2 (291 - 0.40h/t) [1 + 0.007(N/t>] When N/t > 60, the factor [1 + 0.007(N/t)] may be increased to [0.75 + 0.11 (N/t)] Where: Pa = Allowable concentrated load or reaction per web, Ibs 1 =(1.22 -0.22k) 2 = (1.06-0.06R/t)<=1 3 = (1.. 33 -0.33k) Fy = Design yield stress of the web h = Depth of flat portion of web k = Fy / 33 m = t/0.075 t = Web thickness R = Inside bend radius N = Bearing width, inches Ma = Allowable bending moment 0.887 0.970 0.830 0.925 50 KSI 5.717 inches 1.515 0.755 0.0566 inches 0.0849 inches 27.5680 K-in Combined bending and web crippling: 1.2 |P/Pa| + |M / Ma| <= 1.5 (Eq. C3.5-1) CEILING JOIST NEAR STOREFRONT SPAN = 16'-3" pRiME STRUG TUJ?.\ Overall Length of Beam: 16.25ft. Axial Load: 0 KIPS Deflection Limit: 240.0 20 -87*1 -1250 -46r25 MX (Max) Vx (Max) 1 Required Magnitude 20.109 K-in 0.288 KIPS 2.9203 inM Location 8.10ft 0.00 ft 8.12ft JSjgan 1 Length (ft) LoadJPL ; 1 ^ 16.25 T"" 2( .F) i Moment (K-in) ! Location jfty Defl. Fact, (in) I Locationjft) ).0, 20.109 8.10; -2.3728) 8.12| I Support Loc. Moment (ft) ! (K-in) 0.00 1 0.000 16.251 0.000 Reaction (ibs) 287.885 287.115 1 PtLoad I 1 Loc. _M_ 8.10 Mag. JlbsL 250.0 Moment (K-in) 20.109 CEILING JOIST NEAR STOREFRONT SPAN = 16'-3" PRIMEJob STRUCTURAL Member: C6-2-16 Manufacturer: Generic Yield = 50.0 KSI Configuration: Single Dimensions Gross Properties Loads and Bracinc Depth Flange Lip Bend t Punch Wlip Wflg Wweb = = = = = = = = = 6.0000 2.0000 0.5625 0.0849 0.0566 1.5000 0.4210 1.7170 5.7170 in in in in in in in in in Area Ix iy Rx Ry Cw Jx10E3 Xo Ro Beta = = = - - - = = = = 0.61 3.28 0.31 2.33 0.72 2.30 0.65 -1.42 2.82 0.75 in2 in4 in4 in in in6 in4 in in Axial: P KxLx KyLy KtLt Bending: MX KLx KLy KLt = = _ _ = = 0.00 195.00 48.00 48.00 20.11 195.00 48.00 48.00 KIPS in in in K-in in in in BENDING ANALYSIS Eq.C3.1.2-9 Sigt = (GJ + PiA2ECw/LtA2)/ARoA2 = 61.95 KSI Eq.C3.1.2-8 Sigy = PiA2E/(Ly/Ry)A2 = 65.60 KSI Eq. C3.1.2-5 Me = RoA(Sigt*Sigy)A.5 = 108.85 K-in Eq. C3.1.2-3 My = Sf*Fy = 54.65 K-in Me > O.SMy Therefore, Me = My(1 - My/4Me) = 47.790 K-in Find effective section at stress f, f = Mc/Sf = 43.72 KS! eFlange = 1.590 in; eLip = 0.183 in; eWeb = 4.217 in; Sc = 0.998 inA3 Eq. C3.1.2-1 Mn = ScMc/Sf = 43.62 K-in Eq. C3.1-1 Ma = Mn/1.67 = 26.12 K-in With 1/3 stress increase Ma = 34.83 K-in SHEAR ANALYSIS h/t > 1.38*(5.34*E/Fy)A,5. Va = 2.65 KIPS Therefore Va = .53 E * 5.34 * t A 3 / h With 1/3 stress increase = 3.53 KIPS CEILING JOIST NEAR STOREFRONT SPAN = 16'-3" STRUCTURAL Date:_ ESTHERS sht: ±LL- Web Crippling Analysis Member: C6-2-16 ! ! Location Support | JTtL 1 : 0.00 "~ 2 16.25 Location PtLoad (ft) 1 I 8.10 Manufacturer: Generic Yield = 50.0 KSI Configuration: Single Bearing Width (in) 1.0 1.0 Bearing Width (in) 1.0 Reaction | Equation (Ibs) I Number 287.9 I C3.4 - 1 287.1 i C3.4-1 Load j Equation (Ibs) | Number 250.0 ! C3.4-4 Pa I MX (Ibs) (K-in) 638.7 I 0.00 638.7 0.00 Pa (Ibs) 1175.5 MX (K-in) Combined Stiffener Bend-WC I Required? 0.54 No 0.54 \ No Combined Bend-WC 20.11 0.96 Stiffener Required? L_ No Web Crippling Equations C 3.4 -1: Pa = t2kC3C4 (179 - 0.33h/t) [1 + 0.01 (N/t)] C 3.4 -4: Pa = t2kC1C2 (291 - 0.40h/t) [1 + 0.007(N/t)] When N/t > 60, the factor [1 + 0.007(N/t)] may be increased to [0.75 + 0.11 (N/t)] Where: Pa = Allowable concentrated load or reaction per web, Ibs C1 =(1.22-0.22k) C2 = (1.06 - 0.06R/t) <= 1 C3 = (1..33-0.33k) C4=0.50 <(1.15- FV = Design yield stress of the web h = Depth of flat portion of web k = Fy / 33 m=t/ 0.075 t = Web thickness R = Inside bend radius N = Bearing width, inches Ma = Allowable bending moment 0.887 0.970 0.830 0.925 50 KSI 5.717 inches 1.515 0.755 0.0566 inches 0.0849 inches 28.4327 K-in Combined bending and web crippling: 1.2 |P/Pa| +|M/Ma| <= 1.5 (Eq. C3.5-1) 6>''DJ ^l!4^i i^ll/ I f hi, STRUCTURAL Date:li/Qfl ENGINEERS sht 4<2 ^ -fc;f-£t y j h ;£- [fc>/jz »-; <? ^i - / <?--W WASSERMAN MEDIA 6'-0" HIGH WALL PRIMED: STRUCTURAL Date:_lM ENGINEERS sht fe. Overall Length of Beam: 6 ft. Axial Load: .08 KIPS ~ 6T67 Deflection Limit: 360.0 MX (Max) Vx (Max) 1 Required Magnitude 0.360 K-in 0.020 KIPS 0.0330 inA4 Location 3.00 ft 0.00 ft 3.00 ft Span j Length,' (ft)"~" '"'"Load (PLF ^Moment jK^n) Location (ft) JDefl. _Factjin) i J-ocatior i (ft)] ~ 6.7 ' "" 0.360 3.00 "-0.0066 3.00 Support location (ft) Moment (K^in) i Reaction (Ibs) ~1 : 0.00 • • - • o.OOO i 20.010 2 6.00 0.000 20.010 WASSERMAN MEDIA 6'-0" HIGH WALL STRUCTURAL Date ENGlNEERSsht. Member: C6-158-20 Manufacturer: Generic Yield = 33.0 KSI Configuration: Single Dimensions Gross Properties 6.0000 1 .6250 0.5000 0.0519 0.0346 1.5000 0.4135 1.4520 5.8270 in in in in in in in in in Area Ix iy Rx Ry Cw Jx10E3 Xo Ro Beta = = = = = = = = = = 0.35 1.81 0.12 2.29 0.58 0.85 0.14 -1.09 2.60 0.82 in2 in4 in4 in in in6 in4 in in Loads and Axial: P = KxLx = KyLy = KtLt = Bending: MX = KLx = KLy = KLt = Bracing_ 0.08 72.00 12.00 12.00 0.36 72.00 12.00 12.00 KIPS in in in K-in in in in Depth ~ Flange Lip Bend t Punch Wlip Wflg Wweb AXIAL ANALYSIS Eq. C4.1-1 Fex = PiA2E/(KLx/Rx)A2 = 293.44 KSI Eq. C4.1-1 Fey = PiA2E/(KLy/Ry)A2 = 686.68 KSI Eq. C3.1.2-9 Sigt = (GJ + PiA2ECw/KLtA2)/ARoA2 = 740.88 KSI Eq. C4.2.1 Fet = (Sigt + Fex - ((Sigt + Fex)A2 - 4Beta*Sigt*Fex)A.5/2Beta = 267.05 KSI Fe = 267.05 KSI Fe > Fy/2. Therefore Fn = Fy(1 - Fy/4Fe), Fn = 31.98 KSI Find Ae at stress Fn: eFlange = 1.343 in; eLip = 0.414 in; eWeb = 1.223 in; Ae = 0.179 in Eq. C4-2 Pn = AeFn = 5.72 KIPS Eq. C4-1 Pa = Pn/1.92 = 2.98 KIPS With 1/3 stress increase Pa = 3.97 KIPS BENDING ANALYSIS Eq. C3.1.2-9 Sigt = (GJ + PiA2ECw/LtA2)/ARoA2 = 740.88 KSI Eq.CS.1.2-8 Sigy = PiA2E/(Ly/Ry)A2 = 686.68 KSI Eq. C3.1.2-5 Me = RoA(Sigt*Sigy)A.5 = 640.58 K-in Eq. C3.1.2-3 My = Sf*Fy = 19.87 K-in Me > O.SMy Therefore, Me = My(1 - My/4Me) = 19.716 K-in Find effective section at stress f, f = Mc/Sf = 32.74 KSI eFlange = 1.333 in; eLip = 0.414 in; eWeb = 4.327 in; Sc = 0.578 inA3 Eq. C3.1.2-1 Mn = ScMc/Sf = 18.93 K-in Eq.CS.1-1 Ma = Mn/1.67 = 11.34 K-in With 1/3 stress increase Ma = 15.12 K-in COMBINED AXIAL AND BENDING Eq. C5-5 Per = PiA2Elx/LxA2 = 101.46 KIPS Eq. C5-4 Omegax = 1 - 1.92P/Pcr = 0.998 Interaction Equations: Eq. C5-1 P/Pa + Mx/MaOmegax = 0.059 Eq. C5-2 P/Pao + Mx/Ma = 0.058 With 1/3 stress increase = 135.27 KIPS With 1/3 stress increase = 0.999 With 1/3 stress increase = 0.044 With 1/3 stress increase = 0.043 SHEAR ANALYSIS h /1 > 1.38 * (5.34 * E / Fy)A .5. Therefore Va = .53 * E * 5.34 * tA 3 / h Va = 0.59 KIPS With 1/3 stress increase = 0.79 KIPS WASSERMAN MEDIA 6'-0" HIGH WALL STRUCTURAL Date: ..ENGINEERS s.hi: Web Crippling Analysis Member: C6-158-20 Manufacturer: Generic; Yield = 33.0 KSI Configuration: Single Support^ Location 0.00 i 6.00 Location Bearing Width (in) 1.0' 1.0 ; Bearing Width (in) ' Reaction^ 20.0 20.0 Load Obs) Equation Number C3.4 - 1 C3.4 - 1 Equation Number Pa 2341T 234.9 Pa (Ibs). MX (K-in) 0.00 _i 0.00 i MX JK-in) Combined Bend-WC 0.10 0.10 Combined ! Bend-WC Stiffener i Required?! No I No Stiffener Required?Pt Load NOTE: Allowable web crippling and bending moment include 1/3 stress increase factor. Web Crippling Equations C 3.4 -1: Pa = t2kC3C4 (179 - 0.33h/t) [1 + 0.01 (N/t)] Where: Pa = Allowable concentrated load or reaction per web, Ibs 1.000 0.925 C3 = (1..33-0.33k) C4 = 0.50 <(1.15-0.15R/t)<=1 Fy = Design yield stress of the web h = Depth of flat portion of web k = Fy / 33 m = t/0.075 t = Web thickness R = Inside bend radius N = Bearing width, inches Ma = Allowable bending moment 33 KSI 5.827 inches 1.000 0.461 0.0346 inches 0.0519 inches 15.2209 K-in Combined bending and web crippling: 1.2 |P / Pa| + |M / Ma| <= 1.5 (Eq. C3.5 -1) WASSERMAN MEDIA STRUCTURAL oats: ENGINEERS sht Ak Overall Length of Beam: 14.58333ft. Axial Load: 0 KIPS Deflection Limit: 600.0 14:58333 MX (Max) Vx (Max) 1 Required Magnitude 4.785 K-in 0.109 KIPS 1.7742 inA4 Location 7.29 ft 0.00 ft 7.29 ft Span .Length (ftl Load (PLF) Moment (K-in) Lqcationjft) Defl. Fact, (inji Location(ft)' " ~~i " 14.58] 15.0 :~ 4.785' " 7.29! ""-0.5175! ' 7!29: Support ', Lqcationjft) MomentJK-in) Reaction (Ibs) 1" T 0.00j" ~ oro'dO: 109T375 2 14.58 0.000 109.375; WASSERMAN MEDIA PR I ME STRUCTURAL Date: ENGWEtRSsht Member: C6-158-18 Manufacturer: Generic Yield = 33.0 KSI Configuration: Boxed Dimensions Depth Flange Lip Bend t Punch Wlip Wflg Wweb BENDING = = =~ = = = — = 6.0000 1.6250 0.5000 0.0676 0.0451 1 .5000 0.3873 1.3995 5.7745 in in in in in in in in in Area Ix iy Rx Ry Cw Jx10E3 Xo Ro Beta = = = = = = = = = = ANALYSIS Grqss^Properties..._ - 4.64 in4 1.61 in4 2.28 in 1 .34 in 0.00 in6 0.00 in4 0.00 in 0.00 in 0.00 Loads and Axial: P = KxLx = KyLy = KtLt = Bending: MX = KLx = KLy = KLt = Bracing 0.00 KIPS 175.00 in 175.00 in 175.00 in 4.79 K-in 175.00 in 175.00 in 175.00 in Find effective section at stress Fy = 33.00 KSI eLip = 0.387 in; eWeb = 4.274 in; Sc = Eq. C3.1.1-1 Mn = SeFy = 51.01 K-in Eq. C3.1-1 Ma = Mn/1.67 = 30.37 K-in SHEAR ANALYSIS h/t > 1.38*(5.34*E/Fy)A.5. ThereforeVa= .53 Va = 2.65 KIPS 1.537 inA3 With 1/3 stress increase Ma = 40.50 K-in E * 5.34 * tA 3 / h With 1/3 stress increase = 3.54 KIPS WASSERMAN MEDIA I'V? STRUCTURAL D3te ENGINEERS sht: Member: C6-158-18 Location Support (ft) 1 "0.00" 2 14.58 Location PtLoad , (ft) __, Manufac Bearing Widjhjin) ~ 1.0" 1.0 Bearing Width (in) Web Crippling Analysis r: Generic Yield = 33.0 KSI Configuration: Boxed Reaction (Ibs) 109.4 109.4 Load ...» Equation Number C3.4 -1 C3.4 -J_ Equation Number Pa 314.3 314.3 Pa (Ibs) MX (K-Jn 0.00 0.00"MX (K-in) Combined _Bend-WC 0.21 0.21 Combined Bend-WC Stiffener Required? No No Stiffener ' Required? Web Crippling Equations C 3.4 -1: Pa = t2kC3C4 (179 - 0.33h/t) [1 + 0.01 (N/t)] Where: Pa = Allowable concentrated load or reaction per web, Ibs C3 = (1..33-0.33k) 1.000 C4 = 0.50 < (1.15-0.15R/t)<=1 0.925 Fy = Design yield stress of the web 33 KSI h = Depth of flat portion of web 5.774 inches 1.000 0.601 t = Web thickness 0.0451 inches R = Inside bend radius 0.0676 inches N = Bearing width, inches Ma = Allowable bending moment 30.3722 K-in k = Fy/33 m = t / 0.075 Combined bending and web crippling: 1.2 |P/Pa| + |M/Ma| <= 1.5 (Eq. C3.5-1) STRUCTURAL Date: ENGINEERS sht DEPTH REQUIREMENTS FOR EMBEDDED POLES Per Sec. 1805.7, 2007 C.B.C DESCRIPTION; CANTILEVER COLUMN ALLOWABLE LATERAL EARTH PRESSURES Allowable Passive Pressure = Maximum Allowable Passive Pressure = Does lateral restraint at ground surface exist? Load Duration Factor = 200 psf / ft of depth 1500 psf (For No Limit, enter "0") 1 (Y=1,N=0) 1.33 LOADING DATA Applied point load, P = Load height above base, h = Uniform lateral load = Distance from base to bottom = Distance from base to top = POLE TYPE (1 =ROUND, 2=RECTANGULAR): 1 POLE WIDTH NOMINAL TO FORCE : 24 in. 109.0 6.0 0.0 0.0 0.0 Ibs. ft. plf ft. ft. Point Load Moment @ base = Uniform Load Moment @ base = 654 ft-# 0 ft-# Total Moment = MINIMUM REQUIRED EMBEDMENT Non-Restrained : Depth = (A/2)*{1+SQRT(H-4.36*h/A)}= #N/A ft where A=2.34*P/(S1*b) Restrained : Depth = SQRT(4.25* P*h/S3*b) = 1.67 ft LATERAL PRESSURES Allowable @ 1/3 of Embedment = Actual @ 1/3 of Embedment = Allowable @ base of Embedment = Actual @ 1/3 of Embedment = Surface Restraint Force = 165 psf #N/A psf 496 psf 402 psf 585 # 654 ft-# •#{£^ !#vg!i-:^ &w,^ Y \\<L/0'i / uiui\r\L DatS'.. ENGINEERS sht: . 11,52--t-- V- 5 ^ !^1£ VstfX x £-'y ! PRIME Job: '. STRUCTURAL Date:. .ENGINEERS sue . ul. ROUND HSS & PIPE - SUBJECT TO FLEXURE AND AXIAL FORCE (LRFD DESIGN PER ANSI/AISC 360-05) DESCRIPTION: 2K9-350 EXIST. 5" STD PIPE DESIGN PROPERTIES: Shape = PipeSSTD E = Fy = A = D = t.design = 29000 35.00 4.03 5.56 0.24 ksi ksi in2 in in WEB CHECK (MAJOR AXIS): D/t= 23.10 Ap = 58.00 Ar = 256.86 COMPACT WEB APPLIED LOADS: Loads applied shall be in LRFD Axial, Pr= 31.7k Bending, Mx = 0.7 k-ft = 8 k-in Bending, My = 0.0 k-ft = 0 k-in CAPACITY: (KL/r), (KL/r)y Stress Increase : PIPE, <J>c' PIPE, Ob: 1.00 1.00 19.00 ft 19.00 ft 121.28 121.28 1.00 0.9 0.9 14.30 in 6.83 in3 5.14 1.88 F?,e Add'l Loads: (+ in 3-1 Direction) (+ in 4-2 Direction) PI-P2= P3=P4= DL 0.00k 0.00k 0.00k 0.00k LL 0.00k 0.00k 0.00k 0.00k e 0.00 in 0.00 in 0.00 in 0.00 in Pc= 0c-Pn= 59.8k Mcx= 0b-Mnx= 17.9 k-ft = 215 k-in Mcy= cpb-Mny= 17.9 k-ft = 215 k-in (Interpolate AISC Table 4-3) (See AISC Table 3-12 & 3-13) (See AISC Table 3-12 & 3-13) INTERACTION: Pr/Pc + (8/9)[Mr/Mc] =0.56 < 1 PipeSSTD... OK! PRIME Job; STRUCTURAL Da» ENGINEERS SM SEISMIC DESIGN CRITERIA PROJECTS; CBC 2007 2K9-350 Occupancy = 2 T.1604.5 Importance Factor, I = 1.00 ASCE7 T.1 1.5-1 Structure Type = OTHER ASCE7 T.12.8-2 CT = 0.020 x = 0.750 A - Bearinq Wall Systems __--------- a ----- 1 ----- -------- ---------- -- .- - - - • 13 - Light-framed walls sheathed with wood structural panels rated for shear resistance or stee[ sheets Response Mod. Factor, R = 6.50 ASCE7 T.1 2.2-1 System Overstrength Factor, Q0 = 3.00 ASCE7 T.1 2.2-1 Deflection Amplification Factor, Cd - 4.00 ASCE7T.12.2-1 Site Class = D T.1 61 3.5.2 Spectral Response, Ss = 1 .166 g Spectral Response, S, = 0.441 g Site Coefficient, Fa = 1 .033 Site Coefficient, Fv = 1.559 Soil Modified, SMS = FaSs = 1.205 Eq. 16-37 Soil Modified, SM1 = FVS, = 0.688 Eq.16-38 Design Spectral Response Acceleration Parameters (at 5% Damping): At Short Periods, SDS = *A Sms = 0.804 Eq.16-39 At 1-second Period, SD1 = % Sm1 = 0.458 Eq. 16-40 T0 = 0.2SD1/SDS= 0.1 14 sec ASCE71 1.4.5 Ts = S01/SDS = 0.570 sec ASCE7 1 1 .4.5 TL= 8.000 sec ASCE7 Fig. 22-15 FP=0.40SDSI W>0.1W= 0.321 * W ASCE7 12.1 1.1 Seismic Design Category = D T. 1613.5.6 Structural Limitations* = 65ft ASCE7 T.12.2-1 PRIME JOB: STRUCTURAL ENGINEERS RHT: WASSERMAN MEDIA GROUP 2052 CORTE DEL NOGAL, SUITE B CARLSBAD, CA92011 Conterminous 48 states 2005 ASCE 7 Standard Latitude = 33.1211517882331 Longitude = -117 . 27'76311635971 Spectral Response Accelerations Ss and SI Ss and SI = Mapped Spectral Acceleration Values Site Class B- Fa=1.0,Fv=1.0 Data are based on a 0.01 deg grid spacing Period Sa (sec) (g) 0.2 1.165 (Ss, Site Class B) 1.0 0.441 (SI, Site Class B) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 33.1211517882331 Longitude = -117.2776311635971 Spectral Response Accelerations SMs and SMI SMs = Fa x Ss and SMI = Fv x SI Site Class D - Fa = 1.034 ,Fv = 1.559 Period Sa (sec) (g) 0.2 1.206 (SMs, Site Class D) 1.0 0.687 (SMI, Site Class D) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 33.1211517882331 Longitude = -117.2776311635971 Design Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SD1 = 2/3 x SMI Site Class D - Fa = 1.034 ,Fv = 1.559 Period Sa (sec) (g) 0.2 0.804 (SDs, Site Class D) 1.0 0.458 (SD1, Site Class D) PRIME Job: STRUCTURAL i ENGINEERS SE/SMIC BASE SHEAR Per ASCE 7-05 Design Criteria: Site Class = D Struct. Type = Other Occ. Categ. = 2 SDS = 0.804 C, = 0.020 R = 6.50 S01 = 0.458 x= 0.750 1=1.00 hn = 20.00 ft Fundamental Period, Ta (Per ASCE 7-05 §12.8.2.1): T~=C,-hn x= 0.189 sec Seismic Response Coefficient (Per ASCE 7-05 §12.8.1.1): CT= SDS/[R/I] = 0.124 «- GOVERNS CS.max= SD1/[T-R/I)= 0.373 Cs.min= 0.044-SOS-I = 0.035 M^ f»e. O^P^J V = 0.124 W P RIME Job: , STRUCTURAL Dato: ENGINEERSsht * 0.1 V-f 2-7-. f T t T T '•nxm t t t t E/W w - /-7.V DL It" Jf- tOt l*f$ ^'/l,) °i.'(. to. ENGINEERS sht V^U Jf, fir"- PRIME Job: STRUCTURAL Date EcliS-Sh 6 F c? A/i ftfW M/t7t- gA fUTg* Of PRIME STRUCTURAL DATR: ENGINEERS FRAMING @ CONFERENCE ROOM 10/22/09 -ul2vOsOb3T (8U (slpl2vlsOb4148TBEAM ANALYSIS PROGRAM (Slp9vlsOb4148T (5.43) (8U (sOplO SPAN LENGTH = 7.75 ft (Simple Span) UNIFORM LOADS (k/ft & ft) wd wl XI X2 0.017 0.000 REACTIONS LOAD Dead Live Total 0.020 0.424 (k) 0.00 2.63 LEFT 0.066 0.607 0.673 7.75 5.13 RIGHT 0.066 0.608 0.673 47 uU.w, MAXIMUM FORCES V max = 0.673 k @ 7.75 ft M max = 2.000 kft @ 3.88 ft DEFLECTIONS LOAD Total Live Dead (El = kinA2) Defl (in) 19916/EI 18537/EI 1380/EI X (ft) 3.87 3.88 midspan 2-r:" TOTAL Defl El L / 180 L / 240 L / 360 LIVE Defl 38548 51397 77096 El L/ 240 L / 360 L / 480 47836 71755 95673 K-S.T •7.7?' PRIME Job: STRUCTURAL ENGINEERS AXIAL & BENDING fSAWN MEMBERS) (2005 NDS - Allowable Stress Design) DESCRIPTION: DRAG @ LN $g JV' STUD PROPERTIES APPLIED LOADS: Species = Stud Width, b = Stud Depth, d = Effective Length. lex = Effective Length, ley = Section Modulus, Sx = Section Area, A - Wet Service = Temp = DF-L #2 3.500 in 7.250 in 7.750 ft x ' 7.750 ft 30.661 in3 — x 25.375 in2 ,. ^ No ' >I -f T<100° P= 1600.00 Ib M = 2000.00 Ib-ft fc= 63.05 psi fb= 782.74 psi AXIAL CAPACITY [§3.6, 4.3]:E'mln CALCULATION [§4.3]: Fc = C0 = CM =c,= CF = C; = CP = F'c = 1350 psi 1.600 1.000 1.000 1.050 1.000 0.277 627 psi F*e FOE FCE.X FcE.y FCE c > 63.05 psi ... = 2268 psi = 0.822-E'min/(le/d)J = 2897 psi = 675 psi = 675 psi = 0.800 .OK Emin = 580000 psi CM= 1.000 C,= 1.000 C|= 1.000 E'min = 580000 psi FLEXURAL CAPACITY [§3.3, 4.3]: Fb = 900 psi C0= 1.000 CM= 1.000 C,= 1.000 CL= 0.995 CF = 1.300 Cfu = 1.000 C, = 1.000 Cr= 1.000 Fb= 1164 psi F*b= 1170 psi RB = V(led/b2) = 7.419 FbE= 1.2-E'min/RB2 = 12645 psi COMBINED STRESSES [§3.9.2]: (fc/F'c)2= 0.010 U/fFVO-fc/Fce)] =0.687 c/F'c)2+fb/[FV(1-fc/FcE)] -0.697 Combined Stress Check OK > 782.74 psi... OK 091022 g PRIMED: STRUCTURAL Date: ENGINEERS sut: V -- 1 . 5/0 3=3=l__f_fc.Mo* c-V y V a I,.- * <5hi," j/ > 0. V '/j "i < i-i STRUCTURAL Date: ENGINEERSsht: pb " t / V a g^/e. ^ tfr post g - o - -\. - 5. PRIME Job: STRUCTURAL Date: ENGINEERS sht f PR I ME Job: STRUCTURAL Date:l3fc ENGINEERS sht- i}£ Ctfgt*- V' 2,70 Jf. i (0 <£ = O -- < li:l(}.'-rrlf)* l. OUT - PR! ME Job: 2±S2 STRUCTURAL Date: J0£>L ENGINEERSsnt: U4 t ^.^j - 1,0 /Jo ^M * '•« /-? ic,w ' /.o SILL PLATE ANCHOR BOLT DESIGN - Seismic Application (Anchor Bolt Connection to Concrete) PRIME Job; STRUCTURAL ENGINEERS Job ff: 2K9-350 Description: WASSERMAN MEDIA Bolt Type = | ASTM F 1554-36 Diameter = 0.625" fula = 58.00 ksi Wood Type= DFL(G=0.50) j_^ SillThk = 1.50" (Actual Thickness) Sill Width = 3.50" (Actual Width) Embed = Spacing = Design Loads: Ve = 36.00 6.00" 48.00" ksi of 385 1.00 1.540 plf(LRFD) kips (LRFD) Force to Grain = Wet Service Factor, Cra = Temperature Factor, C, = Time Effect Factor, A = Concrete Parallel 1.00 1.00 1.00 2500 9.00 Cracked psi in DESIGN Steel Strength of Anchor in Shear Ase= 0.23 sq.in Vsa = 0.6'Ase-futa = 7.86 kips <J>VM= 5.11 Design Governed by Sill Plate Connection Strength = 2.005 kips Vb= 1.540 kips % Over = 0.00% Concrete Prvout Strength in Shear Sill Plate Strength in Shear A'vico 324.00 324.00 1.00 1.00 17.64 2.00 35.27 24.69 sq. in sq. in kips 17.64 kips <wsp = Z/; = Cm= C,= A= KF= cm-c, -A-KF = 928 1.00 1.00 1.00 2.16 2.01 Ibs kips kips Concrete Breakout Strength in Shear // to Edge AVCO= 364.50 AVc = 364.50 red.v '1.00 1.00 11.32 dMode L 1. II "In, III. IV ASD 7031 1313 2514 2866 928 1197 plf Plf plf plf plf plf kips 22.65 kips 4>Vb= 15.85 0.75***Vn = 3.83 kips '••?' '• STRUCTURAL Date-. I.?/ UK X / " e. V- PRIME Job: ^ENGINEERS LOAD COMBINATIONS FOR GRADE BEAM DESIGN (PER 2007 CBC & ASCE 7-05) GRADE BEAM AT i ASD DESIGN: UNIFORM LOAD D + L + Lr W, . W2 = W3 = 0.22 I 0.00 i 0.00 ' W4 = 0.00 -; PI.4.53 ! P2 = 0.00 | P3 = , 0.00 1 D + L + E/1 .4 0.9D + E/1.4 0.22 0.17 0.00 0.00 0.00 0.00 0.00 0.00 4.53 0.68 0.00 0.00 0.00 0.00 0.804 Pe1/L4 =0.00 Pez/M = | 0.00 P83/i.4 = : o.oo Pe4/i.4 = I Pe5/1.4 = P - II 0.00 0.00 0.00 2.54 2.54 0.00 ' 0.00 0.00 0.00 0.00 0.00 0.00 ; 0.00 0.00 0.00 LRFD DESIGN: UNIFORM LOAD ' 1.2D + 1.6L + 0.5Lr W, . W2 = 0.28 0.00 (1.2+0.2SDs)D+f,L + 0.27 0.00 W3i j 0.00 0.00 W4 = W5 = PI = P2 = 0.00 0.00 6.94 2.91 0.00 0.00 0.00 0.00 E ,' (0.9-0.2SDS)D + E > 0.14 | 0.00 i o.oo f 0.00 ! 0.56 ! o.oo | 0.00 Pel = ! 0.00 Pe2 = [ 0.00 Pe3 = ] 0.00 Pe4 = 0.00 Pe5 = , 0.00 Pe6 = 0.00 3.56 0.00 0.00 0.00 0.00 0.00 3.56 0.00 0.00 0.00 o.oo 0.00 PRIME Job: ? STRUCTURAL Dat ENGINEERS SM: GRADE BEAM DESIGN - SOIL BEARING PRESSURE (Per 2007 CBC & ACI 318-05) DESCRIPTION: DESIGN CRITERIA: ! LINE D LOAD Length = Width = Thk = 9.41ft 1 .50 ft 1.50ft f c = 2500 psi fy = 60.00 ksi Conc.Wt= 0.150 kef h-d = 4.00 in d = 14.00 in COMBINATIONS: LC1 = LC2 = LC3 = LC4 = LC5 = DIST. LOADS: POINT w1 - w3 = W4 = w6 = w7 = w8 = w9 = w10 = LOADS: P1 = P2 = P3 = P4 = D + L + Lr D + L + E/1.4 D + L-E/1.4 0.9D + E/1.4 0.9D-E/1.4 LC1 0.22 klf LC1 4.53k 4.53k LC2 LC3 LC4 LC 5 0.22 klf 0.22 klf 0.17 klf 0.17 klf LC2 LC3 LC4 LC 5 4.53k 4.53k 0.68k 0.68k 4.53k 4.53k 0.68k 0.68k 2.54 k -2.54 k 2.54 k -2.54 k -2.54k 2.54k -2.54k 2.54k x1 (ft) x2 (ft) 1.50ft 7.91ft x(ft) 1.50ft 7.91ft 1.50ft 7.91 k P6 = P9 = P10 = APPLIED MOMENTS: M1 = M2 = M3 = M4 = SOIL RESULTS: Result. Force = x = Eff. Ftg. L = Q.max = Q.min = MAXIMUM FORCES: V.max = M.max = M.min = LC1 LC1 13.65k 4.71ft 9.41ft 0.97 ksf 0.97 ksf LC1 2.86k 1.24'k -3.33' k LC2 LC2 13.65k 3.51ft 9.41ft 1 70 ksf 0.23 ksf LC2 4.00k 2.34' k -3.331 k LC3 LC3 13.65k 5.90ft 9.41 ft 1 .70 ksf 0.23 ksf LC3 4.00k 2.34' k -3.33' k LC4 LC4 5.63k 1.81ft 5.43ft 1 .38 ksf 0.00 ksf LC4 2,13k 1.73'k -0.37' k LC 5 x (ft) LC5 5.63k 7.60ft 5.43ft 1.38 ksf < \fW*Yl ~1"°uF 0.00 ksf LC5 2.13k 1.73'k -0.371 k PRIME Job:STRUCTURAL ENGINEERS sw: U1 GRADE BEAM DESIGN - REINFORCEMENT (Per 2007 CBC & ACI 318-05) DESCRIPTION: @ LINE D DESIGN CRITERIA: fc = 2.50 ksi ct>v = 0.75 fy = 60.00 ksi 0b = 0.90 b= 18.00 in L.F. = 1.40 h= 18.00 in d = 14.00 in SHEAR DESIGN: Vu= 4.00k 1.4-Vu=5.60k Vc = 25.20 k <DVc= 18.90k Vs = 0.00 k < Vs Max = 100.80 k Stirrups are Optional Av.min = 0.18inVft #3 Stirrups at 14.67 in #4 Stirrups at 26.67 in FLEXURAL DESIGN: P, = 0.85 As min = 0.84 in2 As.max = 3.25 in2 M.max = 2.34' k M.min = -3.33' k 1.4-M.max = 3.27' k 1.4-M.min = -4.67' k As.req = 0.07 in* As.req = 0.10 in* Bottom Steel Top Steel Bars Spacing Bars Spacing 2#4@ 10.00 in 2#4@ 10.00 in 2#5@ 10.00 in 2 #5 @ 10.00 in ^ , „ 2#6@ 10.00 in 2#6@ 10.00 in ^g °'B °)'5 ) 2#7@ 10.00 in 2 #7 @ 10.00 in , 2#8@ 10.00 in 2#8@ 10.00 in ^' ^ ^ e 2#Q@ 10.00 in 2#9@ 10.00 in PRIME Job: STRUCTURAL n ENGINEERS she LOAD COMBINATIONS FOR GRADE BEAM DESIGN (PER 2007 CBC & ASCE 7-05) GRADE BEAM AT D.4 (1)SDS 0.804 ASP DESIGN: UNIFORM LOAD D + L + Lr W, = 0.89 W2 = 0.00 W3= ~ ~ 0.00 W4 = 0.00 PI = 1.35 P2 = 0.00 P3 = 0.00 D + L + E/1.4 0.89 0.00 ~~Q.QQ~ 0.00 1.35 0.00 0.00 I 0.9D + E/1.4 I 0.22 , 0.00 I ~ o.ocT ~~ 0.00 | 0.23 0.00 ! o.oo e1/1.4 = Pe2/1.4 = Pe3/1.4 = Pe4/1.4 = Pe5/1.4 = 4 Pee/1 .4 = 0.00 0.00 0.00 0.00 0.00 0.00 II I" 1 I 1.14 0.00 0.00 0.00 0.00 0.00 1.14 | 0.00 0.00 I 0.00 ! o.oo 0.00 LRFD DESIGN: UNIFORM LOAD 1.2D + 1.6L + 0.5Lr (1.2+0.2SDS)D + f,L + E W, = 1.32 0.66 W2= : 0.00 j 0.00 W3 = 0.00 0.00 W4 = 0.00 i 0.00 W5 = 2.06 0.90 P! = 0.00 0.00 P2= : 0.00 ; 0.0.0 (0.9-0.2SDS)D + E 0.18 0.00 0.00 0.00 0.19 0.00 0.00 P.1.0.00 1.60 Pe2= 0.00 ' 0.00 Pe3 =0.00 Pe4 = ' 0.00 Pe5 = ' 0.00 Pe6 = , 0.00 0.00 0.00 0.00 0.00 1 i o 0 I ° I 0\ I 0 60 00 00 00 00 00 PRIME Job; STRUCTURAL n^ ENGINEERS She GRADE BEAM DESIGN - SOIL BEARING PRESSURE (Per 2007 CBC & AC! 318-05) DESCRIPTION: DESIGN CRITERIA: GB@LND.4(1) Length = Width = Thk = 9.42ft 1.50ft 1.50ft fc = fy = Cone. Wt = 2500 psi h-d = 4.00 in 60.00 ksi d = 14.00 in 0.150 kef LOAD COMBINATIONS: LC1 = LC2 = LC 3 = LC4 = LC5 = DIST. LOADS: w1 = w2 = w3 = w4 = w5 = w6 = w8 = w9 = w10 = POINT LOADS: P1 = P2 = P3 = P4 = P5 = P6 = P7 = P8 = P9 = P10 = APPLIED MOMENTS: M1 = M2 = M3 = M4 = SOIL RESULTS: Result. Force = x = Eff. Ftg. L = Q.max = Q.min = MAXIMUM FORCES: V.max = M.max = M.rnin = D + L + Lr D + L + E/1 .4 D + L-E/1.4 0.9D + E/1.4 0.9D-E/1.4 LC1 0.89 klf LC1 1.35k LC1 LC1 12.02k 5.18ft 9.42ft 1.11 ksf 0.59 ksf LC1 0.69k 0.23' k -0.57' k LC 2 LC 3 0.89 klf 0.89 klf LC 2 LC 3 1.35k 1.35k -1.14k 1.14k 1.14k -1.14k LC 2 LC 3 LC 2 LC 3 12.02k 12.02k 5.98 ft 4.38 ft 9.42 ft 9.42 ft 1.54 ksf 1.03 ksf 0.16 ksf 0.67 ksf LC 2 LC 3 1.50k 0.58k 0.82'k 0.14'k -1.17'k -0.47' k LC 4 LC 5 x1 (ft) x2 (ft) 0.22 klf 0.22 klf 0.50ft 8.92ft LC 4 LC 5 X (ft) 0.23 k 0.23 k 8.92 ft -1.14k 1.14k 0.50ft 1.14k -1.14k 8.92ft LC 4 LC 5 x (ft) LC 4 LC 5 5.26 k 5.26 k 6.72 ft 3.07 ft 8.11 ft 9.21 ft r /t, ,,- 0.87 ksf 0.76 ksf <V^ N?C «) ; t-°Nr. 0.00 ksf 0.00 ksf LC 4 LC 5 0.96 k 0.74 k 0.83' k 0.58' k -0.61' k -0.53' k PRIME Job; STRUCTURAL Date: ENGINEERS Shr. GRADE BEAM DESIGN - REINFORCEMENT (Per 2007 CBC & ACI 318-05) DESCRIPTION: GB @ LN D.4 (1) DESIGN CRITERIA: fc = 2.50 ksi fy = 60.00 ksi b= 18.00 in h = 18.00 in d= 14.00 in cfcv = 0.75 *b= 0.90 L.F. = 1.40 SHEAR DESIGN: Vu = 1.50 k 1.4-Vu= 2.11 k Vc = 25.20 k <Wc = 18.90 k Vs = 0.00 k <VsMax= 100.80k Stirrups are Optional */ Av.min= 0.18in2/ft #3 Stirrups at 14.67 in #4 Stirrups at 26.67 in FLEXURAL DESIGN: (3, - 0.85 As min = 0.84 in2 As.max = 3.25 in2 M.max = 0.831 k 1.4-M.max= 1.16'k As.req = 0.02 in2 Bottom Steel Bars 2#4@ 2#5@ 2#6@ 2#7@ 2#8@ 2#9@ 10.00 in 10.00 in 10.00 in 10.00 in 10.00 in 10.00 in M.min= -1.17'k 1.4-M.min= -1.64'k As.req = 0.03 in2 Top Steel Bars 2#4@ 2#5@ 2#6@ 2#7@ 2#8@ 2#9@ Spacing 10.00 in 10.00 in 10.00 in 10.00 in 10.00 in 10.00 in Ifc e r*p &D.I/STRUCTURAL Date: ENGINEERS sht: V * <•"' Is OS' .p« ^ ft * .as ^' e PRIME Job: STRUCTURAL ** ENGINEERS sht: LOAD COMBINATIONS FOR GRADE BEAM DESIGN (PER 2007 CBC & ASCE 7-05) GRADE BEAM AT D.4 (2)0.804 ASP DESIGN: UNIFORM LOAD W, = W2 = W3 = W4 = PI = p P3 = D + L + Lr 0.50 0.00 0.00 0.00 0.48 0.00 0.00 D + L + E/1.4 0.50 0.00 0.00 0.00 0.48 0.00 0.00 0.9D + E/1.4 0.22 0.00 r o.oo 0.00 0.09 0.00 0.00 P.1/M = 0.00 Pe^.4 = 0.00 Pea/i.4 = 0.00 Pe4/i.4 = 0.00 Pe5/1.4 = 0.00 Pe6/1.4 = 0.00 J 1.16 j 0.00 ; o.oo I o.oo j 0.00 | 0.00 1.16 0.00 0.00 0.00 0.00 0.00 LRFD DESIGN: UNIFORM LOAD W, = W2 = W4 = 1 .20 + 1 .6L + O.SLr (1 .2+0.2SDS)D + f,L + E J (0.9-0.2SDS)D + E 0.71 0.00 0.00 0.46 ! 0.18 0.00 0.00 0.00 0.00 0.00 ! 0.00 0.00 W5 = 0.73 0.33 PI = P2 = 0.07 0.00 0.00 0.00 0.00 | 0.00 0.00 Pe1 = ' 0.00 Pe2 = | 0.00 Pe3 = 0.00 Pe4 = 0.00 Pe5 = I 0.00 Pe6 = i 0.00 1.63 0.00 0.00 0.00 r o.oo 0.00 1.63 0.00 0.00 0.00 0.00 0.00 PRIMESTRUCTURAL ENGINEERS she GRADE BEAM DESIGN - SOIL BEARING PRESSURE (Per 2007 CBC & ACI 318-05) DESCRIPTION: DESIGN CRITERIA: GB @ LN D.4 (2) Length = 9.25 ft Width = 1.50ft Thk = 1.50 ft LOAD COMBINATIONS: fc = 2500 psi fy = 60.00 ksi Cone, Wt= 0.150 kef h-d = 4.00 in d= 14.00 in LC 1 = D + L + Lr LC 2 = D + L + E/1 .4 LC 3 = D + L - E/1 .4 LC4= 0.9D + E/1.4 LC5 = 0.9D-E/1.4 D1ST. LOADS:LC1 LC2 LC3 LC4 LC5 x1(ft)x2fft) W1 = w2 = w3 = w4 = w5 = w6 = w7 = w8 = w9 = w10 = POINT LOADS: P1 = P2 = P3 = P4 = P5 = P6 = P7 = P8 = P9 = P10 = APPLIED MOMENTS: M1 = M2 = M4 = SOIL RESULTS: Result. Force = x = Eft. Ftg. L = Q.max = Q.min = MAXIMUM FORCES: V.max = M.max = M.min = 0.50 klf LC1 0.48k LC1 LC1 7.81 k 4.93ft 9.25ft 0.68 ksf 0.45 ksf LC1 0.26k 0.16' k -0.20' k 0.50 klf LC2 0.48k -1.08k 1.08k LC2 LC2 7.81 k 6.10ft 9.25ft 1.10 ksf 0.02 ksf LC2 1.13k 0.70' k -0.92' k 0.50 klf LC3 0.48k 1.08k -1.08k LC3 LC3 7.81 k 3.77ft 9.25ft 0.88 ksf 0.25 ksf LC3 0.62k 0.52' k -0.38' k 0.22 klf LC4 0.09k -1.08k 1.08k LC4 LC4 5.06k 6.53ft 8.17ft 0.83 ksf 0.00 ksf LC4 0.90k 0.74' k -0.66' k 0.22 klf 0.50ft 8.92ft LC 5 x (ft) 0.09k 8.92ft 1.08k 0.50ft -1.08k 8.92ft LC 5 x (ft) LC5 5.06k 2.94ft 8.81 ft r 0.77 ksf < ^ $ M" (*/*) " 2- ° tsf 0.00 ksf LC5 0.88k 0.77' k -0.42' k PRIME Job; STRUCTURAL D* ENGINEERS sw: GRADE BEAM DESIGN - REINFORCEMENT (Per 2007 CBC & ACI 318-05) DESCRIPTION: GB @ LN D.4 (2) DESIGN CRITERIA: fc = 2.50 ksi Ov = 0.75 fy = 60.00 ksi 0>b = 0.90 b= 18.00 in L.F. = 1.40 h = 18.00 in d= 14.00 in SHEAR DESIGN: Vu= 1.13k 1.4-Vu= 1.59k Vc = 25.20 k 4>Vc= 18.90k Vs= 0.00k <Vs Max=/-100.80k Stirrups are Optional •* Av.min = 0.18 in2/ft #3 Stirrups at 14.67 in #4 Stirrups at 26.67 in FLEXURAL DESIGN: (3, = 0.85 As min = 0.84 in2 As.max = 3.25 in2 M.max = 0.77'k M.min = -0.92' k 1.4-M.max= 1.08'k 1.4-M.min = -1.29' k As.req = 0.02 in2 As.req = 0.03 in2 Bottom Steel Top Steel Bars Spacing Bars Spacing 2#4@ 10.00 in 2#4@ 10.00 in 2#5@ 10.00 in 2#5@ 10.00 in 2#6@ 10.00 in 2#6@ 10.00 in 2#7@ 10.00 in 2#7@ 10.00 in 2#8@ 10.00 in 2#8@ 10.00 in 2#9@ 10.00 in 2#9@ 10.00 in PRIME Job; STRUCTURAL D ENGINEERS sw: LOAD COMBINATIONS FOR GRADE BEAM DESIGN (PER 2007 CBC & ASCE 7-05) GRADE BEAM AT N/S DIRECTION ->DS 0.804 ASP DESIGN: UNIFORM LOAD W, , D-t-L + Lr D+L+E/1.4 0.9D + E/1.4 0.53 0.53 0.22 W2 = 0.00 ; 0.00 0.00 W3 = ; 0.00 0.00 0.00 W4 = ! 0.00 0.00.... ^ __^ P2 = 1 Ps= ~T 0.00 1.25 1.25 j 0.09 0.00 i 0.00 0.00 0.00 ' 0.00 0.00 Pe1/V4 = Pe2/l.4 = ! P«3/1.4 . I 64/1.4 = D I"e5/1.4 = | Pe6/1.4 = | 0.00 o.oo 0.00 0.00 0.00 o.oo 2.00 0.00 0.00 0.00 0.00 0.00 1 2 0 0 0 : 0 : o 00 00 00 00 00 00 LRFD DESIGN: UNIFORM LOAD 1 .2D + 1 .6L + O.SLr (1 .2+0.2Sos)D + ^L + E ' (0.9-0.2SDS)D + E W, = ' 0.74 0.47 0 W2 = | 0.00 0.00 0 w3 = i o.oo o.oo ; o W4 = i 0.00 0.00 0 18 00 00 00 W5= 1.96 0.71 0.07 P, = 0.00 0.00 0 P2= 0.00 0.00 I 0 00 00 Pel = j 0.00 Pe2 = 0.00 Pe3 = . 0.00 Pe4 = ! 0.00 P85 = 0,00 Pe6 = ' 0.00 2.80 0.00 0.00 0.00 0.00 0.00 2.80 0.00 0.00 0.00 0.00 0.00 PRIME Job: STRUCTURAL ENGINEERS lojf li- lof* GRADE BEAM DESIGN - SOIL BEARING PRESSURE (Per 2007 CBC & ACI 318-05) DESCRIPTION: DESIGN CRITERIA: GB @ N/S DIRECTION Length = Width = Thk = 11.25ft 1.50ft 1.50ft fc = ty = Cone. Wt = 2500 psi 60.00 ksi 0.150 kef h-d = 4.00 in d= 14.00 in LOAD COMBINATIONS: LC 1 = LC2 = LC3 = LC4 = LC5 = DIST. LOADS: w1 = w3 = w4 = w5 = w7 = w8 = w9 = w10 = POINT LOADS: P1 = P2 = P3 = P4 = P5 = P6 = P7 = P9 = P10 = APPLIED MOMENTS: M1 = M2 = M3 = SOIL RESULTS: Result. Force = x = Eft. Ftg.L = Q.max = Q.min = MAXIMUM FORCES: V.max = M.max = M.min = D + L -i- Lr D + L + E/1 .4 D + L-E/1.4 0.9D + E/1 .4 0.9D-E/1.4 LC1 0.53 klf LC1 1.25k LC1 LC1 10.48 k 6.24ft 11.25ft 0.82 ksf 0.42 ksf LC1 0.79k 0.11'k -1 .02' k LC 2 LC 3 0.53 klf 0.53 klf LC 2 LC 3 1.25k 1.25k -2.00 k 2.00 k 2.00 k -2.00 k LC 2 LC 3 LC 2 LC 3 10.48k 10.48k 8.19ft 4.28ft 9.17ft 11.25ft 1.52 ksf 1.07 ksf 0.00 ksf 0.1 8 ksf LC 2 LC 3 2.26k 1.36k 1.90'k 0.54' k -2.15'k -1.52'k LC4 0.22 klf LC4 0.09k -2.00 k 2.00 k LC4 LC4 6.14k 9.04ft 6.64ft 1 .23 ksf 0.00 ksf LC4 1.81 k 2.97' k -0.73' k LC 5 x1 (ft) x2 (ft) 0.22 klf 0.50ft 10.75ft LC 5 x (ft) 0.09k 10.75ft 2.00k 0.50ft -2.00k 10.75ft LC 5 x (ft) LC5 6.14k 2.36ft 7.09ft f 1.16 ksf ^.H-yMfw * t-a kff 0.00 ksf LC5 1.72k 2.68' k -0.78' k PRIME Job: STRUCTURAL n ENGINEER aw. GRADE BEAM DESIGN - REINFORCEMENT (Per 2007 CBC & ACI 318-05) DESCRIPTION: GB @ N/S DIRECTION DESIGN CRITERIA: fc = 2.50 ksi Ov = 0.75 fy = 60.00 ksi Ob = 0.90 b= 18.00 in L.F. = 1.40 h= 18.00 in d= 14.00 in SHEAR DESIGN: Vu = 2.26 k 1.4-Vu= 3.16k Vc = 25.20 k 0Vc= 18.90k Vs= 0.00k <VsMax7 100.80k Stirrups are Optional *s Av.min= 0.18in!/ft #3 Stirrups at 14.67 in #4 Stirrups at 26.67 in FLEXURAL DESIGN: P! = 0.85 As min = 0.84 in2 As.max = 3.25 in* M.max=2.97'k M.min = -2.15' k 1.4-M.max=4.15'k 1.4-M.min= -3.02'k As.req = 0.09 in2 As.req = 0.06 in2 Bottom Steel Top Steel Bars Spacing Bars Spacing 2#4@ 10.00 in 2#4@ 10.00 in 2#5@ 10.00 in 2#5@ 10.00 in 2#6@ 10.00 in 2#6@ 10.00 in 2#7@ 10.00 in 2 #7 @ 10.00 in 2#8@ 10.00 in 2#8@ 10.00 in 2#9@ 10.00 in 2#9@ 10.00 in M'-2"X \*'C X I'-4 _r FOR REFERENCE ONLY BUILT RedBuilt, LLC 5088 Edison Ave. Chino, CA 91710 P: 909.465,1215 F: 909.627.3627 www. redbuilt.com RedBuilt Calculations Date: Project: Location: Job No.: 10/28/2009 Wasserman Media Carlsbad, CA 09-036728 The professional engineer's seal on this letter is to confirm the RedBuilt products identified on the attached calculation(s) are designed to support the loads shown for the span(s) and spacing(s) indicated. The attached calculation(s) assumes that adequate detailing has been performed by others in accordance with RedBuilt recommendations. 1 have only reviewed the RedBuilt calculation(s). I have not reviewed the project construction documents or any other project information. The design loads, span(s) and spacing(s) were provided by others. If this information is incorrect or incomplete, notify your RedBuilt Technical Representative, Dave Newman at (949) 630-9551, immediately. The suitability and application of the identified RedBuilt products for this project are the responsibility of the Design Professional of Record. Calculation(s) included: - Type(s): 10'-3" & 8'-0" long 11.88" TJI L65 @ 16" o/c RedBuilt™ Product Approvals: RedLam™ ESR 2993, Red-I™ Joists: ESR 2994, Open-web trussesMedS eve FOR REFERENCE ONLY 11 7/8" TJI®/L65 @ 16" o/c TJ-BeamS 6.30 Serial Number: 7003000174user 3 10/28/200923640PM TH|S PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 1 Engine Version: 6.30.14 CONTROLS FOR THE APPLICATION AND LOADS LISTED mF Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Office Bldgs - Offices (psf): 50.0 Live at 100 % duration, 13.0 Dead, 15.0 Partition SUPPORTS: 1 Stud wall 2 Stud wall Input Bearing Vertical Reactions (Ibs) Detail Width Length Live/Dead/Uplift/Total 3.50" 3.50" 342/191/0/533 End, TJI Blocking 3.50" 3.50" 342 /191 / 0 / 533 End, TJ I Blocking Other 1 Ply 11 7/8"TJI®/L65 1 Ply 11 7/8" TJK&/L65 DESIGN CONTROLS: Shear (Ibs) Vertical Reaction (Ibs) Moment (Ft-Lbs) Live Load Defl (in) Total Load Defl (in) TJPro Maximum 1000 995 1257 Design 1000 995 1257 0.039 0.061 Control 1925 1885 6750 0.246 0.492 Result Passed (52%) Passed (53%) Passed (19%) Passed (L/999+) Passed (L/999+) 64 30 Passed Location Rt. end Span 1 under Concentrated loading Bearing 2 under Concentrated loading MID Span 1 under Floor (Primary Load Group) loading MID Span 1 under Alternate Deflection Criteria MID Span 1 under Floor (Primary Load Group) loading Span 1 -Deflection Criteria: MINIMUM(LL:L/360,TL:L/240,ALT:L/480@50.0 psf). -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 8' 5" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -2000 Ibs concentrated load requirements for standard non-residential floors have been considered for reaction and shear. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by iLevel®. Allowable product values shown are in accordance with current iLevel® materials and code accepted design values. The specific product application, input design loads and stated dimensions have been provided by others ( . ), have not been checked for conformance with the design drawings of the building, and have not been reviewed by iLevel® Engineering. -THIS ANALYSIS FOR iLevel® PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the iLevel® Custom product listed above. PROJECT INFORMATION: Wasserman Media OPERATOR INFORMATION: Dave Newman Redbuilt 110 Irvine Bl., #690 Tustin, CA 92780 Phone: 949-630-9551 Fax : 949-743-1746 DNewman@Redbuilt.com Copyright © 2007 by iLevel®, Federal Way, WA. TJI® and TJ-Beam® are registered trademarks of iLevel e-I Joist™, Pro™ and TJ-Pro™ are trademarks of iLevel<S eve TJ-Beam8 6.30 Serial Number: 7003000174 User: 3 10/28/20092:37:49 PM Page 1 Engine Version: 6.30.14 FOR REFERENCE ONLY 11 7/8" TJI®/L65 @ 16" O/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Office Bldgs - Offices (psf): 50.0 Live at 100 % duration, 13.0 Dead, 15.0 Partition SUPPORTS: 1 Stud wall 2 Stud wall Input Bearing Vertical Reactions (Ibs) Detail Width Length Live/Dead/Uplift/Total 3.50" 3.50" 267/149/0/416 End, TJI Blocking 3.50" 3.50" 267/149/0/416 End, TJI Blocking Other 1 Ply 11 7/8" TJK9/L65 1 Ply 11 7/8"TJI®/L65 DESIGN CONTROLS: Shear (Ibs) Vertical Reaction (Ibs) Moment (Ft-Lbs) Live Load Defl (in) Total Load Defl (in) TJPro Maximum 1000 995 748 Design 1000 995 748 0.017 0.026 67 Control 1925 1885 6750 0.190 0.379 30 Result Passed (52%) Passed (53%) Passed (11%) Passed (L/999+) Passed (L/999+) Passed Location Rt. end Span 1 under Concentrated loading Bearing 2 under Concentrated loading MID Span 1 under Floor (Primary Load Group) loading MID Span 1 under Alternate Deflection Criteria MID Span 1 under Floor (Primary Load Group) loading Span 1 -Deflection Criteria: MINIMUM(LL:L/360,TL:L/240,ALT:L/480@50.0 psf). -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 8' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -2000 Ibs concentrated load requirements for standard non-residential floors have been considered for reaction and shear. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by iLevel®. Allowable product values shown are in accordance with current iLevel® materials and code accepted design values. The specific product application, input design loads and stated dimensions have been provided by others ( ), have not been checked for conformance with the design drawings of the building, and have not been reviewed by iLevel® Engineering. -THIS ANALYSIS FOR iLevel® PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the iLevel® Custom product listed above. PROJECT INFORMATION: Wasserman Media Copyright © 2007 by iLevel®, Federal Way, WA. TJI® and TJ-Bean® are registered trademarks of iLevel e-I Joist™,Pro™ and TJ-Pro™ are trademarks of iLevel® OPERATOR INFORMATION: Dave Newman Redbuilt 110 Irvine Bl., #690 Tustin, CA 92780 Phone : 949-630-9551 Fax : 949-743-1746 DNewman@Redbuilt.com TITLE 24 WASSERMAN MEDIA GROUP 2052 CORTE DEL NOGAL, STE B CARLSBAD, CA 92011 BTA Engineers, Inc. Mechanical Plumbing Energy Consultants 5125 Convoy Street, Suite 212 San Diego, CA921JJ 858-715- CERTIFICATE OF COMPLIANCE (Parti of 3) MECH-1-C PROJECT NAME UASSERMAN MEDIA GROUP PROJECT ADDRESS 2052 CORTE PEL NQ6AL, 5TE B, CARLSBAD, CA PRINCIPAL DESIGNER-MECHANICAL BTA ENGINEERS. INC. DOCUMENTATION AUTHORBTA ENGINEERS. INC. GENERAL INFORMATION 92011 TELEPHONE 858 - 115 - 6601 TELEPHONE 856 - 115 - 6613 DATE 10/22/09 Building Permit # Checked by/Date Enforcement Agency Use DATE OF PLANS 1 BUILDING CONDITIONED FLOOR AREA |001 SOFT.CLIMATE ZONE ~\ BUILDING TYPE g| NONRESIDENTIAL Q| HIGH RISE RESIDENTIAL j-| HOTEL/MOTEL GUEST ROOM PHASE OF CONSTRUCTION D NEW CONSTRUCTION g| ADDITION g| ALTERATION Q UNCONDITIONED (file affidavit) STATEMENT OF COMPLIANCE This Certificate of Compliance lists the building features and performance specifications need to comply with Title 24, Parts 1 and B of the California Code of Regulations. This certificate applies only to building lighting requirements. The documentation preparer hereby certifies that the documentation is accurate and complete. DOCUMENTATION AUTHOR TOMQ.LE SIGNATURE DATE 10/22/09 The Principal Mechanical Designer hereby certifies that the proposed building design represented in this set of construction documents is consistent with the other compliance forms and worksheets, with the specifications, and with any other calculations submitted with this permit application. The proposed building has been designed to meet the lighting requirements contained in the applicable parts of Sections 1 00, 1 01 , 1 02, 1 1 0 through 1 1 5, 1 20 through 1 25, 1 42, 1 44 and 145. 171 The plans & specifications meet the requirements of Part 1 (Sections 10-103a). l~l The installation certificates meet the requirments of Part 1 (10-103a 3). |~| The operation & maintenance information meets the requirements of Part 1 (10-103c). Please check one: ( These sections of the Business and Professions Code are printed in full in the Nonresidential Manual.) |~| I hereby affirm that I am eligible under the provisions of Division 3 of the Business and Professions Code to sign this document as the person responsible for its preparation; and that I am licensed in the State of California as a civil engineer or mechanical engineer, or I am a licensed architect. |~| I affirm that I am eligible under the exemption to Division 3 of the Business and Professions Code by Section 5537.2 or 6737.3 to sign this document as the person responsible for its preparation; and that I am a licensed contractor performing this work. | — | I affirm that I am eligible under the exemption to Division 3 of the Business and Professions Code to sign this document because it pertains to a structure or type of work described pursuant to Business and Professions Code sections 5537, 5538, and 6737.1 . PRINCIPAL MECHANICAL DESIGNER-NAME TOMQ.LE SIGNATURE DATE 10/22/09 LIC.# M-32851 INSTRUCTIONS TO APPLICANT MECHANICAL COMPLIANCE & WORKSHEETS (check box if worksheet Is Included) E3 MECH-1-C n MECH-2-C Q] MECH-3-C Q MECH-4-C Certificate of Compliance. Part 1 of 3, 2 of 3, 3 of 3 are required on plans for all submittals Air/Water/Service/Water Pools Requirements. Part 1 of 3, 2 of 3, 3 of 3 are required for all submittals, but may be on plans. Mechanical Ventilation and Reheat is required for all submittals with mechanical ventialtion, but may be on plans. HVAC Misc. Prescriptive Requirements is required for all prescriptive submittals, but may be on plans. 2005 Nonresidential Compliance Forms January 2006 CERTIFICATE OF COMPLIANCE (Part 2 of 3) MECH-1 -C PROJECT NAME DATE IUASSERMAN MEDIA GROUP 10/22/09 Designer: This form is to be used by the designer and attached to the plans. Listed below are all the acceptance tests for mechanical systems. The designer is required to check the boxes by all acceptance tests that apply and list all the equipment that requires an acceptance test. If all equipment of a certain type requires a test, list the equipment description and the number of systems to be tested in parentheses. The NJ number designates the Section in the Appendix of the Nonresidential ACM Manual that describes the test. Also indicate the person responsible for performing the tests (i.e. the installing contractor, design professional or an agent selected by the owner). Since this form will be part of the plans, completion of this section will allow the responsible party to budget for the scope of work appropriately. Building Departments: Systems Acceptance. Before occupancy permit is granted for a newly constructed building or space, or a new space-conditioning system serving a building or space is oeprated for normal use, all control devices serving the buidling or space shall be certified as meeting the Acceptance Requirements for Code Compliance. In addition a Certificate of Acceptance, MECH-1 -A, Form shall be submitted to the building department that certifies plans, specifications, installtion certificates, and operating and maintenance information meet the requirements of § 1 0-1 03(b) and Title 24 Part 6. Test Description v^ Q MECH-2-A: Ventilation System Acceptance Document - Variable Air Volume Systems Outdoor Air Acceptance - Constant Air Volume Systems Outdoor Air Acceptance Test required on all New systems both New Construction and Retrofit. Equipment requiring acceptance testing HP- IB v/ El MECH-3-A: Packaged HVAC Systems Acceptance Document Test required on all New packaged systems both New Construction and Retrofit. FquiprriRnt requiring aonpptance testing HP- IS ,/ D MECH-4-A: Air-Side Economizer Acceptance Document est required on all New packaged Test required on all new air-side economizers for both New Construction and Retrofit. Units with economizers that are installed at the factory and certified with the Commission do not require equipment testing but do require construction inspection. Equipment requiring acceptance testinq N/A Test Performed By: MECHANICAL CONTRACTOR MECHANICAL CONTRACTOR 2005 Nonresidential Compliance Forms January 2006 CERTIFICATE OF COMPLIANCE (Part 3 of 3) MECH-1 -C PROJECT NAME WASHERMAN MEDIA GROUP Test Description S D MECH-5-A: Air Distribution Acceptance Document This test is required if the unit serves 5,000 ft 2of space or less and 25 % or more of the ducts are in nonconditioned or semiconditioned space like an attic. New systems that meet the above requirements. Retrofit systems that meet the above requirements and either extend ducts, replace ducts or replace the packaged unit. Equipment reauirinq acceptance testinq N / A ./ D MECH-6-A: Demand Control Ventilation Acceptance Document All new DCV controls installed on new or existing packaged systems must be tested. Equipment requiring acceptance testing N / A ,/ n MECH-7-A: Supply Fan Variable Flow Control Acceptance Document All new VA V fan volume controls installed on new or existing systems must be tested. Equipment reouirinq acceptance testinq N / A •/ D MECH-8-A: Hydronic System Control Acceptance Document Variable Flow Controls, Applies to chilled and hot water systems . Automatic Isolation Controls, Applies to new boilers and chillers and the primary pumps are connected to a common header . Supply Water Temperature Reset Controls, Applies to new constant flow chilled and hot water systems that have a design capacity greater than or equal to 500,000 Btu/hr. Water-loop Heat Pump Controls, Applies to all new waterloop heat pump systems where the combined loop pumps are greater than 5 hp . Variable Frequency Control, Applies to all new distribution pumps on new variable flow chilled, hydronic heat pump or condenser water systems where the pumps motors are greater than 5hp . 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O XOXlf z!l>QPc^O^(lQ OtLOQl l^QWWQJ 3IQ """" 1 8 .§ o I 10Q o CNI 1 o UJ ^> x-^ H- CM•c(0 i- CO LJJ ^^JLJJ 5o LJJ OC ^WATER SIDE SYSTEIS § ~ lii O Q 3TCx) < WSi1£fe PROJECT NAME: ^1§ .0 2 "O JW ^8 ^i'SCQ 2"9* £ 52 :! § CO^ S r*\«J UJQ (0cc [i!I <r I /7EM or SVS7EM TAG(S," ~. o•fi CO.0 J^o Q0) i5: o 1 s^ Q)oc c ^ 6CM +*£ y w MANDATORY MEASURES^ 3.OJ ^~Equipment Efficiency^ neg Pipe InsulationPRESCRIPTIVE MEASURES^ _ ^.0 nt-2- 5 Calculated Capacity^ ^_ ^ .Q 08 5 Proposed Capacity^ •^^£. 5 Tower Fan Controls^ •^~ :£, 5 Tower Fan Controls^ ^35 Variable Flow System Design^ ^3 5 Chiller and Boiler Isolation^ ^35 1"coO CD CC I •o re O ^ UT3 5 WLHP Isolation Valves^ ^3 5 Q. T. LO A tnCL E Q. a. _i 0 Ioco Q C/D ^ ^35 DP Sensor Location^ o f c ^.ca 103Q. C.CO o'•jj COco too I CO o 10 SE3c a5 £szCO 0 0c0) jJ • 2 E 0) 3£ o .E a, ,_. c C - 05 III §"0.0 ro ^3 -^* E g w"w ~ *„_ n r*^ SoCO <0 D °-1=i "= ° COo c -o D>.CO '3 ° S = oil — -5 ° 2 "" = l-T 1 : For each chiller, cooling tower, boiler, andYhere the required features are documented!: Water side systems include wet side systeT- > <T\J I .eg Q. O s1 O1 CMi Io UJ^sc£ CO H—o /V* •c(0 CO ^^"^c UJcc o LJJ DC i^^M oa. oS oc UJ •| SERVICE HOT WAT§ lii ^Q ^ {p5 •<* Q 1 £m«D PROJECT NAME:IDAS*tea '•S 1"o £ a I Q •^"^ .^ Q>CO <r 1 to"ITEM or SYSTEM TAG,a0••a CQ.O SfcVJ (0cn Q. C0 1«cc c 5J -S 11 1 MANDATORY MEASURES$ m CO Water Heater Certification^ PI CO Water Heater Eficiency^ o CO Service Water Heating Installation$ m 2 "ofc:•*— 'coO TJ re ocQ |o UJ Q.(0C/3 c "ooQ. $ () 5 Pool and Spa Installation^ n in •i— ' O)_J o 10) ~ooa. $ T-( T— 01_J £ o CD 1 a0) •o recg t3 <DV) Co'•5o 1a.COi-_o re 1 c 0) C 11(I) <D = . ^ $ 2 ? 0) ^£ 3*- Q. C ^1 ^ I5- E Q.rea. *- 1-8CD .CO L_ j_ire c= 0)E E"w g) "o g. Q. £ -^ 1^ 0^§•«§ E \- 3 CO ^3 5 <D U ^3tij to 11 re o 1 : For each water heater, pool heatparagraph number where the requirI O Q) II QCM o CO X OLJJ SE ^ ^^fUJ LJJ CC Q Z ^^^ ZOi—ANICAL VENTILA1T O UJ ^^ S ^i LJJ Q My ^cn/MExJ< 1g UJ S)^i LLJ HO LJJ O CCQ. ^^ g ^ S Zog? S _il_ UJ UJ CC ^~x g CN O £;< ^H UJ _l o MECHANIINIMUMS > > CO CO CD O a.3OO 0 | AREA BASIS^ - * -3 X O LL LJJ Q O CD < -03 CO .i: re < H c E •£-5f [i .;= 'g^ Q i < co CO ° 1 * § EX 3 -5 CO £ |oxo" 5* CO "" ° S g £ E5? CO Q Q. *- ^ C C O) O c II'S 03 P . oOO < x XLJJ > re °DC 2 Q 4_,>, c_ .0 re u_Js i^x ^ LJ. 0 UJ °0 f~ a! o5 8feS-s i *- "9-— 3 O OZ 03D_ >, c -° <g 0 ^ LL < OQ 0 0 s-"" co C1 ^ E g 5>o w CO " ITe> itt>c> •i>B t£ ifi !£ ! $ aj ^cots 03 O3 'co 03Q re c E "oO &o if\ COre o c\i J03 «o - rvi^\j <&> Ots i/linimum ventilation rate per Sete- O o £5 to 03 reQ.CO .0 CO 0 COoa. Q. 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PRESCRIPTIVE REQUIREMENTS: MECH-4-C PROJECT NAME IUASSERMAN MEDIA GROUP DATE 10/22/09 FAN POWER CONSUMPTION §144(c) NOTE: Provide one copy of this worksheet for each fan system with a total fan system horsepower greater than 25 hp for Constant Volume Fan Systems or Variable Air Volume (VAV) Systems when using the Prescriptive Approach. FAN DESCRIPTION EF-I FILTER PRESSURE ADJUSTMENT Equation 144-A A) If filter pressure drop is greater than 1 inch W.C enter filter pressure drop. SPaon line 4 and Total Fan pressure SP, on Line 5. B) Calculate Fan Adjsutement and enter on line 6. C) Calculate Adjusted Fan Power Index and enter on Row 7 DESIGN BRAKE HP <25HP EFFICIENCY MOTOR DRIVE NUMBER OF FANS PEAK WATTS B x E x 746 / (C x D) Total Adjustments 1) TOTAL FAN SYSTEM POWER (WATTS, SUM COLUMN F) 2) SUPPLY DESIGN AIRFLOW (CFM) | 3) TOTAL FAN SYSTEM POWER INDEX (Row 1 / Row 2) 1 W/cfm 4)SPa 5)SP 6) Fan Adjustment = 1-(SPa -1)/SPf 7) ADJUSTED FAN POWER INDEX (Line 3 x Line 6) 1 W/cfm 1. TOTAL FAN SYSTEM POWER INDEX or ADJUSTED FAN POWER INDEX must not exceed 0.8 w/cfm, for Constant Volume systems or 1.25 w/cfm for VAV systems ITEM or SYSTEM TAG(S) PRESCRIPTIVE MEASURES Electric Resistance Heating 1 Heat Rejection System 2 Air Cooled Chiller Limitation 3 T-24 Sect/on §144(g) §144(h) §144(1) Capacity Exception Notes 1. Total installed capacity (MBtu/hr) of all electric heat on this project exclusive of electric auxiliary heat for heat pumps. If electric heat is used explain which exception(s) to §144(h) apply. 2. Are centrifugal fan cooling towers used on this project? (Enter "Yes" or "No") If centrifugal fan cooling towers are used explain which exception(s) to §144(h) apply. 3. Total installed capacity (tons) of all chillers and air cooled chillers under this permit. If there are more than 100 tons of air-cooled chiller capacity being installed explain which exception(s) to §144(i) apply. 2005 Nonresidential Compliance Forms January 2006 CITY OF CARLSBAD |S7ol' 7° CERTIFICATION OF SCHOOL FEES PAID B-34 Development Services Building Department 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project Name: Building Permit Plan Check Number: Project Address: A.P.N.: Project Applicant (Owner Name): Project Description: Building Type: Residential: WASSERMAN MEDIA CB091821 2052 CORTE DEL NOGAL STE 150 213-061-06-00 2052 CDN LLC NEW MEZZANINE V-N New Dwelling Unit(s) Square Feet of Living Area in New Dwelling Second Dwelling Unit: Residential Additions: Square Feet of Living Area in SDU Net Square Feet New Area Commercial/Industrial: 614 N^t Square Feet New Area City Certification of Applicant Information: SCHO IXI Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 (331-5000) Date: 11-1-20-09 ICTS WITHIN THE CITY OF CARLSBAD I | Vista Unified School District 1234 Arcadia Drive Vista CA 92083 (726-2170) I I San Marcos Unified School District 215MataWay San Marcos, CA 92069 (290-2619) Contact: Nancy Dolce (By Appt. Only) I | Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 (944-4300 ext 166) |~~| San Dieguito Union High School District 710 Encinitas Blvd. Encinitas, CA 92024 (753-6491) Certification of Applicant/Owners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. Signature:Date: B-34 Page 1 of 2 Rev. 03/09 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s))************************************************* THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT: The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE WALTER FREEMAN ASSISTANT SUPERINTONDENT NAME OF SCHOOL DISTRICT CARLSBAD, CA 8200 PHONE NUMBER B-34 Page 2 of 2 Rev. 03/09 1308 2052 CDN LLC 221 15THST. DEL MAR, CA 92014 SECURITY BUSINESS BANK OF SAN DIEGO SAN DIEGO, CA 92130 90-4345-1222 PAY TO THE ORDER OF | | AWARA OAKS ELEMENTARY | | AV/AHA OAKS MIDDLE SCHOOL | | BUEWA VISTA ELEMENTARY | | CALAVEHA H/LLS ELEMENTARY | | CALAVERA H/LLS M/DDLE SCHOOL | | CARLSBAD H/GH RECEIVED FROM: ^CARLSBAD UNIFIED SCHOOL DISTRICT Q R4C/F/C R/M ELEMENTARY Rpnpin* Mo I \r.ARIGRAn\/UI AKFAHAnFMY I I PnibKETTIA Fl FMFUTARY riei/Clpl INO.| | CARLSBAD MLLAGE ACADEMV | | HOPE ELEMENTARY | | JEFFERSON ELEMENTARY ] | KELLV ELEMENTARY | | MAGNOLIA ELEMENTARY | | POINSETTIA ELEMENTARY \ \PRESCHOOL \ | VALLEV M/DDLE SCHOOL OTHER 29002 (If Applicable) PARENT OF PAYMENT FOR:ACCOUNT NUMBER AMOUNT SAN DIEGO REGIONAL HAZARDOUS MATERIALS QUESTIONNAIRE OFFICE USE ONLY UPFP# . HV# BP DATE Business Name Wassp-rman Mpriia Group Project Address 2052 Corte del Nogal, Mailing Address 12100 W. Olympic Blvd. Project ContactTerri Gilles Business Contact Tp-r-H fillipsCity #200 Carlsbad City , #200 Los Anqeles State CA State CA Telephone f ( 310 i 407.0216 Zip Code 92011 Zip Code 90064 APN# Plan File* Telephone # ( 310^407.0216 The following questions represent the facility's activities, NOT the specific project description. PART I: FIRE DEPARTMENT - HAZAwill use, process^ or store any of t!jurisdiction prior to plan submillal. 1. Explosive or Blasting Agents 2. Compressed Gases 3. Flammable/Combustible Liquids 4. Flammable Solids US MATERIALS DIVISION: OCCUPANCY CLASSIFICATION: Indicate by circling the item, whether your business't any of the items are circled, applicant must contact the Fire Protection Agency withlowing hazardous materi 5. Organic Peroxides 6. Oxidlzers 7. Pyrophorics 8. Unstable Reactives 9, Water Reactives 10. Cryogenics 11. Highly Toxic or Toxic Materials 12. Radioactives 13. Corrosives 14. Other Health Hazards 15. None of These. PART II: SAM DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEALTH - HAZARDOUS MATERIALS DIVISIONS iHMPl: If the answer to any of thequestions 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 REQUIRED.Expected Date of Occupancy: Feb / 01 / 2010 D CalARP Exempt YES NO 1. D S3 is your business listed on the reverse side of this form? (check all thai apply). 2. Q S Will your business dispose of Hazardous Substances or Medical Waste in any amount? 3. D 0 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? 4 D H Will your business use an existing or Install an underground storage tank? 5. D £9 Will your business store or handle Regulated Substances (CalARP)? 6. D ED Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)? PART III: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT: If the answer to any of the questions below is ves. applit Pollution Control District (APCD). 10124 Old Grove Road, San Diego, CA 82131-1649, telephone (858) 586-2600 prior to the Issuance c / Date Initials D CalARP Required / Date Initials D CalARP Complete/ Date Initials ;anl must contact the Air>f a building or demolitionpermit. 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 tocommencing demolition or renovation, except demolition or renovation of residential structures of four units or less. Contact the APCD for more information. YES D 2. D 3. A. Dn NO B B B Will the subject facility or construction activities include operations or equipment (hat emit or are capable of emitting an air contaminant? (See theAPCD factsheet at http://www.sdaDcd.oro/info/faels/DermHs.pdf. and the list of typical equipment requiring an APCD permit on the reverse sideof this from. Contact APCD if you have any questions}.(ANSWER ONLY IF QUESTION 11S YES) Will the subject facility be located within 1,000 feel 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.aov/re/sd/: or contact the appropriate school district).Will there be renovation thai involves handling of any friable asbestos materials, 01 disturbing any material that contains non-friable asbestos? Will there be demolition involving the removal of a load supporting structural member? Briefly describe business activities: Sports Management and Marketing Company Briefly describe proposed project: General Office space build-out jury that to the best of my knowledge and belie/the responses made_ ••tEEU^ ^ :ed Agent Signature of Owner 01 ue and correct.16/CR Date FOROFFIFIRE DEPi BY: OCCUPANCY CLASSIFICATION: DATE: EXEMPT OR NO FURTHER INFORMATION REQUIRED COUNTY-HMO APCD RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY COUNTY-HMD APCD RELEASED FOR OCCUPANCY COUNTY-HMD APCD HM-9I71 (04/07)County of San Diego - DEH - Hazardous Mawrials Division CB091821 2052 CORTE DEL NOGAL 150 WASSERMAN MEDIA-6,887 SF TO CREATE STE 150, INCLUDES 614 NEW MEZZANINE,209! Approved Date Building Planning Engineering Fire HazMat ^ Forms/Fees . CFD 4frfy;/i^ HazHealthAPCD PE&M Sewer Stormwater Comments Building Planning Engineering Fire Date Date Need? Application Complete? Y N Fees Complete? Y N STRUCTURAL CALCULATIONS Wasserman Media Group Carlsbad CA Structural Calculations for Tennant Improvement 2K9 350 Sheets 1 thru §1 Sheets L 1 thru L 33 - Lateral Analysis Sheets beyond - References PRIME STRUCTURAL ENGINEERS 11858 Bernardo Plaza Court Suite 105C San Diego California 92128 Tel (858) 487 0311 p o ! j\/j P Job STRbrTURAL oat ENGINEERSsht 6, Jfe o c /»fA/j>ej) i C J3 O e r^fc CoM J- -Q- PRI V ci STRiao^ c^'G ^-FHS (/fe r A PKIMEJob /f}\ S.PT r^ t '-5" 6 ofj^c^ /jo use /i% /o J fV 4 ! i t A ser & to -5 * 3- A 67,/F/'*C<ptt V Ji- |g *a 67 1 ^> * ' -i-'A , £i 3 ,.1 i to ^-, ^ 13 1 4 11 M V PRIME JOB STRUCTURAL DATEENGINEERS SHT (8U ( Ipl2vl Ob4148TBEAM ANALYSIS PROGRAM ( lp9vlsOb4148T (6 43) (8U (sOplO h!2vO Ob3T SPAN LENGTH = 3 00 ft (Simple Span) UNIFORM LOADS (k/ft & ft) wd wl XI X2 0 130 0 067 0 000 0 077 0 000 0 BOO 0 00 0 00 0 25 3 00 3 00 2 75 REACTIONS LOAD (k) LEFT RIGHT Dead Live Total 0 295 1 115 1 411 0 295 1 115 1 411 MAXIMUM FORCES V max = M max = DEFLECTIONS LOAD Total L ve Dead TOTAL Defl 1 41 k @ 1 18 kft @ (El = k n 2) Defl ( n) 0 00 ft 1 50 ft X (ft) L / 180 L / 240 L / 360 1909/EI 1 50 1550/EI 1 50 359/EI mid pan El 9545 12727 19090 LIVE Defl El L / 240 L / 360 L / 480 10333 15500 20666 PRIME J t S~Rl TURAL D ENGINEERS SM _7- 2005 NDS BENDING MEMBERS \ (Allowable Stress Des g ) DESCRIPTION HEADER STUD PROPERTIES APPLIED LOADS Sawn Type Ql7QOI/.C Beam Length L Effecti e Length 1 Width b Depth d Moment of Inertia 1 Oa/-t An MnHi til ic ^OCOlUtl IVIUUUIUo O Section A ea A Wet Serv ce Temp FLEXURAL CAPACITY [§3 3 F 900 ps C 1000 C 1 000 C 1 000 C 1000 CF 1 300 C 1 000 C 1000 C 1000 F 1169 psi DFL#2 4YR r ^ 7 3 000 ft \ 1000ft \ 3500m -- -Y 5500m \ 48 53 \ 17 CXC m ' 'i / D*rD 111 ~ -\r\ *>r~ A \* \"19 250 <f <f No T 100 43] F 1170psi R V(l d/b ) 2321 F 1 2 E /R 129182 ps 802 46 p OK V 1410k M 1 180k ft A D 359 /El A 1550/El f 10987psi f 802 46 psi CALCULATION [§4 3] Em 580 ksi C 1 000 C 1 000 C 1 000 E m 580000 ps 68627 SHEAR CAPACITY [§3 443]DEFLECTION CALCULATION F CD C C C 180 ps 1 000 1 000 1 000 1 000 1600ksi 002 in 002 in •L/1803 L/1464 F = 180 ps 10987ps OK 61 047 0 20 PRIME JOB STRUCTURAL DATE SET GLB #1 h!2vO Ob3T (8U ( Ipl2vl Ob4148TBEAM ANALYSIS PROGRAM (slp9vl Ob4148T (6 43) (8U (sOplO SPAN LENGTH - 16 00 ft (S mple Span) UNIFORM LOADS (k/ft & ft) wd wl XI X2 0 094 0 000 REACTIONS LOAD Dead L ve Total 0 109 0 363 (k) 0 00 0 00 LEFT 0 752 3 776 4 528 16 00 16 00 RIGHT 0 3 4 752 776 528 MAXIMUM FORCES V max = M max = DEFLECTIONS LOAD Total L ve Dead TOTAL D fl L / 180 L / 240 L / 360 4 53 k @ 18 11 kft @ (El = k n 2) Defl (in) 834601/EI 695992/EI 138609/EI El 782438 1043251 1564877 0 00 ft 8 00 ft X (ft) 8 00 8 00 m d pan LIVE Defl El L / 240 L / 360 L / 480 869990 1304986 1739981 101 PRIME Job TIIBAi n ENGINEERS srt STRUCTURAL GLUED LAMINATED TIMBER {BASED ON 2005 NDS) Description GLB#1 DESIGN CRITERIA ADJUSTMENT FACTORS Type Width b Depth d Length L Unbraced L 0 Unbraced LBOT Fb 24F V4 DF/DF 5125m 12000 1600ft 1 00ft 1600ft 2400 psi 1850 psi 265 ps 1800ksi 930 ksi 73800 C C C CL Cv C 1 000 1 000 1 000 0999 0980 1 000 1 000 APPLIED LOADS ALLOWABLE STRESSES V AX 4 53 k M AX 1811 k ft M 0 00 k ft A 138609/El A 695992 / El 265 psi 2397 psi 1812 psi fv 110 psi f 1767 psi fh 0 psi [2005 NDS eq 342] [2005 NDS eq 332] [2005 NDS eq 332] DESIGN CHECK Shea f Be d g f Bend ng f A A OT 110ps 1767p Opsi 052 n 0 63 in F 265 ps F 2397 ps Fb 181 2 psi -> L / 366 - L / 306 41 69 / 73 717 OOO/ OK OK OK 5 125X12 24F V4 DF/DF OK' GLB #2 PRIME JOB STRUCTURAL DATE ENGINEERS SET 10/27/09 OOhl2vOsOb3T u) (8U (slp!2vlsOb4148TBEAM ANALYSIS PROGRAM (slp9vlsOb4148T (6 43) (8U (sOplO SPAN LENGTH = 10 25 ft LEFT CANT = 0 00 ft RIGHT CANT = 5 75 ft UNIFORM LOADS (k/ft & ft) wd wl XI X2 0 061 0 080 0 000 0 070 0 000 0 234 0 00 10 25 0 00 16 00 16 00 16 00 POINT LOADS (k & ft) Pd PI 0 320 0 000 REACTIONS (k) LOAD Dead Max L ve Total Mm L ve Total MAXIMUM FORCES V max = 2 88 M max = 2 93 M mm = 9 20 (M<0 full span) 16 LEFT 0 094 1 558 1 464 0 490 0 585 k @ kft @ kft @ 00 RIGHT 1 850 3 796 5 647 0 000 1 850 10 25+ft 4 01 ft 10 25 ft DEFLECTIONS (El = km 2) LOAD D fl ( n)X (ft) Total L ve Dead TOTAL D fl L / 180 L / 240 L / 360 LIVE Defl L / 240 L / 360 L / 480 92463/EI 425116/EI 75501/EI 242385/EI 32176/EI 182731/EI Ma n Span El 135311 180415 270623 El 147319 220978 294637 6 06 R C 5 13 R C midspan R C Cant El 554500 739333 1108999 El 421539 632308 843078 (/J-, l V?Tls_2I_l—It rf- <** to. p V GLB #2 PRIME JOB STRUCTURAL DATE ENGINEERS SHT_ID Ohl2vOsOb3T (8U ( Ipl2vl Ob4148TBEAM DESIGN PROGRAM ( lp9vlsOb4148T Right Cant Lu = 10 25 ft Beam Braced @ Support Pos Moment Lu = 1 00 ft Brace Spac ng = 1 00 ft (6 43) (8U ( OplO 0 Actual 5 125 x 12 24F V8 De gn per 1991 NDS Dougla F r Larch STRESSES (p ) Shear @ d V = 2 43 k g 11 25 ft Max Shear Fv = 165 fv = 59 Ma n Span Fb = 2396 fb= 286 R ght Cant Fb = 2339 fb = 897 36 % 12 % 38 % Live LDF = 1 00 De = 2 06 x Lu Cv = 1 00 Cl = 0 98 DEFLECTIONS ( n) (E 1800 k ) Total Ma n Span = 0 07 = L /1767 R ght Cant = 0 32 = L / 431 Live Main Span = 006 = L/2164 R ght Cant = 0 18 = L / 756 Dead M d pan = 0 02 R ght Cant = 0 14 GLB #2 PRIME JOB STRUCTURAL DATE ENGINEERS SH?_li (8U ( Ipl2vl Ob4148TBEAM ANALYSIS PROGRAM (slp9vlsOb4148T (6 43> (8U (sOplO h!2vO Ob3T SPAN LENGTH = 10 25 ft LEFT CANT = 0 00 ft RIGHT CANT = 5 75 ft UNIFORM LOADS (k/ft & ft) wd wl XI X2 <" 0 061 I/H 0 080 (£i 0 000 0 070 0 000 0 800 0 00 10 25 13 50 16 00 16 00 16 00 POINT LOADS (k & ft) Pd PI 0 320 0 000 16 00 REACTIONS (k) LOAD Dead Max M n L ve Total Live Total LEFT 0 094 0 359 0 264 0 991 1 085 RIGHT 1 850 3 752 5 602 0 000 1 850 MAXIMUM FORCES V max = 3 M max = 0 M m n = 14 (M<0 full DEFLECTIONS LOAD T tal L ve Dead TOTAL Defl L / 180 L / 240 L / 360 LIVE Defl L / 240 L / 360 L / 480 533 k @ 267 kft @ 328 kft @ span) (El = kin 2) Defl ( n) 152198/EI 693917/EI 118294/EI 511185/EI 32176/EI 182731/EI Ma n Span El 222729 296973 445459 El 230817 346226 461634 10 25+ft 2 02 ft 10 25 ft X (ft) 6 00 R C 5 92 R C midspan R C Cant El 905109 1206812 1810218 El 889018 1333527 1778036 L 1 1 \4 L * Si 7 GLB #2 PRIME JOB STRUCTURAL DATE ENGINEERS (8U ( Ipl2vl Ob4148TBEAM DESIGN PROGRAM (slp9vlsOb4148T Right Cant Lu = 10 25 ft Beam Braced @ Support Pos Moment Lu = 1 00 ft Brace Spac ng = 1 00 ft (6 43) (8U (sOplO 0 Actual 5 125 x 12 24F V8 De gn per 1991 NDS Dougla F r Larch C S /-vvrni/fSTRESSES (p ) x Shear @ d V = 3 32/k @ 11 25 ft Max Shear Fv = 165 fv = 81 Ma n Span Fb = 2396 fb = 26 R ght Cant Fb = 2339 fb = 1398 L ve LDF = 1 00 L,e = 2 06 x I,u Cv = 1 00 Cl = 0 98 DEFLECTIONS ( n) (E 1800 k 49 % 1 % 60 % Total Live Dead Main R ght Main R ght Span Cant Span Cant = = = = Mid pan = R ght Cant = 0 0 0 0 0 0 11 52 09 38 02 14 = L = L = L = L /1074 / 264 /1381 / 359 GI.B #3 (50PLF OFFICE LOAD) PRIME STRUCTURALENGINEERS SHT 10/27/09 (8U (slp!2vl Ob4148TBEAM ANALYSIS PROGRAM (slp9vl Ob4148T (6 43) (8U (sOplO OOhl2vOsOb3T SPAN LENGTH = 8 00 ft LEFT CANT = 2 25 ft RIGHT CANT = 5 75 ft UNIFORM LOADS (k/ft & ft) wd wl XI X2 0 061 . 0 080 0 000 0 070 0 000 0 234 2 25 8 00 2 25 13 75 13 75 13 75 POINT LOADS (k & ft) Pd PI 0 320 0 000 REACTIONS (k) LOAD Dead Max Live Total Mm Live Total 0 1 1 0 0 13 75 LEFT 121 996 875 628 749 RIGHT 1 3 5 0 1 877 592 469 096 781 MAXIMUM FORCES V max = 2 88 k @ 8 00+ft M max = 1 10 kft @ 2 62 ft M m n = 9 20 kft @ 8 00 ft (M<0 full span) DEFLECTIONS LOAD Total L ve Dead TOTAL Defl L / 180 L / 240 L / 360 LIVE D fl L / 240 L / 360 L / 480 (El = k n Defl ( n) 65707/EI 54214/EI 383090/EI 40638/EI 35713/EI 215129/EI 24275/EI 18501/EI 167961/EI Ma n Span El 123200 164267 246401 El 101596 152394 203192 2) X (ft) 4 57 L C R C 4 47 L C R C mid pan L C R C Cant El 499683 666244 999366 El 374138 561207 748276 $//)( GLB #3 (50PLF OFFICE LOAD)10727 PRIME JOB STRUCTURAL TIATR ENGINEERS SET t-%rf> Ohl2vO Ob3T (8U ( Ipl2vl Ob4148TBEAM DESIGN PROGRAM (slp9vlsOb4148T Left Cant Lu = 8 00 ft R ght Cant IAJ = 8 00 ft Beam Braced @ Supports Po Moment Lu = 1 00 ft Brace Spacing = 1 00 ft (6 43) (8U (sOplO 0 Actual 5 125 x 12 24F V8 De gn per 1991 NDS Dougla F r Larch STRESSES (ps ) Shear Max Main Left Right Live Cv = @ d Shear Span Cant Cant LDF = 1 00 DEFLECTIONS Total Live Dead Main Left R ght Ma n Left Right V = Fv = Fb = Fb = Fb = 1 00 Cl = 0 ( n) (E Span = Cant = Cant = Span = Cant = Cant = Midspan = Left R ght Cant = Cant = 2 43 k 165 2396 2356 2356 Le = 2 98 1800 0 05 0 04 0 29 0 03 0 03 0 16 0 02 0 01 0 13 @ fv fb fb fb 06 k = = = = = = 9 = = = = X ) L L L L L L 00 ft 59 108 90 897 Lu /1941 /1323 / 479 /3138 /2009 / 852 36 % 4 % 4 % 38 % GLB #3 (CONCENTATED LOAD) PRIME JOB STRUCTURAL nm ENGINEERS SET 10/27/09 OOhl2vO Ob3T (8U ( Ipl2vl Ob4149TBEAM ANALYSIS PROGRAM ( lp9vlsOb4148T (6 43) (8U ( OplO SPAN LENGTH ~ 8 00 ft LEFT CANT = 2 25 ft RIGHT CANT = 5 75 ft UNIFORM LOADS (k/ft & ft) wd wl XI X2 0 061 ^ 0 080 . 0 000 0 070 0 000 0 800 2 25 8 00 11 25 13 75 13 75 13 75 POINT LOADS (k & ft) Pd PI X 0 320 0 000 REACTIONS (k) LOAD Dead Max L ve Total Mm L ve Total 0 0 0 1 1 13 75 LEFT 121 460 339 270 390 RIGHT 1 3 5 0 1 877 952 829 022 855 MAXIMUM FORCES V max = M max = M m n = (M<0 full DEFLECTIONS LOAD Total L ve Dead TOTAL Defl L / 180 L / 240 L / 360 LIVE Defl L / 240 L / 360 L / 480 3 53 k @ 0 00 kft @ 14 33 kft @ span) (El = kin 2) D fl ( n) 98312/EI 73380/EI 605802/EI 73195/EI 54879/EI 437841/EI 24275/EI 18501/EI 167961/EI Ma n Span El 1B4335 245780 368671 El 182989 274483 365977 8 00+ft ends 8 00 ft X (ft) 4 63 L C R C 4 60 L C R C m d pan L C R C Cant El 790177 1053570 1580354 El 761463 1142195 1522926 /FT Ohl2vOsOb3T GLB #3 (CONCENTATED LOAD) (8U ( lp!2vlsOb4148TBEAM DESIGN PROGRAM (slp9vl Ob4148T Left Cant Lu = 8 00 ft Rxght Cant Lu = 8 00 ft Beam Braced @ Supports PRIME JOB STRUCTURAL DATE ENGINEERS SHT (6 43) (8U (sOplO 0 Actual 5 125 x 12 24F V8 De ign per 1991 NDS Douglas Fir Larch STRESSES (p ) Shear Max Maxn Left Right L ve Cv = @ d Shear Span Cant Cant LDF = I 00 V = Fv = Fb = Fb = Fb = i 00 Cl = 0 3 32 165 2400 2356 2356 Le = 2 98 k @ fv fb fb fb 06 x 9 = = = 00 ft 81 0 32 = 1398 49 % 0 % 1 % 59 % Lu DEFLECTIONS ( n) (E 1800 ks ) Total L ve Dead Main Left R ght Main Left Right Span = Cant = Cant = Span = Cant = Cant = M dspan = Left Right Cant = Cant = 0 0 0 0 0 0 0 0 0 07 06 46 06 04 33 02 01 13 = L = L = L = L = L = L /1297 / 978 / 303 /1742 /1307 / 419 0 \ 3 771 f 1-71 / 6/9 <Jise ALLOWABLE WOOD POST DESIGN FOR VISUALY GRADED LUMBER LDF Ke Lx Ly Allowable St esses Per 2005 NDS Douglas Fu Larch 1 00 c 0 80 1 00 9 00 ft (Major ax s unsupported Height) ~) •*$ fljrTbf* r i 9 00 ft (Minor axis unsupported He ght) J *| (£ ^ Fee Kce E/(le/d) 2 Fc Fc (1 (Fce/Fc )/2c sqrt((1 (Fce/Fc )/2c) 2 Fce/Fc J6*M •<(TLVAPV /c)) Nominal I Member Size Sze ' b h 2x4#2 2x6 #2 2x8#2 1 50 1 50 1 50 2 X 4 #1 | 1 50 2X6#1 1 50 2 X 8 #1 | 1 50 3X4 #2 3X4#1 3X6 #2 3X6#1 4X4#2 4X6 #2 4X8#2 4X4#1 4X6#1 250 250 250 250 350 350 350 Area ' in 2 Emm(KSI) 350 | 525 550 | 825 725 1088 58000 58000 58000 350 | 525 550 P?25 350 350 550 550 350 550 725 350 350 350 550 4X8#1 j 350 ! 725 6X6 #1 | 550 I 550 6X8#1 6X10#1 550 550 750 950 825 1088 875 875 1375 1375 62000 62000 62000 58000 62000 58000 62000 le/d 7200 7200 7200 7200 7200 7200 4320 4320 4320 i 4320 1225 1925 2538 1225 1925 2538 3025 4125 58000 | 3086 58000 , 3086 58000 \ 3086 62000 62000 3086 3086 620 00 30 86 ( 58000 | 1964 58000 5225 58000 d 1964 1964 Fee (ksi) 009 Fc (ksi) 135 0 09 | 1 35 L_009 1 35 010 i 150 010 1 50 010 I 1 50 026 027 026 027 050 050 050 054 054 054 1 24 124 1 24 1 35 1 50 1 35 1 50 1 35 1 35 Fc (ksi) #N/A #N/A P (kips) #N/A #N/A #N/A #N/A ' #N/A #N/A #N/A 024 026 024 026 045 n 045 1 35 | 0 45 1 50 1 50 1 50 049 049 049 1 00 | 0 76 1 00 0925 076 072 I #N/A #N/A #N/A 214 229 336 360 557 875 11 53 598 940 1239 2296 31 30 3773 SPREAD FOOTING PRIME JOB STRUCTURAL DATE ENGINEERS SET 10/22/09 SPREAD FOOTING PROGRAM (3 30) fc = 2 50 ksi fy = 60 00 ksi Qa = 1 50 ksf we = 0 15 kef sur = 0 00 ksf col - 3 50 i b (ft)in Pa (k) Pu (k) As (in2) No Size 2 2 3 3 4 4 5 5 6 6 7 7 8 8 9 9 0 00 50 00 50 00 50 00 50 00 50 00 50 00 50 00 50 00 12 12 12 12 12 12 12 12 15 15 15 15 18 18 18 18 21 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 5 8 12 16 21 27 33 40 47 55 64 73 81 92 103 115 123 40 44 15 54 60 34 75 84 25 45 31 83 60 12 27 07 75 7 11 17 23 30 38 47 57 66 77 90 103 114 128 144 161 173 56 81 01 15 24 27 25 17 15 63 04 36 24 97 58 10 25 0 0 0 0 1 1 1 1 1 2 2 2 3 3 3 3 4 52 65 78 91 04 17 30 43 94 11 27 43 11 30 50 83 54 5 6 4 5 6 6 7 8 10 11 12 13 16 17 18 20 23 # | ft ft ft ft ft ft ft ft ft t # f ft ft # 3 3 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 Hook Hook !>•(- / 2-5 L- -f PRIME Job TUiU o« ENGINEERS s t u\ AXIAL & BENDING (SAWN MEMBERS] (2005 NDS Allowable Stress Design) DESCRIPTION STUD WALL (D L SEISMIC) STUD PROPERTIES APPLIED LOADS Speces StudWdth b Stud Depth d Effective Length 1 Effective Length 1 y Section Modulus S Section Area A Wet Serv ce Temp DF L#2 1 500 n 3 500 in 9 500 ft 1 000ft 3 063 in 5 250 in No V /\ /y-•x~A/ \ k 'y f ~ T 100 P 1179 00 Ib M 75 25 Ib ft f 224 57 psi f 294 86 psi AXIAL CAPACITY [§3 643]CALCULATION [§4 3] F C C C CF C Cp F 1350psi 1 000 1 000 1 000 1 150 1 000 0270 419 psi F 1553ps F E 0 822 E F e 449 psi F Ey 7449 psi F E 449 psi c 0800 224 57 psi OK /(I /d) E 580000 psi C 1 000 C 1 000 C 1 000 E m 580000 psi FLEXURAL CAPACITY [§3 343] F C C C c c c c c F 900 psi 1 600 1 000 1 000 0997 1500 1 000 1 000 1 000 2153 psi F b 2160 psi RB V(l d/b ) 4320 F 1 2 E /R 37286 ps 294 86 psi OK COMBINED STRESSES [§3 9 2] (f /F ) 0288 f / [F (1 f / F e)] 0 274 (f / F ) f / [F b (1 f / F )] = 0 562 Comb ned Stress Check OK MAX p 0- ¥PR STKd ri C/f *y?f > 73" tL- FX f >7 ^ ^r L- L - r *5- 2K9 350 WASSERMAN HP IB ROOF MOUNTED MECHANICAL UNITS ASCE 7 05 (13 3 1) JOB STRUCTURAL nATfcENGINEERS sirr UNIT ^ 1 Fp V Fp 1 (1KB l>* ^- .7 -^ i Y W Y y X S ap ', ^P h i 1 Ip P |p z/h 580 00 Ib 46 98 in 12 00 in 44 22 n 0 804 1 00 2 50 1 00 1 00 PI I PI SEISMIC DEMANDS ON NONSTRUCTTJRAL COMPONENTS ASCE 7 05 13 3 1 S W (12 /h)/(R /I ) 1 6 S I W 0 3 S I W 0 2 S UPLIFT CHECK (ASD) Ba ed on 50 of Wp LOADING CHECK (ASD) Based on 67 of Wp P P 0 386 W 1 286 W 0 241 Wp 0 386 W 223 83 Ib 0 161 W (ASCE 7 05 13 3 1) (ASCE 7 05 332) (ASCE 7 05 13 3 3) 0 279 W 0 500 Wn 0 279 W 0 667 W 161 63 Ibs 290 00 Ibs > JPe. NO UPLIFT 0 945 W / 1 33 0 709 W PL SEISMIC GOVE Ob3T EXIST 4X14 10/26/09 2K9 350 (9U ( Ipl2vl Ob4148TBEAM ANALYSIS PROGRAM ( Ip9vl Ob4148T SPAN LENGTH = 23 15 ft (Simple Span) (6 43) (8U ( OplO 00 UNIFORM LOADS (k/ft & ft) wd wl XI X2 0 080 0 160 0 00 23 15 & ft) Pd 0 387 REACTIONS LOAD Dead L ve Total PI 0 000 (k) 1 1 3 X 3 75 LEFT 250 852 102 RIGHT 0 1 2 989 852 841 MAXIMUM FORCES V max = 3 10 k @ 0 00 ft M max = 16 81 kft @ 11 31 ft DEFLECTIONS LOAD (El = kin 2) Defl ( n)X (ft) Total Live Dead 1632089/EI 1033966/EI 598042/EI 11 50 11 57 mid pan Po Moment Lu = 1 00 ft Brace Spac ng = 1 00 ft Actual 3 5 x 13 25 #1 Dougla F r Larch (N) STRESSES (p ) Shear 8 d V = 2 84 k @ 1 10 ft Fv = 119 fv = 92 77 % Fb = 1875 fb = 1970 105 % < L ve LDF = 1 25 DEFLECTIONS (in) <E = 1800 k ) Total = 1 34 = L / 208 L ve = 0 85 = L / 328 Dead = 0 49 rr L'r I r . I 2. /y r _ "22- EXIST GLB2 Ob3T 10/26/09 2K9 350 (8U ( Ipl2vl Ob4148TBEAM ANALYSIS PROGRAM (slp9vl Ob4148T SPAN LENGTH = 30 63 ft (Simple Span) (6 43) (8U (sOplO 00 UNIFORM LOADS (k/ft & ft) wd wl XI X2 0 022 0 000 POINT LOADS (k & ft) Pd PI 0 00 30 63 1 920 2 2 310 2 2 110 2 1 920 2 REACTIONS LOAD Dead L ve Total 300 0 300 7 300 15 300 23 (k) LEFT 5 479 5 689 11 168 00 58 58 58 RIGHT 3 467 3 511 6 978 MAXIMUM FORCES V max = M max = DEFLECTIONS LOAD Total L ve Dead 6 98 k (3 68 67 kft @ (El = kin Defl (in) 11050665/EI 5524320/EI 5526364/EI 30 63 ft 15 58 ft 2) X (ft) 15 30 15 34 m d pan Po Moment Lu = 1 00 ft Brace Spacing = 1 00 ft Actual 5 125 x 18 24F V4 D ugla Fir Larch (N) STRESSES (p ) Shear @ d V = 6 94 k @ 29 13 ft Fv = 206 fv = 113 55 % Fb = 2868 fb = 2978 104 % < L ve LDF = 1 25 Cf = 0 96 DEFLECTIONS (in) (E = 1800 k x) Total Live Dead 2 46 = 1 23 = 1 23 L / 149 L / 298 te g fr <--£> -2. 5—/ HEAD BEAM @ STAIR 10/26/09 2K9 350 Ob3T (8U ( Ipl2vl Ob4148TBEAM ANALYSIS PROGRAM (slp9vl Ob414ST SPAN LENGTH = 4 00 ft (S, mple Span) UNIFORM LOADS (k/ft £ ft) wd wl XI (6 43) (8U ( OplO 00 0 071 0 000 0 00 X2 4 00 CJ£&fcs&«-NGi scRSsnt Pd 0 000 2 REACTIONS LOAD Dead L ve Total PI X 000 2 00 (k) LEFT 0 142 1 000 1 142 RIGHT 0 142 1 000 1 142 MAXIMUM FORCES V max = M max = DEFLECTIONS LOAD Total Live Dead 1 14 k @ 2 14 kft @ (El = k n 2) Defl ( n) 5017/EI 4608/EI 0 00 ft 2 00 ft X (ft) 2 00 2 00 409/EI m d pan Po Moment Lu = 1 00 £t Brace Spacing = 1 00 ft Gov Deflection L ve = L/360 Required El = 34560 k n 2 4x8 #2 Actual Dougla 3 5 Fir STRESSES (p Shear V = Fv = Fb = L ve @ d 1 10 95 1250 LDF = DEFLECTIONS Total Live Dead = 0 = 0 = 0 x 7 Larch ) k @ fv fb •• 1 00 (in) 03 = 02 = 00 25 (N) 0 60 ft = = (E L L 65 838 = 1700 /180B /1968 68 % 67 % k i) 13 % 18 % Ob3T STRINGERS 10/26/09 2K9 350 (8U ( lp!2vlsOb4148TBEAM ANALYSIS PROGRAM { lp9vlsOb4148T (6 43) (8U ( OplO 00 SPAN LENGTH = 7 25 ft Span) wd 0 013 REACTIONS LOAD Dead L ve Total wl 0 100 (k) XI 0 00 LEFT 0 047 0 363 0 410 X2 7 25 RIGHT 0 047 0 363 0 410 MAXIMUM FORCES V max = M max = 0 410 0 742 k @ 0 kft @ 3 00 ft 63 ft DEFLECTIONS LOAD Total L ve Dead (El = kin 2) Defl (in) 7024/EI 6216/EI 808/EI m X (ft) 3 63 3 63 d pan Po Moment Lu = 1 00 ft Brace Spacing = 1 00 ft Gov Deflect on L ve = L/360 Required El = 25723 kin 2 2x8 #2 Actual 15 x 7 25 De gn per 1991 NDS Dougla Fir Larch STRESSES (p ) _ Shear @ d V = 0 34 k @ 0 Fv = 95 f v = Fb = 1044 £t> = Live LDF = 1 00 60 ft 47 50 % 678 65 % Cf = 1 20 Cl = 0 99 DEFLECTIONS ( Total = L ve = Dead = 0 09 0 08 0 01 n) (E = 1600 = L / 944 = L /1067 k ) 25 % 34 % Ob3T STRINGERS 10/26/09 2K9 350 (8U ( Ipl2vl Ob4148TBEAM ANALYSIS PROGRAM ( Ip9vl Ob4148T (6 43) (8U (sOplO 00 SPAN LENGTH = 7 25 ft (S raple Span) wd 0 013 0 POINT LOADS Pd 0 000 0 REACTIONS LOAD Dead L ve Total wl 000 0 (k & ft) PI BOO 3 (k) LEFT 0 047 0 400 0 447 XI X2 00 7 25 X 63 RIGHT 0 047 0 400 0 447 MAXIMUM FORCES V max = M max = DEFLECTIONS LOAD Total L ve Dead 0 447 k @ 1 535 kft @ <EI = kin Defl (in) 11783/EI 10975/EI 808/EI 0 00 ft 3 63 ft 2) X (ft) 3 63 3 63 m d pan Po Moment Lu = 1 00 ft Brace Spac ng = 1 00 ft Gov Deflect on Live = L/360 Required El = 45414 k n 2 2x8 SS Actual 15 x 7 25 De ign per 1991 NDS Dougla Fir Larch STRESSES (p ) Shear V = Fv = Fb = L ve @ d 0 44 95 1725 LDF = DEFLECTIONS k 1 @ fv fb 00 (in) 0 = 60 ft 61 = 1402 (E Cf = = 1 1900 64 81 20 k % % Cl ) = 0 99 Total = 0 13 = L / 668 36 % Live = 0 12 = L / 717 50 % Dead = 0 01 JOIST LANDING 10/26/09 2K9 350 Ob3T (8U ( Ipl2vl Ob4148TBEAM ANALYSIS PROGRAM ( Ip9vl Ob4148T SPAN LENGTH = 4 00 £t (Simple Span) (6 43) (8U ( OplO 00 UNIFORM LOADS wd wl (k/ft & ft) XI 0 017 0 000 0 00 X2 4 00 Pd 0 000 REACTIONS LOAD Dead L ve Total PI 1 060 (k) X 2 00 LEFT 0 034 0 530 0 564 RIGHT 0 034 0 530 0 564 MAXIMUM FORCES V max = M max = 0 564 1 094 k @ 0 kft @ 2 00 ft 00 ft DEFLECTIONS LOAD (El = Defl k n 2) ( n)X (ft) Total Live Dead 2540/EI 2442/EI 98/EI 2 00 2 00 m d pan Po Moment Lu = 1 00 ft Brace Spac ng = 1 00 ft Gov Deflection Live = L/360 Requ red El = 18317 k n 2 2x8 #2 A tual 15 x 7 25 De gn per 1991 NDS Dougla F r Larch STRESSES (pa ) _ Shear @ d V = 0 55 k @ 0 60 ft Fv = 95 fv = 76 80 % Fb = 1044 fb = 999 96 % L ve LDF = 1 00 Cf = 1 20 Cl = 0 99 DEFLECTIONS ( n) (E = 1600 k ) Total = 0 03 = L ve = 0 03 = Dead = 0 00 L /1440 17 % L /1498 24 % CEILING JOISTS® 48 OC Overall Length of Beam 108333ft Axial Load 0 KIPS Deflection Limit 2400 0 MX (Max) Vx (Max) 1 Required 20 ro4167 |250 -i n mil1U UoOO Magnitude Location 11 646 Km 542ft 0233 KIPS 1083ft 1 1040 in 4 542ft Span | Length (ft) 1 i Support 1 2 1083 Load (PLF) Moment (K in) Location (ft) 200 11641 542 Loc (ft) 000 1083 Moment Reaction Pt Load (K in) (Ibs) 0000 233332 i 1 0 000 233 334 | I I Defl Fact (in) [_ Location Jit)^ 0 5980 5 42 Loc Mag Moment (ft) (Ibs) (K in) 542 2500 11646 I rf \(9 - CEILING JOISTS® 48 OC Member C6 158 18 Manufacturer Generic Yield-330 KSI Configuration Single Dimensions Gross Properties Loads and Bracing Depth Flange Lip Bend = t Punch = Whp Wflg Wweb 6 1 0 0 0 1 0 1 5 0000 6250 5000 0676 0451 5000 3873 3995 7745 in in in in in in in in in Area Ix ly Rx Ry Cw = JX10E3 - Xo Ro Beta 0 2 0 2 0 1 0 1 2 0 45 32 15 28 58 08 30 08 59 83 m2 m4 m4 in in m6 in4 in in Axial P = KxLx KyLy = KtLt = Bending MX = KLx = KLy = Kit = 0 130 48 48 11 130 48 48 00 00 00 00 65 00 00 00 KIPS in in in Km in in in BENDING ANALYSIS Eq C3 1 2 9 Sigt = (GJ + Pi 2ECw/Lt 2)/ARo 2 = 46 93 KSI Eq C3 1 2 8 Sigy = Pi 2E/(Ly/Ry) 2 = 42 00 KSI Eq C3 1 2 5 Me = RoA(Sigt Sigy) 5 - 51 32 K in Eq C3 1 2 3 My = Sf*Fy = 25 51 K in Me 0 5My Therefore Mc = My(1 My/4Me) - 22 337 K in Find effective section at stress f f - Mc/Sf 28 90 KSI eFlange - 1 400 in eLip = 0 387 in eWeb = 4 274 in Sc = 0 769 in 3 Eq C3 1 2 1 Mn ScMc/Sf = 22 21 K in Eq C3 1 1 Ma = Mn/1 67 - 13 30 Km With 1/3 stress increase Ma = 17 73 Km SHEAR ANALYSIS h /1 > 1 38 (5 34 E / Fy) Va - 1 33 KIPS 5 Therefore Va = 53 E 534 t 3/h With 1/3 stress increase 1 77 KIPS CEILING JOISTS© 48 OC Web Crippling Analysis Member C6 158 18 Manufacturer Generic Yield = 33 0 KSI Configuration _Smgle Support 1 2 Pt Load 1 Location (ft) 000 1083 Location 542 Bearing Width (in) 1 0 1 0 Bearing Width (in) 1 0 Reaction (Ibs) 2333 2333 Load Jibs), 2500 Equation Number C34 1 C34 1 Equation Number C34 4 Pa Qbs)_ 3143 3143 Pa (Ibs) 5465 MX (Kin) 000 000 MX (Km) 11 65 Combined Bend WC 089 089 Combined Bend WC 1 32 Stiffener Required7 No No Stiffener Required? No Web Crippling Equations C34 1 Pa = t2kC3C4(179 033h/t)[1+001(N/t)] C 3 4 4 Pa = t2kC1C2 (291 0 40h/t) [1+0 007(N/t)] When N/t 60 the factor [1+0 007(N/t)] may be increased to [0 75 + 0 11(N/t)] Where Pa = Allowable concentrated load or reaction per web Ibs 1 C2 C3 C4 F (1 22 0 22k) (1 06 0 06R/t) <= 1 (1 33 033k) 050 <(1 15 0 Design yield stress of the web h = Depth of flat portion of web k = F / 33 m = t / 0 075 t - Web thickness R - Inside bend radius N = Bearing width inches Ma = Allowable bending moment 1 000 0970 1 000 0925 33 KSI 5 774 inches 1 000 0601 0 0451 inches 0 0676 inches 151861 K in Combined bending and web crippling 1 2 |P / Pa| + |M / Ma| <= 1 5 (Eq C35 1) CEILING JOISTS SPAN=12 6 48 OC Overall Length of Beam 125ft Axial Load 0 KIPS Deflection Limit 2400 £.3 0 20 (250 -IO r. .... MX (Max) Vx (Max) I Required Magnitude 14063 K in 0250 KIPS 1 5493 in 4 Location 625ft 000ft 625ft Span I Length (ft) 1 1250 Load (PLF) 200 Moment (K m) 14063 Location (ft)Defl Fact (in) 6 25 I 0 9683 Location (ft) 625 Support 1 LOG (ft) 000 1250 Moment (Km) 0000 0 000 Reaction (Ibs) 250 000 250 000 Pt Load 1 Loc W 625 Mag Jlbsl 2500 Moment 14063 CEILING JOISTS® 48 OC SPAN=12 6 Member C6 158 16 Manufacturer Generic Yield = 50 OKSI Configuration Single Dimensions Gross Properties Loads and Bracing Depth Flange Lip Bend t Punch Wlip Wflg Wweb = 6 1 0 0 0 1 0 1 5 0000 6250 5000 0849 0566 5000 3585 3420 7170 in in in in in in in in in Area Ix [yRx Ry Cw JX10E3 Xo Ro Beta 0 2 0 2 0 1 0 1 2 0 56 86 18 27 57 32 59 07 57 83 m2 in4 m4 in in in6 in4 in in Axial P = KxLx = KyLy = KtLt = Bending MX KLx = KLy = KLt = 0 150 48 48 14 150 48 48 00 00 00 00 06 00 00 00 KIPS in in in Km in in in BENDING ANALYSIS Eq C3 1 2 9 Sigt (GJ + Pi 2ECw/Lt 2)/ARoA2 = 47 08 KSI Eq C3 1 2 8 Sigy = Pi 2E/(Ly/Ry) 2 = 41 00 KSI Eq C3 1 2 5 Me - RoA(Sigt Sigy) 5 = 62 86 K in Eq C3 1 2 3 My Sf Fy = 47 68 K in Me > 0 5My Therefore Me = My(1 My/4Me) = 38 640 K in Find effective section at stress f f = Mc/Sf = 40 52 KSI eFlange 1342 in eLip = 0359 in eWeb 4217 in Eq C3 1 2 1 Mn = ScMc/Sf 38 42 K in Eq C3 1 1 Ma = Mn/1 67 = 23 00 K in With 1/3 stress increase Ma = 30 67 K in Sc = 0 948 in 3 SHEAR ANALYSIS h /1 > 1 38 (5 34 E / Fy) Va = 265 KIPS 5 Therefore Va = 53 E 534 t 3/h With 1/3 stress increase - 3 53 KIPS CEILING JOISTS @ 48 OC SPAN = 12 6 Web Crippling Analysis Member C6 158 16 Manufacturer Generic Yield 50 0 KSI Configuration Single Support 1 2 Pt Load 1 Location (ft) 000 1250 Location 625 Bearing Width (in) 60 20 Bearing Width (in) 20 Reaction (Ibs) 2500 2500 Load (Ibs) 2500 Equation Number C34 1 C34 1 Equation Number C34 4 Pa (!bs) 11183 7347 Pa (Ibs) 13049 MX (Km) 000 000 MX (Km) 1406 Combined Bend WC 027 041 Combined Bend WC 074 Stiffener Required? No No Stiffener Required? No Web Crippling Equations C 3 4 1 Pa - t2kC3C4 (179 0 33h/t) [1+001 (N/t)] C 3 4 4 Pa = t2kC1 C2 (291 0 40h/t) [1+0 007(N/t)] When N/t > 60 the factor [1+0 007(N/t)] may be increased to [0 75 + 0 11 (N/t)] Where Pa Allowable concentrated load or reaction per web Ibs C1 = (1 22 0 22k) C2 = (1 06 0 06R/t) <= 1 C3 = {1 33 033k) C4 = 050 <(1 15 015R/t)< 1 Fy = Design yield stress of the web h = Depth of flat portion of web k = Fy / 33 m t / 0 075 t - Web thickness R = Inside bend radius N = Bearing width inches Ma = Allowable bending moment 0887 0970 0830 0925 50 KSI 5 717 inches 1 515 0755 0 0566 inches 0 0849 inches 27 5680 K in Combined bending and web crippling 1 2 |P / Pa| + |M / Ma| <= 1 5 (Eq C35 1) CEILING JOIST NEAR STOREFRONT SPAN = 16 3 Overall Length of Beam 1625ft Axial Load 0 KIPS Deflection Limit 2400 20 0 81 1 250 1C or; MX (Max) Vx (Max) I Required Magnitude 20109 K in 0288 KIPS 29203 in 4 Location 810ft 000ft 812ft i 1 ! Length (ft) | 1625| Load (PLF) 200 Moment (K in) 20109 Location (ft) 810 Defl Fact (in) I Location (ft) I 23728 812| Support 1 2 Loc (ft) 000 1625 Moment (K in) 0000 0000 Reaction (Ibs) 287 885 287115 Pt Load 1 Loc (ft)8 10 Mag __i!bs)_2500 Moment (Km) 20 109 CEILING JOIST NEAR STOREFRONT SPAN=16 3 Member C6 2 16 Manufacturer Generic Yield = 50 OKSI Configuration Single Dimensions Gross Properties Loads and Bracinc Depth Flange Lip Bend t Punch Wlip Wflg Wweb = - - — = - = = 6 2 0 0 0 1 0 1 5 0000 in 0000 in 5625 in 0849 in 0566 in 5000 in 4210 in 7170 in 7170 in Area Ix iy Rx Ry Cw - - = - = Jx10E3 = Xo Ro Beta — = - 061 328 031 233 072 230 065 142 282 075 m2 m4 m4 in in in6 in4 in in Axial P = KxLx = KyLy = KtLt = Bending MX = KLx = KLy = KLt - 0 195 48 48 20 195 48 48 00 00 00 00 11 00 00 00 KIPS in in in K in in in in BENDING ANALYSIS Eq C31 Eq C31 Eq C31 Eq C31 29 28 25 23 Sigt-(GJ + Pi 2ECw/Lt Sigy = Pi 2E/(Ly/Ry) 2 Me My - RoA(Sigt Sf Fy - Sigy) 5 5465 K 2)/ARo 2 - = 6560 KSI = 10885 K in 61 95 in KSI Me 0 5My Therefore Me = My(1 My/4Me) = 47 790 K in Find effective section at stress f f - Mc/Sf = 43 72 KSI eFlange 1590 in eLip = 0183 in eWeb = 4217 in Sc - 0998 in 3 Eq C3 1 2 1 Mn - ScMc/Sf = 43 62 K in Eq C3 1 1 Ma Mn/1 67 2612 Km With 1/3 stress increase Ma = 3483 Km SHEAR ANALYSIS h /1 > 1 38 (5 34 E / Fy) Va - 265 KIPS 5 Therefore Va = 53 E 534 t 3/h With 1/3 stress increase = 3 53 KIPS Z,££\ 5?° CEILING JOIST NEAR STOREFRONT SPAN=16 3 ^L_ Web Crippling Analysis Member C6 2 16 Manufacturer Generic Yield = 50 0 KSI Configuration Single Support 1 2 Pt Load 1 Location (ft) 000 1625 Location (ft)810 Bearing Width (in) 1 0 1 0 Bearing Width (in) 1 0 Reaction (ML 2879 2871 Load (Ibs) 2500 Equation Number C34 1 C34 1 Equation Number C34 4 Pa (Ibs) 6387 6387 Pa (Ibs) 11755 MX (Km) 000 000 MX (Km) 2011 Combined Bend WC 054 054 Combined Bend WC 096 Stiffener Required'? No No Stiffener Required? No Pa - = 2 Web Crippling Equations kC3C4 (179 0 33h/t) [1+0 01 (N/t)]C 3 4 1 C 3 4 4 Pa = tkC1 C2 (291 0 40h/t) [1+0 007(N/t)] When N/t > 60 the factor [1+0 007(N/t)] may be increased to [0 75 + 0 11 (N/t)] Where Pa - Allowable concentrated load or reaction per web Ibs C1 = (1 22 0 22k) 0 06R/t) < 1 033k) C4=050 <(1 15 015R/t)<=1 Fy = Design yield stress of the web h = Depth of flat portion of web k m t = Web thickness R inside bend radius N = Bearing width inches Ma = Allowable bending moment C2 - (1 06 C3 = (1 33 Fy/33 t/0075 0887 0970 0830 0925 50 KSI 5 717 inches 1 515 0755 0 0566 inches 0 0849 inches 28 4327 K in Combined bending and web crippling 1 2 |P/ Pa| + |M / Ma| -15 (Eq C351) ^ u i' \-''i\- : ' 5 y « STRUCTURAL Date: ENGINEERSsut. a i f ii/ s frf X -^ V ^-2 / • 0.&G ' : '- ' 4-rt WASSERMAN MEDIA 6 0 HIGH WALL Overall Length of Beam 6 ft Axial Load 08 KIPS Deflection Limit 360 0 667 -6 MX (Max) Vx (Max) 1 Required Magnitude 0360 Km 0020 KIPS 00330 in 4 Location 300ft 000ft 300ft Span 1 Length (ft) | 6 00 I Load (PLF) 67 Moment (K in) | 0360 | Location (ft)Defl Fact (in) 3 00 0 0066 Location (ft) 300 | Support I I Location (ft) 000 600 Moment (K in) 0000 0000 Reaction (Ibs) 20010 20010 WASSERMAN MEDIA 6 0 HIGH WALL Member C615820 Manufacturer Generic Yield = 33 0 KSI Configuration Single Dimensions Gross Properties Depth = Flange Lip Bend t Punch = Wlip Wflg Wweb = AXIAL ANALYSIS 6 1 0 0 01 01 5 0000 6250 5000 0519 0346 5000 4135 4520 8270 in in in in in in in in in Area Ix = ly Rx Ry Cw = Jx10E3 Xo Ro Beta 0 1 0 2 0 0 0 1 2 0 35 81 12 29 58 85 14 09 60 82 m2 m4 m4 in in m6 in4 in in Axial P KxLx KyLy KtLt Bending MX KLx KLy KLt = = = = = = - Loads and Bracing 008 KIPS 7200 in 1200 in 1200 in 036 Km 7200 in 1200 in 1200 in Eq C4 1 1 Fex = Pi 2E/(KLx/Rx) 2 = 293 44 KSI Eq C4 1 1 Fey = Pi 2B(KLy/Ry) 2 = 686 68 KSI Eq C3 1 2 9 Sigt = (GJ + Pi 2ECw/KLt 2)/ARo 2 = 740 88 KSI Eq C4 2 1 Fet - (Sigt + Fex ((Sigt + Fex) 2 4Beta Sigt Fex) 5/2Beta = 267 05 KSI Fe = 26705 KSI Fe > Fy/2 Therefore Fn = Fy(1 Fy/4Fe) Fn = 31 98 KSI Find Ae at stress Fn eFlange = 1 343 in eLip = 0414 in eWeb = 1 223 in Ae = 0179 in Eq C4 2 Pn AeFn = 5 72 KIPS Eq C4 1 Pa = Pn/1 92 =298 KIPS With 1/3 stress increase Pa = 397 KIPS BENDING ANALYSIS Eq C3 1 2 9 Sigt (GJ + Pi 2ECw/Lt 2)/ARo 2 = 740 88 KSI Eq C3 1 2 8 Sigy = Pi 2E/(Ly/Ry) 2 = 686 68 KSI Eq C3 1 2 5 Me - RoA(Sigt Sigy) 5 = 640 58 K in Eq C3 1 2 3 My = Sf Fy = 19 87 K in Me > 0 5My Therefore Mc = My(1 My/4Me) = 19 716 K in Find effective section at stress f f Mc/Sf = 32 74 KSI eFlange = 1 333 in eLip = 0 414 in eWeb 4 327 in Sc - 0 578 in 3 Eq C3 1 2 1 Mn = ScMc/Sf = 18 93 K in Eq C3 1 1 Ma - Mn/1 67 = 11 34 K in With 1/3 stress increase Ma = 1512 Km COMBINED AXIAL AND BENDING Eq C5 5 Per = Pi 2Elx/Lx 2 = 101 46 KIPS Eq C5 4 Omegax = 1 1 92P/Pcr = 0 998 Interaction Equations Eq C5 1 P/Pa + Mx/MaOmegax = 0 059 Eq C5 2 P/Pao + Mx/Ma = 0 058 SHEAR ANALYSIS h /1 > 1 38 (5 34 E / Fy) Va - 059 KIPS 5 Therefore Va = 53 With 1/3 stress increase = 135 27 KIPS With 1/3 stress increase = 0 999 With 1/3 stress increase = 0 044 With 1/3 stress increase = 0 043 E 534 t 3/h With 1/3 stress increase 0 79 KIPS WASSERMAN MEDIA 6 0 HIGH WALL Web Crippling Analysis Member C6 158 20 Manufacturer Generic Yield = 33 0 KSI Configuration Single Support •) Pt Load Location _JL 000 600 Location (ft) Bearing Width (in) 1 0 1 0 Bearing Width (in) Reaction (Ibs) 200 200 Load (Ibs) Equation Number C34 1 C34 1 Equation Number Pa Qbs)__ 2349 2349 Pa (M_ MX (K in)J000 000 MX JKjn) Combined Bend WC 010 010 Combined Bend WC Stiffener Required"? No No Stiffener Required? NOTE Allowable web crippling and bending moment include 1/3 stress increase factor Web Crippling Equations C 3 4 1 Pa = t2kC3C4 (179 0 33h/t) [1+0 01 (N/t)] Where Pa = Allowable concentrated load or reaction per web Ibs C3 (1 33 0 33k) 1 000 C4 = 050<(115 015R/t)<=1 0925 Fy = Design yield stress of the web 33 KSI h = Depth of flat portion of web 5 827 inches k = Fy/33 1000 m = t/0075 0461 t - Web thickness 00346 inches R = Inside bend radius 00519 inches N Bearing width inches Ma = Allowable bending moment 15 2209 K in Combined bending and web crippling 1 2 |P/Pa| + |M/Ma| <= 1 5 (Eq C35 1) WASSERMAN MEDIA Overall Length of Beam 1458333ft Axial Load 0 KIPS Deflection Limit 6000 15 — 1458333- MX (Max) Vx (Max) I Required Magnitude 4785 Km 0109 KIPS 1 7742 in 4 Location 729ft 000ft 729ft Span | Length (ft^ 1 | 14 58 Load (PLF) 150 Moment (K in) 4785 Location (ft) 729 Defl Fact (in) I Location (ft) 05175| 729 Support | 1 2 i Location (ft) 000 1458 Moment (Kjn) 0000 0000 Reaction (Ibs) 109375 109375 WASSERMAN MEDIA Member C6 158 18 Manufacturer Generic Yield = 33 0 KSI Configuration Boxed Dimensions Gross Properties Loads and Bracing Depth Flange Lip Bend t Punch Whp Wflg Wweb BENDING = = = = = — = = = 6 1 0 0 0 1 0 1 5 0000 6250 5000 0676 0451 5000 3873 3995 7745 in in in in in in in in in Area Ix iy RX Ry Cw Jx10E3 = Xo Ro Beta 089 464 1 61 228 1 34 000 000 000 000 000 m2 m4 m4 in in in6 m4 in in Axial P = KxLx - KyLy = KtLt - Bending MX KLx = KLy = KLt - 0 175 175 175 4 175 175 175 00 00 00 00 79 00 00 00 KIPS in in in Kin in in in ANALYSIS Find effective section at stress Fy = 33 00 KSI eLip = 0387 in eWeb = 4274 in Sc Eq C3 1 1 1 Mn = SeFy - 51 01 K in Eq C3 1 1 Ma - Mn/1 67 - 30 37 K in SHEAR ANALYSIS h /1 > 1 38 (5 34 E / Fy) Va = 265 KIPS 5 Therefore Va = 53 1 537 in 3 With 1/3 stress increase Ma = 40 50 K in E 534 t 3/h With 1/3 stress increase = 3 54 KIPS WASSERMAN MEDIA Web Crippling Analysis Member C6 158 18 Manufacturer Generic Yield = 33 0 KSI Configuration BoxedI Support 1 2i Pt Load i Location (ft) 000 1458 Location (ft) Bearing Width (in) 1 0 1 0 Bearing Width (in) Reaction (Ibs) I 1094 1094 Load ^!bs) Equation Number C34 1 C34 1 Equation Number Pa (!M__ 3143 3143 Pa (Ibs) MX (KJD)000 000 MX (Kin) Combined Bend WC 021 021 Combined Bend WC Stiffener Required'' No No Stiffener Required7 Pa Web Crippling Equations - t2kC3C4 (179 0 33h/t) [1+0 01(N/t)]C34 1 Where Pa - Allowable concentrated load or reaction per web Ibs C3 (1 33 0 33k) 1 000 C4 = 050<(115 015R/t)<=1 0925 Fy = Design yield stress of the web 33 KSI h = Depth of flat portion of web 5 774 inches 1 000 0601 t = Web thickness 0 0451 inches R f Inside bend radius 0 0676 inches N = Bearing width inches Ma = Allowable bending moment 30 3722 K in k = Fy/33 m = t / 0 075 Combined bending and web crippling 1 2 |P/Pa| + |M/Ma| <= 1 5 (Eq C35 1) m DEPTH REQUIREMENTS FOR EMBEDDED POLES 1 Per Sec 18057 2007 C B C DESCRIPTION CANTILEVER COLUMN ALLOWABLE LATERAL EARTH PRESSURES Allowable Passive Pressure = Maximum Allowable Passive Pressure = Does lateral restraint at ground surface exist1-1 Load Duration Factor = 200 psf / ft of depth 1500 psf (For No Limit enter 0 ) 1 (Y-1 N=0) 1 33 LOADING DATA Applied point load P = Load height above base h - Uniform lateral load = Distance from base to bottom Distance from base to top = POLE TYPE (1 ROUND 2 RECTANGULAR) 1 109 6 0 0 0 0 0 0 0 0 Ibs ft plf ft ft Point Load Moment @ Uniform Moment base Load @ base ~ 654 0 ft ft # # Total Moment =654 ft# POLE WIDTH NOMINAL TO FORCE 24 in MINIMUM REQUIRED EMBEDMENT I Non Restrained I Depth = (A/2){1+SQRT(1+436 h/A)} = #N/A ft where A=2 34 P/(S1 b) Restrained Depth = SQRT(4 25 P h/S3 b) - 1 67 ft LATERAL PRESSURES Allowable @ 1/3 of Embedment - I Actual @ 1/3 of Embedment = Allowable @ base of Embedment = Actual @ 1/3 of Embedment = Surface Restraint Force - 165 psf #N/A psf 496 psf 402 psf 585 # I r STRUCTURAL Date: ENGINEERS sht: y ^ x : V 1 PRIME JOL 2M ^ENGINEERS ROUND HSS & PIPE SUBJECT TO FLEXURE AND AXIAL FORCE (LRFD DESIGN PER ANSI/A1SC 360 05) DESCRIPTION 2K9350 1 EXIST 5 STDPIPE DESIGN PROPERTIES Shape PipeSSTD E F A D t design ! 29000 ksi 35 00 ksi 403 in 556 in 024 in k ky L L (KL/r) (KL/r)y 1 00 1 00 1900ft 1900ft 121 28 121 28 I 14 30 m Z 6 83 in S 514 r 188 WEB CHECK (MAJOR AXIS) | D/t 1 A" COMPACT WEB 2310 5800 25686 Stress Increase PIPE <Pc PIPE Ob 1 00 09 09 P e APPLIED LOADS Loadsjapplied shall be in LRFD Add I Loads M P e. P e Axial P| Bending M Bending M CAPACITY P M - 1 M 31 7k 07kft 8 km 00 kft 0 k in <bc Pn 59 8 k 0>bMnx 17 9 kft <$b Mny 17 9 kft (+ in 3 1 Direction) ( in 4 2 Direction) 215 km 215k n P P2 P P DL 000k 000k 000k 000k LL 000k 000k 000k 000k e 000 in 000 n 000 in 000 in (Interpolate AISC Table 4 3) (See AISC Table 3 12 & 3 13) (See AISC Table 3 12 & 3 13) INTERACTION I Pr/Pc + (8/9)[Mr/Mc]056 1 PipeSSTD OK' PRIME Job zk-L SEISMIC DESIGN CRITERIA CBC 2007 PROJECT* 2K9 350 Occupancy Importance Factor I 2 1 00 T 1604 5 ASCE7T11 5 1 Structure Type CT OTHER 0020 0750 ASCE7T128 2 A Bearing Wall Systems 13 L ght fram dwllshthdwthwdstrct Ip 1 tdf eta steel h ts Response Mod Factor R 6 50 System Overstrength Factor Q - 3 00 Deflection Amplification Factor C 4 00 ASCE7T122 1 ASCE7T122 1 ASCE7T122 1 Site Class Spectral Respo se Ss ' Spectral Response S D 1 166 g 0441 g T161352 Site Coefficient F - Site Coefficient F 1 033 1 559 Soil Modified SMS F Ss Soil Modified S F S 1 205 0688 Eq1637 Eq 16 38 Design Spectral Response Acceleration Parameters (at 5 / Damping) At Short Periods Sos / S 0 804 At 1 second Period S / S 0 458 Eq 16 39 Eq 1640 T 0 2SD /SDS TS SD /SDS T 0114 sec 0 570 sec 8 000 sec ASCE711 45 ASCE7 1145 ASCE7Fig 22 15 F 040S IW-01W 0321 W ASCE71211 1 Se sm c Design C tegory Structural Limitations - D 65ft T 161356 ASCE7T122 1 PRIME JOB STRUCTURAL DATE ENGINEERS SHT WASSERMAN MEDIA GROUP 2052 CORTE DEL NOGAL SUITE B CARLSBAD CA92011 Conterminous 48 states 2005 ASCE 7 Standard Latitude - 33 1211517882331 Long tude 117 2776311635971 Spectral Respons Accelerations Ss and SI Ss and SI Kapped Spectral Ac elerat on Values S te Class B Fa 1 0 Fv 10 Data are based on a 0 01 deg grid spa ng Per od Sa (sec) (g) 02 1 166 (Ss Site Class B) 10 0 441 (SI S te Class B) Conterm nous 48 States 2005 ASCE 7 Standard Lat tude 33 1211517882331 Long tude 117 2776311635971 Spe tr 1 Re ponse Accelerations SMs nd SMI SMs Fa x Ss and SMI Fv x SI Site Class D F 1 034 Fv 1 559 Period Sa (sec) (g) 02 1 206 (SMs S te Class D) 10 0 687 (SMI Site Class D) Conterm nou 48 States 2005 ASCE 7 Standard Lat tude 33 1211517882331 Longitude 117 2776311635971 De ign Spectral Response Accelerations SDs and SD1 SDs - 2/3 x SMs and SD1 2/3 x SMI Site Class D Fa 1 034 Fv 1 559 Period Sa ( ec) (g) 02 0 804 (SDs S te Cla D) 10 0 458 (SD1 S te Class D) SEISMIC BASE SHEAR Pe ASCE 7 05 PRIME Jo TURKLD ENGINEERS ^ Design Criteria Site Class - D SDS 0 804 SD1 - 0 458 Struct Type Other C, = 0 020 x = 0 750 h - 20 00 ft Occ Categ 2 R 650 [- 1 00 Fundamental Period T (Per ASCE 7 05 §12 8 2 1) T C h -0189 sec Seismic Response Coefficient (Per ASCE 7 05 §12 8 1 1) c-SDS/[R/l]-0124 SD1/[TR/I]= 0373 0 044 SDS I = 0 035 = 0124W GOVERNS A 1-I Z 3 SI RSsh \] o ivf x >i \£V 2-2- ft.I) «|v ^ t. 2,81k- T T T T T ' 1 \" '' 'i i• 1- t 1 T T T T 1 ' •^^L. 4 A •"U 1*1§ *• 77? DL a i /) 2-? j^ l^/y ^3 2- to (_!(,) o 5? ob nt , L V Yz- (B>SIPUC )0 A) gA T||7g' of > f FRAMING @ CONFERENCE ROOM PRIME JOB STRUCTURAL DATE ENGINEERS SHT 10/22/09 12vO Ob3T (8U ( Ipl2vl Ob4148TBEAM ANALYSIS PROGRAM ( Ip9vl Ob4148T (6 43) (8U ( OplO SPAN LENGTH = 7 75 ft (Simple Span) vi, wd wl XI X2 0 017 0 000 REACTIONS LOAD Dead L ve Total 0 020 0 424 (JO 0 00 2 63 LEFT 0 066 0 607 0 673 7 75 5 13 RIGHT 0 0 0 066 608 673 MAXIMUM FORCES V max = M max = 0 673 k 0 2 000 kft @ 7 75 ft 3 88 ft IA DEFLECTIONS LOAD Total L ve Dead (El = kin Defl ( n) 19916/EI 18537/EI 1380/EI 2) X (ft) 3 87 3 88 mid pan f TOTAL Defl El L / 180 L / 240 L / 360 LIVE Defl 38548 51397 77096 El L / 240 L / 360 L / 480 47836 71755 95673 o fft/T 3 1 7? ~& -> (>//>)I V fl f ^ENGINEERS - t *-* AXIAL & BENDING fSAWN MEMBERS) (2005 NDS Allowable St De gn) DESCRIPTION STUD DRAG @ LN #& !> PROPERTIES Species DF L #2 \ f Stud Width b 3500m \ / Stud Depth d 7 250 in \ / Effective Length 1 7 750 ft t ~A Effective Length 1 7 750 ft / \ Section Modulus S 30 661 in j \ Section Area A 25 375 in | -" Wet Service No 1 Temp T 100 AXIAL CAPACITY [§3 643] F C CM C C C CP F 1350 psi F 2268 psi 1 600 F E 0 822 E /(I / d) 1 000 F E 2897 psi 1000 FEy 675 psi 1 050 F 675 psi 1 000 c 0 800 0277 627 psi 63 05 ps OK FLEXURAL CAPACITY [§3 343] F Co C C C C c, c c F 900 psi 1000 Fb 1170 psi 1 000 RB V(l d/b ) 1000 7419 0 995 F 1 2 E /R 1300 12645ps 1 000 1 000 1 000 1164ps 78274ps OK APPLIED LOADS P 1600 00 Ib M 2000 00 Ib ft f 63 05 psi f 782 74 psi CALCULATION [§4 3] E 580000 psi C 1 000 C 1 000 C 1 000 E m = 580000 ps COMBINED STRESSES [§3 9 2] (f /F } 0010 f / [F (1 f / Feg)] 0 687 If ) fb/[Fb(1 f /F )] -0697 Combined Stress Check OK ufttt. g. UMr (pj M.D te V i ^ [l %l It. I 1 I** 1 f^ (te*) < 51 jP f-> iA l-Offb e. Mt?/U/tf7 /J I I "0 ~! / -v J if' V I o\, e o>s ]t> j- E. p5 F O8 ) -> ' ^ (/ ^A) 0 0 75^^/7 V /y PR! ME Job 10 V v -2-, /i tx.gr -T^nk ^ 51 \ PRIME ob t / L- f ^ X vi rO PR IIV, E Job SI RbofUP \LDatelfeL'& '/ft |iJ k PRIME- :&£-* ENGINEERS snt I |g AsTM oUT" fW/o 6-fH T f I (, -\pt A /A A /A I o y/ 7 /? II ir SILL PLATE ANCHOR BOLT DESIGN Seism c Applicat on (Anchor Bolt Connection to Concrete) PRIME Job D c «V< ENGINEERS SH US' Jot)» 2K9 350 Description WASSERMAN MEDIA Bolt Type j ASTM F 1554 36 v \ Diameter f F Embed Spacing Design Loads V n Vu DESIGN 0625 58 00 ks 36 00 ksi 600 4800 ^ 1^VI^ 385 plf(LRFD) 1 00 1 540 kips (LRFD) Wood Type Sill Thk Sill Width Force to Gra n Wet Serv ce Factor C Temperature Factor C Time Effect Factor A Concrete |DFL(G 050) 1 50 350 Parallel 1 00 1 00 100 2500 psi 900 in Cracked (Actual Th ck ess) (Actual Width) Steel Strength of Anchor in Shear AS 0 23 sq n Vsa 0 6 Ase futa 7 86 kips <W 511 Concrete Pryout Strength in Shear Design Governed by Sill Plate Connection St ength 2 005 kips' Vj 1 540 kips / Over 0 007 Sill PI te Strength in Shear A A ^ a V N N \| A /A (V )(^ k V k N ovcp Concrete Breakout Str A A W Uj V 32400 32400 1 00 1 00 1764 )(^ P )(N ) 200 3527 2469 sq n sq in kips 1764 kps qth in Shear //to Edge 36450 36450 1 00 1 00 11 32 kips kps 2 C C A K <DZ, CmC AK Y eld Mode 928 1 00 1 00 1 00 216 201 Ibs k ps III IV ASD 7031 1313 2514 2866 928 1197 plf plf plf plf plf plf Vb 2A /A 22 65 kips 1585 0 75 0> Vn 3 83 k ps \/ I 7/ PRliM E D e fit (It) U/ X 1 66 e i ivK p y 0) w i (A), PRIME Job TUiUc A ENGINEERS ^nt LOAD COMBINATIONS FOR GRADE BEAM DESIGN (PER 2007 CBC & ASCE 7 05) GRADE BEAM AT 0804 ASD DESIGN UNIFORM LOAD W W2 W3 W P P2 P3 D + L + Lr 022 000 000 000 453 000 000 D + L + E/1 4 022 000 000 000 453 000 000 0 9D + E/1 4 017 000 000 000 068 000 000 P / P» P P P5/1 P 6/1 000 000 000 000 000 000 254 000 000 000 000 000 254 000 000 000 000 000 LRFD DESIGN UNIFORM LOAD W W W W W5 P P2 1 2D + 1 6L + 0 5Lr 028 000 000 000 694 000 000 (1 2+02SDS)D+f1L + E 027 000 000 000 291 000 000 {090 2SOS)D + E 014 000 000 000 056 000 000 P P2 P P P5 P6 000 000 000 000 000 000 356 000 000 000 000 000 356 000 000 000 000 000 PRIME Job S Rlj TURAL D t ENGINEERS SH GRADE BEAM DESIGN SOIL BEARING PRESSURE (P 2007CBC&ACI31805) DESCRIPTION DESIGN CRITERIA ! LINE D Length 9 Width 1 Thk 1 LOAD COMBINATIONS LC1 D LC2 D LC3 D LC4 0 LC5 0 DIST LOADS w1 w2 w3 w4 W5 w6 w7 w8 w9 w10 POINT LOADS P1 P2 P3 P4 P5 P6 P7 P8 P9 P10 APPLIED MOMENTS M1 M2 M3 M4 SOIL RESULTS Result Fo ce X Eff Ftg L Q max Q mm MAXIMUM FORCES V max M max M mm 41ft 50ft 50ft L L L E/1 4 L E/1 4 9D E/1 4 9D E/1 4 LC1 0 22 klf LC1 453k 453k LC1 LC1 1365k 471 ft 941ft 0 97 ksf 0 97 ksf LC1 286k 1 24 k 333 k LC2 0 22 klf LC2 453k 453k 254k 254k LC2 LC2 1365k 351 ft 941 ft 1 70 ksf 0 23 ksf LC2 400k 234 k 333 k fc fy Cone Wt LC3 0 22 klf LC3 453k 453k 254k 254k LC3 LC3 1365k 590ft 941 ft 1 70 ksf 0 23 ksf LC3 400k 234 k 333 k 2500 ps 60 00 ksi 01 50 kef LC4 0 17 klf LC4 068k 068k 254k 254k LC4 LC4 563k 1 81ft 543ft 1 38 ksf 0 00 ksf LC4 213k 1 73 k 037 k h d 4 00 n d 1400m LC 5 x1 (ft) x2 (ft) 017 klf 150ft 791ft LC 5 (ft) 0 68 k 1 50 ft 068k 791ft 2 54 k 1 50 ft 2 54 k 7 91 k LC 5 x (ft) LC5 563k 760ft 5 43 ft 1 38 ksf < I *fal % 1 v>F 0 00 ksf LC5 213k 1 73 k 037 k PRIME Job T01UURAI D ENGINEERS ow Uft GRADE BEAM DESIGN REINFORCEMENT (Pe 2007CBC&ACI31805) DESCRIPTION ©LINED DESIGN CRITERIA f c 2 50 ksi fy 60 00 ks b 18 00 in h 1800i d 14 00 in SHEAR DESIGN Vu 4 00 k 1 4 Vu 5 60 k Vc 25 20 k 0Vc 1890k Vs 0 00 k Vs Max St ruos a e Goto al Av mi 0 18 in /ft #3 Stirrups at 1467 n #4 Sti rups at 26 67 n FLEXURAL DESIGN P 085 As mm 0 84 in As max 3 25 in M max 2 34 k 1 4 M max 3 27 k As req 0 07 in Bottom Steel Ba s Spac q 2#4@ 1000m 2#5@ 1000 n 2#6@ 1000m 2#7@ 1000 n 2 #8 @ 10 00 in 2#9@ 1000m <t>v 075 Ob 090 LF 140 10080k M mm 3 33 k 1 4 M mm 4 67 k As req 010 in Top Steel Ba s Spac g 2#4@ 1000m 2#5@ 1000 n 2#6@ 1000 2#7@ 1000m 2#8@ 1000m 2#9@ 1000m 6-B x < PRIME job S~% TIM D o ENGINEERS s t LOAD COMBINATIONS FOR GRADE BEAM DESIGN (PER 2007 CBC & ASCE 7 05) GRADE BEAM AT D 4ID 0804 ASP DESIGN UNIFORM LOAD W, W W3 W4 Pi P2 P3 D + L + Lr 089 000 000 000 1 35 000 000 D + L + E/1 4 089 000 000 000 1 35 000 000 0 9D + E/1 4 022 000 000 000 023 000 000 P / P 2/1 P31 P / 000 000 000 000 P 5/1 4 | 0 00 P 6/1 4 000 1 14 1 14 000 000 000 000 000 000 000 000 000 000 LRFD DESIGN UNIFORM LOAD W W2 W W W5 P P 1 2D + 1 6L + 0 5Lr 1 32 000 000 000 206 000 000 {1 2+02SDS)D+f1L+E 066 000 000 000 090 000 000 (090 2SDS)D + E 018 000 000 000 019 000 000 P P2 P P4 P PS 000 000 000 000 000 000 1 60 000 000 000 000 000 1 60 000 000 000 000 000 PRIME Job RU JUPnl D ENGINEERS =mt »°M GRADE BEAM DESIGN SOIL BEARING PRESSURE (Per2007CBC&ACI31805) DESCRIPTION GB @ LN D 4 (1) DESIGN CRITERIA Length Width Thk 942ft 1 50ft 1 50ft fc fy Cone Wt 2500 psi h d 4 00 in 6000ks d 1400 n 01 50 kef LOAD COMBINATIONS LC1 LC2 LC3 LC4 LC5 DIST LOADS w1 w2 w3 w4 w5 w6 w7 w8 w9 w10 POINT LOADS P1 P2 P3 P4 P5 P6 P7 P8 P9 P10 APPLIED MOMENTS M1 M2 M3 M4 SOIL RESULTS Result Force x Eff Ftg L Q max Q mm MAXIMUM FORCES V max M max M m n D L Lr D L E/1 4 D L E/1 4 0 9D E/1 4 0 9D E/1 4 LC1 0 89 klf LC1 1 35k LC1 LC1 1202k 518ft 942ft 1 1 1 ksf 0 59 ksf LC1 069k 023 k 057 k LC 2 LC 3 0 89 klf 0 89 klf LC 2 LC 3 1 35 k 1 35 k 1 14k 1 14k 1 14k 1 14k LC 2 LC 3 LC2 LC3 1202k 1202k 5 98 ft 4 38 ft 9 42 ft 9 42 ft 1 54 ksf 1 03 ksf 016 ksf 067 ksf LC 2 LC 3 1 50 k 0 58 k 082 k 014 k 1 17 k 047 k LC 4 LC 5 x1 (ft) x2 (ft) 022 klf 022 klf 050ft 892ft LC 4 LC 5 x (ft) 0 23 k 0 23 k 8 92 ft 1 14k 1 14k 050ft 114k 114k 892ft LC 4 LC 5 x (ft) LC4 LC5 5 26 k 5 26 k 6 72 ft 3 07 ft 811 ft 921 ft r , . D- 087 ksf 076 ksf <\lShFUs) V *> r . 0 00 ksf 0 00 ksf LC 4 LC 5 0 96 k 0 74 k 0 83 k 0 58 k 0 61 k 0 53 k PRIME ^ENGINEERS GRADE BEAM DESIGN REINFORCEMENT (Per2007CBC&ACI31805) DESCRIPTION GB@LND4(1) DESIGN CRITERIA fc 2 50 ksi <Dv fy 60 00 ksi Ob b 18 00 in LF h 18 00 in d 1400m SHEAR DESIGN Vu 1 50 k 1 4 Vu 211k Vc 25 20 k ctA/c 1890k Vs 000k VsMax 10080k Stirrups are Optional </ Avmm 018 in /ft #3 Stirrups at 14 67 in #4 Stirrups at 26 67 in FLEXURAL DESIGN B 085 As mm 0 84 in As max 3 25 in M max 0 83 k M mm 1 4 M max 1 16 k 1 4 M mn As req 0 02 in As req Bottom Steel Top Steel Bars Spacing Bars 2#4@ 1000m 2#4@ 2#5@ 1000m 2#5@ 2#6@ 1000m 2#6@ 2#7@ 1000m 2#7@ 2#8@ 1000 n 2#8@ 2#9@ 1000 2#9@ 075 090 1 40 1 17 k 1 64 k 0 03 in Spa nq 1000m 1000m 1000 n 1000m 1000 n 1000m ufe I (, X / 4 T&P frT/HM g CTRUCM, fv r 10 v Jl of \l (/i ) f/J frj?toe X ' (. e PRIME job S~RUJURAL D8 .ENGINEERS SH LOAD COMBINATIONS FOR GRADE BEAM DESIGN (PER 2007 CBC & ASCE 7 05) GRADE BEAM AT D 4 (2)0804 ASP DESIGN UNIFORM LOAD W W2 W3 W4 P, P2 Pa D + L + Lr | D + L + E/1 4 0 9D + E/1 4 050 000 000 000 048 000 000 050 000 000 000 048 000 000 022 000 000 000 009 000 000 P / A P 21 4 P P / PeS P5/ 000 000 000 000 000 000 1 16 000 000 000 000 000 1 16 000 000 000 000 000 LRFD DESIGN UNIFORM LOAD W W2 W3 W4 ws P P2 1 2D + 1 6L + 0 5Lr 071 000 000 000 073 000 000 (1 2+02SDS)D + f1L + E 046 000 000 000 033 000 000 (090 2SDS)D + E 018 000 000 000 007 000 000 PI P2 P3 P< D P 000 000 000 000 000 000 1 63 000 000 000 000 000 1 63 000 000 000 000 000 PRIME Job S'RU TURN D c ENGINEERS -H GRADE BEAM DESIGN SOIL BEARING PRESSURE (Per2007CBC&ACI31805) DESCRIPTION GB @ LN D 4 (2) DESIGN CRITERIA Length 9 Width 1 Thk 1 LOAD COMBINATIONS LC1 D LC2 D LC3 D LC4 0 LC5 0 DIST LOADS w1 w2 w3 w4 w5 w6 w7 w8 w9 w10 POINT LOADS P1 P2 P3 P4 P5 P6 P7 P8 P9 P10 APPLIED MOMENTS M1 M2 M3 M4 SOIL RESULTS Result Force x Eff Ftg L Q max Q mm MAXIMUM FORCES Vmax M max M mm 25ft 50ft 50ft + L + L L E/1 4 L E/1 4 9D E/1 4 9D E/1 4 LC1 0 50 klf LC1 048k LC1 LC1 781 k 493ft 925ft 0 68 ksf 0 45 ksf LC1 026k 016 k 020 k fc fy Cone Wt LC 2 LC 3 0 50 klf 0 50 klf LC 2 LC 3 0 48 k 0 48 k 1 08 k 1 08 k 1 08 k 1 08 k LC 2 LC 3 LC 2 LC 3 781k 781k 610ft 377ft 9 25 ft 9 25 ft 1 10 ksf 088 ksf 0 02 ksf 0 25 ksf LC 2 LC 3 113k 062k 0 70 k 0 52 k 0 92 k 0 38 k 2500 psi h d 4 00 in 60 00 ksi d 14 00 in 0 150 kef LC 4 LC 5 x1 (ft) x2 (ft) 0 22 klf 0 22 klf 0 50 ft 8 92 ft LC 4 LC 5 x (ft) 0 09 k 0 09 k 8 92 ft 1 08 k 1 08 k 0 50 ft 1 08 k 1 08 k 8 92 ft LC 4 LC 5 x (ft) LC 4 LC 5 5 06 k 5 06 k 6 53 ft 2 94 ft 817ft 881ft r 0 83 ksf 0 77 ksf < j[ $ UP (y/ ) 2- **•£ 0 00 ksf 0 00 ksf LC 4 LC 5 0 90 k 0 88 k 0 74 k 0 77 k 0 66 k 0 42 k PRIME iENGI^EERS of t GRADE BEAM DESIGN REINFORCEMENT (Per2007CBC&ACI31805) DESCRIPTION GB @ LN D 4 (2) DESIGN CRITERIA fc fy b h d 2 50 ksi 60 00 ks 1800m 1800 n 1400m cpv Ob LF 075 090 1 40 SHEAR DESIGN Vu 1 4Vu Vc 0Vc Vs Av mm 1 13k 1 59k 2520k 1890k 0 00 k Vs Max Stirrups are Optional S 018 in /ft #3Stirupsat 14 67 in #4 Stirrups at 26 67 in /-10080k FLEXURAL DESIGN P As mm As max M max 1 4 M max As req Bottom Steel Ba s 2#4@ 2#5@ 2#6@ 2#7@ 2#8@ 2#9@ 085 084 in 3 25 in 077 k 108 k 002 in Spacing 1000m 1000m 1000 in 1000 1000m 1000m M mm 1 4 M mm As req Top Steel Bars 2#4@ 2#5@ 2#6@ 2#7@ 2#8@ 2#9@ 092 k 1 29 k 003 in Spacing 1000m 1000 in 1000 n 1000m 1000m 10 00 in PRIME JOL iENGINEERS sw LOAD COMBINATIONS FOR GRADE BEAM DESIGN (PER 2007 CBC & ASCE 7 05) GRADE BEAM AT N/S DIRECTION ASP DESIGN 0804 UNIFORM LOAD W W2 W3 W4 P P2 Pa D + L + Lr 053 000 000 000 1 25 000 000 D + L + E/1 4 053 000 000 000 1 25 000 000 0 9D + E/1 4 022 000 000 000 009 000 000 P 1/14 000 P 21 4 ] 0 00 P* P , P5/ 4 P 6/ 4 000 000 000 000 200 000 000 000 000 000 200 000 000 000 000 000 LRFD DESIGN UNIFORM LOAD W, W2 W3 W W5 P P2 1 2D 1 6L +• 0 5Lr 074 000 000 000 1 96 000 000 (1 2 02Sos)D + f1L-t-E 047 000 000 000 071 000 000 (0 9 0 2S S)D + E 018 000 000 000 007 000 000 P 1 | P2 P3 P PS PS 000 000 000 000 000 000 280 000 000 000 000 000 280 000 000 000 000 000 PRIME Job ^ENGINEERS GRADE BEAM DESIGN SOIL BEARING PRESSURE (Per2007CBC&ACI31805) DESCRIPTION DESIGN CRITERIA GB @ N/S DIRECTION Length Width Thk 11 25ft 1 50ft 1 50ft f c 2500 psi fy 60 00 ksi Cone Wt 0 150 kef hd 400m d 1400m LOAD COMBINATIONS LC1 LC2 LC3 LC4 LC5 DIST LOADS W1 w2 w3 w4 w5 w6 w7 w8 w9 w10 POINT LOADS P1 P2 P3 P4 P5 P6 P7 P8 P9 P10 APPLIED MOMENTS M1 M2 M3 M4 SOIL RESULTS Result Force x Eff Ftg L Q max Q mm MAXIMUM FORCES V max M max M m n DLL D L E/1 4 D L E/1 4 0 9D E/1 4 0 9D E/1 4 LC1 0 53 klf LC1 1 25k LC1 LC1 1048k 624ft 11 25ft 0 82 ksf 0 42 ksf LC1 079k 011 k 1 02 k LC2 LC3 LC4 LC 5 0 53 klf 0 53 klf 0 22 klf 0 22 klf LC2 LC3 LC4 LC 5 1 25 k 1 25 k 0 09 k 0 09 k 200k 200k 200k 200k 200k 200k 200k 200k LC2 LC3 LC4 LC 5 LC2 LC3 LC4 LC 5 1048k 1048k 614k 614k 819ft 428ft 904ft 236ft 917ft 1125ft 664ft 709ft 1 52 ksf 1 07 ksf 1 23 ksf 116 ksf 000 ksf 018 ksf 000 ksf 0 00 ksf LC2 LC3 LC4 LC 5 2 26 k 1 36 k 181k 1 72 k 1 90 k 0 54 k 2 97 k 2 68 k 215k 1 52 k 0 73 k 0 78 k x1 (ft) x2 (ft) 050ft 1075ft x(ft) 1075ft 050ft 1075ft x(«) <ri:>M(%j Z' tsfj GRADE BEAM DESIGN REINFORCEMENT (Per 2007 CBC & ACI 318 05) DESCRIPTION GB @ N/S DIRECTION PRIME Job TUfU D * ENGINEERS s t DESIGN CRITERIA f c 2 50 ksi fy 60 00 ksi b 1800 n h 18 00 in d 1400m SHEAR DESIGN Vu 2 26 k 14Vu 316k Vc 25 20 k OVc 1890k Vs 0 00 k Vs Max/ St r UPS are Optional * d>v 075 ct>b 090 LF 1 40 10080k Av mm 018 in/ft #3 Stirrups at 14 67 in #4 St rrups at 26 67 in FLEXURAL DESIGN P 085 As mm 0 84 in As max 3 25 n M max 2 97 k 14Mmax 415k As req 0 09 in Bottom Steel Bars 2#4@ 2#5@ 2#6@ 2#7@ 2#8@ 2#9@ Spacing 1000m 1000 n 10 00 in 1000m 1000m 1000m Mmm 2 15 k 1 4 M mm 3 02 k As req 0 06 in T pSt el Bars 2#4@ 2#5@ 2#6@ 2#7@ 2#8@ 2#9@ Spacing 1000 in 1000 in 1000 n 1000m 1000m 1000m PPIMEJob STrtbvJbRAlDa'e ^-FNGINEcRSsht \f *->(, 0 \>) M^t -7 '- J/ '5-o> /'-»-"*•/•'* PRIME Job S~RU JIHW. Date ENGINEERS %t LOAD COMBINATIONS FOR GRADE BEAM DESIGN (PER 2007 CBC & ASCE 7 05) GRADE BEAM AT 79 0804 ASP DESIGN UNIFORM LOAD | D + L + Lr W W2 W3 W4 Pi P P3 053 000 000 000 1 18 2 11 000 D + L + E/1 4 l_ 053 000 000 000 1 18 211 000 0 9D + E/1 4 022 000 000 000 049 087 000 P 1/1 4 P 21 4 P 3/14 P n P 5/1 4 P 000 000 000 000 000 000 257 000 000 000 000 000 257 000 000 000 000 000 LRFD DESIGN UNIFORM LOAD 1 2D + 1 6L + 0 5Lr , (1 2+0 2SOS)D + f L + E W, W W W W P P 074 000 000 000 1 67 299 000 047 000 000 000 1 06 1 88 000 (090 2SDS)D + E 0 18 000 000 000 040 071 000 P P2 Pe3 P P5 P6 000 000 000 000 000 000 359 000 000 000 000 000 359 000 000 000 000 000 PRIME Job SW7URAL Date ENGINEERS su GRADE BEAM DESIGN SOIL BEARING PRESSURE (Per2007CBC&ACI31805) DESCRIPTION DESIGN CRITERIA GB @ LN 7 9 Length Wdth Thk 1000ft 1 50ft 150ft fc fy Cone Wt 2500 psi 60 00 ksi 01 50 kef h d 4 00 in d 1400m LOAD COMBINATIONS LC1 LC2 LC3 LC4 LC5 DIST LOADS w1 w2 w3 w4 w5 w6 w7 w8 w9 w10 POINT LOADS P1 P2 P3 P4 P5 P6 P7 P8 P9 P10 APPLIED MOMENTS M1 M2 M3 M4 SOIL RESULTS Result Force x Eft Ftg L Q max Q rnn MAXIMUM FORCES V max M max M mm D L Lr D L E/1 4 D L E/1 4 0 9D E/1 4 0 9D E/1 4 LC1 0 53 klf LC1 1 18k 211 k LC1 LC1 1091 k 500ft 1000ft 0 73 ksf 0 73 ksf LC1 1 11 k 082 k 134 k LC2 0 53 klf LC2 1 18k 257k 257k 211 k LC2 LC2 1091 k 688ft 936ft 1 55 ksf 0 00 ksf LC2 268k 206 k 007 k LC3 0 53 klf LC3 1 18k 257k 257k 211k LC3 LC3 1091 k 311 ft 933ft 1 56 ksf 0 00 ksf LC3 275k 023 k 319 k LC4 0 22 klf LC4 049k 257k 257k 087k LC4 LC4 650k 816ft 552ft 1 57 ksf 0 00 ksf LC4 252k 323 k 004 k LC 5 x1 (ft) x2 (ft) 0 22 klf 0 50 ft 8 50 ft LC 5 x (ft) 0 49 k 0 50 ft 2 57 k 0 50 ft 2 57 k 8 50 ft 0 87 k 8 50 k LC 5 x (ft) LC5 650k 1 83ft 548ft -. 158 ksf <^5"'--*nVv 1- f^-FJ 0 00 ksf LC5 207k 090 k 1 37 k GRADE BEAM DESIGN REINFORCEMENT (Per2007CBC&ACI31805) DESCRIPTION GB@LN79 DESIGN CRITERIA fc 2 50 ksi fy 60 00 ksi b 18 00 in h 1800m d 1400m SHEAR DESIGN Vu 2 75 k 1 4 Vu 3 86 k Vc 25 20 k cDVc 18 90 k Vs 0 00 k Vs Max^, St r os e Opt o al Av mm 018 in /ft #3 St upsat 14 67 n #4 Stirrups at 26 67 in FLEXURAL DESIGN |3 085 As mm 0 84 n As max 3 25 in M max 3 23 k 1 4 M max 4 53 k As req 010 in Bottom Steel Ba s Spacing 2#4@ 1000m 2#5@ 1000m 2#6@ 1000m 2#7@ 1000 2#8@ 1000m 2#9@ 1000m 4>v 075 <t>b 090 LF 1 40 10080k M mm 3 19 k 1 4Mmn 446 k As req - 0 09 in Top Steel Bars Spacnq 2#4@ 1000m 2#5@ 1000m 2#6@ 1000 2#7@ 1000m 2#8@ 1000m 2#9@ 1000m FOR REFERENCE ONLY BUILT Cm Di R dB It LLC 5088 Ed A Ch CA 91710 P 909 465 1215 F 909 627 3627 www db It om RedBuilt Calculations Date Project Location Job No 10/28/2009 Wasserman Media Carlsbad CA 09 036728 The professional engineers seal on this letter is to confirm the RedBuilt products identified on the attached calculation(s) are designed to support the loads shown for the span(s) and spacing(s) indicated The attached calculation(s) assumes that adequate detailing has been performed by others in accordance with RedBuilt recommendations I have only reviewed the RedBuilt calculation(s) I have not reviewed the project construction documents or any other project information The design loads span(s) and spacmg(s) were provided by others If this information is incorrect or incomplete notify your RedBuilt Technical Representative Dave Newman at (949) 630 9551 immediately The suitability and application of the identified RedBuilt products for this project are the lesponsibihty of the Design Professional of Record Cnlculation(s') included Type(s) 10 3 &8 0 long 11 88 TJIL65@16 o/c R dB It Prod t Approval R dL m ESR '993 R d I Jo sts ESR 2994 Ope web t sseS eve Wev ha TJ B am® 0 Se N a/ PM P g E 630 FOR REFERENCE ONLY 11 7/8 TJI®/L65@16 O/C THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED -10 3 Product D agram is Conceptual LOADS Analys s s fo a Jo st Member Primary Load G oup Storage Lght (psf) 125 0 Lve at 100 / duration 13 0 Dead SUPPORTS 1 Stud wall 2 Stud wall Input Bea g Vertical Reactions (Ibs) Detail Width Length Live/Dead/Uphft/Total 350 350 854/89/0/943 EdTJI Blockng 3 50 3 50 854 / 89 / 0 / 943 End TJI Blocking Othe 1 Ply 11 7/8 TJI®/L65 1 Ply 11 7/8 TJI®/L65 DESIGN CONTROLS Shear (Ibs) Vertical Reaction (Ibs) Moment (Ft Lbs) L eLoadDeflf ) Total Load Defl ( ) TJPro Maximum 1000 995 2224 Design 1000 995 2224 0097 0107 64 Control 1925 1885 6750 0328 0492 30 Result Passed (527) Passed (53 / ) Passed (33 / ) Passed (L7999 ) Passed (L/999 ) Passed Location Rt end Span 1 under Concentrated loadi g Bea g 2 u de Concentrated load ng MID Span 1 nder Floo (P mary Load G oup) load ng MID Span 1 under Floor (Pr mary Load G oup) load g MID Span 1 nder Floor (Pr mary Load Group) load g Span 1 Deflect on C tera MINIMUM(LL L/360TLL/240 ALT L/480@50 0 psf) Deflect on analys s s based on composite action wth s gle laye of 19/32 Pa els (20 Span Rat ng) GLUED & NAILED wood decking Bracmg(L ) Allcompesso edges (top a d bottom) must be braced at 6 4 o/c unless detailed otherwise Proper attachment and posit onmg of late al b ac ng s requ red to ach eve member stab I ty 2000 Ibs concent ated load equirements for standard non residential floors ha e been cons dered for react o a d shea ADDITIONAL NOTES IMPORTANT The a alys s presented is output from software developed by iLevel® Allowable product alues shown a e n acco da ce w th cu e t Le el® materials a d code accepted desig alues The spec f c product applicat o p t des g loads a d stated d me s ons ha e been pro ded by others ( ) ha e ot been checked fo confo ma ce with the design drawings of the build g a d h t been rev ewed by Le el® E g ee g THIS ANALYSIS FOR Le el® PRODUCTS ONLY' PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS Allowable Stress Des g m th d I gy wa d fo B Id g Code UBC a alyz g the Le el® Custom p od ct I sted abo e PROJECT INFORMATION Wasserman Med a OPERATOR INFORMATION Da e Newman Redbu It 110 Irv eBI #690 Tust CA 92780 Pho e 949 630 9551 Fa 9497431746 DNewman@Redbu It com eve Wovorha TJB m® S U SI P 9 E 0030 0 FOR REFERENCE ONLY 11 7/8 TJI®/L65@16 O/C THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED m" -10 3 Product Diagram ts Conceptual LOADS Analys s is for a Jo st Member Pr mary Load Group Office Bldgs Off ces (psf) 50 0 L e at 100 / du at o 130 Dead 15 0 Part t o SUPPORTS 1 Stud wall 2 St d wall Input Bearing Vertical Reactio s (Ibs) Detail Width Length Live/Dead/Uplift/Total 350 350 342/191/0/533 E d TJI Block 3 50 3 50 342 /191 / 0 / 533 End TJI Block Other 1 Ply 11 7/8 TJI®/L65 1 Ply 11 7/8 TJKB/L65 DESIGN CONTROLS Shear (Ibs) Vert cal Reactio (Ibs) Mome t (Ft Lbs) L e Load Defl (in) Total Load Defl ( ) TJPo Max mum 1000 995 1257 Design 1000 995 1257 0039 0061 64 Control 1925 1885 6750 0246 0492 30 Result Passed (527) Passed (53 / ) Passed (197) Passed (L/999 ) Passed (L/999 ) Passed Location Rt e d Spa 1 u der Concentrated load ng Bear ng 2 unde Co centrated loading MID Spa 1 u de Floo (P mary Load Group) load ng MID Span 1 under Alte nate Deflect on Criteria MID Spa 1 u de Floor (Primary Load G oup) load g Span 1 Deflect on Cr ter a MINIMUM(LL L7360 TL L/240 ALT l_/480@50 0 psf) Deflection analyss s based on compos te act on wth s gle laye of 19/32 Pa els (20 Spa Rat g) GLUED & NAILED wood decking B ac g(Lu) Allcompesso edges (top a d bottom) m st be braced at 8 5 o/c unless deta led otherw se Pope attachme ta d posit onmg of lateral brae ng s req ed to ach e e member stab I ty 2000 Ibs co cent ated load equ erne ts fo sta dard non res dent al floo s ha e bee co sidered for react on a d sh a ADDITIONAL NOTES IMPORTANT' The analys s p s t d s output from softwa e developed by Le I® Allowable product aluesshow ae acco da ce w th cu ent Le el® mate als and code accepted des gn alues The spec f c p oduct appl cat o put des g loads a d stated dimens ons have been prov ded by others ( ) ha e ot bee checked fo co fo mance w th the design drawings of the b Id g a d ha e ot bee e ewed by Le el® E g ee g THIS ANALYSIS FOR Level® PRODUCTS ONLY' PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS Allowable Stress Des gn methodology w s df B Id g Code UBC a alyz g the Le el® Custom p oduct I sted abo e PROJECT INFORMATION Wasserma Med a OPERATOR INFORMATION Dave Newman Redbuilt 110 Irvine Bl #690 Tust CA 92780 Phone 9496309551 Fax 9497431746 DNewman@Redbu It com eve Wov haa TJ rtO S U 81 009 2 PS g 0030 P 30 FOR REFERENCE ONLY 11 7/8 TJI®/L65@16 o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED -8 Product D ag am is Conceptual LOADS Analys s s to a Joist Membe Primary Load G oup Off ce Bldgs Offices (psf) 50 0 L e at 100 / du ation 13 0 Dead 15 0 Part ton SUPPORTS 1 Stud wall 2 Stud wall Input Bearing Vertical Reactions (Ibs) Detail Width Length L ve/Dead/Uphft/Total 350 350 267/149/0/416 End TJI Block g 3 50 3 50 267 /149 / 0 / 416 End TJI Blocking Other 1 Ply 11 7/8 TJI®/L65 1 Ply 11 7/8 TJI®/L65 DESIGN CONTROLS Shea (Ibs) Vertical React o (Ibs) Moment (Ft Lbs) Live Load Defl ( ) Total Load Defl (n) TJPro Ma mum 1000 995 748 Design 1000 995 748 0017 0026 67 Co t ol 1925 1885 6750 0190 0379 30 Result Passed (527) Passed (53 /) Passed (11 /) Passed (L/999 ) Passed (L/999 ) Passed Location Rt end Span 1 under Conce t ated load ng Bear ng 2 unde Concent ated load ng MID Span 1 under Floo (Pr mary Load Group) load ng MID Span 1 under Alternate Deflection Crte a MID Span 1 under Floo (P mary Load G oup) load ng Spa 1 Deflect 0 C iter a MINIMUM(LL L/360 TL L/240 ALT L7480@50 0 psf) Deflect o a alyss s based on compos te act o wths glelaye of 19/32 Panels (20 Span Rat g) GLUED & NAILED wood deck g Brae ng(Lu) All compress o edges (top and bottom) must be b aced at 8 o/c unless deta led otherw se P ope attachment and pos t o brae ng s requ ed to ach e e membe stab I ty 2000 Ibs co centrated load equ ements for standa d o es dent al floo s ha e been cons de ed fo eaction a d sh a g of lateral ADDITIONAL NOTES IMPORTANT! The a alys s p esented s o tp t f om software de eloped by Le el® Allowable product aluesshownae acco dance wth current Le el® mate als a d code accepted des gn alues The spec f c p oduct applicat on put design loads a d stated dimensions ha e bee po ded by othe s ( ) ha e not been checked fo co fo mance w th the design d aw gs f the b Id g a d ha e ot been re ewed by Le el® Eg ee ng THIS ANALYSIS FOR Le el® PRODUCTS ONLY' PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS Allowable Stress Des gn methodology was sed fo B Id g Code UBC analy g the Le el® Custom product I sted abo e PROJECT INFORMATION Wasse ma Med a OPERATOR INFORMATION Dave Newman Redbu It 110 Irv eBI #690 Tust CA 92780 Pho e 949 630 9551 Fax 9497431746 DNewman@Redbu It com TITLE 24 WASSERMAN MEDIA GROUP 2052 CORTE DEL NOGAL, STE B CARLSBAD, CA 92011 BTA Engineers, Inc Mechanical Plumbing Energy Consultants 5125 Convoy Street, Suite 212 San Diego, CA921 858-715- CERTIFICATE OF COMPLIANCE (Parti of 3) MECH-1-C PROJECT NAME WASSERMAN MEDIA GROUP PROJECT ADDRESS 2052 CORTE DEL NOGAL STE B CARLSBAD CA PRINCIPAL DESIGNER MECHANICAL BTA ENGINEERS. INC DOCUMENTATION AUTHORBTA ENGINEERS, INC GENERAL INFORMATION 920H TELEPHONE 858 115 6601 TELEPHONE 858 115 6613 DATE 10/22/09 Bu Id ng Perm t # Checked by/Date Enforcement Agency Use DATE OF PLANS 1 BUILDING CONDITIONED FLOOR AREA 1001 SOFT | CLIMATE ZONE 1 BUILDING TYPE H NONRESIDENTIAL Q HIGH RISE RESIDENTIAL Q HOTEL/MOTEL GUESTROOM PHASE OF CONSTRUCTION D NEW CONSTRUCTION g| ADDITION g| ALTERATION fj UNCONDITIONED(fleaffda t) STATEMENT OF COMPLIANCE Th C rtfcat fCompla elst the b Id gfeat sa dperfoma sp feat n ne dt mplywthTtl 24 Parts 1 a d6oftheCalfo a Code f R g I t Th s rt f ate appl s o ly to bu Id g I ght g q m t The documentation preparer hereby certifies that the documentation is accurate and complete DOCUMENTATION AUTHOR TonaLE SIGNATURE DATE 10/22/03 ThPplMh IDghbyrtfthtthppodbldgdgp tdth tf ttdmt ttwthth th ompl e fo m a d w k h t w th th p f t d w th y th lit bm tt d w th th p m t appl t Th p p d b Id g h b d g dt m tth Ight g q m t t d th ppl bl p rt f S t 100 101 102 110th gh115 120th gh 125 142 144 d145 [71 Thepla s&spe f ato s meet the eq m t f P rt 1 (S t 10 103 ) |~| The t llato c rtfc tes meet the eq me ts f P rt 1 (10 103a3) n Th p t &m te a ce fomato meets th q m t fP rt1(10103c) Please check o e (Th t f th B s d P f ss o s Code a e p ted f II th No d t I M I) |""| I h by aff m th 11 m el g ble de the p o f D 3 f th B d P f Cod t s g th s docum t s the p p bl f t p p t d that I am I c d th St t f C I f I g m ha al e g ee o I am a I ce s d cht ct r] I ff m that I m I g bl d the e mpt to D 3 f th B d P f o C d by S t 5537 2 6737 3 to s g th s d m t th p p bl f t p pa at o a d that I am a I sed t ct p rf m g th w k |-| I ff m th 11 m I g bl dth mpt tD SfthB dPf sCdt gthsd mtb stprt t t t type f wo k desc bed p 11 B d P f C d t 5537 5538 a d 6737 1 PRINCIPAL MECHANICAL DESIGNER NAME TOMaLE SIGNATURE —•J^"" /& f**^j{ffa7*j^^B^^—^!S^^* DATE 10/22/03 LIC # M 32851 INSTRUCTIONS TO APPLICANT MECHANICAL COMPLIANCE & WORKSHEETS (check box f wo ksheet s eluded) E3 MECH 1 C G MECH 2 C Q MECH 3 C Q MECH 4 C C rtf t fC mpl Parti of3 2of3 3of3 q d pi f allsubmttal A /Wate/S rvc /W t P 1 Req m ts Parti of3 2of3 3(3 q df llsubmttals butm yb pi Mh IV tit dRhats equ ed fo all subm ttals w th m h 1 e t alt o b t m y b pi HVAC M sc P pt R q me ts s eq ed fo all p es pt bm tt 1 b t m y be o pla s 2005 Nonresidential Compliance Forms January 2006 CERTIFICATE OF COMPLIANCE (Part 2 of 3) MECH-1 -C PROJECT NAME DATE lUASSERMAN MEDIA GROUP 10/22/09 Designer Th s form s to be sed by the des g e a d attached to the pla s L sted below are all the acceptance tests for mecha cal systems The des gne s equ ed to check the bo es by all acceptance tests that apply and 1 st all the equ pme t that equ es an acceptance test If all equ pment of a certain type equ es a test 1 st the equ pment descr pt on and the number of systems to be tested n parentheses The NJ number designates the Section n the Append x of the Nonresidential ACM Manual that describes the test Also i d cate the pe so espo s ble fo perform ng the tests ( e the nstall ng contractor des gn profess onal or an agent selected by the owner) S nee th s form will be part of the plans complet on of th s sect o w II allow the respons ble party to budget for the scope of work appropr ately Building Departments Systems Acceptance Before occupancy pe m t s g anted fo a newly constructed bu Iding or space or a new space conditioning system serv g a build ng or space is oeprated fo no mal use all control dev ces serv gthebudl go space shall be cert f ed as meet ng the Acceptance Requ erne ts fo Code Compl a ce In add t on a Cert f cate of Accepts ce MECH 1 A Fo m shall be subm tied to the bu Id ng department that cert f es plans specificat ons install! on certfcates and operat ng and ma nte a ce information meet the equ erne tsof §10103(b)a d Title 24 Part 6 Test Description •/ Si MECH 2 A Ventilation System Acceptance Document Variable Air Volume Systems Outdoor Air Acceptance Constant Air Volume Systems Outdoor Air Acceptance Test required on all New systems both New Construction and Retrofit Equipment requiring acceptance testing , HP, Jfij S & MECH 3 A Packaged HVAC Systems Acceptance Document Test required on all New packaged systems both New Construction and Retrofit Equipment requiring aocpptancft tosting HP IB ._,_„.,_ ./ D MECH 4 A Air Side Economizer Acceptance Document esf required on all New packaged Test required on all new air side economizers for both New Construction and Retrofit Units with economizers that are installed at the factory and certified with the Commission do not require equipment testing but do require construction inspection Equipment requmnq acceptance testing _N/A Test Performed By MECHANICAL CONTRACTOR MECHANICAL CONTRACTOR 2005 Nonresidential Compliance Forms January 2006 CERTIFICATE OF COMPLIANCE (Part 3 of 3) MECH-1-C PROJECT NAME WA9SERMAN MEDIA GROUP Test Description ./ D MECH 5 A Air Distribution Acceptance Document This test is required if the unit serves 5 000 ft 2of space or less and 25 / or more of the ducts are in nonconditioned or semiconditioned space like an attic New systems that meet the above requirements Retrofit systems that meet the above requirements and either extend ducts replace ducts or replace the packaged unit Equipment requiring acceptance testing N / A ,/ D MECH G A Demand Control Ventilation Acceptance Document All new DCV controls installed on new or existing packaged systems must be tested Equipment requiring acceptance testing N / A ,/ D MECH 7 A Supply Fan Variable Flow Control Acceptance Document All new VAVfan volume controls installed on new or existing systems must be tested Equipment requirinq acceptance testmq N / A •/ D MECH 8 A Hydronic System Control Acceptance Document Variable Flow Controls Applies to chilled and hot water systems Automatic Isolation Controls Applies to new boilers and chillers and the primary pumps are connected to a common header Supply Water Temperature Reset Controls Applies to new constant flow chilled and hot water systems that have a design capacity greater than or equal to 500 000 Btu/hr Water loop Heat Pump Controls Applies to all new waterloop heat pump systems where the combined loop pumps are greater than 5 hp Variable Frequency Control Applies to all new distribution pumps on new variable flow chilled hydronic heat pump or condenser water systems where the pumps motors are greater than 5hp Equipment reauirina acceptance testing N / A DATE 10/22/09 Test Performed By 2005 Nonresidential Compliance Forms January 2006 AIR SYSTEM REQUIREMENTS (Part 1 of 3) MECH-2-C PROJECT NAME UASSERfWN MEDIA GROUP ITEM or SYSTEM TAG(S) MANDATORY MEASURES Heating Equipment Efficiency Cooling Equipment Efficiency Heat Pump Thermostat Furnace Controls Natural Ventilation Minimum Ventialtion VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control Isolation Zones Pipe Insulation Duct Insulation 724 Section 112(a) 112(a) 112(b) 112(c) 115(a) 121(b) 121(b) 121(c) 121(c) 121(c) 122(e) 122(e) 122(f) 122(g) 123 124 DATE 10/22/09 AIR SYSTEMS Central or Single Zone HP a Reference on Plans or Specification TIH6PF 13.0 SEER Y Y I5CFM/PERSON Y Y Y R 80 BASED ON COOIINS LOADPRESCRIPTIVE MEASURES Calculated Heating Capacity Proposed Heating Capacity Calculated Cooling Capacity Proposed Cooling Capacity Fan Control DP Sensor Location Supply Pressure Reset (DDC only) Simulataneous Heat/Cool Economizer Heat and Cool Air Supply Reset Duct Sealing 1 For each central and single zone air systems (or group of s milar units) fill n the the reference to sheet number and/or specification sect on and paragraph number where the required features are documetned If a requ rement s not appl cable put N/A in the column 2 Not required for hydromc heat ng or cooling Either enter value here or put in reference to plans and specifications per footnote 1 144(a&b) 144(a&b) 144(a&b) 144(a&b) 144(c) 144(c) 144(c) 144(d) 144(e) 1 44(f) 144(k) 30984BTUH 46000 BTUH 49J&41 BTUH 41000 BTUH Y Y 2005 Nonresidential Compliance Forms January 2006 WATER SIDE SYSTEM REQUIREMENTS (Part 2 of 3) MECH-2-C PROJECT NAME uw9SEWWm3|AaRO(Jp ITEM or SYSTEM TAG(S) MANDATORY MEASURES Equipment Efficiency Pipe Insulation PRESCRIPTIVE MEASURES Calculated Capacity Proposed Capacity Tower Fan Controls Tower Fan Controls Variable Flow System Design Chiller and Boiler Isolation CHW and HHW Reset Controls WLHP Isolation Valves VSD on CHW CW & WLHP Pumps > 5HP DP Sensor Location 1 For each ch lie cool ng towe boiler and hydron c where the requ red features are documented If a req 2 Water side systems nclude wet side systems usm< 724 Section 112(a) 123 144(a&b) 144(a&b) 144(h) 144(h) 1440) 144Q) 1440) 1440) 1440) 1440) DATE 10/22/09 WATERSIDE SYSTEMS Chillers Towers Boilers Hydromc Loops N/A Reference on Plans or Specification N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A loop (or groups of s m la equipment) fill in the reference to sheet number a d/o spec f cat on section and paragraph number uirement is not appl cable put N/A in the column 3 other hqu ds such as glycol or brine 2005 Nonresidential Compliance Forms January 2006 SERVICE HOT WATER & POOL REQUIREMENTS (Part 3 of 3) MECH-2-C PROJECT NAME NASSER-IAN MEDIA GROUP ITEM or SYSTEM TAG(S) MANDATORY MEASURES Water Heater Certification Water Heater Eficiency Service Water Heating Installation Pool and Sap Efficiency and Control Pool and Spa Installation Pool Heater No Pilot Light Spa Heater No Pilot Light T24 Section 113 (a) 113(b) 113(c) 114 (a) 144 (b) 115(c) 115(d) DATE 10/22/09 Service Hot Water, Pool Heatinq N/A 1 Reference on Plans or Specification N/A N/A N/A N/A N/A N/A N/A 1 For each water heater pool heat and domestic water loop (or groups of similar equipment) fill in the referenece to sheet number and/or specification section and paragraph number where the required features are documented If a requirement is not applicable put N/A in the column 2005 Nonresidential Compliance Forms January 2006 MECHANICAL VENTILATION AND REHEAT PROJECT NAME UIASSERMAN MEDIA GROUP MECHANICAL VENTIALTION (§121(b)2) A Zone/ System UP IB AREA BASIS B Condition Area (ft) 1001 C CFM per ft 015 D Mm CFM by Area BxC 151 Totals OCCUPANCY BASIS E Num of People 15 15 F CFM per Person 15 G Mm CFM by Occupant ExF 225 H REQD VA Max of DorG 225 225 1 Design Ventilation Air cfm 250 250 MECH-3-C DATE 10/22/09 REHEAT LIMITATION (§144(d)) VAV MINIMUM J 307 of Design Zone Supply cfm K Bx04 cfm/ft Column Tota L Max of Columns H JK or 300 cfm M Design Minimum Air Setpomt Design Ventilation Air N Transfer Air C Minimum ventilation rate per Section § 121 Table 121 A F Based on fixed seat or the greater of the expected number of occupants and 50 / of the CBC occupant load for egress purposes for spaces without fixed seatma H Required Ventilation Air (REQ D V A ) is the larger of the ventilation rates calculated on an AREA BASIS or OCCUPANCY BASIS (Column D or G) I Must be greater than or equal to H or use Transfer Air (column N) to make up the difference J Design fan supply cfm (Fan CFM) x 30 / or K Condition area (ft2) x 0 4 cfm/ft or L Maximum of Columns H J K or 300 cfm M This must be less than or equal to Column L and greater than or equal to the sum of Columns H plus N Transfer Air must be provided where the Required ventilation Air (Column I) is greater than the Design Minimum Air (Column M) Where required N transfer air must be greater than or equal to the difference between the Required Ventilation Air (Column H) and the Design Minimum Air (Column I) Column H minus M 2005 Nonresidential Compliance Forms January 2006 HVAC MISC PRESCRIPTIVE REQUIREMENTS MECH-4-C PROJECT NAME UJASSERMAN MEDIA GROUP DATE 10/22/09 FAN POWER CONSUMPTION §144(c) NOTE Provide one copy of this worksheet for each Ian system with a total fan system horsepower greater than 25 hp for Constant Volume Fan Systems or Variable Air Volume (VAV) Systems when using the Prescriptive ApproachI~A~I fei nn FBI in m FAN DESCRIPTION EF 1 FILTER PRESSURE ADJUSTMENT Equate 144 A A) If f Ite p essure drop is greater than 1 ch W C e ter filter pressure drop SP on I ne 4 and Total Fan p essure SP on L ne 5 B) Calculate Fan Adjsutement and enter on I ne 6 C) Calculate Adjusted Fan Power Inde and e te o Row? DESIGN BRAKE HP <2&HP EFFICIENCY MOTOR | DRIVE NUMBER OF FANS PEAK WATTS B x E x 746 / (C x D) Total Adjustments 1) TOTAL FAN SYSTEM POWER (WATTS SUM COLUMN F) 2) SUPPLY DESIGN AIRFLOW (CFM) | 3) TOTAL FAN SYSTEM POWER INDEX (Row 1 / Row 2) 1 W/cfm 4)SP 5)SP 6) Fan Adjustment = 1 (SP 1)/SP 7) ADJUSTED FAN POWER INDEX (Line 3 x Line 6) 1 W/cfm 1 TOTAL FAN SYSTEM POWER INDEX or ADJUSTED FAN POWER INDEX must not exceed 0 8 w/cfm for Constant Volume systems or 1 25 w/cfm for VAV systems ITEM or SYSTEM TAG(S) PRESCRIPTIVE MEASURES Electric Resistance Heating Heat Rejection System Air Cooled Chiller Limitation T24 Sect §l44(g) §144(h) § 144 (I) Capacity Exception Notes 1 Total installed capacity (MBtu/hr) of all electric heat on this project exclusive of electric auxiliary heat for heat pumps If electric heat is used explain which exception(s) to §144(h) apply 2 Are centrifugal fan cooling towers used on this project7 (Enter Yes or No ) If centrifugal fan cooling towers are used explain which exception(s) to §144(h) apply 3 Total installed capacity (tons) of all chillers and air cooled chillers under this permit If there are more than 100 tons of air cooled chiller capacity being installed explain which exception(s) to §144(i) apply 2005 Nonresidential Compliance Forms January 2006 v CARLSBAD CITY OF CERTIFICATION OF SCHOOL FEES PAID B-34 Development Services Building Department 1635 Faraday Avenue 760 602 2719 www carlsbadca gov This form must be completed by the City the applicant and the appropriate school districts and returned to the City prior to issuing a building permit The City will not issue any building permit without a completed school fee form Project Name Building Permit Plan Check Number Project Address APN Project Applicant (Owner Name) Project Description Building Type Residential Second Dwelling Unit Residential Additions WASSERMAN MEDIA CB091821 2052 CORTE DEL NOGAL STE 150 213 061 06 00 2052 CDN LLC NEW MEZZANINE VN New Dwelling Unit(s) Square Feet of Living Area in New Dwelling Square Feet of Living Area in SDU Net Square Feet New Area Commercial/Industrial 614 Npt Square Feet New Area City Certification of Applicant Information Date 11 1 20 09 SCHOQ^DISTRHICTS WITHIN THE CITY OF CARLSBAD M Carlsbad Unified School District 6225 El Cammo Real Carlsbad CA 92009 (331 5000) I | Vista Unified School District 1234 Arcadia Drive Vista CA 92083 (7262170) I | San Marcos Unified School District 215MataWay San Marcos CA 92069 (290 2619) Contact Nancy Dolce (By Appt Only) I I Encimtas Union School District 101 South Rancho Santa Fe Rd Encimtas CA 92024 (944 4300 ext 166) I | San Dieguito Union High School District 710 Encimtas Blvd Encimtas CA 92024 (753 6491) Certification of Applicant/Owners The person executing this declaration ( Owner1) certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owners knowledge and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect and that (2) the Owner is the owner/developer of the above described project(s) or that the person executing this declaration is authorized to sign on behalf of the Owner Signature B34 Date Page 1 of 2 Re 03/09 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school distnct(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED SCHOOL DISTRICT The undersigned being duly authorized by the applicable School District certifies that the developer builder or owner has satisfied the obligation for school facilities This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District The City may issue building permits for this project SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE WALTER FREEMAN ASSISTANT SUPERINTENDENT NAME OF SCHOOL DISTRICT 82009 PHONE NUMBER B 34 Page 2 of 2 Re 03/09 1308 2052 CDN LLC 221 15THST DEL MAR CA 92014 SECURITY BUSINESS BANK OF SAN DIEGO SAN DIEGO CA 92130 \ i ) o^./ ,-a 904345 1222 ' ^u' & ' PAY TO THE ORDER OF | \A AO KSELEMENTARY | | AVIARA OAKS MIDDLE SCHOOL | | BUENA V/STA ELEMENT RY | | CALAVERA HILLS ELEMENTARY | | G4MVER4 MU.S M/DDLE SCHOOL | |C HtSSxl HG S( RECEIVED FROM | | CARtSexlD UNIFIED SCHOOL DISTRICT \ | B4C/F C R/M ELEMENTARY | | O4R/.S&4D V/LMGEACADaMy | | POINSETTIA ELEMENTAR | | OPE ELEMENTARY \ | PRESCHOOL | |JE ERSONE EMENTARY \ | VALLEY MIDDLE SCHOO Q«ai ELEMENTARY \ |O HEH | |/U GWO ELEMENTARY (If Appl cable) PARENT OF PAYMENT FOR Receipt No 29002 ACCOUNT NUMBER AMOUNT 47 RECEIVED BY CASH._CHECKS. SAN DIEGO REGIONAL HAZARDOUS MATERIALS QUESTIONNAIRE OFFICE USE ONLY UPFP# HV# BP DATE / 1 Business Name WaRRpyman MprH a Ornnp Project Address2052 Corte del Nogal, Mailing Address 12100 W. Olympic Blvd Project ContactTerri Gilles Business Contact Tfvrr-i 0-m^RCily#200 Carlsbad City , #200 Los Angeles State CA State CA Telephone * (310 U07.0216 Zip Code92011 Zip Code 90064 APN* Plan File* Telephone # ( 310^407.0216 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 musl contact the Fire Protection Agency withjurisdiction prior to plan submittal. 1. Explosive or Blasting Agents 2. Compressed Gases 3. Flammable/Combustible Liquids 4. Flammable Solids 5. Organic Peroxides 6. Oxidizers 7. Pyrophorics 8. Unstable Reactives 9. Water Reactives 10. Cryogenics 11. Highly Toxic or Toxic Materials 12. Radioadives 13. Corrosives 14. Other Health Hazards 15. None of These. PART II: SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENT/questions is yes, applicant must contact the County of San Diego HazarCall (619) 338-2222 prior to the issuance of a building permit. FEES ARE REQUIRED. L HEALTH - HAZARDOUS MATERIALS DIVISIONS IHjIlous Materials Division, 1255 imperial Avenue, 3™ floor, SaIMP): If the answer to any of IheliDiego,CA92l01. Expecled Date of Occupancy: Feb / 01 / 2010 1. 2 3. 4. 5. 6. YES D D D D Da NO 63 Is your business listed on the reverse side of this form? (check all that apply). S Will your business dispose of Hazardous Substances or Medical Waste in any amount? ED Will your business store or handle Hazardous Substances in quantities equal to or greater than 55 gallons, 500 pounds, 200 cubic feel, or carcinogens/reproductive toxins in any quantity? B Will your business use an exisling or install an underground storage tank? S Will your business store or handle Regulated Substances (CalARP)? E Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)? D CalARP Exempt Date Initials D CalARP Required I Date Initials D CalARP Completel_ Date Initials PART III: SAN DIEGO COUNTY1 AIR POLLUTION CONTROL DISTRICT: If Ihe answer to any of the questions below is yes. applicant must contact the AirPollulion Control District (APCD). 10124 Old Grove Road, San Diego, CA 92131-1649, telephone (858) 586-2600 prior to Ihe Issuance of a building or demolitionpermit. 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 tocommencing demolition or renovation, except demolition or renovation of residential structures of four units or less. Contact the APCD for more information. YES 1. D NO Will the subject facility or construction activities include operations or equipment (hat emit or are capable of emitting an air contaminant? (See theAPCD factsheet at http://www.sdapcd.oro/info/facls/DermUs.pdf. and the list of typical equipment requiring an APCD permit on the reverse sideof this from. Contact APCD if you have any questions}.2. D D (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 hltoy/www.ode.ca.Qov/reted/: or contact theappropriate school district).3. D E9 Will there be renovation that involves handling of any friable asbestos materials, or disturbing any material that contains non-friable asbestos? 4. D E9 Will there be demolition involving the removal of a load supporting structural member? Briefly describe business activities: Sports Management and Marketing Company Briefly describe proposed project: General Office space build-out ioder that to the best of my knowledge and belief the responses made v_ _, ^_ --Ticcu "*• Name"b? owner or XLtWrized Agent Signature of Owner ot and correct.l\/ 16, irized Agent Date FIRE DEPARTMENTOCCUPANCY CLASSIFICATION:. BY:DATE: EXEMPT OR NO FURTHER INFORMATION REQUIRED COUNTY-HMO APCD RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY COUMTY-HMO APCO RELEASED FOR OCCUPANCY COUNTY-HMD APCD HM-9I71 (04/07)County of San Diego - DEH - Hazardous Materials Division CB091821 2052 CORTE DEL NOGAL 150 WASSERMAN MEDIA-6 887 SF TO CREATE STE 50 INCLUDES 614 NEW MEZZANINE 209 App ed F m /Fee C mm ts g ee g Need? p t /W / Id }'/'/?. Of // 1* of Appl! ti C mplet ? Fee C mplet ?