Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
2848 WHIPTAIL LOOP; ; CBC2017-0565; Permit
Ccity Of Carlsbad - Print Date: 03/13/2018 Job Address: 2848 Whiptail Loop Permit Type: BLDG-Commercial Work Class: Cogen Status: Parcel No: 2091202100 Lot #: Applied: Valuation: $415,283.00 Reference : Issued: Occupancy Group: . Construction Type: Permit Finaled: # Dwelling Units: Bathrooms: Inspector: Bedrooms: Orig. Plan Check $# Final Plan Check #: Inspection: Project Title: Description: HME: 6 SHADE STRUCTURES W/ 600 SOLAR PV PANELS Applicant: ALLIANCE LAND PLANNING AND ENGINEERING INC ELIZABETH SHOEMAKER 2248 Faraday Ave Carlsbad, CA 92008-7208 760-431-9896 Permit No: CBC2017-0565 Closed - Finaled 10/30/2017 12/14/2017 AKrog 3/13/2018 4:12:36PM BUILDING PERMIT FEE ($2000+) $1,747.80 BUILDING PLAN CHECK FEE (BLDG) $1,223.46 SB1473 GREEN BUILDING STATE STANDARDS FEE $17.00 STRONG MOTION-COMMERCIAL - $116.28 Total Fees: $3,104.54 Total Payments To Date: $3,104.54 Balance Due: $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued toprotest 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. L . 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 limitation has previously otherwise expired. ' eh 1635 Faraday Avenue, Carlsbad, CA 92008-7314 1 760-602-2700 760-602-8560 f I www.carlsbadca.gov THE X APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: []PLANNING 0 ENGINEERING D BUILDING 0 FIRE 0 HEALTH EJ HAZMATIAPCD U Building Permit Application Plan Check No.CZOi1.O5(o5 c"City 1635 Faraday Ave., Carlsbad, CA 92008 of Est. Value Carlsbad. Ph: 760-602-2719 Fax: 760-602-8558 email: buildingcarlsbadca.gov Plan Ck. Deposit Date Q -33- i t I I www.carlsbadca.gov JOB ADDRESS I 2848 Whiptail Loop West, Carlsbad, CA 92010 I SUITE#/SPACE#/UNIT# I APN 209 - 120 - 21 - 00 CT/PROJECT# LOT# PHASE# #OFUNITS #BATHROOMS BUSINESS NAME CONSTR. TYPE 0CC. GROUP I I J#BEDROOMS HM Electronics DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) the HME I Industrial Building is currently under construction proposes 6 shade structures I carports with 600 Solar PV modules on top for a total sq. ft of 14,216. This job consists of installing the shade structures with Solar PV on top to be located in the parking lot. EXISTING USE I PROPOSED USE GARAGE (SF) PATIOS(SF) I AIR CONDITIONING I FIRE SPRINKLERS Building in Construction I Solar carports 1 DECK7(SF)FIREPLACE 1 sD NOE I YESENO I YESNOD APPLICANT NAME Alliance Land Planning & Engineering PROPERTY OWNER NAME HM Electronics Prtnan' Con ct ta ADDRESS 2248 Faraday Avenue ADDRESS 2848 Whiptail Loop West CITY STATE ZIP Carlsbad CA 92008 CITY STATE ZIP Carlsbad CA 92010 PHONE FAX PHONE FAX (760) 431-9896 I (760) 431-8802 (619)318-1395 I EMAIL eshoemakerallianceeng.com EMAIL derek(hamannco.com DESIGN PROFESSIONAL Home Energy Systems I Attn: Wenjie Chen CONTRACTOR BUS NAME Home Enerciv Systems I Attn: Weniie Chen ADDRESS 5980 Fairmont Avenue, Suite 105 ADDRESS 5980 Fairmont Avenue, Suite 105 CITY STATE ZIP CITY STATE ZIP San Diego CA 92120 San Dieqo CA 92120 PHONE FAX PHONE (619) 692-2015 I Cell: (510) 229-0811 (619) 692-2015 V AX I Cell: (510) 2290811 EMAIL EMAIL wenjiehessolar.com wenjiechessolar. corn I STATE LIC. # STATE LIC.# I CLASS I CITY BUS. LICe I #800657 #800657 I C-46&10 1242302 (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter. Improve, demolish or repair any structure, prior to Its issuance, also requires the applicant for such permit to file a signed statement that he Is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commendIng with Section 7000 of DivisIon 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)). k.I 1 COMPE N SATIO N Workers' Compensation Declaration: I hereby aftinn under penalty of perjury one of the following declarations: I have and will maintain a certificate of consent to self-Insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. / I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance canter and policy number are: Insurance Co. American Zurich insurance Company Policy No. WC 10-17851-02 Expiration Date 0410112018 ectlon 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, d mages as p vIded r S on 3706 of the Labor code, interest and attorney's lees. CONTRACTOR SIGNATURE 4.jPL DAGENT DATE 1 0/25/17 tOW NER-BU I LD E R DEC L A R ATI O NI I hereby 8ffirm that lam exempt from Contractor's License Law for the following reason: I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. if, however, the building or Improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or Improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). [] I am exempt under Section _____________Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed properly improvement Oyes ONO 2.1 (have I have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name address I phone! contractors' license number): I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the moor work (include name! address/phone! contractors' license number): 5.1 will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name! address I phone I type of work): PROPERTY OWNER SIGNATURE N/A - This Section DAGENT DATE (9 optbwa ?(OO6 01MV8010 CØ(I ® 000(3Q W&W 000GIDOW@ I'UIJOi7O ®CJ 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? D Yes No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air ualily management district? Yes [] No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 Yes i No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. (0 ?000 (OOi]( S? I hereby affirm that there Is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). - Lender's Name N/A - This Section Lenders Address 0C31(1 0010(30000 Icerttfythatl haveieadtheappllcatlon andstatethattheabowlnformation lscensctand thatthe Infuimatlon ontheptans lsaomirate laeetocompIywtth all City ordinances and State IawsieIatlngto building construction. 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 AU. 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 50' deep and demolition or construction of structures over 3 stories in height EXPIRATION: Every permit issued by the Budding Official under the provisions of this Code shall expire by Imitation and become null and void If the building or work authorized by such permit is not commenced within 180 days from the data of such permit orrf the budding orworic authorized by such permit is suspended or abandoned at any time after the work is commenced fora period of 180 days (Section 106.4.4 Uniform Building Code). .APPUCANT'S SIGNATURE !/'3j%jSi3?t DATE 10/25/17 Elizabeth Shoemaker Permit Type: BLDG-Commercial Application Date: 10/30/2017 Owner: Work Class: Cogen Issue Date: 12/14/2017 Subdivision: Status: Closed - Finaled Expiration Date: 06/27/2018 Address: 2848 Whiptail Loop Carlsbad, CA 92010 IVR Number: 7316 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete 12/29/2017 12/29/2017 BLDG-11 044590.2017 Passed Andy Krogh Complete Foundation/Ftg/Pler $ (Reber) Checklist Item COMMENTS Passed BLDG-Building Deficiency With special inspection report Yes 03/13/2018 03/13/2018 BLDG-Final 051504.2018 Passed Andy Krogh Complete Inspection Checklist Item COMMENTS Passed BLDG-Structural Final Yes BLDG-Electrical Final Yes / March 13, 2018 - Page 1 of 1 EsGil A SAFEbuittCompany DATE: 12/12/17 S APPLICANT - - 94UR1S. JURlSDlCTlONLCar1sbad7 PLAN CHECK #.: cbC2017-0565 SET: HI PROJECT ADDRESS: 2848 Whiptail Loop West PROJECT NAME: Shade Structures for Solar PV The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. jji 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 until corrected plans are submitted for recheck. El 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: Alliance Land Planning & Engineering EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacte EBz7oemaker Telephone #: 760-431-9896 Date contacted: ) Email: eshoemaker@allianceeng.com Mail Telephone Fax In Person LI REMARKS: By: Eric Jensen & EJ Enclosures; EsGil 12/05/17 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 (858) 560-1468 • Fax (858) 560-1576 5 - - E.-sGil V0 A $AFEhICm1aiy DATE: 12/1/17 JURISDICTION: Carlsbad PLAN CHECK#.: cbC2017-0565 PROJECT ADDRESS: 2848 Whiptail Loop West SET: II U APPLICANT U JURIS. RECIV DEC 042017 PROJECT NAME: Shade Structures for Solar PV CITY OF BUILDN ,D L The plans transmitted herewith have been corrected where necessary and sCiba'ntially comply with the jurisdiction's building codes. F-1 The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. El 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: Alliance Land Planning & Engineering E EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Elizabeth Shoemaker Telephone #: 760-431-9896 Date contacted: (by: ) Mail Telephone Fax In Person M REMARKS: By: CM for Eric Jensen & EJ EsGil 11/27/17 Email: eshoemaker©allianceeng.com Enclosures: 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 Carlsbad cbC2017-0565 12/1/17 The items listed below are from the previous plan check. The remaining items have not been adequately addressed. The notes In bold are the current corrections. Building Code items are OK ELECTRICAL PLAN REVIEWER: Eric Jensen by CM ELECTRICAL (2016 CALIFORNIA ELECTRICAL CODE) 2. Emergency illumination is required to be installed in electrical equipment rooms. Please provide. CBC 1008.3.3 CEC 700.16 (New service switch) The response was "Emergency Illumination existing. Note added to the plans". I found no note on the plans that backup emergency lighting within the existing electrical room. Clarify where on the plans the note is found and clearly note that It applies within the existing electrical room. Grounding: Describe the transformer grounding electrode system design: The electrode conductor sizing and the electrodes description. CEC 250.30(A)(4). Described as connected to building gnd? Okay so long as it's a ground ring install from the transformer to the building electrode system. The response was " building ground system added" Not sure what this means. I presume the existing electrical service for the building has an existing ground system. This correction applies to the new 300KVA transformer located remote from the building. A separate ground system for this XFMR Is required unless you can show that there Is a ground ring extending from the building ground system to the new transformer. The 400 ampere solar load center will require a grounding electrode system, as well. The response was "ground to building ground added" The single line does not show a ground and ground system for the 400A load center shown located remote from the building and adjacent to the new 300KVA XFMR Note: If you have any questions regarding this Electrical and Energy plan review list please contact Eric Jensen or Chuck Mendenhall at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. Vn A SAFEbwkCompany DATE: November 9, 2017 LJ APPLICANT JURIS. JURISDICTION: Carlsbad PLAN CHECK#.: cbC2017-0565 SET:! PROJECT ADDRESS: 2848 Whiptail Loop West PROJECT NAME: Shade Structures for Solar PV The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. LI 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 until corrected plans are submitted for recheck. LII 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: Alliance Land Planning & Engineering EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Elizabeth Shoemaker Telephone #: 760-431-3896 Date contacted: it (t2, (by"j. Mail '/Telephone Fax In Person LII REMARKS: By: Abe Doliente Enclosures: EsGil 10/31/17 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Email: eshoemakerallianceeng.com Carlsbad cbC2017-0565 November 9, 2017 GENERAL PLAN CORRECTION LIST JURISDICTION: Carlsbad PLAN CHECK #.: cbC2017-0565 PROJECT ADDRESS: 2848 Whiptail Loop West DATE PLAN RECEIVED BY DATE REVIEW COMPLETED: ESGIL: 10/31/17 November 9, 2017 REVIEWED BY: Abe Doliente FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. The approval of the plans does not permit the violation of any state, county or city law. Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects. For expeditious processing, corrected sets can be submitted in one of two ways: 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 and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil, 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 only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. Revise the wind design. Use 110 MPH for the ultimate wind speed per the City's requirement. Show on the plans all the information as a result of the revised structural calculations; columns, purlins, footings, etc., Please see the attached PME items. Carlsbad cbC20 17-0565 November 11, 2017 To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? DYes El No 4. The jurisdiction has contracted with EsGil, 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 Abe Doliente at Esgil. Thank you. ELECTRICAL and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen ELECTRICAL (2016 CALIFORNIA ELECTRICAL CODE) 1. The 900 fused 2,000 ampere switch is a service disconnect: Additional service disconnects will require both the existing service disconnecting means signage to be updated and the new switch to be labeled: "Electrical Service Disconnecting Means - of ", etc. and designate the disconnect switches requiring this signage on the single line. CEC 230.2 A grounding electrode connection is required to the main service electrode system. Emergency illumination is required to be installed in electrical equipment rooms. Please provide. CBC 1008.3.3 CEC 700.16 (New service switch) Provide a detail of the positive attachment of the inverters onto the structure of the carports or include an electrode system design for each inverter. How is the AC disconnect provided adjacent to the inverters? CEC 690.15 (Grouped with the DC disconnect). Grounding: Clarify the grounded conductor sizing from the existing service to the PV service disconnecting means. (@ different descriptions on single line). Neutral to be sized to Table 250.102(C)(1). See CEC 250. 24. Carlsbad cbC2017-0565 November 9, 2017 (DO NOTPAY- THIS IS NOTAN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK #.: cbC2017-0565 PREPARED BY: Abe Doliente DATE: November 9, 2017 BUILDING ADDRESS: 2848 Whiptail Loop West BUILDING OCCUPANCY: U BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Shade Structures for PV Supports Air Conditioning Fire Sprinklers TOTAL VALUE .. 415,213 Jurisdiction Code ICb IBY Ordinance Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review: E Complete Review Repetitive Fee E Other Repeats 0 Hourly - EsGil Fee Structural Only H . © * I $1,747.861 I $1,136.111 I $996.28( Comments: Sheet 1 of 1 PLANNING DIVISION B Development Services BUILDING PLAN CHECK Planning Division CITY o APPROVAL 1635 Faraday Avenue CARLSBAD . P 29 (760)602-4610 - www.carlsbadca.eov DATE: 11/21/2017 PROJECT NAME: HM Electronics PROJECT ID: SP 211 (C)/ SDP 15-25 APN: 2091202100 PLAN CHECK NO: CBC20I7-0565 SET#: 2 ADDRESS: 2848 Whiptail Loop West This plan check review is complete and has been APPROVED by the Planning Division. By: Chris Moore A Final Inspection by the Planning Division is required Z Yes LI No You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the-attached checklist. Please resubmit amended plans as required.. Plan Check Comments have been sent to: For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING . ., ENGINEERING FIRE PREVENTION 760-602-4610 760-602-2750 760-602-4665 II ChrisGiassen Cindy Wong L.1 760-602-2784 . 760-602-4662 Christoher.GIassen@carlsbadca.ov Cynthia.W6no,@carisbadca.gov Chri.s Moore ValRay Marshall Dominic Fieri 760-602-4608 760-602-2741 760-602-4664 Chris.Moore@carlsbadca.gov - ValRay.Marshall@carlsbadca.gov Dominic.Fieri@carlsbadca.gov S Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov Remarks: All Planning Division comments have been addressed. 619.692.2015 I HESSoIar.com HM Electronics Project CBC2017-0565 Planning Division 30 feet fire suppression zone added to PV 100 site plan 20 feet rear yard building setback added to PV100 site plan. In conversation with Chris Moore, 2' overhang of panels is acceptable, designed layout accordingly 30 feet fire suppression zone can be encroached by solar carport due to it being noncombustible, double checked and got confirmation from fire prevention. Rear yard setback abided by N. sov 5980 Fairmount Avenue #1051 San Diego, CA 92108 1 CSL 800657 CITY OF CAR LSBAD PLANNING DIVISION BUILDING PLAN CHECK REVIEW CHECKLIST P-28 Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.carlsbadca.20v DATE: 11/2/17 PROJECT NAME: HM Electronics PROJECT ID: SP 211 (C) / SDP 15-25 PLAN CHECK NO: CBC20I7-0565 SET#: I ADDRESS: 2848 Whlptail Loop West APN: 2091202100 This plan check review is complete and has been APPROVED by the Division. By: Chris Moore ' A Final Inspection by the Planning Division is required You may also have corrections from one or more of the divIsions!)s1eJ below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: chris.moore@carlsbadca.gov For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING ENGINEERING FIRE PREVENTION 760-602-4610 760-602-2750 760602-4665 Chris Moore 760-602-4608 Chris Glassen Chris.Moore@carlsbadca.gov 760-602-2784 Christoi,her.Glassen@carlsbadca.gov Gina Ruiz ValRay Marshall Cindy Wong 760-602-4675 760-602-2741 760-602-4662 Gina,Ruiz@carsbadca.gov ValRay.Marshall@carlsbadca.gov Cynthia.Wong@carIsbadca.gov Linda Ontiveros Dominic Fieri 760-602-2773 760-602-4664 Linda.Ontiveros@carlsbadca.gov Dominic.Fieri@carIsbadca.gov Remarks: See corrections below. Plan Check No. CBC20I7-0565 Address 2848 Whiptail Loop West Date 11/1/17 Review #1 Planner Chris Moore Phone(760)602-4608 APN: 2091202100 Type of Project & Use: Net Project Density: DU/AC Zoning: P-M General Plan: PI Facilities Management Zone: j CFD (in/out) #_Date of participation: Remaining net dev acres:_____ (For non-residential development: Type of land use created by this permit: industrial building) REVIEW #: 1 2 3 Legend: Z Item Complete LI Item Incomplete - Needs your action El El Environmental Review Required: YES El NO Z TYPE SP 211(C)/SDP 15-25 approved subject to prior Carlsbad Oaks North Specific Plan EIR. No additional CEQA documentation is required. DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: El El El Discretionary Action Required: YES 0 NO El TYPE Minor specific plan amendment and minor site development plan APPROVAURESO. NO. DATE 5/23/16 PROJECT NO. SP 211(C)! SDP 15-25 OTHER RELATED CASES: .N/A Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: See comments below. El El Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES D NO IQ CA Coastal Commission Authority? YES 0 NO IQ If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego, CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): El El Habitat Management Plan Data Entry Completed? YES El NO El N/A If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Energov El El Inclusionary Housing Fee required: YES El NO El N/A (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES El NO El For construction of inclusionary units, email notification provided to HNS?: YES El NO El (Email Susan Steinkemp in HNS with project number and contact info) P-28 Page 2 of 4 07/11 El El Housing Tracking Form (form P-20) completed: YES El NO El N/A Site Plan: El El Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of- way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes). Provide legal description of property and assessor's parcel number. City Council Policy 44— Neighborhood Architectural Design Guidelines 0 1311 1. Applicability: YES El NO El El 2. Project complies: YES El NOM N/A JR Zoning: El El El 1. Setbacks: Front: Required Shown Interior Side: Required Shown Street Side: Required Shown Rear: Required 30 ft./20 ft. Shown 20 ft./10 ft. Top of slope: Required Shown El El 2. Accessory structure setbacks: Front: Required Shown - Interior Side: Required Shown - Street Side: Required Shown - Rear: Required Shown - Structure separation: Required Shown - El El 3. Lot Coverage: Required Shown Q El El 4. Height: Required Shown Qj El El 5. Parking: Spaces Required Shown (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown El El El Additional Comments See below. Provide updated Site Plan (sheet PV 100) to clearly show the approved 30 feet Fire Suppression Zone (as per the Fire Suppression Plan - sheet L-6 of the approved project SP 211(C)/SDP 15-25 [received 4/27/16]) along the rear parcel boundary, and demonstrate that none of the solar canopy (and related) facilities would encroach into the Fire Suppression Zone. P-28 Page 3 of 4 07/11 In the updated Site Plan (sheet PV 100), show the 20 feet Rear Yard Building Setback (along the western portion of the 'rear parcel boundary), and demonstrate that none of the proposed solar canopy (and related) facilities would encroach into the 20 feet Rear Building Setback area. If necessary to avoid proposed solar canopy (and related) facilities encroachment into either the Fire Suppression Zone or Rear Yard Building Setback (as discussed above), then please revise Site Plan to show new location of such facilities. OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER ____ DATE ____ PLANNING DIVISION Development Services BUILDING PLAN CHECK Planning Division CITY OF REVIEW CHECKLIST 1635 Faraday Avenue )602-4610 CAR LSBAD P-28 DATE: 11/2/17 PROJECT NAME: HM Electronics PROJECT ID: SP 211 (C)./ SDP 15-25 PLAN CHECK NO: CBC20I7-0565 SET#: I ADDRESS: 2848 Whiptail Loop West APN: 2091202100 This plan check review is complete and has been APPROVED by the Division. I By: Chris Moore A Final Inspection by the Planning Division is required Z Yes No You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: chris.moore@carlsbadca.gov For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING 760-602-4610 ENGINEERING 760-602-2750 FIRE PREVENTION 760-602-4665 Chris Moore 760-602-4608 Chris.Moore@carlsbadca.gov Chris Glassen 760-602-2784 christopher.GIassen@carlsbadca.gov Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gov VaiRay Marshall 760-602-2741 VaIRay.MarshaII@carIsbadca.gov Cindy Wong 760-602-4662 Cynthia.Wong@carlsbadca.gov Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: See corrections below. Plan Check No. CBC2017-0565 Address 2848 Whiptail Loop West Date 11/1/17 Review # 1 Planner Chris Moore Phone(760)602-4608 APN: 2091202100 Type of Project & Use: Net Project Density: DU/AC Zoning: P-M General Plans PI Facilities Management Zone: j CFD (in/out) #_Date of participation: Remaining net dev acres:_____ (For non-residential development: Type of land use created by this permit: industrial building) REVIEW #: 1 2 3 Legend: Z Item Complete LI Item Incomplete - Needs your action LI LI Environmental Review Required: YES LI NO Z TYPE SP 211(C)/SDP 15-25 approved subject to prior Carlsbad Oaks North Specific Plan EIR. No additional CEQA documentation is required. DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: LI LI LI Discretionary Action Required: YES Z NO LI TYPE Minor specific plan amendment and minor site development plan APPROVAL/RESO. NO. DATE 5/23/16 PROJECT NO. SP 211(C) / SDP 15-25 OTHER RELATED CASES: N/A Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: See comments below. Z LI LI Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES U NO CA Coastal Commission Authority? YES 0 NO If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego, CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): LI LI Habitat Management Plan Data Entry Completed? YES LI NO LI N/A If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Energov LI LI lnclusionary Housing Fee required: YES LI NO E] N/A (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES E] NO E] For construction of inclusionary units, email notification provided to HNS?: YES LI NO LI (Email Susan Steinkemp in HNS with project number and contact info) P-28 Page 2 of 4 07/11 Housing, Tracking Form (form P-20) completed: YES LI NO E] N/A Site Plan: LllJ Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of- way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes). Provide legal description of property and assessor's parcel number. City Council Policy 44— Neighborhood Architectural Design Guidelines LI LI 1. Applicability: YES LI NO LI LI 2. Project complies: YES LI NOR N/A Zoning: LI LI LI 1. Setbacks: Front: Required Shown lhterior Side: Required Shown Street Side: Required Shown Rear: Required 30 ft./20 ft. Shown 20 ft./10 ft. Top of slope: Required Shown LI LI 2. Accessory structure setbacks: Front: Required Shown Interior Side: Required Shown - Street Side: Required Shown - Rear: Required - Shown Structure separation: Required Shown - LI LI 3. Lot Coverage: Required Shown Q!5 LI LI 4. Height: Required Shown OK LI LI 5. Parking: Spaces Required Shown V (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown LI LI LI Additional Comments See below. 1. Provide updated Site Plan (sheet PV 100) to clearly show the approved 30 feet Fire Suppression Zone (as per the Fire Suppression Plan - sheet L-6 of the approved project SP 211(C)/SDP 15-25 [received 4/27/16]) along the rear parcel boundary, and demonstrate that none of the solar canopy (and related) facilities would encroach into the Fire Suppression Zone. P-28 Page 3 of 4 07/11 In the updated Site Plan (sheet PV 100), show the 20 feet Rear Yard Building Setback (along the western portion of the rear parcel boundary), and demonstrate that none of the proposed solar canopy (and related) facilities would encroach into the 20 feet Rear Building Setback area. If necessary to avoid proposed solar canopy (and related) facilities encroachment into either the Fire Suppression Zone or Rear Yard Building Setback (as discussed above), then please revise Site Plan to show new location of such facilities. OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE P-28 Page 4 of 4 07111 City of Carlsbad Valuation Worksheet Building Division Permit No: Address Assessor Parcel No. Date By 10/25/2017 SLE Type of Work Area of Work Multiplier VALUE SFD and Duplexes $141.76 $0.00 Residential Additions $169.50 $0.00 Remodels / Lofts $46.51 $0.00 Apartments & Multi-family $126.35 $0.00 Garages/Sunrooms/Solariums $36.98 $0.00 Patio/Porch 14,216 $12.33 $175,283.28 Enclosed Patio $20.03 $0.00 Decks/Balconies/Stairs $20.03 $0.00 Retaining Walls, concrete,masonry . $24.65 $0.00 Pools/Spas-Gunite $52.39 $0.00 TI/Stores, Offices $45.78 $0.00 TI/Medical, restaurant, H occupancies $64.72 $0.00 Photovoltaic Systems/ # of panels 600 $400.00 $240,000.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 - Fire Sprinkler System $3.94 $0.00 Air Conditioning - commercial $6.37 $0.00 Air Conditioning - residential $5.31 $0.00 Fireplace/ concrete, masonry $4,961.73 $0.00 Fireplace/ prefabricated Metal $3,373.05 $0.00 $0.00 $0.00 TOTAL $415,283.28 Valuation: $415,283 Comm/Res (CIR): C Building Fee $1,747.80 Plan Check Fee $1,223.46 Strong Motion Fee $87.00 Green Bldg. Stand. Fee $16.00 Green Bldg PC Fee $166.00 License Tax/PFF License Tax/PFF (in CFD) CFD 1st hour of Plan checkF ire Expedite Plumbing TBD Mechanical TBD Electrical TBD CFD Yes (PFF=1.82%) 0 No (PFF = 3.5%) Land Use: Density: - Improve. Area: Fiscal Year: Annex. Year: Factor: CREDITS PFF and/or CFD Explanation: STRUCTURAL DESIGN LLC Project Adress:2848 WHIPTAIL LOOP EAST, CARLSBAD, CA 92010 Engineer: DG Checked By: JE SS. I Issue Date: November 20, 2017 U S. .5 835 11/20/2017 '• SI David Gra3,sas, P.E. Phoenix, AZ John Etder, P8. 480-454-6408 www.unjtedstj.com www.unitedstr.com &epcull' S S 100%5 • PURLIN DESfrN 12 -17 3 PANEL STRUCTURE BEAM DESICN 1.8 -24 LATERAL ANALYSIS AND COLUMN DESI*N 25-43 I FOOTINc I'EsIN 44 -57 CONNECTION C-1EC4 58 - gq 5 PANEL STRUCTURE BEAM DESI414 60 -66 LATERAL ANALYSIS AND COLUMN DESI(.N 67 - 84 U FOOTIN4 DESIN gs- I I CONNECTION CI-IECK qq - 100 I I I I I David (rap5a, Pd. Phoenix, AZ John Elder, P,E, 480454-6408 www.unitedstr.com www.unitedstr.com 'I .#, 16J N I TED STRUCTU PAL DESIGN LLC PROJECT NAME: lIME Electronices PV Canopy PROJECT LOCATION: 2848 WHIPTAIL LOOP EAST, CARLSBAD CA 92010 ENGINEER: DO REVIEWER: it DATE: 11/17/2017 RMSE L5 ... . . , Project Name: HIVE Electronices PV Canopy Job Number: CODE California Building Code 2016 LOADS Roof: Dead Load DL: 8.0psf Roof Live Load RLL: 12.0 psf Wind Risk Category I V: 100 MPH Exposure Category: C Importance Factor (I,): 1:00 Mean Roof Height: 15.0 ft 0:. 0.85 Kd 0.85 K,,: 1.0 K,: 0.85 Enclosure Classification : Open Building Seismic Risk Category I Importance Factor (I,): 1.00 Seismic Site Class: D Seismic Design Category: D 5,: 1.033 S : 0.402 S. 0.748 SDI : 0.428 R: 1.25 £3: 1.25 C,: 1.25 C,: 0.599 Snow Load 0.0psf 0.80 C,: 1.20 (Unheated and Open Air Structures) Exposure: C C,: 1 P,,: 0.0psf Pf: 0.0psf C,: 1.00 0.0psf PROJECT NAME: HIVE Electronices PV Canopy PROJECT LOCATION: 2848 WHIPTAIL LOOP EAST, CARLSBAD, CA 92010 ENGINEER: DO Phoenix, AZ 480-454-6408 www.unitedstr.com 2 United Structural Design LLC JOB TITLE HME Electronices PV Canopy P0 Box 33245 Phoenix, AZ 85067 JOB NO. SHEET NO.___________ (480) 454-6408 CALCULATED BY DG DATE___________ CHECKED BY JE DATE___________ - www.struware.com Code Search Code: California Building Code 2016 Occupancy: Occupancy Group = U Utility & Miscellaneow Risk Category & Importance Factors: Risk Category = I Wind factor = 1.00 Snow factor = 0.80 Seismic factor = 1.00 Type of Construction: Fire Rating: Roof= 0.0 hr Floor = 0.0 hr Building Geometry: Roof angle (8) 1.47/12 7.0 deg Building length (L) 100.0 ft Least width (B) 30.0 ft Mean Roof Ht (h) 15.0 ft Parapet ht above grd 0.0 ft Minimum parapet ht 0.0 ft Live Loads: Roof 0 to 200 sf: 20 psf use 12.0 psf 200 to 600 sf: 12 psf over 600 sf: 12 psf N/A Floor: Typical Floor 0 psf - Partitions N/A 0 psf 0 psf 0 psf United Structural Design LLC P0 Box 33245 Phoenix, AZ 85067 (480) 454-6408 Wind Loads: ASCE 7- 10 Ultimate Wind Speed 100 mph Nominal Wind Speed 77.5 mph Risk Category Exposure Category C Enclosure Classif. Open Building Internal pressure +1-0.00 Directionality (Kd) 0.85 Kh case 1 0.849 Kh case 2 0.849 Type of roof Monoslope Topographic Factor (Kzt) Topography Flat Hill Height (H) 80.0 ft Half Hill Length (Lh) 100.0 ft Actual H/Lh = 0.80 Use H/Lh = 0.50 Modified Lh = 160.0 ft From top of crest: x = 50.0 ft Bldg up/down wind? downwind H/Lh= 0.50 K1 = 0.000 x/Lh = 0.31 K2 = 0.792 z/Lh = 0.09 1(3 = 1.000 At Mean Roof Ht: Kzt = (1+K1K2K3)A2 = 1.00 3 JOB TITLE HME Electronices PV Canopy JOB NO. SHEET NO. CALCULATED BY DG DATE_________ CHECKED BYJE DATE________ Lf z Speed-up zx :nd) 2D RIDGE or 3D AXISYMMETRICAL HILL Gust Effect Factor h= 15.0 ft B= 30.0 ft /z(0.6h)= 15.0 ft Flexible structure if natural frequency < 1 Hz (T> 1 second). However, if building h/B <4 then probably rigid structure (rule of thumb). h/B = 0.50 Rigid structure Rigid Structure e 0.20 500 ft 15ft 0.20 gQ,g= 3.4 L= 427.1 ft 0.93 0.23 G = 0.89 use G = 0.85 G = 0.85 Using rigid structure default Flexible or Dynamically Sensitive Structure Natural Frequency () = 0.0 Hz Damping ratio (13) = 0 lb = 0.65 /0= 0.15 Vz 84.4 0.00 R= 0.000 Rh = 28.282 q = 0.000 R8 = 28.282 q = 0.000 RL = 28.282 rl = 0.000 GIR = 0.000 R = 0.000 G = 0.000 h= 15.0 ft Search Results for Map -T T 10/26/2017 4 - ASCE 7 Windspeed ASCE 7 Ground Snow Load Related Resoues Sponsors About ATC Contact Search Results Query Date: Thu Oct 26 2017 Latitude: 33.1444 Longitude: -117.2506 ASCE 7-10 Windspeeds (3-sec peak gust in mph*): Risk Category I: 100 Risk Category II: 110 Risk Category III-IV: 115 MRI** 10-Year: 72 MRI** 25-Year: 79 MRI** 50-Year: 85 MRI** 100-Year: 91 ASCE 7-05 Windspeed: 85 (3-sec peak gust in mph) ASCE 7-93 Windspeed: 70 (fastest mile in mph) United States r Pall 0 - - k-F I Mexico LJI1( jMap data r,ru17 Google, INEGl Miles per hour Mean Recurrence Interval Users should consult with local building officials 10 determine if there are community-specific wind speed requirements that govern. -Print your results - D WINDSPEED WEBSITE DISCLAIMER While the information presented-on this website is believed to be correct, ATC anc its spar sors and contributors assume no responsibility or liability for its accuracy. The material presented in the windsp3ed report should not R be used or relied upon for any specific appication without competent exam nation End verification of its accuracy, suitability and applicability by engineErs or other licensed professionals ATC does not intend that the use of this information replace the sound judgTrent of such competent p70fe55Dna15, having experience and knowledge in the field of practice, nor to substte for the standard of care req aired of such professionals in D interpreting and applying the results of the wincs3eed report provided by ttis website. Us.rs of the information from this website assume all liability arising frc'ri such use. Use of the oitput ct this website does not imply approval by the governing building code bodies responsible for building code appoval anC interpretation for the building site described by latitude/longitude locion in the windspeed load ieport. - n - - Sponsored by the ATC Endowment Fund Applied Technology Councf .201 Redwood Shores Parkway, Suite 23 Redwood City, California 94065. (650) 595-1542 1/1 United Structural Design LLC P0 Box 33245 Phoenix, AZ 85067 (480) 454-6408 JOB TITLE HME Electronices PV Canoov JOB NO. _____________SHEET NO. CALCULATED BY DG DATE CHECKED BYJE DATE Enclosure Classification Test for Enclosed Building: A building that does not qualify as open or partially enclosed. Test for Open Building: All walls are at least 80% Open. Ao~: 0.8Ag Test for Partially Enclosed Buildina: Input Test Ao 100000.0 sf Ao ~ 1.1Aoi YES Ag 0.0 sf Ao >4' or 0.01Ag YES Aoi 0.0 sf Aoi / Agi :5 0.20 L NO Building is NOT Agi 0.0 sf Partially Enclosed ERROR: Ag must be greater than Ao Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following: Ao~ 1.lAoi Ao> smaller of 4 or 0.01 Ag Aoi / Agi s 0.20 Where: Ao = the total area of openings in a wall that receives positive external pressure. Ag = the gross area of that wall in which Ao is identified. Aoi = the sum of the areas of openings in the building envelope (walls and roof) not including Ao. Agi = the sum of the gross surface areas of the building envelope (walls and roof) not including Ag. Reduction Factor for large volume øartiallv enclosed buildinas (Rfl: If the partially enclosed building contains a single room that is unpartitioned , the internal pressure coefficient may be multiplied by the reduction factor Ri. Total area of all wall & roof openings (Aog): 0 sf Unpartitioned internal volume (Vi): 0 cf Ri= 1.00 Altitude adjustmentto constant 0.00256 (caution - see code): Attitude = 0 feet Average Air Density = 0.0765 Ibm/ft3 Constant = 0.00256 United Structural Design LLC P0 Box 33245 Phoenix, AZ 85067 (480) 454-6408 6 JOB TITLE HME Electronices PV Canopy JOB NO. SHEET NO. CALCULATED BY DG DATE_____________ CHECKED BY JE DATE____________ Wind Loads - Open Buildings: 0.25 h/L :5 1.0 Ultimate Wind Pressures Type of roof = Monoslope Free Roofs . G = 0.85 Wind Flow= Clear Roof Angle = 7.0 deg NOTE: The code requires the MWFRS be Main Wind Force Resisting System designed fora minimum pressure of 16 psf. Kz = Kh (case 2) = 0.85 Base pressure (qh) = 18.5 psf Roof pressures - Wind Normal to Ridae Wind Load Wind Direction Flow Case YO& 180 deg Cnw Cnl A Cn = 1.20 0.30 Clear Wind " p = 18.8 psf 4.7 psf B Cn = -1.10 -0.10 Flow -17.3 psf -1.6 psf NOTE: 1). Cnw and Cnl denote combined pressures from top and bottom roof surfaces. Cnw is pressure on windward half of roof. Cnl is pressure on leeward half of roof. Positive pressures act toward the roof. Negative pressures act away from the roof. Roof pressures - Wind Parallel to Ridae. V = 90 dea Wind Load Horizontal Distance from Windward Flow Case Edge !~ h >h S 2h > 2h A ' Cn = -0.80 -0.60 -0.30 Clear Wind p= -12.6 psf -9.4 psf -4.7 psf B Cn = 0.80 0.50 0.30 Flow 7.9psf 4.7psf h= 15.0 ft 2h= 30.0 ft Fascia Panels -Horizontal pressures qp = 0.0 psf Windward fascia Leeward fascia Fascia pressures not applicable - roof angle exceeds 5 degrees. 0.0 psf (GCpn = +1.5) 0.0 psf (GCpn = -1.0) Components & Cladding - roof pressures Kz = Kh (case 1) = 0.85 a= 3.0 ft a2 = 9.0 sf Base pressure (qh) = 18.5 psf 4a2 = 36.0 sf 0.85 Clear _Wind _Flow Effective Wind Area zone 3 zone 2 zone I positive negative positive negative positive negative 59sf 3.14 -4.14 2.36 -2.07 1.57 -1.38 CN >9, 536sf 2.36 - -2.07 2.3 -2.07 1.57 - -1.38 - > 36 Sf 1.57 -1.38 1.57 -1.38 1.57 -1.38 Wind sf JL -9 >9, 536sf 37.0 psf -32.5 psf .9J ----..3252L 37.0 psf -32.5 psf ?LE'!f---- 24.7 psf -21.7 psf pressure > 36sf 24.7 psf -. -21.7 psf. 24.7 psf -21.7 psf 24.7 psf ............... -21.7 psf WUD ZRECTXOT wTND D1RZCtIO1 PTICHED OUGB VJThID DIRECTION y = 90° MAIN WIND FORCE RESISTING SYSTEM 3 3 1 1 H2 LJ2 3 ---3 United Structural Design LLC JOB TITLE HME Electronices PV Canopy 7 P0 Box 33245 Phoenix, AZ 85067 JOB NO. SHEET NO. (480) 454-6408 CALCULATED BY DG DATE____________ CHECKED BY JE DATE Location of Wind Pressure Zones .JI PiTCHED 1 Cmv WU4D 1 P_ &91 Dfl.ECflON .I Y = O 180 IROUGR WIND DIRECflON Y = 0. 800 8<100 M01405L0PE PITCHED ORTROUOHED ROOF COMPONENTS AND CLADDING United Structural Design LLC JOB TITLE HME Electronices PV Canopy P0 Box 33245 Phoenix, AZ 85067 JOB NO. SHEET NO. (480) 454-6408 CALCULATED BY DG DATE CHECKED BY JE DATE Seismic Loads: IBC 2015 Strength Level Forces Risk Category: Importance Factor (I): 1.00 Site Class: D Ss (0.2 sec) = 103.30 %g S1(1.0 sec) = 40.20 %g Fa= 1.087 Sms= 1.123 Fv= 1.598 Smi = 0.642 Sos = 0.748 Design Category = D Sol = 0.428 Design Category = D Seismic Design Category = D Number of Stories: 1 Structure Type: All other building systems Horizontal Struct lrregularities:No plan Irregularity Vertical Structural lrregularities:No vertical Irregularity Flexible Diaphragms: Yes Building System: error Seismic resisting system: Steel ordinary cantilever column system System Structural Height Limit: System not permitted for this seismic design category Actual Structural Height (hn) = 16.8 ft See ASCE7 Section 12.2.5 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTORS Response Modification Coefficient (R) = 1.25 Over-Strength Factor (Do) = 1.25 Deflection Amplification Factor (Cd) 1.25 5DS = 0.748 S01 = 0.428 p = redundancy coefficient Seismic Load Effect (E) z P 0E +1- 025D5 D = p QE -I- 0.150D CIE = horizontal seismic forc Special Seismic Load Effect (Em): 00 Q +1- 0.2S05 D = 1.3 QE +1- 0.150D D = dead loac PERMITTED ANALYTICAL PROCEDURES Simplified Analysis - Use Equivalent Lateral Force Analysis Equivalent Lateral-Force Analysis - Permittec Cu= 1.40 0.166 sec x= 0.75 Tmax = CuTa = 0.232 sec UseT= 0.166 6 0.599 2.064 0.033 0.599 Design Base Shear V = 0.599W Model & Seismic Response Analysis - Permitted (see code for procedure) ALLOWABLE STORY DRIFT Structure Type: All other structures Allowable story drift = 0.020hsx where hsx is the story height below level x 8 Building period coef. ((T) = 0.020 Approx fundamental period (Ta) User calculated fundamental period (T) = Long Period Transition Period (TL) = ASCE7 map = Seismic response coef. (Cs): Sosl/R = need not exceed Cs = sdl I/RI = but not less than Cs 0.044Sdsl = USE Cs = 3 1 10/26/2017 t Design Maps Summary Report .. 9 ift (JC Design Maps Summary Report User-Specified In put Building•CodeReference Document -2012/2015 International Building-Code (which utilizes USGS hazard data available in 2008) 14 1 - -. Site Coordinates 33.14440N, 117 2506°W Site Soil Classification Site Class D — Stiff Soil I .- - _;n • -- "-_ •.a•'y 4 . Risk Category 1/11/111 4 -r r -'• - I '- - 44 4 h,1 X ic• - I r EondkIo 4-. . ---,• , __'_..•_ . USGS-Provided Output — - — - -. -. . 4 1 . - S= LO33g 5s•= 1.123g '•- - - 4 . - -4' 4 ''_4 4 .4 4 _•. • S1 = 0402g SMI = 0642g :SDI = 0428g- 4 - 4 - 1• _ 4_-4 . .- .-. -_ For information on how the SS and,S1values above have bee , n calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction ofmaxirnum horizontal response, please return-to the application and select the 2009 NEHRP building code reference document - I#J . 4 MCeoziseSpectrum DLsga ResoiseScum . -. '-oie - -4'. (4 . -4 • -. - - - 1-I I -4 - C4a:4 , 1zi I : r 4 /544 t4 ,_ 4 i2 I - S •l!4$4 - 0/ri i4— Per. I I i I I I I I (.1 (1 443 4 1 344 i i 4, 4 444 1 44 3 3 33 3 3 33 (3144 '43 1 3 1 A4 lb i 1133 444 ioa (eec) 4' ,4 r (a e,—.) I:--." •-- -'- ------------------------------------------------------------------------------- Although this4inlormaUon 5 4 product of the U S Geological Survey e provide no warranly expressed or implied as o the-u accuracy of the data contained therein.This tool is not a substitute or technical subject matter knov ledge --.4 - •;- 4-.; Y-: --: I /- .4 - . - 4 - -. - - . - •. - - • - •.T - : •- •- - -- - . -•. - ; '4-'. - --4 3 1/1 - - C - A -- . 4 4 - 4- - - - 4-c • -.s. -.. -.. : ' 10 IF Dead Load Solar Panels 0 p Purlins s Beams: 7, psi Misc.: 5 pI Total Dead Load: 8.0 psf Material Strengths Concrete: Assumed Vt: 2500 psi Steel: Rebar: —ASTM A615, Fy = 60ksi ASTM A706, Fy =60ksi Bolts: ASTM A325N Anchor Rods: ASTM F1554 Gr. 55 W Section: ASTM A992, Fy = 50ksi M, 5, C, MC, I Sections: ASTM A36, Fy = 36ksi HSS Rect. Section: ASTM A500 Gr. B, Fy = 46ksi HSS Round. Section: -ASTM ASOO Gr. B, Fy = 42ksi Light Gage Steel: Fy = 5Sksi Soil: Allowable Soil Bearing: 500 .f Allowable Lateral Bearing: 1i1)s psi/f: ---- Values are assum 1. ed and takenC from Table 1866.2 fro'n Jbs Phoenix, AZ 480-454-6408 www.unitedstr.com 12 See Output for Purlin Size David Grpsa, P.E. Phoenix, AZ John Elder, P.E.480454-6408 www.unitedstr.com www.unitedstr.com Page 1 CFS Version 10.0.0 Section: 10x3.5x12 Ga.cfss Channel 10x3.50.88-12 Gage Rev. Date: 6/1/2017 5:55:24 PM Printed: 11/17/2017 1:16:25 PM 13 CFS Version 10.0.0 Section: 10x3.5x12 Ga.cfss Channel 10x3.50.88-12 Gage Rev. Date: 6/1/2017 5:55:24 PM Printed: 11/17/2017 1:16:25 PM Page 1 14 Section Inputs Material: A653 SS Grade 55 No strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 55 ksi Tensile Strength, Fu 70 ksi Warping Constant Override, Cw 0 in6 Torsion Constant Override, J 0 in"4 Stiffened Channel, Thickness 0.105 in Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.880 270.000 0.15250 None 0.000 0.000 0.440 2 3.500 180.000 0.15250 Single 0.000 0.000 1.750 3 10.000 90.000 0.15250 Cee 0.000 0.000 5.000 4 3.500 0.000 0.15250 Single 0.000 0.000 1.750 5 0.880 -90.000 0.15250 None 0.000 0.000 0.440 CFS Version 10.0.0 Analysis: Typical Purlin.cfsa 27 ft Span Simple Beam Rev. Date: 11/17/2017 1:16:04 PM Printed: 11/17/2017 1:16:25 PM Page 1 15 Analysis Inputs Members Section File Revision Date and Time 1 10x3.5x12 Ga.cfss 6/1/2017 5:55:24 PM Start Loc. End Loc. Braced R ko Lm (ft) (ft) Flange (k) (ft) 1 0.000 27.000 None 0.0000 0.0000 27.000 ex ey . (in) (in) 1 0.000 0.000 Supports Type Location Bearing Fastened (ft) (in) 1 XYT 0.000 2.00 No 1.0000 2 XT 9.000 1.00 No 1.0000 3 XT 18.000 1.00 No 1.0000 4 XYT 27.000 2.00 No 1.0000 Loading: Dead Load Type Angle Start Loc. (deg) (ft) 1 Distributed 90.000 0.000 Loading: Roof Live Load Type Angle Start Loc. (deg) (ft) 1 Distributed 90.000 0.000 Loading: Wind Load Type Angle Start Loc. (deg) (ft) 1 Distributed 90.000 0.000 Loading: Wind Uplift Type Angle Start Loc. (deg) (ft) 1 Distributed 90.000 0.000 End Loc. Start End (ft) Magnitude Magnitude 27.000 -0.02280 -0.02280 k/ft End Loc. Start End (ft) Magnitude Magnitude 27.000 -0.07800 -0.07800 k/ft End Loc. Start End (ft) Magnitude Magnitude 27.000 -0.16055 -0.16055 k/ft End Loc. Start End (ft) Magnitude Magnitude 27.000 0.14105 0.14105 k/ft CFS Version 10.0.0 Page Analysis: Typical Purlin.cfsa 27 ft Span Simple Beam Rev. Date: 11/17/2017 1:16:04 PM Printed: 11/17/2017 1:16:25 PM. Load Combination: D Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self weight 1.000 2 Dead Load 1.000 Load Combination: D+Lr Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Roof Live Load 1.000 Load Combination: D+0.6W Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Wind Load 0.600 Load Combination: 0.6D+0.6W Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 0.600 2 Dead Load 0.600 3 Wind Uplift 0.600 Member Check - 2012 North American Specification - US (ASD) Load Combination: D+0.6W Design Parameters at 13.500 ft: Lx 27.000 ft Ly 9.000 ft Lt 9.000 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Section: 10x3.5x12 Ga.cfss Material Type: A653 SS Grade 55, Fy=55 ksi Cbx 1.0135 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None k4 0 k Red. Factor, R: 0 Lm 27.000 ft Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Total 0.000 137.29 0.000 0.00 0.000 Applied 0.000 137.29 0.000 0.00 0.000 Strength 22.838 143.52 10.861 36.21 12.929 Effective section properties at applied loads: Ae 1.8887 in2 Ixe 28.598 in'4 lye 2.929 in4 Sxe(t) 5.7196 in3 Sye(l) 3.0121 in'3 Sxe(b) 5.7196 in3 Sye(r) 1.1588 in3 16 CFS Version 10.0.0 Page 3 Analysis: Typical Purlin.cfsa 27 ft Span Simple Beam Rev. Date: 11/17/2017 1:16:04 PM Printed: 11/17/2017 1:16:25 PM Interaction Equations NAS Eq. C5.2.1-1 (P, Mx, My) 0.000 + 0.957 + 0.000 = 0.957 <= 1.0 NAS Eq. C5.2.1-2 (P, Mx, My) 0.000 + 0.957 + 0.000 = 0.957 <= 1.0 NAS Eq. C3.3.1-1 (Mx, Vy) Sqrt(0.682 + 0.000)= 0.826 <= 1.0 NAS Eq. C3.3.1-1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 17 18 #11 MK 18.3 ft 19 Beam Spanl I3ft BeamTribWidth D Dead Load Dead Load: 5.5 psf (PLUS SELF WEIGHT) W: 148.5 plf Roof live Load Roof Live Load: 12.0 pot W011: 324.0 Of Snow Load Snow Load : 0.0 psf W51: 0.0 pIt Wind Load Wind Load : 24.7 psf W 1 666.6 pIt See Output for Column Size David Grasas, P.E. Phoenix, AZ John Elder, P.E. 480-454-6408 www.unitedstr.com www.unitedstr.com 20 U I STEEL BEAM ANALYSIS & DESIGN (AISC360-10) In accordance with A1SC360 14th Edition published 2010 using the LRFD method Tedds calculation version 3.0.12 Load Envelope -Combination I 1.049 1 0.01_____________________________________________________ it 18.25 - I I A 1 B I Load Envelope - Combination 2 1.072 - 0.0- I ft l -. .18.25 I I 1 B I hip ft Bending Moment Envelope - -178.5 -178.515 ] 0 I 18.25 I A 1 - B hips I Shear Force Envelope 19.563 - I 001L I 18.25 A 1 B I Support conditions . Support A Vertically restrained Rotationally restrained 1 I - - Sheet no. 2 Job Ref. Date 11/20/2017 Calc. by JE Project Subject Steel Beam Support B Vertically free Rotationally free Applied loading Beam loads Dead self weight of beam x 1 Dead full UDL 0.148 kips/ft Wind full UDL 0.667 kips/ft - Roof live full UDL 0.324 kips/ft Load combinations Load combination 1 Support A Dead x 1.20 Wind x 1.00 Roof live x 0.50 Span 1 Dead x 1.20 Wind x 1.00 Roof live x 0.50 Support B Dead x 1.20 Wind x 1.00 Roof live x 0.50 Load combination 2 Support A Dead x 1.20 Wind x 0.50 Roof live x 1.60 Span 1 Dead x 1.20 Wind x 0.50 Roof live x 1.60 Support B Dead x 1.20 Wind x 0.50 Roof live 1.60 Analysis results Maximum moment Mmax = 0 kips_ft Mmin = -178.5 kips_ft Maximum moment span 1 segment 1 Msi_segi_max = 0 kips_ft Msi_segi_min = -178.5 kips_ft Maximum moment span 1 segment 2 Ms1_se92_max = 0 kips_ft Ms1_seg2_min = -119.3 kips _if Maximum moment span I segment 3 Ms1_seg3_n,ax = 0 kips_ft Ms1_seg3_min = -38 kips_ft Maximum moment span 1 segment 4 Ms1_seg4_max = 0 kips_ft Ms1_se94_min = -2 kips_ft Maximum shear Vmax = 19.6 kips Vmin = 0 kips Maximum shear span 1 segment 1 Vsi_segi_max = 19.6 kips Vsi_segi_min = 0 kips Maximum shear span 1 segment 2 Vs1_seg2_max = 16 kips Vs1_se92_min = 0 kips Maximum shear span 1 segment 3 Vs1_seg3_max = 9 kips Vs1_seg3_mn = 0 kips Maximum shear span 1 segment 4 Vs1_seg4_max = 2.1 kips Vs1_seg4_min = 0 kips Steel Beam 22 Sheet no. 3 Job Ref. Date 11/20/2017 Calc. by JE Deflection segment 5 Maximum reaction at support A Unfactored dead load reaction at support A Unfactored wind load reaction at support A Unfactored roof live load reaction at support A Maximum reaction at support B Section details Section type ASTM steel designation Steel yield stress Steel tensile stress Modulus of elasticity ömax = 1.9 in RA_max = 19.6 kips RA_Dead = 3.3 kips RA_Wlnd = 12.2 kips RA_Roof live = 5.9 kips RB_max = 0 kips W 12x35 (AlSC 14th Edn (04.1)) A992 Fy = 50 ksi Fu = 65 ksi E = 29000 ksi &in = 0 in RAmin = 19.1 kips RB—min = 0 kips Resistance factors Resistance factor for tensile yielding Resistance factor for tensile rupture Resistance factor for compression Resistance factor for flexure Resistance factor for shear Lateral bracing ty = 0.90 Or = 0.75 cc = 0.90 4b = 0.90 OV = 1.00 Span 1 has lateral bracing at supports plus 40 in, 118 in and 196 in Cantilever tip is unbraced Cantilever support is continuous with lateral and torsional restraint Classification of sections for local buckling - Section B4.1 Classification of flanges in flexure -Table B4.1b (case-10) Width to thickness ratio bf / (2 x tf) = 6.31 Limiting ratio for compact section Xpff = 0.38 x I[E / F] = 9.15 Limiting ratio for non-compact section Xffl = 1.0 x I[E I F] = 24.08 Compact Classification of web in flexure - Table B4.1 b (case 15) Width to thickness ratio (d - 2 x k) / tw = 36.20 Limiting ratio for compact section Xp,4 = 3.76 x 'I[E I F] = 90.55 Limiting ratio for non-compact section Awf = 5.70 x J[E I F] = 137.27 Compact Section is compact in flexure Design of members for shear - Chapter G Required shear strength Vt = max(abs(Vmax), abs(Vmin)) = 19.563 kips I Web area A = d x tw = 3.75 in Web plate buckling coefficient k = 5 Web shear coefficient - eq G2-2 C = 1.000 Nominal shear strength - eq G2-1 V, = 0.6 x Fy x Aw x Cv = 112.500 kips Design shear strength V =Ov x Vn = 112.500 kips PASS - Design shear strength exceeds required shear strength Design of members for flexure in the major axis at span I segment I - Chapter F Required flexural strength Mr = max(abs(Msi_segi_max), abs(Msi_segimin)) = 178.515 kips—ft I Yielding - Section F2.1 Nominal flexural strength for yielding - eq F2-1 Mnyid = Mp = Fy x Zx = 213.333 kips—ft Lateral-torsional buckling - Section F2.2 Unbraced length Lb = Lsi_segi = 40 in Limiting unbraced length for yielding - eq F2-5 Lp = 1.76 x ry x 'I[E / F] = 65.275 in I Distance between flange centroids h0 = d - tt = 11.98 in c=l x C) I Sx] = 1.794 in I Limiting unbraced length for inelastic LTB - eq F2-6 L = 1.95 x rts x E 1(0.7 x F) x x c I (Sx x h0)) + x c / (Sx x h0))2 + 6.76 x (0.7 x F I E)2)] = 200.289 in Nominal flexural strength Mn = Mn,1d = 213.333 kips—ft Design flexural strength Mc = d/b x Mn = 192.000 kips—ft PASS - Design flexural strength exceeds required flexural strength Design of members for vertical deflection Consider deflection due to wind loads Limiting deflection 81i. = 2 x L1 /180 = 2.433 in I Maximum deflection span 1 8 = max(abs(&ax), abs(&in)) = 1.933 in PASS - Maximum deflection does not exceed deflection limit 24 Steel Beam Subject I I I I I I I I I I I I I I 1 Sheet no. 5 Job Ref. Date 11/20/2017 Calc. by JE 1: Base 2: Beam/Column Intersection Left End Beam Right End Beam: Dead Load Dead Load : 8.0 psf Wu: 216.0 pIt Roof Live Load Roof Live Load : 12.0 psf W015: 324.0 pIt Snow Load Snow load : 0.0 psf WSL: 0.0 p11 X y 0.0000 0.0000 0.0000 17.2190 -18.1146 15.0000 2.2333 17.4926 25 Wind I nad Wind Flow Load Case Wind Direction Wind Direction = 0 deg p 180 deg Cn C C== Cu 0.00 A p 18.8 pst 4.7 psf B p = -17.3 psf -1.6 psf MM WIND 1 WIND 5 Fascia Shear W 508.7 p11 = Vf 0.0 k W 1 27.2 ph W 1 WIND 2 WIND 6 W = 127.2 p!1 = W 1 508,7 phI WIND WIND W = -466.3 plf W, = Wi -42.4 p11 W i = WIND 4 WIND 8 W -42.4p11 Wi = -466.3 plf Wu = Seismic Load W51: 216.0 p11 Cs: 0.599 Sos: 0.748 VEO: 2.7k p:l,3 Column Design Strong Axis (From 2D Analysis) Vu: Mu: l. 01 Weak Axis (Seismic) Pu: 6.0k Vu: 3.4 k Mu: 59.3 k-ft See Output for Column Size David Grapss, P.C. Phoenix, AZ John Elder. P.E. 480-454-6408 www.unitedstr.com www.anitedstr.com Sheet no. 1 Job Ref. Date 11/20/2017 Caic. by JE 26 Project Subject 20 Analysis ANALYSIS Tedds calculation version 1.0.20 Geometry Geometry (ft) - Steel (AISC) C] Loading Self weight included - CL to _3tt • (p rr • 0 \J4 c0 •- t.0 N COLUMN CCi - -•--•• 0.22 CD C— 0 CD CD 0 22 U N '0.22 -. .a C- Q 0 • -4 M - - - - - -• - - - - - - - - - - - - -4 - 00 N- 0 C) —) CV d - > ci) - cu Li a. 0 —J N - - - - - - - - - m - - - - - - - - Sheet no. 4 Job Ref. Date 11/20/2017 Cale. by JE Project Subject 20 Analysis W4 - Loading (kips/ft) VA EQ - Loading (kips) 30 V z Results Forces Strength combinations - Moment envelope (kip_ft) -147.5 Strength combinations - Axial force envelope (kips) (11 Sheet no. 6 Job Ref. Date 11/20/2017 2D Analysis Caic. by JE Strength combinations - Shear envelope (kips) - 2.2 31 I ill I ' I I I I I I 1 I I. '-I I I I I Sheet no. 7 Job Ref. Date 11/20/2017 Calc. by JE Project Subject 20 Analysis Member results Envelope - Strength combinations Member Shear force Moment Pos (ft) Max abs (kips) Pos (ft) Max (kip_ft) Pos (ft) Mm (kip_ft) BEAM 18.25 -14.449 (max 18.25 abs) 28.083 18.25 -147.493 (mm) COLUMN 0 2.7 17.22 146.031 (max) 17.22 -28.523 Envelope - Strength combinations Member Axial force Pos Max Pos Mm (ft) (kips) (ft) (kips) BEAM 18.25 0.079 18.25 -0.644 COLUMN 0 16.338 (max) 17.22 -0.71 (mm) 33 Sheet no. 1 Job Ref. Date 11/20/2017 Calc. by JE Tedds calculation version 1.0.07 Project Subject Steel Column - Strong Axis STEEL COLUMN DESIGN In accordance with A1SC360-10 and the LRFD method 0 4-O.34 8.05 Column and loading details Column details Column section W 12x45 Design loading Required axial strength Moment about x axis at end 1 Moment about x axis at end 2 Maximum moment about x axis Maximum moment about y axis Maximum shear force parallel to y axis Maximum shear force parallel to x axis Material details Steel grade A992 Yield strength Fy = 50 ksi Ultimate strength Fu = 65 ksi Modulus of elasticity E = 29000 ksi Shear modulus of elasticity G = 11200 ksi Unbraced lengths For buckling about x axis Lx = 208 in For buckling about y axis Ly = 208 in Pr = 16 kips (Compression) Mi = 146.0 kips _ft M = 146.0 kipsft Single curvature bending about x axis Mx = max(abs(Mi), abs(Mx4) = 146.0 kips_ft My = 0.0 kips—ft Vry = 2.7 kips Vrx = 0.0 kips 34 For torsional buckling L = 208 in Effective length factors For buckling about x axis Kx = 2.00 For buckling about y axis Ky = 2.00 For torsional buckling Kz = 1.00 Section classification Section classification for local buckling (cl. B4) Critical flange width b = bt / 2 = 4.025 in Width to thickness ratio of flange Xf= b / tf = 7.000 Depth between root radii h = d - 2 x k = 9.940 in Width to thickness ratio of web = h I tw = 29.672 Compression Limit for nonslender flange = 0.56 x /(E / F) = 13.487 The flange is nonslender in compression Limit for nonslender web = 1.49 x 'l(E I F) = 35.884 The web is nonslender in compression The section is nonslender in compression Flexure Limit for compact flange Xpff = 0.38 x '/(E I Fy) = 9.152 Limit for noncom pact flange XrN = 1.0 x '(E I Fy) = 24.083 The flange is compact in flexure Limit for compact web = 376 x '/(E / F) = 90.553 Limit for noncompact web Xrwf = 5.70 X 'I(E I Fy) = 137.274 - The web is compact in flexure The section is compact in flexure Slenderness Member slenderness Slenderness ratio about x axis SRx = Kx x L / rx = 80.6 Slenderness ratio about y axis SRy = Ky x L I ry = 212.9 WARNING - The member slenderness exceeds 200 Second order effects Second order effects for bending about x axis (cl. App 8.1) Coefficient Cm - Cmx = 0.6 + 0.4 X Mi I Mx2 = 1.000 Coefficient a a = 1.0 Elastic critical buckling stress Peix it2 x E x I x / (Ki x x Lx)2 = 2311.1 kips P-8 amplifier Bi = max(1.0, Cmx / (1 -ax Pr! Peix)) = 1.007 Required flexural strength Mrx= Bix x Mx = 147.0 kips—ft Second order effects for bending about y axis (ci. App 8.1) Coefficient Cm Cmy = 1.0 U Coefficient a a = 1.0 Elastic critical buckling stress Peiy = it2 x Ex l / (Ki x L)2 = 332.1 kips P-8 amplifier Bly = max(1.0, Cmyl(1 - ax PI Peiy)) = 1.052 Required flexural strength Mry = Bly x My = 0.0 kips_ft Shear strength Shear parallel to the minor axis (ci. G2.1) Shear area A = d x tw = 4.054 in Web plate buckling coefficient k = 5.0 Web shear coefficient C = 1.000 Nominal shear strength Vny = 0.6x Fy x Aw x C = 121.6 kips Design shear strength (cl.GI & G2.1 (a)) Resistance factor for shear Ov = 1.00 I Design shear strength Vcy = Ov x Vny = 121.6 kips PASS - The design shear strength exceeds the required shear strength Reduction factor for slender elements Reduction factor for slender elements (E7) The section does not contain any slender elements therefore:- Slender element reduction factor Q = 1.0 Compressive strength Flexural buckling about x axis (ci. E3) Elastic critical buckling stress Fex = (it2 x E) I (SR)2 = 44.0 ksi Flexural buckling stress about x axis Fcm =Qx x (0.658QxxFY) x Fy = 31.1 ksi Nominal flexural buckling strength Pnx = F x A9 = 407.2 kips Flexural buckling about y axis (ci. E3) Elastic critical buckling stress Fey = (it2 x E) I (SR Y)2 6.3 ksi Flexural buckling stress about y axis Fay= 0.877 x Fey = 5.5 ksi I Nominal flexural buckling strength Pny=Fay x Ag = 72.5 kips Torsional and flexural-torsional buckling (ci. E4) Torsional/flexural-torsional elastic buckling stress Fet = [7c2 x E x C I (Kz x L)2 + G x J]xl /(lx+ly)63.0ksi Torsional/flexural-torsional buckling stress Fcrt = Qz x (0.658QzxFY/Fet) x Fy = 35.9 ksi Nom. torsional/flex-torsional buckling strength Put =Fat x A9 = 469.8 kips Sheet no. 4 Job Ref. Date 11/20/2017 Calc. by JE M. Design compressive strength (cl.EI) Resistance factor for compression 4c = 0.90 Design compressive strength Pc = Oc x min(Pnx, Prn,, Pet) = 65.3 kips PASS - The design compressive strength exceeds the required compressive strength Flexural strength about the major axis Yielding (ci. F2.1) Nominal flexural strength M1d = Mpx = Fy x Z), = 267.5 kips—ft Lateral torsional buckling limiting lengths (ci. F2.2) Unbraced length Lb = 207.6 in Limiting unbraced length (yielding) Lp = 1.76 x ry x /(E I F) = 82.7 in Lb > L,, - Limit state of lateral torsional buckling applies Effective radius of gyration rts = 4(4(l x C) / S) = 2.231 in Distance between flange centroids h0 = d - tf = 11.525 in Factor c c = 1.000 Limiting unbraced length (inelastic LTB) Lr = 1.95 x rts x E/(0.7xF) x 'I(Jxc /(Sxh0)) x 4[1 + 4(1 + 6.76 x (0.7xFxSxh0 I (ExJxc))2)] Lr = 268.8 in Lateral torsional buckling modification factor (ci. Fl) Maximum moment in unbraced segment Mmax = Mx = 146.00 kips _ft Moment at centreline of unbraced segment MB = abs((Mi + M) I 2) = 146.00 kips _ft Moment at ¼ point of unbraced segment MA = abs((Mi + MB) I 2) = 146.00 kips _ft Moment at % point of unbraced segment Mc = abs((M + MB) / 2) = 146.00 kips—ft Lateral torsional buckling modification factor Cb = 12.5 x Mmax /(2.5 X Mmax + 3 x MA + 4 x MB + 3 x Mc) Cb=1.000 Lateral torsional buckling (ci. F2.2) Plastic bending moment Mpx = Fy x Zx = 267.5 kips _ft Nominal flexural strength Mnb = min(Mp, Cb x [M - (M - 0.7 x Fy x S) x (Lb - L) / (Lr - L)]) Mltb = 200.9 kips_ft Design flexural strength about the major axis (ci. Fl) Resistance factor for flexure 4b = 0.90 Design flexural strength Mcx = 4b x min(MflXd, Mnx tb) = 180.8 kips _ft PASS - The design flexural strength about the major axis exceeds the required flexural strength Combined forces M I Mcy < 0.05 - Moments exist primarily in one plane therefore check combined forces in accordance with clause H1.3. In-plane instability (ci. 1-1I.3(a)) Available comp. strength in plane of bending Pci = Oc x min(Pn, P 1) = 366.5 kips tN I TED RUCTURAL DESIGN LLC Project Subject Steel Column - Strong Axis 37 Sheet no. 5 Job Ref. Date 11/20/2017 Calc. by JE Member utilization (eqn Hi-i) URi = Pr! (2 X P) + Mrx / Mcx = 0.836 Out-of-plane buckling and lateral-torsional buckling (cl. HI.3(b)) Available comp. strength out of plane of bending Pcy = Oc x min(Pn, Pet) = 65.3 kips Available lat-torsional strength (Cb is 1.0) Mcx_ttb = 200.9 kip—ft Member utilization (eqn 1-11-2) UR0 = Pr! Pcyx (1.5 - 0.5 x Pr I P) + (Mrx / (Cb X Mcx_Itb))2 = 0.881 PASS - The member is adequate for the combined forces Sheet no. 1 Job Ref. Date 11/20/2017 Calc. by I DG 38 Project Subject Steel Column - Weak Axis STEEL COLUMN DESIGN In accordance with AlSC360-10 and the LRFD method Tedds calculation version 1.0.07 4- W 8.05 Column and loading details Column details Column section W 12x45 Design loading Required axial strength Pr = 6 kips (Compression) Maximum moment about x axis M = 0.0 kips_ft Moment about y axis at end 1 My, = 0.0 kips _ft Moment about y axis at end 2 M2 = 59.3 kips _ft Single curvature bending about y axis Maximum moment about y axis My = max(abs(Mi), abs(M)) = 59.3 kips—ft Maximum shear force parallel to y axis Vry = 0.0 kips Maximum shear force parallel to x axis Vrx = 3.4 kips Material details Steel grade A992 Yield strength Fy = 50 ksi Ultimate strength Fu = 65 ksi Modulus of elasticity E = 29000 ksi Shear modulus of elasticity G = 11200 ksi Unbraced lengths For buckling about x axis L5 = 208 in For buckling about y axis Ly = 208 in Project Subject 39 Sheet no. 2 Job Ref. Date 11/20/2017 Calc. by DG Steel Column - Weak Axis For torsional buckling L2 = 208 in Effective length factors For buckling about x axis K2 = 2.00 For buckling about y axis Ky = 2.00 For torsional buckling Kz = 1.00 Section classification Section classification for local buckling (cl. 64) Critical flange width b = bi / 2 = 4.025 in Width to thickness ratio of flange Xi = b / ti = 7.000 Depth between root radii h = d - 2 x k = 9.940 in Width to thickness ratio of web Xw = h I tw = 29.672 Compression Limit for nonslender flange ?,d-c 0.56 x '/(E / F) = 13.487 The flange is nonslender in compression Limit for nonslender web Xrwc = 1.49 X /(E / F) = 35.884 The web is nonslender in compression The section is nonslender in compression Flexure Limit for compact flange Xpff = 0.38 x '/(E I Fy) = 9.152 Limit for noncom pact flange Xt.tt = 1.0 x I(E / F) = 24.083 The flange is compact in flexure Limit for compact web X,j = 3.76 x '/(E / F) = 90.553 Limit for noncom pact web X_1 = 5.70 x '/(E I F) = 137.274 The web is compact in flexure The section is compact in flexure Slenderness Member slenderness Slenderness ratio about x axis SR. = K. x L. / r2 = 80.6 Slenderness ratio about y axis SRy = Ky x Ly I ry = 212.9 WARNING - The member slenderness exceeds 200 Second order effects Second order effects for bending about x axis (cl. App 8.1) Coefficient Cm Cmx = 1.0 Coefficient a a = 1.0 Elastic critical buckling stress Peix = it2 X E x lI (Kix x Lx)2 = 2311.1 kips P-6 amplifier. B1 = max(1 .0, Cmx / (1 - ax P / Pei),)) = 1.003 Required flexural strength M = Bix x M = 0.0 kips_ft Sheet no. 3 Job Ref. Date 11/20/2017 Calc. by DO 40 Subject Steel Column - Weak Axis Second order effects for bending about y axis (cl. App 8.1) Coefficient Cm Cmy = 0.6 + 0.4 X Mi / My2 = 0.600 Coefficient a a = 1.0 Elastic critical buckling stress Peiy = 7E x E x ly / (Kly X LY)2 = 332.1 kips P-8 amplifier Bi = max(1.0, Cmy / (1 - ax Pr / Peiy)) = 1.000 Required flexural strength Mry= Bly x M = 59.3 kips—ft Shear strength Shear parallel to the major axis (cl. G2.1) Shear area Aw2xbfxtf=9.258 in2 Web plate buckling coefficient k = 1.2 Web shear coefficient C, = 1.000 Nominal shear strength V,x= 0.6 x Fy x Aw x C = 277.7 kips Design shear strength (cl.GI & G2.1 (a)) Resistance factor for shear Ov = 0.90 Design shear strength Vcx = 4v x Vnx = 250.0 kips PASS - The design shear strength exceeds the required shear strength Reduction factor for slender elements Reduction factor for slender elements (E7) The section does not contain any slender elements therefore:- Slender element reduction factor Q = 1.0 Compressive strength Flexural buckling about x axis (cl. E3) Elastic critical buckling stress Fex = (7t2 x E) / (SR)2 = 44.0 ksi Flexural buckling stress about x axis Fcm = x (0.658QxxFyIFex) x Fy = 31.1 ksi Nominal flexural buckling strength P =Fcrx x A9 = 407.2 kips Flexural buckling about y axis (cl. E3) Elastic critical buckling stress Fey (it2 x E) / (SR )2 = 6.3 ksi Flexural buckling stress about y axis Fay= 0.877 x Fey = 5.5 ksi Nominal flexural buckling strength Pny = Fay x A9 = 72.5 kips Torsional and flexural-torsional buckling (cl. E4) Torsional/flexural-torsional elastic buckling stress J]xl/ (lx +ly)63.0ksi I Torsional/flexural-torsional buckling stress Fcr,= Q x (0 658QZxFy/Fet) x Fy = 35.9 ksi Nom. torsional/flex-torsional buckling strength P,t =Fcrt x Ag = 469.8 kips I I Fet[it2 xExCw/(KzxLz)2 +Gx 41 Sheet no. 4 Job Ref. Date 11/20/2017 Calc. by DG Steel Column - Weak Axis Project Subject Design compressive strength (dEl) Resistance factor for compression OC = 0.90 Design compressive strength Pc = 4c x min(P, Pny, Pat) = 65.3 kips PASS - The design compressive strength exceeds the required compressive strength Flexural strength about the minor axis Yielding (ci. F6.11) Nominal flexural strength Mnyd = Mpy= min(Fy x Z, 1.6 x Fy x S) = 79.2 kips—ft Design flexural strength about the minor axis (ci. Fl) Resistance factor for flexure Ob = 0.90 Design flexural strength Mcy = 4b X Mnyd = 71.2 kips—ft PASS - The design flexural strength about the minor axis exceeds the required flexural strength Combined forces Member utilization (ci. HI.1) Equation Hi-lb UR = abs(Pr) / (2 x P) + (Mrx / Mcx + Mry/ M) = 0.878 PASS - The member is adequate for the combined forces 42 Sheet no. 5 Job Ref. Date 11/20/2017 Caic. by DG 43 Column Reactions Strong Axis (From 20 Analysis) Pmax 133k Vmsx 13 Mmxx: 111 73-t-t WA I See Output for Footing Size David Grassas, P.E. pS.cs Phoenix, AZ John Elder, P.E. 480-454-6408 www.unitedstr.com www.unitedstr.com 44 Sheet no. 1 Job Ref. Date 11/20/2017 Caic. by JE Tedds calculation version 1.0.20 Sheet no. 2 Job Ref. Project Date 11/20/2017 Subject 20 Analysis Calc. by JE Forces Service combinations - Shear envelope (kips) 1.6 1 E D Sheet no. 3 qV RUCTURAL DESIGN LLC Job Ref. Project Date 11/20/2017 Subject 2D Analysis Calc. by JE Service combinations - Axial force envelope (kips) 0.1 Member results - Envelope - Service combinations Member Shear force Moment Pos (ft) Max abs (kips) Pos (ft) Max (kip_ft) Pos (ft) Mm (kip_ft) BEAM 18.25 -11.623 (max 18.25 abs) 14.449 18.25 -113.102(min) COLUMN 0 1.89 17.22 111.734 (max) 17.22 -14.75 Envelope - Service combinations Member . Axial force - Pos Max Pos Mm (ft) (kips) (ft) (kips) BEAM 18.25 0.066 18.25 -0.537 (mm) COLUMN 0 13.333 (max) 17.22 -0.128 46 Sheet no. 4 Job Ref. Date 11/20/2017 Calc. by JE 47 Project Subject 20 Analysis Sheet no. 1 Job Ref. Date 11/20/2017 Calc. by JE 48 Project Subject Pole Footing FLAGPOLE EMBEDMENT (IBC 201 TEDDS c&culation version 1.2.00 Soil capacity data Allowable passive pressure Lsbc = 100 pcf Maximum allowable passive pressure Pmax = 1500psf Load factor 1(1806.1) LDFi = 1.00 Load factor 2 (1806.3.4) LDF2 = 2.0 Pole geometry Shape of the pole Round Diameter of the pole Dia = 24 in Laterally restrained No Load data First point load Pi = 1900 lbs Distance of Pi from ground surface Hi = 0 ft Second point load P2 = 0 lbs Distance of P2 from ground surface H2 = 1 ft Uniformly distributed load W = 0 plf Start distance of W from ground surface a = 2 ft End distance of W from ground surface ai = 4 ft Applied moment Mi = 111700 lb_ft 49 Sheet no. 2 Job Ref. Date 11/20/2017 Calc. by JE Project Subject Pole Footing Distance of Mi from ground surface H3 = 12 ft Shear force and bending moment Total shear force F = P1 + P2 + W x (al —a) = 1900 lbs Total bending moment at grade Mg = Pi x Hi + P2 x H + W x (ai - a) x (a + ai) /2 + Mi = 111719 lb—ft Distance of resultant lateral force h = abs(M9 / F) = 58.8 ft Embedment depth (1807.3.2.1) Embedment depth provided D = 14.8 ft Allowable lateral passive pressure Si = min(Pmax, Lsbc x min(D, 12 ft) / 3) x LDFi x LDF2 800 psf Factor A A = 2.34 x abs(F) / (Si x Dia) = 2.8 ft Embedment depth required Di = 0.5 x A x (1 + (1 + ((4.36 x h) / A))05) = 14.81 ft Actual lateral passive pressure S2 = (2.34 x abs(F) x((4.36 x h) + (4 x D))) / (4 x D2 x Dia) = 800.2 psf 50 Sheet no. 1 Job Ref. Date 11/20/2017 Cale. by JE COMBINED FOOTING ANALYSIS AND DESIGN (AC1318-11 TEODS calculation version 2.0.06 69 C) H k 116 Combined footing details Length of combined footing L = 11.500 ft Width of combined footing B = 5.500 ft Area of combined footing A = L x B = 63.250 ft2 Depth of combined footing h = 24.000 in Depth of soil over combined footing hi = 0.000 in Density of concrete Pconc 150.0 lb/ft3 Column details Column base length IA ,= 12.000 in Column base width bA = 12.000 in Column eccentricity in x epxA = -18.000 in Column eccentricity in y ePyA = 0.000 in Soil details Density of soil Psoil = 120.0 lb/ft3 Angle of internal friction = 25.0 deg Design base friction angle 8 =19.3 deg Coefficient of base friction tan(ö) = 0.350 Allowable bearing pressure Pbeanng = 1.500 ksf Axial loading on column Dead axial load on column • PGA = 13.300 kips Live axial load on column PQA = 0.000 kips Wind axial load on column PWA = 0.000 kips Total axial load on column PA = 13.300 kips Foundation loads Dead surcharge load FGsur = 0.000 ksf 51 11/20/2017 JE Spread Footing Project Subject Sheet no. 2 Job Ref. Date Calc. by Live surcharge load Footing self weight Soil self weight Total foundation load Horizontal loading on column base Dead horizontal load in x direction Live horizontal load in x direction Wind horizontal load in x direction Total horizontal load in x direction Dead horizontal load in y direction Live horizontal load in y direction Wind horizontal load in y direction Total horizontal load in y direction Moment on column base Dead moment on column in x direction Live moment on column in x direction Wind moment on column in x direction Total moment on column in x direction Dead moment on column in y direction Live moment on column in y direction Wind moment on column in y direction Total moment on column in y direction Check stability against sliding Resistance to sliding due to base friction Passive pressure coefficient Stability against sliding in x direction F0sur = 0.000 ksf F1 = h X Pconc = 0.300 ksf Fsoii = h0i x Psoil = 0.000 ksf F = A x (FGsur + FQsur + Fswt + F50i) = 18.975 kips HGXA = 1.900 kips HQm = 0.000 kips HwxA = 0.000 kips HxA = 1.900 kips HGyA = 0.000 kips HQyA = 0.000 kips HwyA = 0.000 kips HyA = 0.000 kips MGXA = 111.700 kip_ft MQxA = 0.000 kip_ft MwxA = 0.000 kip_ft MxA = 111.700 kip_ft MGyA = 0.000 kip_ft Moyp. = 0.000 kip_ft MwyA = 0.000 kip_ft MyA = 0.000 kip_ft = max([PGA + (Fsur + F5t + F50i) x A], 0 kips) x tan(ö) = 11.303 kips Kp = (1 + sin(fl) / (1 - sin(fl) = 2.464 Passive resistance of soil in x direction Hxpas = 0.5 x Kp x (h2 + 2 x h x h50i) x B x Psoil = 3.252 kips Total resistance to sliding in x direction Hxres = Hfrjction + Hxpas = 14.555 kips PASS - Resistance to sliding is greater than horizontal load in x direction Check stability against overturning in x direction Total overturning moment Mxor = M + HA x h = 115.500 kip_ft Restoring moment in x direction Foundation loading Mxsur = A x (Fsur + F5 + F50i) x L / 2 = 109.106 kip_ft Axial loading on column Mxaxiai = (PGA) x (L / 2 - ep) = 96.425 kip_ft Total restoring moment Wes = Mxsur + Mxaxiai = 205.531 kip_ft PASS - Restoring moment is greater than overturning moment in x direction 52 tJ N U Sheet no. 3 STRUCTURAL DESIGN LLC - Job Ref. Project Date 11/20/2017 Subject Spread Footing . Calc. by JE Calculate base reaction Total base reaction I = F + PA = 32.275 kips Eccentricity of base reaction in x eTx = (PA x ep + M + Hm x h) / T = 35.526 in Eccentricity of base reaction in y eTy = (PA x ep + MyA + HyA x h) / T = 0.000 in Check base reaction eccentricity abs(eT) / L + abs(ery) / B = 0.257 Base reaction acts outside of middle third of base Calculate base pressures qi = 0.000 ksf q2 = 0.000 ksf q3 = 2 x I / [3 x B x (L / 2 - abs(eTx))] = 1.402 ksf q4=2x1/[3xBx(L/2-abs(eTX))]=1.402ksf Minimum base pressure qmin = min(qi, q2, q3, q4) = 0.000 ksf Maximum base pressure qmax = max(qi, q2, q3, q4) = 1.402 ksf PASS - Maximum base pressure is less than allowable bearing pressure 0.000 ksf 1.402 ksf 0.000 ksf 1.402 ksf Load combination factors for loads Load combination factor for dead loads yfG = 1.20 Load combination factor for live loads yto = 1.60 Load combination factor for wind loads yw = 0.00 - Strength reduction factors Flexural strength reduction factor Of = 0.90 Shear strength reduction factor Os = 0.75 Ultimate axial loading on column Ultimate axial load on column PuA = PGA x ytc + PQA x + PWA x yw = 15.960 kips 53 1 Sheet no. 4 Job Ref. Date 11/20/2017 Caic. by JE I Project Subject Spread Footing Ultimate foundation loads Ultimate foundation load Ultimate horizontal loading on column Ultimate horizontal load in x direction Ultimate horizontal load in y direction Ultimate moment on column Ultimate moment on column in x direction Ultimate moment on column in y direction Calculate ultimate base reaction Ultimate base reaction Eccentricity of ultimate base reaction in x Eccentricity of ultimate base reaction in y Calculate ultimate base pressures Fu = A x [(FGsur + Fswt + F0i) x YfG + FQsur X = 22.770 kips HxuA = HGxA X YfG + HoxA X yfQ + HwxA x 'yfw = 2.280 kips HyuA = HGyA X (G + HQyA X ffQ + HwyA x yfw = 0.000 kips Mxu.A = MGxA X )'(G + MQXA X YfQ + MWXA x ytw = 134.040 kip_ft MyuA = MGyA X YfG + MQyA X yfQ + MwyA X 11W = 0.000 kip_ft Tu = F + PA = 38.730 kips eTxu = (PxA x ep, + MXUA + HxuA x h) / Tu = 35.526 in eTyu = (PuA x ep + M + HyuA x h) / Tu = 0.000 in qiu = 0.000 ksf q2u = 0.000 ksf q3u = 2 x T / [3 x B x (L / 2 - abs(erxu))] = 1.683 ksf q4u = 2 x T I [3 x B x (L /2 - abs(ei))] = 1.683 ksf Minimum ultimate base pressure qminu = min(qiu, q2u, q3u, q4u) = 0.000 ksf Maximum ultimate base pressure qmaxu = max(qiu, q2u, q3u, q4u) = 1.683 ksf Calculate rate of change of base pressure in x direction Left hand base reaction fuL = (qiu + q2u) x B I 2 = 0.000 kips/ft Right hand base reaction fuR = (q& + q4u) x B I 2 = 9.256 kips/ft Length of base reaction L = 3 x (L / 2 - eTxu) = 100.422 in Rate of change of base pressure C = (fuR - fuL) I Lx = 1.106 kips/ft/ft Calculate footing lengths in x direction Left hand length LL = L I 2 + epxA = 4.250 ft Right hand length LR = L / 2 - eF,,A = 7.250 ft Calculate ultimate moments in x direction Ultimate positive moment in x direction Mx Cx x (LL - L + L)3 / 6 - Fu x LL2 / (2 x L) + HxA x h + MxuA = 120.976 kip_ft Position of maximum negative moment L = 4.250 ft Ultimate negative moment in x direction Mxneg = C. X (LL - L + L)3 I 6 - F X LL 1(2 X L) Mxneg = 17.624 kip_ft Calculate rate of change of base pressure in y direction Top edge base reaction fr = (q2u + q4u) x L / 2 = 9.677 kips/ft Bottom edge base reaction fuB = (qiu + q3u) x L / 2 = 9.677 kips/ft Length of base reaction L1 = B = 5.500 ft Sheet no. 5 Job Ref. 54 Project Date 11/20/2017 Subject Spread Footing Calc. by JE Rate of change of base pressure Calculate footing lengths in y direction Top length Bottom length Calculate ultimate moments in y direction Ultimate moment in y direction Material details Compressive strength of concrete Yield strength of reinforcement Cover to reinforcement Concrete type Concrete modification factor Moment design in x direction Cy = (fuB - fuT) / Ly = 0.000 kips/ft/ft LT = B /2 + epyA = 2.750 ft LB=B/2-epA=2.750ft My=fuTxL12 /2 +Cyx LT' /6.-FuxLT2 /(2xB)=20.936kip_ft f = 2500 psi f = 60000 psi cnom = 3.000 in Normal weight = 1.00 t m Reinforcement provided 7 No. 6 bars bottom and 7 No. 6 bars top Depth of tension reinforcement dx = h - cnom - xB / 2 = 20.625 in Area of tension reinforcement provided As_xe_prov = NxB X It X OxB2 / 4 = 3.093 in2 Area of compression reinforcement provided As_xi .prov = NxT X It X OxT2 I 4 = 3.093 in2 Minimum area of reinforcement As_x_min = 0.0018 x h x B = 2.851 in2 Spacing of reinforcement SxBrov = (B - 2 x cnom) I max(NXe - 1, 1) = 10.000 in Maximum spacing of reinforcement 5max = min(3 x h, 18in) = 18.000 in PASS - Reinforcement provided exceeds minimum reinforcement required Depth of compression block ax = As_xsprov x f / (0.85 x f r, x B) = 1.32 in Neutral axis factor = 0.85 Depth to the neutral axis Cna_x = ax I 3i = 1.56 in Strain in reinforcement Ctx = 0.003 x (d - cna_x) / Cna_x = 0.03675 PASS - The section has adequate ductility (ci. 10.3.5) Nominal moment strength required Mnx = abs(M) I Of = 134.418 kip _ft Moment capacity of base Mcapx = As_xB_prov X fy X [dx - (As_xBj,rov X f / (1.7 X f'c X B))] Mcapx = 308.686 kip_ft PASS - Moment capacity of base exceeds nominal moment strength required I I Negative moment design in x direction Reinforcement provided Depth of tension reinforcement Area of tension reinforcement provided Area of compression reinforcement provided Minimum area of reinforcement Spacing of reinforcement Maximum spacing of reinforcement 7 No. 6 bars top and 7 No. 6 bars bottom dx=h-cnom-4a/2=20.625in As_xTprov = NxT x it x 4i2 / 4 = 3.093 in2 Ax_xBprov = NxB X It X 4xB2 14 = 3.093 in2 A_xmjn = 0.0018 x h x B = 2.851 in2 SxTprov = (B -2 x Cnom) / max(NxT - 1, 1) = 10.000 in Smax = min(3 x h, 18in) = 18.000 in I V NITE STRUCTURAL DESIGN Project Subject Depth of compression block Neutral axis factor Depth to the neutral axis Strain in reinforcement Nominal moment strength required Moment capacity of base PASS - Reinforcement provided exceeds minimum reinforcement required ax = As xTprov x f/ (0.85 x fc x B) = 1.32 in I3i = 0.85 Cna_x = ax / 31 = 1.56 in Etx = 0.003 X (dx - Cna_x) / Cna_x = 0.03675 PASS - The section has adequate ductility (ci. 10.3.5) Mnxneg = abs(Mxneg) / 0 = 19.582 kip_ft Mcapxneg = As_xT.prov x fy X [dx - (As_xr...prov X fy / (1.7 x f'c x B))] Mcapxneg = 308.686 kip_ft PASS - Moment capacity of base exceeds nominal moment strength required 55 1 Moment design in y direction Reinforcement provided 14 No. 6 bars bottom and 14 No. 6 bars top Depth of tension reinforcement dy = h - Cnom - xB - yB /2 = 19.875 in Area of tension reinforcement provided Asysprov = NyB x it x 2 / 4 = 6.185 in2 Area of compression reinforcement provided AsyTprov = NyT x it x 4.i2 /4 = 6.185 in2 Minimum area of reinforcement As.j_min = 0.0018 x h x = 5.962 in2 Spacing of reinforcement 5yB_prov = (L -2 x cnom)/ max(NyB - 1, 1) = 10.154 in Maximum spacing of reinforcement Smax = min(3 x h, 18in) = 18.000 in PASS - Reinforcement provided exceeds minimum reinforcement required Depth of compression block ay = As_yej,rov x f / (0.85 x fc x L) = 1.27 in Neutral axis factor 01 = 0.85 Depth to the neutral axis Cna_y = ay / 31 = 1.49 in Strain in reinforcement = 0.003 X (dy - Cna..y) / Cna3 = 0.03705 PASS - The section has adequate ductility (ci. 10.3.5) Nominal moment strength required M5 = abs(M) / tt = 23.262 kip_ft Moment capacity of base Mcapy = Axjsprov X fy X [d - (Asys..prov x fy / (1.7 x fc X L))] Mcapy = 595.068 kip_ft PASS - Moment capacity of base exceeds nominal moment strength required Calculate ultimate shear force at d from right face of column Ultimate pressure for shear d from face of column qsu = (q3u - C. x (L / 2 - ep - IA I 2 - dx) /B+q4)/2 qsu = 1.177 ksf Area loaded for shear at d from face of column As = B x min(3 x (L / 2 - erx), L / 2 - ep - IA / 2 - d) = 27.672 ft2 Ultimate shear force at d from face of column Vsu = As x (qsu - F / A) = 22.609 kips Shear design at d from right face of column I Strength reduction factor in shear = 0.75 Nominal shear strength Vnsu = Vs I Os = 30.145 kips Concrete shear strength Vc_x = 2 X X X I(f'c x 1 psi) x (B x d) = 136.125 kips PASS - Nominal shear strength is less than concrete shear strength I 56 7 11/20/2017 JE Calculate ultimate punching shear force at perimeter of d 1 2 from face of column Ultimate pressure for punching shear qpuA = q4U-[(L/2-ePXA-lA/2-d/2)+(lA+2xd/2)/2]xCX/B+[(B/2-epA-bA/2- d/2)+(bA+2Xd/2)/2]XCy/L qpuA = 0.225 ksf Average effective depth of reinforcement d =. (d + d) I 2 = 20.250 in Area loaded for punching shear at column APA =.(IA+2Xd/2)X(bA+2Xd/2) = 7.223 ft2 Length of punching shear perimeter up. = 2x(lp,+2xd/2)+2x(bA+2xd/2) = 10.750 ft Ultimate shear force at shear perimeter VpuA = P + (F IA - qp) x ApA = 16.936 kips Punching shear stresses at perimeter of d I 2 from face of column Nominal shear strength VnpuA = V / 4 = 22.581 kips Ratio of column long side to short side PA = max(IA, bA) / min(lA, bA) = 1.000 Column constant for interior column UsA = 40 Concrete shear strength = (2 + 4 I 3p) x X x 4(fc x 1 psi) x upA x d = 783.675 kips = ((XsA X d / upA + 2) xXx '/(f' x 1 psi) x upA x d = 1081.350 kips V__5 = 4x Xx /(f c x 1 psi) x upA x d = 522.450 kips V = min(V_, = 522.450 kips PASS - Nominal shear strength is less than concrete shear strength T 14 No.6 bars btm (10" c/c) - _______ 14 No.6 bars top (10" c/c) 7 No. 6 bars btm (10" c/c), 7 No. 6 bars top (10" c/c) - - - One way shear at d from column face - Two way shear at d / 2 from column face Sheet no. Job Ref. Date Caic. by 57 8 11/20/2017 JE Project Subject Spread Footing N I TED STRUCTURAL DESIGN LLC PROJECT NAME: HIVE Electronices PV Canopy PROJECT LOCATION: 2848 WHIPTAIL LOOP EAST, CARLSBAD, CA 92010 - . . ENGINEER: DO REVIEWER: JE DATE: 11/20/2017 Connection Design . J IS. r.................J 1W9U. Connection Inputs Member Sizes flange bf Depth d Design Summary Beam Size W12)i5 6.56 In 12.50 In Steel Column Embedment dm1: 91% OK Column Size 5. 12X4. 8.05 in 12.10 In - Pole Footing Reinforcing: 5' OK . Spread Footing Reinforcing: OK Reactions - Hodg Plate Size: 5, OK Pu : 16.4 kips - Vu: 2.7 kips Mu: 146k-ft Pole Footing Properties Design Concrete Strength: 2.500 psi Footing Diameter .r 24 in Footing Depth H: 15 Oft Steel Column Embedment d,,,1 4 0 ft - Footing Pressure 000 2 p 1 Size of Rebar Tales OQ No. of Rebar Tales Each Side of Column 2 Spread Footing Properties Design Concrete Strength : 2.500 psi - Size of Rebar Each Side 03 No. of Rebar Tales Each Side of Column 3 Hodge Plate Connection - Plate Strength: SO ksi Plate Width. :50 OK Plate Height 12 in OK Minimum Weld Length = 23.2 In Plate Thickness :" 0 75 in Minimum Plate Thickness = 0.6 in Weld Size D (D/16) S Embedment of Steel Column in Pole Footing Check Column : W12X45 - Column Flange Width bf : 6.6 in . Column Embedment dz,t : 48.0 In Effective Column Flange Width bfeff : 3.9 in (0.60xbf) . : 0.6 -.T?T i-i.'ç--fi Concrete Bearing Capacity cbs : 1,275 psi ((px0.85xfc) ' Bearing Section Modulus Sb : 1511.42 1n3 (bfdtXdz,I2I6) . ¼ .. Ultimate Bearing Pressure bu: 1,159.43 psi (Mu/Sb + Vu/(bf,nxd5.,)) Demand Capacity Ration DCR : bu/çbn) Pole Footing Reinforcing Check . . . Size of Rebar Tales: #9 . Column depth dc 12.1 In No. Tf of Rebar Tales Each Side of Column: 2 -: Area of ReinforcingAb : 2.00 in-2 Bearing Pressure at Si : 213.4 psf - Bearing Pressure at 52 : 800.2 psf --i :- Equivalent Force Peq: 11.1 hips -!, b Ultimate Moment Mu: 82 k-ft ••J -\ Reinforcing depth d : 15.1 in . Concrete Design a: 3.7 in tp 0.9 . Concrete Bearing Capacity tpMn 92k-ft (tpxAbx60ksix(d.a/2) . - ....L.. ..... .... Demand Capacity Ration OCR crui-- .( PROJECT 6nopv Phoenix, AZ 775-351-9037 www.unitcdstr.corii 58 VST Spr Footing Reinforcing Check aria a a1 irma a a Liar. Spread Footing Reinforcing Check No, of Rebar Each Side of Column: Area of Shear Reinforcing Av: Capacity of Shear Rctnforcing Vn Demand Capacity Ration OCR: 59 NTED RUCTURAL DESIGN LLC PROJECT LOCATION2&8 WHTAIL LOOP T; CARLSBAD, CA 9O1O ENGINEER: REVIEWER: DATE:11/2 1 a ._iia Jam ,a?lamaaai ci. icc. aaia&c a aaaia mcccicc ar Column : Column depth dc W12X45 12.1 in ,'enceanui. esiçsia i.i.c - — " Size of Re Each Side: 119 . 3 Area of Reinforcing Ab: 3.00 in-2 Ultimate Shear Force Vu: 161.2 kips 6.00 in42 4 I 1544kips (xO 6x60ksixAv) 1' 4: Ji........ Column : W12X45 Column depth dc : 12.1 in Column Flange Width bfc : 8.1 in Beam : W12X3S j Beam depth db : 12.5 in Beam Flange Width bIb: 6.6 in Ultimate Tensile Force Ta: 161.2 kips p: 0.9 I. Plate Width: 6.S in Plate Thickness: 0.8 In Capacity of Hodge Plate 9Pn : 219.4 kipc — Demand Capacity Ration OCR ' Minimum Weld Length: 23.2 in Phoenix, AZ 775-351-9037 www.unitcdstr.com 60 61 I3EAt'1 17ESI6N Beam Spanl 1711 BeamTribWidth 1i) ft I a ... ,ii - .. Dead Load Dead Load 5.5 psf (PLUS SELF WEIGHT) W01: 148.5 p11 Roof Live Load Roof Live Load 12.0 psf W011: 324.0 p'1 Snow Load Snow Load 0.0 psf WSL: 0.0 p'1 Wind Load Wind Load 24.7 psi W 1: 666.6 p'1 17.5 ft See Output for Column Size David Graxas, P.E. Phoenix, AZ John Elder, P.E. 480454-6408 Prncl www.unitedstr.com www.anitedstr.com I Ni T E DD STRUCTURAL DESIGN LLC Project Subject Steel Beam I STEEL BEAM ANALYSIS & DESIGN (AISC360-10) In accordance with AISC360 141 Edition published 2010 usin6 the LRFD method Load Enwelope - Combination I Sheet no. .1 Job Ref. Date 11/17/2017 Cale. by JE Tedds calculation version 3.0.12 62 I I 1.049- 0.01 It I i7.5 I A I Load Envelope Combination 2 I 111 ft I 17.5 I . kip - -164.1 Bending Moment Envelope - I II 17.5 I A 1 I Sips 18.8 Shear Force Envelope 18.759 Il 17.5 • , Al Support conditions I Support A Vertically restrained Rotationally restrained I 1 . . I B Steel Beam 63 Sheet no. 2 Job Ref. Date 11/17/2017 Calc. by JE Support B Applied loading Beam loads Load combinations Load combination 1 Load combination 2 Analysis results Maximum moment Maximum moment span 1 segment 1 Maximum moment span 1 segment 2 Maximum moment span 1 segment 3 Maximum shear Maximum shear span 1 segment 1 Maximum shear span 1 segment 2 Maximum shear span 1 segment 3 Deflection segment 4 Maximum reaction at support A Vertically free Rotationally free Dead self weight of beam x 1 Dead full UDL 0.148 kips/ft Wind full UDL 0.667 kips/ft Roof live full UDL 0.324 kips/ft Support A Dead x 1.20 Wind x 1.00 Roof live x 0.50 Span I Dead x 1.20 Wind x 1.00 Roof live x 0.50 Support Dead 1.20 Wind x 1.00 Roof live x 0.50 Support A Dead x 1.20 Wind x 0.50 Roof live x 1.60 Span 1 Dead 1.20 Wind x 0.50 Roof live x 1.60 Support B Dead x 1.20 Wind x 0.50 Roof live x 1.60 Mmax = 0 kips _ft Mmin = -164.1 kips _ft Msi_segi_max = 0 kips_ft Msisegimin = 164.1 kips—ft Ms1_se92_max = 0 kips—ft Ms1_se92_min = -107.6 kips—ft Ms1_seg3_max = 0 kips _ft Ms1_seg3_min = 31.5 kips_ft Vmax = 18.8 kips Vmin = 0 kips Vsi_segi_max = 18.8 kips Vsi_segi_min = 0 kips Vs1_se92_max = 15.2 kips Vs1_seg2_min = 0 kips Vs1_seg3_max = 8.2 kips Vs1seg3min = 0 kips &ax = 1.6 in 8min = 0 in RA-max = 18.8 kips RA-min = 18.4 kips Project Subject T E V Steel Beam 64 Sheet no. 3 Job Ref. Date 11/17/2017 Calc. by JE Unfactored dead load reaction at support A RA_Dead = 3.2 kips Unfactored wind load reaction at support A RA—Wind = 11.7 kips Unfactored roof live load reaction at support A RA_Roof live = 5.7 kips Maximum reaction at support B R13—max = 0 kips Section details RB—min = 0 kips Section type W 12x35 (AISC 14th Edn (04.1)) ASTM steel designation A992 Steel yield stress Fy = 50 ksi Steel tensile stress Fu = 65 ksi Modulus of elasticity E = 29000 ksi Resistance factors Résistance factor for tensile yielding = 0.90 Resistance factor for tensile rupture 4tr = 0.75 Resistance factor for compression OC = 0.90 Resistance factor for flexure 4b = 0.90 Resistance factor for shear OV = 1.00 Lateral bracing Span I has lateral bracing at supports plus 40 in and 118 in Cantilever tip is unbraced Cantilever support is continuous with lateral and torsional restraint Classification of sections for local buckling - Section 134.1 Classification of flanges in flexure - Table B4.1 b (case 10) Width to thickness ratio br / (2 x tf) = 6.31 Limiting ratio for compact section Xpff = 0.38 x '/[E / F] = 9.15 Limiting ratio for non-compact section Xw = 1.0 x I[E / F] = 24.08 Compact Classification of web in flexure - Table B4.1b (case 15) Width to thickness ratio (d - 2 x k) I tw = 36.20 - Limiting ratio for compact section kpwf = 3.76 X J[E I Fy] = 90.55 Limiting ratio for non-compact section Xrm = 5.70 x J[E I F] = 137.27 Compact Section is compact in flexure Design of members for shear - Chapter G Required shear strength Vr = max(abs(Vma),), abs(Vmn)) = 18.759 kips Web area A = d x tw = 3.75 in2 Web plate buckling coefficient k = 5 I Web shear coefficient - eq G2-2 C = 1.000 Nominal shear strength - eq G2-1 V = 0.6 x Fy x A x C = 112.500 kips Design shear strength V =0, x V, = 112.500 kips PASS - Design shear strength exceeds required shear strength Design of members for flexure in the major axis at span 1 segment 1 - Chapter F Required flexural strength Mr = max(abs(Msi_segi_max), abs(Msi_segi_min)) 164.144 kips—ft Yielding - Section F2.1 Nominal flexural strength for yielding - eq F2-1 Mnd = Mp = Fy x Z. = 213.333 kips—ft Lateral-torsional buckling - Section F2.2 Unbraced length Lb = Lsi_segi = 40 in Limiting unbraced length for yielding - eq F2-5 Lp = 1.76 x ry x I[E / F] = 65.275 in Distance between flange centroids h0 = d - tf = 11.98 in c=1 rts = +(ly x Cw) / S] = 1.794 in Limiting unbraced length for inelastic LTB - eq F2-6 Lr = 1.95 X rts x E / (0.7 x F) x x c I (S x h0)) + x c I (S x h0))2 + 6.76 x (0.7 x F / E)2)] = 200.289 in Nominal flexural strength Mn= Mnd = 213.333 kips—ft Design flexural strength Mc = 4b x Mn = 192.000 kips—ft PASS - Design flexural strength exceeds required flexural strength Design of members for vertical deflection Consider deflection due to wind loads I Limiting deflection ohm = 2 X L51 I 180 = 2.333 in Maximum deflection span 1 0 = max(abs(&ax), abs(0min)) = 1.634 in PASS - Maximum deflection does not exceed deflection limit Sheet no. Job Ref. Date Caic. by 66 5 11/17/2017 JE Project Subject Steel Beam 1: Base 2: Beam/Column Intersection: 3: Left End Beam 4: Right End Beam: X y 0.0000 0.0000 0.0000 17.1278 -17.3702 15.0000 16.5364 19.1536 Dead Load Dead Load : 8.0 psf W51: 216.0 plf Roof Live Load Roof Live Load : 12.0 psf W: 324.0 plf Snow Load Snow Load : 0.0 psf W51: 0.0 plf 67 Wind I nod Wind Flow Load Case Wind Direction Wind Direction = 0 deg p = 180 deg C,,,., C,,1 C,., C,,, 0.00 - A p = 18.8 psf 4.7 psf B p = -17.3 psf -1.6 psf WII'JUl WIND 5 Fonda Shear Wn,.,. 508.7 plf W,. = V, 0.0 k Wni = 127.2 plf W,,, WIND WIND W,, = 127.2 plf . W,,, W,,, = 508.7 slf W,,, WIND WIND Wnw = 466.3 plf W,,, Wni = 42.4 plf W,,, WIND 4 WIND 8 Wnw = -42.4 plf W,,. = Wni = 466.3 plf W,,1 Seismic Load Column Design W0 : 216.0 plf Strong Axis (From 21D Analysis) Weak Axis (Seismic) Cs: 0.599 Pu: 2bF Pu: 10.0k S51:0.748 Vu: 7 7, Vu: 5.7k V10: 4.4 k Mu 79 . ft Mu: 98.4 k-ft . P: 1.3 See Output for Column Size David -raosas. P.E. Phoenix, AZ John Elder, P.E. 480-454-6408 www.unitedstr.com www.unitedstr.com V NITED STRUCTURAL DESIGN LLC Project Subject 2D Analysis ANALYSIS Geometry 68 Sheet no. 1 Job Ref. Date 11/17/2017 Calc. by JE Tedds calculation version 1.0.20 Geometry (ft) - Steel (AISC) 4 3 Loading Self weight included Dead - Loading (kips/ft) z Sheet no. 2 Job Ref. Date 11/17/2017 Caic. by JE WI - Loading (kips/ft) P z W2 - Loading (kips/ft) z Project Subject 2D Analysis Sheet no. 3 Job Ref. Date 11/17/2017 Calc. by JE W3 - Loading (kips/ft) z W4 - Loading (kips/ft) 70 4 11/17/2017 JE EQ - Loading (kips) z Sheet no. 5 Job Ref. Date 11/17/2017 2D Analysis Calc. by JE Strength combinations - Moment envelope (kip_ft) 72 Forces Strength combinations - Shear envelope (kips) 16 2D Analysis 73 Sheet no. 6 Job Ref. Date 11/17/2017 Caic. by JE Strength combinations - Axial force envelope (kips) Member results Envelope - Strength combinations Member Shear force Moment Pos (ft) Max abs (kips) Pos (ft) Max (kip_ft) Pos (ft) Mm (kip_ft) BEAM 17.5 -16.622 (max 17.5 abs) 38.258 17.5 -146.811 (mm) COLUMN 0 2.7 0 79.38 (max) 0 -78.77 Envelope - Strength combinations Member Axial force Pos Max Pos Mm (ft) (kips) (ft) (kips) BEAM 17.5 0.588 17.5 -0.618 COLUMN 0 26.81 (max) 17.13 -1.183 (mm) Sheet no. 7 Job Ref. Date 11/17/2017 Caic. by JE 74 Project Subject Steel Column - Strong Axis STEEL COLUMN DESIGN In accordance with AISC360-10 and the LRFD method k 4 8.01" Column and loading details Column details Column section W 12x40 Design loading Required axial strength Moment about x axis at end I Moment about x axis at end 2 Maximum moment about x axis Maximum moment about y axis Maximum shear force parallel to y axis Maximum shear force parallel to x axis Material details Steel grade A992 Yield strength Fy = 50 ksi Ultimate strength Fu = 65 ksi Modulus of elasticity E = 29000 ksi Shear modulus of elasticity G = 11200 ksi Unbraced lengths For buckling about x axis Lx = 208 in For buckling about y axis Ly = 208 in Sheet no. 1 Job Ref. Date 11/17/2017 Calc. by JE Tedds calculation version 1.0.07 Pr = 27 kips (Compression) Mi = 79.4 kips _ft M = 79.4 kips _ft Single curvature bending about x axis Mx = max(abs(Mi), abs(M)) = 79.4 kips—ft My = 0.0 kipsft Vry = 2.7 kips Vrx = 0.0 kips 76 NITED Sheet no. 2 ,Q, STRUCTURAL DESIGN LLC Job Ref. Project Date 11/17/2017 Subject Steel Column - Strong Axis Calc. by JE For torsional buckling Lz = 208 in Effective length factors For buckling about x axis Kx = 2.00 For buckling about y axis Ky = 2.00 For torsional buckling Kz = 1.00 C Section classification for local buckling (cl. 134) Critical flange width b = bi / 2 = 4.005 in Width to thickness ratio of flange Xf = b / tf = 7.777 Depth between root radii h = d - 2 x k = 9.860 in Width to thickness ratio of web = h / tw = 33.424 Compression Limit for nonslender flange = 0.56 x I(E / F) 13.487 The flange is nonslender in compression Limit for nonslender web = 1.49 x (E / F) = 35.884 The web is nonslender in compression The section is nonslender in compression Flexure Limit for compact flange = 0.38 x '(E / F) = 9.152 Limit for noncompact flange = 1.0 x '(E / F) = 24.083 The flange is compact in flexure Limit for compact web = 3.76 x /(E / F) = 90.553 Limit for noncompact web = 5.70 X 4(E / F) = 137.274 The web is compact in flexure The section is compact in flexure iviemoer suenaerness Slenderness ratio about x axis SRx = Kx x L / rx = 80.9 Slenderness ratio about y axis SRy = Ky x L / ry = 214.0 WARNING - The member slenderness exceeds 200 Second order effects Second order effects for bending about x axis (cl. App 8.1) Coefficient Cm Cmx = 0.6 + 0.4 X Mi / Mx2 = 1.000 Coefficient a a = 1.0 Elastic critical buckling stress Peix =71 2 x E x l / (Kix x L)2 = 2038.8 kips P-5 amplifier B1 = max(1.0, Cmx / (1 - ax Pr / Nix)) = 1.013 Required flexural strength Mm = Bix x M = 80.5 kips—ft Steel Column - Strong Axis Sheet no. 3 Job Ref. Date 11/17/2017 Calc. by JE 77 I Project Subject Second order effects for bending about y axis (cl. App 8.1) Coefficient Cm Cmy = 1.0 Coefficient a a = 1.0 Elastic critical buckling stress Peiy 112 x E x l I (Kiy x L)2 = 292.9 kips P-8 amplifier Bi= max(1.0, Cmyl(l a Pr/Peiy)) 1.101 Required flexural strength Mry = Bly x My = 0.0 kips—ft Shear strength Shear parallel to the minor axis (cl. G2.1) Shear area A = d x t = 3.510 in2 Web plate buckling coefficient k = 5.0 Web shear coefficient C = 1.000 Nominal shear strength V, = 0.6 x Fy x A x Cv = 105.3 kips Design shear strength (cl.GI & G2.1 (a)) Resistance factor for shear = 1.00 Design shear strength Vcy = x Wy = 105.3 kips PASS - The design shear strength exceeds the required shear strength Reduction factor for slender elements Reduction factor for slender elements (E7) The section does not contain any slender elements therefore: Slender element reduction factor Q = 1.0 Compressive strength Flexural buckling about x axis (cl. E3) Elastic critical buckling stress Fex = (2 x E) / (SR)2 = 43.7 ksi Flexural buckling stress about x axis Fcrx = Qx x (0.658QxxFYIFex) x Fy = 31.0 ksi Nominal flexural buckling strength Pnx = F x Ag = 362.4 kips Flexural buckling about y axis (cl. E3) Elastic critical buckling stress Fey = (2 x E) I (SR)2 = 6.2 ksi Flexural buckling stress about y axis Fcry = 0.877 X Fey = 5.5 ksi I Nominal flexural buckling strength Pny =Fcry x Ag = 64.1 kips Torsional and flexural-torsional buckling (Cl. E4) Torsional/flexural-torsional elastic buckling stress Fet = [it2 x E x C I (K x L)2 + G X J] x 1 I (l + l) = 56.1 ksi Torsional/flexural-torsional buckling stress Fed = Qz x (0•658QzxFyIFet) x Fy = 34.4 ksi Nom. torsional/flex-torsional buckling strength Pt = Ft x Ag = 403.0 kips I 78 Sheet no. 4 Job Ref. Date 11/17/2017 Subject Steel Column - Strong Axis Calc. by JE Design compressive strength (cl.EI) Resistance factor for compression OC = 0.90 Design compressive strength Pc 0, x min(P, P,, Pat) = 57.7 kips PASS - The design compressive strength exceeds the required compressive strength Flexural strength about the major axis Yielding (cl. F2.1) Nominal flexural strength Md = Mpx = Fy x Z = 237.5 kips—ft Lateral torsional buckling limiting lengths (Cl. F2.2) Unbraced length Lb = 207.6 in Limiting unbraced length (yielding) Lp = 1.76 x ry x /(E I F) = 82.2 in Lb > L - Limit state of lateral torsional buckling applies Effective radius of gyration rts = '/(/(l x C) / S) = 2.212 in Distance between flange centroids h0 = d - tt = 11.385 in Factor c c = 1.000 Limiting unbraced length (inelastic LTB) Lr = 1.95 x rts x E/(0.7xF) x '(Jxc / (Sxh0)) x /[1 + (1 + 6.76 x (0.7xFyxSxxho / (ExJxc))2)] Lr = 253.8 in Lateral torsional buckling modification factor (cl. Fl) Maximum moment in unbraced segment Mmax = M = 79.40 kips _ft Moment at centreline of unbraced segment MB = abs((Mi + M) / 2) = 79.40 kips—ft Moment at ¼ point of unbraced segment MA = abs((Mi + MB) / 2) = 79.40 kips _ft Moment at % point of unbraced segment Mc = abs((M + MB) I 2) = 79.40 kips—ft Lateral torsional buckling modification factor Cb = 12.5 X Mmax / (2.5 X Mmax + 3 X MA + 4 X MB + 3 X Mc) Cb=1.000 I Lateral torsional buckling (cl. F2.2) Plastic bending moment Mpx = Fy x Zx = 237.5 kips _ft Nominal flexural strength Mn. _Itb = min(Mp, Cb x [M - (M - 0.7 x Fy x S) X (Lb - L) / (Lr Lp)1) I MnxJtb = 173.7 kips—ft Design flexural strength about the major axis (cl. Fl) I Resistance factor for flexure 4b = 0.90 Design flexural strength Mcx = 4b x min(Mnd, MItb) = 156.3 kips—ft I PASS - The design flexural strength about the major axis exceeds the required flexural strength Combined forces M / Mcy < 0.05 - Moments exist primarily in one plane therefore check combined forces in accordance with clause I H1.3. In-plane instability (cl. HI .3(a)) Available comp. strength in plane of bending Pci = Oc x min(Pnx, Pet) = 326.1 kips I I Project Subject 79 Sheet no. 5 Job Ref. Date 11/17/2017 Calc. by JE Steel Column - Strong Axis Member utilization (eqn Hi-i) URi = Pr /(2 X P) + Mrx I M cx = 0.556 Out-of-plane buckling and lateral-torsional buckling (cl. HI.3(b)) Available comp. strength out of plane of bending Pcy = x min(P, Pet) = 57.7 kips Available lat-torsional strength (Cb is 1.0) MCXJtb = 173.7 kip—ft Member utilization (eqn H1-2) UR0 = Pr / Pcyx (1.5 - 0.5 x Pr! P) + (M / (Cb X tb))2 = 0.803 PASS - The member is adequate for the combined forces 80 Sheet no. 1 Job Ref. Date 11/17/2017 Calc. by DO Steel Column - Weak Axis Project Subject STEEL COLUMN DESIGN In accordance with A1SC360-10 and the LRFD method Tedds calculation version 1.0.07 H 1•• ___ 8.01" Column and loading details Column details Column section . W 12x40 Design loading Required axial strength Pr = 6 kips (Compression) Maximum moment about x axis M = 0.0 kips _ft Moment about y axis at end 1 Mi = 0.0 kips _ft Moment about y axis at end 2 M2 = 58.1 kips—ft Single curvature bending about y axis Maximum moment about y axis My = max(abs(Mi), abs(My2)) = 58.1 kips—ft Maximum shear force parallel to y axis Vry = 0.0 kips Maximum shear force parallel to x axis V = 3.4 kips Material details Steel grade A992 Yield strength F .50 ksi Ultimate strength = 65 ksi Modulus of elasticity E = 29000 ksi Shear modulus of elasticity 0 = 11200 ksi Unbraced lengths For buckling about x axis L = 208 in For buckling about y axis Ly = 208 in Project Subject 81 Sheet no. 2 Job Ref. Date 11/17/2017 Calc. by DG Steel Column - Weak Axis For torsional buckling Lz = 208 in Effective length factors For buckling about x axis Kx = 2.00 For buckling about y axis Ky = 2.00 For torsional buckling Kz = 1.00 Section classification Section classification for local buckling (Cl. 84) Critical flange width b = bf I 2 = 4.005 in Width to thickness ratio of flange Xi, = b / ti = 7.777 Depth between root radii h = d - 2 x k = 9.860 in Width to thickness ratio of web = h / tw = 33.424 Compression Limit for nonslender flange = 0.56 x I(E / F) = 13.487 The flange is nonslender in compression Limit for nonslender web = 1.49 x '(E / F) = 35.884 The web is nonslender in compression The section is nonslender in compression Flexure Limit for compact flange XpLf = 0.38 x 'I(E / F) 9.152 Limit for noncom pact flange = 1.0 x I(E / F) = 24.083 The flange is compact in flexure Limit for compact web = 3.76 X (E / F) = 90.553 Limit for noncom pact web = 5.70 x '(E / F) = 137.274 The web is compact in flexure The section is compact in flexure Slenderness Member slenderness Slenderness ratio about x axis SR = Kx x L / rx = 80.9 Slenderness ratio about y axis SRy = Ky x L / ry = 214.0 WARNING - The member slenderness exceeds 200 Second order effects Second order effects for bending about x axis (cl. App 8.1) Coefficient Cm Cmx = 1.0 Coefficient cx a = 1.0 Elastic critical buckling stress Peix = it2 x E x lx I (Ki X Lx)2 = 2038.8 kips P-ö amplifier Bi = max(1 .0, Cmx / (1 - ax Pr I Peix)) = 1.003 Required flexural strength Mrx = Bix x Mx = 0.0 kips—ft 82 Sheet no. 3 Job Ref. Date 11/17/2017 Calc. by DG Second order effects for bending about y axis (ci. App 8.1) Coefficient Cr,, Cmy = 0.6 + 0.4 X Mi I My2 = 0.600 Coefficient a a = 1.0 Elastic critical buckling stress Peiy = it2 x E x i, / (Kly x L)2 = 292.9 kips P-5 amplifier Bly = max(1 .0, Cmy] (1 - ax Pr / Peiy)) = 1.000 Required flexural strength Mry = Bly x M = 58.1 kips—ft Shear strength Shear parallel to the major axis (ci. G2.1) Shear area A = 2 x bf x tf = 8.250 in2 Web plate buckling coefficient k = 1.2 Web shear coefficient C = 1.000 Nominal shear strength Vnx= 0.6 x Fy x Aw x C = 247.5 kips Design shear strength (cl.GI & G2.1(a)) Resistance factor for shear 4v = 0.90 Design shear strength Vcx = 0, x V = 222.8 kips PASS - The design shear strength exceeds the required shear strength Reduction factor for slender elements Reduction factor for slender elements (E7) The section does not contain any slender elements therefore:- Slender element reduction factor 0 = 1.0 Compressive strength Flexural buckling about x axis (ci. E3) Elastic critical buckling stress Fex = (it2 x E) / (SR)2 = 43.7 ksi Flexural buckling stress about x axis Fc.= Qx x (0.6580YX) x Fy = 31.0 ksi Nominal flexural buckling strength Pnx= Fcrx x Ag = 362.4 kips Flexural buckling about y axis (ci. E3) Elastic critical buckling stress Fey = (it2 x E) / (SR)2 = 6.2 ksi Flexural buckling stress about y axis Fcry= 0.877 x Fey = 5.5 ksi Nominal flexural buckling strength Pny = Fay X Ag = 64.1 kips Torsional and flexural-torsional buckling (ci. E4) Torsional/flexural-torsional elastic buckling stress Fet = [7t2 x E x C / (K x L)2 + G X J]xl / (Ix +ly)56.1 ksi Torsional/flexural-torsional buckling stress Fcrt = Qz x (0.6580zxFYIFet) Fy = 34.4 ksi Nom. torsional/flex-torsional buckling strength Pt =Fat x Ag = 403.0 kips 83 4 11/17/2017 DG Design compressive strength (cl.EI) Resistance factor for compression 4c = 0.90 Design compressive strength Pc = Oc x min(P, P,, Pet) = 57.7 kips PASS - The design compressive strength exceeds the required compressive strength Flexural strength about the minor axis Yielding (cl. F6.1) Nominal flexural strength Mnyd = Mpy = min(Fy x Z,, 1.6 x Fy x S) = 70.0 kips—ft Design flexural strength about the minor axis (cl. Fl) Resistance factor for flexure Ob = 0.90 Design flexural strength Mcy = Ob x Mnyd = 63.0 kips—ft PASS - The design flexural strength about the minor axis exceeds the required flexural strength Combined forces Member utilization (cl. Hl.1) Equation Hi-lb UR = abs(Pr) / (2 x P) + (Mrx I Mcx + Mry / M) = 0.974 PASS - The member is adequate for the combined forces 84 85 Column Reactions Strong Axis (From 20 Analysis) Pmax: 21k Vmax 1 1k Mmxx ,17 k1 See Output for Footing Size David Gropsas, P.E. Phoenix, AZ John Elder, P.E.480454-6408 www.unitedstr.com www.unitedstr.com 86 Sheet no. 1 Job Ref. Date 11/17/2017 Caic. by JE Tedds calculation version 1.0.20 4 pe (kip_ft) uIfl Job Ref. Date 11/17/2017 20 Analysis Calc;by JE Service combinations - Shear envelope (kips) . 11.9 Service combinations - Axial force envelope (kips)' Member results Envelope - Service combinations Member Shear force Moment Pos (ft) Max abs (kips) Pos (ft) Max (kipft) Pos (ft) Mm (kip_ft) BEAM 17.5 -12.391 (max 17.5 abs) 20.747 17.5 -109.033 (mm) COLUMN 0 1.89 0 47.835 (max) . 0 -43.522 Envelope - Service combinations Sheet no. Job Ref. Date Calc. by 88 3 11/17/2017 JE Project Subject 20 Analysis Member Axial force Pos Max Pos Mm (ft) (kips) (ft) (kips) BEAM 17.5 0.49 17.5 -0.515 (mm) COLUMN 0 21.871 (max) 17.13 -0.214 Project Subject 89 Sheet no. 1 Job Ref. Date 11/17/2017 Calc. by JE TEDDS calculation version 1.2.00 Pole Footing FLAGPOLE EMBEDMENT (IBC 2012) Soil capacity data Allowable passive pressure Maximum allowable passive pressure Load factor 1(1806.1) Load factor 2 (1806.3.4) Pole geometry Shape of the pole Diameter of the pole Laterally restrained Load data First point load Distance of Pi from ground surface Second point load Distance of P2 from ground surface Uniformly distributed load Start distance of W from ground surface End distance of W from ground surface Applied moment Lsbc = 100 pcf Pmax = 1500 psf LDF1 = 1.00 LDF2 = 2.0 Round Dia = 24 in No Pi = 1900 lbs Hi = 0 ft P2 = 0 lbs H2 = 1 ft W = 0 plf a=2ft ai = 4 ft Mi = 47800 lb—ft DSTNITED Sheet no. 2 STRUCTURAL DESIGN LLC. Job Ref. Project Date 11/17/2017 Subject Pole Footing Calc. by JE Distance of Mi from ground surface H3 = 12 ft Shear force and bending moment Total shear force F = Pi + p2 + W x (ai - a) = 1900 lbs Total bending moment at grade Mg = Pi x Hi + P2 x H2 + W x (al - a) x (a + al) / 2 + Mi = 47819 lb—ft Distance of resultant lateral force h = abs(M9 / F) = 25.17 ft Embedment depth (1807.3.2.1) Embedment depth provided D = 10.85 ft Allowable lateral passive pressure Si = min(Pmax, Lsbc x min(D, 12 ft)/ 3) x LDFi x LDF2 = 723.2 psf Factor A A = 2.34 x abs(F) I (Si x Dia) = 3.1 ft Embedment depth required Di = 0.5 x Ax (1 + (1 + ((4.36 x h)/ A))05) = 10.85 ft Actual lateral passive pressure S2 = (2.34 x abs(F) x ((4.36 x h) + (4 x D))) / (4 x D2 x Dia) = 723.2 psf 90 COMBINED FOOTING ANALYSIS AND DESIGN (AC1318-11) 63 I _ 106 Combined footing details Length of combined footing L = 10.500 ft Width of combined footing B = 5.500 ft Area of combined footing A = L x B = 57.750 ft2 Depth of combined footing h = 24.000 in Depth of soil over combined footing h0i = 0.000 in Density of concrete Pconc = 150.0 lb/ft3 Column details Column base length IA = 12.000 in Column base width bA = 12.000 in Column eccentricity in x ePxA = -18.000 in Column eccentricity in y epA = 0.000 in Soil details Density of soil Psoit = 120.0 lb/ft3 Angle of internal friction = 25.0 deg Design base friction angle = 19.3 deg. Coefficient of base friction tan(s) = 0.350 Allowable bearing pressure Pbeanng = 1.500 ksf Axial loading on column Dead axial load on column PGA = 13.300 kips Live axial load on column Pop = 0.000 kips Wind axial load on column PWA = 0.000 kips Total axial load on column PA = 13.300 kips TEDDS calculation version 2.0.06 I QU NITE D Sheet no. 2 I STRUCTURAL DESIGN LLC Job Ref. Project Date 11/17/2017 Subject Spread Footing Caic. by JE Foundation loads I Dead surcharge load Fsur = 0.000 ksf Live surcharge load Fsur = 0.000 ksf I Footing self weight FsvA = h x Pconc = 0.300 ksf Soil self weight F0i = h0i x Psoil = 0.000 ksf Total foundation load F = Ax (Fsur + Fsur + F5 + F50i) = 17.325 kips I Horizontal loading on column base Dead horizontal load in x direction HGA = 1.900 kips I Live horizontal load in x direction HQxA = 0.000 kips Wind horizontal load in x direction HwxA = 0.000 kips Total horizontal load in x direction HxA = 1.900 kips I Dead horizontal load in y direction HGYA = 0.000 kips Live horizontal load in y direction HQYA = 0.000 kips Wind horizontal load in y direction HWYA = 0.000 kips I Total horizontal load in y direction HYA = 0.000 kips Moment on column base Dead moment on column in x direction MGM = 73.300 kip_ft I Live moment on column in x direction MQxA = 0.000 kip_ft Wind moment on column in x direction MwxA = 0.000 kip_ft I Total moment on column in x direction MxA = 73.300 kip_ft Dead moment on column in y direction MGYA = 0.000 kip_ft Live moment on column in y direction MaYA = 0.000 kip_ft I Wind moment on column in y direction MWYA = 0.000 kip_ft Total moment on column in y direction MYA = 0.000 kip_ft Check stability against sliding I Resistance to sliding due to base friction Hfction = max([PGA + (FGSur + F5 + F50i) x A], 0 kips) x tan(s) = 10.725 kips I Passive pressure coefficient Kp = (1 + sin(fl) 1(1 - sin(')) = 2.464 Stability against sliding in x direction • Passive resistance of soil in x direction Hxpas = 0.5 X Kp x (h2 + 2 x h x h50i) x B x Psoil = 3.252 kips I Total resistance to sliding in x direction Hxres = Hfrction + Hxpas = 13.977 kips PASS - Resistance to sliding is greater than horizontal load in x direction I Check stability against overturning in x direction Total overturning moment MxoT = M +~HxA x. h = 77.100 kip_ft Restoring moment in x direction I Foundation loading Mxsur = A x (Fsur + F5t + F50i) x L / 2 = 90.956 kip_ft Axial loading on column Mxaxiai = (PGA) x (L I 2 - ep) = 89.775 kip_ft I 92 NITED Sheet no. 3 STRUCTURAL DESIGN LLC Job Ref. Project 0 Date 11/17/2017 Subject Spread Footing Caic. by JE Total restoring moment Mxres Mxsur + Mxaxiai = 180.731 kip_ft PASS - Restoring moment is greater than overturning moment in x direction Calculate base reaction Total base reaction T = F + PA = 30.625 kips Eccentricity of base reaction in x eTx = (PA x ep + M, + HxA x h) / T = 22.393 in Eccentricity of base reaction in y ely = (PA x ep + MyA + HyA x h) I T = 0.000 in Check base reaction eccentricity - abs(eTx) / L + abs(er) / B = 0.178 Base reaction acts outside of middle third of base Calculate base pressures qi = 0.000 ksf q2 = 0.000 ksf q3 = 2 x T / [3 x B x (L / 2 - abs(eT))] = 1.097 ksf q4 = 2 x T / [3 x B x (L / 2 - abs(eT))] = 1.097 ksf Minimum base pressure qmin = min(qi, q2, q3, q4) = 0.000 ksf Maximum base pressure qmax = max(qi, q2, q3,, q4) = 1.097 ksf PASS - Maximum base pressure is less than allowable bearing pressure 0.000 ksf 1.097 ksf TI 0.000 ksf 1.097 ksf Load combination factors for loads Load combination factor for dead loads YfG = 1.20 Load combination factor for live loads yo = 1.60 Load combination factor for wind loads yiw = 0.00 Strength reduction factors Flexural strength reduction factor 0.90 Shear strength reduction factor Os = 0.75 93 94 Ultimate axial loading on column Ultimate axial load on column Ultimate foundation loads Ultimate foundation load Ultimate horizontal loading on column Ultimate horizontal load in x direction Ultimate horizontal load in y direction Ultimate moment on column Ultimate moment on column in x direction Ultimate moment on column in y direction Calculate ultimate base reaction Ultimate base reaction Eccentricity of ultimate base reaction in x Eccentricity of ultimate base reaction in y Calculate ultimate base pressures P= PGA xG+PQAxQ+PwAxyfw=15.960kips Fu = A X [(FGsur + Ft + F0i) X flG + Fasur x yfo] = 20.790 kips HXUAHGXAXG+ Hoxo+Hwx x'w:2.280kips HyuA = HGyA X YfG + HQyA X ffQ + HwyA X yf'N = 0.000 kips MxuA = MGxA X YfG + MQxA x ytr + MWXA x yw = 87.960 kip_ft MyuA = MGyA x YfG + MayA X yc + MwyA x yiw =0.000 kip_ft Tu = F + PuA = 36.750 kips eTxu = (PuA X ep + MxA + Hx.A x h) I Tu = 22.393 in eTyu = (PxA x ep + M + HyuA x h) I Tu = 0.000 in qiu = 0.000 ksf I q2u = 0.000 ksfr q3u = 2 X Tu I [3 x B x (LI 2- abs(eT5U))] = 1.316 ksf I q4u = 2 x Tu I [3 x B x (LI 2- abs(eT5))] = 1.316 ksf Minimum ultimate base pressure qminu = min(qiu, q2u, q3u, q4u) = 0.000 ksf Maximum ultimate base pressure qmaxu = max(qiu, q2u, q3u, q4u) = 1.316 ksf I Calculate rate of change of base pressure in x direction Left hand base reaction fuL = (qiu + q2u) x B I 2 = 0.000 kips/ft I Right hand base reaction fuR = (q&+ q4u) x B I 2 = 7.240 kips/ft Length of base reaction Lx 3 x (LI 2 - eTxu) = 121.820 in Rate of change of base pressure C = (fUi - fuL) I Lx = 0.713 kips/ft/ft I Calculate footing lengths in x direction Left hand length LL = L I 2 + ep = 3.750 ft Right hand length LR = L I 2 - epxA = 6.750 ft I Calculate ultimate moments in x direction Ultimate positive moment in x direction Mx = Cx x (Li. - L + L5 )3 I 6 - Fu x ILL 1(2 x L) + HxuA X h + MxxA = I 83.277 kip_ft U Position of maximum negative moment L = 3.750 ft Ultimate negative moment in x direction Mxneg = Cx X (LL - L + L)3 I 6 - Fu X LL I (2 X L) I Mxneg = -9.243 kip_ft 1 11 Sheet no. 5 Job Ref. 95 Project Date 11/17/2017 Subject Spread Footing Caic. by JE Calculate rate of change of base pressure in y direction Top edge base reaction fuT = (q2u + q4u) x L / 2 = 6.911 kips/ft Bottom edge base reaction fuB = (qiu + q3u) x L / 2 = 6.911 kips/ft Length of base reaction L = B = 5.500 ft Rate of change of base pressure C = (fuB - far) / Ly = 0.000 kips/ft/ft Calculate footing lengths in y direction Top length Bottom length Calculate ultimate moments in y direction Ultimate moment in y direction Material details Compressive strength of concrete Yield strength of reinforcement Cover to reinforcement Concrete type Concrete modification factor Moment design in x direction LT= B/2+epA=2.750ft LB=B/2-epA=2.750ft My = fuT x Li/2 + Cx LT3 /6 - Fu x LT2 /(2 x B) = 11.840 kip_ft f' = 2500 psi f = 60000 psi cnom = 3.000 in Normal weight 2= 1.00 Reinforcement provided 7 No. 6 bars bottom and 7 No. 6 bars top Depth of tension reinforcement dx = h - cnom - 4xe / 2 = 20.625 in Area of tension reinforcement provided As_xBrov = NxB X 7T X 4xB2 I 4 = 3.093 in2 Area of compression reinforcement provided As_xT_prov = NxT x it x OxT2 / 4 = 3.093 in2 Minimum area of reinforcement As_x_min = 0.0018 X h X B = 2.851 in2 Spacing of reinforcement SxBrov = (B -2 x cnom)/ max(Nxe - 1, 1) = 10.000 in Maximum spacing of reinforcement 5max = min(3 x h, 18in) = 18.000 in PASS - Reinforcement provided exceeds minimum reinforcement required Depth of compression block ax = As_xBprov X fy / (0.85 X f'c X B) = 1.32 in Neutral axis factor 01 = 0.85 Depth to the neutral axis Cna_x = ax / 31 = 1.56 in Strain in reinforcement CLX = 0.003 x (d - Cna_x) / cna_x = 0.03675 PASS- The section has adequate ductility (ci. 10.3.5) Nominal moment strength required Mnx = abs(M) / = 92.530 kip_ft Moment capacity of base Mcapx = As_xB..prov X fy X [d - (As_xBprov X fy / (1.7 X f'c X B))] Mcapx = 308.686 kip_ft PASS - Moment capacity of base exceeds nominal moment strength required Negative moment design in x direction Reinforcement provided 7 No. 6 bars top and 7 No. 6 bars bottom Depth of tension reinforcement dx = h - Cnom - 4xT / 2 = 20.625 in Area of tension reinforcement provided As_xTj,rov = Nxr x it x 4i.2 /4 = 3.093 in2 Sheet no. 6, Job Ref. Date 11/17/2017 Caic. by JE 96 Area of compression reinforcement provided As_xBj,rov = NxB X it X xB2 /4 = 3.093 in2 Minimum area of reinforcement As_x_min = 0.0018 x h x B = 2.851 in2 Spacing of reinforcement SxTprov = (B -2 X Cnom)/ max(NT - 1, 1) = 10.000 in Maximum spacing of reinforcement Smax = min(3 x h, 18in) = 18.000 in PASS - Reinforcement provided exceeds minimum reinforcement required Depth of compression block aX=AS_XTfiOVxfY/(0.85xf'Cx B)= 1.32 in Neutral axis factor 01 = 0.85 Depth to the neutral axis cna_x=ax/i = 1.56 in Strain in reinforcement Eta = 0.003 X (dx - Cxxx) / Cna_x = 0.03675 PASS - The section has adequate ductility (ci. 10.3.5) Nominal moment strength required Mnxneg = abs(M89) / 4i = 10.270 kip_ft Moment capacity of base Mcapxneg = As_xr..prov X fy )< [d - (As_xT.prov X fy / (1.7 X f' X B))] Mcapxneg = 308.686 kip_ft PASS - Moment capacity of base exceeds nominal moment strength required Moment design in y direction Reinforcement provided 13 No. 6 bars bottom and 13 No. 6 bars top Depth of tension reinforcement dy=h-cnomxB4)yB/2=19.875in Area of tension reinforcement provided As.ysj,rov = Ns x it x 2 / 4 = 5.743 in2 Area of compression reinforcement provided As..yT.prov = NyT X it X 4yT2 / 4 = 5.743 in2 Minimum area of reinforcement As.j_min = 0.0018 x h x = 5.443 in2 Spacing of reinforcement SyB_prov = (L -2 x cnom)/ max(NB -1, 1) = 10.000 in Maximum spacing of reinforcement 5max = min(3 x h, 18in) = 18.000 in PASS - Reinforcement provided exceeds minimum reinforcement required Depth of compression block ay = As.prov X fy / (0.85 X f X L) = 1.29 in Neutral axis factor 3i = 0.85 Depth to the neutral axis cna.yay/i=l.Slin Strain in reinforcement = 0.003 x (d - Cna) / Cna = 0.03638 PASS - The section has adequate ductility (ci. 10.3.5) Nominal moment strength required Mr,y = abs(M) / Of = 13.155 kip_ft Moment capacity of base Mcapy = Ax..yBprov X fy X [dy - (As.ys.prov X fy / (1.7 X fcX L))] = 552.254 kip_ft PASS - Moment capacity of base exceeds nominal moment strength required Calculate ultimate shear force at d from right face of column Ultimate pressure for shear d from face of column qsu = (q& - Cx (L / 2 - ep - IA / 2 - dx)/B+q4)/2 qsu = 1.023 ksf Area loaded for shear at d from face of column As = B x min(3 x (L / 2 - erx), L / 2 - ep, - IA / 2 - d) = 24.922 ft2 Ultimate shear force at d from face of column Vsu = A8 x (qsu - F / A) = 16.513 kips Shear design at d from right face of column Strength reduction factor in shear Os = 0.75 Nominal shear strength Vnsu = Vsu I Os = 22.018 kips Concrete shear strength Vc-s = 2 x X x J(f c x I psi) x (B x d) = 136.125 kips PASS - Nominal shear strength is less than concrete shear strength Calculate ultimate punching shear force at perimeter of d / 2 from face of column I Ultimate pressure for punching shear qp = q4U-[(LI2-epA-lpi2-dI2)+(lA+2xdI2)I2]xcXIB+[(BI2-epA-bJ2- d/2)+(bA+2Xd/2)/2]XCy/L qpuA = 0.441 ksf Average effective depth of reinforcement d = (d + d) I 2 = 20.250 in Area loaded for punching shear at column ApA = (IA+2Xd/2)X(bA+2Xd/2) 7.223 ft2 I Length of punching shear perimeter UpA = 2X(lp+2Xd/2)+2X(bA+2xd/2) = 10.750 ft Ultimate shear force at shear perimeter VpA =P + (F IA - qp) x Api = 15.374 kips Punching shear stresses at perimeter of d I 2 from face of column Nominal shear strength VnPuA = V9UA I c1 = 20.499 kips Ratio of column long side to short side PA = max(lA, bA) I min(lA, bA) = 1.000 Column constant for interior column xsA = 40 Concrete shear strength V_ = (2 + 4 I 3) x X x 4(f x 1 psi) x up, x = 783.675 kips = (MA X d I upA + 2) x X 4(fc x 1 psi) x UpA x d = 1081.350 kips = 4 x X 4(f' x 1 psi) X uPA x d = 522.450 kips Vcp = min(Vc_, Vc.p_i, = 522.450 kips PASS - Nominal shear strength is less than concrete shear strength 13 No.6 bars btm (10" c/c) 13 No. 6 bars top (10" c/c) I H. I __ __ 7 No.6 bars btrn (10" c/c), 7 No.6 bars top (10" c/c) - - - One way shear at d from column face Two way shear at d /2 from column face DSTN I TED STRUCTURAL DESIGN LLC Project Subject Spread Footing Sheet no. 8 Job Ref. Date 11/17/2017 Caic. by JE 98 99 Connection Member Sizes Flange bf 6.56 in 8.01 in Pu: 26.8 kips Vu: 2.7 kips Mu: 79k-ft Depth d Design Summary - 12.50 in Steel Column Embedment d,,,,j: : - OK 11.90 in Pole Footing Reinforcing: 13 OK Spread Footing Reinforcing: OK Hodg Plate Size: -11 OK Beam Size: 0012011 Column Size 0012040 : Reactions Pole Footing Properties Design Concrete Strength: 2.500 psi Footing Diameter: 24 Footing Depth H: 12,3 ft Steel Column Embedment dent: 4 01 Footing Pressure :8O-olp:f Size of Rebar Tales: 19 No. of Rebar Tales Each Side of Column: Spread Footing Properties Design Concrete Strength: 2,500 psi Size of Rebar Each Side: 09 No. of Rebar Tales Each Side of Column: 3 Hodge Plate Connection Plate Strength: $0 IS,. - Plate Width: 610o OK Plate Height: 12 in OK Minimum Weld Length = 15.4 in Plate Thickness 0 71 it Minimum Plate Thickness = 0.4 in Weld Size D (DuG): S Embedment of Steel Column in Pole Footing Check Column : W1W12)(40 . . . Column Flange Width bf : 6.6 in Column Embedment d,,,1 : 48.0 in . 0 Effective Column Plunge Width bfeff : 3.9 in (0.60xbfl 9: 0.6 ...04'1--7 1 Concrete Bearing Capacity tpbn : 1,275 psi ((pxO.85x1'c) . . . Bearing Section Modulus Sb : 1511.42 iO3 (bf,cd12/6) . . Ultimate Bearing Pressure bu: 630.25 psi (Mu/Sb + Vu/(bf,oxd,.,)) /9bn) . -4___. j....,....., Demand Capacity Ration DCR: 3v (bu . [_,,..... Pole Footing Reinforcing Check Size of Rebar Tales: #9 p. Column depth dc : 11.9 In . : •- Na. of Rebar Tales Each Side of Column: 2 Area of Reinforcing Ab : 2.00 in-2 °' 1 Bearing Pressure at 51 : 261.3 psf Bearing Pressure at 52 : 800.1 psf. .-.! Equivalent Force Peq: 8.8 hips - _L_...... Ultimate Moment Mu: 46k-ft I 'J Reinforcing depth d : 14.9 in Concrete Design a : 3.8 in . . . 09 Concrete Beating Capacity gMat 90 k ft (9xAbx60ksix(d a/2) Demand Capacity Ration DCR: St -. IulE - - . . PROJECT NAME: H EIectrorilce.PV Caify Phoenix, AZ 775-351-9037 www.unitedstr.com !JJNTED STRUCTURAL DESIGN LLC PROJECT LOCATION: SiPTLLO WD ENGINEER: DG REVIEWER: iE DATE: 11 la 21 1 Spread Footing Reinforcing Check Column W12X40 rn,.cronn. onsrz C1.T............- ,ie Column depth dc : 11.9 In ?A. Size of Rebar Each Side: #9 No. of Rebar Each Side of Column: 3 Area of Reinforcing Ab: 3.00 in-2 Ultimate Shear Force Vu : 106.9 kips Area of Shear Reinforcing Au: 6.00 inn2 : 0.9 .i--...--..............- Capacity of Shear Reinforcing pVn : 194.4 kips (ipxO.6x6OksixAv) / .t I Demand Capacity Ration DCR S 7- .f......4 Spread Footing Reinforcing Check Column : W12X40 Column depth dc : 11.9 In Column Flange Width bfc : 8.0 in Beam : W12X3S Beam depth db : 12.5 In Beam Flange Width bfb: 6.6 in Ultimate Tensile Force Tu: 106.9 kips f- - ip: 0.9 1 Plate Width: 6.5 in Plate Thickness: 0.8 in Capacity of Hodge Plate ipPn : 219.4 kips Demand Capacity Ration DCR :r : Minimum Weld Length: 15.4 in 100 Phoenix, AZ 775-351-9037 www.uniiedslr.com NITED STRUCTURAL DESIGN LLC - 1MW - UME EL'4rci'it4., PV Coøoj S1rAi'.-rai., cLLcL#i,O14.3' ., PA Project Adress: Engineer: JL Checked By: JE Issue Date: October 27, 2017 1 1 'I U David Grpas, P.E. / Phoenix, AZ John Eder, P.E. 480454-6408 wwwunitedstr.com C 83746 10/27/2017 www.unitedstr.com 1,1 IT D STRUCTURAL DESIGN LLC TABLE OF CONTENTS PAES DESIcN CRITERIA AND PESkN L.OADS 1. - q STRUCTURE KEY PLAN AND LAYOUT i-O - i-i. PURL-IN DESkN 12 - 25 4 PANEL STRUCTURE LATERAL ANALYSIS 6EAM AND COLUMN DESICN 36 -44 FOOTINc P&SIcN 45 -51 CONNECTION C+iEC.K 52 )avid Groom, P.E. Phoenix, AZ John hider, P.E. 480-454-6408 ww.unitedstrcom www.unitedstr.com JkJ N I TE D STRUCTURAL DESIGN LLC PROJECT NAME: .HME Electronics PV Cano PROJECT LOCATION: ENGINEER: JL REVIEWER: JE DATE: 10/27/21 Project Name: HIVE Electronics PV Canopy Job Number: - CODE California Building Code 2016 LOADS Dead Load . DL: 8.0 psf Roof Live Load RLL: 10.0 psf Wind Risk Category V: 100 MPH Exposure Category: C Importance Factor (Ij: 1.00 Mean Roof Height: 15.0 ft G: 0.85 IC,: 0.85 IC,,: 1.0 K,: 0.85 Enclosure Classification: Open Building Seismic Risk Category Importance Factor (I,): 1.00 Seismic Site Class: D Seismic Design Category: D 5,: 1.033 5: 0.402 Sm: 0.748 SD, : 0.428 R: . 2.5 1.25 Cd: 2.5 C,: 0.299 Snow Load P,,d: -0.0 psf 0.80 1.20 (Unheated and Open Air Structures( Exposure: . C C,: 1 P,,,: 0.0 psf P1: 0.opsf C,: 1.00 P,: . 0.0 psf PROJECT NAME: HME Electronics IN Canopy PROJECT LOCATION: 13613 N Pablo St, El Mira6e AZ ENGINEER: .IL REVIEWER: JE Phoenix, AZ 480-454-6408 www.unitedstr.com Roof: NITED -7 STRUCTURAL DESIGN LLC DATE: 1O/27/217 Dead Load Solar Panels : 3.0 psf Purlins: 2.0 psf Beams: 2.5 psf Misc.: 0.5 psf Total Dead Load: 8.0 psf Roof Live Load The IBC defines Live Loads (Roof) as "Those loads produced (1) during maintence by workers, equipment and materials; (2) during the life of the sturcture by movable objects such as planters or other similar small decorative appurtenances that are not occupacy related; and (3) use and occupancy of the roof such as for roof gardens or assembly areas." The code also reads "All roof surfaces subject to mainenance worker" be designed for 3008 point loads or 20 psf roof live load. The solar panels for this structure are not to be loaded ontop nor are they intended to support a person as defined by the solar panel manufacterer nor do they need to be re- roofed nor do they need to support any mechanical equipment. Therefore, Roof Live Loads do not apply to this structure. Lr = 0. Material Strengths Concrete: Assumed f'c: 2500 psi Steel: Rebar: ASTM A615, Fy = 60ksi ASTM A706 Fy = 60k5i Bolts: ASTM A325N Anchor Rods: ASTM F1554 Gr. SS W Section: ASTM A992, Fy = 50ksi M, 5, C, MC, L Sections: ASTM A35 Fy = 36ks1 HSS Rect. Section: ASTM ASOO Gr. B, Fy = 46ksi HSS Round. Section: -ASTM ASOO Gr. B, Fy = 42ksi Light Gage Steel: Fy = 55ksi Soil: . Allowable Soil Bearing: 1500 psf Allowable Lateral Bearing: 100 psf/ft "Values are assumed and taken from Table 1806.2 from IBC Phoenix, AZ 480-454-6408 wxw.unitedstrcom 10/26/2017 Design Maps Summary Report JSGS Design Maps Summary Report User—Specified Input Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 33.14440N, 117.2506°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/Il/Ill 0 nc1de# C iri'bd Sin M rco r E E o lldo* I USGS—Provided Output S= 1.033g 5MS 1.123g •S= 0.748g S= 0.402 g S,, = 0.642 g S= 0.428 g For information on how the SS and Si values abbe have been calculated from.probabilistic (isk-targted) and deterministic ground motions in the direction of maximum horizontal response, please rturn to the application and select the "2009 NEHRP" building code reference document. MCES Response spectrum Oasgn Re.spwse Spe.cturn - . - - -. - I I I 'I I I •I I I I I I 2.I uln w. :n Lc l Lw ruw UM 1.711.:c Lw 11.I IMI .CC) PrIO (') I Although this information is a product of the US. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool Is not a substitute for technical subject-matter knowledge. I 1/1 10/26/2017 Search Results for Map AP ASCE 7 Windspeed ASCE 7 Ground Sno - Lo Related Resources Sponsors About ATC Contact Search Results NNE Query Date: Thu Oct 262017 Latitude: 33.1444 United States Longitude: -117.2506 - ASCE7-loWindspeeds r F (3-sec peak gust in mph*): I H I.L.. I.' Risk Category I: 100 Risk Category II: 110 f 1 E Risk Category III-IV: 115 MRI** 10-Year: 72 H rri MRI** 25-Year: 79 MRI** 50-Year: 85 MRI** 100-Year: 91 Mexico ASCE 7-05 Windspeed: 85 (3-sec peak gust in mph) ASCE 7-93 Windspeed: 70 (fastest mile inmph) C - J map data m2olluoogle,lNEGi lvliles per hour Mean Recurrence interval - Users should consult with local building officials to determine if there are community-specific wind speed requirements that govern . - ME Print your results . WINDSPEED WESITE DISCLAIMER While the information presented On this website is belied to be correct, ATC and its sponsors and contributors assume no responsibility or liability for. its, accuracy The material presented in the windspeed report should not be used or, relied upon for any specific app1zati0ri without competent examination and verification of its accuracy, suitability and applicability by enginee.-s or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment o: such competent professionals, having experienceand knowledge in the field of practice, nor to subslute fo- the standard, of care required of such professionals in interpreting and applying the results of the windBpeed report provided by this website. Users of the information - from this website assume all liability arising froi such use. Use of the output of this website does not imply approval by the governing building code bodies-sporible for building code approval and interpretation for the building site described by latitude/longitude locan in the windspeed load report , . Sponsored by the ATC Endowment Fund. Applied Technology CourrI •201 Redwood Shores Parkway, Suite 240• Redwood city, California 94065• (650) 595-1542 1/1 United Structural Design LLC JOB TITLE HME Electronics PV Canopy P0 Box 33245 Phoenix, AZ 85067 JOB NO. 17053 SHEET NO. (480) 454-6408 CALCULATED BY JL DATE CHECKED BYJE DATE www.struware.com Code Search Code: California Building Code 2016 Occupancy: Occupancy Group = U Utility & Miscellaneous Risk Category & Importance Factors: Risk Category = Wind factor= 1.00 Snow factor = 0.80 Seismic factor = 1.00 Type of Construction: Fire Rating: Roof = 0.0 hr Floor = 0.0 hr Building Geometry: Roof angle (8) 1.47/12 7.0 deg Building length (L) 100.0 ft Least width (B) 27.0 ft Mean Roof Ht (h) 15.0 ft Parapet ht above grd 0.0 ft Minimum parapet ht 0.0 ft Live Loads: Roof 0 to 200 sf: 20 psf use 10.0 psf 200 to 600sf: lopsf over600sf: lopsf N/A Floor: Typical Floor 0 psf Partitions N/A 0psf 0 psf 0psf United Structural Design LLC Phoenix, AZ 85067 (480) 454-6408 P0 Box 33245 JOB TITLE HME Electronics PV Canopy JOB NO. 17053 SHEET NO. CALCULATED BY JL DATE CHECKED BYJE DATE Wind Loads: ASCE 7- 10 Ultimate Wind Speed 100 mph Nominal Wind Speed 77.5 mph Risk Category Exposure Category C Enclosure Classif. Open Building Internal pressure +1-0.00 Directionality (Kd) 0.85 Kh case 1 0.849 Kh case 2 0.849 I Type of roof Monoslope Speed-up Topographic Factor (Kzt) . X(upwind) A;) (dOrlwIhd) Topography Flat Hill Height (H) 80.0 ft H12 Half Hill Length (Lh) 100.0 ft Lh H H12 Actual H/Lh = 0.80 Use H/Lh = 0.50 . . . Modified Lh = 160.0 ft ESCARPMENT From top of crest: x = 50.0 ft Bldg up/down wind? downwind V(z) ZA H/Lh= 0.50 K1 = 0.000 . Speed-up x/Lh = 0.31 K2 = 0.792 V(z) x(upwind) . x(downwind) z/Lh = 0.09 K3 = 1.000 J H/2 H At Mean Roof Ht: Lh ,HI2 Kzt=(1+K1K2K3)2= 1.00 . 2D RIDGE RIDGE or 3D AXISYMMETRICAL HILL e= 0.20 = 500 ft Zmin 15 ft C . 0.20 gQ,g - 3.4 427.1 ft 0.93 l = 0.23 C = 0.89 use G = 0.85 Natural Frequency ()= 0.0 Hz Damping ratio (13) = 0 /b= 0.65 0.15 Vz = 84.4 N1 = 0.00 R= 0.000 Rh = 28.282 q = 0.000 RB = 28.282 r = 0.000 RL = 28.282 r = 0.000 gR = 0.000 R = 0.000 G = 0.000 Gust Effect Factor h= 15.0 ft 27.0 ft /z(0.6h)= 15.0 ft Riaid Structure Flexible structure if natural frequency < 1 Hz (T> 1 second). However, if building h/B <4 then probably rigid structure (rule of thumb). h/B = 0.56 Rigid structure G = 0.85 Using rigid structure default Flexible or Dynamically Sensitive Structure h= 15.0 ft United Structural Design LLC P0 Box 33245 Phoenix, AZ 85067 (480) 454-6408 JOB TITLE HME Electronics PV Canopy I JOB NO. 17053 SHEET NO. CALCULATED BY TL DATE CHECKED BY JE DATE Enclosure Classification Test for Enclosed Building: A building that does not qualify as open or partially enclosed. Test for Open Building: All walls are at least 80% open. Ao~: 0.8Ag Test for Partially Enclosed Building: Input Test Ao 100000.0 sf Ao 2: 1.1Aoi YES YES Ag 0.0 sf Ao > 4 or 0.01Ag Aoi :5 0.20 NO Building is NOT 0.0 sf Aoi / Agi Agi 0.0 sf Partially Enclosed ERROR: Ag must be greater than Ao Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following: Ao 2: 1.1Aoi Ao> smaller of 4 or 0.01 Ag Aoi / Agi :5 0.20 Where: Ao = the total area of openings in a wall that receives positive external pressure. Ag = the gross area of that wall in which Ao is identified. Aoi = the sum of the areas of openings in the building envelope (walls and roof) not including Ao. Agi = the sum of the gross surface areas of the building envelope (walls and roof) not including Ag. Reduction Factor for large volume partially enclosed buildinas (Rill : If the partially enclosed building contains a single room that is unpartitioned the internal pressure coefficient may be multiplied by the reduction factor Ri. Total area of all wall & roof openings (Aog): 0 sf Unpartitioned internal volume (Vi): 0 cf Ri= 1.00 Altitude adiustment to constant 0.00256 (caution - see code): Altitude = 0 feet Average Air Density = 0.0765 Ibm/ft3 Constant = 0.00256 United Structural Design LLC P0 Box 33245 Phoenix, AZ 85067 (480) 454-6408 JOB TITLE HME Electronics PV Canopy JOB NO. 17053 SHEET NO. CALCULATED BY JL DATE CHECKED BYJE DATE Wind Loads - Open Buildings: 0.25 h/L 1.0 Ultimate Wind Pressures Type of roof = Monoslope Free Roofs G = 0.85 Wind Flow= Clear Roof Angle = 7.0 deg NOTE: The code requires the MWFRS be Main Wind Force Resisting System designed for a minimum pressure of 16 psf. Kz = Kh (case 2) = 0.85 Base pressure (qh) = 18.5 psf Roof oressures - Wind Normal to Ridae Wind Load Wind Direction = 0 & 180 deg Flow Case Cnw Cnl A Cn = 1.20 0.30 Clear Wind p = 18.8 psf 4.7 psf Flow B Cn = -1.10 -0.10 p = -17.3 psf -1.6 psf NOTE: 1). Cnw and Cnl denote combined pressures from top and bottom roof surfaces. Cnw is pressure on windward half of roof. Cnl is pressure on leeward half of roof. Positive pressures act toward the roof. Negative pressures act away from the roof. Roof pressures - Wind Parallel to Ridae. V = 90 dea Wind Load Horizontal Distance from Windward Flow Case Edge 15 h >h :5 2h > 2h A Cn = -0.80 -0.60 -0.30 Clear Wind p = -12.6 Ps -9.4 p5 -4.7 psf Flow B Cn = 0.80 0.50 0.30 p = 12.6 psf 7.9 Ps 4.7 psf h= 15.0 ft 2h= 30.0 ft Fascia Panels -Horizontal pressures qp = 0.0 psf Components & Cladding - roof pressures Kz=Kh (case l)= 0.85 Base pressure (qh)= 18.5 psf G= 0.85 Fascia pressures not applicable - roof angle exceeds 5 degrees. Windward fascia: 0.0 psf (GCpn = +1.5) Leeward fascia: 0.0 psf (GCpn = -1.0) a=3.0ft a2 9.Osf 4a2 = 36.0 Sf Clear Wind Flow Effective Wind Area zone 3 zone 2 zone I positive negative positive negative positive negative :5 9 s 3.14 -4.14 2.36 -2.07 1.57 -1.38 CN >9, ~ 36sf 2.36 -2.07 2.36 -2.07 1.57 -1.38 >36 sf 1.57 -1.38 1.57 -1.38 1.57 -1.38 Wind ----------- :5 :325J2SL >9, ~ 36 Sf 37.0 psf -32.5 psf 37.0 psf -32.5 psf 24.7 psf 2.L!----1LP!t. -21.7 psf pressure > 36sf 24.7 psf -21.7 psf . .... 24.7 psf -21.7 psf 24.7 psf -21.7 psf WIND DIRECTION Y= 0', 180' PrrCHsD WIND DIRECTION Y 0' United Structural Design LLC JOB TITLE HME Electronics PV Canopy P0 Box 33245 Phoenix, AZ 85067 JOB NO. 17053 SHEET NO. (480) 454-6408 CALCULATED BY JL DATE CHECKED BYJE DATE Location of Wind Pressure Zones L 1 WIND - DIRECTION £ y= 0', 180 E=Z:> pl`~g TROUGH -c WIND DIRECTION Y= 180' WIND DIRECTION y= 00,1800 WIND DIRECTION MONOSLOPE WIND DIRECTION PITCHED TROUGH WIND DIRECTION y= 90° MAIN WIND FORCE RESISTING SYSTEM WD 11 DIRECTION 0<100 e? 10* MONOSLOPE PITCHED ORTROIJGHED ROOF COMPONENTS AND CLADDING United Structural Design LLC P0 Box 33245 Phoenix, AZ 85067 (480) 454-6408 Snow Loads: ASCE 7-10 Roof slope = 7.0 deg Horiz. eave to ridge dist (\N) = 13.5 ft Roof length parallel to ridge (L) = 100.0 ft Type of Roof Hip and gable WI trussed systems Ground Snow Load Pg = 0.0 psf Risk Category = Importance Factor I = 0.8 Thermal Factor Ct = 1.20 Exposure Factor Ce = 1.0 Pf = 0.7*Ce*Ct*l*Pg = 0.0 psf Unobstructed Slippery Surface yes Sloped-roof Factor Cs = 1.00 Balanced Snow Load Ps = 0.0 psf Rain on Snow Surcharge Angle 0.27 deg Code Maximum Rain Surcharge 5.0 psf Rain on Snow Surcharge = 0.0 psf Ps plus rain surcharge = 0.0 psf Minimum Snow Load Pm = 0.0 psf Uniform Roof Design Snow Load = 0.0 psf Unbalanced Snow Loads - for Hin & Gable roofs onl JOB TITLE HME Electronics PV Canopy JOB NO. 17053 SHEET NO. CALCULATED BY JL DATE CHECKED BY JE DATE Nominal Snow Forces NOTE: Alternate spans of continuous beams and other areas shall be loaded with half the design roof snow load so as to produce the greatest possible effect - see code. Required if slope is between 7 on 12 = 30.26 deg and 2.38 deg = 2.38 deg Unbalanced snow loads must be applied Windward snow load = 0.0 psf = 0.3Ps Leeward snow load from ridge to 5.61' = 3.6 psf = hdy I IS + Ps Leeward snow load from 5.61' to the eave = 0.0 psf = Ps Windward Snow Drifts I - Against walls, parapets, etc more than 15' long Upwind fetch lu = 220.0 ft Projection height h = 5.2 ft Snow density g = 14.0 pcf Balanced snow height hb = 0.00 ft hd = 2.3411 hc = 5.20 ft #DIV/ol #DIVIO! #DIV/01 Drift height (hd) = #DI VIOl Drift width w = #Dl VIOl k hc hd Surcharge load: pd = y*hd = #DIV/0I 'I Balanced Snow load: = 0.0 psf #DlV/0! . hbj Windward Snow Drifts 2- Against walls, parapets, etc> 15' Upwind fetch lu = 220.0 ft Projection height h = 5.2 ft Snow density g = 14.0 pcf Balanced snow height hb = 0.00 ft hd = 2.3411 hc = 5.2011 #DIVIO! #DIV/0! #DIV/0I Drift height (hd) = #DIV/0! Drift width w = #DIV/0! Surcharge load: pd = y*hd = #DIV/01 Balanced Snow load: = 0.0 psf #DIV/0! United Structural Design LLC JOB TITLE HME Electronics PV Canopy P0 Box 33245 Phoenix, AZ 85067 JOB NO. 17053 SHEET NO. (480) 454-6408 CALCULATED BY JL DATE CHECKED BY JE DATE Seismic Loads: IBC 2015 Strength Level Forces Risk Category: Importance Factor (I): 1.00 Site Class : D Ss (0.2 sec) = 103.30 %g Si (1.0 sec) = 40.20 %g Fa= 1.087 Sms= 1.123 Fv = 1.598 Smi = 0.642 SDS = 0.748 Design Category = D 5D1 = 0.428 Design Category = D Seismic Design Category = D Number of Stories: 1 Structure Type: All other building systems Horizontal Struct Irregularities: No plan Irregularity Vertical Structural Irregularities: No vertical Irregularity Flexible Diaphragms: Yes Building System: Cantilevered Column Systems detailed to conform to the requirements for: Seismic resisting system: Steel special cantilever column systems System Structural Height Limit: 35 ft Actual Structural Height (hn) = 16.7 ft See ASCE7 Section 12.2.5 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTORS Response Modification Coefficient (R) = 2.5 Over-Strength Factor (Do) = 1.25 Deflection Amplification Factor (Cd) = 2.5 5os = 0.748 S01 = 0.428 p = redundancy coefficient Seismic Load Effect (E) = POE +1- 0.2505 0 = p 0E 0.150D °E = horizontal seismic force Special Seismic Load Effect (Em) = CIO Q +1- 0.23osD = 1.3 0E 0.150D D = dead load PERMITTED ANALYTICAL PROCEDURES Simplified Analysis - Use Equivalent Lateral Force Analysis Equivalent Lateral-Force Analysis - Permitted Building period coef. (CT) = 0.020 Cu= 1.40 Approx fundamental period (Ta) = CTI1n = 0.165 sec x= 0.75 Tmax = CuTa = 0.231 User calculated fundamental period (T) = sec UseT= 0.165 Long Period Transition Period (TL) = ASCE7 map = 6 Seismic response coef. (Cs) = SDsI/R = 0.299 need not exceed Cs = Sal i /RT = 1.037 but not less than Cs = 0.044Sdsl = 0.033 USE Cs = 0.299 Design Base Shear V = 0.299W Model & Seismic Response Analysis - Permitted (see code for procedure) ALLOWABLE STORY DRIFT Structure Type: All other structures Allowable story drift = 0.020hsx where hsx is the story height below level x I T Dz STRUCTURAL DESIGN LLC TYPICAL KEPLAN TYPICAL KEY PLAN GRID— - David Grams, P.E. Phoenix, AZ John Elder, P.E. 480454-6408 PtflcaaI www.unitedstr.com www.unitedstr.com ST! NIT D RUCTURAL DESIGN LLC 99. PURL-IN PES16N Purlin Span :7O Ft Purlin Tributary Width: E5 t Dead Load Dead Load: 3.5 psf (Plus Self Weight) W01: 22.8 plf 27.0 ft Roof Live Load Roof Live Load : 10.0 psf WRIL: 65.0 plf Snow Load Snow Load: 0.0 psf W5 : 0.0 plf Wind Load Wind Load: 24.7 psf Wwi : 160.5 plf Wind Uplift Load: -21.7 psf W 1: -140.8 plf See Output for Purlin Size David Grapu, P.S. Phoenix, AZ John Sider, P.S. 480-454-6408 www.unitedstr.com www.unitedstr.com CFS Version 10.0.0 Section: 10x3.5x12 Ga.cfss Channel 100.50.88-12 Gage Rev. Date: 6/1/2017 5:55:24 PM Printed: 10/27/2017 10:04:07 AM Page 1 I CFS Version 10.0.0 Page 1 Section: 10x3.5x12 Ga.cfss Channel 10x3.50.88-12 Gage Rev. Date: 6/1/2017 5:55:24 PM Printed: 10/27/2017 10:04:07 AM Section Inputs Material: A653 SS Grade 55 No strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 55 ksi Tensile Strength, Fu 70 ksi Warping Constant Override, Cw 0 in'6 Torsion Constant Override, J 0 in4 Stiffened Channel, Thickness 0.105 in Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.880 270.000 0.15250 None 0.000 0.000 0.440 2 3.500 180.000 0.15250 Single 0.000 0.000 1.750 3 10.000 90.000 0.15250 Cee 0.000 0.000 5.000 4 3.500 0.000 0.15250 Single 0.000 0.000 1.750 5 0.880 -90.000 0.15250 None 0.000 0.000 0.440 CFS Version 10.0.0 Analysis: Typical Purlin.cfsa 27 ft Span Simple Beam Rev. Date: 10/27/2017 10:03:28 AM Printed: 10/27/2017 10:04:07 AM Page 1 Analysis Inputs Members Section File 1 10x3.5x12 Ga.cfss Start Loc. End Loc. Braced R (ft) (ft) Flange 1 0.000 27.000 None 0.0000 ex ey (in) (in) 1 0.000 0.000 Supports Revision Date and Time 6/1/2017 5:55:24 PM k4 Lm (k) (ft) 0.0000 27.000 Type Location Bearing Fastened K (ft) (in) 1 XYT 0.000 2.00 No 1.0000 2 XT 9.000 1.00 No 1.0000 3 XT 18.000 1.00 No 1.0000 4 XYT 27.000 2.00 No 1.0000 Loading: Dead Load Type Angle Start Loc. (deg) (ft) 1 Distributed 90.000 0.000 Loading: Roof Live Load Type Angle Start Loc. (deg) (ft) 1 Distributed 90.000 0.000 Loading: Wind Load Type Angle Start Loc. (deg) (ft) 1 Distributed 90.000 0.000 Loading: Wind Uplift Type Angle Start Loc. (deg) (ft) 1 Distributed 90.000 0.000 End Loc. Start End (ft) Magnitude Magnitude 27.000 -0.02280 -0.02280 k/ft End Loc. Start End (ft) Magnitude Magnitude 27.000 -0.06500 -0.06500 k/ft End Loc. Start End (ft) Magnitude Magnitude 27.000 -0.16055 -0.16055 k/ft End Loc. Start End (ft) Magnitude Magnitude 27.000 0.14105 0.14105 k/ft CFS Version 10.0.0 Page Analysis: Typical Purlin.cfsa 27 ft Span Simple Beam Rev. Date: 10/27/2017 10:03:28 AM Printed: 10/27/2017 10:04:07 AM Load Combination: D Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 Load Combination: D+Lr Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Roof Live Load 1.000 Load Combination: D+0.6W Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load . 1.000 3 Wind Load 0.600 Load Combination: 0.6D+0.6W Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 0.600 2 Dead Load 0.600 3 Wind Uplift 0.600 Member Check - 2012 North American Specification - US (ASD) Load Combination: D+0.6W Design Parameters at 13.500 ft: Lx 27.000 ft Ly 9.000 ft Lt 9.000 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Section: 10x3.5x12 Ga.cfss Material Type: A653 SS Grade 55, Fy=55 ksi Cbx 1.0135 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None k4 0 k Red. Factor, R: 0 Lm 27.000 ft Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Total 0.000 137.29 0.000 0.00 0.000 Applied 0.000 137.29 0.000 0.00 0.000 Strength 22.838 143.52 10.861 36.21 12.929 Effective section properties at applied loads: Ae 1.8887 in2 Ixe 28.598 in4 lye 2.929 in4 Sxe(t) 5.7196 in3 Sye(l) 3.0121 in3 Sxe(b) 5.7196 in3 Sye(r) 1.1588 in3 CFS Version 10.0.0 Analysis: Typical Purlin.cfsa 27 ft Span Simple Beam Rev. Date: 10/27/2017 10:03:28 AM Printed: 10/27/2017 10:04:07 AM Interaction Equations NAS Eq. C5.2.1-1 (P, Mx, My) NAS Eq. C5.2.1-2 (P, Mx, My) NAS Eq. C3.3.1-1 (Mx, Vy) NAS Eq. C3.3.1-1 (My, Vx) Page 3 0.000 + 0.957 + 0.000 = 0.957 <= 1.0 0.000 + 0.957 + 0.000 = 0.957 <= 1.0 Sqrt(0.682 + 0.000)= 0.826 <= 1.0 Sqrt(0.000 + 0.000)= 0.000 <= 1.0 NIT D STRUCTURAL DESIGN LLC -o 27.313. 75112• 53.1 FAG. I - FOUNDATION PLAN BOTTOM OF COLUMN q . 0.. . ..'. - eTu BOTTOMOF CAISSON -12 - 0" L - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - j O3vi Grss, P.E. Principill Phoenix, AZ Soho Eider, P.O. 480-454-6408 www.unitedstr.com www.unitedstr.com 11V N ITED RUCTL•RAL DESIGN LLC ,MTL . UP S.. .1 .1IISTISS.W JISST. 2P ANALYSIS BEAM ANP COLUMN PESUN .................................................................................................... Beam Span: i 3f-t 1 Structure Clear Heigh I.: C it Fascia Thickness T 1 0 f, Structure Til, 7.0 deg 2D Analysis Nodas 1: Base 2: Beam/Column Intersectior 3: Left End Bearr 4: Right End Beam X V 0.0000 0.0000 0.0000 16.4895 -12.1591 15.0000 15.1368 18.3438 Dead Load fe Dead Loac 8.0 psf W0 216.0 plf rouo,aT,o, po Roof Live Load Roof Live Loac 10.0 psf - 0. : -I-- - - - - - - - - I WRLJ 270.0 plf Snow Load Snow Loac :0.0psf _20 Ws!. 3.0 plf :i:.:.j_ 1u.2LtJ1Sg5 . Wind Load Wind Flow Load Case Wind Direction Wind Direction Y c 0 deg y = 180 deg C 1 C,,.. CnI 0.00 A p = 18.8 psf 4.7 psf B - p = -17.3 psf -1.6 psf WINO 5 Fascia Shear W,,, 508.7 p-f W-= Vj 0.0 k W 1 = 127.2 p-f Wi= WINO 2 WIND 6 W-= I27.2pf W WM = 508.7 sd W,,1 WIND WIND W -466.3 pd - W,,,= Wni = 42.4p'd W,,= WIND 4 WIND 8 W, = -42.4p' W,,= W 1= 466.3 pd W,il Seismic Load WDt. 216.0 Of Cs: 0.299 S '0.748 VEQ,: 1.8k p . 13 Column Design Strong Axis (From 2D Analysis) Pu - ,C C) Vs- OCk Mu 00k-ft Weak Axis (Seismic) Pu: 8.0k Vu: 2.3 k Mu: 38.1k-ft See Output for Column Size David Graovv, FE. Phoenix, AZ John Elder, P.E. 480-454-6408 PrIrvi) www.unitedstr.com www.unitedstr.com Ni STRUCTURAL DESIGN LLC Current Date: 10/27/2017 11:59 AM Structural Engineer: jlozoya N7 t,USITRUCTUR.AlL DESIGN LLC Current Date: 10/27/2017 12:06 PM Structural Engineer: jlozoya Company Address: 720 W Commerce Ave. Gilbert, AZ 85233 Geometry data GLOSSARY Cb22, Cb33 : Moment gradient coefficients Cm22, Cm33 : Coefficients applied to bending term in interaction formula dO : Tapered member section depth at J end of member DJX : Rigid end offset distance measured from J node in axis X DJY : Rigid end offset distance measured from J node in axis Y DJZ : Rigid end offset distance measured from J node in axis Z DKX : Rigid end offset distance measured from K node in axis X DKY : Rigid end offset distance measured from K node in axis Y DKZ : Rigid end offset distance measured from K node in axis Z dL : Tapered member section depth at K end of member Ig factor : Inertia reduction factor (Effective Inertia/Gross Inertia) for reinforced concrete members K22 : Effective length factor about axis 2 K33 : Effective length factor about axis 3 L22 : Member length for calculation of axial capacity L33 : Member length for calculation of axial capacity LB pos : Lateral unbraced length of the compression flange in the positive side of local axis 2 LB neg : Lateral unbraced length of the compression flange in the negative side of local axis 2 RX : Rotation about X RY : Rotation about Y RZ : Rotation about Z TO : 1 = Tension only member 0 = Normal member TX : Translation in X TY : Translation in Y TZ : Translation in Z Nodes Node X Y Z Rigid Floor Eft] IN IN 12 -12.17 ------------------------------------------------------------------------------------------------------------------- 18.17 27.00 0 8 0.00 16.75 27.00 0 10 15.25 15.00 27.00 0 6 0.00 0.00 27.00 0 Restraints Node TX TV TZ RX RY RZ ----------------------------------------------------------------------------------------------- 6 1 1 1 1 1 1 ---------------------------------------------------------------------------------------------- Members Pagel Member NJ NK Description Section Material dO dL Ig factor [in] [in] 6 8 12 T-BEAM --------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- W 12X26 A992 Cr50 0.00 0.00 0.00 7 8 10 1-BEAM W 12X26 A992 Cr50 0.00 0.00 0.00 5 6 8 Column W 12X35 A992 Cr50 0.00 0.00 0.00 Page2 Uki.a STRUCTURAL DESIGN LLC Current Date: 10/27/2017 12:00 PM Structural Engineer: jlozoya Company Address: 720 W Commerce Ave. Gilbert. AZ 85233 Y Ia68d SA ZM+1060 Cza SA M+1a60 330 seA Z3flJ3. LZG SOA 030 i'M+11S0+103 60 81.0 SeA 3/j\+fl90+1031. LM SaA 1.M+efll90+103I. 91.0 SeA i'M+103I. 91.0 SOA M+1031. Ka SOA ZM+1031. C1.0 SaA 1.M+103 I. 31.0 SO) M90+119l.+1azl. 1.1.0 sa). CM90+J1191.+1031. 01.0 SQA 3M90+I1191.+103I. 60 SOA 1.M90+11191.+103I. 80 SA M90+1a3I. LO SaA CM90+1031. 90 seA 3M90+1031. 90 SOA 1.MS0+103(. KI 1191+1031. ca SOA 11S0+1031. 30 SaA lai'1. 1.0 Z3L0+1090 L1.S X3L0+1090 91.5 SA M90+1090 91.5 CM90+1090 t'1.S 3M90+1090 C1.S 1.M90+1090 Z39390+10 1.1.5 SA x390+ 01.8 Se). Z3L0+10 6S XBL0+10 88 SaA i'M90+10 LS S3A CM90+10 9S se) 3M90+10 95 SaA I.M90+10 I'S SaA 1119L0+10 CS SQA I11+10 zs S9A 10 1.8 03 ON peal 3!WS!S Z3 03 ON peal !Ws!eS ONIM ON PeOl pUIJ\ I'M ONIM ON p801 PUM CM ONIM ON peopui 3M ONIM ON peon pu 11 ON peon aAn jOO I11 10 ON P801 peaa 10 Ai06e;e •qwo uo!d!J3sea UO!)!pUO3 SU0!!pUO3 peon uoqeuiqwoo peol 8 S! UO!j!pUO3 P801 i! SO8O!PUI : qwoa ANSSO1O CC398 zv quo eAy aoiawwo M OZ/ :sseippy Auedwo eAozoif :Jeeu!6u3 inpn.s 1d LO31. L1.OZILZIO1. :e;ea UOJJfl3 Dli N91S30 1VIA1DflLLS G 3 11 N D24 0.9DL+W3 Yes D25 0.9DL+W4 Yes D26 0.90L+Ex Yes D27 0.9DL+Ez ---------------------------------------------------------------------------------------------------------------------------------- Yes Load on nodes Condition Node FX FY FZ MX MY MZ [Kip] [Kip] [Kip] [Kip*ft] [Kipft] [Kip*ftj Ex 8 1.80 0.00 0.00 0.00 0.00 0.00 -------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Distributed force on members vi'rfrflflhT 2 d1 I d2 Condition Member Dirl Vail [Kip/ft] ---------------------------------------------------------------------- DL 6 Y -0.216 7 Y -0.216 LLR 6 Y -0.27 7 Y -0.27 Wi 6 X -0.0588 Y -0.5042 7 X -0.0145 Y -0.1261 W2 6 X -0.0147 Y -0.126 7 X -0.0579 Y -0.5043 W3 6 X 0.0541 Y 0.464 7 X 0.0049 Y 0.0429 W4 6 X 0.005 Y 0.0429 7 X 0.0533 Y 0.4641 Ez 6 Z -0.065 7 Z -0.065 ---------------------------------------------------------------------- Self weight multipliers for load conditions Condition Description ------------------------------------------------------------------------ DL Dead Load LLR Roof Live Load Wi Wind Load W2 Wind Load W3 Wind Load Va12 Distl % Dist2 % [Kip/ft] [ft] IN -0.216 0.00 ----------------------------------------------------------------- No 12.2526 No -0.216 0.00 No 15.3501 No -0.27 0.00 No 12.2526 No -0.27 0.00 No 15.3501 No -0.0588 0.00 No 12.2526 No -0.5042 0.00 No 12.2526 No -0.0145 0.00 No 15.3501 No -0.1261 0.00 No 15.3501 No -0.0147 0.00 No 12.2526 No -0.126 0.00 No 12.2526 No -0.0579 0.00 No 15.3501 No -0.5043 0.00 No 15.3501 No 0.0541 0.00 No 12.2526 No 0.464 0.00 No 12.2526 No 0.0049 0.00 No 15.3501 No 0.0429 0.00 No 15.3501 No 0.005 0.00 No 12.2526 No 0.0429 0.00 No 12.2526 No 0.0533 0.00 No 15.3501 No 0.4641 0.00 No 15.3501 No -0.065 0.00 Yes 100.00 Yes -0.065 0.00 Yes 100.00 Yes Self weight multiplier Comb. MuItX MultY MuItZ No --------------------------------------------------- 0.00 -1.00 0.00 No 0.00 -1.00 0.00 No 0.00 -1.00 0.00 No 0.00 -1.00 0.00 No 0.00 -1.00 0.00 Page2 W4 Wind Load No 0.00 0.00 0.00 Ex Seismic Load No 0.00 -1.00 0.00 Ez Seismic Load No 0.00 -1.00 0.00 Si DL Yes 0.00 0.00 0.00 S2 DL+LLR Yes 0.00 0.00 0.00 S3 DL+0.75LLR Yes 0.00 0.00 0.00 S4 DL+0.6W1 Yes 0.00 0.00 0.00 S5 DL+0.6W2 Yes 0.00 0.00 0.00 S6 DL+0.6W3 Yes 0.00 0.00 0.00 S7 DL+0.6W4 Yes 0.00 0.00 0.00 S8 DL+0.7Ex Yes 0.00 0.00 0.00 S9 DL+0.7Ez Yes 0.00 0.00 0.00 S10 DL+0.525Ex Yes 0.00 0.00 0.00 Sil DL+0.525Ez Yes 0.00 0.00 0.00 S12 0.6DL+0.6W1 Yes 0.00 0.00 0.00 S13 0.6DL+0.6W2 Yes 0.00 0.00 0.00 S14 0.6DL+0.6W3 Yes 0.00 0.00 0.00 S15 0.6DL+0.6W4 Yes 0.00 0.00 0.00 S16 0.6DL+0.7Ex Yes 0.00 0.00 0.00 S17 0.6DL+0.7Ez . Yes 0.00 0.00 0.00 Di 1.4DL Yes 0.00 0.00 0.00 D2 1.2DL+0.5LLR Yes 0.00 0.00 0.00 D3 1.2DL+1.6LLR Yes 0.00 0.00 0.00 04 1.2DL+0.5W1 Yes 0.00 0.00 0.00 D5 1.2DL+0.5W2 Yes 0.00 0.00 0.00 D6 1.2DL+0.5W3 Yes 0.00 0.00 0.00 D7 1.2DL+0.5W4 Yes 0.00 0.00 0.00 08 1.2DL+1.6LLR+0.5W1 Yes 0.00 0.00 0.00 D9 1.2DL+1.6LLR+0.5W2 . Yes 0.00 0.00 0.00 010 1.2DL+1.6LLR+0.5W3 Yes 0.00 0.00 0.00 Dii 1.2DL+1.6LLR+0.5W4 Yes 0.00 0.00 0.00 012 1.2DL+W1 Yes 0.00 0.00 0.00 D13 1.2DL+W2 Yes 0.00 0.00 0.00 014 1.2DL+W3 Yes 0.00 0.00 0.00 015 1.2DL+W4 Yes 0.00 0.00 0.00 D16 1.2DL+0.5LLR+Wi Yes 0.00 0.00 0.00 D17 1.2DL+0.5LLR+W2 Yes 0.00 0.00 0.00 D18 1.2DL+0.5LLR+W3 Yes 0.00 0.00 0.00 D19 1.2DL+0.5LLR+W4 Yes 0.00 0.00 0.00 D20 1.2DL+Ex Yes 0.00 0.00 0.00 D21 1.2DL+Ez Yes 0.00 0.00 0.00 D22 0.9DL+W1 Yes 0.00 0.00 0.00 D23 0.9DL+W2 Yes 0.00 0.00 0.00 D24 0.9DL+W3 Yes 0.00 0.00 0.00 D25 0.9DL+W4 Yes 0.00 0.00 0.00 D26 0.9DL+Ex Yes 0.00 0.00 0.00 027 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0.9DL+Ez Yes 0.00 0.00 0.00 Earthquake (Dynamic analysis only) Condition alg Ang. Damp. (Deg] [%] DL ---------------------------------------------------------------- 0.00 0.00 0.00 LLR 0.00 0.00 0.00 Wi 0.00 0.00 0.00 W2 0.00 0.00 0.00 W3 0.00 0.00 0.00 W4 0.00 0.00 0.00 Ex 0.00 0.00 0.00 Ez 0.00 0.00 0.00 Si 0.00 0.00 0.00 Page3 S2 0.00 0.00 0.00 S3 0.00 0.00 0.00 S4 0.00 0.00 0.00 S5 0.00 0.00 0.00 S6 0.00 0.00 0.00 S7 0.00 0.00 0.00 S8 0.00 0.00 0.00 S9 0.00 0.00 0.00 sio 0.00 0.00 0.00 Sib 0.00 0.00 0.00 S12 0.00 0.00 0.00 S13 0.00 0.00 0.00 S14 0.00 0.00 0.00 S15 0.00 0.00 0.00 S16 0.00 0.00 0.00 S17 0.00 0.00 0.00 Di 0.00 0.00 0.00 D2 0.00 0.00 0.00 D3 0.00 0.00 0.00 D4 0.00 0.00 0.00 D5 0.00 0.00 0.00 D6 0.00 0.00 0.00 D7 0.00 0.00 0.00 08 0.00 0.00 0.00 09 0.00 0.00 0.00 010 0.00 0.00 0.00 Dli 0.00 0.00 0.00 012 0.00 0.00 0.00 D13 0.00 0.00 0.00 D14 0.00 0.00 0.00 D15 0.00 0.00 0.00 D16 0.00 0.00 0.00 D17 0.00 0.00 0.00 D18 0.00 0.00 0.00 D19 0.00 0.00 0.00 020 0.00 0.00 0.00 021 0.00 0.00 0.00 022 0.00 0.00 0.00 D23 0.00 0.00 0.00 D24 0.00 0.00 0.00 D25 0.00 0.00 0.00 D26 0.00 0.00 0.00 027 0.00 0.00 0.00 Page4 ilUNITED RUCTURAL DESIGN LLC I Current Date: 10/27/2017 12:03 PM Structural Engineer: jlozoya Company Address: 720 W Commerce Ave, Gilbert, AZ 85233 Load condition: DL=Dead Load Loads Bending moments Distributed area loads - Members V NITED RUCTURAL DESIGN LLC Current Date: 10/27/2017 12:03 PM - Structural Engineer: jlozoya Company Address: 720 W Commerce Ave, Gilbert, AZ 85233 Load condition: LLR=Roof Live Load Loads Bending moments Distributed area loads - Members V - Z------2< IN'! I T E STRUCTURAL DESIGN LLC I Current Date: 10/27/2017 12:04 PM Structural Engineer: jlozoya Company Address: 720 W Commerce Ave, Gilbert, AZ 85233 Load condition: W1 =Wind Load I .Loads Bending moments EM Distributed area loads - Members I I I I I f I I I I I H ' I I I NITED STRUCTURAL DESIGN LLC Current Date: 10/27/2017 12:04 PM Structural Engineer: jlozoya Company Address: 720W Commerce Ave, Gilbert, AZ 85233 Load condition: W2=Wind Load Loads Bending moments Distributed area loads - Members "qW STRUCTURAL DESIGN LLC Current Date: 10/27/2017 12:04 PM Structural Engineer: jlozoya Company Address: 720 W Commerce Ave, Gilbert, AZ 85233 Load condition: W3=Wind Load Loads Bending moments O Distributed area loads - Members OpIft] NITED STRUCTURAL DESIGN LLC Current Date: 10/27/2017 12:04 PM Structural Engineer: jlozoya Company Address: 720 W Commerce Ave, Gilbert, AZ 85233 Load condition: W4=Wind Load Loads Bending moments Distributed area loads - Members NSiKip/ft1 NITED ' STRUCTURAL DESIGN LLC Current Date: 10/27/2017 12:05 PM Structural Engineer: jlozoya Company Address: 720 W Commerce Ave, Gilbert, AZ 85233 Load condition: Ex=Seismic Load Loads Bending moments Concentrated - Nodes I F4p] I U NITED STRUCTURAL DESIGN. LLC Current Date: 10/27/2017 12:05 PM Structural Engineer: jlozoya Company Address: 720 W Commerce Ave, Gilbert, AZ 85233 Load condition: Ez=Seismic Load Loads Bending moments • Distributed user loads -Members V Z.-< tNITED STRUCTURAL DESIGN LLC Current Date: 10/27/2017 11:53 AM Structural Engineer: jlozoya Company Address: 720W Commerce Ave, Gilbert, AZ 85233 Steel Code Check Report: Summary - For all selected load conditions Load conditions to be included in design D1=i.4DL D2=1.2DL+0.5LLR D3=1.2DL+1.6LLR D41.2DL+0.5W1 D5=1.2DL+0.5W2 D6=1.2DL+0.5W3 D7=1.2DL+0.5W4 D8=1.2DL+1.6LLR+0.5W1 D9=1.2DL+1.6LLR+0.5W2 D10=1.2DL+1:6LLR+0.5w3 Dli =1.2DL+1.6LLR-'-0.5W4 012=1.2DL+Wi D13=1 .2DL+W2 D14=1.20L+W3 015=1.20L+W4 016=1 .2DL+0.5LLR+ Wi 017=1.2DL+0.5LLR+W2 D18=1 .2DL+0.5LLR+W3 D19=1.2DL+0.5LLR+W4 D20=1 .2DL+Ex D21=1.2DL+Ez D22=0.9DL+W1 D23=0.9DL+W2 024=0.9DL+W3 D25=0.9DL+W4 026=0.9DL+Ex D270.9DL+Ez Description Section -------------------------------------------------- Column W12X35 Member Ctrl Eq. Ratio Status -------------------------------------------------------------------- 5 Dl at 0.00% 0.19 OK 010 at 0.00% 0.55 OK D 1 at 0.00% 0.36 OK 012 at 0.00% 0.37 OK D13 at 100.00% 0.50 OK 014 at 0.00% 0.40 OK 015 at 100.00% 0.24 OK 016 at 0.00% 0.40 OK 017 at 100.00% 0.62 OK D18 at 0.00% 0.45 OK 019 at 100.00% 0.20 OK D2 at 0.00% 0.24 OK D20 at 0.00% 0.26 OK D21 at 0.00% 0.49 OK D22 at 0.00% 0.33 OK D23 at 100.00% 0.45 OK D24 at 0.00% 0.37 OK 025 at 100.00% 0.27 OK D26 at 0.00% 0.24 OK D27 at 0.00% 0.44 OK 03 at 0.00% 0.50 OK 04 at 0.00% 0.19 OK D5 at 100.00% 0.32 OK 06 at 0.00% 0.25 OK 07 at 93.75% 0.10 OK D8 at 100.00% 0.50 OK Pagel Reference Eq. Hi-lb Eq. Hi-lb T-BEAM W12K26 D9 at 100.00% 0.66 OK 6 Dl at 0.00% 0.21 OK D1O at 0.00% 0.37 OK Dl at 0.00% 0.45 OK Dl2at0.00% 0.48 OK D13 at 0.00% 0.29 OK D14 at 0.00% 0.02 OK D15 at 0.00% 0.15 OK D16 at 0.00% 0.57 OK D17 at 0.00% 0.38 OK D18 at 0.00% 0.07 OK D19 at 0.00% 0.24 OK 02 at 0.00% 0.27 OK D20 at 0.00% 0.22 OK D21 at 0.00% 0.34 OK 022 at 0.00% 0.43 OK D23 at 0.00% 0.25 OK D24 at 0.00% 0.07 OK D25 at 0.00% 0.10 OK D26 at 0.00% 0.17 OK D27 at 0.00% 0.29 OK D3 at 0.00% 0.47 OK D4 at 0.00% 0.33 OK D5 at 0.00% 0.24 OK D6 at 0.00% 0.08 OK D7 at 0.00% 0.16 OK D8 at 0.00% 0.62 OK D9 at 0.00% 0.52 OK ------------------------------------------------ 7 Dl at 0.00% 0.31 OK D10 at 0.00% 0.68 OK Dl at 0.00% 0.50 OK 012 at 0.00% 0.43 OK D13 at 0.00% 0.71 OK D14 at 0.00% 0.26 OK D15 at 0.00% 0.10 OK D16 at 0.00% 0.56 OK D17 at 0.00% 0.84 OK D18 at 0.00% 0.39 OK D19 at 0.00% 0.04 OK D2 at 0.00% 0.40 OK D20 at 0.00% 0.30 OK D21 at 0.00% 0.47 OK D22 at 0.00% 0.36 OK D23 at 0.00% 0.65 OK D24 at 0.00% 0.19 OK 025 at 0.00% 0.17 OK 026 at 0.00% 0.24 OK 027 at 0.00% 0.40 OK 03 at 0.00% 0.68 OK D4 at 0.00% 0.35 OK D5 at 0.00% 0.49 OK D6 at 0.00% 0.26 OK D7 at 0.00% 0.08 OK D8 at 0.00% 0.77 OK D9 at 0.00% 0.91 OK Eq. H1-2 Eq. Hi-lb Eq. Hl-lb Eq. HI-lb Page2 tSTNITED RUCTURAL DESIGN LLC Current Date: 10/27/2017 11:54 AM Structural Engineer: jlozoya Company Address: 720 W Commerce Ave, Gilbert, AZ 85233 Steel Code Check Report: Comprehensive Members: Hot-rolled Design code: AISC 360-2010 LRFD Member : 6 (T-BEAM) Design status : OK Section information Section name: W 12X26 (US) Dimensions --------------------------------------------------------------------------------------------------------- bf = 6.490 [in] Width d = 12.200 [in] Depth k = 0.680 [in] Distance k ki = 0.750 [in] Distance ki if = 0.380 [in] Flange thickness tw = 0.230 [in] Web thickness Properties --------------------------------------------------------------------------------------------------------- Section properties Unit Major axis Minor axis Gross area of the section. (Ag) [in2] . 7.650 Moment of Inertia (local axes) (I) 204.000 17.300 Moment of Inertia (principal axes) (I') [in4] 204.000 17.300 Bending constant for moments (principal axis) (J') [in] 0.000 0.000 Radius of gyration (local axes) (r) [in] 5.164 1.504 Radius of gyration (principal axes) (r') [in] 5.164 1.504 Saint-Venant torsion constant. (J) [in4] 0.300 Section warping constant. (Cw) [in6] 607.000 Distance from centroid to shear center (principal axis) (xo,yo) [in] 0.000 0.000 Top elastic section modulus of the section (local axis) (Ssup) [in3] 33.400 5.340 Bottom elastic section modulus of the section (local axis) (Sinf) [in3] 33.400 5.340 Top elastic section modulus of the section (principal axis) (S'sup) [in3] 33.400 5.340 Bottom elastic section modulus of the section (principal axis) (S'inf) [in3] 33.400 5.340 Plastic section modulus (local axis) (Z) [in3] 37.200 8.170 Plastic section modulus (principal axis) (Z) [in3] 37.200 8.170 Polar radius of gyration. (ro) [in] 5.378 Area for shear (Aw) . 4.930 2.810 Torsional constant. (C) 0.751 Material: A992 Gr5O Pagel Properties I Unit Value --------------------------------------------------------------------------------------------------------------------------------------- Yield stress (Fy): [Kip/1n21 50.00 Tensile strength (Fu): IKiprin2i 65.00 Elasticity Modulus (E): [Kip/1n2) 29000.00 Shear modulus for steel (G): [Kip/1n2] 11153.85 DESIGN CRITERIA Description ------------------------------------------------------------------------------- Length for tension slenderness ratio (L) Distance between member lateral bracing points ------------------------------------------------------------------------------- Length (Lb) [ft] Top Bottom 12.25 12.25 ------------------------------------------------------------------------------- Laterally unbraced length ------------------------------------------------------------------------------- Length [ft] Major axis(L33) Minor axis(L22) Torsional axis(Lt) ------------------------------------------------------------------------------ 12.25 12.25 12.25 ------------------------------------------------------------------------------- Additional assumptions Continuous lateral torsional restraint Tension field action Continuous flexural torsional restraint Effective length factor value type Major axis frame type Minor axis frame type DESIGN CHECKS AXIAL TENSION DESIGN Axial tension Ratio : 0.00 Capacity 344.25 [Kip] Demand : 0.00 [Kip] ------------------------------------------------------------------------------- Intermediate results Factored axial tension caoacitv(4Pn) Required second-order compressive strength (Pr) Nominal axial tension capacity (Pn) ------------------------------------------------------------------------------ AXIAL COMPRESSION DESIGN Compression in the maior axis 33 Ratio : 0.00 Capacity : 307.45 [Kip] Demand 1.18 [Kip] Unit Value ---------------------------------- (ft] 12.25 Effective length factor Major axis(K33) Minor axis(K22) Torsional axis(Kt) -------------------------------------------------------------------------------- 1.0 1.0 1.0 No No No None Sway Sway Reference : Eq. Sec. D2 Ctrl Eq. : Dl at 0.00% Unit ------------------------------------------------------------ ----------------------------------------------------------- Value Reference [Kip] 344.25 Eq. Sec. D2 [Kip] 0.00 [Kip] 382.50 Eq. D2-1 Reference : Sec. El Ctrl Eq. D8 at 0.00% Page2 Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------- Section classification Unstiffened element classification -- Non slender Unstiffened element slenderness (X) -- 8.54 Unstiffened element limiting slenderness (Xr) -- 13.49 T.134.1(a)-1 Stiffened element classification . -- Slender Stiffened element slenderness (?) -- 47.13 Stiffened element limiting slenderness (Xr) -- 35.88 T.B4.1(a)-5 Factored flexural buckling strength(4Pn33) [Kip] 307.45 Sec. El Required second-order compressive strength (Pr) [Kip] 1.18 Effective length factor (K33) -- 1.00 Unbraced length (L33) [ft] 12.25 Effective slenderness ((KUr)33) -- 28.47 Eq. E34 Elastic critical buckling stress (Fe33) [Kiplin2] 353.06 Eq. E3-4 Reduction factor for slender unstiffened elements (Qs33) -- 1.00 Effective area of the cross section based on the effective width (Aeff33) [in2] 7.23 T.B4.1(a)-1, T.134.1(a)-5 Reduction factor for slender stiffened elements (Q a33) -- 0.94 Eq. E7-16 Full reduction factor for slender elements (Q33) -- 0.94 Sec. E7 Critical stress for flexural buckling (Fcr33) [Kip/in2] 44.65 Eq. E7-2 Nominal flexural buckling strength (Pn33) [Kip] 341.61 Eq. E7-1 Compression in the minor axis 22 Ratio 0.01 Capacity 171.13 [Kip] Reference Sec. El Demand 1.18 [Kip] Ctrl Eq. : D8 at 0.00% Intermediate results Unit Value Reference ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Section classification Unstiffened element classification -- Non slender Unstiffened element slenderness () -- 8.54 Unstiffened element limiting slenderness (Xr) -- 13.49 T.B4.1(a)-1 Stiffened element classification -- Slender Stiffened element slenderness (X) -- 47.13 Stiffened element limiting slenderness (Xr) . -- 35.88 T.B4.1(a)-5 Factored flexural buckling strenpth(4Pn22) [Kip] 171.13 Sec. El Required second-order compressive strength (Pr) [Kip] 1.18 Effective length factor (K22) -- 1.00 Unbraced length (1-22) [ft] 12.25 Effective slenderness ((KUr)22) -- 97.77 Eq. E3-4 Elastic critical buckling stress (Fe22) [Kip/in2] 29.94 Eq. E3-4 Reduction factor for slender unstiffened elements (Qs22) -- 1.00 Effective area of the cross section based on the effective width (Aeff22) [in2] 7.65 T.B4.1(a)-1, T.B4.1(a)-5 Reduction factor for slender stiffened elements (0a22) -- 1.00 Eq. E7-16 Full reduction factor for slender elements (022) -- 1.00 Sec. E7 Critical stress for flexural buckling (Fcr22) [Kip/in2] 24.86 Eq. E7-2 Nominal flexural buckling strength (Pn22) [Kip] 190.14 Eq. E7-1 Factored torsional or flexural-torsional buckling strength(4Pnii) [Kip] 226.78 Sec. E4 Effective length factor (Kl i) -- 1.00 Unbraced length (Lii) IN 12.25 Flexural constant (H) -- 1.00 Eq. E4-11, Eq. E4-10 Torsional or flexural-torsional elastic buckling stress (Fell) [Kiplin2] 51.44 Eq. E4-4 Elastic torsional buckling stress (Fez) [Kipfin2] 51.44 Eq. E4-9 Reduction factor for slender unstiffened elements (Qsii) -- 1.00 Effective area of the cross section based on the effective width (Aeffil) [in2] 7.52 T.B4.1(a)-1, T.B4.1(a)-5 Reduction factor for slender stiffened elements (Qaii) -- 0.98 Eq. E7-16 Full reduction factor for slender elements (Oil) -- 0.98 Sec. E7 Critical stress for torsional or flexural-torsional buckling (Fcri 1) [Kip/1n2] 32.94 Eq. E7-2 Nominal torsional or flexural-torsional buckling strength (Pni 1) [Kip] 251.98 Eq. E7-1 FLEXURAL DESIGN If Page3 Bending about major axis, M33 Ratio : 0.61 Capacity : 139.50 [Kip*ft] Reference : Sec. Fl Demand : -65.79 [Kip*ft] Ctrl Eq. : D8 at 0.00% ---------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ------------------------------------------------------------------------------------------------------------------------------------------------------------------------ Section classification Unstiffened element classification -- Compact Unstiffened element slenderness (X) -- 8.54 Limiting slenderness for noncompact unstiffened element (Xr) -- 24.08 T.84.1(b)-10 Limiting slenderness for compact unstiffened element (Xp) -- 9.15 T.B4.1(b)-10 Stiffened element classification -- Compact Stiffened element slenderness (X) -- 47.13 Limiting slenderness for noncompact stiffened element (Xr) -- 137.27 T.B4.1(b)-15 Limiting slenderness for compact stiffened element (Xp) -- 90.55 T.134.1(b)-15 Factored yielding strength(4Mn) [Kip*ft] 139.50 Sec. Fl Yielding (Mn) [Kip*ft] 155.00 Eq. F2-1 Required second-order flexural strength (Mr) [Kip*ft] -85.79 Factored lateral-torsional buckling strength(4Mn) [Kip*ftl 139.50 Sec. Fl Limiting laterally unbraced length for yielding (Lp) [ft] 5.31 Eq. F2-5 Effective radius of gyration used in the determination of Lr (rts) [in] 1.75 Eq. F2-7 Lateral-torsional factor (c) -- 1.00 Eq. F2-8a Limiting laterally unbraced length for inelastic lateral-torsional buckling (Lr[ft] 14.89 Eq. F2-6 Lateral-torsional buckling modification factor (Cb) -- 2.23 Eq. Fl-i Critical stress (Fcr) [Kip/in2] 108.08 Eq. F2-4 Nominal lateral-torsional buckling moment strength (Mn) ------------------------------------------------------------------------------------------------------------------------------------------------------------------------ [Kip*ft] 155.00 Eq. F2-2 Bending about minor axis, M22 Ratio 0.12 Capacity : 30.64 [Kip*ft] Reference : Sec. Fl Demand -3.70 [Kip*ft] Ctrl Eq. : D27 at 0.00% ------------------------------------------------------------------------------------------------------------------------------------------------------------------ Intermediate results Unit Value Reference ------------------------------------------------------------------------------------------------------------------------------------------------------------------------ Section classification Unstiffened element classification -- Compact Unstiffened element slenderness (X) -- 8.54 Limiting slenderness for noncompact unstiffened element (Xi) -- 24.08 T.134.1 (b)-10 Limiting slenderness for compact unstiffened element (Xp) -- 9.15 T.134.1 (6-10 Stiffened element classification -- Compact Stiffened element slenderness (X) -- 47.13 Limiting slenderness for noncompact stiffened element(Xr) -- 137.27 T.134.1 (b)-15 Limiting slenderness for compact stiffened element (Xp) -- 90.55 T.134.1 (b)-15 Factored yielding strength(4Mn) [Kip*ft] 30.64 Sec. Fl Yielding (Mn) [Kip*ft] 34.04 Eq. F6-1 Required second-order flexural strength (Mr) ---------------------------------------------------------------------------------------------------------------------------------------------------------------------- [Kip*ft] -3.70 DESIGN FOR SHEAR Shear in major axis 33 Ratio : 0.01 Capacity : 133.11 [Kip] Reference Sec. Ci Demand -0.70 [Kip] Ctrl Eq. D21 at 0.00% Page4 I --------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Unit Value Reference Factored shear capacitv(4Vn) [Kip] 133.11 Sec. G1 Web slenderness (Xw) -- 8.54 Sec. G2 Shear area (Aw) [1n2] 4.93 Web buckling coefficient (kv) -- 1.20 Sec. G7 I Web buckling coefficient (Cv) -- 1.00 Eq. G2-3 Nominal shear strength (Vn) ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------- [Kip] 147.90 Eq. G2-1 Shear in minor axis 22 Ratio : 0.16 Capacity : 84.30 [Kip] Reference : Sec. G2.1(a) I Demand : 13.28 [Kip] Ctrl Eq. : D8 at 0.00% Intermediate results Unit Value Reference I Factored shear capacitv(Vn) -------------------------------------------------------------------------------------------------------------------------- [Kip] 84.30 Sec. G2.1 (a) Web slenderness (Aw) 47.13 Sec. G2 I Shear area (Aw) Web buckling coefficient (Cv) [in2] -- 2.81 1.00 Sec. G2.1(a), Eq. G2-2 Nominal shear strength (Vn) ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------- [Kip] 84.30 Eq. G2-1 I COMBINED ACTIONS DESIGN Combined flexure and axial compression Ratio 0.62 I Ctrl Eq. : D8 at 0.00% Reference : Eq. Hi-lb I -------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Interaction for doubly symmetric members for in-plane bending -- 0.62 Eq. Hi-lb In-plane required flexural strength (Mr33) [Kip*ft] -85.79 In-plane available flexural strength (Mc33) [Kip*ft] 139.50 Sec. Fl I In-plane required axial compressive strength (Pr) [Kip] 1.18 In-plane available axial compressive strength (Pc) [Kip] 307.45 Sec. El Interaction for doubly symmetric members for out-of-plane bending -- 0.09 Eq. 1-11-2 I Out-of-plane required flexural strength (Mr33) Out-of-plane available flexural-torsional strength (Mc33) [Kip*ft] [Kip*ft] -85.79 139.50 Sec. Fl Out-of-plane required axial compressive strength (Pr) [Kip] 1.18 Out-of-plane available axial compressive strength (Pco) [Kip] 171.13 Sec. El Combined flexure and axial tension Ratio : 0.61 Ctrl Eq. D8 at 0.00% Reference : Eq. Hl-ib I Intermediate results . ----------------------------------------------------------------------------------------------------------------------------------------------------------- Required flexural strength about strong axis (Mr33) Unit [Kip*ft] Value -85.79 Reference Available flexural strength about strong axis (MC33) [Kip*ft] 139.50 Sec. Fl Required flexural strength about weak axis (Mr22) [Kipft] 0.00 Available flexural strength about weak axis (Mc22) [Kip*ft] 30.64 Sec. Fl I Required axial tensile strength (Pr) [Kip] 0.00 Available axial tensile strength (Pc) --------------------------------------------------------------------------------------------------------------------------------------------------------------- [Kip] 344.25 Eq. Sec. D2 I Page5 Combined flexure and axial compression about local axis I Ratio : N/A Ctrl Eq. : -- Reference Combined flexure and axial tension about local axis Ratio N/A Ctrl Eq. : -- Reference I Member : 7 (T-BEAM) Design status : OK Section information Section name: W 12X26 (US) Dimensions ------------------------------------------------------------------------------------------------------- TEiTT bf = 6.490 [in] Width d = 12.200 [in] Depth k = 0.680 [in] Distance k ki = 0.750 [in] Distance ki tf = 0.380 [in] Flange thickness tw = 0.230 [in] Web thickness Properties --------------------------------------------------------------------------------------------------------- Section properties Unit Major axis Minor axis Gross area of the section. (Ag) [in2] 7.650 Moment of Inertia (local axes) (I) 204.000 17.300 Moment of Inertia (principal axes) (I) [in4] 204.000 17.300 Bending constant for moments (principal axis) (J) [in] 0.000 0.000 Radius of gyration (local axes) (r) [in] 5.164 1.504 Radius of gyration (principal axes) (r) [in] 5.164 1.504 Saint-Venant torsion constant. (J) [in4] 0.300. Section warping constant. (Cw) [in6] 607.000 Distance from centroid to shear center (principal axis) (xo,yo) [in] 0.000 0.000 Top elastic section modulus of the section (local axis) (Ssup) [in3] 33.400 5.340 Bottom elastic section modulus of the section (local axis) (Sinf) [in3] 33.400 5.340 Top elastic section modulus of the section (principal axis) (S'sup) [in3) 33.400 5.340 Bottom elastic section modulus of the section (principal axis) (Sinf) [in3) 33.400 5.340 Plastic section modulus (local axis) (Z) [in3] 37.200 8.170 Plastic section modulus (principal axis) (Z) [in3] 37.200 8.170 Polar radius of gyration. (ro) [in] 5.378 Area for shear (Aw) 4.930 2.810 Torsional constant. (C) 0.751 Material A992 Gr50 Properties Unit Value Yield stress (Fy): [Kiplin2] 50.00 Tensile strength (Fu): [Kipfin2] 65.00 Elasticity Modulus (E): [Kipfin2] 29000.00 Shear modulus for steel (G): . ------------------------------------------------------------------------------------------------------------------------------------------ [Kipfin2] 11153.85 Page6 I DESIGN CRITERIA Description ------------------------------------------------------------------------------- Length for tension slenderness ratio (L) Distance between member lateral bracing points ------------------------------------------------------------------------------- Length (Lb) L1 Top Bottom ------------------------------------------------------------------------------- 15.35 15.35 ------------------------------------------------------------------------------- Laterally unbraced length ------------------------------------------------------------------------------- Length Ifti Major axis(L33) Minor axis(L22) Torsional axis(Lt) ------------------------------------------------------------------------------- 15.35 15.35 15.35 ----------------------------------------------------------------------------- Additional assumptions Continuous lateral torsional restraint Tension field action Continuous flexural torsional restraint Effective length factor value type Major axis frame type Minor axis frame type DESIGN CHECKS AXIAL TENSION DESIGN Axial tension Ratio : 0.00 Capacity 344.25 [Kip] Demand 1.42 [Kip] ----------------------------------------------------------------------------- Intermediate results ------------------------------------------------------------------------------- Factored axial tension caDacitv(cjPn) Required second-order compressive strength (Pr) Nominal axial tension capacity (Pn) ------------------------------------------------------------------------------ AXIAL COMPRESSION DESIGN It Compression in the maior axis 33 Ratio : 0.00 Capacity 298.83 [Kip] Demand : 0.01 [Kip] ------------------------------------------------------------------------------ Intermediate results ------------------------------------------------------------------------------- Section classification Unstiffened element classification Unstiffened element slenderness (X) Unstiffened element limiting slenderness (Xr) Stiffened element classification Stiffened element slenderness (X) Stiffened element limiting slenderness (?r) Factored flexural buckling strength(cPn33) Required second-order compressive strength (Pr) Unit Value ---------------------------------- [ft] 15.35 Effective length factor Major axis(K33) Minor axis(K22) Torsional axis(Kt) ---------------------------------------------------------------------------------- 1.0 1.0 1.0 No No No None Sway Sway Reference Eq. Sec. D2 Ctrl Eq. : D8 at 0.00% Unit ----------------------------------------------------------- ------------------------------------------------------------ Value Reference [Kip] 344.25 Eq. Sec. D2 [Kip] 1.42 [Kip] 382.50 Eq. D2-1 Reference : Sec. El Ctrl Eq. : D23 at 100.00% Unit ----------------------------------------------------------- --------------------------------------------------------- Value Reference -- Non slender -- 8.54 -- 13.49 T.B4.1(a)-1 -- Slender -- 47.13 -- 35.88 T.B4.1(a)-5 [Kip] 298.83 Sec. El [Kip] 0.01 Page7 Effective length factor (K33) -- Unbraced length (L33) [ft) Effective slenderness ((KL/r)33) . -- Elastic critical buckling stress (Fe33) [Kip/in2] Reduction factor for slender unstiffened elements (Qs33) -- Effective area of the cross section based on the effective width (Aeff33) [in2] Reduction factor for slender stiffened elements (Qa33) -- Full reduction factor for slender elements (Q33) -- Critical stress for flexural buckling (Fcr33) [Kip/in2] Nominal flexural buckling strength (Pn33) [Kip] 1.00 15.35 35.67 Eq. E34 224.95 Eq. E3-4 1.00 7.25 T.134.1 (a)-1, T.134.11 (a)-5 0.95 Eq. E7-16 0.95 Sec. E7 43.40 Eq. E7-2 332.03 Eq. E7-1 Compression in the minor axis 22 Ratio : 1)01) Capacity 115.19 [Kip] Reference Sec. El Demand : 0.01 [Kip] Ctrl Eq. D23 at 100.00% Intermediate results Unit Value Reference ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Section classification Unstiffened element classification -- Non slender Unstiffened element slenderness (X) -- 8.54 Unstiffened element limiting slenderness (Xr) -- 13.49 T.B4.1(a)-1 Stiffened element classification -- Slender Stiffened element slenderness (?) -- 47.13 Stiffened element limiting slenderness (Xr) -- 35.88 T.B4.1(a)-5 Factored flexural buckling strength(4Pn22) [Kip] 115.19 Sec. El Required second-order compressive strength (Pr) [Kip] 0.01 Effective length factor (K22) -- 1.00 Unbraced length (1-22) [ft] 15.35 Effective slenderness ((KL/r)22) -- 122.49 Eq. E3-4 Elastic critical buckling stress (Fe22) [Kip/in2] 19.08 Eq. E3-4 Reduction factor for slender unstiffened elements (Qs22) -- 1.00 Effective area of the cross section based on the effective width (Aeff22) [in2] 7.65 T.B4.1(a)-1, T.B4.l(a)-5 Reduction factor for slender stiffened elements (Qa22) -- 1.00 Eq. E7-16 Full reduction factor for slender elements (Q22) -- 1.00 Sec. E7 Critical stress for flexural buckling (Fcr22) [Kip/in2] 16.73 Eq. E7-3 Nominal flexural buckling strength (Pn22) [Kip] 127.99 Eq. E7-11 Factored torsional or flexural-torsional buckling strength(cPnii) [Kip] 199.21 Sec. E4 Effective length factor (Ku) -- 1.00 Unbraced length (Lii) [ft) 15.35 Flexural constant (H) -- 1.00 Eq. E4-11, Eq. E4-10 Torsional or flexural-torsional elastic buckling stress (Fell) [Kip/in2] 38.26 Eq. E4-4 Elastic torsional buckling stress (Fez) [Kip/in2] 38.26 Eq. E4-9 Reduction factor for slender unstiffened elements (Qsli) -- 1.00 Effective area of the cross section based on the effective width (Aeffil) [in2l 7.65 T.B4.l(a)-1, T.B4.l(a)-5 Reduction factor for slender stiffened elements (Call) -- 1.00 Eq. E7-16 Full reduction factor for slender elements (Q ii) -- 1.00 Sec. E7 Critical stress for torsional or flexural-torsional buckling (Fcri 1) [Kip/1n2] 28.93 Eq. E7-2 Nominal torsional or flexural-torsional buckling strength (Pnii) [Kip] 221.34 Eq. E7-1 FLEXURAL DESIGN Bending about maior axis. M33 Ratio 0.91 Capacity : 139.50 [Kip*ft] Reference : Sec. Fl Demand : -126.33 [Kip*ft] Ctrl Eq. D9 at 0.00% Page8 Intermediate results Unit Value Reference I Section classification Unstiffened element classification -- Compact Unstiffened element slenderness (X) -- 8.54 I Limiting slenderness for noncompact unstiffened element (?r) -- 24.08 T.B4.1(b)-10 Limiting slenderness for compact unstiffened element (?p) -- 9.15 T.B4.1(b)-10 Stiffened element classification -- Compact I Stiffened element slenderness (?) Limiting slenderness for noncompact stiffened element (?r) -- -- 47.13 137.27 T.B4.1(b)-15 Limiting slenderness for compact stiffened element (?p) -- 90.55 T.B4.1(b)-15 Factored yielding strength(4Mn) [Kip*ft] 139.50 Sec. Fl Yielding (Mn) [Kip*ftl 155.00 Eq. F2-1 I Required second-order flexural strength (Mr) [Kip*ft] -126.33 Factored lateral-torsional buckling strength(4Mn) [Kip*ft] 139.50 Sec. Fl Limiting laterally unbraced length for yielding (Lp) IN 5.31 Eq. F2-5 Effective radius of gyration used in the determination of Lr (rts) [in] 1.75 Eq. F2-7 I Lateral-torsional factor (c) -- 1.00 Eq. F2-8a Limiting laterally unbraced length for inelastic lateral-torsional buckling (Lr[ft] 14.89 Eq. F2-6 Lateral-torsional buckling modification factor (Cb) -- 2.30 Eq. Fl-i Critical stress (Fcr) [Kip/in2] 76.48 Eq. F2-4 I Nominal lateral-torsional buckling moment strength (Mn) [Kip*ft] 155.00 Eq. F2-3 Bending about minor axis, M22 I Ratio 0.16 Capacity 30.64 [Kip*ft] Reference : Sec. Fl Demand : 4.81 [Kip*ft] Ctrl Eq. : D27 at 0.00% I Intermediate results Unit Value Reference I ------------------------------------------------------------------------------------------------------------------------------------------------------------------ Section classification Unstiffened element classification -- Compact Unstiffened element slenderness (X) -- 8.54 Limiting slenderness for noncompact unstiffened element (kr) -- 24.08 T.B4.1(b)-10 Limiting slenderness for compact unstiffened element (?p) -- 9.15 T.134.1 (b)-10 I Stiffened element classification -- Compact Stiffened element slenderness () -- 47.13 Limiting slenderness for noncompact stiffened element (r) -- 137.27 T.134.1 (b)-15 I Limiting slenderness for compact stiffened element (Xp) -- 90.55 T.134.1 (b)-15 Factored yielding strength(cMn) [Kip*ft) 30.64 Sec. Fl Yielding (Mn) [Kip*ft] 34.04 Eq. F6-1 I Required second-order flexural strength (Mr) [Kip*ft) 4.81 DESIGN FOR SHEAR If I Shear in malor axis 33 Ratio : 0.01 Capacity : 133.11 [Kip] Reference : Sec. Cl Demand 0.92 [Kip] ------------------------------------------------------------------------------------------------------------------------------------------------------------------- Ctrl Eq. D21 at 0.00% Intermediate results Unit Value Reference I Factored shear caoacity(4Vn). [Kip] 133.11 Sec. Cl Web slenderness (Xw) -- 8.54 Sec. G2 Shear area (Aw) [in2] 4.93 Web buckling coefficient (kv) -- 1.20 Sec. G7 I Web buckling coefficient (Cv) -- 1.00 Eq. G2-3 Nominal shear strength (Vn) [Kip] 147.90 Eq. G2-1 1 Page9 'I Shear in minor axis 22 Ratio 0.19 Capacity 84.30 [Kip] Reference : Sec. G2.1 (a) Demand 16.12 [Kip] Ctrl Eq. : D9 at 0.00% Intermediate results ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Unit Value Reference Factored shear capacity(OW) [Kip] 84.30 Sec. G2.1 (a) Web slenderness (Xw) -- 47.13 Sec. G2 Shear area (Aw) [1n2] 2.81 Web buckling coefficient (Cv) -- 1.00 Sec. G2.1(a), Eq. G2-2 Nominal shear strength (Vn) ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------- [Kip] 84.30 Eq. G2-1 COMBINED ACTIONS DESIGN Combined flexure and axial compression Ratio : 0.91 Ctrl Eq. D9 at 0.00% Reference : Eq. Hi-lb Intermediate results ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Unit Value Reference Interaction of flexure and axial force ------------------------------------------------------------------------------------------------------------------------------------------------------------------------- -- 0.91 Eq. Hi-lb Required flexural strength about strong axis (Mr33) [Kip*ft] -126.33 Available flexural strength about strong axis (Mc33) [Kip*ft] 139.50 Sec. Fl Required flexural strength about weak axis (Mr22) [Kip*ft] 0.00 Available flexural strength about weak axis (Mc22) [Kip*ft] 30.64 Sec. Fl Required axial compressive strength (Pr) [Kip) 0.00 Available axial compressive strength (Pc) -------------------------------------------------------------------------------------------------------------------------------------------------------------------------- [Kip] 115.19 Sec. El Combined flexure and axial tension Ratio : 0.91 Ctrl Eq. D9 at 0.00% Reference Eq. Hl-lb Intermediate results ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Unit Value Reference Required flexural strength about strong axis (Mr33) ----------------------------------------------------------------------------------------------------------------------------------------------------------------------- [Kip*ft] -126.33 Available flexural strength about strong axis (Mc33) [Kip*ft] 139.50 Sec. Fl Required flexural strength about weak axis (Mr22) [Kip*ft] 0.00 Available flexural strength about weak axis (Mc22) [Kip*ft] . 30.64 Sec. Fl Required axial tensile strength (Pr) [Kip] 1.38 Available axial tensile strength (Pc) [Kip] 344.25 Eq. Sec. D2 Combined flexure and axial compression about local axis Ratio : N/A Ctrl Eq. : -- Reference Combined flexure and axial tension about local axis Ratio N/A Ctrl Eq. : -- Reference PagelO Member : 5 (Column) Design status : OK Section information Section name: W 12X35 (US) Dimensions I 11 bf = 6.560 [in] Width d = 12.500 [in] Depth = 0.820 [in] Distance k U k kl = 0.750 [in] Distance kl if = 0.520 [in] Flange thickness tw = 0.300 [in] Web thickness I Properties Section properties Unit Major axis Minor axis I Gross area of the section. (Ag) Moment of Inertia (local axes) (I) 10.300 285.000 24.500 Moment of Inertia (principal axes) (I') [in4] 285.000 24.500 Bending constant for moments (principal axis) (J') [in] 0.000 - 0.000 Radius of gyration (local axes) (r) [in) 5.260 1.542 Radius of gyration (principal axes) (r') [in] 5.260 1.542 I Saint-Venant torsion constant. (J) Fin4] 0.741 Section warping constant. (Cw) [in6] 879.000 Distance from centroid to shear center (principal axis) (xoyo) (in) 0.000 0.000 Top elastic section modulus of the section (local axis) (Ssup) 45.600 7.470 I Bottom elastic section modulus of the section (local axis) (Sinf) [in3] 45.600 7.470 Top elastic section modulus of the section (principal axis) (Ssup) Fin3] 45.600 7.470 Bottom elastic section modulus of the section (principal axis) (Sinf) Fin3l 45.600 7.470 I Plastic section modulus (local axis) (Z) Plastic section modulus (principal axis) (Z) Fin3I [in3] 51.200 51.200 11.500 11.500 Polar radius of gyration. (ro) [in] 5.482 Area for shear (Aw) [in2] 6.820 3.750 Torsional constant. (C) Fin3I 1.390 I Material : A992 Cr50 Properties Unit Value I Yield stress (Fy): [Kipfln2] 50.00 Tensile strength (Fu): [Kip/in2] 65.00 Elasticity Modulus (E): [Kip/in2] 29000.00 Shear modulus for steel (G): [Kipfn2] 11153.85 --------------------------------------------------------------------------------------------------------------------------------------- DESIGN CRITERIA Description Unit Value Length for tension slenderness ratio (L) IN 16.75 I Distance between member lateral bracing points Length (Lb) [ft] Top Bottom I ------------------------------------------------------------------------------------------------------------------------------------------------------------- 1 Pagell Laterally unbraced length --------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Length [if] Effective length factor Major axis(L33) Minor axis(L22) Torsional axis(Lt) Major axis(K33) Minor axis(K22) Torsional axis(Kt) ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 16.75 16.75 16.75 1.22 1.36 1.0 Additional assumptions Continuous lateral torsional restraint No Tension field action No Continuous flexural torsional restraint No Effective length factor value type None Major axis frame type Sway Minor axis frame type Sway DESIGN CHECKS AXIAL TENSION DESIGN Axial tension Ratio : 000 Capacity : 463.50 [Kip] Reference Eq. Sec. D2 Demand : 0.96 [Kip] Ctrl Eq. : D25 'at 100.00% --------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Unit Value Reference Factored axial tension capacitv(4Pn) [Kip] 463.50 Eq. Sec. D2 Required second-order compressive strength (Pr) [Kip] 0.96 Nominal axial tension capacity (Pn) ------------------------------------------------------------------------------------------------------------------------------------------------------------------------- [Kip] 515.00 Eq. D2-1 AXIAL COMPRESSION DESIGN Compression in the maior axis 33 Ratio 0.08 Capacity 395.21 [Kip] Reference Sec. El Demand : 29.95 [Kip] Ctrl Eq. : D9 at 0.00% -------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference -------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Section classification Unstiffened element classification -- Non slender Unstiffened element slenderness (X) -- 6.31 Unstiffened element limiting slenderness (kr) -- 13.49 T.134.1(a)-1 Stiffened element classification -- Slender Stiffened element slenderness (?) -- 36.20 Stiffened element limiting slenderness (Xr) -- 35.88 T.B4.1(a)-5 Factored flexural buckling strength(4Pn33) [Kip] 395.21 Sec. El Required second-order compressive strength (Pr) [Kip] 29.95 Effective length factor (K33) -- 1.22 Unbraced length (L33) [if] 16.75 Effective slenderness ((KUr)33) -- 46.69 Eq. E3-4 Elastic critical buckling stress (Fe33) [Kip/in2] 131.30 Eq. E3-4 Reduction factor for slender unstiffened elements (Qs33) -- 1.00 Effective area of the cross section based on the effective width (Aeff33) [in2] 10.30 T.134.1 (a)-1, T.B4.1(a)-5 Reduction factor for slender stiffened elements (Qa33) -- 1.00 Eq. E7-16 Full reduction factor for slender elements (033) -- 1.00 Sec. E7 Critical stress for flexural buckling (Fcr33) [Kip/in2] 42.63 Eq. E7-2 Nominal flexural buckling strength (Pn33) [Kip] 439.12 Eq. E7-1 Compression in the minor axis 22 Page 12 Reference : Sec. Fl Ctrl Eq. : D17 at 100.00% Unit Value Reference -- Compact -- 6.31 -- 24.08 -- 9.15 -- Compact -- 36.20 -- 137.27 -- 90.55 [Kip*ft] 192.00 [Kip*ft] 213.33 [Kip*ft] -64.14 [Kip*ft] 132.37 IN 5.45 [in] 1.79 -- 1.00 T.B4.1(b)-lo T.B4.1(b)-10 T.B4.1(b)-15 T.134.11(b)-15 Sec. Fl Eq. F2-1 Sec. Fl Eq. F2-5 Eq. F2-7 Eq. F2-8a Ratio : 0.40 Capacity : 74.51 [Kip] Demand : 29.95 [Kip] Intermediate results Section classification Unstiffened element classification Unstiffened element slenderness (2.) Unstiffened element limiting slenderness (Xr) Stiffened element classification Stiffened element slenderness (2k) Stiffened element limiting slenderness (?r) Factored flexural buckling strength(4Pn22) Required second-order compressive strength (Pr) Effective length factor (K22) Unbraced length (L22) Effective slenderness ((KUr)22) Elastic critical buckling stress (Fe22) Reduction factor for slender unstiffened elements (Qs22) Effective area of the cross section based on the effective width (Aeff22) Reduction factor for slender stiffened elements (Qa22) Full reduction factor for slender elements (Q22) Critical stress for flexural buckling (Fcr22) Nominal flexural buckling strength (Pn22) Factored torsional or flexural-torsional buckling strength(4Pnii) Effective length factor (K 11) Unbraced length (Lii) Flexural constant (H) Torsional or flexural-torsional elastic buckling stress (Fell) Elastic torsional buckling stress (Fez) Reduction factor for slender unstiffened elements (Qsi 1) Effective area of the cross section based on the effective width (Aeffil) Reduction factor for slender stiffened elements (Qali) Full reduction factor for slender elements (Q 11) Critical stress for torsional or flexural-torsional buckling (Fcrii) Nominal torsional or flexural-torsional buckling strength (Pnli) Reference : Sec. El Ctrl Eq. D9 at 0.00% Unit ------------------------------------------------------------------------ Value Reference -- Non slender -- 6.31 -- 13.49 T.64.1(a)-1 -- Slender -- 36.20 -- 35.88 T.134.1 (a)-5 [Kip] 74.51 Sec. El [Kip] 29.95 -- 1.36 IN 16.75 -- 176.72 Eq. E3-4 [Kip/in2] 9.16 Eq. E3-4 -- 1.00 [in2] 10.30 T.B4.1(a)-1, T.B4.1(a)-5 -- 1.00 Eq. E7-16 -- 1.00 Sec. E7 [Kip/in2] 8.04 Eq. E7-3 [Kip] 82.78 Eq. E7-1 [Kip] 296.45 Sec. E4 -- 1.00 [ft] 16.75 -- 1.00 Eq. E4-1 1, Eq. E4-1 0 [Kip/in2] 46.82 Eq. E4-4 [Kip/in2] 46.82 Eq. E4-9 -- 1.00 [in2] 10.30 T.134.1(a)-1, T34.1(a)-5 -- 1.00 Eq. E7-16 -- 1.00 Sec. E7 [Kip/in2] 31.98 Eq. E7-2 [Kip] 329.39 Eq. E7-1 FLEXURAL DESIGN I Bending about major axis, M33 Ratio : 0.48 Capacity : 132.37 [Kip*ft] Demand : -64.14 [Kip*ft] Intermediate results Section classification Unstiffened element classification Unstiffened element slenderness (i) Limiting slenderness for noncompact unstiffened element (it) Limiting slenderness for compact unstiffened element (ip) Stiffened element classification Stiffened element slenderness (2.) Limiting slenderness for noncompact stiffened element (it) Limiting slenderness for compact stiffened element (ip) Factored yielding strength(Mn) Yielding (Mn) Required second-order flexural strength (Mr) Factored lateral-torsional buckling strength(4Mn) Limiting laterally unbraced length for yielding (Lp) Effective radius of gyration used in the determination of Lr (us) Lateral-torsional factor (c) Page13 Limiting laterally unbraced length for inelastic lateral-torsional buckling (Lr[ft] Lateral-torsional buckling modification factor (Cb) -- Critical stress (Fcr) [Kip/in2) Nominal lateral-torsional buckling moment strength (Mn) [Kip*ft] 16.69 Eq. F2-6 1.11 Eq. Fl-i 38.70 Eq. F24 147.07 Eq. F2-3 Bending about minor axis, M22 Ratio 0.30 Capacity : 43.13 [Kip*ft] Demand : 12.98 [Kipft] Intermediate results Section classification Unstiffened element classification Unstiffened element slenderness () Limiting slenderness for noncompact unstiffened element (?r) Limiting slenderness for compact unstiffened element (Xp) Stiffened element classification Stiffened element slenderness (X) Limiting slenderness for noncompact stiffened element (?r) Limiting slenderness for compact stiffened element (Xp) Factored yielding strength(Mn) Yielding (Mn) Required second-order flexural strength (Mr) DESIGN FOR SHEAR vp Shear in malor axis 33 Ratio : 0.01 Capacity : 184.14 [Kip] Demand : 1.40 [Kip] Reference Sec. Fl Ctrl Eq. : D21 at 0.00% Unit -------------------------------------------------------------- Value Reference -- Compact -- 6.31 -- 24.08 T.134.1(b)-10 -- 9.15 T.B4.1(b)-10 -- Compact -- 36.20 -- 137.27 T.B4.1(b)-15 -- 90.55 T.B4.1(b)-15 [Kipft] 43.13 Sec. Fl [Kipft] 47.92 Eq. F6-1 [Kipft] 12.98 Reference : Sec. Gi Ctrl Eq. : D27 at 0.00% Intermediate results ------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Unit Value Reference Factored shear capacitv(4Vn) [Kip] 184.14 Sec. Gl Web slenderness (Aw) -- 6.31 Sec. G2 Shear area (Aw) [in2] 6.82 Web buckling coefficient (kv) -- 1.20 Sec. G7 Web buckling coefficient (Cv) -- 1.00 Eq. G2-3 Nominal shear strength (Vn) ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------- [Kip] 204.60 Eq. G2-1 Shear in minor axis 22 Ratio : 0.02 Capacity : 112.50 [Kip] Reference Sec. G2.1 (a) Demand 1.74 [Kip] Ctrl Eq. : D26 at 0.00% Intermediate results ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Unit Value Reference Factored shear capacity(OW) [Kip] 112.50 Sec. G2.1 (a) Web slenderness (Aw) -- 36.20 Sec. G2 Shear area (Aw) [in2] 3.75 Web buckling coefficient (Cv) -- 1.00 Sec. G2.11(a), Eq. G2-2 Nominal shear strength (Vn) [Kip] 112.50 Eq. G2-1 COMBINED ACTIONS DESIGN Page14 Combined flexure and axial compression Ratio 0.66 Ctrl Eq. : D9 at 100.00% Reference : Eq. 1-11-2 Intermediate results Unit Value Reference Interaction for doubly symmetric members for in-plane bending -- 0.46 In-plane required flexural strength (Mr33) [Kipft] -53.36 In-plane available flexural strength (Mc33) [Kip*ft] 125.42 Sec. Fl In-plane required axial compressive strength (Pr) [Kip] 28.02 In-plane available axial compressive strength (Pc) [Kip] 395.21 Sec. El Interaction for doubly symmetric members for out-of-plane bending -- 0.66 Eq. 1-11-2 Out-of-plane required flexural strength (Mr33) [Kip*ft] -53.36 Out-of-plane available flexural-torsional strength (Mc33) [Kip*ft] 125.42 Sec. Fl Out-of-plane required axial compressive strength (Pr) [Kip] 28.02 Out-of-plane available axial compressive strength (Pco) [Kip] 74.51 Sec. El Combined flexure and axial tension Ratio 0.48 Ctrl Eq. D17 at 100.00% Reference : Eq. Hi-lb I Intermediate results Required flexural strength about strong axis (Mr33) Available flexural strength about strong axis (Mc33) Required flexural strength about weak axis (Mr22) I Available flexural strength about weak axis (Mc22) Required axial tensile strength (Pr) Available axial tensile strength (Pc) Unit Value Reference [Kip*ft] ------------------------------------------------------------ -64.14 [Kip*ft] 132.37 Sec. Fl [Kip*ft] 0.00 [Kip*ft] 43.13 Sec. Fl [Kip] 0.00 [Kip] 463.50 Eq. Sec. D2 Combined flexure and axial compression about local axis Ratio N/A Ctrl Eq. : -- Reference Combined flexure and axial tension about local axis Ratio : N/A Ctrl Eq. : -- Reference Page15 NITED STRUCTURAL DESIGN LLC Current Date: 10/27/2017 11:49 AM Structural Engineer: jlozoya Company Address: 720W Commerce Ave, Gilbert, AZ 85233 Analysis result Reactions Mz Direction of positive forces and moments Forces [KiD] Moments EKiD*ftl Node FX FY FZ MX MY MZ Condition SIDL ------------------------------------------------------------------------------------------------------------------------------------------------------------------- 6 0.01556 7.86788 0.00000 0.00000 0.00000 9.56585 SUM 0.01556 7.86788 -------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0.00000 0.00000 0.00000 9.56585 Condition 52=DL+LLR 6 0.03533 17.20874 0.00000 0.00000 0.00000 21.50170 SUM 0.03533 17.20874 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0.00000 0.00000 0.00000 21.50170 Condition S3DL+0.75LLR 6 0.03030 14.87351 0.00000 0.00000 0.00000 18.47630 SUM 0.03030 14.87351 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0.00000 0.00000 0.00000 18.47630 Condition 54=DL+0.6W1 6 0.54505 13.89042 0.00000 0.00000 0.00000 -10.81664 SUM 0.54505 13.89042 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------ 0.00000 0.00000 0.00000 -10.81664 Condition S5DL+0.6W2 6 0.69309 14.53801 0.00000 0.00000 0.00000 27.23632 SUM 0.69309 14.53801 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0.00000 0.00000 0.00000 27.23632 Condition S6DL+0.6W3 6 -0.38611 5.26423 0.00000 0.00000 0.00000 33.28769 SUM -0.38611 5.26423 ------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0.00000 0.00000 0.00000 33.28769 Condition S7DL+0.6W4 6 -0.54997 3.35653 0.00000 0.00000 0.00000 -9.16849 SUM -0.54997 3.35653 0.00000 0.00000 0.00000 -9.16849 Condition S8DL+0.7Ex 6 -1.21482 9.24335 0.00000 0.00000 0.00000 30.69324 SUM -1.21482 9.24335 0.00000 0.00000 0.00000 30.69324 Pagel Condition S9DL+0.7Ez 6 0.01712 9.25148 0.98025 8.99899 -0.00959 10.75409 SUM 0.01712 9.25148 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0.98025 8.99899 -0.00959 10.75409 Condition S1O=DL+0.525Ex 6 -0.90723 8.89948 0.00000 0.00000 0.00000 25.40427 SUM -0.90723 8.89948 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0.00000 0.00000 0.00000 25.40427 Condition SIIDL+0.525Ez 6 0.01671 8.90557 0.73524 6.73875 -0.00720 10.45678 SUM 0.01671 8.90557 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0.73524 6.73875 -0.00720 10.45678 Condition S120.6DL+0.6W1 6 0.53892 10.74315 0.00000 0.00000 0.00000 -14.60917 SUM 0.53892 10.74315 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------ 0.00000 0.00000 0.00000 -14.60917 Condition SI 3=O.6DL+O.6W2 6 0.68637 11.39089 0.00000 0.00000 0.00000 23.18344 SUM 0.68637 11.39089 ---------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0.00000 0.00000 0.00000 23.18344 Condition S14=0.6DL+0.6W3 6 -0.39266 2.11712 0.00000 0.00000 0.00000 29.30846 SUM -0.39266 2.11712 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------ 0.00000 0.00000 0.00000 29.30846 Condition S15=0.6DL+0.6W4 6 -0.55587 0.20929 0.00000 0.00000 0.00000 -12.85396 SUM -0.55587 0.20929 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0.00000 0.00000 0.00000 -12.85396 Condition S160.6DL+0.7Ex 6 -1.22133 6.09621 0.00000 0.00000 0.00000 26.72770 SUM -1.22133 6.09621 0.00000 0.00000 0.00000 26.72770 Condition 517=0.6DL+0.7Ez 6 0.01080 6.10428 0.98354 8.88084 -0.00962 6.87595 SUM 0.01080 6.10428 0.98354 8.88084 -0.00962 - 6.87595 Page2 t1JNITED STRUCTURAL DESIGN LLC Current Date: 10/27/2017 11:50 AM Structural Engineer: jlozoya Company Address: 720 W Commerce Ave, Gilbert, AZ 85233 Analysis result Reactions ly C._..... ,,L.. Fy N'- Fx -'---) J Mz Direction of positive forces and moments Forces FKiD1 Node FX FY FZ Condition D11.4DL --------------------------------------------------------------------------------------- 6 0.02195 11.01506 0.00000 SUM 0.02195 -- 11.01506 0.00000 Condition D21.2DL+O.5LLR 6 0.02859 14.11190 0.00000 SUM 0.02859 14.11190 0.00000 Condition D31.2DL+1.6LLR 6 0.05109 24.38694 0.00000 SUM 0.05109 ---------------------------------------------------------------------------------------- 24.38694 0.00000 Condition D41.2DL+O.5W1 6 0.45999 14.46028 0.00000 SUM 0.45999 -------------------------------------------------------------------------------------- 14.46028 0.00000 Condition D51.2DL+O.5W2 6 0.58343 14.99993 0.00000 SUM 0.58343 14.99993 0.00000 Condition D6=1.2DL+0.5W3 6 -0.31583 7.27174 0.00000 SUM -0.31583 --------------------------------------------------------------------------------------- 7.27174 0.00000 Condition 07=1.2DL+0.5W4 6 -0.45277 5.68208 0.00000 SUM -0.45277 -------------------------------------------------------------------------------------- 5.68208 0.00000 Condition D8=1.2DL+1.6LLR+O.5W1 6 0.49168 29.40615 0.00000 SUM 0.49168 --------------------------------------------------------------------------------------- 29.40615 0.00000 Moments FKiD*ftl MX ----------------------------------------------------------------- MY MZ 0.00000 0.00000 13.47510 0.00000 ----------------------------------------------------------------- 0.00000 13.47510 0.00000 0.00000 17.46375 0.00000 ----------------------------------------------------------------- 0.00000 17.46375 0.00000 0.00000 30.94662 0.00000 ----------------------------------------------------------------- 0.00000 30.94662 0.00000 0.00000 -5.46827 0.00000 ----------------------------------------------------------------- 0.00000 -5.46827 0.00000 0.00000 26.27761 0.00000 ---------------------------------------------------------------- 0.00000 26.27761 0.00000 0.00000 31.34986 0.00000 ------------------------------------------------------------- 0.00000 31.34986 0.00000 0.00000 -4.20167 0.00000 ----------------------------------------------------------------- 0.00000 -4.20167 0.00000 0.00000 13.69016 0.00000 0.00000 13.69016 Pagel Condition D9=1.2DL+1.6LLR+0.5W2 6 0.61755 29.94519 0.00000 0.00000 0.00000 46.50785 SUM 0.61755 29.94519 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0.00000 0.00000 0.00000 46.50785 Condition D101.2DL+1.6LLR+O.5W3 6 -0.28244 22.21699 0.00000 0.00000 0.00000 51.26419 SUM -0.28244 22.21699 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0.00000 0.00000 0.00000 51.26419 Condition D111.2DL+1.6LLR+0.5W4 6 -0.42209 20.62789 0.00000 0.00000 0.00000 14.49511 SUM -0.42209 20.62789 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0.00000 0.00000 0.00000 14.49511 Condition 012=1.2DL+WI 6 0.90051 19.47931 0.00000 0.00000 0.00000 -22.76818 SUM 0.90051 19.47931 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------ 0.00000 0.00000 0.00000 -22.76818 Condition D131.2DL+W2 6 1.14910 20.55805 0.00000 0.00000 0.00000 41.47258 SUM 1.14910 20.55805 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------ 0.00000 0.00000 0.00000 41.47258 Condition D14=1.2DL+W3 6 -0.65090 5.10205 0.00000 0.00000 0.00000 51 .00761 SUM -0.65090 5.10205 ---------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0.00000 0.00000 0.00000 51.00761 Condition D151.2DL+W4 6 -0.92355 1.92233 0.00000 0.00000 0.00000 -19.61832 SUM -0.92355 1.92233 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0.00000 0.00000 0.00000 -19.61832 Condition D161.2DL+O.5LLR+WI 6 0.90993 24.14999 0.00000 0.00000 0.00000 -16.99320 SUM 0.90993 24.14999 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0.00000 0.00000 0.00000 -16.99320 Condition D171.2DL+0.5LLR+W2 6 1.16005 25.22835 0.00000 0.00000 0.00000 47.91772 SUM 1.16005 25.22835 ---------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0.00000 0.00000 0.00000 47.91772 Condition D18=1.20L'-0.5LLR+W3 6 -0.64042 9.77235 0.00000 0.00000 0.00000 57.25127 SUM -0.64042 9.77235 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0.00000 0.00000 0.00000 57.25127 Condition D19=1.2DL+0.5LLR+W4 6 -0.91471 6.59296 0.00000 0.00000 0.00000 -14.11315 SUM -0.91471 6.59296 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------ 0.00000 0.00000 0.00000 -14.11315 Condition D201.2DL+Ex 6 -1.73875 11.40639 0.00000 0.00000 0.00000 41.79484 SUM -1.73875 11.40639 ------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0.00000 0.00000 0.00000 41.79484 Condition D21=1.2DL+Ez 6 0.02107 11.41810 1.39777 12.97722 -0.01368 13.22483 SUM 0.02107 11.41810 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 1.39777 12.97722 -0.01368 13.22483 Page2 Condition D22=0.9DL+WI 6 0.89595 17.11879 0.00000 0.00000 0.00000 -25.59857 SUM 0.89595 17.11879 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0.00000 0.00000 0.00000 -25.59857 Condition D23=0.9DL+W2 6 1.14379 18.19772 0.00000 0.00000 0.00000 38.30940 SUM 1.14379 18.19772 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0.00000 0.00000 0.00000 38.30940 Condition D24=0.9DL+W3 6 -0.65597 2.74174 0.00000 0.00000 0.00000 47.94224 SUM -0.65597 2.74174 0.00000 0.00000 0.00000 -- 47.94224 Condition D250.9DL+W4 6 -0.92783 -0.43814 0.00000 0.00000 0.00000 -22.31710 SUM -0.92783 -0.43814 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0.00000 0.00000 0.00000 -22.31710 Condition D260.9DL+Ex 6 -1.74375 9.04604 0.00000 0.00000 0.00000 38.76394 SUM -1.74375 9.04604 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0.00000 0.00000 0.00000 38.76394 Condition D270.9DL+Ez 6 0.01627 9.05768 1.40138 12.84715 -0.01371 10.28837 SUM 0.01627 9.05768 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------- 1.40138 12.84715 -0.01371 10.28837 Page3 NITED STRUCTURAL DESIGN LLC Current Date: 10127/2017 11:51 AM Structural Engineer: jlozoya Company Address: 720 W Commerce Ave, Gilbert, AZ 85233 Analysis result Envelope for nodal reactions Note.- Ic is the controlling load condition My Mx z Mx Direction of positive forces and moments Envelope of nodal reactions for D1=1.4DL D2=1.2DL+0.5LLR D3=1.20L+1.6LLR D4=1.2DL+0.5W1 D5=1.2DL+0.5W2 D6=1 .2DL+0.5W3 D7=1 .2DL4-0.5W4 D8=1.2DL+1.6LLR+0.5W1 D9=1.2DL+1.6LLR+0.5W2 D10=1.2DL+1.6LLR+0.5W3 D1 =1.2DL+1.6LLR+0.5W4 D12=1.2DL+W1 D13=1.2DL+W2 D14=1.2DL+W3 015=1.2DL+W4 D16=1.2DL+0.5LLR+W1 D17=1.2DL+0.5LLR+W2 D18=1.2DL+0.5LLR+W3 D19=1.2DL+0.5LLR+W4 D20=1.2DL+Ex D211.2DL+Ez D22=0.9DL+W1 D23=0.9DL-'-W2 D24=0.9DL+W3 D25=0.9DL+W4 D260.9DL+Ex D27=0.9DL+Ez Forces Moments Node Fx Ic Fy Ic Fz Ic Mx Ic My Ic Mz Ic [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] 6 Max 1.160 D17 29.945 D9 1.401 D27 12.97722 D21 0.00000 D13 57.25127 D18 Mm -1.744 D26 -0.438 D25 0.000 D4 0.00000 D18 -0.01371 027 -25.59857 D22 Pagel X y 0.0000 0.0000 0.0000 16.4895 -12.1591 15.0000 15.1368 18.3438 7 N1 ED STRUCTURAL DESIGN LLC 04 04 41. 10 2P ANALYSIS ANP COLUMN PESUN Bea ------ --- - -- ----- - - - - - - - - - - - - -- - - - - - -- - - - - - - - -- Beam Span2 5 5 1 Structure Clear Height: 11 C t Fascia ThicknesStructure TI; eg 2D Analysis Nodes 1: Base 2: Beam/Column Intersection 3: Left End Beam: 4: Right End Beam Dead Load Dead Load : 8.0 psf W 1: 216.0 plf 10UNDATION -N Roof Live Load SM OF _t0L1.u. Roof Live Load : 10.0 psf : W 11 : 270.0 plf Snow Load Snow Load 0.0 psf Wind Load Wind Flow Load Case Wind Direction Wind Direction X = 0 deg V = 180 deg C,,1 C,,.. C,,1 0.00 A p = 18.8 psf 4.7 psf B p = -17.3 psf -1.6 psf rasua 3near W,,, = 508.7 p11 W,,, = V1 = 0.0 k W,, = 127.2 plf W,,1 = WIND WIND W,., = 127.2 plf W, = W = 508.7 p11 W,,1 = WIND 3 WIND 7 W, = -466.3 plf W,,, = W,d = -42.4 p11 W,,1 = WIND WIND W, = -42.4 p11 W,,, = -466.3 plf W,,1 = Seismic Load W01: 216.0 plf Cs: 0.299 Sos: 0.748 V50. 1.8k p: 1.3 Column Design Strong Axis (From 2D Analysis) P : - Vu: 161k Mu: 126 3 k-Si Weak Axis (Seismic) Pu: 8.0 k Vu: 2.3 k Mu: 38.1 k-ft See Output for Column Size David CJrassas, P.E. Phoenix, AZ John Elder, P.E. 480-454-6408 Prii,ciosi www.unitedstr.com www.unitedstr.com ST NITED RUCTURAL DESIGN LLC FOOTING PESkN Soil Properties Ref IBC (CBC) Section 1807.3.2 Allowable Soil Bearing: 1500 psf Allowable Passive Pressure: 100 psf/ft Column Reactions Strong Axis (From 2D Analysis( Pmax: 1' 2k Vmax: 8 7 k Mmax:821Lt See Output for Footing Size David Grepsas, P.E. rdncp Phoenix, AZ John Elder, P.E. 480-454-6408 plirchml www.uniledstr.csm www.unitedstr.com NITED Sheet no. 1 STRUCTURAL DESIGN LLC Job Ref. Project HME Date 10/27/2017 Subject Pole Footing Calc. by JE FLAGPOLE EMBEDMENT (IBC 2015) TEDDS calculation version 1.2.00 Soil capacity data Allowable passive pressure Maximum allowable passive pressure Load factor 1(1806.1) Load factor 2 (1806.3.4) Pole geometry Shape of the pole Diameter of the pole Laterally restrained Load data First point load Distance of Pi from ground surface Second point load Distance of P2 from ground surface Uniformly distributed load Start distance of W from ground surface End distance of W from ground surface Applied moment Lsbc = 350 pcf Pmax = 3500 psf LDF1 = 1.00 LDF2 = 1.0 Round Dia = 24 in No Pi = 8740 lbs Hi = 0 ft P2 = 0 lbs H2 = 1 ft W = 0 plf a=2ft ai = 4 ft Mi = 68100 lb—ft NITED Sheet no. 2 STRUCTURAL DESIGN LLC Job Ref. Project HME Date 10/27/2017 Subject Pole Footing Calc. by JE Distance of Mi from ground surface Shear force and bending moment Total shear force Total bending moment at grade lb ft Distance of resultant lateral force Embedment depth (1807.3.2.1) Embedment depth provided Allowable lateral passive pressure Factor A Embedment depth required Actual lateral passive pressure psf H3 = 11.7 ft F=Pi+P2+Wx(ai—a)=87401b5 Mg =PixHi+P2xH2+Wx(al—a)x(a+al)/2+Mi=68187.4 h = abs(Mg / F) = 7.8 ft D = 12.34 ft Si = min(Pmax, Lsbc x min(D, 12 ft) /3) x LDFi x LDF2 = 1400 psf A = 2.34 x abs(F) / (Si x Dia) = 7.3 ft Di = 0.5 x Ax (1 + (1 + ((4.36 x h) / A))05) = 12.34 ft S2 = (2.34 x abs(F) x ((4.36 x h) + (4 x D))) / (4 x D2 x Dia) = 1400.1 SPREAD FOOTING NITED STRUCTURAL DESIGN LLC Project HME Subject Sheet no. 1 Job Ref. 17001.47 Date 10/27/2017 Calc. by JE - COMBINED FOOTING ANALYSIS AND DESIGN (AC1318-11 TEDDS calculation version 2.0.06 56' 56" _f k (0 I -•---•-•- •---• - _v_ 12' Combined footing details Length of combined footing L = 12.000 ft Width of combined footing B = 5.500 ft Area of combined footing A = L x B = 66.000 ft2 Depth of combined footing h = 24.000 in Depth of soil over combined footing h0i = 0.000 in Density of concrete Pconc = 150.0 lb/ft3 Column details Column base length IA = 12.000 in Column base width bA = 12.000 in Column eccentricity in x epxA = 0.000 in Column eccentricity in y ep, = 0.000 in Soil details Density of soil Psoil = 120.0 lb/ft3 Angle of internal friction 4' = 25.0 deg Design base friction angle 8= 16.7 deg Coefficient of base friction tan(s) = 0.300 Allowable bearing pressure Pbeanng = 1.500 ksf Axial loading on column Dead axial load on column PGA = 17.900 kips Live axial load on column PQA = 0.000 kips Wind axial load on column PWA = 0.000 kips Total axial load on column PA = 17.900 kips Foundation loads Dead surcharge load FGsur = 0.000 ksf SPREAD FOOTING NITED STRUCTURAL DESIGN LLC Project Subject Sheet no. 2 Job Ref. 17001.47 Date 10/27/2017 Calc. by JE Live surcharge load • Footing self weight Soil self weight I Total foundation load Horizontal loading on column base Dead horizontal load in x direction I Live horizontal load in x direction Wind horizontal load in x direction Total horizontal load in x direction I Dead horizontal load in y direction Live horizontal load in y direction I Wind horizontal load in y direction Total horizontal load in y direction Moment on column base I Dead moment on column in x direction Live moment on column in x direction Wind moment on column in x direction I Total moment on column in x direction Dead moment on column in y direction I Live moment on column in y direction Wind moment on column in y direction Total moment on column in y direction I Check stability against sliding Resistance to sliding due to base friction I Passive pressure coefficient Stability against sliding in x direction Fo51 = 0.000 ksf F5t = h X Pconc = 0.300 ksf F5011 = h5011 x Psoil = 0.000 ksf F = A x (FGsur + FQsur + Fswt + Fso1i) = 19.800 kips HGX.A = 8.740 kips HQxA = 0.000 kips HwxA = 0.000 kips HxA = 8.740 kips HGyA = 0.000 kips HQyA = 0.000 kips HWYA = 0.000 kips HyA = 0.000 kips MGxA = 68.100 kip_ft MOxA = 0.000 kip_ft MwxA = 0.000 kip_ft MxA = 68.100 kip_ft MGyA = 0.000 kip_ft MQyA = 0.000 kip_ft MwyA = 0.000 kip_ft MyA = 0.000 kip_ft HfctIon = max([PGA + (FGsur + F5 + F5011) x A], 0 kips) x tan(s) = 11.311 kips Kp = (1 + sin(4')) / (1 - sin(fl) = 2.464 Passive resistance of soil in x direction Hxpas = 0.5 x Kp x (h2 + 2 x h x h0i) x B X Psoil = 3.252 kips Total resistance to sliding in x direction Hxres = Hfriction + Hxpas = 14.563 kips PASS - Resistance to sliding is greater than horizontal load in x direction Check stability against overturning in x direction Total overturning moment MxoT = MXA + H, x h = 85.580 kip_ft Restoring moment in x direction Foundation loading Mxsur = A x (FGsur + F5 + F50i) x L / 2 = 118.800 kip_ft Axial loading on column Mxaxiai = (PGA) x (L /2 - ep) = 107.400 kip_ft Total restoring moment Wes = M51 + Mxaxiai = 226.200 kip_ft PASS - Restoring moment is greater than overturning moment in x direction JLJ N I TE ID S Sheet no. 3 STRUCTURAL DESIGN LLC Job Ref. 17001.47 Project HME Date 10/27/2017 Subject SPREAD FOOTING Caic. by JE Calculate base reaction Total base reaction T = F + PA = 37.700 kips Eccentricity of base reaction in x eTx = (PA x ep + M + HxA x h) / T = 27.240 in Eccentricity of base reaction in y eTy = (PA x ePyA + MyA + HyA x h) / T = 0.000 in Check base reaction eccentricity abs(eT) / L + abs(eT) / B = 0.189 Base reaction acts àutside of middle third of base Calculate base pressures qi = 0.000 ksf q2 = 0.000 ksf q3 = 2 x T / [3 x B x (L / 2- abs(erx))] = 1.225 ksf q4 = 2 x T / [3 x B x (L / 2 - abs(erx))] = 1.225 ksf Minimum base pressure qmin = min(qi, q2, q3, q4) = 0.000 ksf Maximum base pressure qmax = max(qi, q2, q3, q4) = 1.225 ksf PASS - Maximum base pressure is less than allowable bearing pressure 0.000 ksf 1.225 ksf - 0.000ksf 1.225 ksf Load combination factors for loads Load combination factor for dead loads yfG = 1.20 Load combination factor for live loads yfo, = 1.60 Load combination factor for wind loads YfW = 0.00 Strength reduction factors Flexural strength reduction factor = 0.90 Shear strength reduction factor Os = 0.75 Ultimate axial loading on column Ultimate axial load on column PuA = PGA X )G.+ Po,x + PWA x yfw = 21.480 kips NITED Sheet no. 4 I STRUCTURAL DESIGN LLC Job Ref. 17001.47 Project HME Date 10/27/2017 Subject SPREAD FOOTING Caic. by JE Ultimate foundation loads I Ultimate foundation load Fu = A x [(FGsur + F5t + Fsot) x YfG + FQsur x )] = 23.760 kips Ultimate horizontal loading on column I Ultimate horizontal load in x direction Hxm = HGXA x G + Ho x 'ya + HwxA x 'yiw = 10.488 kips Ultimate horizontal load in y direction HyuA = HGYA X G + HQyA x + HWYA x = 0.000 kips Ultimate moment on column l Ultimate moment on column in x direction MxuA = MGXA x )G + MQXA x yfQ + MwxA x fw = 81.720 kip_ft Ultimate moment on column in y direction MyuA = MGYA X YfG + MQyA X yfQ + MwyA x ytw = 0.000 kip_ft I Calculate ultimate base reaction Ultimate base reaction Tu = F + PuA = 45.240 kips Eccentricity of ultimate base reaction in x eTxu = (PuA x ep + MxuA + HxuA x h) / Tu = 27.240 in I Eccentricity of ultimate base reaction in y eTyu = (PuA x ep + M + HwA x h) / lu = 0.000 in Calculate ultimate base pressures qiu = 0.000 ksf U q2u = 0.000 ksf q3u = 2 x T /(3 x B x (LI 2- abs(ei))] = 1.470 ksf I q4u = 2 x T / [3 x B x (L /2 - abs(er4)] = 1.470 ksf Minimum ultimate base pressure qminu = min(qiu, q2u, q3u, q4u) = 0.000 ksf I Maximum ultimate base pressure qmaxu = max(qiu, q2u, q3u, q4u) = 1.470 ksf Calculate rate of change of base pressure in x direction Left hand base reaction fuL = (qiu + q2u) x B I 2 = 0.000 kips/ft I Right hand base reaction fuR = (q3u + q4u) x B I 2 = 8.086 kips/ft Length of base reaction L = 3 x (L / 2 - eTxu) = 134.279 in I Rate of change of base pressure C = (fuR.- fuL) / Lx = 0.723 kips/ft/ft Calculate footing lengths in x direction Left hand length LL = L I 2 + epxA = 6.000 ft I Right hand length LR = L /2 - epxA = 6.000 ft Calculate ultimate moments in x direction I 83.892 Ultimate positive moment in x direction kip_ft M = C. x (LL - L + L)3 / 6 - Fu x LL2 / (2 x L) + Hxm x h + M = Position of maximum negative moment L = 6.000 ft I Ultimate negative moment in x direction Mxneg = Cx x (LL - L + L)3 / 6 - Fu x LL2 / (2 x L) Mxneg = 18.804 kip_ft Calculate rate of change of'base pressure in y direction I Top edge base reaction fi = (q2u + q4u) x L / 2 = 8.821 kips/ft Bottom edge base reaction fuB = (qiu + q3u) x L / 2 = 8.821 kips/ft Length of base reaction Ly = B = 5.500 ft I HME SPREAD FOOTING NITED STRUCTURAL DESIGN LLC Project Subject Sheet no. 5 Job Ref. 17001.47 Date 10/27/2017 Calc. by JE Rate of change of base pressure Calculate footing lengths in y direction Top length Bottom length - Calculate ultimate moments in y direction Ultimate moment in y direction Material details Compressive strength of concrete Yield strength of reinforcement Cover to reinforcement Concrete type Concrete modification factor Moment design in x direction Cy = (fuB - fuT) / Ly = 0.000 kips/ft/ft LT:B/2+epyA=2.750ft LB= B/2-epA= 2.750 ft My = fuT x LT /2 + Cy x LT' /6 - Fu x LT /(2 x B) = 17.019 kip_ft f c = 3000 psi = 60000 psi Cnom = 3.000 in Normal weight X = 1.00 Reinforcement provided 7 No. 6 bars bottom and 7 No. 6 bars top Depth of tension reinforcement dx = h - cnom - 4x8 / 2 = 20.625 in Area of tension reinforcement provided As_xB_prov = NxB X It X 4x82 I 4 = 3.093 in2 Area of compression reinforcement provided AS_XT.prOV = NxT X It X 4xT2 / 4 = 3.093 in2 Minimum area of reinforcement Ax-min = 0.0018 x h x B = 2.851 in2 Spacing of reinforcement Sxprov = (B -2 x cnom) / max(NXB - 1, 1) = 10.000 in Maximum spacing of reinforcement Smax = min(3 x h, iBm) = 18.000 in PASS - Reinforcement provided exceeds minimum reinforcement required Depth of compression block ax = As .xB prov X fy / (0.85 X f'c X B) = 1.10 in Neutral axis factor 01 = 0.85 Depth to the neutral axis cna_x = ax / i 1.30 in Strain in reinforcement = 0.003 x (d5 - cna_x) / Cna_x = 0.04470 PASS - The section has adequate ductility (ci. 10.3.5) Nominal moment strength required Mnx = abs(Mx) I 4 = 93.213 kip_ft Moment capacity of base Mcapx = AsxB.prov X fy X [dx - (As_xB.prov X f/ (1.7 X fc X B))] = 310.391 kip_ft PASS - Moment capacity of base exceeds nominal moment strength required Negative moment design in x direction Reinforcement provided Depth of tension reinforcement Area of tension reinforcement provided Area of compression reinforcement provided Minimum area of reinforcement Spacing of reinforcement Maximum spacing of reinforcement 7 No. 6 bars top and 7 No. 6 bars bottom d5 = h - cnom - ixT / 2 = 20.625 in As_xT_prov = NxT x IE x 2 /4 = 3.093 in2 As_xB_prov = N5B X It X i X 2 / 4 = 3.093 Ifl2 Asxrxjn = 0.0018 X h X B = 2.851 Iii2 SxT_prov = (B -2 X cnom)Imax(NxT 1, 1) = 10.000 in Smax = mln(3 x h, 18in) = 18.000 in I NITED I STRUCTURAL DESIGN LLC Project HME Subject SPREAD FOOTING Sheet no. 6 Job Ref. 17001.47 Date 10/27/2017 Calc. by JE PASS - Reinforcement provided exceeds minimum reinforcement required Depth of compression block ax = As_xT_prov X fy/ (0.85 X f'c X B) = 1.10 in Neutral axis factor Jit = 0.85 Depth to the neutral axis Cna_x = ax / 3i = 1.30 in Strain in reinforcement Etx = 0.003 X (dx - Cna_x) / Cna_x = 0.04470 PASS - The section has adequate ductility (ci. 10.3.5) Nominal moment strength required Mnxneg = abs(Mxneg) I 0 = 20.894 kip_ft Moment capacity of base Mcapxneg = As_xr_prov x fy x [d - (As_xr_prov X fy 1(1.7 X f'c X B))] Mcapxneg = 310.391 kip_ft PASS - Moment capacity of base exceeds nominal moment strength required • Moment design in y direction Reinforcement provided 15 No. 6 bars bottom and 15 No. 6 bars top I Depth of tension reinforcement dy = h - cnom - 4)XB - 4)YB / 2 = 19.875 in Area of tension reinforcement provided As_yB_prov = NyB X TE X 4)yB2 / 4 = 6.627 in2 Area of compression reinforcement provided As_yT_prov = Nyr x n x 4)i-2 /4 = 6.627 in2 I Minimum area of reinforcement As_y_min = 0.0018 x h X L = 6.221 in2 Spacing of reinforcement 5yB_prov = (L - 2 X Cnom) / max(NB - 1, 1) = 9.857 in I Maximum spacing of reinforcement 5max = min(3 x h, 18in) = 18.000 in PASS - Reinforcement provided exceeds minimum reinforcement required Depth of compression block ay = AsB_prov X fy/ (0.85 x f c x L) = 1.08 in I Neutral axis factor Depth to the neutral axis 0i = 0.85 Cna_y = a / J3i = 1.27 in Strain in reinforcement = 0.003 x (d - Cna.y) / Cna..y = 0.04381 - The section has adequate ductility (ci. 10.3.5) abs(M) / 4)t = PASS I Nominal moment strength required = 18.910 kip_ft Moment capacity of base Mcapy = As.jg_prov X fy X [dy - (As_y[Lprov X fy 1(1.7 x f'c x L))] • = 640.599 kip_ft PASS - Moment capacity of base exceeds nominal moment strength required Calculate ultimate shear force at d from right face of column I Ultimate pressure for shear d from face of column qsu = (q3u - Cxx (L / 2 - ep - IA /2 - d) I B + q4u) I 2 qsu = 1.222 ksf Area loaded for shear at d from face of column A = B x min(3 x (L /2 - em), L / 2 - ep - IA / 2 - d) = 20.797 ft' Ultimate shear force at d from face of column Vsu = As x (qsu - F I A) = 17.922 kips I Shear design at d from right face of column Strength reduction factor in shear = 0.75 Nominal shear strength Wsu = Vsu / 0s = 23.896 kips I Concrete shear strength Vc-s = 2 x X x I(f'c x 1 psi) x (B x d) = 149.117 kips PASS - Nominal shear strength is less than concrete shear strength I I' NITED STRUCTURAL DESIGN LLC Project HME Subject SPREAD FOOTING Sheet no. 7 Job Ref. 17001.47 Date 10/27/2017 Caic. by JE Calculate ultimate punching shear force at perimeter of d I 2 from face of column Ultimate pressure for punching shear qpuA = q4u-[(L/2-ep-W2-d/2)+(lA+2xd/2)/2]xC/B+[(B/2-eA-bJ2- d/2)+(bA+2Xd/2)/2]XCy/L qpuA = 0.682 ksf Average effective depth of reinforcement d = (d + d) / 2 = 20.250 in Area loaded for punching shear at column ApA = (IA+2Xd/2)x(bA+2xd/2) = 7.223 ft2 Length of punching shear perimeter u, = 2x(IA+2xd/2)+2x(bA+2xd/2) = 10.750 ft Ultimate shear force at shear perimeter VpuA = P + (F / A - qp) x ApA = 19.155 kips Punching shear stresses at perimeter of d / 2 from face of column Nominal shear strength VnpuA = V I 4 = 25.540 kips Ratio of column long side to short side PA = max(IA, bA) / min(IA, bA) = 1.000 Column constant for interior column asA = 40 Concrete shear strength V__ = (2 + 4 / A) x X X /(f'c x 1 psi) x upA x d = 858.473 kips V_u = (asA x d / UpA + 2) x X x '(f'c x 1 psi) x upA X d = 1184.560 kips Vcp_iii = 4 x X x 'I(f'c x 1 psi) x UpA x d = 572.315 kips V = min(V1,, Vc_p_iii) = 572.315 kips PASS - Nominal shear strength is less than concrete shear strength 1 15 No. 6 bars btm (10" c/c) -f- i.- 15 No. 6 bars top (10 c/c) 7 No. 6 bars btm (10" c/c), 7 No. 6 bars top (10 c/c) - - - One way shear at d from column face Two way shear at d / 2 from column face NITED Sheet no. 8 STRUCTURAL DESIGN LLC Job Ref. 17001.47 Project HME Date 10/27/2017 Subject SPREAD FOOTING Calc. by JE QV NITED STRUCTURAL DESIGN LLC PROJECT NAME:E Electrok'anbpy PROJECT LOCATION: 13613 N P j, 0 ENGINEER: JL REVIEWER: 'SE DATE: 10/27/201' Connection Design Connection Inouts Member Sizes Flange bf Depth d Beam Size W1 6.49 in 12.20 in Column Size 01124135 6.56 in 12.50 in Reactions Pu: 29.9 kips Vu: 16.1 kips Mu: 126 k-ft Design Summary Steel Column Embedment d,,j: 7 OK Pole rooting Reinforcing: OK Spread Footing Reinforcing 78 OK Hodg Plate Size 81 OK Pole Footing Properties - Design Concrete Strength :, 2.500 psi Footing Diameter 24 in - Footing Depth H- 12 Oft Steel Column Embedment d0,, 4 Oft Footing Pressure 1 500 Op-f Size of Rebar Tales 0 No. of Rebar Tales Each Side of Column 2 Spread Footing Properties Design Concrete Strength: 2,500 p Size of Rebar Each Side 04 - No. of Rebar Tales Each Side of Column. 3 Hodge Plate Connection Plate Strength: 50 k. Plate Width 5 10 in OK Plate Height 12 rt OK Minimum Weld Length = 21.7 in Plate Thickness: 0 75 in Minimum Plate Thickness = 0.6 in Weld Size D (D/16) Embedment of Steel Column in Pole Footing Check Column : W12X35 : Column Flange Width bf : 6.6 in Column Embedment dmi : 48.0 in Effective Column Flange Width bfeff : 3.9 in (0.60ab6) . . . . 9 0.6 .. ,1 Concrete Bearing Capacity ybn : 1275 psi (çx0.85xfc) Bearing Section Modulus Sb : 1511.42 ina3 (bf,axd,,i2/6) I Ultimate Bearing Pressure bu: 1002.85 psi (Mu/Sb + Vu/(bf,odz,)) Demand Capacity Ration DCR :... 79 (ba/9ba) Pole Footing Reinforcing Check Size of Rebar Tales: 119 Column depth dc : 12.5 in No. of Rebar Tales Each Side of Column: 2 , I, Area of Reinforcing Ab: 2.00 1nn2 Bearing Pressure at Si: 500.0 psf Bearing Pressure at 52 : 1,500.0 psf . ._. Equivalent Force Peq: 16.0 kips Ultimate Moment Mu: 85 k-ft Reinforcing depth d : 15.5 in Concrete Design a: 36 in - - . 0.9 Concrete Bearing Capacity tpMa : 96 k-ft (9xAbx60ksix(d-a/2) Demand Capacity Ration DCR: PROJECT NAME: iHiIectron:cs PV Canopy PROJECT LOCATION: 13613 N. P LI ENGINEER: IL RE VIE WE R: 1 0 DATE: 1 7 7,1201 Phoenix, AZ 775-351-9037 www.uaitedstr.com NITED 1I Spread Footing Reinforcing Check Column W12X35 mnocvonua. orsiar. Column depth de : 12.510 Size of Rebar Each Side: 69 No. of Rebar Each Side of Column: 3 Area of Reinforcing Ab: 3.00 1n02 Ultimate Shear Force Vu : 151.1 kips Area of Shear Reinforcing An: 6.00 1n02 I 0.9 Capacity of Shear Reinforcing pVn 194.4 kips (pxO.6x6OksixAv) . - . i Demand Capacity Ration OCR: I -. - Check - Column : W12X35 Column depth dc : 12.5 in Column Flange Width bfc : 6.6 In Beam : W12X26 Beam depth db : 1S.9 in Beam Flange Width bfb: 7.010 Ultimate Tensile Force Ta: 151.1 kips (p• 0.9 Plate Width: 5.Sln Plate Thickness: 0.8 In Capacity of Hodge Plate pPn : 185.6 kips Demand Capacity Ration OCR Minimum Weld length: 21.7 in Phoenix, AZ 775-351-9037 www.uniledstr.com UPDATE GEOTECHNICAL REPORT HIGH-TECH CARLSBAD OAKS NORTH BUSINESS PARK - LOTS 18 AND 19 CARLSBAD, CALIFORNIA PREPARED FOR HAMANN CONSTRUCTION EL CAJON, CALIFORNIA NOVEMBER 23, 2015 PROJECT NO. 06442-32-22 1 I G1 aOCON INCQRPORATED GEOTHECHNHCAL 8, E4VIR..O.NiM.ENHT.A.L MATERIALS 1' Project No. 06442-32-22 November 23, 2015 Hamann Construction 1000 Pioneer Way El Cajon, California 92020 Attention: Ms. Linda Richardson Subject: UPDATE GEOTECHNICAL REPORT HIGH-TECH CARLSBAD OAKS NORTH BUSINESS PARK - LOTS 18 AND 19 CARLSBAD, CALIFORNIA Dear Ms. Richardson: In accordance with your request, and our Proposal No. LG-15227, revised August 12, 2015, we have prepared this update geotechnical report for the continued development of the subject lots in the Carlsbad Oaks North Business Park. The accompanying report presents our conclusions and recommendations pertaining to the geotechnical aspects of project development. We understand the proposed project includes fine grading the existing sheet-graded pads to support a two-story office, manufacturing and warehouse building with associated improvements. Based on the results of this study, it is our opinion that the subject lots can be developed as planned, provided the recommendations of this report are followed. If there are any questions regarding this update report, or if we may be of further service, please contact the undersigned at your convenience. Very truly yours, GEOCON INCORPORATED Emilio Aliã RCE 66915 EA:DBE:dmc (3/del) Addressee David B. vans ItMANS CEG 1860 (r.E 6960 FlondëFs Drive M SäfrDi aif6?niä .2 .t-24 TeIphorie 858.56900 ' Fax 858-.558659 TABLE OF CONTENTS PURPOSEAND SCOPE ................................................................................................................. 1 2. PREVIOUS SITE DEVELOPMENT..............................................................................................2 SITE AND PROJECT DESCRIPTION ..........................................................................................2 SOIL AND GEOLOGIC CONDITIONS ......................................................................................... 3 4.1 Compacted Fill (Qcf and Quc)..............................................................................................3 4.2 Granitic Rock (Kgr) ..............................................................................................................4 GROUNDWATER..........................................................................................................................4 GEOLOGICHAZARDS .................................................................................................................4 6.1 Faulting .................................................................................................................................4 6.2 Seismicity-Deterministic Analysis........................................................................................5 6.3 Seismicity-Probabilistic Analysis..........................................................................................5 6.4 Landslides ............................................................................................................................... 6 6.5 Liquefaction and Seismically Induced Settlement ................................................................ 6 6.6 Tsunamis and Seiches ...........................................................................................................6 CONCLUSIONS AND RECOMMENDATIONS ..........................................................................7 7.1 General..................................................................................................................................7 7.2 Soil Excavation and Characteristics......................................................................................8 7.3 Subdrains ............................................................................................................................. 10 7.4 Grading Recommendations .................................................................................................. 10 7.5 Slopes..................................................................................................................................12 7.6 Seismic Design Criteria.......................................................................................................13 7.7 Foundation and Concrete Slab-On-Grade Recommendations ............................................14 7.8 Preliminary Pavement Recommendations - Rigid..............................................................17 7.9 Retaining Walls and Lateral Loads Recommendations ..................................... . ................. 19 7.10 Infiltration Basins and Bioswales........................................................................................21 7.11 Site Drainage and Moisture Protection ................................................................................22 7.12 Slope Maintenance ............................................................................................................... 23 7.13 Grading, Foundation, and Retaining Wall Plan Review .....................................................23 LIMITATIONS AND UNIFORMITY OF CONDITIONS MAPS AND ILLUSTRATIONS Figure 1, Vicinity Map Figure 2, Geologic Map (Map Pocket) Figure 3, Geologic Cross Sections A-A' and B-B' (Map Pocket) Figure 4, Wall/Column Footing Dimension Detail Figure 5, Retaining Wall Drainage Detail APPENDIX A INFILTRATION TESTING APPENDIX B SELECTED LABORATORY TESTING (prepared by Geocon Incorporated, 2007) APPENDIX C RECOMMENDED GRADING SPECIFICATIONS I UPDATE GEOTECHNICAL REPORT 1. PURPOSE AND SCOPE This report presents the results of an update geotecimical study for the proposed ultimate I development of Lots 18 and 19 located in the Carlsbad Oaks North Business Park in Carlsbad, California (see Vicinity Map, Figure 1). The purpose of this report was to evaluate the soil and geologic conditions on site and provide specific geotechnical recommendations pertaining to the I development of the property as proposed. I The scope of our study included a site visit to observe whether the lots are essentially the same as it was upon the completion of mass grading and reviewing the following reports and plan specific to the — project: 1. Final Report of Testing and Observation Services During Construction of Site Improvements, I Carlsbad Oaks North Business Park, Phase 2, Carlsbad, California, prepared by Geocon Incorporated, dated December 22, 2008 (Project No. 06442-32-14). I 2. Final Report of Testing and Observation Services During Site Grading, Carlsbad Oaks North Business Park - Phase 2 (Phase 2-Lots 13 through 19; Phase 3-Lots 20 through 25 and Lot 27), Carlsbad, California, prepared by Geocon Incorporated, dated December 11, 2007 (Project No. 06442-32-13). 3. Supplemental Trenching and Rippabilily Study, Carlsbad Oaks North Business Park, Phase 2, Carlsbad, California, prepared by Geocon Incorporated, dated September 18, 2006 (Project I No. 06442-32-11). Update Geotechnical Investigation, Carlsbad Oaks North Business Park and Faraday Avenue Offsite, Carlsbad, California, prepared by Geocon Incorporated, dated October 21, I 2004 (Project No. 06442-32-03). Preliminary Grading Plan, High-Tech, Whiptail Loop, Carlsbad, California, prepared by I REC-Consultants, Inc., PDF copy received November 10, 2015. We also performed testing in select areas of the sheet-graded pads between August 26, and October 1, I 2015, to evaluate infiltration characteristics of the existing compacted fill and granitic bedrock. We provided the infiltration test results to REC Consultants, the project civil engineer, for their use in I design of Low Impact Development (LID) systems. The details and results of the of the infiltration testing are presented in Appendix A. The descriptions of the soil and geologic conditions and proposed development described herein is based on review of the referenced reports and plan, and observations made during mass grading operations for Lots 18 and 19 of the Carlsbad Oaks North Business Park development. Additional references reviewed to prepare this report are provided in the List of References. Project No. 06442-32-22 - I - November 23, 2015 2. PREVIOUS SITE DEVELOPMENT Mass grading of Lots 18 and 19 was performed in conjunction with the compaction testing and observation services of Geocon Incorporated. Test results as well as professional opinions pertaining to grading of the lots are summarized in the referenced geotechnical report (Reference No. 2). Pertinent laboratory tests performed on selected soil samples collected during grading are presented in Appendix B of this report. Subsequent to the grading operations, storm drain systems associated with the three temporary desilting basins were constructed along the southern margins of the lots. We provided testing and observation services during trench backfill operations. Our test results are presented in Reference No. 1. 3. SITE AND PROJECT DESCRIPTION Lots 18 and 19 consist of previously sheet-graded vacant lots. The lots are bound by Whiptail Loop to - the south, Lot 20 to the west, Lot 17 to the east and undeveloped land to the north. The existing as-graded condition of the lots consists of compacted fill and granitic rock exposed at grade. Ascending and descending slopes are located along the perimeter of the lots. Cut and fill slopes inclined at 2:1 (horizontal:vertical) or flatter, were constructed with a maximum height of approximately 30 feet. Topographically, the sheet-graded pads generally slope from northeast to southwest. The approximately east half of Lot 18 slopes northwest to southeast. Elevations vary from approximately 497 feet above Mean Sea Level (MSL) to approximately 480 feet MSL. Existing improvements within the lot consist of a storm drain system that was constructed as part of the overall Carlsbad Oaks North Business Park - Phase 2 improvement construction. The slopes are landscaped with shrubs and trees with an active irrigation system to water the existing vegetation. Sparse low lying grass/weeds are spread across the pad portion of the lot. We understand that the proposed development will consist of grading the lots to accommodate a two- story, concrete tilt-up building with associated underground and surface improvements. We anticipate that the structure will be founded on conventional continuous, isolated spread foundations or appropriate combinations thereof with slab-on-grade. The driveway traffic is anticipated to consist of cars/light trucks, and heavy truck traffic. Fine grading is expected to consist of cuts and fills generally less than five feet to create the level building pads and driveways. Retaining walls consisting of concrete masonry unit (CMU) with maximum height of approximately four feet are also planned along the north margin of the pad. Project No. 06442-32-22 - 2 - November 23, 2015 Proposed development includes constructing Low Impact Development (LID)/bio-retention systems for storm water. We understand that some of these systems will be lined with an impermeable liner (no infiltration) and others unlined (infiltration). The descriptions contained herein are based upon the site reconnaissance and, a review of the referenced reports and plan. If project details vary significantly from those outlined herein, Geocon Incorporated should be notified for review and possible revisions to this report prior to final design submittal. 4. SOIL AND GEOLOGIC CONDITIONS Compacted fill and granitic bedrock underlie the site. Granitic bedrock is exposed at the surface in the perimeter slope areas. These units are described below and their approximate lateral extent is shown on the Geologic Map (Figure 2) and the Geologic Cross Section Map (Figure 3). 4.1 Compacted Fill (Qcf and Quc) Compacted fill (Qcf) was placed across the building pads of both lots during previous grading I operations. The fill is underlain by granitic rock and generally consists of a 5-foot-thick cap of soil with some 6-inch-minus rock across all of Lot 18 and the eastern one-half of Lot 19. Thicker fill with rock fragments up to 12 inches in size were placed below the 5-foot-thick soil cap in the western one- half of Lot 19. Rocks larger than 12 inches in length and, generally between 2 to 4 feet in maximum dimension were placed at least 10 feet below finish sheet grade in the western half of Lot 19. In some I instances, larger boulders were individually placed in the deeper fill areas. The outer approximately 15 feet of embankment slopes consist of soil fill with 6-inch-minus rock and occasional 12-inch material. The presence of oversize rock should be considered during fine grading and where below- grade improvements (i.e., sewer, storm lines) are proposed in areas deeper than five feet below existing grade. During previous grading operations, areas of the pad where bedrock was exposed at grade or located within five feet of finish grade were undercut a minimum of five feet below finish sheet-grade and replaced with compacted fill. In these areas (mapped as Quc), bedrock should be expected at a depth of five feet below existing grade. The potential for hard rock and rock rippability difficulties should be considered for excavations extending deeper than five feet. Fill materials placed during mass grading operations generally consist of silty sands, and mixtures of angular gravel and boulders generated from blasting operations in granitic rock. Soils consisting of sandy clays were placed in deeper fill areas. Based on information presented in Reference No. 2, the fill is compacted to at least 90 percent of the laboratory maximum dry density at or slightly above the optimum moisture content in accordance with ASTM D 1557. Excluding the upper approximately Project No. 06442-32-22 - 3 - November 23, 2015 one foot, the compacted fill is suitable for support of additional fill and/or structural loading. The upper one foot will require processing as part of further development. 4.2 Granitic Rock (Kgr) Cretaceous-age, granitic basement rock of the Southern California Batholith underlies the compacted fill and, is exposed at grade in slope areas. Based upon our observations during previous mass grading, and experience with similar geologic conditions in the area, the rock materials exhibit a variable weathering pattern ranging from completely weathered decomposed granite to fresh, extremely strong hard rock that required blasting to excavate. Excavations that expose moderately to fresh bedrock will encounter difficult ripping conditions and may require blasting techniques to achieve excavation. The granitic unit exhibits adequate bearing and slope stability characteristics. The soils derived from excavations within the decomposed granitic rock are expected to consist of very low to low expansive (Expansion Index [El] 50), silty, medium- to coarse-grained sands. It should be anticipated that excavations within the bedrock will generate boulders and oversize materials (rocks >12 inches) that will require special handling and placement as recommended hereinafter. Oversize rock fragments may also require exportation from the site due to available fill volume. 5. GROUNDWATER Groundwater was not observed during mass grading operations or during recent field work. Groundwater is not anticipated to impact proposed project development, however, perched water conditions may develop following periods of heavy precipitation or prolonged irrigation. In the event that surface seeps develop, shallow subdrains may be necessary to collect and convey the seepage to a suitable outlet facility. 6. GEOLOGIC HAZARDS 6.1 Faulting Based on field observations made during previous grading operations, review of published geologic maps, and previous geotechnical reports; the subject lots are not located on any known active or potentially active fault traces as defined by the California Geological Survey (CGS). A minor fault/fracture was identified in the slope along the northwest corner of Lot 18, however, this feature was determined to be inactive. Project No. 06442-32-22 - 4 - November 23, 2015 6.2 Seismicity-Deterministic Analysis We used the computer program EZ-FRISK (Version 7.65) to determine the distance of known faults to the site and to estimate ground accelerations at the site for the maximum anticipated seismic event. According to the computer program EZ-FRISK (Version 7.65), six known active faults are located within a search radius of 50 miles from the site. We used acceleration attenuation relationships developed by Boore-Atkinson (2008) NGA USGS 2008, Campbell-Bozorgnia (2008) NGA USGS 2008, and Chiou-Youngs (2007) NGA USGS 2008 in our analysis. Table 6.2 lists the estimated maximum earthquake magnitude and peak ground acceleration for faults in relationship to the site location calculated for Site Class D as defined by Table 1613.3.2 of the 2013 California Building Code (CBC). TABLE 6.2 DETERMINISTIC SPECTRA SITE PARAMETERS Fault Name Distance from Site (miles) Maximum Earthquake Magnitude (Mw) Peak Ground Acceleration Boore- Atkinson 2008 (g) Campbell- Bozorgnia 2008 (g) Chiou- Youngs 2007 (g) Newport-Inglewood/Rose Canyon 8 7.5 0.28 0.24 0.31 Rose Canyon 8 6.9 0.24 0.22 0.25 Elsinore 20 7.85 0.22 0.15 0.20 Coronado Bank 24 7.4 0.17 0.12 0.14 Palos Verdes Connected 24 7.7 0.19 0.13 0.16 Earthquake Valley 39 6.8 0.10 0.06 0.06 San Joaquin Hills 40 7.1 0.11 0.09 0.08 Palos Verdes 40 7.3 0.12 0.08 0.08 San Jacinto 45 7.88 0.13 0.09 0.11 Chino 50 6.8 . 0.07 0.05 0.04 6.3 Seismicity-Probabilistic Analysis We performed a probabilistic seismic hazard analysis using the computer program EZ-FRJSK. The program operates under the assumption that the occurrence rate of earthquakes on each mapped Quaternary fault is proportional to the fault slip rate. The program accounts for earthquake magnitude as a function of rupture length. Site acceleration estimates are made using the earthquake magnitude and distance from the site to the rupture zone. The program also accounts for uncertainty in each of following: (1) earthquake magnitude, (2) rupture length for a given magnitude, (3) location of the rupture zone, (4) maximum possible magnitude of a given earthquake, and (5) acceleration at the site Project No. 06442-32-22 - 5 - November 23, 2015 from a given earthquake along each fault. By calculating the expected accelerations from considered earthquake sources, the program calculates the total average annual expected number of occurrences of site acceleration greater than a specified value. We utilized acceleration-attenuation relationships suggested by Boore-Atkinson (2008) NGA USGS 2008, Campbell-Bozorgnia (2008) NGA USGS 2008, and Chiou-Youngs (2007) NGA USGS 2008 in the analysis. Table 6.3 presents the site-specific probabilistic seismic hazard parameters including acceleration-attenuation relationships and the probability of exceedence. TABLE 6.3 PROBABILISTIC SEISMIC HAZARD PARAMETERS Probability of Exceedence Peak Ground Acceleration Boore-Atkinson, 2008 (g) Campbell-Bozorgnia, 2008 (g) Chiou-Youngs, 2008 (g) 2% in a 50 Year Period 0.50 0.40 0.47 5% in a 50 Year Period 0.38 0.31 0.35 10% in a 50 Year Period 0.30 0.24 0.26 While listing peak accelerations is useful for comparison of potential effects of fault activity in a region, other considerations are important in seismic design, including frequency and duration of motion and soil conditions underlying the site. Seismic design of the structures should be evaluated in accordance with the California Building Code (CBC) or City of Carlsbad guidelines. 6.4 Landslides No landslides were encountered within the site or mapped within the immediate areas influencing the project development. The risk associated with landslide hazard is very low. 6.5 Liquefaction and Seismically Induced Settlement The risk associated with liquefaction and seismically induced settlement hazard at the subject project is very low due to the existing dense compacted fill and very dense nature of the granitic bedrock, and the lack of a permanent, shallow groundwater table. 6.6 Tsunamis and Seiches The risk associated with tsunamis and seiches hazard at the project is very low due to the large distance from the coastline and the absence of an upstream body of water. Project No. 06442-32-22 - 6 - November 23, 2015 7. CONCLUSIONS AND RECOMMENDATIONS 7.1 General 7.1.1 No soil or geologic conditions were encountered during our evaluation of the subject site I that would preclude the development of the property as presently planned provided the recommendations of this report are followed. I 7.1.2 The existing compacted fill soils and granitic rock are considered suitable for support of additional fill or structural loads. In areas where fill is required to achieve ultimate grade, I or proposed excavations are less than one foot, the upper one foot of existing ground surface should be scarified, moisture conditioned, and compacted prior to placing fill. 7.1.3 Depending on the time of year that fine grading is performed, wet to saturated soil conditions may be encountered, especially in the temporary detention basins. Wet soils, if encountered, will need to be dried or mixed with dryer soil to facilitate proper compaction. 7.1.4 Future grading and, construction of utilities and foundations will likely encounter and generate some rock fragments greater than six inches. Excavations for improvements in fill areas that extend through the 5-foot-thick soil cap in bedrock undercut areas (see Figure 2) and extend more than 10 feet in deeper fill areas, such as sewer lines, will likely encounter hard granitic rock and generate rock fragments greater than 12 inches. Excavation difficulties should be anticipated. 7.1.5 Possible blasting or rock breaking may be required for excavations that extend into fresh or less weathered granitic bedrock. Core stones or oversize material may also be generated that will require special handling and fill placement procedures. The potential for these conditions should be taken into consideration when determining the type of equipment to utilize for future excavation operations. Due to the absence of large areas of available fill volume, it is unlikely that the oversize material could be placed as compacted fill during the grading operation; hence, the oversize material may require exportation. 7.1.6 Proposed grading along the eastern portion of the development consists of excavating and removing the existing compacted fill. This condition could result in a fill to bedrock transition within the foundation zone along the east portion of the planned condition structure (see Figure 2) based on a review of the site plan, proposed finish grade for the two-story building, and existing underlying fill geometry. This area should be evaluated during grading and, if encountered, the cut portion of the building pad should be undercut as recommended in Section 7.4. Project No. 06442-32-22 - 7 - November 23, 2015 7.1.7 Unlined bio-retention systems are planned within the parking lot. These systems will infiltrate storm water runoff into the compacted fill or underlying bedrock. Settlement sensitive improvements should not be constructed adjacent to these systems. The adjacent pavement areas may undergo some distress due to saturation of the supporting fills. 7.1.8 The on-site geologic units have permeability characteristics and/or fracture systems that are conducive to water transmission, natural or otherwise (e.g., rain, landscape irrigation), and may result in future seepage conditions. It is not uncommon for groundwater or seepage conditions to develop where none previously existed, particularly after landscape irrigation is initiated. The occurrence of induced groundwater seepage from landscaping can be greatly reduced by implementing and monitoring a landscape program that limits irrigation to that sufficient to support the vegetative cover without over watering. Shallow subdrains may be required in the future if seeps occur after rainy periods or after landscaping is installed. 7.2 Soil Excavation and Characteristics 7.2.1 Excavations within the compacted fill areas (upper zones consisting of 6 and 12-inch minus rock) should generally require light to moderate effort to excavate using conventional heavy-duty grading and trenching equipment. Excavations advanced into granitic rock and/or into oversize rock areas will require heavy to very heavy effort with possible blasting if fresh granitic rock is encountered. 7.2.2 Testing during the mass grading operations indicate that the prevailing soils within three feet of grade have an Expansion Index (El) less than 20 and are defined as "non-expansive" by 2013 California Building Code (CBC) Section 1803.5.3. Pertinent laboratory test results performed during previous mass grading operations are presented in Appendix B, Table B-Ill. Table 7.2.1 presents soil classifications based on the El per ASTM D 4829. We expect the majority of the on-site soils possess a very low expansion potential. Geocon Incorporated will perform additional expansion, index testing after completion of fine grading operations to evaluate the expansion potential of material present within the upper approximately three feet of ultimate design finish elevation. Project No. 06442-32-22 -8- November 23, 2015 TABLE 7.2.1 SOIL CLASSIFICATION BASED ON EXPANSION INDEX ASTM D 4829 Expansion Index (El) Soil Classification 0-20 Very Low 21-50 Low 51 -90 Medium 91-130 High Greater Than 130 Very High 7.2.3 Laboratory testing on soil samples collected during mass grading was also performed to evaluate water-soluble sulfate content. Table B-IV, Appendix B summarizes the laboratory test results. Based on the test results, the on-site soils at the locations tested possess a "Not Applicable" ("SO") sulfate exposure to concrete structures as defined by 2013 CBC Section 1904 and ACT 318 Sections 4.2 and 4.3. We recommend that guidelines presented in the CBC and ACI be followed in determining the type of concrete to be used. Table 7.2.2 presents a summary of concrete requirements set forth by the CBC and ACT. The presence of water-soluble sulfates is not a visually discernible characteristic; therefore, other soil samples from the site could yield different concentrations. Additionally, over time landscaping activities (i.e., addition of fertilizers and other soil nutrients) may affect the concentration. Based on the discussion above and during fine grading operations, additional soil sampling and testing should be performed on fill soils located near finish pad grade to evaluate water-soluble sulfate content. TABLE 7.2.2 REQUIREMENTS FOR CONCRETE EXPOSED TO SULFATE-CONTAINING SOLUTIONS Water-Soluble Maximum Sulfate Exposure Sulfate Cement Water to Minimum Exposure Class Percent Type Cement Ratio Compressive by Weight by Weight Strength (psi) Negligible SO 0.00-0.10 -- -- 2,500 Moderate 51 0.10-0.20 II 0.50 4,000 Severe S2 0.20-2.00 V 0.45 4,500 Very Severe S3 >2.00 V+Pozzolan 0.45 4,500 or Slag Project No. 06442-32-22 - 9 - November 23, 2015 7.2.4 Geocon Incorporated does not practice in the field of corrosion engineering. If improvements that could be susceptible to corrosion are planned, it is recommended that further evaluation by a corrosion engineer be performed. 7.3 Subdrains 7.3.1 No new subdrains are expected considering the limited fill depth that is planned for fine grading operations. 7.4 Grading Recommendations 7.4.1 Grading should be performed in accordance with the Recommended Grading Specifications contained in Appendix C. Where the recommendations of Appendix C conflict with this section of the report, the recommendations of this section take precedence. 7.4.2 Prior to commencing grading, a preconstruction conference should be held at the site with the owner or developer, grading contractor, civil engineer, and geotechnical engineer in attendance. Special soil handling and/or fine grading plans can be discussed at that time. 7.4.3 Grading should be performed in conjunction with the observation and compaction testing services of Geocon Incorporated. Fill soil should be observed on a full-time basis during placement and, tested to check in-place dry density and moisture content. 7.4.4 Site preparation should begin with the removal of all deleterious material and vegetation in areas of proposed grading. The depth of removal should be such that soil exposed in cut areas or soil to be used as fill is relatively free of organic matter. Material generated during stripping and/or site demolition should be exported from the site. 7.4.5 Loose or soft accumulated soils in the temporary detention basins will need to be removed and compacted prior to filling the basin. Abandoned storm drain pipes associated with the temporary basins should be removed and the resulting excavation backfilled in accordance with the recommendations presented herein. 7.4.6 Areas to receive fill should be scarified to a depth of at least 12 inches, moisture conditioned as necessary, and compacted to at least 90 percent relative compaction prior to placing additional fill. In areas where proposed cuts into existing fills are less than 12 inches, the resulting finish-grade soils should be scarified, moisture conditioned as necessary, and compacted to a minimum dry density of 90 percent of the laboratory maximum dry density. Near-surface soils may need to be processed to greater depths depending on the amount of drying or wetting that has occurred within the soils since the Project No. 06442-32-22 -10- November 23, 2015 initial sheet grading operations. The actual extent of remedial grading should be determined in the field by the geotechnical engineer or engineering geologist. Overly wet surficial soils, if encountered, will need to be removed to expose existing dense, moist compacted fill or granitic rock. The wet soils will require drying and/or mixing with drier soils to facilitate proper compaction. 7.4.7 After site preparation and removal of unsuitable soils as described above is performed, the site should then be brought to final subgrade elevations with structural fill compacted in layers. In general, soils native to the site are suitable for re-use as fill provided vegetation, debris and other deleterious matter are removed. Layers of fill should be no thicker than will allow for adequate bonding and compaction. Fill, including backfill and scarified ground surfaces, should be compacted to at least 90 percent of laboratory maximum dry density as determined by ASTM D 1557, at or slightly above optimum moisture content. The project geotechnical engineer may consider fill materials below the recommended minimum moisture content unacceptable and may require additional moisture conditioning prior to placing additional fill. 7.4.8 To reduce the potential for differential settlement, the cut portion of fill-cut transition areas should be over-excavated (undercut) a minimum of two feet below the lowest foundation element and replaced with compacted low expansive (Expansion Index [El] 50) soil fill I predominately consisting of 6-inch-minus rock. Undercutting should also be considered to facilitate excavation of proposed shallow utilities beneath the buildings. Where not restricted by property line or existing improvements, the undercut should extend at least five feet horizontally outside the limits of the building footprint area and isolated spread footings located outside the building limits, if applicable. 7.4.9 For exterior shallow utilities (i.e., storm drain, sewer, dry utilities, water) that may be located deeper than five feet within previously undercut areas or granitic rock exposed at grade following planned grading, consideration should be given to performing exploratory excavations to evaluate the rippablility characteristics of the bedrock. This work should be performed during grading operations. The need to undercut granitic rock within the utility corridors should be determined based on the findings of the exploratory trenching. The undercuts, if needed, should extend at least one foot below the deepest utility. The excavations should be replaced with soil fill with 6-inch-minus rock fragments. 7.4.10 Rocks greater than six inches in maximum dimension. should not be placed within three feet of finish grade. Rocks greater than 12 inches in maximum dimension should not be placed within the upper five feet of finish grade and three feet below the deepest utility. Placement of oversize rock should be performed in accordance with the recommendations Project No. 06442-32-22 - 11 - - November 23, 2015 in Appendix C. Some oversize rocks may need to be exported from the project due to limited fill volume. 7.4.11 We recommend that excavations be observed during grading by a representative of Geocon Incorporated to check that soil and geologic conditions do not differ significantly from those anticipated. 7.4.12 It is the responsibility of the contractor to ensure that all excavations and trenches are properly shored and maintained in accordance with applicable OSHA rules and regulations in order to maintain safety and maintain the stability of adjacent existing improvements. 7.4.13 Imported soils (if required), should consist of granular "very low" to "low" expansive soils (El <50). Prior to importing the soil, samples from proposed borrow areas should be obtained and subjected to laboratory testing to check if the material conforms to the recommended criteria. The import soil should be free of rock greater than six inches and construction debris. Laboratory testing typically takes up to four days to complete. The grading contractor needs to coordinate the laboratory testing into the schedule to provide sufficient time to allow for completion of testing prior to importing materials. 7.5 Slopes 7.5.1 Slope stability analyses were previously performed on the 2:1 slopes on the property for the overall Carlsbad Oaks North Business Park development (see referenced geotechnical reports). The deep-seated and surficial slope stability analyses where performed using the simplified Janbu analysis using average drained direct shear strength parameters based on laboratory tests performed during our previous geotechnical investigation. The results of the analysis indicate that cut and fill slopes have a factor-of-safety of at least 1.5 against deep seated and surficial instability for the slope heights proposed. 7.5.2 No new significant fill slopes are planned during this phase of grading. 7.5.3 All slopes should be landscaped with drought-tolerant vegetation having variable root depths and requiring minimal landscape irrigation. In addition, all slopes should be drained and properly maintained to reduce erosion. Slope planting should generally consist of drought tolerant plants having a variable root depth. Slope watering should be kept to a minimum to just support the plant growth. Project No. 06442-32-22 - 12 - November 23, 2015 7.6 Seismic Design Criteria 7.6.1 We used the computer program U.S. Seismic Design Maps, provided by the USGS. Table 7.6.1 summarizes site-specific design criteria obtained from the 2013 California Building Code (CBC; Based on the 2012 International Building Code [IBC] and ASCE 7- 10), Chapter 16 Structural Design, Section 1613 Earthquake Loads. The short spectral response uses a period of 0.2 second. The values presented in Table 7.6.1 are for the risk- targeted maximum considered earthquake (MCEg). Based on soil conditions and planned grading, the building structure should be designed using a Site Class D. We evaluated the Site Class based on the discussion in Section 1613.3.2 of the 2013 CBC and Table 20.3-1 of ASCE 7-10. TABLE 7.6.1 2013 CBC SEISMIC DESIGN PARAMETERS Parameter Value 2013 CBC Reference Site Class D Section 1613.3.2 NICER Ground Motion Spectral 1.033g Figure 1613.3.1(1) Response Acceleration - Class B (short), Ss NICER Ground Motion Spectral 0.402g Figure 1613.3.1(2) Response Acceleration - Class B (1 sec), 1 Site Coefficient, FA 1.087 Table 1613.3.3(1) Site Coefficient, Fv 1.598 Table 1613.3.3(2) Site Class Modified NICER Spectral 1.123g Section 1613.3.3 (Eqn 16-37) Response Acceleration (short), SMS Site Class Modified NICER Spectral 0.642g Section 1613.3.3 (Eqn 16-38) Response Acceleration (1 sec), SM! 5% Damped Design Spectral 0.748g Section 1613.3.4 (Eqn 16-39) Response Acceleration (short), SDS 5% Damped Design Spectral Response Acceleration (1 sec), S, 0.428g Section 1613.3.4 (Eqn 16-40) 7.6.2 Table 7.6.2 presents additional seismic design parameters for projects located in Seismic Design Categories of D through F in accordance with ASCE 7-10 for the mapped maximum considered geometric mean (MCEG). Project No. 06442-32-22 - 13 - November 23, 2015 TABLE 7.6.2 2013 CBC SEISMIC DESIGN PARAMETERS Parameter Site Class D ASCE 7-10 Reference Mapped MCE0 Peak Ground 0.391g Figure 22-7 Acceleration, PGA Site Coefficient, FPGA 1.109 Table 11.8-1 Site Class Modified MCEcj Peak Ground Acceleration, PGAM 0.434g Section 11.8.3 (Eqn 11.8-1) 7.6.3 Conformance to the criteria for seismic design does not constitute any guarantee or assurance that significant structural damage or ground failure will not occur in the event of a maximum level earthquake. The primary goal of seismic design is to protect life and not to avoid all damage, since such design may be economically prohibitive. 7.7 Foundation and Concrete Slab-On-Grade Recommendations 7.7.1 The project is suitable for the use of continuous strip footings, isolated spread footings, or appropriate combinations thereof, provided the preceding grading recommendations are followed. 7.7.2 The following recommendations are for the planned two-story structure and assume that the grading will be performed as recommended in this report. Continuous footings should be at least 12 inches wide and should extend at least 24 inches below lowest adjacent pad grade and be founded on properly compacted fill. Isolated spread footings should be at least two feet square, extend a minimum of 24 inches below lowest adjacent pad grade, and be founded on properly compacted fill. A typical footing dimension detail is presented on Figure 4. 7.7.3 The use of isolated footings, which are located beyond the perimeter of the building and support structural elements connected to the building, are not recommended. Where this condition cannot be avoided, isolated footings should be connected to the building foundation system with grade beams. 7.7.4 The project structural engineer should design the reinforcement for the footings. For continuous footings, however, we recommend minimum reinforcement consisting of four No. 5 steel reinforcing bars, two placed near the top of the footing and two placed near the bottom. The project structural engineer should design reinforcement of isolated spread footings. Project No. 06442-32-22 - 14 - November 23, 2015 7.7.5 The recommended allowable bearing capacity for foundations designed as recommended above is 2,500 pounds per square foot (psf) for foundations in properly compacted fill soil. This soil bearing pressure may be increased by 300 psf and 500 psf for each additional foot of foundation width and depth, respectively, up to a maximum allowable soil bearing of 4,000 psf. 7.7.6 The allowable bearing pressures recommended above are for dead plus live loads only and may be increased by up to one-third when considering transient loads such as those due to wind or seismic forces. 7.7.7 The estimated maximum total and differential settlement for the planned structure due to foundation loads is 1 inch and 3/4 inch, respectively over a span of 40 feet. 7.7.8 Building interior concrete slabs-on-grade should be at least five inches in thickness. Slab reinforcement should consist of No. 3 steel reinforcing bars spaced 18 inches on center in both directions placed at the middle of the slab. If the slabs will be subjected to heavy loads, consideration should be given to increasing the slab thickness and reinforcement. The project structural engineer should design interior concrete slabs-on-grade that will be subjected to heavy loading (i.e., fork lift, heavy storage areas). Subgrade soils supporting heavy loaded slabs should be compacted to at least 95 percent relative compaction. 7.7.9 The foundation design engineer should provide appropriate concrete mix design criteria I and curing measures to assure proper curing of the slab by reducing the potential for rapid moisture loss and subsequent cracking and/or slab curl. We suggest that the foundation I design engineer present the concrete mix design and proper curing methods on the I foundation plan. The foundation contractor should understand and follow the specifications presented on the foundation plan 7.7.10 A vapor retarder should underlie slabs that may receive moisture-sensitive floor coverings or may be used to store moisture-sensitive materials. The vapor retarder design should be consistent with the guidelines presented in the American Concrete Institute's (AC1) Guide for Concrete Slabs that Receive Moisture-Sensitive Flooring Materials (ACT 302.2R-06). In addition, the membrane should be installed in accordance with manufacturer's recommendations and ASTM requirements, and in a manner that prevents puncture. The project architect or developer should specify the type of vapor retarder used based on the type of floor covering that will be installed and if the structure will possess a humidity controlled environment. Project No. 06442-32-22 - 15- November 23, 2015 7.7.11 The project foundation engineer, architect, and/or developer should determine the thickness of bedding sand below the slab. Typically, 3 to 4 inches of sand bedding is used in the San Diego County area. Geocon should be contacted to provide recommendations if the bedding sand is thicker than 6 inches. 7.7.12 Exterior slabs not subject to vehicle loads should be at least 4 inches thick and reinforced with 6x6-W2.9/W2.9 (6x6-6/6) welded wire mesh or No. 3 reinforcing bars spaced at 24 inches on center in both directions to reduce the potential for cracking. The reinforcement should be placed in the middle of the slab. Proper positioning of reinforcement is critical to future performance of the slabs. The contractor should take extra measures to provide proper reinforcement placement. Prior to construction of slabs, the subgrade should be moisture conditioned to at least optimum moisture content and compacted to a dry density of at least 90 percent of the laboratory maximum dry density in accordance with ASTM 1557. 7.7.13 To control the location and spread of concrete shrinkage and/or expansion cracks, it is recommended that crack-control joints be included in the design of concrete slabs. Crack- control joint spacing should not exceed, in feet, twice the recommended slab thickness in inches (e.g., 10 feet by 10 feet for a 5-inch-thick slab). Crack-control joints should be created while the concrete is still fresh using a grooving tool or shortly thereafter using saw cuts. The structural engineer should take criteria of the American Concrete Institute into consideration when establishing crack-control spacing patterns. 7.7.14 Ancillary structures, such as Concrete Masonry Unit (CMU) wall enclosures, can be supported on conventional foundations bearing entirely on properly compacted fill. Based on as-graded conditions, we do not anticipate that these structures will be founded on granitic rock or fill/bedrock transitions. Footings for ancillary -structures should be at least 12 inches wide and extend at least 12 inches below lowest adjacent pad grade. The project structural engineer should design reinforcement of the foundations for these structures. The allowable soil bearing pressures presented in Section 7.8.5 are applicable for design of the foundation systems for ancillary structures. 7.7.15 The above foundation and slab-on-grade dimensions and minimum reinforcement recommendations are based upon soil conditions only, and are not intended to be used in lieu of those required for structural purposes. The project structural engineer should design actual concrete reinforcement. Project No. 06442-32-22 - 16- November 23, 2015 I 7.7.16 No special subgrade presaturation is deemed necessary prior to placement of concrete. However, the slab and foundation subgrade should be moisture conditioned as necessary to I maintain a moist condition as would be expected in any concrete placement. I 7.7.17 The recommendations of this report are intended to reduce the potential for cracking of slabs due to expansive soil (if present), differential settlement of existing soil or soil with varying thicknesses. However, even with the incorporation of the recommendations presented herein, foundations, stucco walls, and slabs-on-grade placed on such conditions may still exhibit some cracking due to soil movement and/or shrinkage. The occurrence of I concrete shrinkage cracks is independent of the supporting soil characteristics. Their occurrence may be reduced and/or controlled by limiting the slump of the concrete, proper concrete placement and curing, and by the placement of crack control joints at periodic I intervals, in particular, where re-entrant slab corners occur. 7.7.18 Geocon Incorporated should be consulted to provide additional design parameters as I required by the structural engineer. 7.7.19 Foundation excavations should be observed by the geotechnical engineer (a representative of Geocon Incorporated) prior to the placement of reinforcing steel and concrete to check that the exposed soil conditions are consistent with those anticipated and that footings have been extended to appropriate bearing strata. If unanticipated soil conditions are encountered, foundation modifications may be required. 7.8 Preliminary Pavement Recommendations - Rigid 7.8.1 The following preliminary pavement design sections are based on our experience with soil conditions within the surrounding area and previous laboratory resistance value (R-Value) testing performed throughout the Carlsbad Oaks North Business Park development. The preliminary sections presented herein are for budgetary estimating purposes only and are not for construction. An R-Value of 35 has been assumed. The final pavement sections will be provided after the grading operations are completed, subgrade soils are exposed and laboratory R-Value testing is performed on the subgrade soils. 7.8.2 The preliminary pavement section recommendations are for areas that will be used as passenger vehicle parking and, car/light truck and heavy truck driveways. We evaluated the rigid pavement sections consisting of Portland cement concrete (PCC) are based on methods suggested by the American Concrete Institute Guide for Design and Construction of Concrete Parking Lots (ACI 330R-08). The structural sections presented herein are in Project No. 06442-32-22 - 17 - November 23, 2015 accordance with City of Carlsbad minimum requirements for private commercial/industrial developments. Table 7.8 summarizes preliminary pavement sections. TABLE 7.8 PRELIMINARY PAVEMENT DESIGN SECTIONS Location PCC Section (inches) Automobile Parking 5.0 Automobile/Light truck Driveways 6.0 Heavy /Trash Truck Driveways/Fire Lane 7.0 Heavy Truck Loading Apron [E= 7.0 Trash enclosure apron 75* *City of Carlsbad minimums for Private Commercial/Industrial developments. 7.8.3 We used the following parameters in design of the PCC pavement: Modulus of subgrade reaction, k = 200 pci* Modulus of rupture for concrete, MR = 500 psi Traffic Category = A;B, and C Average daily truck traffic, ADTT =10 (Cat A) and 25 (Cat B), 700 (Cat C) Reinforcing: No. 3 bars placed 24 inches O.C. each way and placed at center of slab. *pci = pounds per cubic inch. = pounds per square inch. 7.8.4 Prior to placing PCC pavement, subgrade soils should be scarified, moisture conditioned and compacted to a dry density of at least 95 percent of the laboratory maximum dry density near or slightly above optimum moisture content in accordance with ASTM D 1557. The depth of compaction should be at least 12 inches. 7.8.5 - Loading aprons such as trash bin enclosures, loading docks and heavy truck areas should utilize Portland cement concrete as presented in Table 7.8 above and reinforced as recommend in Section 7.8.3. The concrete loading area should extend out such that both the front and rear wheels of the truck will be located on reinforced concrete pavement when loading and unloading. . 7.8.6 A thickened edge or integral curb should be constructed on the outside of concrete (PCC) slabs subjected to wheel loads. The thickened edge should be 1.2 times the slab thickness or a minimum thickness of two inches, whichever results in a thicker edge, at the slab edge Project No. 06442-32-22 - 18 - November 23, 2015 I and taper back to the recommended slab thickness three feet behind the face of the slab (e.g., a 7-inch-thick slab would have a 9-inch-thick edge). 7.8.7 To control the location and spread of concrete shrinkage cracks, crack-control joints I (weakened plane joints) should be included in the design of the concrete pavement slab. Crack-control joints should not exceed 30 times the slab thickness with a maximum spacing of 15 feet (e.g., a 7-inch-thick slab would have a 15-foot spacing pattern) and should be sealed with an appropriate sealant to prevent the migration of water through the control joint to the subgrade materials. The depth of the crack-control joints should be determined by the referenced ACI report. 7.8.8 To provide load transfer between adjacent pavement slab sections, a butt-type construction I joint should be constructed. The butt-type joint should be thickened by at least 20 percent at the edge and taper back at least 4 feet from the face of the slab. The project structural engineer should be consulted to provide other alternative recommendations for load I transfer (i.e., dowels). I 7.8.9 The performance of pavement is highly dependent on providing positive surface drainage away from the edge of the pavement. Ponding of water on or adjacent to the pavement will likely result in pavement distress and subgrade failure. Drainage from landscaped areas I should be directed to controlled drainage structures. Landscape areas adjacent to the edge of asphalt pavements are not recommended due to the potential for surface or irrigation I water to infiltrate the underlying permeable aggregate base and cause distress. Where such a condition cannot be avoided, consideration should be given to incorporating measures that will significantly reduce the potential for subsurface water migration into the aggregate I base. If planter islands are planned, the perimeter curb should extend at least six inches into the subgrade soils. 7.9 Retaining Walls and Lateral Loads Recommendations 7.9.1 Retaining walls not restrained at the top and having a level backfill surface should be designed for an active soil pressure equivalent to the pressure exerted by a fluid density of 35 pounds per cubic foot (pcf). Where the backfill will be inclined at no steeper than 2.0 to 1.0, an active soil pressure of 50 pcf is recommended. These soil pressures assume that the backfill materials within an area bounded by the wall and a 1:1 plane extending upward from the base of the wall possess an Expansion Index of 50 or less. Selective grading will be required to provide soil with an El of 50 or less for wall backfill. Geocon Incorporated should be consulted for additional recommendations if backfill materials have an Expansion Index greater than 50. Project No. 06442-32-22 _19 - November 23, 2015 7.9.2 Where walls are restrained from movement at the top, an additional uniform pressure of 8H psf (where H equals the height of the retaining wall portion of the wall in feet) should be added to the active soil pressure where the wall possesses a height of 8 feet or less and 12H where the wall is greater than 8 feet. For retaining walls subject to vehicular loads within a horizontal distance equal to two-thirds the wall height, a surcharge equivalent to two feet of fill soil should be added (soil total unit weight 130 pcf). 7.9.3 Soil contemplated for use as retaining wall backfill, including import materials, should be identified in the field prior to backfill. At that time Geocon Incorporated should obtain samples for laboratory testing to evaluate its suitability. Modified lateral earth pressures may be necessary if the backfill soil does not meet the required expansion index or shear strength. City or regional standard wall designs, if used, are based on a specific active lateral earth pressure and/or soil friction angle. In this regard, on-site soil to be used as backfill may or may not meet the values for standard wall designs. Geocon Incorporated should be consulted to assess the suitability of the on-site soil for use as wall backfill if standard wall designs will be used. 7.9.4 Unrestrained walls will move laterally when backfilled and loading is applied. The amount of lateral deflection is dependent on the wall height, the type of soil used for backfill, and loads acting on the wall. The wall designer should provide appropriate lateral deflection quantities for planned retaining walls structures, if applicable. These lateral values should be considered when planning types of improvements above retaining wall structures. 7.9.5 Retaining walls should be provided with a drainage system adequate toprevent the buildup of hydrostatic forces and should be waterproofed as required by the project architect. The use of drainage openings through the base of the wall (weep holes) is not recommended where the seepage could be a nuisance or otherwise adversely affect the property adjacent to the base of the wall. The above recommendations assume a properly compacted granular (El 50) free-draining backfill material with no hydrostatic forces or imposed surcharge load. A typical retaining wall drainage detail is presented on Figure 5. If conditions different than those described are expected, or if specific drainage details are desired, Geocon Incorporated should be contacted for additional recommendations. 7.9.6 In general, wall foundations having a minimum depth and width of 1 foot may be designed for an allowable soil bearing pressure of 2,000 psf, provided the soil within three feet below the base of the wall has an Expansion Index < 90. The recommended allowable soil bearing pressure may be increased by 300 psf and 500 psf for each additional foot of foundation width and depth, respectively, up to a maximum allowable soil bearing pressure of 4,000 psf. Project No. 06442-32-22 -20 - November 23, 2015 7.9.7 The proximity of the foundation to the top of a slope steeper than 3:1 could impact the allowable soil bearing pressure. Therefore, Geocon Incorporated should be consulted where such a condition is anticipated. As a minimum, wall footings should be deepened such that the bottom outside edge of the footing is at least seven feet from the face of slope when located adjacent and/or at the top of descending slopes. 7.9.8 The structural engineer should determine the seismic design category for the project in accordance with Section 1613 of the CBC. If the project possesses a seismic design category of D, E, or F, retaining walls that support more than 6 feet of backfill should be designed with seismic lateral pressure in accordance with Section 18.3.5.12 of the 2013 CBC. The seismic load is dependent on the retained height where H is the height of the wall, in feet, and the calculated loads result in pounds per square foot (psf) exerted at the base of the wall and zero at the top of the wall. A seismic load of 19H should be used for design. We used the peak ground acceleration adjusted for Site Class effects, PGAM, of 0.434g calculated from ASCE 7-10 Section 11.8.3 and applied a pseudo-static coefficient of 0.33. 7.9.9 For resistance to lateral loads, a passive earth pressure equivalent to a fluid density of 300 pcf is recommended for footings or shear keys poured neat against properly compacted granular fill soils or undisturbed formation materials. The passive pressure assumes a horizontal surface extending away from the base of the wall at least five feet or three times the surface generating the passive pressure, whichever is greater. The upper 12 inches of material not protected by floor slabs or pavement should not be included in the design for lateral resistance. Where walls are planned adjacent to and/or on descending slopes, a passive pressure of 150 pcf should be used in design. 7.9.10 An allowable friction coefficient of 0.40 may be used for resistance to sliding between soil and concrete. This friction coefficient may be combined with the passive earth pressure when determining resistance to lateral loads. 7.9.11 The recommendations presented above are generally applicable to the design of rigid concrete or masonry retaining walls having a maximum height of 12 feet. In the event that walls higher than 12 feet are planned, Geocon Incorporated should be consulted for additional recommendations. 7.10 Infiltration Basins and Bioswales 7.10.1 At the completion of grading the site will be underlain by compacted fill and/or dense granitic bedrock. It is our opinion that infiltrating storm water runoff into compacted fill Project No. 06442-32-22 -21 - November 23, 2015 areas increases the risk for compression-related settlement and distress to the surrounding improvements. Infiltrating into the bedrock increases the risk for seepage migration and groundwater related impacts. 7.10.2 Any basins, bioswales and bio-remediation areas should be designed by the project civil engineer and reviewed by Geocon Incorporated. Typically, bioswales consist of a surface layer of vegetation underlain by clean sand. A subdrain should be provided beneath the sand layer. Prior to discharging into the storm drain pipe, a seepage cutoff wall should be constructed at the interface between the subdrain and storm dram pipe. The concrete cut-off wall should extend at least 6-inches beyond the perimeter of the gravel-packed subdrain system. 7.10.3 Distress may be caused to planned improvements and properties located hydrologically downgradient or adjacent to these devices. The distress depends on the amount of water to be detained, its residence time, soil permeability, and other factors. We have not performed a hydrogeology study at the site. Downstream and adjacent properties may be subjected to seeps, springs, slope instability, raised groundwater, movement of foundations and slabs, or other impacts as a result of water infiltration. Due to site soil and geologic conditions, permanent bioswales and bio-remediation' areas should be lined with an impermeable barrier, such as a thick visqueen, to prevent water infiltration in to the underlying compacted fill. Temporary detention basins in areas where improvements have not been constructed do not need to be lined. 7.10.4 The landscape architect should be consulted to provide the appropriate plant recommendations. If drought resistant plants are not used, irrigation may be required. 7.11 Site Drainage and Moisture Protection 7.11.1 Adequate site drainage is critical to reduce the potential for differential soil movement, erosion and subsurface seepage. Under no circumstances should water be allowed to pond adjacent to footings. The site should be graded and maintained such that surface drainage is directed away from structures in accordance with 2013 CBC 1804.3 or other applicable standards. In addition, surface drainage should be directed away from the top of slopes into swales or other controlled drainage devices. Roof and pavement drainage should be directed into conduits that carry runoff away from the proposed structure. 7.11.2 In the case of basement walls or building walls retaining landscaping areas, a water- proofing system should be used on the wall and joints, and a Miradrain drainage panel (or Project No. 06442-32-22 -22 - November 23, 2015 similar) should be placed over the waterproofing. The project architect or civil engineer should provide detailed specifications on the plans for all waterproofing and drainage. 7.11.3 Underground utilities should be leak free. Utility and irrigation lines should be checked periodically for leaks, and detected leaks should be repaired promptly. Detrimental soil movement could occur if water is allowed to infiltrate the soil for prolonged periods of time. 7.12 Slope Maintenance 7.12.1 Slopes that are steeper than 3:1 (horizontal: vertical) may, under conditions that are both difficult to prevent and predict, be susceptible to near-surface (surficial) slope instability. The instability is typically limited to the outer 3 feet of a portion of the slope and usually does not directly impact the improvements on the pad areas above or below the slope. The occurrence of surficial instability is more prevalent on fill slopes and is generally preceded by a period of heavy rainfall, excessive irrigation, or the migration of subsurface seepage. The disturbance and/or loosening of the surficial soils, as might result from root growth, soil expansion, or excavation for irrigation lines and slope planting, may also be a significant contributing factor to surficial instability. It is therefore recommended that, to the maximum extent practical: (a) disturbed/loosened surficial soils be either removed or properly recompacted, (b) irrigation systems be periodically inspected and maintained to eliminate leaks and excessive irrigation, and (c) surface drains on and adjacent to slopes be periodically maintained to preclude ponding or erosion. Although the incorporation of the above recommendations should reduce the potential for surficial slope instability, it will not eliminate the possibility and, therefore, it may be necessary to rebuild or repair a portion of the project's slopes in the future. 7.13 Grading, Foundation, and Retaining Wall Plan Review 7.13.1 The geotechnical engineer and engineering geologist should review the grading, foundation and retaining wall plans prior to final City submittal to check their compliance with the recommendations of this report and to determine the need for additional comments, recommendations and/or analysis. Project No. 06442-32-22 -23 - November 23, 2015 LIMITATIONS AND UNIFORMITY OF CONDITIONS The firm that performed the geotechnical investigation for the project should be retained to provide testing and observation services during construction to provide continuity of geotechnical interpretation and to check that the recommendations presented for geotechnical aspects of site development are incorporated during site grading, construction of improvements, and excavation of foundations. If another geotechnical firm is selected to perform the testing and observation services during construction operations, that firm should prepare a letter indicating their intent to assume the responsibilities of project geotechnical engineer of record. A copy of the letter should be provided to the regulatory agency, for their records. In addition, that firm should provide revised recommendations concerning the geotechnical aspects of the proposed development, or a written acknowledgement of their concurrence with the recommendations presented in our report. They should also perform additional analyses deemed necessary to assume the role of Geotechnical Engineer of Record. 2. The recommendations of this report pertain only to the site investigated and are based upon the assumption that the soil conditions do not deviate from those disclosed in the investigation. If any variations or undesirable conditions are encountered during construction, or if the proposed construction will differ from that anticipated herein, Geocon Incorporated should be notified so that supplemental recommendations can be given. The evaluation or identification of the potential presence of hazardous or corrosive materials was not part of the scope of services provided by Geocon Incorporated. 3 This report is issued with the understanding that it is the responsibility of the owner, or of his representative, to ensure that the information and recommendations contained herein are brought to the attention of the architect and engineer for the project and incorporated into the plans, and that the necessary steps are taken to see that the contractor and subcontractors carry out such recommendations in the field. rI The fmdings of this report are valid as of the present date. However, changes in the conditions of a property can occur with the passage of time, whether they are due to natural processes or the works of man on this or adjacent properties. In addition, changes in - applicable or appropriate standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and should not be relied upon after a period of three years. Project No. 06442-32-22 November 23, 2015 I THE GEOGRAPHICAL INFORMATION MADE AVAILABLE FOR DISPLAY WAS PROVIDED BY GOOGLE EARTH. SUBJECT TO A LICENSING AGREEMENT. THE INFORMATION IS FOR ILLUSTRATIVE PURPOSES ONLY; IT IS I NOT INTENDED FOR CLIENTS USE OR RELIANCE AND SHPLL NOT BE REPRODUCED BY CLIENT. CLIENT J J SHALL INDEMNIFY, DEFEND AND HOLD HARMLESS GEOCI FROM ANY LIABILITY INCURRED AS RESULT OF SUCH USE OR RELIANCE BY CLIENT. NO SCALE VICINITY MAP Q:::,c1 'ORPORAED GEOTECHNICAL a ENVIRONMENTAL a MATERIALS 6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121- 2974 PHONE 358 558-6900 - FAX 858 558-6159 EA I CW 1 -1 DSK/GTYPD HIGH - TECH CARLSBAD OAKS NORTH BUSINESS PARK - LOTS 18 AND 19 CARLSBAD, CALIFORNIA DATE 11-23-2015 PROJECTNO.06442-32-22 FIG. 1 Plotted: 1 r212015 8:36AM I By-JONATHAN WiLKINS I File Locatlon:Y:IPR0JECTS\06442-32-22 HME-Lots 18&1910ETA1LS106442-32-22 VlnityMap.dwg 72 TC F478 1 £NI ff TVTT} \ \ V I g ______496.58 FS I 491 I o .00 TW 4Y/.jur 4 .86 BW 0.90 FS 3 491. og-VS 494-00 F$ 493X FS 49 FS FS 490.27 FF 490.35 FF F48E3 40r co TR4-1 491.50 TC 491. 100 CD RAMP LOT 20 8 OSED 2 STORY N* 491 50 TC 490 ~92.80 FF 491.00 FS TC 4931 492 FS S CV 19 4. :57i :: 3. FS 4920 FS 493.87 FS LOT 19 /81 \ 14881 fPMEN 484. 492 84 TC FS '..$ 494 57 ;C1 44.07 FS1 -494. 7 I /9149 FS 00 490 TC 492.48 TO 4911.98 FS N 492 5 F / 49I15 F / FS 492 :: / / _____ N L OTi 8 492 9497 491 49 485.7 F461 HP 174-89-1 490.13 4-90.35 FF 491-75 TC \\ 4877 FFF 779 QC p490.5 F 490.79FF I 4.79 C r496 2 . F, S 491.15 FS FS Qn 71 490N42g FS 9 S /QU / // g /490.79 FF / / Of C 49278 FE FS- I I I 1 " 922154.50 TC 490.99 FF TC 92.54 F 484,86 FG 492. Mal Ole 00 /492.00 49 F 5. rF 1. .... -/ ~ I , I I 920 9 T-7 492 26 S 9OTC 42 FS I J FS 1' / 487.32 _\\ 4 .56 8098E LO - - - / 9 1 50 OOTC T17 - (482 77u 8183 FL (4 FS) 2 T) / 1 (48214 GUT) / C / / W I / , RW W / RW / 11R N9 28OW RV / R RWPROJEcT BO ARY (4 :NN 2' /Kgr N BASIS OF 8EARIINGS WHIPTAIL LOOP L GEOCON LEGEND Qcf (See GeocorT Inc. Report Dated December 11 2007; Project Number 06442-32-13) - Quc ........ COMPACTED FILL IN UNDERCUT AREAS Kgr ....GRANITIC ROCK (Dotted Where Buried) .APPROX. LOCATION OF EXISTING CANYON SUBDRAINS STRIKE AND DIP OF JOINT 34 ...... see ..INACTIVE FAULT/FRACTURE c" (Dotted Where Concealed; Queried Where Uncertain) A 0' 40' 80' 120' 160' APPROX. ELEVATION OF SUBDRAIN SCALE 1 "= 40' r-4-3-1--1. ....... APPROX BOTTOM ELEVATION OF COMPACTED FILL GEOLOGIC MAPI2 ... APPROX. LOCATION OF INFILTRATION TEST; BORING HIGH - TECH 15 ..........APPROX. LOCATION OF INFILTRATION TEST; TRENCH EXCAVATION CARLSBAD OAKS NORTH BUSINESS PARK LOTS 18 AND 19 -~ F 485* 7 11 FS 8 ~548 SF- 48 C)o 9 L\2 4,1 /..........APPROX. LOCATION OF GEOLOGIC CONTACT CARLSBAD, CALIFORNIA , SCALE 1" = 40' DATE 11-23-2015 APPROX. LIMITS OF BUILDING PAD THAT MAY REQUIRE UNDERCUT GE _j _i t.J.LN _________________________________ INCORPORATED "./ PROJECT NO. 06442-32-22 FIGURE GEOTECHNICALU ENVIRONMENTAL• MATERIALS 6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121- 2974 PHONE 858 558-6900 - FAX 858 558-6159 SHEET 1 OF pinffM1 I /flIs 9-47AM I RU-JONATHAN WILKINS I File Localion:Y:\PROJECTS\06442-32-22 HME-Lots 18&19\SHEETS\06442-32-22 MP.dWg CONCRETE SLAB PAD GRADE SAND AND VAPOR / RETARDER IN-' ACCORDANCE WITH ACI . k . "0. OW 00 4'. . ...... tL FOOTING WIDTH CONCRETE SLAB ru SAND AND VAPOR RETARDERIN ACCORDANCE 00 :•• •- -..- FOOTING WIDTH *SEE REPORT FOR FOUNDATION WIDTH AND DEPTH RECOMMENDATION NO SCALE I WALL / COLUMN FOOTING DIMENSION DETAIL I GEOCON INC ..EPO It- ATED GEOTECHNICAL. ENVIRONMENTAL • MATERIALS 6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121- 2974 PHONE 858 558-6900 - FAX 858 558-6159 EA/CW . DSK/GTYPD Plnffarl'll MOM S R14AU I R,.- IOWATI.1APd mu 1(11,30 I H. I HIGH - TECH CARLSBAD OAKS NORTH BUSINESS PARK - LOTS 18 AND 19 CARLSBAD, CALIFORNIA I DATE 11-23-2015 I PROJECT NO. 06442 - 32 - 22 1 FIG.4 PRWbCT5\06442-32-22 lIME-Lots 18&191DETAJLS\Wall-Cotumn Footing Dimension Detail (COLFOOT2)dwg CONCRETE BROWOITCH 7 GROUND SURFACE PROPOSED - ( RETAINING WALL _ PROPERLY COMPACTED / BACKFILL TEMPORARY BACKCUT WATER PROOFING / PER OSHA PER ARCHITECT : 2/3 H - . MIRAFI 140N FILTER FABRIC I (OR EQUIVALENT) - OPEN GRADED GROUND SURFACE - ............ 1" MAX. AGGREGATE FOOTING 4 DIA. PERFORATED SCHEDULE 40 PVC PIPE EXTENDED TO 1 IY' APPROVED OUTLET 12 PROPOSED CONCRETE BIRD DITCH RETAINING WALL - 2/3 H FOOTING SURFACE WATER PROOFING ARCHITECT DRAINAGE PANEL - (MIRADRAIN 6000 OR EQUIVALENT) 12—I 314 CRUSHED ROCK (1 CU.FTJFT.) FILTER FABRIC ENVELOPE f MIRAFI 140N OR .-:- EQUIVALENT 7 4 DIA. SCHEDULE 40 PERFORATED PVC PIPE OR TOTAL DRAIN EXTENDED TO APPROVED OUTLET PROPOSED CONCRETE BROWDITCH RETAINING WALL 2/3 H FOOTING SURFACE WATER PROOFING PER ARCHITECT DRAINAGE PANEL (MIRADRAIN 6000 OR EQUIVALENT) 4 DIA. SCHEDULE 40 PERFORATED PVC PIPE OR TOTAL DRAIN EXTENDED TO APPROVED OUTLET NOTE: DRAIN SHOULD BE UNIFORMLY SLOPED TO GRAVITY OUTLET OR TO A SUMP WHERE WATER CAN BE REMOVED BY PUMPING NO SCALE I I TYPICAL RETAINING WALL DRAIN DETAIL I INCORP-O:RAT1!ID GEOTECHNICALU ENVIRONMENTAL. MATERIALS 6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121- 2974 PHONE 858 558-6900 - FAX 858 558-6159 EAICW DSK/GTYPD HIGH - TECH CARLSBAD OAKS NORTH BUSINESS PARK - LOTS 18 AND 19 CARLSBAD, CALIFORNIA DATE 11-23-2015 PROJECT NO. 06442-32-22 FIG.5 Plotted:11/23/2015 6:37AM I ByJONATHAN WILKINS I File Location:Y:IPROJECTS\06442-32-22 HME-Lots 18&19\DETAILSTypIcaI Retaining Wail Drainage Detail (RWDD7A).dwg NOWN FW" IF 5 1 M I " Ell 503 APPENDIX A INFILTRATION TESTING We performed infiltration testing between August 26 and October 1, 2015, to evaluate storm water infiltration feasibility. The approximate locations of the test areas are shown on Figure 2. We performed the testing in bore holes drilled with a CME-85 drill rig equipped with 8-inch hollow stem augers. For the drilled bore holes, we used an Aardvark Permeameter, (a constant head permeameter) to evaluate the hydraulic conductivity. Trenches were also excavated in the compacted fill and granitic rock for testing. The trenches were pre-soaked approximately 24 hours prior to start of infiltration testing. For the open trenches and after cleaning/removing of mud, we refilled the trenches with water and performed, in general, a falling head test method to check the infiltration rates. The unfactored average infiltration values are presented in the table below. The design engineer should incorporate an appropriate factor of safety to the unfactored values for use in design of the planned LID systems. INFILTRATION TEST RESULTS Infiltration Test No. Approximate Depth of Drilled Hole/Trench Excavation Hydraulic Conductivity/Infiltration Rate_(inlhr) Medium Tested I-i 9.5 feet 0.0000 Granitic Rock 1-2 19.5 feet 0.0000 Granitic Rock 1-3 11 feet* 0.1590 Granitic Rock 1-4 3 feet* 0.6910 Compacted Fill I-S 3 feet* 0.2850 Compacted fill *Tested zone was approximately two feet in height at trench test areas. Project No. 06442-32-22 November 23, 2015 Ifflom a", APPENDIX B SELECTED LABORATORY TEST RESULTS PERFORMED BY GEOCON INCORPORATED (2007) FOR HIGH-TECH CARLSBAD OAKS NORTH BUSINESS PARK LOTS I8 AND I9 CARLSBAD, CALIFORNIA PROJECT NO. 06442-32-22 APPENDIX B SELECTED LABORATORY TEST RESULTS We performed laboratory tests in accordance with test methods of American Society for Testing and Materials (ASTM) or other accepted procedures. We tested selected soil samples obtained during the grading of Carlsbad Oaks North Business Park - Phase 2 development for their maximum dry density and optimum moisture content, shear strength, expansion index and water-soluble sulfate. The results of our laboratory tests are presented on Tables B-I through B-N. TABLE B-I SUMMARY OF LABORATORY MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT TEST RESULTS ASTM D 1557 Proctor Curve No. . Source and Description Maximum Dry Density (pci) Optimum Moisture Content (%) 1 Grayish brown, Silty, fine to medium SAND, with trace gravel 133.3 7.4 2 Dark reddish brown, Silty, fine to medium SAND 134.9 7.4 3 Brown, Silty, fine to coarse SAND, with trace clay 129.7 9.3 4 Dark brown, Silty, fine to coarse SAND, with trace gravel 129.1 9.4 5 Dark brown, Silty, fine to medium SAND, with trace gravel 132.8 8.8 6 Dark brown, Silty, fine to coarse SAND, with trace gravel 132.2 8.4 TABLE B-Il SUMMARY OF LABORATORY DIRECT SHEAR TEST RESULTS AASHTO T236 Sample No.* Dry Density (PC') Moisture Content (%) Unit Cohesion (psi) Angle of Shear Resistance (degrees) 1 120.2 11.8 500 35 2 122.0 1 7.0 715 1 33 3 117.2 18.8 545 37 *Samples were remolded to approximately 90 percent of maximum dry density at near optimum moisture content. Project No. 06442-32-22 - B-1 - November 23, 2015 TABLE B-Ill SUMMARY OF LABORATORY EXPANSION INDEX TEST RESULTS ASTM D 4829 Sample No. (Lot No. and Location) Moisture Content (°') Dry Density (pci) Expansion Index Expansion Classification Before Test After Test El-b (Lot 18 East) 7.6 12.5 118.1 0 Very Low El- 11 (Lot 18Central) 7.4 12.0 118.9 0 Very Low El- 12 (Lot 18 West) 7.6 13.5 117.3 0 Very Low EI-28 (Lot 19 East) 7.6 12.4 118.7 0 Very Low EI-29 (Lot 19 Central) 7.2 13.4 117.9 0 Very Low EI-30(Lot 19 West) 7.4 13.3 117.7 1 0 Very Low TABLE B-IV SUMMARY OF LABORATORY WATER-SOLUBLE SULFATE TEST RESULTS CALIFORNIA TEST NO. 417 Sample No. (Lot No.) Water-Soluble Sulfate (%) Sulfate Exposure El-b (Lot 18 East) 0.007 Negligible El- il (Lot 18 Central) 0.012 Negligible EI-12 (Lot 18 West) 0.011 Negligible EI-28 (Lot 19 East) 0.019 Negligible EI-29 (Lot 19 Central) 0.005 Negligible EI-30 (Lot 19 West) 0.006 Negligible Project No.06442-32-22 - B-2 - November 23, 2015 APPENDIX C RECOMMENDED GRADING SPECIFICATIONS FOR HIGH-TECH CARLSBAD OAKS NORTH BUSINESS PARK LOTS 18 AND 19 CARLSBAD, CALIFORNIA PROJECT NO. 06442-32-22 RECOMMENDED GRADING SPECIFICATIONS 1. GENERAL 1.1 These Recommended Grading Specifications shall be used in conjunction with the Geotechnical Report for the project prepared by Geocon. The recommendations contained in the text of the Geotechnical Report are a part of the earthwork and grading specifications and shall supersede the provisions contained hereinafter in the case of conflict. 1.2 Prior to the commencement of grading, a geotechnical consultant (Consultant) shall be employed for the purpose of observing earthwork procedures and testing the fills for substantial conformance with the recommendations of the Geotechnical Report and these specifications. The Consultant should provide adequate testing and observation services so that they may assess whether, in their opinion, the work was performed in substantial conformance with these specifications. It shall be the responsibility of the Contractor to assist the Consultant and keep them apprised of work schedules and changes so that personnel may be scheduled accordingly. 1.3 It shall be the sole responsibility of the Contractor to provide adequate equipment and methods to accomplish the work in accordance with applicable grading codes or agency ordinances, these specifications and the approved grading plans. If, in the opinion of the Consultant, unsatisfactory conditions such as questionable soil materials, poor moisture condition, inadequate compaction, and/or adverse weather result in a quality of work not in conformance with these specifications, the Consultant will be empowered to reject the work and recommend to the Owner that grading be stopped until the unacceptable conditions are corrected. 2. DEFINITIONS 2.1 Owner shall refer to the owner of the property or the entity on whose behalf the grading work is being performed and who has contracted with the Contractor to have grading performed. 2.2 Contractor shall refer to the Contractor performing the site grading work. 2.3 Civil Engineer or Engineer of Work shall refer to the California licensed Civil Engineer or consulting firm responsible for preparation of the grading plans, surveying and verifying as-graded topography. 2.4 Consultant shall refer to the soil engineering and engineering geology consulting firm retained to provide geotechnical services for the project. GI rev. 07/2015 2.5 Soil Engineer shall refer to a California licensed Civil Engineer retained by the Owner, who is experienced in the practice of geotechnical engineering. The Soil Engineer shall be responsible for having qualified representatives on-site to observe and test the Contractor's work for conformance with these specifications. 2.6 Engineering Geologist shall refer to a California licensed Engineering Geologist retained by the Owner to provide geologic observations and recommendations during the site grading. 2.7 Geotechnical Report shall refer to a soil report (including all addenda) which may include a geologic reconnaissance or geologic investigation that was prepared specifically for the development of the project for which these Recommended Grading Specifications are intended to apply. 3. MATERIALS 3.1 Materials for compacted fill shall consist of any soil excavated from the cut areas or imported to the site that, in the opinion of the Consultant, is suitable for use in construction of fills. In general, fill materials can be classified as soil fills, soil-rock fills or rock fills, as defined below. 3.1.1 Soil fills are defined as fills containing no rocks or hard lumps greater than 12 inches in maximum dimension and containing at least 40 percent by weight of material smaller than 3/4 inch in size. 3.1.2 Soil-rock fills are defined as fills containing no rocks or hard lumps larger than 4 feet in maximum dimension and containing a sufficient matrix of soil fill to allow for proper compaction of soil fill around the rock fragments or hard lumps as specified in Paragraph 6.2. Oversize rock is defined as material greater than 12 inches. 3.1.3 Rock fills are defined as fills containing no rocks or hard lumps larger than 3 feet in maximum dimension and containing little or no fines. Fines are defined as material smaller than 1/4 inch in maximum dimension. The quantity of fines shall be less than approximately 20 percent of the rock fill quantity. 3.2 Material of a perishable, spongy, or otherwise unsuitable nature as determined by the Consultant shall not be used in fills. 3.3 Materials used for fill, either imported or on-site, shall not contain hazardous materials as defined by the California Code of Regulations, Title 22, Division 4, Chapter 30, Articles 9 GI rev. 07/2015 and 10; 40CFR; and any other applicable local, state or federal laws. The Consultant shall not be responsible for the identification or analysis of the potential presence of hazardous materials. However, if observations, odors or soil discoloration cause Consultant to suspect the presence of hazardous materials, the Consultant may request from the Owner the termination of grading operations within the affected area. Prior to resuming grading operations, the Owner shall provide a written report to the Consultant indicating that the suspected materials are not hazardous as defined by applicable laws and regulations. 3.4 The outer 15 feet of soil-rock fill slopes, measured horizontally, should be composed of properly compacted soil fill materials approved by the Consultant. Rock fill may extend to the slope face, provided that the slope is not steeper than 2:1 (horizontal: vertical) and a soil layer no thicker than 12 inches is track-walked onto the face for landscaping purposes. This procedure may be utilized provided it is acceptable to the governing agency, Owner and Consultant. 3.5 Samples of soil materials to be used for fill should be tested in the laboratory by the Consultant to determine the maximum density, optimum moisture content, and, where appropriate, shear strength, expansion, and gradation characteristics of the soil. 3.6 During grading, soil or groundwater conditions other than those identified in the Geotechnical Report may be encountered by the Contractor. The Consultant shall be notified immediately to evaluate the significance of the unanticipated condition. 4. CLEARING AND PREPARING AREAS TO BE FILLED 4.1 Areas to be excavated and filled shall be cleared and grubbed. Clearing shall consist of complete removal above the ground surface of trees, stumps, brush, vegetation, man-made structures, and similar debris. Grubbing shall consist of removal of stumps, roots, buried logs and other unsuitable material and shall be performed in areas to be graded. Roots and other projections exceeding 11/2 inches in diameter shall be removed to a depth of 3 feet below the surface of the ground. Borrow areas shall be grubbed to the extent necessary to provide suitable fill materials. 4.2 Asphalt pavement material removed during clearing operations should be properly disposed at an approved off-site facility or in an acceptable area of the project evaluated by Geocon and the property owner. Concrete fragments that are free of reinforcing steel may be placed in fills, provided they are placed in accordance with Section 6.2 or 6.3 of this document. GI rev. 07/2015 4.3 After clearing and grubbing of organic matter and other unsuitable material, loose or porous soils shall be removed to the depth recommended in the Geotechnical Report. The depth of removal and compaction should be observed and approved by a representative of the Consultant. The exposed surface shall then be plowed or scarified to a minimum depth of 6 inches and until the surface is free from uneven features that would tend to prevent uniform compaction by the equipment to be used. 4.4 Where the slope ratio of the original ground is steeper than 5:1 (horizontal: vertical), or where recommended by the Consultant, the original ground should be benched in accordance with the following illustration. TYPICAL BENCHING DETAIL Finish Grade ,. _- Original Ground OA Finish Slope Surface Remove All Unsuitable Material As Recommended By I Consultant Slope To Be Such That Sloughing Or Sliding Does Not Occur Varies "B" See Note 1 See Note 2 No Scale DETAIL NOTES: (1) Key width "B" should be a minimum of 10 feet, or sufficiently wide to permit complete coverage with the compaction equipment used. The base of the key should be graded horizontal, or inclined slightly into the natural slope. (2) The outside of the key should be below the topsoil or unsuitable surficial material and at least 2 feet into dense formational material. Where hard rock is exposed in the bottom of the key, the depth and configuration of the key may be modified as approved by the Consultant. 4.5 After areas to receive fill have been cleared and scarified, the surface should be moisture conditioned to achieve the proper moisture content, and compacted as recommended in Section 6 of these specifications. GI rev. 07/2015 5. COMPACTION EQUIPMENT 5.1 Compaction of soil or soil-rock fill shall be accomplished by sheepsfoot or segmented-steel wheeled rollers, vibratory rollers, multiple-wheel pneumatic-tired rollers, or other types of acceptable compaction equipment. Equipment shall be of such a design that it will be capable of compacting the soil or soil-rock fill to the specified relative compaction at the specified moisture content. 5.2 Compaction of rock fills shall be performed in accordance with Section 6.3. 6. PLACING, SPREADING AND COMPACTION OF FILL MATERIAL 6.1 Soil fill, as defined in Paragraph 3.1.1, shall be placed by the Contractor in accordance with the following recommendations: 6.1.1 Soil fill shall be placed by the Contractor in layers that, when compacted, should generally not exceed 8 inches. Each layer shall be spread evenly and shall be thoroughly mixed during spreading to obtain uniformity of material and moisture in each layer. The entire fill shall be constructed as a unit in nearly level lifts. Rock materials greater than 12 inches in maximum dimension shall be placed in accordance with Section 6.2 or 6.3 of these specifications. 6.1.2 In general, the soil fill shall be compacted at a moisture content at or above the optimum moisture content as determined by ASTM D 1557. 6.1.3 When the moisture content of soil fill is below that specified by the Consultant, water shall be added by the Contractor until the moisture content is in the range specified. 6.1.4 When the moisture content of the soil fill is above the range specified by the Consultant or too wet to achieve proper compaction, the soil fill shall be aerated by the Contractor by blading/mixing, or other satisfactory methods until the moisture content is within the range specified. 6.1.5 After each layer has been placed, mixed, and spread evenly, it shall be thoroughly compacted by the Contractor to a relative compaction of at least 90 percent. Relative compaction is defined as the ratio (expressed in percent) of the in-place dry density of the compacted fill to the maximum laboratory dry density as determined in accordance with ASTM D 1557. Compaction shall be continuous over the entire area, and compaction equipment shall make sufficient passes so that the specified minimum relative compaction has been achieved throughout the entire fill. GI rev. 07/2015 6.1.6 Where practical, soils having an Expansion Index greater than 50 should be placed at least 3 feet below finish pad grade and should be compacted at a moisture content generally 2 to 4 percent greater than the optimum moisture content for the material. 6.1.7 Properly compacted soil fill shall extend to the design surface of fill slopes. To achieve proper compaction, it is recommended that fill slopes be over-built by at least 3 feet and then cut to the design grade. This procedure is considered preferable to track-walking of slopes, as described in the following paragraph. 6.1.8 As an alternative to over-building of slopes, slope faces may be back-rolled with a heavy-duty loaded sheepsfoot or vibratory roller at maximum 4-foot fill height intervals. Upon completion, slopes should then be track-walked with a D-8 dozer or similar equipment, such that a dozer track covers all slope surfaces at least twice. 6.2 Soil-rock fill, as defined in Paragraph 3.1.2, shall be placed by the Contractor in accordance with the following recommendations 6.2.1 Rocks larger than 12 inches but less than 4 feet in maximum dimension may be incorporated into the compacted soil fill, but shall be limited to the area measured 15 feet minimum horizontally from the slope face and 5 feet below finish grade or 3 feet below the deepest utility, whichever is deeper. 6.2.2 Rocks or rock fragments up to 4 feet in maximum dimension may either be individually placed or placed in windrows. Under certain conditions, rocks or rock fragments up to 10 feet in maximum dimension may be placed using similar methods. The acceptability of placing rock materials greater than 4 feet in maximum dimension shall be evaluated during grading as specific cases arise and shall be approved by the Consultant prior to placement. 6.2.3 For individual placement, sufficient space shall be provided between rocks to allow for passage of compaction equipment. 6.2.4 For windrow placement, the rocks should be placed in trenches excavated in properly compacted soil fill. Trenches should be approximately 5 feet wide and 4 feet deep in maximum dimension. The voids around and beneath rocks should be filled with approved granular soil having a Sand Equivalent of 30 or greater and should be compacted by flooding. Windrows may also be placed utilizing an "open-face" method in lieu of the trench procedure, however, this method should first be approved by the Consultant. GI rev. 07/2015 6.2.5 Windrows should generally be parallel to each other and may be placed either parallel to or perpendicular to the face of the slope depending on the site geometry. The minimum horizontal spacing for windrows shall be 12 feet center-to-center with a 5-foot stagger or offset from lower courses to next overlying course. The minimum vertical spacing between windrow courses shall be 2 feet from the top of a lower windrow to the bottom of the next higher windrow. 6.2.6 Rock placement, fill placement and flooding of approved granular soil in the windrows should be continuously observed by the Consultant. 6.3 Rock fills, as defined in Section 3.1.3, shall be placed by the Contractor in accordance with the following recommendations: 6.3.1 The base of the rock fill shall be placed on a sloping surface (minimum slope of 2 percent). The surface shall slope toward suitable subdrainage outlet facilities. The rock fills shall be provided with subdrains during construction so that a hydrostatic pressure buildup does not develop. The subdrains shall be permanently connected to controlled drainage facilities to control post-construction infiltration of water. 6.3.2 Rock fills shall be placed in lifts not exceeding 3 feet. Placement shall be by rock trucks traversing previously placed lifts and dumping at the edge of the currently placed lift. Spreading of the rock fill shall be by dozer to facilitate seating of the rock. The rock fill shall be watered heavily during placement. Watering shall consist of water trucks traversing in front of the current rock lift face and spraying water continuously during rock placement. Compaction equipment with compactive energy comparable to or greater than that of a 20-ton steel vibratory roller or other compaction equipment providing suitable energy to achieve the required compaction or deflection as recommended in Paragraph 6.3.3 shall be utilized. The number of passes to be made should be determined as described in Paragraph 6.3.3. Once a rock fill lift has been covered with soil fill, no additional rock fill lifts will be permitted over the soil fill. 6.3.3 Plate bearing tests, in accordance with ASTM D 1196, may be performed in both the compacted soil fill and in the rock fill to aid in determining the required minimum number of passes of the compaction equipment. If performed, a minimum of three plate bearing tests should be performed in the properly compacted soil fill (minimum relative compaction of 90 percent). Plate bearing tests shall then be performed on areas of rock fill having two passes, four passes and six passes of the compaction equipment, respectively. The number of passes required for the rock fill shall be determined by comparing the results of the plate bearing tests for the soil fill and the rock fill and by evaluating the deflection GI rev. 07/2015 variation with number of passes. The required number of passes of the compaction equipment will be performed as necessary until the plate bearing deflections are equal to or less than that determined for the properly compacted soil fill. In no case will the required number of passes be less than two. 6.3.4 A representative of the Consultant should be present during rock fill operations to observe that the minimum number of "passes" have been obtained, that water is being properly applied and that specified procedures are being followed. The actual number of plate bearing tests will be determined by the Consultant during grading. 6.3.5 Test pits shall be excavated by the Contractor so that the Consultant can state that, in their opinion, sufficient water is present and that voids between large rocks are properly filled with smaller rock material. In-place density testing will not be required in the rock fills. 6.3.6 To reduce the potential for "piping" of fines into the rock fill from overlying soil fill material, a 2-foot layer of graded filter material shall be placed above the uppermost lift of rock fill. The need to place graded filter material below the rock should be determined by the Consultant prior to commencing grading. The gradation of the graded filter material will be determined at the time the rock fill is being excavated. Materials typical of the rock fill should be submitted to the Consultant in a timely manner, to allow design of the graded filter prior to the commencement of rock fill placement. 6.3.7 Rock fill placement should be continuously observed during placement by the Consultant. 7. SUBDRAINS 7.1 The geologic units on the site may have permeability characteristics and/or fracture systems that could be susceptible under certain conditions to seepage. The use of canyon subdrains may be necessary to mitigate the potential for adverse impacts associated with seepage conditions. Canyon subdrains with lengths in excess of 500 feet or extensions of existing offsite subdrains should use 8-inch-diameter pipes. Canyon subdrains less than 500 feet in length should use 6-inch-diameter pipes. GI rev. 07/2015 TYPICAL CANYON DRAIN DETAIL \ \r 1$i $1DO FOR .. 4PCCS8 or LZ & P4OR APP LCNOfl OF QER flW O E 49VC JOAP * F* LS LS ThAN eo-FrfT U FPTh C S P pr R4OT CT EO r.i*qiii 7.2 Slope drains within stability fill keyways should use 4-inch-diameter (or lager) pipes. GI rev. 07/2015 TYPICAL STABILITY FILL DETAIL L - M4TM. ( -Y - $A . 4. b!?.'. I w4ä,or4• 4 .1M.1 rI&L rr c tc AVMUIMAT$~~V 2 CSUTSATO 4 1. TIO SS c: J!t'4 . .cOthc I 4 -V -0 0 $ %U4 (1vPtcç cu*io. nicmwt Pvc MOUx 41 oR NO scALE 7.3 The actual subdrain locations will be evaluated in the field during the remedial grading operations. Additional drains may be necessary depending on the conditions observed and the requirements of the local regulatory agencies. Appropriate subdrain outlets should be evaluated prior to finalizing 40-scale grading plans. 7.4 Rock fill or soil-rock fill areas may require subdrains along their down-slope perimeters to mitigate the potential for buildup of water from construction or landscape irrigation. The subdrains should be at least 6-inch-diameter pipes encapsulated in gravel and filter fabric. Rock fill drains should be constructed using the same requirements as canyon subdrains. GI rev. 07/2015 7.5 Prior to outletting, the final 20-foot segment of a subdrain that will not be extended during future development should consist of non-perforated drainpipe. At the non-perforated/ perforated interface, a seepage cutoff wall should be constructed on the downslope side of the pipe. TYPICAL CUT OFF WALL DETAIL IEEW. 7.6 Subdrains that discharge into a natural drainage course or open space area should be provided with a permanent headwall structure. GI rev. 07/2015 TYPICAL HEADWALL DETAIL :FRONT VIEW 4o- 7.7 The final grading plans should show the location of the proposed subdrains. After completion of remedial excavations and subdrain installation, the project civil engineer should survey the drain locations and prepare an "as-built" map showing the drain locations. The final outlet and connection locations should be determined during grading operations. Subdrains that will be extended on adjacent projects after grading can be placed on formational material and a vertical riser should be placed at the end of the subdrain. The grading contractor should consider videoing the subdrains shortly after burial to check proper installation and functionality. The contractor is responsible for the performance of the drains. GI rev. 07/2015 8. OBSERVATION AND TESTING 8.1 The Consultant shall be the Owner's representative to observe and perform tests during clearing, grubbing, filling, and compaction operations. In general, no more than 2 feet in vertical elevation of soil or soil-rock fill should be placed without at least one field density test being performed within that interval. In addition, a minimum of one field density test should be performed for every 2,000 cubic yards of soil or soil-rock fill placed and compacted. 8.2 The Consultant should perform a sufficient distribution of field density tests of the compacted soil or soil-rock fill to provide a basis for expressing an opinion whether the fill material is compacted as specified. Density tests shall be performed in the compacted materials below any disturbed surface. When these tests indicate that the density of any layer of fill or portion thereof is below that specified, the particular layer or areas represented by the test shall be reworked until the specified density has been achieved. 8.3 During placement of rock fill, the Consultant should observe that the minimum number of passes have been obtained per the criteria discussed in Section 6.3.3. The Consultant should request the excavation of observation pits and may perform plate bearing tests on the placed rock fills. The observation pits will be excavated to provide a basis for expressing an opinion as to whether the rock fill is properly seated and sufficient moisture has been applied to the material. When observations indicate that a layer of rock fill or any portion thereof is below that specified, the affected layer or area shall be reworked until the rock fill has been adequately seated and sufficient moisture applied. 8.4 A settlement monitoring program designed by the Consultant may be conducted in areas of rock fill placement. The specific design of the monitoring program shall be as recommended in the Conclusions and Recommendations section of the project Geotechnical Report or in the final report of testing and observation services performed during grading. 8.5 We should observe the placement of subdrains, to check that the drainage devices have been placed and constructed in substantial conformance with project specifications. 8.6 Testing procedures shall conform to the following Standards as appropriate: 8.6.1 Soil and Soil-Rock Fills: 8.6.1.1 Field Density Test, ASTM D 1556, Density of Soil In-Place By the Sand-Cone Method. GI rev. 07/2015 8.6.1.2 Field Density Test, Nuclear Method, ASTM D 6938, Density of Soil and Soil-Aggregate In-Place by Nuclear Methods (Shallow Depth). 8.6.1.3 Laboratory Compaction Test, ASTM D 1557, Moisture-Density Relations of Soils and Soil-Aggregate Mixtures Using 10-Pound Hammer and 18-Inch Drop. 8.6.1.4. Expansion Index Test, ASTM D 4829, Expansion Index Test. 9. PROTECTION OF WORK 9.1 During construction, the Contractor shall properly grade all excavated surfaces to provide positive drainage and prevent ponding of water. Drainage of surface water shall be controlled to avoid damage to adjoining properties or to finished work on the site. The Contractor shall take remedial measures to prevent erosion of freshly graded areas until such time as permanent drainage and erosion control features have been installed. Areas subjected to erosion or sedimentation shall be properly prepared in accordance with the Specifications prior to placing additional fill or structures. 9.2 After completion of grading as observed and tested by the Consultant, no further excavation or filling shall be conducted except in conjunction with the services of the Consultant. 10. CERTIFICATIONS AND FINAL REPORTS, 10.1 Upon completion of the work, Contractor shall furnish Owner a certification by the Civil Engineer stating that the lots and/or building pads are graded to within 0.1 foot vertically of elevations shown on the grading plan and that all tops and toes of slopes are within 0.5 foot horizontally of the positions shown on the grading plans. After installation of a section of subdrain, the project Civil Engineer should survey its location and prepare an as-built plan of the subdrain location. The project Civil Engineer should verify the proper outlet for the subdrains and the Contractor should ensure that the drain system is free of obstructions. 10.2 The Owner is responsible for furnishing a final as-graded soil and geologic report satisfactory to the appropriate governing or accepting agencies. The as-graded report should be prepared and signed by a California licensed Civil Engineer experienced in geotechnical engineering and by a California Certified Engineering Geologist, indicating that the geotechnical aspects of the grading were performed in substantial conformance with the Specifications or approved changes to the Specifications. GI rev. 07/2015 LIST OF REFERENCES Boore, D. M., and G. M. Atkinson (2007), Boore-Atkinson NGA Ground Motion Relations for the Geometric Mean Horizontal Component of Peak and Spectral Ground Motion Parameters, Report Number PEER 2007/01. Chiou, B. S. J., and R. R. Youngs (2008), A NGA Model for the Average Horizontal Component of Peak Ground Motion and Response Spectra, preprint for article to be published in NGA Special Edition for Earthquake Spectra. California Geological Survey (2003), Seismic Shaking Hazards in California, Based on the USGS/CGS Probabilistic Seismic Hazards Assessment (PSHA) Model, 2002 (revised April 2003). 10% probability of being exceeded in 50 years. (http ://redirect.conservation.ca.gov/cgs/rghm/pshamap/pshamain.html). Campbell, K. W., Y. Bozorgnia (2008), NGA Ground Motion Model for the Geometric Mean Horizontal Component of PGA, PGV, PGD and 5% Damped Linear Elastic Response Spectra for Periods Ranging from 0.01 to 10 s, Earthcivake Spectra, Volume 24, Issue 1, pages 139-171, February 2008. Fault Activity Map of California and Adjacent Areas, California Division of Mines and Geology, compiled by C. W. Jennings, 1994. Kennedy, M. P., and S. S. Tan, Geologic Map of the Oceanside 30'x60' Quadrangle, California, USGS Regional Map Series Map No. 2, Scale 1:100,000, 2007. Wesnousky, S. G., Earthquakes, Quaternary Faults, and Seismic Hazard in California, Journal of Geophysical Research, Vol. 91, No. 1312, 1986, pp. 12, 587, 631. Risk Engineering (2015), EZ-FRISK (version 7.65). Unpublished reports and maps on file with Geocon Incorporated. USGS (2011), Seismic Hazard Curves and Uniform Hazard Response Spectra (version 5.1.0, dated February 2, 2011), http://earthquake.usgs.gov/researchlhazmaps/designl. Project No. 06442-32-22 November 23, 2015