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2842 WHIPTAIL LOOP; ; CBC2017-0547; Permit
(ity of Carlsbad . -. .. ----- - --- ___l-_ - - Commercial Permit t - - -- -- --- - - • Print Date: 11/07/2019 Permit No: CBC2017-0547 Job Address: 2842 Whiptãil Loop Permit Type: BLDG-Commercial Work Class: New Status: Closed - Finaled Parcel No: 2091202200 Lot #: 20 Applied: 10/20/2017 Valuation: $3,098,646.74 Reference #: 0EV2017-0109 Issued: 08/09/2018 Occupancy Group: Construction Type: III B Permit Finaled: # Dwelling Units: Bathrooms: Inspector: AKrog Bedrooms: Orig. Plan Check # Final Plan Check #: Inspection: 11/7/2019 12:58:07P1 Project Title: REYNOLD5 LOT 20 Description: WHIPTAIL LOT 20: NEW 37,626 SF TILT-UP WI BUILD OUT 15,346 SF OFFICE & 22,279 SF WAREHOUSE Applicant: Owner: ALEX MOORE GLOBAL PROFESSIONAL BUILDING 500 Fesler St El Cajon, CA 92020-1903 2888 Loker Ave E, Ste 212 619-444-2182 x234 Carlsbad, CA 92010 - 760-931-5900 Co-Applicant: HAMANN CONSTRUCTION 1000 Pioneer Way El Cajon, CA 92020-1923 619-440-7424 BUILDING PERMIT FEE ($2000+) . . $7,711.01 BUILDING PLAN CHECK FEE (BLDG) $7,058.16 COMMUNITY FACILITIES DISTRICT (CFD) FEE - NON-RES $12,563.32 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL. $1,510.00 FIRE F Occupancies New . • $790.00 FIRE Plan Resub (3rd&Subsequent Submittal/hr) $132.00 GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION $170.00 LOCAL FACILITIES MANAGEMENT ZONE (LFMZ) - ZONE 16 $15,050.40 MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $178.00 PLUMBING BLDG COMMERCIAL NEW/ADDITION/REMODEL $304.00 PUBLIC FACILITIES FEES - inside CFD • $56,395.37 5B1473 GREEN BUILDING STATE STANDARDS FEE . $124.00 SDCWA SYSTEM CAPACITY CHARGE 1" Displacement . $8,158.00 SEWER BENEFIT AREA FEES - E $46,140.48 SEWER CONNECTION FEE (General Capacity all areas) $12,132.66 STRONG MOTION-COMMERCIAL . . $867.62 SWPPP INSPECTION FEE TIER 1 - Medium BLDG $238.00 SWPPP PLAN REVIEW FEE TIER 1 - MEDIUM $56.00 TRAFFIC IMPACT Commercial-Industrial w/in CFD • • $46,398.00 WATERMETER FEE 1" Displacement (P) $352.00 WATER SERVICE CONNECTION FEE 1" DISPLACEMENT (P) • $9,381.00 WATER TREATMENT CAPACITY CHARGE 1" Displacement $226.00 Total Fees: $225,936.02 Total Payments To Date: $225,936.02 Balance Due: $0.00 ( 1635 Faraday Avenue, Carlsbad, CA 92008-7314 1760-602-2700 1760-602-8560 f I www.carlsbadca.gov r\vct1.OK3di / ITHE FOLLOWING APPR 'ALS REQUIRED PRIOR TO PERMIT ISSUANCE: PLANNING ENGINEERING NTBUILDING MFIRE [:]HEALTH DHAZMATIAPCD Building Permit Application Plan Check NO.CJOI 1 (City of 1635 Faraday Ave., Carlsbad, CA 92008 Est. Value Ph: 760-602-2719 Fax: 760-602-8558 Ccirisbad pos t Plan C De i k. email: building@carlsbadca.gov Date 1(1 i.20/ I 1 Iswppp I www.carlsbadca.gov JOB ADDRESS QRLJ O Whiptail Loop 70%CT/PROJECT ISWTEPACTC APN 209 - 120 - 22 - 00 # I LOT # PHASE # C OF UNITS I U OM BEDROS I U BATHROOMS TENANT BUSINESS NAME I CONSTR. TYPE GROUP sDP2.ofl-OX5I I I ~GC. DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) Construct a 37,625s.f. type Ill-B concrete tilt-up spec. office building and site improvements. 151'3 O4 cc9\1 f. W4&bM EXISTING USE I PROPOSED USE GARAGE (SF) PATIOS (SF) DECKS(SF) FIREPLACE AIR CONDITIONING Vacant I Office!Warehouse I I I'ESD NO I YES NO[:] IFIRESPRINKLERS YESIZINOD APPLICANT NAME KDS Architects/Alex Moore Primary Contact PROPERTY OWNER NAME Build to Suit Limited, LP ADDRESS ADDRESS 500 Fesler Street, Suite 102 1000 Pioneer Way CITY STATE ZIP El Calon CA 92020 CITY STATE ZIP El Ca ion CA 92020 PHONE PHONE 619.444.2182 I 619.440.7424 IFAX 619.440.8914 EMAIL EMAIL amoore@kdsarch.com Gregg Hamann DESIGN PROFESSIONAL Kenneth D Smith Architects CONTRACTOR BUS. NAME Hamann Construction ADDRESS ADDRESS 500 Fesler Street, Suite 102 1000 Pioneer Way CITY STATE ZIP CITY STATE ZIP El Caion CA 92020 El Calon CA 92020 PHONE PHONE 619.444.2182 jFAX 619.440.7424 IFAX 619.440.8914 EMAIL EMAIL ksmith(kdsarch.com johnb(hamannco.com C. U STATE LiC.# I 4js.5 CITY BUS. UC.# Kenneth D. Smith ISTATEU C25315 323147 I A&B I 1209690 (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 app!icant for such permit to file a signed statementthat he is licensed pursuant to the provisions of the Contractor's License LawiChapter 9, commendingwith Section 700001 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)). Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: El 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. LZI I have and will maIntain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Co. Federal Insurance (CHUBB) Policy No. 54303327 Expiration Date 121112017 This section need not be completed if the permit is for one hundred dollars ($100) or less. (J 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 compensatio 1 the Labor code, Interest and attorney's fees. n, d as provided for in Sectiqn 37060 AS CONTRACTOR SIGNATURE ENT DATE 1067 /(? ®@ OC I hereby aftfrrn that lam exempt from Contractor's License Law for the following reason: [J 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). [ZI 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 doss 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 property improvement. 0Yes [:]No 2.1(have /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! phone! contractors' license number): I plan to provide portions of the work, bull have hired the following person to coordinate, supervise and provide the major work (include name! address! phone /contractors' license number): 5.1 will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name! address/phone /lype of work): ,PROPERTY OWNER SIGNATURE []AGENT DATE iwo Cfl® ROW (® o®&W1?o 0000,00G9@ 9)(3010:098 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? Yes No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Yes / No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Yes / 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. €®t?O®f) QG1)®0CZ)® I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name Lender's Address OJIY QOOD7O I certifythatl havereadtheapplicationaixIstatethattheaboveinformationIscerreandthattheinformagonontheplansIsaccumte.I agree to comply withall Cityardinances State lawsrelatingtobuildingcenstructlon. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for hopoc5n purposes. IALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CI1YOFCARI.SBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5' deep and demolition or construction of structures over 3stories in height. EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or workauthorized by such permit isnot commenced vñtitin 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at anytime alter the work is commenced bra period of 180 days (Section 106.4.4 Unitorm Building Code). .APPLICANT'S SIGNATURE DATE 7 €5 STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. CE RTIFICATE OF .XIJ (Comme r cia l Pr oje cts 1 E'J Fax (760) 602-8560, Email build ing©carlsbadca.gov or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. CO#: (Office Use Only) CONTACT NAME OCCUPANT NAME ADDRESS BUILDING ADDRESS CITY STATE ZIP CITY STATE ZIP Carlsbad CA PHONE FAX EMAIL OCCUPANT'S BUS. LIC. No. DELIVERY OPTIONS PICK UP: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) ASSOCIATED CB# MAIL TO: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On P. 1) NO CHANGE IN USE / NO CONSTRUCTION MAIL/ FAX TO OTHER: CHANGE OF USE/ NO CONSTRUCTION ..APPLICANT'S SIGNATURE DATE Permit Type: BLDG-Commercial Application. Date: 10/20/2017 Owner: GLOBAL PROFESSIONAL BUILDING Work Class: New Issue Date: 08/09/2018 Subdivision: Status: Closed - Finaled Expiration Date: 03/25/2020 Address: 2842 Whiptail Loop Carlsbad, CA 92010 IVR Number: 7105 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete 0611112019 0611112019 BLDG-34 Rough 094341-2019 Failed Andy Krogh Reinspection Complete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Exit sign walk for new racking No 06/19/2019 06/19/2019 BLDG-Final 095068-2019 Partial Pass Andy Krogh Reinspection Incomplete Inspection Checklist Item 'COMMENTS Passed BLDG-Building Deficiency Ada head strips, exit light with bug eyes in No fire riser area BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final No BLDG-Electrical Final No 07/01I2019 07/01/2019 BLDG-Final 096145-2019 Partial Pass Andy: Krogh Reinspection Incomplete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency TCO and Stocking plus furniture pending Yes fire approval BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final No BLDG-Electrical Final No 07/05/2019 07/05/2019 BLDG-Final 096697-2019 Cancelled Andy Krogh Reinspection Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency TCO and stocking plus furniture pending Yes fire approval BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final - No BLDG-Electrical Final No 09/27I2019 09/27/2019 BLDG-Fire Final 093293-2019 Passed Felix Salcedo Complete Checklist Item COMMENTS Passed FIRE- Building Final Yes 11/07/2019 11107/2019 BLDG-Final 110092-2019 Passed Chris Renfro Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Plumbing Final - Yes BLDG-Mechanical Final Yes BLDG-Structural Final Yes BLDG-Electrical Final Yes November 07, 2019 . Page 6 of 7 Permit Type: BLDG-Commercial Application Date: 10/20/2017 Owner: GLOBAL PROFESSIONAL BUILDING Work Class: New Issue Date: 08/09/2018 Subdivision: Status: Closed - Finaled Expiration Date: 03/25/2020 Address: 2842 Whiptail Loop Carlsbad, CA 92010 IVR Number: 7105 Scheduled Actual Start te Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date (AMMMT BLDG-Building Deficiency Second floor Yes - BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 0510212019 05/0212019 BLDG-84 Rough 090676-2019 Failed Andy Krogh Reinspection Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Wrong code No BLDG-14 No Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout No BLDG-34 Rough Electrical No BLDG-44 Duct prewrap Yes Rough-Ducts-Dampers BLDG-85 1-Bar, 090831-2019 Passed Andy Krogh Ceiling Grids, Overhead Checklist Item COMMENTS Passed BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical - Yes BLDG-44 Yes Rough-Ducts-Dampers 05/13/2019 05/13/2019 BLDG-34 Rough 091456-2019 Passed Andy Krogh Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency High bay can lights at lobby , exterior Yes entrance lights BLDG-Building Deficiency Light pole bases Yes 05/20/2019 05/20/2019 BLDG-24 092323-2019 Passed Andy Krogh Rough/Topout BLDG-25 Water 092451-2019 Passed Andy Krogh HeaterNents 05/22/2019 05/22/2019 BLDG-Electric Meter 092742-2019 Passed Andy Krogh Release Complete Complete Complete Complete Complete Complete November 07, 2019 Page 5 of 7 Permit Type: BLDG-Commercial Application Date: 10/20/2017 Owner: GLOBAL PROFESSIONAL BUILDING Work Class: New Issue Date: 08/09/2018 Subdivision: Status: Closed - Finaled Expiration Date: 03/25/2020 Address: 2842 Whiptail Loop Carlsbad, CA 92010 IVR Number: 7105 Scheduled Date Actual Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete . 03/1112019 0311112019 BLDG-17 Interior 085699-2019 Partial Pass Chris Renfro Reinspection Incomplete • Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Partial as noted on card ; Second floor Yes except number 201 open area and electrical panel wall. 03/13/2019 03/13/2019 BLDG-84 Rough 085937-2019 Partial Pass Andy Krogh Reinspection Incomplete Combo(14,24,34144) Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-14 No Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout No BLDG-34 Rough Electrical No BLDG-44 Duct prewrap Yes Rough-Ducts-Dampers 03/18/2019 03/18/2019 BLDG-34 Rough 086369-2019 Partial Pass Andy Krogh Reinspection Incomplete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency High bay can lights at lobby Yes BLDG-44 086368-2019 Partial Pass Andy Krogh Reinspection Incomplete Rough/Duts/Dampe rs Checklist Item COMMENTS Passed BLDG-Building Deficiency No 03I25/2019 03/25/2019 BLDG-17 Interior 086856-2019 Partial Pass Andy Krogh Reinspection Incomplete Lath/Drywall Checklist Item COMMENTS • Passed BLDG-Building Deficiency • Partial as noted on card ; Second floor Yes except number 201 open area and electrical panel wall. First floor all but north east corner 03/27/2019 03/27/2019 BLDG-34 Rough 087072-2019 Partial Pass Andy Krogh Reinspection Incomplete Electrical Checklist Item • COMMENTS Passed BLDG-Building Deficiency High bay can lights at lobby exterior Yes entrance lights 04/29/2019 04I29/2019 BLDG-85 T-Bar, 090404-2019 Partial Pass Andy Krogh Reinspection Incomplete Ceiling Grids, Overhead November 07, 2019 Page 4 of 7 Permit Type: BLDG-Commercial Application Date: 10/20/2017 Owner: GLOBAL PROFESSIONAL BUILDING Work Class: New Issue Date: 08/09/2018 Subdivision: Status: Closed - Finaled Expiration Date: 03/25/2020 Address: 2842 Whiptail Loop Carlsbad, CA 92010 IVR Number: 7105 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete 02/1912019 02/19/2019 BLDG-17 Interior 084027-2019 Partial Pass Andy Krogh . Reinspection (Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Partial as noted on card Yes 0212112019 0212112019. BLDG-16 Insulation 084272-2019 Partial Pass Andy Krogh Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency As noted on card Yes 02/2512019 02125/2019 BLDG-34 Rough 084497-2019 Passed Andy Krogh Complete Electrical . I Checklist Item COMMENTS . Passed BLDG-Building Deficiency Additional floor boxes and relocated Yes plumbing at stair 0212612019 0212612019 BLDG-16 Insulation 084606-2019 Partial Pass Andy Krogh Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building-Deficiency As noted' on card Yes BLDG-24 084607-2019 Failed 'Andy Krogh Reinspection Complete Rough/Topout Checklist Item COMMENTS . Passed BLDG-Building Deficiency Not ready . . No 021271201 q 0212712019 BLDG-24 084797-2019 . 'Passed Andy Krogh Complete RoughlTopout 03/06/2019 03106/2019 BLDG-Il Interior 085367-2019 Partial Pass' Andy Krogh Reinspection Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency BLDG-44 085369-2019 Rough/DuctslDampe rs BLDG-84 Rough 085460-2019 Combo(14,24,34,44) Checklist Item Partial as noted on card Partial Pass Andy Krogh Passed Andy Krogh COMMENTS Yes Reinspection Incomplete Complete Passed BLDG-Building Deficiency . -. . Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout . Yes BLDG-34 Rough Electrical Yes BLDG44 , Yes Rough-Ducts-Dampers November 07, 2019 . Page 3 of 7 Permit Type: BLDG-Commercial Application Date: 10/20/2017 Owner: GLOBAL PROFESSIONAL BUILDING Work Class: New Issue Date: 08/09/2018 Subdivision: Status: Closed - Finaled Expiration Date: 03/25/2020 Address: 2842 Whiptail Loop Carlsbad, CA 92010 , IVR Number: 7105 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete r 11127/2018 11/27/2018 BLDG-Il 077004-2018 Passed Andy Krogh Complete Foundation/Ftg/Pier S (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Pour strips Yes 12/04/2018 12/04/2018 BLDG-14 077687-2018 Partial Pass Andy Krogh Reinspection Incomplete Frame/Steel/Bolting/ Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Pour strips interior, north, west and partial Yes south walls BLDG-15 077989-2018 Passed Andy Krogh . Complete Roof/ReRoof (Patio) 12/19/2018 12/1912018 BLDG-24 079246-2018 Partial Pass Andy Krogh Reinspection Incomplete RoughlTopout Checklist Item COMMENTS Passed BLDG-Building Deficiency Roof drains all but south wall Yes Complete 12/21/2018 12/21/2018 BLDG-24 079573-2018 , Rough/Topout Checklist Item BLDG-Building Deficiency 12127/2018 12/27/2018 BLDG-14 079939-2018 Frame/Steel/Bolting/ Welding (Decks) Checklist Item Passed Andy Krogh COMMENTS - Passed All roof drains completed, recheck hangers Yes when mezzanine completed Passed Andy Krogh COMMENTS Passed Complete BLDG-Building Deficiency Mezzanine deck ok to pour BLDG-Building Deficiency Pour strips interior, north, west and partial south walls 01/16/2019 01/16/2019 BLDG-34 Rough 081416-2019 Partial Pass Andy Krogh Electrical Checklist Item COMMENTS BLDG-Building Deficiency Additional floor boxes and relocated plumbing at stair Yes Yes Reinspection Incomplete Passed Yes 02107/2019 02/07/2019 BLDG-13 Shear 083229-2019 Partial Pass Andy Krogh Reinspection Incomplete Panels/HD (Ok to wrap) ChecklistItem COMMENTS __Passed BLDG-Building Deficiency As noted on plans Yes November 07, 2019 Page 2 of 7 Permit Type: BLDG-Commercial Application Date: 10/20/2017 Owner: GLOBAL PROFESSIONAL BUILDING Work Class: New Issue Date: 08/09/2018 Subdivision: Status: Closed -. Finaled Expiration Date: 03/25/2020 Address: 2842 Whiptail Loop IVR Number: 7105 Carlsbad, CA 92010 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete 08113/2018 0811312018 BLDG-31 066733-2018 Passed Andy Krogh Complete • UndergroundlCondu it - Wiring 08117/2018 0811712018 BLDG-11 067269-2018 Passed Andy Krogh Complete Foundation!Ftg!Pier' s(Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Pending special inspection report Yes 0812712018 0812712018 BLDG-21 - 068192-2018 Failed Michael Collins • Reinspection Complete Underground/Underf 10cr Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready No 08/28/2018 08/28/2018 BLDG-21 068371.2018 Passed Andy Krogh Complete Underground!Underf loor Plumbing 0813112018 08I3112018 BLDG-Il 068830-2018 Passed Andy Krogh Complete FoundationlFtg!Pier s (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency SOG Yes 09/0512018 09/05/2018 BLDG-22 069125-2018 Passed Andy Krogh Complete Sewer/Water Service 10/12/2018 10/12/2018 BLDG-10 Tilt 072691-2018 Passed Andy Krogh Complete Panels/Floors Checklist Item COMMENTS Passed BLDG-Building Deficiency Pendant special inspection report and Yes engineering observation 11I05/2018 11/05/2018 BLDG-Il 075097-2018 Passed Andy Krogh Complete Foundation/Ftg!Pier • s (Reber) Checklist Item • COMMENTS Passed . BLDG-Building Deficiency Pour strips and load ramp walls • • Yes 11/19/2018 11/19/2018 BLDG-14 076424-2018 • Partial Pass Andy Krogh • Reinspection Incomplete Frame/Steel/Bolting! Welding (Decks) • Checklist Item COMMENTS • Passed BLDG-Building Deficiency Pour strips interior, north, west and partial Yes south walls November 07, 2019 • Page 1 of 7 CIE Construction Testing & Engineering, Inc. Nlllllllzg~~ 0 Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying FINAL REPORT FOR LABORATORY MATERIALS TESTING June 6, 2019 CTE Project No. 10-13749G City Of Carlsbad Building Inspection Department 1635 Faraday Avenue Carlsbad, CA 92009 SUBJECT: SATISFACTORY COMPLETION OF WORK REQUIRING LABORATORY MATERIALS TESTING PERFORMED UNDER PERMIT CB2017-0547: PROJECT ADDRESS: 2842 Whiptail Loop (Lot 20) I declare under penalty of perjury that, to the best of my knowledge, all of the work requiring laboratory materials testing of reinforced concrete, reinforcing steel, field welding, and roof nailing has been completed. The materials testing performed for the project met the stated requirements or specifications. Executed on this sixth day of June, 2019. TESTING LABORATORY OR SPECIAL INSPECTION AGENCY: CONSTRUCTION TESTING & ENGINEERING, INC. 1441 MONTIEL ROAD SUITE 115 ESCONDIDO, CA 92026 RESPONSIBLE MANAGING ENGINEER OF THE TESTING LABORATORY OR SPECIAL INSPECTION AGENCY: Daniel T. Math State of California Registration Number: 61013 Expiration Date: 12/31/20 L---4 1013 j SIGNATURE: /31/20j' 49 . 0 OF 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 I Ph(760)746-4955 I Fax(760)746-9806 I www.cte4nc.net CTE INC Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical I. Environmental & Construction Engineering I Civil Engineering I Surveying INSPECTION REPORT PAGE OF CTE JOB No. /r 1.37L19C REPORT NO. PROJECT NAME (nJOtdS LI- c) INSPECTION MATERIAL IDENTIFICATION ADDRESS 4- ) 0 pI.131 0 0 CONCRETE CONC. MIX NO. & lb/in2 REINF. STEEL GROUT MIX NO. & Win ARCHITECT (tA)Jt-1 —MASeNRY MORTAR TYPE & lb/in2 ENGINEER 14 0 P.T. CONCRETE REINF. STEEL GR./SIZE CONTRACTOR &isI3 tJ (a) 0 FIELD WELDING STRUCTURAL STEEL OTHER 0 SHOP WELDING HIGH-STRENGTH BOLT INSPECTION DATE 3' -1 7- .D ( 0 BATCH PLANT MASONRY BLOCK PLAN FILE/OTHER 0 EXP. ANCHOR OTHER BLDG PERMIT/OTHER 2C oIJ7-105''/7 0 OTHER MATERIAL SAMPLING O CONCRETE U MORTAR U GROUT 0 FIREPROOFING El MASONRY BLOCK O REINFORCING STEEL 0 STRUCTURAL STEEL 0 BOLTS. 0 OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. Lj .(%t J It 4 CV.S .L 7v5/ ti4- S rtc A ptc 9 at-ti jt-sc .tjs St-co/ dt.kk L S o jpc rtrc-c pttioJ LO / c. t-tr,% 0k 16&J 4\)LfJ tt'-'-- &I4'toI? Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. I PRINTED NAME I CERTIFICATION NO. Icc_c2 ''7 I SIGNATURE 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 I Ph(760)746-4955 I Fax(760)746-9806 I www.cte-jnc.net CT ,*Constucti0rj Testing & Engineering, nc. Inspecbon 14esUng I Geotechnical 1EnvironmentaI &Cónstructhn Engineering I Civil Engineering I Surveying INSPECTION REPORT PAGE OF - CTE-JOBNO. i0.J27'-I9 REPORT NO. PROJECT NAME (er(cJac( oak (-L?o INSPECTION ADDRESS , P J"),L4)1jI4c / IE CONCRETE REINF. STEEL ARCHITECT 0 MASONRY - MATERIAL IDENTIFICATION CONC. MIX NO. & lb/in2 10ou GROUT MIX NO. & lb/in2 MORTAR TYPE & lb/in2 ENGINEER TZ l H U P.T. CONCRETE REINF. STEEL GR./SIZE CONTRACTOR , , D FIELD WELDING STRUCTURAL STEEL OTHER . 0 SHOP WELDING HIGH-STRENGTH BOLT INSPECTION DATE 'L,U Ii f 0 BATCH PLANT MASONRY BLOCK I I PLAN FILE/OTHER 0 EXP. ANCHOR OTHER BLDG. PERMIT/OTHER (L 01.;q -7 0 OTHER MATERIAL SAMPLING 2" CONCRETE 0 MORTAR 0 GROUT 0 FIREPROOFING 0 MASONRY BLOCK 0 REINFORCING STEEL 0 STRUCTURAL STEEL 0 BOLTS 0 OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. I I I • I, ..L..._._.. J • a S.. I ' I - r Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. I PRINTED NAME ( •1Ir.,, ,- I .- #- CERTIFICATION NO. c. it c7L SIGNATURE I,. 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 I Ph(760)746-4955 I Fax(760)746-9806 I www.cte-inc.net COflStrUCtiOfl Testing &Engu'ieenng, Inc. Inspection I Testing I Geotechnical I Environmental & Construction Engineering I CMI Engineering I Surveying INSPECTION REPORT PAGE OF CTE JOB NO. / m - p 7 g 9 C REPORT NO. PROJECT NAME tij 5jo fds L1 .c) INSPECTION MATERIAL IDENTIFICATION ADDRESS 0 tJ p4&/ 04, 0 CONCRETE CONC. MIX NO. & lb/in2 REINF. STEEL GROUT MIX NO. & lb/in2 ARCHITECT Kvo.J tf-' b S'I4 —MA3ONRY MORTAR TYPE & lb/in2 ENGINEER rk, 4 P.T. CONCRETE REINF. STEEL GRJSIZE CONTRACTOR H Ck'rs. e) c) 0 FIELD WELDING STRUCTURAL STEEL OTHER 0 SHOP WELDING HIGH-STRENGTH BOLT INSPECTION DATE 2 -17- D I 0 BATCH PLANT MASONRY BLOCK PLAN FILE/OTHER 0 EXP. ANCHOR OTHER BLDG. PERMIT/OTHER (2C ZoQ- 0 0 OTHER MATERIAL SAMPLING o CONCRETE 0 MORTAR 0 GROUT 0 FIREPROOFING 0 MASONRY BLOCK O REINFORCING STEEL 0 STRUCTURAL STEEL 0 BOLTS 0 OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. LJiA"I o)3C44 /cbsi:uec S rtrc cs ptc .I~A fltl*tix A4 SI./ dkR o'.S S 0i 4-per3 rtV.irc.)S % s pttJ 4 1:4 t .s i.e / tc ' )s ° 6'&€L t,J Qkrct. / to Ctirt,J'- 4Ie;*J tcj o/St? Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specificatIons. I PRINTED NAME 1 CERTIFICATION NO. !CL c2 t*'7 I SIGNATURE 1441 Mongol Road, Suite 115 I Escondido, CA 92026 I Ph(760)7464955 I Fax(760)74&9806 I www.cte.inc.net ..,..-.. co Ir 9%.., Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying GRADING OBSERVATION Job Name: Carlsbad Oaks North Business Park. Lot 20 Job Number: 10-13749G Job Location285&Whiptail Loop, Carlsbad, Ca Date: 08/07/2018 i-c affi I . Gen. Contractor: Hamann Construction General Description: On Location as requested to provide, observation and documentation of footing excavations for proposed lot 20 building pad. Contractor used backhoe for footing excavations. Used steel probe on perimeter and interior footing excavations bottoms, found footing bottoms to be firm and unyielding. Depth and width dimensions of footings are in the accordance with on-site civil plans. Footings are in compliance with the CTE soils report and on-site civil plans as per plan. LOCATION AND NOTES ___ --- I-. -- —I_ - -—,- -_______________ I. 1 BY: DATE: - IDavid IBlood, TT 8-07-2018 1441 Montiel Road, Suite 115 1 Escordido, CA 92026 1 Ph (760) 746-4955 1 Fax (760) 746-9806 1 www.cte-inc.net Engineering, Inc. ONSTRUCTlON OBSERVATION REPORT ate:.jjS/I1J Tim 2-0 Project No. :......i22_— urpose:FtA#1 1,4,,' ob k cuabal Taken: 0 Yes 0 No he following was noted: 1ucr,4/L f— 'fi', HO 10E A)-t ÔO lis. I £ c12 Ex'y 4ci OF LEFT IX 7- L C-- Q V ?- I L fTf olA I IT 'JI r',;_ ii , ,'.-, , I o$v c3i+F-tT Si. 0 <1eo;.:: oi _ 717 Aa/,gv p <(w.h,z PEA-. /2PL fr uV. 4- 510S OF PM. 42-' - Ik)41A1L. AOO'L 945 , 77D1 F(F-26A CEvrg o.j Observation performed by:'-i. LJS. 4- ,4.aO• No Engineering, Inc. CONSTRUCTION OBSERVATION REPORT f,kE il2- Date: Time: ., Project Name:4,5iJ1)c Project No.: Location: C4itL6 Purpose: /tiJ)OAT,.'p4j p65Z.tj4mr,j Photos Taken: 0 Yes 0 No The following was noted: T F- 70 7L' /Z" )( ,r , lot' )('I'" ('t4l2,.)rLy ItJS7*u-O L4)44iO iL'iu i- wm o fZiD iV. cc-if, PT Su-/ LC#1W (fl-Cr CiI) 22. a 0 £-,A)g 'A'. ciff ilge INC Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying GRADING OBSERVATION Job Name: Carlsbad Oaks North Business Park. Lot 20 Job Number: 10-13749G Job Location :)8WhiptaiI Loop, Carlsbad, Ca Date: 08/07/2018 Gen. Contractor: Hamann Construction General Description: On Location as requested to provide observation and documentation of footing excavations for proposed lot 20 building pad. Contractor used backhoe for footing excavations. Used steel probe on perimeter and interior footing excavations bottoms, found footing bottoms to be firm and unyielding. Depth and width dimensions of footings are in the accordance with on-site civil plans. Footings are in compliance with the CTE soils report and on-site civil plans as per plan. TEST SUMMARY LOCATION AND NOTES Lab Maximum BY: DATE: David Blood 8-07-2018 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 I Ph(760)746-4955 I Fax(760)746-9806 I www.cte-inc.net '5~ CTE INC S ~% ~~ Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying November 9, 2017 Build to Suit Limited LP do Hamann Construction Attention: Ms. Linda Richardson 1000 Pioneer Way El Cajon, California 92020 Telephone: (619) 440-7424 CTE Job No. 10-13749G Via Email: linda@hamannco.com Subject: Plan Review Letter, Structural & Grading Plans Lot 20 Carlsbad Oaks North Business Park Carlsbad, California Ms. Richardson: In accordance with your request, Construction Testing & Engineering, Inc. (CTE) has reviewed the referenced grading and structural plan sheets. CTE finds the plans to be in general conformance with our recommendations provided in our referenced Update Geotechnical Recommendations letter (CTE, 2017), and no exceptions were noted. The opportunity to be of service is appreciated. If you have any questions regarding our recommendations, please do not hesitate to contact this office. Respectfully submitted, CONSTRUCTION TESTING & ENGINEERING, INC. t4AL o o.84 6\ EXP. 9/30/19 ))) Jay F. Lynch, CEG # 1890 Principal Engineering Geologist OF C of 1890 'F—r'' No. CER11FIED °- ENGINEERING - * GEOLOGIST Exp. 5/31/19 OF Colin J. Kenny, RCE #84406 Project Engineer CJKJJFL:nri 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 1 Ph (760) 746-4955 1 Fax (760) 746-9806 1 www.cte-inc.net Plan Review Letter, Structural & Grading Plan Page 2 Lot 20, Carlsbad Oaks North Business Park Carlsbad, California November 9. 2017 CTE Job No. 10-13749G References: Grading Plans, Sheets C-i & C-2 Reynolds Lot 20 Whiptail Loop Road, Carlsbad, California REC Consultants Job No. 1318, dated September 21, 2017 Structural Plans, Sheets SO. 1, SO.2, S1.0, & S3.0 Reynolds Lot 20 Whiptail Loop Road, Carlsbad, Califorina R214 Engineering Job No. 17090, dated March 13, 2017 Update Geotecbnical Recommendations Lot 20 Carlsbad Oaks North Business Park Carlsbad, California CTE Job No. 10-13749G, dated May 22, 2017 Final Report of Testing and Observation Services During Site Grading Carlsbad Oaks North Business Park- Phase 2 Carlsbad, California Geocon, Inc. Job No. 06442-32-13, dated December ii, 2007 \\Esc_server\projects\I0-13749GLtr_Plan Review Str Civ.doc EsGil A SAFEbulif Company DATE: JANUARY 29, 2018 U APPLICANT U JURIS. JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2017-0547 SET: III PROJECT ADDRESS: 2842 WHIPTAIL LOOP PROJECT NAME: NEW TILT-UP (2-STORIES) The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. LII The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. LI The applicant's copy of the check list has been sent to: KEN SMITH, AlA, 500 Fesler St. Suite 102, El Cajon, CA, 92020 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: KEN SMITH, AlA Telephone #: 619-444-2182 Date contacted: (by: ) Email: ksmithkdsarch.com Mail Telephone Fax In Person LI REMARKS: By: ALl SADRE, S.E. Enclosures: EsGil 0 G OEJ 0MB El PC 12/18 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 V/ EsGil A SAFEbuittCompariy DATE: DEC. 269 2017 U APPLICANT URIS. JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2017-0547 SET: II PROJECT ADDRESS: 2842 WHIPTAIL LOOP PROJECT NAME: NEW TILT-UP (2-STORIES) LII The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. 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. 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: KEN SMITH, AlA, 500 Fesler St. Suite 102, El Cajon, CA, 92020 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: KEN SMITH, AlA Telephone #: 619-444-2182 Date contacted: 3.12Th (by:-') Email: ksmithkdsarch.com all ephonq Fax In Person LI REMARKS:' By: ALl SADRE, S.E. Enclosures: EsGil GA El EJ El MB El PC 12/18 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD CBC20 17-0547 DEC. 26, 2017 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. . GENERAL Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential 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 Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by Please 2. 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? U Yes U No Kenneth Duane Smith's State License Seal on Architectural Drawings shows the License expired 2/28/17, ten months ago. Please update. Structural drawings substantially comply with the jurisdiction's building codes. . MISCELLANEOUS ITEMS Please see attached for P/M/E corrections. 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 ALl SADRE, S.E. at EsGil. Thank you. CARLSBAD CBC20 17-0547 DEC. 26,2017 PLUMBING AND MECHANICAL CORRECTIONS JURISDICTION: Carlsbad DATE: 12/27/2017 PLAN REVIEW NUMBER: C2017-0547 SET: II PLAN REVIEWER: Glen Adamek GENERAL AND ARCHITECTURAL PME ITEMS Kenneth Duane Smith's State License Seal on Architectural Drawings shows the License expired 2128/17, ten months ago. Please update. The final set of corrected drawings to be reviewed for signing and sealing just before the permits are to be issued. Each sheet of the plans must be signed by the person responsible for their preparation, even though there are no structural changes, before the permits are issued. Business and Professions Code. PLUMBING (2016 CALIFORNIA PLUMBING CODE) 7. The "Minimum Plumbing Facilities" calculations on sheet AO.3 do not agree with CPC, Table "A" and Table 422.1 and the drawings. Please address the following Provide calculations to show compliance with CPC Table 422.1 "Minimum Plumbing Facilities" and occupant load CPC Chapter 4 Table "A". Please address the required number of drinking fountains, urinals, water closets, and lavatories. A) Sheet AO.3 does not show the areas used for the A-occupancies, B occupancy, S-I occupancy, & F-I occupancy B) The plans show on sheet A3.1, the following areas for the following occupancies: Office (B occupancy) 15,346 sq.ft. Warehouse (S-I) plus Manufacturing (F-I) is 22,278 sq.ft. The separate areas for Warehouse (S-I) plus Manufacturing (F-I) are not listed on sheet A3.I. A-occupancy-areas are not shown. C) Please correct the calculations on sheet AO.3 and/or areas on sheet A3.I to agree. D) The required number of plumbing fixtures shown in the calculations on sheet AO.3 do not match the required number of fixtures in the CPC Table 422.1. Please correct. E) The plans and calculations do not show the required drinking fountains. Please correct. CARLSBAD CBC20 17-0547 DEC. 26, 2017 10. Please correct the following items: Provide complete corrected water line sizing calculations: Include the water pressure, pressure loss calculations, water demands, and the developed pipe lengths. CPC 610.0 or Appendix 'A': Drinking fountains are required for the total building occupant loading of 30 as per CPC, Table "A". Plans and calculations do not include the required drinking fountains. Show the water line serving the flush valve urinal is 11/4 inch minimum as per your water line sizing table. The GPM and velocity values in the Water Pipe Sizing Tables, do not seem to agree with the values in the CPC, Chart 105.1(1) for copper tubing. MECHANICAL (2016 CALIFORNIA MECHANICAL CODE) 13. Please correct the following for the two Hair Salon Rooms: Plumbing plans and Electrical plans show Salon Sinks and Hair Dryer hookups in the Open Office #201. Please correct the plans to show this is a Hair Salon. And please provide the required exhaust fan systems to comply with CIVIC, Table 403.7. The exhaust fan EF-2.3 for Room #201 is too small. The Room #201 is about 400 square feet in floor area. The only 200 CFM exhaust fan EF-2.3 is rated at only 200 CFM. Minimum required size for EF-2.3 is 987 CFM. Please correct. The sheet A2.1 shows a Salon Sink in the QC, Room #115. And mechanical plans show no exhaust system for QC, Room #115. Please show the required 210 CFM exhaust fan serving QC, Room #115. 17. The HVAC unit HPI.2 along with HPI.6 is one "air moving" and HPI.2 does not show the required smoke detection in the supply air duct. Please correct. smoke detection in the supply air duct of an "air-moving system" for required shut-off of equipment for smoke control. CIVIC Section 608.1An "air- moving system" is a system designed to provide heating, cooling, or ventilation in which one or more air-handling units are used to supply air to a common space or to draw air from a common plenum or space. Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Glen Adamek at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. Electrical & Energy plans substantially comply with jurisdiction's electrical & energy codes. EsGil A SAFEbui1tCompony DATE: NOV. 032 2017 Q APPLICANT çVJ URIS. JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2017-0547 SET: I PROJECT ADDRESS: 2842 WHIPTAIL LOOP PROJECT NAME: NEW TILT-UP (2-STORIES) LI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. LI 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. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil 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: KEN SMITH, AlA Telephone #: 619-444-2182 D I contacted:I11/31 1-7 Q Email: ksmith(kdsarch.com In Person By: ALl SADRE, S.E. Enclosures: EsGil Z GA 0 EJ 0 MB 0 PC 10/23 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD CBC20 17-0547 NOV. 03, 2017 GENERAL PLAN CORRECTION LIST JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2017-0547 PROJECT ADDRESS: 2842 WHIPTAIL LOOP OCCUPANCY = B/SI; STORIES = TWO; HEIGHT = 35'; SPRINKLERS = YES; AREA = 37,626; OFFICE = 15,346; WAREHOUSE = 22,279 DATE PLAN RECEIVED BY DATE REVIEW COMPLETED: ESGIL: 10123 NOV. 031, 2017 REVIEWED BY: ALl SADRE, S.E. 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. . GENERAL Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential 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 Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring TVVO corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by Please 2. 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. CARLSBAD CBC20 17-0547 NOV. 031, 2017 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? U Yes U No . PLANS Please add the stairs, curtain walls, storefront, and custom skylight to the list of deferred items on the cover sheet of the plans. Alternatively, submit structural details and references for them on.plans, if under this permit. Please label the glazing in Alicia's office on Sheet A2.1. Please indicate where windows "J", "WI" & "W2", as per window schedule, are called out on floor plans. Please label window "J" on Sheet A8.2. Please specify where details 14, 19 & 201AD1.I are referenced on plans. Please note where details 8, 15, 16, 17 & I8/AD4 are called out on plans. Please state where details 6, 10, 13 & 17/AD5are cross referenced on plans. II. Please indicate where details 2, 3, 4, 8 & 17/AD5.I are referenced on plans. Please note where detail 71AD5.2 is called out on plans. Please specify where detail 51AD5.3 is referenced on plans. Please state where detail 13/AD6 is called out on plans. Please note where details 3, 4, 5, 11, 14, 17, 18, 19, 23, 25 & 30/AD8 are cross referenced on the plans. . STRUCTURAL Note on plans that surface water will drain away from building. The grade shall fall a minimum of 6" within the first 10'. Section R401.3. Provide a letter from the soils engineer confirming that the foundation/ grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the plans. Please cross reference the information for Zones #1 & #2, as noted on margin of Sheet S1.1, on the framing plans. Please dimension the width of all the nailing zones, on Sheet S1.2A, in the N-S direction, between gridlines #1 & #5. CARLSBAD CBC20 17-0547 NOV. 039 2017 On Sheet SI.3, please cross reference the zones, as noted in the margin on the framing plans, as required. Please delete all the zones not related to this project. Please indicate the depth and designation of the joists for FJ3 in the schedule on Sheet SI.1. Please provide calculations for both stairs and custom skylight, if it is under this permit. Otherwise, add them to the list of deferred submittal items on the cover sheet of the plans. Please specify where details 8 & 13/S3.0 are called out on the foundation plans. Please indicate where details 14 & 23/S3.1 are cross referenced on the plans. Detail 13/S3.2, are called out on detail 111S3.2, is labeled as not used. Please specify where detail 6/S3.2 is referenced on plans. Please note where details 11 & 121S3.4 are cross referenced on the plans. Please state where details 6, 19, 20, and 24/S3.5 are referenced on the plans. Please specify where details 23 & 29/S3.6 are called out on plans. Please note where detail 8/S3.7 is referenced on plans. Please remove the "NOT FOR CONSTRUCTION" stamp on plans. Additional corrections may be necessary, once updated plans &/or calculations are submitted for review and approval. . MISCELLANEOUS ITEMS Please see attached for P/M/E corrections. 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 ALl SADRE, S.E. at EsGil. Thank you. CARLSBAD CBC20 17-0547 NOV. 03, 2017 PLUMBING AND MECHANICAL CORRECTIONS JURISDICTION: Carlsbad DATE: 11/1/2017 PLAN REVIEW NUMBER: C2017-0547 SET: I PLAN REVIEWER: Glen Adamek 1IEtuJ11i 1. The final set of corrected drawings to be reviewed for signing and sealing just before the permits are to be issued. .Each sheet of the plans must be signed by the person responsible for their preparation, even though there are no structural changes, before the permits are issued. Business and Professions Code. 2. Provide data on the proposed hazardous materials to be stored and used. IBC 414. Present the description of the hazardous materials in a format that coincides with the material classifications found in CBC Tables 307.1(1) and 307.1(2): Clearly show the types of hazardous materials being stored or used. Provide a list of the proposed hazardous materials; include the material safety data sheets (MSDS), if applicable. Clearly show the amounts for each type of hazardous material to be stored and in use. Clearly show the locations in the building where each type of hazardous material is being stored or used. Note: If hazardous materials are present in any amount, forward this information to the mechanical designer for design compliance with CMC Chapter 5. 3. Detail the location of the required roof access ladder and hatch to provide the required access to new roof mounted mechanical equipment, as per CMC, Section 304.3. 4. Please correct the drawings to show the required 42 inches tall "Guards" (guard rails) as per CBC, Sections 1015.6 & 1015.7: Where appliances, equipment, fans, roof hatch openings or other components that require service are located within 10 feet of a roof edge or open side of a walking surface. 5. Please correct the drawings to show the required 42 inches tall "Guards" (guard rails) as per CBC, Sections 1015.6 & 1015.7: Where appliances, equipment, fans, roof hatch openings or other components that require service are located within 10 feet of a roof edge or open side of a walking surface. 6. Detail the location of the required roof access ladder and hatch to provide the required access to new roof mounted mechanical equipment, as per CMC, Section 304.3. CARLSBAD CBC20 17-0547 NOV. 03, 2017 PLUMBING (2016 CALIFORNIA PLUMBING CODE) 7. Provide calculations to show compliance with CPC Table 422.1 "Minimum Plumbing Facilities" and occupant load CPC Chapter 4 Table "A". Please address the required number of drinking fountains, urinals, water closets, and lavatories. 8. Please provide complete on-site plumbing construction drawings for the private site water system, and private site building sewer system, showing the sizes and locations of the public & private water meters; and the sizes, routes, required sewer cleanouts every 100 feet of sewer length, and slopes of the building sewer, & site water lines. 9. For backwater valve review, please show the upstream sewer manhole rim elevation (manhole cover elevation) and finished floor elevations. CPC 710.0 Backwater valves are: Mandatory: Fixtures installed on a floor level below the next upstream manhole cover elevation require backwater protection. Optional: Fixtures installed on a floor level below the next upstream manhole cover however they (the fixtures) are not below the manhole cover. Not Allowed: For waste systems with fixtures installed on a floor level above the next upstream manhole cover elevation. 10. Provide complete corrected water line sizing calculations: Include the water pressure, pressure loss calculations, water demands, and the developed pipe lengths. CPC 610.0 or Appendix 'A': The water design calculations do not show the dishwasher fixture unit demand. Plans and calculations do not include the required drinking fountains. The GPM and velocity values in the Water Pipe Sizing Tables, do not seem to agree with the values in the CPC, Chart 105.1(1) for copper tubing. Please provide PVC schedule 40 Water Pipe Sizing Table using CPC, Chart A105.1(2) for pipe sizing from the public water meter to the building. 11. Detail how the floor drain trap seal is to be maintained. CPC 1007.0. 12. Floors shall slope to the floor drain(s) location(s). Please detail on the architectural floor plans. CPC 418.5. MECHANICAL (2016 CALIFORNIA MECHANICAL CODE) 13. Plumbing plans and Electrical plans show Salon Sinks and Hair Dryer hookups in the Open Office #201. Please correct the plans to show this is a Hair Salon. And please provide the required exhaust fan systems to comply with CIVIC, Table 403.7. CARLSBAD CBC20 17-0547 NOV. 03, 2017 14. Hot water recirculating loop systems requirements (Not single-family homes): Detail the following: The installation of an air release valve on the inlet side of the recirculation pump, within 4' of the pump. A check valve is required between the recirculating pump and the water heating equipment to prevent the hot water from flowing backwards through the recirculation loop. . A check valve is required on the cold-water supply line between the hot water system and the next closest tee on the cold water supply line. (See CPC 608.3 for expansion tank requirements.) Specify the make, model, type, and efficiency of the space heating and cooling systems in agreement with the energy design. Detail the primary and secondary mechanical condensate waste design: Pipe sizing, routing, and termination areas. CIVIC 310.0 & CPC 814.0. Provide smoke detection in the supply air duct of an "air-moving system" for required shut-off of equipment for smoke control. CIVIC Section 608.1An "air- moving system" is a system designed to provide heating, cooling, or ventilation in which one or more air-handling units are used to supply air to a common space or to draw air from a common plenum or space. Specify compliance with CIVIC 603.4.1 for length limitations for factory made flexible air ducts (6) and use (not to be used for rigid elbows or fittings). (Residential is exempt from this item). Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Glen Adamek at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. ELECTRICAL and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen ELECTRICAL (CALIFORNIA ELECTRICAL CODE) Coordinate the distribution board design between the layout and Notes on sheet E3 and the single line on E-8. For buildings that require two or more exits, emergency illumination is required to be installed at exterior exit door landings and/or vestibules. Please provide. CBC 1008.3.2. At least (1) convenience receptacle outlet shall be installed within 50' of the electrical service (Does not apply to one and two family residential occupancies). CEC 210.64. CARLSBAD CBC2017-0547 NOV. 03, 2017 Emergency illumination is required to be installed in electrical equipment rooms. Please provide. CBC 1008.3.3. ENERGY (2016 CALIFORNIA BUILDING ENERGY STANDARDS) The building is a two-story slab on grade design. Why one story with a raised floor? Is there gypsum board on the roof? How was the u-factor for the exterior concrete walls determined? The assembly descriptions (Appendix 4) on the forms do not match the architectural floorplan design. Clarify the wall construction: The architectural is unclear, the structural is unclear but the energy uses wood. If metal, revised the energy design to match. Include the EV conduit termination locations on the plans. Note: If you have any questions regarding this Electrical and Energy plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. CARLSBAD CBC2017-0547 NOV. 03, 2017 [DO NOT PAY — THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2017-0547 PREPARED BY: ALI SADRE, S.E. DATE: NOV. 03, 2017 BUILDING ADDRESS: 2842 WHIPTAIL LOOP BUILDING OCCUPANCY: B/Si; III-B/SPR. BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) OFFICE 15346 WAREHOUSE 22279 Air Conditioning 15346 Fire Sprinklers 1 37626 TOTAL VALUE 3,098,646 Jurisdiction Code 1GB IBy Ordinance Bldg. Permit Fee by Ordinance V Plan Check Fee by Ordinance V Type of Review: Ei Complete Review 0 Structural Only I $7,71 0.521 84 o Repetitive Fee Repeats O Other Hourly Hr. @ * EsGil Fee I $4,395.00 Comments: Sheet 1 of I Engineering, Inc. STRUCTURAL CALCULATIONS — ADDENDUM 1 09 REYNOLDS LOT 20 FOR KENNETH D. SMITH ARCHITECTS 'U V SUBJECT: SHEET NO: ADDENDUM 1: All sheets are revisions of or additions to those dated 09/18/17 GravityFraming ................................................................................................................................14R, 55.1 Connection Design...................................................................................................................236.1 — 236.14 Tilt-up Panel Out-of-Plane Design.............................................................................................251 R — 268R Tilt-up Panel In-Plane Design..................................................................349R — 352R, 352.1, 353R — 381 R Stair Design ..................................................................... .................................................................. 520 -572 - ( 0FESS 0E.L Of 1p LU -a----- OF Job No. 17090 Designed By: J.W.S. Date: 11/15/17 Checked By: L.B. 16466 Bernardo Center Drive, Suite 279 Las Vegas, NV San Diego, CA 92128 Salt Lake City, UT 858.673.8416 tel * 57 : 14R UN N. -• 55.1 File P:17t17090-1l2-CALC-1117090.ec6 1111 I Steel Beam ENERCALC. INC. 1983-2017. Build:10.17.8.9. Ver.6.17A.30 Description: FG-15 CODE REFERENCES Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 Material PrOperhes Analysis Method: Load Resistance Factor Design Fy: Steel Yield: 50.0 ksi Beam Bracing: Beam bracing is defined as a set spacing over all spans E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Unbraced Lengths First Brace starts at 6.0 ft from Left-Most support Regular spacing of lateral supports on length of beam = 6.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D = 0.060, L = 0.10 ksf, Tributary Width = 23.50 ft, (TRIBUTARY FLOOR) Uniform Load: D = 0.1650 k/lt, Tributary Width = 1.0 ft, (STOREFRONT) DESIGN SUMMARY ximum Bending Stress Ratio = 0.815:1 Section used for this span HSS1 6x4x112 Mu : Applied 236.261 k-ft Mn * Phi: Allowable 289.875 k-ft Load Combination +1.20D+0.50Lr+1.60L+1.60H Location of maximum on span 9.085ft Span # where maximum occurs Span # 1 urn inear stress Matlo = Section used for this span Vu: Applied Vn * Phi: Allowable Load Combination Location of maximum on span Span # where maximum occurs HSS1 6x4x1/2 52.011 k 366.732 k +1.20D+0.50Lr+1.60L+1.60H 0.000 ft Span # 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.439 in Ratio = 496 >=360 0.000 in Ratio = 0 <360 0.745 in Ratio = 293 >=240. 0.000 in Ratio = 0 <240.0 .*Eng ineering, Inc. JOB NO. I 236.1 PROJECT R'YNOLOJ DATE SUBJECT SHEET OF -- ik TTL vs 41 Xfr ! SI-k. 1Z!. +H 1 • . +lo + N d I r r L ! Wi4 0 '4A0 jr j....I-t-1--t- --ci-- ttt14 ±* : 1:1..!. IJ )I5btf :- i ':-i ••-1:' 1 kz4r' ir : .i L;L:T:ffl ftfF1tF .i:3Et .+h 1 JJltL Jogtof j/ _ I I :: 41,. _ 4 . Tjt . . .L•.. 4. 4- - 4 ;i4 i L L i + T . ii L : u irrtr 4: .f. f ____________ Ii • 1. _____ I -i--''I _ 44J .4_L4...LJ__L f _ - L4...JJ.....L. ...4.L. .4... . . - - .. - -ft±+t f4H:L_ -i-i- 1 4.t -i -i r _I tj EFTft 44: I.J_L.L LL..L I I L ft4ir .IiTj.. 1TtJ±i_.4_I_f4ttt1I I4.++4±F+iIff L.ffWL ± :r f_ -4- if - +--"- ILzE:!H -r- •-r :I -. iH -14- 7 LI1LL i-r- 4tTtI!14 __ Ttt i 'L ' -- - +1 1 ------ 236.2 Company: R2H ENGINEERING I Date: 10/5/2017 Engineer: JWS Page: 1/4 Project: REMINGTON Address: Phone: E-mail: Anchor Designer TM Software Version 2.5.6163.2 1.Proiect information Customer company: Customer contact name: Customer e-mail: Comment: Gravity 2. Input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Cast-in-place Material: AWS Type A Diameter (inch): 0.750 Effective Embedment depth, her (inch): 5.500 Anchor category: - Anchor ductility: Yes hmin (inch): 7.00 Cmtn (inch): 1.38 Smn (inch) 3.00 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: U = 1.2(D + F) + 1.6(L) + 0.5(Lr or S or R) Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No z cFiç - Project description: Location: Panel 6 Fastening description: STOREFRONT SUPPORT Base Material Concrete: Normal-weight Concrete thickness, h (inch): 10.50 State: Cracked Compressive strength, f'c (psi): 4000 4).v: 1.2 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Reinforcement provided at corners: No Do not evaluate concrete breakout in tension: No Do not evaluate concrete breakout in shear: No Ignore 6d0 requirement: No Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 17.00 x 15.00 x 0.75 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 236.3 Company: R2H ENGINEERING I Date: 10/5/2017 Engineer: JWS Page: 2/4 Project: REMINGTON Address: Phone: E-mail: I1I1'I Anchor Designer TM Software 71 Version 2.5.6163.2 <Figure 2> Recommended Anchor Anchor Name: Headed Stud - 3/400 AWS Type A Headed Stud Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-lie Company Inc. 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 236.4 Company: R21-1 ENGINEERING I Date: 10/5/2017 Engineer: JWS I Page: 3/4 Project: REMINGTON Address: Phone: E-mail: iITAIè11JkU Anchor Designer TM Software - Version 2.5.6163.2 fz 3. Resultina Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua (lb) Vuax (lb) Way (lb) I(Vuax)2+(Vuay)2 (lb) 1 3900.7 6815.0 0.0 6815.0 2 2506.6 6815.0 0.0 6815.0 3 415.4 6815.0 0.0 6815.0 4 0.0 6815.0 0.0 6815.0 5 0.0 6815.0 0.0 6815.0 6 415.4 6815.0 0.0 6815.0 7 2506.6 6815.0 0.0 6815.0 8 3900.7 6815.0 0.0 6815.0 Sum 13645.4 54520.0 0.0 54520.0 Maximum concrete compression strain (%o): 0.10 <Figure 3> Maximum concrete compression stress (psi): 422 Resultant tension force (lb): 13645 Resultant compression force (lb): 13646 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 2.59 Eccentricity of resultant tension forces in y-axis, e'liy (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'w (inch): 0.00 4. Steel Strenath of Anchor in Tension (Sec. 17.4.1) N. (lb) 0 bNsa (lb) 26950 0.75 20213 ol ol o2 Y 03 XT aE o4 Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.2 Nb = kcAdJfcheft5 (Eq. 17.4.2.2a) kc As P (psi) hei (in) No (lb) 24.0 1.00 4000 5.500 19579 qiNcz,g =çt (AN5/ANco) TecN!PC1tNV'C,NWCP,NNb(Sec. 17.3.1 & Eq. 17.4.2.1 b) Ajvc (in 2) Awco (in 2) Ca,min (in) Y'OC.N 91ed.N WC,N I1cp.N Nb (lb) 0 ONbg (lb) 755.25 272.25 10.50 0.761 1.000 1.00 1.000 19579 0.70 28940 Pullout Strength of Anchor in Tension (Sec. 17.4.3 0NPn = ØV'c.pNp = Pc.p8Ab,gf'C(Sec. 17.3.1, Eq. 17.4.3.1 & 17.4.3.4) Ao (in2) P. (psi) 0 fSNp5 (lb) 1.0 0.79 4000 0.70 17584 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-lie Company Inc. 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 236.5 Company: R21-1 ENGINEERING Date: 10/5/2017 Engineer: JWS Page: 4/4 Project: REMINGTON Address: Phone: E-mail: Anchor Designer TM Software Version 2.5.6163.2 Steel Strength of Anchor in Shear (Sec. 17.5.1 V (lb) ØV (lb) 26950 1.0 0.65 17518 Concrete Breakout Strenath of Anchor in Shear (Sec. 17.5.2 Shear parallel to edge in x-direction: Vby = minI7(16/da)024da2i/f6cal15; 9Ai')f'cCai15I (Eq. 17.5.2.2a & Eq. 17.5.2.2b) Ia (in) d8 (in) As f' (psi) Cal (in) Vby (lb) 5.50 0.750 1.00 4000 10.50 19367 bVcbgx = 0 (2)(Avc/Avco) F'ec,v 'eOV'C,V Wh,VVby (Sec. 17.3.1, 17.5.2.1(c) & Eq. 17.5.2.1b) Avc (in 2) Avco (in') W,v Ved.V Y,v 9,.v ½,, (I b) 0 bVcbga (lb) 477.75 496.13, 1.000 1.000 1.200 1.225 19367 0.70 38373 Concrete Prvout Strength of Anchor in Shear (Sec. 17.5.3 OVcpg = bkcpNcbg= 17.3.1 & Eq. 17.5.3.1 b) kcp ANc (in2) ANcO (in') I'CC.N I'e4N 9'cp,N Nb (lb) qwcpg (lb) 2.0 869.25 272.25 1.000 1.000 1.000 1.000 19579 0.70 87517 Results Interaction of Tensile and Shear Forces (Sec. 17.6 Tension Factored Load, Nua (lb) Design Strength, øN (lb) Ratio Status Steel 3901 20213 0.19 Pass Concrete breakout 13645 28940 0.47 Pass (Governs) Pullout 3901 17584 0.22 Pass Shear Factored Load, Vua (lb) Design Strength, øVn (lb) Ratio 'Status Steel 6815 17518 0.39 Pass II Concrete breakout y- 27260 38373 0.71 Pass (Governs) Pryout 54520 87517 0.62 Pass Interaction check NdqlN VLd8Vn Combined Ratio Permissible Status Sec. 17.6.3 0.47 0.71 118.2% 1.2 Pass 3/4"0 AWS Type A Headed Stud with hef = 5.500 inch meets the selected design criteria. Warnings - Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 236.6 Company: R2H ENGINEERING I Date: 10/5/2017 Engineer: JWS . . Page: 1/5 Project: REMINGTON Address: Phone: E-mail: IIli]I Anchor Designer TM OW Software Version 2.5.6163.2 '$3 1.Proiect information Customer company: Customer contact name: Customer e-mail: Comment: WIND 2. Input Data & Anchàr Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Cast-in-place Material: AWS Type A Diameter (inch): 0.750 Effective Embedment depth, hef (inch): 5.500 Anchor category: - Anchor ductility: Yes hmin (inch): 7.00 Cn (inch): 1.38 Snn (inch): 3.00 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: U = 1.2D + 1.OE + 1.OL + 0.25. Seismic design: Yes Anchors subjected to sustained tension: Not applicable Ductility section for tension: 17.2.3.4.2 not applicable Ductility section for shear: 17.2.3.5.2 not applicable Do factor: 2.5 Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No <Figure Project description: Location: panel 6 Fastening description: STOREFRONT SUPPORT Base Material Concrete: Normal-weight Concrete thickness, h (inch): 10.50 State: Cracked Compressive strength, f'c (psi): 4000 9',v: 1.2 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Reinforcement provided at corners: No Do not evaluate concrete breakout in tension: No Do not evaluate concrete breakout in shear: No Ignore 6d0 requirement: No Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 17.00 x 15.00 x 0.75 z 5250 lb LIP Y ft-lb Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 236.7 Company: R2H ENGINEERING I Date: 10/5/2017 Engineer: JWS Page: 2/5 Project: REMINGTON Address: Phone: E-mail: 1ILIè11iU Anchor Designer TM Software Version 2.5.6163.2 <Figure 2> Recommended Anchor Anchor Name: Headed Stud - 3/40 AWS Type A Headed Stud Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.stmngtie.com 236.8 Company: R21-1 ENGINEERING I Date: 10/5/2017 Engineer: JWS Page: 3/5 Project: REMINGTON Address: Phone: E-mail: Anchor Designer TM Software - Version 2.5.6163.2 .5 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua (lb) V8 (lb) Vuay (lb) 1(Vuax)2+(Vuay)2 ON 1 3959.2 5052.5 0.0 5052.5 2 2626.8 5052.5 0.0 5052.5 3 628.2 5052.5 0.0 5052.5 4 0.0 5052.5 0.0 5052.5 5 0.0 5052.5 0.0 5052.5 6 628.2 5052.5 0.0 5052.5 7 2626.8 5052.5 0.0 5052.5 8 3959.2 5052.5 0.0 5052.5 Sum 14428.2 40420.0 0.0 40420.0 Maximum concrete compression strain (%o): 0.08 Maximum concrete compression stress (psi): 339 Resultant tension force (lb): 14428 Resultant compression force (lb): 9178 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 2.34 Eccentricity of resultant tension forces in y-axis, e'y (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'w (inch): 0.00 4. Steel Strength of Anchor in Tension (Sec. 17.4.1) Nsa(lb) 0 ON. (lb) 26950 0.75 20213 <Figure 3> Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.2 No = kcAeJf'chd 5 (Eq. 17.4.2.2a) kc As f' (psi) her (in) No (lb) 24.0 1.00 4000 5.500 19579 0.75^o9 =0.75Ø(ANc/ANco) Pec,&Peii,N Y1c,N V'cp,NNb (Sec. 17.3.1 & Eq. 17.4.2.1 b) ANc (in 2) ANcO (in2) Ce,mfn (in) 94,N !.%d,N Wc,N V'cp,N No (lb) 0 0.750No9 (lb) 755.25 272.25 10.50 0.779 1.000 1.00 1.000 19579 0.70 22215 Pullout Strength of Anchor in Tension (Sec. 17.4.3 0.750Npn = 0.75014pN = 0.75Ø!Pc,8Aorgf'c (Sec. 17.3.1, Eq. 17.4.3.1 & 17.4.3.4) Aorp (in2) Pc (psi) 0 0.75N (lb) 1.0 0.79 4000 0.70 13188 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 236.9 Company: R21-1 ENGINEERING I Date: 10/5/2017 Engineer: JWS Page: 4/5 Project: REMINGTON Address: Phone: E-mail: Anchor Designer TM Software Version 2 56163.2 Steel Strenath of Anchor in Shear (Sec. 17.5.11 Vu (lb) gmut 0 09..,0V.. (lb) 26950 1.0 0.65 17518 Concrete Breakout Strength of Anchor in Shear (Sec. 17.5.21 Shear parallel to edge in x-direction: Vby = minI7(1o/de)02 1da1aifcca11.5; 9,toif'ccoi'5I (Eq. 17.5.2.2a & Eq. 17.5.2.2b) Ia (in) d8 (in) AS f' (psi) Cal (in) Vby (lb) 5.50 0.750 1.00 4000 10.50 19367 bVcbgx = (2)(Avc/Avco) Wec,v 1'OA,,Vq'C.V!Ph.VVbY (Sec. 17.3.1,17.5.2.1(c)& Eq. 17.5.2.1b) Avc (in2) Av. (in 2) !F'ed,V !i'cv Vh.v Vby (I b) 0 qlVcj,gx (lb) 477.75 496.13 1.000 1.000 1.200 1.225 19367 0.70 38373 Concrete Prvout Strength of Anchor in Shear (Sec. 17.5.31 OVqw = OkpNcbg = 0kCP(ANC/AN33) V'eC,N% N!PC.N!PC,NNb(SeC. 17.3.1 & Eq. 17.5.3.1 b) kcp ANC (in2) ANcO (in 2) Vle 'e4N VIC. N Pcp,N Nb (lb) 0 çlVcpg (lb) 2.0 869.25 272.25 1.000 1.000 1.000 1.000 19579 0.70 87517 Results Interaction of Tensile and Shear Forces (Sec. 17.6) Tension Factored Load. Na (lb) Design Strength. eN3 (lb) Ratio Status Steel 3959 20213 0.20 Pass Concrete breakout 14428 22215 0.65 Pass (Governs) Pullout 3959 13188 0.30 Pass Shear Factored Load, VU3 (lb) Design Strength, 0V3 (lb) Ratio Status Steel 5053 17518 0.29 Pass II Concrete breakout y- 20210 38373 0.53 Pass (Governs) Pryout 40420 87517 0.46 Pass Interaction check Nue/ØNn V113/qiVn Combined Ratio Permissible Status Sec. 17.6.3 0.65 0.53 117.6% 1.2 Pass 3140 AWS Type AHeaded Stud with hef = 5.500 inch meets the selected design criteria. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 1ILTAlè1I1U Anchor Designer TM i Software - Version 2.5.6163.2 .... Company: R2H ENGINEERING I Date: 10/5/2017 Engineer: JWS I Page: 5/5 Project: REMINGTON Address: Phone: E-mail: 236.10 12. Warnings - Per designer input, the tensile component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor tensile force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.2.3.4.2 for tension need not be satisfied - designer to verify. - Per designer input, the shear component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor shear force associated with the same load combination. Therefore the ductility requirements of ACl 318 17.2.3.5.2 for shear need not be satisfied - designer to verify. - Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-lie Company Inc. 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 236.11 Company: R2H ENGINEERING I Date: 10/5/2017 Engineer: JWS Page: 1/4 Project: REMINGTON Address: Phone: E-mail: 1Ik'AIk1S1IU Anchor Designer TM Software Version 2.5.6163.2 1.Proiect information Customer company: Customer contact name: Customer e-mail: Comment: WIND 2. Input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Cast-in-place Material: AWS Type A Diameter (inch): 0.750 Effective Embedment depth, her (inch): 5.500 Anchor category: - Anchor ductility: Yes hmin (inch): 7.00 Cmin (inch): 1.38 Smin (inch): 3.00 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: U = 1.21) + 1.0W + 1.OL + 0.5(Lr or S or R) Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No Figure 1> Project description: Location: panel 6 Fastening description: STOREFRONT SUPPORT Base Material Concrete: Normal-weight Concrete thickness, h (inch): 10.50 State: Cracked Compressive strength, fc (psi): 4000 4.v: 1.2 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Reinforcement provided at comers: No Do not evaluate concrete breakout in tension: No Do not evaluate concrete breakout in shear: No Ignore 6do requirement: No Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 17.00 x 15.00 x 0.75 z 5000 lb lb lb Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 236.12 Company: R21-1 ENGINEERING I Date: 10/5/2017 Engineer: JWS I Page: 2/4 Project: REMINGTON Address: Phone: E-mail: tiILTAIètSJiU Anchor DesignerTM Software Version 2.5.6163.2 <Figure 2> Recommended Anchor Anchor Name: Headed Stud - 3/40 AWS Type A Headed Stud Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 236.13 Company: R21-1 ENGINEERING Date: 10/5/2017 Engineer: JWS Page: 3/4 Project: REMINGTON Address: Phone: E-mail: 1IL'AItI1kU Anchor Designer TM Software Version 25 6163.2 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N3 (lb) Wax (lb) Vuay (Ib) /(Vuax)2+(Vuay)2 (lb) 1 3908.0 5052.5 0.0 5052.5 2 2589.8 5052.5 0.0 5052.5 3 612.4 5052.5 0.0 5052.5 4 0.0 5052.5 0.0 5052.5 5 0.0 5052.5 0.0 5052.5 6 612.4 5052.5 0.0 5052.5 7 2589.8 5052.5 0.0 5052.5 8 3908.0 5052.5 0.0 5052.5 Sum 14220.4 40420.0 0.0 40420.0 Maximum concrete compression strain (%o): 0.08 <Figure 3> Maximum concrete compression stress (psi): 338 Resultant tension force (lb): 14220 Resultant compression force (lb): 9220 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 2.35 - Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'w (inch): 0.00 Steel Strength of Anchor in Tension (Sec. 17.4.1 Nsa(lb) 0 ON. (lb) 26950 0.75 20213 Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.2 Nb = kcAa"Jf'chet' (Eq. 17.4.2.2a) kc A8 f' (psi) her (in) Nb (lb) 24.0 1.00 4000 5.500 19579 ONag =Ø(ANC/ANO)Y'OC,NY'CI.N!PC.N!PCP.NNb(SeC. 17.3.1 & Eq. 17.4.2.1b) ANC (in2) ANcO (in2) Comm (in) POC,N !I'ed.N WC Wcp,N Nb (lb) 0 ØNcbg (Ib) 755.25 272.25 10.50 0.778 1.000 1.00 1.000 19579 0.70 29595 6. Pullout Strength of Anchor in Tension (Sec. 17.4.3 qWpn = Ø!Pc.pNp = 0Yip8Ab,5f'C(Sec. 17.3.1, Eq. 17.4.3.1 & 17.4.3.4) WAP A (in2) P (psi) 0 bNn (lb) 1.0 0.79 4000 0.70 17584 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 236.14 Company: R21-1 ENGINEERING Date: 10/5/2017 Engineer: JWS Page: 4/4 Project: REMINGTON Address: Phone: E-mail: Anchor Designer TM Software - Version 2.5.6163.2 ....,........ Steel Strength of Anchor in Shear (Sec. 17.5.1) V. (lb) Øgmut 0 ØgmutØVsa (lb) 26950 1.0 0.65 17518 Concrete Breakout Strength of Anchor in Shear (Sec. 17.5.2) Shear parallel to edge in x-direction: Vby = min7(1o/da)024daAi*Jfccai15; 92aJfcca11•5I (Eq. 17.5.2.2a & Eq. 17.5.2.2b) (a (in) d8 (in) As Pc (psi) Cal (in) Vby (I b) 5.50 0.750 1.00 4000 10.50 19367 6Vcsgr = q$ (2)(AvC/Av0) v'e4v'c,vh,v Vby (Sec. 17.3.1,17.5.2.1(c)& Eq. 17.5.2.1b) Av (in2) Av. (in2) 9'v Y,,y Vby (I b) 0 Q$Vc (lb) 477.75 496.13 1.000 1.000 1.200 1.225 19367 0.70 38373 Concrete Prvout Strength of Anchor in Shear (Sec. 17.5.3) q$Vcpg = bkcpNcbg = qikcp(ANc/ANco) WOC,N I'ed,N PCN Pcp.NNb (Sec. 17.3.1 & Eq. 17.5.3.1 b) kcp ANc (in2) ANcO (in2) %c,N 5POdN Pc,N 91Cp,N Nb (lb) 0 bVcpg (lb) 2.0 869.25 272.25 1.000 1.000 1.000 1.000 19579 0.70 87517 Results Interaction of Tensile and Shear Forces (Sec. 17.6) Tension Factored Load, Nua (lb) Design Strength, øN (lb) Ratio Status Steel 3908 20213 0.19 Pass Concrete breakout 14220 29595 0.48 Pass (Governs) Pullout . 3908 17584 0.22 Pass Shear Factored Load, Vua (lb) Design Strength, øVn (lb) Ratio Status Steel 5053 17518 0.29 Pass II Concrete breakout y- 20210 38373 0.53 Pass (Governs) Pryout 40420 87517 0.46 . Pass Interaction check NdçiN VUB/OVA Combined Ratio Permissible Status Sec. 17.6.3 0.48 0.53 100.7% 1.2 Pass 314"0 AWS Type A Headed Stud with hef = 5.500 inch meets the selected design criteria. Warnings - Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Tilt-Up Panel Out-of-Plane Calculation Per IBC 2015 and ACl 318-14, Section 11.8 INPUT Out-of-Plane Check Panel No. 6 Line NEAR 2_______________ 4'- 12" Strip LEFT END OF PANEL-NO MEZZANINE Strip width, 1w =[ 4.92 It Min dell = 150 Ratio Roof Height, Ic= 32.34 It Conc. W= 150 pcf Parapet H = 8.66 It fc = 4000 psi Trib At Width = 5.5 it Fy = 60000 psi Thickness, t = 10.5 in 0 = 0.9 Tension, 0.65 Compression Bar Size =6 - Fp = 0.300 W (LRFD) [Bar Spacing =L 16 in Bar Depth = 8.000 in Bar Location =[ EACH FACE OF PANECTJ Roof DL =1 20 Roof LL =I20]psi Girder Point DL = 21 pat Girder Area = 72 ftA2 Mezz DL = Mezz LL = LRFD Wind = 30 psi Mezz ecc.= in Sds= 0.749 1= 1.00 Girder Trib. Area = 72 ftA2 8.66 It 8.34 It 24 it Trib. Roof Span = 5.5 It it it 4.92 it 15.42 it Opening I a= ]ft b= It Uniform Load] WALL OK I Opening 2 c=I 15.42 iIt d=I 24 ft [Uniform Load 251 R - R2HEngiizeering, tflc. Job Number 17090 Project REYNOLDS Date____________ Designer J.W.S. Subject OUT-OF PLANE Sheet of LOADS Strip Seismic Uniform Load = 193 pit (full ht) J 1 unuorm Loau = u p Ending at Top = 32.34 it Starting at Bottom = 0 it Seismic Load 2 Uniform Load = 303 pit Ending at Top = 32.34 It Starting at Bottom = 24 ft Wind = 378.9 pit Tributary Roof Loading DL= 1389 4 LL=1389 4 ccc =E118.51 in Panel Strip Weight @ Mmax DL= 16034 4 Additional Concrete Wall Loading ConcDL= 3497 # Girder Point Load and Mach DL Girder ecc = 1.75]in AddMechDL=I 2102.625 1# Add Girder DL = 3614.625 # Add Girder LL= 1440 # 3000 lbs Mach DL is R2H Standard on Girders Live Load I <= ii 00 PSF WALL ANALYSIS Note: Parapet does not decrease moment Moment Check LRFD Loading Deflection Check ASD Service Loading Seismic governing load combo = 1.3498 D + 0.5 LL + 1.0 E Seismic governing load combo = 1.10486 D + 0.7 E Wind governing load combo = 1.2 D + 0.5 Lr + 0.5 LL + 1.0W Wind governing load combo = D + 0.6W Ec = 57000 sqrt(f'c) = 3604997 psi Acr = 0.3932 in l gross =1wt3/12 5695.5 inA4 S gross =1wt2/6 = 1084.9 1nn3 Seismic Wind Mcr = S • Fr = S * 7.5 * sqrt(fc) = 514594 in-# Service Axial Force, Ps = 27107 24534 # Seismic Wind Applied Service Moment, Msa = 299696 374789 in-# Factored Axial Force, Pu = 33117 30856 # An = (5Mnica) / (48E0cr) = 4.632 4.623 in Applied Factored Moment, Mua = 423992 623349 in-# As = 0.234 0.652 in Ase,w = As + ((Pu /Fy)(h/2d)) = 1.986 1.961 in Ase,w = 1.920 1.892 in a = (Ase,w Fy) / (0.85 * fc b) = 0.594 0.586 in a = 0.574 0.566 in c = a / 0.85 = 0.698 0.690 in c = a /0.85 = 0.675 0.665 in I cracked = 858.39 849.54 inA4 I cracked = 834.77 824.57 mM Mn = Ase,w Fy(d-a/2) = 917829 906836 in-# Mn = Ase,w Fy(d-a/2) = 888581 876037 in-# Ampiifieid Moment, Mu = 546279 789797 in-# Amplified Moment, Ma = 308207 384397 in-# Mu = Mua / (1 - ((5Pu(lc)2) / (0.7548Ecicr))) Ma = Msa + Ps • A a Ma <2/3*Mcr > 2I3Mcr Axial Load Check Governing load case = 1.4 D SUMMARY Check Axial Force Pu,max = 34348 4 OK Allowable Axial load =.06 * fc * Ag = 148781 # Pu < .06fcAg Seismic Wind Check Moment Max of Mu or Mcr = 546279 in-# 789797 in-# OK 0 Mn = 826046 in-# 816152 in-# Mcr & Mu <0 Mn Check Deflection Max Deflection = 0.234 in 0.652 in OK Deflection Ratio = 1660 :1 595 :1 As < ic/150 Check Tension Controlled c = 0.0314 0.0318 OK Tension Controlled Tension Controlled c> .005 USE #6 BARS AT 16 in O.C. EACH FACE OF PANEL P6-L R2H Engineering, Inc. Page 17 26 it Oft 15 it it 4.92 it 15.42 it R211 Eng1néerhig,1iw - Project REYNOLDS Designer J.W.S. Subject OUT - OF PLANE Tilt-Up Panel Out-of-Plane Calculation Per IBC 2015 and ACI 318-14, Section 11.8 Job Number 17090 Date____________ Sheet of Girder Trib. Area = 72 ftA2 252R Trib. Roof INPUT [Out-of-Plane öi'k Span = 5.5 it Panel No. [ 6 Line INEAR 2 1 4 - 12" Strip LEFT END OF PANEL + MEZZANINE I Strip width, 1w = 4.92 it Min deft = 150 Ratio Roof Height, Ic = 15 it Conc. W = 150 pcf Parapet H = 26 it f'c = 4000 psi Trib At Width = 5.5 it Fy = 60000 psi Thickness, t= 10.5 in 0 = 0.9 Tension, 0.65 Compression Bar Size 6 16 in in Fp= 0.300 W(LRFD) Bar Spacing Bar Depth =8.000 Bar Location =I EACH FACE OF PANEL Root DL =I_201i Root LL = 20 psi Girder Point DL = 21 psi Girder Area = 72 ftA2 Mezz DL = F770-831 # Mezz LL = 29680.5 # LRFD Wind = 30 1 psi Mezz ecc.= 10.5 in Sds = 0.749 I = _1.00 LOADS it Opening I a=I ift b=I Ift I UniformLoad] WALLOK I Opening 2 C =[T5.421ft d=1 15 Ift [UniformLoad Strip Seismic Uniform Load = 193 plf (full hi) DetermineSeismicLoadfromConcPanelAboveOpenings: Seismic Load 1 Uniform Load = 0 pit Ending at Top 15 it Starting at Bottom = 0 it Seismic Load 2 Uniform Load 303 pit Ending at Top 15 it Starting at Bottom = 15 it Wind = 378.9 pit Tributary Roof Loading DL= 1389 LL= 1389 ecc =Ejill8.51jjj Panel Strip Weight Co) Mmax DL= 21633 # Additional Concrete Wall Loading Conc DL = 5348 # Girder Point Load and Mach DL Girder ecc = [Th.75] in # Add Mach DL=121 dim ]# # Add Girder DL = 3614.625 # in Add Girder LL = 1440 # 3000 lbs Mach DL is R2H Standard on Girders Live Load <=1100 PSF WALLANALYSIS Note: Parapet does not decrease moment Moment Check LRFDLoading DeflectionCheck ASDServiceLoading Seismic governing load combo = 1.2 D + 0.5 Lr + 1.6 LL Seismic governing load combo = D + L Wind governing load combo = 1.2 D + 0.5 Lr + 1.6 LL Wind governing load combo = D + L Ec = 57000 "sqrt(f'c) = 3604997 psi Acr = 0.0846 in l gross =lw"t3/12 5695.5 mM S gross =lw"t1/6 = 1084.9 inA3 Seismic f1i Mcr = S" Fr = S * 7.5 * sqrt(t'c) = 514594 in-# Service Axial Force, Ps = 79473 79473 # Seismic Wind Applied Service Moment, Msa = 516767 516767 in4 Factored Axial Force, Pu = 108654 108654 # An = (5Mn"1c2) / (48Ecicr) = 1.036 1.036 in Applied Factored Moment, Mua = 751943 751943 in-# As = 0.299 0.299 in Ase,w=As+((Pu/Fy)"(h/2d))= 2.812 2.812 in Ase,w= 2.493 2.493 in a = (Ase,w * Fy)/(O.85" t'c b) = 0.841 0.841 in a 0.745 0.745 in c = a / 0.85 = 0.989 0.989 in c = a /0.85 = 0.877 0.877 in I cracked = 1130.99 1130.99 mM I cracked = 1030.82 1030.82 mM Mn = Ase,w Fy(d-a/2) = 1278858 1278858 in-# Mn = Ase,w" Fy(d-a/2) = 1140838 1140838 in-# Amplifieid Moment, Mu = 854404 854404 in.# Amplified Moment, Ma = 525928 525928 in-# Mu = Mua/(1 - ((5Pu(lc)2) I (0.75"48"Ec"lcr))) Ma = Msa + Ps"As Ma > 2/3"Mcr > 2/3"Mcr AxialLoadCheck Governing load case = 1.2 D + 0.5 Lr + 1.6 LL SUMMARY Check Axial Force Pu,max = 108654 # OK Allowable Axial load = .06 • f'c Ag = 148781 # Pu < .06t'cAg Seismic Wind Check Moment Max of Mu or Mcr = 854404 in-# 854404 in-# OK 0 Mn = 1150972 in-# 1150972 in-# Mcr & Mu <0 Mn Check Deflection Max Deflection = 0.299 in 0.299 in OK Deflection Ratio = 602 :1 602 :1 As < lc/150 Check Tension Controlled c = 0.0213 0.0213 OK Tension Controlled Tension Controlled c >.005 USE #6 BARS AT 16 in O.C. EACH FACE OF PANEL P6-L (2) R21-1 Engineering, Inc. Page 18 Opening 1 a=I 15.42 it b=I 24 it tUniform Load WALL OK I Opening 2 c= ft d= ft UniformLoad 253R Job Number17090 Date_____________ Sheet of Girder Trib. Area = 111A2 7.5 it 32 it it Trib. Roof Span = 4 it 24 ft 15.42 it 2.92 it it LOADS Seismic Load I Uniform Load = 303 pit Ending at Top = 32 It Starting at Bottom = 24 It Seismic Load 2 Uniform Load = 0 pIt Ending at Top= 32 it Starting at Bottom 0 it Strip Seismic Uniform Load = 115 pIt (full ht) Tributary Roof Loading DL= 850 LL= 850 ccc =Ej8.51 in Panel Strip Weight @ Mmax DL= 9006 # Wlnd= 318.9 ON Additional Concrete Wall Loading ConcDL= 5372 # Girder Point Load and Mach DL Girder ccc = [0]in Add Mach DL= II# Add Girder DL = 0 # Add Girder LL= 0 # 3000 lbs Mech DL is R2H Standard on Girders Live Load F_<=1100 PSF 1 71 Rifi Engineering, Inc. Project REYNOLDS Designer J.W.S. Subject OUT- OF PLANE Tilt-Up Panel Out-of-Plane Calculation Per IBC 2015 and ACI 318-14, Section 11.8 INPUT Out-of-Plane Check Panel No.1 6 1 Line NEAR 2 1 2'- 12' Strip IRIGHT END OF PANEL. NO MEZZANINE Strip width, 1w =1 2.92 it Min dell = 150 Ratio Roof Height, lc= 32 it Conc. W= 150 pcI Parapet H =1 7.5 it f'c = 4000 psi Trib Rf Width = 4 it Fy = 60000 psi Thickness, t = 19.5 in 0 = 0.9 Tension, 0.65 Compression Bar Size = 6 -- Fp = 0.300 W (LRFD) Bar Spacing 12 in Bar Depth =8.000 in Bar Location =[EACH FACE OF PANELTJ Roof DL =1 20 Ipsi Roof LL = 20 psi Girder Point DL = 21 psi Girder Area = p2 Mezz DL = # Mezz LL = # LRFD Wind = 30 psi Mezz ecc.= in Sds=_0.749 1= 1.00 WALLANALYSIS Note: Parapet does not decrease moment Moment Check LRFDLoading DeflectionCheck ASDServiceLoading Seismic governing load combo = 1.3498 D + 0.5 LL + 1.0 E Seismic governing load combo = 1.10486 D + 0.7 E Wind governing load combo = 1.2 D + 0.5 Lr + 0.5 LL + 1.0W Wind governing load combo = D + 0.6W Ec = 57000 *sqrt(fc) = 3604997 psi Acr = 0.3850 in l gross =1wt3 /12 3380.3 inA4 S gross = 1w • t2 / 6 = 643.9 inA3 Seismic Wind Mcr = S • Fr = S • 7.5 sqrt(tc) = 305410 in-# Service Axial Force, Ps = 16825 15228 # Seismic Wind Applied Service Moment, Msa = 193836 301127 in# Factored Axial Force, Pu = 20555 18699 # An = (5Mnlc2) / (48Ec*icr) = 4710 4.700 in Applied Factored Moment, Mua = 275257 502119 in-# As = 0.250 1.401 in Ase,w=As+((PuIFy)(h/2d))= 1.510 1.489 in Ase,w= 1.469 1.451 in a = (Ase,w Fy) /(0.85 * t'c b) = 0.760 0.750 in a = 0.740 0.731 in c =a/0.85 = 0.894 0.882 in c= a/0.85 = 0.870 0.860 in I cracked = 621.49 614.97 inA4 icracked= 608.33 602.64 inA4 Mn = Ase,w Fy(d-a/2) = 690187 681362 in-# Mn = Ase,w Fy(d-a/2) = 672440 664827 in-# Amplitieid Moment, Mu = 338942 606967 in# Amplified Moment, Ma = 199477 309036 in-# Mu = Mua / (1 - ((5Pu(lc)*2) / (0.7548Ec*icr))) Ma = Msa + Ps * A Ma .2/3*Mcr > 2/3Mcr AxialLoadCheck Governing load case = 1.4 D SUMMARY Check Axial Force Pu,max = 21320 # OK Allowable Axial load = .06 • t'c Ag = 88301 # Pu < .06t'cAg Seismic Wind Check Moment Max of Mu or Mcr = 338942 ln-# 606967 in-# OK 0 Mn = 621168 in-# 613226 in.# Mcr & Mu <0 Mn Check Deflection Max Deflection = 0.250 in 1.401 in OK Deflection Ratio = 1538 :1 274 :1 As < tell 50 Check Tension Controlled E = 0.0238 0.0242 OK Tension Controlled Tension Controlled £ >.005 USE #6 BARS AT 12 in O.C. EACH FACE OF PANEL P6-A R2H Engineering, Inc. Page 19 254R Riff Engineering, Job Number 17090 Date_____________ Sheet-of- Girder Trib. Area = ftA2 Project REYNOLDS Designer J.W.S. Subject OUT - OF PLANE Tilt-Up Panel Out-of-Plane Calculation Per IBC 2015 and ACI 318-14, Section 11.8 INPUT Out-of-Plane check ___ Panel No. 6 1 Llne[NEAR 2______ ]_______________ 2'- 12" Strip RIGHT END OF PANEL + MEZZANINE I Strip width, 1w = 2.92 It Min dell = 150 Ratio Roof Height, Ic = 15 ft Conc. W = 150 pcf Parapet H = 24.5 ft f'c = 4000 psi Trib At Width = 4 ft Fy = 60000 psi Thickness, t = 10.5 in - 0 = 0.9 Tension, 0.65 Compression Bar Size= 6 Fp = 0.300 W (LRFD) 24.5 It Trib. Roof Span = 4 It It 15f1 [BFSiT• 12 in 15.42 It 2.92 It ft Bar Depth = 8.000 in Bar Location =[EACH Roof DL=L_?Qjpsf FACE OF PANEL fl Roof LL= 20 psi Opening 1 a=I 15.42 it Opening 2 c= It Girder Point DL= 21 psi Girder Area = ftA2 b=I 15 It d= it Mezz DL =[14988.3]# Meu LL = 24980.5 # Uniform Load] UniformLoad LRFD Wind =I 30 Ipsf Mezzecc.= 10.5 in - Sds =1_0.749 I= 1.00 WALLOK LOADS Strip Seismic Uniform Load 115 pIt (full ht) Wind 318.9 pIt Additional Concrete Wall Loading ConcDL= 8491 # Determine SeismicLoad fromConcPanel Above Openings Girder Point Load and Mach DL . Seismic Load 1 Uniform Load = 303 pit Tributary Roof Loading Girder ecc = O] in Ending at Top = 15 ft DL= 850 # Add Mach DL = Starting at Bottom = 15 It LL= 850 # Add Girder DL = 0 # ecc =EIIII8.5] in Add Girder LL = 0 # Seismic Load 2 Uniform Load = 0 pIt 3000 lbs Mach DL is R2H Standard on Girders Ending at Top = 15 ft Panel Strip Weight @ Mmax Live Load [_<=1100 PSF Starting at Bottom =0ft DL = 12264 # WALLANALYSIS Note: Parapet does not decrease moment Moment Check LRFDLoading DeflectionCheck ASD Service Loading Seismic governing load combo = 1.2 D + 0.5 Lr + 1.6 LL Seismic governing load combo = 0 + L Wind governing load combo = 1.2 D + 0.5 Lr + 1.6 LL Wind governing load combo = D + L Ec = 57000 sqrt(f'c) = 3604997 psi Acr = 0.0846 in l gross =1wt3 /12 3380.3 inA4 S gross = 1w • t2 / 6 = 643.9 inA3 Seismic Wind Mcr = S • Fr = S • 7.5 sqrt(I'c) = 305410 in-# Service Axial Force, Ps = 61574 61574 # Seismic Wind Applied Service Moment, Msa = 426901 426901 in-# Factored Axial Force, Pu = 84306 84306 # An = (5Mnic2) / (48Ecicr) = 1.093 1.093 in Applied Factored Moment, Mua = 620813 620813 in-# As = 0.439 0.439 in Ase,w = As + ((Pu /Fy)(h/2d)) = 2.207 2.207 in Ase,w = 1.958 1.958 in a = (Ase,w Fy) / (0.85 f'c b) = 1.111 1.111 in a = 0.986 0.986 in c=a/O.85= 1.308 1.308 in c=a/0.85= 1.160 1.160 in I cracked = 821.25 821.25 inA4 I cracked = 755.20 755.20 In A4 Mn = Ase,w Fy(d-a/2) = 985724 985724 in-# Mn = Ase,w Fy(d-a/2) = 882027 882027 in-# Amplified Moment, Mu = 712058 712058 in-# Amplified Moment, Ma = 436834 436834 in-# Mu = Mua /(1 - ((5Pu(ic)2) / (0.75M8Ecicr))) Me = Msa + Ps • As Ma > 2I3Mcr > 213Mcr Axial Load Check Governing load case = 1.2 D + 0.5 Lr + 1.6 LL SUMMARY Check Axial Force Pu,max = 84306 # OK Allowable Axial load = .06 • f'c Ag = 88301 # Pu < .061'cAg Seismic Wind Check Moment Max ofMuorMcr= 712058 in-# 712058 in-# OK 0 Mn = 887152 In-# 887152 in-41 Mcr & Mu <0 Mn Check Deflection Max Deflection = 0.439 In 0.439 in OK Deflection Ratio = 410 :1 ' 410 :1 A s< ic/150 Check Tension Controlled £ = 0.0154 0.0154 OK Tension Controlled Tension Controlled c > .005 USE #6 BARS AT 12 In O.C. EACH FACE OF PANEL P6-R (2) R2H Engineering, Inc. Page 20 Job Number17090 Date____________ Sheet - of Girder Trib. Area = 588.9375 ftA2 Trib. Roof Span = 2.5 It it 6.16 it 7.67 it 24 It R2HEflgii:eEr1izg,Jiic Project REYNOLDS Designer J.W.S. Subject OUT. OF PLANE Tilt-Up Panel Out-of-Plane Calculation Per IBC 2015 and ACi 318-14, Section 11.8 INPUT Out-of-Plane Check _______ Panel No. i 1 Line IN _ EAR 2_______________ 2'- 12" Strip LEFT END OF PANEL-NO MEZZANINE I Strip width, 1w = 2.97917 It Min dell = 150 Ratio Root Height, Ic = 31.67 It Conc. W = 150 pcf Parapet H = 6.16 It fc = 4000 psi Trib RI Width = 2.5 It Fy = 60000 psi Thickness, t = 10.5 in - 0 = 0.9 Tension, 0.65 Compression Bar Size = 6 Fp= 0.300 W(LRFD) 255R I Bar Spacing = t 10 in it 2.97916666666667 It 16 It Bar Depth = 8.000 in Bar Location =[EACH FACE OF PANEL Opening 1 Opening 2 Roof DL 20 ]psf Roof LL= 12 psi a=[ ft c= 16 Girder Point DL= 21 psi GirderArea= 588.9375 ft-2 b=1 ft Mezz DL = Mezz LL = [Uniform Load d=-24 ft UniformLoad LRFD Wind = 30 psi Mezz ecc- in ________________________ Sds = 0.749 i = 1.00 I WALL OK I LOADS Strip Seismic Uniform Load = 117 plf (full ht) Wind = 329.4 plf Additional Concrete Wall Loading ConcDL= 4874 # Determine Seismic Load from Conc Panel Above Openings: Girder Point Load and Mach DL, Seismic Load 1 Uniform Load = 0 pIt Tributary Roof Loading Girder ecc = 2.75] in Ending at Top = 31.67 it DL = 549 # Add Mech DL = _3000 I# Starting at Bottom = 0 it LL = 329 # Add Girder DL = 15367.6875 # ecc =[8.5_] in Add Girder LL = 7067.25 # Seismic Load 2 Uniform Load = 315 plf 3000 lbs Mach DL is R2H Standard on Girders Ending at Top = 31.67 ft Panel Strip Weight @ Mmax Live Load [_<=1100 PSF Starting at Bottom =24ft DL= 8600 U - I_I WALLANALYSIS Note: Parapet does not decrease moment Moment Check LRFDLoading DeflectionCheck ASD Service Loading Seismic governing load combo = 1.3498 0 + 0.5 LL + 1.0 E Seismic governing load combo = 1.10486 D + 0.7 E Wind governing load combo = 1.2 D + 0.5 Lr + 0.5 LL + 1.0W Wind governing load combo = D + 0.6W Ec = 57000 sqrt(tc) = 3604997 psi Acr = 0.3771 in i gross =1wt3 /12 3448.8 in A4 S gross = 1w * t2 / 6 = 656.9 inA3 Seismic Wind Mcr = S Fr = 5 7.5 sqrt(f'c) = 311598 in-# Service Axial Force, Ps = 32473 29391 # Seismic Wind Applied Service Moment, Msa = 235264 344273 in-U Factored Axial Force, Pu = 39672 38968 # An = (5Mnlc2) / (48Ecicr) = 4.837 4.820 in Applied Factored Moment, Mua = 325365 563007 in-# As = 0.569 1.527 in Ase,w = As + ((Pu /Fy)(h/2d)) = 2.007 1.999 in Ase,w = 1.928 1.894 in a = (Ase,w Fy) /(0.85 Ic b) = 0.991 0.987 in a = 0.952 0.935 In c=a10.85= 1.165 1.161 in c=a/0.85= 1.120 1.100 in I cracked = 772.98 770.85 inA4 I cracked = 750.99 741.40 mM Mn = Ase,w Fy(d-a/2) = 903675 900434 in-U Mn = Ase,w Fy(d-a/2) = 870468 856196 in-U Amplifleid Moment, Mu = 455431 783359 in-U Amplified Moment, Ma = 248272 361412 in-U Mu = Mua/(1 - ((5*Pu*(ic)A2) / (0.7548Ecicr))) Ma = Msa + Ps * A S Ma > 2/3Mcr > 2/3Mcr AxialLoadCheck Governing load case = 1.2 D + 1.6 Lr + 0.5 LL SUMMARY Axial Force Pu,max = 47104 U OK Allowable Axial load = .06 - Ic Ag = 90090 U Pu < .06f'cAg Seismic Wind Moment Max of Mu or Mcr = 455431 in-U 783359 in-U OK 0 Mn = 813308 in-U 810390 in-U Mcr & Mu <0 Mn Deflection Max Deflection = 0.569 in 1.527 in OK Deflection Ratio = 668 :1 249 :1 A s.c lc/150 Tension Controlled E = 0.0176 0.0177 OK Tension Controlled Tension Controlled c > .005 P7-L R2H Engineering, Inc. Page 21 Job Number 17090 Date____________ Sheet of Girder Trib. Area = 588.9375 ftA2 1db. Roof Span = 2.5 ft ft 22.83 it .9 It 24 ft R'jH Enginceriizg, t,icL Project REYNOLDS Designer J.W.S. Subject OUT - OF PLANE Tilt-Up Panel Out-of-Plane Calculation Per IBC 2015 and ACI 318-14, Section 11.8 INPUT [Out-of-Plane Check Panel No. 1 7 Line NEAR 2 1 2'- 12" StripLLEFT END OF PANEL +MEZZANiNE 1 Strip width, lw= 2.97917 ft Min deft = 150 Ratio Roof Height, lc = 15 ft Conc. W = 150 pcf Parapet H = 22.83 It f'c = 4000 psi Tnb At Width = 2.5 It Fy = 60000 psi Thickness, t = 10.5 in 0 = 0.9 Tension, 0.65 Compression Bar Size = 6 Fp = 0.300 W (LRFD) 256R [ Bar Spacing 10 in it 2.97916666666667 ft 16ft Bar Depth = 8.000in Bar Location =[ EACH Roof DL=I_20 ipst FACE OF PANELTIIII Roof LL= 12 psi Opening a=I ft Opening 2 c=[ 16 ft Girder Point DL = 21 psi Girder Area = 588.9375 ftA2 b=I_ j ft d= 24 - - it Mezz DL =3T55]# Mezz LL = 3885 # LUniform Load] UniformLoad LRFD Wind = 30 psi Mezz ecc.= 10.5 in Sds = 0.749 I =_1.00 I_WALLOK I LOADS Strip Seismic Uniform Load = 117 pit (full ht) Wind = 329.4 pit Additional Concrete Wail Loading ConcDL= 4874 # DetermineSeismicLoad fromConcPanel Above Openings: Girder Point Load and Mach DL Seismic Load 1 Uniform Load = 0 pit Tributary Roof Loading Girder ecc = [2.75]in Ending at Top = 15 ft DL= 549 # Add Mach DL=I_3000 1# Starting at Bottom = 0 it LL= 329 # Add Girder DL = 15367.6875 # ecc =Eijjj_8.511111 in Add Girder LL = 7067.25 # Seismic Load 2 Uniform Load = 315 pit 3000 lbs Mach DL is R2H Standard on Girders Ending at Top = 15 It Panel Strip Weight @ Mmax Live Load I_<= 100 PSF Startingat Bottom =24ft DL = 11860 # I_I WALLANALYSIS Note: Parapet does not decrease moment Moment Check LRFDLoading DeflectionCheck ASD ServiceLoading Seismic governing load combo = 1.3498 D + 0.5 LL + 1.0 E Seismic governing load combo = 1.10486 0 + 0.7 E Wind governing load combo = 1.2 D + 0.5 Lr + 0.5 LL + 1.0W Wind governing load combo = D + 0.75 Lr + 0.75 LL + 0.45W Ec = 57000 sqrt(tc) = 3604997 psi Acr = 0.0846 in i gross =1wt3 /12 3448.8 in A4 S gross = 1w • 1:2 / 6 = 656.9 in43 Seismic Wind Mcr = S • Fr = S • 7.5 sqrt(f'c) = 311598 in# Service Axial Force, Ps = 39604 44307 # Seismic Wind Applied Service Moment, Msa = 297454 177773 in-# Factored Axial Force, Pu = 50327 48655 # An = (5Mnlc2) / (48Ecicr) = 1.094 1.101 In Applied Factored Moment, Mua = 426936 239256 in-# As = 0.202 0.049 in Ase,w = As + ((Pu /Fy)(h12d)) = 2.123 2.105 in Ase,w = 2.006 2.058 in a = (Ase,w Fy) / (0.85 f'c b) = 1.048 1.039 in a= 0.990 1.016 in c=a/0.85= 1.233 1.223 in c=a/0.85= 1.165 1.195 in I cracked = 804.53 799.66 mM I cracked = 772.78 786.85 in A4 Mn = Ase,w Fy(d-a12) = 952482 944853 in-ft Mn = Ase,w Fy(d-a/2) = 903361 924954 1n4 Amplitieid Moment, Mu = 463097 258921 in-# Amplified Moment, Ma = 301780 180670 in# Mu = Mua/(1 - ((5Pu(lc)2) / (0.7548Ecicr))) Ma = Msa + Ps • As Ma > 2/3Mcr c2/3Mcr AxialLoadCheck Governing load case = 1.20 + 1.6 Lr + 0.5 LL SUMMARY Axial Force Pu,max = 56792 # OK Allowable Axial load = .06 • f'c Ag = 90090 # Pu < .06f'cAg Seismic Wind Moment Max of Mu or Mcr = 463097 in-# 311598 in-# OK 0 Mn = 857234 in-# 850367 in-# Mcr & Mu <0 Mn Deflection Max Deflection = 0.202 in 0.049 in OK Deflection Ratio = 890 :1 3685 :1 A s< ic/150 Tension Controlled c = 0.0165 0.0166 OK Tension Controlled Tension Controlled t> .005 #6 BARS AT 10 in P7-L (2) R2H Engineering, Inc. Page 22 Tilt-Up Panel Out-of-Plane Calculation Per IBC 2015 and ACl 318-14, Section 11.8 INPUT [öof.Plane Check Panel No. 7 1 LIneINEAR ___ 2 __ 1 4'- 0" Strip RIGHT END OF PANEL - NO MEZZANINE Strip width, lw=I 4 It Min dell = 150 Ratio Roof Height, lc= 31.17 ft Conc. W= 150 pcf Parapet H =1 5.33 ft f'c = 4000 psi Trib At Width = 4 ft Fy = 60000 psi Thickness, t = 10.5 in 0 = 0.9 Tension, 0.65 Compression Bar Si!] 6 - Fp = 0.300 W (LRFD) [Bar Sing= 12 in Bar Depth = 8.000 in Bar Location =flEACH FACE OF PANELTJ Roof DL =1 20 Ipsf Roof LL = 12 psi Girder Point DL = 21 psi Girder Area = 588.9375 ftA2 Mezz DL =[ # Mezz LL = LRFD Wind = 30 psi Mezz sec.= in Sds = 0.749 I = 1.00 Girder Trib. Area = 588.9375 ftA2 Trib. Roof Span = 4 it 24 it 5.33 It 31.17 it it 16ft 4ft it Opening I a=I 16 ] ft b=I 24 1 ft Unlform Load] WALL OK I cn c=It d=ft 257R Riff Enginéedng, Inc Job Number 17090 Project REYNOLDS Date____________ Designer J.W.S. Subject OUT - OF PLANE Sheet of LOADS Strip Seismic Uniform Load = 157 pit (full ht) Determine Seismic Load from Conc Panel Above Openings: Seismic Load 1 Uniform Load 315 pIt Ending at Top = 31.17 It Starting at Bottom = 24 It Seismic Load 2 Uniform Load = 0 pit Ending at Top = 31.17 it Starting at Bottom = 0 it Wind = 360 pit Tributary Roof Loading DL= 960 LL= 576 ccc =Ej8.5] Panel Strip Weight @ Mmax DL= 10980 # Additional Concrete Wall Loading ConcDL= 3281 # Girder Point Load and Mach DL Girder ccc = 2.75 in # Add Mach DL=I 3000 I# # Add Girder DL = 15367.6875 # in Add Girder LL = 7067.25 # 3000 lbs Mach DL is R2H Standard on Girders Live Load I <= 1100 PSF I 7 WALLANALYSIS Note: Parapet does not decrease moment Moment Check LRFD Loading Deflection Check ASDServiceLoading Seismic governing load combo = 1.3498 D + 0.5 LL + 1.0 E Seismic governing load combo = 1.10486 D + 0.7 E Wind governing load combo = 1.2 D + 0.5 Lr + 0.5 LL + 1.0W Wind governing load combo = D + 0.6W Ec = 57000 sqrt(f'c) = 3604997 psi Acr = 0.3653 in i gross =1w13 /12 4630.5 inA4 S gross = 1w • P / 6 = 882.0 inA3 Seismic Wind Mcr = S • Fr = S • 7.5 sqrt(f'c) = 418369 in-# Service Axial Force, Ps = 33797 30589 # Seismic Wind Applied Service Moment, Msa = 269365 365209 in-# Factored Axial Force, Pu = 41289 40529 # An = (5Mnic2) / (48Ecicr) = 4.512 4.499 in Applied Factored Moment, Mua = 373282 597318 in-# AS = 0.242 0.970 in Ase,w =As+((Pu/Fy)(h/2d))= 2.212 2.203 in Ase,w= 2.130 2.095 in a = (Ase,w Fy) / (0.85 f'c b) = 0.813 0.810 in a = 0.783 0.770 in c = a /0.85 = 0.957 0.953 in c = a / 0.85 = 0.921 0.906 in I cracked = 896.61 894.03 inA4 I cracked = 870.98 859.86 in44 Mn = Ase,w Fy(d-a/2) = 1007623 1004034 in-# Mn = Ase,w Fy(d-a/2) = 972211 957005 in-# Amplifieid Moment, Mu = 496529 790467 in-# Amplified Moment, Ma = 280396 378694 in-# Mu = Mua / (1 - ((5Pu(Ic)A2) / (07548Ecicr))) Ma = Msa + Ps • As Ma > 2/3Mcr > 2/3Mcr AxialLoadCheck Governing load case = 12 D + 1.6 Lr + 0.5 LL SUMMARY Check Axial Force Pu,max = 48936 # OK Allowable Axial load = .06 • f'c Ag = 120960 # Pu < .06f'cAg Seismic Wind Check Moment Max of Mu or Mcr = 496529 in-# 790467 in-# OK 0 Mn = 906860 in-# 903631 in-# Mcr & Mu <0 Mn Check Deflection Max Deflection = 0.242 in 0.970 in OK Deflection Ratio = 1544 :1 385 :1 A 5 < lc/150 Check Tension Controlled £ = 0.0221 0.0222 OK Tension Controlled Tension Controlled c> .005 USE #6 BARS AT 12 in O.C. EACH FACE OF PANEL P7-A R2H Engineering, Inc. Page 23 21.5 it 15ft It Trib. Roof Span = 4 it 24 it Opening 2 c=I ft d=I ft lUniform Load Opening 1 a=I 16 I it b=I 24 I It [Uniform Load WALL OK I Tilt-Up Panel Out-of-Plane Calculation Per IBC 2015 and ACi 316-14, Section 11.8 INPUT [out-of-Plane Chedc Panel No. 1 I LineNEAR 2 I_______________ 4'- 0" Strip [RIGHT END OF PANEL :+ MEZZANINE 1 Strip width, 1w =1 4 it Min dell = 150 Ratio Roof Height, Ic =1 15 It Conc. W = 150 pcf Parapet H =1 21.5 It f'c = 4000 psi Trib At Width =1 4 It Fy = 60000 psi Thickness, t= 10.5 in 0 = 0.9 Tension, 0.65 Compression Bar Size J6 Fp= 0.300 W(LRFD) [BiSing=[ 12 in Bar Depth = 8.000 in Bar Location =[EACH - FACE OF PANELI Roof DL =1 20 Ipsf Roof LL = 12 psi Girder Point DL = 21 psi Girder Area = 588.9375 ftA2 MezzDL=[3195 # MezzLL= 3885 # LRFD Wind = 30 Ipsf Mezz ecc.= 10.5 in Sds=1 0.749 1= 1.00 Girder Trib. Area = 588.9375 ftA2 16ft 4ft ft 258R R2H Engineering, Inc. Job Number 17090 Project REYNOLDS Date_____________ Designer J.W.S. Subject OUT - OF PLANE Sheet of LOADS Strip Seismic Uniform Load = 157 p11 (full ht) Determine Seismic Load from Cone Panel Above Openings Seismic Load I Uniform Load = 315 pit Ending at Top 15 it Starting at Bottom = 24 it Seismic Load 2 Uniform Load = 0 p11 Ending at Top 15 it Starting at Bottom = 0 It Wind = 360 plf Tributary Roof Loading DL= 960 LL=576 ecc =[_8.5_il in Panel Strip Weight @ Mmax DL= 15225 # Additional Concrete Wail Loading ConcDL= 3281 If Girder Point Load and Mach DL Girder ecc = [2.75]in AddMechDL=I 3000 1# Add Girder DL = 15367.6875 # Add Girder LL = 7067.25 # 3000 lbs Mach DL is R2H Standard on Girders Live Load I <= 1100 PSF WALL ANALYSIS Note: Parapet does not decrease moment Moment Check LRFD Loading Deflection Check ASD Service Loading Seismic governing load combo = 1.3498 D + 0.5 LL + 1.0 E Seismic governing load combo = 1.10486 0 + 0.7 E Wind governing load combo = 1.2 D + 0.5 Lr + 0.5 LL + 1.0W Wind governing load combo = D + 0.75 Lr + 0.75 LL + 0.45W Ec = 57000 sqrt(f'c) = 3604997 psi Acr = 0.0846 in l gross =Iwt3 /12 4630.5 mM S gross = 1w • t2 /6 = 882.0 in43 Seismic Wind Mcr = S • Fr = S • 7.5 * sqrt(f'c) = 418369 in-# Service Axial Force, Ps = 42017 46675 # Seismic Wind Applied Service Moment, Msa = 310797 187486 in-# Factored Axial Force, Pu = 53274 51399 # An = (5Mnic2) / (48Ecicr) = 1.053 1.057 in Applied Factored Moment, Mua = 445200 254824 in# As = 0.106 0.038 in Ase,w = As + ((Pu /Fy)(h/2d)) = 2.343 2.322 in Ase,w = 2.220 2.271 in a = (Ase,w Fy) /(0.85 f'c b) = 0.861 0.854 in a = 0.816 0.835 in c=a/0.85= 1.013 1.004 in c=a/0.85= 0.960 0.982 in I cracked = 936.58 930.41 mM i cracked = 899.07 914.73 mM Mn = Ase,w * Fy(d-a/2) = 1063957 1055168 in-# Mn = Ase,w * Fy(d-a/2) = 1011052 1032985 in-# Amplifieid Moment, Mu = 479226 273698 in-# Amplified Moment, Ma = 314358 189875 in-# Mu = Mua / (1 - ((5*Pu*(lc)*2) / (0.75*48*Ec*icr))) Ma = Msa + Ps • As Ma > 2/3Mcr <2/3Mcr Axial Load Check Governing load case = 1.2 D + 1.6 Lr + 0.5 LL SUMMARY Axial Force Pu,max = 59806 # OK Allowable Axial load = .06 * f'c * All = 120960 # Pu < .06f'cAg Seismic Wind Moment Max of Mu or Mcr = 479226 in# 418369 in-# OK 0 Mn = 957561 in-# 949651 in-# Mcr & Mu cO Mn Deflection Max Deflection = 0.106 in 0.038 in OK Deflection Ratio = 1701 :1 4704 :1 As < lc/150 Tension Controlled = 0.0207 0.0209 OK Tension Controlled Tension Controlled c >.005 P7-R (2) R2H Engineering, Inc. Page 24 Trib. Roof Span = 16 It It 259R Job Number17090 Date_____________ Sheet of Girder Tdb. Area= ft'2 4 f 31 It it It 3ft It RjFI Engineering, t,ac Project REYNOLDS Designer J.W.S. Subject OUT-OF PLANE Tilt-Up Panel Out-of-Plane Calculation Per IBC 2015 and ACI 318-14, Section 11.8 INPUT It-of-Plane Check _ Panel No. - 8 I LlneIN ______EAR2 I_______________ 3'- 0" Strip LEFT END OF PANEL - NO MEZZANINE 1 Strip width, Iw=I 3 it Min defl= 150 Ratio Roof Height, Ic =1 31 It Conc. W = 150 pcf Parapet H =1 4 ft f'c = 4000 psi Trib Rf Width =1 16 ft Fy = 60000 psi Thickness, t = 8.5 in 0 = 0.9 Tension, 0.65 Compression Bar Size = 7 Fp= 0.300 W(LRFD) [Bar Spacing= 10 in Bar Depth = 6.000 in - Bar Location =I EACH FACE OF PANELj Roof DL =1 20 Ipsf Roof LL = 20 psi Girder Point DL = 21 psi Girder Area = ftA2 MezzDL=F 1# MezzLL= # LRFD Wind = 30 psi Mezz ecc.= in Sds = 0.749 I =_1.00 Opening I Opening 2 a=E ft c= ]ft b=I It d = VnifarmLoa Ift [Uniform Load d] I WALL OK I LOADS Strip Seismic Uniform Load = 95 pit (full ht) Determine Seismic Load from Conc Panel Above Openings: Seismic Load 1 Uniform Load = 0 pit Ending at Top 31 It Starting at Bottom = 0 It Seismic Load 2 Uniform Load = 0 pit Ending at Top = 31 it Starting at Bottom = 0 It Wind = 342.5 pit Tributary Roof Loading DL= 960 LL= 960 ecc =II1jjI8.5J in Panel Strip Weight @ Mmax DL= 6216 # Additional Concrete Wail Loading ConcDL= 0 # Girder Point Load and Mach DL Girder ecc= [8.5lin Add Mach DL=I Add Girder DL = 0 # Add Girder LL= 0 # 3000 lbs Mach DL is R2H Standard on Girders Live Load F <= 1100 PSF I I WALL ANALYSIS Note: Parapet does not decrease moment Moment Check LRFD Loading Deflection Check ASD Service Loading Seismic governing load combo = 1.3498 D + 0.5 LL + 1.0 E Seismic governing load combo = 1.10486 D + 0.7 E Wind governing load combo = 1.2 D + 0.5 Lr + 0.5 LL + 1.0W Wind governing load combo = D + 0.6W Ec = 57000 sqrt(f'c) = 3604997 psi Acr = 0.4463 in I gross =1wt2/12 1842.4 in"4 S gross = 1w • 12/6 = 433.5 inA3 Seismic Wind Mcr = S * Fr = S * 7.5 • sqrt(f'c) = 205627 in-# Service Axial Force, Ps = 7928 7176 # Seismic Wind Applied Service Moment, Msa = 105377 304388 in-# Factored Axial Force, Pu = 9686 9091 # An = (5Mn*1c2) / (48Ecicr) = 6.900 6.892 in Applied Factored Moment, Mua = 148674 507586 in-# As = 0.233 2.331 in Ase,w = As + ((Pu /Fy)(h/2d)) = 2.274 2.267 in Ase,w = 2.254 2.245 in a = (Ase,w Fy) / (0.85 * f'c * b) = 1.115 1.111 in a= 1.105 1.100 in c = a / 0.85 = 1.312 1.308 in c = a / 0.85 = 1.300 1.295 in I cracked = 429.23 428.44 in44 I cracked = 426.87 425.85 in A4 Mn = Ase,w Fy(d.a/2) = 742696 740636 in-# Mn = Ase,w Fy(d-a/2) = 736608 733997 in-# Amplif ieid Moment, Mu = 169006 572331 in-# Amplified Moment, Ma = 107852 310843 in.# Mu = Mua / (1 - ((5*Pu*(ic)A2) / (0.7548*Ec*lcr))) Ma = Msa + Ps • As Ma <2/3*Mcr > 2/3Mcr Axial Load Check Governing load case = 1.2 D + 1.6 Lr + 0.5 LL SUMMARY Check Axial Force Pu,max = 10147 # OK Allowable Axial load = .06 * f'c * Ag = 73440 # Pu < .06f'cAg Seismic Wind Check Moment Max of Mu or Mcr = 205627 in.# 572331 in-# OK 0 Mn = 668426 in-# 666573 in-# Mcr & Mu <0 Mn Check Deflection Max Deflection = 0.233 in 2.331 in OK Deflection Ratio = 1599 :1 160 :1 As < lc/150 Check Tension Controlled c = 0.0107 0.0108 OK Tension Controlled Tension Controlled c> .005 USE #7 BARS AT 10 in O.C. EACH FACE OF PANEL P8-L R2H Engineering, inc. Page 25 Riff Eflgi,:eerii,g, t,ac Job Number17090 Date____________ Sheet-of- Girder Trib. Area= ftA2 Project REYNOLDS Designer J.W.S. Subject OUT - OF PLANE Tilt-Up Panel Out-of-Plane Calculation Per IBC 2015 and ACl 318-14, Section 11.8 INPUT Out-of-Plane Check _____ Panel No. 8 [LEFT I LIneIN__EAR_ 2 1 T- 0" Strip END OF PANEL + MEZZANINE Strip width, lw=I 3 it Min dell = 150 Ratio Roof Height, lc= 16 it Conc.W = 150 pcI Parapet H = 19 it f'c = 4000 psi Trib RI Width =1 16 it Fy = 60000 psi Thickness, t= 8.5 in 0 = 0.9 Tension, 0.65 Compression Bar Size = 7 Fp = 0.300 W(LRFD) [BFSiujT 10 in Bar Depth = 6.000 in 19ft 16ft it Trib. Roof Span = 16 it it 260R it 3ft it .Roof DL Bar Location =[ -7 EACH FACE OF PANEL 20 Ipsf Roof LL= 20 Psi Opening I a=I ft Opening 2 c= ft Girder Point DL= 21 psi Girder Are a= ftA2 ft d = 111ni1.rm:,J1 Mezz DL = 8400 # Mezz LL = 14000 # b=l--- J ft LUniformLoad] LRFD Wind = 30 psI Mezz ecc.= 8.5 in Sds =_0.749 I = 1.00 I WALL OK I LOADS Strip Seismic Uniform Load = 95 pit (full ht) Wind = 342.5 pit Additional Concrete Wall Loading ConcDL= 0 # Determine Seismic Load from Conc Panel Above Openings: Girder Point Load and Mach DL Seismic Load 1 Uniform Load = 0 p11 Tributary Roof Loading Girder ecc = in Ending at Top = 16 ft DL= 960 # Add Mach DL=I -8.5 1# Starting at Bottom = 0 It LL = 960 # Add Girder DL = 0 # ecc=E118.5111J in Add Girder LL= 0 # Seismic Load 2 Uniform Load = 0 p11 3000 lbs Mach DL is R2H Standard on Girders Ending at Top = 16 it Panel Strip Weight @ Mmax Live Load 1_<=1100 PSF Startingat Bottom =0ft DL = 8606 # WALL ANALYSIS Note: Parapet does not decrease moment Moment Check LRFDLoading DeflectionCheck ASD Service Loading Seismic governing load combo = 1.2 D + 0.5 Lr + 1.6 LL Seismic governing load combo = D + L Wind governing load combo = 1.20 + 0.5 Lr + 0.5 LL + 1.0W Wind governing load combo = D + 0.75 Lr + 0.75 LL + 0.45W Ec=57000sqrt(f'c)= 3604997 psi Acr= 0.1189 in i gross =iwt/12 1842.4 mM S gross = 1w • t2 / 6 = 433.5 inA3 Seismic Wind Mcr = S • Fr = S * 75 sqrt(fc) = 205627 in-# Service Axial Force, Ps = 31966 29186 # Seismic Wind Applied Service Moment, Msa = 198560 234114 in# Factored Axial Force, Pu = 44440 29040 # An = (5Mnic2) I (48Ecicr) = 1.905 1.898 in Applied Factored Moment, Mua = 289952 290572 in# As = 0.267 0.371 in Ase,w = As + ((Pu /Fy)(h/2d)) = 2.685 2.503 in Ase,w 2.537 2.505 in a = (Ase,w Fy) / (0.85 f'c b) = 1.316 1.227 in a = 1.244 1.228 in c = a /0.85 = 1.548 1.443 in c = a / 0.85 = 1.463 1.444 in I cracked = 472.53 454.12 1nA4 I cracked = 457.70 454.30 in44 Mn = Ase,w Fy(d-a/2) = 860479 808898 in-# Mn = Ase,w Fy(d-a/2) = 818776 809394 in# Amplifield Moment, Mu = 334651 319598 in# Amplified Moment, Ma = 203577 239503 mn# Mu = Mua / (1 - ((5Pu(Ic)a2) / (0.7548Ecicr))) Ma = Msa + Ps • As Ma > 2/3Mcr > 2/3Mcr AxialLoadCheck Governing load case = 1.2 D + 0.5 Lr + 1.6 LL SUMMARY Axial Force Pu,max = Allowable Axial load = .06 • ft Ag = Seismic Moment Max of Mu or Mcr = 334651 in# 0 Mn = 774431 in# Deflection Max Deflection = 0.267 in Deflection Ratio = 720 :1 Tension Controlled c = 0.0086 Tension Controlled I 73440 # Pu < .06fcAg Wind 319598 in# OK 728008 in-# Mcr & Mu <0 Mn 0.371 in OK 518 :1 Ascic/150 0.0095 OK ension Controlled t> .005 I USE #7 BARS AT 10 in O.C. EACH FACE OF PANEL I P8-L (2) R2H Engineering, Inc. Page 26 Opening I a=I 1 It It WALL lLlnfformLoad] WALLOK I Opening 2 C = 12 lft d= ]ft UniformLoadj 261 R Job Number 17090 Date_____________ Sheet of Girder Trib. Area = ftA2 4 I 7 i 24 It Trib. Roof Span= 14 ft ft It 411 12ft R2H Ei:giiiëEring, tllc Project REYNOLDS Designer J.W.S. Subject OUT - OF PLANE Tilt-Up Panel Out-of-Plane Calculation Per IBC 2015 and ACI 318-14, Section 11.8 INPUT Out-of-Plane Check _ Panel No. 8 10277' I LIneINEAR 2 I 4.0" Strip LEFT SIDE OF WINDOWS. NO MEZZANINE Strip width, 1w =1 4 ft Min defl 150 Ratio Roof Height, Ic=I 31 it Conc.W 150 pcf Parapet H = 4 ft Ic = 4000 psi Trib Fit Width =I 14 It Fy= 60000 psi Thickness, t .4 8.5 in 0 = 0.9 Tension, 0.65 Compression Bar Size - 7 - Fp = 0.300 W (LRFD) [Bar Spacing = 10 in Bar Depth = 6.000 in Bar Location =[ EACH FACE OFPANECT Roof DL =201psf RoofLL= 20 psi Girder Point DL = 21 psf Girder Area = ftA2 Mezz DL =[1# Mezz LL = # LRFD Wind = 30 psi Mezz ecc.= in Sds = 0.749 I = 1.00 LOADS Strip Seismic Uniform Load = 127 pIt (full ht) DetermineSeismicLoadfromConcPanelAboveOpenings: Seismic Load 1 Uniform Load = 0 pit Ending at Top = 31 ft Starting at Bottom = 0 It Seismic Load 2 Uniform Load = 191 pit Ending at Top = 31 it Starting at Bottom = 24 ft Wind = 300 pit Tributary Roof Loading DL= 2800 LL =2800 ecc =Eijil8.5IjjIJ Panel Strip Weight @ Mmax DL= 8288 # Additional Concrete Wall Loading ConcDL= 1753 # Girder Point Load and Mach DL Girder ecc= [8.5]in # Add Mach DL=I_I# # Add Girder DL = 0 # in Add Girder LL = 0 # 3000 lbs Mach DL is R2H Standard on Girders Live Load I_<=J100PSF I_I WALL ANALYSIS Note: Parapet does not decrease moment Moment Check LRFD Loading Deflection Check ASD Service Loading Seismic governing toad combo = 1.3498 D + 0.5 LL + 1.0 E . Seismic governing load combo = 1.104860 + 0.7 E Wind governing load combo = 1.2 D + 0.5 Lr + 0.5 LL + 1.0W Wind governing load combo = D + 0.6W Ec = 57000 "sqrt(f'c) = 3604997 psi Acr = 0.4463 in l gross =Iw"t3 /12 2456.5 mM S gross = 1w • t1/6 = 578.0 in43 Seismic Wind Mcr = S"Fr = S "7.5" sqrt(f'c) = 274169 in-# Service Axial Force, Ps = 14187 12841 # Seismic Wind Applied Service Moment, Msa = 185710 283270 in-# Factored Axial Force, Pu = 17332 16809 # An = (5Mnic2) / (48Ecicr) = 6.929 6.918 in Applied Factored Moment, Mua = 259860 472910 in-# As = 0.364 1.254 in Ase,w = As + ((Pu /Fy)(h/2d)) = 3.085 3.078 in Ase,w = 3.047 3.032 in a = (Ase,w" Fy) / (0.85" f'c b) = 1.134 1.132 in a = 1.120 1.115 in c=a/0.85= 1.334 1.332 in c=a/O.85= 1.318 1.311 in I cracked = 578.19 577.50 mM I cracked = 574.02 572.21 inA4 Mn = Ase,w * Fy(d.a/2) = 1005519 1003714 in-# Mn = Ase,w" Fy(d-a/2) = 994663 990006 in-# Amplifield Moment, Mu = 309291 559775 in# Amplified Moment, Ma = 191610 291391 in-# Mu = Mua /(1 - ((5Pu (Ic)A2) / (0.7548Ecicr))) Ma = Msa + Ps • As Ma > 2/3*Mcr > 2/3"Mcr Axial Load Check Governing load case = 1.2 D + 1.6 Lr + 0.5 LL SUMMARY Check Axial Force Pu,max = 19889 # OK Allowable Axial load = .06 • f'c Ag = 97920 # Pu < .06f'cAg Seismic Wind Check Moment Max of Mu or Mcr = 309291 in-# 559775 in-# OK 0 Mn = 904967 in-# 903343 in-# Mcr & Mu <0 Mn Check Deflection Max Deflection = 0.364 in 1.254 in OK Deflection Ratio = 1023 :1 297 :1 A s< Ic/i 50 Check Tension Controlled £ = 0.0105 0.0105 OK Tension Controlled Tension Controlled £ >.005 USE #7 BARS AT 10 in O.C. EACH FACE OF PANEL 138 R2H Engineering, Inc. Page 27 Opening I a= ]ft b=I tt [Uniform Load] WALLOK I Opening 2 C= 12 1ft d= 24 It Uniform Load 262R Job Number 17090 Date_____________ Sheet of Girder Trib. Area= ftA2 19ft -8 It 24 It Trib. Roof Span= 14 it it It 4ft 12ff R2H Engineering, Inc. Project REYNOLDS Designer J.W.S. Subject OUT-OF PLANE Tilt-Up Panel Out-of-Plane Calculation Per IBC 2015 and ACI 318-14, Section 11.8 INPUT Out-of-Plane Check ________ Panel No. 8 LineINEAR 2 1 4'- 0" Strip LEFT SIDE OF WINOWS + MEZZANINE Strip width, lwI jft Min dell = 150 Ratio Roof Height, Ic =1 16 IIt Conc. W= 150 pcf Parapet H=I 19 it t'c= 4000 psi Trib At Width = 14 Iit Fy = 60000 psi Thickness, t 8.5 In 0 = 0.9 Tension, 0.65 Compression Bar Size J 7 j Fp= 0.300 W(LRFD) V__ Bar Spálng = 10 in Bar Depth = 6.000 in - Bar Location =[_EACH FACE OF PANEL-7 Roof DL =1 20 Jpsf Roof LL = 20 psi Girder Point DL = 21 psi Girder Area = ftA2 MezzDL=[i67188# MezzLL= 25747.167 # LAFO Wind = 1 30 1psf Mezz ecc.= 8.5 in Sds =1 0.749 1 I = 1.00 LOADS Strip Seismic Uniform Load = 127 pit (full ht) Determine Seismic Load from Conc Panel Above Openings: Seismic Load 1 Uniform Load = 0 pit Ending at Top 16 It Starting at Bottom = 0 it Seismic Load 2 Uniform Load 191 pit Ending at Top 16 it Starting at Bottom = 24 it Wind = 300 pit Tributary Roof Loading DL= 2800 # LL=2800 # ccc =EjjI8.5] in Panel Strip Weight @ Mmax DL= 11475 # Additional Concrete Wall Loading ConcDL= 1753 # Girder Point Load and Mach DL Girder ccc = 8.57in Add Mach DL=I Add Girder DL = 0 # Add Girder LL= 0 # 3000 lbs Mach DL is R2H Standard on Girders Live Load L <= _j 100 PSF II WALL ANALYSIS Note: Parapet does not decrease moment Moment Check LRFD Loading Deflection Check ASD Service Loading Seismic governing load combo = 1.2 D + 0.5 Lr + 1.6 LL Seismic governing load combo = 1.078645 D + 0.75 LL + 0.525 E Wind governing load combo = 1.2 D + 0.5 Lr .,. 1.6 LL Wind governing load combo = D + 0.75 Lr + 0.75 LL + 0.45W Ec=570005qrt(f'c)= 3604997 psi Acr= 0.1189 in l gross =1wt3 /12 2456.5 mM S gross = 1w * 2 /6 = 578.0 inA3 Seismic Wind Mcr = S * Fr = S • 7.5 * sqrt(f'c) = 274169 in-# Service Axial Force, Ps = 54632 54157 # Seismic Wind Applied Service Moment, Msa = 428927 399736 in-# Factored Axial Force, Pu = 81892 81892 # An = (5Mnlc') / (48Ecicr) = 1.930 1.929 in Applied Factored Moment, Mua = 561151 561151 in-# As = 0.626 0.562 in Ase,w = As + ((Pu /Fy)(h/2d)) = 3.847 3.847 in Ase,w = 3.525 3.519 in a = (Ase,w Fy) / (0.85 * f'c * b) = 1.414 1.414 in a= 1.296 1.294 in C = a /0.85 = 1.664 1.664 in c = a / 0.85 = 1.525 1.522 in I cracked = 655.54 655.54 mM I cracked = 624.65 624.09 mM Mn = Ase,w Fy(d.a/2) = 1221629 1221629 in-# Mn = Ase,w Fy(d.a/2) = 1131943 1130359 in-# Amplifieid Moment, Mu = 682186 682186 in-# Amplified Moment, Ma = 442917 412657 in-# Mu = Mua / (1 - ((5Pu (lc)A2) / (0.7548Ecicr))) Ma = Msa + Ps • As Ma > 213*Mcr > 2/3Mcr Axial Load Check Governing load case = 1.20 + 0.5 Lr + 1.6 LL SUMMARY Check Axial Force Pu,max= 81892 # OK Allowable Axial load = .06 • fc Ag = 97920 # Pu < .061'cAg Seismic Wind Check Moment Max ofMuorMcr= 682186 in-# 682186 in-# OK 0 Mn = 1099466 in-# 1099466 in-# Mcr & Mu <0 Mn Check Deflection Max Deflection = 0.626 in 0.562 in OK Deflection Ratio = 307 :1 342 :1 A s< lc/150 Check Tension Controlled £ = 0.0078 0.0078 OK Tension Controlled Tension Controlled £ >.005 USE #7 BARS AT 10 in O.C. EACH FACE OF PANEL P8(2) R2H Engineering, Inc. Page 28 Trib. Roof Span= 12.5 it 2411 12ft 311 it LOADS Seismic Load 1 Uniform Load = 191 pIt Ending at Top = 31 It Starting at Bottom = 24 It Selémic Load 2 Uniform Load = 0 pIt Ending at Top 31 It Starting at Bottom 0 It Strip Seismic Uniform Load = 95 pIt (full hi) Tributary Roof Loading DL= 2250 LL=2250 ace =L118.51111] Panel Strip Weight @ Mmax DL= 6216 # Wind = 270 pit Additional Concrete Wall Loading ConcDL= 2338 # Girder Point Load and Mach DL Girder ecc = [5Jin # Add Mach DL=1 1# # Add Girder DL = 0 # in Add Girder LL = 0 # 3000 lbs Mach DL is R2H Standard on Girders Live Load ( <=1100 PSF R211 Engineering, fnc Project REYNOLDS Designer J.W.S. Subject OUT - OF PLANE Tilt-Up Panel Out-of-Plane Calculation Per IBC 2015 and ACI 318-14, Section 11.8 263R Job Number 17090 Date____________ Sheet of Girder Trib. Area= ftA2 4 I 31 it it INPUT Out-of-Plane Check Panel No. 8 1 LIneINEAR 2 1 3-0" Strip RIGHT SIDE OF WINDOWS-NO MEZZANINE Strip width, Iw=I 3 It Min dell = 150 Ratio Roof Height, ic= 31 It Conc. W= 150 pcf Parapet H =1 4 It ic = 4000 psi Trib At Width =1 12.5 It Fy = 60000 psi Thickness, t =1 8.5 in 0 = 0.9 Tension, 0.65 Compression Bar Size Fp = 0.300 W (LRFD) [--Bar Spacing = 6 in Bar Depth = 6.000 in Bar Location =[EACH FACE OF PANEL Roof DL =L 20] psi Roof LL = 20 psi Girder Point DL = 21 psi Girder Area = ftA2 Mezz DL = Mezz LL = LRFD Wind = 30 psi Mezz ecc.= in Sds= 0.749 1=_1.00 Opening 1 a=1 12 1 it b=I ?4 it IPniform_Load] WALL OK I Opening 2 c=I ft d= I ft UniformLoad WALL ANALYSIS Note: Parapet does not decrease moment Moment Check LRFD Loading Deflection Check ASD Service Loading Seismic governing load combo = 1.3498 0 + 0.5 LL + 1.0 E Seismic governing load combo = 1.10486 0 + 0.7 E Wind governing load combo = 1.2 D + 0.5 Lr + 0.5 LL + 1.0W Wind governing load combo = 0 + 0.6W Ec = 57000 "sqrt(f'c) = 3604997 psi Acr = 0.4463 in i gross =lw"t'/12 1842.4 mM S gross = 1w • t2 / 6 = 433.5 jflA3 Seismic Wind Mcr = S "Fr = S • 7.5 sqrt(f'c) = 205627 in-# Service Axial Force, Ps = 11936 10803 # Seismic Wind Applied Service Moment, Msa = 148424 252648 in-# Factored Axial Force, Pu = 14582 14089 # An = (5Mn"1c2) / (48Ec"icr) = 6.671 6.659 in Applied Factored Moment, Mua = 207663 421718 in# As= 0.509 1.970 in Ase,w = As + ((Pu /Fy)"(h/2d)) = 2.032 2.026 in Ase,w = 2.001 1.988 in a = (Ase,w" Fy) / (0.85" ic b) = 0.996 0.993 in a= 0.981 0.974 in c=a/085= 1.172 1.169 in c=a/0.85= 1.154 1.146 in i cracked = 400.38 399.65 mM I cracked = 396.45 394.75 mM Mn = Ase,w Fy(d-a/2) = 670844 669095 mn4 Mn = Ase,w" Fy(d-a/2) = 661451 657421 in-# Amplifieid Moment, Mu = 257704 519325 in# Amplified Moment, Ma = 153734 260801 in-# Mu = Mua / (1 - ((5*Pu*(ic)A2) / (0.75"48'Ec"lcr))) Ma = Msa + Ps • As Ma > 2/3"Mcr > 2/3"Mcr Axial Load Check Governing load case = 1.20 + 1.6 Lr + 0.5 LL SUMMARY Check Axial Force Pu,max = 16564 # OK Allowable Axial load .06 • ic Ag = 73440 It Pu < .06f'cAg Seismic Wind Check Moment Max ofMuorMcr= 257704 In-# 519325 in# OK 0 Mn = 603759 in-# 602185 in# MCr & Mu <0 Mn Check Deflection Max Deflection = 0.509 in 1.970 in OK Deflection Ratio = 731 :1 189 :1 A s< Ic/i 50 Check Tension Controlled c = 0.0124 0.0124 OK Tension Controlled Tension Controlled c >.005 USE #5 BARS AT6in O.C. EACH FACE OF PANEL P8-R R2H Engineering, Inc. Page 29 Trib. Roof Span = 12.5 it 24 it 12ft 3ft It 264R Job Number 17090 Date____________ Sheet of Girder Trib. Area = ft42 19ft 16 it It R2H Eiiinéering, fnc Project REYNOLDS Designer J.W.S. Subject OUT - OF PLANE Tilt-Up Panel Out-of-Plane Calculation Per IBC 2015 and ACI 318-14, Section 11.8 INPUT Out-of-Plane Check _________ Panel No. 8 1 Llne[NEAR 2 1 3-0" Strip RIGHT SIDE OF WINDOWS + MEZZANINE Strip width, Iw= 3 ft Min dell = 150 Ratio Roof Height, Ic = 16 it Conc. W = 150 pcf Parapet H = 19 It fc = 4000 psi Trib RI Width = 12.5 it Fy = 60000 psi Thickness, t = 8.5 in 0 = 0.9 Tension, 0.65 Compression Bar Size =I 5 Fp= 0.300 W(LRFD) Bar Spacing 6 in Bar Depth = 6.000 in Bar Location =F-EACH1 FACE OF PANE-L7J Roof DL =L_2_jpsf Roof LL = 20 psi Girder Point DL = 21 psi Girder Area = ftA2 Mezz DL = 17256.3 # Mezz LL = 21780 # LRFD Wind = 30 psi Mezz ecc.= 8.5 in Sds = 0.749 1 1= 1.00 Opening I a= 12 J it b= 24 It UniformLoad] WALL OK I Opening 2 C =[1 1ft ft Uniform Load LOADS Strip Seismic Uniform Load = 95 p11 (full ht) DetermineSeismicLoadfromConcPanelAboveOpenings: Seismic Load 1 Uniform Load 191 pit Ending at Top 16 It Starting at Bottom = 24 It Seismic Load 2 Uniform Load = 0 pit Ending at Top 16 It Starting at Bottom = 0 it Wind = 270 p11 Tributary Roof Loading DL= 2250 # LL=2250 # ecc = [1118.5 1111 in Panel Strip Weight @ Mmax DL= 8606 # Additional Concrete Wall Loading ConcDL= 2338 # Girder Point Load and Mach DL Girder ecc = [8.5]in Add Mach DL=I I# Add Girder DL= 0 # Add Girder LL= 0 # 3000 lbs Mach DL is R2H Standard on Girders Live Load [.c= 1100 PSF 1 WALL. ANALYSIS Note: Parapet does not decrease moment Moment Check LRFD Loading Deflection Check ASO Service Loading Seismic governing load combo = 1.2 0 + 0.5 Lr + 1.6 LL Seismic governing load combo = 1.078645 0 + 0.75 LL + 0.525 E Wind governing load combo = 1.20 + 0.5 Lr + 1.6 LL Wind governing load combo = 0 + 0.75 Lr + 0.75 LL + 0.45W Ec=570005qrt(fc)= 3604997 psi Acr= 0.1189 in l gross =1wt3112 1842.4 inA4 S gross = 1w • t2 / 6 = 433.5 inA3 Seismic Wind Mcr = S * Fr = S * 7.5 sqrt(f'c) = 205627 in-# Service Axial Force, Ps = 49180 48473 # Seismic Wind Applied Service Moment, Msa = 397106 365650 in-# Factored Axial Force, Pu = 72513 72513 # An = (5Mn*1c2) / (48Ecicr) = 1.883 1.881 in Applied Factored Moment, Mua = 504734 504734 in-It As = 0.921 0.821 in Ase,w = As + ((Pu /Fy)(h/2d)) = 2.716 2.716 in Ase,w = 2.441 2.432 in a = (Ase,w Fy) / (0.85 fc * b) = 1.331 1.331 in a = 1.196 1.192 in C = a / 0.85 = 1.566 1.566 in c = a / 0.85 = 1.407 1.403 in I cracked = 475.61 475.61 inA4 I cracked = 447.54 446.65 1nA4 Mn = Ase,w Fy(d-a12) = 869296 869296 in-It Mn = Ase,w Fy(d-a/2) = 791018 788611 in-It Amplifieid Moment, Mu = 644235 644235 in-It Amplified Moment, Ma = 412754 379844 in-It Mu = Mua / (1 - ((5*Pu*(Ic)42) / (0.75*48*Ec*lcr))) Ma = Msa + Ps • As Ma > 2/3Mcr > 2I3Mcr Axial Load Check Governing load case = 1.20 + 0.5 Lr + 1.6 LL SUMMARY Check Axial Force Pu,max = 72513 It OK Allowable Axial load =.06 • f'c Ag = 73440 # Pu < .06f'cAg Seismic Wind Check Moment Max of Mu or Mcr = 644235 in-It 644235 in-It OK 0 Mn = 782366 in-It 782366 in-It Mcr & Mu <0 Mn Check Deflection Max Deflection = 0.921 in 0.821 in OK Deflection Ratio = 208 :1 234 :1 As <Ic/iSO Check Tension Controlled £ = 0.0085 0.0085 OK Tension Controlled Tension Controlled t> .005 USE #5 BARS AT6in O.C. EACH FACE OF PANEL P8-A (2) R2H Engineering, Inc. Page 30 R2H Ei:ginéering, Inc. Job Number 17090 Date_____________ Sheet-of- Girder Trib. Area = ftA2 Project REYNOLDS Designer J.W.S. Subject OUT - OF PLANE Tilt-Up Panel Out-of-Plane Calculation Per IBC 2015 and ACI 318-14, Section 11.8 INPUT lout-of-Plane Chec.'k Panel No. 1 9 1 Line INEAR 2 I 3-0" Strip [LEFT SIDE OF WINDOWS - NO MEZZANINE 1 Strip width, lw= 3 it Min deft = 150 Ratio Roof Height, Ic = 31 it Conc. W = 150 pcf Parapet H = 4 ft fc = 4000 psi Trib At Width = 10.5 it Fy = 60000 psi Thickness, t = 8.5 in 0 = 0.9 Tension, 0.65 Compression Bar Size = 5 Fp = 0.300 W (LRFD) [Bar Spacing = 6 in Bar Depth =6.000 in 4 I 7 i 24 It Trib. Roof Span = 10.5 It ft 265R it 3ft 12ft Bar Location =[EACH Roof DL=[ FACE OF PANEL 20 jpsf Roof LL= Opening I 20 psi a=1 ] ft c=ft Girder Point DL = 21 psi Girder Area = ftA2 b=[ ] ft d=ft M Mezz DL = # Mezz LL = IUnilormLoad] LRFD Wind = 30 psi Mezz ecc.= in Sds = 0.749 I =_1.00 I_WALL OK I LOADS Strip Seismic Uniform Load = 95 pit (full ht) Wind = 270 pit Additional Concrete Wall Loading ConcDL= 2338 # DetermineSeismicLoadfromConcPanelAboveOpenings: Girder Point Load and Mach DL Seismic Load 1 Uniform Load = 0 pit Tributary Roof Loading Girder ccc = [8.5]in 'Ending at Top = 31 ft DL= 1890 # Add Mach DL=I Starting at Bottom = 0 It LL =1890 # Add Girder DL = 0 # ccc =L.5] in Add Girder LL = 0 # Seismic Load 2 Uniform Load = 191 pit 3000 lbs Mach DL is R2H Standard on Girders Ending at Top = 31 it Panel Strip Weight @ Mmax Live Load I <= _j 100 PSF Starting at Bottom = 24 it DL = 6216 # -I WALL ANALYSIS Note: Parapet does not decrease moment Moment Check LRFD Loading Deflection Check ASD Service Loading Seismic governing load combo = 1.3498 D + 0.5 LL + 1.0 E Seismic governing load combo = 1.10486 D + 0.7 E Wind governing load combo = 1.2 D + 0.5 Lr + 0.5 LL + 1.0W Wind governing load combo = D + 0.6W Ec = 57000 sqrt(l'c) = 3604997 psi Acr = 0.4463 in l gross =lw*ts/12 1842.4 inA4 S gross = 1w • t2 /6 = 433.5 inA3 Seismic Wind Mcr = S • Fr = S 7.5 sqrt(f'c) = 205627 in-# - Service Axial Force, Ps = 11538 10443 # Seismic Wind Applied Service Moment, Msa = 145043 249588 in-# Factored Axial Force, Pu = 14096 13477 # An = (5Mnlc2) / (48Ecicr) = 6.667 6.656 in. Applied Factored Moment, Mua = 203533 416516 in-41 As 0.459 1.921 in Ase,w = As + ((Pu /Fy)(h/2d)) = 2.026 2.019 in Ase,w = 1.996 1.983 in a = (Ase,w * Fy) / (0.85 * f'c b) = 0.993 0.990 in a= 0.979 0.972 in c=a/0.85= 1.169 1.164 in c=a/0.85= 1.151 1.144 in I cracked = 399.66 398.74 mM i cracked = 395.85 394.21 inA4 Mn = Ase,w Fy(d.a12) = 669121 666924 in-# Mn = Ase,w Fy(d-a/2) = 660036 656139 in-# Amplifield Moment, Mu = 250670 508067 in-# Amplified Moment, Ma = 150054 257366 in-# Mu = Mua / (1 - ((5*Pu*(Ic)A2) / (0.7548Ecicr))) Ma = Msa + Ps * As Ma > 2/3Mcr > 2/3Mcr Axial Load Check Governing load case = 1.2 D + 1.6 Lr + 0.5 LL SUMMARY Axial Force Pu,max = 15556 # OK Allowable Axial load =.06 f'c Ag = 73440 # Pu < .06fcAg Seismic Wind Moment Max of Mu or Mcr = 250670 in41 508067 in-# OK 0 Mn = 602209 in-# 600231 in-# Mcr & Mu <0 Mn Deflection Max Deflection = 0.459 in 1.921 in OK Deflection Ratio = 811 :1 194 :1 A s< IC/150 Tension Controlled E = 0.0124 0.0125 OK Tension Controlled Tension Controlled c> .005 P9-L R2H Engineering, Inc. Page 31 Trib. Roof Span = 10.5 ft it 3ft 12ft 266R Job Number17090 Date_____________ Sheet of Girder Trib. Area = ftA2 4 I 7 i 24 it 4 : R2H Engineeriiig, Project REYNOLDS Designer J.W.S. Subject OUT - OF PLANE Tilt-Up Panel Out-of-Plane Calculation Per IBC 2015 and ACi 318-14, Section 11.8 INPUT Out-of-Plane Check _________ Panel No. 9 1 LIneINEAR 2 1 T- 0" Strip LEFT SIDE OF WINDOWS .+ MEZZANINE Strip width, lw=[ 3 it Min defl= 150 Ratio Roof Height, lc=I 31 it Conc. W= 150 pcf Parapet H = 4 it f'c = 4000 psi Trib At Width = 10.5 it Fy = 60000 psi Thickness, t = 8.5 in 0 = 0.9 Tension, 0.65 Compression Bar Size 5 Fp = 0.300 W (LRFD) [Bar Sing = 6 in Bar Depth = 6.000 in Bar Location =[EACH FACE OF PANEL Root DL =1 20 jpsf Roof LL = 20 pat Girder Point DL = 21 pat Girder Area = ttA2 Mezz DL = 1890 # Mezz LL = 3150 # LRFD Wind = 30 pat Mezz ecc.= 8.5 in Sds = 0.749 i = _1.00 Opening 1 a=I 1ft b=I j it Luniform Load] WALL OK I Opening 2 C = 12 ]ft 24 it Uniform Loadj LOADS Strip Seismic Uniform Load = 95 pit (full hi) DetermineSeismicLoadfromConcPanelAboveOpenings: Seismic Load 1 Uniform Load = 0 pIt Ending at Top 31 ft Starting at Bottom = 0 it Seismic Load 2 Uniform Load = 191 plf Ending at Top = 31 ft Starting at Bottom = 24 ft Wind = 270 pIt Tributary Roof Loading DL= 1890 # LL= 1890 # ecc =EjIT8.5 1111 in Panel Strip Weight @ Mmax DL= 6216 # Additional Concrete Wall Loading ConcDL= 2338 Girder Point Load and Mech DL Girderecc= in Add MechDL=L _J# Add Girder DL = 0 # Add Girder LL = 0 # 3000 lbs Mach DL is R2H Standard on Girders Live Load I <= 1100 PSF 1 771 WALL ANALYSIS Note: Parapet does not decrease moment Moment Check LRFD Loading Deflection Check ASD Service Loading Seismic governing load combo = 1.3498 D + 0.5 LL + 1.0 E Seismic governing load combo = 1.10486 D + 0.7 E Wind governing load combo = 1.2 D + 0.5 Lr + 0.5 LL + 1.0W Wind governing load combo = 0 + 0.6W Ec = 57000 sqrt(t'c) = 3604997 psi Acr = 0.4463 in i gross =1wt3 /12 1842.4 in A4 S gross = 1w • t2 /6 = 433.5 in3 Seismic Wind Mcr = S • Fr = S • 7.5 sqrt(t'c) = 205627 in-# Service Axial Force, Ps = 13626 12333 # Seismic Wind Applied Service Moment, Msa = 162793 265653 in.# Factored Axial Force, Pu = 18222 17320 # An = (5MnIc2) / (48Ecicr) = 6.690 6.676 in Applied Factored Moment, Mua = 238605 449181 in-# As = 0.726 2.183 in Ase,w = As + ((Pu /Fy)(h/2d)) = 2.075 2.064 in Ase,w = 2.021 2.006 in a = (Ase,w * Fy) / (0.85 f'c * b) = 1.017 1.012 in a = 0.991 0.983 in c=a/0.85= 1.197 1.191 in c=a/0.85= 1.165 1.157 in I cracked = 405.70 404.39 mM I cracked = 398.96 397.04 inA4 Mn = Ase,w Fy(d-a/2) = 683719 680532 in# Mn = Ase,w Fy(d-a/2) = 667455 662862 in-# Amplifieid Moment, Mu = 313734 582101 in-# Amplified Moment, Ma = 169476 275485 in-# Mu = Mua / (1 - ((5Pu*(Ic)A2) / (0.75M8Ecicr))) Ma = Msa + Ps • As Ma > 2/3Mcr > 2/3Mcr Axial Load Check Governing load case = 1.2 D + 0.5 Lr + 1.6 LL SUMMARY Check Axial Force Pu,max = 20785 # OK Allowable Axial load = .06 - Pc Ag = 73440 # Pu < .06f'cAg Seismic Wind Check Moment Max ofMuorMcr= 313734 in-# 582101 in.# OK OMn= 615347 in-# 612479 in-# Mcr&Mu.cOMn Check Deflection Max Deflection = 0.726 in 2.183 in OK Deflection Ratio = 512 :1 170 :1 As < lc/150 Check Tension Controlled t= 0.0120 . 0.0121 OK Tension Controlled Tension Controlled c >.005 USE # 5 BARS AT 6 in O.C. EACH FACE OF PANEL P9.L (2) R2H Engineering, Inc. Page 32 Riff EngiAèérhig, usc. Project REYNOLDS Designer J.W.S. Subject OUT - OF PLANI Tilt-Up Panel Out-of-Plane Calculation Per IBC 2015 and ACi 318-14, Section 11.8 INPUT lout-of-Plane Gk Panel No. 9 I Line NEAR 2 1 2'- 9" Strip RIGHT SIDE OF WINDOWS - NO MEZZANINE Strip width, 1w = -r it Min dell = 150 Ratio Roof Height, Ic = 31 it Conc. W = 150 pcI Parapet H = 4 it Ic = 4000 psi Tnb Rf Width = 10.5 it Fy = 60000 psi Thickness, t = 14 in 0 = 0.9 Tension, 0.65 Compression Bar Size = 5 -- Fp = 0.300 W (LRFD) Bar Spacing 14 in Bar Depth = 11.500 in Bar Location =[EACH FACE OF PANEL TI Roof DL = 1 20 fpsf Roof LL = 20 psi Girder Point DL = 21 psi Girder Area = ftA2 Mezz DL = Mezz LL = # LRFD Wind = 30 psi Mezz ecc.= in Sds= 0.749 1=_1.00 Job Number 17090 Date_____________ Sheet of Girder Trib. Area= ftA2 OpeningI Opening 2 a =[ 12 ] ft C =1 ft bft 7Cmd dft I Uni I_WALL OK I 4 i 31 it it Tub. Roof Span = 10.5 it 24 it 267R 12 it 2.75 it it LOADS Strip Seismic uniform Load = 144 pit (full ht) Wind = 262.5 plf Additional Concrete Wall Loading Conc DL = 4200 If Determine Seismic Load from Conc Panel Above Openings: Girder Point Load and Mach DL Seismic Load 1 uniform Load = 315 pit Tributary Roof Loading Girder ccc =F7.57 in Ending at Top = 31 ft DL= 1838 # Add Mach DL=# Starting at Bottom = 24 it LL= 1838 # Add Girder DL = 0 # ccc =L118.5 11111 in Add Girder LL = 0 # Seismic Load 2 uniform Load = 0 pit 3000 lbs Mach DL is R2H Standard on Girders Ending at Top = 31 it Panel Strip Weight @Mmax Live Load [_<=]100PSF Starting at Bottom =.0ft DL = 9384 # WALL ANALYSIS Note: Parapet does not decrease moment Moment Check LRFD Loading DeflectionCheck ASDServiceLoading Seismic governing load combo = 0.75020 + 1.0 E Seismic governing load combo = 1.10486 D + 0.7 E Wind governing load combo = 1.2 D + 0.5 Lr + 0.5 LL + 1.0W Wind governing load combo = 0 + 0.6W Ec=570005qr1(fc)= 3604997 psi Acr= 0.2710 in l gross =1wt3 /12 7546.0 mM S gross = 1w * 2 / 6 = 1078.0 1nA3 Seismic Wind Mcr = S • Fr = S • 7.5 sqrt(f'c) = 511340 in-# Service Axial Force, Ps = 17039 15422 # Seismic Wind Applied Service Moment, Msa = 213691 242655 in-J! Factored Axial Force, Pu = 11569 19425 # An = (5Mnic') / (48Ecicr) = 2.803 2.799 in Applied Factored Moment, Mua = 292338 404946 in# As = 0.114 0.130 In Ase,w = As + ((Pu /Fy)(h/2d)) = 0.848 0.928 in Ase,w = 0.904 0.887 in a = (Ase,w Fy) I(0.85 fc b) = 0.454 0.496 in a= 0.483 0.474 in - c = a /0.85 = 0.534 0.584 in C = a / 0.85 = 0.568 0.558 in I cracked = 822.14 891.57 mM I cracked = 870.62 856.35 mM Mn = Ase,w Fy(d-a12) = 573641 626359 in# Mn = Ase,w Fy(d-a/2) = 610368 599519 in-ft Amplifieid Moment, Mu = 316050 458166 in-# Amplified Moment, Ma = 216295 245328 in-It Mu = Mua / (1 - ((5Pu*(lc)*2) / (0.7548Ecicr))) Ma = Msa + Ps • As Ma <2/3Mcr <2/3Mcr AxialLoadCheck Governing load case = 1.4 0 SUMMARY Axial Force Pu,max= 21591 It OK Allowable Axial load =.06 * I'c Ag = 110880 It Pu < .06f'cAg Seismic Wind Moment Max ofMuorMcr= 511340 in-# 511340 inft OK OMn= 516276 in-It 563723 in.# Mcr&Mu.cOMn Deflection Max Deflection = 0.114 in 0.130 in OK Deflection Ratio = 3256 :1 2869 :1 A s< Ic/150 Tension Controlled £ = 0.0617 0.0561 OK Tension Controlled Tension Controlled E >.005 #5 BARS AT 14 P9-A R2H Engineering, Inc. Page 33 R2H Englileering, tnc Project REYNOLDS Designer J.W.S. Subject OUT - OF PLANI Tilt-Up Panel Out-of-Plane Calculation Per IBC 2015 and ACI 318-14, Section 11.8 INPUT Out-of-Plane Check Panel No. 9 1 Line NEAR 2 1 2'- 9" StriF RIGHT SIDE OF WINDOWS + MEZZANINE Strip width, Iw=1 2.75 it Min defl= 150 Ratio Root Height, Ic= 31 ft Conc. W= 150 pcf Parapet H =1 4 ft ic = 4000 psi Trib Rf Width = 10.5 It Fy = 60000 psi Thickness, t = 14 in 0 = 0.9 Tension, 0.65 Compression Bar SizeJ 5 - Fp = 0.300 W (LRFD) [Bar Spacing =. 14 in Bar Depth =11.500 in Bar Location =[EACH FACE OF PANEL Roof DL =l20 1psf Roof LL = 20 psi Girder Point DL = 21 psi Girder Area = ftA2 Mezz DL = 1837.5 # Mezz LL = 3062.5 # LRFD Wind = 30 psi Mezz ecc.= 14 in Sds = 0.749 I = 1.00 Job Number 17090 Date_____________ Sheet-of- Girder Trib. Area = ftA2 Opening I Opening 2 a=I 12 1 ft c={It ft d= ft I.Uniform Load] Uniform Load I WALL OK I 4 f 31 ft it Trib. Roof Span = 10.5 It 24 ft 268R 12 It 2.75 ft It LOADS Strip Seismic Uniform Load = 144 pIt (full ht) Wind = 262.5 pIt Additional Concrete Wall Loading ConcDL= 4200 # -Determine Seismic Load from Conc Panel Above Openings: Girder Point Load and Mach DL Seismic Load 1 Uniform Load = 315 pIt Ending at Top = 31 It Tributary Roof Loading Girder ecc = [85 ]in DL= 1838 # AddMechDL=I 1# Starting at Bottom = 24 ft LL = 1838 # Add Girder DL = 0 # ecc=[8.5] in Add Girder LL= 0 # Seismic Load 2 Uniform Load 0 pIt 3000 lbs Mach DL is R2H Standard on Girders Ending at Top = 31 it Panel Strip Weight @Mmax Live Load [ <= J100PSF Starting at Bottom = . 0 ft DL = 9384 # WALL ANALYSIS Note: Parapet does not decrease moment Moment Check LRFD Loading Deflection Check ASD Service Loading Seismic governing load combo = 1.3498 0 + 0.5 LL + 1.0 E Seismic governing load combo = 1.10486 D + 0.7 E Wind governing load combo = 1.2 D + 0.5 Lr + 0.5 LL + 1.0W Wind governing load combo = D + 0.6W Ec = 57000 sqrt(f'c) = 3604997 psi Acr = 0.2710 in l gross =lwt/12 7546.0 ln64 S gross = 1w P /6 = 1078.0 inA3 Seismic Wind Mcr = S * Fr = S • 7.5 sqrt(f'c) = 511340 in-# Service Axial Force, Ps = 19069 17259 # Seismic Wind Applied Service Moment, Msa = 242113 268380 in# Factored Axial Force, Pu = 24828 23161 # An = (5Mnlc1) / (48Ecicr) = 2.808 2.804 in Applied Factored Moment, Mua = 357864 457253 in# As = 0.130 0.144 in Ase,w = As + ((Pu /Fy)(h/2d)) = 0.983 0.966 in Ase,w = 0.924 0.906 in a = (Ase,w Fy) / (0.85 * ic * b) = 0.525 0.516 in a = 0.494 0.484 in c=a/0.85= 0.618 0.608 in c=a/0.85= 0.581 0.570 in I cracked = 938.59 924.15 lnA4 I cracked = 888.45 872.56 inA4 Mn = Ase,w Fy(d-a12) = 662499 651361 in-# Mn = Ase,w * Fy(d-a12) = 623975 611846 in-# Ampliiieid Moment, Mu = 416620 527774 in-# Amplified Moment, Ma = 245420 271693 in# Mu = Mua / (1 - ((5*Pu*(lc)42) / (0.75*48*Ec*Icr))) Ma = Msa + Ps • As Ma <2/3Mcr <2/3Mcr Axial Load Check Governing load case = 1.2 D + 0.5 Lr + 1.6 LL SUMMARY Pu,max = 26530 # OK Allowable Axial load = .06 • fcAg = 110880 # Pu < .06f'cAg Seismic Wind Moment Max of Mu or Mcr = 511340 in# 527774 in-# OK 0 Mn = 596249 in-# 586225 in-# Mcr & Mu <0 Mn Deflection Max Deflection = 0.130 in 0.144 in OK Deflection Ratio = 2870 :1 2592 :1 A s< Ic/iSO Tension Controlled £ = 0.0528 0.0538 OK Tension Controlled Tension Controlled t> .005 #5 BARS AT 14 P9-A (2) R2H Engineering, Inc. Page 34 349R .R211 Engineering, Jflc Job Number 17090 Project REYNOLDS Date____________ Designer J.W.S. Subject PANEL RIGIDITIES Sheet of_____ PANEL RIGIDITIES Panel Line = $KEWI Seis Fac = 0.187 PANEL NO. ON DRAWINGS: I 6 I Panel No. = 1 Panel Type= 2 - Roof Height= 32.01 Parapet Height 7.41 - COND IPIER Thk I h d Area Wt h/d Delta A PANEL 1 1 C 1 10.5 32 23.26 916.8 120.33 1.38 0.14 7.22 F A 10.5 24 23.26 558.2 73.27 1.03 0.04 25.04 F B 10.5 24 492 118.1 15.50 488 1.24 0.80 Pan R = 0.897 F C 10.5 24 2.92 70.1 9.20 8.22 5.52 0.18 F D - 0.0 0.00 ##### #DlV/0! #DIV/0! Pan Area = 546.71 (Sq Ft) F I E 1 0.0 0.00 ##### #DIV/0! #DIV/01 F F 0.0 0.00 ##### #DIV/0! #DIV/0! Pan Wt = 71.76 (Kips) F G - 0.0 0.00 ##### #DIV/01 #DIV/0! Pan Seis V = 13.42 (Kips) F H - 0.0 0.00 ##### #DIV/01 #DIV/ol PANEL RIGIDITIES Panel Line = KEW _ Seis Fac = 0.187 PANEL NO. ON DRAWINGS: [ 7 1 Panel No. = 2 Panel Type= 2_ Roof Height= 31.38 Parapet Height 5.04 COND IPIER - h d Area Wt h/d Delta A PANEL 1 C 1 10.5 31.4 22.98 836.8 1109.83 1.37 0.14 7.35 F A 10.5 24 22.98 551.5 72.38 1.04 0.04 24.58 F B 10.5 24 2.979 71.5 9.38 8.06 5.21 0.19 Pan R = 0.604 F C 10.5 24 4 96.0 12.60 6.00 2.23 0.45 F D - - 0.0 0.00 #4t### #DIV/0 #DIV/01 Pan Area = 452.79 (Sq Ft) F E 0.0 0.00 ##### #DIV/0 #DIV/0! F F 0.0 0.00 ##### #DIV/O ##### M #DlV/01 Pan Wt = 59.43 (Kips) F G 0.0 0.00 ##### #DlV/0 #DIV/01 Pan Seis V = 11.11 (Kips) F H 0.0 0.00 #DIV/0! PANEL RIGIDITIES Panel Line = =SKEW Seis Fac = 0.187 PANEL NO. ON DRAWINGS: 1 8 I Panel No. 3 Panel Type = 4 Roof Height= 30.92 Parapet Height 4.085 COND IPIER Thk h d Area Wt h/d Delta A PANEL 1 C 1 8.5 30.9 21.85 764.9 81.27 1.41 0.18 5.46 F A 8.5 6 21.85 131.1 13.93 0.27 0.01 100.67 F B 8.5 6 6.896 41.4 4.40 0.87 0.04 26.00 Pan R = 3.981 F C 8.5 6 2.958 17.8 1.89 2.03 0.17 5.89 F D 8.5 9 21.85 196.7 20.90 0.41 0.021 65.12 Pan Area = 584.90 I (Sq Ft) F E 8.5 9 6.8961 62.1 6.59 1 1.31 0.07 13.85 __ F F 8.5 9 2.958 26.6 2.83 304 0.44 2.2 Pan WI = 62.15 bid F G 0.0 0.00 ##### #DIV/0! #DIV/0! PanSeisV = 11.62 F H 1 0.0 0.00 1 ##### #DIV/0! #DIV/0I R21-1 Engineering, Inc. RID 01/19/09 Version 7.4 Page 2 350R *~' .R2H Eflgineeiing, Inc - Job Number17090 Project REYNOLDS Date____________ Designer J.W.S Subject PANEL RIGIDITIES Sheet of_____ PANEL RIGIDITIES Panel Line = KEWI ______ Seis Fac = 0.187 PANEL NO. ON DRAWINGS: I 9 Panel No. = 4 Panel Type= 4_ Roof Height= 30.63 Parapet Height 4.375 COND IPIER Thk I h d Area Wt h/d Delta R PANEL 1 1 C 1 8.5 30.6 18.88 660.6 70.19 1.62 0.26 3.87 F A 8.5 6 18.88 113.3 12.03 0.32 0.01 86.23 F B 8.5 6 2.958 17.8 1.89 2.03 0.17 5.89 Pan R = 2.283 F C 8.5 6 392 23.5 2.50 1.53 0.10 10.39 F 0 8.5 9 18.88 169.9 18.05 0.48 0.021 55.24 Pan Area = 480.68 (Sq Ft) F E 1 8.5 1 9 1 2.9581 26.6 2.83 1 3.04 0.44 2.28 F F 8.5 9 3.92 35.3 3.75 2.30 0.22 4.48 Pan Wt = 51.07 (Kips) F G - - - 0.0. 0.00 ##### #DIV/01 #DIV/01 Pan Seis V = 9.55 (Kips) F H 0.0 0.00 ##### #DIV/01 #DIV/0' PANEL RIGIDITIES Panel Line= $KEWI ______ Seis Fac = 0.187 PANEL NO. ON DRAWINGS: I 10 Panel No. = 5 Panel Type= 1 Roof Height= 30.5 Parapet Height 5.5 COND IPIER Thk 9 d Area Wt h/d Delta A PANEL 1 C 1 8.5 1 30.5 1 7.75 279.0 29.64 3.94 3.01 0.33 F A - - - 0.0 0.00 ##### #DIV/01 #DIV/01 F B - - - 0.0 0.00 ##### #DlV/0! #DIV/0! Pan A = 0.333 F C - - - 0.0 0.00 ##### #DIV/0! #DIV/01 F 0 - - - 0.0 0.00 ##### #DIV/01 #DIV/01 Pan Area = 279.00 (Sq Ft) F E - 0.0 0.00 1 ##### #DIV/0! #DIV/0! F F 1 - 0.0 1 0.00 ##### #DIV/0! #DIV/0! Pan Wt = 29.64 (Kips) F G - - - 0.0 0.00 ##### #DIV/0! #DIV/0! Pan Seis V = 5.54 (Kips) F H 0.0 1 0.00 1 ##### I #DIV/01 #DIV/0! PANEL RIGIDITIES Panel Line = I I _____ Seis Fac = 0.187 PANEL NO. ON DRAWINGS: I Panel No. = 6 Panel Type= Roof Height= Parapet Height= COND IPIER Thk h d Area Wt h/d Delta R PANEL 1 C 1 0 0.0 0.00 ##### #DIV/0! #DIV/0! F A 0.0 0.00 ##### #DIV/01 #DIV/01 F B - - 0.0 0.00 ##### #DIV/01 #DIV/0! Pan R = 0.000 F C - 0.0 0.00 ##### #DIV/0 #DIV/01 F 0 0.0 0.00 ##### #DIV/0 #DIV/0I Pan Area = 0.00 (Sq Ft) F E 0.0 0.00 ##### #DIV/0 #DIV/0! F F 0.0 0.00 ##### #DIV/0 #DIV/01 Pan Wt = 0.00 (Kips) F G - - - 0.0 0.00 ##### #DIV/0 #DIV/01 Pan Seis V = 0.00 (Kips) F H 0.0 0.00 ##### I #DIV/0 #DIV/01 R2H Engineering, Inc. RID 01/19/09 Version 7.4 Page 3 *,- R2M Engiiseeriiag, Inc - 35 1R Job Number17090 Project REYNOLDS Date_____________ Designer J.W.S. Subject PANEL RIGIDITIES Sheet of_____ PANEL RIGIDITIES Panel Line= KEW ______ Seis Fac = 0.187 PANEL NO. ON DRAWINGS: 1 6 1 Panel No. = - 1 Panel Type= 1 Roof Height= 15 Parapet Heiqhtm 26 COND PER Thk h d Area Wt h/d Delta R PANEL 1 C 1 10.5 15 1 4.92 201.7 26.48 3.05 1.17 0.86 F A 0.0 0.00 ##### #DIV/01 #DIV/0! F B - - - 0.0 0.00 ##### #DIV/0! #DIV/0! Pan A = 0.857 F C 0.0 0.00 ##### #DIV/0! #DIV/0! F D 0.0 0.00 ##### #DIV/0! #DIV/Ol Pan Area = 201.72 (Sq Ft) F E 0.0 0.00 ##### #DIV/01 #DIV/0I F F 0.0 0.00 ##### #DIV/O! #DIV/0! Pan Wt = 26.48 (Kips) F G - - 0.0 0.00 ##### #DIV/0! #DIV/0' Pan Seis V = 4.95 (Kips) F H 0.0 0.00 ##### #DIV/0! #DIV/01 PANEL RIGIDITIES Panel Line= $KEW ______ Seis Fac = 0.187 PANEL NO. ON DRAWINGS: [ 7 1 Panel No. = 2 Panel Type = 1 Roof Height= 15 Parapet Height 21.42 COND IPIER - h d Area Wt h/d Delta R PANEL 1 1 10.5 15 1 2.979 108.5 14.24 5.03 5.01 0.20 F A - 0.0 0.00 ##### #DIV/01 #DIV/0I F B - - 0.0 0.00 ##### #DIV/01 #DIV/0! Pan R = 0.200 F C - 0.0 0.00 ##### #DIV/01 #DIV/01 F 0 - - - 0.0 0.00 ##### #DIV/01 #DIV/0! Pan Area = 108.49 (Sq Ft) F E - 0.0 0.00 ##### #DIV/0! #DIV/01 F F 0.0 0.00 ##### #DIV/0! #DIV/OI Pan Wt = 14.24 (Kips) F G 0.0 0.00 ##### #DIV/ol #DIV/01 Pan Seis V = 2.66 (Kips) F H 0.0 0.00 ##### #DlV/0! #DIV/0! PANEL RIGIDITIES Panel Line= KEW] ______ Seis Fac = 0.187 PANEL NO. ON DRAWINGS: [7-2 1 Panel No. = 3 Panel Type= 1 Roof Height= 15 Parapet Height: 21.42 COND IPIER Thk h d Area Wt h/d Delta R PANEL 1 C 1 10.5 15 4 145.7 19.12 3.75 2.12 0.47 F A 0.0 0.00 ##### #DIV/0 #DIV/01 F B 0.0 0.00 ##### #DIV/0 #DIV/0! Pan R = 0.473 F C 0.0 0.00 ##### #DIV/0 #DIV/01 F D - - - 0.0 0.00 ##### #DlV/0 #DIV/0I Pan Area = 145.66 (Sq Ft) F E 0.0 0.00 ##### #DIV/0! #DIV/0! F F 0.0 0.00 ##### #DIV/0! #DlV/01 Pan Wt = 19.12 (Kips) F G - - 0.0 0.00 ##### #DIV/0' #DIV/0! Pan Seis V = 3.58 (Kips) F H 0.0 0.00 ##### #DIV/01 #DIV/Ol R2H Engineering, Inc. RID 01/19109 Version 7.4 Page 2 *1,.R2ff.EAgiq'eerihg, Jflc 352R Job Number17090 Project REYNOLDS Date_____________ Designer J.W.S. Subject PANEL RIGIDITIES Sheet of_____ PANEL RIGIDITIES Panel Line= KEWI Seis Fac = 0.187 PANEL NO. ON DRAWINGS: 1 8 1 Panel No. = 4 Panel Type = 2 Roof Height= 15 Parapet Height= 20 COND IPIER Thk h d Area Wt h/d Delta A PANEL 1 C 1 8.5 15 1 21.85 764.9 1 81.27 0.69 0.04 25.35 F A 8.5 6 21.85 131.1 13.93 0.27 0.01 100.67 F B 8.5 6 6.896 41.4 4.40 0.87 0.04 26.00 Pan A = 16.431 F C 8.5 6 2.958 17.8 1.89 2.03 0.17 5.89 F D - 0.0 0.00 ##### #DIV/0I #DIV/01 Pan Area = 692.90 (Sq Ft) E 0.0 0.00 ##### #DIV/01 #DIV/01 F 0.0 0.00 ##### (Kips FG #DIV/0! #DIV/0! Pan Wt = 73.62 FJ~F 0.0 0.00 ##### (Kips) FH #DIV/0! #DIV/0! Pan Seis V = 13.77 0.0 PANEL RIGIDITIES Panel Line = $KEW Seis Fac = 0.187 PANEL NO. ON DRAWINGS: I 9 1 Panel No. = 5 Panel Type= 2 Roof Height= 15 Parapet Height= 20 COND IPIER Thk h d Area Wt h/d Delta R PANEL 1 C 1 8.5 1 15 18.88 660.6 70.19 0.79 0.05 19.35 F A 8.5 6 18.88 113.3 12.03 0.32 0.01 86.23 F B 8.5 6 2.958 17.8 1.89 2.03 0.17 5.89 Pan R = 9.855 F C 8.5 6 3.92 23.5 2.50 1.53 0.10 10.39 F D - 0.0 0.00 ##### #DIV/0! #DIV/0! Pan Area = 588.65 (Sq Ft) F I E - 0.0 0.00 ##### #DIV/01 #DIV/01 F F - - 0.0 0.00 ##### #DIV/0! #DIV/O! Pan Wt = 62.54 (Kips) F G I 0.0 0.00 ##### #DIV/0! #DIV/01 Pan Seis V = 11.70 (Kips) F H 0.0 0.00 ##### #DlV/0! #DIV/0! PANEL RIGIDITIES Panel Line = SKEWI ______ Seis Fac = 0.187 PANEL NO. ON DRAWINGS: 1 10 1 Panel No. = 6 Panel Type 2 Roof Height= 15 Parapet Height= 21 COND IPIER Thk h d Area Wt h/d Delta R PANEL 1 C 1 8.5 15 20.25 729.0 77.46 0.74 0.05 22.09 F A 8.5 9 20.25 182.3 19.36 0.44 0.02 59.81 F B 8.5 9 6.5 58.5 6.22 1.38 0.08 12.48 Pan R = 15.959 F C 8.5 9 7.75 69.8 7.41 1.16 0.06 16.83 F D 0.0 0.00 ##### #DlV,0 #DIV/0! Pan Area = 675.00 (Sq Ft) F I E - 0.0 0.00 1 ##### #DIV/0 #DIV/01 F F - - 0.0 0.00 ##### #DIV/0 #DIV/0! Pan Wt = 71.72 (Kips) F G 0.0 0.00 ##### #DIV/0 #DIV/0! lPan Seis V =1 13.41 (Kips) F H 0.0 0.00 ##### #DIV/0 #DIV/0! R2H Engineering, Inc. RID 01119109 Version 7.4 Page 3 352.1 R2ff Eiagiiwering, Inc. Project Designer J.W.S. Subject PANEL RIGIDITIES Panel Line = SKEWI REYNOLDS PANEL RIGIDITIES Job Number17090 Date____________ Sheet of_____ Seis Fac = 0.187 PANEL NO. ON DRAWINGS: 1 6-2 Panel No. = 7 Panel Type= 1 Roof Height= 15 Parapet Height: 23 COND IPIER Thk h d Area Wt h/d Delta R PANEL 1 1 1 C 1 10.5 15 2.92 111.0 14.56 5.14 5.31 0.19 F A 0.0 0.00 ##### #DIV/0' #DIV/01 F B - - 0.0 0.00 ##### #DIV/01 #DIV/0! Pan R=O.188 F C 0.0 0.00 ##### #DIV/01 #DIV/01 F D - 0.0 0.00 ##### #DIV/0! #DIV/0' Pan Area = 110.96 (Sq Ft) F I E - - 0.0 1 0.00 ##### #DIV/01 #DIV/0! F F - - 0.0 0.00 ##### #DIV/01 #DIV/01 Pan Wt =114.56 (Kips) F G - - - 0.0 0.00 ##### #DIV/0! #DIV/0' Pan Seis V =12.72 (Kips) F H - - - 0.0 0.00 ##### #DIV/0I #DIV/0! PANEL RIGIDITIES Panel Line = [ I Seis Fac = 0.187 PANEL NO. ON_DRAWINGS: Panel No. = 8 Panel Type = Roof Height= Parapet Height! COND IPIER Thk h d Area Wt h/d Delta R PANEL 1 C 1 0 0.0 0.00 ##### #DIV/0! #DIV/01 F A 0.0 0.00 ##### #DIV/0! #DIV/0! F B - - 0.0 0.00 ##### #DIV/01 #DIV/01 Pan R = 0.000 F C - - - 0.0 0.00 ##### #DIV/01 #DIV/0! - - - 0.0 0.00 ##### #DIV/0' #DIV/0! Pan Area = 0.00 (Sq Ft) F I E - - - 0.0 0.00 ##### #DIV/0! #DIV/0! F F - - - 0.0 0.00 ##### #DIV/0! #DIV/0! Pan Wt = 0.00 (Kips) F G 0.0 0.00 ##### #DIV/01 #DIV/0! Pan Seis V =10.00 (Kips) F H 0.0 0.00 ##### #DIV/0I #DIV/01 PANEL RIGIDITIES Panel Line = 1 1 Seis Fac = 0.187 PANEL NO. ON DRAWINGS: Panel No. = 9 Panel Type= Roof Height= Parapet Height4_ COND IPIER Thk h d Area Wt h/d Delta R PANEL 1 C 1 0 0.0 0.00 ##### #DIV/i) #DlV/0! F A 0.0 0.00 ##### #DIV/0 #DIV/0! F B 0.0 0.00 ##### #DIV/0 #DIV/01 Pan R = 0.000 F C - 0.0 0.00 ##### #DIV/O #DIV/Ol F D - 0.0 0.00 ##### #DIV/0 #DIV/0I Pan Area = 0.00 (Sq Ft) F E - - 0.0 0.00 ##### #DIV/0 #DIV/0! F F - - - 0.0 0.00 ##### #DIV/0 #DIV/0! Pan Wt = 0.00 (Kips) F G - - 0.0 0.00 ##### #DlV/0I #DIV/0! Pan Seis V = 0.00 (Kips) F H 0.0 0.00 ##### #DIV/0! #DIV/Ol R21-1 Engineering, Inc. RID 01/19/09 Version 7.4 Page 4 RH Enciizg,Jflc. Project REYNOLDS Designer J.W.S. Subject DISTRIBUTION OF FORCES Job Number17090 Date___________ Sheetof____ 353R DESIGN PER ACI 318-14 FOR INTERMEDIATE PRECAST SHEAR WALLS I DISTRIBUTION OF FORCES LRFD Seismic Factor = 0.187 SHEARWALL, LINE SKEW f'c= 4.00 k s i Sds = 0.749 fy= 60.00 ksi p = 1.0 INPUTS TOTAL ROOF V = 79.00 Kips DIAPHRAGM ROOF V = __ IKips TOTAL MEZZ V = 105.00 Kips ADDITIONAL PANEL V =F3 1 Kips TOTAL PANEL V= 54.77 Kips MEZZ V =JKips Kips Enter LRFD Seismic Values SUM V = 238.77 Kios Enter Values without the redundancy factor included Panel No. Roof A Ratio RI SumR Mezz.? yin Mezz R Ratio Rmi SumRm Mezz Shear Kips Roof Shear Kips Shear Wall Design Dwg. Panel No. 1 0.90 0.111 y 1.05 0.02 2.50 14.8 T2 6 2 0.60 0.075 1 y 0.67 0.02 1.61 1 10.0 T2 7 3 3.98 0.492 y 16.43 0.37 39.24 65.8 T4 8 4 2.28 0.282 y 9.85 0.22 23.54 37.7 T4 9 5 0.33 0.041 y 15.96 0.36 38.12 5.5 Ti 10 6 0.00 0.000 n 0.00 0.00 0.00 0.0 T 0 7 0.00 0.000 1 n 0.00 0.00 0.00 1 0.0 T 0 8 0.00 0.000 n 0.00 0.00 0.00 0.0 T 0 9 0.00 0.000 n 0.00 0.00 0.00 0.0 T 0 10 0.00 0.000 n 0.00 0.00 0.00 0.0 T 0 11 0.00 0.000 n 0.00 0.00 0.00 0.0 T 0 12 0.00 0.000 1 n 0.00 0.00 0.00 1 0.0 T 0 13 0.00 0.000 n 0.00 0.00 0.00 0.0 T 0.00 0.000 n 0.00 0.00 to 14 0.00 0.0 T 15 0.00 0.000 n 0.00 000 000 00 T 5.10 1_1.000 I 43.9b I 1.00 I Deflection of wall line = 0.0271 in. DIS R21-1 Engineering, Inc. Page 7 R2KEñginceriiag, Inc. Job Number 17090 Project REYNOLDS Date_____________ Designer J.W.S. Subject PANELTYPE2 Sheetof_____ REINFORCED CONCRETE SHEAR WALL W/ ONE OPENING 354R Shear Wall Line SKEW Sds = 0.749 Panel Number 1IPANEL NO. ON DRAWINGS: 6 Pg. 1 f'c= 4.00 ksi Panel Type 2 fy= 60.00 ksi Panel Geometry Hr= 32.01 ft. Ltot= 23.26 ft. Hr/Itot= 1.38 R1= 1.000 teff= HA= 24.00 ft. LA= 23.26 ft. HA/LA= 1.03 RA= 0.000 teff= HB= 24.00 ft. LB= 4.92 ft. HB/LB= 4.88 RB= 0.816 teff= HC= 24.00 ft. LC=2.92 ft. HC/LC= 8.22 RC= 0.184 teff= Hpanel = 39.415 ft. intJ ext. ?LExtej Reveal t =1_0.751 Panel A = 0.897 Thick= LateralLoads Deflection Vr+p 14.82 kips Total roof+panel Fixity C] öu = 0.214 in Vmezz 2.50 kips Cd =1 4.0 I 0.025 hsx = 9.602 in Hmezz rT5OIft. 1= 1.00 au OK Vu = 17.32 kips Gravity Loads DESIGN PER ACI 318-14 FOR INTERMEDIATE PRECAST SHEAR WALLS Wi 0.081 k/ft. DL xl 23.26 ft Wt of Panel= 71.75607 kip w2 0.081 k/ft. LLr x2 23.26 ft w3 1.410 k/ft. DL Mezz x3 23.26 ft w4 2.350 k/ft. LL Mezz x4 23.26 ft P1 1.50 kips DL Xl 0.5 ft P2 1.40 kips LLr X2 0.5 ft P3 kips DL Mezz X3 ft P4 kips LL Mezz X4 ft P5 2.10 kips DL X5 -1.335 ft P6 kips LLr X6 ft P7 kips DL Mezz X7 ft P8 - kips LL Mezz X8 ft Member B M Pier Check (per ACt 318-14, table R18.10.1) Panel: Hr/Ltot = 1.4 <2, therefore design as a wall I I Ltot/teff= 28.6 Member B: HB/LB = 4.9 >=2 I I LB/teff = 6.1 (Ut)>6, therefore design as a wall Member C: HC/LC = 8.2 >=2 IWALL PIER 9.75 in. 9.75 in. 9:75 in. 9.75 in. 10.50 in. LC/teff = 3.6 2.5<(L/t)<=6, therefore design as a Wall Pier R2H Engineering, Inc. P6 T2 01/19/09 Version 7.4 Page 15 Eiigincing,Thc 355R Project REYNOLDS Designer J.W.S. Subject PANELTYPE2 Designfor Axial&Boundary Check Member B %Shear 0.82 Agross = 575.64 inA2 S= 5664 inA3 Pu= 111.30 kips 1.2DL+1 .OLL+1.OE a = Pu/Ag = 0.19 ksi 1.2DL+1.OLL+1.OE Job Number 17090 Date_____________ Sheetof_____ Panel No. 6 Pg. 2 Mu= 339.23 kft 1.0E Mu/S= 0.72 ksi 1.0E Mu/S + Pe/Ag = 0.76 ksi 1.0E C = 89463 # 1.0E = Compression Force applied to 1' strip due to overturning a = Pu/Ag+Mu/S = 0.91 ksi factored gravity and lateral Member C %Shear 0.18 Agross 341.64 inA2 S= 1995inA3 Pu= 100.56 kips 1.2DL+1 .OLL+1.OE a = Pu/Ag = 0.29 ksi 1.2DL+1.OLL+1 .OE Mu= 76.46 kft 1.0E Mu/S= 0.46 ksi 1.0E Mu/S + Pe/Ag = 0.54 ksi 1.0E C = 62870 # 1.0E = Compression Force applied to 1' strip due to overturning a = Pu/Ag+Mu/S = 0.75 ksi factored gravity and lateral 135 hook horizontals per S18.10.6.5(b) R2H Engineering, Inc. PG T2 01/19/09 Version 7.4 Page 16 Job Number 17090 Date____________ Sheet of nel No. 6 Pg. 3 Panel SHEAR REINFORCING hooks not required 2 #3 bat 18.00 o.c. 2 #5 bat 18.00 o.c. Use 2 #5 bars @ J11L8M Inches o.c. Av,provided = 0.62 inA2 / S Av,provided = 0.41 inA2 / ft pt, provided = 0.0035 Ast .c 0.01Ag, Ties not required I Member C 6.37 kips SHEAR REINFORCING 28.032 in. (ACI 318-14, Section 11.5.4.2) WALL PIER 273.31 inA2 = teff * d hooks not required 0.60 104 kips = 1O*Acv*(fc)A.5 (ACI 318-14, Section 11.5.4.3 & 18.10.4.4) 2#3 bat 18.00 o.c. 581kip5 = Acv*(ac (fc)AO.5 + pt*fy) (ACI 318-14, EQ 18.10.4.1) 2 #5 bat 18.00 o.c. 21 kips= 2Acv*(fc)A.5 (ACI 318-14, Section 11.5.4.5) Slab Dowels 0.117 inA2/ft. (ACI 318-14, Section 11.6) 1#4 bars 32ino.c. 18.00 in. (ACI 318-14, Section 11.7.3.2) Use =2 #3bars 0.00 inA2/ft. (ACI 318-14, Section 11.6.2) @ 6 Inches o.c. 0.001ine2/ft. (ACI 318-14, Section 18.10.4.3) Av,provided = 0.22 inA2 /S 18.00 in. 12 layers required (Si 1.7.2.3) Av,provided = 0.44 inA2 I It 37.00 Ikips IStandard Detail OK pt, provided = 0.0038 0.000 (ACI 318-14, EQ 11.5.4.8) Ast < 0.01Ag, Ties not required 37 kips (ACI 318-14, Equation 11.5.4.8) = AvFytd/s 58 kips (ACI 318-14, Equation 11.5.4.4) øVc+ øVs As,req = 0.18 sq. in. 2_#5I5FIHOOK NOT REQUIRED ,*.-RIM Eiigineering, mc;, 356R Member C 2Vu= d=0.8LC= Acv= øv = øVn max = øVn max = øVc = Avmin.= Smax= AV, min(vert) = AV, min(vert) = Smax(vert)= IøVs detail= pt, mm = øVs = øVn = Shear Collector: Project REYNOLDS J.W.S. Subject PANEL TYPE 2 17 kips 223 in. (ACI 318-14, Section 11.5.4.2) 2177 mnA2 = teff *d 0.60 (ACI 318-14, Section 21 .2.4.1) 826 kips = 1O*Acv*(fc)A.5 (ACI 318-14, Section 11.5.4.3) 165 kips = 2*Acv*(fc)A.5 (ACI 318-14, Section 11.5.4.5) 0.126 inA2/ft. (ACI 318-14, Section 11.6) 18.00 in. (ACI 318-14, Section 11.7.3.2) 0.00 inA2/ft. (ACI 318-14, Section 11.6.2) 18.00 in. 12 layers required (S11.7.2.3) 0.000 (ACI 318-14, EQ 11.5.4.8) 277 kips (ACI 318-14, Equation 11.5.4.8) = Av*Fyt*d/s 442 kips (ACI 318-14, Equation 11.5.4.4) = øVc + øVs 14.13 kips 47.232 in. (ACI 318-14, Section 11.5.4.2) 460.51 inA2 = teff • d 0.60 175 kips = 10*Acv*(fc)4.5 (ACI 318-14, Sections 11.5.4.3 & 18.10.4.4 35 kips = 2*Acv*(fc)A.5 (ACI 318-14, Section 11.5.4.5) 0.117 102/ft. (ACI 318-14, Section 11.6) 18.00 in. (ACI 318-14, Section 11.7.3.2) 0.00 inA2/ft. (ACI 318-14, Section 11.6.2) 18.00 in. 12 layers required (S11.7.2.3) 41 .561kips Istandard Detail OK 0.000 (ACI 318-14, EQ 11.5.4.8) 42 kips (ACI 318-14, Equation 11.5.4.8) = Av*Fyt*d/s 77 kips (ACI 318-14, Equation 11.5.4.4) = øVc + øVs Designer Design for Shear Panel Vu= d=0.8*Ltot= Acv= øv = øVn max = øVc = AV min.= Smax= Av, min(vert) = Smax(vert)= pt, mm = øVs = øVn = Member B Vu= d=0.8*LB= Acv= øv = øVn max = øVc = AV min.= Smax= AV, min(vert) = Smax(vert)= IøVs detail= pt, mm = øVs = øVn = IMember B SHEAR REINFORCING hooks not required I2#3bat 18.00 o.c. 2 #5 bat 18.00 o.c. Slab Dowels #4 bars 25 in o.c. Use_2_#3bärs @ 9 Inches o.c. Av,provided = 0.22 inA2 / S Av,provided = 0.29 inA2 / ft pt, provided = 0.0025 Ast < 0.01Ag, Ties not required R2H Engineering, Inc. P6 T2 01/19109 Version 7.4 Page 17 I Project Designer J.W.S. Subject Desian for Bendinal Overturnin Member B Include M spandrel n I Mub 339.23 k-ft d= 0.8 * LB = 47.232 in. As min.= 1.54 inA2 Asreq= 1.65 inA2 Use As >= 1.65 inA2 400lfy= 0.0067 Member C Include M spandrel I n Muc 76.46 k-ft d= 0.8 * LC = 28.032 in. As min.= 0.91 inA2 Asreq= 0.62 inA2 Use As >= - 0.82 inA2 400/fy= 0.0067 Holdown C.G. left = 10.43 ft. INo Mezz DLII] C.G. right = 12.83 ft. Mot= 511.88 k*ft 0.9Mr left= 604.57 k*ft 0.9Mr right= 743.40 k*ft d=Ltot-2'= 21.26 ft. Pu left= 0.00 kips uplift @ left = Pu right= 0.00 kips uplift @ right = 0= 0.9 357R Job Number 17090 REYNOLDS Date____________ PANEL TYPE 2 Sheet of Panel No. 6 Pg. 4 FLEXURAL STEEL 6 #5 bars 4 #6 bars 3 #7 bars 3 #8 bars Use 2 ti #5 bars at 18 o.c. each face p= 0.0035 3 #5 bars 2 #6 bars 2 #7 bars 2 #8 bars Usel 2 #5 bars atl 18 o.c. each face p= 0.0035 Holdown Steel Left Right O#6bar 0#6bar 0#7bar 0#7bar 0#8bar O#8bar no 0#9bar 0#9bar no R2H Engineering, Inc. P6 T2 01/19109 Version 7.4 Page 18 'S 358R Ehginecring, Inc.. Job Number17090 Date_____________ Sheet of_____ Panel No. 6 Pg. 5 SPANDREL STEEL Flexural Steel 3 #5 bars T&B 2 #6 bars T&B 2 #7 bars T&B 1 #8 bars T&B Use 1 _4 1 #5 bars ..I As,provided = 1.24 sq. in. Project REYNOLDS Designer J.W.S. Subject PANEL TYPE 2 Desian Beam Above Open in Design Beam for Bending Spandrel depth = 15.42 ft. h mm. = 0.96375 ft. h > hmin, Deflection OK (ACI 318-14 Section 9.3.1.1 Spandrel span = 15.42 ft. Spandral design assumes Pinned Ends Mu spandrel= 339.23 k*ft Assumed d= 147.98 in. = 0.8 * Spandrel depth As min.= 4.81 inA2 = 200 • t * d / Fy (ACI 318-14 Section 9.6.1.2) Asreq= 0.51 inA2 Use As >= 0.68 inA2 (Ad 318-14 Section 9.6.1.3) Design Beam for Shear I Mu left= 339.23 k*ft Mu right= 238.31 k*ft V left = 33.36 kips V right = 25.99 kips Vu= 33.36 kips 2 layers required (S11.7.2.3) ln/h= 1.00 øv= 0.60 Acv = 1442.84 inA2 øVc = 109.50 kips = 1/2 * 2*Acv*(fc)A.5 (ACI 318-14, Section 22.5.5.1) øVs = 181.72 kips = Av * fyt * d / s (ACI 318-14 Section 22.5.10.5.3) øVn= 291.23 kips = øVc + øVs IøVn max = I I_I 265756kips = 10*Acw*(?c)A.5 (ACI 318-14, Section 18.10.4.5) Shear steel Shear steel. #5 biJ________ two curtains .j 2#5 ban 18 in o.c. Av,provided = 0.61 sq. in. pn= 0.003 1—i R2H Engineering, Inc. P6 T2 01/19/09 Version 7.4 Page 19 Job Number 17090 Date_____________ Sheetof_____ 359R Project REYNOLDS Designer J.W.S. Subject PANELTYPE2 REINFORCED CONCRETE SHEAR WALL W/ ONE OPENING Shear Wall Line SKEW Sds = 0.749 Panel Number 2IPANEL NO. ON DRAWINGS: 7 Pg. 1 fc= 4.00 ksi Panel Type 2 fy= 60.00 ksi Panel Geometry Hr= 31.38 ft. Ltot= 22.98 ft. Hr/Itot= 1.37 R1= 1.000 teff= HA= 24.00 ft. LA= 22.98 ft. HA/LA= 1.04 RA= 0.000 teff= HB= 24.00 ft. LB= 2.98 ft. HB/LB= 8.06 RB= 0.300 teff= HC= 24.00 ft. LC= 4.00 ft. HC/LC=6.O( RC= 0.700 teff= Hpanel = 36.415 ft. int./ ext.?I Exterior Reveal t 4 O75I Panel R = 0.604 Thick= Lateral Loads Deflection Vr+p 9.98 kips Total roof+panel Fixity[C] öu = 0.213 in Vmezz 1.61 kips Cd=I 4.0 I 0.025hsx= 9.413 in Hmezz [-1-5.0-01 ft. I = 1.00 öu OK Vu = 11.58 kips [Jsk Cat.j Gravity Loads DESIGN PER ACI 318-14 FOR INTERMEDIATE PRECAST SHEAR WALLS Wi 0.045 k/ft. DL xl 22.9792 ft Wt of Panel= 59.42821 kip w2 0.045 k/ft. LLr x2 22.9792 ft w3 k/ft. DL Mezz x3 22.9792 ft w4 k/ft. LL Mezz x4 22.9792 ft P1 22.000 kips DL Xi 10.67 ft P2 13.000 kips LLr X2 10.67 ft P3 3.259 kips DL Mezz X3 2.48 ft P4 4.151 kips LL Mezz X4 2.48 ft P5 0.160 kips DL X5 19 ft P6 0.160 kips LLr X6 19ft P7 3.259 kips DL Mezz X7 19.48 ft P8 4.151 1 kips LL Mezz X8 19.48 ft Member B Mt Pier Check (perACI 318-14, table R1 8.10.1) Panel: Hr/Ltot = 1.4 <2, therefore design as a wall I I Ltot/teff = 28.3 Member B: HB/LB = 8.1 >=2 IWALL PIER LB/teff = 3.7 2.5c(L/t)<=6, therefore design as a Wall Pier Member C: HC/LC = 6.0 >=2 IWALL PIER 9.75 in. 9.75 in. 9.75 in. 9.75 in. 10.50 in. LC/teff = 4.9 2.5<(L/t)<=6, therefore design as a Wall Pier R2H Engineering, Inc. P7 T2 01/19/09 Version 7.4 Page 20 S 360R Job Number 17090 Date_____________ Sheet of No. 7 Pg.2 Project REYNOLDS Designer J.W.S. Subject PANELTYPE2 Designfor Axial&Boundary Check Panel I Member B %Shear 0.30 Agross = 348.56 jnA2 S= 2077 W3 Pu= 81.46 kips 1.2DL+1.OLL+1.OE a = Pu/Ag = 0.23 ksi 1.2DL+1.OLL+1.OE Mu= 83.28 k*ft 1.OE Mu/S= 0.48 ksi 1.OE Mu/S + Pe/Ag = 0.53 ksi 1.OE C = 62104 # 1.OE = Compression Force applied to 1' strip due to overturning a = Pu/Ag+Mu/S = 0.71 ksi factored gravity and lateral 135 hook horizontals per S18.10.6.5(b) Member I %Shear 0.70 Agross 468.00 inA2 S= 3744 flA3 Pu= 81.75 kips 1.2DL+1 .OLL+1.OE o Pu/Ag = 0.17 ksi 1.2DL+1 .OLL+1.OE Mu= 194.67 k*ft 1.OE Mu/S= 0.62 ksi 1.OE Mu/S + Pe/Ag = 0.66 ksi 1.OE C = 77324 # 1.OE = Compression Force applied to 1 strip due to overturning a = Pu/Ag+Mu/S = 0.80 ksi factored gravity and lateral 135 hook horizontals per S18.10.6.5(b) R2H Engineering, Inc. P7 T2 01/19/09 Version 7.4 Page 21 R2IIEngiAeering,hie, Designer Design for Shear Panel Vu= d= 0.8 * Ltot = Acv= øv = øVn max = Project REYNOLDS J.W.S. Subject PANELTYPE2 12 kips 221 in. (ACI 318-14, Section 11.5.4.2) 2151 inA2 = teff *d 0.60 (ACI 318-14, Section 21 .2.4.1) 816 kips = 10*Acv*(tc).5 (ACI 318-14, Section 11.5.4.3 Job Number 17090 Date_____________ Sheet of nel No. 7Pg. 3 Panel SHEAR REINFORCING hooks not required 2 #3 bai 18.00 o.c. 2 #5 bai 18.00 o.c. 361 R 163 kips = 2*Acv*(fc)A.5 (ACI 318-14, Section 11.5.4.5) 0.126 in"2/ft. (ACI 318-14, Section 11.6) 18.00 in. (ACI 318-14, Section 11.7.3.2) 0.00 inA2/ft. (ACI 318-14, Section 11.6.2) 18.00 in. 12 layers required (S11.7.2.3) 0.000 (ACI 318-14, EQ 11.5.4.8) 274 kips (ACI 318-14, Equation 11.5.4.8) = Av*Fyt*d/s 437 kips (ACI 318-14, Equation 11.5.4.4) = øVc + øVs 6.94 kips 28.6 in. (ACI 318-14, Section 11.5.4.2) 278.85 inA2 = teff * d 0.60 106 kips = 10*Acv*(fc)A.5 (ACI 318-14, Sections 11.5.4.3 & 18.10.4.4) 591 kips = Acv*(ac*(fc)AO.5 + pt*fy) (ACI 318-14, EQ 18.10.4.1) 21 kips= 2*Acv*(fc)A.5 (ACI 318-14, Section 11.5.4.5) 0.117 inA2/ft. (ACI 318-14, Section 11.6) 18.00 in. (ACI 318-14, Section 11.7.3.2) Use 0.00 inA2/ft. (ACI 318-14, Section 11.6.2) @1_6 ] Inches o.c. 0.001inA2/ft. (ACI 318-14, Section 18.10.4.3) Av,provided = 0.22 inA2/S 18.00 in. 12 layers required (S11.7.2.3) Av,provided = 0.44 inA2 / ft 37.751kip5 Istandard Detail OK pt, provided = 0.0038 0.000 (ACI 318-14, EQ 11.5.4.8) Ast < 0.01 Ag, Ties not required 38 kips (ACI 318-14, Equation 11.5.4.8) = Av*Fyt*d/s 59 kips (ACI 318-14, Equation11.5.4.4)=øVc+øVs As,req = 0.19 sq. in. Use[_2 _#5 baiil HOOK NOT REQUIRED______________________ I Member C 16.22 kips SHEAR REINFORCING 38.4 in. (ACI 318-14, Section 11.5.4.2) WALL PIER 374.40 inA2 = teff * d hooks not required 0.60 142 kips = 10*Acv*(tc)A.5 (ACI 318-14, Section 11.5.4.3 & 18.10.4.4) 2 #3 bai 9.00 o.c. 791kip5 = Acv*(oc*(fc)AO.5 + pt*fy) (ACI 318-14, EQ 18.10.4.1) 2 #5 bai 18.00 o.c. 28 kips = 2*Acv*(fc)A.5 (ACI 318-14, Section 11.5.4.5) Slab Dowels 0.293 inA2/ft. (ACI 318-14, Section 11.6) 1#4 bars18ino.c. 18.00 in. (ACI 318-14, Section 11.7.3.2) Use 2 #3 bars 0.00 inA2/ft. (ACI 318-14, Section 11.6.2) @ 6 lncheso.c. 0.001inA2/ft. (ACI 318-14, Section 18.10.4.3) Av,provided = 0.22 inA2/S 18.00 in. 12 layers required (S11.7.2.3) Av,provided = 0.44 inA2/ft 50.69 Ikips Istandard Detail OK pt, provided = 0.0038 0.000 (ACI 318-14, EQ 11.5.4.8) Ast < 0.01Ag, Ties not required 51 kips (ACI 318-14, Equation 11.5.4.8) = Av*Fyt*dls 79 kips (ACI 318-14, Equation 11.5.4.4)=øVc+øVs As, req = 0.45 sq. in. Usel2 _#5 bars IHOOK NOT REQUIRED øVc = AV min.= Smax= AV, min(vert) = Smax(vert)= p1, mm = øVs = øVn = Member B Vu= d=0.8*LB = Acv= øv = øVn max = øVn max = øVc = AV min.= Smax= AV, min(vert) = AV, min(vert) = Smax(vert)= øVs detail= pt, mm = øVs = øVn = Shear Collector: Member C 2*Vu= d=0.8*LC = Acv= øv = øVn max = øVn max = øVc = AV min.= Smax= AV, min(vert) = AV, min(vert) = Smax(vert)= øVs detail= pt, mm øVs = øVn = Shear Collector: User2 #5biii] 18lInches o.c. Av,provided = 0.62 inA2 / S Av,provided = 0.41 inA2 / ft pt, provided = 0.0035 Ast <0.01 Ag, Ties not required Member B SHEAR REINFORCING WALL PIER hooks not required 2 #3 bai 18.00 o.c. 2 #5 bai 18.00 o.c. Slab Dowels R21I Engineering, Inc. P7 T2 01/19/09 Version 7.4 Page 22 Project Designer J.W.S. Subject Desian for Bendina/ Overturnin Member B Include M spandrel n Mub 83.28 k-ft d=0.8*LB = 28.6 in. As min.= 0.93 inA2 Asreq= 0.66 inA2 Use As >= 0.88 inA2 400/fy= 0.0067 Member C Include M spandrel n Muc 194.67 k-ft d=0.8*LC= 38.4 in. As min.= 1.25 inA2 Asreq= 1.16 inA2 Use As >= 1.25 inA2 400lfy= 0.0067 Holdown C.G. left = 11.55 ft. IIfilMDL! C.G. right = 11.43 ft. Mot= 337.06 kft 0.9*Mr left= 772.52 k*ft 0.9Mr right= 764.16 kft d=Ltot-2= 20.98 ft. Pu left= 0.00 kips uplift @ left = Pu right= 0.00 kips uplift @ right = 0= 0.9 362R Job Number 17090 REYNOLDS Date_____________ PANEL TYPE 2 Sheet of Panel No. 7 Pg. 4 FLEXURAL STEEL 3 #5 bars 3 #6 bars 2 #7 bars 2 #8 bars Use 4#5barsU at o.c. each face p= 0.0212 5 #5 bars 3 #6 bars 3 #7 bars 2 #8 bars Use 4 #5bars at 8 o.c. each face P= 0.0159 Holdown Steel Left Right 0#6bar 0#6bar 0#7bar 0#7bar 0#8bar 0#8bar no 0#9bar 0#9bar no R2H Engineering, Inc. P7 T2 01/19/09 Version 7.4 Page 23 R21 Ei:gi:eersng, Inc. Job Number17090 Project REYNOLDS Date___________ Designer J.W.S. Subject PANELTYPE2 Sheet of_____ Design Beam Above ODening Panel No. 7 Pg. 5 Design Beam for Bending Spandrel depth = 12.42 ft. SPANDREL STEEL h mm. = 1 ft. h > hmin, Deflection 01< (ACI 318-14 Section 9.3.1.1) Flexural Steel Spandrel span = 16.00 ft. 3 #5 bars T & B Spandral design assumes Pinned Ends 2 #6 bars T & B Mu spandrel= 255.12 kit 2 #7 bars T & B Assumed d= 119.18 in. = 0.8 * Spandrel depth 1 #8 bars T & B As min.= 3.87 inA2 = 200 • t * d I Fy (ACI 318-14 Section 9.6.1.2) Use 1111IM4111111111111 115 bars Asreq= 0.48 inA2 As,provided = 1.24 sq. in. Use As >= 0.64 inA2 (ACI 318-14 Section 9.6.1.3) Design Beam for Shear I Mu left= 255.12 kft Shear steel Mu right= 255.12 kit Shear steel V left = 26.88 kips V right = 25.51 kips two curtains I Vu= 26.88 kips quired (Si 1.7.2.3) 2#5 ban 18 ino.c. In/h = 1.29 Av,provided = 0.61 sq. in. øv = 0.60 pn = 0.003 Acv= 1162.04 in'2 øVc = 88.19 kips = 1/2 * 2*Acv*(fc)A.5 (ACI 318-14, Section 22.5.5.1) øVs = 146.36 kips = Av * fyt * d / s (ACI 318-14 Section 22.5.10.5.3) øVn= 234.55 kips = øVc + øVs IøVn max = I 1723811 kips = 10*Acw*(tc).5 (ACI 318-14, Section 18.10.4.5) 363R R2H Engineering, Inc. P7 T2 01/19/09 Version 7.4 Page 24 R.H sigisri,iiJiiie Job Number 17090 Project REYNOLDS Date____________ Designer J.W.S. Subject PANEL TYPE 4 Sheet of REINFORCED CONCRETE SHEAR WALL W/ TWO STACKED OPENINGS Shear Wall Line SKEW Sds = 0.749 Panel Number =PANEL NO. ON DRAWINGS: 8 Pg. 1 fc= 4.00 ksi Panel Type 4 fy= 60.00 ksi PanelGeometry Hr= 30.92 ft. Ltot= 21.85 ft. Hr/ltot= 1.41 R= 1.000 teff= 7.75 in. HA= 6.00 ft. LA= 21.85 ft. HA/LA= 0.27 RA= 0.000 teff= 7.75 in. HB= 6.00 ft. LB= 6.90 ft. HB/LB= 0.87 RB= 0.815 teff= 7.75 in. HC= 6.00 ft. LC= 2.96 ft. HC/LC= 2.03 RC= 0.185 teff= 7.75 in. HD= 9.00 ft. LD= 21.85 ft. HD/LD= 0.41 RD= 0.000 teff= 7.75 in. HE= 9.00 ft. LE= 6.90 ft. HE/LE= 1.31 RE= 0.859 teff= 7.75 in. HF= 9.00 ft. LF= 2.96 ft. HF/LF=3.04 RF= 0.141 teff= 7.75 in. Hpanel = 35 ft. int./ ext.? 1 Exterior J Depth spandrel top= 11.00 ft. Pnl R= 3.981 Thick= 8.50 in. Depth spandrel bot=1 9.00 _ft. Reveal t =1 0.751 in. Lateral Loads Vr+p 65.76 kips Total roof+panel Deflection Vmezz 39.24 kips Fixity - öu = 0.293 in Hmezz [ 15.00 ]ft. Cd =1 4.0 0.025 hsx = 9.275 in Vu = 105.01 kips 1 = 1.00 !skCijjI Bu OK Gravity Loads DESIGN PER ACI 318-14 FOR INTERMEDIATE PRECAST SHEAR WALLS Wi 0.248 k/ft. DLr xl 21.8542 ft Wt. of Panel = 62.1 kips w2 0.248 k/ft. LLr x2 21.8542 ft w3 . 0.467 k/ft. DL Mezz x3 21.8542 ft w4 0.779 k/ft. LL Mezz x4 21.8542 ft B I C P1 kips DLr Xi ft I I P2 kips LLr X2 ft P3 10.54 kips DL Mezz X3 0.5 ft P4 17.57 kips LL Mezz X4 0.5 ft P5 kips DLr X5 ft P6 kips LLr X6 ft P7 26.00 kips DL Mezz X7 15.08 ft P8 1 36.00 kips LL Mezz X8 15.08 ft Member E Member F Pier Check (per ACI 318-14, table R18.10.1) Panel: Hr/Ltot = 1.4 <2, therefore design as a wall I I Ltot/teff = 33.8 Member B: HB/LB = 0.9 <2, therefore design as a wall I I LB/teff = 10.7 Member C: HC/LC = 2.0 >=2 IWALL PIER LC/teff = 4.6 2.5<(L/t)<=6, therefore design as a Wall Pier Member E: HE/LE = 1.3 <2, therefore design as a wall I I LE/teff= 10.7 Member F: HF/LF = 3.0 >2 IWALL PIER LF/teff = 4.6 2.5<(L/t)<=6, therefore design as a Wall Pier P8 T4 R2H Engineering, Inc. Page 25 364R Job Number 17090 Project REYNOLDS Date____________ Designer J.W.S. Subject PANEL TYPE 4 Sheet Of Designfor Axial &Boundary Check Panel No. 8 Pg. 2 Member B %Shear = 0.82 Agross = 641.31 inA2 S= 8845 1n'13 Pu= 214.68 kips 1.2DL+1.OLL+1.OE a = Pu/Ag = 0.33 ksi 1.2DL+1.OLL+1.OE Vu = 53.61 kips 1.OE Mu= 160.84 kft 1.0E Mu/S 0.21822182 ksi 1.0E Mu/S + Pe/Ag 0.41 ksi 1.0E C = 37712 # 1.OE = Compression Force applied to 1 strip due to overturning a = Pu/Ag+Mu/S = 0.55 ksi factored gravity and lateral Member C %Shear= 0.18 Agross = 275.13 inA2 S= 1628 inA3 Pu= 209.49 kips 1.2DL+1.OLL+1.OE a = Pu/Ag = 0.76 ksi 1.2DL+1.OLL+1.OE Vu = 12.15 kips 1.OE Mu= 36.44 kft 1.OE Mu/S= 0.26866074 ksi 1.OE Mu/S + Pe/Ag = 0.71 ksi 1.OE C = 65585 # 1.0E = Compression Force applied to 1'strip due to overturning a = Pu/Ag+Mu/S = 1.03 ksi factored gravity and lateral max> 0.2*fc, BOUNDARY MEMBER per Section 18.10.6.3 L, min = 1.66 in. (Minimum lengh of boundary element per ACI 318-14, Section 18.10.6.4(a)) teff, mm = 4.50 in. (Minimum thickness of Boundary Element per ACI 318-14, Section 11.10.6.4(b) & (c)) Member %Shear = 0.86 Agross = 641.31 inA2 S= 8845 inA3 Pu= 271.31 kips 1.2DL+1.OLL+1.OE a = Pu/Ag = 0.42 ksi 1.2DL+1.OLL+1.OE Vu = 90.16 kips 1.OE Mu= 811.45 kft 1.OE Mu/S= 1.10092665 ksi 1.OE Mu/S + Pe/Ag = 1.34 ksi 1.OE C = 124846 # 1.OE = Compression Force applied to 1 strip due to overturning a = Pu/Ag+Mu/S = 1.52 ksi factored gravity and lateral Member F %Shear= 0.14 Agross = 275.13 inA2 5= 1628inA3 Pu= 263.34 kips 1.2DL+1.OLL+1.OE a = Pu/Ag = 0.96 ksi 1.2DL+1.OLL+1.OE Vu = 14.84 kips 1.0E Mu= 133.60 k*ft 1.OE Mu/S= 0.98488135 ksi 1.0E Mu/S + Pe/Ag = 1.55 ksi 1.0E C = 143948 # 1.OE = Compression Force applied to 1' strip due to overturning a = Pu/Ag+Mu/S = 1.94 ksi factored gravity and lateral max> 0.2*fc, BOUNDARY MEMBER per Section 18.10.6.3 L, min = 2.49 1 in. (Minimum lengh of boundary element per ACI 318-14, Section 18.10.6.4(a)) teff, min = 6.75 in. (Minimum thickness of Boundary Element per ACI 318-14, Section 11.10.6.4(b) &(c)) P8 T4 R2H Engineering, Inc. Page 26 365R Job Number 17090 Date____________ Sheetof_____ Panel No. 8 Pg. 3 Panel SHEAR REINFORCING hook bar ends 1 #5 be 14.00 o.c. 2 #3 be 10.00 o.c. 2 #5 be 18.00 o.c. Use 2 #5 ars Inches o.c. Av,provided = 0.62 in' 2/S Av,provided = 0.41 in" 2/ft pt, provided = 0.0044 Ast < 0.01Ag, Ties not required eritig, C; 366R Project REYNOLDS Designer J.W.S. Subject PANELTYPE4 Desian for Shear Panel Vu= 105 kips d= 0.8 • Ltot = 210 in. (ACI 318-14, Section 11.5.4.2) Acv= 1626 inA2= teff *d øv = 0.60 øVn max = 617 kips = 10Acv*(fc)A.5 (ACI 318-14, Section 11.5.4.3) øVc = 123 kips = 2*Acv*(fc)A.5 (ACI 318-14, Section 11.5.4.5) Av min.= 0.255 inA2/ft. (ACI 318-14, Section 11.6) S max= 18.00 in. (ACI 318-14, Section 11.7.3.2) Av, min(vert) = 0.00 in"21ft. (ACI 318-14, Section 11.6.2) Smax(vert)= 18.00 in. pt, mm = 0.000 (ACI 318-14, EQ 11.5.4.8) øVs = 260 kips (ACI 318-14, Equation 11.5.4.8) = AvFytd/s øVn = 384 kips (ACI 318-14, Equation 11.5.4.4) = øVc + øVs Member B Vu= 85.61 kips Member B d= 0.8 • LB = 66.2 in. (ACI 318-14, Section 11.5.4.2) SHEAR REINFORCING Acv= 513.05 inA2 = teff * d øv = 0.60 hook bar ends øVn max = 195 kips = 10*Acv*(fc)A.5 (ACI 318-14, Sections 11.5.4.3 & 18.10.4.4) I I 2 #3 be 6.00 o.c. øVc = 39 kips = 2Acv*(fc)A.5 (ACI 318-14, Section 11.5.4.5) 2 #5 be 16.55 o.c. Av min.= 0.233 inA2Ift. (ACI 318-14, Section 11.6) Smax= 16.55 in. (ACI 318-14, Section 11.7.3.2) Av, min(vert) = 0.23 inA2/ft. (ACI 318-14, Section 11.6.2) UseW2MV#5 bars I I @ 16 Inches o.c. Smax(vert)= 18.00 in. 12 layers required (Si 1.7.2.3) Av,provided = 0.62 in"2 IS I I I Av,provided = 0.47 in"2 / It pt, mm = 0.003 (ACI 318-14, EQ 11.5.4.8) pt, provided = 0.0050 øVs = 92 kips (ACI 318-14, Equation 11.5.4.8) = Av*Fyt*d/s Ast < 0.01 Ag, Ties not required øVn = 131 kips (ACI 318-14, Equation 11.5.4.4) = øVc + øVs Member C I Vu= 38.79 kips . Member C d= 0.8 • LC = 28.4 in. (ACI 318-14, Section 11.5.4.2) SHEAR REINFORCING Acv= 220.10 in A2 = teff * d WALL PIER øv = 0.60 hook bar ends øVn max = 84 kips = 10*Acv*(fc)l.5 (ACI 318-14, Sections 11.5.4.3 & 18.10.4.4) øVn max = 541kip5 = Acv*(oc(fc)?0.5 + pt*fy) (ACI 318-14, EQ 18.10.4.1) 2 #3 be 5.00 o.c. øVc = 17 kips = 2*Acv*(fc)A.5 (ACI 318-14, Section 11.5.4.5) 2 #5 be 7.10 o.c. Av min.= 0.233 inA2/ft. (ACI 318-14, Section 11.6) Smax= 7.10 in. (ACI 318-14, Section 11.7.3.2) Av, min(vert) = 0.26 inA2/ft. (ACI 318-14, Section 11.6.2) Use 2 •#3 bars Av, min(vert) = I 0.001ina2/ft. (ACI 318-14, Section 18.10.4.3) @ 6 Inches o.c. Smax(vert)= 11.83 in. 12 layers required (Si 1.7.2.3) Av,provided = 0.22 mnA2 IS I øVs detail= 1 37.491 kips Istandard Detail OK Av,provided = 0.44 in A2 / ft pt, mm = 0.003 (ACI 318-14, EQ 11.5.4.8) pt, provided = 0.0047 øVs = 37 kips (ACI 318-14, Equation 11.5.4.8) = Av*Fytd/s Ast < 0.0 lAg, Ties not required øVn = 54 kips (ACI 318-14, Equation 11.5.4.4_= øVc +øVs Shear Collector: As,req = 1.08 sq. in. Use_4t#5b1 HOOK NOT REQUIRED P8 T4 R2H Engineering, Inc. Page 27 Job Number 17090 Project REYNOLDS Date____________ Designer J.W.S. Subject PANEL TYPE 4 Sheet of Member E I PanelNo.8Pg. 4 Vu= 90.16 kips Member E d= 0.8 * LE = 66.2 in. (ACI 318-14, Section 11.5.4.2) SHEAR REINFORCING Acv= 513.05 inA2 = teff • d øv = 0.60 hook bar ends øVn max = 195 kips = 10*Acv*(fc)A.5 (ACI 318-14, Sections 11.5.4.3 & 18.10.4.4) I I 2 #3 be 5.00 o.c. øVc 39 kips = 2*Acv*(fc)A.5 (ACI 318-14, Section 11.5.4.5) 2 #5 be 16.00 o.c. Av min.= 0.233 inA2/ft. (ACI 318-14, Section 11.6) Slab Dowels Smax= 16.55 in. (ACI 318-14, Section 11.7.3.2) 1#4 bars 6ino.c. Av, min(vert)= 0.26 inA2/ft.(ACI 318-14, Section 11.6.2) Use 2 #5 bars I I @ 16 Inches o.c. Smax(vert)= 18.00 in. 12 layers required (Si 1.7.2.3) Av,provided = 0.62 inA2 / S I I I Av,provided = 0.47 inA2 / It pt, mm = 0.003 (ACI 318-14, EQ 11.5.4.8) pt, provided = 0.0050 øVs = 92 kips (ACI 318-14, Equation 11.5.4.8) = Av Fyt*d/s Ast < 0.01 Ag, Ties not required øVn = 131 kips (ACI 318-14, Equation 11.5.4.4)= øVc +øVs Member F Vu= 29.69 kips Member F d= 0.8 * LF = 28.4 in. (ACI 318-14, Section 11.5.4.2) SHEAR REINFORCING Acv= 220.10 inA2 = teff *d øv = 0.60 hook bar ends øVn max = 84 kips = 10*Acv*(fc)A.5 (ACI 318-14, Sections 11.5.4.3 & 18.10.4.4) I 671 kips = Acv* (oc(fc)AO.5 + ptfy) (ACI 318-14, EQ 18.10.4.1) 2 #3 be 7.00 o.c. øVc = 17 kips = 2*Acv*(fc)A.5 (ACI 318-14, Section 11.5.4.5) 2 #5 be 7.10 o.c. Av min.= 0.233 inA2/ft. (ACI 318-14, Section 11.6) Slab Dowels Smax= 7.10 in. (ACI 318-14, Section 11.7.3.2) 1#4 bars7ino.c. Av, min(vert)= 0.15 1nA2/ft. (ACI 318-14, Section 11.6.2) Use 2 #4 bars Av, min(vert) = I 0.00IinA2/ft. (ACI 318-14, Section 18.10.4.3) @ 2.75 Inches o.c. Smax(vert)= 11.83 in. 12 layers required (S11.7.2.3) Av,provided = 0.40 inA 2/S øVs detail= I 37.49Ikips Istandard Detail OK Av,provided = 1.75 inA2 / It pt, mm = 0.002 (ACI 318-14, EQ 11.5.4.8) pt, provided = 0.0188 øVs = 149 kips (ACI 318-14, Equation 11.5.4.8) = Av*Fyt*d/s Ast> 0.01 Ag, Ties required øVn = 67 kips (ACI 318-14, Equation 11.5.4.4)= øVc +øVs Shear Collector: As,req = 0.82 sq. in. Use[ _4 _#5bars]HOOK NOT REQUIRED P8 T4 R2H Engineering, Inc. Page 28 367R Desian for Bendina/ Overturnin Panel No. 8 Pg. 5 Member B Include M spandrel Mu span top 0.00 k-ft Mu span bot 0.00 k-ft Mu net span 0.00 k-ft Mub 160.84 k-ft d=0.8*LB= 66.2 in. As min.= 1.71 inA2 Asreq= 0.55 inA2 Use As >= 0.73 inA2 4001fy= 0.0067 FLEXURAL STEEL 3 #5 bars 2 #6 bars 2 #7 bars 1 #8 bars Use _6k_#6bars atli_7 _o.c. each face p= 0.0487 Member C Include M spandrel FLEXURAL STEEL 2 #5 bars 1 #6 bars 1 #7 bars 1 #8 bars Use I_4 #5 bars atL_6_]o.c. each face p= 0.0267 FLEXURAL STEEL 10 #5 bars 7 #6 bars 6 #7 bars 4 #8 bars Usel 6 1 #7 bars atP10Ti1o.c. each face p= 0.0465 FLEXURAL STEEL 5 #5 bars 4 #6 bars 3 #7 bars 2 #8 bars UseL6 bars j atEllll6lllo.c. each face p = 0.0400 Job Number 17090 Project REYNOLDS Date____________ Designer J.W.S. Subject PANEL TYPE 4 Sheet Of 368R Mu span top 0.00 k-ft Mu span bot 0.00 k-ft Mu net span 0.00 k-ft Muc 36.44 k-ft d=0.8*LC = 28.4 in. As min.= 0.73 inA2 Asreq= 0.29 inA2 Use As >= 0.38 inA2 400/fy= 0.0067 Member E Include M spandrel L............y............J Mu span 43.25 k-ft Mue 854.71 k-ft d=0.8LE= 66.2 in. As min.= 1.71 inA2 Asreq= 3.03 inA2 Use As >= 3.03 inA2 400/fy= 0.0067 Member F __________ Include M spandrel L_y....._J Mu span 43.25 Muf 176.85 d= 0.8 • LF = 28.4 in. As min.= 0.73 inA2 Asreq= 1.47 inA2 Use As >= 1.47 inA2 400/fy= 0.0067 Holdown C.G. left = 10.58 ft. 1ñk11DLIIIIII] C.G. right = 11.27 ft. Mot= 2621.70 kft 0.9*Mr left= 907.33 kft 0.9Mr right= 966.76 kft d=Ltot-2'= 19.85 ft. Pu left= 83.35 kips uplift @ left = yes Pu right= 86.35 kips uplift @ right = . yes 0= 0.9 Holdown Steel Left Right 4#6bar 4#6bar 3#7bar 3#7bar 2#8bar 3#8bar 2#9bar 2#9bar P8 T4 R2H Engineering, Inc. Page 29 The: 369R Job Number 17090 Date_____________ Sheet Of Panel No. 8 Pg. 6 Project REYNOLDS Designer J.W.S. Subject PANELTYPE4 Desian Beams Above Ooeninas Design Beams for Bending Spandrel B-C SPANDREL STEEL B-C (ACI 318-14 Section 9.3.1.1) Flexural Steel 2 #5 bars T&B 2 #6 bars T&B 1 #7 bars T&B 1 #8 bars T&B Use 1_2 #5 bars As,provided = 0.62 sq. in. Spandrel depth 11.00 ft. h mm. = 0.75 ft. h > hmin, Deflection OK Spandrel span 12.00 ft. Spandral design assumes Pinned Ends Mu spandrel 160.84 kft Assumed d= 105.6 in. = 0.8 * Spandrel depth As min.= 2.73 in"2 Asreq= 0.34 Use As >= 0.45 mne2 (ACI 318-14 Section 9.6.1.3) Spandrel E-F Spandrel depth 9.00 ft. h mm. = 0.75 ft. h> hmin, Deflection OK Spandrel span 12.00 ft. Spandral design assumes Pinned Ends Mu spandrel 854.71 k*ft Assumed d= 86.4 in. = 0.8 * Spandrel depth As min.= 2.23 inA2 Asreq= 2.27 inA2 Use As >= 2.27 inA2 (ACI 318-14 Section 9.6.1.3) SPANDREL STEEL E-F (ACI 318-14 Section 9.3.1.1) Flexural Steel 8 #5 bars T&B 6 #6 bars T&B 4 #7 bars T&B 3 #8 bars T&B Use 14 #7 bars j As,provided = 2.40 sq. in. P8 T4 R2H Engineering, Inc. Page 30 Project REYNOLDS Designer J.W.S. Subject PANEL TYPE 4 Design Beams for Shear Spandral B-C Mu left 160.84 k*ft Mu right= 37.72 k*ft V left = 17.02 kips I V right = 5.04 kips Vu= 17.02 kips ln/h= 1.09 øv= 0.60 Acv= 818.40 in*2 øVc = 62.11 kips = 1/2 * 2*Acv*(fc)A.5 (ACI 318-14, Section 22.5.5.1) øVs = 130.94 kips = Av fyt * d Is (ACI 318-14 Section 22.5.10.5.3) øVn= 193.06 kips = øVc + øVs IøVn max = 999261 kips = 10Acw(f'c)A.5 (ACI 318-14, Section 18.10.4.5) Job Number 17090 Date_____________ Sheet of Panel No. 8 Pg. 7 Shear steel Shear steel cu ains 2#5 bai 18 in o.c. Av,provided 0.62 sq. in. pn= 0.004 370R 6" Spandral F-F Mu left= 854.71 k*ft Mu right= 193.06 k*ft V left = 90.46 kips I V right = 25.81 kips Vu= 90.46 kips ln/h= 1.33 øv = 0.60 Acv 669.60 inA2 øVc = 50.82 kips = 1/2 2*Acv*(fc)A.5 (ACI 318-14, Section 22.5.5.1) øVs = 68.43 kips = Av * fyt d / s (ACI 318-14 Section 22.5.10.5.3) øVn= 119.25 kips = øVc .i. øVs IøVn max = 505011 kips = 10*Acw*(fc)A.5(ACI 318-14, Section 18.10.4.5) Shear steel Shear steel FPbMrs itá1ns 2#3 bat 10 ino.c. Av,provided = 0.22 sq. in. pn= 0.003 P8 T4 R2H Engineering, Inc. Page 31 102# Elgii1C~rii'tWi~Ci Job Number 17090 Project REYNOLDS Date_____________ Designer J.W.S. Subject PANEL TYPE 4 Sheet of REINFORCED CONCRETE SHEAR WALL W/ TWO STACKED OPENINGS Shear Wall Line SKEW Sds = 0.749 Panel Number =PANEL NO. ON DRAWINGS: 9 P9. 1 fc= 4.00 ksi Panel Type 4 fy= 60.00 ksi PanelGeometry Hr= 30.63 ft. Ltot= 18.88 ft. Hr/ltot= 1.62 R= 1.000 teff= 7.75 in. HA= 6.00 ft. LA= 18.88 ft. HA/LA= 0.32 RA= 0.000 teff= 7.75 in. HB= 6.00 ft. LB= 2.96 ft. HB/LB= 2.03 RB= 0.362 teff= 7.75 in. HC= 6.00 ft. LC= 3.92 ft. HC/LC= 1.53 RC= 0.638 teff= 7.75 in. HD= 9.00 ft. LD= 18.88 ft. HD/LD= 0.48 RD= 0.000 teff= 7.75 in. HE= 9.00 ft. LE 2.96 ft. HE/LE= 3.04 RE= 0.337 teff= 7.75 in. HF= 9.00 ft. LF 3.92 ft. HF/LF= 2.30 RF= 0.663 teff= 7.75 in. Hpanel = 35 ft. int./ ext.?I_Exterior I Depth spandrel top= 11.00 ft. PnI R= 2.283 Thick=8.50 in. Depth spandrel bot= 9.00 ft. Reveal It in. Lateral LateralLoads Vr+p 37.72 kips Total roof+panel Deflection Vmezz 23.54 kips Fixity - CJ öu = 0.298 in Hmezz 1_15.00Ift. Cd =_4.0_ 0.025 hsx = 9.188 in Vu = 61.26 kips I= 1.00 [Risk Cat.j öu OK Gravity Loads DESIGN PER ACI 318-14 FOR INTERMEDIATE PRECAST SHEAR WALLS Wt 0.190 k/ft. DLr xl 18.875 ft Wt. of Panel = 51.1 kips w2 0.190 k/ft. LLr x2 18.875 ft w3 0.210 kilt. DL Mezz x3 18.875 ft w4 0.350 k/ft. LL Mezz x4 18.875 ft B C P1 kips DLr Xl ft P2 kips LLr X2 ft P3 kips DL Mezz X3 ft P4 kips LL Mezz X4 ft P5 kips DLr X5 ft P6 kips LLr X6 ft P7 kips DL Mezz X7 ft P8 kips LL Mezz X8 ft Member E Member F Pier Check (per ACI 318-14, table R18.10.1) Panel: Hr/Ltot = 1.6 <2, therefore design as a wall I I Ltot/teff = 29.2 Member B: HB/LB = 2.0 >=2 IWALL PIER LB/teff = 4.6 2.5<(LJt)<=6, therefore design as a Wall Pier Member C: HC/LC = 1.5 <2, therefore design as a wall I LC/teff = 6.1 Member E: HE/LE = 3.0 >=2 IWALL PIER LE/teff = 4.6 2.5<(L/t)<=6, therefore design as a Wall Pier Member F: HF/LF = 2.3 >2 I I LF/teff = 6.1 >6, therefore design as a wall P9 T4 R2H Engineering, Inc. Page 32 371 R 4 isg hw. Job Number 17090 372R Project Designer J.W.S. Subject REYNOLDS PANEL TYPE 4 Date____________ Sheet of Design for Axial & Boundary Check Panel No. 9 Pg. 2 Member B %Shear = 0.36 Agross = 275.13 in"2 S= 1628 jA3 Pu= 100.82 kips 1.2DL+1.OLL+1.OE a = Pu/Ag = 0.37 ksi 1.2DL+1.OLL+1.OE Vu = 13.65 kips 1.0E Mu= 40.94 kft 1.0E Mu/S= 0.30177013 ksi 1.OE Mu/S + Pe/Ag = 0.57 ksi 1.OE C = 53361 # 1.OE = Compression Force applied to 1' strip due to overturning Pu/Ag+Mu/S = 0.67 ksi factored gravity and lateral 135 hook horizontals per S1 8.10.6.5(b) Member C %Shear = 0.64 Agross 364.56 in"2 S = 2858 jflA3 Pu= 101.35 kips 1.2DL+1.OLL+1.OE = Pu/Ag = 0.28 ksi 1.2DL+1.OLL+1.OE Vu = 24.07 kips 1.OE Mu= 72.22 k*ft 1.OE Mu/S= 0.3032159 ksi 1.OE Mu/S + Pe/Ag = 0.51 ksi 1.OE C = 47289 # 1.OE = Compression Force applied to 1 strip due to overturning = Pu/Ag+Mu/S = 0.58 ksi factored gravity and lateral Member F %Shear = 0.34 Agross = 275.13 in"2 S= 1628inA3 Pu= 139.92 kips 1.2DL+1.OLL+1.OE = Pu/Ag 0.51 ksi 1.2DL+1.OLL+1.OE Vu = 20.67 kips 1.OE Mu= 186.04 kft 1.OE Mu/S= 1.37147013 ksi 1.OE Mu/S + Pe/Ag = 1.73 ksi 1.OE C = 160575 # 1.0E = Compression Force applied to 1' strip due to overturning a = Pu/Ag+Mu/S = 1.88 ksi factored gravity and lateral max> 0.2f'c, BOUNDARY MEMBER per Section 18.10.6.3 L, min = 2.49 in. (Minimum lengh of boundary element per. ACI 318-14, Section 18.10.6.4(a)) teff, mm = 6.75 in. (Minimum thickness of Boundary Element per ACI 318-14, Section 11.10.6.4(b) & (c)) Member F %Shear 0.66 Agross = 364.56 1nA2 S= 2858 inA3 Pu= 141.24 kips 1.2DL+1.OLL+1.OE = Pu/Ag = 0.39 ksi 1.2DL+1.OLL+1.OE Vu = 40.58 kips 1.OE Mu= 365.26 kft 1.OE Mu/S= 1.53356041 ksi 1.OE Mu/S + Pe/Ag = 1.80 ksi 1.OE C = 167546 # 1.0E = Compression Force applied to 1' strip due to overturning a = Pu/Ag+Mu/S = 1.92 ksi factored gravity and lateral P9 T4 'R2H Engineering, Inc. Page 33 Panel SHEAR REINFORCING hooks not required 1 #5 be 14.00 o.c. 2 #3 be 10.00 o.c. 2 #5 be 18.00 o.c. Use rs Inches o.c. Av,provided = 0.62 inA2 I S Av,provided = 0.41 inA2 / it pt, provided = 0.0044 Ast <0.01 Ag, Ties not required SHEAR REINFORCING hook bar ends 2 #3 be 7.00 o.c. 2 #5 be 9.41 O.C. Use 2 !#3 bars @ 7 Inches o.c. Av,provided = 0.22 inA2 / 5 Av,provided = 0.38 inA2 / ft pt, provided = 0.0041 Ast < 0.01 Ag, Ties not required 373R Project REYNOLDS Designer J.W.S. Subject PANEL TYPE 4 Desian for Shear Job Number17090 Date____________ Sheet of_____ Panel No. 9 Pg. 3 Panel Vu= d= 0.8 • Ltot Acv= øv = øVnmax = øVc = Av min.= S max= Av, min(vert) = Smax(vert)= 61 kips 181 in. (ACI 318-14, Section 11.5.4.2) 1404 inA2=teffd 0.60 533 kips = 10Acv(fc)A.5 (ACI 318-14, Section 11.5.4.3 107 kips = 2*Acv*(fc)A.5 (ACI 318-14, Section 11.5.4.5) 0.255 inA2/ft. (ACI 318-14, Section 11.6) 18.00 in. (ACI 318-14, Section 11.7.3.2) 0.00 in"21ft. (ACI 318-14, Section 11.6.2) 18.00.1n. 0.000 (ACI 318-14, EQ 11.5.4.8) 225 kips (ACI 318-14, Equation 11.5.4.8) = Av*Fyt*d/s 331 kips (ACI 318-14, Equation 11.5.4.4) = øVc + øVs Member B Vu= d= 0.8 • LB = Acv= øv = øVn max = øVn max = øVc = Av min.= Smax= Av, min(vert) = Av, min(vert) = Smax(vert)= IøVs detail= pt, mm = øVs = øVn = Shear Collector: Member C Vu= d=0.8LC= Acv= øv = øVn max = øVc = Avmin.= Smax= Av, min(vert) = Smax(vert)= IøVs detail= pt, mm = øVs = øVn = 44.32 kips Member B 28.4 in. (ACI 318-14, Section 11.5.4.2) SHEAR REINFORCING 220.10 inA2 = teff * d WALL PIER 0.60 hook bar ends 84 kips = 10*Acv*(fc)A.5 (ACI 318-14, Sections 11.5.4.3 & 18.10.4.4) 541 kips = Acv* (ac*(fc)AO.5 + ptfy) (ACI 318-14, EQ 18.10.4.1) 2 #3 be 5.00 o.c. 17 kips = 2*Acv*(fc)4.5 (ACI 318-14, Section 11.5.4.5) 2 #5 be 7.10 o.c. 0.233 in A21% (ACI 318-14, Section 11.6) 7.10 in. (ACI 318-14, Section 11.7.3.2) 0.28 inA2/ft. (ACI 318-14, Section 11.6.2) UseW2E2#3 bars 0.001in*2/ft. (ACI 318-14, Section 18.10.4.3) @ 6 Inches o.c. 11.83 in. 12 layers required (S11.7.2.3) Av,provided = 0.22 inA 2/S 37.491kips Istandard Detail OK Av,provided = 0.44 inA2 / it 0.003 (ACI 318-14, EQ 11.5.4.8) pt, provided = 0.0047 37 kips (ACI 318-14, Equation 11.5.4.8) = Av*Fyt*dls Ast < 0.01 Ag, Ties not required 54 kips (ACI 318-14, Equation 11.5.4.4) = øVc + øVs As,req = 1.23 sq. in. Use 4f#5 b1HOOK NOT REQUIRED 39.10 kips 37.632 in. (ACI 318-14, Section 11.5.4.2) 291.65 inA2=teffd 0.60 111 kips = 10Acv*(fc)I.5 (ACI 318-14, Sections 11.5.4.3 & 18.10.4.4) 22 kips = 2*Acv*(1c)A.5 (ACI 318-14, Section 11.5.4.5) 0.233 inA2/ft. (ACI 318-14, Section 11.6) 9.41 in. (ACI 318-14, Section 11.7.3.2) 0.15 inA2/ft. (ACI 318-14, Section 11.6.2) 15.68 in. 12 layers required (S11.7.2.3) 42.581 kips Istandard Detail OK 0.002 (ACI 318-14, EQ 11.5.4.8) 43 kips (ACI 318-14, Equation 11.5.4.8) = Av*Fyt*d/s 65 kips (ACI 318-14, Equation 11.5.4.4) = øVc + øVs Pg T4 R2H Engineering, Inc. Page 34 Job Number 17090 Project REYNOLDS Date____________ Designer J.W.S. Subject PANEL TYPE 4 Sheet Of 374R Panel No. 9 Pg. 4 41.34 kips Member E 28.4 in. (ACI 318-14, Section 11.5.4.2) SHEAR REINFORCING 220.10 mn 2=teff*d WALL PIER 0.60 hook bar ends 84 kips = 10Acv(f'c)".5 (ACI 318-14, Sections 11.5.4.3 & 18.10.4.4) 671kips = Acv*(ac*(fc)*O.5 + pt*fy) (ACI 318-14, EQ 18.10.4.1) 2 #3 be 5.00 o.c. 17 kips = 2*A6v*(fc)A.5 (ACI 318-14, Section 11.5.4.5) 2 #5 be 7.10 o.c. 0.233 102/11. (ACI 318-14, Section 11.6) Slab Dowels 7.10 in. (ACI 318-14, Section 11.7.3.2) 1#4 bars 5ino.c. 0.23 in"2/ft. (ACI 318-14, Section 11.6.2) Use 2 #4'bars 0.001inA2/ft. (ACI 318-14, Section 18.10.4.3) @ 2.75 Inches o.c. 11.83 in. 12 layers required (Si 1.7.2.3) Av,provided = 0.40 inA2 IS 37.491 kips Istandard Detail 01< Av,provided = 1.75 in"2 I ft 0.003 i (ACI 318-14, EQ 11.5.4.8) pt, provided = 0.0188 149 kips (ACI 318-14, Equation 11.5.4.8) = Av*Fyt*d/s Ast> 0.01Ag, Ties required 67 kips (ACI 318-14, Equation 11.5.4.4) =øVc + øVs As,req = 1.15 sq. in. Use_4'#5'b1 HOOK NOT REQUIRED 40.58 kips 37.632 in (ACI 318-14, Section 11.5.4.2) 291.65 in2=teff*d 0.60 111 kips = 1O*Acv*(fc)A.5 (ACI 318-14, Sections 11.5.4.3 & 18.10.4.4) 22 kips = 2Acv(f'c)".5 (ACI 318-14, Section 11.5.4.5) 0.233 1nA21ft. (ACI 318-14, Section 11.6) 9.41 in. (ACI 318-14, Section 11.7.3.2) 0.16 inA2lft. (ACI 318-14, Section 11.6.2) 15.68 in. 12 layers required (Si 1.7.2.3) 49.671kips Istandard Detail OK 0.002 (ACI 318-14, EQ 11.5.4.8) 43 kips (ACI 318-14, Equation 11.5.4.8) = Av*Fyt*dls 65 kips (ACI 318-14, Equation 11.5.4.4) = øVc + øVs Member E Vu= d= 0.8. LE = Acv= øv øVnmax øVn max = øVc Av min.= Smax= Av, min(vert) = Av, min(vert) = Smax(vert)= IøVs detail= pt, mm = øVs = øVn = Shear Collector: Member F Vu= d= 0.8 * LF = Acv= øv = øVnmax = øVnmax = øVc = Av min.= Smax= Av, min(vert) = Smax(vert)= øVs detail= pt, mm = øVs = øVn SHEAR REINFORCING hook bar ends 2 #3 be 7.00 o.c. 2 #5 be 9.41 O.C. Slab Dowels #4 bars 7 in o.c. Use 2 #3 bars @ 7 Inches o.c. Av,provided = 0.22 inA2 / S Av,provided = 0.38 mnA2 / it pt, provided = 0.0041 Ast <0.01 Ag, Ties not required P9 T4 R2H Engineering, Inc. Page 35 FLEXURAL STEEL 2 #5 bars 2 #6 bars 1 #7 bars 1 #8 bars Use L_64 bars J atEjjii14ijijo.c. each face p= 0.0171 FLEXURAL STEEL 6 #5 bars 4 #6 bars 3 #7 bars 3 #8 bars Use 6_i bars j each face p= 0.0400 FLEXURAL STEEL 8 #5 bars 6 #6 bars 4 #7 bars 3 #8 bars UseL 6 #5 barsJ atLi4jo.c. each face p= 0.0171 ;R2ffEiigiiicfiu:g Jn& 375R Designer J.W.S. Design for Bending! Overturn!n Member B Include M spandrel L..........n..........J Mu span top 0.00 k-ft Mu span bot 0.00 k-ft Mu net span 0.00 k-ft Mub 40.94 k-ft d=0.8LB= 28.4 in. As min.= 0.73 in'2 Asreq= 0.32 inA2 Use As >= 0.43 inA2 400/fy = 0.0067 Member C Include M spandrel Ln i Job Number17090 Project REYNOLDS Date__________ Subject PANELTYPE4 Sheet of_____ Panel No. 9 Pg. 5 FLEXURAL STEEL 2 #5 bars I 1 #6 bars I 1 #7 bars I 1 #8 bars -I Use ars 11111o.c. each face p= 0.0400 Mu span top 0.00 k-ft Mu span bot 0.00 k-ft Mu net span 0.00 k-ft Muc 72.22 k-ft d= 0.8 * LC = 37.632 in. As min.= 0.97 inA2 Asreq= 0.43 inA2 Use As >= 0.58 inA2 400/fy = 0.0067 Member E Include M spandrel L..........y...........J Mu span 6.29 k-ft Mue 192.34 k-ft d= 0.8 * LE = 28.4 in. As min.= 0.73 inA2 Asreq= 1.61 inA2 Use As >= 1.61 inA2 400/fy= 0.0067 Member F Include M spandrel y_J Mu span 6.29 Muf 371.56 d= 0.8 * LF = 37.632 in. As min.= 0.97 inA2 Asreq= 2.36 inA2 Use As >= 2.36 1nA2 400/fy= 0.0067 Holdown C.G. left = 9.61 ft. LN6Mezz DL C.G. right = 9.27 ft. Mot= 1508.19 k*ft 0.9Mr left= 393.94 k*ft 0.9Mr right= 380.14 k*ft d=Ltot-2'= 16.88 ft. Pu left= 66.85 kips uplift @ left = yes Pu right= 66.03 kips uplift @ right = yes 0= 0.9 Holdown Steel Left Right 3#6bar 3#6bar 3#7bar 3#7bar 2#8bar 2#8bar 2#9bar 2#9bar P9 T4 R2H Engineering, Inc. Page 36 :Inc Job Number17090 Project REYNOLDS Date___________ Designer J.W.S. Subject PANEL TYPE 4 Sheet of_____ Desian Beams Above Ooeninas Panel No. 9 Pg. 6 Design Beams for Bending Spandral B-C 376R SPANDREL STEEL B-C (ACI 318-14 Section 9.3.1.1) Flexural Steel 1 #5 bars T&B 1 #6 bars T&B 1 #7 bars T&B 1 #8 bars T&B Use 1 _2 1_#5bars As,provided = 0.62 sq. in. Spandrel depth 11.00 ft. h mm. = 0.74979167 ft. h> hmin, Deflection OK Spandrel span 12.00 ft. Spandral design assumes Pinned Ends Mu spandrel 72.22 kft Assumed d= 105.6 in. = 0.8 * Spandrel depth As min.= 2.73 inA2 Asreq= 0.15 Use As >= 0.20 inA2 (ACI 318-14 Section 9.6.1.3) Spandral E-F Spandrel depth 9.00 ft. h mm. = 0.74979167 ft. h> hmin, Deflection OK Spandrel span 12.00.ft. Spandral design assumes Pinned Ends Mu spandrel 371.56 kft Assumed d= 86.4 in. = 0.8 * Spandrel depth As min.= 2.23 inA2 Asreq= 0.97 inA2 Use As >= 1.29 inA2 (ACI 318-14 Section 9.6.1.3) SPANDREL STEEL E-F (ACI 318-14 Section 9.3.1.1) Flexural Steel 5 #5 bars T&B 3 #6 bars T&B 3 #7 bars T&B 2 #8 bars T&B Use 1_4 _#7bars As,provided = 2.40 sq. in. P9 T4 R2H Engineering, inc. Page 37 R2H Engineerii:g, Jnc Job Number 17090 Project REYNOLDS Date__________ Designer J.W.S. Subject PANELTYPE4 ' Sheet of_____ Design Beams for Shear Panel No. 9 Pg. 7 Spandrel B-C I Mu left= 40.94 kft Shear steel Mu right= 72.22 kft Shear steel V left = 5.47 kips I V right = 9.07 kips twó:ódrtains I Vu= 9.07 kips 2#5 bal 18 in o.c. In/h = 1.09 Av,provided = 0.62 sq. in. øv = 0.60 pn 0.004 Acv = 818.40 in"2 øVc = 62.11 kips = 1/2 * 2*Acv*(fc)A.5 (ACI 318-14, Section 22.5.5.1) øVs 130.94 kips = Av * fyt * d / s (ACI 318-14 Section 22.5.10.5.3) øVn= 193.06 kips = øVc + øVs øVn max = I 999261 kips = 10*Acw*(fc)A.5 (ACI 318-14, Section 18.10.4.5) Spandral E-F Mu left= 192.34 kft Shear steel Mu right= 371.56 kft Shear steel V left = 25.72 kips I ba_________ V right = 46.69 kips tvàâUrtàins±J Vu= 46.69 kips 2#3 bai 10 in o.c. In/h = 1.33 Av,provided 0.22 sq. in. øv = 0.60 pn = 0.003 Acv = 669.60 inA2 øVc = 50.82 kips = 1/2 * 2*Acv*(fc).5 (ACI 318-14, Section 22.5.5.1) øVs = 68.43 kips = Av * fyt * d / S (ACI 318-14 Section 22.5.10.5.3) - I øVn= 119.25 kips = øVc + øVs IøVn max = I 505011 kips = 10*Acw*(fc).5 (ACI 318-14, Section 18.10.4.5) 377R Pg T4 R2H Engineering, Inc. Page 38 DL xi 7.75 ft Weight of LLr x2 7.75 ft DL Mezz x3 7.75 ft LL Mezz x4 7.75 ft DL Xl 0.5 ft LLr X2 0.5 ft DL Mezz X3 ft LL Mezz X4 ft DL X5 7.25 ft LLr X6 7.25 ft DL Mezz X7 ft __ ILL Mezz X8 ft Wi 0.078 k/ft. W2 0.078 k/ft. W3 0.160 k/ft. w4 0.267 k/ft. P1 0.120 kips P2 0.120 kips P3 kips P4 kips P5 0.105 kips P6 0.105 kips P7 P8 Job Number 17090 Date____________ Sheet of_____ 378R Project REYNOLDS Designer J.W.S. Subject PANELTYPE1 REINFORCED CONCRETE SHEAR WALL W/ NO OPENINGS Shear Wall Line SKEW Panel Number 1 5 ]PANEL NO. ON DRAWINGS: Panel Type 1 Panel Geometry Sds= 0.749 10 Pg.1 f'c= 4.00 ksi fy= 60.00 ksi Hr= 30.50 ft. Thickness = 8.50 in R= 0.333 Hpanel = 36 ft. Reveal t = 0.751 in. Hriltot= 3.94 Ltot= 7.75 ft. teff= 7.75 in. mt.! ext.?[ Exterior j Lateral Loads Deflection Vr+p 5.49 kips Total roof +panel Fixity C öu = 1.455 in Vmezz 38.12 kips Cd = 4.0 0.025 hsx = 9.150 in Hmezz I_15.00)ft. I= 1.00 6u OK Vu = 43.61 kips Ek Cafjf] Gravity Loads DESIGN PER ACI 318-14 FOR INTERMEDIATE PRECAST SHEAR WALLS PierCheck (per ACI 318-14, table R18.10.1) Hr/Ltot = 3.94 >=2 Ltot/teff = 12.00 (Lft)>6, therefore design as a wall Design for Axial Agross = 720.75 inA2 = teff * Ltot S= 11171.63inA3 = teff * (Ltot)A2 / 6 e = -0.018274 in. 1.2DL+1.OLL+1.OE (Eccentricity of resultant axial load, measured from panel centerline) Pu = 44.87 kips 1.2DL+1.OLL+1.OE (Resultant axial load associated with load case which includes seismic) all = 0.062 ksi 1.2DL+1.OLL+1.OE = Pu/Ag + Pu"e/S (Compressive stress not including seismic overturning stress) Mu= 739.29 k"ft i.OE = (Vr+p * hr) + (Vmezz * Hmezz) 02 = 0.79 ksi 1.0E = Mu/S (Compressive stress due to overturning only) C = 73853 # 1.0E = a2 * teff * 12" (Compression Force applied to 1' strip due to overturning only) a3 = 0.86 ksi 1.2DL+1.OLL+1.OE = Pu/Ag + Pu*e/S + Mu/S factored gravity and lateral P10 T1 R2H Engineering, Inc. Page 39 Design for Shear I . Panel No. Pg. 1 Pg. 2 Vu= 44 kips SHEAR REINFORCING d= 0.8 * Ltot 74 in. (ACI 318-14, Section 11.5.4.2) Acv= 577 in"2 = teff *d hook bar ends øv = 0.60 (ACI 318-14, Section 21.2.4.1) 1 #5 bar at 14.00 o.c. øVn max = 219 kips 2 #3 bars at 10.00 O.C. I = * ' 10 Acv (fc)A . - 5 (ACI 318-14, . Section 11 543).. 2 #5 bars at 18.00 o.c. øVc = 44 kips = 2*Acv*(fc)A.5 (ACI 318-14. Section 11.5.4.5) Slab Dowels Av min.= 0.255 inA2/ft. (ACI 318-14, Section 11.6) #4 bars @ 10 in o.c. Smax= 18.00 in. (ACI 318-14, Section 11.7.3.2) Use Av, min(vert) 0.00 in*21ft. (ACI 318-14, Section 11.6.2) Inches o.c. Av,provided = 0.620 inA 2/S Smax(vert)= 18.00 in. Av,provided = 0.413 1n' 2/ft I I . I pt, provided = 0.0044 pt, mm = 0.000 (ACI 318-14, EQ 11.5.4.8) Ast < 0.01 Ag, Ties not required øVs = 92 kips (ACI 318-14, Equation 11.5.4.8) = AvFytd/s øVn = 136 kips (ACI 318-14, Equation 11.5.4.4) = øVc + øVs Design for Bending! Overturning !de'ezzDL Betal = 0.85 Use 8rs Mot= 739 kft = (Vr+p hr) + (Vmezz * Hmezz) Inch strip d = Ltot- 2'= 5.8 ft. As, provided = 2.37 in"2 0.0170 400/fy= 0.0067 I Pu = 24 k 0.9DL +1.OE øMn = 787 kip-ft Mu = 739 kft 0.9DL +1.OE øMn>Mu, OK Effective e = 31.1 ft. 0.9DL +1.OE 379R B C B S -20 00 OMn (k-ft) ØPn/ ØMn Interaction Curve 1500- in action -U—PHI 500 Pn tx —e-1.2 0 L+ LL+1.OE 000 -15000 .10000 -5000 L+l.0E 50 PlO Ti R21I Engineering, Inc. Page 40 380R JOB NO. ___ 17090 DATE SHEET ______ OF______ i4. R2H Engineering, Inc. PROJECT REYNOLDS BY J.W.S. SUBJECT___________ THIS PAGE LEFT BLANK INTENTIONALLY RH Engineering, Inc. JOB NO. 17090 381R REYNOLDS DATE - J.W.S. SUBJECT___________ SHEET - OF THIS PAGE LEFT BLANK INTENTIONALLY -t 520 17090 REYNOLDS 11/08/2017 TI1ESI F1EE1 —. - _____ >"- STAIINEAR GRID LINE A, BETWEEN GRIDS 4 &5 it f.,!~ . '44 ______ DESIGN SHEATHING AT PIJAT1ORM AND TREADS W -:---:-: il-- _ .. TRY 3/411 PLYWOOD AS SPECWEDBYARCH .. . , . . . , SF :• 1 N. .:•:•:•::: :: ::. 7fOTf=T25 PSF 1 ________________ :: : : E:::..j................... ... ::::.: :: ....:. iq PER APA TABLE 2b, THE MAXIMUM ALLOWABLE JJNIFROM LOAD = 283 PSF'_ L 283PSF >125 PSF, THEREFORE 3/4" PLYWOOD OR OSB ISADEQUA'TE ' 1< .l :pi~!!ii1~j---...;1 - - ........ . El- ,.---..~ ..... . ~. ~ ...... :: : :: . : :.: .... si 4 4 9 ., 4 . 4 . % . _ I .......... .. 41 .. ... ...................................................................................is ......... i. :A!' :1 :i: ........ %.... .. .--.-1..'....4r r1 4 - 4 c...::::.. ................... ...: 'C.....0 C C.:.., .................. 4 A. C? 'C ............... . . . .... C.. 'CCC ,CCC,C.CCC4 C' V'CC."C'CCCC' C.0 ' .CCCC C' CfI''C C.'C-', 'C ICC CCCC CC:: 'CC CC,CC CCC C' CCC' -4CCl4 C iCCC _ -- 1 ' .'' ' ' C. CC 4 'C: C.CC'C'' ..,l CC ' CCCC CCCCC 'CCC CCC C:? 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CC'I' 'CCC CC ' = C'CCC?C WOOD TABLE 2304.8(3) ALLOWABLE SPANS AND LOADS FOR WOOD STRUCTURAL PANEL SHEATHING AND SINGLE-FLOOR GRADES CONTINUOUS OVER TWO OR MORE SPANS WITH STRENGTH AXIS PERPENDICULAR TO SUPPORTS SHEATHING GRADES ROOF° FLOOR4 Panel span rating roof! floor span • Panel thickness (inches) Maximum span (inches) Load'(psf) Maximum span (Inches) With edge support' Without edge support Total load Live load 16/0 16 16 40 30 - 0 20/0 i 20 20 40 30 0 24/0 //16"f2 24 208 30 0 24/16 24 24 50 40 16 32/16 '2IR 32 28 40 30 40/20 40 32 40 30 48/24 - 132"4118 48 36 - , 45 _35 - 24 54/32 7/8'l 54 40 45 35 32 60/32 7/8, 8 1/5 60 48 45 35 32 SINGLE FLOOR GRADES ROOF° FLOOR4 Panel span rating g Panel thickness (Inches) Maximum span (inches) Lead'(psf)- Maximum span (inches) With edge support' Without edge support Totalload Live load 16o.c. /21132,/B 24 24 501 40 20o.c. ''32I'8I'4 32 32 40 30 20" - 24 o.c. 48 36 .35 25 24 32 o.c. 7/8,_I 48 , 40 50 40 32 48 0.c. 1 /32,V!8 60 48 1 50 40 48 For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kNlm2. Applies to panels 24 inches or wider. Floor and roof sheathing complying with this table shalt be deemed to meet the design criteria of Section 2304.8. Uniform load deflection limitations '/,, of span under live load plus dead load, 'ian under live load only. Panel edges shall have approved tongue-and-groove joints or shall be supported with blocking unless 'I4-inch minimum thickness underlayment or 112 inches of approved cellular or lightweight concrete is placed over the subfloor, or finish floor is 3/4-inch wood strip. Allowable uniform toad based on deflection of 'ian of span is 100 pounds per square foot except the span rating of 48 inches on center is based on a total load of 65 pounds per square foot. c. Allowable load at maximum span. Tongue-and-groove edges, panel edge clips (one midway between each support, except two equally spaced between supports 48 inches on center), lumber blocking or other. Only lumber blocking shall satisfy blocked diaphragm requirements. For '/2-inch panel, maximum span shall be 24 inches. Span is permitted to be 24 inches on center where 3/4-inch wood strip flooring is installed at right angles to joist. Span is permitted to be 24 inches on center for floors where V/, inches of cellular or lightweight concrete is applied over the panels. TABLE 2304.8(4) ALLOWABLE SPAN FOR WOOD STRUCTURAL PANEL COMBINATION SUBFLOOR-UNDERLAYMENT (SINGLE FLOOR)°' (Panels Continuous Over Two or More Spans and Strength Axis Perpendicular to Supports) IDENTIFICATION MAXIMUM SPACING OF JOISTS (Inches) - 16 20 24 32 48 Species groupc Thickness (Inches) i 1 I, '2 5j - 8 31 4 - 2,3 8 3/4 I, -- - 4 3/4 "8 1 - Single floor span rating' 16o.c. 20o.c. 24o.c. 32o.c. 480.c. For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kN/m2. Spans limited to value shown because of possible effects of concentrated loads. Allowable uniform loads based on deflection of '/3w of span is 100 pounds per square foot except allowable total uniform load for l'1,-inch wood structural panels over joists spaced 48 inches on center is 65 pounds per square foot. Panel edges shall have approved tongue-and-groove joints or shall be supported with blocking, unless '4-inch minimum thickness underlayment or 1'/2 inches of approved cellular or lightweight concrete is placed over the subfloor, or finish floor is 34-inch wood strip. Floor panels complying with this table shall be deemed to meet the design criteria of Section 2304.8. Applicable to all grades of sanded exterior-type plywood. See DOC PS I for plywood species groups. Applicable to Underlayment grade, C-C (Plugged) plywood, and Single Floor grade wood structural panels. 521 276 2016 CALIFORNIA BUILDING CODE .i? 4f - pLib ON FORM A5 9bN PARATEDPLWOODTRUCTU RISHEAThING Pf4t! .. -": U. ig SO ci Idt 2.IS tdr1i pun ••.•,.r.:•.-••m RngkiGøverned Sp . n iu-.c icr of pu4Cervtr-10-Ceiler POOR W-f- TN NN!311 Ii J THK 2T 17 ' --------------- Enin D2S li7 29' /Z Jj< NNN L/24O B&' 317Wfl68 81 V4O %32 E2ç 47 J66 NNI -1-%NNi zzlT V 6 $*N:NNNNNNN .f itqp P N: -pnNNNN Ar Ll4D 1i31 614 336 -1638B 65 57 tU' - 2if t58 22O 174 I ' ' :NNNNLIIBO 2 17iS' B1S 4481. 2417 16 76 J5t 36 78O 292,. NNN;3nd1n 625 44' 15 t1O 48 45ZL3 38 41Th '&S - - L24D 2 286 14Oi1 fl 3174 RRNNA 553S9CN a21 U8fl 'aa2S JTL4O 478,8 '332 NN 134 6 1 47\ 162 NN NON. NN Nip 4 NO— Lbhuial jay t6p._W Ni wdh1pw FiJi gecT 5pe ,-.Famr51O'r NNN 4- 4 Taiiale iu ate con noI cntrvi ptywaac canthuthzn snm Ifl I aai am t T. SW nreaa .. .. 4 INN No - - I - - - •. . ..-. --, - ( I I A11ioEnui Waodlt cantrnn www.ap000d or E 26 iJNWOU&LODSEpsf ONAPA RATED OST!VCTURAL I $HEAThING;- Shength.A*fM Load' ..eudicw$Suppoi1s. .Pamikl 656ppd' RQtngll Governed Spueiucr-io -.cIi1erofSupporIs 5pwi Center-lo-Cenler 8in op 112 fl6 I 1191 24 30 32 36 .40 48 50 12 16 21. 261 98 54 26 13 10 77 29 TO L/240 392 i17 81 39 19 16 '115 4.3 15 24/0 LIIO 5 196 107 52; U. .' '153 58 19 250• 14' J98, -63 -40. 15: 121 .68' hE11 248. 179 '147 116 91 195. -248 09 111 339 128 70 ,3 17 U 12:. 111 42' 14 L/40 509 wil 109 51 25 20 18 187 63 21 24116 L/1) 879 235 140 8 32 27 24 223 4 28 &ncing 321 180 125 7w 51 45 29 144 1 29 8& 27 1W iI. ids 98 .B, 186 207 i23 L/350 500 188 103 .5-01, 74 20 18 13 14 65 22 L/24& 750 282 154 75 37 .38 26 19 261 98 33 2/16 Lfl&0 11.0011 376 20.6 104] 49 441 35 25 34.g 131 44 B&idi 271 209 14E ,93' .i9' 33. 27' .206 116 t4l s1 214. 228- 186 147' 118 108' .92 '82 314 228 141 L/360 :979 368 201 t9a 48: ag:. 34 25 1.6 390, W ..50 L1240 1.468: 6t5 1-352 552,3. 146 72. 58 51 .37 '24 :585,220 74 !11180 1I958 736 4413 195 96 78 69, 32' 780 '293- 99 8ndifl 2441 156, 100 -sa :45 .31 .aa 1,90, swF 290 283 232 182 144 138 114 '02 88 390 283 17.5 1360. 'u4o s 358 14 '85 69, 61 44. .'9 146 AN. 24 181 11240 2610 982 537 260 128 10.4 91 86 43 21 955 359 12J 48/24 LIIBO 348 1309 716 347 170 139 122 88 57 28 1274. 479 162 8ert1n0 833 469 326 208 133 T1? 74 6.41 42 27 506 785 101 AMF 476. 245 282. 222, 17ff i64 IN 125: 1* &5 476 .345 213 [a) Thbng ih'kn1nrnaan [bj I.crnwd indaie 1icyvIr wiIuu5pcn Raffi'..R di1ndnefi";iwTdV%-5aFAJIMEFkmeP0eTgi pct1th$bJL rorn5W L1 5amecupacftz ,ia' b Me Sp ian Farn 1O 524 R2H Engineering, Inc.. JOB NO. 17090 PROJECT REYNOLDS DATE 11/08/2017 BY J.W.S. SUBJECT___ STAIR DESIGN SHEET ______ OF______ STAIR NEAR GRID LINE A, BETWEEN GRIDS 4 & 5 CHECK STRINGERS AT LOWER RUN DISTANCE FROM FIRST RISER TO WALL SUPPORT =1 1'-8" DISTANCE FROM OUTER EDGE OF BEARING PLATE TO FACE OF WALL SUPPORT = 10'-9" DEAD LOAD =30 PSF LIVE LOAD= 100 PSF 2x14 DFL S.S. WITH 7 1/4" EFFECTIVE DEPTH ARE ADEQUATE (SEE RESULTS FROM BCCALC) CHECK STRINGERS AT UPPER RUN - DISTANCE FROM FIRST WALL SUPPORT TO CENTER OF 2ND WALL SUPPORT = 3'-3 1/2" DISTANCE FROM 2ND WALL SUPPORT TO CENTER OF BEAM SUPPORT = 9'-4 3/4t! DEAD LOAD =30 PSF LIVE LOAD = 100 PSF 2x14 DFL S.S. WITH 7 1/4" EFFECTIVE DEPTH ARE ADEQUATE (SEE RESULTS FROM BCCALC) CHECK HANGERS LSSU210 CAPACITY =1110#>693#, THEREFORE OK U26 CAPACITY = 865 #> 130 #, THEREFORE OK U26 UPLIFT CAPACITY = 585 #> 283 #, THEREFORE OK - - -4- -.. --------.----- - 4- I- - -4- BáiséCascadi BC CALC® Design Report Build 6095 Job name: Reynolds Address: Single 2 x 8 DFL SS FBOI (3) (Floor Beam) Dry 1 1 span I No cant. File name: Description I PASSEW November 9, 2017 12:34:33 STAIR STRINGER - LOWER Stair Stringer near grid 5 - lower span City, State, Zip: Specifier: Customer: Designer: James Sipes Code reports: WCLIB/WWPA Company: R2H Engineering 444444444444444404444444444444444 A 4- 4- 10-09-00 BI B2 Total Horizontal Product Length = 10.09.00 Reaction Summary (Down I Uplift) (Ibs) Bearing Live Dead Snow Wind Roof Live B1, 5-1/2" 552/0 179/0 B2,2" 523/0 170/0 Load Summary Live Dead Snow Wind Roof Tributary Live Tag Description Load Type Ref. Start End 100% 90% 115% 160% 125% 0 Self-Weight Unf. Lin. (lb/ft) L 00-00-00 10-09-00 2 00-00-00 1 Standard Load Unf. Area (lb/ft2) L 00-00-00 10-09-00 100 30 01-00-00 Controls Summary Value % Allowable Duration Case Location Pos. Moment 1740 ft-lbs 88.3% 100% 1 05-06-04 End Shear 591 lbs 45.3% 100% 1 01-00-12 Total Load Deflection L/338 (0.364") 70.9% n\a 1 05-06-04 Live Load Deflection L/448 (0.274") 80.3% n\a 2 05-06-04 Max Defi. 0.364!' n\a n\a 1 05-06-04 Span / Depth 17.0 % Allow % Allow Bearing Supports Dim. (LxW) Value Support Member Material BI Wall/Plate 5-1/2" x 1-1/2" 731 lbs 14.2% 14.2% Douglas Fir B2 Hanger 2" x 1-1/2' 693 lbs n\a 37.0% Hanger Notes Design meets Code minimum (L/240) Total load deflection criteria. Design meets Code minimum (L/360) Live load deflection criteria. Calculations assume member is fully braced. Hanger Manufacturer: Simpson Strong-Tie, Inc. Design based on Dry Service Condition. The analysis of solid sawn wood members is in accordance with the NDS and is limited to the output shown above. All other support and design for these products, including but not limited to notching, connections, installation, and engineer/architect certification is the responsibility of the project's design professional of record. User Notes Lower span The kickboard must shift over to reduce the span Page 1 of 1 Disclosure Use of the Boise Cascade Software is subject to the terms of the End User License Agreement (EULA). Completeness and accuracy of input must be reviewed and verified by a qualified engineer or other appropriate expert to assure its adequacy, prior to anyone relying on such output as evidence of suitability for a particular application. The output here is based on building code-accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC®, BC FRAMER®, AJSTM, ALLJOIST®, BC RIM BOARD, BCI®, BOISE GLULAM, BC FloorValue®, VERSA-LAM®, VERSA-RIM PLUS®, AR% Bóise,Cascadê - Single 2 x 8 DFL SS I!ASsED1 - FB0I(2) (Floor Beam) BC CALC® Design Report Dry 12 spans I No cant. November 9, 2017 12:32:02 Build 6095 Sob name: Reynolds File name: STAIR STRINGER - UPPER Address: Description: Stair Stringer near grid 5 - upper span City, State, Zip: Specifier: Customer: Designer: James Sipes Code reports: WCLIBIWWPA Company: R2H Engineering 03-03-08 09-04-12 BI B2. B3 Total Horizontal Product Length = 12.08.04 Reaction Summary (Down I Uplift) (lbs) Bearing Live Dead Snow Wind Roof Live B1, 2" 160/252 0/30 B2,3-1/2" 976/0 317/0 B3,2" 389/3 125/0 Load Summary Live Dead Snow Wind Roof Tributary Live Tag Description Load Type Ref. Start End 100% 90% 115% 160% 125% 0 Self-Weight Unf. Lin. (lb/ft) L 00-00-00 12-08-04 2 00-00-00 I Standard Load Unf. Area (lb/It2) L 00-00-00 12-08-04 100 30 01-00-00 Controls Summary Value % Allowable Duration Case Location Pos. Moment 943 ft-lbs 47.8% 100% 3 08-10-01 Neg. Moment -1108 ft-lbs 56.2% 100% 1 03-03-08 End Shear 411 lbs 31.5% 100% 3 11-11-00 Cont. Shear 635 lbs 48.7% 100% 1 04-00-08 Total Load Deflection L/817 (0.137') 29.4% n\a 3 08-04-03 Live Load Deflection L/999 (0.104") n\a n\a 6 08-04-03 Total Neg. Defi. L/999 (-0.013) n\a n\a 3 01-11-14 Max Defi. 0.137" n\a n\a 3 08-04-03 Span / Depth 15.4 Bearing Supports Dim. (LxW) Value % Allow Support % Allow Member Material BI Hanger 2" x 1-1/2" 130 lbs n\a 6.9% Hanger BI Uplift 282 lbs B2 Wall/Plate 3-1/2" x 1-1/2" 1293 lbs 39.4% 39.4% Douglas Fir B3 Hanger 2" x 1-1/2" 514 lbs n\a 27.4% Hanger Cautions Uplift 01-282 lbs found at span I - Left. Hanger Bi cannot handle uplift of 282 lbs. Notes Design meets Code minimum (L/240) Total load deflection criteria. Design meets Code minimum (L/360) Live load deflection criteria. Calculations assume member is fully braced. Hanger Manufacturer: Simpson Strong-Tie, Inc. Design based on Dry Service Condition. The analysis of solid sawn wood members is in accordance with the NDS and is limited to the output shown above. All other support and design for these products, including but not limited to notching, connections, installation, and engineer/architect certification is the responsibility of the project's design professional of record. Page 1 of Disclosure Use of the Boise Cascade Software is subject to the terms of the End User License Agreement (EULA). Completeness and accuracy of input must be reviewed and verified by a qualified engineer or other appropriate expert to assure its adequacy, prior to anyone relying on such output as evidence of suitability for a particular application. The output here is based on building code-accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC®, BC FRAMER®, AJSTM, ALLJOIST®, BC RIM BOARD, BCl®, BOISE GLULAM', BC FloorValue®, VERSA-LAM®, VERSA-RIM PLUS®, 'A' flange IJJ ..A" flanges V Slope to 45° up or down LSSU41O (LSSU2I0-2 similar) 0 I Slope to 45° up or down LSSU28 SIMPSON LSU/LSSU Strong-Tie Adjustable Light Slopeable/Skewable U Hangers The LSU and LSSU series of hangers may be sloped and skewed in the field, offering a versatile solution for attaching joists and rafters. These hangers may be sloped up or down and skewed left or right, up to 450. Material: See table Finish: Galvanized. Some products available in ZMW coating; see Corrosion Information, pp. 15-18. Installation: Use all specified fasteners; see General Notes. Attach the sloped joist at both ends so that the horizontal force developed by the slope is fully supported by the supporting members. LSU and LSSU may be installed at an interior corner intersection with reduced loads. Refer to engineering letter L-C-LSUCORNER at strongtie.com for installation and allowable loads. To see an installation video on this product, visit strongtie.com. Codes: See p.14 for Code Reference Key Chart LSU and LSSU Installation Sequence (For skewed or sloped/skewed applications) i ect Acutej 40AV5 od side Step 1 Step 2 Step 3 Nail hanger to slope-cut Skew flange from 0-45°. Attach hanger to carried member, installing Bend other flange back the carrying member, seat nail first. No bevel along centerline of slots acute angle side first necessary for skewed until it meets the header. (see footnote 4). Install installation. Install joist Bend one time only. nails at an angle. nails at 450 angle. These products are available with additional corrosion protection. For more information, see p. 18. Joist Width Model No. , a. Dimensions (in.) Fasteners OF/SP Allowable Loads SPF/HF Allowable Loads Code Ref. W H A F ace J ois UpliftFF,17oorSnow (160)115) Roof (125) Uplift (160) Floor (11 0) Snow (115) Roof (125) Sloped Only Hangers 1½ LSU26 18 11% 47/s 1½ (6)1Od (5)1Odx11W 535 695 810 865 415 600 695 745 1½ LSSU28 18 1946 71/h 1½ (10) 10d (5)iOdxlIN' 535 1,110 1,275 1,390 415 960 1,105 1,200 18, FL, L15 1½ LSSU210 18 1916 81h 1% (10) 10d (7)10dx11N° 875 1,110 1,275 1,390 625 960 1,105 1.200 2½ LSSUH310 16 234s 81h 3½ (18)16d (12)10dx1IN' 1,150 2,295 2,295 2,295 990 1,930 1,930 1,930 170 3 LSSU210-2 16 3½ 81h 27A (18)16d (12)lOdxl IN' 1,150 2,430 2,795 3,035 990 2,160 2,485 2,700 3½ LSSU410 16 331e 8½ 2% (18)16d (12)lOdxi½' 1,150 2,430 2,795 3,035 990 2,160 2,485 2,700 lB FL Li ' ' Skewed Hangers or Sloped and Skewed 1½ LSU26 18 134s 4% 1½ (6)10d (5)lodxl'h" 535 695 810 865 415 600 695 745 1½ LSSU28 18 1316 71A 1½ (9)10d (5)10dx1½" 450 885 885 885 415 765 765 765 18, FL, 115 1½ LSSU210 18 134& 81h 1% (9)100 (7)100x1½" 785 995 1,145 1,205 625 860 995 1,050 21h LSSUH310 16 2916 81h 3½ (14)160 (12)iodxl'h' 1,150 1,600 1,600 1,600 990 1,385 1,385 1,385 170 3 LSSU210-2 16 3½ 81h 2% (14)16d (12)iodxlIN' 1,150 1,625 1,625 1,625 990 1,365 1,365 1,365 3½ LSSU410 16 331u 8½ 2% (14)16d (12)iodxl½" 1,150 1,625 1,625 1,625 990 1,365 1365 1,365 I 8, F L, L1 5 Roof loads are 125% of floor loads unless limited by other criteria. Uplift loads include an increase for wind or earthquake loading with no further increase allowed; reduce when other loads govern. Truss chord cross-grain tension may limit allowable loads in accordance with ANSIITPI 1-2014. Simpson StrongTiee Connector Selector" software includes the evaluation of cross-grain tension in its hanger allowable loads. For additional information, contact Simpson Strong-lie. For skewed LSSU hangers, the inner most face fasteners on the acute angle side are not installed. 5.00 not substitute 1 O x 1W nails for face nails on slope and skew combinations or skewed only LSU and LSSU. For LSSU installations using the Strong-Drives SD Connector screw, reference engineering letter L-C-SLSKHGRSD at strongtie.com. Nails: 16d = 0.162' dia. x 3W long, 10d = 0.148' dia. x 3' long, 1 O x 1½' = 0.148' dia. x 1W long. See pp. 26-27 for other nail sizes and information. 143 Joist Size Model No. Ga. Dimensions (in.) W H B Mind Max. Fasteners - Header Joist DF/SP Allowable Loads Upflft floor Snow Roof (10 Installed Cost Index Code Sawn Lumber Sizes - LU24 20 1916 3½ 1½ - (4) 160 (2) 100 x 1½" 265 555 635 685 Lowest 17,127, FL, L5, L17 LUS24 18 1316 3½ 1~ - (4)10d (2)100 490 670 765 825 +3% 2X4 '1.124 16 191e 31A 1½ - (4)16d (2)lOdxlIN' 265 575 655 705 +67% 17, FL, L17 H1J26 14 1316 3,16 21/4 - (4)160 (2) 100 x ½" 335 595 670 720 LUS24-2 18 31A 31A 2 - +295% DBL (4) 160 (2) 160 440 800 910 985 Lowest 17,127, FL, L5, L17 'U24-2 16 31A 3 2 - 4) 160 (2) 100 370 575 655 705 +33% 17 FL L17 'HU24-2/HUC24-2 14 3½ 3A6 2½ - (4) 16d (2) 100 380 380 595 720 +240% - 'LUS26 18 1316 43/4 13/4 - (4)100 (4)100 1,165 865 990 1,070 Lowest 17,127, FL, L5, L17 LU26 20 1316 04 1½ - (6) 16d (4) 100 x 1½" 565 835 950 1,030 +6% 2x6 'lJ26 16 1316 4Y42 - (6) 160 (4) l0dxl½" 585 865 980 1,055 +43% 17, FL, L17 'LUC26Z 18 191s 4Y4 1Y4 - (6) 160 (4) 100 x ½' 730 845 965 1,040 +160% 'H1J26 14 1316 3% 21/4 - (4)160 (2)lodxlIN' 335 595 670 720 +179% 'HUS26 16 1% 5% 3 - (14)16d (6) 160 1.550 2,720 3,095 3,335 +276% 17,127, FL, L5, L17 Lowest LUS26-2 18 31A 47, 2 - (4)160 (4)160 1,165 1,030 1,180 1,275 DBL 2X6 'U26-2 16 3½ 5 2 - (8) 160 (4) 100 740 1,150 1,305 1,410 +65% 17, FL, L17 +172% , HUS26-2 I HUSC26-2 - 14 - 3½ - 591e - 2 - - (4)160 (4)160 1,235 1,065 1,210 1,305 HU26-2/HUC26-2 14 3½ 5% 2½ Mm. (8)160 (4) lOd 760 1,190 1,345 1,445 +233% 17,127, FL, L5, L17 14 3½ 5% 21h Max. (12)16d (6)100 1,135 1,785 2,015 2,165 +254% 17, FL, L17 TPL 2x6 LUS26-3 18 4% 41A 2 (4) 160 (4)160 1,165 1,030 1,180 1,280 * 17 FL U26-3 16 4% 41/4 2 - (8)160 4) 1 O HU26-31HUC26-3 14 41M6 4% 2½ Mm. (8)160 (4)100 760 1,190 1,345 1,445 U 41146 4% 21h Max. (12)160 (6)100 1,135 1,785 2,015 2,165 * LUS26 18 1346 4% 1% - (4)100 (4)100 1,165 865 990 1,070 Lowest 17,127, FL L5 L17 ' +39% LU26 20 1916 4% 1½ - (6)160 (4)100 x ½' 565 835 950 1,030 +6% LUS28 18 1316 6% 13/4 - (6)100 (4)100 1,165 1,105 1,260 1,365 +23% LU28 20 1346 6% 1½ - (8)16d (6)l0dxlIN' 850 1,110 1,270 1,335 2x8 lJ26 16 1346 43/4 2 - (6)160 (4)100 x ½" 585 865 980 1,055 +43% 17, FL, L17 +251% LUC26Z 18 1346 04 13/4 - (6)160 (4)100 x ½" 730 845 965 1,040 +160% HU28 14 1346 51/4 21/4 - (6)160 (4)l0dxlIN' 610 895 1,005 1,085 HUS26 16 1% 5% 3 - (14)160 (6)160 1,550 2,720 3,095 3,335 +276% 17,127, FL, L5, L17 +8% HUS28 16 1% 7 3 - (22)160 (8)160 2,000 3,965 4,120 4,220 +409% LUS26-2 18 31A 47A 2 - (4)160 (4)160 1,165 1,030 1,180 1,280 Lowest LUS28-2 18 31A 7 2 - (6) 16d (4)160 1,165 1,315 1,500 1,625 DBL 2x8 U26-2 16 31A 5 2 - (8)16d (4)100 740 1,150 1,305 1,410 +65% 17, FL, L17 +418% HUS28-2 14 31A 7346 2 - (6)160 (6) 16d 1,550 1,595 1,815 1,960 +188% HU28-2/HUC28-2 14 3½ 7 2½ Mm. (10) 16d (4)100 760 1,490 1,680 1,805 +397% 14 3½ 7 21h Max. (14)160 (6) lOd 1,135 2,085 2,350 2,530 S 528 Face-Mount Hangers - Solid Sawn Lumber (DF/SP) Strong The Joist Hanger Selector software enables you the most optimum product for your project. The software takes into consideration all the characteristics seen in this catalog. Visit strongtie.com/jhs. These products are available with additional corrosion PF These products are approved for installation with the Strong-Drive® protection. For more information, see p.18. SD Connector screw. See pp. 39-40 for more information. Uplift loads apply to 100 and 160 header fasteners. Uplift loads have been increased for wind or earthquake loading with no further increase allowed. Reduce where other loads govern. 1 O commons or 160 sinkers may be used instead of the specified 160 at 0.84 of the table load value. 3.1 6d sinkers may be used instead of the specified lOd commons with no load reduction. (16d sinkers are not acceptable for HOG applications.) 4. Mm. nailing quantity and load values - fill all round holes; Max. nailing quantity and load values - fill all round and triangle holes. Codes: See p.14 for Code Reference Key chart 130 DF/SP loads can be used for SCL that has fastener holding capacity of Doug Fir. Truss chord cross-grain tension may limit allowable loads in accordance with AN5111P1 1-2014. Simpson Strong-Tie® Connector Selector'" software includes the evaluation of cross-grain tension in its hanger allowable loads. For additional information, contact Simpson Strong-Tie. • H Nails: 16d = 0.162" dia. x 31h" long, 100 = 0.148" dia. x 3" long, lCd x 1½" = 0.148 dia. x 1W long. See pp. 26-27 for other nail sizes and information. "Hangers do not have an Installed Cost Index. 529 1709 _;.: ..... ~_:~~. !,.~~,;,~~:.i-[,Oi";:::",%:,*,.-,~~:-..,i.'-:*,%q:ii""~.,~, ~-~ N:_ - I . ..'_~,~_-Z. ,;,,~-5. . val M . "s ,-- ac a - , . 1' I - 'rf` Wginee , J, 0. - REYNOLDS cDATE 11/08/2017 JWS - UBJECT STAIR HEE - - OF . :• ::.:: . .......... :. .......... ...:.... . . P7 - L, CHEGK P4.TFORM FRAllJG Poo CLEARSPAN=jT_9 . i BEARI1G ON BEARJNb WALLS ON BTH ENDS .. 4;t z , DL30PSF' I. . ._ 4 LL1iO + 1 1 1 1 4 .4 1 -., 1 ',, '5. 2x8 DFL #2 #>16" 0 C ARE ADEQUATE .5 .... (SEE BCCALC RESULTS) ' - - 4'. -wwaV *X3. X.7e .JW4.G - 4,. .'4C .th... ..5.fl.SL. - - - r '- '. '- i. .45 5. c 5.4 .4.. "I,."' '.. I Mv" "51 'z : ,. -.4 4 5.MM - 4 4 W"ad .4 41. 4. '1 I to ia 4.Eggpf" '5. .4 1',': 4:.'-r:' -.:?-,'-i ...........4444..4,.4....... 1. .44,444 .44 4' 15 4.4 W " ' '4, '4 1' "" '. 44 '.. 4.... .'4 4' .4 54441. 4-.4 41.4.4.1 44.44 f44 '44144 '1 45 '4 414 4, 41444'.5 4444 4. - - 4444 445.44. 444'.44 4..44'4 - .4 - 44.. v 4.1 14.4 .4 v S 4.44 441.44 .444. 4445444r44 .41. 1444 .'4 '4 '1' .444 447 4 44'. -"?t- 44.. 5 4' -'f- }r 4'4444-L',.44 I - M.5. .4 - -, : . .1 '4 4 44.4 1. '4 444 .'._.,1145. 4 . 4. 4, 4 '14 44 .4 '5 .4 44. 5., .4, 41 .4 14444'. 44 444-44 44 - 5. .4 5. 4 X '44 .4 414 , 4 ', 44 '11 .4. 44 .441444 - .444 44 - 4. .4444 '4 44. m. . 1145 414144"45.'.''.' ''.'4'4''"'4"..44.444''4.', : 44 '>'14'"l4-•41.'4::4 7; 44 41 .4 .4 5.._ 4 '4'- 45 4. 41 4444- '-.4444 '44 -4 ----.4 I - 4.444 44. "5 ' '.4. 4.14I 4 ' 5 '4 .45. 4. 4,, 5. 4. 4. 44 44 .44 .444. "ej4' ; '1" :":''1 I 610144, .:. :: :.:!4 *"4' .)................4":s. .1. '. 44.•44 .'44.1.4.'4'5....444 4i..4....i44'41.........411'1,4~"14 :4"41ii141:144145'......... 44' 1, 4) 4.4 .441 4444.4'.'. '4 4. 4 441-4'-4'.-4444'.5 444 -4.-&.4Z 44.7 445.5.44.-1 -..I"...-5.5...ii~ - t1i 014 44 4. 44. 44 44. .4 4.-. 444 '4'.'.'.45 4.454,44 44 " -." -" s"-- ' -'.'" -' -.'-.'.'.-'- - - 54% 1 ..,,', 444 41' .4 '5..'. .. • ,' 1,4, - ,. 444 441 44 - ?r -'4. ............. 4...... 4, 4 '4. 44 1 .4 54 .4 . ..Mii .44 444 5.44 44444 '44 44 44'.'.'.44 444 - '4 "1 '' "'.s4"v '- '. )4'f $ s ". ..4 ' 444. 144 '4 4. , 11444,1.4 -' 4 5. 4444. '4%144444.,4 44t,' '.4 441.5.4. '1 '.444 %- 454 44 '4 '14 4 '. 4. 4 4.4.4444 44 444 4. .1 I 44 ' 1-45 '4114444 4' 4 144.44. 4.4-4., 4.4 44 .4. 4.44 441- '4 4' -.-44-t-- '44 '4 '4". 4. 44 4' 44 .444.4-Jj~'i 4, 4. .4.441' 44 44 4' '14 A , '7 4. 4 44. '4 911 , "'5''F. '1- " '' .4 ii' ' '14 .44. 4 .44 44 all wwon"k ~ 44445. 4.5 1 4...'4Jt& 1.4.14.4 44 .11 44)4441-5.4. 44 4'141. <'4,55.444 444514..4W W 4. '4444 ,441J44t 44414444 44' 444, 4, '7 444' 444 4,44 5., 44.41 ¶7 '. 4'. .4 '5 ".. sI 4',. 44. S .4.4 44 '144 444 4. '4 14 '4 Ini- 4. 444 'r'.4 P". 4, .44' .4 .4 44 "4 44 110:'4 '4- "4 k".'4. .4.441. .1' 44 44 .445.44 <4.44 4441444. 4 .444 5. ,4' i 64 '4 "44'< :::i:1444'.4, 4 1. : '5Il .41:1:144 44'.:1l4.4' •41.4.4.44441.444$414'._. 5.444 •. .4. ...4 44.4444. .4a444.4m4..4.4444-....444'.4.4 ..''.444 4. L... '. ,.,. '.4'.'- '.',4,,, '.'.1<k.,'..,'. -'' ._, - -ii.4,4.. 14 '4' '4. ', S I 44 4. .4 4.4 '1'.4I '7 '44 54 4 '.<..4. 4' 4 444 44.444444444144'..' 44 -.4 - vy .:: ::::; ' - ' 50, to 10 144 444 4.4.44 .4 '4... 44'.44444.414.4.. .4.4 c. . .4. 44%.'5.4. .44 44 '4' .4 44 0 Bálsé.Cáscadé — Single 2 x 8 DFL #2 I PASSEol FBOI (Floor Beam) BC CALC® Design Report Dry II span I No cant. November 9, 2017 13:13:59 Build 6095 Job name: Reynolds File name: STAIR PLATFORM FRAMING Address: Description: Platform Framing City, State, Zip: Specifier: Customer: Designer: James Sipes Code reports: WCLIBIWWPA Company: R2H Engineering 04-04-00 BI B2 Total Horizontal Product Length = 04-04-00 Reaction Summary (Down I Uplift) (lbs) Bearing Live Dead Snow Wind Roof Live 3-1/2" 289/0 92/0 3-1/2" 289/0 92/0 Load Summary Live Dead Snow Wind Roof Tributary Live Tag Description Load Type Ref. Start End 100% 90% 115% 160% 125% 0 Self-Weight Unf. Lin. (lb/ft) L 00-00-00 04-04-00 2 00-00-00 I Standard Load Unf. Area (lb/ft2) L 00-00-00 04-04-00 100 30 01-04-00 Controls Summary Value ¼ Allowable Duration Case Location Pos. Moment 330 ft-lbs 27.9% 100% 1 02-02-00 End Shear 223 lbs 17.1% 100% 1 00-10-12 Total Load Deflection L/999 (0.012") n\a na 1 02-02-00 Live Load Deflection L/999 (0.009") n\a n\a 2 02-02-00 Max Defi. 0.012" n\a n\a 1 02-02-00 Span / Depth 6.4 % Allow ¼ Allow Bearing Supports Dim. (LxW) Value Support Member Material BI Wall/Plate 3-1/2" x 1-1/2" 381 lbs n\a 11.6% Unspecified B2 Wall/Plate 3-1/2" x 1-1/2" 381 lbs n\a 11.6% Unspecified Notes Design meets Code minimum (L/240) Total load deflection criteria. Design meets Code minimum (L/360) Live load deflection criteria. Disclosure Calculations assume member is fully braced. Use of the Boise Cascade Software is Design based on Dry Service Condition. subject to the terms of the End User License Agreement (EULA). The analysis of solid sawn wood members is in accordance with the NDS and is limited to the output Completeness and accuracy of input shown above. All other support and design for these products, including but not limited to notching, must be reviewed and verified by a connections, installation, and engineer/architect certification is the responsibility of the project's design qualified engineer or other appropriate professional of record. expert to assure its adequacy, prior to anyone relying on such output as evidence of suitability for a particular application. The output here is based on building code-accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC®, BC FRAMER®, AJS, ALLJOIST®, BC RIM BOARD, BCI®, BOISE GLULAM, BC FloorValue®, VERSA-LAM®, VERSA-RIM PLUS®, Page 1 of 1 4 i R2H Engineering, Inc. PROJECT JOB NO. 17090 531 REYNOLDS DATE 11/08/2017 BY J.W.S. SUBJECT STAIR DESIGN SHEET ______ OF______ STAIR NEAR GRID LINE A, BETWEEN GRIDS 4 & 5 CHECK BEARING WALL SUPPORTING PLATFORM AND STRINGERS HEIGHT FROM FINISH FLOOR TO TOP OF DBL TOP PLATE = 6-10" PLATFORM TRIBUTARY AREA PER STUD = 472 x 16"/12 = 2.67 ftA2 Pd = 2.67 x 30 PSF = 81 # PL2.67x 100 PSF 268# STAIR STRINGER MAX TRIBUTARY AREA = 10.7572 x 16"/12 = 7.17 ft'2 Pd = 7.17 x 30 PSF = 217 # PL7.17x 100 PSF 721 # DESIGN FOR 5 PSF UNIFORM LATERAL LOAD 2x4 DFL STUDS @ 16" O.C. ARE ADEQUATE (SEE BCCALC RESULTS) CHECK BEARING WALL SUPPORTING NEAR MID OF UPPER RUN STRINGERS HEIGHT FROM FINISH FLOOR TO TOP OF DBL TOP PLATE = 81-5" STAIR STRINGER MAX TRIBUTARY AREA = 12.572 x 16"/12 = 8.34 ftA2 Pd = 8.34 x 30 PSF = 252 # PL = 8.34 x 100 PSF = 838 # DESIGN FOR 5 PSF UNIFORM LATERAL LOAD 2x4 DFL STUDS @ 16" O.C. ARE ADEQUATE (SEE BCCALC RESULTS) ®BolseCascade = Single 2 x 4 DFL Stud PASSEU BC CALC® Design Report Dry 1 06-05-08 116 OCS I Repetitive November 9, 2017 12:53:04 Build 6095 Job name: Reynolds File name: STAIR BRG WALL STUD Address: Description: Wall supporting stair stringers & platform City, State, Zip: Specifier: Customer: Designer: James Sipes Code reports: WCLIBIWWPA Company: R2H Engineering Lateral Reaction Summary (Ibs) Bearing Wind Connection Top Plate 22 Bottom Plate 22 Load Summary Live Dead Snow Wind Roof Live Tag Description Load Type Start End 100% 90% 115% 160% 125% I Standard Load Area FIB (lb/fl2) 00-00-00 06-05-08 5 2 PLATFORM Conc. Pt. (Ibs) n\a n\a 268 81 3 stringers Conc. Pt. (Ibs) n\a n\a 721 217 Bracing Elevation Sheathing Top 06-05-08 Left-Right Base 00-00-00 Controls Summary Value % Allowable Duration Case Front-Back Bending 35 ft-lbs 9.6% 160% 3 Front-Back Shear 22 lbs 2.1% n\a 3 Front-Back Defi. U999 (0.025') n\a n\a 2 Front-Back Max. Defi. 0.025" n\a n\a 2 Axial Compression n\a 40.9% 100% 1 Axial Compression and Bending Front-Back n\a 58.6% 100% 1 Axial Compression and Bending Left-Right n\a 42.1% 100% 1 Slenderness Ratio 22.14 44.3% n\a 0 Bearing Supports Size Value %Allowable Duration Material Top Plate Double 2x 1295 lbs 58.0% 100% Spruce-Pine-Fir Bottom Plate 2x 1295 lbs 58.0% 100% Spruce-Pine-Fir Notes Design meets User specified (Lu 80) Total load deflection cnteria.(Strong Axis) Allowable loads are based on a minimum eccentricity of 0.167 multiplied by the column thickness or width (worst case). BC Calc does not perform shear wall or connection design for in-plane load transfer. The analysis of solid sawn wood members is in accordance with the NDS and is limited to the output shown above. All other support and design for these products, including but not limited to notching, connections, installation, and engineer/architect certification is the responsibility of the project's design professional of record. Disclosure Use of the Boise Cascade Software is subject to the terms of the End User License Agreement (EULA). Completeness and accuracy of input must be reviewed and verified by a qualified engineer or other appropriate expert to assure its adequacy, prior to anyone relying on such output as evidence of suitability for a particular application. The output here is based on building code-accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC®, BC FRAMER®, AJSTh, ALLJOIST®, BC RIM BOARD, BCI®, BOISE GLULAM', BC FloorValue® VERSA-LAM®, VERSA-RIM PLUS®, VERSA-RIM®, VERSA-STRAND®, VERSA-STUD® are trademarks of Boise Cascade Wood Products L.L.C. E (Left-Right) = 0.251' E (Front-Back) = 0.5850 Page 1 of 1 E (Left-Right) = 0.251' E (Front-Back) = 0.585' ®Boise Cascade - BC CALC® Design Report Build 6095 Job name: Reynolds Address: City, State, Zip: Customer: Code reports: WCLIB/WWPA Single 2 x 4 DFL Stud I PASSED STOI(1) Dry 08-00-08 116 OCS I Repetitive November 9, 2017 12:57:36 File name: STAIR STRINGER BRG WALL STUD Description: Wall supporting upper stringers Specifier: Designer: James Sipes Company: R2H Engineering Lateral Reaction Summary (lbs) Bearing Wind Connection Top Plate 27 Bottom Plate 27 Load Summary Live Dead Snow Wind Roof Live Tag Description Load Type Start End 100% 90% 115% 160% 125% I Standard Load Area FIB (lblft2) 00-00-00 08-00-08 5 3 stringers Conc. Pt. (Ibs) n\a n\a 838 252 Bracing Elevation Sheathing Top 08-00-08 Left-Right Base 00-00-00 Controls Summary Value % Allowable Duration Case Front-Back Bending 54 ft-lbs 14.9% 160% 3 Front-Back Shear 27 lbs 2.7% n\a 3 Front-Back Defi. L/999 (0.06") n\a n\a 2 Front-Back Max. Defi. 0.06" n\a n\a 2 Axial Compression n\a 45.9% 100% 1 Axial Compression and Bending Front-Back n\a 62.7% 100% 1 Axial Compression and Bending Left-Right n\a 42.7% 100% 1 Slenderness Ratio 27.57 55.1% n\a 0 Bearing Supports Size Value %Allowable Duration Material Top Plate Double 2x 1100 lbs 49.3% 100% Spruce-Pine-Fir Bottom Plate 2x 1100 lbs 49.3% 100% Spruce-Pine-Fir Notes Design meets User specified (L/180) Total load deflection criteria.(Strong Axis) Allowable loads are based on a minimum eccentricity of 0.167 multiplied by the column thickness or width (worst case). BC Calc does not perform shear wall or connection design for in-plane load transfer. The analysis of solid sawn wood members is in accordance with the NDS and is limited to the output shown above. All other support and design for these products, including but not limited to notching, connections, installation, and engineer/architect certification is the responsibility of the project's design professional of record. Disclosure Use of the Boise Cascade Software is subject to the terms of the End User License Agreement (EULA). Completeness and accuracy of input must be reviewed and verified by a qualified engineer or other appropriate expert to assure its adequacy, prior to anyone relying on such output as evidence of suitability for a particular application. The output here is based on building code-accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC®, BC FRAMER®, AJS', ALLJOIST®, BC RIM BOARD, BCI®, BOISE GLULAM, BC FloorValue® VERSA-LAM®, VERSA-RIM PLUS®, VERSA-RIM®, VERSA-STRANDS, VERSA-STUD® are trademarks of Boise Cascade Wood Products L.L.C. Page 1 of 1 534 R2H Engineering, Inc. JOB NO. 17090 PROJECT REYNOLDS DATE 11/08/2017 BY J.W.S. SUBJECT STAIR DESIGN SHEET ______ OF______ STAIR NEAR GRID LINE A, BETWEEN GRIDS 4 & 5 DESIGN GUARDRAIL PER DETAIL 27/AD8 & 32/AD8 CHECK HSS POSTS TOP OF GUARDRAIL = 3'-! 1" = 47" ABOVE BASE TRY HSS 2x2x3/16 POSTS @ 4' O.C., MAX DESIGN PER LOADS PER ASCE 7-10 SECTION 4.5.1 50 #/ft x 4' - 200' >= 200 # V =200# Vu200#x 1.6320# Mu=Vuxe=320#x47" = 15040#-in phi Mn = 2.75 k-ft = 33000 #.-in (AISC STL MAN. 14TH TABLE 3-13, Fr46 ksi) 33000 #-in > Mu = 15040 #-in, THEREFORE HSS 2x2x3/6 IS ADEQUATE CHECK BASE OF POST WELDED TO HSS 5x5x3/16 DESIGN PER TABLE K3.2 OF AISC 360-10 CHECK CHORD WALL PLASTIFICATION: BETA = Bb/B = 2/5 = 0.4 phi Mn = 16.1 k-in (EQ K3-9) 16.1 k-in> 15.04 k-in THEREFORE OK SIDEWALL LOCAL YIELDING CHECK NOT REQUIRED BETA < 0.85 LOCAL YIELDING OF BRANCH DUE TO UNEVEN LOAD DIST'N NOT REQ'D BETA < 0.85 CHECK CHORD DISTORTIONAL FAILURE: phi Mn = 135k-in (EQ K3-12) 135 k-in> 15.04 k-in THEREFORE OK CHECK WELD OF POST TO BASE TRY 3/16" FILLET ALL AROUND teff = 0.707 x 3/16 = 0.13" phi Mn = 2.02 k-ft = 24240 #.-in (AISC STL MAN. 14TH TABLE 3013, Fy = 46 ksi, t = 1/8") 24240 * 0.6 * 70 ksi / 46 ksi = 22123 #-in> 15040, THEREFORE 3/16" FILLET IS OK 535 Engineering, Inc. JOBNO.._19o11 PROJECT (?...EYN 01..9; DATE BY SUBJECT 9IT A Ik °'-FI41' SHEET OF :+ ::t:t i;i: f. __ L _____ • . ...... : -- a.-. 4... ._ .,-•..• .1. .... . . . . . . .. : . Y. f .. . . * 1tH.i - • * 3 ... ... • .. . ..4.... I . ____ . . i--.,-. ..+ • - , I, fi 1- . 4 .. . - : ,• • . - - - -- . . * - . • .,....f.J...a.._._ 4 - - _______ -- _ . .4 .__________! ,. - • - .1. - _..L-. - I_I-.- _. - . . . .. . . . . T1J ,_ - 536 PIOJEP REYNOLDS 11/08/20 17 AN tJEC STAIR DESIGN HEE OF STA1R NEAR GRID LINE AAIR, BETWEEN GRIDS 2 &3 , 4 :: . ••• ' .................... ::"' _ TRY 3/4" PLYWOODASSP ECIFIEDBYARCH I a . .: ..... . ) ................LIVELOA .::1OO:P5E . ........................ . MCA : .••;: : r125 PSFj M. PER APA TABLE 2b THE MAX1MUIk ALLOWABLE UNIFROM LOAI= 283'PSF [ r I + * 283PSF >125 PSF THEREFORE 3/4"to PLYWOOD OR OSB ISADEQUATE \. , .. ' do W too", aq,.-E - .-.- . . r I a Eta oh; 4 4 4 4 '4 AN VS loot :"'' 'c Pon..... ................... . . .4 . . . .................... .. . . . .. -. ... ... ................. .: c . '4 1 . '4 *... s. '4.. .... .. ,... . 4.. . . . .t . .......' .... .* . $ . _ ... . .. . . 3 ...... \ ........................:''4 ....... :; .... :LN.*f Pat 110-41-41 is . . 4 . Sony,.... Nov TH Vale A ' 4 ' A A '#4 ' Zook ' "s' A 414 S \ ss ' OWN A 4 . .. . AS KIR N .4,44., '#' "4 ",*",' , , sE:Y I . 4' .. 44 'A A 4 ,s, ... ...' ., ••"" Ps " "' '4'4 4' '4'4 ' 114, 4 '4 —a"- ....._... "4 "I 537 JOB NO. ____ 17090 11/08/2017 DATE ______________ SHEET ______ OF______ R2HEngineering, Inc. REYNOLDS PROJECT BY J.W.S. SUBJECT STAIR DESIGN STAIR NEAR GRID LINE A, BETWEEN GRIDS 2 & 3 CHECK RISERS AT CURVED STAIR TRY 2x12 DFL #2 RISER SPAN = 5'-10" OUT TO OUT (2x4 ONE SIDE 2x6 OTHER SIDE) DL =30 PSF LL= 100 PSF TRJB WIDTH = 16" 2x12 DFL #2 RISERS ® 16" O.C., MAX ARE ADEQUATE (SEE BCCALC RESULTS) CHECK PLATFORM FRAMING AT CURVED STAIR - TRY 2x 10 DFL #2 @ 16" O.C. - -. DL=3OPSF LL= 100 PSF - 2x10 DFL #2 JOISTS @ 16" O.C.,-MAX ARE ADEQUATE -4 (SEE BCCALC RESULTS) - - - - --- -1- " + • • - - Boise.Cascade - Single 2 x 12 DFL #2 IPASSE1 - CURVED STAIRFB10 (Floor Beam) BC CALC® Design Report Dry II span I No cant. November 9, 2017 15:38:16 Build 6095 Job name: Reynolds File name: CURVED STAIR RISER Address: Description: CURVED STAIR RISER City, State, Zip: Specifier: Customer: Designer: James Sipes Code reports: WCLIBIWWPA Company: R2H Engineering 41-44444444444444 0 4444444444444444 04-10-00 BI B2 Total Horizontal Product Length = 04-10-00 Reaction Summary (Down I Uplift) (lbs) Bearing Live Dead Snow Wind Roof Live B1, 3-1/2" 311/0 102/0 B2,5-1/2" 333/0 110/0 Load Summary Live Dead Snow Wind Roof Tributary Live Tag Description Load Type Ref. Start End 100% 90% 115% 160% 125% 0 Self-Weight Unf. Lin. (lb/ft) L 00-00-00 04-10-00 4 00-00-00 I Standard Load Unf. Area (lblft2) L 00-00-00 04-10-00 100 30 01-04-00 Controls Summary Value % Allowable Duration Case Location Pos. Moment 392 ft-lbs 16.5% 100% 1 02-04-00 End Shear 196 lbs 9.7% 100% 1 01-02-12 Total Load Deflection L/999 (0.004) n\a n\a 1 02-04-00 Live Load Deflection L/999 (0.003") n\a n\a 2 02-04-00 Max Defi. 0.004" n\a n\a 1 02-04-00 Span / Depth 4.5 % Allow % Allow Bearing Supports Dim. (LxW) Value Support Member Material BI Wall/Plate 3-1/2" x 1-1/2" 413 lbs 12.6% 12.6 % Douglas Fir B2 Wall/Plate 5-1/2" x 1-1/2" 443 lbs 8.6% 8.6% Douglas Fir Notes Design meets Code minimum (U240) Total load deflection criteria. Design meets Code minimum (L/360) Live load deflection criteria. Calculations assume member is fully braced. Design based on Dry Service Condition. The analysis of solid sawn wood members is in accordance with the NDS and is limited to the output shown above. All other support and design for these products, including but not limited to notching, connections, installation, and engineer/architect certification is the responsibility of the project's design professional of record. Page 1 of 1 Disclosure Use of the Boise Cascade Software is subject to the terms of the End User License Agreement (EULA). Completeness and accuracy of input must be reviewed and verified by a qualified engineer or other appropriate expert to assure its adequacy, prior to anyone relying on such output as evidence of suitability for a particular application. The output here is based on building code-accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC®, BC FRAMER®, AJS, ALLJOIST®, BC RIM BOARD, BCl®, BOISE GLULAMTh, BC FloorValue®, VERSA-LAM®, VERSA-RIM PLUS®, ®BáiSe Càcadè Single 2 x 10 DFL #2 I:PASSEO - CURVED STAIRFB1 I (Floor Beam) BC CALC® Design Report Dry 1 3 spans I No cant. November 9, 2017 15:57:07 Build 6095 Job name: Reynolds File name: CURVED STAIR PLATFORM FRAMING Address: Description: CURVED STAIR PLATFORM FRAMING City, State, Zip: Specifier: Customer: Designer: James Sipes Code reports: WCLIBIWWPA Company: R21-1 Engineering 02-06-00 06-06-00 BI B2 133 Total Horizontal Product Length = 11-06-00 Reaction Summary (Down I Uplift) (lbs) Bearing Live Dead Snow Wind 131, 2" 166/157 3/0 3-1/2" 769/0 246/0 3-1/2" 769/0 246/0 B4,2" 166/157 3/0 Load Summary Live Dead Snow Wind Roof Tributary Live Tag Description Load Type Ref. Start End 100% 90% 115% 160% 125% 0 Self-Weight Unf. Lin. (lb) L 00-00-00 11-06-00 3 00-00-00 I PLATFORM Unf. Area (1bffi2) L 00-00-00 11-06-00 100 30 01-04-00 Controls Summary Value % Allowable Duration Case Location Pos. Moment 427 ft-lbs 24.2% 100% 3 05-09-00 Neg. Moment -535 ft-lbs 30.3% 100% 5 09-00-00 End Shear 128 lbs 7.7% 100% 3 00-11-04 Cont. Shear 418 lbs 25.1% 100% 4 03-05-00 Total Load Deflection L/999 (0.016") n\a n\a 3 05-09-00 Live Load Deflection L/999 (0.012") n\a n\a 8 05-09-00 Total Neg. Defi. L/999 (-0.002") n\a n\a 3 01-06-00 Max Defi. 0.016" n\a n\a 3 05-09-00 Span / Depth 8.4 ¼ Allow ¼ Allow Bearing Supports Dim. (LxW) Value Support Member Material BI Hanger 2" x 1-1/2" 168 lbs n\a 9.0% Hanger BI Uplift 155 lbs B2 Wall/Plate 3-1/2" x 1-1/2" 1015 lbs n\a 30.9% Unspecified B3 Wall/Plate 3-1/2" x 1-1/2" 1015 lbs n\a 30.9% Unspecified B4 Hanger 2" x 1-1/2" 168 lbs n\a 9.0% Hanger B4 Uplift 155 lbs Cautions Uplift of -155 lbs found at span I - Left. Hanger BI cannot handle uplift of 155 lbs. Uplift of -155 lbs found at span 3 - Right. Hanger B4 cannot handle uplift of 155 lbs. Page 1 of 2 02-06-00 134 abolti..'Ca'scade Single 2 x 10 DFL #2 I$sSE1 CURVED STAIRFB1 I (Floor Beam) BC CALC® Design Report Dry 1 3 spans I No cant. November 9, 2017 15:57:07 Build 6095 Job name: Reynolds File name: CURVED STAIR PLATFORM FRAMING Address: Description: CURVED STAIR PLATFORM FRAMING City, State, Zip: Specifier: Customer: Designer: James Sipes Code reports: WCLIB/WWPA Company: R2H Engineering Notes Design meets Code minimum (U240) Total load deflection criteria. Design meets Code minimum (U360) Live load deflection criteria. Calculations assume member is fully braced. Hanger Manufacturer: Simpson Strong-Tie, Inc. Design based on Dry Service Condition. The analysis of solid sawn wood members is in accordance with the NDS and is limited to the output shown above. All other support and design for these products, including but not limited to notching, connections, installation, and engineer/architect certification is the responsibility of the project's design professional of record. Disclosure Use of the Boise Cascade Software is subject to the terms of the End User License Agreement (EULA). Completeness and accuracy of input must be reviewed and verified by a qualified engineer or other appropriate expert to assure its adequacy, prior to anyone relying on such output as evidence of suitability for a particular application. The output here is based on building code-accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC®, BC FRAMERS, AJS, ALLJOIST®, BC RIM BOARD, BCI®, BOISE GLULAM, BC FloorValue®, VERSA-LAM®, VERSA-RIM PLUS®, Page 2 of 2 541 JOB NO. 17090 DATE 11/08/2017 SHEET ______ OF______ R2H Engineering, Inc. PROJECT REYNOLDS BY J.W.S. SUBJECT STAIR DESIGN STAIR NEAR GRID LINE A, BETWEEN GRIDS 2 & 3 CHECK BEAM AT EDGE OF PLATFORM TRY 4x12 DFL #1 & BETTER DL=3OPSF LL= 100 PSF TRIB WIDTH = 2.5'/2 =1.25' FOR HALF OF THE SPAN TRIB WIDTH = 5.83'I2 = 2.92' FOR OTHER HALF OF THE SPAN 2x10 DFL #2 JOISTS @ 16" O.C., MAX ARE ADEQUATE (SEE BCCALC RESULTS) CHECK HEADER IN WALL SUPPORTING PLATFORM TRY 4x6 DFL #1 DL =30 PSF LL= 100 PSF TRIB WIDTH =2.5'/2 +6.5/2=4.5' DESIGN FOR CRIPPLE WALL ABOVE HEADER 4x6 DFL #1 HEADER IS ADEQUATE (SEE BCCALC RESULTS) 4 BáiSeCáscadè Single 4 x 12 DFL #1 & Btr I P1 BC CALC® Design Report Build 6095 Job name: Reynolds Address: CURVED STAIRFB12 (Floor Beam) Dry Ii span I No cant. November 9, 2017 16:38:20 File name: BEAM AT PLATFORM EDGE AT CURVED STAIR Description: BEAM AT PLATFORM EDGE City, State, Zip: Specifier: Customer: Designer: James Sipes Code reports: WCLIB/W1VPA Company: R2H Engineering 14-03-06 BI B2 Total Horizontal Product Length = 14-03-06 Reaction Summary (Down I Uplift) (lbs) Bearing Live Dead Snow Wind Roof Live 131, 3-1/2" 1868/0 625/0 B2, 3-1/2" 1259/0 442/0 Load Summary Live Dead Snow Wind Roof Tributary Live Tag Description Load Type Ref. Start End 100% 90% 115% 160% 125% 0 Self-Weight Unf. Lin. (lb/ft) L 00-00-00 14-03-06 9 00-00-00 I STAIR Unf. Area (lb/It2) L 00-00-00 08-00-00 100 30 02-11-02 2 PLATFORM Unf. Area (lb/It2) L 08-00-00 14-03-06 100 30 01-03-00 Controls Summary Value % Allowable Duration Case Location Pos. Moment 7414 ft-lbs 91.3% 100% 1 06-03-11 End Shear 2014 lbs 42.6% 100% 1 01-02-12 Total Load Deflection L/499 (0.332') 48.1% n\a 1 06-11-05 Live Load Deflection L/669 (0.248") 53.8% n\a 2 06-11-05 Max Defi. 0.332" n\a n\a 1 06-11-05 Span / Depth 14.7 % Allow % Allow Bearing Supports Dim. (LxW) Value Support Member Material BI Wall/Plate 3-1/2" x 3-1/2" 2493 lbs n\a 32.6% Unspecified B2 Wall/Plate 3-1/2" x 3-1/2" 1701 lbs n\a 22.2% Unspecified Notes Design meets Code minimum (L/240) Total load deflection criteria. Design meets Code minimum (L/360) Live load deflection criteria. Calculations assume member is fully braced. Design based on Dry Service Condition. The analysis of solid sawn wood members is in accordance with the NDS and is limited to the output shown above. All other support and design for these products, including but not limited to notching, connections, installation, and engineer/architect certification is the responsibility of the project's design professional of record. Page 1 of 1 Disclosure Use of the Boise Cascade Software is subject to the terms of the End User License Agreement (EULA). Completeness and accuracy of input must be reviewed and verified by a qualified engineer or other appropriate expert to assure its adequacy, prior to anyone relying on such output as evidence of suitability for a particular application. The output here is based on building code-accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC®, BC FRAMER®, AJS, ALLJOIST®, BC RIM BOARD, BCI®, BOISE GLULAM, BC FloorValue®, VERSA-LAM®, VERSA-RIM PLUS®, BOISeCáscadé - BC CALC® Design Report Build 6095 Job name: Reynolds Single 4 x 6 DFL #1 I P IE ASSE CURVED STAIRHB10 (Floor Beam) Dry II span I No cant. November 9, 2017 16:22:40 File name: WALL HEADER AT CURVED STAIR Address: Description: HEADER AT CURVED STAIR City, State, Zip: Specifier: Customer: Designer: James Sipes Code reports: WCLIBIWWPA Company: R2H Engineering 03.04-00 BI B2 Total Horizontal Product Length = 03-07-00 Reaction Summary (Down I Uplift) (Ibs) Bearing Live Dead Snow Wind Roof Live B1, 1-1/2" 806/0 519/0 B2,1-112" 806/0 519/0 Load Summary Live Dead Snow Wind Roof Tributary Live Tag Description Load Type Ref. Start End 100% 90% 115% 160% 125% 0 Self-Weight Unf. Lin. (lb/if) L 00-00-00 03-07-00 4 00-00-00 I PLATFORM Unf. Area (lb/if2) L 00.00.00 03-07.00 100 30 04-06-00 2 CRIPPLE WALL ABOVE Unf. Lin. (lb/if) L 00.00.00 03-07-00 150 n\a Controls Summary Value % Allowable Duration Case Location Pos. Moment 1105 ft-lbs 58.0% 100% 1 01-09-08 End Shear 893 lbs 38.7% 100% 1 00-07.00 Total Load Deflection L/999 (0.029") n\a n\a 1 01-09-08 Live Load Deflection L/999 (0.018") n\a n\a 2 01-09-08 Max Defi. 0.029" n\a n\a 1 01-09-08 Span / Depth 7.5 % Allow ¼ Allow Bearing Supports Dim. (LxW) Value Support Member Material BI Wall/Plate 1-1/2" x 3-1/2" 1325 lbs n\a 40.4% Unspecified B2 Wall/Plate 1-1/2" x 3-1/2" 1325 lbs n\a 40.4% Unspecified Notes Disclosure Design meets Code minimum (L/240) Total load deflection criteria. Use of the Boise Cascade Software is Design meets Code minimum (1-/360) Live load deflection criteria, subject to the terms of the End User Design based on Dry Service Condition. License Agreement (EULA). Completeness and accuracy of input The analysis of solid sawn wood members is in accordance with the NDS and is limited to the Output must be reviewed and verified by a shown above. All other support and design for these products, including but not limited to notching, qualified engineer or other appropriate connections, installation, and engineer/architect certification is the responsibility of the project's design expert to assure its adequacy, prior to professional of record. anyone relying on such output as evidence of suitability for a particular application. The output here is based on building code-accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC®, BC FRAMER®, AJSTh, ALLJOIST®, BC RIM BOARD, BCI®, BOISE GLULAM, BC FloorValue®, VERSA-LAM®, VERSA-RIM PLUS®, Page 1 of I I 4 544 R2H Engineering, Inc. JOB NO 17090 PROJECT REYNOLDS DATE 11/08/2017 BY. J.W.S. SUBJECT STAIR DESIGN SHEET ______ OF______ STAIR NEAR GRID LINE A, BETWEEN GRIDS 2 & 3 DESIGN STUDS SUPPORTING EACH RISER PLATFORM HEIGHT =1 1'-8" TRIB AREA = 5.8372 x 16"/12 = 3.9 ft"2 Pd=3.9x3OPSF=117# PL3.9x100PSF=389# DESIGN FOR 5 PSF LATERAL PRESSURE 2x4 DFL #2 STUDS ARE ADEQUATE (SEE BCCALC RESULTS) DESIGN STUDS FOR WALL SUPPORTING PLATFORM PLATFORM HEIGHT = 1 1'-8" TRIB AREA = (2.51/2 + 5.831/2) x 16"/12 = 6 ft'2 Pdi6x30PSF=180# PL6x 100P5F600# DESIGN FOR :5 PSF LATERAL PRESSURE - - 2x4 DFL #2 STUDS @ 16" O.C., MAX ARE ADEQUATE (SEE BCCALC RESULTS) L - - • • - -__ Sol seCascade EIM Single 2 x 4 DFL #2 PASSEIS CURVED STAIRST10 BC CALC® Design Report Dry 111-03-08 116 OCS I Repetitive November 9, 2017 15:48:41 Build 6095 Job name: Reynolds File name: WALL STUD AT CURVED STAIR RISERS Address: Description: STUD SUPPORTING CURVED STAIR RISERS City, State, Zip: Specifier: Customer: Designer: James Sipes Code reports: WCLIB/WWPA Company: R2H Engineering Lateral Reaction Summary (lbs) Bearing Wind Connection Top Plate 38 Bottom Plate 38 Load Summary Live Dead Snow Wind Roof Live Tag Description Load Type Start End 100% 90% 115% 160% 125% I Standard Load Area F/B (lblft2) 00-00-00 11-03-08 5 2 Conc. Pt. (Ibs) n\a n\a 389 117 Bracing Elevation Sheathing Top 11-03-08 Left-Right Base 00-00-00 Controls Summary Value % Allowable Duration Case Front-Back Bending 106 ft-lbs 16.8% 160% 3 Front-Back Shear 38 lbs 3.7% n\a 3 Front-Back Defi. U674 (0.201") 26.7% n\a 2 Front-Back Max. Defi. 0.201' n\a n\a 2 Axial Compression n\a 32.6% 100% 1 Axial Compression and Bending Front-Back n\a 28.2% 160% 5 Axial Compression and Bending Left-Right n\a 16.4% 100% 1 Slenderness Ratio 38.71 77.4% n\a 0 Bearing Supports Size Value %Allowable Duration Material Top Plate Double 2x 520 lbs 23.3% 100% Spruce-Pine-Fir Bottom Plate 2x 520 lbs 23.3% 100% Spruce-Pine-Fir Notes Design meets User specified (Lu 80) Total load deflection criteria.(Strong Axis) Allowable loads are based on a minimum eccentricity of 0.167 multiplied by the column thickness or width (worst case). BC Calc does not perform shear wall or connection design for in-plane load transfer. The analysis of solid sawn wood members is in accordance with the NDS and is limited to the output shown above. All other support and design for these products, including but not limited to notching, connections, installation, and engineer/architect certification is the responsibility of the project's design professional of record. Disclosure Use of the Boise Cascade Software is subject to the terms of the End User License Agreement (EULA). Completeness and accuracy of input must be reviewed and verified by a qualified engineer or other appropriate expert to assure its adequacy, prior to anyone relying on such output as evidence of suitability for a particular application. The output here is based on building code-accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC®, BC FRAMER®, AJSTM, ALLJOIST®, BC RIM BOARD, BCI®, BOISE GLULAM, BC FloorValue® ,VERSA-LAM®, VERSA-RIM PLUS®, VERSA-RIM®, VERSA-STRAND®, VERSA-STUD® are trademarks of Boise Cascade Wood Products L.L.C. E (Left-Right) = 0.2510 E (Front-Back) = 0.585° Page 1 of 1 BoISeCáscade = Single 2 x 4 DFL Stud I PASSE CURVED STAIRST11 BC CALC® Design Report Dry 1 11-03-08 116 OCS I Repetitive November 9, 2017 17:03:28 Build 6095 Job name: Reynolds File name: STUD WALL AT PLATFORM FOR CURVED STAIR Address: Description: STUD WALL SUPPORTI ... RM AT CURVED STAIR City, State, Zip: Specifier: Customer: Designer: James Sipes Code reports: WCLIB/WWPA Company: R2H Engineering Lateral Reaction Summary (lbs) Bearing Wind Connection Top Plate 38 Bottom Plate 38 Load Summary Live Dead Snow Wind Roof Live Tag Description Load Type Start End 100% 90% 115% 160% 125% I LATERAL Area F/B (lb/ft) 00-00-00 11-03-08 5 2 Conc. Pt. (lbs) n\a n\a 600 180 Bracing Elevation Sheathing Top 11-03-08 Left-Right Base 00-00-00 Controls Summary Value % Allowable Duration Case Front-Back Bending 106 ft-lbs 29.4% 160% 3 Front-Back Shear 38 lbs 3.7% na 3 Front-Back Defi. L/590 (0.23") 30.5% n\a 2 Front-Back Max. Defi. 0.23" n\a n\a 2 Axial Compression n\a 58.4% 100% 1 Axial Compression and Bending Front-Back n\a 77.3% 160% 5 Axial Compression and Bending Left-Right n\a 49.7% 100% 1 Slenderness Ratio 38.71 77.4% n\a 0 Bearing Supports Size Value %Allowable Duration Material Top Plate Double 2x 794 lbs 35.6% 100% Spruce-Pine-Fir Bottom Plate 2x 794 lbs 35.6% 100% Spruce-Pine-Fir Notes Design meets User specified (L/180) Total load deflection criteria.(Strong Axis) Allowable loads are based on a minimum eccentricity of 0.167 multiplied by the column thickness or width (worst case). BC Calc does not perform shear wall or connection design for in-plane load transfer. The analysis of solid sawn wood members is in accordance with the NDS and is limited to the output shown above. All other support and design for these products, including but not limited to notching, connections, installation, and engineer/architect certification is the responsibility of the project's design professional of record. Disclosure Use of the Boise Cascade Software is subject to the terms of the End User License Agreement (EULA). Completeness and accuracy of input must be reviewed and verified by a qualified engineer or other appropriate expert to assure its adequacy, prior to anyone relying on such output as evidence of suitability for a particular application. The output here is based on building code-accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC®, BC FRAMER®, AJSTM, ALLJOIST® BC RIM BOARD, BCl®, BOISE GLULAM, BC FloorValue® VERSA-LAM®, VERSA-RIM PLUS®, VERSA-RIM®, VERSA-STRAND®, VERSA-STUD® are trademarks of Boise Cascade Wood Products L.L.C. .11Dfl E (Left-Right) = 0.251" E (Front-Back) = 0.585" Page 1 of 1 .•:.• :.:.::: 547 upw 17090 ROJEGT REYNOLDS li!11/08/2017 BY JW S SiiJBJCT STAIR DESIGN HEEi - Fr : . .STAIR NEAR GRID LINE A, BETWEEN GRI 42 EMU DS 2 & t3 * DESIGN STUD SWPPORTING PJATFOR1vFEDGE BEAM at JEJ BIACEDi ?T çoJJGUT Trt1P BQA1IZ1 : * k DL = 625 #:(P ERB12) . '. LEI= 1868# (PER FB N r 4 --.-4- ... .. ( ~_Sfo Goo \ ' . '.. •. . . .....• 4x4.DFL#1ISADE gx - QUATE............................. ,• .4.. , •, • .:. . • • .4 •4 4e 4 4 '44 .4 ' '•.' \ 4.j la 14 Ptl ?' ENI'L. OVA 444 1 13 4 ................................................................................... low A pop .... ..," ....... ••• .... . .....•.•. . .•.•.........• ••......• •• •......:. •4 .... ...... :1 .:±i .... 4' 9.4 '4Mz WE 4. '4.. "4 "4 --- . 4 ' NOW.. '4 #' ' I '' ''' ' - •# $ I '"' '9-' 't'+ ,,,, ,, .49-4- 4944 4' 44 49494,94 44 '.44449 '.4 j'. 4' 4'94 94 4449 '4 .4 * 4 9 1 4' ,g7'4 ..449 ,x 3- 44 4 29 '9' 29 44*4W. 9+'. '9994, '4' • 2 ' .4 '9 ( +4 4". Z% 944 9, .49 99 All '9' 9444 49••.'•449 9, '.':"''1' :':' ••:• 444' -.44:4 44 '4 '4 '4 .4,4., 4--... -,.''., 4 .4 4 4994 '4'.'9. 4 , •94. .44 •444.4%4, • '49 .4 9' '4 '..444 144.444449 <.4 <4'9' '4 44 <4' .'•.4 4. <' .4 4<. .4. ,, '2' "4, .", .4 ,,4,14. ',,, <, 4, 4 94' .4' I' 4' 4' '44,4,4< '4,'. 4 4442494.4 .44L.4 4444,..44"94, 4', +44444. 49444.4 4'4444'44444Xv Jim LEK 4<.4'49 47j<4.94494.~9.'44444444'i4.9+* '4....4 ' r '44'944 4, 94 4101 '4 .4j.t%t, '44' .4444 9+ .W.9+'9949.44'*9 94 I .4'74.'4'.4+'4C'..99.4 <di . 442994.9244. .4,', '+tX4 44<94,44,4.44,144. ¶,, 934. 2 'A113- 1 '" .4 94. -.4 ,4+4, '94,4 4'44,,49+X44 94'4'.4.X+9$##4-94'4J 4<+94449+2 4999< 9444 4 9+994 +9+ <'49+ '2 +4 '44< +14 <9+99 4-'+49489+++'9+4 +4' ,44 9+2' 9+9< 44< <4.4<.' 4'+% '914 49 '9449 .:$I' '4 i .9+ '4 '99944, p49 ANTRIM. a 4' ' +4'1IM4 9+ 2499 4444"' Akn, PROJECT _______ REYNOLDS DATE - 548 17090 11/08/2017 J.W.S. BY_____ STAIR DESIGN SUBJECT_____________________ SHEET ______ OF STAIR NEAR GRID LINE A, BETWEEN GRIDS 2 & 3 CHECK GUARDRAIL PER DETAILS 16, 13, & 10 / AD8.1 CHECK POSTS TRY (2) PL 1/4 x 3 @ 39" O.C., MAX HEIGHT OF TOP OF POST ABOVE CENTER OF CONNECTION = 3'-6 1/2" + 12" = 54.5" DESIGN PER LOADS PER ASCE 7-10 SECTION 4.5.1 50 #/ft x 3.25'=163 #<200# V=200# Vu200#x 1.6320# Mu = Vu x = 320 # x 54.5" = 17440 #4n phi Mn = 23,557 #-.in (SEE NEXT PAGE) 23557> 17440 THEREFORE (2) PL 1/4 x 3 POSTS @39" O.C. ARE OK CHECK PLATE IN BENDING BETWEEN POST PLATES AT BASE F= 17440 #-in/5.67" = 3078# SPAN= 15" TRY 1/4" PLATE (3" EFFECTIVE WIDTH) Mu=PL/4=3078#x 1.5"/4 = 1155#-in phi Mn = phi x Fy x Z (AISC STL MAN 14TH, EQ F11-1) phi Mn = 0.9 x 36 ksi x (3")(l/4")'2/4 = 1.51 k-in = 1518 #-in 1518 #-in> 1155 #-in THEREFORE PL 1/4150K WELD STRENGTH = 1.392 x D L= 1.392 x 3 x 1" = 4.176 K> 3078 #, THEREFORE 3/16" FILLET OK CHECK PLATE IN COMPRESSION UNBRACED LENGTH = 3" PLATE THICKNESS = 1/4" r = t/SQRT(12) = 0.25 / SQRT(12) = 0.072" KL=3" KL/r = 3" / 0.072" = 42 phi Fcr = 29.5 ksi (AISC STL MAN 14TH, TABLE 4-22) phi Pn = 29.5 ksi x 0.25" x 3" =22 KIPS >3078 # THEREFORE 1/4" PLATE OK IN COMP/ TENS Engineering, Inc. - JOB NO. 1 -7olo PROJECT - - DATE BY SUBJECT SHEET OF 549 IF f— -4 L :J'--- - - - L __ - ..'. .J. 1--i---- + LJ_ .... . L: F .... _•..4 . :YILLT _ 4J i4:± I 1rr1-'-r tTfft nic T1T!± L - I I ± JI -1- 9-I-tt- t -r ---i--4-4 rl TT.1 _11~pl . ILi—-- — = - IL I 41- r ,_. I _ ± r_ L = ::11 ' .......... I "•FHif -i-I_I -. :' ('=L fjkl __ .L ILI c!.s_d.:lF.kk. I. I I N Fl - I 1 ftLr 11 +ti__04 TI L I (-' i- 34, 44 +j;Y3i?;;2?iiLic:±L1I L -LLu LI tutH: J : 't•1 En .i . _4L1.. ,.:L....... •••- !-....... I I 41 L_J____ H lj_ _t- 4' 1 4 sw) Ic ::. : ::•.::• . 550 17090 JC-1 REYNOLDS JD.ATE, 11/08/2017 BYI._J W S_______- WBJECT_STAIR DESIGN _ - I4EE1 ______ ______ * :•• :: : I t : EHECKBOLTS :::'.: .. ..:.. •4.: . .' . - '", TRY 3/8'WJA.METER . W . ;.. Fn54ksi. L 4. ........................ :•::.: :.:.::.::..:.:..:::.:::::..:.., •:'.i•:•::i• 11 x ç phi =0 75 } r Ilii phI. nQ75 x 54ksi x (314 x3/f6"'2) = 56 K f:' '; Rut /47440#1 5" 3171# '...-, .. . it . 11 rii 4 ' - .. :CHECIBOLTBEARING : :r .::' :; :.... 4 t 3 Rn = 1 2 (Lc) (t) (Fu) <= 2 4 (db)(t) (Fu) "F it . = 0-75— , —'— I ' . - , phi Rn = 0 75 x (0 ;75 - ((3/8"+ 1/8")/2)) x 0 25" x58 ksi = 5 4375 K 0 75 x 24 x 3/8" x14V' x58 ksi = 9 8 K . - ' r .' phi Rn 5 4K3 171 #.rHEREFORE 3/4'EDOi DISJ.TA1'CE IS I( F.OR BOLT BEARINGc.. . . -- - - - Ill — .. - GHEGKPLATE BENDING BETWEENLAG BOLTS= fr - —"' A 1L . . . $ 1. " .- 4 sPA 1. ciNG BETTEEN BOTS =) 5" •• .;. . hiMii=hi FyZ 0 9 x36 ksix(4")c 1/4"2 / 4)=2O25 k-ui= 2025"#in r F. it - \ . 1.2 ;111 11 2025 k-rn <2Z75 k-in 'THEREFORE NO GOOD'TRY3/8" PIATE ' - - , r ' -V.-" . * .- phi Mn =0 9 x 36 ksi x4" x 3/8"'2 /45 = 4 55 k- = 455&#-rn 1 - 1 - . > . *-. 1 "Mi 4556#.rn3> 2775 #-n THER.EFORE'3/8" PLAATE OK ,, - .à::. --- - - - ___4 '- —.. - -- 4--'--r -- -'' l'j'!s]'2-:-: . - - - -' .4 - A ..... :-: . L 4 A .... :\ :r ... ç-' - — - -A - -.--- '-i- .-' . *. * - 4 * ._ - .A - 1 - - I . fr * *Q * A . V - -' __-'v A i- -_ * - - , -. I - - - - - - i- V.- -.-.% VX * .- - - -.- .. ,'. 'it A it . I '-' -.- - 551 17090 11/08/2017 .OF____ RH Engineering, Inc. JOB NO. PROJECT REYNOLDS DATE - BY J.W.S. SUBJECT STAIR DESIGN SHEET - STAIR NEAR GRID LINE A, BETWEEN GRIDS 2 & 3 CHECK GUARDRAIL PER DETAILS 16, 13, & 10 / AD8.1 (CONTINUED 2) CHECK LAG BOLTS IN WOOD MEMBER TRY 3/8" DIAMETER WITH 3" EMBED 3" EMBED = 4" LENGTH Pu = 17440 #-in / 9.5" = 1836 # AT EACH PAIR OF LAG BOLTS = 918 #/BOLT W = 305 #/in OF THREAD PENETRATION (NDS 2012 TABLE 11.2A) THREAD PENETRATION (T-E) =29/32" = 2.28125" (NDS 2012 TABLE L2) W = 305 x 2.28125" = 696 # / BOLT W'=CdxW= 1.0x696696# 696 # < 918 # THEREFORE NO GOOD, TRY 1/2" LAG BOLTS W = 378 #/in OF THREAD PENETRATION (NDS 2012 TABLE 11.2A) THREAD PENETRATION (T-E) = 23/16" = 2.1875" (NDS 2012 TABLE L2) W = 378 x 2.1875" = 827 # = W' 827 # <918 # THEREFORE NO GOOD, TRY 5/8" DIAMETER W = 447 #/in OF THREAD PENETRATION (NDS 2012 TABLE 11.2A) THREAD PENETRATION (T-E) =23/32" = 2.09375" (NDS 2012 TABLE L2) W = 447 x 2.09375" = 936 # = W' - 936 # >918 # THEREFORE OK USE 3/4" LAG BOLTS x 4" LONG CHECK WOOD POST SEE CALCULATION FOR DETAIL 9 & 17 / AD8.1 .---- -4- 552 R2H Engineering, Inc. JOB NO. 17090 PROJECT REYNOLDS DATE 11/08/2017 BY J.W.S. SUBJECT STAIR DESIGN SHEET .OF____ STAIR NEAR GRID LINE A, BETWEEN GRIDS 2 & 3 CHECKGUARDRAILPERDETAILS 8 & 16/AD8.1 CHECK POSTS TRY (2) PL 1/4 x 3 @ 39" O.C., MAX HEIGHT OF TOP OF POST ABOVE CENTER OF CONNECTION = 3'-6 1/2" + 18" = 60.5" DESIGN PER LOADS PER ASCE 7-10 SECTION 4.5.1 50 #/ft x 3.25'= 163 #< 200 # V =200# Vu=200#x 1.6=320# Mu = Vu x e = 320 # x 60.5" = 19360 #-in phi Mn = 23,557 #-in (SEE NEXT PAGE) 23557> 19360 THEREFORE (2) PL 1/4 x 3 POSTS @ 39" O.C. ARE OK CHECK PLATE IN BENDING BETWEEN POST PLATES AT BASE F= 19360 #-in / 5.67" = 3417 # SPAN= 15" TRY 1/4" PLATE (3" EFFECTIVE WIDTH) Mu = PL/4 = 3417 # x 1.5"/4= 1282 #-in phi Mn = phi x Fy x Z (AISC STL MAN 14TH, EQ Fl 1-1) phi Mn=0.9x36ksix(3")(1/4")"2/4= 1.51 k-in= 1518#-in 1518 #-in> 1282 #-in THEREFORE PL 1/4 IS OK WELD STRENGTH = 1.392 x D x L = 1.392 x 3 x 1" = 4.176 K> 3417 #, THEREFORE 3/16" FILLET OK CHECK PLATE IN COMPRESSION UNBRACED LENGTH = 3" PLATE THICKNESS = 1/4" r = t/SQRT(12) = 0.25 / SQRT(12) = 0.072" KL=3" KL/r = 3" / 0.072" = 42 phi Fcr = 29.5 ksi (AISC STL MAN 14TH, TABLE 4-22) phi Pn = 29.5 ksi x 0.25" x 3" =22 KIPS > 3417 # THEREFORE 1/4" PLATE OK IN COMP/ TENS Engineering, Inc. JOB NO. 17odlo PROJECT Re.Y,YOLo' - DATE BY - SUBJECT P Ile JItfi SHEET OF 553 - - - - - - - - - - ELTTh - -- . . . --- 117TflTT - - - -:•:. -- -. •- --t- - -• ' -a--- .. !J.ik11 t .. IHi 1-- t"f1I..... J_± L _LLJ_1 _--rir :2- 5E3)H {--'-1- -• •-- ---r- - .1 -- ...L _ . . -......l..1--1~ - _ 4-7-11 flç ' : 1: ..: ...... ..r -. L._... =;i rt :: ..._ .. - . ...... ± -----1---_t-----f-l---4 1--Tf -..1-_- ..... :1 L frr-r-rit tr Je- ±ji: •F;lij -. ttlt iT - r- L. J. -- -1411... J. £ .. ...... - - .LL..4...;_ 4gj_LJ1. "-!l- .'--I •. T1.-I - ....... i.4.J cs,I -. _1 ti_.. 17 - I iIII;I,I r L7Tt21I:i1—~i Ii. . ri I ; ;- 'I ::ft' I L1U. I _L . ___ I •• ii! _I --1-f--1--4---i-.—'--I—i- :' I [ I- i: f ' -- - - Ii: - . • .•.. ______ it Ij scc) S 554 J V :-:•: j' 'k;v, M! .X.%.,.:. :.$E•: .. : 17090 REYNOLDS M. 11/08/2017 B J W S (UBJEC1L_STAIR DESIGN I-iEE1 ______ OF______ 4., ST11 IAIR NEAR GRID LINE A, BE1.TWEEN GRIDS 2 & 3 ,..1. r , J CHECK GUARDRAIL PER DETAILS 8 & 16/ D8 1 (CONTINUED) CHECK BOLTS ,' . ' ., * - . fk TRY 3/8" DIAMETER ,, ,, ,& .\ c V V V VVV. Fn =54 ksi (TABLE5 1 AISC SPECIFICATION FOR STRUCTURAL JOINTS PAGE 162-33) - . nn xAb.. (EQIJMION, L~31 phi =0 75 (PAGE ,16 2-3) ., \ phRQj-n O75i 54 ksi x (14-k-137-V61tA2) = 5V36 K - ' Ru Mi /'19360 #-i / 5 5" 3520 # ( 5 36 k> 3520 # THEEFORE3/8" BOITS OK -' '::' ::.. 1. 4ç t , 1::~;-.'.'."~r --`!~: 01'. . 'r - . . V N. ..• . ' •':' t'l c V,1 . Rn = 1 2 (Lc) (t) (Fu) <= 2 4 (db) (t) (Fu) " V........ : .....'+'.:::: .... =0 75 ----ioa . .... S••••••V•••.• •• .... phi Rn = 0 75 x (0 75" - ((3/8"d- 1/8")/2)) x 0 25" x58 ksi = 5 4375 K 7.V ,<=07f5x24x3/8'x1/4"x58ksi=98K4 , V. 'V V V'V , ..V V,phi Rn 5 4VKb 3520 # THEREFORE 3/4' EDGE DISTANCE IS OK FOR BOLT BEARiNG ....................................ii .................................... ..::. :-:•t:::::' V V V VV V - V ' I 6 V GHEGKVPLATE BENDING BETWEENLAG BOLTSV V V . V j at - VV 1 V 'V V V 1i THICK PLATE V V VV hk SPACING BTWEEN BOLTS 3 _ V V t V I V monybilmLLj#x3 _ 'hiMn= pth FyZ =0 9 x36 ksiVxV(4It C1/4A2 / 4) 2O25 k-ui' 2025 #in ' I 2' - 2025 k in'< 2775 k-in THEREFORE NO GOOD, TRY V3/8t1 PLATE V. ii 'V 'V V y (V V 'VVVV > phi Mn = 0 9 x 36 ksi x (4" x 3/82-:/,4)f=4` 55 k-in = 4556 # in V V V V V V V 4556 #.tm3> 3080 #-m THEREFORE 3/8" PL-A'TE OK V . JrV'V 'VV= V •V V V 71, 'VV V 'V V •V V V V V V V V VVVVV V•V .VV -c .- . V V J V V -~ ... mv~k!~.,N-Khmluzwl; :J. n~ o.-.N, .. .*. ...-A - :: , :-W'112; 1:4~~=.,&,~o, .,`~",. ;~::~,..,..,,..,..,,..,,..,,..,..,,..,..,..,..,..,,..,,..,,..,,..,,..,,..,,..,..,,..,..,..,..,~*'."'.~._,~.-~,~~~~,~ . i-:: .,i. V %V VV' V V.. VpllwV' V V -12; I 1 V' V V 4 VIV 'V V V VVV V VV V 'V V V V V 'V 'V V V 'V 'V V V V V IMF _______________ 'V__ IN _____'V 'V VV V V~jj 'i"', .' V j VVVV V VIV V. VVV VV' VVVV V LIA 'V V V I' k 'V V V Was VV'V 'V V V V V 'V CC CC V i. C C V WVC why-s-C CCCV C/CC 'V CC' CVC. VS V V 'V Ct ki~ SC ::i. . :::::€: • — TURNM 1- 4: ..., .;V....C, "V. ..... V. ' ' 'V V V '/' V Olin,TINY CC' VCC V. ' V VS JCCCçV •:•:r :•:: : S : ::.:•::::• •:•••• ••• •• ••• :5.::. 555 10 yA 1J P®JEC REYNOLDS (DTE, 'I1/08/2017 J.W.S. STAIR DESIGN IEESr _____ 0. ______ :: ri *'77r , I +A• ' •' •• •• ' ( ••'"14 1 •••• •• t SFAIR NEAR I.GRID LINE A, BETWEEN GRIDS 2 & 3 z; .."- 4- " CHECKGUARDRAIL PER DETAILS 8 & 16 AD8 1 (CONTThUED 2) ' 7 -N CHECK ... AG BOL1S IN WOOIYMEMBER * 1i TRY 3/4" DIAMETER WITH 3"TEMBED I . .. . 3U EMBED = 4LENGTH } — 4 4 rPu =49360 #—m /9-5&2038 #AEACHP #/BOET I I W.-=-.51- 3 #/m OF THREAD PENETRATION (NDSI2O12JABLE I. 11 2A) ,'. •c.:t THREADPENETRATION (T-E) = 2" .(NI.S2012J TBLEL2) ' 2. g. .,, . — 1 w c&1ox1o2 i&i# - . LL 11 ' 4 it 4 ' 4' 1< 4 L ''' - 4 ' ' ,, . 4 '4 . - 'r'- - % s: &':N"' "r' ........"''"'r"• """ 1 ,"", •.''' — -:4, 4 '4 4 4,' 4, 5. ', t '" "'4 4, 4, ' 'k 4" '' ""4," ' "4' '4'SS)4'< !.."—,, " 4' • 4 44' j •4. ,4'4, '4' '4' '4 ". '4' 4 ."' 4 , 4' I , ,. "-'4 — '4' 4' •4' '4 '4 5,4' "4 "4 44'4, •'4: 4'.:::: '4 ,4 ,,.. , .L,,-,, IA .......................""'..?'::' .4'::'4 .flI4'4 .'. HEIGHT OF PLATFROM =1 1'8" 7—,.: AX HEIGHTVOF POST 4, .4, ''.'.'. '—' ' :44'4.4.4, .., '4 M 200# ?60 5"/12 1 0833K'FT ' '4 '4 '4"'4" "44" '"' "%"44' ".". "'. ' ' "' 4' '4 "' ,4,'4'.' %4' '4 ' '.44,: ""'4" '4"'" '.4' "44' "4"-"'4'4 '4"' 7 '4' ,,. ,','4 '4,'.'. '4 , , 4, tJSE6 --'— — 4 '4 '' p"' 4, ' 4, * V. '4 - — '""'4' '4 '4—.'.' 4, 4: ' (SEE'ENERCALC RESULTS) 11. ' 1.' 7.3 ' '4 '4 '4 '4 I "4 '4'4' "4 , '4' '4 "'4 ' '"4 P. 4' "4 '44' '4"'" '4 — '-'4.— "'4' ":4 - 4, ""T '4' ""'4"-' 4"' '4 ' '4 4" ''4 '5.s," 4 '4 '4'.4%4"44',4 4 4, '4 4, " 4"' ' '"4"4 * 4, L. 2 j 1,.L. ri,. ., '+""' " i" '4' '4 , 4, , , 4, :,:: 5:i. ±.h"'. 44,4,; ,"4' , 41 4' 4, .. '4 ,'4. * '4.4,4' '4.'..',,. 4:'.K4, . '4gii .4 4,'..4, .4 \ 4' 4, 4,••'44': ,.' 4 S. "4" "4 "" '.'4'M. '' '4 '4' .''4'4'44'4'4' 4, '4" 4"'" '1 '.- - $ '4' .4. 4 '4 '4 "4 '01 '4 4. ,4. "4 4> '4 4 4' "4" ' "4 ' .4 4'',,' '4 '4,4 "4 4'4'4"44'4'4'44 44 '4 4, '4 '1 " ' '4 "' 3M' 4, ''4 " s,49 '4"4"4' "-".""'""."-" — '.4 '4 .%, .4,4's, ,4, '44 4'. '4 ,4' 4,, 44, ' ,, .4, # 4,'4 '4 '4 ,4,4,, •,4,4; 4 4... ..4. '4.4' L , '4 ',,, 4, 41:1 4' 4, 4,44' 24 744,4, 4,. '44, ,4,'444 4',4 '4, '44'4:4:'4S43'.24 • '4,*4'4., 4(4'4' lii "'4" 4'.- "4"t"" "44' ""4"' '.4:•' -- " 'r'4' - I ' W '.44.44 , ,, 44,4. ,, "'.44"'— ,,,, ,f' 4 '4 4 4,z. "4 #444 '4 '4 ,4, 4, '4 4' 4,444 44,. %44, 4'44'4 '4'4 4, 4, 4, 44 . . ....— . ... .. . ;4,114 li : .:' '74".... .; .$ ...-.-.'...- 4..•4.. '4.4 " S.-. "4 •'4 4' 4"4 ri"4s'4''4"' ':. 4 -" \ , 4' 4 4' '4'4 44 411 444 '4' 1 + ' 1 :J"'I''4........ •.4'•: ...............H:'.:4:•:#:'.,:::4'::.4::.::.:.:..7: '44' 4, ".4' "4 '4 ""4 '.'4 '4 r. 4' " 'k'-- """""' 'r "'4- '4, tt 4" '4' ' ""-"-"" "4' .""4 "4'4"4 41'4'4" 4"'" "4' '4 "'."'4'.1."" 4 ""4""' 8 "4' '4 '4' '4" '1' '." ""''' 4" "4 * '44" 4 '4 '4" " 4' .' " . .4, 4' '4 '4 '44 I -4 "----'- "- - '4 ' " 4 4 '.' '4'"4"'4'4 '-" 1' '4 '4 4 44 44 4' '4"4r '4 4, 4, -4 4,' .4 .4' '4 '444 .4 44 4. '4 '4t '454 '4 '' '"'D' 9 * "4 ' ,.''4 ,. File= P:17t17090-1t2-CALC-1t17-110-217090_-i.EC6 Wood Column ENERCALC, INC. 1983-2017, Build:10.17.8.9, Ver:10.17.8.9 Lic. Description : Wood Post at Guardrail Post Code References Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 [General Infirmation I Analysis Method: Allowable Stress Design Wood Section Name 4x6 End Fixities Top & Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 11.670 ft Wood Member Type Sawn (Used for non-slender calculations) Exact Width 3.50 in Allow Stress Modification Factors Wood Species Douglas Fir - Larch Exact Depth 5.50 in Cf or Cv for Bending 1.30 Wood Grade No.1 Area 19.250 inA2 Cf or Cv for Compression 1.10 Fb + 1,000.0 psi Fv 180.0 psi Ix AR rOr, flA in Cf or Cv for Tension 1.30 Fb - 1,000.0 psi Ft 675.0 psi ly 19.651 Cm : Wet Use Factor 1.0 Fc - PrIl 1,500.0 psi Density 31.20 pcf Ct: Temperature Factor 1.0 Fc - Perp 625.0 psi Cfu : Flat Use Factor 1.0 E: Modulus of Elasticity... x-x Bending y-y Bending Axial Kf: Built-up columns 1.0 NDS 15.3.2 Basic 1,700.0 1,700.0 1,700.0 ksi Use Cr: Repetitive? No Minimum 620.0 620.0 Brace condition for deflection (buckling) along columns: X-X (width) axis: Unbraced Length for X-X Axis buckling = 11.670 ft, K = 1.0 V-V (depth) axis: Fully braced against buckling along V-V Axis Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included :48.674 lbs * Dead Load Factor BENDING LOADS... guardrail: Moment acting about Y-Y axis, L = 1.008 k-ft Lat. Point Load at 10.0 ft creating My-y, L = 0.20 k TDESIGN SUMMARY I Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio 0.9481 :1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+L Top along V-V 0.0 k Bottom along V-V 0.0 k Governing NDS Forumla Camp + Myy, NDS Eq. 3.9-3 Top along X-X 0.08498 k Bottom along X-X 0.1150 k Location of max.above base 9.947 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along V-V 0.0 in at 0.0 ft above base Applied Axial 0.04867k for load combination: n/a Applied Mx Applied My 0.0 k-ft 1.144 k-ft Along X-X 0.5656 in at 6.579 ft above base Fc: Allowable 304.555 psi for load combination: +D+L Other Factors used to calculate allowable stresses PASS Maximum Shear Stress Ratio = 0.04979:1 Bending Compression Tension Load Combination +D+L Location of max.above base 9.947 ft Applied Design Shear 8.963 psi Allowable Shear 180.0 psi 556 557 4i R2H Engineering, Inc. JOB NO. 17090 PROJECT REYNOLDS DATE 11/08/2017 BY J.W.S. SUBJECT STAIR DESIGN SHEET ______ OF______ STAIR NEAR GRID LINE A, BETWEEN GRIDS 2 & 3 CHECK GUARDRAIL PER DETAILS 9 & 17/AD8.1 - - USE SAME DESIGN FOR MOST ELEMENTS AS DESIGN OF DETAILS 10 & 16/ AD8.1 EXCEPT FOR LAG BOLTS CHECK THRU-BOLT FROM PLATE TO CHANNEL IN PLACE OF LAG BOLTS - Pu = 17440 #-in I 9.5" = 1836 # AT EACH PAIR OF THRU BOLTS = 918 #IBOLT TRY 3/8" DIAMETER Fn = 90 ksi (TABLE 5.1 PAGE 16.2-33) phi= 0.75 phi Rn = phi x Fn x Ab = 0.75 x 90 ksi x(3.14 x 3/16""2) = 7.45 K 7.45 K> 918 #, THEREFORE 3/8" DIAMETER THRU-BOLTS ARE OK R2H Engineering, Inc. PROJECT EYNOLDS R JOB NO. DATE - 558 17090 11/08/2017 BY J.W.S. SUBJECT STAIR DESIGN SHEET ______ OF______ STAIR NEAR GRID LINE A, BETWEEN GRIDS 4 & 5 LATERAL DESIGN DESIGN PER CHAPTER 13, ASCE 7-10 Sds = 0.749 ap = 1.0 (ASCE 7-10 TABLE 13.5-1) Rp = 2.5 (ASCE 7-10 TABLE 13.5-1) Ip=l.5 (ASCE 7-1O SECTION 13.1.3) z= 15' h=31.5' Fp,max = 1.6(Sds)(Ip)(Wp) = 1.6(0.749)(1.5)(Wp) = 1.798Wp Fp,min = 0.3(Sds)(Ip)(Wp) = 0.3(0.749)(1.5)(Wp) = 0.337Wp Fp = 0.4(ap)(Sds)(Wp)(1+2(zlh))/(Rpflp) = 0.4(1.0)(1.5)(Wp)(1+2(15/31.5))/(2.5/1.5) = 0.35 1Wp 0.337Wp < 0.35 1Wp < 1.798Wp, THEREFORE Fp = 0.35 1Wp Wp = (10'x18'x30 PSF) + (12 PSF x (10'+10'+10'+18'+18'+18') x (1572)) = 12960 # - Fp=0.351(12960#)4549# X-DIRECTION LATERAL LOAD IS RESISTED IN 3 PLACES. AT 2 LOCATIONS THE LOAD IS TAKEN BY - - WOOD SHEAR WALLS AT THE PLATFORM. THE THIRD REACTION IS DUMPED INTO THE MEZZANINE FLOOR DIAPHRAGM AND DISTRIBUTED TO THE CONCRETE TILT- UP SHEAR WALLS R1=FpI4=4549#/41138# R2=Fp/2=4549#/22275# Y-DIRECTION THE LATERAL LOAD IS TRANSFERED AXIALLY BY THE STRINGERS TO THE SLAB ON GRADE AND TO THE - MEZZANINE FLOOR DIAPHRAGM. LOAD TO EACH STRINGER F = Fp/8 F=4549#L8=569# - -- - AXIALLOAD569#x13.9/12660 # Ri Im Ri 559. Rng1n;e.eingJn:c. 1709 -. __u POJET REYNOLDS DATE, 11/08/2017 BY JWS mi~ WBJEC _STI.AJR DESIGN SEE1 ______ _Tr~_____ h MM `NLi f : - Y-DIRECTION I . CHECK T111G STRESS ="660 # x 0 7 / (15'x7 25") 1.= 42 5 p1si .:" ...... ..... . _______________ ._-_ : 2x14 DFLS S WITH 7 1/4rFFECTIVEDETH ARE ADEQUATE V Ft - . W*. C W (SEE RESULTS FROM ENERCALC) . I j . - . '..-. \ .. ....... .:•:: ..........................: ..... r- U Wan L..... L A 012 1i .. ._ _.. ., . -11 F660#x07462#At 4S 4a. I .I USE LSTL9@ EVERY STRINGERC CACIIY 740 # > 462 THEREFORE OK'' ................................................................................................ 5Cç C .. C. I Tt: if 4 . CC CC 'CCC 'C .Awswak CCC t I C CC% . C : CCflCC' CC CV.CCCC.CC ....• C'CCC. C'C4C CCC.CCCCCCCC Kr CCC CCCC C.UO. ............... C CC................... C C: ....CV...•.•.:._ ........C::.1 C .....: ....:::..:: ..............:.::9 .. . !r: I CC C. CC CC .0 'CU. .CCC CC . CCC L. C. CC . CC, 4 t C'. C CC .'CC ZA C.. CU & .0 CC _________________ —-'-&---. :11 C? 'CCC CC Ak CCC M04I .0 C CC CCC ' C..rCCC CC C. C C MIRYKII CC CCC CC ' I, milk.. C CCCCC .CCC CC CC?. CC CCC CC'. 614 ,C C?CCC ( Now C L:CC, ?..,xCCC. C?CC.CCC ,CC 'C •!.. •,CC:. . '., 111 .............:.45::.:CC.'.,C..CC....... .MN C 4C 4 'CC CC "C ME C, 'J - CC _C.__CCC C lowitil; 'C. 'C. FIR . CC CC. 'CCC C "CCC C 'CJ 'CCC CCC CCCC C . CC "Uj ,'.,4C CC 4CC?. C CC CI CC' 'C % 'C. C .-. .. C. CCC. CC C. CC 'C CCC 'CC C? .! ,, CC .CC .CC .4' C. 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C"CC8-.CCaCF CU'.CC-"'-"C'" C'=C".CC-CCCC'C,CC_CC - 'C CC — :,'i" .::.:' 'C 'C ,'C CCCC'..-.'C.C'.C. CC,.-. 'C' CL < CC? CC C C, 'C C, 'C CCI C. C. 560 lie F:U Al I Wood Column ENERCALC, INC. 1983-2017, Build:10.17.8.9, Ver:10.17.8.9 I Description : Stair stringer with axial ONLY Cie References Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 TGeneral Information 1 Analysis Method: Allowable Stress Design Wood Section Name 2x8 End Fixities Top & Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 12.50 It Wood Member Type Sawn (Used for non-slender calculations) Exact Width 1.50 in Allow Stress Modification Factors Wood Species Douglas Fir - Larch Exact Depth 7.250 in Cf or Cv for Bending 1.20 Wood Grade Select structural Area 10.875 inA2 Cf or Cv for Compression 1.050 Fb + 1500 psi Fv 180 psi lx 47.635 mM Cf or Cv for Tension 1.20 Fb - 1500 psi Ft 1000 psi ly 2.039 inA4 Cm: Wet Use Factor 1.0 Fc - PHI 1700 psi Density 31.2 pd ct : Temperature Factor 1.0 Fc - Perp 625 psi Cfu : Flat Use Factor 1.0 Modulus of Elasticity... x-x Bending y-y Bending Axial Kf: Built-up columns 1.0 NDS 15.3.2 Basic 1900 1900 1900 ksi Use Cr: Repetitive? Yes Minimum 690 690 Brace condition for deflection (buckling) along columns: X-X (width) axis: Fully braced against buckling along X.X Axis Y-Y (depth) axis: Unbraced Length for X-X Axis buckling = 10.75 ft, K = 1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weiqht included : 29.453 lbs * Dead Load Factor AXIAL LOADS... STAIR LATERAL LOAD: Axial Load at 12.50 ft, Yecc = 7.250 in, E = 0.660 k BENDING LOADS... ,L=0.10 rDESIGN SUMMARY 1 Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio 0.04015:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.70E Top along Y-Y 0.01595 k Bottom along Y-Y 0.01595 k Governing NDS Forumla Comp + Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 12.416 ft Maximum SERVICE Load Lateral Deflections At maximum location values are... Along Y-Y -0.03849 in at 7.299 It above base Applied Axial 0.4915k for load combination : E Only Applied Mx Applied My -0.1386 k-ft 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc: Allowable 1,475.86 psi for load combination: n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio = 0.005347:1 Bending Compression Tension Load Combination +D+0.70E Location of max.above base 12.50 it Applied Design Shear 1.540 psi Allowable Shear 288.0 psi A 561 R2H Engineering, Inc. JOB NO. 17090 a PROJECT REYNOLDS DATE 11/08/2017 BY J.W.S. SUBJECT STAIR DESIGN SHEET ______ OF______ STAIR NEAR GRID LINE A, BETWEEN GRIDS 4 & 5 LATERAL DESIGN X-DIRECTION MIDDLE WALL WALL LENGTH =9' WALL HEIGHT = 7'7" - OVERTURNING MOMENT = 2275 # x 7.583'= 17251 ft-# RESISTING MOMENT = (12 PSF x 7.583'x 9'x 972) + (30 PSF x 3.65'x 9'x 972) = 8120 ft-# M = -0.6(8120 ft-#) +0.7(17251 ft-#) = 7204 ft-# T = Mid = 7204 ft-# / 8.75'= 824 # USE SIMPSON 'DTTlZ' w/ (6) lOd x 1/12 CAPACITY = 910> 824 - USE MIN 3/8" PLYWOOD WITH 8d x 6" O.C. AT PANEL EDGE, 12" O.C. FIELD NAILING END WALL - - WALL LENGTH =9' WALL HEIGHT = 7'7" OVERTURNING MOMENT = 1138 # x 7.583'= 8630 ft-# RESISTING MOMENT = (12 PSF x 7.583'x 9'x 972) + (30 PSF x 2'x 9'x 972) = 6115 ft-# M = -0.6(6115 ft-#) +0.7(8630 ft-#) = 2372 ft-# T=MId=2372ft-#/8.75'=272# USE SIMPSON 'DTTlZ' w/ (6) lOd x 1/12 CAPACITY = 9 10 > 272 - - - - USE MIN 3/8" PLYWOOD WITH 8d x 6" O.C. AT PANEL EDGE, 12" O.C. FIELD NAILING 562 File P:17\17090-12-CALC-1\17-110-21709O_--1.EC6 Wood Shear Wall ENERCALC, INC. 1983-2017, Build:I0.17.8.9,Ver:10.17.8.9 I rLicensee S?1 engineering TIinc. *I Description: STAIR SHEAR WALL AT PLATFORM [General Information . _] Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Total Wall Length 9.0 ft Framing & Chord Material: Number of Storys 1 Wood Species: Douglas Fir - Larch Story #1 Height 7.583 ft Wood Grade: No.2 Fc - Pril = 1350 psi Ft - Tension 575 psi Fc - Perp = 625 psi E 1600 ksi Specific Gravity = 0.50 SDC :Seismic Design Category : D rSiiiiihing Main Sheathing SDPWS 2015 Construction Table: 4.3A Wood Structural Panels, Struct I, 3/8 Thk, 1-3/8" Min Pen, 8d Fstnrs Nominal Seismic Shear Capacities (pif): 6" Spac. 460 3" Spac. 920 4" Spac. 720 2" Spac. 1220 Nominal Wind Shear Capacities (pIt) 6" Spac. 645 3" Spac. 1290 4" Spac. 1010 2" Spac. 1710 TChDita Chord Member Size for each level: See Chord Summary Tables for number of Chords required at each panel end. Level 1 Chord Size: 2x4 Chord Cf-. Comp: 1.0 Tens: 1.0 Max. Allow Stress Ratio: 1.0 :1 Chord Area = 5.250 in12 All chords treated as unbraced out-of-plane of 611 for story height Dist to Opening Dist to Opening Opening ID Left Edge Width Bottom Height L• I F4 . - ft ft ft ft ft 563 File P:\1Ti17O90--12-CALC-117-110-217090_-1.EC6 'Wood Shear Wall File= INC. 1983-2017, Build:10.17.8.9, Ver:10.17.8.9 I Licensee US?T1 engineering IT1inc. *I Description : STAIR SHEAR WALL AT PLATFORM _I Load Location (ft) Load Magnitude (kit) Start Location End Location Height of Application Dead Roof Live Live Snow Wind Seismic 0.0 9_0 7.583 0.060 0.0 0.20 0.0 0.0 0.0 0.0 4.50 - 7.583 0.1620 0_0 0.5380 0.0 0.0 0.0 4.50 9.0 7.583 0.050 0.0 0.1650 0.0 0.0 0.0 F-Ap Iièd Concentrated Lateral Loads Load Magnitude (kips) Load Y" Location (ft) Dead Roof Live Live Snow Wind Seismic 7.583 0_0 0.0 0.0 0.0 0.0 2.275 hiiãiiiI Summary 1 Panel Level Max Shear # Sides Shear Summary & Attachment ID # (kips) Load Comb Used Actual (plf) Allow Status Attachment Height/Width Ratio Actual Allow Notes P1 1 0.002 +1.105D+0.70E 1 178.8 230.0 OK Use 6 at panel edges, 12 in field 0.84 3.50 Ratio OK TChd Summary I Dist from CHORD DESIGN SUMMARY Chord Level Left Force # Reqd Member Stress ID # (ft) (kips) Load Comb @ Location Size Ratio Governs Status Cl 1 0.00 1.4 +1.105D+0.70E I 2x4 0.43 Comp OK Comp Values: Max. Down: 1.4k Load Comb :+1.105D+0.70E Max fc = 258 psi Allow Fc 606 psi Tens Values: Max. Uplift: 1.4k Load Comb :+1.105D+0.70E Max ft = 258 psi Allow Ft 575 psi User-specified anchorage device: C2 1 9.00 1.4 +1.105D+0.70E I 2x4 0.43 Comp OK Camp Values: Max. Down: 1.4k Load Comb :+1.105D+0.70E Max fc = 258 psi Allow Fc = 606 psi Tens Values: Max. Uplift: 1.4k Load Comb :+1.105D+0.70E Max ft = 258 psi Allow Ft 575 psi User-specified anchorage device: Chord Naming Information: C: Item is a Chord L: Followed by level number #: Followed by chord number from left to right WL: Indicates Chord is on left edge of wall WR: Indicates Chord is on right edge of wall 564 File = P:1717090-12-CALC-1117-110-2I7090_-1.EC6 Wood Shear Wall ENERCALC. INC. 1983-2017. Build:10.17.8.9. Ver:l0il.8.9 I Description: STAIR SHEAR WALL AT PLATFORM EFóiijlnformation Footing Dimensions Dist. Left 0.50 ft fc 3.0 ksi Rebar Cover 3.0 in Wall Length 9.0 It Fy 60.0 ksi Footing Thickness 24.0 in Dist. Right 0.50 It Width 1.50 ft Total Ftg Length 10.0 ft Max Factored Soil Pressures @ Left Side of Footing governing load comb @ Right Side of Footing governing load comb Footing Bending Design... Mu Ru As % Req'd As Req'd in Footing Width Max UNfactored Soil Pressures 1,585.76 psf @ Left Side of Footing 1,220.02 psf +1.079D+0.750L+0.750S-0.5250E .... governing load comb +D+L 1,729.68 psf @ Right Side of Footing 1,687.18 psf +1.079D+0.750L+0.750S+0.5250E .... governing load comb +D+0.750L+0.750S+0.5250E Overturning Stability... & Left End of Ftq Right End of Ftg 0.0 PSI Overturning Moment 12.320 k-ft 12.320 k-ft 0.0 PSI Resisting Moment 19.758 k-ft 21.119 k-ft 93.113 psi Stability Ratio 1.604:1 1.714:1 governing load comb +0.60D+0.70E +0.60D+0.70E A Left End ( Right End 0.2947 k-ft 0.3208 k-ft 0.4950 psi 0.5388 psi 0.00180 ina2 0.00180iW'2 0.6804 inA2 0.6804 inA2 Footing One-Way Shear Check... vu @ Left End of Footing vu @ Right End of Footing vn * phi: Allowable 565 File Wood Shear VVaII ENERCAIC, INC. 1983-2017, Build:10.17.8.9, Ver.10.17.8.9 I Lic. Licensee : r2h engineering inc. ca Description: STAIR SHEAR WALL AT PLATFORM 2 [General -in-formation 7 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Total Wall Length 9.0 it Framing & Chord Material: Number of Storys 1 Wood Species: Douglas Fir - Larch Story #1 Height 7.583 ft Wood Grade: No.2 Fc - Pl = 1,350.0 psi Ft - Tension 575.0 psi Fc - Perp = 625.0 psi E 1,600.0 ksi Specific Gravity = 0.50 SDC : Seismic Design Category : D [Stiithing Main Sheathing SDPWS 2015 Construction Table: 4.3A Wood Structural Panels, Struct I, 3/8° Thk, 1-3/8° Min Pen, 8d Fstnrs Nominal Seismic Shear Capacities (p11): 6" Spac. 460 3" Spac. 920 4" Spac. 720 2° Spac. 1220 Nominal Wind Shear Capacities (p11): 6" Spac. 645 3° Spac. 1290 4" Spac. 1010 2" Spac. 1710 TCti'Data- Chord Member Size for each level: See Chord Summary Tables for number of Chords required at each panel end. Level 1 Chord Size: 2x4 Chord Cf. Comp: 1.0 Tens: 1.0 Max. Allow Stress Rao: 1.0 Chord Area = 5.250 in12 All chords treated as unbraced out-of-plane of wall for story height 0 50 V .1 i=- 4! - /-_#. Dist to Opening Dist to Opening Opening ID Left Edge Width Bottom Height 1-" ft ft ft ft ft It ft File = P:1717090-12-CALC-1t17-110-217090_-1.EC6 Wood Shear 'Wall ENERCALC, INC. 1983-2017, Build:10.17.8.9,Ver:10.17.8.9 I Ij4'AYfIIjIISJI}'41 Licensee : r2h engineering inc. ca Description: STAIR SHEAR WALL AT PLATFORM 2 EAp plied Distributed Vertical Loads _I Load Location (ft) Load Magnitude (kit) Start Location End Location Height of Application Dead Roof Live Live Snow Wind Seismic 0.0 9.0 7.583 0.060 0.0 0.20 0.0 0.0 0.0 Ap [plied Concentrated Lateral Us I Load Magnitude (kips) Load "Y" Location (ft) Dead Roof Live Live Snow Wind Seismic 7.583 0.0 0.0 0.0 0.0 0.0 1.138 Shear Panel Summary I Panel Level Max Shear # Sides Shear Summary & Attachment ID # (kips) Load Comb Used Actual (pif) Allow Status Attachment Height/Width Ratio Actual Allow Notes P1 1 0001 +1.105D+0.70E 1 90.4 230.0 OK Use 6" at panel edges, 12 in field 0.84 3.50 Ratio OK rChord Sum ma I Dist from CHORD DESIGN SUMMARY Chord Level Left Force # Req"d Member Stress ID # (ft) (kips) Load Comb @ Location Size Ratio Governs Status Cl 1 0.00 0.7 +1.105D+0.70E I 20 0.22 Comp OK Comp Values: Max. Down: 0.7k Load Comb: +1.1050+0.70E Max fc = 131 psi Allow Pc 606 psi Tens Values: Max. Uplift: 0.7k Load Comb: +1.105D+0.70E Max ft = 131 psi Allow Pt = 575 psi User-specified anchorage device: C2 1 9.00 0.7 +1.105D+0.70E 2x4 0.22 Comp OK Comp Values: Max. Down: 0.7k Load Comb :+t105D+0.70E Max fc 131 psi Allow Pc = 606 psi Tens Values: Max. Uplift: 0.7k Load Comb :+1.105D+0.70E Maxft= 131 psi Allow Pt = 575 psi User-specified anchorage device: Chord Naming Information: C: Item is a Chord L: Followed by level number #: Followed by chord number from left to right WL: Indicates Chord is on left edge of wall WR: Indicates Chord is on right edge of wall 567 File = P:1717090-1l2-CALC-1l17-110-217090_-1.EC6 Wood Shear VVaII ENERCALC, INC. 1983-2017, Build:10.17.8.9, Ver.10.17.8.9 I I1tTA'AII.SIIII}'4I Licensee S?1Y1I engineering IIinc. *I Description : STAIR SHEAR WALL AT PLATFORM 2 Footing Information Footing Dimensions 01st. Left 0.50 ft fc 3.0 ksi Rebar Cover 3.0 in Wall Length 9.0 ft Fy 60.0 ksi Footing Thickness 24.0 in Dist. Right 0.50 ft Width 1.50 ft Total Ftg Length 10.0 ft Max Factored Soil Pressures Max UNfactored Soil Pressures @ Left Side of Footing 732.55 psf @ Left Side of Footing 349.648 psf governing load comb +1.1050-0.70E governing load comb 0 Only @ Right Side of Footing 1,752.30 psf © Right Side of Footing 1,704.25 psf governing load comb +1.079D+0.750L+0.7505+0.5250E .... governing load comb +D+0.750L+0.750S+0.5250E Footing One-Way Shear Check... Overturning Stability... A Left End of Ftci A Right End of Ftci vu @ Left End of Footing 0.0 psi Overturning Moment 6.599 k-ft 6.599 k-ft vu @ Right End of Footing 0.0 psi Resisting Moment 19.534 k-ft 18.319 k-ft vn * phi: Allowable 93.113 psi Stability Ratio 2.960 :1 2.776:1 governing load comb +0.600+0.70E +0.600+0.70E Footing Bending Design... A Left End A Right End Mu 0.1362 k-ft 0.3234k-ft Ru 0.2288 psi 0.5432 psi As % Req'd 0.00180 in"2 0.00180 in"2 As Req'd in Footing Width 0.6804 inA2 0.6804 in'2 DimensionM astenrs Minimum Allowable Tension Loads Pa Model No \ H B ç S0? Anchor Bolt Dia Os Memuer Thickness IM 15 DFISP SPF/HF Deflection at Allowable Load Ref ' ,Fasteners (in) IS RE / (in) (in) (6)SD#9x1½' 840 840 0.170 01hZ I 14 1½ 7½ 17A6 ~ 316 ~ 1½ L19, FL (6)lodxl½ 910 640 0.167 (8)10dxl½" 910 850 0.167 OTT2Z 1 31/4 61316 1% '316 316 ½ (8)¼ x1½SDS (8)1/ x1½ SDS 1½ 182 1800 0105 2145 0128 , 3 2145 ld.) 71 l 2i05 0128 DTT2ZSDS2 1(8)1/ x2½ SOS HDU2-SDS2.5 14. 3 BIIA6 31/4 1316 1% (6)'4"x2½"SDS 3 3,075 2,215 0.088 HDU4SDS2.5 14 3 10'318 31/4 1316 13A (10)¼"x21N"SDS 3 4,565 3,285 . 0.114 HDlJ5-SDS2.5 14 3 13316 31/4 1316 1%. % (14)1/4"x21R"SDS 3 - 5,645 4,065 0.115 16, L8, FL HDUBSDS25 10 3 16~ 314 ' 1% "1½ (20)¼ x2½ SDS 3 ,3½ 6765 6970 4870 20 0110 0116 WIW 50 01 '41k 7870 5665 0113 51h 9,335 6,865 0.137 IlDlJ11-SDS2.5 10 3 221/4 31h 1% 1½ 1 (30)1/4x2½"SDS 71/4 11,175 8,045 0.137 1 - 1 4X634 10770 7755 0122 170 HDU14SOS2S 7 3 ')'i6 3½ 1316 1316 1 (36)¼ x2½ SDS 7¼ " 14390 10 435 0177 16 14445 10350 0172 .- 5½23 L8 FL 1 ssi I 79 Simpson Strong-Tie" Wood Construction Connectors HDU/DTT Holdowns (cont.) These products are available with additional corrosion protection. For more information, see p.18. See pp. 7546 for Holdown and Tension Tie General Notes. Noted HDU14 allowable loads are based on a 5W wide post (6x6 min.). HDU1 4 requires heavy-hex anchor nut to achieve tabulated loads (supplied with.holdown). Loads are applicable to installation on either narrow or wide face of post. Vertical wood member thickness 10 - Studs/post Threaded rod 569 JOB NO. 17090 DATE 11/08/2017 SHEET ______ OF______ STAIR NEAR GRID LINE A, BETWEEN GRIDS 2 & 3 LATERAL DESIGN PROVIDE BRACE AT EVERY OTHER FRAME TO RESIST LATERAL LOADS Wp=(3OPSF x 1.34'x 2 x 6')+(12 PSFx 1.34'x 2 x 2 x 11.83'/2)= 863 #/FRAME Fp = 0.351 Wp = 0.351 (863 #) = 303 # / FRAME BRACE LOAD =303#/ COS. (65)=717#(LRFD)=502#(ASD) USE 2x4 BRACES @ EVERY OTHER RISER, 1 IN COMPRESSION, 1 IN TENSION THE MEMBER IN TENSION WILL ACT AS A LATERAL RESTRAINT AGAINST BUCKLING (SEE ENERCALC RESULTS) PROVIDE SHEATHING ON CURVED iWALLS AROUND STAIR PERIMETER Pp = 0.351 [(30 PSF x 672) + (12 PSF x 11.8372)] = 57 PLF ALONG CURVED WALL USE MIN 3/8" PLYWOOD WITH 8d x 6" O.C. AT PANEL EDGE, 12" O.C. FIELD NAILING - - HOLDOWN FORCE 57 PLF x 32"x 11.3472 / 23'= 450 # - USE SIMPSON'DTT1Z'w/(6) 10d 1/12 CAPACITY =910>450 - .. R2H Engineering, Inc. PROJECT BY. J.W.S. SUBJECT REYNOLDS STAIR DESIGN 570 Wood Column File P:11717090-1t2-CALC-117-110-217090_-1.EC6 I ENERCALC, INC. 1983-2017, Buitd:10.17.8.9,Ver:10.17.8.9 Description: CURVED STAIR FRAME KICKER Code References Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 rGenerailnformation I Analysis Method: Allowable Stress Design Wood Section Name 2x4 End Fixities Top & Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 12.50 ft Wood Member Type Sawn (Used for non-slender calculations) Exact Width t50 in Allow Stress Modification Factors Wood Species Douglas Fir - Larch Wood No.2 Exact Depth 3.50 in Cf or Cv for Bending 1.50 - - - - Fb+ 900.0 psi Fv 180.0 psi Area 5.25 inA2 r or v for compression 1.150 lx 5.359 inA4 Cf or Cv for Tension 1.50 Fb- 900.0 psi Ft 575.0 psi ly 0.9844 mM Cm : Wet Use Factor 1.0 Fc - Pril 1,350.0 psi Density 31.20 pd Ct: Temperature Factor 1.0 Fc - Perp 625.0 psi Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity... x-x Bending y-y Bending Axial Kf: Built-up columns 1.0 NDS 15.3.2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr: Repetitive? No Minimum 580.0 580.0 Brace condition for deflection (buckling) along columns: X-X (width) axis: Unbraced Length for X-X Axis buckling = 6.25 if, K = 1.0 Y-Y (depth) axis: Unbraced Length for X-X Axis buckling = 12.50 if, K = 1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included: 14.219 lbs * Dead Load Factor AXIAL LOADS Seismic Brace load: Axial Load at 12.50 ft, E = 0.7170 k TDESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio 0.5239:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.70E Top along Y-Y 0.0 k Bottom along v-v 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along v-v 0.0 in at 0.0 ft above base Applied Axial 0.5161 k for load combination: n/a Applied Mx 0.0 k-ft Applied My 0.0 k-if Along X-X 0.0 in at 0.0 ft above base Fc: Allowable 187.638 psi for load combinatton: n/a Other Factors used to calculate allowable stresses PASS Maximum Shear Stress Ratio 0.0 :1 . BendinQ Compression Tension Load Combination +0.60D+0.70E Location of max.above base 12.50 it Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Span = 12.50 A•! = 0.6641 3.50 X 1.50 = 1,434.00 psi = 2,160.00psi +D+0.70E+H = 6.250ft = Span #1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs = 0.025:1 3.50 X 1.50 7.17 psi = 288.00 psi +D+0.70E+H = 0.000 ft = Span #1 3.220 in Ratio= 46>=1.0 0.000 in Ratio= 0<1.0 2.254 in Ratio = 66 '=50.0 0.000 in Ratio = 0<50.0 File = P:17'17090-12-CALC-it17-110--2t17090_-1.EC6 'flood Beam ENERCALC, INC. 1983-2017, Build:10.17.8.9, Ver:10.17.8.9 Lic. Description: CURVED STAIR FRAME BRACE - OUT OF PLANE BENDING CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 900 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - 900 psi Ebend- xx 1600 ksi Fc - PrU 1350 psi Eminbend - xx 580 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625 psi Wood Grade : No.2 Fv 180 psi Ft 575 psi Density 31 .2pcf Beam Bracing : Beam bracing is defined as a set spacing over all spans LUñbracediiths First Brace starts at 0.0 It from Left-Most support Regular spacing of lateral supports on length of beam = 6.250 ft LAli1 Loads 1 Service loads entered. Load Factors will be applied for calculations. Point Load: E = 0.07170 k @ 6.250 ft 571 Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection r Véiiil Ritions I Support notation: Far left is #1 Values in KIPS Load Combination Support I Support 2 Overall MAXimum 0.036 0.036 Overall MiNimum 0.036 0.036 +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.7505+H +D+0.60W+H +D+0.70E+H 0.025 0.025 572 Mie = I1 Al fUU1L11l-iiU1IUU_i.(b 'I '(food Beam ENERCALC, INC. 1983-2017, Build:10.17.8.9, Ver:10.17.8.9 I Description: CURVED STAIR FRAME BRACE -OUT OF PLANE BENDING VertiCal Reactions 1 Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H 0.019 0.019 +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H 0.025 0.025 D Only Lr Only L Only Scnly W Only E Only 0.036 0.036 H Only SEE MORE STRUCTURAL CALCS SCANNED SEPARATLEY uADar 1ri.os7. B AMC, PPE,VtS"OIO 1 p CmrE i~_Y Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying May 22, 2017 Build to Suit Limited LP do Hamann Construction Attention: Ms. Linda Richardson 1000 Pioneer Way El Cajon, California 92020 Telephone: (619) 440-7424 CTE Job No. A_ 749G -,C i çi çs 44. Via Email: linda@hamannco.com Subject: Update Geotechnical Recommendations Lot 20 Carlsbad Oaks North Business Park Carlsbad, California Ms. Richardson: In accordance with your request, Construction Testing & Engineering, Inc. (CTE) has completed a review of the previously prepared as-graded geotechnical document for the subject site, as referenced herein, and the preliminary site plan for the proposed development. Based on our review, CTE has found the recommendations in the referenced reports to be in general compliance with common geotechnical engineering practices. The previously provided geotechnical design recommendations are updated as required herein, however, CTE reserves the right to further modify any and all recommendations based on the required review of more detailed project plans, and/or the actual conditions exposed during construction. In addition, foundation, slab, and retaining wall recommendations, and updated seismic loading parameters, are provided in accordance with the requirements of the current California Building Code. It is our understanding that a two-story building (offices, manufacturing, and storage), along with associated improvements, are proposed. The associated improvements are to include sidewalks, driveways, landscaping, utilities, and outdoor lunch areas. The subject site (Lot 20) was previously graded in 2007 as part of a larger mass grading operation of multiple lots. Based on as-graded documentation, existing fill, topsoil, and alluvium were removed to expose weathered granitic rock. Where practical, the exposed ground was scarified, moisture conditioned, and compacted. Fill materials from on-site excavations were placed and compacted until rough design elevations were reached. Removals generally ranged from approximately two to five feet below original ground surface. Where bedrock was exposed at the surface or within five feet of rough grade, the bedrock was overexcavated to a minimum of five feet below rough grade. 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 1 Ph (760) 7464955 1 Fax (760) 746-9806 1 www.cte-inc.net Update Geotechnical Recommendations Page 2 Lot 20 Carlsbad Oaks North Business Park Carlsbad, California May 22, 2017 CTE Job No. 10-13749G Based on the As-Graded Geologic Map (Figure 3) of the referenced report, deeper fill materials are present near the southeastern corner, where approximately 30 feet or greater of fill was placed. Canyon subdrains were installed during the rough grading phase, which were surveyed by the project civil engineer. Canyon subdrains consist of six-inch perforated PVC pipe encapsulated by 3/4-inch gravel and wrapped in filter fabric. Based on the referenced report, a subdrain traverses Lot 20 near the southeastern corner of the property. 1.0 RECOMMENDATIONS 1.1 Site Preparation During proposed fine grading, desiccated surficial soil and disturbed fill materials are to be excavated to the depth of competent materials. The excavated materials should generally be suitable for use as onsite recompacted engineered fill provided they are cleared of organics and irreducible materials generally greater than three inches in maximum dimension. Minimum removal of one foot below existing grade, followed by scarification and recompaction as detailed below, is recommended. If loose, eroded, or otherwise disturbed soils are encountered at the base of recommended excavations, additional removals may be required. Based on final improvement plans and building layout, additional overexcavation may locally be necessary if deepened foundation elements or below grade improvements are proposed. CTE should observe the bottom of all overexcavations in order to confirm suitability prior to the placement of additional fill. Exposed subgrades should be scarified a minimum of nine inches, moisture conditioned to a minimum of two percent above optimum moisture content, and properly recompacted prior to receiving fill. All fill should be compacted to a minimum 90% relative compaction (as per ASTM 1557) at moisture contents a minimum of two percent above optimum. The upper 12 inches of subgrade and all aggregate base material beneath pavements should be compacted to a minimum of 95% relative compaction, at similar moisture contents. Based on Expansion Index (El) testing performed as part of the mass grading, Lot 20 is generally not anticipated to exhibit detrimentally expansive soils. "R-value" testing on representative pavement area subgrade soils should be performed after subgrade preparation, for the design of pavement sections. 1.2 Foundations Based on the previous mass grading and preparatory earthwork recommended herein, continuous and isolated spread footings are anticipated to be suitable for use at this site. Based on site conditions \Esc_server\projects\10-13749GLtr_IJpdate Ltr.doc Update Geotechnical Recommendations Page 3 Lot 20 Carlsbad Oaks North Business Park Carlsbad, California May 22, 2017 CTE Job No. 10-13749G and preliminary design concepts, it is recommended that all proposed structure footings bear in properly recompacted fill materials. Footings should not straddle cut-fill interfaces. Foundation dimensions and reinforcement should be based on an allowable bearing value of 2,500 pounds per square foot for footings founded in properly compacted fill materials and embedded a minimum of 24 inches below the lowest adjacent subgrade elevation. Continuous footings should be at least 18 inches wide; isolated footings should be at least 24 inches in least dimension. If deepened spread or pier footings are proposed, the bearing value may be increased by 250 psf for each additional six inches of embedment up to a maximum static value of 3,500 psf. The above bearing values may also be increased by one third for short duration loading which includes the effects of wind or seismic forces. Minimum footing reinforcement for continuous footings should consist of four No. 6 reinforcing bars; two placed near the top and two placed near the bottom, or as per the project structural engineer. The structural engineer should design isolated footing reinforcement. Footing excavations should generally be maintained above optimum moisture content until concrete placement. If materials are allowed to desiccate, presoaking may be required. 1.3 Foundation Settlement The maximum total static settlement is expected to be on the order of one inch and the maximum differential static settlement is expected to be on the order of 3/4 inch over a distance of approximately 40 feet. Due to the absence of a shallow groundwater table and the dense to very dense nature of underlying materials, dynamic settlement is not expected to adversely affect the proposed improvements. 1.4 Foundation Setback Footings for structures should be designed such that the horizontal distance from the face ofadjacent slopes to the outer edge of the footing is at least 12 feet. In addition, footings should bear beneath a 1:1 plane extended up from the nearest bottom edge of adjacent trenches and/or excavations. Deepening of affected footings may be a suitable means of attaining the prescribed setbacks. 1.5 Interior Concrete Slabs Lightly loaded concrete slabs for non-traffic areas should be a minimum of five inches. Minimum slab reinforcement should consist of #4 reinforcing bars placed on maximum 18-inch centers each way, at above mid-slab height, but with proper cover. Slabs subjected to heavier loads or equipment may require thicker slab sections, increased reinforcement, and/or be designed by the structural engineer. Subgrade materials should be maintained above optimum moisture content until slab \Esc_scrver\projects\1O-13749GLtr_Update Ltr.doc Update Geotechnical Recommendations Page 4 Lot 20 Carlsbad Oaks North Business Park Carlsbad, California May 22, 2017 CTE Job No. 10-13749G underlayment or concrete are placed. If materials are allowed to desiccate, presoaking may be required. In moisture-sensitive floor areas, a suitable vapor retarder of at least 15-mil thickness (with all laps or penetrations sealed or taped) overlying a four-inch layer of consolidated minimum 'h-inch crushed aggregate gravel should be installed per the current building code. An optional maximum two-inch layer of similar aggregate material may be placed above the vapor retarder to further protect the membrane during steel and concrete placement, if desired. This recommended moisture protection is generally considered typical for the area. However, CTE is not an expert at preventing moisture penetration through slabs. If proposed floor areas or coverings are considered especially sensitive to moisture emissions, additional recommendations from a specialty consultant could be obtained. A qualified architect or other experienced professional should be contacted if moisture penetration is a more significant concern. 1.6 Walls Below Grade Backfihling of walls below grade could require importing of granular, low expansion-potential soils for use within a zone defined by a 1:1 plane extended up from the top of the wall foundation. In addition to the recommended earth pressures provided in Table 1.6, subterranean walls adjacent to the streets or other typical traffic loads should be designed to resist a minimum uniform lateral pressure of 100 psf. This is the result of an assumed 300-psf surcharge behind the walls due to normal street traffic. If the traffic is kept back at least 10 feet or a distance equal to the retained soil height from the subject walls, whichever is greater, the traffic surcharge may be neglected. The project architect or structural engineer should determine the necessity of waterproofing subterranean walls to reduce moisture infiltration. Retaining walls backfilled using granular soils may be designed using the equivalent fluid unit weights given in Table 1.6 below. TABLE 1.6 EQUIVALENT FLUID UNIT WEIGHTS (G11) (pounds per cubic foot) SLOPE BACKFILL WALL TYPE LEVEL BACKFiLL 2:1 (HORIZONTAL: VERTICAL) CANTILEVER WALL (YIELDING) 35 5 RESTRAINED WALL 55 75 \\Esc_server\projects\10-13749G\Ltr_Update Ltr.doc Update Geotechnical Recommendations Page 5 Lot 20 Carlsbad Oaks North Business Park Carlsbad, California May 22, 2017 CTE Job No. 10-13749G Lateral pressures on cantilever retaining walls (yielding walls) over six feet high due to earthquake motions may be calculated based on work by Seed and Whitman (1970). The total lateral earth pressure against a properly drained and backfihled cantilever retaining wall above the groundwater level can be expressed as: PAE = PA + AP1 For non-yielding (or "restrained") walls, the total lateral earth pressure may be similarly calculated based on work by Wood (1973): PKE = PK + APKE Where PA/b = Static Active Earth Pressure = GhH2/2 PK/b = Static Restrained Wall Earth Pressure = GhH2/2 APAE = Dynamic Active Earth Pressure Increment = (3/8) kh 'yH2/2 APKE = Dynamic Restrained Earth Pressure Increment = kh 'yH2/2 b = unit length of wall (usually 1 foot) kh = 2/3 PGAm (PGAm Table 1.7) Gh = Equivalent Fluid Unit Weight (given previously Table 1.6) H = Total Height of the retained soil y = Total Unit Weight of Soil = 135 pounds per cubic foot The static and increment of dynamic earth pressure in both cases may be applied with a line of action located at H/3 above the bottom of the wall (SEAOC, 2013). These values assume non-expansive backfill and free-draining conditions. Measures should be taken to prevent moisture buildup behind all retaining walls. Drainage measures should include free- draining backfill materials and sloped, perforated drains. These drains should discharge to an appropriate off-site location. Waterproofing should be as specified by the project architect. 1.7 Seismic Design Parameters The seismic ground motion values listed in the table below were derived in accordance with the ASCE 7-10 Standard that is incorporated into the California Building Code, 2016. This was accomplished by establishing the Site Class based on the soil properties at the site, and then calculating the site coefficients and parameters using the United States Geological Survey Seismic Design Maps application. These values are intended for the design of structures to resist the effects \Esc_server\projectsI0-13749G\Ltr_Update Ltr.cloc Update Geotechnical Recommendations Page 6 Lot 20 Carlsbad Oaks North Business Park Carlsbad, California May 22, 2017 CTE Job No. 10-13749G of earthquake ground motions for the approximate site coordinates 33.1446 °latitude and -117.2529° longitude, as underlain by soils corresponding to site Class D. TABLE 1.7 SEISMIC GROUND MOTION VALUES 2016 CBC AND ASCE 7-10 PARAMETER VALUE CBC REFERENCE (2016) Site Class D ASCE 7, Table 20.3-1 Mapped Spectral Response Acceleration Parameter, _S 1.035g Figure 1613.3.1 (1) Mapped Spectral Response 0.402g Figure 1613.3.1 (2) Acceleration Parameter, S1 Seismic Coefficient, Fa 1.086 Table 1613.3.3 (1) Seismic Coefficient, F 1.598 Table 1613.3.3 (2) MCE Spectral Response 1.124g Section 1613.3.3 Acceleration Parameter,_SMS MCE Spectral Response 0.643g Section 1613.3.3 Acceleration Parameter, SMI Design Spectral Response 0.749g Section 1613.3.4 Acceleration, Parameter SDS Design Spectral Response Acceleration, Parameter SDI 0.429g Section 1613.3.4 Peak Ground Acceleration PGAM 0.435g ASCE 7, Section 11.8.3 2.0 LIMITATIONS The evaluation and geotechnical analysis presented in the geotechnical documents have been conducted according to current engineering practice and the standard of care exercised by reputable geotechnical consultants performing similar tasks in this area. No other warranty, expressed or implied, is made regarding the conclusions, recommendations and opinions expressed. Variations may exist and conditions not observed or described may be encountered during construction. \\Esc_servcr\projccts\10-I 3749G\Ltr_Updatc Ltr.doc Update Geotechnical Recommendations Page 7 Lot 20 Carlsbad Oaks North Business Park Carlsbad, California May 22, 2017 CTE Job No. 10-13749G The recommendations provided have been developed in order to reduce the potential for differential settlement to adversely impact the proposed improvements. However, even with the design and construction recommendations provided, some post construction movement of soils and improvement distress may occur. Conclusions and recommendations are based on an analysis of the observed conditions. If conditions different from those described are encountered, our office should be notified and additional recommendations, if required, will be provided upon request. CTE should be allowed to review the project grading and structural design plans to determine conformance with the recommendations provided herein and to provide additional recommendations as necessary. The opportunity to be of service is appreciated. If you have any questions regarding our recommendations, please do not hesitate to contact this office. Respectfully submitted, I CONSTRUCTION TESTING & ENGINEERING, INC. AL E% If (' CER11FIED ENGINEERING No.84406 -4 \\ \ ' GEOLOGIST Dip. 5/31/19 Colm J. Kenny, RCE #84406 Jay F. Lynch, CEG # 1890 Project Engineer C10. Principal Engineering Geologist MCB/CJKIJFL:nri References: Final Report of Testing and Observation Services During Site Grading Carlsbad Oaks North Business Park- Phase 2 Carlsbad, California Geocon, Inc. Job No. 06442-32-13, dated December 11, 2007 -f Esc_servcr\projects\IO-13749G\Ltr_Update Ltr.doc May 19, 2017 Build to Suit Limited LP do Hamann Construction Attention: Ms. Linda Richardson 1000 Pioneer Way El Cajon, California 92020 Telephone: (619) 440-7424 CTE Ptoj$o. 10-13749G 94 Via Email: linda@hamannco.com Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying Subject: Transfer of Geotechnical Responsibility Letter Lot 20 Carlsbad Oaks North Business Park Carlsbad, California References: Update Geotechnical Recommendations Lot 20 Carlsbad Oaks North Business Park Carlsbad, California Cte Job No. 10-13749G, dated May 22, 2017 Final Report of Testing and Observation Services During Site Grading Carlsbad Oaks North Business Park- Phase 2 Carlsbad, California Geocon, Inc. Job No. 06442-32-13, dated December 11, 2007 Ms. Richardson: Construction Testing & Engineering, Inc. (CTE) has been retained to provide geotechnical engineering construction control and testing services during the construction phase of the above project. In that regard, CTE has reviewed the referenced geotechnical documents for the site and has evaluated site conditions. Based on our review and recent site reconnaissance, we are in general agreement with the data, conclusions and recommendations presented in the reference documents. Therefore, CTE agrees to assume the responsibilities as the geotechnical engineer of record during construction. However, CTE reserves the right to modify the recommendations based on conditions exposed during construction and or foundation installation operations. 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 1 Ph (760) 746-4955 LFax (760 I 06 7 - www.cte-inc.net t&o11 osq 7 Transfer of Geotechnical Responsibility Letter Page 2 Lot 20 Carlsbad Oaks North Business Park, Carlsbad, California May 19,2017 CTEJobNo.: 10-13749G We appreciate the opportunity to be of service on this project. Should you have any questions, please contact our office. Sincerely, CONSTRUCTION TESTING AND ENGINEERING, INC. Q- No.2665 -x ENGINEERING EXP.12/31/10 Exp. 5/131 /IS Dan T. Math, GE# 2665 Jay F. Lynch, CEG #1890 d Principal Engineer Certified Engineering Geologist CA r In \\Esc_servcr\projects\10-137490\Ltr_Change of Eng.doc [1 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 27) CARLSBAD, CALIFORNIA PREPARED FOR TECHBILT CONSTRUCTION COMPANY SAN DIEGO, CALIFORNIA DECEMBER 11, 2007 PROJECT NO. 06442-32-13 GE000N INCORPORATED :GEOTECHNICAi CONSULTANTS Project No. 06442-32-13 December 11, 2007 Techbilt Construction Company 3575 Kenyon Street San Diego, California 92110 Attention: Mr. Raul Guzman Subject: CARLSBAD OAKS NORTH BUSINESS PARK - PHASE 2 (PHASE 2-LOTS 13 THROUGH 19; PHASE 3 LOTS 20 THROUGH 25, AND 27) CARLSBAD, CALIFORNIA FINAL REPORT OF TESTING AND OBSERVATION SERVICES DURING SITE GRADING Dear Mr. Guzman: In accordance with your request and our Proposal No. LG-07046 dated February 6, 2007, we have provided testing and observation services during grading for Phase 2 of the Carlsbad Oaks North Business Park. It is our understanding grading for the remaining partially graded lots (Lots 23 through 26) will be completed during future Phase 3 grading operations. The scope of our services included the following: Observing the grading operation, including remedial grading and placement of rock, soil- rock, and soil fill; the undercutting of rock and placement of the subdrain systems constructed during grading. Performing in-place density and moisture content tests in fill placed and compacted at the site. Performing laboratory tests to aid in evaluating the maximum dry density, optimum moisture content, and shear strength of the compacted fill. Additionally, laboratory tests were performed on samples of soil present at finish grade to evaluate the expansion characteristics and water-soluble sulfate content. Preparing an As-Graded Geologic Map. Preparing this final report of grading. The purpose of this report is to document that the grading of the Carlsbad Oaks North Business Park - Phase 2 has been performed in substantial conformance with the recommendations of the project geotechnical report. 6960 Flanders Drive 8 Son Diego, California 92121-2974 U Telephone (858) 558-6900 • Fax (858) 556.6159 GENERAL The Carlsbad Oaks North Business Park is located along the eastern edge of the City of Carlsbad. The Phase 2 portion of the business park is located north of Faraday Avenue and east of Melrose Drive (see Figure 1, Vicinity Map). Prior to grading, topography within the Phase 2 portion of development varied from moderate to steeply sloping hillside with generally north-, south-, and west-draining tributary canyons. Vegetation consisted of coastal sage scrub and native/non-native grasses. The grading contractor for the project was Erreca' s Incorporated. The project grading plans were prepared by O'Day Consultants, the project civil engineer, and are entitled Grading and Erosion Control Plans for: Carlsbad Oaks North, Phase 2, C. T. 97-13, Drawing No. 415-91, City of Carlsbad approval dated November 29, 2006. Recommendations for grading were provided in our report entitled Update Geotechnical Investigation, Carlsbad Oaks North, Business Park and Faraday Avenue Offtite, Carlsbad, California, dated October 21, 2004 (Project No. 06442-32-03). Following is additional correspondence associated with the project: Supplemental Trenching and Rippabilitv Study, Carlsbad Oaks North Business Park, Phase 2, Carlsbad, California, prepared by Geocon Incorporated, dated September 18, 2006 (Project No. 06442-32-11). The exhibit used as a base map to present the as-graded geologic information and in-place density test locations (Figures 2 through 7) was produced from an AutoCad file of the grading plans provided by O'Day Consultants. The map depicts the ultimate grading configuration with respect to lot lines, slope areas, lot numbers, and finish pad elevations. The existing ground topography prior to the commencement of grading is also shown. The as-graded geologic contacts and base of fill elevations were derived from the following: field survey information collected by O'Day Consultants during the quantification process for remedial grading, intermittent field shots taken with a Global Positioning System (GPS) unit by the grading contractor, and our measurements with respect to survey and/or grade checkers stakes. In this regard, the contacts and base of fill elevations should be considered approximate. References to elevations and locations herein are based on as-graded survey information (remedial grading exhibits) provided by O'Day Consultants, field measurements made by the grading contractor, or survey and grade-checkers' stakes in the field. Geocon Incorporated does not provide surveying services and, therefore, has no opinion regarding the accuracy of the as-graded elevations or surface geometry with respect to the approved grading plans or proper surface drainage. GRADING Previous Grading Phase 1 grading operations included grading portions of Phase 2, Lots 13 and 14. Mass grading operations resulted in removal of compressible materials to expose granitic rock. Prior to placing fill, S. Project No. 06442.32-13 - 2 - December II. 2007 subdrains were installed in the canyon bottoms at the general locations shown on the As-Graded Geologic Map (specifically Figures 6 and 7). Canyon subdrains were connected to permanent storm drain structures or were protected by a concrete headwall or riprap. The grading was performed in conjunction with the testing and observation services provided by Geocon Incorporated and the geotechnical information pertaining to these areas is presented in our report entitled Final Report of Testing and Observation Services During Grading, Carlsbad Oaks North Business Park, Phase 1, Lots 1 through 9, Carlsbad, caltbmia, dated August 30, 2006 (Project No. 06442-32-04A). Recent Grading Grading began with removing and exporting brush, vegetation, and deleterious materials from the areas to be graded. Undocumented fill, topsoil, and alluvium were then removed to expose granitic rock. Within areas to receive fill and where practical, the exposed ground surface was scarified, moisture conditioned, and compacted. Fill materials from On-site excavations were then placed and compacted in layers until the design elevations were attained. Removal of surficial deposits generally ranged in depth from approximately 2 feet to 5 feet below the original ground surface across the majority of the site. Grading was generally performed utilizing conventional heavy-duty grading equipment. Blasting and oversize rock handling procedures were also used to accomplish some of the grading. Blasting techniques were used to facilitate excavations within very strong to fresh rock in the general vicinity of Lots 16 and 18 as well as Whiptail Loop road between approximately Station 18+30 to 18+50. Where granitic rock was exposed at grade or within 5 feet of design sheet grade on the pad portion of the lots, the bedrock was overexcavated at least 5 feet and replaced with compacted fill soil predominately consisting of 6-inch minus material. Roadways and parkways exposing granitic rock were also over-excavated approximately 8-feet below design finish grade and replaced with compacted fill soil predominately consisting of 6-inch minus material for the upper 5 feet and 12-inch minus material for the lower 3 feet. The horizontal and vertical extent of the undercuts was checked by Erreca' s grade checker utilizing a portable GPS unit and O'Day Consultants survey crews. Phase 3 - Lots 23, 24, and 25 were partially graded during current grading operations. The ultimate grading of these lots will be completed during future Phase 3 grading. The slope zone areas along the northern portion of Lots 23 and 24 were constructed to ultimate design grade. Interim pad grades' resulting from recent grading on these lots was surveyed by the civil engineer and the information is presented on the As-Graded Geologic Map, Figures 2 through 7. Fill Materials and Placement Procedures The on-site fill materials generally consisted of silty to clayey sands and mixtures of gravel and boulders generated from excavations and/or blasting operations in granitic rock. Materials consisting Project No. 06442-32-13 - 3 - December Ii, 2007 - of sandy clays stockpiled on Lot 14 subsequent to completion of Phase 1 grading operations were also placed as fill to achieve design grades. The on-site materials ranged in size from 6-inch minus to 12-inch minus soil fill with appreciable fines to soil-rock fills generally containing considerable amounts of fines and a maximum particle dimension on the order of 2 to 4 feet. In some instances larger rock fragments were individually placed with additional placement and compactive effort. The transition between fill classifications was gradational. With respect to fill placement, the procedures performed during grading of the site conformed to the recommendations contained in the geotechnical report dated October 21, 2004. Fill materials classified as soil and soil-rock mixtures were placed and compacted in layers throughout the site. Placement procedures for soil-rock fills consisted of spreading and compacting the materials with a Caterpillar bulldozer in 2- to 3-foot-thick lifts, or less. During placement of each lift, the fill was uniformly wheel-rolled and compacted with loaded rock trucks. Prior to compacting, these materials were flooded during spreading. Soil fills were placed in lifts no thicker than would allow for adequate bonding and compaction. The soil was moisture conditioned, as necessary, and mixed during placement. Field In-Place Density and Laboratory Testing During the grading operation, we observed compaction procedures and performed in-place density testing to evaluate the relative compaction of the fill material. We performed the in-place density testing in general conformance with ASTM Test Method D 2922-05 (nuclear). Results of the in-place dry density and moisture content tests are summarized on Table I. In general, the in-place density test results indicate the fill has a relative compaction of at least 90 percent and an appropriate moisture content at the locations tested. The approximate locations of in-place density tests are shown on the As-Graded Geologic Map, Figures 2 through 7 (map pocket). We performed laboratory testing on samples of material used for fill to evaluate moisture-density relationships, optimum moisture content and maximum dry density (ASTM D 1557-02) and shear strength (ASTM D 3080-04). Additionally, laboratory testing was performed on samples collected at finish grade to determine their expansion potential (ASTM D 4829-04) and water-soluble sulfate content (California Test No. 417). Results of the laboratory tests are summarized on Tables II through V. Slopes In general, cut and fill slopes were constructed at design inclinations of 1.5:1 (cut) and 2:1 (fill) (horizontal: vertical) or flatter, with maximum heights of approximately 55 feet. Several composite, fill over cut, slopes were constructed throughout the interior of the Phase 2 portion of the business park. The outer portions (the outer approximately 15 feet) of embankment slopes were constructed Project No. 06442-32-13 -4- December 11, 2007 with soil fill predominately consisting of 6 inch minus rock and occasional 12 inch minus material. In general, fill slopes were either over-filled and cut back or track-walked with a bulldozer during grading. Slopes should be planted, drained, and maintained to reduce erosion. Slope irrigation should be kept to a minimum to just support the vegetative cover. Surface drainage should not be allowed to flow over the top of slopes. During the grading operation, slopes exposing granitic rock were observed by an engineering geologist. Structural attitudes were measured and are presented on the As-Graded Geologic Map (Figures 2 through 7). For purposes of this report, only selective measurements are shown that depict the general conditions. Cut and fill slopes within the Phase 2 portion of the development, from a geotechnical standpoint, are considered grossly stable. Canyon Subdrains Canyon subdrains were constructed during this recent phase of grading and surveyed by the project civil engineer. Subdrain locations are presented on the As-Graded Geologic Map. Canyon subdrains consisting of 6-inch perforated, PVC pipe encapsulated in 3%-inch gravel and wrapped in filter fabric (140N or equivalent) were placed at the base of the remedial excavations where a depression occurred in the bedrock topography. The final segment of subdrains, or where subdrains dalighted into fill, consisted of non-perforated drainage pipe. Permanent subdrains were connected to previously placed subdrains or empty into open space. Permanent subdrain outlets emptying into open space were provided with rip-rap to protect the end of the pipe from damage or burial. Subdrains that will require extension during future Phase 3 grading operations were provided with a PVC pipe riser to facilitate locating the end of the systems. Finish Grade Soil Conditions Observations and laboratory test results indicate that prevailing soils randomly sampled (Lots 13 through 22 and 27) at finish grade have an Expansion Index (El) ranging from 0 to 2 and are classified as having a "very low" expansion potential (El of 20 or less) as defined by the California Building Code (CBC) Table 18-I-B. The expansion condition for Lots 23 through 25 (graded to an interim condition) will be provided upon completion of future Phase 3 grading. Table IV presents the results of the expansion classification for the prevailing soils at finish grade. Previous and recent grading has resulted in compacted fill and granitic rock at grade throughout the Phase 2 portion of the Carlsbad Oaks North Business Park. The bedrock is limited to slope areas at the site. The pad portion of the lots and streets/parkways exposing bedrock were undercut at least 5 feet and 8 feet, respectively, and replaced with properly compacted fill. The areas that have been undercut are annotated as Quc on the As-Graded Geologic Map. Project No. 06442-32-13 -5- December 11. 2007 Undercut areas were capped with a 5-foot-thick soil fill predominately consisting of 6-inch minus material. Rock fragments larger than 6 inches but less than 1.2 inches were placed to within 5 feet and 10 feet of finish grade within a compacted soil matrix in streets/parkways and pads, respectively. Rocks larger than 12 inches in diameter were placed at least 10 feet below finish grade or at least 3 feet below the deepest planned underground utility within soil, soil-rock, and rock fill. The presence of these materials should be considered if deep improvements are proposed (e.g., sewer lines, Storm drains). Although particular attention was given to restricting oversize rock placement to the criteria described above, some oversize rock could be present in the upper portions of the fill areas. The grading performed is considered to be in substantial conformance with our recommendations. Corrosion Samples obtained for expansion testing were also subjected to water-soluble sulfate testing to assess whether the soil contains high enough sulfate concentrations that could damage normal Portland cement concrete. The results of the tests indicate a negligible sulfate rating based on Table 19-A-4 of the CBC. Guidelines presented in the CBC should be followed in determining the type of concrete to be used. 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 (e.g., addition of fertilizers and other soil nutrients) may affect the concentration. Table V presents the results of the water-soluble sulfate tests. Geocon Incorporated does not practice in the field of corrosion engineering. Therefore, it is recommended that further evaluation by a corrosion engineer be performed if improvements are planned that are susceptible to corrosion. SOIL AND GEOLOGIC CONDITIONS In general, the soil and geologic conditions encountered during grading were found to be similar to those described in the referenced project geotechnical report. The site is underlain by compacted fill soils (Qef, Qpf, and Quc) overlying Granitic Rock (Kgr). Bedrock is exposed at grade on cut slopes. The As-Graded Geologic Map (Figures 2 through 7) depicts the general geologic conditions observed. The figures have been annotated to show a general representation of the as-graded geologic conditions observed during grading. Geologic contacts should be considered approximate. A fault fracture was identified within the south facing cut slope located in the northwest corner of Lot 18. The approximate location of this feature is shown on Figure 3. The observed fault did not displace Holocene-age deposits (topsoil). No geologic conditions were observed during grading that would preclude the continued development of the lots. Project No. 06442-32-13 -6- December II, 2007 CONCLUSIONS AND RECOMMENDATIONS 1.0 General 1.1 Based on observations and test results, it is the opinion of Geocon Incorporated that grading, which is the subject of this report, has been performed in substantial conformance with the recommendations of the referenced project geotechnical report. Soil and geologic conditions encountered during grading that differ from those anticipated by the project geotechnical report are not uncommon. Where such conditions required a significant modification to the recommendations of the project geotechnical report, they have been described herein. 1.2 No soil or geologic conditions were observed during grading that would preclude the continued development of the property as planned. Based upon laboratory test results and field observations, it is our opinion that the fill soils within the subject lots and associated streets have generally been compacted to at least 90 percent relative compaction at the locations tested. 1.3 Lots 23 through 26 were graded to an interim configuration compared to the project grading plans. Future grading on these lots should be performed in conjunction with our geotechnical services. 1.4 No active seeps were observed during or upon the completion of grading. However, the geologic units have permeability characteristics and/or fracture systems that are conducive to water transmission, natural or otherwise (i.e., landscape), 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. 1.5 Excavations for fine grading and/or improvements, such as swimming pools, sewer lines, etc. that are advanced through the soil cap and/or into the underlying bedrock or oversize rock areas as previously discussed may encounter difficult excavation conditions due to the presence of intact rock and oversize rock within the fills. Very strong rock to fresh rock may require blasting to facilitate excavations. The potential for these conditions should be taken into consideration when determining the type of equipment to utilize for future grading or trenching operations. The oversize material may require special handling techniques and exportation. Project No. 06442-32-13 - 7 - December 11, 2007 1.6 References to the thickness or capping of pads are approximate and may be affected by subsequent fine grading to achieve proper surface drainage. 2.0 Retaining Walls and Lateral Loads 2.1 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 with a density of 35 pounds per cubic foot (pcf). Where the backfill will be inclined at no steeper than 2:1 (horizontal: vertical), an active soil pressure of 52 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 less than 50. For those lots with finish grade soils having an Expansion Index greater than 50 and/or where backfill materials do not conform to the above criteria, Geocon Incorporated should be consulted for additional recommendations. 2.2 Unrestrained walls are those that are allowed to rotate more than 0.001H (where H equals the height of the retaining wall portion of the wall in feet) at the top of the wall. Where walls are restrained from movement at the top, an additional uniform pressure of 7H psf should be added to the above active soil pressure. 2.3 All retaining walls should be provided with a drainage system adequate to prevent 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, etc.) is not recommended where the seepage could be a nuisance or otherwise adversely impact the property adjacent to the base of the wall. The above recommendations assume a properly compacted granular (Expansion Index less than 50) backfill material with no hydrostatic forces or imposed surcharge load. If conditions different than those described are anticipated, or if specific drainage details are desired, Geocon Incorporated should be contacted for additional recommendations. 2.4 In general, wall foundations having a minimum depth and width of one foot may be designed for an allowable soil bearing pressure of 2,000 psf, provided the soil within 3 feet below the base of the wall has an Expansion Index of less than 90. 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. 2.5 For resistance to lateral loads, an allowable passive earth pressure equivalent to a fluid with a density of 300 pcf is recommended for footings or shear keys poured neat against Project No. 06442-32-13 - S - December 11. 2007 properly compacted granular fill soils or undisturbed natural soils. The allowable passive pressure assumes a horizontal surface extending at least 5 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. An allowable friction coefficient of 0.4 may be used for resistance to sliding between soil and concrete. This friction coefficient may be combined with the allowable passive earth pressure when determining resistance to lateral loads. 2.6 The recommendations presented above are generally applicable to the design of rigid concrete or masonry retaining walls having a maximum height of 8 feet. In the event that walls higher than 8 feet or other types of wails are planned, such as crib-type walls, Geocon Incorporated should be consulted for additional recommendations. 3.0 Drainage 3.1 Adequate drainage provisions are imperative. Under no circumstances should water be allowed to pond adjacent to footings. The building pads should be properly finish graded after the buildings and other improvements are in place so that drainage water is directed away from foundations, pavements, concrete slabs, and slope tops to controlled drainage devices. 4.0 Update Geotechnical Report 4.1 An update geotechnical report presenting fine grading recommendations and geotechnical design criteria for the ultimate development of the individual lots should be prepared by Geocon Incorporated once fine grading plans have been prepared. LIMITATIONS The conclusions and recommendations contained herein apply only to our work with respect to grading and represent conditions at the date of our final observation of grading operations on August 31, 2007. Any subsequent grading should be done in conjunction with our observation and testing services. As used herein, the term 'observation" implies only that we observed the progress of the work with which we agreed to be involved. Our services did not include the evaluation or identification of the potential presence of hazardous materials. Our conclusions and opinions as to whether the work essentially complies with the job specifications are based on our observations, experience and test results. Due to the inaccuracies inherent in most field and laboratory soil tests, and the necessary assumption that the relatively small soil sample tested is representative of a significantly larger Project No. 06442-32-13 - 9 - December II. 2007 volume of soil, future tests of the same soil location or condition should not be expected to duplicate specific individual test results of this report. Subsurface conditions, and the accuracy of tests used to measure such conditions, can vary greatly at any time. We make no warranty, express or implied, except that our services were performed in accordance with engineering principles generally accepted at this time and location. We will accept no responsibility for any subsequent changes made to the site by others, by the uncontrolled action of water, or by the failure of others to properly repair damages caused by the uncontrolled action of water. It is the responsibility of Techbilt Construction Company to ensure that the information and recommendations contained herein are brought to the attention of the architect and engineer for the project, are 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. Recommendations that pertain to the future maintenance and care for the property should be brought to the attention of future owners of the property or portions thereof. The findings and recommendations 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. Should you have any questions regarding this report, or if we may be of further service, please contact the undersigned at your convenience. Very truly yours, GEOCON INCORPORATED Emilio Alvarado RCE 66915 2f Troy K. Reist CEG 2408 '00e David B. Evans CEO 1860 !? r No 66915 b1 Exp.0913&V8 t CIM k~~ ~CW& EA:TKR:DBE:dmc VO trw No. 2409 TR iDl CERI1FIED I—I I * ENGlNEpj * (p GEOL0GJ . \_' \V NPE (8/del) Addressee (3/del) Carlsbad Oaks North Business Park - Job Site Attention: Mr. Fran Richmond Project No. 06442-32-13 -10- December 11, 2007 , -L';•t 1VA*' ', -. -i_fr - U r -r' • k 'I. -- ..2 OG :1 •• •: /.,' -'-... ••.. - slap. A' T IZ ' \t' :'; '1 - • .1 4 r I II R •.4p4' '..- 3 ---5 - . . no. . "4 .• c •_. .. . : tsrg nt A .1UL IIA0I --.& - '1• tl _I5'.. 2 ÔZicp I '! • DR ______ (4 pc& _A 4 JI - 5- -- - o Ogg - vi- - in vEysIoI; .- L ------- cc .... AV tj Al. AItwat 4CT .l C SEE R SOURCE: 2007 THOMAS BROTHERS MAP SAN DIEGO COUNTY. CALIFORNIA MAP@ RAND MCNALLY. R.L074-62. REPRODUCED WITH PERMISSION IT IS UNLAWFUL To copy OR REPRODUCE ALL OR ANY PART THEREOF, NO SCALE WHETHER FOR PERSONAL USE OR RESALE. WITHOUT PERMISSION' GE000N 0 INCORPORATED GEOTECHNICAL CONSULTANTS 6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121- 2974 PHONE 858 558-6900. FAX 858 558-6159 EA/ RA DSK!GTYPD VICINITY MAP CARLSBAD OAKS NORTH BUSINESS PARK, PHASE 2 CARLSBAD, CALIFORNIA DATE 12-11 -2007 PROJECT NO. 06442 -32-13 1 FIG. 1 1111 1 : I I' 1 SPA CLE (00 i 15 F EF 67 . .. ...... SHE NO SCALE ET INDEX 44 -441 45 F4 3 97 440 43 .FG_509 r131 92 I5 127 5 46 \\.161 162 1/ 405 Q uc I 129 66 38 UJ 79 FG WIT 65 403 76 LL TEF I / I - - I / Qcf I - •ST - W SCALE 1 = 50 402 / 358 SUBDRAJN OULET PROVIDED / V - •82 52 F C 1 80 •124 34 wU GEOCON LEGEND 27 0 I 8 83 _ 1 Qcf ........ COMPACTED FILL STA QUC ........ COMPACTED FILL IN UNDERCUT AREA a3700 N - 1/339 / I •ST 7 Nil N •27 'N •FG548 r 390-___ 9 54- 56 -21 i_i1 _ Qpf ........ PREVIOUSLY PLACED FILL (Dotted Where Buried; \ / .29 . N / - / / \ 1 - - / y / \ / See Geocon Report Dated 08-30-2006, Project No. 06442-32-04A) N N cf -- - -- 'k' / 7 - T / - ---] / .,/ - Kgr GRANITIC ROCK (Dotted Where Buned) ... 0 ....... APPROX. LOCATION OF IN-PLACE DENSITY TEST 357 369 6~03 ....... APPROX. LOCATION OF SUBDRAIN PLACED DURING RECENT GRADING QCf APPROX. LOCATION OF EXISTING SUBDRAIN 33 N \ N I 3300 >< / A N 21 LOT 23 on I 448 182 / /o0.85 2< \ 19i '98 - t A =s6Er =: 358 oul NOT TO FINAL I N LOT 24 : -, - - — •23 I / I / - 1 328 1 APPROX.ELEVATION AT BASE OF FILL I 88 1 NOT TO FINAL GRADE / 62 3 N. / - 1 368 1 - / \ \ N • 2-j j I 3 STRIKE AND DIP OF JOINT 24 35 I 1 369 1 499 si N- N 3 5 1 / - / / / - I // / ç & 1\ .89 -INACTIVE FAULT/FRACTURE 523 / .502 7 31 — - / / / 87 - /" 40 /',7,' / // /'g, , N - (Dotted Where Concealed Queried Where Uncertain) 1 \ Il_a — - -_- / I / '7 // 0 // - / • _ APPROX. LOCATION OF GEOLOGIC CONTACT (Dotted Where Burled Queried Where Uncertain) It 361 j61 38 3080 6 - \ 1 581 _1- // - / / // 6 • A -- N - - LOT NUMBER UNFINISHED PAD PORTION OF LOTS 23 AND 24 CURRENT SURFACE ELEVATION OF FILL FOR 580 4Z, 389 392 24 542 RA 340 DING 7/./f... I //) // / PVCISERSPROVIDED AT INTERIM TERMINUS /Of SUBDRAII4S SUBDRMNS SHOULD BE EXTENDED DURINGFUTIJRE PHASE 3 GRADiNG ii CARLSBAD OAKS NORTH, PHASE 2 / CARLSBAD, CALIFORNIA 84 GEOCON SCALE 1" = 50' 12-11 -2007 2-11 - 2007 INCORPORATED PROJE NO. 06442-32-13 FIGURE t / / --/ / / / / - 1 - GEOTECFINICALCONS(JLTANTS •j / / 7 / - - - 1 / / / / - - - - - 69ÔOFLANDERSDRIVE SAN DEGO, CALIFORøA92121 2974 - / 7 / I - - PHONE 858558-6900. FAX 858 558-6159 SHEET 1 OF SEE FIGURE 5 I II —Th'. AP 5P,4 CE 23 27 13 EE EF -Er \0F GRADING LIMITS F E FE L —520 Ff --_____ x 2 216 87 1:1t 7 217 490 439 -: j9() / 218\ \ N LZQJ \ N T_J X/f/'/ /1 " SHEETINDEX - H / T-241 I 4 / / \ QIq 215 I \ / NO SCALE 08 - X FG-350 N ___ / 1 557 210 92 •FG-553 45 147 T37 \2 43 f87 -242 481 507 133 .224 .261 FG,348 j J 213 44 35 166 43 266 554 0 134 '7 148 FG /432\ - 214 - // / I' / / / / / // / T-_-1_4! / / - •__ .- 1 T 1T_5t55_ - I / - / •223 '140 I //1 / / I • 423 / 50 / STtiø / / S1512_... / / ST 211 / / / _____ ST-504 ,. / / i .15 / 20 / / - / / zo 422 6 482 S__ 0 •S iS / ' .//:J •.. N- / 4 / / // / 120 / / :. 455 / / _____ 477 - /7 _34 35 WHIP, AlL LOOP L4j 14781 •425 0 — 4 - / / / p456 / - L443 1 1 I 52 4Qt1c 44 4J LL 397 40 i I TØjic --.---------- w SCALE 1 = 50 '-Quc::N /, 1 4,17 82 :- -I\::-I:H --':' ...•.._ -53 -k-- GEOCON LEGEND 479 13, 94 P389 •25 ØPF/7 1,<,-_ _76I2t b05 / 1 i \/230. QUC ........ COMPACTED FILL IN UNDERCUT AREA /•F346 J 410 I I' N / /233 / / 0196/ •F516 FG345 1 /// / 84 / 384/ / - / PREVIOUSLY PLACED FILL (Dotted Where Buned V 219 / I • / 1 - - // / •• See Geocon Report Dated 08-30-2006 Project No 87 ' 75 172 179 -0/ - zf / / / : I LI'C /\ / / ;.•.. -' 06442-32-04A) / 156 7//0 I4oj N 17 / I \/ ------ __/ // ,3 Kgr GRANITIC ROCK (Doffed Where Buried) 01 3 - x V I 22 / / // \ / / // ! I I I / I I / / / V — - 1 - - — / / / APPROX. LOCATION OF IN-PLACE DENSITY TEST - LLJ / /1 / 449 / / / / FG-469 / - ,/ •FG 514 FG Finish Grade 397 1930 do ........ APPROX. LOCATION OF SUBDRAIN PLACED DURING 39 0 itRECENT GRADING i 391 ....... APPROX. LOCATION OF EXISTING SUBDRAIN 495 .91 \ / - \ • 400 I ' /, 'Que - i- ' ' / • / I 1 / 1 A / / - / / FG PLACED DURING PHASE I GRADING (See Geocon / • •-• • - -_ S. - / / / Il 1 / // / j I / L Report Dated 08-30-2006 Project No 06442-32-04A) 174 -178 26 480 ........ APPROX. ELEVATION AT BASE OF FILL p382 - 5/ 1 I - 5 5/ / 234 ,,SS/ 23 —31 378 35 47' -89 20 / - - - - F47, G I 430 1 7,/1072 343 I I 1J 1 / / / / / \\ - / 4/i - •.• S 5 INACTIVE FAULT/FRACTURE 334 / / V / - / v (Dotted Where Concealed Queried Where Uncertain) 48 WG-468 (Doffed Where Buried; Queried Where Uncertain) ........ APPROX. LOCATION OF GEOLOGIC CONTACT 2321 3:Z Cf 1b, IQ 479 --------- 69 FG S-- ;I;~S39 , 3 ---5--- I 7-LIMITS -- 7' /'OF/GRADING / _ 14) UNFINISHED PAD PORTION OF LOTS 23 AND 24 _ • 197 / / / N 1476 1 386 3j3 428 •22i VS /S. / \\ / / 0/ _____ 478 / / I / / .383 / •381 72 555 / 7. 65 S 73 — C / - / - --- // - - - - --=----------- - --. 7 _i-_ o 445 AAG 433 45 445 QUI rn1 - [4 056 / ' -S I • • - CARLSBAD OAKS NORTH, PHASE 2 W17 Cf SCALE DATE 44 490 GEOCON 449 INCORPORATED PROJECT NO.06442 -32 - 13 flGURE / I. 696O FLANDERS DRIVE - SAN DEGO,CAL1ORr4A92121-2974 3 63 /. N -' \ N 555555\555\ 61 / N 5 \/\ / 5 55 -S 1/55/ - PH0NE858558-6900-FAX858558-6159 SHEET 1 OF AS-GRD MS/DWG ott I-I(.UI-ct 0 \ -- 4 ) @N SHEET INDEX NO SCALE N X ,262 / / .F '552 / / .FG66 / / -_ FG65 UC N N N / / SCALE 1" = 50 - - - - - -, - - / / ,/ - -, / / / ,- // / - - - - - -- -- ', - . • / -' - - - - -' - - - - / - / -- / - 415 424 -488 F-462 / 487 87 Quic 6 1-7 -- / 9 GEOCON LEGEND 20 F67 / N Qcf cf OP03 Q1 4 543 / - 476 / r.427 / N >2 \ / L J •305 I 41 '1 / N / - Quc COMPACTED FILL IN UNDERCUT AREA X N t - -- N- N N • i / N PREVIOUSLY PLACED FILL (Dotted Where Buried; _________ See Geocon Repo Dated 08-30-2006, Project No _31 9 463 / - 'N' , / / N N N - 45'N 1 457 1 301 • /3 3/ Kgr GRANITIC ROCK (Doffed Where Buned) / i •s• - - - 4 's / -- 'N - 'N 48 N - / - - -- / -3 no - / N / / / 309 -'N - '- N / N / 559 ______ - / , - 3 'N '• -- / /\/ // // - -' -'i/ / S 0. ...... APPROX. LOCATION OF IN-PLACE DENSITY TEST S3 N / / / FG Finish Grade x - - ,-- 'N , - / -_, -: , - - ST .... Slope Test -- - - - 272 _J --' _/''S 'N - N 4--'.......... APPROX. LOCATION OF SUBDRAIN PLACED DURING tI RECENT GRADING 273 15 x 449 .... APPROX. LOCATION OF EXISTING SUBDRAIN _QUC" 'N,_ - - PLACED DURING PHASE I GRADING (See Geocon 08 WG-463 10308A Report Dated 08 33 .......-APPROX. ELEVATION OF SUBDRAIN , 20 - - - 3 -30-2006, Project No. 06442-32-04A) 2 N / N N L31 .APPROX ELEVATION AT BASE OF FILL 304 78 278A 271, 4 - - N - •271A 35 INACTIVE FAULT/FRACTURE tt aled; Queried Where Uncertain) I '317 0277A 364 / / / _W_I - APPROX. LOCATION OF GEOLOGIC CONTACT -428 ,y - , N N — - N - - / / / (Dotted Where Buded Queried Where UnceaIn) 5 428 - < LOT NUMBER ', / - N - /I/7 /''/N/ - / / / / N - _____ 06 N 310 I / - N 375) CURRENT SURFACE ELEVATION OF FILL FOR / // 3 / N _ 5 N N N 'N N 00 S 39 / 0 0 - - 'N N N ' UNFINISHED PAD PORTION OF LOTS 23 AND 24 -- - // 'FG-51' /' N' / 57 - 3 N — - ,'\N 'N --N - NN 450/1/ ft 7 / --- N, - N IIA -/ S3029'N •ST 37 / - 295 / oe - I 4 / 5288 4'] N 4231 ST-4 4311 - 289 •S 498 / / N /381 . - / •S,2o / - -.---- - N- N 'NP' _7 ,,N\ NN / - N N 423 'N /S 7777 F __ N / 87 / /N1 N - 'N / / - N / - N - t t C p 4 r r ....... . .... . C-r 403 __4 88 AS GRADED GEOLOGIC MAP FG-482 _A CARLSBAD OAKS NORTH, PHASE 2 LIMITS CARLSBAD, CALIFORNIA 20 0260 / / / 'N N \ " N \ \ / • N N I N C 0 R P0 RATE D PROJECT NO.06442-32-13 MG N N N • N GEOTEa-NCAL CONSULTANTS __ / \, 'N • 'N 6960 FLANDERS DRIVE SAN DIEGO,CALIFORNIA 92121 2974 4 'N 401 1 N 250 N N I 44 N PH0NE858558-o900 FAX858558-6159 SHEET 1 OF 1 YN/06442-32-13/RANEA 6442 AS MAP/ -GRDl)WG =If -'%I i c: - SEE FIGURE 3 LN:N'T I •114 457 I -- U 101 / — , —— I ------------- ) 4) !J SHEET INDEX NO SCALE .63 l4bfl. ;-4 CT //I C u -'J'F477 / V 517 9 — - 17 - / /J13 383 L42 •386 / Q so 00 81 472 73 _ /7 will 0 "Pf7I ID UC //\\ 446 - 62 T9 I / •56/" "FG563 / \, G 564 ' \2O FG65 \ 1 445 - '. 490 — 449 16 - - -- - - -1 FUTURE - - -- --- -1- PHASE 3 GRADING / - I - - - ,/ VV1ftLV1' F446 I 44=7 "let//' ( / lk -/ V) /;/V.I UJ 64 Qtic STA 45 r 449 LL 14 LU Cf co ,166 /. / / / . - / ' /' / • //// // /\ \.#' / 1 ' - -- - - - - / / - / / / -- -'ø - 1 1 1 /? •b *Y / /M / II -., f - / f \ \ - 14481 V) 59. j • • / / // \ \ U C // /// j 1 / // / • I 437 I • • .01P '\ SCALE 1 50' Q ,,rl " Kgr 474 60 / / — / // •• / / //l / I 4O5 / / / • H N./ / . / ////// / I/T N ii I / / / / I / •. ø / ,.F // / //t/\ I GEOCON LEGEND G-573 / •. \ •54 F' Quc ij >< S - - — — V - / / •. / I, / / / / / / 75 / COMPACTED FILL 71, r 44. 1 QUC ........ COMPACTED FILL IN UNDERCUT AREA - - - '- \ \ I / I • _>' I '48 1/ / / 35 • / / '/ / / / / 1 . I FG-57 - \ ///j -: /\ y '7 , V Qpf ........ PREVIOUSLY PLACED FILL (Dotted Where Buried; — -- \\ S-V / - / / • /// / / / / / \. I / See Geocon Report Dated 08-30-2006, Project No WUC / / / — • / // V // / // / / / / / / / / 06442-32-04A) 070 /08 / / .• 144Q I - V .//,/ //2///,/I2//'f 0 1 Kgr GRANITIC ROCK (Doffed Where Buried) — - I I — / - • I 1/ — 7/'//,/,/'/ -VIIV//////7/// IV' 1 / '' 0 APPROXLOCATIONOFIN -PLACEDENSITEST ........ APPROX. LOCATION OF SUBDRAIN PLACED DURING RECENT GRADING PHASE 1 GRADING ....... APPROX. LOCATION OF EXISTING SUBDRAIN SEE REFERENCED REPORT DATED AUGUST 3O 2006 - -* _- -- - —- — '- A --- -- V -Ix - -. . LT+&:V • PLACED DURING PHASE I GRADING (See GeOCOn - --- — - - ---- — - -- -- -__400 V,. - - / - - I •• ---------/•ö A RepoDated030-2006,ProjectNo.06442324A) N---- :- -- - --. — ___ _6 PPROX.ELEVATIONOFSUBDRN -- - // - / — V• APPROX. ELEVATION AT BASE OFFILL EPHASE2GD1NG V — — -V - / // / — 37 STRIKE AND DIP OF JOINT DING PHASE I :_- .?... INACTIVEFAULT/FRACTURE ST SEE RE FERENCED3 0 REPORT I — V (Dotted Where Concealed Queried Where Uncertain) , 2006 DATED AUGU APPROX. LOCATION OF GEOLOGIC CONTACT (Dotted Where Buried; Queried Where Uncertain) -383 -- NS \ LOT NUMBER CURRENT SURFACE ELEVATION OF FILL FOR UNFINISHED PAD PORTION OF LOTS 23 AND 24 351 i.S - :RiS1LEI: GEOLOGIC MAP All CARLSBAD OAKS NORTH, PHASE 2 346 CARLSBAD, CALIFORNIA - — - — V / // / ----- — V — -- / -GEOCON __J - — - / I - - SCALE 1"=50' 12-11-2007 DATE PROJECT NO 06442 — 32 — 13 FIGURE GEOTEa-ftICALCONSUITANTS 696O FLANDERS DRIVE SAN DIEGO, CALIFORNIA 92121- 2974 PHON€858558-6900- FAX 858558-6159 SHEET 1 OF I YJO442-32-l3/RA/A_6442AS-GRDMAP/DWG SEE FIGURE 4 /4 77/ flP J* ° I) e oo — I ' /295 \H ___ •288 t42I - x 202 -298 430 289 ,S98 / - - 373 65 77~N N 42 25 3 1 26 1 87 - ',34o71 - -- / ------------- / / SHEET INDEX 488- NO SCALE 407 WA -00 IMITS 0260 400F c 20 3 153 F40 5f xt --237- ST- ;0 U - - - 12 280 • T. 20i \\ •252/c:::I * - ST I / / / // - — - - - • \ \ 389 - 21 \ / ///' ,Qu c' 00J // 4o6 - - - \ 1.. - / - - 14 ExlSTINGsuBDRA1396 N - -!J \. • // - jk4 •11 / / - / 0 40 X / / I 239 409, 50 34 SCALE 1 = 50 __ ;f ff536 ,1 35 = -/ • ::-- /•152 7 / 412 / •' A 244 24 X x C - / Qcf •256 •238 / is4' \ '?Ut / 1 / 1' 8j-3 54/ 1 4'bo,f ,y "-- I A // =r / •,/ - GEOCON LEGEND 040 COMPACTED FILL IN UNDERCUT AREA Qpf ........ PREVIOUSLY PLACED FILL (Doffed Where Buried; -30-2006, Project No. 399 92 Kgr ........ GRANITIC ROCK (Doffed Where Buried) ~q 402 ro I r3751 N / / 1--- APPROX LOCATION OF IN-PLACE DENSITY TEST ST SiopeTest ........ APPROX. LOCATION OF SUBDRAIN PLACED DURING RECENT GRADING 460 ........ APPROXLOCATION OF EXISTING SUBDRAIN PLACEDDURINGPHASEIGRADING(SeeGeocon 88v A ReportDated08-30-2006,ProjectNo06442-324A) APPROX ELEVATION OF SUBDRAIN - — - -- - - _- - \ X - - - - - - /I / /1 - / / ; i. / ........ APPROX. ELEVATION AT BASE OF FILL E2GRADING - -- - - 35 _ii_ ----- - ---- - 37'r. STRIKE AND DIP OF JOINT — :__2--.-- - - A -, /-- FERENCED REPORT -- - - - - 322 / 1 / S.. • •uu. INACTIVE FAULT/FRACTURE AUGUST 30,2006 ._- - -- - = -- - - - --------------.-- - (Dotted Where Concealed; Queried Where Uncertain) ..APPROX.LOCATION OF GEOLOGIC CONTACT (Dotted Where Burled; Queried Where Uncertain) — -- -- - - - : - - - -- - () LOT NUMBER - - - - - - - -- - CURRENT SURFACE ELEVATION OF FILL FOR -- - --- -- - x 1 UNFINISHED PAD PORTION OF LOTS 23 AND 24 - - -- -- - .-- --_ - --- - X N x >< - I - - - - - - - AS - GRADED GEOLOGIC MAP CARLSBAD OAKS NORTH, PHASE 2 db CARLSBAD, CALIFORNIA SCALE 111 50, DATE 12-11 -2007 GEOCON - -- -- - -- - _. - - '- '- INCORPORATED . PROJECT NO 06442-32- 13 FIGURE GE0TECHIICAL CONSULTANTS 6960 FLANDERS DRIVE SAN DIEGO CALIFORNIA 92121 2974 - - - - - - / - -- -- - -. .— - - PHONE8585589O0- FAX 858558159 SHEET I OF I Y106442-32-3/RAJEA6442A5-GRDMAP/DWG TABLE I SUMMARY OF FIELD DENSITY TEST RESULTS Elev. Plus Field Field Field Reqd. or 3/4" Dry Moist. Re!. Re!. Depth Curve Rock Dens. Cont. Comp. Comp. Test No. Date Location No. (9'c) (pci) (%) (SI) (Si) I 02/09/07 W of Whiptail Loop 24+30 338 2 02/09/07 W of Whiptail Loop 24+50 340 3 02/13/07 Lot 25 350 4 02/13/07 Lot 25 353 5 02/13/07 Lot 25 - 7 - 6 02/13/07 Lot 25 363 7 02/14/07 Lot 25 365 8 02/14/07 Lot 25 360 9 02/16/07 Slope between Lots 14/16 459 10 02/16/07 Slope between Lots 14/15 460 Il 02/20/07 Lot 14 420 12 02/20/07 Lot 14 424 13 02/20/07 Lot 14 429 14 02/21/07 Lot 14 433 15 02/21/07 Lot 14 438 16 02/21/07 Lot 14 . 435 17 02/21/07 Lot 27 380 18 02/27/07 Whiptail Loop 27+50 380 19 02/27/07 Lot 22 380 20 03/01/07 Lot 14 450 - 21 03/01/07 Lot 14 442 22 03/01/07 Lot 14 447 23 03/02/07 Lot 23 384 24 03/02/07 Lot 22 387 25 03/02/07 Whiptail Loop 28+00 386 26 03/02/07 Lot 22 390 27 03/02/07 Lot 22 387 28 03/05/07 Lot 22 394 29 03/05/07 Lot 22 394 30 03/05/07 Lot 27 385 31 03/07!07 Lot 25 368 32 03/07/07 Lot 25 384 33 03/07/07 Lot 25 386 34 03/08/07 Lot 27 398 35 03/08/07 Lot 27 395 36 03/08/07 Lot 27 379 37 03/08/07 Gazelle Court 11+10 368 38 03/09/07 Whiptail Loop 26+40 353 39 03/09/07 Whiptail Loop 27+00 360 40 03/09/07 Lot 25 370 41 03/09/07 Lot 25 369 42 03/12/07 Lot 25 371 43 03/12/07 Gazelle Court 10+60 365 44 03/12/07 Lot 25 370 45 03/13/07 Lot 25 378 3 0 116.9 8.2 90 90 3 0 117.4 7.4 91 90 1 0 121.2 7.1 91 90 3 0 119.2 8.0 92 90 1 0 120.2 7.6 90 90 1 0 121.4 6.9 91 90 3 0 119.0 7.7 92 90 1 0 120.4 8.2 90 90 1 0 121.2 7.5 91 90 I 0 120.7 7.7 91 90 1 0 123.7 8.9 93 90 1 0 122.4 9.5 92 90 1 0 120.0 7.4 90 90 2 0 124.5 7.5 92 90 2 0 121.5 8.4 90 90 2 0 121.7 8.0 90 90 1 0 120.9 7.5 91 90 3 0 118.9 9.5 92 90 3 0 118.3 9.3 91 90 3 0 116.8 9.0 90 90 3 0 117.1 ------------------------------------------------------------------------ 8.9 90 90 3 0 117.8 9.4 91 90 1 0 123.7 6.9 93 90 1 0 120.0 6.8 90 90 1 0 122.9 7.0 92 90 1 0 120.4 7.4 90 90 1 0 120.9 7.3 91 90 1 0 124.2 7.5 93 90 1 0 120.0 6.9 90 90 1 0 120.5 7.5 90 90 3 0 117.6 9.3 91 90 3 0 119.3 9.3 92 90 3 0 116.9 9.0 90 90 3 0 120.4 9.7 93 90 3 0 116.8 8.9 90 90 3 0 121.1 10.1 93 90 3 0 117.1 9.5 90 90 2 0 124.4 6.9 92 90 2 0 121.5 7.5 90 90 2 0 125.7 8.8 93 90 2 0 123.8 7.9 92 90 2 0 121.5 7.5 90 90 2 0 126.5 7.0 94 . 90 2 0 123.0 7.5 91 90 2 0 121.8 7.3 90 90 Project No. 06442-32-13 December 11. 2007 TABLE I SUMMARY OF FIELD DENSITY TEST RESULTS Elev. Plus Field Field Field Reqd. or 3/4 Dry Moist. Rd. Rel. Depth Curve Rock Dens. Cont. Camp. Comp. Test No. Dare Location (ft) No. /(j I C A '.\ ( (.j (ci 0 '0' I.G 46 03/13/07 Gazelle Court 11+50 376 2 0 125.5 7.9 93 90 47 03/13/07 Gazelle Court 12+30 382 2 0 122.5 7.5 91 90 48 03/14/07 Lot 27 390 1 0 123.6 8.0 93 90 49 03/14/07 Gazelle Court 12+90 389 3 0 116.9 9.2 90 90 50 03/14/07 Lot 27 386I 0 123.2 7.0 92 90 51 03/15/07 Lot 22 395 1 0 118.6 4.9 89 90 51 03/15/07 Lot 22 395 1 0 121.6 7.3 91 90 52 03/15/07 Lot 22 400 1 0 117.7 5.0 88 90 52A 03/15/07 Lot 22 400 1 0 120.0 7.4 90 90 53 03/15/07 Lot 27 390 1 0 121.0 7.2 91 90 54 03/16/07 Lot 14 445 1 0 122.9 7.7 92 90 55 03/16/07 Lot 14 447 1 0 120.0 7.5 90 90 56 03/16/07 Lot 14 446 1 0 120.4 6.9 90 90 57 03/16/07 Lot 14 451 1 0 121.3 7.3 91 90 58 03/19/07 Lot 14 451 1 0 122.8 7.4 92 90 59 03/19/07 Lot 14 452 1 0 120.0 6.9 90 90 60 03/19/07 Lot 14 450 1 0 122.3 7.0 92 90 61 03/19/07 Lot 14 450 1 0 121.6 7.2 91 90 62 03/19/07 Lot 14 452 3 0 117.8 9.2 91 90 63 03/20/07 Lot 14 448 3 0 119.7 8.7 92 90 64 03/20/07 Lot 14 451 3 0 122.0 9.0 94 90 65 03/20/07 Lot 21 410 1 0 121.6 7.0 91 90 66 03/20/07 Lot 21 416 1 0 120.2 7.3 90 90 67 03/20/07 Lot 14 449 1 0 122.4 7.7 92 90 68 03/21/07 Lot 14 451 I 0 120.0 6.9 90 90 69 03/21/07 Lot 14 451 1 0 121.3 8.4 91 90 70 03/21/07 Lot 14 450 1 0 120.4 9.1 90 90 71 03/22/07 Lot 14 448 1 0 124.2 6.9 93 90 72 03/22/07 Lot 14 449 1 0 125.7 7.3 94 90 73 03/23/07 Lot 14 462 1 0 120.1 6.9 90 90 74 03/23/07 Whiptail Loop 33+50 396 1 0 123.0 7.2 92 90 75 03/23/07 Lot 27 393 1 0 120.5 7.0 90 90 76 03/27/07 Lot 22 391 1 0 120.4 7.5 90 90 77 03/27/07 Lot 22 398 1 0 122.6 6.9 92 90 78 03/27/07 Lot 22 400 1 0 125.8 6.8 94 90 79 03/27/07 Lot 22 403 1 0 125.3 7.7 94 90 80 03/27/07 Lot 22 402 I 0 123.7 7.3 93 90 81 03/27/07 Lot 21 420 I 0 120.0 7.0 90 90 82 03/28/07 Lot 22 406 1 0 121.0 8.4 91 90 83 03/28/07 Lot 22 404 1 0 124.5 7.7 93 90 84 03/28/07 Whiptail Loop 23+90 345 1 0 121.0 8.4 91 90 85 03/28/07 Whiptail Loop 28+00 375 1 0 124.0 7.5 93 90 S6 03/29/07 Whiptail Loop 28+90 - 379 2 0 128.4 6.9 95 90 87 03/29/07 Whiptail Loop 26+60 373 2 0 122.8 8.8 91 90 88 03/29/07 Whiprail Loop 24+40 358 2 0 125.5 7.9 93 90 Project No. 06442-32-13 December II. 2007 TABLE I SUMMARY OF FIELD DENSITY TEST RESULTS Elev. Plus Field Field Field Rcq'd. or 3/4 Dry Moist. Rel. Rel. Depth Curve Rock Dens. Cont. Comp. Comp. Test No. Date Location o) No. () (pct) (%) (%) (%) 89 03/29/07 Gazelle Court 12+10 90 03/30/07 Gazelle Court 13+25 91 03/30/07 Gazelle Court 11+30 92 03/30/07 Lot 21 93 03/30/07 Lot 21 94 04/02/07 Lot 21 95 04/02/07 Lot 27 96 04/02/07 Lot 27 97 04/03/07 Lot 27 98 04/03/07 Lot 27 9904/03/07 Lot 27 100 04/04/07 Lot 27 101 04/04/07 Lot 27 102 04/04/07 Lot 27 103 04/05/07 Lot 27 104 04/05/07 Lot 27 105 04/05/07 Lot 27 106 04/05/07 Lot 20 107 04/06/07 Lot 27 1 08 04/06/07 Lot 27 109 04/06/07 Lot 21 110 04/10/07 Lot 19 Ill 04/10/07 Lot 19 112 04/10/07 Lot 27 113 04/10/07 Lot 27 114 04/10/07 Lot 27 115 04/11/07 Lot 20 116 04/11/07 Lot 20 117 04/11/07 Lot 27 118 04/11/07 Lot 27 119 04/12/07 Lot 20 120 04/12/07 Whiptail Loop 34+10 121 04/12/07 Lot 27 122 04/12/07 Lot 27 123 04/12/07 Lot 27 124 04/13/07 Lot 21 125 04/13/07 Lot 21 126 04/13/07 Lot 21 127 04/13/07 Lot 21 128 04/13/07 Lot 21 129 04/13/07 Lot 21 130 04/16/07 Lot 20 130A 04/16/07 Lot 20 131 04/16/07 Lot, 20 131A 04/16/07 Lot 20 395 2 0 125.2 7.7 93 90 400 2 0 122.5 7.9 91 90 404 2 0 125.5 7.8 93 90 440 2 0 124.4 8.0 92 90 438 2 0 122.8 7.5 91 90 442 2 0 125.5 6.9 93 90 404 2 0 121.7 7.3 90 90 404 2 0 126.5 7.5 94 90 405 2 0 125.1 7.4 93 90 405 2 0 128.2 7.5 95 90 406 2 0 122.4 7.0 91 90 400 2 0 125.2 6.9 93 90 407 2 0 126.8 7.5 94 90 408 2 0 122.8 7.0 91 90 408 2 0 125.1 7.5 93 90 410 2 0 121.5 7.6 90 90 412 2 0 121.6 7.0 90 90 406 2 0 122.8 6.9 91 90 411 2 0 125.5 7.0 93 90 412 2 0 126.5 7.5 94 90 418 2 0 121.5 7.4 90 90 426 2 0 121.5 6.5 90 90 437 2 0 124.5 7.5 92 90 415 2 0 121.8 6.9 90 90 415 2 0 125.7 7.5 93 90 417 2 0 121.9 7.6 90 90 416 2 0 124.5 6.6 92 90 430 2 0 128.2 7.9 95 90 415 2 0 123.7 7.5 92 90 418 2 0 121.7 6.9 90 90 421 2 0 125.9 7.5 93 90 420 2 0 122.6 8.0 91 90 417 2 0 127.9 6.9 95 90 417 3 0 116.8 8.4 90 90 419 3 0 119.1 9.0 92 90 405 3 0 117.1 8.8 90 90 415 3 0 120.9 9.5 93 90 422 3 0 123.5 12.2 95 90 435 3 0 118.2 9.9 91 90 428 3 0 117.6 9.6 91 90 430 3 0 117.2 8.9 90 90 423 1 0 117.6 3.2 88 90 423 1 0 120.5 7.5 90 90 424 1 0 118.6 4.5 89 90 424 1 0 121.4 7.6 91 90 Project No. 06442-32-13 December 11. 2007 TABLE I SUMMARY OF FIELD DENSITY TEST RESULTS Elev. Plus Field Field Field Rcq'd. or 3/4" Dry Moist. Rel. Rd. Depth Curve Rock Dens. Cont. Comp. Comp. Test No. Date Location - / O• i r' j t r C / c, Ic., ci 1. o 132 04/17/07 Lot 20 436 3 0 119.5 9.0 92 90 133 04/17/07 Lot 20 436 1 0 123.0 7.3 92 90 134 04/17/07 Lot 20 438 1 0 124.0 7.4 93 90 135 04/17/07 Lot 20 438 I 0 120.1 7.5 90 90 136 04/18/07 Lot 19 456 3 0 119.7 10.4 92 90 137 04/18/07 Lot 20 443 I 0 126.4 7.5 95 90 138 04/18/07 Lot 19 443 1 . 0 122.6 7.3 92 90 139 04/20/07 Lot 19 447 1 0 122.4 8.0 92 90 140 04/20/07 Lot 19 451 1 0 120.1 7.7 90 90 141 04/20/07 Lot 19 456 1 0 120.4 7.5 90 90 142 04/20/07 Lot 19 459 1 0 122.6 8.1 92 90 143 04/23/07 Lot 19 462 I 0 123.6 7.7 93 90 144 04/23/07 Lot 19 462 I 0 120.0 7.9 90 90 145 04/24/07 Lot 19 466 I 0 125.6 7.4 94 90 146 04/24/07 Lot 19 468 1 0 121.0 8.0 91 90 147 04/24/07 Lot 19 469 1 0 122.9 7.5 92 90 148 04/24/07 Lot 19 470 1 0 121.2 7.6 91 90 149 04/25/07 Lot 13 374 3 0 120.2 9.5 93 90 150 04/25/07 Lot 13 372 3 0 116.8 11.1 90 90 151 04/25/07 Lot 13 380 3 0 117.8 10.3 91 90 152 04/25/07 Lot 13 377 3 0 117.1 10.7 90 90 153 04/25/07 Lot 13 387 3 0 119.1 11.4 92 90 154 04/25/07 Lot 13 366 3 0 122.0 10.9 94 90 155 04/25/07 Lot 27 419 3 0 120.2 9.7 93 90 156 04/25/07 Lot 27 . 418 3 0 117.8 10.4 91 90 157 04/25/07 Lot 27 420 3 0 121.9 11.3 94 90 158 04/25/07 Lot 27 419 3 0 119.3 10.7 92 90 159 04/25/07 Lot 27 420 3 0 117.9 11.4 91 90 160 04/27/07 Lot 21 434 3 0 117.1 10.7 90 90 161 04/27/07 Lot 21 433 3 0 117.5 11.0 91 90 162 04/27/07 Lot 21 435 3 0 121.5 11.2 94 90 163 04/27/07 Lot 20 446 6 0 121.9 8.5 92 90 164 04/27/07 Lot 20 422 6 0 119.0 8.7 90 90 165 04/27/07 Lot 20 440 6 0 119.4 9.7 90 90 ST 166 04/30/07 Lot 14 445 3 0 121.2 9.0 93 90 ST 167 04/30/07 Lot 14 433 3 0 119.5 8.8 92 90 ST 168 04/30/07 Lot 14 442 3 0 119.1 9.1 92 90 169 04/30/07 Lot 21 441 5 0 120.0 7.9 90 90 170 04/30/07 Lot 21 442 5 0 121.8 8.9 92 90 171 04/30/07 Lot 27 420 5 0 122.6 8.6 92 90 172 04/30/07 Lot 27 425 5 0 119.9 9.3 90 90 173 04/30/07 Lot 27 424 5 0 124.8 9.4 94 90 174 04/30/07 Lot 27 420 5 0 121.2 8.9 91 90 175 05/01/07 Lot 27 426 5 0 122.4 8.3 92 90 176 05/01/07 Lot 27 424 5 0 120.8 9.0 91 90 Project No. 06442-32-13 December II. 2007 TABLE I SUMMARY OF FIELD DENSITY TEST RESULTS Elev. Plus Field Field Field Reqd. or 3/4" Dry Moist. Rel. Rd. Depth Curve Rock Dens. Cont. Comp. Camp. Test No. Date Location No. (%) (pci) (%) (%) (%) 177 05/01/07 Lot 27 425 178 05/01/07 Lot 27 429 179 05/01/07 Lot 27 429 180 05/01/07 Lot 27 428 ST 181 05/02/07 Lot 22 395 ST 182 05/02/07 Lot 22 390 ST 183 05/02/07 Lot 22 397 184 05/02/07 Lot 20 445 185 05/02/07 Lot 20 442 186 05/02/07 Lot 20 447 187 05/02/07 Lot 20 449 188 05/03/07 Lot 20 449 189 05/03/07 Lot 20 449 190 05/03/07 Lot 20 451 191 05/03/07 Lot 20 453 192 05/04/07 Lot 15 448 193 05/04/07 Lot 15 454 194 05/04/07 Lot 15 459 194A 05/04/07 Lot 15 459 195 05/07/07 Lot 15 463 196 05/07/07 Lot 15 467 197 05/07/07 Lot 15 460 198 05/07/07 Lot 15 454 199 05/08/07 Lot 15 468 200 05/08/07 Lot 19 474 201 05/08/07 Lot 13 392 202 05/09/07 Lot 19 452 203 05/09/07 Lot 19 456 204 05/09/07 Lot 19 460 205 05/09/07 Lot 19 - - 460 206 05/09/07 Lot 19 464 207 05/09/07 Lot 19 465 208 05/10/07 Lot 19 472 209 05/10/07 Lot 19 474 210 05/10/07 Lot 19 476 211 05/10/07 Lot 19 477 212 05/10/07 Lot 19 478 213 05/10/07 Lot 19 478 214 05/11/07 Lot 19 483 215 05/11/07 Lot 19 484 216 05/11/07 Lot 19 476 217 05/11/07 Lot 19 482 218 05/11/07 Lot 19 480 219 05/11/07 Lot 27 431 220 05/11/07 Lot 27 432 5 0 121.8 8.5 92 90 5 0 123.4 8.9 93 90 5 0 119.6 9.3 90 90 5 0 124.4 8.5 94 90 1 0 121.5 7.0 91 90 1 0 119.8 7.6 90 90 1 0 123.1 7.3 92 90 5 0 119.6 8.7 90 90 5 0 121.8 8.9 92 90 5 0 120.0 9.2 90 90 5 0 125.1 9.4 94 90 3 0 117.1 9.2 90 90 3 0 119.7 9.1 92 90 6 0 120.6 8.7 91 90 6 0 119.1 8.8 90 90 1 0 120.0 7.4 90 90 1 0 120.8 7.0 91 90 1 0 117.6 4.5 88 90 1 0 121.2 7.5 91 90 1 0 123.6 7.7 - 93 90 1 0 120.0 8.0 90 90 1 0 125.0 7.9 94 90 1 0 120.5 7.5 90 90 5 0 126.2 9.2 95 90 5 0 120.8 9.0 91 90 6 0 122.7 8.3 93 90 4 0 119.2 9.9 92 90 4 0 121.4 9.5 94 90 4 0 116.6 10.2 90 90 4 0 J'1- 11.0 91 90 4 0 119.0 10.2 92 90 4 0 116.2 9.6 90 90 4 0 119.8 11.4 93 90 4 0 117.5 10.7 91 90 4 0 116.3 9.8 90 90 4 0 119.9 10.4 93 90 4 0 116.2 9.6 90 90 4 0 121.4 9.9 94 90 6 0 125.3 8.0 95 90 6 0 119.1 8.5 90 90 4 0 117.1 11.2 91 90 6 0 123.2 9.6 93 90 6 0 119.2 9.7 90 90 5 0 122.6 8.9 92 90 5 0 119.6 8.7 90 90 Project No. 06442-32-13 December Ii. 2007 TABLE I SUMMARY OF FIELD DENSITY TEST RESULTS Elev. Plus Field Field Field Reqd. or 3/4 Dry Moist. Rd. Rd. Depth Curve Rock Dens. Cont. Comp. Comp. Test No. Date Location ft)No. 9) (pcf) (%) () (91) 221 05/11/07 Lot 27 433 5 0 121.8 9.0 92 90 222 05/14/07 Lot 19 479 5 0 119.6 8.9 90 90 223 05/14/07 Lot 19 481 5 0 121.9 8.5 92 90 224 05/14/07 Lot 19 485 5 0 119.9 8.7 90 90 225 05/14/07 Lot 27 437 5 0 124.0 8.5 93 90 226 05/14/07 Lot 15 455 5 0 119.7 8.9 90 90 227 05/15/07 Lot 27 439 5 0 120.1 8.8 90 90 228 05/15/07 Lot 27 450 5 0 126.4 9.3 95 90 229 05/15/07 Lot 27 445 5 0 124.7 9.0 94 90 230 05/15/07 Lot 27 456 5 0 125.9 8.9 95 90 231 05/16/07 Lot 15 474 4 0 119.2 9.9 92 90 232 05/16/07 Lot 15 473 4 0 117.0 9.6 91 90 233 05/16/07 Lot 15 475 5 0 119.6 9.0 90 90 234 05/16/07 Lot 15 476 5 0 125.1 9.4 94 90 235 05/17/07 Lot 17 385 5 0 123.2 8.5 -- 93 90 236 05/17/07 Lot 13 390 5 0 120.8 8.7 91 90 237 05/17/07 Lot 13 394 5 0 119.8 9.0 90 90 238 05/18/07 Lot 13 394 5 0 125.1 8.6 94 90 239 05/18/07 Lot 13 395 5 0 121.9 8.9 92 90 240 05/18/07 Lot 13 396 5 - 0 125.4 -9.2 94 90 ST 241 05/21/07 Lot 20 468 3 0 119.7 9.9 92 90 ST 242 05/21/07 Lot 20 470 3 0 117.8 8.7 91 90 ST 243 05/21/07 Lot 20 465 3 0 123.5 9.5 95 90 244 05/21/07 Lot 13 391 5 0 119.7 9.0 90 90 245 05/21/07 Lot 13 393 5 0 123.0 8.9 93 90 246 05/22/07 Lot 13 386 3 0 119.7 9.0 92 90 247 05/22/07 Lot 13 . 396 3 0 117.5 9.2 91 90 248 05/22/07 Lot 13 394 3 0 116.8 9.0 90 90 249 05/22/07 Lot 13 399 5 0 122.2 8.6 92 90 250 05/22/07 Lot 13 395 5 0 123.2 9.0 93 90 251 05/23/07 Lot 13 403 5 0 119.8 8.4 90 90 252 05/23/07 Lot 13 404 5 0 119.9 8.3 90 90 253 05/23/07 Lot 13 405 5 0 122.6 7.9 92 90 254 05/23/07 Lot 13 405 5 0 119.9 8.2 90 90 255 05/23/07 Lot 13 400 5 0 119.6 8.5 90 90 256 05/23/07 Lot 13 403 5 0 122.3 8.6 92 90 257 05/24/07 Lot 17 442 5 0 123.1 8.6 93 90 258 05/24/07 Lot 17 457 5 0 125.4 9.0 94 90 259 05/24/07 Lot 13 409 5 0 119.6 7.9 90 90 260 05124/07 Lot 13 410 5 0 119.9 7.9 90 90 261 05/24/07 Lot 18 490 5 0 122.6 8.5 92 90 262 05/24/07 Lot 18 490 5 0 120.4 7.6 91 90 263 05/24/07 Lot 18 490 5 0 119.9 7.9 90 90 264 05/25/07 Lot IS 491 1 0 122.4 7.7 92 90 265 05/25/07 Lot 18 494 1 0 124.2 7.9 93 90 Project No. 06442-32-13 December 11. 2007 TABLE I SUMMARY OF FIELD DENSITY TEST RESULTS Elev. Plus Field Field Field Rcqd. or 3/4 Dry Moist. Rd. Rd. Depth Curve Rock Dens. Cont. Comp. Comp. Test No. Date Location (ft) No. (%) (pcO (%) (%) (%) 266 05/25/07 Lot 18 491 1 0 120.0 7.2 90 90 267 05/25/07 Lot 18 496 1 0 122.2 6.9 92 90 268 05/25/07 Lot 18 492 I 0 125.0 7.0 94 90 269 05/25/07 Lot 15 476 1 0 120.7 7.3 91 90 270 05/29/07 Lot 17 446 5 0 121.3 7.8 91 90 271 05/29/07 Lot 17 445 5 0 119.6 4.6 90 90 271 A 05/29/07 Lot 17 445 5 0 123.1 8.3 93 90 272 05/29/07 Lot 17 450 5 0 121.3 7.9 91 90 273 05/29/07 Lot 17 449 5 0 122.1 8.6 92 90 274 05/30/07 Lot 17 449 5 0 119.7 8.0 90 90 275 05/30/07 Lot 17 448 5 0 120.0 8.3 90 90 276 05/30/07 Lot 17 451 5 0 121.9 8.4 92 90 277 05/30/07 Lot 17 451 5 0 118.3 4.1 89 90 277A 06/01/07 Lot 17 451 5 0 119.9 8.9 90 90 278 05/30/07 Lot 17 453 5 0 119.5 4.9 90 90 278 A 06/01/07 Lot 17 453 5 0 120.1 8.7 90 90 279 05/30/07 Lot 17 453 5 0 124.0 7.9 93 90 280 05/31/07 Lot 13 405 5 0 119.7 7.9 90 90 281 05/31/07 Lot 13 407 5 0 123.2 8.3 93 90 282 05/31/07 Lot 13 406 5 0 122.3 9.2 92 90 283 05/31/07 Lot 13 404 5 0 119.6 9.1 90 90 284 05/31/07 Lot 15 477 1 0 125.4 8.5 94 90 285 06/01/07 Lot 17 468 1 0 122.9 7.3 92 90 286 06/01/07 Lot 17 471 1 0 120.8 7.4 91 90 287 06/01/07 Lot 17 468 1 0 121.0 7.5 91 90 288 06/04/07 Lot 13 Slope 425 .1 0 122.2 7.0 92 90 289 06/04/07 Lot 13 Slope 428 1 0 120.4 6.9 90 90 290 06/04/07 Lot 13 Slope 430 1 0 120.0 7.0 90 90 291 06/04/07 Lot 13 Slope 440 1 0 124.4 7.2 93 90 292 06/04/07 Lot 13 Slope 430 1 0 122.2 7.0 92 90 293 06/04/07 Lot 13 Slope 447 1 0 120.1 6.6 90 90 294 06/04/07 Lot 13 Slope 445 1 0 124.9 7.4 94 90 295 06/05/07 Lot 13 Slope 435 1 0 120.5 6.9 90 90 296 06/05/07 Lot 13 Slope 452 1 0 124.2 7.7 93 90 297 06/05/07 Lot 13 Slope 448 1 0 120.2 7.3 90 90 298 06/05/07 Lot 13 Slope 436 1 0 122.9 8.9 92 90 299 06/06/07 Lot 13 Slope. 443 1 0 120.4 6.9 90 90 300 06/06/07 Lot 13 Slope 452 I 0 121.6 7.3 91 90 301 06/06/07 Lot 17 455 1 0 120.0 6.5 90 90 302 06/06/07 Lot 17 450 1 0 125.6 7.6 94 90 303 06/06/07 Lot 17 465 1 0 122.2 6.6 92 90 304 06/06/07 Lot 17 450 1 0 120.5 6.7 90 90 305 06/07/07 Lot. 17 468 1 0 120.0 6.9 90 90 306 06/07/07 Lot 13: Slope between Lots 14/15 452 I 0 123.0 7.0 92 90 307 06/07/07 Lot 17 458 1 0 120.9 7.5 91 90 Project No. 06442-32-13 December 11. 2007 TABLE I SUMMARY OF FIELD DENSITY TEST RESULTS Elev. Plus Field Field Field Req'd. or 3/4" Dry Moist. Rel. Rd. Depth Curve Rock Dens. Cont. Camp. Comp. Test No. Date Location (ft) No. (%) (pet) (%) (%) (%) 308 06/07/07 Lot 17 458 I 0 118.3 5.2 89 90 308A 06/07/07 Lot 17 458 1 0 123.0 7.3 92 90 309 06/07/07 Lot 17 460 I 0 120.5 7.2 90 90 310 06/08/07 Lot 13 Slope 452 1 0 122.2 7.0 92 90 311 06/08/07 Lot 17 457 1 0 120.4 7.5 90 90 312 06/08/07 Lot 17 452 1 0 120.0 7.3 90 90 313 06/08/07 Lot 15 480 1 0 120.9 7.4 91 90 314 06/08/07 Lot 15 477 1 0 122.6 7.4 92 90 315 06/08/07 Lot 17 463 6 0 119.1 8.0 90 90 316 06/08/07 Lot 17 462 6 0 119.4 8.1 90 90 317 06/11/07 Lot 17 461 6 0 126.4 8.9 96 90 318 06/11/07 Lot 17 460 6 0 119.7 9.1 91 90 319 06/11/07 Lot 17 466 6 0 123.5 8.3 93 90 320 06/11/07 Lot 17 466 6 0 123.2 8.7 93 90 321 06/11/07 Whiptail Loop 49+00 454 6 0 119.6 8.9 90 90 322 06/11/07 Lot 17 466 6 0 121.8 8.0 92 90 323 06/11/07 Lot 17 468 6 0 124.8 9.1 94 90 324 06/12/07 Lot 17 470 1 0 123.7 7.7 93 90 325 06/12/07 Lot 17 466 1 0 121.6 8.2 91 90 326 06/12/07 Lot 17 466 1 0 125.3 7.0 94 90 327 06/12/07 Lot 24 349 1 0 120.8 7.5 91 90 328 06/12/07 Lot 24 352 1 0 122.9 6.9 92 90 329 06/12/07 Lot 23 466 1 0 120.2 7.0 90 90 330 06/12/07 Lot 24 372 1 0 124.4 7.7 93 90 331 06/12/07 Lot 24 357 1 0 117.6 4.2 88 90 331 A 06/12/07 Lot 24 357 1 0 120.8 7.5 91 90 ST 332 06/13/07 Lot 27 469 1 0 119.5 6.6 90 90 ST 333 06/13/07 Lot 27 465 1 0 124.2 7.0 93 90 ST 334 06/13/07 Lot 27 468 1 0 119.7 6.8 90 90 ST 335 06/13/07 Lot 27 470 1 0 123.2 6.3 92 90 336 06/13/07 Lot 24 362 1 0 121.0 7.2 91 90 337 06/13/07 Lot 24 366 I 0 125.0 6.9 94 90 338 06/13/07 Lot 24 368 1 0 121.8 7.7 91 90 339 06/13/07 Lot 24 368 1 0 126.9 6.9 95 90 340 06/13/07 Lot 23 373 1 0 120.4 7.8 90 90 341 06/13/07 Lot 24 375 1 0 121.3 7.9 91 90 FO 342 06/13/07 Lot 27 435 1 0 122.8 6.2 92 90 FG 343 06/13/07 Lot 27 435 1 0 122.9 7.3 92 90 FG 344 06/13/07 Lot 27 433 1 0 121.1 6.0 91 90 FG 345 06/13/07 Lot 27 433 1 0 121.4 6.6 91 90 FG 346 06/13/07 Lot 27 431 1 0 120.7 7.3 91 90 FG 347 06/13/07 Lot 27 430 1 0 128.8 5.8 97 90 FG 348 06/13/07 Lot 20 456 1 0 127.4 6.4 96 90 FO 349 06/13/07 Lot 20 458 1 0 127.9 7.3 96 90 FG 350 06/13/07 Lot 20 456 1 0 123.4 6.3 93 90 Project No. 06442-32-13 December Ii. 2007 TABLE I SUMMARY OF FIELD DENSITY TEST RESULTS Elev. Plus Field Field Field Reqd. or 3/4" Dry Moist. Rel. Rel. Depth Curve Rock Dens. Cont. Comp. Comp. Test No. Date Location t) No. (%) (pct') (%) (%) (¼) FG 351 06/13/07 Lot 20 458 1 0 123.9 6.7 93 90 FG 352 06/13/07 Lot 20 457 1 0 123.9 6.2 93 90 FG 353 06/13/07 Lot 20 459 1 0 122.4 6.9 92 90 354 06/13/07 Lot 24 365 1 0 125.0 7.7 94 90 355 06/13/07 Lot 23 376 1 0 120.0 7.5 90 90 356 06/13/07 Lot 23 370 1 0 120.4 6.9 90 90 357 06/14/07 Lot 24 375 1 0 123.7 7.8 93 90 358 06/14/07 Lot 24 375 1 0 121.3 7.5 91 90 359 06/14/07 Lot 24 375 1 0 125.5 6.9 94 90 360 06/14/07 Lot 16 453 1 0 122.8 7.5 92 90 361 06/14/07 Lot 16 . 459 1 0 120.0 7.3 90 90 362 06/15/07 Lot 24 372 6 0 119.1 8.3 90 90 363 06/15/07 Lot 24 376 6 0 124.0 8.5 94 90 364 06/15/07 Lot 16 464 5 0 123.2 8.6 93 90 365 06/15/07 Lot 16 - - 466 5 0 120.0 8.9 90 90 366 06/15/07 Lot 16 468 5 0 122.4 9.0 92 90 367 06/18/07 Lot 23 380 6 0 122.9 8.8 93 90 368 06/18/07 Lot 24 380 6 0 120.6 8.2 91 90 369 06/18/07 Lot 23 382 6 0 125.3 9.4 95 90 370 06/18/07 Lot 24 384 6 0 119.0 9.0 90 90 371 06/18/07 Lot 23 385 6 0 126.6 8.6 96 90 372 06/18/07 Lot 24 385 6 0 120.6 8.2 91 90 373 06/19/07 Lot 16 472 1 0 120.1 7.5 90 90 374 06/19/07 Lot 16 474 1 0 124.4 7.7 93 90 375 06/19/07 Lot 16 475 1 0 120.5 7.3 90 90 376 06/19/07 Lot 16 476 1 0 121.4 7.5 91 90 377 06/20/07 Lot 16 479 1 0 123.7 7.2 93 90 378 06/20/07 Lot 16 481 1 0 122.8 7.7 92 90 379 06/20/07 Lot 16 480 1 0 120.0 7.6 90 90 380 06/20/07 Lot 16 477 1 0 122.2 7.3 92 90 381 06/20/07 Lot 16 477 1 0 125.3 9.9 94 90 382 06/20/07 Lot 16 483 1 0 121.1 8.0 91 90 383 06/20/07 Lot 16 482 1 0 120.0 7.2 90 90 384 06/21/07 Lot 15 480 6 0 119.1 8.8 90 90 385 06/21/07 Lot 15 483 6 0 122.7 9.2 93 90 386 06/21/07 Lot 15 479 6 0 119.9 9.3 91 90 387 06/21/07 Lot 22 406 6 0 124.0 8.2 94 90 388 06/21/07 Lot 22 405 6 0 120.6 8.6 91 90 389 06/22/07 Lot 23 353 1 0 122.2 7.7 92 90 390 06/22/07 Lot 24 350 1 0 120.8 7.5 91 90 391 06/22/07 Lot 24 356 5 0 122.4 8.5 92 90 392 06/22/07 Lot 23 360 5 0 120.4 8.4 91 90 393 06/22/07 Lot 23 363 5 0 123.5 9.2 93 90 394 06/22/07 Lot 24 350 5 0 119.6 8.5 90 90 395 06/22/07 Lot 24 360 5 0 124.3 8.7 94 90 Project No. 06442-32-13 December ii. 2007 TABLE I SUMMARY OF FIELD DENSITY TEST RESULTS Elev. Plus Field Field Field Reqd. or 3/4" Dry Moist. Rd. Rd. Depth Curve Rock Dens. Cont. Comp. Comp. Test No. Date Location (ft) No. (%) (pct) (%) (%) (%) 396 06/26/07 Lot 23 365 5 0 123.1 8.5 93 90 397 06/26/07 Lot 23 368 5 0 122.6 8.9 92 90 398 06/26/07 Lot 23 369 5 0 122.2 9.1 92 90 399 06/27/07 Lot 13 393 5 0 119.8 8.6 90 90 400 06/27/07 Lot 13 395 5 0 123.2 8.5 93 90 401 06/27/07 Lot 13 396 5 0 126.2 9.2 95 90 402 06/27/07 Lot 13 396 5 0 121.3 9.9 91 90 403 04/28/07 Lot 13 404 5 0 122.4 9.2 92 90 404 04/28/07 Lot 13 398 5 0 125.0 9.0 94 90 405 04/28/07 Lot 13 403 5 0 119.6 9.1 90 90 406 04/28/07 Lot 13 405 5 0 121.1 9.9 91 90 407 04/28/07 Lot 13 402 5 0 123.2 9.3 93 90 408 04/28/07 Lot 13 398 5 0 119.7 8.9 90 90 409 04/28/07 Lot 13 404 5 0 121.1 8.5 91 90 410 04/29/07 Lot 25 380 5 0 121.8 8.2 92 90 411 04/29/07 Lot 25 384 5 0 119.9 8.9 90 90 412 04/29/07 Lot 25 383 5 0 123.3 8.7 93 90 413 04/29/07 Lot 25 390 5 0 122.2 9.0 92 90 414 06/29/07 Lot 25 394 5 0 122.6 9.1 92 90 415 06/29/07 Lot 17 466 5 0 124.2 8.9 94 90 416 06/29/07 Lot 17 467 5 0 123.7 8.5 93 90 417 07/02/07 Lot 17 467 5 0 120.1 8.2 90 90 418 07/02/07 Lot 17 469 5 0 120.3 8.7 91 90 419 07/02/07 Lot 17 470 5 0 122.4 7.9 92 90 420 07/02/07 Lot 17 468 5 0 120.6 8.2 91 90 421 07/02/07 Whiptail Loop 53+20 418 5 0 1215 9.6 91 90 422 07/02/07 Lot 18 486 5 0 120.8 9.1 91 90 423 07/03/07 Lot 18 488 5 0 120.1 8.2 90 90 424 07/03/07 Lot 18 490 5 0 121.7 9.4 92 90 425 07/03/07 Whiptail Loop 43+90 479 5 0 120.5 8.7 91 90 426 07/03/07 Whiptail Loop 46+20 469 5 0 122.9 8.3 93 90 427 07/03/07 Lot 17 464. 5 0 123.6 8.4 93 90 428 07/03/07 Lot 17 456 5 0 122.8 9.2 92 90 429 07/05/07 Lot 13 Slope 450 5 0 121.5 9.1 91 90 430 07/05/07 Whiptail Loop 47+80 457 5 0 120.9 8.6 91 90 431 07/06/07 Whiptail Loop 46+00 471 5 0 122.7 8.2 92 90 432 07/06/07 Lot 18 488 5 0 125.3 9.9 94 90 433 07/06/07 Lot 24 363 5 0 124.0 9.4 93 90 ST 434 07/09/07 Lot 17 465 5 0 120.1 7.9 90 90 ST 435 07/09/07 Lot 17 445 5 0 121.4 6.5 91 90 ST 436 07/09/07 Lot 13 426 5 0 124.2 8.8 94 90 ST 437 07/09/07 Lot 13 444 5 0 120.5 7.9 91 90 ST 438 07/09/07 Lot 13 441 5 0 121.9 7.2 92 90 ST 439 07/09/07 Lot 13 455 5 0 120.1 8.2 90 90 ST 440 07/09/07 Lot 13 405 5 0 119.7 7.6 90 90 Project No. 06442-32-13 - December 11. 2007 TABLE I SUMMARY OF FIELD DENSITY TEST RESULTS Test No. Date Location Elev. Plus Field Field Field Reqd. or 3/4" Dry Moist. Rel. Rd. Depth Curve Rock Dens. Cont. Camp. Camp. (ft) No. (%) (pci) (%) (%) (%) ST 441 07/11/07 Lot 13 405 5 0 122.6 8.0 92 90 ST 442 07/11/07 Lot 13 395 5 0 120.6 7.9 91 90 ST 443 07/11/07 Lot 13 285 5 0 120.8 8.4 91 90 444 07/12/07 Lot 23 371 5 0 123.1 8.5 93 90 445 07/12/07 Lot 24 373 5 0 125.4 8.3 94 90 446 07/13/07 Lot 22 409 5 0 119.9 8.5 90 90 447 07/13/07 Lot 22 406 5 0 122.6 8.6 92 90 448 07/13/07 Lot 23 385 5 0 119.7 8.7 90 90 449 07/13/07 Lot 23 386 5 0 126.4 7.9 95 90 450 07/16/07 Lot 21 423 6 0 121.9 7.5 92 90 451 07/16/07 Choker Whiptail Loop 31+20 406 6 0 119.9 7.9 91 90 452 07/16/07 Choker Whiptail Loop 31+50 405 6 0 121.6 8.5 92 90 453 07/16/07 Lot 22 410 5 0 119.6 8.2 90 90 454 07/16/07 Whiptail Loop 30+20 399 6 0 119.0 8.0 90 90 455 07/17/07 Whiptail Loop 37+20 449 I 0 123.7 7.0 93 90 456 07/17/07 Whiptail Loop 34+50 425 1 0 126.6 7.3 95 90 457 07/17/07 Choker Whiptail Loop 39+20 466 I 0 122.2 7.5 92 90 458 07/17/07 Choker Whiptail Loop 40+75 476 1 0 127.8 7.1 96 90 459 07/17/07 Lot 13 394 1 0 120.0 8.2 90 90 460 07/17/07 Lot 13 392 1 0 124.2 7.7 93 90 461 07/17/07 Lot 24 376 1 0 121.2 8.0 91 90 FG 462 07/18/07 Lot 17 472 1 0 120.1 7.0 90 90 FG 463 07/18/07 Lot 17 468 1 0 124.2 6.6 93 90 FG 464 07/18/07 Lot 17 466 1 0 129.0 7.2 97 90 FG 465 07/18/07 Lot 17 473 1 0 121.6 7.5 91 90 FG 466 07/18/07 Lot 17 470 1 0 125.3 6.4 94 90 FG 467 07/18/07 Lot 17 468 1 0 122.2 6.8 92 90 FG 468 04/18/07 Lot 15 484 6 0 119.1 7.5 90 90 FG 469 04/18/07 Lot 15 483 6 0 127.2 7.4 96 90 FG 470 04/18/07 Lot 15 479 - 6 0 120.6 7.6 91 90 FG 471 04/18/07 Lot 15 480 6 0 122.9 7.4 93 90 472 04/19/07 Lot 13 401 6 0 119.1 8.0 90 90 473 04/19/07 Lot 23 375 6 0 124.5 7.8 94 90 474 04/19/07 Lot 13 409 6 0 120.3 7.9 91 90 475 .04/19/07 Choker Whiptail Loop 55+75 402 6 0 119.4 8.3 90 90 ST 476 04120/07 Lot 27 420 1 0 120.0 6.9 90 90 ST 477 04/20/07 Lot 27 423 1 0 121.0 7.0 91 90 s'r 478 07/23/07 Lot 25 380 I 0 120.1 6.9 90 90 ST 479 07/23/07 Lot 25 385 1 0 122.6 7.2 92 90 ST 480 07/23/07 Lot 25 392 1 0 117.5 7.4 88 90 ST 480 A 07/27/07 Lot 25 392 1 0 122.2 7.4 92 90 ST 481 07/23/07 Lot 25 393 1 0 120.0 7.5 90 90 FG 482 07/23/07 Lot 13 412 5 0 123.2 8.0 93 90 FG 483 07/23/07 Lot 13 410 5 0 120.8 8.3 91 90 FG 484 07/23/07 Lot 13 407 5 0 125.3 8.1 94 90 Project No. 06442-32-13 December II. 2007 TABLE I SUMMARY OF FIELD DENSITY TEST RESULTS Elev. Plus Field Field Field Req'd. or 3/4" Dry Moist. Rel. Rd. Depth Curve Rock Dens. Cont. Camp. Comp. Test No. Date Location (It) No. (%) (pet) (%) (%) (%) 485 07/24/07 Lot 23 375 1 0 123.6 8.0 93 90 486 07/24/07 Lot 24 379 1 0 120.9 7.6 91 90 487 07/24/07 Lot 13 407 1 0 122.8 6.9 92 90 488 07/24/07 Lot 13 409 1 0 125.3 7.1 94 90 489 07/24/07 Lot 23 379 1 0 120.57.3 90 - - - 90 490 07/25/07 Lot 14 455 1 0 123.9 6.9 93 90 491 07/25/07 Whiptail Loop 39+20 465 1 0 120.1 7.5 90 90 492 07/25/07 Whiptail Loop 32+50 418 1 0 123.6 7.7 93 90 493 07/25/07 Lot 23 375 1 0 121.6 6.8 91 90 494 07/25/07 Lot 23 385 1 0 120.0 6.9 90 90 ST 495 07/26/07 Lot 13 447 1 0 122.2 6.9 92 90 ST 496 07/26/07 Lot 13 425 1 0 121.3 7.3 91 90 ST 497 07/26/07 Lot 13 445 1 0 120.0 7.0 90 90 ST 498 07/26/07 Lot 13 433 1 0 120.4 7.0 90 90 499 07/26/07 Lot 23 - 373 -- 1 0 125.1 7.9 94 90 500 07/26/07 Lot 24 371 1 0 124.0 8.4 93 90 501 07/27/07 Lot 23 375 1 0 126.4 7.0 95 90 502 07/27/07 Lot 24 373 1 0 120.1 7.2 90 90 503 07/27/07 Lot 23 379 1 0 121.8 7.0 91 90 ST 504 07/30/07 Lot 21 433 2 0 122.4 7.4 91 90 ST 505 07/30/07 Lot 21 425 2 0 121.8 7.5 90 90 FG 506 07/30/07 Lot 21 440 2 0 121.9 6.9 90 90 FG 507 07/30/07 Lot 21 442 2 0 123.0 6.5 91 90 FG 508 07/30/07 Lot 21 444 2 0 127.1 6.6 94 90 FG 509 07/30/07 Lot 21 444 2 0 121.5 6.9 90 90 FG 510 07130/07 Lot 21 442 2 0 124.1 6.8 92 90 ST 511 07/30/07 Lot 20 439 6 0 122.7 7.4 93 90 ST 512 07/30/07 Lot 20 445 6 0 119.0 7.9 90 90 FG 513 07/31107 Lot 16 479 6 0 119.4 7.4 90 90 FG 514 07/31/07 Lot 16 481 6 0 124.7 7.0 94 90 FG 515 07/31/07 Lot 16 483 6 0 123.2 7.7 93 90 FG 516 07/31/07 Lot 16 486 6 0 120.0 7.2 91 90 FG 517 07/31/07 Lot 16 484 6 0 121.9 7.8 92 90 ST 518 07/31/07 Slope between Lots 14/16 470 6 0 119.6 8.0 90 90 ST 519 07/31/07 Slope between Lots 14/16 473 6 0 124.5 7.4 94 90 ST 520 07/31/07 Lot 16 465 6 0 122.0 7.1 92 90 ST 521 07/31/07 Lot 16 473 6 0 119.0 7.3 90 90 ST 522 07/31/07 Slope between Lots'-2 1/22 425 6 0 119.0 7.2 90 90 523 08/01/07 Lot 24 374 2 0 124.4 8.4 92 90 524 08/01/07 Lot 24 370 2 0 121.5 7.9 90 90 525 08/01/07 Lot 24 370 2 0 125.6 9.2 93 90 526 08/02/07 Whiptail Loop 23+70 344 2 0 123.7 8.1 92 90 527 08/02/07 Whiptail Loop 23+00 352 2 0 126.7 7.6 94 90 528 08/02/07 Whiptail Loop 23+50 362 2 0 123.7 7.7 92 90 529 08/02/07 Whiptail Loop 21+00 353 2 0 127.9 6.7 95 90 Project No. 06442-32-13 December II. 2007 TABLE I SUMMARY OF FIELD DENSITY TEST RESULTS Elev. Plus Field Field Field Reqd. or 3/4 Dry Moist. Rel. Rel. Depth Curve Rock Dens. Cont. Comp. Comp. Test No. Date Location No. (%) (pet) (%) (%) (%) 530 08/02/07 Whiptail Loop 22+00 355 2 0 121.9 7.0 90 90 531 08/02/07 Whiptail Loop Choker 25+00 375 2 0 125.2 7.3 93 90 532 08/02/07 Whiptail Loop Choker 20+50 355 2 0 122.8 7.1 91 90 FG 533 08/03/07 Lot 13 406 5 0 119.9 6.9 90 90 FG 534 08/03/07 Lot 13 409 5 0 122.3 7.8 92 90 FG 535 08/03/07 Lot 13 406 5 0 119.6 7.7 90 90 FO 536 08/03/07 Lot 13 401 5 0 123.8 7.5 93 90 ST 537 08/06/07 Lot 19 465 4 0 121.1 9.9 94 90 ST 538 08/06/07 Lot 19 470 4 0 118.8 9.2 92 90 ST 539 08/06/07 Lot 15 475 2 0 121.5 6.9 90 90 ST 540 08/06/07 Lot 15 465 2 0 123.0 6.5 91 90 ST 541 08/06/07 Slope between Lots 20/21 445 2 0 121.6 6.3 90 90 542 08/07/07 Lot 24 374 5 0 120.4 8.9 91 90 543 08/07/07 Whiptail Loop 45+75 469 5 0 125.1 7.9 94 90 544 08/07/07 Whiptail Loop 50+00 441 5 0 123.9 8.4 93 90 FG 545 08/08/07 Lot 22 411 5 0 119.6 7.8 90 90 FG 546 08/08/07 Lot 22 409 5 0 120.4 7.7 91 90 FG 547 08/08/07 Lot 22 408 5 0 125.1 7.5 94 90 FG 548 08/08/07 Lot 22 406 5 0 119.9 7.8 90 90 549 08/08/07 Whiptail Loop 19+00 343 5 0 119.7 7.5 90 90 550 08/08/07 Whiptail Loop 18+50 338 5 0 122.0 7.7 92 90 FG 551 08/10/07 Lot 18 497 1 0 123.7 6.9 93 90 FG 552 08/10/07 Lot 18 494 1 0 121.3 6.5 91 90 FG 553 08/10/07 Lot 18 494 1 0 125.3 6.0 94 90 FG 554 08/10/07 Lot 18 492 1 0 126.6 6.5 95 90 FO 555 08/10/07 Lot 19 488 6 0 121.8 6.9 92 90 FG 556 08/10/07 Lot 19 485 6 0 119.4 7.5 90 90 FG 557 08/10/07 Lot 19 484 6 0 124.4 7.5 94 90 FG 558 08/10/07 Lot 19 482 6 0 125.2 7.0 95 90 FG 559 08/14/07 Lot 25 - 375 - 1 - -122.2 7.0 92 90 FG 560 08/14/07 Lot 25 372 1 0 121.6 6.9 91 90 ST 561 08/14/07 Lot 27 420 1 0 120.0 6.9 90 90 ST 562 08/15/07 Lot 14 445 1 0 123.0 7.0 92 90 FG 563 08/15/07 Lot 14 456 1 0 127.4 6.9 96 90 FG 564 08/15/07 Lot 14 454 1 0 126.6 7.3 95 90 FG 565 08/15/07 Lot 14 453 1 0 122.4 6.6 92 90 FG 566 08/15/07 Lot 14, 449 1 0 124.0 6.9 93 90 ST 567 08/15/07 Whiptail Loop 23+30 355 1 0 120.1 7.1 90 90 ST 568 08/15/07 Whiptail Loop 24+00 360 1 0 120.9 6.9 91 90 ST 569 08/15/07 Whiptail Loop 25+00 360 1 0 122.6 6.6 92 90 FG 570 08/16/07 Lot 14 453 1 0 124.0 6.6 93 90 FG 571 08/16/07 Lot 14 453 1 0 125.4 7.0 94 90 FG 572 08/16/07 Lot 14 456 1 0 122.6 6.5 92 90 FO 573 08/16/07 Lot 14 456 1 0 126.2 6.5 95 90 574 08/21/07 Lot 24 379 1 0 122.8 7.0 92 90 Project No. 06442-32-13 December 11. 2007 TABLE I SUMMARY OF FIELD DENSITY TEST RESULTS Elev. Plus Field Field Field Reqd. or 3/4" Dry Moist. Rd. Re!. Depth Curve Rock Dens. Cont. Comp. Comp. Test No. Date' Location (f / - No. (c7 O ( -fl / (Cl ,c, C7.\ ( ta. ic 575 08/21/07 Lot 24 380 1 0 120.0 7.3 90 90 ST 576 08/24/07 Lot 24 375 1 0 123.0 6.9 92 90 ST 577 08/24/07 Lot 24 375 1 0 120.1 7.3 90 90 ST 578 08/24/07 Lot 23 373 1 0 120.4 6.8 90 90 ST 579 08/24/07 Lot 23 380 1 0 121.6 7.4 91 90 580 08/27/07 Lot 23 375 1 0 123.0 7.6 92 90 581 08/27/07 Lot 23 380 1 0 120.0 7.5 90 90 ST 582 08/30/07 Lot 23 375 1 0 123.0 7.5 92 90 ST 583 08/30/07 Lot 23 368 I 0 120.5 7.0 90 90 ST 584 08/30/07 Lot 23 368 1 0 120.9 7.7 91 90 ST 585 08/31/07 Lot 24 365 1 0 120.2 6.9 90 90 ST 586 08/31/07 Lot 24 365 1 0 122.8 7.3 92 90 ST 587 08/31/07 Lot 24 375 1 0 121.8 7.4 91 90 Project No. 06442-32-13 December II, 2007 TABLE I EXPLANATION OF CODED TERMS - TEST SUFFIX A, B, C,... : Retest of previous density test failure, following moisture conditioning and/or recompaction. Fill in area of density test failure was removed and replaced with properly compacted fill soil. - PREFIX CODE DESIGNATION FOR TEST NUMBERS FG - FINISH GRADE ST - SLOPE TEST - CURVE NO. Corresponds to curve numbers listed in the summary of laboratory maximum dry density and optimum moisture content test results table for selected fill soil samples encountered during testing and observation. - ROCK CORRECTION For density tests with rock percentage greater than zero, laboratory maximum dry density and optimum moisture content were adjusted for rock content. For tests with rock content equal to zero, laboratory maximum dry density and optimum moisture content values are unadjusted. - TYPE OF TEST SC: Sand Cone Test (ASTM D1556) NU: Nuclear Density Test (ASTM D2922) OT: Other - ELEVATION/DEPTH Test elevations/depths have been rounded to the nearest whole foot. ProjecL No. 06442-32-13 December II. 2007 TABLE II SUMMARY OF LABORATORY MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT TEST RESULTS ASTM D 1557-02 Maximum Optimum Proctor Source and Description Dry Density Moisture Content Curve No. (pci) (%) Grayish brown, Silty, fine to medium 1 SAND, with trace gravel 133.3 7.4 Dark reddish brown, Silty, fine to medium 2 SAND 134.9 7.4 3 Brown, Silty, fine to coarse SAND, with 129.7 9.3 trace clay 4 Dark brown, Silty, fine to coarse SAND, 129.1 9.4 with trace gravel 5 Dark brown, Silty, fine to medium SAND, 132.8 8.8 with trace gravel 6 Dark brown, Silty, fine to coarse SAND, 132.2 8.4 with trace gravel TABLE III SUMMARY OF LABORATORY DIRECT SHEAR TEST RESULTS ASTM D 3080-03 Sample No.* Dry Density (pci) Moisture Content (%) Unit Cohesion (psi) Angle of Shear Resistance (degrees) 1 120.2 11.8 500 35 2 1 122.0 1 7.0 715 33 3 1 117.2 1 8.8 545 37 *Samples were remolded to approximately 90 percent of maximum dry density at near optimum moisture content. Project No. 06442-32-13 December It, 2007 TABLE IV SUMMARY OF LABORATORY EXPANSION INDEX TEST RESULTS ASTM 0 4829-03 Sample No. (Proctor Curve No. or Lot No. and Location) Moisture Content (°) Dry Density PC Expansion Index Before Test After Test El-i (1) 8.0 14.1 118.0 0 EI-2(2) 8.0 12.6 118.1 0 EI-3 (3) 7.9 15.0 118.2 0 EM (4) 10.4 20.2 109.2 36 EI-4A(N/A) 11.7 24.9 102.8 63 EI-4B (N/A) 11.4 23.5 105.7 73 El-S 7.7 13.4 117.9 0 EI-6 8.1 13.4 116.6 0 EI-7 (Lot 17 East) 7.8 12.3 118.5 0 El-8 (Lot 17 Central) 7.4 13.0 118.1 0 EI-9 (Lot 17 West) 7.6 12.3 118.3 0 El-10 (Lot 18 East) 7.6 12.5 118.1 0 El- Il (Lot 18 Central) 7.4 12.0 118.9 0 EI-12 (Lot 18 West) 7.6 13.5 117.3 0 EI-13 (Lot 15 East) 7.7 12.2 118.6 0 El- 14 (Lot 15 Central) 7.5 13.1 118.0 0 EI-15 (Lot 15 West) 7.6 12.3 118.5 0 EI-16 (Lot 27 East) 7.5 12.5 118.8 0 El-17 (Lot 27 Central) 7.5 12.6 118.6 0 El- 18 (Lot 27 West) 7.6 13.2 117.5 0 EI-19 (Lot 16 East) 7.7 12.7 118.6 2 EI-20 (Lot 16 Central) 7.8 12.9 117.4 0 EI-21 (Lot 16 West) 7.8 14.1 117.6 1 EI-22 (Lot 21 East) 7.6 12.4 118.6 0 EI-23 (Lot 21 Central) 7.4 13.0 118.0 0 EI-24 (Lot 21 West) 7.4 12.4 118.6 0 E1-25 (Lot 13 East) 8.0 13.0 118.2 1 El-26 (Lot 13 Central) 7.6 13.0 118.6 0 EI-27 (Lot 13 West) 1 7.4 12.3 119.1 1 El-28 (Lot 19 East) 1 7.6 12.4 118.7 0 Project No. 06442-32-13 December II, 2007 TABLE IV (Continued) SUMMARY OF LABORATORY EXPANSION INDEX TEST RESULTS ASTM D 4829-03 Sample No. (Proctor Curve No. or Lot No. and Location) Moisture Content (°0) Dry Density (pci) Expansion Index Before Test After Test EI-29 (Lot 19 Central) 7.2 13.4 117.9 0 EI-30 (Lot 19 West) 7.4 13.3 117.7 0 EI-31 (Lot 14 East) 7.0 11.8 120.5 0 EI-32 (Lot 14 Central) 7.2 12.1 120.9 0 EI-33 (Lot 14 West) 7.6 12.8 118.1 0 EI-34 (Lot 20 East) 7.1 12.3 120.6 0 EI-35 (Lot 20 Central) 7.7 12.9 118.6 0 EI-36 (Lot 20 West) 7.3 12.4 119.0 0 EI-37 (Lot 22 East) 7.5 12.6 118.7 0 EI-38 (Lot 22 Central) 7.5 12.5 118.4 0 EI-39 (Lot 22 West) 1 6.8 1 12.1 1 120.6 1 0 TABLE V SUMMARY OF LABORATORY WATER-SOLUBLE SULFATE TEST RESULTS CALIFORNIA TEST NO. 417 Sample No. (Lot No.) Water-Soluble Sulfate (%) Sulfate Exposure EI-7 (Lot 17 East) 0.018 Negligible EI-8 (Lot 17 Central) 0.008 Negligible EI-9 (Lot 17 West) 0.007 Negligible 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-13 (Lot 15 East) 0.015 Negligible EI-14 (Lot 15 Central) 0.005 Negligible El-15 (Lot 15 West) 0.013 Negligible Project No. 06442-32-13 December II. 2007 TABLE V (Continued) SUMMARY OF LABORATORY WATER-SOLUBLE SULFATE TEST RESULTS CALIFORNIA TEST NO. 417 Sample No. (Lot No.) Water-Soluble Sulfate (%) Sulfate Exposure EI-16 (Lot 27 East) 0.012 Negligible EI-17 (Lot 27 Central) 0.009 Negligible El- 18 (Lot 27 West) 0.001 Negligible EI-19 (Lot 16 East) 0.017 Negligible EI-20 (Lot 16 Central) 0.017 Negligible EI-21 (Lot 16 West) 0.020 Negligible EI-22 (Lot 21 East) 0.008 Negligible EI-23 (Lot 21 Central) 0.010 Negligible EI-24 (Lot 21 West) 0.005 Negligible EI-25 (Lot 13 East) 0.026 Negligible EI-26 (Lot 13 Central) 0.014 Negligible EI-27 (Lot 13 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 EI-3 1 (Lot 14 East) 0.009 Negligible EI-32 (Lot 14 Central) 0.014 Negligible EI-33 (Lot 14 West) 0.008 Negligible EI-34 (Lot 20 East) 0.024 Negligible EI-35 (Lot 20 Central) 0.013 Negligible EI-36 (Lot 20 West) 0.019 Negligible EI-37 (Lot 22 East) 0.012 Negligible EI-38 (Lot 22 Central) 0.014 Negligible EI-39 (Lot 22 West) 0.027 Negligible Project No. 06442-32-13 December 11, 2007 (city of Carlsbad Community & Economic Development COMMUNITY FACILITIES DISTRICT Building Permit Number:CBC2017-0547 RECEIVED JUL 112018 NON-RESIDENTIAL CITY OF CARLSBAD BUILDING DIVISION NON-RESIDENTIAL CERTIFICATE: Non-residential land owner, please read this option carefully an The sure you thoroughly understand before signing. The option you choose will affect your payment of the developed Special Tax assessed on your property. This option is available only at the time of the first building permit issuance. Your signature confirms the accuracy of this information. BUILD-TO-SUIT LIMITED, LP (619) 440-7424 Name of Owner Telephone 1000 PIONEER WAY 2842 Whiptail Loop Address Project Address El Cajon, CA 92020-1903 CARLSBAD, CA 92010 City, State Zip City, State Zip 2091202200 Assessor Parcel Number(s) or APN(s) and Lot Numbers(s) if not yet subdivided by County Assessor 1 2017-2018 37,626.00 Improvement Area Fiscal Year Square Feet 05/17/2004 $0.3339 Annexation Date Factor As cited by Ordinance No. NS-155 and adopted by the City of Carlsbad, California, the City is authorized to levy a Special Tax in Community Facilities District No. 1. All non-residential property, upon the issuance of a building permit, shall have the option to (1) pay the SPECIAL DEVELOPMENT TAX ONE TIME •or (2) assume the ANNUAL SPECIAL TAX - DEVELOPED PROPERTY for a period not to exceed twenty-five (25) years. Please indicate your choice by initializing the appropriate line below: OPTION (1): I elect to. pay the SPECIAL TAX - ONE TIME now, as a one-time payment. Amount of One-Time Special Tax: $12,563.32 Owner's Initials4F OPTION (2): I elect to pay the SPECIAL DEVELOPMENT TAX ANNUALLY for a period not to exceed twenty-five (25) years. Maximum annual Special Tax: $1,734.99 Owner's Initials I DO HEREBY CERTIFY UNDER PENALTY OF PERJURY THAT THE UNDERSIGNED IS THE PROPERTY OWNER OF THE SUBJECT PROPERTY AND THAT I UNDERSTAND AND WILL COMPLY WITH THE PROVISION AS STATED ABOVE. Title Date The City of Carlsbad has not independently verified the information shown above. Therefore, we accept no responsibility as to the accuracy or completeness of this information. B-32 Page 1of 1 CITY OF CARLSBAD COMMUNITY FACILITIES DISTRICT NO.1 SPECIAL DEVELOPMENT TAX- ONE-TIME IMPROVEMENT AREA 1(4 PAGES) (55% OF THE MAXIMUM FOR RESIDENTIAL - 10% OF THE MAXIMUM FOR NONRESIDENTIAl IDENTIAL DEVELOPED LAND USE: PERDU. PERDU. PERDU. PERDU. PERDU. PERDU. NET DENSITY (0- 1.5 DU/AC) $3,594.8363 $3,635.7069 $3,694.7224 $3,749.3242 $3.786.4462 $3,820.2202 NET DENSITY (1.51 TO 4.0 DU/AC) $3,594.8363 $3,635.7069 $3,694.7224 $3.749.3242 $3,786.4462 $38202202 NET DENSITY (4.1 TO 8.0 DU/AC) $2,268.9780 $22947746 $2,332.0238 $2,366.4872 $2,389.9177 $2,411.2351 NET DENSITY (8.1 TO 15.0 DU/AC) $2268.9780 $2,294.7746 $2,332.0238 $2.366.4872 $2.389.9177 $2,411 .2351 NET DENSITY (15.1 1023.0 DU/AC) $2,268.9780 $2,294.7746 $2,332.0238 $2,366.4872 $2.389.9177 $2,411.2351 I-RESIDENTIAL LAND USE: PER SOFT. PER SOFT. PER SOFT. PER SOFT. PER SQ.FT. PER SOFT. AUTO - GASOLINE 81.1906 $1.2042 $12237 $1.2418 $1.2541 81.2653 AUTO - REPAIR & SALES $0.5006 $0.5063 $05145 $0.5221 $0.5273 $0.5320 AUTO CAR WASH $0.9264 $0.9369 $0.9521 $0.9662 $0.9758 $0.9845 BANK - WALK IN $1.8836 $1.9050 $1.9359 $1.9645 $1.9840 $20017 BANK - WITH DRIVE THRU 82.6514 $2.6816 $2.7251 $2.7654 $2.7927 $2.8177 BOWLING ALLEY $0.9734 $0.9844 $1.0004 $1.0152 $1.0252 $1.0344 CAMPGROUND $2.5707 $2.5999 $2.6421 $2.6812 $2.7077 $2.7318 CHURCH $0.4390 $0.4440 $0.4512 $0.4578 $0.4624 $0.4665 COMMERCIAL SHOPS $0.4258 80.4306 $0.4376 $0.4441 $0.4484 $0.4524 COMMUNITY SHOPPING CENTER $0.6225 $0.6296 $0.6398 $0.6492 $0.6557 80.6615 CONVENIENCE MARKET $4.0094 $4.0550 $4.1208 $4.1817 $4.2231 $4.2608 DISCOUNT STORE $0.4727 . $0.4781 $0.4859 $0.4931 $0.4979 $0.5024 GOLF COURSE . $0.4492 $0.4544 $0.4617 $0.4686 $0.4732 $0.4774 GROCERY STORE $1- $1.1552 $1.1739 $1.1913 $1.2031 $12138 HEALTH CLUB 80 $0.4291 1 $0.4361 80.4425 80.4469 80.4509 HELIPORTS $1.5606 $1.5784 $1.6040 $1.6277 $1.6438 $1.6585 HOSPITAL - CONVALESCENT $0.3421 80.3460 $0.3516 $0.3568 $0.3603 $0.3635 HOSPITAL - GENERAL $0.5696 $0.6761 $0.5855 $0.5941 $0.6000 $0.6053 HOTEL - CONV. FAC/COMM. 80.5094 $0.5152 80.5236 80.5313 80.5366 80.5414 INDOOR SPORTS ARENA $0.3421 $0.3460 80.3516 80.3568 $0.3603 INDUSTRIAL - COMMERCIAL J BUSINESS PARK (NOTEl) $0.3142 $0.3177 $0.3229 $0.3277 $0.3309 (..So.3339 JUNIOR COLLEGE 0.32151 $0.3252 $0.3305 $0.3353 50.3387 $0344 LIBRARY 80.6254 0.63251 $0.6428 80.6523 80.6588 80.6646 LUMBER/HARDWARE STORE $0.3626 50.3667 $0.3727 $0.3782 $0.3820 $0.3854 MARINA 82.1802 52.2049 $2.2407 $2.2738 82.2964 $2.3168 MOTEL 80.3949 $0.3994 $0.4059 $0.4119 $0.4160 80.4197 NEIGHBORHOOD SHOPPING CENTER 80.9484 80.9592 80.9748 80.9892 $0.9990 81.0079 OFFICE - COMMERCIAL (< 100,000 SF) 80.3758 $0.3801 $0.3863 $0.3920 $0.3959 $0.3994 OFFICE - GOVERNMENT $0.4302 $0.4350 $0.4421 80.4486 $0.4531 $0.4571 OFFICE - HIGH RISE $0.3920 $0.3964 80.4029 $0.4088 $0.4129 $0.4166 OFFICE - MEDICAL $0.3553 $0.3593 $0.3652 80.3706 80.3742 $0.3776 OUTDOOR TENNIS COURT 4.13131 $4.1783 54.2461 $4.3088 $4.3515 $4.3903 RACE TRACK $0.7487 .75731 $0.7695 $0.7809 $0.7886 $0.7957 REGIONAL SHOPPING CENTER 80.4918 $0.4974 $0.5055 $0.5130 $0.5180 $0.5227 RESORT HOTEL $0.3377 80.3415 $0.3470 $0.3522 $0.3557 $0.3588 RESTAURANT - FAST FOOD - 84.1783 $4.2258 $4.2944 84.3578 84.4010 84.4402 RESTAURANT - QUALITY $0.9646 $0.9755 $0.9914 $1.0060 $1.0160 $1.0250 RESTAURANT - SIT DOWN . $2.2271 $2.2525 $2.2890 $2.3228 $2.3458 $2.3668 S & L - WALK IN 80.8089 $0.8181 $0.8314 $0.8437 $0.8521 $0.8597 S&L - WITHDRIVETHRU $1.1143 81.1270 $1.1453 $1.1622 81.1737 $1.1842 UNIVERSITY 80.3318 80.3356 80.3410 $03461 80.3495 $0.3526 ALL OTHER COMMERCIAL USES NOT IDENTIFIED ABOVE $0.3142 $0.3177 80.3229 $0.3277 $0.3309 $0.3339 ALL OTHER INDUSTRIAL USES NOT IDENTIFIED ABOVE (NOTE 2) $0.2555 80.2584 $0.2626 80.2664 $0.2691 $0.2715 NOTE 1: THIS CATEGORY OF LAND USE CONTAINS PM AND CM ZONED PROPERTY. NOTE 2: THIS CATEGORY OF LAND USE CONTAINS M AND PU ZONED PROPERTY. RE8 NOI Appendix E - Page 10of 16 tyof Community & Economic Development Carlsbad This form must be completed V by the City, the applicant and the appropriate school disfrictC and returned to .the City prior to issuing aL building permit. The City Will not issue any building permit without a completed school fee • form. Project No. & Name: Plan Check No.: Project Address: Assessors Parcel No.:' REYNOLDS LOT 20 RE CBC2017-0547 V MAR 1 2 2ffI 2842 WHIPTAIL LOOP ' V ' CITY OFCAALSE V BUILDING DI VlSI 2091202200 Project Applicant: BUILD-TO-SUIT LIMITED, LP (Owner Nanie) ' V Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009' Phone: (760) 331-5000 AD Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 x1166 Residential Square Feet: New/Additions: Second Dwelling Unit: Commercial Square Feet: New/Additions: 37,626 , V City Certification: City of Carlsbad Building Division ' Date: 01/04/2018 Certification of Applicant/Owners. The person executing this declaration ("Owner") certifies under penalty iscorrectandtruetothe' best of the Owner's knowledge, and that, the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of, units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on' behalf of the Owner. EE San Dieguito Union H.S. District' 684 Requeza Dr. V Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appt. Only) San IlliarCos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760)290-2849 Contact: Katherine Marcelja (By Appt only) Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x2222 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. The undersigned, being duly aüthorizéd by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. Signature of Authorized School District Official: 'TL i _.-I__ •. & Title: Date: 'Y\-y4 y\4ç' • V Date: Name of School District: CARLSBAD UNIFIED SCHOOL DISTRICT Phone: 916b 33 !-c ô 5LCAMINOEAI._• Building Division 1635 Faraday Avenue I Carlsbad, CA 92008 1 760-602-2719 1 760-602-8558 fax I building@carlsbadca.gov lit4I1AI1N WELLS EARGO BANK 11-24 1210 c CONSTRUCTION DATE 3/:'18 1000 Pioneer Way El Cajon, CA 92020 619440-7424 - PAYenty....tjne Thoand Seventy and 56/00 TOTHE Carlsbad Unified Schoold District ORDER OF 6225 El Camino Real Carlsbad, CA 92009 SECURITY FEATURES INCLUDED. DETAILS ON BACK. 11900S2931118 4L2LO00241311:4LS9. 3q2Th" 005293 $ 21,070.56 M 8 EAVL4R4 OAKS ELEMENTARY EJ CARLSBAD UNIFIED SCHOOL DISTRICT E:JPACIFICRIMEEMENTARY Receipt No. EJAVIARA OAKS MIDDLE JCARLSBAD VILLAGEACADEMy POINSETT7A ELEMENTARY BUENA VISTA ELEMENTARY ]HOPE ELEMENTARY [JPRESCHOOL 50551 U CALA VERA HILLS ELEMENTARY U JEFFERSON ELEMENTARY SAGE CREEK HIGH UJCALAVERA HILLS MIDDLE U KELLY ELEMENTARY [::]VALLEY MIDDLE UJCARLSBAD HIGH U M4GNOL IA ELEMENTARY Jg(OT1-IER RECEIVED Wu~&4 DATE: ô/iJt (It Applicable) PARENT OF &3 ( - #Wr ac' ac PAYMENT FOR: ACCOUNT NUMBER AMOUNT RECEIVED BYf v\vYt'(SH CHECK 9&OTAL 9O r f' fl 0 '• :' r\ RECEIVED JUL 112018 (City of Cailsbad This form must be completed by the City, the applicant, and the appropriate ich0ó1 ditrits àñdreturñed to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (760) 331-5000 Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 x1166 San Dieguito Union H.S. District 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appt. Only) San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Katherine Marcelja (By Appt.only) Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x2222 Project No. & Name: DEV2017-0109, REYNOLDS LOT 20 Plan Check No.: CBC2017-0547 Project Address: 2842 WHIPTAIL LOOP Assessor's Parcel No.: 2091202200 Project Applicant: GLOBAL PROFESSIONAL BUILDING (Owner Name) Residential Square Feet: New/Additions: Second Dwelling Unit: Commercial Square Feet: New/Additions: 37,626 City Certification: City of Carlsbad Building Division Date: 07/06/2018 Certification of Applicant/Owners. The person executing this declaration (Owner") certifies under penalty of peiiury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. Signature of Authorized School District Official: Title: ' 4' Date: Name of School District: CAflLSBAD UNIFIED SCHOOL DISTRICT Phone:g(X 31-b?i CARLSBAD, CA 92009 Building Division . 1635 Faraday Avenue I Carlsbad, CA 92008 1 760-602-2719 1 760-602-8558 fax I building@carlsbadca.gov BEST MANAGEMENT PRACTICES [BMP) SELECTION TABLE — —wrn Non-Storm Water Wa=ement and Materials Manqement BMPs Control BMPS flflflI!fl!!EIflflIflfl!RIU flfl HflflI ________! LTI'1.i IMLWAMMLWAPFAMMtWAMWAMMMMMMMMMMMLWALWALWAM VIAI2illi Ill74L ______________________________ WA 'A MMMMMLFAMMLWALWAMMLWAMLWAMMMMMMMMMMMMMPFAM MMMMMPFAMMPFAPFAMM~MEFAMMMMMMMMMMMEFAWFAFFAM !'4 Ii rI!I!zt Instructions: Check the box to the left of all applicable construction activity (first column) expected to occur during construction. Located along the top of the BMP Table Is a list of BMP's with It's corresponding CalIfornIa Stormwoter Quality Association (CASQA) designation number. Choose one or more BMPs you intend to use during construction from the list. Check the box where the chosen activity row Intersects with the BMP column. STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP E-29 SHOW THE LOCATIONS OFALL CHOSEN BMPs ABOVE ON THE PROJECTS SITE PLAN/EROSION CONTROL PLAN. SEE THE REVERSE SIDE OF THIS SHEET FOR A SAMPLE EROSION CONTROL PLAN. Page 1 of 1 STORM WATER POLLUTION PREVENTION NOTES All NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPs WHEN RAIN IS EMINENT. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY INSPECTOR AFTER EACH RUN—OFF PRODUCING RAINFALL THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECENT (40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM AGGREGATE. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. THE CITY INSPECTOR SHALL HAVE THE AUTHORITY TO ALTER THIS PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED TO ENSURE COMPLIANCE WITH CITY STORM WATER QUALITY REGULATIONS. OWNERS CERTIFICATE: I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (I) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION AC11VI11ES TO THE MAXIMUM EXTENT PRACTICABLE 10 AVOID THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO AVOID THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS AND (2) ADHERE TO, AND AT ALL TIMES. COMPLY WITH THIS CITY APPROVED TIER 1 CONSTRUCTION SW?PP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD. Jeff Hamann JZ4eA A'r* OWN ' AN E (PRINT) (S)/OWNER'S AGENT NAME (SIGNATURE) DATE E-29 C B c,27,-'64T SW - PROJECT INFORMATION i Site Address:_Whiptail Loop Carlsbad, CA Assessor's Parcel Number. 209-120-22 EmergencyContact- Name: Brian Thomas 24 Hour Phone: 780.277-7085 Construction Threat to Storm Water Quality (Check Box) I Ed MEDIUM 0 LOW REV 3. Refer to the CASQA construction handbook for information and details of the chosen BMPs and how to apply them to the project .\ UNiJl.p UTh1 U \ NC.: all PROPOSED BUILDING - .• 1 ' 458.70FF \ .- .. . . .. 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I 0020001115 FOR AND 10*11151050.01W 00100 0105I01015 010 000005101201 1100 45 StALL. 04 C. AS 510111001 21001 COMM 01101 Gill Eogl000ring.Envlrosmontol - Land Survo(ng L&. 24*2 15570 *417101 - Too 01001 CA 02001 Consultonls. (TIC. (010)232-0220 (OIN)232-0210 FAO SAN DIEGO REGIONAL OFFICE USE ONLY jOlDJfopjj HAZARDOUS MATERIALS RECORD ID #_____________________________________ PLAN CHECK #__________________ QUESTIONNAIRE BP DATE I I Business Name Business Contact Telephone # Build to Suit Limited, L.P. Gregg Hamann 619.440.7424 Project Address City State Zip Code APN# Whiptail Loop Carlsbad CA 92010 209-120-22-00 Mailing Address City State Zip Code Plan File# 1000 Pioneer Way El Cajon CA 92020 Project Contact Applicant E-mail Telephone # Linda Richardson linda@hamannco.com 619.440.7424 The following questions represent the facility's activities, NOT the specific project description. PART I: FIRE DEPARTMENT -HAZARDOUS MATERIALS DIVISION: OCCUPANCY CLASSIFICATION: (not reguired for projects within the City of San Diego): Indicate by circling the item, whether your business will use, process, or store any of the following hazardous materials. If any of the items are circled, applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. Occupancy Rating: Facility's Square Footage (including proposed project): Explosive or Blasting Agents 5. Organic Peroxides 9. Water Reactives 13. Corrosives Compressed Gases 6. Oxidizers 10. Cryogenics 14. Other Health Hazards Flammable/Combustible Liquids 7. Pyrophorics 11. Highly Toxic or Toxic Materials 15. None of These. Flammable Solids 8. Unstable Reactives 12. Radioactives Call (858) 505-6700 prior to the issuance of a building permit. FEES ARE REQUIRED Project Completion Date: Expected Date of Occupancy: YES NO (for new construction or remodeling projects) 0 [5 Is your business listed on the reverse side of this form? (check all that apply). 0 II Will your business dispose of Hazardous Substances or Medical Waste in any amount? 0 ER Will your business store or handle Hazardous Substances in quantities greater than or equal to 55 gallons, 500 pounds and/or 200 cubic feet? 0 Q Will your business store or handle carcinogens/reproductive toxins in any quantity? 0 [0 Will your business use an existing or install an underground storage tank? 0 IE Will your business store or handle Regulated Substances (CalARP)? 0 II Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)? 0 J Will your business store petroleum in tanks or containers at your facility with a total facility storage capacity equal to or greater than 1,320 gallons? (California's Aboveground Petroleum Storage Act). If the answer to any Diego, CA 92123. CalARP Exempt Date Initials CalARP Required Date Initials CalARP Complete Date Initials PART III: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT (APCD): Any YES* answer requires a stamp from APCD 10124 Old Grove Road, San Diego, CA 92131 apcdcomDlsdcountv.ca.ciov (858) 586-2650). [*No stamp required if 01 Yes and 03 Yes and 04-06 No]. The following questions are intended to identify the majority of air pollution issues at the planning stage. Projects may require additional measures not identified by these questions. For comprehensive requirements contact APCD. Residences are typically exempt, except - those with more than one building on the property; single buildings with more than four dwelling units; townhomes; condos: mixed-commercial use; deliberate burns; residences forming part of a larger project. [Excludes garages & small outbuildings.] YES NO 0 0 Will the project disturb 160 square feet or more of existing building materials? 0 JJ Will any load supporting structural members be removed? Notification may be required 10 working days prior to commencing demolition. 0 0 (ANSWER ONLY IF QUESTION 1 or 2 IS YES) Has an asbestos survey been performed by a Certified Asbestos Consultant or Site Surveillance Technician? 0 0 (ANSWER ONLY IF QUESTION 3 IS YES) Based on the survey results, will the project disturb any asbestos containing material? Notification may be required 10 working days prior to commencing asbestos removal. 0 Will the project or associated construction equipment emit air contaminants? See the reverse side of this form or APCD factsheet (www.sdapcd.orglinfolfacts/oermits.pdfl for typical equipment requiring an APCD permit. 0 0 (ANSWER ONLY IF QUESTION 5 IS YES) Will the project or associated construction equipment be located within 1,000 feet of a school boundary Briefly describe business activities: Briefly describe proposed project: Spec office/warehouse building 37,626 s.f. type 111-B Concrete tilt-up building I declare under penalty thy the best of my knowledge and bell sio es ma herein are true and correct. /6 / /'? Name of Owner or Authorized Agent Signature of Owner or Authorized Agent Date FIRE DEPARTMENT OCCUPANCY CLASSIFICATION: FOR OFFICAL USE ONLY: BY: DATE: EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR occucv RELEASED FOR OCCUPANCY COUNTY-HMD APCD COUNTY.HMD APCD COUNTY-HMD APCD ,. stamp in mis oox oniv exempts nusinesses irom compieting or upaating a riazaroous Materials business lian. utner permitting requirements may still apply. HM-9171 (08/15) County of San Diego - DEH - Hazardous Materials Division Ccity of Carlsbad Print Date: 11/18/2019 Permit No: PREV2018-0303 Job Address: 2842 Whiptail Loop Permit Type: BLDG-Permit Revision Work Class: Commercial Permit Rev!! Status: Closed - Finaled Parcel No: 2091202200 Lot #: 20 Applied: 12/06/2018 Valuation: $0.00 Reference #: DEV2017-0109 Issued: 12/20/2018 Occupancy Group: Construction Type III B Permit 11/18/2019 Finaled: # Dwelling Units: Bathrooms: Inspector: Bedrooms: Orig. Plan Check #: CBC2017-0547 Final Plan Check #: Inspection: Project Title: REYNOLDS LOT 20 Description: WHIPTAIL LOT 20: DEFERRED SUBMITTAL.- CURTAIN WALL AND STOREFRONT ASSEMBLIES, SHOP DRAWING Applicant: Owner: Contractor: ALEX MOORE GLOBAL PROFESSIONAL BUILDING HAMANN CONSTRUCTION 500 Fesler St El Cajon, CA 92020-1903 2888 Loker Ave E, Ste 212 1000 Pioneer Way 619-444-2182 x234 Carlsbad, CA 92010 El Cajon, CA 92020-1923 760-931-5900 619-440-7424 FEE AMOUNT BUILDING PLAN CHECK REVISION ADMIN FEE $35.00 MANUAL BUILDING PLAN CHECK FEE -- $150.00 Total Fees: $ 185.00 Total Payments To Date : $ 185.00 Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1760-602-8560 f I www.carlsbadca.gov City of Carlsbad PLAN CHECK REVISION OR DEFERRED SUBMITTAL APPLICATION B-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Original Plan Check Number 6134 a-cl -'?' Plan Revision Number PRVc2018' 6ìP 3 Project Address b2&12 VJPrmL Loot" General Scope of Revision/Deferred Submittal: TD C-Pitfi-eO u MjTTIL - ; & WI) LL_ çJo Le15'Wr4J7 /-SSettieie31 Si-i-oP Dr2mrv6 CONTACT INFORMATION: Name Viaiirpr Vt"Q&_Ar1__6 Phone 61 4 '/ 2' Fax - Address 1002 eiot'e,t. '&)'ir City £L (,&OA/ Zip_72.0c2Z Email Address jrft /-ft'v flit2&Ct' C'-i Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: ji1 Plans P Calculations LI Soils LI Energy LI Other 2. Describe revisions in detail 3. List page(s) where each revision is shown Ct SP) Pt fit IDI DL Does this revision, in any way, alter the exterior of the project?• LI Yes LI No Does this revision add ANY new floor area(s)? IJ Yes LI No Does this revision affect any fire related issues? LI Yes LI No Is this a complete set? LI Yes LI No Date 12 oS' I 1635 Faraday Avenue, Carlsbad, CA 92008 ti: 760-602-2719 f: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov EsGil A SAFEbui1tCompany DATE: DEC. 14, 2018 U APPLICANT RIS. JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2017-0547 (REV.-2) - PREV 2018-0303_ SET: I PROJECT ADDRESS: 2842 WHIPTAIL LOOP PROJECT NAME: NEW TILT-UP (2-STORIES) The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. E The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. E The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. LI The applicant's copy of the check list has been sent to: 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 KEN -W, AlA Telephone #: 619-444-2182 Date contacted Email: ksmith(kdsarch.cdm Mail Telephone Fax 1'nerson REMARKS: Curtain wall and storefront deferred submittal. By: ALl SADRE, S.E. (by kc). Enclosures: EsGil 9/11 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD CBC2017-0547 (REV.-2) - PREV 2018-0303 DEC. 149 2018 [DONOTPAY— THISISNOTANINVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2017-0547 (REV.-2) - PREV 2018-0303 PREPARED BY: ALl SADRE, S.E. (by kc) DATE: DEC. 149 2018 BUILDING ADDRESS: 2842 WHIPTAIL LOOP BUILDING OCCUPANCY: B/Si; III-B/SPR. BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Plan Revisions Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code ICB IBY Ordinance I Bldg. Permit Fee by Ordinance V Plan Check Fee by Ordinance v Type of Review: Repetitive Fee 71 I Repeats * Based on hourly rate El Complete Review U Other U Hourly EsGil Fee Structural Only 1 Hr. @ * $120.00 I $120.00I Comments: Sheet 1 of 1 (raty of Carlsbad Print Date: 11/18/2019 Permit No: PREV2018-0237 2842 Whiptail Loop BLDG-Permit Revision 2091202200 $ 0.00 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: Description: Work Class: Residential Permit Revisi Status: Closed - Finaled Lot #: 20 Applied: 09/10/2018 Reference #: DEV2017-0109 Issued: 10/23/2018 Construction Type III B Permit 11/18/2019 Finaled: Bathrooms: Inspector: Orig. Plan Check #: CBC2017-0547 Final Plan Check #: Inspection: REYNOLDS LOT 20 WHIPTAIL LOT 20: ARCHITECTURAL, STRUCTURAL & P/M/E CHANGES Applicant: Owner: Contractor: ALEX MOORE GLOBAL PROFESSIONAL BUILDING HAMANN CONSTRUCTION 500 Fesler St El Cajon, CA 92020-1903 2888 Loker Ave E, Ste 212 1000 Pioneer Way 619-444-2182 x234 . Carlsbad, CA 92010 El Cajon, CA 92020-1923 760-931-5900 619-440-7424 FEE AMOUNT BUILDING PLAN CHECK REVISION ADMIN FEE . $35.00 FIRE S Occupancies < 50,000sq. ft. New $475.00 MANUAL BUILDING PLAN CHECK FEE $1,050.00 Total Fees: $ 1,560.00 Total Payments To Date : $ 1,560.00 Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov crUity of PLAN CHECK REVISION Development Services Building Division Carlsbad B-15 APPLICATION 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Cco 17 -05q7. Plan Check Revision No. V'1 - O23l Original Plan Check No. 17-0547 Project Address Whiptail Loop (Lot 20) Date 08/30/18 Contact Alex Moore Ph 619.444.2182 x 234 Fax Email amoore@kdsarch.com Contact Address 500 Fesler Street City El Cajon Zip 92020 General Scope of Work Revisions to interior office build out. Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: rT Plans J Calculations El Soils El Energy El Other 2. Describe revisions in detail 3. List page(s) where each revision is shown 4. List revised sheets that replace existing sheets See attached list Does this revision, in any way, alter the exterior of the project? [] Yes El No Does this revision add ANY new floor area(s)? El Yes ENo Does this revision affect any fire related issues? El Yes MV No Is this a complete sei..__4 Yes El No €SSignature 1635 Faraday Avenue, Carlsbad, CA 92008' Ph: 760-602-2719 E: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov EsGil A SAFEbulif Company DATE: SEPT. 17, 2018 LI APPLICANT U JURIS. JURISDICTION: CARLSBAD PLAN CHECK #.: CBC20170547 (REV._1) - PREV 2018-0237_ SET: I PROJECT ADDRESS: 2842 WHIPTAIL LOOP PROJECT NAME: NEW TILT-UP (2-STORIES) The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. fl 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. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil 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: K SM ITH, AlA Telephone #: 619-444-2182 Date contacted: (bye ) Email: ksmithkdsarch.com Mail Telephone Fax In Person REMARKS: Miscellaneous owners plan revisions are under this permit. All disciplines are impacted, replacement sets are submitted for review and approval. By: AL! SADRE, S.E. Enclosures:. EsGil 9/11 9320Chesapeake Drive, Suite 208 • San Diego, California 9213 • (858) 560-1468 • Fax (858) 560-1576 ( CARLSBAD CBC2017-0547 (REV.-1) - PREV 2018-0237 SEPT. 17, 2018 (DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2017-0547 (REV.-1) - PREV 2018-0237 PREPARED BY: ALl SADRE, S.E. DATE: SEPT. 17, 2018 BUILDING ADDRESS: 2842 WHIPTAIL LOOP BUILDING OCCUPANCY: B/Si; III-B/SPR. BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Plan Revisions Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code 1CB IBY Ordinance Bldg. Permit Fee by Ordinance V I I Plan Check Fee by Ordinance V I $1,050.0OI Type of Review: 0 Complete Review 0 Structural Only El Repetitive Fee Repeats Based on hourly rate O Other Hourly 7 Hrs.@* EsGil Fee $120.00 I $840.00I Domments: Sheet 1 of 1 KENNETH D. SMITH ARCHITECT & ASSOCIATES 500 FESLER STREET, SUITE 102, EL CAJON, CA 92020 (619) 444-2182 FAX (619) 442-2699 Plan Revisions Project Name: New Tilt-Up (2-Stories) Plan File Number: CBC2017-0547 Item Detailed Description Sheet(s) Architectural 1 Revised plumbing contractor. i4 AO.1 2 Revised detail callout at south wall. A3 A1.1 3 Revised trash enclosure location and parking spaces at north-west corner. A3 Al .1 4 Revised retaining wall at north-east corner of lot. i3 A1.l - 5 Removed retaining wall at south-west corner of lot. i3 Al.1 6 Revised Site information table. i3 A1.1 7 Revised door in room 102. i4 A2.1 - 8 Revised layout of room 103, relocated room 116 & 104. i4 A2.1 9 Revised layout of room 115. A4 A2.1 10 Revised layout of room 109& 110. A4 A2.1 11 Revised exit plan. i4 A2.2 13 Revised dimensions on dimension plan. A3 & 4 A2.3 14 Revised room 201. A4 A3.1 15 Combined room 208 & 209. A4 A3.1 16 Revised exit plan. A4 A3.2 17 Revised first floor ceiling plan. i4 AS. 1 18 Revised west elevation to add louvers. i3 A7.2 19 Revised door schedule. A4 A8.1 20 Revised window elevations. A4 A8.2 21 Revised window elevations. A4 A8.3 22 Revised window elevations. M A8.4 23 Revised enlarged open office 201, restroom 112 & 113 and lunchroom. A4 A9.1 24 Revised enlarged stair plans. A3 & 4 A9.2 25 Revised stair sections. A3 & 4 A10.3 26 Removed detail 15. i3 AD5 27 Added detail 19. z4 ADS 28 Revised detail 8. A3 AD5.2 29 Revised detail 10. A3 AD5.2 30 Removed detail 9. i4 AD5.2 31 Added detail 8&11.i3&4 AD5.3 32 Removed details 12, 11, 10, 6. i4 AD7 33 Revised details 17, 18, 19, 20, 21, 23. i4 AD7.1 Structural 34 Revised foundation plan by both stairs. i3 S1.0 35 Revised framing plans around stairs. z3 S1.1 36 Revised Panels 17, 18, 19 & 20. A3 S2.1 37 Revised details 15, 21A, 22 & 23. i3 S3.4 38 Revised detail 7. i3 S3.5 39 Revised detail 19. A3 S3.6 40 Revised details 1, 5, 12 & 20. A3 S3.8 Mechanical 41 Revised plan. A3 M3.1 42 Revised plan. A3 M3.2 43 Revised plan. A3 M4.1 44 Revised plan. A3 M4.2 45 Revised Title 24 Certificates. M6.1- M6.6 Plumbing 46 Revised fixture schedule. A4 P0.1 47 Revised water fixture units. i4 P0.2 48 Revised DWV Isometric. A4 P0.4 49 Revised Water Isometric. A4 P0.5 50 Revised floor plan. M P1.1 51 Revised enlarged V floor plan. A4 P1.2 52 Revised floor plan. i4 P2.0 53 Revised enlarged 2 d floor plan. i4 P2.1 Electrical 54 Revised first floor power plan. A4 E3 55 Revised second floor power plan. A4 E4 56 Revised first floor lighting plan. M ES 57 Revised second floor lighting plan. A4 E6 Ca'r-clsitbyaodf • Print Date: 11/18/2019 Permit No: PREV2018-0311 Job Address: 2842 Whiptail Loop Permit Type: BLDG-Permit Revision Work Class: Commercial Permit Revis Status: Closed -. Finaled Parcel No: 2091202200 Lot #: 20 Applied: 12/20/2018 Valuation: $0.00 Reference #: DEV2017-0109 Issued: 03/01/2019 Occupancy Group: Construction Type III B Permit 11/18/2019 Finaled: # Dwelling Units: Bathrooms: Inspector: AKrog Bedrooms: Orig. Plan Check #: CBC2017-0547 Final Plan Check.#: Inspection: Project Title: REYNOLDS LOT 20 * Description: WHIPTAIL LOT 20: DEFERRED SUBMITTAL - SKYLIGHTS, SHOP DRAWINGS Owner: Contractor: GLOBAL PROFESSIONAL BUILDING HAMANN CONSTRUCTION 2888 Loker Ave E, Ste 212 1000 Pioneer Way Carlsbad, CA 92010 El Cajon, CA 92020-1923 760-931-5900 619-440-7424 FEE AMOUNT BUILDING PLAN CHECK REVISION ADMIN FEE • • $35.00 MANUAL BUILDING PLAN CHECK FEE • $375.00 Total Fees: $ 410.00 Total Payments ToDate: $ 410.00 Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I ww.w.carlsbadca.gov PLAN CHECK REVISION OR Development Services ON of DEFERRED SUBMITTAL Building Division cr Carlsbad APPLICATION 1635 Faraday Avenue 760-602-2719 B-I 5 www.carlsbadca.gov Original Plan Check Number cJ I 1 -o Plan Revision Number &?S)IWI 0311 Project Address 28'-f 't.J4 t.. Log P General Scope of 6 Hr, S t-joP S CONTACT INFORMATION: Name Ze - r Phone 6 Iq11O __ Yz Fax Address (Ooa _?D ij e e -''>'-city L C14J0'\J zip 20Z Email Address -e ?JPet-7-'.- f+e."- '&.-VY C. - Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: EJ Plans Calculations LI Soils Energy Other 2. Describe revisions in detail 3. List page(s) where each revision is shown Does this revision, in any way, alter the exterior of the project? LI Yes No Does this revision add ANY new floor area(s)? LI Yes No Does this revision affect any fire related issues? LI Yes No Is this a complete set? ii Yes ANo €~'Signature Date b _l 1635 Faraday Avenue, Carlsbad, CA 92008 Ph: 760-602- 2719 Fax: 760-602-8558 Email: building@cartsbadca.gov www.carlsbadca.gov EsGilV/0 A SAFEbulittompany DATE: FEB. 139 2019 JURlSDlCTlON:CARLSBAD OA'PLICANT % JURIS. PLAN CHECK #.: CBC2017-0547 (REV.-4) - PREV 2018-0311_ SET: II PROJECT ADDRESS: 2842 WHIPTAIL LOOP PROJECT NAME: NEW TILT-UP (2-STORIES) The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. El 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. LI The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. El EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Renata Vicente Telephone #: 619-440-7424 Date contacted: (byQ) Email: renata(ãhamannco.com Mail Telephone Fax In Person REMARKS: Custom skylight plans and calculations, a deferred submittal, is under this permit. By: ALl SADRE, S.E. Enclosures: EsGil 2/07 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 4.•_ EsGil A SAFEbuittCompany DATE: DEC. 28, 2018 0 APPLICANT 0 JURIS. JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2017-0547 (REV.-4) - PREV 2018-0311 - SET: I PROJECT ADDRESS: 2842 WHIPTAIL LOOP PROJECT NAME: NEW TILT-UP (2-STORIES) fl The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. LI 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. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil 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: Renata Vicente Telephone #: 619-440-7424 Date contacted: (by: ) Email: renata(ãhamannco.com Mail Telephone Fax In Person REMARKS: Custom skylight plans and calculations, a deferred submittal, is under this permit. By: ALl SADRE, S.E. Enclosures: EsGil 12/26 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 4 - CARLSBAD CBC2017-0547 (REV.-4) - PREV 2018-0311 DEC. 289 2018 . GENERAL Please make all corrections, as requested in the correction list Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential 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 Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. . PLANS Please provide calculations for the custom skylight. A reminder that the structural calculations to be submitted shall be stamped and signed by the CA licensed manufacturer's engineer responsible for their preparation. California State Law. . ADDITIONAL To speed up the review process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: IJ Yes IJ No 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 ALl SADRE, S.E. at EsGil. Thank you. 4 - CARLSBAD CBC2017-0547 (REV.-4) - PREV 2018-0311 DEC. 289 2018 [DO NOT PAY — THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2017-0547 (REV.-4) - PREV 2018-0311 PREPARED BY: AL! SADRE, S.E. DATE: DEC. 28, 2018 BUILDING ADDRESS: 2842 WHIPTAIL LOOP BUILDING OCCUPANCY: B/Si; III-B/SPR. BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Plan Revisions Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code ICB IBY Ordinance Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance I Type of Review: 0 Complete Review o Structural Only 0 Repetitive Fee 0 Other Repeats Hourly 2.5 Hrs. @ * EsGil Fee $120.00 I $300.001 Based on hourly rate Comments: Sheet 1 of 1 MATERIALS ALUMINUM : ALL EXTRUDED ALUMINUM SHALL BE OF 6063-T5 ALLOY AND TEMPER. FINISH : ALL EXPOSED ALUMINUM SHALL BE PROVIDED IN A CLEAR ANODIZE POWDER COAT PAINT. GLAZING SHALL BE 25 MM MULTIWALL POLYCARBONATE. PLEASE SPECIFY TINT [ØCLEA91LOBRON2EtOOPAL1LWHIIE FASTENERS : ALL FASTENERS, LAGS & BOLTS SHALL BE ZINC PLATED UNLESS SPECIFIED OTHERWISE HEREIN. GLAZING BLOCKS : ALL GLAZING SHALL HAVE 1/4'THK. X 4" LONG THERMOPLASTIC RUBBER (T.P.R.) GLAZING BLOCKS AT THE LOWER CORNERS (4 PLACES) OF EACH GLAZING PANEL OR AS REQUIRED FOR PROPER PLACEMENT OF GLAZING. GASKETS : GLAZING GASKETS SHALL BE EXTRUDED E.P.D.M. OR CLOSED CELL FOAM GLAZING TAPE AS SPECIFIED HEREIN.—. SEALANT ALL SEALANT SHALL BE TREMCO PROGLAZE HIGH PERFORMANCE SEALANT ALL SELN'T SHALL CCQWCEWt1I 'iiP '2.J' i MANUFACTURERS STANDARD WRITTEN INSTRUCTIONS. SEE THESE PROJECT DRAWINGS FOR APT'IiCM OS. SEALANT COLOR : SILVER. El T12.11EMED DISSIMILAR MATERIALS SEPARATION : AT LOCATIONS WHERE THE SKYLIGHT(S) ALUMINUM CAN CONTACT A DISSIMILAR MATERIAL A SEPARATOR SHALL BE . USED MATERIALS INCLUDE (BUT ARE NOT LIMITED TO) NYLON REINFORCED BACKING TAP STAINLESS STEEL PLASTIC OR4CRYbICSHIMSANLiASPHALTI& g EMULSIVE PAINT. : - FABRICATION ': - CONFORMANCE : THE FABRICATION AND INSTALLATION OF THE SKYLIGHT(S) SHALL CONFORM .TOTHE'APPROVEDSUI ITTAL.DRAWjNGg HOWEVER-,SKYCO, RESERVES THE RIGHT TO MAKE MINOR DEVIATIONS FROM THE APPROVED SUBMITTAL DRAW INGSAS REQUIREOrBY ThE FIELD CONDITIONS MATERIAL 6. AND: MANUFACTURING LIMITATIONS AND STRUCTURAL DESIGN REQUIREMENTS ANY DEVIATIONS FROM THE APPROVEDSUBMITTAVDRAWIWGS SHALLMEET. • STRUCTURAL AND AESTHETIC REQU I REMENTS AND SHALL NOT AFFECT THE PERFORMANCE OR WARRANTY, OF THE SKYLIGHT(S) ALL FABRICATION OF THE ALUMINUM FRAMING MEMBERS SHALL CONFORM TO GUIDELINES AS SET FORTH_ i sa ixa ASSOCIATION (A.A.M.A.). *t: t;cceZ .fld ';tctGY m3flflr. WELDING : ALL WELDING SHALL BE PERFORMED UTILIZING THE HELIARC/TIG PROCESS. -. - INSTALLATION : SHALL BE BY OTHERS. UNIT TO BE SHIPPED SHOP ASSEMBLED I SHOP ALL FIELD DIMENSIONS AND CONDITIONS SHOWN HAVE BEEN FIELD VFRJFIED BY SKYCO J QyJS1pR I OR 1 C'17_44:9~_ft - . ... _'=6 -2- r •.. THESE DRAWINGS DRA NGS ARE THE I REVIEWED . . PROPERTY OF SKYCO SKYLIGHTS AND - CONSTRUCTION pri ARE SUBMITTED IN CONFIDENCE FOR NOT By Paul Giese at2 57 pm, Dec 14, 201.6..,HAMANN TO BE DISTRIBUTED NOR ANY IN- FORMATION OR DESIGNS CONTAINED HEREIN DISCLOSED TO OTHERS. CUSTOMER NAME: HAMANN CONSTRUCTION CUST. ADDRESS: 1000 PIONEER WAY EL CAJON, CA 92020 CUSTOMER PHONE: 619.440.7424 Sky PROJECT NAME: REYNOLDS LOT 20 PROJ. ADDRESS:2842 WHIP TAIL LOOP CARLSBAD. CA 92010 CONTACT NAME: C O SKYLIGHTS INDUSTRIAL • COMMERCIAL. RESIDENTIAL & CUSTOM 5KYLICNTlNC SYSTEMS 2995 AIRWAY AVENUE, SUITE B A# COSTAMES&CALjFORNIA928 h. JOB #: 9157 DATE: 112/14/181 PAGE: 1 QE...5 qp 4w w 4p 03 11 ,"..-.... ...... . ENING BELOW I GC I - / - 4 \ ,1 / A 5 I IF 0 3 12 18.4 103 3/8" OUT TO OUT OF CURB-FLAT TO FLAT (6) = i —u lilY: ONE (1) AS SHOWN 103 3/8" OUT TO OUT OF CURB - FLAT TO FLAT (4) - .- UNIT FULL SEWN SCALE: 1/2 = 1'-O" s CUSTOMER Ys~RHTS NAME: HAMANN CONSTRUCTION ICUST. ADDRESS: 1000 PIONEER WAY EL CAJON, CA 92020 CUSTOMER PHONE: 619.440.7424 I A : 1 PROJECT NAME: REYNOLDS LOT 20 I PROJ. ADDRESS: 2842 MIIP TAIL LOOP CARLSBAD. CA 92010 CONTACT NAME: INDUSTRIAL • COMMERCIAL 2995 AIRWAYAVENUE, SUITE B REV.# RESIDENTIAL & CUSTOM I COSTA MESA, CALIFORNIA 92626 SK9157 I12I1 SKYLIGHTINCSYSTEMS Phone(949)629-4090 Fax(949)629-4088 . I / PAGE :2 \ JOB#: IDATE 4118J OF: 5 NG PANEL PER SPECIFICATIONS PERIMETER CAP w/CONT. GLAZING TAPE K. X 11" TPR GLAZING BLOCK 4"LG. @ LOWER CORNERS OF GLAZING 1/2" H.H.T.S. @ 12"o.c. 2'DP. HIP RAFTER BEYOND A. HIP RAFTER - 2 PLACES :RAME IN CONT. SEALANT AS SHOWN 3 FRAME w/EPDM GASKET LAG SCREW @ 12"o.c. NOW WIDE WOOD CURB BY OTHERS UNIT SILL SEC11ON HALF SCALE s k I CUSTOMER NAME: HAMANN CONSTRUCTION CUST. ADDRESS: 1000 PIONEER WAY EL CAJON, CA 92020 CUSTOMER PHONE: 619.440.7424 I 1 I I PROJECT NAME: REYNOLDS LOT 20 PROJ. ADDRESS: 2842 WHIP TAIL LOOP CARLSBAD, CA 92010 CONTACT NAME: I SK INDUSTRIAL • COMMERCIAL RESIDENTIAL & CUSTOM COSTA MESA, CALIFORNIA 92626 Y L I G HTS SKYUCHTING SYSTEMS Phone (949) 629-4090 Fax (949) 629-4088 I 2995 AIRWAY AVENUE. SUITE B REV. DATE: PAGE: ,/\\\ JOB SK9 157 112/14/181 OF : 1/4"0-20 X 2 1/4" P.H.M.B. @ 12"o.c. M. PRESSURE BAR & ALUM. SNAP COVER w/EPDM GASKETS (2) "-"GLAZING PANEL PER SPECIFICATIONS 2"DP. ALUM. HIP RAFTER w/EPDM GASKETS (2) HIP RAFTER SECTION HALF SCALE I PROJECT NAME: REYNOLDS LOT 20 PROJ. ADDRESS: 2842 WHIP TAIL LOOP CARLSBAD, CA 92010 CONTACT NAME: I Sk I CUSTOMER NAME: HAMANN CONSTRUCTION CUST. ADDRESS: 1000 PIONEER WAY EL CAJON, CA 92020 I CUSTOMER PHONE: 619.440.7424 I LIJOB#: 'DATE: PAGE :4 I 2995 AIRWAY AVENUE, SUITE B 1SKYLIGHTS SKYUGHTINCSYSTEMS phofle(949)629O90 Fax(949)629-4088 112/14/181 OF:5 INDUSTRIAL. COMMERCIAL RESIDENTIAL & CUSTOM COSTA MESA, CALIFORNIA 92626 BASE 2 1f4'DP.1 CUSTOMER NAME: HAMANN CONSTRUCTION I CUST. ADDRESS: 1000 PIONEER WAY EL CAJON, CA 92020 CUSTOMER PHONE: 619.440.7424 I PROJECT NAME: REYNOLDS LOT 20 I PROJ. ADDRESS: 2842 WHIP TAIL LOOP CARLSBAD, CA 92010 CONTACT NAME: I toky INDUSTRIAL, COMMERCIAL RESIDENTIAL & CUSTOM I 2995 AIRWAY AVENUE, SUITE B COSTA MESA, CALIFORNIA 92626 (REV.#,/\\1 IJOB#: ATE: I PAGE :5 I SKYLIGHTS SKYLIGHTINCSYSTEMS Phone(949)629-4090 Fax(949)629-4088 12114118IOF:5 I SKYPRO ILLUMINATOR 5k SKYPRO SKYWAVE POLYCARBONATE ARCHED DOME 'S KYL I G HTS 949-629-4090 CONT. SILICONE BEAD #10 FASTENER FRAME FINISH *MILL FINISH (MF) ALUM. PERIMETER CAP EPDM GASKET 0 OTHER: CONDENSATE GUTTER WEEP HOLES "ALUM. CURB FRAME SKYPRO SKYWAVE SINGLE GLAZING _-SEALANT BY OTHERS SKYPRO WHITE POLYCARBONATE (SPW) -= CURB ANCHORS BY OTHERS - SKYPRO SKYWAVE DOME WIDE CURB BY OTHERS --------- SHIM AS REQ'D. BY OTHERS ROOFING BY OTHERS PLAN VIEW 1 1/2" INSIDE CURB DIMENSION 1 1/2" 5/8" OUTSIDE CURB DIMENSION - 518' SIDE ELEVATION MODEL: A-S-CM-SPW-MF HALF SCALE END ELEVATION MODEL I INSIDE CURB DIM. I QTY. ICC ESR-3837 LISTED 4848 I 48" x48" ALUMINUM CURB MOUNT FRAME SKYPRO SKYWAVE SINGLE DOME SKYLIGHT 4884 48" x 84" I I 4896 I 48" x 96" I 33 PROJECT: PROJECT ADDRESS: APPROVED BY: DATE: REYNOLDS LOT 20 I 2842 WHIP TAIL LOOP CARLSBAD, CA 92010 CUSTOMER: ICUSTOMER PHONE: REV. # JOB M. 'DATE: DRAWING HAMANN CONSTRUCTION 11000 PIONEER WAY EL CAJON, CA 92020 12/14/18 SKI-001 MATERIALS ALUMINUM : ALL EXTRUDED ALUMINUM SHALL BE OF 6063-15 ALLOY AND TEMPER. FINISH : ALL EXPOSED ALUMINUM SHALL BE PROVIDED IN A CLEAR ANODIZE POWDER COAT PAINT. GLAZING : SHALL BE 25 MM MULTIWALL POLYCARBONATE. PLEASE SPECIFY TINT C2EAR08ONZE0OPALWHITE __1) FASTENERS : ALL FASTENERS, LAGS & BOLTS SHALL BE ZINC PLATED UNLESS SPECIFIED OTHERWISE HEREIN. GLAZING BLOCKS : ALL GLAZING SHALL HAVE 1/4°THK. X 4" LONG THERMOPLASTIC RUBBER (T.P.R.) GLAZING BLOCKS AT THE LOWER CORNERS (4 PLACES) OF EACH GLAZING PANEL OR AS REQUIRED FOR PROPER PLACEMENT OF GLAZING. GASKETS : GLAZING GASKETS SHALL BE EXTRUDED E.P.D.M. OR CLOSED CELL FOAM GLAZING TAPE AS SPECIFIED HEREIN..._- --. . .-- SEALANT ALL SEALANT SHALL BE TREMCO PROGLAZE HIGH PERFORMANCE SEALANT ALL SEI,N'T SHALL B.gL ii MANUFACTURERS STANDARD WRITTEN INSTRUCTIONS. SEE THESE PROJECT DRAWINGS FOR SEALANT COLOR : SILVER. )PPQ(_ —j ç;JEOTD DISSIMILAR MATERIALS SEPARATION : AT LOCATIONS WHERE THE SKYLIGHT(S) ALUMINUM CAN CONTACT A DISSIMILAR MATERIAL A SEPARATOR SHALL BE USED MATERIALS INCLUDE (BUT ARE NOT LIMITED TO) NYLON REINFORCED BACKING TAPE STAINLESS STEEL PLASTIC OR-ACRYbIC SHIMS ANDASPHALTIC EMULSIVE PAINT. '..' J % ---c - . --- FABRICATION CONFORMANCE : THE FABRICATION AND INSTALLATION OF THE SKYLIGHT(S) SHALL CONFORM -TO-THE APPROVED. SUBMITTAL.DRAWINGS HOWEVER. SKYCO RESERVES THE RIGHT TO MAKE MINOR DEVIATIONS FROM THE APPROVED SUBMITTAL DRAWINGSAS REQUIREDBY ThE FIELD CONDITIONS MATERIAL AND MANUFACTURING LIMITATIONS AND STRUCTURAL DESIGN REQUIREMENTS ANY DEVIATIONS FROM THE APPROVED'SUBMITTAVDRAWINGS SHALLMEET:-- STRUCTURAL AND AESTHETIC REQUIREMENTS AND SHALL NOT AFFECT THE PERFORMANCE OR WARRANTY OF THE SKYLIGHT(SJ J I J_ :tA .JIi 1,1 ALL FABRICATION OF THE ALUMINUM FRAMING MEMBERS SHALL CONFORM TO GUIDELINES AS SET FORTH Bi 1 I3 çj'U ASSOCIATION (A.A.M.A.). 1 tte3: j ctGy maflflr. - WELDING . ALL WELDING SHALL BE PERFORMED UTILIZING THE HELIARC/TIG PROCESS. :1 - -. - INSTALLATION : SHALL BE BY OTHERS. UNIT TO BE SHIPPED SHOP ASSEMBLED / SHOP GLAZL. r)( ALL FIELD DIMENSIONS AND COND III DNS SHOWN HAVE BEEN F I ELD RI F BY, SKYCO SKY LII LPR IOR-1 -FBAICRfi -- -- -- - -_ - THESE DRAWINGS ARE THE REVIEWED PROPERTY OF SKYCO SKYLIGHTS AND . ., .... HAMANN Deói4,2bj CONSTRUCTION ARE SUBMITTED IN CONFIDENCE FOR A SPECIFIC PURPOSE. THEY ARE NOT 'at [ByPiuIG1ese :57pm, TO BE DISTRIBUTED NOR ANY IN- FORMATION OR DESIGNS CONTAINED HEREIN DISCLOSED TO OTHERS. CUSTOMER NAME: HAMANN CONSTRUCTION CT. ADDRESS: 1000 PIONEER WAY EL CAJON, CA 92020 I PROJECT NAME: REYNOLDS LOT 20 CUSTOMER PHONE:619.440.7424 ROJ. I P: ADDRESS:2842 WHIP TAIL LOOP CARLSBAD. CA 92010 Sky INDUSTRIAL • COMMERCIAL RESIDENTIAL & CUSTOM I CONTACT NAME 2995 AIRWAY AVENUE. SUITE B ': 4118 COSTA MESA, CALIFORNIA 92626 I SKYLIGHTS 1REV.#,/\ JOB#: DATE 11211 PAGE: 1 SKYUCHTJNCSYSTEMS Phone(949)629 -4090 Fax SK9157 1 OF: 5 OPENING BELOW BY GC —j / 0 4 ft S S 55 - 'F A lz 5 S / i - \'5 / b TOP OF UNIT 12 18.4 '.O -S 3/8" OUT TO OUT OF CURB—FLAT TO FLAT (4) - c5J o = i —u ONE (1) AS SHOWN 103 3/8" OUT TO OUT OF CURB - FLAT TO FLAT (4) I I UNIT FULL SECTION SCALE: 1/2" = 1'—O" S I CUSTOMER NAME: HAMANN CONSTRUCTION I CUST. ADDRESS: 1000 PIONEER WAY EL CAJON, CA 92020 CUSTOMER PHONE: 619.440.7424 IPROJECT NAME: REYNOLDS LOT 20 PROJ. ADDRESS :2842 WHIP TAIL LOOP CARLSBAD, CA 92010 I CONTACT NAME: IJOB#: 'DATE: 'IPAGE:2 INDUSTRIAL • COMMERCIAL RESIDENTIAL & CUSTOM COSTA MESA, CALIFORNIA 92626 1SKYLIGHTS I S(LICHTINCSYSTEMS Phone(949)629.4090 Fax(949)629-4088 I#,,t\IsKgl57 1121141181 OF: 5 I 2995 AIRWAY AVENUE. SUITE B &ZING PANEL PER SPECIFICATIONS UM. PERIMETER CAP wICONT. GLAZING TAPE "THK. X 11" TPR GLAZING BLOCK 4LG. @ LOWER CORNERS OF GLAZING X 1/2" H.H.T.S. @ 12"o.c. OF 2"DP. HIP RAFTER BEYOND I EA. HIP RAFTER - 2 PLACES El FRAME IN CONT. SEALANT AS SHOWN URB FRAME w/EPDM GASKET 2" LAG SCREW @ 12"o.c. /2" NOW WIDE WOOD CURB BY OTHERS UNIT SILL SEC11ON HALF SCALE PROJECT NAME: REYNOLDS LOT 20 PROJ. ADDRESS: 2842 WHIP TAIL LOOP CARLSBAD. CA 92010 CONTACT NAME: I tp ky CUSTOMER NAME: HAMANN CONSTRUCTION CUST. ADDRESS:1000 PIONEER WAY EL CA.JON, CA 92020 CUSTOMER PHONE: 619.440.7424 JOB#:DATE:PAGE :32995 AIRWAY AVENUE. SUITE BINDUSTRIAL• COMMERCIAL RESIDENTIAL & CUSTOM COSTA MESA, CALIFORNIA 92626 SKYLIGHTS SKYUG}fI1NCSYSTEMS Phone(949)629-4090 Fax(949)629-4088 SK9157 112/14/181 OF :5 /4"0-20 X 2 1/4' P.H.M.B. @ 12"o.c. LUM. PRESSURE BAR & ALUM. SNAP COVER w/EPOM GASKETS (2) LAZING PANEL PER SPECIFICATIONS ALUM. HIP RAFTER w/EPDM GASKETS (2) HIP RAFTER SE00N HALF SCALE I PROJECT NAME: REYNOLDS LOT 20 PROJ. ADDRESS: 2842 WHIP TAIL LOOP CARLSBAD, CA 92010 I CONTACT NAME: Sky~ CUSTOMER NAME: HAMANN CONSTRUCTION CUST. ADDRESS: 1000 PIONEER WAY EL CAJON, CA 92020 I CUSTOMER PHONE: 619.440.7424 JOB#: 'DATE2995 AIRWAY AVENUE, SUITE B SKYLIGHTS I SKYUGHTINGSYSTEMS Phone(949)629.4090 Fax(949)629-4088 I"\IsK9l57 112114/181 PAGE :4 I INDUSTRIAL. COMMERCIAL RESIDENTIAL & CUSTOM COSTA MESA, CALIFORNIA 92626 OF.:5 BASE 2 1/4"DP. I I Epl:y CUSTOMER NAME: HAMANN CONSTRUCTION I CUST. ADDRESS: 1000 PIONEER WAY EL CAJON, CA 92020 CUSTOMER PHONE: 619.440.7424 PROJECT NAME: REYNOLDS LOT 20 PROJ. ADDRESS: 2842 WHIP TAIL LOOP CARLSBAD, CA 92010 CONTACT NAME: I I 2995 AIRWAY AVENUE, SUITE B JOB 'DATE: 'PAGE:5 I INDUSTRIAL • COMMERCIAL RESIDENTIAL & CUSTOM I COSTA MESA, CALIFORNIA 92626 SKYLIGHTS SKYLICHTINGSYSTEMS Phone(949)629-4090 Fax(949)629-4088 SK9157 112/14/181 OF:5 SKYPRO ILLUMINATOR SKYWAVE POLYCARBONATE ARCHED DOME c 0SKYPRO Sky SKYLIGHTS 949 -629 -4090 FRAME FINISH CONT. SILICONE BEAD #10 FASTENER MILL FINISH (MF) ALUM. PERIMETER CAP EPDM GASKET 0 OTHER: CONDENSATE GUTTER WEEP HOLES 'ALUM. CURB FRAME SKYPRO SKYWAVE SINGLE GLAZING -SEALANT BY OTHERS SKYPRO WHITE POLYCARBONATE (SPW) - = CURB ANCHORS BY OTHERS SKYPRO SKYWAVE DOME WIDE CURB BY OTHERS _-SHIM AS REQD. BY OTHERS ROOFING BY OTHERS PLAN VIEW I 1/2" -U INSIDE CURB DIMENSION 1 1/2" - -U - - 5/8" OUTSIDE CURB DIMENSION 5/8" -U SIDE ELEVATION MODEL: A-S-CM-SPW-MF HALF SCALE END ELEVATION MODEL I INSIDE CURB DIM. I QTY. ICC ESR-3837 LISTED 4848 I 48" x48" I ALUMINUM CURB MOUNT FRAME SKYPRO SKYWAVE SINGLE DOME SKYLIGHT 4884 48" x 84" I I 4896 I 48"x96" I_33 PROJECT: 1PROJECTADDRESS: APPROVED BY: DATE: REYNOLDS LOT 20 I 2842 WHIP TAIL LOOP CARLSBAD, CA 92010 CUSTOMER: CUSTOMER PHONE: REV. # O #: IDATE: I DRAWiNG #: HAMANN CONSTRUCTION 11000 PIONEER WAY EL CAJON, CA 92020 1 SK9157 B 12/14/18 SKI-001 B.A. SIMS ENGINEERING, INC. STRUCTURAL CALCULATIONS 190 5150 E. PACIFIC COAST HWY SKYLIGHT SYSTEM SUITE 200 PROJECT: Reynolds Lot 20 LONG BEACH, CA 90804 2842 Whiptail Loop RECEIVED (562) 735-4955 Carlsbad, CA 92010 ' ' www.basims.com CLIENT: Skyco (#9157) FEB 0 52019 1/25/2019 TERMS AND CONDITIONS /L1MITATION OF LIABILITY BUILDING DIVISION B.A. Sims Engineering, Inc. was engaged to provide calculations for the above project By making use of this document and the associated plans, the CLIENT (Skyco Skylights) and INSTALLER and OR OWNER/OWNER'S REP hereby acknowledge and agree to the folowing terms and conditions: CLIENT binds himself, his partners, his agents, and his contractors to this agreement in respect to all of the terms and conditions herein. ENGINEER has no authority insofar as the CLIENTs or OWNER's personnel are concerned. OWNER and CLIENT are admonished to observe all applicable safety regulations for the protection of personnel. OWNER and CLIENT shall defend, indemnify and hold harmless ENGINEER from all costs of litigation that may arise out of alleged damages or injuries associated with the execution of the work defined by this agreement, including attorney's fees and judgments, unless it is proven in a court of law that said injuries or damages resulted directly from negligent errors or omissions in the work prepared by the ENGINEER The ENGINEER does not issue any warrantees or guarantees and is not responsible for the completion or quality of performance of the contracts by any CLIENT, contractor, the OWNER, or other 3rd parties. Services provided under this agreement are for the exclusive use by the CLIENT There are no intended third party beneficiaries of this agreement. Nothing contained in the ENGINEER's work shall relieve the CLIENTor OWNER from complying with applicable local, state, and federal building codes and laws. To the greatest extent allowed by law, the aggregate liability of ENGINEER for any and all injuries, claims, demands, losses, expenses or damages, of whatever kind, arising out of or in any way related to this agreement or the services provided by ENGINEER on this project, shall be limited to $10,000 or the total fee received by ENGINEER pursuant to this agreement, whichever is lower. Further, no officer, director, shareholder or employee of ENGINEER shall bear any personal liability to OWNER or CLIENT for any and all injuries, claims, demands, losses, expenses or damages, of whatever kind or character, arising out of or in any way related to this agreement or the services provided by ENGINEER on this project All disputes between CLIENT and ENGINEER arising out of or relating to this agreement shall be submitted to nonbinding mediation prior to commencement of any other judicial proceeding or litigation. CLIENT or OWNER shall make no claim either directly or in a third party claim, against ENGINEER unless CLIENT has first provided ENGINEER with a written certification executed by an independent professional currently practicing in the same discipline as ENGINEER and licensed in the state of the subject project This certification shall a) contain the name and license number of the certifier; b) specify each and every act or omission that the certifier contends is a violation of the standard of care expected of a professional performing professional services under similar circumstances; and c) state in complete detail the basis for the certifiers opinion that each such act or omission constitutes such a violation. This certificate shall be provided to ENGINEER not less than thirty (30) calendar days prior to the presentation of any claim or the institution of any judicial proceeding. In the event of any mediation, arbitration or litigation arising from or related to this agreement, the prevailing party shall be entitled to recovery of all reasonable costs incurred, including staff tim; court costs, attorney's fees, expert fees and other related costs and expenses. End of Terms and Conditions. 1/25/19 19023-RO CALC PACKAGE, PG. 1 OF 15 B.A. SIMS ENGINEERING, INC. 5150 E. PACIFIC COAST HWY SUITE 200 LONG BEACH, CA 90804 (562) 735-4955 www..basims.com STRUCTURAL CALCULATI SKYLIGHT SYSTEM PROJECT: Reynolds Lot 20 2842 Whiptail Loop Carlsbad, CA 92010 CLIENT: Skyco (#9157) -R0.xmcd 1/25/2019 Purpose of this document: To provide supporting structural calculations for the proposed skylight system designed and drafted by Skyco Skylights. DesiQn criteria: 1)2016 CBC. Deflection limited to 11180 or 3/4". For spans over 20', limit is 11240. AMERICAN ALUMINUM MANUFACThRERSASSOCIA110N (AAM.A) Definition of Units: k := 1000-lb ksi := pcf := - psf := - in ft ft2 3 2 6063-T5 iJuminum Properties: E:= 10-106 psi SG:= 2.7 plf:=.! psi:= - - sf:=ft2 ftk:=ft•k ksf:=-- ea:=1 ft .2 2 In ft Tensile strength, ult FT := 22.ksi Yield strength: F, := 16ksi Loads: Glazing (inches): G 76.16.pcf.25.mm G = 6.25 psf (25mm opal polycarbonate) Frame: fr := 1.0.psf Total dead load: DL := G + fir DL = 7.25.psf Curb height above finished floor: [h = 35'-O" I or less Wind load: Exposure C, 110 mph. Note: The following wind loads are service level loads (ASD), per Mecawind output See MECAWIND wind output attached: WL1 := 10.94.psf (inward) WLO 17.36.psf + 30.23 .psf := 2 = 23.8.psf (outward, weighted avg. of Zones 1 and 2) Snow load: S:=0.psf 19023-RO CALC PACKAGE, PG. 2 OF 15 B.A. SIMS ENGINEERING, INC 5150 E. PACIFIC COAST HWY SUITE 200 LONG BEACH, CA 90804 (562) 7354955 www.basims.com SKYLIGHT SYSTEM PROJECT: Reynolds Lot 20 2842 Whiptail Loop Carlsbad, CA 92010 CLIENT: Skyco (#9157) I-RO.xmcd 1/25/2019 Load combinations, per CBC 2404.2: LCI := WL0 - DL LC1 = 16.55.psf LC2 := DL + WL1 + 0.5•S LC2 = 18.19.psf 1<- GOVERNS1 LC3 := 0.5•WL1 + DL + S LC3 = 12.72psf LC4 := DL LC4 = 7.25.psf System Check: See RISA-30 output sheets attached. Rafters approximately modeled as thin-walled tube sections most closely resembling true rafter dimensions. Member Unity Check Results: Rafter: UC := 0.258 CHECK := if(UC < 1, "OK" ,"NO GOOD!") Sill Connection Reactions (Worst Case): Dead Load Only (for Seismic Load Calculation): RD := 74.Ib Horizontal Shear: RHSHR := 76-lb Horizontal Pullout: RHpLo := 184.1b Vertical Shear: RVSHR := 160.1b 19023-RO CALC PACKAGE, PG. 3 OF 15 B.A. SIMS ENGINEERING, INC. 5150 E. PACIFIC COAST HWY SUITE 200 LONG BEACH, CA 90804 (562) 735-4955 www.basims.com SKYLIGHT SYSTEM PROJECT: Reynolds Lot 20 2842 Whiptail Loop Carlsbad, CA 92010 CLIENT: Skyco (#9157) 9023-RO.xmcd 1/25/2019 Check Connections: [Check sill connection. DETAILA3: _J Worst case used for sill connection reactions Check (1)1/4" x 2" lag screw © 12" O.C.: Seismic Seismic coefficient SDS := 1.039 (per Seismic Design Maps Summary Report attached) shear/pullout Tributary weight per fastener: W RD- w = 741b 1 ea Seismic coefficients: ap 2.5 R 2.5 perASCE 7-10 Table 13.5-1 Seismic design force, perASCE 7 13.3.1: z:= 1 h:= I W:= W Ip := 1.0 0.4.aP.SDS.WP + 2.!') F = 92.26 lb Governs (Fp> Fpmin) ( i1pp) Horizontal seismic force: F h) Max. seismic force: F1,,, := 1.6.SDS.Ip.Wp Fpmax = 123.02 lb Mm. seismic force: := 0.3.SDS.Ip.Wp Fp,il = 23.07 lb Seismic shear: V,:= F v = 92.26 lb per fastener Seismic pullout: T,:= V T, = 92.26 lb per fastener max(RH SHEAR' RVSHEAR) Non-seismic shear: V,, V = 160 lb 1ea Wrthdrawatftension: T:= RH PULLOUT - T= 1841b 1 -ca ASD Capacity: := 1 •ea 196. l (allowable shear per fastener per attached NDS sheet) ITALLOW := 1 •ea•484•lE (allowable tension per fastener per attached NDS sheet) CHECK := if(VALLow> rnax(Vn,Vs) A TALLOW> max(T,T5),"OK" ,"NO GOOD !") = "OK" Therefore,(1) 114" x 2" lag screw @12" O.C. OK.J 19023-RO CALC PACKAGE, PG. 4 OF 15 B.A. SIMS ENGINEERING, INC. 5150 E. PACIFIC COAST HWY SUITE 200 LONG BEACH, CA 90804 (562) 735-4955 www.basims.com STRUCTURAL CALCULATIONS SKYLIGHT SYSTEM PROJECT: Reynolds Lot 20 2842 Whiptail Loop Carlsbad, CA 92010 CLIENT: Skyco (#9157) 1/25/20191 [Check apex connection, 0ETA1LA5:_J Check ridge rafter connection - 1/8" Fillet Weld, Both Sides (5356 Weld Filler perADM Table 7.1-1) V:= 103-lb Worst case per Member End Reactions V, := 17ksi Filler Shear Ultimate Strength perADM Table 7.3-1 S := sin(45)J-.in S = 0.1 1-in Weld effective throat perADM 7.3.2.1 := Sv.Vult FSw = 1.81 in Lwe := 1.6875•in2 Lwe = 3.38-in n:= 1.95 Fsw L ve V := V = 3129.52 lb ADM Equation 7.3.2.2-1 flu I9ECK := if(V> V, "OK" ,"NO GOOD!") flerefore, 1/8" Fillet Weld, Both Sides OK. J <<< end of calculations >>> 19023-RO CALC PACKAGE, PG. 5 OF 15 4Y 4i M5 M8 4i 7 Envelope Only Solution B.A. Sims Engineering, Inc. SK - I CD Skylight Jan 25, 2019 at 3:21 PM 19023 Model Labels 19023-RO.r3d 19023-RO CALC PACKAGE, PG. 6 OF 15 Company : B.A. Sims Engineering, Inc. Jan 25, 2019 IRISA Designer : CD 3:26 PM Job Number : 19023 Checked By:_____ ANEMErscHExcoMpANv Model Name : Skylight Aluminum Properties I hI k1 ( Flgcil NI.. Thrrri I nancihir Tnhla P A hf f,rI,ei1 +,rI,i1 iri,n t'+ 1. 3003-H14 10100 3787.5 .33 1.3 .173 Table B... 1 19 16 13 J2_ 141 .L. 6061-16 10100 3787.5 .33 1.3 .173 Table B... 1 38 35 35 24 141 .L. 6063-15 10100 3787.5 .33 1.3 .173 Table B... 1 22 16 16 13 141 .4. 6063-T6 10100 3787.5 .33 1.3 .173 Table B... 1 30 25 25 19 141 .5. 5052-H34 10200 13787.5 .33 1 1.3 .173 Table B... 1 34 1 26 24 20 141 ..L1 6061-16W 10100 13787.5 .33 1 1.3 1 .173 Table B... 1 1 24 1 15 15 15 141 Aluminum Section Sets Label Shape Type Design List Material Design Rules A Fin21 lyy Fin41 lzz Fin41 J MAI- L I Rafter 12" SkyCo Ra.4 Beam iRectangular .. 6063-15 I Typical I .938 I .552 I .552 I .824 j Basic Load Cases Al ( flrirsfi,n Y fZrn V 7 I,.n+ O,sinl fl.fnk ArI Q,,,4.,. I I -- - Load Combinations n-rinfi- DflI4 QDQQ D D C. Q fl fl fl D 0 TAT ITATI - Joint Coordinates and Temperatures I .slrnh V Fini V Fin1 7 F..1 Trn.,.s rd .,.., Ni 0 0 22.5 0 _L N2 52 21.5 0 0 3 N3 52 -21.5 0 0 N4 -52 21.5 0 0 N5 -52 -21.5 0 0 NO 21.5 52 0 0 _L. N7 -21.5 52 0 0 NO 21.5 -52 0 0 N9 -21.5 -52 0 0 - Joint Boundary Conditions Ir.nf I ahal V rwni V rkIr.1 7 rkih.1 V P,sf l,_ffk,Ii V 0,.+ fI,_01,,I1 7 P,sI FL'_f+h.n,ll I N9 Reaction Reaction Reaction _L N8 Reaction Reaction Reaction 3 N3 Reaction Reaction Reaction N2 Reaction Reaction Reaction N6 Reaction Reaction Reaction 6 1 N7 Reaction I Reaction Reaction L.1 N4 Reaction I Reaction Reaction RISA-31D Version 17.0.2 [Z:\201 9\19023-SkyCo-Carlsbad\i 9023-RO. r3d] Page 1 19023-RO CALC PACKAGE, PG. 8 OF 15 - Company : B.A. Sims Engineering, Inc. Jan 25, 2019 IRISA Designer : CD 3:26 PM Job Number : 19023 Checked By:_____ ANEMETSCHEKCOMPANY Model Name : Skylight Joint Boundary Conditions (Continued) Joint Label X Fk/inl Y 1k/ml Z Fk/inl X Rot.Fk-ft/radl V Rot.Fk-ft/radl Z Rot.lk-Wradi 8 I N5 I Reaction I Reaction I Reaction Member Area Loads (BLC I: D) Anint A mint P Anint ( mint fl flir,'tinn flitrih,,tinn Mrnit,idflgcf1 N5 N4 NI Z Two Way -.008 - _2_ N4 N7 NI Z Two Way -.008 N7 N6 NI Z TwoWav -.008 _4_ N6 N2 NI Z Two Way -.008 N2 N3 NI Z Two Way -.008 _& N3 N8 NI Z Two Way -.008 _L N8 N9 NI Z Two Way -.008 N9 N5 NI Z Two Way -.008 Member Area Loads (BLC 2: WLi) I.,in+ A I,m,f 91 I,sinf 1' I,sinf l• ft.,n;+,,,1rkc1 _L N5 N4 NI PerD Two Way .011 L. N4 N7 NI Perp Two Way .011 3 N7 N6 NI Pero Two Way .011 N6 N2 NI Perp Two Way .011 N2 N3 NI Pert) Two Way .011 _i. N3 N8 NI Perp Two Way .011 _L N8 N9 NI Pero Two Way .011 N9 N5 NI Pero Two Way .011 - Member Area Loads (BLC 3: WLo) mint A I,n+ Q mint ( I,,in+ fl flb..+.nn fl+..ikt,*n I N5 N4 NI Perp Two Way -.024 - N4 N7 NI Perp Two Way -.024 N7 N6 NI Pern Two Way -.024 A. N6 N2 NI Perp Two Way -.024 _.L N2 N3 NI PerD Two Wav -.024 _6_. N3 N8 NI Perp Two Way -.024 _L N8 N9 NI Perp Two Wav -.024 _8_ N9 N5 NI Pero Two Wav -.024 - Envelope Joint Reactions l,,,. V Fill I V ro I t' 7 ro If' tAV n, 41 I r' iiv rL, 41 I f' lLiI7 rUf+1 If' N9 max .076 2 .184 .2. .158 1 0 3 0 & 0 .L 2 mm -.044 I -.107 I -.113 j_ 0 j_ 0 j. 0 _L N8 max .044 1 .184 j. .159 .2.. 0 3. 0 3. 0 .1. min -.076 2 -.107 ...j. -.113 1.. 0 .1. 0 ..L 0 ..i.. N3 m .107 1 .076 2.. .159 j. 0 3. 0 3. 0 1 _6_ mlii1 -.184 2 -.044 I -.113 I 0 1i. 0 1j.. 0 1. .1... N2 m .107 I .045 ...t. .16 .2.. 0 3.. 0 j. .1... min -.184 2 -.076 2. -.114 ..t 0 .1 0 1 0 J_. N6 max .044 I .108 .1... .16 1... 0 .1 0 2. 0 .1. ilL min -.076 2 -.184 2. -.114 W 0 j 0 j_ 0 i. ii. N7 max .077 2 1 .107 _j.1 .158 2. 0 .11 0 2. 0 2. 12 min 1 -.045 1 -.184 2 -.112 1 1 0 j 0 1. 0 j.. 13 N4 2 .044 1 .16 2. 0 1 0 2. 0 2. 14 min -.107 1 -.075 2 -.114 1 0 1 0 I 0 N5 a 7ma.183 .183 2 .076 2 j 15 .158 2. 0 i 0 2. 0 2. 16 n -.107 1 -.044 ..j -.113 j_. 0 j 0 .j. 0 1. Page 2 RISA-3D Version 17.0.2 [Z:\2019\19023-SkyCo-Carlsbad\I9023-RO.r3d] 19023-RO CALC PACKAGE, PG. 9 OF 15 Company : B.A. Sims Engineering, Inc. Designer : CD IRI SA Job Number : 19023 ANEMEYSCKEX COMPANY Model Name : Skylight Jan 25, 2019 3:26 PM Checked By:_____ Envelope Joint Reactions (Continued) EnveIoe Member End Reactions RA I 1' CI. 41,1 If' Ck.4IA if' T-- ..-r& It" it' IR _ El El El Envelope AA ADMI-15: ASD - Building Aluminum Code Checks MAmhAr hnA tnria (' I ,,.Fin1 I (' QhAor I nrrinl fir I ( Dnr'I) DnfI('iw. Mrn,J(l Mn,Iri !rn,Iri '.In-,If'i f'k r- 1 MI SkyCo 303 0 2 044 i_v 2.. 1 5.883 9.091 446 446 2.-364 2.364 t .2_ M2 " SkyCo . 1 .257 0 2 .036 0 .y. 2 5.883 9.091 .446 .446 2.364 2.364 1. ftl-1 _L. M3 "SkyCo.. .259 0 2 .036 0 2 5.883 9.091 .446 .446-...2.364...2.364 1...HI-1 .4_ M4 "SkyCo.. .263 0 2 .036 0 .y. 2 5.883 9.091 .446 .446 2.364 2.364 i_. Li:1 ..L. M5 "SkyCo.. .268 1 __. 2 .037 .1.... 2. 5.883 9.091 .446 .446 2.364 2.364 1 ... ftl-1 _L M6 "SkyCo.. .270 1 0 12 .037 1 0 .. 1 .y 2. 5.883 9.091 .446 .446 2.364 2.364 t. H~1 _L. M7 2" SkyCo.. .268 ....._. 2. .037 _O_ y. 2. 5.883 9.091 .446 .446 2.364 2.364 1... ftl-1 .1.... M8 2 SkyCo.. .232 0 2 .032 60.601 2 5.883 9.091 .446 .446 2.364 2.364 1... 11-1 Page 3 RISA-3D Version 17.0.2 [Z:\2O19\19023SkYCoCarIsbad\19O23R0.r3d9Q23RO CALC PACKAGE, PG. 10 OF 15 1/25/2019 Connection Calculator Design Methodlil Allowable Stress Design (ASD) V Connection Typelli Lateral loading V Fastener Typelil Lag Screw v Loading Scenario! il Single Shear V Main Member Typelli Douglas Fir-Larch V Main Member lhicknessljl 3.5 in.V 11 Main Member: Angle oj Load to Grair]J Side Member Type 1 Steel V Side Member Thic 1111 gage v Side Member: Angle o Load to Grair 0 Washer Thickness III 1/8 In. V Nominal Diameterlll 1/4 In. V j] LengthI2in. V Load Duration Factorill C_D = 1.6 V Wet Service Factor] 11 C_M = 1.0 V End Grain Factorill C_eg = 1.0 v Temperature Factorll[c_t = 1.0 v Connection Yield Modes Im 11706 lbs. Is 11737 lbs. II 11294 lbs. Iilm I1316 lbs. HIS 11196 lbs. IV 11239 lbs. Ii Adjusted ASD Capacity 11196 lbs. Lag Screw bending yield strength of 70000 psi is assumed. The Adjusted ASD Capacity is only applicable for lag screws with adequate end distance, edge distance and spacing per NDS chapter 11. ASTM A36 Steel is assumed for steel side members 1/4 in. thick, and ASTM A653 Grade 33 Steel is assumed for steel side members less than 1/4 in. thick. While every effort has been made to insure the accuracy of the information presented, and special effort has been made to assure that the information reflects the state-of-the-art, neither the American Wood Council nor its members assume any responsibility for any particular design prepared from this on-line Connection Calculator. Those using this on-line Connection Calculator assume all liability from its use. The Connection Calculator was designed and created by Cameron Knudson, Michael Dodson and David Pollock at Washington State University. Support for development of the Connection Calculator was provided by American Wood Council. 19023-RO CALC PACKAGE, PG. 11 OF 15 1/1 V25/2019 Connection Calculator Design Me 11 Allowable Stress Design (ASD) V Connection Typelli Withdrawal loading V Fastener Typeill Lag Screw V Loading Scenariolil N/A V Main Member Typelil Douglas Fir-Larch V Ii Main Member Thicknesslll 3.5 in. V 1 Side Member Typelil Steel v Side Member Thickness ii gage v Ii Washer Thicknesslll 1/8 in. V JI Nominal DiameterII 1/4 in. V fl Length [2 in. V ji Load Duration Factorill c_o -=1.6 V Ii Wet Service Factorlil C_M = 1.0 II End Grain Factorill c_eg _--1. 0 !J1 [ Temperature Factorill Adjusted ASD Capacity 11484 lbs. The Adjusted ASD Capacity only applies to withdrawal of the fastener from the main member. It does not address head pull-through capacity of the fastener in the side member. While every effort has been made to insure the accuracy of the information presented, and special effort has been made to assure that the information reflects the state-of-the-art, neither the American Wood Council nor its members assume any responsibility for any particular design prepared from this on-line Connection Calculator. Those using this on-line Connection Calculator assume all liability from its use. The Connection Calculator was designed and created by Cameron Knudson, Michael Dodson and David Pollock at Washington State University. Support for development of the Connection Calculator was provided by American Wood Council. 19023-RO CALC PACKAGE, PG. 12 OF 15 1/1 MecaWind v2316 Software Developer: Meca Enterprises Inc., www.meca.biz, Copyright © 2018 Calculations Prepared by: Calculations Prepared For: Client: SkyCo Date: Jan 25, 2019 Project #: 19023 Designer: CD Location: Carlsbad Description: Skylight FileLocation : Z:\2019\19023-SkyCo-Carlsbad\19023 MecaWiad.wad Basic Wind Parameters Wind Load Standard = ASCE 7-10 Exposure Category = C Wind Design Speed = 110.0 mph Risk Category = II Structure Type = Building Building Type = Enclosed General Wind Settings = ASCE 7-10 Wind Parameters = Iac1LF = Include ASD Load Factor of 0.6 in Pressures = True DynType = Dynamic Type of Structure = Rigid NT = Natural Frequency of Structure (Node 1) = 10.000 Hz NF = Natural Frequency of Structure = 10.000 Hz Zg = Altitude (Ground Elevation) above Sea Level = 0.000 ft Bdist = Base Elevation of Structure = 0.000 ft GenElev = Specify the Elevations For Wind Pressures = Automatic SUB = Simple Diaphragm Building = False MWFRS = Analysis Procedure being used for MWFRS = Ch 27 Pt 1 C&C = Analysis Procedure being used for C&C = Ch 30 Pt 4 Reacs = Show the Base Reactions in the output = False MWFRSType = MWFRS Method Selected = Ch 27 Pt 1 Topographic Factor per Fig 26.8-1 Topo = Topographic Feature = None Kzt = Topographic Factor = 1.000 Building Inputs RoofType: Building Roof Type = Hipped : Hipped = W : Width Perp to Ridge = 8.750 ft L : Length Along Ridge = 8.750 ft EHt : Eave Height = 35.000 ft Hip : Ridge Hipped Length = 1.000 ft RE : Roof Entry Method = Slope Slope : Slope of Roof = 4.0 :12 OH : Specify Roof to Wall intersection and Overhang= None Theta : Roof Slope Par : Is there a Parapet = False OH—ALL : None = 0.000 ft = 18.43 Deg Exposure Constants per Table 26.9-1: Alpha: Const from Table 26.9-1= 9.500 At: Coast from Table 26.9-1= 0.105 Am: Coast from Table 26.9-1= 0.154 C: Coast from Table 26.9-1= 0.200 Zg: Const from Table 26.9-1= 900.000 ft Bt: Coast from Table 26.9-1= 1.000 Bn: Coast from Table 26.9-1= 0.650 Eps: Coast from Table 26.9-1= 0.200 Gust Factor Calculation: Gust Factor Category I Rigid Structures - Simplified Method GI = For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zn =0.6*Ht Izm = Cc * (33 / Zm) ' 0.167 Lzm = L * (Zn / 33) ' Epsilon Q = (1 / (1 + 0.63 * ((B + Ht) / Lzm)0.63))0.5 G2 = 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) Gust Factor Used in Analysis G = Lessor Of Gl Or G2 Components and Cladding (C&C) Calculations per Ch 30 Part 4: = 0.85 = 21.438 ft = 0.215 = 458.672 = 0.935 = 0.891 = 0.850 19023-RO CALC PACKAGE, PG. 13 OF 15 Hip Roof h = Mean Roof Height = 35.729 ft LF = Load Factor based upon ASD Design = 0.60 Kzt = Topographic Factor is 1 since no Topographic feature specified = 1.000 EAF = Exposure Adjusment Factor per Table 30.7-2 = 1.000 LHD = Least Horizontal Dimension: Min(B, L) = 8.750 ft al = Min(0.1 * LHD, 0.4 * h = 0.875 ft a = Max(al, 0.04 * LHD, 3 ft [0.9 m]) = 3.000 ft 2a = Parameter used to define zone width: 2*a = 6.000 ft Effective Wind Areas for Components and Cladding per Table 30.7-2 All wind pressures include a load factor of 0.6 Description Zone Width Span 1/3 Area Rule ft ft ft sqft Zone 1 1 1.000 1.000 No 1.00 Zone 2 2 1.000 1.000 No 1.00 Zone 3 3 1.000 1.000 No 1.00 Zone 4 4 1.000 1.000 No 1.00 Zone 5 5 1.000 1.000 No 1.00 *per Para 30.2.2 the MinimumPressure for C&C is 9.60 psf [0.460 kPa] (Includes LF} Wind Pressures for Components and Cladding per Table 30.7-2 All wind pressures include a load factor of 0.6 Description Zone Area RF RF RF FOH Ptable Ptable p p Ltr Pos Neg Pos Neg Pos Neg ft sq ft psf psf psf psf Zone 1 1 1.00 B 1.00 1.00 1.00 18.23 -28.93 10.94 -17.36 Zone 2 2 1.00 B 1.00 1.00 1.00 18.23 -50.38 10.94 -30.23 Zone 3 3 1.00 B 1.00 1.00 1.00 18.23 -74.48 10.94 -44.69 Zone 4 4 1.00 D 1.00 1.00 1.00 31.59 -34.30 18.95 -20.58 Zone 5 5 1.00 D 1.00 1.00 1.00 28.93 -53.03 17.36 -31.82 EAF = Exposure Adjustment Factor from Table 30.7-2 RF Ltr = Reduction Factor (RF) Letter for Table 30.7-2 RF = Effective Area reduction factor from Table 30.7-2 Ptable = Pressure taken from Table 30.7-2 P = Wind Pressure: Ptable * EAF * RF * Kzt * LF * FOH [Egn 30.7-1] FOH = 1.15 for Zone 3 overhangs, and 1.0 for all others [Sec 30.7.1.3] *per Para 30.2.2 the Minimum Pressure for C&C is 9.60 psf [0.460 kPa] (Includes LF) Pressures on overhangs include Pressure from the top and bottom surface of overhang 19023-RO CALC PACKAGE, PG. 14 OF 15 1125/2019 U.S. Seismic Design Maps OSrH PD 19023 2842 Whiptail Loop W, Carlsbad, CA 92010, USA Latitude, Longitude: 33.1405867, -117.25540639999997 lonis Pharmaceuticals Inc I 4Q San Diego Hat9 I - - \a0t G - oog e - - - - - Map data2619 Google Date 1/25/2019, 2:26:36 PM Design Code Reference Document ASCE7-10 Risk Category II Site Class . D - Stiff Soil Type Value Description SS 1.039 MCER ground motion. (for 0.2 second period) S1 0.403 MCER ground motion. (for 1.Os period) SMS 1.126 Site-modified spectral acceleration value 5M1 0.644 Site-modified spectral acceleration value SOS 0.751 Numeric seismic design value at 0.2 second SA SDI 0.429 Numeric seismic design value at 1.0 second SA Type Value Description SDC D Seismic design category Fa 1.085 Site amplification factor at 0.2 second Fv 1.597 Site amplification factor at 1.0 second PGA 0.395 MCEG peak ground acceleration FPGA 1.105 Site amplification factor at PGA PGAM 0.436 Site modified peak ground acceleration TL 8 Long-period transition period in seconds SsRT 1.039 Probabilistic risk-targeted ground motion. (0.2 second) SsUH 1.045 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 1.5 Factored deterministic acceleration value. (0.2 second) 51 RT 0.403 Probabilistic risk-targeted ground motion. (1.0 second) SI UN 0.386 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration. SID 0.6 Factored deterministic acceleration value. (1.0 second) PGAd 0.5 Factored deterministic acceleration value. (Peak Ground Acceleration) CRS 0.994 Mapped value of the risk coefficient at short periods CR1 1.046 Mapped value of the risk coefficient at a period of 1 S https://seismicmaps.org/ 1/2 MATERIALS ALUMINUM : ALL EXTRUDED ALUMINUM SHALL BE OF 6063-15 ALLOY AND TEMPER. FINISH : ALL EXPOSED ALUMINUM SHALL BE PROVIDED IN A CLEAR ANODIZE POWDER COAT PAINT. GLAZING : SHALL BE 25 MM OPAL WHITE MULl IWALL POLYCARBONATE. FASTENERS : ALL FASTENERS, LAGS & BOLTS SHALL BE ZINC PLATED UNLESS SPECIFIED OTHERWISE HEREIN. FEB 05 2019 CITY OF CARLSBAD BUILDING DiVSION * ocESS!o, C 58238 EXP. 6130120 •.J - OF GLAZING BLOCKS : ALL GLAZING SHALL HAVE 1/4"THK. x 4" LONG THERMOPLASTIC RUBBER (T.P.R.) GLAZING BLOCKS AT THE LOWER CORNERS (4 PLACES) OF EACH GLAZING PANEL OR AS REQUIRED FOR PROPER PLACEMENT OF GLAZING. GASKETS : GLAZING GASKETS SHALL BE EXTRUDED E.P.D.M. OR CLOSED CELL FOAM GLAZING TAPE AS SPECIFIED HEREIN. SEALANT : ALL SEALANT SHALL BE TREMCO PROGLAZE HIGH PERFORMANCE SEALANT. ALL SEALANT SHALL BE APPLIED IN ACCORDANCE WITH THE MANUFACTURERS STANDARD WRITTEN INSTRUCTIONS. SEE THESE PROJECT DRAWINGS FOR SPECIFIC SEALANT APPLICATIONS. SEALANT COLOR : SILVER. DISSIMILAR MATERIALS SEPARATION : AT LOCATIONS WHERE THE SKYLIGHT(S) ALUMINUM CAN CONTACT A DISSIMILAR MATERIAL A SEPARATOR SHALL BE USED. MATERIALS INCLUDE (BUT ARE NOT LIMITED TO) NYLON REINFORCED BACKING TAPE, STAINLESS STEEL, PLASTIC OR ACRYLIC SHIMS AND ASPHALTIC EMULSIVE PAINT. 1/25/19 FABRICATION CONFORMANCE : THE FABRICATION AND INSTALLATION OF THE SKYLIGHT(S) SHALL CONFORM TO THE APPROVED SUBMITTAL DRAWINGS HOWEVER SKYCO RESERVES THE RIGHT TO MAKE MINOR DEVIATIONS FROM THE APPROVED SUBMITTAL DRAWINGS AS REQUIRED BY THE FIELD CONDITIONS, MATERIAL AND MANUFACTURING LIMITATIONS, AND STRUCTURAL DESIGN REQUIREMENTS. ANY DEVIATIONS FROM THE APPROVED SUBMITTAL DRAWINGS SHALL MEET STRUCTURAL AND AESTHETIC REQUIREMENTS AND SHALL NOT AFFECT THE PERFORMANCE OR WARRANTY OF THE SKYLIGHT(S). ALL FABRICATION OF THE ALUMINUM FRAMING MEMBERS SHALL CONFORM TO GUIDELINES AS SET FORTH BY THE AMERICAN ALUMINUM MANUFACTURERS ASSOCIATION (A.A.M.A.). WELDING : ALL WELDING SHALL BE PERFORMED UTILIZING THE HELIARC/TIG PROCESS. INSTALLATION : SHALL BE BY OTHERS. UNIT TO BE SHIPPED SHOP ASSEMBLED / SHOP GLAZED. ALL FIELD DIMENSIONS AND CONDITIONS SHOWN HAVE BEEN FIELD VERIFIED BY SKYCO SKYLIGHTS PRIOR TO FABRICATION. CUSTOMER NAME: HAMANN CONSTRUCTION PROJECT NAME: REYNOLDS LOT 20 INDUSTRIAL, COMMERCIAL, RESIDENTIAL & CUSTOM SKYLIGHTING SYSTEMS CUST. ADDRESS: 1000 PIONEER WAY EL CAJON, CA 92020 PROJ. ADDRESS : 2842 WHIP TAIL LOOP CARLSBAD, CA 92010 2995 AIRWAY AVENUE, SUITE B COSTA MESA, CALIFORNIA 92626 Phone (949) 629.4090 Fax (949) 6294088 THESE DRAWINGS ARE THE PROPERTY OF SKYCO SKYLIGHTS AND ARE SUBMITTED IN CONFIDENCE FOR A SPECIFIC PURPOSE. THEY ARE NOT TO BE DISTRIBUTED NOR ANY IN- FORMATION OR DESIGNS CONTAINED HEREIN DISCLOSED TO OTHERS. CUSTOMER PHONE : 619.440.7424 CONTACT NAME: # JOBS: DATE: PAGE: 1 I \ SK9157 112/14/181 OF: 5 P& 2Ob-O3L HIP RAFTER SPAN = 55 5/8" (8) ONE (1) AS SHOWN UNIT FULL SECTION SCALE: 1/2D = 1'-0 Sky PROJECT NAME: REYNOLDS LOT 20 PROJ. ADDRESS: 2842 WHIP TAIL LOOP CARLSBAD, CA 92010 CONTACT NAME: CUSTOMER NAME: HAMANN CONSTRUCTION CUST. ADDRESS: 1000 PIONEER WAY EL CAJON, CA 92020 CUSTOMER PHONE: 619.440.7424 C 0 I INDUSTRIAL, COMMERCIAL, RESIDENTIAL & CUSTOM 2995 AIRWAY AVENUE, SUITE B DATE: PAGE: 2 SKYLIGHTS SKYLICHTINGSYSTEMS phone(949)6294090 Fax(949)629-4088 I/"\ JOB #: SK9157 112/14/181 OF:5 COSTA MESA, CALIFORNIA 92626 AZING PANEL PER SPECIFICATIONS UM. PERIMETER CAP w/CONT. GLAZING TAPE "THK. X 11" TPR GLAZING BLOCK 4'LG. @ LOWER CORNERS OF GLAZING X 1/2" H.H.T.S. @ 12"o.c. OF 2DP. HIP RAFTER BEYOND EA. HIP RAFTER - 2 PLACES I FRAME IN CONT. SEALANT AS SHOWN URB FRAME w/EPDM GASKET 2" LAG SCREW @ 12"o.c. /2" NOW WIDE WOOD CURB BY OTHERS UNIT SILL SECTION u C5 23 rn HALF SCALE EXP. 6/30120 ' OF PROJECT NAME : REYNOLDS LOT 20 PROJ. ADDRESS: 2842 WHIP TAIL LOOP CARLSBAD, CA 92010 CONTACT NAME: S k CUSTOMER NAME: HAMANN CONSTRUCTION CUST. ADDRESS: 1000 PIONEER WAY EL CAJON, CA 92020 CUSTOMER PHONE: 619.440.7424 I 2995 AIRWAY AVENUE, SUITE B REV. SA 'DATE: INDUSTRIAL • COMMERCIAL. RESIDENTIAL & CUSTOM COSTA MESA, CALIFORNIA 92626 ys-KYLIGHTS SKYLICHTINC SYSTEMS Phone (949) 629-4090 Fax (949) 629-4088 j/•'\ SK9 157 Ii 2/14/181 PAGE: 3 I OF:5 4"0-20 X 2 1/4" P.H.M.B. @ 12"o.c. PRESSURE BAR & ALUM. SNAP COVER w/EPDM GASKETS (2) 1 . NGLAZING PANEL PER SPECIFICATIONS 2"DP. ALUM. HIP RAFTER w/EPDM GASKETS (2) HIP RAFTER SEC11ON HALF SCALE C58238; 't EXP. 6130/20 Op cr! PROJECT NAME: REYNOLDS LOT 20 PROJ. ADDRESS: 2842 WHIP TAIL LOOP CARLSBAD, CA 92010 CONTACT NAME: I Sk CUSTOMER NAME: HAMANN CONSTRUCTION CUST. ADDRESS :1000 PIONEER WAY EL CAJON, CA 92020 CUSTOMER PHONE: 619.440.7424 I JOB #: I DATE: PAGE: 4 I 2995 AIRWAY AVENUE, SUITE B INDUSTRIAL, COMMERCIAL, RESIDENTIAL & CUSTOM COSTA MESA, CALIFORNIA 92626 Sky LI G HTS SKYLIGHTING SYSTEMS Phone (949 629-4090 Fax (949) 629-4088 REV. J,' ISK9157 Ii 2/14/181 OF : Luuj C58238 ! t. EXP. 6130120 '1 10. OF C ALUM. COMPRESSION RING & 1/4"THK. ALUM. BASE 2 1/4"DP.I ALUM. CROWN CLOSURE @ APEX ABOVE DP. ALUM. HIP RAFTER (8) APEX VIEW DETAIL tT HALF SCALE CUSTOMER NAME: HAMANN CONSTRUCTION CUST. ADDRESS: 1000 PIONEER WAY EL CAJON, CA 92020 CUSTOMER PHONE: 619.440.7424 PROJECT NAME: REYNOLDS LOT 20 PROJ. ADDRESS: 2842 WHIP TAIL LOOP CARLSBAD, CA 92010 CONTACT NAME: INDUSTRIAL, COMMERCIAL, RESIDENTIAL & CUSTOM 2995 AIRWAY AVENUE, SUITE B COSTA MESA, CALIFORNIA 92626 SKYLIGHTINC SYSTEMS Phone (949) 629-4090 Fax (949) 629-4088 REV. JOBS: 'DATE SK9 1 57 Ii 2/14/1 81 PAGE: 5 OF: 5 CUSTOMER NAME: HAMANN CONSTRUCTION ICUST. ADDRESS: 1000 PIONEER WAY EL CAJON, CA 92020 CUSTOMER PHONE I PROJECT NAME: REYNOLDS LOT 20 I PROJ. ADDRESS :2842 WHIP TAIL LOOP CARLSBAD, CA 92010 I CONTACT NAME: INDUSTRIAL, COMMERCIAL. RESIDENTIAL & CUSTOM SKYLIGHTING SYSTEMS 2995 AIRWAY AVENUE, SUITE B COSTA MESA, CALIFORNIA 92626 Phone (949) 629-4090 Fax (949) 629-4088 B#: D4 K9157 '1 MATERIALS : ALUMINUM : ALL EXTRUDED ALUMINUM SHALL BE OF 6063-15 ALLOY AND TEMPER. FINISH : ALL EXPOSED ALUMINUM SHALL BE PROVIDED IN A CLEAR ANODIZE POWDER COAT PAINT. GLAZING : SHALL BE 25 MM MULTI WALL POLYCARBONATE. PLEASE SPEC I Pt TINT c ROBRONZEOOPAL WHITE__13 FASTENERS : ALL FASTENERS, LAGS & BOLTS SHALL BE ZINC PLATED UNLESS SPECIFIED OTHERWISE HEREIN. GLAZING BLOCKS : ALL GLAZING SHALL HAVE 1/4"THK. X 4" LONG THERMOPLASTIC RUBBER (T.P.R.) GLAZING BLOCKS AT THE LOWER CORNERS (4 PLACES) OF EACH GLAZING PANEL OR AS REQUIRED FOR PROPER PLACEMENT OF GLAZING. - ••& GASKETS : GLAZING GASKETS SHALL BE EXTRUDED E.P.D.M. OR CLOSED CELL FOAM GLAZING TAPE AS SPEC I F I ED HERE * --___, -. ,- ., - SEALANT : ALL SEALANT SHALL BE TREMCO PROGLAZE HIGH PERFORMANCE SEALANT. ALL SEALT SHALL I CC0BQAWEH (THE- MANUFACTURERS STANDARD WRITTEN INSTRUCTIONS SEE THESE PROJECT DRAWINGS FOR CEii! NIRKAflOS SEALANT COLOR : SILVER. . DISSIMILAR MATERIALS SEPARATION : AT LOCATIONS WHERE THE SKYLIGHT(S) ALUMINUM CAN CONTACT A DISSIMILAR MATERIAL A SEPARATOR SHALL BE .,,. USED MATERIALS INCLUDE (BUT ARE NOT LIMITED TO) NYLON REINFORCED BACKING TAP, STAINLESS STEEL, ELASTIC 0 EMULSIVE PAINT. I (r c.-, .-•- r J r• -. L.-.' . IIi. .... FABRICATION ;Cri CONFORMANCE : THE FABRICATION AND INSTALLATION OF THE SKYLIGHT(S) SHALL CONFOR TO TH_ APIROVED. SUBM FFIALr.DRAW.I NGS HOWEVER.:SKYCO-, .- RESERVES THE RIGHT TO MAKE MINOR DEVIATIONS FROM THE APPROVED SUBM I TTAL DRAWl NGS:AS RQUI REDaY-THEFI ELD CONDI TI ONS MATERIAL 'AND MANUFACTURING LIMITATIONS, AND STRUCTURAL DESIGN REQUIREMENTS. ANY DEVIATIONS FROM THE AEPROVED"sUBM I TTALcDRAWI N!GS' SHALLMEET STRUCTURAL AND AESTHETIC REQUIREMENTS AND SHALL NOT AFFECT THE PERFORMANCE OR WARPNTY 'OFTI 1SKYLIGHT(S) •'J • I tA s.'11, ai ALL FABRICATION OF THE ALUMINUM FRAMING MEMBERS SHALL CONFORM TO GUIDELINES AS SET FORTH B , Y a j'd -. - e'rjtIIlU iII... ASSOCIATION (A.A.M.A.). ; o:: tc 1fl .7 ctCay maTiflCr WELDING . ALL WELDING SHALL BE PERFORMED UTILIZING THE HELIARC/TIG PROCESS. . INSTALLATION : SHALL BE BY OTHERS. UNIT TO BE SHIPPED SHOP ASSEMBLED / SHOP GLAZL. ALL FIELD DIMENSIONS AND CONDITIONS SHOWN HAVE BEEN FIELD VERIFIED BY SKYCO SKYL!I f' 4 . ity of Carlsbad ullding Division MAR 01 2019 BY: "llwl" — . 64jill 00 REVIEWED By Paul Giese at 2:57 pm, Dec 14, 2018 HAMANN CONSTRUCTION THESE DRAWINGS ARE THE PROPERTY OF SKYCO SKYLIGHTS AND ARE SUBMITTED IN CONFIDENCE FOR A SPECIFIC PURPOSE. THEY ARE NOT TO BE DISTRIBI ITFfl NflP ANY IM.._.. FORMATION C I.IFRFIN flICI PREV20I8-0311 2842 WHIPTAIL LOOP W-flPTAIL LOT 20: DEFERRED SUBMITTAL -SKYLIGHTS, SHOP DRAWINGS DEV2017-0109 2091202200 CBC2017-0547 12/20/2018 PREV20I8-0311 /4 OPENING BELOW BY GC a • ........_.....• ç-........•..:.. .-•.•..•. •. •. •.• - •..• • ... •. •. •. . ..•... A 3 ±42 13/16" O.D. (8) 103 3/8" OUT TO OUT OF CURB—FLAT TO FLAT (4) SCALE: 3/8" = 1'-0- QUANTITY: ONE (1) AS SHOWN TOP OF UNIT 12 18.430 T.O. CURB 103 3/8" OUT TO OUT OF CURB - FLAT TO FLAT (4) UNIT FULL SEC11ON SCALE: 1/2" = 1'—O" s2) PROJECT NAME: REYNOLDS LOT 20 PROJ. ADDRESS : 2842 WHIP TAIL LOOP CARLSBAD, CA 92010 CONTACT NAME: Sky s CUSTOMER NAME: HAMANN CONSTRUCTION CUST. ADDRESS: 1000 PIONEER WAY EL CAJON, CA 92020 CUSTOMER PHONE: 619.440.7424 JOB #: 'DATE PAGE:2 INDUSTRIAL, COMMERCIAL, RESIDENTIAL & CUSTOM 2995 AIRWAY AVENUE. SUITE B KY SKYLIGHTINC SYSTEMS Phone (949)629-4090 Fax (949) 629-4088 11//A\ SK9157 112/14/181 OF: 5 COSTA MESA, CALIFORNIA 92626 ..•....•. .............. ................... LAZING PANEL PER SPECIFICATIONS LUM. PERIMETER CAP w/CONT. GLAZING TAPE 4"THK. X 11" TPR GLAZING BLOCK 4'LG. @ LOWER CORNERS OF GLAZING 12 X 1/2" H.H.T.S. @ 12"o.c. NI OF 2"DP. HIP RAFTER BEYOND @ EA. HIP RAFTER - 2 PLACES ET FRAME IN CONT. SEALANT AS SHOWN CURB FRAME w/EPDM GASKET X 2" LAG SCREW @ 12"o.c. I /2" NON.) WIDE WOOD CURB BY OTHERS UNIT SILL SEC11ON HALF SCALE CUSTOMER NAME: HAMANN CONSTRUCTION CUST. ADDRESS: 1000 PIONEER WAY EL CAJON, CA 92020 CUSTOMER PHONE: 619.440.7424 S PROJECT NAME: REYNOLDS LOT 20 PROJ. ADDRESS: 2842 WHIP TAIL LOOP CARLSBAD, CA 92010 CONTACT NAME: SKYLIGHTS INDUSTRIAL, COMMERCIAL, RESIDENTIAL & CUSTOM 2995 AIRWAY AVENUE, SUITE B COSTA MESA, CALIFORNIA 92626 1REV.#1/\\ J08#: DATE: 112/14/181 PAGE :3 SKYUGHTINC SYSTEMS Phone (949) 629-4090 Fax (949) 629-4088 SK9157 OF: 5 1/4"0-20 X 2 1/4" P.H.M.B. @ 12"o.c. LUM. PRESSURE BAR &. ALUM. SNAP COVER w/EPDM GASKETS (2) J_ GLAZING PANEL PER SPECIFICATIONS 2'DP. ALUM. HIP RAFTER w/EPDM GASKETS (2) HIP RAFTER SECTION (a:) HALF SCALE li z3K R CUSTOMER NAME: HAMANN CONSTRUCTION GUST. ADDRESS: 1000 PIONEER WAY EL CAJON, CA 92020 CUSTOMER PHONE: 619.440.7424 PROJECT NAME: REYNOLDS LOT 20 PROJ. ADDRESS: 2842 WHIP TAIL LOOP CARLSBAD, CA 92010 CONTACT NAME: ': INDUSTRIAL, COMMERCIAL 2995 AIRWAY AVENUE, SUITE B JOB #: DATE PAGE :4 RESIDENTIAL & CUSTOM COSTA MESA, CALIFORNIA 92626 KHTS SKYLIGHTINGSYSTEMS Phone(949)629-4090 Fax(949)629-4088 SK9157 I12114/181OF : 5 BASE 2 1/4."OP.I CUSTOMER NAME: HAMANN CONSTRUCTION PROJECT NAME: REYNOLDS LOT 20 INDUSTRIAL • COMMERCIAL, RESIDENTIAL & CUSTOM SKYLIGHTING SYSTEMS CUST. ADDRESS: 1000 PIONEER WAY EL CAJON, CA 92020 PROJ. ADDRESS: 2842 WHIP TAIL LOOP CARLSBAD, CA 92010 2995 AIRWAY AVENUE, SUITE B REV. # COSTA MESA, CALIFORNIA 92626 Phone (949) 629-4090 Fax (949) 629-4088 CUSTOMER PHONE: 619.440.7424 CONTACT NAME: JOB #: DATE: PAGE :5 SK9157 112/14/181 OF:5 SKYPRO ILLUMINATOR . Sky co SKYPRO SKYWAVE POLYCARBONATE ARCHED DOME S KYLIGHTS 949-629-4090 FRAME FINISH CONT. SILICONE BEAD #10 FASTENER *MILL FINISH (MF) ALUM. PERIMETER CAP EPDM GASKET 0 OTHER: CONDENSATE GUTTER WEEP HOLES ,"ALUM. CURB FRAME SKYPRO SKYWAVE SINGLE GLAZING SEALANT BY OTHERS SKYPRO WHITE POLYCARBONATE (SPVV) - = CURB ANCHORS BY OTHERS SKYPRO SKYWAVE DOME WIDE CURB BY OTHERS _-SHIM AS REQ'D. BY OTHERS ROOFING BY OTHERS PLAN VIEW 1 1/2" INSIDE CURB DIMENSION 1112" 5/8" OUTSIDE CURB DIMENSION 5/8" SIDE ELEVATION MODEL: A-S-CM-SPW-MF HALF SCALE . END ELEVATION MODEL INSIDE CURB DIM. QTY. ICC ESR-3837 LISTED 4848 48" x 48" ALUMINUM CURB MOUNT FRAME SKYPRO SKYWAVE SINGLE DOME SKYLIGHT 4884 48" x 84" 4896 48" x 96" 33 PROJECT: PROJECT ADDRESS: APPROVED BY: DATE: REYNOLDS LOT 20 2842 WHIP TAIL LOOP CARLSBAD, CA 92010 CUSTOMER: CUSTOMER PHONE: REV.# 'JOB#: IDATE: IDRAWING#: HAMANN CONSTRUCTION 1000 PIONEER WAY EL CAJON, CA 92020 SK9157 12/14/18 SKI-001 • SEE MORE I • REVISIONS .•. SCA N NE D S E PA.RATLY -1 .