Loading...
HomeMy WebLinkAbout1250 CARLSBAD VILLAGE DR; ; CBC2020-0130; Permitrity of Carlsbad Building Permit Finaled Commercial Permit Print Date: 08/17/2020 Job Address: 1250 CARLSBAD VILLAGE DR, CARLSBAD, CA 92008-1949 Permit Type: BLDG-Commercial Work Class Tenant Improvement Permit No: CBC2020-0130 Status: Closed - Finaled Parcel #: 1561804600 Track #: Applied: 04/06/2020. Valuation: $0.00 Lot #; Issued: 07/01/2020 Occupancy Group: Project #: PUB2019-0003 Finaled Close Out: #of Dwelling Units: Plan #: Bedrooms: Construction Type: Bathrooms: Orig. Plan Check #: Inspector: PBurn Plan Check #: Final Inspection: 08/17/2020 Project Title: COLE LIBRARY . Description: COLELIBRARY: 12X25 METAL SHADE STRUCTURE OVERLOADING DOCK Applicant: RON HAUGLAND 405 OAK AVE CARLSBAD, CA 92008-3009 (760) 975-7410 FEE AMOUNT Total Fees: Total Payments To Date: . Balance Due: Please take NOTICE that approval of your project includes the "Imposition'! of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. . You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation' has previously otherwise expired. . Building Division Page 1 of 1 - 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov (city of Carlsbad COMMERCIAL BUILDING PERMIT APPLICATION B-2 Plan Check oi00 Est. Value PC Deposit Date March 23, 2020 U Job Address 1250 Carlsbad Village, Carlsbad, CA 92008 Suite: APN: 1561804600 CT/Project#: Lot #:________ Fire Sprinklers: 0 YES NO Air Conditioning: 0 YES NO Electrical Panel Upgrade: 0 YES NO BRIEF DESCRIPTION OF WORK: Install 12'x 25' metal shade structure overloading dock at Cole Library Z1 Addition/New: - Living SF, 300 Deck SF, Patio SF, Garage SF Is this to create an Accessory Dwelling Unit? 0 Y j N New Fireplace? Cv ® N, if yes how many? 0 Remodel: SF of affected area Is the area a conversion or change of use ?OY N U Pool/Spa: SF Additional Gas or Electrical Features? USolar: KW, Modules, Mounted:ORoofOGround, iilt:O VON, RMA:OYON, Battery:OY ON, Panel Upgrade: Ov ON U 0 Plumbing/Mechanical/Electrical Only: 0 Other: APPLICANT (PRIMARY CONTACT) PROPERTY OWNER Name: Ron Haugland Name: City of Carlsbad Address: 405 Oak Ave Address: 405 Oak Ave City: Carlsbad State:CA Zip: 92008 City; Carlsbad State: CA Zip: 92008 Phone: 760-975-7410 Phone: 760-975-7410 Email: ron.hauglandcarIsbadca.gov Email: ron.haugland@carlsbadca.gov DESIGN PROFESSIONAL CONTRACTOR BUSINESS Name: Dustin K. Rosepink M Bar C Construction Inc Address: 26030 Acero Address: 1770 La Costa Meadow Drive Phone: 949-305-1150 Phone: 760-744-4131 Email: info©45te1eng.com Email: andrew@mbarconline.com Architect State License: S 5885 State License: B & C51 Bus. License: 869960 (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he/she is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he/she 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}). 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: BuiIdingccarlsbadca.gov B-i Page 1 of 2 Rev. 06/18 City: Mission Viejo State: CA Zip: 92691 City: San Marcos - State: CA Zip: 92078 (OPTION A): WORKERS'COMPENSATION DECLARATION: I hearby affirm under penalty of perjury one of the following declarations: [:]I have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. fJl have and will maintain worker's 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 Company Name: Policy No. Expiration Date: i: 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 be come 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 $100,000.00, in addition the to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. CONTRACTOR SIGNATURE: DAGENT DATE:___________ (OPTION 13 ): OWNER-BUILDER DECLARATION: I hereby affirm that lam exempt from Contractor's License Law for the following reason: I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one yearof completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). 1J1 am exempt under Section __Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. OYES 0 NO I (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, but I have hired the following person to coordinate, supervise and provide the major work (include name / address/ phone / contractors' license number): S. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name/address / phone/type of work): OWNER SIGNATURE: /1t- AGENT DATE: March 23.2020 CONSTRUCTION LENDING AGENCY, IF ANY: 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: ONLY COMPLETE THE FOLLOWING SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY: Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 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 I No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Yes I No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET ORIS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. APPLICANT CERTIFICATION: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST 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'O' deep and demolition or construction of structures over 3 stories 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 work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code). APPLICANT SIGNATURE: /F/i- DATE: March 23, 2020 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: BuiIdingCarIsbadca.gov B-I Page 2 of 2 Rev. 06/18 Building Permit Inspection History Finaled crqty of Carlsbad Permit Type: BLDG-Commercial Application Date: 04/06/2020 Owner: CITY OF CARLSBAD, CARLSBAD MUNICIPAL WATER DISTRICT Work Class: Tenant Improvement Issue Date: 07/01/2020 Subdivision: CARLSBAD LANDS Status: Closed - Finaled Expiration Date: 02/16/2021 Address: 1250 CARLSBAD VILLAGE DR IVR Number: 25732 CARLSBAD, CA 92008-1949 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 08/17/2020 08/17/2020 BLDG-14 135769-2020 Passed Paul Burnette Complete Frame/Steel/Bolting/We Iding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Final Inspection 135768-2020 Passed Paul Burnette Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency ' Yes BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final Yes BLDG-Electrical Final No Monday, August 17, 2020 Page 1 of I I. 07/10/2020 7:450 FAX ?8O7.2i1835 ACE WELDING 00001/0002 FAX FROM: a M [E-3 rid 1325 S Coast Hwy Oceanside, CA 92054 Tel: (760) 722-2566 Fax: (760) 721-1835 steve@aceweIdingocaanside.com Cont. Liao #991341 LA City Lisc#FB03013 -:. To: I.rlsbad: Building Dept Company: : Cityof Carsbed Fax (760) 602-8558 ITel: (780)602-2719 Subject: ... ShopVIding Good Afternoon, From Steve wootten .I Ref. No. Pages: _• Date J7l10I2020 We;are.Weldlng(4) HSScolumns for shade canopy at: `f 2507C9r_,I§IJ—adTIII5§`e7D~r Carlsbad, LCA 92008 WeRMRTW. We are an'LA Certified shop (Lisc #FB03013) and it is my understanding City of Carlsbad:accepts thiscertificatlon and that we cia not need special inspection on the welding. We wiiimake sure thatcontractor has a copy of this letter on site. Pleäse.coritact meASAP if there is anything else needed. Thanks, I. 113 Steve Wootten - President Renewed LA City Cart attached 07/10/2020 7:45AM FAX 7807211835 ACE WELDING Il0.002/0002 Departmai*Of Building & Safety MterIarqUntroI Section 221 N. Figueroa , 7th Floor Los Angeles, CA 90012 Tel. (213) 482-0315 eMail: IadbsmaIeriaIscontroIclaclty.org www.LAbBS.org FABRICATOR CERTIFICATE OF APPROVAL AceWelding and Fabrication, Inc. Shop Location Steve Wootton . Ernie Elneman (QC) 1325 S Coast Hwy 1325 S Coast Hwy Oceanside, CA 92054 Oceanside, CA 92054 Approval No: FB03013 Branch No: NIA Expiration Data: 211/2021 Approval Type: MWS/HSS!RB/SHTSTL You are herby notified that your certificate of approval Is valid until the expiration date shown above under the provisions of the City Of Los Angeles Municipal Code, section 96.204 (g) and Information Bulletin P/BC 2014-042 (Part I) Renewal. Lisa Yancey Principal Inspector Materials Control Section (213)482-7097 9 DATE: 6-26-2020 JURISDICTION: CARLSBAD EsGil A SAFEbuilt Company /APPLICANT RIS. PLAN CHECK #.:' CBC2020-0130.RC1 SET: II PROJECT ADDRESS: 1250 Carlsbad Village Drive PROJECT NAME: Cole Library Shade Structure at Loading.Dock 12x15 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil 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. El 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: . Telephone #: Date contacted:/'6/2 (b1I/l) Email: Mail Telephone Fax In Person Ill REMARKS: By: Erich A. Kuchar, P.E. (For I.W.) . Enclosures: EsGil 6-16-2020 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) .560-1576 CARLSBAD CBC2020-0130 514/2020 MISCELLANEOUS To speed up the review process, note on this list (or a copy) where eaóh correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes L3 No L3 6. 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 1con tact 1.W1 at EsGil. Thank you. CARLSBAD CBC2020-0 130 5/4/2020 Please make all corrections, as requested in.the correction list. Submit 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 and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Pians that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. PLAN REVIEW COMMENTS: 1. All plan sheets have not been signed. Please provide a signature on each sheet from the individual responsible for the preparation of the sheet. Reference CRC R106 & Business and Professions Code 5536.2. STRUCTURAL 2. At the structural calculations, please respond to the following: Revise the roof live load to 20psf per CBC Table 1607.1 for non-fabric canopies. Provide the referenced RISA analysis verifying the deflections used in the structural separation. Provide Hilti Profis anchorage calculations for seismic load combinations, including overstrength. (ACI 318 Ch. 17) 3. At Sheet S.1, please respond to the following: At General Note 1, revise the AISC Steel Manual to the 15th edition to coordinate with the 2019 reference standards. (Ref. CBC Ch. 35) Revise the design live loads to 20p5f per CBC Table 1607.1. - C. At Detail 1, coordinate the layout of the canopy beams with the structural calculations. Page 41 of the calculations indicates that the beam extends to the end of the canopy, however the framing plan shows a cantilevered metal deck. - EsG,il ' A SAFEbui1t'Company DATE: 5/4/2020 U APPLICANT U JURIS. JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2020-0130 SET:I PROJECT ADDRESS: 1250 Carlsbad Village Drive PROJECT NAME: Cole Library Shade Structure at Loading Dock 12x15 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. El The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. LI The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. LI 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: Ron Haughland 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: Ron Haüghland Telephone # 760-975-7410 Date contacted: (by: ) Email: ron.hauglandcarlsbadca.gov. Mail Telephone Fax In Person LI REMARKS: By: I.W. Enclosures: EsGil L 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD CBC2020-0 130 5/4/202,0 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK#.: CBC2020-0130 JURISDICTION: Carlsbad PROJECT ADDRESS: 1250 Carlsbad Village FLOOR AREA: 300 STORIES: 1 HEIGHT: REMARKS: DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION: ESGIL CORPORATION: 10/17/19 DATE INITIAL PLAN REVIEW . . PLAN REVIEWER: Andrew Burke. Peter Simonsen COMPLETED: May 4, 2020 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the California version of the International Residential Code, International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or. other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that construction comply with the 2019 edition of the California Code of Regulations (Title 24), which adopts the following model codes: 2018 IRC, 2018 IBC, 2018 UPC, 2018 UMC and 2017 NEC. The above regulations apply, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2018 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section. etc. Be sure to enclose the marked up list when you submit the revised plans. VENGINEER1NG 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 PHONE #: (949) 3054150 STRUCTURAL CALCULATIONS PROJECT: Cole Library Loading Dock 1250 Carlsbad Village Drive Carlsbad, CA 92008 4 S.T.E.L. PROJECT NO.: 20-1127 APPROVED BY: LICENSED STATE: LICENSE NUMBER: DATE: DUSTIN K. ROSEPINK, S.E. CA, 0 CBC2020-01 30 1250 CARLSBAD VILLAGE DR Jun COLE LIBRARY: 12X25 METAL SHADE STRUCTURE OVER LOADING DOCK PUB2019-0003 1561804600 6/15/2020 CBC2020-0130 ) CALCULATION INDEX Codes and Materials I - I Project Information 2 - 3 Deck Analysis and Design 4 - 15 Exterior Purlin Analysis and Design 16 - 42 Interior Purlin Analysis and Design 43 - 58 End Beam Analysis and Design 59 - 66 Column Analysis and Design 67 - 71 Base Plate Design and Analysis 72 - 84 Cole Library Loading Dock JOB #: 20-1127 (j_7EENGINEEJc'/NG 11-0' WIDE 2-POST STR. x 15'-5" O.C. 6/10/2020 26030 Acero, Suite 200 Mission Viejo, CA 92691 (949)305-1150 www.4steleng.com - CODES & MATERIAL SPECIFICATIONS CODE: : 2019 CBC LOADS: ROOF LIVE LOAD: - 20.00 psf GROUND SNOW LOAD: 0.00 psf Deck LOAD: 0.93 psf Misc. LOAD: . 0.00 psf TOTAL ROOF DEAD LOADS: 2.43 psf Includes Beam Weight TOTAL DEAD LOADS: 4.15 psf Includes Beam & Column Weight REINFORCED CONCRETE: CONCRETE STRENGTH F: 3,000 (psi) REINFORCING STEEL: ASTM A 615, GR. 60 STRUCTURAL STEEL: HOT ROLLED WF SHAPES: ASTM A992, Fy=50 ksi HOT ROLLED MISC. SHAPES: ASTM A36, Fy=36 ksi HSS BEAMS: ASTM A1085, Fy = 50 ksi HSS COLUMNS: ASTM A500, Fy = 50 ksi PLATES: ASTM A36 OR A572 GR. 50 BOLTS: ASTM A307 OR A325 ANCHOR BOLTS: ASTM F1554, GR. 55 COLD FORMED STEEL: • COLD FORMED STEEL: ASTM A653 GR. SS, F= 55 ksi Codes&Materials 1 of 84 pr Cole Library Loading Dock JOB* 20-1127 (_.7W'ffEENG/NEER'/NG 11'-O" MDE 2-POST STR. x 15'-5" O.C. 6/10/2020 26030 Acero, Suite 200 Mission Viejo, CA 92691 (949) 305-1150 www.4steleng.com PROJECT INFORMATION PROJECT INFORMATION Job Name: Cole Library Loading Dock Description: Il'-O" WIDE 2-POST STR. x 15'-5" O.C. Job Number: 20-1127 STRUCTURE DATA Roof Slope/Angle, 0 = 1.19 (deg) Structure Slope Width, W = 11.00 (ft) Required Clear Height, HCLR = 10.00 (ft) Column Spacing, Sc = 15.42 (ft) Allowed Grade Changes, HGR = 0.17 (ft) Max. Column Height, HCOL = 10.32 (ft) Height at Base of Column, H0 = 0.00 (ft) Mean Roof Height, z = 11.28 (ft) Risk Category = II Site Address: Latitude = Longitude = Ss= SI = Risk Category I: Risk Category II: Risk Category III or IV: Ground Snow, Pg Elevation 1250Carlsbad Village Drive, Carlsbad, CA 92008 N/A (From Google Maps) N/A (From Goog!e Maps) 1.051(g) (From USGS) 0.381 (g) (From USGS) 89 (mph) 96 (mph) 102 (mph) 0.0 (psf) N/A SOLAR PANELS Width, Wpv = 3.33 (ft) (Shorter Dimension) Length, Lp = 6.42 (ft) (Longer Dimension) Weight, Wp = 71.7 (lb) Dead Load = 3.35 (psf) DEAD LOADS Deck 0.93 (psf) Misc. 0.00)(psf) Purlins 1.22 (psf) Beams 0.28 (psf) Columns 1.72 (psf) Total 4.15 (psf) Project Info 2 of 84 Cole Library Loading Dock S7(ENGINEER/NG 11'-0' \MDE 2-POST STIR. x 15'-5" O.C. 26030 Acero, Suite-200 Mission Viejo, CA 92691 (949) 305-1150 www.4steleng.com PROJECT INFORMATION JOB #: 20-1127 6/10/2020 / ROOF LIVE LOAD LR = 20.0 (psf) P = 0.0 (lb) Point Live Load (Not concurrent with L ,) SNOW LOAD -. Ground Snow, Pg = 0.0 (psf) Pf 0.0 (psf) Ce = 0.9 Do not include snow in seismic weight Ct = 1.2 . PS.E = 0.0 (psf) 1= 1.0 . Cs 1.0 Ps = 0.7.Ce.Ct.I.Pg.Cs = 0.0 (psf) WIND LOAD DESIGN PARAMTERS V= 96 (mph) Exposure= C G= 0.85 (MWF) Kz = 0.849 (C & C) K = 0.849 Kt = 1.0 (Verifyfor site-specific use) Kd= 0.85 SEISMIC DESIGN PARAMETERS . Site Class = D Ct = 0.02 R = 1.25 . . X = 0.75 DO = 1.25 TL = 8.0 Cd= 1.25 p = 1.30 I = 1.00 Seismic Design Category = D S = 1.051(g) S1 = 0.381 (g) Fa = .1.2 . Fv 164 SMS = Fa-SS = 1.261(g) 5M1 F.S1 0.624 (g) SDS = (2/3).SMs = . 0.841(g) . SW = (2/3).SM1 = 0.416 (g) . Seismic Lateral Drift Limit, A. 0.Hc NO LIMIT Project info . 3 o 84 , Cole Library Loading Dock 4 (,4.7EENGINEER7/NG 11,-OH MDE 2-POST STR. x 15'-5" O.C. 26030 Acero, Suite 200 Mission Viejo, CA 92691 - (949)305-1150 www.4steleng.com JOB #: 20-1127 6/10/2020 DECK WIND LOADS (COMPONENTS & CLADDING) L = 11.00 (ft) Deck Slope, A = 1.193 (deg) WT = 15.42 (ft). Max. Column Ht, Hc = 10.32 (ft) SPURLIN 3.50 (ft) Deck Sheet Width, B0 = 3.00 (ft) Effective Wind Area, AEW = min.( 30, L) x max.( B0, WT/3) / AEW = 11.00(ft) x 5.14(ft) AEW = 56.5 (sq. ft.) a= 0.11 = 1.10 (ft) a3 = 0.041 = 0.44 (ft) a2 = 0.4.Hc = 4.13 (ft) a4 = 3.00 (ft) a = max.[ min.(a1, a2), a3, a4 ] = 3.00 (ft) WIND LOADS Risk= II V= 96 (mph) Exposure= C COMPONENT & CLADDING ASCE 7-16 Figure 30.7-1 r p= qh.G.CN qh F 0.00256.Kz.Kzt.Kd.V2 K= 0.849 Kt= i:o Kji= 0.85 qh= 17.0(psf) G=0.85 FOR STRONG DIRECTION LOADING CNDN = 1.26 CNUP = -1.28 PoN = 18.3(psf) ' • Pup - 18.5 (psf) Deck C&C - 40f84 Cole Library Loading Dock JOB #: 20-1127 11'-0" WIDE 2-POST STR. x 15'-5" O.C. 6/10/2020 26030 Acero, Suite 200 Mission Viejo, CA 92691 (949) 305-1150 www.4steleng.com DECK WIND LOADS (COMPONENTS & CLADDING) MONOSLOPE ROOF WIND DESIGN TABLE ASCE 7-16 Components & Cladding Figure 30.7-1 CN______________________________ Roof Slope (°) AEW CLEAR WIND FLOW OBSTRUCTED WIND FLOW ZONE 3 ZONE 2 ZONE I ZONE 3 ZONE 2 ZONE I 0 AEW !ga2 2.4 .-3.3 1.8 -1.7 1.2 -1.1 1.0 -3.6 0.8 -1.8 0.5 -1.2 a2 < A, !9 4a 2 1.8 -1.7 1.8 -1.7 1.2 -1.1 0.8 -1.8 0.8 -1.8 0.5 -1.2 AEW>4a2 1.2 -1.1 1.2 -1.1 1 1.2 -1.1 0.5 -1.2 0.5 -1.2 0.5 -1.2 7.5 A, 15a2 3.2 -4.2 2.4 -2.1 1.6 -1.4 1.6 -5.1 1.2 -2.6 0.8 -1.7 a2<A,~4a2 2.4 -2.1 2.4 -2.1 1.6 -14 1.2 -2.6 1.2 -2.6 0.8 -1.7 A,>4a2 1.6 -1.4 1.6 -1.4 1.6 -1.4 0.8 -1.7 0.8 -1.7 0.8 -1.7 15 AEW 9 a 2 3.6 -3.8 1 2.7 -2.9 1.8 -1.9 2.4 -4.2 1.8 -3.2 1.2 -2.1 a2cAEW!94a2 2.7 -2.9 2.7 -2.9 1.8 -1.9 1.8 -3.2 1.8 -3.2 1.2 -2.1 AEW> 4a2 1.8 -1.9 1.8 -1.9 1.8 -1.9 1.2 -2.1 1.2 -2.1 1.2 -2.1 30 A, :9a2 5.2 -5.0 3.9 -3.8 2.6 -2.5 3.2 -4.6 2.4 -3.5 1.6 -2.3 a2 < AEW 9 4a 2 3.9 -3.8 1 3.9 -3.8 1 2.6 -2.5 1 2.4 -3.5 2.4 -3.5 1.6 -2.3 AEW >4a2 2.6 -2.5 2.6 -2.5 2.6 -2.5 1.6 -2.3 1.6 -2.3 1.6 -2.3 45 AEW :5a2 5.2 -4.6 3.9 -3.5 2.6 -2.3 4.2 -3.8 3.2 -2.9 2.1 -1.9 a< AEW:g4a2 3.9 -3.5 3.9 -3.5 2.6 -2.3 3.2 -2.9 3.2 -2.9 AEW >4a2 2.6 -2.3 1 2.6 1 -2.3 1 2.6 1 -2.3 1 2.1 -1.9 1 2.1 -1.9 Less Slope Greater Slope Interpolated 0 1.20 -1.10 1.20 -1.10 1.20 -1.10 0.50 -1.20 0.50 -1.20 0.50 -1.20 7.5 1.60 -1.40 1.60 -1.40 1.60 -1.40 0.80 -1.70 0.80 -1.70 0.80 -1.70 1.19 1.26 -1.15 1.26 -1.15 1.26 -1.15 0.55 -1.28 0.55 -1.28 0.55 -1.28 MIN (UP) -1.28 MAX (DN) = 1.26 AEW = 57 (sq. ft.) a= 3.00 a2= 9.0 4.a2= 36.0 Slope, A = 1.193 (deg) MATCH + 2 Deck C&C 5 of 84 JOB #: 20-1127 6/10/2020 Cole Library Loading Dock .7flENGINEER/NG 11.-0,' WIDE 2-POST STR: x 15'-5" O.C. 26030 Acero, SUite 200 Mission Viejo, CA 92691 (949) 305-1150 www.4steleng.com DECK ANALYSIS Member Slope = 0.0 (deg) W= 11.00 (ft) DECK: 26 GA - MEGA RIB - MCELROY (80) 1+ = 0.061 in 0.058 in Weight = 0.93 plf E = 29,000,000 psi Width, WT = 1.00 ft (width of deck for section properties) DECK SPAN DATA a = 0.50 ft Cantilever b= 3.50 ft- Simple Span (Multi-spa) C = 3.50 ft Cantilever DEAD LOADS . Deck 0.93 psf Misc. 0.00 psf Total 0.93 psf LIVE LOADS Point Load, PLR = 0 (lb) (Over 2.5 ft 2.5 ft area) Live Load Reduction Live Load, LR = 20.0 (psf) Tributary Area, AT= 11.0(sq.ft.) R1 = 1.00 " . trib area Reduced Live Load, LR = 20.0 (psf) .. R2 = 1.00 slope SNOW LOAD Snow Load, S = 0.0 (psf) PS,E = 0.0 (psf) WIND LOADS - STRONG DIRECTION WIND DIRECTION PARALLEL TO ROOF SLOPE DIRECTION Pup- 18.5 (psf) • • - wup = PNW.UP.WT = - 18.5 (plf) PDN = 18.3 (psf) WDN = PNW.DN.WT = 18.3 (plf). Deck Analysis 6 of 84 I s• w= 0.00 plf RA = 0.00 lb RB = 0.00 lb Va = 0.00 lb Vb = 0.00 lb. V= 0.00 lb M-= 0.00 ft-lb M+ = 0.00 ft-lb MCANT= 0.00 ft-lb Aa = 0.000 in Ab = 0.000 in A= 0.000 in wu w= - 18.52 • plf RA = - 9.92 lb RB = -128.95 lb Va = - 9.26 lb Vb= - 0.66 lb V1 = - 64.80 lb M-= - 28.35 ft-lb M+= - 15.95 ft-lb MCANT = -113.41 ft-lb a = 0.015 in Ab = -0.016 in Ac = -0.675 in Cole Library Loading Dock 11'4" WIDE 2-POST STR. x 15'-5" O.C. 26030 Acero, Suite 200 Mission Viejo, CA 92691 (949) 305-1150 www.4steleng.com JOB #: 20-1127 6/10/2020 DECK ANALYSIS LOAD CASES D W = 0.93 plf RA= 0.50 lb RB = 6.48 lb Va = 0.47 lb Vb = 3.22 lb V= 3.26 lb M-= 1.42 ft-lb M+ = 0.80 ft-lb MCANT = 5.70 ft-lb : -0.001 in = 0.001 in = 0.036 in LR P= 0.0 lb W = 20.00 plf RA = 10.71 lb RB= 139.29 lb Va = 10.00 lb Vb= 69.29 lb V= 70.00. lb M- = 30.63 ft-lb M+ = 17.23 ft-lb MCANT.- 122.50 ft-lb Aa = -0.017 in b= 0:016 in A= 0.904 in F_ WDN w= 18.29 plf .RA= 9.80 lb R8 = 127.34 lb V3 = 9.14 lb Vb= 63.34 lb 64.00 lb M-= 28.00 ft-lb M+ = 15.75 ft-lb MCANT = 112.00 ft-lb a -0.015 in Ab = 0.014 in Ac 0.708 in Deck Analysis 70f84 JOB* 20-1127 -, 6/10/2020 Cole Library Loading Dock )7EENGINEER/NG 11-0" MDE 2-POST STR. x 15'-5" O.C. 26030 Acero, Suite 200 Mission Viejo, CA 92691 (949) 305-1150 www.4steleng.com STEEL DECK DECK PROPERTIES - - 26 GA - MEGA RIB - MCELROY (80) Gauge= 26 F= 80 ksi t= 0.018 in F= 82 ksi h= 1.5 in Wt. = 0.930 psf . A = 0.27330612 in I + = 0.0613 in I - = 0.0577 in S + = 0.0676 in ' S = 0.0575 in E = 29000,000 psi kv = 5.34 Width, Tw = 12.00 in (width used for section properties) FLEXURE b = 1.67 (A SD) b = 0.90 (LRFD) Positive Moment Negative Moment M+ = Sxe+.Fy = Sye'.Fy M+ = 450.7 ft-lb M - 383.3 ft-lb Mfl+!Qb= 269.9 ft-lb Mfl-/Ob= 229.5 ft-lb øb.Mn4 = 405.60 ft-lb øb.Mri = 345.00 ft-lb SHEAR Aii )= 1.60 S10016 :'- 0.95 Av= 83.80 r G2.1-2a,2b,3b Vn = 0.904.E.kv.t'3Ih Vn = 535 (1b) V!O, = 335 (Ib) -- Ov-Vn = 509 (Ib) Steel Deck 8 of 84 DECK PROPERTIES 26GA-MEGA RIB - MCELROY (80) / JOB #: 20-1127 6/10/2020 I . 0.00 I 0.05 r 0.03 I 0.97 p.'. Cole Library Loading Dock 11'-O"\MDE 2-POST STIR. x 15'-5" O.C. -. 26030 Acero, Suite 200 Mission Viejo, CA 92691 (949)305-1150 www.4steleng.com DECK LOAD COMBINATIONS (ASD) MEMBER CAPACITIES CHECK: OK GA - MEGA RIB - MCELROY (8 Max Shear Stress: 25.3% Max Bending Stress: 64.5% V, I 335 lb Deflections: 96.9% M/ O, = 270 ft-lb +ve Bending Me-/ Ob = 230 ft-lb -ye Bending ( CHECK DEFLECTIONS D. AALLOW SPAN = LI 60 = 0.700 (in) ASPAN = 0.001 (in) OK AALLOW,CANT.— 2.1- I 60 = 0.700 (in) CANT = 0.036 (in) OK ILR 0RS 0RI'hI - ALL0W,SPAN = L / 90 = 0.467 (in) SPAN = 0.016 (in) - OK ALLow,cANT = 2.1- / 90 = 0.933 (in) CANT = 0.904 (in) OK Deck Combos 9 of 84 Cole Library Loading Dock 7fEEfvGINEEc'/NG 11'-O" WIDE 2-POST STR. x 15'-5" O.C. 26030 Acero. Suite 200 'Mission Viejo, CA 92691 (949) 305-1150 www.4steleng.com DECK LOAD COMBINATIONS (ASD) JOB #: 20-1127 6/10/2020 -I LOAD CASES -- .1 D L Va = 0.47 lb V = 10.00 lb Vb = 3.22 lb Vb = 69.29 lb V = 3.26 lb V = 70.00 lb M- = 1.42 ft-lb ' M- = 30.63 ft-lb M+ = 0.80 ft-lb M+ = 17.23 ft-lb MCANT = 5.70 ft-lb MCANT = 122.50 ft-lb -'I S Iwup\I . Va = 0.00 lb Va = - 9.26 lb Vb = 0.00 lb Vb = - 0.66 lb V = 0.00 lb • Vc = - 64.80 lb M- = 0.00 ft-lb M- = - 28.35 ft-lb M+ = 0.00 ft-lb M+ = - 15.95 ft-lb MCANT = 0.00 ft-lb MCANT = -113.41; ft-lb .WDN Va = 9.14 lb Vb= 63.34 lb . V= 64.00 lb = 28.00 ft-lb M+ = 15.75 ft-lb • MCANT = 112.00 ft-lb • - •• ( Vt • Deck COmbos - • . • 100f84 DECK LOAD COMBINATIONS (ASD) LOAD COMBOS ID I Va = 0.47 lb Vb= 3.22 lb Vc = 3.26 lb M-= 1.42 ft-lb M'= 0.80 ft-lb Mt 5.70 ft-lb D + LR Va = 1047 lb Vb= 72.51 lb V = 73.26 lb M- = 32.05 ft-lb M = 18.03 ft-lb Mt = 128.20 ft-lb D+S Va = 0.47 lb Vb= 3.22 lb V= 3.26 lb M-= 1.42 ft-lb M= 0.80 ft-lb Mt = 5.70 ft-lb D +O.6.WDN Va 5.95 ,lb Vb= 41.23 lb V = 41.65 lb M-= 18.22 ft-lb M = 10.25 ft-lb Mt = 72.89 ft-lb % Stressed OK 0.1% OK 1.0% OK 1.0% OK 0.6% OK 0.3% OK, 2.5% OK 3.1% OK 21.7% OK 21.9% OK 14.0% OK 6.7% OK 55.8% 11 OK 0.1% OK 1.0%. OK 1.0% OK 0.6% OK 0.3% OK 2.5% OK 1.8% OK 12.3% OK 12.5% OK 7.9% OK 3.8% OK 31.8% Cole Library Loading Dock 11'-O" WDE 2-POST STR. x 15-5' O.C. 26030 Acero, Suite 200 Mission Viejo, CA 92691 (949)305-1150 www.4steleng.com JOB #: 20-1127 6/10/2020 Deck Combos 11 of 84 % Stressed OK 3.6% OK . 25.0% OK 25.3% OK 16.1% OK 7.7% OK 64.5% OK 1.4% OK. - 9.5% OK 9.6% OK 6.1% OK 2.9% OK 24.4% OK 1.6% OK 0.5% OK 11.0% OK 6.0% OK 4.0% OK 23.9% ( Cole Library Loading Dock 11'-O" MDE 2-POST STR. x 15'-5" O.C. 26030 Ace ro, Suite 200 Mission Viejo, CA 92691 (949) 305-1150 www.4steleng.com JOB #: 20-1127 6/10/2020 DECK LOAD COMBINATIONS (ASD) D + 0.75 x 0.6.WDN + O.75.LR I Va = 12.08 lb "b = 83.69 lb V = 84.55 lb M- = 36.99 ft-lb = 20.81 ft-lb Mcant = 147.97 ft-lb D + 0.75 x 0.6.WDN + 0.75.S Va = 4.58 lb Vb= 31.73 lb V = 32.05 lb M- = 14.02 ft-lb M= 7.89 ft-lb Mt = 56.09 ft-lb 0.6.D + 0.6.Wup Va -5.28 lb Yb 1.54 lb V -36.93 lb M-= -16.16 ft-lb M = -9.09 ft-lb Mt = -64.63 ft-lb Deck Combos \ 12of84 Cole Library Loading Dock 11-0" WIDE 2-POST STIR. x 15'-5" O.C. 26030 Acero, Suite 200 Mission Viejo, CA 92691 (949) 305-1150 www.4steleng.com DECK FASTENER WIND LOADS (COMPONENTS & CLADDING) L= 11.00(ft) Deck Slope, A= 1.19 (deg) WT = 15.42 (ft) Max. Column Ht, Hc = 10.32 (ft) SSDECK = 3.50 (ft) Deck Sheet Width, BD = 3.00 (ft) CSDECK = 3.50 (ft) 5SCREW = 16.0 (in) Effective Wind Area, AEW = (SSCREW / 12). max.[ 55DECK' (CSDECK + SSDECK)2/(2.SSDECK)] AEW= 1.33 (ft) x 3.50 (ft) AEW = 4.7 (sq. ft.) JOB #: 20-1127 6/10/2020 a1 = 0.11 = 1.10 (ft) a3 = 0.041 = 0.44 (ft) a2 = 0.4.Hc 4.13 (ft) - a4 = 3.00 (ft) a = max.[ miri.(a1, a2), a3, a4 ] = 3.00 (ft) WIND LOADS RiSk= H Y= 96 (mph) Exposure= C COMPONENT& CLADDING ASCE 7-16 Figure 30.7-1 p = qh.G.CN qh=0.00256.K.K.K.V2 K= 0.849 Kt= 1.0 Kd= 0.85 ) qh= 17.0(psf) G.= 0.85 FOR STRONG DIRECTION LOADING Zone CNDN = 1.26 C jp = -1.28 PDN = 18.3 (psf) Pup = - 18.5 (psf) .Zone2 • CNDN = 1.90 Cp = -1.93 PDN = 27.4 (psf) Pup = - 27.9 (psf) Zone 3 CNDN = 2.53 • CN UP = -3.84 PDN = 36.6 (psf) Pup = - 55.5.(psf) Fastener C&C 13 of 84 IN I Cole Library Loading Dock JOB #: 20-1127 11'-O" MDE 2-POST STR. x 15'-5" O.C. 6/10/2020 26030 Acero, Suite 200 Mission Viejo, CA 92691 (949) 305-1150 www.4steleng.com DECK FASTENER WIND LOADS (COMPONENTS & CLADDING MONOSLOPE ROOF WIND DESIGN TABLE ASCE 7-16 Components & Cladding Figure 30.7-1 CN_____________________________ Roof Slope (°) AEW CLEAR WIND FLOW OBSTRUCTED WIND FLOW ZONE 3 ZONE 2 ZONE I ZONE 3 ZONE 2 ZONE I 0 AEW :9a2 2.4 -3.3 1.8 -1.7 1.2 -1.1 1.0 -3.6 0.8 -1.8 0.5 -1.2 a2 < A, :9 4a2 1.8 -1.7 1.8 -1.7 1.2 -1.1 0.8 -1.8 0.8 -1.8 0.5 -1.2 AEW>4a2 1.2 -1.1 1.2 -1.1 1.2 -1.1 0.5 -1.2 0.5 -1.2 0.5 -1.2 7.5 A, :9a2 3.2 -4.2 2.4 -2.1 1.6 -1.4 1.6 -5.1 1.2 -2.6 0.8 1 -1.7 a2 cAEW g4a2 2.4 -2.1 2.4 -2.1 1.6 -1.4 1.2 -2.6 1.2 -2.6 0.8 -1.7 AEW>4a2 1.6 -1.4 1.6 -1.4 1.6 -1.4 0.8 -1.7 0.8 -1.7 0.8 -1.7 15 AEW :9a2 3.6 -3.8 2.7 -2.9 1.8 -1.9 2.4 -4.2 1.8 -3.2 1.2 -2.1 a2 cAEW:g4a2 2.7 -2.9 2.7 -2.9 1.8 -1.9 1.8 -3.2 1.8 -3.2 1.2 -2.1 A,,>4a2 1.8 -1.9 1.8 -1.9 1.8 -1.9 1.2 1 -2.1 1.2 -2.1 1.2 -2.1 30 AEW 15 a2 5.2 -5.0 3.9 -3.8 2.6 -2.5 3.2 -4.6 2.4 -3.5 1.6 -2.3 a2 < AEW 9 4a2 3.9 -3.8 3.9 -3.8 2.6 -2.5 2.4 -3.5 2.4 -3.5 1.6 -2.3 A,> 4a2 2.6 -2.5 2.6 -2.5 2.6 -2.5 1.6 -2.3 1.6 -2.3 1.6 -2.3 45 AEW 9 a2 5.2 -4.6 3.9 -3.5 2.6 -2.3 4.2 -3.8 3.2 -2.9 2.1 -1.9 a2 < AEW :9 4a2 3.9 -3.5 3.9 -3.5 2.6 -2.3 3.2 -2.9 3.2 -2.9 2.1 -1.9 A,>4a2 2.6 -2.3 2.6 -2.3 2.6 -2.3 2.1 -1.9 2.1 -1.9 2.1 -1.9 0 2.40 -3.30 1.80 -1.70 1.20 -1.10 1.00 -3.60 0.80 -1.80 0.50 -1.20 7.5 3.20 -4.20 2.40 -2.10 1.60 -1.40 1.60 -5.10 1.20 -2.60 0.80 -1.70 1.19 2.53 -3.44 1.90 -1.76 1.26 -1.15 1.10 -3.84 0.86 -1.93 0.55 -1.28 ZONE I ZONE ZONE MIN (UP) = -1.28 MIN (UP) = -1.93 MIN (UP) = MAX (ON) = 1.26 MAX (ON) = 1.90 MAX (ON) = 2.53 AEW= 4.7 (sq. ft.) a= 3.00 a2 = 9.0 4.a2 = 36.0 Slope, A = 1.193 (deg) MATCH + 0 Fastener C&C 14 of 84 Less Slope Greater Slope Interpolated s = 16.0 (in) Screw Spacing fl = 1.00 Screws Per Connection TSCREW = 49 (1 b) (0.6.13 + 0.6.Wup)In TEK Select Screws Screw Size = #10-16 TNOMINAL 2,598 (lb) Per ICC ESR 3223' Q= 3.00 t1 = 0.018 (in) Deck Thickness t2 = 0.07 (in) Purlin Thickness t = 0.07 (in) Screw, d = 0.19 (in) Screw Head, dh = 0.4 (in) Deck, F1 = 82 (ksi). Screw Washer, dw = 0.593 (in) Purlin, F2 = 70 (ksi) Washer Thickness, t, = 0.036 (in) J44 TENSION J4.4. I Pull-Out Strength Pnot = 0.85.t.d.F 2 = 791 (lb) J4.4.2 Pull-Over Strength d'w = dh + 2.t + ti = 0.490 (in) < dw P 0 1.5.t1.d'.F 1 = 1,079 (lb) J4.4.3 Tension in Screw Pts = 2,598 (lb - P,t = min.[P 0 , P11w Pta ] = 791 (Ib Pt!O = 264 (lb) TSCREW • USE #10-16 SCREWS AT 16" O.C. Deck Fasteners 15 of 84 #10-16 SCREWS AT 16" O.C. Cole Library Loading Dock 11'-O" WIDE 2-POST STR. x 15'-5" O.C. 26030 Acero. Suite 200 Mission Viejo, CA 92691 (949) 305-1150 www.4steleng.com DECK FASTENERS Deck Used: 26 GA - MEGA RIB -MCELROY (80) I JOB #: 20-1127 6/10/2020 DECK FASTENERS JOB #: 20-1127 6/10/2020 Cole Library Loading Dock 1P A 11'-0" \MDE 2-POST STR. x 15'-5" O.C. 26030 Acero, Suite 200 Mission Viejo, CA 92691 (949) 305-1150 www.4steleng.com WIND C&C LOADS TO PURLINS AT 3'-6" o/c - W = .11.00 (ft) Slope, A= 1.193 (deg) W1 = 3.50 (ft) L= 15.42 (ft) Hc = 10.32 (ft) C = 5.50 (ft) Effective Wind Area, AEW = L x max( WT, L/3) AEW = 15.42 (ft) x 5.14 (ft) = 79 (sq. ft.) a1 = o.i.w = 1.10 (ft) a3 = 0.041 = 0.62 (ft) a2 = 0.4.Hc 4.13 (ft) a4 = 3.00 (ft) - a = max.[min:(a1, a2), a3, a4 ] = 3.00 (ft) WIND LOADS Risk = II V = 96 (mph) Exposure= C COMPONENT & CLADDING ASCE 7-16 Figure 30.7-1 p= q.G.CN qh = 0.00256.Kz.Kzt.Kd.V2 K= 0.849 Kt= 1.0 Kd= 0.85 r qh = 17.0 (psf) G= 0.85 STRONG DIRECTION CNDN = 1.26 CNUP = -1.28 PDN = 18.3(psf) Pup- 18.5(psf) WEAK DIRECTION LOADING (PARAPET) GC + = 1.50 ASCE 7-16 Figure 30.3-1 GC.. = -1.00 'ASCE 7-16 Figure 30.3-1 P = q.G.CN = qh.G. max(GCp+,GCp-) ASCE 7-16 Eq 30.7-1 P = 21.71 (psf) ASCE 7-16 Figure 30.3-1, Note 5 (where applicable) P C&C Wind 16 of 84 p. Cole Library Loading Dock JOB #: 20-1127 ,,47EENGINEERING 11-0" WIDE 2-POST STIR. x 15'-5" O.C. 6/10/2020 26030 Acero, Suite 200 Mission Viejo CA 92691 (949)305-1150 www.4steleng.com - WIND C&C LOADS TO PURLINS AT 3'-6" 0/c SEISMIC LOADS - WEAK DIRECTION ONLY SDS — 0.841 p= 1.300 CS = 0.673 Ie = 1.00 CS = S0 /(R/I) F = [F1 / w1 ].w = C5.W ASCE 7-16 Eqn. 12.10-1 = [F1/w 1 .] = C = 0.673 ASCE 7-16Eqn. 12.10-1 = = 0.168 ASCE 746Eqn. 12.10-2 = 0.4.SDS.Ie = 0.336 <== Governs ASCE 7-16Eqn. 12.10-3 Fpx /W px = 0.336 Fpx = C.w For strength check only F/w px = 0.874 Fpx = C.w PX.Cd For deflection check only Cd= 1.25 .• = 0.841 ) PC&C Wind I- 17 of 84 Cole Library Loading Dock JOB #: 20-1127 )74E7vGINEER/NI3 Il'-O" WIDE 2-POST STR. x 15'-5" O.C. 6/10/2020 26030 Acero, Suite 200 Mission Viejo, CA 92691 (949) 305-1150 www.4steleng.com WIND C&C LOADS TO PURLINS AT 3'-6" olc MONOSLOPE ROOF WIND DESIGN TABLE ASCE 7-16 Components & Cladding Figure 30.7-1 CN Roof Slope (°) AEW CLEAR WIND FLOW OBSTRUCTED WIND FLOW ZONE 3 ZONE 2 ZONE I ZONE 3 ZONE 2 ZONE I 0 AEW--qa2 2.4 -3.3 1.8 -1.7 1.2 -1.1 1.0 -3.6 0.8 -1.8 0.5 -1.2 a2 <A,:54a2 1.8 -1.7 1.8 -1.7 1.2 -1.1 0.8 -1.8 0.8 -1.8 0.5 -1.2 AEW>4a2 1.2 -1.1 1.2 -1.1 1.2 -1.1 0.5 -1.2 0.5 -1.2 0.5 -1.2 7.5 AEW 15a2 3.2 -4.2 2.4 -2.1 1.6 -1.4 1.6 -5.1 1.2 -2.6 0.8 -1.7 a2 CAEW:54a2 2.4 -2.1 2.4 -2.1 1.6 -1.4 1.2 -2.6 1.2 -2.6 0.8 -1.7 AEw 116 -1.41 1.6 -1.41 1.6 -1.4 0.8 -1.7 0.8 -1.7 0.8 -1.7 15 A 15a2 3.6 -3.8 2.7 -2.9 1.8 -1.9 2.4 -4.2 1.8 -3.2 1.2 -2.1 a2 < AEW :5 4a 2.7 -2.9 2.7 -2.9 1.8 -1.9 1.8 1.8 -3.2 1.2 -2.1 AEW >4a2 1.8 -1.9 1.8 -1.9 1.8 -1.9 1.2 1.2 -2.1 1.2 -2.1 30 A,, ~ a2 5.2 -5.0 3.9 -3.8 2.6 -2.5 3.2 ]-4.6 2.4 -3.5 1.6 -2.3 a2 < A ~ 4a2 3.9 -3.8 3.9 -3.8 2.6 -2.5 2.4 2.4 -3.5 1.6 -2.3 AEW> 4a2 2.6 -2.5 2.6 -2.5 2.6 -2.5 1.6 1.6 -2.3 1.6 -2.3 45 AEW !9a2 5.2 -4.6 3.9 -3.5 2.6 -2.3 4.2 -3.8 3.2 -2.9 2.1 -1.9 a2< AEW:94a2 3.9 -3.5 3.9 -3.5 2.6 -2.3 3.2 -2.9 3.2 -1.9 A> 4a2 2.6 -2.3 2.6 -2.3 2.6 -2.3 2.1 -1.9 2.1 -1.9 2.1 -1.9 0 1.20 -1.10 1.20 1.20 -1.10 0.50 -1.20 0.50 -1.20 0.50 -1.20 7.5 1.60 -1.40 1.60 ]-1.40 1.60 -1.40 0.80 -1.70 0.80 -1.70 0.80 -1.70 1.19 1.26 -1.15 1.26 1.26 -1.15 0.55 -1.28 0.55 -1.28 0.55 -1.28 MIN (UP) =-1.28 MAX (DN) = 1.26 AEW = 79 (sq. ft.) a= 3.00 a2 = 9.0 4.a2 = 36.0 Slope, A = 1.193 (deg) MATCH + 2 P C&C Vlflnd 18 of 84 Less Slope Greater Slope Interpolated ILcl IC2I111111 bm 1 purlin 1 - bm 2 purlin 2 purlin 3 C41 0.50(ft) =c 3.50 (ft) b= 7.00 (11) 3.50 (ft) 3.50 (ft) =a Col ID TL (x+) 1W (y+) T.Area (ft') ci 11.21 2.25 25.22 c2 13.21 2.25 29.72 c3 .11.21 5.25 58.84 c4 13.21 5.25 69.34 He" 10.250 ft L 24.42 ft W= 11 ft C4 WLLCA = 111W = 52.50 Of RCA = wL(L-2a)/2b = 724.09 lb VSIMPLE = R 4 - VCANT = 435.34 lb VCANT = wc = 288.75 lb C4 WWDNC4 = PDN'lW = 96.00 plf WPC4 = Pup*1W = -97.30 plf RCA = w,o5c4L(L-2a)/2b = 1324.04 lb VswpLE = RCA - VCANT = 796.04 lb VCANT = WWDNC4C = 528.00 lb Rc4 = wp4L(L-2a)/2b C 4341.97 lb - VsIs,pLE = RCA - VCANT = -806.82 lb - VCANT=WW.Jpc4c= -535.15 lb VEC = C5 W = 203.84 lb -- pC = pSosdl/R = 0.875 50s = 0.84 1= 1.00 - R= 1.25 p= 1.30 WEc4 Woc4*TL+Pa2+Wc4*HC = 233.05 lb WC4 = 9.42 plf •-' MEC4 =VE4NHC= 2089.32 lb*ft b = 15.42 (ft) c = 5.50 (ft) C4 deck= 0.93 psf*1W_ 4.88 pIt purlin= 4.28 pIt beam, WDD2 = 4.28 / pIt woc4 = 9.20 plf = w002'b/2 = 14.98 lb (w.(c2/2+b2/2-a2/2+cb+P52(c+b)-P5j.a)/b 143.81 lb VqmpLE = RCA - VCANT = 93.21 -lb VCANT = WC+P52 = 50.60 lb -5. Cole Libraiy Loading Dock ,4.EENJNEERING 21'-O" WIDE 2-POSTSTR. xlS'-S'O.0 26030 ACGIO' Mission Viejo, CA 92691 (949)305-1150 www.4stelen9.com Cole Library Loading Dock - Purlin To Column Connection 'S JOB It: 20-1127W 6/10/2020 TL) a = 3.50 (ft) Dead Load C3 deck= 0.93 psf 1W 4.88 pIt purlin= 4.28 pIt beam, was, 4.28 pIt WDC3 = 9.20 pIt Pal = wDajb/2 = 14.98 lb RCA = (w.(a2/2+b'/2.c'/2+ab+P5j(a+b)-P02.c)/b = 110.78 lb V Mp, = RCA - VCANT = 78.58 lb "CANT = wflCAa+PBI = 32.20 lb Live Load LL= 10 psf C3 - WLLCA = L1IW = 52.50 pIt = wL(L-2c)/2b = 557.79 lb -VsImpLE= RCA -VcANT = 374.04 lb VcAw = wa = 183.75 lb Wind Load PON = 18.29 psf Pup = -18.52 psf C3 WWONCA = PDN*TW = 96.00 pIt Ww.Jp3 = Pp*1W = 97.30 pIt RCA = WwDNQI(L-2c)/2b = 1019.96 lb VNMPLE = RCA - VCANT = 683.96 lb VCANT = wWDNCAa = 336.00 lb RCA = w1(L-2c)/2b = -1033.77 lb VEMPLE = RCA - YcANT = -693.22 lb VcmT = wa = -340.55 lb Seismic Load V 3 = CW = 187.74 lb PCs = pSm*i/R = 0.875 SNT= 0.84 1= 1.00 R= 1.25 p= 1.30 WECA = WOCA*TL+PBI+WCA*HC = 214.65 lb W0 = 9.42 plf MECA = VES*HC = 1924.37 lbdft Purlin To Column Screw Connection - ALT ASD P (Ib) V (Ib) M (ft-lb) 0 + 15 528.55 0.00 0.00 D + 0.6(w=1.3)WON 714.12 0.00 0.00 0 + 0.2S + E/1.4 93.21 145.60 1492.37 19 of 84 I Cole Library Loading Dock S7'tEENGIAfEER,NG 11-0" WIDE 2-POSTSTR. x1S-5"O.0 26030 Acem' Mission Viejo, CA 92691 (9491305-1150 www.4ste1eng.com Screw Group Information h = 7.00 Overall Height of Screw Layout b = 2.5 Overall Width of Screw Layout Screw Size = 012-14 d = 0.216 in C= 3 Columns of Screws R = 3 Rows of Screws no 9 Total Screws = 1.25 (in) 2 0.58 (In) OK = 3.50 (in) 2 0.58 (in) OK I'= 73.50 (In4) IV= 9.38 (in 4) I.+ l 82.88 (in 4) C=v(h2+b2)/2= 3.72(m) a= 70.35 (deg) (From Horizontal) Governing Load Combination: P= 93 (lb) V= 146 (lb) M = 1,492 (ftJb) P/n = 10 fib) per screw V-direction V/n = 16 (lb) per screw X-direction Fm = M.c/ 1. 803 (lb) X-direction Fmx = Fm.cos(0) = 270.11 lb V-direction Fmy = Fm.Sln(a) = 75632 lb F= V( (V/n + Fmu)2 + (P/n + Fmy)2) 818 (115) Forces are acting on set(s) of screws, FSMEW 818 (lb) TEE Select Screws Per ICC ESR 3223 Screw Size = #12-14 = 645 fib) PerScrew, M.3.1 Connection Shear Limited by Tlltlne and Bearing (Light Gauae Only) 0= 3.00 Purlin, t5= 0.070 (in) F41" 70 NO Purlin Column, t= 0.174(m) F02" 58(ksi) Column Screw, d = 0.216 (In) For t2/t1 1.0 E4.3.14 V00 = 4.2.(ts3.d)1 .Fus 8,217 (lb) 54.3.1.2 Vns= 2.7.t1.d.F05 = 2,858(115) E4.3.13 Vm = 2.7.t2.d.F02 = 5,886 (lb) = 2,858 (lb) For t5/t5a2.5 54.3.1.4 Vns= 2.7.t1.d.F01 = 2,858(b) V51 = 2,858 (lb) t4.3.1-5 Vns = 2.7.t1.d.F02 = 5,886(115) t2/t2= 2.486 = 2,858 (lb) V5J() = 953 (lb) g4,3,j Connection Shear Limited by End Distance (Light Gauge onlvl 54.3.2-1 V05 = t.e.F0 F = 70 (ksl) = 0.07 (in) e= 1.25 (In) = 6.125 (lb) VI..JO 0 2,042 (lb) Governing Screw Capacity C0" 1.333 C...VJ0 = 860 (lb) 95% OK USE (9) #12-14 SCREWS (NA 7's 2 1/2" PATTERN JOB *1: 20.1127 6/10/2020 B 20 of 84 w 'lIIIlIIlIllIlIlIIIllIlIIIIIIIIIIIIIIl'''IIIIllIIlIlllll L C w 'lllllllllllllllllllllllllllllllt 11111' L __________________ C w L •,_ C P f L Cole Library Loading Dock 11-0" WIDE 2-POST STIR. x 15'-5" O.C. 26030 Acero, Suite 200 - Mission Viejo, CA 92691 (949) 305-1150 www.4steleng.com PURLIN ANALYSIS JOB #: 20-1127 6/10/2020 Purlin Slope, e = 0.00 (deg) Purlin Tributary Width, WT = 3.500 (ft) Beam Width, W = 11.00 (ft) No. of Purlins Over Width, n, = 3 PURLIN DATA AEP-C1Ox3.514 GA ix 19.215 j,4 I,,= 1.966 in Weight = 4.28 (plf) . E = 29,500,000 (psi) PURLIN SPAN DATA L = 15.42 (ft) Simple Span C = 5.50 (ft) Max Cantilever Span w Uniformly Distributed Load (pIt) VSPAN = w.L /2 max shear for simple span VCANT = w.c + P max shear for cantilever span MSPAN = w.L2/8 max moment for simple span alone IVICANT - - w.c 2/ 2 + P.c max moment for cantilever span PURLIN DEFLECTIONS L = (ft) (1) Full Uniform Load: ASPAN = w.[ 22.5.14 - 54.c2.L2 ] / E.1 SCANT 72.w.1 4.c3.L - c.L3+ 3.c4 ] / E.1 '(2) Uniform Load on Span Only - SPAN = + 22.5.w.L4 / E.I SCANT = - 72.w.c.L3/ E.1 (3) Uniform Load on Cantilever SPAN = - 54.w.c212/ E.1 &ANT = + 72.w.c3.[ 41 + 3.c] / E.1 (3) Point Load at Cantilever End .SPAN = -108.P.c.L2 /E.I SCANT = + 576.P.c2.( L + c )/E.I DEAD LOADS Deck 0.93 (psf) -Misc. 0.00 (psf) Purlins 1.22 (psf) Total D= 2.15 (psf) Purlin Analysis 21 of 84 C / Cole Library Loading Doc JOB #: 20-1127 ,tS7TEIU1ENGINEEFWNG 11'-O" WiDE 2-POST STR. x 15'-5" O.C. 6/10/2020 26030 Acero, Suite 200 Mission Viejo, CA 92691 (949) 305-1150 www.4steleng.com PURLIN ANALYSIS - LIVE LOADS Point Live Load, PLR = 0.0 (lb) Uniform Live Load Reduction Roof Live Load, LR = 20.00 (psf) • AT = WT.L = 53.96 (sq. ft.) - AT <'200 R1 = 1.0 200 < AT < 600 R1 = 1.2-A1/1000 AT ~ 600 R1 = 0.6 R1 = 1.00 TributaiyArea R2 = 1.00 Slope Reduced Roof Live Load, LR = LR.Rl.R2 = 20.00 (psf) SNOW LOAD Snow Load, S = 0.00 (psf) PS,E = 0.00 (ps WIND LOADS STRONG DIRECTION WIND DIRECTION PARALLEL TO ROOF SLOPE DIRECTION Pup =-18.52(pSf) WUP = PNW-UP.WT - 65 (pIt) PON = 18.29 (psf) WON = PNW.DN.WT = 64 (p11) WEAK DIRECTION rlP(SPAN) = 3 purlin(s) Wind Pressure, ps,, = 21.71 (psf) p(CANT) = 3 purlin(s) Tributary Height, HT(SPAN) = [h / 12 ] / p(SPAN) = 0.278 (ft) Tributary Height, HT(CANT) = [h 112 ] / p(CANT) = 0.278 (ft) Purlin Span Weak Wind Load, w = PW.HT(SPAN) = 6.0 (plf) Purlin Cant. Weak Wind Load, w, = PW.HTCANT = 6.0 (plf) SEISMIC LOAD - WEAK DIRECTION = 0.336 (Strength Only) = 0.336 (Defi. Only) 0 = 2.15 (psf) PS,E = 0.00 (psf) W px = (0 + ps.E).WT . Wpx = 2.5 (plf) (Strength Only) w Px = (D + PS.E).WT . wpx = 2.5 (pit) (Deflection Only) Purlin Analysis - 220f84 - . • - 40 Cole Library LoadinQ Dock 11-0" MDE 2-POST STIR. x 15'-5" O.C. 26030 Acero, Suite 200 Mission Viejo, CA 92691 - (949) 305-1150 www.4steleng.com JOB #: 20-1127 6/10/2020 PURLIN ANALYSIS Note: Purlin Loads Include Point Load from End Purlin at Cantilever Ends LOAD CASES L D - w= w= 70.0(p1f) W J.5(p1f) . P = 0(Ib) VSPAN = 58 (Ib) VSPAN = 540 (lb) VCANT = 67 (Ib) VCANT = 481 (Ib) MSPAN = 224 (ft.lb) MSPAN = 2,080 (ft.lb) MCANT = 253 (ft.Ib).. MCANT = 1,588 (ft.lb) 'SPAN = 0.017 (in) ASPAN = 0.157 (in) SCANT = 0.009 (in) • &ANT = 0.000 (in) S.I I wup W = 0.0 (pie w = - 64.8 (plfl VSPAN = 0 (lb) VSPAN = - 500 (lb) VCANT = 0(lb) VCANT =- '446 (lb) MSPAN = 0 (ft.lb) MSPAN = - 1,925 (ft.lb) McANT = 0(ft.1b) MCANT =- 1,470(ft.1b) SPAN = 0.000 (in). SPAN = - 0.145 (in) SCANT = 0.000 (in) SCANT = 0.002 (in) .1 WDN •I W = 64.0(plf) VSPAN = 493 (Ib) VCANT = 440 (lb) . . MSPAN = 1,901 (ft.Ib) MCANT = 1,452 (ft.lb) SPAN = 0.144 (in) ACANT = - 0.002 (in) Purlin Analysis 23 of 84 12 PURLIN ANALYSIS Note: Purlin Loads Include Point Load from End Purlin at Cantilever Ends LOAD CASES WEAK AXIS BENDING Leff(SPAN) = 15.42 (ft) Leff(CANT) 3 5.50 (ft) I E(Weak) I W = 2.5 (plf) (Strength) W = 2.5 (plf) (Deflection) VSPAN = 20 (Ib) VcANT = 14 (1b) MSPAN MAX = 75 (ft.lb) (At Midspan) MI,2spAN = 75 (ft.lb) (At Midspan) MCANT MAX = 85 (ft.lb) (At Support) ASPAN = 0.056 (in) &ANT 0.031 (in) I W(Weak) I WSPAN = 6.0 (plf) WCANT = 6.0 (plf) VSPAN = 46 (Ib) -. VCANT 33 (1b) MSPAN_MAX = 179 (ft.lb) (At Midspan) MI,2SPAN = 179 (ft.lb) (At Midspan) MCANT MAX = 182 (ft.lb) (At Support) SPAN = 0.132 (in) SCANT = 0.054 (in) - t 4 Cole Library Loading Dock JOB #: 20-1127 11 -0 WIDE 2-POST STIR. x 15'-5" O.C. 6/10/2020 26030 Acero, Suite 200 Mission Viejo, CA 92691 - (949) 305-1150 www.4steleng.com , Purlin Analysis - 240f84 Cole Library Loading Dock 7fEENGuvEER'ING 11-0" WIDE 2-POST STIR. x 15'-5" O.C. 26030 Acero, Suite 200 Mission Viejo, CA 92691 (949)305-1150 www.4steleng.com JOB #: 20-1127 6/10/2020 PURLIN DESIGN - AEP - C 10 x 3.514 GA PURLIN DESIGN- AEP - C 10 x 3.514 GA Purlin: I AEP - Cilo x 3.514 GA . . ASTM A653 55 Lateral Support Continuous Top Flange Support: YES Continuous Bottom Flange Support: NO Simple Span Bracing: ENDS ONLY Cantilever Span Bracing: ENDS ONLY Section Properties F = 55.0 ksi Fu = 70.0 ksi 5xe = 2.907 in 5ye = 0.773 in I = 19.215. in . Iy 1.966 in E= 29,500,000 psi G= 11,346,154 psi DLIp = 0.831 in 'yc = 0.983 in Weight = 4.280 plf 0 = 90.0 Degrees ho = 10.000 in b0 = 3.500 in r= 3.905 in ry = 1.249 in t = 0.070 in kv = 5.340 X0 = -2.41 in J = 0.002058 in Cw = 40.00 in = 0.300 Ag = 1.260 in ' j = 5.610 in Ae = 0.606 in ro = 4.757 in SN = 3.843 in Sf = 0.773 in LTB- Strong Axis • 1.0 K= 1.0 SPAN Kt..5 1.0 CANTILEVER K..0 = 1.0 scx = 2.907 Scx = 2.907 in POSITIVE BENDING Lb+s - - . 16.0 (In) NEGATIVE .BENDING - Lb..c - 66.0 (in) Cb+S = ,1.000 . = 1.000 scx = 2.907 5CX = 2.907 in NEGATIVE BENDING L b..s - - . 185.0 (in) POSITIVE BENDING Lb+c - 16.0 (in) Cb..s = 1.136 . . C1,. = 1.000 LTB - Weak Axis . Ksy = . 1.0 <cy = 2.0 SPAN Scy = 0.773 CANTILEVER Scy = 0.773 in Lbs = 185.0 (in) Lbc = 66.0 (in) AEP - C 10 x 3.514 GA Fy = 55 ksi; WITH LATERAL BRACE POINTS AT ENDS ONLY OF SIMPLE AND CANTILEVERED SPANS Cold Purlin 25 of 84 Cold Purlin 26 of 84 Pohl Cole Library Loading Dock Adr 'A 11-0" WIDE 2-POST STIR. x 15'-5" O.C. 26030 Acero, Suite 200 Mission Viejo, CA 92691 (949)305-1150 www.4steleng.com PURLIN DESIGN - AEP - C 10 x 3.514 GA / Distorsional Buckling Properties I= 0.010 . in web= 2 1xyf .0.031 in Cwf 0.000 in Iyf = 0.368 in Jf = 0.00048317 in hx = -2.038 in Af = 0.296 in XOFNGE = 1.392 in y0 = h = -0.075 in SHEAR . . AISISIOO- 1.60 16 Ov 0.95 STRONG DIRECTION WEAK DIRECTION Ày = 142.86 . Ày = 50.00 G2.1-2a,2b,3b Yn = 0.904.E.kv.tA3/h V = 0.904.E.kv.t"3/h V = 4,885 (lb) V = 4,885 (lb) V,/CZ,= 3,053 (Ib) V,1 lCZ, = 3,053 (Ib) = 4,640.(Ib) . . øv.Vny = 4,640 (Ib) JOB #: 20-1127. 6/10/2020 LI JOB #: 20-1127 6/10/2020 Cole Library Loading Dock 7fEENG/NEER/NG Il'-O" 'tMDE 2-POST STR. x 16-5" O.C. 26030 Acero, Suite 200 Mission Viejo, CA 92691 (949) 305-1150 www.4steleng.com PURLIN DESIGN - AEP - C 10 x 3.514 GA AISI sioo- FLEXURE - SPAN - +VE BENDING 16 b = 1.67 0b = 0.90 .F2.1.1-5 at G.J + (7t2.E.Cw /(Kt.s.Lb+s)2 ) ] I A.r = 1,596,522 psi F2.1.22 0ex = 7t2.E /( Ksy.Lbs / r)2 0ey = 7t2.E / ( Ks.Lb+s/ r)2 0ex= 129,724 psi 0ey 1,774,217 psi . STRONG DIRECTION WEAK DIRECTION NOMINAL SECTION STRENGTH F2.12 mX = Sxe:1y My = Sye.Fy M= 13,324 (ft.lb) M= 3,543 (ft.lb) LATERAL-TORSIONAL BUCKLING STRENGTH F2.1.11 F X = Cb+s.ro.A.'I(aey.at) / (n.S) = 2,624,805 psi n= 1 F2.1.16 Fex(b) = Cb+s.7t2.E.d.Iyc/ [ fl.Sx.(Ks.L+s) I = 2,909,030 psi n= I Fex = • máx.[ Fex(a), Fex(b)] • = 2,909,030 PS C= -1.00 M1/M2 = 1.000 (Weak Axis) • • F2.1.2-3 CTF = 1.000 F2.1.2-1 Fey = [Cs.A.Oexl (CTF.Sfy) I.E J + C.I(i2 + r02.(aI (yex))] = 2,536,294 psi F2.1.3-1 Fey = cb+s.ro.A.I(aex.(Yt) / (2.S) = 17,642,395 psi Fey = 2,536,294 psi F2.1-3&4 Fcx = Fy • Fcy = Fy Fcx = 55,000 psi • F = 55,000 psi F2.1-2 Mnx = • Mny Scy. Fey Mnx 13,324 (ft.lb) M,= 3,543 (ft.Ib) 'Cold Puffin 27 of 84 AISI SIOO-16 F2.1.1-4 CS Purfins Z Purlins Cole Library Loading Dock 11'-O" WIDE 2-POST STR. x 15'-5" 0. C.. 26030 Acero. Suite 200 Mission Viejo, CA 92691 (949)305-1150 www.4steleng.com PURLIN DESIGN - AEP - C 10 x 3.514 GA AISI sioo- FLEXURE - SPAN - +VE BENDING 16 STRONG DIRECTION DISTORTIONAL BUCKLING STRENGTH 2.3.3.3-4 Lcr = [(4.7t4.h0.(1 - p.2)/t3) ( I,1.(xof- h)2 + C Wf (Ixyf 2/I).(xof- h,)2 ) + Lcr = 31(m) Lm 185(ifl) L = min.(Lm, Lcr) = 31 (in) .M1/M2 = 0.00 2.3.3.33 = 1.0 :5 [1 + 0.4.(L I Lm)°7.( I + M1/M2)07 ] ~ 1.3 = 1.115 2.3.1.33 = 334 (lb) 2.3.3.35 k we = 308 (lb) kD= 1,700 (lb) 2.3.1.35 k4$fg = 0.01687 in2 2.3.3.3-6 køwg = 0.00205 in 2.3.3.3-2 - Fd = P. (1<øie + køwe + kØ)I(kØfg + køwg) = 137,972 psi F4.13 Ad = '( Mx / Mcrd) = 0.631 Mx = Sfx.Fy = 17,613 (ft.lb) F4.1-1&2 Mnx = Mx Mnx . COMBINED TORSION & BENDING - H4-1 SPAN - fbending_max/(fbending + f00 ) - 1.0 - 1.00 M = RSPAN.SXe.FY = 13,324 (ft.lb) GOVERNING CAPACITY - SPAN STRONG DIRECTION WEAK DIRECTION 13,324 (ft.Ib) Mny 3,54(ft.1b) Mn+x!)b 7,978 (ft.Ib) M,YIQ, = 2,122 (ft.Ib) øb.Mn+x 11,991 (ft.Ib) øb.Mny = 3,189 (ft.Ib) Cold Partin 28 of 84 JOB #: 20-1127 6/10/2020 CS Purlins Z Purlins Cole Library Loading Dock 11'-O" WiDE 2-POST STR: x 15'-5" O.C. 26030 Acero, Suite 200 Mission Viejo, CA 92691 (949) 305-1150 www.4steleng.com JOB #: 20-1127 6/10/2020 PURLIN DESIGN - AEP - C 10 x 3.514 GA AISI sioo- FLEXURE -CANTILEVER SPAN -VE BENDING 16 - üb= 1.67 0b= 0.90 F2.1.15 cYt = [G.J + (7t.E.Cw/ (Ktc.Lb..c)2 ) ] / A. r02' = 1,596,522 psi F2.1.22 Cex = It2.E I ( Kcy.Lbc/ r)2 0ey = 1t2.E /( Kc.Lbc/ r)2 aex= 254,810 psi 0ey = 104,270 psi STRONG DIRECTION WEAK DIRECTION • NOMINAL SECTION STRENGTH F2.12 .Mx = Sxe.Fy M = Sye.Fy M = 13,324 (ft. lb) M = 3,543 (ft.Ib) LATERAL-TORSIONAL BUCKLING STRENGTH F2.1.1-1 Fexa = Cb c.ro.A.I(aey.at) / (n.S) = 636,316 psi n = I F2.1.16 Fex(b) = Cb c.7t2.E.d.Iyc / [ fl.S.(KC.Lb c)2 ] 170,962 psi n = I • Fex = max.[ Fex(a), Fex(b)] = 636,316 psi • Cs= -1.00 M1/M2 = 0.000 (Weak Axis) F2.1.2-3 CTF = 0.6 - 0.4.( M1 /M2 ) = 0.600 F2.1.2-1 Fey = [Cs.A.aex / (CTF.Sfy) ].[ j + C.I(j2 i r02.(a/ Oex))] = 5,227,630 psi F2.1.3-1 Fey = cb..c.ro.A.'J(aex.at) / (2.S) = 2,472,608 psi • Fey = 5,227,630 psi F2.I-3&4 Fcx = Fy. FCY = Fy F = 55,000 psi Fcy = 55,000 psi F21-2 M= Mny = M= 13,324 (ft.Ib) Mny = 3,543 (ft.Ib) Cold Partin 29 of 84 Cole Library Loading Dock JOB #: 20-1127 11 '-0" WiDE 2-POST STR. x 15'-5" O.C. 6/10/2020 26030 Acero, Suite 200 Mission Viejo, CA 92691 (949) 305-1150 www.4steleng.com AISI sioo- FLEXURE - CANTILEVER SPAN -yE BENDING 16 STRONG DIRECTION DISTORTIONAL BUCKLING STRENGTH 2.3.3.34 Lcr = 31 (in) Lm = n) L = min.(Lm, Lcr) = 31 (in)• M1/M2 = 0.000 2.3:3.33 fi = 1.0 :5 [1 + 0.4.(L / Lm)°7.( I + M1/M2)°7 ] :5 1.3 = 1.236 2.3.1.3-3 kfe = 334 (lb) 2.3.3.35 køwe = 308.(lb) k0 = 1,700 (lb) 2.3.1.35 kcifg = 0.01687 in 2.3.3.3-6 kcwg = 0.00205 in 2.3.3.32 -_ Fad /3. (k fe + kcwe + kØ )/(kØfg + kcwg) 152,979 psi F4.13 Ad = ( M,/ Mcrd ) 0.600 F4.1-1&2 Mnx = Mx Mnx 17,613 (ft.lb) COMBINED TORSION & BENDING H4-1 RCANT = fbending_max/(fbending + f00) :5 1.0 = 1.00 mx = RCANT.SXe.FY = 13,324 (ft.lb) GOVERNING CAPACITY- CANTILEVER SPAN STRONG DIRECTION WEAK DIRECTION = 13,324 (ft.lb) Mny = 3,543 (ft.lb) Mfl..xICb = 7,978 (ft.Ib) MflylOb = 2,122 (ft.Ib) øb.Mnx = 11,991 (ft.Ib) øb.Mny 3,189 (ft.Ib) Cold Purlin 30 of 84 JOB #: 20-1127 6/10/2020 - AISISIOO-16 F2.1.1-4 Cole Library Loading Dock S74ENGINEER/NG 11'-O" WIDE 2-POST STR. x 15'-5" O.C. 26030 Acero, Suite 200 Mission Viejo, CA 92691 (949) 305-1150 www.4steleng.com PURLIN DESIGN - AEP - C 10 x 3.514 GA AISI sioo- REVERSE FLEXURE if -ye BENDING - SPAN +ve BENDING - CANTILEVER b = 1.67 . - 0b = 0.90 F2.1.1-5 at = [G.J + (it2. E.CI (Kt.Lt)2 ) J/A.r02 0ts.= 1,596,522 psi 0tc = 1,596,522 psi . F2.1.2-4 aeys = it2.E I ( Ksy.Lb.sI r)2 0eyc = 7t2.E I( KC Lb+/ r)2 aeys = 13,271 psi 0eyc = 443,554 psi NOMINAL SECTION STRENGTH F2.1-2 Mxs = Sxe.Fy Mxc = Sxe.Fy Mxs 13,324 (ft.Ib) Mxc 13,324 (ft.lb) • LATERAL-TORSIONAL BUCKLING STRENGTH - -ye BENDING - SPAN F2.1.1-1 Fex(a) = Cb..s.ro.A.'J(oeys.ats)/(n.S)= 257,966 psi .n = I F2.1.16 = Cb..s.7t2.E.d.Iyc/ [ j = 24,726 psi n = I = .. •.. 1 ex -- ""•L ' ex(a) ' ex(b) J - '°' +ve BENDING - CANTILEVER F2.1.11 Fex(a) = Cb+c.ro.A.I(aeyc.atc)/(n.Sj= 1,312,402 psi n = I F2.1.16 Fex(b) = Cb+c.7t2.E.d.Iyc/ [ n.S.(Kc Lb+c)2 ] = 2,909,030 psi n = I Fex = max.[ Fex(a), Fex(b)] = 2,909,030 psi -ye BENDING - SPAN +ve BENDING - CANTILEVER F2.1-3&4 Fcx = Fy • Fcx = Fy Fcx = 55,000 psi F& = 55,000 psi F2.1-2 = M+0 = =13,324 (ft. lb) • M+= 13,324 (ft.lb) Cold Partin 31 of 84 I' Cole Library Loading Dock JOB #: 20-1127 11-0" WIDE 2-POST STIR. x 15'-5" 0. Q.. .. 6/10/2020 26030 Acero, Suite 200 Mission Viejo, CA 92691 (949) 305-1150 www.4steleng.com PURLIN DESIGN - AEP - C 10 x 3.514 GA AISI sioo- REVERSE FLEXURE -ye BENDING - SPAN -, +ve BENDING - CANTILEVER DISTORTIONAL BUCKLING STRENGTH 2.3.3.3-4 Lcr = 31 (in) Lcr = 31 (in) Lm = 185 (in) Lm = 66 (in) = min.(Lm, Lcr) L = min.(Lm, L) L = 31 (in) L = 31 (in) M1/M2 = 0.000 M1/M2 = 0.000 2.3.3.3-3 fl = 1.0 :5 I + 0.4.(L I Lm)°7.( I + M1/M2)07 <— 1.3 fis = 1.115 fic = 1.236 2.3.1.3-3 kfe = 334(lb) kg = 334 (lb) 2.3.3.3-5 køwe = 308 (lb) køwe = 308 (lb) k0 = 1,700 (lb) 4 = 1,700 (lb) 2.3.1.3-5 kØfg = 0.0169 in kØfg = 0.0169 in 2.3.3.3-6 køwg = 0.0021 in 4wg = 0.0021 in 2.3.3.3-2 Fcrd = /3. (kc + kcDwe + kp)I(k(pfg + køwg) Fd..s = 137,972 psi Fd+c = 152,979 psi F4.13 Ad = I( M I Mad) L Ad-s = 0.631 F4.1-1&2 Mn-x = Mx 17,613(ft.1b) Ad+C = 0.600 M+=Mx -Mn+x = 17,613 (ft.Ib) COMBINED TORSION & BENDING H4-1 RspAN = fbending_max/(fbending + ftorsion) 5 1.0 = 1.00 RSPAN.SXe.FY = 13,324 (ft.lb) 114-1 RCANT = . fbending_max/(fbending + ftorsion) :5 1.0 = 1.00 mx = RCANT.SXe.FY 13,324 (ft.lb) GOVERNING CAPACITY -ye BENDING - SPAN +ve BENDING - CANTILEVER = 13,324 (ft. lb) . M+ 13,324 (ft.lb) Mfl..xICb = 7,978 (ft.Ib) . M +!Q = 7,978 (ft.Ib) øb.Mnx = 11,991 (ft.Ib) øb.Mn+x = 11,991 (ft.Ib) Cold Purlln 32 of 84 ASPAN— 0.017(m) CANT = 0.009 (in) ASPAN = 0.157 (in) CANT = 0.000 (in) ASPAN = 0.42AWup = -0.061 (in) ACANT. 0.42.LW= 0.001 (in) ASPAN = 0.42.LWON = 0.060 (in) CANT = 0.42AWON = -0.001 (in) SPAN = 0.42.AW < = 0.055 (in) ACANT = 0.42.1W < = -0.022 (in) ASPAN.— iE < = 0.056 (in) ACANT AEwK = 0.031 (in) 0.000 OK OK 0.127 OK OK 0.030 OK OK 0.029 OK OK 0.000 OK OK 0.000 OK OK ) Cole Library Loading Dock 11 '-0" WIDE 2-POST STR. x 15'-5" O.C. 26030 Acero, Suite 200 Mission Viejo, CA 92691 (949) 305-1150 www.4steleng.com PURLIN LOAD COMBINATIONS (ASD) I ASTMA653SS55 I AEP-C1Ox3.514GA I CHE CK:1 OK Max Shear D/C: 22.4% Max Bending D/C: 33.3% Max. Vertical Deflection Ratio: 12.7% Max. Lateral Deflection Ratio: 0.0% JOB #: 20-1127 6/10/2020 WEAK AXIS Vn/Q= 3,0.53 (lb) M/) = 2,122 (ft.Ib) STRONG AXIS Vn/D = 3,053 (lb) Span + M/() = 7,978 (ft.Ib) Span - M70 = 7,978 (ft.Ib) Cant - Mn-/Q = 7,978 (ft. 1b) Cant + M/C) = 7,978 (ft. 1b) = 2,122 (ft.lb) CHECK DEFLECTIONS D AALLOWSPAN = NO LIMIT ALLOW,CANT = NO LIMIT I LOrS AALLOWSPAN = L/150 = 1.233 (in) AALLOW,CANT = 21 /150 = 0.880 (in) I.Wup I ALLOW,SPAN = L/90 = 2.056 (in) ALLOW,CANT = 21 / 90 = 1.467 (in) I WON I AALLOW SPAN = L/90 = 2.056 (in) AALLOW,CANT = 21 / 90 = 1.467 (in) ,I. WwEK I ALLOW,SPAN = NO LIMIT AALLOWCANT = NO LIMIT I EWEAK AALLOW SPAN = NO LIMIT ALLOW,CANT = NO LIMIT / Purfin Combos 33 of 84 I LR I VSPAN = 540 (lb) VCANT = 481 (lb). MSPAN = 2,080 (ft.Ib) MCANT = I ,588'(ft.lb) %AI vvup VSPAN = - 500 (lb) VCANT = - 446 (lb) MSPAN = -1,925 (ft.lb). MCANT = -1,470 (ft.Ib) E (Weak Direction) I VSPAN = 20 (lb) VCANT = 14 (lb) MSPAN = 75 (ft.lb). MCANT= 85(ft.1b) Cole Library Loading Dock 11'-O" WIDE 2-POST STIR. x 15'-5" O.C. 26030 Acero, Suite 200 Mission Viejo, CA 92691 (949) 305-1150 - www.4steleng.com . JOB #: 20-1127 6/10/2020 " PURLIN LOAD COMBINATIONS (ASD LOAD CASES D VSPAN 58 (lb) 'VCANT = 67 (lb) .MSPAN 224 (ft.lb) MCANT = 253 (ft.lb) I I VSPAN = 0 (lb) VCANT = 0(lb) MSPAN = 0 (ft.lb) MCANT = 0(ft.1b) 1 WDN I VSPAN = 493 (lb) VCANT = 440 (lb) MSPAN= 1,901 (ft.lb) MCANT = 1,452(ft.1b) J W (Weak Direction) I VSPAN = 46 (lb) VCANT = 33 (lb) MSPAN = 179 (ft.lb) MCANT = 182 (ft.lb) Purlin Combos 34 of 84 Cole Library Loading Dock )..N'7fEENGINEER/NG 11'-O" WIDE 2-POST STIR. x 15'-5" 0. C.. 26030 Acero, Suite 200 Mission Viejo, CA 92691 (949) 305-1150 www.4steleng.com PURLIN LOAD COMBINATIONS (Aft LOAD COMBOS ID I VSPAN = 58 (lb) OK VCANT = 67 (lb) OK MSPAN = 224 (ft:Ib) OK MCANT = 253 (ft.Ib) OK = 0.039 :5 1.0 OK I. D+LR I VSPAN = 598 (lb) Ok VCANT = 548 (lb)' OK MSPAN = 2,304(ft.Ib) OK MCANT = 1,841 (ft.Ib) OK = 0.292 :5 1.0 OK D+S VSIMPLE = 58 (lb) OK VCANT = 67 (lb) OK MSIMPLE = 224 (ft.lb) OK MEANT = 253 (ft.Ib) • OK = 0.039 :5 1.0 OK I D+O6W • VSPAN = 354 (lb) OK VCANT = 331 (lb) OK MSPAN = 1,365(ft:Ib) OK MCANT = 1,125(ft.Ib) • OK = 0.178 1.0 • OK D + 0.75(0.6WDN) + 0.75LR VSPAN = 685 (lb) OK VCANT = 626 (lb) OK. MSPAN = 2,639(ft.Ib) OK MCANT = 2,098(ft.Ib) OK = 0.333 :5 1.0 Ok JOB #: 20-1127 6/10/2020 % Stressed 1.9% 2.2% 2.8% 3.2% 3.9% 'I 0.039 19.6% 18.0% 28.9% 23.1% 29.2% 0.292 1.9% 2.2% 2.8% 3.2% 3.9% 0.039 11.6% 10.8% 17.1% 14.1% 17.8% 0.178 22.4% 20.5% 33.1% 26.3% 33.3% 0.333 Purlin Combos 350f84 - PURLIN LOAD COMBINATIONS (ASD) LOAD COMBOS D.+ 0.75(0.6W,,.) + 0.75S I % Stressed VSPAN = 280 (lb) OK 9.2% VCANT = 265 (lb) OK 8.7% MSPAN = 1,079 (ft.lb) OK 13.5% MCANT = 907 (ft.lb) OK 11.4% - [(QM/M)2+(VN)2]112 = 0.143 :5 1.0 OK 14.3% • X Y I D + O.6WWEAK I VSPAN = 86 (lb) OK 2.8% VCANT = 93 (lb) OK 3.0% MSPAN = 224 (ft.lb) MSPAN = 107 (ft.Ib) MCANT = 253 (ft.lb) MCANT = 109 (ft.lb) CLMIM + :5 1.0 Q.MJM X + cLMIM = 0.079 Span OK + O.M!M = 0.083 Cantilever OK D+0.7E I x V VSPAN = 72 (lb) OK 2.4% VCANT = 77 (lb) OK 2.5% MSPAN = 224 (ft.lb) MSIMLE = 53 (ft.lb) MCANT = 253 (ft.lb) MCANT = 60 (ft.lb) + C).MIM 1.0 + O.MIM = 0.053 • Span OK + O.MIM = 0.060 Cantilever OK 0.143 I 0.083 0.060 Cole Library Loading Dock j 7f!EENGINEEIwNG 11-0" WIDE 2-POST STIR. k 15'-5" 0. C. 26030 Acero, Suite 200 Mission Viejo, CA 92691 (949)305-1150 ) www.4steleng.com JOB #: 20-1127 6/10/2020 I t Pwlin Combos • 36 of 84' I LI 1 U.IU(U.UVVWEAKI ' U.fO Y VSPAN = 79 (lb) OK VCANT = 82 (lb) OK MSPAN = 224 (ft.lb) MSPAN = 81 (ft.ib) MCANT.= 253 (ft.lb) MCANT = 82 (ft.lb) + O.MIM 5 1.0 O.MjM + CLMIM = 0.066 Span OK O.MjM + O.MIM = 0.070 Cantilever OK X V D + 0.75(0.7E) + 0.75LR VSPAN = 473 (lb) OK VCANT = 435 (lb) OK MSPAN = 1,784 (ft.lb) MSPAN = 40 (ft.lb) MCANT = 1,444 (ft.lb) MCANT = 45 (ft.lb) O.MIM + O.MIM 1.0 + O.MIM 0.242 Span OK O.MXIMflX + O.MIM = 0.202 Cantilever OK 2.6% 2.7% 0.070 15.5% 14.3% 0.242 Cole Library Loading Dock " Il'-O" WIDE 2-POST STIR. x 15'.5" O.C. 26030 Acero, Suite 200 Mission Viejo, CA 92691 (949) 305-1150 - www.4steleng.com JOB #: 20-1127 6/10/2020 PURLIN LOAD COMBINATIONS (ASD LOAD COMBOS D + 0.75(0.6WWEAK) + 0.75LR VSPAN = 484 (Ib) OK VCANT = 443 (Ib) OK MSPAN = 1,784(ft.Ib) MSPAN = 81 (ft.lb) MCANT = 1,444 (ft.Ib) MCANT = 82 (ft.lb) O.MIM + cLMIM 1.0 + O.MIM = 0.262 Span OK O.MX!MflX + O.MIM ,= 0.220 Cantilever OK A %AI • A I 15.8% 14.5% I 0.262 Purlin Combos 37 of 84 Cole Library. Loading Dock (7fiENG/NEER'/NG 11'-O"WIDE 2-POST SIR. x 15'-5" O.C. 26030 Acero, Suite 200 Mission Viejo, CA 92691 (949) 305-1150 www.4steleng.com - JOB #: 20-1127 6/10/2020 PURLIN LOAD COMBINATIONS (ASD) LOAD.COMBOS D + 0.75(0.7E) + 0.75S x y VSPAN = 68 (lb) OK 2.2% ' Vc- = 74 (lb) OK 2.4% MSPAN = 224 (ft.lb) MPN = 40(ft.lb) MCANT = 253 (ft.lb) WANT = 45 (ft.lb) + O.MIM 1.0 . . + O.MIM = 0.047 Span OK O.MJM X + ().M!M = 0.053 Cantilever OK - 0.053 0.6D + 0.6Wu I % Stressed VSPAN = - 265 (lb) lb OK 8.7% VCANT = - 227 (lb) lb OK 7.4% MSPAN= -1,021 (ft.lb) ft-lb OK 128% WANT = -730 (ft.lb) OK 9.2% ((QM!M)2+(flVN)2]112 = 0.118 :5 1.0 OK . 11.8% 0.128 Purfin Combos 38 of 84 5(çING 26030 Acero, Suite 200 Mission Viejo, CA 92691 (949) 305-1150 ,- www.4steleng.com Cole Library Loading Dock 11'-0" WIDE 2-POST STIR. x 24'-5" O.C. 11 JOB #: 20-1127 6/10/2020 PURLIN ANALYSIS Purlin Slope, 0 = 0.00 (deg) • Purlin Tributary Width, WT = 3.500 (ft) Beam Width, W = 11.00 (ft) No. of Purlins Over Width, n, = 3 PURLIN DATA I AEP-C1Ox3.514GA I Ix 19.215 in ly 1.966 in Weight = 4.28 (plf) E.= 29,500,000 (psi) PURLIN SPAN DATA L = 24.42 (ft) Simple Span C = 0.29 (ft) Max Cantilever Span w Uniformly Distributed Load (plf) VSPAN = W. L /2 max shear for simple span VCANT = w. c + P max shear for cantilever span MSPAN = . L2/ 8 max moment for simple span alone MCAN+ = w.c2/ 2 + P.c max moment for cantilever span PURLIN DEFLECTIONS L = (ft) • c = (ft) Full Uniform Load: w ASPAN = w.[ 22.514 - 54.c212 ] I E.I . lllllllllllllllllllllllllllllllllllllll IIllIIIIIllllIll SCANT = 72.w.[ 4.c3.L - c.L3+ 3.c4 ]! E.1 L C Uniform Load on Span Only SPAN = + 22.5.w.L4 / E.1 lllllllllllllllllllllllllllllllllllllll &ANT = - 72w. c. L3 I E.1 L C Uniform Load on Cantilever rm—i- (3) SPAN = - 54.w.c2.L2/ E.I &ANT = + 72.w.c3.[ 4.L + 3.c 1/ E.I L C Point Load at Cantilever End SPAN = -108.P.c.L2/E.I ' V 1 &ANT = +576.P.c2.(L+c)/EJ f,. • L C DEAD LOADS Deck 0.93 (psf) Misc. 0.00 (psf) Purlins 1.22 (psf) Total D = 2.15 (psf) Purlin Analysis 39 of 84 JOB #: 20-1127 6/10/2020 Cole Library Loading Dock 11'-0" WiDE 2-POST STR. x 24'-5" O.C. 26030 Acero, Suite 200 Mission Viejo, CA 92691 (949) 305-1150 www.4steleng.com PURLIN ANALYSIS LIVE LOADS Point Live Load, PLR = 0.0 (lb) Uniform Live Load Reduction / Roof Live Load, LR = 20.00 (psf) A,. = WT.L = 85.46 (sq. ft.) AT <200 R1 =1.0 200 <A,. <600 R1 =1.2-A,-/1000 A,.~t600 R1 =O.6 R1 = 1.00 Tributary Area R2 = 1.00 Slope Reduced Roof Live Load, LR = LR.R1.R2 = 20.00 (psf) SNOW LOAD Snow Load, S= 0.00 (psf) PS,E = 0.00 (psf) WIND LOADS STRONG DIRECTION WIND DIRECTION PARALLEL TO ROOF SLOPE DIRECTION Pup = -18.52 (psf) Wp = PNW.UP.WT = - 65 (plf) PON = 18.29 (psf) WDN = PNW.DN.WT = 64 (plf) WEAK DIRECTION P(SPAN) = 3 purlin(s) Wind Pressure, P, = 21.71 (psf) p(CANT) = 3 purlin(s) Tributary Height, HT(SPAN) = [h 112 ] / p(SPAN) = 0.278 (ft) Tributary Height, HT(CANT) = [h / 12 ] / nP(cAN1-) = 0.278 (ft) Purlin Span Weak Wind Load, w, = PW.HTSPAN = 6.0 (plf) Purlin Cant. Weak Wind Load, w = PW.HTCANT. 6.0 (plf) SEISMIC LOAD - WEAK DIRECTION = 0.336 (Strength Only) = 0.336 (Defi. Only) D = 2.15 (psf) PS,E = 0.00 (psf) w Px = (0 + PSE).WT . = 2.5 (plf) (Strength Only) w Px = (D + PS.E).WT . = 2.5 (plf) • (Deflection Only) Purlin Analysis 40 of 84 ¼ Cole Library LoadinQ Dock 11,0 \MDE 2POST STIR. x 24'-5" O.C. 26030 Acero, Suite 200 Mission Viejo, CA 92691 (949) 305-1150 www.4steleng.com JOB #: 20-1127 6/10/2020 PURLIN ANALYSIS Note: Purlin Loads Include Point Load from End Purlin at Cantilever Ends LOAD CASES L I 0 w= 70.0(plf) W 7.5(plf) P =O(Ib) VSPAN = 92 (lb) VSPAN = 855 (lb) VCANT = .18 (lb) VCANT = 26 (lb) MSPAN = 562 (ft.lb) MSPAN = 5,217 (ft.lb) MCANT = 5 (ft.lb) MCANT = '4 (ft.lb) SPAN = 0.106 (in) LSPAN = 0.988 (in) SCANT = - 0.004 (in) ACANT = 0.000 (in) I •s I. wu I• W = 0.0 (pIf w = - 64.8 (pIe VSPAN = 0 (lb) VSPAN = - 791 (lb) VCANT = 0(Ib) VCANT = - 24 (lb) MSPAN = 0 (ft.lb) MSPAN = - 4,829 (ft.lb) MCANT = 0 (ft.lb) MCANT = - 4 (ft.lb) SPAN = 0.000 (in) ASPAN = - 0.914 (in) SCANT = 0.000 (in) SCANT = 0.035 (in) I WDN I.. W 64.0(plf) VSPAN = 781 (lb) VCANT = 23 (lb) MSPAN = 4,769 (ft.lb) IA - IVICANT - ( • SPAN = 0.903 (in) SCANT - 0.034 (in) • Purlin Analysis 41 of 84 • JOB #: 20-1127 6/10/2020 11 Cole Library Loading Dock 11'-0" WIDE 2-POST STIR. x 24'-5" O.C. 26030 Acero, Suite 200 Mission Viejo, CA 92691 (949) 305-1150 www.4steleng.com PURLIN ANALYSIS Note: Purlin Loads Include Point Load from End Purlin at Cantilever Ends LOAD CASES WEAK AXIS BENDING Leff(SPAN) = 24.42 (ft) Leff(CA) = 0.29 (1t) I E(Weak) I W 2.5 (plf) (Strength) W 2.5 (plf) (Deflection) VSPAN = 31 (lb) VCANT = 1(Ib) MSPAN MAX = 189 (ft.lb) (At Midspan) M112spA 189 (ft.lb) (At Midspan) MCANTMAX = 2(ft.1b) (At Support) SPAN = 0.349 (in) SCANT - 0.013(m) 1 W(Weak) I WSPAN = 6.0 (plf) WCANT = 6.0(plf) VSPAN = 74 (lb) VCANT = 2 (lb) MSPAN MAX = 449 (ft.lb) (At Midspan) M1,2spAN = 449 (ft.lb) (At Midspan) MCANT_MAX = I (ft.Ib). (At Support) SPAN = 0.831 (in) CANT - 0.032 (in) Purtin Analysis - 420f84 Cole Library Loading Dock Il'-O" WIDE 2-POST STIR. x 24'-5" O.C. ' 26030 Acero, Suite 200 Mission Viejo, CA 92691 (949)305-1150 www.4steleng.com JOB #: 20-1127 6/10/2020 PURLIN DESIGN - AEP - C 10 x 3.5 14 GA PURLIN DESIGN - AEP -C1Ox3.514 GA Purlin: I AEP - Cilo x 3.5 14 GA ASTM A653 SS55 Lateral Support Continuous Top Flange Support: YES Continuous Bottom Flange Support: NO Simple Span Bracing: ENDS ONLY Cantilever Span Bracing:. ENDS ONLY Section Properties F = 55.0 ksi Fu = 70.0 ksi xe = 2.907 in Sye = 0.773 in - 1x = 19:215 in . = ly 1.966 in E = 29,500,000 psi G= 11,346,154 psi DLIp = 0.831 in 'yc = 0.983 in Weight = 4.280 plf 0 = 90.0 Degrees h0 = 10.000 in bo = 3.500 in r= 3.905 in r= 1.249 in t = 0.070 in kv = 5.340 X0 = -2.41 in J = 0.002058 in Cw = 40.00 . in g = 0.300 Ag = 1.260 in j = 5.610 in Ae = 0.606 in r0 5 4.757 in 5fx = 3.843 in Sfy = 0.773 in LTB - Strong Axis • / 1<6 = 1.0 K 1.0 SPAN = 1.0 CANTILEVER Kt-C = 1.0 5cx = 2.907 5cx = 2.907 in POSITIVE L1,. = 16.0 (in) NEGATIVE Lb..c = 3.5 (in) BENDING BENDING Cb+s = 1.000 Cb..c = 1.000 Scx = 2.907 Scx = 2.907 in NEGATIVE BENDING Lb- 293.0 (in) POSITIVE BENDING Lb+c = 3.5 (in) Cb..s = 1.136 Cb+c = 1.000 LTB - Weak Axis Ksy = 1.0 Kcy = 2.0 SPAN 5cy = 0.773 CANTILEVER 5cy = 0.773 in Lbs = 293.0 (in) Lbc = 3.5 (in) AEP .C1Ox3.514 GA Fy = 55 ksi; WITH LATERAL BRACE POINTS AT ENDS ONLY OF SIMPLE AND CANTILEVERED SPANS Cold Purlin 43 of 84 ().7ENGINEER/NG 26030 Acero, Suite 200 Mission Viejo, CA 92691 (949) 305-1150 www.4steleng.com 11-0" Cole Library Loading Dock JOB #: 20-1127 WIDE 2-POST STR. x 24'-5" O.C. 6/10/2020 PURLIN DESIGN - AEP - C 10 x 3.514 GA ( Distorsional Buckling Properties 'xf = 0.010 .in web 2 'xyf = 0.031 in C= 0.000 in lyf 0.368 in J=0.00048317 in h = -2.038 . in Af = 0.296 in XOFNGE 1.392 in . = h = -0.075 in SHEAR - AISI SIOO- Ov = 1.60 16 - Ov = 0.95 STRONG DIRECTION WEAK DIRECTION Av= 142.86 Av= 50.00 G2.1-28,2b,3b V = 0.904:E.kv.tA3lh . Vn = 0.904.E.kv.tA3/h Vn = 4,885(lb) . . 'Vn = 4,885 (lb) VrncIC), = 3,053 (lb) VnylOv = 3,053 (lb). = 4,640 (lb) . øv.Vny = 4,640 (lb) - 5' Cold Pudin . 44 of 84 JOB #: 20-1127 6/10/2020 Cole Library Loading Dock 7!EENG/NEE77ING 11'-O" WIDE 2-POST STR. x 24-5" O.C. 26030 Acero, Suite 200 Mission Viejo, CA 92691 (949) 305-1150 www.4stelena.com PURLIN DESIGN - AEP - C 10 x 3.5 14 GA AISI sloo- FLEXURE -SPAN - +VE BENDING .16 0b = 1.67 0b = 0.90 F2.1.15 at = [G.J + (7t2.E.C/ (Kt s.Lb+s)2 ) ] / A.r02 = 1,596,522 psi F2.1.2-2 CYex = IL2.E / ( Ksy.LbsI r)2 aey = IT?.E / ( Ks. Lb+sI r)2 aex= 51,716 psi 0ey = 1,774,217 psi STRONG DIRECTION WEAK DIRECTION NOMINAL SECTION STRENGTH F2.12 M= Sxe.Fy My= Sye.Fy Mx 13,324 (ft.Ib) M = 3,543 (ft.Ib) LATERAL-TORSIONAL BUCKLING STRENGTH F2.1.11 = Cb+s.ro.A.(Oey.at) / (n.S) = 2,624,805 psi n= I F2.1.16 Fex(b) = Cb+s.7t2.E.d.Iyc / [ fl.Sfx.(Ks.Lb+s)2 ] = 2,909,030 psi n= I Fex = max.[ Fex(a), Fex(b) J = 2,909,030 psi AISI SI00-16 F2.1.1-4 F2.1:2-3 F2.1.21 F2.1.3-1 F2.1-3&4 C -1.09 M1/M2 = 1.000 (Weak Axis) CTF — 1.000 Fey = [ Cs.A.aex l (CTFy) I.E i.+ CS. q( j2 + r02.(oI aex))] = 1,804,602 psi Fey = Cb+s.ro.A.(aex.Ot) / (2.Sr) = 11,139,396 psi Fey 1,804,602 psi Fcx FcyFy Fcx = 55,000 psi = 55,000 psi CS Purllns Z Purllns F2.1-2 Cold Purlin Mnx = Scx.F cx Mnx 13,324 (ft.lb) Mny Mny = ScyFcy = 31543 (ft.Ib) 45 of 84 JOB #: 20-1127 6/10/2020 Cole Library LoadinQ Dock (7.ENGINE.ERP/NG 110 WIDE 2-POST STR. x 24'-5" O.C. 26030 Acero, Suite 200 Mission Viejo, CA 92691 (949) 305-1150 www.4steleng.com PURLIN DESIGN - AEP - C 10 x 3.514 GA AISI sioo- FLEXURE -SPAN - +VE BENDING 16 STRONG DIRECTION DISTORTIONAL BUCKLING STRENGTH 2.3.3.34 Lcr = [(4.7t4.h0.(1 - 2)/t3)( I,1.(Xof h,d)2 +CWf (Ixyf2/Iyf).(Xof h,d)2 ) + 9.h0 /720]114 Lcr = 31(m) Lm = 293 (in) L = min.(Lm, Lcr) 31 (in) M1/M2 = 0.0.0 2.3.3.3-3 8 = 1.0 :5 [1 + 0.4.(LI Lm)°7.( I + M1/M2)07] :5 1.3 1.083 2.3.1.33 køfe = 334 (lb) 2.3..3-5 køwe = 308 (lb) k0 = 1,700 (lb) 2.3.1.3-5 kØfg = 0.01687 in 2.3.3.3-6 k 9 = 0.00205 in 2.3.3.3-2 Fcrd = 1. (kce + køwe + kØ)/(k0f9 + køwg) = 134,067 pSi F4.1-3 Ad = 'I( M/ Mcrd) = 0.641 Mx Sfx.F y = 17,613 (ft.Ib) F4.1-1&2 Mnx Mx Mnx 17,613 (ft.Ib) COMBINED TORSION & BENDING H41 RSPAN = fbendingmax"(benaing + ftorsion) :5 1.0 = 1.00 mx = RSPAN.SXe.FY = 13,324 (ft.Ib) GOVERNING CAPACITY- SPAN STRONG DIRECTION WEAK DIRECTION M+= 13,324 (ft.lb) Mny = 3,543(ft.1b) Mfl+xlOb = 7,978 (ft.Ib) MflylQb = 2,122 (ft.Ib) øb.Mn+x = 11,991 (ft.Ib) øb.Mny = 3,189 (ft.Ib) Cold Purlln 46 of 84 Cole Library Loading Dock 7SENGUVEERW.'G 11'-O" WIDE 2-POST STR. x 24'-5" O.C. 26030 Acero, Suite 200 Mission Viejo, CA 92691 (949) 305-1150 www.4steleng.com AISI sioo- FLEXURE - CANTILEVER SPAN -yE BENDING 16 0b= 1.67 0.90 F2.1.1-5 at = [G.J + (7t.E.C/ (Ktc.Lb..c)2) ] / A.r02 = 33,347,759 psi F2.1.2-2 a= 7t2.E/( KCY.LbC/rX) aey= 7t2.E/(KC.Lb</rY)2 • aex = 90,608,253 psi aey = 37,077,509 psi STRONG DIRECTION WEAK DIRECTION NOMINAL SECTION STRENGTH F2.12 M= Sxe.Fy my= Sye.Fy Mx = 13,324 (ft.Ib) My 3,543 (ft.Ib) LATERAL-TORSIONAL BUCKLING STRENGTH F2.1.11 Fex(a) = Cb c.rO.A.I(oey.pt) / (n.SfX) 54,839,668 psi fl = I F2.1.16 Fex(b) = Cb..c.7t2.E.d.Iyc/ [ fl.S.(Kc.Lb..c)2 ] = 60,792,792 psi n = I Fex = max.[ Fex(a), Fex(b)] = 60,792,792 PI C5 = -1.00 = 0.000 (Weak Axis) F2.1.2-3 CTF = 0.6 - 0.4.( M1 /M2 ) .= 0.600 F2.1.21 Fey = [ Cs.A.Oex / (CTF.SIJ) I.E j + C./(J2+ r02.(at/ aex )) I = 111111111111 111111111111 F2.1.3-1 Fey = Cb..c.ro.A.'/(aex.at) / (2.S 1) = 213,096,872 psi Fey= 171,978,144 psi - F2.1-3&4, F = FY Fcq = FY Fcx = 55,000 psi Fcy = 55,000 psi F2.12 Mnx = = Scy.Fcy 13,324 (ft.Ib) Mny = 3,543 (ft.Ib) JOB #: 20-1127 6/10/2020 AISI SIOO-16 F2.1.1-4 CS Puffins Z Purllns Cold Purlin 47 of 84 Cole Library Loading Dock ).S.7!EENGINEER/NG 11'-O" WIDE 2-POST STR. x24-5" O.C. 26030 Acero, Suite 200 Mission Viejo, CA 92691 (949) 305-1150 www.4st&eng.com PURLIN DESIGN - AEP - C 10 x 3.5 14 GA AISI sioo- FLEXURE - CANTILEVER SPAN -VE BENDING 16 STRONG DIRECTION DISTORTIONAL BUCKLING STRENGTH 2.3.3.3-4 La,. = 31 (in) Lm = 4(m) L = min.(Lm, Lcr) = 4 (in) M1!M2 = 0.000 2.3.3.3-3 ,8=1.0 :5 [1+0.4.(LILm)°7.(1+Mi /M 2)°7 ] ~ 1.3 = 1.300 2.3.1.33 k = 1,720526 (lb) 2.3.3.3.5 kwe = 5,148 (lb) ,k0 = 1,700 (lb) 2.3.1.3-5 k0f9 = 1.32629 in V 2.3.3.36 kwg = 0.17278 in 2.3.3.3.2 Fcrd ,8. (k e + kwe + kcD)I(køfg + kDwg) = 1,497,984 pSi F4.13 Ad = 'J( M/ Mad ) = 0:192 F4.1-1&2 Mnx = Mx Mnx 17,613(ft.Ib) COMBINED TORSION & BENDING H4-1 RCANT = fbending_max/(fbending + f00) :5 1.0 = 1.00 mx = RCANT.SXe.FY = 13,324 (ft.Ib) GOVERNING CAPACITY - CANTILEVER SPAN STRONG DIRECTION WEAK DIRECTION V 13,324 (ft.Ib) Mny = 3,543 (ft.Ib) Mfl.xlQb = 7,978 (ft.Ib) MflyIOb = 2,122 (ft.Ib) øb-Mn-x'= 11,991 (ft.Ib) øb.Mny = 3,189 (ft.Ib) V Cold Purlin 48 of 84 JOB #: 20-1127 6/10/2020 Cole Library Loading Dock. l'-O" WIDE 2-POST STR. x 24'-5" O.C. 26030 Acero, Suite 200 Mission Viejo, CA 92691 (949) 305-1150 www.4steleng.com . . . JOB #: 20-1127 6/10/2020 PURLIN DESIGN - AEP - C 10 x 3.514 GA . AISI REVERSE FLEXURE . AISI SI00-16 16 -ye BENDING - SPAN . . +ve BENDING - CANTILEVER ab = 1.67 0b = 0.90 . F2.1.1-5 at = [G.J + (7t2.E.C/ (Kt.Lt)2 ) ] /A.r ats = 1,596,522 psi °tc = 33,347,759 psi F2.1.24 0eys = 7t2.E /( Ksy.Lbs/ r)2 0eyc = it2.E I( KCY.Lb+d/rY)2 F2.1.1-4 0eys = 5,291 psi aeyc= 9,269,377 psi NOMINAL SECTION STRENGTH . F2.12 Mxs = Sxe.Fy Mxc = Sxe.Fy Mxs 13,324 (ft.ib) Mxc 13,324 (ft. lb) LATERAL-TORSIONAL BUCKLING STRENGTH -ye BENDING - SPAN • F2.1.11 = cb s.ro.A./(aeys.ats)/(n.Sfx)= • 162,880 psi n= I F2.1.16 • Fex(b) = Cb s.7t2.E.d.Iyc/ [ fl.Sfx.(Ks.Lb s)2 ] ..= 9,858 psi . n = I Fex = max.[ Fex(a), Fex(b)] = .162,880 psi +ve BENDING - CANTILEVER • F2.1.11 = Cb+c.ro.A.(aeyc.atc)/(fl.Sfx) 27,419,834 psi • n = I F2.1.16 . Fex(b) = Cb+c.7.E.d.Iyc/ [ fl.Sfx.(Kc.Lb'c)2 ] = 60,792,792 psi fl = I Fex.. • max.[Fex(a), Fex(b)] = 60,792,792 psi -ye BENDING - SPAN +ve BENDING - CANTILEVER F2.1-3&4 Fcx = Fy Fcx = Fy Fcx = 55,000 psi Fcx = 55,000 psi F2.1-2 = . • Mnx+c = 13,324 (ft.lb) M+= 13,324(ft.Ib) Cold Purlln . - 490f84 Cole Library Loading Dock JOB #: 20-1127 S7fDEtvGINEEc'/NG 11'-O" WIDE 2-POST STR. x 24'-5" O.C. 6/10/2020 26030 Acero, Suite 200 Mission Viejo, CA 92691 (949)305-1150 www.4steeeng.com PURLIN DESIGN - AEP -.0 10 x 3.514 GA AISI sioo- REVERSE FLEXURE -ye BENDING - SPAN +ve BENDING - CANTILEVER DISTORTIONAL BUCKLING STRENGTH 2.3.3.34 Lcr = 31 (in) L. = 31 (in) Lm = 293 (in) L = 4 (in) L = mln.(Lrn, Lcr) L = min.(Lm, L) L = 31 (in) L = 4 (in) M1/M2 = 0.000 Ml/M2 = 0.000 2.3.3.3-3 /3 = 1.0 ~ I + 0.4.(L / Lm)°7.( 1 + M1/M2)07 :5 1.3 fls= 1.083 Pc = 1.300 2.3.1.3-3 køfe = 334 (lb) kttfe = /- 2.3.3.3-5 køwe = 308 (lb) kowe = 5,148 (lb) / k0 = 1,700 (lb) k0 = 1,700 (lb) 2.3.1.3-5 kcDfg = 0.0169 in k0f9 = 1.3263 in 2.3.3.3-6 køwg = 0.0021 in kø9 = 0.1728 in 2.3.3.3-2 Fcrd = P. (k e + køwe + kcD)/(kcDfg + køwg) Fd..s 134,067 psi Fd+c 1,497,984 psi F4.13 Ad = '/(Mx/ Mad ) = 0.641 F4.1-1&2 Mn-x = Mx 17,613(ft.1b) Ad+C =0.192 M+=Mx M+= 17,613(ft.1b) COMBINED TORSION & BENDING H4-1 RspAN = fbending_max/(fbending + ftorsion) :5 1.0 =- 1.00 mx = RSPAN.SXe.FY = 13,324 (ft. 1b) H4-1 RCANT = fbendingjnax'(fbending + ftorsjon) :5 1.0 = 1.00 mx-= RCANT.SXe.FY = 13,324 (ft.Ib) ' GOVERNING CAPACITY -ye BENDING - SPAN. • +ve BENDING - CANTILEVER Mn-x = 13,324 (ft.lb) Mn+x = 13,324 (ft.Ib) Mfl.xlOb = 7,978 (ft.Ib) • • Mtl..XIQ,,= 7,978 (ft.Ib) øb.Mn x = 11,991 (ft.Ib) • øb1n+x = 11,991 (ft.Ib) Cold Purlin 50 of 84 11 JOB #: 20-1127 6/10/2020 C. Cole Library Loading Dock 11'-O" WIDE 2-POST STR. x 24'-5"- O.C. 26030 Acero, Suite 200 Mission Viejo, CA 92691 (949) 305-1150 www.4steleng.com PURLIN LOAD COMBINATIONS (ASD) I ASTMA653SS55 I AEP-C1Ox3.514GA I CHECK:1 OK Max Shear p/C: 35.5% Max Bending 0/C: 83.0% Max. Vertical Deflection Ratio: 50.6% Max. Lateral Deflection Ratio: 0.0% STRONG AXIS WEAK AXIS V1,/0 = 3,053 (lb) . V/Q = 3,053 (lb) Span + M/Q 7,978 (ft.Ib) ) M1,I0 = 2,122 (ft. 1b) Span - M70 = 7,978 (ft.Ib) Cant- M7C) = 7,978 (ft. 1b) M/) = 2,122 (ft.Ib) Cant + M/C] = 7,978 (ft.Ib) CHECK DEFLECTIONS ID I AALLOWSPAN = NO LIMITS ASPAN = 0.106 (in) OK AALLOWCANT = NO LIMIT ACANT = -0.004 (in) OK I LOrS . AALLOW SPAN = L/150 = 1.953 (in) ASPAN = 0.988 (in) OK AALLOWCANT = 21 / 150 = 0.047 (in) CANT = 0000 (in) OK L WUP AALLOW,SPAN = L/90 = 3.256 (in) ASPAN = 0.42AWup = -0.384 (in) OK AALLOWCANT = 21 / 90 = 0.078 (in) SCANT = 0.42AWp 0.015 (in) OK WON I Awsp = L/90 = 3.256 (in) ASPAN = 0.42.LWDN = 0.379 (in) OK AALLOW,CANT = 21 I 90 = 0.078 (in) ACANT = 0.42.AWDN = -0.014 (in) OK I WWEAK I AALLOWSPAN = NO LIMIT ASPAN = 0.42.LWw1< = 0.349 (in) OK AALLOW CANT = NO LIMIT ACANT = 0:42AW < = -0.013 (in) OK I EWEAK AALLOWSPAN = NO LIMIT ASPAN = AEwK = 0.349 (in) OK ALLOW,CANT = NO LIMIT ACANT = iEw1< = 0.013 (in) OK Purlin Combos 51 of 84 'I'll',] 0.506 0.189 0.186 llalala] ['1.1.1.] JOB #: 20-1127 6/10/2020 Cole Library Loading Dock 11-0" WiDE 2-POST STIR. x 24'-5" O.C. 26030 Acero, Suite 200 Mission Viejo, CA 92691 (949) 305-1150 www.4steleng.com PURLIN LOAD COMBINATIONS (ASD) LOAD CASES D I L, VSPAN = 92 (lb) VSPAN = 855 (lb) VCANT = 18 (lb) ' VCANT = 26 (lb) MSPAN = 562 (ft.lb) MSPAN = 5,217(ft.Ib) MCANT = 5 (ft.lb) MCANT = 4 (ft.Ib) I s. .1. WUP I• VSPAN = 0 (lb) VSPAN = - 791 (lb) VCANT = 0(Ib) VCANT = - 24 (lb) MSPAN = 0(ft.Ib) MSPAN = -4,829(ft.Ib) MCANT = 0 (ft.Ib) MCANT = -4 (ft.Ib) I WDN I - VSPAN = 781 (lb) VCANT = 23 (lb) MSPAN 4,769 (ft.Ib) MCANT = 4(ft.1b) W (Weak Direction) I E (Weak Direction) I VSPAN = 74 (lb) VSPAN = 31 (lb) VCANT = 2 (lb) VCANT = 1 (lb) MSPAN = 449 (ft. 1b) MSPAN = 189 (ft.lb) MCANT = I (ft.lb) MCANT = 2 (ft.lb) Purlin Combos 520f84 JOB #: 20-1127 6/10/2020 Cole Library Loading Dock )7IENG/NEERING 11'-0" WIDE 2-POST STIR. x 24'-5" O.C. 26030 Acero, Suite 200 Mission Viejo, CA 92691 (949) 305-1150 www.4steleng.com PURLIN LOAD COMBINATIONS (ASD) LOAD COMBOS D %Stressed VSPA'N = 92 (lb) OK 3.0% VCANT = 18 (lb) OK 0.6% MSPAN = - 562 (ft.Ib) OK 7.0% MCANT = 5(ft.Ib) OK 0.1% = 0.006 :5 1.0 OK 0.6% - D+LR I' I VSPAN = 947 (lb) OK 31.0% VCANT = 43 (lb) OK 1.4% MSPAN = 5,778 (ft.Ib) OK 72.4% MCANT = 9(ft.Ib) OK 0.1% [(C)MIM)2+(CVN)2J112 = 0.014 :5 1.0 OK 1.4% D+S VSIMPLE = 92 (lb) OK 3.0% VCANT = 18 (lb) OK 0.6% WIMPLE = 562 (ft. lb) OK 7.0% MCANT = 5(ft.lb) OK 0.1% = 0.006 :5 1.0 - OK 0.6% I D+OW VSPAN = 561 (lb) OK 18.4%, VCANT = 32 (lb) OK 1.0% MSPAN = 3,423 (ft.Ib) OK 42.9% MCANT = 7(ft.lb) OK 0.1% = 0.010 5 1.0 OK • 1.0% D + 0.75(0.6 WON) +.0.75LR VSPAN = 1,085 (lb) OK 35.5% VCANT = 47 (lb) OK 1.6% MSPAN = 6,620 (ft.lb) OK 83.0% MCANT = 10(ft.Ib) OK 0.1% = 0.016 :5 1.0 OK 1.6% Purlin Combos 53'of 84 [sI.1AS1 0.724 0.070 0.429 Cole Library Loading Dock 71 F 11'-O" WIDE 2-POST STIR. x 24'-5" aC. 26030 Acero, Suite 200 Mission Viejo, CA 92691 - (949) 305-1150 www.4steleng.com . . JOB #: 20-1127 6/10/2020 PURLIN LOAD COMBINATIONS (ASD) I LOAD COMBOS D + 0.75(0.6WDN) + 0.75S % Stressed VSPAN = 444 (lb) OK . 14.5% VCANT = 28 (lb) . OK 0.9% MSPAN = 2,708 (ft-Jb) OK 33.9% . MCANT = 7(ft.Ib) OK 0.1% = 0.009 :5 1.0 OK .0.9% I 0 + 0.6WWEAK I X Y VSPAN = 136 (lb) OK 4.5% VCANT = 19 (lb) . OK 0.6% MSPAN = 562 (ft.Ib) MSPAN = 270 (ft.Ib) MCANT = . 5 (ft.Ib) MCANT = 0 (ft.Ib) + Q.MIM :5 1.0 Q.MjM+ Q.M/M = 0.197 Span . OK O.MIM + O.M/M = 0.001 Cantilever. OK D+0.7E x - Y VSPAN = 114 (lb) OK 3.7% VCANT = 18 (lb) OK 0.6% MSPAN = 562 (ft.Ib) MSIMPLE = 132 (ft.Ib) MCANT 5 (ft.lb) MCANT = I (ft.Ib) + Q.M!M :5 1.0 + O.M/M = 0.133 Span OK O.M/M + O.MIM = 0.001 Cantilever OK Purlin Combos . . 540f84 I 0.339 0.197 0.133 Cole Library Loading Dock 11'-0" WIDE 2-POST STIR. x 24'-5" O.C. 26030 Acero, Suite 200 Mission Viejo, CA 92691 (949)305-1150 www.4stelena.com PURLIN LOAD COMBINATIONS (ASD). LOAD COMBOS • ,D + 0.75(0.6WWEAK) + 0.75LR VSPAN = 766 (lb) OK VCANT= 38 (lb) OK MSPAN = 4,474 (ft.Ib) MSPAN = 202 (ft.Ib) MCANT = 8 (ft.Ib) MCANT 0 (ft.Ib) Q.MIM+ O.MIMny 1.0 O.MjM + O.MIM = 0.656 Span OK Q.MIM. + DAY/M = 0.001 Cantilever OK D + 0.75(0.6WWEAK) + 0.75S JOB #: 20-1127 6/10/2020 25.1% 1.2% I 0.656 VSPAN 125 (lb) OK 4.1% VCANT= 19 (lb) OK 0.6% MSPAN = 562 (ft.!b) MSPAN = 202 (ft.Ib) MCANT = 5 (ft.lb) MCANT = 0 (ft.Ib) O.MjM + O.M!M 1.0 Q.MJM X + O.M!M = 0.166 Span OK O.MjM + O.MIM = 0.001 • Cantilever OK X I 0 + 0.75(0.7E) + 0.75LR VSPAN = 749 (lb) OK 'VCANT = 37 (lb) OK MSPAN = 4,474 (ft.Ib) MSPAN = 99 (ft.Ib) MCANT = 8 (ft.lb) MCANT = I (ft.Ib) + Q.M!M :5 1.0 O.MjM + Q.M!M = 0.607 • Span OK O.MjM + cLM/M = 0.001 Cantilever OK 0.166 24.5% 1.2%. 0.607 Purlin Combos 55 of 84 • ,p. / Cole Library Loading Dock 1,47WffEENG/NEERING 11'-0MDE 2-POST STIR. x 24'-5" 0. C.. 26030 Acero, Suite 200 Mission Viejo, CA 92691 (949)305-1150 www.4steleng.com PURLIN LOAD COMBINATIONS (ASD LOAD COMBOS - D + 0.75(0.7E) + 0.75S x v VSPAN = 108 (lb) OK 3.5% VcANT = 18 (lb) OK 0.6% MSPAN = 562 (ft.lb) . MPAN = 99 (ft.lb) MCANT = 5 (ft.lb) MCANT = I (ft.lb) Q.MIM. + O.M!M 1.0 + O.M/M = 0.117 Span OK O.MjM + DAY/m = 0.001 Cantilever OK % Stressed 0.6D + 0.6W VSPAN = 419 (lb) lb OK 13.7% VCANT= - 4(Ib) lb OK 0.1% MSPAN = -2,561 (ft.lb) ft-lb OK 32.1% MCANT = 0(ft.Ib) OK. 0.0% = 0.001 :5 1.0 OK 0.1% ¼ JOB #: 20-1127 6/10/2020 0.321 Pui'Iin Combos > 56 of 84 Col ID TL (xi.) 1W (vi.) T.Area (ft') ci 11.21 2.25 25.22 C2 13.21 2.25 29.72 c3 11.21 5.25 58.84 c4 13.21 5.25 69.34 Hc = 10.250 ft L= 24.42 1 It W = 11 ft Cole Library Loading Dock 11-0' WIDE 2-POST STR. a 15'-S' O.C. 26030 AcerO' Mission Viejo, CA 92691 1949)305-1150 www.4steieng.com Cole Library Loading Dock - Purlin 2 To Beam Connection JOB 1$: 20-1127 6/10/2020 0.50 (ft) =c ISO (ft) b= 7.00 (ft) ISO (ft) 3.50 (ft) =a - bmi purlin 1 bm2 purlin 2 purlin 3 IC3I 1C4.I TL) a = 3.50 (ft) -- - b = 15.42 (ft) c = 5.50 (ft) Dead Load deck= 0.93 psf*b/2 = 3.26 p11 deck= 0.93 ps1b/2 3.26 plf purlin= 4.28 p11 , - purlin= 4.28 p11 W0p15j = 7.60 p11 . womos = 7.60 pIt beam= 4.28 ph . . beam= 4.28 p11 w051 = 4.28 p11 .' W052 = 4.28 p11 Purlin 2 - Beam 1 Connection Purlin 2- Beam 2 Connection = w051 b/2+w0251L/2 = 107.76 lb Rpsss = w051°b/2+w0p255L/2 = 107.76 lb Beam 1 . . Beam 2 M051 = w051(b/2)2/8 = 6.55 lb*ft ' W0520/8 = 6.55 lb*ft Live Load LL= 10 psf - Purlin 2 - Beam 1 Connection Purlin 2 - Beam 2 Connection WLLp2111 LL*b/2 = 35.00 -. p11 WLLPSBZ = LL*b/2 = 35.00 p11 R 231= wLt,2111L/2 = 427.29 lb RP2132= w 2521/2 = 427.29 lb Wind Load - PDN 18.29 psf Pup= -18.52 psf - Purlin 2- Beam 1 Connection . Purlin 2 - Beam 2 Connection W55j1= PON*b/2 = 64.00 p11 WWONOMS = P05*b/2 = 64.00 p11 ' w,J Ø45 =Pb/2= -64.90 p1f Wwupj2Puptb/2 = -64.90 p11 = w 5255L/2 = 781.33 lb R 252 = w5p252L/2 = 781.33 lb R9251 = Wwupp20jL/2 = -792.32 Its . Rp252 = w,251L/2 792.32 lb Seismic Load V5p251 = Cs*W = 94.25 lb V5292 = Cs*W = 94.25 lb pC5 = pSdl/R = 0.875 I pC = p5D*l/R = 0.875 Sm = 0.84 Sos = 0.84 1= 1.00 1= 1.00 R= 1.25 R= 1.25 p= 1.30 p= 1.30 W= w0251 L/2+w051tb/2 = 107.76 lb W = w0p2s2dL/2+woaz*b/2 = 107.76 lb S 1 - 57o184 Cole Library Loading Dock 11'4" WIDE 2-POST STR. x 15-5" O.C. 24030 Acero' Mission Vielo, CA 92691 (949)305-1150 www.41tMeng.com Purlin2 To Beam Connection ALT ASD P (lb) V fib) M (ft-lb) D+LR 535.06 0 0 D + 0.6(w"1.3)WDN 717.20 0.00 0.00 (2/3)D + 0.6(W1.3)Wup -546.17 0.00 0.00 ANGLE CLIP Height, H = 7.0 (In) F9 = 36,000 psi Width, b" 3.5 (in) D= 1.67 12 Thickness, t= 0.105 (in) : 6 e CL Edge Distance, e = 1.25 (in) Beam Flange Length,b9,: bib +0 25 + 2.e = 6.25 (in) PURLINV(V5: 25+e 5.0(m) M= VL.e = 3,586 (in.Ib) 2req M.D/F9: 0.166 in' t.H H330.0 2 V(4.Z / t) = 2.517 (in) < H OK CHECK SCREWS USING n5 = 2 #12-14 TEN SELECSCREWS V 3 = V/n1 = 359 (lb). . V: 645 (lb) Per ICC ESR 3223 OK JOB #: 20-1127 6/10/2020 If 58of84 - Cole Library Loading Dock 11'-0 WIDE 2-POST STR. x 15'-S" O.C. '26030 Acero Mission Vielo, CA 92691 19491305-1150 www.4stelen9.com Cole Library Loading Dock - End Beam Loading - - JOB #: 20-1127 6/10/2020 Col ID TI (xi') 1W (y+) T.Area (ft') ci 11.21 2.25 25.22 c2 13.21 2.25 29.72 c3 11.21 5.25 58.84 c4 13.21 5.25 69.34 Hc = 10.250 ft 1= 24.42 ft W= 11 ft bmi purlin 1 bm2 purlin 2 purlin 3 jorGM I__I 0.50(19) =c 3.50 (ft) b= 7.00 (ft) 3.50 (ft) 3.50 (ft) ra b = 15.42 (It) c = 5.50 (It) deck= 0.93 psfb/2 = 3.26 p11 purlin= 4.28 p11 W0p252 = 7.60 p11 beam= 4.28 p11 WD92 = 4.28 p11 Purlin 2- Beam 2 R 252 = wDP1521/2 = 107.76 lb Beam 2 M092 Rp232*b/4+w05212/8 = 195.14 Ibft TI) a = 3.50(19) Dead Load deck= 0.93 psf5b/2 = 3.26 p11 purlin= 4.28 p11 W0p251 = 7.60 p19 beam= 4.28 p11 w051 = 4.28 p11 Purlin 2-Beam 1 = w0251L/2 = 107.76 lb Beam 1 MDBI = Rp25j*b/4+w5j(b/2)l/8 = 195.14 Ibft Live Load 11= 10 psI Purlin 2-Beam 1 w 251 = LL*b/2 = 35.00 p11 RLLpzB,= wLLp2B1L/2 = 427.29 lb = R 231.b/4 = 747.76 lbi'ft Wind load PON 18.29 pSI Pup= Purlin 2 - Beam 1 wwoNo&41 = PoNb/2 = 6400 plf Wwjpj = Pupb/2 = 64.90 plf RWONPIBI = wwONpSBIL/2 = 781.33 lb M201 = R05251.b/4 = 1367.33 lb-ft = wpp2511/2 = 792.32 lb M 255 = R 551-b/4 = -1386.56 Ib*ft Seismic Load (Weak) VEGI = C5 w051 = 3.74 p11 pC5 = p5*I/R 0.875 = 0.84 1= 1.00 R= 1.25 p= 1.30 PP265 = V 51.(b/2)/2 = 6.55 lb = V051.(b/2)2/8 = 5.73 Ibft End Beam Loading Purlin 2-Beam 2 Wp55 = IIb/2 = 35.00 plf Rp251 = ww,2511/2 = 427.29 lb R 252 = wL2B2.b/4 = 747.76 Ib1t Purlin 2 Beam 2 WWONBMS = P05'b/2 = 64.00 plf. WWUPBM2 = PUp*b/2 = -64.90 plf WWDNP2B2L/2 = 781.33 lb = wwoNp2B2.b/4 = 1367.33 Ibft = ww.Jpp2s2L/2 792.32 lb R9252 W5252.b/4 = 4386.56 Ibft = Cs*woB2= 3.74 pll pC = pSI/R = 0.875 sos = 0.84 1= 1.00 R= 1.25 p= 1.30 p5.252 = V152.(b/2)/2 = 6.55 lb M9252 = V051.(b/2)2/8 = 5.73 Ib5ft -18.52 psI ALT ASD P (lb) V (lb) M (ft-lb) D + LR 535.06 0 942.90 D + 0.6(w=1.3)WON 717.20 0.00 1261.66 governs (2/3)0 + 0.6(w=1.3)Wup 546.17 0.00 951.42 D + 0.2S + E/1.4 (weak) 6.55 0.00 4.09 GOVERNING CAPACITY - SPAN (Per Beam Design Paaesl SHEAR V,= 717.20 lb V,jfl = 3,053 lb > Va, OK = 10,106 lb > Va, OK FLEXURE-SPAN STRONG DIRECI'ION WEAK DIREC11ON M, 1,262 lb-ft 6.55 Ibft M,JC)5 = 7,978 Ib'ft > Mx,a, OK Mfly/flb = 2,122 Ib*ft > My,a, OK 59 of 84 JOB #: 20-1127 6/10/2020 - Cole Library Loading Dock S7f!ENG/NEERING 11'-O" WIDE 2-POST STR. x 24'-5" O.C. 26030 Acero, Suite 200 Mission Viejo, CA 92691 (949)305-1150 www.4steleng.com BEAMDESIGN - AEP-C1Ox3.514GA I AEP-C110x3.5 14 GA ASTMA653SS55 Lateral Support Span Top Flange Brace Spacing: 7.000 (ft) Span Bottom Flange Brace Spacing: 7.000 (ft) Cantilever Top Flange Brace Spacing: 0.167 (ft) Cantilever Bottom Flange Brace Spacing: 0.167 (ft) BEAM DESIGN AEP.C10x3.514 GA ASTM A653 SS55 Fy55(ksi) Section Pronerties 5xe = 2.91 in 'x = 19.21 in F = 55.0 ksi D11p = 0.831 in Weight = 4.28 plf h0 = 10.00 in 3.91. in t = 0.070 in X0 -2.412 in C,, = 40.00 in6 XO,FLANGE 1.41 in Ag = 1.260k in G= 11,346,154 psi 0.01 in 'xyf =0.03 in 0.39 in hx = -2.09 in Af = 0.30 in SPAN Lb+s = 84.0(m) Cb..s= 1.47 Lb..s = 84.0 (in) Cb..s= 1.47 K= 1.00 F= 70.0 ksi Sy = 0.77 in Iy =1.91 in E = 29,500,000 psi Iyc 0.98 in 0 90 Degrees b0 = 3.50 in r= 1.25 in k= 5.34 0.3 J = 0.002058 in y0 =h= 0.08 in Sf = 3.84 in r0 = 4.76 in Ae . 0.606 in 1= 5.61 in web 2 C,= 0.00 in6 Jf 0.000 in CANTILEVER Lb-c = 2.0(m) Cb= •1.00. Lb.c = 2.0(m) Cb+c= 1.00 K= 2.00 SPAN TOP FLANGE LATERAL BRACES @ 7.0 (FT) O.C. SPAN BOlT. FLANGE LATERAL BRACES @ 7.0 (FT)O.C. CANT. TOP FLANGE LATERAL BRACES @ .17 (Fl) O.C. CANT. BOlT. FLANGE LATERAL BRACES@ .17 (Fl) O.C. Cold C Bm 60 of 84 Cole Library Loading Dock • lI'-O" \MDE 2-POST STR. x 24'-5" O.C. 26030 Acero, Suite 200 Mission Viejo, CA 92691 (949) 305-1150 www.4steleng.com JOB #: 20-1127 6/10/2020 BEAMDESIGN - AEP -C1Ox3.514GA AISI sioo- SHEAR AISI SIOO-12 12 Qv = 1.60 OV = 0.95 '(E.kiF) = 53.52 STRONG DIRECTION WEAK DIRECTION h/t = 142.86 b/t = 50.00 C3.2.1-2-4b Fvx = 0.904.E.kv / (hit)A2 FVY = 0.60.Fy Fvx = 6,978 psi F, = 33,000 psi C3.2.1-1 VnX =A,. Fvx= 4,885 (Pb) V, = Aw. Fy= 16,170 (lb) • V1 IO, = 3,053 (Pb) Vny!v = 10,106 (Pb) = 4,640 (lb) øv.Vny = 15,362 (Pb) . FLEXURE - SPAN f)b =. 1.67 0b = 0.90 Lt = 84.00 (in) C3.1.2.1-9 cyt = [G.J + (it2 EC / (K.L)2 ) ] / A.r = 58,713 psi C3.1.2.1-11 aex =1t2.Ei(K s.Lxlrx )2 aey 7r2.Ei( Ks. Lb+SIrY)2 C3.1.2.1-8 aex = 629,224 psi 0ey = 64,371 psi STRONG DIRECTION WEAK DIRECTION NOMINAL SECTION STRENGTH C3.1.11 Mx = Sxe.Fy my Sye.Fy M= 13,324 (ft.Ib) M= 3,543 (ft.Ib) LATERAL-TORSIONAL BUCKLING STRENGTH C3.1.2.14 Fex(a) = Cb+s.ro.A.I(oey.ot) i( n.S) • = 140,997 psi n = I C3.1.2.114 Fex(b) = Cb+s.7L2.E.d.Iyc/ [ n.S.(KS.Lb+S)2 ] = 155,210 psi n= I Fex = max.[ Fex(a), Fex(b)] = 155,210 psi = -1.00 • • • • Ml/M2 .0.000 • C3.1.2.1-12 CTF= .0.6-0.4.M1/M2 = 0.600 C3.1.2.110 Fey = [Cs.A.Oex / (CTF.Sfy) J.[ j + C'/( j2 + r02.(at I aex))] = 316,424 psi CS Beams C3.1.2.15 Fey = Cb+s.ro.A.'I(aex.at)/(2.Sfy) = 1,095,774 psi ZBearns Fey 316,424psi' • • C3.1.2.1-2 Fcx = Fy • F, = Fy - Fcx = 55,000 psi • • = 55,000 psi C3.1.2.1-1 M = Scx.Fcx • Mny = Scy.Fcy. Mnx = 13,324 (ft.lb) Mny = 3,543 (ft.Ib) Cold C Bm 610f84 Cole Library Loading Dock , tS7f!cENG1NEER1NG 11-0" WIDE 2-POST STR. x 24'-5" O.C. 26030 Acero, Suite 200 Mission Viejo; CA 92691 (949)305-1150 www.4steleng.com JOB #: 20-1127 6/10/2020 BEAM DESIGN - AEP - C 10 x 3.514 GA AISI sioo- FLEXURE -SPAN 12 STRONG DIRECTION DISTORTIONAL BUCKLING STRENGTH C3.1.48 Lcr = [(4.7t4.h0.(1 - ji.2 )/t3 ).( I.(X0f hr)2 + (Ixyf2/Iyf).(Xof h,d)2 ) +le.h /720]14 Lcr = 32(m) - Lm = 84(m) L = min.( Lm, Lcr) = 32 (in) C3.1.4-7 8= 1.0 :5 1+0.4.(L/Lm)07.(1 +M1/M2)°7 < 1.3 = 1.205 C3.1.49 køfe = 331 (lb) C3.1.410 4we = 306 (lb) ko = 4,000 (lb) C3.1.4-11 k0f9 = 0.016445274 in C3.1.4-12 4w9 = 0.001900376 in2 C3.1.46 Ed = JL (køfe + køwe + kØ)I(k fg + køwg) = 304,545 psi C3.1.4-3 Ad = /( M/ Mcrd) = 0.425 M = 17,613 (ft.lb) C3.1.4-1,2 Mnx = Mx Mnx 17,613 (ft.Ib) GOVERNING CAPACITY- SPAN STRONG DIRECTION WEAK DIRECTION M+= 13,324(ft.1b) 'M1, = 3,543(ft.1b) Mfl+xlQb = 7,978 (ft.Ib) MlO, = 2,122 (ft.Ib) øb.Mn+x = 11,991 (ft.Ib) .øb.Mny = 3,189 (ft.Ib) Cold C Bm 62 of 84 Cole Library Loading Dock 1I'-O" WIDE 2-POST STR. x 24'-5" O.C. 26030 Acero, Suite 200 -Mission Viejo, CA 92691 (949)305-1150 www.4steleng.com BEAM DESIGN - AEP - C 10 x 3.514 GA AISI sioo- FLEXURE - CANTILEVER SPAN . 12 b=1.67 r 0b = 0.90 C3.1.2.1-9 . at = [G.J + (2.E.C/ (Kt.Lt)2 ) ] /A.r 2 at = 25,532,070 psi C3.1.2.1-11 0ex = 7t2.E / ( K.L/ r)2 Cyey = it2.E / ( Kc.Lb c/ r)2 0ex = 277,487,775 psi °ey = 28,387,468 psi STRONG DIRECTION . WEAK DIRECTION NOMINAL SECTION STRENGTH C3.1.11 Mx = Sxe.Fy M = Sye.Fy M = 13,324 (ft. lb) M = 3,543 (ft.Ib) LATERAL-TORSIONAL BUCKLING STRENGTH I. C3.1.2.14 Fex(a) = Cb+s.ro.A.1(aey.at)/( n.Sf,) 41,986,779 psi n= I C3.1.2.114 Fex(b) = Cb+s.7t2.E.d.Iyc / [ fl.S.(Ks.Lb+s)2 ] = 46,544,481 psi n= I Fex = max.[ Fex(a), Fex(b)] = 46,544,481 psi -1.00 M1/M2 = 0.000 C3.1.2.1-12 CTF 0.6 - 0.4.M1 I M2 0.600 C3.1.2.1-10 Fey = [Cs.A.Oex / (CTF.SIf) ].[ j + .CS.i( j2 + r02.(at / aex))] = 137,631,259 psi C3.1.2.15 Fey . Cb+s.ro.A.'(aex.at) I (2.%)= 479,861,487 psi Fey = 137,631,259 psi C3.1.2.1-2 Fcx FY . Fcy = Fy F0 = 55,000 psi Fcy = 55,000 psi C3.1.2.1-1 Mnx Scx.Fcx . Scy.Fcy M= 13,324 (ft.Ib) Mny= 3,543 (ft.Ib) JOB #: 20-1127 6/10/2020 AISI SI00-12 C3.1.2.1-8 CS Beams Z Beams Cold CBm 63 of 84 Cole Library Loading Dock 11'-O" WIDE 2-POST STR. x 24'-5" O.C. 26030 Acero, Suite 200 Mission Viejo, CA 92691 (949)305-1150 www.4steleng.com - JOB #:20-1127 6/10/2020 BEAM DESIGN - AEP - C 10 x 3.514 GA AISI sioo- FLEXURE - CANTILEVER SPAN 12 STRONG DIRECTION DISTORTIONAL BUCKLING STRENGTH C3.1.48 Lcr = 32 (in) Lm = 2(m) L= min.(Lm, Lcr) L= 2(m) C3.1.4-7 = 1.0 :5 I + 0.4.(L I Lm)07.( I + M1/M2)07 < 1.3 ) C3.1.49 køfe= 111111111111111111111111 C3.1.410 køwe = 31,023 (lb) = 4,000 (lb)' C3.1.4-11 kcg = 4.292675378 in - C3.1.412 køwg = 0.597505187 in 2, C3.1.46 Fd = P. (k fe + kcDwe + k)/(k tg + kcwg) Fd = 5,041,835 psi C3.1.43 Ad = 'I( M/ Mcrd) = 0.104 C3.1.4-1&2 Mnx = Mx Mnx 17,613 (ft.Ib) GOVERNING CAPACITY- CANTILEVER SPAN STRONG DIRECTION WEAK DIRECTION = 13,324 (ft.Ib) M = 3,543 (ft.lb) = 7,978 (ft.Ib) MnylOb = 2,122 (ft.Ib) øb.Mnx = 11,991 (ft.Ib) øb.Mny = 3,189 (ft.Ib) Cold C Bm 64 of 84 / I AISISIOO-12 C3.1.2.1-8 Cole Library Loading Dock ,i.S.7f !EENG/NEER/NG 11'-O" WIDE '2-POST STR. x 24'-5" •.C. 26030 Acero, Suite 200 Mission Viejo, CA 92691 (949) 305-1150 www.4steleng.com JOB #: 20-1127 6/10/2020 ¼ BEAMDESIGN - AEP-C1Ox3.514GA AISI sioo- REVERSE FLEXURE -ye BENDING - SPAN +ve BENDING - CANTILEVER 1.67 0b0.90 C3.1.2.1-9 at = [G.J + (1t2.E.C/ (Kt.Lt)2) ] /A.r 2 0ts = 58,713 psi Cytc 25,532,070 psi C3.1.2.1-11 0eys = it2 E /( Ks.Lbs/ r)2 aeyc = IC2.E I( Kc.Lb+c/ r)2 aeys = 64,371 psi 0eyc = 28,387,468 psi NOMINAL SECTION STRENGTH C3.1.11 Sxe.Fy M= Sxe.Fy M= 13,324 (ft.Ib) M= 13,324 (ft.Ib) • LA TERAL-TORSIONAL BUCKLING STRENGTH -ye BENDING - SPAN C3.1.2.14 Fexs(a) = Cb..s.ro.A.I(aeys.ats) / ( n.S) 140,997 psi C3.1.2.114 FeXs = Cb..s.7t2.E.d.Iyc/ [ fl.S.(Ks.L..$) ] = 155,210 psi Fexs = max.[ Fex(a); Fex(b)] = 155,210 psi +ve BENDING - CANTILEVER C3.1.2.14 bexc(a) = Cb+c.r0.A.4(aeyc.atc) I ( n.S) = 41,986,119 psi C3.1.2.114 Fexc(b) = Cb+c.7t2.E.d.Iyc / [ fl.Sfx.(Ks.Lb+c)2 ] = 46,544,481 psi Fexc = max. [. Fe,a), Fex(b)] = 1111111111111111 ii -ye BENDING - SPAN C3.1.2.1-2 Fbxs = Fy 55,000 psi C3.1.2.1-1 = Scx.Fcxs 13,324 (ft.Ib) +ve BENDING - CANTILEVER F 0 = Fy Fcxc = 55,000 psi M+0 = M+= 13,324 (ft.Ib) Cold CBm 65 of 84 1 Cole Library Loading Dock 11'-O"\MDE 2-POST STR. x 24'-5" O.C. 26030 Acero, Suite 200 / Mission Viejo, CA 92691 - (949) 305-1150 www.4steleng.com JOB #: 20-1127 6/10/2020 BEAM DESIGN - AEP - C 10 x 3.514 GA AISI sioo-• REVERSE FLEXURE 12 -ye BENDING - SPAN +ve BENDING - CANTILEVER DISTORTIONAL BUCKLING STRENGTH C3.1.48 Lcr = 32 (in) Lcr = 32 (in) Lm = 84 (in) Lm = 2 (in) L = min.(Lm, Lcr) L = min.(Lm, Lcr) L = 32 (in) L = 2 (in) M1/M2 = 0.000 MI/M2 = 0.000 C3.1.47 /3 = 1.0 :s I + 0.44 / Lm)°7.( I + M1/M2)07 5 1.3 Ps = 1.205 'fic = 1.300 C3.1.49 køfe = 331 (lb) kofe = 1/ 1! /1 11 II II II Ii II Ii C3.1.410 køwe = 306 (lb) kowe = 31,023 (lb) k0 = 4,000 (lb) k0 = 4,000 (lb) C3.1.4-11 kØfg = 0.016445274 in2 kcfg = 4.29267538 in2 C3.1.412 køwg = 0.001900376 in2 = 0.59750519 in2 C3.1.46 Fd = P .. (køte + køwe + kØ)/(kØfg + kwg) Fd..s = 304,545 psi Fd+c = 5,041,835 psi C3.1.43 Ad = ( M / Mad) Ad-s = 0.425 Ad+C = 0.104 C3.1.4-1&2 Mx M+= Mx 17,613(ft.Ib) M+= 17,613 (ft.Ib) GOVERNING CAPACITY -ye BENDING - SPAN +ve BENDING - CANTILEVER = 13,324 (ft.Ib) Mn+x = 13,324 (ft.Ib) Mfl..x!Cb = 7,978 (ft.ib) - Mfl+xIb = 7,978 (ft.Ib) øb.Mnx = 11,991 (ft.Ib) øb.Mn+x = 11,991 (ft.Ib) Cold C Bm 66 of 84 TL) a = 3.50 (ft) b = 15.42 (ft) C= 5.50(ft) Dead Load C2 . C4 deck, P02 = 0.93 psf4TA = 27.6 lb , deck, PD4 = 0.93 psflA 64.5 lb purlin, P,,2 = 4.28 plfTL = 565 lb purlin, Pp5 = 4.28 pl14TL = 56.5 lb beam, w1 ,2= 4.28 p11 beam, w,,,,2 = 4.28 p11 Pa = (w,2b/2)+0.5P2+P02 = 70.88 lb PO4 = (w42b/2)+0.5Pp2+P,54 = 107.74 lb Live Load LL= 10 psf C2 C4 WLLCS = LLTL = 132.10 p11 W.04 LLTL = 132.10 p11 Ba = w,W(W-2a)/2b = 415.17 lb Bc4 = w004W(W2c)/2b = 103793 lb VsjmpLf = B04 - YCANT= 349.12 lb VSIMPLE = B04 - Vcw = 971.88 lb VcANT = wc = 66.05 lb VcAw = wa = 66.05 lb Wind Load PEW 18.29 psI Pup = -18.52 - psf C2 C4 WWDNQ = P0,111 = 241.60 pIt WWDNC.I = PONTL =- 241.60 p1t wp04 = PUP'TL = -244.60 pIt WpJup04 = PupTL = 244.60 Ph B04 = wwoN04W(w-2a)/2b = 759.31 lb R04 'ww004W(W2C)/2b = 1898.29 lb VSIMPLE = Rc2 - VcANT = 638.51 lb VSIMPLE = B04 - V041, =, 105269 lb WWDN04C = 120.80 lb VcANT = w,,04a 845.60 lb Rc2= w,,.-W(W-2a)/2b = -768.74 lb R04 ww.jpc4W(W-2c)/2b = 4921.86 lb VSIMPLE = Rc2 - VO4pff = -646.44 lb . VisMps B04 - Vc = 4065.76 lb VO4NT = Wwupac = -122.30 lb Vcw = Wwupaa = -856.10 lb Seismic Load - VE2 = pC5 W = 171.17 . lb VO4 = pC5 W = 203.40 lb Fp/w,, = pC5 pSiss4l/R = . 0.875 Fp/Wp = PCs = pS05 l/R = 0.875 S0 = 0.84 . Sss 0.84 1= 1.00 1= 1.00 R= 1.25 R= 1.25 p= 1.30 P = 1.30 W = P01+Pp2+W,,,2*b/2+w04*H = 195.71 lb W Po2+Pp2+w5,,,b/2+WcHc = 232.56 lb w 2 = 9.42 p11 . w,4 = 9.42 plf MEQ VEZHC = 1754.51 1bft ' M 04 = V444Hc 208488 lb-ft Seismic Separation from (E) Structure C0 6Jl = - 0.876 in 6=PL3/3El = 0.701 in P = V44 = 203.40 lb Ix = 6.21 0 l,,= 8.21 in E = 29.000,000 psi C0= 1.25 l= 1 Seismic Separation Separation From (E) Structure = i2.64= 1.238 In. minimum clearance - I Cole Library Loading Dock JOB II: 20-1127 S7ENE1NEEF4W.113 11'-O' WIDE 2-POST STR. a 15-5" O.C. 6/10/2020 26030 Aceto Mission Viejo, CA 92691 19491305-1150 www.4steleng.com Cole Library Loading Dock - Loads to Base Plate Col ID IL (x+) 1W (y+) T.Area (ft') ci 11.21 2.25 25.22 c2 13.21 2.25 29.72 c3 11.21 5.25 58.84 C4 13.21 '5.25 69.34 Hc = 10.250 ft L= 24.42 ft W= 11 ft - C21 bm 1 purlin 1 bm 2 purlin 2 purlin 3 [__. 0.50(15) 3.50 (ft) b= 7.00(15) 3.50(15) 3.50 (ft) =a 67of84 - Cole Library Loading Dock ____________ • 11-0, WIDE 2-POST STR. x 15-5" O.C. .14 26030 Acero Mission viOjo, CA 92691 (949)305-1150 www.4steieng.com Loads to Base Plate ALT ASD . P (lb) V (lb) M (ft-lb) D + LR 1,079.61 0.00 0.00 D + 0.6(w=1.3)WON 928.83 0.00 0.00 (2/3)D + 0.6(w1.3)W6 723.56 0.00 0.00 - 0 + 0.2S + E/1.4 107.74 - 145.29 1,489.20 See Hilti PROFIS calculation for anchorage calculations Base Plate Design Depth, Dp = 8 in F,= 36,000 psi Width, Bp = 8 in 0= 2 Thickness, t,,, = 0.3125 in - n= 4 number of anchors S. = 5.75 in e = 2.1(s-D)/2J = 1.237 in, diagonal length from anchor centerline to column corner T = P/ne - (MJs)/2 = -1527 lb V= V/n= 0 lb M= Te= -1890 1b5in b55 = 2l2'(B54V,)/2 = 5.657 In MJC) = 7,F5/C) Z. = bt,5/4 t,eq = 'J((4Mp0)/(Fy be9)) = 0.272 in • 05' Column To Plate Weld Column Depth, DC = 4 In Column Width, Wc = 4 in Weld PropertIes: = 16.00 (in) A.= 2 x (d + b ).L = 16.tw 1= = 2.[ d 3/12 + b.(0j2)2].L = 43.tw R,,. = [(VJL,,,)2 + (6.M5.d I1 - Pu11.w)15° = 0.83 (kIln) = 0.75x .&(1I42).F.[1+ 0.5.sin'5O] = 33.19 (kIln) FEX = 70 (ksi) co&'[(VIL)IR,] = 89.37 Minimum Required Fillet Weld Size. t a Ruw I ORaw = 0.025(m) • .- I 1116(in)j OK JOB 4: 20-1127 6/10/2020 68 of 84 Cole Library Loading DOck 11'-O" WiDE 2-POST STR. x 15'-5" O.C. JOB #: 20-1127 6/10/2020 26030 Acero, Suite 200 Mission Viejo, CA 92691 (949) 305-1150 www.4steleng.com HSS COLUMN DESIGN - ASTM A500 HSS4 x 4 x 3/16 TRY . ASTM A500 HSS4 x 4 x 3/16 . I Sx = 3.10 in S, = 3.10 in = . 6.21 in = ' 6.21 in Z = 3.67 in . Zy = 3.67 in Fy = 46.00 ksi E = 29,000,000 psi Ag = 2.58 . in2 d = 4.00 in t, 0.174 in b= 4.00 in b/t= 20.00 h / t = 20.00 r= 1.55 in ry = 1.55 in. Weight= 9.42 plf K = 2.00 Unbraced Length, Lu = 10.32 ft FU = 58.00 . ksi S.A. = 15.304 in2/in G = 11,200,000 psi. 10.00 in SHEAR 1.67 4= 0.90 STRONG AXIS. hIt= 20.00 . < 260 k= 5.00 1.10.4(k.E/F) = 61.76 1.37.4(k.E/F) = 76.92 C= 1.00 Vnx = 0.6.F,.AW.CV Vnx 38,419(!b) V, I C) = 23,006 (lb) > V146 lb Pnx = 34,577 (lb) WEAK AXIS bIt= 20.00 . < 260 k= 5.00 1.10.4(k:EIF)= 61.76 1.37.4(k.E/F) = 76.92 C, = 1.00 V, = Vny 38,419 (lb) C) = 23,006 (lb) > V=146 lb Ony = 34,577 (lb). HSS Co! - 69 of 84 HSS COLUMN DESIGN - ASTM A500 HSS4 x 4 x 3116 FLEXURE 0= 1.67 4= 0.90 STRONG AXIS WEAK AXIS Mnx = Mpx = Fy1Zx Mny = M py = Mnx = Mpx = 14,068 (ft.lb) Mny = M py = 14,068 (ft.Ib) A= 1.12.'(E/F) - A= 2.42.I(E/F) A= 28.12 A= 60.8 Ar = 1.40.4(E / F) Ar = 5.70.I(E / F) Ar = 35.15 A 143.1 COMPACT COMPACT NONCOMPACT SECTIONS FLANGE LOCAL BUCKLING M = - (M - F.S).(3.57.(b/t),I(F / E) -4.0) :5 M, Mnx = 14,068 (ft.Ib) Mny = 14,068 (ft.Ib) WEB LOCAL BUCKLING Mn = M- (Mr- F.S).(0.305.(h/t),I( FI E ) 0.738) :5 M Mnx = 14,068 (ft.Ib) Mny = 14,068 (ft.Ib). SLENDER SECTIONS be = 1.92.t.4(E/F).(1 - (0.38/(b/t)).4(E/F)) :5 b be = 4.00 in . he = 4.00 in 1xe 6.21 in . lye 6.21 1fl4 5xe = 3.10 in Sye 3.10 Ifl3 Mnx = Fy.Sxe Mny = Fy.Sye Mnx 11,883 (ft.Ib) M= 11,883 (ft.Ib) GOVERNING Mn Mnx =. 14,068 (ft.Ib) M,ny = 14,068 (ft.Ib) Mnx 10 = •8,424 (ft.Ib) Mny 0 = 8,424 (ft.Ib) Onx = 12,662 (ft.Ib) Ony = 12,662 (ft.Ib) I 0> M = 1,489.2 ft.Ib ' r II Cole Library Loading Dock ).7gEENG/NEERING 11'-O" WIDE 2-POST STR. x 15'-5" O.C. 26030 Acero, Suite 200 Mission Viejo, CA 92691 (949) 305-1150 www.4steleng.com ( JOB #: 20-1127 , 6/10/2020 HSS Co! 70 of 84 Cole Library Loading Dock )7!EENG/NEER/NG 11'-O" WIDE 2-POST STR. x 15'-5" 0. C. 26030 Acero, Suite 200 Mission Viejo, CA 92691 (949) 305-1150 - www.4steleng.com HSS COLUMN DESIGN - ASTM A500 HSS4 x 4 x 3116 Q = 1.67 4.71.4(EIF) = 118.26 0.90 STRONG AXIS WEAK AXIS KLIr = 159.73 KL/r = 159.73 Fex = 7t2.E.I I (K.L/r)2 Fey = 7t2.E.I / (K.L/r)2 Fex = 11,218 psi Fey= 11,218 psi Fcrx = 0.877. Fe Fay = 0.877.Fe Fcrx = 9,838 psi Fay = 9,838 psi Pnx = Fcr.Ag Pny = Fcr.Ag nx = 25,383 (lb) Pny 25,383 (lb) Pnx = 15,199(Ib)>P108Ib Pny/Q = 15,199(Ib)>P108Ib = 22,845 (lb) 4.P1 = 22,845 (lb) SECOND-ORDER ANALYSIS BY AMPLIFIED FIRST-ORDER ELASTIC ANALYSIS a= 1.60 (ASD) Q= 1.00 (LRFD) eix = 7t2 E.I / (K.L)2 e1y = 7t2.E.I I (K.L e1x = 28,997 (lb) e1y 28,997 (lb) e,STORY,x RM.H.Lx/AH PeSTORYy = RM.H.LyIH AH -. H.L 3 /(3.E.I) AH= H.L3/(3.E.I) Pe.STORY,X RM.3.E.Ix/ L 2 Pe,STORY,y RM.3.E.Iy / L 2 RM= 0.85 e.STORY,x = 29,967 (lb) • Pe,STORY,y = 29,967 (lb) HSS Col 71 of 84 JOB #: 20-1127 6/10/2020 www.hilti.us ProfisAnchor 2.7.9 Company: 4 S.T.E.L. ENGINEERING, INC. Page: 1 Specifier: - Project: Shade Structure Address: 26030 Acero, Mission Viejo, CA 92691 Sub-Project I Pos. No.: 20-1127 Phone I Fax: (949) 305-1150 I Date: 6/10/2020 E-Mail: Specifier's comments: Cole Library Loading Dock Shade Structure - Seismic Loads I Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Reinforcement: Seismic loads (cat. C, 0, E, or F) Kwik Bolt TZ - SS 304 112 (2) hei = 2.000 in., hnom = 2.375 in. AISI 304 ESR-1917 5/1/2017 1 5/1/2019 Design method ACI 318/AC193 e, = 0.000 in. (no stand-off); t = 0.375 in. lx x l, x t = 8.000 in. x 8.000 in. x 0.375 in.; (Recommended plate thickness: not calculated Square HSS (AISC); (Lx W x T) = 4.000 in. x 4.000 in. x 0.188 in. cracked concrete, 2500, f,= 2,500 psi; h = 4.000 in. tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: >= No. 4 bar no R - user is responsible to ensure a rigid base plate for the entered thickness with appropriate solutions (stiffeners,...) Geometry [in.] & Loading [lb. ft.Ib] Input data and results must be checked for agreement with the existing conditions and for plausibitityl PROFIS Anchor (c) 2003-2009 Hilt! AG, FL-9494 Schasn Hilti is a registered Trademark of Hilti AG, Schasn 72 of 84 _ www.hilti.us Profis Anchor 2.7.9 Company: 4 S.T.E.L. ENGINEERING, INC. Page: 2 Specifier: . Project: Shade Structure Address: 26030 Acero, Mission Viejo, CA 92691 Sub-Project I Pos. No.: 20-1127 Phone I Fax:, (949) 305-1150 I Date: 6/10/2020 E-Mail: 2 Load case/Resulting anchor forces 'Load case: Design loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 36 36 0 2 0 36 36 0 .3 . 1364 • 36 36 0 4 1,364 36 36 0 max. concrete compressive strain: 0.12 [%o] max. concrete compressive stress: 512 [psi] resulting tension force in (xly)=(0.000/2.875): 2,729 [lb] resulting compression force in (xly)=(0.000/-3.538): 2,837 [lb] Anchor forces based on a rigid base plate assumption! 3 Tension load 03. Ten :on 04 or Compres&on Load N 5 [lb] Capacity 4 Nn FIb] Utilization = N 5I4, Nn Status Steel Strength*' 1,364 8,665 16 OK Pullout Strength* 1,364 1,749 79 OK Concrete Breakout Strength** 2,729 3,656 75 OK * anchor having the highest loading **anchor group (anchors in tension) 3.1 Steel Strength N50 = ESR value tjt N30 zo N55 Variables A r 2 tse,N L' 0.10 refer to ICC-ES ESR-1917 AC! 318-08 Eq. (D-i) f5 [psi] 115,000 Calculations Nsa [lb] 11,554 Results Nsa Fib] steel 4t Nsa [lb] N 5 [lb] 11,554 0.750 8,665 1,364 Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROFIS Anchor (c) 2003-2009 Hilti AG, FL-9494 Schasn Hilti is a registered Trademark of Hilti AG, Schaan 73 of 84 old I www.hilti.us Prof is Anchor 2.7.9 Company: 4 S.T.E.L. ENGINEERING, INC. Page: 3 Specifier: Project: Shade Structure Address: 26030 Acero, Mission Viejo, CA 92691 Sub-Project I Pos. No. 20-1127 Phone I Fax: (949) 305-11501 Date: • 6/10/2020 E-Mail: 3.2 Pullout Strength = 11p.25OO )1;5:00 refer to ICC-ES ESR-1917 fe N f ~ Nua ACI 318-08 Eq. (D-1) Variables f [psi] N 20 [lb] 2,500 3,180 Calculations 2500 1.000 Results NL [lb] concrete • N0,j (lb) Nua (Ib) 3,180 0.550 1,749 1,364 3.3 Concrete Breakout Strength Nthg = ( ANC ) ecN W ed.NWc.N 4' ACI 318-08 Eq. (D-5) ANco 2t Nu ACI 318-08 Eq. (D-1) ANC see, ACI 318-08, Part 0.5.2.1, Fig. RD.5.2.1(b) ANIO= 9 h 1 ACI 318-08 Eq. (D-6) Vec.N = (. +2eN) 5 1.0 ACI 318-08 Eq. (0-9) Ved.N = 0.7 + 0.3 1.0 ACI 318-08 Eq. (D-11) = MAX(!fla, !21)~ 1.0 ACI 318-08 Eq. (D-13) Cac ac Nb = k0 ? IT ACI 318-08 Eq. (D-7) Variables het [in] (in.) eN (in.) Camin [in.] uj c,N 2.000 0.000 0.000 6.625 1.000 Cac(fl.) kc (c[psi] 5.500 24 1 2,500 r Calculations ANC [in .2] ANcO (in.) 4' ecl.N 41 ec2.N 41 ed.N 4' cp.N Nb [lb) 70.50 36.00 1.000 1.000 1.000 1.000 3,394 Results NCbg (lb) 0 concrete 4t. Ncbg [lb] Nua [lb] 6,647 0.550 3,656 2,729 Inputdata and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hilti AG, FL-9494 Schoen Hilti is a registered Trademark ol'Hilti AG, Schoen 74 of 84 rrIq www.hilti.us Prof is Anchor 2.7.9 Company: 4 S.T.E.L. ENGINEERING, INC. Page: 4 Specifier: Project: Shade Structure Address: 26030 Acero, Mission Viejo, CA 92691 Sub-Project I Pos. No.: 20-1127 Phone I Fax: (949) 305-1150 I Date: 6/10/2020 E-Mail: 4 Shear load Load V(JC [lb) Capacity 4) V, fib] Utilization pv = Vuj4) Vn Status Steel Strength* 36 4,472 1 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength** 146 Concrete edge failure in direction x+ 146 * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength V = ESR value refer to ICC-ES ESR-1917 4) Vsteei a Vua ACI 318-08 Eq. (D-2) Variables A59 [in.'] f [psi] 0.10 115,000 Calculations V 0 [lb] 6,880 8,902 2 OK 2,181 7 OK Results V50 [lb] 4) steel 4) V5 [lb] Vua [Ib] 6,880 0.650 4,472 36 4.2 Pryout Strength V pg = kp [(;;Nc ) 'V ec,N 41 ed.N 'V c.N 'V cp.N Nb] 4i V 9 V50 ANC see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANSO = 9 h VecN •( = +2 ° 3 h). tVed.N =0.7+0.3(!L)1.0 V cp.N = MAX (E!1iL 1.5her) :5 1.0 c5' cac Nb =k, ACI 318-08 Eq. (0-31) ACI 318-08 Eq. (D-2) ACI 318-08 Eq. (0-6) ACI 318-08 Eq. (0-9) ACI 318-08 Eq. (0-11) ACI 318-08 Eq. (D-13) ACI 318-08 Eq. (0-7) ( Variables kP he1 [in.] eC1N [in.] ec2,N [in.] c 5 (iii.] 1 2.000 0.000 0.000 2.875 'V c,N . cac [in.] k0 - f [psi] 1.000 5.500 24 1 2,500 Calculations AN. [in .2] ANctt [in. 21 V ecl;N 'V ec2.N Ved.N 'V cp,N Nb [lb] 136.59 36.00 1.000 1.000 0.988 1.000 3,394 . r Results Vcpg (Ib] 4) concrete 4) V g [lb] Vua [lb] 12,717- 0.700 8,902 146 Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROMS Anchor ( c) 2003-2009 Hilti AG, FL-9494 Schaan Hill) is a registered Trademark of Hilti AG, Schaan 75 of 84 www.hilti.us Company: Specifier: Address: Phone I Fax: - E-Mail: 4 S.T.E.L. ENGINEERING, INC. 26030 Acero, Mission Viejo, CA 92691 (949) 305-1150 I Page: Project: Sub-Project I Pos. No.: Date: rriiii~iii. Profis Anchor 2.7.9 5 Shade Structure 20-1127 6/10/2020 4.3 Concrete edge failure in direction x+ \ Vcbg - (Avc :voo—j 'V ec.V 'V ed,V 'V c.V 'V h.V 'I' parallet.v Vb 4i VCbO aVUa A 0 see ACI 318-08, Part 0.6.2.1, Fig. RD.6.2.1(b) Avoa 4.5c 1 'Pec.V =(1~2e'1.0 3c1 i 'V ed.V = 0.7 + 0.3(T) 1.0 'Vh.V ) i1.0 he Vb = (7 (I)°2 c) ' ' cj ACI 318-08 Eq. (D-22) ACI 318-08 Eq: (0-2) ACI 318-08 Eq. (D-23) ACI 318-08 Eq. (D-26) ACI 318-08 Eq. (D-28) ACI 318-08 Eq. (0-29) ACI 318-08 Eq. (D-24) Variables cat [in.] ca2 [in.] ecv [in.] cv ha [in.] 6.625 2.875 0.000 1.200 4.000 le [in.] 1. da [in.] ( [psi] 'V paraltel,V 2.000 1.000 0.500 2,500 1.000 Calculations Av [in .2] Av [in .2] 'V ec.V 'V ed.V 'V h.V Vb [lb] 74.25 ,- 197.51 1.000 0.787 . 1.576 5,569 Results Vcbg [lb] $ concrete 4t Vthg [lb] Vua [lb] 3,115 0.700 2,181 146 5 Combined tension and shear loads ON I3v C Utilization I3N.V (%] Status 0.780 0.067 5/3 68 - OK PNV 6 Warnings The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001 /Annex C, EOTA TR029, etc.). This means load re-distribution on the anchors due to elastic deformations of theanchór plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROMS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROMS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! Condition A applies when supplementary reinforcement is used. The 4) factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. Refer to the manufacturer's product literature for cleaning and installation instructions. . Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFI5 Anchor (C) 2003-2009 Hilt! AG, FL-9494 5chaan Ililti is a registered Trademark of Hilti AG, 5chaan 76 of 84 www.hilti.us , Profis Anchor 2.7.9 Company: 4 S.T.E.L. ENGINEERING,' INC. Page: 6 Specifier: l Project: Shade Structure Address: 26030 Acero, Mission Viejo, CA 92691 Sub-Project I Pos. No.: 20-1127 Phone I Fax: (949) 305-1150 I Date: 6/10/2020 E-Mail: 7 Installation data Anchor plate, steel: - . Anchor type and diameter: Kwik Bolt TZ - SS 304 1/2 (2) Profile: Square HSS (AISC); 4.000 x 4.000 x 0.188 in. Installation torque: 40.000 ft.lb Hole diameter in the fixture: d, = 0.563 in. Hole diameter in the base material: 0.500 in. Plate thickness (input): 0.375 in. Hole depth in the base material: 2.625 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 4.000 in. Drilling method: Hammer drilled Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. R - user is responsible to ensure a rigid base plate for the entered thickness with appropriate solutions (stiffeners,...) 7.1 Recommended accessories Drilling Cleaning . Setting Suitable Rotary Hammer . • Manual blow-out pump • Torque controlled cordless impact tool (Hilti Properly sized drill bit Safeset System) Torque wrench Hammer Coordinates Anchor in. Anchor x y c 5 c+5 c.y c+y 1 -2.875 -2.875 - 12.375 2.875 95.875 2 2.875 -2.875 - 6.625 2.875 95.875 3 -2.875 2.875 - 12.375 8.625 90.125 4 2.875 2.875 - 6.625 8.625 90.125 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilti AG, FL-9494 Sthaan Hilti is a registered Trademark of Hilti AG, Schaan 77 of 84 www.hilti.us Profis Anchor 2.7.9 Company: 4 S.T.E.L. ENGINEERING, INC. Page: 7 Specifier: Project: Shade Structure. Address: 26030 Acero, Mission Viejo, CA 92691 Sub-Project -I Pos. No.: 20-1127 Phone I Fax: . (949) 305-1150 I Date: 6/10/2020 E-Mail: 8 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hiltis technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibilityt PROFIS Anchor (c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark ofHilti AG, Schaan 78 of 84 www.hilti.us . Profis Anchor 2.7.9 Company: 4 S.T.E.L. ENGINEERING, INC. Page: 1 Specifier:• Project: Shade Structure Address: 26030 Acero, Mission Viejo, CA 92691 Sub-Project I Pos. No.: 20-1127 Phone I Fax: (949) 305-11501 Date: 6/10/2020 E-Mail: Specifier's comments: Cole Library Loading Dock Shade Structure - Wind Loads I Input data Anchor type and diameter: Kwik Bolt TZ - SS 304 1/2 (2) Effective embedment depth: hei = 2.000 ifl., hnom = 2.375 in. Material: AISI 304 Evaluation Service Report: ESR-1917 Issued I Valid: 5/1/201715/1/2019 Proof: Design method ACI 318 /AC193 Standoff installation: eb = 0.000 in. (no stand-off); t = 0.313 in. Anchor plate: Ix x l, x t = 8.000 in. x 8.000 in. x 0.313 in.; (Recommended plate thickness: not calculated Profile: Square HSS (AlSC); (Lx W x T) = 4.000 in. x 4.000 in. x 0.188 in. Base material: cracked concrete, 2500, = 2,500 psi; h = 4.000 in. Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: >= No. 4 bar Seismic loads (cat. C, D, E, or F) no R - user is responsible to ensure a rigid base plate for the entered thickness with appropriate solutions (stiffeners,...) Geometry [in.] & Loading [lb, ft.lb] Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (C) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Huh AG, Schaan 79 of 84 ELM www.hilti.us Profis Anchor 2.7.9 Company: 4 S.T.E.L. ENGINEERING, INC. Page: 2 Specifier: Project: Shade Structure Address: 26030 Acero, Mission Viejo, CA 92691 Sub-Project I Pos. No.: 20-1127 Phone I Fax: (949) 305-11501 Date: 6/10/2020 E-Mail: 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 181 0 0 0 2 181 0 0 0 3 181 0 0 0 4 181 0 0 0 max. concrete compressive strain: - [%o] max. concrete compressive stress: - [psi] resulting tension force in (xly)=(0.000/0.000): 724 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [lb] Anchor forces based on a rigid base plate assumptioni 3 Tension load A Y 03 04 U. Tension 01 . 02 Load N 5 [Ib] Capacity 4, N5 [lb] Utilization PN = N 5/$ Nn Status Steel Strength 181 8,665 3 OK Pullout Strength* 181 1.749 11 OK Concrete Breakout Strength" 724 6,994 11 OK * anchor having the highest loading **anchor group (anchors in tension) - 3.1 Steel Strength Nsa = ESR value refér to ICC-ES ESR-1917 4, N55 Nua ACI 318-08 Eq. (0-1) Variables ASeN [in.'] f5 [psi] -. 0.10 115.000 Calculations Nsa [lb] 11,554 Results Nsa [lb] 4, steel 4, Ns [lb] Nua [lb] 11,554 0.750 8,665 181 Input data and results must be checked for agreement with the existing conditions and for plausibility! -' PR0F15 Anchor (c) 2003-2009 Hilt! AG, FL-9494 Schaan Hitti is a registered Trademark of Hilt! AG, Schaan 80 of 84 _ www.hilti.us Profis Aflchor 2.7.9 Company: 4 S.TE.L. ENGINEERING, INC. Page: 3 Specifier: Project: Shade Struôture Address: 26030 Acero, Mission Viejo, CA 92691 : Sub-Project I Pos. No.: 20-1127 Phone I Fax: (949) 305-1150 I Date: 6/10/2020 E-Mail: 3.2 Pullout Strength = N,2500 Fy5f refer to !CC-ES ESR-1917 Npn ,! Nua ACI 318-08 Eq. (D-1) Variables f [psi] N 500 (lb] 2,500 3,180 Calculations 2500 1.000 Results Ncoi [lb] 0 concrete 4) Ncot [lb] Nua [lb] 3,180 0.550 1,749 181 3.3 Concrete Breakout Strength Ncbg = ( ANc.) 41 eN 41 ed.N 41 c,N 41 cp.N Nb ACI 318-08 Eq. (0-5) ANcO 4) Nct,g k Nua ACI 318-08 Eq. (D-1) AN, see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANcO 9 h ACI 318-08 Eq. (0-6) 4lec.N ='( +}he, ). 1.0 ACI 318-08 Eq. (D-9) 9led.N = 0.7 + 0.3 (:) 1.0 ACI 318-08 Eq. (D-11) = MAx(J!ii0, !er) :5 1.0 ACI 318-08 Eq. (D-13) Nb = kc 2, iihJ ACI 318-08 Eq. (0-7) Variables her [in.] eC1N [in.) eN[in.] Camin [in] 41 c.N 2.000 0.000 0.000 2.875 1.000 c5 [in.] kc f[psi] 5.500 24 1 2,500 Calculations "Nc[in .2 j "NcO t'• J t41 écl.N 91 ec2.N 41 ed.N 41 cp,N b 136.59 36.00 1.000 1.000 • 0.988 1.000 3,394 Results Nthg [lb] 4) concrete $ Nct,g [lb] Nua [lb] 724 • 12,717 0.550 6,994 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 81 of 84 a 4 OLE www.hiItiAs Profis Anchor 2.7.9 Company: 4 S.T.E.L. ENGINEERING, INC. Page: 4 Specifier: Project: Shade Structure Address: 26030 Acero, Mission Viejo, CA 92691 Sub-Project I Pos. No.: 20-1127 Phone I Fax: •(949) 305-1150 I Date: . 6/10/2020 E-Mail: 4 Shear load Load Vua [lb] Capacity $ V, [lb] Utilization f3j = Vual+ V Status Steel Strength N/A N/A N/A N/A Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength* N/A N/A N/A N/A Concrete edge failure in direction ** N/A N/A N/A N/A *anchor having the highest loading **anchor group (relevant anchors) 5 Warnings- The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! Condition A applies when supplementary reinforcement is used. The 0 factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. Refer to the manufacturer's product literature for cleaning and installation instructions. Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilti AG, FL-9494 Schean Hilti is a registered Trademark of Hilti AG, Schaan 82 of 84 4 www.hilti.us Profis Anchor 2.7.9 Company: 4 S.T.E.L. ENGINEERING, INC. Page: 5 Specifier: Project: Shade Structure Address: 26030 Acero, Mission Viejo, CA 92691 Sub-Project I Pos. No.: 20-1127 Phone I Fax: (949) 305-1150 I Date: 6/10/2020 E-Mail: 6 Installation data Anchor plate, steel: - Anchor type and diameter: Kwik Bolt TZ - SS 304 1/2 (2) Profile: Square HSS (AISC); 4.000 x 4.000 x 0.188 in Installation torque: 40.000 ft.Ib Hole diameter in the fixture: d, = 0.563 in. Hole diameter in the base material: 0.500 in. Plate thickness (input): 0.313 in. Hole depth in the base material: 2.625 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 4.000 in. Drilling method: Hammer drilled Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. R - user is responsible to ensure a rigid base plate for the entered thickness with appropriate solutions (stiffeners,...) 6.1 Recommended accessories Drilling Cleaning Setting Suitable Rotary Hammer • Manual blow-out pump • Torque controlled cordless impact tool (Hilti Properly sized drill bit Safeset System) Torque wrench Hammer Coordinates Anchor in. Anchor x y C.5 C+5 c., c, 1 -2.875 -2.875 - 12.375 2.875 95.875 2 2.875 -2.875 - 6.625 2.875 95.875 3 -2.875 2.875 - 12.375 8.625 90.125 4 2.875 2.875 - 6.625 8.625 90.125 Input data and results must be checked for agreement with the existing conditions and for ptausibilityl PROMS Anchor (c) 20032009 Huh AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 83 of 84 LM MEN Will www.hilti.us Profis Anchor 2.7.9 Company: 4 S.T.E.L. ENGINEERING, INC. Page: 6 Specifier: . Project: Shade Structure Address: 26030 .Acé-o, Mission Viejo, CA 92691 Sub-Project I Pos. No.: 20-1127 Phone I Fax: . (949) 305-1150 I . . Date: 6/10/2020 E-Mail: . 7 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hiltis technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application.. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROFIS Anchor (c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 84 of 84