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Home My WebLink About2330 VIA FRANCISCA; ; CBC2017-0660; Permit(btyof Carlsbad Commercial Permit Print Date: 06/19/2018 Permit No: C8C2017-0660 Job Address: 2330 Via Francisca Permit Type: BLDG-Commercial Work Class: Repair Status: Closed - Finaled Parcel No: 1672504400 Lot U: Applied: 12/21/2017 Valuation: $182,000.00 Reference U: Issued: 05/09/2018 Occupancy Group: Construction Type: . Permit Finaled: U Dwelling Units: Bathrooms: Inspector: AKrog Bedrooms: Orig. Plan Check U: Final Plan Check U: Inspection: 6/19/2018 5:14:45PM Project Title: Description: THE RESERVES: REPAIR EXTERIOR STAIRS AND BALCONIES (BLDG 16) Applicant: Owner: MUSSER ARCHITECTS 0 P CARLSBAD MAGNIFICA INVESTORS LP D P MARK CARNIGHAN AIRPORT HOSPITAL WAY INVESTORS LP C/O 3190 Airport Loop Dr, F DECRON PROPERTIES CORP Costa Mesa, CA 92626-3421 714-241-8944 . 6222 Wilshire Blvd, Unit 400 LOS ANGELES, CA 90048 BUILDING PERMIT FEE ($2000+) ' $917.10 BUILDING PLAN CHECK FEE (BLDG) $641.97 SB1473 GREEN BUILDING STATE STANDARDS FEE . $8.00 STRONG MOTION-COMMERCIAL $50.96 Total Fees: $1,618.03 Total Payments To Date: $1,618.03 Balance Due: $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued 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. 1635 Faraday Avenue, Carlsbad, CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov Plan Check No.'3?.Q,20 17— O(ntfl ' g' • ,g' uiiaing Permit Application ' ._1t'ST Oi 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 760.602-2719 Fax: 760-602-8558 Cdisbad email: bullding@carlsbadca.gov www.cars a ca.ov Est. Value I Bexco — Plan Ck. Deposit Date 12. — 2.1 — JOB ADDRESS 23.3c' YIAR 4 1Sc.o SUITE#/SPACE#/UNIT# APN - CT/PROJECT C LOT C PHASE C C OF UNITS I C BEDROOMS C BATHROOMS TENANT BUSINESS NAME *' CONSTR. TYPE V - A 0CC. GROUP DESCRIPTION OF WORK: include Square Feet of Affected Area(s) EcT z& t e.S AJ4O .ME?5~ EXISTING USE PROPOSED USE - pq - GARAGE (SF) PATIOS (SF) DECKS (SF) 70 FIREPLACE YES 13 #_ NOV AIR CONDITIONING YES 0 NOXf IFIRESPRINKLERS YES 0 NQ APPLICANT NAME (Primary Contact) rEc..r- PROPERTY OWNER NAME P.cc# ADDRESS 31 ? ALppr ho4P . P ADDRESS 1.11 LSRI ia /t't'.. 5. +1.00 CITY STATE ZIP CITY STATE ZIP 4-O5 4j4 6 jFk4_-15. C& ?oqe PHONE 71j' 'i/ 9?4/4' FAX 1 PHONE FAX EMAIL t1t4.HI&fr('.14 Lo1j iE2.a.Rbt 7'1j Cc 81 EMAIL DESIGN PROFESSIONAL NAME /_'cEa CONTRACTOR BUS. NAME ADDRESS C ADDRESS CITY STATE ZIP CITY STATE ZIP PHONE FAX PHONE ' FAX EMAIL EMAIL STATE LIC. C STATE LIC.# CLASS CITY BUS. LiC.# (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)). ®@a ®so® Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: 0 I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. O I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Co. Policy No. Expiration Date This section need not be completed if the permit is for one hundred dollars ($100) or less. 0 Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (11,100,000), in addition to the cost of compensation, damages as provided for in Section 3106 of the Labor code, interest and attorney's fees. Al CONTRACTOR SIGNATURE DAGENT DATE I ®U@U ®@ Y00 I thereby affirm that lam exempt from Contractor's License Law for the following reason: 0 I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). 0 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). 0 I am exempt under Section _____________Business and Professions Code for this reason: 1.1 personally plan to provide the major labor and materials for construction of the proposed property improvement DYes 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): 5.1 will provide some of the work, bull have contracted (hired) the following persons to provide the work indicated (include name! address! phone !type of work): ..'PROPERTY OWNER SIGNATURE DAGENT DATE Permit-Type: BLDG-Commercial Application Date: 12/21/2017 Owner: 0 P CARLSBAD MAGNIFICA INVESTORS LP 0 P AIRPORT HOSPITAL WAY INVESTORS LP C/O DECRON PROPERTIES CORP Work Class: Repair Issue Date: 05/09/2018 Subdivision: PARCEL MAP NO 13126 Status: Closed - Finaled Expiration Date: 11/06/2018 Address: 2330 Via Francisca Carlsbad, CA 92008-6822 IVR Number: 8490 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date 06119/2018 BLDG-Final 061633-2018 Passed Andy Krogh Complete Inspection Checklist Item COMMENTS Passed BLDG-Structural Final Yes 03/3012018 0313012018 BLDG-11 053250-2018 Passed Andy Krogh FoundationlFtglPler s (Rebar) BLDG-12 Steel/Bond 053261-2018 Passed ' Andy Krogh Beam 0412712018 0412712018 BLDG-14 056276-2018 Partial Pass Andy Krogh Reinspection Frame/SteellBoltlngl Welding (Decks) Checklist Item COMMENTS Passed Complete Complete Incomplete BLDG-Building Deficiency 0510112018 0510112018 BLDG-14 056548-2018 Frame/Steel/Bolting/ Welding (Decks) Checklist Item As noted on card Yes Partial Pass Andy Krogh Reinspection COMMENTS - Passed Incomplete BLDG-Building Deficiency 05/1012018 05110/2018 BLDG-18 Exterior 057633-2018 Lath/Drywall Checklist Item BLDG-Building Deficiency As noted on card Yes Reinspection Incomplete Passed Yes As noted on card Partial Pass Andy Krogh COMMENTS June 19, 2018 Page 1 of V*f EsGil A SAFEbui(iCompany DATE: 217/2018 U APPLICANT u'lu RIS. JURISDICTION: CARLSBAD / PLAN CHECK #.: CBC2017-0660 SET: III PROJECT ADDRESS: 2330 VIA FRANCISCO BLDG 16 PROJECT NAME: APT. EXTERIOR STAIRS AND BALCONIES REPAIR FOR BLDG 16 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. 11111 The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted— Telephone #: Date contacted: — byf') Email: Mail Telephone Fax 'ii, Person REMARKS: Please place your soils notice stamp on the plans By: Bert Domingo Enclosures: EsGil 1/30/2018 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil A SAFEbuI(t Company DATE: 1/25/2018 IJ )PPLICANT JURISDICTION: CARLSBAD /11 JURIS. PLAN CHECK #.: CBC2017-0660 SET: II PROJECT ADDRESS: 2330 VIA FRANCISCØBLDG 16 PROJECT NAME: APT. EXTERIOR STAIRS AND BALCONIES REPAIR FOR BLDG 16 El The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. Eli 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. El The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. El The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: MUSSER ARCHITECTS El 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: MUSSER '1 ;Date coäcted:) )2 (by,- /-Mail,/Telephone Fax In Person El REMARKS: Telephone #: 714 241 8944 Email: MCARNIGHAN@MUSSERARCHITECTS.COM By: Bert Domingo Enclosures: EsGil 1/19/2018 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD CBC20 17-0660 1125 /2018 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. GENERAL Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1; Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. 2. 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. PLANS 1. All sheets of the plans and the first sheet of the calculations are required to be signed by the licensed architect or engineer responsible for the plan preparation. California State Law. This will be checked on the final. STRUCTURAL 2. Provide complete structural plans and details on the plans with cross referencing as needed to show the structural framing will comply with the design calculations and building code requirements. Section 107.2. The referenced details K6/AD-C1.0 on sheet A-C2.25 seems not compatible. Please clarify. CARLSBAD CBC20 17-0660 1/25/2018 To speed up the review process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: IJ Yes U No The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Bert Domingo at Esgil. Thank you. 14 EsGil A SAFEbui(ttompany DATE: 1/412018 0 APPLICANT %JURIS. JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2017-0660 SET: I PROJECT ADDRESS: 2330 VIA FRANCISCO BLDG 16 PROJECT NAME: APT. EXTERIOR. STAIRS AND BALCONIES REPAIR FOR BLDG 16 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: MUSSER ARCHITECTS D 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: MUSSER Telephone #: 714 241 8944 / late contacted: (byt'Y).. Email: MCARNIGHAN@MUSSERARCHITECTS.COM all elephone Fax In Person LI REMARKS: By: Bert Domingo Enclosures: EsGil 12/27/2017 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD CBC2017-0660 1/4/2018 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK #.: CBC2017-0660 JURISDICTION: CARLSBAD PROJECT ADDRESS: 2330 VIA FRANCISCO BLDG 16 FLOOR AREA: STORIES: HEIGHT: REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: 1/4/2018 DATE PLANS RECEIVED BY ESGIL CORPORATION: 12/27/2017 PLAN REVIEWER: Bert Domingo 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 2016 edition of the California Code of Regulations (Title 24), which adopts the following model codes: 2015 lRC, 2015 IBC, 2015 UPC, 2015 UMC and 2014 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 2015 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. CARLSBAD CBC2017-0660 1/4/2018 . GENERAL Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways:. 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602- 2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. 2. 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. PLANS All sheets of the plans and the first sheet of the calculations are required to be signed by the licensed architect or engineer responsible for the plan preparation. California State Law. STRUCTURAL Provide complete structural plans and details on the plans with cross referencing as needed to show the structural framing will comply with the design calculations and building code requirements. Section 107.2. Provide minimum structural specifications on the plans to show that all structural materials will comply with the design calculations and building code requirements. Section 107.2. Provide vertical load calculations for footings. Section 107.2. Lateral? Specify on the plans the plywood grade and panel span rating. Table 2304.8(3). Please show/identify on the framing plans the recommended calcs beam designation. Please show the required welding for the guardrail to the supporting elements. A complete structural plan check to include special inspection requirements will be made when all the items under structural above are met CARLSBAD CBC2017-0660 1/4/2018 To speed up the review process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: U Yes U No The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Bert Domingo at Esgil. Thank you. CARLSBAD CBC20 17-0660 1/4/2018 (DO NOT PAY— THIS IS NOT AN INVOICE) VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2017-0660 PREPARED BY: Bert Domingo DATE: 1/4/2018 BUILDING ADDRESS: 2330 VIA FRANCISCO BLDG 16 BUILDING OCCUPANCY: R2 BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) CTY ESTIMATE 182,000 Air Conditioning Fire Sprinklers TOTAL VALUE 182,000 Jurisdiction Code ICB IBY Ordinance I Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance __ I $917.161 I $596.151 Type of Review: EJ Complete Review U Structural Only E Repetitive Fee D Other Repeats U Hourly EsGil Fee Hr. © * I $522.781 Comments: In addition to the abovefee, an additional fee of $ is due_( hour $ Ihr.) for the CalGreen review. Sheet 1 of 1 I ,. RECEIVED JAN 182018 CITY OF CARLSBAD BUILDING DIVISION Structural Calculations Submitted to: Mark Carnighan Airport Loop Dr Costa Mesa, CA 92626 These calculations are reproduced here only for submittal to the governing building authority to assist in obtaining a building permit. Any reproduction or distribution is expressly forbidden. Any calculations without a cover sheet, wet stamp, and signature are unauthorized and cannot be used for any purpose. Computations involving scientific principle only serve as a guide for the experienced engineer and to assist in making engineering decisions. The final design is reflected only in the construction documents. ENGLEKIRK STRUCTURAL ENGINEERS Los Angeles Orange County Honolulu Guam ?jk0FE 1 k. 52 '1 CALIF ESI Job No. 17-S007 3621 Harbor Blvd. Suite 125 Santa Ana, CA 92704-6924 714.557.8590 714.557.5530 fax C & &b(7d.O TABLE OF CONTENT Load Criteria Catwalk Beam (23') 4 Catwalk Beam (17') 6 Bridge Beam 8 Bridge Beam at Stairs B 10 Typical Post 12 Stair Stringer 14 Foundation 16 LOAD CRITERIA MINIMUM LOADS PER ASCE7-10 BUILDING CODE CBC 2016 WOOD DESIGN CODE-NDS 2012 LIVE LOADS = 100 PSF © EXITS AND STAIRS LIVE LOADS =40 PSF @ UNITS FLOOR DEAD LOAD =30 PSF Ot 9NlalfnG'ODSlONVM:l VIA OEM ME[EM131MI 103 a 13 0 19 91 13 11 I 'Iml ,;':i I _ fi Wi'i - ck a h_ I = - L A IliliFlil , 1 Allmmt i-I II i-I I-I II II C £O&tIU CbS1 .-.rc3-reo.rn - .".e - .n.I,LoA:.. mc. cc'. :Iwclu. ccc. Old —i i--- ---,pr- -r i - - - - - ur -' I l -r tm i t ' rn 'r I IIr tm it'L I III- El OF El m=t-ta- 7illLu1 ED 19 El ED R PLEASE CONTRACTOR NOTE UJI LU BUILDING NO. 16- TYPE I- 2ND FLOOR PLAN PARTIAL AT BULKHEAD .REMOOELED I G4 Inc BUILDING REMODEL REPAIR CONTRACT CONDITIONS '_A T1 W MR 7 Ft dz:b /PARCEL i WE BUILDING NO 18 TYPE I SRO FLOOR PLAN- REMODELED I I A4 KEY PLAN ' 2.25 it. I I I'! I cl LLI I L 911 I V Ito'! I lilt LI I LI Ill II .111.1 I. It III I lilt. I I till I till I -- II LVII. II I I. I I .1111 lUll 8 .1911 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the Settings menu item Project Descr and then using the Printing & Title Block selection. Title Block Line 6 Punted: 18 DEC 2017, 2:18PM Wood Beam File = R:1U8K11-DtC7A4YC-RBWSuXF-HlBWSUXF-H.EC6 I ENERCALC, INC. 1983-2016, Bu8d:6.16.6.7, Ver.6.16.6.7 Description: CATWALK GLBI 23.75ft long WB3 CODE REFERENCES -, Calculations per NDS 2012, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,400.0 psi E: Modulus of Elasticity Load Combination ASCE 7-05 Fb- Compr 1,850.0 psi Ebend- xx 1,800.0 ksi Fc - Prll 1,650.0 psi Eminbend - xx 950.0 ksi Wood Species : DF/DF Fc- Perp 650.0 psi Ebend- yy 1,600.0 ksi Wood Grade :24F - V4 Fv 265.0 psi Eminbend - yy 850.0 ksi Ft 1,100.Opsi Density 31.20pc1 Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(0.083 L(0.265) 6.75x13.5 Span = 23.50 It Applied Loads - Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.080, L = 0.2650, Tributary Width = 1.0 ft aximum Bending Stress Ratio = 0.611: 1 Maximum Shear Stress Ratio = 0.228: 1 Section used for this span 6.75x13.5 Section used for this span 6.75x13.5 lb : Actual = 1,393.88ps1 fv, : Actual 60.40 psi FB : Allowable = 2,281 .66psi Fv : Allowable = 265.00 psi Load Combination 40441 Load Combination 404441 Location of maximum on span = 11.750ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.734 in Ratio = 384 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.222 in Ratio = 1272>=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Rabos Moment Values Shear Values Segment Length Span # M V C C FN C i Cr Cm C CL M lb Fb V lb F'v D Only 0.00 0.00 0.00 0.00 Length =23.50ft 1 0.157 0.059 0.90 0.951 1.00 1.00 1.00 1.00 1.00 5.52 323.22 2053.49 0.85 14.00 238.50 40414H 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 23.50 ft 1 0.611 0.228 1.00 0.951 1.00 1.00 1.00 1.00 1.00 23.82 1,393.88 2281.66 3.67 60.40 265.00 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.50ft 1 0.113 0.042 1.25 0.951 1.00 1.00 1.00 1.00 1.00 5.52 323.22 2852.07 0.85 14.00 331.25 4D4SH 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.50ft 1 0.123 0.046 1.15 0.951 1.00 1.00 1.00 1.00 1.00 5.52 323.22 2623.90 0.85 14.00 304.75 +040.750Lr40.750L44 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.50ft 1 0.395 0.147 1.25 0.951 1.00 1.00 1.00 1.00 1.00 19.24 1,126.22 2852.07 2.96 48.80 331.25 +040.750L40.750S.H 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.50ft 1 0.429 0.160 1.15 0.951 1.00 1.00 1.00 1.00 1.00 19.24 1,126.22 2623.90 2.96 48.80 304.75 4 Title Block Line 1 You can change this area using the "Settings menu item and then using the Printing & Title Block selection. Project Title: Engineer: Project ID: Project Descr I we UIOCK Line b PtnLed: 18 DEC 2017. 2:18PM Wood Beam File R:UU8K11-D\C7A4YC-f9WSUXF-HtBWSUXF-H.EC6 I ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver:6.16.6.7 Description: CATWALK GLB1 23.75ft long Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FIV C i Cr Cm C It CL M lb F'b V fv F'v .6+W41 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.50ft 1 0.089 0.033 1.60 0.951 1.00 1.00 1.00 1.00 1.00 5.52 323.22 3650.65 0.85 14.00 424.00 9090.70E#I 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 23.50ft 1 0.089 0.033 1.60 0.951 1.00 1.00 1.00 1.00 1.00 5.52 323.22 3650.65 0.85 14.00 424.00 4090.750Lr90.750L40.750W.H 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.50ft 1 0.308 0.115 1.60 0.951 1.00 1.00 1.00 1.00 1.00 19.24 1,126.22 3650.65 2.96 48.80 424.00 *D.0.750L40.750590.750W4H 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 23.50ft 1 0.308 0.115 1.60 0.951 1.00 1.00 1.00 1.00 1.00 19.24 1,126.22 3650.65 2.96 48.80 424.00 4O40.750Lr40.750L40.5250E.H 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 23.50 ft 1 0.308 0.115 1.60 0.951 1.00 1.00 1.00 1.00 1.00 19.24 1,126.22 3650.65 2.96 48.80 424.00 '040.750L40.750S40.5250E41 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 23.50ft 1 0.308 0.115 1.60 0.951 1.00 1.00 1.00 1.00 1.00 19.24 1,126.22 3650.65 2.96 48.80 424.00 *0.60D+W*I 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 23.50ft 1 0.053 0.020 1.60 0.951 1.00 1.00 1.00 1.00 1.00 3.31 193.93 3650.65 0.51 8.40 424.00 40.60D40.70E+H 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 23.50ft 1 0.053 0.020 1.60 0.951 1.00 1.00 1.00 1.00 1.00 3.31 193.93 3650.65 0.51 8.40 424.00 Overall Maximum Deflections Load Combination Span Max. - Deli Location in Span Load Combination Max. Dell Location in Span LOfty 1 0.7342 11.836 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.054 4.054 Overall MiNimum 0.564 0.564 D Only 0.940 0.940 .0444 4.054 4.054 .04.H 0.940 0.940 .D+S.H 0.940 0.940 .040.750Lr40.750L41 3.275 3.275 +D40.750L.0.7505#I 3.275 3.275 404W41 0.940 0.940 4O*0.70E.H 0.940 0.940 I040.750Lr40.750L40.750W.H 3.275 3.275 .O.0.750L.0.750S.0.750W.H 3.275 3.275 .0.0.750Lr.0.750L.0.5250E44 3.275 3.275 .0.0.750L.0.7505.0.5250E.41 3.275 3.275 .0.60D+W.H 0.564 0.564 .0.60D.0.70E.H 0.564 0.564 DOnly 0.940 0.940 LrOnly LOnly 3.114 3.114 S Only W Only E Only H Only D Only 0.940 0.940 .D+L.H 4.054 4.054 .D+lj.H 0.940 0.940 .0+5.41 0.940 0.940 .O.0.750Lr.0.750L44 3.275 3.275 .O..0.750L.0.750S41 3.275 3.275 .0+W.H 0.940 0.940 .0.0.70E41 0.940 0.940 .0.0.750Lr.0.750L.0.750W41 3.275 3.275 5 Title Block Line I Project Title: You can change this area Engineer: Project ID: using the Settings' menu item Project Descr: and then using the 'Printing & Title Block selection. Title Block Line 6 Pdnte± 18 DEC 2017, 2:18PM Wood Beam File R:)IU8K11-D\C7A4YC-FtBWSIJXF-HIBWSUXF-H.EC5 I ENERCAIC, INC. 1983-2016, 8uild:6.16.6.7, Ver:6.16.6.7 'Lic. Licensee Description: CATWALK GLB1 17ff long [fB1] CODE REFERENCES Calculations per NDS 2012, IBC 2015, CBC 2016; ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,400.0 psi E: Modulus of Elasticity Load Combination ASCE 7-05 Fb - Compr 1,850.0 psi Ebend- xx 1,800.0ksi Fc - Prll 1,650.0 psi Eminbend - xx 950.0ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.0 ksi Wood Grade :24F - V4 Fv 265.0 psi Eminbend - yy 850.0 ksi Ft 1,100.0psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(0.08) L(O.265) V. 6.7502 Span = 17.250 ft Applied Loads - Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.080, L = 0.2650, Tributary Width = 1.0 ft Maximum Bending Stress Ratio Section used for this span fb :Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = 0.3921 Maximum Shear Stress Ratio 6.75x12 Section used for this span, = 950.55 psi fv : Actual = 2.381.19psi Fv:Allowable Load Combination = 8.625ft Location of maximum on span = Span # 1 Span # where maximum occurs 0.304 in Ratio = 682 >=360 0.000 in Ratio = 0<360 0.092 in Ratio = 2259-180 0.000 in Ratio= 0<180 = 0.185:1 6.75x12 = 49.07 psi = 265.00 psi 40414H = 16.306 ft = Span #1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr Cm C CL M lb - Fb V ffi F'v O Only 0.00 0.00 0.00 0.00 Length = 17.250 ft 1 0.103 0.048 0.90 0.992 1.00 1.00 1.00 1.00 1.00 2.98 220.42 2143.07 0.61 11.38 238.50 40+14H 0.992 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00. Length = 17.250 ft 1 0.399 0.185 1.00 0.992 1.00 1.00 1.00 1.00 1.00 12.83 950.55 2381.19 2.65 49.07 265.00 .D+lj.H 0.992 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 17.250 ft 1 0.074 0.034 1.25 0.992 1.00 1.00 1.00 1.00 1.00 2.98 220.42 2976.48 0.61 11.38 331.25 404S+H 0.992 1.00 1.00 1.00 1.00 1.00 1 0.00 0.00 0.00 0.00 Length = 17.250 ft 1 0.080 0.037 1.15 0.992 1.00 1.00 1.00 1.00 1.00 2.98 220.42 2738.36 0.61 11.38 304.75 4040.750Lr4O.750L41 0.992 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 17.250 ft 1 0.258 0.120 1.25 0.992 1.00 1.00 1.00 1.00 1.00 10.37 768.01 2976.48 2.14 39.65 331.25 4040.750L40.75054H 0.992 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 17.250 ft 1 0.280 0.130 1.15 0.992 1.00 1.00 1.00 1.00 1.00 10.37 768.01 2738.36 2.14 39.65 304.75 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the Settings" menu item Project Descr and then using the Printing & Title Block" selection. Title Block Line 6 Pdnled: 18 DEC 2017, 2:18PM Wood Beam File R:l1U8K11-DC7A4YC-flBWSUXF-H1BWSLJXF-H.EC6 I ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver:6.16.6.7 Description: CATWALK GIB1 17ft long Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Cj Cr Cm C CL M lb Pb V fv Fv U.L I.UU I.UU I.UU I.UU I.UU U.UU U.UU U.UU U.UU Length = 17.250 It 1 0.058 0.027 1.60 0.992 1.00 1.00 1.00 1.00 1.00 2.98 220.42 3809.90 0.61 11.38 424.00 4040.70E+H 0.992 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 17.250 ft 1 0.058 0.027 1.60 0.992 1.00 1.00 1.00 1.00 1.00 2.98 220.42 3809.90 0.61 11.38 424.00 'O'0.7501r90.750L40.750W4H 0.992 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 17.250 It 1 0.202 0.094 1.60 0.992 1.00 1.00 1.00 1.00 1.00 10.37 768.01 3809.90 2.14 39.65 424.00 4040.750L40.750S40.750W+H 0.992 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 17.250ft 1 0.202 0.094 1.60 0.992 1.00 1.00 1.00 1.00 1.00 10.37 768.01 3809.90 2.14 39.65 424.00 4040.75OLr40.750L90.5250E*l 0.992 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 17.250ft 1 0.202 0.094 1.60 0.992 1.00 1.00 1.00 1.00 1.00 10.37 768.01 3809.90 2.14 39.65 424.00 'O40.750L40.750S40.5250E44 0.992 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 17.250 ft 1 0.202 0.094 1.60 0.992 1.00 1.00 1.00 1.00 1.00 10.37 768.01 3809.90 2.14 39.65 424.00 40.60D+W4H 0.992 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =17.250ft 1 0.035 0.016 1.60 0.992 1.00 1.00 1.00 1.00 1.00 1.79 132.25 3809.90 0.37 6.83 424.00 40.60040.70E4H 0.992 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 17.250 ft 1 0.035 0.016 1.60 0.992 1.00 1.00 1.00 1.00 1.00 1.79 132.25 3809.90 0.37 6.83 424.00 Overall Maximum Deflections Load Combination Span Max. - Defi Location in Span Load Combination Max. +" Defi Location in Span LOnly 1 0.3035 8.688 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.976 2.976 Overall MINimum 0.414 0.414 D Only 0.690 0.690 40+L4H 2.976 2.976 40+Lr4H 0.690 0.690 90484H 0.690 0.690 .040.750Lr40.750L41 2.404 2.404 4D*0.750L40.7505#I 2.404 2.404 .O+W41 0.690 0.690 4040.70E4H 0.690 0.690 '040.750Lr40.750L40.750W4H 2.404 2.404 4D.0.750L40.750540.750W*I 2.404 2.404 4090.750Lr40.750L90.5250E4H 2.404 2.404 +D40.7501.0.750S40.5250E41 2.404 2.404 90.600+W+H 0.414 0.414 90.60040.70E4H 0.414 0.414 D Only 0.690 0.690 IrOnly L Only . 2.286 2.286 S Only W Only E Only H Only O Only 0.690 0.690 2.976 2.976 .+Lr4H 0.690 0.690 +0.541 0.690 0.690 .0.0.750Lr+0.7501#I 2.404 2.404 .D.0.750L.0.750S#$ 2.404 2.404 .D+W.H 0.690 0.690 ..0.0.70E41 0.690 0.690 .0.0.750Lr4.750L+0.750W.H 2.404 2.404 7 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings" menu item Project Descr: and then using the Printing & Title Block' selection. Punted: 18 DEC 2017. 2:18PM Wood Beam Description: BRIDGE GIB1 CODE REFERENCES Calculations per NDS 2012, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties INC. 1983-2016, Build:6.16.6.7. Ver.6.16.6.7 Analysis Method: Allowable Stress Design Fb - Tension 2,400.0 psi E: Modulus of Elasticity Load Combination ASCE 7-05 Fb - Compr 1,850.0 psi Ebend- xx 1,800.0ksi Fc - PrIl 1,650.0 psi , Eminbend - xx 950.0 ksi Wood Species : OF/OF Fc - Perp 650.0 psi Ebend- yy 1,600.0 ksi Wood Grade :24F - V4 . Fv 265.0 psi Eminbend - yy 850.0 ksi - Ft - 1,100.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(0.08) L(0.265) u_u.n Iu.i. Span = 23.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.080, L = 0.2650, Tributary Width = 1.0 ft 8ximum Bending Stress Ratio = 0.392 1 Maximum Shear Stress Ratio = 0.178: 1 Section used for this span 6.75x16.5 Section used for this span 6.75x16.5 fb : Actual = 893.81 psi fv : Actual = 47.19 psi FB : Allowable = 2,241.14psi Fv: Allowable = 265.00 psi Load Combination -+0-'-l+H Load Combination +04.41 Location of maximum on span = 11.500ft Location of maximum on span . = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.369 in Ratio = 747 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.111 in Ratio = 2477>=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C i Cr Cm C C M lb Pb V (V Fv O Only 0.00 0.00 0.00 0.00 Length :23.oft 1 0.103 0.046 0.90 0.934 1.00 1.00 1.00 1.00 1.00 5.29 207.26 2017.03 0.81 10.94 238.50 +0+L*H 0.934 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.oft 1 0.399 0.178 1.00 0.934 1.00 1.00 1.00 1.00 1.00 22.81 893.81 2241.14 3.50 47.19 265.00 .D4.r+H 0.934 1.00. 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.oft 1 0.074 0.033 1.25 0.934 1.00 1.00 1.00 1.00 1.00 5.29 207.26 2801.43 0.81 10.94 331.25 ..O+S+H 0.934 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.0ft 1 0.080 0.036 1.15 0.934 1.00 1.00 1.00 1.00 1.00 5.29 207.26 2577.31 0.81 10.94 304.75 +0+0.750Lr40.750L41 0.934 1.00 1.00 1.00 1.00 . 1.00 0.00 0.00 0.00 0.00 Length =23.oft 1 0.258 0.115 1.25 0.934 1.00 1.00 1.00 1.00 1.00 18.43 722.17 2801.43 2.83 38.13 331.25 *0.0.750L.e0.750S-i-H 0.934 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.oft 1 0.280 0.125 1.15 0.934 1.00 1.00 1.00 1.00 1.00 18.43 722.17 2577.31 2.83 38.13 304.75 Title Block Line I Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descc and then using the "Printing & Title Block" selection. Title Block Line 6 Panted: 18 DEC 2017, 2:18PM Wood Beam File R1U8K1FOC7A4YC4IBWSUXFH8WSUXFH.EC6 ENERCALC, INC. 1983-2016, Bud:6.16.6.7, Ver:6.16.6.7 I Licensee ruh[e1Ia1I:lEl Description: BRIDGE GIB1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C1 Cr Cm C CL M lb Pb V fv F'v 46+W9H 0.934 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 23.0ft 1 0.058 0.026 1.60 0.934 1.00 1.00 1.00 1.00 1.00 5.29 207.26 3585.83 0.81 10.94 424.00 4040.70E41 0.934 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 23.0 ft 1 0.058 0.026 1.60 0.934 1.00 1.00 1.00 1.00 1.00 5.29 207.26 3585.83 0.81 10.94 424.00 '040.750Lr40.750L40.750W4H 0.934 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 23.0 ft 1 0.201 0.090 1.60 0.934 1.00 1.00 1.00 1.00 1.00 18.43 722.17 3585.83 2.83 38.13 424.00 .040.750L40.750S40.750W'H 0.934 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length :23.oft 1 0.201 0.090 1.60 0.934 1.00 1.00 1.00 1.00 1.00 18.43 722.17 3585.83 2.83 38.13 424.00 .040.7501r90.750L40.5250E4H 0.934 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.oft 1 0.201 0.090 1.60 0.934 1.00 1.00 1.00 1.00 1.00 18.43 722.17 3585.83 2.83 38.13 424.00 9040.750L90.750540.5250E#f 0.934 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 23.0ft 1 0.201 0.090 1.60 0.934 1.00 1.00 1.00 1.00 1.00 18.43 722.17 3585.83 2.83 38.13 424.00 40.60D.W4H 0.934 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.oft 1 0.035 0.015 1.60 0.934 1.00 1.00 1.00 1.00 1.00 3.17 124.36 3585.83 0.49 6.57 424.00 .0.60D40.70E9H 0.934 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.oft 1 0.035 0.015 1.60 0.934 1.00 1.00 1.00 1.00 1.00 3.17 124.36 3585.83 0.49 6.57 424.00 Overall Maximum Deflections Load Combination Span Max. "-' Deft Location in Span Load Combination Max. "+" Deft Location in Span LOnly 1 0.3690 11.584 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support I Support 2 Overall MAXimum 3.968 3.968 Overall MINimum 0.552 0.552 D Only 0.920 0.920 3.968 3.968 0.920 0.920 4048411 0.920 0.920 4040.750Lr40.750L#1 3.206 3.206 4040.750L40.7505#1 3.206 3.206 +D+W+H 0.920 0.920 +D.0.70E41 0.920 0.920 .040.750Lr40.750L40.750W4H 3.206 3.206 .040.750L40.750S40.750W411 3.206 3.206 4040.750Lr40.750140.5250E.H 3.206 3.206 9090.750L40.750540.5250E4H 3.206 3.206 40.60DWH 0.552 0.552 40.60D40.70E4H 0.552 0.552 D Only . 0.920 0.920 LrOnly L Only 3.048 3.048 S Only W Only E Only H Only D Only 0.920 0.920 40414H 3.968 3.968 40+Lr4H 0.920 0.920 409841 0.920 0.920 4040.750Lr4O.750L#1 3.206 3.206 4040.750L40.750541 3.206 3.206 40+W4H 0.920 0.920 *0.0.70E41 0.920 0.920 4040.750Lr40.750L40.750W4H 3.206 3.206 9 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings' menu item . Project Descr and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 18 DEC 2011, 2:18PM [Wood Beam File= R.klU8Kll-DIC7A4YC-RBWSUXF-HIBWSUXF-H.EC6 I ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver.6.16.6.7 'Lic. rs(1II1*uI1IeIIE1i2il Description: BRIDGE GLB1at Stairs E~r CODE REFERENCES -. - Calculations per NDS 2012, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,400.0 psi E: Modulus of Elasticity Load Combination ASCE 7-05 Fb - Compr 1,850.0 psi Ebend- xx 1,800.0 ksi Fc - PrIl 1,650.0 psi Eminbend - xx 950.0 ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.0 ksi Wood Grade :24F - V4 Fv 265.0 psi Eminbend - yy 850.0 ksi Ft 1,100.0psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(1 .3) L(2.6) D(1 .3 L(2.6) 0(0.08) L(0.265) $ I 8.75x16.5 Span = 23.0 It Applied Loads - Service loads entered. Load Factors will be applied for calculations. Point Load: D = 1.30, L = 2.60k @1.0 ft Point Load: D= 1.30, L= 2.60 k@6.oft Uniform Load: D = 0.080, L = 0.2650, Tributary Width = 1.0 ft aximum Bending Stress Ratio Section used for this span lb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = 0.6721 Maximum Shear Stress Ratio 6.75x16.5 Section used for this span = 1,508.61 psi lv: Actual = 2,241.14psi Fv : Allowable -+0441 Load Combination = 8.058ft Location of maximum on span = Span # 1 Span # where maximum occurs 0.583 in Ratio= 473 >=360 0.000 in Ratio= 0<360 0.218 in Ratio= 1263>=180 0.000 in Ratio= 0080 = 0.316:1 6.75x16.5 = 83.73 psi = 265.00 psi 4041-41 = 0.000 ft = Span #1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C CFN C1 Cr Cm C t CL M lb Pb V lv F'v DOnly - 0.00 0.00 0.00 0.00 Length =23.oft 1 0.210 0.097 0.90 0.934 1.00 1.00 1.00 1.00 1.00 10.82 423.86 2017.03 1.72 23.12 238.50 40-+l.4H 0.934 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.oft . 1 0.673 0.316 1.00 0.934 1.00 1.00 1.00 1.00 1.00 38.50 1,508.61 2241.14 6.22 83.73 265.00 404[i+H 0.934 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.Oft 1 0.151 0.070 1.25 0.934 1.00 1.00 1.00 1.00 1.00 10.82 423.86 2801.43 1.72 23.12 331.25 90484H 0.934 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 23.0 ft 1 0.164 0.076 1.15 0.934 1.00 1.00 1.00 1.00 1.00 10.82 423.86 2577.31 1.72 23.12 304.75 -+O-+0.750Lr40.750L41 0.934 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.Oft 1 0.441 0.207 1.25 0.934 1.00 1.00 1.00 1.00 1.00 31.56 1,236.60 2801.43 5.09 68.58 331.25 10 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings" menu item Project Descr: and then using the Printing & Title Block selection. Title Block Line 6 Punted: 18 DEC 2017, 2:18PM Wood Beam Description: BRIDGE GLB1at Stairs Load Combination Max Stress Ratios Segment Length Span III MV Cd CFN C1 Cr Cm C t CL File= R:1U8K11-DlC7? ENERCALC, INC. Moment Values M lb Pb SUXF-HIBWSUXF-H.EC6 Butd:6.16.6.7, Ver.6.16.6.7 ii 2[C1I1IEl Shear Values V fv F'v U.fIUL'U.fV'11 U..)'# I.UV U.UU I.UU I.UU I.UU U.UU u.uu u.uu u.uu Length 23.0ft 1 0.480 0.225 1.15 0.934 1.00 1.00 1.00 1.00 1.00 31.56 1236.60 2577.31 5.09 68.58 304.75 +D+W*H 0.934 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 23.0 It 1 0.118 0.055 1.60 0.934 1.00 1.00 1.00 1.00 1.00 10.82 423.86 3585.83 1.72 23.12 424.00 +D*0.70E.H 0.934 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 23.0ft 1 0.118 0.055 1.60 0.934 1.00 1.00 1.00 1.00 1.00 10.82 423.86 3585.83 1.72 23.12 424.00 4040.75OLr90.750L40.750W4H 0.934 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.oft 1 0.345 0.162 1.60 0.934 1.00 1.00 1.00 1.00 1.00 31.56 1236.60 3585.83 5.09 68.58 424.00 .O'0.750L40.750540.750W4H 0.934 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.oft 1 0.345 0.162 1.60 0.934 1.00 1.00 1.00 1.00 1.00 31.56 1236.60 3585.83 5.09 68.58 424.00 .040.750Lr4O.750L40.5250E.H 0.934 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 23.0 ft 1 0.345 0.162 1.60 0.934 1.00 1.00 1.00 1.00 1.00 31.56 1,236.60 3585.83 5.09 68.58 424.00 4040.750L40.750S90.5250E*H 0.934 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 23.0ft 1 0.345 0.162 1.60 0.934 1.00 1.00 1.00 1.00 1.00 31.56 1,236.60 3585.83 5.09 68.58 424.00 .0.60D+W41 0.934 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length :23.oft 1 0.071 0.033 1.60 0.934 1.00 1.00 1.00 1.00 1.00 6.49 254.32 3585.83 1.03 13.87 424.00 .0.60D.0.70E.H 0.934 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 23.0ft 1 0.071 0.033 1.60 0.934 1.00 1.00 1.00 1.00 1.00 6.49 254.32 3585.83 1.03 13.87 424.00 Overall Maximum Deflections Load Combination Span Max. "-" Defi Location in Span Load Combination Max. DeS Location in Span LOnly 1 0.5825 11.080 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 10.581 5.154 - Overall MINimum 1.875 0.789 DOnly 3.124 1.316 .D94.4H 10.581 5.154 4O4tJ4I 3.124 1.316 904S4H 3.124 1.316 sO90.7501r40.750L#1 8.716 4.195 'D40.750L40.750S+H 8.716 4.195 90+W4H 3.124 1.316 4040.70E+H 3.124 1.316 *D*0.750Lr.0.750L*0.750W*H 8.716 4.195 4040.750L40.750S90.750W+H 8.716 4.195 4040.750Lr40.750140.5250E.H 8.716 4.195 9090.750140.7505+0.5250E4H 8.716 4.195 +0.600.W.H 1.875 0.789 40.60D+0.70E4H 1.875 0.789 0 Only 3.124 1.316 LrOnly L Only 7.456 3.839 S Only W Only E Only H Only DOnly 3.124 1.316 .O.L+H 10.581 5.154 +0+Lr*H 3.124 1.316 +D+S4l 3.124 1.316 +D+0.7501r.0.750L.H 8.716 4.195 .D*0.750L.0.7505.H 8.716 4.195 404W+H 3.124 1.316 ..D.0.70E.H 3.124 1.316 iD.0.750Lr40.750L40.750W4H 8.716 4.195 11 Title Block Line 1 You can change this area using the Settings menu item and then using the Printing & Title Block" selection. Title Block Line 6 Wood Column Project Title: Engineer: Project ID: Project Descr: File= R:t1U8K11-D\C7A4YC--FIBWSUXF-HIBWSUXF-H.EC6 ENERCALC, INC. 1983-2016, Build:6.16.6.7. Ver:6.16.6.7 Punted: 18 DEC 2017. 2:18PM Description: TYPICAL 8X8 POST Code References El Calculations per 2012 NDS, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Analysis Method: Allowable Stress Design End Fixities lop & Bottom Pinned Overall Column Height 10.0 ft (Used for non-slender calculations) Wood Species Douglas Fir - Larch Wood Grade No.1 Fb - Tension 1200 psi Fv 170 psi Flo - Compr 1200 psi Ft 825 psi Fc - Prll 1000 psi Density 312 pcf Fc - Perp 625 psi E: Modulus of Elasticity... x-x Bending y-y Bending Basic 1600 1600 Minimum 580 580 Wood Section Name 8x8 Wood Grading/Manuf. Southern Pine Wood Member Type Sawn Exact Width 750 in Allow Stress Modification Factors Exact Depth 750 in Cf or Cv for Bending 1.0 Area 56.250 ine2 Cf or Cv for Compression 1.0 IX 263.672 j'14 Cf or Cv for Tension 1.0 ly 263.672 mM Cm : Wet Use Factor 1.0 Ct: Temperature Factor 1.0 Cfu : Flat Use Factor 1.0 Axial 1(1: Built-up columns 1.0 NDS 15.3.2 1600 ksi Use Cr: Repetitive? No Brace condition for deflection (buckling) along columns: X-X (width) axis: Fully braced against buckling along X-X Axis V-V (depth) axis: Fully braced against buckling along V-V Axis Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included: 121.875 lbs Dead Load Factor AXIAL LOADS... Axial Load at 10.0 It, D = 2.90, L = 11.0k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial.uBending Stress Ratio = 0.2493:1 Maximum SERVICE Lateral Load Reactions.. Load Combination 40441-I Top along Y-Y 0.0 k Bottom along V-V 0.0 It Governing NDS Forumla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 it Maximum SERVICE Load Lateral Deflections At maximum location values are... Along V-V 0.0 in at it above base Applied Axial 14.022k for load combination: Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X in at ft above base Fc : Allowable 1,000.0 psi for load combination: Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.0 :1 . Bending Compression Tension Load Combination +0.60D'0.70E*I Location of max.above base 10.0 ft Applied Design Shear 0.0 psi Allowable Shear 272.0 psi Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction V-V Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base © Top @ Base Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. V-V Deflection Distance 12 Title Block Line I Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr. and then using the "Printing & Title Block" selection. Title Block Line 6 Plinled: 18 DEC 2017, 2:18PM Wood Column Re= R:t1U8K11-DtC7A4YC-FtBWSLJXF--H1BWSUXF-H.EC6 I ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver.6.16.6.7 IUTitTa'fSI.tIII1tI:liI Description: TYPICAL 8X8 POST iketchel - !111 I3.k x Loads are total entered value. Arrows do not reflect absolute direction. 13 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings menu item Project Descr and then using the Printing & Title Block selection. Tide Block Line 6 Printed: 18 DEC 2017, 2:18PM Steel Beam File R:t1U8K11-DtC7A4YC-RBWSUXF-HIBWSUXF-H.EC6 I ENERCALC, INC. 1983-2016, Build 6.16.6.7, Ver:6.16.6.7 lit it'A'EIItII I Description: rDG 16 STAIR STRINGER CODE REFERENCES Calculations per 2012 NDS, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 Material Properties Analysis Method: Load Resistance Factor Design Fy: Steel Yield: 36.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending O.12l UO.) Span =lO.Ofl C1Oxl5.3 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load: D=0.120, 1-4.2250 0, Tributary Width= 1.0 ft DESIGN SUMMARY ITf1II] Maximum Bending Stress Ratio = 0.530:1 Maximum Shear Stress Ratio = 0.103:1 Section used for this span C10x15.3 Section used for this span C10x15.3 Mu: Applied 22.743 k-ft Vu : Applied 4.788 k Mn * Phi: Allowable 42.930 k-ft Vn * Phi: Allowable 46.656 k Load Combination +1.20D'0.50Lr+1.60L+1.60H Load Combination +1.20D+0.50Lr+1.60L+1.60H Location of maximum on span 9.500 ft Location of maximum on span 0.000 ft Span # where maximum occurs Span #1 Span # where maximum occurs Span #1 Maximum Deflection Max Downward Transient Deflection 0.339 in Ratio = 671 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.181 in Ratio = 1259 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Rados Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx PhiMnx Gb Rm VuMax Vnx PhiVnx +1.40D Dsgn.L = 19.00 ft 1 0.177 0.034 7.58 7.58 47.70 42.93 1.00 1.00 1.60 51.84 46.66 +1.20D.0.50Lr+1.60L+1.60H Dsgn.L= 19.00ft 1 0.530 0.103 22.74 22.74 47.70 42.93 1.00 1.00 4.79 51.84 46.66 +1.200+1.60L40.50S+1.60H Dsgn.L= 19.00ft 1 0.530 0.103 22.74 22.74 47.70 42.93 1.00 1.00 4.79 51.84 46.66 +1.20D+1.6OLr*0.50L Dsgn.L= 19.00ft 1 0.270 0.052 11.57 11.57 47.70 42.93 1.00 1.00 2.44 51.84 46.66 +1.200+1.60Lr.0.80W Dsgn.L= 19.00ft 1 0.151 0.029 6.50 6.50 47.70 42.93 1.00 1.00 1.37 51.84 46.66 +1.20D40.50L+1.60S Dsgn.L= 19.00ft 1 0.270 0.052 11.57 11.57 47.70 42.93 1.00 1.00 2.44 51.84 46.66 +1.20D+1.60S-0.80W Dsgn.L= 19.00 It 1 0.151 0.029 6.50 6.50 47.70 42.93 1.00 1.00 1.37 51.84 46.66 +1.20D.+0.5OLr40.50L+1.60W Dsgn.L= 19.00ft 1 0.270 0.052 11.57 11.57 , 47.70 42.93 1.00 1.00 2.44 51.84 46.66 +1.20D+0.50L.0.50S+1.60W Dsgn.L= 19.00ft 1 0.270 0.052 11.57 11.57 47.70 42.93 1.00 1.00 2.44 51.84 46.66 +1.20D40.50L40.20S.E Dsgn.L= 19.00 It 1 0.270 0.052 11.57 11.57 47.70 42.93 1.00 1.00 2.44 51.84 46.66 40.900+1.60W+1.60H Dsgn.L= 19.00ft 1 0.114 0.022 4.87 4.87 47.70 42.93 1.00 1.00 1.03 51.84 46.66 40.90D4E+1.60H Dsgn.L= 19.00 ft 1 0.114 0.022 4.87 14 4.87 47.70 42.93 1.00 1.00 1.03 51.84 46.66 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Setting? menu item Project Descr- and then using the "Printing & Title Block" selection. Title Block Line 6 Punted: 18 DEC 2017, 2:18PM Steel Beam File R:l1U8K11-DC7A4YC--FtBWSUXF--HtBWSUXF-H.EC6 ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver.6.16.6.7 IUT:.i'A'EIIijIII1.1.jI1 I[I(i,Mi1UISIU.1Ij. Description: BLDG 16 STAIR STRINGER Overall Maximum Deflections Load Combination Span Max. "-" Deft Location in Span Load Combination Max. "+" Deft Location in Span LOnly 1 0.3396 9.554 0.0000 0.000 Vertical Reactions - - Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.278 3.278 Overall MiNimum 0.684 0.684 DOnIy 1.140 1.140 *D+L-.H 3.278 3.278 4O4tr4H 1.140 1.140 *D+S-.H 1.140 1.140 -'090.750Lr+0.750L-*l 2.743 2.743 9090.750L90.7505*H 2.743 2.743 1.140 1.140 #040.70E-.-H 1.140 1.140 +D.0.750Lrs0.750L-.0.750W-.H 2.743 2.743 4040.750L90.750S40.750W+H 2.743 2.743 40-.0.750Lr40.750L40.5250E41 2.743 2.743 .D-.0.750L40.7505-.0.5250E-sH 2.743 2.743 40.60D.W4H 0.684 0.684 40.60D+0.70E4H 0.684 0.684 DOnly 1.140 1.140 LrOnly LOnly 2.138 2.138 S Only W Only E Only H Only DOnly 1.140 1.140 3.278 3.278 40+IJ4H 1.140 1.140 -.098*H 1.140 1.140 u0s0.7501r40.750L41 2.743 2.743 47501.0.750544 2.743 2.743 1.140 1.140 .O.0.70E41 1.140 1.140 .O.0.750Lr.0.750L.0.750W41 2.743 2.743 15 FOUNDATION DESIGN CORNER FOOTING F3 TRIB = 2172X572 = 26.25 SF TOTAL DL = 30X 2 = 60PSF TOTAL LL= 100X2= 200PSF TOTOAL TOTOAL = 260PSF PDL= 60X26.25 = 1,575# P.= 200X26.25 = 5,250# P= 6,825# 3'X3' FOOTING CAPACITY = 3X3X1 500 = 13,500# OK MINUM REINFORCING = .0018X18"X36" = 1.16 IN --> 4#5 TYPICAL FOOTING F3A CATWALK TRIB = 4272X5'/2 = 52.5 SF TOTAL DL=30X2=6OPSF TOTAL LL= 100X2= 200PSF POL= 60X52.5 = 3,200# PLL= 200X52.5 =1O,500# PT= 13,700# STAIR TRIB = 10'/2X5'/2 = 12.5 SF TOTAL DL = 30X 2 = 60PSF TOTAL LL= I 00X2= 200PSF P0 =60X12.5= 750# PLL= 200X12.5 = 2,500# PT= 3,250# TOTOAL LOAD = 17,000# 2.5'X8' FOOTING CAPACITY = 2.5X8X1500 = 30,000# OK LONG DIRECTION: MINUM REINFORCING = .0018X18"X30" = 0.97 IN2--> 3#5 SHORT DIRECTION: MINUM REINFORCING = .0018X18"X96" = 3.1 IN2--> 10#5 LONG DIRE. MOMENT = 1500 PSF X 5'X5'I8= 4687 #-FT (SERVICE LEVEL) LONG DIRE. MOMENT = 1.5X 1500 PSF X 5'X578= 7030 #-FT (SERVICE LEVEL) AS = MI(0.9 D F) = 7.03X121(0.9X0.9X60K51) = 1.7 IN' (MINIMUM GOVERNS) 16 Date 12/18/2017 Structural Calculations a The Reserve at Carlsbad- Building#16 Submitted to: Mark Carnighan Airport Loop Dr Costa Mesa, CA 92626 These calculations are reproduced here only for submittal to the governing building authority to assist in obtaining a building permit. Any reproduction or distribution is expressly forbidden. Any sheet, met without a cover sheet, wet stamp, and signature ar- - - for any purpose. Computations involving wientjfic principle experienced engineer and to assist in making engineering decL CBC20 17-0660 2330 VIA FRANCISCA only in the construction documents. - THE RESERVES: REPAIR EXTERIOR STAIRS AND BALCONIES (BLDG 16) ENGLEKIRK STRUCTURAL ENGI - 1672504400 2/12/2018 CBC20I 7-0660 TABLE OF CONTENT Load Criteria Catwalk Beam (23') 4 Catwalk Beam (17') 6 Bridge Beam 8 Bridge Beam at Stairs B 10 Typical Post 12 Stair Stringer 14 Foundation 16 LOAD CRITERIA MINIMUM LOADS PER ASCE7-10 BUILDING CODE CBC 2016 WOOD DESIGN CODE-NDS 2012 LIVE LOADS = 100 PSF @ EXITS AND STAIRS LIVE LOADS =40 PSF @ UNITS FLOOR DEAD LOAD =30 PSF - a) = BUILDING NO. 16- TYPE I - 2ND FLOOR PLA ;<: Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the Settings" menu item Project Descr: and then using the 'Printing & Title Block' selection. I tue blOCK Line 0 Printed: 18 DEC 2017, 2:18PM Wood Beam File R:1U8K11-OC7A4YC-RBWSUXF-H\BWSUXF-H.EC6 I ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver:6.16.6.7 Description: CATWALK GLB1 23.75ft long ED Calculations per NDS 2012, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,400.0 psi E: Modulus of Elasticity Load Combination -ASCE 7-05 Fb - Compr 1,850.0 psi Ebend- xx I ,800.0ks1 Fc - PrIl 1,650.0 psi Eminbend -xx 950.0 ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.0 ksi Wood Grade : 24F - V4 Fv 265.0 psi Eminbend - yy 850.0 ksi Ft 1,100.0psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(0.08) 4(0.265) Span = 23.50 ft - - Serviceloadsentered.LoadFactorswillbeappliedfor calculations. Uniform Load: 0 = 0.080, L = 0.2650, Tributary Width = 1.0 ft Maximum Bending Stress Ratio = 0.611: 1 Maximum Shear Stress Ratio = 0.228 :1 Section used for this span 6.75x13.5 Section used for this span 6.75x13.5 fb : Actual = 1,393.88 psi fv : Actual = 60.40 psi F`13: Allowable = 2,281 .66 psi Fv : Allowable = 265.00 psi Load Combination 40+L+H Load Combination +D-t+H Location of maximum on span = 11.750ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # I Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.734 in Ratio = 384 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.222 in Ratio = 1272 "=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Load Combination Max Stress Ratios Segment Length Span# M V C C FN C i Cr Maximum Forces & Stresses for Load Combinations Cm C t CL Moment Values M tb F'b V Shear Values fv F'v 0 Only 0.00 0.00 0.00 0.00 Length = 23.50 It 1 0.157 0.059 0.90 0.951 1.00 1.00 1.00 1.00 1.00 5.52 323.22 2053.49 0.85 14.00 238.50 904$+l 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.50ft 1 0.611 0.228 1.00 0.951 1.00 1.00 1.00 1.00 1.00 23.82 1,393.88 2281.66 3.67 60.40 265.00 '04r+H 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.50ft 1 0.113 0.042 1.25 0.951 1.00 1.00 1.00 1.00 1.00 5.52 323.22 2852.07 0.85 14.00 331.25 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 23.50 ft 1 0.123 0.046 1.15 0.951 1.00 1.00 1.00 1.00 1.00 5.52 323.22 2623.90 0.85 14.00 304.75 .O+0.750Lrs0.750L41 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 23.50 ft 1 0.395 0.147 1.25 0.951 1.00 1.00 1.00 1.00 1.00 19.24 1,126.22 2852.07 2.96 48.80 331.25 *O+0.750L*0.750S*H 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.50ft 1 0.429 0.160 1.15 0.951 1.00 1.00 1.00 1.00 1.00 19.24 - 1,126.22 2623.90 2.96 48.80 304.75 4 Title Block Line 1 You can change this area using the Settings' menu item and then using the 'Panting & Title Block' selection. Title Block Line 6 Wood Beam Description: CATWALK GLB1 23.75ft long Load Combination Max Stress Ratios Segment Length Span # M V Project Title: Engineer: Project Descr: File = ENERCALC, INC. Moment Values Cd C FN C i Cr -- Cm C . CL M fb Pb Project ID: Printed: 18 DEC 2017, 2:18PM 3UXF-H\BWSUXF-H.EC6 Suild:6.16.6.7, Ver:6.16.6.7 mzmmzIeIuiIa Shear Values V fv F'v 4D+W#1 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 23.50 It 1 0.089 0.033 1.60 0.951 1.00 1.00 1.00 1.00 1.00 5.52 323.22 3650.65 0.85 14.00 424.00 4040.70E*H 0.951 . 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 23.50 ft 1 0.089 0.033 1.60 0.951 1.00 1.00 1.00 1.00 1.00 5.52 323.22 3650.65 0.85 14.00 424.00 +040.750Lr40.750L40.750W*l 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 23.50 It 1 0.308 0.115 1.60 0.951 1.00 1.00 1.00 1.00 1.00 19.24 1,126.22 3650.65 2.96 48.80 424.00 +040.750L40.750540.750W4H 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 23.50 ft 1 0.308 0.115 1.60 0.951 1.00 1.00 1.00 1.00 1.00 19.24 1,126.22 3650.65 2.96 48.80 424.00 *D40.750Lr40.750L+0.5250E41 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.50ft 1 0.308 0.115 1.60 0.951 1.00 1.00 1.00 1.00 1.00 19.24 1,126.22 3650.65 2.96 48.80 424.00 'O+0.750L40.750540.5250E4f 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 23.50 ft 1 0.308 0.115 1.60 0.951 1.00 1.00 1.00 1.00 1.00 19.24 1,126.22 3650.65 2.96 48.80 424.00 40.600+WIH 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.5oft 1 0.053 0.020 1.60 0.951 1.00 1.00 1.00 1.00 1.00 3.31 193.93 3650.65 0.51 8.40 424.00 s0.60D+0.70E.H 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.soft 1 0.053 0.020 1.60 0.951 1.00 1.00 1.00 1.00 1.00 3.31 193.93 3650.65 0.51 8.40 424.00 verall'Mix beflict . Load Combination Span Max. Deft Location in Span Load Combination Max. "+" Deft Location in Span L Only 1 0.7342 11.836 0.0000 0.000 [Vui Riións 1 Support notation : Far left is #1 Values in KIPS Load Combination - Support 1 Support 2 Overall MAXimum 4.054 4.054 Overall MiNimum 0.564 0.564 D Only 0.940 0.940 4.054 4.054 0.940 0.940 0.940 0.940 +O'0.750Lr*0.750L41 3.275 3.275 sO+0.750Ls0.75059H 3.275 3.275 'O+W4H 0.940 0.940 0.940 0.940 '040.750Lr40.750L40.750W41 3.275 3.275 4040.750L40.750540.750W4H 3.275 3.275 +040.750Lr'0.750L40.5250E+H 3.275 3.275 4040.750L40.750540.5250E+H 3.275 3.275 .0.600+W*t 0.564 0.564 +0.60D.0.70E41 0.564 0.564 D Only 0.940 0.940 Lr Only LOnly 3.114 3.114 S Only W Only EOnly H Only D Only 0.940 0.940 4.054 4.054 404.r4H 0.940 0.940 *0+541 0.940 0.940 *0*0.750Lr+0.750L41 3.275 3.275 ..D*0.750L+0.750S41 3.275 3.275 +0+W4I 0.940 0.940 40+0.70E41 0.940 0.940 *0*0.750Lr*0.750L*0.750W'H 3.275 3.275 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the 'Settings' menu item Project Descr: and then using the 'Printing & Title Block' selection. Pnnted: 18 DEC 2017. 2:18PM [Wood Beam File= R:11UBK11-DIC7A4YC-FIBWSUXF-HIBWSUXF-H.EC5 1111 ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver:6.16.6.7 I Description: CATWALK GL911 17ft long CODE REFERENCES Calculations per NDS 2012, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,400.0 psi E: Modulus of Elasticity Load Combination ASCE 7-05 Fb - Compr 1,850.0 psi Ebend- xx 1 ,800.0ksi Fc - Prll 1,650.0 psi Eminbend - xx 950.0 ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.0 ksi Wood Grade :24F - V4 Fv 265.0 psi Eminbend - yy 850.0 ksi Ft 1,100.0psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.08) L(0.265) 6.75x12 Span = 17.250 ft Lj!pplied Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.080, L = 0.2650, Tributary Width = 1.0 ft DESIGN SUMMARY 1Ifi1I1X Maximum Bending Stress Ratio = 0.39w I Maximum Shear Stress Ratio = 0.185 :1 Section used for this span 6.75x12 Section used for this span 6.75x12 fb : Actual = 950.55 psi fv :Actual = 49.07 psi FB : Allowable 2,381 .19 psi Fv: Allowable = 265.00 psi Load Combination 40+141 Load Combination 40+141 Location of maximum on span = 8.625ft Location of maximum on span = 16.306 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.304 in Ratio = 682 '=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.092 in Ratio = 2259>=180 V Max Upward Total Deflection 0.000 in Ratio = 0<180 Load Combination - - Max Stress Rados Segment Length Span # M V C C FN C Cr Maximum Forces & Stresses for Load Combinations Cm C t CL Moment Values M lb Fb V Shear Values ly Fv D Only 0.00 0.00 0.00 0.00 Length = 17.250 ft 1 0.103 0.048 0.90 0.992 1.00 1.00 1.00 1.00 1.00 2.98 220.42 2143.07 0.61 11.38 238.50 40+L4F1 0.992 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 17.250 ft 1 0.399 0.185 1.00 0.992 1.00 1.00 1.00 1.00 1.00 12.83 950.55 2381.19 2.65 49.07 265.00 0.992 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 17.250 ft 1 0.074 0.034 1.25 0.992 1.00 1.00 1.00 1.00 1.00 2.98 220.42 2976.48 0.61 11.38 331.25 .D+S*l 0.992 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 17.250 ft 1 0.080 0.037 1.15 0.992 1.00 1.00 1.00 1.00 1.00 2.98 220.42 2738.36 0.61 11.38 304.75 +0*0.750Lrs0.750L41 0.992 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 17.250 ft 1 0.258 0.120 1.25 0.992 1.00 1.00 1.00 1.00 1.00 10.37 768.01 2976.48 2.14 39.65 331.25 4090.750L40.750S#1 0.992 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 17.250 ft 1 0.280 0.130 1.15 0.992 1.00 1.00 1.00 1.00 1.00 10.37 768.01 2738.36 2.14 39.65 304.75 6 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Project Title: Engineer: Project ID: Project Descr: Printed: 18 DEC 2017. 2:18PM Wood Beam Description: CATWALK GLB1 17ft long Load Combination Max Stress Ratios Segment Length Span# M V C C FN C I Cr *D+W+H 0.992 1.00 1.00 Length = 17.250 ft 1 0.058 0.027 1.60 0.992 1.00 1.00 4040.70E+H 0.992 1.00 1.00 Length = 17.250 It 1 0.058 0.027 1.60 0.992 1.00 1.00 +040.750Lr40.750L40.750W4H 0.992 1.00 1.00 Length = 17.250 It 1 0.202 0.094 1.60 0.992 1.00 1.00 -'040.750L40.750S40.750W-*l 0.992 1.00 1.00 Length = 17.250 It 1 0.202 0.094 1.60 0.992 1.00 1.00 +040.750Lr40.750L-'0.5250E4H 0.992 1.00 1.00 Length= 17.250 ft 1 0.202 0.094 1.60 0.992 1.00 1.00 1O-.O.750L40.750540.5250E41 0.992 1.00 1.00 Length= 17.250 ft 1 0.202 0.094 1.60 0.992 1.00 1.00 4060D+W*H 0.992 1.00 1.00 Length = 17.250 ft 1 0.035 0.016 1.60 0.992 1.00 1.00 .0.60D+0.70E*H 0.992 1.00 1.00 Length = 17.250 ft 1 0.035 0.016 1.60 0.992 1.00 1.00 veralli'Miximum Difltions ENERcALc, INC. 1983-2016, Build:6.16.6.7, Ver:6.16.6.7 Cm C t CL Moment Values M th Fb V Shear Values fv Pv 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 2.98 220.42 3809.90 0.61 11.38 424.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 2.98 220.42 3809.90 0.61 11.38 424.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 10.37 768.01 3809.90 2.14 39.65 424.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 10.37 768.01 3809.90 2.14 39.65 424.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 10.37 768.01 3809.90 2.14 39.65 424.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 10.37 768.01 3809.90 2.14 39.65 424.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.79 132.25 3809.90 0.37 6.83 424.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.79 132.25 3809.90 0.37 6.83 424.00 Load Combination Span Max. '-' Defi Location in Span Load Combination Max. '+' Defi Location in Span L Only 1 0.3035 8.688 0.0000 0.000 [VertiI Rtions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.976 2.976 Overall MiNimum 0.414 0.414 D Only 0.690 0.690 +04.41 2.976 2.976 0.690 0.690 .0+541 - 0.690 0.690 '040.750Lr9O.750L*41 2.404 2.404 .0s0.750L+0.750S41 2.404 2.404 0.690 0.690 .0+0.70E#1 0.690 0.690 +040.750Lr9O.750L90.750W-*l . 2.404 2.404 4D+O.750L+0.750S40.750W41 2.404 2.404 +040.750Lr4O.750L-.0.5250E-.H 2.404 2.404 +0+0.750L40.750S40.5250E41 2.404 2.404 +0.60D+W+H 0.414 0.414 +0.60D+0.70E+H 0.414 0.414 D Only 0.690 0.690 LrOnly L Only 2.286 2.286 S Only WOnly EOnly HOnly D Only 0.690 0.690 .04*I 2.976 2.976 -.04.r41 0.690 0.690 .+0+S4I 0.690 0.690 -.0-.0.750Lr40.750L#t 2.404 2.404 -.0-.0.750L+0.750541 2.404 2.404 0.690 0.690 +040.70E41 0.690 0.690 +040.750Lr+0.750L+0.750W41 2.404 2.404 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the Settings" menu item Project Descr: and then using the "Printing & Title Block selection. iitie blOCK Line Printed: 18 DEC 2017, 2:18PM Wood Beam File R:1u8K11-DC7A4YC-F\BWSuXF-HtBWSUXF-H.EC6 I ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver:6.16.6.7 Description: BRIDGE GLB1 rTcoDEREEERENcEs 1 Calculations per NDS 2012, IBC 2015, CBC 2016, ASCE 7-10 F Load Combination Set: ASCE 7-10 WB2 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,400.0 psi E: Modulus of Elasticity Load Combination ASCE 7-05 Fb - Compr 1,850.0 psi Ebend- xx 1,800.0 ksi Fc - PrIl 1,650.0 psi Eminbend - xx 950.0 ksi Wood Species : DF/DF Fc - Perp - 650.0 psi Ebend- yy 1,600.0 ksi Wood Grade :24F - V4 Fv 265.0 psi Eminbend - yy 850.0 ksi Ft 1,100.0psi Density 31.20pcf. Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.08) L(0.265) Span = 23.0 ft Service loads entered Load Factors will be applied for calculations Uniform Load: D = 0.080, L = 0.2650 Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.3921 Maximum Shear Stress Ratio 0.178:1 Section used for this span 6.75x16.5 . Section used for this span 6.75x16.5 fb : Actual = 893.81 psi fv: Actual = 47.19 psi FB : Allowable = 2,241.14psi Fv: Allowable = 265.00 psi Load Combination -+O+L-'-H Load Combination +D*t+I-1 Location of maximum on span = 11.500ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span #1 Maximum Deflection Max Downward Transient Deflection 0.369 in Ratio = 747 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.111 in Ratio = 2477>=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Maximum Forces & Stresses for Load Combinations I Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C C FN C I Cr Cm C t CL M fb Fb V fv Fv D Only . 0.00 0.00 0.00 0.00 Length = 23.0 It 1 0.103 0.046 0.90 0.934 1.00 1.00 1.00 1.00 1.00 5.29 207.26 2017.03 0.81 10.94 238.50 +04.4I 0.934 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.oft 1 0.399 0.178 1.00 0.934 1.00 1.00 1.00 1.00 1.00 22.81 893.81 2241.14 3.50 47.19 265.00 O+1r+H 0.934 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.oft 1 0.074 0.033 1.25 0.934 1.00 1.00 1.00 1.00 1.00 5.29 207.26 2801.43 0.81 10.94 331.25 *0+341 0.934 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 23.0 ft 1 0.080 0.036 1.15 0.934 1.00 1.00 1.00 1.00 1.00 5.29 207.26 2577.31 0.81 10.94 304.75 *O*0.750Lr*O.750L41 0.934 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.oft 1 0.258 0.115 1.25 0.934 1.00 1.00 1.00 1.00 1.00 18.43 722.17 2801.43 2.83 38.13 331.25 +O*0.750L*0.750S41 0.934 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.oft 1 0.280 0.125 1.15 0.934 1.00 1.00 1.00 1.00 1.00 18.43 722.17 2577.31 2.83 38.13 .304.75 8 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Punted: 18 DEC 2017, 2:18PM W00 Beam File = R:t1U8K11-DC7A4YC-RBWSUXF-H\BWSUXF-H.EC6 ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver:6.16.6.7 Ii*i.te.. Lea] I1Ii Description: BRIDGE GL81 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C i Cr Cm C t CL M fb Pb V fV F'v 0.934 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.oft 1 0.058 0.026 1.60 0.934 1.00 1.00 1.00 1.00 1.00 5.29 207.26 3585.83 0.81 10.94 424.00 io*0.70E*H . 0.934 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.oft 1 0.058 0.026 1.60 0.934 1.00 1.00 1.00 1.00 1.00 5.29 207.26 3585.83 0.81 10.94 424.00 4040.750Lr40.750L40.750W*I 0.934 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.Oft 1 0.201 0.090 1.60 0.934 1.00 1.00 1.00 1.00 1.00 18.43 722.17 3585.83 2.83 38.13 424.00 4040.750L40.750S40.750W+H 0.934 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.oft 1 0.201 0.090 1.60 0.934 1.00 1.00 1.00 1.00 1.00 18.43 722.17 3585.83 2.83 38.13 424.00 4O40.750Lr40.750L40.5250E+H 0.934 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.oft 1 0.201 0.090 1.60 0.934 1.00 1.00 1.00 1.00 1.00 18.43 722.17 3585.83 2.83 38.13 424.00 +040.750L40.750S40.5250E4H 0.934 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.0ft 1 0.201 0.090 1.60 0.934 1.00 1.00 1.00 1.00 1.00 18.43 722.17 3585.83 2.83 38.13 424.00 40.60D+W9FI 0.934 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.oft 1 0.035 0.015 1.60 0.934 1.00 1.00 1.00 1.00 1.00 3.17 124.36 3585.83 0.49 6.57 424.00 4060D'0.70E*l 0.934 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.oft 1 0.035 0.015 1.60 0.934 1.00 1.00 1.00 1.00 1.00 3.17 124.36 3585.83 0.49 6.57 424.00 EOiiãlIMimum DfIions 1 Load Combination Span Max. "-" Dell Location in Span Load Combination Max. "+" Dell Location in Span LOnly 1 0.3690 11.584 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.968 3.968 Overall MINimum 0.552 0.552 D Only 0.920 0.920 *O'44I 3.968 3.968 +04r41 0.920 0.920 +0+S41 0.920 0.920 +0+0.750Lr40.750L4H 3.206 3.206 *D*0.750L40.750541 3.206 3.206 *D+W+H 0.920 0.920 *O*0.70E4t 0.920 0.920 'D40.750Lr4O.750L40.750W+H 3.206 3.206 4040.750L+0.750S+0.750W#t 3.206 3.206 sD40.750Lr+0.750L40.5250E41 3.206 3.206 'O+0.750L+0.750S90.5250E+H 3.206 3.206 +0.60D+W4H 0.552 0.552 40.60040.70E4H 0.552 0.552 D Only 0.920 0.920 Lr Only L Only 3.048 3.048 S Only WOnly E Only H Only D Only 0.920 0.920 +04.+H 3.968 3.968 0.920 0.920 .1.0+541 0.920 0.920 4040.750Lr40.750L4f1 3.206 3.206 s0sO.750L+0.750S41 3.206 3.206 40+W4H 0.920 0.920 +0.+0.70E41 0.920 0.920 .1040.750Lr40.750L40.750W+H 3.206 3.206 9 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings' menu item Project Descr: and then using the "Printing & Title Block' selection. Title Block Line 6 Panted: 18 DEC 2017, 2:18PM Wood Beam File = R:1U8K11-DC7A4YC-F1BWSUXF-HBWSUXF-H.EC6 I ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver:6.16.6.7 Description: BRIDGE GLB1at Stairs F. ECODE REFERENCES Calculations per NDS 2012, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,400.0 psi E: Modulus of Elasticity Load Combination ASCE 7-05 Fb - Compr 1,850.0 psi Ebend- xx I ,800.0ksi Fc - PrO 1,650.0 psi Eminbend - xx 950.0 ksi Wood Species : DFIDF Fc - Perp 650.0 psi Ebend- yy 1,600.0 ksi Wood Grade :24F - V4 Fv 265.0 psi Eminbend - yy 850.0 ksi Ft 1,100.0psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(1.3)L(2.6) D(1.3 L(2.6) V Vi 0(0.08) L(0.265) 6.7506.5 Span = 23.0 ft Service loads entered. Load Factors will be applied for calculations. Point Load: D= 1.30, L=2.60k@1.oft Point Load: D= 1.30, L=2.60k@6.oft Uniform Load: D = 0.080, L = 0.2650, Tributary Width = 1.0 ft Maximum Bending Stress Ratio = Section used for this span fb:Actual = FB : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.6721 Maximum Shear Stress Ratio = 0.316 :1 6.75x16.5 Section used for this span 6.75x16.5 1,508.61 psi fv : Actual = 83.73 psi 2,241.I4psi Fv : Allowable = 265.00 psi 40+L+H Load Combination 90-'t4H 8.058ft Location of maximum on span = 0.000 ft Span # 1 Span # where maximum occurs = Span # 1 0.583 in Ratio = 473 >=360 0.000 in Ratio = 0<360 0.218 in Ratio= 1263>=180 0.000 in Ratio= 0<180 Load Combination Max Stress Ratios Segment Length Span# M V C C FN C I Cr _!!1C1A1111%!t1L!1W1U1WO OL100000 WI IUdU n..UIIIUIIIdIInJII Cm C t CL Moment Values M fb Pb V Shear Values 'Iv F'v D Only 0.00 0.00 0.00 0.00 Length =23.oft 1 0.210 0.097 0.90 0.934 1.00 1.00 1.00 1.00 1.00 10.82 423.86 2017.03 1.72 23.12 238.50 iO4*I 0.934 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.oft 1 0.673 0.316 1.00 0.934 1.00 1.00 1.00 1.00 1.00 38.50 1,508.61 2241.14 6.22 83.73 265.00 4O4Lr+H 0.934 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.oft 1 0.151 0.070 1.25 0.934 1.00 1.00 1.00 1.00 1.00 10.82 423.86 2801.43 1.72 23.12 331.25 0.934 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.oft 1 0.164 0.076 1.15 0.934 1.00 1.00 1.00 1.00 1.00 10.82 423.86 2577.31 1.72 23.12 304.75 4Os0.750Lr4O.750L+H 0.934 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 23.0 ft 1 0.441 0.207 1.25 0.934 1.00 1.00 1.00 1.00 1.00 31.56 1,236.60 2801.43 5.09 68.58 331.25 10 Title Block Line 1 You can change this area using the 'Settings menu item and then using the Printing & Title Block selection. Project Title: Engineer: Project ID: Project Descr: Printed: 18 DEC 2017. 2:18PM I Wood Beam piie = 1UEM1UllMY 1bVVbUAMlWUAH.L,b • ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver:6.16.6.7 • ItTTEII*Isk.l.IsI Description: BRIDGE GLB1at Stairs Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C i Cr CmCt CL M fb Pb fv F'v *D*0.750L*0.7505441 0.934 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 23.0 It 1 0.480 0.225 1.15 0.934 1.00 1.00 1.00 1.00 1.00 31.56 1,236.60 2577.31 5.09 68.58 304.75 0.934 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.oft 1 0.118 0.055 1.60 0.934 1.00 1.00 1.00 1.00 1.00 10.82 423.86 3585.83 1.72 23.12 424.00 -iO.0.70E*H 0.934 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.oft 1 0.118 0.055 1.60 0.934 1.00 1.00 1.00 1.00 1.00 10.82 423.86 3585.83 1.72 23.12 424.00 +O-.0.750Lr'0.750L40.750W*H 0.934 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.oft 1 0.345 0.162 1.60 0.934 1.00 1.00 1.00 1.00 1.00 31.56 1,236.60 3585.83 5.09 68.58 424.00 sD-+0.750L40.750S40.750W*H 0.934 1.00 1.00 1.00 1.00 1.00 -. 0.00 0.00 0.00 0.00 Length =23.Oft 1 0.345 0.162 1.60 0.934 1.00 1.00 1.00 1.00 1.00 31.56 1,236.60 3585.83 5.09 68.58 424.00 -s0+0.750Lr40.750Li0.5250E-*I 0.934 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.oft 1 0.345 0.162 1.60 0.934 1.00 1.00 1.00 1.00 1.00 31.56 1,236.60 3585.83 5.09 68.58 424.00 'O90.750L40.750S40.5250E4H 0.934 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.oft 1 0.345 0.162 1.60 0.934 1.00 1.00 1.00 1.00 1.00 31.56 1,236.60 3585.83 5.09 68.58 424.00 40.60D+W4H 0.934 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 23.0 ft 1 0.071 0.033 1.60 0.934 1.00 1.00 1.00 1.00 1.00 6.49 254.32 3585.83 1.03 13.87 424.00 .0.60D.0.70E*H 0.934 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.Oft 1 0.071 0.033 1.60 0.934 1.00 1.00 1.00 1.00 1.00 6.49 254.32 3585.83 1.03 13.87 424.00 EOaliMiiimurnDifliii Load Combinaon Span Max. "-" Defi Location in Span Load Combination Max. W Defi Location in Span LOnly 1 0.5825 11.080 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 10.581 5.154 Overall MiNimum 1.875 0.789 DOnly 3.124 1.316 404+Fl 10.581 5.154 -.041-ill 3.124 1.316 3.124 1.316 -'0-.0.750Lr-.0.750L-.fl 8.716 4.195 -s0+0.750L.0.750S*H 8.716 4.195 40+W-.H 3.124 1.316 4040.70E+H 3.124 1.316 .0+0.750Lr40.750L40.750W4H 8.716 4.195 +0-+0.750L40.750S40.750W4H 8.716 4.195 .0-.0.750Lr-.0.750L-.0.5250E41 8.716 4.195 -+040.750L0.750S40.5250E+H 8.716 4.195 -.0.60D+W+H 1.875 0.789 +0.60D40.70E*H 1.875 0.789 DOnly 3.124 1.316 LrOnly L Only 7.456 3.839 S Only W Only E Only H Only DOnly 3.124 1.316 -.0*1-ill 10.581 5.154 -.D*lr4l 3.124 1.316 -.0+5*41 3.124 1.316 +D*0.75OLr*0.750L*ll 8.716 4.195 ..0*0750L-.0750S-.fl 8.716 4.195 -.0+W-.H 3.124 1.316 +0+0.70E+fI 3.124 1.316 *D*0.750Lr*0.750L*0.750W*H 8.716 4.195 S 11 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the Settings" menu item Project Descr: and then using the"Printing & Title Block' selection. Title Block Line 6 Printed: 18 DEC 2011, 2:18PM Wood Column File = R:1U8K11-DtC7A4YC--FiBWSUXF-HtBWSUXF-H.EC6 •.. . ENERCAIC, INC. 1982016, Build:6.16.6.7; Ver:6.16.6.7 1 Description: TYPICAL 8X8 POST P1 FCode References . Calculations per 2012 NDS, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 Thenera1 Information . Analysis Method: Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height 10.0 It (Used for non-slender calculations) Wood Species Douglas Fir - Larch Wood Grade No.1 Fb - Tension 1200 psi Fv 170 psi Fb - Compr 1200 psi Ft 825 psi Fc - Prll 1000psi Density 31.2 pcf Fc - Perp 625 psi E: Modulus of Elasticity... x-x Bending y-y Bending Basic 1600 1600 Minimum 580 580 Wood Section Name 8x8 Wood GradinglManuf. Southern Pine Wood Member Type Sawn Exact Width 7.50 in Allow Stress Modification Factors Exact Depth 7.50 in Cf or Cv for Bending Area 56.250 inA2 Cf or Cv for Compression Ix 263.672 mM Cf or Cv for Tension lY 263.672 mM Cm: Wet Use Factor Ct: Temperature Factor Cfu : Flat Use Factor Axial Kf: Built-up columns 1600 ksi Use Cr: Repetitive? Brace condition for deflection (buckling) along columns: X-X (width) axis: Fully braced against buckling along X-X Axis Y-Y (depth) axis: Fully braced against buckling along V-V Axis 1.0 1.0 1.0 1.0 1.0 1.0 1.0 NDS 15.3.2 No Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included: 121.875 lbs * Dead Load Factor AXIAL LOADS... Axial Load at 10.0 ft, D = 2.90, L = 11.0k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial48ending Stress Ratio = 0.2493:1 Load Combination Governing NDS Forumla Comp Only, fc/Fc' Location of max.above base 0.0 ft At maximum location values are... Applied Axial 14.022 It Applied Mx 0.0 k-ft Applied My 0.0 k-ft Fc : Allowable 1,000.0 psi PASS Maximum Shear Stress Ratio = 0.0:1 Load Combination 40.600+0.70E*l Location of max.above base 10.0 ft Applied Design Shear 0.0 psi Allowable Shear 272.0 psi Load Combination Results Maximum SERVICE Lateral Load Reactions.. Top along V-V 0.0 k Bottom along V-V 0.0 k Top along X-X 0.0 k Bottom along X-X 0.0 k Maximum SERVICE Load Lateral Deflections Along V-V 0.0 in at it above base for load combination: Along X-X in at it above base for load combination: Other Factors used to calculate allowable stresses... Bending Compression Tension Maximum Axial + Bending Stress Ratios C D C P Stress Ratio Status Location X-X Axis Reaction V-V Axis Reaction @Base @Top @Base @Top Maximum Shear Ratios Stress Ratio Status Location Note: Only non-zero reactions are listed. Axial Reaction © Base Load Combination Maximum Reactions Load Combination Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-V Deflection Distance 12 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 18 DEC 2017, 2:18PM Wood Column File R1U8K11DC7A4YC'+\BWSUXF'H8WSUXFH.EC6 ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver:6.16.6.7 I uI*l.kfl.U[eIiLI1l Description: TYPICAL 8X8 POST ESktches I Loads are total entered value. Arrows do not reflect absolute direction. 13 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the Settings' menu item Project Descr: and then using the 'Printing & Title Block" selection. Title Block Line 6 Printed: 18 DEC 2017, 2:18PM F Steel Beam File R:1U8K11-DC7A4YC-FBWSUXF-HBWSuXF-H.Ec6 I. ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver:6.16.6.7 I Lic. KW-060C230'. Licensee 11211 Description: E BLDG 16 STAIR STRINGER CODE REFERENCES Calculations per 2012 NDS, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 Material Properties Analysis Method: Load Resistance Factor Design Fy : Steel Yield: 36.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Span = 19.0f1 C10x15.3 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load: D = 0.120, L = 0.2250 klft, Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.530:1 Maximum Shear Stress Ratio = 0.103 :1 Section used for this span C10x15.3 Section used for this span C10x15.3 Mu: Applied 22.743k-ft Vu : Applied 4.788 k Mn * Phi: Allowable 42.930 k-ft Vn * Phi: Allowable 46.656 k Load Combination +1.20D+0.50Lr+1.60L+1.60H Load Combination +1.200+0.50Lr+1.60L+1.60H Location of maximum on span 9.500ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span #1 Maximum Deflection Max Downward Transient Deflection 0.339 in Ratio = 671 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.181 in Ratio = 1259 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi"Mnx Cb Rm VuMax Vnx Phi"Vnx +1.40D Dsgn.L= 19.00ff 1 0.177 0.034 7.58 7.58 47.70 42.93 1.00 1.00 1.60 51.84 46.66 +1.20D+0.5OLr+1.6OL+1.6OH Dsgn.L= 19.00 ft 1 0.530 0.103 22.74 22.74 47.70 42.93 1.00 1.00 4.79 51.84 46.66 +1.200+1.60L40.505+1.60H Dsgn.L= 19.00 It 1 0.530 0.103 22.74 22.74 47.70 42.93 1.00 1.00 4.79 51.84 46.66 +1.20D+1.60Lr+.50L Dsgn.L= 19.00 it 1 0.270 0.052 11.57 11.57 47.70 42.93 1.00 1.00 2.44 51.84 46.66 +1.20D+1.60Lr.i.80W Dsgn.L= 19.00 It 1 0.151 0.029 6.50 6.50 47.70 42.93 1.00 1.00 1.37 51.84 46.66 +1.20D'0.50L+1.605 Dsgn. L = 19.00 It 1 0.270 0.052 11.57 11.57 47.70 42.93 1.00 1.00 2.44 51.84 46.66 +1.20D+1.605.0.80W Dsgn.L= 19.00 ft 1 0.151 0.029 6.50 6.50 47.70 42.93 1.00 1.00 1.37 51.84 46.66 +1.20D.0.50Lr.0.50L+1.60W Dsgn.L= 19.00 ft 1 0.270 0.052 11.57 11.57 47.70 42.93 1.00 1.00 2.44 51.84 46.66 +1.20D.0.50L40.505+1.60W Dsgn.L= 19.00 ft 1 0.270 0.052 11.57 11.57 47.70 42.93 1.00 1.00 2.44 51.84 46.66 +1.20D40.50L.0.205'€ Dsgn.L= 19.00 ft 1 0.270 0.052 11.57 11.57 47.70 42.93 1.00 1.00 2.44 51.84 46.66 40.90D+1.60W+1.60H Dsgn.L= 19.00 It 1 0.114 0.022 4.87 4.87 47.70 42.93 1.00 1.00 1.03 51.84 46.66 40.90D4E+1.60H Dsgn.L= 19.00 It 1 0.114 0.022 4.87 14 4.87 47.70 42.93 1.00 1.00 1.03 51.84 46.66 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the Settings menu item Project Descr: and then using the "Printing & Title Blocks selection. Title Block Line 6 Printed: 18 DEC 2017, 2:18PM Steel Beam File = R:1U8K11-DC7A4YC-RBWSUXF-HBWSUXF--H.EC6 ENERCALC, INC. 1983-2016, Buitd:6.16.6.7, Ver:6.16.6.7 I IUT!WuItsIsInMs1 Description : BLDG 16 STAIR STRINGER bii Mimum Dfli Load Combination Span Max. Defi Location in Span Load Combination Max. W Dell Location in Span L Only 1 0.3396 9.554 0.0000 0.000 [ViiiI Ritions 1 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.278 3.278 Overall MiNimum 0.684 0.684 DOnly 1.140 1.140 3.278 3.278 .+O+1r41 1.140 1.140 .0+541 1.140 1.140 -'00.750Lr-'0.750L*I 2.743 2.743 -.D-.0.750L+0.750S41 2.743 2.743 *D+W*H 1.140 1.140 ..0*0.70E*H . 1.140 1.140 *D.0.750Lr*0.750L*0.750W*H 2.743 2.743 *D0.750L+0.750S*0.750W*H 2.743 2.743 *D*0.750Lr*0.750L*0.5250E-+H 2.743 2.743 '0*0.750L*0.750S40.5250E#I 2.743 2.743 +0.60D-.W*H 0.684 0.684 ..060D*0.70E*H 0.684 0.684 DOnly 1.140 1.140 LrOnly LOnly 2.138 2.138 S Only W Only EOnIy H Only DOnly 1.140 1.140 -'0*141 3.278 3.278 -s0*Lr4l 1.140 1.140 -'0+S41 1.140 1.140 *0*0.750Lr*0.750L41 2.743 2.743 '0*0.750L*0.750S*H 2.743 2.743 .'0*W4 1.140 1.140 +0*0.70E41 1.140 1.140 *0*0.750Lr*0.750L-.0.750W.+H 2.743 2.743 15 FOUNDATION DESIGN CORNER FOOTING F3 TRIB = 21'I2X5'/2 = 26.25 SF TOTAL DL=30X2 =6OPSF TOTAL LL= 100X2= 200PSF TOTOAL TOTOAL = 260PSF PDL= 60X26.25 = 1,575# PLL= 200X26.25 = 5,250# PT= 6,825# 3'X3' FOOTING CAPACITY = 3X3X1 500 = 13,500# OK MINUM REINFORCING = .0018X18"X36" = 1.16 IN --> 4#5 TYPICAL FOOTING F3A CATWALK TRIB = 42'I2X5?2 = 52.5 SF TOTAL DL=30X2=6OPSF TOTAL LL= 100X2= 200PSF PDL= 60X52.5 = 3,200# PL= 200X52.5 =10,500# PT= 13,700# STAIR TRIB = 10'/2X5'/2 = 12.5 SF TOTAL DL= 30X2 =6OPSF TOTAL LL= 100X2= 200PSF PDL=60X12.5= 750# P..= 200X12.5 = 2,500# PT= 3,250# TOTOAL LOAD = 17,000# 2.5'X8' FOOTING CAPACITY = 2.5X8X1500 = 30,000# OK LONG DIRECTION: MINUM REINFORCING = .0018X18"X30" = 0.97 IN2--> 3#5 SHORT DIRECTION: MINUM REINFORCING = .0018X18"X96" = 3.1 IN2--> 10#5 LONG DIRE. MOMENT = 1500 PSF X 5'X5'I8= 4687 #-FT (SERVICE LEVEL) LONG DIRE. MOMENT = 1.5X 1500 PSF X 5'X5'I8= 7030 #-FT (SERVICE LEVEL) AS = MI(0.9 D F) = 7.03X121(0.9X0.9X60KSI) = 1.7 IN (MINIMUM GOVERNS) 16