The URL can be used to link to this page

Home My WebLink About2659 STATE ST; 100; CBC2018-0175; PermitCgity of a sbad- Permit No: CBC2018-0175 Commercial Permit Print Date: 09/27/2018 Job Address: 2659 State St, 100 Permit Type: BLDG-Commercial Work Class: Tenant Improvement Parcel No: 2030542600 Lot U: Valuation: $214,364.59 Reference U: Occupancy Group: Construction Type: Status: Closed - Finaled Applied: 03/30/2018 Issued: 05/03/2018 Permit Finaled: Inspector: TFraz Final Inspection: 9/27/2018 11:00:28AM Contractor: VIKING COMMERCIAL CONSTRUCTION 3150 Pio Pico Dr Carlsbad, CA 92008 760-931-9990 U Dwelling Units: Bathrooms: Bedrooms: One. Plan Check U: Plan Check U: Project Title: Description: BLOC CO-WORK: 4609 SF T.I. - OFFICE SPACE, 2 ADA RESTROOMS AND KITCHENTTE Applicant: Owner: CURTIS CLAVE 2659 STATE PARTNERS LLC 2659 State St 760-683-4631 CARLSBAD, CA 92008 BUILDING PERMIT FEE ($2000+) $1,034.25 BUILDING PLAN CHECK FEE (BLDG) $723.98 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $89.00 GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION $170.00 MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $55.00 PLUMBING BLDG COMMERCIAL NEW/ADDITION/REMODEL $86.00 5B1473 GREEN BUILDING STATE STANDARDS FEE , $9.00 STRONG MOTION-COMMERCIAL $60.02 Total Fees: $2,227.25 Total Payments To Date: $2,227.25 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 ITHE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE DPLANNING DENGINEERING DBUILDRIe OFIRE DHEALTH DHAZMATIAPCD I ('city of Building Permit Application Plan Check N<&,c2017-6175 Eat. Value Q f L4 3(, £./.191 ,7j 1835 Faraday Ave. Carlsbad, CA 92008 Carlsbad 760-602-2719 Fax: 760-602-8558 Plan Ck. Deposit '7 email: bulldlng@mrlsbadca.gov cadsbadca.gov Date 3J3o/1 9 Iswpi, www.carsbadca.gov JOB ADDRESS 29i I Gt,bJ c ?4e I s. (00 2$3 - O 2.4 00 r r r'° Ii amRooNG ImImrmrs,i Ite1R.TY 8LO DOMIPTIONWWOR111i cIus Sqtws F..tcNY.edArs.) cP ef •Rt4 (p.. ru,. 4o* tti+f"' aii l tckiwf* OUSTING USE IPROPO5€D USE I Oce IGARAGE (SF) I 0 PATIOS(SF) IDECKS(SF) I 0 IRR JYsD NO1I lMRCONDmONING YESNODI IFIRESPRINKLERS YESDNO APPUCAKT NAME C.Mcr CllLJft 'ROPSEWOWNER NAME ic Th4c tMvf h..,, 14C ADDRESS 24S (IIIIfr S4.. ADDRESS 316 Vh L.J11 4 CITY STATE ZIP CITY STATE VP PHONE no FAX PHONE 61 rtb 1U1 I IFM U,(pc. EMAIL K cow' EMAIL bfc*d'i Lt Unt. .,4v4rq1'4r. c.ø ( C4.L44IA, ADDRESS ADDRESS Htrsw Aiie vAs ki 11I CITY C9. STATE ZIP Cit CITY - .'Al ZIP cOd .. PHONE D5 1'c '511, FAX 211 (.5$cb,L, lFA ' EMAIL _______________ $TATEUO I IPM JTATE LIDS qç i RI I bySeJon 31001115 LCade. btheptm kbsHththIspenrdfIsaied. IIivu,d'U 'e.,IathedbySm3700the Lcoda for ftpbw=dftwork forwNM 116pwrilbbud My ..taiecaiIorad poNcy PcNcyPID 9 i ci wcc -, ' UCcNcIftd6 1_1 Ic&*%dkIIh9pwIXaw .aIUeh tdLt CIlan WARMIIG:Fktsthuceøa.'cençsnuoevvigsIstmu addMcntoEdcIw--%dwiuesnpssuIdldthrID ofli cc. O4LA1URE 0 I o the myethwserç do the d noIkdcfae(Sec. 7044, *saidPCodaTheCois aWvftd=sMwft NnWordw4hNsmmVIqp% pvMWIWsuM knpoamftwenghiMdethwoteredtr edo. If bce, ftbAftorMumnedl IsmW wft am ywalcoirplollm the oenuIDâ1erwG 0 1. asomwollhe pefly, an ey*rwMI dca isboanhuthept(Sec7044iessan1 P_ de: The Con La. does ial çIybonoenerc( themes, and sthradi 0 I 1.1 pemoryai othemIaid a.MddothroonStiudnitVep,Xoeedcpe 1ponwmrt Qvss DID 1I(hm1hmmQeqwIan 110-1onbebUIdngpthepcopesedanI. &I hwaffftmw1h the w1oft panes (Mn)bpovMethe 4.1 pIes lopvAb pthrsfflewod4 bid how Mal ftfdbWngIDesedodo, E IWo1doeesacthew*btd I I ' puidUnrd cMIthnupIDcnshtmddthe,addaIu,(11OO,OCOF DATE 3-224—/ r1 \ PedeyTwsiHeswiAesesfld7 Yes 'Pb dWW Y #' No NETCE IS UEETUIGTEE IEDUMENTS OF TIE OFFICE OF E09YSERVI02SAImThE I hefty aO:m that liem Is acondIon bndv apm brdw pabmm cfthewadithle permitbissued (SeD. 3097 (1) CM Code). LCRdeeN LeodVsAoss vIDBa4FyNIoH,a4.1IEcIIyoFCR.z BMYMEvaypontMmdbyft*A*qQ%Mwftl*pW=dftCobdda*byI ad , _____ 1AA Code) Owntwo smws DATE 3 i 2 —I g STOP: This SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. Fu (T60) 6O2156O Emill bUUdI9 dahadgWarMto xIII bnto01ycjQaftW, Se0*ig Divielon 1635 Fereday Avenue, C&ed, CAW *=& CO# (CMesW. CUNTACT onEs OCCUPMIrS ADOSS BUILDNOAEORS CRY STATE ZP CRY STATE MP catlsbed CA PMw FAX OFAIL CCCUPNWSUUS. LID. N.. DEUVERYOPTUM P09k UP: CONTACT (LNtedoes) OCCUPANT (Usd aboes) CONTRACTOR (On P9 i ASSOC CBI MAIL TO: COFITACI(LI.tedebsse) OCCUPANT (I.ay.) CONTRACTOR (On g. iio calANSE IN Uii/ NOCOFISTIWCTION MAIL/ FAX TO OThEft_______________________________ CIIANSE OF USE/ NO CONSTRUCTION 1E 3 frHE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: DPLANNING EJENGINEERING QBUILDING DFIRE DHEALTH EJHAZMAT!APCD I C( bity of Cdisbad Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 email: building©carlsbadca.gov www.carlsbadca.gov Plan Check No. Est. Value Plan Ck. Deposit Date JOB ADDRESS ,, SUITE#/SPACE#/UNITN 1610 ,T/PROJECT # LOT A PHASE A # OF UNITS A BEDROOMS A BATHROOMS TENANT BUSINESS NAME 41.4 UP, p , /ONSTR. TYPE 0CC. GROUP DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) 2 2O1 Cl7-), EXISTING USE PROPOSED USE GARAGE (SF) PATIOS (SF) DECKS (SF) FIREPLACE I YE5I:l#. NoII AIR CONDITIONING l YES ENO U IFIRESPRINKLERS YES[—] NO[—] APPLICANT NAME Primary Contact PROPERTY OWNER NAME ADDRESS ADDRESS CITY STATE ZIP CITY STATE ZIP PHONE FAX PHONE FAX EMAIL EMAIL DESIGN PROFESSIONAL CONTRACTOR BUS. NAME 1t.d ADDRESS ADDRESS 1r,0;0_. CITY STATE ZIP STATE ZIP 120r" CITY c-L. if. PHONE FAX PHONE 6O 31 'nio FAX EMAIL EMAIL STATE LIC. A STATE LIC.# 804 CLASS I CITY BUS. LIC.# uw4O'ic (Sec: 7031.5 Business and Professions Code: Any City or County which requires a permitto 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, commendlngwlth 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 Denalty of not more than five hundred dollars ($50011. ®01 6170®) Wo rs' Compensation Declaration: thereby affirm under penalty of pe4uiyona of the following declarations: I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. U] 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 carder and policy number are: Insurance Co. _Si.!&Le Coa.iiip4s,i Policy No. it) CO Expiration Date ijVI. Is section need not be completed tithe permit is for one hundred dollars ($100) or less. Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage Is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (9100,000), in addition to the cost of compensation, damage rovided for In on 3706 of the Labor code, interest and attorney's lees. 'CONTRACTOR SIGNATURE J,AGENT DATE ®W(1)0t.®G ®@ 1?0®(] I hereby aftkm theft am exempt from Contractor's License Law for the following reason: [] I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's license Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not Intended or offered for 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). [J 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). [J lam 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. (:lYes I1No 2.1(have / have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name address! phone/contractors' license number): I plan to provide portions of the work, butt have hired the following person to coordinate, supervise and provide the major work Cinclude name! address! phone! contractors' license number): 5.1 will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name/address/phone/type of work): ..'PROPERTY OWNER SIGNATURE []AGENT DATE Permit Type: BLDG-Commercial Application Date: 03/30/2018 Owner: 2659 STATE PARTNERS LLC Work Class: Tenant Improvement Issue Date: 05/03/2018 Subdivision: SEASIDE LANDS Status: Closed - Finaled Expiration Date: 03/18/2019 Address: 2659 State St, 100 - Carlsbad, CA 92008-1627 IVR Number: 10464 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Grab bars, mirrors and towel dispensers No needed BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final No BLDG-Electrical Final No 0911812018 09/1812018 BLDG-Final 070335-2018 Partial Pass Tim Frazee Reinspection Incomplete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Grab bars, mirrors and towel dispensers No needed Corrections made 9/18/18 Need paperwork 1) title 24 2) test & balance report 3) recycling 4) B-52 BLDG-Plumbing Final Yes BLDG-Mechanical Final Tamper proof devices on AC units Yes 9/18/1852 BLDG-Structural Final Yes BLDG-Electrical Final Yes 09/27/2018 09127/2018 BLDG-Final 071289-2018 Passed Tim Frazee Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Grab bars, mirrors and towel dispensers Yes needed - Corrections made 9/18/18 Need paperwork 1) title 24 2) test & balance report 3) recycling 4) B-52 All paperwork handed in, exit signs moved 9/27/2018 BLDG-Plumbing Final Yes BLDG-Mechanical Final Tamper proof devices on AC units Yes 9/18/1852 BLDG-Structural Final Yes BLDG-Electrical Final Yes September 27, 2018 Page 3 of 3 Permit Type: BLDG-Commercial Application Date: 03/30/2018 Owner: 2659 STATE PARTNERS LLC Work Class: Tenant Improvement Issue Date: 05/03/2018 Subdivision: SEASIDE LANDS Status: Closed - Finaled Expiration Date: 03/18/2019 Address: 2659 State St, 100 Carlsbad, CA 92008-1627 IVR Number: 10464 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date 07/0312018 0710312018 BLDG-66 Grout 062973-2018 Passed Tim Frazee Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 0711012018 07110/2018 BLDG-34 Rough 063569.2018 Passed Tim Frazee Complete Electrical Checklist Item COMMENTS L Passed BLDG-Building Deficiency Looked at potential disconnect locations for Yes HVAC units for clearances 08109I2018 08/09/2018 BLDG-34 Rough 066454.2018 Passed Tim Frazee Complete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-44 066453-2018 Passed Tim Frazee Complete Rough/Ducts/Dampe rs Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Electric Meter 066452-2018 Failed Tim Frazee Reinspection Complete Release Checklist Item COMMENTS Passed BLDG-Building Deficiency Checked to see what was needed for a No meter release 08/2112018 08/2012018 BLDG-18 Exterior 067458.2018 Passed Tim Frazee Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Electric Meter 067459-2018 Passed Tim Frazee Complete Release Checklist Item COMMENTS Passed BLDG-Building Deficiency Checked to see what was needed for a Yes meter release Meter Release OK 8/21/18 09/17/2018 09/1712018 BLDG-Final 070178.2018 Failed Tim Frazee Reinspection Complete Inspection September 27, 2018 Page 2 of 3 Permit Type: BLDG-Commercial Application Date: 03/30/2018 Owner: 2659 STATE PARTNERS LLC Work Class: Tenant Improvement Issue Date: 05/03/2018 Subdivision: SEASIDE LANDS Status: Closed - Finaled Expiration Date: 03/18/2019 Address: 2659 State St, 100 Carlsbad, CA 92008-1627 IVR Number: 10464 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date 05/3112018 05/31I2018 BLDG-22 059621-2018 Passed Tim Frazee Complete Sewer/Water Service Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 06/05/2018 06105/2018 BLDG-14 060017-2018 Partial Pass Tim Frazee Relnspection Incomplete Frame/Steel/Bolting! Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Partial as noted on plans Yes 06/20/2018 06/20/2018 BLDG-34 Rough 061459-2018 Passed Tim Frazee Complete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Rough electric and Shear wall on State St Yes wall OK 06/2212018 06/2212018 BLDG-84 Rough 061919-2018 Passed Tim Frazee Complete Combo(14,24,34,44) Checklist Item COMMENTS Passed Passed Tim Frazee COMMENTS Passed Tim Frazee COMMENTS BLDG-Building Deficiency Partial as noted on plans Restrooms and remaining offices screw inspection 6/28/18 06/29/2018 06/29/2018 BLDG-17 Interior 062810-2018 Passed Tim Frazee LathlDrvwall BLDG-Building Deficiency - BLDG-14 Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout BLDG-34 Rough Electrical BLDG-44 Rough-Ducts-Dampers 06/28/2018 06/28/2018 BLDG-11 062564-2018 Foundation/Ftg/Pier s (Reber) Checklist Item BLDG-Building Deficiency BLDG-14 062563-2018 Frame/Steel/Bolting! Welding (Decks) Yes Yes Yes Yes Yes Complete Passed Yes Complete Passed Yes Complete Passed BLDG-Building Deficiency Yes September 27, 2018 Page 1 of 3 Structura,l lnspectiong.-LE& *5pJ,4J INSPECTION SER VICES* P.O. Box 2415 El Cajon, CA 92021 Cell: (619) 770-9559 • Fax (619) 588-5955 Inspection Report Project Name: 'I ö c co'-00[v T1 1. ProjectAddress: 2451 4 c4k.. Architect 'c: ;-Lc -- Engineer: Contractor: Page: of __ Report #:________________ Permit #:t2 CZ0\ 9 .c)7ç File #: DSA #: Other: INSPECTION MATERIAL SAMPLING QTY MATERIAL DESCRIPTION INSPECTION CHECKLIST Structural Steel H.S. Bolts H.S. Bolts ' Plans/Specs Masonry Prisms Conc. PSI Clearances Concrete Mortar/Grout Grout PSI Positions / Fireproofing Conc. Cylinders Mortar PSI Sizes Epoxy Fireproof SAI Steel Laps Other: Other: Elect/Wire Consolidation Other: Other: Fireproof Torque Ft. Lbs: Other: Other: " Other: ('1 Other: Other: Other: Other: I , Other: 10 1 tSc4cr 0r' of ... c4e i4 r CA A 6o VrS ;A r Pr. e #a, 1/514 vce bo\ +MIS, 74S CERTIFICATION OF COMPLIANCE: All reported work, unless otherwise noted, complies with approved plans, specifications and applicable sections of the building codes. This report covers the locations of the work inspected and does not constitute opinion or project control. I hereby certify that I have observed to the best of my knowledge all of the above reported work unless otherwise noted. I have found this work to comply with the approved plans,specifications, and applicable sections of the governing building laws. Inspector: GIANNI BATFAGLIA Cert: ICC 8219469 9'3o Jf' Signature Date lnsp.Date: I Day I: Day 2: Day 3: Day 4: Day 5: Time Start Time Stop: Approved By: Project Superintendent 2 EsGil A SAFEbuUtCompany DATE: 4/27/2018 0 APPLICANT 0 JURIS. JURISDICTION :--Carlsbid) PLAN CHECK #.: CBC2018-0175 SET: II PROJECT ADDRESS: 2659 State St. too PROJECT NAME: Bloc Co-Work Tenant Improvement The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. Lii 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. LII The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. Eli The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. F1 EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: 7" (byf ) Email: Mail Telephone Fax In Person LI REMARKS: By: Jason Pasiut Enclosures: EsGil 4/23/2018 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil A SAFEbufltCompany DATE: 4/13/2018 JURISDICTION: Carlsbad PLAN CHECK#.: CBC2018-0175 SET:I PROJECT ADDRESS: 2659 State St. PROJECT NAME: Bloc Co-Work Tenant Improvement q, APPLICANT JURIS. EiJ 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 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. LII The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Curtis Clare 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: 9u,jtis Clare Date contacted: k/ (by:) Mail Telephone Fax In Person LI REMARKS: By: Jason Pasiut EsGil 4/5/2018 Telephone #: 760-683-4631 Email: curtis@hibloc.com Enclosures: 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 566-1468 • Fax (858) 560-1576 Carlsbad CBC20 18-0175 4113/2018 PLAN REVIEW CORRECTION LIST TENANT IMPROVEMENTS PLAN CHECK #.: CBC2018-0175 OCCUPANCY: B TYPE OF CONSTRUCTION: VB ALLOWABLE FLOOR AREA: SPRINKLERS?: NO REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: 4/13/2018 JURISDICTION: Carlsbad USE: Office ACTUAL AREA: 4,609sf STORIES: 2 HEIGHT: unchanged OCCUPANT LOAD: DATE PLANS RECEIVED BY ESGIL CORPORATION: 4/5/2018 PLAN REVIEWER: Jason Pasiut FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the California version of the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 2016 CBC, which adopts the 2015 IBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 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 CBC20 18-0175 4/13/2018 Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602- 2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. PLANS Provide the names, addresses and telephone numbers of the owner on the Title Sheet. Sec. 107.2. 2. Provide a Building Code Data Legend on the Title Sheet. Include the following code information for each building proposed: Floor Area Occupant Load calculation for both floors. Occupant load and/or exit access travel distance that exceed the values of CBC Table 1006.3.2(2) shall trigger a second exit access stairwell installed from the second level. CBC 1006.3.2 #1. In this case the occupant load does not but the exit access travel distance does exceed the table values. Please provide a minimum plumbing facilities calculation based on the accumulated load of the space to show justification for the number of proposed plumbing facilities. On the cover sheet of the plans, specify any items that will have a deferred submittal (trusses, fire sprinklers/alarms, etc.). Additionally, provide the following note on the plans, per Sec. 107.3.4.2: "Submittal documents for deferred submittal items shall be submitted to the registered design professional in responsible charge, who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and that they have been found to be in general conformance with the design of the building. The deferred submittal items shall NOT be installed until their design and submittal documents have been approved by the building official." . ACCESSIBILITY FOR REMODELS, ADDITIONS, AND REPAIRS Carlsbad CBC20 18-0175 4/13/2018 The following disabled access items are taken from the 2016 edition of California Building Code. Per Section 1.9.1.2, all privately funded public accommodations and commercial facilities shall be accessible to persons with disabilities. Where existing elements or spaces are altered, each altered element or space shall comply with applicable requirements of Division 2, including CBC section 11 B-202.4. CBC section 11 B-202.4 states that when alterations or additions are made to existing buildings, an accessible path of travel to the specific area of alteration shall be provided. See exceptions to 11 B-202.4. Detail on the plans the following elements of the existing path of travel that are required to comply with the 2016 accessibility standards: Please update or remove reference to the "Toilet rooms and bathroom' detail on sheet G-1.0. The 28" dimension is no longer compliant. See below for updated general restroom plan: (r. CENTERLINE CENTERLINE OF OF FIXTURE FIXTURE M IN. t 7ir 28'N. FLUSH TOEDCE if \\OIWATER ACTIVATOR fteSET ON WIDENr SIDE—. !T//, MIN. Existing primary entrance to the building or facility, including: a) Show the existing accessible parking dimensions, slope, and cross-slope in compliance with CBC 11 B-502. Carlsbad CBC20 18-0175 4/13/2018 Show the existing curb ramp (if any) 48" minimum width, 48" x 48" turning space at the bottom, landing length of 48" at the top, slope and cross-slope in compliance with CBC 11 B-406. Show the existing ramp (if any) slope, cross-slope, 48" minimum width, 60" x 60" landing at the tap, 72" long landing at the bottom, compliant changes in direction (60" x 72") in compliance with CBC 11 B-405. Show the existing stair (if any) width, riser and tread dimensions, contrasting stipes, handrail height, gripping surfaces and top/bottom extensions in compliance with CBC 11 B-504 and 505. Show the existing accessible entrance door hardware, door width, and maneuvering clearances on either side of the door in compliance with CBC 11 B-206.4. 8. Proposed drinking fountains (if any) shall be shown to comply with the accessibility features of 11 B-602 and 11 B-211.2. (if minimum plumbing facilities occupant load exceeds 50). 9. Existing signage at parking stall, building entrance, route to accessible features and the accessible features themselves. Existing accessible parking surface identification. IIB-502.6.4.1. Existing access isle "NO PARKING" identification per 11 B-502.3.3 Entrances in compliance with 11 B-404 shall be marked with the International Symbol of Accessibility, installed per 11 B-703.6. 11 B-216.6. i. Non-compliant entrances shall be marked with a directional sign, with visual characters, indicating the location of the nearest compliant entrance. Accessible entrance sign not required if all entrances into the space comply with 11 B-404. The location of and directions to the compliant restrooms shall be posted in or near the building entrance and shall include the International symbol of accessibility. 11 B-216.8. . PLUMBING 10. Show on the-plumbing plan that the drainage piping is vented by means of one or more vent pipes with an aggregate cross-sectional area that is not less than that of the sewer pipe. CPC 904.1. 11. Show on the plans the Hot water supplied to a public use lavatory is limited to a maximum temperature potential of 120 degrees by a device that conforms to Carlsbad CBC20 18-0175 4/13/2018 ASSE 1070 or CSA B125.3; please provide the manufacturer's listing showing compliance. Detail how this temperature limitation is achieved. The water heater thermostat may not be used for compliance with this Code section. UPC 413.1 & UPC 4I4. END OF REVIEW 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: 0 Yes 0 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 Jason Pasiut at Esgil. Thank you. Carlsbad CBC20 18-0175 4/13/2018 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK #.: CBC2018-0175 PREPARED BY: Jason Pasiut DATE: 4/13/2018 BUILDING ADDRESS: 2659 State St. BUILDING OCCUPANCY: B BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) 4609 46.51 214,365 Air Conditioning Fire Sprinklers TOTAL VALUE 214,365 Jurisdiction Code Icb IBY Ordinance I 1997 UBC Building Permit Fee 17W 1997 UBC Plan Check Fee V Type of Review: EZI Complete Review 0 Structural Only fl Repetitive Fee V Repeats O Other O Hourly Hr. © * EsGil Fee I $589.561 Comments: Sheet of 1 JOB NAME: r SOWARDS & BROWN ENGINEERING 2659 STATE STREET '° 18-010 OF CONSULTING ENGINEERS 1 1 1 2187 NEWCASTLE AVENUE SUITE 103 CALCULATED BY: DATE CARDIFF BY THE SEA CA.. 92007 CHECKED BY: R. SO WARDS DATE 6-20-18 - TEL 760/436-8500 FAX 760/43648603 A. SO WARDS SCALE: NTS ol CP Lu .26404 IT- 2a CIV IX. OF CAL I ,-8"CMU / #5@"V'VERT I / #4 @ 24" o/c HOR!Z H /. 01-MM I 120 / r CM. 2#SCONT W=WIDTH H=HEIGHT V= VERTICAL STEEL 21-5" 5-0" #5 @ 24" 0/c 1-8" 31011 #4 @ 24" 0/c Footinci Load #ajacent rooting LOW = u.0 b Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - 00 ft - at Back of Wall Poisson's Ratio = 0.300 Use menu item Settings> Printing & Title Block Title 2659 State St Page: 1 to set these five lines of information Job #: Dsgnr: RDS Date: 17 JUN 2018 foryour program. Description.... This Wall in File: Cantilevered Retaining Wall Code: CBC 2016,ACl 318-14,ACl 530-13 Criteria Retained Height = 0.50 ft Wall height above soil = 5.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 6.50 in Water height over heel = 0.0 ft ISoil Data I Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 32.0 psf/ft Passive Pressure = 250.0 psflft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingilSoil Friction = 0.250 Soil height to ignore for passive pressure = 12.00 in I Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning I Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in I Design Summary I Wall Stability Ratios Overturning = 2.23 OK Sliding = 3.24 OK Total Bearing Load = 879 lbs ...resultant ecc. = 8.53 in I Lateral Load Applied to Stem Lateral Load = 0.0 #Ift ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 17.0 psf (Service Level) I Stem Construction I - Design Height Above Ftg ft = Wall Material Above "Ht" = Design Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB+fa/Fa = Total Force @ Section Service Level lbs = Strength Level lbs = Moment .... Actual Service Level ft-# = Strength Level ft-# = Moment ..... Allowable = Shear ..... Actual Service Level psi = Strength Level psi = Shear ..... Allowable psi = Anet (Masonry) in2 = Rebar Depth 'd' in.= Masonry Data Soil Pressure @ Toe = 1,174 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable AC! Factored @ Toe = 1,643 psf AC! Factored @ Heel = 0 psf Footing Shear © Toe = 1.8 psi OK Footing Shear© Heel = 1.2 psi OK Allowable = 75.0 psi Sliding Caics Lateral Sliding Force = 121.0 lbs less 100% Passive Force = - 172.1 lbs less 100% Friction Force = - 219.8 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs OK Bottom Stem OK 0.00 Masonry ASD 8.00 #5 24.00 3.81 i 0.301 89.0 255.7 848.6 1.0 32.2 91.50 3.81 I'm psi= 750 Fs psi= 20,000 Solid Grouting = Yes Vertical component of active lateral soil pressure IS NOT Modular Ratio 'n' = 42.96 considered in the calculation of soil bearing pressures. tA1II AIinh+ f 7R fl Load Factors Building Code CBC 2016,ACl Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind.W 1.000 Seismic, E 1.000 - Short Term Factor = 1.000 Equiv. Solid Thick. in= 7.60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data fc psi= Fy psi= Use menu item Settings> Printing & Title Block to set these five lines of information foryour program. This Wall in File: c:usersbobdocumentsretainpro 10 7, Build 11.17.07.27 icense : KW.05057201 .icense To: ROBERT SOWARDS Title 2659 State St Page: 2 Job #: Dsgnr: RDS Date: 17 JUN 2018 Description.... filestclave carlsbad.rpx Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Footing Dimensions & Strengths I Toe Width = 0.17ft Heel Width = 2.25 Total Footing Width = 2.42 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 0.00 in Key Distance from Toe = 2.00 ft ft = 2,500 psi Fy = 60.000 psi Footing Concrete Density = 150.00 pcf Min. As% = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Footing Design Results • Toe Heel Factored Pressure = 1,643 0 psf Mu': Upward = 23 53 ft-# Mu': Downward = 11 373 ft-# Mu: Design = 12 320 ft-# Actual 1-Way Shear = 1.81 1.25 psi Allow 1-Way Shear = 40.00 40.00 psi Toe Reinforcing = #5 @ 24.00 in Heel Reinforcing = #4 @ 24.00 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd: Mu <phi*5*lambda*sqrt(fc)*Sm Heel: Not req'd: Mu <phi*5*Iambda*sqrt(fc)*Sm Key: Not req'd: Mu c phi*5*lambda*sqrt(fc)*Sm Min footing T&S reinf Area 0.63 in2 Min footing T&S reinf Area per foot 0.26 in2 At If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in I Summary of Overturning & Resisting Forces & Moments I OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft fi4 lbs ft ft-# Heel Active Pressure = 36.0 0.50 18.0 Soil Over Heel = 87.1 1.63 141.8 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = Load @ Stem Above Soil = 85.0 4.00 340.0 * Axial Live Load on Stem = = Soil Over Toe = 0.09 Surcharge Over Toe = Total 121.0 O.T.IVl. 358.0 Stem Weight(s) = 429.0 0.50 215.9 Earth @ Stem Transitions = = = Footing Weight = 363.0 1.21 439.2 Resisting/Overturning Ratio = 2.23 Key Weight = 2.50 Vertical Loads used for Soil Pressure = 879.1 lbs Vert. Component = Total = 879.1 lbs R.M.= 797.0 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt I Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defi © Top of Wall (approximate only) 0.074 in The above calculation is not valid if the heel soil bearing oressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 7.. Fw/#5@24 Solid Gut #4@24" @ieel Pp 17.ODpsl (Service-Level) 87# U, a U, (9 r-. (.4 C) it Footing Load Adjacent Footing LOd = u.0 ID! Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil 0.0 ft - at Back of Wall Poisson's Ratio = 0.300 psi= 750 psi= 20,000 = Yes = 42.96 psf = 78.0 = 1.000 in= 7.60 = Medium Weight = ASD psi = psi = Use menu item Settings> Printing & Title Block Title 2659 State St Page: 1 to set these five lines of information Job #: Dsgnr: RDS Date: 17 JUN 2018 for your program. Description.... This Wall in File: c:users\bob\documents\retainpro 10 project flIesclave carlsbad.rpx RetainPro (C) 1987-2017, Build 11.17.07.27 Ucene0!57201 RTSOWARDS Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 To: Criteria Soil Data- Retained Height = 0.50 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 3.00 ft Equivalent Fluid Pressure Method Active Heel Pressure = 32.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 6.50 in = Water height over heel = 0.0 ft Passive Pressure = 250.0 psf/ft I Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Al Load Applied to Stem I Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in I Design Summary I Wall Stability Ratios Overturning = 2.36 OK Sliding = 3.61 OK Total Bearing Load = 569 lbs ... resultant ecc. = 5.11 in Load Factors - Building Code CBC 2016,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Soil Density, Heel = 110.00 pcT Soil Density, Toe = 0.00 pcf FootingSoil Friction = 0.250 Soil height to ignore for passive pressure = 12.00 in [Lateral Load Applied to Stem • Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 17.0 psf (Service Level) Stem Construction J - Design Height Above Ftg ft = Wall Material Above "I-It" = Design Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fbIFB+fa/Fa = Total Force @ Section Service Level lbs = Strength Level lbs = Moment .... Actual Service Level ft-# = Strength Level ft-# = Moment .... Allowable = Shear ..... Actual Service Level psi = Strength Level psi = Shear ..... Allowable psi = Anet (Masonry) in2 = Rebar Depth 'd' in = Masonry Data fm Fs Solid Grouting Modular Ratio 'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data ft Fy Soil Pressure @ Toe = 927 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,298 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 1.3 psi OK Footing Shear @ Heel = 1.0 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 87.0 lbs less 100% Passive Force = - 172.1 lbs less 100% Friction Force = - 142.3 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. Bottom Stem OK 0.00 Masonry ASD 8.00 #4 24.00 3.81 i 0.183 55.0 102.7 561.0 0.6 31.7 91.50 3.81 Use menu item Settings> Printing & Title Block Title 2659 State St Page: 2 to set these five lines of information Job #: Dsgnr: RDS Date: 17 JUN 2018 for your program. Description.... License: KW-060W;201- Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 I Footing Dimensions & Strengths I Toe Width = 0.17ft Heel Width = 1.50 Total Footing Width = 1.67 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 0.00 in Key Distance from Toe = 2.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00pcf Min. As% = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in I Footing Design Results • Toe Heel Factored Pressure = 7298 0 psf Mu': Upward = 18 11 ft4 Mu': Downward = 11 120 ft4 Mu: Design = 7 109 ft-# Actual 1-Way Shear = 1.32 1.03 psi Allow 1-Way Shear = 40.00 40.00 psi Toe Reinforcing = #5 @ 24.00 in Heel Reinforcing = #4 @ 24.00 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd: Mu <phi*5*Iambda*sqrt(fc)*Sm Heel: Not req'd: Mu <phi*5*lambda*sqrt(fc)*Sm Key: Not req'd: Mu <phi*5*Iambda*sqrt(fc)*Sm Min footing T&S reinf Area 0.43 in2 Min footing T&S reinf Area per foot 0.26 in2 ,ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 36.0 0.50 18.0 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 51.0 3.00 153.0 Total 87.0 O.T.M. 171.0 Resisting/Overturning Ratio = 2.36 Vertical Loads used for Soil Pressure = 569.3 lbs Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions = Footing Weight = Key Weight = Vert. Component 45.8 1.25 57.4 0.09 273.0 0.50 137.4 250.5 0.84 209.2 2.50 Total = 569.3 lbs RX= 404.0 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. ITilt I Horizontal Deflection at ToD of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Dell @ Top of Wall (approximate only) 0.054 in The above calculation is not valid if the heel soil bearina oressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 7. !w/#4@ 24 Solid Grout #4©24 i-r @Heel llMOpsf (Service-Level) 87# (0 0. I', CI) 04 F-. 12,op x 3i.ci Tt1q - - 2_ to 40 r1A(woo, io PC 1 f7,A4t4 0 C) Cit 2 S Ili9C ____ ___ Il P(. 011 - FAIT - - • 1 4o - &ywa0 / S 'C7 671)09 2O 10 4 /Iop 4 DL. A,c6 Tt? 1/C CIA4F. 2h C* itrz °Qe+A2 St JOB 11 T'AT T. SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 SHEET NO. CALCULATED BY r OF ::TE PO LOJCI 2044 7uz. CMIAN Man 01471. Title Block Line 1 You can change this area using the"Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Bloc Co-Work Engineer: RDS Project Descr: Office Building Project ID: 18-010 State St Title Block Line 6 Pu,1ed: 16 tti'.R 201, 2: 104 r RcALC. INC. 1983-2017. Wood Beam ENEFile = Description : Ladder Frame between trusses CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Materiai.p,___ Analysis Method: Allowable Stress Design Fb + 1,000.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - 1,000.0 psi Ebend- xx 1,700.0 ksi Fc - Prll 1,500.0 psi Eminbend - xx 620.0ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : NO Fv 180.0 psi Ft 675.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.03204) Lr(0.0534). 2x4 Span 3.80 ft Applied Load Service loads entered. Load Factors will be applied for calculations. Uniforni Load: D =0.0120, Lr = 0.020 ksf, Tributary Width = 2.670 ft DESIGN SUMMARY . ... . ... - Maximum Bending Stress Ratio = 0.3221 Maximum Shear Stress Ratio 0.175: 1 Section used for this span 2x4 Section used for this span 2x4 fb : Actual = 604.29psi N : Actual 39.27 psi FB : Allowable = 1,875.00psi Fv : Allowable = 225.00 psi Load Combination +O+Lr Load Combination 40tr Location of maximum on span = 1.900fl Location of maximum on span = 3.509 ft Span # where maximum occurs = Span # I Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.028 in Ratio = 1648 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.044 in Ratio = 1030>=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 t C L M lb Pb V lv F'v D Only 0.00 0.00 0.00 0.00 Length =3.80ft 1 0.168 0.091 0.90 1.500 1.00 1.00 1.00 1.00 1.00 0.06 226.61 1350.00 0.05 14.73 162.00 40+Lr 1.500 . 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =3.80ft 1 0.322 0.175 1.25 1.500 1.00 1.00 1.00 1.00 1.00 0.15 604.29 1875.00 0.14 39.27 225.00 *040.750Lr 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.80 ft 1 0.272 0.147 1.25 1.500 1.00 1.00 1.00 1.00 1.00 0.13 509.87 1875.00 0.12 33.14 225.00 40.601) 1.500 1.00 1.00 1.00 1.00 1.00 . 0.00 0.00 0.00 0.00 Length = 3.80 ft 1 0.057 0.031 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.03 135.96 2400.00 0.03 8.84 288.00 I. Title Block Line 1 Project Title: Bloc Co-Work I You can change this area Engineer: ROS Project ID: 18-010 State St using the "Settings" menu item Project Descr: Office Building I and then using the"Printing & I Title Block selection. I Title Block Line p.,ntftf16 WAR rjta. 216PM Wood Beam File = c:usersBobtDocuME-1ENERcA-1118010-1.Ej ENERcALc, INC. 1983-2017, Build:1O.17.12.1O, Ver:1O.17.12.1O Description : Ladder Frame between trusses Overall Maximum Deflections Load Combination Span Max. Dell Location in Span Load Combination Max. W Dell Location in Span 1 0.0443 1.914 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS - Load Combination Support 1 Support 2 Overall MAXimum 0.162 0.162 Overall MiNimum 0.101 0.101 D Only - 0.061 0.061 4041 0.162 0.162 +O'0.750Lr 0.137 0.137 40.60D 0.037 0.037 LrOnly 0.101 0.101 'Z4c1 JOB 5ni-r r _____________________________________________________ SHEET NO. OF ________ SOWARDS AND BROWN ENGINEERI NG _ 2187 Newcastle Ave., Suite 202 CALCULATED BY____________________ DATE__________________ li CARDIFF BY THE SEA, CALIFORNIA 92007 CHECKED BY DATE SCALE_________________________________________________________ _4;,+ eQ io 1...............................................: ... .. ................................................................ . .... Mi- / c Ot 81 Mm 01471. JOB______________________ SOWARDS AND BROWN ENGINEERING SHEET NO. OF___________________ 2187 Newcastle Ave., Suite 202 CALCULATED BY__________________ DATE________________ CARDIFF BY THE SEA, CALIFORNIA 92007 CHECKED BY DATE SCALE_____________________________________________________________ 30 PROT2OI.I 7inc GroWk Mam 01471. Wood Section Name 2-2x4 Wood Grading/Manuf. Graded Lumber Wood Member Type Sawn Exact Width 3.0 in Allow Stress Modification Factors Exact Depth 3.50 in Cf or Cv for Bending 1.50 Area 10.50 inA2 Cf Of Cv for Compression 1.150 Ix 10.719 mM Cf or Cv for Tension 1.50 ly 7.875 mM Cm: Wet Use Factor 1.0 Ct: Temperature Factor 1.0 Cfu : Flat Use Factor 1.0 Axial Kf: Built-up columns 1.0 NDS 15.3.2 1,800.0 ksi Use Cr: Repetitive? No Brace condition for deflection (buckling) along columns: X-X (width) axis: Unbraced Length for X-X Axis buckling = 1.0 ft, K = 1.0 Y-Y (depth) axis: Unbraced Length for X-X Axis buckling = 4.5 ft. K = 1.0 Title Block Line 1 You can change this area using the Settings' menu item and then using the 'Panting & Tide Block" selection. Project Title: Bloc Co-Work Engineer: ROS Protect ID: 18-010 State St Project Descr: Office Building Title blOCk une ti Panted: 18 MM 2018, 11:32AM Wood Column File = C:UsersBobtOOCUME-1\ENERCA-1118-010'1.EC6 ENERCALC. INC. 1983-2017. Build:10.17.12.10. Ver.10.17.12.10 Description: Member 11-6 1st Stoty Code References Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Analysis Method: Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height 4.590 ft (Used for non-slender calculations) Wood Species Douglas Fir - Larch Wood Grade No.1 & Better Flo + 1,200.0 psi Fv 180.0 psi Fb- 1,200.0 psi Ft 800.0 psi Fc - PrIl 1,550.0 psi Density 31.20 pcf Fc - Perp 625.0 psi E: Modulus of Elasticity... x-x Bending y-y Bending Basic 1,800.0 1,800.0 Minimum 660.0 -660.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included: 10.442 lbs * Dead Load Factor AXIAL LOADS... Axial Load at 4.590 ft, 0 = 2.941, Lr = 3.690 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial48ending Stress Ratio 0.4063 :1 Maximum SERVICE Lateral Load Reactions.. Load Combination 40+Lr Top along V-V 0.0 k Bottom along V-V 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections At maximum location values are... Along V-V 0.0 in at 0.0 ft above base Applied Axial 6.641 k for load combination: n/a Applied Mx Applied My 0.0 k-ft 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc : Allowable 1,556.89 psi for load combination: n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio = 0.0:1 Bending Compression Tension Load Combination 40.60D Location of max.above base 4.590 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C 0 C p Stress Ratio Status Location Stress Ratio Status Location DOnly 0.900 0.797 0.2199 PASS 0.0ft 0.0 PASS 4.590 ft 4041.! 1.250 0.699 0.4063 PASS 0.Oft 0.0 PASS 4.590 ft 4040.750Lr 1.250 0.699 0.3498 PASS 0.oft 0.0 PASS 4.590 ft 40.60D 1.600 0.609 0.09707 PASS 0.0 ft 0.0 PASS 4.590 ft Maximum Reactions - - - Note: Only non-zero reactions are listed. X-X Axis Reaction It V-V Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top 0 Only 2.951 6.641 4040.750Lr - 5.719 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Wood Column Project Title: Bloc Co-Work () Engineer: RDS Project ID: 18-010 State St Project Descr: Office Building Pnd: 18 MAR 2018, 11:32AM File= C:UsersBobtDOCUME-1ENERCA-1118-010--l.EC6 ENERCALC. INC. 1983-2017. Build:10.17.12.10. Vei10.17.12.10 Description: Member 11-6 1st Story Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx- End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top *0.60D 1.771 Lr Only 3.690 Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +04.r 0.0000 in 0.000 It 0.000 in 0.000 ft 4040.750Lr 0.0000 in 0.000 ft 0.000 in 0.000 ft 40.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Sketches Load 1 0 U, cv 2- x4 3.0 in Title Block Line I You can change this area using the 'Settings' menu item and then using the 'Panting & Title Block' selection. Project Title: Bloc Co-Work Engineer: RDS Project Descr: Office Building Project ID: 18-010 State St Printd: 18 MAR 2018. 9.47AI File C:usersBobtDOCuME-1ENERCA-118-01D-1.EC6 [wood Column ENERCALC. INC. 1983-2017. Build:10.17.12.10. Ver:10.17.12.10 11 Description : Member 11-6 Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +0.60D 1.771 Lr Only 3.690 Maximum Deflections for Load Combinations Load Combination -- Max. X-X Deflection Distance Max. Y-Y Deflection Distance O Only 0.0000 in 0.000 It 0.000 in 0.000 It *04.r 0.0000 in 0.000 ft 0.000 in 0.000 ft 4D40.750Lr 0.0000 in 0.000 ft 0.000 in 0.000 ft 40.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 It Sketches - T Loadi co J 2-x4 I 3.0 in L I 'z6c1 ST 9 JOB -1451 AND BROWN ENGINEERING SHEET NO. OF 2187 Newcastle Ave., Suite 202 CALCULATED BY S DATE_______________ CARDIFF BY THE SEA, CALIFORNIA 92007 CHECKED BY DATE SCALE_I PIIOT 2O-I Gotwi mm 01471. - Title Block Line I You can change this area using the 'Settings' menu item and then using the'Printing & Title Block' selection. 2-D Frame Project Title: Bloc Co-Work Engineer: RDS Project Descr Office Building File Project ID: 18-010 State St Pnnted: 16 MAR 2018. 3:5613M 12.10. Ver.10.17.12.10 Description : 1st Story truss to carry equipment ZT + 4 44,I t- 4-& 3c + C!) () Joints... Joint Joint Coordinates Joint Label X Y X Translational Restraint V Translational Restraint Z Rotational Restraint I Tern it it deg 1 0.0 0.0 Fixed Fixed Fixed 0 2 6.0 0.0 Fixed 0 3 12.0 0.0 Fixed 0 4 17.750 0.0 Fixed 0 5 23.750 0.0 Fixed 0 6 29.750 0.0 Fixed Fixed 0 7 4.50 0.880 Fixed 0 8 10.0 1.960 Fixed 0 9 14.880 2.920 . Fixed 0 10 19.750 1.960 Fixed 0 11 25.250 0.880 Fixed 0 12 14.880 0.01 Fixed 0 Members... Member Endpoint Joints Member Releases Specify Connectivity of Member Ends to Joints iuei Property Label , • • £ uOlfli dOifli Length ft x I End y z (rotation) I j x J End y z (rotation) 1-2 2x4 1 2 6.000 Fixed Fixed Pinned Fixed Fixed Fixed 1-7 2-20 1 7 4.585 Fixed Fixed Pinned Fixed Fixed Fixed 10-11 2-2x4 10 11 5.605 Fixed Fixed Fixed Fixed Fixed Fixed 11-6 2-20 11 6 4.585 Fixed Fixed Fixed Fixed Fixed Pinned 12-4 2-2x4 12 4 2.870 Fixed Fixed Pinned Fixed Fixed Fixed 2-3 2-2x4 2 3 6.000 Fixed Fixed Fixed Fixed Fixed Fixed 2-7 2-2x4 2 7 1.739 Fixed Fixed Pinned Fixed Axed Pinned 2-8 2-2x4 2 8 4.454 Fixed Fixed Pinned Fixed Fixed Pinned 3-12 2-2x4 3 12 2.880 Fixed Fixed Fixed Fixed Fixed Pinned 3-8 2-2x4 3 8 2.800 Fixed Fixed Pinned Fixed Fixed Pinned 3-9 2-2x4 3 9 4.101 Fixed Fixed Pinned Fixed Fixed Pinned 4-10 2-20 4 10 2.800 Fixed Fixed Pinned Fixed Fixed Pinned 4-5 2-2x4 4 5 6.000 Fixed Fixed Fixed Fixed Fixed Fixed Title Block Line I You can change this area using the "Settings' menu item and then using the 'Printing & Title Block selection. 2-D Frame Project Title: Bloc Co-Work Q) Engineer: RDS Project ID: 18-010 State St Project Descr: Office Building Pñnted: 16 MAR 2018, File = C:lUseistBob\DOCUME-1tENERCA-118-010-1 ENERCALC. INC. 1983-2017. Buitd:10.17.12.10. Ver.10.17. Description : 1st Story truss to carry equipment Members... Member Endpoint Joints Member Releases Specify Connectivity of Member Ends to Joints Label Property Label I Joint J Joint Length I End (rotation) J End z (rotation) 4-9 2-2x4 4 9 4.094 Fixed Fixed Pinned Fixed Fixed Pinned 5-10 2-2x4 5 10 4.454 Fixed Fixed Pinned Fixed Fixed Pinned 5-11 2-20 5 11 1.739 Fixed Fixed Pinned Fixed Fixed Pinned 5-6 2-20 5 6 6.000 Fixed Fixed Fixed Fixed Fixed Pinned 7-8 2-2x4 7 8 5.605 Fixed Fixed Fixed Fixed Fixed Fixed 8-9 2-2x4 8 9 4.974 Fixed Fixed Fixed Fixed Fixed Pinned 9-10 2-2x4 9 10 1 4.9641 Fixed Fixed Pinned I Fixed Fixed Fixed Member Stress Check Data... Member Unbraced Lengths Slenderness Factors AISC Bending & Stability Factors Label Lu:z ft Lu:y K:z K:y Cm Cb 1-2 6.000 6.000 1.00 1.00 1.000 1.000 1-7 4.585 4.585 1.00 1.00 1.000 1.000 10-11 5.605 5.605 1.00 1.00 1.000 1.000 11-6 4.585 4.585 1.00 1.00 1.000 1.000 12-4 2.870 2.870 1.00 1.00 1.000 1.000 2-3 6.000 6.000 1.00 1.00 1.000 1.000 2-7 1.739 1.739 1.00 1.00 1.000 1.000 2-8 4.454 4.454 1.00 1.00 1.000 1.000 3-12 2.880 2.880 1.00 1.00 1.000 1.000 3-8 2.800 2.800 1.00 1.00 1.000 1.000 3-9 4.101 4.101 1.00 1.00 1.000 1.000 4-10 2.800 2.800 1.00 1.00 1.000 1.000 4-5 6.000 6.000 1.00 1.00 1.000 1.000 4-9 4.094 4.094 1.00 1.00 1.000 1.000 5-10 4.454 4.454 1.00 1.00 1.000 1.000 5-11 1.739 1.739 1.00 1.00 1.000 1.000 5-6 6.000 6.000 1.00 1.00 1.000 1.000 7-8 5.605 5.605 1.00 1.00 1.000 1.000 8-9 4.974 4.974 1.00 1.00 1.000 1.000 9-10 4.964 4.964 1.00 1.00 1 1.000 1.000 Materials... Member Youngs Density Thermal Yield Label ksi kcf in/degr ksi Default 1.00 0.000 0.000000 1.00 Doualas Fir - Larch. Sele 1.900.00 0.031 0.000000 0.00 Steel 29000.00 0.490 0.000007 50.00 Wood 1 1,800.0 1 0.035 1 0.000000 0.00 Wood Material Data... Douglas Fir - Larch, Sele, Douglas Fir- Larch, Select structural, Density= 0.0312pci, FbT= 1500p5i, FbC= ibuupsi, i-v= 1upsI, -t= iuuu, i-c= iuupsi, E Bend XX= 1900ksi, E BendMin XX 690ksi, E Beny YY= 0ks1, E BendMin YY= 0ksi, E Axial 0ks1, Species= 2.4 Thick, Grade= Select structural Wood, Not Defined, Density= 0.035pcI, FbT= l000psi, FbC= 1000psi, Fv= l000psi, Ft= 1000, Fc 400psi, E Bend XX= 1800k5i, E BendMin XX= 1800ks1, E Beny YY= 1800ks1, E BendMin YY= 1800k5i, E Axial: 1800ksi, Species=, Grade= Any, Class-- Member Sections... Prop Label Group Tag Material Area Depth Width lxx lyy 2-20 2x4 Default Grow Grouo Grouo Doualas Fir - L Doualas Fir - L Default 10.50 inA2 5.250 in A2 1.0 inA2 3.50 in 3.0 in 3.50 in 1.50 in 0.0 in 0.0 in 10.719 inA4 5.359 inA4 1.0 inA4 7.875 inA4 0.9844 jA4 1.0 inA4 Joint Loads.... Note: Loads labeled "Global Y° act downward (in "-Y" direction) Joint Label Load Direction Dead Roof Live Load Magnitude Live Snow Seismic Wind Earth 5 I Global 0.2160 k Title Block Line I You can change this area using the Settings' menu item and then using the Printing & Title Block selection. Title Block Line 6 1 2-D Frame iWt!t'iY&1.5sie1: Project Tide: Bloc Co-Work Engineer: RDS Project Descr. Office Building Project ID: 18-010 State St Printed: 16 MAR 2018, 3:56P? - - File = JsásBotD0CUME-l\ENERCA-118.010-1.EC6 ENERCALC, INC. 1983.2017, Build:10.17.12.10, Ver.10.17.12.10 Description: 1st Story truss to carry equipment Member Distributed Loads.... Note: Loads labeled "Global Y" act downward (in "-V' direction Member Load Load Extents - Load Magnitude Label 1-7 Direction"En Start Clobol Y ft Start Mg: Dead 0.0360 Roof Live 0.060 Live Snow Seismic Wind Earth kIlt 4.585 End Mag: 0.0360 0.060 k/ft 7-8 Global Y 0.0 Start Mag: 0.0360 0.060 k/ft 5.605 End Mag: 0.0360 0.060 k/ft 8-9 Global V 0.0 Start Mag: 0.0360 0.060 k/ft 4.974 End Mag: 0.0360 0.060 k/ft 9-10 Global V 0.0 Start Mag: 0.0360 0.060 k/ft 4.964 End Mag: 0.0360 0.060 k/ft 10-11 Global V 0.0 Start Mag: 0.0360 0.060 k/ft 5.605 End Mag: 0.0360 0.060 kIlt 11-6 Global V 0.0 Start Mag: 0.0360 0.060 k/ft 4.585 End Mag: 0.0360 0.060 k/ft Strength/Stress Load Combinations IBC 2015 Load Combination m a Lambda Load Combination Factors Description Dead Roof Live Uve Snow Seismic Wind Earth +041 0.9 1.0 1.0 +D+1J4H 1.25 1.0 1.0 1.0 Reaction Load Combinations IBC 2015 Load Combination Load Combination Factors Description Dead Roof Live Live Snow Seismic Wind Earth 1.0 1.0 40+14H 1.0 1.0 1.0 1.0 1.0 1.0 .i43+S4H 1.0 1.0 1.0 4040.750Lr40.750L#1 1.0 0.750 0.750 1.0 -'040.750L40.750S#1 1.0 0.750 0.750 1.0 4040.60W4H 1.0 0.60 1.0 4040.70E+H 1.0 0.70 1.0 -+040.750Lr40.750L40.450W4H 1.0 0.750 0.750 0.450 1.0 +D+0.750L40.750S40.450W9H 1.0 0.750 0.750 0.450 1.0 +0+0.750L40.750S-+0.5250E#1 1.0 0.750 0.750 0.5250 1.0 40.60D40.60W40.60H 0.60 0.60 0.60 -+0.60D.0.70E40.60H 0.60 0.70 0.60 DOnlv 1.0 Lr Only 1.0 LOnlv 1.0 SOnlv 1.0 WOnlv 1.0 EOnlv 1.0 HOnlv 1.0 Deflection Load Combinations IBC 2015 Load Combination Load Combination Factors Description Dead Roof Live Live Snow Seismic Wind Earth +0-i-H 1.0 1.0 40+L4H 1.0 1.0 1.0 40-+Lr9H 1.0 1.0 1.0 .i-0+S4I 1.0 1.0 1.0 -+040.750Lr40.750L4H 1.0 0.750 0.750 1.0 +040.750L40.750S44 1.0 0.750 0.750 1.0 4040.60W-i-H 1.0 0.60 1.0 -'040.70E4H 1.0 0.70 1.0 4040.750Lr40.750L-i-0.450W41 1.0 0.750 0.750 0.450 1.0 +040.750L40.750S40.450W4H 1.0 0.750 0.750 0.450 1.0 -+0-.0.750L40.750S-+0.5250E41 1.0 0.750 0.750 0.5250 1.0 -i-0.60040.60W.i-0.60H 0.60 0.60 0.60 40.60040.70E460H 0.60 0.70 0.60 z Radians 0.0 0.0 +0.60D+0.60W#60H 0.0 0.0 +0.600+0.60W+0.60H 0.0 +0+11+11 0.0 +0+1j+H 0.0 .0.600.0.60W+0.60H 0.0 +0i4j+H 0.0 +0.60D0.60W+0.60H 0.0 0.0 0.0 +0.60D+0.60W460H 0.0 +O+t.r+H 0.0 40.60D40.60W4.60H 0.0 0.0 0.0 0.0 0.0 '60D.0.60W+0.60H 0.0 .0+11+11 0.0 +0.60DsO.60W+0.60H 0.0 0.0 I Only Load Combinations giving maximum values are listed z k-ft 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 2-D Frame Il!tTiTfI*I*P.1L. Description: 1st Story truss to carry equipment D Only Li Only LOnlv S Only W Only EOnlv H Only Extreme Joint Displacements Project Title: Bloc Co-Work Engineer: RDS Project ID: 18-010 State St Project Descr: Office Building Pdnteck 16 MAR 2018, 3:56PM File = C,-1\ENERCA-118-010-1.EC6 ENERCALC. INC. 1902017. Build:10.17.12.10. Ver:10.17.12.10 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Only Load Combinations giving maximum values are listed Joint Displacements Joint Label X Y in in 1 0.0 0.0 Max 40.60D+0.60W40.60H 1 0.0 0.0 Mm 2 0.04130 -0.1151 Max +D+tj+H 40.600+0.60W40.60H 2 0.009797 -0.4726 Mm 40.60Ds0.60W40.60H 3 0.05729 -0.1316 Max .O+.r+H 60D'0.60W60H 3 0.01363 -0.5301 Mm 4060D4O.60W46DH 40+1141 4 0.06871 -0.1314 Max 40411+H 40.60D+0.60W40.60H 4 0.01644 -0.5182 Mm .0.60D0.60W+0.60H 5 0.08544 -0.1141 Max +0+lj*H +0600.060W.060H 5 0.02071 -0.4358 Mm 40.60040.60W40.60H +0+Lr+H 6 0.1087 0.0 Max 40.114H 460D4O.6OW960H 6 0.02697 0.0 Mm +0.600'0.60W460H +0+Li+H 7 0.06752 -0.1041 Max +D+II4H 460D.060W.060H 7 0.01645 -0.4293 Mm 460D40.60W40.60H 8 0.06761 -0.1286 Max +D+1J+H 4060040 60W4060H 8 0.01698 -0.5216 Min 460040.60W40.60H 9 0.05671 -0.1322 Max *04j+H 4600+0.60W#0.60H 9 0.01477 -0.5269 Mm 40.60040.60W40.60H .0+11+11 10 0.04956 -0.1280 Max iO+11+H 4600+060W+060H 10 0.01251 -0.5010 Min +0.600+0.60W+0.60H +0+tr.H 11 0.05265 -0.1002 Max +D+1J+H +O.60D+0.60W+0.60H 11 0.01236 -0.3814 Mm .0.600+0.60W+0.60H +04+H 12 0.06301 -0.1315 Max +0441411 4600+0.60W+0.60H 12 0.01504 -0.5241 Mm +0.600+0.60W*0.60H Extreme Joint Reactions Joint Reactions Joint Label X Y k k Title Block Line I You can change this area using the Settings menu item and then using the "Printing & Title Block' selection. Title Block Line 6 2-D Frame P Iflt'A'ftIIItI*P11. - Description: 1st Story truss to carry equipment 1 0.0 1.485 Max +.750Lr4.750L.H 0.0 0.3513 Mm #60D'0.60W40.60H 60D.0.60Ws0.60H 2 Max Mm Project Title: Bloc Co-Work Engineer: ROS Project Descr: Office Building rite = 0.3450 +D4r+H 0.08896 40.60D40.60W40.60H (b)( Proiect ID: 18-010 State St Pinfled: 16 MAR 2018, 3:56PM IME-1tENERcA-i18-010-1.EC6 Build:10.17.12.10. Ver1O.17.12.10 Project Title: Bloc Co-Work Engineer: RDS Project Descr: Office Building Proiect ID: 18-010 State St Printed: 16 MAR 2018, 3:56PM File= C:Users3obD0CUME-1ENERCA-1l18.010-1.EC6 ENERALC, INC. 1983-2017, Build:10.17.12.10, Ver.10.17.12.10 - Only Load Combinations giving maximum values are listed 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 2-D Frame ItLWA'EII.10I01:21_ Description: 1st Story truss to carry equipment Extreme Joint Reactions Joint Label X k Max Mm 4 Max Mm 5 Max Mm 6 Max Mm 7 Max Mm 8 Max Mm 9 Max Mm 10 Max Mm 11 Max Mm 12 Max Mm Extreme Member End Forces Member Label Axial k 1-2 -2.262 Max .0.41 1-2 -5.721 Mm +0+4.ri+I 1-7 5.892 Max 1-7 2.329 Mm .0.41 10-11 5.886 Max +0+Lr+H 10-11 2.702 Mm .0+41 11-6 6.547 Max 11-6 2.941 Mm +O'H Reactions Y z k k-ft 0.08742 +fl4r+H 0.03195 0.60D.0.60W0.60H -0.03441 +060D.0.60W*0.60H -0.1873 -0.1460 0.60D.0.60W.0.60H -0.5899 +0+[j+H 1.642 .0+tr.H 0.4331 40.600.0.60W40.60H 0.9332 +D+4j+H 0.2314 .0.60D0.60W.0.60H 0.2528 0.06886 .0.60D.0.60W.0.60H -0.07632 60D.0.60W+60H -0.3435 .0+Lr.H -0.2313 *60D'0.60W.0.60H -0.9122 Only Load Combinations giving maximum values are listed Member" I" End Forces Member" J " End Forces Shear Moment Axial Shear Moment k k-ft k k k-ft 0.03868 0.0 5.721 -0.01570 0.2321 +0.41 +D+IjsH .0.41 0.01570 0.0 2.262 -0.03868 0.09420 +0+41 .044 .044 .0.Lj+H .044 0.3213 0.0 -2.298 0.1107 0.4828 .0.tr+H .0.H +044 +04s.H .04.r+H 0.1251 0.0 -5.808 0.03689 0.2023 +0.41 .0+41 +04j+H .044 .0+41 0.1692 -0.009783 -2.740 0.3588 -0.1947 +D+Lr.H .0+41 .044 .D+Ij41 0.06251 -0.01894 -5.990 0.1355 -0.5122 +0.41 .04.j+H .04j41 .0H +O+4j+H 0.1288 -0.1907 -2.972 0.3032 0.0 +0.4.H .0+41 40+44 .0+4.r.H .0.41 0.03942 -0.40 -6.631 0.1226 0.0 .D+H +D+Is.H .04x.H .0.41 +0+44 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the "Printing & Title Block' selection. Project Tifle: Bloc Co-Work Engineer: RDS Project Descr: Office Building Project ID: 18-010 State St I we blOCK Line b Punted: 16 MAR 2018, 3:56PM 2-D Fra ,,. - File=cttJsersBob00UME-ftENERCA-ll8-010-l.EC6 ENERCALC INC 1983-2017 Build 10 17 12 10 Ver10171210 I Description: 1st Story truss to carry equipment Extreme Member End Forces Only Load Combinations giving maximum values are listed Member" I" End Forces I Member" J" End Forces Member Label Axial Shear Moment Axial Shear Moment k k k-ft k k k-ft 12-4 -1.353 -0.000286 0.0 3.304 0.008840 -0.000821 Wax #041 +D+H +0.41 +0+lj*H .D+4j+H *D+H 12-4 -3.304 -0.008840 0.0 1.353 0.000286 -0.02537 Win +0.1j44 +D+tj..H 40+41 +0.41 +0+41 .0+tr.H -1.771 0.03763 0.1129 4.431 -0.01803 0.1129 Wax +4)+H .04J+H +0i4.r+H +D.4j.H +0+41 -4.431 0.01803 0.05408 1.771 -0.03763 0.05408 Win +O.4j+H +0+41 +0+41 +D+H *D+4.r+H .0+41 2-7 0.6819 0.0 0.0 -0.2567 0.0 0.0 Wax .0+1r.41 +D+1r+H +0+41 +0+11 .0+41 +0+41 0.2567 0.0 0.0 -0.6819 0.0 0.0 Win +D+H +0.H +D+H +041+41 .0+[j41 .0+41 -0.3004 0.0 0.0 0.7818 0.0 0.0 Wax +0+41 .0+H +044 +0.tr.H +04j#H .0.41 -0.7818 0.0 0.0 0.3004 0.0 0.0 Win .0+1144 +041+41 .0.41 +0+41 +0.41 '0.41 1-12 -1.353 -0.000286 -0.000824 3.304 0.008840 0.0 Wax #0+H .0.44 .0.41 +0.lj.H .04+H .0.41 1-12 -3.304 -0.008840 -0.02546 1.353 0.000286 0.0 Win +D+Lr+H #04r*H .044 +0+11 40441 1-8 0.8353 0.0 0.0 -0.3107 0.0 0.0 Wax .04r+H +0.11 *0+H +0+H .0*1144 +0+41 1-8 0.3107 0.0 0.0 -0.8353 0.0 0.0 Win 4041 .D+lj+41 40+11 s04j.+H .044 1-9 -0.2797 0.0 0.0 0.7559 0.0 0.0 Wax +044 .0.Lr+H +0+11 *04j+H +D+H .0+41 1-9 -0.7559 0.0 0.0 0.2797 0.0 0.0 Win +0+I.r.H +0+H .0441 .0.11 +O.lj+H +044 1-10 0.9817 0.0 0.0 -0.4542 0.0 0.0 Wax +0.tr+H .0+Lr*H .041 .4)41 'D44 .4)44 1-10 0.4542 0.0 0.0 -0.9817 0.0 0.0 Win +0+41 40.41 40.41 *0+Lr+H .0+1.r*H #4)44 1-5 -1.971 -0.01885 -0.05654 4.636 0.05398 -0.05654 Wax +044 .0+H +4)*H .0.1144 +0.41 1-5 -4.636 -0.05398 -0.1620 1.971 0.01885 -0.1620 Win #0+1-r41 +D.1.r+H +0+Lr+H .0+41 +0+41 -9 -0.4197 0.0 0.0 0.9002 0.0 0.0 Wax .0+41 .D+4j+H +0+44 *0+1s+H +0.41 40+11 1-9 -0.9002 0.0 0.0 0.4197 0.0 0.0 gin +0*lj+H +0+44 *044 .044 +041*41 .D44 5-10 -0.7704 0.0 0.0 1.306 0.0 0.0 Wax +0.41 .04144 +0.41 +D.lr.H +0+41 +0.11 io -1.306 0.0 0.0 0.7704 0.0 0.0 Win +0+4j+H .0+44 +0+41 .041 +0+l.ftH +0+41 5-11 0.7433 0.0 0.0 -0.2674 0.0 0.0 Wax .0.1r44 .0+H .044 +0.41 .0.4.r.H +0+41 5-11 0.2674 0.0 0.0 -0.7433 0.0 0.0 Win .0.41 .04144 +0.41 +0+lr.H .0*41 *0+44 5-6 -2.894 -0.03113 -0.1868 6.450 0.07133 0.0 Wax +044 +0+41 +0-41 .0+lj+H +04r+H .044 5-6 -6.450 -0.07133 -0.4280 2.894 0.03113 0.0 Win *0.&r*H +0+lj+H .0+IJ.H +D+H .044 .0.41 '-8 5.297 0.3367 0.4504 -2.067 0.1913 -0.001632 Wax .0+4.r+H .0*Lr+H *0.Lr#H *0+H #0+1r41 +0.41 '-8 2.105 0.1314 0.1833 -5.194 0.06658 -0.04287 An #0+41 .0.41 .044 +0+11.41 40+41 .04j.H 1-9 3.966 0.2937 0.2957 -1.566 0.1748 0.0 Wax .04+H .0+11+41 *0+1144 .0.41 .0.1141 .0.41 1-9 1.601 0.1112 0.1164 -3.874 0.06444 0.0 An *0.-H +0+41 40+44 40+1r.41 .0+41 -10 3.977 0.1684 0.0 -1.70 0.2991 -0.1174 ON .041+41 +D+Ij.H *0.-H .0.H +0+11+41 .0+41 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 2-D Frame Description: 1st Story truss to carry equipment Project Title: Bloc Co-Work 019- Engineer: RDS Project ID: 18-010 State St Project Descr: Office Building Printed: 16 MAR 2018. 3:56 - - Ale = ENFRCALC. INC. 1983-2017. Build:10.17.12.10, Ver10.17.12. Extreme Member End Forces Only Load Combinations giving maximum values are listed Member" I" End Forces Member" J" End Forces Member Label Axial Shear Moment Axial Shear Moment k k k-ft k k k-ft 9-10 1.00 u.uo'u I Mm .0.41 .0.41 Extreme Member Forces Mmbr Label Axial Dist from "I" Joint 1-2 5.721k 0.0 ft Max 1-2 I 2.262k 0.0 ft _J4i1L_i +D+H 1-7 -2.298k 4.585 it Max +D+H 1-7 -5.892k 0.0 ft 10-11 -2.702k 0.0W Max +D+H 10-11 -5.990k 5.605 ft Mm +D+Lr+H 11-6 -2.941k 0.0ff Max +D+H 11-6 -6.631k 4.585 ft Mm - +D+Lr+H 124 3.304k 0.0 max Max +D+Lr+H 124 1.353k 0.0 ft Mm +D+H 2-3 4.431k 0.0 ft Max +D+Lr+H 2-3 1171k 0.0 it Mm +D+H 2-7 -0.2567k 0.0 ft Max +D+H 2-7 -0.6819k 0.0 ft Mm 2-8 0.7818k 0.0 it Max +D+Lr+H 2-8 0.3004k 0.0 ft M_ +D+H 3-12 3.304k 0.0 ft Max 3-12 . 1.353k 0.0 it Mm +D+H 3-8 -0.3107k 0.0ft Max +D+H 3-8 -0.8353k 0.0 it Mm +D+Lr+H 3-9 0.7559k 0.0 It Max +D+Lr+H 3-9 0.2797k 0.0ff Min_ 4-10 -0.4542k 0.0 ft Max +D+H 4-10 -0.9817k 0.0 ft Mm +D+Lr+H 4-5 4.636k 0.0 It Max +D+Lr+H .0+H Only Load Combinations Moment Dist from "I" Joint -0.001922 k-ft 0.1224 ft +D+H -0.2321 k-ft 6.0ff +D+Lr+H -0.01155k-ft 0.09358 it +D+H -0.5478 k-ft 3.369 ft +D+Lr+H 0.5122R--5105 ft +D+Lr+H -0.1709k-ft 1.830ft +D+Lr+H -0.01132k-ft +D+H -0.4879 k-ft 1.404 it +D+Lr+H _______ 0.02537 k-ft 2.870 ft 0.00010k-ft 0.3514 ft +D+H 0.1129ift 0.0iE +D+Lr+H -0.1129k-ft 6.0ff 0.0k-ft 0.oft 0.0k-fl 0.0ff 0.0k-ft 0.oft ).000101 k-ft 2.527 ft +D+H -0.02546 k-ft 0.0 it +D+Lr+H 0.0k-ft 0.0 ft 0.0k-ft 0.0 it 0.0k-ft 0.0ff 0.0k-ft 0.0ff 0.0k-ft 0.0ff +D+Lr+H .0+H maximum values are listed Shear Dist from "I" Joint 0.03868 k 0.0 ft +D+Lr+H 0.01570 k 0.0 ft +D+H 0.3213 k 0.0 it +D+Lr+H -0.1107k 4.585 it +D+Lr+H 0.1692k 0.0 ft +D+Lr+H -0.3588 k 5.605 it +D+Lr+H 0.1288k 0.0 it +D+Lr+H -0.3032 k 4.585 It +D+Lr+H -0.000286 k 0.0 ft +D+H -0.008840 k 0.0 ft +D+Lr+H -. 0.03763 k 0.0 it +D+Lr+H 0.01803 k 0.0 it +D+H 0.0 it 0.0k 0.0 ft 0.0k 0.0 ft 0.0k 0.0 ft -0.000286 k 0.0 it +D+H -0.008840 k 0.0 ft +D+Lr+H - 0.0k 0.0 ft 0.0k 0.0 it 0.0k 0.0 ft 0.0k 0.0 ft 0.0k 0.0 ft 0.0k 0.0 it -0.01885 k 0.0 it +D+H 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 2D Frame - pqjW'Es1.liIi1:Pbi.. Description: 1st Story truss to carry equipment Project Title: Bloc Co-Work Engineer: RDS Project Descr: Office Building File = (La) Project ID: 18-010 State St Pdnted: 16 MAR 2018, 3:56PM ENERcA-1118.010-1.EC6 1.17.12.10. Ver.10.17.12.10 Extreme Member Forces Only Load Combinations giving maximum values are listed Mmbr Label Axial Dist from "I" Joint Moment Dist from "I" Joint Shear Dist from "I" Joint 4-5 1.971k 0.0 ft -0.1620k-ft 0.0 It -0.05398k 0.0 ft __min________________+NH +D+Lr+H +D+Lr+H 0.9002k 0.0 ft 0.0k-ft 0.0 It 4-9 0.0k 0.0 It Max +D+Lr+H 4-9 0.4197k 0.0 ft 0.0k-ft 0.0ff 0.0k 0.0 It 0.0k-ft 0.0ft 0.0k 0.0 ft 5-10 1.306k 0.0 ft Max 5-10 0.7704k 0.0 ft 0.0k-ft 0.0ff 0.0k 0.0 It ._._JVIifl +D+H 0.0k-ft 0.0ft 0.0k 0.0 ft 5-11 -0.2674k 0.0 ft Max +D+H 5-11 -0.7433k 0.0 ft 0.0k-ft 0.0 It 0.0k 0.0 ft Mm +D+Lr+H -0.03113k 0.0 ft 5-6 6.450k 0.0 ft -0.003812k-ft 5878 Max +D+Lr+H +D+H +D+H 5-6 2.894k -0.4280k-ft +D+Lr+H 0.oft 0.0ff -0.07133k 0.0 ft +D+H +D+Lr+H 7-8 k 0.0 ft -2.067k 5.605 ft 0.4504k-ft 0.0ff '[---6.3367 Max +D+H +D+Lr+H +D+Lr+H 7-8 -5.297k 0.0 ft -0.1513k-ft 3.546 ft -0.1913k 5.605 ft Mm +D+Lr+H I 0.2957 k-ft 0.0ff 0.2937k +D+Lr+H 0.0 ft 8-9 -1 .566k 4.974 ft Max +D+H I +D+Lr+H 8-9 -3.966k 0.0 ft -0.1621 k-ft 3.147 ft -0.1748 k 4.974 ft Mm +D+Lr+H 0.3245k-ft +D+Lr+H 4.964ff 0.1684k +D+Lr+H 0.0 ft 9-10 -1.666k 0.0 It Max +D+H +D+Lr+H +D+Lr+H 9-10 4.964 ft +D++D+Lr+H -4.069k -0.1505k-ft 1.823ff -0.2991 k 4.964 ft Mm . +D+Lr+H Title Block Line 1 You can change this area using the Settings" menu ftem and then using the Printing & Title Block" selection. Title Block Line 6 [2-D Frame 03It'aYE'II'1'I.P4.i. Description : 1st Story truss to carry equipment Project Title: Bloc Co-Work Engineer: RDS Project Descr: Office Building Project ID: 18-010 State E PnziLqd: 16 MAR 2018. 404PM File RCALC. INC. 1983-2017. Build:10.17.12.10. Ver:10.17.12.10 0.0960k1f -> 0.0960k1f U.UbUKIt -> U.0 -. -> 0.0960k1f 2-2x4 2-2x4- 2-2x4 - -> 2-2x4 2-2x4 0960k11 - 0.0960k11 L --.2-2X4 ,p.0960k1f -> 0 '-Y: D(02fGW:zi--iL 3-5Y4 Joints... Joint Joint Coordinates Joint Label X V X Translational Restraint V Translational Restraint Z Rotational Restraint I Temp L. .___ ____ __.L!9LJ 0 1 0.0 0.0 Fixed Fixed Fixed 2 6.0 0.0 Fixed 0 3 12.0 1 0-01 Fixed 0 4 ! 17.750 0.0 Fixed 0 5 23.750 0.0 Fixed 0 6 29.750 0.0 : Fixed Fixed 0 7 4.50 0.880 Fixed 0 8 10.01 1.960 ; Fixed 0 9 14.880 2.920: Fixed 0 10 19.750 1.960 Fixed 0 11 j 25.250 11 0.880 Fixed 0 12 I 14.880 0.0 Fixed 0 Members... Member Endpoint Joints Member I Releases Specify Connectivity of Member Ends to Joints Label Property Label I Joint J Joint Length It x I End y z (rotation) x J End y z (rotation) 1-2 2x4 1 2 6.000 Fixed Fixed Pinned Fixed Fixed Fixed 1-7 2-2x4 1 7 4.585 Fixed Fixed Pinned 1 Fixed Fixed Fixed 10-11 2-2x4 10 11 i 5.605 Fixed Fixed Fixed Fixed Fixed Fixed 11-6 2-2x4 11 6 4.585 Fixed Fixed Fixed Fixed Fixed Pinned 12-4 2-2x4 12 4 2.870 Fixed Fixed Pinned Fixed Fixed Fixed 2-3 2-2x4 2 3 6.000 Fixed Fixed Fixed Fixed Fixed Fixed 2-7 2-2x4 : 2 7 1.739 Fixed Fixed Pinned Fixed Fixed Pinned 2-8 2-2x4 2 8 4.454 1 Fixed Fixed Pinned I Fixed Fixed Pinned 3-12 : 2-2x4 3 12 2.8801 Fixed Fixed Fixed I Fixed Fixed Pinned 3-8. 2-2x4 3 8 2.800 Fixed Fixed Pinned Fixed Fixed Pinned 3-9 : 2-2x4 3 9 4.101 Fixed Fixed Pinned Fixed Fixed Pinned 4-10 2-2x4 4 10 I 2.800 Fixed Fixed Pinned Fixed Fixed Pinned 4-5 : 2-2x4 4 5 6.000 Fixed Fixed Fixed Fixed Fixed Fixed ............. ........ . ........... .............. 0 O,ci .. 8 4JU o4o vo.I . ...1 ..... , )fl/Qlfl a! j 1 SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 JOB 21 rr-r Sr 20 SHEET NO. OF CALCULATED BY_____________________ DATE I1 it's CHECKED BY DATE___________________ PROT 204.! 7inc. &Otm mm 01471. JOB_Vc 5iwr1 9r SHEET NO. I OF SOWARDS AND BROWN ENGINEERING I 2187 Newcastle Ave., Suite 202 CALCULATED BY g Its DATE I CARDIFF BY THE SEA, CALIFORNIA 92007 I CHECKED BY DATE SCALE Lt.......UAl.... CI PRET24.I 7inc Giiit. man 01471. Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Bloc Co-Work Engineer: RDS Project Descr: Office Building Project ID: 18-010 State St Wood Coluin. - Description: Member 1-6 2nd Story Code References" .. File. ENERCAL inted: 18 MAR 2018, 11:32AM NERCA-118-010-1.EC6 17.12.10. Veñ10.17.12.10. Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 - ;- Analysis Method: Allowable Stress Design Wood Section Name 2-2x4 End Fixities Top & Bottom Pinned Wood GradinglManuf. Graded Lumber Overall Column Height 5.850 It Wood Member Type Sawn I (Used for non-slender calculations) Exact Width 3.0 in Allow Stress Modification Factors Wood Species Douglas Fir - Larch Exact Depth 3.50 in Cf or Cv for Bending ' 1.50 Wood Grade No.1 & Better Area 10.50 ine2 Cf or Cv for Compressioii 1.150 Flo + 1200 psi Fv 180 psi Ix 10.719 jA4 CforCvforlension 1.50 Fb - 1200 psi Ft 800 psi ly 7.875 mM Cm : Wet Use Factor 1.0 Fc - PrH 1550 psi Density 31.2 pcf Ct: Temperature Factor, 1.0 Fc - Perp 625 psi Cfu : Flat Use Factor 1.0 E: Modulus of Elasticity... x-x Bending y-y Bending Axial 1(1: Built-up columns 1.0 NDS 15.3.2 Basic 1800 1800 1800 ksi Use Cr: Repetitive? No Minimum 660 660 Brace condition for deflection (buckling) along columns: X-X (width) axis: Unbraced Length for X-X Axis buckling =1.0 if, K = 1.0 Y-Y (depth) axis:, Unbraced Length for X-X Axis buckling =5.8 if, K = 1.0 Applied Loads "1 Service loads entered Load Factors will be applied for calculations Column self weiqht included: 13.309 lbs * Dead Load Factor AXIAL LOADS... Axial Load at 5.850 ft, 0 = 2.371, Lr = 3.310 k Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.4775:1 Load Combination Governing NDS Forumla Comp Only, fc/Fc' Location of max.above base 0.0 ft At maximum location values are... Applied Axial 5.694k Applied Mx 0.0 k-ft Applied My 0.0 k-ft Fc : Allowable 1,135.76 psi PASS Maximum Shear Stress Ratio = 0.0:1 Load Combination +0.60D Location of max.above base 5.850 It Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Maximum SERVICE Lateral Load Reactions .. Top along Y-Y 0.0 k Bottom along Y-Y I 0.0 k Top along X-X 0.0 k Bottom along X-X 0.0 It Maximum SERVICE Load Lateral Deflections... 4 Along Y-Y 0.0 in at 0.0 ft above base for load combination: n/a I Along X-X 0.0 in at 0.0 ft above base for load combination: n/a Other Factors used to calculate allowable stresses... = Bending Compression Tension -- Load Combination ResuIts;'t- ,t.i.:... >: ••-.;:••.j.-.&f Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location DOnly 0.900 0.635 0.2230 PASS 0.0ft 0.0 PASS 5.850 ft 1.250 0.510 . 0.4775 PASS 0.0 It 0.0 PASS 5.850 ft 4040750Lr 1.250 0.510 0.4081 PASS 0.0ft 0.0 PASS 5.850 ft -i0.60D 1.600 0.420 0.1137 PASS 0.0ft 0.0 PASS 5.850 It "MkirnReiEiioi ' Note Only non zero reactions are listed X-X Axis Reaction k V-V Axis Reaction Axial Reaction My - End Moments k-ft 'Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ lop D Only 2.384 40'Lr 5.694 1 4040.750Lr 4.867 Title Block Une 1 You can change this area using the'Settings" menu item and then using the *Printing & Title Block selection. Project Title: Bloc Co-Work (i;. Engineer: RDS Project ID: 18-010 Project Descr: Office Building P 18 MAR 2018. 11:32Aii 1-118=CZWSerSWWWUUMt:-IV-NhKL;A-Illt$-UlU-I.t:ub 1! I Wood Column ENERCALC. INC. 1983-2017. Build:10.17.12.1O. Ver10.17.12.10 Description : Member 1-6 2nd Story Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction Ii V-V Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top © Base @ Base @ Top @ Base @ Top *0601) 1.431 LrOnly 3.310 Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. V-V Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 It -.O+lr 0.0000 in 0.000 ft 0.000 in 0.000 ft 4040.750Lr 0.0000 in 0.000 It 0.000 in 0.000 ft 4060D 0.0000 in 0.000 It 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Sketches 3.0 in Title Block Une 1 You can change this area using the Settings menu item and then using the "Printing & Title Block' selection. Project Title: Bloc Co-Work Engineer: RDS Project ID: 18-010 S'11 Project Descr: Office Building 11:09PM 2-D Frame INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.1 Description : 2nd Story truss to carry equipment 0.0960k1f -> 0.0WEMkIf -> 0.0960k1f 99999 c 999cQ99 0.0960k1f -> 0.0960k1 .0960k1f -> 0.0960k1f 0.0960k1f -> 0.0960k1f 0.0960k1f -> 0.0960k1f Joints... Joint Joint Coordinates Joint Label X V X Translational Restraint V Translational Restraint Z Rotational Restraint Tern ft ft ______________________ deg 1 0.0 0.0 Fixed Fixed Fixed 0 2 8.050 0.0 Fixed 0 3 14.880 0.0 Fixed 0 4 21.720 0.0 Fixed 0 5 29.750 0.0 Fixed Fixed 0 6 5.710 1.280 Fixed 0 7 10.380 2.320 Fixed 0 8 14.880 3.330 Fixed 0 9 19.380 2.320 Fixed 0 10 1 24.050 1 1.280 Fixed 0 Members... Member Endpoint Joints Member Releases Specify Connectivity of Member Ends to Joints Label Property Label Joint . d Joint Length ft x I End y z (rotation) I J x J End y z (rotation) 1-2 2x4 1 2 8.050 Fixed Fixed Pinned Fixed Fixed Fixed 1-6 2-2x4 1 6 5.852 Fixed Fixed Pinned Fixed Fixed Fixed 2-3 2-2x4 2 3 6.830 Fixed Fixed Fixed Fixed Fixed Pinned 2.6 2-2x4 2 6 2.667 Fixed Fixed Pinned Fixed Fixed Pinned 2-7 2-2x4 2 7 3.288 Fixed Fixed Pinned Fixed Fixed Pinned 3.4 2-2x4 3 4 6.840 Fixed Fixed Pinned Fixed Fixed Fixed 3-7 2-2x4 3 7 5.063 Fixed Fixed Pinned Fixed Fixed Pinned 3-8 2-2x4 3 8 3.330 Fixed Fixed Pinned Fixed Fixed Pinned 3.9 2-2x4 3 9 5.063 Fixed Fixed Pinned Fixed Fixed Pinned 4-10 2-2x4 4 10 2.658 Fixed. Fixed Pinned Fixed Fixed Pinned 4-5 2-2x4 4 5 8.030 Fixed Fixed Fixed Fixed Fixed Pinned 4-9 2-2x4 4 9 3.295 Fixed Fixed Pinned Fixed Fixed Pinned 5-10 2-2x4 5 10 5.842 Fixed Fixed Fixed Fixed Fixed Pinned 6-7 2-2x4 6 7 4.784 Fixed Fixed Fixed Fixed Fixed Fixed 7-8 2-2x4 7 8 4.612 Fixed Fixed Fixed Fixed Fixed Pinned Title Block Line 1 You can change this area using the 'Settings menu item - and then using the"Printing & Title Block' selection. Project Title: Bloc Co-Work Engineer. RDS Project Descr: Office Building Project ID: 18-010 S'1 ' Title Block Line 6 Pflnted: 18 MAR 2018, 11:09AM 1 2-D Frame File=. C:UseBob\DOCUME-1ENERCA 118-0101.EC6 - ENERcAIC, INC. 1983-2017, Build:10.17.12.10, Ver.10.17.12.10 Description : 2nd Story truss to carry equipment Members... Member Endpoint Joints Member Releases Specify Connectivity of Member Ends to Joints Label Property Label • . u,OIfli j Length It x I End y z (rotation) J End x y z (rotation) 8-9 2-2x4 8 9 4.612 Fixed Fixed Pinned Fixed Fixed Fixed 9-10 2-20 9 10 4.784 Fixed Fixed Fixed Fixed Fixed Fixed Member Stress Check Data... Member Unbraced Lengths Slenderness Factors AISC Bending & Stability Factors Label Lu:z ft Lu:y K:z K:y Cm Cb 1-2 8.050 8.050 1.00 1.00 1.000 1.000 1-6 5.852 5.852 1.00 1.00 1.000 1.000 2-3 6.830 6.830 1.00 1.00 1.000 1.000 2-6 2.667 2.667 1.00 1.00 1.000 1.000 2-7 3.288 3.288 1.00 1.00 1.000 1.000 3-4 6.840 6.840 1.00 1.00 1.000 1.000 3-7 5.063 5.063 1.00 1.00 1.000 1.000 3-8 3.330 3.330 1.00 1.00 1.000 1.000 3-9 5.063 5.063 1.00 1.00 1.000 1.000 4-10 2.658 2.658 1.00 1.00 1.000 1.000 4-5 8.030 8.030 1.00 1.00 1.000 1.000 4-9 3.295 3.295 1.00 1.00 1.000 1.000 5-10 5.842 5.842 1.00 1.00 1.000 1.000 6-7 4.784 4.784 1.00 1.00 1.000 1.000 7-8 4.612 4.612 1.00 1.00 1.000 1.000 8-9 4.612 4.612 1.00 1.00 1.000 1.000 9-10 4.784 4.784 1.00 1.00 1.000 1.000 Materials... Member Youngs Density Thermal Yield Label ksi kcf in/degr ksi Default 1.00 0.000 0.000000 1.00 Doualas Fir - Larch. Sele 1.900.00 0.031 0.000000 0.00 Steel 29.000,00 0.490 0.000007 50.00 Wood 1 1.800.00 1 0.035 0.000000 0.00 Wood Material Data... Douglas Fir - Larch, Sele, Douglas Fir - Larch, Selec, Density= 0.0312pc1, FbT= 15JJtJpSi, i-D= lbuupsl, -v= ioupsi, rt= wuu, r I iuupi, r- DV11U XX= 1900k5i, E BendMin XX= 690ksi, E Beny YY= 0ksi, E BendMin YY= 0ksi, E Axial= 0ks1, Species= 2'4 Thick, Grade= Select structural, Class= 2-4 Thick Wood, Not Defined, Density= 0.035pc1, FbT= 1000psi, FbC= 1000psi, Fv= l000psi, Ft= 1000, Fc= 400psi, E Bend XX= 1800ksi, E BendMin XX= 1800k5i, E Beny YY= 1800ksi, E BendMin YY= 1800ksi, E Axial= 1800ksi, Species=, Grade= Any, Class= Member Sections... Prop Label Material Area Depth Width lxx bjy 2-2x4 Group Tagt Grououalas Fir - L 10.50 inA2 3.50 in 3.0 in 10.719 inA4 7.875 mM 2x4 Grououolas Fir - L 5.250 inA2 3.50 in 1.50 in 5.359 mnA4 0.9844 inA4 Default GrouoDefault 1.0 in A2 0.0 in 0.0 in 1.0 inA4 1.0 mM Joint Loads.... Note: Loads labeled "Global Y" act downward (in 11-Y" direction) Load Load Magnitude Joint Label Direction Dead Roof Live Live Snow Seismic Wind Earth R Global Y I 0.2160 k Member Distributed Loads.... Note: Loads labeled "Global Y° act downward (in "-Y" direction) Load Load Extents I Load Magnitude Member Label Direction '7 0 I start I Dead Roof Live Live Snow Seismic Wind Earth CInhIY I End1 SrtMe: 0.9360 9.969 1 4.6121 End Mag: 0.0360 0.060 lUll 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 Frame I!TiWA'EII1SII1W4.5. Description: 2nd Story truss to carry equipment 8-9 Global V 0.0 Start Mag: 4.612 End Mag: Project Tifle: Bloc Co-Work Engineer: ROS Project Descr: Office Building .•• Mie ENERCALC, INC. 1983-2017 0.0360 0.060 0.0360 0.060 Proiect ID: 18-010 State St Punted: 18 MAR 2018. 11:09AM ENERCA-118-010--1.EC6 0.17.12.10. Ver.10.17.12.10 ft ft Title Block Line 1 You can change this area using the "Settings" menu item Project Title: Bloc Co-Work Engineer: RDS Project Descr: Office Building and then using the "Printing & Title Block" selection. Title Block Line 6 2-D Franie - File =C:\Llser . ENERCALC, INC. RT - - Description: 2nd Story truss to cony equipment Prolect ID: 18-010 State St Printed: 18 MAR 2018. 11:09AM )ME-1\ENERcA-118-010-1.EC6 Build:10.17.12.10. Ver.10.17.12.10 I Member Distributed Loads.... Note: Loads labeled "Global Y" act downward (in "-Y" direction) I I Member J Load Load Extents I Load Magnitude I Label A 4A I Direction i Start ft End.,,.,1 I Dead Roof Live Live Snow Seismic Wind Earth I flflJ flflpfl kift 4.784 End Meg: 0.0360 0.060 k/ft 1-6 Global Y 0.0 Start Mag: 0.0360 0.060 k/ft 5.852 End Mag: 0.0360 0.060 k/ft 6-7 Global Y 0.0 Start Mag: 0.0360 0.060 k/ft 4.784 End Meg: 0.0360 0.060 k/ft 5-10 Global Y 0.0 Start Meg : 0.0360 0.060 k/ft 5.8421 End Meg : 0.0360 0.060 k/ft Strength/Stress Load Combinations IBC 2015 Load Combination Lambda bd Load Combination Factors Description Dead Roof Live Live Snow Seismic Wind Earth 4041 0.9 1.0 1.0 .0+Lr+H 1.25 1.0 1.0 1.0 Reaction Load Combinations IBC 2015 Load Combination Load Combination Factors Description Dead Roof Live Live Snow Seismic Wind Earth 40+1-I 1.0 1.0 40+141 1.0 1.0 1.0 +0+IT4H 1.0 1.0 1.0 1.0 1.0 1.0 4040.750Lr40.750L+11 1.0 0.750 0.750 1.0 +0+0750L#0750S41 1.0 0.750 0.750 1.0 4040.60W41 1.0 0.60 1.0 i0+0.70E#1 1.0 0.70 1.0 I0+0.750Lr40750L40.450W-'+I 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0.450W41 1.0 0.750 0.750 0.450 1.0 +D40.750L40.750S40.5250E4H 1.0 0.750 0.750 0.5250 1.0 60D.+0.60W+0.60H 0.60 0.60 0.60 +0.60D+0.70E+0.60H 0.60 0.70 0.60 DOnlv 1.0 Lr Only 1.0 LOnly 1.0 SOniv 1.0 WOnlv 1.0 EOnlv 1.0 HOnlv . 1.0 Deflection Load Combinations IBC 2015 Load Combination Load Combination Factors Description Dead Roof Live Live Snow Seismic Wind Earth -.041-I 1.0 1.0 40+141 1.0 1.0 1.0 40+1(41 1.0 1.0 1.0 .+lJ+S4I 1.0 1.0 1.0 -.0-.0.750Lr-.0.750L41 1.0 0.750 0.750 1.0 -.0-.0.750L-.0.750S#1 1.0 0.750 0.750 1.0 4040.60 W-+H 1.0 0.60 1.0 '0-.0.70E+H 1.0 0.70 1.0 +O-.0.750Lr40.750L-.0.450W#I 1.0 0.750 0.750 0.450 1.0 404.750L-.0.750S40.450W4H 1.0 0.750 0.750 0.450 1.0 4040.750L-.0.750S40.5250E-*I 1.0 0.750 0.750 0.5250 1.0 40.60D-.0.60W-.0.60H 0.60 0.60 0.60 40.60D-.0.70E40.60H 0.60 0.70 0.60 DOnlv 1.0 LrOnlv 1.0 LOnlv 1.0 SOnlv 1.0 WOnIv 1.0 Project Title: Bloc Co-Work Engineer: RDS Project Descr: Office Building 61~r Project ID: 18-010 State St Title Blbck Line 1 You can change this area using the "Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 2-D Frame Description : 2nd Story truss to carry equipment EOnlv H Only Extreme Joint Displacements Joint Displacements Joint Label X Y in in 1 0.0 0.0 Max 40.60D Pdnted: 18 MAR 2018. 11-.GM File C:\UserstBobD0CUME-1ENERCA-1118-0101.EC6 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver.10.17.12.10 1.0 1.0 Only Load Combinations giving maximum values are listed z Radians Title Block Line I You can change this area using the "Settings" menu item and then using the "Panting & Title Block" selection. Title Block Line 6 2-DFrame Description : 2nd Story truss to carry equipment Project Title: Bloc Co-Work Engineer: RDS Project Descr: Office Building File = C:IUser -. ENERcAIC. INC. Project ID: 18-010 State St Punted: 18 MAR 2018, 11:09At CUME-1lENERA-1118-010-1.EC6 7, Build:10.17.12.10. Ver:10.17.12.10 Extreme Joint Displacements Only Load Combinations giving maximum values are listed Joint Displacements Joint Label X Y Z in in Radians 1 0.0 0.0 0.0 Mm 2 0.05312 -0.1157 0.0 Max +0+lj +0.601) 40.60D 2 0.01356 -0.4488 0.0 Min 460D +0+1! 3 0.07111 -0.1173 0.0 Max *0+Lr. +60D 3 0.01829 -0.4519 0.0 Mm +O.60D 4 0.08866 -0.1003 0.0 Max 4 0.02292 -0.3873 0.0 Min +0.601) +0+l.r e601) 5 0.1139 0.0 0.0 Max +0.ts +0.60D 5 0.02941 0.0 0.0 Mm +0.600 +0+1! +0.601) 6 0.07285 -0.1068 0.0 Max +D+Lr #0.600 +0.60D 6 0.01877 -0.4155 0.0 Mm #0.60D +0+1! 7 0.06908 -0.1197 0.0 Max +0=I.r +0.60D +0.60D 7 0.01790 -0.4633 0.0 Mm 4160D +0+Lr 8 0.05622 -0.1169 0.0 Max +D+tr 4600 8 0.01455 -04499 0.0 Mm *0.600 +0+Lr 9 0.05251 -0.1095 0.0 Max +041! +0.60D +0.1! 9 0.01349 -0.4224 0.0 Mm +0.600 #04! +0.600 10 0.05821 -0.08640 0.0 Max 40+1! #0.600 +04! 10 0.01499 -0.3342 0.0 Mm 4600 +04! 460D Extreme Joint Reactions Only Load Combinations giving maximum values are listed Joint Reactions Joint Label X Y Z k k k-ft 1 0.0 1.532 Max 460D 90+1! 0.0 0.3848 Mm +D+li 4600 2 0.1248 Max +04! 0.03279 Mm +0.60D 3 Max Mm 4 -0.06787 Max 4600 -0.2612 Mm 5 1.611 -0.1805 Max . 40.600 z k-ft Tide 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 2-D. Frame Description : 2nd Story truss to carry equipment Extreme Joint Reactions Joint Reactions Joint Label X Y k k Project Title: Bloc Co-Work Engineer: RDS Project Descr: Office Building Project ID: 18-010 State St Pnn(ed: 18 MAR 2018, 11:09AM File = C:UserslBobDOCUME-1ENERCA-118-010-1.E06 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 ,Li'censee':`!5.0WARDS AND BROWN ENGINEERNGIIN Only Load Combinations giving maximum values are listed Mm 6 Max Mm 7 Max Mm 8 Max Mm 9 Max Mm 10 Max Mm Extreme Member End Forces Member Label Axial k 1-2 -2.333 Max DOnly 1-2 -5.485 Mm 1-6 5.684 Max 1-6 2.416 Min DOnly 2-3 -1.919 Max D Only 2-3 -4.379 Mm #O+Lr 2-6 0.8251 Max +Di4j 2-6 0.3096 Min DOnly 2-7 -0.2018 Max D Only 2-7 -0.5401 Mm +O+tr 3-4 -1.876 Max DOnly 3-4 -4.266 Mm 3-7 1.130 Max 40+1! 3-7 0.4169 Min DOnly 3-8 -0.3566 Max D Only 3-8 -0.9703 Mm +O+IJ 3-9 1.004 Max +0+1r 0.4034 .O.60D Member" I" End Forces Shear k 0.01521 +0+11 0.006536 D Only 0.2799 +0+11 0.1089 D Only 0.000341 40+1! 0.000297 D Only 0.0 D Only 0.0 +0.1! 0.0 D Only 0.0 +0+11 -0.003138 O Only -0.007134 +0+11 0.0 D Only 0.0 +0+11 0.0 0 Only 0.0 D Only 0.0 D Only -0.7501 +0+lr 0.3545 +0.11 0.1003 -O.60D 0.1856 +0+11 0.04837 +0.600 -0.09810 .00D -0.3834 +0+11 -0.1109 +0.60D -0.4486 *0+11 Only Load Moment k-ft 0.0 D Only 0.0 O Only 0.0 D Only 0.0 D Only 0.002332 +0+1! 0.002026 D Only 0.0 D Only 0.0 D Only 0.0 0 Only 0.0 D Only 0.0 D Only 0.0 O Only 0.0 O Only 0.0 D Only 0.0 D Only 0.0 0 Only 0.0 0 Only binations giving maximum values are listed Member" J" End Forces Axial Shear Moment It k k-ft 5.485 -0.006536 0.1224 DOnly 2.333 -0.01521 0.05262 DOnly +0+lr DOnly -2.370 0.2683 0.03609 DOnly +0+1r DOnly -5.561 0.09661 0.03410 +0+U 0 Only +D4r 4.379 -0.000297 0.0 0 Only DOnly 1.919 -0.000341 0.0 DOnly .D+1.r 0 Only -0.3096 0.0 0.0 0 Only .0+11 0 Only -0.8251 0.0 0.0 +O+l.r DOnly DOnly 0.5401 0.0 0.0 .0.Lr .0+tr 0 Only 0.2018- 0.0 0.0 D Only D Only D Only 4.266 0.007134 -0.02147 +0+1.r 0 Only 1.876 0.003138 -0.04880 0 Only DOnly -0.4169 0.0 0.0 DOnly 'Ostr DOnly -1.130 0.0 0.0 +0+Lr oOnly DOnly 0.9703 0.0 0.0 .DAt DOnly DOnly 0.3566 0.0 0.0 DOnly DOnly 0 Only -0.3688 0.0 0.0 DOnly *0+1r DOnly Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Bloc Co-Work Engineer: RDS Project Descr: Office Building (~ ~t Project ID: 18-010 State St Title Block Line 6 Pinted: 18 MAR 2018, 11:09AM I 2 D Frame - - - -- File= C:UsersBobtDOCUME-1ENERCA-118.010-1.EC6 j r . . ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver.10.17.12.10 Description: 2nd Story truss to carry equipment I Extreme Member End Forces Only Load Combinations giving maximum values are listed Member" I" End Forces Member' J" End Forces I Member Label Axial Shear Moment Axial I Shear Moment k k k-ft k k k-ft 3-9 0.3688 0.0 0.0 -1.004 0.0 0.0 Min 0 Only *04x 0 Only +0+tr D Only 0 Only 4-10 0.7157 0.0 0.0 -0.2730 0.0 0.0 Max .0+1! 0 Only 0 Only - D Only +0+1.r 0 Only 4-10 0.2730 0.0 0.0 -0.7157 0.0 0.0 Min D Only +D+I.r D Only *0.4-i 0 Only 0 Only 4-5 -2.240 -0.01141 -0.09165 5.222 0.02645 0.0 Max 0 Only 0 Only D Only +D+1.r .0.1! D Only 4-5 -5.222 -0.02645 -0.2124 2.240 0.01141 0.0 Mm .0*4.r -.D.Lr +04.r 0 Only D Only 0 Only 4-9 -0.1750 0.0 0.0 0.4620 0.0 0.0 Max 0 Only -.0+1! 0 Only *O+Lr D Only 0 Only 4-9 -0.4620 . 0.0 0.0 0.1750 0.0 0.0 Mm .0.1! D Only 0 Only D Only .0+lr 0 Only 5-10 5.442 -0.1541 -0.3009 -2.284 -0.05110 0.0 Max *0.4-i D Only 0 Only 0 Only 0 Only D Only 5-10 2.330 -0.4020 -0.7501 -5.319 -0.1452 0.0 Min DOnly .0.ls +0+I +04 +0.4-i 0 Only 6-7 4.941 0.2834 0.3204 -2.099 0.1649 -0.003055 Max .0+1j +D+I.r +0+1! D Only D Only 6-7 2.137 0.1108 0.1310 -4.841 0.05732 -0.03705 Min D Only D Only D Only +0+1! 0 Only 7-8 3.517 0.2643 0.2227 -1.573 0.1677 0.0 Max *0*4-f +0*4-i .0+1! 0 Only +0+li DOnly 7-8 1.609 0.09914 0.08367 -3.420 0.06286 0.0 Min 0 Only D Only D Only +0+1! D Only 0 Only 8-9 3.424 0.1526 0.0 -1.610 0.2794 -0.1128 Max .0+1., +0+1! 0 Only D Only .0+Lr D Only 8-9 1.574 0.05655 0.0 -3.521 0.1055 -0.2922 Min D Only D Only D Only .0.1! 0 Only .0+1! 9-10 4.682 0.1114 -0.05073 -2.079 0.3370 -0.1848 Max 40+1! s0.4-i D Only D Only *0.4-i D Only 9-10 2.041 0.03483 -0.09111 -4.782 0.1333 -0.4486 Min DOnly DOnly .0+1! +0*4-i DOnly I Extreme Member Forces Only Load Combinations giving maximum values are listed I Mmbr Label Axial Dist from "I' Joint Moment Dist from "I" Joint Shear Dist from "I" Joint 1-2 5.485k 0.0 ft -0.001074k-ft 0.1643ft 0.01521k 0.0 ft Max I +0-iL, D Only +0+1! 1-2 2.333k 0.0 ft -0.1224k-ft 8.050 ft 0.006536 k 0.0 ft Mm D Only 0 Only 1-6 -__]__:0.01276k-ft 0.1194ft 0.2799k 0.0 ft -2.370k 5.852 ft Max 0 Only 0 Only +0+1! 1-6 -5.684k 0.0 It -0.4182k-ft 2.986 it -0.2683k 5.852 ft Mm +Ø+Lr +0+L, +D+Lr 0.000341 k 0.0 ft 4.379k 0.0ft 0.002332k-ft 0.0ft Max +0+1! +D1-Lr +0+1! 2-3 1.919k 0.0 ft 0.000124k-ft 6.412ft 0.000297k 0.0 ft Min D Only 0.0k-ft DOnly O.Oft 0 Only 0.0k 0.0 ft -2:6-1-4-3-69-15- 00 ft Max 0 Only 2-6 -0.8251k 0.0 ft 0.0k-ft 0.0ft I 0.0k 0.0 ft Mm +D+L, 2-7 1 0.5401k 0.0 fL 0Oift '• 0.0ft 0.0 k 0.0 ft Max I +D+Lr 2-7 I 0.2018k 0.0 ft 0.0k-ft 0.0ft 0.0k 0.0 ft Min 3-4 -003138k 0.0ft 4.266k 0.0 ft - 1öä0k-ft i840ft Max +0*-Li +0*-Li 0 Only Title Block Line 1 You can change this area using the Settings menu item and then using the Printing & Title Block selection. Project Title: Bloc Co-Work Engineer: RDS Project Descr: Office Building Prolet ID: 18-010 State St - ENERCALCINC. Build:1O.17.12.1O. Vèr:1O.17.12.1O Description: 2nd Story truss to carry equipment Extreme Member Forces Only Load Combinations giving maximum values are listed Mmbr Label Axial . Dist from 01 Joint Moment Dist from OI Joint Shear Dist from I" Joint 34 1.876k 0.0 It 0.000438k-ft 0.1396ff -0.007134k 0.0ff Min only 0 Only +D+Lr 3-7 0.0k 0.0 ft -0.4169k 0.0 ft 0.0k-ft 0.0 ft Max DOnly 3-7 -1.130k 0.0 It 0.0k-ft 0.0ff 0.0k 0.0 ft Mm 0.0k-ft 0.0ft 0.0k 0.0 ft 3-8 0.9703k 0.0 ft Max +D+Lr 3-8 0.3566k 0.0 ft 0.0k-ft 0.0ff 0.0k 0.0 ft Min DOnly 0.0k 0.0 ft 3-9 -0.3688k 0.0 ft 0.0k-ft Max oOnly 3-9 -1.004k 0.0 ft 0.0k-ft 0.0ff 0.0k I 0.0 ft Mm +D+Lr 00'kff 0.0ff 0.0k 0.0 ft 4-10 -0.2730k 0T01V 1 Max DOnly I I 4-10 -0.7157k 0.0 ft 0.0k-ft 0.0ff 0.0k 0.0 ft Min +D+Lr -0.01141 k 0.0 ft 4-5 5.222k 0.0ff -0.001870k-ft 7.866 ft Max +D+Lr D Only D Only 4-5 2.240k 0.0 ft -0.2124k-ft 0.0 ft -0.02645k 0.0 ft - Mm 0 Only +D+Lr 0.0k +D+Lr 0.0 ft 4-9 0.4620k 0.0 ft 0.0 k-ft 0.0ff - Max +D+Lr 4-9 0.1750k 0.0 ft 0.0k-ft 0.0 It 0.0k 0.0 ft Min DOnly _________ 1f0 - - -2284k 21 ft OTf6k:ff 0.1452 k 5.842 ft Max 0 Only +D+Lr +D+Lr 5-10 -5.442k 0.0 ft -0.7501 k-ft 0.0 ft -0.4020 k 0.0 ft Mm +D+Lr +D+Lr +D+Lr• 6-7 -2.099k 4.784Y 7'+D+Lr 0.32o4kU'O.0ff 0.2834k . i 0.0 ft Max D Only +D+Lr 6-7 -4.941k . 0.0 ft -0.1081 k-ft 3.027ft -0.1649k 4.784 ft Mm +D+Lr +D+Lr +1)+Lr 7-8 -1.573k 4.612 ft 0.22127k-ft 0.0ff 0.2643k 0.0 ft Max 0 Only +D+Lr +0+1! 7-8 -3.517k 0.0 ft -0.1502k-ft 2.824 ft -0.1677k 4.612 ft Mm +D+Lr +D+Lr 0.1526k 0.0 ft 8-9 -1.574k 0.0 ft 0.2922k-ft 4612ff Max D Only +0+1! +0+1! 8-9 -3.521k .4.612 ft -0.1243k-ft 1.60 It -0.2794k L-- 4.612 ft Mm +D+Lr +D+Lr ________ 9-10 iTW14k - 0.0 ft 4T öT -V 4.784ff Max 0 Only +0+1! +D+Lr 9-10 -4.782k 4.784 ft -0.1573k-ft 1.172ff -0.3370k I 4.784 ft Mm +D+Lr +D+Lr +0+1! PROtJCT2OI Gmtm. Mam 01471 Title Block Line 1 You can change this area using the 'Settings" menu item and then using the Printing & Title Block' selection. Project Title: Bloc Co-Work Engineer: RDS Project Descr: Office Building Project ID: 18-010 State St I rue NOCK Line b Printed: 18 MAR 2018. 12:03PM 'W 66d File= C.-~UsersIBobIDOCUME-ilENERGA-1~18-010-.I.EC6 ' ..' I ENERCALC INC 1983-2017 8ui1d10171210 Ver10171210 Description: 2nd Story East Wall I cObEREFERENCES.:T 7T I Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 I Material Properties Analysis Method: Allowable Stress Design Fb + 3100 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - 3100 psi Ebend- xx 2000 ksi Fc - Pril 3000 psi Eminbend - xx 530120482ksi Wood Species : Boise Cascade Fc - Perp 750 psi Wood Grade : Versa Lam 2.0 3100 East Fv 285 psi Ft 2150 psi Density 41.75pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.075) Lr(0.025) Span= 16.0 ft .:Apphed Loads f ..... -. Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.0750, Lr = 0.0250, Tributary Width = 1.0 ft )ESIGN-SUMMOY "14 79 ximum Bending Stress Ratio = 0.1041 Maximum Shear Stress Ratio = I 0.062 :1 Section used for this span 5.25x11.875 Section used for this span 5.25x11.875 ft : Actual = 289.66p5i fv : Actual = 15.82 psi FB : Allowable = 2,790.00 psi Fv : Allowable = 256.50 psi Load Combination D Only Load Combination D Only Location of maximum on span = 8.000ft Location of maximum on span 15.066 ft Span # where maximum occurs = Span #1 Span # where maximum occurs = Span #1 Maximum Deflection Max Downward Transient Deflection 0.025 in Ratio = 7587 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.120 in Ratio = 1606>=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 j'Maxumum:Forces & Stressesfor.LoadComblnatIons I Load Combination Max Stress Ratios Moment Values I Shear Values Segment Length Span# M V Cd C FN C1 Cr Cm C t CL M fb F'b v fv F'v D Only 0.00 0.00 0.00 0.00 Length = 16.0 It 1 0.104 0.062 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.98 289.66 2790.00 0.66 15.82 256.50 9041 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0.095 0.056 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.78 367.46 3875.00 0.83 20.07 356.25 i0*0.75OLr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.0ft 1 0.090 0.053 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.58 348.01 3875.00 0.79 19.01 356.25 40.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 It 1 0.035 0.021 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.79 173.80 4960.00 0.39 9.49 456.00 Title Block Line 1 You can change this area using the "Settings' menu item and then using the 'Printing & Title Block' selection. Project Title: Bloc Co-Work Engineer: RDS Project ID: 18-010 State St Project Descr: Office Building Wood Beam Punted: 18 MAR 2018.12:03M File = C:tuseBobDOCUME1tENERCA118-010'1.EC6 ENERCALC. INC. 1983-2017. Build:10.17.12.10, Ver:10.17.12.10 Description: 2nd Story East Wall Overall Maximum Deflectións Load Combination Span Max. - Dell Location in Span Load Combination Max. '- Defi Location in Span 1 0.1 19 5 8.058 0.0000 0.000 Vertical Reactions . - -, Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.945 0.945 Overall MiNimum 0.200 0.200 D Only 0.745 0.745 i.O#Lr 0.945 0.945 +040.750Lr 0.895 0.895 90.60D 0.447 0.447 LrOnly 0.200 0.200 Title Block Line I Project Title: Bloc Co-Work 66) You can change this area Engineer. RDS Proleôt ID: 18-010 SbWff using the 'Settings' menu item Project Descr: Office Building and then using the "Printing & Title Block" selection. Wood Beam '- p , ENERCAL Description: 1st Story East Wall ':. INC.'1983-2017. Build:10.17.12.10. Ver:10.17.12.10 I Calculations per NOS 2015, (BC 2015, CBC 2016, A S C E 7 - 1 0 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 3,100.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - 3,100.0 psi Ebend-xx 2,000.0ksi Fc - Prll 3,000.0 psi Eminbend - xx 1,036.83 ksi Wood Species : Boise Cascade Fc - Perp 750.0 psi Wood Grade : Versa Lam 2.0 3100 East Fv 285.0 psi Ft 2,150.0 psi Density 141.750pcf Roam Rrc$nn Room ic Pi ilki Rrr'rI anninat I g,rI..tr,rcjr,nI hi u-klin., Service loads entered. Load Factors will be applied for calc u l a t i o n s . Beam self weight calculated and added to loads Load for Span Number I Uniform Load: D = 0.1680, 1= 0.0370 k/ft, Extent = 0.0 ->> 4.50 It, Tributary Width = 1.0 ft Point Load: D =0.7450, L = 0.20k @4.50 ft Uniform Load: D =0.2440, L = 0.0560 kilt, Extent = 4.50 ->> 11.0 ft, Tributary Width = 1.0 ft ESIGAI UMMA ximum Bending Stress Ratio = 0.321:1 Maximum Shear Stress Ratio = 0.189 :1 Section used for this span 5.25x9.5 Section used for this span 5.25x9.5 lb : Actual 99439 psi fv : Actual = 53.80 psi FB : Allowable = 3,100.0opsi Fv : Allowable = 285.00 psi Load Combination Load Combination *041 Location of maximum on span = 4.536ft Location of maximum on span = 10.237 It Span # where maximum occurs Span #1 Span # where maximum occurs Span #1 Maximum Deflection Max Downward Transient Deflection 0.034 in Ratio = 3883 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.182 in Ratio = 726 >=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 I r Maximum " Load Combination Max Stress Ratios Moment Values , Shear Values Segment Length Span # M V Cd C FN C, Cr Cm Ct CL M lb Fb I V fv F'v O Only 0.00 1 0.00 0.00 0.00 Length = 11.0 ft 1 0.289 0.171 0.90 1.000 1.00 1.00 1.00 1.00 1.00 5.31 806.50 2790.00 1.46 43.89 256.50 40L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Title Block Line 1 Project Title: Bloc Co-Work You can change this area Engineer: RDS using the 'Settings' menu item Project Descr: Office Building and then using the "Printing & Title Block" selection. () Project ID: 18-010ttet Printed: 18 MAR 20* 1Z-24PM Wood Beam 1983-2017. Build:10.17.12.10, Ver.10.17.12.10 Description: 1st Story East Wall Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C1 Cr Cm C t CL M fb F'b V fv F'v Length =11.oft 1 0.321 0.189 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.54 994.39 3100.00 1.79 53.80 285.00 *O*0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 It 1 0.244 0.144 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.23 947.40 3875.00 1.71 51.32 356.25 *0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.098 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.18 483.90 4960.00 0.88 26.33 456.00 Overall Maximum Deflections Load Combination Span Max. '-' Defi Location in Span Load Combination Max. "+° Dell Location in Span 404. 1 0.1818 5.460 0.0000 0.000 Vertical Reactions - . Support notation : Far left is #1 Values in KIPS Load Combination Support I Support 2 Overall MAXimum 1.948 2.029 Overall MiNimum 0.358 0.372 D Only 1.590 1.656 *04. 1.948 2.029 *0*0.750L 1.858 1.936 *060D 0.954 0.994 L Only 0.358 0.372 Title Block Line ' Project Title: Bloc Co-Work You can change this area Engineer: RDS Project ID: 18-010 State St using the 'Settings' menu item Project 0escr: Office Building and then using the "Printing & Title Block selection. Title Block Line 6 Printed: 18 MAR 2018, 12:28PM EC6 ENERCALC INC 1983-2017 Build 10171210 Verl0ll 12.10 Description : 1st Story CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 3,100.0 psi E: Modulus of Elasticity, Load Combination ASCE 7-10 Fb - 3,100.0 psi Ebend- xi 2,000.0 ksi Fc - Pdl 3,000.0 psi Eminbend - xx 1,036.83ksi Wood Species : Boise Cascade Fc - Perp 750.0 psi Wood Grade : Versa Lam 2.0 3100 East Fv 285.0 psi Ft 2,150.0 psi Density 41.750pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.244) L(O.056) 9 9 Span = 6.70 It Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: 0 = 0.2440, L = 0.0560, Tributary Width = 1.0 ft )ESIGN SUMMARY 3ximum Bending Stress Ratio 0.1471 Section used for this span 5.25x7.25 - fb : Actual = 455.37 psi FB : Allowable = 3,100.00 psi Load Combination -04L Location of maximum on span = 3.350ft Span # where maximum occurs = Span #1 Maximum Deflection Maximum Shear Stress Ratio 0.119 :1 Section used for this span 5.25x7.25 fv : Actual = 33.87 psi Fv: Allowable = 285.00 psi Load Combination 40+1 Location of maximum on span = 0.000ft Span # where maximum occurs = Span #1 Max Downward Transient Deflection 0.008 in Ratio= 10497>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.043 in Ratio = 1889>=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 - -. _;_ -.,,... .-tVMg - rr r.S---- •-.t-.b --'_--w--;-v Forces & Stresses for Load.Combinations. . Maximum Load Combination Max Stress Ratios - Moment Values Shear Values Segment Length Span# M V C C FN C1 Cr Cm C t CL M tb Fb V fv Fv 0 Only 0.00 0.00 0.00 0.00 Length =6.70ft 1 0.134 0.108 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.43 373.39 2790.00 0.70 27.77 256.50 4041 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.70 ft 1 0.147 0.119 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.75 455.37 3100.00 0.86 33.87 285.00 '0*0.750L . 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.70ft 1 0.112 0.091 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.67 434.88 3875.00 0.82 32.34 356.25 4060D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.70ft 1 0.045 0.037 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.86 224.03 4960.00 0.42. 16.66 456.00 Title Block Line 1 Project Title: Bloc Co-Work You can change this area Engineer: RDS Project Descr: Office Building "Settings" using the menu item and then using the Printing & Title Block" selection. Title Block Line 6 Wood Beam Re= Qi ENERCALC Description : 1st Story East Wall Overall Maximum Deflection - - Project ID: 18-010 SbtffSt Punted: 18 MAR 2018, 12:28PM ENERGA-118-010-1.EC6 0.17.12.10. Ver:10.17.12.10 Load Combination Span Max. Dell Location in Span Load Combination Max. "+ Dell Location in Span 4041 1 0.0425 3.374 0.0000 0.000 Vertical Reaàtion . - . Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.042 1.042 Overall MiNimum 0.188 0.188 D Only 0.854 0.854 '0.1 1.042 1.042 0+0.750L 0.995 0.995 .0.601) 0.513 0.513 L Only 0.188 0.188 1T' Sr-r. OB SrS SHEET NO. 4-u OF SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 202 CALCULATED BY__ DATE CARDIFF BY THE SEA, CALIFORNIA 92007 CHECKED BY DATE_________________ Tifle Block Line 1 You can change this area using the Setting? menu item and then using the 'Printing & Title Block selection. Wood Beam Project Title: Bloc Co-Work (.:_;) Engineer: RDS Protect ID: 18-010 State Project Descr: Office Building Periled: I8(itAR 2018, 1:28PM File = C:UJserslRnbDOCUMF-1lENERcA-118.O1O-1.FTh INC. 1983.2017. Build:10.17.12.10. Ver.10.17.12.10 Description: 2nd Story West Wall CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties - Analysis Method: Allowable Stress Design Load Combination ASCE 7-10 Fb + Fb - 3,100.0 psi 3,100.0 psi E: Modulus of Elasticity Ebend- xx 2,000.0 ksi Fc - Prll 3,000.0 psi Eminbend - xx 1 ,036.83ksi Wood Species : Boise Cascade Wood Grade : Versa Lam 2.0 3100 East Fc - Perp Fv Ft 750.0 psi 285.0 psi 2,150.0 psi Density 41.750pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling .................................................................. D(0.075) Lr@.025) frfr 5.2504 (ph Span = 21.0 ft Applied Load_ Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: 0 = 0.0750, Li = 0.0250, Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb :Actual = FB: Allowable = Load Combination I 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 0.1351 Maximum Shear Stress Ratio 5.25x14 Section used for this span 371 .48 psi fv : Actual 2,742.62 psi Fv Allowable O Only Load Combination 10.500ft Location of maximum on span Span # 1 Span # where maximum occurs 0.046 in Ratio = 5498 '=360 0.000 in Ratio = 0<360 0.222 in Ratio= 1133>=180 0.000 in Ratio= 0080 = 0.072:1 5.25x14 = 18.38 psi = 256.50 psi D Only = 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 Cd C FN C i C r C m C t C L M fb Pb V fv F'v D Only 0.00 0.00 0.00 0.00 Length =21.0ft 1 0.135 0.072 0.90 0.983 1.00 1.00 1.00 1.00 1.00 5.31 371.48 2742.62 0.90 18.38 256.50 +04.r 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 21.0 ft 1 0.123 0.065 1.25 0.983 1.00 1.00 1.00 1.00 1.00 6.69 467.91 3809.19 1.13 23.15 356.25 4040.750Lr 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =21.0ft 1 0.117 0.062 1.25 0.983 1.00 1.00 1.00 1.00 1.00 6.34 443.80 3809.19 1.08 21.96 358.25 .e0.60D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =21.oft 1 0.046 0.024 1.60 0.983 1.00 1.00 1.00 1.00 1.00 3.19 222.89 4875.77 0.54 11.03 456.00 Title Block Line 1 Project Title: Bloc Co-Work You can change this area Engineer: RDS using the Settings menu item Project Descr: Office Building and then using the Printing & Title Block" selection. ProiectlD: 18-01OStateSt PnlIM/28I8 1:28PM Title Block • ne 6 -...---.-. File = C:\Users\BobDOcuME-l\ENERcA-118-010-l.EC6 Wood Beam ENERCAIC, INC. 1983.2017, Build: 10.17.12.10, Ver:10.17.12.10 Descption: 2nd Story West Wall Overall Maximum Deflections Load Combination Span Max. Defi Location in Span Load Combination Max. +° Dell Location in Span 1 0.2224 10.577 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum . 1.274 1.274 Overall MINimum 0.263 0.263 DOnly 1.011 1.011 4O1r • 1.274 1.274 4040.75DLr 1.208 1.208 .+0.60D 0.607 0.607 LrOnly 0.263 0.263 2S1 3rki Sr JOB SHEET NO._1 OF SOWARDS AND BROWN ENGI NEERING 2187 Newcastle Ave., Suite 202 CALCULATED BY_______________ DATE_____________ CARDIFF BY THE SEA, CALIFORNIA 92007 CHECKED BY DATE SCALE pL1 e:e,y e : c.'....'... i.:Q .............. .............. ............... .............. L. e......... ........ ..........F Jo PRO]JCT 204-I 7ix. Grolm Mist 01411. Title Block Line 1 You can change this area using the Settings menu item and then using the Printing & Title Block selection. Project Title: Bloc Co-Work Engineer: RDS Project Descr: Office Building Project ID: 18-010 State St Title Block Line 6 PlilUed: 18 MAR 2015. 12:47PM File= C:kUsersIBobIDOCUME-11ENERCA-1%18-010-l.EC6 ASCE 7-10 Wind Forces Chpt 28, Pt2 & Chpt 30, Pt2 ENERCALC, INC. 9832Od:ia11iO,Vec10i7 1210 Description: 2659 State St Analytical Values Calculations per ASCE 7.40 V: Basic Wind Speed per Sect 26.5-I A. B or 110.0 mph Roof Rise:Run Ratio 2:12 Occupancy per Table 1.5-1 II All Buildings and other structures except those listed as Category I, Ill, and IV Exposure Category per 26.7 Exposure B MRH : Mean Roof Height 20.0 ft Lambda: per Figure 28.6-1, Page 305 1.00 Effective Wind Area of Component & Cladding 10.0 ftA2 Roof pitch for cladding pressure 0 to 7 degrees User specified minimum design pressure 10.0 psf Topographic Factor Kzt per 26.8 1.00 LHD: Least Horizontal Dimension 30.0 ft a = max (0.04 * LHD, 3, min(O.10 * LHD, 0.4*MRH)) 3.00 It max (0.04 LHD, 3. min(O.10 LHD, 0.4MRH)) Design Wind Pressures Minimum Additional Load Case per 28.4.4 = 16 PSF on entire vertical plane Horizontal Pressures... Zone: A = 21.60 psf Zone: C = 16.00 psf Zone: B = 10.00 psf Zone: 0 = 10.00 psf Vertical Pressures... Zone: E = -23.10 psf Zone: G = -16.00 psf Zone: F = -14.10 psf Zone: H = -10.80 psf Overhangs... Zone: Eoh -32.30 psf Zone: Goh -25.30 psf Component & Cladding Design Wind Pressures Design Wind Pressure = Lambda * Kzt * Ps30 per Eq 30.5-1 Roof zone 1: Positive: 1U.UUU PSt Minimum Additional Load Case per 28.4.4 16 PSF Negative: -21.800 psf on entire vertical plane Roof Zone 2: Positive: 10.000 psf Negative: -36.500 psf Roof Zone 3: Positive: 10.000 psf Negative: -55.000 psf Wall Zone 4: Positive 21.800 psf Negative: -23.600 psf Wall Zone 5: Positive: 21.800 psf Negative: -29.100 psf Roof Overhang Zone 2: -31.400 psf Roof Overhang Zone 3: -51.600 psf 7jc Srwr& 'Sr .. I JOB SHEET NO. ________________________ OF SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 202 CALCULATED BY____________________ DATE__________________ CARDIFF BY THE SEA, CALIFORNIA 92007 CHECKED BY DATE SCALE !e1k1L 1r(?1A 7L rz. ...I............................................................Ii . ia0O Itoaji4 Iiui i 34 x!4 K . 4o O VIdG,4 IWTL"JMjU ?o IJM''r 33 '(.e'* to x t(o dent ,o IT ........................................................................................................................................................................................ ....4.. . . .................................... 1 .......... .............. ...... . ...... .............. ........... ........................................... .............. .., ......... L j& '• __ -irfi- 1° ____ MP Mail. 01471. Site Coefficients Fa & Fv (using straight-line interpolation from table values) Maximum Considered Earthquake Acceleration Design Spectral Acceleration ASCE 7-10 Table 11.4-I & 11.4-2 ASCE 7-10 Eq. 11.4-1 ASCE 7-10 Eq. 11.4-2 ASCE 7-10 Eq. 11.4-3 ASCE 7-10 Eq. 11.44 Fa = 1.03 Fv = 1.55 SMS 0 FaSs = 1.205 S MI =FvSl = 0.694 S DS=S WF3 = 0.804 S Df S M1 213 0.463 Project Title: Bloc Co-Work (114 Engineer: RDS Project ID: 18-010 State Project Descr: Office Building Printed: 18 MAR 2018, 12:39PM File C:\Users\BobtDOCUME-1tENERCA-1118-010-1.EC6 ENERCALC. INC. 1983-2017. Build:10.17.1210. Ver.10.17.12.1O Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. ASCE Seismic Base Shear 2659 State St Risk Category Calculations per ASCE 7-10 Risk Category of Building or Other Structure: 'II' : All Buildings and other structures except those listed as Category I. Ill, and IV ASCE 7-10, Page 2, Table 1.5-I Seismic Importance Factor = 1 ASCE 7-10, Page 5, Table 1.5-2 Gridded Ss & Sivalues ASCE-7.10 Standard - ASCE 7-10 11.4.1 Max. Ground Motions, 5% Damping: Latitude = 33.158 deg North S = 1.1664 g,0.2 sec response Longitude = 117.326 deg West S1 = 0.4469 g, 1.o sec response Location: Carisbad, CA 92008 Site Class, Site Coeff. and Design Category Site Classification '0' :Shear Wave Velocity 600 to 1,200 ft/sec = D ASCE 7-10 Table 20.3-1 Seismic Design Category = D SI >= 0.75 ASCE 7-10 Table 11.6-1 & -2 Resisting System - ASCE 7-10 Table 12.2-1 Basic Seismic Force Resisting System... Bearing Wall Systems Light-framed walls sheathed wlwood structural panels rated for shear resistance or steel sheets. Response Modification Coefficient 'R 6.50 Building height Limits: System Overstrength Factor 'Wo' = 3.00 Category 'A & B' Limit No Limit Deflection Amplification Factor 'Cd' = 4.00 Category 'C' Limit Category '0' Limit: No Limit Umit = 65 NOTE! See ASCE 7-10 for all applicable footnotes. Category 'E' Limit Limit = 65 Category 'F' Limit Limit = 65 LitrajFâIeiroijedtire - ASCE7-10 Section 12.8.2 Equivalent Lateral Force Procedure The 'Equivalent Lateral Force Procedure' is being used according to the orovisions of ASCE 7-10 12.8 Determine Buildingriód - Use ASCE 12.8-7 Structure Type for Building Period Calculation: All Other Structural Systems Ct'value = 0.020 'hn' : Height from base to highest level = 20.0 ft x 'value = 0.75 'Ta' Approximate fundamental period using Eq. 12.8-7 : Ta = Ct * (hn Ax) 0.189 sec 'TL': Long-period transition period per ASCE 7-10 Maps 22-12 ->22-16 8.000 sec Building Period 'Ta' Calculated from Approximate Method selected = 0.189 sec Cs " Response Coefficient - - ASCE 7-10 Section 12.8.1.1 5DS Short Period Design Spectral Response = 0.804 From Eq. 12.8-2, Preliminary Cs = 0.124 'R': Response Modification Factor = 6.50 From Eq. 12.8-3 & 12.8-4, Cs need not exceed = 0.376 'I': Seismic Importance Factor = 1 From Eq. 12.8-5 & 12.8-6, Cs not be less than 0.035 Cs :Seismic Response Coefficient = = 0.1236 Seismic Base Shear - ASCE 7-10 Section 12.8.1 Cs = 0.1236 from 12.8.1.1 W (see SumWi below) = 0.00 k Seismic Base Shear V = Cs * W = 0.00 k 40. JOB #&cer SOWARDS AND BROWN ENGINEERING SHEET NO. OF 2187 Newcastle Ave., Suite 202 CALCULATED BY________________ DATE______________ CARDIFF BY THE SEA, CALIFORNIA 92007 CHECKED BY DATE SCALE S I 1) PRoJcT O4-I 7ix. G,W.. Mnt 01411. . JOB Z451 rMT SOWARDS AND BROWN ENGINEERING SHEET NO. OF 2187 Newcastle Ave., Suite 202 CALCULATED BY___________________ DATE t CARDIFF BY THE SEA, CALIFORNIA 92007 CHECKED BY DATE SCALE_____________________________________________________________ ) p 1..*.J)....t.'............... .... wid4 it .1 Inc.. G,atwi. Maii. 01471. SAN DIEGO REGIONAL I OFFICE USE ONLY i L c) HAZARDOUS MATERIALS I PLAN CHECK # 'RECORD ID#_______________________________ A)1l2-4J WM1P1P-Oa )- k( QUESTIONNAIRE BP DATE I I Business Name Business Contact Telephone # 14( LL-C. C.urir C(QII 760 4631 Project Address City /0 S'c.4c A. 5f% Cv(jkS. State Zip Code I APN# I(eS °l CA izoor 203 VSR 74 00 Mailing Address City State Zip Code Plan File# 7S 't S'+.k C.IVIPA 0 quat Project Contact Applicant E-mail Telephone # C.As4f ((gj rrSkIec..c,.i... 76o 69-! '(6!t represent Diego): indicate by circling me item, wnetrier your business will use, process, or store any or tn applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. Occupancy Rating: Facility's Square Footage (including proposed project): Explosive or Blasting Agents 5. Organic Peroxides 9. Water Reactives Compressed Gases 6. Oxidizers 10. Cryogenics Flammable/Combustible Liquids 7. Pyrophorics 11. Highly Toxic or Toxic Materials Flammable Solids 8. Unstable Reactives 12. Radioactives I, y op Corrosives DING CARL S,9,1%b Other Health Hazards None of These. I the answer to any of the Diego, CA 92123. Call (858) 505-6700 prior to the issuance of a building permit. FEES ARE REQUIRED Project Completion Date: Expected Date of Occupancy: YES NO (for new construction or remodeling projects) 0 0 Is your business listed on the reverse side of this form? (check all that apply). 0 21 Will your business dispose of Hazardous Substances or Medical Waste in any amount? 0 1 Will your business store or handle Hazardous Substances in quantities greater than or equal to 55 gallons, 500 pounds and/or 200 cubic feet? 0 JB Will your business store or handle carcinogens/reproductive toxins in any quantity? 0 21 Will your business use an existing or install an underground storage tank? 0 21 Will your business store or handle Regulated Substances (CalARP)? 0 21 Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)? 0 21 Will your business store petroleum in tanks or containers at your facility with a total facility storage capacity equal to or greater than 1,320 gallons? (California's Aboveground Petroleum Storage Act). - CaIARP Exempt Date Initials CalARP Required I Date Initials 0 CalARP Complete Date Initials to identify the majority of al INTROL DISTRICT (APCD): Any YES* answer requires a 86-2650). [*No stamp required if QI Yes and Q3 Yes and I ning stage. Projects may require additional measures not i 01 requirements contact APCD Residences are typically exempt, except - those with more than one building on I property; single u;lçihjgs with more than dwelling units: townhomes; condos; mixed-cmmerciaI use; deliberate burns; residences forming part of a larger project. (Excludes garages & small outbuildin YES NO 0 Will the project disturb id square feet or more of existing building materials? APR 2 4 2018 0 21 Will any load supporting structural members be removed? Notification may be required 10 working days prior to commenting demolition. 0 .21 (ANSWER ONLY IF QUESTION 1 or 2 IS YES) Has an asbestos survey been performed by a CjAsbestos Consultant or Site Surveill2 Technician? I" 0 0 (ANSWER ONLY IF QUESTION 3 IS YES) Based on the survey results, will the project disturb any asoestos containing material? Notificatioi maybe required 10 working days prior to commencing asbestos removal. VISA IV, 0 .Will the project or associated construction equipment emit air contaminants? See the reverse side of this form or APCD fáctsheet (www.sdaocd.orolinfo/factsloermits.odf) for typical equipment requiring an APCD permit. 0 0 (ANSWER ONLY IF QUESTION 5 IS YES) Will the projector associated construction equipment be located within 1,000 feet of a school boundary . -• Briefly describe business activities: I Briefly describe proposed project $1~€t/2?Y? 9/olt1 I declare qj9,perjury that to the best of my knowledge and belief are true and correct. Namof Owner or Authorized Agent Signature of Owner or Authorized Agent Date FOR OFFICAL USE ONLY: FIRE DEPARTMENT OCCUPANCY CLASSIFICATION:___________________________________________________________________ BY: DATE: I / EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY APCD COUNTY-HMD APCD COUNTY-HMD APCD REVIEWED ' 04 - --- - *A exempts businesses from completing or updating a Hazardous Materials business Plan. Otfler permitting requirements may still apply. 1 /a 4wvf Cer øc HM-9171 (08/15) County of San Diego - DEH - Hazardous Materials Division INDUSTRIAL WASTEWATER DISCHARGE PERMIT SCREENING SURVEY Date 3/tr1ll Business Name BLOC— 4stA46q ENCD, W'SUWAUR AUUiORIF( 0u Street Address vwk .S#.4t S# CrlsIIS Cit QOO' Email Address cur+r9 kkt. cow, PLEASE CHECK HERE IF YOUR BUSINESS IS EXEMPT: (ON REVERSE SIDE CHECK TYPE OF BUSINESS) Check all below that are present at your facility: Acid Cleaning Ink Manufacturing Nutritional Supplement/ Assembly Laboratory Vitamin Manufacturing Automotive Repair Machining I Milling Painting! Finishing Battery Manufacturing Manufacturing Paint Manufacturing Biofuel Manufacturing Membrane Manufacturing Personal Care Products Biotech Laboratory (i.e. water filter membranes) Manufacturing Bulk Chemical Storage Metal Casting / Forming Pesticide Manufacturing / Car Wash Metal Fabrication Packaging Chemical Manufacturing Metal Finishing Pharmaceutical Manufacturing Chemical Purification Electroplating (including precursors) Dry Cleaning Electroless plating Porcelain Enameling Electrical Component Anodizing Power Generation Manufacturing Coating (i.e. phosphating) Print Shop Fertilizer Manufacturing Chemical Etching / Milling Research and Development Film/ X-ray Processing Printed Circuit Board Rubber Manufacturing Food Processing Manufacturing Semiconductor Manufacturing Glass Manufacturing Metal Powders Forming Soap / Detergent Manufacturing Industrial Laundry Waste Treatment! Storage SIC Code(s) (if known): Brief description of business activities (Production / Manufacturing Operations):______________ Description of operations generating wastewater (discharged to sewer, hauled or evaporated): Estimated volume of industrial wastewater to be discharged (gal / day): List hazardous wastes generated (type / volume): Date operation began/or will begin at this location: Have you applied for a Wastewater Discharge Permit from the Encina Wastewater Authority? Yes No If yes, when: Site Contact cvrk. Cto4rt Title Prrt1,vk Signature .f-7"3 ..'i.-? Phone No.7 d 6f? 94? ENCINA WASTEWATEUTHORITY, 6200 Avenida Encinas Carlsbad, CA 92011 (760) 438-3941 FAX: (760) 476-9852