Loading...
HomeMy WebLinkAbout2525 El Camino Real; 253; CBC2018-0431; PermitCcityof Carlsbad Commercial Permit Print Date: 12/10/2018 Permit No: CBC2018-0431 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: 2525 Et Camino Real, 253 BLDG-Commercial 1563022700 $115,000.00 Work Class: Lot#: Reference#: Construction Type: Bathrooms: Orig. Plan Check#: Tenant Improvement Status: Applied: Issued: Permit Finaled: Inspector: Closed -Finaled 07/30/2018 09/17/2018 Plan Check#: Final Inspection: 12/10/2018 ll:25:47AM Project Title: Description: KAY JEWELERS: NEW STORE FRONT ANO PME WORK Owner: Contractor: BROOKFIELO PROPERTIES LAKEVIEW CONSTRUCTION INC 10505 Corporate Dr 6225 N State Highway 161 Irving, TX 75038-2222 214-556-5142 Pleasant Prairie, WI 53158-1605 BUILOING PERMIT FEE ($2000+) BUILDING PLAN CHECK FEE (BLDG) ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL SB1473 GREEN BUILDING STATE STANDARDS FEE STRONG MOTION-COMMERCIAL Total Fees: $1,335.93 Total Payments To Date: $1,335.93 Balance Due: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. $0.DO 1635 Faraday Avenue, Carlsbad, CA 920D8-7314 I 760-602-2700 I 76D-602-856D f I www.carlsbadca.gov $679.25 $475.48 $89.00 $55.DO $5.DO $32.20 THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: •PLANNING •ENGINEERING •BUILDING •FIRE •HEALTH OHAZMAT/APCD (city of Carlsbad JOB ADDRESS Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 email: building@carlsbadca.gov www.carlsbadca.gov SUITEf/SPACEf/UNIT# 2525 El Camino Real Plan Check No. Est. Value Plan Ck. Deposit Date APN 253 CT/PROJECT# LOT# PHASE# # OF UNITS # BEDROOMS # BATHROOMS TENANT BUSINESS NAME CONSTR. TYPE OCC. GROUP n/a Kay Jewelers 2B DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) Interior remodel/ expansion for an existing Kay Jewelers to include MEP's and new storefront work. e.s-t-vci/u J //5 rvn, J -- M EXISTING USE PROPOSED USE GARAGE (SF) PATIOS (SF} Retail Retail DECKS (SF) FIREPLACE YESO AIR CONDITIONING No(ll YES [Z]No • FIRE SPRINKLERS YES(Z]No• APPLICANT NAME PROPERTY OWNER NAME Brookfield Properties • Corporate ADDRESS 733 8th Ave STATY,"1 cu: ~IS CITY San Diei:10 STATE CA ZIP 92101 FAX PHONE FAX 608.407 .9083 EMAIL amy@permit.com Christina Tayman ADDRESS 2850 Euclid Ave CITY STATE ZIP Cleveland OH 44115 PHONE F,:X 216.781.0131 216,781.0134 EMAIL kroyer@jencen.com STATE UC.# C84051 Workers' Compensation Declaratlon: I hereby affirm under penalty of perjury one of the following declarations: B l have and will maintain a certificate of consent to self-Insure for 'M'.lr'ilers' compensa~on as provided by Section 3700 of the Labor Code, for the pertormance of the work for which this permit is issued. I have and will maintain workers' compensation, as reauired bv Section 3700 of the labor Code, for the pelformance of the work for which this permit is issued. My workers' compensation insurance carrier and policy numberare:lnsuranceCo, N&T\Ptv:t°t',l Ut-tt~'):,,,)~,o,;s PolicyNo. 02 55<:53 Ca'2 C, ExpirationDate:i/L/2.0 L-9, ~section need not be completed if the permit is for one hundred dollars ($100) or less. LJ Certificate of Exemption: I certify that in the pelformance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Fallure to secure work c mpe atlon c unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in addition to the cost of compensation, dama for I tion 370 of the Labor code, interest and attorney's fees._ / /j$ CONTRACTORSIGNATURE =_L=== ---~ENT I hereby affirm that I 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 wor'il and the structure ls 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 purlXJse of sale). I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). I am exempt under Section ---~•Business and Professions Code for this reason: 1. 1 personally plan to provide the major labor and materials for construction of the proposed property improvement. 0Yes 0No 2. I (have I have not) signed an application for a building permit for the proposed work 3, I have contracted with the followir,g person (firm) to provide the proposed construction (include name address/ phone/ contractors' license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major wor'il (include name I address/ phone I contractors' license number): 5. ! will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name/ address f phone I type of work): /j$ PROPERTY OWNER SIGNATURE •AGENT DATE '" ·• -sv , ',_, ==st t ~,"""" " ;·, • ~""' COMP LET E TH IS S EC TIO N FOR NON· R EJIDE N T,e L BUILD lj[G PE ,JM ITS ON LY ,0)',, ·,,i/J Is the applicant or future building OCC1Jpant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? • Yes ~ No Is the applicant or future bulldlng occupant required to obtain a permit from the air pollution control district or air quality management district? • Yes Ml No Is the facility to be constructed within 1,0CK> feet of the outer boundary of a school site? • Yes 1XN0 IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR JS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. I certify that I have read the application and state that the above lnfonnatlon is correct and that the Information on the plans is accurate. I agree to comply with all City ordinanoos and State law., relating to blilcling construction. I hereby authorize rei;resentative of the City of CartsbOO to enter upon the above mentioned property for inspection pul'JX)SeS. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CO'JSEC!JENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavatbns over 5'0' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building Official undefthe r;rovisions of this C.ode shall expire by limitation and become null and '.Oid if the building or wcxk authorized by such permit is not commenred within 180 days from the date of such permit or if ilding or work u orized by such permit is suspended or abandoned at any time after the WOOi is commenced for a perioo of 180 days (Section 100.4.4 Uniform Building Code). 2$ APPLICANT'S SIGNATURE DATE 7/25/18 PERMIT INSPECTION HISTORY REPORT (CBC2018-0431) Permit Type: BLDG-Commercial Application Date: 07/30/2016 Owner: Work Class: Tenant Improvement Issue Date: 09/17/2016 Subdivision: Status: Closed -Finaled Expiration Date: 06/05/2019 Address: IVR Number: 12670 Scheduled Date Actual Start Date Inspection Type Inspection No. Inspection Status Primary Inspector 12/10/2018 12/10/2018 December 10, 2018 BLDG-Final Inspection 078329-2018 Checklist Item BLDG-Building Deficiency BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Electrical Final BLOG-Fire Final 077708-2018 Checklist Item FIRE-Building Final Passed Michael Collins COMMENTS Partial, see caret Scheduled Cindy Wong COMMENTS BROOKFIELD PROPERTIES CARLSBAD TCT#76-18 2525 El Camino Real , 253 Carlsbad, CA 92008-1265 Reinspection Complete Complete Passed Yes Yes Yes Yes Yes Incomplete Passed No Page 3 of 3 PERMIT INSPECTION HISTORY REPORT (CBC2018-0431) Permit Type; BLDG-Commercial Application Date: 07/30/2018 Owner: BROOKFIELD PROPERTIES Work Class: Tenant Improvement Issue Date: 09/17/2018 Subdivision: CARLSBAD TCT#76-18 Status: Closed -Finaled Expiration Date: 06/05/2019 Address: 2525 El Camino Real , 253 Carlsbad, CA 92008-1265 IVR Number: 12870 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready No BLDG-Building Deficiency Partial, need Fire Dept. Yes BLDG-14 Gage metal hard lids only Yes Frame-Steel-Bolting-Welding (Decks) BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-34 Rough Electrical Yes 11/02/2018 11/02/2018 BLDG-17 Interior 075016-2018 Partial Pass Paul Burnette Reinspection Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLOG-Building Deficiency Walls only at Back of House & Sales floor Yes only. 11/08/2018 11/08/2018 BLDG-85 T-Bar, 075809-2018 Passed Michael Collins Complete Celling Grids, Overhead Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready No BLDG-Building Deficiency Partial, need Fire Dept. Yes BLDG-14 11/08/18, suspended hard lid frame at Yes Frame-Steel-Bolting-Welding sales, pending Fire Dept approval (Decks) BLDG-14 Gage metal hard lids only Yes Frame-Steel-Bolting-Welding {Decks) BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-34 Rough Electrical Yes BLDG-34 Rough Electrical Yes 11129/2018 11/29/2018 BLDG-17 Interior 077546-2018 Passed Michael Collins Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Walls only at Back of House & Sales floor Yes only. BLDG-Building Deficiency Sales floor hard lid Yes 12107/2018 12/07/2018 BLDG-Final 078203-2018 Partial Pass Michael Collins Reinspection Incomplete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Plumbing Final Partial, see caret Yes BLDG-Mechanical Final Yes BLOG-Electrical Final Yes December 10, 2018 Page 2 of 3 PERMIT INSPECTION HISTORY REPORT (CBC2018-0431) Permit Type: BLDG-Commercial Application Date: 07/30/2018 Owner: BROOKFIELD PROPERTIES Work Class; Tenant Improvement Issue Date: 09/17/2018 Subdivision: CARLSBAD TCT#76-18 Status: Closed -Finaled Expiration Date: 06/05/2019 Address: 2525 El Camino Real , 253 Carlsbad, CA 92008-1265 IVR Number: 12870 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Dale 10/09/2018 10/09/2018 BLDG-44 072320-2018 Partial Pass Michael Collins Reinspectlon Incomplete Rough/Oucts/Dampe rs Checklist Item COMMENTS Passed BLDG-Building Deficiency Prelim HVAC duct sealing. Yes 10/18/2018 1011812018 BLDG-84 Rough 073458-2018 Passed Paul Burnette Complete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-14 No Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout No BLDG-34 Rough Electrical No BLDG-44 No Rough-Ducts-Dampers 1012212018 10122/2018 BLDG-17 Interior 073800-2018 Partial Pass Michael Collins Relnspectlon Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Walls only at Back of House & Sales floor Yes only. 10/25/2018 1012512018 BLDG-85 T-Bar, 074200-2018 Failed Michael Collins Relnspection Complete Celling Grids, Overhead Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready No 10/30/2018 10/30/2018 BLDG-85 T-Bar, 074603-2018 Partial Pass Michael Collins Reinspectlon Incomplete Celling Grids, Overhead Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready No BLDG-Building Deficiency Partial, need Fire Dept. Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) 1110112018 1110112018 BLDG-85 T-Bar, 074865-2018 Partial Pass Michael Collins Relnspection Incomplete Ceiling Grids, Overhead December 10, 2018 Page 1 of 3 MEMORANDUM Project: Kay Jewelers -Carlsbad, CA Location: Carlsbad, CA ( ) Telephone () Conference ( ) Field Memo by: Jordan Clark Reviewed by: Brent While, PE RE: Suspended Ceiling Comments/Items Discussed: Project No: 16201.M Date: November 6, 2018 (X) Memo For the installation of the suspended ceiling support system, the following conditions shall be met: • At lay-in tile locations, the perimeter angle is required to have a 2" leg per ASCE 7-10. At the gypsum board ceiling location, an 1-1/2" angle is permitted. • In place of a four-way splayed wire, as shown in the drawings, splayed wires installed in an "x" condition may be installed along each run of track at 12' -0" o.c. max along each run and perpendicular to each run in each direction. If you have any questions, please feel free to contact us. Copy to: Kate Wells (Jencen Architecture) Filing: (x) Project File ( ) Other 16201.M -Kay Jewelers Carlsbad, CA_mem_20161106.docx ARW Engineers • 1594 West Park Circle • Ogden, Utah 84404 • Phone (801) 782-6008 • Fax (801) 782-4656 ENGINEERS ,r;tn1r:tLWill consultnnts July 13, 2018 Kate Wells Interior Designer Jencen Architecture 2850 Euclid Ave. Cleveland, OH 44115 JUL 3 0 2018 Re: Joist evaluation for new rooftop mechanical unit at Kay Jewelers located at The Shoppes at Carlsbad ARW Project Number: 16201.M Kay Jewelers #1374 2525 El Camino Real Suite 253 Carlsbad, CA Jencen Comm. #6532 Ms. Wells, As requested, ARW Engineers has completed a limited investigation of the existing roof structure at the above referenced site. The investigation was limited to reviewing the joists above store #1374 at the new mechanical rooftop unit (RTU) location as indicated in the original structural drawings (see attached) and as indicated in the new drawings sheet M1 provided by Jencen Architects on July 6, 2018. The purpose for this investigation was to determine if the existing roof structure can adequately support the load of a new 7 40 lb RTU located between gridlines 104.2 and 105 and gridlines Zand AA on the original roof framing plan. The new unit will replace an existing unit in the same location. The investigation was limited to reviewing the original building roof framing plan and the proposed RTU weight and location shown on the mechanical engineer's plan. A site visit was not completed as part of this investigation. Therefore, no verification of any structural elements was performed. The existing drawings show 5.125" x 24" glulam beams at approximately 8'-0" o.c. supported by a W18x40 girder beam occurring at the location of the new RTU. Our analysis indicates that the existing roof structure is capable of supporting the additional weight from the new RTU when the new 7 40 lb RTU is located between the beams at the location indicated on sheet M1. As shown in the accompanying drawings (see Sketch 2), the contractor shall use secondary framing members to frame the new RTU opening beneath the new curb where existing secondary framing does not exist. Attach the existing steel deck to the new secondary framing with #10 wood screws at a maximum spacing of 6" o.c. and attach the secondary framing members to each other as shown. The new curb should also be attached to new unit, roof deck and secondary framing as shown in the attached details. The contractor shall not pour concrete beneath the RTU. Per the RTU manufacturer's recommendations, vibration isolators may be used if required. The conclusions and recommendations provided in this report are based on information provided by others and has not been verified by ARW Engineers. It should be understood that this investigation was not exhaustive and did not include any investigation of beams other than the beams supporting the new RTU. In addition, lateral analysis was only performed to determine the stability and anchorage of the RTU when subjected to wind or seismic loads. As additional information becomes available, the conclusions and recommendations contained in this report may need to be re-evaluated and amended. If you have any questions, or if we can be of further assistance, please let us know. Sincerely ~,/4 16201.M_Ltr_20180713 - (-- ( ENGINEERS :;tri 1ct.11 r··;-1 I r;c1 r1::;u ltu nts _00 ~ · 1 I ~ ~t " ;I '"" '=' ' 1•-c.• Sketch 1 -Existing structural roof framing plan - I r~ • • t 2 of2 ~- - '?I,' 5l'IW(;T'L SSM.llATION 1-f'.G, lJQST. MAU. --I~ i: l --e ~ -~fi, ~ ~I 'I . ' ' ~o -..-(\ r cf'~ ~I ' ' J· _, :., ~ 1 ---" @ .. --.. " --(§ @ l i 'i ' ., ~.n --6 . r 3 ,, -_, -·i i J )id -~ ___ .,,.., - --- : I"'- ,.. ' : • CARLSBAD Building D1vhion INSPECTION RECORC CBC2018-0431 2525 EL CAMINO REAL KAY JE\1\/ELERS NEW STORE FRONT AND PME V..ORK #253 [01 INSPECTION RECORD CARD WITH APPROVED PLANSMUSTBEKEPTONTHEJOB DE"'CORD COPY l"1 CALL BEFORE 1# Al!I FOR NEXT WORK DAY INSPECT!~ 1563022700 0 FOR BUILDING INSPECTION CALL: 760-602-272$ 7/30/2018 OR GO TO: www.Carlsbadca.gov/Bulldinq AND CLICK ON ·•Request Inspection" DATE: CBC2018-0431 If "YES" Is checked below that Division's approval Is required prior IQ requestln_g a Final Building Inspection. If you have any questions please call the applicable divisions at the phone ,numbers provid~d below. After all required approvals are signed off-fax to 760-602-8560, email to b!dg!nsptcliQns@.sa_(J1>la_d_ca,_gov or bring In a COPY of this card to: 1635 Faraday Ave,, Carlsbad. Fire Prevention I • f . • • I Plannrng/Landscape 760-94~8463 CM&I (Engmecrmg Inspections) 760-438-3891 Type of Inspection CODC # BUILDING Date Inspector CODIE# ELECTRICAL Date Inspector #11 FOUNDATION ----+-----+----~f-"'#3o.-c1~O~EL.ECTRICUNDERGROUND •=U"--FE""R'-f-----+------ #12 REINFORCE_D_~~~-------+----f--------,'"'#"'3"'4_R,cOe,Uc=G::H,.:Ele,E::,:CT:.:.R,clC'--'--'EV=C:.:.HA:,:Ro,G::,E:.:.R __ +------f----- #66 MASONRY PRE GROUT #33 l l ELEC SERVICE #32O1'£MP0RARY • GROUT O WALL DRAINS #35 PHOTO VOLTAIC #10 TILT PANELS #11 POUR STRIPS -. ~ ----- #II C0LIJ__"1~_F_00TINGS #14 SUBFRAME 0 FLOOR • CEILING #15 ROOF SHEATHING #13 EXT. SHEAR PANELS #16 INSULATION #18 EXTERIOR LATH # 17 INTERIOR LATH & DRYWALL BLDG-FINAL #21 UNDERGR0UND •WASTE •WTR #38 SIGNS I\ -2,!I l Date Date Ins r Date Inspector • . #24 _ TOP OUT O WASTE O WTR . #~! _!_U_B_& SHOWER PAN .!!.2~. 0 GAS TEST O GAS P.l,!:P~IN!!!G ___ .J-____ .J-____ +~Sc,U::'N:'D::ER::G::R70~UN::'D'-V','l"'SU,c:A:o._L -----+--- _#25 _ WATER.HEATER A SUNDERGR0UNDHYDRQ...._ .. ____ -+----+-------,,c .. -"2.~ S0LA_R \!ATER A S UNDERGROUND FLUSH BLDG-FINAL A S0VERHEADVISUAL CooE• POOLS #_51 POOL_ EXCAV / )TE[l _ _#52 __ PLUMBING #_53 ~LF.C_L(:_0N)!UIT/~IRING _#_54 EQUIPOTENTIAL BOND ..!5.Ll'_REPIASTER /FENCE/ALARMS Jl.57 GUNITE Date Ins ector A s OVERHEAD HYDROSTATIC A S FINAL f AROUGH•IN FIXED EXTINGUISHING SYSTEM.l!OU,,..Gc,;Hc:·I:.:.N_+----+----H- FIXED EXTING SYSTEM HYDR0STA_TlCc.T,.,EST=--+-----f------- FIXED EXTINGUISHING SYSIE_M FINA,eL __ -+----+----- B~OG F!_NAl -~~ GAS PRESSUR.E TEST ----1f------+-----t ME~L GAS FINAL .. SH AA( K Wk '>PECIAt NOif", l DATE: 8/8/2018 JURISDICTION: Carlsbad PLAN CHECK#.: CBC2018-0431 ✓• EsG1I A SAFEbuilt Company SET: I PROJECT ADDRESS: 2525 El Camino Real #253 PROJECT NAME: Kay Jewelers Tenant Improvement . ···--·.,,-·----·· -··------- • _i\PPLICANT i.d'°JURIS. ~ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D 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. D EsGil staff did advise the applicant that the plan check has been completed. Person contacted:--- Date contacted: Mail Telephone 0 REMARKS: By: Jason Pasiut EsGil Fax Telephone#: (b Email: e son Enclosures: 8/2/2018 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad CBC2018-0431 "1/8/2018 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK#.: CBC2018-0431 PREPARED BY: Jason Pasiut DATE: 8/8/2018 BUILDING ADDRESS: 2525 El Camino Real #253 BUILDING OCCUPANCY: M BUILDING AREA Valuation PORTION ( Sq. Fl.) Multiplier Annlicant orovided Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance -~- 1997 UBC Buildin Permit Fee g ... 1997 UBC Plan Check Fee "" Type of Review: 0 Repetitive Fee ----;-Repeats Comments: . 0 Complete Review D Other D Hourly EsGII Fee Reg. VALUE Mod. D Structural Only f-------11 Hr. @ • ($) 115,000 115,000 $414.381 Sheet 1 of 1 .. .. .. .. ,. .. .. .. -Ill .. Ill .. .. .. Ill .. ... ,. ... .. Ill --.. .. .. Ill ,. .. Ill .. ... ... ENGINEERS STRUCTURAL CALCULATIONS For Kay Jewelers -Carlsbad, CA Job Number: 16201.M July 13, 2018 Prepared by ARW Engineers 1594 West Park Circle Ogden, Utah 84404 ENGINEER~ Project No. ______ 1_6_2_0_1._M _____ Sheet No. ____ _ Project ______ ___;_;K...::ayL..;;;..J.::..ew.:..:...=.el:..:e.:..:rs=-C=ar:...cls:..:b:..:a:..:d"-, ...::C.:....A.:...._ _____ _ Prepared By JBC Date _7.;...;./..:..5/-=2..:..01-'-'8;__ Design Maps Summary Report Building Code Reference Document 2012/2015 International Building Code Site Coordinates 33.1782329, -1 17 .332042 I s21 I Oceanside El Site Soil Classification D Risk Category 1/11/111 CARLSBAD VILLAGE ' M ira Costa College 0 TRI-CITY ";J !i t 1i' \ ~ Go g le Carlsbad Map data ©2018 G oogle USGS-Provided Output S5 = 1.11266 g S1 = 0.42822 g MCER Response Spectrum SMs = 1.17378 g SM1 = 0.67307 g 1.4 ...---------------- 1.2 r-,.,.------;;;;;;;;;----------- 1 +-<1----------------- 0.8 ++------~-------- 0.6 -lf----------""'-------- 0.4 +--------------'~-~- 0.2 4---------------- 0 4---1--+---..Jl---1---i---4--+---+--I--- Sos= 0.78252 g S01 = 0.44871 g Design Response Spectrum 0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2 0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2 Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject-matter knowledge. .. ... -• .. -.. ---.. .. • .. ... ... .. -.. -.. .. ... .. ------ - - - %ENGINEERS Project No. ____ ____:1.::.62=-0:..1:..:;.M::.;....____ Sheet No. _____ 2 Project -----~--'K..:;a:;;yc..J:..e:..w.c.e:..l.c.er--'s_C::..a:..r--'ls"'b--'a'-'d.,_, -'C~A--~~~- Prepared By JBC Date 7/10/2018 Model ___________ _ Version Date: November 13, 2017 Author: Jordan Clark RTU Gravity Analysis (ASD} RTU Weight 740 lbs # of Joists supporting RTU 2 Joist/Beam Span (ft) 42.5 Joist/Beam Tributary Width (ft) 8 Girder Span (ft) 24.0 Girder Tributary Width (ft) 48.5 Existing Joist/Beam Capacity Unknown Expected Dead Load (ASD) 20 psf Expected Roof Live Load (ASD) 20 psi Expected Snow Load (ASD) 0 psi Reviewed by: ~~--~ lnout Referenced Outout RTU Location on Joist/Beam (ft) 11.00 (measured from the left of the joist/beam) RTU Location on Girder (ft) '---'1.:c2;..;;.0..:;0_., (measured from the left of the girder) I RTU Point Load Distributed Loads r----.----+r-Oistributed Load-.----r---~ =-~R""T=u-,------Span---------.i Location ~ Original Beam Conditions* *Using either known original capacity from joist tables or max combo from expected loads Moment 72250 lb-ft Shear 6800 lb DL = LL= SL= Max Combo 160 plf 160 elf 0 plf 320 plf New Beam Conditions with RTU and Expected Loads* *Using RTU weight divided by# of joists plus expected loads from Max Combo Additional Available Capacity* Moment 7 4299 lb-ft Shear 707 4 lb Moment IN/A lllbb-ft Shear'-'. N.::l:..A'------'· *New Beam Condition subtracted from Original Beam Condition 5% Increase 12015 IEBC Section 1103.2)* Percent Increase of RTU weight added to Expected Loads Moment I 2.8% I Stress increase less than 5%. therefore additional weight is OK for moment Shear '---.:::3::.9:..:c'¾::,olStress increase less than 5%. therefore additional weight is OK for shear .. .. --.. -.. -.. .. .. -.. .. ------- -·--.. ----- - - -~ -- 3 ~ENGINEERS Project No. ____ ___:.16=2=0:..;1cc.Mc.:...,.---:-----:=-Sheet No. ____ _ Project ______ ~K..:.a::.y<....::.Je::..wc:.e::..l..:e;.:rsc..C=ar""ls::..b;.:a;..:dcc, ..:Cc:.A,;_ ____ ~_ Prepared By JBC Date_7_/_5/_2_01_8_ Model __ _;_R;.:T..:Uc..G=ra:cvccit,,.y..:.A..:n.::a::.IYc:S:::is=----- Original Girder Conditions* "Using either known original capacity from joist tables or max combo from expected loads Moment 139680 lb-ft Shear 23280 lb New Girder Conditions with RTU* Additional Available Capacity• "Using RTU wei ht plus expected loads from Max Combo Moment 144120 lb-ft Shear 23650 lb-ft Moment IN/A lllbb-ft Shear N/A ~---~ "New Beam Condition subtracted from Original Beam Condition 5% Increase {2015 IEBC Section 1103.2)* Percent Increase of RTU weight added to Expected Loads Moment I 3.1%!Stress increase less than 5%. therefore additional weight is OK for moment Shear 1.6%!Stress increase less than 5%. therefore additional weight is OK for shear ----... ---------------------.. ... ----- ---- ~·ENGINEERS Project No. 16201.M Sheet No. _____ 4 Project ______ ..;Ka.::::..yc.J:ce:.cw..;e:.cle.:c.rc:s_Cc..a;;;r.:cls"'bc:a""d'-, -"C-'-A'-----~- Prepared By JBC Date 7/5/2018 Model --------------Version Date: November 13, 2017 Author: Jordan Clark Seismic Attachments for New RTU Reviewed by: ~----, Input Referenced ASCE 7-10 /13.31 Seismic Comnonent Anal•"'is Output aP 2.5 Component amplification factor, varies from 1.0-2.5 (Table 13.5-1 or 13.6-1) Sos 0. 783 Section 11.4.4 Ip 1.0 Component importance factor, varies from 1.0 to 1.5 (Section 13.1.3) W p 7 40 lbs Component operating weight Rp 2.5 Component response modification factor, varies from 1.5 to 5.0 (Table13.5-1 or 13.6-1) z 20 Height in structure of point of attachment of component with respect to the base. For items at or below the base, z = 0. Value of z/h < 1 h 20 Average roof height of structure with respect to the base ASCE 7-10129.5.11 Wind Comoonent Analvsis V 115 Basic wind speed, Figure 26.5-1 Exp C Exposure Category, Section 26.7 Kd 0.85 Wind directionality factor, Section 26.6 and Table 26.6-1 Kzt 1.0 Topographic factor, Section 26.8 and Figure 26.8-1 Kz 0.90 Velocity pressure exposure coefficient, Table 29.3-1 qh 25.95 psi Velocity pressure, Eq. 29.3-1 GCrh 1.9 Horizontal Gust Effect and Force coefficient, Section 29.5.1 GCrv.__1'-'.5-'-__,Vertical Gust Effect and Force coefficient, Section 29.5.1 RTU Dimensions Iner Manufacturer Snee Sheet\ b 89.0 Longest horizontal RTU dimension, in w 53.0 Shortest horizontal RTU dimension, in h 41.0 Height of RTU, in Af 25.34 sf Horizontal projected area of the rooftop unit, Section 29.5.1 Ar 32. 757 sf Vertical projected area of the rooftop unit, Section 29.5.1 Base Material that RTU Curb is Attachin to Wood Material that RTU curb is attaching to ~---~Gage of metal that RTU curb is attaching to ----------------------... ... -.. -.. --- - - - 'J ENGINEERS Project No. _____ 16_2_0,.,1_.M----,---,-----,,-Sheet No. _____ 5 Project _______ Ka_y~J_e_w_e_le_r_s_C_a_rl_s_ba_d~,_C_A _____ _ Prepared By JBC Date 7/5/2018 Model ____ A_c_c_e_ss_o_ry~W_a_ll __ _ Seismic Loading Seismic force shall be determined in accordance with Equation13.3-1 -13.3-3: Fp1 = 0.4atsW~ [1+2(~)] Ip Seismic force not required to be taken as greater than: And seismic force shall not be taken as less than: Controlling seismic force from above Wind Loading Horizontal Force Vertical Force Applied Shear Max Shead 750 lbs I F• =I 695 lbsl FpAS• =I 487 lbsl F., =! 695 lbs! (Equation 13.3-1) F.2 =~I __ 9_27_1_bs~I (Equation 13.3-2) Fp3 =I~ __ 1_74_1b~sl (Equation 13.3-3) 1250Ibs Fh•so = 750 lbs (Equation 29.5-3) Fv = 1275 lbs F ,.,o = 765 lbs (Equation 29.5-2) #10 Wood Screw 119 lib/screw ~~~~~~~~~--~ Therefore, use a minimum of 7 #10 Wood Screw Applied Pullout Force Max Pullout! 303 lbs #10 Wood Scrawl 135 lib/screw Therefore, use a minimum of 3 #10 Wood Screw Use screws @ max 15 in o.c. -6 - --TRANE" ---Weights -Table 53. Maximum unit & comer weights (lbs) and center of gravity dimensions {in.) Maximum Model -Unit WelghtsCaJ 1 Corner WelghtsCb) ,center of Gravity (ir1.) Tons Madel No. Shipping Net A B C D Length Width -3 WSC036E 589 514 177 107 113 117 29 20 -4 WSC048E 600 525 181 109 115 119 29 20 5 WSC060E 825 682 228 177 114 163 38 24 -6 WSC072E 835 740 235 196 140 168 40 22 -7½ WSC090E 902 804 255 217 153 1B0 41 22 10 WS020E 1388 1199 342 328 259 270 49 28 -(a) Weights pre approximate. (b}Comer welghl::!li ere given ~or Information only, --- I CElfTEll OF GRAVITY A-LENCITtt- • r-0 Cl!Nl'UI o, QRAVlTY WIDTH ----• C .,1 teHT!Ro, GllAVm Table 54. Factory installed options (fiops)/accessory net weights (lbs}l•l,ibJ -WSC036E-048E WSC***E WSC072E-D90E WSC120E -Net Weight Net Weight Net Weight Net Weight Accessory 3•4Tons 5Tons 6·71h Tons 10Tons -460 V IDM TransformerCe) 29 29 Barometric Relief 7 -10 10 10 Belt Drive Optfon (3 phase only) 31 31 -Coll Guartls 12 20 20 30 Economizer 26 36 36 36 -Electrlc Heaiters(d) 15 30 30 40 -Hinged Doors 10 12 12 12 Manual Outside Air Damper 16 26 26 26 -Motorized Outsfde Air Damper 20 30 30 30 Oversized Motor 5 8 8 -Powered Convenience Outlet 38 38 36 so -Powered Exhaust 80 80 80 Roof Curb 61 78 7B 89 -Smoke Detector, supply 5 5 5 5 smoke Detector, Return 7 7 7 7 Through the Base Electrical 8 13 8 13 -Unit Mounted Orcult Breaker 5 5 5 5 Unit Mounted Disconnect 5 5 s 5 -~ {a) Weights for options not listed are <5 lbs. --(b) Net weight should be added to unit weight when ordering ractory•lnstalled accessories. (c) Apply weight with all 460V units with the Standard Direct Drive Motor. (d) Applicable to Heat Pump units only, 86 PKGP-PRC013-EN -.. I I I I Title Block Lir.e 1 You can change lhis area uSing the "Settings" menu Item and then using 1he 'Pnntrig & Tttle Block' se~n Title Block Line 6 I I I I I I I I I I I I I I Project Title: Engineer: Project ID: Project Oescr: Pc,nled b JUL 2~18 9.02AM I Wood Beam IMM3id§ltfl@ ll•Y~2C18116201-Kly"JM1en116201.M-Ka,.-....Cllllbad~18201.M.IO' J MHW-Fn?H,i%i##·f Description : Ellslllg Glulam Beam CODE REFERENCES Calculations per NDS 2015, lBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Met!lod: Allowable Stress Design Fb + 2,400.0 psi 1.850.0psi 1,650.0psi 650.0p$1 E: Modulus of Elasticity Load Combination IBC 2015 Fb- Fc -Prll Wood Species : OF/OF Fe. Perp Wood Grade · 24F • V4 Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling • 0(0814) D(O 12J,!ti(1 _t_fl 5 125x24 Span~ 42 50 ft 265.0psi 1,100.0psi Ebend-xx 1,800.0ksi Emint>end-xx 950.0ksi Ebend-yy 1,600.0ksi Ellllnbend-yy 850.Qksi Oeflsity 31.20pcf • --~_ppJI_~ ~_ads Seiv,ce loaos entered. Load Factors w,jl be applfOO for calcula~ons Beam seHweightcalculated and added to lo,ids Unrform Load: D = 0,0150, Lr= 0 020 ksl, Tributary Width= 8.0 ft, (Roof} Point Load: 0 = 0.8140 k@ 21.250 ft, (RTU) Ql;_$.IG!.L$1J.M.MARY Maximum Bending Stress Ratio Secuon used for this span fb: Actual FB: Allowable Load Combination Location of maximum Ol1 span Span # where maximum occurs Maximum Deftecl!on Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deffe<:;tlon Max Upward Total Deflecbon 0.728: 1 5.125x24 1,899.62psi 2,608.56psi +D+Lr 21.250ft Span# 1 1.112 0.000 2.343 0.000 Maximum Shear Stress Ratio Section used for this span Iv. Actual Rato= Ratio= Ratio= Ratio"' F~: Allowable Load Combination Location of maximum on span Span # where maXJmllTI occurs 458>=240 0<140 217>=180 0<180 Maximum Forces & Stresses for Load Combinations l.oadeontiinalion t.lill<StressRatios Momeni Values Segmeo1 Length "'"' " ' c, C eN C' c, Cm C < c, " • '°'' Lenglh = 42.50 ft ' 0.542 "" 090 0.870 ,oo ,.oo ,.oo ,.oo ,.oo 41.76 1.01853 +D+Lr 0.870 ,oo ,oo ,.oo ,.oo ,.oo Lenglh = 42 SO II ' o.ns 02~ 125 0870 ,oo '00 ,oo LOO ,.oo TT.'6 1.89962 +Dt-0.750Lr 0.870 ,oo ,oo ,.oo ,.oo ,.oo Lenglh = 42 SO II ' 06« 0.20S 1.25 0.870 ,oo ,oo ,.oo ,.oo ,.oo ... ~ 1,67935 " 000 187817 000 "°'" 000 ""'" :m'!I'! 0.234: 1 5.125x24 77.47 psi 331.25psi +D+Lr 0.000ft Span# 1 ShearVai.oes ' ' 000 0.00 " 0.00 3.25 39.64 230.W 000 0.00 000 ·~ TT'7 331.25 000 0.00 000 '" 68.01 331.25 r I I I I I Tiffe Block Line 1 You can char,ge this area usmg the "Settings" menu item and then using the "PrinHng & TJtleBlock"selection. TJtle Block Line 6 I wood Beam IN43@iHfiW I I Description : EXlslilg Glulam Beam LoadColrtlination ............ --"'"' " ' ~600 length = 42.50 ft ' 0.163 0.056 Overall Max!~~~-J>.e!lectlons Load Conunation +D+i:r Vertical Reactions Load Gontlill!llion •eraTMAXimum 0/eral~rmum '°"' •O<u +DtO 750Lr t-0.600 "°"' '"" r I I I I I r I I I I I Project Title: Engineer: Project lO: Project Descr: Pr,ntod ½ JUL 2018, ~{)2AM •~Y:'f'rt,ja20K1162C1.Kay-1&:!01.M-Kay.....,.Cnbad. CA~16201.M.eo! J 3i3Hh&n,H,@ i#§·f Moment Values Shear Values c, c,N C; c, Cm C < c, " • PS ' " " 0.670 ,.oo ,.oo ,.oo ,oo ,.oo 0.00 0.00 0.00 0.00 1.60 0.670 ,.oo ,.oo ,.oo 1.00 1.00 H 611.12 "38.96 1.95 23.78 424.00 Ma:, "·"Dell Location in Span Load CombinabQn M.ix "+"Defl Loea1i,;,n11Span 23434 21,405 0.0000 0.000 SupportnotatiQl'l Farleftis#1 Values ,n KIPS """'' Support2 .. ~ ,m 3'00 3'00 "~ 3523 6,923 6,923 6,073 6,073 2114 2.114 3'00 3'00 __, I I Tille Bloc:t Line 1 Yoo can change this na using lhe "Settings' menu item and then 11Sing the "Printing & Tille Blocll' selection. Tille Blodl Line 6 I I I f I I I i I l I j I Project Title: Engineer: Project ID: Project Descr: PM\ed 6 JUL 2G13 S 03AM Steel Beam ll•Y:\Prqo<tl:!01~18201-~.IM!Mi16201.M-K..;,.......,,.CnblilCA~16201.M.fltE Desaiplion: bislrlg Steel Girder CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Pro~rtles Analysis Method Beam Bracing · Bending Axis : Allowable Strength Design Beam 1s Fully Brare!J against lateraHorsional buck.ling Major Axis Bending [)(O 014) _ D(0,97)b!{(_),f17) Fy:S~Y~ E: MOOulus 50 0 ksi 29,000.0 ks1 -I;'" , i:,.;, ·,¾<A<;_._ -~,1rtr QJ1!£ *~"'--s;up.L _£, "--H~,i A W16•40 A Sr,,,n~240fl A_eelled Loads Service loEM:!s entered. Load Factors will t,e a~ied for calculat1ons Beam self wei!:lht NOT '1\emally cal(;ljlaled am! added Uniform Load D = 0.020, Lr= 0.020 ksf, Tributary Width= 48.50 ft, \Roof) Polfltload D=0.8140k@12.0ft,{RTU) DESIGN SUMMARY ---------------------------Maximum Bending Stress Ratio = Section used for this span Ma: Applied Mn I Omega : Allowable Load ComDination Location of maximum on span Span # where maximum ooo.irs Maximum Deflection Max Downward Transient Defl8ction Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.739: 1 W18x40 144.564 k•fl 195.609k-fl +D+Lr 12000ft Span# 1 Maximum Shear Stress Ratio = Section used for this span Va:Applittd Vn/Omega · Allowable Load Combination Location of maximum on span Span # where maximum ooo.irs 0.410 in Rabo~ 0 000 in Rabo = 0.843 in Ratio= 0.000 m Ratio= 702 >=240 0 <240 342 >=180 0 <180 Maximum Forces & Stresses for Load Combinations Load Comb1oalion Max s~ Ratios Soowna,y of Moment Values 5egmentlengtt, Span# M ·-· ,_ , .... 'M MrurJOmega Cb Rm '°"' D$9n.L= 24.00ft 0.382 0.107 74.72 74.n 326.67 195.61 1.00 1.00 +D+Lr Dsgn.L= 24.00ft 1 0.739 0.210 '~" 144.56 326.67 195.61 1.00 1.00 +D+O 75Cl.r O!lgn. L = 24.00 fl 0.650 0.184 12710 127.10 326.67 195.61 1.00 1.00 +0,600 Dsgn. L = 24.00 fl 0.229 0.00< 44.83 44.83 326.67 195.61 1.00 1.00 n.,.-11 u._,_,._ n ___ ., __ a ~ 0.210 W18x40 23 687 k 112.770 k +D+Lr 0.000 ft Span# 1 S..-nmary of Shear Values Va Ma,. Vn:,, VrudOmega 12.05 16i.16 112.TT m, 169.16 112.TT 20.78 16i.16 112.TT 7.23 16916 112.TT Max. "-"Defl Localion in Span Load Comb""'lion Ma~.•+• Dell Locabon in Span 0.8426 ---12.069 0.0000 0.000 Vertical Reactions SuppoM nolation: Far leflos#1 Valuesm KIPS Load CombinatiOO ----- Oreral MAXm.lm OveralMINimum '°"' '°'" +Ot-0.750l.r 5uppoi'i"1' mi ""' 12.047 23.687 20.TT7 .. .,.,, :lffi" 7.228 12.047 23.687 20.7TT I I I I 1 I rnteBkM::k Ur.e 1 You can change lhisarea using the "Settings" meoo item and lhen usir,g lhe "PnnUng & Title BkM::k' selecboo. TnteBkM::kUne6 Steel Beam I I I Description: Ulslilg Steel Girder Yertlcal Reactions Load Corrtllnalion +0.61 LrOntv Support1 5'.rpport2 228 7.228 11.640 11.640 I I I I I I I I I I I Project Title: Engineer: Project ID: Project Descr: PM!ed <i JUL 2018 9 G3AM ll•Y:'l'rqects21116\1&201•)(ay.li!irioilln\1i!.201.M•)(ay.llwellr'IClfllbadCA~162111.M.eoE SuppoMnotillion:Farleftis#1 Values in KIPS "' -----------.... --------- ----------- - -- %-ENGINEERS Project No. _____ 16"'""2_0,...,1_.M---,---,-----,,-Sheet No. ___ 1 ___ 9 Project _______ K_a~y_J_e_w_e_le_r_s_C_a_r_ls_b_a_d~, C_A _____ _ Prepared By JBC Date 7/5/2018 --'-'-=-'--'--"-- Mode I _S_us~p_e_n_d_e_d_C_e_i_lin~g~a_n_d_Li~g~h_ts_ Version Date: December 29, 2017 Author; Jordan Clark Reviewed by: Seismic Attachments for Suspended Ceiling and Lights ASCE 7-10 113.3\ Comoonent Analvsis ap 1.0 Amplification factor, varies from 1.0-2.5 (Table 13.5-1 or 13.6-1) Sos 0. 783 Section 11.4.4 IP 1.0 Importance factor, varies from 1.0 to 1.5 (Section 13.1.3) Weight of Suspended Ceiling System, psf Input Referenced Output 5 2.5 20 Response modification factor, varies from 1.5 to 5.0 (Table13.5-1 or 13.6-1) Height in structure of point of attachment of component with respect to the base. For items at or below the base, z = 0. Value of z/h < 1 h Apipe Aw;,. Wui:iht 20 Average roof height of structure with respect to the base 144 sf Area of grid spacing for vertical pipes 144 sf Area of grid spacing for wires 150 lbs Maximum of the light Suspended Ceiling Horizontal Force '-----'1-"-0 _ _.!Select the gage of wire used to support the suspended ceiling. Seismic force shall be determined in accordance with Equation13.3-1 -13.3-3: 0.4air50 sW;,A [ (z)] Fp1 = !!_p_ 1+2 /i F01 = 270 lbs Ip Seismic force not required to be taken as greater than: And seismic force shall not be taken as less than: Select the appropriate seismic force from above Apply ASD factor FpASD =I FpASD =I 1 O ga wire load capacity = I 270 lbsJ 189 lbsJ 267 lbsJ(for loads at 45° angle) 343 lbs! (Equation 13.3-1) 901 lbs (Equation 13.3-2) 169Ibs (Equation 13.3-3) !Therefore, 10 gage splayed wires are OK for lateral loads. --------------------------------- ---- 'ENGINEERS Project No. _____ 16_2_0,..,1_.M---,---,-----,,-Sheet No. ___ 2 __ 1 o Project ______ K:...:a:::.y._J::ce::cw.:..:e:.cle::..:rc:.s...:C:..:a::crl"-sb::ca::cd:.,.,...:C;.;.A.;_ ____ _ Prepared By JBC Date 7/5/2018 Model Suspended Ceiling and Lights Suspended Ceiling Vertical Force Vertical force applied to supporting pipes (max pipe length 3'-0") Select Pipe shape:! 0.5 Std. Fpvert = P./D. = 113 lbs (Equation 12.4-4) 473Ibs !Therefore, 0.5 Std. Pipe is OK for vertical seismic loads Seismic force applied to each supporting wire Awirei 144 sf I Area of grid spacing for vertical wires Apply ASD factor fpwire = Fpwi,eASD =I 189 lbsl F0w, .. ASo =l 268 lbsj(for loads at 45" angle) 270Ibs (Equation 13.3-1) Total F0ASo =l 268 lbsi(total horizontal and vertical load at 45' angle) 10 ga wire load capacity =i 343 lbsl Therefore, 10 gage splayed wires are OK for lateral loads. Wire re uires 4 twists within 1 1/2 in - ---- --------... ------- ----------- - ~ENGINEERS' Suspended Lights Max Wtl 150 lbs Apply ASD factor Project No. -----'-1"'62;:.;0:..:1c::.Mc:..:.._____ Sheet No. __ ..::3 __ 11 Project _____ ~c.cK.:.ay'-'-Je'-'w"-e:c.le"-'r-"s--'C'-'a"-r..::ls""ba"-d"',--'Cc:.A-'------ Prepared By JBC Date 7/5/2018 Model Suspended Ceiling and Lights Fpwlre = 56 lbs (Equation 13.3-1) F pwl,eASO = ~I __ 3_9_1_bs_,I Fpwl,eASO =~I __ 5_6_1_bs_,I Select wire gage supporting lights: !'----'1-"-0 _ _,I ga 10 ga wire load capacity = I 343 lbs I I Therefore, 10 gage splayed wires are OK for lateral loads . Project No. / b 'Jot , 111 Sheet No. ___ 12 __ ENGINEERS f \ ' Project ll-.( J.t...,; eJ c d -(eel c 1-tJ,, (A Prepared By J? l-Date ·7 /~ 1ti <.,.Jo re. .f.r: .... ~ '-"../-. II V •s ) I' (;. ~t; D Slb:l -Y ~ Sf..,,l ~ €, f~ '.l.r. '= I fS f (_?)~lf G ... ,t> 1sc)1>...-J -=-q .(~ f '> ( (.J.) L • ....,~ ,· c: ·1 : 'e.. :: / ~ f~ J. M,·')<--:.-,. 'ff'~ C rrC)~ .. t =-?s-()~ f s I r A!.•~-.(.__ r <>~ t e. f P ~-<'.L \.f ( I.'>) ( 0. 7€.) ( ? ~ f 1, C ) {_ I -+ .:i (_ \ j) : 1,'-/ f>f.-. 0 se /Or"s{ , , I -i .:?.S) l '-O I j • i I 1 I I I I I I I I I I I I I ( I I I I I I I I I I I I I I I I I i I Company: Date: Thu, Jul 05 18 Address: Wa111 Country: United States State: Alabama Zip Code: Simple Stud Interior Span Company: Date: Thu, Jul 0518 Address: Wa111 Country: United States State: Alabama Zip Code: Simple Stud Interior Span Wall Helt1hf7ftl 12 ~pan Loaas: Stud Snacinn /in\ 16 I Spao I Transverse 1 L;ad (psf) I Allowable H. Deflection L / 360 Absolute Deflection lin l 1 1 r ~ ],. : ,: •· 12(ft) ~ ·: 121ft) . .. Dead Loads libs\ 400 Live Load fibs\ 0 Max. Briel ·i ...... S"acino fti 4 Snow/Roof Live Load (lbs\ 0 Bracing Data: lateral Bracing (in) @ Bridging Spacing I Torsional Bracing {in) @ Bridging Spacing I K19 Distortional Buckling Rotational Stiffness (lbf-inJin.) 0 7 Reactions: Joint Rx ki"S' Rv kios I Rm (kins.in\ I I 1 I -0.08 0.4 0 Dead Load Transverse Load Live Load 2 -0.08 0 I 0 I Unfactored Reactions: Load Case Joint Rx lkiosl Rulki Rm /kins.in' Dead Load 1 0 0.4 0 Dead Load 2 0 0 0 Live Load 1 0 0 0 1 l" "' Live Load 2 0 0 0 Transverse Load 1 -0.08 0 0 Transverse Load 2 -0.08 0 0 Snow/Roof Live Load 1 0 0 0 Snow/Roof Live Load 2 0 0 0 I Load Combination Factors: # Dead Live Transverse Snow/Roof Live Load Used For ' 1 1 1 0 Stre,:;;:;th ' 1 0 0 1 Stre"irth 3 1 0.75 0.75 0.75 Stre"irth • 0 0 1 0 Deflection Snow/Roof Live Load Design OpUons: Gross Section Properties: 1.625 Ix maior in4l 0.655 Sx mair rl 1in3\ 0.374 l '0_071 7 lo.s rx maior inl 1.4 Iv minor in41 0.125 s, mioor l lin3 0.116 minor io 0.612 L-0.045 Arearin• 0.334 • Section Layout Single • Fastener Spacing (in) NIA • Standard Punchout Considered • Strength Increase from Cold Work of Fom,ing (A1SI, Sec. A7.2) Considered ~CMx 1 "Cb 1 • Shear Coeff. Kv 5.34 Xolinl -1.312 • X(in) 4 J X 1000 in4l 0.227 CWlin61 0.35 I Ro!inl 2.014 Weicht !lbs/ftl 1.137 350S162-43, 33 ksi Capacity Check: Effective Section Properties: Hz. Member Value Member ~oment Shear Tension Compression De~fn~ion Crippling Ae(Comn.l in'I 0.263 ki .in1 Cki""-1 /kin<>\ /kins\ . 1kJns1 1 Sxe (in3) 0.357 Actual 2.88 0.069 NIA 0.4 0.322 0.08 lxe (in4) 0.655 Wall Information: Material Properties: Allowable 6.852 0.631 5.995 2.287 0.4 0.298 fv Oes1nn lksi) 33.000 1 Act./AII. 0.420 * 0.109* NIA 0.175 • 0.805 0.268 2015 IBC/AISI S100-12/ASCE I Fv lksil I 33 Design Code Fu ksi 45 ' 7-10 IElksi I 29500 I X/L 0.500 0.069 NIA 0.100 NIA 0.000 Web Crlppl\ng Design Is enabled Excluding locations of stiffening clips, Min. Bearing length= 1.25 (in) Desian Method ASD IGIKsi\ I 11300 I • Forces are calculated for punched-out section "' sree!Smatl®S}<s!Gm 7.6 -v""'""' 7.6 0.253 P8(J"1'6 "' 51...,/,Sma"® Sy.<tem 7 6 -V<!lfS.'Ofl 7,6.0.253 """"' Co> i I I I I I I I ' I I I I I i I ' • ' I i I I I I J I I I I I I I j l I Company: Date: Thu, Jul 05 18 Address: Wall1 Country: United States State: Alabama Zip Code: Simple Stud Interior Span Company: Date: Thu, Jul 05 18 Address: Wall1 Country: Uniled States State: Alabama Zip Code: Simple Stud Interior Span Interaction Check (kips.In, kips): Membe Combit18d IM,Vl Combined IM,Pcr\ Combined IM,T\ Combined IM,PI MomenttMxl I -2.765 MomentlMxl I NIA MomenttMxl NIA Momen"Mx11 -2.880 1 Shear I 0.016 Per 1Crinr 1inn11 NIA Tension T N/A Com----;;-:-7f>\l -0.400 Act.JAIi. 0.393 Act.JAJI. I NIA Act./All. I NIA Act.JAIi. I 0.631 Connection Data: Clip Position Base Connection @ Wa_!!_ Clip Data Clip Type Noa, X/L I 0.400 XIL I NIA X/L I NIA X/L I 0.500 Screws NIA . F1 (kips) NIA •iq;:> F2 (kips) NIA F3(kips) NIA ~_,.· IA11owable Loads M1 (kips.in) NIA ~',.,/. Screw Shear (kips) WA Screw Tension (kips) WA F1 (kips) 0.000 F2 (kips) -0.080 Actual Loads F3 (kips) 0.4 M1 (kips in) 0.000 Screw Shear (kips) NIA Screw Tension (kips) NIA 1 Interaction Clip Linear Interaction ratio NIA Screws Linear Interaction ratio NIA Material NIA Base Material concrete compressive Strength {psi) NIA Fastener Designation NIA Quantity NIA Min. Penetrabon (in) NIA Attachment to Min. Edge Distance for Shear (in) NIA Structure Min. Edge Distance for Tension (in) NIA Min. Fastener Spacing for Shear (in) NIA Min. Fastener Spacing for Tension {in) NIA Allowable Shear (kips) NIA Allowable Tension (kips) NIA Fastener Actual Shear (kips) WA Design Load Actual Tension (kips) NIA Interaction Ratio NIA Tensile Strength Reduction Factor NIA Shear Strenglh Reduction Factor NIA "' St""ISmart® System 7 6 • v..,.;.,,, 7 6.0.253 PageM; "' St""1S/1lall«IS)<ltM! 7.6 -ve,w,, 7.6.0.253 _., ,. I I I I I I I I I I I I f I I I I I I I t • l • l I I I t I I I l I I I Company: Date: Thu, Jul 05 18 Company: Date: Thu, Jul 05 18 Address: Wall1 Country: United States State: Alabama Zip Code: Simple Stud Interior Span Address: Wall 1 Country: United States State: Alabama Zip Code: Simple Stud Interior Span Clip Position Head connection @ Wall Bridging Data: Clip Data Clip Type None Type of Bridging Member i NIA ' $o,ew, NIA ., F1 {kips) NIA F2 (kips) NIA ,•ff3 F3 (kips) NIA Allowable load~ M1 (kips.in) NIA "~ M1 • Screw Shear (kips) NIA Screw Tension (kips) NIA Brid<e Snacinn /ft\ NIA Bridging Row Anchored@ {fl) WA • Bridging Allowable Bendina Moment I M1 11 kips.in\ NIA N<>JlvollabN Member Actual Bending Moment (Mt J {kips.in) NIA Bt><f9>:-,-, 1 Allowable Axial Load (F1) (kips) NIA &tldg>Cip Actual Axial Load IF1) (kips) NIA Interaction Rabo WA F1 (kips) 0.000 Type of Bridging Clip NIA F2 (kips} -0.080 Actual Loads F3(kips) 0.000 M1 (kips.in) 0000 Screw Shear (kips) ' WA Screw Tension (kips) WA 2 Interaction Clip Linear Interaction ratio NIA Screws Linear Interaction ratio NIA Clip Data Brid~i-" Clip Allowable Bendinn Momeni I kips.in\ NIA Brid~i-" ClinActual Bendinn Moment •kins.in\ NIA Allowable Tension on Clip (kips) NIA Actual Tension on Clip {kirn) NIA Clip Interaction Ratio NIA Material NIA Base Material Allowable tension of #10 screws (kips) NIA Concrete Compressive Strength (psi) NIA Fastener Designation NIA Actual tension on #10 screws (kips) NIA Connection of Acl./AII. NIA Clip to Wall Stud Required quantity of #10 screws NIA Allowable shear of #10 screws (kips) NIA Quantity NIA Min. Penetration (in) NIA Attachment to Min. Edge Distance for Shear (in) NIA Structure Min. Edge Distance for Tension (In) NIA Connection of Actual shear on #10 screws (kips) NIA Clip to Bridging Act.lAII. NIA Member Required quantity of #10 screws WA Min. Fastener Spacing for Shear {in) NIA Min. Fastener Spacing for Tension (In) NIA Allowable Shear (kips) NIA Allowable Tension {kips) NIA Actual Shear (kips) NIA Fastener Actual Tension (kips) NIA Design Load Interaction Ratio NIA Tensile Strength Reduction Factor NIA Shear Strength Reduction Factor NIA o When more than one load affect a connection, simple linear retatio<1ship is used to check the interaction of mllltiple loads acting on the connecllon. o Fastener attachment of connectors to the pnmary structure should be reviewed by a design professional. o Displayed actual & allowable are for one laslenef. "' sr ... isman® System 7.6 -V$m01! 7.6.0.253 -·--~ "' S!ee/Sma/lll!ISY511>m 7.6-v ..... oo 7.6.0.253 ,_ .. "' Project No. 1 lo?01, t1 Sheet No. ___ 16 __ Project IL •:y ~ v--ot. ltrs -( c., k 6 ... ~ 1 C 4 ' ENGINEERS J I I I), I, Prepared By J '3-C... Date 7 15:lti ' I I I l I j I • I l I • • • • ' I l ' l I • • I a a I l j i • • • i I • • Company: Address: Country: United States State: Alabama Zi£.Code: Truss 1 Box Truss Date: Thu, Jul 0518 Company: Date: Thu, Jul 05 18 Address: Truss 1 Country: United States State: Alabama Box Truss Zi£.Code: ,~ t\JS:IZlZl ' "~I "t"""• "('""") .,_ . "-1~1 _ "l"'""'I I\ I\ 1~· ,_ ':'' L Left Panella= Right PanelK"' Wind Load(+) -----.·\J'SJ 11b.rii,--,,,--Mi,-J; ~------ 33(bollll Jal.,.,.I ,n, .... , "~-.---,,-i,w,J a:,(l>ill't)- MemberlD's Wind Load(·) N1\Vv1?]'4 1234567 f\N\JIVvJ Join ID's (Snow/Roof Live) Load N-N-10-10-10~ N- • , .... 1 ,, ..... '"'!.,,.I_ rsI\WVvJ Dead Load other Load 1 f\N\l/l421 bJSN/00 Live Load Other Load 2 "' ~Small® System 7.6 -VG""'"1 7,6.0.253 Pag,,111~ "' SIHISman®Syst<tm l.6 • Ve""-'M 7.6.0.253 -~· ::j t I i I I I I I I j I ii t I i • i j * Company: Date: Thu, Jul 0518 Address: Truss 1 Country: United S1ates State: Alabama Zip Code: Box Truss [Sf;N217V1 other Load 3 Top Chord Section Bottom Chord Section Web/Diagonal Chord Section _:!.:fil.._ ~ ' T '0.011 1 I,., '0.011 I To.5 '• TTc t~-5-0.045 D. T I I I 350S162-43, 33 ksl 350S162-43, 33 ksi See Web/Diagonal Sections Table Gross Section Properties: Gross Section Properties; Ix /maior\ lin4l 0.655 lxlmaior in4\ 0.655 Sx lmaiorl lin31 0.374 Sx fmaio r lin3\ 0.374 rx maior llinl 1.4 "' maior in1 1.4 I~ minor l lin4J 0.125 ,iv minor in4' 0.125 S1 mino fl lin3 0.116 s~ minor in3l 0.116 minor inl 0.612 IN minor inl 0.612 Area lin2 0.334 Area in' 0.334 Xolinl -1.312 Xo1inl -1.312 J X 1000 iin4l 0.227 J X 1000 1in4 0.227 Cw,in6l 0.35 Cw in£ 0.35 Ro(inJ 2.014 Rolin\ 2.014 Weinht 1lbs/ft 1.137 Weinht /lbs/ft\ 1.137 Material Properties: Material Properties: Fvlksil I 33 ' IFvlksil 33 I Fu lksil I 45 I I Fu lksil 45 IE ksi 29500 E 1ksi 29500 G rksi I 11300 I IGlksi\ I 11300 I '$ Slee/Smarl®S)'Sl<lm 7.6· Ve,s.,on 7.6.0.253 -~· • • • • Company: Address: Country: United States State· Alabama Zip Code: Web1Dla1onal Sections: • I I I j Truss 1 Box Truss Section: 1350S162-43-'-33 ksl Members: !All Web/Diagonal Members Dimensions: ID R 135 0.071 Gross Section Pro rtles: lxlmaTorTiin4' 0.655 Iv (minor) (io4) 0.125 Area /in2\ 0.334 in6) 0.35 Material Proe!rtles: 1F~ (ksi) 133 G (ksi) 11300 Truss lnfonnation: Design Code Desi_g_n Method Truss Horizontal Length (ft) Truss Spacing (in) LL Allowable Deflection L / TL Allowable Deflection L / Absolute Deflection (in) Maximum Positive Reactions: [ Joint I Rx (kips) I Ry {kips) I 1 0.000 1.063 ~ I 1.003 I Unfactored Reactions: I" c· 11.625 05 Sx lmaior\ lin3\ 0.374 Sv (minor) /in3l 0.116 Xo in\ -1.312 Ro(in) 2.014 I Fu (ksi) 145 2015 IBC/AISI S100-12/ASCE 7-10 ASD ~ill\ _9_,000 OI>Oo I 12 12 240 180 I I t I I I Date: rx (major) (in) rv (minor) (inl Jx 1000 (in4} Weight (lbs/ftl IE (ksil T I lo.045 I 1.4 0.612 0.227 1.137 29500 T Maximum Negative Reactions: Joint I Rx (kips) I Ry (kips\ I , I 0.000 I 0.000 I 0.009 0.000 I l I Thu, Jul 05 18 ~ Rm /kips~in\ I 0.000 0.000 I Load Case Dead Load Joint Rx (kips\ 0 Ry (kips\ Rm (kips.in! Dead Load Live Load Live Load Snow/Roof Live Load Snow/Roof Live Load WiridLoad ( + Wind Load I+ Wind Load c- Wind Load 1- Other Load 1 Other Load 1 Other Load 2 Other Load 2 Other Load 3 Other Load 3 Load Combination Factors: # I Dead I Live I Wind/+) , I 1 o I o.6 2 I 1 I 0.75 I 0.45 3 I 1 1 o 410.610 0 5 I 1 o I o "' Wind(-l 0 0 jj 0.6 0 7 7 7 7 7 7 7 7 SnowJRoof Live 0 0.75 0 jj 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Other Ld.1 0 0 0 0 0 Slee/S"""'® Sysram 7.6-V...-siM 7.6.0.253 0.66 0.66 0.3 0.3 0 0 0.396 0.396 -0.396 -0.396 0 0 0 0 jj 0 OtherLd.2 0 0 0 jj jj Other Ld.3 jj 0 0 0 jj 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 -~· Used For Strength Strength Strength Strength Strength "" i I ' I i • I I I I ' I I a I I l I i • l I I I I I I I • I • I I I I I I j Company: Date: Thu, Jul 05 1 B Address: Truss 1 Country: United States State: Alabama Zip Code: Box Truss Company: Date: Thu, Jul 05 18 Address: Truss 1 Country: United States State: Alabama Zip Code: Box Truss # Dead live Wind(+ Wind£-\ Snow/Roof Live OtherLd.1 other Ld.2 Otherld.3 Used For Interaction Check (kips.in, kips): 6 1 1 0 0 1 0 0 0 Total Load Deflection Member Combined M,Vl Combined M.Pcrl Combined M,T' Combined M.P~ 7 1 0 0.6 0 0 0 0 0 Total Load Deflection Moment Mxl 0.193 MomenttMx' NIA Momeni Mxi NIA Moment Mxi 0.213 ' 1 0.75 0.45 0 0.75 0 0 0 Total Load Deflectioo 7 Shear -0.009 Pcr1Crim linr NIA Tension P NIA Com". P\ -0.657 ' 0.6 0 0 0.6 0 0 0 0 Total Load Deflectioo ActJAII. 0.031 ActJAII. NIA Act/AH. NIA Act./AII. 0.185 Bracing Data (In): Deslnn Options: X/L 0.417 X/L NIA X/L NIA X/L 0.583 Moment1Mx1 0.265 MomenttMxl NIA MomentMxl NIA Moment Mx1 0.265 Chord Axial Torsional In Plane I Out of Plane Ton Flanne I Bottom Fianna • Standard Punchout Considered 8 Shear 0.000 Per , Crinr linn NIA Tension 11 NIA Cornn. 1PI -1,038 Act./All. 0.038 Act/Alt. N/A Act./AII. NIA ActJAII. 0.283 Top 0.75L' ' 24 Full I None Bottom L' 24 None T Full • Strength Increase from Cold Work of Forming (AISI, Considered Diagonal f Web Bracing Data: Sec.A7.2) Max. Lenath of Unbraced Member 1ft1; 14 I 'CMx 1 I Bracina Interval for Braced Member: I Unbraced ·co 1 X/L 0.500 X/L NIA X/L NIA X/L 0.500 MomentlMxl 0.271 Moment1Mx\ NIA Moment Mx\ N/A Moment Mxl 0.271 9 Shear -0.001 Per I Crinr I inn NIA Tension 1T1 NIA Cornn. IP\ -1.166 Act./AII. 0.039 Act./AII. NIA ActJAII. NIA Act./AII. 0.314 X/L 0.500 X/L NIA X/L NIA X/L 0.500 Moment1Mxl 0.271 MomentlMx\ NIA Moment Mxl NIA Moment Mxl 0.271 ~ Distortional Buckling Rotational 50 • Shear Coefficient Kv 5.34 ffness (lbf-in./in.) "X(in) 4 Truss Loads f ,sft: Dead Load i Live Load Ultimate Wind Ultimate Wind Snow/Roof Other Load Other Load Other Load Load(+) Load(-) Live Load 1 2 3 Top Chord 10 I NIA 33 33 0.000 0.000 0.000 0.000 10 Shear 0.001 Per •Crinr Ii NIA Tension 1TI NIA Cornn. 1p1 -1.166 Act./AII. 0.039 Act./AII. NIA Act./AII. NIA Act./All. 0.314 X/L 0.500 X/L NIA X/L NIA X/L 0.500 MomenttMxl 0.265 Mome1lt1Mxl NIA Moment Mxl NIA MomentlMxl 0.265 11 Shear 0.000 Per ICrinr !inn NIA Tension 1TI NIA Cornn, 1p1 1.038 ActJAII. 0.038 ActJAII. NIA Act./AII. NIA Act./AII. 0.283 X/L 0.500 X/L NIA X/L NIA X/L 0.500 Bottom Chord 100 I 50 33 33 NIA 0.000 0.000 0.000 Moment1Mx1 0.193 MomentlMx\ NIA Moment1Mx1 NIA MomenttMx' 0.213 TOE!: Chord Members Capacity Check: Sections Effective Properties: Member Moment Shear Tension Comp. LLDefl. TL DefL Crippling Member value /kios.inl (kins\ fkinsl lkin$l 'inl 'in\ lklosl Ae(Como.l lin'l 0.248 Actual 0.213 0.032 NIA 0.657 0.005 0.019 NIA 7 Sxe (in3) 0.357 7 Allowable 7.047 1.739 5.995 4.233 0.6 0.8 NIA lxe (in4l 0.655 Act.lAII. 0.030 • 0.018 NIA 0.155* 0.009 0.024 NIA Fy DesKln (ksi) 33 X/L 0.583 0.000 NIA 0.500 NIA NIA NIA Ae(COmo.l (in'\ 0.248 Actual 0.265 0.03 NIA 1.038 0.008 0.029 NIA 8 Sxe {in3) 0.357 8 Allowable 7.047 1.739 5.995 4.233 0.6 0.8 NIA lxe lin4) 0.655 Act.lAII. 0.038 * 0.017 NIA 0.245 * 0.013 0.036 NIA Fy Design (ksi) 33 X/L 0.500 0.000 NIA 0.500 NIA NIA NIA Ae{Como.l lin'l 0.248 Actual 0.271 0.031 NIA 1.166 0.009 0.032 NIA 9 Sxe{ln3) 0.357 9 Allowable 7.047 1.739 5.995 4.233 0.6 0.8 NIA lxe{in4) 0.655 Act./AH. 0.039 * 0.018 NIA 0.276 • O.o15 0.040 NIA Fy Desian (ksl) 33 X/L 0.500 0.000 NIA 0.500 NIA NIA NIA Ae{Como.J lin') 0.248 Actual 0.271 0.031 NIA 1.166 0.009 0.032 NIA Sxe fin3l 0.357 1 Allowable 7.047 1.739 5.995 4.233 0.6 0.8 NIA lxe (in41 0.655 Act./AII. 0.039 * 0.018 NIA 0.276 * O.o15 0.040 NIA Fv Desian lksi) 33 X/L 0.500 1.000 NIA 0.500 NIA NIA NIA Ae(Comp.) (in') 0.248 Actual 0.265 0.03 NIA 1.038 0.008 0.029 NIA 11 Sxe /in3l 0.357 11 Allowable 7.047 1.739 5.995 4.233 0.6 0.8 NIA lxe (in4) 0.655 Act./AII. 0.038 * 0.017 NIA 0.245 * 0.013 0.036 NIA I Fv Desian lksi\ 33 X/L 0.500 1.000 NIA 0.500 NIA NIA NIA IAe/Como.} (in') 0.248 Actual 0.213 0.032 NIA 0.657 0.005 0.019 NIA Sxe (in3l 0.357 12 Allowable 7.047 1.739 5.995 4.233 0.6 0.8 NIA lxe(in4l 0.655 Act.lAII. 0.030 • 0.018 NIA 0.155* 0.009 0.024 NIA I Fv Desian (ksi) 33 X/L 0.417 1.000 NIA 0.500 NIA NIA NIA 12 Shear 0.009 Per ICrinr linnl N/A Tension NIA Cornn, 1p1 +0.657 Act./Alt 0.031 Act./AII. NIA Act.lAII. NIA Act./AII. 0.185 X/L 0.583 X/L NIA X/L NIA X/L 0.417 Bott2m Chord Members Ca"acl•" Check: Sections Effective Pro"~ rtles: Member Moment Shear Tension ~o~~-LL~fl. TLDefl. Crippling Member Val~ 1 lkl=.inl lkins1 lkinS\ kins 'in ·1in' lki:._, AelComp.l 'in•l 0.249 Actual 0.663 0.174 NIA NIA 0.005 0.017 NIA 1 Sxe (in3) 0.357 1 Allowable 7.047 1.739 5.995 4.09 0.6 0.8 NIA lxe 'irt4\ 0.655 Act./AII. 0.094 • 0.100 NIA NIA 0.008 0.021 NIA fu Des"'n {ksil 33 X/L 0.417 1.000 NIA NIA NIA NIA NIA Ae{Camp.) (in'I 0.249 Actual 0.478 0.16 0.657 NIA 0.008 0.028 NIA 2 Sxe (in3) 0.357 2 Allowable 7.047 1.739 5.995 4.09 0.6 0.8 NIA lxe (in4) 0.655 Act/All. 0.068 * 0.092 0.110· NIA 0.013 0.035 NIA Fy Design (ksi) 33 X/L 0.500 0.000 0.500 NIA NIA NIA NIA Ae{Camp.l (in'I 0.249 Actual 0.57 0.152 1.038 NIA 0.009 0.032 NIA 3 Sxe tin3) 0.357 3 Allowable 7.047 1.739 5.995 4.09 0.6 0.8 NIA lxe lin4l 0.655 Act./AII. 0.081 * 0.088 0.173 * NIA 0.015 0.040 NIA fu Desinn lk5il 33 X/L 0.500 1.000 0.500 NIA NIA NIA NIA Ae1Ca ,lfjn•I 0.249 Actual 0.57 0.152 1.038 NIA 0.009 0.032 NIA 4 Sxe tin31 0.357 4 Allowable 7.047 1.739 5.995 4.09 0.6 0.8 NIA lxe-'in4i 0.655 Act./AII. 0.081 * 0.088 0.173 • NIA O.D15 O.Q40 NIA f" Desinn 'ksi\ 33 X/L 0.500 0.000 0.500 NIA NIA NIA NIA AefCarn~in>\ 0.249 Actual 0.478 0.16 0.657 NIA 0.008 O.D28 NIA 5 Sxe"1in3i 0.357 5 Allowable 7.047 1.739 5.995 4.09 0.6 0.8 NIA lxe0in41 0.655 Acl./AII. 0.068" 0.092 0.110* NIA 0.013 0.035 NIA F" Desinn iksil 33 X/L 0.500 1.000 0.500 NIA NIA NIA NIA AefCofnnY,in>1 0.249 Actual 0.663 0.174 NIA NIA 0.005 0.017 NIA 6 Sxelin31 _9.357 6 Allowable 7.047 1.739 5.995 4.09 0.6 0.8 NIA lxelio4\ 0.655 Act./AII. 0.094 • 0.100 NIA NIA 0.008 0.021 NIA ~ De~ks"fi 33 X/L 0.583 0.000 NIA NIA NIA NIA NIA Interaction Check (kips.in, kips): I Member I Combined M,Vl Combined/M,Pcrl Combined/M,'n Combined 1M,P\ I I I MomenUMx\ I -0.529 I MomentlMxl I N/A I MomentlMxl I NIA Moment Mx1 NIA I "' Sl"'8/Smarl® System 7.6 -V.moo 76.0 253 Pag-,YH m St...iSmllll®System 7.6. v,,,,,;,,,, 7.6.0.253 Pag,,6114 "' i a I • I l I l I l I • I • I • j Company: Date: Thu, Jut 05 18 Address: Truss 1 Country: United States State: Alabama Zip Code: Box Truss Member Combined M,Vl Combined M,Pcr1 Combined M,Tl Combined M,P) 1 Shear 0.174 Per /Crim lina' NIA Tension t 1 1 NIA Como. lP1 NIA Act/All. 0.120 ActJAII. NIA Acl./AII. NIA Act.JAIi. NIA X/L 1.000 X/L NIA X/L NIA X/L NIA Momen«Mx'. -0.529 Moment Mx\ ,..A Moment1Mx\ 0.478 MomentIMx\ NIA 2 Shear -0.160 Per /Crim lino' NIA Tension ITI 0.657 Cornn. IP' NIA Act.JAIi. 0.113 Act./AII. NIA Act.JAIi. 0.168 Act/All. NIA X/L 0.000 X/L NIA X/L 0.500 X/L NIA Momenl/Mx1 -0.372 Moment Mxl NIA Moment Mxl 0.57 MomentIMxl NIA 3 Shear 0.151 PcrlCrim linn' NIA Tension 1 1 1.Q38 Cornn. IP\ NIA Act/All. 0.098 Act.JAIi. NIA Act./AU. 0.243 Act./AH. NIA X/L 1.000 XIL NIA X/L 0.500 X/L NIA MomentlMxl -0.372 MomenttMx\ NIA Moment Mxl 0.57 Moment4Mxl NIA 4 Shear -0.151 PcrlCri tinn' NIA Tension 1 1 1.038 Cornn. /Pl NIA Act./AII. 0.098 Act./AII. NIA Act/AIL 0.243 Act.lAII. NIA X/L 0.000 X/L NIA X/L 0.500 X/L NIA MomentlMxl -0.529 Moment Mxl NIA Moment Mxl 0.478 MomentIMxl NIA 5 Shear 0.16 PcrlCri inn' NIA Tension IT\ 0.657 Cornn. IP\ NIA Act.JAIi. 0.113 ActJAII. NIA Act/AIL 0.168 Act.IA/I. NIA X/L 1.000 X/L NIA XIL 0.500 X/L NIA Momenr1Mx1 -0.529 Moment Mxl NIA Moment Mxl NIA MomentIMxl NIA 6 Shear(Vy) -0.174 Per ICrinnlinn' NIA Tension ITI NIA Cornn. IP\ NIA Act.lAII. 0.120 ActJAII. NIA Act./AII. NIA Act.IA/I. N/,'\ __ X/L 0.000 X/L ,..A X/L NIA X/L NIA Web/Diagonal Chord Members Stronn Axis Canacitv Check: Sections Effective Pro--rties: Moment Shear Tension Comp. LLDefl. TLDefl. Crippling Member Value Member /kins.in\ lkins\ /kins\ lk:i_,:, linl 1jnl tki:._, Ae/Comn.l lin'l 0.251 Actual NIA NIA NIA 0.933 ,..A NIA NIA Sxe lin3) NIA 13 Allowable 7.047 0.631 5.995 3.747 NIA NIA NIA lxe (in4) NIA Act./AII. NIA NIA NIA 0.249 * NIA NIA NIA Fv Desian {ksi) 33 X/L NIA NIA NIA 0.400 NIA NIA NIA Ae(Comn.) lin'I 0.251 Actual NIA NIA NIA 0.569 NIA NIA NIA sxe lin3) NIA 14 Allowable 7.047 0.631 5.995 3.747 NIA NIA NIA lxe lin4) NIA Act./AII. NIA NIA NIA 0.152* NIA NIA NIA Fv Desion (ksi) 33 X/L NIA NIA NIA 0.400 NIA NIA NIA Ae/Com . m'I 0.251 Actual NIA ,..A NIA 0.227 NIA NIA NIA Sxe {in3) NIA 15 Allowable 7.047 0.631 5.995 3.747 NIA NIA NIA lxe lin41 NIA Act.JAIi. NIA NIA NIA 0.061 • NIA NIA NIA Fv Desian lksi) 33 X/L NIA NIA NIA 0.400 NIA NIA NIA Ae/Como.l {in') 0.251 Actual NIA NIA 0.027 0.058 NIA NIA NIA Sxe /in3) NIA 16 ADowable 7.047 0.631 5.995 3.747 NIA NIA NIA lxe (in4) NIA Acl./AII. NIA NIA 0.005 * 0.016 • NIA NIA NIA Fv Oeslan lksll 33 X/L NIA NIA 0.400 0.400 NIA NIA NIA Ae(Comp.) (in') 0.251 Actual NIA NIA NIA 0.227 NIA NIA NIA Sxe lin3l NIA 17 Allowable 7.047 0.631 5.995 3.747 NIA NIA NIA lxe fin4) NIA Act./AII. NIA NIA NIA 0.061 * NIA NIA NIA Fv Desion (ksi) 33 X/L NIA NIA NIA 0.400 NIA NIA NIA AelComp.1 (in'I 0.251 Actual NIA NIA NIA 0.569 NIA NIA NIA Sxe (m3) NIA 18 Allowable 7.047 0.631 5.995 3.747 NIA NIA NIA lxe lin41 NIA Act.JAIi. NIA NIA NIA 0.152 • NIA NIA NIA Fv Desinn lksil 33 X/L NIA NIA NIA 0.400 NIA NIA NIA AelComn.l lin'I 0.251 Actual NIA NIA NIA 0.933 NIA NIA NIA Sxe linJ1 NIA 19 AHowable 7.047 0.631 5.995 3.747 NIA NIA NIA lxelin41 NIA Act.JAIi. NIA NIA NIA 0.249' NIA NIA NIA Fv Desinn lksil 33 X/L NIA NIA NIA 0.400 NIA NIA NIA Ae(Comp.l {in') 0.254 Actual NIA NIA 1.117 NIA 0.005 0.017 NIA Sxe linJ\ NIA 20 Anowable, 7.047 0.631 5.995 3.405 0.6 0.8 NIA lxeiin41 NIA . "' Sle9/Sm,,11® $yslsm 7.6 -V&mia> 7.6.0.253 Parl• 7114 ' I • I I • I i Company: Address: Country: United States State: Alabama Zip Code: Member Moment Shear lki=.inl lkin..l Act.!AII. NIA NIA X/L NIA ,..A Actual NIA NIA 21 Allowable 7.047 0.631 Act.JAIi. NIA NIA X/L NIA NIA Actual NIA NIA 22 Allowable 7.047 0.631 Act./AII. NIA NIA X/L NIA NIA Actual NIA NIA 23 Allowable 7.047 0.631 Act./AII. NIA NIA X/L NIA NIA Actual NIA NIA 24 Allowable 7.047 0.631 Act.JAIi. NIA ,..A X/L NIA NIA Actual NIA NIA 25 Allowable 7.047 0.631 Act./AII. NIA ,..A X/L NIA ,..A Weak Axis Capacity Check: Member Moment Shear lkin...inl lkj--' Actual 0.551 NIA 13 Allowable 2.24 1.554 Act.JAIi. 0.246 NIA X/L 0.400 NIA Actual 0.336 NIA 14 Allowable 2.24 1.554 Act.lAII. 0.150 NIA X/L 0.400 NIA Actual 0.134 NIA 15 Allowable 2.24 1.554 Act./AII. 0.060 NIA X/L 0.400 NIA Actual 0.034 NIA 16 Allowable 2.24 1.554 Act.JAIi. 0.015 NIA X/L 0.400 NIA Actual 0.134 NIA 17 Allowable 2.24 1.554 Act./AII. 0.060 NIA X/L 0.400 NIA Actual 0.336 NIA 18 Allowable 2.24 1.554 Act./All. 0.150 NIA X/L 0.400 NIA Actual 0.551 NIA 19 Allowable 2.24 1.554 Act./AII. 0.246 NIA X/L 0.400 NIA Actual 0.66 NIA 20 Allowable 2.24 1.554 Acl./AII. 0.295 NIA "' I I I I I i Truss 1 Box Truss Tension ~m~. LLDefl. TLOefl. lkins-1 kins ljnl 'inl 0.186 * NIA 0.008 0.021 0.300 NIA NIA NIA 0.648 NIA 0.008 0.028 5.995 3.405 0.6 0.8 0.108 * NIA O.Q13 0.035 0.300 NIA NIA NIA 0.218 NIA 0.009 0.032 5.995 3.405 0.6 0.8 0.036 • NIA O.Q15 0.040 0.300 NIA NIA NIA 0.218 NIA 0.009 0.032 5.995 3.405 0.6 0.8 0.036 • NIA 0.015 0.040 0.300 NIA NIA NIA 0.648 NIA 0.008 0.028 5.995 3.405 0.6 0.8 0.108 • NIA 0.013 0.035 0.300 NIA NIA NIA 1.117 NIA 0.005 0.017 5.995 3.405 i 0.6 0.8 0.186 • NIA I 0.008 0.021 0.300 NIA I NIA NIA Tension lki__:_·, ~~~-LLDefl. 1in\ TL1i~~fl. NIA 0.933 NIA NIA 5.995 3.747 NIA NIA NIA 0.249 NIA NIA NIA 0.400 NIA NIA NIA 0.569 NIA NIA 5.995 3.747 NIA NIA NIA 0.152 NIA NIA NIA 0.400 NIA NIA NIA 0227 NIA NIA 5.995 3.747 NIA NIA NIA 0.061 NIA ,..A NIA 0.400 NIA NIA 0.027 0.058 NIA NIA 5.995 3.747 NIA NIA 0.005 0.016 NIA NIA 0.400 0.400 NIA NIA NIA 0.227 NIA NIA 5.995 3.747 NIA NIA NIA 0.061 NIA NIA NIA 0.400 NIA NIA NIA 0.569 ,..A NIA 5.995 3.747 NIA NIA NIA 0.152 NIA NIA NIA 0.400 NIA NIA NIA 0.933 NIA NIA 5.995 3.747 NIA NIA NIA 0.249 NIA NIA NIA 0.400 NIA NIA 1.117 NIA NIA NIA 5.995 3.405 NIA NIA 0.186 NIA NIA NIA Ste,J/Smatf®Sys/em 7.6 -v""""" 7.5.0.253 i I I j i Date: Thu, Jul 05 18 c1pp~~g Member Value kins Fu Desinn lksil 33 NIA Ae'Comp.) (in'' 0.254 NIA 1 Sxe (in3) ,..A NIA lxe{in4) NIA NIA Fu Desinn lksi\ 33 NIA Ae(Comp.) (in') 0.254 NIA Sxe·1inJ) NIA NIA lxe-lin4' NIA NIA p:;DesT,;"nlks]1 33 NIA Ae(Comp.)/in') 0.254 NIA sxelin31 NIA NIA lxe (in4) NIA NIA ~ DesT,;°nlksi) 33 NIA Ae(Com .) (in•) 0.254 NIA Sxe 'in3 ,..A NIA lxe(in4 NIA NIA Fy Desi n 'ksi 33 NIA Ae'Com . in'A 0.254 NIA Sxe fin3 NIA NIA lxe in4 NIA NIA Fy Design (ksi) 33 NIA NIA c~:pp1:~g ki;.,s NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA ,..A NIA ,..A NIA NIA NIA NIA NIA NIA Page a,,4 I "' 0 ' • • • • I i • i I I I l I • I l t i I I I I t I I l I l I l I l I I I l I Company: Date: Thu, Jul 05 18 Company: Date: Thu, Jul 05 18 Address: Truss 1 Country: United States Address: Truss 1 Country: Unlt:ed States State: Alabama Zip Code: Box Truss State: Alabama Zip Code: Box Truss Member Moment Shear Tension Comp. LL Defl. TLDefl. Crippling lkins.ini lkin,:,.\ /kins\ /kin$\ /inl linl lki;..,.' Connection Data {kips.In): X/L 0.300 NIA 0.300 NIA NIA NIA NIA Clip Type Joint ID Fu {ksi) Actual 0.383 NIA 0.648 NIA NIA NIA NIA 21 Allowable 2.24 1.554 5.995 3.405 NIA NIA NIA Act.lAII. 0.171 NIA 0.108 NIA NIA NIA NIA X/L 0.300 NIA 0.300 NIA NIA NIA NIA StiffClip® PL 1 65 Connected Members Data: Clip Designation: StiffClip® PL7.5"x4.5" -43 Clip Designation: StiffClip® PL7.5"x 4.5" -43 7 Actual 0.129 NIA 0.218 NIA NIA NIA NIA MemberlD's 1 MemberlD's 13 ,·! 22 Allowable 2.24 1.554 5.995 3.405 NIA NIA NIA Act./AII. 0.058 NIA 0.036 NIA NIA NIA NIA XIL 0.300 NIA 0.300 NIA NIA NIA NIA Actual 0.13 -Actual 0.933 r II-:= Allowable 0.526 Allowable 1.052 Actual 0.129 NIA 0.218 NIA NIA NIA NIA Screws Qty. 2 (#10) Screws Qty. 4 (#10) 23 Allowable 2.24 1.554 5.995 3.405 NIA NIA NIA Act./AII. 0.058 NIA 0.036 NIA NIA NIA NIA XIL 0.300 NIA 0.300 NIA WA NIA NIA Fu (ksi) 45 Fu (ksi) 45 Clip Type Joint ID Fu (ksi) Actual 0.383 WA 0.648 WA NIA NIA NIA StiffClip® PL 2 65 24 Allowable 2.24 1.554 5.995 3.405 WA NIA NIA Connected Members Data: Act/AIL 0.171 WA 0.108 WA NIA NIA NIA XIL 0.300 WA 0.300 WA NIA NIA NIA Actual 0.66 WA 1.117 NIA NIA NIA NIA 25 Allowable 2.24 1.554 5.995 3.405 NIA NIA NIA Qip Designation: StiffClip® PL 10.S"x 9" -43 Clip Designation: StiffClip® PL 10.S"x 9" -43 J.,( Member ID's 1. 2 Member ID's 14 Actual 0.737 -· Actual 0.569 r '••-• Act./AU. 0.295 NIA 0.186 NIA NIA NIA NIA X/L 0.300 NIA 0.300 NIA NIA NIA NIA Allowable 0.789 Allowable 0.789 Web Crippling Design is enabled Excluding locations of stiffening clips, Min. Bearing Length "4 (in) Screws Qty. 3(#10) Screws Qty. 3(#10) * Forces are calculated for punched-out section Fu (ksi) 45 Fu (ksi) 45 Clip Designation: StiffClip® PL 10.5"x 9" -43 -In tension members, the net area at connection is assumed equal to 0.85 of its gross area. Memberl•'s 20 Actual 1.117 \. Allowable 1.315 Screws Qty. 5(#10) Fu (ksi) 45 Clip Type Joint ID Fu (ksi) StiffClip®PL 3 65 Connected Members Data: Clip Designation: StiffClip® PL9"x 9" -43 Clip Designation: StiffCllp® PL9"x g• -43 ~ MemberlD's 2,3 Member ID's 15 Actual 0.483 -· Actual 0.227 r c~_--- Allowable 0.526 Allowable 0.526 Screws Qty. 2(#10) Screws Qty. 2(#10) Fu (ksi) 45 Fu (ksi) 45 Clip Designation: SfflfClip® PL9'x 9" -43 MemberlD's 21 Actual 0.648 \. Allowable 0.789 Screws Qty. 3 (#10) Fu (ksi) 45 "' StHISm<1rt® Srsto,m 7.6 • Vors.ai 7.6.0.253 Page 9114 "' Sl""'Smatt®S~lam 7.6 -Ve,sioo T.6.0.253 Page 10/14 '::1 • I I I I I i I • I l I I • I I l I i I i I I I I I I I l I I I I I I I I I Company: Date: Thu, Jul 05 18 Company: Date: Thu, Jul 0518 Address: Truss 1 Country: United States Address: Truss 1 Country. United States State: Alabama Zip Code: Box Truss State: Alabama Zip Code: Box Truss Clip Type Joint ID Fu (ksi) Clip Type Joint ID Fu (ksi) StiffClip®PL 4 65 StiffClip®Pl 7 65 Connected Members Data: Connected Members Data: " Olp Designation: StiffClip® PL 12"x 9' -43 Clip Designation: StiffClip® Pl 12"x 9" -43 ~ Member ID's 3,4 Member ID's 16 Actual 0.305 -· ; Actual 0.058 r Allowable 0.526 Allowable 0.526 Oip Designation: StiffClip® PL7.5"x 4.5" -43 Clip Designation: StiffClip® PL7.5"x 4.5" -43 Member ID's 6 Member tD's 19 Actual 0.13 -Actual 0.933 r II--Allowable 0.526 Allowable 1.052 Screws Qty. 2 (#10) Screws Qty. 2(#10) Screws Qty. 2(#10) Screws Qty. 4 (#10) Fu (ksi) 45 Fu (ksi) 45 Fu (ksi) 45 Fu (ksi) 45 Oip Designation: StiffClip® PL 12"x 9' -43 Clip Designation: StiffClip® PL 12"x 9" -43 Clip Type Joint ID Fu (ksi) MemberlD's 22 Member ID's 23 StiffClip®Pl 8 65 Actual 0.218 '\, Actual 0.218 (' Connected Members Data: Allowable 0.526 Allowable 0.526 Screws Qty. 2(#10) Screws Qty. 2 (#10) Clip Designation: StiffClip® PL 10.5"x 9" -43 Clip Designation: StiffClip® PL 10.5"x 9" -43 z'-. Member ID's 7 Member ID's 13 .. ·~ .. Fu (ksi) 45 Fu (ksi) 45 Clip Type Joint ID Fu (ksi) Actual 0.657 -· Actual 0.933 r. Allowable 0.789 Allowable 1.052 StiffClip® Pl 5 65 Screws Qty. 3 (#10) Screws Qty. 4(#10) Connected Members Data: Fu (ksi) 45 Fu (ksi) 45 Clip Designation: StiffClip® PL9"x 9" -43 Clip Designation: StiffClip® Pl9"x 9" -43 ! / Member ID's 4,5 Member ID's 17 !/ Actual 0.483 -· Actual ' 0.227 r -----, Allowable 0.526 Allowable i 0.526 Clip Designation: SliffClip® PL 10.5"x 9" -43 Member ID's 20 Actual 1.117 \, Allowable 1.315 Screws Qty. 2(#10) Screws Qty. 2 (#10) Screws Qty. 5 (#10) Fu (ksi) 45 Fu (ksi) 45 Fu (ksi) 45 Clip Designation: StiffClip® Pl9"x 9" -43 Clip Type JoinllD Fu (ksi) MemberlD's 24 StiffClip® PL 9 65 Actual 0.648 /' Connected Members Data: Allowable 0.789 Screws Qty. 3(#10) Clip Designation: StiffClip® PL9"x 9" -43 Clip Designation: StiffClip® PL9"x 9" -43 .--. -.. , Member ID's 7,8 Member ID's 14 ,,; .. - Fu (ksi) 45 Clip Type Joint ID Fu (ksi) Actual 0.384 -· Actual 0.569 r_ ' Allowable 0.526 Allowable 0.789 StiffClip® PL 6 65 ' Screws Qty. 2 (#10) Screws Qty. 3(#10) Connected Members Data: Fu (ksi) 45 Fu (ksi) 45 Clip Designation: StiffClip® PL 10.5"x 9" -43 Clip Designabon: SbffClip® Pl 10.5"x 9" -43 -~: Member ID's 5,6 Member ID's 18 Actual 0.737 -· Actual 0.569 [ Clip Designation: StiffClip® PL9"x 9" -43 Member ID's 21 Actual 0.648 '· Allowable 0.789 Allowable 0.789 Allowable 0.789 Screws Qty. 3(#10) Screws Qty. 3(#10) Screws Qty. 3(#10) Fu (ksi) 45 Fu (ksi) 45 Fu (ksi) 45 Clip Designation: StiffClip® PL 10.5"x 9" -43 Member ID's 25 Actual 1.117 /' Allowable 1.315 Screws Qty. 5(#10) Fu (ksi) 45 "' SIH/Smart€1S}<stem 7.6 • Vwsion 7.6.0.253 -... Pag,,!1114 "' &e,,,Sma,t® 5~m 7.6 -VM51M 7.6.0.253 Pag,,12/14 ~ I I I l I I Company: Address: Country: United States State: Alabama Zi_E.Code: Clip_ Type StiffClip®PL Connected Members Data: Oip Designation: StiffClip® Pl9"x 7.5" --43 Member ID's 8, 9 Actual 0.138 Allowable 0.526 Screws Qty. 2 (#10) Fu {ksi) 45 Clip Designation; StiffCWp® PL9'x 7.5" --43 Member ID's 22 Actual 0.218 Allowable 0.526 Screws Qty. 2 (#10) Fu (ksi) 45 Clip Type StiffClip®PL Connected Members Data: "· Clip Designation: StiffClip® PL6"x 4.5" -43 Member ID's 9, 10 Actual 0.058 Allowable 0.526 Screws Qty. 2(#10) Fu (ksi) 45 ClipT~ StiffClip®PL Connected Members Data: Oip Designation: StiffClip® PL9"x 7.5" -43 Member ID's 10, 11 Actual O .138 Allowable 0.526 Screws Qty. 2 (#10) Fu (ksl) 45 Oip Designation: StiffClip® PL9"x 7.5" -43 Member ID's 23 Actual 0.218 I. Allowable 0.526 Screws Qty. 2 (#10) Fu {ksi) 45 "' I I I I I l j l Date: Truss 1 Box Truss Joint ID 10 Fu (ksi) 65 Clip Designation: StiffClip® Pl9"x 7.5" --43 Member ID's 15 Actual 0.227 Allowao~ u.:,26 r:. Screws _Qty. 2(#10) Fu (ksi) 45 Joint ID Fu(k~ 11 65 Clip Designation: StiffClip® PL6"x 4.5" --43 ~m~er ID's I 16 ActU81 a.ass I [ Allowable 0.526 Screws Qty. 2 (#10) Fu {ksi) 45 Joint ID Fu (ksi) 12 65 Clip Designation: SliffClip® PL9"x 7 .5" -43 Member ID's I 17 Actual 0.227 Allowable 0.526 Screws Qty. 2 (#10) Fu (ksI) 45 StHISmllll® Sys!am 1.6 • Vers,o,, 7.6.0.253 Page 13114 I i I Thu, Jul 05 18 ~--,-._ JI;<," .I -.J ! "ll'- ! ~ .. ;,-~<~, i l I a I i I I I I I I I & I ' I I I • Company: Date: Thu, Jul 05 18 Address: Truss 1 Country: United States State: A~bama Zip Code: Box Truss Clip Type Joint ID Fu (ksi) StiffClip®PL 13 65 Connected Members Data: Clip Designation: StiffCllp® PL9"x 9" -43 Clip DesignatiOn: SliffClip® PL9"x 9" -43 ·~ MemberlD's 11, 12 Member ID's 18 ~--' Actual 0.384 -· Actual 0.569 ' i: ; Allowable 0.526 Allowable 0.789 Screws Qty. 2 (#10) Screws Qty. 3(#10) Fu {ksi) 45 Fu (ksi) 45 Clip Designation: SliffClip® PL9"x 9" -43 MemberlD's 24 Actual 0.648 [ Allowable 0.789 Screws Qty. 3(#10) Fu (ksi) 45 Clip Type Joint ID Fu (ksi) StiffClip® PL 14 65 Connected Members Data: Clip Designation: StiffClip® PL 10.S"x 9" -43 Clip Designation: StiffClip® PL 10.S"x g• -43 .. ;~ Member ID's 12 Member ID's 19 Actual 0.657 --Actual 0.933 1: i j Allowable 0.789 Allowable 1.052 ScrewsQ\y. 3(#10) Screws Qty. 4(#10) Fu (ksi) 45 Fu (ksi) 45 Clip Designation: StiffClip® PL 10.S"x 9" -43 MemberlD's 25 Actual 1.117 I. Allowable 1.315 Screws Qty. 5 (#10) Fu (ksi) 45 Notes " Galculated number of screws in Plate or Back to Back connections based on minimum edge distance. "' SlH/Smart® SJ'S'l>m 7.6 -v""""" 7.6,D.253 Pag,,14/14 I "' "' -.. -------·----------------------·--~·-- ·• -- ENGINEERS ----,-J., --------. ,[-----·--- ~1 ·,<\ 1 _J---'·, --·----_ R_y I .. I I·. f·-\ i \ '-' ·,i . I\_:. -. '. \ i \, - 1--'\ ,;,,,,:.,., __ ,,_,.(_.: . ' /-- 1 b ·_;,,I . , .. . i -/ 24 1 2 U,,t:c, 11 /~>/If::, gn,.; lei ~d @'1/'o. c . F,,...,..,es <tre >f'"ceJ Q.. lie,'' o-c... \Jt of .f'ro....-e "-~~v,.,eJ fo \,;,e. !Ops+ f I" Op.f, Force •~ I•" flf ...,_f;'J .., /o"J +~e. :,rule. .,..,J f ps-F- -Po r f-1,,e. -fr.,_,,._ e. W-t :::: ,ft ("f.S-f1;)(1op5f) + 100 plf CJ-ff fb) = ,~5 lb e?-'b ;,_ o.c. , .. R-y, :: (<'fl-~ 17"1 lb Use (0) #1:>-TEk ~c..re'""f to rrv~~ to J ... ..,. b{. I<.)'<, ;:. L-f ft. ( too f'(t + S-pf (S-f-t ))-;. >c>o I b, ~0016 :J l'7 - ~ r D r - Screw Capacities Table Notes 1. Capacities based on AISI SlO0 Section E4. 2. When connecting materials of different steel thicknesses or tensile strengths, use the lowest values. Tabulated values assume two sheets of equal thickness are connected. 3. Capacities are based on Allowable Strength Design (ASD) and include safety factor of 3.0. 4. Where multiple fasteners are used, screws are assumed to have a center-to-center spacing of at least 3 times the nominal diameter (d). 5. Screws are assumed to have a center-of-screw to edge-of-steel dimension of at least 1.5 times the nominal diameter (d) of the screw. 6. Pull-out capacity is based on the lesser of pull-out capacity in sheet closest to screw tip or tension strength of screw. 7. Pull-over capacity is based on the lesser of pull-over capacity for sheet closest to screw header or tension strength of screw. 8. Values are for pure shear or tension loads. See AISI Section E4.5 for combined shear and pull-over. 9. Screw Shear (Pss), tension (Pts), diameter, and head diameter are from CFSEI Tech Note (F701-12). 10. Screw shear strength is the average value, and tension strength is the lowest value listed in CFSEI Tech Note (F701-12). 11. Higher values for screw strength (Pss, Pts), may be obtained by specifying screws from a specific manufacturer. Allowable Screw Connection Capacity (lbs) '6Scl9W #8Screw #10Screw #12Screw ¼"Screw Thickness Design Fy Fu (PH• 643 lbs, Pis• 419 lbs} (Pss• 1278 lbs, Pis= 586 lbs} (PSS• 1644 lbs, Pis• 1158 lbs) (Pss= 2330 lbs, Pis• 2325 lbs} (PH• 3048 lbs, Pis• 3201 lbs) Yield Tensile (MIis) Thickness (kll) (ksl) 0.138" dla, 0.272" Head 0.164" dla, 0.272" Head 0.190" dia, 0.340" Head 0.216" dla, 0.340" Head 0.250" dla, 0.409" Head Shear Pull-Out Pull-Over Shear Pull-Out Pull-Over Shear Pull-Out Pull-Over Shear Pull-Out Pull-Over Shear Pull-Out Pull-Over 18 0.0188 33 33 44 24 84 48 29 84 52 33 105 55 38 105 60 44 127 27 0.0283 33 33 82 37 127 89 43 127 96 50 159 102 57 159 110 66 191 30 0.0312 33 33 95 40 140 103 48 140 111 55 175 118 63 175 127 73 211 33 0.0346 33 45 151 61 140 164 72 195 177 84 265 188 95 265 203 110 318 43 0.0451 33 45 214 79 140 244 94 195 263 109 345 280 124 345 302 144 415 54 0.0566 33 45 214 100 140 344 118 195 370 137 386 394 156 433 424 180 521 68 0.0713 33 45 214 125 140 426 149 195 523 173 386 557 196 545 600 227 656 97 0.1017 33 45 214 140 140 426 195 195 548 246 386 777 280 775 1,016 324 936 118 0.1242 33 45 214 140 140 426 195 195 548 301 386 777 342 775 1 016 396 1 067 54 0.0566 50 65 214 140 140 426 171 195 534 198 386 569 225 625 613 261 752 68 0.0713 50 65 214 140 140 426 195 195 548 249 386 777 284 775 866 328 948 97 0.1017 50 65 214 140 140 426 195 195 548 356 386 777 405 775 1,016 468 1,067 118 0.1242 50 65 214 140 140 426 195 195 548 386 386 777 494 775 1 016 572 1 067 Weld Capacities Table Notes 1. Capacities based on the AISI SlO0 Specification Sections E2.4 for fillet welds and E2.5 for flare groove welds. 2. When connecting materials of different steel thicknesses or tensile strengths, use the lowest values. 3. Capacities are based on Allowable Strength Design {ASD). 4. Weld capacities are based on E60 electrodes. For material thinner than 68 mil, 0.030" to 0.035" diameter wire electrodes may provide best results. 5. Longitudinal capacity is considered to be loading in the direction of the length of the weld. 6. Transverse capacity is loading in perpendicular direction of the length of the weld. 7. For flare groove welds, the effective throat of weld is conservatively assumed to be less than 2t. 8. For longitudinal fillet welds, a minimum value of EQ E2.4-1, E2.4-2, and E2.4-4 was used. 9. For transverse fillet welds, a minimum value of EQ E2.4-3 and E2.4-4 was used. 10. For longitudinal flare groove welds, a minimum value of EQ E2.5-2 and E2.5-3 was used. All bl W Id C 't (lb / . ) owa e e apac1 y s m Thickness Design Fy Fu FllletWelds Flare Gl'OOYtl Welds Yield Tensile (MIii) Thickness (bi) (bi) Longitudinal Transverse Longitudinal Transverse 43 0.0451 33 45 499 864 544 663 54 0.0566 33 45 626 1084 682 832 68 0.0713 33 45 789 1365 859 1048 97 0.1017 33 45 1125 1269 I I 54 0.0566 50 65 905 1566 985 1202 68 0.0713 50 65 1140 1972 1241 1514 97 0.1017 50 65 1269 1269 I I 'Weld capacity for material thickness greater than O. 10• requires engineering Judgment to determine leg of welds, WJ and W.l . .,,, Pro1ect No. I (, )()/ . /'-1 Sheet No. ___ 2_6 __ ENGINEERS 11 , t I i 1r ' Prepared By -'-'-'-='.>--'&=---------•ate -, /•o I g' G,:l1t: ~iJrO/~,i of ~v}f• (.,.,,. ~/,._~ I , ,, I .. f;,c:;'l½r<) !.,f.,. v ; '7 /'1 L..'I.J. ( ""'rrclr.. o.,.. ?-1 G"' 1'1-!.J~I /Jut I ;-v 7' ,, 7 P°"'"' "--· a _ l ,t1 i\ I ( ,,, ){ l• { }'1. ,!_ i!-- M I I I '"ff . I' c, . o k. -- SAN DIEGO REGIONAL HAZARDOUS MATERIALS QUESTIONNAIRE OFFICE USE ONLY RECORD 10# __________________ 1 PLAN CHECK# -----------,J/.,rff-J't--:------1 BP DAk'Z- Business Name Business Contact Brad Zie ler City Telephone# Ka Jewelers Project Address 2525 El Camino Real s 253 Mailing Address 375 Ghent Rd. Project Contact Carlsbad City Akron Applicant E-mail State CA 330.241.1722 Zip Code APN# 92008 Zip Code Plan File# 44333 . Telephone~ C..IYl1 1tn,/l1i) fYWv·506.407. 9083 The following questions represent the faclllty's activities, NOT the specific project description. PART I: FIRE DEPARTMENT-HAZARDOUS MATERIALS DIVISION; OCCUPANCY CLASSIFICATION: !not required for projects within the City of San Diego): Indicate by circling the item, whether your business will use, process, or store any of the following hazardous materials. If any of the items are circled, applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. Occupancy Rating: Facility's Square Footage (including proposed project): 1. Explosive or Blasting Agents 5. Organic Peroxides 9. Water Reactives 13. Corrosives 2. Compressed Gases 6. Oxidizers 10. Cryogenics 14. other Health Hazards 3. Flammable/Combustible Liquids 7. Pyrophorics 11. Highly Toxic or Toxic Materials 15. None of These. 4. Flammable Solids 8. Unstable Reactives 12. Radioactives PART II: SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEALTH -HAZARDOUS MATERIALS DIVISION {HMO): If the answer to any of the questions is yes, applicant must contact the County of San Diego Hazardous Materials Division, 5500 Overland Avenue, Suite 110, San 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: 0 CalARP Exempt I 1. 2. 3. 4. 5. 6. 7. 8. YES NO (for new construction or remodeling projects) Is your business listed on the reverse side of this form? (check all that apply). • IKI • ~ Will your business dispose of Hazardous Substances or Medical Waste in any amount? • Ix] Will your business store or handle Hazardous Substances in quantities greater than or equal to 55 gallons, 500 pounds and/or 200 cubic feet? • • • • • Ii] Will your business store or handle carcinogens/reproductive toxins in any quantity? I!:] Will your business use an existing or install an underground storage tank? IRl Will your business store or handle Regulated Substances (CalARP)? 00 Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)? !Kl Will your business store petroleum in tanks or containers at your facility with a total facility storage capacity equal to or reater than 1,320 allons? California's Above round Petroleum Stora e Act . Date Initials 0 CalARP Required I Date Initials 0 CalARP Complete I Date Initials PART Ill: AN DIEGO COUNTY AIR POLLUTION CONTRO DISTRICT APCD: Any YES• answer requires a stamp from APCD 10124 Old Grove Road. San Diego, CA 92131 m d n . a. v (858) 586-2650). [*No stamp required if Q1 Yes and Q3 Yes mill Q4-Q6 No]. The followin~ questions are intended to identify the majority of air pollution issues at the planning stage. Projects may require additional measures not identified by these questions. For comprehensive requirements contact APCD. Residences are typically exempt, except -those with more than one building+ on the property; single buildings with more than four dwelling units; townhomes; condos: mixed-commercial use; deliberate burns; residences forming part of a larger project. r•Excludes garages & small outbuildings.] 1. 2. 3. YES NO ID • • Iii] Ix] • Will the project disturb 160 square feet or more of existing building materials? Will any load supporting structural members be removed? Notification may be required 10 working days prior to commencing demolition. (ANSWER ONLY IF QUESTION 1 or 2 IS YES) Has an asbestos survey been performed by a Certified Asbestos Consultant or Site Surveillance Technician? 4. • ~ (ANSWER ONLY IF QUESTION 3 IS YES) Based on the survey results, will the project disturb any asbestos containing material? Notification may be required 10 working days prior to commencing asbestos removal. 5. 6. • • ~ Will the project or associated construction equipment emit air contaminants? See the reverse side of this form or APCD factsheet (WVfN.sdaPcd-org/info/factslpermits.pdO for typical equipment requiring an APCD permit. D (ANSWER ONLY IF QUESTION 5 IS YES} Will the project or associated construction equipment be located within 1,000 feet of a school bounda Briefly describe business activities: Briefly describe proposed project: Retail Jewelry Sales Interior remodel/ expansion for an existing Kay Jewelers to include MEP's and new 7 / 25 / 18 Date FIRE DEPARTMENT OCCUPANCY CLASSIFICATION: _______________________________ _ BY· I I EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY COUNTY-HMO• APCD COUNTY-HMD APCD COUNTY-HMO APCD . A stamp In this box~ exempts businesses from completing or updating a Hazardous Matenals Business Plan. other permIttIng reqwrements may still apply . HM-9171 (08/15) County of San Diego -DEH -Hazardous Materials Division