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Home My WebLink About2236 RUTHERFORD RD; ; CBC2022-0241; PermitBuilding Permit Finaled (city of Carlsbad Commercial Permit Print Date: 05/03/2023 Job Address: Permit Type: Parcel#: Valuation: Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: 2236 RUTHERFORD RD, CARLSBAD, CA 92008-8836 BLDG-Commercial 2120612600 $27,000.00 Work Class: Track#: Lot#: Project#: Plan#: Construction Type: Orig. Plan Check#: Plan Check#: Patio Description: ELEMENT: CONSTRUCT 4 SHADE SAILS OVER OUTDOOR AREAS FEE AWNING or CANOPY BUILDING PLAN CHECK Property Owner: NELLI-REGEN THREE LLC 12301 GARWOOD DEAN TRUCKEE, CA 96161-5136 BUILDING PLAN REVIEW-MINOR PROJECTS (LOE) BUILDING PLAN REVIEW-MINOR PROJECTS (PLN) SB1473 -GREEN BUILDING STATE STANDARDS FEE STRONG MOTION -COMMERCIAL (SMIP) Total Fees: $755.31 Total Payments To Date: $755.31 Permit No: Status: CBC2022-0241 Closed -Finaled Applied: 07/07/2022 Issued: 03/02/2023 Finaled Close Out: 05/03/2023 Final Inspection: 04/27/2023 INSPECTOR: Kersch, Tim Dreibelbis, Peter CoApplicant: SOCAL SHADE SAILS PO BOX 100 DEL MAR, CA 92014-0100 (760) 535-1966 Balance Due: AMOUNT $275.00 $178.75 $194.00 $98.00 $2.00 $7.56 $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. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov {_ City of Carlsbad COMMERCIAL BUILDING PERMIT APPLICATION B-2 Plan Check('J:;(',20Z2--024( Est. Value "L 7 1000 PC Deposit $ I 7{h o 7 S Date I -·1--zz__ Job Address ~(o R IA.+~c.<"~t~ R,J, Suite: ___ ~APN:,--.Jru.....,~=-· .:::C>..::Co:...:l:...-...,M.-'-"o'->o"'-_ Tenant Name#: E.lc.M.<-te\ Lot #:. ____ Year Built: ________ _ Year Built:. __ _ Occupancy: .f> Construction Type: 11 • 13 Fire sprinklers~ESQNo A/C:QYES0No BRIEF DESCRIPTION OF WORK: Ce~-4('.l(.,t~.,._ o{' ~v..l h . .s'I-.J.e.. .s.f.lU(.,-f.u.u ove.c-oi..f loo r 11.re.g 0 Addition/New: ___________ New SF and Use, _________ ,New SF and Use ______ SF Deck, ______ SF Patio Cover, SF Other (Specify) ___ _ 0Tenant Improvement: ____ SF, Existing Use: ______ Proposed Use: _____ _ ____ SF, Existing Use: Proposed Use: _____ _ ~ Other: __ 4...__..,_snJ~A ... J.e, ....... .,.,.sg...,;...,b,___ _____________________ _ PRIMARY APPLICANT PROPERTY OWNER Name: ~I. lo~o<"t. Address: Ba>,, D'3.q':t 3 Name: ~ Address: aii0lv..tkr:Por>, AA. City: .StAA.-%~ State: C.~ Zip: qatSO Phone: __ • (p 10 • 8'(38 Email: pc.rmi:!:M l1&;h .. s,@ bo:f 0tt,;I C.Ono City: CQ.1,,6,.l State: c..A Zip: 9«no8 Phone:, _________________ _ Email: _________________ _ DESIGN PROFESSIONAL CONTRACTOR OF RECORD Name:. _______________ Business Name: s .. ~l ShtaL Set; l Address: Address: J'2, I r-,1 VLli<,no /hr City: _______ State: __ ~Zip:. ____ City: E.,,_j/\(i:a.s State: CJ! Zip: 9a02,'{ Phone: Phone: 1(pp-SSS'-l9CoC, Email: Email: d11\/\@. s},.J,e,sq, ( S. b'1:z, Architect State License: CSLB License#: ¾ a_~ D ( Class: C.'cl..1 • B Carlsbad Business License# (Required): O..()p\ · J, 9, d APPLICANT CERT/FICA T/ON: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State Jaws relating to building construction. NAME (PRINT): Qg.11e.. lo~"'°t~ SIGN: __.)I'-"·'-'~"""":;...~.,;,._,,f----DATE: _ _,.7+./~·t/%~- 1635 Faraday Ave Carlsbad, CA 92008 Ph, 44n39-2719 T Eman, Building@carlsbadca.gov REV. 04/22 THIS PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER: ______ _ A BUILDING PERMIT CAN BE ISSUED TO EITHER A STATE LICENSED CONTRACTOR OR A PROPERTY OWNER. IF THE PERSON SIGNING THIS FORM IS AN AGENT FOR EITHER ENTITY AN AUTHORIZATION FORM OR LETTER IS REQUIRED PRIOR TO PERMIT ISSUANCE. (OPTION A): LICENSED CONTRACTOR DECLARATION: I herebyaffirm under penal tyof perjury that I am licensed under provisions of Chapter 9 ( commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. I also affirm under penalty of perjury one of the following declarations /CHOOSE ONE): 01 have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. Policy No. ____ _ -OR- £&1 have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this P.ermit is issued. My workers' compensation insurance carrier and policy number are: lnsuranceCompany Name: f4, lls ' p ke n .. aAJ Co Sttll t lj Co • Policy No. FL P., 0 \7 I!; q O I Expiration Date: ---'~"-+W-i+j .::.: .. _-'iL.. ___ .=.._ ___ _ -OR- D 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 shalt subject an employer to criminal penalties and civil fines up to $100,000.00, in addition the to the cost of compensation, damages as provided for In Section 3706 of the Labor Code, interest and attorney's fees. CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name:. _______________________ Lender's Address: ______________ _ CONTRACTOR CERTIFICATION: The applicant certifies that oil documents and plans clearly and accurately show all existing and proposed buildings, structures, access roads, and utilities/utility easements. All proposed modifications and/or additions are clearly labeled on the site plan. Any potentially existing detoil within these plans inconsistent with the site pion are not approved for construction and may be required to be altered or removed. The city's approval of the application is based on the premise that the submitted documents and plans show the correct dimensions of; the property, buildings, .structures and their setbacks from property lines and from one another; access roads/easements, and utilities. The existing and proposed use of each building as stated is true and correct; all easements and other encumbrances to development have been accurately shown and labeled as well as all on-site grading/site preparation. All improvements existing on the property were completed in accordance with all regulations in existence at the time of their construction, unless otherwise noted. NAME (PRINT): D~u<-l.o~""°t<. SIGNATURE:___J[ll{.!~..1!4:::::: ___ DATE: __ '11-/'T~/1-~-~-- Note: If the person signing above is an au.Arized agent for the contractor provide a letter of authorlz ion on contractor letterhead. (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: D 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). -OR- DI, 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). -OR-DI am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: AND, D FORM B-61 "Owner Builder Acknowledgement and Verification Form" is required for any permit issued to a property owner. By my signature below I acknowledge that, except for my personal residence in which I must have resided for at least one year prior to completion of the improvements covered by this permit, I cannot legally sell a structure that l have built as an owner-builder if it has not been constructed in its entirety by licensed contractors. I understand that a copy of the applicable law, Section 7044 of the Business and Professions Code, is available upon request when this application is submitted or at the following Website: http:! lwww.leginfo.ca.gov/calaw.html. OWNER CERTIFICATION; The opplicont certifies thoto/1 documents and plons clearly and accurately show a/I existing and proposed buildings, structures, access roads, and utilities/utility easements. All proposed modifications and/or additions ore clearly labeled on the site pion. Any potentially existing de toil within these plans inconsistent with the site plan are not approved for construction and may be required to be altered or removed. The city's approval of the application is based on the premise that the submitted documents and plans show the correct dimensions of; the property, buildings, structures and their setbacks from property lines and from one another; access roads/easements, and utilities. The existing and proposed use of each buildmg as stated is true and correct; all easements and other encumbrances to development have been accurately shown and labeled as well as oil on-site grading/site preparation All improvements existing on the property were completed in accordance with all regulations in existence at the time of their construction, unless atherwise noted. NAME (PRINT): SIGN: _________ DATE: _____ _ Note: If the person signing above is an authorized agent for the property owner include form 8-62 signed by property owner. 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Email: Building@carlsb!c!dca.gov 2 REV. 04/22 Building Permit Inspection History Finaled (city of Carlsbad PERMIT INSPECTION HISTORY for (CBC2022-0241) Application Date: 07/07/2022 Owner: NELLI-REGEN THREE LLC Permit Type: BLDG-Commercial Work Class: Patio Issue Date: 03/02/2023 Subdivision: CARLSBAD TCT#81-10 UNIT#01 Status: Closed -Finaled Expiration Date: 10/11/2023 IVR Number: 41822 Address: 2236 RUTHERFORD RD CARLSBAD, CA 92008-8836 Scheduled Actual Inspection Type Date Start Date Inspection No. Inspection Primary Inspector Reinspection Inspection Status 04/14/2023 04/14/2023 BLDG-11 208089-2023 Passed Peter Dreibelbis Foundation/Ftg/Piers (Rebar) Checklist Item BLOG-Building Deficiency NOTES Created By Angie Teanio COMMENTS TEXT 760-535-1966 Dan 04/27/2023 04/27/2023 BLDG-Final Inspection 209301-2023 Passed Wednesday, May 3, 2023 Checklist Item BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final NOTES Created By Angie Teanio COMMENTS TEXT 760-535-1966 Dan Tim Kersch Passed No Created Date 04/13/2023 Passed Yes Yes Yes Yes Yes Created Date 04/26/2023 Complete Complete Page 1 of 1 LA COSTA ENGINEERING 2226 FARADAY AVENUE CARLSBAD, CALIFORNIA 92008 TH 760·911·0290 FAX 438-52.11 marty _m on tQome ryOyaho o .com CIVIL • STRUCTURAL MECHANICAL• PETROLEUM 1/33 L1,__1•. STRUCTURAL CALCULATIONS PROJECT: ELEMENT SHADE SAILS 2236 RUTHERFORD ROAD CARLSBAD, CA 92008 ENGINEER: MARTELL B. MONTGOMERY M R.C.E. 50344 EXP. 6-30-23 DATE: JUNE 28, 2022 REV. DATE: JANUARY 30, 2023 DESIGN LOADS: 2018 IBC, 2019 CBC Sail DL: 0.2 psf HOPE Fabric Sail LL: 5 psf TL: 5.2 psf Wind Properties: Directional Procedure: 27.1 Exposure B Risk Category II 3-s Gust Wind Speed: 96 mph Pmin~ 8 psf Sai I No. C-50344 Exp. 6-30-23 CBC2022-0241 2236 RUTHERFORD RD >-f--0 ELEMENT: CONSTRUCT 4 SHADE SAILS OVER OUTDOO!s AREAS 2120612600 2/13/2023 CBC2022-0241 Vertical Calculations Load Comb 2:(ASD) D + L Sail DL: Sail LL: TL: 0.2 psf §_ psf 5.2 psf HOPE Fabric Sail Area Sail 1: 154 s.f. Sail 2: 596 s.f. Sail 3 596 s.f. Sail 4: 154 s.f. Total Sail Area: 1500 s.f. Sail Loads: (Compare to Vertical Loads to Wind Loads below) Sails 1, 4: 31 lb DL 770 lb LL 801 lb TL Sails 2, 3 119 lb DL 2980 lb LL 3099 lb TL Column/Building Connection Vertie, Sail 1: Sails 1, 4: Single Sail Column: Single Sail Bldg. Conn.: Sails 2. 3: Single Sail Column: Single Sail Bldg. Conn.: 8 lb DL 8 lb DL 30 lb DL 30 lb DL 200 lb TL 200 lb TL 775 lb TL 775 lb TL 2 Lateral Calculations Wind Open Building p=qhGCN Load Case: Fig. 27.3-4 G= K= ' Kz1= K,= Ke= Risk Category Velocity Exposure I= Max. roof h= Avg. sail slope= -y= O' 8 !:! -y= 180v 8 !:! 0.85 0.57 1.0 0.85 0.99 -Due to insignificant weight of sails wrt LFRS, Wind Governs by inspection. 27.3-2 II 96 mph, 3s Gust B 1.0 12 ft 11.7° CNw CNL -0.77 -1.17 -1.68 0 1.12 1.56 WINO O" -- 1.71 0.47 By inspection, -y=0°,180°, Load Case A Governs 26.11.1 Solve for largest reaction at side of higher CN value by proportion: Table 26.10-1 CN= 2[0.375CNw+0.125CNL]= 26.8.2 2[(0.375)(1.2)+(0.125)(0.3)]= 1.23 Table 26.6-1 Use CN = 1.23 for vertical & horizontal pressure Table 26.9-1 qh= 0.00256K,K,.K,K,,V2 26.10-1 = (0.00256)(0 85)(1.0)(0 85)(0 98)(96)2 = 11.32 psf p=qhGCN = (16.70)(0.85)(1.18) = p=qhGCN= (16.70)(0.85)(1.18) = 11.83 psf vertical pressure 11.83 psf horizontal pressure 3 Vertical/Horizontal Distribution: Vert. Projection of Sail: Horiz. Projection of Sail: Load Combinations: 2.4.1 Sail 1 148 s.f. 27 s.f. Sail 2 572 s.f. 49 s.f. 7. (ASD) 0.6D + 0.6W 5. (ASD) D + 0.6W Governs Vertical Uplift Governs Horiz. Pressure Sails 1, 4: Ph = 0 + 0.6(27)(11.83)= Pv = [0 6(31) + 0.6(148)(11.83)]= Sails 2. 3: Ph = 0 + 0.6(49)(11.83)= Pv = [0.6(119) + 0.6(572)(11 83)]= Find Forces in Cables: 192 lb 1068 lb > 348 lb 4133 lb > 192 lb 348 lb Sail 3 572 s.f. 49 s.f. Wind Uplift Governs Wind Uplift Governs Cable load: w = sail wind load / total cable length of 4 sides (feff) Catenary Cable Geometry: ..\ = height differential of cable at ea. end attachment Leff= v(L2+_12) a = Leff/2 s = 0.10 Leff (Use 10% sag as design standard) Trial c: c = -~s __ _ c[cosh(a/c) -1] y = v(s2+c2) H=wc T=wy (Cable Load@ sag,= horiz. Tensile component) (Tensile Cable Load) Sail 4 148 s.f. 27 s.f. 4 5 "RECTANGULAR" SAIL Sails 1, 4: P wind load= 1068 lb (Uplift pressure) w = (P wi,d ,,,a/perimeter -1,.)= 17.5 plf Cable A-B: L= 15.00 ft _\ = 4.00 ft Lett= 15.52 ft a= 7.76 ft s= 1.55 ft Trial c = 19.66 ft c= 19.66 ft y= 19.72 ft H= 343 lb T= 345 lb! Cable B-C: L= 11.00ft _\ = 3.00 ft Leff= 11.40ft a= 5.70 ft s= 1.14 ft Trial C = 14.44 ft c= 14.44 ft y= 14.49 ft H= 252 lb T= 253 lb! Cable C-D L= 14.50 ft _\ = 4.00 ft Lett= 15.04 ft a= 7.52 ft s= 1.50 ft Trial c = 19.05 ft c= 19.05 ft y= 19.11 ft H= 333 lb T= 334 lb! Cable A-D: L= 18.50 ft _\ = 5.00 ft Lett= 19.16ft a= 9.58 ft s= 1.92 ft Trial c = 24.27 ft c= 24.27 ft y= 24.35 ft H= 424 lb T= 425 lb! perimeter .t,. = 61.1 ft "RECTANGULAR" SAIL Sails 2, 3: P wind load = 4133 lb (Uplift pressure) w = (P wind loaiperimeter £en)= 33.7 pit Cable 1-J: L= 37.00 ft _\ = 5.00 ft Lett= 37.34 ft a= 18.67 ft s= 3.73 ft Trial c = 47.28 ft c= 47.28 ft y= 47.43 ft H= 1595 lb T= 1600 lb Cable J-K: L= 17.00 ft _\ = 4.00 ft Lett= 17.46 ft a= 8.73 ft s= 1.75 ft Trial c = 22.12 ft c= 22.12 ft y= 22.19 ft H= 746 lb T= 749 lb Cable K-L: L= 37.33 ft _\ = 3.00 ft Lerr= 37.45 ft a= 18.73 ft s= 3.75 ft Trial C = 47.42 ft c= 47.42 ft y= 47.56 ft H= 1600 lb T= 1605 lb! Cable 1-L: L= 30.00 ft _\ = 4.00 ft Lett= 30.27 ft a= 15.13 ft s= 3 03 ft Trial C = 38.33 ft c= 38.33 ft y= 38.45 ft H= 1293 lb T= 1297 lb! perimeter fett = 122.5 ft MAX. STAINLESS STEEL CABLE LOAD IN A "RECTANGULAR" SAIL GROUP: ! 1605 lb Max. tensile load in 7x19 S.S. cable. Determine Forces in Columns from Sail Wind Forces exerted on Cables: Columns A. E: Sails 1 4: Columns B. F: Sails 1 4: Columns C. G: Sails 1 4: Columns J. N: Sails 2, 3: Hs.c = Hc.o = Max. Tensile Forces at Sail Connection Points: h = 7.00 ft 343 lb 424 lb Vector summation by geometry per parallelogram law: RA,E = H1 Resultant= 581 lb r-..a.;.""'"'----------, h= 11.00ft 343 lb 581 lb Resultant acting at 7' above Column Base 252 lb Vector summation by geometry per parallelogram law: Rs,F = H1 Resultant = 425 lb h= 8.00 ft 252 lb 333 lb Rc,c = h = 10.00 ft 1595 lb 746 lb RJ.N = .---------------, 425 lb Resultant acting at 11' above Column Base Vector summation by geometry per parallelogram law: H1 Resultant = 294 lb .-------------, 294 lb Resultant acting at 8' above Column Base Vector summation by geometry per parallelogram law: H2 Resultant = 1656 lb .---------------, 1656 lb Resultant acting at 10' above Column Base 6 Columns K, 0: Sails 2, 3: h= 14.00 ft 746 lb 1600 lb RK,O = Vector summation by geometry per parallelogram law: H2 Resultant = r-"'-16;.;2;.;5'-"'lb __________ .., 1625 lb Resultant acting at 14" above Column Base Determine Building Connections Forces from Sail Wind Forces exerted on Cables: Bldg. Connections D, H: Sails 1 4: Bldg. Connections I, M: Sails 2. 3: Bldg. Connections L. P: Sails 2. 3: HK-L= H,_L = Max. Tensile Forces at Sail Connection Points: h = 12.00 ft 333 lb 424 lb Vector summation by geometry per parallelogram law: Ro,H = H1 Resultant = 631 lb .-----------,,-----,,------, 631 lb Resultant acting at 12" above Column Base h = 12.00 ft 1595 lb h= 1293 lb Vector summation by geometry per parallelogram law: R1,M= H2Resultan1= 2199 lb .---------------, 8.00 ft 1600 lb 1293 lb RL.P = 2199 lb Resultant acting at 12" above Column Base Vector summation by geometry per parallelogram law: H2 Resultant = 2251 lb .---------------, 2251 lb Resultant acting at a· above Column Base 7 MAX. COMPONENT CONNECTION LOAD: 2251 lb Max. tensile load in jaw-jaw turnbuckles, D' shackles, eyebolts and nuts. STAINLESS STEEL CABLE AND CONNECTION SPECIFICATIONS: FOR SAIL STAINLESS STEEL CABLES: USE 1/4" DIA. 7x19 S.S. CABLES. W.L.L. OF CABLE IS 33% OF CABLE BREAKING STRENGTH. USE 1/4" WIRE ROPE CLAMPS SS-WRC-06, POLYFAB PRO. NOTE: NUMBER OF CLIPS, APPLIED TORQUE AND TURNBACK LENGTH PER CROSBY GROUP INSTALLATION GUIDE AS DIRECTED BY ASME 830.26. WIRE ROPE CLAMPS ARE RATED TO 80% OF CABLE BREAKING STRENGTH. THESE COMPONENTS RESISTWLL OF 1605 lb IMAX. CABLE LOAD PER CALCSl. FOR SAIL CABLE CONNECTIONS TO COLUMNS: THE FOLLOWING COMPONENTS ARE MANUFACTURED BY POLYFAB PRO: USE 3/8" TH. S.S. 'D' SHACKLES, MODEL NO. SS-SD-10 AT SPEC'D ANCHOR POINTS. USE 1/2" x 12.4"L THRD. ROD S.S JAW-JAW TURNBUCKLE, MODEL NO. SS-TBJJ-12 AT SPEC'D ANCHOR POINTS. DRILL 9/16" DIA. HOLE AT CENTER OF PIPE COLUMNS FOR 1/2" DIA., 316 S.S ATR w/ S.S. WASHERS AND NUTS. USE 1/2" TH, 1/2" TAP SIZE S.S. EYENUT, MODEL NO. SS-EYN-12 AT ALL COLUMN LOCATIONS. THESE COMPONENTS RESIST COMBINED WL.L. OF 2251 lb MAX. COMBINED COMPONENT LOAD PER CALCSI 8 STEEL CANTILEVER COLUMNS Wind Load Governs Column Design COLUMNS A, E STEEL DESIGN: Single Sail Loading hcol= Vu= Mu= V, h,ol = PuoL= TRY 6"(11 STD. PIPE: F ,(psi)= 35000 E (psi)= 2.90E+07 I (in4)= 26.5 S (in3)= 7.99 r (in)= Z (in3)= A (in 2)= ..\= 2.25 10.6 5.22 v•h001 3/(3EI)= ..\m,,=0.025h00,= 7.0 ft 581 lb 4067 ft-lb 8 lb 0.15 in 2.10 in> 0.15 in CK. COMBINED STRESSES: 1.67 (ASD) k= 2.0 kl/r = 74.7 p = " p = ' M = " M = ' Fe= rlE = (kl/r)2 Fcr= [0.658Fy/Fe] F,= F,Z = Mn/(Jb = Is kl/r < 4.71 v(E/F,)? 51339 psi 26311 psi 137345 lb 82243 lb 30917 lb-ft 18513 lb-ft YES For short term Wind Loads. Use <=1.33 0.22 <= 1.33 OK !USE 6"0 STD. PIPE 9 COLUMNS B, F STEEL DESIGN: hcol= Vu= Mu= Vu hcol = PuoL= TRY 6"0 STD. PIPE: F ,(psi)= 35000 E (psi)= 2.90E+07 I (in4)= 26.5 S (in')= 7.99 r (in)= 2.25 Z (in3)= 10.6 A (in2)= 5.22 -'i= v•h00,'/(3EI)= jmax=0.025hcol= 11.0 ft 425 lb 4675 ft-lb 8 lb 0.42 in Single Sail Loading 3.30 in> 0.42 in CK. COMBINED STRESSES: 1.67 (ASD) k = 2.0 kl/r = 117.3 F,= ,1'E = (klir)' Fee= [0.658Fy/Fe] F,= p = " F ,,A, = p = C PnH)c= M = " F,Z = M = C Mn/~ )b = Is kl/r < 4.71 v(E/F,)? YES 20790 psi 17300 psi 90307 lb 54076 lb 30917 lb-ft 18513 lb-ft For short term Wind Loads. Use <=1.33 0.25 <= 1.33 OK !USE 6"0 STD. PIPE 10 COLUMNS C, G STEEL DESIGN: Single Sail Loading Vu= Mu= PuoL= TRY 6"0 STD. PIPE: F ,(psi)= 35000 E (psi)= 2.90E+07 I (in4)= 26.5 S (in')= 7. 99 r (in)= 2.25 Z (in3)= A (in2)= _\= 10.6 5.22 V'hcoI3/(3EI)= _\ma,=0.025hro1= 8.0 ft 294 lb 2352 ft-lb 8 lb 0.11 in 2.40 in> CK. COMBINED STRESSES: b = , = k = 2.0 kl/r = 85.3 Is kl/r < 4.71 v(E/F,)? p = " p = ' M = " M = ' Fe= rc2E = (kl/r)2 Fcr= [0.658''1"•1 F,= F,A, = Pnl~!c = 39306 psi 24111 psi 125857 lb 75364 lb 30917 lb-ft 18513 lb-ft 0.11 in 1.67 (ASD) YES For short term Wind Loads, Use <=1.33 0.13 <= 1.33 OK !USE 6"0 STD. PIPE 11 COLUMNS ,I, N STEEL DESIGN: hco1= Vu= Mu= Vu hcol = Pu0,= TRY 6"@ STD. PIPE: F,(psi)= 35000 E (psi)= 2.90E+07 I (in4)= 26.5 S (in3)= 7 99 r (in)= 2.25 Z (in3)= 10.6 A (in 2)= 5.22 .'i= V*hco13/(3EI)= .'ima,=0.025hco1= 10.0 ft 1656 lb 16560 ft-lb 30 lb 1.24 in Single Sail Loading 3.00 in> 1.24 in CK. COMBINED STRESSES: 1.67 (ASD) k= 2.0 kl/r = 106.7 Fe= n2E = (kl/r)2 Fee= [0.658Fy/Fe] Fy= p = C F,,Ag= P, = Pn/(!c= Mn;;; F,Z = M,= MJ\/, = Is kl/r < 4.71 1/(E/F,)? YES 25156 psi 19551 psi 102055 lb 61110 lb 30917 lb-ft 18513 lb-ft For short term Wind Loads. Use <=1.33 0.89 <= 1.33 OK iUSE 6"0 STD. PIPE 12 COLUMNS K, 0 STEEL DESIGN: Vu= Mu= PuoL= Vu hco1= TRY 6"0 STD. PIPE: F,(psi)= 35000 E (psi)= 2.90E+07 I (in4)= 26.5 S (in3)= 7.99 r (in)= 2.25 Z (in3)= 10.6 A (in2)= 5.22 .\= V'hco13/(3EI)= --1max=0.025hco1= 14.0 ft 1625 lb 22750 ft-lb 30 lb 3.34 in Single Sail Loading 4.20 in> 3.34 in CK. COMBINED STRESSES: 1.67 (ASD) k = 2.0 kl/r = 149.3 Fe= rr2E = (kl/r)2 F cc= (0.658Fy1Fe] F ,= Pn = F,A, = Pc= P,/\l,= Mn= F,Z = Mc= M,/'lb = Is kl/r < 4.71 v(EiF,)? NO 12835 psi 11178 psi 58756 lb 35183 lb 30917 lb-ft 18513 lb-ft IF kl/r > C,. THEN: Fee= 0.877 F,= 11256 psi For short term w·1nd Loads. Use <=1.33 1.23 <= 1.33 OK (USE 6"0 STD. PIPE 13 SINGLE SAIL CANTILEVER COLUMNS A, E FOOTING DESIGN NON-CONSTRAINED DESIGN hco,= 7.00 ft V,a11,= 581 lb PER 1806A.7.2.1: d= 0 5A{1 +[1 +(4 36h/A)f2} d= 4.8 ft < = REINFORCED DEEP FOOTING: A= 2 34P/(S1b) S1= 100 pcf (per Table 1806.2) Isolated Pole Increase: 2.0 (1806.3.4) 5.50 ft OK TRY: d= 5.50 ft b= 2 ft A= (2.34)(581 lb) = (100)(2)(5.5'/3)(2') USE MIN 2'-0" DIA. X 5'-6"0 FOOTING STEEL COLUMN TO HAVE MIN. (2)-3" HOLES WITHIN DEEP FOOTING SECTION TO ALLOW FREE FLOW OF CONCRETE WITHIN THE PIPE. 1.85 SINGLE SAIL CANTILEVER COLUMNS 8 1 F FOOTING DESIGN NON-CONSTRAINED DESIGN hco,= 11.00 ft V sa11,= 425 lb PER 1806A.7.2.1: d= 0 5A{1+[1+(4 36h/A)]112} d= 4.8 ft <= REINFORCED DEEP FOOTING: A= 2 34P/(S1b) S1= 100 pcf (per Table 1806.2) Isolated Pole Increase: 2.0 (1806.3.4) 5.50 ft OK TRY: d= 5.50 ft b= 2 ft A= (2.34)(425 lb) = (100)(2)( 5.5'/3)(2') USE MIN 2'-0" DIA. X 5'-6"0 FOOTING STEEL COLUMN TO HAVE MIN. (2)-3" HOLES WITHIN DEEP FOOTING SECTION TO ALLOW FREE FLOW OF CONCRETE WITHIN THE PIPE. 1.36 14 SINGLE SAIL CANTILEVER COLUMNS C, G FOOTING DESIGN NON-CONSTRAINED DESIGN hm,= 8.00 ft V,a,,,= 294 lb PER 1806A.7.2.1: d= 0.5A{1+[1+(4 36h/A]112} d= 3.8 ft < = REINFORCED DEEP FOOTING: A= 2.34P/(S1b) S1 = 100 pct (per Table 1806 2) Isolated Pole Increase: 2.0 (1806.3.4) 4.50 ft OK TRY: d= 4.50 ft b= 2 ft A= (2.34)(294 lb) = (100 pcf)(2)(4.5'/3)(2') USE MIN 2'-0" DIA. X 4'-6"0 FOOTING STEEL COLUMN TO HAVE MIN. (2)-3" HOLES WITHIN DEEP FOOTING SECTION TO ALLOW FREE FLOW OF CONCRETE WITHIN THE PIPE. 1.15 SINGLE SAIL CANTILEVER COLUMNS J, N FOOTING DESIGN NON-CONSTRAINED DESIGN ha,1= 10.00 ft V,a,,,= 1656 lb PER 1806A.7.2.1: d= 0.5A{1 +[1 +(4 36h/A]112} d= 7.95 ft < = REINFORCED DEEP FOOTING: A= 2.34P/(S1b) S,= 100 pcf (per Table 1806.2) Isolated Pole Increase: 2.0 (1806.3.4) 8.67 ft OK !BY.:. d= 8.67 ft b= 2 ft A= (2.34)(1656 lb) = (100)(2)(8.67'/3)(2') USE MIN 2'-0" DIA. X 8'-8"0 FOOTING STEEL COLUMN TO HAVE MIN. (2)-3" HOLES WITHIN DEEP FOOTING SECTION TO ALLOW FREE FLOW OF CONCRETE WITHIN THE PIPE. 3.35 15 SINGLE SAIL CANTILEVER COLUMNS K, 0 FOOTING DESIGN NON-CONSTRAINED DESIGN hco,= 14.00 ft V,a,1,= 1625 lb PER 1806A.7.2.1: A= 2 34P/(S1b) d= 0 5A{1+[1+(4 36h/A]1i2} S1= 100 pcf (per Table 1806.2) Isolated Pole Increase: 2.0 (1806.3.4) TRY: d= 9.33 ft b= 2 ft d= 8.53 ft < = 9.33 ft REINFORCED DEEP FOOTING: OK A= (2.34)(1625 lb) = (100)(2)(9.33'/3)(2') USE MIN 2'-0" DIA. X 9'-4"D FOOTING STEEL COLUMN TO HAVE MIN. (2)-3" HOLES WITHIN DEEP FOOTING SECTION TO ALLOW FREE FLOW OF CONCRETE WITHIN THE PIPE. 3.06 16 Deep Footing Reinforcement Design Check Design Cracking Moment: de,ER= 24 in 1810.3.9.1 Sm= rrd3/32= 1357 in3 cpM, = 3Vf, Sm= 200705 ft-in 18-10 = 16725 ft-lb Mca,, = 22750 ft-lb (Columns K, 0 Govern) Is . M,, > M,,v? N.G., Reinforcement is req'd Try 24"0ia. x 9'-4"L Footing: 1, = le'= 13, = cp = Pbal = (j31 '0.85'fc'/fy)(87000/(87000+fy)) = Pmax. = 0. 75*Pbal = 60 ksi 3000 psi 0.85 0.9 Flexure 0.0214 0.0160 Pm,,= 0.0018 effective width b =✓(nd2/4)= 21.27 in effective depth d =[(2)(17")+(1 )(20.25")+(2)(12")+(2)(7")+(1 )(3. 75")]/8= 12.00 in Select Flexural Reinforcement: effective steel reinforcement Ast= p = As1/b'd = check ACI requirements: Pm,, s p s Pm,,: w = p'f/f,' = R = w'f,"(1-0.59'w) = a= As1'f/(0.85'fc''b) = Mnrcalc'd\ = Asi*fv *(d-a/2) = (8) -#6 1.76 in2 (Use 4 long. bars) 0.0069 > 0.005, OK ok 0.1379 380 1.947 97033 87330 ft-lb Mca,, = 22750 ft-lb (Columns K, 0 Govern) M" = WMca,J 0.7 (STRENGTH LEVEL) M = " Mu < q>M 0 ? Try (8) -#6: Required Shear at Maximum Moment: length of pipe embedment I,: V" =M/(2/3I,)= Where Mu and Vu occur simultaneously: V, = [1.9 ✓(fc') + 25001,wVcdiMclbwd = Check if V"d/M" > 1.0 cp = cpV, = cpV, = 1.25 ASCE 7-16, TABLE 12.2-1 40625 ft-lb 87330 ft-lb > 40625 ft-lb 8.83 ft (Columns K, 0 Govern) 6901 lb 27309 lb ACI Table 22.5.5.1 0.17 No, OK 0.75 Shear 20482 lb 17 Check Resultant Max. Concrete Bearing Stress from Pipe: where: d= 1 in Assume bearing on 1/3 of perimeter: d0= 6.625 in L, = TTdoi3 = 6.95 in Bo= MJI. = 4601 lb acting at top of I, Max. Bearing stress on concrete: ob= BJL,d= 662 psi acting at end of stress cone ; = 0.65 Table 21.2.1 Nominal Bearing Strength of concrete: B,= ;0.85f, = 1658 psi 14.5.6.1 Is B,, >a? YES Check Min. Shear Reinforcement Requirements: Is V,, < 0 5(j)V, ? YES. add'I shear reinforcement Is NOT req'd 9.6.3.1 Sets= 12 in A,m;,= 0.75 ✓(fo')bwslf, = 0.17 in' Table 9.6.3.3 = 50bwslf, = 0.213 in 2 Note: A, shall be 2 times the area of the bar 22.5.10.5.6 Try #3 ties @12"o.c.: A,= 2A,= 0.22 in2 Is A,,,,, < A, ? YES Check Min. Tie Spacing Req"ts for Deep Footing confinement of Steel Cantilever Column: Use #3 ties throughout flexure length of the deep footing: ACI 25.7.2.2 (a) 16d1= 12 in ACl25.7.2.1 48d,= 18 in brt9= 21.27 in Check Min. Tension Reinforcement Requirements of Ties in upper 12" of Pier: Use #3 ties per Shear and Confinement requirements above. Since, C = T, B0 = P0 = 4601 lb Try (2)-#3 ties in upper 12" of Pier: AT= 2A,= Rebar Strength in Tension: P,=;fyAT= 23760 lb Is P,, > P,, ? YES 0.44 in2 0.9 Table 21.2.1 Concrete Bond Strength provided with Development Length of (2)-#3 Tensile Reinforcement Ties: I -[//i't'l-',ld d -2 S'A,{f; b I = [(60,000)(1)(1)] (0.3?S) d 25(1)v'3000 25.4.2.2 16.4 in db=0.375" '-V 1=1 0 '-V0=1.0 (UNCOATED BARS) ;\=1.0 (NORMAL wr. CONG) 1/2 Tie Length located 2.75" from pier outside diameter: Li!2= n(18.5")/2= 29.1 in Is 1,1 < L,12? YES Tension Is developed In concrete Use 24" Dia.x 7'-8"L Max. Deep Footing, 3000 psi cone. w/ (8)-#6 longitudinal bars. Place #3 ties 12" o.c. throughout footing depth, with (2)-#3 ties in the upper 1 ft. 18 Retrofit 316 S.S. Wall Bracket Connection to Exist. Concrete Walls: DESIGN: (4)-316 S.S. Threaded Rod Connection/Plate (Bracket L, P Govern) Shear V (lb) Tension P (lb) Brackets L, P: 775 2251 Shear, Tensile Loads acting on (4)-thrd. rods: Brackets L, P V,0a= (V/4) = 194 lb T,oa = (P/4) = 563 lb Anchor Plate Design: DESIGN ANCHOR PLATES TO RESIST LOAD FROM CABLES ON EYE NUT: Find Net Moment exerted on Base Plate: Try 5" sq. x 3116" plate: P/2= 1126 lb L= 3 in (bolt center to center) F,= 41200 psi M,,= (P/2)(3")/4 = 844 lb-in TRY 114". 316 S.S Base Plate: S = bt2/6 = (3")(114)216= 0.0313 in3 PLATE BENDING STRESS f,=Mls= Use P/2 acting on section resisted by 2 threaded rods. V has negligible effect on plate size. 27012 psi F, ,,e ss =41200(0.6)= 24720 psi Fb SHORTTERM WIND LD =(24,720 psi)(1.33)= 32,877 psi > 32,877 psi 27012 psi OK !USE 5" x 5" x 114" 316 S.S. BASE PLATE 19 Check Weld at Eye Nut to Anchor Plate: P = 2251 lb d,tt = 0.81 in For 1/2 circle weld length(£): rrd,ttf2 = 1.27 in 70 ksi 3 (weld size in sixteenths of an inch) R,/0 = 0.928 D.t = 3.54 k = 3542 lb > 2251 lb YES iUSE CIRCULAR 3/16" FILLET WELD, EYE NUT TO ANCHOR PLATE, E70 ROD TRY 14)-1/2" 316 SS a.b. x 4" EMBED wt SET-XP EPOXY. ESR-2508: iSee attached Epoxy anchorage calculations 20 SIMPSON Anchor Designer™ Software Version 3.0.7947.0 1.Project information Customer company: So Cal Shade Sails Customer contact name: Dan Mezich Customer e-mail: Comment 2. Input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Bonded anchor Material: A193 Grade 88/BBM (304/316SS) Diameter (inch): 0.500 Effective Embedment depth, he1 (inch): 4.000 Code report: ICC-ES ESR-2508 Anchor category: - Anchor ductility: Yes hrnm (inch): 7.13 Ca, (inch) 7.30 Cm,n (inch): 1.75 Smm (inch): 3.00 Recommended Anchor Company· La Costa Engineering I Date: Engineer: Martell B. Montgomery I Page: Project: Element Carlsbad Address: 2226 Faraday Avenue Phone: (760) 931-0290 E-mail· martymontgomery@gmail.com Project description: Shade Sail Building Connection Location: 2236 Rutherford Rd., Carlsbad, CA 92008 Fastening description: Base Material Concrete· Normal-weight Concrete thickness. h (inch): 7.25 State: Cracked Compressive strength, f c (psi): 3000 4Jc.v: 1.Q Reinforcement condition: B tension, 8 shear Supplemental reinforcement: Not applicable Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Hole condition: Dry concrete Inspection: Continuous Temperature range. Short/Long: 150/110°F Ignore 6do requirement: Not applicable Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 5.00 x 5.00 x 0.25 Anchor Name: SET-XP®-SET-XP w/ 1/2"0 A193 Gr. 88/BSM (304/316SS) Code Report: ICC-ES ESR-2508 IL ·~ IA I 6/30/2022 11/6 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausIb1lity 5956 W Las Positas Boulevard Pleasanton. CA 94588 Phone: 925.560 9000 Fax: 925 847.3871 www.strongtie com 21 SIMPSON Strong-Tie • Load and Geometry Anchor DesignerrM Software Version 3.0.7947.0 Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: No Anchors subjected to sustained tension: No Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No Strength level loads: Nu■ [lb): 2251 Vuu [lb): 775 Vuoy (lb): 0 Mux [ft-lb): 0 Mu-, [ft-lb): 0 Mu, [ft-lb): 0 <Figure 1> 0 ft-lb Company: Engineer: Project: Address: Phone: E-mail: / 7751b La Costa Engineering I Date: I 6/30/2022 Martell B. Montgomery I Page: I 2/6 Element Carlsbad 2226 Faraday Avenue (760) 931-0290 martymontgomery@gmail.com 22511b 0 ft-lb y Olb Input data and results must be checked for agreement with the existing circumstances. the standards and guidelines must be checked for plausibility Simpson Strong-Tie Company nc 5956 W. Las Positas Boulevard Pleasanton. CA 94588 Phone. 925.560.9000 Fax: 925 847.3871 www.strongtie.com 22 SIMPSON Strong-Tie <Figure 2> Anchor Designer™ Software Version 3.0.7947.0 Company: Engineer: Project: Address: Phone: E-mail: La Costa Engineering I Date: I 6/30/2022 Martell B. Montgomery 7 Page: l 3/6 Element Carlsbad 2226 Faraday Avenue (760) 931-0290 martymontgomery@gmail.com -- Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility Simpson Strong Te Company Inc 5956 W. Las Pos1tas Boulevard Pleasanton, CA 94588 Phone 925.560.9000 Fax: 925.847.3871 www.strongtie.com 23 SIMPSON Strong-Tie Anchor Designer™ Software Company: Engineer: Version 3.0.7947.0 Project: 41> Address: Phone: E-mail: ~-Res!,!lting An1.h2r For!:,es Anchor Tension load, Nuo (lb) 1 562.8 2 562.8 3 5628 4 562.8 Sum 2251.0 Maximum concrete compression strain (%o): 0.00 Maximum concrete compression stress (psi): O Resultant tension force (lb): 2251 Resultant compression force (lb): O Shear load x, Vuax (lb) 193.8 193.8 193.8 193.8 775.0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'v, (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vv (inch): 0.00 4. Steel Strength of An1,hor in Tension (Sec. 17.4.1 l N,. (lb) ,p rpN., (lb) 8095 0.75 6071 5. Con1,rete BreakQ!,!t Strength of An1,hor in Tension /Se1,. 17.4.2) No= kcJ.,✓fche,'-5 (Eq. 17.4.2.2a) kc )., fc (psi) hor (in) No (lb) 17.0 1.00 2500 4.000 6800 ¢Ne/Jg =rp (ANcl A tvco) 'f'ec.N'+'edN'Pctv'f'cpNNo (Sec. 17.3.1 & Eq. 17.4.2.1b) ANc (in2) Atvco (in2) Ca,m,n (in) 'flee ,v <F.,rn 'l'c.N 225.00 144.00 12.00 1.000 1.000 1.00 6. Adhesive Strength of Anchor in TensiQn (Sec. 17.4.51 1k,cr = 1k crf,hort-termK $81 Tk,c, (psi) ffflon-term K,at !'kcr (psi) 510 1.00 1.00 510 No,= J.,rc,nd,her(Eq. 17.4.5.2) J. • Tc, (psi) da (in) h., (in) No, (lb) 1.00 510 0.50 4.000 3204 ¢N89 = ¢(AtvalA,va())'f'ec,Na'f'edtva 'f'cpN,Nb, (Sec. 17.3.1 & Eq. 17.4.5.1b) Ctva (in) C,mon (in) 174.89 104.55 5.11 12.00 1.000 1.000 La Costa Engineering I Date: I 6/30/2022 Martell 8. Montgomery I Page: I 4/6 Element Carlsbad 2226 Faraday Avenue (760) 931-0290 martymontgomery@gmail.com Shear load y, Vuoy (lb) 0.0 0.0 0.0 0.0 0.0 <Figure 3> 1.000 f.l'cp Na 1.000 Shear load combined, ✓(Vua,)2+{Vuay)2 (lb) 193.8 193.8 193.8 193.8 775.0 0 2 0 3 + 0 1 0 4 No (lb) ¢ ,pNct,g (lb) 6800 0.65 6906 No,(lb) rp ¢Nau (lb) 3204 0.65 3484 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 24 SIMPSON Strong-Tie Anchor Designer™ Software Version 3.0.7947.0 Company: Engineer: Project: Address: Phone: La Costa Engineering Martell B. Montgomery Element Carlsbad 2226 Faraday Avenue (760) 931-0290 E-mail: martymontgomery@gmail.com a. Steel Strength of Anchor io Shear {Sec. 17.5.11 Vsa (lb) ,Pg,oor ¢ ,Pg,ou,,pV,a (lb) 4855 1.0 0.65 3156 9. Concrete Breakout Strength of Anchor in Shear 1sec. 17.5.21 Shear perpendicular to edge in x-direction: Vb,= min!7(1.lda)02✓d.k✓fce.,' 5; 9;_.✓fcc.,' 51 (Eq. 17.5.2.2a & Eq. 17.5.2.2b) I. (in) d. (in) k fc (psi) c,, (in) v., (lb) 4.00 0.500 1.00 3000 16.00 26299 ,PVe1,g, = ,P (Ave/ Avco) 'f'ec v'f'ot<1 v'f'c v'fl. vV., (Sec. 17.3.1 & Eq. 17.5.2.1 b) 'f'ot<1V 282.75 1152.00 1.000 0.850 1.000 1.819 Shear parallel to edge in y-direction: Vb,= min!7(1.ld.)02✓d,) .. ✓fce.,' 5; 9;..✓r.c.,' 51 (Eq. 17.5.2.2a & Eq. 17.5.2.2b) /, (in) do (in) ,l• fc (psi) Cat (in) Vb, (lb) 4.00 0.500 1.00 3000 12.00 17082 ,PVcbQr = ,p (2)(Avcl Aveo)'f'ocv'f'ot<1v'f'c v'l-lovVbx (Sec. 17.3.1, 17.5.2.1(c) & Eq. 17.5.2.1b) 239.25 648.00 1.000 1.000 1.000 1.576 10. Concrete Pryout Strength of Anchor in Shear {Sec, 17.5.31 26299 0.70 17082 0.70 I Date: I 6/30/2022 I Page: I 5/6 ¢Ve1,g, (lb) 6988 ¢Vc1,gy (lb) 13913 ipVcpg = fl min!kepN,g ; kepNcbQ! = fl min!kep(ANal ANao) 'l'ecNa 'l'ot<1N• 'f'cpNaN••. kcp(A Ncl ANeo) 'f'ec N .,,.,,,, 'f'cN 'l'epNN•I (Sec. 17.3.1 & Eq. 17.5.3.1b) kep Ar,r, (in2) ANaO (in2) 'f'ot<1Na 'f'ec.Na 'f'cpNa Nba (lb) Na (lb) 2.0 174.89 104.55 1.000 1.000 1.000 3204 5361 225.00 9'Vce9 (lb) 7505 11. Results 144.00 'f'ot<1N 1.000 1.000 ln!eri!ction of Iensile i!nl:! Shei!r Eori;es /Sec. 17.§.1 Tension Factored Load. N •• (lb) Steel 563 Concrete breakout 2251 Adhesive 2251 Shear Factored Load, v •• (lb) Steel 194 T Concrete breakout x+ 775 N. (lb) Neb (lb) 1.000 1.000 6800 10625 0.70 Design Strength, 0Nn (lb) Ratio Status 6071 0.09 Pass 6906 0.33 Pass 3484 0.65 Pass (Governs) Design Strength, 0V. (lb) Ratio Status 3156 0.06 Pass 6988 0.11 Pass (Governs) Input data and results must be checked for agreement with the existing circumstances. the standards and guidelines must be checked for plausibility Simpson Strong Tie Company nc 5956 W Las Positas Boulevard Pleasanton, CA 94588 Phone. 925.560.9000 Fax: 925.847.3871 www.strongtie.com 25 SIMPSON Strong-Tie Anchor Designer™ Software Version 3.0.7947.0 II Concrete breakout y+ 388 Pryout 775 Interaction check Sec. 17.6 .. 1 0.65 0.00 Company: Engineer: Project: Address: Phone: E-mail: 13913 7505 La Costa Engineering Martell 8. Montgomery Element Carlsbad 2226 Faraday Avenue (760) 931-0290 martymontQomery@amail.com 0.03 0.10 Combined Ratio Permissible 64.6% 1.0 SET-XP w/ 1/2"0 A193 Gr. B8/B8M (304/316S5) with hef = 4.000 inch meets the selected design criteria. 12. Warnings I Date: I 6/30/2022 I Page: I 6/6 Pass (Governs) Pass Status Pass 26 -VI/hen cracked concrete is selected, concrete compressive strength used in concrete breakout strength in tension, adhesive strength in tension and concrete pryout strength in shear for SET-XP adhesive anchor is limited to 2,500 psi per ICC-ES ESR-2508 Section 5.3. -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances. the standards and guidelines must be checked for plausibility Simpson Strong T Company Inc 5956 W Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Cable Rigging Hardware Specifications 1) Shackles, Turnbuckles, Eye bolts, Eye nuts, Rings and Links are rated load listed as a breaking load limit. The design working load limit (W.L.L.) of sail hardware is ¼ the breaking load limit. ASME B30.26-2015 governs higher rated rigging loads. 2) Wire Rope Clamps are governed by ASME Standard B30.26. This specification requires approved wire rope clamps to be manufactured to have an "80% minimum termination efficiency based on the wire rope published minimum breaking force". Since the wire rope W.L.L. is a minimum 1/3 of the wire rope breaking force (F.S.=3.0), the wire rope clips capacity is significantly larger than the usable wire rope load . The specification defaults to the manufacturer recommendations for the minimum number of wire rope clips, spacing, turn-back and tightening(torque) for the wire rope size utilized. Sheet# 27 28-29 30-33 Index Item Cable Rigging Hardware Specifications 1/4" Stainless Steel Cable 7x19 Spec and W.L.L. calculation Rigging Component Hardware per Polyfab Pro 27 Elite Sales Wire Rope h watt any longer? Call Toll Free 1 (866) 520-8533 Horn / Wire Roµe Product & Hardw 19 Product Search Stainless Steel Cable 7 x 19 ' ' . ' ~ I • • 3/32 1/8 5/32 3/16 7/32 1/4 5/16 3/8 1/16 (7X7) 3/32 1/8 5/32 3/16 7/32 1/4 5/16 3/8 7 X 19 STAINLESS STEEL CABLE -Type 304 920 1,760 2,400 3,700 5,000 6,400 9,000 12,000 ' • • • I 7 X 19 STAINLESS STEEL CABLE -Type 316 • ♦ ••• 480 820 1,670 2,000 3,565 4,500 5,875 8,825 11,760 warnings and safety information •• 17.0 29.0 45.0 65.0 86.0 110.0 173.0 243.0 • • 7.5 17.0 29.0 45.0 65.0 86.0 110.0 173.0 243.0 28 11 I 11 I • 29 7x19 Stainless Steel Cable -Type 304 For 114"<1': W.L.L. = 2133 lb with F.O.S. of 3 (6,400 lb Breaking Strength) 7x19 Stainless Steel Cable -Type 316 For 1/4"<1': W.L.L. = 1958 lb with F.O.S. of 3 (5,875 lb Breaking Strength) Max. cable load from sht. 10, structural calcs = 1958 lb < 1605 lb OK SHACKLES Standard safety factor for working load is 1 / 4 of breaking load 30 Made from high quality 316 Marine grade stainless steel. ITEM # DESCRIPTION PIN THICKNESS WIDTH OF LENGTH -L BREAK ·A OPENING -B LOAD (mm/in) (mm/in) (mm/in) (kg/lbf) SS-SBF-08 8mm Polyfab Bow Shackle Forged AISI 316 8/0.31 16/0.63 34/1.34 3500/7716 SS-SBF-10 10mm Polyfab Bow Shackle Forged AISI 316 10/0.39 20/0.79 42.5/1 .67 5500/12125 SS·SBF-12 12mm Polyfab Bow Shackle Forged AISI 316 12/0.47 24/0.94 51/2.01 7500/16535 Made from high quality 316 Marine grade stainless steel. ITEM # DESCRIPTION PIN THICKNESS WIDTH OF LENGTH -L BREAK -A OPENING -B LOAD (mm/in) (mm/in) (mm/in) (kg/lbf) 55-50-08 8mm Polyfab Dee Shackle AISI 316 8/0.31 16/0.63 32/1 .26 2500/5512 55-50-10 10mm Polyfab Dee Shackle AISI 316 10/0.39 20/0.79 40/1 .57 4100/9039 SS·SL0-08 8mm Polyfab Long Dee Shackle AISI 316 8/0.31 16/0.63 64/2.52 2500/5512 SS·SLD-10 10mm Polyfab Long Dee Shackle AISI 316 10/0.39 20/0.79 80/3.15 3500/7716 Made from high quality 316 Marine grade stainless steel. ITEM # DESCRIPTION PIN THICKNESS WIDTH OF LENGTH · L BREAK ·A OPENING -B LOAD (mm/in) (mm/in) (mm/in) (kg/lbf) SS·SLT-08 8mm Polyfab Long Twisted Shackle AISI 316 8/0.31 15.5/0.61 65/2.56 2800/6173 55-SLT-10 10mm Polyfab Long Twisted Shackle AISI 316 10/0.39 20/0.79 81/3.19 4600/10141 8 • TURNBUCKLES Standard safety factor for working load is 1 / 4 of breaking load 31 It is recommended that an anti seize product be used on turnbuckle threads to minimize binding. Made from high quality 316 Marine grade stainless steel. ITEM # DESCRIPTION WIDTH OF HEIGHT OF TOTAL TOTAL BREAK JAW JAW LENGTH LENGTH FULL LOAD OPENING OPENING CLOSED OPEN Thread mm/in mm/in mm/in mm/in kg/lbf SS-TBJJ-O8 8mm Polyfab Pro Turnbuckle MS 11/0.43 11/0.43 195/7.7 290/11.4 2200/4850 Jaw /Jaw AISI 316 SS-TBJJ-1O 10mm Polyfab Pro Turnbuckle M10 12/0.47 12/0.47 235/9.3 362/14.3 3450/7605 Jaw /Jaw AISI 316 SS-TBJJ-12 12mm Polyfab Pro Turnbuckle M12 15/0.59 21/0.83 320/12.4 485/19.1 5000/11023 Jaw/Jaw AISI 316 - It is recommended that an anti seize product be used on turnbuckle threads to minimize binding. Made from high quality 316 Marine grade stainless steel. ITEM# DESCRIPTION INSIDE EYE EYE WIRE TOTAL TOTAL BREAK DIAMETER THICKNESS LENGTH LENGTH FULL LOAD CLOSED OPEN Thread (mm/in) (mm/in) (mm/in) (mm/in) (kg/lbf) SS-TBEE-O8 8mm Polyfab Pro Turnbuckle MS 14/0.55 8/0.31 210/8.3 302/11.9 2300/5070 Eye/Eye AISI 316 SS-TBEE-1O 10mm Polyfab Pro Turnbuckle M10 18/0.71 10/0.39 257 /10.1 370/14.6 3100/6834 Eye/Eye AISI 316 SS·TBEE-12 12mm Polyfab Pro Turnbuckle M12 20/0.79 12/0.47 323/12.7 492/19.4 4400/9700 Eye/Eye AISI 316 6 • EYE NUTS & EYE BOLTS Standard safety factor for working load is 1 / 4 of breaking load 32 Made from high quality 316 Marine grade stainless steel. ITEM# DESCRIPTION LENGTH HEIGHT WIRE BREAK DIAMETER LOAD Thread L (mm/in) A (mm/in) D (mm/in) (kg/lbf) SS·EYN-O8 8mm Polyfab Eye Nut AISI 316 MB 32/1.26 20/0.79 6/0.24 1300/2866 SS·EYN-1O 10mm Polyfab Eye Nut AISI 316 M10 40/1.57 25/0.98 8/0.31 2600/5732 SS-EYN-12 12mm Polyfab Eye Nut AISI 316 M12 49/1.93 30/1.18 10/0.39 3500/7716 Made from high quality 316 Marine grade stainless steel. ITEM# DESCRIPTION LENGTH HEIGHT WIRE THREAD BREAK DIAMETER LENGTH LOAD Thread L (mm/in) A (mm/in) D (mm/in) L 1 (mm/in) (kg/lbf) SS-EYBC-O8 8mm Polyfab Eye Bolt w/Collar MS 15/0.59 20/0.79 8/0.31 36/1.42 2000/4409 AISI 316 SS-EYBC-1O 1 omm Polyfab Eye Bolt w /Collar M10 19/0.75 25/0.98 8/0.31 45/1.77 2600/5732 AISI 316 SS·EYBC-12 12mm Polyfab Eye Bolt w/Collar M12 23/0.91 30/1.18 12/0.47 53/2.09 4500/9921 AISI 316 PolyFab Pro· Shade Sail Hardware 9 16 WIRE ROPE FITTINGS Standard safety factor for working load is 1 / 4 of breaking load Made from high quality 316 Marine grade stainless steel. ITEM# DESCRIPTION SS·WRT-03 Polyfab Thimble for 3.2mm wire rope AISI 316 SS·WRT-05 Polyfab Thimble for 5mm wire rope AISI 316 SS·WRT-06 Polyfab Thimble for 6mm wire rope AISI 316 SS-WRT-08 Polyfab Thimble for 8mm wire rope AISI 304 SS·WRT-10 Polyfab Thimble for 10mm wire rope AISI 304 Made from high quality 316 Marine grade stainless steel. ITEM # DESCRIPTION SS·WRC-03 SS·WRC-05 SS·WRC-06 SS·WRC-08 SS·WRC-10 Polyfab Wire Rope Clamp for 3.2mm wire AISI 37 6 Polyfab Wire Rope Clamp for 5mm wire AISI 316 Polyfab Wire Rope Clamp for 6mm wire AISI 316 Polyfab Wire Rope Clamp for 8mm wire AISI 316 Polyfab Wire Rope Clamp for 10mm wire AISI 316 INSIDE WIDTH (mm/in) 12/0.47 15/0.59 17 /0.67 22/0.87 25/0.98 LENGTH (mm/in) 29/1.14 37 /1.46 40/1.57 48/1.89 59/2.32 Thread M3 MS M6 MB M10 33