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HomeMy WebLinkAbout2676 STATE ST; ; PC2022-0046; PermitBuilding Permit Finaled Plan Check Permit Print Date: 09/03/2025 Job Address: Permit Type: Parcel#: Valuation: Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: 2676 STATE ST, CARLSBAD, CA 92008-1626 BLDG-Plan Check Work Class: 2031010100 Track#: $0.00 Lot#: Project#: Plan#: Construction Type: Orig. Plan Check#: Plan Check#: Project Title: TYRA HQ2 Commercial DEV2022-0098 Permit No: Status: C cityof Carlsbad PC2022-0046 Closed -Finaled Applied: 09/27/2022 Issued: 10/25/2023 Finaled Close Out: 09/03/2025 Final Inspection: INSPECTOR: Description: TYRA HQ2: 4,207 SF EXISTING BUILDING RENOVATION TO OFFICE/LAB+ NEW 4,110 SF OFFICE+ NEW 389 SF COMMON US BLDG Applicant: Property Owner: JOHN WANKNER 4681 PARK DR, # STE B CARLSBAD, CA 92008-4389 (760) 846-1515 SMITH EDMUND AND EDITH FAMILY SURVIVORS TRUST 3271 WESTWOOD DR CARLSBAD, CA 92008-1146 FEE BUILDING PLAN CHECK BUILDING PLAN REVIEW-MINOR PROJECTS (LOE) BUILDING PLAN REVIEW -MINOR PROJECTS (LDE) BUILDING PLAN REVIEW -MINOR PROJECTS (PLN) BU ILDING PLAN REVIEW-MINOR PROJECTS (PLN) COMM/IND Tl -STRUCTURAL COMM/IND USES -STRUCTURAL FIRE Haz Mat Storage Chem Class <10 Chemicals FIRE Plan Resub (3rd&Subsequent Submittal/hr) FIRE Plan Review (per hr -Regular Office Hours) SITE IMPROVEMENTS Total Fees: $10,087.54 Total Payments To Date: Building Division $10,087.54 CoApplicant: FABRIC 2775 PARTNERS LLC BRENDAN FOOTE 2621 ROOSEVELT ST CARLSBAD, CA 92008-1660 (858) 271-6701 Balance Due: 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov AMOUNT $3,044.97 $194.00 $194.00 $98.00 $98.00 $1,587.54 $2,322.03 $574.00 $640.00 $560.00 $775.00 $0.00 Page 1 of 1 ( City of Carlsbad Job Address 2676 ST A TE STREET COMMERCIAL BUILDING PERMIT APPLICATION 8-2 Plan Check ~2..Q ZZ..-0()4lo Est. Value tot.os , ql.Q_U) PC Deposit 3 s1Yt.!\ J) q,: Date C\-· 2.,; 7-22-- Suite: APN: 203-1 01-01 ---- Tenant Name#: TYRA-BIO LIFE SCIENCES Lot#: 26 Year Built: ------------- Year Built:. __ _ Occupancy:_B __ Construction Type: V-B Fire sprinklers:QYES0 NO A/C:C){ES ONO BRIEF DESCRIPTION OF WORK: Renovation of existing single story structure. Construction of (2) new structures; 1 single story & 1 two-story. Installation of (8) parking lifts. Installation of new hardscape and landscape on the site. 0 Addition/New: 281 SF (BLDG 3) / A -OCC New SF and Use, 4,110 SF (BLDG 2) I B -OCC,New SF and Use 389 SF Deck, N/A SF Patio Cover, 4,207 sf (BLDG 1 l I 8 • occ. SF Other (Specify) ___ _ liJTenant Improvement: _____ SF, Existing Use: _______ Proposed Use: ______ _ 4,207 SF, Existing Use: S-1 / B (ACCESSORY) Proposed Use: ...:B:...,__ ____ _ D Other: ----------------------------------- PRI PROPERTY OWNER Nam ,...:;..;._:;.;..;:::,,.""'="'"_;;.......;;.. __ --::,,""------Name: EDITH SMITH Addr ...;;:.:~...:....;,.;.....;..;~.;.;.,~~....;.;_~-----Address: 3271 WESTWOOD DR City: ·----City: CARLSBAD State: CA Zip: 92008 Phon ·....l..,;.~r,..c........;...__:. _____ _;;::,,,..,...... ____ Phone: __________________ _ Email:--' __ .....::a.:;...._ ____________ Email: __________________ _ ESIGN PROFESSIONAL f\~0\J.C~ Name: JOHN WAN KN ER Address : 4681 PARK DRIVE, UNIT B City: CARLSBAD State: CA Zip: 92008 Phone: (760) 846 -1515 Email: JOHN WAL-DESIGNS.COM CONTRACTOR OF RECORD Business Name: C2 BUILDING GROUP Address: 107 S CEDROS AVE #220 City: SOLANA BEACH State: CA Zip:._9_2_0_7_5 ___ _ Phone: (858) 232 -0213 Email: Josh@c2sd.com CSLB License#: 996486 Class: B .....;_-=-__;_.;___---,_,L...::........,=,,,,,.r..-------- Carlsbad Business License# (Required): BL0S003850-09-2018 APPLICANT CERT/FICA TION: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. NAME (PRINT): __ B_re_n_d_an_F_oo_t_e ___ _ SIGN·. ~ 'M T 09 / 26 I 2022 ----------DA E:------- 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Email: 8uilding@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 : lherebyaffirmunder penaltyofperjurythat lamlicensedunderprovisionsofChapter9(commencingwithSection7000)ofDivision3 of the Business and Professions Code, and my license is in full force and effect. I also affirm under penalty of perj ury one of the following declarations (CHOOSE ONE): D I have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. Policy No. ___________________________________________ _ _ :9R-• ~ have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insu:nce carrier and policy number are: lnsuranceCompany Name: Cr-JA JNSv ~C{; Policy No. VE2 -257:!_ ! lo~2 -22.. -2 lo-9 Expiration Date: -~~<-1-~J-Of-fuAk:::><""2...c:...b...._ _____ _ -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 shall subject an employer to criminal penalties and civil fines up to $100,000.00, in addition the to the cost of compensation, damages as provided for In Section 3706 of the Labor Code, interest and attorney's fees. 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 CERT/ Fl CA Tl ON: The applicant certifies that all documents and plans clearly and accurately show of/ existing and proposed bul/dings, structures, access roods, and utilities/ut/1/ty easements. All proposed modifications and/or additions are clearly labeled on the site pion. Any potentially existing detail within these plans inconsistent with the site pion ore not approved for construction and may be required to be altered or removed. The city's opprovol of the application is based on the premise that the submitted documents and plans shaw the correct dimensions of; the property, bul/dlngs, structures and their setbacks from property lines and from one another; access roods/easements, and utilities. The existing and proposed use of each building as stored is true and correct; of/ easements and other encumbrances to development hove been accurately shown and labeled as well as of/ on-site grading/site preparation. All improvements existing on the property were completed in accordance with of/ regulations In existence at the time of their construction, unless otherwise noted. NAME {PRINT): Br S°tM.-1\S, SIGNATURE: DATE: z /,3/zo23 , I (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- D 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). -OR- D I 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 I have built as an owner-builder if it has not been constructed in its entirety by licensed contractors./ 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 ot the following Web site: http:Ilwww.leginfo.ca.gov/calaw.html. OWNER CERT/FICA T/ON: The applicant certifies that all documents and plans clearly and accurately show all existing and proposed buildings, structures, access roods, and utilities/utility easements. All proposed modifications and/or additions ore clearly labeled on the site plan. Any potentially existing detail within these plons inconsistent with the site pion ore not approved for construction and may be required ta be altered or removed. The city's approval of the opplicotlon is based on the premise that the submitted documents ond plans show the correct dimensions of; the property, buildings, structures and their setbacks from property lines and from one another; access roods/easements, ond utilities. The existing and proposed use of each building as stated is true and correct; oil easements and other encumbrances ta development hove been occurotely 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 otherwise noted. NAME {PRINT): SIGN: __________ DATE: ______ _ Note: If the person signing above is an authorized agent for the property owner include form B-62 signed by property owner. 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Email: Building@carlsbadca.gov 2 REV. 04/22 'lrt1e North COMPLIANCE SERV ICES February 3, 2023 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. City of Carlsbad -FINAL REVIEW City Pennit No: PC2022-0046 True North No.: 22-018-309 Carlsbad, CA 92008 Plan Review: T.I. FOR EXISTING BLDG. AND ADD TWO Address: 2676 State St., Carlsbad CA Applicant Name: John Wankner Applicant Email: John@wal-designs.com OCCUPANCY AND BUILDING SUMMARY: Occupancy Groups: B Occupant Load: 57 for bldg .. I, 35 for bldg. 2, 7 for bldg .. 3. Type of Construction: V-B Sprinklers: No Stories: I & 2 Area of Work (sq. ft.): 8,598 sq. ft. EWBLDG.'S The plans have been reviewed for coordination with the pem1it application. Valuation: Confinned Scope of Work: Confirmed Floor Area: Confirmed Attn: Building & Safety Department, True North Compliance Services, Inc. has completed the final review of the following documents for the project referenced above on behalfofthe City of Carlsbad: I. 2. 3. 4. 5. 6. Drawi ngs: One (l) copy dated January 16, 2023, by Wal Designs. Structural Calculations: One ( 1) copy dated September 15, 2022, by Qualls Engineering. Energy Document: One (1) copy dated September 26, 2022, by Tom Harmon. Geotechnical Report: One (I) copy dated May 20, 2022, by Engineering Design Group. Geotechnical Letter : One (I) copy dated February 3, 2023 , by Engineering Design Group. Other Documents: One (1) copy of Climate Action Plan & Outdoor Lighting Energy Cale. The 2019 California Building, Mechanical, Plumbing, and Electrical Codes (i.e., 20 18 IBC, VMC, UPC, and 2017 NEC, as amended by the State of California), 201 9 California Green Building Standards Code, 2019 Cali fornia Existing Building Code, and 2019 California Energy Code, as applicable, were used as the basis of our review. Please note that our review bas been completed and we have no further comments. True North Compliance Services, Inc. 15375 Barranca Pkwy, Suite A202, Irvine, CA 92618 T / 562.733.8030 We have enclosed the above noted documents bearing our review stamps for your use. Please call if you have any questions or ifwe can be of further assistance. Sincerely, True North Compliance Services Review By: Bachar Koujah, PE -Senior Plan Review Engineer MEP Review By: Alaa Atassi -Plan Review Engineer Transmittal Letter February 1, 2023 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review: T.I. FOR EXISTING BLDG. AND ADD TWO NEW BLDG.'S Address: 2676 State St., Carlsbad CA Applicant Name: John Wankner Applicant Email: John@wal-designs.com True North COMPLIANCE SERVICES FOURTH REVIEW City Permit No: PC2022-0046 True North No.: 22-018-309 True North Compliance Services, Inc. has completed the fourth review of the following documents for the project referenced above on behalfofthe City of Carlsbad: I. Drawings: Electronic copy dated September 27, 2022, by Wal Designs. 2. Structural Calculations: Electronic copy dated September 15, 2022, by Qualls Engineering. 3. Energy Document: Electronic copy dated September 26, 2022, by Tom Harmon. 4. Geotechnical Report: E lectronic copy dated May 20, 2022, by Engineerin Design Group. 5. Other Documents: Electronic copy of Climate Action P lan & Outdoor Lighting Energy Cale. Attn: Permit Technician, the plans have been reviewed for coordination with the permit application. See below for additional information: Valuation: Scope of Work: Floor Area: Confirmed Confirmed Confirmed Our comments follow on the attached list. Please call if you have any questions or if we can be of further assistance. Sincerely, True North Compliance Services Review By: Bachar Koujah, PE -Senior Plan Review Engineer MEP Review By: Alaa Atassi -Plan Review Engineer True North Compliance Services, Inc. 3939 Atlantic Avenue Suite 116, Long Beach, CA 90807 T / 562. 733.8030 T.I. FOR EXISTING BLDG. AND ADD TWO NEW BLDG.'S 2676 State St. City of Carlsbad-FOURTH REVIEW City Permit No.: PC2022-0046 True North No.: 22-018-309 Page2 February 1, 2023 Plan Review Comments RESUBMITTAL INSTRUCTIONS: Deliver THREE corrected sets of plans and TWO corrected calculations/reports directly to the City of Carlsbad Building Division, 1635 Faraday Ave., Carlsbad, CA 92008, (442) 339-2719. The City will route the plans to True North, Planning and Land Development Engineering Departments (if applicable) for continued review. Note: If this project requires FffiE PREVENTION review, ensure that you follow their specific instructions for resubmittal review. The City will not route plans back to Dennis Grubb & Associates for continued Fire Prevention review. GENERAL INFORMATION: A. The following comm ents are referred to the 2019 California Building, Mechanical, Plumbing, Electrical Codes, California Green Building Standards Code, and Energy Code (i.e., 2018 IBC, UMC, UPC, and 2017 NEC, as amended by the State of California). B. There may be other comments generated by the Building Division and/or other City departments that wi ll also require your attention and response. This attached list of comments, then, is only a portion of the plan review. Contact the City for other items. C. Respond in writing to each comment by marking the attached comment list or creating a response letter. Indicate which details, specification, or calculation shows the required information. Your complete and clear responses will expedite the re-check. D. Please be sure to include the architect and engineer's stamp and signature on all sheets of the drawings and on the coversheets of specifications and calculations per CBPC 5536.1 and CBPC 6735. This item will be verified prior to plan approval. OCCUPANCY & BUILDING SUMMARY: Occupancy Groups: Occupant Load: Type of Construction: Sprinklers: Stories: Area of Work (sq. ft.): B 57 for bldg. 1, 35 for bldg. 2, 7 for bldg. 3. V-B No 1 & 2 8598 sq. ft. ARCHITECTURAL COMMENTS: General: Al. New eonstrueti on is preposed at 5 feet or eloser te the prepe~y line, as s1:1eh a bmmdary survey report is required. A lieensed SUF\'e)'Or is required to eomplete Carlsbad farm B eOA and pre¥iee it to the Buileing Inspeetor at the feuneation ins19eetion. bHf)s:/-/www.e@rls00Eleo.go¥lhorne/shewpublisheeeoeurnentl9e6G/637&597647&3&00000 Pl'8'1ide the fell0wiHg e0te 00 the e0Yel' sheet 0f the plllHSI A bouneary suF¥ey re19ort is requi red fur th is 19rojeet. Gonerete plaeemeRt •Nill Rot be appre¥ee until a boundary suf\•e~· showiAg eorn19liru~ee to the a19pro•,ed plaAs is pro¥ieed to the BuildiAg Di•,·ision. T.I. FOR EXISTING BLDG. AND ADD TWO NEW BLDG.'S 2676 State St. City of Carlsbad-FOURTH REVIEW City Permit No.: PC2022-0046 True North No.: 22-01 8-309 Page 3 February 1, 2023 A2. A3. A4. Roof mmmteel equipment must 00 seFeeneEI enel Foof penetr=etions should ee minimi:leel. City Polie~• 80 e Cieri{)· if e meelieal offiee is goi:ng to oeeupy euileling 2, suite 2QO . SHEET A2.0: a) e) e) lelentif)· all the fiMtuFes in the laeoFatoF;' aFee. t =----iCl iCl ,. "' = ... ' t u ] J ] ~ -hl,l c!U • I • l!:WC 13/Jl,lJ()JJ P.CJ.· Not reselt>ed. Sheet A ¢(U dees H9t id-enlify fill eftu;pment she,.,,,, Al'C t-lfese sro,age H1e!fs? Ifse-, hew high are the raeJ.s. P-re••ide eRlefor the rlleks and Mek eenneetien t9 j~HlfBllH9H. Lt------,-----------; I I Tl DD u.lOfl;AT~Y "" a, F l Show opeRing pFOteetion foF the two houF oeeut3eney set3amtion between the S 2 & B oeeupeney. OD r " .,.,._ .... '"' ,, .. :,,j) I J~ ' L!!..J ~ ,._ ldentif)· enel pFo¥iele speeifieetions for these windows. T.I. FOR EXISTING BLDG. AND ADD TWO NEW BLDG.'S 2676 State St. City of Carlsbad-FOURTH REVIEW City Penn it No.: PC2022-0046 Tnte North No.: 22-018-309 Page 4 February 1, 2023 -n AS. SHEET A2.1: a) b) e) Detail I, s1:1it0 l 00: RefereAee a Eietail oftke reofEiraiA. Skow eomplianee witk CBC 1502. Details I & 2: Speeify the reof'iAg material to ha¥e a Class A fire elassifieatioA. Pre .. ·ide ICC m1mber fer the roof'iAg material. Detail 2, s1:1ite IO l: Show the reofdraiA aAEi refereAee a Eietail sho•Ni-Ag eompliaAee with CBC 1502. Where se"Pf'ers Rre used, they Rre 16 be sieed 16 prei;eHt p6Hdhtg thRi wiJI &eeed the ,--eef's l!esigH effp{leity. lwJ••itk eRlefe, lhe required seuppe, siee. A6. SHEET A2.2: a) ldeAtify ElflEi pro,.·iEie spees for all wiAEiows ElflEi Eioors iA suite 300. A7. SHEET A2.3: a) b) e) El) Suite 200: JEieAtify aAEi pro'lide spees for all iAterior glaziAg. Also ideAtify all safety glaz iAg per CBC 2406. S1:1ite 200: Pro,.·iEie details of the EiraiAage S)'Stem. Show eomplianee with CBC 1502. 0 Suite 200: Speeify the rnofiAg material to have a Class A fife elassifieatioA. Pro¥ide lCG Aum bef' for tke roofiAg material. Suite 200: Provide dif!'leAsioAs for El=te eorridors. T.I. FOR EXISTING BLDG. AND ADD TWO NEW BLDG.'S 2676 State St. City of Carlsbad-FOURTH REVIEW City Permit No.: PC2022-0046 True North No.: 22-018-309 Page5 February 1, 2023 d ~-- 1 I C, I -d_l ___,~ I """" ' ~ e) Detail 2, suite 300: Speeify the Feefing mateFial te J:iave a Class A fife elassifieatien. Prnvide ice numeeF feF tJ:ie rnefing mateFial. f) Detail 2, suite 300: SJ:iew tl½e rnof drain afld ref.eFenee a detail sJ:iowing eomplianee ·Nith CBC 1502. A8. SHEET A2.4: a) PFo·,·ide details ef the drainage system. SJ:iew eemplil¼flee with CBC 1502. ----------,- ' "' i ~-----...--AOOl'~&ovum.ow -----' a) Speeify tJ:ie reefing material te have a Class A fire olassifioatien. Pro·,ide JGC n1-:1meer for the reefing mateFial. A9. SHEET A6.2: a) Details 4, 5, & 6: JdeAtify and pro•,ride spees for all interior glaziAg. Also identify all saf.ety glazing per CBC 2406. AlO. SHEET A6.3: a) Details l & I 0: ldeAtify 8:lld pFovide spees for all interior glaziAg. Also identify all safety glaziAg per CBC 2406. All. SHEET A6.4: a) Details 2, 3, 4, & 5: ldentify and prnYide spees for all inteFior glaz:ing. Alse identify all saf.ety glazing peF CBC 2406. A12. SHEETS A7.0 to A7.2: a) a) Pre.,·ido oalo1:1latiens and details efthe refleoted eeiliflg framing. CIE1:Fify if the refleeted eeiling is a s1:1speAded eeiliAg. IA addition to the m9:111:1faot1:1Fer's speoifioations, CategOI)' D, E, and F oeilings are to be designed and installed aeoording te ASTM E580 afld to ether req1:1irements listed in ASCE 7 16, seotioA 13.5.6.2.2, as refereAeed B)' CBC T.I. FOR EXISTING BLDG. AND ADD TWO NEW BLDG.'S 2676 State St. City of Carlsbad-FOURTH REVIEW City Penn it No.: PC2022-0046 True North No.: 22-018-309 Page 6 February 1, 2023 Seetiofl 1613 .1. Alternatively, provide !'he ICC ESR approval per the 2019 CBC for tl~e proposed system or show eomplianee with ASTM C635, ASTM C636, end CISCA. Al3. SHEET A8.3: a) Show hardware type for ell doors. JJ/JJ,lJ()J2 PC2t lVot ~esol••etl. Speeify type ef!1BHlwBre per CBC J(}J(}.J .9. Occupancy Group: Al4. SHEET Gl.4: a) a) Re•,·ise the oeeupent loads for suites IO l & 200 to 42 & 2 I respeefr,·ely. Re•,ise the areas, oeeupaHt load faetor, end total oeeupent load per area to meteh the ones on sheet ~ A15. SHEET Gl.5: a) a) Site: Re'l·ise tl~e fol lowing oeeupeneies to B sinee the oeeupaflt load does not eKeeed 50 per CBC 3 03. I. I: i) ii) iii) The eonferenee room in suite 101 . The ereak room ifl suite 200. The fitRess room in suite 300. An oeeupaHey separation of 2 hours is required eetweefl group B Bfld S 2 oeeupeneies per CBC table 508.4. Shew on floor plans aAs Eletail the hori,z:ontal and vertieal fire rated oeeupefle~· seflaration wells and flooFteeiling assemblies. Pro•,ide UL listiflg for ell fire rated esseFHelies. OCCUPANT LOAD· SUITE 101 OCCUPANT ROOM AR.,, OS~ b.L.F. LOAD lrnl~L2 .Q!'P1C! 152 SF f-= I! "" 150 -ITOR. 318F 1-2 300 0,FICE 1271F I.. I! 150 - STOR. HSP S,2 I -<300 I TC ROOM 22811 B I "\ISO 2 0,FICE 137 SF ,........,..,.. 150 ITOR. 37 SF 1·2 ·1 300 TCR00¥ :z.u~ 150 2 OFFICE 127 SF B .; 150 ... ..._ ... ,,. # .. ~ ,,.,,. -,-... ~ ... A16. SHEET Al.l: a) a) Speeify, on plans, the eeeessiele path of tre'l1el shell ee 48 in ffitntffium width walkway, 5% meKimum slope in the sireetioA of tre•,·el, 2% maKimum eross slope. l 1B 403.3 & 11 B 403.5 Shov,r eomplete dimensions of the aeeessiele parking stalls end sho,.,,r requires signage. Speeify the slope aml eross slope of the eeeessiele parlciAg spaee ans the aeeess aisle. T.I. FOR EXISTING BLDG. AND ADD TWO NEW BLDG.'S 2676 State St. City of Carlsbad-FOURTH REVIEW City Permit No.: PC2022-0046 True North No.: 22-018-309 Page 7 February 1, 2023 e) 12/11/J()JJ JlC2: Ck,;,«ify Eheses markings. G,,. tmd VRH pRl'king spaees slu,U be Jl6 inehes loH-g mi1ti1Hum. G,,. parking spaees shall be 108 i1tel1es 11>ille minhnum a1td i>an parking spRees shRll be J,U ine!les witle minimum, shRII he mRrked lo define the width, and s!1R!I hRve Rn RdjRee1tt Reeess {tisle eoH,plying with Seelion HB 50J.3. (CBC JJB 50J.2) The pRl'king spRee slu,11 be ou#i1ted in blue or pai1tted blue a1td shRII be mR1'ifed wUh Rn ll1lel'nRlio1tt1l Symbol of Aeeessibility eoHffJlying wUh SeelloH 11B 7-f}J., 'J.J.J R mi1tilnum 36 i1tehes witle by 36 inel,es hig,4t in 11>,ftile o,. R suilllbk eonll'aSli1tg eol0,-. The eenlerline ef the btleMRtionRl Symbol e/Aeeessibility sht11/ be fl mllJfilnum ef 6 inehesfro,,, the eeHlerline of the pa1'king spt1ee, iis sides pRrt11kl to Ehe lenglh ef the parking spaee t1nd lls l0we,-eo,11er al, or lo11>er s&tle a#gned 11>ith, Ille eHd of the parking spRee. (CBC 11B 5(}J. 6. 4.. ~ ---"7 --7 _:-7 ~VSEI / (15, 16) 8°-6' TYPICAL 3LE ELECTRIC NC ~NG ~ 11 Show aAd detail all required eeteetable wa:rAiAgs OA the plafls to demoflstfate eompliaAee with the J 1B 247 & I IB 705. JJ/11/:JOJJ PC2: Ci,-eult,tion pRths eontiguous lo vehieH«JI' tl'ef:fle shalJ be physiet1lly sepllrRleti feom vehieulRr tref:fie. VehieulRr t,wffie ineludes lf'ffvel t-hrough plll'kingfaeilllies, iqf/o and OHi ef pllrking spRees-, inlo RHd out ef eleetrie vehiete eha,-ging spaees-, and along l'OllRfWJYSJ til'ivew(JYS and d,-ive aisks, !¼ysieal sepRMHon shall be pl'Ovitled ,vith eiret1l-atio1t paths Mised ,,, minimHm above the a;,«ea w/te,-e vehieHIR1' H'a[fie oeeHrs. (llB 250.1) l>eleetable 11>ar1tings shall eonsist efa surft,ee ef H'Hnealed tlomes and shall eoHffJly with Seetion JIB 7-05. CBC ,UB 705.1.1 0 • lo Floo,-Ol'groHndsu,faee 11>ithin l'efJHil'ed mllHeuve....;H-g eleaMnees shall etJH,p/y 11>i#, Seetio1t llB 3~. CltllHffCS in level, slopes e,,ceeeding 1.-48, and deteelllble waMing-s shalJ not be permitted. (CBC JJB ,0,.2. '.4) T.I. FOR EXISTING BLDG. AND ADD TWO NEW BLDG.'S 2676 State St. City of Carlsbad-FOURTH REVIEW City Penn it No.: PC2022-0046 True North No.: 22-018-309 Page8 February 1, 2023 d) e) f) g) I 0:. I Q : rt I Q. - \' ' TYPICAL PER OET, •, ~---ACCESSII /,' PER CBC Please demonstrate oomf!liaflee: Parking spaees, aeeess aisles aflEl vehio1:1lar ro1:1tes ser.1ing them shall pro¥iae a ¥ertieal olear8flee of 98" minim1:1m. (l lB 5Q2.5) JJl:JJlJ().JJ PCJ: The eemmeHt applies te the lewe, Jeo;el aeeessible pal'ki,tg spaee in the twe /eo;elpar-ki,tgfaeility, An aoeessible route oomplying with Seetion l lB 4Q2 shall eonneot the ¥ehiele space and the EV charger which ser.•es it. (CBC 11 B 812.5.2) JJ/:JJ/:J()JJ PCJ: lV:et ,ese/o;ed. Netpfflo;ided. V s· -a· rYPICAL Vehicle spaces and aeeess aisles shall be designed so that ·.vhen the vehicle space is oec1:1f!ied the req1:1ired clear width of adjacent aeeessible ro1:1tes is net ebstrncted. A c1:1rb, wheel stof}, bollards, er otl'ler barrier shall be f!Fovided ifFequired to t1revent enereaci'lmeAt of•,1ehicles over the req1:1ired clear width of adjacent aeeessible ro1:1tes. CBC l lB 812.5.3 EVCS shall be desigAed so aeeessible routes are not obstructed by eables or ether elements. CBC 11B 812.5.5 11/:JJ,(J().JJ PCJ: lV-8t ,eseJo;ed. CJ.a,ify lhe wefllien ef the EV eeees5ibk pe,.Jd,tg speee. She111 aeeess!bk fflutef,em the aeees-sib/.e EV !ipeee 19 the eha>'gilttf stalien Bnd she111 eleflt" spBee ;,, fr-<>nt eftJ,e eha,giH-g statieH, See aamp/.e bekm. T.I. FOR EXISTING BLDG. AND ADD TWO NEW BLDG.'S 2676 State St. City of Carlsbad-FOURTH REVIEW City Penn it No.: PC2022-0046 Tnie North No.: 22-018-309 Page9 February 1, 2023 h) i) j) k) I) ELECTRIC VEHICLE CHARGI NG STATION (1 • 4 SPACES) EVCS 1lehiele spaees shall pFeviele s1:1rfaee marking stating "EV CHARGIJ>~G ONLY" in letters 12 inehes l~igh mininrnm. The eenteFline efthe teKt shall ee a mmcim1:1m efe inehes frem the eenterline efthe 1,•ehiele spaee anel its lewer eemer at, er lewer siele aligneel 1Nith, the eeel ef the vehiele spaee length. (CBC I I B 812 .9) JJ/21/JOJl P.CJ: lV-et ,--eselved. See lul</itie,ud eemment to ph,n e.f-,eek item K belem Vehiele spaees serving '>'an aeeessible BVCS shall be 144 inehes wiele minim1:1m anel shall l=lave an aeljaeent aeeess aisle eemplying with Seetie,~ 11 B 812.7. (CBC 11 B 812.e.1) 11/21,lJ()Jl ..V-CJ: ,¼t ~eh•ed. See Hdd#ienHI eemment to p!-Hn eheek item K be.fe,~ Please elemenstrate eemplianee: Where EV ehargers are pre•1ieleEi, operable parts efl all EV eha:Fgers sl=lall eemply with Seetioa 11 B 3G9.4. (CBC l I B 228.3 .1.2) JJ/2},lJ(}JJ JI.CJ: N-et resolved. See Hthlitienal eemme~t to ph,n eheek item K bele,~ Eleetrie '>'ehiele eharging statiens are net parking spaees per CBC 11 B 2G8 . l. A separate 11an aeeessiele EV parlci:Ag spaee shall be provieleel per CBC 11B 228.3. 11/:J(}/'J(}JJ P.Clt 1V-et l'e58lved. The gl'een buihliffff cede, seelitm S.106,S.3.J, (l'Cquil'e§ RI least ene EV spHee to be pH>vided pel' IHbk S.106.5.3.3, This spHee eHnnet be l'eSM'ieted to R speeijie pe:is,ntleHtJJ/eyee 01' pl'ivate use l1ehiek as slllted in exeeptien #1 ef CBC llB 228.3,J. Even theugl, the E VCS is net RW1ih,bk f-e:-publie use, but it is /.(Jellied in a eemmeH use Hre11 mfre(l'C HI! eHtJJ/eyees hRve Heeess to ii. Ttlble llB 218.3,J,l isfe,publie use and eemmen use. EV '>'ehiele spaees, aeeess aisles sef\1ing them, anel '>1ehie1:1lar re1:1tes sef\1iag them shall previele a ¥ertieal eleafanee ef 98 inehes minirn1:1m. Where 13re'>1ieleel, everheael eable rnanagerneat systems shall net ebstr1:1et reE}1:1ireEI ,1et1ieal elearanee. CBC 11 B 812.4 12/21,120JJ PCJ: The eem111ettt RfJPHCS 16 the le11~e:-Jevel aeeessible pR:-krttg spaee in the #lw, level:pa,--kiRg/aeility. ACCESSIBILITY COMMENTS: No Comments T.I. FOR EXISTING BLDG. AND ADD TWO NEW BLDG.'S 2676 State St. February I, 2023 HAZARDOUS MATERIAL COMMENTS: HI. ~Jew lab spaee is preposeEI. AEIElress the following: City of Carlsbad-FOUR fl REVIEW City Permit o.: PC2022-0046 True North No.: 22-018-309 Page JO a) A list ef hazarE101:1s materials anEI their q1:1antities sho1:1IEI be s1:1brnitteEI en a roam by roorn basis with a eemparisen te the materials an El q1:1antities alleweEI b~· CBC Tables 3G7. l (I) anEI 3G7. l(2). H2. Clearly she•.,,, the loeation ofall eontrol areas on plans. Control areas shall be separates frern eaeh other by fire barriers in aeeorElaflee with Table 414 .2.2, the fleer eenstrnetien of the eontrol area anEI the eonstrnetien s1:1pperting the fleer oftl:ie eentrol areas shall ha,.·e a minim1:1ffl 2 ho1:1r fire resistanee ratiHg. CBC 414 .2.4 JJ/JJ/J{)JJ !'-CJ,, SHEET GJ,5: Cla,ify the J.eeatitJn o-f#te J htJNr sepffMH9n betwee,'t etJntrtJI (l;<e(l5 ff5 ,sl19wn in the 5l<lteHtent. Als91 5M9111J 9H ,sheet AJ. (), the l'e{JHif'edjire 5epffrffti9nfe,. oonll'f>l a;ceff #J. (J.idUfoAQ iAfrlCQ'.i 'ffiat ITOM:O AHO UKO fr( 111(11 -"tU.I Nllll(;ICT,._..,.,11-IIOIN'~GIVIOIAU.OW.'00"0JT+41 PCOOfio.01. NICAl'lil.CIVfll:I A 1..Hfll ffll IAMCIII Kl'N4ATON O(NTW'ICOAf THCO(MlflHClwAU ll!TWU~ Mt1 lOO& ttt lHIOOtflllOI..AIIIAlll&OJl'lll•f--llll .. f#c.lAAtffGOfNOt Ulf~JotOUltSftlll(ac•·••i ......... CWYAHCl'NTWlftlfr11•• r MECHANICAL COMMENTS: cw._.,-.lot....-111 __ ... ,.,.,.,,~ ---_,._ ...,......., .. ,__... --·~ ' -"' Comments resolved. No Additional Comments. ELECTRICAL COMMENTS: No Comments. PLUMBING COMMENTS: No Comments. GREEN BUILDING COMMENTS: No Comments. ENERGY COMPLIANCE COMMENTS: No Comments. STRUCTURAL COMMENTS: Plans: -...... Sl. Per eity poliey, Hails for shear transfer eonneetien (1:1se ef A35's, ete.) m~· not be Elri•+'en parallel to the S2. flanges ef TJI 's (i.e., along the siEles). Re.,·ise applieable Eletails to shew eomplia:Bee. SHETT S2.0: a) Per Eleta.il 4/8D4 , show the wiElth efthe e><.isting anEI new eontin1:101:1s fo1:1f!Elatien . T.I. FOR EXISTING BLDG. AND ADD TWO NEW BLDG.'S 2676 State St. City of Carlsbad-FOURTH REVIEW City Penn it No.: PC2022-0046 True North No.: 22-0 I 8-309 Page 11 February 1, 2023 e) e) i I I ~~ I I I I fJCONC SlM "'""""" fJfOJJ«)AllON (2jMfOPUTMf,0~0 • Sij,1PSOfri'S(T.X,- (l!.11lO•'M.H) t ,e·oc ---Y J"l.A~I( PERAACH'L 4 ll/JJ/J(}J2 ..V-C2: Show> 011 detail l()lSD4, lhe mi11ilHum assumed width, deplh1 a11d re"'fe,-eemenlpe,-ealepRges 21 & n 9.flhe &isli,igfeuH<Hllion IO hejkkl verified. Als0i revise lhe aHeho, holJ ske-, <ieplh, RHd ep~ s-yslem to IH(lleh lhe ealepag-e JJ lo 28. (\I.,,. ILl('G • H' CM-"'-L tMAEAO uc».tD.,.,..o,,;'1Cl,r ----------------! 10 Per eletail 4/SD4, sho1,1,1 the wielth of the existiAg 8:flel Hew eoRtiR1:101::1s fo1::1tteletioH. Pro¥iele eele for the req1::1ireel grade seem 1:1Rder the sheer walls aloeg grielliRe 4. Gheelc stability. Also, Pro•,iele eale for the ru~ehorage of the a:Rehor bolt iRto the eititiRg fo1::1RdatioR. Show eomf)liaRee with AGI 318 14, seetioHs 17.2.3.4 B:Rd 17.2.3.4.3 for the Ret 1:tf)lift foree of9,606 lbs. T.I. FOR EXISTING BLDG. AND ADD TWO NEW BLDG.'S 2676 State St. City of Carlsbad-FOURTH REVIEW City Penn it No.: PC2022-0046 True North No.: 22-018-309 Page 12 February 1, 2023 El) J 2/22/2022-PC2: i) ii) iii) Show OM demi! JO/SIU the wid#,1 rieplh1 e,ul lhe &isti,tg l'eiltforieeHteHtjof the a:isting gMde bet1m to bejield ••el'ifled (J #I to-p & bottom wl#I ties @ ll" ole), Re.,ise the R1teho,wge eflleHlation to show ~et edge end end distRneesfaf the eneho, bolt instRlled in fl lJ" wide J£ JJ" tleepfoundfltion, C6!e shows iltfiHite eonefete Rl'OH1tli the ane!to, boll. Reference-, OH the foundfltion pht1t1 the fleeHMte tletRil of the holdewn e61t1teetlo1t 16 feumlfltion sho,.,i,tg the Rnehol' bolt si~e, flepth1 find epOJeY system to mRteh the eak pege 23 to 28. Delflil 2/SIU doe§ not sho,., the F-e(JHil'Cd instflllatlon i#tfe,lfftllion, Show the a:istiHg will#, ofthefoundfltion flt l.ffe a:isthtg CMU WRll, Pro\1ide eale for t:he reeiuired grade aeam uAder the shear walls aloAg gridliAe 4. Cheek st:aaility. Also, Pro¥ide eale for the 8flehorage of the a-nehor aolt iAto the e~titiAg fouAdatioA. Show eofftpliaAee with AC[ 318 14, seetioAs 17.2.3 .4 and 17.2.3 .4.3 for the .Aet t:tplif:l: foree of 10,196 las. J 2/21/2022-PC2: N hf POST "' ooii" : Li ! I I I I I I .cl_j I Nf'e::17 I I I I T.I. FOR EXISTING BLDG. AND ADD TWO NEW BLDG.'S 2676 State St. City of Carlsbad-FOURTH REVIEW City Permit No.: PC2022-0046 True North No.: 22-018-309 Page 13 February 1, 2023 e) j) i) ;i) Show OH det-Hil ]()/SIU lhe widlh1 ilept-h1 RHd t-.'1e existing ,ei-nfe,eet1ienlfo~ lhe exis#,tg ffMde be111t1 IO beflehl .,.enfied (1 #f l6fJ & boUom wl#f ties @ JJ" ole}, Re••ise the tmehoMge eRleHIRtion IO show &ael edge RHd elfd tlis!Rneesfe,· t-he ilneho, bolt instil#ed in ii JJ" wide x 12" tleepfeH,'fdRt-ioH, Cale shows ilfjiMite eoHe~ete Rround the ilneho, bolt. iii) Refe,enee, 0lf the fim,ulRtioH plillfi ii typieRl det-Hil ef the held6,,,."' eonneetieH IO foundtttiolf showing the ilHeJu,, belt siee, depth1 t1nd epoxy system to mRteh the et1lept1ge 23 to .28. Deklil .JlSDf does lfot shew the ,-eqHired iHskllliltien ill-joM1t1tie11, Reeheek detail 518D2. Pro'lide a detail showiAg Rew 13ad footiAg tie to the eKistiAg slab. = JJ/:JJ/2()-1.J PC2.· CIR,ify tht1t det-Hil 5/SJ . .J is applieRhk RI 11ewfeundtttio11 only U.N.O. 011pk111s. This eemment-s applies to all sheet-s showi,tg this eo,nment. I .....,"'-#1, ...... 11'11.,.,_,I.I ._,\t , ~'"""'°II,._. I '· SEE ARCH"L Pl.ANS FOR EXT. SLA&S 5. SEE DETAIL 11$04 FOR SPREAOFOOTINGSCHE0ULE S3. SHEET S3.0: a) e) Pro'lide a typieal eeam,leoh:1mA eoAAeetioA detail. JJ/22/:J().J.J PC2.· Refe,enee 9Hpf.ilns the typical beam to eeJumn eonneelien tlelilil. Dela# 7/Sl,3 et1lled out in the ,espense sheet is not ,efe,eneed o,r the:ftwmi,tg plRn, RefereAee a typieal eo1rneetion detail. T.I. FOR EXISTING BLDG. AND ADD TWO NEW BLDG.'S 2676 State St. City of Carlsbad-FOURTH REVIEW City Permit No.: PC2022-0046 True North No.: 22-018-309 Page 14 February 1, 2023 e) a) JJ/JJ,lJ()JJ PCJ: Not ,-eselt1ed. CeHneete,. "HUCQM" is Het pr0t1idefi iH the SimpseH e11tel9g, SHIJmil the detail shewittg me#,efi <>fee,meetien te the e:Kls#Hg CMU wall 11Hd shew the ,-eqHiFed ep9Ny belt system 11nd miHilf111m emlJedmeHI depth. P-rot1ide e11le. ReforeAee a typieal arag detail. Show arag to shear wall aAa eheelc the eoAtinHity of the aoHale top plat (ehora). Also, show the reqHirea ehora sp liee. / ~ r /~ ~ /~ l"' ~ ~ ·~r:, ·c~r ~li ~c 12/JJ/J()JJ PCJ: Shew pesi#t1e eenneetien pe,-ASCE 7 16, seetien JJ.1.4. RefereHee II typie11I eenneetieH detai! ela"'fyi-ng th111 this eenneelieH is Hnde,. the &fis#ng deHIJk l9p pl8te. Remo1re the teKt overlap. The aeam si~e is not elear. • 650 UIS MAA /iirii\ ti:t'h S4. SHEET S4.0: S5. a) Pro1ri0e a reforeAee to all pea footiAg si:z:e anEI reiAforeemeAt. = SHEET S5.0: a) Show reqHirea arag stn:1t aloAg grialiAe "B" llfl0 provide eale. ~ !I. HSS4x4,V: 15 STL.COl S03 I ____ (f~!).\'i,1l!»,_~-= --'HO• STRAP -~t ( :!J/JJ/J{}JJ !'CJ: Jle,-the ,-espe~se s.lieet, et1le page 5'-, please RtljHst the t1116wable leads 19 aeeeHntjM the end ilista?1ee pe~ NJ}S JJ. 5.1. Detail 15/Sl)J slums an eHd ilista11ee <>fJ ". This is T.I. FOR EXISTING BLDG. AND ADD TWO NEW BLDG.'S 2676 State St. City of Carlsbad-FOURTH REVIEW City Permit No.: PC2022-0046 True North No.: 22-018-309 Page 15 February 1, 2023 kss IMR~ the minimHM t"e(JHbed 71Jfa,f11U loHd t1nd J.51Jfo, ~~ ,he loRtl. AdjH§t tleklit 15lSJJJ HJ §hew lhe 1t1inimHm ,eqHi,ed end ~lfnee. b) Provide calc for the drag connection detail along grid line 2. Show compliance with ASCE 7-16, section 12.10.2.1. e) a) e) 12/22/2022-PC2: Sltow positive connection per ASCE 7-16, section 12.1.4. also, per NDS 4.1.5.J.1, anchorage to masonry wall slta/1 not be accomplished by use of nails subject to withdrawal or toenails. Revise tlte ca/c to use tlte equations witlt seismic load effect including tire overstrength per ASCE 12.10.2.1. 02/01/2023-PCJ: Per tl,e response sheet, the HUQ connector is OK but detail 18/SD2 does not sltow the JNV "HUQ" connector. It only shows "LUS" hanger. Please clarify. Show required drag strut aloRg gridliRe "B.8" aRd provide eale. I =='.:~~~·~=··:: ~ -t Sho•,ii• the arag skap as requires ay detail le,l8D2. Provide eale for the drag eoAAeetioR aetail aloAg gridline e. Sho>+v eompliaRee with ASCE 7 16, seetioA 12.10.2.1. Cheek mismateh iR detail eall out. T.I. FOR EXISTING BLDG. AND ADD TWO NEW BLDG.'S 2676 State St. City of Carlsbad-FOURTH REVIEW City Penn it No.: PC2022-0046 True North No.: 22-018-309 Page 16 February 1, 2023 t) g) RefeFeRee a typieel sheru= tfB:Rsf.er details es ret11:1ired eH plB:Rs. JJ/JJ,LJ().JJ PCJ: Cheek mis,nRleh iH ihe ,efere~,ee sheR, IM1tefe, delaJI 11/SI>J, A!se1 ,efereHee 6 sheR, IMHsfe, detRil RI the CRHtile~e, diff/JhMgm. She¥<' pesiti1t1e eeRReetioHs. .13/JJ,IJ(}JJ PCJ: H-Rttge?§ wiih nRiJ.'i in withdMwal h Het R pesili~e etJHHeetien. A pesiti~ eenneetien is R eenneetien that doesn't i"ely sele{;y on g,aYlty e, f,letcen faro reshtRnee. Shew pesititJe eeMHeetien pe,• ASCE 7 16-, seetien 12.1. f.. T.I. FOR EXISTING BLDG. AND ADD TWO NEW BLDG.'S 2676 State St. City of Carlsbad-FOURTH REVIEW City Permit No.: PC2022-0046 True North No.: 22-018-309 Page 17 February 1, 2023 S6. SHEET S6.0: a) Pr0,.1ide eale fer this header. b) RefereRee a typieal helde=wR eeRReetieR detail. II ,e }r'WSTCAO' 6x8 S7. SHEET S7.0: a) Previde vertieal aRd lateral aRal)'sis f.or this bliildiog. S8. SHEET SDl: a) Shew the thielrness efLSL te be 3" minimum. A35 eonnet be instoJled en eoeh side efa member less than 3" in thiekoess per Simpsen's eotoleg. 16 11/11/:J()JJ PCJ: CJ,eelf tl,e A35 ffS inslffl!ed lo IMnsje? the OHt of plane HJlld le t/te fleo, dillphHtgm. TJ,e CMU 111-all is 8" (7.615''.) 111-ide and the beam is 5.15" ,.,;de. The remllinllfff space to inslflll lhe A35 is J.375", T.I. FOR EXISTING BLDG. AND ADD TWO NEW BLDG.'S 2676 State St. City of Carlsbad-FOURTH REVIEW City Penn it No.: PC2022-0046 True North No.: 22-018-309 Page 18 February 1, 2023 S9. b) e) el) Details 5, e, 13, 15, 19 & 2G: Show the e1l'lbedmeRt depth of the "PA18" oRel~or per SimpsoR 's eatalog. Details l , 2, 3, & 4: Show maM:iFRl:IFR ass1:1med height of the poropet well. Cheek the eoAReetioR to resist wiRd loads per ASCH 7 I e, seetioR 3G.8 aRel fig1:1re 3G.8 1. Pro,.·iele eole1:1loti0Rs. JJ/JJ/J(}JJ P.CJ: ,¼t resel-.,ed. P-re••i<le eale jo, #,e ,~iHdpreS6Nrefe;, t-he C &: C e1e,,,enls ef lhe parapelper ASCEpal'I 6 see#en J(). 8. anti.fig-. J(}. 8 1, Belh O"iHdwol'li & leeward wind leads mHSt be addedfar #tefe,al oppliefl wind wed. Detail 7: Show eoR11eetioR of ·,,;ell braee to wall O:Rd roof diaphragm. SHEETSD2: a) Re,.,ise the depth offeotiRg ta 24" per the soil's report page 9. r-~~~ ' . p='B=lJ , • j T.I. FOR EXISTING BLDG. AND ADD TWO NEW BLDG.'S 2676 State St. City of Carlsbad-FOURTH REVIEW City Penn it No.: PC2022-0046 True North No.: 22-018-309 Page 19 February 1, 2023 e) e) El) Show req1:1ireEI length of the steel eraeket anEI sl~ew minim1:1m enEI Elistanee of t:he eelt to the eeam eelge. Also, show strap for Elrag str1:1t. Detail 13 & 14 : Cheek the eonneetion to resist wi:nEI leaels per A.SC£ 7 1 a, seetion 30.8 anEI figl¾re 30.8 1. Pro¥iele ealeulatiens. I ,1 .......... I ........ ," ... '( ,~ ·-.. •w• ---~ ' -=:i"',..-,.._.. ' f ----11•-~,---·-·-· Jo.-.~-..,~ .......... •our,..,._., --\.. .... ~--~ ·-·-, ·-13 13 JJ/JJ/20J2 PCl: ]Vet res6ll'ed. P,'"6.,.ide eelefe, the windpress11ref9, the C & C eielffeHts 9/tife pe,apelpe, ASCEpert 6 seeti:6n 3(}. 8. eHdfig. 3(}. 8 J. B6th windweril & leeward ,.,.htd J.eafh ml/St be 8d<ledfi,,. lheflnet RJJfJllef/ wind wad. Details l & 2: Speeify that the 2' O" is a minim1:1m efl'\eeelment Eiepth. Show skin reinf-oreefl'\ellt when elepth of f-ooting e*eeeels 36". S10. SHEET SD3: a) Detail 4: Show looEI path to shear wall f:rom t:he lower rnof Eliaphragms. T.I. FOR EXISTING BLDG. AND ADD TWO NEW BLDG. 'S 2676 State St. City of Carlsbad-FOURTH REVIEW City Permit No.: PC2022-0046 True North No.: 22-018-309 Page 20 February 1, 2023 b) e) d) JJ/22/2()22 PCJ: P.--e.,ide ealefe,'" t-.ffe ,~iHi/p,et;SH~efo, #le C & C eletHeHt5 efthepa,"Rpetpe, ASCE pal'/ 6 5eelio~ 30. 8. aHdflg. 3(). 8 1, Both wiHdward & leewaHI wiHd loads m"5t be added fe, theji-Hal applied wi~d load. Detail 9: Show shear transfer and load path from Hpper roofto drag beru:n. Detail l l: Show load path to she&r panels OA both sides of the stud wall. ~TT-• '" " I .L.J , IOC)IIIWlVtJ 11 Detai I l 5: Show the wood beam OA detai I 15. ~ni!•..,.'f .,,.Jlt-.VI lkl(oll.,_,. M! '-:..:.. ...-..- T.I. FOR EXISTING BLDG. AND ADD TWO NEW BLDG.'S 2676 State St. City of Carlsbad-FOURTH REVIEW City Permit No.: PC2022-0046 True North No.: 22-018-309 Page 21 February 1, 2023 JJ/22/J(}JJ ,.0-CJ: CJieek the lftinimum end d-isttlffeefnr #le 5/8" diamete" be#sfe;, eeH,plit1nee wilh N-l)S JJ.5.1. Sll. SHEET SD4: a) b) Details 8 & 9: S13eeify that the 2' 0" is a miRimttm embedmeRt de13th. Shew skiR reinforeemeRt when ele13th off.eotiRg eiteeeels 36". JJ/22/2()12 PC:J: »ettlil 3.· Re.,/se the eontinue11Sfnundtltielf width 19 ..'5" minimum per the soil refJ(H't,- Structural Calculations: Sl2. Sl 3. Sl 4. Sl5. S16. 81 7. Sl8. 819. Cele 13age 4: Re.,•ise the wood s13eoies ta mateh the wood s13e0s OR sheet S l .O. Gale f)age 4: Clarify the loeatioR of beam RB 1 OR the roofftamiRg 13lafl ef buileli:Rg l, sheet 83.0. Gale 13age 7: Aeld eoAeeAtrateel load from the beams st11313ortiAg the meel~flflieal equi13meAt eA tl~e roof. Cale 13age 9: Proviele load eale for the af)13lied leael meehaRieal flf!el 13oiRt load OR beam RB 5. Cale 13age 18: Re¥ise the leAgth of tl~e shear walls aloRg grielliRe 4 to mateh the 13laAs. (4' & 4 .75 ') .,.,, ,, .,. ' . .... Pro¥iele ealettlatioAs for the ehorel aRd ehord spliee for bttileliRg I. Cale page 20, sttite 200: Pro¥ide eale for the redttAdafle)' faetor iR the north sottth direeti on. Cale 13age 33: Cheek the leAgth ofGMU walls along gridliAes 2 & 3. The 8', 3.75 ', 3.5 ' & 3' walls ele Rot a1313ear ta matel'I the 1319:Fts. Please .,,erify. T.I. FOR EXISTING BLDG. AND ADD TWO NEW BLDG.'S 2676 State St. City of Carlsbad-FOURTH REVIEW City Permit No.: PC2022-0046 True North No.: 22-018-309 Page 22 February 1, 2023 S20. Cele page 33: Pro,•ide eale f.or the eapaeity ofdte CMV well along gridlines 2, 3, 6, & 7 to resist 1:1plift load of l4,300 lbs. S2 l. Gale page 3 4: Pro•,1ide eale for the e0ntin1:101:1s f.o1:1ndati0a s1:1pporting eeeentrie leads from the two story GMU walls along gridline A. S22. Gale page 35: Well Mehorege shall be desigaed per ASGE7 16, seetion 12.11 .2 Md eq1:1atien 12.11 I. Shew the req1:1ired ka feeter er 1:1se 2.0. S23. The f.o llewing applies to the g1:1ardrail eale page 37 Md detail 6/SO2: a) b) o) The thread penetration she1:1IEI 1:1se the dimeasiens per }JDS Table 62 (e>rnl1:1ding the tapered tip); the lag serew is net threadeEI the full length. The g1:1erdrnil loeeling is perpenelietil8f to graia. Per }JDS Table 12.5. IG, 4D edge ElistMee is reql:lireEI at the loadeEI edges (eefl be either side). As s1:1eh, the (2) 2K is not s1:1ffioiently wide. Please revie•;11 efld re,·ise. Ch eel, the 4 lag sorews to resist botl~ shear and witl~dra,.,.1al siml:lltafleo1:1sly. Gheolc per }-JDS § 12.4 .1. 824. Stiite 200: Cheek ,1ertioal irrogtilarity type 4 fer iR plafle Elisoontin1:1ity in ,1ertioal lateral f.oroe resisti-ng eleffient. Cheek ASG6 12.3.3.3 & 12.3.3.4. S25. Stiite 200: Pro'>1ide ealotilations f.or the reef and fleer ledgers. JJ,1JJ/;J~J P-CJt P.Nn4de eRlefe, t!te ledge'" eo,rside,i11g eombined ~•ef'lkaJ RHd ;,, pla,re ialeMl loluls. S26. Stiite 200: Shew stairv.1ay framing and pro'>1ide oale. JJ/:JJ,l:J~J PCJt ]Vet ,--esehed. 827. Pre•,ide detailed e1:1t of 13hrne a0el)1sis for the GMU walls of b1:1ilding 2. S28. Pre¥ide oalo for the roof aRd floor diaphragffis and slrnw the reqtiireEI roof and floor diaph:i!gms en pla0s fer all bl:lildi:ngs. S29. Sl:lite 200: Pre't1ide ealo f.or tho s1:1b diaphragms Md she,,,, oom13lianoe with ASGB 7 16, seotioR 12.11.2.2 fer oentinuel:ls ties. Shew oentinl:IOl:15 ties en all a13plioable details. S30. Pre'>•ide eelo for the GMU shear walls to resist in 13IM0 shear a0d Bt>lift loads fer all b1:1ildings. S3 l. Pr0,1ide oalo fer all drags/oolleetor elements per ASGB 7 16, seetion 12.10.2.1 S32. Pre¥ide fel:lndatioR oafol:llatiofls f.or all b1:1ildi0gs. S33. Foundation phtns and details shall be signed reviewed and approved by the soil engineer. 12/22/2022-PC2: Not resolved. 02/01/2022-PCJ: Not resolved. If you have any questions regarding the above comments, please contact Bachar Koujah, PE via email bachark@tncservices.com or telephone (562) 733-8030. [END] Transmittal Letter December 21, 2022 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review: T.I. FOR EXISTING BLDG. AND ADD TWO NEW BLDG.'S Address: 2676 State St., Carlsbad CA Applicant Name: John Wankner Applicant Email: John@wal-designs.com ,_frue North COMPLIANCE SERV ICES SECOND REVIEW City Permit No: PC2022-0046 True North No.: 22-018-309 True North Compliance Services, Inc. has completed the second review of the following documents for the project referenced above on behalf of the City of Carlsbad: 1. Drawings: Electronic copy dated September 27, 2022, by Wal Designs. 2. Structural Calculations: Electronic copy dated September 15, 2022, by Qualls Engineering. 3. Energy Document: Electronic copy dated September 26, 2022, by Tom Harmon. 4. Geotechnical Report: Electronic copy dated May 20, 2022, by Engineerin Design Group. 5. Other Documents: Electronic copy of Climate Action Plan & Outdoor Lighting Energy Cale. Attn: Permit Technician, the plans have been reviewed for coordination with the permit application. See below for additional information: Valuation: Scope of Work: Floor Area: Confirmed Confirmed Confirmed Our comments follow on the attached list. Please call if you have any questions or if we can be of further assistance. Sincerely, True North Compliance Services Review By: Bachar Koujah, PE -Senior Plan Review Engineer MEP Review By: Alaa Atassi -Plan Review Engineer True North Compliance Services, Inc. 3939 Atlantic Avenue Suite 116, Long Beach, CA 90807 T I 562. 733.8030 T.I. FOR EXISTING BLDG. AND ADD TWO NEW BLDG.'S 2676 State St. City of Carlsbad-SECOND REVIEW City Pennit No.: PC2022-0046 True North No.: 22-018-309 Page2 December 21, 2022 Plan Review Comments RESUBMITTAL INSTRUCTIONS: Deliver THREE corrected sets of plans and TWO corrected calculations/reports directly to the City of Carlsbad Building Division, 1635 Faraday Ave., Carlsbad, CA 92008, (442) 339-2719. The City will route the plans to True North, Planning and Land Development Engineering Departments (if applicable) for continued review. Note: If this project requires FIRE PREVENTION review, ensure that you follow their specific instructions for resubmittal review. The City will not route plans back to Dennis Grubb & Associates for continued Fire Prevention review. GENERAL INFORMATION: A. The following comments are referred to the 2019 California Building, Mechanical, Plumbing, Electrical Codes, California Green Building Standards Code, and Energy Code (i.e., 2018 IBC, UMC, UPC, and 2017 NEC, as amended by the State of California). B. There may be other comments generated by the Building Division and/or other City departments that will also require your attention and response. Th.is attached list of comments, then, is only a portion of the plan review. Contact the City for other items. C. Respond in writing to each comm ent by marking the attached comment list or creating a response letter. Indicate which details, specification, or calculation shows the required information. Your complete and clear responses will expedite the re-check. D. Please be sure to include the architect and engineer's stamp and signature on all sheets of the drawings and on the coversheets of specifications and calculations per CBPC 5536. I and CBPC 673 5. This item will be verified prior to plan approval. OCCUPANCY & BUILDING SUMMARY: Occupancy Groups: Occupant Load: Type of Construction: Sprinklers: Stories: Area of Work (sq. ft.): B 57 for bldg. I, 35 for bldg. 2, 7 for bldg. 3. V-B No 1&2 8598 sq. ft. ARCHITECTURAL COMMENTS: General: Al. l'-Je,,,,c eonstruetion is proposed at 5 feet or eloser to the property lifle, as s1:1eh a 001:1Adary s1:1rve~• report is reE}1:1ired. A lieensed s1:1:FVeyor is reE}1:1ired to eomplete Garlsead foffR B 60A and provide it to the B1:1il0ing IAspeetor at the fo1:1ndatioe inspeetion. IHtps:llwww.e1trls0adea.go'>'lho1'l'le/shewp1:1bl isl~ei:laoe1:1meAt/9666,l63 785976 4 783 809000 PFo•lide the following eote 011 the eo.,1eF sheet of the plaes1 A bo1:1A881)' s1:1r.1ey ref!ort is reE}1:1ired for tl:li s projeet. GoAerete plaeement will not ee appro•,ea l:lfltil a 001:1ndery s1:1r,•e~• showing eomf!lienee to the appro't'ea pla:As is pro,,,iaed to the B1:1ilaiAg Di,·isioR. T.I. FOR EXISTING BLDG. AND ADD TWO NEW BLDG.'S 2676 State St. City of Carlsbad-SECOND REVIEW City Pennit No.: PC2022-0046 True North No.: 22-018-309 Page3 December 21, 2022 A2. A3. A4. RoofmouateEI equipmeat must be seFeeaeEI aaEI Feofpeaetfations should be mini:mi2!eEI. City Poliey gg 6 Clarify if a moElieal offiee is going to oeeupy building 2, suite igg. SHEET A2.0: a) b) e) Identify all the fixtures in the laboratory area. t -~ .. "' = .., ' j fil '.J ._. .... ]_ ~-.. 1 ~ 1111 -.1 I -· ,al-~ 12/21/2022-PCJ: Not resolved. Sheet A-101 does not identify all equipment shown. Are these storage racks? If so, how higl, are the racks. Provide calcfor t!,e racks and rack connection to foundation. [l r1 ~ I L OD I.MOIIIATOIIY , ... ,., r=_L I ] ; WDI "~ ............ ,.__.._,._.._,,.,_,. ......... ....-..>.. .............. '--"..,.~ .... I,· ....... - Sho•w opening pFoteetio11 foF the two hour oeeupaaey sopafation between the S 2 & B oeeupMe~•. (!J L= OD L"7 ITOIU41 .... '"' .... (il [_ 4 :1 I I Ll.L] ~ ...... IElet1tify aaEI pFo¥iEle speeifieetioas for these windows. T.I. FOR EXISTING BLDG. AND ADD TWO NEW BLDG.'S 2676 State St. City of Carlsbad-SECOND REVIEW City Penn it No.: PC2022-0046 True North No.: 22-018-309 Page4 December 21, 2022 -..-, .. 0,1111(11 ..... (iii = c,;-, .-.to , .. 1., AS. SHEET A2.1: a) c) Detail l, s1:1ite 1Q9: &efeFeAee a detail of the FOof dFaiR. Sho•.1,1 eomplianee with CBC 1592. Details l & 2: Speeify the Foofing mateFial to ha:Ye a Class A fiFe elassifieation. Pro•,ride JGC A1:1meef fof the Foofiflg material. Detail 2, suite IO 1: Show the roof drain and reference a detail showing compliance with CBC 1502. W/rere scuppers are used, they are to be sized to prevent ponding that will exceed the roof's design capacity. Provide calcfor the required scupper size. A6. SHEET A2.2: A7. a) Identify Md pFo¥ide spees for all wiAao•,1,•9 ana doors ifl s1tite 399. SHEET A2.3; a) e) e) a) S1:1ite 299: IdeAtify ana pFo:Yide spees for all interior g1B2iiflg. Also ideAtify all safety glaziflg per CBC 2496. S1tite 299: PF0.,1ide aetails of the arainage s~·stem. Show eomplia11ee with CBC 1592. 0 S1tite 299: Speeify the reefing material to have a Class A fire elassifieatiet1. Pre.,•iEle ICC t11:1ml=,er for the rnofing material. S1:1ite 299: PF0.,1ide di:FAensioAs for the eerridors. T.I. FOR EXISTING BLDG. AND ADD TWO NEW BLDG.'S 2676 State St. City of Carlsbad-SECOND REVIEW City Pennit No.: PC2022-0046 True North No.: 22-018-309 Page5 December 21, 2022 AS. e) f) i:I I ~-- ~ _l --~ ~ 9 ~ I ~ Detail 2, St:Jite 300: Speeify tke FoofiRg material to ha\1e a Class A fire elassifioatioA. Pro.,,ide JGC A1:1meer for tke roofiAg 1:riaterial. Detai:12, s1:1ite 300: Shew the reefdrniR aRd refereAoe a detail shewmg eemplianee with CBC 1502. SHEET A2.4: a) PFe¥iEle details of the drainage systelfl. Show eompliftfloe ,,.,,jt,h CBC 1502. ,-r- 1 '-----r--~DAAIN&ovtAnow ____ _, I a) Specify the roofillg A'laterial to h01,·e a Class A foe elassifieatieR. PFo¥ide lCG A1:1meer for tke FOOfi Ag A'laterial. A9. SHEET A6,2: a) Details 4, 5, & 6: ldeAtify 0fld pro¥ide spees for all iRterior glazi:Ag. Also identify all safety glaziAg per CBC 2406. AlO. SHEET A6.3: a) Details 1 & I 0: IdeAtify 0fld J)ro•,ride spees for all iAterior gla;aiAg. Also ideAtify all safety glM:iAg per CBC 2406. All. SHEET A6.4: a) Details 2, 3, 4, & 5: 1deRtify a11d pre¥ide spees for all iAterior glaziRg. Also ideAtify all safety gla;aing per CBC 2406. A12. SHEETS A 7 .0 to A 7 .2 : a) a) Pre\•ide eale1:1lati0As 0fld details of the refleeted eeiliag ft:aming. Clarify if the refteeted ee iliAg is a s1:1speAded eeiliAg. IR: additieA to the 1:rian1:1faet1:1Fer's speeifieatioAs, Category 0 , E, aAd f eeiliAgs are to be designed aAd iAstalled aooordiAg to ASTM 6580 aAd to other reEJ1:1ire1:rients li sted iA ASG:6 7 16, seetioa 13 .5.6.2.2, es refereAoed B)' CBC T.I. FOR EXISTING BLDG. AND ADD TWO NEW BLDG. 'S 2676 State St. City of Carlsbad-SECOND REVIEW City Penn it No.: PC2022-0046 True North No.: 22-018-309 Page 6 December 21, 2022 SeetieA I 613 . I. Alternatively, previEie the ICC ESR appre~•al per the 2019 CBC for the preposeEI s~•stem or show eompli9flee with ASTM G635 , ASTM C636, anEI CISCA. A13. SHEET A8.3: a) Show hardware type for all doors. 12/21/2022-PC2: Not resolved. Specify type of hardware per CBC 1 OJ 0.1.9. Occupan£Y Group: A14. SHEET Gl.4: a) b) Revise the oeeupant loads fer suites IO I & 200 to 42 & 2 I respeetively. Re~•ise the areas, oeeupant loaEI faetor, and total oeeup9At lead per area to mateh the ones OR sheet Gt-£ A15. SHEET GI.Si a) b) Site: Revise the followiAg oeeupaAeies to 8 siAee the oeeupant loeEI does Rot eM:eeed 50 per CBC 303 . l. l: i) ii) iii) The eeAfereAee room iA suite 101. The break room iA suite 200. The fitAess room in suite 300. AA oeeup9Aey seperatioA of 2 hours is reEjuired betweeA group B aAEi S 2 oeeup&Aeies per CBC table 508.4. Sho..,,1 on floor pl9fls a:nEI Eietail the hori2:ontal anel vertieal fire rated oeeupane:,• separation walls anEI floor/eeiliAg assemblies. ProviEie UL li sting for ell fire rated assemblies. OCCUPANT LOAD • SUITE 101 nl.eYEL2 Ol'l'ICE 152 s, OCCUPANT ITOR. 31 &f ROOM ~.<. OSI! b,L.F. LOAD Ol'flCE 12T S, STOR. .. , .... 1·2 ~)00 1 OHICE nrs, TCROO!ol 22111.l" I "150 _2_ TC ROO!ol 2~&, 150 2 ITOR. S7 S, OFFlCE 12T SF A16. SHEET Al.l: a) b) Speeify, oA plat1s, the aeeessible path ef tra•tel shall be 48 iA minimum width walkway, 5% maM:.imum slope iA the direetioA oftra¥el, 2q4, ma-Jiimum eross slope. l lB 403 .3 & 11 B 403.5 Show complete dimensions of the accessible parking stalls and show required signage. Specify the slope and cross slope of the accessible parking space and the access aisle. T.I. FOR EXISTING BLDG. AND ADD TWO NEW BLDG.'S 2676 State St. December 21, 2022 City of Carlsbad-SECOND REVIEW City Pennit No.: PC2022-0046 True North No.: 22-018-309 Page 7 12/21/2022-PC2: Clarify theses markings. Car and van parking spaces shall be 216 inches long minimum. Car parking spaces shall be 108 inches wide minimum and van parking spaces shall be 14'1 inches wide minimum, shall he marked to define the width, and shall have an adjacent access aisle complying with Section 11 B-502.3. (CBC I 1 B-502.2) The parking space shall be outlined In blue or painted blue and shall be marked with an International Symbol of Accessibility complying with Section llB-703.7.2.1 a minimum 36 inches wide by 36 inches high in white or a suitable contrasting color. Tl,e centerline of the International Symbol of Accessibility shall be a maximum of 6 lncl,esfrom the centerline of the parking space, Its sides parallel to the length of tlte parking space and its lower corner at, or lower side aligned with, the end of the parking space. (CBC llB-502.6.4.2) ----i---r-7 evsei ,----i". ~/ ;/ (15, 16) 8°-6' TYPICAL c) Show and detail all required detectable warnings on the plans to demonstrate compliance with the 11B-247 & llB-705. l 2/21/2022-PC2: Circulation paths contiguous to vehicular traff,c shall be physically separated from vehicular traffic. Vehicular traffic includes travel through parking facilities, into and out of parking spaces, into and out of electric vehicle charging spaces, and along roadways, driveways and drive aisles. Physical separation shall be provided with circulation paths raised 4" minimum above the area where vehicular traffic occurs. (llB-250.1) Detectable warnings shall consist of a surface of truncated domes and shall comply with Section I J B-705. CBC 118-705.1.1 0 i to Floor or ground surface within required maneuvering clearances shall comply with Section l JB- 302. Changes in level, slopes exceeding 1 :48, and detectable warnings shall not he permitted. (CBC llB-404.2.4.4) T.I. FOR EXISTING BLDG. AND ADD TWO NEW BLDG.'S 2676 State St. City of Carlsbad-SECOND REVIEW City Penn it No.: PC2022-0046 True North No.: 22-018-309 Page 8 December 21, 2022 I 0:. I Q : 0::: I 0.. - TYPICAL PER OET, ---ACCESSI PER CBC d) Please demonstrate compliance: Parking spaces, access aisles and vehicular routes serving them shall provide a vertical clearance of98" minimum. (1 lB-502.5) 12/21/2022-PC2: The comment applies to the lower-level accessible parking space in tlte two- level parking f aci/ity. e) An accessible route complying with Section 1 IB-402 shall connect the vehicle space and the EV charger which serves it. (CBC 11 B-812.5.2) t) g) 12/21/2022-PC2: Not resolved. Not provided. V s· -e· rYPICAL Vehiele spaees and aeeess aisles shall be desigAed se tkat 'Nhen the ,•ehiele spaee is eee1:1pied the reql:lired elear 'Nidth ef aajaeent aeeessible re1:1tes is net ebsk'Heted. A eurb, ..,,,heel step, bollards, er ether barrier shall be pre,•ieed if req1:1ired te pre,.•eflt enereaehnient efvehieles eyer the req1:1ired elear 1Nidth ef adjaeent aeeessible re1:1tes. CBC 11B 812.5.3 EVCS shall be designed so accessible routes are not obstructed by cables or other elements. CBC 1 lB-812.5.5 12/21/2022-PC2: Not resolved. Clarify the location of the EV accessible parking space. Show accessible route from the accessible EV !!pace to the charging station and show clear space in front of the charging !i·tation. See example below. T.I. FOR EXISTING BLDG. AND ADD TWO NEW BLDG.'S 2676 State St. City of Carlsbad-SECOND REVIEW City Permit No.: PC2022-0046 True North No.: 22-018-309 Page9 December 21, 2022 ELECTRIC VEHICLE CHARGING STATION (1 -4 SPACES) h) EVCS vehicle spaces shall provide surface marking stating "EV CHARGING ONLY" in letters 12 inches high minimum. The centerline of the text shall be a maximum of 6 inches from the centerline of the vehicle space and its lower comer at, or lower side aligned with, the end of the vehicle space length. (CBC 118-812.9) 12/21/2022-PC2: Not resolved. See additional comment to plan check item K below. i) Vehicle spaces serving van accessible EVCS shall be 144 inches wide min imum and shall have an adjacent access aisle complying with Section 11 B-812.7. (CBC 118-812.6.1) 12/21/2022-PC2: Not resolved. See additional comment to plan check item K below. j) Please demonstrate compliance: Where EV chargers are provided, operable parts on all EV chargers shall comply with Section 11 B-309 .4. (CBC l lB-228.3 .1.2) 12/21/2022-PC2: Not resolved. See additional comment to plan check item K below. k) Electric vehicle charging stations are not parking spaces per CBC 11 B-208.1. A separate van accessible EV parking space shall be provided per CBC l 1B-228.3. 12/20/2022-PC2: Not resolved. The green building code, section 5.106.5.3.3, requires at least one EV space to be provided per table 5.106.5.3.3. Tl,is space cannot be restricted to a specJjlc person/employee or private use vehicle as stated in exception #1 of CBC llB-228.3.2. Even though the EVCS is not available for public use, but it is located in a common use area where all employees J,ave access to it. Table llB-228.3.2.1 is/or public use and comnwn use. I) EV vehicle spaces, access aisles serving them, and vehicular routes serving them shall provide a vertical clearance of 98 inches minimum. Where provided, overhead cable management systems shall not obstruct required vertical clearance. CBC 11 B-812.4 12/21/2022-PC2: The comment applies to the Lower-level accessible parking space in the two- level parking facility. ACCESSIBILITY COMMENTS: No Comments T.I. FOR EXISTING BLDG. AND ADD TWO NEW BLDG.'S 2676 State St. City of Carlsbad-SECOND REVIEW City Penn it No.: PC2022-0046 True North No.: 22-018-309 Page 10 December 21, 2022 HAZARDOUS MATERIAL COMMENTS: HI. ~~ew lee speee is pFepeseEI. AEIEfress the fellewiRg: e) A list ef he2eFEleus meteFiels ena theiF EJUSRtities sheulEI be submitteEI eR e room by room eesis with a eempMiseR te the meteFiels &Ra (lUSRtities elleweEI e~' CBC Tables 307.l(l) aRa 307.1(2). H2. Clearly show the location of all control areas on plans. Control areas shall be separated from each other by tire barriers in accordance with Table 414.2.2, the floor construction of the control area and the construction supporting the floor of the control areas shall have a minimum 2-hour fire resistance rating. CBC 414.2.4 12/21/2022-PC2: SHEET GJ.5: Clarify the location of the 2-1,our separation between control areas as shown in the statement. Also, sltow, on sheet A2.0, the required fire separation for control area #2. c:ax,w w:tt•• ttlN ,nw.oNCUllo 1M n.rta MfAI "tflc.ec:Tlllll.•!t1J 14fQllll'f~GMOIN.&.0Wt ..... OFTl41 fl4()()1rfTJQ..,,,,.,,.~8A1·.,.._, • ...,._111111NA\T()H IOCH1Y~OAT~l0C:.......0\0IN..LNTWtlNIUITI tOOI IIO TltlCOtilTIIQ.Nl&'~JArM ... INrCI.IU.l,cJOfNOl lfUJ+wt>~IN'ICl(tUt j MECHANICAL COMMENTS: M3. Provide guards where mechanical units are within 10 feet of the roof edge. CBC 1015.6 PC2: Comment above not addressed. Provide code sections referencing exception "Fall Protection Travel Restraint System," per response to comments, or address comment above. M4. Where mechanical rooftop equipment are less than 10 feet from the roof edge, provide guards in accordance with CBC IO 15 .6. Show the following: a) Guard height shall be 42 inches minimum above the walking surface. CBC 101 5 .2 b) Guards shall be adequate in strength and attachment in accordance with CBC 1607.8.1. c) Guards shall have openings which shall not allow passage of a sphere 21 inches in diameter. CBC 1015.6. PC2: Provide code sections referencing exception "Fall Protection Travel Restraint System," per response to comments AND provide the required information on plans, or address comments above. Guards are required as well wltere roof access hatch is Located within 10 ft from roof edge. MS. Sheet M 201 Clarify return air from the common room 32 and the open office room 10 per CMC 402. PC2: Plans show non-ducted return air supply which implies the space above the suspended ceiling is used as a plenum. CMC 602.2 requires materials exposed to tlte plenum to be either: a) Noncombustible or b) Shall l,ave aflame spread index of 25 maximum and a smoke developed index of 50 maximum. As the roof is wood framed construction, compliance with CMC 602.2 does not appear possible. Please address. T.I. FOR EXISTING BLDG. AND ADD TWO NEW BLDG.'S 2676 State St. December 21, 2022 ELECTRICAL COMMENTS: No Comments. PLUMBING COMMENTS: City of Carlsbad-SECOND REVIEW City Penn it No.: PC2022-0046 True North No.: 22-018-309 Page 11 Pl. Provide documentation to demonstrate that the mm1mum number of required fixtures is within the minimum required by CPC 422.0 and Table 422.1 . PC2: Plumbing count table of sheet GJ.4 does not specify the number of lavatories, urinals, water closet, water fountains, service and service sinks "Required," per CPC 422, and "Provided," in plans. Please revise. GREEN BUILDING COMMENTS: No Comments. ENERGY COMPLIANCE COMMENTS: Tl. Submit electrical distribution title 24 energy fonns. PC2: "Electrical Distribution," title 24 energy forms not provided. Comment above remains. STRUCTURAL COMMENTS: Plans: 81. S2. Per ei~1 13olie~, nails for shear transfer eoA:fleetion (use of A35 's, ete.) ma)' not ee driven 13a:rallel to the flanges ofTJI 's (i.e., along the sides). Re't1ise a13p lieaele details to shoY,' eomplianee. SHETT S2.0: a) Per detail 4/SD4, show the width of the existing and new continuous foundation. i I I ~~ I I I I I I I ti L ...(I f),OU'C)ATION 1,11"4 TOPU TM ('0,1Q£O •INPSOH'11f..,,,. l{t.lKO•'MH/ t1roc--.Y 4 12/21/2022-PC2: Show, on detail J0ISD4, the minimum assumed width, depth, and reinforcement per calc pages 21 & 22 of the existing foundation to be field verified. Also, revise tire anchor bolt size, depth, and epoxy system to match the calc page 23 to 28. T.I. FOR EXISTING BLDG. AND ADD TWO NEW BLDG.'S 2676 State St. City of Carlsbad-SECOND REVIEW City Penn it No.: PC2022-0046 True North No.: 22-018-309 Page 12 December 21, 2022 e) c) 10 Per detail 4/8D4, shew the width ef the e~dstiAg &Ad Rew 00Atift1:101:1s f.o1:1t1dati0A. Provide calc for the required grade beam under the shear waJls along gridline 4. Check stability. Also, Provide calc for the anchorage of the anchor bolt into the exiting foundation. Show compliance with A Cl 318-14, sections 17 .2.3.4 and 17 .2.3 .4.3 for the net uplift force of 9,606 lbs. I 2/22/2022-PC2: i) Show on detail J0ISD4 tlte width, depth, and tlte existing reinforcement/or tire existing grade beam to be field verified (2-#4 top & bottom w/#4 ties @ l2" olc). ii) Revise the anchorage calculation to show exact edge and end distances for the anchor bolt installed in a 12" wide x 12" deep foundation. Cale shows infinite concrete around the anchor bolt. iii) Reference, on the foundation pla11, the accurate detail of the Ito/down connection to foundation showing the anchor bolt size, depth, and epoxy system to match the calc page 23 to 28. Detail 2/SD4 does ,rot show the required installation itiformation. iv) Show the existing width ofthefoun<lation at the existing CMU wall. T.I. FOR EXISTING BLDG. AND ADD TWO NEW BLDG.'S 2676 State St. City of Carlsbad-SECOND REVIEW City Pennit No.: PC2022-0046 True North No.: 22-018-309 Page 13 December 21, 2022 I I I I I ~: I = I d) Provide calc for the required grade beam under the shear walls along gridline 4. Check stability. e) Also, Provide calc for the anchorage of the anchor bolt into the exiting foundation. Show compliance with ACI 318-14, sections 17.2.3.4 and 17.2.3.4.3 for the net uplift force of 10,196 lbs. 12/21/2022-PC2: i Li ; I I I I I I .r.=1_! I #.,,.'Ert I I I I I) Show on detail J0ISD4 the width, depth, and the existing reinforcement/or the existing grade beam to be field verified (2 -#4 top & bottom w/#4 tles @ l2" olc). ii) Revise the anchorage calculation to show exact edge and end distances for the anchor bolt installed in a 12" wide x 12" deep foundation. Cale shows infinite concrete around the anchor bolt. iii) Reference, on the foundation plan, a typical detail of the J,oldown connection to foundation showing the anchor bolt size, depth, and epoxy system to match the ca/c page 23 to 28. Detail 2/SD4 does not show the required installation information. Reeheok Eletail 51S02. Provide a Eletail showing Rew 13aEI footiflg tie to the eKistiAg slab. = f) 12/22/2022-PC2: Clarify that detail 5/Sl.2 is applicable at new foundation only U.N.O. on plans. This comments applies to all sheets showing this comment. T.I. FOR EXISTING BLDG. AND ADD TWO NEW BLDG.'S 2676 State St. City of Carlsbad-SECOND REVIEW City Penn it No.: PC2022-0046 True North No.: 22-018-309 Page 14 December 21, 2022 SJ. I """"'',i..,, ,, ,....,,.I ... , \,l,i ..__,._.,, .... I '· SEE AACKL PLANS FOR EXi. SWIS 5. SEE DETAIL 11S04 FOR 5PREAOFOOTINGSCHEDULE SHEET S3.0: a) Provide a typical beam/column connection detai l. 12/22/2022-PCl: Reference on plans the typical beam to column connection detail. Detail 7/SJ.3 called out in the response sheet is not referenced on the framing plan. b) Reference a typical connection detail. 12/22/2022-PC2: Not resolved. Connector ''HUCQN" is not provided in tlte Simpson catalog. Submit tlte detail showing method of connection to the existing CMU wall and show tire required epoxy bolt system and minimum embedment depth. Provide calc. c) Reference a typical drag detail. Show drag to shear wall and check the continuity of the double top plat (chord). Also, show the required chord splice. El) 12/22/2022-PCl: Show positive connection per ASCE 7-16, section 12.1.4. Reference a typical connection detail clarifying that this connection is under the existing double top plate. Remer,•e the te*t e¥erlaf). The eean:i sii:e is Aet elear. '4!! P( YT•5501.8St.W(~ T.I. FOR EXISTING BLDG. AND ADD TWO NEW BLDG.'S 2676 State St. City of Carlsbad-SECOND REVIEW City Pennit No.: PC2022-0046 True North No.: 22-018-309 Page 15 December 21, 2022 S4. SHEET S4.0: a) Pro,.·ide a referenee to all fJ&d footing size and reinforeemeet. = S5. SHEET S5.0: a) Show required drag strut along grid line "E" and provide calc. ~ il. I ~!:.~.:.~~-1Hijl,-__,,_,~ ,xl2 (LOW) HSS 4~4,cY, '5 STL.CO. S03 ---~~~---_(ffi:lli'!'.,11!M -~= --'liO' STRAP -~t C 12/22/2022-PC2: Per the response sheet, calc page 54, please adjust the allowable loads to account/or the end distance per NDS 12.5.1. Detail 15/SD3 shows an end distance of 2". This is less than the minimum required 7D for full load and 3.5D for ½ the load. Adjust detail J 5/SD3 to show the minimum required end distance. b) Provide calc for the drag connection detail along gridline 2. Show compliance with ASCE 7-16, section 12.10.2.1. e) d) " ' 1~ i 12/22/2022-PC2: Show positive connection per ASCE 7-16, section 12.1.4. also, per NDS 4.1.5.1.1, anchorage to masonry wall shall not be accomplislied by use of nails subject to withdrawal or toe-nails. Revise the calc to use the equations with seismic load effect including the overstrength per ASCE 12.10.2.1. She..,,, reEfuired dreg strut along grid line "B.8" Elfld fJFO¥ide eale. Sho•,1,• the drag stFafJ as reEfuired 8)' detail 161802. Pro¥ide eale for the drag eoru~eetion detail along grialine 6. Show eornfJliaflee with ASC:6 7 1 €1, seetion 12.10.2.1 . T.I. FOR EXISTING BLDG. AND ADD TWO NEW BLDG.'S 2676 State St. December 21, 2022 e) Chee!, mismoteli in detail eall eMt. City of Carlsbad-SECOND REVIEW City Permit No.: PC2022-0046 True North No.: 22-018-309 Page 16 f) Reference a typical shear transfer details as required on plans. ~I 12/22/2022-PC2: Check mismatch in the reference shear transfer detail 12/SD3. Also, reference a shear transfer detail at the cantilever diaphragm. g) Show positive connections. T.I. FOR EXISTING BLDG. AND ADD TWO NEW BLDG.'S 2676 State St. City of Carlsbad-SECOND REVIEW City Permit No.: PC2022-0046 True North No.: 22-018-309 Page 17 December 21, 2022 12/22/2022-PC2: Hangers with nails in witlu/rawal is not a positive connection. A positive connection ls a connection that doesn't rely solely on gravity or friction for resistance. Show positive connection per ASCE 7-16, section 12.1.4. I :~ S6. SHEET S6.0: a) Pro¥ide ealo for this header. RefereAee a typieal holeo•Nfl ooAAeotioA Eletail. II ii SE tt r'IJSTC40' 6,9 i ,I, '" S7. SHEET S7.0: a) Prn•,cide ¥ertioal aAEI lateFa) &Aalysis for this l:n1ilEliAg. S8. SHEET SDI: a) Show the thickness of LSL to be 3" minimum. A35 cannot be installed on each side of a member less than 3" in thickness per Simpson's catalog. T.I. FOR EXISTING BLDG. AND ADD TWO NEW BLDG.'S 2676 State St. City of Carlsbad-SECOND REVIEW City Penn it No.: PC2022-0046 True North No.: 22-018-309 Page 18 December 21, 2022 12/22/2022-PC2: Check the A35 as installed to transfer the out of plane load to the floor diaphragnL The CMU wall is 8" (7.625'~ wide and the beam is 5.25" wide. The remaining space to install the A35 is 2.375". Details 5, e, 13, 15, 19 & 20: Show the embeemeRt Eie13th of tl:le "PAl 8" aRehor per Sim13soH's c) Details l, 2, 3, & 4: Show maximum assumed height of the parapet wall. Check the connection to resist wind loads per ASCE 7-16, section 30.8 and figure 30.8-1 . Provide calculations. a) G: 12/22/2022-PCl: Not resolved. Provide calcfor the wind pressure/or the C & C elements oft/re parapet per ASCE part 6 section 30.8. andjlg. 30.8-1. Both windward & leeward wind loads must be added for the final applied wind load. Detail 7: Shew eoA:ReetioR of wall braee to wall aae roof Eiia13hregm. T.I. FOR EXISTING BLDG. AND ADD TWO NEW BLDG.'S 2676 State St. City of Carlsbad-SECOND REVIEW City PennitNo.: PC2022-0046 True North No.: 22-018-309 Page 19 December 21, 2022 S9. SHEET SD2: a) b) Rei,•ise the Elef'th ef foetiRg te 24" per the set!' s repeft page 9. Shew Fe('JuireEI length ef the steel braol,et an El shew 1Hiaim:u1H enEi ElistB:floe ef the belt te the beam eEi:ge. Also, shew strap for Elrag strut. c) Detail 13 & 14: Check the connection to resist wind loads per ASCE 7-16, section 30.8 and figure 30.8-1. Provide calculations. El) (,i 13 12/22/2022-PC2: Not resolved. Provide calc for the wind pressure for the C & C elements of the parapet per ASCE part 6 section 30. 8. and fig. 30. 8-1. Both windward & leeward wind loads must be added for the final applied wind load. Details l & 2: Sf'eoify that the 2' Q" is a minim1:1m embeElment Elepth. Shew skin reiaforoement when Elepth ef foetiBg e*eeeEls 3 6". T.I. FOR EXISTING BLDG. AND ADD TWO NEW BLDG.'S 2676 State St. City of Carlsbad-SECOND REVIEW City Pennit No.: PC2022-0046 True North No.: 22-018-309 Page 20 December 21, 2022 Sl0. SHEET SD3: a) Detail 4: Show load path to shear wall from the lower roof diaphragms. b) e) ✓- I r 1,-=.=~-=s,::l--'"~.,... I 'CUl"\HIU• 12/22/2022-PC2: Provide calc for the wind pressure for the C & C elements of the parapet per ASCE part 6 section 30.8. and.fig. 30.8-1. Both windward & leeward wind loads must be added for the final applied wind load. Detail 9: Show shear traasfer aAd load i:,ath from ui:,per roof to dfag beam. Detail 11: 8ho1H load i:,ath to shear paAels on both sides of the stud wall. T.I. FOR EXISTING BLDG. AND ADD TWO NEW BLDG. 'S 2676 State St. December 21, 2022 "T~ I " " " -..u \t)IIOofilWffltS jlt;;i.Wltll•tU' ,.,...,...,_,_.,_,__._-_.__..t--' ""t• IOG .... d) Detail 15: Show the wood beam on detail 15. ·--........ _..,llh~ f•IU."f ............ lfl.lU'I_, .... .... ........ 15 City of Carlsbad-SECOND REVIEW City Penn it No.: PC2022-0046 True North No.: 22-018-309 Page 21 12/22/2022-PC2: Check the minimum end distance for the 518" diameter bolts for compliance with NDS 12.5.J. SU. SHEET SD4: a) Details 8 & 9: Speeify that the 2' ~" is a mini:ffl1:1ffi emeeElment Elepth. Shew skin feiAfeFOement wheA depth ef feating eM:eeeEls 3 (;". ? • ; t W~i;;:::i\-;.:...:J;i : , .... --.. , . b) 12/22/2022-PC2: Detail 3: Revise the continuous foundation width to 15" minimum per the soil report. T.L FOR EXISTING BLDG. AND ADD TWO NEW BLDG.'S 2676 State St. December 21, 2022 ,":.:.=,,.:-oc _,,,_ -- Structural Calculations: City of Carlsbad-SECOND REVIEW City Pennit No.: PC2022-0046 True North No.: 22-018-309 Page 22 S 12. Cole page 4: Re\<ise the '"''000 speeies ta moteh the w00EI speos on sheet S l .Q. S 13 . Cole page 4: Clarify the loeotion efaeam RB l oR the roof framing pion of b1:1ilEliRg l, sheet S3 .Q. S.14. Cole page 7: AEIEI eeReentrateEI leaEI fFOm the beams s1:1pp0rting the meoh&Aieal eq1:1ip.mem an the reef. S 15. Calo page 9: ProviEle leaEI eale for the applioEI looEI meohonieol aAEI peiRt leaEI OR boom RB 5. S 16. Cole page 18: Re·l'ise the length of the shear •1,1alls along griElliRe 4 to motoh the f)lons. (4' & 4 .75') .... 1•• • \l-••·•1v1♦ 'H••• h ,i;• i I ...... ...._.--:---ti-----t----t--1--t----,e---1'-~· _.--ti--~.,::::-~---~.,---,- ··• I \ • 4,. ., ' .. ,, ' . ' ..... S 17. ProviEle eoleulatiens for the oherEI and ehord spliee for b1:1ilding I. Sl 8. Cale page 20, s1:1ite 200: Pro\1ide oalo for the red1:1ndoney faotor in the nortl=t so1:1th direction. Sl9. Cale page 33: Cheek the lengtlt efCMU '"''alls along gridlines 2 & 3. The 8', 3.75', 3.5' & 3' walls de flat apf)ear ta mateh the plans. Please \'erify. S20. Cole page 33: Provide ealo for the eapaeity efthe CMU wall along griEllines 2, 3, 6, & 7 ta resist 1:1plift lead of .14,300 lbs. S2 I. Colo page 3 4: Previde oale for the oontin1:101:1s fo1:1ndatiofl s1:1pp0rting eooentrio loads fi:om the twe story CMU walls aloRg grid line A. 822. Cale page 35: Woll a.Reheroge shall be desigHed per ASC:67 16, seetien 12.1 l.2 aflEI equotiefl 12.I 1 l. Show the required ka faotor or use 2.9. S23. The follov11iflg applies to the g1:1ardrail eolo page 37 8fld detail 6/SD2: a) The thread pefletrotion sho1:1ld 1:1se the dimensions per NDS Tobie L2 (e*oluding the t&f)ered tip); the lag serew is not th:reoded the full leAgth. b) e) The guardrail loading is perpenElieular to graia. Per NDS Table J 2.5 .1 C, 4D edge distaaee is reqttired at the loadeEI edges (eon be either side). As stteh, the (2) 2* is not suffioiently wide. Please re•,iew and revise. Cheol, the 4 lag sorews ta resist beth shear and withdro-wol sim1:1ltaAe0usly. Cheek per ~ms § 12.4. I. S24. S1:1ite 200: Cheek vertiool iff'egulority type 4 fer iR plane disoentinuity in \1ertieal lateral foree resisting element. Cheek ASCE 12.3.3.3 & 12.3.3.4. S25. Suite 200: Provide calculations for the roof and floor ledgers. 11/22/2022-PC2: Provide calc/or the ledger considering combined vertical and in-plane lateral loads. T.I. FOR EXISTING BLDG. AND ADD TWO NEW BLDG.'S 2676 State St. December 21, 2022 S26. Suite 200: Show stairway framing and provide calc. 12/22/2022-PC2: City of Carlsbad-SECOND REVIEW City Permit No.: PC2022-0046 True North No.: 22-01 8-309 Page 23 S27. Pre.,,iele EietaileEI 01c1t ef plB:Ae aAalysis for tke CMU walls eflmileiiftg 2. S28. Pre'lieie eale fer the reef aftei fleer Eliaph:-agms aflEI skew the reEJ1c1ireEI rnef flftei fleer Eiiaph:-agms eft plafts fer all e1c1ilEiiflgs. S29. S1c1ite 200: Pre.,·iEle eale fer tke s1c1e Eliapkragms aAEI skew e0m13liaAee with ASC.6 7 le, seetieA 12.11.2.2 fer eeatia1c101c1s ties. Shew eeatiA1c101c1s ties en all applieaele details. S30. Pre.,·iele eale for the GMO shear walls te resist i11 plflfte sl~ear aAEi uplift leaEls for all b1c1ilEli11gs. S3 l. Pre.,·iele eale fer all Elrags,leelleeter elemeats per ASCB 7 1 e, seetieR 12.10.2. I S32. Pre.,·iele fe1c1nelfttien eale1c1latiens for all b1c1ilEiiAgs. S33. Foundation plans and details shall be signed reviewed and approved by the soil engineer. 12/22/2022-PCl: Not resolved. If you have any questions regarding the above comments, please contact Bachar Koujah, PE via email bachark@tncservices.com or telephone (562) 733-8030. [END] Transmittal Letter October 14, 2022 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review: T.I. FOR EXISTING BLDG. AND ADD TWO NEW BLDG.'S Address: 2676 State St., Carlsbad CA Applicant Name: John Wankner Applicant Email: John@wal-designs.com 1rt1e North COMPLIANCE SERVICES FffiST REVIEW City Penn.it No: PC2022-0046 True North No.: 22-018-309 True North Compliance Services, Inc. has completed the first review of the following documents for the project referenced above on behalf of the City of Carlsbad: l. Drawings: Electronic copy dated September 27, 2022, by Wal Designs. 2. Structural Calculations: Electronic copy dated September 15, 2022, by Qualls Engineering. 3. Energy Document: Electronic copy dated September 26, 2022, by Tom Harmon. 4. Geotechnical Report: Electronic copy dated May 20, 2022, by Engineerin Design Group. 5. Other Documents: Electronic copy of Climate Action Plan & Outdoor Lighting Energy Cale. Attn: Permit Technician, the plans have been reviewed for coordination with the permit application. See below for additional information: Valuation: Scope of Work: Floor Area: Confirmed Confirmed Confirmed Our comments follow on the attached list. Please call if you have any questions or if we can be of further assistance. Sincerely, True North Compliance Services Review By: Bachar Koujah, PE -Senior Plan Review Engineer MEP Review By: Alaa Atassi -Plan Review Engineer True North Compliance Services, Inc. 3939 Atlantic Avenue Suite 116, Long Beach, CA 90807 T / 562.733.8030 T.I. FOR EXISTING BLDG. AND ADD TWO NEW BLDG.'S 2676 State St. October 14, 2022 Plan Review Comments RESUBMITT AL INSTRUCTIONS: City of Carlsbad-FffiST REVIEW City Penn it No.: PC2022-0046 True North No.: 22-018-309 Page2 Deliver THREE corrected sets of plans and TWO corrected calculations/reports directly to the City of Carlsbad Building Division, 1635 Faraday Ave., Carlsbad, CA 92008, (442) 339-2719. The City will route the plans to True North, Planning and Land Development Engineering Departments (if applicable) for continued review. Note: If this project requires FIRE PREVENTION review, ensure that you follow their specific instructions for resubmittal review. The City will not route plans back to Dennis Grubb & Associates for continued Fire Prevention review. GENERAL INFORMATION: A. The following comments are referred to the 2019 California Building, Mechanical, Plumbing, Electrical Codes, California Green Building Standards Code, and Energy Code (i.e., 2018 IBC, UMC, UPC, and 2017 NEC, as amended by the State of Califo rnia). B. There may be other comments generated by the Building Division and/or other City departments that will also require your attention and response. This attached list of comments, then, is only a portion of the plan review. Contact the City for other items. C. Respond in writing to each comment by marking the attached comment list or creating a response letter. Indicate which details, specification, or calculation shows the required information. Your complete and clear responses will expedite the re-check. D. Please be sure to include the architect and engineer's stamp and signature on all sheets of the drawings and on the coversheets of specifications and calculations per CBPC 5536.1 and CBPC 6735. This item will be verified prior to plan approval. OCCUPANCY & BUll,,DING SUMMARY: Occupancy Groups: Occupant Load: Type of Construction: Sprinklers: Stories: Area of Work (sq. ft.): B 57 fo r bldg. 1, 35 for bldg. 2, 7 for bldg. 3. V-B No 1&2 8598 sq. ft. ARCHITECTURAL COMMENTS: General: A 1. New construction is proposed at 5 feet or closer to the property line, as such a boundary survey report is required. A li censed surveyor is required to complete Carlsbad fonn B-60A and provide it to the Building Inspector at the foundation inspection. https ://www.cprlsbadca.gov/home/showpu b Ii sheddoc u ment/9666/63 7 8 5 97 64 7 83 800000 Provide the following note on the cover sheet of the plans: A boundary survey report is required for this project. Concrete placement will not be approved until a boundary survey showing compliance to the approved plans is provided to the Building Division. T.I. FOR EXISTING BLDG. AND ADD TWO NEW BLDG.'S 2676 State St. October 14, 2022 City of Carlsbad-FIRST REVIEW City Permit No.: PC2022-0046 True North No.: 22-018-309 Page3 A2. Roof mounted equipment must be screened and roof penetrations should be minimized. City Policy 80-6 A3. Clarify if a medical office is going to occupy building 2, suite 200 . A4. SHEET A2.0: a) Identify all the fixtures in the laboratory area. l -~==-= ~"' Q --= Ar--== ~ ·L , 1 +. J ii .... II b) Show opening protection for the two-hour occupancy separation between the S-2 & B occupancy. OD ., ..... ... c) Identify and provide specifications for these windows. AS. SHEET A2.1: [,,) ....... ,o , .. ,,, a) Detail 1, suite 100: Reference a detai I of the roof drain. Show compliance with CBC 1502. b) Details 1 & 2: Specify the roofing material to have a Class A fire classification. Provide ICC number for the roofing material. c) Detail 2, suite IO 1: Show the roof drain and reference a detail showing compliance with CBC 1502. A6. SHEET A2.2: a) Identify and provide specs for all windows and doors in suite 300. T.I. FOR EXISTING BLDG. AND ADD TWO NEW BLDG.'S 2676 State St. October 14, 2022 A 7. SHEET A2.3: City of Carlsbad-FIRST REVIEW City Permit No.: PC2022-0046 True North No.: 22-018-309 Page 4 a) Suite 200: Identify and provide specs for all interior glazing. Also identify all safety glazing per CBC 2406. b) Suite 200: Provide details of the drainage system. Show compliance with CBC 1502. 0 I z., .... I c) Suite 200: Specify the roofing material to have a Class A fire classification. Provide lCC number for the roofing material. d) Suite 200: Provide dimensions for the corridors. • I / r.r., e) Detail 2, suite 300: Specify the roofing material to have a Class A fire classification. Provide ICC number for the roofing material. f) Detail 2, suite 300: Show the roof drain and reference a detail showing compliance with CBC 1502. A8. SHEET A2.4i a) Provide details of the drainage system. Show compliance with CBC 1502. --'"' ------i- J b) Specify the roofing material to have a Class A fire classification. Provide lCC number for the roofing material. T.I. FOR EXISTING BLDG. AND ADD TWO NEW BLDG.'S 2676 State St. October 14, 2022 A9. SHEET A6.2: City of Carlsbad-FIRST REVIEW City Penn it No.: PC2022-0046 True North No.: 22-018-309 Page 5 a) Details 4, 5, & 6: Identify and provide specs for all interior glazing. Also identify all safety glazing per CBC 2406. Al0. SHEET A6.3: a) Details 1 & I 0: Identify and provide specs for all interior glazing. Also identify all safety glazing per CBC 2406. All. SHEET A6.4: a) Details 2, 3, 4, & 5: Identify and provide specs for all interior glazing. Also identify all safety glazing per CBC 2406. Al2. SHEETS A7.0 to A7.2: a) Provide calculations and details of the reflected ceiling framing. b) Clarify if the reflected ceiling is a suspended ceiling. In addition to the manufacturer's specifications, Category D, E, and F ceilings are to be designed and installed according to ASTM £580 and to other requirements listed in ASCE 7-16, section 13.5.6.2.2, as referenced by CBC Section 1613.J. Alternatively, provide the ICC-ESR approval per the 20 I 9 CBC for the proposed system or show compliance with ASTM C635, ASTM C636, and CISCA. A13. SHEET A8.3: a) Show hardware type for all doors. Occupancy Group: Al4. SHEET Gl.4; a) Revise the occupant loads for suites 101 & 200 to 42 & 21 respectively. b) Revise the areas, occupant load factor, and total occupant load per area to match the ones on sheet Gl.5. Al 5. SHEET G l.5i a) Revise the following occupancies to B since the occupant load does not exceed 50 per CBC 303 .1.1: i) The conference room in suite 101. ii) The break room in suite 200. iii) The fitness room in suite 300. (,.LIWLI O,,a t tU., •~• ITOa. ... .., , OHICI ■ 11 t:',:' r:::'~-=-i~~~-=-~~~ -"''"" ' T.I. FOR EXISTING BLDG. AND ADD TWO NEW BLDG.'S 2676 State St. City of Carlsbad-FIRST REVIEW City Penn it No.: PC2022-0046 True North No.: 22-018-309 Page6 October 14, 2022 Site: b) An occupancy separation of 2 hours is required between group B and S-2 occupancies per CBC table 508.4. Show on floor plans and detail the horizontal and vertical fire rated occupancy separation walls and floor/ceiling assemblies. Provide UL listing for all fire rated assemblies. OCCUPANT LOAD -SUITE 101 llnl LEVEL2 OFFICE 1/IZSF • "" 110 OCCUPANT nOR. NSF ( l •Z * ROOM AD~,/ USI D.L,F, LOAD OFFICE l21SF I.. • 1IO ITOR. NiiP\o s-z 1-000 1 OFFIC! wa, -----150 TCROO"L_ ffl Sf-I I ~150_ '--z -TCROOII! 2.ws~ -150 z ITOR. :17 SF >-,.1 7 300 OFFIC! l21SF I l 150 ..... -... ~ . _. ..... .. 4 --... ... A16. SHEET Al.1: a) Specify, on plans, the accessible path of travel shall be 48 in minimum width walkway, 5% max.imum slope in the direction of travel, 2% maximum cross-slope. 1 lB-403.3 & 1 lB-403.S b) Show complete dimensions of the accessible parking stalls and show required signage. Specify the slope and cross slope of the accessible parking space and the access aisle. c) Show and detail all required detectable warnings on the plans to demonstrate compliance with the 118-247 & 1 lB-705. d) Please demonstrate compliance: Parking spaces, access aisles and vehicular routes serving them shall provide a vertical clearance of98" minimum. (I 1B-502.S) e) An accessible route complying with Section l lB-402 shall connect the vehicle space and the EV charger which serves it. (CBC 1 IB-812.5.2) ·--evs---~ 15, 16) (17) (+18) V S' -s• rYPICAL f) Vehicle spaces and access aisles shall be designed so that when the vehicle space is occupied the required clear width of adjacent accessible routes is not obstructed. A curb, wheel stop, bollards, or other barrier shall be provided if required to prevent encroachment of vehicles over the required clear width of adjacent accessible routes. CBC l 1B-812.S.3 g) EVCS shall be designed so accessible routes are not obstructed by cables or other elements. CBC l IB-812.S.S h) EYCS vehicle spaces shall provide surface marking stating "EV CHARGING ONLY" in letters 12 inches high minimum. The centerline of the text shall be a maximum of 6 inches from the centerline T.I. FOR EXISTING BLDG. AND ADD TWO NEW BLDG. 'S 2676 State St. City of Carlsbad-FIRST REVIEW City Pennit No.: PC2022-0046 True North No.: 22-018-309 Page 7 October 14, 2022 of the vehicle space and its lower comer at, or lower side aligned with, the end of the vehicle space length. (CBC 1 lB-812.9) i) Vehicle spaces serving van accessible EVCS shall be 144 inches wide minimum and shall have an adjacent access aisle complying with Section l lB-812.7. (CBC l lB-812.6.1) j) Please demonstrate compliance: Where EV chargers are provided, operable parts on all EV chargers shall comply with Section 1 lB-309.4. (CBC 11 B-228.3.1.2) k) Electric vehicle charging stations are not parking spaces per CBC l lB-208.1. A separate van accessible EV parking space shall be provided per CBC 11 B-228.3. 1) EV vehicle spaces, access aisles serving them, and vehicular routes serving them shall provide a vertical clearance of 98 inches minimum. Where provided, overhead cable management systems shall not obstruct required vertical clearance. CBC l lB-812.4 ACCESSIBILITY COMMENTS: General: SHEET A2.0: a) Suite 101: Conference room: An assistive listening system shall be provided in assembly areas, including conference and meeting rooms. ( 11 B-219 .2) b) Suite l 0 l : Clarify the use of TC room. Identify all fixtures in the TC rooms. DI] TC,_ ,.,.,, r ,. J ,.._, ,.,., c) Suite l 0 1: The following applies to the restroom shown below. Provide details or reference typical details: i) The water closet shall be positioned with a wall or partition to the rear and to one side. The centerline of the water closet shall be 17 inches minimum to 18 inches maximum from the side wall or partition, except that the water closet shall be 17 inches minimum and 19 inches maximum from the side wall or partition in the ambulatory accessible toilet compartment specified in Section l lB-604.8.2. Water closets shall be arranged for a left-hand or right- hand approach. (CBC 11 B-604.2) ii) Lavatories, when located adjacent to a side wall or partition, shall be a minimum of 18 inches to the centerline of the fixture. (CBC l 1B-606.6) iii) Clearance around a water closet shall be 60 inches minimum measured perpendicular from the side wall and 56 inches minimum measured perpendicular from the rear wall. A minimum 60 inches wide and 48 inches deep maneuvering space shall be provided in front of the water closet. (CBC 11 B-604.3 .1) iv) Show required signages. California Health and Safety Code Section 118600 states: "All single-user toilet facilities in any business establishment, place of public accommodation, T.I. FOR EXISTING BLDG. AND ADD TWO NEW BLDG.'S 2676 State St. City of Carlsbad-FIRST REVIEW City Penn it No.: PC2022-0046 True North No.: 22-018-309 Page8 October 14, 2022 or state or local government agency shall be identified as all-gender toilet facilities by signage that complies with Title 24 of the California Code of Regulations, and designated for use by no more than one occupant at a time or for family or assisted use." I -·~·-·-· ·-·-·-·-·-·-·-·-·-·-· oj) le' :::;-;::::::::t:;:;~ If IR UNISEXW.C. 50SF 14 UNISEX W.C. 51 SF I ; I I I d) Suite I 00: The following applies to the restroom shown below. Provide details or reference typical details: i) The water closet shall be positioned with a wall or partition to the rear and to one side. The centerline of the water closet shall be 17 inches minimum to 18 inches maximum from the side wall or partition, except that the water closet shall be 17 inches minimum and 19 inches maximum from the side wall or partition in the ambulatory accessible toilet compartment specified in Section I IB-604.8.2. Water closets shall be arranged for a left-hand or right- hand approach. (CBC 11 B-604.2) ii) Lavatories, when located adjacent to a side wall or partition, shall be a minimum of 18 inches to the centerline of the fixture. (CBC 11 B-606.6) iii) Clearance around a water closet shall be 60 inches minimum measured perpendicular from the side wall and 56 inches minimum measured perpendicular from the rear wall. A minimum 60 inches wide and 48 inches deep maneuvering space shall be provided in front of the water closet. ( CBC I l B-604 .3 .1) iv) Show required signages. California Health and Safety Code Section l l 8600 states: "All single-user toilet facil ities in any business establishment, place of public accommodation, or state or local government agency shall be identified as all-gender toilet facilities by signage that complies with Title 24 of the California Code of Regulations, and designated for use by no more than one occupant at a time or for family or assisted use." v) A 36 inch (914 mm) wide minimum by 60 inch long minimum clearance shall be provided adjacent to the open face of the shower compartment. (CBC 11 B-608.2.2.1) vi) A folding seat shall be provided in roll-in type showers and transfer type shower compartments. Seats shall comply with Section 118-610. (CBC 118-608.4) vii) Show djmensions inside the shower. Standard roll-in type shower compartments shall be 30 inches wide minimum by 60 inches deep minimum clear inside dimensions measured at center points of opposing sides with a full opening width on the long side. (CBC 11 B- 608.2.2) viii) In standard roll-in type shower compartments, the controls, faucets, and the shower spray unit shall be located on the back wall of the compartment adjacent to the seat wall 16 inches minimum and 27 inches maximum from the seat wall; and shall be located above the grab bar, but no higher than 48 inches above the shower floor. (CBC 118-608.5.2) T.I. FOR EXISTING BLDG. AND ADD TWO NEW BLDG.'S 2676 State St. October 14, 2022 City of Carlsbad-FffiST REVIEW City Permit No.: PC2022-0046 True North No.: 22-018-309 Page9 ix) A shower spray unit with a hose 59 inches long minimum that can be used both as a fixed- position shower head and as a himd-held shower shall be provided. The shower spray unit shall have an on/off control with a non-positive shut-off. If an adjustable-height shower head on a vertical bar is used, the bar shall be installed so as not to obstruct the use of grab bars. Shower spray units shall deliver water that is 120°F (49°C) maximum. (CBC I JB- 608.6) x) Grab bars shall comply with Section 11 B-609 and shall be provided in accordance with Section l lB-608.3. Where multiple grab bars are used, required horizontal grab bars shall be installed at the same height above the finish floor. Where separate grab bars are required on adjacent walls at a common mounting height, an L-shaped or U-shaped grab bar meeting the dimensional requirements of Section 1 lB-608.3.2 or l lB-608.3.3 shall be permitted. (CBC l 1B-608.3) I I ' 69SF pD ·0 · @ UNISEXW.cl . C:Oi 10 I· ID I CD I OFFICE L. 70SF ..-, e) Suite JOO: The following applies to the break room: i) Suite 100: A clear floor or ground space complying with Section 11 B-305 shall be provided at each kitchen appliance. Clear floor or ground spaces shall be permitted to overlap. (CBC 11 B-804.6.1) ii) At least 50 percent of shelf space in storage facilities shall comply with Section 11 B-81 1. (CBC 11 B-804.5) iii) A parallel approach complying with Section l lB-305 shall be permitted to a kitchen sink in a space where a cook top or conventional range is not provided and to wet bars. (CBC l lB-606.2, Exception 1) iv) Lavatories and sinks shall be installed with the front of the higher of the rim or counter surface 34 inches maximum above the finish floor or ground. (CBC I IB-606.3) v) The kitchen work surface shall be 34 inches maximum above the finish fl oor or ground. (CBC 1 IB-804.3.2) vi) Combination refrigerators and freezers shall have at least 50 percent of the freezer space 54 inches maximum above the finish floor or ground. The clear floor or ground space shall be positioned for a parallel approach to the space dedicated to a refrigerator/freezer with the centerline of the clear floor or ground space offset 24 inches maximum from the centerline of the dedicated space. (CBC l lB-804.6.6) T.I. FOR EXISTING BLDG. AND ADD TWO NEW BLDG.'S 2676 State St. City of Carlsbad-FffiST REVIEW City Penn it No.: PC2022-0046 True North No.: 22-01 8-309 Page 10 October 14, 2022 .ieo CES D2. SHEET A2.2 & A2.3: D3. a) Suite 200: Clarify if the offices shown are publicly accessible. If so, rearrange the furniture to allow for public accommodations. A person using a wheelchair shall be able to go into the office, close the door and maneuver to get out of the office. A 60" circle inside a public accommodation office is recommended. SHEERA2.2: a) Provide details of the stairway and handrails. b) The fo llowing comments apply to the stairway and handrails: i) Handrail gripping surfaces shall extend beyond and in the same direction of stair flights and ramp runs in accordance with Section l 1B-505.10. (CBC 118-505.10) ii) Protruding objects shall not reduce the clear width required for accessible routes. (CBC 11 B-307.5) iii) Top of gripping surfaces of handrails shall be 34 inches minimum and 38 inches maximum vertically above walking surfaces, stair nosings, and ramp surfaces. Handrails shall be at a consistent height above walking surfaces, stair nosings, and ramp surfaces. CBC 11 B-505 .4 iv) At the top of a stair flight, handrails shall extend horizontally above the landing for 12 inches minimum beginning directly above the first riser nosing. Extensions shall return to a wall, guard, or the landing surface, or shall be continuous to the handrail of an adjacent stair flight. (CBC l lB-505.10.2) v) All steps on a fli ght of stairs shall have uniform riser heights and unifonn tread depths. Risers shall be 4 inches high minimum and 7 inches high maximum. Treads shall be 11 inches deep minimum. (CBC 11 B-504.2) I. :~~=: 0 ;:::::=d1inl ..J .L:... I , •◊1, <i!D c:;:~~ c) Suite 200: The following applies to the break room: T.I. FOR EXISTING BLDG. AND ADD TWO NEW BLDG.'S 2676 State St. October 14, 2022 City of Carlsbad-FffiST REVIEW City Penn it No.: PC2022-0046 True North No.: 22-018-309 Page 11 i) Suite 100: A clear floor or ground space complying with Section 11 B-305 shall be provided at each kitchen appliance. Clear floor or ground spaces shall be permitted to overlap. (CBC 11 B-804.6.1) ii) At least 50 percent of shelf space in storage facilities shall comply with Section 11 B-811. (CBC 1 IB-804.5) iii) A parallel approach complying with Section l 1B-305 shall be permitted to a kitchen sink in a space where a cook top or conventional range is not provided and to wet bars. (CBC 118-606.2, Exception 1) iv) Lavatories and sinks shall be installed with the front of the higher of the rim or counter surface 34 inches maximum above the finish floor or ground. (CBC 1 IB-606.3) v) The kitchen work surface shall be 34 inches maximum above the finish floor or ground. (CBC 118-804.3.2) vi) Combination refrigerators and freezers shall have at least 50 percent of the freezer space 54 inches maximum above the finish floor or ground. The clear floor or ground space shall be positioned for a parallel approach to the space dedicated to a refrigerator/freezer with the centerline of the clear floor or ground space offset 24 inches maximum from the centerline of the dedicated space. (CBC 11 B-804.6.6) r ------, NAAEr ---_J - UNISE ~ d) Suite 100: The following applies to the restroom shown below. Provide details or reference typical details: i) The water closet shall be positi oned with a wall or partition to the rear and to one side. 1l1e centerline of the water closet shall be 17 inches minimum to 18 inches maximum from the side wall or partition, except that the water closet shall be 17 inches minimum and 19 inches maximum from the side wall or partition in the ambulatory accessible toilet compartment specified in Section 118-604.8.2. Water closets shall be arranged for a left-hand or right- hand approach. (CBC 118-604.2) ii) Lavatories, when located adjacent to a side wall or partition, shall be a minimum of 18 inches to the centerline of the fixture. (CBC I lB-606.6) iii) Clearance around a water closet shall be 60 inches minimum measured perpendicular from the side wall and 56 inches minimum measured perpendicular from the rear wall. A minimum 60 inches wide and 48 inches deep maneuvering space shall be provided in front of the water closet. (CBC 11 B-604.3.1 ) iv) Show required signages. California Health and Safety Code Section 118600 states: "All single-user toilet facilities in any business establishment, place of public accommodation, or state or local government agency shall be identified as all-gender toilet facilities by signage that complies with Title 24 of the California Code of Regulations, and designated for use by no more than one occupant at a time or for family or assisted use." T.I. FOR EXISTING BLDG. AND ADD TWO NEW BLDG.'S 2676 State St. City of Carlsbad-FffiST REVIEW City Penn it No.: PC2022-0046 Tnie North No.: 22-018-309 Page 12 October 14, 2022 D4. SHEET A2.3: a) Provide details of the stairway and handrails. b) The fo llowing comments apply to the stairway and handrails: i) Handrail gripping surfaces shall extend beyond and in the same direction of stair flights and ramp runs in accordance with Section 11B-505.10. (CBC 11 B-505.10) ii) Protntding objects shall not reduce the clear width required for accessible routes. (CBC l lB-307.5) iii) Top of gripping surfaces of handrails shall be 34 inches minimum and 38 inches maximum vertically above walking surfaces, stair nosings, and ramp surfaces. Handrails shall be at a consistent height above walking surfaces, stair nosings, and ramp surfaces. CBC 11 B-505 .4 iv) At the top of a stair flight, handrails shall extend horizontally above the landing for 12 inches minimum beginning directly above the first riser nosing. Extensions shall return to a wall, guard, or the landing surface, or shall be continuous to the handrail of an adjacent stair flight. (CBC 11B-505.10.2) v) All steps on a flight of stairs shall have uniform riser heights and unifonn tread depths. Risers shaJI be 4 inches high minimum and 7 inches high maximum. Treads shall be 11 inches deep minimum. (CBC l lB-504.2) T.I. FOR EXISTING BLDG. AND ADD TWO NEW BLDG.'S 2676 State St. City of Carlsbad-FIRST REVIEW City PennitNo.: PC2022-0046 True North No.: 22-018-309 Page 13 October 14, 2022 D5. SHEET A8.3: a) Provide threshold details for main entry and exit doors, indicating ½ inch maximum height. CBC l lB-404.2.5. b) Where key-operated locking devices are used, post a sign on or adjacent to the required main exit door with 1-in. lettering stating: "Tl-llS DOOR TO REMAIN UNLOCKED WHEN THIS SPACE IS OCCUPIED." (1010.1.9.3) c) Specify door hardware type(s) for all doors and gates and provide elevation indicating hardware height between 34 inches minimum and 44 inches maximum above the finish floor or ground. CBC 11 B-404.2. 7 d) Swinging door and gate surfaces within IO inches of the finish floor or ground measured vertically shall have a smooth surface on the push side extending the full width of the door or gate. Parts creating horizontal or vertical joints in these surfaces shall be within 1/16 inch of the same plane as the other and be free of sharp or abrasive edges. Cavities created by added kick plates shall be capped. Show and dimension required kickplate(s). CBC 11 B-404.2. I 0 Building Blocks: D6. HAZARDOUS MATERIAL COMMENTS: HI . New lab space is proposed. Address the following: a) A list of hazardous materials and their quantities should be submitted on a room-by-room basis with a comparison to the materials and quantities allowed by CBC Tables 307.1(1) and 307.1(2). H2. Clearly show the location of aJI control areas on plans. Control areas shall be separated from each other by fire barriers in accordance with Table 414.2.2, the floor construction of the control area and the construction supporting the floor of the control areas shall have a minimum 2-hour fire resistance rating. CBC 414.2.4 MECHANICAL COMMENTS: M 1. Coordinate with the structural designer to provide anchorage design for mechanical units and fume hood weighing over 400 lbs. M2. Exhaust outlets for product conveying systems shall terminate no less than IO feet from property line, 3 feet from exterior roof/wall, IO feet from openings into the building, and 10 feet above grade. (CMC 506.9(2)). Exhaust outlets for ducts conveying explosive or flammable vapors, fumes, or dust shall terminate at least 30 feet from property line, 6 feet from exterior roof/wall , 10 feet from opening into the building, 30 feet from combustible walls or openings into the building that are in the direction of the exhaust discharge, and IO feet above grade. (CMC 506.9.1) M3. Provide guards where mechanical units are within l O feet of the roof edge. CBC 1015 .6 M4. Where mechanical rooftop equipment are less than 10 feet from the roof edge, provide guards in accordance with CBC l O 15 .6. Show the following: a) Guard height shall be 42 inches minimum above the walking surface. CBC 1015.2 b) Guards shall be adequate in strength and attachment in accordance with CBC 1607.8.1. T.I. FOR EXISTING BLDG. AND ADD TWO NEW BLDG.'S 2676 State St. October 14, 2022 City of Carlsbad-FffiST REVIEW City PermitNo.: PC2022-0046 True North No.: 22-018-309 Page 14 c) Guards shall have openings which shall not allow passage of a sphere 21 inches in diameter. CBC 1015.6. MS. Sheet M 201 Clarify return air from the common room 32 and the open office room IO per CMC 402. M6. Provide duct material specification and duct support detail. Ducts shall be braced and guyed to prevent lateral or horizontal swing. CMC 603.2.5. ELECTRICAL COMMENTS: El . Note on plans: Per city policy, wiring is not permitted on the roof of a building and wiring on the exterior of a building requires approval by the Building Official. E2. Provide a GFCI / Weather-Resistant type receptacle outlet within 25 feet of the mechanical units. CEC 210.8, 210.63, & 406.8(8)(1 ). E3 . Revise panel schedules to account for loads from EV Chargers. PLUMBING COMMENTS: Pl. Overflow roof drains shall terminate in an area where they will be readily visible and will not cause damage to the building. If the roof drain tenninates through a wall, the overflow drain shall terminate 12" minimum above the roof drain. City Policy 84-35 P2. Provide the following note for the use of recycled water for irrigation: The City of Carlsbad requires the installation of a "bypass tee and associated ball valves" be installed above grade on the main water supply line before it enters the building. Please include the location and specifications for this fitting on the plumbing plans. (The City Engineer has a detail available, Standard drawing W35). P3. Provide floor drains in the bathrooms. a) Show trap primer at all floor drains per CPC Section 1005. P4. Ensure underground pipes and conduits are compatible with the soil conditions and incorporate the geotechnical engineer of records recommendations for any corrosivity conditions (if applicable). PS. Verify that the location of the embedded plumbing does not encroach into the 45-degree projected bearing area of the structural footings if the trenches are running parallel to the footings per CPC 312.2. P6. Provide documentation to demonstrate that the minimum number of required fixtures is within the minimum required by CPC 422.0 and Table 422.1. P7. Provide roof drainage details showing overflow drains. Overflow drains having the same size as the roof drains shall be installed with the inlet flow line located two (2) inches above the low point of the roof. (CPC Sec.1101.12.2) GREEN BUILDING COMMENTS: Gl. G2. Complete the Waste Management Plan form and incorporate onto the plan set. This form must be completed before plans can be approved. Please find the form in the link provided below. https://www .c11rlsbadca.gov/home/showpubl isheddocument/6709/63 7889967744219164 The mandatory measures of the 2019 California Green Building Code apply. CGBSC 301.3. Please address the following: T.I. FOR EXISTING BLDG. AND ADD TWO NEW BLDG. 'S 2676 State St. City of Carlsbad-FffiST REVIEW City Pennit No.: PC2022-0046 True North No.: 22-018-309 Page 15 October 14, 2022 a) Reproduce the nonresidential occupancies application checklist onto the plan sheets. b) Add an additional column to the checklist to indicate where the appropriate requirements are noted within the set of plans. c) The Code sections relevant to the additions and alterations shall only apply to the portions of the building being added or altered with the scope of the permit work. ENERGY COMPLIANCE COMMENTS: Tl. Submit electrical distribution title 24 energy forms. STRUCTURAL COMMENTS: Plans: Sl. S2. Per city policy, nails for shear transfer connection (use of A35's, etc.) may not be driven parallel to the flanges of Til's (i.e., along the sides). Revise applicable details to show compliance. SHETT S2.0: a) Per detail 4/SD4, show the width of the existing and new continuous foundation. : : I I ~~ I I I I I I I 11 •11,....,,......,..v--.. L..-i I I -I I !f.)fOUNOAl~----1' t~ a.t IOP & 11M (POUEO w,, SIMPION'1EtXP" ([J.ll(O<l'M~) ,,roc--.Y 4 b) Per detail 4/SD4, show the width of the existing and new continuous foundation. c) Provide calc for the required grade beam under the shear walls along gridline 4. Check stability. Also, Provide calc for the anchorage of the anchor bolt into the exiting foundation. Show compliance with ACJ 318-14, sections 17.2.3.4 and 17.2.3.4.3 for the net uplift force of 9,606 lbs. T.I. FOR EXISTING BLDG. AND ADD TWO NEW BLDG.'S 2676 State St. October 14, 2022 City of Carlsbad-FIRST REVIEW City Penn it No.: PC2022-0046 True North No.: 22-018-309 Page 16 d) Provide calc for the required grade beam under the shear walls along gridline 4. Check stability. Also, Provide calc for the anchorage of the anchor bolt into the exiting foundation. Show compliance with ACJ 318-14, sections 17.2.3.4 and 17.2.3 .4.3 for the net uplift force of 10,196 lbs. e) Recheck detail 5/SD2. Provide a deta il showing new pad footing tie to the existing slab. = S3. SHEET S3.0: a) Provide a typical beam/column connection detail. b) Reference a typical connection detail. T.I. FOR EXISTING BLDG. AND ADD TWO NEW BLDG.'S 2676 State St. October 14, 2022 City of Carlsbad-FIRST REVIEW City Pennit No.: PC2022-0046 True North No.: 22-018-309 Page 17 c) Reference a typical drag detail. Show drag to shear wall and check the continuity of the double top plat (chord). Also, show the required chord splice. ::. ... ...... d) Remove the text overlap. The beam size is not clear. "1! P( S4. SHEET S4.0: a) Provide a reference to all pad footing size and reinforcement. = S5. SHEET S5.0: a) Show required drag strut along gridline "E" and provide calc. ~ i!. I 18 SOI HSS4x4xX 15 S TL. CO!. 503 -= ____ \f§;J.)j'i,1~---~~~~ ~ --'HO" STRAP -~i - b) Provide calc for the drag connection detail along gridline 2. Show compliance with ASCE 7-16, section 12. l 0.2.1. T.I. FOR EXISTING BLDG. AND ADD TWO NEW BLDG.'S 2676 State St. October 14, 2022 City of Carlsbad-FIRST REVIEW City Permit No.: PC2022-0046 True North No.: 22-018-309 Page 18 c) Show required drag strut along gridline "B.8" and provide calc. I I ·-----t-J.~. ~ n d) Show the drag strap as required by detail l 6/SD2. Provide calc for the drag connection detail along gridline 6. Show compliance with ASCE 7-16, section 12.10.2.1. e) Check mismatch in detail call-out. f) Reference a typical shear transfer details as required on plans. ~ I f -- ---, "MD'll!W , ... g) Show positive connections. T.I. FOR EXISTING BLDG. AND ADD TWO NEW BLDG.'S 2676 State St. October 14, 2022 S6. SHEET S6.0: b) Reference a typical holdown connection detail. II ii 8€ 1 6" f 1"STC40· II 6x8 i .I " S7. SHEET S7.0: a) Provide vertical and lateral analysis for this building. SS. SHEET SDl: City of Carlsbad-FmST REVIEW City Pennit No.: PC2022-0046 True North No.: 22-018-309 Page 19 a) Show the thickness of LSL to be 3" minimum. A35 cannot be installed on each side of a member less than 3" in thickness per Simpson's catalog. b) Details 5, 6, 13, 15, 19 & 20: Show the embedment depth of the "PA18" anchor per Simpson's catalog. T.I. FOR EXISTING BLDG. AND ADD TWO NEW BLDG.'S 2676 State St. October 14, 2022 City of Carlsbad-FIRST REVIEW City Permit No.: PC2022-0046 True North No.: 22-018-309 Page 20 c) Details 1, 2, 3, & 4: Show maximum assumed height of the parapet wall. Check the connection to resist wind loads per ASCE 7-16, section 30.8 and figure 30.8-1. Provide calculations. d) DetaiJ 7: Show connection of wall brace to wall and roof diaphragm . ................. t1. S9. SHEET SD2: a) Revise the depth of footing to 24" per the soil's report page 9. =-j,_~ ..,..,....::;;r;:.:,;;.:.;;, -;...,...,.._: .. : •' ·• ~. . -r:.-:: .. , ~ I b) Show required length of the steel bracket and show minimum end distance of the bolt to the beam edge. Also, show strap for drag strut. T.I. FOR EXISTING BLDG. AND ADD TWO NEW BLDG.'S 2676 State St. October 14, 2022 City of Carlsbad-FIRST REVIEW City Penn it No.: PC2022-0046 True North No.: 22-018-309 Page 21 c) Detail 13 & 14: Check the connection to resist wind loads per ASCE 7-16, section 30.8 and figure 30.8-1. Provide calculations. 13 11 d) Details 1 & 2: Specify that the 2'-0" is a minimum embedment depth. Show skin reinforcement when depth of footing exceeds 36". Sl0. SHEET SD3: a) Detail 4: Show load path to shear wall from the lower roof diaphragms. T.I. FOR EXISTING BLDG. AND ADD TWO NEW BLDG.'S 2676 State St. October 14, 2022 City of Carlsbad-FIRST REVIEW City Permit No.: PC2022-0046 True North No.: 22-018-309 Page 22 b) Detail 9: Show shear transfer and load path from upper roof to drag beam. c) Detail 11 : Show load path to shear panels on both sides of the stud wall. -n=-.:::1 .. "' " " '\LJ ir!IIOlflW1CAS 11 d) Detail 15: Show the wood beam on detail 15. «'fC"l,Jf'T ... lu'f, .. .,.,,11.1 .............. T.I. FOR EXISTING BLDG. AND ADD TWO NEW BLDG.'S 2676 State St. October 14, 2022 S11. SHEET SD4: City of Carlsbad-FIRST REVIEW City Permit No.: PC2022-0046 True North No.: 22-018-309 Page 23 a) Details 8 & 9: Specify that the 2'-0" is a minimwn embedment depth. Show skin reinforcement when depth of footing exceeds 36". ~· .,. ... i!!~!S14H "":,.~ Structural Calculations: " ... &N"M _,_ ·•·c- :-J..!.:.C. S 12. Cale page 4: Revise the wood species to match the wood specs on sheet S 1.0. S 13. Cale page 4: Clarify the location of beam RB-I on the roof framing plan of building 1, sheet S3 .0. S 14. Cale page 7: Add concentrated load from the beams supporting the mechanical equipment on the roof. S 15. Cale page 9: Provide load calc for the applied load mechanical and point load on beam RB-5. S 16. Cale page I 8: Revise the length of the shear walls along gridline 4 to match the plans. ( 4' & 4. 75') ••• u '. ,, ft,-., ..... \ '. • ·n . .... S 17. Provide calculations for the chord and chord splice for building J. 'I ., SI 8. Cale page 20, suite 200: Provide calc for the redundancy factor in the north-south direction. S 19. Cale page 33: Check the length of CMU walls along gridlines 2 & 3. The 8', 3.75', 3.5' & 3' walls do not appear to match the plans. Please verify. S20. Cale page 33: Provide calc for the capacity of the CMV wall along grid lines 2, 3, 6, & 7 to resist uplift load of 14,300 lbs. S21. Cale page 34: Provide calc for the continuous foundation supporting eccentric loads from the two-story CMU walls along gridline A. S22. Cale page 35: Wall anchorage shall be designed per ASCE7-l 6, section 12.11.2 and equation 12.11-1. Shoe the required ka factor or use 2.0. S23. The following applies to the guardrail calc page 37 and detail 6/SD2: a) The thread penetration should use the dimensions per NOS Table L2 (excluding the tapered tip); the lag screw is not threaded the full length. b) The guardrail loading is perpendicular to grain. Per NOS Table 12.5.1 C, 4D edge distance is required at the loaded edges (can be either side). As such, the (2)-2x is not sufficiently wide. Please review and revise. c) Check the 4 lag screws to resist both shear and withdrawal simultaneously. Check per NOS§ 12.4.1. T.L FOR EXISTING BLDG. AND ADD TWO NEW BLDG.'S 2676 State St. October 14, 2022 City of Carlsbad-FIRST REVIEW City Pennit No.: PC2022-0046 True North No.: 22-018-309 Page 24 S24. Suite 200: Check vertical irregularity type 4 for in-plane discontinuity in vertical lateral force-resisting element. Check ASCE 12.3.3.3 & 12.3.3.4. S25. Suite 200: Provide calculations for the roof and floor ledgers. S26. Suite 200: Show stairway framing and provide calc. S27. Provide detailed out-of-plane analysis for the CMU walls of building 2. S28. Provide calc for the roof and floor diaphragms and show the required roof and floor diaphragms on plans for all buildings. S29. Suite 200: Provide calc for the sub-diaphragms and show compliance with ASCE 7-16, section 12.11.2.2 for continuous ties. Show continuous ties on all applicable details. S30. Provide calc for the CMU shear walls to resist in-plane shear and uplift loads for all buildings. S3 I. Provide caJc for all drags/collector elements per ASCE 7-16, section 12.10.2. l S32. Provide foundation calculations for all buildings. S33. Foundation plans and details shall be signed reviewed and approved by the soil engineer. If you have any questions regarding the above comments, please contact Bachar Koujah, PE via email bachark@tncservices.com or telephone (562) 733-8030. [END] - ENGINEERING DESIGN GROUP 2121 Montiel Road, San Marcos, CA 92069 760.839.7302 RECEIVED FEB 06 2023 CITY OF CARLSBAD BUILDING DIVISION www.designgroupca.com Date: To: Re: Subject: Reference: February 3rd, 2023 Fabric Investments c/o Scott Heath 2659 State Street #100 Carlsbad, California 92008 CITY Proposed new commercial structure, and remodel to existing structure located at 2676 State Street, Carlsbad, California. Plan Review Letter 1. "Preliminary Geotechnical Investigation and Recommendations Proposed New Commercial Structure and Remodel to an Existing Structure Located at 2676 State Street, Carlsbad, California", prepared by Engineering Design Group, Project No. 226762-1, dated May 20th, 2022. 2. Addendum No. 1 -Alternative Foundation Recommendations, "Proposed new commercial structure, and remodel t o existing structure located at 2676 State Street, Carlsbad, California", dated August 17th, 2022. 3. Addendum No. 2 -Updated Recommendations and Response to Comments, "Proposed new commercial structure, and remodel to existing structure located at 2676 State Street, Carlsbad, Cal ifornia", dated December 5th, 2022. 4. Addendum No. 3 --Updated Recommendations and Response to Comment s, "Proposed new commercial structure, and remodel to existing structure located at 2676 State Street, Carlsbad, California", dated January 17th, 2023. 5. Geotechnical Report Review, City of Carlsbad -Land Development Engineering, Tyra HQ2, 2676 State Street (2nd Review), dated December 27, 2022. 6. WAL DESIGNS -Wankner Architecture + Landscape Designs, Construction Documents Set for TYRA HQ2 -2676 State Street, Carlsbad, CA 92008, dated 12/06/2022. 7. Qualls Engineering -Structural Plans for TYRA HQ2 -dated 1/16/2023, Sheets Sl.O, S2.0, SD2, SD3, SD4. Project No. 226762-1 We have prepared this letter as part of our geotechnical review of the project structural plans referenced above (Reference No. 7). Based upon our review we find the plans are in general conformance with the above referenced soils report (Reference No. 1). If you have any questions regarding this letter, please feel free to contact ou r office. Si ncerely, ENGINEERING DESIGN GRO UP Steven 8. Norris CEG#2263 Principal Engineer Project No.226762-1 --,.._, 17 :::-.:u• -.=..-,ca__. µ,~:::;c,..LLU---~ ......, . -·-""G) .. .-.,r,.,. ... . • -·- ,.. :::::. 18 19 - PLAN REVIEW APPROVAL 13 14 10 15 11 ._. .... 18.o. .. ~ 16 12 --....,.__ QUALLS ::;_..~• N a I <{ 0:::: >-t- _,. STII.C1IM. DIT ... -- S02 Tyra 2.0 2676 State Street, Carlsbad, CA 92008 Structural Calculations -22077 Qualls Engineering Structural Engineering Services RECEIVED JAN 1 7 2023 CITY OF CARLSBAD BUILDING DIVISION ~ z Q > t--0 Q(V") (0 ON_. ..-o ~ ONO ..--r---o ..-o ..--CV") ..-I ~ N N 0 N (.) a.. Wankner Architecture + Landscape Designs (760) 846-1515 Qualls Engineering Sheet: Structural Engineering Services Project: T ra Job #: 22077 Date: Engineer: _C_G ________ _ Correction Responses Correction 2: a. See updated detail. b. C. d. e. 1. See updated detail. Tie reinforcing not reguired. u. The anchor is only embedded 9", and the thickened slab edge is 8". Thus, the breakout cone of the anchor will not interact with the sides of the footing below it. The concrete edge is effectively infinite, as modeled. ill. See updated plan that no longer references 2/SD4 at the holdown post. See detail 10/SD4 for holdown embedment information. 1v. See added dimension on sheet S2.0. 1. See updated detail. Tie reinforcing not reg uired. u. The anchor is only embedded 9", and the thickened slab edge is 8". Thus, the breakout cone of the anchor will not interact with the sides of the footing below it. The concrete edge is effectively infinite, as modeled. ill. See updated plan that no longer references 2/SD4 at the holdown post. See detail 10/SD4 for holdown embedment information. f. See added note. Correction 3: a. Typical details are not referenced because they are applied in a large number of places throughout every project. Sheets Sl.2 and Sl.3 are labeled as typical detail sheets, with labeled details to communicate when they apply. This is industry standard and has never been as issue on past projects. b. See page 243 of the Simpson c-c-2021 catalog for the specified hanger. The "M" indicates masonry hanger, which is industry standard and understood by Simpson and the builder. A detail would not provide any new information. c. Added "HDR" label to these headers to clearly indicate that they occur below the top plates. Correctio n 5: a. See updated detail that specifies proper end distance for the bolts. b. The drag load (with overstrength) from the low roof to grid 2 is (2)(43ft:2 + 86ft:2 /2)*6.6psf = 1,136 lbs. c. d. e. The "H UQ" hanger specified on plan has an uplift/ drag capacity of 2,325 lbs and uses screws. The supporting beam is bolted into the CMU wall, which is OK by inspection. Pull-out of nails is not used for this drag connection. f. See revised detail reference. See added detail at low roof. g. Hangers revised to use screws rather than nails. All fasteners are loaded in shear at these conditions. Correction 8: a. See updated detail. b. Qualls Engineering Structural Engineering Services Project: T ra Engineer: _C_G _________ _ Sheet: Job#: 22077 D ate: c. Section 30.8 says to use the provisions of section 4 for enclosed buildings less than or equal to 160 ft tall. d. See page 63 of the calculations, which include windward and leeward pressures. See calculations and loading diagrams on that page. Correction 9: a. b. c. See page 63 for added calculations. Also see response to correction 8c. d. Correction 10: a. See updated details 13/SD2, 14/SD2, and 4/SD3. Calculation b. c. d. See updated detail. Also see response to correction Sa. Correction 11: a. The 2'-0" depth is intentional -see response to correction 9d. b. See updated detail 3/SD4. Correction 25: See added pages 46a-46d of the calculations. The axial load from the shear transfer is low enough that it isn't in the controlling load combination. Less than 5% DCR for each of these checks. Correction 33: See architectural package for Geotech approval of the structural foundation plans. Note to the Engineering Reviewer: Please feel free to reach out to me directly if there are any items that may require further consideration. We find it is simpler and clearer to coordinate with you directly and hope to avoid another round of formal corrections. Thanks for your partnership in providing our client the most streamlined approach possible. Chris Graham chris@quallseng.com 760-652-9257 X 305 Qualls Engineering Structural Engineering Services GOVERNING CODE: CONCRETE: REINFORCIN G STEEL: STRUCTURAL STEEL: MASON RY: SAWN LUMBER: ENGINEERED WOOD Project: Tyra 2.0 Engineer: _C_G ________ _ DESIGN BASIS 2019 CBC re = 3,000 psi (MJNIMUl\[) re = 4,500 psi (}.IINI!\IU!\[) at slabs AST!\! A615, Fy = 60 ksi 1\STM r\992, I\= 50 ksi ("W" SHAPES ONLY) Sheet: ~1 .... /...,_7.._1 __ Job#: 22077 Date: 01/16/23 ASTM A36, r> = 36 ksi (STRUCTURAL PLATES, ANGLES, CHANNELS) ASTM A500, GR C, !\ = 50 ksi (STRUCTURAL RECT & SQ HSS TUBES) rm = 2,000 psi (;\HNIM U!\1) DOUGLAS FIR LARCH, ALLOWABLE STRESS DESIGN PER 2019 CBC. BOISE CASCADE OR EQUIVALENT BCJ WOOD ''I' JOISTS-ICCESR 1336 BC VERSALA!\f 2.0E/L VL/LSL -TCC-ESR 1040 PROJECT SCOPE Project consists of a proposed approximately 4,400 square foot 2-story office building, an approximately 300 square foot fitness room, and tenant improvement scope in an existing approximately 4,400 sguare foot commercial building located at 2676 State Street, Carlsbad, CA, 92008. T he proposed office is primarily constructed utilizing wood frame construction with 2x metal plated roof trusses, wood I-joist floors, wood and CMU walls, and slab on grade with turned down deepened footings. The proposed filness room is primarily constructed utilizing wood I-joist roof with slab on grade with turned down deepened footings. The existing commercial building is primarily constructed utilizing wood stick framed roof with wood and CMU walls and a slab on grade with turned down footings. There has been a soils report provided for this project by Engineering Design Group, dated May 20'\ 2022, with an addendum letter dated August 17m, 2022. Therefore, the foundation design will be based on recommendations of the project geotechoical engineer. Qualls Engineering Strucn1cal Engineering Services Project: ---'T:C.y'-=r=a-=2=.0"--------- Engineer: ....:C::....G:::.._ ________ _ Suite 101 -Lab Building 9 0- 0- i r I I Sheet: -=2 __ _ Job#: 22077 Date: Qualls Engineering Structural Engineering Services Project: Tyra 2.0-Suite 100,101 Engineer: _B_Q..,_ ___________ _ D esig n Load s: Flat Roof: Walls: Dead Load ( DL) Roofing 1/2" Plywood Wood Framing Insulation 1 /2" Gyp. Bd. Mech./Elec. Misc. 10.0 psf 1.3 psf 4.0 psf 0.5 psf 2.2 psf 0.5 psf ____ 1_._5 psf I DL = 20 0 psf Live Load (LL) LL = ____ 2_0_.0 .. psf (Reducible) DL + LL =l 40.0lpsf Stud Walls Exterior Stud Walls Interior Stud Walls 8" CMU Walls 15.0 7.0 78.0 psf psf psf Allowable Soils Bearing Pressure: ASBP = 2,000 Seismic: Site Class: D Ss = 1.081 S1 = 0.391 psf@ 24 inches below lowest adjacent finished grade F. = 1.200 F,. = 2.212 Response SMs = 1.297 s~,1 = o.865 Redundancy pCs Occupancy Importance Mod. Factor Factor Sos/(R/1) Category Factor, le 11 1.00 Wind Load: (Simplified E nvelope Proced ure) Basic Wind 95 mph Exposure: C MWFRS P = 0.6*VK,..*Ps30 (LRFD): p = (ASD): p =I 17.0 psf 10.2lpsf Components & Cladding P = 0.6*A*K.,.*Pnet30 (LRFD): P = (ASD): p =I 20.9 psf 12.slr sf R p (LRFD ) (ASD) 5 0.173 I 0.124 >-.= 1.29 K.,,= 1.0 Ps30= 13.2 P IU~t30= 16.2 Sheet: 3 Job #: _2_20_7_7 __ _ Date: 0.865 0.577 Qualls Engineering Project Title: Tyra 2.0-Suite 100,101 4403 Manchester Ave, Suite 203 Engineer: BQ Project ID: 22077 Project Descr: 4 1 e: , .e Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 1,1 DESCRIPTION: RB-1 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Load Combination ASCE 7-16 Wood Species : Alaska Yellow Cedar Wood Grade : Select Structural Beam Bracing : Beam bracing is defined Beam-by-Beam Unbraced Lengths Span # 1, Fully Braced Span# 2, Defined Brace Spacing, First Brace at ft and spaced at 5.50 ft 0(0.135) Lr(0.225) Fb+ Fb - Fc -Prll Fe -Perp Fv Ft 1,350.0psi 1,350.0 psi 1,200.0 psi 510.0 psi 225.0psi 800.0psi • E: Modulus of Elasticity Ebend-xx 1 , 500. 0 ksi Eminbend -xx 550.0ksi Density 28.720pcf 0(0.066) Lr(0.11) D 0.00198 Lr 0.0033 D 0.00198 Lr 0.0033 4x10 4x10 Span = 11.0 ft Span = 5.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.0060, Lr= 0.010 ksf, Tributary Width= 0.330 ft, (ROOF) Point Load : D = 0.1350, Lr= 0.2250 k@ 5.50 ft, (BEAM) Load for Span Number 2 Uniform Load: D = 0.0060, Lr= 0.010 ksf, Tributary Width = 0.330 ft, (ROOF) Point Load : D = 0.0660, Lr= 0.110 k @ 5.50 ft, (BEAM) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable 0.139 1 4x1 0 275.41 psi = 1,981.17psi Maximum Shear Stress Ratio Section used for this span fv: Actual Load Combination +D+Lr+H, LL Comb Run (LL) = 0.000ft Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination Span +D->lr+l-1, LL Comb Run (L ') 1 +D+Lr+l-1, LL Comb Run ('L) 2 Vertical Reactions Load Combination Overall MAXimum = Span# 2 0.098 in -0.052 in 0.130 in -0.020 in Location of maximum on span Span # where maximum occurs Ratio = 1344 >=240 Ratio = 2550 >=240 Ratio= 1018>=180 Ratio = 6524 >=180 Max.•-• Defl Location in Span Load Combination 0.0430 5.285 Lr Only, LL Comb Run ('L) 0.1296 5.500 Support notation : Far left is #1 Support 1 Support 2 Support3 0.200 0.589 Design OK 0.056 : 1 4x10 15.75 psi 281.25 psi +D+Lr+H, LL Comb Run (LL) 10.263ft Span# 1 Max.'+' Defl Location in Span -0.0156 9.402 0.0000 9.402 Values in KIPS Qualls Engineering 4403 Manchester Ave, Suite 203 DESCRIPTION: RB-1 Vertical Reactions Load Combination Overall MINimum +O+l-+H, LL Comb Run (•L) +O+l-+H, LL Comb Run (L •J +D+l+H, LL Comb Run (LL) +O+lr-+H, LL Comb Run (•L) +O+lr-+H, LL Comb Run (L ') +O+lr-+H, LL Comb Run (LL) +D-+0.750lr-+0.750L-+H, LL Comb Run(' +D-+O. 750Lr-+0.750L +H, LL Comb Run (L +0-+0.750Lr-+0.750L-+H, LL Comb Run (L +0-+0.750L-+0.750S-+H, LL Comb Run ('l +D-+0.750L-+0.750S-+H, LL Comb Run (L' +0-+0.750L-+0.750S-+H, LL Comb Run (LL +D-+0.70E-+0.60H +0-0.70E-+0.60H +0-+0.750L-+0.750S-+0.5250E-+H, LL Comb +D-+O. 750L-+0.750S-+0.5250E+H, LL Comb +0-+0. 750L-+0.750S-+0.5250E-+H, LL Comb +0-+0.750L-+0.750S-0.5250E-+H, LL Comb +D-+0. 750L-+0.750S-0.5250E-+H, LL Comb +0-+0.750L-+0.750S-0.5250E-+H, LL Comb -+0.60D-+0.70E-+H -+0.60D-0.70E+H D Only Lr Only, LL Comb Run ('l) Lr Only, LL Comb Run (L ') Lr Only, LL Comb Run (LL) E Only • -1.0 Support 1 0.071 0.069 0.069 0.069 0.010 0.200 0.140 0.025 0.167 0.123 0.069 0.069 0.069 0.069 0.069 0.069 0.069 0.069 0.069 0.069 0.069 0.042 0.042 0.069 -0.060 0.131 0.071 Project Title: Tyra 2.0-Suite 100,101 Engineer: SQ Project ID: 22077 Project Descr: 5 Pnnted: 15 SEP 2022, 4:48PM 1e: , .e Software oopyrighl ENERCALC, INC. 1983-2020, Build:12.20.8.24 ~ Support notation. Far left is #1 Values in KIPS Support 2 Support 3 0.318 0.271 0.271 0.271 0.459 0.402 0.589 0.412 0.369 0.510 0.271 0.271 0.271 0.271 0.271 0.271 0.271 0.271 0.271 0.271 0.271 0.163 0.163 0.271 0.188 0.131 0.318 Qualls Engineering 4403 Manchester Ave, Suite 203 Project Title: Tyra 2.0-Suite 100,101 Engineer: BQ Project ID: 22077 Project Descr: 6 Printed: 15 SEP 2022, 4:47PM 1 e: , .e Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 ,., DESCRIPTION: RB-2 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Load Combination ASCE 7-16 Wood Species : Boise Cascade Wood Grade : Versa Lam 3100 Beam Bracing : Completely Unbraced Fb+ Fb - Fc • Prll Fe• Perp Fv Ft D 0.045 D 0.02 Lr 0.02 3.5x16 Span = 21.50 ft 3,100.0 psi 3,100.0 psi 3,000.0 psi 750.0 psi 285.0psi 2, 100.0psi •.. E : Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend-xx 1,036.83ksi Density 41 .760pcf l Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.020, Lr= 0.020 ksf, Tributary Width= 1.0 ft, (ROOF) Uniform Load: D = 0.0150 ksf, Tributary Width = 3.0 ft, (PARAPET) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination +D+Lr+H Vertical Reactions Load Combination Overall MAXimum Overall MINimum +D+L+H +D+Lr+H +D+0.750Lr+0.750L +H +D+O. 750L +0.750S+H D Only Lr Only L Only Span 0.246 1 3.5x16 470 07psi 1,907.98psi -+O+Lr+H 10.750ft Span# 1 Maximum Shear Stress Ratio Section used for this span fv: Actual 0.040 in Ratio= 0.000 in Ratio= 0.205 in Ratio = 0.000 in Ratio= Max. • • • Defl Location in Span 0.2049 10.828 Fv: Allowable Load Combination Location of maximum on span Span# where maximum occurs 6373 >=240 0<240 1259>=180 0<180 Load Combination Support notation: Far left is #1 Support 1 1.088 0.215 0.873 1.088 1.035 0.873 0.873 0.215 Support 2 1.088 0.215 0.873 1.088 1.035 0.873 0.873 0.215 Design OK 0.072 : 1 3.5x16 20.66 psi 285.00 psi -+O+L+H 20.245ft Span# 1 Max.'+' Defl Location in Span 0.0000 0.000 Values in KIPS Qualls Engineering Project Title: Tyra 2.0-Suite 100,101 4403 Manchester Ave, Suite 203 Engineer: BQ Project ID: 22077 Project Descr: 7 Printed. 15 SEP 2022, 4:47PM I~ ' ~ Wood Beam 1,1 • ' Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 . . DESCRIPTION: RB-3 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species Wood Grade : Douglas Fir-Larch : No.1 Fb + Fb- Fc -Prll Fe -Perp Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling D0.17 Lr0.17 4x14 Span = 11 .250 ft 1,000.0psi 1,000.0psi 1,500.0 psi 625.0psi 1BO.Opsi 675.0psi E : Modulus of Elasticity Ebend-xx 1,700.0ksi Eminbend -xx 620.0ksi Density 31.21 Opet Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.020, Lr= 0.020 ksf, Tributary Width= 8.50 ft, (ROOF) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination +O+Lr+H Vertical Reactions Load Combination Overall MAXimum Overall MINimum +O+L+H +D+Lr+H +0+0.750Lr+0.750L+H +D+O. 750L +0.750S+H DOnly Lr Only L Only Span 0.504 1 4x14 630.27psi 1,250.00psi +D+Lr+H 5.625ft Span# 1 Maximum Shear Stress Ratio Section used for this span fv: Actual 0.053 in Ratio= 0.000 in Ratio= 0.107 in Ratio= 0.000 in Ratio = Max. • -• Defl Location in Span 0.1069 5.666 Fv: Allowable Load Combination Location of maximum on span Span# where maximum occurs 2526 >=240 0<240 1263 >=180 0<180 Load Combination Support notation: Far left is #1 Support 1 1.913 0.956 0.956 1.913 1.673 0.956 0.956 0.956 Support 2 1.913 0.956 0.956 1.913 1.673 0.956 0.956 0.956 Design OK 0.223 : 1 4x14 50.12psi 225.00 psi +D+Lr+H 10.182ft Span# 1 Max. • +" Defl Location in Span 0.0000 0.000 Values in KIPS Qualls Engineering Project Title: Tyra 2.0-Suite 100,101 4403 Manchester Ave, Suite 203 Engineer: BQ Project ID: 22077 Project Descr: 8 Printed: 15 SEP 2022, 4:47PM Ie: , Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 • DESCRIPTION: RB-4 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species Wood Grade : Boise Cascade : Versa Lam 3100 Fb + Fb- Fc -Prll Fe -Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(1. D 0.0266 Lr 0.0266 3.5x14 Span= 14.50 ft 3,100.0 psi 3,100.0 psi 3,000.0 psi 750.0 psi 285.0psi 2,100.0psi E: Modulus of Elasticity Ebend-xx 2,000.0 ksi Eminbend -xx 1,036.83ksi Density 41 .760pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.020, Lr= 0.020 ksf, Tributary Width = 1.330 ft, (ROOF) Point Load: D = 1.010, Lr = 0.960 k@ 2.50 ft, (RB-3 L) Point Load : D = 1.620, Lr= 1.620 k@ 2.50 ft, (ROOF BEAM R) Point Load : D = 0.650, Lr= 0.650 k @ 9.50 ft, (ROOF BEAM L) Point Load : D = 1.10, Lr = 1.10 k@ 9.50 ft, (ROOF BEAM R) Point Load : D = 0.30 k @ 2.50 ft, (MECHANICAL UNIT) Point Load : D = 0.30 k @ 9.50 ft, (MECHANICAL UNIT) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual 0.50S 1 3.5x14 1,936.99psi 3,809.19psi +D+Lr+H 9.473ft Span# 1 Maximum Shear Stress Ratio Section used for this span fv: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination +O+Lr+H Vertical Reactions Load Combination Overall MAXimum Overall MINimum +D+L+H +O+Lr+H +0+0.750Lr+0.750L+H Span 0.21 O in Ratio= 0.000 in Ratio= 0.450 in Ratio= 0.000 in Ratio= Max.·-· Defl Location in Span 0.4504 7.197 Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 827 >=240 0<240 386 >=180 0<180 Load Combination Support notation : Far left is #1 Support 1 6.256 2.931 3.325 6.256 5.523 Support 2 3.825 1.784 2.041 3.825 3.379 Design OK 0.532 : 1 3.5x14 189.62 psi 356.25 psi +D+Lr+H 0.000ft Span# 1 Max."+" Defl Location in Span 0.0000 0.000 Values in KIPS Qualls Engineering Project Title: Tyra 2.0-Suite 100,101 4403 Manchester Ave, Suite 203 Engineer: BQ Project ID: 22077 Project Descr: 9 Printed: 15 SEP 2022, 4:47PM 1 e: , .e Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.6.24 ,., DESCRIPTION: RB-5 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASC E 7 -16 Fb + Fb - Fc -Prll Wood Species : Boise Cascade Fe -Perp Wood Grade : Versa Lam 3100 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(1.012 Lr(0.56) D 0.113 D 0.0266 Lr 0.0 66 3.5x14 Span= 14.50 ft 3,100.0 psi 3,100.0 psi 3,000.0 psi 750.0 psi 285.0psi 2,100.0 psi .. E : Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend -xx 1,036.83ksi Density 41.760pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.020, Lr= 0.020 ksf, Tributary Width= 1.330 ft, (ROOF) Point Load : D = 1.012, Lr= 0.560 k @ 8.0 ft, (ROOF BEAM R) Uniform Load : D = 0.1130 k/ft, Extent = 0.0 --» 8.50 ft, Tributary Width= 1.0 ft, (MECHANICAL UNIT (50%)) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination +D+Lr+H Vertical Reactions Load Combination Overall MAXimum Overall MINimum +D+L+H +D+Lr+H +D+0.750Lr+0.750L+H +D+0.750L +0.750S+H D Only Lr Only L Only Span 0.243 1 3.5x14 927.03psi 3,809.19psi +D+Lr+H 7.991ft Span# 1 Maximum Shear Stress Ratio Section used for this span fv: Actual 0.055 in Ratio = 0.000 in Ratio= 0. 185 in Ratio = 0.000 in Ratio= Max.•-· Defl Location in Span 0.1849 7.303 Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 3182 >=240 0 <240 941 >=180 0 <180 Load Combination Support notation: Far left is #1 Support 1 1.769 0.444 1.325 1.769 1.658 1.325 1.325 0.444 Support 2 1.535 0.502 1.033 1.535 1.409 1.033 1.033 0.502 Design OK 0.135 : 1 3.5x14 48.24 psi 356.25 psi +D+Lr+H 0.000ft Span# 1 Max. • +" Defl Location in Span 0.0000 0.000 Values in KIPS Qualls Engineering Project Title: Tyra 2.0-Suite 100,101 4403 Manchester Ave, Suite 203 Engineer: BQ Project ID: 22077 Project Descr: 10 Printed: 15 SEP 2022. 4:47PM i e: , .e Wood Beam 1,1 , ' Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 •. DESCRIPTION: RB-6 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 3,100.0psi 3,100.0 psi 3,000.0psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb- Fc -Prll Wood Species : Boise Cascade Fe -Perp Wood Grade : Versa Lam 3100 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D 0.12 750.0psi 285.0psi 2,100.0psi Ebend-xx 2,000.0ksi Eminbend -xx 1,036.83ksi Density 41 .760pcf D(O.14) Lr(O.14) V 9 0 f V D(11J(Jl ).B0(O.3) D 0.05 Lr 0.05 5.25x24 Span = 22.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.020, Lr= 0.020 ksf, Extent= 0.0 -» 3.250 ft, Tributary Width = 2.50 ft, (ROOF (0-3.25')) Uniform Load: D = 0.020, Lr= 0.020 ksf, Extent= 13.50 --» 18.750 ft, Tributary Width= 2.50 ft, (ROOF (13.5-18.75')) Point Load: D= 1.70, Lr= 1.70k@1.250ft, ((E)4x14-High Roo0 Point Load : D = 1.033, Lr = 0.50 k @ 3.250 ft, (RB-5 R) Point Load: D = 1.70, Lr = 1.70 k@9.50 ft, ((E) 4x14-High Roo0 Point Load : D = 1.30, Lr = 1.30 k@ 18.0 ft, ((E) 4x14-High Roof) Point Load: D = 0.830, Lr= 0.30 k@ 13.50 ft, (RB-5-PARALLEL) Point Load : D = 0.830, Lr= 0.30 k@ 18.750 ft, (RB-5-PARALLEL} Uniform Load: D = 0.020, Lr= 0.020 ksf, Extent= 3.250-» 13.50 ft, Tributary Width= 7.0 ft, (ROOF (3.25-13.5')) Uniform Load: D = 0.020, Lr= 0.020 ksf, Extent= 18.750 --» 22.0 ft, Tributary Width= 7.0 ft, (ROOF (18.75-22')) Uniform Load: D = 0.0150 ksf, Tributary Width= 8.0 ft, (Wall Above) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination Span +D->lr+H 0.377 1 5.25x24 1,351.99psi 3,587.76psi Maximum Shear Stress Ratio Section used for this span fv: Actual +D+Lr+H 9.555ft Span# 1 0.152 in Ratio = 0.000 in Ratio= 0.403 in Ratio = 0.000 in Ratio= Max. "-• Defl Location in Span 0.4030 11.000 Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 1736 >=240 0 <240 655 >=180 0 <180 Load Combination Design OK 0.297 : 1 5.25x24 105.91 psi 356.25 psi +D+Lr+H 20.073ft Span# 1 Max. • +" Defl Location in Span 0.0000 0.000 Qualls Engineering 4403 Manchester Ave, Suite 203 Wood Beam ,., DESCRIPTION: RB-6 Vertical Reactions Load Combination Overall MAXimum Overall MINimum +O+l+H +O+lr+H +0-+-0.750Lr-+-0.750L +H +D-+-0.750L-+-0.750S+H DOnly Lr Only L Only Support 1 11.529 4.535 6.994 11.529 10.395 6.994 6.994 4.535 Project Title: Tyra 2.0-Suite 100,101 Engineer: BQ Project ID: 22077 11 Project Descr: I~ ~ Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 • Support notation: Far left is #1 Values in KIPS Support2 9.738 3.580 6.158 9.738 8.843 6.158 6.158 3.580 Qualls Engineering 4403 Manchester Ave, Suite 203 Project Title: Tyra 2.0-Suite 100,101 Engineer: BQ Project ID: 22077 Project Descr: 12 Printed: 15 SEP 2022, 4:47PM I~ ' ~ Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 I.I DESCRIPTION: RH-1 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Load Combination ASCE 7-16 Wood Species : Douglas Fir-Larch Wood Grade : No.1 Beam Bracing : Completely Unbraced Fb+ Fb - Fc -Prll Fe -Perp Fv Ft D(2.68) Lr(2.48) 6x1 0 Span = 7.50 fl 1,350.0 psi 1,350.0 psi 925.0psi 625.0 psi 170.0 psi 675.0 psi • E : Modulus of Elasticity Ebend-xx 1 , 600. 0 ksi Eminbend -xx 580.0ksi Density 31.210pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load : D = 2.680, Lr= 2.480 k@ 3.750 ft, (ROOF BEAM) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span tb: Actual = Fb: Allowable = Load Combination Location of maximum on span Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Defl ections Load Combination +D+Lr+H Vertical Reactions Load Combination Overall MAximum Overall MINimum +D+L+H +D+Lr+H +D+0.750Lr+0.750L+H +D+O. 750L +0.750S+H DOnly Lr Only L Only Span 0.845: 1 Maximum Shear Stress Ratio 6x10 Section used for this span 1,414.92psi fv: Actual 1,674.72psi Fv: Allowable +D+Lr+H Load Combination 3.750ft Location of maximum on span Span # 1 Span# where maximum occurs 0.060 in Ratio= 1494 >=240 0.000 in Ratio= 0 <240 0.127 in Ratio= 710 >=180 0.000 in Ratio= 0 <180 Max. • -• Defl Location in Span Load Combination 0.1266 3.777 Support notation : Far left is #1 Support 1 2.622 1.240 1.382 2.622 2.312 1.382 1.382 1.240 Support2 2.622 1.240 1.382 2.622 2.312 1.382 1.382 1.240 = = = Design OK 0.353 : 1 6x10 75.04 psi 212.50 psi +D+Lr+H 6.734ft Span# 1 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS Qualls Engineering 4403 Manchester Ave, Suite 203 Project Title: Tyra 2.0-Suite 100,101 Engineer: BQ Project ID: 22077 Project Descr: 13 Printed: 15 SEP 2022, 4:47PM 1le: , .e Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 I , t • DESCRIPTION: RH-2 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species Wood Grade : Douglas Fir -Larch : No.1 Beam Bracing : Completely Unbraced Fb + Fb - Fc -Prll Fe -Perp Fv Ft 0(3.4) Lr(3.4) D 0.0266 Lr .0266 6x12 Span = 6.50 ft 1350 psi E: Modulus of Elasticity 1350 psi Ebend-xx 1600ksi 925psi Eminbend -xx 580ksi 625psi 170 psi 675psi Density 31.21pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width = 1.330 ft, (ROOF) Point Load : D = 3.40, Lr= 3.40 k @ 3.50 ft, (ROOF BEAM) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination +O+Lr-+H Vertical Reactions Load Combination Overall MAXimum Overall MINimum +O+L+H +O+Lr-+H +0+0.750Lr+0.750L-+H +O+O. 750L +O. 750S-+H D Only Lr Only L Only Span = = = = = 0.668 1 Maximum Shear Stress Ratio 6x12 Section used for this span 1,118.15psi fv: Actual 1,673.10psi Fv: Allowable +D+Lr+H Load Combination 3.487ft Location of maximum on span Span# 1 Span # where maximum occurs 0.031 in Ratio= 2514 >=240 0.000 in Ratio = 0<240 0.063 in Ratio= 1247 >=180 0.000 in Ratio = 0 <180 Max.•.• Defl Location in Span Load Combination 0.0625 3.345 Support notation : Far left is #1 Support 1 3.356 1.656 1.700 3.356 2.942 1.700 1.700 1.656 Support 2 3.879 1.917 1.962 3.879 3.400 1.962 1.962 1.917 Design OK 0.426 : 1 6x12 = 90.49 psi = 212.50 psi +D+Lr+H 5.551 ft = Span# 1 Max."+' Defl Location in Span 0.0000 0.000 Values in KIPS Qualls Engineering 4403 Manchester Ave, Suite 203 Project Title: Tyra 2.0-Suite 100,101 Engineer: BQ Project ID: 22077 Project Descr: 14 Printed: 15 SEP 2022, 4.47PM Wood Beam ,., Software copyright ENERCALC, INC. 1983-2020, Build:12 . • DESCRIPTION: RH-3 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species : Boise Cascade Wood Grade : Versa Lam 2.0 3100 West Beam Bracing : Completely Unbraced Fb+ Fb - Fc -Prll Fe -Perp Fv Ft 3,100.0psi 3,100.0 psi 3,000.0psi 750.0psi 285.0psi 1,950.0 psi 0(5.619) Lr(S.619) E: Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend -xx 1,036.83ksi Density 41. 760pcf J<.c-l: __ : _D(0._05)~-Lr(0_.05)_: --~.-----: --(0.0-5):L-r(0.0-5) _: _~r ~ 5.25x14 A 5.25x14 ~ 0(0.0451 ~ 0(0.0451 Span= 6.0 It Span= 6.0 It Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.020, Lr= 0.020 ksf, Tributary Width = 2.50 ft, (ROOF) Uniform Load : D = 0.0150 ksf, Tributary Width= 3.0 ft, (PARAPET) Load for Span Number 2 Uniform Load: D = 0.020, Lr= 0.020 ksf, Tributary Width= 2.50 ft, (ROOF) Point Load : D = 5.619, Lr= 5.619 k@2.250 fl, (ROOF BEAM) Uniform Load : D = 0.0150 ksf, Tributary Width= 3.0 ft, (PARAPET) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual 0.225: 1 5.25x14 843.86psi 3,753.98psi +D+Lr+H, LL Comb Run {*L) 2.246ft Span# 2 Maximum Shear Stress Ratio Section used for this span fv: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination +D-+lr-+H, LL Comb Run ('L) Vertical Reactions Load Combination Overall MAXimum Overall MINimum +D-+l-+H, LL Comb Run ('L) Span 1 2 0.012 in -0.006 in 0.024 in -0.010 in Ratio= Ratio= Ratio= Ratio= Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 6018 >=240 12943 >=240 2993>=180 6900>=180 Max. • -• Defl Location in Span Load Combination 0.0000 0.000 +D-+lr-+H, LL Comb Run ('L) 0.0241 2.916 Support notation : Far left is #1 Support 1 Support 2 Support 3 -0.827 10.411 3.537 -0.273 4.957 1.685 -0.273 5.454 1.834 Design OK 0.489 : 1 5.25x14 = 174.04psi = 356.25 psi +D+Lr+H, LL Comb Run (LL) = 6.000ft Span# 1 Max. • +" Defl Location in Span -0.0104 3.553 0.0000 3.553 Values in KIPS Qualls Engineering 4403 Manchester Ave, Suite 203 Project Title: Tyra 2.0-Su ite 100,101 Engineer: BQ Project ID: 22077 Project Descr: 15 Printed: 15 SEP 2022, 4.47PM Wood Beam ,., Software copyright ENERCALC, INC. 1983-2020, Build . . DESCRIPTION: RH-4 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Load Combination ASCE 7-16 Fb+ Fb - 3,100.0psi 3,100.0 psi 3,000.0psi E: Modulus of Elasticity Wood Species : Boise Cascade Wood Grade : Versa Lam 2.0 3100 West Beam Bracing : Completely Unbraced D 0.045 Fc -Prll Fe -Perp Fv Ft 750.0psi 285.0psi 1,950.0 psi Ebend-xx 2,000.0ksi Eminbend -xx 1,036.83ksi Density 41 .760pcf 0(0.05) Lr~05l --. * ,. 5.25x14 Span = 5.750 ft 5.25x14 Span = 5.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.020, Lr= 0.020 ksf, Tributary Width = 1.330 ft, (ROOF) Uniform Load: D = 0.0150 ksf, Tributary Width= 3.0 ft, (PARAPET) Load for Span Number 2 Uniform Load: D = 0.020, Lr= 0.020 ksf, Extent = 2.0-» 5.750 ft, Tributary Width= 2.50 ft, (ROOF (2-5.75')) Uniform Load : D = 0.020, Lr= 0.020 ksf, Extent = 0.0 -» 2.0 ft, Tributary Width = 1.330 ft, (ROOF (0-2')) Point Load : D = 6.158, Lr= 3.580 k @ 2.0 ft, (RB~ R) Uniform Load : D = 0.0150 ksf, Tributary Width = 3.0 ft, (PARAPET) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection 0.176 1 5.25x14 662.02psi 3,756.83psi -+O+Lr+H, LL Comb Run (*L) = 2.024ft Span# 2 Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection 0.006 in -0.003 in 0.017 in Ratio = 10705 >=240 Ratio = 22259 >=240 Ratio = 3946 >=180 Max Upward Total Deflection -0.008 in Ratio= 8721 >=180 Overall Maximum Deflections Load Combinafon Span Max.·-· Defl Location in Span Load Combination 1 0.0000 0.000 +D+Lr-+H, LL Comb Run ("L) +D+Lr-+H, LL Comb Run ('L) 2 0.0175 2.763 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support2 Support3 Overall MAXimum -0.733 9.114 2.849 Overall MINimum -0.382 3.237 1.021 Design OK = 0.437 : 1 5.25x14 = 155.57 psi 356.25 psi -+O+Lr+H, LL Comb Run (LL) = 5.750ft Span# 1 Max."+" Defl Locafon in Span -0.0079 3.405 0.0000 3.405 Values in KIPS Qualls Engineering Structural Engineering Services Level Component Weight (psi) Roof 20 Roof Exterior Wall 15 CMU Wall 78 Interior Wall 7 C, (ASD) W (lbs) V (lbs) 0.124 198,300 24,495 Ps 10.2 North-South Level Height (ft) Diaphragm Depth (fl) Roof Peak 18.25 - Roof 15 29 Direction Governing Load Nonh-South Seismic I 5.6 psf Project: Engineer: Tyra 2.0-Suite 100,101 B Lateral Analysis -N-S Tributary Area (fi2) Tributary T ributary Weight !Weight Length (ft) H eight (fl) (lbs) (lbs) 4,350 87,000 120 15.0 27,000 198,300 160 15.0 187,200 80 15.0 8,400 V (psi) 5.6 Wind Check V. (psi) - 3.7 Sheet: -"1..,,6 ___ _ Job#: 22077 Date: Qualls Engineering Structural Engineering Services Project: Tyra 2.0-Suitc 100,101 Engineer: _B~---------- Lateral Analysis -E-W T ributary Area (ft2) Level Component Weight (psi) Tributary Trib utary Weight IWeight Length (ft) Height (ft) (lbs) (lbs) Roof 20 4,350 87 000 Roof Exterior Wall 15 0 15.0 0 128,400 CMU Wall 78 60 15.0 70,200 Interior Wall 7 120 15.0 12,600 C, (ASD) W (lbs) V (lbs) V (psf) 0.124 128,400 15,860 3.6 Wind Check Ps 10.2 East-West Level Height (ft) Diaphragm V x (psi) Depth (ft) Roof Peak 18.25 -- Roof 15 145 0.8 Direction Governing Load East-West Seismic I 3.6 psf Sheet: -=1..:.7 ___ _ Job #: ..::2::;20:...:.7.:...7 __ Date: Qualls Engineering Structural Engineering Services Project: _1_"y,_r_a_2~.0 _______ _ Engineer: CG ---------------- Sheet: 18 Job#: 22077 Date: Lateral Design Dlroctlon Controm~ S.amlc Level V (os-n G,kl Trfb Are-11 rf Vflbs) 1 613 3449 2 000 5068 """ 50 3 1320 7,475 • 1205 0 105 5 305 1717 No,,1t.-So..1h W•lll.cnirth ft u,·a Gn4 .... , .... , .., .. , T_, .. _ h:ZW SWT~"JN I . . • . "' Ui CMU 2 ,. " " "' 100 •• .... ' 1 1 , ·-100 "" . . HS rn " . .,, , .. 2hl • ,. lO )0 " 100 CMll North-South L..min (fc) V (pU) Add'! M. (fc-lbs) ~(fc-lbs) RoofTrib (fc) Exe Wall (fc) Im \Vall (ft) Add'! M~ (fl-lbs) M~, (f1-lb1) I 4 H I 16,383 5,928 5.928 2 29 175 48,145 7.5 95 91,038 Roof 3 7 1,068 71,014 6.5 9.5 4,814 4 4 424 25,4-15 1.33 15 1,053 5 30 57 25,762 526,500 526,500 North-South C (ll>1) T (ll>1) HD Capacicy (lbt) DCR I 4,096 2,9,11 CMU 28.700 0.10 2 1,660 0 None 600 000 Roof 3 10,145 9,609 IIIILX 11 11,810 0.81 4 6,361 6,156 HDU8 7,870 078 5 859 0 CMU 28,700 0.00 Oittction East-Weal Level """ r..N .. WH I Walll..elq'lh ft Lml Grid Wall\ To1al Minimum v(nln h:2w SW'l\nc: Al1.J 20 20 20 111 100 CMU ·-· I AIJ-51 201S I 207) I 201S 212 1 00 6~ 8 "" ,..., '"' " I 1 00 I CMU East-\Vu 1 L..mio (fc) V (pU) Add'I M'" (ft-lbe) M. (f1-lb1) RoofTrib (fc) Ex1Wall(f1) 101 Wall (fc) Add'! M~ (f1-lb1) M_ (f1-lb1) I A/1-31 20 ITT 53050 234.000 234,000 Roof I A/3-5) 20.75 212 41739 2 5 9, 41,442 I B 140 57 118,953 11,466,000 11,466,000 East-West C (lbs) T (lbs) HD Capacicy (lbs) DCR I A/1-31 2,653 0 CMU 28.700 0.00 Roof I A/3-51 2,011 456 Nooe 600 0.76 I B 850 0 CMU 28,700 0.00 Qualls Engineering Structural Engineering Services Project: --=T'-,J-yr=a'-=2""".0 _____ _ Engineer: _C_G ______ _ Chord Ch eck Roof, Grids 3-4 w = 5.6 psf L = 80 ft d = 40 ft Mu= (S.6psf)(40ft)(80ft)2/8 = 179,200 ft-lbs Tu = 179,200ft-lbs / 40 ft = 4,480 lbs Splice T. = (1.6)(141lbs)(24nails) = 5,414 lbs DCR = 0.83 Top Plates See Enercalc next page. DCR = 0.13 Sheet: _1=9 __ Job#: 22077 Date: Qualls Engineering 4403 Manchester Ave, Suite 203 Wood Column ,., DESCRIPTION: Top Plates Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-16 General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height 20 ft ( Used for non-slender calculat,ons ) Wood Species Douglas Fir -Larch Wood Grade No.1 Fb+ 1000 psi Fv 180 psi Fb-1000 psi Ft 675 psi Fe -Prll 1500 psi Density 31.21 pcf Fe -Perp 625 psi Project Title: Tyra 2.0-Suite 100,101 Engineer: BQ Project ID: 22077 Project Descr: 20 Printed: 8 NOV 2022, 5.11 PM 1e: , Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 •. Wood Section Name 2-2x6 Wood Grading/Manuf. Graded Lumber Wood Member Type Sawn Exact Width 3.0 in Allow Stress Modification Factors Exact Depth 5.50 in Cf or Cv for Bending 1.30 Area 16. 50 in'2 Cf or Cv for Compression 1. 10 Ix ly 41 .594 in'4 12.375 in'4 Cf or Cv for Tension 1.30 Cm : Wet Use Factor 1.0 Ct: Temperature Factor 1.0 E : Modulus of Elasticity . x-x Bending Basic 1700 y-y Bending Cfu : Flat Use Factor Axial Kl : Built-up columns 1.0 1.0 NOS 15.3 2 No 1700 Minimum 620 620 A lied Loads Column self weight included: 71.523 lbs• Dead Load Factor AXIAL LOADS ... Chord: Axial Load at 20.0 ft, E = 7.580 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Governing NDS Forum/a Location of max.above base At maximum location values are ... Applied Axial Applied Mx Applied My Fe : Allowable PASS Maximum Shear Stress Ratio= Load Combination Location of max.above base Applied Design Shear Allowable Shear 0.1277 :1 +1.1210+0.?0E Comp Only, fc/Fc' 0.0ft 5.386k 0.0 k-ft 0.0 k-ft 2,555.47 psi 0.0 : 1 +0.4 789D+0. ?OE 20.0 fl 0.0 psi 288.0 psi 1700 ksi Use Cr : Repetitive 7 Brace condition for deflection (buckling) along columns : X-X (width} axis: Unbraced Length for buckling ABOUT Y-Y Axis= 1.33 fl K = 1 Y-Y (depth) axis: Unbraced Length for buckling ABOUT X-X Axis= 1.33 fl K = 1 Service loads entered. Load Factors will be applied for calculations. Maximum SERVICE Lateral Load Reactions .. Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Top along X-X 0.0 k Bottom along X-X 0.0 k Maximum SERVICE Load Lateral Deflections ... Along Y-Y 0.0 in at 0.0 ft above base for load combination : n/a Along X-X 0.0 in at 0.0 ft above base for load combination : n/a Other Factors used to calculate allowable stresses ... ~ Compression ~ Qualls Engineering 4403 Manchester Ave, Suite 203 Project Title: Tyra 2.0-Suite 100,101 Engineer: BQ Project ID: 22077 Project Descr: 21 Printed: 2 NOV 2022. 6:06PM 1e: , .e Beam on Elastic Foundation I.I Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 •. DESCRIPTION: Grid 3 Grade Beam CODE REFERENCES Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-16 Material Properties fc 112 fr= fc * 7.50 \jJ Density = A. Lt Wt Factor Elastic Modulus 3.0 ksi 410.792 psi 150.0 pcf 1.0 3,122.02ksi di Phi Values Flexure: Shear: 0.90 0.750 0.850 Soil Subgrade Modulus 250. 0 psi/ (inch deflection) Load Combination ASCE 7-16 fy -Main Rebar E -Main Rebar 60.0 ksi 29,000.0 ksi Fy -Stirrups E -Stirrups Stirrup Bar Size # Number of Resisting Legs Per Stirrup Beam is supported on an elastic foundation E(-11){:t2<DZ~) Lr(1.568) r ----- Cross Section & Reinforcing Details Rectangular Section, Width = 12.0 in, Height = 12.0 in Span #1 Reinforcing .... 60.0 ksi = 29,000.0 ksi # 4 2 • • • • 0(1.176) Lr(1 .568) 2-#4 at 3.0 in from Bottom, from 0.0 to 27.50 ft in this span 2-#4 at 3.0 in from Top, from 0.0 to 27.50 ft in this span A lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load : D = 1.176, Lr= 1.568 k @ 7.670 ft Point Load : D = 1.176, Lr= 1.568 k@ 16.0 ft Point Load : D = 1.176, Lr= 1.568 k @ 24.330 ft Uniform Load : D = 0.0070 ksf, Tributary Width= 9.0 ft, (Wall) Point Load : E = -14.203 k@ 5.750 ft Uniform Load : D = 0.0150, Lr= 0.020 ksf, Tributary Width= 10.0 ft, (Low Roof) Uniform Load : D = 0.0150 ksf, Tributary Width = 5.0 ft, (Wall) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Mu: Applied Mn • Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Soil Pressure = Allowable Soil Pressure = 0.842: 1 Typical Section 15.726 k-ft 18.667 k-ft +1.373D-E 5.824 ft Span# 1 Maximum Deflection 1.757 ksf at 2.667 ksf OK Max Downward L +Lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 5.81 ft LdComb: +D-0.70E Overall Maximum Deflections -Unfactored Loads Load Combinafon Span Max.'-' Deft Location in Span Load Combination Span 1 0.0488 5.806 0.000 in 0.000 in 0.049 in -0.022 in Max."+" Deft 0.0000 Design OK Location in Span 0.000 Qualls Engineering Project Title: Tyra 2.0-Suite 100,101 4403 Manchester Ave, Suite 203 Engineer: SQ Project ID: 22077 Project Descr: 22 1 e: , .e Beam on Elastic Foundation '., Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 . . DESCRIPTION: Grid 4 Grade Beam CODE REFERENCES Calculations per ACI 318-11 , IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-16 Material Properties fc 112 3.0 ksi 410.792 psi 150.0 pct 1.0 3,122.02 ksi di Phi Values Flexure : 0. 90 fr= fc * 7.50 Shear : 0. 750 \j.l Density p 1 o.850 "-Lt Wt Factor = Elastic Modulus = Soil Subgrade Modulus = 250.0 psi/ (inch deflection) Load Combination ASCE 7-16 fy -Main Rebar E -Main Rebar 60.0 ksi 29,000.0 ksi Fy -Stirrups E -Stirrups Stirrup Bar Size# Number of Resisting Legs Per Stirrup Beam is supported on an elastic foundation E(-14.6 15) 0(2.351) Lr(3.135) 60.0 ksi = 29,000.0 ksi # 4 2 0(2.351) Lr(3. ~~~-615) 0 0 .063 ---------------- Cross Section & Reinforcing Details --Rectangular Section, Width= 12.0 in, Height= 12.0 in Span #1 Reinforcing .... • • • • E(-14J((>J.£,'t51 ) L r (3.135) 2-#4 at 3.0 in from Bottom, from 0.0 to 27.50 ft in this span 2-#4 at 3.0 in from Top, from 0.0 to 27.50 ft in this span A lied Loads Beam self weight calculated and added to loads Point Load: D = 2.351, Lr= 3.135 k@7.670 ft Point Load: D = 2.351, Lr= 3.135 k@ 16.0 ft Point Load : D = 2.351, Lr= 3.135 k@ 24.330 ft Uniform Load : D = 0.0070 ksf, Tributary Width = 9.0 ft, (Wall) Point Load: E = -14.615 k@3.0 ft Point Load: E = 14.615 k@ 18.50 ft Point Load: E = -14.615 k@ 22.0 ft DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. Design OK Maximum Bending Stress Ratio = Section used for this span 0.908: 1 Maximum Deflection Mu : Applied Mn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Soil Pressure = Allowable Soil Pressure = Typical Section -16. 949 k-ft 18.667 k-ft +1.373D-E 18.441 ft Span# 1 2.004 ksf at 2.667 ksf OK Overall Maximum Deflections -Unfactored Loads Load Combinafon Span Max. • -• Defl Location in Span Span 1 0.0557 0.000 Max Downward L +Lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.00 ft LdComb: +D-0.70E Load Combination 0.000 in 0.000 in 0.056 in -0.047 in Max. • + • Defl Location in Span 0.0000 0.000 www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Specifier's comments: 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Profile: Base material: Installation: Reinforcement: Qualls CG Seismic loads (cat. C, D, E, or F) Geometry [in.] & Loading [lb, in.lb] HIT-RE 500 VJ+ HAS B7 1 her.ad = 9.000 in. (het,limlt = -in.) ASTM A 193 Grade B7 ESR-3814 6/1/2016 I 1/1/2017 Design method ACI 318-14 / Chem Page: Project: Sub-Project I Pos. No.: Date: -(Recommended plate thickness: not calculated) no profile ,:,,s., Profis Anchor 2.6.6 23 Tyra 11/7/2022 cracked concrete, 3000, fc' = 3000 psi; h = 12.000 in., Temp. short/long: 32/32 °F hammer drilled hole, Installation condition: Dry tension: condition B, shear: condition B: no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Tension load: yes (17.2.3.4.3 (c)) Shear load: no .Y.-- Input data and results must be checked for agreement with the existing conditions and for plausibilltyl PROFIS Anchor ( c) 2003-2009 H1lti AG, FL-9494 Schaan H1lti Is a registered Tradematl< or H1lti AG, Schaan www.hilti.us Company: Specifier: Qualls CG Page: Project: ,:,,s., Profis Anchor 2.6.6 24 Tyra Address: Sub-Project I Pos. No.: Phone I Fax: E-Mail: 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb) Tension force: (+Tension, -Compression) Date: Anchor Tension force Shear force Shear force x 11810 0 Shear force y 0 max. concrete compressive strain: -[%o] max. concrete compressive stress: -[psi] resulting tension force in (x/y)=(0.000/0.000): O [lb] resulting compression force in (x/y)=(0.000/0.000): O [lb] 3 Tension load Steel Strength• Bond Strength" Sustained Tension Load Bond Strength• Concrete Breakout Strength•• Load Nua [lb) 11810 11810 N/A 11810 • anchor having the highest loading "anchor group (anchors in tension) 3.1 Steel Strength Nsa = ESR value 4> N,.;,, Nua Variables A.e,N [in.2] 0.61 Calculations Nsa [lb] 75710 Results Nsa (lb) 75710 refer to ICC-ES ESR-3814 ACI 318-14 Table 17.3.1.1 futa [psi] 72500 4> steel 0.750 ,j, N .. [lb) 56782 Nua (lb) 11810 Input data and results must be checked for agreement with the existing conditions and for plausibility! 0 Capacity+ Nn [lb) 56782 17566 N/A 12256 PROFIS Anchor ( c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registe<ed Trademar1< of Hilti AG, Schaan 11/7/2022 Utilization f3N = Nual♦ Nn Status 21 OK 68 OK N/A N/A 97 OK www.hilti.us Company: Specifier: Qualls CG Page: Project: Address: Sub-Project I Pas. No.: Phone I Fax: E-Mail: 3.2 Bond Strength = (~.:) IV ed.Na IV cp.Na Nba ~ Nua = see ACI 318-14, Section 17.4.5.1, Fig. R 17.4.5.1(b) = (2 CNa)2 -1od-C -a "\ITT85 IV ec.Na = (1 +\~) S 1.0 CNa IV ed.Na = 0.7 + 0.3 c ~~n) S 1.0 = MAX(C• min CN•) S 1 O IV cp.Na Cae ' Cae • Nba = A a • t k.e • UN,sei, • 7t • da • her Variables t k.e,uncr [psi] da [in.] 2051 1.000 ee,.N [in.] ee2.N [in.] 0.000 0.000 Calculations CNa [in.) ~.[in.2] 13.595 739.25 IV eel.Na IV ec2.Na 1.000 1.000 Results Na [lb) hoo<1 36032 0.650 her [in.) 9.000 Cae [in.) 20.126 ANaO (in.2) 739.25 IV cp.Na 1.000 4> seismic 0.750 Date: ACI 318-14 Eq. (17.4.5.1a) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.5.1c) ACI 318-14 Eq. (17.4.5.1d) ACI 318-14 Eq. (17.4.5.3) ACI 318-14 Eq. (17.4.5.4b) ACI 318-14 Eq. (17.4.5.5b) ACI 318-14 Eq. (17.4.5.2) Ca.min [in.) "-a 1.000 IV ed.Na 1.000 Nba [lb) 36032 4> nondudie 1.000 t k.e [psi] 1274 0.N,seis 1.000 4> Na (lb) 17566 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hilu AG. FL-9494 Schaan Hilli is a registered Trademar1< of Hilti AG. Schaan Nua (lb) 11810 •=iiS•• Profis Anchor 2.6.6 25 Tyra 11/7/2022 www.hilti.us Company: Specifier: Qualls CG Page: Project: Address: Sub-Project I Pas. No.: Phone I Fax: E-Mail: 3.3 Concrete Breakout Strength Neb = (~;) ljl ed.N ljl c,N ljl cp.N Nb cj, Neb<!: Nua ~c see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ~a1 = 9 h~r ljl ec.N = ( 1+ ~ e~) S 1.0 3 her ljl ed.N = 0.7 + 0.3 ( 1C.s~:,) S 1.0 = MAX(Ca,mln 1.5hor) S 1 _0 ljl cp.N Cac ' Cac Nb = kc J.. a ~ h~,5 Variables h0r(in.] 8c1.N [in.] ec2,N [in.] 9.000 0.000 0.000 Cac [in.] kc J.. a 20.126 17 1.000 Calculations ~c(in.2] ~a1 [in.2] ljl ec1.N 729.00 729.00 1.000 Results Neb (lb] 4> concrete cl> seismic 25140 0.650 0.750 Date: ACI 318-14 Eq. (17.4.2.1a) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.2.1c) ACI 318-14 Eq. (17.4.2.4) ACI 318-14 Eq. (17.4.2.5b) ACI 318-14 Eq. (17.4.2.7b) ACI 318-14 Eq. (17.4.2.2a) Ca.min [in.] lj/ c.N 1.000 (C [psi] 3000 ljl ec2.N lj/ ed,N 1.000 1.000 4> nondudile cl> Neb [lb] 1.000 12256 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti Is a registered Trademari< of Hilti AG. Schaan ljl cp.N 1.000 Nua [lb] 11810 1:115;.1 Profis Anchor 2.6 .6 26 Tyra 11/7/2022 Nb [lb] 25140 www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: 4 Shear load Qualls CG ,:iis., Profis Anchor 2.6.6 Page: 27 Project: Tyra Sub-Project I Pos. No.: Date: 1117/2022 Load Vua [lb] Capacity+ Vn [lb] Utilization J3v = Vu,I♦ Vn N/A Status Steel Strength* Steel failure (with lever arm)* Pryout Strength (Bond Strength controls)* N/A N/A N/A Concrete edge failure in direction .. N/A • anchor having the highest loading ••anchor group (relevant anchors) 5 Warnings N/A N/A N/A N/A N/A NIA N/A N/A N/A N/A N/A Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! Input data and results must be checked for agreement with the existing conditions and for plausibility! Condition A applies when supplementary reinforcement is used. The¢> factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C, D, E or Fis given in ACI 318-14, Chapter 17, Section 17.2.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design shall satisfy the provisions of Section 17.2.3.4.3 (b). Section 17.2.3.4.3 (c), or Section 17.2.3.4.3 (d). Section 17.2.3.4.3 (b) requires the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.2.3.4.3 (c) waives the ductility requirements and requires that the anchors shall be designed for the maximum tension that can be transmitted to the anchors by a non-yielding attachment. Section 17.2.3.4.3 (d) waives the ductility requirements and requires the design strength of the anchors to equal or exceed the maximum tension obtained from design load combinations that include E, with E increased by n0. Installation of Hilti adhesive anchor systems shall be performed by personnel trained to install Hilti adhesive anchors. Reference ACI 318-14, Section 17.8.1. Fastening meets the design criteria! Input data and results must be checked for agreement with lhe existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 H1lti AG, FL-9494 Schaan H1lti is a registered Tradernal1< of H1lti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: 6 Installation data Anchor plate, steel: - Profile: - Qualls CG Hole diameter in the fixture: - Plate thickness (input): - Recommended plate thickness: - Drilling method: Hammer drilled •=iiS~• Profis Anchor 2.6.6 Page: 28 Project: Tyra Sub-Project I Pos. No.: Date: 11/7/2022 Anchor type and diameter: HIT-RE 500 V3 + HAS B7 1 Installation torque: 1800.000 in.lb Hole diameter in the base material: 1.125 in. Hole depth in the base material: 9.000 in. Minimum thickness of the base material: 11 .250 in. Cleaning: Compressed air cleaning of the drilled hole according to instructions for use is required 6.1 Recommended accessories Drilling Suitable Rotary Hammer • Properly sized drill bit Coordinates Anchor in. Anchor x y 1 0.000 0.000 c .• Cleaning Compressed air with required accessories to blow from the bottom of the hole Proper diameter wire brush 7 Remarks; Your Cooperation Duties Selling • Dispenser including cassette and mixer • Torque wrench Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademar1< of Hilb AG. Schaan Qualls Engineering Structural Engineering Services FOUNDATION DESIGN Allowable Soils Bearing Capacity Foundation design Project: Engineer: 2,000 psf b = 12 d = 24 Tyra 2.0 CG 12 24 2 #4 Sheet: -=2:..::.9 __ _ Job#: 22077 Date: inch wide x inch deep footing with top and bottom _J l:l======== Allowable Max Line Load W max = b X ASBP Allowable Max Point Load Pmax = b X 2d X ASBP Spread Footing Design = 2,000 plf = 8,000 lbs P = b2 xASBP max F2= 2 foot square footing -....vith 3 # 4 each way @ ban pmax = 8,000 lbs F2.5 = 2.5 foot square footing with 3 # 4 each way @ ban Pmax = 12,500 lbs F3 = 3 foot square footing with 4 # 4 each way @ ban p ma.,= 18,000 lbs F3.5 = 3.5 foot square footing -....vith 4 # 5 each way@ ban p ma.,= 24,500 lbs F4 = 4 foot square footing with 5 # 5 each way @ ban pmax = 32,000 lbs FS = 5 foot square footing with 6 # 5 each way @ btm Pma., = 50,000 lbs RH-1 = 2,622 lbs ------------~ F2 RB-4 L = 6,256 lbs -----------➔ F2 RB-6 L = 11 ,529 lbs ----------~ Fz-:-5- RB-6 L -HD = 11,529 lbs + 10,145 lbs = 21,674 lbs ---:7 F3 (Using 33% increase) Qualls Engineering Structural Engineering Services cp I Project: _T_,_yr_a_2.~0 ____ _ Engineer: CG -------- Suite 200 -Office Building Sheet: __,,3=0 __ Job#: 22077 Date: ' .. , cp cp I I 0------~•IS:I ==~~f=t==F====:'.=======~~~~~~I ------0 Qualls Engineering Structural Engineering Services Design Loads: Flat Roof: Dead Load ( DL) Roofing 1 /2" Plywood Truss Framing Insulation 1 /2" Gyp. Bd. Mcch./Elcc. Misc. Project: l~ngincer: 10.0 psf 1.3 psf 4.0 psf 0.5 psf 2.2 psf 0.5 psf ___ ,_.;.1.~5 psf I: DL = 20.0 psf Live Load Q,L) T ra 2.0 BQ Floor: Dead Load ( DL) Flooring 1.5" LWC 3/4" Plywood Framing J nsulation 5/8" Gyp. Bd. Mech./Elec. t-lisc. Sheet: 31 Job#: -=2=-20::...;.7.c..7 __ _ Date: 5.0 psf 13.8 psf 2.3 psf 2.0 psf 0.5 psf 3.0 psf 1.5 psf 1.9 psf ~psf LL = ___ .;;2,_0.~0 psf (Reducible) DL + LL=! 40.0!psf I:DL= Li vc Load Q J.) Walls: llxterior Stud Walls 1 nterior Stud Walls 8" CMU Walls Allowable Soils Bearing Pressure: 1 5.0 psf 7.0 psf 78.0 psf ASBP = 2,000 psf@ 24 inches below lowest adjacent finished grade Seismic: Sire Class: D S5 = 1.081 S1 = 0.391 Fa= 1.200 I\= 2.212 Occupancy Category II Importance Factor, 1. 1.00 Wind Load: (Sim plified Envelope Procedure) Basic Wind 95 mph Exposure: MWFRS P = 0.6*t"K,,*P530 (LRFD): P = (ASD): p =I C 17.8 psf 10.7lpsf Components & Cladding P = 0.6*>..*K,,~Pnct30 (].RFD): P = (ASD): p =I 21.9 psf 13.l !psf Response Mod. !'actor R 5 >..= K,, = 1'530= p nct3o= SMs = 1.297 s,,11 = o.865 Redundancy pCs Factor Sos/(R/1) p (LR.FD ) 1 0.173 1.35 1.0 13.2 16.2 I LL = __ 65_.0...,psf (Reducible) DL + LL =! 95.0!psf (ASD ) 0.124 0.865 0.577 Qualls Engineering 4403 Manchester Ave, Suite 203 Project Title: Tyra 2.0 Engineer: BQ Project ID: 22077 Project Descr: 32 Printed: 7 NOV 2022, 6:33PM Wood Beam ,., Ie: yra .. e Software copyright ENERCALC, INC. 1983-2020, Build:12.20.6.24 • DESCRIPTION: RH-1 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species : Douglas Fir -Larch Wood Grade : No.1 Beam Bracing : Completely Unbraced Fb + Fb- Fc -Prll Fe -Perp Fv Ft D(0.034) D 0.045 D 0.32 Lr 0.32 6x8 Span = 6.0 ft 1000 psi E : Modulus of Elasticity 1000 psi Ebend-xx 1700ksi 1500 psi Eminbend -xx 620ksi 625psi 180 psi 675psi Density 31.21 pct Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.020, Lr= 0.020 ksf, Tributary Width= 16.0 ft, (RooD Uniform Load : D = 0.0150 ksf, Tributary Width= 3.0 ft, (Wall Above) Point Load : D = 0.0340 k @ 3.50 ft, (RTU) ~ DESIGN SUMMARY 55016s -20psf(26fr) = 34 lbs net Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination +D+Lr Vertical Reactions Load Combination Overall MAximum Overall MINimum DOnly +D+Lr +D+0.750Lr +0.60D Lr Only Span 0.591: 1 6x8 73667psi 1,246.16psi +D+Lr 3.022ft Span# 1 Maximum Shear Stress Ratio Section used for this span fv: Actual 0.029 in Ratio= 0.000 in Ratio= 0.063 in Ratio= 0.000 in Ratio = Max.•-• Deft Location in Span 0.0627 3.022 Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 2521 >=240 0<240 1148 >=180 0<180 Load Combination Support notation : Far left is #1 Support 1 2096 0.960 1.136 2.096 1.856 0.682 0.960 Support 2 2.102 0.960 1.142 2.102 1.862 0.685 0.960 Design OK 0.271 : 1 6x8 60.95 psi 225.00 psi +D+Lr 5.387ft Span# 1 Max. • +' Deft Location in Span 0.0000 0.000 Values in KIPS ~ Boise Cascade• ~ \2151' Dl(ljNE£REOWOOOPAOOUCT'S --- Single 16" BCI® 60-2.0 OF J01 (Joist) !;JC CALC® Member Report Build 8435 Dry 11 span I No cant. I 16" OCS I Repetitive I Glued & nailed Job name: File name: Address: Description: City, State, Zip: Customer: Code reports: ESR-1336 B1 Specifier: Designer: Company: 18-06-00 Chris Graham Qualls Engineering Total Horizontal Product Length = 18-06-00 Reaction Summary (Down I Uplift) (lbs) Bearing Live Dead Snow Wind 81,2" 796/0 368/0 82, 3-1/2" 807 IO 37310 Load Summary Tag Descrietion Load T~ee Ref. Start End 1 Standard Load Unf. Area (lb/ft2) L 00-00-00 18-06-00 Controls Summary Value Pos. Moment 5225 ft-lbs End Reaction 1164 lbs End Shear 1143 lbs Total Load Deflection U607 (0.359") Live Load Deflection U888 (0.246") Max Defl. 0.359" NBCC Vibration 18'-1/2" Span/ Depth 13.6 Bearing Supports Dim. (LxW) 81 Hanger 2" x 2-5/16" 82 Wall/Plate 3-1 /2" x 2-5/16" % Allowable 61.3% 91.7% 52.5% 39.5% 40.6% 35.9% 78.2% Value 1164 lbs 1180 lbs %Allow Sueeort n\a n\a BC FloorValue® and NBCC Vibration Summary Duration 100% 100% 100% n\a n\a n\a n\a %Allow Member 91.7% 76.1% Live Dead Loe. 100% 90% Top 65 30 Case Location 09-02-04 00-00-00 00-02-00 09-02-04 2 09-02-04 09-02-04 00-00-00 Material Hanger Unspecified BC FloorValue®: Subfloor: 3/4" Doug Fir Plywood, Glue + Nail Minimum Enhanced Premium Gypsum Ceiling: None Controlling Location: 09-02-04 Bracing: None Subfloor Rating: Premium Strapping: None Cautions Header for the hanger Hanger is a Single 16" I-joist. Notes Design meets Code minimum (U240) Total load deflection criteria. Design meets Code minimum (L/360) Live load deflection criteria. Design meets arbitrary (1") Maximum Total load deflection criteria. Composite El value based on 3/4" thick Douglas Fir plywood sheathing glued and nailed to member. Design based on Dry Service Condition. BC CALC® analysis is based on IBC 2018. Calculations assume member is fully braced. Page 1 of 1 331 PASSED I September 15, 2022 17:33:32 B2 Roof Live Snow Wind Roof ocs Live 115% 160% 125% 16" Disclosure Use of the Boise Cascade Software is subject to the terms of the End User License Agreement (EULA). Completeness and accuracy of input must be reviewed and verified by a qualified engineer or other appropriate expert to assure its adequacy, prior to anyone relying on such output as evidence of suitability for a particular application. The output here is based on building code-accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC®, BC FRAMER®, AJS"', ALLJOIST®, BC RIM BOARD™, BCI®, BOISE GLULAM™, BC FloorValue®, VERSA-LAM®, VERSA-RIM PLUS®, Qualls Engineering 4403 Manchester Ave, Suite 203 Project Title: Tyra 2.0 Engineer: BQ Project ID: 22077 Project Descr: 34 Printed: 15 SEP 2022, 4:33PM I e: yTa .. Wood Beam ,., Software copyright ENERCALC, INC. 1983-2020, Build:12.20.6.24 • DESCRIPTION: FJ-1 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Load Combination ASCE 7-16 Wood Species : ilevel Truss Joist Wood Grade : Microlam LVL 2.0 E Beam Bracing : Beam bracing is defined Beam-by-Beam Unbraced Lengths Span # 1, Fully Braced Span # 2, Defined Brace Spacing, First Brace at ft and spaced at 3.750 ft 0(0.0399) L(0.08645) • 1.75x9.25 Span = 13.0 ft Fb + Fb - Fe -Prll Fe -Perp Fv Ft 2600psi 2600psi 2510 psi 750psi 285 psi 1555 psi E : Modulus of Elasticity Ebend-xx 2000 ksi Eminbend -xx 1016.535ksi Density 42.01 pct Repetitive Member Stress Increase 0(0.0399) L(0.08645) 7 1.75x9.25 Span = 3.750 ft A lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.030, L = 0.0650 ksf, Tributary Width= 1.330 ft, (FLOOR) Load for Span Number 2 Uniform Load: D = 0.030, L = 0.0650 ksf, Tributary Width= 1.330 ft, (FLOOR) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual 0.465 1 1.75x9.25 1,257.07psi 2,704.00psi +D+L ++i, LL Comb Run (L *) Maximum Shear Stress Ratio Section used for this span fv: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination Span +D+L+H, LL Comb Run (L*) 1 2 Vertical Reactions Load Combination Overall MAXimum Overall MINimum +D+L +H, LL Comb Run ('L) = &j18ft Span# 1 0.243 in -0.222 in 0.343 in -0.290 in Ratio= Ratio= Ratio = Ratio = Fv: Allowable Load Combination Location of maximum on span Span# where maximum occurs 642 >=360 404 >=360 454 >=240 308 >=240 Max.•-• Defl Location in Span Load Combination 0.3432 6.464 0.0000 6.464 +D+L +H, LL Comb Run (L *) Support notation : Far left is #1 Support 1 Support 2 Support 3 0.828 1.414 0.515 0.933 0.219 0.852 Design OK = 0.269 : 1 1.75x9.25 76.70 psi = 285.00 psi +D+L ++i, LL Comb Run (LL) = 12274ft = Span# 1 Max.'+' Defl Location in Span 0.0000 0.000 -0.2904 3.750 Values in KIPS Qualls Engineering 4403 Manchester Ave, Suite 203 Project Title: Tyra 2.0 Engineer: BQ Project ID: 22077 Project Descr: 35 Printed. 15 SEP 2022, 4.33PM Steel Beam 1,1 Software copyright ENERCALC, INC. 1983-2020, Build:12. • DESCRIPTION: FB-1 :STEEL CODE REFERENCES Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Bending Axis : Major Axis Bending D(O. 1425) }(0.35625) D 0.2175 L 0.47125 D(E(I-~.1)-D{0.,135! D 0.34 Lr 0.34 W12x35 Span = 19.50 ft Fy : Steel Yield : E: Modulus: 50.0 ksi 29,000.0 ksi Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load: D = 0.020, Lr = 0.020 ksf, Extent = 6.250 -·» 14.750 ft, Tributary Width = 17.0 ft, (ROOF ABOVE) Uniform Load : D = 0.0150 ksf, Extent= 6.250 ·-» 14.750 ft, Tributary Width= 9.0 ft, (WALL ABV) Point Load : D = 1.10, Lr= 1.10 k @ 0.50 ft, (ROOF HEADER ABV) Point Load : D = 1. 10, Lr= 1. 10 k@ 6.250 ft, (ROOF HEADER ABV) Point Load: D= 1.10, Lr= 1.10k@14.750ft,(ROOFHEADERABV) Point Load : E = 3.450 k@ 0.50 ft, (HO ABV) Point Load : E = -3.450 k @ 6.250 ft, (HD ABV) Point Load: E = 3.450 k@ 14.750 ft, (HO ABV) Uniform Load: D = 0.030, L = 0.0650 ksf, Tributary Width = 7.250 ft, {FLOOR LOAD) Uniform Load: D = 0.030, L = 0.0750 ksf, Tributary Width= 4.750 ft, (DECK LOAD) DESIGN SUMMARY r Maximum Bending Stress Ratio 0.625 : 1 Section used for this span W12x35 Mu: Applied 119.992 k-ft Maximum Shear Stress Ratio = Section used for this span Vu: Applied Mn* Phi: Allowable 192.000k-ft Load Combination +1.200-+-0.50Lr+1.60L +1.60H Location of maximum on span 9.806ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.327 in Ratio= -0.018 in Ratio= 0.683 in Ratio= 0.000 in Ratio= Vn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs 715 >=360. 12,971 >=360. 343 >=240. 0 <240.0 Design OK 0.213 : 1 W12x35 23.983 k 112.50 k +1.200-+-0.50Lr+1.60L +1.60H 0.000 ft Span# 1 Qualls Engineering 4403 Manchester Ave, Suite 203 Steel Beam I.I DESCRIPTION: FB-1:STEEL Overall Maximum Deflections Load Combination Span +0-+-0.750Lr-+-0.750L+H 1 Vertical Reactions Load Combination Support 1 Overall MAXimum 16.419 Overall MINimum -1.858 +O+L+H 15.871 +O+Lr+H 11.224 +D-+-0.750Lr-+-0.750L+H 16.419 +0-+-0.750L-+-0.750S+H 13.854 +0-+-0. 70E+0.60H 9.103 +0-0. 70E+0.60H 6.502 +D+O. 750L +O. 750S+0.5250E+H 14.829 +O+O. 750L +0.750S-0.5250E+H 12.878 +0.60D+0. 70E+H 5.982 +0.60D-0.70E+H 3.381 DOnly 7.802 Lr Only 3.421 L Only 8068 E Only 1.858 E Only • -1.0 -1.858 Max.•-• Defl 0.6831 Support 2 15.367 -1.592 15.307 10.008 15.367 13.290 8.353 6.124 14.126 12.454 5.458 3.229 7.239 2.769 8.068 1.592 -1.592 Location in Span 9.806 Project Title: Tyra 2.0 Engineer: BQ Project ID: 22077 Project Descr: 36 Printed: 15 SEP 2022, 4:33PM 1 e: yra .. Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 • Load Combination Max. '+" Defl Location in Span 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Qualls Engineering 4403 Manchester Ave, Suite 203 Project Title: Tyra 2.0 Engineer: BQ Project ID: 22077 Project Descr: 37 Printed. 15 SEP 2022, 4:33PM Steel Beam Software copyright ENERCALC, INC. 1983-2020, Build:12. ,., DESCRIPTION: FB-2:STEEL CODE REFERENCES Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Properties Analysis Method: Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Bending Axis: Major Axis Bending D 0.495 L 1 .0725 W12x35 Span = 19.50 ft Fy : Steel Yield : E: Modulus : 50.0 ksi 29,000.0 ksi ~ .. Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.030, L = 0.0650 ksf, Tributary Width = 16.50 ft, (FLOOR) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.582 : 1 Section used for this span W12x35 Mu : Applied 111. 797 k-ft Maximum Shear Stress Ratio = Section used for this span Vu: Applied Mn* Phi : Allowable 192.000 k-ft Load Combination +1.20D-+-0.50Lr+1.60L+1.60H Location of maximum on span 9.750ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination Span +O<l+H 1 Max."-" Defl 0.6337 0.424 in Ratio = 0.000 in Ratio= 0.634 in Ratio= 0.000 in Ratio= Location in Span 9.806 Vn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs 551 >=360. 0 <360.0 369 >=240. 0 <240.0 Load Combination Vertical Reactions Support notation: Far left is #1 Load Combination Support 1 Support 2 Overall MAximum 15.625 15.625 Overall MINimum 5.168 5.168 +O<l+H 15.625 15.625 +O<lr+H 5.168 5.168 +0+0.750Lr+0.750L +H 13.011 13.01 1 +O+O. 750L +0.750S+H 13.011 13.011 D Only 5.168 5.168 L Only 10.457 10.457 Design OK 0.204 : 1 W12x35 22.933 k 112.50 k + 1.20D-+-0.50Lr+1.60L + 1.60H 0.000 ft Span# 1 Max. '+" Defl Location in Span 0.0000 0.000 Values in KIPS Qualls Engineering 4403 Manchester Ave, Suite 203 Project Title: Tyra 2.0 Engineer: BQ Project ID: 22077 Project Descr: 38 Printed: 15 SEP 2022, 4:33PM 1 e: yra .. Software oopyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 I• t f' . DESCRIPTION: FB-3 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb+ Fb- Fc-Prll Wood Species : Boise Cascade Fe -Perp Wood Grade : Versa Lam 3100 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D 0.04 Lr 0.04 5.25x16 Span = 14.250 ft 3,100.0 psi 3,100.0 psi 3,000.0 psi 750.0psi 285.0psi 2,100.0psi D 0.135 E: Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend -xx 1,036.83ksi Density 41 . 760 pcf Repetitive Member Stress Increase Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.020, Lr = 0.020 ksf, Tributary Width= 2.0 ft, (ROOF ABV) Uniform Load: D = 0.0150 ksf, Extent= 8.0-» 13.250 ft, Tributary Width = 9.0 ft, (WALL ABV) Uniform Load : D = 0.030, L = 0.0650 ksf, Tributary Width= 0.670 ft, {FLOOR LOAD) Point Load: E = 14.70 k@8.0 ft, (HD ABV) Point Load: E = -14.70 k@ 13.250 ft, (HD ABV) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination Span Vertical Reactions Load Combination Overall MAXimum Overall MINimum +O+l+H +O+lr+H +O+Q 750Lr+0.750L+H +O+O. 750L+0.750S+H 0.66El 1 5.25x16 = 3,326.89psi Maximum Shear Stress Ratio Section used for this span fv: Actual 4,996.12psi +1.121 D+1.344E+0.60H 8009ft Span# 1 0.331 in -0.331 in 0.267 in -0.210 in Ratio= Ratio= Ratio = Ratio= Max.•-• Defl Location in Span 0.0000 0.000 Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 517>=360 517 >=360 640>=240 814 >=240 Load Combination E Only' -1.0 Support notation : Far left is #1 Support 1 Support 2 -5.416 5.416 -5.416 5.416 1.092 1.441 1.067 1.415 1.229 1.577 1.015 1.363 Design OK 0.531 : 1 5.25x16 242.21 psi 456.00 psi +1.121D+1.344E+0.60H 12.898 ft Span# 1 Max.'+' Defl Location in Span -0.3305 7.229 Values in KIPS Qualls Engineering 4403 Manchester Ave, Suite 203 Project Title: Tyra 2.0 Engineer: BQ Project ID: 22077 Project Descr: 39 Pnnted: 1 S SEP 2022, 4:33PM , e: yra .. Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 1,1 DESCRIPTION: FB-4 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + Load Combination ASCE 7-16 Fb - Fe -Prll Wood Species : Boise Cascade Fe -Perp Wood Grade : Versa Lam 3100 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.0201 l}CO 04355) D{0.135) * Q' i5 (1 D 0.04 Lr 0.04 5.25x16 Span = 18.0 fl 3,100.0 psi 3,100.0psi 3,000.0 psi 750.0psi 285.0psi 2,100.0psi •. E : Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend -xx 1,036.83ksi Density 41. 760 pct Repetitive Member Stress Increase 1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.020, Lr= 0.020 ksf, Tributary Width= 2.0 ft, (ROOF ABV) Uniform Load: D = 0.0150 ksf, Extent= 6.750 --» 9.50 ft, Tributary Width= 9.0 ft, (WALL ABV) Uniform Load : D = 0.030, L = 0.0650 ksf, Tributary Width= 0.670 ft, (FLOOR LOAD) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination +D+0.750Lr+0.750L+H Vertical Reactions Load Combination Overall MAximum Overall MINimum +D+L+H +D+Lr+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H DOnly Lr Only Span 0.115: 1 5.25x16 358.65psi 3, 122.58psi +D+L+H 8.606ft Span# 1 Maximum Shear Stress Ratio Section used for this span fv: Actual 0.029 in Ratio= 0.000 in Ratio= 0. 119 in Ratio = 0.000 in Ratio= Max.•-• Defl Location in Span 0.1189 9.000 Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 7482 >=360 0<360 1817 >=240 0<240 Load Combination Support notation : Far left is #1 Support 1 1.528 0.392 1.356 1.324 1.528 1.258 0.964 0.360 Support 2 1.492 0.392 1.320 1.288 1.492 1.222 0.928 0.360 Design OK 0.074 : 1 5.25x16 21.21 psi 285.00 psi +D+L+H 0.000ft Span# 1 Max.•+• Defl Location in Span 0.0000 0.000 Values in KIPS Qualls Engineering 4403 Manchester Ave, Suite 203 Project Title: Tyra 2.0 Engineer: BQ Project ID: 22077 Project Descr: 40 Pnnted. 15 SEP 2022, 4 33PM 1 e: yra Steel Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 ,., DESCRI PTION: FB-5:STEEL CODE REFERENCES Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Beam bracing is defined Beam-by-Beam Bending Axis : Major Axis Bending Unbraced Lengths Span# 1, Defined Brace Spacing, First Brace at ft and spaced at 7.50 ft Span# 2, Fully Braced 0(0.96) LrO 38) L(0.39) --~49~1 .0725) , r W12x35 Span= 7 .50 ft --_ _,_ ___ _ Fy : Steel Yield : E: Modulus : W12x35 Span = 12.50 ft 50.0 ksi 29,000.0 ksi ... Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.030, L = 0.0650 ksf, Tributary Width = 16.50 ft, (FLOOR) Point Load: D = 1.130, Lr= 0.290, L = 0.310 k@O.O ft, (FB-3) Point Load : D = 0.960, Lr= 0.360, L = 0.390 k@ 0.0 ft, (FB-4) Load for Span Number 2 Uniform Load: D = 0.030, L = 0.0650 ksf, Tributary Width = 16.50 ft, (FLOOR) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.536: 1 Section used for this span W12x35 Mu ; Applied 95.800 k-ft Mn • Phi : Allowable 178. 760 k-ft Maximum Shear Stress Ratio = Section used for this span Vu: Applied Vn • Phi ; Allowable Design OK 0.199 : 1 W1 2x35 22.364 k 112.50 k Load Combinati0f11.20D-+-0.50Lr+ 1.60L + 1.60H, LL Comb Run (L *) Location of maximum on span 7.500ft Load Combinatiott.20D-+-0.50Lr+1.60L+1.60H, LL Comb Run (LL) Location of maximum on span 7.500 ft Span # where maximum occurs Span # 1 Span# where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination Span +O+L+H 1 2 Vertical Reactions Load Combination Support 1 Overall MAXimum Overall MINimum +O+L +H, LL Comb Run {*L) +D+L +H, LL Comb Run {L ") +O+L +H, LL Comb Run {LL) Max."-" Defl 0.5787 0.0000 Support 2 30.105 1.040 18.528 23.402 30.105 0.341 in Ratio = -0.137 in Ratio = 0.579 in Ratio= -0.106 in Ratio = Location in Span 0.000 0.000 527 >=360. 1,315 >=360. 31 1 >=240. 1420 >=240. Load Combination +D+L+H Support notation : Far left is #1 Support 3 7.569 -0.390 7.569 -1.967 4.736 Max."+" Defl Location in Span 0.0000 0.000 -0.1057 4.950 Values in KIPS Qualls Engineering 4403 Manchester Ave, Suite 203 Wood Beam 1,1 DESCRIPTION: FB-6 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Properties Project Title: Tyra 2.0 Engineer: BQ Project ID: 22077 Project Descr: 41 Printed: 15 SEP 2022, 4:33PM 1e: yra .. Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 • Analysis Method: Allowable Stress Design Fb + 3,100.0 psi 3,100.0 psi 3,000.0psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb-Ebend-xx 2,000.0ksi Fc -Prll Emin bend -xx 1,036.83 ksi Wood Species : Boise Cascade Fe -Perp Wood Grade : Versa Lam 2.0 3100 West Fv 750.0psi 285.0 psi 1,950.0 psi Ft Beam Bracing : Beam bracing is defined Beam-by-Beam Unbraced Lengths Span # 1, Defined Brace Spacing, First Brace at ft and spaced at 7.830 ft Span # 2, Fully Braced Density 41 . 760pcf D(0.71Be} 2 ll(lfi~BI0 31) 0(0 03) (0 0P-,.,..."'T"=ur'-'----'D"--'('-=i0,;--:.1~5'-) ---.------. Applied Loads Load for Span Number 1 D 0.15 5.25x16 Span = 7 .830 ft Point Load : D = 0.030, L = 0.0650 k @ 7.250 ft, (Floor) Uniform Load: D = 0.0150 ksf, Tributary Width= 10.0 ft, (Wall Above) Point Load: D = 1.280, Lr= 1.280 k@ 0.0 ft, (Post Above) Point Load : D = 0.7820, Lr= 0.2850, L = 0.310 k@ 0.0 ft, (FB-3 L) Load for Span Number 2 Uniform Load : D = 0.030, L = 0.0650 ksf, Tributary Width = 7.250 ft, {Floor) Uniform Load: D = 0.020, Lr= 0.020 ksf, Tributary Width = 16.0 ft, (RooD Uniform Load : D = 0 0150 ksf, Tributary Width = 10.0 ft, (Wall Above) Point Load : D = 1.280, Lr= 1.280 k @ 1.0 ft, (Post Above) Point Load : E = 6.633 k @ 1.0 ft, (HD Strap Above) DESIGN SUMMARY D 0.32 Lr 0.32 5.25x16 Span = 6.420 ft Service loads entered. Load Factors will be applied for calculations. Design OK Maximum Bending Stress Ratio Section used for this span 0.483 1 5.25x16 1,768.66psi 3,662.59psi Maximum Shear Stress Ratio 0.352 : 1 Section used for this span 5.25x16 fb: Actual fv: Actual 125.29 psi Fb: Allowable Fv: Allowable = 356.25 psi Load Combination Location of maximum on span Span# where maximum occurs +D+Lr+H, LL Comb Run (L*) Load Combination +D+0.750Lr+0.750L +H, LL Comb Run ( Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination Span +D+Lr+H, LL Comb Run (L *) = 7.830ft Span# 1 0.220 in -0.042 in 0.545 in -0.034 in Location of maximum on span = 7 .830 ft Span# where maximum occurs = Span # 1 Ratio = 852 >=360 Ratio = 4504 >=360 Ratio = 344 >=240 Ratio = 2267 >=240 Max.•-• Defl Location in Span Load Combination Max.'+' Defl Location in Span 0.5452 0.000 0.0000 0.000 Qualls Engineering 4403 Manchester Ave, Suite 203 Wood Beam ,., DESCRIPTION: FB-6 Overall Maximum Deflections Load Combination Span Vertical Reactions Load Combination Overall MAXimum Overall MINimum +D+H +D+L +H, LL Comb Run ('L) +D+L +H, LL Comb Run (L ') +D+L +H, LL Comb Run (LL) +D+Lr+H, LL Comb Run ('L) +D+Lr+H, LL Comb Run (L *) +D+Lr+H, LL Comb Run (LL) +D+S+H +D+O. 750Lr+O. 750L +H, LL Comb Run (' +D+0.750Lr+0.750L+H, LL Comb Run (L +D+0.750Lr+0.750L+H, LL Comb Run (L +D+0.750L+0.750S+H, LL Comb Run (*L +D+0.750L+0.750S+H, LL Comb Run (L' +D+0.750L+0.750S+H, LL Comb Run (LL +D+0.60W+H +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +0.60D+0.60W+0.60H +D+O. 70E+0.60H +D-0.70E+0.60H +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S-0.5250E+H, LL Comb +D+0.750L+0.750S-0.5250E+H, LL Comb +D+0.750L+0.750S-0.5250E+H, LL Comb +0.60D+0. 70E+H +0.60D-0.70E+H DOnly Lr Only, LL Comb Run ('L) Lr Only, LL Comb Run {L*) Lr Only, LL Comb Run (LL) L Only, LL Comb Run ('L) L Only, LL Comb Run (L *) L Only, LL Comb Run (LL) EOnly E Only' -1.0 H Only 2 Project Title: Tyra 2.0 Engineer: BQ Project ID: 22077 Project Descr: 42 Printed: 15 SEP 2022, 4:33PM I e: yra .. Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 •. Max. • -• Defl Location in Span Load Combination 0.0000 0.000 +D+Lr+H, LL Comb Run (L') Support notation: Far left is #1 Support 1 Support 2 Support 3 15.678 -2.736 -5.600 -1.033 9.788 -0.828 11.301 0.685 10.547 -1.212 12.059 0.301 11.896 0.399 13.262 -2.736 15.369 -1.510 9.788 -0.828 12.503 1.227 12. 962 -2.54 7 15.678 -0.493 10.922 0.307 10.357 -1.116 11.492 0.019 9.788 -0.828 12.503 1.227 12.962 -2.547 15.678 -0.493 10.922 0.307 10.357 -1.116 11.492 0.019 5.873 -0.497 13.708 -0.104 5.868 -1.551 13.862 0.849 13.297 -0.573 14.431 0.561 7.982 -0.235 7.417 -1.658 8.552 -0.523 9.793 0.227 1.953 -1.220 9. 788 -0.828 2.108 1.227 3.474 -1.909 5.582 -0.682 1.513 1.513 0.759 -0.384 2.272 1.129 5.600 1.033 -5.600 -1.033 Max.'+' Defl Location in Span -0.0340 Values in KIPS 2.618 Qualls Engineering 4403 Manchester Ave, Suite 203 Project Title: Tyra 2.0 Engineer: BQ Project ID: 22077 Project Descr: 43 Printed: 9 NOV 2022, 12.19PM 1 e: yra .. Wood Beam I.I Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 . . DESCRIPTION: FB-7 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species Wood Grade : Boise Cascade : Versa Lam 2.0 3100 West Fb + Fb- Fc-Prll Fe -Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.045J L(0.15) 5.25x7.25 Span = 9.50 ft 3100 psi 3100 psi 3000psi 750 psi 285 psi 1950 psi E : Modulus of Elasticity Ebend-xx 2000 ksi Eminbend -xx i30120482 ksi Density 41 .76pcf D(0.15J L(0.5) 1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.030, L = 0.10 ksf, Extent= 0.0 --» 6.0 ft, Tributary Width = 1.50 ft, (Floor) Uniform Load: D = 0.030, L = 0.10 ksf, Extent= 6.0 --» 9.50 ft, Tributary Width= 5.0 ft, (Floor) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination Span +Q-+{_ Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +Q-+{_ +D+0.750L +0.60D L Only 0.321: 1 5.25x7.25 993.95psi 3,100 OOpsi +D+L 6.068ft Span# 1 Maximum Shear Stress Ratio Section used for this span fv: Actual Max.·-· Defl 0.1827 0.141in 0.000 in 0.183 in 0.000 in Ratio= Ratio= Ratio= Ratio= Location in Span 4.993 Fv: Allowable Load Combination Location of maximum on span Span# where maximum occurs 811 >=360 0<360 623 >=240 0<240 Load Combination Support notation : Far left is #1 Support 1 Support 2 1.220 2.225 0.938 1.712 0.281 0.514 1.220 2.225 0.985 1.797 0.169 0.308 0.938 1.712 Design OK 0.255 : 1 5.25x7.25 72.60 psi 285.00 psi +D+L 8.911 ft Span# 1 Max."+" Defl Location in Span 0.0000 0.000 Values in KIPS Qualls Engineering 4403 Manchester Ave, Suite 203 Project Title: Tyra 2.0 Engineer: BQ Project ID: 22077 Project Descr: 44 Printed: 30 NOV 2022, 5 48PM Ie: yra Wood Beam Software copyright ENERCALC, INC. 1~2020, Build:12.20.8.24 ,., DESCRIPTION: Stair Stringer CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species Wood Grade : Trus Joist : Microlam LVL 1.9 E Fb + Fb - Fc -Prll Fe -Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 2600psi 2600psi 2510 psi 750psi 285psi 1555 psi • E: Modulus of Elasticity Ebend-xx 1900 ksi Eminbend -xx 965. 71 ksi Density 42.01 pcf 0(0 0399) L(0.133) •• ------------.9r---------=..::..:..:::..::..::..::,~p=...:-=:.L_. _________ *,--------------,;, 1.750X7.0 Span = 6.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.030, L = 0.10 ksf, Tributary Width = 1.330 ft, (Stairs) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination +O+L Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +O+L +Q+Q.750L +0.60D L Only Span = = = = 0.295 1 Maximum Shear Stress Ratio 1.750X7.0 Section used for this span 766.71 psi fv: Actual 2,600 OOpsi Fv: Allowable +D+L Load Combination 3.250ft Location of maximum on span Span# 1 Span # where maximum occurs 0.057 in Ratio= 1379 >=360 0.000 in Ratio= 0<360 0.073 in Ratio= 1061 >=240 0.000 in Ratio= 0<240 Max. " -" Defl Location in Span Load Combination 0.0735 3.274 Support notation : Far left is #1 Support 1 0.562 0.432 0.130 0.562 0.454 0.078 0.432 Support 2 0.562 0.432 0.130 0.562 0.454 0.078 0.432 = = = Design OK 0.199 :1 1.750X7.0 56.75 psi 285.00 psi +D+L 5.931 ft Span# 1 Max."+" Defl Location in Span 0.0000 0.000 Values in KIPS Qualls Engineering 4403 Manchester Ave, Suite 203 Project Title: Tyra 2.0 Engineer: BQ Project ID: 22077 Project Descr: 45 Printed: 9 NOV 2022, 12:13PM 1 e: yra .. Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 ,., DESCRIPTION: Landing Beam CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination ASCE 7-16 Fb- Fe -Prll Wood Species : Douglas Fir -Larch Fe -Perp Wood Grade : No.1 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D 0.15 L 0.5 1 6x8 Span = 7.50 ft • 1350psi E: Modulus of Elasticity 1350psi Ebend-xx 1600ksi 925psi Eminbend -xx 580ksi 625psi 170 psi 675psi Density 31 .21pcf 1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.030, L = 0.10 ksf, Tributary Width= 5.0 ft, (Floor) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.788 1 Maximum Shear Stress Ratio Section used for this span 6x8 Section used for this span fb: Actual = 1,063.64psi fv: Actual Fb: Allowable 1,350.00psi Fv: Allowable Load Combination +D+L Load Combination Location of maximum on span 3.750ft Location of maximum on span Span# where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.116 in Ratio= 777 >=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.150 in Ratio= 598>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Overall Maximum Deflections Load Combination Span Max.'-' Defl Location in Span load Combination +D+L 1 0.1504 3.777 Vertical Reactions Support nolation . Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 2.438 2.438 Overall MINimum 1.875 1.875 D Only 0.563 0.563 +D+L 2.438 2.438 +D+0.750L 1.969 1.969 +0.60D 0.338 0.338 L Only 1.875 1.875 Design OK = 0.438 : 1 6x8 74.40 psi = 170.00 psi +D+L 6.898ft = Span# 1 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS Qualls Engineering Strucnu:al Engineering Services Project: _T._yr_a _2.0 ____ _ Sheet: _4..,__,,6'----- J ob#: 22077 Date: Engineer: CG ------- Ledger Checks Grid A Roof Load Combo: 1.2D + 1.6L, (LRFD) D = 20psf(33ft/2) = 330 plf L, = 20psf(33ft/2) = 330 plf V = 1.2(330plf) + 1.6 (330plf) = 924 plf Vu= (924plf)(8/12ft) = 616 lbs Tu= [6 (924plf)(16/12ft)(1.5in)]/[5(6.75in) = 329 lbs <DB.nb = 0.5(4)(n)(4.25in)2(J2,000psi) = 5,075 lbs (Controls) <DB."'= 0.9(0.31in2)(36,000psi) = 10,044 lbs <DB,11c = 0.5(1050 4J(2,000psi)(0.31in2) = 2,619 lbs (Controls) <DB,n = 2(5,075lbs) = 10,150 lbs <DB""'= 0.9(0.6)(0.31in2)(36,000psi) = 6,026 lbs D CR = 0.30 Grid A Floor Load Combo: 1.2D + 1.6L (LRFD) D = 30psf(18ft/2) = 270 plf L = 65psf(18ft/2) = 585 plf V = 1.2(270plf) + 1.6(585plf) = 1,260 plf Vu= (1,260plf)(8/12ft) = 840 lbs Tu = [6 (1,260plf)(16/12ft)(1.75in)]/[5(13.5in) = 261 lbs <DB10b = 0.5 (4)(n)(4.25in)2~2,000psi) = 5,075 lbs (Controls) <DB.,,,= 0.9(0.31in2)(36,000psi) = 10,044 lbs <DB""c = 0.5(1050 4J(2,000psi)(0.31in2) = 2,619 lbs (Controls) <DB,,,').= 2(5,075lbs) = 10,150 lbs <DB,."'= 0.9(0.6)(0.31in2)(36,000psi) = 6,026 lbs D CR = 0.37 2x10 ledger 2112"I.~~~ 1 3/4x16 LVL ledger V 2 112"IllF#l:;,~e!IJ/ vj 2 112"I Project Title: Engineer: Project ID: Project Descr: I Wood Column Tyra 2.0 BQ 22077 46a UC#: KW-06015197, Build:20.22.12.28 DESCRIPTION : R oof Ledger Qualls Engineering Project File: Tyra 2.0.ec6 I (c) ENERCALC INC 1983-2022 Code References Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Analysis Method End Fixities Allowable Stress Design Top Fixed, Bottom Fixed Overall Column Height ( Used for non-slender calculallons) Wood Species Douglas Fir-Larch Wood Grade No.1 Fb + 1,000.0 psi Fv Fb -1,000.0 psi Ft Fe -Prll 1,500.0 psi Density Fe -Perp 625.0 psi 0.67 ft 180.0 psi 675.0 psi 31 .210pcf Wood Section Name 2x1 O Wood Grading/Manuf. Graded Lumber Wood Member Type Exact Width Exact Depth Area Ix ly Sawn 1 .50 in Allow Stress Modification Factors 9.250 in Cf or Cv for Bending 1.1 O 13.875 in•2 Cf or Cv for Compressio1 1.0 98.932 in•4 Cf or Cv for Tension 1.1 O 2.602 in•4 Cm : Wet Use Factor 1.0 Ct : Temperature Fact 1.0 E : Modulus of Elasticity . . . x-x Bending y-y Bending Axial Cfu : Flat Use Factor 1.0 Kf : Built-up columns 1.0 NDS1532 No Basic 1,700.0 1,700.0 Minimum 620.0 620.0 1,700.0 ksi Use Cr: Repetitive? Brace condition for deflection (buckling) along columns : X-X (width) axis: Unbraced Length for buckling ABOUT Y-Y Axis = 0.67 ft Y-Y (depth) axis: Unbraced Length for buckling ABOUT X-X Axis= 0.67 ft. A pplied Loads Service loads entered. Load Factors will be applied for calculations. AXIAL LOADS ... Seismic: Axial Load at 0.670 ft, Yecc = 4.625 in, E = 0.060 k BENDING LOADS ... Roof Truss: Lat. Point Load at 0.330 ft creating Mx-x, D = 0.660, LR= 0.660 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = o.04609 : 1 Load Combination +D+Lr Governing NOS Forumla Bending Only, Tension Side Location of max.above base 0.0 ft Maximum SERVICE Lateral Load Reactions .. Top along Y-'r 0.6452 k Bottom along Y-Y Top along X-)( 0.0 k Bottom along X-X Maximum SERVICE Load Lateral Deflections ... 0.6748 k 0.0 k At maximum location values are . Applied Axial Applied Mx Applied My O.Ok -0.1122 k-ft 0.0 k-ft 1,857.80 psi Along Y-Y .0000210 in at 0.3328 ft above base Fe : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear L oad Combination Results Load Com bination Co D Only 0.900 +D+Lr 1.250 +D+0.750Lr 1.250 +0.60D 1.600 +D+0.70E 1.600 +D+0.5250E 1.600 +0.60D+0.70E 1.600 for load combination : +D+Lr Along X-X 0.0 in at 0.0 ft above base for load combination : n/a Other Factors used to calculate allowable stresses ... 0.3242 : 1 +D+Lr 0.3283 ft 72.949 psi 225.0 psi C p M;;iximym Axi;;il + B~nging Slrnss 8;;i!iQs Stress Ratio Status Location 0.993 0.03194 PASS 0.0 ft 0.991 0.04609 PASS 0.0 ft 0.991 0.04033 PASS 0.0ft 0.988 0.01083 PASS 0.0ft 0.988 0.01805 PASS 0.0ft 0.988 0.01805 PASS 0.0ft 0.988 0.01083 PASS 0.0 ft fumdin9 Comoression .TofiliQn M;;iximum Sh~;;ir R;;i!iQs Stress Ratio Status Location 0.2252 PASS 0.3283 ft 0.3242 PASS 0.3283 ft 0.2837 PASS 0.3283 ft 0.07599 PASS 0.3283 ft 0.1266 PASS 0.3283 ft 0.1266 PASS 0.3283 ft 0.07599 PASS 0.3283 ft I Wood Column UC# : KW-06015197, Build:20.22.12.28 DESCRIPTION: Roof Ledger Maximum Reactions Load Combination D Only +D+Lr +D+0.750Lr +0.60D +D+0.70E +D+0.5250E +0.60D+O. 70E Lr Only E Only X-X Axis Reaction @ Base @Top Maximum Deflections for Load Combinations Project Title: Engineer: Project ID: Project Descr: Qualls Engineering Tyra 2.0 BQ 22077 466 Project File: Tyra 2.0.ec6 j (c) ENERCALC INC 1983-2022 Note: Only non-zero reactions are listed. k Y-Y Axis Reaction @ Base @ Top Axial Reaction @Base My -End Moments k-ft Mx - End Moments @ Base @Top @ Base @Top 0.337 0.323 0.675 0.645 0.590 0.565 0.202 0.194 0.337 0.323 0.337 0.323 0.202 0.194 0.337 0.323 -0.000 0.000 0.042 0.032 0.042 0.060 0.056 -0.054 0.112 -0.109 0.098 -0.095 0.034 -0.033 0.056 -0.054 0.056 -0.054 0.034 -0.033 0.056 -0.054 -0.000 -0.000 Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only 0.0000in 0.000fl 0.000 in 0.333 fl +D+Lr 0.0000in 0.000fl 0.000 in 0.333fl +D+0.750Lr 0.0000in 0.000fl 0.000 in 0.333fl +0.60D 0.0000in 0.000fl 0.000 in 0.000fl +D+0.70E 0.0000in 0.O00fl 0.000 in 0.333fl +D+0.5250E 0.0000in 0.000fl 0.000 in 0.333fl +0.60D+0. 70E 0.0000in 0.000fl 0.000 in 0.000fl Lr Only 0.0000in 0.000fl 0.000 in 0.333 fl E Only 0.0000in 0.000fl 0.000 in 0.000fl Project Title: Engineer: Project ID: Project Descr: j Wood Column Tyra 2.0 BQ 22077 46c UC#: KW-06015197, Build:20.22.12.28 DESCRIPTION: Floor Ledger Qualls Engineering Project File: Tyra 2.0.ec6 I (c) ENERCALC INC 1983-2022 Code References Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Analysis Method Allowable Stress Design End Fixities Top Fixed, Bottom Fixed Overall Column Height ( Used for non-slender calculabons) Wood Species iLevel Truss Joist Wood Grade MicroLam LVL 1.9 E Fb + 2,600.0 psi Fv Fb -2,600.0 psi Ft Fe -Prll 2,510.0 psi Density Fe -Perp 750.0 psi 0.67 ft 285.0 psi 1,555.0 psi 42.010 pcf Wood Section Name Wood Grading/Manuf. Wood Member Type Exact Width Exact Depth Area Ix ly 1.750x16.000 Louisana-Pacific LP LVL 1 . 7 50 in Allow Stress Modification Factors 16.0 in Cf or Cv for Bending 0.9597 28.0 in'2 Cf or Cv for Compressio1 1.0 597.33 in'4 Cf or Cv for Tension 0.9597 7.146 in'4 Cm : Wet Use Factor 1.0 Ct: Temperature Fact 1.0 Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity . . . x-x Bending y-y Bending Basic 1,900.0 1,900.0 Axial 1,900.0 ksi Kf : Built-up columns Use Cr : Repetitive ? 1.0 NOS 15 3 2 No Minimum 965.71 965.71 Brace condition for deflection (buckling) along columns : Applied Loads AXIAL LOADS ... X-X (width) axis: Unbraced Length for buckling ABOUT Y-Y Axis= 0.67 ft Y-Y (depth) axis: Unbraced Length for buckling ABOUT X-X Axis= 0.67 ft Service loads entered. Load Factors will be applied for calculations. Seismic: Axial Load at 0.670 ft, Yecc = 8.0 in, E = 0.1840 k BENDING LOADS ... Roof Truss: Lat. Point Load at 0.330 ft creating Mx-x, D = 0.360, L = 0.780 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = o.006310: 1 Load Combination +D+L Governing NOS Forumla Bending Only, Tension Side Location of max.above base 0.0 ft At maximum location values are . Applied Axial Applied Mx Applied My Fe : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear Load Combination Results O.Ok -0.09688 k-ft 0.0 k-ft 2,502.76 psi 0.1095: 1 +O+L 0.3283 ft 31.219 psi 285.0 psi Maximum SERVICE Lateral Load Reactions .. Top along Y-'r 0.5572 k Bottom along Y-Y Top along X-X 0.0 k Bottom along X-X Maximum SERVICE Load Lateral Deflections ... 0.5828 k 0.0 k Along Y-Y 0.0 in at 0.0 ft above base for load combination : n/a Along X-X 0.0 in at 0.0 ft above base for load combination : n/a Other Factors used to calculate allowable stresses ... ~ Compression Ie.o.si.o..o C o Cp Maximum Axi<!I + Benging ~Ire~~ R<1\io~ M<1xim!,lm ~hesir Rsi\iQl! Load Combination Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.997 0.002211 PASS 0.0 ft 0.03844 PASS 0.3283 ft +D+L 1.000 0.997 0.006310 PASS 0.0 ft 0.1095 PASS 0.3283 ft +D+0.750L 1.250 0.996 0.004199 PASS 0.0 ft 0.07264 PASS 0.3283 ft +0.60D 1.600 0.995 0.000754 PASS 0.0 ft 0.01 297 PASS 0.3283 ft +D+0.70E 1.600 0.995 0.001258 PASS 0.0 ft 0.02162 PASS 0.3283 ft +D+O. 7 50L +O. 5250E 1.600 0.995 0.00330 PASS 0.0 ft 0.05675 PASS 0.3283 ft +0.60D+O. 70E 1.600 0.995 0.001151 PASS 0.0 ft 0.01297 PASS 0.3283 ft I Wood Column LIC#: KW-06015197, Build:20.22.12.28 DESCRIPTION: Floor Ledger Maximum Reactions Load Combination D Only +D+L +D+0.750L +0.600 +D+0.70E +D+0. 750L +0.5250E +0.60D+0.70E L Only EOnly X-X Axis Reaction @ Base @Top Maximum Deflections for Load Combinations Project Title: Engineer: Project ID: Project Descr: Qualls Engineering Tyra 2.0 BQ 22077 46d Project File: Tyra 2.0.ec6 (c) ENERCALC INC 1983-2022 Note: Only non-zero reactions are listed. k Y-Y Axis Reaction @ Base @ Top Axial Reaction @ Base My -End Moments k-ft Mx -End Moments @ Base @Top @ Base @ Top 0.184 0.176 0.583 0.557 0.483 0.462 0.110 0.106 0.184 0.176 0.483 0.462 0.110 0.106 0.399 0.381 -0.000 0.000 0.129 0.097 0.129 0.184 0.031 -0.030 0.097 -0.094 0.080 -0.078 0.018 -0.018 0.031 -0.030 0.080 -0.078 0.018 -0.018 0.066 -0.064 -0.000 -0.000 Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only 0.0000in 0.000ft 0.000 in 0.000ft +D+L 0.0000in 0.000ft 0.000 in 0.000ft +D+0.750L O.0000in 0.000ft 0.000 in 0.000ft +0.600 0.0000in 0.000ft 0.000 in 0.000ft +D+0.70E 0.0000in 0.000ft 0.000 in 0.000ft +D+0. 750L +0.5250E 0.0000in 0.000ft 0.000 in 0.000ft +0.60D+0.70E 0.0000in 0.000ft 0.000 in 0.000ft L Only 0.0000in 0.000ft 0.000 in 0.000ft EOnly 0.0000in 0.000ft 0.000 in 0.000ft Qualls Engineering Structural Engineering Services Sheet: -'4-'-7 ___ _ Project: _T~·-ra_2_.0 _________ _ Job#: ..::2:;;20:..:.7.:...7 __ lingincer: .;;B;..;:s. __________ _ Date: Lateral Analysis -N-S Tributary Arca (ftl Level Component Weight (psf) Tributary Tributary Weight IWeight Length (ft) H eight (ft) (lbs) (lbs) Main Roof 20 1,955 39,100 Roof Exterior Wall 15 55 IO.O 8,250 69,425 CMU Wall 78 60 10.0 46,800 Interior Wall 7 80 10.0 5,600 Floor 30 1,955 58,650 Low Roof 20 510 10,200 2nd Floor Exterior Wall IS 0 13.S 0 161,106 CMUWaU 78 110 13.5 115,830 Interior Wall 7 85 13.S 8,033 ~: 230,531 C, (ASD) W (lbs) V (lbs) 0.124 230,531 28,476 Level W, (kips) h,, (ft) W,b: (k-ft) ~ V, (lbs) Area (ft'} v. (psf) I:(W,h:) Roof 69.4 23.5 1,631 0.43 12 205 1 955 6.2 2nd F loor 161.1 13.5 2,175 0.57 16,271 2,465 6.6 ,~. 3,806 ,~. 12.8 C, X k 0.02 23.S 0.75 0.21 1.0 Wind Check Ps 10.7 No rth-South Level Height (ft) Diaphragm v. (psf) Depth (ft) Roof Peak 28 -- Roof 23.S 33 3.1 2nd Floor 13.S 41 3.1 ~: 6.2 Direction Governing Load North-South Seismic I 12.8 psf Qualls Engineering Structural Engineering Services Sheet: ~4~8 ___ _ Project: _·1~· _ra_2_.0 _________ _ Job#: ..::2~20:..:.7,;.,7 __ Engineer: _13~-----------Date: Lateral Analysis -E-W Tributary Area (ft1 Level Component Weight (psf) Tributary Tributary Weight IWeight Length (ft} Height (ft) (lbs) (lbs) Main Roof 20 1,955 39100 Roof Exterior Wall 15 45 10.0 6 750 52,800 CMUWall 78 21 10.0 16,380 Interior Wall 7 61 10.0 4,270 Floor 30 1,955 58,650 Low Roof 20 510 10,200 2nd Floor Exterior Wall 15 0 13.5 0 132,223 CMUWall 78 86 13.5 90 558 Interior Wall 7 93 13.5 8,789 ~: 185,023 C, (ASD) W (lbs) V (lbs} 0.124 185,023 22,855 Level w. (kips) hx (ft} W.hx• (k-ft) W,h," V. (lbs) Area (ft1 V, (psf) l:(W.h,") Roof 52.8 23.5 1,241 0.41 9,372 1 955 4.8 2nd Floor 132.2 13.5 1,785 0.59 13,483 2,465 5.5 ~: 3,026 ,~. 10.3 C, X k 0.02 23.5 0.75 0.21 1.0 Wind Check Ps 10.7 East-West Level Height (ft) Diaphragm V, (psf) Depth (ft) Roof Peak 28 - Roof 23.5 59 1.7 2nd Floor 13.5 57 2.2 , .. 3.9 Direction Governing Load East-West Seismic I 10.3 psf Qualls Engineering SuuctucaJ Engineering Services Project: _T_yr_a_2_.0 _______ _ Engineer: CG ---------------- Lateral Design Direction Controlllng Noah.SOU., .__ VOlrect VDlrectly V Offsel V Level v. fpsf) Grld Tr1bAfea(frJ Cumulatlve ~ .. , Above (lbs) Abon(lbs) .. 1 338 2110 2110 Roof •2 • 070 8 103 6 103 6&7 ... 3,992 3,992 2ndAoor •• 2&3 1,418 9,357 0 2,815 12.031 6&7 """ 8 91-4 3992 3 814 1' 721 North-South W~ll..tn,oh(ft) Lc,-c.l Grid W.UI W.U2 Touu Minimum v (pll) h:2w SWTvnr I 525 5.25 525 402 1.00 JE Roof 4 9.5 95 9.5 642 1.00 2E 6&7 21 21 21 190 1.00 CMU 2nd Floor 2&J 10 8 18 8 891 1.00 CMU 6&7 7.5 2125 28.75 7.5 432 1.00 Cl\lU Nortb-Soulh L.. mio (ft) v(pll) Add'! M., ('1-lbt) M.,(f1,lb1) RoofTrib (ft) Floor Trib (ft) Ex1Wall(ft) lntWall(fl) I 525 402 18,992 I 9 Roof 4 9.5 6-12 54.924 2 9 6&7 21 190 35,932 I 9 2od I-loo, 2&J 8 891 78.4)6 1.3) 20 6&7 7.5 432 35,932 71,608 1.)3 20 North-South C(lbt) T(lbt) HO Capacity (lbs) DCR 1 J,617 ).JOO MSTC52 J,455 0.96 Roof 4 5,781 5.400 MID2 6,7JO 080 6&7 1,711 44) C'1U 28,700 002 2nd Floor 2&J 9,80-1 8,787 CMU 28.700 0.Jl 6&7 9,548 8,594 C'1U 28,700 0.JO Direction Contlollng Ent.w .. 1 S•smic VOlrect VDlreclfy V Offsel V Lovel v.(psf) G,td TrtbArea (rt') CumuLltfve (lbs) Above (lbs) Abou(lbs) "" Rod • • A .,. • 686 .... E .,. . .... .... 2ndAoo, 55 A 1,233 6.1•1 ..... 2,929 1',356 F 1233 6 741 D a 1ee 15,528 '--•Wt'III Wallt-rth fl ·-· I Grid W.U I W.Ul w.u, Woll◄ T""' M1a1mu111 "( ,IO h:2w ""•= I ... , A " " " ., 100 CMU I E 9?S ,., " '"' ,., 221 100 I '" Jadt--,.... A " " " :~, 100 Q IU F • u " I " • •~t 110 OIU Eatt•Wc11 L.min(fl) V (pll) Add'I Mot (ft•lbt) M.,.(f1-lbs) RoofTrib (ft) floor Trib (ft) Ex1W.U(ft) lntWall(ft) Roof A 52 90 42,174 17 9 E 55 221 10,916 17 9 2nd Floor A 52 276 42,174 200,092 9.5 1.JJ 20 F 5 621 34,161 4875 4 50 11 Eat1•Wctt C(lbt) T ~b•) HD Capacity (lbs) OCR Roof A 811 0 CMU 28700 000 E 1,985 967 MSTCIO 1,920 050 2nd Floor A 3,476 0 CMU 28,700 000 F 6832 6.)04 CMU 28,700 0.22 Sheet: 49 Job #: 22077 Date: Add'I M_ (fl-lbs) M,_ (ft-lb,) 21)6 4,648 )4178 10,451 9.186 Add'I M_ (fo-lbt) M_ (f1-lbt) 642,200 7,184 665,897 J.)88 Qualls Engineering Structural Engineering Services Project: _T_,_y_ra_2~.0 _____ _ Sheet: _5~0 __ Job #: 22077 Engineer: _C_G ______ _ Date: D iaphragm Checks Roof -S Diaphragm scale factor = 1.0 cp 4,021 lbs 2,1 10 lbs -2,081 lbs Vu = 4,021lbs / 33ft = 122 plf (Grid 4) Vu = 3,992lbs / 21.25ft = 188 plf (Grid 7) V. = 360 plf <SDPWS Table 4.2A> D CR = 0.52 RoofE-W 4,686 lbs Vu = 4,686lb s / 55ft = 85 plf (Grid E) V. = 360 plf <SDPWS Table 4.2A> D CR = 0.24 cp -3,992 lbs -4,686 lbs Qualls Engineering Structural Engineering Services Project: _T_,y_ra_2_.~0 _____ _ Sheet: ~51=----- J ob #: 22077 Date: Engineer: CG --------- Diaphragm Check Floor -S Diaphragm scale fa ctor = 1. 7 Numbers consider 25°0 14,723 lbs 12,266 lbs horizontal irregularity type 4 increase (ASCE \ 7-16 12.3.3.4) ~ 4,534 lbs -2,638 lbs -6,302 lbs 4,637 lbs 1,178 lbs Vu= 14,723lbs / 42.5ft = 346 plf (Grid 3) Vu= 9,142lbs / 15.5ft = 590 plf (Grid 7) Use 2 1/2" boundary nail (V. = 640 plf) <SDPWS Table 4.2 > DCR = 0.92 Drag Check Numbers consider Q 20,444 lbs (/\SOl 7-16 l 2.I0.2.1) \ 17,987 lbs 5,611 lbs -5,275 lbs Vu = 11,026lbs / 42.5ft = 441 plf (Grid 3) Vu = 6,520lbs / 15.5ft = 715 plf (Grid 7) Use 2" boundary nail (V. = 730 plf) <SDPWS T able 4.2A> D CR = 0.98 cpcp -11,430 lbs cp cp -13,337 lbs Qualls Engineering Structural Engineering Services Project: _T_,y_ra_2_._0 _____ _ Sheet: ~52~-- Job #: 22077 Date: E ngineer: CG --------- Floor E-W Diaphragm scale factor = 1.7 Numbers consider 25° o horizontal irregularity type 4 increase (ASCE \ 7-16 12.3.3.4) ~ 15,826 lbs Diaphragm Check cp ~ 4,980 lbs Vu= 15,826lbs / 39.25ft = 403 plf (Grid F) Use 2 1/2" boundary nail (V. = 640 plf) <SDPWS Table 4.2A> DCR = 0.63 Drag Check Numbers consider Q cp (ASCE 7-16 12.10.2.1) ~ 20,219 lbs ~ 3,516lbs Vu = 11 ,135lbs / 39.25ft = 482 plf (Grid F) Use 2" boundary nail (V. = 730 plf) <SDPWS Table 4.2A> D CR = 0.66 -12,897 lbs • 14,344 lbs Qualls Engineering Sheet: ~5~3 __ _ Stmcn1ral Engineering Services Project: _T~y,_r_a_2_.0 _______ _ Job#: 22077 Engineer: CG -----------Date: D rag Checks Grid 2 Floor Drag 0.000 10 20 40 so 60 70 80 -2.000 VI -4.000 a. :;;: QJ u -6.000 ... 0 -8.000 u.. -10.000 -12.000 Distance (ft) T" = 8,254 lbs @ strap . Use CMST12 (f, = 9,215 lbs). Grid 3 Floor Drag 0.000 10 20 30 -2.000 so 60 70 80 -4.000 VI a. -6.000 :;;: --8.000 Dist ance (ft) Use HD19 (f. = 16,775 lbs) Qualls Engineering Structural Engineering Services Grid 6 Floor 2.500 2.000 1.500 1.000 -;;;-a. 0.500 ~ 0.000 (IJ 10 u ... -0.500 0 LL -1.000 -1.500 -2.000 -2.500 Grid E Floor Project: ~T=--.l...='r=a~2=.0-=--------- Engineer: CG ----------- Drag Checks Drag 40 so Distance (ft) Use "ST6224" (T, = 2,535 lbs) 60 T" = 1,208 lbs@ 17 /SD2 connection. 70 Use (2) 3/4" diameter bolts (T, = 10,688 lbs). Drag Sheet: ---=5...:..4 __ _ Job#: 22077 Date: 80 90 2.000 ~--------/--------------------------- _ 0.000 1/-&:eee-------,.\---f--,----~-----,----,-----,~$&-~-----,----,----~-v, a. ~ -; -1.000 -t-----~-4-:A--- u ... 0 30 40 60 70 80 90 LL -2.000 -1---------4-----P~-~---~•------------- Di st nee (ft) T , = 2,907 lbs@ 15/SD3 connection. Use (2) 5/8" diameter bolts (T, = 7,712 lbs). T" = 1,909 lbs@ 15/SD3 connection. Use (2) 5/8" diameter bolts (T, = 7,712 lbs). Qualls Engineering 4403 Manchester Ave, Suite 203 Wood Column 1 ,1 DESCRIPTION: Drag, Grid 3 Code References Calculations per 2012 NOS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-16 General lnfonnation Analysis Method: Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height ( Used for non-slender calculat,ons) Wood Species Trus Joist Wood Grade Microlam L VL 1.9 E Fb + 2,600.0 psi Fv Fb-2,600.0 psi Ft Fe -Prll 2,510.0 psi Density Fc-Perp 750.0psi 18 ft 285.0 psi 1,555.0 psi 42.010 pcf Project Title: Tyra 2.0 Engineer: BQ Project ID: 22077 55 Project Descr: Wood Section Name Wood Grading/Manuf. Wood Member Type Exact Width Exact Depth Area Ix ly Pnnted 1 DEC 2022, 4:39PM 1 e: yra .. Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 5.25x16 Boise Cascade Versalam • 5 .250 in Allow Stress Modification Factors 16.0 in Cf or Cv for Bending 0.9685 84. O in'2 Cf or Cv for Compression 1. 0 1,792.0 in'4 CforCvforTension 0.9685 192.938 in'4 Cm : Wet Use Factor 1.0 Ct: Temperature Factor 1.0 E : Modulus of Elasticity ... Basic Minimum x-x Bending 1,900.0 965.71 y-y Bending 1,900.0 965.71 Cfu : Flat Use Factor 1. 0 Axial Kf : Built-up columns 1. O NOS 15 3 2 1,900 0 ksi Use Cr : Repetitive ? No A lied Loads Column self weight included : 441.105 lbs • Dead Load Factor AXIAL LOADS ... Drag: Axial Load at 18.0 ft, E = 13.908 k BENDING LOADS ... Brace condition for deflection (buckling) along columns : X-X (width) axis: Unbraced Length for buckling ABOUT Y-Y Axis= 18 ft, K = 1.0 Y-Y (depth) axis : Unbraced Length for buckling ABOUT X-X Axis= 18 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. Floor: Lat. Uniform Load creating Mx-x, D = 0.040, L = 0.0860 k/ft DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.2636 : 1 Load Combination +1.1210+0.?0E Governing NDS Forumla Comp + Mxx, NOS Eq. 3. 9-4 Location of max.above base 8. 940 ft At maximum location values are .. Applied Axial Applied Mx Applied My Fe: Allowable PASS Maximum Shear Stress Ratio= Load Combinafon Location of max.above base Applied Design Shear Allowable Shear 10.230k 1.816 k-ft 0.0 k-ft 462.706 psi 0.07105 : 1 +D+L 18.0 ft 20.250 psi 285.0 psi Maximum SERVICE Lateral Load Reactions .. Top along Y-Y 1.134 k Bottom along Y-Y 1.134 k Top along X-X 0.0 k Bottom along X-X 0.0 k Maximum SERVICE Load Lateral Deflections ... Along Y-Y 0.08835 in at 9.060 ft above base for load combination : +D+L Along X-X 0.0 in at 0.0 ft above base for load combination : n/a Other Factors used to calculate allowable stresses ... .B.eru!in9 Compression Tun.siQ!l Qualls Engineering 4403 Manchester Ave, Suite 203 DESCRIPTION: Grid 2 CMU Shearwall Code References Calculations per ACI 530-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-16 General Information Wall Material MASONRY Total Wall Height Base Wall Length R: Resp. Mod Factor le: Seismic Import. Factor Wall Data Analysis Height Wall Offset Wall Length Effective Length 'd' 11.0 ft 8.0 ft 5.0 1.0 Bottom 0.00 ft ( datum ) ft 8.0 ft 80.0 in Nominal Block Thickness 8 in Solid Grout? Solid Grouted Reinforcing in Field of Wall Vertical Bar Size # 4 Vertical Bar Spacing 16 in Horiz. joint reinf. area (HJR) 0.2 in HJR Spacing 24 in Bond beam reinf. area O in Spacing of bond beams 48 in In each chord cell: Vertical rebar size # 4 # Chord Cells @ Each End 4.0 fm Fy -Rebar Fy -HJR Em Phi -Shear Project Title: Tyra 2.0 Engineer: BQ Project ID: 22077 56 Project Descr: 2.0 ksi 60.0 ksi 60.0 ksi 3,120.0 ksi 0.80 Printed: 9 NOV 2022, 11 :02AM ile: yra .. Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 • Block Class Concrete Density Min. Bending As % Phi : Axial & Flexure 150.0 pcf 0.00180 0.90 Qualls Engineering 4403 Manchester Ave, Suite 203 Masonry Shear Wall 1 ,1 DESCRIPTION: Grid 2 CMU Shearwall Wall Sketch ~----8'-0"ft Applied Distributed Vertical Loads Load Location (ft) Start Location End Location Height of Application 0.0 8.0 11.0 Applied Concentrated Lateral Loads Load "Y" Location (ft) 11.0 SHEAR ANAL YS/S Special Boundary Elements Req'd? Vu : Story Shear for Load Combination Controlling Mu/{Vud) Vn Masonry Vn Steel Vn Masonry+ Vn Steel Vn Max Phi Vn Ratio: Vu/PhiVn {controlling) Vertical As>= Av/3 Vertical Bar Spacing <= 96' Dead Load Bottom Level Not Req'd 11.592 k +1.373D+L+E 1.00 76.052 k 0.0 k 76.052 k 130.515 k 60.842 k 0.1905 OK OK 0.0 Project Title: Tyra 2.0 Engineer: BQ Project ID: 22077 Project Descr: 57 Printed: 9 NOV 2022, 11 :02AM Ie: yra .. Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 •. - Load Magnitude (kips) Dead Load Roof Live Load Live Load Snow Load Earth Load 0.040 0.0 0.0860 0.0 0.0 Load Magnitude (kips) Roof Live Load Floor Live Load Wind Load Seismic Load Earth Load 0.0 0.0 0.0 11 .592 0.0 Qualls Engineering 4403 Manchester Ave, Suite 203 Masonry Shear Wall ,., DESCRIPTION: Grid 2 CMU Shearwall AXIAL ANALYSIS H / d Ratio Pu for Load Combination Phi Pn Ratio: Pu/PhiPn (controlling) BENDING ANALYSIS ·a·: Flexural compression Length of defined chord zone 1s >=me -a .. mmens1on or me masonry (the compression zone) 'd" : Elf depth to tension reinf As-flex < As-max ? Mu for Load Combination Phi Mn Ratio: Mu/PhiMn {controlling) Force Summary Bottom Level 1.65 10.552 k +1.3730+L +E +1.3730+L+E k 0.009743 Bottom Level 3.93 in OK 80.0 .: 0.800 <= 7.207 127.512 k +1.3730+L +E 280.918 k 0.4539 Values for Wall section Project Title: Tyra 2.0 Engineer: BQ Project ID: 22077 Project Descr: 58 Printed: 9 NOV 2022, 11 :02AM 1e: yra .. Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 •. Uplift (k) Load Combination Wall Level Vu (k) Mu (k) Pu (k) Resultant Ecc (ft) Overturning Ratio Left Right +1.400 Wall Level: 1 + 1.200+ 1.60L Wall Level: 1 +1.200+L Wall Level: 1 +1.200 Wall Level : 1 +0.900 Wall Level: 1 +1.3730+L+E Wall Level: +0.72700+E Wall Level: 11.592 11.592 127.512 127.512 10.058 9.722 9.309 8.621 6.466 10.552 5.223 12.085 24.415 0.251 0.223 15.685 15.148 15.685 15.148 Qualls Engineering 4403 Manchester Ave, Suite 203 Masonry Slender Wall ,., DESCRIPTION: Grid A CMU OOP Code References Calculations per ACI 530-11 , IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-16 General lnfonnation Construction Type : Grouted Hollow Concrete Masonry F'm 2 ksi Norn. Wall Thickness Fy -Yield = 60.0 ksi Actual Thickness Fr -Rupture = 153. 0 psi Rebar 'd' distance Em = fm * 900.0 Lower Level Rebar ... Max % of p bal. = 0.01150 Bar Size # Grout Density 140 pct Bar Spacing Block Weight Medium Weight Upper Level Rebar. Bar Size # Wall Weight Wall is Solid Gro:~~ psf Bar Spacing Two-Story Wall Dimensions A 1st Story Height = 13.5 ft I B 2nd Story Height = 10 ft C C Parapet height = 1 ft r Wall Support Condition Top Pinned, Bottom F Initial Lateral Disp. @ Top Support in B t- A L - Vertical Loads Vertical Uniform Loads . . . ( Appfied per foot of Strip Width) ill...;,,Qm! Ledger Load Eccentricity 5. 3125 in 0.33 Concentric Load Mid-Height Vertical Uniform Loads ... / Applied per toot of Strip Width/ ~ Ledger Load Eccentricity 5. 562 5 in 0.27 Concentric Load Lateral Loads Wind Loads : Seismic Loads : Project Title: Tyra 2.0 Engineer: BQ Project ID: 22077 Project Descr: 59 I e: yra .. Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 . . Calculations per ACI 530-11, IBC 2012, CBC 2013, ASCE 7-10 8 in 7.625 in 3.8125 in 4 16 in 4 16 in Lr ; BQQf Live 0.33 Lr : RQQf Live Temp Diff across thickness = Min Allow Out-of-plane Defl Ratio = Minimum Vertical Steel % = Roof Attachment 2nd Attachment Floor Attachment 61 • FIQQr Live Lln.2W Lf • EIQQr Live ~ 0.585 ~ - - deg F 0.0 0.0020 - I I - L... W; Wind k/fl k/fl w : Wind k/fl k/fl Full area WIND load 21 .9 psi Wall Weight Seismic Load Input Method : ASCE seismic factors entered SOS Value per ASCE 12.11.1 Fp = Wall Wl' 0.3460 = Sos ·1 = 26.988 psf 0.865 Qualls Engineering 4403 Manchester Ave, Suite 203 Masonry Slender Wall ,., DESCRIPTION: Grid A CMU OOP DESIGN SUMMARY Governing Load Combination . PASS Moment Capacity Check +1 .373D+L +E PASS Service Deflection Check E Only PASS Axial Load Check +1.373D+L +E PASS Reinforcing Limit Check U sed for subdiaphragm analysis~ Design Maximum Combinations -Moments Axial Load Load Combination Pu 0.2*fm*b*t Mer k k k-ft +1.40D at 23.17 to 23.50 0.608 36.480 1.48 +1.20D+0.50Lr+1.60L at 13.05 to 13.50 2.893 36.480 1.48 +1.20D+1.60L at 13.05 to 13.50 2.728 36.480 1.48 +1.20D+1.60Lr+L at 23.17 to 23.50 1.049 36.480 1.48 +1.20D+1.60Lr+0.50W at 23.17 to 23.50 1.049 36.480 1.48 +1.20D+L at 13.05 to 13.50 2.377 36.480 1.48 +1.20D+0.50W at 13.50 to 13.83 1.426 36.480 1.48 +1.20D+0.50Lr+L+W at 0.00 to 0.45 3.763 36.480 1.48 +1.20D+L+W at 0.00 to 0.45 3.598 36.480 1.48 +0.90D+W at 0.00 to 0.45 2.260 36.480 1.48 +1.373D+L+E at 0.00 to 0.45 4.033 36.480 1.48 +0.7270D+E at 0.00 to 0.45 1.825 36.480 1.48 Design Maximum Combinations -Deflections Project Title: Tyra 2.0 Engineer: BQ Project ID: 22077 Project Descr: 60 Printed: 9 NOV 2022, 12:49PM 1 e: yra .. Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 ~ . Results reported for "Strip Width" of 12.0 in Actual Values ... Allowable Values ... Maximum Bending Stress Ratio = 0.1881 Max Mu -0.6017 k-ft Phi* Mn 3.199 k-ft Actual Defl. Ratio U 2,111 Allowable Deft. Ratio 150.0 Max. Deflection 0.05683 in Max Pu I Ag 44.217 psi Max. Allow. Deft. 0.80 in Location 0.2250 ft 0.2 * fm 400.0 psi Actual Aslbd 0.003279 Max Allow As/bd 0.01150 Maximum Reactions ... for Load Combination .... Top Horizontal EOnly 0.1297 k Base Horizontal EOnly 0.1904 k Mid-Ht Horizontal EOnly 0.3412k Vertical Reaction +D+O. 750Lr+O. ?SOL +0.450W 3.197 k Moment Values 0.6 * Mu Phi Phi Mn As As Ratio rho bal k-ft k-fl in"2 0.20 0.90 2.35 0.150 0.0033 0.0111 0.41 0.90 2.92 0.150 0.0033 0.0108 0.45 0.90 2.88 0.150 0.0033 0.0109 0.41 0.90 2.46 0.150 0.0033 0.0108 0.40 0.90 2.46 0.150 0.0033 0.0111 0.30 0.90 2.79 0.150 0.0033 0.0110 0.22 0.90 2.56 0.150 0.0033 0.0112 0.50 0.90 3.13 0.150 0.0033 0.0105 0.52 0.90 3.09 0.150 0.0033 0.0106 0.38 0.90 2.76 0.150 0.0033 0.0111 0.60 0.90 3.20 0.150 0.0033 0.0104 0.46 0.90 2.66 0.150 0.0033 0.0112 Results reported for "Strip Width" = 12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mer Mactual I gross I cracked I effective Deflection Dell. Ratio k k-ft k-ft in'4 in'4 in"4 in D Only at 20.17 to 20.50 0.668 1.48 0.08 443.30 26.66 443.300 0.019 6,348.6 +O+L at 20 .17 to 20.50 0.668 1.48 0.07 443.30 27.77 443.300 0.015 7,790.1 +O+Lr at 19.83 to 20.17 1.024 1.48 0.14 443.30 27.35 443.300 0.038 3,157.4 +0+0.750Lr+0.750L at 20.17 to 20.50 0.916 1.48 0.13 443.30 27.96 443.300 0.030 3,960.5 +O+O. 750L at 20.17 to 20.50 0.668 1.48 0.07 443.30 27.49 443.300 0.016 7,375.5 +0+0.60W at 19.50 to 19.83 0.720 1.48 0.15 443.30 26.79 443.300 0.042 2,856.9 +0+0.750Lr+0.750L+0.450W at 19.83 to 20.1 0.942 1.48 0.18 443.30 28.03 443.300 0.046 2,589.4 +0+0.750L+0.450W at 19.83 to 20.17 0.694 1.48 0.13 443.30 27.56 443.300 0.033 3,660.9 +0.60D+0.60W at 19.50 to 19.83 0.432 1.48 0.13 443.30 25.33 443.300 0.037 3,260.5 +D+0.70E at 19.50 to 19.83 0.720 1.48 0.19 443.30 26.79 443.300 0.052 2,306.8 +0+0.750L+0.5250E at 19.50 to 19.83 0.720 1.48 0.15 443.30 27.63 443.300 0.040 2,992.0 +0.60D+0.70E at 19.50 to 19.83 0.432 1.48 0.16 443.30 25.33 443.300 0.048 2,524.3 LrOnly at 19.83 to 20.17 0.330 1.48 0.07 443.30 23.74 443.300 0.023 5,300.2 L Only at 8.55 to 9.00 0.585 1.48 0.12 443.30 24.26 443.300 0.004 43,249.7 W Only at 19.17 to 19.50 0.000 1.48 0.15 443.30 23.07 443.300 0.046 2,587.2 Qualls Engineering Structural Engineering Services Project: _T...,,...yr_a_2._0 ____ _ Engineer: _C_G ______ _ CMU Out of Plane Anchors Exterior CMU Wall k. = 1 + 4/100 = 1.04 Fr= 0.4Sosk.I.W = 0.4(0.865)(1.04)(1)78psf = 28 psf Tu (Roof) = 28psf(10ft/2+1ft)(4ft) = 672 lbs (LRFD) = 470 lbs (ASD) Sheet: --"-6_1 __ Job#: 22077 Date: Tu (Floor)= 28psf(13.5ft/2 + 10ft/2)(4ft) = 1,3 16 lbs (LRFD) = 921 lbs (ASD) Use PA18 @ 4'-0" o.c. (T. = 1,890 lbs) DCR = 0.49 Interior CMU Wall (16/SDl) Fp = 28 psf Tu= 28psf(10ft/2)(2ft) = 280 lbs (LRFD) = 196 lbs (ASD) Use (2) A35 @ 2'-0" on center T. = (2)(650lbs) = 1,300 lbs DCR = 0.15 Use 16 " of boundary nailing @ 2'-0" on center T. = (425plf)(l.33ft) = 565 lbs DCR = 0.35 Qualls Engineering Structural Engineering Services Project: -=T'--'-'yr=a-=2-=-0 ____ _ Sheet: -=6-"--2 __ Job#: 22077 Engineer: -=C-=G ______ _ Date: Subdiaphragm Analysis Roof Vu = 130 plf (LRFD), see CMU OOP Enercalc Vu = 0.7(130plf) = 91 plf (ASD) 91 plf Depth = 33'-0" L 39 ft Tu = ((91plf)(39ft)2/8)/33ft = 524 lbs Top plates OK by inspection. Floor Vu= 341 plf (LRFD), see CMU OOP Enercalc Vu = 0.7(341plf) = 239 plf (ASD) 239 plf Depth = 18'-4" J J J J J J J J J t IS L> 37 ft Tu = ((239plf)(37ft)2/8)/18.33ft = 2,231 lbs Steel beams & column connection 16/SD3 OK by inspection. 91 plf J J J J J J J J J t Depth = 8'-6" IS ,L> L L 1 20 ft 1 Tu = ((91 plf)(20ft)2 /8)/8.5ft = 535 lbs Girder truss OK by inspection. 239 plf J J J J J J J J J t Depth = 14'-0" IS L> L L 1 20 ft 1 T u= ((239plf)(20ft)2/8)/14ft = 854 lbs Aligned L VL OK by inspection. ST6224 OK. Qualls Engineering Structural Eng ineering Services Project: ~Tc.;..yr=a~2~.0 ____ _ Sheet: _6_3 __ Job #: 22077 Engineer: CG -------- Wood Exterior Wall Anchors Exterior Wall (Office, 1/SD1) W = 13.1 psf (ASD) Simpson H2.5A @ 2'-0" on center Tu= [(13.1psf)(14ft)(7ft)+(2*13.1psf)(4ft)(12ft)](2ft)/(10ft) = 508 lbs T. = 700 lbs Exterior Wall (Fitness Room, 13/SD 2) W = 13.1 psf (ASD) Simpson H2.5A@ 16" on center w Date: Tu= [(13.1psf)(15.5ft)(7.75ft)+(2*13.1psf)(5.Sft)(12.75ft)](1.33ft)/(10ft) = 455 lbs T. = 700 lbs Exterior Wall (Lab, 4/SD3) W = 13.1 psf (ASD) Simpson H2.5A@ 16" on center w Tu= [(13.1psf)(8.5ft)(14.75 ft)+(2*13.1psf)(6 .5ft)(15.75ft)](1.33ft)/(12.5ft) = 461 lb s T. = 700 lbs w Low Roof - - - - - 4'-0" 10'-0" 5'-6" 10'-0" 6'-6" 2'-0" 10'-6" Qualls Engineering Sheet: ~6~4 __ _ Stmctucal Engineering Services Project: Tyra 2.0 Job#: 22077 Engineer: BQ Date: Project Scope: Provide vertical and lateral design for new rooftop mechanical units. Governing code: 2019 CBC D esign Loads: Seismic: Site Class: D S5 = 1.081 s, = 0.391 Mechanical Design Parameters (ASD) F. = 1.200 F,. = 2.212 s,,s = 1.297 S~II = 0.865 Sos= 0.865 S01 = 0.577 a., = 2.5 Component Amplification Factor IP = 1.00 Importance Factor R,, = 6.0 Component Response Mod. Factor z = h = 20 20 ft. (I It. In Structure at Point of Attachment), z=O@ Grade ft. (Avg. Roof Ht.) FP Fp(max) F.,(min) Fv AH 1-1 = = = = .4*aP *Sos,Wp *(1 +2"'z/h)/(R,,/lp), 1.6"'S05*lr *Wp, (13.3-2) 0.3*S05*lr *W.,, (13.3-3) 0.2"'S05*W,,. (12.4-4) W = 3,840 lbs max F p = 0.30(3,840lbs) = 1,152 lbs MoT = 1,152lbs(3ft) = 3,456 ft-lbs (13.3-1) MR = (0.9-0.2(0.865))(3,840lbs)(4ft) = 11,167 ft-lbs MR > MOT, therefore no uplift Vu= 1,152 lbs/ 8 screws= 144 lbs/screw Use 1/2" diameter lag screws V, = 290 lbs/ screw DCR = 0.50 RTU 3-1 W = 600 lbs max F p = 0.30(600lbs) = 180 lbs Mo-r = 180lbs(3ft) = 540 ft-lbs MR= (0.9-0.2(0.865))(600lbs)(2ft) = 872 ft-lbs MR > Mm-, therefore no uplift Vu= 180 lbs/ 8 screws= 23 lbs/screw Use 1/2" diameter lag screws V. = 290 lbs/screw DCR = 0.08 Fr = 0.30 WP Fp(max) = 0.97 WP Fp(min) = 0.18 w., F" = 0.12 w., Generator W = 10,000 lbs max F" = 0.18(10,000lbs) = 1,800 lbs M01 = 1,800lbs(1.33ft) = 2,400 ft-lbs MR = (0.9-0.2(0.865))(10,000lbs)(1.25ft) = 9,088 ft-lbs MR > MoT, therefore no uplift Vu= 1,800 lbs/ 4 anchors = 450 lbs/anchor Use 1" min diameter epoxy anchors w / 4" embed OK by inspection. Project -Loading -Mech'I Qualls Engineering Stmcn,ral Engineering Services Project: _T_y_ra_2_.0 _____ _ Eng1neer: BQ ~------- Guardrail Cale D emand Mu= 200lbs(42in) = 8,400 in-lbs 8,400 in-lbs = T(l in) + (2.5T)(2.5in) T = 1,159 lbs Tu= (1,159lbs)/(4 screws)= 290 lbs/screw (close row) Tu= 2.5(1,159lbs)/(4 screws)= 724 lbs/screw (far row) Vu = (200 lbs)/ (8 screws) = 25 lbs/ screw a = Tan-1(724/25) = 88° Zu = ✓7242 + 252 = 724 lbs Capacity Thread length= 3.25in <Table L2> W = 225 lbs/in <Table 12.2A> W'Q = 1.25(225 lbs/in)(3.25in) = 914 lbs Z = 150 lbs <Table 12K> Z ' = 1.25(150lbs) = 188 lbs Z,,.' = (914lbs)(188lbs)/(914lbs*Cos2(88) + l 88lbs*Cos2(88)) = 910 lbs D CR = 0.80 (8) ¼" DIA. LAG SCREWS (6" MIN. EMBED) 6.5" x 3.5" x ,¼ THICK STEEL PLATE 1" 1" Sheet: _6=5'---- J ob #: 22077 Date: Qualls Engineering Structural Engineering Services Project: Tyra 2.0 Engineer: CG FOUNDATION DESIGN Allowable Soils Bearing Capacity Foundation design 2,000 psf b = 15 d = 24 15 24 2#4 Allowable Max Line Load W max= b X ASBP Allowable Max Point Load P max = b X 2d X ASBP Spread Footing Design F2 = 2 F2.5 = 2.5 F3 = 3 F3.5 = 3.5 F4 = 4 FS = 5 = 2,500 plf = 10,000 lbs foot square footing with 3 # 4 each way @ btm Pmax = 8,000 lbs foot square footing with 3 # 4 each way @ btm pmax = 12,500 lbs foot square footing with 4 # 4 each way @ btm pmax = 18,000 lbs foot square footing with 4 # 5 each way @ bun pma., = 24,500 lbs foot square footing with 5 # 5 each way@ btm Pmax = 32,000 lbs foot square footing with 6 # 5 each way@ btm pmax = 50,000 lbs Sheec _66 __ _ Job#: 22077 Date: inch wide x inch deep footing with top and bottom FB-5 R + FB-2 L = 7,569 lbs+ 15,625 lbs= 23 ,194 lbs -----F3.5 FB-2 R +Beam= 15,625 lbs+ 8,292 lbs = 23,917 lbs F4 FB-6 R +Beam = 1,513 lbs + 4,344 lbs= 5,857 lbs F2 FB-6 R +Beam + CMU R = 5,857 lbs+ 9,804 lbs= 15,661 lbs > F2.5 (Using 33% increase) Beam + FB-1 L = 4,344 lbs+ 16,419 lbs= 20,763 lbs F3.5 FB-1 R +Beam= 15,367 lbs+ 3,909 lbs= 19,276 lbs F3.5 Qualls Engineering Stmctl1$al Engineering Services Project: -'T~y=ra,,_2=·=0 _____ _ Engineer: ...::C:...:G::...._ ______ _ Suite 300 -Fitness Building ' I I \ ,' I 61 : : I \ I I 1 IS6.X! 9 / 60 FITNESS 148 SF ~ WH. CL. ____ __ __. 5 SF Sheet: ~67~-- Job #: 22077 Date: .. Qualls Engineering Structural Engineering Services Sheet ~6~8 __ _ Project Tyra. 2 -'Frcn~ Roo!V} Job#: 22.D77 - Engineer: Cq Date: Vertical Design Level: __ R_o __ oF __ _ Dr. = '.LO psf LR = 20 psf LL = ___ psf t Use: 2...X) .2 p f:.-L ft-t @[6 •~G t, 1 Vall= 2.0~ 5 lbs Ri, = --''--'----=----_B_33.5 ___ ft-lbs Rit =~=----lbs I ,cq'd = __ .2_~ ___ in4 Member: RH-f Wi= ( 20-t2o) (1 ( 15/ ~ :: 2~0 'flf ~ W2= ~t P1= lSC>Jt ().-fQeh ,·rie wt). t 4 ~o" P2= t, r,, Vmu = 1e1~ 1 -1 lbs RL = t s 14 lbs Mmu= 62..48 ft-lbs RR= i7o7 lbs Ircq'd = rgs in4 Use: (o ><.I ..2. DR-~1 Vall = 7 O 1 ..3 lbs M.n = _~_3_0_5_2._ ft-lbs I = ___ 6_5_3 __ in4 Member: _____ _ W1= t W2= t P1= P2= Use: r,, -1 Vrroi = lbs Val1 = lbs lbs Mmu = ft-lbs M.n = ft-lbs lbs I,cq'd = in4 I = in• Member: _____ _ W1= t t W2= P1= P2= Use: t, 1 I, -1 Vrn,u = lbs V.n = lbs Ri_= ___ _ lbs Mmu = ft-lbs M.n= ft-lbs Rit = ___ _ lbs, I rcq'd = in• I = in• Project Title: Engineer: Tyra 2.0-Suite 100,101 BQ Project ID: Project Descr: 22077 68a Wood Beam Project Fite: TYRA 2.0-SUITE 100,101.ec6 LIC#: KW-06015197, Build:20.22.12.28 DESCRIPTION: Fitness Room Joist Qualls Engineering CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species Wood Grade Douglas Fir -Larch No.1 Beam Bracing Beam is Fully Braced against lateral-torsional buckling D(0.01995 t Lr(0.0266) 1.50 X 9.50 Span = 11.50 ti Fb + Fb - Fe -Prll Fe -Perp Fv Fl 1,000.0 psi 1,000.0 psi 1,500.0 psi 625.0 psi 180.0 psi 675.0psi (c) ENERCALC INC 1983-2022 E : Modulus of Elasticity Ebend-xx 1,700.0 ksi Eminbend -xx 620.0ksi Density 31 .21 O pcf Repetitive Member Stress Increase 1.50 X 9.50 Span= 4.0 ft Applied Loads Service toads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load : D = 0.0150, Lr= 0.020 ksf, Tributary W idth = 1.330 ft, (Roof) Load for Span Number 2 Uniform Load : D = 0.0150, Lr= 0.020 ksf, Tributary W idth = 1.330 ft, (Roof) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.220 1 Maximum Shear Stress Ratio Section used for this span 1.50 X 9.50 Section used for this span fb: Actual = 316.23psi fv: Actual F'b = 1,437.50psi F'v Load Combination +D+Lr Load Combination Location of maximum on span = 5.075ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.041 in Ratio= 3340>=360 Span: 1 : Lr Only Max Upward Transient Deflection -0.025 in Ratio= 3846>=360 Span: 2 : Lr Only Max Downward Total Deflection 0.072 in Ratio= 1908 >=240 Span: 1 : +D+Lr Max Upward Total Deflection -0.044 in Ratio= 2196 >=240 Span: 2 : +D+Lr Maximum Forces & Stresses for Load Combinations Load Combination ax omen 'ii'alues Segment Length Span# M V CD CM cl Clx CE Cfu Ci Cr M fb D Only Length = 11.50 ft 0.131 0.074 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.15 0.25 135.5 Length= 4.0 ft 2 0.082 0.074 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.15 0.16 84.9 +D+Lr 1.00 1.00 1.00 1.000 1.00 1.00 1.15 Length = 11.50 ft 0.220 0.124 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.15 0.59 316.2 Length = 4.0 ft 2 0.138 0.124 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.15 0.37 198.1 +D+0.750Lr 1.00 1.00 1.00 1.000 1.00 1.00 1.15 Length = 11.50 ft 0.189 0.106 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.15 0.51 271 .1 Design OK = 0.124 : 1 1.50 X 9.50 = 27.81 psi = 225.00 psi +D+Lr = 10.729 ft = Span # 1 Sfiear 'values F'b V fv F'v 0.0 0.00 0.0 0.0 1,035.0 0.11 11.9 162.0 1,035.0 0.06 11.9 162.0 0.0 0.00 0.0 0.0 1,437.5 0.26 27.8 225.0 1,437.5 0.15 27.8 225.0 0.0 0.00 0.0 0.0 1,437.5 0.23 23.8 225.0 Wood Beam UC#: KW-06015197, Build:20.22.12.28 DESCRIPTION: Fitness Room Joist Project Title: Engineer: Project ID: Project Descr: Qualls Engineering Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Length = 4.0 ft 2 +0.600 V 0.118 0.106 Length = 11.50 ft 1 0.044 0.025 Length = 4.0 ft 2 0.028 0.025 Overall Maximum Deflections Load Combination +D+Lr Span 1 2 CD CM Ct CLx CE Cfu c. I Cr 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.15 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.15 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.15 Max. "-" Dell Location in Span Load Combination 0.0723 5.461 0.0000 5.461 +D+Lr Tyra 2.0-Suite 100,101 BQ 22077 686 Project File: TYRA 2.0-SUITE 100, 101.ec6 0.32 169.8 0.15 81.3 0.10 50.9 (c) ENERCALC INC 1983-2022 F'b V fv F'v 1,437.5 0.13 23.8 225.0 0.0 0.00 0.0 0.0 1,840.0 0.07 7.2 288.0 1,840.0 0.04 7.2 288.0 Max."+" Dell Location in Span 0.0000 -0.0437 0.000 4.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Max Upward from all Load Conditions Max Upward from Load Combinations Max Upward from Load Cases DOnly +D+Lr +D+0.750Lr +0.600 Lr Only Support 1 Support 2 Support 3 0.235 0.486 0.235 0.486 0.134 0.278 0.101 0.208 0.235 0.486 0.202 0.417 0.061 0.125 0.134 0.278 Qualls Engineering Structural Engineering Services Level Component Weight (psf) Roof 20 Roof Exterior Wall 15 Interior Wall 7 C, (ASD) W (lbs) V (lbs) 0.124 10,198 1,260 Ps 9.6 North-South Level H eight (ft) Diaphragm Depth (ft) Roof Peak 10 - Roof 9 24 Direction Governing Load North-South Seismic I 3.7 psf East-West Seismic I 3.7 psf Project: Engineer: Tyra 2.0-Fitness Room CG Lateral Analysis Tributary Area (ft2} Tributary Tributary Weight rweight Length (ft) Height (ft) (lbs) (lbs) 340 6,800 48 9.0 6,480 10,198 5 9.0 315 V (psf) 3.7 Wind Check East-West V, (psf) Level Height (ft) Diaphragm Depth (ft) -Roof Peak 10 - 2.2 Roof 9 15 Sheer: 69 Job#: 22077 Date: v. (psf) - 3.6 Qualls Engineering Sheet: _7_0 __ _ Stmctural Engineering Services Project: Tyra2-Pitness Room Job#: 22077 Engineer: _C_G _________ _ Dare: Lateral Design Direction North-South Level Roof Controlling Load Seismic Vx(psf) 3.7 Grid Trib Area (ft21 1 135 2 205 North-Soud1 Wall Lengd1 (ft) Level Grid Walll Roof 1 2 Direction East-West Level Roof 4.5 18.75 Controlling Load Seismic Vx(psf) 3.7 Wall 2 Total 4.5 18.75 Grid Trib Area (ft21 A 170 B 170 East-West Wall Lcngd1 (ft) Level Grid Wall 1 Wall 2 Total Roof A 14.25 14.25 B 10.75 10.75 V (lbs) 500 759 Minimum V (olf) 4.5 111 18.75 41 V (lbs) 630 630 Minimum V (plf) 14.25 44 10.75 59 Overturning Lw Add'I Mot Roof Ext North-South min V (plf) Mot T rib Wall (ft) (ft-lbs) (ft-lbs) (ft) (ft) Roof : 1 4.5 111 4,501 5.5 9 2 18.75 41 6,835 5.5 9 North-South C (lbs) T (lbs) HD Capacity OCR (lbs) Roof: 1 1,000 571 None 600 0.95 2 365 0 None 600 0.00 Lw Add'I Mot Roof Ext East-West min V (plf) Mot Trib Wall (ft) (ft-lbs) (ft-lbs) (ft) (ft) I A 14.25 44 5,668 0.67 9 Roof I B 10.75 59 5,668 0.67 9 E ast-West C (lbs) T (lbs) HD Capacity OCR (lbs) Roof : A 398 0 None 600 0.00 B 527 0 None 600 0.00 h:2w 1.00 1.00 h:2w 1.00 1.00 Int Wall (ft) Int Wall (ft) SW Type 6E 6E SW Type 6E 6E Add'I Mres (ft-lbs) Add'! Mres (ft-lbs) Plan length is longer, OK Plan length is longer, OK Mres (ft-lbs) 2,481 43,066 Mres (ft-lbs) 15,067 8,575 .. Qualls Engineering Strucnual Engineering Services FOUNDATION DESIGN Allowable Soils Bearing Capacity Foundation design Project: _T_.y'--r_a_2_._0 ____ _ Engineer: CG -------- 2,000 psf b = 12 d = 24 12 24 2 #4 Sheet: .,_7~1 ___ _ Job#: 22077 Date: inch wide x inch deep footing with top and bottom _J ,:~=== Allowable Max Line Load W ma., = b X ASBP Allowable Max Point Load Pmax = b X 2d X ASBP Spread Footing Design F2 = 2 F2.5 = 2.5 F3 = 3 F3.5 = 3.5 F4 = 4 FS = 5 2,000 plf 8,000 lbs foot square footing with 3 # 4 each way@ btrn p ma.,= 8,000 lbs foot square footing with 3 # 4 each way @ btln pmax = 12,500 lbs foot square footing with 4 # 4 each way @ btln Pma., = 18,000 lbs foot square footing with 4 # 5 each way @ ban p max = 24,500 lbs foot square footing with 5 # 5 each way@ ban Pmax = 32,000 lbs foot square footing with 6 # 5 each way @ btrn pmax = 50,000 lbs City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. Carlsbad, CA 92008 Resubmission provides: • (3) corrected sets • (2) corrected calculation & reports ARCHITECTURAL COMMENTS: A4. SHEET A2.0 : a) Identify all the fixtures in the laboratory area. SECO D RESPO SE City Pemiit No: PC2022-0046 True North No.: 22-018-309 12/21/2022-PCI: Not resolved. Sheet A401 does not identify all equipment shown. Are these storage racks? If so, how high are th e racks. Provide calc for th e racks and rack connection to foundation. I RESPONSE: These are not racks, they are desks. A typical note has been added to clarify this. Only the information noted on the schedule is equipment requesting review for approval. -· ' SHEET A2.1: > c) Detail 2, suite 101: Show the roof drain and reference a detail showing compliance with CBC 1502. AS. Where scuppers are used, they are to be sized to prevent ponding that will exceed the roof's design capacity. lama Provide calc or the rec. uired scu er size. _. RESPONSE: Roof areas noted and scuppers/ gutters sized per CPC 1103.3 on sheet A2.l. Refer to notes sizi ng gutters and scuppers. Al3. SHEET A8.3: Site: a) Show hardware type for all doors. 12/21/2022-PC2: Not resolved. S eci ty e o hardware er CBC 1010.1.9. RESPONSE: Hardware identified for all doors. Note that all hardware is to comply with the accessibility requirements listed in hardware notes on sheet A8.2 A16. SHEET Al.1: a) b) 8pecify, on plEl:Rs, the accessible path of tra¥el shall be 48 in rnmIrnurn v,idth walkway, 5% rnaximul'Ft slope in the direction oftraYel, 2% maJ<irnurn cross slope. l lB 403.J & 1 IB 403.5 Show complete dimensions of the accessible parking stalls and show required signage. Specify the slope and cross slope of the accessible parking space and the access aisle. l 2/21/2022-PC2: Clarify theses markings. Car and van parking spaces shall be 216 incites long minimum. Car parking spaces shall be 108 inches wide minimum and van parking spaces shall be 144 inches wide minimum, shall be marked to defi,ne the width , and shall have an adjacent access aisle complying with Section llB-502.3. (CBC llB-502.2) The parking space shall be outlined in blue or painted blue and shall be marked with an International Symbol of Accessibility complying with Section lJB-703. 7.2.1 a minimum 36 inches wide by 36 inches high in white or a suitable contrasting color. The centerline of the International Symbol of Accessibility shall be a maximum of 6 inclzes from the centerline of the parking space, its sides parallel to the length of the parking space and its lower corner at, or lower side aligned with, the end of the parking space. (CBC llB-502.6.4.2) RESPONSE: Accessible van parking graphic has been cla rified with dimensions. Refer to site plan Al.0 & hardscape plan Al.l. c) Show and detail all required detectable warnings on the plans to demonstrate compliance with the 11B-247 & 11B-705. 12/21/2022-PC2: Circulation paths contiguous to vehicular traffic shall be physically separated from vehicular traffic. Vehicular traffic includes travel through parking f acilities, into and out of parking spaces, into and out of electric vehicle charging spaces, and along roadways, driveways and drive aisles. Physical separation shall be provided with circulation paths raised 4" minimum above the area where vehicular traffic occurs. (llB-250.1) Detectable warnings shall consist of a surface of truncated domes and shall comply with Section llB-705. CB C llB-705.1.1 Floor or ground surface within required maneuvering clearances shall comply with Section llB- 302. Changes in level, slopes exceeding 1:48, and detectable warnings shall not be permitted. (CBC l lB-404.2.4.4) RESPONSE: Refer to revised hardscape plan sheet Al.1 for circulation path and location of detectable warnings. We do not require a 4" curb as these warning strips serve as transitions between the drive aisle and the wa lk path. d) Please demonstrate compliance: Parking spaces, access aisles and vehicular routes serving them shall provide a vertical clearance of98" minimum. (11B-5 02.5) 12/21/2022-PC2: The comment applies to the lower-level accessible parking space in the two-level parking facility. RESPONSE: The parking stalls on the lower leve l of the vehicle lifts are not regulated for accessibility, t herefore chapt er 11 does not apply. e) An accessible route complying with Section 1 I B-402 shall connect the vehicle space and the EV charger which serves it. (CBC 1 1 B-812.5.2) 12/21/2022-PC2: Not resolved. Not provided. RESPONSE: Refer to hardscape plan Al.l. The EVSE is accessible from the ADA van stall via the 60" clear area. The EV charger is accessible via a front or side approach. t) g) Vehicle spaces and access aisles shall be designed so that when the vehicle space is occupied the required clear width of adjacent accessible routes is not obstructed. A curb, wheel stop, bo llards, or other barrier shall be provided if required to pre,,•ent encroachi=nent of vehicles o,,rer the required clear width of adjacent accessible routes. CBC 118 812.5.3 EVCS shall be designed so accessible routes are not obstructed by cables or other elements. CBC 118-812.5.5 12/21/2022-PC2: Not resolved. Clarify the location of the EV accessible parking space. Show accessible route from the accessible EV space to the charging station and show clear space in front of the charging station. See example below. RESPONSE : Whips for the chargers have been graphically added to demonstrate user compliance. The EV charger is accessible via a front or side approach. h) EVCS vehicle spaces shall provide surface marking stating "EV CHARGING ONLY" in letters 12 inches high minimum. The centerline of the text shall be a maximum of6 inches from the centerline of the vehicle space and its lower comer at, or lower side aligned with, the end of the vehicle space length. (CBC I I B-8I2.9) 12/21/2022-PC2: Not resolved. See additional comment to plan check item K below. RESPONSE: Proper surface marking noted where determined by t he Carlsbad building official. Refer to note at the EV dedicated space unregulated for accessibility. i) Vehicle spaces serving van accessible EVCS shall be 144 inches wide minimum and shall have an adjacent access aisle complying with Section 118-8 12.7. (CBC 118- 81 2.6.1) 12/21/2022-PC2: Not resolved. See additional comment to plan check item K below. RESPONSE: Per determination by the Carlsbad building official, the parking area is permitted to provide on (1) van accessible space marked with ISA signage. This space will additionally have access to EVSE charging equipment. j) Please demonstrate compliance: Where EV chargers are provided, operable parts on all EV chargers shall comply with Section 11 B-309.4. (CBC 11 B-228.3.I.2) 12/21/2022-PC2: Not resolved. See additional comment to plan check item K below. RESPONSE: Refer to sheet Al.1 note at EVSE. Additionally, see typical detail for mounting heights and rea ch ranges at EV equipment provided on sheet Gl.2. k) Electric vehicle charging stations are not parking spaces per CBC 11 B-208.1. A separate van accessible EV parking space shall be provided per CBC 11 B-228.3. 12/20/2022-PC2: Not resolved. The green building code, section 5.106.5.3.3, requires at least one EV space to be provided per table 5.106.5.3.3. This space cannot be restricted to a specific person/employee or private use vehicle as stated in exception #1 of CBC 118-228.3.2. Even though the EVCS is not available for public use, but it is located in a common use area where all employees have access to it. Table 118- 228.3.2.1 is for public use and common use. RESPONSE: Per determination by the Carlsbad building official, the parking area is permitted to provide on (1) van accessible space marked with ISA signage. This space w ill additionally have access to EVSE charging eq uipment. I) EV vehicle spaces, access aisles serving them, and vehicular routes serving them shall provide a vertical clearance of 98 inches minimum. Where provided, overhead cable management systems shall not obstruct required vertical clearance. CBC I I B-81 2.4 12/21/2022-PC2: The comment applies to the lower-level accessible parking space in the two-level parking facility. RESPONSE: Per determination by t he Carlsbad building official, the lower lift space which is unregulated for accessibility is to be marked for "EV CHARGING ONLY" as noted on plans. It is additionally noted that this space is required to be assigned to a specific employee. HAZARDOUS MATERIAL COMMENTS: H2. Clearly show t he location of all control areas on plans. Control areas shall be separated from each other by fire barriers in accordance with Table 414.2.2, the floor construction of the control area and the construction supporting the floor of the control areas sha ll have a minimum 2-hou r fire resistance rating. CBC414.2.4 12/21/2022-PC2: SHEET GJ.5: Clarify the location of the 2-hour separation between control areas as shown in the statement. Also, show, on sheet A2.0, the required fire separation for control area #2. RESPONSE: The 1-hr wood framed demising wall has been graphically indicated throughout the plans; refer to wall legend update. The note on 2/Gl.S has been updated to indicate prescriptive compliance with the 2-hr floor requirement; per table 722.2.1.1, a 5" minimum concrete slab provides 2 hours of fire resistance. Additionally, the existing 8" CM U wall on the east separates control area 1 from 2 with a minimum 1-hour rated fire barrier. MECHA !CAL COMMENTS: M 3. Provide guards where mechanical units are within IO feet of the roof edge. CBC IO 15.6 PC2: Comment above not addressed. Provide code sections referencing exception "Fall Protection Travel Restraint System," per response to comments, or address comment above. RESPONSE: At building 1 above the lab, mechanical equipment has been relocated a minimum 10' away from the roof edge. Refer to architectural and mechanical plans. At building 2, the parapet has been raised to a minimum 42" to create a guard rail around the equipment. At building 3, a parapet has been added which ext ends minimum 30" past the edge of the equipment. Refer to roof plans. M4. Where mechanical rooftop equipment are less than IO feet from the roof edge, provide guards in accordance with CBC IO 15.6. Show the following: a) Guard height shall be 42 inches minimum above the walking surface. CBC IO 15.2 b) Guards shal l be adequate in strength and attachment in accordance with CBC 1607.8.1. c) Guards shall have openings which shall not allow passage of a sphere 21 inches in diameter. CBC IO I 5.6. PC2: Provide code sections referencing exception "Fall Protection Travel Restraint System," per response to comments AND provide the required information on plans, or address comments above. Guards are required as well where roof access hatch is located within 10 ft from roof edge. RESPONSE : Travel restraint system has been removed from plans. All mechanical equipment has either been moved beyond 10' from the edge, or a parapet minimum 42" tall serves as a guardrail. Refer to architectural roof plans. M S. Sheet M 20 I Clarify return air from the common room 32 and the open office room IO per CMC 402. PC2: Plans show non-ducted return air supply which implies the space above the suspended ceiling is used as a plenum. CMC 602.2 requires materials exposed to the plenum to be either: a) Noncombustible or b) Shall have a flame spread index of 25 maximum and a smoke developed index of 50 maximum. As the roof is wood framed construction, compliance with CMC 602.2 does not appear possible. Please address. RESPONSE: Common Room 32 return air path has been revised and is now ducted. Refer to M201 PLUMBING COMMENTS: PI. Provide documentation to demonstrate that the minimum number of required fixtures is within the minimum required by CPC 422.0 and Table 422.1. PC2: Plumbing count table of sheet GJ.4 does not specify the number of lavatories, urinals, water closet, water fountains, service and service sinks "Required," per CPC 422, and "Provided," in plans. Please revise. RESPONSE: Refer to revised sheet Gl.4. Not e that 2672 is accessory to 2674 and wat er coolers are to be provided in all suites in lieu of drinking fountains. Refer to footnotes for the M inimum Required Plumbing Facilities tab on Gl.4 E ERGY COMPLIA CE COMMENTS: T l. Submit electrical distribution title 24 energy forms. PC2: "Electrical Distribution," title 24 energy forms not provided. Comment above remains. RESPONSE: Electrical distribution forms provided. Note to the Engineering Reviewer: Please feel free to reach out to me directly if there are any items that may require further consideration. We find it is simpler and clearer to coordinate with you directly and hope to avoid another round of formal corrections. Thanks for your partnership in providing our client the most streamlined approach possible. John Wankner john@wal-designs.com 760-846-1515 c. I J GENERAC' INDUSTRIAL PO ENERGY SYSTEMS ES Service Dept requires (2-3) weeks for scheduling Please sign and initial at the end of each section. Return to: START-UP CHECKLIST FOR SCHEDUI-E INITIAL START-UP AND TESTING CompanyName: NE'W WAvr;:. Gl-ce..."Tl't.\ c.... Site Name: 1-\....( M .\+Ql__ Genera,t9.r Voltage: 12012..oa Generator Model: Sb.30 # of Phases: ,3 ?'"'- Generator Serial No: 30\35'""32.~ 73 Site Address: 2 (p 7 v., :S/;q /<!. .5 f ~,r\.sbA~ c.,, q 'l ~Jo :, Phone: -=t,-(o (/) . {.a l '3 • ~ \ '2, t.f Generator kW: .30 If multtple generators or ATS record below in Additional Information ATS Model: "1?( 3:J tp-)(" ( { ATS Serial No: 3()132~7/ 22 Utility Power AC Powered Auxiliaries Automatic Transfer Switch {ATS) Annunciator Control and Output Relay Wiring V~lon3 Diesel Tank Capacity: Utility voltage present at time of start-up "'fiQ~•,,1. '' ' YES YES Voltag o. o ases Building load available at time of start-up Expected Load [Amps) </ti o I' Phase rotation: CW CCW N/A AC power supply for AC powered auxiliaries must be sourced from building load side of the transfer switch Only stranded wiring is ta be used when terminated within generator panels. All wiring must be pulled ta and terminated in the customer connection box at t>ie generator. All wiring must be in a separate conduit(s) than the generat~r er cables. Circuit for battery charger pulled AND terminated ES NO N/A Voltage / 'lO ✓ Circuit for block heater pulled AND terminated YES NO N/ A Voltage / 2 o v DO NOT ENERGIZE THE CIRCUITS UNTIL THE ES START-UP TECHNICIAN REQUESTS POWER Utility breaker installed far the ATS is of equal or lesser value than the ATS current rating. Utility breaker current rating [Amps) /(JO r.v•rATS current rating [Amps) / C)O Ai~' f ~ ATS voltage matches Utility Voltage ~ NO No. of Phases _g ATSlsenerglzedandreadyforstart-up YES c®,-~v 0Y<••1 I~ ..\vAt L.., 3P~. All power cables are pulled and terminated @ NO -~ - All control wires are pulled and labeled YES ~ ~ ~-:!'P Tech will terrnln ATS is installed and secured in accordance with local codes ~ NO Additional switch position outputs needed, i.e. for a BMS or elevator controls YES NO @ If YES, e~r technician is required to be onsite. DETAILED ATS WIRING NOTES BELOW All wiring must be pulled to and labeled in the customer connection box at the generator. All wiring must be in a separate conduit(s) than the generator power cables. Required 14awg (min) for power supply. Belden 3106A or equivalent for communications (2-pair shielded}. Belden 3106A or equivalent for communications (2-pair shie d) . ..., Annunciator(s) installed with wires pulled and labeled YES NO N/ A ES Start-up Tech will terminate All wiring must be pulled to and labeled in the customer connection box at the generator. All wiring must be In a separate condult(s) than the generato( power cables. 2-wire start wiring pulled and labeled YES J NO N/A Remote e-stop wiring pulled and labeled YES ' NO N/A Wiring pulled and labeled to (4) output relays YES ) NO N/A Desired function of output relays? ES Start-up T~ch will terminate ES Start-up Tech will terminate ES Start-up Tech w/11 t~rmlnate Batteries Outdoor Installation Indoor Installation Diesel Tank Pressure Testing Diesel Fuel Load Testing Training Witness Testing Lead Acid starter batteries only. Batteries will ship !)lith the generator unless noted on the quote. Batteries received with unit (§:} If NO do you wish ES to supply them YES DO NOT CONNECT BATTE~IES. THE ES START-UP TECHNICIAN WILL DO THIS Generator enclosure secured to mounting pad ) ':\ ~, ~ n otl. YES Installation allows clearance for all doors to open/p;lnels to be oved u,tJf>\ YES Installation allows for proper cooling airflow into th~ enclosure flt,t-,\l.. 0,oc>fl' ~ YES Installation allows for proper outlet airflow from thf! enclosure ~<. 'tb ~ ~ YES Installation allows for unobstructed exhaust flow ~ ~ , YES Generator secured to mounting pad fl.-\ YES Installation allows enough clearance for all doors to open/panels to be removed Installation allows for proper cooling airflow into thi! room (min 2x size of the radiator) Installation allows for proper outlet airflow from tht! room (min 1.Sx size of the radiator) • Air inlet and air outlet should not shore the some (Noll Ducting used to direct air into and out of the room Installation allows for unobstructed engine exhaust flow • Exhaust system much be plumbed outdoors and ccJmply with local codes Diesel Fuel units: fuel tank vents are plumbed outside of the room 'ES YES YES (. NO NO NO NO NO NO NO NO NO NO .NO N_9 ) NO I - NO ) Energy Systems Is not responsible far testing of fuel tonk(s) not provide by ES unless pre-approved on job proposal. Fuel tank must remain empty until tonk testing has been completed and signed off by the inspector. No outside connections (I.e., remote fueling connections) can be mode prior to the tonk test being performed. Fuel tank pressure testing required YES NO Required duration of the test [Hours] If YES, please provide testing requirements: If no tank testing is required, diesel tank must be fueled before start-up commences (recommended 50-85%). N/A N/A Fuel system options: ® Remote fuel tank Installed and plumbed YES NO If YES above: Fuel transfer pump installed and wired YES NO Fill station alarm panel installed and wired YES NO N/A Fuel system primed from tank(s) to the generator YES NO Is Energy Systems required on site for fuel fill witness testing with the inspector YES NO N/A Bldg. Load Is start-up to be performed using building load or a load ban.k? If Bldg. load, what is the anticipated load [Amps] If Load bank, distance from where the load bank will be operated to the cable connection point [Feet] X !::. '3~1 Where will the cables be connected Gen breaker Docking station Other If Load bank, what is the duration of testing required [Hours] M Fe,. d.C'C.C,M.M •.. "? If Load bank. are there specific requirements for% of load, load steps. etc. YES NO -If YES. please describe One hour of system operation training included at time of start-up. A return trip to complete training is not included unless agreed to at time of equipment order. Please coordinate all parties required to witness test the system. If witness testing Is required. describe what is necessary to perform the testing: APPROVED SERVICE DATE AND TIME: Energy Systems will not be able to schedule a technician until this completed and signed checklist is received by our office. If upon arrival for the scheduled work the system is not installed correctly and completely as per these guidelines, the start-up technician wlll document and review the needed corrections with the site contact before demobilizing from the site. A trip charge per occurrence will be assessed and the start-up rescheduled. Please return the signed and completed checklist along with requested pictures to our Service Dept. for review and scheduling. For technical support prior to start-up, call our Service Dept at or email us at Date: \ ~A!JG 1-'S Signature:( Version 3 ATS ELECTRICAL CONNECTIONS 1. Power cables between the generator output breaker, automatic transfer switch(es) and Neutral are properly installed and terminated 2. Power cables, auxiliary AC power supply wiring, control and communication wiring is ran in separate conduits. 3. If ATS is a 2-wire start type switch (i.e. Generac TX, GTS or PSTS or ASCO, Cutler Hammer, etc.) run qty (5) 14awg stranded wires between the ATS and generator for remote start and switch position. If a TX series only, (2) additional 14 awg wires should be provided for back-up power to the TX controller in the even its on-board rechargeable battery depletes. 4. If ATS is a Generac HTS model a 2 conductor twisted shielded pair (18 awg Belden 3105A) is needed for communications to the generator panel. Also run a 2 conductor for DC voltage from the generator to ATS. All wire to be stranded. Label the wires but do not terminate them. a. The HTS has a 2-wire start option which requires (2) 14awg stranded wires 5. Verify the specs if any additional ATS communications/contacts are needed. Typically this is only needed if the ATS has a separate remote annunciator, ATS metering or monitoring is needed or if elevators controls require swit ch position monitoring. GENERATOR MOUNTING 1. The generator set must be securely mounted and anchored onto a concrete pad. For unit dimensions, weight, conduit stub up locations and fuel connection locations refer to the detailed installation.drawing for the specific unit being installed. 2. The concrete pad should be a minimum of 12" longer and wider than the generator mounting skid or sub-base fuel tank to provide at least a 6" apron around the unit. 3. If the generator set is being installed indoors consult the submittal documentation and installation manual. 4. Contact Energy Systems with any questions. SITE LOCATION/ ACCESS Location of Generator: (parking garage, rooftop, etc.) Location of Transfer Switch(s) c::;/J) .._J Site Access Restrictions (parking garage height, etc.) Distance from Service Vehicle Parking to Generator: ... 'f-1 fr 5'0" Specific Directions or instructions Not Already Noted: PHOTOS REQUIRED TO BE SENT WITH CHECl<LIST 1. Generator skid or generator enclosure anchoring (both sides) IYES ) NO N/A 2. Show accessibility to all sides of the skid or enclosure; room to doors to open and maintenance activities NO N/A 3. Show installation of ATS and accessibility NO N/A 4. Show ATS power cable terminations and pulled/labeled control wiring s ~~ N/A 5. Show ATS pulled and labeled control wiring ~ N/A 6. Show Generator power cable terminations ~ N/A 7. Indoor install: ventilation -inlet air YES N/A 8. Indoor install: ventilation -outlet air YES (~o N/A 9. Indoor install: engine exhaust piping YES NO N/A 10. Generator customer connection panel -AC auxiliary power wiring terminations NO N/A 11. Generator customer connection panel -2-wire start/ relay output wiring pulls NO N/A 12. Generator customer connection panel -annunciator wiring pulls NO N/A 13. Annunciator -wire pulls at annunciator NO N/A 14. Generator(s) data tag NO N/A 15. ATS(s) data tag NO N/A 16. Misc. YES NO N/A 17. Misc. YES NO N/A 18. Misc. YES NO N/A 19. Misc. YES NO N/A 20. Misc. YES NO N/A Veralon 3 3 I Warranty Registration Request Form The equipment can not be registered for warranty without the below 1nformat1on completed Owner Information Name:MElt.c4).J"f"IL...£ '2.... Ll....'- A TI""eJ : C.v'-n S C..LAv-£ ~ Street Address (P.O. Boxes not accepted): City: State: Zip Code: '2_&! 5q c~iik'Tt 5~ ±t l<tJ.p u\U.~~A-b \ cA '11!/>ep'g Phone: ¾ ¢ • (o~ S • <..f U,} l Installing Contractor Information Name:~ WA-vE"" a~c .. :rtt,c...... Ar~ : 'r\-e-/J(t>-( ~ Street Address (P.O. Boxes not accepted): 2-u \L TF:MIL-t Company Name: City: State: Zip Code: C>t.€'A,.t-JS10e-, cA Email:(~@_ N£\AJ WAVt. €1£c .. :rllt c.. . c.oM Site Information Name:-r"-tflA Company Name: Street Address (P.O. Boxes not accepted): i_{j> ~ 5~--c:t.. s~~ CAU~BM>, CA-91...~~ City: State: Zip Code: Version 3 4 \ \ \ \ __ ..-- lilf'll!~QCrt1A r:ltf(I$ w,,fJI..OlfCIID Sf A fUIIE Of nil~~ C&ASS Nfl> WOO-..,-AATINII ,s yNl(ID ae.c,w, nt& 1Vlill ..... sv,TC>< IS 9'1TAB-f FOIi USE IN A (101/f ~ OI ~ n,E sH(ll!f-CflCllll CIJMSIT ATTI-IE .w,IIM N'IIDLTIYlli IIWl(ID- gtORT-0RWT CURRENT lRt-'S SYMMETRIC ~ ... at:1ff8E$ ¥ 1900'.! 200 FUBEOJB8 AAllHG va.TAGE ~TS~ ,, ... y ... J WHEN~Cf IAAN\.lf~TUAE ED BY ACIQ.JT IAEMIII n-llS T~PE, ~ MllflE AATWd:ntlE IPEOFIC CI\PABLE OF ~CH II turrAIILE f10R UIIIMAICB) ea.ow IHDRT NO--110ai,c,JT8 CIIICIJIT _,,....'101.-=~ATTHE CUMEK'I ... 9'tlial[TNCAL Ml•10Dm a • • • • • • • -------------: - WNLlflllO- D -.i~D D IA'ftlN ..,. --.,. ..... ------= 1SO 200 200 200 125 125 200 200 200 200 200 125 125 125 200 100 c~• .. ~10 ----CERnAEO'IO---••.ff$.• ATE. LOCATION rr3 OFFICE USE ONLY SAN DIEGO REGIONAL HAZARDOUS MATERIALS QUESTIONNAIRE RECORD ID # __________________ 1 PLAN CHECK# __________________ 1 BP DATE Business Name Fabric 2676 State Street LLC Business Contact Curtis Clave Telephone# 760-683-4631 City State APN# Project Address (indude suite) 2676 State Street Carlsbad Zip Code CA 92008 203-101-01-00 Mailing Address (include suite) 2659 State Street #100 Project Contact Curtis Clave City Carlsbad Applicant E-mail State Zip Code CA Telephone # curtis@fabricinvestments.com Plan File# 92008 The following questions represent the facility's activities, NOT the specific project description. 760-683-4631 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 Reaclives 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 170, an Diego, CA 92123. Call (8~8) 505-6700 prior to the issuance of a building permit FEES ARE REQUIRED Project Completion Date: Expected Date of Occupancy: 1. 2. 3. 4. 5. 6. 7. 8. YES NO □ .er □ J2f □ J2r □ □ □ □ D g i ,0 (for new construction or remodeling projects) Is your business listed on the reverse side of this form? (check all that apply). Will your business dispose of Hazardous Substances or Medical Waste in any amount? Will your business store or handle Hazardous Substances in quantities greater than or equal to 55 gallons, 500 pounds and/or 200 cubic feet? Will your business store or handle carcinogens/reproductive toxins in any quantity? Will your business use an existing or Install an underground storage tank? Will your business store or handle Regulated Substances (CalARP)? Will your business use or install a Hazardous Waste Tank System (Trtle 22, Article 10)? Will your business store petroleum in tanks or containers at your facility with a total facility storage capacity equal to or greater than 1,320 gallons? (California's Aboveground Petroleum Storage Act). 0 CalARP Exempt Date Initials 0 CalARP Required I Date Initials 0 CalARP Complete Date Initials PART Ill: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT (APCD): The following questions are intended to identify the majority of air pollution issues at the planning stage. Your project may require additional measures not identified by these questions. Some residential projects may be exempt from APCD requirements. If yes is answered for either questions 1, 2 or 5 or for more comprehensive requirements, please contact APCD at apcdcomp@sdcounty.ca.gov; (858) 586-2650; or 10124 Old Grove Road, San Diego, CA 92131. 1. Will the project disturb 100 square feet or more of existing building materials? YE NBO • 2. Will any load supporting structural members be removed? 3. ~ D (ANSWER ONLY IF QUESTION 1 or 2 IS YES) Has an asbestos survey been performed by an individual that has passed an EPA-approved bullding inspector course? 4. Ji!{" D (ANSWER ONLY IF QUESTION 1 or 2 IS YES) Based on the survey results, will the project disturb any asbestos containing material? If yes, a notification may be required at least 10 working days prior to commencing asbestos removal. Additionally, a notification may be required prior to -, the removal of a load supportlng structural member(s) regardless of the presence of asbestos. 5. 0 )21' WIii the project or associated construction equipment emit air contaminants? See the reverse side of this form for typical equipment requiring an APCD permit If yes, contact APCD prior to the issuance of a building permit. 6. O r.n (ANSWER ONLY IF QUESTION 5 IS YES) Will the project or associated construction equipment be located within 1,000 feet of a school T bounda Briefly describe business activities: Briefly describe proposed project: Office and Bio-Science Laboratory (Level 2 Renovation to existing structure. New 2-story structure & new 1-story accessory structure I dedare under penalty of perjury that to the best of my knowledge and .,b.mief ttt, r~ses made herej/9p.~e and correct. 09 / 2~ / 202? Brendan Foote Curtis Clave ~ rwte. /:I : -'\ ,:_ f Name of Owner or Authorized Agent Signature of Owner or Authorized Agent Date FOR OFFICAL USE ONLY: FIRE DEPARTMENT OCCUPANCY CLASSIFICATION: _________________________________ _ BY: _____________________________ _ DATE: __ .,_/ __ _,_/ __ _ l:XEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY COUNTY-HMO• APCD COUNTY-HMO APCD COUNTY-HMO APCD ,#"'i>"-'°" Co-,(,.~ .. Rev,ewed '2 f( 02/09/2023 MF ~ Oate/lnitials ~ rt "" c,,o~ o,ego *A stamp in this box only exempts busmesses from completing or updating a Hazardous Matenals Business Plan. Other pennlttlng requirements may still apply HM-9171 (9/18) C City of Carlsbad PURPOSE CLIMATE ACTION PLAN CONSISTENCY CHECKLIST B-50 Development Services Building Division 1635 Faraday Avenue 442-339-2719 www .ca rlsbadca .gov This checklist is intended to help building permit applicants identify which Climate Action Plan (CAP) ordinance requirements apply to their project. This completed checklist (B-50) and summary (B-55) must be included with the building permit application. The Carlsbad Municipal Code (CMC) can be referenced during completion of this document by clicking on the provided links to each municipal code section. NOTE: The following type of permits are not required to fill out this form ❖ Patio I ❖ Decks I ❖ PME (w/o panel upgrade) I ❖ Pool Consultation with a certified Energy Consultant is encouraged to assist in filling out this document. Appropriate certification includes, but is not limited to: Licensed, practicing Architect, Engineer, or Contractor familiar with Energy compliance, IECC/HERS Compliance Specialist, ICC G8 Energy Code Specialist, RESNET HERS rater certified, certified ICC Residential Energy Inspector/Plans Examiner, ICC Commercial Energy Inspector and/or Plans Examiner, ICC CALgreen Inspector/Plans Examiner, or Green Building Residential Plan Examiner. If an item in the checklist is deemed to be not applicable to a project. or is less than the minimum required by ordinance, check N/A and provide an explanation or code section describing the exception. Details on CAP ordinance requirements are available at each section by clicking on the municipal code link provided. The project plans must show all details as stated in the applicable Carlsbad Municipal Code (CMC) and/or Energy Code and Green Code sections. Project Name/Building Permit No.: TYRA HQ2 BP No.: ~W22_-CD4\D PropertyAddresS/APN: 2676 STATE STREET / 203-101-01 Applicant Name/Co.: BRENDAN FOOTE Applicant Address: 2659 STATE STREET #100 Contact Phone: (760) 846 -1515 Contact Email: brendan@fabricinvestments.com Contact information of person completing this checklist (if different than above): Name: Company name/address: JOHN WANKNER WAL DESIGNS Applicant Signature:~~ B-50 Contact Phone: (760) 846 _ 1515 Contact Email: JOHN @WAL-DESIGNS.COM Date: 09 / 26 I 2022 Page 1 of 7 Revised 04/21 Use the table below to determine which sections of the Ordinance checklist are applicable to your project. For alterations and additions to existing buildings, attach a Permit Valuation breakdown on a separate sheet. Building Permit Valuation (BPV) $ breakdown 4257.26 -------- Construction Type Residential □ New construction □ Additions and alterations: □ BPV < $60,000 □ BPV 2: $60,000 □ Electrical service panel upgrade only □ BPV 2: $200,000 Ii] Nonresidential !!!! New construction !!!! Alterations: !!!! BPV 2: $200,000 or additions 2: 1,000 square feet □ BPV 2: $1,000,000 □ 2: 2,000 sq. ft. new roof addition Checklist Item Complete Section(s) Notes: A high-rise residential building is 4 or more stories, including a Low-rise High-rise mixed-use building in which at least 20% of its conditioned floor area is residential use 2A*, 3A*, 1B, 2B, *Includes detached, newly constructed ADU 4A*, 3B,4A NIA NIA All residential additions and alterations 1A, 4A 4A 1-2 family dwellings and townhouses with attached garages only. *Multi-family dwellings only where interior finishes are removed 1A, 4A* 1B,4A* and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed 1 B, 2B, 3B, 4B and 5 1B, 5 1B, 2B, 5 Building alterations of 2: 75% existing gross floor area 2B, 5 1 B also applies if BPV 2: $200,000 Check the appropriate boxes, explain all not applicable and exoeption items, and provide supporting calculations and documentation as necessary. 1. Energy Efficiency Please refer to Carlsbad Municipal Code (CMC) 18.21.155 and 18.30.190,and the California Green Building Standards Code (CALGreen) for more information. Appropriate details and notes must be placed on the plans according to selections chosen in the design. A O Residential addition or alteration~ $60,000 building pennitvaluation. D NIA _________ _ Details of selection chosen belowmust be placed on the plans referencing CMC □ Exception: Home energy score 2: 7 18.30.190. (attach certification) Year Built Single-family Requirements Multi-family Requirements D Before 1978 Select one option: D Ductsealing D Attic insulation □Cool roof D Attic insulation D 1978 and later Select one option: D Lighting package D Water heating Package D Between1978and1991 Select one option: D Ductsealing D Attic insulation □Cool roof D 1992 and later Select one option: D Lighting package D Water heating package Updated 4/16/2021 3 n ........ Ir\-hn .... n,..oA Al,...Ch-1...., ... na .... t"')......tt"') .... A ?UC .... ?-1.f:.-4,...n<;~n-o,-1 B. [i] Nonresidential* new construction or alterations~ $200,000 building permit valuation, or additions~ 1,000 square feet. See CMC 18.21 .155and CAL Green Appendix A5 D N/A AS.203.1.1 Choose one: l!!U Outdoor lighting D .2 Restaurant service water heating (CEC 140.5) D .3 Warehouse dock seal doors. D .4 Daylight design PAFs D .5 Exhaust air heat recovery o N/A AS.203.1.2.1 Choose one: D .95 Energy budget (Projects with indoor lighting OR mechanical) l!!!I .90 Energybudget (ProjectswithindoorlightingANDmechanical) □ N/A A5.211 .1 ** l!!!I On-site renewable energy: D N/A A5.211.3** l!!!I Green power: (If offered by local utility provider, 50% minimum renewable sources) D N/A A5.212.1 D Elevators and escalators: (Project with more than one elevator or two escalators) D NIA NO ELEVATORS / ESC, A5.213.1 l!!!I Steel framing: (Provide details on plans for options 1-4 chosen) D N/A * Includes hotels/motels and high-rise residential bui ldings •• For alterations~ $1,000,000 BPVand affecting> 75% existing gross floor area, OR alterationsthatadd 2,000square feet of new roof addition: comply with CMC 18.30.130 (section 28 below) instead . 2. Photovoltaic Systems A. D Residential new construction (for low-rise residential building permit applications submitted after 1/1/20). Refer to 2019 California Energy Code section 150.1(c)14 for requirements. If project includes installation of an electric heat pump water heater pursuant to CAP section 38 below (low-rise residential Water Heating), increase system size by .3kWdc if PV offset option is selected. Floor Plan ID (use additional CFA #d.u. Calculated kWdc* sheets if necessary) Total System Size: kWdc = (CFAx.572) / 1,000 + (1.15 x #d.u.) 'Formula calculation where CFA = conditional floor area, #du = number of dwellings per plan type If proposed system size is less than calculated size, please explain. kWdc Exception D D D D B. [i] Nonresidential new construction or alterations ~$1 ,000,000 BPV AND affecting ~75% existing floor area, OR addition that increases roof area by ~2,000 square feet. Please refer to CMC 18.30.130 when completing this section. *Note: This section also applies to high-rise residential and hotel/motel buildings. Choose one of the following methods: l!!!!I Gross Floor Area (GFA)Method GFA: 8,598 ~------- D If< 1 O,OOOs.f. Enter: 5 kWdc Min. System Size: D If ~ 10,000s.f. calculate: 15 kW de x (GFA/1 0,000) ** 5 kWdc **Round building size factor to nearest tenth, and round system size to nearest whole number. Updated 4/16/2021 4 n ........ 1n . h.n .... n .... o A 11, .... c:1,..-t ...1-1 nc .... ,-,..,..., .... A '>UC .... '3-'t, ........ nccn .... o...1 □ Time-Dependent Valuation Method Annual TDV Energy use:*** ______ x .80= Min. system size: ______ kWdc ***Attach calculation documentation using modeling software approved by the California Energy Commission. 3. Water Heating A. D Residential and hotel/motel new construction. Refer to CMC 18.30.170 when completing this section. Provide complete details on the plans. □ For systems serving individual dwelling units choose one system: □ Heat pump water heater AND Compact hot water distribution AND Drain water heat recovery (low-rise residential only) □ Heat pump water heater AND PV system .3 kWdc larger than required in CMC 18.30.130 (high rise residential hotel/motel) or CA Energy Code section 150.1 (c) 14 (low-rise residential) □ Heat pump water heater meeting NEEA Advanced Water Heating Specification Tier 3 or higher □ Solar water heating system that is either .60 solar savings fraction or 40 s.f. solar collectors □ Exception: □ For systems serving multiple dwelling units, install a central water-heating system with ALL of the following: □ Gas or propane water heating system □ Recirculation system per CMC 18.30.150(8) (high-rise residential, hotel/motel) or CMC 18.30.170(8) (low- rise residential) □ Solar water heating system that is either: □ .20 solar savings fraction □ .15 solar savings fraction, plus drain water heat recovery □ Exception: B. [j] Nonresidential new construction. Refer to CMC 18.30.150 when completing this section. Provide complete details on the plans. □ Water heating system derives at least 40% of its energy from one of the following (attach documentation): □ Solar-thermal ~ Photovoltaics □ Water heating system is (choose one): ~ Heat pump water heater □ Electric resistance water heater(s) □ Recovered energy □Solar water heating system with .40 solar savings fraction D Exception: It may be necessary to supplement the completed checklist with supporting materials, calculations or certifications, to demonstrate full compliance with CAP ordinance requirements. For example, projects that propose or require a performance approach to comply with energy-related measures will need to attach to this checklist separate calculations and documentation as specifi ed by the ordinances. Updated 4/ 16/2 I 5 4. Electric Vehicle Charging A O Residential New construction and major alterations* Please refer to CMC 18.21.140 when completing this section. D One and two-family residential dwelling or townhouse with attached garage: D One EVSE Ready parking space required D Exception : D Multi-familyresidential· D Exception • Total Parking Spaces EVSE Spaces Proposed EVSE (10% of total) Installed (50% of EVSE) Other "Ready" Other "Capable" Calculations: Total EVSE spaces= .10 x Total parking spaces proposed (rounded up to nearest whole number) EVSE Installed= Total EVSE Spaces x .50 (rounded up to nearest whole number) EVSE other may be "Ready" or "Capable" *Major alterations are: ( 1) for one and two-family dwellings and townhouses with attached garages, alterations have a building permit valuation~$60,000 or include an electrical service panel upgrade; (2) for multifamily dwellings (three units or more without attached garages), alterations have a building permit valuation~ $200,000, interiorfinishes are removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed. *ADU exceptions for EV Ready space (no EV ready space required when): (1) The accessory dwelling unit is located within one-half mile of public transit. (2) The accessory dwelling unit is located within an architecturally and historically significant historic district. (3) The accessory dwelling unit is part of the proposed or existing primary residence or an accessory structure. (4) When on-street parking permits are required but not offered to the occupant of the accessory dwelling unit. (5) When there is a car share vehicle located within one block of the accessory dwelling unit. B. [j] Nonresidential new construction (includes hotels/motels) D Exception : ____________ _ Please refer to CMC 18.21.150 when completing this section Total Parking Spaces Proposed EVSE (10% of total) I Installed (50% of EVSE) I Other "Ready" I Other "Capable" 17 2 I 1 I l Calculation· Refer to the table below· Total Number of Parking Spaces provided Number of required EV Spaces Number of required EVSE Installed Spaces □ 0-9 1 1 □ 10-25 2 1 D 26-50 4 2 □ 51-75 6 3 □ 76-100 9 5 □ 101-150 12 6 □ 151-200 17 9 □ 201 andover 10 percent of total 50 percent of Required EV Spaces Calculations: Total EVSE spaces= .10 x Total parking spaces proposed (rounded up to nearest whole number) EVSE Installed = Total EVSE Spaces x .50 (rounded up to nearest whole number) EVSE other may be "Ready'' or "Capable" Updated 4/16/2021 6 n ........ 1n. hn .... n .... OA.Ai .... c1,..,t,J,t(\C .... '),J'l .... A 'lUC .... 'l-t&,J,...f\CCn -o,J 5. [j]Transportation Demand Management (TOM): Nonresidential ONLY An approved Transportation Demand Management (TOM) Plan is required for all nonresidential projects that meet a threshold of employe~enerated ADT. City staff will use the table below based on your submitted plans todeterminewhetherornoryourpermit requires a TOM plan. lfTDM is applicable to your pennit, staff will contact the applicant to develop a site-specific TOM plan based on the pennit details. Acknowledgment: Employee ADT Estimation for Various Commercial Uses Use EmpADTfor first 1,000 s.f. EmpADT/ 1000 s.f.1 Office (all)2 20 Restaurant 11 Retaib 8 Industrial 4 Manufacturing 4 Warehousing 4 1 Unless otherwise noted, rates estimated from /TE Trip Generation Manual, 10th Edition 13 11 4.5 3.5 3 1 2 For all office uses, use SAN DAG rate of 20 ADT/1,000 sf to calculate employee ADT 3 Retail uses include shopping center, variety store, supermarket, gyms, pharmacy, etc. Other commercial uses may be subject to special consideration Sample calculatjons· Office: 20,450 sf 1. 20,450 sf/ 1000 x 20 = 409 Employee ADT Retail: 9,334 sf 1. First 1,000 sf = 8 ADT 2. 9,334 sf -1,000 sf= 8,334 sf 3. (8,334 sf I 1,000 x 4.5) + 8 = 46 Employee ADT I acknowledge that the plans submitted may be subject to the City of Carlsbad's Transportation Demand Management Ordinance. I agree to be contacted should my pennit require a TOM plan and understand that an approved TOM plan is a condition of pennit issuance. ApplicantSignature~ ~ Date: 09 I 26 I 2022 Person other than Applicant to be contacted for TOM compliance (if applicable): Name(Printed): Brendan Foote PhoneNumber: 6 19.840.7721 Email Address: Brendan@fabriciovestments.com Updated 4/16/2021 7 n .......... 1n . 1,,.n .... n .... 0AA-t .... c 1,..-1...1-tnc .... 'l,..1'l ..... A"JUC..-..'l-1&...1 ..... nce:n .... o...1 ( City of Carlsbad CLIMATE ACTION PLAN (CAP) COMPLIANCE CAP Building Plan Template B-55 Development Services Building Division 1635 Faraday Avenue 442-339-2719 www.carlsbadca.gov The following summarizes project compliance with the applicable Climate Action Plan ordinances of the Carlsbad Municipal Code and California Green Building Standards Code (CALGreen), current version. Use this form to summarize all applicable CAP measures for your project. IF CAP MEASURES ARE APPLICABLE, IMPRINT THIS COMPLETED FORM ONTO PROJECT PLANS. 1. ENERGY EFFICIENCY APPLICABLE: Complies with CMC 18.30.190 & 18.21.155 YES Existing Structure, year built: ____ _ Prepared Energy Audit? Energy Score: _____ _ Efficiency Measures included in scope: NO Yes Yes 2. PHOTOVOLTAIC SYSTEM APPLICABLE: 0YES NO N/A No Complies with CMC section 18.30.130 and 2019 California Energy Code section 150.l (c)14 0 Yes N/A Size of PV system (kWdc): Sizing PV by load calculations If by Load Ca lculations: Required Provided 5KW 5 KW Yes 0 No Total calculated electrical load: 80% of load: Hardship Requested Hardship Approved Yes Yes No No 3. ALTERNATIVE WATER HEATING SYSTEM APPLICABLE: 0 YES NO Complies with CMC sections 18.30.150 and 18.30.170? Alternative Source: □ Electric □ Passive Solar Hardship Requested Hardship Approved 0 Yes Yes Yes N/A No No 4. ELECTRIC VEHICLE (EV) CHARGING APPLICABLE: 0 YES NO Complies with CMC section 18.21.140? Panel Upgrade? Total EV Parking Spaces: No. of EV Capable Spaces: No. of EV Ready Spaces: No. of EV Installed Spaces: Hardship Requested Hardship Approved 0 Yes N/A Yes 0No Required Provided Yes Yes No No 5. TRAFFIC DEMAND MANAGEMENT APPLICABLE: 0 YES NO Compliant? TDM Report on file with city? E)Yes 0 Yes No No BUILDING PERMIT VALUATION (BPV) VALUE COST BLDG 1 4207 SF $ 46.51 $ 195,667.57 BLDG 2 4110 SF $ 104.78 $ 430,645.80 BLDG 3 281 SF $ 104.78 $ 29,443.18 ITOTAL s 655,756.55 I $ 500,000.00 $ 2,037.00 $ 155,756.55 $ 467.27 iPERMIT FEE $ 2,504.27 1 iPLAN CHECK $ 1,752.99 1 ITOTAL (BPV) $ 4,257.26 1 n ........ 1n. a...n .... n ... oAAt .... c1,...-1...a-1nc ... 'l...a'l .... ..t"lua .... "l-1i...a .... n aan .... o...a Building Permit Finaled Revision Permit Print Date: 09/03/2025 Job Address: 2676 STATE ST, CARLSBAD, CA 92008-1626 Permit No: Status: (city of Carlsbad PREV2023-0045 Closed -Finaled Permit Type: BLDG-Permit Revision Work Class: Residential Permit Revision Parcel #: Valuation: Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: 2031010100 $0.00 Project Title: TYRA HQ2 Track#: Applied: 03/30/2023 Lot#: Issued: 05/12/2023 Project#: DEV2022-0098 Fina led Close Out: 09/03/2025 Plan#: Construction Type: Orig. Plan Check#: PC2022-0046 Plan Check #: Final Inspection: INSPECTOR: Description: TYRA HQ2: REVISION/ DEFFERED SUBMITTAL: MAIN SEWER AND PARKING LIFTS// 4,207 SF EXISTING BUILDING RENOVATION TO OFFICE/LAB+ NEW 4,110 SF OFFICE+ NEW 389 SF COMMON USE BLDG Applicant: JOHN WANKNER 4681 PARK DR, # STE B CARLSBAD, CA 92008-4389 (760) 846-1515 FEE BUILDING PLAN CHECK FEE (manual) Total Fees: $720.00 Building Division Property Owner: SMITH EDMUND AND EDITH FAMILY SURVIVORS TRUST 3271 WESTWOOD DR CARLSBAD, CA 92008-1146 Total Payments To Date: $720.00 CoApplicant: FABRIC 2775 PARTNERS LLC BRENDAN FOOTE 2621 ROOSEVELT ST CARLSBAD, CA 92008-1660 (858) 271-6701 Balance Due: 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov AMOUNT $720.00 $0.00 Page 1 of 1 ( City of Carlsbad PLAN CHECK REVISION OR DEFERRED SUBMITTAL APPLICATION B-15 Development Services Building Division 1635 Faraday Avenue 442-339-2719 www.carlsbadca.gov . . PC2022-0046 :f"Q..~0 zo23-oo'1S-ong,nal Plan Check Number _________ Plan Revision NumbE.· Project Address 2676 State Street, Ca rl sbad, CA 92008 General Scope of Revision/Deferred Submittal: Existing sewer later connection wa s discovered in con struction to be different th an anticipated from survey. CONTACT INFORMATION: Name John Wankner Phone (760)) 846-1515 ________ Fax,__ ________ _ Address _4_6_8_1_P_a_r_k_D_ri_v_e ___________ City Ca rl sbad Email Address john@wa l-desig ns.com Z. 92008 'P ----- or;g;nal plans prepared by an arch;tect or eng;neer, rev;s;ons must be s;gned & stamped by that pers~ 1 . Elements revised: [i] Plans D Calculations D Soils D Energy D Other --i -2. 3 . ~ --Describe revisions in detail List page(s) where e& revision is shown _. Main sewer for site revised to new 6" sewer, per civil dwgs. P004 C Main sewer for site revised to new 6" sewer, per civil dwgs. P100 Existing 3" sewer lateral shown for reference, per civil dwgs. P101 Main sewer for site revised to new 6" sewer, per civil dwgs. P201 C ,. ---1,.... .... --· ·-··-·-··----~ ·- Deferred Submittal: structura l foundation desig n for parking lifts SD-5 Deferred Submittal: parking lift design 401 6012710 4. Does this revision, in any way, alter the exterior of the project? D Yes [ii No 5. Does this revision add A NY new floor area(s)? 0 Yes D No 6. Does this revision affect any fire related issues? D Yes [ii No 7. Date 3/30/2023 1635 Faraday Avenu Ph: 442-339-2719 Fax: 760-602-8558 Email: building@carlsbadca.gov www.carfsbadca.gov 1rue Nortl1 COMPLIANCE SERVICES May 4,2023 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. City of Carlsbad -FINAL REVIEW City Permit No: PREV2023-0045 True North No.: 23-018-270 Carlsbad, CA 92008 Plan Review: Commercial Revision Address: 2676 State St Applicant Name: John Wankner Applicant Email: john@wal-designs.com OCCUPANCY AND BUILDING SUMMARY: Occupancy Groups: Unknown Occupant Load: Unknown Type of Construction: Unknown Sprinklers: N/ A Stories: Unknown Area of Work (sq. ft.): NIA sq. ft. The plans have been reviewed for coordination with the permit application. Valuation: See Notes Below Scope of Work: Confirmed Floor Area: See Notes Below Notes: Revision, no valuation or floor area Attn: Building & Safety Department, True North Compliance Services, Inc. has completed the final review of the following docum ents for the project referenced above on behalfofthe City of Carlsbad: l. 2. Drawings: One (1) copy dated March 27, 2023, by H+W Engineering. Structural Calculations: One (1) copy dated April 12, 2023, by Qualls Engineering. The 2022 California Building, Mechanical, Plumbing, and Electrical Codes (i.e., 2021 IBC, UMC, UPC, and 2020 NEC, as amended by the State of California), 2022 California Green Building Standards Code, 2022 California Existing Building Code, and 2022 California Energy Code, as applicable, were used as the basis of our review. Please note that our review has been completed and we have no further comments, however, we bring the following to your attention: 1. This project is Hourly. Please charge the applicant the following hours of plan review. True North Compliance Services, Inc. 15375 Barranca Pkwy, Suite A202, Irvine, CA 92618 T / 562. 733.8030 Review No. Hourly Rate Hours Total 1st Review $120.00 2.5 $300.00 2nd Review $120.00 2 $240.00 3rd Review $120.00 1.5 $180.00 Total $720.00 We have enclosed the above noted documents bearing our review stamps for your use. Please call if you have any questions or ifwe can be of further assistance. Sincerely, True North Compliance Services Review By: Alaa Atassi -Plan Review Engineer Tyra 2.0 -Parking Lifts 2676 State Street, Carlsbad, CA 92008 Structural Calculations -22077 Qualls Engineering Structural Engineering Services Qualls Engineering Structural Engineering Services Project: T ra Engineer: _C_G _________ _ Correction Responses Correction S1: • See updated plan that specifies anchors. Sheet: Job#: 22077 Date: • The specified anchors are the intended anchors and are justified by calculations -see updated plan. • Both the calculations and plan sheet bear the same stamp. • Sheet SD5 is part of a larger set of drawings that does include the special inspection requirements. • The main set for the adjacent buildings were permitted under the 2019 CBC. T his does not a ffect the calculation results. Note to the E ngineering Reviewer: Please feel free to reach out to me directly if there are any items that m ay require further consideration. We find it is simpler and clearer to coordinate with you directly and hope to avoid another round of formal corrections. T hanks for your partnership in providing our client the most streamlined approach possible. Chris Graham chris@q uallseng. com 760-652-9257 X 305 Qualls Engineering Structural Engineering Services Project: Engineer: Project Scope: Provide anchorage design for new parking lift unit on grade. Governing code: 2022 CBC D esign Loads: Seismic: Si1e Class: D Ss = 1.081 s, = 0.391 Mechanical D esign Parameters (ASD) F, = 1.200 I\= 2.212 ~ = 1.0 Component Amplification Factor Ip = 1.00 Importance Factor Tyra CG S"s = 1.297 SM, = 0.865 ~ Component Response Mod. 1:actor z h 2.5 0 7.0 ft. (I IL In Structure at Pomt of Attachment), z=O@ Grade ft. (A,·g. Roof I It.) 1\ f\,(max) l'p(min) Fv = = = = .4*31, *S05• WP *(1+2*z/h)/ (!~/Ip), (13.3-1) 1.6*S05* 1/Wp, (13.3-2) 0.3*S05*1i, *Wp, (13.3-3) 0.2*SD5*W 0, (12.4-4) F p l'p(max) l'p(min) Fv = = = = Sheet: _1:'-:/c-:10 ______ _ Job #: _2_2_07_7 __ _ Date: 04/25/23 Sos = 0.865 SDI= 0.577 0.14 1.38 0.26 0.17 WP WP WP WP U nit Size (ft) Curb W . I (lb ) F F OTM RM Uplift ..,_ ___ ...,.....,.,.......,,..,...-----t-1--_ -_w::id:1:h:::1::Le:~n~Ll?:,lh:::1:H::ei~il!'~lh:1:::H:1:.: (in::.)-::+-_e..,,g,..,.,1t..,..._s-+--.P,.....1-....,•-+_.{_ft_-l_,b_,s)-I ft-lbs lbs ..__ ____ P_a_rki_._n..._rr L_i_ft.;..s ------'----"7"'-.7.;.5 __ .._l--5 . .aa.27""-_.._ l ..a8..a.2;.a5_..__0.;.__.._ ___ 5_00.....,0_.....__1._2_97....._ __ 86_5__. ...... 5.._3_5 ..... 1 9 573 No u lift Anchors Q T U = 0 QV" = 2(1,297lbs)/8anchors = 324 lbs/anchor Project -Loading -Mech'I www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Specifier's comments: 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Profile: Base material: Installation: Reinforcement: Qualls CG Seismic loads (cat. C, D, E, or F) Geometry [in.] & Loading [lb, in.lb] Kwik Bolt TZ -CS 5/8 (4) her.act= 4.000 in., hnom = 4.438 in. Carbon Steel ESR-1917 6/1/201615/1/2017 Design method ACI 318-14 / Mech. Page: Project: Sub-Project I Pos. No.: Date: -(Recommended plate thickness: not calculated) no profile cracked concrete, 3000, fc' = 3000 psi; h = 8.000 in. hammer drilled hole, Installation condition: Dry •=iiS•• Profis Anchor 2.6.6 2 Tyra -Parking Lifts 4/12/2023 tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (c)) z 4 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hilti AG, FL-9494 Schaan Hiltl Is a registered Tradernarl< of Hilti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Qualls CG 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+ Tension, -Compression) Anchor Tension force Shear force Shear force x 0 324 0 max. concrete compressive strain: -[%.] max. concrete compressive stress: -[psi] resulting tension force in (x/y)=(0.000/0.000): O (lb] resulting compression force in (x/y)=(0.000/0.000): O [lb] 3 Tension load ,:,is., Profis Anchor 2.6.6 Page: 3 Project: Tyra -Parking Lifts Sub-Project I Pas. No.: Date: 4/12/2023 Shear force y 324 Load Nua [lb] Capacity + Nn [lb) Utilization f3N = Nu1I+ Nn Status Steel Strength• Pullout Strength• Concrete Breakout Strength .. N/A N/A N/A • anchor having the highest loading ••anchor group (anchors In tension) Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan N/A N/A N/A N/A N/A N/A N/A N/A N/A www.hilti.us Company: Specifier: Qualls CG ,:iis., Profis A nchor 2.6.6 Page: 4 Project: Tyra -Parking Lifts Address: Sub-Project I Pas. No.: Phone I Fax: Date: E-Mail: 4 Shear load Load Vu, [lb] Capacity + V n [lb) Steel Strength* 324 4940 Steel failure (with lever arm)* NIA N/A Pryout Strength.. 324 7821 Concrete edge failure in direction y+•• 324 2460 • anchor having the highest loading ••anchor group (relevant anchors) 4.1 Steel Strength Vsa,eq = ESR value tj, V,1ee12:Vua refer to ICC-ES ESR-1917 ACI 318-14 Table 17.3.1.1 Variables Ase,v [in.2] 0.16 Calculations Vsa,eq [lb] 7600 Results Vsa,eq [lb] 7600 4.2 Pryout Strength fu1a [psi] 106000 0.650 Vq, = kq, [ c:::) IV ed,N IV c,N IV q,,N Nb] tj, Vq,2:Vua ~ nonductile 1.000 ~c see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ~co = 9 h~, IV ec,N = ( 1 + ~ eN) s 1.0 3 h0, IV ed,N = 0.7 + 0.3 ( 1C~5~:,) S 1.0 = MAX (Ca.min 1.5het) s 1 O IV q,,N Cac ' Cac • Nb = kc 1'. a ~ h!i5 Variables kq, h01 [in.) ec1,N [in.) 2 4.000 0.000 IV C N Cac [in.) kc 1.000 6.750 17 Calculations ~c[in.2) ANco [in.2] IV ec1,N 120.00 144.00 1.000 Results V!!l![lb) tj, concrete tj, seismic 11174 0.700 1.000 Vu, [lb] 4940 324 ACI 318-14 Eq. (17.5.3.1a) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.2.1c) ACI 318-14 Eq. (17.4.2.4) ACI 318-14 Eq. (17.4.2.5b) ACI 318-14 Eq. (17.4.2.7b) ACI 318-14 Eq. (17.4.2.2a) ec2.N [in.] Ca.min [in.] 0.000 4.000 ,_ • ([psi) 1.000 3000 IV ec2,N IV ed,N 1.000 0.900 tj, nooductlle tj, Vcp [lb] 1.000 7821 Input data and results must be checked for agreement with the existing conditions and for plauslblhtyl PROFIS Anchor ( c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilli AG, Schaan 4/12/2023 Utilization Jlv = Vu.t♦ V n Status 7 OK N/A N/A 5 OK 14 OK IV cp,N Nb [lb] 1.000 7449 Vua [lb] 324 www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Qualls CG 4.3 Concrete edge failure In direction y+ (Ave ) vcb = Avca lj/ ed,V lj/ c,V lj/ h,V lj/ parallel,V vb t Vcb ~Vua Ave see ACI 318-14, Section 17.5.2.1, Fig. R 17.5.2.1(b) Avco = 4.5 2.1 'I' ec.v = ( 1 + 1 2ev ) S 1.0 3Ca1 lj/ ed,V = 0.7 + 0.3( 1.~~.J $ 1.0 --11:sc;, 1 0 lj/ h,V -"\/ha~ · vb = (7 (iJ02 $.) ,-1 -ffcc!15 Variables C81 [in.] c12 [in.] 4.000 10 [in.] ,-a 4.000 1.000 Calculations Ave (in.2] Avca [in.2] 72.00 72.00 Results Vcb (lb] t concrete 3515 0.700 5 Warnings ecv [in.] 0.000 d8 [in.] 0.625 'I' ec,V 1.000 , seismic 1.000 Page: Project: Sub-Project I Pos. No.: Date: ACI 318-14 Eq. (17.5.2.1a) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.5.2.1c) ACI 318-14 Eq. (17.5.2.5) ACI 318-1 4 Eq. (17.5.2.6b) ACI 318-14 Eq. (17.5.2.8) ACI 318-14 Eq. (17.5.2.2a) lj/ CV ha [in.] 1.000 8.000 fc [psi] \V earallel,V 3000 1.000 lj/ edV lj/ h V 1.000 1.000 , nooductio , Vcb [lb] 1.000 2460 Vb(lb] 3515 Vua [lb] 324 1:115.-1 Profis Anchor 2.6.6 5 Tyra -Parking Lifts 4/12/2023 Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! Input data and results must be checked for agreement with the existing conditions and for plausibility! Condition A applies when supplementary reinforcement is used. The <I> factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. Refer to the manufacturer's product literature for cleaning and installation instructions. Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! An anchor design approach for structures assigned to Seismic Design Category C, D, E or Fis given in ACI 318-14, Chapter 17, Section 17.2.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Section 17.2.3.4.3 (b), Section 17.2.3.4.3 (c), or Section 17.2.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Section 17.2.3.5.3 (a). Section 17.2.3.5.3 (b), or Section 17.2.3.5.3 (c). Section 17.2.3.4.3 (b) / Section 17.2.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.2.3.4.3 (c) / Section 17.2.3.5.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension/ shear that can be transmitted to the anchors by a non-yielding attachment. Section 17.2.3.4.3 (d) / Section 17.2.3.5.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by Oo. Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI 318-14, Section 17.8.1. Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibllityl PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan H1I~ is a registered Trademark of H1lti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: 6 Installation data Anchor plate, steel: - Profile: - Qualls CG Hole diameter in the fixture: - Plate thickness (input): - Recommended plate thickness: - Drilling method: Hammer drilled I:11Si-I Profis Anchor 2.6.6 Page: 6 Project: Tyra -Parking Lifts Sub-Project I Pos. No.: Date: 4/12/2023 Anchor type and diameter: Kwik Bolt TZ -CS 5/8 (4) Installation torque: 720.001 in.lb Hole diameter in the base material: 0.625 in. Hole depth in the base material: 4.750 in. Minimum thickness of the base material: 8.000 in. Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. 6.1 Recommended accessories Drilling • Suitable Rotary Hammer • Properly sized drill bit Coordinates Anchor in. Anchor x y 1 0.000 0.000 Cleaning • Manual blow-out pump c .• 4.000 7 Remarks; Your Cooperation Duties Setting Torque wrench • Hammer Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures. and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore. you bear the sole responsibility for the absence of errors. the completeness and the relevance of the data to be put in by you. Moreover. you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors. the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular. you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software. you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences. such as the recovery of lost or damaged data or programs. arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plauslbllityl PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademarl< of Hllli AG, Schaan Project Title: Engineer: Project ID: Project Descr: Tyra Parking Lifts CG 22077 7 Concrete Beam Project File: Tyra Parking Lifts.ec6 UC#: KW-06015197, Build:20.23.2.14 DESCRIPTION: Slab CODE REFERENCES Qualls Engineering Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 General Inform ation re = 3.0 ksi d, Phi Values Flexure : 0.90 fr = rd '2 '7.50 410.792 psi Shear : 0.750 \j/ Density 150.0 pcf ll 1 0.850 )., LIWt Factor 1.0 Elastic Modulus= 3,122.02 ksi Fy -Stirrups 60.0ksi E -Stirrups 29,000.0 ksi fy -Main Rebar = 60.0 ksi Stirrup Bar Size # 4 E -Main Rebar = 29,000.0 ksi Number of Resisting Legs Per Stirrup = 2 L 3) Cross Section & Reinforcing Details Rectanqular Section. Width = 74.0 in, Heiqht = 8.0 in Span #1 Reinforcinq .... 8.250 ft (c) ENERCAL INC 1983-2022 ,I L 3) 5-#4 at 1. 750 in from Top, from 0.0 to 8.250 ft in this span 5-#4 at 3.250 in from Bottom, from 0.0 to 8.250 ft in thi~ Beam self weight calculated and added to loads Point Load : L = 3.0 k @ 1.50 ft, (Car) Point Load : L = 3.0 k@ 6.750 ft, (Car) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu : Applied Mn • Phi : Allowable Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.253 : 1 Typical Section -10.088 k-ft 39.888 k-ft 0.000 ft Span # 1 0.000 in 0.000 in 0.002 in 0.000 in Ratio = Ratio= Ratio = Ratio= 0 <360.0 LOnly 0 <360.0 LOnly 44442 >=240.0 Span: 1 : +D+L 0 <240.0 Span: 1 : +D+L Vertical Reactions Support notation : Far left is #1 Load Combination Max Upward from all Load Conditions Max Upward from Load Combinations Max Upward from Load Cases D Only +D+L +D+0.750L +0.600 Support 1 Support 2 5.544 5.544 5.544 5.544 3.000 3.000 2.544 2.544 5.544 4.794 1.526 5.544 4.794 1.526 Design OK Project Title: Engineer: Tyra Parking Lifts CG Concrete Beam LIC#: KW-06015197, Build:20.23.2.14 DESCRIPTION: Slab CODE REFERENCES Calculations per ACI 318-19, IBC 2021, ASCE 7-16 Load Combination Set: IBC 2021 General Information fc 3.0 ksi d> Phi Values fr= rd12 '7.50 410.792 psi \j/ Density 150.0 pcf p 1 11. UWt Factor 1.0 Elastic Modulus= 3,122.02 ksi Fy -Stirrups fy -Main Rebar = 60.0 ksi E -Stirrups E -Main Rebar = 29,000.0 ksi Stirrup Bar Size # Project ID: Project Descr: Qualls Engineering Flexure : 0.90 Shear : 0.750 0.850 60.0 ksi 29,000.0 ksi 4 Number of Resisting Legs Per Stirrup = 2 Seismic Design Category = A L 3 ) 8.250 ft 22077 8 Project File: Tyra Parking Lifts.ec6 (c) ENER-CALC INC 1983-2022 L 3) 1-----------------------iM"-w-x-8"-h----------------------i Cross Section & Reinforcing Details RectanQular Section, Width = 74.0 in, HeiQht = 8.0 in Span #1 ReinforcinQ .... 5-#4 at 1.750 in from Top, from 0.0 to 8.250 ft in this span 5-#4 at 3.250 in from Bottom, from 0.0 to 8.250 ft in thi~ Beam self weight calculated and added to loads Point Load : L = 3.0 k@ 1.50 ft, (Car) Point Load: L = 3.0 k@ 6.750 ft, (Car) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu : Applied Mn • Phi : Allowable Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.253 : 1 Typical Section -10.088 k-ft 39.888 k-ft 0.000 ft Span # 1 0.000 in 0.000 in 0.002 in 0.000 in Ratio= Ratio= Ratio= Ratio= 0 <360.0 L Only 0 <360.0 L Only 44442 >=240.0 Span: 1 : +O+L 0 <240.0 Span: 1 : +D+L Vertical Reactions Support notation : Far left is #1 --------------------------Lo ad Combination Support 1 Support 2 Max Upward from all Load Conditions 5.544 5.544 Max Upward from Load Combinations 5.544 5.544 Max Upward from Load Cases 3.000 3.000 D~ 2.~ 2~ +D+L 5.544 5.544 +D+0.750L 4.794 4.794 +0.600 1.526 1.526 Design OK ~ ::!:., 18 A L- C '- D I 1 JJ<_ L Jii./ 11\JRO vw.u. I I I I 1 PAVIMENTO FlNITO : F.F.L. ~ . . . 2 Ml& (0.63') -H-- 3 s -WEX:CANCO WEC:IWICM. AHCH0IW)[ M" 3'-l I _J ::c 3: ·------l::::=r'I ..... e ~ ~ I 0 (..) ~ r oO 0 :z I 0 i:::. (..) :8 I N ..... ~ N2 ~i 0 -col 00 ci ' e ~ - 1558 [1'-10 1665 [5'-5.61 1392 [ 4'-6.81 1450 [4'-9.11 r -en WIO I N~ w.u. I ~ r <O C'i I I I i:::. ·m - I 8 I r ~ I "": I ....... <O § I ~~ 3c 6N ~ I-s SN ~i ~ I ~ g El ~ r -en 0 -· Nl_/ Jl£llHlJCN. EXSPOSTM Cl sacuR£ZlA t ~~HA~ 3615 [11'-1031 N2 N2 SUP!'ORTO ~ PUSH ll/ll0H Slff0l!f (Of'110M,IIJ CID amuB 1R. \A tMI ,_.c,e -11:LmlJIU .ICRIHalB ... -l ....,.tWlll)~,01[_.. -1l(Ut,t:)IUUUl3------11&ml'Clllllll'.IIID1laata -l[G,m:llaaADl)!IIIIIZIE. crmmllCDUtlB'l'Nll:ftRIID' -l L«UD lnuaL"f9...-IIIJMI PAOTtZDI Dl."iOIO ESSOIC 00'NT[: at DEJ1ril0) BY lME tw.. CKTT0RE LAWN OOHSIOfJWIOO L ICSTALI.Al10N ~ MXXJRaNO LA'WOUI' FJrW..E E LA Q)frC5[Q,E)f1£ ntE r,w_ LA'r'Ol.n' AND lHE --Ctlalll. SUD• IISlllalll:--. NW.JSI DD JIISOI flEUVNff" RISI< NW.YS CllllllJl5•nimaJT,_H--,aUI: \AClllam.a•~ JIEILftD fllt:D IU ....,lllfUK. I 3 I [ .. 9.4 240 [ I 6 I 59 [2.31 2317 [7'-7.21 j 2122 [6'-11.51 IAAGHEZZA TOTAi.£/ TOTAi. WID1H 2602 [8'-6.41 I 7 .. " I 11 I Corichi indicati sono Stotici/Stotic Loads LOADS p-11 --. raw III CASE: -(Qulll.l min. C21i) 1----------4 N1 1600Kg-3520lb 800Kg-17601b l'loor ma\ IA> be mlllo al ....,...i, 1----+--------l-------l (Q11alltp•--C3) N2 600Ka-13201b 1400Ka-30801b 9 I 8 lAA<:HEZZr PEIW<1/ PI.Affl>RM W\Ont (mm-f..t) lARCH£ZZ£ Wl1'J/ TOTAL wtOTl-1 (mm-fN t) 2200 / r-2.0· 2e02 / e·➔.4' 2008 /8"-10.a· 2000 I •·-2.•· 19!50 / 9'-4.a• =2 / r-e.o· 1850 / a·--o.a· 22S2 / T-4.r A B PULSANTIERA / PUSH BtmQN t ~ fl 1;(2.aMI (3.5') C CAVO/C>81.f. 4'1 (Wml PHOTOCEl.l 7x1) PORTATA MAX/MAX CAPACITY 2000 •• / 11727 lb CORS1/TRAVO. 1800 mm / :,'-1o.a• ~ rERW.TE/SltlPS 2 CWl[lll) STn.0/CnMO IQ) 0IJlr,ll[l[Jt lll2/48 -1.20·11.o· AZIONAMDl'TO/\WN P0W[R llRAWCO/lffl)IW.uc -~......,. 40IJo/ lph 50lu """"'"""'-"""'--1.0 KW D PDD(OP(lal ....... ,.... 100 ba, Pll:m( ~ .,.. ... PUDI[ 210 bar" ---l.4. ca:.•~--1&.2. ---0.04 ffl/• -0.13 ft/• , ___ -~ 1-IIOl•M --- 8 17/01/2018 FM Pl 1-R-=..,-_+-.:.,::,...;....--i--,=-,---.,+-=-=--=--:-.--+-,~--,-t-:-4-::~c-:~.,.. -.---------------------, E ;;;:" BIPARK 26 H=1800 (5'-10.8")-PLATFORM WID1H=2200 (7'-2.6") _,, .... .. - LAYOlfT GENERAL£ / GENERAL LAYOlfT I/:".::..-. -- ---1,30 l:: 08/0612016 @~[;ffi® ::.. 1050 Kg;~ ,=-t::: ~'-: 1::._ F ""'~ 2310 Lb FM P.L A.C. 1 2 Questo ci119no • tlltte le 1nf0fflla1ioni in esso contenute sono d1 proprteto' deflo 0.ME.R. S.pA e non puo usere duplicoto, rao noto 0 terzl o usoto tvtto o in porte senza autorinazione scritta dena O.ME.R. S.oA 5 I :: ~~°: °';:;,'E.t ~;f FILE: J\COSTRlJTTM\BIPARK\BIPARK26\FlGURINI\ f Thi• mat■rki cannot b■ raproduc:ed 1-------------,=--,,-----t j or used, all or in port. without I'""· I .i'II. ; 0.ME.R. S.p.A written coo. 4016012710 B e 'WT i, authorization 6 I 7 I 8 A 8 >- C D >- >- F MURO WALL ""-, I I 3 I I 1665 [5'-5.61 640 [2'-1.21 1025 (J'-4-41 108 [4.J1 232 [9.11 240 ~1- 60 [2.4 I c:-I I ~ ~-~."T±::l-t------------. ..--1 -+I ~ ~ ~ +--,,-----'------' I g ...... "' ,,; I 1:!. ------·-- 30 [1.21 -~ [1'-31 178 [71 50 [21 995 [3'-3.21 30 [1.21 ..,.__,______~~1---_-_-_---'-'~ ~! t 1025 (J'-4.41 640 [2'-1.21 1450 (4'-9.\1 1665 (5'-5.61 5 I I I 8 8 17/01/2018 Fll Pl UPOATED LOADS Rev . ..... ,,,. BIPARK 26 H= 1800 -PLATFORM WIDTH=2200 .......... ........ ANCHORING POSmON ,..,...=========:--r,:::r-,:---r--,======-----;:-=:--,-------,====---===IOuesta d'tsegno • Mt• .. informorloni I ~,. .-._ ~ • ...,_ I en.lo • I Scommimti hori • mi ~ ~ I~~ --in eS$0 conttnLltt tono di proprieto' __. IN Of ma-1 ,-di,-... WEIi) ,rKIIGW Q'\,ffi c5 ~ I.nor lolffOntts in Mm ,~-~---:::!. :--delki O.~R. S.p.A e non puo essere ~ ~ Wna. fnCOI M I ~ u 1 :.l I :'!O I :rm I !: I ::0 :: I !: I: mll ;-'I!~• I !~" .. t~ .. I:., t:r:~0in r;!°rte"°:ni 0 a t!l:U'::e ~ ID IN()( ms-1, ,rwc-lMil WElUil .._.., 1 ~ 1,1.1 M.1 w NI. l4LI. t!I• 11 u u tr 11JY! t0'1tf !111~ .tin· scritta della O.ME.R. S.p.A. 1 I 2 I 3 I 4 I s I Kg. The informct«. c.ontoined ~ ore property of O.ld£.R. S.p.A. This rmtel'ial COMOt be r'e1)rodueed or used, all or in port, without 0.ME.R. S.p.A writtffl outhori.zotfOn 6 I I_,. ........ 1:.:-..::.- ' ;•--,..,_ I~ -1:15 1:: 06/06/2016 --,~ -· I n-,. I .... .... ., _., ..... "-Fll ,c, 2 2 FlLE: J\COSTRUTTM\BIPARK\BIPARK26\F1GURINI\ COD. 4016012710 7 I 8 10 A 8 C D E - F I {city of Carlsbad CERTIFICATION OF SCHOOL FEES PAID This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project# & Name: DEV2022-0098, TYRA HQ2 Permit#: CBCA2022-0032 ------------------- Project Address: 2672 STATE ST Assessor's Parcel #: 2031010100 ------------------- Project Applicant: TRUST SMITH EDMUND AND EDITH FAMILY SURVIVOR~ (Owner Name) Residential Square Feet: New/Additions: ------------------- Second Dwelling U nit: ------------------- Commercial Square Feet: New/Additions: 281 ------------------- City Certification: City of Carlsbad Building Division Date: 02/07/2023 Certification of ApplicanUOwners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person @ Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (760) 331-5000 D Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 x1166 D San Dieguito Union H.S. District 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appt. Only) D San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Katherine Marcelja (By Appt.only) D Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x2222 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. Signature of Authorized School District Official: iJ \ 1 LY. J\I / ~(,v • ~ .., • • .. ')1 r "... • • 1-H i ... , ' ...,J I Title: _________ ._,._ .... _ • .L ________ Date: d /q, )3 : • "" Name of School District: ______ ·_-_) ___________ Phone: b~b-) 331-':J1Jb'b COMMUNITY DEVELOPMENT -Building Division 1635 Faraday Ave I Carlsbad, CA 92008-7314 I 442-339-2719 I 760-602-8560 f Ibuilding@carlsbadca.govIwww.carlsbadca.gov Building Permit Finaled Revision Permit Print Date: 09/03/2025 Job Address: 2676 STATE ST, CARLSBAD, CA 92008-1626 Permit'No: Status: {city of Carlsbad PREV2023-0192 Closed -Finaled Permit Type: BLDG-Permit Revision Work Class: Residential Permit Revision Parcel#: 2031010100 Track#: Applied: 09/08/2023 Va luation: $0.00 Lot#: Issued: Occupancy Group: #of Dwelling Units: Project#: DEV2022-0098 Finaled Close Out: 09/03/2025 Plan#: Bedrooms: Construction Type: Final Inspection: Bathrooms: Orig. Plan Check#: INSPECTOR: Occupant Load: Plan Check#: Code Edition: Sprinkled: Project Title: TYRA HQ2 Description: EXISTING SEWER LATER CONNECTION WAS DISCOVERED IN CONSTRUCTION TO BE DIFFERENT THAN ANTICIPATED FROM SURVEY Applicant: JOHN WANKNER 4681 PARK DR, # STE B CARLSBAD, CA 92008-4389 (760) 846-1515 FEE BUILDING PLAN CHECK FEE (manual) BUILDING PLAN CHECK REVISION ADMIN FEE Property Owner: SM ITH EDMUND AND EDITH FAMILY SURVIVORS TRUST 3271 WESTWOOD DR CARLSBAD, CA 92008-1146 Total Fees: $155.00 Total Payments To Date: $155.00 Building Division CoApplicant: FABRIC 2775 PARTNERS LLC BRENDAN FOOTE 2621 ROOS EV EL T ST CARLSBAD, CA 92008-1660 (858) 271-6701 Balance Due: 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov AMOUNT $120.00 $35.00 $0.00 Page 1 of 1 ( City of Carlsbad PLAN CHECK REVISION OR DEFERRED SUBMITTAL APPLICATION B-15 Development Services Building Division 1635 Faraday Avenue 442-339-2719 www .carlsbadca.gov Original Plan Check Number PC2o22-oo 45 Plan Revision Number 2 P~ t V7-0Z3-0 \ Ci!}., Proj ect Address 2676 State Street, Carlsbad, CA 92008 General Scope of Revision/Deferred Submittal: Existing sewer later connection was di scovered in construction to be different than anticipated from survey. CONTACT INFORMATION: Name John Wankner Phone (760)) 846-1515 ________ Fax,__ ________ _ Address _4_6_8_1_P_a_r_k_D_ri_v_e ___________ City Carlsbad Email Address john@wal-designs.com Z. 92008 'P ----- Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: Ii] Plans D Calculations D Soils D Energy D Other 2. Describe revisions in detail Vehicle Gate Modification Vehicle Gate Modification Modifications to Planting Plan (itemized below) 1. substitution: chondropetalum for nolina microcarpa 2. substitution: westringia fruticosa for artemisia stelleriana 3. removal of Arbutus (ROW north) and replacement of arbutus (ROW south) with a king pa lm. this is technically not a construction change as it was a condition of approval by land development from the initial permit. see notes 4. Does this revision, in any w ay, alter the exterior of the project? D Yes 5. Does this revision add ANY new floor area (s)? 6. Does this revision affect any fire related issues? 7. Ii] No D Yes D Yes 0 No Ii] No 3. List page(s) where each revision is shown F1 .0 A1 .0 L 1.0 Ii] No D 9/7/2023 ate ---------- 1635 Faraday Avenu rrsbad, CA 92008 Ph: 442-339-271 9 Fax: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov 1rt1e Nortl1 C OMPLIANCE SERVICES September 18, 2023 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. City of Carlsbad -FINAL REVIEW City Penn it No: PREV2023-0l 92 True North No.: 23-018-890 Carlsbad, CA 92008 Plan Review: Revision Sewer Address: 2676 State Street Applicant Name: John Wankener Applicant Email: john@wal-designs.com OCCUPANCY AND BUILDING SUMMARY: Occupancy Groups: B Occupant Load: 57 for bldg. 1, 35 for bldg. 2, & 7 for bldg. 3 Type of Construction: V-B Sprinklers: No Stories: I & 2 Area of Work (sq. ft.): NIA sq. ft. The plans have been reviewed for coordination with the pennit application. Valuation: See Notes Below Scope of Work: Confirmed Floor Area: See Notes Below Note: valuation & floor area was not provided Attn: Building & Safety Department, True North Compliance Services, Inc. has completed the final review of the fo llowing documents for the project referenced above on behalf of the City of Carlsbad: 1. Drawings: One (I) copy dated September 7, 2023, by WAL Designs. The 2022 California Building, Mechanical, Plumbing, and Electrical Codes (i.e., 202 1 lBC, UMC, UPC, and 2020 NEC, as amended by the State of California), 2022 California Green Building Standards Code, 2022 California Existing Building Code, and 2022 California Energy Code, as applicable, were used as the basis of our review. Please note that our review has been completed and we have no further comments, however, we bring the following to your attention: l. This project is Hourly. Please charge the applicant the following hours of plan review. Review No. 1st / Final Review Hourly Rate Hours Total $120.00 1 $120.00 Total $120.00 True North Compliance Services, Inc. 15375 Barranca Pkwy, Suite A202, Irvine, CA 92618 T / 562.733.8030 We have enclosed the above noted documents bearing our review stamps for your use. Please call if you have any questions or ifwe can be of further assistance. Sincerely, True North Compliance Services Review By: Alaa Atassi -Plan Review Engineer Building Permit Finaled Revision Permit Print Date: 09/03/2025 Job Address: 2674 STATE ST, CARLSBAD, CA 92008-1626 Permit No: Status: {'cityof Carlsbad PREV2023-0221 Closed -Finaled Permit Type: BLDG-Permit Revision 2031010100 Work Class: Residential Permit Revision Parcel#: Track#: Applied: 10/11/2023 Valuation: $0.00 Lot#: Issued: 10/25/2023 Occupancy Group: #of Dwelling Units: Project#: DEV2022-0098 Finaled Close Out: 09/03/2025 Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: TYRA HQ2 Plan#: Construction Type: Orig. Plan Check#: PC2022-0046 Plan Check#: Description: TYRA HQ2: SHOP DRAWINGS AND CALCULATIONS FOR ROOF TRUSSES Applicant: C2 BUILDING GROUP PJ SIMAS 107 S CEDROS AVE, # STE 220 SOLANA BEACH, CA 92075-1994 (858) 255-1545 FEE BUILDING PLAN CHECK FEE (manual) BUILDING PLAN CHECK REVISION ADMIN FEE Property Owner: SMITH EDMUND AND EDITH FAMILY SURVIVORS TRUST 3271 WESTWOOD DR CARLSBAD, CA 92008-1146 Total Fees: $335.00 Total Payments To Date: $335.00 Building Division Final Inspection: INSPECTOR: Balance Due: 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov AMOUNT $300.00 $35.00 $0.00 Page 1 of 1 ( City of Carlsbad PLAN CHECK REVISION OR DEFERRED SUBMITTAL APPLICATION B-15 Development Services Building Division 1635 FaradayAvenue 442-339-2719 www .ca rlsbadca .gov Original Plan Check Number CBCA2022-0031 Plan Revision Number PfZE'/2023 -02-2..1 Project Address 2674 State Street, Carlsbad CA_9_2_0_0_8 ___________ _ General scope of Revision/Deferred Submittal: Shop drawings and calculations for roof trusses CONTACT INFORMATION: Name PJ Simas Phone 858-255-1545 Fa ,,....._ _______ _ Add 107 S Cedros Ave #220 c· Solana Beach z· 92075 ress __________ 1ty ______ 1p ____ _ Emai l Address pj@c2sd .com Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: D Plans D Calculations D Soils D Energy D Other 2. 3. Describe revisions in detail List page(s) where each revision is shown 4. Does this revision, in any way, alter the exterior of the project? D Yes 0 No 5. Does this revision add ANY new floor area(s)? D Yes D No 6. Does this revision affect any fire related issues? D Yes D No 7. Is this a complete set? D Yes D No ~Signature ~~,._' ______ _ Date /0/t 1 /,zoz_3 I • 1635 Faraday Avenue, Carlsbad, CA 92008 Ph: 442-339-2719 Email: building@carlsbadca.gov www.carlsbadca.gov STONE TRUSS 507 JONES ROAD OCEANSIDE, CA 92054 760-967-6171 Tyra HQ2 2676 State St Carlsbad, CA. 92008 .-----==----------------------, r----------------------, QUAU..S F. GI RF.RI G 4403 Manchester Avenue, Suite 203 Uncinitas, CA, 92024 Phone: (760) 652-9257 1'HIS RFYIE'«' DOF.S MYf RFJJEVF. THE COl':'l'RAC,'OR OR Sl'llCONTRJ\(..OR l'ROM I UIJ, C:ONl'ORMANCti \X ITl I 11 Ill DI .Sl(;N INThNT, C:ONTRACT DOCU\1[1'7'S, AND APPIJCABIJ.l CODl'.S. ANY DISCRCPANCll'.S IN ·111c co:-.TRACI' DOCl '\II "ff SIIOLIJ) 81. ADDlll.SSI .[) PRIOR TO PABRICATIO"I REVIE\lC [)()LS MIT I\IPI Y ACCI PTAI\ChOI' AM' DIVIATIOi-.S Fll0\11111 CONTRACT OOCIJ\11 .N'l'S OIMI .1':SIONS, EJJ VA110NS, PROCIDURl'.5, Ml.,\NS cl< ~llmlOIJS, QUANTITII~~. A1'0 C:CXlRDINATIOI\ \lCITH CITHI-.R TRADI•-~ ARE THE SOU·, RESl'(.,SIOll.l'n' OP Tl m CONTRACroR, ANO ARI! N<Yr RI.VI h\VED OY Till! EOR. V :~~~'.~i~,~-~11n .-..; D APPROVED IS wn,o D RIIVISll ANO IU.Sl 8MIT D REJllCIU) 0 Rl\VIE\X'ED ONI.Y l'OR 1.0110S lMl'(lSl'.0 0"1 STRUCl'URE B) ___ __,C...,G..,__ ___ Due __ ..;:.04...:.L../1'-'1'-'-/-=2:..0=2.3"---- SHOP DRAWING / SUBMITTAL REVIEW 4/11/2023 "REVIEWED O REVIEWED WITH CHANGES NOTED 0 REVISE ANO RESUBMIT O REJECTED SUBl,UTTAl WAS REVIEf/EO FOR DESIGN CONFORMITY AhO GENER· AL CO~FORJ.IAIIICE TO CONTRACT DOCUMENTS ONLY THE CON- TRACTOR IS RESPONSIBLE FOR VERIFYING D"IEt,SIONS AT JOBSITE FOR TOLERANCE, CLEARANCE QUANTITY FABRICATIO~. MEANS AND METHODS AND COORDINATION OF THE WORi( Willi OTHER TRADES ANO FULL COMPLIANCE WITH TliE CONTRACT OOCWENTS. REVIEWED BY _J_O_HN __ W_ANKNE ____ R __ _ DATE __ ...;4~=::...«-:=...::z:-=2,,_,3"'------ WANKNER ARCHITECTURE + LANDSCAPE DESIGNS Re: 221266-A Building 200 MiTek USA, Inc. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Telephone 916-755-3571 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Stone Truss, Inc .. Pages or sheets covered by this seal: R75666964 thru R75666974 My license renewal date for the state of California is September 30, 2024. April 11,2023 Zhao, Xiaoming IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to Milek or TRENCO. Any project specific information included Is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. Milek or TRENCO has not Independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. Job Truss Truss Type Qty Ply Building 200 R75666964 221266-A A010 Sloping Flat 1 1 .lnh Reference lnntionall Stone Truss, Inc., Oceanside, CA -92054, Run: 8.63 S Nov 19 2022 Print: 8.630 s Nov 19 2022 MiTek Industries, Inc. Tue Apr 11 09:56:17 ID:XLHUWIOWyb04MYm?0T1 s6fzuoPr-RfC?PsB70Hq3NSgPqnl8w3ulTXbGKWrCDoi7 J4zJC?f Page: 1 5-6-6 5-6-6 1-8-0 2-0-9 1-8-0 5x6• 4x6 • 1x411 3x4 • 17 16 15 14 6x6• 1x4 N 1x4 u 4x6= 1x4" 5-6-6 I 1-2-6 I 9-2-15 ia-10•1~ 5-6-6 1-8-0 2-0-9 1-8-0 Scale= 1.58 16-3-9 5-4-9 16-1-13 5-2-13 0.25P 5x5• 13 MT20HS 6x12 s 21-8-2 5-4-9 26 21-8-2 5-6-5 3x5• 7 12 3x4= Plate Offsets (X, Y): [6:0-2-8,0-3-0], [13:0-6-0,0-3-4] Loading (psf) Spacing 2-0-0 CSI DEFL in TCLL (roof) 20.0 Plate Grip OOL 1.25 TC 0.75 Vert(LL) 0.47 TCOL 15.0 Lumber OOL 1.25 BC 0.86 Vert(CT) -1.34 BCLL o.o· Rep Stress Iner YES WB 0.68 Horz(CT) 0.23 BCOL 5.0 Code IBC2018/TP12014 Matrix-MP LUMBER TOPCHORO BOTCHORO WEBS BRACING TOPCHORO BOTCHORO WEBS REACTIONS FORCES TOPCHORO BOT CHORD WEBS NOTES 2X4 OF No.1 &Btr G 2X4 OF No.1 &Btr G 2X4 OF Std G •Except• 2-18:2X4 OF No.2 G Structural wood sheathing directly applied or 2-2-0 oc pur1ins, except end verticals. Rigid ceiling directly applied or 4-2-6 oc bracing. 1 Row at midpt 8-10, 2-18, 7-11 (size) 10= Mechanical, 18= Mechanical Max Horiz 18=48 (LC 31) Max Uplift 10=-442 (LC 37), 18=-492 (LC 28) Max Grav 10=1266 (LC 1), 18=1266 (LC 1) (lb) -Maximum Compression/Maximum Tension 1-18=-305/88, 1-2=-443/451, 2-3=-3330/1620, 3-4=-4553/2396, 4-5=-4561/2245, 5-7=-4851/2640, 7-8=-231511502, 8-9=-37 4/370 17-18=-2021/3319, 16-17=-1642/3319, 15-16=-1589/3319, 14-15=-2266/4557, 12-14=-231514850, 11-12=-2023/4081, 10-11 =-1243/2311 2-17=-181/351, 5-14=-250/254, 6-13~162/212, 5-13=-606/687, 7-12~2381396, 6-12=-9371767, 8-11=-4181772, 8-10=-256511421, 3-16=-5751425, 4-15=-559/416, 3-15~1239/1676, 2-18~3507/2116, 7-11 =-1909/1201, 9-10=-307/76 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCOL=6.0psf; BCOL=3.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Comer (3) 0-1-12 to 15-1-12, Exterior (2) 15-1-12 to 16-9-10, Comer (3) 16-9-10 to 31-9-10 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber OOL=1.60 plate grip OOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 492 lb uplift at Joint 18 and 442 lb uplift at joint 10. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 2500 lb. Lumber OOL=(1.33) Plate grip DOL=(1 .33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 31-11-6 for 78.3 plf. LOAD CASE($) Standard £.WARNING· Vot1fy deolgn paramotort and READ NOTES ON THIS AND INCLUDED MrrEK REFERENCE PAGE Mll-7473 ,.., 5/1W2020 BEFORE USE o.a1gn valid for UH only with MIT•kCI connectora. Thia d116gn 11 based only upon parameters lhown, and 11 for an lndlvldual bulldlng component, not 1 ll\lsa oyotem. eerore use, 1he bulld,ng dellgne, must venfy 1he appliclbllity or design pt1rametera and_,,., lncotponlte ""' doslgn ,nto the """'811 building dealgn, Bracing lndiceted le to prevent buckling of lnchvfdual truss web and/or chord members onty. Additional temp,orary and permanent bracing It alwoyo ""!Uired for o!Albllity and to proven, oollapse wllh poaalbte person.al Injury and property damage. For general guidance regarding 1he 27-0-11 5-4-9 27 27-0-11 5-4-9 (loc) 1/defl 13-14 >800 13-14 >284 10 nla tabricetlon, 1tora,ge, dellYery, erection Ind bracing of ttutses end tnJts 1ystemt, see ANSltrP/1 Qu.llty CrlteM, DSIJ.-IP ■nd BCSI Building Component S•f•ty lnform■tJon 1v1ll1b~ from Tru11 f>tllte ln1Utute, 2870 Crain Highway, Suite 203 Wakiorf, MD 20601 31-11-6 4-10-11 4x4• 1x411 8 28 9 11 3x5• 10 6x6• Ud 240 180 nla 31-11-6 4-10-11 PLATES GRIP MT20 220/195 MT20HS 1651146 Weight: 14 7 lb FT=20% April 11,2023 NII Milek· Mrr ek USA, Inc. 400 S.,nrise Avonue. S<Jlte 270 RosfVllte" CA 95661 - Job Truss Truss Type Qty Ply Building 200 R75666965 221266-A A02 Sloping Flat 3 1 Joh Reference lootionaI1 Stone Truss, Inc., Oceanside, CA -92054, Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MITek lndustr1es, Inc. Tue Apr 11 09:56:19 ID: lztDTHKB3xzHUEacTQOhBhzuo0f -RfC?PsB70Hq3NSgPqnl8w3ulTXbGKWrCDC>7 J4zJC?f Page. 1 5-6-6 7 2 6 9 2 15 10-10-15 I • -I --I I 5-6-6 1-8-0 2-0-9 1-8-0 3x411 4x6• 4x6 • 1X4 11 17 16 15 14 6x6• 1x411 1x411 4x6• 1x4 11 5-6-6 5-6-6 7 2 6 9 2 15 10-10-15 I --I --I I 1-8-0 2-0-9 1-8-0 Scale= 1.56 16-3-9 5-4-9 0.25-P 5x5• 13 MT20HS 6x12 = 16-1-13 5-2-13 21 -8-2 5-4-9 21-8-2 5-6-5 3x4• 12 3x4• Plate Offsets (X, Y): [6:0-2-8,0-3-0], [13:0-6-0,0-3-4] Loading (psf) Spacing 2-0-0 CSI DEFL in TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.44 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -1.34 BCLL o.o· Rep Stress Iner YES WB 0.69 Horz(CT) 0.23 BCDL 5.0 Code IBC2018/TPl2014 Matrix-MS LUMBER TOP CHORD BOT CHORD WEBS BRACING TOP CHORD BOT CHORD WEBS REACTIONS FORCES TOP CHORD BOT CHORD WEBS NOTES 2X4 OF No.1&Btr G 2X4 DF No.1 &Btr G 2X4 OF Std G ·except" 2-18:2X4 OF No.2 G Structural wood sheathing directly applied or 2-2-0 oc purtlns, except end verticals. Rigid ceiling directly applied or 4-7-14 oc bracing. 1 Row at mldpt 8-10, 2-18, 7-11 (size) 10= Mechanical, 18= Mechanical Max Horiz 18=48 (LC 8) Max Uplift 10=-307 (LC 11), 18=-305 (LC 7) Max Grav 10=1266 (LC 1), 18=1266 (LC 1) (lb) -Maximum Compression/Maximum Tension 1-18=-312/90, 1-2=-87150, 2-3=-3320/1443, 3-4=-4553/1963, 4-5=-4562/1968, 5-7=-4851/2078, 7-8=-2315/992, 8-9=-5/3 17-18=-1466/3310, 16-17=-1466/3310, 15-16=-1466/3310, 14-15=-1991/4557, 12-14=-2103/4650, 11-12=-176414061, 10-11 =-999/2311 2-17=-96/356, 5-14=-2501163, 6-13=-97/103, 5-13=-1201463, 7-12=-901350, s-12=-826/364, 8-11=-211n12. 8-10=-2565/1109, 3-16=-588/254, 4-15~5621240, 3-15=-719/1669, 2-18=-3446/1473, 7-11 =-1909/825, 9-10=-301n6 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=3.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Comer (3) 0-1-12 to 15-1-12, Exterior (2) 15-1-12 to 16-9-10, Comer (3) 16-9-10 to 31 -9-10 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber OOL=1.60 plate grip OOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 305 lb uplift at joint 18 and 307 lb uplift at Joint 10. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard • WARNING· v«,fy design paramel ... and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE p,-.oE MIi 7◄73 rev 5/1\l/2020 BEFORE USE OeIlgn valid for UH only with Milek® oonMCtorl. Thia design la baaed only upon parametera shown, and 11 for an lndivldual building component, not 27-0-1 1 5-4-9 27 27-0-11 5-4-9 (loc) I/deft 13-14 >863 13-14 >284 10 n/a a trutl system. Before use, the building designer must verify the appllcabitlty of design parameters and property Incorporate this design Into the overall bulldlng design. Bracing Indicated is to prevent buckling of lndlvldual truss web and/or chord members only. Addltlonal temporary and permanent br8clng ta aJwa)'I required for atablhty end to prevent c:oUapse with poea~• pert00al Injury and property damage. For geneNM guktanoe regarding the ltbrlaltlon, atortge, delivery, erection and b,tclng or trusseo and trull ayatoms, see ANSvrP/1 Quollry c,rrert,, DSB-ai and BCSI aulldlng Componenl S•l•ty lnform,tion available from TrusI Plala ln■tiwte, 21!70 Crain Highway, Suite 203 Wtldorl. MD 20601 Ud 240 180 n/a 31-11-6 4-10-11 4x4• 1x411 9 8 11 28 31-11-6 4-10-11 PLATES MT20 MT20HS Weight: 147 lb 10 6x6• GRIP 220/195 1651146 FT= 20% April 11,2023 Nii Milek· MIT ek USA. Inc. 400 SuooM ,,_venue_ Suite 270 • Rosevtll<l,CA9~1 - Job Truss Truss Type Qty Ply Building 200 221266-A A03 Sloping Flat 4 1 R75666966 Job Reference /ootionall Stone Tn,ss, Inc., Oceanside, CA -92054, Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 Milek Industries, Inc. Tue Apr 11 09:56:19 ID:ufjWP4VzmEkI9NeJIMezmezuoOR-RfC?PsB70Hq3NSgPqnl8w3ulTXbGKWrCDoi7J4zJC?f Page: 1 5-6-6 7 2 6 9 2 15 10-10-15 I --I --I I 5-6-6 1-8-0 2-0-9 1-8-0 3x411 4x6• 4x6• 3 21 17 16 15 14 6x6= 1x411 1x4 11 4x6• 1x411 5-6-6 7 2 6 9 2 15 10-10-15 I --I --I I 5-6-6 1-8-0 2-0-9 1-8-0 Scale = 1.59 16-3-9 5-4-9 0.25µ 13 MT20HS 6x12 • 16-1-13 5-2-13 21-8-2 5-4-9 21-8-2 5-6-5 12 3x4• Plate Offsets (X, Y): (6:0-2-8,0-3-0], (13:0-5-12,0-3-4] Loading TCLL (roof) TCOL BCLL BCOL LUMBER TOPCHORO BOTCHORO WEBS BRACING TOP CHORD BOT CHORD WEBS REACTIONS FORCES TOP CHORD BOT CHORD WEBS NOTES (psf) Spacing 2-0-0 CSI DEFL in 20.0 Plate Grip OOL 1.25 TC 0.78 Vert(LL) -0.47 15.0 LumberDOL 1.25 BC 0.89 Vert(CT) -1.43 o.o· Rep Stress Iner YES WB 0.72 Horz(CT) 0.24 5.0 Code IBC2018/TP12014 Matrix-MS 2X4 OF No.1&Btr G 2X4 OF No.1&Btr G 2X4 OF Std G •Except' 2-18:2X4 OF No.2 G Structural wood sheathing directly applied or 2-2-0 oc pur11ns, except end verticals. Rigid ceiling directly applied or 4-6-14 oc bracing. 1 Row at mldpt 8-10, 2-18, 7-11 (size) 10= Mechanical, 18= Mechanical Max Horiz 18=85 (LC 8) Max Uplift 10=-312 (LC 11), 18=-313 (LC 7) Max Grav 10=1292 (LC 1), 18=1292 (LC 1) (lb)-Maximum Compression/Maximum Tension 1-18-312/89, 1-2=-86/49, 2-3-3401/1448, 3-4=-4687/1978, 4-5=-4696/1984, 5-7=-5049/2129, 7-8=-2611/1127, 8-9=-64/54, 9-10=-324/97 17-18=-1511/3391, 16-17=-1511/3391, 15-16=-1511/3391, 14-15=-2046/4691, 12-14=-2179/5050, 11-12=-1865/4331, 10-11 =-1130/2607 8-10=-2780/1185, 2-17=-100/368, 5-14=-259/168, 5-13=-152/524, 6-13=-111/91, 6-12-773/338, 7-12=-83/335, 8-11=-259/745, 3-16=-6131262, 4-15=-586/248, 3-15=-7 44/1760, 2-18-3532/1495, 1-11 =-18591792 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCOL=6.0psf; BCOL=3.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Comer (3) 0-1-12 to 15-1-12, Exterior (2) 15-1-12 to 17-5-4, Comer (3) 17-5-4 to 32-5-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 313 lb uplift at joint 18 and 312 lb uplift at joint 10. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard £WARNING· Verify deoign po_.,. and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 15/18/2020 BEFORE USE Dea,gn valid for uae only with MIT eke c:onneeto,a. Tin design Is based only upon panimelers shown, and Is for en individual building component, not a truu oyotem. Belon, UM, the bu>ld,ng detigner must verify the appt,cab,lrty of delign paramet8B and propet1y ~le 111,a delign into the overall building design. Bracing Indicated II to l)f8V8nt buclding of indMduol 1N11 web end/o, chord members only. Additional temporary and permanent b<acing II a!Wayo required for otabllrty end to prevent collapse with possible personal lriury and property damage. Fo, general guKlance regarding the 27-0-11 5-4-9 27-0-11 5-4-9 (loc) 1/defl 13-14 >824 13-14 >271 10 n/a lab11cation, oton,ge, delive,y, lnlCtion and bradng of trusses and INU oyotems, IN ANSVTP/1 Qu•llly Crltorlo, DSB-U •nd BCSI Bui/ding Component S•fety lnfonn1tfon 1vailable from Truu Plate lnotitute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 Ud 240 180 n/a l 32-7-0 5-6-5 6x6• 32-7-0 5-6-5 PLATES GRIP MT20 220/195 MT20HS 165/146 Weight: 149 lb FT= 20% April 11,2023 Nil Milek' Milek USA, Inc. 400 Sunrise Avenue. Sutt, 270 RQl9Vllte, CA 95661 Job Truss Truss Type Qty Ply Building 200 R75666967 221266-A A04 Sloping Flat 2 1 Job Reference lontionall Stone Truss, Inc., Oceanside, CA• 92054, Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 Milek Industries, Inc. Tue Apr 11 09:56:20 ID:QkhZmYi??9114rsNEkwjPOzuoOB-RfC?PsB70Hq3NSgPqnl8w3ulTXbGKWrCDoi7 J4zJC?f Page: 1 5-6-6 9 10-10-15 I 7-2-6 I -2-15 I I 16-3-9 21-8-2 27-0-11 32-7-0 5-6-6 1-8-0 2-0-9 1-8-0 5-4-9 5-4-9 5-4-9 5-6-5 I 1-4-81 I 1-4-81 o.25 µ 5 3x4= 4x5• 3x4u Jx4 11 4x6:i=i 4x6s 1x4 11 3x4= xS= 8 2B g J , ,o 2 20 3 2' • 22 5 23 2' 6 25 26 7_27 ~ 1 ~ ,.~I NI I~'" 17 16 15 14 13 12 11 6x6= 1X411 1x4 II 4x6a 1X411 MT20HS 6x12 = 3x4• 5-6-6 7 2 6 9 2 •5 10-10-15 I • • I • -' I I 16-3-9 21-8-2 5-6-6 1-8-0 2-0-9 1-8-0 5-4-9 5-4-9 Scale= 1:59 Plate Offsets (X, Y): [6:0-2-8,0-3-0], [13:0-5-12,0-3-4] Loading TCLL (roof) TCDL BCLL BCDL LUMBER TOP CHORD BOT CHORD WEBS BRACING TOP CHORD BOT CHORD WEBS REACTIONS FORCES TOP CHORD BOT CHORD WEBS NOTES (psf) Spacing 2-0-0 CSI DEFL in 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.47 15.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -1 .43 o.o· Rep Stress Iner YES WB 0.72 Horz(CT) 0.24 5.0 Code IBC2018/TP12014 Matrix-MS 2X4 DF No.1 &Bir G 2X4 DF No.1 &Btr G 2X4 DF Std G •Except• 2-18:2X4 DF No.2 G Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Rigid ceiling directly applied or 4-6-14 oc bracing. 1 Row at midpt 8-10, 7-11, 2-18 (size) 10= Mechanical, 18= Mechanical Max Horiz 18=85 (LC 8) Max Uplift 10=-312 (LC 11 ), 18=-313 (LC 7) Max Grav 10=1292 (LC 1), 18=1292 (LC 1) (lb) -Maximum Compression/Maximum Tension 1-18=-312/89, 1-2=-86/49, 2-3=-3401/1448, 3-4=-4687/1978, 4-5=-4696/1984, 5-7=-5049/2129, 7-8=-2611/1127, 8-9=-64/54, 9-10=-324/97 17-18=-1511/3391, 16-17=-1511/3391, 15-16=-1511/3391, 14-15=-2046/4691, 12-14=-2179/5050, 11-12=-1865/4331, 10-11=-1130/2607 8-10=-2780/1185, 2-17=-100/368, 5-14=-259/168, 5-13=-152/524, 6-13=-111/91, 6-12=-773/338, 7-12=-83/335, 7 -11 =-1859/792, 8-11=-259/745, 3-16=-613/262, 4-15=-586/248, 3-15=-744/1760, 2-18=-3532/1495 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=3.0psf; h=25fl; Cat. 11; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-12 to 15-1-12, Exterior (2) 15-1-12 to 17-5-4, Corner (3) 17-5-4 to 32-5-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 313 lb uplift at joint 18 and 312 lb uplift at joint 10. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 . 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard ,& WARNING. Venfy design parameters and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 BEFORE USE. oeaign valid for uae only with MITekill oonnectore. This des~n ia based on1y upon parameters shown, end is for en individual building component, not 27-0-11 5-4-9 (Ice) I/deft 13-14 >824 13-14 >271 10 n/a a truss system. Before use, the building designer must verify the applicabllity of design parameters and property incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required ror stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSIITPl1 Qua/Jty Criteria, 0S8~89 and BCSI Building ComPonent S,faty lnform,tlon ,v1fl1ble from Truu Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Ud 240 180 n/a 6x6= 32-7-0 5-6-5 PLATES GRIP MT20 220/195 MT20HS 165/146 Weight: 149 lb FT= 20% April 11 ,2023 Mil Milek· MIT ek USA, Inc. 400 Sunrise Avenue, Suite 270 Ros,vllle, CA 95661 Job Truss Tniss Type Qty Ply Building 200 221266-A AOSD Sloping Flat 1 R75666968 1 Job Reference /ontional' Stone Truss, Inc., Oceanside, CA • 92054, Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Tue N,r 11 09:56:20 ID:ZPBu1WTvxWuSkl0SW5gyRzuoLs-RfC?Ps870Hq3NSgPqnL8w3ulTXbGKWrCDoi7J4zJC?f Page: 1 5-6-6 I 1-2-6 I 9-2-15 J0-10-1i 16-3-9 21-8-2 27-0-11 32-7-0 5-6-6 1-8-0 2-0-9 1-8-0 5-4-9 5-4-9 5-4-9 5-6-5 I 1-4-8 1 I 1-4-8 I o 25 µ Sx5• 4x5• 4x6• 3x4" 3x4 II 4x5• 4x6• 1x4" 4x5• 8 29 9 JN ' ,0 ',"',, '"'' ,. ,S 6 ~~28 1{,,~~,o ---'-----16 15 14 13 • 6•6• 18 17 4x6• 1x4 n SxS• 4x4• 12 11 6x6• 1.Sx4 11 2x6, 5-6-6 7-5-10 10-10·1i I 1-2-6 11 9-2-15 1 16-1-13 21-8-2 123-4.0 I 5-6-6 1-8-0 1-9-5 1-8-0 5-2-13 5-6-5 1-7-14 0-3-4 Scale = 1 .57 5 Plate Offsets (X, Y): [6:0-2-8,0-3-0], [14:0-2-8,0-3-0] Loading (psi) Spacing 2-0-0 CSI OEFL in TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.17 TCOL 15.0 Lumber OOL 1.25 BC 0.58 Vert(CT) -0.30 BCLL o.o· Rep Stress Iner YES WB 0.82 Horz(CT) 0.02 BCOL 5.0 Code IBC2018/TPl2014 Matrix-MS LUMBER TOP CHORD BOTCHORO WEBS BRACING TOP CHORD BOTCHORO WEBS REACTIONS FORCES TOPCHORO BOTCHORO WEBS NOTES 2X4 OF No.1 &Btr G 2X4 OF No.1 &Btr G 2X4 DF Std G "Except* 2-19:2X4 OF No.2 G Stnictural wood sheathing directly applied or 4-6-15 oc pur11ns, except end verticals. Rigid ceiling directly applied or 5-2-3 oc bracing. 1 Row at mldpt 8-10, 7-11 (size) 10=9-4-12, 11=9-4-12, 12=0-3-8, 17=7-7-6, 18=7-7-6, 19=7-7-6 Max Horiz 19=85 (LC 34) Max Uplift 10=-620 (LC 49), 11=-484 (LC 36), 12=-99 (LC 36), 17=-436 (LC 28), 18=-446 (LC 37), 19=-486 (LC 28) Max Grav 10=574 (LC 28), 11=1279 (LC 1), 12=252 (LC 1 ), 17=580 (LC 49), 18=607 (LC 48), 19=502 (LC 35) (lb) -Maximum Compression/Maximum Tension 1-19=-322/97, 1-2=-1112/1109, 2-3=-433/495, 3-4=-1151/997, 4-5=-755/600, 5-7=-1706/1454, 7-8=-1270/1453, 8-9=-110911093, 9-10=-316193 18-19=-1410/1442, 17-18=-4101368, 16-17=-616/540, 15-16=-659/799, 13-15=-1439/1564, 12-13=-560/645, 11-12=-1303/1314, 10-11 =-1655/1577 2-18=-6891654, 5-15=-377/396, 6-14=-420/465, 5-14=-1385/1492, 7-13=-385/493, 6-13=-146111299, 8-11 =-10501952, 8-10=-1738/1950, 3-17=-988/827, 4-16=-643/545, 3-16=-1621/1916, 2-19~163311701, 7-11 =-1856/1565 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCOL=6.0psf; BCDL=3.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Comer (3) 0-1-12 to 15-1-12, Exterior (2) 15-1-12 to 17-5-4, Corner (3) 17-5-4 to 32-5-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber OOL=1.60 plate grip OOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fil between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of tniss to bearing plate capable of withstanding 486 lb uplift at joint 19, 620 lb uplift at joint 10, 446 lb uplift at joint 18, 484 lb uplift at joint 11, 436 lb uplift at joint 17 and 99 lb uplift at joint 12. 6) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) This tniss has been designed for a total drag load of 6500 lb. Lumber DOL=(1.33) Plate grip OOL=(1 .33) Connect tniss to resist drag loads along bottom chord from 0-0-0 to 32-7-0 for 199.5 plf. LOAD CASE(S) Standard ,& WARNING -Venly design p11r11me1ors ond READ NOTES ON THIS ANO INCLUOED MITEK REFERENCE PAGE Mll-7473 ,_., !111lll2020 BEFORE USE Dot gn valid re, UH only wf1h MIT a~ oon-. This detlgn It booed only upoo po'11meto,. shown, and Is fo, an individual building oompooent, not (loc) 14-15 14-15 11 1 truu system. Befo,o UH, tho bulld,ng designer mull verify the IpphcIbility of de1,gn pan,mel.,. and property lnCOfl)0'1lle th• design into the overall building design. B'11clng lndlclled 11 lo prevonl buckling of lndlvldu1l tru11 web and/o, chord membo,. only Addltionol tempo,ary and permanent brlclng II always required for 1tabihty and to prevent collapse with pc,a1~• personal in,u,y and property damage. Few general gukSanoe regarding the f1brfceUon, lloragl, d1ltvery. er.ction and bracing of trvs111 end tn.111 tyttemt, tM ANSVTP/1 Oualfty Crlterl•, DSB..f9 and SCSI Building Component Safety Information 1v1llable from Trust Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 27-0-11 3-8-11 I/deft Ud >999 240 >639 180 n/a n/a 32-7-0 5-6-5 PLATES GRIP MT20 220/195 Weight: 149 lb FT= 20% April 11 ,2023 Nil Milek· MITel< USA. Inc. l 400 Sunrise Avenue. Suilo 270 Rosevili., CA 95661 Job Truss Truss Type Qty Ply Building 200 R75666969 221266-A A06 Sloping Flat 11 1 Job Reference lootional\ Stone Truss, Inc., Oceanside, CA • 92054, Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MITek Industries, Inc. Tue Apr 11 09:56:21 ID: 170 7NTwQlhxw97xlONEtspzuoLJ-RfC?PsB70Hq3NSgPqnl8w3ulTXbGKWrCDoi7 J4zJC?f Page 1 5-6-6 I 7-2-6 I 9-2-15 t10-11 16-3-9 21-8-2 5-6-6 1-8-0 2-0-9 1-8-0 5.4.9 5-4-9 11-4·8 1 02511 I 1+81 5x5• 3x4 • 3x4• 3x4 II 4x6• 4x6• 24 6 25 26 7 { i 23 18 17 16 15 14 13 12 6x6• 1x411 1x411 4x6• 1x411 MT20HS 6x12 • 3x4• 5-6-6 I 1-2-6 I 9-2-15 /°"10•11 16-1-13 21-8-2 5-6-6 1-8-0 2-0-9 1-8-0 5-2-13 5-6-5 Scale = 1.57 .5 Plate Offsets (X, Y): (6:0-2-8,0-3-0], [13:0-5-12,0-3-4] Loading TCLL (roof) TCDL BCLL BCOL LUMBER TOP CHORD BOT CHORD WEBS BRACING TOP CHORD BOT CHORD WEBS REACTIONS FORCES TOP CHORD BOT CHORD WEBS NOTES (psi) Spacing 2-0-0 CSI DEFL in 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.47 15.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -1.43 o.o· Rep Stress Iner YES WB 0.72 Horz(CT) 0.24 5.0 Code IBC2018/TPl2014 Matrix-MS 2X4 OF No.1&Blr G 2X4 OF No.1&Btr G 2X4 OF Std G •Except• 2-18:2X4 OF No.2 G Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Rigid ceiling directly applied or 4-6-14 oc bracing. 1 Row at midpl 2-18, 8-10, 7-11 (size) 10= Mechanical, 18= Mechanical Max Horlz 18=85 (LC 8) Max Uplift 10=-312 (LC 11), 18=-313 (LC 7) Max Grav 10=1292 (LC 1), 18=1292 (LC 1) (lb) -Maximum Compression/Maximum Tension 1-18=-312/89, 1-2=-86/49, 2-3=-3401/1448, 3-4=-4687/1978, 4-5=-4696/1984, 5-7=-5049/2129, 7-8=-2611/1127, 8-9:-64/54, 9-10:-324/97 17-18=-1511/3391, 16-17=-1511/3391, 15-16=-1511/3391, 14-15:-2046/4691, 12-14:-2179/5050, 11-12=-1865/4331, 10-11=-1130/2607 2-18=-3532/1495, 8-10=-2780/1185, 2-17~ 100/368, 5-14=-259/168, 5-13=-152/524, 6-1 3=-111/91, 6-12=-773/338, 7-12=-83/335, 7-11 =-1859/792, 8-11=-259/745, 3-16=-613/262, 4-15=-586/248, 3-15:-744/1760 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=3.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-12 to 15-1-12, Exterior (2) 15-1-12 to 17-5-4, Comer (3) 17-5-4 to 32-5-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members end forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord end any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 313 lb uplift at joint 18 and 312 lb uplift at joint 10. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and et all panel points along the Top Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard ,A WARNING. VOllly dN,gn j)Ot9!MIOB ond READ NOTES ON THIS AND INCLUDED M\TEK REFERENCE PAGE M\1-7◄73 rev 5119/2020 BEFORE USE. Deo,gn ""'Id for uoo only with Mlle~ oonnectorw. Thlt design Is bned only upon parameters shown, and lo for an individual building component, not (loc) 13-14 13-14 10 27-0-11 5-4-9 27 27-0-11 5-4-9 Vden >824 >271 n/a a truss system. Before use, the building designer must verify the applicabihty of design parametera and property incorporate this design into the overall bulldlng dealgn. Bracing lndlclted ii to prevent buckling of indMdual tru11 web and/or chord members only Add!Uonal teml)Orery and permanent bracing Is e\Ways rwquired for 11abilrty and to prevent collapse with poHtble personal ln;ury and property damege. Fo, general guidance regarding the fabrication, 1torage, delivery, erection and bracing of trusses and truss 1ystemt, see ANSI/TPl1 Qu•llty Criteria, DSM~ and SCSI Building Component Stfety lnformttlon ■vallable from TrvH Plate lnatltute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 Ud 240 180 n/a 32-7-0 5-6-5 4x5a 3x4, 8 28 9 10 11 3x4• 6x6= 32-7-0 5-6-5 PLATES GRIP MT20 220/195 MT20HS 165/146 Weight: 149 lb FT= 20% April 11 ,2023 Nii. Milek' t.1,T el< USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 { Job Truss Truss Type 221266-A A07 Sloping Flat Stone Truss, Inc., Oceanside, CA -92054, 12-6-10 5-6-6 5-6-6 2 6 10-10-15 I 7-• I 9-2-15 I I I 1-8-0 2-0-9 1-8-0 1-7-11 21 20 19 18 17 4x5s 1x411 1x4n 4x6• Jt:11'6-10<411 5-6-6 7 2 6 10-10-15 I • • I 9•2•15 I I I 5-6-6 1-8-0 2-0-9 1-8-0 1-7-11 Scale= 1.59 Plate Offsets (X, Y): (7:0-2-8,0-3-0), [11:0-3-8,0-1-8), [15:0-4-0,0-3-4) Loading (psf) Spacing 2-8-8 TCLL (roof) 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL o.o· Rep Stress Iner NO BCDL 5.0 Code IBC2018/TPI2014 Qty Ply Building 200 3 3 Job Reference lootionall Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Tue Apr 11 09:56:22 ID:AjAyz6uaoHOWAQaly_srUzuoJn-RfC?Ps870Hq3NSgPqnL8w3ulTXbGKWrCDoi7J4zJC?f 16-3-9 19-0-14 22-2-2 3-8-15 2-9-5 3-1-4 5x5• 3x8• 16 15 16-3-9 19-0-14 22-2-2 3-8-15 2-9-5 3-1-4 CSI DEFL TC 0.71 Vert(LL) BC 0.93 Vert(CT) WB 0.43 Horz(CT) Matrix-MS 1x411 14 in -0.20 -1.32 0.20 27-3-11 5-1-9 27-3-11 5-1-9 (loc) I/deft 16-17 >999 16-17 >294 12 n/a 5x6• 13 5x6• 32-7-0 5-3-5 32-7-0 5-3-5 Ud PLATES 240 MT20 180 n/a Weight: 467 lb Vert: 1-11 =-95, 12-22=-14 Concentrated Loads (lb) R75666970 Page: 1 3x8• 1x4. GRIP 220/195 FT= 20% LUMBER TOP CHORD BOT CHORD WEBS 2X4 DF No.1 &Bir G 2X4 DF No.1 &Btr G 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. Vert: 4=-550, 6=-550, 8=-550, 9=-550 BRACING TOP CHORD BOT CHORD REACTIONS FORCES TOP CHORD BOT CHORD WEBS NOTES 2X4 DF Std G •Except• 3-19,14-10,13-11:2X4 DF No.2 G 2-0-0 oc purlins (6-0-0 max.), except end verticals (Switched from sheeted: Spacing > 2-0-0). Rigid ceiling directly applied or 10-0-0 oc bracing. (size) 12= Mechanical, 22= Mechanical Max Horiz 22=115 (LC 8) Max Grav 12=2813 (LC 1 ), 22=2885 (LC 1) (lb) -Maximum Compression/Maximum Tension 1-22=-278/176, 1-2=-64/102, 2-3=-8242/0, 3-4=-11820/0, 4-5=-11846/0, 5-6=-11830/0, 6-8=-1283510, 8-9=-10591/0, 9-10=-10593/0, 10-11 =-5777/0, 11-12=-2766/0 21-22=0/8216, 20-21 =0/8216, 19-20=0/8216, 18-19=0/11832, 17-18=0/12928, 16-17=0/12928, 14-16=0/12357, 13-14=0/5770, 12-1 3=-37/81 2-22=-8641/0, 2-21=0/1073, 5-18=0/636, 7-16=-410/120, 3-20=-1673/0, 4-19=-2007/0, 3-19=0/4896, 6-17=0/291, 8-15=0/110, 9-14=-957/0, 10-13=-2588/0, 6-18~1720/0, 6-16~371/76, 8-16~34/612, 8-14~2142/0, 10-14=0/5275, 11-13=0/6291 1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Web connected as follows: 2x4 -1 row at 0-9-0 oc. 3) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=3.0psf; h=25ft; Cat. 11; Exp C: Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-12 to 15-1-12, Exterior (2) 15-1-12 to 17-5-4, Corner (3) 17-5-4 to 32-5-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer lo girder(s) for truss to truss connections. 8) This truss is designed In accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 10) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (lb/fl) WARNING -Verify dnlgn paramotort ond READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7473 rov 5/19/2020 BEFORE USE Design vafld fo, uoe only with MIT-connecto<o. Thia design Is based only upon parame\8rs shown, and Is fo, an individual buRding component, not 1 truss system. Before use, the bu1kt1ng designer must verify the applabilrty of design parameters and property incorporate this design into the overall building design. Bracing indlcated la lo prevent buck1,ng ot lndivktual truss web and/or chord members onty. Additional temporary and permanent bnlcing Is always required fof stabMy and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabr1cetlon, atorage, deltvery, erection and bracing of trusses and truss systems. see ANSVTPl1 Qwltty Criteria, OSB..at and SCSI Bulldlng Component Safely Information available from Truu Plate Institute, 2670 Groin Highway, Suite 203 Waldorf, MD 20601 April 11,2023 Nii" Milek· MITek USA. Inc. 400 sumse Avenue. Suite 210 Roseville, CA 95661 Job Truss Truss Type Qty Ply Building 200 22°1266-A A08 Sloping Flat 2 R75666971 2 Job Reference lontionai\ Stone Truss, Inc., Oceanside, CA -92054, Run: 8.63 S Nov 19 2022 Print 8.630 S Nov 19 2022 MiTek Industries, Inc. Tue Apr 11 09:56:22 I0:e_sqslkWKnqe9AOaotw2yRzuolz-RIC?Ps870Hq3NSgPqnl8w3ulTXbGKWrCDoi7J4zJC?f Page· 1 5-6-6 7 2 6 9 2 •5 10-10-15 I -• I • -' I I 16-3-9 5-6-6 1-8-0 2-0-9 1-8-0 5-4-9 0.25)) 4x4 • 4x5• 1x411 3x4=- 19 18 17 16 20-5-5 24-5-5 4-1-12 4-0-0 3x4• 13 28-5-5 4-0-0 32 3x4• 9 32-7-0 4-1-11 33 1.5x4 n 10 3x6= 1x4 11 1x411 4x5• 1x4u 15 6x8• 14 3x4• 3x4• 3x4• 3x5• 5-6-6 2 6 10-10-15 I 1-• I 9-2-15 I I 16-1-13 20-5-5 24-5-5 5-6-6 1-8-0 2-0-9 1-8-0 5-2-13 4-3-8 4-0-0 Scale= 1:59 Plate Offsets (X, Y): (6:0-2-8,0-3-0], (15:0-4-0,Edge] Loading (psi) Spacing 2-0-0 CSI DEFL in TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.23 TCDL 15.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -1.25 BCLL o.o· Rep Stress Iner NO WB 0.60 Horz(CT) 0.21 BCDL 5.0 Code IBC2018/TPI2014 Matrix-MS LUMBER TOP CHORD BOT CHORD WEBS BRACING TOP CHORD BOT CHORD REACTIONS FORCES TOP CHORD BOT CHORD WEBS NOTES 2X4 OF No.1 &Btr G 2X4 OF No.1 &Btr G 2X4 OF Std G •Except• 2-20:2X4 OF No.2 G Structural wood sheathing directly applied or 4-4-1 oc pur1ins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. (size) Max Horiz Max Grav 11 = Mechanical, 20= Mechanical 20=85 (LC 8) 11=1968 (LC 1), 20=1715 (LC 1) (lb) -Maximum Compression/Maximum Tension 1-20=-292/108, 1-2=-74/62, 2-3=-4747/102, 3-4=-6907/0, 4-5=-6925/0, 5-7=-8342/0, 7-8=-5931/0, 8-9=-3159/0, 9-10=-59/39, 10-11=-307/69 19-20=-169/4732, 18-19=-169/4732, 17-18=-169/4732, 16-17=0/6915, 14-16=0/8395, 13-14=0/8335, 12-13=0/5915, 11-12=0/3156 2-19=0/582, 5-16=-471/0, 5-15=0/1664, 6-15=-481/0, 3-18=-1021/0, 4-17=-989/0, 3-17=0/2956, 2-20=-4962/64, 9-11=-3604/0, 7-14=-320/61, 6-14=-103/728, 7-13=-2746/0, 8-13=0/1353, 8-12=-3159/0, 9-12=0/1565 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Web connected as follows: 2x4 -1 row al 0-9-0 oc. 2) All loads are considered equally applied to all plies, except If noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=3.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Comer (3) 0-1-12 to 15-1-12, Exterior (2) 15-1-12 to 17-5-4, Comer (3) 17-5-4 to 32-5-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1 .60 plate grip D0L=1.60 4) Provide adequate drainage to prevent water ponding. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for lhe green lumber members. 7) Reier to girder(s) for truss to truss connections. 8) This truss is designed in acoordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are oorrect for the intended use ol this truss. 10) This truss has been designed for a moving concentrated load of 250.0lb live localed at all mid panels and at all panel points along the Top Chord, nonooncurrent with any other live loads. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (lb/ft) Vert: 1-10=-70, 11-20=-10 Concentrated Loads (lb) Vert: 29=-550, 30=-550 £ WARNING -Vortfy design pa,amolOB ond READ NOTES ON THIS I.NO INCLUDED MITEK REFERENCE PAGE Mii 7473..,, 5/1912020 BEFORE USE Oeo,gn valid fo, UH only wi1h MIT ok$ oon-.. Tiu deolgn 11 baled only upon par1meIero shown, end la fo, an individual building componenl, nol (loc) 15-16 15-16 11 • lNH 1v-tem. Before use, the buildtng destgner must verify the apphcabihty of doltgn parameters and property inc.orporate this deaign into the overall building design. Bracing Indicated 11 to prevent buckling of lndlvktual tn.,15 web and/or chord members only. Additional temporary and permanent bracing la: always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the f1brlcetlon, 1torage, deltv.-y, erection and bracing of trusses and truu IY'9lem1, see ANSlffPl1 Quality Criteria, DSB40 and SCSI Bulldlng Component s,r.ty Information 1voffoble from TMI Plate ln1t1Me, 2e70 Crlin Highway, Suite 203 Waldort. MO 20601 28-5-5 4-0-0 I/den Ud >999 240 >311 180 n/a nla 32-7-0 4-1-11 PLATES GRIP MT20 220/195 Weight: 305 lb FT= 20% April 11 ,2023 ■i· Milek· Milek USA. Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 - Job Truss Truss Type Qty Ply Building 200 2:21266-A A09D Sloping Flat 1 2 Job Reference lootionall Stone Truss, Inc., Oceanside, CA -92054, Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 Milek Industries, Inc Tue A,,r 11 09:56:23 ID:e_sqslkWKnqe9AOaolw2yRzuolz-RfC?Ps870Hq3NSgPqnL8w3ulTXbGKWrCDoi7 J4zJC?f 5-6-6 5-6-6 7 2 6 9 2 5 10-10-15 I --I --1 I I 1-8-0 2-0-9 1-8-0 16-3-9 19-1-5 21-9-5 5-4-9 2-9-12 2-8-0 I 1-4-81 11-4-81 1x411 3x4 • 5x5s 3x4a 3x4• 19 18 17 16 15 14 13 1x4u 1x411 4x5• 1x411 6x8• 3x4= 3x4• 5-6-6 2 10-10-15 1 7-2-6 19--15 1 I 16-1-13 19-1-5 21-9-5 5-6-6 1-8-0 2-0-9 1-8-0 5-2-13 2-11-8 2-8-0 Scale= 1:59 Plate Offsets (X, Y): [6:0-2-8,0-3-0). [15:0-4-0,Edge) Loading (psi) Spacing 2-0-0 CSI DEFL in TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.23 TCDL 15.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -1.28 BCLL o.o· Rep Stress Iner NO WB 0.60 Horz(CT) 0.22 BCDL 5.0 Code IBC2018/TPl2014 Matrix-MS LUMBER TOP CHORD BOT CHORD WEBS BRACING TOP CHORD BOT CHORD REACTIONS FORCES TOP CHORD BOT CHORD WEBS NOTES 2X4 OF No.1 &Bir G 2X4 OF No.1 &Bir G 2X4 OF Std G •Except' 2-20:2X4 OF No.2 G Structural wood sheathing directly applied or 4-4-1 QC purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 QC bracing. (size) 11= Mechanical, 20= Mechanical Max Horiz 20=85 (LC 35) Max Grav 11=1966 (LC 1), 20=1717 (LC 1) (lb)-Maximum Compression/Maximum Tension 1-20=-292/112, 1-2=-207/229, 2-3=-4753/165, 3-4~6916/0, 4-5=-6934/0, 5-7=-8567/0, 7-8=-7585/0, 8-9=-4192/0, 9-10=-226/186, 10-11 =-330/87 19-20=-381 /4738, 18-19=-232/4738, 17-18=-209/4738, 16-17=0/6924, 14-16=0/8408, 13-14=0/8564, 12-13=0/7578, 11-12=0/4188 2-19=0/583, 5-16=-472/0, 5-15=0/1669, 6-15=-483/0, 3-18=-1022/0, 4-17=-991/0, 3-17=0/2961, 2-20=-4968/283, 9-11=-4487/0, 8-13=0/819, 8-12=-3666/0, 9-12=0/1448, 7-13=-1260/0, 7-14=-504/0, 6-14=0/839 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 QC. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 QC. Web connected as follows: 2x4 -1 row at 0-9-0 QC. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=3.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-12 to 15-1-12, Exterior (2) 15-1-12 to 17-5-4, Corner (3) 17-5-4 to 32-5-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) This truss Is designed in accordance with the 2018 International Building Code section 2306. 1 and referenced standard ANSI/TPI 1. 9) Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 1 O) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 1000 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 32-7-0 for 30.7 plf. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate Increase= 1.25 WAANING -Vonty doolgn paramet.,. Ind READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE M11•7•73 ,ev 5/19/2020 BEFORE USE OeIijn velid fo, Ult only with MIT•~ connedofl. This deolgn Is baled only upon perameters shown, end is fo, an individual building O()(nponenl, not a truu system. Before use, the buikhng designer must verify the apphcabihty of design parameters and properiy Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of indivldual truss web and/or chord members only. Addltional tempora,y and permanent bracing is always required for stability and to prevent c:oUapse with possible personal injury and property damage. For general guidance regardmg the 27-0-11 5-3-7 31 27-0-11 5-3-7 (loc) I/deft 15-16 >999 15-16 >303 11 nla 32-7-0 5-6-5 3x5• 9 12 3x4• Ud 240 180 nla 32 32-7-0 5-6-5 PLATES MT20 Weight: 305 lb Uniform Loads (lb/ft) Vert: 1-10=-70, 11-20=-10 Concentrated Loads (lb) Vert: 7=-550, 30=-550 llii' Milek· MIT ek USA. Inc. R75666972 Page 1 1.5x4 II 10 GRIP 220/195 FT= 20% fabricaUon, atorage, delivery, erection and bracing of trusses and lnJfl systems. see ANSlffP/1 Ou•llty Criteria, 0S8-89 and SCSI Building Compon•nt Safety lnfonnation availlibht from Trull Plate lnatitute, 2670 Crain H;ghway, Suite 203 Walclorl, MO 20601 400 Sunrile Avenue, Suite 270 l R-.CA95661 Job Truss Truss Type Qty Ply Building 200 221266-A A10D Sloping Flat 1 1 Job Reference lontional\ R75666973 Stone Truss, Inc., Oceanside, CA -92054, Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Tue Apr 11 09:56:24 ID:Xr02zNcgNvvOoEvPO?CxsdzuoHr•RfC?Ps870Hq3NSgPqnL8w3ulTXbGKWrCOoi7 J4zJC?f Page: 1 5-1-7 10-1-1 15-0-11 5-1-7 4-11-10 4-11-10 12 0.25, 1x4" 3x4 N Sx12 • 12 3 13 2 1 l 10 9 8 6x6= 1X4 11 5x8= 5-1-7 10-1-1 15-0-11 5-1-7 4-11-10 4-11-10 Scale = 1 38.4 Plate Offsets (X, Y): [2:0-6-0,0-3-0], [8:0-4-0,0-3-0] Loading (psf) Spacing 2-0-0 CSI DEFL in TCLL (roof) 20.0 Plate Grip OOL 1.25 TC 0.42 Vert(LL) 0.09 TCOL 15.0 LumberOOL 1.25 BC 0.26 Vert(CT) -0.21 BCLL o.o· Rep Stress Iner YES WB 0.95 Horz(CT) 0.05 BCOL 5.0 Code IBC2018/TPl2014 Matrix-MS LUMBER TOPCHORO BOTCHORO WEBS BRACING TOPCHORO BOTCHORO WEBS REACTIONS FORCES TOPCHORO BOTCHORO WEBS NOTES 2X4 OF No.1 &Btr G 2X4 OF No.1 &Bir G 2X4 OF Std G Structural wood sheathing directly applied or 4-3-9 oc pur1ins, except end verticals. Rigid ceiling directly applied or 4-10-0 oc bracing. 1 Row at mid pt 2-10 (size) 6= Mechanical, 10= Mechanical Max Horiz 10=84 (LC 10) Max Uplift 6=-583 (LC 37), 10=-670 (LC 28) Max Grav 8=795 (LC 1 ), 10=873 (LC 49) (lb) -Maximum Compression/Maximum Tension 1-10=-333/150, 1-3=-2272/2188, 3-4=-1998/1924, 4-5=-1025/1009, 5-6=-317/119 9-10=-1932/2115, 7-9=-1857/1931, 6-7=-1589/1762 2-10=2148/2036, 4-6=-1881/1805, 2-9=0/63, 2-8=-1413/1403, 3-8=-408/290, 4-8=-1403/1404, 4-7=0/59 1) Wind: ASCE 7-16; Vult=1 10mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=3.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Comer (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip OOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical oonnection (by others) of truss to bearing plate capable of withstanding 670 lb uplift at joint 10 and 583 lb uplift at joint 6. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonooncurrent with any other live loads. 9) This truss has been designed for a total drag load of 4000 lb. Lumber OOL=(1 .33) Plate grip OOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 20-2-0 for 198.3 plf. LOAD CASE(S) Standard ,& WARNING. Verily design paramet,,. and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 aEFORE USE. Design valid for uH only with MrTeke connectcn. TNt dea~n 11 bend onfy upon parameters ahown, and Is for an Individual bulldlng component, not (loc) 8 8-9 6 a truss aystem. Before use, the buffd1ng designer must venfy the apphcability of dea;gn parameters and property incorporate lh11 design into the overall bulkjlng design. Bracing Indicated It to prevent buckling of Individual tru11 web and/or chord members only. Additional temporary and permenent bracing le atways required for at.ability end to prevent collapse wHh possible personal Injury and property damage. For general guidance regarding the fabrication, •~. dellvery, entCllon and bntcfng of 11\Jsse> end 11\Ju 1y1tem1, see ANSVfPf1 Quality Criteria, DSB_.9 and BCSI Bui/ding Component S•f•ty lnform•tion avaltab)e from Trull Plale lnIUtvle, 2870 Cr■ln Htghway, Suite 203 Watdorf, MO 20601 6x8• 4 7 1x4 II I/deft Ud >999 240 >999 180 n/a n/a 20-2-0 5-1-5 3x411 14 5 6 6x6• 20-2-0 5-1-5 PLATES GRIP MT20 2.20/195 Weight: 95 lb FT= 20% April 11 ,2023 Nii" Milek· MiTltk USA, Inc. 400 Sunrise Avenue, Suite 270 RoHllille.CA 95661 1 - Job Truss Truss Type Qty Ply Building 200 R75666974 22'1266-A A11 Sloping Flat 2 1 Job Reference lootionall Stone Truss, Inc., Oceanside, CA -92054, Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Tue Apr 11 09:56:24 ID:jyNCH81anHHscwFX9ovWpyzuoHg-RfC?PsB70HQ3NSgPQnl8w3ulTXbGKWrCDoi7 J4zJC?f Page: 1 6-9-13 6-9-13 7 2x611 4x5= 6-9-13 6-9-13 Scale = 1:40 13-4-3 6-6-5 12 o.2sr 13-2-7 6-4-9 3x4 • 6 5x5= Plate Offsets (X, Y): (2:0-2-8,0-3-0], (4:0-0-8,0-1-8], (6:0-2-8,0-3-0] Loading (psi) Spacing 2-0-0 CSI DEFL in TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.10 TCDL 15.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.28 BCLL o.o· Rep Stress Iner YES WB 0.76 Horz(CT) 0.04 BCDL 5.0 Code IBC2018/TPl2014 Matrix-MS LUMBER TOP CHORD BOT CHORD WEBS BRACING TOP CHORD BOT CHORD WEBS REACTIONS FORCES TOP CHORD BOT CHORD WEBS NOTES 2X4 DF No.1 &Btr G 2X4 DF No.1&Btr G 2X4 DF Std G Structural wood sheathing directly applied or 3-5-2 oc purl Ins, except end verticals. Rigid ceiling directly applied or 6-5-4 oc bracing. 1 Row at midpt 3-5 (size) 5= Mechanical, 8= Mechanical Max Horiz 8=84 (LC 8) Max Uplift 5=-190 (LC 1 1 ), 8=-195 (LC 7) Max Grav 5=795 (LC 1 ), 8=795 (LC 1) (lb) -Maximum Compression/Maximum Tension 1-8=-757 /482, 1-3=-1707 /1044, 3-4=-83/65, 4-5=-336/151 7-8=-177/156, 5-7=-1078/1701 1-7=-919/1606, 2-7=-395/319, 2-6=-2871217, 3-6=-13/151, 3-5=-1733/1083 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=3.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Comer (3) zone: cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 195 lb uplift at joint 8 and 190 lb uplift at joint 5. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard £ WARNING -Venly design parameter, and READ NOTES ON THIS AND INCLUOED MITEK REFERENCE PAGE Mll-7473 rev. 5119/2020 BEFORE USE. Design valid for use onty with MIT ek® connectors. Thia design Is based only upon parameters shown, and is for an indivldual building component, not (loc) 6-7 6-7 5 a truss system. Before use, the building designer must verify the applicability of design parameters and proper1y Incorporate this design into the overall bulldlng design. Bracing Indicated la to prevent buckllng of Individual truss web and/or chord members only. Addlt1onal temporary and permanent bracing la always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and tru&S systems, see ANSI/TPl1 Quality Criteria, 0S8~9 and BCSI Bui/ding Component S•l•ty Information availab~ from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf. MD 20601 20-2-0 6-9-13 20-2-0 6-11-9 I/defl Ud >999 240 >851 180 n/a n/a 5x5= PLATES GRIP MT20 220/195 Weight: 92 lb FT= 20% April 11,2023 .,. Milek· MITek USA, Inc. 400 Sunrise Avenue, Suite 270 Ros_!IVIII!. CA 95661 Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0-'••• from outside edge of truss. This symbol indicates the required direction of slots in connector plates. * Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE 4x4 The first dimension is the plate width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION BEARING Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI 1: National Design Specification for Metal DSB-89: BCSI: Plate Connected Wood Truss Construction. Design Standard for Bracing. Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 0 c:: 0 I (.) a. 0 I- Numbering System 'I' u 8 6-4-8 I dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS C2·3 WEBS C7-8 06-7 BOTTOM CHORDS 7 6 5 0 c:: 0 I (.) a. 0 I- JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved --ft MiTek Engineering Reference Sheet: Mll-7473 rev. 5/19/2020 General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes lrusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orienlation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or pur1ins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 fl spacing, or less, i[ no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. lnslall and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions or this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. 21.The design does not lake into account any dynamic or other loads other than those expressly stated. rN 11> >< C. .... cg 0 .., " ,. lo Ii, ,I, ~ ~ ~ "l "? ~ ~ 9 ~ ~ CJ} 9 ""00 ::o ::;! N -0 om o ::o en ::::0 0 )> ...... "-'< Tl ~ m 0 N -I :r No ::o o cn< "'"' C N -IN 'N ~~ l> 0 -c o, mo -1 N Oo (/) "'Cl (,J ~o Cl m I ;;c mco ~ (/) 0 co m ~-IN -N < z ~ G) (/) I\) )> z 0 Cl () I\) )> r w N () _,,_ 0 C r I ow ~ 0 -_,,_ _,,_ 0 6 I\) :::: ....lo. z NO (/) I\.) Tl o.....i.. 0 ~ NO ::0 WO ------=--=--=-=~================-==========~-----== 33'9" 12' 5" 11' 0 1/2" 10' 3 1/2" 11' 2 5/8" 10'87/8" 10' 8 3/8" I -~ --Drag #2500 Ao10 -, -'! )> q 0 ~ (>) [_ ~ ~ ~ CJ} -~ ~ 0 ' ~ -6 (>) - ~ - ,_ 1-4 --------fa ~ ' "l / -adder Framini1 rci / "? '-r3 ---' 1r .. Drag #6500 A~so -L )> ~ ~-~ '.0 q --0, 6'61/4"\ 3' 1 1/4" 1 0' 11 7/8" <Q 3' 1 1/4" ~ 1-4 9 ;;o ;;o -I ,,,\ 1-..... ~ --~ -~ 'It TI;i I~ 0 [_g: =It-~ ~ ..... UI (X) 3 UI UI ~ UI 0 rq l 0 ;L q ~ ""' -1.2 = i,.. ~ ~ ~ N ~ -rq 0 CJ} a, ~ ~ i- t I. 13' 2" _l ~ ~ r-' ~ @ u, u, Drag #1000 A09D ~ ~ ~ ~ 1l -(X) ~ ~ ~ rq -I>; A10D Drag #4000 ---1-i f~ -..... ~ ,_ N- .,, ?" ~t!'fZ I,. 0 21' 4" l .... :; ;;i 12' 5" i ~f~ ~r- Roof Truss Layout THIS 1$. A TRUSS PLACEMENT DIAGRAM ONLY NOTICE TO BUILDING OFFICIALS, ARCHITECHTS, AND ENGINEERS: NON-STRUCTURAL DRAWING INTENDED FOR TRUSS LOCATION INFORMATION ONLY Tyra HQ2 N ~ 2676 State St CARLSBAD CA 92008 CITY ;:o m < cii 0 z (/) Ccityof Carlsbad CERTIFICATION OF SCHOOL FEES PAID This form must be completed by the City, the applicant, and the appropriate school districts and returned to t he City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project# & Name: DEV2022-0098, TYRA HQ2 Permit#: CBCA2022-0031 ------------------- Project Address: 2674 STATE ST ------------------- Assessor's Parcel #: 2031010100 ------------------- Project Applicant: TRU ST SMITH EDMUND AND EDITH FAMILY SURVIVOR~ (Owner Name) Residential Square Feet: New/Additions: ------------------- Second Dwelling Unit: ------------------- Commercial Square Feet: New/Additions: 4,110 -'-------------------- City Certification: City of Carlsbad Building Division Date: 02/07/2023 Certification of ApplicanVOwners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person [Z] Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (760) 331-5000 D Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 x1166 D San Dieguito Union H.S. District 684 Requeza Dr. Enci nitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appt. Only) D San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Katherine Marcelja (By Appt.only) D Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x2222 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION {To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. _ Signature of Authorized School District Official: Q1 . ,~~~)~/l, C VUJ.,v~,JJ, {5lt&,g: ;Jin~ , -• , "" " """"" JL r . i / / :,') Title: • ... -·:. : " • Date: ~ ~ d ~ Name of School District: -"J COMMUNITY DEVELOPMENT -Building Division 1635 Faraday Ave I Carlsbad, CA 92008-7314 I 442-339-2719 I 760-602-8560 f I building@carlsbadca.gov I www.carlsbadca.gov