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Home My WebLink About1175 STRATFORD LN; ; CBR2024-2847; PermitBuilding Permit Finaled Residential Permit Print Date: 06/04/2026 Job Address: Permit Type: 1175 STRATFORD LN, CARLSBAD, CA 92008-1523 BLDG-Residential Work Class: Parcel #: 1561643000 Track#: Valuation: $0.00 Lot#: Occupancy Group: Project#: #of Dwelling Units: Plan#: Bedrooms: Construction Type: Bathrooms: Orig. Plan Check#: Plan Check#: Occupant Load: Code Edition: Sprinkled: Project Title: Alteration Permit No: Status: {city of Carlsbad CBR2024-2847 Closed -Finaled Applied: 10/29/2024 Issued: 01/03/2025 Fina led Close Out: 06/10/2025 Final Inspection: 06/10/2025 INSPECTOR: McClane, Duncan Kersch, Tim Melby, Paul Description: GRANT: EXT REMODEL -NEW SIDING, NEW WINDOWS/DOORS, ROOF ADDITION OVER ENTRY// {265 SF) ATTACHED TRELLIS (E-REVIEW) Applicant: Property Owner: PERMITS IN MOTION TERRY MONTELLO 4152 60TH ST GRANT DYLAN P AND CAROLYNN S FAMILY TRUST SAN DIEGO, CA 92115-6301 {619) 994-5557 FEE BUILDING PLAN CHECK PATIO -FRAME WITH COVER SB1473 -GREEN BUILDING STATE STANDARDS FEE SIDING -STUCCO WINDOWS/DOOR-RESIDENTIAL Total Fees: $644.50 Total Payments To Date: $644.50 Contractor: JACKSON DESIGN AND REMODELING INC4797 MERCURY ST, # STE B SAN DIEGO, CA 92111-2122 {619) 442-6125 Balance Due: AMOUNT $253.50 $119.00 $1.00 $149.00 $122.00 $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020{a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 ti www.carlsbadca.gov { Cicyof Carlsbad RESIDENTIAL BUILDING PERMIT APPLICATION B-1 Plan Check --------- Est. Value PC Deposit Date JobAddress..1175 STRATFORD LANE Unit: APN· 156-164-30-00 ----- CT/Project #: __________________ Lot#: Vear Built: _1_W_8 _______ _ BRIEF DESCRIPTION OF WORK: WHOLE HOME EXTERIOR REMODEL, INCLUDING NEW SIDING, WINDOWS & EXTERIOR DOORS. ROOF ADDITION AT ENTRY. ATTACHED TRELLIS. □ New SF: Living SF, ____ Deck SF, ___ Patio SF, ____ Garage SF __ _ Is this to create an Accessory Dwelling Unit? O Y o N New Fireplace? O YO N, if yes how many? ___ _ D Remodel: _____ SF of affected area Is the area a conversion or change of use? O Y G N □ Pool/Spa: ____ SF Additional Gas or Electrical Features? ____________ _ □ Solar: ___ KW, ___ Modules, Mounted:0Roof O Ground, Tilt: C) YON, RMA: 0 YO N, Battery:OvQ) N, Panel Upgrade: Ov ON Electric Meter number: ------------0th er: APPROX. 2,862 SQFT OF NEW SIDING TO REPLACE EXISTING. ALL EXISTING WALLS TO REMAIN. 39 SQFT NEW ROOF ADDITION, AND 254 SQFT OF NEW LATTICED TRELLIS. APPLICANT (PRIMARY CONTACT) PROPERTY OWNER Name: Permits in Motion Name: Dylan & Carolynn Grant Address:4715 60th St Address: 1175 Stratford Lane ~~=-----------------=C i=ty~:=S=a =n =D-i e=g-o ____ S tat e: _C_a __ Z i p: 92115 City: Carlsbad State: CA Zip: 92008 Phone:619-994-5557 Phone: (760) 518-7823 '-==""------------------Em a ii: permits@permitsinmotion.com Email: dgrant.r32@gmail.com =='------------------ DESIGN PROFESSIONAL Name: Allison Smith Address: 4597 Mercury Street City: San Diego State:,_C_A __ Zip: 92111 Phone: 619-442-6125 Email: allison@jacksondesignandremodeling.com Architect State License:_-__________ _ CONTRACTOR OF RECORD Business Name: Jackson Design and Remodeling Address: 4597 Mercury Street City: San Diego State: CA Zip:,_9_21_1_1 ____ _ Phone: 619-442-6125 Email: -------------------CSL B License #: 880939 Class: 8 --------------- Carlsbad Business License# (Required): BLOS016034-07-2024 APPLICANT CERT/FICA T/ON: I certify that I have read the application and state that the ab e information is correct and that the information af the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. NAME (PRINT): _A_ll_is_o_n_s_m_it_h ____ _ 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Email: Building@carlsbadca.gov REV. 04122 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: lherebyaffirmunderpenaltyofperjurythatlamlicensedunderprovisionsofChapter9(commencingwithSection7000)ofDivision3 of the Business and Professions Code, and my license is inf ull force and effect. I also affirm under penalty of perjury 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. PolicyNo. ___________________________________________ _ -OR- [!! I 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 insurance carrier and policy number are: Insurance Company Name: _o_a_k_R_iv_e_r l_ns_u_ra_n_ce_co_m_p_a_n_y _____________ _ Policy No. JAWC525379 Expiration Date: _1_01_11_20_2_5 _____________ _ -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 CERTIFICATION: The applicant certifies that all documents and plans clearly and accurately show all existing and proposed buildings, structures, access roads, and utilities/utility easements. All proposed modifications and/or additions are clearly labeled on the site plan. Any potentially existing detail within these plans inconsistent with the site plan are not approved for construction and may be required to be altered or removed. The city's approval of the application is based on the premise that the submitted documents and plans show the correct dimensions of; the property, buildings, structures and their setbacks from property lines and from ne another; access roads/easements, and utilities. The existing and proposed use of each building as stated is true and correct; all easements and other encumbrances to development have een accurately shown and labeled as well as all on-site grading/site preparation. All improvements existing on the property were completed in accordance with all regulations in existence a he time of their construction, unless otherwise noted. NAME (PRINT): Allison Smith --------------Note: If the person signing above is an authorized agent for the contractor rovide (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 7044of the Business and Professions Code, is available upon request when this application is submitted or at the following Web site: http:Ilwww.leginfo.ca.gov/ ca/aw.html. OWNER CERT/FICA TION: The applicant certifies that all documents and plans clearly and accurately show all existing and proposed buildings, structures, access roads, and utilities/utility easements. All proposed modifications and/or additions are clearly labeled on the site plan. Any potentially existing detail within these plans inconsistent with the site plan are not approved for construction and may be required to be altered or removed. The city's approval of the application is based on the premise that the submitted documents and plans show the correct dimensions of; the property, buildings, structures and their setbacks from property lines and from one another; access roads/easements, and utilities. The existing and proposed use of each building as stated is true and correct; all easements and other encumbrances to development have been accurately shown and labeled as well as all on-site grading/site preparation. All improvements existing on the property were completed in accordance with all regulations in existence at the time of their construction, unless otherwise noted. NAME (PRINT): __________ SIGN: _________ DATE: _____ _ Note: If the erson si nin above is an authorized a ent for the ro e owner include form B-62 si owner. 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Email: Building@carlsbadca.gov 2 REV. 04/22 Building Permit Inspection History Finaled {city of Carlsbad PERMIT INSPECTION HISTORY for CBR2024-2847 Permit Type: BLDG-Residential Application Date: 10/29/2024 Owner: TRUST GRANT DYLAN P AND CAROLYNN S FAMILY TRUST Work Class: Alteration Issue Date: 01/03/2025 Subdivision: Status: Closed -Finaled Expiration Date: 09/08/2025 Address: 1175 STRATFORD LN CARLSBAD, CA 92008-1523 IVR Number: Scheduled Actual Inspection Type Inspection No. Date Start Date 1/24/2025 01/24/2025 BLDG-11 274349-2025 Foundation/Ftg/Piers (Rebar) Checklist Item BLDG-Building Deficiency COMMENTS 2/27/2025 02/27/2025 BLDG-14 277310-2025 Frame/Steel/Bolting/Weldi ng (Decks) Checklist Item COMMENTS BLDG-Building Deficiency 3/10/2025 03/10/2025 BLDG-18 Exterior 278205-2025 Lath/Drywall Checklist Item COMMENTS BLDG-Building Deficiency 6/10/2025 06/10/2025 BLDG-Final Inspection 287278-2025 Thursday, June 4, 2026 Checklist Item BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final COMMENTS 59848 Inspection Primary Inspector Status Passed Paul Melby Partial Pass Duncan McClane Passed Paul Melby Passed Tim Kersch Reinspection Inspection Complete Passed Yes Reinspection Incomplete Passed Yes Passed Yes Passed Yes Yes Yes Yes Yes Complete Complete Page 1 of 1 December 16, 2024 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review: Residential Alteration Address: 1175 Stratford Ln Applicant Name: Permits in Motion Applicant Email: permits@permitsinmotion.com OCCUPANCY AND BUILDING SUMMARY: Occupancy Groups: R-3/U Type of Construction: V-B Sprinklers: No Stories: 1 Area of Work (sq. ft.): 3,155 sq. ft. The plans have been reviewed for coordination with the permit application. Valuation: See Notes Below Scope of Work: Confirmed Floor Area: Confirmed Notes: Valuation is not included in the permit application. Attn: Building & Safety Department, True orth ....... •~ COMPLIANCE SERVIC S City of Carlsbad -FINAL REVIEW City Permit No: CBR2024-2847 True North No.: 24-018-984 True North Compliance Services, Inc. has completed the final review of the following documents for the project referenced above on behalf of the City of Carlsbad: 1. 2. Drawings: Electronic copy dated August 7, 2024, by Jackson Design & Remodeling. Structural Calculations: Electronic copy dated October 21, 2024, by Mike Surprenant & Associates. 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. We have enclosed the above noted documents bearing our review stamps for your use. Please call if you have any questions or if we can be of further assistance. Sincerely, True North Compliance Services Review By: Emily Wilson -Plan Review Engineer True North Compliance Services, Inc. 8369 Vickers Street, Suite 207, San Diego, CA 92111 T / 562. 733.8030 Quality Review By: Alaa Atassi -Plan Review Engineer Transmittal Letter November 7, 2024 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review: Residential Alteration Address: 1175 Stratford Ln, Carlsbad CA True orth ....... •~ COMPLIANCE SERVIC S FIRST REVIEW City Permit No: CBR2024-2847 True North No.: 24-018-981 Applicant Name: Permits in Motion Applicant Email: permits@permitsinmotion.com True North Compliance Services, Inc. has completed the review of the following documents for the project referenced above on behalf of the City of Carlsbad. Our comments can be found on the attached list. 1. 2. Drawings: Electronic copy dated August 7, 2024, by JACKSON. Structural Calculations: Electronic copy dated October 21, 2024, by Mike Surprenant. Attn: Permit Technician, the scope of work on the plans has been reviewed for coordination with the scope of work on the permit application. See below for information if the scope of work on plans differs from the permit application: Valuation: Scope of Work: Floor Area: See Notes Below Confirmed Confirmed Notes: Valuation is not included in the permit application. 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: Jasmine Safaqa -Plan Review Engineer QA/QC Review By: Alaa Atassi -Plan Review Supervisor True North Compliance Services, Inc. 8369 Vickers Street, Suite 207, San Diego, CA 92111 T / 562. 733.8030 Residential Alteration 1175 Stratford Ln November 7, 2024 Plan Review Comments ELECTRONIC -RESUBMITTAL INSTRUCTIONS: City of Carlsbad-FIRST REVIEW City Permit No.: CBR2024-2847 True North No.: 24-018-981 Page2 Please do not resubmit plans until all departments have completed their reviews. For status, please contact building@carlsbadca.gov Please make all corrections, as requested in the correction list. Corrected sets can be submitted as follows : Email the revised plans and comment response letter(s) to building@carlsbadca.gov 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 2022 California Building, Mechanical, Plumbing, Electrical Codes, California Green Building Standards Code, and Energy Code (i.e., 2021 IBC, UMC, UPC, and 2020 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. 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. Where applicable, 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. E. If you have any questions regarding the comments below, please contact Jasmine Saffaqa via email jasmines@tncservices.com or telephone (562) 733-8030. OCCUPANCY & BUILDING SUMMARY: Occupancy Groups: Type of Construction: Sprinklers: Stories: Area of Work (sq. ft.): R-3/U V-B No 1 3,155 sq. ft. ARCHITECTURAL COMMENTS: Al. Sheet A301: a) The window's tag near door D01 is not legible as it is overlapped with the dimension. Please revise t5o show the window tag clearly. Residential Alteration 1175 Stratford Ln November 7, 2024 II L..1 "'-'¥, 'I If.._,_.,.._.. Lr City of Carlsbad-FIRST REVIEW City Permit No.: CBR2024-2847 True North No.: 24-018-981 Page3 b) Windows 14, 20, and 21 are not included in the windows schedule. Please revise to include the missing windows. c) Window 21 appears to be less than 60" from shower or bathtub. Please specify the window to be tempered per CRC R308.4.3 --cl G H . (-FL" 1G: 11lE \ (E) 24 \ ~-----:.-- -------- :] I A2. Sheet A401: Please specify the ICC ESR# for the new roof. -N P SIDING OV R HAR.Dr P, E5R.-2 ?90 A3. Sheet A601: Regarding attic ventilation, please address the following: a) Please provide ventilation calculation to justify the quantity is adequate to provide 1 square feet of ventilation per 150 square feet of vented space. CRC R806.2. b) Kindly show the roof vents on the roof plan. A4. Submit details for the exterior wall finishes. Details shall include the following: a) Flashing showing transition from the different exterior siding per CRC R703.l . b) Water resistive barrier per CRC R703.2. Residential Alteration 1175 Stratford Ln November 7, 2024 City of Carlsbad-FIRST REVIEW City Permit No.: CBR2024-2847 True North No.: 24-018-981 Page4 c) Clearance between the siding and the earth or paved surface per CRC R 703. d) Specify stucco to be three coats minimum when applied over metal lath with 2 layers of grade D paper. CRC R703 .6.2 & R703.6.3. e) Specify weep screed to be installed at the base of the stucco siding. Weep screed shall be a minimum of 2 inches above concrete slabs and 4 inches above exposed earth. CRC R703.6.2.1. MECHANICAL COMMENTS: No comments. ELECTRICAL COMMENTS: El. At exterior spaces (such as porches and decks), provide a GFCI/WP receptacle outlet per CEC 210.52(E), 210.8, and 406.9(B). E2. Provide a GFCI and waterproof receptacle outlet at the front and rear of the building per CEC 210.8, 406.9(B), and 210.52(E). PLUMBING COMMENTS: No comments. GREEN BUILDING COMMENTS: G 1. Climate Action Plan requirements apply to all new structures, residential additions/remodels equal to or exceeding $60,000 in valuation, and commercial City of Carlsbad requires that all projects that qualify for CAP compliance will require a completed Climate Action Plan (CAP) Consistency Checklists (city forms B-50) to be completed by the APPLICANT. https://www.carlsbadca.gov/home/showpublisheddocument/6878/638225157825900000 a) For plans submitted to the City the following Climate Action Plan requirements apply, per Carlsbad ordinance: b) The applicant is to fill out the B-50 CAP Consistency Checklist. The scope of work and project valuation will determine which sections of the CAP are required. c) Plan examiners review the B-50 CAP Consistency Checklist for completion. For example: If new residential construction is the scope of work, CAP sections 2A, 3A, and 4A are required to be filled on the B-50 checklist. ENERGY COMPLIANCE COMMENTS: Tl. For exterior lighting, specify luminaires to be high efficacy and shall meet the following requirements, as applicable per CEnergyC 150.0(k)(3): a) Controlled by a manual ON and OFF switch that does not override to ON the automatic actions of Items b) or c) below; and b) Controlled by photocell and motion sensor. Controls that override to ON shall not be allowed unless the override automatically reactivates the motion sensor within 6 hours; or Residential Alteration 1175 Stratford Ln November 7, 2024 c) Controlled by one of the following methods: i) Photocontrol and automatic time switch control. ii) Astronomical time clock. iii) Energy management control system. STRUCTURAL COMMENTS: No comments. City of Carlsbad-FIRST REVIEW City Permit No.: CBR2024-2847 True North No.: 24-018-981 Page5 If you have any questions regarding the above comments, please contact Jasmine Saffaqa via email jasmines@tncservices.com or telephone (562) 733-8030. [END] MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers STRUCTURAL CALCULATIONS Project: Grant DC Header 117 5 Stratford Lane Carlsbad, CA 92008 Prepared for: Jackson Design & Remodeling 4797 Mercury Street San Diego, CA 92111 Project No.: 24136 Date: October 21, 2024 True North Compliance Services, Inc. I PLAN RMEW APPROVAL I THESEPLANSIOOCUMENTSHAVEBEEN REVIEV,EDFORCOt.lPI..IANCEl'o11liTHE APPUCAel.E C>JJFORNA 8UWNGSTANDAROS COOESASAOOPTEOBYTtESTATEOF ~F~AN:>AMENDEOBYTI-E JURISOl(;ll()N.PlANRE',1EWACCEPTANCEOF OOC\JMENTSOOESNOTMJTHOIIZE CONSTRUCTIONTOPROCEEDINVICUnONOF B~F~TE,NO::i-~ THISSETOFTHEPLANSANOSPECIACATIONS MJSTIEKEPTONTHEJOBSl'TEATAU.TIMES ANDITISUNLAWFIJLTOMAJCEANYCHANGES ORAI.TEAATlONSv.rrHOUTPERtJISSlet.lFRet.l THECITY.OCCIFANCYOFSlRUCTLRE(S)IS NOT PERMITED UNTIL AN.'.!. APPROVAL IS GRANTEDBYALLAPPUCABLEDEPARn.ENTS. 9975 Businesspark Avenue, Suite A San Diego, California 92131 Tel. (858) 693.0757 • Fax. (858) 693.0758 MIKE SURPRENANT JDa __ 0_/2..A-N_~T~t2~<!...~--~;2.'-----'±,_f~3~Cp __ ;;_-=,-SHEET NO. ______ __,,____ OF_--'---'----------,- & ASSOCIATES .'---.a:--?=--~ Consulting Structural Engineers CALCULATED BY ____ f//_..e....fl=.L..-_ DATE /0. l-f. 2-f I ,' j -I ~, l 7 I. 2. 3. 4. 5. 6. 7. CHECKEDBY ________ DATE _____ _ SCALE _________________ _ TABLE OF CONTENTS PROJECT SCOPE ......................................................................................... . PAGE ~ --- DESIGN CRITERIA SUMMARY........................................................................ __ '3_ DESIGN LOADS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . f -~- VERTICAL ANALYSlS: ~ A. HORIZONTAL MEMBER DESIGN (BEAMS, HEADERS; JOISTS, ETC.) ......... __ _ B. VERTICAL MEMBER DESIGN (COLUMNS, STUDS, ETC.) ......................... __ _ LATERAL ANALYSIS: A. SEISMIC I WIND COEFFICIENTS ........................................................ . B. W,, (DEAD LOADS) .......................................................................... . C. LATERAL LOAD DISTRIBUTION ........................................................ . D. LATERAL LOAD-RESiSTING DESIGN: I. • SHEARWALL DESIGN ............................................................. . II. CANTILEVERED STEEL COLUMN ELEMENTS ............................ . III. STEEL MOMENT FRAMES ........................................................ . --- FOUNDATION .DESIGN: A. CONTINUOUS FOOTINGS .................................................................. . B. SPREAD FOOTINGS .......................................................................... . C. RETAINING WALLS ......................................................................... . D. SPECIAL SYSTEMS .......................................................................... . ---1. GRADE BEAMS ...................................................................... . ----II. DEEPENED PIE;RS .................................................................... __ _ SCHEDULES................................................................................................ Z~ A. SHEAR WALL SCHEDULE................................................................... 2Ap ~: ~i~Ag~~:i~~E~~i~ULE •.• .-.· .•.• .•.•.•.• .•.•.•.•.•.•.•.• .•.• .-.-.-.-.-_._. .·.·.·.-.·.-_._. .•.• .• .•.• .-.·_-_._. .... _._. .-.-.-.·.·.·.·.·.·.·.· -~z-1::- D PRODUCT 207 Mike Surprenant & Associates Consulting Structural Engineers J b 1.:1 1 ?Jlt? 0 -------------~-~~--~-- Sheet No. -------~Y~_of 'Z-1--' Calculated by ________ Date ____ _ Checked by _________ Date ____ _ Scale _________________ _ PROJECT SCOPE □ Provide structural calculations and details for a proposed expanded door opening, rear trellis, and roof addition of an existing one-story single-family residence located at 1175 Stratford Lane in Carlsbad, California. A soils report was not provided for this project. Mike Sutptenartt & Associates makes no representations concerning the suitability of the soils and/ or minimum soil values allowed by the CBC. These calculations have been prepared for the exclusive use of Jackson Design & Remodeling and their design consultants for the specific site listed above. Should modifications be made to the project subsequent to the preparation of these calculations, Mike Surprenant & Associates should be notified to review the modifications with respect to the recommendations/ conclusions provided herein, to determine if any additional calculations and/ or recommendations are necessary. Our professional services have been performed, our findings obtained, and our recommendations prepared in accordance with generally accepted engineering principles and practices. ft JQB ____________ ~~k<-1:_._l,....,b"-'(p"--- MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers SHEET NO. ________ ?,_ OF_-"--i;_,1::::'-------- ' . CALCULATED sv_m ............ ~A~-----DATE ______ _ \ CHECKEDBY _________ DATE ______ _ SCALE _________________ _ DESIGN CRITERIA SUMMARY GOVERNING CODE: 2022 C.B.C. CONCRETE: fc = 2500 PSI, NO SPECIAL INSPECTION REQ'D, (U.N.O.) MASONRY: ASTM C90, fm = 1500 PSI, SPECIAL INSPECTION REQ'D (U.N.O.) MORTAR: ASTM C270, fc = 1900 PSI, TYPES GROUT: ASTM Cl 019, fc = 2000 PSI REINFORCING STEEL: ASTM A6 l 5, Fy = 40 KSI FOR #3 AND SMALLER ASTM A615, Fy = 60 KSI FOR #4 AND LARGER (U.N.O.) STRUCTURAL STEEL: ASTM A992, Fy = 50 KSI (ALL 'W' SHAPES, ONLY) ASTM A36, Fy = 36 KSI (STRUCTURAL PLATES, ANGLES, CHANNELS) ASTM A500, GRADE B, Fy = 46 KSI (STRUCTURAL TUBES-HSS) ASTM A53, GRADE B, Fy = 35 KSI (STRUCTURAL PIPES) WELDING: E70-T6-TYP. FOR STRUCTURAL.STEEL E90 SERIES FOR A615 GRADE 60 REINFORCING BARS SAWN LUMBER: DOUG FIR LARCH, ALLOWABLE UNIT STRESSES PER THE NDS. I-JOISTS: BOISE CASCADE -ICC ESR-1336 -(BCI JOIST) MICROLLAMS/ BOISE CASCADE -ICC ESR-1040 -(VERSA-LAM) PARALLAMS/ TIMBERSTRAND GLULAMS: DOUGLAS FIR OR DOUGLAS FIR/HEM SOIL: GRADE 24F-V4 (SIMPLE SPANS) GRADE 24F-V8 (CANTILEVERS) JZf EXISTING NATURAL SOIL VALUES PER CBC TABLE I 806.2 SOIL CLASSIFICATION -lA/'\(,LASSlf:l'ED □ SOILS REPORT BY: ______________ _ DATED: . . ALLOWABLE BEARING PRESSURE ACTIVE SOIL PRESSURE (CANTILEVER) ACTIVE SOIL PRESSURE (RESTRAINED) PASSIVE SOIL PRESSURE COEFFICIENT OF FRICTION _._i...,.,5 ..... 0 ..... D __ PSF _____ PCF _____ .PCF = PCF D PRODUCT 207 J0B ______________ 7..;...,~'-"--'-13"'-'!i,"'--- MIKE SURPRENANT & ASSOCIATES SHEET N0. ________ 1-'--OF _ _.'];,::_~_._ ____ _ Consulting Structural Engineers CALCULATED sv_,_YY)..L...l-lf\'--'-------DATE ______ _ CHECKED BY ________ DATE ______ _ SCALE _________________ _ DESIGN LOADS CASE I MATERIAL: .. n~c:Lu£ CASE 11 'f lLf ROOF SLOPE: DEAD LOAD: ROOFING MA TERlAL . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ............................ ....... ...... 4, () SHEATHING .................................................................................................................. . RAFTERS/CJ. (or) TRUSSES ............................................. : ............................................. . WSULATION .................................................................................................................... . [?RYWALL ............................................................ ,, ........................................................... . OTHER (ELEC., MECH., MISC.) ...................................................................................... I. 0 TOT AL DEAD LOAD: 6 .0 LIVE LOAD: IO .0 TOT AL LOAD: 16 .0 FLOOR FLOOR MATERIAL: DEAD LOAD: NIA FLOORING FINISH ...................................................................................................... . LT. WEIGHT CONCRETE (_in.) ............................................................................ . SHEATHING .................................................................................................................. . 2.0 JOISTS ............................................................................................................................. . 3.5 DRYWALL ...................................................................................................................... . 2.5 OTHER (ELEC., MECH., MISC.) ....................................................................................... _ ___,=-=--3.0 TOT AL DEAD LOAD: .0 LIVE LOAD: .0 TOTAL LOAD: .o EXTERIOR WALL FINISH: $IV I N□ PSF 10.D PSF 1.5 4.0 1.5 2.5 0.5 PSF 2,0.0 PSF PSF ZD.O PSF PSF 40 .0 PSF DECK r,Jl A PSF PSF 2.0 3.5 2.5 3.0 PSF .0 PSF PSF .0 PSF PSF .0 PSF STUDS ............................................................................................................................ . DRYWALL ..................................................................................................................... . 1.0 PSF 2.5 1.0 PSF 2.5 INSULATION .................................................................................................................. . EXTERIOR FINISH ............................................................................................... . OTHER ............................................................................................................................ . TOTAL LOAD: INTERIOR WALL 1.5 10.0 1.0 IIP .0 PSF 1.5 .0 1.0 .0 PSF STUDS .................................................... ........................................................................................... ........... 1.0 PSF DRYWALL .................................................................................................................................................... 5.0 OTHER ............................................................ : .............................................................................................. -----1.,Q TOTALLOAD: 1•0 PSF D PRODUCT 207 MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB __________ ·"t~1~\~¼ __ SHEET NO,-------~-OF 'J-.f"' CALCULATEDBY_m~A _______ DATE ______ _ CHECKED BY _________ DATE ______ _ SCALE------------------ ,; I • - HORIZONTAL MEMBER DESIGN LEVEL: t200F MEMBERS: Hf'Ao£~ LABEL: Y2 \-\ -l SPAN= °I t; FT. jf_ UNIFORM LOAD 0 POINT LOAD (CENTERED) □ CUSTOM LOADING (SEE DIAGRAM) w1 = ( I g F:>' Ii."/.._ !'SP~) -t-(20' J 2-'i~:PS F) !:;6~P1-f (2.-t0D).tf?J •• t ~ W2 = 1 1 P1 = RL= 2,(oO I RR= Z,(Q QI lbs lbs P2 = DL= lbs DL= lbs LLR= lbs LLR= lbs USE: ,txp .. GRADE: ~Q• l C: LL= lbs LL = lbs ALT: GRADE: C: LABEL: SPAN= FT. D UNIFORM LOAD D POINT LOAD (CENTERED) D CUSTOM LOADING (SEE DIAGRAM) ~ W1= ~ W2= 1 1 P1 = RL = lbs RR= lbs P2 = DL= lbs DL = lbs LLR= lbs L4= lbs USE: GRADE: C: LL= lbs LL= lbs ALT: GRADE: C: LABEL: SPAN= FT. □ UNIFORM LOAD D POINT LOAD (CENTERED) D CUSTOM LOADING (SEE DIAGRAM) ~ W1 = ~ W2= 1 1 P1 = RL= lbs RR= lbs P2 = DL = lbs DL= lbs LLR = lbs LLR= lbs USE: GRADE: C: LL= lbs LL= lbs ALT: GRADE: C: 0 PRODUCT 207 Project Title: Engineer: Project ID: Project Descr: I Wood Beam Grant MA 24135 ll 1v Sheet No. -+-of ---1:!:i_ Project File: Grant.ec6 UC#: KW-06016476, Build:20.24.10.03 DESCRIPTION: RH-1 MIKE SUPRENANT & ASSOCIATES (c) ENERCALC, LLC 1982-2024 CODE REFERENCES Calculations per NOS 2018, IBC 2021, SDPWS 2021 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 <i 0(0.246) Lr(0.293) 4x12 Span = 9 .50 ft 1,350.0 psi 1,350.0 psi 925.0 psi 625.0 psi 170.0 psi 675.0psi E : Modulus of Elasticity Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 31.210pcf 2 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.2460, Lr = 0.2930 , Tributary Width = 1.0 ft, (W1) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.541: 1 Maximum Shear Stress Ratio = 0.374 : 1 Section used for this span 4x12 Section used for this span 4x12 fb: Actual = 1,003.99psi fv: Actual = 79.55 psi F'b = 1 ,856.25 psi F'v = 212.50 psi Load Combination +D+Lr Load Combination +D+Lr Location of maximum on span = 4.750ft Location of maximum on span = 8.564 ft Span # where maximum occurs = Span# 1 Span# where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.081 in Ratio= 1402 >=360 Span: 1 : Lr Only Max Upward Transient Deflection 0 in Ratio= 0 <360 n/a Max Downward Total Deflection 0.152 in Ratio= 750 >=240 Span: 1 : +D+Lr Max Upward Total Deflection O in Ratio= 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination II/lax Stress Ratios 11/loment 'values Sfiear 'values Segment Length Span# M V CD CM Ct Clx CE Cfu Ci Cr M fb F'b V fv F'v DOnly 0.0 0.00 0.0 0.0 Length = 9.50 ft 1 0.349 0.242 0.90 1.00 1.00 1.00 1.100 1.00 1.00 1.00 2.87 466.7 1,336.5 0.97 37.0 153.0 +D+Lr 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 9. 50 ft 1 0.541 0.374 1.25 1.00 1.00 1.00 1.100 1.00 1.00 1.00 6.18 1,004.0 1,856.3 2.09 79.6 212.5 +D+0.750Lr 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 9.50 ft 1 0.469 0.324 1.25 1.00 1.00 1.00 1.100 1.00 1.00 1.00 5.35 869.7 1,856.3 1.81 68.9 212.5 +0.60D 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 9.50 ft 1 0.118 0.082 1.60 1.00 1.00 1.00 1.100 1.00 1.00 1.00 1.72 280.0 2,376.0 0.58 22.2 272.0 I Wood Beam LIC#: KW-06016476, Build:20.24.10.03 DESCRIPTION: RH-1 Overall Maximum Deflections Load Combination Span +D+Lr Vertical Reactions Load Combination Max Upward from all Load Cond1t1ons Max Upward from Load Combinations Max Upward from Load Cases DOnly +D+Lr +D+0.750Lr +0.60D Lr Only Project Title: Engineer: Project ID: Project Descr: MIKE SUPRENANT & ASSOCIATES Max. "-" Deft Location in Span Load Combination 0.1519 4.785 Grant MA 24135 n, Sheet No. f Support notation : Far left is #1 Support 1 Support 2 2.601 2.601 2.601 2.601 1.392 1.392 1.209 1.209 2.601 2.601 2.253 2.253 0.725 0.725 1.392 1.392 of 2--'1"' Project File: Grant.ec6 (c) ENERCALC, LLC 1982-2024 Max. "+" Deft Location in Span 0.0000 0.000 Values in KIPS JOB 1,,41~1(1 MIKE SURPRENANT c( 1--1-" & ASSOCIATES SHEET NO. OF Consulting Structural Engineers CA LC ULA TED BY mA DATE CHECKED BY DATE SCALE ' ' ' .• I! ' ; < ' 7 ;l •. ' . ' ' . ,, -F· ' ' LEVEL: ~QQF MEMBERS: ~E AM~ LABEL: g.b-i SPAN= q.~ FT. ~ UNIFORM LOAD □ POINT LOAD (CENTERED) □ CUSTOM LOADING (SEE DIAGRAM) ~ W1 =(4'12X1i)P.S'F) t:: 80 \7Lf(4o0,4DLv) k W2= 1 1 P1 = RL= :11.1 12-l lbs RR= lbs P2 = DL= lbs DL= lbs LLR= lbs LLa= lbs USE: 4 't. } 1.., GRADE: l\\i). i C: LL= lbs LL= lbs ALT: GRADE: C: LABEL: SPAN= FT. D UNIFORM LOAD □ POINT LOAD (CENTERED) □ CUSTOM LOADING (SEE DIAGRAM) ~ W1= k W2= 1 1 P1 = RL= lbs RR= lbs P2 = DL= lbs DL = lbs LLR= lbs LLa= lbs USE: GRADE: C: LL= lbs LL= lbs ALT: GRADE: C: LABEL: SPAN= FT. □ UNIFORM LOAD □ POINT LOAD (CENTERED) □ CUSTOM LOADING (SEE DIAGRAM) ~ W1 = k W2= 1 1 P1 = RL= lbs Ra= lbs P2 = DL= lbs DL = lbs LLa= lbs LLR= lbs USE: GRADE: C: LL= lbs LL= lbs ALT: GRADE: C: D PRODUCT 207 Project Title: Engineer: Project ID: Project Descr: I Wood Beam Grant DC MA 24136 01 Sheet No. _I_ of Project File: Grant.ec6 LIC#: KW-06016476, Build:20.24.10.03 DESCRIPTION: RB-1 MIKE SUPRENANT &ASSOCIATES (c) ENERCALC, LLC 1982-2024 CODE REFERENCES Calculations per NOS 2018, IBC 2021, SDPWS 2021 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 - Fe -Prll Fe -Perp Fv Ft 1,350.0 psi 1,350.0 psi 925.0 psi 625.0 psi 170.0 psi 675.0psi E : Modulus of Elasticity Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 31.21 0pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling D 0.04 Lr 0.04 4x12 Span = 9.50 ft 2 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.040, Lr= 0.040 , Tributary Width= 1.0 ft, (W1) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.087: 1 Maximum Shear Stress Ratio = 0.061 : 1 Section used for this span 4x12 Section used for this span 4x12 fb: Actual = 162.34psi fv: Actual = 12.86 psi F'b = 1,856.25psi F'v = 212.50 psi Load Combination +D+Lr Load Combination +D+Lr Location of maximum on span = 4.750ft Location of maximum on span = 8.564 ft Span # where maximum occurs = Span# 1 Span# where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.011 in Ratio= 10273 >=360 Span: 1 : Lr Only Max Upward Transient Deflection O in Ratio= 0 <360 nla Max Downward Total Deflection 0.025 in Ratio = 4641 >=240 Span: 1 : +D+Lr Max Upward Total Deflection O in Ratio= 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination lli'lax S!ress Ra!ros lli'lomen! IJalues Sliear IJalues Segment Length Span# M V CD CM Ct CLx CE Cfu Ci Cr M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 9.50 ft 1 0.067 0.046 0.90 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.55 89.0 1,336.5 0.19 7.1 153.0 +D+Lr 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 9.50 ft 0.087 0.061 1.25 1.00 1.00 1.00 1.100 1.00 1.00 1.00 1.00 162.3 1,856.3 0.34 12.9 212.5 +D+0.750Lr 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 9.50 ft 1 0.078 0.054 1.25 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.89 144.0 1,856.3 0.30 11.4 212.5 +0,60D 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0,0 0.00 0.0 0.0 Length = 9.50 ft 1 0.022 0.016 1.60 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.33 53.4 2,376.0 0.11 4.2 272.0 I Wood Beam UC#: KW-06016476, Build:20.24.10.03 DESCRIPTION: RB-1 Overall Maximum Deflections Load Combination Span +D+Lr Vertical Reactions Load Combination Max Upward from all Load Conditions Max Upward from Load Combinations Max Upward from Load Cases DOnly +D+Lr +D+0.750Lr +0.60D Lr Only Project Title: Engineer: Project ID: Project Descr: MIKE SUPRENANT & ASSOCIATES Max. "-" Defl Location in Span Load Combination 0.0246 4. 785 Grant DC MA 24136 "'l,, Sheet No. ~ of~ Project File: Grant.ec6 (c) ENERCALC, LLC 1982-2024 Max. "+" Defl Location in Span 0.000 Support notation : Far left is #1 0.0000 Values in KIPS Support 1 Support 2 0.421 0.421 0.421 0.421 0.231 0.231 0.231 0.231 0.421 0.421 0.373 0.373 0.138 0.138 0.190 0.190 SHEETNQ, ________ ,, __ OF 1,-=t MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers CALCULATED BY+rM ............ --'---------DATE ______ _ CHECKED BY _________ DATE ______ _ SCALE __________________ _ .; .J •. ( ; ,, I 11 • l ii, 7 Q I LEVEL: i\)~f MEMBE~RS~:~f-A=PTE~~----- LABEL: ~~ -1 • SPAN= -1-. ·'5 FT. ;{ UNIFORM LOAD 0 POINT LOAD (CENTERED) □ CUSTOM LOADING (SEE DIAGRAM) w1 =4o?srls? llV11 o. c. (2-ovJ :z.oLr-) W2= P1 = P2 = USE: 4:'¼ @ I l/ 0. C. GRADE: i'\0-Z C:. __ _ ALT: _______ GRADE: _____ C: ___ _ LABEL: ___ _ SPAN= FT. ---- □ UNIFORM LOAD □ POINT LOAD (CENTERED) 0 CUSTOM LOADING (SEE DIAGRAM) W1= W2 = P1 = P2 = USE: _______ GRADE: _____ C: ___ _ ALT: GRADE: C: ___ _ LABEL: ___ _ SPAN= FT. ---- 0 UNIFORM LOAD 0 POINT LOAD (CENTERED) 0 CUSTOM LOADING (SEE DIAGRAM) W1 = W2= P1 = P2 = USE: _______ GRADE: _____ C: ___ _ ALT: GRADE: C: __ _ ~ 1 RL = I ],P\ DL= LLR= LL= ~ 1 RL= DL= LLa= LL= ~ 1 RL= DL= LLR= LL= ~ 1 lbs RR= I 1-~ lbs lbs DL = lbs lbs LLa= lbs lbs LL= lbs ~ 1 lbs RR= lbs lbs DL = lbs lbs LLa= lbs lbs LL= lbs k 1 lbs RR = lbs lbs DL = lbs lbs LLR = lbs lbs LL= lbs 0 PRODUCT 207 Project Title: Engineer: Project ID: Project Descr: j wood Beam Grant MA 24136 A/ ~ "\.., Sheet No. -1!__ of~ Project File: Grant.ec6 UC#: KW-06016476, Build:20.24.10.03 DESCRIPTION: RR-1 MIKE SUPRENANT & ASSOCIATES (c) ENERCALC, LLC 1982-2024 CODE REFERENCES Calculations per NOS 2018, IBC 2021, SDPWS 2021 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.2 Fb + Fb • Fe -Prll Fe • Perp Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling 0(0.0266) Lr(0.0266) 4X6 Span = 4.50 ft 900psi 900psi 1350psi 625psi 180 psi 575psi E : Modulus of Elasticity Ebend-xx 1600ksi Eminbend -xx 580ksi Density 31.21 pcf v 2 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width = 1.330 ft, (W1) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.068: 1 Maximum Shear Stress Ratio = 0.036 : 1 Section used for this span 4x6 Section used for this span 4x6 fb: Actual = 98.76psi fv: Actual = 8.08 psi F'b = 1,462.50psi F'v = 225.00 psi Load Combination +D+Lr Load Combination +D+Lr Location of maximum on span = 2.250ft Location of maximum on span = 4.057ft Span # where maximum occurs = Span# 1 Span # where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.003 in Ratio= 16984>=360 Span: 1 : Lr Only Max Upward Transient Deflection O in Ratio= 0 <360 nta Max Downward Total Deflection 0.007 in Ratio= 7874>=240 Span: 1 : +D+Lr Max Upward Total Deflection O in Ratio= 0 <240 nla Maximum Forces & Stresses for Load Combinations Load Combination l'illax S!ress Ra!1os l'illomen! 'i7alues Sliear 'i7alues Segment Length Span# M V CD CM Ct Clx CE Cfu Ci Cr M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 4.50 ft 1 0.050 0.027 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.08 53.0 1,053.0 0.06 4.3 162.0 +D+Lr 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 4.50 ft 1 0.068 0.036 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.15 98.8 1,462.5 0.10 8.1 225.0 +D+0.750Lr 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 4.50 ft 0.060 0.032 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.13 87.3 1,462.5 0.09 7.1 225.0 +0.60D 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 4.50 ft 0.017 0.009 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.05 31.8 1,872.0 0.03 2.6 288.0 I Wood Beam UC#: KW-06016476, Build:20.24.10.03 DESCRIPTION: RR-1 Overall Maximum Deflections Load Combination Span +D+Lr Vertical Reactions Load Combination Max Upward from all Load Cond1t1ons Max Upward from Load Combinations Max Upward from Load Cases DOnly +D+Lr +D+0.750Lr +0.60D Lr Only Project Title: Engineer: Project ID: Project Descr: MIKE SUPRENANT &ASSOCIATES Max. "." Defl Location in Span Load Combination 0.0069 2.266 Grant MA 24136 ; SheetNo._l _of__tl"' Project File: Grant.ec6 (c) ENERCALC, LLC 1982-2024 Max. "+" Defl Location in Span 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 0.129 0.129 0.129 0.129 0.069 0.069 0.069 0.069 0.129 0.129 0.114 0.114 0.042 0.042 0.060 0.060 MIKE SURPRENANT & ASSOCIATES Consulting Strucrural Engineers JOB _______ -----,-f 1 i ___ ____.2.._'1~l'.,><-le:KC--_ 1 Z--1-' SHEETNO. _________ OF~"---"----- CALCULATEDBY__..ffiA...........,~------DATE ______ _ CHECKED BY _________ DATE ______ _ SCALE _________________ _ LEVEL: 1\'ZELU~ MEMBERS:....,6...,f .... A......._M __ .S....._ ___ _ LABEL:16 -\ SPAN= \"f. 5 FT. ~ UNIFORM LOAD 0 POINT LOAD (CENTERED) □ CUSTOM LOADING (SEE DIAGRAM) w1 = (\</, .6'/i)C \'3 P SF)= 1 'J4Pt.,F( 1-V'D 1 9 -3Lv) USE: l ,Y-lO GRADE: 'NO . 2 re-~=--- ALT: _______ GRADE: _____ C: __ _ LABEL:! B-2.. SPAN= __ q~_FT. j?f UNIFORM LOAD □ POINT LOAD (CENTERED) 0 CUSTOM LOADING (SEE DIAGRAM) W1 = (14' I-;_ X1cs PSF)::: ~o PLi::: ( I DD I 20 Lr) USE: tx lp @ z1-() ii GRADE: NO 2-0grg. C: ----ALT: ______ GRADE: _____ C: __ _ LABEL: ___ _ SPAN= FT. ---- □ UNIFORM LOAD 0 POINT LOAD (CENTERED) 0 CUSTOM LOADING (SEE DIAGRAM) W1= W2= P1 = P2 = USE: _______ GRADE: _____ C: ___ _ ALT: GRADE: C: --- ~ 1 RL= l Q9.Q DL= LLR= LL= ~ 1 RL= 1---8~ DL= LLR= LL= ~ 1 RL= DL= LLR= LL= k 1 lbs RR= 10go lbs lbs DL= lbs lbs LLR= lbs lbs LL= lbs k 1 lbs RR= 1..~(71 lbs lbs DL= lbs lbs LLR= lbs lbs LL= lbs ~ 1 lbs RR= lbs lbs DL = lbs lbs LLR= lbs lbs LL = lbs D PRODUCT 207 Project Title: Engineer: Project ID: Project Descr: I Wood Beam Grant DC MA 24136 ./ Sheet No. _b__ of IJ, 1" Project File: Grant.ec6 LIC# : KW-06016476, Build:20.24.10.03 DESCRIPTION: TB-1 MIKE SUPRENANT & ASSOCIATES (c) ENERCALC, LLC 1982-2024 CODE REFERENCES Calculations per NDS 2018, IBC 2021, SDPWS 2021 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.2 Fb + Fb- Fc • Prll Fe -Perp Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling v 0(0.046) lr(0.093) 6x10 Span = 14.50 ft 875.0psi 875.0psi 600.0psi 625.0psi 170.0 psi 425.0 psi E : Modulus of Elasticity Ebend-xx 1,300.0ksi Eminbend -xx 470.0ksi Density 31.21 Opcf 2 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0460, Lr= 0.0930 , Tributary Width = 1.0 ft, 0/1/1) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.52.¢ 1 Maximum Shear Stress Ratio = 0.132 : 1 Section used for this span 6x10 Section used for this span 6x10 fb: Actual = 573.06psi fv: Actual = 28.09 psi F'b = 1,093.75psi F'v = 212.50 psi Load Combination +D+Lr Load Combination +D+Lr Location of maximum on span = 7.250ft Location of maximum on span = 0.000 ft Span# where maximum occurs = Span# 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.182 in Ratio= 955>=360 Span: 1 : Lr Only Max Upward Transient Deflection Qin Ratio= 0<360 n/a Max Downward Total Deflection 0.294 in Ratio= 591 >=240 Span: 1 : +D+Lr Max Upward Total Deflection O in Ratio = 0<240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ra!10s Momeni 'i7alues Sfiear 'i7alues Segment Length Span# M V CD CM Ct Clx CE Cfu C i Cr M fb F'b V fv F'v DOnly 0.0 0.00 0.0 0.0 Length = 14.50 ft 1 0.277 0.070 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.51 218.5 787.5 0.37 10.7 153.0 +D+Lr 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 14.50 ft 1 0.524 0.132 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 3.95 573.1 1,093.8 0.98 28.1 212.5 +D+0.750Lr 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 14.50 ft 1 0.443 0.112 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 3.34 484.4 1,093.8 0.83 23.7 212.5 +0.600 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 14.50 ft 1 0.094 0.024 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.90 131.1 1,400.0 0.22 6.4 272.0 I Wood Beam UC#: KW-06016476, Build:20.24.10.03 DESCRIPTION: TB-1 Overall Maximum Deflections Project Title: Engineer: Project ID: Project Descr: MIKE SUPRENANT & ASSOCIATES Grant DC MA 24136 "?Y Sheet No. 1!{..-of_V_1_ Project File: Grant.ec6 (c) ENERCALC, LLC 1982-2024 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+Lr Vertical Reactions 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 0.2944 7.303 Support notation : Far left is #1 Support 1 Support 2 1 090 1.090 1.090 1.090 0.674 0.674 0.416 0.416 1.090 1.090 0.921 0.921 0.249 0.249 0.674 0.674 0.0000 Values in KIPS 0.000 Project Title: Engineer: Project ID: Project Descr: j wood Beam Grant DC MA 24136 Sheet No.~ of ...1lt_ Project File: Grant.ec6 LIC#: KW-06016476, Build:20.24.10.03 DESCRIPTION: TB-2 MIKE SUPRENANT & ASSOCIATES (c) ENERCALC, LLC 1982-2024 CODE REFERENCES Calculations per NDS 2018, IBC 2021, SDPWS 2021 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.2 Fb + Fb- Fc -Prll Fe -Perp Fv Ft 875psi 875psi 600psi 625psi 170 psi 425psi E : Modulus of Elasticity Ebend-xx 1300ksi Eminbend -xx 470ksi Density 31.21 pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling D 0.02 Lr 0.04 4x6 2 Span= 9.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D = 0.010, Lr= 0.020 ksf, Tributary Width= 2.0 ft, (W1) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.311: 1 Maximum Shear Stress Ratio = 0.096 : 1 Section used for this span 4x6 Section used for this span 4x6 fb: Actual = 441.86psi fv: Actual = 20.37 psi F'b = 1,421.88psi F'v = 212.50 psi Load Combination +D+Lr Load Combination +D+Lr Location of maximum on span = 4.500fl Location of maximum on span = 8.573fl Span # where maximum occurs = Span# 1 Span # where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.094 in Ratio= 1147>=360 Span: 1 : Lr Only Max Upward Transient Deflection Qin Ratio= 0 <360 nla Max Downward Total Deflection 0.151 in Ratio= 715>=240 Span: 1 : +D+Lr Max Upward Total Deflection O in Ratio= 0<240 n/a Maximum Forces & Stresses for Load Combinations Load Combination IQlax S!ress Ra!ios IQlomen! 'i7alues Sfiear 'i7alues Segment Length Span# M V CD CM Ct CLx CE Cfu Ci Cr M fb F'b V fv F'v DOnly 0.0 0.00 0.0 0.0 Length = 9.0 fl 1 0.163 0.050 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.24 166.4 1,023.8 0.10 7.7 153.0 +D+Lr 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 9.0 fl 1 0.311 0.096 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.65 441.9 1,421.9 0.26 20.4 212.5 +D+0.750Lr 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 9.0 fl 1 0.262 0.081 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.55 373.0 1,421.9 0.22 17.2 212.5 +o.60D 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 9.0 fl 1 0.055 0.017 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.15 99.9 1,820.0 0.06 4.6 272.0 I Wood Beam LIC#: KW-06016476, Build:20.24.10.03 DESCRIPTION: TB-2 Overall Maximum Deflections Load Combination Span +D+Lr Vertical Reactions Load Combination Max Upward from all Load Cond1t1ons Max Upward from Load Combinations Max Upward from load Cases D Only +D+Lr +D+0.750Lr +0.60D Lr Only Project Title: Engineer: Project ID: Project Descr: MIKE SUPRENANT &ASSOCIATES Max. "-" Defl Location in Span Load Combination 0.1510 4.533 Grant DC MA 24136 Sheet No. _rb_ of~ Project File: Grant.ec6 (c) ENERCALC, LLC 1982-2024 Max. "+" Defl Location in Span 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 0.289 0.289 0.289 0.289 0.180 0.180 0.109 0.109 0.289 0289 0.244 0.244 0.065 0.065 0.180 0.180 Mike Surprenant Job & Associates Sheet No. Consulting Structural Engineers Calculated by yY\f\ Checked by WIND DESIGN Main Wind Force Resisting System: Method Used = Analytical Procedure Maximum Building Height (z) =~feet Design Wind Speed =~mph (100 mph for California) l<.i = 0.85 I= 1.00 Exposure Category =lr ----::B:-al (per ASCE-7, 26.7.3) K,= 0.70 K,t = 1.00 G = 0.85 Gcp; = -0.18 Cp = 0.80 and -0.5 (windward and leeward walls) qh = 15.24 pst 1.41 :?2\a 11 of ".kl: Date Date P =j 10.53ipsf (Note: Reduced by factor of 1.6 for ASD Design) Exposure a Lg a 8" a Ei C I E CHOSEN EXPOSURE = B 7.0 1200 0.14 0.84 0.25 0.45 0.30 320 0.33 C 9.5 900 0.11 1.00 0.15 0.65 0.20 500 0.20 D 11.5 700 0.09 1.07 0.11 0.80 0.15 650 0.13 SEISMIC DESIGN ;:site L;I 1.:> 1 =u.1 lvt=U . .l 1;:s1=u . .> ,.., ,=u.<+ Method used = Equivalent Lateral Force Procedure A 0.8 0.8 0.8 0.8 Occupancy Category = 2 R = r.:cl6--=.5---, I = 1.0 Site Class = D t------1 Ss = 1.054 S1 = 0.382 Seismic Design Category (SOS) = D Seismic Design Category (SD1) =t,D_.,----1 Ta = 0.22 Cs= 0.13 Csmax = 0.34 C smin = 0.04 Csact = .. ,0-.1-3_0_.,. g g sec (1,2,3,4) (Residential= 2) (6.5 for wood shear walls) (Residential = 1.0) B C D E (A,B,C,D,E) (0.2 sec) {1 sec) F.=~ Fv= ~ 0.8 1.5 2.4 4.2 0.8 0.8 1.5 1.5 2.2 2.0 3.3 2.8 Sos= 0.843 g So1 = 0.488 g (Use the worst case seismic design category) 0.8 1.5 1.9 2.4 p = .... I __ 1._.31 q v =I o.12ojwx (Cs.ct *p)*W/1.4 Lmin 30 15 7 I.:.I-eu.:i 0.8 0.8 1.5 1.8 2.2 JQ8 ____________ _.2.._J4.:....,_\...,,.~"""''°'------ MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers SHEET NQ. ________ k>_ OF___;_1_,_r ____ _ CALCULATED BY.._i"\__,__,A.~-----DATE _____ _ CHECKED BY ________ DATE _____ _ SCALE ________________ _ ROOF WEIGHT: Wt (DEAD LOADS) (SEISMiq Diaphragm=\ 2-'V:5-2 s~)(2,0PS~ )-t ( 2.l.11 SF){ 5'P~P).::: Exterior Wall Weight= ( 1.'36'' 'J ~ .I?' 1-:2--)(\V11'Sf):; - Interior Wall Weight= t2-'t01 xg .c:}/ 'i-'( -=t-PS:i=) ~ Total Weight (Tributary to Diaphragm)= FLOOR WEIGHT: ---- LJD'.245 LBS I q LD52.-LBS 1140 LBS % 1-l 3q LBS Diaphragm=-----------------------''-----------LBS Exterior Wall Weight=--'------'------'----------------LBS Interior Wall Weight= __________________________ LBS Total Weight (Tributary to Diaphragm)=---,------~-------------LBS -FLOOR WEIGHT: Diaphragm= _____________________________ LBS Exterior Wall Weight=-------,--------------------LBS Interior Wall Weight= _______ _;__ __________________ LBS Total Weight (Tributary to Diaphragm)= _____________________ LBS TOT AL DEAD LOAD, Wt = BASE SHEAR, V = () -I J,,0 + ( 2.0% Addn'l F.O.S.) Wt={). i~-4 Wt-::: UNIT SHEAR, v = V / Area (Applies to single level structures only)= \J'J i J-J C) (lo .VJ -~P~f-)(i .811--tl')/(-41.'J•)~ 2-~C3 PS~ g3:j~q_ LBS i 2 '54)S' LBS 4, 26 PSF Sf\Sl-11 c Go\l'f~/Ji D PRODUCT 207 . ' . MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB __________ J.;_4-'---'I ~=--.cclD __ SHEET NO. _________ _ OF "J,"f CALCULATEDBY~mA~~------DATE ______ _ CHECKED BY _________ DATE ______ _ SCALE ___________________ _ SHEARW ALL DESIGN Story Shearwalls E>·\tJ Direction Unit Lateral Load, v = 4-15 psf Gridline ~ • 1 • ) I Cf'l _ sq. ft. Tributary Area (This Level): ( I lo 1) '21 / 1-_ Lateral Load (This Level): ( I tl\2,Sf = 4. 25 F'SF).::: 81 iR. .bs Lateral Load (Level Above): -Lbs -Total Load (All Levels), F, = 81~ Lbs Shearwall(s) Length, L = -i.6 ft. Unit Wall Shear, v = F/L = _I ~ I plf Shearwall Type: @ Overturning: L= ft. ✓ Okay by Inspection Uplift= Lbs Holdown Anchor Type: □ Gridline Tributary Area (This Level): sq. ft. Lateral Load (This Level): Lbs Lateral Load (Level Above): Lbs Total Load (All Levels), F, = Lbs Shearwall(s) Length, L = ft. Unit Wall Shear, v = F/L = plf Shearwall Type: 0 Overturning: L= ft. __ Okay by Inspection Uplift= Lbs Holdown Anchor Type: □ Gridline Tributary Area (This Level): sq. ft. Lateral Load (This Level): Lbs Lateral Load (Level Above): Lbs Total Load (All Levels), F, = Lbs Shearwall(s) Length, L = ft. Unit Wall Shear, v = F,/L = plf Shearwall Type: 0 Overturning: L= ft. __ Okay by Inspection Uplift= Lbs Holdown Anchor Type: □ D PRODUCT 207 Joa ______________ 1-_.t\_1_72_,,__1 ..... o_ MIKE SURPRENANT & ASSOCIATES SHEET NQ. ________ w_ OF "J,;,-:/,--- '--.r------','='="""-,-Consulting Structural Engineers CALCULATEO BY~rnA~------OATE _____ _ CHECKEDBY ________ DATE _____ _ SCALE ________________ _ FOUNDATION DESIGN ALLOWABLE APPLIED LOADS Allowable Soil Bearing Pressure (ASBP) = I 1 '500 j psf (Per Design Criteria) CONTINUOUS FOOTINGS i Wmax t t/ LJ ✓ h . . I/ ✓ k 1 k b 71 MARK: CF-1 Ftg. Width (b) = I • U ft. Depth of Ftg. (h) = i . b ft. w AllOW = AsBP (b) =_,_.\,~S~o_D~(~1-~o~l)~·---------'-'1,~0~olli>1f I USE: 11--"WIDE x I 'l "DEEP. WITH # -TOP & BOTTOM MARK: CF-2 Ftg. Width (b) = ____ ft. Depth of Ftg. (h) = _____ ft. w AllOW = ASBP (b) =--------------.Plf I USE: "WIDEx W MAX @ Gridline ...fL_ = WMAX @ Gridline __ = WMAX@ Gridline __ = WMAX @ Gridline __ = "DEEP. WITH # Z1JO plf plf plf plf TOP&BOTTOM USE: CF-_I_ USE: CF- USE: CF- USE: CF- D PRODUCT 207 MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB ____________ --""2'-'4'-'-l~-=-=(R- SHEET NQ. _________ i_i_ QF_Z_1--_____ _ CALCULATEDBY.._rML...>O--------DATE ______ _ CHECKED BY _________ DATE ______ _ SCALE _________________ _ CONTINUOUS FOOTINGS -MAX POST LOADS lp-; 2h (ft.) MARK: CF-1 PMAX = ASBP(b)(2h) = l.':JODPS~ (II Xi· I I) ' ?:J,OOD LBS. MARK: CF-2 PMAX = ASBP(b)(2h) = __________________ LBS . I/ I/ I h (ft.) D PRODUCT 207 - " .. .. - - .. MIKE SURPRENANT & ASSOCIATES JOB ________ lli+-----=24......L.!.--13:::...Lf...,____ SHEET NO·------~-'--OF____,,,i~,rl------- '---=--~-Consulting Structural Engineers CALCULATED BY.J..m..L.l..!....-A,___ ____ DATE ____ _ CHECKEDBY _______ DATE ____ _ SCALE ______________ _ SPREAD FOOTINGS -MAX. ALLOWABLE CONCENTRATED LOADS PMAX " =l(ft.) --- l b(ft.} l MARK: P-1 1 1 PMAx = ASBP (b)2 = (I QOQ)~Y., 4l 000 LBS. I USE: 24" SQUARE x j z_ "DEEP WITH (2) # 4 EACH WAY @ BOTTOM I MARK: P-2 PMAx =ASBP(b)2 =(IQOO)L2-S).-l ~I 2-SO LBS I USE: 30" SQUARE x Ii, " DEEP WITH (3) # 4 EACH WAY @ BOTTOM I MARK: P-3 PMAx = ASBP (b)2 = llDDrii. ;Y--g1000 LBS. I USE: 36"SQUAREx j'},,, "DEEPWITH(4)#4EACHWAY@BOTTOM I MARK: P-4 PMAx = ASBP (b)2 = l I VQDXt:i ·S 1 '}., /1,1 z,$.J LBS. I USE: 42" SQUARE x l 2.-" DEEP WITH (5) # 4 EACH WAY @ BOTTOM I MARK: P-5 PMAx = ASBP (b)2 = Ci ODD}-1)2 I !J2 I bOO LBS. r I USE: 48" SQUARE x iv "DEEP WITH (6) # 4 EACH WAY @ BOTTOM I D PRODUCT 207 MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB ________ --,---------~~~A-_I <?li?~- SHEETNQ. _________ i_{_ OF_i,~1--_____ _ CALCULATED BY ________ _ DATE _______ _ CHECKED BY _________ _ DATE _______ _ SCALE ____________________ _ SCHEDULES D PRODUCT 207 Rl::V. MARCI-I 2(l)j4 SHEARWALLSCHEDULE DE5CRIPTION 61-lEARWALL NAILING (ij)@ 51-lEAR TRANSFER SPEC.@ G)®@® 3x ® NAIL SILL ATT ACl-f1ENrCDCD® BOTTOM PLATE@ TOP PLATE SYHBOL VALUE INSP. MATERIAL !=RAHING BN. I EN. FN. (PLF) SIZE 00 REGl'D REGl'D S/8't AB. SPACING NAILS, LAGS CLIPS 0 260 NO 3/8' APA RATED 51-lEATHING NO 8d b' 12· 48' o.c. lbd fil b'Ot:.. A3S e lb' OC.. 0 31CZJ NO 15/32' STRUCTURAL I NO J(2Jd 6' 12' 32' O.C. lbd., b' OC.. A3S lil 12' O.C. RATED SHEATHING 0 3512) YES 3/8' APA RATED 5!-IEATI-IIN6 NO 8d 4' 12' 32' o.c. lbd., 4' OC. A3S ti 12' O.C. 0 5!:>12) YES 3/8' STRUCTURAL I YES 8d 3' 12' 24'0C. 1/4'+ X b' SDS • 4' O.C. A35 e 8' o.c. RATED 51-1EATI-IIN6 (STAGGERED TO 4x BLK'GJ 0 130 YES 3/8' STRUCTURAL I YES 8d 2' 12· lb'O.C. 1/4 't X b' SOS • 3' OC.. LTP4 & 8' OC. RATED 5HEATI-IIN6 (STAGGERED TO 4x BLK'GJ 0 800 YES 15/32' STRUCTURAL I YES 10d 2' 12' lb'O.C. 1,f♦ X b' SDS e 2111' OC. LTP4 & 8' OC. RATED SHEATI-IIN6 (STAGGERED TO 4x BLK'GJ 0 15/32' STRUCTURAL ! RATED 5/8'+ X 8' LAGS lil 8' O.C. 12.,12) YES 51-iEA THING ! APPLIED TO ® YES 10d 2' 12· 8' O.C. LTP4 • 6' O.C. BOTH SIDES Cf WALL/ (STAGGERED TO 4x BLK'GJ 51-lEARUJALL 5Cl-lEDULE FOOTNOTES: (I) A~ 60L TS MU5T 6E EMeEDDED 1' H!Nll1\J1 INTO NEW CONCRETE, IJ'U.ES6 NOTED OTl-lERWISE. Hf<E 51-iEAFilllALLS ARE TO BE ATTACHED TO 0<I5TN::. CONCRETE, S/8'♦ TI-lf<EADED ROD ANCI-IOR& &I-LALL BE EPOXIED WITl-l 1' MINIMU'1 El'!6EDMENT INTO THE EX\5mt:, FOOTIIIS5 AT Tl-IE 5PACINu INDICATED IN A00YE SCl-0:Dll.E. USE SIMPSCt< 'SET-36' EPOXY. (5PECIAL N&FECTION f<EQJIREDJ. (D SILL PLATES TO BE ATT.ACIED U511,t; A MIN\t1JM Of (1) ANCHOR BOLTS f'ER PIECE um! ANO~ BOLTS LOCATED 4-3/8' l11NIMJH t 12' NAXlt1tl'1 FRa'1 EA0-1 END. @ ANCHOR. SOLT HOLES TO SE DRIU.ED 1132' MAl<M.11 OVEi.!5IZED. @ FO..NDATION ANCHOR 60LT5 IN ALL SH:AAIJJALLS &HALL INCLUDE STEEL PLATE WASHERS, A NIN\?"1..11 OF 012'3 INCi-l BY 3 NCI-IES BY 3 INCIE5 N SIZE, BETU,EEN THE &ILL PLATE AND NJL Tl-IE ~OLE IN TI-IE PLATE WASHoR 15 f'Ef;?11TTED TO 6E DIAGONALLY SLOTTED Win-! A WIDTH UF TO 3nb INCi-i LA~R THAN il4E 60LT DIAMETER AND A SLOT LENGTH NOT TO E><CEED 1-3/, INCl4E5, PROVIDED A STANDARD CUT WASHER 15 PLACED BETUEEN THE PLATE UJA5MER AND il4E l'-IIT. THE PLATE 111A51-1ER &HALL EXTEND TO UITHIN In' Cf Tl-IE EDGE Cf THE BOTTa-1 PLATE 00 Tl-IE SIDE/SJ WJTH &f.!EATHINCi. (Stt'SCN ~-3' ACCEPTABLE). THE i'IJT5 SHALL SE TIGHTENED JJST PRIOR TO COV!:Rll-t; ll.lALL FR,l,MIN6. SEE ALSO Ul:lOD NOTE '31. @ USE DOJGLA5 RR N0.1 A'il:S&Jri£ TFcEATED &ILL PLATES. ENGINEER TO BE NOTIFIED FOR RE-DE&IC.N IF OTI-IER &FECIES Cf &ILL PLATES ARE USED OR ARE PART Cf Tl-IE EXl&TI~ BUILDINc.. @ ffRE NOTED, FRAMINu AT FOlNDATICN SILL PLATES, AND ALL FRAMINu MEMeERS RECEIYIN(; EDGE NAILINu FROM AElUTTINu PAIELS, SMALL BE 3x NDHINAL OR n!ICKER. ALL SILL PLATE AND SHEATHING JOINT NAILIN:i SHALL SE STAGGERED. NOTE, :lx SILL Fl.ATE NOT REQJIRED FOR TYPE '3' SMEARII/ALL5 Fl<OYIDED REOUIRE!1ENT5 OF FOOTNOTE •4 ARE NET. G) SHEAR PANELS &HALL BE APPLIED Dll<ECTLY TO STUD fRAMII(; AT lb' ON CENTER MAXIMUM. @ UJEF<E SIEATHI~ P.6NEL& AF<E AFFLIED CN 6011-1 FACES OF TIE &HEARIIIALL, &HEATHINu PANEL JONT5 SHALL OCCUR AT 3x Na'11NAL OR TI-IICKER FRAMIN6 MEMBER&. Pl>NEL JOINT& 00 EACI-I SIDE Cf WALL SHALL BE &TAGCsEFIED. @ AU. ~ SHEAlHINu PANEL EDGES &HALL BE BLOCKED WITI-l l11NMJ'1 2x BLOCXll'l'.i, IM.ESS NOTED OTl6ilJJISE. @ 51-!EAl<WAI.L& WIT!l MO!,£ Tl-I.AN OOE VERTICAL PANEL IN 1-!Elc.HT &HALL HAVE EITHER VERTICAL OR HORIZONTAL STAGGERED SPLICED JOINTS. @ Cl<U. Y COl110N NAILS ARE TO BE USED FOR ALL &HEAT~INu ATTAClt!ENT. NAIL 61..NS U51N6 'CLIPPED HEAD' OR 'SINKER' NAILS ARE NOT ACCEPTABLE. @ FRO\IIDE 3/8' MINIMUM EDGE Dl&TANCJ;& FOR ALL 5Hl:ATH~ AND ffiAMll'.G ~ EOOE NAILIN(;. @ STUCCO ANO/OR EXTERIOR VENEER OVER A llJOOD 51-\EATHING SHEAfalJALL 51-\ALL BE IUATERFROCJFED IUT~ A l11NIM\.N Cf (1) LAYERS OF I~ lb. FELT PAPER @ PERIODIC &FECIAL INSFECTICN 15 F<EQJIRl'D FER cec SECTICN 110SJ12 (Vl,RIFY wl LOCAL BUILD!!-(; JURISDICTI~ ;: E><EMFTICNS APPL 'rl. ~ ,., (") a:: 0 1--1 i Re>~ :::.> = r;J'J CJ') ~ oo e 20~ ,., ("".) '"d [;i;~ trl~z = trj lr:.n~ ~ ~ () :c l!J ;,; ,., 0 ~ ~ C s 8 ~ 0 0 ~ ~ (/) I 6 z ~ 0 ..., ;t c... 0 co JOB __________ _,,,2:.....,.4___:_/_~_lti_ MIKE SURPRENANT SHEET NO. 1/r OF 'J;l" & ASSOCIATES Consulting Structural Engineers -------~--------- CALCULATED BY ________ DATE ______ _ CHECKED BY _________ DATE ______ _ SCALE _________________ _ ' , I, 1 ,: SPREAD FOOTING SCHEDULE SYMBOL SIZE AND REINFORCEMENT (f'c•2p00 p&I f f!J•6'2'k61) <8> 2411 SQUARE X 12.. 11 DEEP WI (2) # 4 EACl-l WAY <8> 3011 SQUARE X )2-11 DEEP WI (3) # 4 EACH WAY <B> 3611 SQUARE X l'Z-11 DEEP WI (4) # 4 EACl-l WAY <B> 4211 SQUARE X j z, 11 DEEP WI (5) # 4 EACl-l WAY <B> 4811 SQUARE X I z_ 11 DEEP WI ( 6) # 4 EACl-l WAY