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Home My WebLink About04_Starr Residence CDP_PA2024-0009CITY OF NEWPORT BEACH ZONING ADMINISTRATOR STAFF REPORT July 25, 2024 Agenda Item No. 4 SUBJECT: Starr Residence (PA2024-0009) ▪Coastal Development Permit SITE LOCATION: 2491 Crestview Drive APPLICANT: Shelley Starr OWNER: 2491 Crestview LLC PLANNER: Oscar Orozco, Assistant Planner 949-644-3219 or oorozco@newportbeachca.gov LAND USE AND ZONING •General Plan Land Use Plan Category: RS-D (Single Unit Residential Detached) •Zoning District: R-1 (Single-Unit Residential) •Coastal Land Use Plan Category: RSD-B (Single Unit Residential Detached – 6.0 – 9.9 DU/AC) •Coastal Zoning District: R-1 (Single-Unit Residential) PROJECT SUMMARY A coastal development permit (CDP) to allow a remodel and addition to an existing 3,999- square-foot single-unit dwelling. The proposed addition is 3,876 square feet, which is greater than 10% of the existing residence. Additionally, the addition includes a height increase that exceeds 10% of the existing height. Therefore, a CDP is required. The proposed development includes additional appurtenances such as walls, fences, patios, hardscape, drainage devices, and landscaping. RECOMMENDATION 1)Conduct a public hearing; 2)Find this project exempt from the California Environmental Quality Act (CEQA) pursuant to Section 15301 under Class 1 (Existing Facilities) of the CEQA Guidelines, California Code of Regulations, Title 14, Division 6, Chapter 3, because it has no potential to have a significant effect on the environment; and 3)Adopt Draft Zoning Administrator Resolution No. _ approving Coastal Development Permit filed as PA2024-0009 (Attachment No. ZA 1). 1 Starr Residence (PA2024-0009) Zoning Administrator, July 25, 2024 Page 2 DISCUSSION Land Use and Development Standards •The subject property is in the R-1 Coastal Zoning District, which provides for single- unit residential development and is consistent with the City’s Coastal Land Use Plan, General Plan, and Zoning Code. A coastal development permit is required, and the property is not eligible for a waiver for de minimis development because the property is in the Coastal Commission Appeal Area. •The property currently consists of one legal lot developed with a single-family residence. The neighborhood is predominantly developed with two-story, single- family residences. The proposed design, bulk, and scale of the development are consistent with the existing neighborhood pattern of development and expected future development is consistent with applicable development standards. •The proposed remodeled single-family dwelling and accessory structures conform to all applicable development standards, including floor area limit, setbacks, height, and off-street parking as evidenced by the project plans and illustrated in Table 1 below. Table 1 – Development Standards Development Standard Standard Proposed Setbacks (min.) Front 10 feet 10 feet 7 inches Sides 4 feet 4 feet Rear (alley) 10 feet 21 feet 6 inches Allowable Floor Area (max.) 13,652 square feet 7,875 square feet Open Volume Area (min.) 1,023 square feet 3,768 square feet Parking (min.) 3-car garage 3-car garage Height (max.) 24-foot flat roof 29-foot sloped roof 13.41 feet (flat roof) 25.5 feet (sloped roof) Hazards •The project site is located approximately 600 feet from the Newport Harbor and are separated from the water by existing residential development between the subject site and the water. The project site is not protected by a bulkhead. •The finished floor elevation for the single-unit residence is 13.31 feet (NAVD 88), which complies with the minimum 9.00-foot (NAVD 88) elevation standard. •The property is not located in an area known for the potential of seismic activity. All projects are required to comply with the California Building Code (CBC) and Building Division standards and policies. Construction plans are reviewed for compliance with approved investigations and CBC before building permit issuance. 2 Starr Residence (PA2024-0009) Zoning Administrator, July 25, 2024 Page 3 Water Quality •The property is not located on the shoreline nor is it located within 100 feet of coastal waters. The project design addresses water quality with a construction erosion control plan and a post construction drainage system that includes drainage and percolation features designed to retain dry weather and minor rain event run-off on- site. Any water not retained on-site is directed to the City’s storm drain system. •The project design addresses water quality with a water quality management plan that outlines temporary Best Management Practices (BMPs) to be implemented during construction to minimize erosion and sedimentation, and to minimize pollution of runoff derived by construction chemicals and materials. No water quality impacts to coastal waters are anticipated based upon the location and elevation of the property. Public Access and Views •The project site is located between the nearest public road and the sea or shoreline in the private community of Bayshores. Developed in 1941, Bayshores is a 258-lot, single-family gated community located on the Lido Channel, southwest of Coast Highway and Newport Bay Bridge. The 39-unit Anchorage Apartment complex is also located within the community. The community is accessible from West Coast Highway via Bay Shore Drive, a private street. The shoreline is on the south and east sides of the community and consists of bulkheads and two small sandy beaches. •Coastal Land Use Plan Policy 3.1.5-3 requires public access consistent with public access policies for any new development in private/gated communities causing or contributing to adverse public access impacts. Implementation Plan Section 21.30A.040 (Determination of Public Access/Recreation Impacts) requires that the provision of public access bear a reasonable relationship between the requirement and the project’s impact and be proportional to the impact. In this case, the project adds to an existing single-unit dwelling. Therefore, the project does not involve a change in land use, density, or intensity that will result in increased demand on public access and recreation opportunities. Furthermore, the project is designed and sited so as not to block or impede existing public access opportunities. •The residential lot do not currently provide, nor do they inhibit public coastal access. Vertical and lateral access to the bay front is available adjacent to the Bayshores community at the Balboa Bay Club, immediately north of the Bayshores community. •The project site is not located adjacent to a coastal view road, public viewpoint, public park or beach, or public accessway, as identified in the Coastal Land Use Plan. Furthermore, an investigation of the project site and surrounding area did not identify 3 Starr Residence (PA2024-0009) Zoning Administrator, July 25, 2024 Page 4 any other public view opportunities. The project site may be located within the viewshed of distant public viewing areas; however, the project will remodel and add to an existing single-unit dwelling that complies with all applicable Local Coastal Program development standards and maintains the existing building envelopes consistent with the existing neighborhood pattern of development. Therefore, the project does not have the potential to degrade the visual quality of the Coastal Zone or result in significant adverse impacts to public views. ENVIRONMENTAL REVIEW This project is exempt from the California Environmental Quality Act (CEQA) under Section 15301 under Class 1 (Existing Facilities) of the CEQA Guidelines, California Code of Regulations, Title 14, Division 6, Chapter 3 because it has no potential to have a significant effect on the environment. Class 1 exempts the minor alterations involving negligible or no expansion of use. The proposed project consists of the addition of approximately 3,876 square feet to a single- family residence and therefore qualifies within this exemption. There are no known exceptions listed in CEQA Guidelines Section 15300.2 that would invalidate the use of this exemption. The project location does not impact an environmental resource of hazardous or critical concern, does not result in cumulative impacts, does not have a significant effect on the environment due to unusual circumstances, does not damage scenic resources within a state scenic highway, is not a hazardous waste site, and is not identified as a historical resource. PUBLIC NOTICE Notice of this public hearing was published in the Daily Pilot, mailed to all owners and residential occupants of property within 300 feet of the boundaries of the site (excluding intervening rights-of-way and waterways), including the applicant, and posted on the subject property at least 10 days before the scheduled hearing, consistent with the provisions of the Municipal Code. Additionally, the item appeared on the agenda for this meeting, which was posted at City Hall and on the city website. APPEAL PERIOD: This action shall become final and effective 14 days following the date the Resolution is adopted unless within such time an appeal or call for review is filed with the Community Development Director by the provisions of Title 21 (Local Coastal Program [LCP] Implementation Plan) of the Newport Beach Municipal Code. Final action taken by the City may be appealed to the Coastal Commission in compliance with Section 21.64.035 (Appeal to the Coastal Commission) of the City’s certified LCP and Title 14 California Code of Regulations, Sections 13111 through 13120, and Section 30603 of the Coastal Act. For additional information on filing an appeal, contact the Planning Division at 949-644-3200. 4 Starr Residence (PA2024-0009) Zoning Administrator, July 25, 2024 Page 5 Prepared by: ____________________________ Oscar Orozco, Assistant Planner DL /oo Attachments: ZA 1 Draft Resolution ZA 2 Vicinity Map ZA 3 Project Plans 5 Attachment No. ZA 1 Draft Resolution 6 01-10-2023 RESOLUTION NO. ZA2024-### A RESOLUTION OF THE ZONING ADMINISTRATOR OF THE CITY OF NEWPORT BEACH APPROVING A COASTAL DEVELOPMENT PERMIT TO ALLOW THE REMODEL AND ADDITION TO AN EXISTING SINGLE-UNIT DWELLING LOCATED AT 2491 CRESTVIEW DRIVE (PA2024-0009) THE ZONING ADMINISTRATOR OF THE CITY OF NEWPORT BEACH HEREBY FINDS AS FOLLOWS: SECTION 1. STATEMENT OF FACTS. 1. An application was filed by Shelley Starr (Applicant), concerning property located at 2491 Crestview Drive, legally described as Lot 72 of Tract 1140 (Property), requesting approval of a coastal development permit. 2. The applicant requests a coastal development permit (CDP) to allow a remodel and addition to an existing 4,016-square-foot single-unit dwelling. The proposed addition is 3,876 square feet, which is greater than 10% of the existing residence. Additionally, the addition includes a height increase that exceeds 10% of the existing height. Therefore, a CDP is required. The proposed development includes additional appurtenances such as walls, fences, patios, hardscape, drainage devices, and landscaping. The project complies with all development standards and no deviations are requested. All improvements authorized by this CDP will be located on private property (Project). 3. The Property is designated RS-D (Single Unit Residential Detached) by the General Plan Land Use Element and is located within the R-1 (Single-Unit Residential) Zoning District. 4. The Property is located within the coastal zone. The Coastal Land Use Plan category is RSD-B (Single Unit Residential Detached – 6.0 – 9.9 DU/AC) and it is located within the R-1 (Single-Unit Residential) Coastal Zoning District. 5. A public hearing was held on July 25, 2024, online via Zoom. A notice of the time, place, and purpose of the hearing was given by the Newport Beach Municipal Code (NBMC). Evidence, both written and oral, was presented to and considered by, the Zoning Administrator at this hearing. SECTION 2. CALIFORNIA ENVIRONMENTAL QUALITY ACT DETERMINATION. 1. This Project is categorically exempt pursuant to Title 14 of the California Code of Regulations Section 15301, Division 6, Chapter 3, Guidelines for Implementation of the California Environmental Quality Act (CEQA) under Class 1 (Existing Facilities) because it has no potential to have a significant effect on the environment. 2. Class 1 exempts the minor alterations involving negligible or no expansion of use. The proposed project consists of the addition of approximately 3,876 square feet to an existing single-family residence and therefore qualifies within this exemption. There are no known exceptions listed in CEQA Guidelines Section 15300.2 that would invalidate 7 Zoning Administrator Resolution No. ZA2024-### Page 2 of 7 01-10-2023 the use of this exemption. The project location does not impact an environmental resource of hazardous or critical concern, does not result in cumulative impacts, does not have a significant effect on the environment due to unusual circumstances, does not damage scenic resources within a state scenic highway, is not a hazardous waste site, and is not identified as a historical resource. SECTION 3. REQUIRED FINDINGS. By Section 21.52.015 (F) (Coastal Development Permits - Findings and Decision) of the Newport Beach Municipal Code, the following findings, and facts in support of such findings are set forth: Finding: A. Conforms to all applicable sections of the certified Local Coastal Program. Facts in Support of Finding: 1. The proposed development complies with applicable residential development standards including, but not limited to, floor area limitation, setbacks, height, and parking. a. The maximum gross floor area limitation is 13,652 square feet and the proposed floor area with the addition totals 7,603 square feet. b. The proposed development provides the minimum required setbacks, which are 10 feet along the front property line abutting Crestview Drive, 4 feet along each side property line, and 10 feet along the rear property line. c. The highest guardrail is less than 24 feet from the established grade and the highest ridge is no more than 29 feet from the established grade, which complies with the maximum height requirements. d. The project includes garage parking for a total of three vehicles, complying with the minimum three-car garage parking requirement for single-family residences with more than 4,000 square feet of habitable floor area. 2. The neighborhood is predominantly developed with two-story, single-unit residences. The proposed design, bulk, and scale of the development are consistent with the existing neighborhood pattern of development. 3. The Property is located approximately 600 feet from the Newport Harbor and is separated from the water existing residential development between the subject site and the water. The project site is not protected by a bulkhead. 4. The finished floor elevation for the single-unit residence is 13.31 feet (NAVD 88), which complies with the minimum 9.00-foot (NAVD 88) elevation standard. 8 Zoning Administrator Resolution No. ZA2024-### Page 3 of 7 01-10-2023 5. The Property is not located in an area known for the potential of seismic activity. All projects are required to comply with the California Building Code (CBC) and Building Division standards and policies. Construction plans are reviewed for compliance with approved investigations and the CBC before building permit issuance. 6. The Project design addresses water quality with a construction erosion control plan and a post construction drainage system that includes drainage and percolation features designed to retain dry weather and minor rain event run-off on-site. Any water not retained on-site is directed to the City’s storm drain system. 7. The Property is not located on the shoreline nor is it located within 100 feet of coastal waters. The project design addresses water quality with a construction erosion control plan and a post construction drainage system that includes drainage and percolation features designed to retain dry weather and minor rain event run-off on-site. Any water not retained on-site is directed to the City’s storm drain system. 8. The Project design addresses water quality with a Water Quality Management Plan that outlines temporary Best Management Practices (BMPs) to be implemented during construction to minimize erosion and sedimentation, and to minimize pollution of runoff derived by construction chemicals and materials. No water quality impacts to coastal waters are anticipated based upon the location and elevation of the property. Finding: B. Conforms with the public access and public recreation policies of Chapter 3 of the Coastal Act if the project is located between the nearest public road and the sea or shoreline of any body of water located within the coastal zone. Fact in Support of Finding: 1. The Property is located between the nearest public road and the sea or shoreline in the private community of Bayshores. Developed in 1941, Bayshores is a 258-lot, single-family gated community located on the Lido Channel, southwest of Coast Highway and Newport Bay Bridge. The 39-unit Anchorage Apartment complex is also located within the community. The community is accessible from West Coast Highway via Bay Shore Drive, a private street. The shoreline is on the south and east sides of the community and consists of bulkheads and two small sandy beaches. 2. Coastal Land Use Plan Policy 3.1.5-3 requires public access consistent with public access policies for any new development in private/gated communities causing or contributing to adverse public access impacts. Implementation Plan Section 21.30A.040 (Determination of Public Access/Recreation Impacts) requires that the provision of public access bear a reasonable relationship between the requirement and the project’s impact and be proportional to the impact. In this case, the project adds to an existing single-family unit dwelling. Therefore, the project does not involve a change in land use, density, or intensity that will result in increased demand on public access and recreation opportunities. Furthermore, the project is designed and sited so as not to block or impede existing public access opportunities. 9 Zoning Administrator Resolution No. ZA2024-### Page 4 of 7 01-10-2023 3. The residential lot does not currently provide, nor does it inhibit public coastal access. Vertical and lateral access to the bay front is available adjacent to the Bayshores community at the Balboa Bay Club, immediately north of the Bayshores community. 4. The Property is not located adjacent to a coastal view road, public viewpoint, public park or beach, or public accessway, as identified in the Coastal Land Use Plan. Furthermore, an investigation of the project site and surrounding area did not identify any other public view opportunities. The project site may be located within the viewshed of distant public viewing areas; however, the project will replace two existing single-unit dwellings with two new single-unit dwellings that comply with all applicable Local Coastal Program development standards and maintain building envelopes consistent with the existing neighborhood pattern of development. Therefore, the project does not have the potential to degrade the visual quality of the Coastal Zone or result in significant adverse impacts to public views. SECTION 4. DECISION. NOW, THEREFORE, BE IT RESOLVED: 1. The Zoning Administrator of the City of Newport Beach hereby finds this project is categorically exempt from the California Environmental Quality Act under Section 15301 under Class 1 (Existing Facilities) of the CEQA Guidelines, California Code of Regulations, Title 14, Division 6, Chapter 3 because it has no potential to have a significant effect on the environment. 2. The Zoning Administrator of the City of Newport Beach hereby approves Coastal Development Permit, subject to the conditions outlined in Exhibit “A,” which is attached hereto and incorporated by reference. 3. This action shall become final and effective 14 days following the date this Resolution was adopted unless within such time an appeal or call for review is filed with the Community Development Director by the provisions of Title 21 Local Coastal Program (LCP) Implementation Plan, of the Newport Beach Municipal Code. Final action taken by the City may be appealed to the Coastal Commission in compliance with Section 21.64.035 (Appeal to the Coastal Commission) of the City’s certified LCP and Title 14 California Code of Regulations, Sections 13111 through 13120, and Section 30603 of the Coastal Act. PASSED, APPROVED, AND ADOPTED THIS 25TH DAY OF JULY, 2024. _______________________________________ Benjamin M. Zdeba, AICP, Zoning Administrator 10 Zoning Administrator Resolution No. ZA2024-### Page 5 of 7 01-10-2023 EXHIBIT “A” CONDITIONS OF APPROVAL Planning Division 1. The Project shall be in substantial conformance with the approved site plan, floor plans, and building elevations stamped and dated with the date of this approval (except as modified by applicable conditions of approval). 2. No demolition or construction materials, equipment debris, or waste, shall be placed or stored in a location that would enter the sensitive habitat, receiving waters, or storm drains or result in impacts to environmentally sensitive habitat areas, streams, the beach, wetlands or their buffers. No demolition or construction materials shall be stored on public property. 3. The applicant is responsible for compliance with the Migratory Bird Treaty Act (MBTA). In compliance with the MBTA, grading, brush removal, building demolition, tree trimming, and similar construction activities shall occur between August 16 and January 31, outside of the peak nesting period. If such activities must occur inside the peak nesting season from February 1 to August 15, compliance with the following is required to prevent the taking of native birds under MBTA: A. The construction area shall be inspected for active nests. If birds are observed flying from a nest or sitting on a nest, it can be assumed that the nest is active. Construction activity within 300 feet of an active nest shall be delayed until the nest is no longer active. Continue to observe the nest until the chicks have left the nest and activity is no longer observed. When the nest is no longer active, construction activity can continue in the nest area. B. It is a violation of state and federal law to kill or harm a native bird. To ensure compliance, consider hiring a biologist to assist with the survey for nesting birds, and to determine when it is safe to commence construction activities. If an active nest is found, one or two short follow-up surveys will be necessary to check on the nest and determine when the nest is no longer active. 4. Best Management Practices (BMPs) and Good Housekeeping Practices (GHPs) shall be implemented before and throughout the duration of construction activity as designated in the Construction Erosion Control Plan. 5. The discharge of any hazardous materials into storm sewer systems or receiving waters shall be prohibited. Machinery and equipment shall be maintained and washed in confined areas specifically designed to control runoff. A designated fueling and vehicle maintenance area with appropriate berms and protection to prevent spillage shall be provided as far away from storm drain systems or receiving waters as possible. 6. Debris from demolition shall be removed from work areas each day and removed from the project site within 24 hours of the completion of the project. Stockpiles and 11 Zoning Administrator Resolution No. ZA2024-### Page 6 of 7 01-10-2023 construction materials shall be covered, enclosed on all sites, not stored in contact with the soil, and located as far away as possible from drain inlets and any waterway. 7. Trash and debris shall be disposed of in proper trash and recycling receptacles at the end of each construction day. Solid waste, including excess concrete, shall be disposed of in adequate disposal facilities at a legal disposal site or recycled at a recycling facility. 8. Revisions to the approved plans may require an amendment to this Coastal Development Permit or the processing of a new coastal development permit. 9. The project is subject to all applicable City ordinances, policies, and standards unless specifically waived or modified by the conditions of approval. 10. The applicant shall comply with all federal, state, and local laws. A material violation of any of those laws in connection with the use may be caused by the revocation of this Coastal Development Permit. 11. This Coastal Development Permit may be modified or revoked by the Zoning Administrator if determined that the proposed uses or conditions under which it is being operated or maintained are detrimental to the public health, and welfare or materially injurious to property or improvements in the vicinity or if the property is operated or maintained to constitute a public nuisance. 12. Prior to issuance of building permits, the applicant shall submit a final construction erosion control plan. The plan shall be subject to review and approval by the Building Division. 13. Before the issuance of building permits, the applicant shall submit a final drainage and grading plan. The plan shall be subject to review and approval by the Building Division. 14. Before issuance of a building permit, a copy of the Resolution, including conditions of approval Exhibit “A” shall be incorporated into the Building Division and field sets of plans. 15. Before the issuance of a building permit, the applicant shall submit a final landscape and irrigation plan. These plans shall incorporate drought-tolerant plantings, non-invasive plant species, and water-efficient irrigation design. The plans shall be approved by the Planning Division. 16. All landscape materials and irrigation systems shall be maintained by the approved landscape plan. All landscaped areas shall be maintained in a healthy and growing condition and shall receive regular pruning, fertilizing, mowing, and trimming. All landscaped areas shall be kept free of weeds and debris. All irrigation systems shall be kept operable, including adjustments, replacements, repairs, and cleaning as part of regular maintenance. 17. Construction activities shall comply with Section 10.28.040 (Construction Activity – Noise Regulations) of the Newport Beach Municipal Code, which restricts hours of 12 Zoning Administrator Resolution No. ZA2024-### Page 7 of 7 01-10-2023 noise-generating construction activities that produce noise to between the hours of 7:00 a.m. and 6:30 p.m., Monday through Friday. Noise-generating construction activities are not allowed on Saturdays, Sundays, or Holidays. 18. All noise generated by the proposed use shall comply with the provisions of Chapter 10.26 (Community Noise Control), under Sections 10.26.025 (Exterior Noise Standards) and 10.26.030 (Interior Noise Standards), and other applicable noise control requirements of the Newport Beach Municipal Code (NBMC). 19. Before the issuance of the building permit, the applicant shall pay any unpaid administrative costs associated with the processing of this application to the Planning Division. 20. Should the property be sold or otherwise come under different ownership, any future owners or assignees shall be notified of the conditions of this approval by the current property owner or agent. 21. This Coastal Development Permit shall expire unless exercised within 24 months from the date of approval as specified in Section 21.54.060 (Time Limits and Extensions) of the Newport Beach Municipal Code, unless an extension is otherwise granted. 22. To the fullest extent permitted by law, the applicant shall indemnify, defend and hold harmless the City, its City Council, its boards and commissions, officials, officers, employees, and agents from and against any claims, demands, obligations, damages, actions, causes of action, suits, losses, judgments, fines, penalties, liabilities, costs, and expenses (including without limitation, attorney’s fees, disbursements, and court costs) of every kind and nature whatsoever which may arise from or in any manner relate (directly or indirectly) to City’s approval of Starr Residence including but not limited to, Coastal Development Permit (PA2024-0009). This indemnification shall include, but not be limited to, damages awarded against the City, if any, costs of suit, attorney’s fees, and other expenses incurred in connection with such claim, action, causes of action, suit, or proceeding whether incurred by the applicant, City, and/or the parties initiating or bringing such proceeding. The applicant shall indemnify the City for all the City's costs, attorneys' fees, and damages, which the City incurs in enforcing the indemnification provisions outlined in this condition. The applicant shall pay to the City upon demand any amount owed to the City under the indemnification requirements prescribed in this condition. Fire Department 23. NFPA 13D fire sprinkler system shall be required. Public Works Department 24. A new sewer cleanout shall be installed on the existing sewer later per city Standard 406. A 2’x 2’ concrete pad shall be placed around the new sewer clean out lid and cover. 13 Attachment No. ZA 2 Vicinity Map 14 VICINITY MAP Coastal Development Permit PA2024-0009 2491 Crestview Drive Subject Property Subject Property 15 Attachment No. ZA 3 Project Plans 16 17 3,= = $ 2 9 ( 1 *5,/ / +(67$1287'225*5,// ),5( 3 / $ & ( +38 +38 +38 V V V V V V dͲϮ ^dZZZ^/E ^,d WZKWZdzKtEZ͗ ^,>>z^dZZ͕ သ;ϯϭϬͿϰϬϵͲϳϱϳϳဠ Zs d^Z/Wd/KE ϬϵͬϮϱͬϮϯ d,Z^,>>EK,E'^KZs/d/KEKEd,^W>E^t/d,Khdd,KE^EdK&W>EEWZD/d/E͘EKd^Ed/>^KEd,Zt/E'^^,>>d<WZEKsZ'EZ>EKd^EdzW/>d/>^͘t,ZEKd/>^^,KtEKZEKdKEd,Zt/E'^͕d,d/>^^,>>d,^D^&KZKd,Z^/D/>ZtKZ<͘KEdZdKZ^,>>sZ/&z>>W>E^͕y/^d/E'/DE^/KE^E&/>KE/d/KE^KEd,:K^/dE^,>>/DD/d>zEKd/&zdKW>EEWZD/d/EEz/^ZWE/^/EtZ/d/E'WZ/KZdKd,KDDEDEdK&EztKZ<KZZ^WKE^/>&KZ^D͘ d, ^ ^ / ' E ^ ͕ Z t / E ' ^ E ^ W / & / d / K E ^ Z d , W Z K W Z d z E K W z Z / ' , d K & W > E E W Z D / d / E E ^ , > > E K d h ^ / E K E E d / K E t / d , E z K d , Z t K Z < y W d z ' Z D E d t / d , W > E E W ZD / d / E ͘ z h ^ / E ' d , ^ W > E ^ ͕ d , h ^ Z ' Z ^ d K Z > ^ W > E E W Z D / d / E & Z K D E z E > > > / D ^ ͕ > / / > / d / ^ ͕ ^ h / d ^ ͕ E D E ^ K E K h E d K & E z / E : h Z z ͕ D ' K Z > K ^ ^ K Z W Z ^ K E ^ K ZWZ K W Z d z ͕ / E > h / E ' / E : h Z z K Z d , ͕ K Z K E K D / > K ^ ^ ^ ͕ Z / ^ /E' K h d K & d , h ^ K & d , ^ W > E ^ ͘ ϭϬͬϬϮͬϮϯ^<d,&KZWWZKs> ^<d,&KZZs/t &KZW>EE/E'Zs/t ' &KZ,KZs/t )WZ,KKDDEd^ ( WZKWZdzZ^^͗ϮϰϵϭZ^ds/tZ͕ EtWKZd,͕ϵϮϲϲϯ W>EEWZD/d/E͘ Z,/ddhZ>^/'E^Zs/^ϵϴϵϭ/Zs/EEdZZηϮϬϬ/Zs/E͕ϵϮϲϭϴ ;ϳϭϰͿͲϳϭϱͲϬϵϮϯ ďŝǌΛƉůĂŶĂŶĚƉĞƌŵŝƚ͘ĐŽŵ >Kd/KEYZK͗ STATE OF CALIFORNIAEXP. DATE L I CEN S E D A RCH I T E C T C - 34643 06/30/2025SIGNATURE PAUL SAN GEMINO ϬϵͬϮϴͬϮϯ^<d,&KZZs/t *ϭϬϬW&KZWZ^ZE/E' ϭϬϬW&KZ^hD/dd> Wϭ 6,7(3/$1 Z^ds/tZ ϮϰϵϭZ^ds/tZ͕EtWKZd,͕ϵϮϲϲϯ WZKWZdzZ^^͗ WW Z K y ͘ W ͬ > ц ϭ Ϯ Ϭ ͘ Ϭ Ϭ Ζ : E d W Z K W Z d z EKd / E ^ K W K & t K Z < D Z / E K Z ;EͿWd/KKsZ WW Z K y ͘ W ͬ > ц ϵ Ϭ ͘ ϲ Ϭ Ζ WWZKy͘Wͬ>цϳϰ͘ϮϱΖ WWZKy͘Wͬ>цϯϱ͘ϲϮΖ >>z ϳϯͬϰΗDy͘/EͲ^t/E'/E' KKZ^ ϳϯͬϰΗDy͘/EͲ^t/E'/E'KKZ^ ϭϭͬϮΗDy͘ΛhdͲ^t/E'/E' KKZ^ ϭϭ ͬ Ϯ Η D y ͘ Λ h d Ͳ ^ t / E ' / E ' KK Z ^ ϭϭͬ Ϯ Η D y ͘ Λ h d Ͳ ^ t / E ' / E ' K K Z ^ ϭϭͬϮΗDy͘ΛhdͲ^t/E'/E' KKZ^ /DWZs/Kh^Zϰϴ^& /D W Z s / K h ^ Z ϴ ϯ ϱ ^ & /DWZs/Kh^ZϴϬ^& /DWZs/Kh^ZϭϰϮ^& /DWZs/Kh^ZϮϴϴ^& dKd>/DWZs/Kh^Z͗ ϱϱϰϯ^&хϱϬϬϬ^& WZKWK^/d/KEцϲϳ^&/E&/Z^d&>KKZ WZKWK^/d/KEцϳϭ^&/E&/Z^d&>KKZ WZKWK^/d/KEцϲϱ^&/E&/Z^d&>KKZ ^/dW>E͘^^,ddͲϭ&KZDKZ/E&K 18 'EͲϭ ^dZZZ^/E ^,d WZKWZdzKtEZ͗ ^,>>z^dZZ͕ သ;ϯϭϬͿϰϬϵͲϳϱϳϳဠ Zs d^Z/Wd/KE ϬϵͬϮϱͬϮϯ d,Z^,>>EK,E'^KZs/d/KEKEd,^W>E^t/d,Khdd,KE^EdK&W>EEWZD/d/E͘EKd^Ed/>^KEd,Zt/E'^^,>>d<WZEKsZ'EZ>EKd^EdzW/>d/>^͘t,ZEKd/>^^,KtEKZEKdKEd,Zt/E'^͕d,d/>^^,>>d,^D^&KZKd,Z^/D/>ZtKZ<͘KEdZdKZ^,>>sZ/&z>>W>E^͕y/^d/E'/DE^/KE^E&/>KE/d/KE^KEd,:K^/dE^,>>/DD/d>zEKd/&zdKW>EEWZD/d/EEz/^ZWE/^/EtZ/d/E'WZ/KZdKd,KDDEDEdK&EztKZ<KZZ^WKE^/>&KZ^D͘ d, ^ ^ / ' E ^ ͕ Z t / E ' ^ E ^ W / & / d / K E ^ Z d , W Z K W Z d z E K W z Z / ' , d K & W > E E W Z D / d / E E ^ , > > E K d h ^ / E K E E d / K E t / d , E z K d , Z t K Z < y W d z ' Z D E d t / d , W > E E W ZD / d / E ͘ z h ^ / E ' d , ^ W > E ^ ͕ d , h ^ Z ' Z ^ d K Z > ^ W > E E W Z D / d / E & Z K D E z E > > > / D ^ ͕ > / / > / d / ^ ͕ ^ h / d ^ ͕ E D E ^ K E K h E d K & E z / E : h Z z ͕ D ' K Z > K ^ ^ K Z W Z ^ K E ^ K ZWZ K W Z d z ͕ / E > h / E ' / E : h Z z K Z d , ͕ K Z K E K D / > K ^ ^ ^ ͕ Z / ^ /E' K h d K & d , h ^ K & d , ^ W > E ^ ͘ ϭϬͬϬϮͬϮϯ^<d,&KZWWZKs> ^<d,&KZZs/t &KZW>EE/E'Zs/t ' &KZ,KZs/t )WZ,KKDDEd^ ( WZKWZdzZ^^͗ϮϰϵϭZ^ds/tZ͕ EtWKZd,͕ϵϮϲϲϯ W>EEWZD/d/E͘ Z,/ddhZ>^/'E^Zs/^ϵϴϵϭ/Zs/EEdZZηϮϬϬ/Zs/E͕ϵϮϲϭϴ ;ϳϭϰͿͲϳϭϱͲϬϵϮϯ ďŝǌΛƉůĂŶĂŶĚƉĞƌŵŝƚ͘ĐŽŵ >Kd/KEYZK͗ STATE OF CALIFORNIAEXP. DATE L I CEN S E D A RCH I T E C T C - 34643 06/30/2025SIGNATURE PAUL SAN GEMINO ϬϵͬϮϴͬϮϯ^<d,&KZZs/t *ϭϬϬW&KZWZ^ZE/E' ϭϬϬW&KZ^hD/dd> Wϭ *(1(5$/127(6 WZK:d/E&KZDd/KE Z^^͗ͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺ KEdd͗ͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺW,KEη͗ͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺ KEdZdKZ͗ͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺ>/E^η͗ͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺ WZD/dEŽ͗͘ͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺD/>͗ͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺͺ KE&KZDEd͗ϲϰϰͲϯϮϭϱͮWZ</E'E&KZDEd͗ϲϰϰͲϯϳϭϳͮh/>/E'/E^Wd/KEϲϰϰͲϯϮϬϬ ΛŶĞǁƉŽƌƚďĞĂĐŚĐĂ͘ŐŽǀ WZK:d^/'EdK/E^d>>dd,:K^/d 19 'EͲϮ ^dZZZ^/E ^,d WZKWZdzKtEZ͗ ^,>>z^dZZ͕ သ;ϯϭϬͿϰϬϵͲϳϱϳϳဠ Zs d^Z/Wd/KE ϬϵͬϮϱͬϮϯ d,Z^,>>EK,E'^KZs/d/KEKEd,^W>E^t/d,Khdd,KE^EdK&W>EEWZD/d/E͘EKd^Ed/>^KEd,Zt/E'^^,>>d<WZEKsZ'EZ>EKd^EdzW/>d/>^͘t,ZEKd/>^^,KtEKZEKdKEd,Zt/E'^͕d,d/>^^,>>d,^D^&KZKd,Z^/D/>ZtKZ<͘KEdZdKZ^,>>sZ/&z>>W>E^͕y/^d/E'/DE^/KE^E&/>KE/d/KE^KEd,:K^/dE^,>>/DD/d>zEKd/&zdKW>EEWZD/d/EEz/^ZWE/^/EtZ/d/E'WZ/KZdKd,KDDEDEdK&EztKZ<KZZ^WKE^/>&KZ^D͘ d, ^ ^ / ' E ^ ͕ Z t / E ' ^ E ^ W / & / d / K E ^ Z d , W Z K W Z d z E K W z Z / ' , d K & W > E E W Z D / d / E E ^ , > > E K d h ^ / E K E E d / K E t / d , E z K d , Z t K Z < y W d z ' Z D E d t / d , W > E E W ZD / d / E ͘ z h ^ / E ' d , ^ W > E ^ ͕ d , h ^ Z ' Z ^ d K Z > ^ W > E E W Z D / d / E & Z K D E z E > > > / D ^ ͕ > / / > / d / ^ ͕ ^ h / d ^ ͕ E D E ^ K E K h E d K & E z / E : h Z z ͕ D ' K Z > K ^ ^ K Z W Z ^ K E ^ K ZWZ K W Z d z ͕ / E > h / E ' / E : h Z z K Z d , ͕ K Z K E K D / > K ^ ^ ^ ͕ Z / ^ /E' K h d K & d , h ^ K & d , ^ W > E ^ ͘ ϭϬͬϬϮͬϮϯ^<d,&KZWWZKs> ^<d,&KZZs/t &KZW>EE/E'Zs/t ' &KZ,KZs/t )WZ,KKDDEd^ ( WZKWZdzZ^^͗ϮϰϵϭZ^ds/tZ͕ EtWKZd,͕ϵϮϲϲϯ W>EEWZD/d/E͘ Z,/ddhZ>^/'E^Zs/^ϵϴϵϭ/Zs/EEdZZηϮϬϬ/Zs/E͕ϵϮϲϭϴ ;ϳϭϰͿͲϳϭϱͲϬϵϮϯ ďŝǌΛƉůĂŶĂŶĚƉĞƌŵŝƚ͘ĐŽŵ >Kd/KEYZK͗ STATE OF CALIFORNIAEXP. DATE L I CEN S E D A RCH I T E C T C - 34643 06/30/2025SIGNATURE PAUL SAN GEMINO ϬϵͬϮϴͬϮϯ^<d,&KZZs/t *ϭϬϬW&KZWZ^ZE/E' ϭϬϬW&KZ^hD/dd> Wϭ *(1(5$/127(6 20 'EͲϯ ^dZZZ^/E ^,d WZKWZdzKtEZ͗ ^,>>z^dZZ͕ သ;ϯϭϬͿϰϬϵͲϳϱϳϳဠ Zs d^Z/Wd/KE ϬϵͬϮϱͬϮϯ d,Z^,>>EK,E'^KZs/d/KEKEd,^W>E^t/d,Khdd,KE^EdK&W>EEWZD/d/E͘EKd^Ed/>^KEd,Zt/E'^^,>>d<WZEKsZ'EZ>EKd^EdzW/>d/>^͘t,ZEKd/>^^,KtEKZEKdKEd,Zt/E'^͕d,d/>^^,>>d,^D^&KZKd,Z^/D/>ZtKZ<͘KEdZdKZ^,>>sZ/&z>>W>E^͕y/^d/E'/DE^/KE^E&/>KE/d/KE^KEd,:K^/dE^,>>/DD/d>zEKd/&zdKW>EEWZD/d/EEz/^ZWE/^/EtZ/d/E'WZ/KZdKd,KDDEDEdK&EztKZ<KZZ^WKE^/>&KZ^D͘ d, ^ ^ / ' E ^ ͕ Z t / E ' ^ E ^ W / & / d / K E ^ Z d , W Z K W Z d z E K W z Z / ' , d K & W > E E W Z D / d / E E ^ , > > E K d h ^ / E K E E d / K E t / d , E z K d , Z t K Z < y W d z ' Z D E d t / d , W > E E W ZD / d / E ͘ z h ^ / E ' d , ^ W > E ^ ͕ d , h ^ Z ' Z ^ d K Z > ^ W > E E W Z D / d / E & Z K D E z E > > > / D ^ ͕ > / / > / d / ^ ͕ ^ h / d ^ ͕ E D E ^ K E K h E d K & E z / E : h Z z ͕ D ' K Z > K ^ ^ K Z W Z ^ K E ^ K ZWZ K W Z d z ͕ / E > h / E ' / E : h Z z K Z d , ͕ K Z K E K D / > K ^ ^ ^ ͕ Z / ^ /E' K h d K & d , h ^ K & d , ^ W > E ^ ͘ ϭϬͬϬϮͬϮϯ^<d,&KZWWZKs> ^<d,&KZZs/t &KZW>EE/E'Zs/t ' &KZ,KZs/t )WZ,KKDDEd^ ( WZKWZdzZ^^͗ϮϰϵϭZ^ds/tZ͕ EtWKZd,͕ϵϮϲϲϯ W>EEWZD/d/E͘ Z,/ddhZ>^/'E^Zs/^ϵϴϵϭ/Zs/EEdZZηϮϬϬ/Zs/E͕ϵϮϲϭϴ ;ϳϭϰͿͲϳϭϱͲϬϵϮϯ ďŝǌΛƉůĂŶĂŶĚƉĞƌŵŝƚ͘ĐŽŵ >Kd/KEYZK͗ STATE OF CALIFORNIAEXP. DATE L I CEN S E D A RCH I T E C T C - 34643 06/30/2025SIGNATURE PAUL SAN GEMINO ϬϵͬϮϴͬϮϯ^<d,&KZZs/t *ϭϬϬW&KZWZ^ZE/E' ϭϬϬW&KZ^hD/dd> Wϭ *(1(5$/127(6 ^,>>z^dZZ ^,>>z^dZZ 21 'EͲϰ ^dZZZ^/E ^,d WZKWZdzKtEZ͗ ^,>>z^dZZ͕ သ;ϯϭϬͿϰϬϵͲϳϱϳϳဠ Zs d^Z/Wd/KE ϬϵͬϮϱͬϮϯ d,Z^,>>EK,E'^KZs/d/KEKEd,^W>E^t/d,Khdd,KE^EdK&W>EEWZD/d/E͘EKd^Ed/>^KEd,Zt/E'^^,>>d<WZEKsZ'EZ>EKd^EdzW/>d/>^͘t,ZEKd/>^^,KtEKZEKdKEd,Zt/E'^͕d,d/>^^,>>d,^D^&KZKd,Z^/D/>ZtKZ<͘KEdZdKZ^,>>sZ/&z>>W>E^͕y/^d/E'/DE^/KE^E&/>KE/d/KE^KEd,:K^/dE^,>>/DD/d>zEKd/&zdKW>EEWZD/d/EEz/^ZWE/^/EtZ/d/E'WZ/KZdKd,KDDEDEdK&EztKZ<KZZ^WKE^/>&KZ^D͘ d, ^ ^ / ' E ^ ͕ Z t / E ' ^ E ^ W / & / d / K E ^ Z d , W Z K W Z d z E K W z Z / ' , d K & W > E E W Z D / d / E E ^ , > > E K d h ^ / E K E E d / K E t / d , E z K d , Z t K Z < y W d z ' Z D E d t / d , W > E E W ZD / d / E ͘ z h ^ / E ' d , ^ W > E ^ ͕ d , h ^ Z ' Z ^ d K Z > ^ W > E E W Z D / d / E & Z K D E z E > > > / D ^ ͕ > / / > / d / ^ ͕ ^ h / d ^ ͕ E D E ^ K E K h E d K & E z / E : h Z z ͕ D ' K Z > K ^ ^ K Z W Z ^ K E ^ K ZWZ K W Z d z ͕ / E > h / E ' / E : h Z z K Z d , ͕ K Z K E K D / > K ^ ^ ^ ͕ Z / ^ /E' K h d K & d , h ^ K & d , ^ W > E ^ ͘ ϭϬͬϬϮͬϮϯ^<d,&KZWWZKs> ^<d,&KZZs/t &KZW>EE/E'Zs/t ' &KZ,KZs/t )WZ,KKDDEd^ ( WZKWZdzZ^^͗ϮϰϵϭZ^ds/tZ͕ EtWKZd,͕ϵϮϲϲϯ W>EEWZD/d/E͘ Z,/ddhZ>^/'E^Zs/^ϵϴϵϭ/Zs/EEdZZηϮϬϬ/Zs/E͕ϵϮϲϭϴ ;ϳϭϰͿͲϳϭϱͲϬϵϮϯ ďŝǌΛƉůĂŶĂŶĚƉĞƌŵŝƚ͘ĐŽŵ >Kd/KEYZK͗ STATE OF CALIFORNIAEXP. DATE L I CEN S E D A RCH I T E C T C - 34643 06/30/2025SIGNATURE PAUL SAN GEMINO ϬϵͬϮϴͬϮϯ^<d,&KZZs/t *ϭϬϬW&KZWZ^ZE/E' ϭϬϬW&KZ^hD/dd> Wϭ *(1(5$/127(6 Zs/d/KE^ Θ Λ Σ T й η ;Ϳ ;EͿ ͬ E d 'Z^ /DdZ WZEd WKhEKZEhDZ y/^d/E' Et dd/^^ /ZKE/d/KE/E' > WE Z, t' Y >' dh >' Dh KE ZZ/E >hD/EhD ^^^^KZ^WZ>EhDZ Z,/dd tE/E' ZYh h/>/E' Z/d/^,d,ZD>hE/d /Ed />/E' KEZdD^KEZzhE/d KEZd ^Dd ^DEd DK / /D ^ s ͬt > D /DdZ /DE^/KE KtE^WKhd ZzZsEd /^,t^,Z >dZ/> >dZ/>DdZ &h & && &'Z &>Z &W &Z &d &d' &y '> ' '/ '> ' 't 'zW , ,Z &KZ/ZhE/d &>KKZZ/E &/E/^,&>KKZ &/E/^,'Z &>KKZ &/ZW> &/ZZd &KKdͬ&d &KKd/E' &/y '>>KE 'zW^hDKZ '>sE//ZKE '>^^ '^DdZ 'zW^hDt>>KZ 'zW^hD ,K^/ ,Z ,Z ,d /E^h> /E </d Dy D, ,KhZ ,/',d /E^h>d/KE /E, </d,E Dy/DhD D,E/> D&Z D/E Dd> Dt Eͬ DEh&dhZZ D/E/DhD Dd> D/ZKts EKdWW>/> W> Wͬ> W>z Z Z Z& Zs ^ ^ ^& ^& ^, ^W ^Y W>d WZKWZdz>/E W>ztKK ZdhZE/Z ZKK&Z/E Z&Z/'ZdKZ Zs/^/KE ^hWW>z/Z ^d/KE ^YhZ&d ^/E'>&D/>zt>>/E' ^/E'>,hE' ^W/&/d/KE^ ^YhZ ^dZ ^dZ' ^z^ d d' ^dZhdhZ> ^dKZ' ^/zZ^d< d,ZDK^dd dDWZ'>^^ ds dzW dt, hͬ 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DATE L I CEN S E D A RCH I T E C T C - 34643 06/30/2025SIGNATURE PAUL SAN GEMINO ϬϵͬϮϴͬϮϯ^<d,&KZZs/t *ϭϬϬW&KZWZ^ZE/E' ϭϬϬW&KZ^hD/dd> Wϭ '5$,1$*(3/$1 Z^ds/tZ ϮϰϵϭZ^ds/tZ͕EtWKZd,͕ϵϮϲϲϯ Z/E'W>E WZKWZdzZ^^͗ WW Z K y ͘ W ͬ > ц ϭ Ϯ Ϭ ͘ Ϭ Ϭ Ζ >tE ;EͿ'Z' : E d W Z K W Z d z EKd / E ^ K W K & t K Z < ;EͿs>/E D Z / E K Z ;EͿEtKEWd/K;EͿ,Z^W/E' W W Z K y ͘ W ͬ > ц ϵ Ϭ ͘ ϲ Ϭ Ζ WWZKy͘Wͬ>цϳϰ͘ϮϱΖ WWZKy͘Wͬ>цϯϱ͘ϲϮΖ WZKWK^^KE&>KKZ/d/KEцϯϱϴϭ^& WZKWK^&/Z^d&>KKZ/d/KEΛEKK<цϱ^& WZKWK^'Z'KEsZ^/KEdK;EͿDhZKKDΘ,>>tzцϴϳ^& ;EͿD/E/^W>/dKhdKKZhE/d^KE;EͿ&>dZKK&KsZ;EͿ^W WZKWK^/d/KEцϲϳ^& WZKWK^/d/KEцϳϭ^& y/^d/E'ZKKDdKDK>/^,цϮϭϳ^& WZKWK^/d/KEцϲϱ^& ;EͿ&E͘dzW͘ ;EͿ'd͘dzW͘ >>z ϳϯͬϰΗDy͘ ϭϭͬϮΗDy͘ ϳϯͬϰΗDy͘/EͲ^t/E'/E'KKZ ;EͿ,Z^W/E' ;EͿ,Z^W/E' ;EͿ,Z^W/E' 6,'(<$5'6:$/($1'6,//3/$7(&/($5$1&(%(50#7232)6/23( >tE ;EͿW>^ZK< >tE ;EͿ,Z^W/E' ϯΗD/E͘dzW͘ ϭϭͬϮΗDy͘ ϭϭ ͬ Ϯ Η D y ͘ ϭϭͬ Ϯ Η D y ͘ ϴΗD/E͘ ϴΗD/E͘ ϭϭͬϮΗDy͘ ;EͿ'Zs>WsZ^ 23 :+ ()3 ;Ϳ</d,E ;Ϳ>/s/E'ZKKD ;Ϳd,ZKKD ;Ϳ>K^d ;ͿWd/KKsZ ;ͿEdZz ;ͿZKKD ;ͿZKKD ;ͿZKKD ;ͿD^dZZKKD ;ͿD^dZd,ZKKD ;Ϳt͘/͘ ;Ϳd,ZKKD ;Ϳd,ZKKD ;Ϳ>K^d ;Ϳ > K ^ d ;Ϳ>K^d ; Ϳ > K ^ d ;Ϳ/E/E'ZKKD )5( 1 & + ' 2 2 5 5()5 , * ( 5 $ 7 2 5 [ ;ͿWd/KKsZ ;ͿWd/KKsZ ;Ϳ&ZKEdWKZ, 29 ( 1 95 ;ͿWd/KKsZ ;Ϳ>K^d ;Ϳ>/s/E'ZKKD ;Ϳ'Z' ;Ϳ&h $& Ͳϭ ^dZZZ^/E ^,d WZKWZdzKtEZ͗ ^,>>z^dZZ͕ သ;ϯϭϬͿϰϬϵͲϳϱϳϳဠ Zs d^Z/Wd/KE ϬϵͬϮϱͬϮϯ d,Z^,>>EK,E'^KZs/d/KEKEd,^W>E^t/d,Khdd,KE^EdK&W>EEWZD/d/E͘EKd^Ed/>^KEd,Zt/E'^^,>>d<WZEKsZ'EZ>EKd^EdzW/>d/>^͘t,ZEKd/>^^,KtEKZEKdKEd,Zt/E'^͕d,d/>^^,>>d,^D^&KZKd,Z^/D/>ZtKZ<͘KEdZdKZ^,>>sZ/&z>>W>E^͕y/^d/E'/DE^/KE^E&/>KE/d/KE^KEd,:K^/dE^,>>/DD/d>zEKd/&zdKW>EEWZD/d/EEz/^ZWE/^/EtZ/d/E'WZ/KZdKd,KDDEDEdK&EztKZ<KZZ^WKE^/>&KZ^D͘ d, ^ ^ / ' E ^ ͕ Z t / E ' ^ E ^ W / & / d / K E ^ Z d , W Z K W Z d z E K W z Z / ' , d K & W > E E W Z D / d / E E ^ , > > E K d h ^ / E K E E d / K E t / d , E z K d , Z t K Z < y W d z ' Z D E d t / d , W > E E W ZD / d / E ͘ z h ^ / E ' d , ^ W > E ^ ͕ d , h ^ Z ' Z ^ d K Z > ^ W > E E W Z D / d / E & Z K D E z E > > > / D ^ ͕ > / / > / d / ^ ͕ ^ h / d ^ ͕ E D E ^ K E K h E d K & E z / E : h Z z ͕ D ' K Z > K ^ ^ K Z W Z ^ K E ^ K ZWZ K W Z d z ͕ / E > h / E ' / E : h Z z K Z d , ͕ K Z K E K D / > K ^ ^ ^ ͕ Z / ^ /E' K h d K & d , h ^ K & d , ^ W > E ^ ͘ ϭϬͬϬϮͬϮϯ^<d,&KZWWZKs> ^<d,&KZZs/t &KZW>EE/E'Zs/t ' &KZ,KZs/t )WZ,KKDDEd^ ( WZKWZdzZ^^͗ϮϰϵϭZ^ds/tZ͕ EtWKZd,͕ϵϮϲϲϯ W>EEWZD/d/E͘ Z,/ddhZ>^/'E^Zs/^ϵϴϵϭ/Zs/EEdZZηϮϬϬ/Zs/E͕ϵϮϲϭϴ ;ϳϭϰͿͲϳϭϱͲϬϵϮϯ ďŝǌΛƉůĂŶĂŶĚƉĞƌŵŝƚ͘ĐŽŵ >Kd/KEYZK͗ STATE OF CALIFORNIAEXP. DATE L I CEN S E D A RCH I T E C T C - 34643 06/30/2025SIGNATURE PAUL SAN GEMINO ϬϵͬϮϴͬϮϯ^<d,&KZZs/t *ϭϬϬW&KZWZ^ZE/E' ϭϬϬW&KZ^hD/dd> Wϭ y/^d/E'&/Z^d&>KKZW>E;DKW>EͿ &>KKZW>E $ $$ $ ;Ϳ/E/E'ZKKDΘWZdK&d,>/s/E'ZKKDdKZDKsцϮϭϳ ;Ϳt/EKtdKZDKs͘dzW͘ ;Ϳt>>dKZDKs͘dzW͘ ;Ϳ&ZE,KKZdKZDKs͘dzW͘ ;Ϳt/EKtdKZDKs͘dzW͘ ;Ϳ&/ZW>dKZDKs ;Ϳ'Z'KKZdKZW>͘dzW͘ ;Ϳ>dZ/>DdZΘWE>dKZ>Kd h/>/E'^d/KE^/'Ed/KE^,dEhDZ h/>/E'>sd/KE^/'Ed/KE^,dEhDZ >'E͗ d/>Z&ZE^,dEhDZ &>KKZ>sd/KE,E' t/EKt^/'Ed/KE KKZ^/'Ed/KE ZKKD/>/E',/',d͕&>KKZ/E' t>>^d/KEZ&ZE^,dEhDZ ^DK<>ZD^>ddZzW,KdK>dZ/^DK<ddKZt/d,/KE/d/KE^E^KZ͕/EdZKEEdE,ZͲt/Z͕;h>ϮϭϳͿ͘ ZKEDKEKy/>ZD^>ddZzW,KdK>dZ/͕/EdZKEEdE,ZͲt/Z͕;h>ϮϬϯϰͿ͘ Ett>>Ϯyϰ t>>dK^dz t>>dKDK Zs/^/KE^/'Ed/KE Ett>>Ϯyϲ ϭ,Z&/ZZdt>>Ϯyϰ ϭ,Z&/ZZdt>>Ϯyϲy/^d/E'ϭ,Z&/ZZdKDDKEt>> ZKKD ϬΗ>'͕&>KKZ/E' Dy͘ϳϯϰΗ 24 25 ;EͿ,>>tzϵΖ>' ;EͿd,ZKKDϵΖ>' ;EͿt/ϵΖ>' ;EͿ'h^dZKKDϵΖ>' ;EͿZKKDϵΖ>' ;EͿZKKDϵΖ>' ;EͿd,ZKKDϵΖ>' ;EͿt/ϵΖ>' ;EͿd,ZKKDϵΖ>' ;EͿ>/ZZzͲEKd&KZ^>W/E'WhZWK^^ϵΖ>' ;EͿWZ/DZzZKKDϵΖ>';EͿt/ϵΖ>' ;EͿ>K^dϵΖ>' :' ;EͿ>hEZzϵΖ>' ŶŝĐŚĞ ŶŝĐŚĞ ŶŝĐŚĞ ;EͿ>KEz ;EͿt/ϵΖ>';EͿdK/>dZKKDϵΖ>' ;EͿ'zDϵΖ>' ;EͿ>K&dϵΖ>' ;EͿWZ/DZzd,ZKKDϵΖ>' ^,>&W/E>/',d^ $$ 0,1 ; '1 ŶŝĐŚ Ğ +38 +38 +38 ;EͿWZ/DZzt/ϵΖ>' ;EͿdZZ ;EͿhE/d^ Ͳϯ ^dZZZ^/E ^,d WZKWZdzKtEZ͗ ^,>>z^dZZ͕ သ;ϯϭϬͿϰϬϵͲϳϱϳϳဠ Zs d^Z/Wd/KE ϬϵͬϮϱͬϮϯ d,Z^,>>EK,E'^KZs/d/KEKEd,^W>E^t/d,Khdd,KE^EdK&W>EEWZD/d/E͘EKd^Ed/>^KEd,Zt/E'^^,>>d<WZEKsZ'EZ>EKd^EdzW/>d/>^͘t,ZEKd/>^^,KtEKZEKdKEd,Zt/E'^͕d,d/>^^,>>d,^D^&KZKd,Z^/D/>ZtKZ<͘KEdZdKZ^,>>sZ/&z>>W>E^͕y/^d/E'/DE^/KE^E&/>KE/d/KE^KEd,:K^/dE^,>>/DD/d>zEKd/&zdKW>E EWZD/d/EEz/^ZWE/^/EtZ/d/E'WZ/KZdKd,KDDEDEdK&EztKZ<KZZ^WKE^/>&KZ^D͘ d, ^ ^ / ' E ^ ͕ Z t / E ' ^ E ^ W / & / d / K E ^ Z d , W Z K W Z d z E K W z Z / ' , d K & W > E E W Z D / d / E E ^ , > > E K d h ^ / E K E E d / K E t / d , E z K d , Z t K Z < y W d z ' Z D E d t / d , W > E E W ZD / d / E ͘ z h ^ / E ' d , ^ W > E ^ ͕ d , h ^ Z ' Z ^ d K Z > ^ W > E E W Z D / d / E & Z K D E z E > > > / D ^ ͕ > / / > / d / ^ ͕ ^ h / d ^ ͕ E D E ^ K E K h E d K & E z / E : h Z z ͕ D ' K Z > K ^ ^ K Z W Z ^ K E ^ K ZWZ K W Z d z ͕ / E > h / E ' / E : h Z z K Z d , ͕ K Z K E K D / > K ^ ^ ^ ͕ Z / ^ /E' K h d K & d , h ^ K & d , ^ W > E ^ ͘ ϭϬͬϬϮͬϮϯ^<d,&KZWWZKs> ^<d,&KZZs/t &KZW>EE/E'Zs/t ' &KZ,KZs/t )WZ,KKDDEd^ ( WZKWZdzZ^^͗ϮϰϵϭZ^ds/tZ͕ EtWKZd,͕ϵϮϲϲϯ W>EEWZD/d/E͘ Z,/ddhZ>^/'E^Zs/^ϵϴϵϭ/Zs/EEdZZηϮϬϬ/Zs/E͕ϵϮϲϭϴ ;ϳϭϰͿͲϳϭϱͲϬϵϮϯ ďŝǌΛƉůĂŶĂŶĚƉĞƌŵŝƚ͘ĐŽŵ >Kd/KEYZK͗ STATE OF CALIFORNIAEXP. DATE L I CEN S E D A RCH I T E C T C - 34643 06/30/2025SIGNATURE PAUL SAN GEMINO ϬϵͬϮϴͬϮϯ^<d,&KZZs/t *ϭϬϬW&KZWZ^ZE/E' ϭϬϬW&KZ^hD/dd> Wϭ ^KE&>KKZW>E WZKWK^/d/KEцϯϱϴϭ^& ϰϮΗ,WKEzt>> ;EͿ'Z^^t/EKt͘dzW͘ ;EͿdDWZ'>^^t/EKt ;EͿZ/>/E'͘dzW͘ 0$;6/23( 0$;6/23( $ $ $ $ 0,1 6 / 2 3 ( ;EͿD/E/^W>/dKhdKKZhE/d^KE;EͿ&>dZKK&KsZ;EͿ^W͘dzW͘ ;EͿ^^'d ;EͿZ/>/E'͘dzW͘ ;EͿdDWZ'>^^t/EKt ;EͿdDWZ'>^^t/EKt ;EͿdDWZ'>^^t/EKt WZKWK^^KE&>KKZW>E h/>/E'^d/KE^/'Ed/KE^,dEhDZ h/>/E'>sd/KE^/'Ed/KE^,dEhDZ >'E͗ d/>Z&ZE^,dEhDZ &>KKZ>sd/KE,E' t/EKt^/'Ed/KE KKZ^/'Ed/KE ZKKD/>/E',/',d͕&>KKZ/E' t>>^d/KEZ&ZE^,dEhDZ ^DK<>ZD^>ddZzW,KdK>dZ/^DK<ddKZt/d,/KE/d/KE^E^KZ͕/EdZKEEdE,ZͲt/Z͕;h>ϮϭϳͿ͘ ZKEDKEKy/>ZD^>ddZzW,KdK>dZ/͕/EdZKEEdE,ZͲt/Z͕;h>ϮϬϯϰͿ͘ Ett>>Ϯyϰ t>>dK^dz t>>dKDK Zs/^/KE^/'Ed/KE Ett>>Ϯyϲ ϭ,Z&/ZZdt>>Ϯyϰ ϭ,Z&/ZZdt>>Ϯyϲy/^d/E'ϭ,Z&/ZZdKDDKEt>> ZKKD ϬΗ>'͕&>KKZ/E' Dy͘ϳϯϰΗ ;EͿt><Ͳ/E^,KtZtͬD/E͘ϲΖ,/',EKEͲ^KZEd^hZ&Ksd,Z/E>s>dd,^hZZKhE/E't>>^tͬdDWZ'>^^KKZ͘dzW͘ $ ;EͿ^d/Z^͘dzW͘ ;EͿZ/>/E'͘dzW͘ ϰϮΗ,WKEzt>>;EͿ&hZZt>> 0,16/23( 0,16/23( 0,16/23( $ ;EͿ'Z^^&ZE,KKZ͘dzW͘ 26 Ͳϰ ^dZZZ^/E ^,d WZKWZdzKtEZ͗ ^,>>z^dZZ͕ သ;ϯϭϬͿϰϬϵͲϳϱϳϳဠ Zs d^Z/Wd/KE ϬϵͬϮϱͬϮϯ d,Z^,>>EK,E'^KZs/d/KEKEd,^W>E^t/d,Khdd,KE^EdK&W>EEWZD/d/E͘EKd^Ed/>^KEd,Zt/E'^^,>>d<WZEKsZ'EZ>EKd^EdzW/>d/>^͘t,ZEKd/>^^,KtEKZEKdKEd,Zt/E'^͕d,d/>^^,>>d,^D^&KZKd,Z^/D/>ZtKZ<͘KEdZdKZ^,>>sZ/&z>>W>E^͕y/^d/E'/DE^/KE^E&/>KE/d/KE^KEd,:K^/dE^,>>/DD/d>zEKd/&zdKW>EEWZD/d/EEz/^ZWE/^/EtZ/d/E'WZ/KZdKd,KDDEDEdK&EztKZ<KZZ^WKE^/>&KZ^D͘ d, ^ ^ / ' E ^ ͕ Z t / E ' ^ E ^ W / & / d / K E ^ Z d , W Z K W Z d z E K W z Z / ' , d K & W > E E W Z D / d / E E ^ , > > E K d h ^ / E K E E d / K E t / d , E z K d , Z t K Z < y W d z ' Z D E d t / d , W > E E W ZD / d / E ͘ z h ^ / E ' d , ^ W > E ^ ͕ d , h ^ Z ' Z ^ d K Z > ^ W > E E W Z D / d / E & Z K D E z E > > > / D ^ ͕ > / / > / d / ^ ͕ ^ h / d ^ ͕ E D E ^ K E K h E d K & E z / E : h Z z ͕ D ' K Z > K ^ ^ K Z W Z ^ K E ^ K ZWZ K W Z d z ͕ / E > h / E ' / E : h Z z K Z d , ͕ K Z K E K D / > K ^ ^ ^ ͕ Z / ^ /E' K h d K & d , h ^ K & d , ^ W > E ^ ͘ ϭϬͬϬϮͬϮϯ^<d,&KZWWZKs> ^<d,&KZZs/t &KZW>EE/E'Zs/t ' &KZ,KZs/t )WZ,KKDDEd^ ( WZKWZdzZ^^͗ϮϰϵϭZ^ds/tZ͕ EtWKZd,͕ϵϮϲϲϯ W>EEWZD/d/E͘ Z,/ddhZ>^/'E^Zs/^ϵϴϵϭ/Zs/EEdZZηϮϬϬ/Zs/E͕ϵϮϲϭϴ ;ϳϭϰͿͲϳϭϱͲϬϵϮϯ ďŝǌΛƉůĂŶĂŶĚƉĞƌŵŝƚ͘ĐŽŵ >Kd/KEYZK͗ STATE OF CALIFORNIAEXP. DATE L I CEN S E D A RCH I T E C T C - 34643 06/30/2025SIGNATURE PAUL SAN GEMINO ϬϵͬϮϴͬϮϯ^<d,&KZZs/t *ϭϬϬW&KZWZ^ZE/E' ϭϬϬW&KZ^hD/dd> Wϭ y/^d/E'ZKK&W>E ZKK&W>E h/>/E'^d/KE^/'Ed/KE^,dEhDZ h/>/E'>sd/KE^/'Ed/KE^,dEhDZ d/>Z&ZE^,dEhDZ &>KKZ>sd/KE,E' t/EKt^/'Ed/KE KKZ^/'Ed/KE ZKKD/>/E',/',d͕&>KKZ/E' t>>^d/KEZ&ZE^,dEhDZ ^DK<>ZD^>ddZzW,KdK>dZ/^DK<ddKZt/d,/KE/d/KE^E^KZ͕/EdZKEEdE,ZͲt/Z͕;h>ϮϭϳͿ͘ ZKEDKEKy/>ZD^>ddZzW,KdK>dZ/͕/EdZKEEdE,ZͲt/Z͕;h>ϮϬϯϰͿ͘ Ett>>Ϯyϰ t>>dK^dz t>>dKDK Zs/^/KE^/'Ed/KE Ett>>Ϯyϲ ϭ,Z&/ZZdt>>Ϯyϰ ϭ,Z&/ZZdt>>Ϯyϲy/^d/E'ϭ,Z&/ZZdKDDKEt>> ZKKDϬΗ>'͕&>KKZ/E' Dy͘ϳϯϰΗ 3,7&+3,7&+ ;ͿZKK&dKZDKs͘dzW͘ 3,7&+3,7&+ 3,7&+3,7&+ 3 , 7 & + 3 , 7 & + 3 , 7 & + 3 , 7 & + 3 , 7 & + 3 , 7 & + 27 '6 '6 '6 '6 '6 '6 '6 '6 +38 +38 +38 '6 Ͳϱ ^dZZZ^/E ^,d WZKWZdzKtEZ͗ ^,>>z^dZZ͕ သ;ϯϭϬͿϰϬϵͲϳϱϳϳဠ Zs d^Z/Wd/KE ϬϵͬϮϱͬϮϯ d,Z^,>>EK,E'^KZs/d/KEKEd,^W>E^t/d,Khdd,KE^EdK&W>EEWZD/d/E͘EKd^Ed/>^KEd,Zt/E'^^,>>d<WZEKsZ'EZ>EKd^EdzW/>d/>^͘t,ZEKd/>^^,KtEKZEKdKEd,Zt/E'^͕d,d/>^^,>>d,^D^&KZKd,Z^/D/>ZtKZ<͘KEdZdKZ^,>>sZ/&z>>W>E^͕y/^d/E'/DE^/KE^E&/>KE/d/KE^KEd,:K^/dE^,>>/DD/d>zEKd/&zdKW>EEWZD/d/EEz/^ZWE/^/EtZ/d/E'WZ/KZdKd,KDDEDEdK&EztKZ<KZZ^WKE^/>&KZ^D͘ d, ^ ^ / ' E ^ ͕ Z t / E ' ^ E ^ W / & / d / K E ^ Z d , W Z K W Z d z E K W z Z / ' , d K & W > E E W Z D / d / E E ^ , > > E K d h ^ / E K E E d / K E t / d , E z K d , Z t K Z < y W d z ' Z D E d t / d , W > E E W ZD / d / E ͘ z h ^ / E ' d , ^ W > E ^ ͕ d , h ^ Z ' Z ^ d K Z > ^ W > E E W Z D / d / E & Z K D E z E > > > / D ^ ͕ > / / > / d / ^ ͕ ^ h / d ^ ͕ E D E ^ K E K h E d K & E z / E : h Z z ͕ D ' K Z > K ^ ^ K Z W Z ^ K E ^ K ZWZ K W Z d z ͕ / E > h / E ' / E : h Z z K Z d , ͕ K Z K E K D / > K ^ ^ ^ ͕ Z / ^ /E' K h d K & d , h ^ K & d , ^ W > E ^ ͘ ϭϬͬϬϮͬϮϯ^<d,&KZWWZKs> ^<d,&KZZs/t &KZW>EE/E'Zs/t ' &KZ,KZs/t )WZ,KKDDEd^ ( WZKWZdzZ^^͗ϮϰϵϭZ^ds/tZ͕ EtWKZd,͕ϵϮϲϲϯ W>EEWZD/d/E͘ Z,/ddhZ>^/'E^Zs/^ϵϴϵϭ/Zs/EEdZZηϮϬϬ/Zs/E͕ϵϮϲϭϴ ;ϳϭϰͿͲϳϭϱͲϬϵϮϯ ďŝǌΛƉůĂŶĂŶĚƉĞƌŵŝƚ͘ĐŽŵ >Kd/KEYZK͗ STATE OF CALIFORNIAEXP. DATE L I CEN S E D A RCH I T E C T C - 34643 06/30/2025SIGNATURE PAUL SAN GEMINO ϬϵͬϮϴͬϮϯ^<d,&KZZs/t *ϭϬϬW&KZWZ^ZE/E' ϭϬϬW&KZ^hD/dd> Wϭ WZKWK^ZKK&W>E ZKK&W>E h/>/E'^d/KE^/'Ed/KE^,dEhDZ h/>/E'>sd/KE^/'Ed/KE^,dEhDZ d/>Z&ZE^,dEhDZ &>KKZ>sd/KE,E' t/EKt^/'Ed/KE KKZ^/'Ed/KE ZKKD/>/E',/',d͕&>KKZ/E' t>>^d/KEZ&ZE^,dEhDZ ^DK<>ZD^>ddZzW,KdK>dZ/^DK<ddKZt/d,/KE/d/KE^E^KZ͕/EdZKEEdE,ZͲt/Z͕;h>ϮϭϳͿ͘ ZKEDKEKy/>ZD^>ddZzW,KdK>dZ/͕/EdZKEEdE,ZͲt/Z͕;h>ϮϬϯϰͿ͘ Ett>>Ϯyϰ t>>dK^dz t>>dKDK Zs/^/KE^/'Ed/KE Ett>>Ϯyϲ ϭ,Z&/ZZdt>>Ϯyϰ ϭ,Z&/ZZdt>>Ϯyϲy/^d/E'ϭ,Z&/ZZdKDDKEt>> ZKKDϬΗ>'͕&>KKZ/E' Dy͘ϳϯϰΗ 3,7&+ 3 , 7 & + 3 , 7 & + 3 , 7 & + 3 , 7 & + 3 , 7 & + 3 , 7 & + 3 , 7 & + 3 , 7 & + 3 , 7 & + 3 , 7 & + 3 , 7 & + 3 , 7 & + 3 , 7 & + 3 , 7 & + 3 , 7 & + x ZKK&sEd>h>d/KE^͗ϭͬϭϱϬd,K&ZZYh/ZdZKK& x dd/Z͗ϲϳ^&Λ&/Z^d&>KKZΛ:h/Θ^hE͗ϲϳ^&ͬϭϱϬ^&сϭ^&ZYh/Zϭ^&^dd/sEdWZKs/ x dd/Z͗ϲϳ^&Λ&/Z^d&>KKZΛ^W͗ϰϳ^&ͬϭϱϬ^&сϭ^&ZYh/Zϭ^&^dd/sEdWZKs/ x dd/Z͗ϯϱϴϭ^&Λ^KE&>KKZ͗ϲϬйK&ϯϱϴϭ^&сϮϭϰϵͬϭϱϬсϭϱ^&ZYh/Zϭϱ^&^K&&/dsEdWZKs/ϰϬйK&ϯϱϴϭ^&сϭϰϯϯͬϭϱϬсϭϬ^&ZYh/ZϭϬ^&^dd/sEdWZKs/ ZKK&EKd͗Ă͘ D/E/DhDK&ϭΗ/Z^W^,>>WZKs/dtE/E^h>d/KEEZKK&^,d,/E'͘KWE/E'^^,>>W>^K^dKWZKs/ZK^^sEd/>d/KEK&d,dd/^W͘ď͘ d,Ed&ZsEd/>d/E'Z^,>>EKd>^^d,EϭͬϭϱϬK&d,dd/Z͘Đ͘ sEdKWE/E'^^,>>KsZt/d,EKEͲKDh^d/>KZZK^/KEZ^/^dEd͕Dd>t/ZD^,KZKd,ZDdZ/>^,s/E'KWE/E'^ϭͬϭϲ͟D/E/DhDdKϭͬϴ͟Dy/DhD;/Zs/EDhE//W>KϱͲϵͲϰϬϮ;EͿͿ͘Ě͘ ϱϬйK&d,ZYh/ZsEd/>d/KEZDh^d>Kdd>^dϯ&d͘KssKZKZE/sEd^t/d,d,>EWZKs/zsKZKZE/sEd^͘Ğ͘ t,Zd,Zd/KK&ϭͬϯϬϬ/^h^dKsEdd,dd/^͕EKd>^^d,EϰϬйhdEKdDKZd,EϱϬйK&d,sEd^^,>>>KdEKdDKZd,Eϯ&d͘>Ktd,Z/'͘ ;EͿZKK&'hddZEKtE^WKhd͘dzW͘ ;EͿDd>ZKK&͘Dd>^>^DEh&dhZ/E'KZWKZd/KEWZKhd^͕Dy/ͲddE͕K>KZ͗><͕>^^͕/^ZͲϭϯϮϯ͘;KZWWZKsYh>Ϳ͘^ϳͬͲϮ͘ ;EͿϭϮΗt/,Z/^K&&/dsEdhEZs^͘^ZKK&sEd>^͘^ϴͬͲϮΘϵͬͲϳ͘ ;EͿϭ^&^dd/sEd͘dzW͘;KZWWZKsYh>Ϳ^ϲͬͲϳ͘ 3,7&+ 3 , 7 & + 3 , 7 & + 3,7 & + 3 , 7 & + 3 , 7 & + ;EͿ D / E ͘ Ϯ й ^ > K W ;EͿD/E͘Ϯй^>KW ;EͿD/E͘Ϯй^>KW ;EͿWZWdt>>&ZKD&/E/^,ZKK&>s>͘dzW͘ ;EͿ>hDtKKWd/KKsZ/^ZͲϭϯϵϴW;KZWWZKsYh>ͿdK/E^d>>WZD&Z͕zKd,Z^͘ ;EͿ&>dZKK&tͬWK>z'>^^^^DDZE^͕D/E͘>^^͕dKDd,tͬ;ͿZKK&͕/E^d>>WZD&Z͘/^ZϮϬϭϴ;KZWWZKsYh>Ϳ͘dzW͘ ;EͿ^hWWZEKtE^WKhdKE&KZ&>dZKK&͘dzW͘^ϴͬͲϳ͘ ;EͿD/E/^W>/dKhdKKZhE/d^KE;EͿ&>dZKK&KsZ;EͿ^W͘dzW͘ ;EͿZ/<d 3 , 7 & + ;EͿ D / E ͘ Ϯ й ^ > K W 3,7&+ ;EͿ,/DEz ;EͿ'hddZ ;EͿdd/sEd͘dzW͘ 28 OPEN TO BEYOND A-6 STARR RESIDENCE SHEET PROPERTY OWNER: SHELLEY STARR, ‪(310) 409-7577‬ REV DATE DESCRIPTION 09/25/23A THERE SHALL BE NO CHANGES OR DEVIATION ON THESE PLANS WITHOUT THE CONSENT OF PLAN AND PERMIT INC. NOTES AND DETAILS ON THE DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS. WHERE NO DETAILS SHOWN OR NOTED ON THE DRAWINGS, THE DETAILS SHALL BE THE SAME AS FOR OTHER SIMILAR WORK.CONTRACTOR SHALL VERIFY ALL PLANS, EXISTING DIMENSIONS AND FIELD CONDITIONS ON THE JOB SITE AND SHALL IMMEDIATELY NOTIFY TO PLAN AND PERMIT INC ANY DISCREPANCIES IN WRITING PRIOR TO THE COMMENCEMENT OF ANY WORK OR BE RESPONSIBLE FOR SAME. THE S E D E S I G N S , D R A W I N G S A N D S P E C I F I C A T I O N S A R E T H E P R O P E R T Y A N D C O P Y R I G H T O F P L A N A N D P E R M I T I N C A N D S H A L L N O T B E U S E D I N C O N N E C T I O N W I T H A N Y O T H E R W O R K E X C E P T B Y A G R E E M E N T W I T H P L A N A N D P E R M I T I N C . B Y U S I N G T H E S E P L A N S , T H E U S E R A G R E E S T O R E L E A S E P L A N A N D P E R M I T I N C F R O M A N Y A N D A L L C L A I M S , L I A B I L I T I E S , S U I T S , A N D D E M A N D S O N A C C O U N T O F A N Y I N J U R Y , D A M A G E O R L O S S O R P E R S O N S O R P ROP E R T Y , I N C L U D I N G I N J U R Y O R D E A T H , O R E C O N O M I C L O S S E S , A R I S I N G O U T O F T H E U S E O F T H E S E P L A N S . 10/02/23C SKETCH FOR APPROVAL SKETCH FOR REVIEW 10/09/23 FOR PLANNING REVIEW 11/27/23 D FOR HOA REVIEW 12/20/23F PER HOA COMMENTS E PROPERTY ADDRESS:2491 CRESTVIEW DR, NEWPORT BEACH, CA 92663 PLAN AND PERMIT INC. ARCHITECTURAL DESIGN SERVICES9891 IRVINE CENTER DR #200IRVINE, CA 92618 (714)-715-0923 biz@planandpermit.com LOCATION QR CODE: STATEOF CALIFORNIAEXP. DATE L I CEN S E D A RCH I T E C T C - 34643 06/30/2025SIGNATURE PAUL SAN GEMINO 09/28/23B SKETCH FOR REVIEW 02/18/24G 100PD FOR PRESCREENING 03/18/240 100PD FOR SUBMITTAL 05/22/241 PC1 06/20/242 PC2 EXISTING NORTHWEST ELEVATION1 ELEVATIONS 04' 4'8' 14" = 1'-0" 2 PROPOSED NORTHWEST ELEVATION 04' 4'8' 14" = 1'-0" 3-1/2:12 PITCH 3-1/2:12 PITCH 3-1/2:12 PITCH 3:12 PITCH 3:12 PITCH 3:12 PITCH3:12 PITCH 3:12 PITCH (E) PROVIDE OPENING FOR (N) WINDOW.TYP. (N) WALL W/ BRICK, WESTLAKE ROYAL STONE LLC - ELDORADOSTONE®, CAPISTRANOADOBE BRICK, CHALK DUST , 3.5" X 15.5".THICKNESS: 1.25"–1.5", ICC ESR-1215. (OR APPROVED EQUAL) (N) EGRESSWINDOW.TYP. (E) STUCCO TO BE REMOVED.TYP. (E) WALL TO BE REMOVED.TYP. (E) WINDOW TO BE REMOVED.TYP. (E) PROVIDE OPENING FOR (N) FRENCH DOOR.TYP. (E) DOOR TO BE REMOVED (E) FRENCH DOOR TO BE REMOVED (E) ROOF TO BE REMOVED.TYP. (N) WALL W/ FIBER CEMENT LAP SIDING.JAMES HARDIE PLANK SIDING PRODUCTS,COLOR: SMOOTH, SUMMER WHITE,ICCESR-2290. (OR APPROVED EQUAL) (N) DOOR.TYP. (N) LANDING (N) FRENCH DOOR.TYP. (N) SLIDING DOOR (N) RESTORE WALL W/ BRICK, WESTLAKEROYAL STONE LLC - ELDORADO STONE®,CAPISTRANOADOBE BRICK, CHALK DUST ,3.5" X 15.5". THICKNESS: 1.25"–1.5".TYP. (N) RAILING (N) SHUTTER.TYP. (N) RAIN GUTTER AND DOWNSPOUT.TYP. 1D-2 1D-2 6:12 PITCH (N) MINI SPLITOUTDOOR UNITS ON(N) FLAT ROOF OVER(N) SPA.BEHIND THEPONY WALL. TYP. (N) SHUTTER.TYP. 4D-24D-2 3D-2 (N) 14" HIGH -DECORATIVESOLELY ACTING 3-1/2:12 PITCH 3-1/2:12 PITCH 3-1/2:12 PITCH 3-1/2:12 PITCH 3-1/2:12 PITCH 3-1/2:12 PITCH (N) CHIMNEY 2 2 (N) ASPHALT SHINGLE, LANDMARK, CLASS A, COOL,COLOR: BLACK, ICC-ES-ESR-1389 & ESR-3537. (ORAPPROVED EQUAL) 29 OPEN TO BEYOND A-7 STARR RESIDENCE SHEET PROPERTY OWNER: SHELLEY STARR, ‪(310) 409-7577‬ REV DATE DESCRIPTION 09/25/23A THERE SHALL BE NO CHANGES OR DEVIATION ON THESE PLANS WITHOUT THE CONSENT OF PLAN AND PERMIT INC. NOTES AND DETAILS ON THE DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS. WHERE NO DETAILS SHOWN OR NOTED ON THE DRAWINGS, THE DETAILS SHALL BE THE SAME AS FOR OTHER SIMILAR WORK.CONTRACTOR SHALL VERIFY ALL PLANS, EXISTING DIMENSIONS AND FIELD CONDITIONS ON THE JOB SITE AND SHALL IMMEDIATELY NOTIFY TO PLAN AND PERMIT INC ANY DISCREPANCIES IN WRITING PRIOR TO THE COMMENCEMENT OF ANY WORK OR BE RESPONSIBLE FOR SAME. THE S E D E S I G N S , D R A W I N G S A N D S P E C I F I C A T I O N S A R E T H E P R O P E R T Y A N D C O P Y R I G H T O F P L A N A N D P E R M I T I N C A N D S H A L L N O T B E U S E D I N C O N N E C T I O N W I T H A N Y O T H E R W O R K E X C E P T B Y A G R E E M E N T W I T H P L A N A N D P E R M I T I N C . B Y U S I N G T H E S E P L A N S , T H E U S E R A G R E E S T O R E L E A S E P L A N A N D P E R M I T I N C F R O M A N Y A N D A L L C L A I M S , L I A B I L I T I E S , S U I T S , A N D D E M A N D S O N A C C O U N T O F A N Y I N J U R Y , D A M A G E O R L O S S O R P E R S O N S O R P ROP E R T Y , I N C L U D I N G I N J U R Y O R D E A T H , O R E C O N O M I C L O S S E S , A R I S I N G O U T O F T H E U S E O F T H E S E P L A N S . 10/02/23C SKETCH FOR APPROVAL SKETCH FOR REVIEW 10/09/23 FOR PLANNING REVIEW 11/27/23 D FOR HOA REVIEW 12/20/23F PER HOA COMMENTS E PROPERTY ADDRESS:2491 CRESTVIEW DR, NEWPORT BEACH, CA 92663 PLAN AND PERMIT INC. ARCHITECTURAL DESIGN SERVICES9891 IRVINE CENTER DR #200IRVINE, CA 92618 (714)-715-0923 biz@planandpermit.com LOCATION QR CODE: STATEOF CALIFORNIAEXP. DATE L I CEN S E D A RCH I T E C T C - 34643 06/30/2025SIGNATURE PAUL SAN GEMINO 09/28/23B SKETCH FOR REVIEW 02/18/24G 100PD FOR PRESCREENING 03/18/240 100PD FOR SUBMITTAL 05/22/241 PC1 06/20/242 PC2 EXISTING SOUTHWEST ELEVATION1 ELEVATIONS 04' 4' 8' 14" = 1'-0" 2 PROPOSED SOUTHWEST ELEVATION 04' 4'8' 14" = 1'-0" 3-1/2:12 PITCH 3-1/2:12 PITCH 3:12 PITCH3:12 PITCH 3-1/2:12 PITCH 3-1/2:12 PITCH (N) WALL W/ BRICK, WESTLAKE ROYAL STONE LLC - ELDORADOSTONE®, CAPISTRANOADOBE BRICK, CHALK DUST , 3.5" X 15.5".THICKNESS: 1.25"–1.5", ICC ESR-1215. (OR APPROVED EQUAL) (N) RESTORE WALL W/ BRICK, WESTLAKEROYAL STONE LLC - ELDORADO STONE®,CAPISTRANOADOBE BRICK, CHALK DUST ,3.5" X 15.5". THICKNESS: 1.25"–1.5".TYP. (N) RAILING.TYP. (N) EGRESSWINDOW.TYP. (E) PROVIDE OPENING FOR (N) WINDOW.TYP. (E) STUCCO TO BE REMOVED.TYP. (E) WINDOW TO BE REMOVED.TYP. (E) ROOF TO BE REMOVED.TYP. (E) FRENCH DOOR TO BE REMOVED.TYP. (E) DOOR TO BE REMOVED.TYP. (N) FRENCH DOOR.TYP. (N) SHUTTER.TYP. (N) WALL W/ FIBER CEMENT LAP SIDING.JAMES HARDIE PLANK SIDING PRODUCTS,COLOR: SMOOTH, SUMMER WHITE,ICC ESR-2290. (OR APPROVED EQUAL) (N) RAIN GUTTER ANDDOWNSPOUT.TYP.1D-2 2D-24D-2 (N) CRICKET 3-1/2:12 PITCH (N) METAL ROOF. METAL SALESMANUFACTURING CORPORATIONPRODUCTS, MAXI-BATTEN, COLOR:BLACK, CLASS A, ICC ESR-1323. (ORAPPROVED EQUAL) 4D-6 3D-2 3-1/2:12 PITCH 3-1/2:12 PITCH 3-1/2:12 PITCH 3-1/2:12 PITCH 3-1/2:12 PITCH 3-1/2:12 PITCH 3-1/2:12 PITCH 3-1/2:12 PITCH 3-1/2:12 PITCH (N) CHIMNEY (N) 14" HIGH -DECORATIVESOLELY ACTING (N) NON-OPERABLE DECORATIVE SHUTTERS (N) ASPHALT SHINGLE, LANDMARK, CLASS A, COOL,COLOR: BLACK, ICC-ES-ESR-1389 & ESR-3537. (ORAPPROVED EQUAL) 2 2 30 A-8 STARR RESIDENCE SHEET PROPERTY OWNER: SHELLEY STARR, ‪(310) 409-7577‬ REV DATE DESCRIPTION 09/25/23A THERE SHALL BE NO CHANGES OR DEVIATION ON THESE PLANS WITHOUT THE CONSENT OF PLAN AND PERMIT INC. NOTES AND DETAILS ON THE DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS. WHERE NO DETAILS SHOWN OR NOTED ON THE DRAWINGS, THE DETAILS SHALL BE THE SAME AS FOR OTHER SIMILAR WORK.CONTRACTOR SHALL VERIFY ALL PLANS, EXISTING DIMENSIONS AND FIELD CONDITIONS ON THE JOB SITE AND SHALL IMMEDIATELY NOTIFY TO PLAN AND PERMIT INC ANY DISCREPANCIES IN WRITING PRIOR TO THE COMMENCEMENT OF ANY WORK OR BE RESPONSIBLE FOR SAME. THE S E D E S I G N S , D R A W I N G S A N D S P E C I F I C A T I O N S A R E T H E P R O P E R T Y A N D C O P Y R I G H T O F P L A N A N D P E R M I T I N C A N D S H A L L N O T B E U S E D I N C O N N E C T I O N W I T H A N Y O T H E R W O R K E X C E P T B Y A G R E E M E N T W I T H P L A N A N D P E R M I T I N C . B Y U S I N G T H E S E P L A N S , T H E U S E R A G R E E S T O R E L E A S E P L A N A ND P E R M I T I N C F R O M A N Y A N D A L L C L A I M S , L I A B I L I T I E S , S U I T S , A N D D E M A N D S O N A C C O U N T O F A N Y I N J U R Y , D A M A G E O R L O S S O R P E R S O N S O R P ROP E R T Y , I N C L U D I N G I N J U R Y O R D E A T H , O R E C O N O M I C L O S S E S , A R I S I N G O U T O F T H E U S E O F T H E S E P L A N S . 10/02/23C SKETCH FOR APPROVAL SKETCH FOR REVIEW 10/09/23 FOR PLANNING REVIEW 11/27/23 D FOR HOA REVIEW 12/20/23F PER HOA COMMENTS E PROPERTY ADDRESS:2491 CRESTVIEW DR, NEWPORT BEACH, CA 92663 PLAN AND PERMIT INC.ARCHITECTURAL DESIGN SERVICES9891 IRVINE CENTER DR #200IRVINE, CA 92618 (714)-715-0923 biz@planandpermit.com LOCATION QR CODE: STATE OF CALIFORNIAEXP. DATE L I CEN S E D A RCH I T E C T C - 34643 06/30/2025SIGNATURE PAUL SAN GEMINO 09/28/23B SKETCH FOR REVIEW 02/18/24G 100PD FOR PRESCREENING 03/18/240 100PD FOR SUBMITTAL 05/22/241 PC1 06/20/242 PC2 EXISTING NORTHEAST ELEVATION1 ELEVATIONS 04' 4' 8' 14" = 1'-0" 2 PROPOSED NORTHEAST ELEVATION 04' 4'8' 14" = 1'-0" 3-1/2:12 PITCH 3-1/2:12 PITCH 3-1/2:12 PITCH 3-1/2:12 PITCH (E) STUCCO TO BE REMOVED.TYP. (E) WINDOW TO BEREMOVED.TYP. (E) ROOF TO BE REMOVED.TYP. (E) WALL TO BE REMOVED (N) EGRESS WINDOW.TYP. (N) WINDOW.TYP. (E) GARAGE DOOR TOBE REPLACED .TYP. (N) REPLACEMENT GARAGE DOOR.TYP. (N) WALL W/ BRICK, WESTLAKE ROYAL STONE LLC -ELDORADO STONE®, CAPISTRANOADOBE BRICK,CHALK DUST , 3.5" X 15.5". THICKNESS: 1.25"–1.5",ICC ESR-1215. (OR APPROVED EQUAL) (N) RESTORE WALL W/ FIBER CEMENT LAP SIDING.JAMES HARDIE PLANK SIDING PRODUCTS,COLOR: SMOOTH, SUMMER WHITE,ICC ESR-2290. (OR APPROVED EQUAL) (N) WALL W/ FIBER CEMENT LAP SIDING.JAMES HARDIE PLANK SIDING PRODUCTS,COLOR: SMOOTH, SUMMER WHITE,ICCESR-2290. (OR APPROVED EQUAL) (N) SHUTTER.TYP. (N) RAIN GUTTER ANDDOWNSPOUT.TYP. 1D-2 3-1/2:12 PITCH (N) MINI SPLIT OUTDOOR UNITS ON(N) FLAT ROOF OVER (N) SPA BEHINDTHE PONY WALL. TYP. (N) SCUPPER AND DOWNSPOUT ONFOR FLAT ROOF. TYP. (N) SHUTTER.TYP. (N) ACCESS GATE (N) FASCIA MATERIALAND FINISH.TYP. (E) FOUNDATIONVENT.TYP. 11D-1 5D-7 3-1/2:12 PITCH 3-1/2:12 PITCH 3-1/2:12 PITCH (N) CHIMNEY (N) ASPHALT SHINGLE,LANDMARK, CLASS A, COOL,COLOR: BLACK,ICC-ES-ESR-1389 & ESR-3537.(OR APPROVED EQUAL) 2 2 31 A-9 STARR RESIDENCE SHEET PROPERTY OWNER: SHELLEY STARR, ‪(310) 409-7577‬ REV DATE DESCRIPTION 09/25/23A THERE SHALL BE NO CHANGES OR DEVIATION ON THESE PLANS WITHOUT THE CONSENT OF PLAN AND PERMIT INC. NOTES AND DETAILS ON THE DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS. WHERE NO DETAILS SHOWN OR NOTED ON THE DRAWINGS, THE DETAILS SHALL BE THE SAME AS FOR OTHER SIMILAR WORK.CONTRACTOR SHALL VERIFY ALL PLANS, EXISTING DIMENSIONS AND FIELD CONDITIONS ON THE JOB SITE AND SHALL IMMEDIATELY NOTIFY TO PLAN AND PERMIT INC ANY DISCREPANCIES IN WRITING PRIOR TO THE COMMENCEMENT OF ANY WORK OR BE RESPONSIBLE FOR SAME. THE S E D E S I G N S , D R A W I N G S A N D S P E C I F I C A T I O N S A R E T H E P R O P E R T Y A N D C O P Y R I G H T O F P L A N A N D P E R M I T I N C A N D S H A L L N O T B E U S E D I N C O N N E C T I O N W I T H A N Y O T H E R W O R K E X C E P T B Y A G R E E M E N T W I T H P L A N A N D P E R M I T I N C . B Y U S I N G T H E S E P L A N S , T H E U S E R A G R E E S T O R E L E A S E P L A N A N D P E R M I T I N C F R O M A N Y A N D A L L C L A I M S , L I A B I L I T I E S , S U I T S , A N D D E M A N D S O N A C C O U N T O F A N Y I N J U R Y , D A M A G E O R L O S S O R P E R S O N S O R P ROP E R T Y , I N C L U D I N G I N J U R Y O R D E A T H , O R E C O N O M I C L O S S E S , A R I S I N G O U T O F T H E U S E O F T H E S E P L A N S . 10/02/23C SKETCH FOR APPROVAL SKETCH FOR REVIEW 10/09/23 FOR PLANNING REVIEW 11/27/23 D FOR HOA REVIEW 12/20/23F PER HOA COMMENTS E PROPERTY ADDRESS:2491 CRESTVIEW DR, NEWPORT BEACH, CA 92663 PLAN AND PERMIT INC. ARCHITECTURAL DESIGN SERVICES9891 IRVINE CENTER DR #200IRVINE, CA 92618 (714)-715-0923 biz@planandpermit.com LOCATION QR CODE: STATEOF CALIFORNIAEXP. DATE L I CEN S E D A RCH I T E C T C - 34643 06/30/2025SIGNATURE PAUL SAN GEMINO 09/28/23B SKETCH FOR REVIEW 02/18/24G 100PD FOR PRESCREENING 03/18/240 100PD FOR SUBMITTAL 05/22/241 PC1 06/20/242 PC2 EXISTING SOUTHEAST ELEVATION1 ELEVATIONS 04' 4' 8' 14" = 1'-0" 2 PROPOSED SOUTHEAST ELEVATION 04' 4'8' 14" = 1'-0" 3-1/2:12 PITCH 3-1/2:12 PITCH 3:12 PITCH3:12 PITCH 3-1/2:12 PITCH 3-1/2:12 PITCH 3-1/2:12 PITCH 3:12 PITCH 3:12 PITCH 6:12 PITCH (E) PROVIDE OPENING FOR(N) WINDOW.TYP. (E) STUCCO TO BE REMOVED.TYP. (E) WINDOW TO BE REMOVED.TYP. (E) ROOF TO BE REMOVED.TYP. (E) WALL TO BE REMOVED.TYP. (E) PROVIDE OPENING FOR (N) DOOR (E) FRENCH DOOR TO BE REMOVED.TYP. (N) EGRESS WINDOW.TYP. (N) WINDOW.TYP. (N) DOOR.TYP. (N) FRENCH DOOR (N) SHUTTER.TYP. (N) RESTORE WALL W/ FIBER CEMENT LAP SIDING.JAMES HARDIE PLANK SIDING PRODUCTS,COLOR: SMOOTH, SUMMER WHITE,ICC ESR-2290.(OR APPROVED EQUAL) (N) WALL W/ FIBER CEMENT LAP SIDING.JAMES HARDIE PLANK SIDING PRODUCTS,COLOR: SMOOTH, SUMMER WHITE,ICCESR-2290. (OR APPROVED EQUAL) (N) RELOCATEDELECTRICAL METER& PANEL (N) RAIN GUTTER AND DOWNSPOUT.TYP. 1D-2 3D-2 (N) FASCIA MATERIALAND FINISH.TYP. 4D-7 (N) WALL W/ BRICK, WESTLAKE ROYAL STONE LLC -ELDORADO STONE®, CAPISTRANOADOBE BRICK,CHALK DUST , 3.5" X 15.5". THICKNESS: 1.25"–1.5",ICC ESR-1215. (OR APPROVED EQUAL) 3-1/2:12 PITCH3-1/2:12 PITCH (N) CHIMNEY (N) 14" HIGH -DECORATIVESOLELY ACTING (N) ASPHALT SHINGLE,LANDMARK, CLASS A, COOL,COLOR: BLACK,ICC-ES-ESR-1389 & ESR-3537.(OR APPROVED EQUAL) 2 2 32 ;EͿ'h^dt/;EͿ'h^dd,;EͿ,>>tz ;EͿ</d,E ;EͿ'ZdZKKD ;EͿt/;EͿd,ZKKD;EͿ,>>tz;EͿ>K&d;EͿWZ/DZzd,ZKKD;EͿWZ/DZzt/ ;EͿEKK<;EͿ</d,E ;EͿWKtZ ;EͿ>K&d ;EͿ'zD;EͿt/ &ZKEds/t ^/s/t ͲϭϬ ^dZZZ^/E ^,d WZKWZdzKtEZ͗ ^,>>z^dZZ͕ သ;ϯϭϬͿϰϬϵͲϳϱϳϳဠ Zs d^Z/Wd/KE ϬϵͬϮϱͬϮϯ d,Z^,>>EK,E'^KZs/d/KEKEd,^W>E^t/d,Khdd,KE^EdK&W>EEWZD/d/E͘EKd^Ed/>^KEd,Zt/E'^^,>>d<WZEKsZ'EZ>EKd^EdzW/>d/>^͘t,ZEKd/>^^,KtEKZEKdKEd,Zt/E'^͕d,d/>^^,>>d,^D^&KZKd,Z^/D/>ZtKZ<͘KEdZdKZ^,>>sZ/&z>>W>E^͕y/^d/E'/DE^/KE^E&/>KE/d/KE^KEd,:K^/dE^,>>/DD/d>zEKd/&zdKW>EEWZD/d/EEz/^ZWE/^/EtZ/d/E'WZ/KZdKd,KDDEDEdK&EztKZ<KZZ^WKE^/>&KZ^D͘ d, ^ ^ / ' E ^ ͕ Z t / E ' ^ E ^ W / & / d / K E ^ Z d , W Z K W Z d z E K W z Z / ' , d K & W > E E W Z D / d / E E ^ , > > E K d h ^ / E K E E d / K E t / d , E z K d , Z t K Z < y W d z ' Z D E d t / d , W > E E W ZD / d / E ͘ z h ^ / E ' d , ^ W > E ^ ͕ d , h ^ Z ' Z ^ d K Z > ^ W > E E W Z D / d / E & Z K D E z E > > > / D ^ ͕ > / / > / d / ^ ͕ ^ h / d ^ ͕ E D E ^ K E K h E d K & E z / E : h Z z ͕ D ' K Z > K ^ ^ K Z W Z ^ K E ^ K ZWZ K W Z d z ͕ / E > h / E ' / E : h Z z K Z d , ͕ K Z K E K D / > K ^ ^ ^ ͕ Z / ^ /E' K h d K & d , h ^ K & d , ^ W > E ^ ͘ ϭϬͬϬϮͬϮϯ^<d,&KZWWZKs> ^<d,&KZZs/t &KZW>EE/E'Zs/t ' &KZ,KZs/t )WZ,KKDDEd^ ( WZKWZdzZ^^͗ϮϰϵϭZ^ds/tZ͕ EtWKZd,͕ϵϮϲϲϯ W>EEWZD/d/E͘ Z,/ddhZ>^/'E^Zs/^ϵϴϵϭ/Zs/EEdZZηϮϬϬ/Zs/E͕ϵϮϲϭϴ ;ϳϭϰͿͲϳϭϱͲϬϵϮϯ ďŝǌΛƉůĂŶĂŶĚƉĞƌŵŝƚ͘ĐŽŵ >Kd/KEYZK͗ STATE OF CALIFORNIAEXP. DATE L I CEN S E D A RCH I T E C T C - 34643 06/30/2025SIGNATURE PAUL SAN GEMINO ϬϵͬϮϴͬϮϯ^<d,&KZZs/t *ϭϬϬW&KZWZ^ZE/E' ϭϬϬW&KZ^hD/dd> Wϭ ^d/KE^Θ>K''/>sd/KE WZKWK^^d/KE ϯͲϭͬϮ͗ϭϮ W/d, ϯͲϭͬϮ͗ϭϮ W/d, ϯͲϭͬϮ͗ϭϮ W/d, ϯͲϭͬϮ͗ϭϮ W/d, ;EͿZͲϭϱ/E^h>d/KE ;EͿZͲϯϬ/E^h>d/KE ;EͿZͲϭϵ/E^h>d/KE ;EͿZͲϭϱ/E^h>d/KE ;EͿZͲϯϬ/E^h>d/KE ;EͿZͲϭϵ/E^h>d/KE WZKWK^^d/KE ;EͿ^/>/',d;dDWZͿ͘dzW͘Z͗t/EKt^,h> ;EͿKKZ͘dzW͘Z͗t/EKt^,h> ;EͿt/EKtZ͗t/EKt^,h> t>>WZd/d/KE͖Z͗WZKWK^&>KKZW>E;dzW͘Ϳ ZKK&:K/^d͖Z͗^dZhdhZ>^,d^ />/E':K/^d͖Z͗^dZhdhZ>^,d^ &>KKZ:K/^d͖Z͗^dZhdhZ>^,d^ t>>WZd/d/KE͖Z͗WZKWK^&>KKZW>E;dzW͘Ϳ ZKK&:K/^d͖Z͗^dZhdhZ>^,d^ >K''/>sd/KE ;EͿDd>ZKK&͘Dd>^>^DEh&dhZ/E'KZWKZd/KEWZKhd^͕Dy/ͲddE͕K>KZ͗><͕>^^͕/^ZͲϭϯϮϯ͘;KZWWZKsYh>Ϳ ;EͿWZWdtͬZ/<͕t^d><ZKz>^dKE>>Ͳ>KZK^dKEΠ͕W/^dZEKKZ/<͕,><h^d͕ϯ͘ϱΗyϭϱ͘ϱΗ͘d,/<E^^͗ϭ͘ϮϱΗʹϭ͘ϱΗ͕/^ZͲϭϮϭϱ͘;KZWWZKsYh>Ϳ ' ϯͲϭͬϮ͗ϭϮ W/d, ϯͲϭͬϮ͗ϭϮ W/d, 33 ;Ϳ'Z' 95 5( ) 5( ) ;EͿ'ZdZKKDϴΖϱΗ>' ;EͿEKK<ϴΖϱΗ>' ;EͿ</d,EϴΖϱΗ>' ;EͿt/EZKKD ;EͿ'h^dd,ϴΖϱΗ>' ;EͿ'h^dt/ϴΖϱΗ>' ;EͿ'h^dZKKDϴΖϱΗ>' ;EͿ^WϴΖϱΗ>' ;EͿ/E/E'ZKKDϴΖϱΗ>' ;EͿWKtZϴΖϱΗ>' ;EͿWEdZzϴΖϱΗ>' ŶŝĐŚĞ 5( ) ;EͿEdZzϴΖϱΗ>' ': 0: ;EͿWd/KKsZ ,&(0$.(5 %(9(5$*('5$:(5 %87& + ( 5 %/2&. ;EͿDhZKKDϴΖϱΗ>' ;EͿ,>>tzϴΖϱΗ>' ;EͿ Y h / W Z K K D ϴΖϱΗ > ' 83 :+ && 3,==$29(1 *5,//+(67$1287'225*5,// ),5(3/$&( ϳΖϭϭΗ>'ϴΖϱΗ>' ϳΖϭϭΗ>'ϴΖϱΗ>' ;EͿ K > W > h E ' ϴΖϱΗ > ' ;EͿ:h/ϴΖϱΗ>' ;EͿ^hEϴΖϱΗ>' 67$ & . $ % / ( : ' ;EͿ,>>tzϵΖ>' ;EͿd,ZKKDϵΖ>' ;EͿt/ϵΖ>' ;EͿ'h^dZKKDϵΖ>' ;EͿZKKDϵΖ>' ;EͿZKKDϵΖ>' ;EͿd,ZKKDϵΖ>' ;EͿt/ϵΖ>' ;EͿd,ZKKDϵΖ>' ;EͿ>/ZZzͲEKd&KZ^>W/E'WhZWK^^ϵΖ>' ;EͿWZ/DZzZKKDϵΖ>';EͿt/ϵΖ>' ;EͿ>K^dϵΖ>' :' ;EͿ>hEZzϵΖ>' ŶŝĐŚĞ ŶŝĐŚĞ ŶŝĐŚĞ ;EͿ>KEz ;EͿt/ϵΖ>';EͿdK/>dZKKDϵΖ>' ;EͿ'zDϵΖ>' ;EͿ>K&dϵΖ>' ;EͿWZ/DZzd,ZKKDϵΖ>' ^,>&W/E>/',d^ $$ 0,1 ; '1 ŶŝĐŚĞ +38 +38 +38 ;EͿWZ/DZzt/ϵΖ>' ;EͿdZZ ;EͿhE/d^ Ͳϭϭ ^dZZZ^/E ^,d WZKWZdzKtEZ͗ ^,>>z^dZZ͕ သ;ϯϭϬͿϰϬϵͲϳϱϳϳဠ Zs d^Z/Wd/KE ϬϵͬϮϱͬϮϯ d,Z^,>>EK,E'^KZs/d/KEKEd,^W>E^t/d,Khdd,KE^EdK&W>EEWZD/d/E͘EKd^Ed/>^KEd,Zt/E'^^,>>d<WZEKsZ'EZ>EKd^EdzW/>d/>^͘t,ZEKd/>^^,KtEKZEKdKEd,Zt/E'^͕d,d/>^^,>>d,^D^&KZKd,Z^/D/>ZtKZ<͘KEdZdKZ^,>>sZ/&z>>W>E^͕y/^d/E'/DE^/KE^E&/>KE/d/KE^KEd,:K^/dE^,>>/DD/d>zEKd/&zdKW>EEWZD/d/EEz/^ZWE/^/EtZ/d/E'WZ/KZdKd,KDDEDEdK&EztKZ<KZZ^WKE^/>&KZ^D͘ d, ^ ^ / ' E ^ ͕ Z t / E ' ^ E ^ W / & / d / K E ^ Z d , W Z K W Z d z E K W z Z / ' , d K & W > E E W Z D / d / E E ^ , > > E K d h ^ / E K E E d / K E t / d , E z K d , Z t K Z < y W d z ' Z D E d t / d , W > E E W ZD / d / E ͘ z h ^ / E ' d , ^ W > E ^ ͕ d , h ^ Z ' Z ^ d K Z > ^ W > E E W Z D / d / E & Z K D E z E > > > / D ^ ͕ > / / > / d / ^ ͕ ^ h / d ^ ͕ E D E ^ K E K h E d K & E z / E : h Z z ͕ D ' K Z > K ^ ^ K Z W Z ^ K E ^ K ZWZ K W Z d z ͕ / E > h / E ' / E : h Z z K Z d , ͕ K Z K E K D / > K ^ ^ ^ ͕ Z / ^ /E' K h d K & d , h ^ K & d , ^ W > E ^ ͘ ϭϬͬϬϮͬϮϯ^<d,&KZWWZKs> ^<d,&KZZs/t &KZW>EE/E'Zs/t ' &KZ,KZs/t )WZ,KKDDEd^ ( WZKWZdzZ^^͗ϮϰϵϭZ^ds/tZ͕ EtWKZd,͕ϵϮϲϲϯ W>EEWZD/d/E͘ Z,/ddhZ>^/'E^Zs/^ϵϴϵϭ/Zs/EEdZZηϮϬϬ/Zs/E͕ϵϮϲϭϴ ;ϳϭϰͿͲϳϭϱͲϬϵϮϯ ďŝǌΛƉůĂŶĂŶĚƉĞƌŵŝƚ͘ĐŽŵ >Kd/KEYZK͗ STATE OF CALIFORNIAEXP. DATE L I CENS E D A RCH I T E C T C - 34643 06/30/2025SIGNATURE PAUL SAN GEMINO ϬϵͬϮϴͬϮϯ^<d,&KZZs/t *ϭϬϬW&KZWZ^ZE/E' ϭϬϬW&KZ^hD/dd> Wϭ &>KKZW>E^Z &/Z^d&>KKZZ>h>d/KE^y,//d h/>/E'^d/KE^/'Ed/KE^,dEhDZ h/>/E'>sd/KE^/'Ed/KE^,dEhDZ >'E͗ d/>Z&ZE^,dEhDZ &>KKZ>sd/KE,E' t/EKt^/'Ed/KE KKZ^/'Ed/KE ZKKD/>/E',/',d͕&>KKZ/E' t>>^d/KEZ&ZE^,dEhDZ ^DK<>ZD^>ddZzW,KdK>dZ/^DK<ddKZt/d,/KE/d/KE^E^KZ͕/EdZKEEdE,ZͲt/Z͕;h>ϮϭϳͿ͘ ZKEDKEKy/>ZD^>ddZzW,KdK>dZ/͕/EdZKEEdE,ZͲt/Z͕;h>ϮϬϯϰͿ͘ Ett>>Ϯyϰ t>>dK^dz t>>dKDK Zs/^/KE^/'Ed/KE Ett>>Ϯyϲ ϭ,Z&/ZZdt>>Ϯyϰ ϭ,Z&/ZZdt>>Ϯyϲy/^d/E'ϭ,Z&/ZZdKDDKEt>> ZKKD ϬΗ>'͕&>KKZ/E' Dy͘ϳϯϰΗ ZсϳϮϮ^& ZсϯϵϮ^& Zсϳϱϱ^& Zсϯϴϳ^& Zсϭϯϭϱ^& Zсϯϯϭ^& ZсϯϳϬ^& Zсϯϴϳ^& ^KE&>KKZZ>h>d/KE^y,//d Zсϰϯϲ^& Z&сϴϯϮ^& Z:сϳϮ^& Z'сϱϲ^& Z , с ϭ ϵ ϱ ^ & ZсϳϮϮ^& Zсϳϱϱ^& ZсϯϵϮ^& Zсϯϴϳ^& Zсϰϯϲ^& Z&сϴϯϮ^&;'Z'Ϳ Z'сϱϲ^& Z,сϭϵϱ^& Z/сϭϰϯ^& Z:сϳϮ^& Zсϭϯϭϱ^& Zсϯϴϳ^& Zсϯϯϭ^& ZсϯϳϬ^& Zсϭϯϯ^& Z&сϮϲϯ^& Z'сϭϯϱ^& Z,сϮϵϳ^& Z/сϭϰϯ^& Z:сϮϬϳ^& Z:сϮϬϳ^& Z&сϮϲϯ^& Zсϭϯϯ^& Z'сϭϯϱ^& Z , с Ϯ ϵ ϳ ^ & &/Z^d&>KKZZ͗^KE&>KKZZ͗ dKd>&>KKZZсϯϭϱϴ^& dKd>&>KKZZсϯϱϴϭ^& 34 ;Ϳ'Z' 95 5( ) 5( ) ;EͿ'ZdZKKDϴΖϱΗ>' ;EͿEKK<ϴΖϱΗ>' ;EͿ</d,EϴΖϱΗ>' ;EͿt/EZKKD ;EͿ'h^dd,ϴΖϱΗ>' ;EͿ'h^dt/ϴΖϱΗ>' ;EͿ'h^dZKKDϴΖϱΗ>' ;EͿ^WϴΖϱΗ>' ;EͿ/E/E'ZKKDϴΖϱΗ>' ;EͿWKtZϴΖϱΗ>' ;EͿWEdZzϴΖϱΗ>' ŶŝĐŚĞ 5( ) ;EͿEdZzϴΖϱΗ>' ': 0: ;EͿWd/KKsZ ,&(0$.(5 %(9(5$*('5$:(5 %87 & + ( 5 %/2 & . ;EͿDhZKKDϴΖϱΗ>' ;EͿ,>>tzϴΖϱΗ>' ;EͿ Y h / W Z K K D ϴΖϱ Η > ' 3& ( ( ( ( ( ( ( ((((((((( ( ( ( ( ( ( ( ( ( ( ( ( ( ( ( ( ( ( ( ( ( ( ( ( ( ( ( ( ( ( ( ( ( ( (( ( ( ( ( ( ( ( ( ((((( ( ( ( ( (( ( ( ((( ( ( ( ( ( ( (( (( (( ( ( ( ( ( ((( (((( ( ( ( ( ( ( ( ( ( ( ( ( ( ( ( (((((((( ( ( ( ( ( ( ( ( 3&3& ((((((((( 3& 3& ( ( ( (( (( (( 3&3& ( ( ( ( ( ( ( ( ( (((((( ( ( ( (( ( ( ( ( ( ( ( ( ( ( ( ( ( ( ( ( 83 :+ ydZ/KZ>/',dKEd/DZ 3& 3& 3& 3& 3& ydZ/KZ>/',dKEd/DZ ( ( ( ( ( ( ( ( ( ( ( (((((( ( ( ((( ( (((((((((((( ( ( ( ((( ( ( ( (( ( ( ( ((( ((( ( ( ( ( ( ( ( ( ( ( ( ( ( ( ( ( ( ( ( ( (((((((((( ( ( ( ( ( ( ((((( ( ( ( ( ( ( ( ( ( ( ( ( ( ( ( ( ( (( ( (((( ( ( ( ( ( ( ( (( 3& 3&3& 3& 3& ( ( ( ( ( ( ( ( ( ( ( ( ( ( ( ((((( ( ( (( ( ( ( ((( ( ( ( ( ( ( ( ( ( ( ( ( ( ( ( ( ( ( ( ( ( ydZ/KZ>/',dKEd/DZ ( ( ( ( ( ((( ( ( ( ( ( ( ( ( ( ( ( ( (((((((((( ((( ( ( ( ( ( ( ( ( ( ( ( ( ( ( ( ydZ/KZ>/',dKEd/DZ ((((( ( ( ( ( ( ( ((( ( ( ( ( ( ( ( ydZ/KZ>/',dKEd/DZ 3,==$29(1 *5,//+(67$1287'225*5,// ),5(3/$&( (((((((( ((((( 3& ( ( ( ( ( ( ϳΖϭϭΗ>'ϴΖϱΗ>' ϳΖϭϭΗ>'ϴΖϱΗ>' ( ( ( ( ( ( (( ( ( ( ( ( ( (((( ( ( ( ( ( ( ( ( ( ( ( ( ((( ( ( ( ( ( ( ( ( ( ( ( ( ( ( ( ;EͿ K > W > h E ' ϴΖϱΗ > ' ;EͿ:h/ϴΖϱΗ>' ;EͿ^hEϴΖϱΗ>' ( ( ( ( ( ( ( ( ( ( ( ( ( ( ( ((( (( ((( ( ( ( ( ( ( ( ( ( ( ( ( ( ( ( ( (((((((( ( ( ( ( 67$& . $ % / ( : ' hͲϭ ^dZZZ^/E ^,d WZKWZdzKtEZ͗ ^,>>z^dZZ͕ သ;ϯϭϬͿϰϬϵͲϳϱϳϳဠ Zs d^Z/Wd/KE ϬϵͬϮϱͬϮϯ d,Z^,>>EK,E'^KZs/d/KEKEd,^W>E^t/d,Khdd,KE^EdK&W>EEWZD/d/E͘EKd^Ed/>^KEd,Zt/E'^^,>>d<WZEKsZ'EZ>EKd^EdzW/>d/>^͘t,ZEKd/>^^,KtEKZEKdKEd,Zt/E'^͕d,d/>^^,>>d,^D^&KZKd,Z^/D/>ZtKZ<͘KEdZdKZ^,>>sZ/&z>>W>E^͕y/^d/E'/DE^/KE^E&/>KE/d/KE^KEd,:K^/dE^,>>/DD/d>zEKd/&zdKW>EEWZD/d/EEz/^ZWE/^/EtZ/d/E'WZ/KZdKd,KDDEDEdK&EztKZ<KZZ^WKE^/>&KZ^D͘ d, ^ ^ / ' E ^ ͕ Z t / E ' ^ E ^ W / & / d / K E ^ Z d , W Z K W Z d z E K W z Z / ' , d K & W > E E W Z D / d / E E ^ , > > E K d h ^ / E K E E d / K E t / d , E z K d , Z t K Z < y W d z ' Z D E d t / d , W > E E W ZD / d / E ͘ z h ^ / E ' d , ^ W > E ^ ͕ d , h ^ Z ' Z ^ d K Z > ^ W > E E W Z D / d / E & Z K D E z E > > > / D ^ ͕ > / / > / d / ^ ͕ ^ h / d ^ ͕ E D E ^ K E K h E d K & E z / E : h Z z ͕ D ' K Z > K ^ ^ K Z W Z ^ K E ^ K ZWZ K W Z d z ͕ / E > h / E ' / E : h Z z K Z d , ͕ K Z K E K D / > K ^ ^ ^ ͕ Z / ^ /E' K h d K & d , h ^ K & d , ^ W > E ^ ͘ ϭϬͬϬϮͬϮϯ^<d,&KZWWZKs> ^<d,&KZZs/t &KZW>EE/E'Zs/t ' &KZ,KZs/t )WZ,KKDDEd^ ( WZKWZdzZ^^͗ϮϰϵϭZ^ds/tZ͕ EtWKZd,͕ϵϮϲϲϯ W>EEWZD/d/E͘ Z,/ddhZ>^/'E^Zs/^ϵϴϵϭ/Zs/EEdZZηϮϬϬ/Zs/E͕ϵϮϲϭϴ ;ϳϭϰͿͲϳϭϱͲϬϵϮϯ ďŝǌΛƉůĂŶĂŶĚƉĞƌŵŝƚ͘ĐŽŵ >Kd/KEYZK͗ STATE OF CALIFORNIAEXP. DATE L I CEN S E D A RCH I T E C T C - 34643 06/30/2025SIGNATURE PAUL SAN GEMINO ϬϵͬϮϴͬϮϯ^<d,&KZZs/t *ϭϬϬW&KZWZ^ZE/E' ϭϬϬW&KZ^hD/dd> Wϭ &/Z^d&>KKZ>dZ/>W>E hd/>/dzW>E^ &/Z^WZ/E<>Z dE<tdZ,dZ ^dW>/',d^ K>tdZ ,KdtdZ /Zdt^dϯϰΗ'^W/W tdZW/W hd/>/dz>'E͗ d>W,KE 79 ds hZ hEZ/Ed>/',d/E' hd/>/dzWK>͘WKtZWK/EdK&KEEd/KE />/E'&Et/d,>>/',d KhdKKZZ^^>/',d&KZt>>^^tZW/W >dZ/>ZKhd Z^^>>/',d hdEZ'z^dZKDW>/Edy,h^d&Et/d,,hD//dz^E^KZE>>/',d͘D/EϱϬ&D͘ KhdKKZ,/',&&//Ez>>/',dtͬW,KdK>>EDKd/KE^E^KZ /EKKZt>>DKhEd>>/',d 3&^t/d,t/d,/DDZ >dZ/>DdZ,E>/Z sEd/>d/KEhd ZKEDKEKy/>ZDE^>ddZzW,KdK>dZ/^DK<ddKZt/d,/KE/d/KE^E^KZ ,K^/ KtE^WKhd ZdhZE/Zt>>Z'/^dZ d,ZDK^dd tdZDdZ 6 * '^DdZ dZ<>/',d&/ydhZ: ( +% td,ZWZKK&^t/d,:3 d,Ztz^t/d,t/d,/DDZ WEEd>/',d dE<>^^tdZ,dZ hdEZ'z^dZKDW>/Edy,h^d&Et/d,,hD//dz^E^KZ͘D/EϱϬ&D͘ td,ZWZKK&hW>ydDWZͲZ^/^dEd&/ͬ'&/ZWd> hW>ydDWZͲZ^/^dEd&/ZWd> ϮϰϬsZWd> hW>ydDWZͲZ^/^dEd&/ͬ'&/ZWd> :3 '6 ^,KtZ, ZdhZE/Z/>/E'Z'/^dZ >/EZ^,KtZZ/E^hWW>z/Z/>/E'Z'/^dZ )*&h>'^ &:K>tdZs>s ^hWW>z/Zt>>Z'/^dZ dd/DKhEd&KZ/ZhE/d $77,&)$8 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DATE L I CEN S E D A RCH I T E C T C - 34643 06/30/2025SIGNATURE PAUL SAN GEMINO ϬϵͬϮϴͬϮϯ^<d,&KZZs/t *ϭϬϬW&KZWZ^ZE/E' ϭϬϬW&KZ^hD/dd> Wϭ d/>^ y,h^d&E;KZWWZKsYh>Ϳ tdZdZ^^>>/',d;KZWWZKsYh>Ϳ Z/E'hddZE/E^d>>d/KE ϭͬϮΗDEd<ZKZ ,Z/W>E<>W^//E' ydZ/KZ^,d,/E' /E^h>d/KEWZdϮϰZWKZd ydZ/KZt>>͘/$36,',1* ;ϮͿ>zZ^h/>/E'WWZ;td,ZͲZ^/^dEddzWϭ'Z^dz>ϮͿ /EdZ/KZ ydZ/KZ EKd͗Z&ZdK^dZhdhZ>t'^&KZ^,Zt>>>Kd/KEE^,h>͘ ZD/d/>ͬEKE^KZEdt>> tdZWZKK&/E'EZ</^K>d/KEDDZEKsZ<ZKZ d/>'ZKhdt,ZKhZ^ ϯͬϭϲΗ&ZD/E'd,/E^d Ϯyt>> E͘d͘^͘ WZd/d/KEt>>͕ϭ,KhZ&/Z͕Ϯyϰ͕>KͲZ/E' ZD/d/>ͬEKE^KZEdt>> ϯͬϭϲΗ&ZD/E'd,/E^d ϭϮDDD/E͘DEd<ZKZ tdZWZKK&/E'EZ</^K>d/KEDDZEKsZ<ZKZ d/>'ZKhdt,ZKhZ^ Ϯǆϰt>> /E^h>d/KEWZdϮϰZWKZd ϱͬϴΗdzWy't͘ td>Kd/KE 'zW^hDt>>KZ͕tKK^dh^ &/Z^/'E͗x KE>zZϱͬϴ഼dzWy'zW^hDt>>KZKZ'zW^hDsEZ^WW>/WZ>>>KZdZ/',dE'>^dK,^/K&ϮпϰtKK^dh^Ϯϰ഼K͘͘t/d,ϲKdE/>^͕ϭͲϳͬϴ഼>KE'͕Ϭ͘Ϭϵϭϱ഼^,E<͕ϭͬϰ഼,^͕ϳ഼K͘͘:K/Ed^^d''ZϮϰ഼KEKWWK^/d^/^͘ ;>KͲZ/E'Ϳ 7+,&.1(66Ǝ)LUH$3352;:(,*+7SVI)LUH),5(7(678/58/'(6,*188/58/'(6,*18^d͗Eͬ'&/>EK͘tWϯϱϭϬ E͘d͘^͘ D/E/DhDϯϬη&>dD/E/DhDϭϱͬϯϮΗW>ztKK^,d,/E' s>>zƌĂĨƚĞƌ͖Z͗^dZhdhZ>^,d^ ZKK&Z&dZ͖Z͗^dZhdhZ>^,d^ /E^h>d/KE&&> dd/E^h>d/KE͖Z͗d/d>Ϯϰ WE> s>>z&>^,/E';^Khd,ZE>/&KZE/Ϳ s>>zWEK&&^d>d KEd/EhKh^hdz>dW ϭϬͲϭϮyϭΗWE<^ZtdϭϮΗK͘͘ WWZKs^>&Ͳ,Z/E',dhEZ>zDEd DK>/E',d,KKZ &ZD/E' E͘d͘^͘ 't dd/^^d/> 41 Ͳϰ ^dZZZ^/E ^,d WZKWZdzKtEZ͗ ^,>>z^dZZ͕ သ;ϯϭϬͿϰϬϵͲϳϱϳϳဠ Zs d^Z/Wd/KE ϬϵͬϮϱͬϮϯ d,Z^,>>EK,E'^KZs/d/KEKEd,^W>E^t/d,Khdd,KE^EdK&W>EEWZD/d/E͘EKd^Ed/>^KEd,Zt/E'^^,>>d<WZEKsZ'EZ>EKd^EdzW/>d/>^͘t,ZEKd/>^^,KtEKZEKdKEd,Zt/E'^͕d,d/>^^,>>d,^D^&KZKd,Z^/D/>ZtKZ<͘KEdZdKZ^,>>sZ/&z>>W>E^͕y/^d/E'/DE^/KE^E&/>KE/d/KE^KEd,:K^/dE^,>>/DD/d>zEKd/&zdKW>EEWZD/d/EEz/^ZWE/^/EtZ/d/E'WZ/KZdKd,KDDEDEdK&EztKZ<KZZ^WKE^/>&KZ^D͘ d, ^ ^ / ' E ^ ͕ Z t / E ' ^ E ^ W / & / d / K E ^ Z d , W Z K W Z d z E K W z Z / ' , d K & W > E E W Z D / d / E E ^ , > > E K d h ^ / E K E E d / K E t / d , E z K d , Z t K Z < y W d z ' Z D E d t / d , W > E E W ZD / d / E ͘ z h ^ / E ' d , ^ W > E ^ ͕ d , h ^ Z ' Z ^ d K Z > ^ W > E E W Z D / d / E & Z K D E z E > > > / D ^ ͕ > / / > / d / ^ ͕ ^ h / d ^ ͕ E D E ^ K E K h E d K & E z / E : h Z z ͕ D ' K Z > K ^ ^ K Z W Z ^ K E ^ K ZWZ K W Z d z ͕ / E > h / E ' / E : h Z z K Z d , ͕ K Z K E K D / > K ^ ^ ^ ͕ Z / ^ /E' K h d K & d , h ^ K & d , ^ W > E ^ ͘ ϭϬͬϬϮͬϮϯ^<d,&KZWWZKs> ^<d,&KZZs/t &KZW>EE/E'Zs/t ' &KZ,KZs/t )WZ,KKDDEd^ ( WZKWZdzZ^^͗ϮϰϵϭZ^ds/tZ͕ EtWKZd,͕ϵϮϲϲϯ W>EEWZD/d/E͘ Z,/ddhZ>^/'E^Zs/^ϵϴϵϭ/Zs/EEdZZηϮϬϬ/Zs/E͕ϵϮϲϭϴ ;ϳϭϰͿͲϳϭϱͲϬϵϮϯ ďŝǌΛƉůĂŶĂŶĚƉĞƌŵŝƚ͘ĐŽŵ >Kd/KEYZK͗ STATE OF CALIFORNIAEXP. DATE L I CEN S E D A RCH I T E C T C - 34643 06/30/2025SIGNATURE PAUL SAN GEMINO ϬϵͬϮϴͬϮϯ^<d,&KZZs/t *ϭϬϬW&KZWZ^ZE/E' ϭϬϬW&KZ^hD/dd> Wϭ d/>^ WK<dKKZ;KZWWZKsYh>Ϳ /Ed ^ < KEsE/EKhd>d KEsE/EKhd>d͕dsKZW,KEEKd͗>>,/',d^dzW/>hE>^^Kd,Zt/^EKd͘ KEd/EhKh^Z/E&KZ/E'</E'&KZ'ZZWZ͘Z͘ZϯϮϳ͘ϭ͘ϭ D/ZZKZ нϮϮΗ KWd͘^/E<^ KEd/EhKh^Z/E&KZ/E'</E'&KZ'ZZWZ͘Z͘͘ZϯϮϳ͘ϭ͘ϭ /d/KE>ϮǆϴZ/E&KZ/E'&KZ>KtZ'ZZWZ͘Z͘͘ZϯϮϳ͘ϭ͘ϭ E͘d͘^͘ /E^d>>d/KE,d^͘ 127(5(,1)25&(0(176+$//127%(/(667+$1;120,1$//80%(55(,1)25&(0(176+$//%(/2&$7('%(7:((1$1'$%29(7+(),1,6+(')/225)/86+:,7+7+(:$//)5$0,1* &217,18286)8//:,'7+5(,1)25&(0(176+$//%(3529,'('$77+(5($5:$//2)7+(:$7(5&/26(772$&&2002'$7($)8785(5($5:$//*5$%%$5$1'$)2/'$:$<*5$%%$5,1$&&25'$1&(:,7+&5&5(;&(37,21 6+2:(55(,1)25&(0(176+$//%(&217,18286:+(5(:$//)5$0,1*,63529,'(' %$7+78%$1'&20%,1$7,21%$7+78%6+2:(55(,1)25&(0(176+$//%(&217,1828621($&+(1'2)7+(%$7+78%$1'7+(%$&.:$//$'',7,21$//<%$&.:$//5(,1)25&(0(17)25$/2:(5*5$%%$56+$//%(3529,'(':,7+7+(%27720('*(/2&$7('12025(7+$1$%29(7+(%$7+78%5,0 >Kd,^t^,ZZ/E,K^ ,1',5(&7&211(&7,21 >Kd,^t^,Z ^dEW/W dZW t^d^d< >Kd,^t^,ZKEEd/KEE͘d͘^͘E͘d͘^͘E͘d͘^͘ ϭy^dKW,^/ EKWZEt^,Z ^^dZhdhZ>^,d^Ϯϰ''^DKW/E' hEZ>zdKWZKs//^K>d/KEK&Dd>&>^,/E'dK&ZD/E' ^,dDd>>dͲKEd͘ WZWdd/> E͘d͘^͘ WZWdd/> ϭy^dKW,^/^,dDd>>dͲKEd͘ EKWZEt^,Z ^^dZhdhZ>^,d^ :/&&z^>͖>WϰΗD/E͘KsZh/>/E'WWZ Ϯϰ''^DKW/E' Ed^dZ/W Ϯǆt>> ZKK&^,d,/E'ϮΗdKϰΗZ/'/&KD/E^h>d/KE ZKK&^,d,/E' &>dZKK&tͬWK>z'>^^^^DDZE^͕/E^d>>WZD&Z͘/^ZϮϬϭϴ;KZWWZKsYh>Ϳ s/dz/E^h>d/KEWZdϮϰZWKZd E͘d͘^͘ WZWdd/> ϭy^dKW,^/^,dDd>>dͲKEd͘ EKWZEt^,Z ^^dZhdhZ>^,d^ :/&&z^>͖>WϰΗD/E͘KsZh/>/E'WWZ Ϯϰ''^DKW/E' Ed^dZ/W Ϯǆt>> ZKK&^,d,/E'ϮΗdKϰΗZ/'/&KD/E^h>d/KE ZKK&^,d,/E' &>dZKK&tͬWK>z'>^^^^DDZE^͕/E^d>>WZD&Z͘/^ZϮϬϭϴ;KZWWZKsYh>Ϳ s/dz/E^h>d/KEWZdϮϰZWKZd 5(48,5(0(176)25$77,&$&&(66,167$//$7,216 176 DK>/E',d,KKZ &ZD/E' dd/^^d/> 'tϭΗZ/'//E^h>d/KE ^,d,/EdZ/KZK&dd/^^dKнϭΗK&/E^h>d/KE>s> E͘d͘^͘ 42 Ͳϱ ^dZZZ^/E ^,d WZKWZdzKtEZ͗ ^,>>z^dZZ͕ သ;ϯϭϬͿϰϬϵͲϳϱϳϳဠ Zs d^Z/Wd/KE ϬϵͬϮϱͬϮϯ d,Z^,>>EK,E'^KZs/d/KEKEd,^W>E^t/d,Khdd,KE^EdK&W>EEWZD/d/E͘EKd^Ed/>^KEd,Zt/E'^^,>>d<WZEKsZ'EZ>EKd^EdzW/>d/>^͘t,ZEKd/>^^,KtEKZEKdKEd,Zt/E'^͕d,d/>^^,>>d,^D^&KZKd,Z^/D/>ZtKZ<͘KEdZdKZ^,>>sZ/&z>>W>E^͕y/^d/E'/DE^/KE^E&/>KE/d/KE^KEd,:K^/dE^,>>/DD/d>zEKd/&zdKW>EEWZD/d/EEz/^ZWE/^/EtZ/d/E'WZ/KZdKd,KDDEDEdK&EztKZ<KZZ^WKE^/>&KZ^D͘ d, ^ ^ / ' E ^ ͕ Z t / E ' ^ E ^ W / & / d / K E ^ Z d , W Z K W Z d z E K W z Z / ' , d K & W > E E W Z D / d / E E ^ , > > E K d h ^ / E K E E d / K E t / d , E z K d , Z t K Z < y W d z ' Z D E d t / d , W > E E W ZD / d / E ͘ z h ^ / E ' d , ^ W > E ^ ͕ d , h ^ Z ' Z ^ d K Z > ^ W > E E W Z D / d / E & Z K D E z E > > > / D ^ ͕ > / / > / d / ^ ͕ ^ h / d ^ ͕ E D E ^ K E K h E d K & E z / E : h Z z ͕ D ' K Z > K ^ ^ K Z W Z ^ K E ^ K ZWZ K W Z d z ͕ / E > h / E ' / E : h Z z K Z d , ͕ K Z K E K D / > K ^ ^ ^ ͕ Z / ^ /E' K h d K & d , h ^ K & d , ^ W > E ^ ͘ ϭϬͬϬϮͬϮϯ^<d,&KZWWZKs> ^<d,&KZZs/t &KZW>EE/E'Zs/t ' &KZ,KZs/t )WZ,KKDDEd^ ( WZKWZdzZ^^͗ϮϰϵϭZ^ds/tZ͕ EtWKZd,͕ϵϮϲϲϯ W>EEWZD/d/E͘ Z,/ddhZ>^/'E^Zs/^ϵϴϵϭ/Zs/EEdZZηϮϬϬ/Zs/E͕ϵϮϲϭϴ ;ϳϭϰͿͲϳϭϱͲϬϵϮϯ ďŝǌΛƉůĂŶĂŶĚƉĞƌŵŝƚ͘ĐŽŵ >Kd/KEYZK͗ STATE OF CALIFORNIAEXP. DATE L I CEN S E D A RCH I T E C T C - 34643 06/30/2025SIGNATURE PAUL SAN GEMINO ϬϵͬϮϴͬϮϯ^<d,&KZZs/t *ϭϬϬW&KZWZ^ZE/E' ϭϬϬW&KZ^hD/dd> Wϭ d/>^ 43 Ͳϲ ^dZZZ^/E ^,d WZKWZdzKtEZ͗ ^,>>z^dZZ͕ သ;ϯϭϬͿϰϬϵͲϳϱϳϳဠ Zs d^Z/Wd/KE ϬϵͬϮϱͬϮϯ d,Z^,>>EK,E'^KZs/d/KEKEd,^W>E^t/d,Khdd,KE^EdK&W>EEWZD/d/E͘EKd^Ed/>^KEd,Zt/E'^^,>>d<WZEKsZ'EZ>EKd^EdzW/>d/>^͘t,ZEKd/>^^,KtEKZEKdKEd,Zt/E'^͕d,d/>^^,>>d,^D^&KZKd,Z^/D/>ZtKZ<͘KEdZdKZ^,>>sZ/&z>>W>E^͕y/^d/E'/DE^/KE^E&/>KE/d/KE^KEd,:K^/dE^,>>/DD/d>zEKd/&zdKW>EEWZD/d/EEz/^ZWE/^/EtZ/d/E'WZ/KZdKd,KDDEDEdK&EztKZ<KZZ^WKE^/>&KZ^D͘ d, ^ ^ / ' E ^ ͕ Z t / E ' ^ E ^ W / & / d / K E ^ Z d , W Z K W Z d z E K W z Z / ' , d K & W > E E W Z D / d / E E ^ , > > E K d h ^ / E K E E d / K E t / d , E z K d , Z t K Z < y W d z ' Z D E d t / d , W > E E W ZD / d / E ͘ z h ^ / E ' d , ^ W > E ^ ͕ d , h ^ Z ' Z ^ d K Z > ^ W > E E W Z D / d / E & Z K D E z E > > > / D ^ ͕ > / / > / d / ^ ͕ ^ h / d ^ ͕ E D E ^ K E K h E d K & E z / E : h Z z ͕ D ' K Z > K ^ ^ K Z W Z ^ K E ^ K ZWZ K W Z d z ͕ / E > h / E ' / E : h Z z K Z d , ͕ K Z K E K D / > K ^ ^ ^ ͕ Z / ^ /E' K h d K & d , h ^ K & d , ^ W > E ^ ͘ ϭϬͬϬϮͬϮϯ^<d,&KZWWZKs> ^<d,&KZZs/t &KZW>EE/E'Zs/t ' &KZ,KZs/t )WZ,KKDDEd^ ( WZKWZdzZ^^͗ϮϰϵϭZ^ds/tZ͕ EtWKZd,͕ϵϮϲϲϯ W>EEWZD/d/E͘ Z,/ddhZ>^/'E^Zs/^ϵϴϵϭ/Zs/EEdZZηϮϬϬ/Zs/E͕ϵϮϲϭϴ ;ϳϭϰͿͲϳϭϱͲϬϵϮϯ ďŝǌΛƉůĂŶĂŶĚƉĞƌŵŝƚ͘ĐŽŵ >Kd/KEYZK͗ STATE OF CALIFORNIAEXP. DATE L I CEN S E D A RCH I T E C T C - 34643 06/30/2025SIGNATURE PAUL SAN GEMINO ϬϵͬϮϴͬϮϯ^<d,&KZZs/t *ϭϬϬW&KZWZ^ZE/E' ϭϬϬW&KZ^hD/dd> Wϭ d/>^ E͘d͘^͘ >K^dZ^d/Z ϭǆDW>dZ^EZ/^Z^ ^dZ/E'ZWZ^dZhdhZ> E͘d͘^͘ 'Z/E^DKKd,EWZKs/^'͕,E &K&t>> EKd͗>>Dd>dK^d/E>^^^d>E>>t>^dK'ZKhE^DKKd, t>>͕t,ZKhZ^ D y ͘ dz W ͘ Dy ͘ dzW ͘ D y ͘ EKd͗'hZZ/>^^,>>^/'EdKZ^/^dKEEdZd>KK&ϮϬϬWKhE^/EKZEt/d,^ϳͲϭϲ^d/KEϰ͘ϱ͘ϭEZd>ZϯϬϭ͘ϱ͘ ^/^d/E>^^^d>Z/>/E'^z^dD͕/Ͳ^^Zϰϭϰϴ͘;KZWWZKsYh>Ϳ ^hWWKZd/E'^dZhdhZ;D͕>K</E'͕dͿ 'd/>DzsZz ^/WK^d K s ^ d / Z ^WWK^d^dYh>/^dE^hdEK'ZdZd,EϰϴΗKͬDy͘ >/EK&^d/Z^͕zKE &/E/^,&>KKZ &/E/^,&>KKZ hdEK'ZdZd,EϰϴΗKͬDy͘^WWK^d^dYh>/^dE^ Dy͘dzW͘ Dy ͘ dzW ͘ &/E/^,&>KKZ D/E͘ E͘d͘^͘ t>>͕t,ZKhZ^ 0$;7<3 hdEK'ZdZd,EϰϴΗKͬDy͘ ^WWK^d^dYh>/^dE^KEZdW͖Z͗^dZhdhZ>^,d^ 0$;7<3 />>h^/KE^ϰϮΗ,s/Ez>Z/>/E'Ͳ/Ͳ^ZϮϵϵϱ;KZWWZKsYh>Ϳ E͘d͘^͘ Dd>ZKK& E͘d͘^͘ /^>EZ/EsEdd/> ͕EZzͲZE,&/dd/E'^ ΗĂΗ ΗďΗ Đ ͘K͘ Ě&KKdsEdϭϭϮΗ ,KZ/KEd>Z/E Z/EKZ ϭϭϮΗ ϭϭϮΗ ϮΗ &>KKZ sZd/>&/ydhZZ/E EK&/ydhZ^hW^dZD sEdd,ZKh',ZKK&KZKEEddKKd,ZsEd^ sZd/>&/ydhZsEd EZ^dWZd/d/KE ϭϰΗWZ&KKd'Z ydZ/KZ^,d,/E' /E^h>d/KEWZdϮϰZWKZd tKKdZ/D tKK&ZD/E'WZ^dZhdhZ> E͘d͘^͘ ydZ/KZt>>͘/$36,',1*d/E^/KZEZ ;ϭͿ>zZ^ϱͬϴΗ'zW^hDKZ ;ϮͿ>zZ^h/>/E'WWZ;td,ZͲZ^/^dEddzWϭ'Z^dz>ϮͿ Ϯyt>> ,Z/W>E<>W^//E'͕/Ͳ^ZͲϮϮϵϬ͘ ϭͬϴ/Eh><'WdtE^//E'Ed,^/dZ/DW/^ &>^,/E'͕D/E͘ϲΗ͘ ydZ/KZ^,d,/E' /E^h>d/KEWZdϮϰZWKZd ϭͬϴ/Eh><'WdtE^//E'Ed,^/dZ/DW/^ E͘d͘^͘ ydZ/KZt>>͘/$36,',1*d/E^/KZEZ ;ϭͿ>zZ^ϱͬϴΗ'zW^hDKZ ;ϮͿ>zZ^h/>/E'WWZ;td,ZͲZ^/^dEddzWϭ'Z^dz>ϮͿ tKKdZ/D tKK&ZD/E'WZ^dZhdhZ> Ϯyt>> ,Z/W>E<>W^//E'͕/Ͳ^ZͲϮϮϵϬ͘ &>^,/E'͕D/E͘ϲΗ͘ EKd͗>>Dd>dK^d/E>^^^d>E>>t>^dK'ZKhE^DKKd, tZWϱϴΗ'͘t͘͘KsZdKWE^/K&ϮǆW>d ^W>d $% 2 9 ( 6 7 $ , 5 KEZdW͖Z͗^dZhdhZ>^,d^ 44 Ͳϳ ^dZZZ^/E ^,d WZKWZdzKtEZ͗ ^,>>z^dZZ͕ သ;ϯϭϬͿϰϬϵͲϳϱϳϳဠ Zs d^Z/Wd/KE ϬϵͬϮϱͬϮϯ d,Z^,>>EK,E'^KZs/d/KEKEd,^W>E^t/d,Khdd,KE^EdK&W>EEWZD/d/E͘EKd^Ed/>^KEd,Zt/E'^^,>>d<WZEKsZ'EZ>EKd^EdzW/>d/>^͘t,ZEKd/>^^,KtEKZEKdKEd,Zt/E'^͕d,d/>^^,>>d,^D^&KZKd,Z^/D/>ZtKZ<͘KEdZdKZ^,>>sZ/&z>>W>E^͕y/^d/E'/DE^/KE^E&/>KE/d/KE^KEd,:K^/dE^,>>/DD/d>zEKd/&zdKW>EEWZD/d/EEz/^ZWE/^/EtZ/d/E'WZ/KZdKd,KDDEDEdK&EztKZ<KZZ^WKE^/>&KZ^D͘ d, ^ ^ / ' E ^ ͕ Z t / E ' ^ E ^ W / & / d / K E ^ Z d , W Z K W Z d z E K W z Z / ' , d K & W > E E W Z D / d / E E ^ , > > E K d h ^ / E K E E d / K E t / d , E z K d , Z t K Z < y W d z ' Z D E d t / d , W > E E W ZD / d / E ͘ z h ^ / E ' d , ^ W > E ^ ͕ d , h ^ Z ' Z ^ d K Z > ^ W > E E W Z D / d / E & Z K D E z E > > > / D ^ ͕ > / / > / d / ^ ͕ ^ h / d ^ ͕ E D E ^ K E K h E d K & E z / E : h Z z ͕ D ' K Z > K ^ ^ K Z W Z ^ K E ^ K ZWZ K W Z d z ͕ / E > h / E ' / E : h Z z K Z d , ͕ K Z K E K D / > K ^ ^ ^ ͕ Z / ^ /E' K h d K & d , h ^ K & d , ^ W > E ^ ͘ ϭϬͬϬϮͬϮϯ^<d,&KZWWZKs> ^<d,&KZZs/t &KZW>EE/E'Zs/t ' &KZ,KZs/t )WZ,KKDDEd^ ( WZKWZdzZ^^͗ϮϰϵϭZ^ds/tZ͕ EtWKZd,͕ϵϮϲϲϯ W>EEWZD/d/E͘ Z,/ddhZ>^/'E^Zs/^ϵϴϵϭ/Zs/EEdZZηϮϬϬ/Zs/E͕ϵϮϲϭϴ ;ϳϭϰͿͲϳϭϱͲϬϵϮϯ ďŝǌΛƉůĂŶĂŶĚƉĞƌŵŝƚ͘ĐŽŵ >Kd/KEYZK͗ STATE OF CALIFORNIAEXP. DATE L I CEN S E D A RCH I T E C T C - 34643 06/30/2025SIGNATURE PAUL SAN GEMINO ϬϵͬϮϴͬϮϯ^<d,&KZZs/t *ϭϬϬW&KZWZ^ZE/E' ϭϬϬW&KZ^hD/dd> Wϭ d/>^ E͘d͘^͘ W>ztKK</E' Z/>/E' ϮΗyϮΗ'Zs>'hZZ/WWtͬϭͬϰΗ</<hWΘϭͬϰΗ</<Khd /E^h>d/KE &>KKZ:K/^d^ WZ/DZ Z/E&KZ/E'Dd ^KdZ^/E ZdϲϮϬϬ ^>ZͲKWd/KE> Dd>&>^,/E' Dd>>d, D/EϮй^>KW ydZ/KZ^,d,/E' ydZ/KZt>>WZ&>KKZW>E Z/Wd,ϱϬϮϬ 'Dd>;D/E͘ϮΗyϮΗͿ ^dZhdhZ>&ZDZ͗^dZhdhZ>t'^ D/Ed/d/Kh^KZ sDZdϲϰϬϬͬϲϰϬϬͲ^/E^d>>KsZWZ/DZ WZd/d/KEWZ&>KKZW>E >KEztdZWZKK&/E'^z^dDͲ/Ͳ^ZϮϭϮϱ;KZWWZKsYh>Ϳ ,Z/W>E<>W^//E' ydZ/KZ^,d,/E' /E^h>d/KEWZdϮϰZWKZd ;ϮͿ>zZ^h/>/E'WWZ;td,ZͲZ^/^dEddzWϭ'Z^dz>ϮͿ Ϯyt>> E͘d͘^͘ >K^dZ^d/Z ϭǆDW>dZ^EZ/^Z^ ^dZ/E'ZWZ^dZhdhZ> E͘d͘^͘ ,EZ/>'Z/W^Dh^dϭͲϭͬϰΗdKϭͲϭͬϮΗ;ϯϮdKϯϴŵŵͿ/EKhd^//DdZ ϭϭͬϮΗ;ϯϴŵŵͿ>Z^WdtE,EZ/>Et>> ^hWWKZd,EZ/>&ZKD>Kt^K'Z/WW/E'^hZ&/^EKd/EdZZhWd E^K&,EZ/>^Dh^dZdhZE^DKKd,>z/EdKt>>͕&>KKZ͕KZWK^d ydE^/KE/DE^/KE ZdhZEdKt>> ϯϰΗ Ͳ ϯ ϴ Η K s E K ^ ^d/KE W>E h>dZ>KyΡ>hD/EhDt>>DKhEd,EZ/>Ͳ/Ͳ^Zϯϰϴϱ;KZWWZKsYh>Ϳ h/>dͲhWZKK&/E' Ed^dZ/W Z/W^dZ/W ^>&Ͳ^>/E'tdZWZKK&DDZE /s/Z KsZ&>Kt ^hWWZ KEhd/KZ, KtE^WKhd ^>Ed tKK&ZD/E' DKZdZ:K/Ed ydZ/KZ^,d,/E' ;ϮͿ>zZ^h/>/E'WWZ;td,ZͲZ^/^dEddzWϭ'Z^dz>ϮͿ '>sE/^>&Ͳ&hZZ/E't/ZD^, ^Zd,Kd DKZdZ^dd/E' Z/<sEZ͕t/',d͗>^^d,EϭϱW^&͘ E͘d͘^͘WZWdZKK&Z/E ^>KW E͘d͘^͘ZKK&&>^,/E' t>>^,d,/E' &>^,/E' &/E/^,t>>͕DK/^dhZZZ/Z>W&>^,/E'Λt>> <W^//E'E/>^KhdK&&>^,/E'dK>>KtsZd/>:h^dDEdt,EZͲZKK&/E' ZKK&Dd>WE> ZKK&/E' &>^,/E' ^,d,/E' &>^,/E'>W^Ϯ/E͘;D/E͘ͿΛ^/t>>^ &>^,/E'ydE^ϯ/E͘;D/E͘Ϳ>/Wt>>Θϰ/E͘;D/E͘ͿKEdKZKK& ^dW&>^,/E';&KZ/d/^KsZzEydKhZ^K&ZKK&/E'Ϳ E/>EZdKW'KsWZs/Kh^&>^,/E'͘ ZKK&KhZ^^>/KsZ,KhZ^K&^dW&>^,/E' EKd^͗^dWͲ&>^,/E'W/^ZϮ/E͘>KE'Zd,EZKK&KhZ^/E'yWK^hZΘZ/E^d>>t/d,d,ZKK&/E'DdZ/>͕KEKhZ^dd/D͘ydZ/KZt>>&/E/^,ϳDK/^dhZZZ/Zt/>>>W^dW&>^,/E'͘&>^,/E'/DE^/KE^WEKEZKK&/E'DdZ/>EW/d,͘ ^dd/sEd^W/&/d/KE &/ZW>sEd/E'd,ZKh',d,ZKK&KZt>>;KZWWZKsYh>Ϳ d,ZKh',t>>WZWdZ/Et/d,KsZ&>Kt;KZWWZKsYh>Ϳ E͘d͘^͘ ,Z/^K&&/dsEd;KZWWZKsYh>Ϳ KEEd/KEWZ^dZhdhZ>Zt/E'^ 45 (Q J L Q H H U L Q J 3 O D Q Q L Q J 7 L W O H 1 L N D Q ' H V L J Q * U R X S L Q F D & D O L I R U Q L D F R U S R U D W L R Q $ / / 5 , * + 7 6 5 ( 6 ( 5 9 ( ' 7LWOH([SHUWV 1LNDQ'HVLJQ*URXS ,QF -XPLOOD$YH :LQQHWND&$ 7LWOH&RPSOLDQFH 1LNDQ'HVLJQ*URXS ,QF7LWOH([SHUWV -XPLOOD$YH :LQQHWND&$ &OLHQW 3URMHFW1DPH '5$:1%<0$5$/5$+0$1, 3/$1$1'3(50,7,1&'(6,*1$1''5$)7,1*6(59,&(6,59,1(&(17(5'5,59,1(&$0(+581$%%$66,EL]#SODQDQGSHUPLWFRP 7 7,7/(&203/,$1&( 3URMHFW1XPEHU,VVXH'DWH ^,>>z^dZZ͕d သ;ϯϭϬͿϰϬϵͲϳϱϳϳဠ WZKWZdzZ^^͗ ϮϰϵϭZ^ds/tZ͕EtWKZd,͕ϵϮϲϲϯ ^dZZZ^/E 4,0++1",",+,6",, 2 3 . -5 !" 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NEWPORT BEAC 0.23 Wood Framed 12/27/2023✔ ✔ CA Climate Zone 06 6,771 1 Wood Framed Wall Slab Wall Wall Wall Wall Wood Framed Unheated Slab-on-Grade Wood Framed Wood Framed 34 3,112 60 60 34 34 R 11 R 15 - no insulation R 11 R 15 R 11 Altered Altered Existing Existing Existing Existing Perim = 244' 3,659 Rear (NW) Rear (NW) Rear (NW) Left (SW) Left (SW) Front (SE) Left (SW) Front (SE) Front (SE) Right (NE) 84.0 90.0 63.0 126.0 30.5 63.0 77.5 91.0 42.0 53.0 0.300 0.300 0.300 0.300 0.300 0.300 0.300 0.300 0.300 0.300 0.23 0.23 0.23 0.23 0.23 0.23 0.23 0.23 0.23 none none none none none none none none none none none none none none none none none none none none N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A New New New New New New New New New New 21.5 SEER23Electric Heat Pump Split Heat Pump10.60 HSPF2 AlteredSetback Attic(N) HEATPUMP DuctedDucted New8.0 Standard1 Heat Pump 3.2050 New ID: 75-231225-02 Page 19 of 33EnergyPro 9.2 by EnergySoft User Number: 20127 Wood FramedWall Door Opaque Door 22 62 R 15 R-5 Altered New 720 10.6%0.30 5(6,'(17,$/0($685(66800$5< 5063URMHFW1DPH%XLOGLQJ7\SH6LQJOH)DPLO\$GGLWLRQ$ORQH'DWH 0XOWL)DPLO\([LVWLQJ$GGLWLRQ$OWHUDWLRQ3URMHFW$GGUHVV&DOLIRUQLD(QHUJ\&OLPDWH=RQH7RWDO&RQG)ORRU$UHD$GGLWLRQRI8QLWV ,168/$7,21$UHD&RQVWUXFWLRQ7\SH&DYLW\ft26SHFLDO)HDWXUHV6WDWXV )(1(675$7,217RWDO$UHD*OD]LQJ3HUFHQWDJH1HZ$OWHUHG$YHUDJH8)DFWRU2ULHQWDWLRQ$UHDft28)DF6+*&2YHUKDQJ6LGHILQV([WHULRU6KDGHV6WDWXV +9$&6<67(064W\+HDWLQJ0LQ(II&RROLQJ0LQ(II7KHUPRVWDW6WDWXV +9$&',675,%87,21'XFW/RFDWLRQ+HDWLQJ&RROLQJ'XFW/RFDWLRQ59DOXH6WDWXV :$7(5+($7,1*4W\7\SH*DOORQV0LQ(II'LVWULEXWLRQ6WDWXV STARR RESIDENCE 2491 CRESTVIEW DR. NEWPORT BEAC Wood Framed 12/27/2023✔ ✔ CA Climate Zone 06 6,771 1 Wood Framed Wall Wall Wall Wall Wall Wall Wood Framed Wood Framed Wood Framed Wood Framed 17 61 47 30 9 9 R 15 R 15 R 11 R 11 R 11 R 15 Existing Altered Existing Existing Altered Altered 3,659 ID: 75-231225-02 Page 20 of 33EnergyPro 9.2 by EnergySoft User Number: 20127 Wood FramedWall Wall Wood Framed 26 35 R 11 R 11 Existing Existing 720 10.6%0.30 5(6,'(17,$/0($685(66800$5< 506 3URMHFW1DPH%XLOGLQJ7\SH6LQJOH)DPLO\$GGLWLRQ$ORQH'DWH 0XOWL)DPLO\([LVWLQJ$GGLWLRQ$OWHUDWLRQ3URMHFW$GGUHVV&DOLIRUQLD(QHUJ\&OLPDWH=RQH7RWDO&RQG)ORRU$UHD$GGLWLRQRI8QLWV ,168/$7,21$UHD&RQVWUXFWLRQ7\SH&DYLW\ft26SHFLDO)HDWXUHV6WDWXV )(1(675$7,217RWDO$UHD*OD]LQJ3HUFHQWDJH1HZ$OWHUHG$YHUDJH8)DFWRU2ULHQWDWLRQ$UHDft28)DF6+*&2YHUKDQJ6LGHILQV([WHULRU6KDGHV6WDWXV +9$&6<67(064W\+HDWLQJ0LQ(II&RROLQJ0LQ(II7KHUPRVWDW6WDWXV+9$&',675,%87,21'XFW/RFDWLRQ+HDWLQJ&RROLQJ'XFW/RFDWLRQ59DOXH6WDWXV:$7(5+($7,1*4W\7\SH*DOORQV0LQ(II'LVWULEXWLRQ6WDWXV STARR RESIDENCE 2491 CRESTVIEW DR. NEWPORT BEAC Wood Framed 12/27/2023✔ ✔ CA Climate Zone 06 6,771 1 Wood Framed Wall Wall Wall Wall Wall Wall Wood Framed Wood Framed Wood Framed Wood Framed 21 17 57 98 195 17 R 11 R 11 R 11 R 15 R 15 R 11 Altered Existing Existing Altered Existing Existing 3,659 ID: 75-231225-02 Page 21 of 33EnergyPro 9.2 by EnergySoft User Number: 20127 Wood FramedWall Wall Wood Framed 35 35 R 15 R 15 Altered Altered 720 10.6%0.30 5(6,'(17,$/0($685(66800$5< 506 3URMHFW1DPH%XLOGLQJ7\SH6LQJOH)DPLO\$GGLWLRQ$ORQH'DWH 0XOWL)DPLO\([LVWLQJ$GGLWLRQ$OWHUDWLRQ3URMHFW$GGUHVV&DOLIRUQLD(QHUJ\&OLPDWH=RQH7RWDO&RQG)ORRU$UHD$GGLWLRQRI8QLWV ,168/$7,21$UHD&RQVWUXFWLRQ7\SH&DYLW\ft26SHFLDO)HDWXUHV6WDWXV )(1(675$7,217RWDO$UHD*OD]LQJ3HUFHQWDJH1HZ$OWHUHG$YHUDJH8)DFWRU2ULHQWDWLRQ$UHDft28)DF6+*&2YHUKDQJ6LGHILQV([WHULRU6KDGHV6WDWXV +9$&6<67(064W\+HDWLQJ0LQ(II&RROLQJ0LQ(II7KHUPRVWDW6WDWXV+9$&',675,%87,21'XFW/RFDWLRQ+HDWLQJ&RROLQJ'XFW/RFDWLRQ59DOXH6WDWXV:$7(5+($7,1*4W\7\SH*DOORQV0LQ(II'LVWULEXWLRQ6WDWXV STARR RESIDENCE 2491 CRESTVIEW DR. NEWPORT BEAC Wood Framed 12/27/2023✔ ✔ CA Climate Zone 06 6,771 1 Wood Framed Wall Wall Wall Wall Wall Wall Wood Framed Wood Framed Wood Framed Wood Framed 34 34 47 68 17 94 R 11 R 11 R 15 R 11 R 15 R 11 Altered Existing Altered Existing Existing Existing 3,659 ID: 75-231225-02 Page 22 of 33EnergyPro 9.2 by EnergySoft User Number: 20127 Wood FramedWall Wall Wood Framed 68 221 R 15 R 11 Altered Existing 720 10.6%0.30 5(6,'(17,$/0($685(66800$5< 506 3URMHFW1DPH%XLOGLQJ7\SH6LQJOH)DPLO\$GGLWLRQ$ORQH'DWH 0XOWL)DPLO\([LVWLQJ$GGLWLRQ$OWHUDWLRQ3URMHFW$GGUHVV&DOLIRUQLD(QHUJ\&OLPDWH=RQH7RWDO&RQG)ORRU$UHD$GGLWLRQRI8QLWV ,168/$7,21$UHD &RQVWUXFWLRQ7\SH&DYLW\ft26SHFLDO)HDWXUHV6WDWXV )(1(675$7,217RWDO$UHD*OD]LQJ3HUFHQWDJH1HZ$OWHUHG$YHUDJH8)DFWRU2ULHQWDWLRQ$UHDft28)DF6+*&2YHUKDQJ6LGHILQV([WHULRU6KDGHV6WDWXV +9$&6<67(064W\+HDWLQJ0LQ(II&RROLQJ0LQ(II7KHUPRVWDW6WDWXV+9$&',675,%87,21'XFW/RFDWLRQ+HDWLQJ&RROLQJ'XFW/RFDWLRQ59DOXH6WDWXV :$7(5+($7,1*4W\7\SH*DOORQV0LQ(II'LVWULEXWLRQ6WDWXV STARR RESIDENCE 2491 CRESTVIEW DR. NEWPORT BEAC Wood Framed 12/27/2023✔✔ CA Climate Zone 06 6,771 1 Wood Framed Wall Wall Wall Slab Wall Wall Wood Framed Wood Framed Unheated Slab-on-Grade Wood Framed 26 26 145 78 34 103 - no insulation R 15 R 15 R 15 R 15 R 15 New Altered Altered New New New Perim = 50' 3,659 ID: 75-231225-02 Page 23 of 33EnergyPro 9.2 by EnergySoft User Number: 20127 Wood FramedWall Wall Wood Framed 26 34 R 15 R 15 New New 720 10.6%0.30 5(6,'(17,$/0($685(66800$5< 506 3URMHFW1DPH%XLOGLQJ7\SH6LQJOH)DPLO\$GGLWLRQ$ORQH'DWH 0XOWL)DPLO\([LVWLQJ$GGLWLRQ$OWHUDWLRQ3URMHFW$GGUHVV&DOLIRUQLD(QHUJ\&OLPDWH=RQH7RWDO&RQG)ORRU$UHD$GGLWLRQRI8QLWV ,168/$7,21$UHD&RQVWUXFWLRQ7\SH&DYLW\ft26SHFLDO)HDWXUHV6WDWXV )(1(675$7,217RWDO$UHD*OD]LQJ3HUFHQWDJH1HZ$OWHUHG$YHUDJH8)DFWRU2ULHQWDWLRQ$UHDft28)DF6+*&2YHUKDQJ6LGHILQV([WHULRU6KDGHV6WDWXV +9$&6<67(064W\+HDWLQJ0LQ(II&RROLQJ0LQ(II7KHUPRVWDW6WDWXV +9$&',675,%87,21'XFW/RFDWLRQ+HDWLQJ&RROLQJ'XFW/RFDWLRQ59DOXH6WDWXV :$7(5+($7,1*4W\7\SH*DOORQV0LQ(II'LVWULEXWLRQ6WDWXV STARR RESIDENCE 2491 CRESTVIEW DR. NEWPORT BEAC Wood Framed 12/27/2023✔ ✔ CA Climate Zone 06 6,771 1 Wood Framed Wall Wall Wall Wall Wall Wall Wood Framed Wood Framed Wood Framed Wood Framed 81 176 77 131 99 41 R 15 R 15 R 15 R 15 R 15 R 15 New New New New New New 3,659 ID: 75-231225-02 Page 24 of 33EnergyPro 9.2 by EnergySoft User Number: 20127 Wood FramedWall Wall Wood Framed 108 54 R 15 R 15 New New 720 10.6%0.30 5(6,'(17,$/0($685(66800$5< 506 3URMHFW1DPH%XLOGLQJ7\SH6LQJOH)DPLO\$GGLWLRQ$ORQH'DWH 0XOWL)DPLO\([LVWLQJ$GGLWLRQ$OWHUDWLRQ3URMHFW$GGUHVV&DOLIRUQLD(QHUJ\&OLPDWH=RQH7RWDO&RQG)ORRU$UHD$GGLWLRQRI8QLWV ,168/$7,21$UHD&RQVWUXFWLRQ7\SH&DYLW\ft26SHFLDO)HDWXUHV6WDWXV )(1(675$7,217RWDO$UHD*OD]LQJ3HUFHQWDJH1HZ$OWHUHG$YHUDJH8)DFWRU2ULHQWDWLRQ$UHDft28)DF6+*&2YHUKDQJ6LGHILQV([WHULRU6KDGHV6WDWXV +9$&6<67(064W\+HDWLQJ0LQ(II&RROLQJ0LQ(II7KHUPRVWDW6WDWXV+9$&',675,%87,21'XFW/RFDWLRQ+HDWLQJ&RROLQJ'XFW/RFDWLRQ59DOXH6WDWXV:$7(5+($7,1*4W\7\SH*DOORQV0LQ(II'LVWULEXWLRQ6WDWXV STARR RESIDENCE 2491 CRESTVIEW DR. NEWPORT BEAC Wood Framed 12/27/2023✔ ✔ CA Climate Zone 06 6,771 1 Wood Framed Wall Wall Wall Wall Wall Wall Wood Framed Wood Framed Wood Framed Wood Framed 23 81 46 248 27 23 R 15 R 15 R 15 R 15 R 15 R 15 New New New New New New 3,659 ID: 75-231225-02 Page 25 of 33EnergyPro 9.2 by EnergySoft User Number: 20127 Wood FramedWall Wall Wood Framed 72 63 R 15 R 15 New New 720 10.6%0.30 49 (Q J L Q H H U L Q J 3 O D Q Q L Q J 7 L W O H 1 L N D Q ' H V L J Q * U R X S L Q F D & D O L I R U Q L D F R U S R U D W L R Q $ / / 5 , * + 7 6 5 ( 6 ( 5 9 ( ' 7LWOH([SHUWV 1LNDQ'HVLJQ*URXS ,QF -XPLOOD$YH :LQQHWND&$ 7LWOH&RPSOLDQFH 1LNDQ'HVLJQ*URXS ,QF7LWOH([SHUWV -XPLOOD$YH :LQQHWND&$ &OLHQW 3URMHFW1DPH '5$:1%<0$5$/5$+0$1, 3/$1$1'3(50,7,1&'(6,*1$1''5$)7,1*6(59,&(6,59,1(&(17(5'5,59,1(&$0(+581$%%$66,EL]#SODQDQGSHUPLWFRP 7 7,7/(&203/,$1&( 3URMHFW1XPEHU,VVXH'DWH ^,>>z^dZZ͕d သ;ϯϭϬͿϰϬϵͲϳϱϳϳဠ WZKWZdzZ^^͗ ϮϰϵϭZ^ds/tZ͕EtWKZd,͕ϵϮϲϲϯ ^dZZZ^/E 5(6,'(17,$/0($685(66800$5< 5063URMHFW1DPH%XLOGLQJ7\SH6LQJOH)DPLO\$GGLWLRQ$ORQH'DWH 0XOWL)DPLO\([LVWLQJ$GGLWLRQ$OWHUDWLRQ3URMHFW$GGUHVV&DOLIRUQLD(QHUJ\&OLPDWH=RQH7RWDO&RQG)ORRU$UHD$GGLWLRQRI8QLWV ,168/$7,21$UHD&RQVWUXFWLRQ7\SH&DYLW\ft26SHFLDO)HDWXUHV6WDWXV )(1(675$7,217RWDO$UHD*OD]LQJ3HUFHQWDJH1HZ$OWHUHG$YHUDJH8)DFWRU2ULHQWDWLRQ$UHDft28)DF6+*&2YHUKDQJ6LGHILQV([WHULRU6KDGHV6WDWXV +9$&6<67(064W\+HDWLQJ0LQ(II&RROLQJ0LQ(II7KHUPRVWDW6WDWXV +9$&',675,%87,21'XFW/RFDWLRQ+HDWLQJ&RROLQJ'XFW/RFDWLRQ59DOXH6WDWXV :$7(5+($7,1*4W\7\SH*DOORQV0LQ(II'LVWULEXWLRQ6WDWXV STARR RESIDENCE 2491 CRESTVIEW DR. NEWPORT BEAC Wood Framed 12/27/2023✔ ✔ CA Climate Zone 06 6,771 1 Wood Framed Wall Wall Wall Wall Wall Wall Wood Framed Wood Framed Wood Framed Wood Framed 104 81 46 162 153 126 R 15 R 15 R 15 R 15 R 15 R 15 New New New New New New 3,659 ID: 75-231225-02 Page 26 of 33EnergyPro 9.2 by EnergySoft User Number: 20127 Wood FramedWall Wall Wood Framed 81 314 R 15 R 15 New New 720 10.6%0.30 5(6,'(17,$/0($685(66800$5< 506 3URMHFW1DPH%XLOGLQJ7\SH6LQJOH)DPLO\$GGLWLRQ$ORQH'DWH 0XOWL)DPLO\([LVWLQJ$GGLWLRQ$OWHUDWLRQ3URMHFW$GGUHVV&DOLIRUQLD(QHUJ\&OLPDWH=RQH7RWDO&RQG)ORRU$UHD$GGLWLRQRI8QLWV ,168/$7,21$UHD&RQVWUXFWLRQ7\SH&DYLW\ft26SHFLDO)HDWXUHV6WDWXV )(1(675$7,217RWDO$UHD*OD]LQJ3HUFHQWDJH1HZ$OWHUHG$YHUDJH8)DFWRU2ULHQWDWLRQ$UHDft28)DF6+*&2YHUKDQJ6LGHILQV([WHULRU6KDGHV6WDWXV +9$&6<67(064W\+HDWLQJ0LQ(II&RROLQJ0LQ(II7KHUPRVWDW6WDWXV +9$&',675,%87,21'XFW/RFDWLRQ+HDWLQJ&RROLQJ'XFW/RFDWLRQ59DOXH6WDWXV :$7(5+($7,1*4W\7\SH*DOORQV0LQ(II'LVWULEXWLRQ6WDWXV STARR RESIDENCE 2491 CRESTVIEW DR. NEWPORT BEAC 12/27/2023✔ ✔ CA Climate Zone 06 6,771 1 Demising Roof Wood Framed w/Crawl Space Wood Framed Attic 3,581 3,581 R 19 R 30 New New 3,659 ID: 75-231225-02 Page 27 of 33EnergyPro 9.2 by EnergySoft User Number: 20127 720 10.6%0.30 2022 Single-Family Residential Mandatory Requirements Summary 5/6/22 NOTE: Single-family residential buildings subject to the Energy Codes must comply with all applicable mandatory measures, regardless of the compliance approach used. Review the respective section for more information. (04/2022) Building Envelope: § 110.6(a)1: Air Leakage. Manufactured fenestration, exterior doors, and exterior pet doors must limit air leakage to 0.3 CFM per square foot or less when tested per NFRC-400, ASTM E283, or AAMA/WDMA/CSA 101/I.S.2/A440-2011. * § 110.6(a)5:Labeling. Fenestration products and exterior doors must have a label meeting the requirements of § 10-111(a). § 110.6(b): Field fabricated exterior doors and fenestration products must use U-factors and solar heat gain coefficient (SHGC) values from Tables 110.6-A, 110.6-B, or JA4.5 for exterior doors. They must be caulked and/or weather-stripped. * § 110.7:Air Leakage. All joints, penetrations, and other openings in the building envelope that are potential sources of air leakage must be caulked, gasketed, or weather stripped. § 110.8(a): Insulation Certification by Manufacturers. Insulation must be certified by the Department of Consumer Affairs, Bureau of Household Goods and Services (BHGS). § 110.8(g):Insulation Requirements for Heated Slab Floors. Heated slab floors must be insulated per the requirements of § 110.8(g). § 110.8(i): Roofing Products Solar Reflectance and Thermal Emittance. The thermal emittance and aged solar reflectance values of the roofing material must meet the requirements of § 110.8(i) and be labeled per §10-113 when the installation of a cool roof is specified on the CF1R. § 110.8(j): Radiant Barrier. When required, radiant barriers must have an emittance of 0.05 or less and be certified to the Department of Consumer Affairs. § 150.0(a): Roof Deck, Ceiling and Rafter Roof Insulation. Roof decks in newly constructed attics in climate zones 4 and 8-16 area-weighted average U-factor not exceeding U-0.184. Ceiling and rafter roofs minimum R-22 insulation in wood-frame ceiling; or area-weighted average U-factor must not exceed 0.043. Rafter roof alterations minimum R-19 or area-weighted average U-factor of 0.054 or less. Attic access doors must have permanently attached insulation using adhesive or mechanical fasteners. The attic access must be gasketed to prevent air leakage. Insulation must be installed in direct contact with a roof or ceiling which is sealed to limit infiltration and exfiltration as specified in § 110.7, including but not limited to placing insulation either above or below the roof deck or on top of a drywall ceiling. * § 150.0(b):Loose-fill Insulation. Loose fill insulation must meet the manufacturer’s required density for the labeled R-value. § 150.0(c):Wall Insulation. Minimum R-13 insulation in 2x4 inch wood framing wall or have a U-factor of 0.102 or less, or R-20 in 2x6 inch wood framing or have a U-factor of 0.071 or less. Opaque non-framed assemblies must have an overall assembly U-factor not exceeding 0.102. Masonry walls must meet Tables 150.1-A or B. * § 150.0(d): Raised-floor Insulation. Minimum R-19 insulation in raised wood framed floor or 0.037 maximum U-factor. * § 150.0(f):Slab Edge Insulation. Slab edge insulation must meet all of the following: have a water absorption rate, for the insulation material alone without facings, no greater than 0.3 percent; have a water vapor permeance no greater than 2.0 perm per inch; be protected fromphysical damage and UV light deterioration; and, when installed as part of a heated slab floor, meet the requirements of § 110.8(g). § 150.0(g)1: Vapor Retarder. In climate zones 1 through 16, the earth floor of unvented crawl space must be covered with a Class I or Class II vapor retarder. This requirement also applies to controlled ventilation crawl space for buildings complying with the exception to§150.0(d). § 150.0(g)2: Vapor Retarder. In climate zones 14 and 16, a Class I or Class II vapor retarder must be installed on the conditioned space side of all insulation in all exterior walls, vented attics, and unvented attics with air-permeable insulation. § 150.0(q): Fenestration Products. Fenestration, including skylights, separating conditioned space from unconditioned space or outdoors must have a maximum U-factor of 0.45; or area-weighted average U-factor of all fenestration must not exceed 0.45. * Fireplaces, Decorative Gas Appliances, and Gas Log: § 110.5(e)Pilot Light. Continuously burning pilot lights are not allowed for indoor and outdoor fireplaces. § 150.0(e)1:Closable Doors. Masonry or factory-built fireplaces must have a closable metal or glass door covering the entire opening of the firebox. § 150.0(e)2: Combustion Intake. Masonry or factory-built fireplaces must have a combustion outside air intake, which is at least six square inches in area and is equipped with a readily accessible, operable, and tight-fitting damper or combustion-air control device. * § 150.0(e)3: Flue Damper. Masonry or factory-built fireplaces must have a flue damper with a readily accessible control. * Space Conditioning, Water Heating, and Plumbing System: § 110.0-§ 110.3:Certification. Heating, ventilation, and air conditioning (HVAC) equipment, water heaters, showerheads, faucets, and all other regulated appliances must be certified by the manufacturer to the California Energy Commission. * § 110.2(a):HVAC Efficiency. Equipment must meet the applicable efficiency requirements in Table 110.2-A through Table 110.2-N. * § 110.2(b): Controls for Heat Pumps with Supplementary Electric Resistance Heaters. Heat pumps with supplementary electric resistance heaters must have controls that prevent supplementary heater operation when the heating load can be met by the heat pump alone;and in which the cut-on temperature for compression heating is higher than the cut-on temperature for supplementary heating, andthe cut-off temperature for compression heating is higher than the cut-off temperature for supplementary heating. * § 110.2(c):Thermostats. All heating or cooling systems not controlled by a central energy management control system (EMCS) must have a setback thermostat. * § 110.3(c)3: Insulation. Unfired service water heater storage tanks and solar water-heating backup tanks must have adequate insulation, or tank surface heat loss rating. § 110.3(c)6:Isolation Valves. Instantaneous water heaters with an input rating greater than 6.8 kBtu per hour (2 kW) must have isolation valves with hose bibbs or other fittings on both cold and hot water lines to allow for flushing the water heater when the valves are closed. 2022 Single-Family Residential Mandatory Requirements Summary 5/6/22 § 110.5:Pilot Lights. Continuously burning pilot lights are prohibited for natural gas: fan-type central furnaces; household cooking appliances (except appliances without an electrical supply voltage connection with pilot lights that consume less than 150 Btu per hour ); and pool and spa heaters. * § 150.0(h)1: Building Cooling and Heating Loads. Heating and/or cooling loads are calculated in accordance with the ASHRAE Handbook, Equipment Volume, Applications Volume, and Fundamentals Volume; the SMACNA Residential Comfort System Installation Standards Manual; or the ACCA Manual J using design conditions specified in § 150.0(h)2. § 150.0(h)3A:Clearances. Air conditioner and heat pump outdoor condensing units must have a clearance of at least five feet from the outlet of any dryer. § 150.0(h)3B:Liquid Line Drier. Air conditioners and heat pump systems must be equipped with liquid line filter driers if required, as specified by the manufacturer’s instructions. § 150.0(j)1: Water Piping, Solar Water-heating System Piping, and Space Conditioning System Line Insulation. All domestic hot water piping must be insulated as specified in § 609.11 of the California Plumbing Code. * § 150.0(j)2: Insulation Protection. Piping insulation must be protected from damage, including that due to sunlight, moisture, equipment` maintenance, and wind as required by §120.3(b). Insulation exposed to weather must be water retardant and protected from UV light (no adhesive tapes). Insulation covering chilled water piping and refrigerant suction piping located outside the conditioned space must include, or be protected by, a Class I or Class II vapor retarder. Pipe insulation buried below grade must be installed in a waterproof and non-crushable casing or sleeve. § 150.0(n)1: Gas or Propane Water Heating Systems. Systems using gas or propane water heaters to serve individual dwelling units must designate a space at least 2.5’ x 2.5’ x 7’ suitable for the future installation of a heat pump water heater, and meet electrical and plumbing requirements, based on the distance between this designated space and the water heater location; and a condensate drain no more than 2” higher than the base of the water heater § 150.0(n)3: Solar Water-heating Systems. Solar water-heating systems and collectors must be certified and rated by the Solar Rating and Certification Corporation (SRCC), the International Association of Plumbing and Mechanical Officials, Research and Testing (IAPMO R&T), or by a listing agency that is approved by the executive director. Ducts and Fans: § 110.8(d)3: Ducts. Insulation installed on an existing space-conditioning duct must comply with § 604.0 of the California Mechanical Code (CMC). If a contractor installs the insulation, the contractor must certify to the customer, in writing, that the insulation meets this requirement. § 150.0(m)1: CMC Compliance. All air-distribution system ducts and plenums must meet CMC §§ 601.0-605.0 and ANSI/SMACNA-006-2006 HVAC Duct Construction Standards Metal and Flexible 3rd Edition. Portions of supply-air and return-air ducts and plenums must be insulated to R-6.0 or higher; ducts located entirely in conditioned space as confirmed through field verification and diagnostic testing (RA3.1.4.3.8) do not require insulation. Connections of metal ducts and inner core of flexible ducts must be mechanically fastened. Openings must be sealed with mastic, tape, or other duct-closure system that meets the applicable UL requirements, or aerosol sealant that meets UL 723. The combination of mastic and either mesh or tape must be used to seal openings greater than ¼”, If mastic or tape is used. Building cavities, air handler support platforms, and plenums designed or constructed with materials other than sealed sheet metal, duct board orflexible duct must not be used to convey conditioned air. Building cavities and support platforms may contain ducts; ductsinstalled inthese spaces must not be compressed. * § 150.0(m)2: Factory-Fabricated Duct Systems. Factory-fabricated duct systems must comply with applicable requirements for duct construction, connections, and closures; joints and seams of duct systems and their components must not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands. § 150.0(m)3: Field-Fabricated Duct Systems. Field-fabricated duct systems must comply with applicable requirements for: pressure-sensitive tapes, mastics, sealants, and other requirements specified for duct construction. § 150.0(m)7: Backdraft Damper. Fan systems that exchange air between the conditioned space and outdoors must have backdraft or automatic dampers. § 150.0(m)8: Gravity Ventilation Dampers. Gravity ventilating systems serving conditioned space must have either automatic or readily accessible, manually operated dampers in all openings to the outside, except combustion inlet and outlet air openings and elevator shaft vents. § 150.0(m)9: Protection of Insulation. Insulation must be protected from damage due tosunlight, moisture, equipment maintenance, and wind. Insulation exposed to weather must be suitable for outdoor service (e.g., protected by aluminum, sheet metal, painted canvas, or plastic cover). Cellular foam insulation must be protected as above or painted with a water retardant and solar radiation-resistant coating. § 150.0(m)10:Porous Inner Core Flex Duct. Porous inner cores of flex ducts must have a non-porous layer or air barrier between the inner core and outer vapor barrier. § 150.0(m)11:Duct System Sealing and Leakage Test. When space conditioning systems use forced air duct systems to supply conditioned air to an occupiable space, the ducts must be sealed and duct leakage tested, as confirmed through field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3.1. § 150.0(m)12:Air Filtration. Space conditioning systems with ducts exceeding 10 feet and the supply side of ventilation systems must have MERV 13 or equivalent filters. Filters for space conditioning systems must have a two inch depth or can be one inch if sized per Equation 150.0-A. Clean-filter pressure drop and labeling must meet the requirements in §150.0(m)12. Filters must be accessible for regular service. Filter racks or grilles must use gaskets, sealing, or other means to close gaps around the inserted filters to and prevents air from bypassing the filter. * 2022 Single-Family Residential Mandatory Requirements Summary 5/6/22 § 150.0(m)13: Space Conditioning System Airflow Rate and Fan Efficacy. Space conditioning systems that use ducts to supply cooling must have a hole for the placement of a static pressure probe, or a permanently installed static pressure probe in the supply plenum. Airflow must EH&)0SHU ton of nominal cooling capacity, and an air-handling unit fan efficacy 0.45 watts per CFM for gas furnace air handlers and 0.58 watts per CFM for all others. Small duct high velocity systems must provide an airflow 250 CFM per ton of nominal cooling capacity, and an air-KDQGOLQJXQLWIDQHIILFDF\ZDWWVSHU&)0)LHOGYHULILFDWLRQWHVWLQJLVUHTXLUHGLQDFFRUGDQFHZLWKReference Residential Appendix RA3.3. * Ventilation and Indoor Air Quality: § 150.0(o)1: Requirements for Ventilation and Indoor Air Quality. All dwelling units must meet the requirements of ASHRAE Standard 62.2, Ventilation and Acceptable Indoor Air Quality in Residential Buildings subject to the amendments specified in § 150.0(o)1. * § 150.0(o)1B:Central Fan Integrated (CFI) Ventilation Systems. Continuous operation of CFI air handlers is not allowed to provide the whole-dwelling unit ventilation airflow required per §150.0(o)1C. A motorized damper(s) must be installed on the ventilation duct(s) thatprevents all airflow through the space conditioning duct system when the damper(s) is closed andcontrolled per §150.0(o)1Biii&iv. CFI ventilation systems must have controls that track outdoor air ventilation run time, and either open or close the motorized damper(s) for compliance with §150.0(o)1C. § 150.0(o)1C:Whole-Dwelling Unit Mechanical Ventilation for Single-Family Detached and townhouses . Single-family detached dwelling units, and attached dwelling units not sharing ceilings or floors with other dwelling units, occupiable spaces, public garages, or commercial spaces must have mechanical ventilation airflow specified in § 150.0(o)1Ci-iii. § 150.0(o)1G:Local Mechanical Exhaust. Kitchens and bathrooms must have local mechanical exhaust; nonenclosed kitchens must have demand-controlled exhaust system meeting requirements of §150.0(o)1Giii,enclosed kitchens and bathrooms can use demand-controlled or continuous exhaust meeting §150.0(o)1Giii-iv. Airflow must be measured by the installer per §150.0(o)1Gv, and rated for sound per §150.0(o)1Gvi. *§ 150.0(o)1H&I: Airflow Measurement and Sound Ratings of Whole-Dwelling Unit Ventilation Systems. The airflow required per § 150.0(o)1C must be measured by using a flow hood, flow grid, or other airflow measuring device at the fan’s inlet or outlet terminals/grilles per Reference Residential Appendix RA3.7. Whole-Dwelling unit ventilation systems must be rated for sound per ASHRAE 62.2 §7.2 at no less than the minimum airflow rate required by §150.0(o)1C. § 150.0(o)2: Field Verification and Diagnostic Testing. Whole-Dwelling Unit ventilation airflow, vented range hood airflow and sound rating, and HRV and ERV fan efficacy must be verified in accordance with Reference Residential Appendix RA3.7. Vented range hoods must be verified per Reference Residential Appendix RA3.7.4.3 to confirm if it is rated by HVI or AHAM to comply with the airflowrates and sound requirements per §150.0(o)1G Pool and Spa Systems and Equipment: § 110.4(a): Certification by Manufacturers. Any pool or spa heating system or equipment must be certified to have all of the following: compliance with the Appliance Efficiency Regulations and listing in MAEDbS; an on-off switch mounted outside of the heater that allows shutting off the heater without adjusting the thermostat setting; a permanent weatherproof plate or card with operating instructions; and must not use electric resistance heating. * § 110.4(b)1: Piping. Any pool or spa heating system or equipment must be installed with at least 36 inches of pipe between the filter and the heater, or dedicated suction and return lines, or built-in or built-up connections to allow for future solar heating. § 110.4(b)2:Covers. Outdoor pools or spas that have a heat pump or gas heater must have a cover. § 110.4(b)3: Directional Inlets and Time Switches for Pools. Pools must have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or programmed to run only during off-peak electric demand periods. § 110.5:Pilot Light. Natural gas pool and spa heaters must not have a continuously burning pilot light. § 150.0(p): Pool Systems and Equipment Installation. Residential pool systems or equipment must meet the specified requirements for pump sizing, flow rate, piping, filters, and valves. * Lighting: § 110.9:Lighting Controls and Components. All lighting control devices and systems, ballasts, and luminaires must meet the applicable requirements of § 110.9. * § 150.0(k)1A: Luminaire Efficacy. All installed luminaires must meet the requirements in Table 150.0-A, except lighting integral to exhaust fans, kitchen range hoods, bath vanity mirrors, and garage door openers; navigation lighting less than 5 watts; and lighting internal to drawers, cabinets, and linen closets with an efficacy of at least 45 lumens per watt. § 150.0(k)1B:Screw based luminaires. Screw based luminaires must contain lamps that comply with Reference Joint Appendix JA8. * § 150.0(k)1C:Recessed Downlight Luminaires in Ceilings. Luminaires recessed into ceilings must not contain screw based sockets, must be airtight, and must be sealed with a gasket or caulk. California Electrical Code § 410.116 must also be met. § 150.0(k)1D:Light Sources in Enclosed or Recessed Luminaires. Lamps and other separable light sources that are not compliant with the JA8 elevated temperature requirements, including marking requirements, must not be installed in enclosed or recessed luminaires. § 150.0(k)1E: Blank Electrical Boxes. The number of electrical boxes that are more than five feet above the finished floor and do not contain a luminaire or other device shall be no more than the number of bedrooms. These boxes must be served by a dimmer, vacancy sensor control, low voltage wiring, or fan speed control. § 150.0(k)1F: Lighting Integral to Exhaust Fans. Lighting integral to exhaust fans (except when installed by the manufacturer in kitchen exhaust hoods) must meet the applicable requirements of § 150.0(k). * 2022 Single-Family Residential Mandatory Requirements Summary 5/6/22 § 150.0(k)1G:Screw based luminaires. Screw based luminaires must contain lamps that comply with Reference Joint Appendix JA8. * § 150.0(k)1H:Light Sources in Enclosed or Recessed Luminaires. Lamps and other separable light sources that are not compliant with the JA8 elevated temperature requirements, including marking requirements, must not be installed in enclosed or recessed luminaires. § 150.0(k)1I:Light Sources in Drawers, Cabinets, and Linen Closets. Light sources internal to drawers, cabinetry or linen closets are not required to comply with Table 150.0-A or be controlled by vacancy sensors provided that they are rated to consume no more than 5 watts ofpower, emit no more than 150 lumens, and are equipped with controls that automatically turn the lighting off when the drawer, cabinet or linen closet is closed. § 150.0(k)2A:Interior Switches and Controls. All forward phase cut dimmers used with LED light sources must comply with NEMA SSL 7A. § 150.0(k)2B: Interior Switches and Controls. Exhaust fans must be controlled separately from lighting systems. * § 150.0(k)2A:Accessible Controls. Lighting must have readily accessible wall-mounted controls that allow the lighting to be manually turned on and off. * § 150.0(k)2B:Multiple Controls. Controls must not bypass a dimmer, occupant sensor, or vacancy sensor function if the dimmer or sensor is installed to comply with § 150.0(k). § 150.0(k)2C: Mandatory Requirements. Lighting controls must comply with the applicable requirements of § 110.9. § 150.0(k)2D:Energy Management Control Systems. An energy management control system (EMCS) may be used to comply with dimming, occupancy, and control requirements if it provides the functionality of the specified control per § 110.9 and the physical controls specified in § 150.0(k)2A. § 150.0(k)2E:Automatic Shutoff Controls. In bathrooms, garages, laundry rooms, utility rooms and walk-in closets, at least one installed luminaire must be controlled by an occupancy or vacancy sensor providing automatic-off functionality. Lighting inside drawers and cabinets with opaque fronts or doors must have controls that turn the light off when the drawer or door is closed. § 150.0(k)2F: Dimmers. Lighting in habitable spaces (e.g., living rooms, dining rooms, kitchens, and bedrooms) must have readily accessible wall-mounted dimming controls that allow the lighting to be manually adjusted up and down. Forward phase cut dimmers controlling LED light sources in these spaces must comply with NEMA SSL 7A. § 150.0(k)2K: Independent controls. Integrated lighting of exhaust fans shall be controlled independently from the fans. Lighting under cabinets or shelves, lighting in display cabinets, and switched outlets must be controlled separately from ceiling-installed lighting. § 150.0(k)3A: Residential Outdoor Lighting. For single-family residential buildings, outdoor lighting permanently mounted to a residential building, or to other buildings on the same lot, must have a manual on/off switch and either a photocell and motion sensor or automatic time switch control) or an astronomical time clock. An energy management control system that provides the specified control functionality and meets all applicable requirements may be used to meet these requirements. § 150.0(k)4: Internally illuminated address signs. Internally illuminated address signs must either comply with § 140.8 or consume no more than 5 watts of power. § 150.0(k)5: Residential Garages for Eight or More Vehicles. Lighting for residential parking garages for eight or more vehicles must comply with the applicable requirements for nonresidential garages in §§ 110.9, 130.0, 130.1, 130.4, 140.6, and 141.0. Solar Readiness: § 110.10(a)1: Single-family Residences. Single-family residences located in subdivisions with 10 or more single-family residences and where the application for a tentative subdivision map for the residences has been deemed complete and approved by the enforcement agency,which do not have a photovoltaic system installed, must comply with the requirements of § 110.10(b)-(e). §110.10(b)1A: Minimum Solar Zone Area. The solar zone must have a minimum total area as described below. The solar zone must comply with access, pathway, smoke ventilation, and spacing requirements as specified in Title 24, Part 9 or other parts of Title 24 or in any requirements adopted by a local jurisdiction. The solar zone total area must be comprised of areas that have no dimension less than 5 feet and are no less than 80 square feet each for buildings with roof areas less than or equal to 10,000 square feet or no less than 160 square feet each for buildings with roof areas greater than 10,000 square feet. For single-family residences, the solar zone must be located on the roof or overhang of the building and have a total area no less than 250 square feet. * § 110.10(b)2: Azimuth. All sections of the solar zone located on steep-sloped roofs must have an azimuth between 90-300° of true north. § 110.10(b)3A:Shading. The solar zone must not contain any obstructions, including but not limited to: vents, chimneys, architectural features, and roof mounted equipment. * § 110.10(b)3B:Shading. Any obstruction located on the roof or any other part of the building that projects above a solar zone must be located at least twice the horizontal distance of the height difference between the highest point of the obstruction and the horizontal projection of the nearest point of the solar zone, measured in the vertical plane. * § 110.10(b)4: Structural Design Loads on Construction Documents. For areas of the roof designated as a solar zone, the structural design loads for roof dead load and roof live load must be clearly indicated on the construction documents. § 110.10(c): Interconnection Pathways. The construction documents must indicate: a location reserved for inverters and metering equipment and a pathway reserved for routing of conduit from the solar zone to the point of interconnection with the electrical service; and for single-family residences and central water-heating systems, a pathway reserved for routing plumbing from the solar zone to the water-heating system. § 110.10(d): Documentation. A copy of the construction documents or a comparable document indicating the information from § 110.10(b)-(c) must be provided to the occupant. § 110.10(e)1: Main Electrical Service Panel. The main electrical service panel must have a minimum busbar rating of 200 amps. § 110.10(e)2: Main Electrical Service Panel. The main electrical service panel must have a reserved space to allow for the installation of a double pole circuit breaker for a future solar electric installation. The reserved space must be permanently marked as “For Future Solar Electric.” Electric and Energy Storage Ready: 2022 Single-Family Residential Mandatory Requirements Summary 5/6/22 § 150.0(s)Energy Storage System (ESS) Ready. All single-family residences must meet all of the following: Either ESS-ready interconnection equipment with backed up capacity of 60 amps or more and four or more ESS supplied branch circuits, or a dedicated raceway from the main service to a subpanel that supplies the branch circuits in § 150.0(s); at least four branch circuits must be identified and have their source collocated at a single panelboard suitable to be supplied by the ESS, with one circuit supplying the refrigerator, one lighting circuit near the primary exit, and one circuit supplying a sleeping room receptacle outlet; main panelboard must have a minimum busbarrating of 225 amps; sufficient space must be reserved to allow future installation of a system isolation equipment/transfer switch within 3’ of the main panelboard, with raceways installed between the panelboard and the switch location to allow the connection of backup power source. § 150.0(t) Heat Pump Space Heater Ready. Systems using gas or propane furnaces to serve individual dwelling units must include: A dedicated unobstructed 240V branch circuit wiring installed within 3’ of the furnace with circuit conductors rated at least 30 amps with the blank cover identified as “240V ready;” and a reserved main electrical service panel space to allow for the installation of a double pole circuit breaker permanently marked as “For Future 240V use.” § 150.0(u) Electric Cooktop Ready. Systems using gas or propane cooktop to serve individual dwelling units must include: A dedicated unobstructed 240V branch circuit wiring installed within 3’ of the cooktop with circuit conductors rated at least 50 amps with the blank cover identified as “240V ready;” and a reserved main electrical service panel space to allow for the installation of a double pole circuit breaker permanently marked as “For Future 240V use.” § 150.0(v)Electric Clothes Dryer Ready. Clothes dryer locations with gas or propane plumbing to serve individual dwelling units must include: A dedicated unobstructed 240V branch circuit wiring installed within 3’ of the dryer location with circuit conductors rated at least 30 amps with the blank cover identified as “240V ready;” and a reserved main electrical service panel space to allow for the installation ofa double pole circuit breaker permanently marked as “For Future 240V use.” *Exceptions may apply. +9$&6<67(0+($7,1*$1'&22/,1*/2$'66800$5< 3URMHFW1DPH'DWH6\VWHP1DPH)ORRU$UHD (1*,1((5,1*&+(&.66<67(0/2$' 1XPEHURI6\VWHPV&2,/&22/,1*3($.&2,/+7*3($. +HDWLQJ6\VWHP&)06HQVLEOH/DWHQW&)06HQVLEOH 2XWSXWSHU6\VWHP7RWDO5RRP/RDGV 7RWDO2XWSXW%WXK5HWXUQ9HQWHG/LJKWLQJ 2XWSXW%WXKVTIW5HWXUQ$LU'XFWV &RROLQJ6\VWHP5HWXUQ)DQ 2XWSXWSHU6\VWHP9HQWLODWLRQ 7RWDO2XWSXW%WXK6XSSO\)DQ 7RWDO2XWSXW7RQV6XSSO\$LU'XFWV 7RWDO2XWSXW%WXKVTIW 7RWDO2XWSXWVTIW7RQ727$/6<67(0/2$' $LU6\VWHP &)0SHU6\VWHP+9$&(48,30(176(/(&7,21 $LUIORZFIP $LUIORZFIPVTIW $LUIORZFIP7RQ 2XWVLGH$LU7RWDO$GMXVWHG6\VWHP2XWSXW 2XWVLGH$LUFIPVTIW$GMXVWHGIRU3HDN'HVLJQFRQGLWLRQV 1RWHYDOXHVDERYHJLYHQDW$5,FRQGLWLRQV7,0(2)6<67(03($.+($7,1*6<67(036<&+520(75,&6$LUVWUHDP7HPSHUDWXUHVDW7LPHRI+HDWLQJ3HDN &22/,1*6<67(036<&+520(75,&6$LUVWUHDP7HPSHUDWXUHVDW7LPHRI&RROLQJ3HDN 67$555(6,'(1&( 1+($73803 <1*0),0( $XJ30 -DQ$0 ) 2XWVLGH$LU FIP ) )) )FIP 6XSSO\)DQ )) )))) ) )) FIP 2XWVLGH$LU +HDWLQJ&RLO FIP 6XSSO\)DQ &RROLQJ&RLO 50 A.F.F. ABOVE FINISHED FLOOR E.D.EDGE DISTANCE OPNG.OPENING A.F.G. ABOVE FINISHED GRADE EMBED.EMBEDMENT P.L.PROPERTY LINE (OR PARTS LIST) ARCH.ARCHITECTURAL E.N.EDGE NAILING PSF POUNDS PER SQUARE FOOT ABV.ABOVE EQ.EQUAL PSI POUNDS PER SQUARE INCH AEOR ARCHITECTURAL ENGINEER OF RECORD EXC.EXCAVATE P.T.PRESSURE TREATED BAL.BALANCE EXT.EXTERIOR R RADIUS BOT BOTTOM F.F.L. FINISHED FLOOR LEVEL RC REINFORCED CONCRETE B.N.BOUNDRY NAILING FIN.FINISH REBAR REINFORCING BAR B.O.F.BOTTOM OF FOOTING F.L .FLOOR LEVEL REINF.REINFORCEMENT B.O.W.BOTTOM OF WALL FRPF.FIREPROOF REQD.REQUIRED BLK'G BLOCKING FT.FEET SEOR STRUCTURAL ENGINEER OF RECORD B.L.L.BOTTOM LOWER LAYER G.C. GENERAL CONTRACTOR SOG SLAB ON GROUND BRG.BEARING GALV.GALVANIZED SPECS.SPECIFICATIONS BTWN.BETWEEN GYP.GYPSUM SQ. FT.SQUARE FEET B.U.L.BOTTOM UPPER LAYER H.V.A.C. HEATING, VENTILATION, AND AIRCONDITIONING SQ. IN.SQUARE INCHES B.W.L.BRACED WALL LINE HOR.HORIZONTAL SS STAINLESS STEEL CA COLUMN ABOVE H.R.S.HOT ROLLED STEEL STD.STANDARD C.C.CENTER TO CENTER I.D.INNER DIAMETER STR.STRUCTURAL C.L.CENTER LINE IN.INCH TOP&BOT TOP AND BOTTOM CLG.CEILING INSUL.INSULATION T.O.TOP OF CLR.CLEARANCE INT.INTERIOR T.O.B.TOP OF BEAM CMU CONCRETE MASONRY UNIT LVL LAMINATED VENEER LUMBER T.O.C. TOP OF CURB OR TOP OF CONCRETE CONC.CONCRETE L.FT.LINEAR FEET T.O.F.TOP OF FOOTING CONNE.CONNECTION L.L.LIVE LOAD T.O.J.TOP OF JOIST CONT.CONTINUOUS LSL LAMINATED STRAND LUMBER T.O.M.TOP OF MASONRY DEG.DEGREE MANUF.MANUFACTURER T.O.W.TOP OF WALL DIA.DIAMETER MAS.MASONRY THICK.THICKNESS DIM.DIMENSION MATL.MATERIAL TLL.TOP LOWER LAYER D.F.DOUGLAS FIR MAX.MAXIMUM TYP.TYPE DOUG. FIR DOUGLAS FIR MM MILIMETER UNO UNLESS NOTIFIED OTHERWISE D.P.DAMP-PROOFING MIN.MINIMUM V.B.VAPOR BARRIER DRP DROP N NEW VER.VERTICAL DWG.DRAWING NOM.NOMINAL V.I.F.VERIFIED IN FIELD DWGS.DRAWINGS NON-BRG.NON BEARING W/WITH E EXISTING NOT REQ.NOT REQUIRED W/O WITHOUT E.N.EDGE NAILING NTS.NOT TO SCALE WL WATER LEVEL E.W.EACH WAY O.C.ON CENTER WT.WEIGHT EA.EACH O.D.OUTSIDE DIAMETER COVER SHEET CS.01 CONSTRUCTION NOTES S0.01 CONSTRUCTION NOTES S0.02 TYPICAL S.O.G. AND FOUNDATIONDETAILS S1.01 TYPICAL FOUNDATION DETAILS S1.02 TYPICAL WOOD DETAILS S1.21 TYPICAL WOOD DETAILS S1.22 TYPICAL WALL DETAILS S1.23 TYPICAL WOOD DETAILS S1.24 TYPICAL WOOD DETAILS S1.25 TYPICAL WOOD DETAILS S1.26 TYPICAL WOOD DETAILS S1.27 TYPICAL WOOD DETAILS S1.28 FOUNDATION PLAN S2.01 FOUNDATION DEPTH PLAN S2.02 FOUNDATION FORM WORK PLAN S2.03 FLOOR PLAN S2.11 CEILING PLAN S2.22 ROOF PLAN S2.33 SPECIFIC DETAILS S4.01 SPECIFIC DETAILS S4.02 SPECIFIC DETAILS S4.03 SPECIFIC DETAILS S4.04 SPECIFIC DETAILS S4.05 SPECIFIC DETAILS S4.06 HFX DETAILS HFX1 PROJECT CLIENT 0' 2' 4'8'16' SHEET TITLE 2491 CRESTVIEW DR,NEWPORT BEACH, CA 92663 SHELLEY STARR, TBD‪(310) 409-7577‬ SAZAN INC. 2610 Vista Del Oro, Newport Beach, CA 92660 2491 CRESTVIEW DR, NEWPORT BEACH, CA 92663 INDEX OF DRAWINGS STATE LOCALTION MAP VICINITY LOCATION MAP CS.01 COVER SHEET ABBREVIATION PROJECT INFORMATION CLIENT/TENANT: SHELLEY STARR, TBD ‪(310) 409-7577 STRUCTURAL ENGINEER: MOHAMMAD JALALPOUR SAZAN INC. 2610 VISTA DEL ORO, NEWPORT BEACH, CA 92660 CELL OFFICE: 949-822-1913 CELL PHONE: 4439422153 EMAIL: MJALALPOUR@SAZANINC.COM PROJECT DESCRIPTION: 1. SAZAN'S SCOPE OF WORK IS LIMITED TO PROVIDING STRUCTURAL DESIGN, DRAWINGS AND DETAILS FOR THE NEW BUILDING WORK LOCATED AT 2491 CRESTVIEW DR, NEWPORTBEACH, CA 92663. 2. NO AS-BUILT, CONSTRUCTION DOCUMENTS OR SHOP DRAWINGS OF ORIGINAL CONSTRUCTION OR ALTERATIONS TO THE ORIGINAL CONSTRUCTION WERE PROVIDED TO SAZAN. 3. THE SCOPE OF WORK DOES NOT INCLUDE THE ANALYSIS OR EVALUATIONS OF EXISTING STRUCTURE AS A WHOLE OR THE PORTIONS OF IT THAT IS NOT INCLUDED IN THIS SCOPE OFWORK. NO WARRANTY EXPRESSED OR IMPLIED TO THE ADEQUACY, CODE COMPLIANCE, OR CONFORMANCE OF THE EXISTING STRUCTURE IS MADE BY VIRTUE OF THIS DESIGN. THISSCOPE OF WORK DOES NOT INCLUDE ANY VERIFICATION FOR THE CONFORMANCE OF THE EXISTING STRUCTURE TO THE PROVIDED INFORMATION OR CODE COMPLIANCE. 4. SAZAN PERFORMED THE DESIGN CONSIDERING THE AVAILABLE INFORMATION FOR THE STRUCTURE. SHOULD ADDITIONAL INFORMATION BECOME AVAILABLE THAT SAZAN WAS NOT AWARE OF, OR WHICH WAS UNKNOWN AT THE TIME OF ANALYSIS OR DESIGN, SAZAN RESERVES THE RIGHT TO REVISE THE DESIGN AS NEEDED AND ADDITIONAL COSTS MAY BEREQUIRED. 5. SAZAN PERFORMED THE STRUCTURAL DESIGN IN A MANNER CONSISTENT WITH THE LEVEL OF SKILL AND CARE ORDINARILY EXERCISED BY PROFESSIONAL ENGINEERS ANDCONSULTANTS PRACTICING UNDER SIMILAR CONDITIONS. NO OTHER REPRESENTATION, WARRANTY, OR GUARANTEE IS GIVEN. PROVIDED OPINIONS ARE BASED ON OUR ENGINEERING JUDGMENT. SAZAN WILLa NOT BE RESPONSIBLE FOR LATENT DEFECTS THAT MAY APPEAR IN THE FUTURE OR FOR DIFFERENT OPINIONS OF OTHERS THAT MAY ARISE. 6. THE DESIGN AND DETAIL OF GUARDRAILS AND HANDRAILS ARE NOT INCLUDED IN THIS SCOPE OF WORK. 7. STRUCTURAL OBSERVATION AND SPECIAL INSPECTIONS ARE NOT INCLUDED IN THIS SCOPE OF WORK. 8. ALL WORK SHALL COMPLY WITH THE 2022 EDITION OF CBC, CRC, CMC, CPC, CEC, CGBSC, CEES,AND ALL AMENDMENTS OF THE CITY OF NEWPORT BEACH LOCATION AND LOCALAUTHORITIES INCLUDING LOCAL ORDINANCE. 9. WATERPROOFING AND WATER DRAINAGE ARE NOT PART OF THIS SCOPE OF WORK. 10. OWNER IS SOLELY RESPONSIBLE FOR THE ACCURACY OF THE PROVIDED INFORMATION AND SAZAN TAKES NO LIABILITY FOR THE ACCURACY OF THE PROVIDED INFORMATION. 1 1 1 1 EXP. 06-30-2024 Date: 05/15/2024 51 1. REINFORCING STEEL SHALL BE PLACED IN ACCORDANCE TO AMERICAN CONCRETE INSTITUTE ACI 301“SPECIFICATIONS FOR STRUCTURAL CONCRETE” AND CONCRETE REINFORCING STEEL INSTITUTE (CRSI)“MANUAL OF STANDARD PRACTICE.”2. REINFORCING STEEL FOR FOUNDATIONS, SLABS ON GRADE, AND ELEVATED SLABS SHALL CONFORM TOASTM A615/A615M, GRADE 60, UNLESS NOTED OTHERWISE. BARS TO BE WELDED SHALL CONFORM TOLOW ALLOY ASTM A706/A706M, GRADE 60.3. WELDED WIRE REINFORCEMENT (WWR) SHALL CONFORM TO ASTM A1064/A1064M. SPLICE LENGTHFOR WELDED WIRE REINFORCEMENT SHALL BE AT LEAST 8 INCHES, MEASURED BETWEEN OUTERMOSTCROSS WIRE OF EACH REINFORCEMENT SHEET.4. ALL REINFORCING STEEL SHALL BE SPLICED AS SPECIFIED ON THESE DRAWINGS. IF NO LOCATION ISSPECIFIED, LOCATE SPLICES IN AREAS OF MINIMUM STRESS. SPLICE LENGTHS SHALL NOT BE LESS THANTHE LENGTHS INDICATED ON THESE DRAWINGS.5. MINIMUM CONCRETE COVER AND CLEARANCES BETWEEN REINFORCING STEEL BARS SHALL BESATISFIED AT ALL LOCATIONS INCLUDING SPLICES. THE CLEARANCE BETWEEN THE REINFORCING STEELBARS SHALL NOT BE LESS THAT THE GREATER VALUE OF ONE BAR DIAMETER, ONE INCH, AND 4/3 TIMESTHE MAXIMUM SIZE OF THE AGGREGATE. AT COLUMNS AND BEAM, PROVIDE 1 1/2 INCHES OR 1.5 TIMESTHE LARGEST LONGITUDINAL BAR DIAMETER, WHICHEVER IS GREATER. FOR CONSIDERING THE COVERAND CLEAR DISTANCE IN BUNDLED BARS, TOTAL AREA OF BUNDLE SHALL BE CONSIDERED FORCALCULATING EQUIVALENT BAR DIAMETER.6. CONCRETE COVERAGE FOR REINFORCING STEEL PLACED IN CAST-IN-PLACE CONCRETE SHALL BE ASTABLE CONCOV-1.7. IF SPACERS AND CHAIRS ARE RESTING ON EXPOSED CONCRETE SURFACES, THEY SHALL BE PASTICCOATED OR USE PLASTIC.8. ELECTRODES UTILIZED IN WELDING OF REINFORCING STEEL, SHALL BE LOW HYDROGEN ELECTRODEAS SPECIFIED IN AMERICAN WELD SOCIETY AWS D1.4 “STRUCTURAL WELDING CODE - REINFORCINGSTEEL.”9. ALL REINFORCING STEEL SHALL BE BENT COLD AND PRIOR TO PLACING THE BARS. RE-BENDING OFPREVIOUSLY BENT REINFORCING STEEL IS NOT PERMITTED. BENDING OF REINFORCEMENT INPREVIOUSLY CAST CONCRETE IS NOT PERMITTED. OFFSET BARS SHALL BE BENT PRIOR TO PLACEMENT INTHE FORMS. HOOKING AND WALKING-IN ARE NOT PERMITTED.10.FIRMLY SECURE ALL REINFORCING STEEL BARS AND WELDED WIRE REINFORCING WHILE PLACINGCONCRETE. WHERE REQUIRED, ADDITIONAL CHAIRS, CONCRETE BLOCKS, STEEL BARS, BOLSTERS, OROTHER APPROVED MEANS AND METHODS SHALL BE PROVIDED BY THE CONTRACTOR TO FURNISH ALLREQUIRED SUPPORTS FOR ALL REINFORCING.11.PRIOR TO FINAL INSPECTION, CLEARLY MARK ALL REINFORCING STEEL SO THEIR IDENTIFICATION CANBE PROPERLY MADE AT THE TIME OF INSPECTION. REINFORCING STEEL 1. ALL WOOD OR WOOD BASED MATERIALS SHALL CONFORM TO THE FOLLOWING STANDARDS: 1.1. ALL STRUCTURAL WOOD LUMBERS AND TIMBERS SHALL BE DOUGLAS FIR-LARCH CONFORMING TO THE REQUIREMENTS OF WWPA OR WCLIB UNLESSE NOTE OTHERWISE ON THESE DRAWINGS. 1.2. STRUCTURAL ALL STRUCTURAL PLYWOOD SHALL BE DOUGLAS FIR LARCH AND SHALL CONFORM TO THE REQUIREMENTS OF USDOC PS 1—09 OR MORE RECENT EDITION. 1.3. ALL STRUCTURAL PANELS SHALL CONFORM TO THE REQUIREMENTS OF USDOC PS 2—10 OR MORE RECENT EDITION. 1.4. ALL STRUCTURAL SAWN LUMBER INCLUDING END-JOINTED OR EDGE-GLUED LUMBER, MACHINE STRESS-RATED OR MACHINE-EVALUATED LUMBER, SHALL BE IDENTIFIED BY THE GRADE MARK OF A LUMBER GRADING OR INSPECTION AGENCY THAT HAS BEEN APPROVED BY AN ACCREDITATION ODY BODY THAT COMPLIES WITH DOC PS 20-05 OR MORE RECENT EDITION. 1.5. ENGINEERED WOOD RIM BOARDS SHALL CONFORM TO ANSI/APA PRR 410-2021 OR MORE RECENT EDITION.2. UNLESS NOTED OTHERWISE, ALL STRUCTURAL LUMBER SHALL BE DOUGLAS FIR-LARCH CONFORMINGTO THE LATEST EDITION OF NDS FOR THE TABLE FL-1.3. MEMBER SIZES SHOWN ARE NOMINAL UNLESS NOTED OTHERWISE.4. ALL CONNECTORS AND FASTENERS SHALL COMPLY WITH THE APPLICABLE PROVISIONS AND TABLES OFSECTIONS 2304.10.1 THROUGH 2304.10.7 OF CBC 2022.5. ALL WOOD AND WOOD BASED MATERIALS SHALL CONFORM TO THE REQUIREMENTS OF AMERICANWOOD PROTECTION ASSOCIATION (AWPA) U1 FOR THE USE CATEGORY OF THE COMPONENT.6. ANY PRESERVATIVE-TREATED WOOD MEMBERS THAT ARE ALTERED, CUT, DRILLED OR NOTCHED ONTHE FIELD, SHALL BE RETREADED AS SPECIFIED BY MANUFACTURER AND APPROVED BY LOCALAUTHORITIES. IF NO WRITTEN RECOMMENDATIONS ARE PROVIDED, ALL DRILLED HOLES AND CUT ENDSNEED TO BE TREATED WITH A PRESERVATIVE, TO CONFORM AMERICAN WOOD PROTECTION ASSOCIATION(AWPA) STANDARD M4.7. FASTENERS SHALL CONFORM TO THE REQUIREMENTS SPECIFIED ON THESE DRAWINGS. FASTENERSSHALL NOT BE PLACED CLOSER THAN THE SPECIFIED EDGE AND END DISTANCES. SPACING OF THEFASTENERS SHALL BE AS SPECIFIED.8. FASTENERS HEAD SHALL BE DRIVEN FLUSH WITH THE SURFACES AND SHALL NOT FRACTURE ORDAMAGE THE LUMBER OR SHEATHING SURFACES.9. PROVIDE LEAD HOLE 40%-70% OF THREADED SHANK DIA. AND FULL DIA. FOR SMOOTH SHANKPORTION OF LAG BOLTS. THREADED CONNECTORS SUCH AS LAG SCREWS AND WOOD SCREWS SHALL BEINSTALLED BY TURNING WIDTH A WRENCH. HAMMER DRIVEN SCREWS SHALL NOT BE PERMITTED.10. ALL BOLT HOLES, OTHER THAN LAG BOLT HOLES, SHALL BE DRILLED A MINIMUM OF 1/32" TO AMAXIMUM OF 1/16" LARGER THAN BOLT DIAMETER. HOLES SHALL BE ACCURATELY ALIGNED IN THE MAINMEMBERS AND SIDE PLATES. BOLTS SHALL NOT BE FORCIBLY DRIVEN. INSPECTOR SHALL VERIFY ALLHOLES AT JOB SITE11.PROVIDE LATERAL SUPPORT FOR THE TOP OF INTERIOR NON-BEARING WALLS WHEN MANUFACTUREDTRUSSES ARE USED.12. ALL ROOF/FLOOR AND SHEAR WALL NAILING SHALL UTILIZE COMMON NAILS OR GALVANIZED BOX.GALVANIZED NAILS SHALL BE HOT-DIPPED OR TUMBLED. NAIL GUNS USING "CLIPPED HEAD" OR SINKERNAILS ARE NOT ACCEPTABLE.13.ROOF/FLOOR NAILING TO BE INSPECTED BEFORE COVERING. FACE GRAIN OF PLYWOOD SHALL BEPERPENDICULAR TO SUPPORTS. FLOOR SHALL HAVE TONGUE AND GROOVE OR BLOCKED PANEL EDGES.14. STUCCO SHEAR WALLS SHALL UTILIZE FURRING, GALVANIZED NAILS (HAVING A MINIMUM 11 GA.,1-1/2" LONG, 7/16" DIAMETER HEAD, AND FURRED OUT A MIN OF 1/4") TO ATTACH THE LATH TO THESTUDS. (TABLE 2306.3(3)).15. SHOP WELDS SHALL BE PERFORMED WITH LICENSED FABRICATORS.16. STRUCTURAL WOOD SHEAR WALLS SHALL BE COVERED WITH MINIMUM TWO LAYERS GRADE D FELTUNDERLAY PRIOR TO PLACING FINISH MATERIAL.17.HOLD-DOWN CONNECTOR BOLTS INTO WOOD FRAMING REQUIRE APPROVED PLATE WASHERS.HOLD-DOWNS SHALL BE FINGER TIGHT AND 1/2 WRENCH TURN JUST PRIOR TO COVERING THE WALLFRAMING. CONNECTOR BOLTS INTO WOOD FRAMING REQUIRE STEEL PLATE WASHERS ON THE POST ONTHE OPPOSITE SIDE OF THE ANCHORAGE DEVICE. PLATE SIZE SHALL BE A MINIMUM OF 0.25 IN. BY 3 IN.BY 3 IN.18.MAXIMUM MOISTURE CONTENT FOR FRAMING LUMBER INCLUDING PRESERVATIVE-TREATED WOODSHALL NOT EXCEED 19% AT THE TIME OF PLYWOOD OR GYPBOARD COVERAGE INSTALLATION.19.UNLESS NOTED OTHERWISE, FRAMING LUMBER USED FOR COMPLETELY NEW CONSTRUCTIONS SHELLBE STAMPED AS KILN-DRIED (KD), HEAT TREATED (KD-HT), SURFACE-DRY (S-DRY) LUMBER OR MC-15LUMBER. (S-DRY) LUMBER SHALL NOT BE PERMITTED TO BE USED IN EXISTING CONSTRUCTION OR FORTHE NEW CONSTRUCTIONS THAT ARE ATTACHED TO EXISTING CONSTRUCTION.20.TOP AND BOTTOM PLATES OF WALLS SHALL BE KLIN DRIED FOR BUILDINGS MORE THAN TWOSTORIES.21.PROVIDE DOUBLE JOISTS OR 4x BEAM GIRDERS UNDER PARALLEL PARTITIONS. STITCH NAIL THEDOUBLE SWAN JOISTS WITH 16D NAILS SPACED NOT MORE THAN THE LESSER OF JOISTS DEPTH AND 12IN. NAILS SHALL BE STAGGERED AT THE TOP AND BOTTOM.22.PROVIDE DOUBLE 2X OR 4X BLOCKING UNDER WALLS OR PARTITIONS PERPENDICULAR TO THE JOISTS.23.UNO, ALL DISCONTINUOUS WALLS SHALL BE SUPPORTED ON BEAMS, DOUBLE JOISTS OR SOLIDBLOCKING WITH THE WIDTH NOT LESS THAN THE WIDTH OF THE SUPPORTED WALL.24.ALL WOOD BOLTS AND LAG SCREWS SHALL CONFORM TO REQUIREMENTS OF ANSI/ASME B18.2.1,WOOD SCREWS SHALL CONFORM TO THE REQUIREMENTS OF ANSI/ASME B18.6.1, AND NAILS SHALLCONFORM TO THE REQUIREMENTS OF ASTM F1667.25.ALL NAILS SHALL CONFORM TO THE REQUIREMENTS OF ASTM F1667. UNLESS OTHERWISE NOTED ONTHESE DRAWINGS, ALL NAILS SHALL BE COMMON WIRE NAILS, AND NUMBER OF CONNECTING NAILS ATEACH LOCATION SHALL NOT BE LESS THAN THE SPECIFIED NUMBERS ON THESE DRAWINGS. ALL NAILSTHAT ARE EXPOSED TO WEATHER OR MOISTURE SHALL BE HOT-DIPPED GALVANIZED COMMON NAILSTHAT CONFORMS TO ASTM A153 CLASS D. NAILS SHALL CONFORM TO THE REQUIREMENTS SPECIFIED INTABLE FL-2. NAILS.26.ALL HORIZONTAL JOINTS OCCURRING IN BRACED / SHEAR WALL PANELS SHALL OCCUR OVERBLOCKING EQUAL IN SIZE TO THE STUDDING.27.ALL STEEL BOLT AND RODS SHALL CONFORM TO ASTM A307 OR ASTM F1554 GR. 36. ALL BOLT HOLESSIZES SHALL INSPECTED AND VERIFIED AT JOB SITE.28. ALL BOLTS, NUTS, AND LAG SCREWS THAT BEAR ON WOOD MATERIALS SHALL HAVE STANDARD CUTWASHERS UNDER THE BOLT HEAD AND NUTS. NOT MORE THAN 24 HRS PRIOR TO COVERING THE BOLTS,ALL BOLTS SHALL BE RETIGHTENED.29. PROVIDE FULL HEIGHT SOLID BLOCKING AT THE ENDS OF THE SWAN LUMBERS JOISTS, BEAMS ANDRAFTERS ABOVE AND BELOW WALLS. INTERMEDIATE FULL BLOCKING OF THE SWAN LUMBERS SHALL NOTBE SPACED MORE THAN 8 FT O.C.30. PROVIDE ONE INTERMEDIATE AND END FULL HEIGHT SOLID BLOCKING ALONG THE JOISTS WITHSPANS GREATER THAN 8 FT BUT LESS THAN 16 FT. THE INTERMEDIATE BLOCKING SHALL BE SPACEDMID-SPAN OF THE JOIST.31. PROVIDE TWO INTERMEDIATE AND END FULL HEIGHT SOLID BLOCKING ALONG THE JOISTS WITHSPANS GREATER THAN 16 FT BUT LESS THAN 24 FT. THE INTERMEDIATE BLOCKING SHALL BE SPACED 1/3OF THE SPAN FROM EACH END.32. PROVIDE THREE INTERMEDIATE AND END FULL HEIGHT SOLID BLOCKING ALONG THE JOISTS WITHSPANS GREATER THAN 24 FT. THE INTERMEDIATE BLOCKING SHALL BE SPACED NOT MORE THAN 8 FTALONG THE SPAN FROM EACH OTHER.33. APPROVED METAL BRIDGING THAT HAVE CURRENT ICC ES EVALUATION MAY BE USED INSTEAD OFSOLID BLOCKING FOR FULL HEIGHT INTERMEDIATE SUPPORTS.34. DO NOT SUSPEND CEILINGS, SOFFITS, SPRINKLERS, PIPING, MECHANICAL DUCTS, NOR ANY OTHERELEMENT FROM 2X4 ROOF FRAMING UNLESS SPECIFICALLY DETAILED.35.CUTTING, NOTCHING, AND BORING OF WOOD FRAMING MEMBERS SHALL BE IN ACCORDANCE WITHCBC SECTION 2308.5.9. AND AS SHOWN ON THESE DRAWINGS.36. FIRE-RETARDANT-TREATED WOOD IS ANY WOOD PRODUCT THAT, WHEN IMPREGNATED WITHCHEMICALS BY A PRESSURE PROCESS OR OTHER MEANS DURING MANUFACTURE, SHALL HAVE, WHENTESTED IN ACCORDANCE WITH ASTM E84 OR UL 723, A LISTED FLAME SPREAD INDEX OF 25 OR LESS ANDSHOW NO EVIDENCE OF SIGNIFICANT PROGRESSIVE COMBUSTION WHEN THE TEST IS CONTINUED FORAN ADDITIONAL 20-MINUTE PERIOD. ADDITIONALLY, THE FLAME FRONT SHALL NOT PROGRESS MORETHAN 10-1/2 FEET BEYOND THE CENTERLINE OF THE BURNERS AT ANY TIME DURING THE TEST.37. SQUASH BLOCKS WITH THE SAME WIDTH SHALL BE PROVIDED UNDER ALL BEARING POINT LOADSFROM ABOVE TO THE TOP OF THE TOP PLATES BELOW AT FLOOR LEVELS.38. LATERAL BRACING OF WEB MEMBERS IN TRUSSES SHALL BE END ON AN EXTERIOR SHEAR/BRACINGWALL.39. BLOCKING REQUIRED FOR LIGHT FEATURES, CABINETS, HANDRAILS, GUARDRAILS TOWEL BARS OROTHER LIGHT ATTACHMENTS ARE NOT SHOWN ON THESE DRAWINGS AND SHALL BE PROVIDED BY GC ASREQUIRED BASED ON ARCHITECTURAL, AND MEP DRAWINGS.40. FIREBLOCKS NOT SMALLER THAN 2 IN. NOMINAL SHALL BE PROVIDED TO CUT OFF ALL HORIZONTALAND VERTICAL DRAFTS BETWEEN TWO STORIES AND ROOF ATTIC SPACES. FIREBLOCKS SHALL BEPROVIDED AT STUD WALLS AT FURRED SOFFITS, CEILING AND FLOOR LEVELS, . BETWEEN STAIRSTRINGERS AT TOP AND BOTTOM OF RUN AND BETWEEN STUDS IN A WALL PARALLEL AND ADJOININGRUN OF STAIRS, AROUND TOP, BOTTOM, SIDES AND ENDS OF SLIDING POCKET DOOR.41. FURRING SHALL BE PROVIDED TO ALIGN SHEAR WALLS WITH ALL OTHER WALLS.42. BEARING WALLS SHALL BE SHEATHED ON NOT LESS THAN ONE SIDE OR BRIDGING SHALL BEINSTALLED NOT GREATER THAN 4 FEET APART MEASURED VERTICALLY FROM EITHER END OF THE STUD.2x BLK'G SHALL BE PROVIDED AT PLYWD JOINTS FOR ALL WALLS.43. ALL STEEL CONNECTORS INCLUDING BOLTS, SCREWS AND NAILS USED IN EXTERIOR STRUCTURE OREXPOSED TO WEATHER SHALL BE STAINLESS STEEL OR HOT-DIP GALVANIZED. FASTENERS INPRESERVATIVE TREATED WOOD OR FIRE RETARDANT TREATED WOOD SHALL BE OF HOT DIPPED ZINCCOATED GALVANIZED STEEL OR STAINLESS STEEL. ENGINEERED WOOD PRODUCTS1. ALL STRUCTURAL GLUED-LAMINATED TIMBERS AND STRUCTURAL COMPOSITE LUMBERS AND ORIENTEDSTRAND BOARDS SHALL HAVE A CURRENT ICC ES EVALUATION REPORT AND AS A MINIMUM SHALLCONFORM TO REQUIREMENTS SPECIFIED IN TABLE FL-3 :2. GLUED-LAMINATED TIMBERS SHALL BE MANUFACTURED AND IDENTIFIED AS REQUIRED IN AMERICANINSTITUTE OF TIMBER CONSTRUCTION, ANSI/AITC A 190.1 AND AMERICAN SOCIETY FOR TESTING ANDMATERIALS ASTM D3737.3. STRUCTURAL GLUED LAMINATED TIMBER SHALL BE MADE OF 1-1/2 IN. DOUGLAS FIR LAMINATIONWITH 24-F COMBINATION AS SPECIFIED IN AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (AITC).4. UNLESS NOTED OTHERWISE, ALL GLUED LAMINATED TIMBERS SHALL BE GRADE INDUSTRIAL BAR SIZENO. YIELD STRENGTH OF STEEL60,000 PSI (420 MPA) SPLICE LENGTH ORTENSION DEVELOPMENT LENGTH (IN.) LAP SPLICE LENGTH-TENSION 4 30 538 6 45 TENSION DEVELOPMENT LENGTH FOR STRAIGHT BAR 4 23 528 6 34 TENSION DEVELOPMENT LENGTH FOR:A. 90° AND 180° STANDARD HOOKS WITH NOT LESS THAN 21/2" OF SIDE COVER PERPENDICULAR TO PLANE OF HOOK.B. 90° STANDARD HOOKS WITH NOT LESS THAN 2" OFCOVER ON THE BAR EXTENSION BEYOND THE HOOK. 49 5 11 613 TENSION DEVELOPMENT LENGTH FOR BAR WITH 90° OR180° STANDARD HOOK HAVING LESS COVER THAN REQUIRED IN ITEMS A AND B. 412 515 6 18 TABLE CAST-1. CONCRETE MINIMUM MECHANICAL PROPERTIES LOCATION COMPRESSIVESTRENGTH (PSI)TYPE FOOTING 4,000 NORMAL WEIGHT (145 PCF) SLAB-ON-GROUND 4,000 NORMAL WEIGHT (145 PCF) ALL OTHER STRUCTURAL ELEMENTS 4,000 NORMAL WEIGHT (145 PCF) TABLE FUND-1. SOIL PROPERTIES PARAMETER VALUE UNIT ALLOWABLE BEARING CAPACITY (D+L)1,200 PSF FRICTION COEFFICIENT 0.35 PASSIVE SOIL RESISTANCE 300 PCF AT REST SOIL PRESSURE -PCF ACTIVE SOIL PRESSURE -PCF INCREMENTAL SEISMIC PRESSURE -PCF 1. ALL CONCRETE WORK SHALL CONFORM TO THE STANDARDS OF THE AMERICAN CONCRETE INSTITUTE,ACI 301 “SPECIFICATION FOR STRUCTURAL CONCRETE” AND ALL APPLICABLE MODIFICATIONS AS NOTEDIN THE CONTRACT DOCUMENTS OR BY LOCAL AUTHORITIES.2. CONCRETE SHALL ATTAIN THE FOLLOWING MINIMUM MECHANICAL PROPERTIES AT 28-DAY, UNLESSNOTED OTHERWISE IN TABLE CAST-1.3. UNLESS NOTED OTHERWISE IN GEOTECHNICAL REPORT OR CONTRACT DOCUMENTS, CONCRETE MIXSHALL CONFORM TO THE REQUIREMENTS FOR CONCRETE ASSIGNED TO EXPOSURE CLASSES F1, S2, W0,AND C1, AS DEFINED IN TABLE 19.3.1.1 OF ACI 318.4. UNLESS NOTED OTHERWISE IN GEOTECHNICAL REPORT OR CONTRACT DOCUMENTS, PORTLANDCEMENT FOR CONCRETE SHALL CONFORM TO ASTM C150 TYPE V.5. UNLESS NOTED OTHERWISE IN CONTRACT DOCUMENTS, WATER CEMENT RATIO (W/cm) SHALL BEBASED ON THE REQUIREMENTS FOR SPECIFIED EXPOSURES, AND IT SHALL NOT EXCEED 0.45.6. DETERIORATED OR CONTAMINATED MATERIALS SHALL NOT BE USED IN CONCRETE PRODUCTION.CONCRETE PRODUCTION INCLUDING EQUIPMENT USED TO MIX; BATCH AND DELIVERY SHALL CONFORMTO ASTM C94 OR ASTM C685.7. CONCRETE SHALL BE MOIST CURED FOR AT LEAST 7 DAYS OF PLACEMENT EXCEPT IF APPROVEDACCELERATED CURING COMPOUND OR HIGH-SOLIDS CURING COMPOUND IS USED.8. THE CONCRETE MAINTAINED AT A TEMPERATURE OF AT LEAST 50°F DURING THE CURING TIME BUTNOT LESS THAN 7 DAYS.9. UNLESS APPROVED BY ARCHITECT, NO CURING COMPOUNDS, SEALERS, HARDENERS, ETC., SHALL BEADDED TO OR APPLIED ON CONCRETE RECEIVING FINISHES.10. AGGREGATE SHALL CONFORM TO ASTM C33 FOR NORMALWEIGHT CONCRETE. NORMALWEIGHTCONCRETE SHALL HAVE A MINIMUM DRY UNIT WEIGHT OF 145 PCF.11.MAXIMUM AGGREGATE SIZE FOR FOUNDATION CONCRETE SHALL BE 1-1/2 IN. MAXIMUM AGGREGATESIZE FOR OTHER MEMBERS SHALL BE 1 IN. BUT NOT LARGER THAN THE LEAST OF, ¾ THE MINIMUMCLEAR SPACING BETWEEN REINFORCING STEEL BARS INCLUDING SPLICES AND 1/5 THE NARROWESTDIMENSIONS BETWEEN SIDE OF THE FORMS.12.FRESH CONCRETE SLUMP IN FLATWORK SHALL NOT BE MORE THAN 4 INCHES.13. CONCRETE MIX SHALL BE BASED ON THE REQUIREMENTS STATED IN SECTION 4.2.3 OF ACI 301 FORTRIAL MIXTURE OR/AND FIELD EXPERIENCES.14.UNLESS NOTED OTHERWISE, ALL PREVIOUSLY HARDENED CONCRETE AT CONSTRUCTION JOINT SHALLBE CLEAN, FREE OF LAITANCE, AND INTENTIONALLY ROUGHENED TO FULL AMPLITUDE OF ¼ IN. PRIOR TOFRESH CONCRETE PLACEMENT.15.UNLESS APPROVED BY THE STRUCTURAL ENGINEER, CENTER TO CENTER SPACING OF THE PIPES ANDCONDUITS SHALL NOT BE LESS THAN 3 TIMES THE LARGEST DIAMETER OF PIPES OR CONDUITS, ANDCLEAR SPACING BETWEEN THE EMBEDMENTS SHALL NOT BE LESS THAN 4 IN.16.EMBEDMENTS PARALLEL TO THE CONSTRUCTION JOINTS SHALL NOT BE PLACED CLOSER THANDEVELOPMENT LENGTH OF THE LARGER BAR CROSSING THE CONSTRUCTION JOINT. CROSSING OF THECONDUITS SHALL NOT BE PERMITTED.17.PIPES AND CONDUITS SHALL BE PLACED IN THE MIDDLE THIRD OF THE SLAB, FOUNDATION, AND WALLTHICKNESS OR BEAM AND GIRDER SIDE DIMENSION.18. SLEEVES SHALL BE PROVIDED FOR PLUMBING AND ELECTRICAL PENETRATIONS AND OPENINGS.ALUMINUM EMBEDMENTS SHALL BE COATED OR COVERED. NO CONTACT BETWEEN ALUMINUM ANDCONCRETE OR ELECTROLYTIC ACTION BETWEEN ALUMINUM AND STEEL IS PERMITTED.19.DO NOT DAMAGE REINFORCING STEEL. WHERE CONFLICT OCCURS BETWEEN REINFORCING STEEL ANDEMBEDMENTS OR SLEEVES LAYOUT, REPOSITION THE SLEEVES OR REINFORCING STEEL. UNLESSAPPROVED BY STRUCTURAL ENGINEER, CORING IS NOT PERMITTED.20.CONCRETE SHALL BE PLACED IN ACCORDANCE WITH ACI 304. PROPERLY SECURE ALL REINFORCINGSTEEL, EMBEDMENT PARTS, PIPES, CONDUITS, ANCHORS, AND OTHER CONCRETE EMBEDMENTS INPOSITION, PRIOR TO PLACING CONCRETE. REMOVE DEBRIS AND CLEAN REINFORCING STEELS AND FORMPRIOR TO PLACING CONCRETE.21.KEYED CONSTRUCTION JOIST SHALL BE PROVIDED AS SHOWN ON THESE DRAWINGS.22.FORMWORK DESIGN, CONSTRUCTION, AND REMOVAL SHALL BE IN ACCORDANCE WITH ACI 347 ANDACI 347.2R. CONSTRUCTION LOADS MAY BE GREATER THAN THE SPECIFIED STRUCTURAL LIVE LOADS.23.GROUT SHALL BE NON-METALLIC, NON-SHRINK AND SHALL ATTAIN A 28-DAY COMPRESSIVE STRENGTHOF AT LEAST TWICE THE STRENGTH OF THE CONCRETE BEARING ON, BUT NOT LESS THAN 7,000 PSI.GROUT SHALL NOT CONTAIN CHLORIDES. UNLESS APPROVED BY STRUCTURAL ENGINEER, GROUTTHICKNESS SHALL NOT BE LESS THAN 1 IN. INFORM STRUCTURAL ENGINEER FOR WRITTEN APPROVALWHERE GROUT WITH MORE THAN 1 1/2 IN. THICKNESS IS REQUIRED.24.WHERE LEAN CONCRETE IS SPECIFIED ON THE DRAWINGS, LEAN CONCRETE SHALL CONTAIN AMINIMUM OF 2 SACKS OF CEMENT PER CUBIC YARD ON CONCRETE.25.ALUMINUM OR ALUMINUM ALLOY PIPES SHALL NOT BE USED FOR PUMPING AND DELIVERING FRESHCONCRETE.26.UNLESS NOTED OTHERWISE BY STRUCTURAL ENGINEER OR CONTRACT DOCUMENTS, AT LEAST TWO6X12 IN. OR THREE 4X8 IN. CONCRETE SAMPLES SHALL BE MOLDED, FIELD-CURED, AND TESTED INACCORDANCE WITH ASTM C31 AND ASTM C39.27.CONCRETING IN HOT WEATHER AND COLD WEATHER SHALL BE IN ACCORDANCE WITH ACI 305.1 ANDACI 306.1 AND ACI 301. ACI 301 SHALL BE CONSIDERED AS GOVERNING DOCUMENT UNLESS NOTEOTHERWISE ON THE CONTRACT SPECIFICATIONS OR DOCUMENTS.28.IF ANCHOR BOLTS ARE PLACED IN THE TOP OF A COLUMNS PILE OR PEDESTAL, THE BOLTS SHALL BEENCLOSED BY TRANSVERSE REINFORCEMENT THAT ALSO SURROUNDS AT LEAST FOUR LONGITUDINALBARS WITHIN THE PILE OR PEDESTAL. THE TRANSVERSE REINFORCEMENT SHALL BE DISTRIBUTEDWITHIN THE TOP 5 IN. OF THE COLUMN OR PEDESTAL AND SHALL CONSIST OF AT LEAST TWO NO. 4 ORTHREE NO. 3 BARS.29.THE TESTING AGENCY PERFORMING ACCEPTANCE TESTING SHALL COMPLY WITH ASTM C1077. CAST IN PLACE CONCRETE FOUNDATIONS 1. FOUNDATION DESIGN IS BASED ON THE RECOMMENDATIONS SPECIFIED IN GEOTECHNICAL REPORTNO.23133-01, DATED 11/14/2023 BY SA GEOTECHNICAL INC. 2491 CRESTVIEW DR, NEWPORT BEACH, CA92663, THE GEOTECHNICAL ENGINEER FOR THE PROJECT. THE GEOTECHNICAL REPORT AND ALLAMENDMENTS SHALL BE PROVIDED TO THE CONTRACTOR AS REFERENCE DOCUMENT AND SHALL BE KEPTAT THE JOB SITE AT ALL TIMES. SEE TABLE FUND-1 FOR THE DESIGN PARAMETERS RECOMMENDED BYABOVE MENTIONED DOCUMENT AND WERE CONSIDERED FOR THE FOUNDATION DESIGN OF THISPROJECT. A 33% INCREASE FOR BEARING CAPACITY WAS CONSIDERED FOR LOAD COMBINATIONSINCLUDING WIND OR SEISMIC LOADS.2. EXTERIOR & INTERIOR FOUNDATIONS SHALL BE CARRIED AT LEAST 24 IN. INTO FIRM UNDISTURBEDNATURAL OR COMPACTED SOIL UNO ON THE PLANS OR DETAILS.3. IF A GEOTECHNICAL ENGINEER IS HIRED BY THE OWNER, FOUNDATION, EARTHWORK, ANDEXCAVATION DRAWINGS SHALL BE SUBMITTED TO THE GEOTECHNICAL ENGINEER TO REVIEW ANDAPPROVE FOR COMPLIANCE WITH THE GEOTECHNICAL ENGINEER'S RECOMMENDATIONS, PRIOR TOSUBMITTING THE DRAWINGS TO THE CITY FOR PERMIT APPLICATION.4. EXCAVATION AND STABILITY OF SLOPES ARE NOT PART OF THE DESIGN SCOPE, AND CONTRACTORSHALL REMAIN SOLELY RESPONSIBLE FOR ALL EXCAVATION PROCEDURES INCLUDING BUT NOT LIMITEDTO LAGGING, SHORING, RESHORING UNDERPINNING AND PROTECTION OF EXISTING CONSTRUCTION. 5. NO CONSTRUCTION, EXPANSION OR COLD JOINTS ARE PERMITTED IN THE FOUNDATIONS AND GRADEBEAMS, UNLESS SPECIFICALLY SHOWN ON THESE DRAWINGS.6. STANDING WATER SHALL BE REMOVED FROM THE FOUNDATION EXCAVATIONS PRIOR TO THECONCRETE PLACING. 7. NOTIFY THE OWNER'S REPRESENTATIVE, IF ANY BURIED CONSTRUCTIONS THAT ARE NOT INDICATEDON THESE DRAWINGS ARE FOUND ON THE CONSTRUCTION SITE. UNLESS SPECIFICALLY SHOWN ON THESEDRAWINGS, DO NOT DAMAGE ANY EXISTING BURIED STRUCTURES SUCH AS CESSPOOLS, CISTERNS,FOUNDATIONS, ETC.8. LOCATE ALL UTILITIES PRIOR TO COMMENCING THE WORK. EXISTING EMBEDDED OR SURFACEUTILITIES SHALL BE PROTECTED TO REMAIN UNDAMAGED DURING AND AFTER CONSTRUCTION WORK. 9. UNLESS NOTED OTHERWISE, OR REQUIRED BY THE LOCAL AUTHORITIES, REMOVE ABANDONEDFOUNDATIONS, UTILITIES, PIPES, ETC. WHEREVER INTERFERE WITH THE NEW CONSTRUCTION ORIMPOSE DANGERS. 10.UNLESS NOTED OTHERWISE ON CONTRACTUAL DOCUMENTS, OR REQUIRED BY THE LOCALAUTHORITIES, EXCAVATIONS FOR FOUNDATIONS MUST BE ACCEPTED BY THE APPROVED REPRESENTATIVEOF GEOTECHNICAL ENGINEER OR INSPECTORS PRIOR TO PLACING REINFORCING AND CONCRETE. NOTIFYTHE GEOTECHNICAL ENGINEER WHEN EXCAVATIONS ARE READY FOR INSPECTION.11. WHERE EXCAVATION IS CAPABLE OF MAINTAINING A VERTICAL CUT WITHOUT SLOUGHING,FOUNDATIONS MAY BE CAST DIRECTLY AGAINST EXCAVATIONS PROVIDED. WHERE FOUNDATIONS ARECAST AGAINST EARTH, DIMENSIONS OF THE FOUNDATIONS SHALL BE ENLARGED BY AN ADDITIONAL ONEINCH IN THE DIRECTION OF THE SIDE CAST AGAINST EARTH.12. CONCRETE SHALL NOT BE PLACED ON FROZEN GRADE. FOUNDATIONS THAT MAY SUBJECT TOFREEZING TEMPERATURES AFTER FOUNDATION CONSTRUCTION SHALL BE ADEQUATELY PROTECTED FROMFREEZING.13. ALL EARTHWORK INCLUDING BUT NOT LIMITED TO EXCAVATION, BACKFILL, AND COMPACTION SHALLBE DONE IN STRICT ACCORDANCE WITH THE RECOMMENDATIONS STATED IN GEOTECHNICALINVESTIGATION REPORT OR THE REQUIREMENTS OF THE CITY OF THE PROJECT.14.FOUNDATION EXCAVATION, BACKFILLING, AND COMPACTION SHALL BE OBSERVED AND APPROVED BYTHE GEOTECHNICAL ENGINEER OF RECORD, IF APPLICABLE, AND THE GOVERNING AGENCY PRIOR TO PLACING REINFORCING STEEL AND CONCRETE. GEOTECHNICAL ENGINEER SHALL PROVIDE A LETTER OFCOMPLIANCE TO THE OWNER.15.FOR SLOT-CUTTING METHOD OF EXCAVATION, PROVIDE SUPPORTING COMPUTATIONS BY AREGISTERED GEOTECHNICAL ENGINEER AND A DRAWING SHOWING THE LOCATION OF SLOTS, THEIRWIDTH AND SEQUENCE OF SLOT CUTS. SLOT CUT TO BE AT LEAST 36" AWAY FROM ANY PROPERTY LINESAND NOT EXCEED 5 FEET IN DEPTH.16. TEMPORARY CUT SLOPES SHALL NOT EXCEED RECOMMENDED DEPTH IN THE GEOTECHNICALINVESTIGATION REPORT. DO NOT PERMIT ANY PERSON TO DESCEND INTO TRENCHES OR EXCAVATIONSGREATER THAN FIVE FEET IN DEPTH UNLESS NECESSARY PERMIT FROM STATE OF CALIFORNIA DIVISIONOF INDUSTRIAL SAFETY IS OBTAINED PRIOR TO ISSUANCE OF BUILDING OR GRADING PERMIT.CONTRACTOR SHALL PROVIDE FOR DESIGN, PERMIT, AND INSTALLATION OF ALL SHORING ANDSHEATHING NECESSARY TO SAFELY RETAIN EARTH BANKS. 17. CONTRACTOR SHALL PROVIDE FOR DEWATERING OF EXCAVATIONS FROM SURFACE WATER,GROUNDWATER OR SEEPAGE. DEWATERING SHALL EFFECTIVELY ELIMINATE ANY HYDROSTATIC PRESSUREON SHORING. ENSURE THAT CONTAMINATED WATER IS NOT DISPOSED OF IN PUBLIC SEWER OR STORMDRAIN SYSTEM AND ENSURE THAT DIRTY WATER IS NOT DISPOSED OF INTO PUBLIC RIGHT-OF-WAY.18. SIDEWALKS OR PAVING IMMEDIATELY ADJACENT TO BUILDING PERIMETER SHALL BE SLOPED TOPROVIDE POSITIVE DRAINAGE AWAY FROM BUILDING. LANDSCAPE IRRIGATION IS NOT PERMITTEDWITHIN FIVE FEET OF BUILDING PERIMETER FOOTINGS EXCEPT WHEN ENCLOSED IN PROTECTEDPLANTERS THAT DIRECT DRAINAGE AWAY FROM STRUCTURE AND FOUNDATIONS. DISCHARGE FROMDOWNSPOUTS, ROOF DRAINS, AND SCUPPERS IS NOT PERMITTED ONTO UNPROTECTED SOILS WITHINFIVE FEET OF BUILDING PERIMETER. 19.UNLESS ADEQUATELY BRACED AND SHORED, RETAINING WALLS SHALL NOT BE BACKFILLED UNTILWALLS HAVE ATTAINED FULL DESIGN STRENGTH. FOR PIT WALLS AND BUILDING WALLS BELOW GRADE,BRACING AND SHORING SHALL REMAIN IN PLACE UNTIL ATTACHED FLOORS ARE PLACED, CURED FOR ATLEAST 7 DAYS, AND HAVE ATTAINED 70% DESIGN STRENGTH. BACKFILL PLACED IMMEDIATELY BEHINDRETAINING WALLS SHALL BE COMPACTED WITH HAND OPERATED EQUIPMENT. 20.WHERE THE STEEL COLUMNS ARE EXPOSED TO WEATHER, BASE PLATES AND COLUMNS UP TO 12"ABOVE THE CONCRETE SLAB SHALL BE COATED WITH MIN. 2 COATS OF MACROPOXY 646.23. ALL PERMANENT STEELS IN CONTACT WITH WEATHER SHALL BE PROTECTED FOR CORROSION. TABLE WIND-1. WIND DESIGN DATA CASE VALUE BASIC WIND SPEED 95 MPH IMPORTANCE FACTOR, Iw 1.0 EXPOSURE CATEGORY C ENCLOSURE CLASSIFICATION ENCLOSED BUILDING INTERNAL PRESSURE COEFFICIENT, GCpi ±0.18 WIND BASE SHEAR IN EAST- WEST DIRECTION 32 KIPS WIND BASE SHEAR IN NORTH- SOUTH DIRECTION 35.81 KIPS TABLE EQ-1. EARTHQUAKE DESIGN DATA PARAMETER VALUE SITE CLASS D IMPORTANCE FACTOR, IE 1.0 MAPPED SPECTRAL RESPONSE ACCELERATION, SS 1.382 G MAPPED SPECTRAL RESPONSE ACCELERATION, S1 0.492 G SITE COEFFICIENT, FA 1 SITE COEFFICIENT, FV 1.808 DESIGN SPECTRAL RESPONSE COEFFICIENT, SDS 0.921 G DESIGN SPECTRAL RESPONSE COEFFICIENT, SD1 0.9 G SEISMIC DESIGN CATEGORY D RESPONSE MODIFICATION COEFFICIENT (S) OF LIGHT-FRAME (WOOD), R 6.5 OVERSTRENGTH FACTOR (WOOD), Ω0 3 DEFLECTION AMPLIFICATION FACTOR (WOOD), CD 4 SEISMIC RESPONSE COEFFICIENT, CS 0.142 (LRFD) SEISMIC BASE SHEAR OF LIGHT- FRAME (WOOD)52.62 KIPS ANALYSIS PROCDURE ELF PROC. RESPONSE MODIFICATION COEFFICIENT (S) OF OMF(STEEL), R N/A OVERSTRENGTH FACTOR (STEEL), Ω0 N/A DEFLECTION AMPLIFICATION FACTOR (STEEL), CD N/A SEISMIC RESPONSE COEFFICIENT, CS N/A SEISMIC BASE SHEAR OF OMF (STEEL) N/A ANALYSIS PROCDURE N/A TABLE LL-1. MINIMUM LIVE LOAD RESIDENTIAL AREAS VALUE PRIVATE ROOMS AND CORRIDORS SERVING THEM 40 PSF PUBLIC ROOMS 100 PSF CORRIDORS SERVING PUBLIC ROOMS 100 PSF UNINHABITABLE ATTICS WITHOUT STORAGE 10 PSF UNINHABITABLE ATTICS WITH STORAGE 20 PSF HABITABLE ATTICS AND SLEEPING AREAS 30 PSF ALL OTHER AREAS 40 PSF BALCONIES AND DECKS 1.5 TIMES THE LIVE LOAD FOR THE AREASERVED. NOT REQUIRED TO EXCEED 100PSF ROOFS ORDINARY FLAT, PITCHED, AND CURVED ROOFS 20 PSF ROOF AREAS USED FOR OCCUPANTS SAME AS OCCUPANCY SERVED ROOF AREAS USED FOR ASSEMBLY PURPOSES 100 PSF BALCONIES AND DECKS 60 PSF 1. SAZAN'S SCOPE OF WORK IS LIMITED TO PROVIDING STRUCTURAL DESIGN, DRAWINGS AND DETAILSFOR THE NEW BUILDING WORK LOCATED AT 2491 CRESTVIEW DR, NEWPORT BEACH, CA 92663.2. THE SCOPE OF WORK DOES NOT INCLUDE THE ANALYSIS OR EVALUATIONS OF EXISTING STRUCTUREAS A WHOLE OR THE PORTIONS OF IT THAT IS NOT INCLUDED IN THIS SCOPE OF WORK FOR LATERALAND GRAVITY LOADS. NO WARRANTY EXPRESSED OR IMPLIED TO THE ADEQUACY, CODE COMPLIANCE, ORCONFORMANCE OF THE EXISTING STRUCTURE IS MADE BY VIRTUE OF THIS DESIGN. THIS SCOPE OFWORK DOES NOT INCLUDE ANY VERIFICATION FOR THE CONFORMANCE OF THE EXISTING STRUCTURE TOTHE PROVIDED DOCUMENTS OR CODE COMPLIANCE.3. SAZAN PERFORMED THE DESIGN CONSIDERING THE AVAILABLE INFORMATION FOR THE STRUCTURE.SHOULD ADDITIONAL INFORMATION BECOME AVAILABLE THAT SAZAN WAS NOT AWARE OF, OR WHICHWAS UNKNOWN AT THE TIME OF ANALYSIS OR DESIGN, SAZAN RESERVES THE RIGHT TO REVISE THEDESIGN AS NEEDED AND ADDITIONAL COSTS MAY BE REQUIRED.4. SAZAN PERFORMED THE STRUCTURAL DESIGN IN A MANNER CONSISTENT WITH THE LEVEL OF SKILLAND CARE ORDINARILY EXERCISED BY PROFESSIONAL ENGINEERS AND CONSULTANTS PRACTICING UNDERSIMILAR CONDITIONS. NO OTHER REPRESENTATION, WARRANTY, OR GUARANTEE IS GIVEN. PROVIDEDOPINIONS ARE BASED ON OUR ENGINEERING JUDGMENT. SAZAN WILL NOT BE RESPONSIBLE FOR LATENTDEFECTS THAT MAY APPEAR IN THE FUTURE OR FOR DIFFERENT OPINIONS OF OTHERS THAT MAY ARISE.5. THE CLIENT IS SOLELY RESPONSIBLE FOR THE ACCURACY OF THE PROVIDED INFORMATION, ANDSTRUCTURAL ENGINEER DISCLAIMS ANY LIABILITIES FOR DISCREPANCIES BETWEEN THE DOCUMENTSTHEMSELVES OR PROVIDED INFORMATION AND FIELD CONDITIONS.6. STRUCTURAL OBSERVATION AND SPECIAL INSPECTIONS ARE NOT INCLUDED IN THIS SCOPE OF WORK.7. ALL WORK SHALL BE INACCORDANCE WITH THE 2022 EDITION OF CALIFORNIA BUILDING CODE (CBC),CALIFORNIA RESIDENTIAL CODE (CRC), AND ALL AMENDMENTS OF THE CITY OF THE PROJECT LOCATIONAND LOCAL AUTHORITIES INCLUDING LOCAL ORDINANCE.8. ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE STANDARDS FOR THE OCCUPATIONALSAFETY AND HEALTH ADMINISTRATION (OSHA) OF PROJECT STATE AND ALL APPLICABLE LOCAL CODESAND ORDINANCES. CONTRACTOR REMAINS SOLELY RESPONSIBLE FOR THE SAFTEY OF PERSONEL ANDJOBSITE OF THIS CONTRACT DURING THE CONSTRUCTION. ENGINEER AND THE OWNER SHALL REMAINHARMLESS FROM ANY AND ALL LIABILITIES OF THE CONSTRUCTION WORK.9. THE JURISDICTION PERMIT SET SHALL NOT BE USED FOR ANY CONSTRUCTION OR COMMENCING THEWORK PRIOR TO ACQUIRING THE JURISDICTION’S PERMIT. SAZAN SHALL HAVE NO LIABILITY ORRESPONSIBILITY FOR THE SAFETY, AND/OR COSTS OF ANY CONSTRUCTION THAT IS PERFORMED PRIORTO ACQUIRING THE JURISDICTION’S PERMIT. FAILURE TO OBTAIN A BUILDING PERMIT IS A VIOLATION OFCONTRACTORS LICENSE LAW. CONSTRUCTION PERFORMED WITHOUT A PERMIT CAN EXPOSE AHOMEOWNER TO ADDITIONAL LIABILITY AND COSTS.10. CONSTRUCTION DOCUMENTS IDENTIFIED AS BID SET OR ISSUED FOR PERMIT ON ANY OR ALL SHEETSARE SUBJECTED TO REVIEW AND APPROVAL BY BUILDING OFFICIALS. THIS REVIEW MAY RESULT CHANGESTO THE DOCUMENTS. DRAWING SETS/SHEETS THAT ARE NOT APPROVED BY BUILDING OFFICIALS SHALLNOT BE USED FOR ANY CONSTRUCTION OR COMMENCING ANY PREPARATION WORK. THESE DOCUMENTSARE NOT CONSTRUED AS BEING THE COMPLETED OR FINAL CONSTRUCTION DOCUMENTS AND THEYSHALL NOT IN ANY WAY BE USED AS SUCH.11.DESIGN OF HANDRAILS AND GUARDRAILS ARE NOT INCLUDED WITH THIS SCOPE OF WORK.12. ALL GUARDRAILS AND HANDRAILS SHALL BE DESIGNED TO WITHSTAND A LATERAL POINT LOAD OF 200POUNDS APPLIED HORIZONTALLY AT RIGHT ANGLES, AT ANY POINT TO TOP RAIL. A 50 PLF LOAD ISREQUIRED AT 3-STORY AND MULTI-FAMILY.13. THESE DRAWINGS ARE PROVIDED SPECIFICALLY FOR THE PROJECT LISTED ON THE TITLE BLOCK ANDANY REUSE OR REPRODUCE OF THE DRAWINGS AND DETAILS AS A WHOLE, OR A PART ARE STRICTLYPROHIBITED UNLESS A WRITTEN APPROVAL FROM THE ENGINEER IS ISSUED.14. CONTRACTOR SHALL COORDINATE FOR ALL INSPECTIONS AND SPECIAL INSPECTIONS THAT AREREQUIRED BY LOCAL AUTHORITIES FOR THE WORK. ALL REPORTS SHALL BE SUBMITTED TO THE OWNERAND ENGINEERS PRIOR TO THE CONCLUDING OF THE WORK. ALL REPORTED DEFICIENCIES IDENTIFIED BYTHE STRUCTURAL OBSERVER SHALL BE REPAIRED AT NO COSTS TO THE OWNER OR ENGINEERS PRIOR TOCONCLUSION OF WORK.15. ALL DIMENSIONS SHALL BE VERIFIED IN FIELD PRIOR TO COMMENCEMENT OF WORK. ANYDISCREPANCIES BETWEEN THE DIMENSION SHOWN ON THESE DRAWINGS AND CIVIL DRAWINGS,ARCHITECTURAL DRAWINGS OR FIELD CONDITIONS SHALL BE REPORTED TO THE ENGINEER. ALLOPENINGS' LAYOUT, EMBEDMENTS, SLEEVES, AND PENETRATIONS FOR ARCHITECTURAL, MECHANICAL,AND ELECTRICAL ATTACHMENTS SHALL BE VERIFIED PRIOR TO PERFORMING THE WORK. NO WORK SHALLBE PERFORMED UNTIL THE DISCREPANCIES ARE RESOLVED.16.REVIEW ALL CONTRACT DOCUMENTS FOR THE SCOPE OF WORK AND CONTRACTOR MINIMUMRESPONSIBILITIES. PROJECT DOCUMENTS INCLUDE INFORMATION REQUIRED TO CONVEY THE DESIGNINTENT. NOTIFY THE ENGINEER PRIOR TO COMMENCING OF THE WORK, IF ANY CLARIFICATIONS OF THEDESIGN ARE NEEDED.17. THE DRAWINGS SHALL NOT BE SCALED. SPECIFIC DIMENSIONS SHOWN ON THE DRAWINGS, TAKEPRECEDENCE OVER THE SCALED DRAWINGS.18. CONTRACTOR SHALL SCHEDULING SEQUENCE OF ALL WORK AND SUBCONTRACTORS' PLANS ANDCOORDINATE ALL WORK AND MAINTAIN CLEAN PATHS FOR ALL CODE REQUIRED EXITS AT ALL THEPHASES OF CONSTRUCTION. THE SCHEDULE SHALL BE APPROVED BY THE OWNER ANDARCHITECT-ENGINEER OF THE RECORD PRIOR TO COMMENCING THE WORK.19. APPROVAL BY THE INSPECTOR DOES NOT MEAN APPROVAL OR ALLOWABLE FAILURE TO COMPLY WITHTHE PLANS AND SPECIFICATIONS. ANY DESIGN WHICH FAILS TO BE CLEAR OR IS AMBIGUOUS MUST BEREFERRED TO THE DESIGNER OR ENGINEER FOR INTERPRETATION OR CLARIFICATION.20.VIBRATION EFFECTS OF MECHANICAL EQUIPMENT HAVE NOT BEEN CONSIDERED BY SEOR.21.DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE INSTRUCTIONS ORREQUIREMENTS OF REGULATORY AGENCIES IS TO THE LATEST PRINTED EDITION OF EACH IN EFFECT ATTHE DATE OF SUBMISSION OF BID UNLESS THE DOCUMENT DATE IS SHOWN. DETAILS ON SHEETS TITLED“TYPICAL DETAILS” APPLY TO SITUATIONS OCCURRING ON THE PROJECT THAT ARE THE SAME OR SIMILARTO THOSE SPECIFICALLY REFERENCED. SUCH DETAILS ARE NOT NOTED AT EACH LOCATION THAT THEYOCCUR.22.TYPICAL AND SIMILAR DETAILS SHALL BE CONSIDERED WHERE THE CONDITIONS ARE NOTSPECIFICALLY DETAILED. RESPONSIBILITIES OF THE CONTRACTOR INCLUDE UNDERSTANDING THEEXTENT OF THE TYPICAL DETAILS AND THEIR APPLICATION PRIOR TO PERFORMING WORK.23.SPECIFIC NOTES AND DETAILS ON DRAWINGS TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICALDETAILS. IF CONFLICT OCCURS BETWEEN THE CONTRACT DRAWINGS AND THE PROJECT MANUAL,IMMEDIATELY NOTIFY ARCHITECT AND STRUCTURAL ENGINEER FOR RESOLUTION. NO WORK SHALL BEPERFORMED IN THE AREA OF QUESTION TILL THE CONFLICT IS RESOLVED.24.THE STABILITY, AND INTEGRITY OF THE STRUCTURE ARE VERIFIED AS A WHOLE. PROJECTDOCUMENTS DO NOT INDICATE MEANS AND METHODS OF THE CONSTRUCTION. CONTRACTOR SHALLTAKE REQUIRED MEASURES TO ENSURE THE STABILITY AND INTEGRITY OF THE STRUCTURECONSIDERING ALL FIELD CONDITIONS. NEW COMPONENTS THAT ARE ADDED FOR STABILITY AND ARENOT PART OF THE FINAL CONSTRUCTION SHALL BE REMOVED PRIOR TO CONCLUDING THE WORK.25.DURIG THE CONSTRUCTION, ALL TEMPORARY BRACING ELEMENTS REQUIRED TO RESIST WIND,SEISMIC, SOIL PRESSURE OR OTHER LATERAL LOADS, SHALL BE MAINTAINED UNTIL THE MAIN LATERALFORCE RESISTING SYSTEMS OF THE BUILDING AND THEIR CONNECTIONS ARE COMPLETED. PROJECTOBSERVATION PROGRAMS AND VISITS PERFORMED BY ENGINEERS AND INSPECTORS SHALL NOT BECONSIDERED AS APPROVAL OF CONSTRUCTION MEANS AND METHODS. STRUCTURAL OBSERVATIONS DONOT CONSTITUTE QUALITY CONTROL, DO NOT GUARANTEE CONTRACTOR'S PERFORMANCE, AND SHALLNOT BE CONSIDERED AS SUPERVISION OF CONSTRUCTION.26.CONTRACTOR IS SOLELY RESPONSIBLE FOR PROTECTION OF ALL STRUCTURAL, NONSTRUCTURAL,ARCHITECTURAL, FINISHING, ELECTRICAL AND MECHANICAL COMPONENTS WHICH ARE NOT DESIGNATEDFOR DEMOLITION OR NEW CONSTRUCTION. ANY DAMAGES CAUSED BY THE CONTRACTOR ORSUBCONTRACTORS SHALL BE REPAIRED BY THE CONTRACTOR AT NO COSTS TO THE OWNER.27.ALL MODIFICATIONS AND SUBSTITUTIONS SHALL BE SUBMITTED FOR APPROVAL.28.THE CONTRACTOR SHALL VERIFY EXISTING CONCEALED AND VISIBLE CONDITIONS AND SHALL MAKENECESSARY ADJUSTMENTS TO THE SYSTEMS AND COSTS DUE TO ACTUAL FIELD CONDITIONS. UNLESSSPECIFICALLY APPROVED BY THE OWNER, ARCHITECT AND STRUCTURAL ENGINEER OF THE RECORD,AFTER AWARDING THE PROJECT, NO ADDITIONAL COSTS TO THE OWNER OR ENGINEER ARE ACCEPTEDDUE TO FIELD CONDITIONS.29.STRUCTURAL DESIGN CAPACITIES PROVIDED ON THESE DRAWINGS ARE APPLICABLE AFTER THE ALLELEMENTS AND THEIR CONNECTIONS ARE CONSTRUCTED AND FULLY CURED. WHERE CONSTRUCTIONMATERIALS ARE PLACED ON CONSTRUCTED FLOORS AND ROOFS, MATERIALS SHALL BE DISTRIBUTEDSUCH THAT THE DESIGN LIVE LOAD PER SQUARE FOOT IS NOT EXCEEDED AT ANY LOCATIONS.30.EQUIPMENT ANCHORAGE TO THE STRUCTURE SHALL BE PROVIDED BY MANUFACTURER INACCORDANCE WITH STATE AND CITY CODES.31.BRACING SYSTEMS USED FOR ATTACHMENTS SHALL HAVE CURRENT APPROVAL DOCUMENTS ANDEVALUATION REPORT, WHICH CONFORM TO THE GOVERNING CODE, AND AUTHORITY REQUIREMENTS.32.SUSPENDED EQUIPMENT SHALL BE SECURED WITH APPROVED LATERAL BRACING SYSTEM HAVINGCURRENT APPROVAL DOCUMENTS AND EVALUATION REPORT.33.UNLESS NOTES OTHERWISE, LOADS FROM ELECTRICAL, MECHANICAL, AND PLUMBING ATTACHMENTSSHALL BE SUPPORTED BY STRUCTURAL BEAMS.34.INSTALL ALL MATERIALS AND PRODUCTS SPECIFIED OR SHOWN IN THESE DRAWINGS IN STRICTCONFORMANCE WITH THE MANUFACTURER'S WRITTEN RECOMMENDATIONS.35.REFER TO ARCHITECTURAL DRAWINGS FOR DIMENSIONS NOT SHOWN ON STRUCTURAL DRAWINGSLAYOUT OF DOOR AND WINDOW OPENINGS IN STRUCTURAL WALLS, LOCATION AND EXTENT OFEXTERIOR WALL SYSTEM, LOCATION AND EXTENT OF NON-BEARING CMU WALLS AND LAYOUT OFOPENINGS THEREIN, LAYOUT OF SLOPES, CONCRETE CURBS, DEPRESSIONS, CHANGES IN LEVEL,CHAMFERS AND REVEALS, INSERTS FOR FINISH SYSTEMS, LAYOUT OF OPENINGS IN FLOORS AND ROOFAND SLAB EDGES,FRAMING, LAYOUT AND DETAILS STAIR SIZE AND LOCATION.36.REFER TO ELECTRICAL, MECHANICAL, PLUMBING DRAWINGS FOR LOCATION AND SIZE OF PIPESLEEVES, TRENCHES, AND OPENINGS THROUGH WALLS AND SLABS FOR DUCTWORK, LAYOUT, LOCATIONSAND EXTENT OF ANCHORAGE OF PIPING, ELECTRICAL CONDUITS AND DUCTWORK, TO STRUCTURE,LAYOUT, LOCATIONS, AND EXTENT OF EQUIPMENT ANCHORAGE TO STRUCTURE, EQUIPMENT PADS, ANDREQUIREMENT WEIGHTS, LAYOUT, LOCATIONS, AND EXTENT OF ELECTRICAL CONDUITS, OUTLETS, ANDBOXES IN CONCRETE SLABS AND WALLS.37.UNLESS APPROVED BY THE ENGINEER, NO OPENING, HOLES, CUTS OR DISCONTINUITIES NOT SHOWNON THE STRUCTURAL DRAWINGS AND EXTENDING INTO OR THROUGH STRUCTURAL ELEMENTS SHALL BEPERMITTED. ADDITIONAL DETAILING MAY BE REQUIRED AT THESE LOCATIONS.38.ANY MODIFICATION TO THESE DRAWINGS OR DETAILS WITHOUT A WRITTEN APPROVAL FROM THEENGINEER SHALL VOID THE ENGINEER’S RESPONSIBILITY FOR THE WHOLE STRUCTURE. IF ANYMODIFICATIONS ARE REQUIRED, IT SHALL BE REPORTED TO THE ENGINEER AND SHALL BE APPROVED PRIOR TO PERFORMING THE WORK.39.DESIGN DATADESIGN OF THE STRUCTURE IS IN ACCORDANCE WITH THE CALIFORNIA BUILDING CODE, 2022.UNLESS NOTED OTHERWISE ON THE DRAWINGS, THE DESIGN LOADS ARE AS TABLE LL-1.RESIDENTIAL AREASRISK CATEGORY = IICODE LEVEL WIND DESIGN DATA ARE AS TABLE WIND-1.CODE LEVEL EARTHQUAKE DESIGN DATA ARE AS TABLE EQ-1. GENERAL NOTES LAP SPLICE LENGTH db GAP S H A L L N O T E X C E E D TH E S M A L L E R O F 1 / 2 LA P L E N G T H A N D 6 " REINFORCEMENT AS REQD.CONCRETE NOTE:BARS ARE REPMITTED TO BE IN CONTACT WITH EACH OTHER DE V E L O P M E N T L E N G T H PER T A B L E SURFACE OF CONCRETE ORSECTION FROM WHICH DEVELOPMENT LENGTH ISMEASURED CO V E R O N B A R E X T E N T I O N FO R 9 0 ° H O O K A SECTION A SIDE COVERFOR 90° AND180° HOOK DEVELOPMENT LENGTH AND COVER FOR HOOKS AND BAR EXTENSION 90° HOOK db 12 d b EX T E N S I O N 6d b BE N D DIA . 180° HOOK db 6db B E N D DIA . 2 1/2", BUT NOTLESS THAN 4db EXTENSION HOOKS FOR REINFORCEMENTIN WALLS AND FOUNDATIONS 90° HOOK db 12 d b EXT E N S I O N 4db B E N D DIA . 135° HOOK db 4d b BE N D DIA . 6d b EXTENSIO N HOOKS FOR STIRRUPS INLINTELS FIGURE STANDARD HOOKS FRAMING LUMBER AND ENGINEERED WOOD PRODUCT TABLE CONCOV-1. CONCRETE COVERAGE LOCATION VALUE CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TOEARTH 3" CONCRETE EXPOSED TO EARTH OR WEATHER:NO. 6 THROUGH NO. 18 BARSNO. 5 BARS, W31 OR D31 WIRE, AND SMALLER 2"1 1/2" CONCRETE NOT EXPOSED WEATHER OR IN CONTACT WITH GROUND: SLAB, WALL, JOIST: NO. 14 AND NO. 18 BARS NO. 11 BARS AND SMALLER (*) BEAMS AND COLUMNS: PRIMARY REINFORCEMENT, TIES, STIRRUPS, SPIRALS SLAB-ON-GRADE 1 1/2"1" 1 1/2"AT ONE-THIRD OF THE SLAB THICKNESSFROM THE TOP SIDE (*) CONCRETE COVER FOR THESE MEMBERS MAY NOT BE ADEQUATE FOR 2 HOURS OF FIRE RATING 1 PROJECT CLIENT 0' 2' 4'8'16' SHEET TITLE 2491 CRESTVIEW DR,NEWPORT BEACH, CA 92663 SHELLEY STARR, TBD‪(310) 409-7577‬ SAZAN INC. 2610 Vista Del Oro, Newport Beach, CA 92660 S0.01 CONSTRUCTION NOTES EXP. 06-30-2024 Date: 05/15/2024 7KHIRXQGDWLRQSODQKDVEHHQUHYLHZHGDQGLVLQFRQIRUPDQFHZLWKWKHJHRWHFKQLFDOUHSRUWUHIHUHQFHGKHUHLQ 5/16/2024 52 APPEARANCE GRADE WITH MOISTURE CONTENT BETWEEN 7-14 PERCENT.5. ALL FABRICATIONS SHALL BE IN ACCORDANCE WITH AITC A190 AND PERFORMED WITH A CERTIFIEDFABRICATOR AS PER AITC.6. GLUED-LAMINATED TIMBERS SHALL HAVE INSPECTION CERTIFICATE AT NO COST TO THE OWNER, ORENGINEER. A COPY OF THE INSPECTION CERTIFICATE SHALL BE SUBMITTED TO THE BUILDING OFFICIALS,AEOR AND SEOR.7. UNLESS NOTED OTHERWISE, GLUE LAMINATED TIMERS SHALL NOT HAVE ANY CAMBERS.8. ENGINEERED STRUCTURAL MEMBERS SHALL NOT BE NOTCHED, DRILLED, OR ALTERED EXCEPT ASPERMITTED BY THE MANUFACTURER'S WRITTEN RECOMMENDATIONS AND AS SPECIFICALLY SHOWN ONTHESE DRAWINGS, WHICHEVER IS MORE STRICTER. TABLE FL-2. NAIL PROPERTIES SCHEDULE DESIGNATION LENGTH (IN.) WIRE DIAMETER (IN.) HEAD DIAMETER (IN.) 6d 2 0.113 0.266 8d 2-1/2 0.131 0.281 10d 3 0.148 0.312 12d 3-1/4 0.148 0.312 16d 3-1/2 0.162 0.344 20d 4 0.192 0.406 30d 4-1/2 0.207 0.438 40d 5 0.225 0.469 50d 5-1/2 0.244 0.5 60d 6 0.263 0.531 TABLE FL-3. STRUCTURAL GLUED-LAMINATED TIMBERS AND STRUCTURAL COMPOSITE LUMBER MEMBER Fb (PSI) Fv (PSI)E (x106 PSI) PSL (2.2E)PARALLAM 2900 290 2.2 LVL (2.0E)MICROLLAM LVL 2900 285 2.0 GLB 24F-V4 DF/DF GLB 2400 265 1.8 LSL TIMBERSTRAND 2325 310 1.55 TABLE FL-1. REQUIRED GRADE FOR STRUCTURAL WOOD MEMBERS: ALL STRUCTURAL WOOD MEMBERS SHALL BE DOUGLAS FIR-LARCH CONFORMING TO THE REQUIREMENTS OF WWPA ORWCLIB UNLESSE NOTE OTHERWISE ON THESE DRAWINGS JOIST 2x8 & LARGER NO.2 OR BETTER 3x NO.1 STUD 2x4 NO.2 OR BETTER 2x6 NO.2 OR BETTER PLATE 2x OR 3X NO.2 OR BETTER POST 4x10 & SMALLER NO.2 4x12 & LARGER NO.1 6x & 8x NO.1 BEAM & STRINGERS & HDR 4x10 & SMALLER NO.2 4x12 & LARGER NO.1 6x & 8x NO.1 1. AN APPROVED AGENCY, RETAINED BY OWNER AND SATISFACTORY TO STRUCTURAL ENGINEER ANDGOVERNING CODE AUTHORITIES, SHALL PERFORM SPECIAL INSPECTIONS AND TESTS REQUIRED BYTHE CONTRACT AND APPLICABLE CODE. THESE SPECIAL INSPECTIONS AND TESTS ARE IN ADDITIONTO THE INSPECTIONS REQUIRED BY CBC SECTION 110 “INSPECTIONS”.2. APPROVED AGENCY SHALL KEEP RECORDS OF ALL SPECIAL INSPECTIONS AND TESTS AND SHALL FURNISH REPORTS OF SPECIAL INSPECTIONS AND TESTS TO THE GOVERNING CODE AUTHORITY ANDTHE STRUCTURAL ENGINEER. REPORTS SHALL INDICATE WHETHER THE WORK INSPECTED OR TESTEDWAS OR WAS NOT COMPLETED IN CONFORMANCE TO APPROVED CONSTRUCTION DOCUMENTS.DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FORCORRECTION. IF NOT CORRECTED, THE DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OFTHE GOVERNING CODE AUTHORITY AND THE STRUCTURAL ENGINEER PRIOR TO THE COMPLETION OF THAT PHASE OF WORK. A FINAL REPORT DOCUMENTING REQUIRED SPECIAL INSPECTIONS AND TESTS,AND CORRECTION OF DISCREPANCIES, SHALL BE SUBMITTED UPON COMPLETION OF THAT PHASE OFWORK.3. WHERE FABRICATION OF STRUCTURAL, LOAD-BEARING OR LATERAL LOAD-RESISTING MEMBERS ORASSEMBLIES IS BEING CONDUCTED ON THE PREMISES OF A FABRICATOR’S SHOP, SPECIAL INSPECTIONOF THE FABRICATED ITEMS SHALL BE PERFORMED DURING FABRICATION. SPECIAL INSPECTIONS DURING FABRICATION ARE NOT REQUIRED WHERE WORK IS DONE ON THE PREMISES OF AFABRICATOR REGISTERED AND APPROVED BY THE GOVERNING CODE AUTHORITY TO PERFORM SUCHWORK WITHOUT SPECIAL INSPECTION. FABRICATOR APPROVAL SHALL BE IN ACCORDANCE TO CBCSECTION 1704.2.5.1. ACCORDING TO 1704A.2.5.1 FABRICATOR APPROVAL IS NOT PERMITTED BYDSA-SS, DSA-SS/CC, OR OSHPD.4. EACH CONTRACTOR RESPONSIBLE FOR THE CONSTRUCTION OF A MAIN WIND OR SEISMIC FORCERESISTING SYSTEM, DESIGNATED SEISMIC SYSTEM, OR A WIND OR SEISMIC FORCE-RESISTING COMPONENT LISTED IN THE STATEMENT OF SPECIAL INSPECTION SHALL SUBMIT A WRITTENSTATEMENT OF RESPONSIBILITY TO THE GOVERNING CODE AUTHORITY AND THE OWNER PRIOR TOTHE COMMENCEMENT OF WORK ON THE SYSTEM OR COMPONENT. THE CONTRACTOR’S STATEMENT OFRESPONSIBILITY SHALL CONTAIN ACKNOWLEDGEMENT OF AWARENESS OF THE SPECIALREQUIREMENTS OF INSPECTION.5. CONTRACTOR SHALL SUBMIT MATERIAL CERTIFICATION OR LABORATORY TEST REPORTS CERTIFYING MATERIALS ARE OF IDENTIFIABLE TESTED STOCK, COMPLYING WITH PROJECT SPECIFICATIONS, TOOWNER, APPROVED AGENCY, STRUCTURAL ENGINEER AND, UPON REQUEST, TO GOVERNING CODEAUTHORITY. IF LABORATORY TEST REPORTS CANNOT BE MADE AVAILABLE, APPROVED AGENCY WILLPERFORM TESTS AS DIRECTED BY STRUCTURAL ENGINEER. CONTRACTOR SHALL PAY FOR COSTSRELATED TO TESTS AND INSPECTIONS OF UNIDENTIFIABLE MATERIALS, MATERIALS FURNISHEDWITHOUT LABORATORY TEST REPORTS, MATERIALS FOUND DEFICIENT AFTER INITIAL TESTS AND INSPECTIONS, AND/OR MATERIALS REPLACING DEFICIENT MATERIALS. 6. APPROVED AGENCY SHALL SUBMIT MATERIAL TEST REPORTS INDICATING WHETHER TESTEDMATERIALS ARE IN COMPLIANCE OR NONCOMPLIANCE WITH CONTRACT DOCUMENTS TO OWNER,CONTRACTOR, STRUCTURAL ENGINEER AND, UPON REQUEST, TO GOVERNING CODE AUTHORITY.7. APPROVED AGENCY SHALL PERFORM SPECIAL INSPECTIONS IN ACCORDANCE WITH CBC SECTION 1705,SECTION 1705A “REQUIRED SPECIAL INSPECTIONS AND TESTS” AND WITH THESE DRAWINGS FOR THE FOLLOWING WORK. SEE PROJECT SPECIFICATIONS FOR ADDITIONAL TEST AND INSPECTIONREQUIREMENTS.7.1. SOILS: SPECIAL INSPECTIONS AND TESTS OF EXISTING SITE SOIL CONDITIONS, FILLPLACEMENT AND LOAD-BEARING REQUIREMENTS SHALL BE PERFORMED IN ACCORDANCE WITHTABLE 1. THE APPROVED GEOTECHNICAL REPORT AND THE CONSTRUCTION DOCUMENTS SHALL BE USED TO DETERMINE COMPLIANCE.7.1.1. DURING FILL PLACEMENT THE APPROVED AGENCY SHALL VERIFY THAT PROPER MATERIALSAND PROCEDURES ARE USED IN ACCORDANCE WITH THE PROVISIONS OF THE APPROVEDGEOTECHNICAL REPORT.8. APPROVED AGENCY SHALL PERFORM SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE IN ACCORDANCEWITH CBC SECTION 1705.12 FOR THE FOLLOWING WORK. 8.1. STRUCTURAL WOOD: CONTINUOUS SPECIAL INSPECTION IS REQUIRED DURING FIELD GLUINGOPERATIONS OF ELEMENTS OF THE SFRS.8.1.1. PERIODIC INSPECTION IS REQUIRED FOR NAILING, BOLTING, ANCHORING AND OTHERFASTENING OF ELEMENTS OF THE SFRS, INCLUDING WOOD SHEAR WALLS, WOODDIAPHRAGMS, DRAG-STRUTS, BRACES, SHEAR PANELS AND HOLD-DOWNS.8.1.2. SPECIAL INSPECTION IS REQUIRED FOR WOOD SHEAR WALLS, SHEAR PANELS ANDDIAPHRAGMS, INCLUDING NAILING, BOLTING, ANCHORING AND OTHER FASTENING TO OTHER COMPONENTS OF THE SFRS, WHERE FASTENER SPACING IS OF THE SHEATHING ATEDGES OR BOUNDARIES IS 4 IN. OR LESS.8.2. SPECIAL INSPECTIONS ARE NOT REQUIRED FOR COLD-FORMED STEEL LIGHT-FRAME SHEARWALLS AND DIAPHRAGMS, INCLUDING SCREW INSTALLATION, BOLTING, ANCHORING ANDOTHER FASTENING TO COMPONENTS OF THE SEISMIC FORCE-RESISTING SYSTEM, WHEREEITHER OF THE FOLLOWING APPLIES: 8.2.1. THE SHEATHING IS GYPSUM BOARD OR FIBERBOARD.8.2.2. THE SHEATHING IS WOOD STRUCTURAL PANEL OR STEEL SHEETS ON ONLY ONE SIDE OFTHE SHEAR WALL, SHEAR PANEL OR DIAPHRAGM ASSEMBLY AND THE FASTENER SPACINGSAT THE EDGES ARE 4 IN. OR LESS.8.3. ARCHITECTURAL COMPONENTS: PERIODIC SPECIAL INSPECTION IS REQUIRED FOR THEERECTION AND FASTENING OF EXTERIOR CLADDING, INTERIOR AND EXTERIOR NONBEARING WALLS AND INTERIOR AND EXTERIOR VENEER.8.3.1. PERIODIC SPECIAL INSPECTION IS NOT REQUIRED FOR THE FOLLOWING:8.3.2. EXTERIOR CLADDING, INTERIOR AND EXTERIOR NONBEARING WALLS AND INTERIOR ANDEXTERIOR VENEER 30 FEET OR LESS IN HEIGHT ABOVE GRADE OR WALKING SURFACE.8.3.3. EXTERIOR CLADDING AND INTERIOR AND EXTERIOR VENEER WEIGHING 5 PSF OR LESS.8.3.4. INTERIOR NONBEARING WALLS WEIGHING 15 PSF OR LESS.9. CONTINUOUS SPECIAL INSPECTION BY A REGISTERED DEPUTY INSPECTOR IS REQUIRED FOR FIELD WELDING, POST-INSTALLED ADHESIVE ANCHORS INSTALLED HORIZONTALLY OR UPWARDLY INCLINEDTO RESIST SUSTAINED TENSION LOADS, SHOTCRETE PLACEMENT, CONCRETE STRENGTH f'c > 2500psi,SPRAYED-ON FIREPROOFING, ENGINEERED MASONRY, HIGH-LIFT GROUTING, HIGH LOAD DIAPHRAGMS,SPECIAL MOMENT-RESISTING CONCRETE FRAMES, AND HELICAL PILE FOUNDATION.10. SPECIAL INSPECTORS OR INSPECTION AGENCIES SHALL SUBMIT A SIGNED FINAL REPORT TO THEBUILDING DIVISION STATING THAT ALL ITEMS REQUIRING SPECIAL INSPECTION AND TESTING WEREFULFILLED AND REPORTED AND, TO THE BEST OF THEIR KNOWLEDGE, IN CONFORMANCE WITH THEAPPROVED DESIGN DRAWINGS, SPECIFICATIONS, APPROVED CHANGE ORDERS AND THE APPLICABLEPROVISIONS OF THE CBC ITEMS NOT IN CONFORMANCE, UNRESOLVED ITEMS OR ANY DISCREPANCIESIN INSPECTION COVERAGE (I.E. MISSED INSPECTIONS, PERIODIC INSPECTIONS WHEN CONTINUOUSWAS REQUIRED, ETC.) SHOULD BE SPECIFICALLY ITEMIZED IN THIS REPORT. ALTERNATE FORMS MAYBE APPROVED BY THE BUILDING OFFICIALS. THE FINAL REPORT SHALL BE SUBMITTED AT THE SITEWITHIN SEVEN (7) DAYS OF COMPLETION OF THE JOB.11.EMPLOYMENT OF SPECIAL INSPECTION IS THE DIRECT RESPONSIBILITY OF THE OWNER, OR THE ENGINEER/ARCHITECT OF RECORD ACTING AS THE OWNER'S REPRESENTATIVE. SPECIAL INSPECTORSHALL BE ONE OF THOSE AS PRESCRIBED IN SEC. 1704. STRUCTURAL OBSERVATION SPECIAL INSPECTION STRUCTURAL STEEL NOTES 1. GENERAL1.1. ALL STRUCTURAL STEEL WORK INCLUDING DESIGN, DETAILING, FABRICATION, AND ERECTION SHALLBE IN ACCORDANCE WITH THE LATEST VERSION OF ANSI/AISC 360,” SPECIFICATION FOR STRUCTURALSTEEL BUILDINGS,”, ANSI/AISC 303,” CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS ANDBRIDGES”, AND THE AWS D1.1,” STRUCTURAL WELDING CODE”.1.2. ALL CONNECTIONS (INCLUDE SPLICES) SHALL BE DESIGNED BASED ON AISC SPECIFICATION. SHOPDRAWINGS AND CALCULATIONS SHALL BE SIGNED AND SEALED BY A LICENSED PROFESSIONAL ENGINEERIN THE STATE OF THE PROJECT LOCATION. A COPY OF REVIEWED AND ACCEPTED SUBMITTALS SHALL BEMAINTAINED AT CONSTRUCTION SITE DURING CONSTRUCTION.1.3. ALL ADDITIONAL STEEL REQUIRED FOR ERECTION PROCESSES SHALL BE PROVIDED AT NOADDITIONAL COST AND SHALL BE REMOVED UNLESS APPROVED BY THE OWNER IN WRITING.2. MATERIAL2.1. ROLLED W SHAPES SECTIONS: ASTM A992 (FY=50 KSI)2.2. PLATES, ANGLES AND CHANNELS: ASTM A36 (FY=36 KSI)2.3. HSS RECTANGULAR TUBE: ASTM A1085 GRADE 50 (FY=50 KSI) HSS ROUND TUBE: ASTM A1085 OR A1065 GRADE 50 (FY=50)2.4. BOLTS: ASTM F3125 GRADE A325 OR A490 (HEAVY HEX HEAD)2.5. NUTS AND WASHERS: ASTM A563 AND ASTM F436.2.6. WELDING MATERIALS: AWS D 1.1.2.7. ANCHOR ROD: ASTM F1554 GRADE 36 U.N.O.2.8. SHEAR STUD: ASTM A108 (MATERIAL), WELDING TO CONFORM TO AWS D1.1.2.9. ALL STEEL SHALL BE DOMESTICALLY (INCLUDING CANADA) MILLED AND FABRICATED. FOREIGN STEELSHALL NOT BE UTILIZED WITHOUT PRIOR APPROVAL FROM THE STRUCTURAL ENGINEER. THE APPROVALPROCESS SHALL TAKE PLACE DURING BIDDING TIME. ANY REQUEST TO UTILIZE FOREIGN STEEL MADEAFTER BIDDING SHALL BE REJECTED.3. CONNECTION3.1. UNLESS NOTED OTHERWISE, CONNECTION OF BEAMS SHALL BE DESIGNED FOR A MINIMUM OFFACTORED VERTICAL SHEAR FORCE EQUAL TO 50% OF THE BEAM SHEAR CAPACITY.3.2. CONNECTIONS MAY BE BOLTED OR WELDED.3.3. IN GENERAL, CONNECTIONS SHOWN ON STRUCTURAL DRAWINGS ARE TYPICAL AND ARE ONLYINTENDED TO SHOW THE RELATIONSHIP OF MEMBERS CONNECTED. COMPLETELY DETAILED MEANS THEFOLLOWING INFORMATION IS SHOWN ON THE SHOP DRAWINGS:A. ALL PLATE DIMENSIONS AND GRADE.B. ALL WELD TYPE, SIZES, LENGTHS, PITCHES AND RETURNS.C. ALL HOLE TYPE, SIZES AND SPACINGS.D. NUMBER AND TYPE OF BOLTS: WHERE BOLTS ARE SHOWN BUT NO NUMBER IS GIVEN, THECONNECTION HAS NOT BEEN COMPLETELY DETAILED.E. WHERE PARTIAL INFORMATION IS GIVEN, IT SHALL BE THE MINIMUM REQUIREMENT FORCONNECTION.F. METHOD OF DESIGN.3.4. DRILLING, WELDING, MODIFICATIONS OR DAMAGES TO STRUCTURAL STEEL ELEMENTS INCLUDINGOPEN WEB JOISTS SHALL NOT BE PERMITTED. WHERE REQUIRED, APPROVED U-BOLTS, CLAMPS, OROTHER DEVICES SHALL BE USED TO ATTACH ARCHITECTURAL, MECHANICAL, ELECTRICAL, OR PLUMPINGATTACHMENTS TO STRUCTURAL STEEL MEMBERS OR OPEN WEB JOISTS. 3.5. ALL CONNECTION MATERIALS SHALL HAVE A MINIUM 3/8 IN. THICKNESS.3.6. WELDED STIFFENERS SHALL BE PROVIDED ON BOTH SIDES OF THE WEB FOR BEAMS UNDERCONCENTRATED LOADS INCLUDING BEAMS CONTINUED OVER THE COLUMNS OR SUPPORT LOADS OF ACOLUMN. UNLESS APPROVED BY STRUCTURAL ENGINEER, STIFFENER PLATES SHALL NOT LESS THAN 3/8IN. THICK.3.7. ALL SHARP EDGES SHALL BE GRINDED OR SMOOTHEN WITH APPROVED PROCEDURES. ALL BURRSSHALL BE REMOVED. 3.8. ALL WELDING AND HIGH STRENGTH BOLTING MUST BE INSPECTED BY A QUALIFIED TESTINGLABORATORY. LABORATORY SHALL BE APPROVED BY THE ARCHITECT AND/OR ENGINEER.3.9. UNLESS NOTED OTHERWISE, ALL CONNECTIONS AT HSS SECTIONS SHALL BE DESIGNED ANDDETAILED IN ACCORDANCE WITH THE AISC SPECIFICATION CHAPTER K. 4. WELDED CONNECTION 4.1. ALL WELDING PROCEDURES AND MATERIALS SHALL BE PERFORMED BY APPROVED FABRICATORCERTIFIED BY AWS, AND OTHER CITY AND LOCAL AUTHORITIES.4.2. UNLESS NOTED OTHERWISE, ALL SHOP OR FIELD WELDS SHALL BE CONTINUES FILET WELD WITHSIZE NOT LESS THAN 1/4 IN 4.3. UNLESS NOTED OTHERWISE, WELDING SHALL BE EXECUTED USING E70 XX ELECTRODES. 4.4. ALL AROUND WELDS INDICATED HEREIN SHALL BE DISCONTINUOUS AT THE FLANGE TIPS OF OPENSECTIONS.5. BOLTED CONNECTION5.1. ALL BOLTS SHALL BE NEW AND SHALL NOT BE RE-USED. BOLTS USED FOR MEP AND ARCHITECTURALATTACHED MENTS, SHALL BE ½” DIAMETER. 5.2. HIGH-STENGTH BOLTS SHALL BE INSTALLED IN ACCORDANCE WITH "RCSC". 5.3. ALL HOLES FOR BOLTED CONNECTION SHALL BE PERFORMED BY APPROVED PERSONNEL AND NOBURNING SHALL BE PERMITTED FOR BOLTED CONNECTIONS.5.4. PROVIDE HARDENED WASHERS UNDER NUTS AT ALL HIGH-STRENGTH BOLTS, EXCEPT WHERE PLATEWASHERS ARE USED PER AISC SPECIFICATIONS. 5.5. UNLESS SNUG TIGHT CONNECTIONS ARE NOTED ON THE DRAWINGS AS BEING PERMITTED, ALL BOLTSSHOULD BE TIGHTENED TO FULL PRETENSIONING LOAD.5.6. USE STANDARD HOLES WITH THE FOLLOWING EXCEPTIONS: OVERSIZE HOLES ARE PERMITTED WHENBOLTS ARE LOADED IN TENSION; SHORT SLOTTED HOLES ARE PERMITTED FOR SHEAR LOADINGPERPENDICULAR TO THE SLOT.5.7. PROVIDE BEVELED WASHERS ON ALL CONNECTION TO SLOPING FLANGES OF I SECTIONS AND CHANNELS WHERE SLOPE EXCEEDS 1:20.5.8. WHERE WELD SIZE IS NOT SPECIFIED, PROVIDE MINIMUM AISC WELD.5.9. WHEREVER POSSIBLE, USE FRAMED BEAM CONNECTIONS AS LISTED IN TABLE 10-1 TO 10-3 OF AISCMANUAL OF STEEL CONSTRUCTION, 13TH EDITION. THE LENGTH OF CONNECTION SHALL NOT BE LESSTHAN ONE-HALF OF THE DISTANCE OF BEAM WEB.5.10. FOR NON-COMPOSITE BEAMS, CONNECTIONS SHALL DEVELOP ONE-HALF OF THE TOTAL UNIFORMLOAD CAPACITY OF THE BEAM UNO. 6. BEAM AND COLUMN 6.1. ALL HSS SHAPES (ROUND, SQUARE, RECTANGULAR, ETC.) ARE TO HAVE A 1/4" CAP PLATE AT ALLEXPOSED ENDS. CAP PLATES TO BE SEAL WELDED ALL AROUND. PROVIDE 3/8"Ø WEEP HOLES IN THECENTER OF THE PLATE. 6.2. THE FABRICATOR IS RESPONSIBLE FOR THE DESIGN AND DETAILING OF STEEL STAIRS. STAIRSSHOWN ON THE STRUCTURAL DRAWINGS IS SCHMETIS. STAIRS SHALL BE DESIGNED BY A PROFESSIONALENGINEER REGISTERED IN THE STATE OF THE PROJECT. 6.3. WHERE FIREPROOFING IS REQUIRED, FIREPROOFING THICKNESS SHALL PERFORMED BASED ONMEMBER SIZES AS PER ARCHITECTURAL DRAWINGS.6.4. FABRICATE ALL BEAMS WITH THE MILL CAMBER UP. WALL STUD TO STUD (NOT AT BRACED WALL PANELS)16d COMMON 24” O.C. FACE NAIL STUD TO STUD AND ABUTTING STUDS AT INTERSECTINGWALL CORNERS (AT BRACED WALL PANELS)16d COMMON 16” O.C. FACE NAIL BUILT-UP HEADER 16d COMMON 16” O.C. EACH EDGE, FACE NAIL CONTINUOUS HEADER TO STUD 4-8d COMMON TOENAIL TOP PLATE TO TOP PLATE 16d COMMON 16” O.C. FACE NAIL TOP PLATE TO TOP PLATE, AT END JOINTS 8-16d COMMON EACH SIDE OF END JOINT, FACENAIL (MIN 24” LAP SPLICELENGTH EACH SIDE OF END JOINT) BOTTOM PLATE TO JOIST, RIM JOIST, BAND JOIST ORBLOCKING (NOT AT BRACED WALL PANELS)16d COMMON 16” O.C. FACE NAIL BOTTOM PLATE TO JOIST, RIM JOIST, BAND JOIST ORBLOCKING AT BRACED WALL PANELS 2-16d COMMON 16” O.C. FACE NAIL STUD TO TOP OR BOTTOM PLATE 4-8d COMMON TOENAIL TOP OR BOTTOM PLATE TO STUD 2-16d COMMON END NAIL TOP PLATES, LAPS AT CORNERS AND INTERSECTIONS 2-16d COMMON FACE NAIL 1” BRACE TO EACH STUD AND PLATE 2-8d COMMON FACE NAIL 1”X6” SHEATHING TO EACH BEARING 2-8d COMMON FACE NAIL 1”8” AND WIDER SHEATHING TO EACH BEARING 3-8d COMMON FACE NAIL FLOOR JOIST TO SILL, TOP PLATE, OR GIRDER 3-8d COMMON TOENAIL RIM JOIST, BAND JOIST, OR BLOCKING TO TOP PLATE,SILL OR OTHER FRAMING BELOW 8d COMMON 6” O.C., TOENAIL 1”X6” SUBFLOOR OR LESS TO EACH JOIST 2-8d COMMON FACE NAIL 2” SUBFLOOR TO JOIST OR GIRDER 2-16d COMMON FACE NAIL 2” PLANK 2-16d COMMON EACH BEARING, FACE NAIL BUILT UP GIRDERS AND BEAMS,2” LUMBER LAYERS 20d COMMON 32” O.C. FACE NAIL AT TOP ANDBOTTOM STAGGERED ONOPPOSITE SIDES 2-20d COMMON ENDS AND AT EACH SPLICE, FACENAIL LEDGER STRIP SUPPORTING JOISTS OR RAFTERS 3-16d COMMON EACH JOIST OR RAFTER, FACE NAIL JOIST TO BAND JOIST OR RIM JOIST 3-16d COMMON END NAIL BRIDGING OR BLOCKING TO JOIST, RAFTER OR TRUSS 2-8d COMMON EACH END, TOENAIL 2022 CBC TABLE 2304.10.2 - FASTENING SCHEDULE DESCRIPTION OF BUILDING ELEMENTS NUMBER AND TYPEOF FASTENER SPACING AND LOCATION ROOF BLOCKING BETWEEN CEILING JOISTS, RAFTERS ORTRUSSES TO TOP PLATE OR OTHER FRAMING BELOW 3 - 8d COMMON TOENAIL EACH END BLOCKING BETWEEN RAFTERS OR TRUSS NOT AT THEWALL TOP PLATE, TO RAFTER OR TRUSS 2 - 8d COMMON TOENAIL EACH END 2-16d COMMON END NAIL FLAT BLOCKING TO TRUSS AND WEB FILLER 16d COMMON@6"O.C.FACE NAIL CEILING JOISTS TO TOP PLATE 3-8d COMMON TOENAIL EACH JOIST CEILING JOIST NOT ATTACHED TO PARALLEL RAFTER,LAPS OVER PARTITIONS (NO THRUST) (TABLE ANDSECTION2308.7.3.1)3-16d COMMON FACE NAIL CEILING JOISTS ATTACHED TO PARALLEL RAFTER (HEELJOINT) (TABLE AND SECTION2308.7.3.1)7-16d COMMON FACE NAIL COLLAR TIE TO RAFTER 3-10d COMMON FACE NAIL RAFTER OR ROOF TRUSS TO TOP PLATE(TABLE AND SECTION 2308.7.5)3-10d COMMON TOENAIL (C) ROOF RAFTERS TO RIDGE VALLEY OR HIP RAFTERS; ORROOF RAFTER TO 2” RIDGE BEAM 2-16d COMMON END NAIL 3-10d COMMON TOENAIL POST-INSTALLED ANCHORS/DOWELS NOTES 1. EXISTING REINFORCING BARS IN THE CONCRETE STRUCTURE MAY CONFLICT WITH SPECIFIC ANCHORLOCATIONS. THE CONTRACTOR SHALL REVIEW THE EXISTING STRUCTURAL DRAWINGS AND SHALLPOSITIVELY LOCATE THE POSITION OF THE REINFORCING STEEL AT THE LOCATIONS OF THE CONCRETEANCHORS BY GPR, X-RAY OR OTHER MEANS. USE ONLY NON-REBAR CUTTING DRILL BITS TO DRILL HOLESIN CONCRETE AND CONCRETE MASONRY UNITS. DO NOT DAMAGE EXISTING REINFORCING STEEL.2. THE CONTRACTOR SHALL REVIEW THE AVAILABLE INFORMATION AND DOCUMENTS FOR EXISTINGSTRUCTURE AND SHALL POSITIVELY LOCATE THE POSITION OF THE EXISTING ELECTRICAL OUTLETS,CONDUITS OR OTHER MEP SYSTEMS THAT ARE EMBEDDED IN SUBSTRATE. DO NOT DRILL HOLES WITHIN4 IN. OF EXISTING ELECTRICAL OR MECHANICAL COMPONENTS.3. APPROVED NONSHRINK GROUT SHALL BE USED TO REPAIR OR FILL EXISTING CONCRETE THAT ISDAMAGED AND/OR ABANDONED DRILLED HOLES. PROMPTLY INFORM THE ARCHITECT AND STRUCTURALENGINEER IN WRITING, PRIOR TO IMPLEMENTING REPAIRS.4. ADHESIVE ANCHORS SHALL HAVE BEEN TESTED IN ACCORDANCE WITH ACI 355.4 AND ICC-ES AC308FOR CRACKED AND UNCRACKED CONCRETE.5. ADHESIVE ANCHORS FOR STRUCTURAL CONCRETE SHALL BE HILTI HIT RE 500 V3 (ICC-ESR-3814) ORSIMPSON SET 3G (ICC-ESR-4057) AND FOR GROUT-FILLED MASONRY SHALL BE SIMPSON SET XP (ER-265).6. ADHESIVE ANCHORS SHALL BE INSTALLED IN CONCRETE HAVING A MINIMUM AGE OF 21 DAYS. HOLESSHALL BE DRY AT THE TIME OF INSTALLATION.7. SUBSTRATE SHALL BE CLEAN AND FREE OF LAITANCE, AND REINFORCING STEEL DOWELS, THREADEDRODS, AND ANCHORS SHALL BE FREE OF DUST, GREASE, RUST, AND OTHER MATERIALS THAT WILLIMPAIR BOND WITH STRUCTURAL SUBSTRATE.8. ANCHORS SHALL BE INSTALLED BY QUALIFIED PERSONNEL IN ACCORDANCE WITH THE CONSTRUCTIONDOCUMENTS AND MANUFACTURER'S INSTRUCTIONS. INSTALLATION OF POST-INSTALLED ADHESIVEANCHORS SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S PRINTED INSTALLATIONINSTRUCTIONS (MPII). INSTALLATION OF ADHESIVE ANCHORS SHALL BE PERFORMED BY PERSONNELTRAINED TO INSTALL ADHESIVE ANCHORS.9. IF REINFORCING STEEL IS ENCOUNTERED DURING DRILLING, ABANDON AND SHIFT THE HOLELOCATION TO AVOID THE REINFORCEMENT. PROVIDE A MINIMUM OF 2 ANCHOR DIAMETERS OR 1",WHICHEVER IS LARGER, OF SOUND CONCRETE BETWEEN THE DOWEL AND THE ABANDONED HOLE. FILLTHE ABANDONED HOLE WITH NON-SHRINK GROUT. IF THE ANCHOR OR DOWEL MAY NOT BE SHIFTED ASNOTED ABOVE, THE ENGINEER WILL DETERMINE A NEW LOCATION.10. INSTALLATION OF ADHESIVE ANCHORS HORIZONTALLY OR UPWARDLY INCLINED SHALL BEPERFORMED BY PERSONNEL CERTIFIED BY AN APPLICABLE CERTIFICATION PROGRAM. CERTIFICATIONSHALL INCLUDE WRITTEN AND PERFORMANCE TESTS IN ACCORDANCE WITH THE ACI/CRSI ADHESIVEANCHOR INSTALLER CERTIFICATION PROGRAM.11. ADHESIVE ANCHORS INSTALLED IN HORIZONTALLY OR UPWARDLY INCLINED ORIENTATIONS SHALL BECONTINUOUSLY INSPECTED. ALL OTHER ADHESIVE ANCHORS SHALL BE INSPECTED PERIODICALLY.12. STAINLESS STEEL ANCHOR AND DOWELS SHALL BE USED WHERE POST-INSTALLED ANCHORS ORDOWELS INSTALLED IN EXTERIOR EXPOSURE OR DAMP ENVIRONMENT.13. ANCHOR CAPACITY IS DEPENDENT UPON SPACING BETWEEN ADJACENT ANCHORS AND PROXIMITY OFANCHORS TO EDGE OF CONCRETE. INSTALL ANCHORS IN ACCORDANCE WITH SPACING AND EDGECLEARANCES INDICATED ON THE DRAWINGS. PROMPTLY INFORM THE ARCHITECT AND STRUCTURALENGINEER IN WRITTEN WHERE A GREATER EDGE CLEARANCE OR SPACING IS REQUIRED BY THEMANUFACTURER'S WRITTEN RECOMMENDATIONS.14. PROMPTLY INFORM THE ARCHITECT AND STRUCTURAL ENGINEER IN WRITING WHERE THEPOST-INSTALLED ANCHOR CANNOT COMPLY WITH THE LAYOUT AS SPECIFIED ON THESE DRAWINGS.SUBSTITUTION REQUESTS FOR ALTERNATE PRODUCTS MUST BE APPROVED IN WRITING BY THESTRUCTURAL ENGINEER OF RECORD PRIOR TO USE. CONTRACTOR SHALL PROVIDE CALCULATIONS THATHAVE BEEN SEALED BY ANOTHER LICENSED ENGINEER DEMONSTRATING THAT THE SUBSTITUTEDPRODUCT IS CAPABLE OF MEETING THE PERFORMANCE OF THE SPECIFIED PRODUCT.15. SUBSTITUTIONS WILL BE EVALUATED BY THEIR HAVING AN ICC ESR AND/OR LARR, IF REQUIRED,SHOWING COMPLIANCE WITH THE RELEVANT BUILDING CODE FOR SEISMIC USES, LOAD RESISTANCE,INSTALLATION CATEGORY, AND AVAILABILITY OF COMPREHENSIVE INSTALLATION INSTRUCTIONS.ADHESIVE ANCHOR EVALUATION WILL ALSO CONSIDER CREEP, IN-SERVICE TEMPERATURE, INSTALLATIONTEMPERATURE, MOISTURE CONDITION OF CONCRETE, AND DRILLING METHODS. CITY OF NEWPORT BEACH COMMUNITY DEVELOPMENT DEPARTMENT | BUILDING DIVISION STRUCTURAL OBSERVATION GENERAL NOTES STRUCTURAL OBSERVATION SCHEDULE SITE ADDRESS:PC #: TO BE COMPLETED BY THE DESIGN ENGINEER, AND INCLUDED ON THE CONSTRUCTION DRAWINGS.BASED ON THE PROJECT SCOPE, PLEASE IDENTIFY THE ELEMENTS AND/OR CONNECTIONS THAT REQUIRE STRUCTURALOBSERVATION. SPECIFY THE INTERVAL OR STAGE OF CONSTRUCTION WHEN THE STRUCTURAL OBSERVATION WILL BE PERFORMED. TYPE STRUCTURAL ELEMENTS AND/ORCONNECTIONS TO BE OBSERVED FOOTINGS, SLAB FOUNDATION, ANCHORS MAT FOUNDATION, PRESTRESSED CONC. SLAB CAISSON, PILE, GRADE BEAM OTHER: CONCRETE MASONRY WOOD OR MANUFACTURED SHEAR PANELS OTHER: STEEL MOMENT OR BRACED FRAME CONCRETE MOMENT FRAME MASONRY WALL FRAME OTHER: CONCRETE STEEL DECK WOOD OTHER: FINAL FINAL OBSERVATION & REPORT FORMS\STRUCTURAL OBSERVATION GENERAL NOTES & SCHEDULE 10-2011 N/A N/A N/A N/A N/A SAMPLING OF SHEAR PANEL NAILING AND ANCHORAGE SYSTEMS, PRIOR TO COVERING. N/A N/A N/A N/A N/A N/A N/A CONNECTIONS OF DIAPHRAGMS (i.e., NAILING, POWER-DRIVEN FASTENERS OR WELDS) TO THE FRAMING SYSTEM COMPLETION OF STRUCTURAL SYSTEM. N/A SCHEDULED INTERVAL OR STAGE OF CONSTRUCTION AFTER ALL BAR, BASE PLATES AND HOLD-DOWNS ARE PLACED AND PRIOR TO FINAL CONCRETE POUR. DIA P H R A G M S FRA M E S S H E A R W A L L S F O U N D A T I O N S 1. STRUCTURAL OBSERVATION IS REQUIRED FORTHIS PROJECT IN ACCORDANCE WITH CBC 1710.STRUCTURAL OBSERVATION IS THE VISUALOBSERVATION OF THE STRUCTURAL SYSTEM BY ALICENSED DESIGN PROFESSIONAL FOR GENERALCONFORMANCE TO THE APPROVEDCONSTRUCTION DOCUMENTS. 2. STRUCTURAL OBSERVATION DOES NOT WAIVETHE RESPONSIBILITY FOR THE REQUIREDINSPECTIONS BY THE CITY OF NEWPORT BEACH. 3. THE OWNER SHALL EMPLOY A LICENSED DESIGNPROFESSIONAL TO PERFORM STRUCTURALOBSERVATION SITE VISITS, AND TO ISSUE ALLSTRUCTURAL OBSERVATION REPORTS. 4. THE DESIGN ENGINEER SHALL IDENTIFY THEREQUIRED STRUCTURAL OBSERVATION SITEVISITS ON THE STRUCTURAL OBSERVATIONSCHEDULE. 5. THE REQUIRED SITE VISITS SHALL AT A MINIMUMINCLUDE THE FOLLOWING:A. OBSERVATION OF THE FOUNDATION SYSTEMPRIOR TO FINAL CONCRETE POUR;B. OBSERVATION OF BUILDING FRAMING PRIOR TOCALLING FOR THE CITY OF NEWPORT BEACH"COMPLETE FRAMING INSPECTION"; AND,C. FINAL OBSERVATION OF THE COMPLETEDSTRUCTURE.ADDITIONAL SITE VISITS MAY BE NEEDED ASDETERMINED BY THE DESIGN ENGINEER ORSTRUCTURAL OBSERVER. 6. THE STRUCTURAL OBSERVER SHALL PREPARE ASTRUCTURAL OBSERVATION REPORT FOR EACHSTAGE OF CONSTRUCTION OBSERVED. THE CITYOF NEWPORT BEACH "STRUCTURAL OBSERVATIONREPORT" FORM, OR A SIMILARLY FORMATTEDREPORT, SHALL BE USED FOR ALL STRUCTURALOBSERVATION REPORT. 7. IF THE CITY'S FORM IS NOT USED, REPORTS SHALLBE ON STRUCTURAL OBSERVER'S LETTERHEAD,STATE SITE ADDRESS, PLAN CHECK & PERMITNUMBERS, STAGES & ELEMENTS OBSERVED, DATEOBSERVED, & COMPLETE CONTACT INFORMATIONFOR STRUCTURAL OBSERVER. 8. ALL STRUCTURAL OBSERVATION REPORTS,REGARDLESS OF FORM USED, SHALL INCLUDE THELICENSE STAMP & SIGNATURE OF THE STRUCTURALOBSERVER RESPONSIBLE FOR THE PROJECT. 9. EACH STRUCTURAL OBSERVATION REPORT SHALLBE GIVEN TO THE OWNER OR OWNER'SREPRESENTATIVE, PROJECT CONTRACTOR, AND THEBUILDING INSPECTOR. 10. THE CONTRACTOR SHALL RESOLVE ALLDEFICIENCIES & THE FINAL STRUCTURALOBSERVATION REPORT ISSUED PRIOR TO FINALINSPECTION OR ACCEPTANCE OF STRUCTURALWORK BY THE BUILDING INSPECTOR. 11. THE FINAL STRUCTURAL OBSERVATION REPORTSHALL STATE THAT THE STRUCTURAL SYSTEMCONFORMS TO THE APPROVED CONSTRUCTIONDOCUMENTS & THAT ALL PREVIOUSLY OBSERVEDDEFICIENCIES HAVE BEEN CORRECTED. 12. FINAL INSPECTION OR OTHER ACCEPTANCE OFTHE STRUCTURAL SYS- TEM BY THE CHIEF BUILDINGOFFICIAL, OR DESIGNEE, WILL NOT OCCUR UNTIL THEFINAL STRUCTURAL OBSERVATION REPORT ISRECEIVED. 13. THE LICENSED DESIGN PROFESSIONAL INRESPONSIBLE CHARGE SHALL PREPARE ALLCONSTRUCTION DOCUMENT CHANGES RELATING TOTHE STRUCTURAL SYSTEMS. REVIEW & APPROVALOF SUCH CHANGES BY THE CHIEF BUILDINGOFFICIAL, OR DESIGNEE, SHALL BE OBTAIN BY THEDESIGN PROFESSIONAL AND/OR CONTRACTORPRIOR TO INSTALLATION AND/OR CONSTRUCTION OFSAID CHANGES. 1 1 WORK REQUIRINGSPECIAL INSPECTION ITEM DESCRIPTIONAND LOCATION DESIGNSTRENGTH NAME OFSPECIAL INSPECTOR SPECIAL INSPECTIONS REQUIRED BY CBC SECTION 1705 PHONE NUMBER OFSPECIAL INSPECTORREQUIRED 1. STEEL CONSTRUCTION a. FIELD WELDINGb. STEEL FRAME* c. HIGH-STRENGTH BOLTSd. COLD-FORMED STEEL FRAMING,(STEEL SHEARWALL)*2. CONCRETE CONSTRUCTIONa. F’C > 2,500 PSI* b. POST INSTALLED ANCHORS* c. PRE-STRESSED / POST-TENSIONED SLABS* 3. MASONRY CONSTRUCTIONa. MASONRY WALLS* b. SITE WALLS OTHER THAN COUNTY STANDARDPLANS* 4. WOOD CONSTRUCTIONa. HIGH-LOAD DIAPHRAGMS* b. STRUCTURAL WOOD: NAILING, BOLTING,ANCHORINGAND OTHER FASTENING OF COMPONENTS WITHIN THELATERAL-FORCE-RESISTING SYSTEM WHEREFASTENER SPACING OF SHEATHING IS 4 INCHES O.C.OR LESS*5. FOUNDATIONSa. DRIVEN DEEP FOUNDATIONSb. CAST-IN-PLACE DEEP FOUNDATIONSc. HELICAL PILE FOUNDATIONS 6. SHOTCRETE(CURING TEMPERATURE,DESIGN MIX,PLACEMENT,STRENGTH ETC. PER TABLE 1704.4) 7. SOILS (EXCAVATION,FILL,ETC.PER TABLE 1704.7) 8. OTHERS9. OTHERS DECLARATION BY OWNER OR ARCHITECT/ENGINEER OF RECORD: I, the □ Owner □ Engineer or □ Architect of record,declare that the above listed Special Inspector(s) is/are hired by me. Print Name Signature Date N.A.N.A. N.A. N.A. PER GEOTECHNICAL REPORT CONT CONTPERIODIC PERIODIC PER PLAN E7050 KSI 4000 PSI PERIODIC CONT. N.A. N.A. N.A. N.A.N.A. PROJECT CLIENT 0' 2' 4'8'16' SHEET TITLE 2491 CRESTVIEW DR,NEWPORT BEACH, CA 92663 SHELLEY STARR, TBD‪(310) 409-7577‬ SAZAN INC. 2610 Vista Del Oro, Newport Beach, CA 92660 S0.02 CONSTRUCTION NOTES EXP. 06-30-2024 Date: 05/15/2024 7KHIRXQGDWLRQSODQKDVEHHQUHYLHZHGDQGLVLQFRQIRUPDQFHZLWKWKHJHRWHFKQLFDOUHSRUWUHIHUHQFHGKHUHLQ 5/16/2024 53 F SCALE: NTS. 3 (E) S.O.G. (E) FOOTING UNDISTURBED NATURAL SOILSOR ENGINEERED FILL (N) S.O.G.PER PLAN 6"5" 24" #4 @ 18" O.C.E.W. EPOXY- SEE (POST-INSTALLEDANCHORS/DOWELS NOTES/ S0.04)(SPECIAL INSPECTION REQUIRED) #4 @ 16" O.C. NEW SLAB ON GRADE TO EXISTING FOOTING CONNECTION 12" (V.I.F.) TOOL CONNE. NEW TO EXISTING FOUNDATION F SCALE: NTS. 4 6" (2)#5 6"24" A SECTION A SCALE: NTS. 16 F (E) CONC. SLAB SAWCUT EXISTING SLAB TOOL EDGE OF NEW SLAB ANDFILL W/ SEMI-RIGID JOINT FILLER (N) SOG PER PLAN CONNE. NEW TO EXISTING SOG #4@16 O.C. x 36"LONG DOWELS DRILL AND ANCHOR W/ EPOXY NOTE:1. LOCATE THE EXISTING REINFORCEMENT BY GPR OR OTHER MEANS. DO NOT DAMAGE THE EXISTING REINFORCEMENT. CLEAN ANDSALVAGE EXISTING REINFORCING STEEL.2. DRILLED HOLE INTO EXISTING SOG IS LOCATED AT MID-DEPTH3. NEW REINFORCEMENT IN NEW ADDITION SHALL NOT BE LESS THAN EXISTING REINFORCEMENT IN EXISTING SOG 24" MIN. NEW STEEL PER PLANAND SEE NOTE 3 t t/2 3" MAX. 6"MIN. B WALL FOUNDATION 2" OF APPROVED HIGHLYCOMPRESSIBLE MATERIALAROUND PIPE RUNS PROVIDE 2500 PSI CONC. BACKFILLWHERE EXCAVATION RUNS ACROSSAND UNDER THE LINE OF FOUNDATION WHEN "B" EXCEEDS 6'-0" FOOTING SHALL BESTEPPED DN. FROM BOTH SIDES PIPES CROSSING BENEATH CONT. WALL FOUNDATION SCALE: NTS. 15 F t tt SCALE: NTS.SCALE: NTS. 1 SCALE: NTS. 9 MIN . ( t4,1 14")PROVIDE 1/4" SAWCUT OR 1/8" WIDE TOOLED JOINT WITHIN 24 HOUR OF POUR, FILL W/ SEALANTAS REQD. AS PER ARCH. DWG.SEE JOINT FILLER DETAILS 2" SAND 4" GRAVEL ASTM 1745 (15MIL)MOISTURE BARRIERMEMBRANESANDWICHEDBTWN. THETWO LAYERS SOG PER PLAN t/2 CONTRACTION JOINT INT. NON-LOAD BEARING WALLS (PARTITIONS) ON SOG5 IMPERVIOUSMOISTURE BARRIERBTWN. THE SILLPLATE AND SOG HOT-DIP GALV. OR STAINLESS STEELANCHOR AND WASHER(SEE NOTE 2)2x STUDS @16" O.C. NON-LOAD BEARINGINT. PARTION, NON-SHEAR WALL 2x UC4A OR HIGHER SILL PLATEP.T.SOG PER PLAN A SECTION A 7db<L<12"ANCHOR SOG PER PLANS END OF SILL PLATE WHERE OCCUR NOTE:1. UNO ON THE PLANS OR SHEAR WALL TABLE, WOOD SILL PLATES AND WOOD PARTITION WALLS SUPPORTED DIRECTLY ON CONC.SLAB SHALL BE CONSTRUCTED AS FOLLOWS:a. ANCHOR BOLTS SHALL BE LOCATED IN THE MIDDLE THIRD OF THE WIDTH OF THE PLATE.b. A NUT AND WASHER SHALL BE TIGHTENED ON EACH ANCHOR BOLT.c.THERE SHALL BE NOT FEWER THAN TWO BOLTS PER PLATE SECTION W/ ONE BOLT LOCATED NOT MORE THAN 12 IN AND LES THANSEVEN BOLT DIAMETERS FROM EACH END OF THE PLATE SECTION.d. SILL PLATES SHALL BE PRESSURE TREATED AND PROTECTED AGAINST DECAY AND TERMITES (UC4A OR BETTER).2. ANCHORS SHALL CONFIRM TO:a.RAMSET 1524 SDP POWER-ACTUATED FASTENER (ZINC-CHROMATE) WITH ZINC-COATED WASHERS AND 1.375" EMBEDMENT DEPTHAT 24" OC (ICC ESR 2690)b. 3/8" Ø STAINLESS-STEEL TITEN HD WASHER HEAD W/ 2.75" EMBEDMENT DEPTH AND BD 1/2-3HDG WASHER BEARING PLATE AT 24"OC (ICC ESR 2713),c. 2.5" x 12/64" (0.177) Ø W/ 3/8" Ø HEAD POWDER DRIVEN FASTENER SHOT 14 GA x 17/16" Ø WASHER AT 24" OC, HILTI DS62P10ICC-ES ESR-1663 OR EQUAL EDGE PATIO EXT. SLAB t 3 x UC4A OR HIGHER SILL PLATEP.T. E.N. WALL SHEATHINGPER PLAN STUDS PER PLAN, UNO INSHEAR WALL SCHEDULE SOG PER PLAN UNDISTURBED NATURALSOILS OR ENGINEERED FILL SCALE: NTS. 2 PERSPECIFICDETAILSMIN. (2)#5TOP & BOT STEP IN SOG (SEE ARCH. DWG.) PER PLAN 5/8" DIA. @ 48" W/ 7" MIN. EMBED.,UNO IN SHEAR WALL SCHEDULE VAPORRETARDER SEEARC./CIVIL DWG. DOWELSTO MATCH SOG REINF. VA R I E S DOWELSTO MATCHSOG REINF. SCALE: NTS. 6 ELASTOMETRIC JOINTSEALANT (WHERE REQD.)SEE ARCH. DWG. SOG PER PLAN 3" C L R . UC4A OR HIGHER SILL PLATE SOG PER PLAN 2x STUD EXT. SLAB PERSPECIFICDETAILSMIN. (2)#5TOP & BOT DOWELSTO MATCH SOG REINF.VAR I E S 10 GARAGE TO DRIVEWAY DETAIL SCALE: NTS. UNDISTURBEDNATURAL SOILS ORENGINEERED FILL ELASTOMETRICJOINT SEALANTSEE ARCH DWG DRIVEWAY 3" C L R . 3" CLR. SOG PER PLAN DOWELSTO MATCH SOG REINF. 3" CLR. FFF F F F 3" C L R . 3" CLR.3" CLR. PERSPECIFICDETAILSMIN. (2)#5TOP & BOT PER PLAN6"PER PLAN6" 24" 24" UNDISTURBED NATURALSOILS OR ENGINEERED FILL (1)#5 CURB BEYOUND (1)#5 (1)#4 PLAN (N) FOUNDATION (N) FOUNDATION (E) FOUNDATION (E) FOUNDATION 24 " M I N . 24 " M I N . 24 " M I N . PER ARCH. DWG. NOTE:THE DIAMOND-SHAPED JOINTS (6) MAY BE OMITTED IF COLUMN FOOTINGS AREBELOW FLOOR LEVEL AND THE COLUMN IS WRAPPED WITH TWO LAYERS OFSHEATHING MEMBRANE OR JOINT FILLER TO BREAK THE BOND. 1. CONTROL JOINTS WITHIN 3050MM (120 IN). OF CORNERS2. SPACING OF JOINTS 6100MM (240 IN). MAX. CONTROLJOINTS IN FLOOR SLAB3. FLOOR SLAB JOINT IN FLOOR SLAB4. CONTROL JOINTS AROUND COLUMN FOOTINGS (SEE NOTE)5. FLOOR SLAB JOINT SPACING OF 6 M (20 FT.) MAXIMUM6. CONTROL JOINT AROUND COLUMN FOOTINGS (SEE NOTE) 2 1 1 5 3 3 4 6 35LOCATION OF CONTROL JOINTS F SCALE: NTS. 13 SEE CIVIL/ARCH. DWG.FOR UNDER SLAB LAYER 12" M I N . SEE CIVIL/ARCH. DWG. FOR UNDERSLAB LAYER (1)#4 24" 24 " 24" 24" 0" UNDISTURBEDNATURAL SOILSOR ENGINEEREDFILL 12" M I N . SLOP PERARCH. DWG. RELATION OF ADJACENT FOUNDATIONS AND EXCAVATIONS14 F SCALE: NTS. NOTES:ADJUST FOOTING ELEVATIONS SHOWN ON DWGS. IF NECESSARY TO MAINTAIN THE MAX. OF 7IN 10 SLOPE BTWN. FOOTINGS AND ADJACENT EXCAVATIONS FOR DRAINS OR OTHER ITEMS. 300 MM (12 IN.) VARIES VAR I E S CONTINUOUSOR SPREADFOUNDATION NO EXCAVATlON SHALL BE MADE INSIDE THISLINE WITHOUT ADEQUATE BRACING ORPROTECTION OF THE SOIL BENEATH THEIN-PLACE UPPER FOUNDATION CONTINUOUSOR SPREADFOUNDATION (E)SOG SEE ARCH. DWG. UC4A LUMBER@12" O.C.SEE ARCH. DWG. 23/32 UC3BSHTEATHINGSEE NOTE 1 SEE PLAN NOTE 21 OFSHEET S2.01 AND DETAIL7/S1.24 FOR NAILING INT. NON-LOAD BRG. WALLS (PARTITIONS) 23/32 UC3BSHEATHINGSEE PLAN NOTE 21 OFSHEET S2.01 AND DETAIL7/S1.24 FOR NAILING NOTE:1. ANCHORS SHALL CONFIRM TO:a. 3/8" Ø TITEN HD WASHER HEAD W/ 2 3/4" EMBED. DEPTH AND BP½-3 BRG. PLATE AT 24" O.C. (ICC ESR 2713),b. ZINC COATED 1524SDP/ 1516SDC HEAD POWDER DRIVEN FASTENER SHOT W/ 14 GA WASHER AT 24"/ 16" O.C., ICC-ES (RAMSET ESR-1799) OR,c. ZINC COATED DS 62 P10 (2.5"x0.177") HEAD POWDER DRIVEN FASTENER SHOT W/ 14 GA WASHER AT 16" O.C. ,HILTI ICC-ES ESR-1663 OR EQUAL. 2x STUDS @ 16" O.C. 2x STUDS @ 16" O.C. INT. NON-LOAD BRG. WALLS (PARTITIONS) (E)SOG UC4A LUMBER@12" O.C.SEE ARCH DWG.23/32 UC3BSHEATHINGSEE NOTE 1 SEE PLAN NOTE 4 OF SHEETS2.11 AND DETAIL 7/S1.24FOR NAILING JOINT AT EXISTING SOG 2x SILL PL'S A SILL PLATE SHALL BEPLACE BELOW THE WALL(3)8d TOE NAIL@16" MAX. SEE VAPOR RETARDER EQUIVALENTNOTES ON FOUNDATION PLAN FOREQUIVALENT VAPOR RETARDERSYSTEM. SEE VAPOR RETARDER EQUIVALENTNOTES ON FOUNDATION PLAN FOREQUIVALENT VAPOR RETARDERSYSTEM. SEE VAPOR RETARDER EQUIVALENTNOTES ON FOUNDATION PLAN FOREQUIVALENT VAPOR RETARDERSYSTEM. SEE NOTE (E) SOG WITHOUT VAPOR RETARDER/BARRIER UNDISTURBED NATURALSOILS OR ENGINEERED FILL (E) 2" SANDV.I.F. (E) 4" GRAVELV.I.F. NOTE:ALTERNATE PRODUCTS THAT MAY BE USED ON AN EXISTING SLAB THAT DOES NOT HAVE A VAPOR RETARDER:1. ICC ESR #1413 - REDGARD WATERPROOFING AND CRACK PREVENTION MEMBRANE,C-CURE PRO-RED WATERPROOFING MEMBRANE 963, CBP 232 WATERPROOFING AND ANTI-FRACTUREMEMBRANE, AND JAMO WATERPROOFING MEMBRANE.2. ICC ESR #2417 - LATICRETE HYDRO BAN.3.ICC ESR #3474 - MAPELASTIC AQUADEFENSE WATERPROOFING MEMBRANE. NOTE:1. ANCHORS SHALL CONFIRM TO:a. 3/8" Ø TITEN HD WASHER HEAD W/ 2 3/4" EMBED. DEPTH AND BP½-3 BRG. PLATE AT 24" O.C. (ICC ESR 2713),b. ZINC COATED 1524SDP/ 1516SDC HEAD POWDER DRIVEN FASTENER SHOT W/ 14 GA WASHER AT 24"/ 16" OC,ICC-ES (RAMSET ESR-1799) OR,c. ZINC COATED DS 62 P10 (2.5"x0.177") HEAD POWDER DRIVEN FASTENER SHOT W/ 14 GA WASHER AT 16" O.C. ,HILTI ICC-ES ESR-1663 OR EQUAL. NOTE:1. ANCHORS SHALL CONFIRM TO:a. 3/8" Ø TITEN HD WASHER HEAD W/ 2 3/4" EMBED. DEPTH AND BP½-3 BRG. PLATE AT 24" O.C. (ICC ESR 2713),b. ZINC COATED 1524SDP/ 1516SDC HEAD POWDER DRIVEN FASTENER SHOT W/ 14 GA WASHER AT 24"/ 16" O.C., ICC-ES (RAMSET ESR-1799) OR,c. ZINC COATED DS 62 P10 (2.5"x0.177") HEAD POWDER DRIVEN FASTENER SHOT W/ 14 GA WASHER AT 16" O.C. ,HILTI ICC-ES ESR-1663 OR EQUAL. SCALE: NTS. 7 F SCALE: NTS. 8 F SCALE: NTS. 11 F SCALE: NTS. 12 F SEE ARCH. DWG. SEE NOTE 1 (E)SOG UC4A LUMBER@12" O.C.SEE ARCH. DWG. SEE ARCH. DWG. t t/2 (E) SOG PER PLANV.I.F. SOG PER PLAN 3" C L R . 11 #4 12" M I N . UNDISTURBED NATURALSOILS OR ENGINEERED FILL t NOTE:1. SEE ARCHITECTURAL DRAWING FOR EXTENT OF SOG2. IF ANY DISCREPANCIES EXIST BTWN. STRUCTURAL DWGS. AND ARCH. DWGS. ARCH. DWGS. GOVERNED 3" CLR. #4 10" PROJECT CLIENT 0' 2' 4'8'16' SHEET TITLE 2491 CRESTVIEW DR,NEWPORT BEACH, CA 92663 SHELLEY STARR, TBD‪(310) 409-7577‬ SAZAN INC. 2610 Vista Del Oro, Newport Beach, CA 92660 S1.01 TYPICAL S.O.G. AND FOUNDATION DETAILS EXP. 06-30-2024 Date: 05/15/2024 7KHIRXQGDWLRQSODQKDVEHHQUHYLHZHGDQGLVLQFRQIRUPDQFHZLWKWKHJHRWHFKQLFDOUHSRUWUHIHUHQFHGKHUHLQ 6/16/2024 54 0" 0" CONC. GRADE BEAMSEE PLAN GRADE BEAMREINFORCEMENTSEE PLAN DOWEL TO MATCH SHALLOWERGRADE BEAM/SLABREINFORCEMENT BOTTOM REINFORCEMENTOF SHALLOWER GRADE BEAM SEE PLAN CONC.GRADE BEAMSEE PLAN EXTEND TOP GRADE BEAMREINFORCEMENT TOSHALLOWER GRADE BEAM KEY AT JOINTIF REQD. NOTE:1. TRANSVERSE REINFORCEMENT NOT SHOWN FOR CLARITY2. SHALLOWER GRADE BEAM/SLAB TOP AND BOTTOM REINFORCEMENT BARS ARE DISCONTINUED AT TRANSITION JOINT3. TOP REINFORCEMENT BARS OF DEEPER GRADE BEAM/SLAB IS EXTENDED BEYOND TRANSITION JOINT A DISTANCE EQUALTO OR GREATER THAN A TENSION LAP SPLICE4. DOWELS ARE PROVIDED TO MATCH SHALLOWER GRADE BEAM/SLAB BOTTOM REINFORCEMENT THAT IS EMBEDDED INDEEPER GRADE BEAM/SLAB A DISTANCE EQUAL TO OR GREATER THAN TENSION DEVELOPMENT LENGTH. EXTEND DOWELINTO SHALLOWER GRADE BEAM/SLAB A DISTANCE EQUAL TO OR GREATER THAN A TENSION LAP SPLICE. MATCH DOWEL SIZEWITH SHALLOWER GRADE BEAM/SLAB REINFORCEMENT BAR SIZE5. A STANDARD HOOK IS PROVIDED AT TRANSITION JOINT IN THE DEEPER BEAM/SLAB BOTTOM REINFORCEMENT6. BAR COVER IS PROVIDED PER GENERAL NOTES7. IF EXPANSIVE SOIL IS PRESENT, PROVIDE CARTON FORMS BELOW GRADE BEAMS/SLABS 2" C L R . 3" C L R . TYP . t2 Ls 2" t1 Ls T.O. CONC. SIMPSON COLUMN BASESEE SCHEDULE POST SEE PLAN ISOLATED WOOD POST BASE SCHEDULE F4 SIMPSON CB POST SIZE(IN.)SIMPSONCOLUMN BASE REMARKS 4x6 CB46 6x6 CB66 6x8 CB68 6x10 CB640 NOTE:ADJUST FOUNDATION ELEVATIONS SHOWN ON DWGS. IFNECESSARY TO MAINTAIN THE MAX. OF 7 IN 10 SLOPE BTWN.FOUNDATIONS AND ADJACENT EXCAVATIONS FOR DRAINS OROTHER ITEMS LINE OF EXCAVATIONMAINTAIN STABLESLOPE RELATION OF ADJACENT FOUNDATIONS AND EXCAVATIONS F2SCALE: NTS. 12" MIN.12" MIN. F3SCALE: NTS. CONSTRUCTION JOINT DETAIL AT TRANSITION BETWEEN GRADE BEAMS/SLABS OF DIFFERENT DEPTHS SCALE: NTS. 1" CLEAR SLEEVEAROUND PIPE CAULK PIPE TRENCH PIPE NOTES:1. DEPTH OF FOUNDATIONS MAY BE DETERMINED BYLOCATION OF PIPE.2. GENERAL CONTRACTOR SHALL CONSULT WITHMECHANICAL CONTRACTOR TO DETERMINE DEPTH ANDLOCATION OF PIPES.3. NO PIPE INSIDE THE THICKENED PART OF FOUNDATION.4. WHERE PIPES CROSS UNDER THE FOUNDATION AND ARENOT MORE THAN 3' BELOW THE FOUNDATION, EXCAVATIONSHALL BE EXTENDED TO PIPE AND FILLED WITH MASS CONC. 1" CLEAR SLEEVEAROUND PIPE CAULK F1PIPE THRU FOUNDATION 18" MIN. 6" NO EXCAVATIONBELOW LINES NO EXCAVATIONBELOW LINES 6"MIN . 6"MIN . SCALE: NTS. FOR SOIL SLOPESEE CIVIL. DWG. PER SOIL REPORT EXIST OR NEW FOUNDATIONPER PLAN MINIMUM SETBACK REQUIREMENTS F5SCALE: NTS. NOTE:THIS SETBACK SHOULD BE CONSIDER FOR ALL FOUNDATIONS. PROJECT CLIENT 0' 2' 4'8'16' SHEET TITLE 2491 CRESTVIEW DR,NEWPORT BEACH, CA 92663 SHELLEY STARR, TBD‪(310) 409-7577‬ SAZAN INC. 2610 Vista Del Oro, Newport Beach, CA 92660 S1.02 TYPICAL FOUNDATION DETAILS EXP. 06-30-2024 Date: 05/15/2024 7KHIRXQGDWLRQSODQKDVEHHQUHYLHZHGDQGLVLQFRQIRUPDQFHZLWKWKHJHRWHFKQLFDOUHSRUWUHIHUHQFHGKHUHLQ 5/16/2024 55 TYPICAL SHEARWALL SCHEDULE1 W SCALE: NTS. W SCALE: NTS. 2 W SCALE: NTS. 3 NOTE:PRESSURE TREAT ALL SILLS BRG.ON CONC. OR MAS. BLOCK. 9" M A X . 6" M I N . SILL PLATE DETAIL WHERE ANCHOR ROD CONFLICTSW/ STUDS/COMPRESSION POST PLAN 9" MAX.6" MIN.9" MAX.6" MIN.9" MAX.6" MIN.5"MAX.5"MAX. ANCHOR ROD 12" M I N . PROVIDE 1 1/2"x1/8" STRAP W/(4)16dEA. SIDE OF NOTCH OR HOLE WHERENOTCH OR HOLE IS MORE THAN 1/3WIDTH OF SILL PLATE 5/8" ANCHOR ROD @4'-0" O.C.MAX. W/STD. WASHER 7" MIN.EMBED. UNO IN SHEAR WALLSCHEDULE END OFSILLPLATE SILL PLATE 1" MIN.THREADBP/BPS 5/8"(3"x3"x1/4")2x STUDS PER PLAN FOUNDATION REINFORCINGNOT SHOWN FOR CLARITY PROVIDE HOT DIPPED GALV.ANCHOR ROD AND PLATEWASHERS PER PROJECTSPECIFICATIONS 2x PLATEW/(4)16d2x BLK'GW/(2)16d TYPICAL(2)16d END NAILS W SCALE: NTS. 4 OPENING SIMPSON A23SIMPSON A35NOTE:FOR OTHER CONNE. SEE DETAILS 1/S1.21 & 1/S1.23 2 1/2" TO 4" MAX.2 1/2" TO 4" MAX. 8xD A M I N . SIMPSON SP ANCHOR ROD 12" M I N . FORCE TRANSFER AROUND OPENING (FTAO) IN WOOD SHEAR WALL END LENGTH END LENGTH STRAP PER PLAN HOLDOWN PROVIDE HOT DIPPED GALV.ANCHOR ROD AND PLATEWASHERS PER SHEARWALL SCHEDUAL SIMPSON SP9 SIMPSON A23 60d@8" O.C.STAGGER JACKSTUDS PERSCHEDULE ALTERNATE 1/2" GAP SHEATHINGJOINT AT EXT. CONDITION,LOCATED AT JST. MID-HEIGHT DOUBLET.PLATES SIMPSON A35PER SHEARWALLSCHEDUAL JST. OR BLK'G(SEE PLAN FOR JST. DIRECTION)FOR LAG SCREWS, USE MIN.3x BLK'G OR RIM JST. SIMPSON A23 END POST END POST SEE PLAN FOR FOOTING TYPE 1" MIN.THREADBP/BPS 5/8"(3"x3"x1/4") HEADER BEAM SPLICE DISCONTINUOUS TOP PLATEw/(1) CMSTC16 36" EA. SIDE BEAM PER PLAN POST PER PLAN CCQ POST CAP 96" CMSTC16 BENT OVER THEBEAM TO BOTH SIDES OF POST CENTER OF SPLICE "MSTC40" STRAP SHEATHING PER PLAN SIMPSON CCQ NOTE1. PANELS SHALL NOT BE LESS THAN 4'X8', EXCEPT AT BOUNDARIES AND CHANGE IN FRAMING. ALL EDGE OF PANELS SHALL BESUPPORTED BY AND FASTENED TO FRAMING MEMBERS OR BLOCKING.2. ALL SHEAR WALL ARE BLOCKED SHEAR WALLS AND ALL JOINTS IN SHEATHING SHALL OCCUR OVER AND BE FASTENED TOCOMMON FRAMING MEMBERS OR COMMON BLOCKING.3. SHEATHING SHALL NOT BE USED TO SPLICE BOUNDARY ELEMENTS. ALL POSTS, STUDS AND COLUMNS SHALL BE FRAMED TOPROVIDE FULL END BEARING.4. STEEL PLATE WASHERS MAY BE SLOTTED DIAGONALLY WITH A WIDTH OF UP TO 3/16" LARGER THAN THE BOLT DIAMETERAND A SLOT LENGTH NO TO EXCEED 1-3/4" PROVIDED THAT A STANDARD CUT WASHER IS PLACED BETWEEN THE PLATEWASHER AND NUT.5. CONTRACTOR SHALL REVIEW ALL TYPICAL SHEAR WALL CONNECTION DETAILS PRIOR TO START CONSTRUCTION.6. STRUCTURAL PLYWOOD PANELS SHALL BE INSTALLED PRIOR TO ALL THE INSTALLATION OF ANY FRAMING THAT MAYINTERRUPT THE CONTINUITY OF THE PLYWOOD.7. SHEAR WALL SHEATHING SHALL BE 15/32" CD, CC OR BETTER PLYWOOD. W/ ALL EDGES BLOCKED AND NAILED PER THESHEAR WAIL SCHEDULE.8. TYPICAL FASTENERS: 10d COMMON U.N.O. NAILS EXPOSED TO THE EXTERIOR SHALL BE GALVANIZED.9. FRAMING: 2X D.F. TYP. @16" O.C.(MAX.)10. FRAMING & BLOCKING AT ADJOINING PANEL EDGES SHALL BE 3” NOMINAL OR WIDER AND NAILS SHALL BE STAGGERED INTWO ROWS ALONG PANEL EDGES WHERE SPACING IS 3” OR LESS ON CENTER. SHEAR WALL FRAMING AND STUDS SHALL BECONTENTIOUS BETWEEN THE BOTTOM PLATE AND TOP PLATE.11. END NAIL STUDS TO SILL PLATE WITH (2) 20d BOX NAIL INSTEAD OF (2) 16d COMMON NAILS.12. IF NEW ANCHOR BOLTS "REQUIRED AT EXISTING FOUNDATION. PROVIDE 5/8” X MIN. 12” EMBEDMENT INTO EXISTINGCONCRETE EPOXIED ANCHOR BOLTS SPACING SHOWN AT SHEAR WALL SCHEDULE. PROVIDE 3”X3”X1/4” PLATE WASHER.13. CONTRACTOR TO VERIFY THE EXISTING PLYWOOD EDGE NAILING. TYPE OF PLYWOOD USED AND SPACING ON EXISTINGANCHOR BOLTS IN FILED, TYPICAL.14. SPECIAL INSPECTION BY INSPECTOR REQUIRED FOR HOLD-DOWN INSTALLATION INTO EXISTING FOUNDATION.15. SPECIAL INSPECTION IS REQUIRED FOR STRUCTURAL WOOD SHEAR WALL COMPONENTS WITH NAIL SPACING CLOSER THAN4” OC PER CBC 1705.11.2.16. ALL NAILS SHALL BE COMMON NAILS. PROVIDE HOT DIPPED GALVANIZED NAILS AT ALL FIRE TREATED OR PRESSURETREATED PLYWOOD AND STUDS.17. WHERE PLYWOOD IS APPLIED ON BOTH FACES OF A WALL AND NAIL SPACING IS LESS THAN 6" O.C. ON EITHER SIDE, PANELJOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS OR FRAMING SHALL BE 3" NOMINAL OR THICKER ANDNAILS ON EACH SIDE BE STAGGERED. 3x FRAMING SHALL BE USED AT BOTTOM SILL PLATE AND ALL BLOCKING. ELEVATION WALL LENGTH AS SPECIFIEDON PLANS UPPER FLOOR LEVEL 2 S1.21 NOTE: ALTERNATE 1/2" GAP PLYWD.JOINT AT EXT. CONDITION,LOCATED AT JST. MID-HEIGHT TRIMMERS PER TYPICALSTUD WALL FRAMING ATOPENING DETAIL TYPICALPROVIDE EDGE NAILING (E.N.)AT ALL PANEL EDGES TYPICAL PROVIDE FIELD NAILING (F.N.)AT ALL OTHER SUPPORTS BOUNDARY POST, SEE PLANS AND ANCHOR TABLE T.O. CONC. 1/4" GAP(PLYWD. TO T.O. CONC.) 3x (MIN.) SILL PLATE (P.T.D.F.) 2x STUDS @16" O.C. U.N.O. SHT'G SEE SCHEDULE 3x STUDAT ALL ADJOININGPANEL EDGES 3x BLK'GAT ALL ADJOININGPANEL EDGES DOUBLE T.PLATESALTERNATE STAGGERED NAILING JST. OR BLK'G(SEE PLAN FOR JST. DIRECTION)FOR SDS SCREWS, USE MIN.2x BLK'G OR RIM JST. SILL PLATE NAILINGS OR SIMPSONSDS SCREWS TO JST. OR BLK'GSEE SCHEDULE (2) 2x OR 3x SILL PLATE OPENING WHERE OCCURS 8x D A MIN . 12 " M I N . ANCHOR ROD 1" MIN.THREAD **15/32" STRUCTURAL I OSB CAN BE USED INSTEAD OF 15/32" PLYWOOD BP/BPS 58" (3"x3"x14") ***SIMPSON THDB62100H SHALL BE USE FOR ANCHORING INTO THE EXISTING FOUNDATION, UNO ON PLANS SWXB 18. NAILS SHALL BE PLACED AT LEAST 3/8" FROM PANEL EDGES AND ENDS AT LEAST 1/2" FROM THE EDGE OF THE CONNECTINGMEMBERS.19. SIMPSON 'LTP4' FRAMING ANCHOR MAY BE APPLIED OVER 1/2" SHEATHING WITH 8d COMMON NAILS IN LIEU OF 8d X1- 1/2" NAILS.20. INDICATES SHEATHING OCCURS ON BOTH SIDES OF WALL AS SHOWN ON PLAN.21. SHEATHING NAILS OR OTHER APPROVED SHEATHING CONNECTORS SHALL BE DRIVEN SUCH THAT THEIR HEAD OR CROWN ISFLUSH WITH THE SURFACE OF THE SHEATHING. OVER-DRIVEN NAILS WILL BE DEEMED UNSATISFACTORY.22. PROVIDE A SINGLE 3X NOMINAL OR WIDER FRAMING MEMBER AT BOTTOM SILL PLATE AND BEHIND VERTICAL AND HORIZONTALEDGES, MINIMUM 1/2" EDGE NAILING DISTANCE AT PANEL ENDS AND EDGES, AND STRUCTURAL OBSERVATION PER GENERALNOTES.23. PL1/4''X3''X3" CAN BE USED IN 6" WALLS WHEN STAGGERED.24. ANCHOR BOLT WASHERS SHALL BE EXTENDED TO WITHIN 1/2 " OF THE EDGE OF THE BOTTOM PLATE ON THE SIDES WITHSHEATHING. 25. THE HOLE IN THE PLATE WASHER IS PERMITTED TO BE DIAGONALLY SLOTTED WITH A WIDTH OF UP TO 3/16" LARGER THANTHE BOLT DIAMETER AND A SLOT LENGTH NOT TO EXCEED 1-3/4", PROVIDED THAT A STANDARD CUT WASHER IS PLACEDBETWEEN THE PLATE WASHER AND THE NUT. 26. WHEN FASTENERS CONNECTING THE TWO FRAMING MEMBERS ARE SPACED LESS THAN 4" IN CENTER, THEY SHALL BESTAGGERED. 27. WHERE ANY OF THE FOLLOWING CONDITIONS OCCUR, THE WIDTH OF THE NAILED FACE OF A COMMON FRAMING MEMBER ORBLOCKING AT ADJOINING PANEL EDGES SHALL BE 3" NOMINAL OR GREATER AND NAILING SHALL BE STAGGERED AT ALL PANELEDGES:27.1. NAIL SPACING OF 2" ON CENTER AT ADJOINING PANEL EDGES IS SPECIFIED, OR 27.2. 10D COMMON NAILS HAVING PENETRATION INTO FRAMING MEMBERS AND BLOCKING OF MORE THAN 1-1/2" ARE SPECIFIED AT3" ON CENTER,OR LESS AT ADJOINING PANEL EDGES, OR 27.3.THE NOMINAL UNIT SHEAR CAPACITY OF THE SHEAR WALL EXCEEDS 350 PLF.PROVIDE 3X SILL/BOT PLATE AND FRAMINGMEMBERS FOR SHEAR WALLS WHERE ALLOWABLE SHEAR VALUE EXCEEDS 350 PLF. NO PENETERATION OR CUTTING IS ALLOW INTHE SHEAR WALL PANELS AND STUDS JST. OR BLK'GANCHORS TO DOUBLET.PLATES, SEE SCHEDULE AT 4" WALLS: PROVIDE1/4"X3"X3" STEEL WASHERUNDER EACH NUT. AT 6"WALLS: PROVIDE 1/4"X5"X5"STEEL WASHER UNDER EACHNUT. ALL STEEL PARTS SHALLBE HOT DIPPED GALVANIZED SHEAR WALL SCHEDULE SEE NOTE 10 10d @6:12 SIMPSON SDS25600 @ 14" O.C.ALT 16d @ 4" O.C.285 PLF (ASD)2x BLK. & STUD AT ALL EDGES 15/32" APA RATED 4-PLYOR 5-PLY STRUCT-I PLYWD. (PI 32/16)10d @6:12 10d @4:12 10d @2:12 10d @4:12 10d @3:12 10d @2:12 UPPER FLOORSILL PLATE NAILING ANCHOR ROD SPACING WALL CAPACITY(REDUCE 10% FOR FIRETREATED WOOD SEE NOTES) NAILINGMATERIALTYP. SW3B SW4B SW2B SW4 SW2 SW1 SW1A (EDGE:FIELD) W/ MIN. 1 1/2'' PENETRATION W/ MIN. 1 1/2'' PENETRATION W/ MIN. 1 1/2'' PENETRATION W/ MIN. 1 1/2'' PENETRATION W/ MIN. 1 1/2'' PENETRATION W/ MIN. 1 1/2'' PENETRATION W/ MIN. 1 1/2'' PENETRATION SIMPSON SDS25600@ 4'' O.C. 15/32" APA RATED 4-PLYOR 5-PLY STRUCT-I PLYWD. (PI 32/16) 15/32" APA RATED 4-PLYOR 5-PLY STRUCT-I PLYWD. (PI 32/16) 15/32" APA RATED 4-PLYOR 5-PLY STRUCT-I PLYWD. (PI 32/16)BOTH SIDES15/32" APA RATED 4-PLYOR 5-PLY STRUCT-I PLYWD. (PI 32/16)BOTH SIDES15/32" APA RATED 4-PLYOR 5-PLY STRUCT-I PLYWD. (PI 32/16)BOTH SIDES SIMPSON SDS25600 @ 14" O.C.ALT 16d @ 4" O.C. SIMPSON SDS25600 @ 9" O.C.ALT 16d @ 3 1/2" O.C. SIMPSON SDS25600@ 4'' O.C. SIMPSON SDS25600@ 3'' O.C. SIMPSON SDS25600@ 2'' O.C. STAGGERED 310 PLF (ASD)2x BLK. & STUD AT ALL EDGES 465 PLF (ASD)3x BLK. & STUD W/ STGG. NAILAT ALL EDGES 800 PLF (ASD)3x BLK. & STUD W/ STGG. NAILAT ALL EDGES 935 PLF (ASD)3x BLK. & STUD W/ STGG. NAILAT ALL EDGES1220 PLF (ASD)3x BLK. & STUD W/ STGG. NAILAT ALL EDGES1600 PLF (ASD)3x BLK. & STUD W/ STGG. NAILAT ALL EDGES 10d @3:12SW3W/ MIN. 1 1/2'' PENETRATION SIMPSON SDS25600@ 6'' O.C.15/32" APA RATED 4-PLYOR 5-PLY STRUCT-I PLYWD. (PI 32/16) 610 PLF (ASD)3x BLK. & STUD W/ STGG. NAILAT ALL EDGES SIMPSON A35 @16" O.C.ALT. SIMPSON LTP4 @16" O.C. SIMPSON A35 @10" O.C.ALT. SIMPSON LTP4 @10" O.C. SIMPSON A35 @8" O.C.ALT. SIMPSON LTP4 @8" O.C. SIMPSON A35 @6" O.C.ALT. SIMPSON LTP4 @6" O.C. SIMPSON A35 @5" O.C.ALT. SIMPSON LTP4 @5" O.C. SIMPSON A35 @8" O.C. EA. SIDEALT. SIMPSON LTP4 @8" O.C. EA. SIDE SIMPSON A35 @6" O.C. EA. SIDEALT. SIMPSON LTP4 @6" O.C. EA. SIDE SIMPSON A35 @22" O.C.ALT. SIMPSON LTP4 @22" O.C. 5/8"ø @32" O.C.W/7" EMBEDMENT(2 MIN.)5/8"ø @32" O.C.W/7" EMBEDMENT(2 MIN.)5/8"ø @24" O.C.W/7" EMBEDMENT(2 MIN.)5/8"ø @18" O.C.W/7" EMBEDMENT(3 MIN.)5/8"ø @16" O.C.W/7" EMBEDMENT(3 MIN.)5/8"ø @12" O.C.W/7" EMBEDMENT(3 MIN.)5/8"ø @9" O.C.W/7" EMBEDMENT(3 MIN.) 5/8"ø @48" O.C.W/7" EMBEDMENT(2 MIN.) 15/32" APA RATED 4-PLYOR 5-PLY STRUCT-I PLYWD. (PI 32/16) SILL/BOTPLATE 2x 3x 3x 3x 2x 3x 3x 3x SHEAR TRANSFER AT DOUBLETOP PLATE PROJECT CLIENT 0' 2' 4'8'16' SHEET TITLE 2491 CRESTVIEW DR,NEWPORT BEACH, CA 92663 SHELLEY STARR, TBD‪(310) 409-7577‬ SAZAN INC. 2610 Vista Del Oro, Newport Beach, CA 92660 S1.21 TYPICAL WOOD DETAILS EXP. 06-30-2024 Date: 05/15/2024 56 SHEARWALL STRAP DETAIL3 FA C E N A I L S 7 1/2" FA C E N A I L S SHEARWALL STRAP DETAIL W SCALE: NTS. BENT 90 (38)10dCOMMON NAILSMIN. LENGTH 21" START NAILS 1 1/2"UP FROM END OFSTUD NO NAILS REQUIRED FLOOR FRAMING PER PLAN MIN. (2) 2x OR 4x SIMPSON STRAPPER PLAN BENT 90 (38)10dCOMMON NAILSMIN. LENGTH 21" START NAILS 1 1/2"UP FROM END OFSTUD NO NAILS REQUIRED FLOOR FRAMING PER PLAN SILL PLATE PERSHEAR WALLSCHEDULE SIMPSON STRAPPER PLAN SHT'G PER PLAN STRAP STUD/POST # OF NAILS @ EA. ENDLENGTH(SINKER OR BOX NAILS)CAPACITY LENGTH A (1)CS14 2x4 (15)16d 2490# 18" B (2)CS14 (2)2x4 (15)16d EA. STRAP 4980# 18" C (3)CS14 4x6 (15)16d EA. STRAP 7470# 18" DCMST14 4x4 (40)16d 6490# 38" ECMST12 4x6 (52)16d 9200# 48" F (2)CMST14 4x8 (40)16d EA. STRAP 12980# 38" G (2)CMST12 6x8 (52)16d EA. STRAP 18400# 48" STUDS PERPLAN SHEAR PANELPER PLAN STRAP PER PLAN(ONLY APPLIED FORSTRAP TYPE A,B&C) BEAM PER PLAN STUDS PERPLAN SHEAR PANELPER PLAN STRAP PER PLAN(ONLY APPLIED FORSTRAP TYPE A,B&C) SOLID BLK'G SAMESIZE POST ABV. DOUBLE TOPPLATES SOLID BLK'G SAMESIZE POST ABV. HEADER PER PLANMIN. 11 1/4" DEPTH HOLDOWN STRAP ONFLUSH BEAM CONDITION HOLD DOWN STRAP ONHEADER CONDITION HOLD DOWNPER PLAN SHEATHINGPER PLAN BEAMPER PLAN FOR DRESSED SIZE LUMBERITS OK TO COUNTERSINK1Y2" FOR BOLT & WASHER.DO NOT OVER CUT. USE MIN.4"DIA.xY4." WASHER (UNO).DO NOT CUT/ NOTCH, ANYMANUFACTURED WOODBEAMS/HEADERS. HOLD DOWN TO BEAM POST PER PLAN HOLD DOWNPER PLAN HOLD DOWNPER PLAN POST PER PLAN STUD, POST OR TRIMMERPER TABLE DBL. STUDS &STRAPS © CONDITION "B"PROVIDE EDGE NAILINGOF SHEAR PANEL ALONGALL STUDS. STUD, POST OR TRIMMER PER TABLE ABOVE.DBL. STUDS & STRAPS © CONDITION "B"PROVIDE EDGE NAILING OF SHEAR PANELALONG ALL STUDS. SIMPSON STRAPPER PLAN EN D L E N G T H EN D L E N G T H EN D L E N G T H EN D L E N G T H SOLID RIM OR BLK'G. SAMEWIDTH AS POST ABV. & BELOW@ LOCATION OF STRAP. WHENW/ FLOOR. TRUSS, PROVIDE WEBFILLERS AS NEEDED TO RECEIVENAILING FROM STRAP. CLE A R S P A N RIM BOARD/SOLID BLK'GDOUBLE TOP PLATES(UNO ON PLANS) SILL PLATE PERSHEAR WALLSCHEDULE SHEATHINGPER PLANPROVIDE MIN.END DISTANCEOF 1 5/8" FOR16d NAILS W SCALE: NTS. HOLDOWN STRAP DETAIL SHEATHING EDGE AT BOTTOM PLATE(SINGLE ROW AND DOUBLE ROW OF FASTENERS) 34" SPACINGSINGLE ROW OF FASTENERS 1 SPACING 34" SHEATHING EDGE AT TOP PLATE(SINGLE ROW AND DOUBLE ROW OF FASTENERS) SINGLE ROW OF FASTENERS DOUBLE ROW OF FASTENERS 12" 12" SPACING SPACING DOUBLE ROW OF FASTENERS 12" 12" SPACING SPACING DOUBLE ROW OF FASTENERS SINGLE ROW OF FASTENERS 12" 12" SPACING SPACING SPACING 34" W SPACING (FOR SHEAR WALL DESIGN) 34"A- SECTION A 34" SPACING(SINGLE ROW SHOWN) PANEL EDGE PANEL EDGE PANEL EDGE PANEL EDGE BLOCKING, SAMESPECIES AS TOPAND BOTTOM PLATES(2xFLATWISE SHOWN) INCREASE STUDNAILING FOR UPLIFT(EACH SIDE OFHORIZONTAL JOINT) INCREASE STUDNAILING FOR UPLIFT(EACH SIDE OFHORIZONTAL JOINT) PANEL EDGE PANEL EDGE PANEL EDGE PANEL EDGE SHEATHINGSPLICE PLATE PANEL EDGE SHEATHINGSPLICE PLATE 2x FLAT WISEBLOCKING SHEATHING SPLICEPLATE, SAMETHICK. ANDFACE GRAINORIENTATION ASSHEATHING PANEL ATTACHMENT PANEL SPLICE OCCURRING OVER HORIZONTAL FRAMING MEMBER PANEL SPLICE OCCURRING ACROSS STUDS SHEATHING SPLICE PLATE (ALTERNATE DETAIL) SHEAR PANEL ATTACHMENT AND SPLICE 4x4 WITH (2)2x4 (2)2x4 4x4 WITH 2x4 BUILT UP POST 112" 312" 112" 2 12" 6" 6" 1 12"1 12" 112" 312" 112" 312" 8" 8" 112" 112"112" USE ROWS OF STAGGERED 30d COMMON WIRE NAILS(D=0.207'' , L=4 1/2'') FOR 4X WITH (1)2X 112" 312" 112" 312" 6" 6" 312"112" USE ROW OF STAGGERED 60d COMMONWIRE NAILS (D=0.238'' , L=6'') FOR 4X WITH (2)2X 312" 8" 8" 312"112"112" 112" 312" 112" STRAP DETAIL W SHEATHINGPER PLAN 2X RIM JST.BLK'G L L EDGE NAILINGPER PLAN NOTE HEADERPER PLAN HORIZONTAL STRAPPER PLAN JACK PER PLAN SHEAR WALLPER PLAN 2X STUDSPER PLAN 16d @12" O.C. SHEATHINGPER PLAN JST. PER PLANBLK'G L L HORIZONTAL STRAPPER PLAN POST PERPLAN SHEAR WALLPER PLAN 2X STUDSPER PLAN CONNECTION PER PLAN IFCONNECTION NOT MENTIONED INPLAN SEE WALL SHEET ON 01/S1.24 KING PER PLAN CONNECTION PER PLAN BEAM PERPLAN 16d @12" O.C. SHEATHINGPER PLAN JST. PER PLANBLK'G L L HORIZONTAL STRAPPER PLAN POST PERPLAN SHEAR WALLPER PLAN 2X STUDSPER PLAN CONNECTIONPER PLAN BEAM PERPLAN 16d @12" O.C. A35 PERSHEARWALLSCHEDULE A35 PERSHEARWALLSCHEDULE A35 PER SHEARWALLSCHEDULE DBL. 2X TOPPLATE DBL. 2X TOPPLATE DETAIL A STRAP L (MIN. ENDLENGTH (IN.) INSTALLED IN EVERY HOLE) MIN. FASTENERS CAPACITY(lb) C16 11"(18) 0.148 x 2 1/2 1700 ^ϭϰ 13"(24) 0.148 x 2 1/2 2390 D^dϭϲ 19"(48) 0.148 x 2 12 4610 D^dϭϰ 27"(58) 0.148 x 2 1/2 5770 D^dϭϮ 35"(76) 0.148 x 2 1/2 8320DETAIL B DETAIL C SCALE: NTS. 2 SCALE: NTS. 5 7 DETAIL-A USE ROW OF STAGGERED 10d COMMONWIRE NAILS (D=0.148'' , L=3'') FOR 2-PLY DETAIL-B USE ROW OF STAGGERED 30d COMMONWIRE NAILS (D=0.207'', L=4 1/2'') FOR 3-PLY (3)2x4 DETAIL-C DETAIL-D SCALE: NTS. W 4 BEAM TO SHEAR WALL CONNE. DETAIL 1/16" MAX. OVER-SIZE HOLE SHOULD BE AT THECENTER OF THE BEAM SCHEDULE WASHER DESIGN OF HOLD DOWN LOCK WASHER & NUT THREADED ROD WASHER PER SCHEDULE SIMPSON HOLD DOWNPER PLANPOST PER PLAN SHEATHINGPER PLAN BEAM PER PLAN SIMPSON HOLDOWN L W(B E A M W I D T H ) WASHER PLATE L MARK(PER PLAN)BEAM SECTIONMIN.LENGTH(L)(IN.)WIDTH(IN.)THICKNESS(IN.) HDU2 4x (3.5")3 1/2 3 1/2 1/2 HDU4 4x (3.5")5 1/2 3 1/2 1/2 HDU5 4x (3.5")5 1/2 3 1/2 3/4 HDU8 4x (3.5")5 1/2 3 1/2 3/4 HDU11 6x (5.25")5 1/2 5 1/4 3/4 HDU14 6x (5.25")7 5 1/4 1 HD19 8x (7")771 W SCALE: NTS. HEADER TO SHEAR WALL CONNECTION DETAIL6 1/16" MAX. OVER-SIZE HOLE SHOULD BE ATTHE CENTER OF THE BEAM (2) 2x BLK'G FLOOR JOISTPER PLAN HOLD DOWNPER PLAN WASHER PER SCHEDULE STUD OR POSTPER PLAN THREADEDROD HEADER PER PLAN LOCK WASHER & NUT SCHEDULE WASHER DESIGN OF HOLD DOWN SIMPSON HOLDOWN L W(B E A M W I D T H ) WASHER PLATE MARK(PER PLAN)BEAM SECTIONMIN.LENGTH(L)(IN.)WIDTH(IN.)THICKNESS(IN.) HDU2 4x (3.5")3 1/2 3 1/2 1/2 HDU4 4x (3.5")5 1/2 3 1/2 1/2 HDU5 4x (3.5")5 1/2 3 1/2 3/4 HDU8 4x (3.5")5 1/2 3 1/2 3/4 HDU11 6x (5.25")5 1/2 5 1/4 3/4 HDU14 6x (5.25")7 5 1/4 1 HD19 8x (7")771 L W SCALE: NTS. SCALE: NTS. PROJECT CLIENT 0' 2' 4'8'16' SHEET TITLE 2491 CRESTVIEW DR,NEWPORT BEACH, CA 92663 SHELLEY STARR, TBD‪(310) 409-7577‬ SAZAN INC. 2610 Vista Del Oro, Newport Beach, CA 92660 S1.22 TYPICAL WOOD DETAILS EXP. 06-30-2024 Date: 05/15/2024 57 1 W SCALE: NTS. EXT. WALL ELEVATION (FOR SHEARWALL, SEE SHEARWALL DETAIL) 2 MIN. DIM. OF HEADER FOR NON-LOAD BRG. WALL NOTES:1. HEADER SCHEDULE SHALL NOT BE USED AT LOCATION WHERE HEADERS SUPPORTOTHER STRUCTURAL ELEMENTS SUCH AS BRG. WALLS, BEAMS, OR POSTS.2.SPANS OVER 12' TO BE SPECIFICALLY SHOWN ON THE PLANS.3.(2)2X OR (3)2X MAY BE USED IN-LIEU OF 4X & 6X MEMEBERS RESPECTIVELY. W SCALE: NTS. 3 W SCALE: NTS. POST SPLICE CONNE. DETAIL POST SEE PLAN SIMPSON A34 W/ SDSSCREW EA. SIDE JOIST SEE PLANFOR DIRECTION POST SEE PLAN (2)2x TOP PLATE PROVIDE SOLID BRG.UNDER POST/JACK STUD SILL PLATE 2x STUD WHERE OCCUR 2x STUD WHERE OCCUR SIMPSON A34 OPTION I NOTE:1. NAILS CONNECTING SIMPSON DTC CLIP TO JOIST SHALL BE HAMMERED NEARLY FLUSH, NOT COMPLETELYFLUSH. NAILS CONNECTING SIMPSON DTC CLIP TO TOP PLATE SHALL BE HAMMERED FLSUH.2. AT CONTRACTOR'S OPTION PROVIDE (1)2x TOP PLATE AND (1)1x TOP PLATE IN LIEU OF (2)2x TOP PLATES.GAP SHALL BE GREATER THE 1/2" BUT LESS THAN OR EQUAL TO 1 IN.3. 2x BLK'G AT PLYWOOD JOINTS OR WHERE WALL EXCEEDS 10'-0" IN HEIGHT SIMPSON DTC NON-LOAD BRG. PARTITIONS CONNE. 16d@48" O.C. 4 W SCALE: NTS. SHEATHINGPER PLAN NON-LOAD BRG.STUD WALL(2) 2 X SILL PLATEOR 3X SILL PLATE (2)2x TOP PLATESEE NOTE #2 16d@48" O.C. SHEATHINGPER PLAN NON-LOAD BRG.STUD WALL(2) 2 X SILL PLATEOR 3X SILL PLATE (2)2x TOP PLATESEE NOTE #2 SIMPSON "DTC"CLIP @48"OC w/ (4)8dNAILS TO BASE AND(2)8d NAILS TO JOISTSEE NOTE 1 10d@4" O.C.AT BLK'G PROVIDE 2x BLK'G(DEPTH TO SUIT)BTWN. WOODJOISTS @48" O.C.(MAX.) 2x STUD SEEARCH.FOR SIZE ANDSPACING2x STUD SEE ARCH.FOR SIZE AND SPACING 1" C L R . 1" C L R . NON-LOAD BRG. PARTITIONS CONNE.5 W SCALE: NTS. NOTE:1. AT CONTRACTOR'S OPTION PROVIDE(1)2x TOP PLATE AND (1)1x TOP PLATE INLIEU OF (2)2x TOP PLATES. GAP SHALL BEGREATER THE 1/2" BUT LESS THAN OREQUAL TO 1 IN.2. 2x BLK'G AT PLYWOOD JOINTS ORWHERE WALL EXCEEDS 10'-0" IN HEIGHT3. INSTALL SDPW PER SIMPSONRECOMMENDATION. OPTION II 16d@48" O.C. SHEATHINGPER PLAN NON-LOAD BRG.STUD WALL (2) 2 X SILL PLATEOR 3X SILL PLATE 16d@48" O.C. SHEATHINGPER PLAN NON-LOAD BRG. STUD WALL (2) 2 X SILL PLATEOR 3X SILL PLATE SIMPSON SDPWSCREW @ 48" O.C. PROVIDE 2x BLK'G W/(3)10d FROM PLYWOOD 2x STUD SEEARCH.FOR SIZE ANDSPACING (2)2x TOP PLATE1/2 " M I N . 3/ 4 " M A X . GAP 34" OFFSET WHERE NON-BRG. STUD WALLOCCURS ABV. ONLY, PROVIDE2X6@48" O.C. IN LIEU OF 2X BLOCK NON-LOAD BRG. STUDWALL SIMPSON SDPWSCREW @ 48" O.C. 1/2 " M I N . 3/ 4 " M A X . GAP 34" OFFSET 3/4 " M I N . SHEATHINGPER PLAN (2)2x TOP PLATE OR(1)2x + (1)1x TOPPLATES SIMPSON SDPW SCREW USE SDPW19600FOR (2)2x TOP PLATES AND SDPW14600FOR (1)2x + (1)1x TOP PLATES 1/2 " M I N . 3/ 4 " M A X . GA P 34" OFFSET 3/4 " M I N . 3/8" PRE-DRILLEDHOLE THROUGHTOP PLATES ONLY SUPPORTINGMEMBEROVERHEAD 10 " SIMPSON THDB62100H SIMPSON HOLDOWNSIMPSON LSTHSIMPSON A35 SIMPSON CCQANCHOR ROD 1" MIN.THREAD 12" M I N . BP/BPS 5/8"(3"x3"x1/4") SIMPSON CBSIMPSON A34 NOTE:1. FOR CLARITY, ONLY TYPICAL CONNECTIONS ARE SHOWN*NOT MORE THAN SPECIFIED SPACING FOR ANCHOR ROD ON SHEAR WALL SCHEDULE.2. BEARING WALLS SHALL BE SHEATHED ON NOT LESS THAN ONE SIDE OR BRIDGING SHALL BE INSTALLED NOT GREATER THAN 4 FEET APARTMEASURED VERTICALLY FROM EITHER END OF THE STUD. 2x BLKG SHALL BE PROVIDED AT PLYWD JOINTS FOR ALL WALLS.3. THE HOLE IN THE PLATE WASHER IS PERMITTED TO BE DIAGONALLY SLOTTED WITH A WIDTH OF UP TO 3/16"LARGER THAN THE BOLT DIAMETERAND A SOLT LENGTH NOT TO EXEED 1-3/4",PROVIDED THAT A STANDARD CUT WASHER IS PLACED BETWEEN THE PLATE WASHER AND THE NUT.4. FOR THE BALANCE OF NAILING, SEE CBC TABLE 2304.10.1 ON SHEETS S0 SERIES. 4 1/2" MIN. 12" MAX.TYP. AT ALLDISCONTINUOUSSILL PLATES* TYP. DBL TOP PLATE FACENAILING 16d@16" O.C. (4)16d AT CORNERSPARTITIONS, TYP. (3)8d COMMONdKE/>͘:K/^d FLOOR OR ROOF SHEATHINGSEE PLAN BLK'G ORCONTINUOUS RIM JOIST (4)8d COMMONdKE/> 16d@12"OC ATCORNER STUDS CORNER STUDSPER TYP. DETAIL TYP. EXT. SHEATHING W/ EN. @ 6" O.C.& FINAL @ 12" O.C., UNO DOUBLE 2x JACK STUD & KING STUDSFOR SPANS GREATER THAN 6'-0" 2x STUDS @ 16"OCUNO16d @ 12"OC AT DBLKING STUD & JACK STUD SEE NOTE 2 DOUBLE 2x SILL FOROPNG. OVER 6'-0"PL. SPLICE POST POST CAP SEE PLAN SIMPSON A35, SHEAR TRANSFER CLIPS ORNAILING SEE PLAN & SHEARWALL TABLE (2)2x TOP PLATE 8x D A MIN . 4' MAX. UNO L<8'-1" SIMPSON A34 EA. END SIMPSON A34 EA. ENDPL. SPLICE 4'-0" MIN. SIMPSON A34EACH END C.L. SPLICE ATUPPER PLATE C.L. SPLICE ATLOWER PLATE SIMPSON MSTA 49 EA. SIDE (2) SIMPSONMSTA49 (2)16d EA. SIDE OF SPLICE THDB62100H BP/BPS5/8-3 SIMPSON A34 FOUNDATION ATTACH JACK STUD TO KING STUDW/ 16d@12" OC STAGGERED, TYP. SIMPSON A34EACH END SIMPSON A34EACH END SIMPSON CB SIMPSON A34 SIMPSON A34W/ SD SCREW 2x WINDOW SILL WHEREOCCURS (2)2x SILL ATOPNG. WIDER THAN 4'-0") 2x WINDOW SILL WHERE OCCURS (2)2xSILL AT OPNG. WIDER THAN 4'-0") SIMPSON A35 SOLID BLOCKINGUNDER ABOVE POSTS SOLID BLOCKINGUNDER ABOVE BEAMSSOLID BLK'G UNDERABV. POSTS (2)10d TOE NAILS(ADD SIMPSON A34AT OPENING WIDERTHAN 6'-0") SIMPSON A34 W/SD SCREW,TYP.4 1/2" MIN.12" MAX.*4 1/2" MIN.12" MAX.*4 1/2" MIN. 12" MAX.TYP. AT ALLDISCONTINUOUSSILL PLATES* 4 1/2" MIN. 12" MAX.TYP. AT ALLDISCONTINUOUSSILL PLATES* SIMPSON A34 SIMPSON A35 4 1/2" MIN. 12" MAX.TYP. AT ALLDISCONTINUOUSSILL PLATES* PROVIDE STUDBELOW SPLICE PROVIDE STUDBELOW SPLICE OPENING OPENING OPENING OPENING OPENING (4)16d COMMON NAIL FOR 2X KING(4)40d COMMON NAIL FOR 4X KINGTYP.SIMPSON MSTA49 ON EACH JACKSTUD UNO PERPLAN(TYP.) TYPICAL(2)16d END NAILS 2x PLATEW/(4)16d 2x BLK'GW/(2)16d HEADER SCHEDULE (SEE NOTES BELOW) UNLESS NOTED OTHERWISE ON PLANS OPG. WIDTH MIN. HEADER SIZE MIN. NUM. OF FULL HEIGHT STUD MIN. NUM. OF JACK STUDNON-BRG. INT .WALL ≤4'-0"4x4/4x6 FLAT 22 4'-0"≤W≤6'-0"4x6/6x6 22 6'-0"≤W≤8'-0"4x8/6x8 22 8'-0"≤W≤10'-0"4x10/6x10 33 10'-0"≤W≤12'-0"4x12/6x12 33 BEAM PER PLAN PROJECT CLIENT 0' 2' 4'8'16' SHEET TITLE 2491 CRESTVIEW DR,NEWPORT BEACH, CA 92663 SHELLEY STARR, TBD‪(310) 409-7577‬ SAZAN INC. 2610 Vista Del Oro, Newport Beach, CA 92660 S1.23 TYPICAL WALL DETAILS EXP. 06-30-2024 Date: 05/15/2024 58 D* L/3 2" MIN. DIM W/ NO DRILLED HOLESNOTCHES OR SLOTS IN THE AREA NOTES:1. THE TENSION SIDE OF MEMBERS W/ 4" OR GREATER IN NOMINAL THICK. SHALL NOT BE NOTCHED EXCEPT AT THE ENDS OFTHE MEMBERS.2. NOTCHES ON THE ENDS OF JOISTS SHALL NOT EXCEED ONE-FOURTH THE JOIST DEPTH.3. NOTCHES IN TOP OR BOT OF JOISTS SHALL NOT EXCEED ONE-THIRD OF THE JOIST DEPTH.4. NOTCHES SHALL NOT BE LOCATED IN THE MIDDLE THIRD OF THE SPAN.5. HOLES BORED IN JOISTS SHALL NOT BE WITHIN 2" OF THE TOP OR BOT OF THE JOIST.6. UNLESS APPROVED BY MANUF. , HOLES SHALL NOT BE LARGER THAN D/3 AND 4".7. HOLES SHALL NOT BE PLACED CLOSER THAN THE GREATER OF D AND 0.1L FROM THE END OF THE MEMBER.8. CLEAR DISTANCE BTWN. THE HOLES SHALL NOT BE LESS THAN THE GREATEST OF TWO TIMES THE ADJACENT HOLES, D/3AND 2".9. THE DIA. OF ANY SUCH HOLE SHALL NOT EXCEED ONE-THIRD THE DEPTH OF THE JOIST.10. WHERE THE MEMBER IS ALSO NOTCHED. THE HOLE SHALL NOT BE CLOSER THAN 2" TO THE NOTCH.11. UNLESS PERMITTED BY MANUF. , CUTS, NOTCHES AND HOLES BORED IN TRUSSES, STR. COMPOSITE LUMBER, STR.GLUE-LAMINATED MEMBERS, CROSS-LAMINATED TIMBER MEMBERS OR I-JOISTS SHALL NOT BE PERMITTED.ϭϮ͘>>EKd,^^,Kh>^>t/d,tdZͲZW>>Ed^>Z͕/DD/d>z&dZhdd/E'13. ROUND THE SQUARE CORNER OF THE NOTCH TO A MIN. 1/2" RADIUS. DD/6 M A X . D/3 MAX. D/4 L/3 L/3 MAX. (D, L/10)*"D" IS THE ACTUAL MEMBER DEPTH L/3 L/3 L/3 >2 TIME THE LARGER BOREDIAMETER BUT NOTLESS THAN D/3 AND 2'' MAX. HOLE PERMITTEDIS (D/3) ONE THIRDOF RAFTER DEPTH D* *"D" IS THE ACTUAL MEMBER DEPTHMAX. (D , L/10) CUTTING, NOTCHING AND BORING IN SAWN LUMBER BEAM W SCALE: NTS. COMPRESSIONSIDE λ = 6" MIN. WHEN L/D>11, OR L/D MIN. WHEN L/D<11 NOTE:FOR BEAM DEPTH OF 3-1/2, 5-1/2, AND 7-1/4", THE MAXIMUM HOLE DIAMETER IS 3/4, 1-1/8, AND 1-1/2", RESPECTIVELY. FORDEEPER BEAMS, THE MAXIMUM HOLE DIAMETER IS 2". THE MAXIMUM NUMBER OF HOLES FOR EACH SPAN IS LIMITED TO 3.HOLES SHOULD NOT BE CUT IN CANTILEVERS. (A) SQUARE END BRG. COMPRESSIONSIDE (B) SLOPE END BRG.(C) SLOPED END CUT FORROOF DRAINAGE MAX. 1/3OF THE SPAN (D) COMPRESSION SIDE NOTCH 0.4D MAX. De> 0.6D MAX. 1/3OF THE SPAN <0.5D D (E) TENSION SIDE NOTCH 0.1D MAX. De> 0.9D D ZONES WHERE HOR. HOLES ARE PERMITTEDFOR PASSAGE OF WIRES, CONDUIT, ETC. PERMISSABLE HOR. ROUND HOLE LOCATIONS FORLVL BEAMS UNDER UNIFORM LOADS D D <0.5D D D De> 0.6D L/3 L/3 L/3 MIN. HOR. SPACING=2x DIA. OF THELARGEST HOLE CUTTING, NOTCHING AND BORING IN ENGINEERED WOOD BEAMS (LVL, PSL, LSL)W SCALE: NTS. D ZONES WHERE 1" OR SMALLER DIA. HOR. HOLES AREPERMITTED FOR PASSAGE OF WIRES, CONDUIT, ETC.A) THE MAX. NUMBER OF HOLES FOR EA. SPAN SHALL NOTEXCEED 3 AND B) THE HOLE MUST NOT BE CUT IN CANTILEVERS. ZONES WHERE 1" OR SMALLER DIA. HOR. HOLES AREPERMITTED IN A UNIFORMLY LOADED BEAM (D> 7-1/4") L MIN. 2x DIA. OF THELARGEST HOLE Y Y Y D/3 D/3 D/3 D/3 D/3 D/3 W SCALE: NTS. 1 DETAIL A PLAN NOTE:ALL BLOCKED AND UNBLOCKED DIAPHRAGMS (ROOF AND FLOOR) SHALL BE CONSTRUCTED AS FOLLOWS:1. REVIEW THE PLAN NOTES AND DRAWINGS FOR ADDITIONAL REQUIREMENTS OF FLOOR AND ROOFCONSTRUCTIONS.2. WOOD STRUCTURAL PANELS SHALL CONFORM TO THE REQUIREMENTS FOR THEIR TYPE IN DOC PS 1 OR DOC PS2.3. WHERE DIAPHRAGMS ARE DESIGNATED AS BLOCKED, ALL JOINTS IN SHEATHING SHALL OCCUR OVER AND BEFASTENED TO COMMON FRAMING MEMBERS OR COMMON BLK'G. THE SIZE AND SPACING OF FASTENERS ATWOOD-FRAME DIAPHRAGM BOUNDARIES AND PANEL EDGES SHALL BE AS SPECIFIED ON THESE DWGS.4. PANELS SHALL NOT BE LESS THAN 4' X 8' EXCEPT AT BOUNDARIES AND CHANGES IN FRAMING WHERE MIN. PANELDIMENSION SHALL BE 24" UNLESS ALL EDGES OF THE UNDERSIZED PANELS ARE SUPPORTED BY AND FASTENED TOFRAMING MEMBERS OR BLK'G. INDIVIDUAL SHEET OF SHEATHING SHALL NOT BE LESS THAN 2'-0" IN THEIR LEASTPLAN DIMENSION NOR LESS THAN 8 SQ.FT. IN AREA.5. PANEL EDGES SHALL HAVE APPROVED TONGUE-AND-GROOVE JOINTS OR SHALL BE SUPPORTED W/ BLK'G.6. FOR UNBLOCKED DIAPHRAGMS, THE BLK'G BTWN. SUPPORTING STRUCTURAL MEMBERS AT PANEL EDGES IS NOTREQD.7. NAILS SHALL BE LOCATED AT LEAST 3/8" FROM THE EDGES OF PANELS.MAX. NAIL SPACING AT PANEL EDGESSHALL BE 6" ON CENTER.8. NAILS ALONG INTERMEDIATE FRAMING MEMBERS AND BLK'G FOR PANELS SHALL BE THE SAME SIZE AS INSTALLEDAT THE PANEL EDGES.9. MAX. NAIL SPACING SHALL BE 6" ON CENTER WHEN SUPPORT SPACING OF 48" ON CENTER IS SPECIFIED AND 12"ON CENTER FOR CLOSER SUPPORT SPACINGS.10. THE WIDTH OF THE NAILED FACE OF FRAMING MEMBERS AND BLK'G SHALL BE 2" NOMINAL OR GREATER ATADJOININGPANEL EDGES EXCEPT THAT A 3" NOMINAL OR GREATER WIDTH AT ADJOINING PANEL EDGES AND STAGGEREDNAILING AT ALL PANEL EDGES ARE REQD. WHERE:10.1. 10.1. NAIL SPACING OF 2-1/2" ON CENTER OR LESS AT ADJOINING PANEL EDGES IS SPECIFIED, OR10.2. 10D COMMON NAILS HAVING PENETRATION IN-TO FRAMING MEMBERS AND BLK'G OF MORE THAN 1-1/2" ARESPECIFIED AT 3" ON CENTER OR LESS AT ADJOINING PANEL EDGES.11. SPECIFIED STRAPS OR HOLDOWN SYSTEM SHALL BE USED TO SPLICE THE WALL TOP PLATES, SILL/BOT PLATES,BEAMS OR OTHER DRAG ELEMENTS. SHEATHING SHALL NOT BE USED TO SPLICE THE PLATES OR BEAMS.12. TONGUE-AND-GROOVE SHEATHING SHALL BE INSTALLED W/ THE TONGUES UP ON SLOPED OR PITCHED ROOFS W/PATTERN FACES DOWN.13. WHERE RAFTER OR JOIST. LAP SPLICE OCCURS AND PLYWOOD JOINT IS CONTINUES,SEE DETAIL B.BRIDGING/BLK'G IS REQD. AT 96" O.C.MAX. SEE DETAILS C AND D.14. SHEATHING NAILS OR OTHER APPROVED SHEATHING CONNECTORS SHALL BE DRIVEN SUCH THAT THEIR HEAD ORCROWN IS FLUSH W/ THE SURFACE OF THE SHEATHING OVER-DRIVEN NAILS SHALL NOT BE PERMITTED AND SHALLBE DEEMED UNSATISFACTORY.15. AT UNBLOCKED DIAPHRAGMS, NAIL SPACING AT DIAPHRAGM BOUNDARIES AND SUPPORTED PANEL EDGES SHALLNOT BE MORE THAN 6” O.C.AND FIELD NAILING SHALL NOT BE SPACED MORE THAN 12”O.C.16. AT BLOCKED DIAPHRAGMS,NAIL SPACING AT DIAPHRAGM BOUNDARIES AND AT ALL CONTINUES PANEL EDGESSHALL NOT BE MORE THAN 6 IN. NAIL SPACING AT ALL OTHER PANEL EDGES SHALL NOT BE MORE THAN 6 IN. CONT.PANEL JOINT IN BOTH DIRECTIONS SHALL NOT BE PERMITTED. FIELD NAILING SHALL NOT BE SPACED MORE THAN12” O.C. NOTE:THE LOWER ENDS OF CROSS BRIDGINGSHALL BE DRIVEN UP AND NAILED AFTERTHE SHEATHING HAS BEEN NAILED. JST. PER PLAN FIELD NAILING B.N. AT ALL CONT. PANEL EDGESPROVIDE 2x BLK'G PERDETAIL A AT BLOCKEDDIAPHRAGM DISCONT. EDGE NAILINGB.N. SHEATHING SEE PLAN STAGGE R END JO I N T S 4'-0" TY P . 2'-0" MI N . METAL CROSS BRIDGINGPER TJI MANUFACTUREREDGE NAILING TJI PER PLAN 2x4 CONT. W/ 16d@12" O.C. RAFTER OR JOIST.BEYOND AT LAP SPLICE EDGE NAILING SHEATHING JOINT SHEATHING JOINTEDGE NAILING 2x4 FLAT BLK'GW/ (2)10d TOENAILS EA. END RAFTER OR JOIST PER PLAN2x BRIDGING(FULL HEIGHT) 1 1/2" EDGE NAILING 5/16" MAX. 2 1/2" EDGE NAILING 13/16" MAX. 3" EDGE NAILING 1-1/16" MAX.TWO 2x-FRAMING3x-FRAMING2x-FRAMING 1/8" GAP TYP. 3/8" MIN. TYP. FLOOR OR ROOF DIAPHRAGM SHEATING REQUIREMENTS DETAIL B DETAIL C DETAIL D 1/8" GAP TYP. 3/8" MIN. TYP. 1/8" GAP TYP. 3/8" MIN. TYP. DETAIL E AT 3" NOM. FRAMING MEMBER W SCALE: NTS. 2 PLYWOOD. NAILING DIAGRAM AT NAILS < 3" O.C. AT 4" NOM. FRAMING MEMBER AT BOUNDARY EDGE 38" 12" 38" 38"12"38" 3" OR LESS 1 14" 1 14"2 12" PANEL JOINT STAGGER NAILING 12" 34" 12" 12"34"12"1 34" 1 34"3 12" PANEL JOINT STAGGER NAILING3" OR LESS 3" OR LESS 12" 34" 2 12" STAGGER NAILING PANEL JOINT SCALE: NTS. 3 BUILT-UP SLOPE PERPENDICULAR TO ROOF FRAMING DETAIL WDETAIL FOR RECESSED FLOOR SHEATHING PER PLAN SHEAR TRANSFERNAILINGJOIST PER PLAN 2x BLK'G@32" O.C. B.N. SCALE: NTS. WBOT CONNE .OF NON-LOAD BRG. WALL PARALLEL TO JOISTS BOT CONNE. OF NON-LOAD BRG. WALL PARALLEL TO DOUBLEJOISTS 24" MAX . PER P L A N 24" MA X . PER P L A N SCALE: NTS. W MIN. 2x4 @16" O.C. NON-LOADBRG. WALL LUMBER MIN. 2x4 @16" O.C. NON-LOADBRG. WALL LUMBER DBL JOIST (2)2x T.PLATE 2x STUDS JOISTPER PLANJOISTPER PLAN JOISTS PERPENDICULAR TO INTERIOR WALL SIMPSON A35 A35 @16" NAILING BETWEN JOISTS(3)16d MIN. COMMON NAILS 2x BLK'NG W SCALE: NTS. 8 5 7 6 4 GB MIN. 6" GB SHEATHING PERPLAN (WHEREOCCURED) PROJECT CLIENT 0' 2' 4'8'16' SHEET TITLE 2491 CRESTVIEW DR,NEWPORT BEACH, CA 92663 SHELLEY STARR, TBD‪(310) 409-7577‬ SAZAN INC. 2610 Vista Del Oro, Newport Beach, CA 92660 S1.24 TYPICAL WOOD DETAILS EXP. 06-30-2024 Date: 05/15/2024 59 W SCALE: NTS. 1 PLUMBING DETAIL HVAC CHASE(2) ADJACENTBAYS 3-16dFASTENERSEVERY 16" LOAD BEARINGWALL W/ HVACCHASE RPS28Z (NOTE 1) PSPN58Z (NOTE 3) PSPN516Z(NOTE 2) HVAC CHASE IN EXT.OR LOAD BRG. WALL RPS28 (NOTE 1) CTS218 (NOTE 9) PSPN516Z(NOTE 2) MSTC(NOTE 8) NS2 (NOTE 4) SS1.5(NOTE 5) WATER OR VENT PIPETO 2ND FLOOR ELECTRICAL WIRING HSS2-3-SDS3(NOTE 7)NS1(NOTE 4) HSS2-SDS1.5 (NOTE 6)SUPPLY LINES NS1 (NOTE 4) NOTES:1. RPS28 (16 GAUGE) TO REINFORCE TOP PLATE, ANDRPS28Z (16 GAUGE ZMAXTM/) TO REINFORCE SILL PLATE. 2. PSPN516Z (16 GAUGE ZMAXTM/) AT TOP OR BOT PLATES 3. PSPN58Z (16 GAUGE ZMAXTM/) AT TOP OR BOT PLATESAND M1308.2 4. NS - NAIL STOPS TO PROTECT PIPINGFROM DRYWALL NAILS OR SCREWS. 5. SS1.5 (16 GAUGE) STUD SHOES REINFORCE AND PROTECT PLUMBING IN 2X.AND M1308.2 AND 2308.5.10 6. HSS2-SDS1.5 (16 GAUGE) HEAVY STUD SHOES TO REINFORCEAND PROTECT SINGLE 2X STUDS WHERE PIPE IS LOCATED. USES(12) SDS 1/4" x 11/2" SCREWS (INCLUDED). 7. HSS2-3-SDS3 (16 GAUGE) HEAVY STUD SHOE FORTRIPLE 2X STUD. USES (12) SDS 1/4" x 3" SCREWS (INCLUDED).AND M1308.2 AND 2308.5.10 8. MSTC (16 GAUGE) AT TOP PLATE 9. CTS218 (14 GAUGE) TO REINFORCE TOP-PLATE FOR BOTHCOMPRESSION AND TENSION FORCES 4.1.4 W SCALE: NTS. 2 PSPN516Z LC LCCLCL MODELNO.GA DIMENSIONS BOTTOM PLATE(12) 0.162" x 31/2" NAILS TOP PLATE (16) 0.162" x 3 1/2"NAILS (24) 0.162" x 3 1/2"NAILS ALLOWABLE LOAD(lb.)ALLOWABLE LOAD(lb.)ALLOWABLE LOAD(lb.) DF/SP SPF/HF DF/SP SPF/HF DF/SP SPF/HF WL(160) (160) (160) (160) (160) (160) PSPN516Z 16 5"16 5/16"1320 1145 1760 1530 2640 2290 NOTES:1. TO MEET THE PRESCRIPTIVE IRC REQUIREMENTS 16d BOX NAILS (0.135" DIA x 31/2") MAY BE USED.2. ALLOWABLE TENSION LOAD IS 0.75 OF TABLE LOADS WHEN INSTALLED W/ 16d BOX NAILS. 16 5/16" 5" SCALE: NTS. 3 PSPN516Z NAIL STOPPER (TOP OR BOT PLATE REPAIR PLUS PLUMBING LINE PROTECTOR) W SCALE: NTS. 4PSPN58Z NAIL STOPPER (PLUMBING LINE PROTECTOR)W NOTES:PSPN58Z (16 GAUGE ZMAXTM/) AT TOP OR BOT PLATES PSPN58Z PSPN58Z 8" 5" SCALE: NTS. 5 W 4 1/2" MAX. GAP APPLY CTS218 ON THE BOTH SIDES OF BOTH TOP PLATESAT SHEAR/BRACE WALL LINES, UNO SPECIFICALLYAPPROVED BY STRUCTURAL ENGINEER IN WRITING. THE GCSHALL RFI THE FIELD CONDITIONS AS REQUIRED. NS NAIL STOPPER (PLUMBING AND ELECTRICAL LINE PROTECTOR) NOTES:NS - NAIL STOPS TO PROTECT PIPING FROM DRYWALL NAILS OR SCREWS. (3) NS1 <1 1/4" NS2 SUPPLYLINES NS NAIL STOPPER (PLUMBING AND ELECTRICAL LINE PROTECTOR) NS1(NS2 SIMILAR) W L NS1 NOTES:1. OPTIONAL NAILS : 8d = 0.131" DIA. x 31/2" LONG. MODELNO.GA.DIMENSIONSWLNS114112"3" NS2 112"6" SCALE: NTS. 8 W SS3 SS4.5 SCALE: NTS. 9 FOR NON-LOAD BEARING WALL COMPRESSION-TENSION STRAP (TOP PLATE REPAIR) W MODEL NO. GA. STUD SIZE FASTENERS(TOTAL) ALLOWABLE LOADS (lb.) DF/SP LUMBER COMPRESSIONFLOOR (100) ROOF (125)SS1.5 16 2X (12) 0.148" x 112"500 500 SS2.5 3X (12) 0.148" x 112"730 740SS3(2) 2X (12) 0.148" x 3"730 830 SS4.5 (3) 2X (14) 0.148" x 3"840 840 3 1/4" 6" 2 1 / 2 " HSS2 HSS2-3 HSS-SDS STUD SHOE FOR LOAD BEARING WALL(NOTCHED STUD REINF. AND PLUMBING LINE PROTECTOR) MODEL NO. GA. STUDSIZE FASTENERS(TOTAL) ALLOWABLE LOADS (lb.) DF/SPLUMBER COMPRESSION TENSIONFLOOR (100)ROOF(125) HSS2-SDS1.5 16 2X (12) 14" x 112" SDS 1165 1165 1025 HSS2-2-SDS3 2-2X (12) 14" x 3" SDS 1165 1165 1025 HSS2-3-SDS3 3-2X (12) 14" x 3" SDS 990 990 960 HSS4-SDS3 4X (12) 14" x 3" SDS 1205 1205 1025 NOTES:1. INSTALLS OVER PIPE UP TO 23/8" OUTSIDE DIAMETER.2. SDS SCREWS PROVIDED.3. ROOF LOADS ARE 125% OF FLOOR LOADS UNLESS LIMITED BY OTHER CRITERIA.FLOOR LOADS MAY BE ADJUSTED FOR LOAD DURATIONS ACCORDING TO THE CODE, PROVIDED THEY DO NOT EXCEED ROOF LOADS. 3 1/4" 7 1 / 8 " 2 3 / 4 " CODES: ICC-ES ESR-2608; FLORIDA FL10864 SCALE: NTS. SS/HSS-SDS STUD SHOE FOR LOAD BEARING WALL (CLR. REQUIREMENTS) W NOTES:1. DISTANCE BTWN. CENTER LINE OF SUPPLY LINE AND CENTER LINE OF VENT PIPE MUST BE A MIN. OF 67/8" TO PROVIDE ADEQUATESPACE FOR THE HSS AND NS2. NS2 SUPPLY LINE VENT PIPE HSS 6 7 / 8 " M I N . 1/2" SCALE: NTS. MSTC (HVAC REPAIRS - AT NON-LOAD BEARING OR SHEAR/BRACE WALL LINES TOP PLATE REPAIR (CONSECUTIVE BAYS)) W NOTES:1. MSTC HAS COUNTERSUNK NAIL SLOTS FOR A LOWER PROFILE.2. USED WHEN THE TOP PLATES ON TWO CONSECUTIVE BAYS HAVE BEEN REMOVED.3. TO MEET THE PRESCRIPTIVE IRC REQUIREMENTS, 16d BOX (0.135" DIA. x 31/2" LONG) MAY BE USED. ALLOWABLE TENSION LOAD IS0.88 OF TABLE LOADS WHEN INSTALLED W/ 16d BOX NAILS.4. NAILS SHOULD BE EQUALLY DISTRIBUTED TO BOTH TOP PLATES. CODES: ICC-ES ESR-2105 W/ LA SUPPLEMENT; HVAC CHASE(2) ADJACENTBAYS MSTC52 BORED HOLES D/32 x 6 = 1 13/16"2 x 8 = 2 7/16"2 x 10 = 3 1/16"2 x 12 = 3 3/4" CUTTING AND NOTCHING *40% ALLOWEDNON-BRG. PARTITIONS BRG. WALLS AND PARTITIONS ALLOWABLE BOREDHOLE MAX. DIA. 40%OF STUD DEPTH THE EDGE OF BORE HOLESHALL NOT BE CLOSER THAN5/8'' TO THE EDGE OF THESTUD IN EA. DIRECTION ALLOWABLE CUT ORNOTCH DEPTH IS 25%OF STUD WIDTHNO BORED HOLESLOCATED AT THE SAMESECTION OF THE STUDWHERE CUT OR NOTCH BORDER HOLE 1 7/16" MAX.IN BRG. WALL 2 3/16" MANIN NON-BRG. WALL 2X STUDS @ 16" O.C. BORED HOLES SHALLNOT BE LOCATED AT THESAME SECTION OF STUDAS A CUT OR NOTCH THE EDGE OF BORE HOLESHALL NOT BE CLOSER THAN5/8'' TO THE EDGE OF THESTUD IN EA. DIRECTION ALLOWABLE CUT ORNOTCH DEPTH IN40% OF WIDTH NON-BRG. PARTITIONS WHERE HOLES ARE OVER 1/3PLATE WIDTH USE G.I. 11/2"X16 GA X12" LONG EA.SIDE W/(5) 8d EA. END ALLOWABLE BORED HOLE 60% OFSTUD WIDTH ONLY WHERE EA.BORED STUD IS DOUBLED PROVIDEDNOT MORE THAN TWO SUCHSUCCESSIVE STUDS ARE BORED STUD NOTCH 2 x 4 STUD= 1 7/16" MAX.2 x 6 STUD= 2 3/16" MAX. 2 x 4 STUD= 1 4/16" MAX.2 x 6 STUD= 2 3/16" MAX. BORED HOLE 5/8" MIN. SIMPSON HSS2-2-SDS3GALVANIZED W SECTION A WHERE FRAMING MEMBEROCCURS ABV. WITHINPENETRATED STUD SPACEADD SUPPORT STUD BELOW SECTION B5/8 " M I N . EA. S I D E DRILL NEAT HOLEPER SCHEDULE A B TOP PLATES 2" MIN. FROMTOP&BOT OF JOIST PIPE OFCONDUIT NOTCH GREATER THAN 50%OF THE PLATE WIDTH 7/8" MAX.@BEARINGWALL 113/16"@NON-BEARINGWALL *40% ALLOWEDANY NON-BRG. WALL BORED HOLES *40% ALLOWEDBRG. WALL BORED HOLE (2)-2 x 4 STUD BORED HOLE<2" BORED HOLES *25% ALLOWEDEXT. WALLS AND BRG. PARTITION STUD NOTCH 2 x 4 STUD= 1 7/16" MAX.2 x 6 STUD= 2 3/8" MAX. 2 x 4 STUD= 1 7/8" MAX. 2 x 6 STUD= 3 5/16" MAX. BORED HOLE 5/8" MIN. SIMPSON HSS2-3-SDS3GALVANIZED *60% ALLOWEDANY NON-BRG. WALL OR EA. BOREDSTUD DOUBLED BORED HOLE NOTPERMITTED IN MORE THAN TWOSUCCESSIVE DOUBLED STUDS *60% ALLOWEDBRG. WALL BORED HOLE (3)-2 x 4 STUD BORED HOLE<2 1/2" NOTES:1. >>EKd,^^,Kh>^>t/d,tdZͲZW>>Ed^>Z͕/DD/d>z&dZhdd/E'2. ROUND THE SQUARE CORNER OF THE NOTCH TO A MIN. 1/2" RADIUS.3. BRG. AND NON-BRG. WALLS:a. NOTCHES AND HOLES ARE ONLY PERMITTED IN OUTER 1/3 OF SPAN LENGTH OF STUDb. BORED HOLES SHALL NOT BE LOCATED IN THE SAME CROSS SECTION OF CUT OR NOTCH IN STUD4. NON-BRG. WALLS:IF HOLE IS BTWN. 40% AND 60% OF STUD DEPTH, THEN STUD MUST BE DOUBLED AND MORETHAN TWO SUCCESSIVE STUDS ARE DOUBLED AND SO BORED. D (DEPTH) D/3 MAX. CUTTING, NOTCHING AND BORING AT STUD WALL 7 6 10 PSPN516Z (16 GAUGE ZMAXTM) NAIL STOPPER(TOP OR BOT PLATE REPAIR PLUS PLUMBING LINE PROTECTOR)HSS-SDS STUD SHOE FOR LOAD BEARING WALL(NOTCHED STUD REINF. AND PLUMBING LINE PROTECTOR)SS STUD SHOE FOR NON-LOAD BEARING WALL SHOE(NOTCHED STUD REINF. AND PLUMBING LINE PROTECTOR) W SCALE: NTS. (2)RPS 22 W/ 8-16dNAILS EA. SIDE 5" MAX. (2)RPS 22 W/ 8-16dNAILS EA. SIDE (2)RPS 22 W/ 8-16dNAILS EA. SIDE MODELNO.GA. DIMENSIONS FASTENERS(TOTAL) ALLOWABLETENSIONLOADS (lb.)DF/SP ALLOWABLETENSIONLOADS (lb.)SPF/HF MSTC52 16 W L NAILS (160)(160) 3" 52 14"(16) 0.162" x312"1535 1330 PROJECT CLIENT 0' 2' 4'8'16' SHEET TITLE 2491 CRESTVIEW DR,NEWPORT BEACH, CA 92663 SHELLEY STARR, TBD‪(310) 409-7577‬ SAZAN INC. 2610 Vista Del Oro, Newport Beach, CA 92660 S1.25 TYPICAL WOOD DETAILS EXP. 06-30-2024 Date: 05/15/2024 60 ALTERNATE T&B PLATE SHEAR WALL E.N. DETAIL NOTES:1. * AT CONTRACTOR'S OPTION:E.N. CAN BE STAGGERED TO EA. MEMBER OF DOUBLE T&BPLATE. ADD 16d@6" O.C. FOR ALL WALLS W/ SINGLE SIDEDSHT'G AND 16d@3" O.C. STAGGERED FOR ALL WALLS W/DOUBLE SIDED SHT'G. ADDITIONAL 16d NAILS OCCUR ATT.PLATE ONLY.2. FOR REMAINDER OF INFORMATION NOT SHOWN SEE SHEARWALL SCHEDULE AND DETAILS. SHEAR WALL SHEATHINGWHERE OCCURS SHEAR WALL SHEATHING E.N. * STAGGERED E.N. FRAMINGWHEREOCCURS * STAGGERED E.N. E.N. * STAGGERED E.N. E.N.FLOOR OR ROOF JOISTPER PLAN * ADDED 16dNAILING (2)2x BLK'G SHEATHING PER PLAN W SCALE: NTS. 1 W SCALE: NTS. PENETRATION INTO THE TOP PLATE SECT. A : HFS INSTALLED OVER DOUBLE T.PLATESA - ALTERNATE 1 : HFS INSTALLED TO UNDERSIDE OF DOUBLE T.PLATESA - ALTERNATE 2 : HFS SEPARATED INTO TWO "L" SHAPES TO ALLOW FOR INSTALLATION OVER WD. STR. PANEL SHEATHING OR FORINSTALLATION AT 2X6 AND GREATER WALL DEPTHS. NOTE:1. MAX. CLEAR SPAN SPLICE IS 4 1/2"2. FASTENER QUANTITY IS THE NUMBER OF 16d COMMON NAILS TO BE INSTALLED AT EA. END OF THE SPLICE.3. WHEN THE DISTANCE FROM THE SPLICE TO THE FIRST NAIL HOLE IS LESS THAN 1" , OMIT THE (2) NAILS IN THE 3" SIDE PLATEAND THE (1) NAIL IN THE 1 1/2" SIDE PLATE CLOSEST TO THE SPLICE.4. FOR THE HFS24 THAT IS INSTALLED W/ (22) 16d COMMON NAILS ON EA. END OF THE SPLICE (44 TOTAL) THERE IS NO REDUCTIONIN THE VALUES.5. FOR THE HFS36 THAT IS INSTALLED W/ (31) 16d COMMON NAILS ON EA. END OF THE SPLICE (62 TOTAL) THERE IS NO REDUCTIONIN THE VALUES.6. THE 133 COLUMN MAY BE USED FOR WIND AND EARTHQUAKE LOADING.7. THE 160 COLUMN MAY BE USED FOR WIND ONLY.8. THE PRODUCT AND INSTALLATION SHALL COMPLATEY W/ LA RR #257599. PROVIDE HARDY SADDLE WHERE PLUMBING RISERS PENETRATE BRG. OR SHEAR WALL PLATES TABLE 8.1 : HARDY FRAME ® SADDLE MODEL NUMBER FASTENERS ALLOWABLE TENSION (LBS) ALLOWABLE COMPRESSION (LBS) (TOTAL) (100) (133) (160) (100) (133) (160) HFS24 (24)16d COMMON 2948 3921 4717 1969 2618 2733 HFS36 (32)16d COMMON 4288 5703 5785 1969 2618 2733 ALTERNATE 2ALTERNATE 1SECTION A A OMIT FASTENERS ATTHESE HOLES WHENTHE END DISTANCEIS LESS THAN 1" CLEAR SPAN1 1/2" MAX. SCALE: NTS. W W SCALE: NTS. B.INT. CONDITIONA.END CONDITION SPLICE WHEREOCCURS ATC.L. OF POST SIMPSON MSTC40 STRAPWHERE OCCURS SIMPSON ECCQPOST CAP SIMPSON CCQ POST CAP SIMPSON ECCQPOST CAP SIMPSON CCQPOST CAP SCALE: NTS. W SHEAR TRANSFER AT ROOF SCALE: NTS. W SIMPSON H2.5ASIMPSON A35 CEILING JOIST PER PLAN WHERE OCCUR A35 EACH BLOCK U.N.O.PER SHEAR WALL SCHEDULE H2.5A INSTALLED AT 48" O.C.(OR AT PLYWOOD EDGE JOINTS) MIN . 6 " E.N. B.N. ROOF SHT'G PER PLAN ROOF RAFTER PER PLAN (7)16d MIN.COMMON NAILS EA. END. SHEAR WALL PER PLANPLY WOOD MAY OTHER SIDE DBL. 2xTOP PLATE 2xRIM 2xBLK'G 2xSTUD WALLPER PLAN WFLUSH BEAM PERPENDICULAR TO WALL DETAIL SIMPSON A35 POST PER PLANWHERE OCCURS PROVIDE SIMPSON A5 EA.SIDE FOR BEAMS 9 1/4"DEEP AND LARGER SHEATHINGPER PLAN BEAM PER PLAN SILL PLATE POST PER PLAN DOUBLE TOP PLATE 102 7 SCALE: NTS.SCALE: NTS. 5 STORY-TO-STORY UPLIFT AND LATERAL CONNE. (JOISTPERPENDICULAR) NOTE:WHERE SHEAR WALL PANEL OCCURS, SEE SHEAR WALL SCHEDULEFOR ALL THE INFORMATION NOT INDICATED.SIMPSON A35 2x OR 3x SILL PLATEW/16d @6" O.C. UNO INSHEAR WALL SCHEDULE SHEATHING JOINT W/ 1/2" GAP (2)2x TOP PLATESIMPSON A35 @16" O.C.UNO IN SHEAR WALL SCHEDULE JOIST PER PLANW/(2)16d CHORD TOTOP PLATE EA. END MSTA49 @48" O.C. (MAX.) SHEATHINGPER PLAN (4)10d COMMON NAILS (3)16d COMMON NAILS 2x RIM JOIST W SCALE: NTS. W BEAM PERPENDICULAR TO WALL DETAIL (2)16d EA. SIDE BEAM PER PLAN W/ SIMPSONECCQ CAP TO POST POST SAME WIDTHAS BEAM 2x STUD EA. SIDE OFPOST W/ 16d @ 12" O.C. DOUBLE TOP PLATE SIMPSON A35 ATT&B OF STUDS 9 SIMPSON A35 SCALE: NTS. NOTE:USE MIN. 3"x TIMBER STRAND BLK'G WHERE REQD.PER SHEAR WALL SCHEDULE. INT. LOAD BRG. WALL PARALLEL TO JOIST DETAIL JOIST PER PLAN JOIST. BLK'G @24" O.C.W/(2)16d TO TOP PLATE &(4)10d FROM FLOOR SHEATHING SIMPSON A35 OR LTP4@16" O.C. UNO INSHEAR WALL SCHEDULE 2x JOIST E.N. (2)2x TOP PLATE E.N.B.N. 2x OR 3X SILL PLATEW/16d @6" O.C. UNO INSHEAR WALL SCHEDULE 10d @4" O.C. AT EA. BLK'GSHEATHINGPER PLAN SCALE: NTS. INT. WALL PERPENDICULAR TO JOIST FRAMING NOTE:SEE ARCH. PLANS FOR ADDITIONAL BLK'G REQD. 2x OR 3XSILL PLATEW/16d @ 6" O.C. UNO IN SHEARWALL SCHEDULE SHEATHINGPER PLANB.N. E.N. JOIST BLK'G JOIST PER PLAN STUDS PER PLAN W W SCALE: NTS. NOTE:WHERE SHEAR WALL PANEL OCCURS, SEE SHEAR WALL SCHEDULEFOR ALL THE INFORMATION NOT INDICATED. STORY-TO-STORY UPLIFT AND LATERAL CONNE. (JOIST PARALLEL) SIMPSON A35 2x OR 3x SILL PLATEW/16d @6" O.C. UNO INSHEAR WALL SCHEDULE SHEATHING JOINT W/ 1/2" GAP (2)2x TOP PLATESIMPSON A35 @16" O.C.UNO IN SHEAR WALL SCHEDULE JOIST BLK'G@48" O.C.(BLK'G. 2-BAYS)JOISTPER PLAN 10d @4" O.C. ATEA. BLK'G MSTA49 @48" O.C. (MAX.) SHEATHINGPER PLAN (4)10d COMMON NAILS (3)16d COMMON NAILS W 6 8 SHEAR TRANSFER AT ROOF SCALE: NTS. W SIMPSON H2.5ASIMPSON A35 CEILING JOIST PER PLAN WHERE OCCUR A35 EACH BLOCK U.N.O.PER SHEAR WALL SCHEDULE H2.5A INSTALLED AT 48" O.C.(OR AT PLYWOOD EDGE JOINTS) MIN . 6 " B.N. ROOF SHT'G PER PLAN ROOF RAFTER PER PLAN (7)16d MIN.COMMON NAILS EA. END. 2xRIM 2xBLK'G BEAM PRESSURETREATED PER PLAN CORNER CONDITION BEAMPERPLAN SIMPSON ECCLQPOST CAP COLUMN PER PLAN BEAM PER PLAN COLUMN PER PLANCOLUMN PER PLAN BEAM PERPLAN BEAM PER PLAN SIMPSON ECCLQPOST CAP BEAM TO POST CONNECTION DETAIL W SCALE: NTS. 4 SIMPSONMST49 @"16 SIMPSON HANGER PER PLAN JOIST PER PLANBEAM PER PLAN SIMPSON LUSHANGER FLOOR SHEATHING PER PLANB.N. JOIST TO FLUSH BEAM CONNECTION DETAIL W SCALE: NTS. RAFTERS PER PLAN SIMPSON MSTA24@EA. RAFTER RIDGE BEAM TO RAFTER CONNE. RIDGE BEAMPER PLAN SIMPSON LRUZSIMPSON MSTA ROOF SHEATHING PER PLAN LRUZ SIMPSON SLOPEDHANGER PER SCHEDULE FILLER SHEAR WALL PANELSEE PLAN WHEREOCCURS 2x OR 3X SILL PLATEW/ 16d @ 6" O.C. UNO. INSHEAR WALL SCHEDULE E.N.B.N. 2x STUDS @ 16" O.C. UNO. 10d @ 4" O.C. ATEA. BLK'G SHT'GPER PLAN BLK'G @48" O.C. DOUBLE JST. MIN. NAIL TOGETHER PERGENERAL NOTES. SPREAD A PART AS REQD.AT PLUMBING WALLS JST. PER PLAN INT. STUD WALL PARALLEL TO JST. INT. LOAD-BEARING WALL PERPENDICULAR TO JST. DETAIL EDGE NAILING B.N. 2x SOLID BLK'G EDGE NAILING (2)2x T.PLATE SIMPSON A35 U.N.O. INSHEAR WALL SCHEDULE JST.PER PLAN SIMPSON A35 2x OR 3X SILL PLATEW/16d @ 6" O.C. UNO. IN U.N.O. IN SHEAR WALLSCHEDULE W SCALE: NTS. 11 12 15 14 13 3 SCALE: NTS. PROVIDE SIMPSON A5 EA.SIDE FOR BEAMS 9 1/4"DEEP AND LARGER PROJECT CLIENT 0' 2' 4'8'16' SHEET TITLE 2491 CRESTVIEW DR,NEWPORT BEACH, CA 92663 SHELLEY STARR, TBD‪(310) 409-7577‬ SAZAN INC. 2610 Vista Del Oro, Newport Beach, CA 92660 S1.26 TYPICAL WOOD DETAILS EXP. 06-30-2024 Date: 05/15/2024 61 SIMPSON H2.5ASIMPSON A35 CEILING JOISTPER PLAN A35 EACH BLOCK U.N.O.PER SHEAR WALL SCHEDULE ROOF SHEATHING MIN . 6 " BN SHEAR WALL PER PLANWHERE OCCURRED 4x BLK'G @ 48" O.CE.N HANGER PER PLAN 2x BLK'G ROOF RAFTERS PER PLAN 2xJOIST @16" O.C.W/ (7)16d COMMONNAILS EA. END. DBL. CEILING JST.PER PLAN (7)16d MIN.COMMON NAILSEA. END. 2x RIM 2x STUD WALL PERPLAN ROOF RAFTER CONNECTION(CELING PARALLEL TO WALL)W3 2XTOP PLATE SCALE: NTS. ROOF RAFTERPER PLAN CEILING JOISTPER PLAN 2x STUD @ 16" O.C.PER PLAN SHEATHINGPER PLAN 2x OUTLOOKERW/ THE SAMEHEIGHT AT JOIST 2x SOLID BLK'G (2) 2x TOP PLATE SHEARWALLPER PLAN SIMPSON A34W/ SCREW (2) ROWS 2xBLK'G @ 32" O.C. 2x LEDGERw/ 2 ROWS SDS25600STAGGERED TO EA. STUD 2x BLK'G W/ BACKEDGE NAILING LTP4 H2.5A INSTALLED ONEA. RAFTER AND STUD LOVERHANG SPANMIN. { L/2 , 24" } E.N. B.N. SHEAR TRANSFER AT ROOF RAFTER PARALLEL TO SHEAR WALL SCALE: NTS. 2 W SIMPSON A35SIMPSON H2.5A DIM E N S I O N O F O P E N I N G OPENING DIMENSION OF OPENING TIE AND BLOCKINGEQUAL TO THEDIMENSION OF OPENING JOISTS OF RAFTERSBLOCKING AT STRAPLOCATION (TYP.) TIE AND BLOCKINGEQUAL TO THEDIMENSION OF OPENING NOTES: OPENINGS IN HORIZONTAL DIAPHRAGMSIN SEISMIC DESIGN CATEGORIES B, C, DAND E WITH A DIMENSION THAT ISGREATER THAN 4 FT (1219 MM) SHALL BECONSTRUCTED WITH METAL TIES ANDBLOCKING IN ACCORDANCE WITH THISSECTION.METAL TIES SHALL BE NOT LESS THAN0.058" [1.47 MM (16 GALVANIZED GAGE)]IN THICKNESS BY 1 1/2" (38 MM) IN WIDTHAND SHALL HAVE A YIELD STRESS NOTLESS THAN 33,000 PSI (227 MPA).BLOCKING SHALL EXTEND NOT LESS THANTHE DIMENSION OF THE OPENING IN THEDIRECTION OF THE TIE AND BLOCKING.TIES SHALL BE ATTACHED TO BLOCKING INACCORDANCE WITH THE MANUFACTURER'SINSTRUCTIONS BUT WITH NOT LESS THANEIGHT 16d COMMON NAILS ON EACH SIDEOF THE HEADER-JOIST INTERSECTION. OPNG. IN ROOF OR FLOOR SCALE: NTS. WW SCALE: NTS. ROOF DIAPH. SHEAR TRANSFER TO SHEAR WALL SIMPSON A35 1 5 ROOFRAFTER SHT'GPER PLAN MIN. (2) 2x BLOCKING A35 @ UNO ONSHEARWALLSCHEDULE SEE SHEAR WALLPER ROOF PLAN HOLD-DOWNPER PLAN (TYP.) STRAPPER PLAN SCALE: NTS. W6SHEARWALL, STRAP OR HOLD DOWN BETWEEN ROOF & CEILING LEVEL 1/16" MAX. OVER-SIZEHOLE SHOULD BE AT THECENTER OF THE BEAM SCALE: NTS. WHOLD DOWN TO STEEL BEAM E70 1/4"A SECTION A SIMPSONHOLD DOWN 112"TYP. STEEL BEAM PER PLAN LOCK WASHER & NUT THREADED ROD WASHER PER SCHEDULE SIMPSON HOLD DOWNPER PLANPOST PER PLAN 1/2" STIFFENERPLATE BOTH SIDES 1/2" STIFFENERPLATE BOTH SIDES STEEL BEAMPER PLAN ANCHOR WITHDIA. HOLD DOWN PER PLAN W/FASTENERS PERHOLD DOWN SCHEDULE SHEATHING PER PLAN2x SILL PLATE FULL THREAD STUDW/ FULL WELD BASEWELD FILLETHEIGHT=1/4" MIN. BOTTOM NAILERIF REQD. BY PLAN L W WASHER PLATE L MARK(PER PLAN)LENGTH(L)(IN.)WIDTH(IN.)THICKNESS(IN.) HDU2 2 2 1/2 HDU4 2 2 1/2 HDU5 2.5 2.5 12 HDU8 2.5 2.5 3/4 HDU11 333/4 HDU14 3334 HD19 3 3 1MIN.W/2 4 E.N ROOF SHEATING A35 PER SHEARWALL SCHED. B.N. SHEAR WALLPER PLAN A35 PER SHEARWALL SCHED. E.N SHEAR WALL PER PLAN SEE DETAIL06/S1.27 FOR WALL BETWEENCEILING & ROOF E.N DBL. TOP PLATE 2xSTUD @16" O.C. 3xSILL PLATE 2xSTUD @16" O.C. CEILING JOIST PER PLAN DBL. TOP PLATE 2 X BLK'G@ 48" O.C. (2 )ROW OF2x BLK'G @ 48"O.C.(TYP.) ROOF RAFTERPER PLAN G.B.G.B. MSTA49 @48" O.C.&MSTC52 WHERE OCCURED SIMPSON A35 @ 16" O.C.UNO SEE SHEAR WALL SCHEDULE INTERIOR HANDRAIL AT WALL NOTE:SEE ARCH DRAWING FOR RAILINGREQUIRMENTS. SCALE: NTS. W7 1 4 12" MAX. 0.7 5 " 0.7 5 " GYP.BO (4)14" Φ LAG SCREWS x 312" LONG@ CORNERS 14"PLATE MIN. x 412" x 412" WALL BRACKETS ANCHORSPER MANUFACTURESSHOP DRAWINGS BY OTHERS 4x BLOCKING AT BRACKET2x STUD @ 16" O.C. SIMPSON A34AT ENDS PROJECT CLIENT 0' 2' 4'8'16' SHEET TITLE 2491 CRESTVIEW DR,NEWPORT BEACH, CA 92663 SHELLEY STARR, TBD‪(310) 409-7577‬ SAZAN INC. 2610 Vista Del Oro, Newport Beach, CA 92660 S1.27 TYPICAL WOOD DETAILS EXP. 06-30-2024 Date: 05/15/2024 62 SCALE: NTS. STRINGER SPAN SEE S T R I N G E R SCHE D U L E LANDING SHEATHING AND STEP AS PER ARCH. DWG. 2x BLK'GCUT TO FITW/(3)16d TO BEAM STAIR STRINGERSEE SCHEDULE "A" SIMPSON LTS 12W/(5)16d AT EA. END WD. BEAMPER PLAN JOIST PER PLAN B.N. STAIR LANDING LANDING PER PLAN6'-0" MAX. STRINGER B. CONNECION STRINGER T.CONNECTION AT LANDING STRINGER B. CONNECIONSTRINGER T.CONNECTION AT LANDING N.T.S E- 3x LEDGERSEE SECTION FFOR LEDGER DETAIL 2xBLK'G NOTE:BLOCKING SHALL BE PROVIDEDBEHIND THE LEDGER IN BETWEENTHE STUDS 2x STUD WALL 3x8 LEDGER 1716" 2 58" 916" 2x BLOKING 16d @ 8"O.C. 3 12"2 58" SDWS22600DB SIMPSON HANGERTHAI222 FOR SINGLE 2X STRINGERTHA222-2 FOR DBL. 2X STRINGER(BEND T.O. HANGEROVER BEAM AS REQD.)PROVIDE SHIM AS REQD.NOTCH BEAM TO MAKE FLAT SEAT FOR HANGER (MAX. NOTCH= 2 12") STRINGER SPAN SEE S T R I N G E R SCHE D U L E 1'-4" 1 1 1'- 4 ' ' M I N SIMPSON A35@EA. STRINGER 2x P.T.W/(2)0.144"ø POWER DRIVENSHOT PINS @ 12" O.C.(ICC ES ESR-2138 AND ESR-2811) S.O.G /CONC. SLAB (2)#4 STAIR STRINGERPER SCHEDULE "A" STRINGER B. CONNECTION AT WD. FLOOR SEE S T R I N G E R SC H E D U L E FLOOR 2x BLK'G CUT TO FITW/(3)16d TO BEAM STAIR STRINGERPER SCHEDULE B.N. PLYWD. SHT'GPER PLAN JST. PER PLAN WD. BEAMPER PLAN "A" STRINGER SPAN STRINGER AT T.CONNECTION(TAPERED END) AT WD. FLOOR N.T.S B- STRINGER B. CONNECTIONAT WD. FLOOR N.T.S C- STRINGER B. CONNECTIONAT S.O.G. / CONC. SLAB N.T.S D - FLOOR SEE S T R I N G E R SCHE D U L E STRINGER SPAN STAIR STRINGERPER SCHEDULE 2x BLK'GCUT TO FIT SIMPSON A35 @ 12" O.C. WD. JST. PER PLAN WD. BEAM PER PLAN HAGER PER PLANSIMPSON LTS 12W/(5)16d AT EA. ENDON EA. STRINGER ATTACHEDTO BEAM OR FLOOR JST.WHERE ALIGNED SIMPSON LTS 12W/(5)16d AT EA. ENDON EA. STRINGER ATTACHEDTO BEAM OR FLOOR JST.WHERE ALIGNED WOOD STAIR STRINGER SCHEDULE U.N.O. PER PLAN SPAN STRINGER SIZE REMARKS"A" 9'-0" MAX.6x14 AT EDGES AND 2x14 @ 12" O.C. (DF.NO.1) BETWEEN TWO EDGE 9" MIN.STAIR INSIDE UNITS(LL=40psf) NOTE:NO CONC. OR GYPCRETE T.PING TO BE PLACED ON STAIRS TREADS. SHEATHING AND STEP AS PER ARCH. DWG. SHEATHING ANDSTEP AS PER ARCH.DWG. SHEATHING AND STEP AS PER ARCH. DWG. SIMPSON HANGERTHAI222 FOR SINGLE 2X STRINGERTHA222-2 FOR DBL. 2X STRINGER(BEND T.O. HANGEROVER BEAM AS REQD.)PROVIDE SHIM AS REQD.NOTCH BEAM TO MAKE FLAT SEATFOR HANGER (MAX. NOTCH= 2 12") "A" SIMPSON HUC HANGERHUC26 FOR SINGLE 2XSTRINGERHUC26-2 FOR DBL. 2XSTRINGER W F.1.EXAMPLE GUARD DETAIL F.3.GUARD POST TO OUTSIDE-JOIST EXAMPLE GUARD POST SECTION PLAN VIEWS SEE DETAIL F.1. FOR GUARDCOMPONENT ATTCHMENTREQUIREMENTS 212" M I N . A N D 5 " M A X . 2" M I N . 2" M I N . OUTSIDE JOISTMIN. 2x8 (NOM.) MIN. (2)1/2" DIAMETERTHROUGH BOLTS ANDWASHERS GUARD POST OUTSIDE JOISTMIN. 2x8 (NOM.) AT FIRST INTERIOR BAY PROVIDE 2XBLOCKING AT GUARD POSTS WITH HTT4, ATTACH BLOCKING WITH 10dTHREADED NAILS TOP AND BOTTOM,EACH SIDE NOTE:1.GUARD POST MAY BE LOCATED ON EITHER SIDE OF THE OUTSIDE JOIST2.GUARD POST CAN BE INSTALLED AS SHOWN IN DETAIL F.2. (BETWEENJOISTS ) IF BLOCKING IS INSTALLED AS SHOWN BELOW WITHIN 12" OFEACH SIDE OF THE POST3.ALTERNATE ATTACHMENT OF HOLDOWN ANCHORS TO FRAMINGMEMBERS ARE POSSIBLE PER MANUFACTURER'S INSTRUCTIONS F.2.GUARD POST TO RIM JOIST EXAMPLE 212" M I N . A N D 5 " M A X . 2" M I N . 2" M I N . RIM JOIST MIN.2x8 (NOM.) MIN. (2)1/2" DIAMETERTHROUGH BOLTS ANDWASHERS SEE DETAIL F.1. FOR GUARDCOMPONENT ATTCHMENTREQUIREMENTS GUARD POST JOIST HTT4W/18-0.148x1 12" HTT4W/18-0.148x1 12"JOIST HTT4W/18-0.148x1 12" RIM JOIST MIN.2x8 (NOM.) ALIGN GUARD POSTAT JOIST LOCATION RIM JOIST MIN.2x8 (NOM.)HTT4W/18- 0.148x112" GUARD POST SECTION AT JOIST LOCATION BETWEEN JOISTS PLAN VIEWS NOTE:1.ALTERNATE ATTACHMENT OF HOLDOWN ANCHORS TO FRAMINGMEMBERS ARE POSSIBLE PER MANUFACTURER'S INSTRUCTIONS 2x2 BALUSTER , TYPICAL 2x6 OR 5/4 BOARD RAIL CAP: ATTACH TOGUARD POST WITH (3)#12 BY 3" LONGSCREWS OR (3) 16d THREADED NAILS WITH0.148" NOMINAL DIAMETER 2x4 TOP AND BOTTOM: ATTACH TO GUARDPOST WITH (2)8d THREADED NAILS OR(2)#8 WOOD SCREWS >2-1/2" LONG ONINSIDE FACE ATTACH BALUSTERS AT TOP AND BOTTOM TOWITH (1)#8 WOOD SCREWS OR (2) 8d POSTFRAME THREADED NAILS WITH 0.135"NOMINAL DIAMETER MINIMUM NOMINAL 2x8 RIM OR OUTSIDE JOIST OPENINGS SHALL NOT ALLOW THEPASSAGE OF A 4" DIAMETER SPHERE (2)1/2"DIAMETERTHROUGHBOLTS ANDWASHERS 4x4 POSTTYPICAL DONOT NOTCH 4'-0"MAX. SPACING SE E A R C H . 4' MAX PER ARCH. DWG. 1/4"E70 (8) 3/8"X9" LAG SCREW HANDRAIL PER ARCH @4'-0" O.C. MAX. BEAM PER PLAN EXAMPLE STEEL GUARD DETAIL (ESR-4798) 1/4"E70 3.7 5 " 3.75" 0.8 8 " 0.88" 1.5 " 0.375" (8)-3/8"X9" LAGSCREW 4.5 " 4.5" 0.8 8 "0.88" 1.8 8 " 0.375"1.88" (8)-3/8"X9" LAGSCREW 3/8" X 3.75"X3.75"STEEL PLATE3/8" X 4.5"X4.5" 1/4"E70 HANDRAIL PER ARCH @4'-0" O.C. MAX. 3/8" X 3.75"X3.75"STEEL PLATE (8) 3/8"X9"LAG SCREW 3/8" X 3.75"X3.75"STEEL PLATE STANDARD POST FOOT ASTM B209 6061 -T6ALUMINUMSPECIAL APPLICATION POST FOOTASTM B209 6061 -T6ALUMINUM HAN D R A I L H E I G H T ( 4 2 " M A X ) A SECTION A HANDRAIL PER ARCH @4'-0" O.C. MAX. 3/8" X 3.75"X3.75"STEEL PLATE (8) 3/8"X9"LAG SCREW 6X 14 STRINGER PROJECT CLIENT 0' 2' 4'8'16' SHEET TITLE 2491 CRESTVIEW DR,NEWPORT BEACH, CA 92663 SHELLEY STARR, TBD‪(310) 409-7577‬ SAZAN INC. 2610 Vista Del Oro, Newport Beach, CA 92660 S1.28 TYPICAL WOOD DETAILS EXP. 06-30-2024 Date: 05/15/2024 63 SCALE: 1/4"=1'-0"1 SOGNOTE1 SOGNOTE1 NOTE:1- NEW 5" RC REINFORCED CONCRETE SOG ON ENGINEERED FIELD OR UNDISTURBEDSOIL BASED ON CIVIL. DWGS. /SOIL REPORT W/ #4@12" EACH WAY.2- SEE SOG REQUIREMENT NOTES FOR CAPILLARY BREAK REQUIREMENTS.3- EXCAVATION OF UNDERPINNING IS NOT IN THE STRUCTURAL SCOPE OF WORK.STRUCTURAL ENGINEER IS NOT RESPONSIBLE FOR THE STABILITY OF THE STRUCTURALDURING THE CONSTRUCTION. UNDERPINNING EXCAVATION PLANS AND CONSTRUCTIONSTEPS SHALL BE REVIEWED AND APPROVED BY GEOTECHNICAL ENGINEER OF THEPROJECT. CONSULT WITH GEOTECHNICAL ENGINEER FOR EXCAVATION, SITE PLANS ANDREQUIRED OBSERVATIONS. 1. STRUCTURAL DRAWINGS ARE NOT STAND-ALONE DOCUMENTS AND ARE INTENDED TO BE USED INCONJUNCTION WITH CIVIL, ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND DRAWINGS FROM OTHERDISCIPLINES. THE CONTRACTOR SHALL COORDINATE ALL REQUIREMENTS OF THE CONTRACT DOCUMENTSINTO THE SHOP DRAWINGS AND FIELD WORK.2. ALL ELEVATIONS, SLOPES, DRAINAGE, DIMENSIONS OF OPENINGS, PENETRATIONS, DEPRESSIONS, ANDLAYOUT AND GEOMETRY OF NONSTRUCTURAL ELEMENT SUCH AS BUT NOT LIMITED TO PARTITION,WINDOWS, PLUMBING, ARE NOT INCLUDED IN THE STRUCTURAL ENGINEERING SCOPE OF WORK AND SHALLNOT BE THE RESPONSIBILITY OF THE STRUCTURAL ENGINEER. REFER TO THE DRAWINGS FROM OTHERPROFESSIONS FOR THE INFORMATION MENTIONED ABOVE.3. FOR CONSTRUCTION NOTES AND TYPICAL SYMBOLS DESCRIPTIONS, SEE S0 SERIES SHEETS.4. FOR TYPICAL DETAILS, SEE S1 SERIES SHEETS. DETAILS AND SCHEDULES INDICATED AS 'TYPICAL' MAYNOT BE SPECIFICALLY REFERENCED ON DRAWINGS. DETERMINE WHERE EACH TYPICAL DETAIL ORSCHEDULE APPLIES BEFORE PROCEEDING WITH WORK.5. SEE ARCH./CIVIL DWGS. FOR CONCRETE SLAB ELEVATIONS, DEPRESSIONS, SLOPES, OPENINGS, CURBS,DRAINS, TRENCHES, SLAB EDGE LOCATIONS, ETC., AND FOR WALL OVERALL DIMENSIONS, LOCATIONS OFOPENINGS, ETC., NOT INDICATED ON STRUCTURAL DRWGS.6. HOLD-DOWNS& ANCHORS HARDWARE MUST BE SECURED IN PLACE PRIOR TO CALLING FOR FOUNDATIONINSPECTION. WET SETTING ANCHORS IS PROHIBITED.7. APPROVED PLATE WASHERS SHALL BE USED FOR HOLD-DOWN CONNECTOR BOLTS INTO WOOD FRAMING.HOLD-DOWNS SHALL BE FINGER TIGHT AND 1/2 WRENCH TURN JUST PRIOR TO COVERING WALL FRAMING.8. STANDING WATER SHALL BE REMOVED FROM THE FOUNDATION EXCAVATIONS PRIOR TO THE CONCRETEPLACING.9. UNO IN ARCH./CIVIL DWGS. SURFACE OUTSIDE THE HOUSE NEEDS TO HAVE 5% SLOPE (UNPAVEDSURFACE) & 2% SLOPE (PAVED SURFACE) AWAY FROM THE STRUCTURE.10. FOUNDATION EXCAVATIONS SHALL BE INSPECTED AND APPROVED BY THE GEOTECHNICAL ENGINEERPRIOR TO PLACEMENT OF STEEL, IF HIRED. A MEMO SHALL BE AVAILABLE TO THE CITY INSPECTOR AT TIMEOF FOUNDATION INSPECTION.11. THESE DRAWING ARE BASED ON THE BEST AVAILABLE SOURCES AND DO NOT ADDRESS THE FIELDCONDITIONS. THE CONTRACTOR SHALL VERIFY ALL FIELD CONDITIONS AND ALL EXISTING STRUCTURALELEMENTS SPECIFIED AS VERIFIED IN FIELD (V.I.F.) PRIOR TO COMMENCING THE WORK. ANYDISCREPANCIES BETWEEN THESE DRAWINGS AND FIELD CONDITIONS SHALL BE REPORTED TO THE AEORAND SEOR. NO WORK SHALL BE PERFORMED IN THE AFFECTED AREAS UNTIL THE DISCREPANCIES ARERESOLVED.12. ANCHOR BOLTS IN CONTACT WITH PRESSURE TREATED SILL PLATE SHALL BE OF HOT-DIPPEDZINC-COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE OR COPPER.13. THE FOUNDATION PLAN SHOWS THE GENERAL LAYOUT OF THE FOUNDATION. FOR LOCALIZED SIZECHANGES AT THE HOLD-DOWNS, REFER TO TYPICAL DETAILS. AT ALL HOLD-DOWN LOCATIONS,FOUNDATION SHALL BE CONSTRUCTED WITH THE DIMENSIONS SPECIFIED IN TABLE FOR HOLD-DOWNANCHOR SCHEDULE SEE SHEET S4.01.14. ALL WOOD MEMBERS IN CONTACT WITH MASONRY AND CONCRETE SHALL BE PRESSURE-TREATED ANDCONFORM TO THE REQUIREMENT OF "AWPA U1" FOR CATEGORY UC4A OR BETTER.15. WOOD AND WOOD BASED MATERIALS USED RAISED FLOOR SYSTEMS INCLUDING JOISTS AND BEAMSSHALL CONFORM TO THE REQUIREMENTS OF "AWPA U1" FOR CATEGORY UC3B OR HIGHER.16. NO HORIZONTAL COLD JOINTS OTHER THAN THE LOCATIONS SHOWN ON THESE DRAWINGSSHALL BEPERMITTED IN FOUNDATION CONSTRUCTION. ALL CONSTRUCTION JOINTS SHALL BESUBMITTED TO SEORFOR REVIEW.17. BEARING WALLS SHALL BE SHEATHED ON NOT LESS THAN ONE SIDE OR BRIDGING SHALL BE INSTALLEDNOT GREATER THAN 4 FEET APART MEASURED VERTICALLY FROM EITHER END OF THE STUD. 2x BLKGSHALL BE PROVIDED AT PLYWD JOINTS FOR ALL WALLS.18. SPECIAL SOIL CONDITIONS AND PROPERTIES SUCH AS LIQUEFACTION ZONES; ADJACENT TO OR WITHINAREAS PRONE TO LANDSLIDE, SLOPED LOTS GREATER THAN 1 UNIT VERTICAL UNITS HORIZONTAL ARE NOTINCLUDED IN THIS SCOPE OF WORKS AND NOT CONSIDERED FOR FOUNDATION DESIGN. OWNER SHALLHIRE A SOIL ENGINEER TO VERIFY THESE CONDITIONS AND THEIR EFFECTS ON STRUCTURAL ELEMENTS.19. CONSTRUCTION BELOW THE RAISED FLOOR AND AT CRAWL SPACE INCLUDING LUMBERS AND TIMBERSSHALL BE GRADE 1 OR BETTER , JOISTS & BEAM THAT ARE AT LEAST 18" ABOVE GROUND SHALL BECATEGORY 3B OR HIGHER AND POSTS, SILL PLATES AND BEAMS AND JOISTS LESS THAN 18" ABOVE THEGROUND SHALL BE CATEGORY 4A OR HIGHER AS SPECIFIED BY AWPA STANDARD U1.20. ALL CRIPPLE WALLS SHALL BE BRACED.21. ALL TOP AND BOTTOM CONTINUEL/ LONGITUDINAL BARS IN STRIP FOUNDATIONS SHALL HAVESTANDARD HOOKS AT THE ENDS.22. ALL TOP AND BOTTOM DISCONTINUED/ LOCAL BARS ( IN BOTH DIRECTIONS ) AT THE PAD/ISOLATED FOUNDATIONS SHALL HAVE STANDARD HOOKS AT THE ENDS.23. ALL SOG BARS SHALL HAVE STANDARD HOOKS AT THE ENDS.24. FOR DRAINAGE LAYOUT AND REQUIREMENTS, SEE ARCHITECTURAL/CIVIL DRAWINGS. DRAINAGE IS NOTINCLUDED IN STRUCTURAL ENGINEER'S SCOPE OF WORK.25. WHERE THE STEEL COLUMNS ARE EXPOSED TO WEATHER, BASE PLATES AND COLUMNS UP TO 12"ABOVE THE CONCRETE SLAB SHALL BE COATED WITH MIN. 2 COATS OF MACROPOXY 646.26. ALL PERMANENT STEELS IN CONTACT WITH WEATHER SHALL BE PROTECTED FOR CORROSION.27.ALL HANGERS ,COLUMN CAPS ,AND COLUMN BASES ARE MINIMUM REQUIREMENTS ,PRIOR TO ORDER ALLOF THEM SHALL BE CHECKED BY THE CONTRACTOR / FRAMER ANY DISCREPANCY SHALL BE REPORTED TOSEOR.28. FOR ALL BASEPLATES AND STEELS THAT ARE OUTSIDE OR UNDER GROUND, APPLY MIN. 2 COATS OFMACROPOXY 646 WITH MINIMUM 8 MILS THICKNESS. SOG REQUIREMENT NOTES FOUNDATION PLAN NOTES 1 2 5 A B 4 6 7 8 9 10 11 12 13 14 15 16 C D F G H I J K L M N 3 E SYMBOL DESCRIPTIONS INDICATES SHEARWALL TYPEFOR SHEARWALL SCHEDULESEE #/S#.## INDICATES MINIMUMLENGTH OF SHEARWALL SWXX(#'-#") INDICATES HOLDOWN TYPE X INDICATES WOOD POST MARK,SEE POST SCHEDULE C#HDUX #S#.##INDICATES SECTION INDICATES SHEET NUMBER INDICATES DETAILNUMBER ON THE SHEET INDICATES EXIST FOUNDATIONUNO ON PLAN S#.## # INDICATES CALLOUT #INDICATES REVISION ONDRAWINGS INDICATES VIEW#S#.## INDICATES LOAD BEARING WALLBW FOUNDATION PLAN INDICATES NEW FOUNDATIONUNO ON PLAN EXIST SOGV.I.F C 4 1 0C44C44C44C44C44C44C48 W/ CBC46C46C463 1/2" x 51/4" 1.8E PSLC44C44SW1(8'-3") SW2(19'-5") SW3B(14'-8") SW4B(8'-7") SW1(10'-9") SW4B(2'-6") SW4B(8'-6") SW 3 (5' - 2 " ) SW 3 B (3' - 0 " ) SW 2 (16 ' - 9 " ) SW 4 (3' - 6 " ) SW 1 (2 5 ' - 2 " ) SW 1 (1 8 ' - 1 0 " ) SW 3 (3' - 0 " ) SW 1 (3' - 7 " ) SW2(10'-5") SW1(16'-2") SW 1 (4 ' - 0 " ) 1 2 5 A B 4 6 7 8 9 10 11 12 13 14 15 16 C D F G H I J K L M N 3 E H D U 5 C 4 4 H D U 4 C 4 4 C44 H D U 8 C 4 6 HDU4 C44 HDU4 C44 HDU4 HDU4 C44 H D U 8 C 4 6 H D U 4 C 4 4C46HDU1 1C46HDU1 1 H D U 5 C 4 4 HDU2C44 H D U 2 C 4 4 H D U 2 C 4 4 HDU2 C44 H D U 2 C 4 4 HDU2 C44 H D U 2 C 4 4 HDU 8 C46 H D U 4 C 4 6 HDU4C44 H D U 2 H D U 2 C 4 4 HDU2 C44 SW 1 (2 6 ' - 7 " ) H D U 2 HDU 2C44 HDU2C44H D U 2 C 4 4 HDU 8 C46 SW1(18'-10") HDU8 C46 H D U 1 1 C 4 6 H D U 1 1 HD U 1 1 C4 6 H D U 5 C 4 4 H D U 2 H D U 1 1 C 4 6 H D U 1 1 C 4 6 HDU1 4 C410 HD U 1 4 C410 HDU 8C46 H D U 8 C 4 6 HDU 4 H D U 4 H D U 2 C 4 4 HDU2 HDU2C44 H D U 2 C 4 4 HFX(12X8)HFX(12X8)C44SW 3 B (5 ' - 6 " ) SW4B(25'-0") HDU 2C44 SW4B(2'-9") HDU 2C48 HSS 4X5X1/2"C46HSS 4X5X1/2"HSS 4X5X1/2H D U 5 C4 4 H D U 4 C 4 4 HDU 4C44 HDU4C44 H D U 2 C46 C44C410HDU8 HDU4 HDU4 C44 3 1/2" x 51/4" 1.8E PSLHDU2C46C46C46 HDU2 C44 C 4 4 C44 H D U 2 C 4 4 HSS 3.5X3.5X3/8HSS 3.5X3.5X3/8"C48 HSS 3 X 3 X 1 / 4 " C44 C44C44 C 4 4 H D U 1 1 C 4 6 C 4 6C44SW 1 (25 ' - 6 " ) C46 C48 SW 3 (1 0 ' - 1 1 " ) C46C44C44 C44C46C46C46 BP.1 BP.1 BP.2 BP.2 BP.1 BP.3 EXIST SOGTO REMAIN 1S4.01TYP. NOTE:A. ALL COLUMN SHALL INSTALLED W/ BC TO SILL PLATE OR W/ABUZ TO (E) FOUNDATION. B. SEE 8/S4.02 & 11/S4.02 FOR BASE PLATE DETAILS. C. DETAIL 5/S1.02 SHOULD BE CONSIDER FOR ALL FOUNDATIONS PER SOIL REPORT. 11S4.01TYP. 2S4.01 TYP. TYP. 3S4.01TYP. 5S4.01TYP. 6S4.01 2S4.01 TYP. 8S4.02 8S4.02 TYP. TYP . 3S4.02 TYP. 7S4.02 TYP. 5S4.01 TYP. 2S4.01TYP. 6S4.01TYP. 6S4.01 TYP. 13S4.01 STEP INFOUNDATIONSEE 10/S4.02TYP. 2S4.01 10S4.01 6S4.01 9S4.01 14S4.012S4.01 1S4.02 SW 3 SW3 (5'- 2 " W33-0" )U4DU4DU4DU4 HDU4HDU4HDU4HDU4 HDU4DU44HDU4HDU4 C44C44HHH C444C44C44 C44C44C44 2S4.01TYPTYP.TYPC44CCC44C44SW 1W1 HHH HHHH C44C44C44CCC46CC46C4C46 SW4BSW4BSW4BSW4B 666 HHH D H D H D HHHHHHH D H D C 4 6 C 4 6 C 4 6 HDU1 4UHHHDU1 4 HHHDU1 4 HDU1 4 C4104CC4C410C410 HD U 1 4 HHD U 1 4 HD U 1 4 HD U 1 4 C4100C4C410C410 SW3B (5 ' - 6 " ) SW4B(25'-0") H D U 4 H D HHH D U 4 H D U 4 C 4 4 C 4 4 C 4 4CC4CC4C4C4DUHDHHDHHDUHDU HDU2HDHDU2HDU2 C48CC48C48 HSS 3 X 3 X 1 / 4 " HSS 3 X 3 X 1 / 4 " HSS 3 X 3 X 1 / 4 " C44C44C44 C44C44C44BP.33BP.3BP.3 5S4.01 TYP.TYP.TYP. W3W3 4444 H D D H D HHH 666 8 H D U HD U H D U 8 H D U 8 C 4 6 C6C 4 6 C6C 4 6 C 4 6 H D U 1 1 HH D U 1 1 HH D U 1 1 H D U 1 1 4 66410400041040C410C410U8DU8DU8 66C44C44C44SWSHDUHDUHDUC444C44C44CHHHHDU 2 HHHHHDU 2 HDU 2C484C48C48DDUDUW H SW 3 B SSSW 3 BS3 (3' - 0 " ) ((3' 0 ) SW 1 (3' 7 " ) ") (3'C464CC46C46HDU1 1DHDU1HHHDU1HHHDU1 1 HDU1 1C46C46C46HDU11HHHHDU11HDU1 1 HDU1 HDU2HDHDU2HDU2C44C44C44 H D H D U 2 H D U 2 C 4 4 C 4 4 C 4 4 HFX HFXXH 4 HHH HHH HDU 4 4DU4 HDU 4 HDU 4C44C44C44 DU4UHDU4HDU444444C4444CC44C44 13S4.01 HHH SW2SW HDUHDU2HDUCC D U 2 H D U 2 H D U 2 4 4 4 4 4 4 D U 2 H D H D U 2 H D U 2 HDDHHHDHD HHH CC44C44 H D H D H D C4CC46C46 SW3BSW3BS3H D HC 4 C 4 6 C 4 6 D U 8 DHDH D HHH D U 8 H D U 8 4 66CCCC 4 6 C 4 6C46C46C46C46CCCC46C46S4.01 CCCH DC44C44C44DC466C46C46C44C4C44C44CCCCSW 1W1 SS HDUHHDUHHDU2HDU2 CCC44C44 C46C46 666C 4 6 C 4 6 6646 C 4 C 4 1 0 C 4 1 0C444C444C4C44C44SW1W1(10'-9") SW 4 4 SSS3'- 6 " ) 6 33(33(((((3 44 H D U 5 UHH D U 5 H D U 5 C 4 4 C 4 4 C 4 4 H DDH D H D 4C 4 C 4 4 C 4 4 H D U 2 H D U 2 H D U 2 HDU 2 2 HHDU 2 HDU 2C44C44C44 HHH 2S4.01 H D SW4BSW4B6"))(2'-62' 6 1 H D U 1 1 DH D U 1 1 DHHH D U 1 1 H D U 1 1 C 4 6 6CCCC 4 6 C 4 6 H D U 1 1 D 1 HH D U 1 1 H D U 1 1 H D U 1 1 H D U 2 2 H D U 2 H D U 2 HD U 1 1 DHD U 1 1 HD U 1 1 C4 64C4 64C4 6 C4 6 SW4BSW4B(2'-9")(29") C 4 CC 4 4 C 4 4 11 H D U 1 HH 111 H D U 1 HH 1 HHH D U 1 1 H D U 1 1 C 46CCCCC 4 6 C 4 6 U 1 1 11111111 6 6C 4 6 C 4 6 H D U 2 H D U 2 H D U 2 C 4 4 4C 4 4 C 4 4 HHHH 4BB6")6 CCC HDU4HDU4HDU4 C44C44 HH D U 2 H D U C 4 C 4 4 C 4 4 HDU88HDU8HDU8HDU8 C464C46C46 H DC44C44C44D U 8 H D U 8 H D U 8 C 4 6 66C 4 6 66CC 4 6 C 4 6 BP.1BP.1BP.1 SW1SW1(18'-10")HSS 4 HSS 4XHSS 4X/215X1/25X1/2U2U2U2 U8U84C46C46C44C44 3HSS 3 33SSHHHSS 3HS333.5X3.5XP.22 BP.2PPBP.2BP.2 TYT BP 2 BP 2 DU2DUUHDU 2 HDU 2444 44HDHDHD 464646C4C4C4 2 222DU2 PC4CC4CC4C4SW 1W1 D U 2 UH D U 2 D U 2 HHDU 8 HDU 8C4C4 HDU2HDU2 C44C44C44 C 4 4 C 4 4 C 4 4 D U 2 2DD U 2 2DH D HH D U 2 H D U 2 C 4 4 C 4 4 DH DD4 4 2 2 U8U8C4C4 H D U 4 DH D U 4 H D U 4 C 44C 4 4 C 4 4 C444C444C44C44 H D U 4 H D U 4 H D U 4 C 4 4 4C 4 4 4C 4 4 C 4 4 H D U 1 1 HHH D U 1 1 H D U 1 1 C 4 6 C 4 6 C 4 6 HH HHH HDU44HDU44HDHHDU4HDU4 W311 " )" 1 44 DDUDU D UU D D U 1 U 1 C46 4 4 1U 1 U 1 U 1 U 1 U 1 C4C4C4 DD DD DD 44 DDDD DD DD UUU 4646464 111 444 444444 C DDDDD HHHH 2 H D U 1 1111 4 S H DCCCCHHDU2 444444 HHHHHHH SSSSS DD D DDDDDDDDDDDD 1111111111U 1 U 1CCCCCU2U2U BP 444444444 H D H DD 22 BPBPBP DUDUUHHHHHDDDDDCCCCCCCC444444 CC H D H DSSSSSS HHHH 6 111111 ( H D H D H D H D H D DUDUDUD 666 2 HH H D 2222 DHDHHHH 44444444444444 C 4 2 U 2 22 6666HHHHH 2222 66666 H D H D 22 22CCCCDDUDUDU H D H D C 4 CCCC H D H D HHHHHH 4444444444 HHH H DDDDDH D H D H D H D H D H D H D H D H D DUDUDU HHHHHH (( HHHHHH 66666 111111 44 DDDDDDD 6666CCCCCH D HH D C 4 C 4 C 4 C 4 C 4 C 4 C 4 222 222222222 2 U 2 U 22 4 44 66 DHHH HHC 4H D H D CC C 1 1 HH DDCDDDD P2 H4 6 C C U2CD 2C46C4644 D U D 4 444 )) H D C466H D 1 4 6 ( C444 H C H H C4 H HD H D 444 UUUCCC 4 4 HD HDC46CCCD ( U 2 4 4 H BP H DD U C4C4C P2 U C 6H C44 H D6D H C 4 HCUC HHHD HD CCS D 2 B U 1 C 4 4 4 C 4 ( C44CHHD U DDD D 6 U C44C44DUCCCDU X5X5X5X1/22X1/2"X1/2HDU4HDU4HDU4 CC4C4 SW BP.1BP.1BP.1 W SOGGNOTE1NOTE1NOTE1 SW4SS(8'-6(8 -66(8(8' 6 HHHHCCC46C46 5S4.01 P.YPYTYP.TYP. 46 H D U 2 H D U 2 H D U 2 C 4 4 C 4 4 C 4 4 HDU 8 HDU 8 HDU 8 C46C46C46 H D U 2 H D U 2 H D U 2 HD UUH DDDD UUH D U D U D UU C 4 4 C 4 4 HH HHHHC 4 C CCC HDU2HDU2HDU24C44C44HDU2HDU2HDU2HDDHDUDHDDC44C44 U 2 U 2 U 2 U 2 UUUUU C 4 4 C 4 4 224444C 4 HHH 4C44C442U 2 U 2 UUU C 4 4 C 4 4 C 4 C4848C48C48CC44C44C46C46C46C44C44C44H D U 4 H D U 4 H D U 4 C 46C 464 6 4 6 DU4HDU4HDU4C444C44C44C44C44C44SW 1 SW HHH CC44C44 H D HCC 4 6 CC4C44C44SW1SW(8'-3")( 5 H D U 5 H D U 5 H D U 5 C 4 4 C 4 4 C 4 4 H D U H D U 2 H D U 2 C 4 4 C 4 4 HDU2U2U22HDU2HDU2 555 2C 4 4 C 4 4 HHH H D U 5 H D U 5 H D U 5 C4 4 C4 4 C4 4C46C46C46C46CC46C46CC46C46 STYTYPTYP 6S4.01 111111111111C44C44C44CCC22/2" x21/4" 1.8E 1/4" 1.8E 1/4" 1.8E SW2 S(16 9 ) (16 9) H D U 2 H D U 2 H D U 2 C 4 C 4 4 C 4 4 HDHDU2HDU2 C4C44C44 HDHDUHDU 5 x5x58E PSLC46C46C46C444CC44C44C4C44C44C48 W//CC48 W/C48 W/SW2(10' 5")5"(124 DU 4DUDU D U 4 HD U 4 HH D U 4 H D U 4 C 4 C 4 6 C 4 6 DC2 DDUDU 4XX/2X1/2"X1/2111 46C46C46 (( C4CC4C4 HDDHDHDC444C44C44 B 4C44 B DHDD4444 HHDHD C4 44444444444444C4HC444C46666HSS 4X5X5X15XBP.1BP.1BP.1 HFX12X8-1 1/8”STD-RA-Le=15"-SEE HFX1 HFX12X8-1 1/8”STD-RA-Le=15"-SEE HFX1 (12X8)X8)(1(12X8)X8)(1 SOIL ENGINEER NAME: SA GEOTECHNICAL, INCPETER ANDERSON, REZA SABERISOIL ENGINEER ADDRESS: 1000 NORTH COAST HIGHWAYSUITE 10 LAGUNA BEACH, CALIFORNIA 92651 SOIL ENGINEER PHONE: (949) 403-7229 SOIL REPORT NUMBER: PROJECT NO. 23133-01 SOIL REPORT DATE: NOVEMBER,14,2023 SOILS ALLOWABLE DESIGN VALUES BASED ON SOIL REPORT:DESIGN OF SLABS AND FOUNDATIONS ARE THE PURVIEW OF THESTRUCTURAL ENGINEER. FOR PRELIMINARY DESIGN, THESIZING OF FOUNDATIONS MAY BE BASED ON AN ALLOWABLEBEARING CAPACITY OF 1,200 PSF FOR A 12-INCH-WIDE FOOTINGEMBEDDED A MINIMUM OF 18 INCHES BELOW THE NEARESTADJACENT GRADE. THE ALLOWABLE BEARING CAPACITY MAYBE INCREASED BY 500 PSF FOR EACH ADDITIONAL FOOT OFEMBEDMENT AND BY 200 PSF FOR EACH ADDITIONAL FOOT OFWIDTH TO A MAXIMUM VALUE OF 2,500 PSF.THE ALLOWABLE BEARING PRESSURE MAY BE INCREASED BYONE-THIRD FOR WIND OR SEISMIC LOADING. LATERAL LOADS MAYBE RESISTED BY PASSIVE PRESSURE FORCES AND FRICTIONACTING ON THE BOTTOM OF FOOTINGS AND MAT SLABS. FORFOOTINGS CAST AGAINST APPROVED EARTH MATERIALS, THELATERAL BEARING RESISTANCE MAY BE COMPUTED USING AVALUE OF 300 POUNDS PER SQUARE FOOT PER FOOT OF DEPTHBELOW NATURAL LEVEL GRADE, BUT SHOULD NOT EXCEED 4,500POUNDS PER SQUARE FOOT. THE COEFFICIENT OF FRICTIONALRESISTANCE OF 0.35 AGAINST SLIDING FOR CONCRETE INCONTACT WITH APPROVED SOIL MAY ALSO BE USED. PASSIVERESISTANCE AND FRICTIONAL RESISTANCE MAY BE USED INCOMBINATION WITHOUT REDUCTION. 1.SOIL SUBGRADE REQUIREMENTS, ELEVATION AND SLOPING OF FOUNDATIONS AND SOG, ANDCONSTRUCTION REQUIREMENTS ARE NOT PART OF THIS SCOPE OF WORK OR THE LIABILITY OF THESTRUCTURAL ENGINEER.2.CONTRACTOR SHALL REVIEW AND FOLLOW THE GEOTECHNICAL REPORT AND CIVIL DWG. FOR THECONSTRUCTION OF SOIL SUBGRADE AND SOG.3.FOUNDATION AND SOG DESIGN IS BASED ON THE RECOMMENDATIONS SPECIFIED IN GEOTECHNICALREPORT NO.23133-01, DATED 11/14/2023 BY SA GEOTECHNICAL INC. 2491 CRESTVIEW DR, NEWPORTBEACH, CA 92663, THE GEOTECHNICAL ENGINEER FOR THE PROJECT. THE GEOTECHNICAL REPORT ANDALL AMENDMENTS SHALL BE PROVIDED TO THE CONTRACTOR AS REFERENCE DOCUMENT AND SHALL BEKEPT AT THE JOB SITE AT ALL TIMES.3.1. IN ADDITION TO GEOTECHNICAL AND STRUCTURAL CONSIDERATIONS, THE PROJECTOWNER SHOULD ALSO CONSIDER MOISTURE MITIGATION WHEN DESIGNING ANDCONSTRUCTING MAT SLABS OR SLABS-ON-GRADE. THE INTENDED USE OF THE INTERIORSPACE, TYPE OF FLOORING, AND THE TYPE OF GOODS AND/OR MATERIALS IN CONTACTWITH THE FLOOR MAY DICTATE THE NEED FOR, AND DESIGN OF, MEASURES TO MITIGATEPOTENTIAL EFFECTS OF MOISTURE EMISSION FROM AND/OR MOISTURE VAPORTRANSMISSION THROUGH THE SLAB. A VAPOR RETARDER OR BARRIER IS REQUIRED INACCORDANCE WITH SECTION 1805.2.1 OF THE 2022 CBC UNDER RESIDENTIAL AND GARAGESLABS TO HELP MITIGATE MOISTURE TRANSMISSION THROUGH THE CONCRETE. SLABSSHOULD ADDITIONALLY BE UNDERLAIN BY 4-INCHES OF OPEN GRADED GRAVEL AND SLABSUBGRADE SOILS SHOULD BE WELL-MOISTENED PRIOR TO PLACEMENT OF THE VAPORRETARDER. ALL SUBGRADE MATERIALS SHOULD BE GEOTECHNICALLY APPROVED PRIOR TOPLACING THE GRAVEL FOR THE SLAB UNDERLAYMENT.SLAB UNDERLAYMENT IS DEFERRED TO THE PROJECT ARCHITECT; HOWEVER, INACCORDANCE WITH THE AMERICAN CONCRETE INSTITUTE, WE SUGGEST THAT SLABS BEUNDERLAIN BY A 15-MIL THICK VAPOR RETARDER/BARRIER (STEGO WRAP OREQUIVALENT) PLACED OVER THE GRAVEL IN ACCORDANCE WITH THE REQUIREMENTS OFASTM E:1745 AND E:1643. CONCRETE MIX DESIGN AND CURING ARE ALSO SIGNIFICANTFACTORS IN MITIGATING SLAB MOISTURE PROBLEMS. CONCRETE WITH LOWERWATER/CEMENT RATIOS RESULTS IN DENSER, LESS PERMEABLE SLABS. THEY ALSO "DRY"FASTER WITH REGARD TO WHEN FLOORING CAN BE INSTALLED (REDUCED MOISTUREEMISSIONS QUANTITIES AND RATES). REWETTING OF THE SLAB FOLLOWING CURINGSHOULD BE AVOIDED SINCE THIS CAN RESULT IN ADDITIONAL DRYING TIME REQUIREDPRIOR TO FLOORING INSTALLATION. PROPER CONCRETE SLAB MOISTURE TESTING PRIORTO FLOORING INSTALLATION IS ALSO IMPORTANT.ALSO, THE CONCRETE MIX DESIGN AND THE TYPE AND LOCATION OF THE VAPOR RETARDERSHOULD BE DETERMINED IN COORDINATION WITH ALL PARTIES INVOLVED IN THE FINISHEDPRODUCT, INCLUDING THE PROJECT OWNER, ARCHITECT, STRUCTURAL ENGINEER,GEOTECHNICAL CONSULTANT, CONCRETE SUBCONTRACTORS, AND FLOORINGSUBCONTRACTORS.4. PROVIDE CONTROL JOINTS AT CL. OF CONC. OR STEEL COLUMNS IF NO CONSTRUCTION JOINTS OCCUR.5. CONTRACTOR TO SUBMIT A JOINTING PLAN TO ARCHITECT FOR REVIEW.6. THE TOP SURFACE OF FOUNDATIONS SHALL BE LEVEL ,UNO ON ARCH. DWG.7. THE BOTTOM SURFACE OF FOUNDATION AND SOG SHALL NOT HAVE A SLOPE EXCEEDING ONE UNIT VER.IN 12 UNITS HOR.8. UNO ON PLANS OR TYPICAL DETAILS, NO HOR. CONSTRUCTION SHALL BE PERMITTED IN THEFOUNDATIONS. ALL OTHER CONSTRUCTION JOINTS SHALL BE SUBMITTED TO SEOR AND ARCH FORREVIEW. 2491 CRESTVIEW DR, NEWPORTBEACH, CA 92663 PROJECT CLIENT 0' 2' 4'8'16' SHEET TITLE SAZAN INC. 2610 Vista Del Oro, Newport Beach, CA 92660 SHELLEY STARR, TBD(310) 409-7577 S2.01 FOUNDATION PLAN 1 EXP. 06-30-2024 Date: 05/15/2024 7KHIRXQGDWLRQSODQKDVEHHQUHYLHZHGDQGLVLQFRQIRUPDQFHZLWKWKHJHRWHFKQLFDOUHSRUWUHIHUHQFHGKHUHLQ5/16/2024 64 SCALE: 1/4"=1'-0"1 UNDERPIN WITH MINIMUM18" ADDITIONAL THICKNESS NEW FOUNDATION WITH 24"DEPTH BELOW EXISTINGGRADE NEW SOG WITH 5" THICKNESSAND #4@12" EACH WAY EXIST SOG TO REMAIN UNDERPIN WITH MINIMUM24" ADDITIONAL THICKNESS 1. STRUCTURAL DRAWINGS ARE NOT STAND-ALONE DOCUMENTS AND ARE INTENDED TO BE USED INCONJUNCTION WITH CIVIL, ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND DRAWINGS FROM OTHERDISCIPLINES. THE CONTRACTOR SHALL COORDINATE ALL REQUIREMENTS OF THE CONTRACT DOCUMENTSINTO THE SHOP DRAWINGS AND FIELD WORK.2. ALL ELEVATIONS, SLOPES, DRAINAGE, DIMENSIONS OF OPENINGS, PENETRATIONS, DEPRESSIONS, ANDLAYOUT AND GEOMETRY OF NONSTRUCTURAL ELEMENT SUCH AS BUT NOT LIMITED TO PARTITION,WINDOWS, PLUMBING, ARE NOT INCLUDED IN THE STRUCTURAL ENGINEERING SCOPE OF WORK AND SHALLNOT BE THE RESPONSIBILITY OF THE STRUCTURAL ENGINEER. REFER TO THE DRAWINGS FROM OTHERPROFESSIONS FOR THE INFORMATION MENTIONED ABOVE.3. FOR CONSTRUCTION NOTES AND TYPICAL SYMBOLS DESCRIPTIONS, SEE S0 SERIES SHEETS.4. FOR TYPICAL DETAILS, SEE S1 SERIES SHEETS. DETAILS AND SCHEDULES INDICATED AS 'TYPICAL' MAYNOT BE SPECIFICALLY REFERENCED ON DRAWINGS. DETERMINE WHERE EACH TYPICAL DETAIL ORSCHEDULE APPLIES BEFORE PROCEEDING WITH WORK.5. SEE ARCH./CIVIL DWGS. FOR CONCRETE SLAB ELEVATIONS, DEPRESSIONS, SLOPES, OPENINGS, CURBS,DRAINS, TRENCHES, SLAB EDGE LOCATIONS, ETC., AND FOR WALL OVERALL DIMENSIONS, LOCATIONS OFOPENINGS, ETC., NOT INDICATED ON STRUCTURAL DRWGS.6. HOLD-DOWNS& ANCHORS HARDWARE MUST BE SECURED IN PLACE PRIOR TO CALLING FOR FOUNDATIONINSPECTION. WET SETTING ANCHORS IS PROHIBITED.7. APPROVED PLATE WASHERS SHALL BE USED FOR HOLD-DOWN CONNECTOR BOLTS INTO WOOD FRAMING.HOLD-DOWNS SHALL BE FINGER TIGHT AND 1/2 WRENCH TURN JUST PRIOR TO COVERING WALL FRAMING.8. STANDING WATER SHALL BE REMOVED FROM THE FOUNDATION EXCAVATIONS PRIOR TO THE CONCRETEPLACING.9. UNO IN ARCH./CIVIL DWGS. SURFACE OUTSIDE THE HOUSE NEEDS TO HAVE 5% SLOPE (UNPAVEDSURFACE) & 2% SLOPE (PAVED SURFACE) AWAY FROM THE STRUCTURE.10. FOUNDATION EXCAVATIONS SHALL BE INSPECTED AND APPROVED BY THE GEOTECHNICAL ENGINEERPRIOR TO PLACEMENT OF STEEL, IF HIRED. A MEMO SHALL BE AVAILABLE TO THE CITY INSPECTOR AT TIMEOF FOUNDATION INSPECTION.11. THESE DRAWING ARE BASED ON THE BEST AVAILABLE SOURCES AND DO NOT ADDRESS THE FIELDCONDITIONS. THE CONTRACTOR SHALL VERIFY ALL FIELD CONDITIONS AND ALL EXISTING STRUCTURALELEMENTS SPECIFIED AS VERIFIED IN FIELD (V.I.F.) PRIOR TO COMMENCING THE WORK. ANYDISCREPANCIES BETWEEN THESE DRAWINGS AND FIELD CONDITIONS SHALL BE REPORTED TO THE AEORAND SEOR. NO WORK SHALL BE PERFORMED IN THE AFFECTED AREAS UNTIL THE DISCREPANCIES ARERESOLVED.12. ANCHOR BOLTS IN CONTACT WITH PRESSURE TREATED SILL PLATE SHALL BE OF HOT-DIPPEDZINC-COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE OR COPPER.13. THE FOUNDATION PLAN SHOWS THE GENERAL LAYOUT OF THE FOUNDATION. FOR LOCALIZED SIZECHANGES AT THE HOLD-DOWNS, REFER TO TYPICAL DETAILS. AT ALL HOLD-DOWN LOCATIONS,FOUNDATION SHALL BE CONSTRUCTED WITH THE DIMENSIONS SPECIFIED IN TABLE FOR HOLD-DOWNANCHOR SCHEDULE SEE SHEET S4.01.14. ALL WOOD MEMBERS IN CONTACT WITH MASONRY AND CONCRETE SHALL BE PRESSURE-TREATED ANDCONFORM TO THE REQUIREMENT OF "AWPA U1" FOR CATEGORY UC4A OR BETTER.15. WOOD AND WOOD BASED MATERIALS USED RAISED FLOOR SYSTEMS INCLUDING JOISTS AND BEAMSSHALL CONFORM TO THE REQUIREMENTS OF "AWPA U1" FOR CATEGORY UC3B OR HIGHER.16. NO HORIZONTAL COLD JOINTS OTHER THAN THE LOCATIONS SHOWN ON THESE DRAWINGSSHALL BEPERMITTED IN FOUNDATION CONSTRUCTION. ALL CONSTRUCTION JOINTS SHALL BESUBMITTED TO SEORFOR REVIEW.17. BEARING WALLS SHALL BE SHEATHED ON NOT LESS THAN ONE SIDE OR BRIDGING SHALL BE INSTALLEDNOT GREATER THAN 4 FEET APART MEASURED VERTICALLY FROM EITHER END OF THE STUD. 2x BLKGSHALL BE PROVIDED AT PLYWD JOINTS FOR ALL WALLS.18. SPECIAL SOIL CONDITIONS AND PROPERTIES SUCH AS LIQUEFACTION ZONES; ADJACENT TO OR WITHINAREAS PRONE TO LANDSLIDE, SLOPED LOTS GREATER THAN 1 UNIT VERTICAL UNITS HORIZONTAL ARE NOTINCLUDED IN THIS SCOPE OF WORKS AND NOT CONSIDERED FOR FOUNDATION DESIGN. OWNER SHALLHIRE A SOIL ENGINEER TO VERIFY THESE CONDITIONS AND THEIR EFFECTS ON STRUCTURAL ELEMENTS.19. CONSTRUCTION BELOW THE RAISED FLOOR AND AT CRAWL SPACE INCLUDING LUMBERS AND TIMBERSSHALL BE GRADE 1 OR BETTER , JOISTS & BEAM THAT ARE AT LEAST 18" ABOVE GROUND SHALL BECATEGORY 3B OR HIGHER AND POSTS, SILL PLATES AND BEAMS AND JOISTS LESS THAN 18" ABOVE THEGROUND SHALL BE CATEGORY 4A OR HIGHER AS SPECIFIED BY AWPA STANDARD U1.20. ALL CRIPPLE WALLS SHALL BE BRACED.21. ALL TOP AND BOTTOM CONTINUEL/ LONGITUDINAL BARS IN STRIP FOUNDATIONS SHALL HAVESTANDARD HOOKS AT THE ENDS.22. ALL TOP AND BOTTOM DISCONTINUED/ LOCAL BARS ( IN BOTH DIRECTIONS ) AT THE PAD/ISOLATED FOUNDATIONS SHALL HAVE STANDARD HOOKS AT THE ENDS.23. ALL SOG BARS SHALL HAVE STANDARD HOOKS AT THE ENDS.24. FOR DRAINAGE LAYOUT AND REQUIREMENTS, SEE ARCHITECTURAL/CIVIL DRAWINGS. DRAINAGE IS NOTINCLUDED IN STRUCTURAL ENGINEER'S SCOPE OF WORK.25. WHERE THE STEEL COLUMNS ARE EXPOSED TO WEATHER, BASE PLATES AND COLUMNS UP TO 12"ABOVE THE CONCRETE SLAB SHALL BE COATED WITH MIN. 2 COATS OF MACROPOXY 646.26. ALL PERMANENT STEELS IN CONTACT WITH WEATHER SHALL BE PROTECTED FOR CORROSION.27.ALL HANGERS ,COLUMN CAPS ,AND COLUMN BASES ARE MINIMUM REQUIREMENTS ,PRIOR TO ORDER ALLOF THEM SHALL BE CHECKED BY THE CONTRACTOR / FRAMER ANY DISCREPANCY SHALL BE REPORTED TOSEOR.28. FOR ALL BASEPLATES AND STEELS THAT ARE OUTSIDE OR UNDER GROUND, APPLY MIN. 2 COATS OFMACROPOXY 646 WITH MINIMUM 8 MILS THICKNESS. SOG REQUIREMENT NOTES FOUNDATION PLAN NOTES 1 2 5 A B 4 6 7 8 9 10 11 12 13 14 15 16 C D F G H I J K L M N 3 E FOUNDATION DEPTH PLAN NEW FOUNDATION WITH 36"DEPTH BELOW EXISTING GRADE TYP.3TABLE 3TYP.2TABLE 3 TYP.4TABLE 3TYP.1TABLE 3 TYP.5TABLE 1 TYP.6TABLE 4 TYP.1TABLE 4 TYP.5TABLE 4 TYP.4TABLE 4 TYP.2TABLE 4 TYP.3TABLE 4 TYP.3TABLE 1 TYP.4TABLE 1 TYP.6TABLE 1 TYP.2TABLE 1 TYP.2TABLE 1 TYP.8TABLE 1 TYP.2TABLE 1 TYP.2TABLE 1 TYP.1TABLE 1 TYP.1TABLE 1 TYP.7TABLE 1 TYP.1TABLE 1 TYP.1TABLE 1 TYP.7TABLE 1 TYP.5TABLE 1 TYP.1TABLE 2 TYP.1TABLE 2 TYP.1TABLE 2 TYP.2TABLE 2 TYP.1TABLE 2 TYP.8TABLE 2 TYP.9TABLE 2TYP.3TABLE 2 TYP.2TABLE 2 TYP.1TABLE 2 TYP.4TABLE 2 TYP.2TABLE 2 TYP.7TABLE 4 TYP.5TABLE 2 TYP.6TABLE 2 TYP.7TABLE 2 TYP.5TABLE 2 TYP.1TABLE 2 TYP.2TABLE 2 TYP.A SEEDETAIL 9/S4.02 TYP.B SEEDETAIL 9/S4.02 NOTE: 1- SEE DETAIL 12/S4.01 FOR TABLE 1 & 2. 2- SEE DETAIL 4/S4.02 FOR TABLE 3 & 4. TYP.2TABLE 2 TY 6BLBB4 T LE T 1AB4 T 2AB1 AB 1 P2 YPTAETALETATAE TY 8BLL 1 TY YPTLE TYTYBBB AA. AAAAYPEE TT BB AA 2211 TT TATATY TT PP PB PP E EE TTBBBBBB BBTP117 LLY AYY ABA 22 YPTLELL TY 2 TP4BL2TAE3TYTY YY BBBBB LLLL TTTPBE TAAY AAAA 3 . 22 AAY PTA E P.BL 1 TT PPP EE BBB PPP TYAYY YAB 4 LB ABA 1 AAAAYYYY AAYL TTY 28 YABBE111 TYP.10TABLE 2 TYP.2TABLE 2 SOIL ENGINEER NAME: SA GEOTECHNICAL, INCPETER ANDERSON, REZA SABERI SOIL ENGINEER ADDRESS: 1000 NORTH COAST HIGHWAYSUITE 10 LAGUNA BEACH, CALIFORNIA 92651 SOIL ENGINEER PHONE: (949) 403-7229 SOIL REPORT NUMBER: PROJECT NO. 23133-01 SOIL REPORT DATE: NOVEMBER,14,2023 SOILS ALLOWABLE DESIGN VALUES BASED ON SOIL REPORT:DESIGN OF SLABS AND FOUNDATIONS ARE THE PURVIEW OF THESTRUCTURAL ENGINEER. FOR PRELIMINARY DESIGN, THESIZING OF FOUNDATIONS MAY BE BASED ON AN ALLOWABLEBEARING CAPACITY OF 1,200 PSF FOR A 12-INCH-WIDE FOOTINGEMBEDDED A MINIMUM OF 18 INCHES BELOW THE NEARESTADJACENT GRADE. THE ALLOWABLE BEARING CAPACITY MAYBE INCREASED BY 500 PSF FOR EACH ADDITIONAL FOOT OFEMBEDMENT AND BY 200 PSF FOR EACH ADDITIONAL FOOT OFWIDTH TO A MAXIMUM VALUE OF 2,500 PSF.THE ALLOWABLE BEARING PRESSURE MAY BE INCREASED BYONE-THIRD FOR WIND OR SEISMIC LOADING. LATERAL LOADS MAYBE RESISTED BY PASSIVE PRESSURE FORCES AND FRICTIONACTING ON THE BOTTOM OF FOOTINGS AND MAT SLABS. FORFOOTINGS CAST AGAINST APPROVED EARTH MATERIALS, THELATERAL BEARING RESISTANCE MAY BE COMPUTED USING AVALUE OF 300 POUNDS PER SQUARE FOOT PER FOOT OF DEPTHBELOW NATURAL LEVEL GRADE, BUT SHOULD NOT EXCEED 4,500POUNDS PER SQUARE FOOT. THE COEFFICIENT OF FRICTIONALRESISTANCE OF 0.35 AGAINST SLIDING FOR CONCRETE INCONTACT WITH APPROVED SOIL MAY ALSO BE USED. PASSIVERESISTANCE AND FRICTIONAL RESISTANCE MAY BE USED INCOMBINATION WITHOUT REDUCTION. 1.SOIL SUBGRADE REQUIREMENTS, ELEVATION AND SLOPING OF FOUNDATIONS AND SOG, ANDCONSTRUCTION REQUIREMENTS ARE NOT PART OF THIS SCOPE OF WORK OR THE LIABILITY OF THESTRUCTURAL ENGINEER.2.CONTRACTOR SHALL REVIEW AND FOLLOW THE GEOTECHNICAL REPORT AND CIVIL DWG. FOR THECONSTRUCTION OF SOIL SUBGRADE AND SOG.3.FOUNDATION AND SOG DESIGN IS BASED ON THE RECOMMENDATIONS SPECIFIED IN GEOTECHNICALREPORT NO.23133-01, DATED 11/14/2023 BY SA GEOTECHNICAL INC. 2491 CRESTVIEW DR, NEWPORTBEACH, CA 92663, THE GEOTECHNICAL ENGINEER FOR THE PROJECT. THE GEOTECHNICAL REPORT ANDALL AMENDMENTS SHALL BE PROVIDED TO THE CONTRACTOR AS REFERENCE DOCUMENT AND SHALL BEKEPT AT THE JOB SITE AT ALL TIMES.3.1. IN ADDITION TO GEOTECHNICAL AND STRUCTURAL CONSIDERATIONS, THE PROJECTOWNER SHOULD ALSO CONSIDER MOISTURE MITIGATION WHEN DESIGNING ANDCONSTRUCTING MAT SLABS OR SLABS-ON-GRADE. THE INTENDED USE OF THE INTERIORSPACE, TYPE OF FLOORING, AND THE TYPE OF GOODS AND/OR MATERIALS IN CONTACTWITH THE FLOOR MAY DICTATE THE NEED FOR, AND DESIGN OF, MEASURES TO MITIGATEPOTENTIAL EFFECTS OF MOISTURE EMISSION FROM AND/OR MOISTURE VAPORTRANSMISSION THROUGH THE SLAB. A VAPOR RETARDER OR BARRIER IS REQUIRED INACCORDANCE WITH SECTION 1805.2.1 OF THE 2022 CBC UNDER RESIDENTIAL AND GARAGESLABS TO HELP MITIGATE MOISTURE TRANSMISSION THROUGH THE CONCRETE. SLABSSHOULD ADDITIONALLY BE UNDERLAIN BY 4-INCHES OF OPEN GRADED GRAVEL AND SLABSUBGRADE SOILS SHOULD BE WELL-MOISTENED PRIOR TO PLACEMENT OF THE VAPORRETARDER. ALL SUBGRADE MATERIALS SHOULD BE GEOTECHNICALLY APPROVED PRIOR TOPLACING THE GRAVEL FOR THE SLAB UNDERLAYMENT.SLAB UNDERLAYMENT IS DEFERRED TO THE PROJECT ARCHITECT; HOWEVER, INACCORDANCE WITH THE AMERICAN CONCRETE INSTITUTE, WE SUGGEST THAT SLABS BEUNDERLAIN BY A 15-MIL THICK VAPOR RETARDER/BARRIER (STEGO WRAP OREQUIVALENT) PLACED OVER THE GRAVEL IN ACCORDANCE WITH THE REQUIREMENTS OFASTM E:1745 AND E:1643. CONCRETE MIX DESIGN AND CURING ARE ALSO SIGNIFICANTFACTORS IN MITIGATING SLAB MOISTURE PROBLEMS. CONCRETE WITH LOWERWATER/CEMENT RATIOS RESULTS IN DENSER, LESS PERMEABLE SLABS. THEY ALSO "DRY"FASTER WITH REGARD TO WHEN FLOORING CAN BE INSTALLED (REDUCED MOISTUREEMISSIONS QUANTITIES AND RATES). REWETTING OF THE SLAB FOLLOWING CURINGSHOULD BE AVOIDED SINCE THIS CAN RESULT IN ADDITIONAL DRYING TIME REQUIREDPRIOR TO FLOORING INSTALLATION. PROPER CONCRETE SLAB MOISTURE TESTING PRIORTO FLOORING INSTALLATION IS ALSO IMPORTANT.ALSO, THE CONCRETE MIX DESIGN AND THE TYPE AND LOCATION OF THE VAPOR RETARDERSHOULD BE DETERMINED IN COORDINATION WITH ALL PARTIES INVOLVED IN THE FINISHEDPRODUCT, INCLUDING THE PROJECT OWNER, ARCHITECT, STRUCTURAL ENGINEER,GEOTECHNICAL CONSULTANT, CONCRETE SUBCONTRACTORS, AND FLOORINGSUBCONTRACTORS.4. PROVIDE CONTROL JOINTS AT CL. OF CONC. OR STEEL COLUMNS IF NO CONSTRUCTION JOINTS OCCUR.5.CONTRACTOR TO SUBMIT A JOINTING PLAN TO ARCHITECT FOR REVIEW.6. THE TOP SURFACE OF FOUNDATIONS SHALL BE LEVEL ,UNO ON ARCH. DWG.7. THE BOTTOM SURFACE OF FOUNDATION AND SOG SHALL NOT HAVE A SLOPE EXCEEDING ONE UNIT VER.IN 12 UNITS HOR.8. UNO ON PLANS OR TYPICAL DETAILS, NO HOR. CONSTRUCTION SHALL BE PERMITTED IN THEFOUNDATIONS. ALL OTHER CONSTRUCTION JOINTS SHALL BE SUBMITTED TO SEOR AND ARCH FORREVIEW. 2491 CRESTVIEW DR, NEWPORTBEACH, CA 92663 PROJECT CLIENT 0' 2' 4'8'16' SHEET TITLE SAZAN INC. 2610 Vista Del Oro, Newport Beach, CA 92660 SHELLEY STARR, TBD(310) 409-7577 S2.02 FOUNDATION PLAN 1 EXP. 06-30-2024 Date: 05/15/2024 7KHIRXQGDWLRQSODQKDVEHHQUHYLHZHGDQGLVLQFRQIRUPDQFHZLWKWKHJHRWHFKQLFDOUHSRUWUHIHUHQFHGKHUHLQ TABLE 2TA 5/16/2024 65 SCALE: 1/4"=1'-0"1 1.SOIL SUBGRADE REQUIREMENTS, ELEVATION AND SLOPING OF FOUNDATIONS AND SOG, ANDCONSTRUCTION REQUIREMENTS ARE NOT PART OF THIS SCOPE OF WORK OR THE LIABILITY OF THESTRUCTURAL ENGINEER.2.CONTRACTOR SHALL REVIEW AND FOLLOW THE GEOTECHNICAL REPORT AND CIVIL DWG. FOR THECONSTRUCTION OF SOIL SUBGRADE AND SOG.3.FOUNDATION AND SOG DESIGN IS BASED ON THE RECOMMENDATIONS SPECIFIED IN GEOTECHNICALREPORT NO.23133-01, DATED 11/14/2023 BY SA GEOTECHNICAL INC. 2491 CRESTVIEW DR, NEWPORTBEACH, CA 92663, THE GEOTECHNICAL ENGINEER FOR THE PROJECT. THE GEOTECHNICAL REPORT ANDALL AMENDMENTS SHALL BE PROVIDED TO THE CONTRACTOR AS REFERENCE DOCUMENT AND SHALL BEKEPT AT THE JOB SITE AT ALL TIMES.3.1. IN ADDITION TO GEOTECHNICAL AND STRUCTURAL CONSIDERATIONS, THE PROJECTOWNER SHOULD ALSO CONSIDER MOISTURE MITIGATION WHEN DESIGNING ANDCONSTRUCTING MAT SLABS OR SLABS-ON-GRADE. THE INTENDED USE OF THE INTERIORSPACE, TYPE OF FLOORING, AND THE TYPE OF GOODS AND/OR MATERIALS IN CONTACTWITH THE FLOOR MAY DICTATE THE NEED FOR, AND DESIGN OF, MEASURES TO MITIGATEPOTENTIAL EFFECTS OF MOISTURE EMISSION FROM AND/OR MOISTURE VAPORTRANSMISSION THROUGH THE SLAB. A VAPOR RETARDER OR BARRIER IS REQUIRED INACCORDANCE WITH SECTION 1805.2.1 OF THE 2022 CBC UNDER RESIDENTIAL AND GARAGESLABS TO HELP MITIGATE MOISTURE TRANSMISSION THROUGH THE CONCRETE. SLABSSHOULD ADDITIONALLY BE UNDERLAIN BY 4-INCHES OF OPEN GRADED GRAVEL AND SLABSUBGRADE SOILS SHOULD BE WELL-MOISTENED PRIOR TO PLACEMENT OF THE VAPORRETARDER. ALL SUBGRADE MATERIALS SHOULD BE GEOTECHNICALLY APPROVED PRIOR TOPLACING THE GRAVEL FOR THE SLAB UNDERLAYMENT.SLAB UNDERLAYMENT IS DEFERRED TO THE PROJECT ARCHITECT; HOWEVER, INACCORDANCE WITH THE AMERICAN CONCRETE INSTITUTE, WE SUGGEST THAT SLABS BEUNDERLAIN BY A 15-MIL THICK VAPOR RETARDER/BARRIER (STEGO WRAP OREQUIVALENT) PLACED OVER THE GRAVEL IN ACCORDANCE WITH THE REQUIREMENTS OFASTM E:1745 AND E:1643. CONCRETE MIX DESIGN AND CURING ARE ALSO SIGNIFICANTFACTORS IN MITIGATING SLAB MOISTURE PROBLEMS. CONCRETE WITH LOWERWATER/CEMENT RATIOS RESULTS IN DENSER, LESS PERMEABLE SLABS. THEY ALSO "DRY"FASTER WITH REGARD TO WHEN FLOORING CAN BE INSTALLED (REDUCED MOISTUREEMISSIONS QUANTITIES AND RATES). REWETTING OF THE SLAB FOLLOWING CURINGSHOULD BE AVOIDED SINCE THIS CAN RESULT IN ADDITIONAL DRYING TIME REQUIREDPRIOR TO FLOORING INSTALLATION. PROPER CONCRETE SLAB MOISTURE TESTING PRIORTO FLOORING INSTALLATION IS ALSO IMPORTANT.ALSO, THE CONCRETE MIX DESIGN AND THE TYPE AND LOCATION OF THE VAPOR RETARDERSHOULD BE DETERMINED IN COORDINATION WITH ALL PARTIES INVOLVED IN THE FINISHEDPRODUCT, INCLUDING THE PROJECT OWNER, ARCHITECT, STRUCTURAL ENGINEER,GEOTECHNICAL CONSULTANT, CONCRETE SUBCONTRACTORS, AND FLOORINGSUBCONTRACTORS.4. PROVIDE CONTROL JOINTS AT CL. OF CONC. OR STEEL COLUMNS IF NO CONSTRUCTION JOINTS OCCUR.5. CONTRACTOR TO SUBMIT A JOINTING PLAN TO ARCHITECT FOR REVIEW.6. THE TOP SURFACE OF FOUNDATIONS SHALL BE LEVEL ,UNO ON ARCH. DWG.7. THE BOTTOM SURFACE OF FOUNDATION AND SOG SHALL NOT HAVE A SLOPE EXCEEDING ONE UNIT VER.IN 12 UNITS HOR.8. UNO ON PLANS OR TYPICAL DETAILS, NO HOR. CONSTRUCTION SHALL BE PERMITTED IN THEFOUNDATIONS. ALL OTHER CONSTRUCTION JOINTS SHALL BE SUBMITTED TO SEOR AND ARCH FORREVIEW. 1. STRUCTURAL DRAWINGS ARE NOT STAND-ALONE DOCUMENTS AND ARE INTENDED TO BE USED INCONJUNCTION WITH CIVIL, ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND DRAWINGS FROM OTHERDISCIPLINES. THE CONTRACTOR SHALL COORDINATE ALL REQUIREMENTS OF THE CONTRACT DOCUMENTSINTO THE SHOP DRAWINGS AND FIELD WORK.2. ALL ELEVATIONS, SLOPES, DRAINAGE, DIMENSIONS OF OPENINGS, PENETRATIONS, DEPRESSIONS, ANDLAYOUT AND GEOMETRY OF NONSTRUCTURAL ELEMENT SUCH AS BUT NOT LIMITED TO PARTITION,WINDOWS, PLUMBING, ARE NOT INCLUDED IN THE STRUCTURAL ENGINEERING SCOPE OF WORK AND SHALLNOT BE THE RESPONSIBILITY OF THE STRUCTURAL ENGINEER. REFER TO THE DRAWINGS FROM OTHERPROFESSIONS FOR THE INFORMATION MENTIONED ABOVE.3. FOR CONSTRUCTION NOTES AND TYPICAL SYMBOLS DESCRIPTIONS, SEE S0 SERIES SHEETS.4. FOR TYPICAL DETAILS, SEE S1 SERIES SHEETS. DETAILS AND SCHEDULES INDICATED AS 'TYPICAL' MAYNOT BE SPECIFICALLY REFERENCED ON DRAWINGS. DETERMINE WHERE EACH TYPICAL DETAIL ORSCHEDULE APPLIES BEFORE PROCEEDING WITH WORK.5. SEE ARCH./CIVIL DWGS. FOR CONCRETE SLAB ELEVATIONS, DEPRESSIONS, SLOPES, OPENINGS, CURBS,DRAINS, TRENCHES, SLAB EDGE LOCATIONS, ETC., AND FOR WALL OVERALL DIMENSIONS, LOCATIONS OFOPENINGS, ETC., NOT INDICATED ON STRUCTURAL DRWGS.6. HOLD-DOWNS& ANCHORS HARDWARE MUST BE SECURED IN PLACE PRIOR TO CALLING FOR FOUNDATIONINSPECTION. WET SETTING ANCHORS IS PROHIBITED.7. APPROVED PLATE WASHERS SHALL BE USED FOR HOLD-DOWN CONNECTOR BOLTS INTO WOOD FRAMING.HOLD-DOWNS SHALL BE FINGER TIGHT AND 1/2 WRENCH TURN JUST PRIOR TO COVERING WALL FRAMING.8. STANDING WATER SHALL BE REMOVED FROM THE FOUNDATION EXCAVATIONS PRIOR TO THE CONCRETEPLACING.9. UNO IN ARCH./CIVIL DWGS. SURFACE OUTSIDE THE HOUSE NEEDS TO HAVE 5% SLOPE (UNPAVEDSURFACE) & 2% SLOPE (PAVED SURFACE) AWAY FROM THE STRUCTURE.10. FOUNDATION EXCAVATIONS SHALL BE INSPECTED AND APPROVED BY THE GEOTECHNICAL ENGINEERPRIOR TO PLACEMENT OF STEEL, IF HIRED. A MEMO SHALL BE AVAILABLE TO THE CITY INSPECTOR AT TIMEOF FOUNDATION INSPECTION.11. THESE DRAWING ARE BASED ON THE BEST AVAILABLE SOURCES AND DO NOT ADDRESS THE FIELDCONDITIONS. THE CONTRACTOR SHALL VERIFY ALL FIELD CONDITIONS AND ALL EXISTING STRUCTURALELEMENTS SPECIFIED AS VERIFIED IN FIELD (V.I.F.) PRIOR TO COMMENCING THE WORK. ANYDISCREPANCIES BETWEEN THESE DRAWINGS AND FIELD CONDITIONS SHALL BE REPORTED TO THE AEORAND SEOR. NO WORK SHALL BE PERFORMED IN THE AFFECTED AREAS UNTIL THE DISCREPANCIES ARERESOLVED.12. ANCHOR BOLTS IN CONTACT WITH PRESSURE TREATED SILL PLATE SHALL BE OF HOT-DIPPEDZINC-COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE OR COPPER.13. THE FOUNDATION PLAN SHOWS THE GENERAL LAYOUT OF THE FOUNDATION. FOR LOCALIZED SIZECHANGES AT THE HOLD-DOWNS, REFER TO TYPICAL DETAILS. AT ALL HOLD-DOWN LOCATIONS,FOUNDATION SHALL BE CONSTRUCTED WITH THE DIMENSIONS SPECIFIED IN TABLE FOR HOLD-DOWNANCHOR SCHEDULE SEE SHEET S4.01.14. ALL WOOD MEMBERS IN CONTACT WITH MASONRY AND CONCRETE SHALL BE PRESSURE-TREATED ANDCONFORM TO THE REQUIREMENT OF "AWPA U1" FOR CATEGORY UC4A OR BETTER.15. WOOD AND WOOD BASED MATERIALS USED RAISED FLOOR SYSTEMS INCLUDING JOISTS AND BEAMSSHALL CONFORM TO THE REQUIREMENTS OF "AWPA U1" FOR CATEGORY UC3B OR HIGHER.16. NO HORIZONTAL COLD JOINTS OTHER THAN THE LOCATIONS SHOWN ON THESE DRAWINGSSHALL BEPERMITTED IN FOUNDATION CONSTRUCTION. ALL CONSTRUCTION JOINTS SHALL BESUBMITTED TO SEORFOR REVIEW.17. BEARING WALLS SHALL BE SHEATHED ON NOT LESS THAN ONE SIDE OR BRIDGING SHALL BE INSTALLEDNOT GREATER THAN 4 FEET APART MEASURED VERTICALLY FROM EITHER END OF THE STUD. 2x BLKGSHALL BE PROVIDED AT PLYWD JOINTS FOR ALL WALLS.18. SPECIAL SOIL CONDITIONS AND PROPERTIES SUCH AS LIQUEFACTION ZONES; ADJACENT TO OR WITHINAREAS PRONE TO LANDSLIDE, SLOPED LOTS GREATER THAN 1 UNIT VERTICAL UNITS HORIZONTAL ARE NOTINCLUDED IN THIS SCOPE OF WORKS AND NOT CONSIDERED FOR FOUNDATION DESIGN. OWNER SHALLHIRE A SOIL ENGINEER TO VERIFY THESE CONDITIONS AND THEIR EFFECTS ON STRUCTURAL ELEMENTS.19. CONSTRUCTION BELOW THE RAISED FLOOR AND AT CRAWL SPACE INCLUDING LUMBERS AND TIMBERSSHALL BE GRADE 1 OR BETTER , JOISTS & BEAM THAT ARE AT LEAST 18" ABOVE GROUND SHALL BECATEGORY 3B OR HIGHER AND POSTS, SILL PLATES AND BEAMS AND JOISTS LESS THAN 18" ABOVE THEGROUND SHALL BE CATEGORY 4A OR HIGHER AS SPECIFIED BY AWPA STANDARD U1.20. ALL CRIPPLE WALLS SHALL BE BRACED.21. ALL TOP AND BOTTOM CONTINUEL/ LONGITUDINAL BARS IN STRIP FOUNDATIONS SHALL HAVESTANDARD HOOKS AT THE ENDS.22. ALL TOP AND BOTTOM DISCONTINUED/ LOCAL BARS ( IN BOTH DIRECTIONS ) AT THE PAD/ISOLATED FOUNDATIONS SHALL HAVE STANDARD HOOKS AT THE ENDS.23. ALL SOG BARS SHALL HAVE STANDARD HOOKS AT THE ENDS.24. FOR DRAINAGE LAYOUT AND REQUIREMENTS, SEE ARCHITECTURAL/CIVIL DRAWINGS. DRAINAGE IS NOTINCLUDED IN STRUCTURAL ENGINEER'S SCOPE OF WORK.25. WHERE THE STEEL COLUMNS ARE EXPOSED TO WEATHER, BASE PLATES AND COLUMNS UP TO 12"ABOVE THE CONCRETE SLAB SHALL BE COATED WITH MIN. 2 COATS OF MACROPOXY 646.26. ALL PERMANENT STEELS IN CONTACT WITH WEATHER SHALL BE PROTECTED FOR CORROSION.27.ALL HANGERS ,COLUMN CAPS ,AND COLUMN BASES ARE MINIMUM REQUIREMENTS ,PRIOR TO ORDER ALLOF THEM SHALL BE CHECKED BY THE CONTRACTOR / FRAMER ANY DISCREPANCY SHALL BE REPORTED TOSEOR.28. FOR ALL BASEPLATES AND STEELS THAT ARE OUTSIDE OR UNDER GROUND, APPLY MIN. 2 COATS OFMACROPOXY 646 WITH MINIMUM 8 MILS THICKNESS. SOG REQUIREMENT NOTES FOUNDATION PLAN NOTES 1 2 5 A B 4 6 7 8 9 10 11 12 13 14 15 16 C D F G H I J K L M N 3 E FOUNDATION FORM WORK PLAN 4'-3"11" 4' 1'-10" 2' 9" 9" 6" 9" 6" 1'- 4 " 6" 8" 2'-6 " 2' 2'-2 " 2'- 8 " 3' 2'- 4 " 2'- 8 " 1'-11"1'-1"2' 4" 2'- 1 1 " 2' 2' 2' 1'- 6 " 2'3'2' 1'-6" 2' 3'-3 " 2' 2'- 6 " 4' 5' 2' 2'-6" 5' 3'-9" 3' 3'-6" 3' 4'-9 " 3'-9" 4' 2' 2'-3 " 4'-10" 3' 2' 2' 2' 2'-3 " 10'-8" 3'-5" 2'- 7 14" 4' 3' 1'-6"2'2' 2'2' 2'-6 " 2'-6 " 3'3' 2'- 7-7114" 4'4' 2'-3 " 2'-3 " -3- 2'2' 2'2'2 9"9" 3'-3 " 3'-3 " 2'2'2 9"9" 6"6" 1'- 4 " 1'- 4 " 2'2' 2'-3 " 2'-3 " -33-33-- 22 2 22 22 222 222 - 2 " ' 2 2 "4 ' 3 2'- 8 " 2'- 8 " 2'- 4 " 2'- 4 "1'-11"1'-11"2'2' 1' 2'-1114" 1'-2" 6'-4" 7'-4" 2'-6 " 2'-7" 2'-6 " 2' 1'-5" 3'-5 " 2'- 6 " 6' 2' 10" 1'-6" 2'- 6 " 1'- 1 0 " 1'-6" 2' 3' 2'-5" 3'-7"2'-8" 2' 3'-2" 2' 12'-438" 2'- 1 " 9'-1 1 " 14' - 1 1 " 2' 11' - 5 " 2' 18'-714" 3'- 4 14" 2'-7" 3'-2 " 1'- 8 " 2'- 2 " 7'-4 12" 2'- 2 " 3'-7 34" 2' 9' 2' 6' 4'-8" 5'-1 58" 1'- 8 " 2'- 2 " 5' 2' 2' 2' 11'-10" 514" SOIL ENGINEER NAME: SA GEOTECHNICAL, INCPETER ANDERSON, REZA SABERI SOIL ENGINEER ADDRESS: 1000 NORTH COAST HIGHWAYSUITE 10 LAGUNA BEACH, CALIFORNIA 92651 SOIL ENGINEER PHONE: (949) 403-7229 SOIL REPORT NUMBER: PROJECT NO. 23133-01 SOIL REPORT DATE: NOVEMBER,14,2023 SOILS ALLOWABLE DESIGN VALUES BASED ON SOIL REPORT:DESIGN OF SLABS AND FOUNDATIONS ARE THE PURVIEW OF THESTRUCTURAL ENGINEER. FOR PRELIMINARY DESIGN, THESIZING OF FOUNDATIONS MAY BE BASED ON AN ALLOWABLEBEARING CAPACITY OF 1,200 PSF FOR A 12-INCH-WIDE FOOTINGEMBEDDED A MINIMUM OF 18 INCHES BELOW THE NEARESTADJACENT GRADE. THE ALLOWABLE BEARING CAPACITY MAYBE INCREASED BY 500 PSF FOR EACH ADDITIONAL FOOT OFEMBEDMENT AND BY 200 PSF FOR EACH ADDITIONAL FOOT OFWIDTH TO A MAXIMUM VALUE OF 2,500 PSF.THE ALLOWABLE BEARING PRESSURE MAY BE INCREASED BYONE-THIRD FOR WIND OR SEISMIC LOADING. LATERAL LOADS MAYBE RESISTED BY PASSIVE PRESSURE FORCES AND FRICTIONACTING ON THE BOTTOM OF FOOTINGS AND MAT SLABS. FORFOOTINGS CAST AGAINST APPROVED EARTH MATERIALS, THELATERAL BEARING RESISTANCE MAY BE COMPUTED USING AVALUE OF 300 POUNDS PER SQUARE FOOT PER FOOT OF DEPTHBELOW NATURAL LEVEL GRADE, BUT SHOULD NOT EXCEED 4,500POUNDS PER SQUARE FOOT. THE COEFFICIENT OF FRICTIONALRESISTANCE OF 0.35 AGAINST SLIDING FOR CONCRETE INCONTACT WITH APPROVED SOIL MAY ALSO BE USED. PASSIVERESISTANCE AND FRICTIONAL RESISTANCE MAY BE USED INCOMBINATION WITHOUT REDUCTION. 2491 CRESTVIEW DR, NEWPORTBEACH, CA 92663 PROJECT CLIENT 0' 2' 4'8'16' SHEET TITLE SAZAN INC. 2610 Vista Del Oro, Newport Beach, CA 92660 SHELLEY STARR, TBD(310) 409-7577 FOUNDATION PLAN S2.03 1 EXP. 06-30-2024 Date: 05/15/2024 7KHIRXQGDWLRQSODQKDVEHHQUHYLHZHGDQGLVLQFRQIRUPDQFHZLWKWKHJHRWHFKQLFDOUHSRUWUHIHUHQFHGKHUHLQ 2'2' 5/16/2024 66 ;Ϳ'Z'              V.RRR REF REF  ;EͿ'ZdZKKDϴΖϱΗ>' ;EͿEKK<ϴΖϱΗ>' ;EͿ</d,EϴΖϱΗ>' ;EͿt/EZKKD;EͿ'h^dd,ϴΖϱΗ>' ;EͿ'h^dt/ϴΖϱΗ>' ;EͿ'h^dZKKDϴΖϱΗ>' ;EͿ^WϴΖϱΗ>' ;EͿ/E/E'ZKKDϴΖϱΗ>' ;EͿWKtZϴΖϱΗ>' ;EͿWEdZzϴΖϱΗ>' ŶŝĐŚĞ REF ;EͿEdZzϴΖϱΗ>' D/W MW ;EͿWd/KKsZ ICEMAKER BEVERAGEDRAWER BUT CHER BLOC K ;EͿDhZKKDϴΖϱΗ>' ;EͿ,>>tzϴΖϱΗ>' ;EͿY h / W Z K K D ϴΖϱ Η > '  VR DD FGGGGF RRRRRRVVRRRRRRRRVVRRRRRRRRVV.V.VVVVV..VRVVV.VVVVV V.RRVRV.V UPUP WHWH V.RRVRV.V && ZA OVENPIZZA OVENPIZZA OV GRILL NNEEVVVVOOAZZIPNNNEVVVVOOOAAZZZZZIIPPPNNNEEVVONNNNNNNNNEEEEEEEEEVVVVVVVVVVVVVVVVOOOOOOOOAAAAZZZZZZZZZIIIPPPPPNEVOAZIPNNEEVVVVVVVVVVVOAAAZZIIOOOOOOAAAAAZZZZZIIIPPNNNNNNNNEEEEVVVVVVVVVVVNEEENEVVVVVVOOOOAZZIPPPPZZIIIIIIIPPAZZZZZZZAAVVVVVOOOOOEEEEVVVNNNNNNNNNNNNEEEEEEEEEEEEEEEEEEEEVVVVVVVVVVVVVVVVVVVVVVOOOOOOOOAAAAAZZZZZZZZZZZZZZZZZZZZZZZZZZZZIIIIIIIIIPPPPPPPPNNNNNENEEEEEEEEEEEVEVVOVVVVOVOOOOOOVVVOOAAAAAAAAAAAAZZZAZZZZZZZZZIZIIIIIIIIIIIIIIIPPPNEEEEEEEEEEEEEENNNEEVVVVVOOOOOOOOOANNNNNNNEEEEEEEEVVOOOOOOOOOAAAAZZZZZZZZIIPPOOOOOAAAZZZZZIIIIIIIIIIIIIIIIIIPZZZZZZPPPPPPPPPPPPIIPPZPPPPPPPZIZZZZZZZZZAAZZZAZZAAAOOOOOOOOOOOAAOVOOVOOOEVOEEEEEEEEEEEEEEEEEEEEEEEEEVVVVVVVNEEEEENEEEEEEEEENNNNNNNNNNNNNNPIPPPPPPZZIIZZZZZZZZZAAAAAAAAZAAAOOVVVVVVVVOOVVVVVVEEEEEEEVVVVVVVVNEENNNNNNNNNN 42" HESTAN OUTDOOR GRILL FIREPLACELACEFIRE ϳΖϭϭΗ>' ϴΖϱΗ>' ϳΖϭϭΗ>'ϴΖϱΗ>' H P U H P U H P UH P U H P UH P U H P U H P U H P U H P U H P U H P U H P U H P U HHH ;;;;;;E Ϳ ;;;E;E;EEͿEͿEͿͿK > KKKK>K>K>> W > h E ' >>>> WWW>W>hW>h>h>h EhEhE 'E'E'E' '' ;;;;;;; >>>>>>>>>KK ϴΖϱΗ > ' ϴϴΖϴΖϱΖϱΗϱΗΗ>>>''' ;EͿ:h/;;E;E;EEͿEͿEͿ:Ϳ:::hhhhh//// ϴΖϱΗ>'ϴϴΖϴΖϱΖϱΗϱΗΗ>>'>''' RRRR ;;;;;;;E;E;;;;;E;E;;;;;E;E;;;E ͿEͿEͿEͿEͿEͿͿͿKKKKKKK>K>>>>>K>K>>>>>>>>>>>>K>K>>>>>>>>>>>>>>>>>>>>>> > WWWWW>W>W>W>W>hW>h>h>h>h E >h EhEhEhEhEϴϴE'E' ϴϴE'E' ϴΖϱϴΖϱE' E' ϴΖϱΖϱ '' ϱΗϱΗ '' ΗΗ >>>'>'>'>''' ;EͿ^hEϴΖϱΗ>' V.RRVR V.RRV.VV H P U RRRV.R.R.R.R.R.R.RV.R.R.R.R.R.R.RRRRRRRRVVVVVVVVVV.V.V.V.V.V.V.VVRRRVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVV H P U STACKAB L E W&DV.RRV.VRRRV.V FG SEE DETAIL5/S4.05 C410 W/ECCQ74ROTCMSTC16 HWPH414CAC44C44CA 3 1/2" x 3 1/2"1.8E PSLFJ2 FJ2 FJ1 FJ1 FJ1 FJ1 FJ2 FJ1 FJ1 FJ2CACACACACACACA CACACACACAC44C44CACACA FJ2 CAFJ3 FJ2 JOIST & HANGER SCHEDULE UNO ON PLAN MARK JOIST SIZE HANGER FJ1 2X14 NO.1 @16" O.C. T.F= WP314 &F.M.=HUS210 FJ2 (2) 2X14 NO.1@16" O.C.T.F= WP3.12X H=13 & F.M.=HUS210-2 FJ3 2X12 NO.1@16" O.C.T.F= WP212 & F.M.=HUS210 FJ3 FJ1 FJ1 FJ2 FJ3 FJ1 FJ3 FJ3 4X14 W12 X 3 0 3 1 / 2 " x 1 4 " 2 . 2 E P S L W12X404X12 7" x 14" 2.2E PSL 5 1/4" x 14" 2.2E PSL W12X58 7" x 1 4 " 2 . 2 E P S L 7" x 14" 2.2E PSL W12 X 3 0 4X14 5 1 / 4 " x 1 4 " 2 . 2 E PS L W12 X 4 5 5 1 / 4 " x 1 4 " 2 . 2 E P S L 4X14 3 1 / 2 " x 1 4 " 2.2 E P S L 3 1/2" x 14"2.2E PSL W12 X 3 0CA5 1/4"x 14" 2.2E PSL C44 W/ECCQ44C48W/ CBCAC46C46C463 1/2" x 51/4" 1.8E PSLC44C44CA CA HEADER SCHEDULE UNO ON PLAN MARK HEADER SIZE JACK STUD SIZE KING STUD SIZE HANGER HDR1 4X6 2X4 2X4 - HDR2 4X6 4X4 2X4 - HDR4 4X8 2X4 (2)2X4 - HDR5 4X8 2X4 2X4 - HDR6 4X8 4X4 2X4 - 3 1/2" x 14" 2.2E PSL CONT. HD R 4 HD R 5 HDR5 3 1 / 2 " x 1 4 " 2 . 2 E P S L HDR6 HD R 5 3 1/2" x 14" 2.2E PSL HD R 5 C O N T . SW2(8'-3") SW2(19'-5") SW3B(14'-8") SW4B(8'-7") SW1(10'-9") SW4B(2'-6") SW4B(8'-8") SW 3 (5' - 2 " ) SW 3 B (3' - 0 " ) SW 2 (16 ' - 9 " ) SW 4 (3' - 6 " ) SW 1 (2 5 ' - 2 " ) SW 1 (1 8 ' - 1 0 " ) SW 3 (3' - 0 " ) SW 1 (3' - 7 " ) SW2(10'-5") SW1(16'-2") SW 1 (4 ' - 0 " ) W1 0 X 3 3 1 2 5 A B 4 6 7 8 9 10 11 12 13 14 15 16 C D F G H I J K L M N 3 E STRUCTURAL PLAN NOTES INDICATES TENSION STRAP INDICATES SHEARWALL TYPEFOR SHEARWALL SCHEDULESEE #/S#.## INDICATES MINIMUMLENGTH OF SHEARWALL SWXX(#'-#") INDICATES WOOD BEAM INDICATES WOOD HEADERSEE #/S#.## FOR MOREINFORMATION RB INDICATES HOLDOWN TYPE X INDICATES STEEL SECTION POSTMARK, ALL POSTS ARESTEEL SECTION UNO ON PLANS HDR INDICATES WOOD POST MARK,SEE POST SCHEDULEC#HDUXSYMBOL DESCRIPTIONS INDICATES RIGID CONNECTIONS INDICATES JOIST INDICATES HANGER J# #S#.##INDICATES SECTION INDICATES SHEET NUMBER INDICATES DETAILNUMBER ON THE SHEET S#.### INDICATES CALLOUT #INDICATES REVISION ONDRAWINGS INDICATES VIEW#S#.## INDICATES LOAD BEARING WALLBW INDICATES WOOD HEADERSEE HEADER SCHEDULE TABLEON PLAN HDR-# H D U 5 C 4 4 HDU5C44 H D U 4 C 4 4 C44 C44 W/MSTC66 C44 W/MSTC66B3Z C44 W/MSTC66B3Z C44 W/MSTC52 C44 W/MSTC66B3Z C44 W/MSTC66B3Z C44 W/MSTC66B3Z C44 W/MSTC52 H D U 8 C 4 6 HDU4C44 CA C44 W/MSTC66B3Z C44 W/MSTC52H D U 4 C 4 4 HDU4C44 HDU4 C44 HDU4 HDU4 C44 W / ECCQ 4 4 H D U 8 C 4 6 H D U 4 C 4 4 C46HDU1 1C46HDU1 1 H D U 5 C 4 4 HDU2C44 H D U 2 C 4 4 H D U 2 C 4 4 HDU2 C44 H D U 2 C 4 4 HDU2 C44 H D U 2 C 4 4 HDU 8 C46 H D U 4 C 4 6 HDU4C44 H D U 2 H D U 2 C 4 4 HDU 2 C44 SW 1 (2 6 ' - 7 " ) H D U 2 HDU 2C44 HDU2C44H D U 2 C 4 4 HDU 8 C46 SW1(23'-2") HDU8 C46 H D U 1 1 C 4 6 H D U 1 1 HD U 1 1 C4 6 H D U 5 C 4 4 H D U 2 H D U 1 1 C 4 6 H D U 1 1 C 4 6 HDU1 4 HDU 1 4 C410 HDU 8C46 H D U 8 C 4 6 HDU 4 H D U 4 H D U 2 C 4 4 HDU2 HDU2C44 H D U 2 C 4 4 HFX(12X8)HFX(12X8) SCALE: 1/4"=1'-0"FLOOR PLAN1 STRUCTURAL PLAN SCHEDULE C44 H D U 2 CA C44 W/MSTC66B3Z SW 3 B (5' - 6 " ) SW4B(25'-0") HDU2C44 SW4B(2'-9") C44W/ECCQ44 HDR2AA HH HH H 2222444444HHHHHH44C 4 C 4 CCCC 5555 HHHH HHHH 4 HH HH HHHHHH H 2C 4 4 C 4 4 HHHHDU 2 C48 HSS 4X5X1/2"3 1/2" x 14"2.2E PSLC46HSS 4X5X1/2"HSS 4X5X1/2"HD R 5 3 1 / 2 " x 1 1 1 / 4 " 2.2 E P S L H D U 5 C4 4 H D U 4 C 4 4 BA3.56/14 W/3X NAILERCACACACACAHWPH3.56H=13.938 WP414 HHUS410 HDU 4C44 HDU4C44 H D U 2 C44 W/ECCQ44 C46 W/ECCQ46W/ABU46Z C46 W/ECCQ46W/CB46 3 1/2" x 18" 2.2E PSL C44 W/ECCQ44C46 W/ECCQ46WITHOUTNAILER INBALCONY FJ3 S4.03 6 S1.2704TYP.TYP.C46 W / ECCQ 4 6 C44 W / ECCQ 4 4 S1.2604TYP. 05S1.26 TYP. S4.03 8BTYP.C410HDU8 CM S T 1 4 CM S T 1 4 HDU4 HDU4 C44 W / ECCQ 7 X - SDS2 . 53 1/2" x 51/4" 1.8E PSL CM S T C 1 6 CMST12 (2)CMST12 7" x 14" 2.2E PSL ECCQ44 C46W/ECCQ66 C46 W/ECCQ66 NOTE: A. ALL COLUMN SHALL INSTALLED W/ BC/ ABUZ TO SILL PLATE/ (E) FOUNDATION. B. ALL COLUMN ABOVE (CA) SHALL INSTALLED W/ BC OR CCQ INVERT TO BEAM BELOW POST SCHEDULE UNO ON PLAN MARK POST SIZE C44 4X4 C46 4X6 C48 4X8 C410 4X10 C412 4X12 HDU2 STRAP SCHEDULE STRAP MIN. END LENGTH (IN.) INSTALLEDIN EVERY HOLE MIN. FASTENERS CMSTC16 19"(48) 0.148 X 2 12 CMST14 27"(58) 0.148 X 2 12 CMST12 35"(76) 0.148 X 2 12 FJ3C46C46C46C44CACACA04S4.04CACACA C 4 4 HDU2 C44 HDU2 C44 HDU2 C44 C 4 4 C44 H D U 2 C 4 4 S4.03 07 SEE DETAIL5/S4.05 SEE DETAIL3/S4.04 SEE DETAIL 6/S4.05 SEE DETAIL 6/S4.05 S4.03 6TYP. S4.03 8BTYP.S4.038BTYP.HSS 3.5X3.5X3/8" HSS 3.5X3.5X3/8"S4.036 C44 W/MSTC66B3Z BLOCKING @ 24"BETWEEN 2 JOISTS, TYP. C48 HSS 3X3X 1 / 4 " C44 W / ECCQ 4 4 W12X22 CMST14 HGUS5.50/10 HDR5 3 1/2" x 14" 2.2E PSL 4X14C44C44MSTA49 1 MSTA49 1 MSTA491 MSTA49 1 C 4 4 H D U 1 1 C 4 6 MSTA49 1 MSTA49 1 MSTA49 1 MSTA49 1MSTA49 1 S1.2604TYP. 1. STRUCTURAL DRAWINGS ARE NOT STAND-ALONE DOCUMENTS AND ARE INTENDED TO BE USED INCONJUNCTION WITH CIVIL, ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND DRAWINGS FROM OTHERDISCIPLINES. THE CONTRACTOR SHALL COORDINATE ALL REQUIREMENTS OF THE CONTRACT DOCUMENTSINTO THE SHOP DRAWINGS AND FIELD WORK.2. ALL ELEVATIONS, SLOPES, DRAINAGE, DIMENSIONS OF OPENINGS, PENETRATIONS, DEPRESSIONS, ANDLAYOUT AND GEOMETRY OF NONSTRUCTURAL ELEMENT SUCH AS BUT NOT LIMITED TO PARTITION,WINDOWS, PLUMBING, ARE NOT INCLUDED IN THE STRUCTURAL ENGINEERING SCOPE OF WORK ANDSHALL NOT BE THE RESPONSIBILITY OF THE STRUCTURAL ENGINEER. REFER TO THE DRAWINGS FROMOTHER PROFESSIONS FOR THE INFORMATION MENTIONED ABOVE.3.THESE DRAWING ARE BASED ON THE BEST AVAILABLE SOURCES AND DO NOT ADDRESS THE FIELDCONDITIONS. CONTRACTOR SHALL VERIFY ALL FIELD CONDITIONS AND ALL EXISTING STRUCTURALELEMENTS SPECIFIED AS VERIFIED IN FIELD (V.I.F.) PRIOR TO COMMENCING THE WORK. ANYDISCREPANCIES BETWEEN THESE DRAWINGS AND FIELD CONDITIONS SHALL BE REPORTED TO THE AEORAND SEOR. NO WORK SHALL BE PERFORMED IN THE AFFECTED AREA UNTIL THE DISCREPANCIES ARERESOLVED.4.REVIEW ALL NOTES PROVIDED IN FRAMING LUMBER AND ENGINEERED WOOD PRODUCT SECTION FORGENERAL REQUIREMENTS AND CONFORMANCE OF STRUCTURAL WOOD.5. FOR TYPICAL DETAILS SEE S1 SERIES SHEETS.6. ROOF SHEATHING OVER ROOF RAFTER/JOISTS NOT SPACED MORE THAN 16" OC. SHALL BE 15/32" OR1/2" PS1 OR PS2 CATEGORY, APA RATED SHEATHING, 32/16 WITH EXTERIOR GLUE, (EXPOSURE1 OREXTERIOR), SQURE EDGE (OR TONGUE-AND-GROOVE). NAILS SHALL BE 8d WITH MINIMUM FASTENERPENETRATION IN FRAMING WOOD FOR 1-3/8 IN. NAIL SPACING AT INTERMEDIATE FRAMING (FIELDNAILING) SHALL NOT BE MORE THAN 12 IN. NAIL SPACING AT BOUNDARIES AND AT SUPPORTED PANELEDGES SHALL NOT BE MORE THAN 6 IN.7.ROOF SHEATHING OVER RAFTERS/JOISTS OR TRUSSES SPACED AT 24" OC. SHALL BE 19/32" OR 5/8" PS1OR PS2 CATEGORY, APA RATED SHEATHING, 40/20 WITH EXTERIOR GLUE, (EXPOSURE1 OR EXTERIOR),SQURE EDGE (OR TONGUE-AND-GROOVE).8. FLOOR SHEATHING SHALL BE 23/32" OR 3/4" PS1 OR PS2 CATEGORY, APA RATED SHEATHING, 48/24WITH EXTERIOR GLUE, (EXPOSURE 1 OR EXTERIOR), SQURE EDGE (OR TONGUE-AND-GROOVE ).NAILSSHALL BE 10d WITH MINIMUM FASTENER PENETRATION IN FRAMING WOOD FOR 1-3/8 IN. NAIL SPACING ATINTERMEDIATE FRAMING (FIELD NAILING) SHALL NOT BE MORE THAN 12 IN. NAIL SPACING AT BOUNDARIESAND AT SUPPORTED PANEL EDGES SHALL NOT BE MORE THAN 6 IN, U.N.O. ON PLANS.9.BALCONY FRAMES AND SHEATHING SHALL BE EXTRIOR GRADE. BALCONY SHEATHING SHALL BE 3/4" PS1OR PS2 CATEGORY, APA RATED SHEATHING, 48/24, EXTERIOR, SQURE EDGE (OR TONGUE-AND-GROOVE ).10.ROOF, FLOOR AND BALCONY PANEL EDGES SHALL HAVE APPROVED TONGUE-AND-GROOVE JOINTS ORSHALL BE SUPPORTED WITH BLOCKING. 1-1/2" THICK PANELS WITH 1/4" MINIMUM THICKNESSUNDERLAYMENT OR 1-1/2" OF APPROVED LIGHTWEIGHT CONCRETE PLACED OVER THE SUB-FLOOR, DONOT REQUIRE BLOCKING AT THE EDGES.11.ALL EXTERIOR WALLS SHALL BE SHEATHED ON THE OUTSIDE OF THE WALL, INCLUDING GABLES, ANDTHE CONNECTION OF THE SHEATHING TO FRAMING. SHEATHING SHALL BE 15/32" PS1 OR PS2 CATEGORY,APA RATED SHEATHING, STRUCTURAL-I, WITH EXTERIOR GLUE, (EXPOSURE1 OR EXTERIOR), SQURE EDGE.12.ALL SHEATHING SHALL BE LAID CONTINUOUS OVER TWO OR MORE SUPPORTS WITH FACE GRAINPERPENDICULAR TO SUPPORTS (UNLESS SHOWN OTHERWISE). STAGGER ALL SHEATHING PANELS AMINIMUM OF ONE JOIST BAY.13.UNO PER SHEAR WALL SCHEDULE, OR SHOWN ON THE THESE DRAWINGS ALL SHEATHING SHALL BENAILED TO THE FARMING AS FOLLOWS:13.1. FASTENERS SHALL BE 10d COMMON NAILS13.2. SPACING AT BOUNDARIES AND AT SUPPORTED PANEL EDGES SHALL NOT BE MORE THAN 6 IN.13.3. SPACING AT INTERMEDIATE FRAMING (FIELD NAILING, F.N.) SHALL NOT BE MORE THAN 12 IN.13.4. FASTENER PENETRATION IN FRAMING WOOD SHALL NOT BE LESS THAN 1-1/2 IN.13.5. BLOCK ALL EDGES13.6. USE 3X LUMBER AT THE CONNECTION OF TWO PANEL EDGES, UNO ON PLANS OR DETAILS.14.ROOF PLYWOOD SHEATHING SHALL BE CONTINUED BENEATH THE CALIFORNIA FRAMING, IFAPPLICABLE.15.ALL WOOD STRUCTURAL PANEL JOINT AND SILL PLATE NAILING SHALL BE STAGGERED AT ALL PANELEDGES.16.BEARING WALLS SHALL BE SHEATHED ON NOT LESS THAN ONE SIDE OR BRIDGING SHALL BE INSTALLEDNOT GREATER THAN 4 FEET APART MEASURED VERTICALLY FROM EITHER END OF THE STUD. 2x BLK'GSHALL BE PROVIDED AT PLYWOOD JOINTS FOR ALL WALLS.17. ROOF AND FLOOR DIAPHRAGM NAILING SHALL BE INSPECTED BEFORE COVERING.18. NO PENETRATIONS ARE ALLOWED THROUGH SHEARWALL UNLESS SPECIFICALLY DETAILED ON THESENOTES.19. ALL POST TO BEAM AND BEAM TO POST SHALL BE CONNECT W/ CCQ/ECCQ UNO ON PLAN.20. ALL BEAMS ARE FLUSH (NOT DROPPED) UNO ON PLAN.21. EXTERIOR CONSTRUCTION INCLUDINGBALCONY,PATIO LUMBERS AND TIMBERS SHALL BE GRADE 1 ORBETTER AND CLASSIFIED FOR EXTERIOR CONSTRUCTION, DECK BOARDS, JOISTS & BEAM ABOVE GROUNDSHALL BE CATEGORY 3B OR HIGHER AND POSTS SHALL BE CATEGORY 4A OR HIGHER AS SPECIFIED BYAWPA STANDARD U1.22. PATIO COVER SHEATHING OVER JOISTS NOT SPACED MORE THAN 24" OC. SHALL BE 19/32" APA RATEDWITH SPAN RATING 32/16 EXTERIOR EXPOSURE. NAILS SHALL BE 8D WITH MINIMUM FASTENERPENETRATION IN FRAMING WOOD OF 1-3/8 INCHES. NAIL SPACING AT INTERMEDIATE FRAMING FIELDNAILING) SHALL BE MORE THAN 12 IN. NAIL SPACINGAT BOUNDARIES AND AT SUPPORTED PANEL EDGESSHALL NOT BE MORE THAN 6 IN.23.IF EXISTING CONSTRUCTION IS INCLUDED IN THIS SCOPE OF WORK, ABOVE MENTIONED SHEATHINGREQUIREMENT SHALL BE VERIFIED FOR EXISTING ROOF, FLOOR, AND WALLS THAT ARE INCLUDED WITHTHIS SCOPE OF WORK.SEE GYPSUM BOARD AND EXPANDED METAL OR WOVEN WIRE LATH AND PORTLANDCEMENT PLASTER (STUCCO) FOR THE INSTALLATION OF STUCCO AND DRYWALLS.24. SEE TYPICAL WALL DETAILS FOR THE ADDITIONAL INFORMATION ON HEADERS, KING STUDS AND JACKSTUDS.25. SEE GYPSUM BOARD AND EXPANDED METAL OR WOVEN WIRE LATH AND PORTLAND CEMENT PLASTER(STUCCO) NOTES FOR THE INSTALLATION OF STUCCO AND DRYWALLS.26. SOLAR PANEL DESIGN AND CONNECTIONS TO THE SUPPORTING ELEMENTS ARE NOT INCLUDED IN THESTRUCTURAL SCOPE OF WORK. A MAXIMUM DEAD-LOAD OF 3 PSF WAS CONSIDERED IN THE STRUCTURALDESIGN. THE GC SHALL INFORM STRUCTURAL ENGINEER IN WRITING, IF A HEAVIER SOLAR SYSTEM IS USEDIN CONSTRUCTION.27.ALL HANGERS ,COLUMN CAPS ,AND COLUMN BASES ARE MINIMUM REQUIREMENTS ,PRIOR TO ORDER ALLOF THEM SHALL BE CHECKED BY THE CONTRACTOR / FRAMER ANY DISCREPANCY SHALL BE REPORTED TOSEOR. FJ1 S1.2601TYP.S1.26 02 C 4 6C44SW 1 (25 ' - 6 " ) FJ1 FJ2 C46 W/ECCQ74 ROT.C48(2) 1 3/4" x 5 1/2" 1.55E LSL STUDS @ 12"OC WITH 2X BLOCKING @ 48" BETWEENSTUDS, FULLY SHEATHED AROUND THECHIMNEY W/ EDGE NAILING @ 6" 01S4.06 SW 3 (1 0 ' - 1 1 " ) 1 HDR5 HDU 2C44 C410 CMST14 CMST14 HGUS7.25/12 S1.2602TYP. CMST12CMST12 C44 W/CCQ44 S1.2204TYP. C48 W/CB48 01S1.22 TYP. S1.22 7 HGUS5.50/10C46C46PATIO DESIGNEDBY OTHERS HDH 10C HFX12X8-1 1/8”STD-RA-SEE HFX1 HFX12X8-1 1/8”STD-RA-SEE HFX1 (2) 1 3/4" x 11 7/8"1.55E LSL LEDGER 4X10 D.F SOLIDBLOCKING BOTHCORNERS S4.0406 SEE DETAIL 5/S4.05 S T H D 1 4 S T H D 1 4 STHD 1 4 STHD 1 4 2491 CRESTVIEW DR, NEWPORTBEACH, CA 92663 PROJECT CLIENT 0' 2' 4'8'16' SHEET TITLE SAZAN INC. 2610 Vista Del Oro, Newport Beach, CA 92660 SHELLEY STARR, TBD(310) 409-7577 S2.11 FLOOR PLAN EXP. 06-30-2024 Date: 05/15/2024 67  ;EͿ,>>tzϵΖ>' ;EͿd,ZKKDϵΖ>' ;EͿt/ ϵΖ>' ;EͿ'h^dZKKDϵΖ>' ;EͿZKKDϵΖ>' ;EͿZKKDϵΖ>' ;EͿd,ZKKDϵΖ>'ϵ>' ;EͿt/ϵΖ>' ;EͿd,ZKKD ϵΖ>' ;EͿ>/ZZzͲEKd&KZ^>W/E'WhZWK^^ϵΖ>' ;EͿWZ/DZzZKKDϵΖ>' ;EͿt/ϵΖ>' ;EͿ>K^dϵΖ>' WD ;EͿ>hEZzϵΖ>' ŶŝĐŚĞ ŶŝĐŚĞ ŶŝĐŚĞ     Ez;EͿ>K  ;EͿt/ ϵΖ>';EͿdK/>dZKKDϵΖ>' ;EͿ'zDϵΖ>' ;EͿ>K&d ϵΖ>'      ;EͿWZ/DZzd,ZKKDϵΖ>'     ^,>&W/E>/',d^ AA MIN. 2 2 " X 30". DN ŶŝĐŚ Ğ H P U H P U H P U ;EͿWZ/DZzt/ϵΖ>' ;EͿdZZ ;EͿhE/d^C44C48C48C44C44C44C44C44C44C44C44C44C44C44C44C44C44C44CJ1CJ1 CJ2 CJ1 CJ1 CJ1 CJ1 CJ1 CJ2 CJ1 CJ1 CJ1 CJ1 CJ1 CJ2 CJ1C44C44C44C44C44C46 W/ECCLQ44C44C44C46 W/CCQ44C46C46 W/ECCLQ7.1X-SDS C44C44 W/ECCCLQ44C44C44C44CAW/ BC46 5 1 / 4 " x 9 1 / 4 " 2 . 2 E P S L JOIST & HANGER SCHEDULE UNO ON PLAN MARK JOIST SIZE HANGER CJ1 2X10 NO.1@16" O.C. LUS28 CJ2 (2)2X10 NO.1@16" O.C.LUS28-2 RR3 2X8@16" O.C.LRU26Z 6x 1 0 N O . 1 C44 7" x 9 1 / 4 " 2 . 2 E P S L 5 1 / 4 " x 9 1 / 2 " 2 . 2 E P S L 6x1 0 N O . 1 7" x 9 1 / 2 " 2 . 2 E P S L CA W/BC44x 1 0 6 x 1 0 N o . 1 3 1 / 2 " x 9 1 / 2 " 2 . 2 E P S L 3 1 / 2 " x 9 1 / 4 " 2 . 2 E P S L 3 1/2" x 9 1/4" 2.2EPSL 7" x 16" 2.2E PSL 3 1 / 2 " x 9 1 / 2 " 2 . 2 E P S L 7" x 11 1/4" 2.2E PSL 4X10 DB L . C J 1 DB L . C J 1 4X10 7" x 14" 2.2EPSL 3 1 / 2 " x 9 1 / 2 " 2 . 2 E P S L 5 1 / 4 " x 1 1 1 / 4 " 2 . 2 E P S L 5 1/4" x 11 7/8" 2.2EPSL 7" x 11 1/4" 2.2E PSL 5 1/4" x 14" 2.2E PSL 6X12 5 1/4" x 11 7/8" 2.2E PSL 5 1/4" x 11 7/8" 2.2E PSL CACAC46C44CAC44HD R 1 HEADER SCHEDULE UNO ON PLAN MARK HEADER SIZE JACK STUD SIZE KING STUD SIZE HANGER HDR1 4X6 2X4 2X4 - HDR2 4X6 4X4 2X4 - HDR 1 HDR1 HDR1 HDR1 HDR1 HDR1 HD R 1 HD R 2 4X 1 0 HD R 2 HD R 1 HDR1HDR1 HD R 1 HD R 1 HD R 1 HD R 1 HD R 1 HD R 1 HD R 1 HD R 1 SW1(14'-3") SW3B(3'-6") SW1(19'-9") SW1(23'-7") SW1(8'-7") SW1(14'-9") SW1(10'-5") SW1(16'-8") SW1(10'-8") SW 1 (18 ' - 2 " ) SW 2 (9' - 2 " ) SW 1 (7 ' - 3 " ) SW 1 (22 ' - 6 " ) SW 1 (5 ' - 1 0 " ) SW 1 (31 ' - 0 " ) SW 1 (7 ' - 3 " ) SW 1 (2 5 ' - 6 " ) SW 1 (9' - 0 " ) SW 4 (4 ' - 4 " ) 1. STRUCTURAL DRAWINGS ARE NOT STAND-ALONE DOCUMENTS AND ARE INTENDED TO BE USED INCONJUNCTION WITH CIVIL, ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND DRAWINGS FROM OTHERDISCIPLINES. THE CONTRACTOR SHALL COORDINATE ALL REQUIREMENTS OF THE CONTRACT DOCUMENTSINTO THE SHOP DRAWINGS AND FIELD WORK.2. ALL ELEVATIONS, SLOPES, DRAINAGE, DIMENSIONS OF OPENINGS, PENETRATIONS, DEPRESSIONS, ANDLAYOUT AND GEOMETRY OF NONSTRUCTURAL ELEMENT SUCH AS BUT NOT LIMITED TO PARTITION,WINDOWS, PLUMBING, ARE NOT INCLUDED IN THE STRUCTURAL ENGINEERING SCOPE OF WORK ANDSHALL NOT BE THE RESPONSIBILITY OF THE STRUCTURAL ENGINEER. REFER TO THE DRAWINGS FROMOTHER PROFESSIONS FOR THE INFORMATION MENTIONED ABOVE.3.THESE DRAWING ARE BASED ON THE BEST AVAILABLE SOURCES AND DO NOT ADDRESS THE FIELDCONDITIONS. CONTRACTOR SHALL VERIFY ALL FIELD CONDITIONS AND ALL EXISTING STRUCTURALELEMENTS SPECIFIED AS VERIFIED IN FIELD (V.I.F.) PRIOR TO COMMENCING THE WORK. ANYDISCREPANCIES BETWEEN THESE DRAWINGS AND FIELD CONDITIONS SHALL BE REPORTED TO THE AEORAND SEOR. NO WORK SHALL BE PERFORMED IN THE AFFECTED AREA UNTIL THE DISCREPANCIES ARERESOLVED.4.REVIEW ALL NOTES PROVIDED IN FRAMING LUMBER AND ENGINEERED WOOD PRODUCT SECTION FORGENERAL REQUIREMENTS AND CONFORMANCE OF STRUCTURAL WOOD.5. FOR TYPICAL DETAILS SEE S1 SERIES SHEETS.6. ROOF SHEATHING OVER ROOF RAFTER/JOISTS NOT SPACED MORE THAN 16" OC. SHALL BE 15/32" OR1/2" PS1 OR PS2 CATEGORY, APA RATED SHEATHING, 32/16 WITH EXTERIOR GLUE, (EXPOSURE1 OREXTERIOR), SQURE EDGE (OR TONGUE-AND-GROOVE). NAILS SHALL BE 8d WITH MINIMUM FASTENERPENETRATION IN FRAMING WOOD FOR 1-3/8 IN. NAIL SPACING AT INTERMEDIATE FRAMING (FIELDNAILING) SHALL NOT BE MORE THAN 12 IN. NAIL SPACING AT BOUNDARIES AND AT SUPPORTED PANELEDGES SHALL NOT BE MORE THAN 6 IN.7.ROOF SHEATHING OVER RAFTERS/JOISTS OR TRUSSES SPACED AT 24" OC. SHALL BE 19/32" OR 5/8" PS1OR PS2 CATEGORY, APA RATED SHEATHING, 40/20 WITH EXTERIOR GLUE, (EXPOSURE1 OR EXTERIOR),SQURE EDGE (OR TONGUE-AND-GROOVE).8. FLOOR SHEATHING SHALL BE 23/32" OR 3/4" PS1 OR PS2 CATEGORY, APA RATED SHEATHING, 48/24WITH EXTERIOR GLUE, (EXPOSURE 1 OR EXTERIOR), SQURE EDGE (OR TONGUE-AND-GROOVE ).NAILSSHALL BE 10d WITH MINIMUM FASTENER PENETRATION IN FRAMING WOOD FOR 1-3/8 IN. NAIL SPACING ATINTERMEDIATE FRAMING (FIELD NAILING) SHALL NOT BE MORE THAN 12 IN. NAIL SPACING AT BOUNDARIESAND AT SUPPORTED PANEL EDGES SHALL NOT BE MORE THAN 6 IN, U.N.O. ON PLANS.9.BALCONY FRAMES AND SHEATHING SHALL BE EXTRIOR GRADE. BALCONY SHEATHING SHALL BE 3/4" PS1OR PS2 CATEGORY, APA RATED SHEATHING, 48/24, EXTERIOR, SQURE EDGE (OR TONGUE-AND-GROOVE ).10.ROOF, FLOOR AND BALCONY PANEL EDGES SHALL HAVE APPROVED TONGUE-AND-GROOVE JOINTS ORSHALL BE SUPPORTED WITH BLOCKING. 1-1/2" THICK PANELS WITH 1/4" MINIMUM THICKNESSUNDERLAYMENT OR 1-1/2" OF APPROVED LIGHTWEIGHT CONCRETE PLACED OVER THE SUB-FLOOR, DONOT REQUIRE BLOCKING AT THE EDGES.11.ALL EXTERIOR WALLS SHALL BE SHEATHED ON THE OUTSIDE OF THE WALL, INCLUDING GABLES, ANDTHE CONNECTION OF THE SHEATHING TO FRAMING. SHEATHING SHALL BE 15/32" PS1 OR PS2 CATEGORY,APA RATED SHEATHING, STRUCTURAL-I, WITH EXTERIOR GLUE, (EXPOSURE1 OR EXTERIOR), SQURE EDGE.12.ALL SHEATHING SHALL BE LAID CONTINUOUS OVER TWO OR MORE SUPPORTS WITH FACE GRAINPERPENDICULAR TO SUPPORTS (UNLESS SHOWN OTHERWISE). STAGGER ALL SHEATHING PANELS AMINIMUM OF ONE JOIST BAY.13.UNO PER SHEAR WALL SCHEDULE, OR SHOWN ON THE THESE DRAWINGS ALL SHEATHING SHALL BENAILED TO THE FARMING AS FOLLOWS:13.1. FASTENERS SHALL BE 10d COMMON NAILS13.2. SPACING AT BOUNDARIES AND AT SUPPORTED PANEL EDGES SHALL NOT BE MORE THAN 6 IN.13.3. SPACING AT INTERMEDIATE FRAMING (FIELD NAILING, F.N.) SHALL NOT BE MORE THAN 12 IN.13.4. FASTENER PENETRATION IN FRAMING WOOD SHALL NOT BE LESS THAN 1-1/2 IN.13.5. BLOCK ALL EDGES13.6. USE 3X LUMBER AT THE CONNECTION OF TWO PANEL EDGES, UNO ON PLANS OR DETAILS.14.ROOF PLYWOOD SHEATHING SHALL BE CONTINUED BENEATH THE CALIFORNIA FRAMING, IFAPPLICABLE.15.ALL WOOD STRUCTURAL PANEL JOINT AND SILL PLATE NAILING SHALL BE STAGGERED AT ALL PANELEDGES.16.BEARING WALLS SHALL BE SHEATHED ON NOT LESS THAN ONE SIDE OR BRIDGING SHALL BE INSTALLEDNOT GREATER THAN 4 FEET APART MEASURED VERTICALLY FROM EITHER END OF THE STUD. 2x BLK'GSHALL BE PROVIDED AT PLYWOOD JOINTS FOR ALL WALLS.17. ROOF AND FLOOR DIAPHRAGM NAILING SHALL BE INSPECTED BEFORE COVERING.18. NO PENETRATIONS ARE ALLOWED THROUGH SHEARWALL UNLESS SPECIFICALLY DETAILED ON THESENOTES.19. ALL POST TO BEAM AND BEAM TO POST SHALL BE CONNECT W/ CCQ/ECCQ UNO ON PLAN.20. ALL BEAMS ARE FLUSH (NOT DROPPED) UNO ON PLAN.21. EXTERIOR CONSTRUCTION INCLUDINGBALCONY,PATIO LUMBERS AND TIMBERS SHALL BE GRADE 1 ORBETTER AND CLASSIFIED FOR EXTERIOR CONSTRUCTION, DECK BOARDS, JOISTS & BEAM ABOVE GROUNDSHALL BE CATEGORY 3B OR HIGHER AND POSTS SHALL BE CATEGORY 4A OR HIGHER AS SPECIFIED BYAWPA STANDARD U1.22. PATIO COVER SHEATHING OVER JOISTS NOT SPACED MORE THAN 24" OC. SHALL BE 19/32" APA RATEDWITH SPAN RATING 32/16 EXTERIOR EXPOSURE. NAILS SHALL BE 8D WITH MINIMUM FASTENERPENETRATION IN FRAMING WOOD OF 1-3/8 INCHES. NAIL SPACING AT INTERMEDIATE FRAMING FIELDNAILING) SHALL BE MORE THAN 12 IN. NAIL SPACINGAT BOUNDARIES AND AT SUPPORTED PANEL EDGESSHALL NOT BE MORE THAN 6 IN.23.IF EXISTING CONSTRUCTION IS INCLUDED IN THIS SCOPE OF WORK, ABOVE MENTIONED SHEATHINGREQUIREMENT SHALL BE VERIFIED FOR EXISTING ROOF, FLOOR, AND WALLS THAT ARE INCLUDED WITHTHIS SCOPE OF WORK.SEE GYPSUM BOARD AND EXPANDED METAL OR WOVEN WIRE LATH AND PORTLANDCEMENT PLASTER (STUCCO) FOR THE INSTALLATION OF STUCCO AND DRYWALLS.24. SEE TYPICAL WALL DETAILS FOR THE ADDITIONAL INFORMATION ON HEADERS, KING STUDS AND JACKSTUDS.25. SEE GYPSUM BOARD AND EXPANDED METAL OR WOVEN WIRE LATH AND PORTLAND CEMENT PLASTER(STUCCO) NOTES FOR THE INSTALLATION OF STUCCO AND DRYWALLS.26. SOLAR PANEL DESIGN AND CONNECTIONS TO THE SUPPORTING ELEMENTS ARE NOT INCLUDED IN THESTRUCTURAL SCOPE OF WORK. A MAXIMUM DEAD-LOAD OF 3 PSF WAS CONSIDERED IN THE STRUCTURALDESIGN. THE GC SHALL INFORM STRUCTURAL ENGINEER IN WRITING, IF A HEAVIER SOLAR SYSTEM IS USEDIN CONSTRUCTION.27.ALL HANGERS ,COLUMN CAPS ,AND COLUMN BASES ARE MINIMUM REQUIREMENTS ,PRIOR TO ORDER ALLOF THEM SHALL BE CHECKED BY THE CONTRACTOR / FRAMER ANY DISCREPANCY SHALL BE REPORTED TOSEOR. 1 2 5 A B 4 6 7 8 9 10 11 12 13 14 15 16 C D F G H I J K L M N 3 E SYMBOL DESCRIPTIONS STRUCTURAL PLAN NOTES HDU5 C44 HDU5 C44 C44 W/MSTC66 C44 W/MSTC66 FTAO WALLW/ MSTA49OPN'G STRAP H D U 4 C 4 4 HDU4 C44 FTAO WALLW/ MSTA49OPN'G STRAP C44 W/MSTC66 C44 W/MSTC66 C44 W/MSTC66B3Z C44 W/MSTC66B3Z SW 1 (3' - 6 " ) C44 W/MSTC52 C44 W/MSTC52 C44 W/MSTC52 C44 W/MSTC52 C44 W/MSTC52 C44 W/MSTC66B3Z C44 W/MSTC66B3Z C44 C44 W/MSTC66B3Z C44 W/MSTC52 C44 W/MSTC66B3Z SW 2 (6' - 1 " ) C44 W/MSTC66B3Z C44 W/MSTC66B3Z C44 W/MSTC66B3Z C44 W/MSTC52 SW2(9'-6")H D U 4 C 4 4 HDU4C44 C44 W/MSTC52 C44 W/MSTC52 C46 W/MSTC52 C44 W/MSTC66B3ZC44 W/MSTC66B3Z C44 W/MSTC52 C44 W/MSTC52 C44 W/MSTC52 C44 W/MSTC52H D U 5 C 4 4 HDU5C44 SCALE: 1/4"=1'-0"CEILING PLAN1 STRUCTURAL PLAN SCHEDULE KΖ KK ^ D K C44 SW 1 (6' - 0 " ) SW1(4'-1") H D U 2 C 4 4 C44 W/MSTC66 C44 W/MSTC66B3Z C44 W/HCP4ZCAW/ BC46 RR3 4X10 4X10 C44 W/HCP4Z C44 W/HCP4Z RR3 RR3 LSSR410Z LSSR410Z 03S1.27 10S1.26TYP. TYP.CAW/ BC4601S1.23TYP. 01S1.21TYP.S1.26 02TYP. 04S1.21TYP.S1.2207TYP. 10S1.26 10S1.26 04S1.21TYP. S1.2207 TYP. CA W/BC4 10S1.26 HHUS7.25/10CA W/BC4CA W/CCQ7.1-4SDS2.5INVERT HHUS7.25/10 HU610 HHUS7.25/10 HGUS48 HU610 HHUS48 HHUS48 HHUS410 C46 W/ECCQ443 1/2" x 14"2.2EPSL HGUS7.25/10 LUS28-2(TYP.) LUS410 LUS410 CJ1 HGUS5.50/10 C44 4X10 C444CHD R 1 HC44C44ŶŝĐŚĞ444444444444HD R 1 144444HH H444CCCC TT CCCCCCCCC44ECECW/W/CCCCC4C4 NO CONNECTION HDR1 C44 W/HCP4Z LSSR410Z RR3 RR34 X 1 0 H I P 3X1 2 LED G E R 4 X 1 0 H I P 4X10HIPLSSR410ZLSSR410Z C44 W/HCP4Z C44 W/HCP4Z 3X12LEDGER RR3 RR3 3X 1 2 LE D G E RCA W/CCQ7.1-4SDS2.5INVERTCAW/ BC46CMSTC14 CMSTC16 CMSTC16 CM S T C 1 6 CM S T C 1 6 NOTE: ALL COLUMN ABOVE (CA) SHALL INSTALLED W/ BC OR CCQ INVERT TO BEAM BELOW POST SCHEDULE UNO ON PLAN MARK POST SIZE C44 4X4 C46 4X6 C48 4X8 C410 4X10 C412 4X12 C44 W/ HCP4Z & W/ MSTC52CONNECTED TO POST BELOW C44 W/MSTC52 CAW/ BC46CA W/CCQ7.1-4SDS2.5INVERT CAW/ BC46 CA W/CCQ7.1-4SDS2.5INVERTCA W/CCQ7.1-4SDS2.5INVERTCA W/CCQ7.1-4SDS2.5INVERTCAW/ BC46CAW/ BC46CAW/ BC46CAW/ BC46CAW/ BC46CAW/ BC46 CJ1CA W/CCQ7.1-4SDS2.5INVERT 10S1.26 03S1.27TYP. 03S1.27TYP. 03S1.27TYP. 03S1.27TYP. 03S1.27TYP. 10S1.26 S1.2602TYP. 06S1.27TYP. 06S1.27TYP.06S1.27 06S1.27 06S1.27 S1.2602 TYP. 08S1.24TYP. INDICATES TENSION STRAP INDICATES SHEARWALL TYPEFOR SHEARWALL SCHEDULESEE 01/S1.21 INDICATES MINIMUMLENGTH OF SHEARWALL SWXX(#'-#") INDICATES WOOD BEAM INDICATES WOOD HEADERSEE 02/S1.23 FOR MOREINFORMATION RB INDICATES HOLDOWN TYPE X INDICATES STEEL SECTION POSTMARK, ALL POSTS ARESTEEL SECTION UNO ON PLANS HDR INDICATES WOOD POST MARK,SEE POST SCHEDULEC#HDUXINDICATES RIGID CONNECTIONS INDICATES JOIST INDICATES HANGER J# #S#.##INDICATES SECTION INDICATES SHEET NUMBER INDICATES DETAILNUMBER ON THE SHEET S#.### INDICATES CALLOUT #INDICATES REVISION ONDRAWINGS INDICATES VIEW#S#.## INDICATES LOAD BEARING WALLBW INDICATES WOOD HEADERSEE HEADER SCHEDULE TABLEON PLAN HDR-# RR3 STRAP SCHEDULE STRAP MIN. END LENGTH (IN.) INSTALLEDIN EVERY HOLE MIN. FASTENERS CMSTC16 19"(48) 0.148 X 2 12 CMSTC14 27"(58) 0.148 X 2 12 CMSTC12 35"(76) 0.148 X 2 12C44HDR1 HH4 HDR1 HDR1 HD R 1 HDR 1 HD R 1 HDR HD R HDU2 C44 SW1(4'-1") H D U 2 C 4 4 HDU2C44 SW 2 (9' - 2 " ) HDU2 C44 H D U 2 C 4 4 HDU2 C44 H D U 2 C 4 4 4X12 MSTA49 1 MSTA49 1 MSTA49 1 MSTA49 MSTA49 MSTA49MSTA49 MSTA49 MSTA49 1 1 1 1 1C44PATIO DESIGNEDBY OTHERS C )00 (2) 1 3/4" x 5 1/2" 1.55E LSL STUDS @ 12" OCWITH 2X BLOCKING @ 48" BETWEEN STUDS,FULLY SHEATHED AROUND THE CHIMNEY W/EDGE NAILING @ 6" (2) 1 3/4" x 11 7/8"1.55E LSL LEDGER 4X10 D.F SOLID BLOCKINGBOTH CORNERS SW217'-0" 07S4.04 1 2491 CRESTVIEW DR, NEWPORTBEACH, CA 92663 PROJECT CLIENT 0' 2' 4'8'16' SHEET TITLE SAZAN INC. 2610 Vista Del Oro, Newport Beach, CA 92660 SHELLEY STARR, TBD(310) 409-7577 S2.22 CEILING PLAN EXP. 06-30-2024 Date: 05/15/2024 68  ;EͿ,>>tzEtz>tϵΖ>'ϵ ' ;EͿd,ZKKDE,KZ DϵΖ>'Ζ ;EͿt/Ϳ ; t ϵΖ>''ϵ ;EͿ'h^dZKKD'Z KE^K DϵΖ>'' KKDKK;EͿZKͿZKϵΖ>'ϵ ;EͿZKKDͿ; Z KϵΖ>'ϵ KDKD;EͿd,ZKKEZͿdKΖ>'>>'>>'>ϵϵ ;EͿt/; tEtϵΖ>'ϵ d,ZKKDdKD,K;EͿE ϵΖ>'' Ϳ>/ZZz>Z;EͿ>E ͲEKd&KZ^>K &^Ͳd K >W/E'WhZWK^^h K ^W 'ZKϵΖ>''ϵ ZKKDKZD;EͿWZ/DZzE Z Z ϵΖ>'> t/t/;EͿttEϵΖ>'Ζ dd;EͿ>K^dE>Ϳ K dϵΖ>'' WWWDD ;EͿ>hEZz;>E ZEzϵΖ>'>' ŶŝĐŚĞŚŶŝĐŚĞŚ ŶŝĐŚĞĐ ŶŝĐŚĞŶŝĐŚĞ     EͿ>E >tt> dd ;EͿ>KEz  ;EͿEt/t/ ϵΖ>'>dZKKDdKZK;EͿdK/>dͿKd>ϵΖ>'ϵ 'zDzD;EͿEϵΖ>'> ;EͿ>K&dKd ϵΖ>'>      zd,ZKKD,KZ KͿWZ/DZzͿ /W D z;EͿ ϵΖ>'ϵ     DS z DS DS DS DS DS ^,>&W/E>/',d^,W>> AAAA MIN . 2 2 " X 3 0 " . MIN 2 2 X 3 0 DNN ŶŝĐŶŝĐĐŚĞĐŚĞĐĐ d ttt>' EͿ > DS DS H P UH P UHHPPUUHPUHPUHHPU H P UH P UHH H P UH P UHH t/Zzt/tZ;EͿWZ/DE Z Ϳ /t/ZϵΖ>''ϵ DS ;EͿdZZ ;EͿhE/d^ Xref C:\Users\ROYAL\OneDrive\Desktop\New folder (15)\2024-01-01-2491-R00\2491-FLOOR.dwg POST SCHEDULE UNO ON PLAN MARK POST SIZE C44 4X4 C46 4X6 C48 4X8 C410 4X10 C412 4X12 RR1 RR1 RR1 3 1/2" x 11 1/4" 2.2E PSL CONT. RR1 6" RR1 , 6"4X10 CONT. RR1 MIN. 6" RR1 RR1 RR1 RR1 Z 3 1 / 2 " x 1 1 1 / 4 " 2.2 E P S L RR1 RR1 RR1 3 1 / 2 " x 1 1 1 / 4 " 2 . 2 E P S L C O N T . RR1 RR2 RR1 Z RR1 4X12RR1 ϵΖ Ζ RR1 RR1 RR1 RR1 RR1 RR1 RR1 RR1 RR1 RR1 RR1 RR1 RR1 RR1 RR1 RR1 RR1 RR1 RR1 RR1 RR2 RR1 RR1 RR1 RR1 4X12 RR1 4 X 1 0 4X10 C44 W/HCP4Z 4X 1 0 4X 1 0 4X10C48 W/HCP4Z 4X 1 0 4 X 1 0 4X10 3 1 / 2 " x 9 1 / 4 " 2 . 2 E P S L 4 X 1 0 C O N T . 4X10 3 1/2 " x 1 1 1 / 4 " 2.2E P S L C O N T .C44 W/HCP4Z 4X 1 2 3 1/2" x 11 7/8" 2.2E PSL 4X10 3 1 / 2 " x 9 1 / 2 " 2. 2 E P S L C O N T . HUC412XSKR45SLD16 RR1 4 X 1 0 4X1 2 4x1 2 4X10 C44W/HL73RR1 RR1 4X 1 2 4 X 1 0 4x10 RR1 4x104 x 1 0C44W/ AC44X104 X 1 0 4X 1 04X103 1 / 2 " x 1 1 1 / 4 " 2 . 2 E P S L C O N T . 3 1 / 2 " x 1 1 1 / 4 " 2. 2 E P S L 3 1/2" x 9 1 / 4 " 2.2E P S L 3 1/2 " x 9 1 / 4 " 2.2E P S L 4x 1 2 1. STRUCTURAL DRAWINGS ARE NOT STAND-ALONE DOCUMENTS AND ARE INTENDED TO BE USED INCONJUNCTION WITH CIVIL, ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND DRAWINGS FROM OTHERDISCIPLINES. THE CONTRACTOR SHALL COORDINATE ALL REQUIREMENTS OF THE CONTRACT DOCUMENTSINTO THE SHOP DRAWINGS AND FIELD WORK.2. ALL ELEVATIONS, SLOPES, DRAINAGE, DIMENSIONS OF OPENINGS, PENETRATIONS, DEPRESSIONS, ANDLAYOUT AND GEOMETRY OF NONSTRUCTURAL ELEMENT SUCH AS BUT NOT LIMITED TO PARTITION,WINDOWS, PLUMBING, ARE NOT INCLUDED IN THE STRUCTURAL ENGINEERING SCOPE OF WORK ANDSHALL NOT BE THE RESPONSIBILITY OF THE STRUCTURAL ENGINEER. REFER TO THE DRAWINGS FROMOTHER PROFESSIONS FOR THE INFORMATION MENTIONED ABOVE.3.THESE DRAWING ARE BASED ON THE BEST AVAILABLE SOURCES AND DO NOT ADDRESS THE FIELDCONDITIONS. CONTRACTOR SHALL VERIFY ALL FIELD CONDITIONS AND ALL EXISTING STRUCTURALELEMENTS SPECIFIED AS VERIFIED IN FIELD (V.I.F.) PRIOR TO COMMENCING THE WORK. ANYDISCREPANCIES BETWEEN THESE DRAWINGS AND FIELD CONDITIONS SHALL BE REPORTED TO THE AEORAND SEOR. NO WORK SHALL BE PERFORMED IN THE AFFECTED AREA UNTIL THE DISCREPANCIES ARERESOLVED.4.REVIEW ALL NOTES PROVIDED IN FRAMING LUMBER AND ENGINEERED WOOD PRODUCT SECTION FORGENERAL REQUIREMENTS AND CONFORMANCE OF STRUCTURAL WOOD.5. FOR TYPICAL DETAILS SEE S1 SERIES SHEETS.6. ROOF SHEATHING OVER ROOF RAFTER/JOISTS NOT SPACED MORE THAN 16" OC. SHALL BE 15/32" OR1/2" PS1 OR PS2 CATEGORY, APA RATED SHEATHING, 32/16 WITH EXTERIOR GLUE, (EXPOSURE1 OREXTERIOR), SQURE EDGE (OR TONGUE-AND-GROOVE). NAILS SHALL BE 8d WITH MINIMUM FASTENERPENETRATION IN FRAMING WOOD FOR 1-3/8 IN. NAIL SPACING AT INTERMEDIATE FRAMING (FIELDNAILING) SHALL NOT BE MORE THAN 12 IN. NAIL SPACING AT BOUNDARIES AND AT SUPPORTED PANELEDGES SHALL NOT BE MORE THAN 6 IN.7.ROOF SHEATHING OVER RAFTERS/JOISTS OR TRUSSES SPACED AT 24" OC. SHALL BE 19/32" OR 5/8" PS1OR PS2 CATEGORY, APA RATED SHEATHING, 40/20 WITH EXTERIOR GLUE, (EXPOSURE1 OR EXTERIOR),SQURE EDGE (OR TONGUE-AND-GROOVE).8. FLOOR SHEATHING SHALL BE 23/32" OR 3/4" PS1 OR PS2 CATEGORY, APA RATED SHEATHING, 48/24WITH EXTERIOR GLUE, (EXPOSURE 1 OR EXTERIOR), SQURE EDGE (OR TONGUE-AND-GROOVE ).NAILSSHALL BE 10d WITH MINIMUM FASTENER PENETRATION IN FRAMING WOOD FOR 1-3/8 IN. NAIL SPACING ATINTERMEDIATE FRAMING (FIELD NAILING) SHALL NOT BE MORE THAN 12 IN. NAIL SPACING AT BOUNDARIESAND AT SUPPORTED PANEL EDGES SHALL NOT BE MORE THAN 6 IN, U.N.O. ON PLANS.9.BALCONY FRAMES AND SHEATHING SHALL BE EXTRIOR GRADE. BALCONY SHEATHING SHALL BE 3/4" PS1OR PS2 CATEGORY, APA RATED SHEATHING, 48/24, EXTERIOR, SQURE EDGE (OR TONGUE-AND-GROOVE ).10.ROOF, FLOOR AND BALCONY PANEL EDGES SHALL HAVE APPROVED TONGUE-AND-GROOVE JOINTS ORSHALL BE SUPPORTED WITH BLOCKING. 1-1/2" THICK PANELS WITH 1/4" MINIMUM THICKNESSUNDERLAYMENT OR 1-1/2" OF APPROVED LIGHTWEIGHT CONCRETE PLACED OVER THE SUB-FLOOR, DONOT REQUIRE BLOCKING AT THE EDGES.11.ALL EXTERIOR WALLS SHALL BE SHEATHED ON THE OUTSIDE OF THE WALL, INCLUDING GABLES, ANDTHE CONNECTION OF THE SHEATHING TO FRAMING. SHEATHING SHALL BE 15/32" PS1 OR PS2 CATEGORY,APA RATED SHEATHING, STRUCTURAL-I, WITH EXTERIOR GLUE, (EXPOSURE1 OR EXTERIOR), SQURE EDGE.12.ALL SHEATHING SHALL BE LAID CONTINUOUS OVER TWO OR MORE SUPPORTS WITH FACE GRAINPERPENDICULAR TO SUPPORTS (UNLESS SHOWN OTHERWISE). STAGGER ALL SHEATHING PANELS AMINIMUM OF ONE JOIST BAY.13.UNO PER SHEAR WALL SCHEDULE, OR SHOWN ON THE THESE DRAWINGS ALL SHEATHING SHALL BENAILED TO THE FARMING AS FOLLOWS:13.1. FASTENERS SHALL BE 10d COMMON NAILS13.2. SPACING AT BOUNDARIES AND AT SUPPORTED PANEL EDGES SHALL NOT BE MORE THAN 6 IN.13.3. SPACING AT INTERMEDIATE FRAMING (FIELD NAILING, F.N.) SHALL NOT BE MORE THAN 12 IN.13.4. FASTENER PENETRATION IN FRAMING WOOD SHALL NOT BE LESS THAN 1-1/2 IN.13.5. BLOCK ALL EDGES13.6. USE 3X LUMBER AT THE CONNECTION OF TWO PANEL EDGES, UNO ON PLANS OR DETAILS.14.ROOF PLYWOOD SHEATHING SHALL BE CONTINUED BENEATH THE CALIFORNIA FRAMING, IFAPPLICABLE.15.ALL WOOD STRUCTURAL PANEL JOINT AND SILL PLATE NAILING SHALL BE STAGGERED AT ALL PANELEDGES.16.BEARING WALLS SHALL BE SHEATHED ON NOT LESS THAN ONE SIDE OR BRIDGING SHALL BE INSTALLEDNOT GREATER THAN 4 FEET APART MEASURED VERTICALLY FROM EITHER END OF THE STUD. 2x BLK'GSHALL BE PROVIDED AT PLYWOOD JOINTS FOR ALL WALLS.17. ROOF AND FLOOR DIAPHRAGM NAILING SHALL BE INSPECTED BEFORE COVERING.18. NO PENETRATIONS ARE ALLOWED THROUGH SHEARWALL UNLESS SPECIFICALLY DETAILED ON THESENOTES.19. ALL POST TO BEAM AND BEAM TO POST SHALL BE CONNECT W/ CCQ/ECCQ UNO ON PLAN.20. ALL BEAMS ARE FLUSH (NOT DROPPED) UNO ON PLAN.21. EXTERIOR CONSTRUCTION INCLUDINGBALCONY,PATIO LUMBERS AND TIMBERS SHALL BE GRADE 1 ORBETTER AND CLASSIFIED FOR EXTERIOR CONSTRUCTION, DECK BOARDS, JOISTS & BEAM ABOVE GROUNDSHALL BE CATEGORY 3B OR HIGHER AND POSTS SHALL BE CATEGORY 4A OR HIGHER AS SPECIFIED BYAWPA STANDARD U1.22. PATIO COVER SHEATHING OVER JOISTS NOT SPACED MORE THAN 24" OC. SHALL BE 19/32" APA RATEDWITH SPAN RATING 32/16 EXTERIOR EXPOSURE. NAILS SHALL BE 8D WITH MINIMUM FASTENERPENETRATION IN FRAMING WOOD OF 1-3/8 INCHES. NAIL SPACING AT INTERMEDIATE FRAMING FIELDNAILING) SHALL BE MORE THAN 12 IN. NAIL SPACINGAT BOUNDARIES AND AT SUPPORTED PANEL EDGESSHALL NOT BE MORE THAN 6 IN.23.IF EXISTING CONSTRUCTION IS INCLUDED IN THIS SCOPE OF WORK, ABOVE MENTIONED SHEATHINGREQUIREMENT SHALL BE VERIFIED FOR EXISTING ROOF, FLOOR, AND WALLS THAT ARE INCLUDED WITHTHIS SCOPE OF WORK.SEE GYPSUM BOARD AND EXPANDED METAL OR WOVEN WIRE LATH AND PORTLANDCEMENT PLASTER (STUCCO) FOR THE INSTALLATION OF STUCCO AND DRYWALLS.24. SEE TYPICAL WALL DETAILS FOR THE ADDITIONAL INFORMATION ON HEADERS, KING STUDS AND JACKSTUDS.25. SEE GYPSUM BOARD AND EXPANDED METAL OR WOVEN WIRE LATH AND PORTLAND CEMENT PLASTER(STUCCO) NOTES FOR THE INSTALLATION OF STUCCO AND DRYWALLS.26. SOLAR PANEL DESIGN AND CONNECTIONS TO THE SUPPORTING ELEMENTS ARE NOT INCLUDED IN THESTRUCTURAL SCOPE OF WORK. A MAXIMUM DEAD-LOAD OF 3 PSF WAS CONSIDERED IN THE STRUCTURALDESIGN. THE GC SHALL INFORM STRUCTURAL ENGINEER IN WRITING, IF A HEAVIER SOLAR SYSTEM IS USEDIN CONSTRUCTION.27.ALL HANGERS ,COLUMN CAPS ,AND COLUMN BASES ARE MINIMUM REQUIREMENTS ,PRIOR TO ORDER ALLOF THEM SHALL BE CHECKED BY THE CONTRACTOR / FRAMER ANY DISCREPANCY SHALL BE REPORTED TOSEOR. SCALE: 1/4"=1'-0"ROOF PLAN1 JOIST & HANGER SCHEDULE UNO ON PLAN MARK JOIST SIZE HANGER RR1 2X10@16" O.C.LRU210Z OR LSSR210 (WHERE OCCURED) RR2 (2) 2X10@16" O.C.LSSR210-2Z INDICATES TENSION STRAP INDICATES SHEARWALL TYPEFOR SHEARWALL SCHEDULESEE 01/S1.21 INDICATES MINIMUMLENGTH OF SHEARWALL SWXX(#'-#") INDICATES WOOD BEAM INDICATES WOOD HEADERSEE 02/S1.23 FOR MOREINFORMATION RB INDICATES HOLDOWN TYPE X INDICATES STEEL SECTION POSTMARK, ALL POSTS ARESTEEL SECTION UNO ON PLANS HDR INDICATES WOOD POST MARK,SEE POST SCHEDULEC#HDUXSYMBOL DESCRIPTIONS INDICATES RIGID CONNECTIONS INDICATES JOIST INDICATES HANGER J# #S#.##INDICATES SECTION INDICATES SHEET NUMBER INDICATES DETAILNUMBER ON THE SHEET S#.### INDICATES CALLOUT #INDICATES REVISION ONDRAWINGS INDICATES VIEW#S#.## INDICATES LOAD BEARING WALLBW INDICATES WOOD HEADERSEE HEADER SCHEDULE TABLEON PLAN HDR-# STRUCTURAL PLAN NOTES 03S1.27 S4.03 1-A 1 2 5 A B 4 6 7 8 9 10 11 12 13 14 15 16 C D F G H I J K L M N 3 ESTRUCTURAL PLAN SCHEDULE HHRC44 SW1(19'-4") SW1(19'-9") SW1(23'-7") SW1(10'-5") SW 1 (18 ' - 2 " ) SW 2 (9' - 2 " ) SW 1 (7 ' - 3 " ) SW 1 (22 ' - 6 " ) SW 1 (5 ' - 1 0 " ) SW 1 (31 ' - 0 " ) SW 1 (7 ' - 3 " ) SW 1 (9' - 0 " ) H D U 5 C44 W/ HCP4ZW/ MSTC66 C44 W/HCP4ZW/MSTC66 H D U 4 HDU4 C44 W/MSTC66 C44 W/HCP4Z W/MSTC66 C44 W/MSTC66B3Z C44 W/MSTC66B3Z SW 1 (3 ' - 6 " ) C44 W/HCP4Z W/MSTC52 C44 W/HCP4Z W/MSTC52 C44 W/MSTC52 C44 W/MSTC52 C44 W/ HCP4ZW/ MSTC52 C44 W/ HCP4ZW/ MSTC52 C44 W/MSTC66B3Z C44 W/MSTC66B3Z C44 W/MSTC52 C44 W/MSTC52 C44 W/HCP4Z W/MSTC66B3Z C44 W/MSTC66B3Z C44 W/MSTC66B3Z C44 W/MSTC66B3Z C44 W/HCP4Z W/MSTC52 SW2(9'-6") HDU4 HDU4C44 C44 W/HCP4Z W/MSTC52 C44 W/MSTC52 C46 W/ HCP4ZW/ MSTC52 C44 W/MSTC52 C44 W/MSTC52 C44 W/HCP4Z W/MSTC52 C44 W/MSTC52 C44 W/MSTC52 C44 W/MSTC52H D U 5 C 4 4 HDU5C44 11 ŶŝĐŚĞŚ RR HH D H D 4 K KΖ RR ZZZZ KK DD ^^ C44 W/ HCP4Z & W/MSTC52 CONNECTEDTO POST BELOW C44 W/HCP4Z RR1 HHRC44TYP.C 4 4 10S1.26 HUC48XSKR45SLD16 C44W/ AC4 C44W/ LCE4 SW 1 (6' - 0 " ) C44 W/ HL734X12 C 4 4 W / H C P 4 Z SW 4 RR1 S4.0303 HUC48XSKR45SLD16 SW1(8'-6") RR1C44 W/HCP4ZSW3B(3'-6") H D U 2 C44 W/MSTC66 SW1(14'-9") RR1 RR1 HHRC44 C44 W/HCP4Z C44 W/HCP4Z SW1(14'-3") C44W/ LCE4 RR1 C44W/ LCE4 HUC48XSKR45SLD164X12 HHRC44 RR1 C44 W/HCP4Z C44 W/HCP4Z C44 W/HCP4Z C44 W/HCP4Z C44 W/HCP4Z C44 W/LCE4RR1 C44 W/LCE4 RR1 C44 W/LCE4 C44 W/LCE4C44 W/HCP4ZC44 W/HCP4Z C44 W/HCP4Z C44 W/LCE4 C46 W/LCE4 HHRC44 HUC48XSKR45SLD16 RR1 C44 W/CCQ44C44 W/HCP4Z HHRC44C44 W/HCP4Z HUC48XSKR45SLD16 HUC412XSKR45SLD16 HUC412XSKR45SLD16 C44 W/LCE4 C44 W/LCE4 HHRC44 HUC48XSKR45SLD16 RR1 C44 W/LCE4 HHRC44 HUC48XSKR45SLD16 C44 W/LCE4 C44 W/LCE4 4 X 1 0 C44 W/LCE4 HHRC44 HHRC44C44 W/MSTC66B3Z SW1(16'-8") TYP. 10S1.26 TYP. TYP. TYP. 2-AS4.03TYP.12S1.26TYP.10S1.26TYP. 2-BS4.03TYP.S4.031-C 2-BS4.03TYP.S4.031-C S4.031-D S4.032-DTYP.TYP.TYP. 12S1.26TYP.12S1.26TYP.12S1.26TYP.BA410 HUC48XSKR45SLD16 10S1.26TYP. 10S1.26TYP. C44 W/LCE4HHRC44 S4.0304 S4.031-C S4.0304 S4.03 1-BTYP. 2-BS4.03 10S1.26 TYP. 03S1.27TYP. 10S1.26TYP. 03S1.27 TYP. 03S1.27 TYP. 10S1.26 TYP. S4.0303TYP. S4.03 05 TYP. CMSTC14 CMSTC16 CMSTC16 CM S T C 1 6 3 1 / 2 " x 9 1 / 4 " 2. 2 E P S L 3 1/2 " x 9 1 / 4 " 2.2E P S L C44 W/LCE4 HUC48XSKR45SLD16 RR1 RR1RR1 CM S T C 1 6 LOAD BEARINGCRICKET WALL LOAD BEARINGCRICKET WALL SW 1 (2 5 ' - 6 " ) S1.2706TYP. S1.2706TYP. 06S1.27TYP. 11S4.03 10S4.03 TYP. TYP. SW1(10'-8") SW1(4'-1") C 4 4 HDU2 C44 SW1(4'-1") H D U 2 C 4 4 HDU2C44 SW 2 (6' - 1 " ) SW 2 (9' - 2 " ) HDU2 C44 H D U 2 C 4 4 HDU2 C44 H D U 2 C 4 4 MSTA49 MSTA49 MSTA49 MSTA49MSTA49 MSTA49 MSTA49 MSTA49 MSTA49MSTA49 H D U 5 (4 ' - 4 " ) 01S1.27 TYP. 1 1 1 1 1 1 1 1 1 1 07S4.04 1 (2) 1 3/4" x 5 1/2" 1.55E LSL STUDS@ 12" OC WITH 2X BLOCKING @ 48"BETWEEN STUDS 4X10 D.F SOLID BLOCKINGBOTH CORNERS (2) 1 3/4" x 11 7/8"1.55E LSL LEDGER SW217'-0" 2491 CRESTVIEW DR, NEWPORTBEACH, CA 92663 PROJECT CLIENT 0' 2' 4'8'16' SHEET TITLE SAZAN INC. 2610 Vista Del Oro, Newport Beach, CA 92660 SHELLEY STARR, TBD(310) 409-7577 S2.33 ROOF PLAN EXP. 06-30-2024 Date: 05/15/2024 69 PER PLAN(2F MIN.) (N)PAB 2F M I N . (E)FOUNDATION (N)FOUNDATION SEE HOLD DOWNANCHOR SCHEDULE ONDETAIL 8/S4.01 HOLD DOWN ANCHOR SCHEDULE AT (E) FOUNDATION UNDERPIN AT EXISTING EXT. FOUNDATION (FRONT THE GARAGE) WIDTH PER PLAN24" MIN. (E) SOG (N) POST PER PLAN SEE NOTE 2 SILL PLATE (P.T.) UNDISTURBED NATURALSOILS OR ENGINEERED FILLAS PER SOIL REPORT EPOXY- SEE NOTE 1 #5@16" O.C. INT.EXT.BC (E) IMPERVIOUS MOISTURE BARRIERBETWN. THE SILL PLATE AND S.O.G. 3" CLR. 3" C L R . 1 SIMPSON BC (E) EXT. FOUNDATION (V.I.F.) 8" 3" 24 " M I N . 2 DRIVEWAYSLOP PERARCH. DWG. 6" MIN. 6" MIN. WIDTH PER PLAN24" MIN. (E) SOG (N) POST OR EXT. WALLPER PLAN SEE NOTE 2 SILL PLATE (P.T.) UNDISTURBED NATURALSOILS OR ENGINEERED FILLAS PER SOIL REPORT EPOXY- SEE NOTE 1 #5@16" O.C. INT.EXT.BC (E) IMPERVIOUS MOISTURE BARRIERBETWN. THE SILL PLATE AND S.O.G. 3" CLR. 3" C L R . SIMPSON BC (E) EXT. FOUNDATION (V.I.F.) 8" 3" 18" O R 2 4 " PE R S 2 . 0 2 PER PLAN6" MIN.PER PLAN6" MIN. PER 6 PL6" ANMIN.6" 8" 4" UNDERPIN W/O HOLD DOWN AT EXISTING EXT. FOUNDATION 3 4 UNDERPIN W/O HOLD DOWN AT EXISTING EXT. FOUNDATION WIDTH PER PLAN24" MIN. (E) SOG (N) POST OR EXT. WALLPER PLAN SEE NOTE 2 SILL PLATE (P.T.) UNDISTURBED NATURALSOILS OR ENGINEERED FILLAS PER SOIL REPORT EPOXY- SEE NOTE 1 #4@16" O.C. BC (E) IMPERVIOUS MOISTURE BARRIERBETWN. THE SILL PLATE AND S.O.G. 3" CLR. 3" C L R . SIMPSON BC (E) EXT. FOUNDATION (V.I.F.) 8" 3" 18 " O R 2 4 " PER S 2 . 0 2 PER PLAN6" MIN.6" 8" #4 #5 #5 ""88 ""66 #4@12" WIDTH PER PLAN24" MIN. (E) SOG (N) POST OR EXT. WALLPER PLAN SEE NOTE 2 SILL PLATE (P.T.) UNDISTURBED NATURALSOILS OR ENGINEERED FILLAS PER SOIL REPORT EPOXY- SEE NOTE 1 #4@16" O.C. BC (E) IMPERVIOUS MOISTURE BARRIERBETWN. THE SILL PLATE AND S.O.G. 3" CLR. 3" C L R . SIMPSON BC (E) EXT. FOUNDATION (V.I.F.) 8" 3" 18 " O R 2 4 " PER S 2 . 0 2 PER PLAN6" MIN. 6" 8" #5 8"" 6"" #4@12" 6" MIN. 6" MIN. 6" MIN. 6" MIN. 6" MIN.(E) SOG UNDERPIN W/O HOLD DOWN AT EXISTING EXT. FOUNDATION F SCALE: NTS. F SCALE: NTS. F SCALE: NTS. F SCALE: NTS. F SCALE: NTS. 5 3" C L R . UNDISTURBED NATURALSOILS OR ENGINEERED FILLAS PER SOIL REPORT E.N. 5/8" DIA. @ 48" W/ 7" MIN.EMBED., UNO IN SHEARWALL SCHEDULE STUDS PER PLAN SOG PER PLAN 3" CLR. VAPOR RETARDERSEE ARC./CIVILDWG. SEE NOTE 2 EXT. WALL SHEATHINGWHERE OCCURED 2x UC4A OR HIGHER SILL PLATE3x UC4A AT SHEAR WALLSP.T. NOTES:1- TYPE OF REINFORCEMENT PER S2.02 &TABLE 1 OF 12/S4.01.2- MIN. 8" FROM SOIL AT UNPAVED AREAOR 2" FROM T.O. THE PAVED MATERIAL.3- NEW FOUNDATIONS SHOULD HAVE 24"OR 36" DEPTH BELOW EXISTING GRADE(PER S2.02). 5" EXT. STRIP FOUNDATION PER PLAN18" MIN. SEE NOTE 1 #4@12" SE E N O T E 3 24" 24 " #4@12" 3" C L R . 2x UC4A OR HIGHER SILL PLATE3x UC4A AT SHEAR WALLSP.T.E.N. POST OR WALLSHEATHINGPER PLAN POST OR STUDS PERPLAN SOG PER PLAN #4@12" O.C.DOWELSALT. UNDISTURBED NATURALSOILS OR ENGINEERED FILLAS PER SOIL REPORT SCALE: NTS. 6 3" CLR. SEE NOTE 2 NEW CONTI. INT. WALL FOUNDATION TO EXISTING SOG PER PLAN18" MIN. 5/8" DIA. @ 48" W/ 7" MIN. EMBED.,UNO IN SHEAR WALL SCHEDULE VAPORRETARDER SEEARC./CIVIL DWG. F SEE N O T E 3 24" 24 "6" MIN. NOTES:1- SEE POST INSTALLED ANCHOR NOTESON S0.02 (SPECIAL INSPECTION REQD.,TYP.)2- TYPE OF REINFORCEMENT PER S2.02 &TABLE 1 OF 12/S4.01.3- NEW FOUNDATIONS SHOULD HAVE 24"OR 36" DEPTH BELOW EXISTING GRADE(PER S2.02). HOLD DOWN ANCHOR SCHEDULE AT FOUNDATION F SCALE: NTS. 7 HDU2 1/4x2.5 64"x4"2,960 LB SSTB 16 5/8"17 20" HDU4 1/4x2.5 10 4"x4"4,500 LB SSTB 20 5/8"18 22" HDU5 1/4x2.5 14 4"x4"5,600 LB SSTB 24 5/8"18 22" HDU8 1/4x2.5 20 4"x4"6,970 LB SSTB 28 7/8"25 28" HDU11 1/4x2.5 30 4"x8"9,535 LB SB1x30 1"24 28" HDU14***1/4x2.5 36 4"x8"13,090 LB SB1x30**-18*1"24, F**=17 28" HD19 1" BOLT 5 6"x6" NO.1 19,070 LB PAB10 1 1/4" 14.5,F=22 24" HOLDDOWN TYP.SDS SCREWSIZE (IN.)NO. OFSCREWS MIN. WOODPOST SIZE DESIGNCAPACITY ANCHOR TYPE DIA.Le, F(IN.)MIN. FON.DEPTH LSTHD8 0.148x3.25 16 4"x4"1,600 LB 8 12" STHD10 0.148x3.25 20 4"x4"2,100 LB 10 14" STHD14 0.148x3.25 24 4"x4"3,500 LB 14 18" HDU2 1/4x2.5 64"x4"3,000 LB SSTB 16 5/8"13 16" HDU4 1/4x2.5 10 4"x4"4,500 LB SSTB 20 5/8"17 22" HDU5 1/4x2.5 14 4"x4"5,600 LB SSTB 24 5/8"21 26" HDU8 1/4x2.5 20 4"x4"6,900 LB SSTB 28 7/8"25 28" HDU11 1/4x2.5 30 4"x8"11,100 LB SB1x30 1"24 28" HDU14***1/4x2.5 36 4"x8"13,000 LB SB1x30**-18*1"24, F**=17 28" HD19 1" BOLT 5 6"x6" NO.1 19,070 LB PAB10 1 1/4" 14.5,F=22 24" NOTE:*WHERE NOTED, SB1x30REQUIRES FOUNDATIONWIDTH TO BE 18" WIDE.**PAB8 SOLUTION MAYALSO BE USED. FOR PAB8COVERAGE ON EACH SIDEOF THE BOLT SHALL BEMINIMUM F".***WOOD MEMBER SHALLBE 8"x4" OR LARGER1. ANCHORS DESIGNATEDAS ASTM A193 GRADE B7THREADED RODS TO USEASTM A563 GRADE DHHEAVY HEX NUTS ANDASTM F436 WASHERS.ANCHOR RODS SHALLCONFORM TO ASTM A36THREADED RODS W/ ASTMA563 GRADE A NUTS ANDANSI B18.22.1 TYPE AWASHERS, UNLESSOTHERWISE NOTED.2. ALL NUTS SHALL BE HOTDIP OR MECHANICAL ZINCCOATED, GRADE A FINISH,HEAVY HEX AND CONFORMTO ASTM A563 W/ F436WASHERS, UNO. MIDWALL/CORNER GARAGE CURB 8 F SCALE: NTS. HOLD DOWN ANCHOR SCHEDULE AT EXISTING FOUNDATION/UNDERPIN FOUNDATION HOLDDOWNTYPE PLATE WASHERSIZE (IN.) SDSSCREWSIZE(IN.) NO.OFSCREWS MIN. WOODPOST SIZE(IN.) DESIGNCAPACITY (LB) ANCHORTYPE Le (IN.)F (IN.)MIN.FOUNDATIONDEPTH (IN.) HDU2 1/2 x 1 3/4 x 1 3/4 1/4x2.5 6 4x4 3000 PAB5 5 7 12 11 HDU4 1/2 x 1 3/4 x 1 3/4 1/4x2.5 10 4x4 4500 PAB5 6 12 10 1212 HDU5 1/2 x 1 3/4 x 1 3/4 1/4x2.5 14 4x4 5600 PAB5 6 12 10 1212 HDU8 1/2 x 2 1/2 x 2 1/2 1/4x2.5 20 4x4 6900 PAB7 10 15 14 HDU11 5⁄8 x 3 x 2 3⁄4 1/4x2.5 30 4x8 11100 PAB8 11 12 17 12 16 HDU14 5⁄8 x 3 x 2 3⁄4 1/4x2.5 36 4x8 14300 PAB8 1112 1712 1712 NOTE:1. WOOD MEMBER SHALL BE 8"x4" OR LARGER2. WHERE NOTED, SB1x30 REQUIRES FOUNDATION W/ TO BE 18" WIDE. PAB8 SOLUTION MAY ALSO BE USED.3. PAB8 SOLUTION MAY ALSO BE USED.4. ANCHORS DESIGNATED AS ASTM A193 GRADE B7 THREADED RODS TO USE ASTM A563 GRADE DH HEAVY HEX NUTS AND ASTM F436WASHERS.5. ANCHOR RODS SHALL CONFORM TO ASTM A36 THREADED RODS WITH ASTM A563 GRADE A NUTS AND ANSI B18.22.1 TYPE A WASHERS,UNLESS OTHERWISE NOTED.6. ALL NUTS SHALL BE HOT DIP OR MECHANICAL ZINC COATED, GRADE A FINISH, HEAVY HEX FOUNDATION REINFORCEMENT ARE NOTSHOWN FOR CLARITY . REFER TO S1.01 FOR MORE INFORMATION. 9 WIDTH PER PLAN24" MIN. (E) SOG SEE NOTE 3 UNDISTURBED NATURALSOILS OR ENGINEERED FILLAS PER SOIL REPORT EPOXY- SEE NOTE 2#4@16" O.C. 3" CLR. 3" C L R . (E) FOUNDATION (V.I.F.) 8" 3" 18 " O R 2 4 " PER S 2 . 0 2 PER PLAN6" MIN. 6" 8" #5 8"8 6"6 #4@12" 6" MIN. 6" MIN.(E) SOG UNDERPIN W/ HOLD DOWN AT EXISTING INT. STRIP FOUNDATION F SCALE: NTS. SILL PLATE E.N. TOOL *L e HDU 12 TABLE 1 & 2 F SCALE: NTS. NOTE:1- * SEE TABLE 8/S4.01 FOR ANCHORAGEOF HDU.2- SEE POST INSTALLED ANCHOR NOTESON S0.02 (SPECIAL INSPECTION REQD.,TYP.)3- TYPE OF REINFORCEMENT PER S2.02& TABLE 2 OF 12/S4.01. *FMIN. WIDTH PER PLAN24" MIN. (E) SOG SEE NOTE 4 UNDISTURBED NATURALSOILS OR ENGINEERED FILLAS PER SOIL REPORT EPOXY- SEE NOTE 2 #5@16" O.C. INT.EXT. 3" CLR. 3" C L R . (E) EXT. FOUNDATION (V.I.F.) 8" 3" 18 " O R 2 4 " PER S 2 . 0 2 PER PLAN6" MIN.PER PLAN6" MIN. 6" 4" #5 6" MIN. (N) SHEAR WALL PER PLAN (N) HDU PER PLANSILL PLATE IMPERVIOUS MOISTURE BARRIERBETWN. THE SILL PLATE AND S.O.G. E.N. *L e *FMIN. 10 UNDERPIN W/ HOLD DOWN AT EXISTING EXT. FOUNDATION F SIMPSONHOLD DOWN PER PLAN6" MIN. PER PLAN6" MIN. SIMPSONHOLD DOWN NOTE:1- * SEE TABLE 8/S4.01 FOR ANCHORAGE OF HDU.2- SEE POST INSTALLED ANCHOR NOTES ON S0.02(SPECIAL INSPECTION REQD., TYP.)3- MIN. 8" FROM SOIL AT UNPAVED AREA OR 2" FROM T.O.THE PAVED MATERIAL.4- TYPE OF REINFORCEMENT PER S2.02 & TABLE 2 OF12/S4.01. PER PLAN(2F MIN.) (N)PAB 2F M I N . (E)FOUNDATION (N)FOUNDATION SEE HOLD DOWNANCHOR SCHEDULE ONDETAIL 8/S4.01 WIDTH PER PLAN24" MIN. (E) SOG (N) POST PER PLAN SILL PLATE (P.T.) UNDISTURBED NATURALSOILS OR ENGINEERED FILLAS PER SOIL REPORT EPOXY- SEE NOTE 1 #5@16" O.C. INT.EXT.BC (E) IMPERVIOUS MOISTURE BARRIERBETWN. THE SILL PLATE AND S.O.G. 3" CLR. 3" C L R . SIMPSON BC (E) EXT. FOUNDATION (V.I.F.) 8" 24 " PER PLAN6" MIN.PERPL6" LANAMNIN 6" 4"#5 6" MIN. 11 UNDERPIN W/O HOLD DOWN AT EXISTING EXT. FOUNDATION F SCALE: NTS. NOTES:1- SEE POST INSTALLED ANCHOR NOTES ONS0.02 (SPECIAL INSPECTION REQD., TYP.)2- TYPE OF REINFORCEMENT PER S2.02 &TABLE 2 OF 12/S4.01.3- MIN. 8" FROM SOIL AT UNPAVED AREA OR2" FROM T.O. THE PAVED MATERIAL. 13 UNDERPIN W/O HOLD DOWN AT EXISTING EXT. FOUNDATION SCALE: NTS. WIDTH PER PLAN24" MIN. (E) SOG SEE NOTE 2 UNDISTURBED NATURALSOILS OR ENGINEERED FILLAS PER SOIL REPORT EPOXY- SEE NOTE 1 #5@16" O.C. INT. EXT. 3" CLR. 3" C L R . (E) EXT. FOUNDATION (V.I.F.) 8" 3" 24" PER PLAN6" MIN.PER PLAN6" MIN. 6" 4" #5 6" MIN. (N)HARDY PANEL PER PLAN SEE DETAIL 3/HFX.01 SEE NOTE 4 F SCALE: NTS. 14 #4@12" O.C.DOWELS ALT. 3" CLR. POST OR STUD WALL PER PLAN NEW SINGLE PAD FOUNDATION CONNECTED TO EXISTING SOG PER PLAN 3" C L R . SEE NOTE 2 UNDISTURBED NATURALSOILS OR ENGINEERED FILLAS PER SOIL REPORT F SE E N O T E 3 NOTES:1- SEE POST INSTALLED ANCHOR NOTES ON S0.02 (SPECIAL INSPECTION REQD., TYP.)2- TYPE OF REINFORCEMENT PER S2.02 & TABLE 3 OF 4/S4.02.3- NEW FOUNDATIONS SHOULD HAVE 24" OR 36" DEPTH BELOW NEAREST ADJACENT GRADE (PER S2.02).4- HOOK IF THE WIDTH OR LENGTH IS LARGER THAN 4FT. SOG PER PLAN VAPOR RETARDERSEE ARC./CIVIL DWG. 6" MIN.6" MIN. SCALE: NTS. REINFORCEMENT OF NEW STRIP FOUNDATION NO.TYPE WIDTH (IN)DEPTH (IN)NUMBER OF BARS NUMBER OF BARSALT 21NEW18243 # 4 - 2 NEW 24 24 3 # 4 -3 NEW 30 36 7 # 5 5 # 64NEW36368 # 5 6 # 6 5 NEW 24 36 3 # 5 -6 NEW 24 36 6 # 5 4 # 67NEW30364 # 5 -8 NEW 26 24 4 # 4 - TABLE 1 REINFORCEMENT OF UNDERPIN STRIP FOUNDATION NO.TYPE WIDTH (IN)DEPTH (IN)NUMBER OF BARS NUMBER OF BARSALT 21UNDERPIN24183 # 4 -2 UNDERPIN 24 24 3 # 4 -3 UNDERPIN 36 24 6 # 5 4 # 6 4 UNDERPIN 30 24 3 # 5 -5 UNDERPIN 24 24 4 # 5 -6 UNDERPIN 24 24 5 # 5 4 # 6 7 UNDERPIN 27 24 5 # 5 4 # 68UNDERPIN24185 # 4 4 # 59UNDERPIN24245 # 5 4 # 610UNDERPIN26244 # 4 - TABLE 2 NOTES:1- SEE POST INSTALLED ANCHORNOTES ON S0.02 (SPECIALINSPECTION REQD., TYP.)2- TYPE OF REINFORCEMENT PERS2.02 & TABLE 2 OF 12/S4.01. NOTES:1- SEE POST INSTALLED ANCHORNOTES ON S0.02 (SPECIAL INSPECTIONREQD., TYP.)2- TYPE OF REINFORCEMENT PER S2.02& TABLE 2 OF 12/S4.01 NOTES:1- SEE POST INSTALLED ANCHOR NOTESON S0.02 (SPECIAL INSPECTION REQD.,TYP.)2- TYPE OF REINFORCEMENT PER S2.02& TABLE 2 OF 12/S4.01 LANDSCAPE OR DRIVE WAYWHERE OCCURRED PER PLAN SEE NOTE 2 SEE NOTE 3 NOTES:1- SEE POST INSTALLED ANCHORNOTES ON S0.02 (SPECIALINSPECTION REQD., TYP.)2- TYPE OF REINFORCEMENT PERS2.02 & TABLE 2 OF 12/S4.01. EPOXY SEE NOTE 1 EPOXY-SEENOTE 1 SILL PLATE (P.T.) BC IMPERVIOUS MOISTURE BARRIERBETWN. THE SILL PLATE AND S.O.G. NOTE:REINFORCEMENT THAT SHOWN IN TABLES SHOULD USE TOP AND BOT. OF STRIP FOUNDATIONS (UNDERPIN & NEW). DRILL HOLE & FILL W/ GROUTAFTER ROD INSTALLED. SEE NOTE 3 DRILL HOLE & FILL W/GROUTAFTER ROD INSTALLED. PER PLAN6" MIN. SEE NOTE 4 NOTES:1- SEE POST INSTALLED ANCHOR NOTES ONS0.02 (SPECIAL INSPECTION REQD., TYP.)2- TYPE OF REINFORCEMENT PER S2.02 &TYPE B DETAIL 9/S4.02.3- MIN. 8" FROM SOIL AT UNPAVED AREA OR2" FROM T.O. THE PAVED MATERIAL.4- #4 STIRRUPS SEE DETAIL 3/HFX.01 FORSPACE UNDER HFX WALL AND USE WITH 6 INSPACE FOR OTHER PARTS OF GRADE BEAM. DRILL HOLE & FILL W/ GROUTAFTER ROD INSTALLED. SEE NOTE 3 30 " O R 3 6 " 30 " O R 3 6 " 36 " M I N . 30" O R 3 6 " 30" O R 3 6 " 36" 36 " 30 " O R 3 6 " PROJECT CLIENT 0' 2' 4'8'16' SHEET TITLE 2491 CRESTVIEW DR,NEWPORT BEACH, CA 92663 SHELLEY STARR, TBD‪(310) 409-7577‬ SAZAN INC. 2610 Vista Del Oro, Newport Beach, CA 92660 S4.01 SPECIFIC DETAILS 1 EXP. 06-30-2024 Date: 05/15/2024 7KHIRXQGDWLRQSODQKDVEHHQUHYLHZHGDQGLVLQFRQIRUPDQFHZLWKWKHJHRWHFKQLFDOUHSRUWUHIHUHQFHGKHUHLQ 5/16/2024 70 UNDISTURBED NATURALSOILS OR ENGINEERED FILLAS PER SOIL REPORT POUR SEGMENT (E) FOUNDATION (N) FOUNDATIONUNDERPIN 3" PREVIOUSSEGMENT FUTURESEGMENT SCALE: NTS. 1 EXT. STRIP FOUNDATION W/ ANCHOR 2 STRIP FOUNDATION W/ CURB W/ SB/SSTB ANCHOR SCALE: NTS. 134" 112"12" MIN. 1112" M A X . Le SB SHOWN(SSTB SIMILAR) 4"MIN. 12" M I N . PLAN VIEW SB 11 14" M A X . Le ADD EXTRA #4BARS EA. SIDEOF HOLD DOWN 134" 16" MIN. 12" M I N . PLAN VIEW 6" 4" MIN.4" MIN. 1.5 Le 24" MIN.12" MIN. 24 " M I N SLAB NOTSHOWN FORCLARITY NOTES:1- FOUNDATION DETAILS AND REINFORCEMENT ARE NOT SHOWN FOR CLARITY. SEE FOUNDATION DETAILS FOR THE BALANCEOF INFORMATION AND DETAILS THAT ARE NOT SHOWN.2- FOR MORE INFORMATION SEE 7/S4.01 NOTES:1- FOUNDATION DETAILS AND REINFORCEMENT ARE NOT SHOWN FOR CLARITY. SEEFOUNDATION DETAILS FOR THE BALANCE OF INFORMATION AND DETAILS THAT ARENOT SHOWN.2- FOR MORE INFORMATION SEE 7/S4.01 SLAB NOTSHOWN FORCLARITY 12" MIN.112" 134" 134" 1.5 L e F F 6" (FOR HDU14) 6" (FO R HD U 1 4 ) SIMPSON SB SIMPSON SSTB SLAB NOTSHOWN FORCLARITY 1 12"12" MIN. 6" (FOR HDU14) ADD EXTRA #4BARS EA. SIDEOF HOLD DOWN 112" 6" (FO R HD U 1 4 ) EXTRA #4 BARS 8"MIN . 1 3/4" SCALE: NTS. 3 INT. STRIP FOUNDATION W/ ANCHOR (SB/SSTB) SB SHOWN(SSTB SIMILAR) Le ADD EXTRA#4 BARSEA. SIDE OFHOLD DOWN SLAB NOTSHOWN FORCLARITY PER PLAN18" MIN. FOR SSTB/SB PER PLAN18" MIN.PLAN VIEW F SIMPSON SB SIMPSON SSTB SB/SSTB 4" 6" MIN. UNDISTURBED NATURALSOILS OR ENGINEERED FILLAS PER SOIL REPORT NOTES:1- FOUNDATION DETAILS AND REINFORCEMENT ARE NOT SHOWN FOR CLARITY. SEE FOUNDATION DETAILS FOR THE BALANCEOF INFORMATION AND DETAILS THAT ARE NOT SHOWN.2- FOR MORE INFORMATION SEE 7/S4.01 5 GENERAL SEGMENTAL FOUNDATION UNDERPINNING DETAIL SCALE: NTS. F COUPLER /FORM SAVER NOTES:CONTRACTOR MAY USE DIFFERENT METHODS. ALTERNATE METHODS SHALL BE SUBMITTED TO GEOTECHNICAL AND STRUCTURAL ENGINEER FOR REVIEW. TOP OR BOT.LONGITUDINALREINFORCEMENT REINFORCEMENT OF NEW PAD FOUNDATION NO. TYPE LENGTH(IN)WIDTH(IN)DEPTH(IN)NUMBER OF BARS IN LENGTH NUMBER OF BARS IN WIDTH 1NEW 24 30 24 3 # 4 4 # 42NEW3636365 # 5 5 # 53NEW6032368 # 5 4 # 54NEW6048368 # 5 6 # 5 TABLE 3 REINFORCEMENT OF UNDERPIN PAD FOUNDATION NO.TYPE LENGTH(IN)WIDTH(IN)DEPTH(IN)NUMBER OF BARS IN LENGTH NUMBER OF BARS IN WIDTH 1 UNDERPIN 42 36 24 6 # 4 5 # 4 2 UNDERPIN 45 48 24 4 # 5 4 # 53 UNDERPIN 57 36 24 5 # 5 3 # 54UNDERPIN 39 58 24 4 # 5 5 # 55 UNDERPIN 51 48 24 4 # 5 4 # 56 UNDERPIN 45 60 24 4 # 5 5 # 57UNDERPIN 30 24 24 4 # 4 3 # 4 TABLE 4 SCALE: NTS. 4 TABLE 3 & 4 F SCALE: NTS. 9 NOT RECTANGULAR SHAPE PAD FOOTING SCHEDULE F #5 TWO WAYTOP & BOT. #6 TWO WAYTOP & BOT.SEE NOTE 10'-8" 2'- 3 " 5'- 4 " 1'-8" 6'-5" 3'-5" 2'-8 " 4' 3' 8" 1' 9" 3'- 4 " TYPE A TYPE B STEEL COLUMN SITUATIONAND SECTION AS PER PLAN ANCHOR ROD 1" GROUT MIN. FILL W/PROPERMATERIAL AS PERARCH. DWG. E.D GENERAL BASE PLATE DETAIL REINFORCEMENT NOT SHOWNFOR CLARITY PE R S 2 . 0 2 SCALE: NTS. 8 F NOTES:1-FOR REINFORCEMENT SEE TYPES ON PLAN S2.02.2- FOR BASE PLATE DETAIL SEE 11/S4.02.3- SEE POST INSTALLED ANCHOR NOTES ON S0.02 (SPECIAL INSPECTION REQD., TYP.) PER PLAN NEW SOG EPOXY-SEENOTE 3 6" MIN. #4@12"ALT. WIDTH PER PLAN24" MIN. EPOXY- SEE NOTE 3 #4@16" O.C. 3" CLR.8" 3" PER S 2 . 0 2 PER PLAN6" MIN.6" 8" #5 #4@12" 6" MIN. 6" MIN.(E) SOG PER PLAN6" MIN. NOTES:1- REINFORCEMENT THAT SHOWN IN TABLES SHOULD USE IN BOT. OF PAD FOUNDATIONS (UNDERPIN & NEW).2- THE STRIPS REINFORCEMENT (TABLE 1 & 2) SHOULD BE EXTENDS CONTINUOUSLY BEYOND PAD FOUNDATIONS ANDPAD REINFORCEMENT THAT SHOWN IN TABLE 3 & 4 SHOULD BE ADDED TO STRIP REINFORCEMENT IN BOT OF PADFOUNDATION. BASE PLATE GENERAL SECTION ANCHOR ROD 1" GROUT MIN. REINFORCEMENT NOT SHOWNFOR CLARITY BASE PLATE BASE PLATE FILL W/PROPER MATERIALAS PER ARCH. DWG. DRILL HOLE & FILL W/ GROUTAFTER ROD INSTALLED. E.D NOTE:1- * SEE TABLE 8/S4.01 FOR ANCHORAGEOF HDU.2- SEE POST INSTALLED ANCHOR NOTESON S0.02 (SPECIAL INSPECTION REQD.,TYP.)3- TYPE OF REINFORCEMENT PER S2.02& TABLE 4 OF 4/S4.02.4- HOOK IF THE WIDTH OR LENGTH ISLARGER THAN 4FT. SIMPSONHOLD DOWN PER PLAN(2F MIN.) (N)PAB 2F M I N . (E)FOUNDATION (N)FOUNDATION SEE HOLD DOWNANCHOR SCHEDULE ONDETAIL 8/S4.01 6 WIDTH PER PLAN24" MIN. (E) SOG STRIPREINFORCEMENTBEYOND UNDISTURBED NATURALSOILS OR ENGINEERED FILLAS PER SOIL REPORT EPOXY- SEE NOTE 2#4@16" O.C. 3" CLR. 3" C L R . (E) FOUNDATION (V.I.F.) 3" 24 " P E R S 2 . 0 2 PER PLAN6" MIN. 6" 8" #5 8"8 6"6 #4@12" 6" MIN. 6" MIN.(E) SOG UNDERPIN W/ HOLD DOWN AT EXISTING INT. PAD FOUNDATION SILL PLATE E.N.TOOL *Le HDU *FMIN. DRILL HOLE & FILL W/ GROUTAFTER ROD INSTALLED. SCALE: NTS. F PADREINFORCEMENTTWO WAYSEE NOTE 3 SEE NOTE 4 WIDTH PER PLAN24" MIN. (E) SOG STRIPREINFORCEMENTBEYOND UNDISTURBED NATURALSOILS OR ENGINEERED FILLAS PER SOIL REPORT EPOXY- SEE NOTE 2 #5@16" O.C. INT. EXT. 3" CLR. 3" C L R . (E) EXT. FOUNDATION (V.I.F.) 1'-2" 3" 24 " P E R S 2 . 0 2 PER PLAN6" MIN.PER PLAN6" MIN. 6" 4" #5 6" MIN. (N) SHEAR WALL PER PLAN (N) HDU PER PLANSILL PLATE (E) IMPERVIOUS MOISTURE BARRIERBETWN. THE SILL PLATE AND S.O.G. E.N. *Le *FMIN. PER PLAN(2F MIN.) (N)PAB 2F M I N . (E)FOUNDATION (N)FOUNDATION SEE HOLD DOWNANCHOR SCHEDULE ONDETAIL 8/S4.01 DRILL HOLE & FILL W/ GROUTAFTER ROD INSTALLED. SEE NOTE 3 7 UNDERPIN W/ HOLD DOWN AT EXISTING INT. PAD FOUNDATION SCALE: NTS. F PER PLAN6" MIN. PAD REINFORCEMENTTWO WAYSEE NOTE 3 NOTE:1- * SEE TABLE 8/S4.01 FOR ANCHORAGE OF HDU.2- SEE POST INSTALLED ANCHOR NOTES ON S0.02(SPECIAL INSPECTION REQD., TYP.)3- MIN. 8" FROM SOIL AT UNPAVED AREA OR 2" FROM T.O.THE PAVED MATERIAL.4- TYPE OF REINFORCEMENT PER S2.02 & TABLE 4 OF4/S4.02.5- HOOK IF THE WIDTH OR LENGTH IS LARGER THAN 4FT. SEE NOTE 5 SIMPSONHOLD DOWN DIFFERENCE THICKNESS REINFORCEMENT (WHERE OCCURRED)SCALE: NTS. 10 F #6 TWO WAYTOP & BOT.SEE NOTE 10'-8"10'-8" 2'- 3 " 2'- 3 " 1'-8"1'-8" 6'-5"6'-5" 2'-8 " 2'-8 " 8"8" 1'1' 9"9" 3'- 4 " 3'- 4 " TYPE B BP1 PL10"X10"X1"BASE PLATE HSS 4X5X1/2 10"2"2" 10" 2" 2" E7014" 4 PAB5 (5/8")E.D.=12" BP2 HSS 3 1/2X3 1/2X3/8 PL10"X10"X1"BASE PLATE 10" 10"2"2" 2" 2" E7014" 4 PAB5 (5/8")E.D.=12" 212" 5" SCALE: NTS. 11 SCALE: NTS. CBASE PALTES HSS 3X3X1/4 E7014" 10"2"2" 10" 334" 2" PL10"X10"X1"BASE PLATE 4 PAB5 (5/8")E.D.=12" BP3 Lsp3 MIN.1 Ld FOUNDATION REINFORCEMENTPER DETAILS FOUNDATION REINFORCEMENTPER DETAILS H1 H2 Ld Lsp3 MIN. 1 Ld FOUNDATION REINFORCEMENTPER DETAILS FOUNDATION REINFORCEMENTPER DETAILS H1 H2 Ld (E)FOUNDATION NOTE:SEE DETAIL 13/S4.02 FOR CROSS BARS INFORMATION. SLOPE SHALL BECONSTRUCTED IN THETHINNER FOUNDATION START OF THICKERFOUNDATIONPER FOUNDATION PLAN SLOPE SHALL BECONSTRUCTED IN THETHINNER FOUNDATION START OF THICKERFOUNDATIONPER FOUNDATION PLAN 36" 36" PROJECT CLIENT 0' 2' 4'8'16' SHEET TITLE 2491 CRESTVIEW DR,NEWPORT BEACH, CA 92663 SHELLEY STARR, TBD‪(310) 409-7577‬ SAZAN INC. 2610 Vista Del Oro, Newport Beach, CA 92660 S4.02 SPECIFIC DETAILS 1 EXP. 06-30-2024 Date: 05/15/2024 7KHIRXQGDWLRQSODQKDVEHHQUHYLHZHGDQGLVLQFRQIRUPDQFHZLWKWKHJHRWHFKQLFDOUHSRUWUHIHUHQFHGKHUHLQ 5/16/2024 71 NOTE:THE FABRICATOR OR ERECTOR SHALL SUBMIT THE FOLLOWINGDOCUMENTS FOR REVIEW BY THE EOR OR THE EOR’S DESIGNEE, INACCORDANCE WITH CODE OF STANDARD PRACTICE SECTION 4.4,PRIOR TO FABRICATION OR ERECTION. BEAM PER PLAN RIDGE BEAMPER PLAN LRUZHANGER SEESLOPED PER PLAN HHRCCONNECTION HIP BEAMPER PLAN SHT'G PER PLAN SIMPSON MSTA24@EACH RAFTER POST PERPLAN RIDGE & HIP BEAM CONNECTION1 SCALE: NTS. C HL73 RIDGE BEAMPER PLAN ROOF RAFTERPER PLAN LRUZHANGER SEESLOPED PER PLAN SHT'G PER PLAN SIMPSON MSTA24@EACH RAFTER POST PERPLAN SIMPSON MSTA24@EACH RAFTER AC4 BEAMPER PLAN RIDGE BEAMPER PLANCONT. ROOF RAFTERPER PLAN LRUZHANGERPER PLAN SHT'G PER PLAN SIMPSON MSTA24@EACH RAFTER BC OR CCQ INVERTCOLUMN CAP PER PLAN POST PERPLAN SIMPSON MSTA24@EACH RAFTER AC4 ROOF RAFTERPER PLAN 4X10 W/ HUC48XSKR45 SLD16 SEESLOPED PER PLAN LRUZHANGER SEESLOPED PER PLAN SIMPSON HHRC SIMPSON BC SIMPSON LUSHANGER SIMPSON LCEZ MIN. 6" SIMPSON A34 W/ SDSSCREW EA. SIDE (2)2x TOP PLATE PROVIDE 4X SOLIDBRG. UNDER POST SIMPSON A34 W/ SDSSCREW EA. SIDE POST PER PLAN MSTC52 RIDGE BEAMPER PLAN LRUZHANGER SEESLOPED PER PLAN HHRC PERPLANHIP BEAMPER PLAN SHT'G PER PLAN SIMPSON MSTA24@EACH RAFTER POST PERPLAN ROOF RAFTERPER PLAN LSSRZ HANGERSEE SLOPEDPER PLAN SIMPSON A34 W/ SDSSCREW EA. SIDE (2)2x TOP PLATE PROVIDE 4X SOLIDBRG. UNDER POST SIMPSON A34 W/ SDSSCREW EA. SIDE POST PER PLAN MSTC52 LCEZ PERPLANLSSRZ HANGERSEE SLOPEDPER PLAN MIN. 6"RIDGE BEAMPER PLAN LRUZHANGER SEESLOPED PER PLAN HHRC PERPLANHIP BEAMPER PLAN SHT'G PER PLAN SIMPSON MSTA24@EACH RAFTER POST PERPLAN ROOF RAFTERPER PLANLSSRZ HANGER SEESLOPED PER PLAN LCEZ PERPLAN BEAM PER PLAN BEAM PER PLAN SIMPSONMSTC STRAP SIMPSON AC DETAIL A DETAIL B DETAIL C DETAIL D DETAIL E SCALE: NTS. 3 SCALE: NTS. C HIP BEAM PERPLAN POST PERPLAN POST PERPLAN HCP HANGER HCPHANGER HIP BEAMPER PLAN PLAN A- VIEW A-A SIMPSON HCP SHT'G PER PLAN HCP HANGER HIP TO TOP PLATE CONNECTION TOP PLATE A34 EACH SIDEA34 EACH SIDE SIMPSON A34 RIDGE & HIP BEAM CONNECTION2 BEAMPER PLAN RIDGE BEAMPER PLANROOF RAFTERPER PLANSHT'G PER PLAN BC OR CCQ INVERTCOLUMN CAP PER PLAN POST PERPLAN SIMPSON MSTA24@EACH RAFTER LRUZHANGER SEESLOPED PER PLAN LCEZ PERPLAN BEAMPER PLAN RIDGE BEAMPER PLANROOF RAFTERPER PLANSHT'G PER PLAN BC OR CCQ INVERTCOLUMN CAP PER PLAN POST PERPLAN SIMPSON MSTA24@EACH RAFTER 4X10 W/ HUC48XSKR45 SLD16 SEESLOPED PER PLANLRUZHANGER SEESLOPED PER PLAN LCEZ PERPLAN DETAIL A DETAIL B DETAIL C DETAIL D HIP BEAM PERPLAN POST PERPLAN HCP HANGER PLAN B- VIEW A-A HCP HANGER SIMPSON LSSRZ SCALE: NTS. C SCALE: NTS. 4 SCALE: NTS. CHIP TO POST CONNECTION SCALE: NTS. 5 SCALE: NTS. C HIP BEAMPER PLAN POST PERPLAN HCP HANGEREAH SIDE A- SIMPSON HCP HIP TO POST CONNECTION TOP PLATE A34 W/SDSSCREWSA34 W/SDSSCREWS SIMPSON A35 HCPHANGER POST PERPLAN HCPHANGER HIP BEAMPER PLAN SHT'G PER PLAN HCPHANGER SIMPSON HCP POST PERPLAN HCPHANGER HIP BEAMPER PLAN SHT'G PER PLAN HCPHANGER PLANVIEW A-A RIDGE BEAMPER PLAN ROOF RAFTERPER PLAN SHT'G PER PLAN POST PERPLAN SIMPSON MSTA24@EACH RAFTER LRUZHANGER SEESLOPED PER PLAN LCEZ PERPLAN BEAM W/HUCSEE SLOPEDPER PLAN RIDGE BEAMPER PLAN ROOF RAFTERPER PLAN LRUZHANGER SEESLOPED PER PLAN SHT'G PER PLAN SIMPSON MSTA24@EACH RAFTER POST PERPLAN SIMPSON MSTA24@EACH RAFTER AC4 STEEL BEAM TO TIMBER POST AND BEAM CONNECTION SECTION A-A BOTTOM NAILERIF REQUIREDBY PLAN 3/16"E70 8 12" WOOD POST PER PLAN E70 NO GAP 2x WOOD NAILER W/ 5/8" ∅ FULLTHREAD STUD W/ FULL WELD BASEL=1 3/16" @16" O.C. U.N.O. MAX . 1 / 2 " STEEL BEAM PER PLAN A STEEL BEAM PER PLAN 112" TYP. BOTTOM NAILERIF REQUIREDBY PLAN 2x WOOD NAILERW/ 5/8" ∅ FULLTHREAD STUD W/FULL WELD BASEL=1 3/16" @16"O.C. U.N.O. MIN. 12" STIFFENER 3"x 14" STL PL.W/(14) SDS2.5 CONNECTION KING TOPOST W/ SDWS271200SS@12" THAT ARE NOTSHOWN 6 SCALE: NTS. C SCALE: NTS. WOOD BEAM TO STEEL BEAM CONNECTION C7 SCALE: NTS. C9WOOD BEAM TO STEEL BEAM CONNECTION 7 12" 1/4"TOP &BOTTOM1/4" STEEL BEAMPER PLAN 2"1/2" 1/4 " WOOD BEAMPER PLAN WOOD NAILERPER PLAN 1/4 " E70 1/4" STEELSTIFFENER 1/4"E70 6 12" A 114"114" 2- 5/8" THROUGH BOLTS SECTION A VIEW 3/8" STEEL PLATE 2-5/8" THROUGH BOLTS BENT PLATE 1/4" THICKNESS BENT PLATE 1/4" THICKNESS STEEL BEAM PER PLAN 1/4"E70 WOOD NAILERPER PLANWOOD BEAM PER PLAN 3/8" STEEL PLATE E.N ROOF SHEATINGPER PLAN B.N. CEILING JOIST PER PLAN E.N PER ARCH2xSTUD @16" O.C.2X OR 3X SILL PLATE PERSHEAR WALL SCHED. 2x BLK'G E.N 2xSTUD @16" O.C. PER ARCH A35 PER SHEARWALL SCHED. DBL. 2x TOP PLATE DBL. 2x TOP PLATE 2x BLK'G A35 PER SHEARWALL SCHED. ROOF PERPENDICULAR TO WALL E.N DBL. 2X ROOF RAFTERPER PLAN ROOF SHEATINGPER PLAN B.N. E.N PER ARCH2xSTUD @16" O.C. 2X OR 3X SILL PLATE PERSHEAR WALL SCHED. BEAM PERPLAN DBL. 2x TOP PLATE 2x BLK'G A35 PER SHEARWALL SCHED. NAILING BETWEN JOISTS(3)16d MIN. COMMON NAILS DBL. 2X RAFTERW/ 2-ROWS/16d@ 6" O.C. 2-ROWS/16d @6" O.C. 2X ROOF RAFTERPER PLAN SCALE: NTS. C10 ROOF PERPENDICULAR TO WALL SCALE: NTS. C11 CEILING JOISTPER PLAN HANGERPER PLAN BC OR CCQ INVERTCOLUMN CAP PER PLAN BC OR CCQ INVERTCOLUMN CAP PER PLAN BC OR CCQ INVERTCOLUMN CAP PER PLAN C8ASCALE: NTS. STEEL BEAM TO STEEL COLUMN CONNECTION 8B STEEL BEAM TO STEEL COLUMN CONNECTION C SCALE: NTS. STEELCOLUMN PER PLAN CAP PLATE MIN 58" STIFFENER PLATE MIN 12" BOTH SIDE E701/4" STEEL BEAMPER PLAN NAILERS WHERE OCCURS E70 1/4" (4) 1/2" ∅ BOLT 2"114"2"114" STEEL BEAMPER PLAN STEELCOLUMNPER PLAN 1/4" CAP PLATE MIN 58" E70 1/4" STIFFENER PLATEMIN 12" BOTH SIDE 3"3"1 12" NAILER WHERE OCCURS E70 (4) 3/4" ∅ BOLT NOTE:THE FABRICATOR OR ERECTOR SHALL SUBMIT THEFOLLOWING DOCUMENTS FOR REVIEW BY THE EOROR THE EOR’S DESIGNEE, IN ACCORDANCE WITHCODE OF STANDARD PRACTICE SECTION 4.4, PRIORTO FABRICATION OR ERECTION. NOTE:THE FABRICATOR OR ERECTOR SHALL SUBMIT THEFOLLOWING DOCUMENTS FOR REVIEW BY THE EOROR THE EOR’S DESIGNEE, IN ACCORDANCE WITHCODE OF STANDARD PRACTICE SECTION 4.4, PRIORTO FABRICATION OR ERECTION. H1 114" L W12X45STEEL BEAM COLUMN CAP, PL.8" X 12" X 34" (4) 3/4" ∅ BOLT HSS 5" X 4" X 12" 5 14" X 14" 2.2E PSL,FOR CONNECTIONTO STEEL BEAM SEEDETAIL 3/S4.04 3 12" X 14" 2.2E PSL, FORCONNECTION TO STEELBEAM SEE DETAIL 3/S4.04 14"E70 14"E70 END PLATE,38" THICKNESS END PLATE,38" THICKNESS2" 2" 2"2"14"E70 COLUMN CAP AND BOLTS 12" 8" 2"2" 2" 2" (4) 3/4" ∅ BOLT SHEATHING PER PLAN NAILER 5S4.04 COLUMN CAP, PL. 8" X 12" X 34" 1 1 1 PROJECT CLIENT 0' 2' 4'8'16' SHEET TITLE 2491 CRESTVIEW DR,NEWPORT BEACH, CA 92663 SHELLEY STARR, TBD‪(310) 409-7577‬ SAZAN INC. 2610 Vista Del Oro, Newport Beach, CA 92660 S4.03 SPECIFIC DETAILS EXP. 06-30-2024 Date: 05/15/2024 72 E.N. (2)2x T.PLATE FLOOR JOISTSPER PLAN 2x STUDS@16" O.C. 2X BLK'GW/ B.N. BEAM PER PLAN 16d @4" O.C. SHEATHINGPER PLAN 4X BLK'G.BEHIND LEDGER CS16 W/ (18) 0.148 x 2 12INSTALLED FIRST B.N. HANGER PERPLAN 2x STUDS @16" O.C. 2x RIM JOIST SHEAR WALLPER PLANWHERE OCCUR FLOOR JOISTSPER PLAN H2.5A EA.RAFTER 2X BLK'GW/ B.N. 2X BLK'GW/ B.N. 3X10 LEDGER W/4-ROW SDWS22500 RAFTER PERPLAN A35 PER SWSCHEDULE A35 PER SWSCHEDULE PE R A R C H M A X 4 2 " SIMPSON A34 EA.SIDE OF STUD2X SILL PLATE CS16 W/ (18)0.148 x 2 1/2 HANGER PER PLAN HANGER PER PLAN 2x RIP STRIPWATER PROFFINGPER ZRCH DWG. WOOD BEAM TO STEEL COMPONENT (CUSTOM CONNECTION)3 H1 114" L THROUGH BOLTSAS PER SCHEDULE WOOD BEAMPER PLAN 3/8" STEEL PLATEMIN. 1" WIDER THAN BENTPLATE WIDTH STEEL COLUMNPER PLAN E70 THROUGH BOLTSAS PER SCHEDULE BENT PLATE 1/4" THICKNESS SECTION AVIEW A STEEL COLUMNPER PLAN 1/8"1/4" L 1/4"TOP &BOTTOM 1/4" HSS/W STEEL BEAM PER PLAN 2"2" 1/4 " WOOD BEAM PER PLAN WOOD NAILERPER PLAN 1/4 " E70 1/4" STEELSTIFFENER 1/4"E70 D^//DE^/KE;/E͘Ϳ K>d tϭ >,ϭ ^/ EhDZK&K>d^ ϯϭϮΗǆϭϰΗ W^> ϯ ϭϮΗϱϭϮΗ ϳΗ 58"1 ϱϭϰΗǆϭϰΗ W^> ϱ ϭϰΗ ϳϭϮΗ ϴΗ 58"2 ϳΗǆϭϰΗ W^>ϳΗ ϳϭϮΗ ϴΗ 58"2 C SCALE: NTS. W1 WOOD BEAMPER PLAN 3/8" STEEL PLATEMIN. 1" WIDER THAN BENTPLATE WIDTH STEEL COLUMNPER PLAN THROUGH BOLTSAS PER SCHEDULE SECTION AVIEW A STEEL COLUMNPER PLAN 1/4"1/4" H1 114" L W1 H1 W1 A 114" THROUGH BOLTSAS PER SCHEDULE 114"114" THROUGH BOLTSAS PER SCHEDULE E70 E70 E70 SECTION AVIEW 3/8" STEEL PLATE THROUGH BOLTSAS PER SCHEDULE BENT PLATE1/4" THICKNESS BENT PLATE 1/4" THICKNESS NOTE:THE FABRICATOR OR ERECTOR SHALL SUBMIT THE FOLLOWING DOCUMENTS FOR REVIEW BY THE EOR OR THE EOR’S DESIGNEE,IN ACCORDANCE WITH CODE OF STANDARD PRACTICE SECTION 4.4, PRIOR TO FABRICATION OR ERECTION. H1 114" L 12" STIFFENER W12X45STEEL BEAM 14"E70 WOOD BEAM TO STEEL BEAM CONNECTION5 COLUMN CAP, PL.8" X 12" X 34" 2" 3 12" X 14" 2.2E PSL, FORCONNECTION TO STEELBEAM SEE DETAIL 3/S4.0414"E70 NAILER HSS 3 12" X 3 12" X 38" 14"E70 END PLATE,38" THICKNESS 14"E70 NOTE:THE FABRICATOR OR ERECTOR SHALL SUBMIT THE FOLLOWING DOCUMENTS FORREVIEW BY THE EOR OR THE EOR’S DESIGNEE, IN ACCORDANCE WITH CODE OFSTANDARD PRACTICE SECTION 4.4, PRIOR TO FABRICATION OR ERECTION. 1 2C SCALE: NTS. C SCALE: NTS.SCALE: NTS. C SCALE: NTS. C E.N. SHEAR WALL PANELWHERE OCCURSPER PLAN 2x STUDS @16" O.C.U.N.O. PER PLAN E.N. 3'- 0 " M A X . SE E A R C H . D W G . (2)2x T.PLATE (2)2x T.PLATE FLOOR JOISTSPER PLAN 2x4 STUDS @16" O.C.MAX SPACING(SPACING TO MATCH LOWER STUD SPACING) MSTA36 @48" O.C. B.N. 2x BLK'G 2x BLK'G A34 @ EA STUD 16d @4" O.C. 16d @4" O.C. BLK'G BTWN JOISTS ROOF SHEATHINGPER PLAN 16d @4"O.C. E.N.(5)16d LAP STUDTO JOIST 2"M I N . 2XRIP STRIPPING@16" O.C. FORSLOPE AND DIRECTION SEE ARCH.DWG. FOR MORE INFO. ANDCONNECTION SEE SHEET S1.26. E.N. SHEAR WALL PANELWHERE OCCURSPER PLAN 2x STUDS @16" O.C.U.N.O. PER PLAN E.N. 3'- 0 " M A X . SE E A R C H . D W G . (2)2x T.PLATE (2)2x T.PLATE FLOOR JOISTSPER PLAN 2x4 STUDS @16" O.C.MAX SPACING(SPACING TO MATCH LOWER STUD SPACING) MSTA36 @48" O.C. B.N. 2x BLK'G 2x BLK'G A34 @ EA STUD 16d @4" O.C. 16d @4" O.C. BLK'G BTWN JOISTS ROOF SHEATHINGPER PLAN 16d @4"O.C. E.N.(5)16d LAP STUDTO JOIST 2"M I N . 2XRIP STRIPPING@16" O.C. FORSLOPE AND DIRECTION SEE ARCH.DWG. FOR MORE INFO. ANDCONNECTION SEE SHEET S1.26. 3X LEDGERW/ 4-ROWSDWS22500 PATIO JOISTBY OTHERS GUARDRAIL ON WALL DETAIL GUARDRAIL ON WALL DETAIL 4 GUARDRAIL ON BEAM DETAIL 1 1 1 CEILING JOIST PER PLANWHERE OCCUR A35 EACH BLOCK U.N.O.PER SHEAR WALL SCHEDULE H2.5A INSTALLED AT 48" O.C.(OR AT PLYWOOD EDGE JOINTS) E.N. ROOF SHT'G PER PLAN ROOF RAFTER PER PLAN SHEAR WALL PER PLANPLY WOOD MAY OTHER SIDE (2)2x T.PLATE 2xSTUD WALL PER PLAN E.N. (2)2x T.PLATE 2x BLK'G A34 @ EA STUD (12) 60d LAPSTUD TO JOIST H2.5A INSTALLED AT 48" O.C.(OR AT PLYWOOD EDGE JOINTS) (2)2x4@12" W/10d @12" E.N. 2x BLK'G W/ B.N.SE E A R C H . D W G . 2x BLK'G MSTC66 EA. SIDE SCALE: NTS. W7 H1 114" L COLUMN CAP, PL.6" X 10" X 12" (4) 3/4" ∅ BOLT HSS 3" X 3" X 14" 3 12" X 11 78" 2.2E PSL,FOR CONNECTION TOSTEEL BEAM SEE DETAIL3/S4.04 14"E70 END PLATE,38" THICKNESS 14"E70 SHEATHING PER PLAN14" TOP AND BOT.FLANGE 14"E70 2X NAILER AND FILLERWHERE REQUIRED WEB STIFFENER, MIN. 38" THICKNESS 112" 112" 6" 10" (4) 3/4" ∅ BOLT COLUMN CAP, PL. 6" X 10" X 12" 14"TOP AND BOT.FLANGE WOOD BEAM TO STEEL BEAM CONNECTION6 SCALE: NTS. C COLUMN CAP AND BOLTS SHEATHINGW/ EDGENAILING @ 6" (2) 1 3/4" x 5 1/2"1.55E LSL @ 12" OC ADHESIVE ARCHITECTURALBRICK AS PER ARCH. DWG. (6) 60d LAPSTUD TO JOIST (2)2x T.PLATE (2) 1 34" X 11 78" 1.55ELSL LEDGER W/ MIN.(3) SDS25600 TOEACH DOUBLE STUD 4X10 D.F SOLIDBLOCKING E.N. 2X BLK'G @ 48" (2) 2X4 BRACES, ONE PLY FOR EACHSIDE OF STUD, USE FOR FIRSTSTUD EACH SIDE OF CHIMNEY NOTE:FOR ALL ELEVATIONS SEE ARCH. DWG. WOOD FRAMING AROUND CHIMNEY AT ROOF LEVEL MIN. (2) A34 EACH SIDE OFBLOCKING, TOP AND BOT. SHEATHING W/EDGE NAILING @ 6" ADHESIVE ARCHITECTURALBRICK AS PER ARCH. DWG. 11 SHEATHING SAME AS ROOFSHEATHING, FOR MORE DETAILSEE ARCH. DWG. PROJECT CLIENT 0' 2' 4'8'16' SHEET TITLE 2491 CRESTVIEW DR,NEWPORT BEACH, CA 92663 SHELLEY STARR, TBD‪(310) 409-7577‬ SAZAN INC. 2610 Vista Del Oro, Newport Beach, CA 92660 S4.04 SPECIFIC DETAILS EXP. 06-30-2024 Date: 05/15/2024 73 NOTE:THE FABRICATOR OR ERECTOR SHALL SUBMIT THE FOLLOWING DOCUMENTS FOR REVIEW BY THE EOR OR THE EOR’S DESIGNEE, IN ACCORDANCE WITH CODE OF STANDARD PRACTICE SECTION 4.4, PRIOR TO FABRICATION OR ERECTION. NOTE:THE FABRICATOR OR ERECTOR SHALL SUBMIT THE FOLLOWING DOCUMENTS FOR REVIEW BY THE EOR OR THE EOR’S DESIGNEE, IN ACCORDANCE WITH CODE OF STANDARD PRACTICE SECTION 4.4, PRIOR TO FABRICATION OR ERECTION. NOTE:THE FABRICATOR OR ERECTOR SHALL SUBMIT THE FOLLOWING DOCUMENTS FOR REVIEW BY THE EOR OR THE EOR’S DESIGNEE, IN ACCORDANCE WITH CODE OF STANDARD PRACTICE SECTION 4.4, PRIOR TO FABRICATION OR ERECTION. 5 C 1 SCALE: NTS. C C2SCALE: NTS. 3 SCALE: NTS. 4 C SCALE: NTS. 1 BEAM TO BEAM CONNECTION TO FRAMING OVER COLUMN MEMBER SIZE PER PLAN FOR CONNECTION DETAILSSEE DETAIL 5/S4.05 FOR CONNECTION DETAILSSEE DETAIL 4/S4.05 MEMBER SIZE PER PLAN OFFSET BEAMS CONNECTED TO GIRDER BOLTS ON SAME GAGE BOLTS STAGGERED 4 12".TYP. 1 12".T Y P N-1 @ 3 " 3" 3" N-1 @ 3 " N-1 @ 3 " 4 12" A B A B STAGGERED SHOP AND FIELD BOLTS MEMBER SIZE PER PLAN MEMBER SIZE PER PLAN MEMBER SIZE PER PLAN MEMBER SIZE PER PLAN GIRDER PER PLAN N-1 @ 3 " SHEAR CONNECTION WITH BOLTED/WELDED DOUBLE ANGLE D >>K>dKh>ͲE'>KEEd/KE^ EK͘ZKt^K&K>d^ Kh>ͲE'>>E'd,͘>>>Kt>Zd/KE;</W^ͿϯͬϰΗƆϯϮϱEK>d^ ϯͬϴΗE'>>'d,/<E^^ tϭϲ Eсϰ ϭϭϭϮΗ ϴϯ͘ϵ tϭϰ͕tϭϮ Eсϯ ϴϭϮΗ ϲϯ͘ϲ tϭϬ͕tϴ EсϮ ϱϭϮΗ ϰϬ͘ϴ D ^/E'>ͲW>dKEEd/KE^ K>d/DdZ EK͘ZKt^K&K>d^ ^,Zdt>^/ ;/EͿ >>Kt>Zd/KE;</W^ͿW>dd,/<E^^W>d>E'd,͕> tϭϲ ϯͬϰΗƆϯϮϱEK>d^Eсϰ ϭϮΗ ϭϭϭϮΗ ϱϭϲΗ ϰϮ͘ϭ tϭϰ͕tϭϮ ϯͬϰΗƆϯϮϱEK>d^Eсϯ ϭϮΗ ϴϭϮΗ ϱϭϲΗ Ϯϱ͘ϲ tϭϬ͕tϴ ϯͬϰΗƆϯϮϱEK>d^EсϮ ϭϮΗ ϱϭϮΗ ϱϭϲΗ ϭϲ͘ϯ MAX 3" SEE NOTE 4 FORHORIZONTAL EDGEDISTANCE (L eh) SEE NOTE 3FOR VERTICAL EDGEDISTANCE (L ev) SHEAR TAB, SEESTEEL CONNECTIONSSCHEDULE BEAM PER PLAN SHEAR TAB CONNECTIONS-BEAM TO BEAM GIRDER PER PLAN N-1 @ 3 " L N-1 @ 3 " N-1 @ 3 " N-1 @ 3 " N-1 @ 3 " E70 STEEL BEAM PER PLAN COLUMN PER PLAN COLUMN PER PLAN STEEL BEAMPER PLAN STEEL BEAMPER PLAN STEEL BEAMPER PLAN E70 A B PART PLANBEAM FLUSH TOPBOLTS ON SAME GAGE BEAM PER PLAN BOLTS STAGGERED BEAM PER PLAN DD D CONNECTION ANGLE GAGES TO PROVIDE ADEQUATE DRIVING CLEARNCE STEEL BEAM PER PLAN STEEL BEAMPER PLAN A B A B STEEL BEAMPER PLAN STEEL BEAMPER PLAN STEEL BEAMPER PLAN A B SEE NOTE 3 FORVERTICAL EDGEDISTANCE (L ev) L FOR CONNECTION DETAILSSEE DETAIL 4/S4.05 FOR CONNECTION DETAILSSEE DETAIL 4/S4.05 FOR CONNECTION DETAILSSEE DETAIL 4/S4.05 FOR CONNECTION DETAILSSEE DETAIL 4/S4.05 GIRDER PER PLAN N-1 @ 3 " SEE NOTE 3 FORVERTICAL EDGEDISTANCE (L ev) L MIN 2 1/4"SEE NOTE 4 FORHORIZONTAL EDGEDISTANCE (L eh)SEE NOTE 3FOR VERTICAL EDGEDISTANCE (L ev) DOUBLE ANGLE CONNECTIONMIN. L 3 12" x 3" x 38", SEE STEELCONNECTIONS SCHEDULES BEAM PER PLAN BOLTED/WELDED DOUBLE-SIDED CONNECTIONS N-1 @ 3 " L3 12" LENGTH OF RETURN2x WELD SIZE E70 E70 FOR WELD SIZE SEESCHEDULE, TYP.FOR WELD SIZE SEESCHEDULE, TYP. D K>dͬt>Kh>ͲE'>KEEd/KE^ EK͘ZKt^K&K>d^ Kh>ͲE'>>E'd,͘>t>^/ ;/EͿ >>Kt>Zd/KE;</W^Ϳ D/E/DhD^hWWKZdd,/<E^^;/EͿϯͬϰΗƆϯϮϱEK>d^ ϯͬϴΗE'>>'d,/<E^^ tϭϲ Eсϰ ϭϭϭϮΗ ϭϰΗ ϱϯ͘ϯ Ϭ͘ϭϵ tϭϰ͕tϭϮ Eсϯ ϴϭϮΗ ϭϰΗ ϯϮ͘ϭ 0.19 tϭϬ͕tϴ EсϮ ϱϭϮΗ ϭϰΗ ϭϰ͘ϲ 0.19 NOTES :1. ALL HOLES SHALL BE STANDARD HOLES.2. BOLTED CONNECTIONS USED FOR THE CONNECTION OF DOUBLE ANGLES TO THE BEAM WEBPER AISC TABLE 10-1, 14TH ED.3. VERTICAL EDGE DISTANCE, L ev , SHALL BE 1 1/4" FOR ALL DOUBLE ANGLE SIMPLE BEAMCONNECTIONS (U.N.O.).4. HORIZONTAL EDGE DISTANCE, L eh , 1 1/4" FOR ALL DOUBLE ANGLE SIMPLE BEAMCONNECTIONS (U.N.O.). D ^/E'>ͲW>dKEEd/KE^ K>d/DdZ EK͘ZKt^K&K>d^ ^,Zdt>^/ ;/EͿ >>Kt>Zd/KE ;</W^ͿW>dd,/<E^^W>d>E'd,͕> tϭϰ͕tϭϮ ϳͬϴΗƆϯϮϱEK>d^Eсϯ ϭϮΗ ϵΗ ϱϭϲΗ ϯϵ͘Ϯ tϭϬ͕tϴ ϳͬϴΗƆϯϮϱEK>d^EсϮ ϭϮΗ ϲΗ ϱϭϲΗ ϮϮ͘ϰ 6 C SCALE: NTS. SHEAR CONNECTION WITH SINGLE PLATE 7 C SCALE: NTS. SHEAR CONNECTION WITH SINGLE PLATE MAX 3" SEE NOTE 4 FORHORIZONTAL EDGEDISTANCE (L eh) SEE NOTE 3FOR VERTICAL EDGEDISTANCE (L ev) DOUBLE ANGLE CONNECTION MIN. L 3 12"x3"x38", SEE STEELCONNECTIONS SCHEDULES BEAM PER PLAN ALL BOLTED DOUBLE-SIDED CONNECTIONS GIRDER PER PLAN N-1 @ 3 " L NOTES :1. ALL HOLES IN SHEAR TABS SHALL BE STANDARD HOLES.2. WELDED CONNECTIONS PER AISC TABLE 10-10a, 14TH ED.3. VERTICAL EDGE DISTANCE, L ev , SHALL BE 1 3/4" FOR ALL SINGLE PLATE SIMPLE BEAM CONNECTIONS (U.N.O.).4. HORIZONTAL EDGE DISTANCE, L eh , SHALL BE 2" FOR ALL SINGLE PLATE SIMPLE BEAM CONNECTIONS (U.N.O.). NOTES :1. ALL HOLES SHALL BE STANDARD HOLES.2. WELDED CONNECTIONS PER AISC TABLE 10-2, 14TH ED.3. VERTICAL EDGE DISTANCE, L ev , SHALL BE 1 1/4" FOR ALL DOUBLE ANGLE SIMPLE BEAM CONNECTIONS (U.N.O.).4. HORIZONTAL EDGE DISTANCE, L eh , SHALL BE 1 1/4" FOR ALL DOUBLE ANGLE SIMPLE BEAM CONNECTIONS (U.N.O.). NOTES :1. ALL HOLES IN SHEAR TABS SHALL BE STANDARD HOLES.2. WELDED CONNECTIONS PER AISC TABLE 10-10a, 14TH ED.3. VERTICAL EDGE DISTANCE, L ev , SHALL BE 1 3/4" FOR ALL SINGLE PLATE SIMPLE BEAM CONNECTIONS (U.N.O.).4. HORIZONTAL EDGE DISTANCE, L eh , SHALL BE 2" FOR ALL SINGLE PLATE SIMPLE BEAM CONNECTIONS (U.N.O.). ALL BOLTED DOUBLE-SIDED CONNECTIONS SHEAR CONNECTION WITH ALL BOLTED DOUBLE ANGLE MAX 3" SEE NOTE 4 FORHORIZONTAL EDGEDISTANCE (L eh)SEE NOTE 3FOR VERTICAL EDGEDISTANCE (L ev) SHEAR TAB, SEESTEEL CONNECTIONSSCHEDULE BEAM PER PLAN SHEAR TAB CONNECTIONS-BEAM TO BEAM GIRDER PER PLAN N-1 @ 3 " L C SCALE: NTS. SHEAR TAB CONNECTIONS-BEAM TO COLUMN MAX 3"SEE NOTE 4 FORHORIZONTAL EDGEDISTANCE (L eh)SEE NOTE 3FOR VERTICAL EDGEDISTANCE (L ev) SHEAR TAB, SEESTEEL CONNECTIONSSCHEDULE BEAM PER PLAN SHEAR TAB CONNECTIONS-BEAM TO COLUMN COLUMNPER PLAN N-1 @ 3 " L E70 MAX 3"SEE NOTE 4 FORHORIZONTAL EDGEDISTANCE (L eh)SEE NOTE 3FOR VERTICAL EDGEDISTANCE (L ev) SHEAR TAB, SEESTEEL CONNECTIONSSCHEDULE BEAM PER PLAN COLUMNPER PLAN N-1 @ 3 " L E70 E70 NOTE:THE FABRICATOR OR ERECTOR SHALL SUBMIT THEFOLLOWING DOCUMENTS FOR REVIEW BY THE EOROR THE EOR’S DESIGNEE, IN ACCORDANCE WITHCODE OF STANDARD PRACTICE SECTION 4.4, PRIORTO FABRICATION OR ERECTION. NOTE:THE FABRICATOR OR ERECTOR SHALL SUBMIT THE FOLLOWING DOCUMENTS FOR REVIEW BY THE EOR OR THE EOR’SDESIGNEE, IN ACCORDANCE WITH CODE OF STANDARD PRACTICE SECTION 4.4, PRIOR TO FABRICATION OR ERECTION. NOTE:THE FABRICATOR OR ERECTOR SHALL SUBMIT THE FOLLOWING DOCUMENTS FOR REVIEW BY THE EOR OR THE EOR’SDESIGNEE, IN ACCORDANCE WITH CODE OF STANDARD PRACTICE SECTION 4.4, PRIOR TO FABRICATION OR ERECTION. NOTE:THE FABRICATOR OR ERECTOR SHALL SUBMIT THE FOLLOWING DOCUMENTS FOR REVIEW BY THE EOR OR THE EOR’SDESIGNEE, IN ACCORDANCE WITH CODE OF STANDARD PRACTICE SECTION 4.4, PRIOR TO FABRICATION OR ERECTION. PROJECT CLIENT 0' 2' 4'8'16' SHEET TITLE 2491 CRESTVIEW DR,NEWPORT BEACH, CA 92663 SHELLEY STARR, TBD‪(310) 409-7577‬ SAZAN INC. 2610 Vista Del Oro, Newport Beach, CA 92660 S4.05 SPECIFIC DETAILS EXP. 06-30-2024 Date: 05/15/2024 74 PE R A R C H D W G . SIMPSON SDPWSCREW @ 48" O.C. (2)2x TOP PLATE 1/2 " M I N . 3 / 4 " M A X . GA P 1116" O F F S E T HANGER PER PLAN B.N. 4X14 BEAM PER PLAN FLOOR JOISTPER PLAN FLOORSHEATHING SILL PLATE PER SHEARWALL SCHEDULE 2X4 @16" STUD SHEAR WALLPER PLAN MATERIAL PER ARCH 4X6 HEADER 2X SILL PLATE HH4 4X4 POST BEYOND,PER PLAN PER ARCH DWG. SHEATHINGW/ EDGENAILING @ 6" (2) 1 3/4" x 5 1/2"1.55E LSL @ 12" OC 2X BLK'G @ 48" SCALE: NTS. W1WOOD FRAMING AROUND CHIMNEY MAX . 4 8 " ADHESIVE ARCHITECTURALBRICK AS PER ARCH. DWG. MIN. (2)A34 EACHSIDE OFBLOCKING,TOP ANDBOT. (2) 1 34" X 11 78" 1.55E LSLLEDGER W/ MIN. (3) SDS25600TO EACH DOUBLE STUD 4X10 D.FSOLIDBLOCKING NOTE:FOR ALL ELEVATIONS SEE ARCH. DWG. 1 PROJECT CLIENT 0' 2' 4'8'16' SHEET TITLE 2491 CRESTVIEW DR,NEWPORT BEACH, CA 92663 SHELLEY STARR, TBD‪(310) 409-7577‬ SAZAN INC. 2610 Vista Del Oro, Newport Beach, CA 92660 S4.06 SPECIFIC DETAILS EXP. 06-30-2024 Date: 05/15/2024 75 NOTES:1. DESIGNS ARE TO RESIST LOADING PER ACI 318-14, SEC 17.2.3.4.3.2. STD INDICATES ANCHORS COMPLYING WITH ASTM F1554 GRADE 36 WITH A HARDY FRAME BOLT BRACE (HFXBB) INSTALLED WITH STDOR GRADE 8 DOUBLE NUTS ON THE EMBED END.3. HS INDICATES ANCHORS COMPLYING WITH ASTM A193 GRADE B7 WITH A 1/2"x3"x3"(MIN) HFPW PLATE WASHER INSTALLED WITHDOUBLE NUTS ON THE EMBED END (HFXBB NOT REQUIRED).4. LE = LENGTH OF EMBEDMENT FROM THE TOP OF FOOTING OR GRADE BEAM TO THE TOP OF THE HFXBB BOLT BRACE (TOP OF THEEMBEDDED HFPW PLATE WASHER @ HS ANCHORS)5. CA1 = DISTANCE FROM HD CENTERLINE TO THE END OF THE FOOTING OR GRADE BEAM.6. CA2 = DISTANCE FROM HD CENTERLINE TO BOTH THE FRONT AND THE BACK FACE OF THE FOOTING OR GRADE BEAM.7. SHEAR TIES ARE GRADE 60 (MIN) REBAR AND REQUIRED FOR NEAR EDGE DISTANCE CONDITIONS PER ACI-318-14, F'C = 2,500 PSI.CURBS AND STEM WALLS MUST BE 6 INCH (MIN) WIDTH FOR UA AND RA, 12 INCH (MIN) WIDTH FOR BB-RA.8. FOR UA APPLICATIONS, ADDITIONAL TIES MAY BE REQUIRED AT STEM WALLS. SHEAR TIES ARE NOT REQUIRED FOR INSTALLATIONAWAY FROM EDGE (SEE DETAIL 1A), INSTALLATION ON WOOD FRAMING, OR FOR IRC BRACED WALL PANEL APPLICATIONS.9. STIRRUPS ARE GRADE 60 (MIN) REBAR. SEE TABLE FOR SIZE AND SPACING. SEE “STIRRUP LAYOUT” DIAGRAMS AND “KEY” FOR LAYOUTPATTERNS.10. CONCRETE EDGE DISTANCES MUST COMPLY WITH ACI 318-14, SECTION 17.7.2. COATED REINFORCEMENT MAY BE SPECIFIED BY THEEOR TO LIMIT EXPOSURE AND THEREFORE REDUCE MINIMUM CONCRETE COVER. COATED REINFORCEMENT MUST COMPLY WITH ACI318-14, SECTION 20.6.2.11. ANCHORAGE IS DESIGNED FOR TENSION AND SHEAR TRANSFER ONLY, FOUNDATION DESIGN PER EOR.12. REINFORCEMENT SHOWN IS THE MINIMUM REQUIREMENT AND IS NOT INTENDED TO REPLACE REINFORCEMENT DESIGNED BY THEEOR.13. FOR RA AND BB-RA INSTALLATIONS, THE HFXBB BOLT BRACE MAY BE PLACED ON TOP OF THE STIRRUPS WITH DOUBLE-NUTSINSTALLED AT EMBED END OF STANDARD GRADE ANCHOR RODS. (NOTE: 12" x 3" x 3" MIN. HFPW PLATE WASHERS ARE REQUIRED TO BEDOUBLE-NUTTED AT EMBED END OF HIGH STRENGTH ANCHOR RODS.)14. HIGH STRENGTH ALL-THREAD RODS PROVIDED BY HARDY FRAMES ARE STAMPED ON BOTH ENDS. B A 2 34" FORPANEL ONCONCRETE TOP OF CONCRETE MODEL WIDTH (IN.) A (IN.) B (IN.) HFX-9X 9 1-3/4 5-1/2 HFX-12X 12 8-1/2 HFX-15X 15 2-5/8 9-3/4 HFX-18X 18 12-3/4 HFX-21X 21 15-3/4 HFX-24X 24 18-3/4 IMPORTANT NOTES & HFX ANCHOR CENTERLINES HFX1SCALE: NTS. A HFX3UNREINFORCED ANCHORAGE (UA)SCALE: NTS. MODEL PANELWIDTH(IN.)ANCHORAGE1 ROD DIA.(IN.)ROD GRADE2,3 RA STIRRUPS9 (IN.)SHEAR TIES7 Le4 (IN.) Ca15 (IN.) Ca26 (IN.) HFX-9x 9 1-1/8-STD-RA 1-1/8 STD 15 19-3/4 11 (8) #4 #3(MIN.)@3-3/4" O.C. HFX-12x 12 1-1/8-STD-RA STD (9) #4 #3(MIN.)@4" O.C. 1-1/8-HS-RA HS HFX-15x 15 1-1/8-STD-RA STD 20-5/8 (10) #41-1/8-HS-RA HS HFX-18x 18 1-1/8-STD-RA STD 1-1/8-HS-RA HS HFX-21x 21 1-1/8-STD-RA STD (11) #41-1/8-HS-RA HS #4(MIN.)@4" O.C.HFX-24x 24 1-1/8-STD-RA STD (12) #41-1/8-HS-RA HS REINFORCED ANCHORAGE NOMENCLATURE 1 - 1/8 - STD - RA REINF. ANCHORAGEROD DIAMETER ROD GRADE Ca2 Ca222" M I N . Ca1 2'-6" MIN. 7 34" 1"RADIUS 16" 9" MIN.11" MAX.DETAIL A135° BEND DETAIL A RADIUS:#3= 3/4" MIN.#4= 1" MIN. LENGTH(1A/HFX1) 2 12" (MIN.) OVER LAP HFX-9x HFX-12x HFX-15x HFX-18x HFX-21x HFX-24x A B B A A B A BAB 2 EQ.SPACE AB 3 EQ.SPACE A B A B A BBABA B A 3 EQ.SPACE 4 EQ.SPACE A A KEY:A= 3" O.C.B= 1-1/2" EA.SIDE OF HD RA SHEAR TIES & STIRRUPS EXT. SLAB INT. SLAB CURB @ OUTSIDE CORNER CONT. FOUNDATION RA SECTIONS & ELEVATIONS #4 (MIN.)LONGITUDINAL REBAR TOP &BOT BY EOR #4 (MIN.)LONGITUDINALREBAR TOP &BOT BY EOR±1 " F R O M T.O . C O N C . TO C . L . O F SHE A R T I E 1" C . L . @U P P E R T W O T I E S STIRRUPSPER TABLE SHEAR TIESPER TABLE 6" MIN. 8" MAX.1'-10" MIN. 12 " MIN . 15" M I N . 22 " M I N . 2'-6" MIN. UNO BY EOR Ca1 PER TABLE 12 " M I N . 15" M I N . 22 " M I N . @U P P E R UP P T W O T I E S TW CURB (6" MIN.) WIDTH MODEL NUMBER NET HEIGHT(IN.)DEPTH (IN.)HOLD DOWNDIAMETER1 (IN.)TOP SCREW QTY2 (EA)SCREW QTY AVAILABLEAT EDGE3 (EA) HFX-12, 15, 18, 21 & 24x78 78 3-1/2 1-1/8 9" WIDTH=512" WIDTH=618" WIDTH=1021" WIDTH=1224" WIDTH=14 4 HFX-9x79.5 79-1/2 HFX-12, 15, 18, 21 & 24x8 92-1/4 HFX-9x8 93-3/4 HFX-12, 15, 18, 21 & 24x9 104-1/4 HFX-12, 15, 18, 21 & 24x10 116-1/4 5HFX-15, 18, 21 & 24x11 128-1/4 HFX-15, 18, 21 & 24x12 140-1/4 6HFX-15, 18, 21 & 24x13 152-1/4 HFX PANELS 78 IN. THROUGH NOMINAL 13 FEET MODEL NUMBER NET HEIGHT(IN.)DEPTH (IN.)HOLD DOWNDIAMETER1 (IN.)TOP SCREW QTY2 (EA)SCREW QTY AVAILABLEAT EDGE3 (EA) HFX-15, 18, 21 & 24x14 164-1/4 3-1/2 1-1/8 15" WIDTH=818" WIDTH=1021" WIDTH=1224" WIDTH=14 6HFX-15, 18, 21 & 24x15 176-3/4 HFX-15, 18, 21 & 24x16 188-1/4 HFX-15, 18, 21 & 24x17 200-1/4 7HFX-15, 18, 21 & 24x18 212-1/4 HFX-15, 18, 21 & 24x19 224-1/4 8HFX-15, 18, 21 & 24x20 236-1/4 BALLOON PANELS 14 FEET THROUGH 20 FEET INSTALLATION INSTRUCTIONS:1. WHEN INSTALLING ON CONCRETE CONNECT WITH (1 EA) HARDENED ROUND WASHER BELOW (1 EA) GRADE 8 NUT, SECURE WITH A DEEPSOCKET (RECOMMENDED) UNTIL SNUG TIGHT. ALTERNATE WASHERS AND NUTS ARE PROVIDED IN TABLE NOTE 1.2. INSTALLATION ON CONCRETE PROVIDES THE HIGHEST ALLOWABLE VALUES. CONFIRM WITH THE DESIGN PROFESSIONAL BEFORE INSTALLINGON OTHER SUPPORTING SURFACES.3. USE 1/4"X4-1/2" MITEK PRO SERIES WS SCREWS AT TOP CONNECTIONS WITH A 2x FILLER. IF THE TOP OF PANEL IS IN DIRECT CONTACTWITH THE COLLECTOR ABOVE (TOP PLATES, HEADER, BEAM, ETC.) USE1/4 x 3" (MIN)4. FOR INSTALLATIONS WITH A FILLER GREATER THAN 1-1/2" ABOVE, OR WHEN SPECIFIED BY THE DESIGN PROFESSIONAL, ADJACENT KINGPOSTS TO BRACE THE OUT-OF-PLANE HINGE CAN BE CONNECTED WITH 1/4" DIA. SCREWS THROUGH PRE-PUNCHED HOLES AT THE PANELEDGES. TABLE NOTES:1. FOR STD OR HS GRADE HOLD DOWN ANCHOR BOLTS CONNECT TO THE PANEL BASE WITH HARDENED ROUND WASHERS BELOW GRADE8 NUTS. ALTERNATE WASHERS ARE (2 EA) ROUND-FLAT OR (2 EA) SAE WASHERS ON EACH BOLT. ALTERNATE NUTS ARE 2H HEAVY HEX.2. 1/4" DIAMETER MITEK PRO SERIES WS SCREWS. LENGTH IS 3" (MINIMUM) WHEN ATTACHED DIRECTLY TO THE COLLECTOR AND4-1/2" (MINIMUM) WHEN INSTALLING A 2x FILLER ABOVE THE PANEL.3. ADJACENT FRAMING WITH 1/4" DIAMETER SCREWS IS REQUIRED AT THE PANEL EDGES WHEN INSTALLING A FILLER ABOVE THE TOPCHANNEL THAT IS GREATER THAN 1-1/2" OR WHEN SPECIFIED BY THE DESIGN PROFESSIONAL. 9" PANEL 12" PANEL 15" PANEL 21" PANEL 24" PANEL18" PANEL NOTES:A. SURFACE FINISHES, CONNECTORS AND FIXTURES ARE ATTACHED TO THE PANEL FACEWITH # 10 SELF-TAPPING SCREWS SPACED NO LESS THAN 2-1/4" OC.B. ATTACHMENTS TO THE PANEL EDGES ARE MADE WITH # 12 SELF-TAPPING SCREWS.C. STRUCTURAL CONNECTIONS ARE TO BE DESIGNED BY THE DESIGN PROFESSIONAL.D. STRUCTURAL HARDWARE USED TO TRANSFER LOADS SHOULD NOT EXCEED 12 GAUGE. BUGLE HEAD WAFER HEAD FLAT TRUSS MODIFIED TRUSS HEX HEAD SELF DRILLING TIP SELF DRILLING WING TIP #10 SELF-TAPPING SCREWSAT FACE OF PANEL.(HEX HEAD WITH SELFDRILLING TIP SHOWN) #10 SELF-TAPPING SCREWSAT FACE OF PANEL.(BUGLE HEAD WITH SELFDRILLING TIP SHOWN) #12 SELF-TAPPINGSCREWS AT EDGE OFPANEL. (BUGLE HEAD WITHSELF DRILLING WING TIPSHOWN) PANCAKE FIXTUREAS NEEDED HFX PANEL SIZE HFX4HFX PANEL INSTALLATION NOTE, TABLE & DETAILS SCALE: NTS. 5 TOP PLATE CONNE.SCALE: NTS. HFX NOTES:1. 1/4" x 3" (MINIMUM) WS SCREWS, QUANTITY PER TABLES2. 1/4" x 4-1/2" (MINIMUM) WS SCREWS, QUANTITY PER TABLES3. 2x WOOD FILLER. A 1 2 3 B 7 INSTALLATION ON CONC.HFX NOTES:1. 15# FELT OR EQUIVALENT MOISTURE BARRIER RECOMMENDED BETWEENPANEL BASE AND CONCRETE.2. NUTS AND WASHERS PER TABLE NOTE 1. 21 6 FILLER GREATER THAN 1-1/2 IN.SCALE: NTS. HFX RAKE WALL INSTALLATION 1 35 2 2 NOTES:1. HOLD DOWN TENSION ANCHORS SPECIFIED AS STANDARD GRADE (STD) MUST COMPLY WITH ASTM F1554 GRADE 36 (OR EQUAL).HOLD DOWN TENSION ANCHORS SPECIFIED AS HIGH STRENGTH (HS) MUST COMPLY WITH ASTM A 193 GRADE B7 (OR EQUAL). TENSIONANCHORS (BOTH GRADES) CONNECT TO THE UPPER AND LOWER PANELS WITH HARDENED ROUND WASHERS AND GRADE 8 NUTS. AHARDY FRAME 'HFSW" STACKING WASHER IS REQUIRED IN THE TOP CHANNEL OF THE LOWER PANEL (AVAILABLE PRE-WELDED IN AHARDY FRAME "STK" PANEL). ALTERNATE WASHERS ARE (2 EA) ROUND-FLAT OR (2 EA) SAE WASHERS AT EACH ANCHOR CONNECTION.ALTERNATE NUTS ARE 2H HEAVY HEX.2. 1/4" DIAMETER MITEK PRO SERIES WS SCREWS. LENGTH IS 3" (MINIMUM) WHEN ATTACHING DIRECTLY TO THE COLLECTOR AND4-1/2" (MINIMUM) WHEN INSTALLING A 2x FILLER ABOVE THE PANEL.3. 1/4" DIAMETER MITEK PRO SERIES WS SCREWS. LENGTH IS 4-1/2" (MINIMUM) AT CONNECTIONS TO FLOOR SYSTEMS AND BEAMSBELOW.4. 1/4" DIAMETER SCREWS ARE REQUIRED AT THE EDGES WHEN INSTALLING A FILLER GREATER THAN1-1/2 INCH ABOVE OR WHEN SPECIFIED BY THE DESIGN PROFESSIONAL.5. HARDY FRAME STACKING WASHERS (HFSW) ARE REQUIRED IN THE TOP OF PANELS WHEN CONNECTING TO TENSION ANCHORS FROMABOVE. HARDY FRAME "STK PANELS" INCLUDE HFSW WASHERS PRE-WELDED IN THE TOP CHANNEL. INSTALLATION ON FLOOR SYSTEMS WITH HARDY FRAME BEARING PLATE (HFXBP):1. WITH HOLES PRE-DRILLED FOR 1-1/8" DIA.TENSION ANCHORS, INSTALL A SOLID 4x (MINIMUM) RIM IN FLOOR SYSTEM AT PANELLOCATION. ALLOWABLE VALUE TABLES ASSUME THE RIM IS ENGINEERED WOOD PRODUCT (EWP).2. NOTCH FLOOR SHEATHING THEN INSTALL HFXBP ON RIM WITH 6 EACH 1/4"X4-1/2" (MIN) "WS" SCREWS AT EACH END.3. PLACE PANEL ON HFXBP.4. WHEN STACKING PANELS, INSTALL "HFSW" STACKING WASHERS IN THE TOP CHANNEL OF THE LOWER PANEL. CONNECT LOWER TOUPPER PANELS WITH TENSION ANCHORS (GRADE PER PLANS) AND SECURE AT BOTH ENDS WITH HARDENED ROUND WASHERS ANDGRADE 8 NUTS TO BE SNUG TIGHT. HARDY FRAME "STK" PANELS THAT INCLUDE "HFSW" STACKING WASHERS PRE-WELDED IN THE TOPCHANNEL ARE AVAILABLE,5. WHEN MORE THAN 12 SCREWS ARE REQUIRED FOR THE BOTTOM CONNECTION OR JOINTS IN FRAMING MEMBERS OCCUR AT SCREWLOCATIONS, INSTALL ADDITIONAL 1/4"x4-1/2" WS SCREWS THROUGH THEBASE OF PANEL WHERE THEY ALIGN WITH HOLES IN THE HFXBP.6. FOR STANDARD WALL HEIGHTS, INSTALL A 2x FILLER ABOVE PANEL (DTL 5/HFX2). FOR FILLERS GREATER THAN 1-1/2 IN. SEE DETAIL6/HFX2.NOTE:INSTALLATIONS MAY VARY WITH JOB SPECIFIC CONDITIONS AND/OR SPECIFICATIONS BY THE BUILDING DESIGN PROFESSIONAL. MODEL NUMBER NET HEIGHT(IN.)DEPTH(IN.)HOLD DOWNDIAMETER1 (IN.) SCREW QUANTITY SCREW QTY4 AVAILABLEAT EDGES(EA)PANEL TOP2 (EA) BOTT3 (EA) HFX-12, 15, 18, 21 & 24x8 78 3-1/2 1-1/8 12" WIDTH15" WIDTH18" WIDTH21" WIDTH24" WIDTH 68101214 68101214 4 HFX-12, 15, 18, 21 & 24x9 79-1/2 HFX-12, 15, 18, 21 & 24x10 92-1/4 HFX-15, 18, 21 & 24x11 93-3/4 HFX-15, 18, 21 & 24x12 104-1/4 HFX-15, 18, 21 & 24x13 116-1/4 5 HFX8SCALE: NTS. HFX PANEL INSTALLATION NOTE, TABLE & DETAILS HFXBP12 HFXBP15 HFXBP18 HFXBP24HFXBP21 3"3"PANEL WIDTH 3"3" 3"3" 3"PANEL WIDTH 3"PANEL WIDTH 3"PANEL WIDTH 3"PANEL WIDTH NOTES:1. ACCESS HOLE LOCATED AT EDGE OF POST.2. NUTS AND WASHERS PER TABLE NOTE 1.3. PLUS OR MINUS 1-1/2" GAP TO BE FILLED WITH 5,000 PSI STRENGTH NON-SHRINK GROUT (MIN). 2 POST ON N&W SCALE: NTS. HFX 1 2 3 ±112" NOTES:1.WOOD FILLER WITH USP MP4F/LTP4 G TYPE @6" ON BOTH SIDES.2.1/4" x 3" (MINIMUM) WS SCREWS, QUANTITY PER TABLES3.ADJACENT FRAMING WITH 1/4" DIAMETER SCREWS INSTALLED THROUGH PRE-PUNCHED HOLES IN PANEL EDGES REQUIRED WHENINSTALLING A FILLER GREATER THAN 1-1/2" ABOVE TO BRACE OUT-OF-PLANE HINGE OR WHEN SPECIFIED BY THE DESIGN PROFESSIONAL.4.PRE-DRILL 3/16" DIA. HOLES, EVENLY SPACED IN FACE OF PANEL NO LESS THAN 2-1/4" OC AND INSTALL 1/4" DIA. WOOD SCREWS INTO2x (MIN.) WOOD "LEDGER" IN PANEL CAVITY.5.CONNECTOR AND ATTACHMENT BY BUILDING DESIGN PROFESSIONAL. SCALE: NTS. PROJECT CLIENT 0' 2' 4'8'16' SHEET TITLE 2491 CRESTVIEW DR,NEWPORT BEACH, CA 92663 SHELLEY STARR, TBD‪(310) 409-7577‬ SAZAN INC. 2610 Vista Del Oro, Newport Beach, CA 92660 HFX1 HFX DETAILS EXP. 06-30-2024 Date: 05/15/2024 76 PIZ Z A O V E N GR I L L 42" HE S T A N O U T D O O R G R I L L FIRE P L A C E H P U H P U H P U Z^ds/tZ ϮϰϵϭZ^ds/tZ͕EtWKZd,͕ϵϮϲϲϯ WZKWZdzZ^^͗ W W Z K y ͘ W ͬ > ц ϭ Ϯ Ϭ ͘ Ϭ Ϭ Ζ >tE ;EͿ'Z' : E d W Z K W Z d z EK d / E ^ K W K & t K Z < ;EͿs>/E D Z / E K Z ;EͿEt;EͿ,Z^W/E' KEWd/K W W Z K y ͘ W ͬ > ц ϵ Ϭ ͘ ϲ Ϭ Ζ WWZKy͘Wͬ>цϳϰ͘ϮϱΖ WWZKy͘Wͬ>цϯϱ͘ϲϮΖ ;Ϳ'Z' WZKWK^^KE&>KKZ/d/KEцϯϱϴϭ^& WZKWK^&/Z^d&>KKZ/d/KEΛEKK<цϱ^& WZKWK^'Z'KEsZ^/KEdK;EͿDhZKKDΘ,>>tz цϴϳ^& ;EͿD/E/^W>/dKhdKKZhE/d^KE;EͿ&>dZKK&KsZ;EͿ^W WZKWK^/d/KEцϲϳ^& WZKWK^/d/KEцϳϭ^& y/^d/E'ZKKDdKDK>/^,цϮϭϳ^& WZKWK^/d/KEцϲϱ^& ;EͿ&E͘dzW͘ ;EͿ'd͘dzW͘ >>z ϳϯͬϰΗDy͘ ϭϭͬϮΗDy͘ ϳϯͬϰΗDy͘/EͲ^t/E'/E'KKZ ;EͿ,Z^W/E' ;EͿ,Z^W/E' ;EͿ,Z^W/E' >tE ;EͿW>^ZK< ;EͿ,Z^W/E' >tE ;EͿ,Z^W/E' ϯΗD/E͘dzW͘ ϭϭͬϮΗDy͘ ϭϭ ͬ Ϯ Η D y ͘ ϭϭ ͬ Ϯ Η D y ͘ ϴΗD/E͘ ϴΗD/E͘ ϭϭͬϮΗDy͘ ^/dW>E Address Telephone 2491 CRESTVIEW DRIVE NEWPORT BEACH, CA 92663 1/3STARR RESIDENCE date 3.19.2024 ZEZ/E'^ Windows Shutter Style 77 PIZZ A O V E N GRILL 42" HESTAN O U T D O O R G R ILL FIREP L A C E Pebbles rock Creeping Fig White Tea Roses Bush (new) Japanese Maple Tree(We will try to replant the trees that arealready on site, if this is not possible we willplant Japanese Maple Trees) Existing Palm Tree 3 58" x 2 14" x 7 58 " Vintage Reclaimed Brick Grass (keeping the existing type of grass) Fence 4"x4" poles 4' apart2'-1316"1'-4"4'-6116"1'-4"4'-0" 1'-4" Downlight 5 1/2" Exterior post 6"H Bronzed Brass 120V LED Accent Spot Light Japanese Maple Tree(new 6'h) Existing Liquid Amber treewill be replanted Existing Liquid Amber treewill be replanted Existing Liquid Amber treewill be replanted Fountain 24"w x 4'h Fountain 24"w x 4'h 3'-6" Z^ds/tZ 1 >E^W/E' 08' 8' 16' 18" = 1'-0" White Natural Pebble Rocks Vintage Reclaimed Brick 3 58" x 2 14" x 7 58"Creeping figWhite Tea Rose Bushes Japanese Maple Tree Path and BBQ flooring Exterior Materials Facade 6 34" White Nickel Gap Shiplap Panel >E^W Landscape Lighting White BrickFacadeWhite Wood Trim Fence Back Facade - Gate to access the HVAC units Crestview Dr Facade - Gate to access the BBQ Garage wall protrudes out 4" Address Telephone 2491 CRESTVIEW DRIVE NEWPORT BEACH, CA 92663 2/3 Downlight 5 1/2" for Post Exterior 6"H Bronzed Brass 120V LED Accent Spot Light Jute Rope 3" Inch Natural Color STARR RESIDENCE date 3.19.2024 Exterior Wall LightRega Bronze LED Outdoor Folded Wall Sconce by KellyWearstler 5 14"W x 5 14"L Backplate: 4 12" w x18" h. Rectangle Back Facade - Exterior light Front Facade - Foutain Foutain 24"w x24"L X 48"H 78 Hestan 42' double access doorsee manual for cutoutdimensions 42" HESTAN OUTDOOR GRILL Pizza OvenPiccolo75 Potted plantLemon tree PIZZA OVEN GRILL 42" HESTAN OUTDOOR GRILL FIREPLACE Potted plantLemon tree Electrical outletElectrical outlet Electrical outletfor grill nicheinterior material stucco Niche for wood logsinterior material stucco Electrical outlet Electrical outlet Electrical outletfor grill niche Bench Potted plantLemon tree Granite top 6'- 0 " Cinder block wallStucco finishColor: White Granite detail Bench 2'-2116"4'-512"2'-2116"3'-558"12'-10" 8'-958" 6" 1'-6 " 2'-0 " 2'-0116"4'-512"2'-0116" 3" 10" 6" 1'-5 " 2'-2116"4'-512"2'-2116"3'-558"8"3'-378"2'-538"1'-4"6"912"2'-11116"912" 1'-4 " 2" 10" 2'-4 " 1'-2 " 2" 2'-4 " 734" 2" 1'-0 14" 3"3"318" 4'-912" 4'-712" 2'-6"1'-1 0 " 4'-2 " 2'-1 1 " 2" 3'-1 " 3" 1'-1 12" 2" 1'-0 12" 4" 3" 2'-4 " 2'-7 " 3'-1 " 8'-958"3'-558"12'-9316" 3'-0 " Reclaimed brick 2'-0 18" 2'-5 18" 4'-6 14" 4'-634" 1'-1 1 34" 4'-2116"3'-5"8316" 8'-314" Reclaimed brick Fireplace Cinder block wallStucco finishColor: White 6'- 0 " 3'-0" 1'-2 " 2" 2'-3" 2'-6" 2"2'-2"2" 10"3"1'-11" 3'-6 " 2" 7" 3"2" 2'-1014" Reclaimed brickGranite detail Facade 6 34" White Nickel Gap Shiplap Panel Facade White Wood Trim Vintage Reclaimed Brick 3 58" x 2 14" x 7 58" Flooring White Brick FIREPLACE SIDE VIEW BBQ & FIREPLACE RENDERINGS BBQ & FIREPLACE DETAILS FLOOR PLAN FRONT VIEW MARINO DR PANELING DETAIL D1 D1 D1 Loggia Drapes Fabric Address Telephone 2491 CRESTVIEW DRIVE NEWPORT BEACH, CA 92663 3/3 Paneling Detail STARR RESIDENCE date 3.19.2024 Front Door Color Benjamin Moore - Citron 2024-30 79 CRESTVIEW DRIVE M A R I N O D R I V E C L PACIFIC COAST HIGHWAYCL CL PR E L I M I N A R Y C O N S T R U C T I O N P O L L U T I O N P R E V E N T I O N P L A N / E R O S I O N C O N T R O L P L A N AN A C A L E N G I N E E R I N G C O M P A N Y GRAPHIC SCALE ( IN FEET ) 1 INCH = 10 FT. VICINITY MAP CRESTVIEW DRIVE MA R I N O D R I V E PACIFIC COAST HIGHWAY ARB O R D R VISTA DRIVE BA Y S H O R E D R I V E 24 9 1 C R E S T V I E W D R I V E CATCH BASIN PROTECTION GRAVEL BAG DETAIL SECTION A STABILIZED CONSTRUCTION ENTRANCE CONSTRUCTION NOTES EROSION CONTROL NOTES DISTURBED AREA 80 CRESTVIEW DRIVE M A R I N O D R I V E CL PACIFIC COAST HIGHWAY CL CL BASIS OF BEARINGS 24 9 1 C R E S T V I E W D R I V E TO P O G R A P H I C S U R V E Y LEGAL DESCRIPTION BENCHMARK GENERAL NOTES LEGEND GRAPHIC SCALE ( IN FEET )1 INCH = 10 FT. VICINITY MAP CRESTVIEW DRIVE MA R I N O D R I V E PACIFIC COAST HIGHWAY ARB O R D R VISTA DRIVE BA Y S H O R E D R I V E 81