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Home My WebLink About02_Gray Residence Coastal Development Permit_PA2025-0193 CITY OF NEWPORT BEACH ZONING ADMINISTRATOR STAFF REPORT October 16, 2025 Agenda Item No. 2 SUBJECT: Gray Residence (PA2025-0193) ▪ Coastal Development Permit SITE LOCATION: 1245 Blue Gum Lane APPLICANT: Danielle Duryea and Kaveh Arbab OWNER: Bradley and Kristin Gray PLANNER: Cameron Younger, Planning Technician (949) 644-3228, cyounger@newportbeachca.gov LAND USE AND ZONING ● General Plan Land Use Plan Category: Single Unit Residential Detached (RS-D) ● Zoning District: Westcliff Grove Planned Community (PC22) ● Coastal Land Use Plan Category: Single Unit Residential Detached – (0.0 – 5.9 DU/AC) (RSD-A) ● Coastal Zoning District: Westcliff Grove Planned Community (PC22) PROJECT SUMMARY A coastal development permit (CDP) to allow for the construction of a 668-square-foot first floor addition to an existing 2,582-square-foot single-unit residence with an attached 476-square-foot two-car garage. The project complies with all applicable development standards, and no deviations are requested. All improvements authorized by this CDP will be located on private property. 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 1, 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 No. PA2025-0193 (Attachment No. ZA 1). 1 Gray Residence (PA2025-0193) Zoning Administrator, October 16, 2025 Page 2 DISCUSSION Land Use and Development Standards •The subject property is located in the Westcliff Grove Planned Community (PC22) Coastal Zoning District, which provides for single-unit residential development. Since the Property is located between the sea and first public road paralleling the sea, and the project includes an increase of floor area that exceeds 10% of the existing floor area, a CDP is required. The property is not eligible for a waiver for de minimis development because it is located in the Coastal Commission Appeal Area. •The property currently consists of one legal lot developed with a single-unit residence. The neighborhood is predominantly developed with one and two-story, single-unit residences. The proposed design, bulk, and scale of the development are consistent with the existing neighborhood pattern of development. •The proposed single-unit residence 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. Figure 1: Oblique Aerial Image of Neighborhood Subject Property 2 Gray Residence (PA2025-0193) Zoning Administrator, October 16, 2025 Page 3 Table 1 – Development Standards (PC22 Westcliff Grove) Development Standard Standard Proposed Setbacks (min.) Front 20 feet 20 feet Sides 5 feet 5 feet Rear 10 feet 10 feet 11 inches Site Coverage (max.) 5,048 square feet (60%) 4,605 square feet (55%) Parking (min.) 2-car garage 2-car garage Height (max.) 24 feet (flat roof) 28 feet (sloped roof) 18 feet 7 inches (sloped roof) Hazards •The project site is not located near a mean high tide line and is separated from the bay by several rows of residences and streets such as Cape Andover and Polaris Drive. •The finished floor elevation of the proposed single-family residence is 85.53 feet based on the North American Vertical Datum of 1988 (NAVD 88), which complies with the minimum 9.00-foot NAVD 88 elevation standard for new structures. Water Quality •The project site is not located on the shoreline, nor is it located within 100 feet of coastal waters. The project design addresses water quality with a post-construction drainage system that includes drainage and percolation features designed to retain dry weather runoff and minor rain event runoff on-site. Any water not retained on- site is directed to the City’s storm drain system. Public Access and Views •The project site is located between the nearest public road and the sea or shoreline. Implementation Plan Section 21.30A.040 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 replaces an existing single-family residence located in PC22 with a new single-family residence. Therefore, the project does not involve a change in land use, density, or intensity that will result in increased demand for public access and recreation opportunities. Furthermore, the project is designed and sited (appropriate height, setbacks, etc.) so as not to block or impede existing public access opportunities. •The project is not located adjacent to a coastal view road, public access way, or Coastal Viewpoint as identified in the Coastal Land Use Plan. The nearest coastal 3 Gray Residence (PA2025-0193) Zoning Administrator, October 16, 2025 Page 4 viewpoint is Westcliff Park, which is approximately 1800 feet southwest of the property. In addition, there are several coastal viewpoints on the pedestrian/bike trail that is adjacent to Newport Back Bay and is accessible through Blue Gum Lane, Grove Lane, and Santiago Drive. Several other coastal viewpoints are also available through Castaways Park, which is approximately 1,680 feet southwest of the Property. The surrounding viewpoints throughout the pedestrian/bike trail, Westcliff Park, or Castaways Park are not visible from the site. •Vertical access to the bay is available adjacent to the site off Blue Gum Lane, Grove Lane, and Santiago Drive, where each street provides public access to an existing pedestrian/bike trail along the bluff. Lateral access is available on the same trail which is also accessible using Castaways Park. The project does not include any features that would obstruct access along these routes. ENVIRONMENTAL REVIEW This project is exempt from the California Environmental Quality Act (CEQA) under Section 15303 under Class 1 (Existing Facilities) of the CEQA Guidelines, California Code of Regulations, Title 14, Division 6, Chapter 1 because it has no potential to have a significant effect on the environment. Class 1 exempts repair, maintenance, and minor alterations of existing public or private structures, including additions to existing structures. The proposed project consists of a 668 square-foot addition on the first floor to an existing single-story, single-unit residence. 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 4 Gray Residence (PA2025-0193) Zoning Administrator, October 16, 2025 Page 5 Act. For additional information on filing an appeal, contact the Planning Division at 949- 644-3200. Prepared by: DL/cy 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. ZA2025-### A RESOLUTION OF THE ZONING ADMINISTRATOR OF THE CITY OF NEWPORT BEACH APPROVING COASTAL DEVELOPMENT PERMIT TO CONSTRUCT A SINGLE-STORY ADDITION TO AN EXISTING SINGLE-UNIT RESIDENCE WITH AN ATTACHED 2-CAR GARAGE LOCATED AT 1245 BLUE GUM LANE (PA2025-0193) THE ZONING ADMINISTRATOR OF THE CITY OF NEWPORT BEACH HEREBY FINDS AS FOLLOWS: SECTION 1. STATEMENT OF FACTS. 1.An application was filed by Danielle Duryea and Kaveh Arbab (Applicant), concerning property located at 1245 Blue Gum Lane and legally described as Lot 3 of Tract No. 9620 (Property), requesting approval of a coastal development permit (CDP). 2.The Applicant requests a CDP for the construction of a 668-square-foot first-floor addition to an existing 2,582-square-foot single-unit residence with an attached 476-square-foot two-car garage. The project complies with all applicable development standards, and no deviations are requested. All improvements authorized by this CDP will be located on private property (Project). 3.The Property is categorized as Single Unit Residential Detached (RS-D) by the General Plan Land Use Element and is located in the Westcliff Grove Planned Community (PC22) Zoning District. 4.The Property is located in the coastal zone. The Coastal Land Use Plan category is Single Unit Residential Detached – (0.0 – 5.9 DU/AC) (RSD-A) and it is located within the Westcliff Grove Planned Community (PC22) Coastal Zoning District. Since the Property is located between the sea and first public road paralleling the sea and the project includes an increase of floor area that exceeds 10% of the existing floor area, a CDP is required. 5.A public hearing was held on October 16, 2025, 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 1, 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 repair, maintenance, and minor alterations of existing public or private structures, including additions to existing structures. The Project consists of a 668 square-foot addition on the first floor to an existing single-story, single-unit residence. 7 Zoning Administrator Resolution No. ZA2025-### Page 2 of 7 SECTION 3. REQUIRED FINDINGS. By Section 21.52.015 (Coastal Development Permits, Findings, and Decision) of the NBMC, 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 lot coverage is 60% (5,048 square feet of the 8,413-square-foot lot) and the proposed lot coverage is 55% (4,605 square feet), which includes roof overhangs and eaves. b.The Project complies with the minimum required setbacks, which are 20 feet along the front property line abutting Blue Gum Lane, 5 feet along each side property line, and 10 feet along the rear property line. c.The PC22 development standards require single-unit residences to provide a two- car garage. The Project is compliant with the minimum two-car garage parking requirement. 2.The neighborhood is predominantly developed with one and two-story, single-unit residences. The proposed design, bulk, and scale of the Project are consistent with the existing neighborhood pattern of development. 3.The Project is located on an inland property in a developed area approximately 1,544 feet from the Upper Newport Bay. The Property is separated from the bay by several rows of residences and streets such as Cape Andover and Castaways North. The finished floor elevation of the first floor of the proposed structure is 85.53 feet based on the North American Vertical Datum of 1988 (NAVD88), which complies with the minimum 9.0-foot NAVD88 elevation standard for new structures. The identified distances from the coastal hazard areas coupled with the 85.53 NAVD 88 finish floor elevation will help to ensure the Project is reasonably safe for the economic life of the structure. 4.The Property is not located on the shoreline, nor is it located within 100 feet of coastal waters. The Project design addresses water quality through the inclusion of a post- construction drainage system that includes drainage and percolation features designed to retain dry weather and minor rain event runoff on-site. Any water not retained on-site is directed to the City’s storm drain system. 8 Zoning Administrator Resolution No. ZA2025-### Page 3 of 7 5.The Project does not include any proposed landscaping; therefore, the Project complies with Newport Beach Municipal Code (NBMC) Section 21.30.075 (Landscaping). 6.The Property is not located adjacent to a coastal view road, public access way, or Coastal Viewpoint as identified in the Coastal Land Use Plan. The nearest coastal viewpoint is Westcliff Park, which sits approximately 1800 feet southwest of the Property. In addition, there are several coastal viewpoints on the pedestrian/bike trail that is adjacent to Newport Back Bay and is accessible through Blue Gum Lane, Grove Lane, and Santiago Drive. Several other coastal viewpoints are also available through Castaways Park, which is approximately 1,680 feet southwest of the Property. The surrounding viewpoints throughout the pedestrian/bike trail, Westcliff Park, or Castaways Park are not visible from the site. The Project complies with all applicable Local Coastal Program (LCP) development standards and maintains a building envelope consistent with the existing neighborhood pattern of development. Therefore, the Project does not contain any unique features that could degrade the visual quality of the coastal zone. 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. Implementation Plan Section 21.30A.040 requires that the provision of public access bears a reasonable relationship between the requirement and the Project’s impact and be proportional to the impact. In this case, the Project is a 668-square-foot addition to an existing single-unit residence located in PC22. Therefore, the Project does not involve a change in land use, density, or intensity that will result in increased demand for public access and recreation opportunities. Furthermore, the Project is designed and sited (appropriate height, setbacks, etc.) so as not to block or impede existing public access opportunities. 2.Vertical access to the bay is available adjacent to the site off Blue Gum Lane, Grove Lane, and Santiago Drive, where each street provides public access to an existing pedestrian/bike trail along the bluff. Lateral access is available on the same trail which is also accessible using Castaways Park. The Project does not include any features that would obstruct access along these routes. SECTION 4. DECISION. NOW, THEREFORE, BE IT RESOLVED: 1.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, 9 Zoning Administrator Resolution No. ZA2025-### Page 4 of 7 Division 6, Chapter 1 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 No. PA2025-0193, 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 16TH DAY OF OCTOBER, 2025. _____________________________________ Benjamin M. Zdeba, AICP, Zoning Administrator 10 Zoning Administrator Resolution No. ZA2025-### Page 5 of 7 EXHIBIT “A” CONDITIONS OF APPROVAL 1.The development 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.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. 5.Debris from demolition shall be removed from work areas each day and removed from the Property within 24 hours of the completion of the Project. Stockpiles and 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. 6.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. 11 Zoning Administrator Resolution No. ZA2025-### Page 6 of 7 7.Revisions to the approved plans may require an amendment to this Coastal Development Permit or the processing of a new coastal development permit. 8.The Project is subject to all applicable City ordinances, policies, and standards unless specifically waived or modified by the conditions of approval. 9.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. 10.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. 11.Prior to 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. 12.Prior to 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. 13.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. 14.Construction activities shall comply with Section 10.28.040 of the Newport Beach Municipal Code, which restricts hours of noise-generating construction activities that produce noise to between the hours of 7:00 a.m. and 6:30 p.m., Monday through Friday, and 8:00 a.m. and 6:00 p.m. on Saturday. Noise-generating construction activities are not allowed on Sundays, or Holidays. 15.All noise generated by the proposed use shall comply with the provisions of Chapter 10.26 and other applicable noise control requirements of the Newport Beach Municipal Code. 16 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. 17.This Coastal Development Permit No. PA2025-0193 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. 12 Zoning Administrator Resolution No. ZA2025-### Page 7 of 7 18.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 Gray Residence including but not limited to, Coastal Development Permit No. PA2025-0193. 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. 13 Attachment No. ZA 2 Vicinity Map 14 VICINITY MAP Coastal Development Permit No. PA2025-0193 1245 Blue Gum Lane Subject Property 15 Attachment No. ZA 3 Project Plans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$4#&.';)4#;$.7')7/.0 ,168/$7('9$8/7('522) 7<3,&$/(;7(5,25:,1'2::$//'(7$,/+55$7(' 7<3,&$/:$//%$6(:((36&5((''(7$,/ 7<3,&$/6/,',1*'2256,//'(7$,/ 522)($9('(7$,/ 31 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. 13. 14. 15. 16. 17. ALL WORK SHALL COMPLY WITH TITLE 24 OF THE CALIFORNIA CODE OF CALIFORNIABUILDING CODE, LATEST EDITION, AND ALL OTHER LOCAL OR STATE AGENCIES HAVINGJURISDICTION ON THIS PROJECT.NEITHER THE PROFESSIONAL ACTIVITIES OF THE ENGINEER, NOR THE PRESENCE OF THEENGINEER OR THEIR EMPLOYEES AND SUBCONSULTANTS AT THE CONSTRUCTION SITE,SHALL RELIEVE THE CONTRACTOR AND ANY OTHER ENTITY OF THEIR OBLIGATIONS,DUTIES AND RESPONSIBILITIES INCLUDING BUT NOT LIMITED TO, CONSTRUCTION MEANS,METHODS, SEQUENCE, TECHNIQUES OR PROCEDURES NECESSARY FOR PERFORMING,SUPERINTENDING OR COORDINATING ALL PORTIONS OF THE CONSTRUCTION WORK INACCORDANCE WITH THE CONTRACT DOCUMENTS AND ANY HEALTH OR SAFETYPRECAUTIONS REQUIRED BY ANY REGULATORY AGENCIES. THE ENGINEER AND THEIRPERSONNEL HAVE NO AUTHORITY TO EXERCISE ANY CONTROL OVER ANYCONSTRUCTION CONTRACTOR OR OTHER ENTITY OR THEIR EMPLOYEES IN CONNECTIONWITH THEIR WORK OR ANY HEALTH OR SAFETY PRECAUTIONS. THE CONTRACTOR ISSOLELY RESPONSIBLE FOR THE JOBSITE SAFETY. THE ENGINEER AND THE ENGINEER’ S CONSULTANTS SHALL BE MADE ADDITIONAL INSUREDS UNDER THE CONTRACTOR’SGENERAL LIABILITY INSURANCE POLICY.ALL DRAWINGS ARE CONSIDERED TO BE A PART OF THE CONTRACT DOCUMENTS. THEGENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR THE REVIEW AND COORDINATIONOF ALL DRAWINGS PRIOR TO THE START OF CONSTRUCTION. ANY DISCREPANCIES SHALLBE BROUGHT TO THE ATTENTION OF THE ARCHITECT PRIOR TO THE START OFCONSTRUCTION SO A CLARIFICATION CAN BE ISSUED. ANY WORK PERFORMED INCONFLICT WITH THE CONTRACT DOCUMENTS OR ANY CODE REQUIREMENTS SHALL BECORRECTED BY THE CONTRACTOR AT THEIR OWN EXPENSE AND AT NO EXPENSE TO THEOWNER OR ARCHITECT.ALL DIMENSIONS AND SITE CONDITIONS SHALL BE VERIFIED BY THE CONTRACTOR AT THEJOBSITE PRIOR TO CONSTRUCTION, START OF SHOP DRAWINGS, START OFCONSTRUCTION, AND/OR FABRICATION OF MATERIALS. IF DISCREPANCIES AREENCOUNTERED, OR CONDITIONS DEVELOP THAT ARE NOT COVERED BY THE CONTRACTDOCUMENTS, THE ARCHITECT SHALL BE NOTIFIED FOR CLARIFICATION.CONTRACTOR SHALL PROVIDE AND BE RESPONSIBLE FOR THE PROTECTION AND REPAIROF ADJACENT EXISTING SURFACES AND AREAS WHICH MAY BE DAMAGED AS A RESULTOF NEW WORK.STRUCTURAL DRAWINGS INCLUDE DESIGN REQUIREMENTS AND DIMENSIONS FORSTRUCTURAL INTEGRITY BUT DO NOT SHOW ALL DETAIL DIMENSIONS TO FIT INTRICATEARCHITECTURAL AND MECHANICAL DETAILS. CONTRACTOR SHALL SO CONSTRUCT THEWORK SO IT WILL CONFORM TO THE CLEARANCES REQUIRED BY ARCHITECTURAL,MECHANICAL AND ELECTRICAL DESIGN.ALL SYMBOLS AND ABBREVIATIONS USED ON THE DRAWINGS ARE CONSIDERED TO BECONSTRUCTION STANDARDS. IF CLARIFICATION IS REQUIRED, THE CONTRACTOR SHALLNOTIFY THE ARCHITECT PRIOR TO PROCEEDING WITH THE WORK.DO NOT SCALE DRAWINGS. PRINTED DIMENSIONS HAVE PRECEDENCE OVER SCALEDDRAWINGS AND LARGE-SCALE OVER SMALL-SCALE DRAWINGS. CONTRACTOR TODETERMINE FINAL DIMENSION WITH ARCHITECT.TYPICAL DETAILS SHALL APPLY TO SITUATIONS OCCURRING ON THE PROJECT THAT ARETHE SAME OR SIMILAR TO THOSE SPECIFICALLY REFERENCED. WHERE NO DETAILS AREGIVEN, CONSTRUCTION SHALL BE AS SHOWN FOR SIMILAR WORK.THE CONTRACT DOCUMENTS REPRESENT THE FINISHED STRUCTURE. THEY DO NOTINDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALLMEASURES NECESSARY TO PROTECT THE STRUCTURE AND SAFETY OF WORKMENDURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT NOT BE LIMITED TO,BRACING AND SHORING FOR LOADS DUE TO CONSTRUCTION EQUIPMENT, ETC.OBSERVATION VISITS TO THE SITE BY THE ARCHITECT OR STRUCTURAL ENGINEER SHALLNOT INCLUDE INSPECTION OR APPROVAL OF THE ABOVE ITEMS AND DOES NOT IN ANYWAY RELIEVE THE CONTRACTOR OF THEIR RESPONSIBILITIES FOR THE ABOVE.SEE ARCHITECTURAL, ELECTRICAL AND MECHANICAL DRAWINGS FOR DETAILS,CONDITIONS, PITS, TRENCHES, PADS, DEPRESSIONS, ROOF/FLOOR OPENINGS, STAIRS,SLEEVES, ITEMS TO BE EMBEDDED OR ATTACHED TO STRUCTURAL ELEMENTS, ETC., NOTSHOWN ON THE STRUCTURAL DRAWINGS.ESTABLISH AND VERIFY ALL OPENINGS AND INSERTS FOR MECHANICAL, ELECTRICAL ANDPLUMBING WITH APPROPRIATE TRADE CONTRACTORS. OPENING SIZES AND LOCATIONSSHOWN FOR DUCTS, PIPE, INSERTS AND OTHER PENETRATIONS WHEN SHOWN ARE FORGENERAL INFORMATION ONLY AND SHALL BE VERIFIED PRIOR TO FORMING.NO HOLES, NOTCHES, BLOCKOUTS, ETC. ARE ALLOWED IN STRUCTURAL ELEMENTSUNLESS SPECIFICALLY DETAILED ON THE STRUCTURAL DRAWINGS OR APPROVED BY THESTRUCTURAL ENGINEER.BEFORE SUBMITTING A PROPOSAL FOR THIS WORK, EACH BIDDER SHALL VISIT THEPREMISES AND BECOME FULLY ACQUAINTED WITH THE EXISTING CONDITIONS,TEMPORARY CONSTRUCTION REQUIRED, QUANTITIES AND TYPE OF EQUIPMENT, ETC. THEBID SHALL INCLUDE ALL SUMS REQUIRED TO DO THE WORK WITHIN THE EXISTINGCONDITIONS.SHOP DRAWINGS SHALL BE REVIEWED AND COORDINATED PRIOR TO SUBMITTING TO THEARCHITECT. EACH SHOP DRAWING SUBMITTED SHALL BE STAMPED INDICATING REVIEWBY THE CONSTRUCTION MANAGER/GENERAL CONTRACTOR AND REVIEW BY THEARCHITECT SHALL NOT BEGIN UNTIL THIS IS COMPLETE. WORK SHALL NOT BEGINWITHOUT REVIEW BY THE ARCHITECT/STRUCTURAL ENGINEER.SHOP DRAWINGS SHALL BE REVIEWED BY THE ARCHITECT/STRUCTURAL ENGINEER FORGENERAL CONFORMANCE WITH DESIGN CONCEPT ONLY. NOTATIONS MADE BY THEARCHITECT/STRUCTURAL ENGINEER ON THE SHOP DRAWINGS DO NOT RELIEVE THECONTRACTOR FROM COMPLYING WITH THE REQUIREMENTS OF THE DRAWINGS.ELEVATIONS ARE BASED ON THE FIRST FLOOR ELEVATION INDICATING ON THE ARCHPLANS. GENERAL 1.STRUCTURE HAS BEEN DESIGNED TO COMPLY WITH:CALIFORNIA BUILDING CODE AND SUPPLEMENTS 2022ASCE/SEI 7-16ACI 318-14AISC 360-16AISC 341-16, INCLUDING SUPPLEMENTSAWS D1.1AISI S100NDS-18 AND SDPWS-152. OCCUPANCY RISK CATEGORY II3. SEISMIC:SEISMIC DESIGN CATEGORY DIMPORTANCE FACTOR 1.0SOIL CLASSIFICATION PERGEOTECHNICAL REPORT D (DEFAULT), Fa=1.2SS1.368 gS10.487 gSds1.095 gSd10.589 gR 6.5, 3.5 (WOOD SHEAR WALL, STEEL OMF)Cd 4, 3 (WOOD SHEAR WALL, STEEL OMF)ΩO SEISMIC FORCE RESISTING SYSTEM LIGHT-FRAME (WOOD) WALLS SHEATHED WITHWOOD STRUCTURAL PANELS RATED FOR SHEAR RESISTANCE, STEEL ORDINARY MOMENT FRAMEANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE PROCEDUREBASE SHEAR, STRENGTH LEVEL V = 0.219xSEISMIC WEIGHT (BOTH DIRECTIONS) 4.WIND:BASIC WIND SPEED 96 MPHIMPORTANCE FACTOR 1.0EXPOSURE CLASS D 5.WIND LOADS FOR COMPONENTS AND CLADDING SHALL BE PER ASCE-7, CHAPTER 30DESIGNED BY OTHERS.6.STRUCTURE IS PROVIDED BY WOOD SHEAR WALLS AND STEEL OMF IN EACH ORTHOGONAL DIRECTION. REFER TO PLANS FOR LOCATIONS. THE PLYWOOD SHEATHING SERVE AS HORIZONTAL DIAPHRAGMS DISTRIBUTING THE LATERAL WIND AND SEISMIC FORCES TO THE VERTICAL LATERAL ELEMENTS WHICH IN TURN CARRY THE LOAD TO THE BUILDING FOUNDATIONS. DESIGN CRITERIA AND LOADS 1. FOUNDATION SYSTEM FOR THE STRUCTURE SHALL BE SPREAD/CONTINUOUS FOOTINGS. THESE FOOTINGS SHALL HAVE A MINIMUM WIDTH OF 18" FOR 1 STORY STRUCTURES. THE EMBEDMENT OF FOOTINGS SHALL BE A MINIMUM OF 18 INCHES BELOW THE LOWEST ADJACENT FINAL GRADE. 2. NET ALLOWABLE BEARING PRESSURE FOR THESE FOUNDATIONS WITH MINIMUM SIZE FOOTING EMBEDED AT THE MINIMUM DEPTH AS INDICATED ABOVE SHALL BE 1500 PSF AS PER CODE. 3. THE ABOVE GIVEN VALUES ARE FOR TOTAL OF DEAD AND FREQUENTLY APPLIED LIVE LOADS. FOR SHORT DURATION TRANSIENT LOADING, SUCH AS WIND OR SEISMIC FORCES, THE GIVEN VALUES MAY BE INCREASED BY ONE-THIRD.4. RESISTANCE TO LATERAL LOADS SHALL BE PROVIDED BY FRICTION AGAINST BASE OR BY PASSIVE EARTH PRESSURE. ALLOWABLE CO-EFFICIENT OF FRICTION SHALL BE 0.3 AND ALLOWABLE PASSIVE PRESSURE SHALL BE 100 PCF TO A MAXIMUM OF 1000 PCF.5. SITE PREPARATION BELOW THE PROPOSED STRUCTURE, ALL EXISTING FILL SHALL BE REMOVED TO COMPETENT ALLUVIUM AND REPLACED AS COMPACTED FILL. REMOVALS SHALL PROVIDE THE PROPOSED STRUCTURE WITH A MINIMUM OF THREE FEET BELOW BOTTOM OF PROPOSED FOOTINGS. THE REMOVALS SHALL BE MINIMUM OF FIVE FEET OUTSIDE OF THE PROPOSED PERIMETER FOOTPRINT OR AT A 1:1 PROJECTION, WHICHEVER IS GREATER. FOR ALL PROPOSED PAVED AREAS, ALL OLD FILL AND THE UPPER 1 TO 2 FEET OF THE ALLUVIUM SHALL BE REMOVED AND RECOMPACTED. EARTHWORK CAST-IN-PLACE CONCRETE 1. 2. 3. 4. 5. 6.7. 8. 9. 10. 11. 12. 13. 14. 15. 16. 17. 18.19. 20. 21. 22. 23. 24. 25. ALL CONCRETE WORK SHALL CONFORM TO THE AMERICAN CONCRETE INSTITUTEPUBLICATIONS: ACI 117, ACI 301, ACI 305.1, ACI 306.1, ACI 308.1, ACI 318 AND SP-066,UNO.CONCRETE MATERIALS SHALL CONFORM TO:CEMENT ASTM C150, TYPE I OR IIFLY ASH ASTM C618, TYPE C OR FFINE AND COARSE AGGREGATE ASTM C33LIGHTWEIGHT AGGREGATE ASTM C330WATERPOTABLEAIR-ENTRAINING ADMIXTURE ASTM C260WATER-REDUCING ADMIXTURE ASTM C494CONCRETE STRENGTHS SHALL CONFORM TO: DRYPACK SHALL BE 1:3-1/2 PORTLAND CEMENT TO SAND WITH A MINIMUM 28-DAYSTRENGTH OF 7000 PSI.CROSS REFERENCE ARCHITECTURAL AND STRUCTURAL DRAWINGS TO ASSUREPROPER DIMENSIONS AND PLACEMENT OF ALL ANCHOR BOLTS, INSERTS,NOTCHES, EDGES OF WALLS/GRADE BEAMS AND PIERS.UNO, ALL FOOTINGS SHALL BE CENTERED UNDER WALLS, PIERS OR COLUMNS.SANDBLAST ALL EXISTING CONCRETE SURFACES OLDER THAN 28 DAYS AGAINSTWHICH CONCRETE IS TO BE PLACED, UNLESS DIRECTED OTHERWISE IN WRITINGBY THE STRUCTURAL ENGINEER.PROVIDE SLEEVES FOR PLUMBING AND ELECTRICAL PENETRATIONS THROUGHCONCRETE BEFORE PLACING. SECURE SUCH SLEEVES TO PREVENT MOVEMENTDURING PLACING OPERATIONS. REFER TO MECHANICAL AND ELECTRICALDRAWINGS FOR LOCATIONS OF PENETRATIONS.CORE DRILLING CONCRETE IS NOT PERMITTED UNLESS NOTED OTHERWISE ORAPPROVED IN WRITING BY THE ARCHITECT. NOTIFY THE ARCHITECT IN ADVANCEOF CONDITIONS NOT SHOWN ON THE DRAWINGS.CONFIRM WITH ARCHITECT THAT MATERIALS TO BE EMBEDDED ARE SUITABLEFOR EMBEDMENT IN CONCRETE.THE OUTSIDE DIAMETER OF EMBEDDED CONDUIT OR PIPE SHALL NOT EXCEED 1/3OF THE STRUCTURAL SLAB THICKNESS, INCLUDING AT CROSS-OVERS, AND SHALLBE PLACED BETWEEN THE TOP AND BOTTOM REINFORCING WITH A MINIMUM 3”CLEAR COVER. CONDUIT OR PIPE RUNNING PARALLEL TO EACH OTHER SHALL BESPACED AT LEAST 8” APART AND NO MORE THAN 2 RUNS STACKED VERTICALLY INTHE SLAB. CONDUIT OR PIPE SHALL NOT BE EMBEDDED IN SLAB THICKNESSESLESS THAN 6 INCHES.DO NOT PLACE PIPES, DUCTS, REGLETS OR CHASES IN STRUCTURAL CONCRETEWITHOUT APPROVAL OF THE STRUCTURAL ENGINEER THROUGH THE ARCHITECT.NO ALUMINUM SHALL BE ALLOWED IN THE CONCRETE WORK UNLESS COATED TOPREVENT ALUMINUM-CONCRETE REACTION.PROJECTING CORNERS OF BEAMS, WALLS, COLUMNS, ETC., SHALL BE FORMEDWITH A 3/4 INCH CHAMFER, UNLESS NOTED OTHERWISE ON ARCHITECTURALDRAWINGS.SLOPE SLABS TO DRAINS OR FOR POSITIVE DRAINAGE IF NO DRAINS AREPRESENT, AND PROVIDE DEPRESSIONS WHERE SHOWN ON THE STRUCTURALAND/OR ARCHITECTURAL DRAWINGS, WITHOUT REDUCING THE THICKNESS OFSLAB INDICATED. FOR SLAB-ON-GRADE DEPRESSIONS GREATER THAN 1 INCH,REFER TO DETAILS FOR ADDITIONAL REINFORCING.INTERNALLY VIBRATE ALL CAST-IN-PLACE CONCRETE EXCEPT SLABS-ON-GRADEWHICH NEED ONLY BE VIBRATED AROUND UNDER FLOOR DUCTS AND OTHEREMBEDDED ITEMS. VIBRATE TOPS OF COLUMNS.PROVIDE VERTICAL CONTROL JOINTS IN EXPOSED CONCRETE WALLS AT AMINIMUM UNIFORM SPACING NOT TO EXCEED 25 FEET PER ACI 224.3. COORDINATEJOINT LOCATIONS WITH ARCHITECTURAL DRAWINGS.CONCRETE SHALL NOT BE PERMITTED TO DROP MORE THAN 5 FEET.CONCRETE SLABS SHALL BE CURED BY KEEPING CONTINUOUSLY WET FOR 7DAYS. FORMS FOR CONCRETE WALLS SHALL BE LEFT IN PLACE FOR 7 DAYS ORMAY BE STRIPPED AFTER 3 DAYS AND COATED WITH AN APPROVED CURINGCOMPOUND.NOTIFY THE ARCHITECT/STRUCTURAL ENGINEER 48 HOURS MINIMUM PRIOR TOALL POURS.THE DESIGN AND ENGINEERING OF FORMWORK, AS WELL AS ITS CONSTRUCTION,SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. FORMS SHALL BEDESIGNED TO HAVE SUFFICIENT STRENGTH TO SAFELY WITHSTAND THE LOADSRESULTING FROM PLACEMENT AND VIBRATION OF THE CONCRETE, AND SHALLALSO BE DESIGNED FOR SUFFICIENT RIGIDITY TO MAINTAIN SPECIFIEDTOLERANCES. CONTRACTOR SHALL SUBMIT DETAILED FORMWORK SHOPDRAWINGS TO THE ARCHITECT TO BE REVIEWED FOR GENERAL COMPLIANCEWITH THE DESIGN CONCEPT ONLY.NO CONCRETE SHALL BE PLACED ONTO OR AGAINST SUBGRADES CONTAININGFREE WATER, FROST, ICE OR SNOW.DURING WINTER CONSTRUCTION, ALL FOOTINGS SHALL BE PROTECTED FROMFROST PENETRATION UNTIL THE BUILDING IS ENCLOSED AND TEMPORARY HEAT ISPROVIDED.THE CONCRETE CONTRACTOR SHALL FURNISH MIX DESIGN SHOP DRAWINGS FORREVIEW.GENERAL CONTRACTOR TO PROVIDE SHOP DRAWINGS FOR SIZE, LOCATION ANDHEIGHT OF MECHANICAL EQUIPMENT PADS ON CONCRETE SLAB ON STEEL DECKAND SLAB-ON-GRADE. INTENDED USE 28-DAY STRENGTH(PSI)MAX W/CRATIO SLUMP FOUNDATIONS UNLESS NOTED OTHERWISE 3000 3000 0.45 0.45 1"-4" 1"-4" 6. 7. 8. 9. 10. 11. 12. 13.14. 15. 16. 17. ALL EXCAVATIONS SHALL BE PROPERLY AND SAFELY BACKFILLED. DO NOT PLACEBACKFILL BEHIND RETAINING/BASEMENT WALLS BEFORE CONCRETE HASATTAINED SPECIFIED COMPRESSIVE STRENGTH. CONTRACTOR SHALL BRACE ORPROTECT ALL WALLS BELOW GRADE FROM LATERAL LOADS UNTIL SUPPORTINGFLOORS ARE COMPLETELY IN PLACE AND HAVE ATTAINED 7-DAY STRENGTHMINIMUM. BACKFILLING IS NOT PERMITTED FOR FOUNDATION WALLS UNTILSUPPORTED SLAB TOP AND BOTTOM IS IN PLACE OR THE WALL IS ADEQUATELYBRACED TO RESIST LATERAL LOADS. CONTRACTOR SHALL PROVIDE FOR DESIGN,PERMITS, AND INSTALLATION OR SHORING AND/OR SHEETING.CONTRACTOR SHALL PROVIDE FOR DE-WATERING OF EXCAVATIONS FROMSURFACE WATER, GROUND WATER OR SEEPAGE. FREE GROUND WATER WAS NOTENCOUNTERED IN THE BORINGS. DETAILS OF GROUND WATER INFORMATION CANBE OBTAINED FROM THE ABOVE MENTIONED GEOTECHNICAL REPORT. IF GROUNDWATER SHOULD OCCUR DURING EXCAVATION, SPECIAL PROCEDURES SHALL BEIMPLEMENTED AS RECOMMENDED BY THE GEOTECHNICAL ENGINEER OF RECORD.CONTRACTOR SHALL PROVIDE FOR DESIGN AND INSTALLATION OF ALL CRIBBING,SHEETING AND SHORING REQUIRED TO SAFELY RETAIN EARTH BANKS ASREQUIRED.CONTRACTOR SHALL INVESTIGATE SITE DURING CLEARING AND EARTHWORKOPERATIONS FOR FILL MATERIAL OR BURIED STRUCTURES SUCH AS CESSPOOLS,CISTERNS AND FOUNDATIONS. IF ANY SUCH MATERIAL OR STRUCTURES AREFOUND, ARCHITECT SHALL BE NOTIFIED IMMEDIATELY. ALL ABANDONED FOOTINGS,UTILITIES AND OTHER STRUCTURES THAT INTERFERE WITH NEW CONSTRUCTIONSHALL BE REMOVED.EXTREME CARE SHALL BE EXERCISED WHEN EXCAVATING OR GRADING ADJACENTTO EXISTING STRUCTURES OR IMPROVEMENTS TO NOT DAMAGE OR UNDERMINEFOUNDATIONS, WALLS, SLABS, UTILITIES, ETC.ALL FOOTINGS SHALL BE PLACED ONTO FIRM UNDISTURBED SOIL OR CONTROLLEDCOMPACTED FILL, REMOVING ANY EXISTING FILL OR UNSUITABLE SOILS, ASRECOMMENDED BY THE GEOTECHNICAL REPORT. EXCAVATIONS FOR FOOTINGSSHALL BE INSPECTED AND APPROVED BY THE INSPECTION AGENCY PRIOR TOPLACING CONCRETE. CONTRACTOR SHALL NOTIFY INSPECTION AGENCY WHENEXCAVATION IS READY FOR TESTING. INSPECTION AGENCY TO SUBMIT LETTER OFCOMPLIANCE TO THE OWNER.FOOTING ELEVATIONS SHOWN DESIGNATE A MINIMUM DEPTH WHERE ANADEQUATE SOIL BEARING PRESSURE IS EXPECTED. FOOTINGS, PIERS AND/ORWALLS SHALL BE LOWERED OR EXTENDED AS REQUIRED TO REACH SOIL MEETINGTHE DESIGN BEARING PRESSURE.ALL REQUIRED AREA SHALL BE ACCORDING TO THE PROJECT GEOTECH REPORT.THE MOISTURE CONTENT OF ONSITE CLAYEY SOILS AT THE TIME OF COMPACTIONSHALL BE BETWEEN 2-3% ABOVE OPTIMUM MOISTURE CONTENT.ANY IMPORT FILL SOIL REQUIRED SHALL HAVE A LOW POTENTIAL FOR EXPANSIONAND SHALL BE APPROVED BY THE GEOTECHNICAL ENGINEER OF RECORD PRIORTO IMPORTING.ALL UNACCEPTABLE MATERIAL AND ORGANIC MATERIAL SHALL BE REMOVED FROMBELOW ALL PROPOSED SLABS-ON-GRADE. THE EXPOSED NATURAL SOIL SHALL BEPROOF-ROLLED AND THE COMPACTION VERIFIED BY AN INSPECTION AGENCYPRIOR TO PLACING FILL. AREAS EXHIBITING WEAKNESS SHALL BE REMOVED ANDREPLACED BY ACCEPTABLE COMPACTED FILL.ALL SITE WORK SHALL BE PERFORMED UNDER THE INSPECTION OF THE SPECIALINSPECTION AGENCY. VARIATIONS IN SITE CONDITIONS AND THE GEOTECHNICALREPORT SHALL BE REPORTED TO THE ARCHITECT/STRUCTURAL ENGINEER FORCLARIFICATIONS PRIOR TO PROCEEDING. MASONRY 1. 2. 3. 4. 5. 6. 7.8. 9. 10. a. b.c.d. CONCRETE BLOCKS SHALL BE OF SIZES SHOWN ON THE DRAWINGS, TYPE ANDCOLOR AS SELECTED BY THE ARCHITECT AND CONFORM TO ASTM C-90, GRADEN-1. BLOCK SHALL BE MEDIUM WEIGHT UNITS, F'M 2000 PSI.GROUT MIX SHALL BE 1:3:2 PORTLAND CEMENT TO SAND TO PEA GRAVEL WITH1/10 PART LIME PUTTY OR HYDRATED LIME, 2000 PSI.MORTAR (TYPE S) MIX SHALL BE 1:3 PORTLAND CEMENT TO SAND WITH NOT MORETHAN ONE-HALF NOR LESS THAN ONE-QUARTER PART LIME PUTTY WITHSUCONEM RED LABEL ADDED, TYPE S, 2000 PSI.ALL REINFORCING SHALL HAVE A MINIMUM COVERAGE OF ONE BAR DIAMETER (1"MIN.) OF GROUT AND VERTICAL BARS SHALL BE PLACED IN THE CENTER OF THEWALL UNLESS SHOWN OTHERWISE.GROUT CELLS SOLID IN ALL WALLS U.N.O. REINFORCING SHALL BE SECURELYHELD IN PLACE. GROUT IN 4'-0" MAXIMUM LIFTS. FOR HIGH LIFT GROUT SEE NOTESBELOW.NO PIPES OR DUCTS SHALL BE PLACED IN MASONRY UNLESS NOTED OR DETAILEDSPECIFICALLYCONTINUOUS INSPECTION OF BLOCK LAYING & GROUTING IS REQUIRED.BOLTS SHALL BE GROUTED SOLID WITH 1" MIN. GROUT BETWEEN BOLT ANDMASONRY AT BLOCK FACE.ALL CONCRETE TO RECEIVE MASONRY SHALL BE SANDBLASTED OR BUSHHAMMERED.HIGH LIFT GROUTING MAY BE EMPLOYED ONLY IF THE FOLLOWING STEPS ARETAKEN:OPEN THE FACE SHELL OF THE BOTTOM LINE AND BLOCK FOR EVERY CELL TOBE FILLED.CLEAN ALL MORTAR PROTRUDING INTO EACH CELL.CLEAN OUT DROPPINGS AND CLOSE THE CELL.LIMIT THE GROUT LIFT TO 8'-0" MAX. POWER ACTUATED FASTENERS 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. POWER ACTUATED FASTENING SYSTEMS SHALL BE INSTALLED IN NORMALWEIGHT AND LIGHTWEIGHT CONCRETE, MASONRY AND STEEL PER THEREQUIREMENTS OF THE ICC ESR FOR THE SPECIFIC FASTENER AND AS REQUIREDBY THE MANUFACTURER.WHEN INSTALLING POWDER ACTUATED FASTENERS IN EXISTING NON-PRESTRESSED REINFORCED CONCRETE, USE CARE AND CAUTION TO AVOIDHITTING THE EXISTING REINFORCING BARS. MAINTAIN A MINIMUM CLEARANCE OF1” BETWEEN THE REINFORCEMENT AND THE FASTENER.POWDER ACTUATED FASTENERS ARE NOT PERMITTED BY ASCE 7-16 SECTION13.4.5 FOR SEISMIC TENSION LOAD APPLICATIONS. POWDER ACTUATEDFASTENERS SHALL NOT BE USED TO CARRY SEISMIC TENSION LOADS, EXCEPTFOR VERTICAL SEISMIC LOAD PRODUCED BY SELF-WEIGHT OF THE COMPONENTSSUPPORTED, OR IN CRACKED CONCRETE UNLESS PREAPPROVED FOR SUCHLOADING BY THE ENFORCEMENT AGENCY.POWER ACTUATED FASTENERS MAY BE USED FOR SEISMIC SHEAR, WHEN THEYARE SPECIFICALLY LISTED FOR SERVICE IN RESISTING LATERAL LOADS IN AREASSUBJECT TO EARTHQUAKE.MINIMUM EDGE DISTANCE FOR POWER ACTUATED FASTENERS SHALL BE THELARGER OF THE VALUES GIVEN IN ASTM E1190 OR THE APPLICABLE ICC ESR.FASTENERS TO BE TESTED SHALL BE SELECTED AT RANDOM BY THE INSPECTIONAGENCY.TESTING OF POWER ACTUATED FASTENERS USED TO ATTACH TRACKS OFINTERIOR NON-SHEAR WALL PARTITIONS FOR SHEAR ONLY, WHERE THERE ARE ATLEAST THREE FASTENERS, IS NOT REQUIRED.IF ANY FASTENERS FAIL TESTING, TEST ALL FASTENERS OF THE SAME TYPE,INSTALLED BY THE SAME TRADE, NOT PREVIOUSLY TESTED UNTIL TWENTY (20)CONSECUTIVE FASTENERS PASS, THEN RESUME THE INITIAL TEST FREQUENCY.THE TEST LOAD MAY BE APPLIED BY ANY METHOD THAT WILL EFFECTIVELYMEASURE THE TENSION IN THE FASTENER, SUCH AS DIRECT PULL WITH AHYDRAULIC JACK, CALIBRATED SPRING LOADED DEVICES, ETC. POWDERACTUATED FASTENERS SHALL BE TENSION TESTED TO TWICE THE ALLOWABLETENSION LOAD AS LISTED IN THE ICC ESR.HILTI X-ENP-19 L15 SHOT PIN [ICC ESR-2776] CAN BE USED IN LIEU OF HILTI XU-0.157AND XU-0.145 SHOT PINS FOR CONNECTION TO STEEL APPLICATION, ATCONTRACTOR’S OPTION. GLUED-LAMINATED CONSTRUCTION 1. 2. 3. 4. 5. 6. 7.8. 9. 10. MATERIALS, MANUFACTURE AND QUALITY CONTROL SHALL BE IN CONFORMANCEWITH ANSI/AITC STANDARD A190.1, ASTM D3737 AND AITC 117.LUMBER FOR LAMINATING SHALL COMPLY WITH THE FOLLOWING:SIMPLE SPAN DF/DF 24F-V4CANTILEVERDF/DF 24F-V8THE MAXIMUM MOISTURE CONTENT OF THE WOOD AT THE TIME OF GLUING SHALLNOT EXCEED 16% FOR PROJECTS LOCATED IN COASTAL AREAS, 12% FORPROJECTS LOCATED IN INTERIOR VALLEYS, OR 10% FOR PROJECTS LOCATED INDESERT AREAS, WITH THE GEOGRAPHICAL AREAS AS DETERMINED BY THE CITYREPRESENTATIVE. MOISTURE CONTENT OF THE WOOD FOR MEMBERS EXPOSEDTO DIRECT SUNLIGHT IN THE FINISHED STRUCTURE SHALL NOT EXCEED 10% ATTHE TIME OF GLUING. THE MINIMUM MOISTURE CONTENT SHALL NOT BE LESSTHAN 7%. THE RANGE OF MOISTURE CONTENT OF LAMINATIONS ASSEMBLED INTOA SINGLE MEMBER SHALL NOT EXCEED 5% AT THE TIME OF GLUING.THOSE PORTIONS OF GLUED-LAMINATED TIMBERS WHICH FORM THE STRUCTURALSUPPORTS FOR THE BUILDING AND ARE EXPOSED TO WEATHER AND NOTPROPERLY PROTECTED BY A ROOF, EAVES, OVERHANGS OR SIMILAR COVERINGSHALL BE TREATED WITH AN APPROVED PRESERVATIVE.ADHESIVES SHALL MEET THE REQUIREMENTS OF ASTM D2559 FOR WETCONDITION OF SERVICE. TEMPERATURE OF LUMBER IN SERVICE SHALL NOTEXCEED 150°F.A COAT OF END SEALER SHALL BE APPLIED TO THE ENDS OF ALL MEMBERS ASSOON AS PRACTICABLE AFTER END TRIMMING. SURFACES OF THE MEMBERSSHALL BE SEALED WITH A PENETRATING SEALER.MEMBERS SHALL BE BUNDLE WRAPPED.EACH MEMBER SHALL BE STAMPED WITH A QUALITY MARK AND AN IDENTIFYINGMARK INDICATING SPECIES OF LUMBER, GRADE, TYPE OF GLUE, EXTREMES OFMOISTURE CONTENT AND COMBINATION SYMBOL INDICATING CONFORMANCEWITH THE ABOVE NOTED PRODUCT STANDARD.ALL GLUED-LAMINATED TIMBER SHALL BE CONTINUOUSLY INSPECTED DURINGFABRICATION BY A GLUE FABRICATION INSPECTOR SPECIALLY APPROVED FORTHAT PURPOSE BY THE STRUCTURAL ENGINEER. INSTALLATION OF ALL TIMBERCONNECTORS SHALL ALSO BE INSPECTED BY A QUALIFIED INSPECTOR APPROVEDBY THE STRUCTURAL ENGINEER.SHOP DRAWINGS SHALL BE SUBMITTED FOR REVIEW BY THE SEOR PRIOR TOFABRICATION. NOTE:A CAL-OSHA PERMIT IS REQUIRED FOR EXCAVATIONS DEEPER THAN 5'-0" FOR SHORING ANDUNDERPINNING. 2.5,3 (WOOD SHEAR WALL, STEEL OMF)(PER FOOTNOTE B OF TABLE 12.2.1 ASCE 7-16) REDUNDANCY FACTOR 1.3 7.DESIGN LOADSROOF:DEAD LOAD 15 PSFLIVE LOAD 20 PSF CONTRACTORS RESPONSIBILITY CONTRACTOR RESPONSIBLE FOR THE CONSTRUCTION OF A WIND OR SEISMIC FORCERESISTING/COMPONENT LISTED IN THE "STATEMENT OF SPECIAL INSPECTION" SHALLSUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING INSPECTORS ANDTHE OWNER PRIOR TO COMMENCEMENT OF WORK ON SUCH SYSTEM OR COMPONENT. DRAWING SHEET NAME SCALE   The Architect retains all copyrights, all commonlaw, statutory and other reserved rights for alldrawings, specifications and documents preparedby the designer. These drawings, specificationsand documents are for use solely with respect tothe project. They are not to be used by the Owner,Contractor, any Sub-Contractor, or material orequipment supplier on any other project, or foradditions to this project, without the specific writtenconsent of the designer. NOTES STAMP: REV # DATE DESCRIPTION 878 W. 6TH STREETSAN PEDRO, CA 90731845 271 9324DANIELLE@STUDIOBNDL.COM BNDL ARCHITECTURE, INC.   ALL DIMENSIONS ARE APPROXIMATE ANDSHALL BE VERIFIED IN FIELD BY THECONTRACTOR. BNDL AND/OR ITS PRINCIPALS AND EMPLOYEES WAIVES ANY AND ALLLIABILITY OR RESPONSIBILITY FOR PROBLEMS THAT MAY OCCURWHEN THESE PLANS, DRAWINGS, SPECIFICATIONS, AND/OR DESIGNSARE FOLLOWED WITHOUT THE ARCHITECT'S GUIDANCE WITHAMBIGUITIES, OR CONFLICTS WHICH ARE ALLEGED. THE PLANS,DRAWINGS, SPECIFICATIONS, AND/OR DESIGNS REPRESENTEDHEREIN ARE FOR THE USE SOLELY WITH RESPECT TO THIS PROJECT AS INDICATED 1245 BLUEGUMADDITION OWNER S001 GENERAL NOTES 32 WOOD 1.A. B. C. D. E. 2.A. B. C. D.E.F. G. H. I. SHEATHINGSHALL CONFORM TO:SHEAR WALL SHEATHING SEE SHEAR WALL SCHEDULEWALL SHEATHING 1/2" THICK U.N.OREFER TO TYPICAL DETAILS AND WALL SCHEDULES FOR FASTENINGREQUIREMENTS. WHERE NOT NOTED, PROVIDE 6d NAILS AT 6 ” OC ALONG ALLEDGES AND AT 12” OC AT INTERMEDIATE SUPPORTS.ALL SHEATHING WHICH IS EXPOSED TO OUTDOOR APPLICATIONS SHALL BEEXTERIOR TYPE. SHEATHING EXPOSED TO WEATHER ONLY DURINGCONSTRUCTION SHALL BE EXPOSURE 1. ALL WOOD STRUCTURAL PANELS SHALLCONFORM TO 2303.1.4 AND WHEN USED IN HORIZONTAL DIAPHRAGM ANDVERTICAL SHEAR WALLS SHALL BE FIVE-PLY MINIMUM.FLOOR SHEATHING SHALL BE GLUED TO ALL SUPPORTING MEMBERS WITH ANELASTOMERIC ADHESIVE CONFORMING TO ASTM D3498.WHERE ORIENTED STRAND BOARD SHEATHING IS USED HORIZONTALLY, REMOVEAND REPLACE IF SHEATHING REMAINS WET FOR EXTENDED PERIODS OF TIMEWHEREBY REDUCING THE STIFFNESS.DIMENSIONAL LUMBERFRAMING SHALL BE DOUGLAS FIR (LARCH) AND CONFORM TO THE FOLLOWINGSTRENGTHS:BEARING/EXTERIOR WALL STUDS #1 OR BETTERJOISTS & BEAMS #1 OR BETTERPOSTS & LUMBER #1 OR BETTERCOMPLY WITH ANSI/AWC NATIONAL DESIGN SPECIFICATION (NDS) FOR WOODCONSTRUCTION.ALL LUMBER STRESSES SHOWN ABOVE ARE FOR VISUALLY STRESS-RATEDLUMBER USED AT 19% MAXIMUM MOISTURE CONTENT, SINGLE MEMBER USE. ALLLUMBER SHALL BE GRADE MARKED.PROVIDE A MINIMUM OF 3” OF BEARING.DOUBLE UP FLOOR JOISTS UNDER ALL PARTITIONS.PROVIDE METAL OR 1x3 WOOD CROSS BRACING AT 8 FT ON CENTER WHEN JOISTDEPTH-TO-THICKNESS RATIO EXCEEDS 6:1.PROVIDE 2x SOLID BLOCKING AT JOIST SUPPORTS EXCEPT WHERE THE JOISTENDS ARE SUPPORTED BY JOIST HANGERS.ADD JOISTS WHEN CONCENTRATED LOAD EXCEEDS 100 LBS, MAXIMUMCONCENTRATED LOAD.OPENINGS NOT IDENTIFIED ARE TO BE TREATED AS FOLLOWS:1) WHERE OPENING FITS BETWEEN JOISTS, FRAME WITH LUMBER EQUALINGTHE NOMINAL DIMENSIONS OF THE EXISTING JOISTS.2) WHERE OPENING CUTS ONE JOIST, FRAME WITH LUMBER EQUALING THENOMINAL DIMENSIONS OF THE EXISTING JOISTS. USE THIS FRAMING AS AHEADER FOR THE INTERRUPTED JOIST. FOR EACH JOIST BYPASSING THEOPENING, CUT AND SISTER A NEW JOIST. USE 1/2 ”ø LAG SCREWS AT 12” OC TOSISTER JOISTS TOGETHER. PENETRATIONS WHERE MORE THAN ONE JOIST ISCUT TO BE REVIEWED BY SEOR. 3.A. B. FASTENINGALL NAILS SHALL BE COMMON WIRE NAILS. AT ALL EXPOSED NAILING TOWEATHER, (IE-DECKING & SIDING), USE HOT-DIPPED GALVANIZED NAILS. USE OFPLASTIC COATED OR CASING NAILS IS NOT ALLOWED. NAIL DESIGNATIONS SHALLMEET THE FOLLOWING LENGTHS AND DIAMETERS:6d 2" x 0.113"12d 3 1/4" x 0.148"8d 2 1/2" x 0.131"16d 3 1/2" x 0.162"10d 3" x 0.148"20d 4" x 0.192"THE NUMBER AND SIZE OF NAILS CONNECTING WOOD MEMBERS SHALL NOT BELESS THAN THE FOLLOWING: CONNECTION JOIST TO SILL, TOP PLATE OR GIRDERBRIDGING OR BLOCKING BETWEEN JOISTSOR TRUSSES NOT AT WALL TOP PLATE FASTENING (3) 8d TOENAILS SILL PLATE TO JOIST, RIM JOIST OR BLOCKINGTOP PLATE TO 2x STUD AND STUD TO SILL PLATE TOP PLATE TO 3x STUD AND STUD TO SILL PLATE 2x STUD TO TOP OR SILL PLATE (2) 8d TOENAILS, EACH ENDOR (2) 16d END NAILS 16d @ 16" OC, FACE NAIL(2) 16d END NAILS (3) 16d END NAILS (4) 8d TOENAILS OR(2) 16d END NAILS 3x STUD TO SOLE PLATE (6) 8d TOENAILS OR(3) 16d END NAILS STUD TO STUD 16d @ 24" OC, FACE NAILDOUBLE TOP PLATES 16d @ 16" OC, FACE NAILDOUBLE TOP PLATES, LAP SPLICE (12) 16d EACH SIDE OF SPLICE BLOCKING BETWEEN JOISTS OR RAFTERS TO TOP PLATE (3) 8d TOENAILS RIM JOIST TO TOP PLATE OR FRAMING BELOW 8d @ 6" OC, TOENAIL JOIST TO RIM JOIST (3) 16d END NAILS TOP PLATE LAPS AT CORNERS AND INTERSECTIONS (2) 16d, FACE NAILBUILT-UP HEADER 16d @ 16" OC ALONG EACH EDGECEILING JOIST TO TOP PLATE (3) 8d TOENAILSCONTINUOUS HEADER TO STUD (4) 8d, TOENAILCEILING JOIST, LAPS OVER PARTITIONS (3) 16d FACE NAILS CEILING JOISTS TO PARALLEL RAFTERS REFER TO TABLE 2308.7.3.1 RAFTER OR ROOF TRUSS TO PLATE (3) 10d TOENAILS BUILT-UP CORNER STUDS 16d @ 24" OC BUILT-UP GIRDERS AND BEAMS, 2x LUMBER LAYERS 20d FACE NAILS @ 32" OC ALONGTOP AND BOTTOM, STAGGEREDOPPOSITE SIDES, AND (2) 20d ATENDS AND AT EACH SPLICE FLAT BLOCKING TO TRUSS AND WEB FILLER 16d @ 16" OC, FACE NAIL MULTI-PLY LAMINATED VENEER LUMBER (LVL)PER MANUF RECOMMENDATIONS WOOD C. D. E. F. G. H. I. PILOT HOLES SHALL BE PROVIDED FOR ALL NAILS 20d AND LARGER. PILOT HOLESSHALL HAVE A DIAMETER OF APPROXIMATELY 75% OF THE NAIL SHANK DIAMETER.USE OF MACHINE NAILING IS SUBJECT TO A SATISFACTORY JOBSITEDEMONSTRATION AND THE APPROVAL OF THE ARCHITECT/STRUCTURALENGINEER AND IS SUBJECT TO CONTINUED SATISFACTORY PERFORMANCE.MACHINE NAILING IS NOT ALLOWED FOR 5/16 ” SHEATHING. IF THE NAIL HEADSPENETRATE MORE THAN WOULD BE NORMAL FOR A HANDHELD HAMMER, OR IFMINIMUM ALLOWABLE EDGE DISTANCES ARE NOT MAINTAINED, THEPERFORMANCE WILL BE DEEMED UNSATISFACTORY AND MACHINE NAILING WILLBE DISCONTINUED.ALL BOLTED WOOD CONNECTIONS SHALL BE MADE WITH BOLTS CONFORMING TOTHE REQUIREMENTS OF ANSI/ASME B18.2.6. BOLT HOLES SHALL BE 1/32 ” TO 1/16”LARGER THAN THE BOLT. FORCIBLE DRIVING OF BOLTS IS NOT ALLOWED.RETIGHTEN ALL BOLTS BEFORE CLOSING-IN.USE STANDARD CUT WASHERS BETWEEN THE BOLT HEADS, BOLT NUTS AND LAGSCREW HEADS AND WOOD FRAMING.ALL WOOD CONNECTIONS MADE WITH LAG SCREWS SHALL BE MADE WITHSCREWS CONFORMING TO THE REQUIREMENTS OF ANSI/ASME B18.2.6. LEADHOLES FOR THE SHANK SHALL HAVE THE SAME DIAMETER AS THE SHANK ANDTHE SAME DEPTH AS THE LENGTH OF UNTHREADED SHANK. THE LEAD HOLE FORTHE THREADED PORTION SHALL HAVE A DIAMETER EQUAL TO 60-75% OF THETHREADED PORTION.METAL FRAMING CONNECTORS NOTED ON THE DRAWINGS USE SIMPSONSTRONG-TIE AS BASIS OF DESIGN, UNLESS NOTED OTHERWISE. SUBSTITUTIONSOF ALTERNATE CONNECTOR MANUFACTURERS WILL BE ACCEPTABLE AS LONG ASLOAD CAPACITIES ARE MET OR EXCEEDED AND ARE SUBSTANTIATED BY AN ICCREPORT.WHERE THERE ARE CONNECTOR NAILING ALTERNATIVES LISTED IN THEMANUFACTURER’S CATALOG, THE NAILING PROVIDING THE HIGHEST LOADCAPACITY SHALL BE USED. 4.A. B. C. D. E. F. G. H. I.J. K. L. M. N. O. GENERAL CONSTRUCTION REQUIREMENTS:FRAMING PLANS INDICATE GENERAL LAYOUT AND DIMENSIONAL CONTROL ONLY.REFER TO SHOP DRAWINGS FOR ENGINEERING AND ERECTION.SILL PLATES SHALL HAVE 1/2”ø ANCHOR BOLTS WITH 7 ” EMBEDMENT SPACED NOTMORE THAN 6’-0” ON CENTER, UNO. EACH PIECE SHALL HAVE 2 BOLTS MINIMUMAND HAVE AN ANCHOR LOCATED 4 ” MINIMUM AND 12” MAXIMUM FROM THE END.PLATE WASHERS SHALL BE A MINIMUM OF 3/16 ” THICK x 3”.WHERE MULTIPLE JOISTS OR HEADERS OCCUR, THERE SHALL BE A SHOULDERSTUD FOR EACH PLY (IE - PROVIDE DOUBLE STUDS UNDER DOUBLE JOISTS).SOLID-SAWN LUMBER BEAMS, RAFTERS AND JOISTS SHALL HAVE LATERALSUPPORT PREVENTING ROTATION OR DISPLACEMENT AS FOLLOWS BASED UPONSPAN-TO-DEPTH RATIOS:1) 2:1, NO LATERAL SUPPORT IS REQUIRED;2) 3:1 OR 4:1, THE ENDS SHALL BE HELD IN POSITION BY FULL-DEPTHBLOCKING, BRIDGING, NAILING OR BOLTING TO OTHER FRAMING MEMBERS;3) 5:1, ONE EDGE SHALL BE HELD IN LINE FOR ITS ENTIRE LENGTH;4) 6:1, FULL-DEPTH BLOCKING, BRIDGING OR CROSS BRACING SHALL BEINSTALLED AT INTERVALS NOT EXCEEDING 8 FT UNLESS BOTH EDGES AREHELD IN LINE;5) 7:1, BOTH EDGES SHALL BE HELD IN LINE FOR THE ENTIRE LENGTH.ALL LUMBER, UNLESS NOTED, SHALL BE MILL SIZED AND SURFACED ON FOURSIDES AND SHALL BE STRAIGHT STOCK, FREE FROM WARP OR CUP AND SINGLELENGTH PIECES.ALL ROUGH CARPENTRY SHALL PRODUCE JOINTS TRUE, TIGHT AND WELL NAILEDWITH MEMBERS ASSEMBLED IN ACCORDANCE WITH THE DRAWINGS AND ALLPERTINENT BUILDING CODES. THE SHIMMING OF SILLS, JOISTS, SHORT STUDS,TRIMMERS, HEADERS OR OTHER FRAMING MEMBERS SHALL NOT BE PERMITTED.ALL WALLS AND PARTITIONS SHALL BE STRAIGHT, PLUMB AND ACCURATELYLOCATED. CAREFULLY SELECT ALL STRUCTURAL MEMBERS SO KNOTS ANDOBVIOUS MINOR DEFECTS WILL NOT INTERFERE WITH MAKING SOUNDCONNECTIONS.INSTALL ALL BLOCKING AS REQUIRED TO SUPPORT ALL ITEMS OF FINISH SUCH ASBULKHEADS AND DOOR BUCKS. PROVIDE FIREBLOCKING TO CUT OFF ALLCONCEALED DRAFT OPENINGS, BOTH VERTICAL AND HORIZONTAL, BETWEENCEILING AND FLOOR AREAS. VERIFY ALL REQUIRED BLOCKING WITHARCHITECTURAL DRAWINGS AND LOCAL BUILDING OFFICIAL.ALL LUMBER AND PRODUCTS SHALL BE HANDLED AND STORED TO PREVENTMARRING AND MOISTURE ABSORPTION FROM RAIN. NO DIRECT CONTACT WITHTHE GROUND IS PERMITTED.ALL LUMBER EXPOSED TO WEATHER SHALL BE TREATED WOOD.PROTECTION AGAINST DECAY AND TERMITES:1) PLATES, SILLS AND SLEEPERS - WHEN IN DIRECT CONTACT WITH CONCRETEOR MASONRY, SHALL BE TREATED WOOD. BOTTOM OF SILLS AT EXTERIORWALLS SHALL NOT BE LESS THAN 6 ” ABOVE OUTSIDE GRADE EXCEPT WHEREGRADE IS PAVED OVER FOR 18 ” MINIMUM WIDTH AND DRAINING AWAY FROMTHE BUILDING. FOR THAT CONDITION, SILL MAY BE 2 ” ABOVE.2) COLUMNS AND POSTS - IN AREAS EXPOSED TO WATER SPLASH ANDEXTERIOR CONDITIONS, COLUMN/POST SHALL BE SUPPORTED BY A METALCONNECTOR AND BE TREATED UNLESS BASE IS LIFTED 2 ” ABOVE THECONCRETE SLAB.3) STRUCTURAL SUPPORTS OF BALCONIES, PORCHES OR SIMILARAPPURTENANCES - WHEN MEMBERS ARE EXPOSED TO THE WEATHERWITHOUT ADEQUATE ROOF PROTECTION PREVENTING WATERACCUMULATION, THEY SHALL BE TREATED WOOD.4) MOISTURE CONTENT - WHEN WOOD IS PRESSURE TREATED WITH AWATERBORNE PRESERVATIVE AND LOCATED IN ENCLOSED SPACES WHEREDRYING IN SERVICE CANNOT READILY OCCUR, SUCH WOOD SHALL BE AT AMOISTURE CONTENT OF 19% OR LESS BEFORE BEING COVERED.UNLESS SPECIFICALLY SHOWN ON THESE PLANS, NO STRUCTURAL MEMBERSHALL BE CUT, NEITHER DRILLED NOR NOTCHED, WITHOUT WRITTEN APPROVALFROM THE STRUCTURAL ENGINEER.1) AT NON-BEARING STUDS: A HOLE NOT GREATER THAN 40% OF THE STUDWIDTH MAY BE BORED. BORED HOLES NOT GREATER THAN 60% OF THE STUDWIDTH ARE PERMITTED WHERE EACH BORED STUD IS DOUBLED, PROVIDEDNOT MORE THAN TWO SUCH SUCCESSIVE DOUBLE STUDS ARE SO BORED. INNO CASE SHALL THE EDGE OF THE BORE HOLE BE NEARER THAN 5/8 ” TO THESTUD EDGE. BORE HOLES SHALL NOT BE LOCATED AT THE SAME SECTION IFCUT OR NOTCHED.ALL FRAMING APPLICABLE STANDARDS OR GRADING RULES SPECIFIED SHALL BESO IDENTIFIED BY THE GRADE MARK OR A CERTIFICATE OF INSPECTION BY ANAPPROVED AGENCY. ALL LUMBER AND PLYWOOD REQUIRED TO BE TREATEDWOOD SHALL BE IDENTIFIED BY THE QUALITY MARK OF AN APPROVED INSPECTIONAGENCY WHICH MAINTAINS CONTINUED SUPERVISION, TESTING AND INSPECTIONOVER THE QUALITY OF THE PRODUCT.WALL STUD CONSTRUCTION IS DESIGNED TO BE BRACED BY THE WALLSHEATHING (WOOD STRUCTURAL PANEL OR GYPSUM BOARD). CONTRACTOR TOPROVIDE TEMPORARY BRACING, AS REQUIRED, UNTIL SHEATHING IS INSTALLED.STRUCTURAL HEADERS OR OTHER STRUCTURAL COMPONENTS MAY BESUBSTITUTED UPON APPROVAL OF THE STRUCTURAL ENGINEER. SUPPLIER SHALLPROVIDE SEALED DESIGN CALCULATIONS FOR THE COMPONENTS.CONTRACTOR SHALL SUBMIT A COMPLETE SET OF SHOP DRAWINGS PREPAREDBY THE FABRICATOR/MANUFACTURER FOR REVIEW AND APPROVAL BY THEARCHITECT AND STRUCTURAL ENGINEER. STRUCTURAL STEEL 1. A. B. STRUCTURAL STEEL SHALL CONFORM TO ASTM SPECIFICATIONS AS NOTED BELOWAND TO THE AISC SPECIFICATIONS FOR FABRICATION AND ERECTION:ALL WIDE FLANGE COLUMNS, WIDE FLANGE SHAPES W12 AND LARGER (U.N.O.):A-992, GRADE 50ALL WIDE FLANGE BEAMS W10 AND SMALLER, ANGLES, CHANNELS ANDMISCELLANEOUS: A-36.C. HSS TUBE SECTIONS:A-500, GRADE B OR C. (Fy = 46 KSI) E. BASE PLATES AND CONNECTION A-572, GRADE 50. 2. ALL WELDING SHALL CONFORM TO THE SPECIFICATIONS OF THE AMERICANWELDING SOCIETY AND SHALL BE PERFORMED BY CERTIFIED WELDERS USING E70XXELECTRODES (U.N.O.) AND THE ELECTRIC ARC PROCESS. SUBMIT WELDING PROCEDURESPECIFICATIONS FOR APPROVAL PRIOR TO FABRICATION.3. WELD LENGTHS CALLED FOR ON THE PLANS ARE THE NET EFFECTIVE LENGTHREQUIRED. WHERE FILLET WELD SYMBOL IS GIVEN WITHOUT INDICATION OF SIZE, USEMINIMUM SIZE WELDS AS SPECIFIED IN AISC MANUAL OF STEEL CONSTRUCTION,TABLE J.2.4.4. ALL STEEL EXPOSED TO WEATHER SHALL BE HOT-DIPPED GALVANIZED AFTERFABRICATION. ABRADED AREAS TO BE TOUCHED UP WITH GALVALOY. ALL TUBESAND/OR PIPES SHALL HAVE WELDED CAP PLATES TO SEAL EXPOSED ENDS. INTERIORSTEEL TO BE SHOP PRIME PAINTED.5. HIGH STRENGTH BOLTS (H.S.B.) SHALL CONFORM TO ASTM A-325SC STANDARDSPECIFICATIONS TYPICALLY UNLESS NOTED OTHERWISE. OTHER BOLTS, AS NOTED,SHALL CONFORM TO ASTM A-307. ANCHOR ROD MATERIAL SHALL CONFORM TO ASTMF1554 GRADE 105.6. ALL STRUCTURAL STEEL SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECTFOR APPROVAL PRIOR TO FABRICATION.7. ALL FIELD WELDING, EXCEPT MINOR OR TACK WELDING, SHALL BE CONTINUOUSLYINSPECTED BY AN APPROVED WELDING INSPECTOR AND CONFORM TO WELDINGREQUIREMENTS AS PER AWS D1.1: 2025.8. WELD FILLER METAL SHALL HAVE A NOTCH TOUGHNESS OF 20 FT. LBS. AT -20F. E70 T4 SHALL NOT BE USED IN THIS PROJECT.9. PROVIDE ONE SHOP COAT OF PAINT ON ALL STRUCTURAL STEEL NOT COVEREDWITH CONCRETE, FIREPROOFING, MASONRY OR AT CONTACT SURFACES AT HIGHSTRENGTH BOLTS.10. AT MOMENT CONNECTIONS: HIGH STRENGTH BOLTS SHALL BE FULLY TIGHTENEDAFTER WELDING IS DONE AND WELDED CONNECTIONS SHALL BE INSPECTED BY NON-DESTRUCTIVE METHODS SUCH AS X-RAY, ULTRASONIC OR OTHERWISE. CHECK FORLAMELLAR TEARING.11. ALL COMPLETE PENETRATION GROOVE WELDS SHALL BE TESTED 100%. ALL C.P.WELD JOINTS WITH MEMBERS OF DIFFERENT THICKNESS OR WIDTHS SHALL BETRANSITIONED PER AWS D1.1, U.N.O.12. HIGH STRENGTH BOLTING SHALL BE CONTINUOUSLY INSPECTED BY AN APPROVEDINSPECTOR.13. ALL ARCHITECTURALLY EXPOSED STRUCUTURAL STEEL (AESS) SHALL COMPLY WITHAISC SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS AND BRIDGES, SECTION 10,AND TO AISC AESS SUPPLEMENT TO MODERN STEEL CONSTRUCTION, MAY 2003, FORGUIDANCE FOR SPECIFYING AESS.14. HSS SPLICES SHOULD BE FULL PENETRATION TYP.-U.N.O. STRUCTURAL ABBREVIATION KEY #@ °Ø-3"ABOVEA.B.AHUARCHBELOWB.O.bfBFBLKGBMB.N.B.O.F.BOTTBPBTWNCFSFCLRCLCMUCOLCONCCONTC.P.DIADIMDLDETDWGDWLEAEFELELECELEVE.N.EODEOSEQEQUIPEW(E)EXPEXTf 'cFDNFINFLRF.N.F.O.S.F.O.W.FRMGFTFTGFyGAGALVGBHIHORIZHSBININTJTK, KIPKSPLBLLLLHLLVLSHLSVLOLONGLT WTM.B.MAXMECHMANUFMINMTLN(N)NICNTSOCOHOPNGPCPCFP.H.PLPLFPLYWDP.P.PSFPSIPTDFRREINFREQDRTUSCSCBFSCHEDSEP'NSIMSHTGSLSLRSSOGSPSPECSQSTIFFSTLSUPPTSYMT&BT.O.T.O.S.T.O.W.TCTEMPtfTHKTRANSTYPUNOVERTVIFVWAW/WPWTWWR NUMBER OR POUNDSATDEGREEDIAMETERSLAB DEPRESSIONABVANCHOR BOLTAIR-HANDLING UNITARCHITECT, -URE, -URALBELBOTTOM OFBEAM FLANGE WIDTHBRACE FRAMEBLOCKINGBEAMBOUNDARY NAILINGBOTTOM OF FOOTINGBOTTOMBASE PLATEBETWEENCOLD FORM STEEL FRAMINGCLEARCENTERLINECONCRETE MASONRY UNITCOLUMNCONCRETECONTINUOUSCOMPLETE JOINT PENETRATION WELDDIAMETERDIMENSIONDEAD LOADDETAILDRAWINGDOWELEACHEACH FACEELEVATIONELECTRICALELEVATOREDGE NAILINGEDGE OF DECKEDGE OF SLABEQUALEQUIPMENTEACH WAYEXISTINGEXPANSIONEXTERIORCONCRETE COMPRESSIVE STRENGTHFOUNDATIONFINISH, -EDFLOORFIELD NAILINGFACE OF STUDFACE OF WALLFRAMINGFOOTFOOTINGYIELD STRESSGAGE OR GAUGEGALVANIZEDGRADE BEAMHIGHHORIZONTALHIGH STRENGTH BOLTINCHINTERIORJOINTKILOPOUND (1,000 POUNDS)KIPS PER SQUARE FOOTPOUNDLIVE LOADLONG LEG HORIZONTALLONG LEG VERTICALLONG SIDE HORIZONTALLONG SIDE VERTICALLOWLONGITUDINALLIGHTWEIGHTMACHINE BOLTMAXIMUMMECHANICALMANUFACTURERMINIMUMMETALNORTHNEWNOT IN CONTRACTNOT TO SCALEON CENTEROPPOSITE HANDOPENINGPIECEPOUNDS PER CUBIC FOOTPENTHOUSEPLATEPOUNDS PER LINEAR FOOTPLYWOODPARTIAL JOINT PENETRATION WELDPOUNDS PER SQUARE FOOTPOUNDS PER SQUARE INCHPRESSURE TREATED DOUGLAS FIRRADIUSREINFORCING, -MENT, -EDREQUIREDROOF TOP UNITTC WITH CLASS A FAYING SURFACESPECIAL CONCENTRIC BRACE FRAMESCHEDULESEPARATIONSIMILARSHEATHINGSNOW LOADSEISMIC LOAD RESISTING SYSTEMSLAB ON GRADESPACE(S)SPECIFICATION(S)SQUARESTIFFENERSTEELSUPPORTSYMMETRICALTOP AND BOTTOMTOP OFTOP OF STEELTOP OF WALLPRE-TENSIONED BOLTTEMPERATUREBEAM FLANGE THICKNESSTHICKTRANSVERSETYPICALUNLESS NOTED OTHERWISEVERTICALVERIFY IN FIELDVERIFY WITH ARCHITECTURAL DRAWINGSWITHWORK POINTWEIGHTWELDED WIRE REINFORCING ABBR: DESCRIPTION: D. PIPE SECTION:ASTM A-53, GRADE B (35 KSI). 1. CONTRACTORS RESPONSIBLE FOR THE CONSTRUCTION OF A WIND OR SEISMIC FORCERESISTING SYSTEM/COMPONENT LISTED IN THE STATEMENT OF SPECIAL INSPECTIONSHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE LADBS INSPECTORSAND THE OWNER PRIOR TO THE COMMENCEMENT OF WORK ON SUCH SYSTEM ORCOMPONENT. (1704.4)2. CONTINUOUS SPECIAL INSPECTION BY A REGISTERED DEPUTY INSPECTOR IS REQUIREDFOR FIELD WELDING, POST-INSTALLED ADHESIVE ANCHORS INSTALLED HORIZONTALLYOR UPWARDLY INCLINED TO RESIST SUSTAINED TENSION LOADS, SHOTCRETEPLACEMENT, CONCRETE STRENGTH F=C > 2500 PSI, SPRAYED-ON FIREPROOFING,ENGINEERED MASONRY, HIGH-LIFT GROUTING, , HIGH LOAD DIAPHRAGMS AND SPECIALMOMENT-RESISTING CONCRETE FRAMES, AND HELICAL PILE FOUNDATIONS. (1705 &CHAPTERS 19, 21, AND 22)3. FOUNDATION SILLS SHALL BE NATURALLY DURABLE OR PRESERVATIVE-TREATEDWOOD. (2304.12.1.4)4. FIELD WELDING TO BE DONE BY WELDERS CERTIFIED BY THE LADBS FOR (STRUCTURALSTEEL)(REINFORCING STEEL)(LIGHT GAUGE STEEL). CONTINUOUS INSPECTION BY ADEPUTY INSPECTOR IS REQUIRED.5. SHOP WELDS MUST BE PERFORMED IN A LADBS LICENSED FABRICATORS SHOP.6. GLUED-LAMINATED TIMBERS MUST BE FABRICATED IN A LADBS LICENSED SHOP.IDENTIFY GRADE SYMBOL AND LAMINATION SPECIES PER 2018 NDS SUPPLEMENT TABLE5A.7. PROVIDE LEAD HOLE 40% - 70% OF THREADED SHANK DIAMETER AND FULL DIAMETERFOR SMOOTH SHANK PORTION.8. PERIODIC SPECIAL INSPECTION IS REQUIRED FOR WOOD SHEAR WALLS, SHEARPANELS, AND DIAPHRAGMS, INCLUDING NAILING, BOLTING, ANCHORING, AND OTHERFASTENING TO COMPONENTS OF THE SEISMIC FORCE RESISTING SYSTEM. SPECIALINSPECTION BY A DEPUTY INSPECTOR IS REQUIRED WHERE THE FASTENER SPACINGOF THE SHEATHING IS 4 INCHES ON CENTER OR LESS. (1705.12.110.)9. IF ADVERSE SOIL CONDITION IS ENCOUNTERED, A SOIL INVESTIGATION REPORT MAY BEREQUIRED. NOTES: REINFORCING 1. REINFORCING STEEL SHALL BE PLACED IN ACCORDANCE TO AMERICANCONCRETE INSTITUTE 318 "BUILDING CODE REQUIREMENTSFOR STRUCTURAL CONCRETE AND CONCRETE REINFORCINGSTEEL INSTITUTE (CRSI) "MANUAL OF STANDARD PRACTICE" 2. CONCRETE REINFORCING STEEL SHALL BE HIGH STRENGTH NEWBILLET STEEL CONFORMING TO THE FOLLOWING STANDARDS: DEFORMED BARS*ELEVATED SLAB/BEAMS*WELDED WIRE REINFORCINGEPOXY-COATED BARSGALVANIZED-COATED BARSSTEEL WIRE ASTM A615, GR60 Fy=60 KSIASTM A615, GR 60 Fy=60 KSIASTM A1064 Fy=65 KSIASTM A775 Fy=60 KSIASTM A767 Fy=60 KSIASTM A1064 Fy=60 KSI *BARS TO BE WELDED SHALL CONFORM TO LOW ALLOY ASTM A706 3.MINIMUM CONCRETE COVER SHALL BE PROVIDED AS FOLLOWS TOTHE OUTERMOST REINFORCING BARS:CAST AGAINST AND PERMANENTLY IN CONTACT WITH GROUND 3"EXPOSED TO WEATHER OR IN CONTACT WITH GROUND #6 BARS OR LARGER#5 BARS OR SMALLER 2"1 1/2" NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUNDSLABS, JOISTS AND WALLS WITH #14 AND #18 BARSSLABS, JOISTS AND WALLS WITH #11 BARS OR SMALLERBEAMS, COLUMNS, PEDESTALS AND TENSION TIES 1 1/2"1"1 1/2" 4. ALL REINFORCING IN CONCRETE USED FOR THE CONTAINMENT OF WATERSHALL BE HOT-DIP GALVANIZED OR EPOXY-COATED.5. USE LOW HYDROGEN ELECTRODES, GRADE E-90, FOR WELDING OFREINFORCING BARS.6. PROVIDE ADEQUATE TIES FOR ALL REINFORCING BARS AND STIRRUPSIN CONCRETE SLABS. ANCHOR BOLTS, DOWELS, REINFORCINGSTEEL, INSERTS, ETC., SHALL BE SECURELY TIED IN PLACE PRIOR TOPOURING CONCRETE. CONCRETE BLOCKS SHALL ONLY BE USED TOSUPPORT REINFORCING OFF GRADE.7. SUPPORTS FOR REINFORCEMENT SHALL HAVE CLASS 2 PROTECTION ASDEFINED IN THE CRSI MANUAL OF STANDARD PRACTICE, UNO. 8. SUPPORTS FOR COATED REINFORCEMENT SHALL HAVE CLASS 1 PROTECTIONAS DEFINED IN THE CRSI MANUAL OF STANDARD PRACTICE, UNO.9. CONTINUOUS REINFORCING SHALL BE LAPPED AT MIDSPAN FOR TOP BARS ANDDIRECTLY OVER THE SUPPORT FOR BOTTOM BARS. 10. ALL WELDED WIRE REINFORCING (WWR) SHALL BE LAPPED 2 PANELS ATEDGES AND ENDS.11. DOWELS BETWEEN FOOTINGS AND WALLS SHALL BE THE SAME GRADE,SIZE AND SPACING OR NUMBER AS THE VERTICAL REINFORCING,RESPECTIVELY, UNO. 12. REINFORCING IN FOOTINGS SHALL BE ACCURATELY PLACED. SHALL BESPACED, SUPPORTED AND SECURED BEFORE PLACING CONCRETE.13. CUTTING OF REINFORCING WHICH CONFLICTS WITH EMBEDDED OBJECTS ISNOT ACCEPTABLE.14. REINFORCING BARS SHALL BE BENT COLD, AND NO METHOD OF FABRICATIONSHALL BE USED WHICH WOULD BE INJURIOUS TO THE MATERIAL. HEATING OFBARS FOR BENDING IS NOT PERMITTED.15. FIELD WELDING OR BENDING OF REINFORCING IS NOT PERMITTED EXCEPT ASINDICATED ON THE DRAWINGS OR AS APPROVED BY THE STRUCTURAL ENGINEER. 16. SUBMIT SHOP DRAWINGS FOR FABRICATION AND PLACEMENT OF REINFORCINGSTEEL. INCLUDE SCHEDULES AND DIAGRAMS OF BENT BARS AND SHOWARRANGEMENT OF REINFORCEMENT. STRUCTURAL ENGINEER'S REVIEW WILLBE FOR COMPLIANCE WITH DESIGN REQUIREMENTS. THE CONTRACTOR SHALLBE RESPONSIBLE FOR VERIFYING DIMENSIONS AND QUANTITIES. 16. FORM SAVERS, IF USED SHALL COMPLY WITH TYPE II AND SHALL BE AS FOLLOWS:A. LENTON FORM SAVER (IAPMO #129) OR EQUAL 17. ALL REINFORCING STEEL SHALL BE MARKED SO THEIR IDENTIFICATION CAN BEMADE FINAL INSPECTION IS CONDUCTED. SIMPSON STRONG-TIE COMPANY INC. STRUCTURAL CONNECTORS, ANCHORS, AND OTHERPRODUCTS ARE DESIGNED AND TESTED TO PROVIDE SPECIFIED DESIGN LOADS. TO OBTAINOPTIMAL PERFORMANCE FROM SIMPSON STRONG-TIE PRODUCTS AND ACHIEVE MAXIMALALLOWABLE DESIGN LOAD, THE PRODUCTS MUST BE PROPERLY INSTALLED AND USED INACCORDANCE WITH THE CORROSION INFORMATION, INSTALLATION INSTRUCTIONS ANDDESIGN LIMITS PROVIDED BY SIMPSON STRONG-TIE. TO ENSURE PROPER INSTALLATION ANDUSE, DESIGNERS AND INSTALLERS MUST CAREFULLY READ THE FOLLOWING GENERALNOTES, GENERAL INSTRUCTIONS FOR THE INSTALLER, GENERAL INSTRUCTIONS FOR THEDESIGNER AND CORROSION INFORMATION, AS WELL AS CONSULT THE APPLICABLECATALOG PAGES FOR SPECIFIC PRODUCT INSTALLATION INSTRUCTIONS AND NOTES. PROPER PRODUCT INSTALLATION REQUIRES CAREFUL ATTENTION TO ALL NOTES ANDINSTRUCTIONS, INCLUDING THESE BASIC RULES: BE FAMILIAR WITH THE APPLICATION AND CORRECT USE OF THE CONNECTOR. READ AND FOLLOW ALL INSTRUCTIONS AND WARNINGS ON OUR WEBSITE, IN THIS AND ANYOTHER APPLICABLE CATALOG, IN THE INSTALLER'S POCKET GUIDE AND ALL OTHER SIMPSONSTRONG-TIE PUBLICATIONS. IF ANY INSTRUCTIONS OR WARNINGS ARE UNCLEAR, DO NOTUSE THE PRODUCT AND CONTACT SIMPSON STRONG-TIE. INSTALL ALL REQUIRED FASTENERS PER INSTALLATION INSTRUCTIONS PROVIDED BYSIMPSON STRONG-TIE: (A) USE PROPER FASTENER TYPE; (B) USE PROPER FASTENERQUANTITY; (C) FILL ALL FASTENER HOLES; (D) DO NOT OVERDRIVE OR UNDERDRIVE NAILS,INCLUDING WHEN USING POWER NAILERS; AND (E) ENSURE SCREWS ARE COMPLETELYDRIVEN. ONLY BEND PRODUCTS THAT ARE SPECIFICALLY DESIGNED TO BE BENT. FOR THOSEPRODUCTS THAT REQUIRE BENDING (SUCH AS STRAP-TYPE HOLDOWNS, STRAIGHT-ENDTWIST STRAPS, ETC.), DO NOT BEND MORE THAN ONE FULL CYCLE.CUT JOISTS TO THE CORRECT LENGTH, DO NOT "SHORT-CUT." THE GAP BETWEEN THE ENDOF THE JOIST AND THE HEADER MATERIAL SHOULD BE NO GREATER THAN 1/8" UNLESSOTHERWISE NOTED. FAILURE TO FOLLOW FULLY ALL OF THE NOTES AND INSTRUCTIONS PROVIDED BY SIMPSONSTRONG-TIE MAY RESULT IN IMPROPER INSTALLATION OF PRODUCTS. IMPROPERLYINSTALLED PRODUCTS MAY NOT PERFORM TO THE SPECIFICATIONS SET FORTH IN THISCATALOG AND MAY REDUCE A STRUCTURE'S ABILITY TO RESIST THE MOVEMENT, STRESS,AND LOADING THAT OCCURS FROM GRAVITY LOADS AS WELL AS IMPACT EVENTS SUCH ASEARTHQUAKES AND HIGH-VELOCITY WINDS 1. 2. 3. 4. 5. SIMPSON FASTENER NOTES DRAWING SHEET NAME SCALE   The Architect retains all copyrights, all commonlaw, statutory and other reserved rights for alldrawings, specifications and documents preparedby the designer. These drawings, specificationsand documents are for use solely with respect tothe project. They are not to be used by the Owner,Contractor, any Sub-Contractor, or material orequipment supplier on any other project, or foradditions to this project, without the specific writtenconsent of the designer. NOTES STAMP: REV # DATE DESCRIPTION 878 W. 6TH STREETSAN PEDRO, CA 90731845 271 9324DANIELLE@STUDIOBNDL.COM BNDL ARCHITECTURE, INC.   ALL DIMENSIONS ARE APPROXIMATE ANDSHALL BE VERIFIED IN FIELD BY THECONTRACTOR. BNDL AND/OR ITS PRINCIPALS AND EMPLOYEES WAIVES ANY AND ALLLIABILITY OR RESPONSIBILITY FOR PROBLEMS THAT MAY OCCURWHEN THESE PLANS, DRAWINGS, SPECIFICATIONS, AND/OR DESIGNSARE FOLLOWED WITHOUT THE ARCHITECT'S GUIDANCE WITHAMBIGUITIES, OR CONFLICTS WHICH ARE ALLEGED. THE PLANS,DRAWINGS, SPECIFICATIONS, AND/OR DESIGNS REPRESENTEDHEREIN ARE FOR THE USE SOLELY WITH RESPECT TO THIS PROJECT AS INDICATED 1245 BLUEGUMADDITION OWNER S002 GENERAL NOTES 33 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. 13. 14. 15. 16. 17. ALL WORK SHALL COMPLY WITH TITLE 24 OF THE CALIFORNIA CODE OF CALIFORNIABUILDING CODE, LATEST EDITION, AND ALL OTHER LOCAL OR STATE AGENCIES HAVINGJURISDICTION ON THIS PROJECT.NEITHER THE PROFESSIONAL ACTIVITIES OF THE ENGINEER, NOR THE PRESENCE OF THEENGINEER OR THEIR EMPLOYEES AND SUBCONSULTANTS AT THE CONSTRUCTION SITE,SHALL RELIEVE THE CONTRACTOR AND ANY OTHER ENTITY OF THEIR OBLIGATIONS,DUTIES AND RESPONSIBILITIES INCLUDING BUT NOT LIMITED TO, CONSTRUCTION MEANS,METHODS, SEQUENCE, TECHNIQUES OR PROCEDURES NECESSARY FOR PERFORMING,SUPERINTENDING OR COORDINATING ALL PORTIONS OF THE CONSTRUCTION WORK INACCORDANCE WITH THE CONTRACT DOCUMENTS AND ANY HEALTH OR SAFETYPRECAUTIONS REQUIRED BY ANY REGULATORY AGENCIES. THE ENGINEER AND THEIRPERSONNEL HAVE NO AUTHORITY TO EXERCISE ANY CONTROL OVER ANYCONSTRUCTION CONTRACTOR OR OTHER ENTITY OR THEIR EMPLOYEES IN CONNECTIONWITH THEIR WORK OR ANY HEALTH OR SAFETY PRECAUTIONS. THE CONTRACTOR ISSOLELY RESPONSIBLE FOR THE JOBSITE SAFETY. THE ENGINEER AND THE ENGINEER’ S CONSULTANTS SHALL BE MADE ADDITIONAL INSUREDS UNDER THE CONTRACTOR’SGENERAL LIABILITY INSURANCE POLICY.ALL DRAWINGS ARE CONSIDERED TO BE A PART OF THE CONTRACT DOCUMENTS. THEGENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR THE REVIEW AND COORDINATIONOF ALL DRAWINGS PRIOR TO THE START OF CONSTRUCTION. ANY DISCREPANCIES SHALLBE BROUGHT TO THE ATTENTION OF THE ARCHITECT PRIOR TO THE START OFCONSTRUCTION SO A CLARIFICATION CAN BE ISSUED. ANY WORK PERFORMED INCONFLICT WITH THE CONTRACT DOCUMENTS OR ANY CODE REQUIREMENTS SHALL BECORRECTED BY THE CONTRACTOR AT THEIR OWN EXPENSE AND AT NO EXPENSE TO THEOWNER OR ARCHITECT.ALL DIMENSIONS AND SITE CONDITIONS SHALL BE VERIFIED BY THE CONTRACTOR AT THEJOBSITE PRIOR TO CONSTRUCTION, START OF SHOP DRAWINGS, START OFCONSTRUCTION, AND/OR FABRICATION OF MATERIALS. IF DISCREPANCIES AREENCOUNTERED, OR CONDITIONS DEVELOP THAT ARE NOT COVERED BY THE CONTRACTDOCUMENTS, THE ARCHITECT SHALL BE NOTIFIED FOR CLARIFICATION.CONTRACTOR SHALL PROVIDE AND BE RESPONSIBLE FOR THE PROTECTION AND REPAIROF ADJACENT EXISTING SURFACES AND AREAS WHICH MAY BE DAMAGED AS A RESULTOF NEW WORK.STRUCTURAL DRAWINGS INCLUDE DESIGN REQUIREMENTS AND DIMENSIONS FORSTRUCTURAL INTEGRITY BUT DO NOT SHOW ALL DETAIL DIMENSIONS TO FIT INTRICATEARCHITECTURAL AND MECHANICAL DETAILS. CONTRACTOR SHALL SO CONSTRUCT THEWORK SO IT WILL CONFORM TO THE CLEARANCES REQUIRED BY ARCHITECTURAL,MECHANICAL AND ELECTRICAL DESIGN.ALL SYMBOLS AND ABBREVIATIONS USED ON THE DRAWINGS ARE CONSIDERED TO BECONSTRUCTION STANDARDS. IF CLARIFICATION IS REQUIRED, THE CONTRACTOR SHALLNOTIFY THE ARCHITECT PRIOR TO PROCEEDING WITH THE WORK.DO NOT SCALE DRAWINGS. PRINTED DIMENSIONS HAVE PRECEDENCE OVER SCALEDDRAWINGS AND LARGE-SCALE OVER SMALL-SCALE DRAWINGS. CONTRACTOR TODETERMINE FINAL DIMENSION WITH ARCHITECT.TYPICAL DETAILS SHALL APPLY TO SITUATIONS OCCURRING ON THE PROJECT THAT ARETHE SAME OR SIMILAR TO THOSE SPECIFICALLY REFERENCED. WHERE NO DETAILS AREGIVEN, CONSTRUCTION SHALL BE AS SHOWN FOR SIMILAR WORK.THE CONTRACT DOCUMENTS REPRESENT THE FINISHED STRUCTURE. THEY DO NOTINDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALLMEASURES NECESSARY TO PROTECT THE STRUCTURE AND SAFETY OF WORKMENDURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT NOT BE LIMITED TO,BRACING AND SHORING FOR LOADS DUE TO CONSTRUCTION EQUIPMENT, ETC.OBSERVATION VISITS TO THE SITE BY THE ARCHITECT OR STRUCTURAL ENGINEER SHALLNOT INCLUDE INSPECTION OR APPROVAL OF THE ABOVE ITEMS AND DOES NOT IN ANYWAY RELIEVE THE CONTRACTOR OF THEIR RESPONSIBILITIES FOR THE ABOVE.SEE ARCHITECTURAL, ELECTRICAL AND MECHANICAL DRAWINGS FOR DETAILS,CONDITIONS, PITS, TRENCHES, PADS, DEPRESSIONS, ROOF/FLOOR OPENINGS, STAIRS,SLEEVES, ITEMS TO BE EMBEDDED OR ATTACHED TO STRUCTURAL ELEMENTS, ETC., NOTSHOWN ON THE STRUCTURAL DRAWINGS.ESTABLISH AND VERIFY ALL OPENINGS AND INSERTS FOR MECHANICAL, ELECTRICAL ANDPLUMBING WITH APPROPRIATE TRADE CONTRACTORS. OPENING SIZES AND LOCATIONSSHOWN FOR DUCTS, PIPE, INSERTS AND OTHER PENETRATIONS WHEN SHOWN ARE FORGENERAL INFORMATION ONLY AND SHALL BE VERIFIED PRIOR TO FORMING.NO HOLES, NOTCHES, BLOCKOUTS, ETC. ARE ALLOWED IN STRUCTURAL ELEMENTSUNLESS SPECIFICALLY DETAILED ON THE STRUCTURAL DRAWINGS OR APPROVED BY THESTRUCTURAL ENGINEER.BEFORE SUBMITTING A PROPOSAL FOR THIS WORK, EACH BIDDER SHALL VISIT THEPREMISES AND BECOME FULLY ACQUAINTED WITH THE EXISTING CONDITIONS,TEMPORARY CONSTRUCTION REQUIRED, QUANTITIES AND TYPE OF EQUIPMENT, ETC. THEBID SHALL INCLUDE ALL SUMS REQUIRED TO DO THE WORK WITHIN THE EXISTINGCONDITIONS.SHOP DRAWINGS SHALL BE REVIEWED AND COORDINATED PRIOR TO SUBMITTING TO THEARCHITECT. EACH SHOP DRAWING SUBMITTED SHALL BE STAMPED INDICATING REVIEWBY THE CONSTRUCTION MANAGER/GENERAL CONTRACTOR AND REVIEW BY THEARCHITECT SHALL NOT BEGIN UNTIL THIS IS COMPLETE. WORK SHALL NOT BEGINWITHOUT REVIEW BY THE ARCHITECT/STRUCTURAL ENGINEER.SHOP DRAWINGS SHALL BE REVIEWED BY THE ARCHITECT/STRUCTURAL ENGINEER FORGENERAL CONFORMANCE WITH DESIGN CONCEPT ONLY. NOTATIONS MADE BY THEARCHITECT/STRUCTURAL ENGINEER ON THE SHOP DRAWINGS DO NOT RELIEVE THECONTRACTOR FROM COMPLYING WITH THE REQUIREMENTS OF THE DRAWINGS.ELEVATIONS ARE BASED ON THE FIRST FLOOR ELEVATION INDICATING ON THE ARCHPLANS. GENERAL 1.STRUCTURE HAS BEEN DESIGNED TO COMPLY WITH:CALIFORNIA BUILDING CODE AND SUPPLEMENTS 2022ASCE/SEI 7-16ACI 318-14AISC 360-16AISC 341-16, INCLUDING SUPPLEMENTSAWS D1.1AISI S100NDS-18 AND SDPWS-152. OCCUPANCY RISK CATEGORY II3. SEISMIC:SEISMIC DESIGN CATEGORY DIMPORTANCE FACTOR 1.0SOIL CLASSIFICATION PERGEOTECHNICAL REPORT D (DEFAULT), Fa=1.2SS1.368 gS10.487 gSds1.095 gSd10.589 gR 6.5, 3.5 (WOOD SHEAR WALL, STEEL OMF)Cd 4, 3 (WOOD SHEAR WALL, STEEL OMF)ΩO SEISMIC FORCE RESISTING SYSTEM LIGHT-FRAME (WOOD) WALLS SHEATHED WITHWOOD STRUCTURAL PANELS RATED FOR SHEAR RESISTANCE, STEEL ORDINARY MOMENT FRAMEANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE PROCEDUREBASE SHEAR, STRENGTH LEVEL V = 0.219xSEISMIC WEIGHT (BOTH DIRECTIONS) 4.WIND:BASIC WIND SPEED 96 MPHIMPORTANCE FACTOR 1.0EXPOSURE CLASS D 5.WIND LOADS FOR COMPONENTS AND CLADDING SHALL BE PER ASCE-7, CHAPTER 30DESIGNED BY OTHERS.6.STRUCTURE IS PROVIDED BY WOOD SHEAR WALLS AND STEEL OMF IN EACH ORTHOGONAL DIRECTION. REFER TO PLANS FOR LOCATIONS. THE PLYWOOD SHEATHING SERVE AS HORIZONTAL DIAPHRAGMS DISTRIBUTING THE LATERAL WIND AND SEISMIC FORCES TO THE VERTICAL LATERAL ELEMENTS WHICH IN TURN CARRY THE LOAD TO THE BUILDING FOUNDATIONS. DESIGN CRITERIA AND LOADS 1. FOUNDATION SYSTEM FOR THE STRUCTURE SHALL BE SPREAD/CONTINUOUS FOOTINGS. THESE FOOTINGS SHALL HAVE A MINIMUM WIDTH OF 18" FOR 1 STORY STRUCTURES. THE EMBEDMENT OF FOOTINGS SHALL BE A MINIMUM OF 18 INCHES BELOW THE LOWEST ADJACENT FINAL GRADE. 2. NET ALLOWABLE BEARING PRESSURE FOR THESE FOUNDATIONS WITH MINIMUM SIZE FOOTING EMBEDED AT THE MINIMUM DEPTH AS INDICATED ABOVE SHALL BE 1500 PSF AS PER CODE. 3. THE ABOVE GIVEN VALUES ARE FOR TOTAL OF DEAD AND FREQUENTLY APPLIED LIVE LOADS. FOR SHORT DURATION TRANSIENT LOADING, SUCH AS WIND OR SEISMIC FORCES, THE GIVEN VALUES MAY BE INCREASED BY ONE-THIRD.4. RESISTANCE TO LATERAL LOADS SHALL BE PROVIDED BY FRICTION AGAINST BASE OR BY PASSIVE EARTH PRESSURE. ALLOWABLE CO-EFFICIENT OF FRICTION SHALL BE 0.3 AND ALLOWABLE PASSIVE PRESSURE SHALL BE 100 PCF TO A MAXIMUM OF 1000 PCF.5. SITE PREPARATION BELOW THE PROPOSED STRUCTURE, ALL EXISTING FILL SHALL BE REMOVED TO COMPETENT ALLUVIUM AND REPLACED AS COMPACTED FILL. REMOVALS SHALL PROVIDE THE PROPOSED STRUCTURE WITH A MINIMUM OF THREE FEET BELOW BOTTOM OF PROPOSED FOOTINGS. THE REMOVALS SHALL BE MINIMUM OF FIVE FEET OUTSIDE OF THE PROPOSED PERIMETER FOOTPRINT OR AT A 1:1 PROJECTION, WHICHEVER IS GREATER. FOR ALL PROPOSED PAVED AREAS, ALL OLD FILL AND THE UPPER 1 TO 2 FEET OF THE ALLUVIUM SHALL BE REMOVED AND RECOMPACTED. EARTHWORK CAST-IN-PLACE CONCRETE 1. 2. 3. 4. 5. 6.7. 8. 9. 10. 11. 12. 13. 14. 15. 16. 17. 18.19. 20. 21. 22. 23. 24. 25. ALL CONCRETE WORK SHALL CONFORM TO THE AMERICAN CONCRETE INSTITUTEPUBLICATIONS: ACI 117, ACI 301, ACI 305.1, ACI 306.1, ACI 308.1, ACI 318 AND SP-066,UNO.CONCRETE MATERIALS SHALL CONFORM TO:CEMENT ASTM C150, TYPE I OR IIFLY ASH ASTM C618, TYPE C OR FFINE AND COARSE AGGREGATE ASTM C33LIGHTWEIGHT AGGREGATE ASTM C330WATERPOTABLEAIR-ENTRAINING ADMIXTURE ASTM C260WATER-REDUCING ADMIXTURE ASTM C494CONCRETE STRENGTHS SHALL CONFORM TO: DRYPACK SHALL BE 1:3-1/2 PORTLAND CEMENT TO SAND WITH A MINIMUM 28-DAYSTRENGTH OF 7000 PSI.CROSS REFERENCE ARCHITECTURAL AND STRUCTURAL DRAWINGS TO ASSUREPROPER DIMENSIONS AND PLACEMENT OF ALL ANCHOR BOLTS, INSERTS,NOTCHES, EDGES OF WALLS/GRADE BEAMS AND PIERS.UNO, ALL FOOTINGS SHALL BE CENTERED UNDER WALLS, PIERS OR COLUMNS.SANDBLAST ALL EXISTING CONCRETE SURFACES OLDER THAN 28 DAYS AGAINSTWHICH CONCRETE IS TO BE PLACED, UNLESS DIRECTED OTHERWISE IN WRITINGBY THE STRUCTURAL ENGINEER.PROVIDE SLEEVES FOR PLUMBING AND ELECTRICAL PENETRATIONS THROUGHCONCRETE BEFORE PLACING. SECURE SUCH SLEEVES TO PREVENT MOVEMENTDURING PLACING OPERATIONS. REFER TO MECHANICAL AND ELECTRICALDRAWINGS FOR LOCATIONS OF PENETRATIONS.CORE DRILLING CONCRETE IS NOT PERMITTED UNLESS NOTED OTHERWISE ORAPPROVED IN WRITING BY THE ARCHITECT. NOTIFY THE ARCHITECT IN ADVANCEOF CONDITIONS NOT SHOWN ON THE DRAWINGS.CONFIRM WITH ARCHITECT THAT MATERIALS TO BE EMBEDDED ARE SUITABLEFOR EMBEDMENT IN CONCRETE.THE OUTSIDE DIAMETER OF EMBEDDED CONDUIT OR PIPE SHALL NOT EXCEED 1/3OF THE STRUCTURAL SLAB THICKNESS, INCLUDING AT CROSS-OVERS, AND SHALLBE PLACED BETWEEN THE TOP AND BOTTOM REINFORCING WITH A MINIMUM 3”CLEAR COVER. CONDUIT OR PIPE RUNNING PARALLEL TO EACH OTHER SHALL BESPACED AT LEAST 8” APART AND NO MORE THAN 2 RUNS STACKED VERTICALLY INTHE SLAB. CONDUIT OR PIPE SHALL NOT BE EMBEDDED IN SLAB THICKNESSESLESS THAN 6 INCHES.DO NOT PLACE PIPES, DUCTS, REGLETS OR CHASES IN STRUCTURAL CONCRETEWITHOUT APPROVAL OF THE STRUCTURAL ENGINEER THROUGH THE ARCHITECT.NO ALUMINUM SHALL BE ALLOWED IN THE CONCRETE WORK UNLESS COATED TOPREVENT ALUMINUM-CONCRETE REACTION.PROJECTING CORNERS OF BEAMS, WALLS, COLUMNS, ETC., SHALL BE FORMEDWITH A 3/4 INCH CHAMFER, UNLESS NOTED OTHERWISE ON ARCHITECTURALDRAWINGS.SLOPE SLABS TO DRAINS OR FOR POSITIVE DRAINAGE IF NO DRAINS AREPRESENT, AND PROVIDE DEPRESSIONS WHERE SHOWN ON THE STRUCTURALAND/OR ARCHITECTURAL DRAWINGS, WITHOUT REDUCING THE THICKNESS OFSLAB INDICATED. FOR SLAB-ON-GRADE DEPRESSIONS GREATER THAN 1 INCH,REFER TO DETAILS FOR ADDITIONAL REINFORCING.INTERNALLY VIBRATE ALL CAST-IN-PLACE CONCRETE EXCEPT SLABS-ON-GRADEWHICH NEED ONLY BE VIBRATED AROUND UNDER FLOOR DUCTS AND OTHEREMBEDDED ITEMS. VIBRATE TOPS OF COLUMNS.PROVIDE VERTICAL CONTROL JOINTS IN EXPOSED CONCRETE WALLS AT AMINIMUM UNIFORM SPACING NOT TO EXCEED 25 FEET PER ACI 224.3. COORDINATEJOINT LOCATIONS WITH ARCHITECTURAL DRAWINGS.CONCRETE SHALL NOT BE PERMITTED TO DROP MORE THAN 5 FEET.CONCRETE SLABS SHALL BE CURED BY KEEPING CONTINUOUSLY WET FOR 7DAYS. FORMS FOR CONCRETE WALLS SHALL BE LEFT IN PLACE FOR 7 DAYS ORMAY BE STRIPPED AFTER 3 DAYS AND COATED WITH AN APPROVED CURINGCOMPOUND.NOTIFY THE ARCHITECT/STRUCTURAL ENGINEER 48 HOURS MINIMUM PRIOR TOALL POURS.THE DESIGN AND ENGINEERING OF FORMWORK, AS WELL AS ITS CONSTRUCTION,SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. FORMS SHALL BEDESIGNED TO HAVE SUFFICIENT STRENGTH TO SAFELY WITHSTAND THE LOADSRESULTING FROM PLACEMENT AND VIBRATION OF THE CONCRETE, AND SHALLALSO BE DESIGNED FOR SUFFICIENT RIGIDITY TO MAINTAIN SPECIFIEDTOLERANCES. CONTRACTOR SHALL SUBMIT DETAILED FORMWORK SHOPDRAWINGS TO THE ARCHITECT TO BE REVIEWED FOR GENERAL COMPLIANCEWITH THE DESIGN CONCEPT ONLY.NO CONCRETE SHALL BE PLACED ONTO OR AGAINST SUBGRADES CONTAININGFREE WATER, FROST, ICE OR SNOW.DURING WINTER CONSTRUCTION, ALL FOOTINGS SHALL BE PROTECTED FROMFROST PENETRATION UNTIL THE BUILDING IS ENCLOSED AND TEMPORARY HEAT ISPROVIDED.THE CONCRETE CONTRACTOR SHALL FURNISH MIX DESIGN SHOP DRAWINGS FORREVIEW.GENERAL CONTRACTOR TO PROVIDE SHOP DRAWINGS FOR SIZE, LOCATION ANDHEIGHT OF MECHANICAL EQUIPMENT PADS ON CONCRETE SLAB ON STEEL DECKAND SLAB-ON-GRADE. INTENDED USE 28-DAY STRENGTH(PSI)MAX W/CRATIO SLUMP FOUNDATIONS UNLESS NOTED OTHERWISE 3000 3000 0.45 0.45 1"-4" 1"-4" 6. 7. 8. 9. 10. 11. 12. 13.14. 15. 16. 17. ALL EXCAVATIONS SHALL BE PROPERLY AND SAFELY BACKFILLED. DO NOT PLACEBACKFILL BEHIND RETAINING/BASEMENT WALLS BEFORE CONCRETE HASATTAINED SPECIFIED COMPRESSIVE STRENGTH. CONTRACTOR SHALL BRACE ORPROTECT ALL WALLS BELOW GRADE FROM LATERAL LOADS UNTIL SUPPORTINGFLOORS ARE COMPLETELY IN PLACE AND HAVE ATTAINED 7-DAY STRENGTHMINIMUM. BACKFILLING IS NOT PERMITTED FOR FOUNDATION WALLS UNTILSUPPORTED SLAB TOP AND BOTTOM IS IN PLACE OR THE WALL IS ADEQUATELYBRACED TO RESIST LATERAL LOADS. CONTRACTOR SHALL PROVIDE FOR DESIGN,PERMITS, AND INSTALLATION OR SHORING AND/OR SHEETING.CONTRACTOR SHALL PROVIDE FOR DE-WATERING OF EXCAVATIONS FROMSURFACE WATER, GROUND WATER OR SEEPAGE. FREE GROUND WATER WAS NOTENCOUNTERED IN THE BORINGS. DETAILS OF GROUND WATER INFORMATION CANBE OBTAINED FROM THE ABOVE MENTIONED GEOTECHNICAL REPORT. IF GROUNDWATER SHOULD OCCUR DURING EXCAVATION, SPECIAL PROCEDURES SHALL BEIMPLEMENTED AS RECOMMENDED BY THE GEOTECHNICAL ENGINEER OF RECORD.CONTRACTOR SHALL PROVIDE FOR DESIGN AND INSTALLATION OF ALL CRIBBING,SHEETING AND SHORING REQUIRED TO SAFELY RETAIN EARTH BANKS ASREQUIRED.CONTRACTOR SHALL INVESTIGATE SITE DURING CLEARING AND EARTHWORKOPERATIONS FOR FILL MATERIAL OR BURIED STRUCTURES SUCH AS CESSPOOLS,CISTERNS AND FOUNDATIONS. IF ANY SUCH MATERIAL OR STRUCTURES AREFOUND, ARCHITECT SHALL BE NOTIFIED IMMEDIATELY. ALL ABANDONED FOOTINGS,UTILITIES AND OTHER STRUCTURES THAT INTERFERE WITH NEW CONSTRUCTIONSHALL BE REMOVED.EXTREME CARE SHALL BE EXERCISED WHEN EXCAVATING OR GRADING ADJACENTTO EXISTING STRUCTURES OR IMPROVEMENTS TO NOT DAMAGE OR UNDERMINEFOUNDATIONS, WALLS, SLABS, UTILITIES, ETC.ALL FOOTINGS SHALL BE PLACED ONTO FIRM UNDISTURBED SOIL OR CONTROLLEDCOMPACTED FILL, REMOVING ANY EXISTING FILL OR UNSUITABLE SOILS, ASRECOMMENDED BY THE GEOTECHNICAL REPORT. EXCAVATIONS FOR FOOTINGSSHALL BE INSPECTED AND APPROVED BY THE INSPECTION AGENCY PRIOR TOPLACING CONCRETE. CONTRACTOR SHALL NOTIFY INSPECTION AGENCY WHENEXCAVATION IS READY FOR TESTING. INSPECTION AGENCY TO SUBMIT LETTER OFCOMPLIANCE TO THE OWNER.FOOTING ELEVATIONS SHOWN DESIGNATE A MINIMUM DEPTH WHERE ANADEQUATE SOIL BEARING PRESSURE IS EXPECTED. FOOTINGS, PIERS AND/ORWALLS SHALL BE LOWERED OR EXTENDED AS REQUIRED TO REACH SOIL MEETINGTHE DESIGN BEARING PRESSURE.ALL REQUIRED AREA SHALL BE ACCORDING TO THE PROJECT GEOTECH REPORT.THE MOISTURE CONTENT OF ONSITE CLAYEY SOILS AT THE TIME OF COMPACTIONSHALL BE BETWEEN 2-3% ABOVE OPTIMUM MOISTURE CONTENT.ANY IMPORT FILL SOIL REQUIRED SHALL HAVE A LOW POTENTIAL FOR EXPANSIONAND SHALL BE APPROVED BY THE GEOTECHNICAL ENGINEER OF RECORD PRIORTO IMPORTING.ALL UNACCEPTABLE MATERIAL AND ORGANIC MATERIAL SHALL BE REMOVED FROMBELOW ALL PROPOSED SLABS-ON-GRADE. THE EXPOSED NATURAL SOIL SHALL BEPROOF-ROLLED AND THE COMPACTION VERIFIED BY AN INSPECTION AGENCYPRIOR TO PLACING FILL. AREAS EXHIBITING WEAKNESS SHALL BE REMOVED ANDREPLACED BY ACCEPTABLE COMPACTED FILL.ALL SITE WORK SHALL BE PERFORMED UNDER THE INSPECTION OF THE SPECIALINSPECTION AGENCY. VARIATIONS IN SITE CONDITIONS AND THE GEOTECHNICALREPORT SHALL BE REPORTED TO THE ARCHITECT/STRUCTURAL ENGINEER FORCLARIFICATIONS PRIOR TO PROCEEDING. MASONRY 1. 2. 3. 4. 5. 6. 7.8. 9. 10. a. b.c.d. CONCRETE BLOCKS SHALL BE OF SIZES SHOWN ON THE DRAWINGS, TYPE ANDCOLOR AS SELECTED BY THE ARCHITECT AND CONFORM TO ASTM C-90, GRADEN-1. BLOCK SHALL BE MEDIUM WEIGHT UNITS, F'M 2000 PSI.GROUT MIX SHALL BE 1:3:2 PORTLAND CEMENT TO SAND TO PEA GRAVEL WITH1/10 PART LIME PUTTY OR HYDRATED LIME, 2000 PSI.MORTAR (TYPE S) MIX SHALL BE 1:3 PORTLAND CEMENT TO SAND WITH NOT MORETHAN ONE-HALF NOR LESS THAN ONE-QUARTER PART LIME PUTTY WITHSUCONEM RED LABEL ADDED, TYPE S, 2000 PSI.ALL REINFORCING SHALL HAVE A MINIMUM COVERAGE OF ONE BAR DIAMETER (1"MIN.) OF GROUT AND VERTICAL BARS SHALL BE PLACED IN THE CENTER OF THEWALL UNLESS SHOWN OTHERWISE.GROUT CELLS SOLID IN ALL WALLS U.N.O. REINFORCING SHALL BE SECURELYHELD IN PLACE. GROUT IN 4'-0" MAXIMUM LIFTS. FOR HIGH LIFT GROUT SEE NOTESBELOW.NO PIPES OR DUCTS SHALL BE PLACED IN MASONRY UNLESS NOTED OR DETAILEDSPECIFICALLYCONTINUOUS INSPECTION OF BLOCK LAYING & GROUTING IS REQUIRED.BOLTS SHALL BE GROUTED SOLID WITH 1" MIN. GROUT BETWEEN BOLT ANDMASONRY AT BLOCK FACE.ALL CONCRETE TO RECEIVE MASONRY SHALL BE SANDBLASTED OR BUSHHAMMERED.HIGH LIFT GROUTING MAY BE EMPLOYED ONLY IF THE FOLLOWING STEPS ARETAKEN:OPEN THE FACE SHELL OF THE BOTTOM LINE AND BLOCK FOR EVERY CELL TOBE FILLED.CLEAN ALL MORTAR PROTRUDING INTO EACH CELL.CLEAN OUT DROPPINGS AND CLOSE THE CELL.LIMIT THE GROUT LIFT TO 8'-0" MAX. POWER ACTUATED FASTENERS 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. POWER ACTUATED FASTENING SYSTEMS SHALL BE INSTALLED IN NORMALWEIGHT AND LIGHTWEIGHT CONCRETE, MASONRY AND STEEL PER THEREQUIREMENTS OF THE ICC ESR FOR THE SPECIFIC FASTENER AND AS REQUIREDBY THE MANUFACTURER.WHEN INSTALLING POWDER ACTUATED FASTENERS IN EXISTING NON-PRESTRESSED REINFORCED CONCRETE, USE CARE AND CAUTION TO AVOIDHITTING THE EXISTING REINFORCING BARS. MAINTAIN A MINIMUM CLEARANCE OF1” BETWEEN THE REINFORCEMENT AND THE FASTENER.POWDER ACTUATED FASTENERS ARE NOT PERMITTED BY ASCE 7-16 SECTION13.4.5 FOR SEISMIC TENSION LOAD APPLICATIONS. POWDER ACTUATEDFASTENERS SHALL NOT BE USED TO CARRY SEISMIC TENSION LOADS, EXCEPTFOR VERTICAL SEISMIC LOAD PRODUCED BY SELF-WEIGHT OF THE COMPONENTSSUPPORTED, OR IN CRACKED CONCRETE UNLESS PREAPPROVED FOR SUCHLOADING BY THE ENFORCEMENT AGENCY.POWER ACTUATED FASTENERS MAY BE USED FOR SEISMIC SHEAR, WHEN THEYARE SPECIFICALLY LISTED FOR SERVICE IN RESISTING LATERAL LOADS IN AREASSUBJECT TO EARTHQUAKE.MINIMUM EDGE DISTANCE FOR POWER ACTUATED FASTENERS SHALL BE THELARGER OF THE VALUES GIVEN IN ASTM E1190 OR THE APPLICABLE ICC ESR.FASTENERS TO BE TESTED SHALL BE SELECTED AT RANDOM BY THE INSPECTIONAGENCY.TESTING OF POWER ACTUATED FASTENERS USED TO ATTACH TRACKS OFINTERIOR NON-SHEAR WALL PARTITIONS FOR SHEAR ONLY, WHERE THERE ARE ATLEAST THREE FASTENERS, IS NOT REQUIRED.IF ANY FASTENERS FAIL TESTING, TEST ALL FASTENERS OF THE SAME TYPE,INSTALLED BY THE SAME TRADE, NOT PREVIOUSLY TESTED UNTIL TWENTY (20)CONSECUTIVE FASTENERS PASS, THEN RESUME THE INITIAL TEST FREQUENCY.THE TEST LOAD MAY BE APPLIED BY ANY METHOD THAT WILL EFFECTIVELYMEASURE THE TENSION IN THE FASTENER, SUCH AS DIRECT PULL WITH AHYDRAULIC JACK, CALIBRATED SPRING LOADED DEVICES, ETC. POWDERACTUATED FASTENERS SHALL BE TENSION TESTED TO TWICE THE ALLOWABLETENSION LOAD AS LISTED IN THE ICC ESR.HILTI X-ENP-19 L15 SHOT PIN [ICC ESR-2776] CAN BE USED IN LIEU OF HILTI XU-0.157AND XU-0.145 SHOT PINS FOR CONNECTION TO STEEL APPLICATION, ATCONTRACTOR’S OPTION. GLUED-LAMINATED CONSTRUCTION 1. 2. 3. 4. 5. 6. 7.8. 9. 10. MATERIALS, MANUFACTURE AND QUALITY CONTROL SHALL BE IN CONFORMANCEWITH ANSI/AITC STANDARD A190.1, ASTM D3737 AND AITC 117.LUMBER FOR LAMINATING SHALL COMPLY WITH THE FOLLOWING:SIMPLE SPAN DF/DF 24F-V4CANTILEVERDF/DF 24F-V8THE MAXIMUM MOISTURE CONTENT OF THE WOOD AT THE TIME OF GLUING SHALLNOT EXCEED 16% FOR PROJECTS LOCATED IN COASTAL AREAS, 12% FORPROJECTS LOCATED IN INTERIOR VALLEYS, OR 10% FOR PROJECTS LOCATED INDESERT AREAS, WITH THE GEOGRAPHICAL AREAS AS DETERMINED BY THE CITYREPRESENTATIVE. MOISTURE CONTENT OF THE WOOD FOR MEMBERS EXPOSEDTO DIRECT SUNLIGHT IN THE FINISHED STRUCTURE SHALL NOT EXCEED 10% ATTHE TIME OF GLUING. THE MINIMUM MOISTURE CONTENT SHALL NOT BE LESSTHAN 7%. THE RANGE OF MOISTURE CONTENT OF LAMINATIONS ASSEMBLED INTOA SINGLE MEMBER SHALL NOT EXCEED 5% AT THE TIME OF GLUING.THOSE PORTIONS OF GLUED-LAMINATED TIMBERS WHICH FORM THE STRUCTURALSUPPORTS FOR THE BUILDING AND ARE EXPOSED TO WEATHER AND NOTPROPERLY PROTECTED BY A ROOF, EAVES, OVERHANGS OR SIMILAR COVERINGSHALL BE TREATED WITH AN APPROVED PRESERVATIVE.ADHESIVES SHALL MEET THE REQUIREMENTS OF ASTM D2559 FOR WETCONDITION OF SERVICE. TEMPERATURE OF LUMBER IN SERVICE SHALL NOTEXCEED 150°F.A COAT OF END SEALER SHALL BE APPLIED TO THE ENDS OF ALL MEMBERS ASSOON AS PRACTICABLE AFTER END TRIMMING. SURFACES OF THE MEMBERSSHALL BE SEALED WITH A PENETRATING SEALER.MEMBERS SHALL BE BUNDLE WRAPPED.EACH MEMBER SHALL BE STAMPED WITH A QUALITY MARK AND AN IDENTIFYINGMARK INDICATING SPECIES OF LUMBER, GRADE, TYPE OF GLUE, EXTREMES OFMOISTURE CONTENT AND COMBINATION SYMBOL INDICATING CONFORMANCEWITH THE ABOVE NOTED PRODUCT STANDARD.ALL GLUED-LAMINATED TIMBER SHALL BE CONTINUOUSLY INSPECTED DURINGFABRICATION BY A GLUE FABRICATION INSPECTOR SPECIALLY APPROVED FORTHAT PURPOSE BY THE STRUCTURAL ENGINEER. INSTALLATION OF ALL TIMBERCONNECTORS SHALL ALSO BE INSPECTED BY A QUALIFIED INSPECTOR APPROVEDBY THE STRUCTURAL ENGINEER.SHOP DRAWINGS SHALL BE SUBMITTED FOR REVIEW BY THE SEOR PRIOR TOFABRICATION. NOTE:A CAL-OSHA PERMIT IS REQUIRED FOR EXCAVATIONS DEEPER THAN 5'-0" FOR SHORING ANDUNDERPINNING. 2.5,3 (WOOD SHEAR WALL, STEEL OMF)(PER FOOTNOTE B OF TABLE 12.2.1 ASCE 7-16) REDUNDANCY FACTOR 1.3 7.DESIGN LOADSROOF:DEAD LOAD 15 PSFLIVE LOAD 20 PSF CONTRACTORS RESPONSIBILITY CONTRACTOR RESPONSIBLE FOR THE CONSTRUCTION OF A WIND OR SEISMIC FORCERESISTING/COMPONENT LISTED IN THE "STATEMENT OF SPECIAL INSPECTION" SHALLSUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING INSPECTORS ANDTHE OWNER PRIOR TO COMMENCEMENT OF WORK ON SUCH SYSTEM OR COMPONENT. 1 1 1 DRAWING SHEET NAME SCALE   The Architect retains all copyrights, all commonlaw, statutory and other reserved rights for alldrawings, specifications and documents preparedby the designer. These drawings, specificationsand documents are for use solely with respect tothe project. They are not to be used by the Owner,Contractor, any Sub-Contractor, or material orequipment supplier on any other project, or foradditions to this project, without the specific writtenconsent of the designer. NOTES STAMP: REV # DATE DESCRIPTION 878 W. 6TH STREETSAN PEDRO, CA 90731845 271 9324DANIELLE@STUDIOBNDL.COM BNDL ARCHITECTURE, INC.   ALL DIMENSIONS ARE APPROXIMATE ANDSHALL BE VERIFIED IN FIELD BY THECONTRACTOR. BNDL AND/OR ITS PRINCIPALS AND EMPLOYEES WAIVES ANY AND ALLLIABILITY OR RESPONSIBILITY FOR PROBLEMS THAT MAY OCCURWHEN THESE PLANS, DRAWINGS, SPECIFICATIONS, AND/OR DESIGNSARE FOLLOWED WITHOUT THE ARCHITECT'S GUIDANCE WITHAMBIGUITIES, OR CONFLICTS WHICH ARE ALLEGED. THE PLANS,DRAWINGS, SPECIFICATIONS, AND/OR DESIGNS REPRESENTEDHEREIN ARE FOR THE USE SOLELY WITH RESPECT TO THIS PROJECT AS INDICATED 1245 BLUEGUMADDITION OWNER 1 08/27/2025 BACKCHECK #1 S001 GENERAL NOTES 34 WOOD 1.A. B. C. D. E. 2.A. B. C. D.E.F. G. H. I. SHEATHINGSHALL CONFORM TO:SHEAR WALL SHEATHING SEE SHEAR WALL SCHEDULEWALL SHEATHING 1/2" THICK U.N.OREFER TO TYPICAL DETAILS AND WALL SCHEDULES FOR FASTENINGREQUIREMENTS. WHERE NOT NOTED, PROVIDE 6d NAILS AT 6 ” OC ALONG ALLEDGES AND AT 12” OC AT INTERMEDIATE SUPPORTS.ALL SHEATHING WHICH IS EXPOSED TO OUTDOOR APPLICATIONS SHALL BEEXTERIOR TYPE. SHEATHING EXPOSED TO WEATHER ONLY DURINGCONSTRUCTION SHALL BE EXPOSURE 1. ALL WOOD STRUCTURAL PANELS SHALLCONFORM TO 2303.1.4 AND WHEN USED IN HORIZONTAL DIAPHRAGM ANDVERTICAL SHEAR WALLS SHALL BE FIVE-PLY MINIMUM.FLOOR SHEATHING SHALL BE GLUED TO ALL SUPPORTING MEMBERS WITH ANELASTOMERIC ADHESIVE CONFORMING TO ASTM D3498.WHERE ORIENTED STRAND BOARD SHEATHING IS USED HORIZONTALLY, REMOVEAND REPLACE IF SHEATHING REMAINS WET FOR EXTENDED PERIODS OF TIMEWHEREBY REDUCING THE STIFFNESS.DIMENSIONAL LUMBERFRAMING SHALL BE DOUGLAS FIR (LARCH) AND CONFORM TO THE FOLLOWINGSTRENGTHS:BEARING/EXTERIOR WALL STUDS #1 OR BETTERJOISTS & BEAMS #1 OR BETTERPOSTS & LUMBER #1 OR BETTERCOMPLY WITH ANSI/AWC NATIONAL DESIGN SPECIFICATION (NDS) FOR WOODCONSTRUCTION.ALL LUMBER STRESSES SHOWN ABOVE ARE FOR VISUALLY STRESS-RATEDLUMBER USED AT 19% MAXIMUM MOISTURE CONTENT, SINGLE MEMBER USE. ALLLUMBER SHALL BE GRADE MARKED.PROVIDE A MINIMUM OF 3” OF BEARING.DOUBLE UP FLOOR JOISTS UNDER ALL PARTITIONS.PROVIDE METAL OR 1x3 WOOD CROSS BRACING AT 8 FT ON CENTER WHEN JOISTDEPTH-TO-THICKNESS RATIO EXCEEDS 6:1.PROVIDE 2x SOLID BLOCKING AT JOIST SUPPORTS EXCEPT WHERE THE JOISTENDS ARE SUPPORTED BY JOIST HANGERS.ADD JOISTS WHEN CONCENTRATED LOAD EXCEEDS 100 LBS, MAXIMUMCONCENTRATED LOAD.OPENINGS NOT IDENTIFIED ARE TO BE TREATED AS FOLLOWS:1) WHERE OPENING FITS BETWEEN JOISTS, FRAME WITH LUMBER EQUALINGTHE NOMINAL DIMENSIONS OF THE EXISTING JOISTS.2) WHERE OPENING CUTS ONE JOIST, FRAME WITH LUMBER EQUALING THENOMINAL DIMENSIONS OF THE EXISTING JOISTS. USE THIS FRAMING AS AHEADER FOR THE INTERRUPTED JOIST. FOR EACH JOIST BYPASSING THEOPENING, CUT AND SISTER A NEW JOIST. USE 1/2 ”ø LAG SCREWS AT 12” OC TOSISTER JOISTS TOGETHER. PENETRATIONS WHERE MORE THAN ONE JOIST ISCUT TO BE REVIEWED BY SEOR. 3.A. B. FASTENINGALL NAILS SHALL BE COMMON WIRE NAILS. AT ALL EXPOSED NAILING TOWEATHER, (IE-DECKING & SIDING), USE HOT-DIPPED GALVANIZED NAILS. USE OFPLASTIC COATED OR CASING NAILS IS NOT ALLOWED. NAIL DESIGNATIONS SHALLMEET THE FOLLOWING LENGTHS AND DIAMETERS:6d 2" x 0.113"12d 3 1/4" x 0.148"8d 2 1/2" x 0.131"16d 3 1/2" x 0.162"10d 3" x 0.148"20d 4" x 0.192"THE NUMBER AND SIZE OF NAILS CONNECTING WOOD MEMBERS SHALL NOT BELESS THAN THE FOLLOWING: CONNECTION JOIST TO SILL, TOP PLATE OR GIRDERBRIDGING OR BLOCKING BETWEEN JOISTSOR TRUSSES NOT AT WALL TOP PLATE FASTENING (3) 8d TOENAILS SILL PLATE TO JOIST, RIM JOIST OR BLOCKINGTOP PLATE TO 2x STUD AND STUD TO SILL PLATE TOP PLATE TO 3x STUD AND STUD TO SILL PLATE 2x STUD TO TOP OR SILL PLATE (2) 8d TOENAILS, EACH ENDOR (2) 16d END NAILS 16d @ 16" OC, FACE NAIL(2) 16d END NAILS (3) 16d END NAILS (4) 8d TOENAILS OR(2) 16d END NAILS 3x STUD TO SOLE PLATE (6) 8d TOENAILS OR(3) 16d END NAILS STUD TO STUD 16d @ 24" OC, FACE NAILDOUBLE TOP PLATES 16d @ 16" OC, FACE NAILDOUBLE TOP PLATES, LAP SPLICE (12) 16d EACH SIDE OF SPLICE BLOCKING BETWEEN JOISTS OR RAFTERS TO TOP PLATE (3) 8d TOENAILS RIM JOIST TO TOP PLATE OR FRAMING BELOW 8d @ 6" OC, TOENAIL JOIST TO RIM JOIST (3) 16d END NAILS TOP PLATE LAPS AT CORNERS AND INTERSECTIONS (2) 16d, FACE NAILBUILT-UP HEADER 16d @ 16" OC ALONG EACH EDGECEILING JOIST TO TOP PLATE (3) 8d TOENAILSCONTINUOUS HEADER TO STUD (4) 8d, TOENAILCEILING JOIST, LAPS OVER PARTITIONS (3) 16d FACE NAILS CEILING JOISTS TO PARALLEL RAFTERS REFER TO TABLE 2308.7.3.1 RAFTER OR ROOF TRUSS TO PLATE (3) 10d TOENAILS BUILT-UP CORNER STUDS 16d @ 24" OC BUILT-UP GIRDERS AND BEAMS, 2x LUMBER LAYERS 20d FACE NAILS @ 32" OC ALONGTOP AND BOTTOM, STAGGEREDOPPOSITE SIDES, AND (2) 20d ATENDS AND AT EACH SPLICE FLAT BLOCKING TO TRUSS AND WEB FILLER 16d @ 16" OC, FACE NAIL MULTI-PLY LAMINATED VENEER LUMBER (LVL)PER MANUF RECOMMENDATIONS WOOD C. D. E. F. G. H. I. PILOT HOLES SHALL BE PROVIDED FOR ALL NAILS 20d AND LARGER. PILOT HOLESSHALL HAVE A DIAMETER OF APPROXIMATELY 75% OF THE NAIL SHANK DIAMETER.USE OF MACHINE NAILING IS SUBJECT TO A SATISFACTORY JOBSITEDEMONSTRATION AND THE APPROVAL OF THE ARCHITECT/STRUCTURALENGINEER AND IS SUBJECT TO CONTINUED SATISFACTORY PERFORMANCE.MACHINE NAILING IS NOT ALLOWED FOR 5/16 ” SHEATHING. IF THE NAIL HEADSPENETRATE MORE THAN WOULD BE NORMAL FOR A HANDHELD HAMMER, OR IFMINIMUM ALLOWABLE EDGE DISTANCES ARE NOT MAINTAINED, THEPERFORMANCE WILL BE DEEMED UNSATISFACTORY AND MACHINE NAILING WILLBE DISCONTINUED.ALL BOLTED WOOD CONNECTIONS SHALL BE MADE WITH BOLTS CONFORMING TOTHE REQUIREMENTS OF ANSI/ASME B18.2.6. BOLT HOLES SHALL BE 1/32 ” TO 1/16”LARGER THAN THE BOLT. FORCIBLE DRIVING OF BOLTS IS NOT ALLOWED.RETIGHTEN ALL BOLTS BEFORE CLOSING-IN.USE STANDARD CUT WASHERS BETWEEN THE BOLT HEADS, BOLT NUTS AND LAGSCREW HEADS AND WOOD FRAMING.ALL WOOD CONNECTIONS MADE WITH LAG SCREWS SHALL BE MADE WITHSCREWS CONFORMING TO THE REQUIREMENTS OF ANSI/ASME B18.2.6. LEADHOLES FOR THE SHANK SHALL HAVE THE SAME DIAMETER AS THE SHANK ANDTHE SAME DEPTH AS THE LENGTH OF UNTHREADED SHANK. THE LEAD HOLE FORTHE THREADED PORTION SHALL HAVE A DIAMETER EQUAL TO 60-75% OF THETHREADED PORTION.METAL FRAMING CONNECTORS NOTED ON THE DRAWINGS USE SIMPSONSTRONG-TIE AS BASIS OF DESIGN, UNLESS NOTED OTHERWISE. SUBSTITUTIONSOF ALTERNATE CONNECTOR MANUFACTURERS WILL BE ACCEPTABLE AS LONG ASLOAD CAPACITIES ARE MET OR EXCEEDED AND ARE SUBSTANTIATED BY AN ICCREPORT.WHERE THERE ARE CONNECTOR NAILING ALTERNATIVES LISTED IN THEMANUFACTURER’S CATALOG, THE NAILING PROVIDING THE HIGHEST LOADCAPACITY SHALL BE USED. 4.A. B. C. D. E. F. G. H. I.J. K. L. M. N. O. GENERAL CONSTRUCTION REQUIREMENTS:FRAMING PLANS INDICATE GENERAL LAYOUT AND DIMENSIONAL CONTROL ONLY.REFER TO SHOP DRAWINGS FOR ENGINEERING AND ERECTION.SILL PLATES SHALL HAVE 1/2”ø ANCHOR BOLTS WITH 7 ” EMBEDMENT SPACED NOTMORE THAN 6’-0” ON CENTER, UNO. EACH PIECE SHALL HAVE 2 BOLTS MINIMUMAND HAVE AN ANCHOR LOCATED 4 ” MINIMUM AND 12” MAXIMUM FROM THE END.PLATE WASHERS SHALL BE A MINIMUM OF 3/16 ” THICK x 3”.WHERE MULTIPLE JOISTS OR HEADERS OCCUR, THERE SHALL BE A SHOULDERSTUD FOR EACH PLY (IE - PROVIDE DOUBLE STUDS UNDER DOUBLE JOISTS).SOLID-SAWN LUMBER BEAMS, RAFTERS AND JOISTS SHALL HAVE LATERALSUPPORT PREVENTING ROTATION OR DISPLACEMENT AS FOLLOWS BASED UPONSPAN-TO-DEPTH RATIOS:1) 2:1, NO LATERAL SUPPORT IS REQUIRED;2) 3:1 OR 4:1, THE ENDS SHALL BE HELD IN POSITION BY FULL-DEPTHBLOCKING, BRIDGING, NAILING OR BOLTING TO OTHER FRAMING MEMBERS;3) 5:1, ONE EDGE SHALL BE HELD IN LINE FOR ITS ENTIRE LENGTH;4) 6:1, FULL-DEPTH BLOCKING, BRIDGING OR CROSS BRACING SHALL BEINSTALLED AT INTERVALS NOT EXCEEDING 8 FT UNLESS BOTH EDGES AREHELD IN LINE;5) 7:1, BOTH EDGES SHALL BE HELD IN LINE FOR THE ENTIRE LENGTH.ALL LUMBER, UNLESS NOTED, SHALL BE MILL SIZED AND SURFACED ON FOURSIDES AND SHALL BE STRAIGHT STOCK, FREE FROM WARP OR CUP AND SINGLELENGTH PIECES.ALL ROUGH CARPENTRY SHALL PRODUCE JOINTS TRUE, TIGHT AND WELL NAILEDWITH MEMBERS ASSEMBLED IN ACCORDANCE WITH THE DRAWINGS AND ALLPERTINENT BUILDING CODES. THE SHIMMING OF SILLS, JOISTS, SHORT STUDS,TRIMMERS, HEADERS OR OTHER FRAMING MEMBERS SHALL NOT BE PERMITTED.ALL WALLS AND PARTITIONS SHALL BE STRAIGHT, PLUMB AND ACCURATELYLOCATED. CAREFULLY SELECT ALL STRUCTURAL MEMBERS SO KNOTS ANDOBVIOUS MINOR DEFECTS WILL NOT INTERFERE WITH MAKING SOUNDCONNECTIONS.INSTALL ALL BLOCKING AS REQUIRED TO SUPPORT ALL ITEMS OF FINISH SUCH ASBULKHEADS AND DOOR BUCKS. PROVIDE FIREBLOCKING TO CUT OFF ALLCONCEALED DRAFT OPENINGS, BOTH VERTICAL AND HORIZONTAL, BETWEENCEILING AND FLOOR AREAS. VERIFY ALL REQUIRED BLOCKING WITHARCHITECTURAL DRAWINGS AND LOCAL BUILDING OFFICIAL.ALL LUMBER AND PRODUCTS SHALL BE HANDLED AND STORED TO PREVENTMARRING AND MOISTURE ABSORPTION FROM RAIN. NO DIRECT CONTACT WITHTHE GROUND IS PERMITTED.ALL LUMBER EXPOSED TO WEATHER SHALL BE TREATED WOOD.PROTECTION AGAINST DECAY AND TERMITES:1) PLATES, SILLS AND SLEEPERS - WHEN IN DIRECT CONTACT WITH CONCRETEOR MASONRY, SHALL BE TREATED WOOD. BOTTOM OF SILLS AT EXTERIORWALLS SHALL NOT BE LESS THAN 6 ” ABOVE OUTSIDE GRADE EXCEPT WHEREGRADE IS PAVED OVER FOR 18 ” MINIMUM WIDTH AND DRAINING AWAY FROMTHE BUILDING. FOR THAT CONDITION, SILL MAY BE 2 ” ABOVE.2) COLUMNS AND POSTS - IN AREAS EXPOSED TO WATER SPLASH ANDEXTERIOR CONDITIONS, COLUMN/POST SHALL BE SUPPORTED BY A METALCONNECTOR AND BE TREATED UNLESS BASE IS LIFTED 2 ” ABOVE THECONCRETE SLAB.3) STRUCTURAL SUPPORTS OF BALCONIES, PORCHES OR SIMILARAPPURTENANCES - WHEN MEMBERS ARE EXPOSED TO THE WEATHERWITHOUT ADEQUATE ROOF PROTECTION PREVENTING WATERACCUMULATION, THEY SHALL BE TREATED WOOD.4) MOISTURE CONTENT - WHEN WOOD IS PRESSURE TREATED WITH AWATERBORNE PRESERVATIVE AND LOCATED IN ENCLOSED SPACES WHEREDRYING IN SERVICE CANNOT READILY OCCUR, SUCH WOOD SHALL BE AT AMOISTURE CONTENT OF 19% OR LESS BEFORE BEING COVERED.UNLESS SPECIFICALLY SHOWN ON THESE PLANS, NO STRUCTURAL MEMBERSHALL BE CUT, NEITHER DRILLED NOR NOTCHED, WITHOUT WRITTEN APPROVALFROM THE STRUCTURAL ENGINEER.1) AT NON-BEARING STUDS: A HOLE NOT GREATER THAN 40% OF THE STUDWIDTH MAY BE BORED. BORED HOLES NOT GREATER THAN 60% OF THE STUDWIDTH ARE PERMITTED WHERE EACH BORED STUD IS DOUBLED, PROVIDEDNOT MORE THAN TWO SUCH SUCCESSIVE DOUBLE STUDS ARE SO BORED. INNO CASE SHALL THE EDGE OF THE BORE HOLE BE NEARER THAN 5/8 ” TO THESTUD EDGE. BORE HOLES SHALL NOT BE LOCATED AT THE SAME SECTION IFCUT OR NOTCHED.ALL FRAMING APPLICABLE STANDARDS OR GRADING RULES SPECIFIED SHALL BESO IDENTIFIED BY THE GRADE MARK OR A CERTIFICATE OF INSPECTION BY ANAPPROVED AGENCY. ALL LUMBER AND PLYWOOD REQUIRED TO BE TREATEDWOOD SHALL BE IDENTIFIED BY THE QUALITY MARK OF AN APPROVED INSPECTIONAGENCY WHICH MAINTAINS CONTINUED SUPERVISION, TESTING AND INSPECTIONOVER THE QUALITY OF THE PRODUCT.WALL STUD CONSTRUCTION IS DESIGNED TO BE BRACED BY THE WALLSHEATHING (WOOD STRUCTURAL PANEL OR GYPSUM BOARD). CONTRACTOR TOPROVIDE TEMPORARY BRACING, AS REQUIRED, UNTIL SHEATHING IS INSTALLED.STRUCTURAL HEADERS OR OTHER STRUCTURAL COMPONENTS MAY BESUBSTITUTED UPON APPROVAL OF THE STRUCTURAL ENGINEER. SUPPLIER SHALLPROVIDE SEALED DESIGN CALCULATIONS FOR THE COMPONENTS.CONTRACTOR SHALL SUBMIT A COMPLETE SET OF SHOP DRAWINGS PREPAREDBY THE FABRICATOR/MANUFACTURER FOR REVIEW AND APPROVAL BY THEARCHITECT AND STRUCTURAL ENGINEER. STRUCTURAL STEEL 1. A. B. STRUCTURAL STEEL SHALL CONFORM TO ASTM SPECIFICATIONS AS NOTED BELOWAND TO THE AISC SPECIFICATIONS FOR FABRICATION AND ERECTION:ALL WIDE FLANGE COLUMNS, WIDE FLANGE SHAPES W12 AND LARGER (U.N.O.):A-992, GRADE 50ALL WIDE FLANGE BEAMS W10 AND SMALLER, ANGLES, CHANNELS ANDMISCELLANEOUS: A-36.C. HSS TUBE SECTIONS:A-500, GRADE B OR C. (Fy = 46 KSI) E. BASE PLATES AND CONNECTION A-572, GRADE 50. 2. ALL WELDING SHALL CONFORM TO THE SPECIFICATIONS OF THE AMERICANWELDING SOCIETY AND SHALL BE PERFORMED BY CERTIFIED WELDERS USING E70XXELECTRODES (U.N.O.) AND THE ELECTRIC ARC PROCESS. SUBMIT WELDING PROCEDURESPECIFICATIONS FOR APPROVAL PRIOR TO FABRICATION.3. WELD LENGTHS CALLED FOR ON THE PLANS ARE THE NET EFFECTIVE LENGTHREQUIRED. WHERE FILLET WELD SYMBOL IS GIVEN WITHOUT INDICATION OF SIZE, USEMINIMUM SIZE WELDS AS SPECIFIED IN AISC MANUAL OF STEEL CONSTRUCTION,TABLE J.2.4.4. ALL STEEL EXPOSED TO WEATHER SHALL BE HOT-DIPPED GALVANIZED AFTERFABRICATION. ABRADED AREAS TO BE TOUCHED UP WITH GALVALOY. ALL TUBESAND/OR PIPES SHALL HAVE WELDED CAP PLATES TO SEAL EXPOSED ENDS. INTERIORSTEEL TO BE SHOP PRIME PAINTED.5. HIGH STRENGTH BOLTS (H.S.B.) SHALL CONFORM TO ASTM A-325SC STANDARDSPECIFICATIONS TYPICALLY UNLESS NOTED OTHERWISE. OTHER BOLTS, AS NOTED,SHALL CONFORM TO ASTM A-307. ANCHOR ROD MATERIAL SHALL CONFORM TO ASTMF1554 GRADE 105.6. ALL STRUCTURAL STEEL SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECTFOR APPROVAL PRIOR TO FABRICATION.7. ALL FIELD WELDING, EXCEPT MINOR OR TACK WELDING, SHALL BE CONTINUOUSLYINSPECTED BY AN APPROVED WELDING INSPECTOR AND CONFORM TO WELDINGREQUIREMENTS AS PER AWS D1.1: 2025.8. WELD FILLER METAL SHALL HAVE A NOTCH TOUGHNESS OF 20 FT. LBS. AT -20F. E70 T4 SHALL NOT BE USED IN THIS PROJECT.9. PROVIDE ONE SHOP COAT OF PAINT ON ALL STRUCTURAL STEEL NOT COVEREDWITH CONCRETE, FIREPROOFING, MASONRY OR AT CONTACT SURFACES AT HIGHSTRENGTH BOLTS.10. AT MOMENT CONNECTIONS: HIGH STRENGTH BOLTS SHALL BE FULLY TIGHTENEDAFTER WELDING IS DONE AND WELDED CONNECTIONS SHALL BE INSPECTED BY NON-DESTRUCTIVE METHODS SUCH AS X-RAY, ULTRASONIC OR OTHERWISE. CHECK FORLAMELLAR TEARING.11. ALL COMPLETE PENETRATION GROOVE WELDS SHALL BE TESTED 100%. ALL C.P.WELD JOINTS WITH MEMBERS OF DIFFERENT THICKNESS OR WIDTHS SHALL BETRANSITIONED PER AWS D1.1, U.N.O.12. HIGH STRENGTH BOLTING SHALL BE CONTINUOUSLY INSPECTED BY AN APPROVEDINSPECTOR.13. ALL ARCHITECTURALLY EXPOSED STRUCUTURAL STEEL (AESS) SHALL COMPLY WITHAISC SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS AND BRIDGES, SECTION 10,AND TO AISC AESS SUPPLEMENT TO MODERN STEEL CONSTRUCTION, MAY 2003, FORGUIDANCE FOR SPECIFYING AESS.14. HSS SPLICES SHOULD BE FULL PENETRATION TYP.-U.N.O. STRUCTURAL ABBREVIATION KEY #@ °Ø-3"ABOVEA.B.AHUARCHBELOWB.O.bfBFBLKGBMB.N.B.O.F.BOTTBPBTWNCFSFCLRCLCMUCOLCONCCONTC.P.DIADIMDLDETDWGDWLEAEFELELECELEVE.N.EODEOSEQEQUIPEW(E)EXPEXTf 'cFDNFINFLRF.N.F.O.S.F.O.W.FRMGFTFTGFyGAGALVGBHIHORIZHSBININTJTK, KIPKSPLBLLLLHLLVLSHLSVLOLONGLT WTM.B.MAXMECHMANUFMINMTLN(N)NICNTSOCOHOPNGPCPCFP.H.PLPLFPLYWDP.P.PSFPSIPTDFRREINFREQDRTUSCSCBFSCHEDSEP'NSIMSHTGSLSLRSSOGSPSPECSQSTIFFSTLSUPPTSYMT&BT.O.T.O.S.T.O.W.TCTEMPtfTHKTRANSTYPUNOVERTVIFVWAW/WPWTWWR NUMBER OR POUNDSATDEGREEDIAMETERSLAB DEPRESSIONABVANCHOR BOLTAIR-HANDLING UNITARCHITECT, -URE, -URALBELBOTTOM OFBEAM FLANGE WIDTHBRACE FRAMEBLOCKINGBEAMBOUNDARY NAILINGBOTTOM OF FOOTINGBOTTOMBASE PLATEBETWEENCOLD FORM STEEL FRAMINGCLEARCENTERLINECONCRETE MASONRY UNITCOLUMNCONCRETECONTINUOUSCOMPLETE JOINT PENETRATION WELDDIAMETERDIMENSIONDEAD LOADDETAILDRAWINGDOWELEACHEACH FACEELEVATIONELECTRICALELEVATOREDGE NAILINGEDGE OF DECKEDGE OF SLABEQUALEQUIPMENTEACH WAYEXISTINGEXPANSIONEXTERIORCONCRETE COMPRESSIVE STRENGTHFOUNDATIONFINISH, -EDFLOORFIELD NAILINGFACE OF STUDFACE OF WALLFRAMINGFOOTFOOTINGYIELD STRESSGAGE OR GAUGEGALVANIZEDGRADE BEAMHIGHHORIZONTALHIGH STRENGTH BOLTINCHINTERIORJOINTKILOPOUND (1,000 POUNDS)KIPS PER SQUARE FOOTPOUNDLIVE LOADLONG LEG HORIZONTALLONG LEG VERTICALLONG SIDE HORIZONTALLONG SIDE VERTICALLOWLONGITUDINALLIGHTWEIGHTMACHINE BOLTMAXIMUMMECHANICALMANUFACTURERMINIMUMMETALNORTHNEWNOT IN CONTRACTNOT TO SCALEON CENTEROPPOSITE HANDOPENINGPIECEPOUNDS PER CUBIC FOOTPENTHOUSEPLATEPOUNDS PER LINEAR FOOTPLYWOODPARTIAL JOINT PENETRATION WELDPOUNDS PER SQUARE FOOTPOUNDS PER SQUARE INCHPRESSURE TREATED DOUGLAS FIRRADIUSREINFORCING, -MENT, -EDREQUIREDROOF TOP UNITTC WITH CLASS A FAYING SURFACESPECIAL CONCENTRIC BRACE FRAMESCHEDULESEPARATIONSIMILARSHEATHINGSNOW LOADSEISMIC LOAD RESISTING SYSTEMSLAB ON GRADESPACE(S)SPECIFICATION(S)SQUARESTIFFENERSTEELSUPPORTSYMMETRICALTOP AND BOTTOMTOP OFTOP OF STEELTOP OF WALLPRE-TENSIONED BOLTTEMPERATUREBEAM FLANGE THICKNESSTHICKTRANSVERSETYPICALUNLESS NOTED OTHERWISEVERTICALVERIFY IN FIELDVERIFY WITH ARCHITECTURAL DRAWINGSWITHWORK POINTWEIGHTWELDED WIRE REINFORCING ABBR: DESCRIPTION: D. PIPE SECTION:ASTM A-53, GRADE B (35 KSI). 1. CONTRACTORS RESPONSIBLE FOR THE CONSTRUCTION OF A WIND OR SEISMIC FORCERESISTING SYSTEM/COMPONENT LISTED IN THE STATEMENT OF SPECIAL INSPECTIONSHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE LADBS INSPECTORSAND THE OWNER PRIOR TO THE COMMENCEMENT OF WORK ON SUCH SYSTEM ORCOMPONENT. (1704.4)2. CONTINUOUS SPECIAL INSPECTION BY A REGISTERED DEPUTY INSPECTOR IS REQUIREDFOR FIELD WELDING, POST-INSTALLED ADHESIVE ANCHORS INSTALLED HORIZONTALLYOR UPWARDLY INCLINED TO RESIST SUSTAINED TENSION LOADS, SHOTCRETEPLACEMENT, CONCRETE STRENGTH F=C > 2500 PSI, SPRAYED-ON FIREPROOFING,ENGINEERED MASONRY, HIGH-LIFT GROUTING, , HIGH LOAD DIAPHRAGMS AND SPECIALMOMENT-RESISTING CONCRETE FRAMES, AND HELICAL PILE FOUNDATIONS. (1705 &CHAPTERS 19, 21, AND 22)3. FOUNDATION SILLS SHALL BE NATURALLY DURABLE OR PRESERVATIVE-TREATEDWOOD. (2304.12.1.4)4. FIELD WELDING TO BE DONE BY WELDERS CERTIFIED BY THE LADBS FOR (STRUCTURALSTEEL)(REINFORCING STEEL)(LIGHT GAUGE STEEL). CONTINUOUS INSPECTION BY ADEPUTY INSPECTOR IS REQUIRED.5. SHOP WELDS MUST BE PERFORMED IN A LADBS LICENSED FABRICATORS SHOP.6. GLUED-LAMINATED TIMBERS MUST BE FABRICATED IN A LADBS LICENSED SHOP.IDENTIFY GRADE SYMBOL AND LAMINATION SPECIES PER 2018 NDS SUPPLEMENT TABLE5A.7. PROVIDE LEAD HOLE 40% - 70% OF THREADED SHANK DIAMETER AND FULL DIAMETERFOR SMOOTH SHANK PORTION.8. PERIODIC SPECIAL INSPECTION IS REQUIRED FOR WOOD SHEAR WALLS, SHEARPANELS, AND DIAPHRAGMS, INCLUDING NAILING, BOLTING, ANCHORING, AND OTHERFASTENING TO COMPONENTS OF THE SEISMIC FORCE RESISTING SYSTEM. SPECIALINSPECTION BY A DEPUTY INSPECTOR IS REQUIRED WHERE THE FASTENER SPACINGOF THE SHEATHING IS 4 INCHES ON CENTER OR LESS. (1705.12.110.)9. IF ADVERSE SOIL CONDITION IS ENCOUNTERED, A SOIL INVESTIGATION REPORT MAY BEREQUIRED. NOTES: REINFORCING 1. REINFORCING STEEL SHALL BE PLACED IN ACCORDANCE TO AMERICANCONCRETE INSTITUTE 318 "BUILDING CODE REQUIREMENTSFOR STRUCTURAL CONCRETE AND CONCRETE REINFORCINGSTEEL INSTITUTE (CRSI) "MANUAL OF STANDARD PRACTICE" 2. CONCRETE REINFORCING STEEL SHALL BE HIGH STRENGTH NEWBILLET STEEL CONFORMING TO THE FOLLOWING STANDARDS: DEFORMED BARS*ELEVATED SLAB/BEAMS*WELDED WIRE REINFORCINGEPOXY-COATED BARSGALVANIZED-COATED BARSSTEEL WIRE ASTM A615, GR60 Fy=60 KSIASTM A615, GR 60 Fy=60 KSIASTM A1064 Fy=65 KSIASTM A775 Fy=60 KSIASTM A767 Fy=60 KSIASTM A1064 Fy=60 KSI *BARS TO BE WELDED SHALL CONFORM TO LOW ALLOY ASTM A706 3.MINIMUM CONCRETE COVER SHALL BE PROVIDED AS FOLLOWS TOTHE OUTERMOST REINFORCING BARS:CAST AGAINST AND PERMANENTLY IN CONTACT WITH GROUND 3"EXPOSED TO WEATHER OR IN CONTACT WITH GROUND #6 BARS OR LARGER#5 BARS OR SMALLER 2"1 1/2" NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUNDSLABS, JOISTS AND WALLS WITH #14 AND #18 BARSSLABS, JOISTS AND WALLS WITH #11 BARS OR SMALLERBEAMS, COLUMNS, PEDESTALS AND TENSION TIES 1 1/2"1"1 1/2" 4. ALL REINFORCING IN CONCRETE USED FOR THE CONTAINMENT OF WATERSHALL BE HOT-DIP GALVANIZED OR EPOXY-COATED.5. USE LOW HYDROGEN ELECTRODES, GRADE E-90, FOR WELDING OFREINFORCING BARS.6. PROVIDE ADEQUATE TIES FOR ALL REINFORCING BARS AND STIRRUPSIN CONCRETE SLABS. ANCHOR BOLTS, DOWELS, REINFORCINGSTEEL, INSERTS, ETC., SHALL BE SECURELY TIED IN PLACE PRIOR TOPOURING CONCRETE. CONCRETE BLOCKS SHALL ONLY BE USED TOSUPPORT REINFORCING OFF GRADE.7. SUPPORTS FOR REINFORCEMENT SHALL HAVE CLASS 2 PROTECTION ASDEFINED IN THE CRSI MANUAL OF STANDARD PRACTICE, UNO. 8. SUPPORTS FOR COATED REINFORCEMENT SHALL HAVE CLASS 1 PROTECTIONAS DEFINED IN THE CRSI MANUAL OF STANDARD PRACTICE, UNO.9. CONTINUOUS REINFORCING SHALL BE LAPPED AT MIDSPAN FOR TOP BARS ANDDIRECTLY OVER THE SUPPORT FOR BOTTOM BARS. 10. ALL WELDED WIRE REINFORCING (WWR) SHALL BE LAPPED 2 PANELS ATEDGES AND ENDS.11. DOWELS BETWEEN FOOTINGS AND WALLS SHALL BE THE SAME GRADE,SIZE AND SPACING OR NUMBER AS THE VERTICAL REINFORCING,RESPECTIVELY, UNO. 12. REINFORCING IN FOOTINGS SHALL BE ACCURATELY PLACED. SHALL BESPACED, SUPPORTED AND SECURED BEFORE PLACING CONCRETE.13. CUTTING OF REINFORCING WHICH CONFLICTS WITH EMBEDDED OBJECTS ISNOT ACCEPTABLE.14. REINFORCING BARS SHALL BE BENT COLD, AND NO METHOD OF FABRICATIONSHALL BE USED WHICH WOULD BE INJURIOUS TO THE MATERIAL. HEATING OFBARS FOR BENDING IS NOT PERMITTED.15. FIELD WELDING OR BENDING OF REINFORCING IS NOT PERMITTED EXCEPT ASINDICATED ON THE DRAWINGS OR AS APPROVED BY THE STRUCTURAL ENGINEER. 16. SUBMIT SHOP DRAWINGS FOR FABRICATION AND PLACEMENT OF REINFORCINGSTEEL. INCLUDE SCHEDULES AND DIAGRAMS OF BENT BARS AND SHOWARRANGEMENT OF REINFORCEMENT. STRUCTURAL ENGINEER'S REVIEW WILLBE FOR COMPLIANCE WITH DESIGN REQUIREMENTS. THE CONTRACTOR SHALLBE RESPONSIBLE FOR VERIFYING DIMENSIONS AND QUANTITIES. 16. FORM SAVERS, IF USED SHALL COMPLY WITH TYPE II AND SHALL BE AS FOLLOWS:A. LENTON FORM SAVER (IAPMO #129) OR EQUAL 17. ALL REINFORCING STEEL SHALL BE MARKED SO THEIR IDENTIFICATION CAN BEMADE FINAL INSPECTION IS CONDUCTED. SIMPSON STRONG-TIE COMPANY INC. STRUCTURAL CONNECTORS, ANCHORS, AND OTHERPRODUCTS ARE DESIGNED AND TESTED TO PROVIDE SPECIFIED DESIGN LOADS. TO OBTAINOPTIMAL PERFORMANCE FROM SIMPSON STRONG-TIE PRODUCTS AND ACHIEVE MAXIMALALLOWABLE DESIGN LOAD, THE PRODUCTS MUST BE PROPERLY INSTALLED AND USED INACCORDANCE WITH THE CORROSION INFORMATION, INSTALLATION INSTRUCTIONS ANDDESIGN LIMITS PROVIDED BY SIMPSON STRONG-TIE. TO ENSURE PROPER INSTALLATION ANDUSE, DESIGNERS AND INSTALLERS MUST CAREFULLY READ THE FOLLOWING GENERALNOTES, GENERAL INSTRUCTIONS FOR THE INSTALLER, GENERAL INSTRUCTIONS FOR THEDESIGNER AND CORROSION INFORMATION, AS WELL AS CONSULT THE APPLICABLECATALOG PAGES FOR SPECIFIC PRODUCT INSTALLATION INSTRUCTIONS AND NOTES. PROPER PRODUCT INSTALLATION REQUIRES CAREFUL ATTENTION TO ALL NOTES ANDINSTRUCTIONS, INCLUDING THESE BASIC RULES: BE FAMILIAR WITH THE APPLICATION AND CORRECT USE OF THE CONNECTOR. READ AND FOLLOW ALL INSTRUCTIONS AND WARNINGS ON OUR WEBSITE, IN THIS AND ANYOTHER APPLICABLE CATALOG, IN THE INSTALLER'S POCKET GUIDE AND ALL OTHER SIMPSONSTRONG-TIE PUBLICATIONS. IF ANY INSTRUCTIONS OR WARNINGS ARE UNCLEAR, DO NOTUSE THE PRODUCT AND CONTACT SIMPSON STRONG-TIE. INSTALL ALL REQUIRED FASTENERS PER INSTALLATION INSTRUCTIONS PROVIDED BYSIMPSON STRONG-TIE: (A) USE PROPER FASTENER TYPE; (B) USE PROPER FASTENERQUANTITY; (C) FILL ALL FASTENER HOLES; (D) DO NOT OVERDRIVE OR UNDERDRIVE NAILS,INCLUDING WHEN USING POWER NAILERS; AND (E) ENSURE SCREWS ARE COMPLETELYDRIVEN. ONLY BEND PRODUCTS THAT ARE SPECIFICALLY DESIGNED TO BE BENT. FOR THOSEPRODUCTS THAT REQUIRE BENDING (SUCH AS STRAP-TYPE HOLDOWNS, STRAIGHT-ENDTWIST STRAPS, ETC.), DO NOT BEND MORE THAN ONE FULL CYCLE.CUT JOISTS TO THE CORRECT LENGTH, DO NOT "SHORT-CUT." THE GAP BETWEEN THE ENDOF THE JOIST AND THE HEADER MATERIAL SHOULD BE NO GREATER THAN 1/8" UNLESSOTHERWISE NOTED. FAILURE TO FOLLOW FULLY ALL OF THE NOTES AND INSTRUCTIONS PROVIDED BY SIMPSONSTRONG-TIE MAY RESULT IN IMPROPER INSTALLATION OF PRODUCTS. IMPROPERLYINSTALLED PRODUCTS MAY NOT PERFORM TO THE SPECIFICATIONS SET FORTH IN THISCATALOG AND MAY REDUCE A STRUCTURE'S ABILITY TO RESIST THE MOVEMENT, STRESS,AND LOADING THAT OCCURS FROM GRAVITY LOADS AS WELL AS IMPACT EVENTS SUCH ASEARTHQUAKES AND HIGH-VELOCITY WINDS 1. 2. 3. 4. 5. SIMPSON FASTENER NOTES 1 DRAWING SHEET NAME SCALE   The Architect retains all copyrights, all commonlaw, statutory and other reserved rights for alldrawings, specifications and documents preparedby the designer. These drawings, specificationsand documents are for use solely with respect tothe project. They are not to be used by the Owner,Contractor, any Sub-Contractor, or material orequipment supplier on any other project, or foradditions to this project, without the specific writtenconsent of the designer. NOTES STAMP: REV # DATE DESCRIPTION 878 W. 6TH STREETSAN PEDRO, CA 90731845 271 9324DANIELLE@STUDIOBNDL.COM BNDL ARCHITECTURE, INC.   ALL DIMENSIONS ARE APPROXIMATE ANDSHALL BE VERIFIED IN FIELD BY THECONTRACTOR. BNDL AND/OR ITS PRINCIPALS AND EMPLOYEES WAIVES ANY AND ALLLIABILITY OR RESPONSIBILITY FOR PROBLEMS THAT MAY OCCURWHEN THESE PLANS, DRAWINGS, SPECIFICATIONS, AND/OR DESIGNSARE FOLLOWED WITHOUT THE ARCHITECT'S GUIDANCE WITHAMBIGUITIES, OR CONFLICTS WHICH ARE ALLEGED. THE PLANS,DRAWINGS, SPECIFICATIONS, AND/OR DESIGNS REPRESENTEDHEREIN ARE FOR THE USE SOLELY WITH RESPECT TO THIS PROJECT AS INDICATED 1245 BLUEGUMADDITION OWNER 1 08/27/2025 BACKCHECK #1 S002 GENERAL NOTES 35 (83) (84) (84) N 0 7 ° 1 0 ' 4 3 " E ( R A D . ) 131 . 5 3 ' P/ L P/ L N 1 6 ° 3 4 ' 2 6 " W 11 8 . 7 7 ' R/W N 43 ° 1 1 ' 4 2 " E R/W 26.01 ' N 82°46'11 " E 71.45' 470 SF (E) MASTERSUITE 5 451 SF (E) LIVING 6 126 SF (N) BED 7 334 SF (N) REC. ROOM 8 174 SF (N) OFFICE 9 62 SF HALL 11 334 SF (N) REC. ROOM 8 174 SF (N) OFFICE 9 62 SF62 SF HALL 11 3/16"=1'-0" FOUNDATION PLAN1 NORTH FOUNDATION NOTES 1.2. 3. 6. 7. 10.11.12. 5. 4. REFER TO SHEETS S001&S002 AND S300 TO S304 FOR TYPICAL NOTES AND DETAILS.FIELD VERIFY ALL DIMENSIONS PRIOR TO START OF WORK. VERIFY DIMENSIONS WITH ARCHITECTURALPLANS AND WITH EXISTING CONDITIONS PRIOR TO THE START OF ANY CONSTRUCTION. NOTIFY THEARCHITECT AND ENGINEER-OF-RECORD FOR ANY DISCREPANCIES.ALL INTERIOR NON-BEARING AND NON-SHEAR WALLS AND PARTITIONS WHERE ANCHOR BOLTS ARE NOTNOTED ARE TO BE SECURED WITH SHOT PINS U.N.O. SHOT PINS SHALL BE 0.145" DIA. X 2.875" SHANKLENGTH WITH METAL PLATE WASHER AT 24 INCHES OC. THERE SHALL BE A MINIMUM OF TWO FASTENERSPER PIECE OF FOUNDATION PLATE 16" OR LONGER WITH ONE FASTENER LOCATED 6" FROM EACH END OFEACH PIECE.INSTALL ALL FOUNDATION HARDWARE PER THE MANUFACTURERS RECOMMENDATIONS. DEEPEN FOOTINGWHERE NECESSARY TO PROVIDE ANCHOR EMBEDMENT AT HOLD DOWN LOCATIONS. ALL FOUNDATIONHARDWARE (EXCEPT WET SET ANCHOR BOLTS) SHALL BE SECURED AND TIED IN PLACE PRIOR TO FOOTINGINSPECTION AND PLACEMENT OF CONCRETE.THE FLOOR SLAB AND FOUNDATION MAY BE POURED MONOLITHICALLY (AT THE SAME TIME) OR IN TWOPOURS WITH A COLD JOINT BETWEEN AT THE CONTRACTOR'S OPTION. DETAILS IN GENERAL ARE SHOWNFLAT WORK (PATIOS, STOOPS, PORCHES, DRIVEWAYS AND SIMILAR FEATURES) MAY BE DOWELED TO THISFOUNDATION WITH #3 DOWELS X 3 FEET LONG AT 2 FEET ON CENTER. DOWELS SHOULD EXTEND AT LEASTSEE ARCHITECTURAL PLANS FOR ADDITIONAL INFORMATION.8. CONTRACTOR TO PROVIDE SHORING AS REQUIRED PRIOR TO REMOVING BEARING WALLS. 9.INSTALL 5/8" Ø A.B.x 12" LONG WITH 7" EMBEDMENT AT 4'-0" o/c. TYPICAL, W/ 3x3x1/4" 4" PL. WASHER, U.N.O. ON DENOTES SHEAR WALL, SEE DETAIL 11 ON SHEET S301.DENOTES 2-2x STUDS U.N.O. (SEE POST SIZE CALL OUTS ON FRAMING PLAN)DENOTES HOLDOWNS, SEE DETAIL 10 ON SHEET S301.13. ALL SILL PLATES AT FOUNDATIONS SHOULD BE 3x P.T. WOOD, TYPICAL FLOORS USE 2x SILL PLATE w/ 16d @6" O.C., U.N.O. BY SHEAR WALL SCHEDULE SEE 11/S301.14. USE COMMON NAILS THROUGHOUT THE BUILDING ( COULD USE GALVANIZED BOX NAILS FOR PLYWOODNAILING).15. NOT USED.16. USE 2x6 STUDS @ 16" o/c AT EXTERIOR WALLS. FOR ONE STORY BUILDING, U.N.O. WITH MAXIMUM HEIGHT OF 12'-0" . 18. USE 2x6 STUDS AT ALL PLUMBING WALLS, BALLOON FRAMING FOR WALLS OVER 10 FEET HIGH.19. ALL HOLDOWNS SHALL BE SET IN PLACE BY TEMPLATE PRIOR TO FOUNDATION INSPECTION ANDHOLDOWNS SHALL BE RE-TIGHTENED JUST PRIOR TO COVERING THE WALL FRAMING.20. PROVIDE DOUBLE JOISTS OR BLOCKING UNDER PARTITION WALLS. USE 16d NAILS @ 8" o/c. @ SILL PLATE.21. SHEAR WALL CALLOUT FOR 1ST FLOOR SHEAR WALLS ARE SHOWN ON ROOF FRAMING PLAN.22. HOLDOWNS FOR 1ST FLOOR SHEAR WALLS ARE SHOWN ON FOUNDATION PLAN.23. VERTICAL STRAP CALLOUTS ON ROOF PLAN SHOULD BE INSTALLED ON FLOOR BELOW.24. CONTRACTOR TO VERIFY ROUGH OPENINGS FOR WINDOWS AND DOORS.25. FOR SIMPSON HOLDOWN "HD8A" AND GREATER USE 8" WIDE CONCRETE STEM WALL, U.N.O.26. ON EXTERIOR WALLS (INCLUDING CRIPPLE WALLS AND WALLS ABOVE THE HEADERS) WHERE NO SHEARWALLS ARE CALLED, APPLY 1/2" 2" PLYWOOD w/ 8d NAILING 6" O.C. AT EDGES AND BOUNDARIES, AND12" O.C. AT FIELD.27. FOR EXTERIOR AND INTERIOR CRIPPLE WALLS WITH SHEAR WALL ABOVE, USE SAME SHEAR WALL # ANDNAILING.28. NON-SHEAR WALL SILL PLATES SHOULD HAVE 16 d @ 6" O.C.29. PROVIDE MINIMUM 3" CLEAR COVER FOR ALL REBARS AGAINST DIRT AND 2" ELSEWHERE, U.N.O.30. FOUNDATION ANCHOR BOLTS IN WALL SHALL HAVE AN APPROVED PLATE WASHER UNDER EACH NUT; AND THE NUTS SHALL BE TIGHTENED JUST PRIOR TO COVERING THE WALL FRAMING. PLATE WASHERS AMINIMUM OF 3 INCH BY 3 INCH BY 1/4" INCH THICK SHALL BE USED IN EACH BOLT. (2308.3.2) 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 NO TO EXCEED 13/4", PROVIDED A STANDARD CUT WASHER ISPLACED BETWEEN THE PLATE WASHER AND THE NUT. THERE SHALL BE A MINIMUM OF TWO BOLTS PER PIECEWITH ONE BOLT LOCATED NOT MORE THAN 12" OR LESS THAN 5" FROM EACH END OF THE PIECE. PROVIDEMINIMUM EDGE DISTANCE OF 1 7/8 ". 3x SILL PLATE MAY OCCUR. ADJUST BOLT LENGTH AS REQUIRED. NOTIFY ARCHITECT AND STRUCTURAL ENGINEER OF RECORD OF ANY DISCREPANCIES PRIOR TOCONSTRUCTION. PLANS AND SHEAR WALL SCHEDULE HOLDOWNS SHOULD NOT BE COUNTED AS ANCHOR BOLTS.BOLTS. LEGEND: WALL (N) FOUNDATION L=##SHEAR WALL LENGTHSHEAR WALL TYPE F.J.FLOOR JOIST 31. FASTENERS AND CONNECTORS TO BE GALVANIZED FOR PRESERVATIVE TREATED WOOD. 32. WOOD FRAMING MEMBERS, INCLUDING WOOD SHEATHING, THAT REST ON EXTERIOR FOUNDATION WALLS AND ARE LESS THAN 8 INCHES FROM EXPOSED EARTH SHALL BE OF NATURALLY DURABLE OR PRESERVATIVE TREATED WOOD R317.1(2).33. WEEP SCREED FOR STUCCO AT THE FOUNDATION PLATE LINE SHALL BE MINIMUM OF 4 INCHES ABOVE THE EARTH OR 2 INCHES ABOVE PAVED AREAS. (CRC R703.7.2.1, CBC 2512.1.2) 34. A SITE SURVEY BY A LICENSED SURVEYOR SHALL BE REQUIRED PRIOR TO FOUNDATION CONCRETE POUR.35. SIMPSON 3G EPOXY WITH ESR-4507 MAY BE USED IN LUIE OF ESR-2508 AT ALL EPOXY BOLTS.36. WRAP ALL EXPOSED POSTS AND BEAMS IN GARAGE WITH 5/8" TYPE "X" GYPSUM BOARD (U.O.N)37. HOLD DOWN ANCHORS MUST BE TIES IN PLACE PRIOR TO FOUNDATION INSPECTION AND RE-TIGHTENED JUST PRIOR TO COVERING THE WALL FRAMING (109.3 APPENDIX CBC) 38. SEE ARCHITECTURAL PLANS FINISH FLOOR ELEVATION, EXTERIOR WALL CONCRETE CURB LOCATION, WIDTH AND HEIGHT.39. SEE ARCHITECTURAL PLANS FOR NEW WALL SIZES, ALL NEW EXTERIOR WALLS SHALL BE 2x6 @ 16" O.C. 40. SHORING AS REQUIRED IS NOT PART OF THIS DRAWINGS/DESIGN AND SHALL BE DONE BY OTHERS. BNW ENGINEERING IS NOT RESPONSIBLE FOR ANY SHORING OF EXISTING STRUCTURAL ELEMENTS. IMPORTANT NOTICEDUE TO NATURE OF THIS JOB AND UNAVAILABLEINFORMATION OF EXISTING STRUCTURES AND INVASIVEINSPECTIONS WERE NOT PERFORMED, REVISIONS ANDCORRECTIONS OF THE DRAWINGS MAY BE NECESSARY.ANY DISCREPANCIES MUST BE REPORTED TO THEARCHITECT IMMEDIATELY. (E) FOOTING AND FLOORFRAMING TO REMAIN NOTIN SCOPE (N) SHEAR WALL ATCRAWL SPACE L=# # 41. NOT USED. NEW ADDITION 42. PRESERVATIVE-TREATED (P.T.) LUMBERS FIELD CUT ENDS, NOTCHES AND DRILLED HOLES SHALL BE TREATED IN ACCORDANCE WITH AWPA M4 AS REQUIRED BY R317.1.1. L=12'-0" 2 L=18'-0"2 L=1 1 ' - 4 " 2 NEW 4" SLAB ON GRADE W/ #4 @ 16" O.C EA WAYWITH A 2-INCH THICK LAYER OF SAND OVER A VAPORBARRIER MEETING ASTM 1745 (15 MIL) W/ NOT LESSTHAN 6" JOINT OVERLAP. OVER A 4" THICK BASE OF1/2" OR LARGER CLEAN AGGREGATE4 S300 TYP ATNON-BEARINGWALL 9 S300 5 S300 TYPAT INTERIORFOOTING15 S300 6x6 P O S T 6x6 P O S T 6x6 P O S T 6x6 P O S T 6x6 P O S T 6x6 P O S T (C-4 ) 6x6 P O S T (C-4) 6x6 P O S T (C-4) (C- 2 ) (C-1) (C-3) (C-3 ) HSS1 0 x 5 x 3 / 8 HSS1 0 x 5 x 3 / 8 COLUMN PROJECTIONSHALL BE INSIDE CLOSET A 1 22 6x6 P O S T B C HDU- 2 6x6 P O S T (C- 5 ) HD U - 2 2'-6"x2'-6" PAD FTG SEE 10 S300 18" CONTFTG TYP HD U - 2 18" C O N T FT G T Y P (C- 3 ) BP-1 (C-6) (C-3) BP-1(C-6) HDU-218" C O N T FT G T Y P 2'-6"x2'-6" PAD FTG SEE 12 S300 15 S300 3'-0"x4'-0" PAD FTG SEE 14 S300 3'-0"x4'-0" PAD FTG SEE 14 S300 17. USE 2x4 STUDS @ 16" o/c AT INTERIOR WALLS. FOR ONE STORY BUILDING, U.N.O. WITH MAXIMUM HEIGHT OF 16'-0" .1 S300 1'-0 " MIN 85.54' 9S300 TYP 9S300 TYP6S300(N) CONC STAIR 86.90' SIM W/ (E) DEEPENEDFOOTING, DROP THEBOTTOM OF (N) FOOTINGELEVATION TO MATCH (E) (E) CONT DEEPENEDFOOTING (E) EXTERIORFOOTING 85.54 (E) STAIR (E) CONT. EXTERIORFOOTING, TYP (E) 4" SLAB ON GRADE 6x6 P O S T (C-4)HDU-2 NOTEFOUNDATION SUB-GRADE REQUIRES A SOILS INSPECTIONAND MEMORANDUM TO CERTIFY SUB-GRADECOMPACTION AND FOOTING BEARING PRESSURE PRIORTO REQUESTING INSPECTION. 1'- 6 " 4'- 0 " EDGE OF SLAB,SEE ARCH'L 1E S300 EDGE OF (E) FTG, TYP. 6" MIN FROM EDGEOF (E) SLAB (N) NON-BEARING WALLON (E) S.O.G 4 S300TYP EQ . EQ . TYP FOR POSTFTG UON COLUMN NUMBERSCORRESPONDS TO THESTRUCTURAL CALCULATIONS (C-X) BP-X COLUMN BASE PLATE NUMBERSCORRESPONDS TO THESTRUCTURAL CALCULATIONS TY P 6x6 P O S T HDU - 2 6x6 POST HDU-2 L=4 ' - 6 " 2 12 S302 1 1 1 11 1 1 1 DRAWING SHEET NAME SCALE   The Architect retains all copyrights, all commonlaw, statutory and other reserved rights for alldrawings, specifications and documents preparedby the designer. These drawings, specificationsand documents are for use solely with respect tothe project. They are not to be used by the Owner,Contractor, any Sub-Contractor, or material orequipment supplier on any other project, or foradditions to this project, without the specific writtenconsent of the designer. NOTES STAMP: REV # DATE DESCRIPTION 878 W. 6TH STREETSAN PEDRO, CA 90731845 271 9324DANIELLE@STUDIOBNDL.COM BNDL ARCHITECTURE, INC.   ALL DIMENSIONS ARE APPROXIMATE ANDSHALL BE VERIFIED IN FIELD BY THECONTRACTOR. BNDL AND/OR ITS PRINCIPALS AND EMPLOYEES WAIVES ANY AND ALLLIABILITY OR RESPONSIBILITY FOR PROBLEMS THAT MAY OCCURWHEN THESE PLANS, DRAWINGS, SPECIFICATIONS, AND/OR DESIGNSARE FOLLOWED WITHOUT THE ARCHITECT'S GUIDANCE WITHAMBIGUITIES, OR CONFLICTS WHICH ARE ALLEGED. THE PLANS,DRAWINGS, SPECIFICATIONS, AND/OR DESIGNS REPRESENTEDHEREIN ARE FOR THE USE SOLELY WITH RESPECT TO THIS PROJECT AS INDICATED 1245 BLUEGUMADDITION OWNER 1 08/27/2025 BACKCHECK #1 S200 FOUNDATION PLAN 36 (83) (84) (84) N 0 7 ° 1 0 ' 4 3 " E ( R A D . ) 1 3 1 . 5 3 ' P/ L P/ L N 1 6 ° 3 4 ' 2 6 " W 1 1 8 . 7 7 ' R/W N 43 ° 1 1 ' 4 2 " E R/W 26.01 ' N 82°46'11 " E 7 1 . 4 5 ' 126 SF (N) BED 7 3/16"=1'-0" ROOF FRAMING PLAN1 NORTH NOTIFY ARCHITECT AND STRUCTURAL ENGINEER OF RECORD OF ANY DISCREPANCIES PRIOR TOCONSTRUCTION. LEGEND: WALL (N) FOUNDATION L=## SHEAR WALL LENGTH SHEAR WALL TYPE MST 48 VERT. STRAP POST ABOVE R.R C.J. F.J. ROOF RAFTER CEILING JOIST FLOOR JOIST P.A. FRAMING NOTES 1. 2. 3.4. 5. 6. REFER TO SHEETS S001 & S002, S301 TO S304 FOR GENERAL NOTES, NAILING SCHEDULE AND TYPICALCONNECTION DETAILS.REFER TO DETAIL 1/S303 FOR TYPICAL WALL FRAMING. STUDS SHALL RUN FULL HEIGHT FROM FLOOR TOFLOOR, CEILING, OR ROOF WITHOUT INTERRUPTION EXCEPT WHERE REQUIRED FOR OPENINGS.REFER TO DETAILS FOR TYPICAL SHEAR WALL FRAMING, SHEAR WALL SCHEDULE & FASTENING.TOP PLATES OF ALL STUD WALLS SHALL BE 2 PIECES THE SAME SIZE AS THE STUDS. DOUBLE TOP PLATESSHALL HAVE A MINIMUM 48" LAP SPLICE W/ (8) 16D'S PER TOP PLATE SPLICE UNLESS NOTED OTHERWISE.REFER TO DETAIL FOR TYPICAL PLATE SPLICES AND PLATE BREAKS.PROVIDE MULTIPLE STUDS OR POST AT ALL BEAMS FOR FULL BEARING UNLESS NOTED OTHERWISE ONPLANS. SEE DETAIL 3/S302 FOR TYPICAL BEAM CONNECTIONS.REFER TO DETAILS FOR TYPICAL DRILLING & NOTCHING OF TOP PLATES, STUDS AND JOISTS.FOR DRILLING AND NOTCHING OF BEAMS, GIRDERS, AND POSTS CONSULT WITH THE STRUCTURALENGINEER. PLUMBING, ELECTRICAL, ETC. HOLES MAY BE MADE WITHIN SILL PLATE PROVIDED THAT HOLEOR BREAKS DO NOT DECREASE OVERALL SILL LENGTH BY MORE THAN 5% OF TOTAL REQUIRED LENGTH ASSPECIFIED BY PLANS.7. 8. REFER TO DETAIL 3/S302 & 4/S303 FOR TYPICAL NON BEARING PARTITION WALL CONNECTION TO JOISTS ORRAFTERS.ALL 2X HANGING JOIST SHALL BE HUNG WITH SIMPSON JB HANGERS FOR TOP MOUNT AND LUS FOR FACEMOUNT UNLESS NOTED OTHERWISE. ALL I JOIST HANGING JOISTS SHALL BE HUNG WITH SIMPSON ITT (14"OR LESS) OR MIT (16" AND DEEPER) HANGERS FOR TOP MOUNT AND IUS (16" OR LESS) OR MIU (18" ANDDEEPER) FOR FACE MOUNT UNLESS NOTED OTHERWISE.9. B.N. OVER ALL DRAGS AND E.N. ALL VERTICAL POSTS OF SHEAR WALLS.10. SEE ARCHITECTURAL PLANS FOR ADDITIONAL INFORMATION.11.12.13. DENOTES SHEAR WALL, SEE DETAIL 11 ON SHEET S301.DENOTES 2-2x STUDS U.N.O.(SEE POST SIZE CALL OUTS ON ABOVE FLOOR FRAMING PLAN)DENOTES HOLDOWNS, SEE DETAIL 10 ON SHEET S301. 14. USE COMMON NAILS THROUGHOUT THE BUILDING ( COULD USE GALVANIZED BOX NAILS FOR PLYWOODNAILING). 17. USE 2x6 STUDS AT ALL PLUMBING WALLS, BALLOON FRAMING FOR WALLS OVER 10 FEET HIGH.18. PROVIDE DOUBLE JOISTS OR BLOCKING UNDER PARTITION WALLS. USE 16d NAILS @ 8" o/c. @ SILL PLATE.19. (E) STUD WALL SPLICE TO ACHIEVE NEW DESIGNED HEIGHT OF THE BUILDING IS NOT ALLOWED. ALL STUDS AS REQUIRED SHALL BE NEW WITHOUT SPLICE20. SHEAR WALL CALLOUT FOR 1ST FLOOR SHEAR WALLS ARE SHOWN ON ROOF FRAMING PLAN.21. HOLDOWNS FOR 1ST FLOOR SHEAR WALLS ARE SHOWN ON FOUNDATION PLAN.22. VERTICAL STRAP CALLOUTS ON ROOF PLAN SHOULD BE INSTALLED ON FLOOR BELOW.23. REFER TO ARCHITECTURAL PLANS FOR ADDITIONAL INFORMATION & DIMENSIONS.24. CONTRACTOR TO VERIFY ROUGH OPENINGS FOR WINDOWS AND DOORS.25. FOR SIMPSON HOLDOWN "HD8A" AND GREATER USE 8" WIDE CONCRETE STEM WALL, U.N.O.26. ON EXTERIOR WALLS (INCLUDING CRIPPLE WALLS AND WALLS ABOVE THE HEADERS) WHERE NO SHEAR WALLS ARE CALLED, APPLY 12"O.C. AT FIELD. PLYWOOD w/ 8d NAILING 6" o/c. AT EDGES AND BOUNDARIES, AND 12" 27. FOR EXTERIOR AND INTERIOR CRIPPLE WALLS WITH SHEAR WALL ABOVE, USE SAME SHEAR WALL # ANDNAILING.28. AT SHEAR WALLS WITH MECHANICAL OPENINGS ADD ADDITIONAL NAILING AND BLOCKING & STRAPS.CHECK WITH ENGINEER FOR SIZE & OPENING.29. NON-SHEAR WALL SILL PLATES SHOULD HAVE 16 d @ 6" o/c.30. FASTENERS FOR WOOD STRUCTURAL PANEL SHEATHING ON SHEAR WALLS AND DIAPHRAGMS SHALL BECOMMON NAILS WITH FULL HEADS UNLESS OTHERWISE APPROVED.31. ROOF DIAPHRAGM NAILING TO BE INSPECTED BEFORE COVERING. FACE GRAIN OF PLYWOOD SHALL BEPERPENDICULAR TO SUPPORTS.32. SEE BELOW HEADER AND CEILING JOIST SCHEDULE U.O.N ON PLANS. INTERIOR NON-BEARING WALL HEADER SCHEDULE HEADER SIZE (2) 2x4 ON EDGE2x4 FLAT 4x4 STD & BTR 4x6 DF #2 < 5'-0" WALL ABOVE < 10'-0" WALL ABOVEMAX SPAN MAX SPAN 3'-0"6'-0" 6'-6" 10'-0" PLAN SPECIFIC NOTES: 1- ALL NEW EXTERIOR WALLS ARE TO BE 2x6 DF#1 @ 16" STUDS U.N.O.2-ALL KING STUDS/ POSTS ARE TO BE 6x6 DF#1 MIN. U.N.O.3-ALL POSTS AT SHEAR WALL ENDS ARE TO BE 6x6 U.N.O.4-ALL (N) EXTERIOR WALLS ARE TO BE SHEATHED WITH SHEAR WALL TYPE 2 U.N.O. ON PLANS.5-ALL NEW INTERIOR WALLS ARE TO BE 2x4 @ 16" o/c. STUDS MIN. U.N.O. 4'-0"N/A 4'-6" 9'-6" 33. PROVIDE 2x SOLID BLOCKING AT ALL (N) AND (E) FLOOR JOIST INTERVAL NOT TO EXCEED 8'-0" O.C., (E) MAY BE PROTECTED IN LIEU OF NEW SEE DETAIL 3/S304. 34. ALL POSTS WITH HOLDOWNS OR STRAPS SHALL BE CONTINUOUSLY EDGE-NAILED. 35. ALL DOUBLE JOISTS SHALL BE CONNECTED WITH 16d @ 12" O.C. STAGGERED. 36. STRAP ALL DOUBLE TOP PLATES, WHERE BROKEN BY BEAMS, WITH SIMPSON MST48 U.ON. IMPORTANT NOTICEDUE TO NATURE OF THIS JOB AND UNAVAILABLEINFORMATION OF EXISTING STRUCTURES AND INVASIVEINSPECTIONS WERE NOT PERFORMED, REVISIONS ANDCORRECTIONS OF THE DRAWINGS MAY BE NECESSARY.ANY DISCREPANCIES MUST BE REPORTED TO THEARCHITECT IMMEDIATELY. 38. SHORING AS REQUIRED IS NOT PART OF THIS DRAWINGS/DESIGN AND SHALL BE DONE BY OTHERS. BNW ENGINEERING IS NOT RESPONSIBLE FOR ANY SHORING OF EXISTING STRUCTURAL ELEMENTS. 37. TOLERANCE FOR LENGTH OF SHEAR WALL IS +/- 4" 6-PROVIDE SOLID CONTINUOUS 2x BLOCKING WITH MAXIMUM 4'-0'' O.C. VERTICALLY FOR ALLEXTERIOR AND INTERIOR BEARING STUD WALLS. L=12'-0"2 L=18'-0"2 L=1 1 ' - 4 " 2 6x6 P O S T 6x6 P O S T 6x6 P O S T F U L L H E I G H T 6x6 P O S T 5.25x14 RIDGE BEAM VERSAL LAM 2800 (RB-2)6x8 RIDGE BEAM(RB-1) 6x6 P O S T 6x6 POSTK.P 6x 1 0 H D R (B E L O W ) 15/32 APA RATED SHEATHING EXPOSURE 1 W/ MIN PANELINDEX 32/16" W/ 10d NAILS AT 6" OC E.N. @ 12" FIELD NAIL.(USED GALVANIZED/CORROSION RESISTANCE NAIL) REFER TONER 108 FOR INSTALLATION AND CONDITIONS FOR USE(GLUED AND BLOCKED) 6x6 HDR 6x6 HDR 6x6 HDR 6x6 H D R 2x8 ( L O C A T E ) 2x8 (L O C A T E ) 4x 8 R I D G E B E A M 6x8 (LOCATE) 2x8 @ 16" OC R.R 2x8 @ 16" OC2x8 @ 16" OC 6CS301CCTYP 2 S301 TYP 3 S3014S301 15. USE 2x6 STUDS @ 16" o/c. AT EXTERIOR WALLS FOR ONE STORY BUILDING, U.N.O WITH MAXIMUM HEIGHT OF 12'-0".16. USE 2x4 STUDS @ 16" o/c. AT INTERIOR WALLS FOR ONE STORY BUILDING, U.N.O WITH MAXIMUM HEIGHT OF 16'-0". 6x6 P O S T 6x6 P O S T (C- 4 ) (C-4 ) 2x8 @ 1 6 " O C R.R ( D F # 1 ) 2x8 @ 1 6 " O C R.R ( D F # 1 ) (R B - 3 ) 6x6 P O S T (C-4) 6x6 P O S T (C-4) (C-2 ) 6x6 P O S T (C - 5 ) (C- 1 ) 6AS301TYP AT BOTTOM AND CCAT TOP PER (C-3)6x6 POST(C-3) (RB-4) 6D S301 ECC TYP (E) WALL TO REMAIN HSS10x5x3/8(SHEVRON BEAMABOVE) HS S 1 0 x 5 x 3 / 8 HSS1 0 x 5 x 3 / 8 COLUMNPROJECTIONSHALL BEINSIDE CLOSET HSS2x6x1/4 (W/3/16 END PLATE), SEE HSS2x6x1/4 (W/3/16 END PLATE) AT CRICKET AREA 13 S301 5S303 FOR STEEL ORDINARYMOMENT FRAMECONNECTION A 1 22 B C (C-6) (C- 6 ) HSS2x6x1/4 (W/3/16 END PLATE) 12 S301(C- 3 ) (C-3) 6x6 HDR 8 S303 (E) DOOR AND WINDOWOPENING TO BE IN-FILLEDW/ 2x STUD. DO NOTREMOVE/DEMO (E) HEADERS 9 S303 2x8 (D R A G ) 9 S303SIM SIM (N) 4x6 HDRAT (E) WALL 2-2x BELOW BEAM, TYP. (E) 4x10 BEAM TO REMAIN (B-1)W/ (N) 2x10 AT EACH SIDE AS SHOWN (E) 4x4 POST TO REMAIN (N) SIMPSON HANGER, TYP. 2 S301TYP. (E) BEARING WALL BELOW 2x 6 B O A R D (N) 2x8 DF#1@ 16" O.C R.R, TYP.(E) 4x6 R.R SUPPORTINGGLASS ROOF TO BE DEMOED, TYP. REMOVE (E) GLASS ROOF AND PROVIDE:15/32 APA RATED SHEATHING EXPOSURE 1 W/ MIN PANELINDEX 32/16" W/ 10d NAILS AT 6" OC E.N. @ 12" FIELD NAIL.(USED GALVANIZED/CORROSION RESISTANCE NAIL) REFER TONER 108 FOR INSTALLATION AND CONDITIONS FOR USE(GLUED AND BLOCKED) NOTE: DEMO EXISTING 4x6 BEAMSSUPPORTING GLASS ROOF ANDPROVIDE (N) R.R AS SHOWN. FU L L H E I G H T HSS CANTILEVER BEAM (E) ROOF FRAMING NOT SHOWN ANDREMAINS WITH NO CHANGE 8S301 MSTI60 SIM 2 S302 SIMPSONHANGER (E) BEAM END SUPPORTEDBY BEARING WALL(E) BEARING WALL 4S302 TYP ATALL LINES 2'-0 " M A X 2'-0 " M A X (N) 2x10 EA SIDEOF (E) BEAM 7 S303 2x6 LEDGER W/ 3-16d ATEA STUD, TYP. SIM. COLUMN NUMBERSCORRESPONDS TO THESTRUCTURAL CALCULATIONS (C-X ) 12 S301 12 S301 12 S301 6D S301 ECC TYPSIM FOR POSTABOVEHEADER L= 4 ' - 6 " 2 6x6 POST 6x6 P O S T 1 1 1 1 1 1 1 DRAWING SHEET NAME SCALE   The Architect retains all copyrights, all commonlaw, statutory and other reserved rights for alldrawings, specifications and documents preparedby the designer. These drawings, specificationsand documents are for use solely with respect tothe project. They are not to be used by the Owner,Contractor, any Sub-Contractor, or material orequipment supplier on any other project, or foradditions to this project, without the specific writtenconsent of the designer. NOTES STAMP: REV # DATE DESCRIPTION 878 W. 6TH STREETSAN PEDRO, CA 90731845 271 9324DANIELLE@STUDIOBNDL.COM BNDL ARCHITECTURE, INC.   ALL DIMENSIONS ARE APPROXIMATE ANDSHALL BE VERIFIED IN FIELD BY THECONTRACTOR. BNDL AND/OR ITS PRINCIPALS AND EMPLOYEES WAIVES ANY AND ALLLIABILITY OR RESPONSIBILITY FOR PROBLEMS THAT MAY OCCURWHEN THESE PLANS, DRAWINGS, SPECIFICATIONS, AND/OR DESIGNSARE FOLLOWED WITHOUT THE ARCHITECT'S GUIDANCE WITHAMBIGUITIES, OR CONFLICTS WHICH ARE ALLEGED. THE PLANS,DRAWINGS, SPECIFICATIONS, AND/OR DESIGNS REPRESENTEDHEREIN ARE FOR THE USE SOLELY WITH RESPECT TO THIS PROJECT AS INDICATED 1245 BLUEGUMADDITION OWNER 1 08/27/2025 BACKCHECK #1 S201 ROOF FRAMING PLAN 37 SE E A R C H . EQ EQ #4 NOSING BARTYP. SLAB ON GRADESEE PLAN #4 @12"o.c. #4 @12"o.c. FOR SLAB UNDERLAYMENTINFO. SEE PLAN 24" LAP NOTE:SEE ARCH. FOR SPECIALSTAIR FINISH IF ANY, SIZE& HEIGHT SLAB, SEE PLAN #4 @16"o.c. EA. WAY 3" NONE TYP. HOLDDOWN INSTALLATION DETAIL11 NONE TYP STAIR ON GRADE6 MIN . 1'- 6 " NATURAL GRADE OR PAVING 1 1 12"#4 CONTT & B 1 1 1'-0" REQ'D SEE ARCH.DEPRESS SLAB AS #3X3'-0" AT18" O.C.1/2" PREMOULDEDEXPANSION JOINT KEY FORM 1X2OR GAL. MTL.AT JOINTSTOP MESH SEE PLAN FOR SUBGRADE/SUB BASE POLY VINYLSULFIDESEALANT VAPOR BARRIER, SEE PLAN COMPACTEDFILL OR 1/8"X1.25" SAW-CUT1/16"X1.25" PLASTIC JOINT SEE PLAN 2" CLR TYP W.W.F. OR REBARSEE PLAN NONE TYP SLAB ON GRADE1 15 ' - 0 " MA X . 3/4" DEEP CONTROLJOINT. REBAR AS PERFOUNDATION PLAN 3. REINF. SHALL BE SECURELY POSITIONED TO ENSURE ITS PROPER FINAL LOCATION IN 2. PANELS SHALL BE SUBDIVIDED BY CONTROL JOINTS HAVING A MAX SPACING OF 15'-0" 1. PANELS SHALL BE POURED IN LONG STRIPS OR SECTIONS HAVING A MAX WIDTH OF 15'-0". 4. INITIAL AND CONTINUOUS CURING SHALL BE MAINTAINED.THE MIDDLE OF SLAB. 15'-0"MAX. B A PLAN CONT. KEY ATCONSTN., JT.,.12"LAP SECTION A SECTION B CONTROL JOINTS KEYED LONGIT. CONST.,JOINT. CONT. POURSHADED ALT. ASSHOWN NONE TYP. POURING SEQUENCE SLAB ON GRADE2 4" EQ EQ 4" 2" C L R 4" 24" 2 DOWELS T&B TO MATCH NEW FTG.REINF. (2#4 MIN.) w/ SIMPSON 3G ESR-4057 (E) WALL,WHERE OCCURS NEW CONC. FTG. A (N) FTG to (E) FTG FILL HOLE w/ TYP. SIMPSON3G ESR-4057 4"4"20"(N)CONC.SLAB, SEE PLAN 1-#4 CONT.6" (E) CONC. FTG. B (N) SLAB to (E) SLAB #4 DOWEL @16"o.c. x 24" LONG (E)CONC. SLAB C (N) SLAB to (E) FTG * DEPUTY INSPECTION IS REQUIRED EXISTING CONC. FTG. FOR REBARS SEE PLAN #4 DOWEL @16"o.c. x 24" LONG(N)CONC. SLAB,SEE PLAN 20" NONE TYP. (N) TO (E) FTG. CONNECTION3 EQ 18 " M I N . 3"CL R . EQ PER PLAN FOR SLABUNDERLAYMENTINFO. SEE PLAN 2- #5 T.&B. (N) FTG 3x D.F.P.T. PLATE W/ 5/8"Øx12" A.B.'s @48" O.C MIN. 12" FROM ALLCORNERS & SPLICES W/ 7" MIN.EMBEDMENT, w/3"x3"x1/4" PL WASHERS.U.N.O IN SHEAR WALL SCHEDULE E.N. STUD WALL PLYWOOD, WHEREOCCURS SEE PLANAND SHEAR WALLSCHEDULE SLAB ON GRADE, SEE PLAN SLAB REINFORCING,SEE PLAN NONE TYPICAL INTERIOR CONT FOOTING 5 SILL PL 6" MIN. 6" MIN. 6" MIN. MAX.5" MAX. POST SEE PLAN TOP OF CONCRETE SIMPSON COLUMN BASESEE SCHEDULE 2x STUD U.N.O. 2x CONT. P.T.D.F. SILL PLw/ 0.144ø POWDERDRIVEN SHOT PINS @24"o.c. 1ST AND 2ND PINS6" AND 16" FROM PL ENDS TOP OF CONCRETE SLAB POST SIZE 4x4 SIMPSONCOLUMN BASE CB44 REMARKS NOTE:SHOT PINS SHALL BE MANUFACTURED BY HILTIOR EQUAL (REFER TO ESR2269) TYP. ISOLTAED WOOD POSTCONNECTION TYP. NON BEARING WALL TOCONCRETE SLAB CONNECTIONDETAIL NOTE:PRESSURE TREAT ALL SILLSBEARING ON CONCRETE ORMASONRY BLOCK. 2x STUDSPER PLAN FOUNDATIONREINFORCINGNOT SHOWNFOR CLARITY 5/8"ø ANCHOR BOLT@ 4'-0"o.c. MAXIMUMw/STANDARD WASHER10" MINIMUM EMBEDMENTUNLESS NOTED OTHERWISEIN SHEAR WALL SCHEDULE PLAN 2x PL w/(4)16d TYPICAL(2)16d END NAILS 2x BLOCKINGw/(2)16d PROVIDE HOT DIPPEDGALVANIZED ANCHORBOLTS AND PLATEWASHERS PERPROJECTSPECIFICATIONS TYP. SILL PLATE AT FOUNDATIONDETAIL PROVIDE 1 1/2"x1/8" STRAPw/(4)16d EACH SIDE OF NOTCHOR HOLE WHERE NOTCH ORHOLE IS MORE THAN 1/3 WIDTHOF SILL PL PE N E T R A T I O N 1 1 / 2 " 9" M A X . 6" M I N . NONE7 NONE4 NONE8 NONE TYP. EXTERIOR WALL FOUNDN. 9 CONT. WALL FOOTING WHERE OCCURS SLAB ON GRADE #5@12'' O.C. (MIN. 4 REBARS) PAD FOOTING PER PLAN) ℄ NONE INTERIOR PAD FOOTING10 EQ. EQ.SEE PLAN POST SEE PLAN 18 " 6x4 CB64 6x6 CB66 7S300 3" CLR 3" CLR 1 NOTE:FOR ACTUAL CURB HEIGHT SEE ARCHITECTURAL(SHALL NOT LESS THAN AS NOTED ON DETAIL) EQ E Q 18 " M I N . 3" CL R . 3" CL R . 8" @ D I R T 3"@ S L A B FOR SLAB UNDERLAYMENTINFO. SEE PLAN 2-#5 T.&B. SEE PLAN 1-#4 CONT. SLAB ON GRADE,SEE PLAN SEEARCH'L OMIT CURB ATDOOR OPENINGSEE ARCHITECTURALSLAB, WHEREOCCURS PLYWOOD, SEESHEARWALLSCHEDULE E.N. 3x D.F.P.T. PLATE W/ 5/8"Øx12" A.B.'s @48" O.C MIN. 12" FROM ALLCORNERS & SPLICES W/ 7" MIN.EMBEDMENT, w/3"x3"x1/4" PL WASHERS.U.N.O IN SHEAR WALL SCHEDULE 9" MIN12" 3" 6" 3" SEE PLAN FOR S.O.GUNDERLAYMENT BOTTOM OF (N) FTGTO MATCH (E) 2-#5 T&B SEE NOTE 2TYP AT(E) FTG SEE NOTE 6 (E) FOUNDATIONTO REMAIN (E) WALLSEE NOTE 3 (E) HOUSE (N) ADDITION (N) 2x STUD @ 16" OCD.F.P.T PLATE W/ 58"x12" A.B'S @ 48" OCMIN 12" FROM ALL CORNERS & SPLICES W/ 7" MIN EMBEDMENT, W/ 3"x3"x14" PLWASHERS. UNO IN SHEAR WALLSCHEDULE (SEE NOTE #5)#4 DOWELS @ 16" OC W/ SIMPSON 3G W/ 4" MIN EMBEDESR-4057 (DEPUTY INSPECTION IS REQUIRED) (N) S.O.G & SEE PLAN1 S300 +85.54SEE ARCH'L (E) S.O.G NOTES:1. ALL FINISH FLOOR ELEVATION CALLED OUT ON DETAIL SHALL BE VERIFIED W/ ARCH'L.2. (E) FOOTING DIM ARE FOR CONTRACTOR INFORMATION . PROVIDED DIM ARE BASED ON AVAILABLE RECORD SET PERMIT # PC 1675-78.3. REMOVE & DEMO THE EXTERIOR FINISH OF (E) WALL TO THE FACE OF STUD OR (E) PLYWOOD WHERE OCCURS.4. FOR INFORMATION NOT SHOWN OR CALLED OUT, SEE 9/S300.5. THE A.B EMBED MAYBE REDUCED TO 5" IF CONFLICTS W/ (E) FOOTING W/ 32" OC SPACING.6. ROUGHEN (E) FOOTING SURFACE TO 14" AMPLITUDE & APPLY BONDING AGENT PRIOR TO CONCRETE POUR. NONE SECTION AT (E) & (N) FOOTING 15 NONE INTERIOR PAD FOOTING12 (N) POST SEE PLAN 2 S303 112"2" 2" 112" HSS COLUMNSEE PLAN 3/4" THK BASE PLATE 2" MAX NON-SHRINK GROUTW/ LEVELING NUT TOP OF CONC (4) 3/4"Ø HEX HEADASTM F1554 GR.55ANCHOR BOLTS 12" MIN EMBEDMENT PLAN VIEW ELEVATION 3/8 NONE BASE PLATE (BP-1) DETAIL13 NONE STEEL COLUMN AT PAD FOOTING14 SEE PLAN FOR SIZE 24" 30" MIN 3"CLR 3" COVERSEE NOTE 3" BASE PLATE ANDANCHOR BOLT PER 13S300 6-#5 EW BOTTOM #4 @ 12" OC TOP FINISH PAVING 3" MIN COVER SEE PLAN SEE PLAN FOR S.O.GUNDERLAYMENT BOTTOM OF (N) FTGTO MATCH (E) #5 @ 12" (MIN 3 REBARS) (E) WALL (E) HOUSE (N) ADDITION (N) S.O.G & SEE PLAN1S300 +85.54SEE ARCH'L (E) S.O.G SEE ARCH'L. "d" "d " 1" C L R . STANDARD HOOKS 4d OR2-1/2" MIN DD 180° BEND BAR SIZENO. 3 THROUGH NO. 8 NO. 14 AND NO. 18NO. 9, NO. 10, AND NO. 11 TYP. LAP SPLICE 61 CONCRETELAP LENGTH #4#5#6#7#8 19"29"41"54"74" MASONRYLAP LENGTH 21"39"47"68"78" CONCRETE EMBEDMENTSTRAIGHT BAR WITH HOOK 12"13"16"18"21" 12"18"24"33"43" LAP LENGTH 135° BEND D 12d 45° BEND 90° BEND MIN. DIAMETER (D)6d8d10d "d" D 90° BEND 6d AT NO. 8 AND SMALLER "d" D STIRRUP AND TIE HOOKS D 6d AT NO. 5 AND SMALLER12d AT NO. 6, 7, AND 8 NONE BAR BENDS AND SPLICE DETAIL 16 BAR SIZE NOTE:FOR INFORMATION NOT SHOWN, SEE 15 S300 V.I . F V.I.F SEE NOTE 2 5" MI N . LeMIN.Le-11 14"+3" (COVER) 1 12"MIN 12"MIN 3" ANCHOR TYPESSTB BOLT SLAB ON GRADE 1 34"MIN SEENOTE 2 (E) FTG NOTE:DEEPEN FOOTINGS AS REQUIRED TO ACHIEVE + 3" COVER PROVIDE MIN #4 BAR 6'-0" LONG,3" TO 5" FROM THE TOP OF THEFOUNDATION CENTERED AT "HD"OMIT IF BARS EXISTS AT THIS LOCATION A B C D E F HSS COLUMNSEE PLAN CURB WHERE OCCURS NOTE:3" COVER MAY BE OMITTED IF THE COLUMN IS PROTECTED FROM RUSTING. FOR SLAB UNDERLAYMENTINFO. SEE PLAN FOR SLAB UNDERLAYMENTINFO. SEE PLAN NOTE:CONTINUOUS FOOTING BOTTOM REBARS MAY BE STOPPED AND REPLACED BY THE PADFOOTING BOTTOM REBARS. IN THIS CASE, CONTINUOUS FOOTING BOTTOM REBARS SHALLBE DEVELOPED INTO THE PAD FOOTING (STRAIGHT EMBEDMENT LENGTH AS PER 16/S300). SEE NOTE 1 1 1 11 1 DRAWING SHEET NAME SCALE   The Architect retains all copyrights, all commonlaw, statutory and other reserved rights for alldrawings, specifications and documents preparedby the designer. These drawings, specificationsand documents are for use solely with respect tothe project. They are not to be used by the Owner,Contractor, any Sub-Contractor, or material orequipment supplier on any other project, or foradditions to this project, without the specific writtenconsent of the designer. NOTES STAMP: REV # DATE DESCRIPTION 878 W. 6TH STREETSAN PEDRO, CA 90731845 271 9324DANIELLE@STUDIOBNDL.COM BNDL ARCHITECTURE, INC.   ALL DIMENSIONS ARE APPROXIMATE ANDSHALL BE VERIFIED IN FIELD BY THECONTRACTOR. BNDL AND/OR ITS PRINCIPALS AND EMPLOYEES WAIVES ANY AND ALLLIABILITY OR RESPONSIBILITY FOR PROBLEMS THAT MAY OCCURWHEN THESE PLANS, DRAWINGS, SPECIFICATIONS, AND/OR DESIGNSARE FOLLOWED WITHOUT THE ARCHITECT'S GUIDANCE WITHAMBIGUITIES, OR CONFLICTS WHICH ARE ALLEGED. THE PLANS,DRAWINGS, SPECIFICATIONS, AND/OR DESIGNS REPRESENTEDHEREIN ARE FOR THE USE SOLELY WITH RESPECT TO THIS PROJECT AS INDICATED 1245 BLUEGUMADDITION OWNER 1 08/27/2025 BACKCHECK #1 S300 TYPICAL DETAILS 38 3 3/8" MAX. 3/8" MIN. 3/8" MIN. 3/8" MIN. 1/8" MIN. 165" MIN. E.N. 3/8" MIN.SHEATHING PER SCHEDULE 1/8" MIN.516" MIN.E.N. NAILING AT 2X TOP PLATES NAILING AT 2X BOTT. PLATE NAILING AT 3X BOTT. PLATE E.N. UPPER PLT. E.N. E.N. 3X STUD AT PANEL EDGES ASREQUIRED PER SHEAR WALLSCHEDULEPOST WITH HOLDDOWN PER PLAN 2X STUD AT PANEL EDGES 8" PLYWOOD BOTH SIDESw/ 10-10d NAILS. A35 @ BOTHSIDES SIMPSON ST6236 ORMSTI36 U.N.O.6D 6BIF IS RIDGE BOARDADD SHIMMER HIP/RIDGE BEAMPER PLAN. SIMPSON CC OR AC@ TOP POST BELOW 2x FLAT BLKG. 2x TRIMMERCONT. 16d NAILS@3"o.c. HOLDOWN(SEE PLAN) NOTE:NOTCH LARGER BEAM TORECEIVE SMALLER WHEN "X"IS GREATER THAN 4".6C 6A INVERTED CC @ BOTTOM 2x BLKG @ K.P.@ EA. SIDE OF BEAM NOTE:USE 6 x HEADER IN 2x6 OR 3x6 WALLSAND 4x HEADER IN 2x4 STUD WALLSU.N.O ON PLANS BEAM PER PLAN KING POST SILL PL A35 @32"o.c. SEE SHEAR WALLSCH FOR SPACING AT SHEARWALL LOCATION 2-2x TOP PLATES HDR BEAM PERPLAN (WHERE OCCURS) PLYWOOD WHEREOCCURS, SEE PLAN 2x STUDS @16"o.c. SIMPSON ST6236 ORMSTI36 U.N.O. SIMPSON CCSHIM AS REQ'D POST ST6224STRAP2x BLKG w/ A35 2-2x TOP PL. KING POST w/BC or A35AS SHOWN2x BLKG w/A35 MATCH POSTBELOW SIMP A35 EQ EQ SIMP A35 2-2x TOP 2x STUD WALL HDR BEAM ST6224 STRAP,HORIZ. (TYP.) 2-2x POST FOR HDR UP TO 4x8 OR 4x POSTPER PLAN. FOR LARGER HDR'S USESIMPSON "EPC" OR "HUC" HEADER CONN. PLY. EDGE NAILING TYP PLYWOOD SEE ROOFFRAMING 2x R.R. B.N.2x BLKG. E.N. PLATES 2-2x C.J. CONT. 2x BLK'G @ 4'-0" o.c.2x C.J. PARALLELTO THE WALL SIMPSON CMST14@ 4'-0" o.c. 24" ±4'-0" SIMPSON HANGER 2-2x TOP PLATES PLYWOOD WHEREOCCURS, SEE PLAN HDR BEAM, PER PLAN 2x STUDS @16"o.c. ROOF RAFTERPER PLAN SIMPSON 'U' HANGERRIDGE BEAM PER PLAN B.N. (W/ MIN 1 1/2"PENETRATION) PLYWOOD SHEATHINGPER PLAN ST 2115 @ EACH R.R 2x C.J. PERPEND. TOWALL PLYWOOD SEE ROOFFRAMING2x R.R. 5-16d NAILS A35 @32"o.c. SEE SHEAR WALLSCH FOR SPACING AT SHEARWALL LOCATION B.N.2x BLKG. E.N. 3/8 " M I N . 1/2 " M A X . 1/2 " M A X . 3/8 " M I N . 1/2 " S T A G G E R E D 1/2 " M A X . "X " 4" MA X NONE TYPICAL EAVE DETAIL 1 NONE TYPICAL EAVE DETAIL 2 (VAULTED CEILING) NONE3JOIST PARALLEL TO HSS BEAM NONE4TYP. RIDGE BEAM CONNECTION NONE5DETAIL AT SHEAR WALLTYP. HEADER STRAP NONE HIP BEAM CONNECTION 6 TYP. MAIN INTERIOR BEAM/ NONE SHEAR WALL INSTALLATION7 NONE8 NONE INTERSECTION DETAIL9 REINFORCEMENT AT FLOORJOIST CEILINGJOIST E.N. PERSCHEDULE PLYWOOD PERSCHEDULE TYPICAL ROOF SHEAR TRANSFER DETAIL "A35" PER SCHEDULE SILL PL CONN.PER SCHEDULE E.N. PERSCHEDULE B.N. 1)2)3)4) 5)6)7)8)9) HD19 HD19 HD12 HD12 1" 1 8"1 1 8" 1 1 1 4" *1. USE FASTENERSDS SCREW 1/4"x2 1/2"NOTES:1. HOLDOWN ANCHORS MUST BE TIED IN PLACE PRIOR TO DEEPENFTG. AS REQ'D TO OBTAIN ANCHOR EMBEDMENT & CONCRETECOVER.2. THE ABOVE EMBEDMENT FOR A.B. IS VALID FOR 1-POURFOUNDATION. FOR 2-POUR FOUNDATION, ADD 6" TO THE EMBEDMENT.3. TIGHTEN THE BOLTS AFTER ALL FRAMING IS DONE.4. DO NOT COUNT HOLDOWNS AS ANCHOR BOLTS. HDU14 1"4x8 4x4 6x6 4x8 6x6 6x6 6x6 HDU11 1" E.N. PERSCHEDULE PLYWOOD PERSCHEDULE TYPICAL FLOOR SHEAR TRANSFER DETAIL SIMPSON HDU8 HDU5 HDU4 HDU2 TYPE A.B. POSTSIZEDIAMIN 2-2x 4x4 4x4 4x4 4x64x64x6 6x6 4x8 HDUTENSION OTHERS3,075 4,5655,6455,980 7,870 9,3359,335 11,175 14,445 14,390 11,350 14,220 11,775 15,510 16,775 19,070 CAPACITY SSTB 20 SSTB20 SSTB24 SSTB28 SSTB28 SB1 x30PAB8 w/18" WIDEFOOTING STB1x30 PAB 8 PAB 9 PAB 10 19,795 26,690 13" 15"1 A.B.TYPE A.B.CAPACITYOTHERS 2,960 3,325 7,310 13,6758,605END WALL CONDITION14,445 14,390 13,675 15,996 24" 11" F=10" F=1612" F=19" F=228" EMBED. 'Le' 16 5/8" 20 5/8" 24 7/8" 24" 24" WALL.THK EDGE'F' DISTANCES=6" S=6" S=6" S=8" S=8" S=10" S=10" "A35" PER SCHEDULE ROOF RAFTER LTP4 PER SCHEDULETO SIDE OF PL. INSTALLEDPRIOR TO SHTG(ALT. INSTALL OVER SHTG.& USE 0.131x2.5" NAILS) TYPE 1 2 3 4 5 6 7 8 SHEATHING 1/2"PLY ST 1 MATERIAL 1/2"PLY ST 1 1/2"PLY ST 1 1/2"PLY ST 1 1/2"PLY ST 1 1/2"PLY ST 1 1/2"PLY ST 1 1/2"PLY ST 1 FACES 1 1 1 1 1 2 2 2 PLYWOOD SPACINGEDGE NAIL 8D @ 6" 10D @ 6" 10D @ 4" 10D @ 3" 10D @ 2" 10D @ 4" 10D @ 3" 10D @ 2" SILL PL CONN.(PRE-DRILL HOLES) 20D @ 10" 20D @ 9" 20D @ 6" 20D @ 4" SDS 1/4"X6" @ 4" o.c. SDS 1/4"X6" @ 4" o.c. SDS 1/4"X6" @ 4" o.c. SDS 1/4"X6" @ 3" o.c. ANCHOR BOLTSEE FOUND.DETAILS 5/8" @ 4'-0" 5/8" @ 4'-0" 5/8" @ 3'-0" 5/8" @ 2'-6" 5/8" @ 1'-10" 5/8" @ 1'-6" 5/8" @ 1'-3" 5/8" @ 1'-0" TOP PLCONNECTOR(A35 OR LTP4) @ 24" @ 16" @ 10" @ 8" @ 8" @ 5"ALTERNATE SIDE@ 4"ALTERNATE SIDE@ 4"ALTERNATE SIDEUSE COMMON OR GALVANIZED BOX NAILS. GALVANIZED NAILS SHALL BE HOT-DIPPED OR TUMBLED.USE 3x STUDS OR 3x BLOCKING AT ALL ADJOINING PLYWOOD EDGESUSE "A35" @ 24"o.c. @ ROOF & FLOOR TOP CONNECTION PLATES AT NON-SHEAR WALL LOCATIONS ALL WOOD STRUCTURAL PANEL JOINT AND SILL PL NAILING SHALL BE STAGGERED AT ALL PANEL EDGES. ALL STUDS ARE TO BE MIN. 2X @ 16" O.C. PROVIDE MINIMUM 3"X3"X1/4" WASHER PLATE AT SHEAR WALL ANCHOR BOLTS. BLOCKED 1/2" OSB STRUCTURAL " I " CAN BE USED IN LIEU OF STRUCTURAL " I " PLYWOOD. A.B. TO HAVE 7 " EMBEDMENT. DO NOT COUNT HOLDOWNS AS ANCHOR BOLTS.APA RATED, STRUCTURAL 1 SHEATHING, 15/32 MIN. EXPOSURE 1. 10) PLYWOOD FIELD NAILING SPACING: 12" o.c.11)12)FOR NAILING AND PLYWOOD EDGE DISTANCE LIMITATIONS SEE INSTALLATION DETAILS ON 9/-NON-SHEAR WALL SILL PLATES SHOULD HAVE 16d @ 6" o.c. 13) STAGGER VERTICAL JOINTS IN PLYWOOD SHEETS WHERE SHEAR WALLS ARE SHEATHED ON BOTH SIDES.14) WHERE ROOF JOISTS ARE PERPENDICULAR TO SHEAR WALL, PROVIDE SIMPSON H1 CLIP FROM ROOF JOIST .TO DBL PLATE IN ADDITION TO CLIP SHOWN ON SHEAR WALL SCHEDULE. SILL PL @SHEARCAP. PLF 280 340 665 510 870 1330 1020 1740 2x @ FLOORS ALL FLOORS 3x 3x 3x 3x 3x 3x 3x (PRESSURETREATED FORFTG/CONC SLAB) 3x @ FTG NONE TYP. SIMPSON HOLDOWN10 NONE SHEAR WALL SCHEDULE11 END WALL CONDITION 5. SEE DETAIL 11/301 FOR INSTALLATION DETAIL AND NOTE 1 12" CONC PROJECTION AS SHOWN. NOT USED 2,960 7,310 16 5/8" 24 7/8" 5/8" 5/8" 5/8" 7/8" 6. REFER ICC ESR-2611 REPORT FOR HOLDOWN ANCHOR. 2x RAFTER 2x BLK'G @ 48" OC TYP B.N AT 2x BLK'G @ 48" OC B.N ROOF PLYWOOD HSS SHEVRONBEAM - SEE PLAN3x NAILER EA SIDEW/ 3/4"Ø WELDEDSTUD BOLTS (CS) @ 16" OC, TYP. NONE CONNECTION 12 WOOD BEAM TO STEEL BEAM NONE TYP CALIFORNIA FRAMING13 48" OC 2x4 @ 48" OC A35 2x6 @ 48" OC 2x6 @ 16" OCCALIFORNIA FRAMING& SHEATHINGROOF SHEATHING ROOF FRAMING& SHEATHING 4"1 1/2" 4" 3" 1/4" "U" PLATEW/ MIN (3)-3/4"ØM.B HSS SHEVRON BEAMSEE PLAN (STOP WOOD NAILERWHERE WOOD BEAMCONN. OCCURS) HSS CANTILEVERSEE PLAN(FOR WELDING OFHSS CANTILEVER BEAM, SEE ) 1/4" BLK'G @ 16" OC 3x NAILER 3" WOOD RIDGE BEAMSEE PLAN SEE PLAN AND SECTIONSFOR DIMENSION, TYP (1) #5 VERT UNO (1) #5 VERT UNO (2) #5 VERT UNO SINGLE CURTAIN REINFORCING ALTERNATEHOOK HOOKREINFORCING (4) #5 VERT UNO HORIZONTALREINFORCING, TYP (2) #5 VERT UNO LAP SPLICE (2) #5 VERT UNO CORNER INTERSECTION DOUBLE CURTAIN REINFORCING JAMB LA P S P L I C E TY P 0 " 3/16" END PLATE HDR/ BEAM WHERE OCCURS 2x BLKG.2x R.R.2-2x PLATE 2-2x R.R. "U" HANGERROOF PLYWOODROOF JOISTS @ WALL PERP TO JOISTS B.N. ROOF PLYWOODEDGE NAILING FORFULL LENGTH OF JOIST 2x BLKG.A35 @32"o.c. SEE SHEAR WALL SCH FOR SPACING AT SHEARWALL LOCATION E.N. PLYWOOD WHEREOCCURS, SEE PLAN 2x BLKG.2x STUDS @ 16" o.c. GABLE END SHEAR TRANSFER & RAKE DETAIL 1/2" MAXGAP 5S303 1 1 DRAWING SHEET NAME SCALE   The Architect retains all copyrights, all commonlaw, statutory and other reserved rights for alldrawings, specifications and documents preparedby the designer. These drawings, specificationsand documents are for use solely with respect tothe project. They are not to be used by the Owner,Contractor, any Sub-Contractor, or material orequipment supplier on any other project, or foradditions to this project, without the specific writtenconsent of the designer. NOTES STAMP: REV # DATE DESCRIPTION 878 W. 6TH STREETSAN PEDRO, CA 90731845 271 9324DANIELLE@STUDIOBNDL.COM BNDL ARCHITECTURE, INC.   ALL DIMENSIONS ARE APPROXIMATE ANDSHALL BE VERIFIED IN FIELD BY THECONTRACTOR. BNDL AND/OR ITS PRINCIPALS AND EMPLOYEES WAIVES ANY AND ALLLIABILITY OR RESPONSIBILITY FOR PROBLEMS THAT MAY OCCURWHEN THESE PLANS, DRAWINGS, SPECIFICATIONS, AND/OR DESIGNSARE FOLLOWED WITHOUT THE ARCHITECT'S GUIDANCE WITHAMBIGUITIES, OR CONFLICTS WHICH ARE ALLEGED. THE PLANS,DRAWINGS, SPECIFICATIONS, AND/OR DESIGNS REPRESENTEDHEREIN ARE FOR THE USE SOLELY WITH RESPECT TO THIS PROJECT AS INDICATED 1245 BLUEGUMADDITION OWNER 1 08/27/2025 BACKCHECK #1 S301 TYPICAL DETAILS 39 NONE1 1 E.N. 2X W/ (2) ROWS OF 16dAT 6" OC STAGG'D 5 NOTCH 40%MAX OF STUDWITH 8" MIN. EDGE DISTANCETYP AT ALL STUDS E.N. NON-BEARING STUDS POSTPER PLAN E.N.SHEATHINGPER PLAN 2X W/ (2) ROWS OF 16dAT 6" OC STAGG'D EXTERIOR &BEARING STUDS NOTE : NOTCHING & BORING ARE NOT TO OCCUR IN THE SAME STUD. NOTCH / BORE% OF STUD 60% 40% 25% 2x4 2" 2x6 3 1/4" STRAP @ EACH PLATESIMPSON FHA SERIES ON EACH SIDE CUT AT FLUSHBEVEL NOTCH BEAM 12" n d=4.25" MIN BEAM OR WALL BLW. NOTE:NOTCH OR BOREFRACTION OF PLATES 4/10 D6/10 D BLOCKEDDIAPHRAM UNBLOCKEDDIAPHRAM DIRECTION OF FACE GRAINPERPENDICULAR TO SUPPORT FRAMING @24"o.c. (16"o.c. SIM.) GAP PERSHT'G MFG. BLOCKING & NAILING PER PLANCONTINUOUS PANEL EDGE,DISCONTINUOUS PANEL EDGE & PANEL BOUNDARY & BOUNDARYNAILING (B.N.) PER PLAN NAILING PER PLAN CONTINUOUS PANEL EDGE, UNBLOCKED FIELD NAILING PER PLAN 2x4 1 3/8"2"3-1/4" 2x6 2x8 3"4-1/4"NAILS AT EACH END NAIL FHA STRAP W/(4) 16d SINKER OR SHORTNAILS OR (4) 10d COMMON MIN. MSTI48 BENT SIMPSONSTRAP UNO ON PLAN PLWD, SEE PLAN& SHEAR WALL SCHED. HEEL DEPTH)(MATCH TRUSS (1) SIMPSON LS50 E/S OFBEAM TO TOP PLATE EXERIOR & INTERIOR BEARING & NON-BEARING WALLS 4/10 D MAX. STUDWIDTH BORE WIDTH BORE6/10 MAX. STUD 2x R.R.2-2x BLK'G FLUSH BEAM PER PLAN 2x BLKG"A35" @ 16"o.c. TOP PL. TO BLKG U.N.O. BY SHEAR WALL SCHEDB.N.PLYWOOD, SEE PLAN PLATE CUT THROUGHFOR PIPE OR VENT ALL CORNER CONDITIONS, TYP.@ ROOF AND FLOORS POSTPER PLAN SHEATHINGPER PLAN PER PLANPOST SHEATHINGPER PLAN BORE 60% MAXOF STUD WIDTH SIMPSON NS 2NAIL STOPPERS(TYP.)SIMPSONSTUD SHOES BORE 40% MAX OFSTUD WIDTH SIMPSON NS 2 NAILSTOPPERS (TYP.) SIMPSON STUD SHOES ELEVATION EQ. EQ.DOUBLE TOPPLATES 2xSTUDS NOTCH 25% MAXOF STUD WITH SIMPSONST6224U.N.O.PLAN VIEW NOTCH/BORE% OF JOIST 16 2/3%33 1/3% 2x6 2x8 2x10 2x12 2x14 2x STUDS DOUBLE TOP PLATES NOTES : 1. NOTCH MAX 1 OF THE SPAN, ON ALL SIDES OF THE MEMBER. 2. NOTCH MAX 14d WITHIN d OF SUPPORT ON TOP SURFACE ONLY6d WITHIN (OUTER 13 OF SPAN -d)3. NO NOTCHING, DRILLING OR BORING SHALL BE ALLOWED WITHIN THE MIDDLE 1/3 JOIST HANGERS TYP. 2-2x RAFTERS ELEVATION 2x STUDS @16"o.c. TYP. OUTEROF SPAN3 2x BOREMIN. NO NOTCHING,BORING ORDRILLINGPERMITTED OF SPAN 2-2x RAFTERS JOIST HANGERS TYP. USE PERIMETER PLYWOOD NAILINGAROUND ALL EDGES OF OPENING d DRILLING NOTCHING 1 OPEN 4'-0" MIN LAP4"TYP. 24-16d(N16) NAILS MIN. STAGGERED AS SHOWN @ LAP 16d (N16) NAILS @16"o.c. TYP.PLAN ADD ST6224,WHERE OCCURS, SEE PLAN DOUBLE TOP PLATES D d "DIM 16d 13 J O I S T DE P T H M A X 14d 2" M I N . CL R . 2" M I N . CLR 16d GA P P E R SH T ' G MF G . 4'-0 " M A X 34" 34" NONE TYPICAL PLATE SPLICE 4 NONE TYP. TOP PLATE CONN.5 NONE DRAG CONNECTION 2 NONE @ NONBEARING WALL 3 TYP. HEAD CONN. NONE TYPICAL ROOF OPENING4 NONE11DIAPHRAGM LAYOUT NONE TYP. DRILLING & NOTCHING 10 OF WOOD JOIST NONE TYP. DRILLING & NOTCHING 9 OF WOOD STUDS TYP. BLOCKED NONE TYP. DRILLING & NOTCHING 6 OF TOP PLATES NONE8TYPICAL WALL INTERSECTION NONE7BEVEL NOTCH DETAIL 1 1 3/8"2 3/8" 7/8"1 3/8" OUTER31 7/8" 1 1316" 13/16" 2 38" 1 12" 3" 1 78" 3 34" 2 18" 4 38" 3/4 " C L R . 3/4 " C L R . JOISTS PER PLAN SIMPSON STC VERTICALLYSLOTTED CLIP@ EACH BLOCK 2x BLOCKING @ 32" O.C.w/ (3) 16d EACH END 2x TOP PLATE2x STUDS PER PLAN JOISTS PER PLAN SIMPSON STC VERTICALLYSLOTTED CLIP@ 32" O.C. TO JOIST 2x TOP PLATE2x STUDS PER PLAN NOTE:SIMILARLY, USE THIS DETAIL FOR ATTIC ACCESS OPENING TOO. 2 1/8" SHEATHINGPER PLAN NOTE:1. FOR BLOCKED DIAPHRAGM AS CALLED OUT ON PLANS, PROVIDE 2x4 FLAT BLOCKING AT ALL UNSUPPORTED EDGES 10d @ 6" O.C WHERE OCCURS.2. PANELS SHALL BE NO LESS THAN 24" WIDE.3. MIN 3/8" EDGE DISTANCE IS REQUIRED FOR ALL NAILS.4. NAILS SHALL BE DRIVEN TIGHT BUT SHALL NOT FRACTURE SURFACE OF SHEATHING.5. TOLERANCE ON NAILING SHALL BE 3/4" W/ THE AVERAGE NAIL SPACING OVER ANY 4'-0". LENGTH BEING AT LEAST THAT NOTED ON PLAN CONT DBLTOP PLATE EQ. EQ. END POST OR DOUBLESTUD PER PLAN STEEL COLSEE PLAN 3/4"Ø NELSONSTUDS @ 12" O.C. 4x POSTAS NAILER STEEL COL W/ NAILER 18"MIN 3" CL R SEEPLAN SLAB ON GRADESEE PLAN HOLDOWN PER PLANAND SCHEDULE SIMPSON 'SSTB'SEE SCHEDULE Le SE E SC H E D U L E # NOTE:FOR INFORMATION NOT SHOWN/CALLED OUT. SEE 5 S300 NONE12DETAIL (AT INTERIOR) TYP. HOLDOWN INSTALLATION 1 DRAWING SHEET NAME SCALE   The Architect retains all copyrights, all commonlaw, statutory and other reserved rights for alldrawings, specifications and documents preparedby the designer. These drawings, specificationsand documents are for use solely with respect tothe project. They are not to be used by the Owner,Contractor, any Sub-Contractor, or material orequipment supplier on any other project, or foradditions to this project, without the specific writtenconsent of the designer. NOTES STAMP: REV # DATE DESCRIPTION 878 W. 6TH STREETSAN PEDRO, CA 90731845 271 9324DANIELLE@STUDIOBNDL.COM BNDL ARCHITECTURE, INC.   ALL DIMENSIONS ARE APPROXIMATE ANDSHALL BE VERIFIED IN FIELD BY THECONTRACTOR. BNDL AND/OR ITS PRINCIPALS AND EMPLOYEES WAIVES ANY AND ALLLIABILITY OR RESPONSIBILITY FOR PROBLEMS THAT MAY OCCURWHEN THESE PLANS, DRAWINGS, SPECIFICATIONS, AND/OR DESIGNSARE FOLLOWED WITHOUT THE ARCHITECT'S GUIDANCE WITHAMBIGUITIES, OR CONFLICTS WHICH ARE ALLEGED. THE PLANS,DRAWINGS, SPECIFICATIONS, AND/OR DESIGNS REPRESENTEDHEREIN ARE FOR THE USE SOLELY WITH RESPECT TO THIS PROJECT AS INDICATED 1245 BLUEGUMADDITION OWNER 1 08/27/2025 BACKCHECK #1 S302 TYPICAL DETAILS 40 NONE STANDARD WALL FRAMING 1 SIMPSON A34 @OPENINGS WIDER THAN 8'-0"2-2X TOP PLATES (2) 16d SINKERS ORSHORT NAILS FOR EACH2" OF HEADER DEPTH (USETOENAILS AT KING STUDLARGER THAN 2x) (1) 2X KING STUD (USE (2)2X KING STUDS @OPENINGS WIDER THAN8'-0" W/ SIMPSON A34TOP & BOT.) POST & HOLD DOWNPER PLAN 2x STUDS AT 16" OC HEADER PER SCHEDULEBELOW. UNLESS NOTEDON PLANS HEADER SCHEDULE SPANUP TO 4'0" 4X44'0" TO 6'0" 4X66'0" TO 8'0" 4X8 2X TRIMMER STUD (USE2-2X TRIMMER STUDS @OPNGS. WIDER THAN 8' 0") WINDOW SILL WHEREOCCURS W/ 2X4 FLAT2-2X4 FLAT @ OPENINGWIDER THAN 8'-0" W/ (2)16d SINKER TOENAILSEACH END SILL PLATE NOTE:1. FRAMING NOTED ON PLANS GOVERNS. TYPICALFRAMING SHOWN HERE.2. NAIL A34 W/ (8) 8d JOIST HANGER NAILS (N) 2X STUD WALL(NON-BEARING) (N) 2XSILL PL. (N) 2XSILL PL. (E) FLOOR SHTG (N) 16d @ (E) F.J.(N) 16d @ (E) F.J. (E) FLOOR SHTG (E) F.J. (E) F.J.WALL PERP. TO F.J. (N) 2X STUD WALL(NON-BEARING) (N) 2X BLK'G AT 24" O.C. WALL PARALLEL TO F.J. (N) SHOT PINSEE NOTE (E) S.O.G. NOTE :WALL AT S.O.G. ALL INTERIOR NON-BEARING AND NON-SHEAR WALLS AND PARTITIONS WHERE ANCHOR BOLTSARE NOT NOTED ARE TO BE SECURED WITH SHOT PINS U.N.O. SHOT PINS SHALL BE 0.145" DIA. x2.875" SHANK LENGTH WITH METAL PLATE WASHER AT 36 INCHES O.C. THERE SHALL BE A MINIMUMOF TWO FASTENERS PER PIECE OF FOUNDATION PLATE 16" OR LONGER WITH ONE FASTENERLOCATED 6" FROM EACH END OF EACH PIECE. (N) 2X STUD WALL(NON-BEARING) MIN. SIZE NONE SHEAR WALL SHEATHING ELEVATION3 NONE NON BEARING WALL 4 SILL PL. CONN. @ INT. NONE5SECTION NONE JOIST DRAG STRUT6 X STRAP DBL TJIAND PARALLAM 1 MST160ST6236 2 MST160MST48 E.N. SHEATHING SIMPSON 'ST6224' BEAM OR TJIADD WEB STIFFENERL=6'-0" @ TJI CONDITION A B C EQ.EQ.SIMPSON 'ST6224' BEAM OR TJI EQ.EQ. E.N. SIMPSON 'ST6224' BEAM OR TJI SIMPSON A34 @OPENINGS WIDER THAN 8'-0" SOLID CONTENTIOUS 2xBLOCKING WITH MAXIMUM4'-0'' O.C. VERTICALLY FORALL EXTERIOR ANDINTERIOR BEARING STUDWALLS. 2-2x TOP PLATESOR 3x NAILERWHERE HSS OCCURS SIMPSON "A35" @ EA. FACE 2x STUDS @16"o.c. POST "A35" @ EA. FACE SILLPLATE ''LTP5'' BOTHSIDE F.F. NONE AT WALL/FOOTING2 TYP. GRAVITY POST CONNECTION HSS SHEVRON BEAMSSEE PLAN HSS CANTILEVERSEE PLAN, TYP 3/8" PLATE CJP CJP, TYP CJP, AT HSS10x NONE SECTION 7 12S301 SHEAR WALLWHERE OCCURS 2x BLOCKING@ 48" OC TYPEACH SIDE 2x ROOF RAFTERPER PLAN, TYP. PLYWOODPER PLAN B.N @ BLOCKING SIMPSON A35 PERSHEAR WALL SCHEDULE B.N NONE8INTERIOR SHEAR WALL DETAIL NONE9SECTION (E) HOUSE (N) ADDITION (N) 2x WALLSEE ARCH'L (N) DBL TOP PLATE A35 @ 16" OC (N) 2x R.R SEE PLAN (N) BLK'GE.N (E) 2x4 EXTERIORWALL (SEE NOTE 1) (N) 16d @ EACH(E) STUD VA R I E S (E) ROOF (E) E.N. (E) 2x BLK'G(NOTE 4) (E) RAKE BOARD(SEE NOTE 3) (E) ROOF EDGE(SEE NOTE 3) SEE NOTE 3 NOTES:1. REMOVE & DEMO EXTERIOR FINISH OF (E) WALL AS REQUIRED WHERE NEW WALL OCCURS.2. (N) CAL ROOF NOT SHOWN FOR CLARITY, SEE ARCH'L.3. (E) ROOF EDGE/RAKE BOARD MAY BE DEMOED AS REQUIRED FOR (N) CAL ROOF.4. DO NOT DEMO OR DAMAGE (E) BLK'G & ITS TOP ROOF SHEATHING E.N. NONE ROOF RAFTER TO HIP BEAM10 ROOF RAFTER SIMPSONLSSJ210LZ/RZ, TYP.ROOF RAFTER(JACK RAFTER) HIP BEAM NOTE:1. JOIST END NEEDS TO BE BEVEL CUT.2. HANGER INSTALLS FROM ONE SIDE WITH ALL FASTENERS HOLES.3. USE ALL SPECIFIED FASTENERS PER SIMPSON. ''LTP5'' BOTHSIDE 12 HSS COLUMNSEE PLAN, TYP HEADER SEE PLAN HUCQ610-SDS POST (CONT)SEE PLAN, TYP 3x NAILER 2 S303 HUCQ610-SDS SLIDING DOOROPENINGSEE ARCH'L 3x NAILERNOT SHOWNFOR CLARITY TYP TYP TYP PJP TYP TYP 1/4 2x STUD @ 16" OC, TYP (CAP PL TO HSS) (HSS 6x TO 10x) (3 SIDES)1/4 AT CONTRACTOR`S OPTION,3x NAILER OR WELDEDSIMPSON HANGER MAYBE USED FOR R.R. SUPPORT, TYP. WALL FRAMINGSEE PLAN NAILING TYPICAL AT PLYWOODEDGE PER SHEAR WALL SCHEDULE NOTE:PANELS SHALL BE NOLESS THAN 24" WIDE 3/4" 6" NAILING TYP AT INTER STUD (2) 2x PLS (USE E.N AT TOP PLATES) B.N STAGGERED PER SCHEDULE T.O.W 3x BLOCKING, STAGGER NAILING (2) 2x OR 3x STUD, STAGGER NAILPER SHEAR WALL SCHEDULE 2x STUDS PER PLANBALLOON FRAME UON PLYWOOD EDGES W/ E.N 2x BLK'G AT MID HEIGHT OF WALL F.F 2x OR 3x SILL PLATESPER SHEAR WALL SCHEDULE HOLDOWN WHERE REQUIRED. TYPEAND SIZE PER FOUNDATION PLAN SILL BOLTS PER SHEAR WALL SCHEDULEUNO PER FOUNDATION PLAN ANDSTRUCTURAL SECTION TYPE OF SHEAR WALL MATERIALPER SCHEDULE AND SPECIFIED PER PLAN FLOOR OR ROOF JOIST E.N, TYP.TS22 BETWEENLOWER TOP PLATE AND(E) WALL STUDS (E) 4x10 3-16d NAILS @ 12" OC& 4" FROM EACH END (N) 2x10 DF#1 EACH SIDE DOUBLE TOPPLATES (TYP.)4x MIN.HIP BEAM CORNER SIMPSON A35EACH LEG. @ EA. SIDE INTERSECTION CLG BM.(CHECK HEIGHT) CLG JOIST SECTION RAFTER DEPTH HIP BEAM 1SIMPSONST6224 U.N.O.112"4"4" PLATE w/4-1/2"Ø M.B. SIMPSON A35EACH LEG. RIDGE BEAMSEE PLAN HIP BEAM(SEE PLAN) 112" 3" 112" 6" d' d d 3MA X 512" NONE TYP. HIP CONNECTION DETAIL11 2x JACKSTUD, TYP HSS TO STIFFPALTE, TYP 3/8" STIFFENER PLATE , TYP 1 1 1 1 1 1 DRAWING SHEET NAME SCALE   The Architect retains all copyrights, all commonlaw, statutory and other reserved rights for alldrawings, specifications and documents preparedby the designer. These drawings, specificationsand documents are for use solely with respect tothe project. They are not to be used by the Owner,Contractor, any Sub-Contractor, or material orequipment supplier on any other project, or foradditions to this project, without the specific writtenconsent of the designer. NOTES STAMP: REV # DATE DESCRIPTION 878 W. 6TH STREETSAN PEDRO, CA 90731845 271 9324DANIELLE@STUDIOBNDL.COM BNDL ARCHITECTURE, INC.   ALL DIMENSIONS ARE APPROXIMATE ANDSHALL BE VERIFIED IN FIELD BY THECONTRACTOR. BNDL AND/OR ITS PRINCIPALS AND EMPLOYEES WAIVES ANY AND ALLLIABILITY OR RESPONSIBILITY FOR PROBLEMS THAT MAY OCCURWHEN THESE PLANS, DRAWINGS, SPECIFICATIONS, AND/OR DESIGNSARE FOLLOWED WITHOUT THE ARCHITECT'S GUIDANCE WITHAMBIGUITIES, OR CONFLICTS WHICH ARE ALLEGED. THE PLANS,DRAWINGS, SPECIFICATIONS, AND/OR DESIGNS REPRESENTEDHEREIN ARE FOR THE USE SOLELY WITH RESPECT TO THIS PROJECT AS INDICATED 1245 BLUEGUMADDITION OWNER 1 08/27/2025 BACKCHECK #1 S303 TYPICAL DETAILS 41 F G D A E B H C J STUD NAILING SCHEDULE FOR SHEAR WALL STUD ATTACHMENT TO HOLDOWN POST 3"OC SPACING 6" & 4"OC STUDTHK. NAIL E.N. 16d @ 3"2 ROWS 16d @ 4"2 ROWS NAIL STUDTHK. 5/8"Øx6" 12"OC 5/8"Øx6" LAGSCREW 16"OC SPC'G. STUD W/LAG SCREW E.N. 18"OC SPC'G. 16"OC3/4"Ø BOLTSTUDTHK. 3/4"Ø STUD W/THRU BOLTS E.N. SCHED. BELOWS.N.-SEEE.N. E.N. E.N.STUD NAILING HOLDOWNPOST, TYP E.N. E.N. E.N. EDGE 3x2x OR 3x2x OR 3x2x OR 3x2x OR 3x2x OR 3x2x OR 2"OC 16d @ 2"2 ROWS 5/8"Øx6" 9"OC 12"OC3/4"Ø3x2x OR 3x2x OR 3x2x OR S.N. STUD ATTACHMENTSEE SCHEDULE E.N. E.N.E.N. E.N. E.N. 6x6 6x6 E.N. 6x6 E.N. E.N. 6x6 E.N. S.N. 2" MIN 2" MIN 2" MIN HOLDOWNPOST, TYP NONE TYPICAL SHEAR WALL CORNERS 1 AND INTERSECTIONS ALL ROOF AND FLOOR JOISTS SHALL BE BRIDGED IN MID. SPANFOR THE SPANS MORE THAN 8'-0". EA. SIDE, EA. ENDW/ 2-8d NAILS2x CONT. BLK'G. SEE PLAN2x @ 16" O.C. SEE PLANPLYWOOD SHEATH'G NOTE: NONE3TYPICAL BRIDGING DETAIL OMIT BOLTWHERE "d" < 2" PROVIDE FILLER BLOCK ASREQUIRED FOR DIFFERENCEIN BEAM HEIGHTS (GLUENAIL OR POST IN PLACE)DB,CA E SIMPSON 'ECC' COLUMN CAPW/ 5/8"Ø BOLTS IN SAWNLUMBER 3/4"Ø BOLTS INGLULAM TIMBER SPLICE WHEREOCCURS WOOD POST - SEEPLAN, TYP SIMPSON MST37 STRAP(NAILED) TYP UNO WOOD BEAMSEE PLAN, TYP SIMPSON ECCLCOLUMN CAPBOLTED WOOD BEAMSEE PLAN SIMPSON A35EACH SIDE, TYP WOOD POSTMULTIPLE STUDS F WOOD BEAMSEE PLANSIMPSON MST48STRAP TIE (NAILED) (*) 2x EA SIDEOF BEAM 2x STUDSAT 16" OC G 6x MAX 6x POSTUNDER BEAM H 1. 2. 3. NOTES: ROTATE SIMPSON 'CC' STRAPS AND BOLTS HEADS TO BELOCATED WITHIN THE WALL FRAMING SO NOT INTERFERE WITHARCHITECTURAL FINISHES. SEE PLAN FOR BEAM SLOPE - SLOPE COLUMN CAP WITH SAMESLOPE. USE HSAPED PLATE ON TOP OF BEAM AND TOP PLATES TOMATCH WITH THE ROOF SLOPE W/ 1/4"Øx3" SIMPSON SDSSCREWS @ 12" OC. 2" MIN SIMPSON 'CC' COLUMN CAPW/ 5/8"Ø BOLTS IN SAWNLUMBER 3/4"Ø BOLTS INGLULAM TIMBER BEAMSEE PLAN POSTSEE PLAN BEAMSEE PLAN 16D @ 12" OC 2x STUDSAT 16" OC NOTE:AT DETAIL "C"USE CONT BEAM& OMIT STRAP 4-16d EA SIDE SIMPSON MST37STRAP (NAILED) NONE5WOOD BEAM CONNECTION DETAILS PLYWOOD SHEATHINGSEE SHEAR WALL SCHEDULE STUD OR JOIST E.N. OR B.N.PER PLAN, TYP SPLITTING OF WOOD MEMBERSIS NOT ALLOWED, 3/8" MIN 1/16" EXPANSION GAP ATSHEARWALL PANEL ANDHORIZONTAL DIAPHRAGMEND JOINT. 1/8" EXPANSION GAP ATHORIZONTAL DIAPHRAGMEDGE JOINT 3/8" PANEL EDGE DISTANCEFOR 2x AND 1/2" FOR 3x ORLARGER FRAMING NONE4 TYPICAL PLYWOOD JOINT NAILING NONE2TYPICAL STEPPED TOP PLATE DBL TOP PLATE PLYWOODAS OCCURS . DBL TOP PLATE SIMPSON CS14 STRAP W/ 8d NAILSEVERY OTHER NAIL HOLE. LAP TO 2STUD BAYS MIN USE (2) CS14 STRAPSAND 6 STUD BAYS AT "A" COND TWO STRAPSAT "A" COND 4x BLKG BETWEEN STUDBAYS W/ PLYWOOD EDGENAILING USE 4x BLKG AT"A" CONDITION LAP STUDTO BEAM BEAM & POSTWHERE OCCURS LAP STUDSW/ 16d @ 12" O.C. PENETRATIONS IN SHEAR WALL 45° 4 1/2" 4 1/2" 4 1/2" 4 1/2" A EXAMPLE: 38" WIDE SHEAR PANEL MAX OF (2) 4 1/2"WIDE CUT IN A 4'-0" WIDE PANEL (NO CUTS ORHOLES IN SHEATHING WITHIN 16" OF CORNERS) B SAW CUT SHALL NOT PASS OPENING OPENING NO OVER CUTTING 4 1/2" NOTES:1. THE MAXIMUM ACCUMULATED LENGTH OF OPENINGS IN A SHEARWALL PANEL SHALL NOT EXCEED 20% OF THE WALL LENGTH.MAXIMUM LENGTH OF EACH OPENING SHALL NOT EXCEED 4 1/2" INANY DIRECTION (SEE DETAIL-A).2. IT SHOULD BE NOTED THAT THE DIMENSIONS OF THE OPENINGSHALL BE CONSIDERED TO BE THE MAXIMUM LENGTH OF CUTMADE BY THE SAW (SEE DETAIL B). ONLY A CIRCULAR BOREDHOLE OR SQUARE HOLE CUT WITH THE RADIUS ON THE CORNERSIS ACCEPTABLE. NO C U T W I T H I N 16" O F C O R N E R NONE6 DRAWING SHEET NAME SCALE   The Architect retains all copyrights, all commonlaw, statutory and other reserved rights for alldrawings, specifications and documents preparedby the designer. These drawings, specificationsand documents are for use solely with respect tothe project. They are not to be used by the Owner,Contractor, any Sub-Contractor, or material orequipment supplier on any other project, or foradditions to this project, without the specific writtenconsent of the designer. NOTES STAMP: REV # DATE DESCRIPTION 878 W. 6TH STREETSAN PEDRO, CA 90731845 271 9324DANIELLE@STUDIOBNDL.COM BNDL ARCHITECTURE, INC.   ALL DIMENSIONS ARE APPROXIMATE ANDSHALL BE VERIFIED IN FIELD BY THECONTRACTOR. BNDL AND/OR ITS PRINCIPALS AND EMPLOYEES WAIVES ANY AND ALLLIABILITY OR RESPONSIBILITY FOR PROBLEMS THAT MAY OCCURWHEN THESE PLANS, DRAWINGS, SPECIFICATIONS, AND/OR DESIGNSARE FOLLOWED WITHOUT THE ARCHITECT'S GUIDANCE WITHAMBIGUITIES, OR CONFLICTS WHICH ARE ALLEGED. THE PLANS,DRAWINGS, SPECIFICATIONS, AND/OR DESIGNS REPRESENTEDHEREIN ARE FOR THE USE SOLELY WITH RESPECT TO THIS PROJECT AS INDICATED 1245 BLUEGUMADDITION OWNER 1 08/27/2025 BACKCHECK #1 S304 TYPICAL DETAILS 42 43 Danielle Duryea BNDL Architecture Inc. 878 W. 6th St. San Pedro, CA, 90731 9/8/2025 C-41847 310-844-6419 44