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HomeMy WebLinkAbout933 S Harmon St Unit #2 - PlanCITY OF SANTA ANA Planning and Building Agency Approved FOR PERMIT ISSUANCE Master ID: Date: Geotechnical Engineering Investigation Proposed Accessory Dwelling Unit (ADU) for Single Family Residence 933 S. Harmon Street Santa Ana, California Jose Alarcon 933 S. Harmon Street Santa Ana, CA 92704 Project Number 25129-25 April 16, 2025 NorCal Engineering CITY OF SANTA ANA Planning and Building Agency 'Approved FOR PERMIT ISSUANCE TABLE OF CONTENTS Master ID: Date: Section Pag 1.0 Project Description .............................................................................. 1 2.0 Site Description ...................................................................... ........... 2 3.0 Site Exploration ...... ........................................................................... 2 4.0 Laboratory Tests ...................................... ......................................... 3 4.1 Field Moisture Content ................................................ .................... 3 4.2 Maximum Density Tests ......................................................................... 3 4.3 Expansion Index Tests .......................................................................... 3 4.4 Soluble Sulfate Tests ............................................................................. 3 4.5 Direct Shear Tests ................................................................................ 3 4.6 Consolidation Tests ....................................... ...................................... 3 5.0 Seismicity Evaluation ........................................................................... 4 6.0 Liquefaction Evaluation ....................................................................... 5 7.0 Conclusions and Recommendations .................................................... 5 7.1 Site Grading Recommendations .............................................................. 6 7.2 Temporary Excavations ......................................................................... 7 7.3 Foundation Design ................................................................................ 7 7.4 Settlement Analysis ............................................................................. 7 7.5 Lateral Resistance ................................................................................ 8 7.6 Retaining Wall Design Parameters .......................................................... 8 7.7 Slab Design ........................................................................................ 9 7.8 Utility Trench and Excavation Backfill ........................................................ 9 7.9 Expansive Soil ..................................................................................... 10 7.10 Corrosion Design Criteria ..................................................................... 10 8.0 Closure .............................................................................................. 10 CITY OF SANTA ANA Planning and Building Agency NorCal Engineering Soils and Geotechnical Consultants 10641 Humbolt Street Los Alamitos, CA 90720 (562) 799-9469 April 16, 2025 Jose Alarcon 933 S. Harmon Street Santa Ana, California 92704 Project Approved FOR PERMIT ISSUANCE Master ID: Date: umber 25129-25 RE: Geotechnical Engineering Investigation — Proposed Accessory Dwelling Unit (ADU) for Single -Family Residence - Located at 933 S. Harmon Street, in the City of Santa Ana, California Dear Mr. Abarca: Pursuant to your request, this firm has conducted a Geotechnical Engineering Investigation for the above -mentioned project in accordance with your approval of proposal dated February 21, 2025. The purpose of this investigation is to evaluate the geotechnical conditions of the subject site and to provide recommendations for the proposed residential development. The scope of work included the following: 1) site reconnaissance; 2) subsurface geotechnical exploration and sampling; 3) laboratory testing; 4) engineering analysis of field and laboratory data; 5) preparation of a geotechnical engineering report. 1.0 Proiect Description It is proposed to construct a detached, 1,000 square -foot, single -story accessory dwelling unit (ADU) with an attached garage on the east side of property, as shown in Figure 1. Additional improvements will consist of a covered entry, new hardscape and landscaping. It is anticipated that the grading will consist of minor cuts and fills to achieve final grade elevations. Final building plans shall be reviewed by this firm prior to submittal for city approval to determine the need for any additional study and revised recommendations pertinent to the proposed development, if necessary. April 16, 2025 Project Page 2 2.0 Site Description The subject site is located within the 900 block and east side of S. Harmon Kent Avenue to the south, in the City of Santa Ana, as shown in Figure CITY OF SANTA ANA Planning and Building Agency Number 25129-25 Approved FOR PERMIT ISSUANCE rat��et�t oUiared by �: . The generally rectangular shaped parcel is elongated in an east to west direction with topography of the relatively level site descending gradually towards the roadways. The site is currently occupied by a one-story, single-family residence an attached garage and associated hardscape and landscaping as shown in Figure 1. 3.0 Site Exploration The field investigation consisted of the placement of three (3) subsurface exploratory borings by hand operated auger to depths ranging between 10 and 12 feet below current ground elevations. The explorations were visually classified and logged by a field engineer with location of the subsurface explorations shown in Figure 1. The exploratory borings revealed the existing earth materials to consist of fill and natural soil. Detailed descriptions of the subsurface conditions are listed on the boring logs in Appendix A. It should be noted that the transition from one soil type to another as shown on the borings logs is approximate and may in fact be a gradual transition. The soils encountered are described as follows: Fill: A fill soil classified as a brown, fine to medium grained, silty SAND with occasional gravel was encountered across the site to a depth of 1 to 1'/2 feet below ground surface. The fill was noted to be loose and damp. Natural: An undisturbed native soil classified as a greyish brown, fine to medium grained, silty SAND was encountered beneath the fill soils. The native soil was observed to be medium dense and damp to saturated with depth. Groundwater: Groundwater was encountered at depths of 9 feet below existing ground surface in exploratory boring B-1. Historic high groundwater in the vicinity has been recorded near 5 feet, as shown on the Seismic Hazard Zone Report for the Newport Beach 7.5- Minute Quadrangle (Figure 3). Caving occurred at depths of 11 to 12 feet due to the shallow groundwater conditions. NorCal Engineering CITY OF SANTA ANA Planning and Building Agency April 16, 2025 Project Page 3 4.0 Laboratory Tests Relatively undisturbed samples of the subsurface soils were obtained to q r6� ioratory te: testing and analysis for direct shear, consolidation tests, and to d termine in -place moisture/densities. These relatively undisturbed ring samples were obtained by driving a thin - walled steel sampler lined with one -inch -long brass rings with an inside diameter of 2.42 inches into the undisturbed soils. The sampler was driven a total of six inches into undisturbed soils. Bulk bag samples were obtained in the upper soils for expansion index tests and maximum density tests. All test results are included in Appendix B, unless otherwise noted. 4.1 Field Moisture Content (ASTM: D 2216) and the dry density of the ring samples were determined in the laboratory. This data is listed on the logs of explorations. 4.2 Maximum Density tests (ASTM: D 1557) were performed on typical samples of the upper soils. Results of these tests are shown on Table I. 4.3 Expansion Index tests (ASTM: D 4829) were performed on remolded samples of the upper soils to determine the expansive characteristics. Results of these tests are provided on Table II. 4.4 Soluble sulfate tests to determine potential corrosive effects of soils on concrete structures were performed in the laboratory. Test results are given in Table III and discussed later in this report. 4.5 Direct Shear tests (ASTM: D 3080) were performed on undisturbed and/or remolded samples of the subsurface soils. The test is performed under saturated conditions at loads of 1,000 lbs./sq.ft., 2,000 lbs./sq.ft., and 3,000 lbs./sq.ft. with results shown on Plate A. 4.6 Consolidation tests (ASTM: D 2435) were performed on undisturbed samples to determine the differential and total settlement which may be anticipated based upon the proposed loads. Water was added to the samples at a surcharge of one KSF and the settlement curves are plotted on Plates B to C. NorCal Engineering CITY OF SANTA ANA Planning and Building Agency April 16, 2025 Project Page 4 5.0 Seismicity Evaluation The proposed development lies outside of any Alquist-Priolo Special Stu potential for damage due to direct fault rupture is considered unlikely. The aa�gpand the Date: ewport-Inglewood Fault is located approximately 9 kilometers from the site and is capable of producing a Magnitude 6.9 earthquake. Ground shaking originating from earthquakes along other active faults in the region is expected to induce lower horizontal accelerations due to smaller anticipated earthquakes and/or greater distances to other faults. The seismic design acceleration parameters for the project site are provided below and are based upon the 2022 California Building Code (CBC) Standard ASCE/SEI 7-16. The data was obtained from the American Society of Civil Engineers (ASCE) website, https://asce7hazardtool.online/. The seismic design report is attached is Appendix D. Seismic Design Acceleration Parameters Latitude 33.734 Longitude -117.931 Site Class D Risk Category II Mapped Spectral Response Acceleration Ss = 1.328 S, = 0.475 Adjusted Maximum Acceleration Sans = 1.328 Design Spectral Response Acceleration Parameters Sos = 0.885 Peak Ground Acceleration PGAM = 0.625 Use of these values is dependent on requirements of Section 11-4.8, ASCE 7, exception 2 that requires the value of the seismic response coefficient CS be determined by Equation 12.8.2 for values of T< 1.5Ts and taken as equal to 1.5 times the value computed in accordance with either 12.8-3 for TL>T>1.5TS or Equation 12.8-4 for T>TL. Computations and verification of these conditions is referred to the structural engineer. NorCal Engineering CITY OF SANTA ANA Planning and Building Agency April 16, 2025 Page 5 Project umber 25129-25 Approved FOR PERMIT ISSUANCE 6.0 Liquefaction Evaluation The site is expected to experience ground shaking and earthquake activity & dIiattoVal of the Southern California area. It is during severe shaking that loose, granul P98% below the groundwater table can liquefy. Based upon information in the California Division of Mines and Geology "Seismic Hazard Zone Map — Newport Beach Quadrangle" dated April 17, 1997, the subject site is situated within an area of historic occurrence of liquefaction, or local geological, geotechnical and groundwater conditions to indicate a potential for permanent ground displacement. The amount of seismic -induced settlements during a local magnitude 6.9 earthquake would require a 50 feet deep boring, which is beyond the scope of this report. Differential building settlements may occur after an earthquake and may cause minor cracks and distress in the walls and ceilings. Therefore, a stiffened foundation system should be utilized for the proposed construction to help mitigate the effects of liquefaction. The stiffened system may consist of a post -tensioned slab design, mat foundation or a system of grade beams connecting the foundations in two directions throughout the new construction areas. 7.0 Conclusions and Recommendations Based upon our evaluations, the proposed development is acceptable from a geotechnical engineering standpoint. By following the recommendations and guidelines set forth in our report, the structures will be safe from excessive settlements under the anticipated design loadings and conditions. The proposed development shall meet all requirements of the City Building Ordinance and will not impose any adverse effect on existing adjacent structures. The following recommendations are based upon soil conditions encountered in our field investigation; these near -surface soil conditions could vary across the site. Variations in the soil conditions may not become evident until the commencement of grading operations for the proposed development and revised recommendations from the soils engineer may be necessary based upon the conditions encountered. It is recommended that site inspections are performed by a representative of this firm during all grading and construction of the development to verify the findings and recommendations documented in this report. The following sections present a discussion of geotechnical related requirements for specific design recommendations of different aspects of the project. NorCal Engineering April 16, 2025 Page 6 7.1 Site Grading Recommendations CITY OF SANTA ANA Planning and Building Agency Project Number 25129-25 Approved FOR PERMIT ISSUANCE Where grading is required for new improvements, all vegetation and demoliti hiahabrigDshall be removed and hauled prior to the start of grading operations. Existing vege aii$n 'shall not be mixed or disced into the soil. Any removed soils may be reutilized as compacted fill once any deleterious material or oversized materials (in excess of eight inches) is removed. Grading operations shall be performed in accordance with the attached "Specifications for Placement of Compacted Fill". All disturbed and/or fill soils (about 1 to 1'/2 feet below ground surface) shall be removed to competent native material, the exposed surface scarified to a depth of 12 inches, brought to within 2% of optimum moisture content and compacted to a minimum of 90% of the laboratory standard (ASTM: D 1557) prior to placement of any additional compacted fill soils, foundations, slabs -on -grade and pavement. Grading shall extend a minimum of five horizontal feet outside the edges of foundations or equidistant to the depth of fill placed, whichever is greater, where possible. It is possible that isolated areas of undiscovered fill not described in this report are present on site; if found, these areas should be treated as discussed earlier. A diligent search shall also be conducted during grading operations to uncover any underground structures, irrigation, or utility lines. If encountered, these structures and lines shall be either removed or properly abandoned prior to the proposed construction. Any imported fill material should preferably be soil similar to the upper soils encountered at the subject site. All soil shall be approved by this firm prior to importing at the site and will be subjected to additional laboratory testing to ensure concurrence with the recommendations stated in this report. Care should be taken to always provide or maintain adequate lateral support for all adjacent improvements and structures during the grading operations and construction phase. Adequate drainage away from the structures, pavement and slopes should always be provided. NorCal Engineering April 16, 2025 Page 7 CITY OF SANTA ANA Planning and Building Agency Project Number 25129-25 Approved FOR PERMIT ISSUANCE 7.2 Temporary Excavations Temporary unsurcharged excavations in the existing site materials may be P/lapsger l� vertical inclinations up to 4 feet in height unless cohesionless soils are encountered. Mneareas where soils with little or no binder are encountered, where adverse geological conditions aneexposed or where excavations are adjacent to existing structures, shoring or flatter excavations may be required. The temporary cut slope gradients given above do not preclude local raveling and sloughing. Additional recommendations regarding site specific excavations required during grading and construction may be provided once plans and details are made available. All excavations shall be made in accordance with the requirements of the geotechnical engineer, CAL -OSHA and other public agencies having jurisdiction. Care should be taken to always provide or maintain adequate lateral support for all adjacent improvements and structures during the grading operations and construction phase. 7.3 Foundation Design As discussed in Section 6.0 of this report, a stiffened foundation system should be utilized for the proposed construction to help mitigate the effects of liquefaction. The stiffened system may consist of a post -tensioned slab design, mat foundation or a system of grade beams connecting the foundations in two directions throughout the new construction areas. New foundations shall be designed utilizing an allowable soil bearing capacity of 2,000 psf for an embedded depth of 18 inches into approved engineered fill or competent native soils (>90% relative compaction) for one and two-story structures. A one-third increase may be used when considering short-term loading and seismic forces. All foundations shall be reinforced with a minimum of two No. 4 bars, top and bottom. Additional reinforcement due to proposed loadings may be necessary and shall be determined by the project engineers and/or architect. A representative of this firm shall inspect all foundation excavations prior to pouring concrete. 7.4 Settlement Analysis Resultant pressure curves for the consolidation tests are shown on Plates B to C. Computations utilizing these curves and the recommended allowable soil bearing capacities reveal that the foundations will experience settlements on the order of 3% inch and differential settlements of less than inch. NorCal Engineering April 16, 2025 Page 8 Project 7.5 Lateral Resistance The following values may be utilized in resisting lateral loads imposed Requirements of the California Building Code should be adhered to wher friction and passive pressures are combined. Coefficient of Friction - 0.40 Equivalent Passive Fluid Pressure = 250 lbs./cu.ft. Maximum Passive Pressure = 2,500 lbs./cu.ft. CITY OF SANTA ANA Planning and Building Agency mber 25129-25 Approved FOR PERMIT ISSUANCE 'Aaster IIIructure. tletcoefficient of The passive pressure recommendations are valid only for approved compacted fill soils or competent native materials. 7.6 Retaining Wall Design Parameters Active earth pressures against retaining walls will be equal to the pressures developed by the following fluid densities. These values are for granular backfill material placed behind the walls at various ground slopes above the walls. Surface Slope of Retained Materials Horizontal to Vertical Equivalent Fluid Density Ib../cuft Level 30 5 to 1 35 4 to 1 38 3 to 1 40 2 to 1 45 Any applicable short-term construction surcharges and seismic forces should be added to the above lateral pressure values. An equivalent fluid pressure of 45 pcf may be utilized for the restrained wall condition with a level grade behind the wall. The seismic -induced lateral soil pressure for walls greater than 6 feet may be computed using a triangular pressure distribution with the maximum value at the top of the wall. The maximum lateral pressure of (20 pcf) H where H is the height of the retained soils above the wall footing should be used in final design of retaining walls. Sliding resistance values and passive fluid pressure values may be increased by 1/3 during short-term wind and seismic loading conditions. NorCal Engineering CITY OF SANTA ANA Planning and Building Agency April 16, 2025 Project N umber 25129-25 Page 9 Approved FOR PERMIT ISSUANCE All walls shall be waterproofed as needed and protected from hydrostatic pre sure by a reliable permanent subdrain system. The subsurface drainage system shall consist oll*imahl [diameter perforated PVC pipe encased with gravel and wrapped with filter fabric. The rahUar backfill to be utilized immediately adjacent to retaining walls shall consist of an approved granular soil with a sand equivalency greater than 30. This backfill zone of free draining material shall consist of a wedge beginning a minimum of one horizontal foot from the base of the wall extending upward at an inclination of no less than 3% to 1 (horizontal to vertical). 7.7 Slab Design All new concrete slabs including hardscape shall be a minimum of four inches in thickness and placed on approved subgrade soils. The subgrade soils shall be moisture conditioned over optimum moisture levels in the upper one foot. A vapor retarder should be utilized in areas which would be sensitive to the infiltration of moisture. This retarder shall meet requirements of ASTM E 96, Water Vapor Transmission of Materials and ASTM E 1745, Standard Specification for Water Vapor Retarders used in Contact with Soil or Granular Fill Under Concrete Slabs. The vapor retarder shall be installed in accordance with procedures stated in ASTM E 1643, Standard practice for Installation of Water Vapor Retarders used in Contact with Earth or Granular Fill Under Concrete Slabs. The moisture retarder may be placed directly upon compacted subgrade soils conditioned to near optimum moisture levels, although one to two inches of sand beneath the membrane is desirable. The subgrade upon which the retarder is placed shall be smooth and free of rocks, gravel or other protrusions which may damage the retarder. Use of sand above the retarder is under the purview of the structural engineer; if sand is used over the retarder, it should be placed in a dry condition. 7.8 Utility Trench and Excavation Backfill Trenches from installation of utility lines and other excavations may be backfilled with on -site soils or approved imported soils compacted to a minimum of 90% relative compaction. All utility lines shall be properly bedded with clean sand having a sand equivalency rating of 30 or more. This bedding material shall be thoroughly water jetted around the pipe structure prior to placement of compacted backfill soils. NorCal Engineering April 16, 2025 Page 10 CITY OF SANTA ANA Planning and Building Agency Project Number 25129-25 Approved FOR PERMIT ISSUANCE 7.9 Expansive Soil The upper on -site soils are very low in expansion potential (El 0-20). W olaswisilhave an expansion index (EI) of 20 or more, special attention should be given to the m%a design and maintenance. The attached Expansive Soil Guidelines should be reviewed by the engineers, architects, owner, maintenance personnel and other interested parties and considered during the design of the project and future property maintenance. Expansion test results may be found on the attached Table H. 7.10 Corrosion Design Criteria Representative samples of the surficial soils, typical of the subgrade soils expected to be encountered within foundation excavations, were tested for sulfate potential. According to Table 4.3.1 of ACI 318 Building Code and Commentary, these contents revealed negligible sulfate concentrations. Therefore, a Type II cement according to latest CBC specifications may be utilized for building foundations at this time. It is recommended that additional sulfate tests be performed at the completion of site grading to ensure that the as graded conditions are consistent with the recommendations stated in this design. Corrosion test results may be found on the attached Table III. 8.0 Closure The recommendations and conclusions contained in this report are based upon the soil conditions uncovered in our test excavations. No warranty of the soil condition between our excavations is implied. NorCal Engineering should be notified for possible further recommendations if unexpected to unfavorable conditions are encountered during construction phase. It is the responsibility of the owner to ensure that all information within this report is submitted to the Architect and appropriate Engineers for the project. This firm should have the opportunity to review the final plans (72 hours required) to verify that all our recommendations are incorporated. This report and all conclusions are subject to the review of the controlling authorities for the project. NorCal Engineering CITY OF SANTA ANA Planning and Building Agency April 16, 2025 Project Number 25129-25 Page 11 Approved FOR PERMIT ISSUANCE A preconstruction conference should be held between the developer, general contractor, grading contractor, city inspector, architect, and soil engineer to clarify any quBpAipmrnelating to the grading operations and subsequent construction. Our representative A: be present during the grading operations and construction phase to certify that such recommendations are complied with in the field. This geotechnical investigation has been conducted in a manner consistent with the level of care and skill exercised by members of our profession currently practicing under similar conditions in the Southern California area. No other warranty expressed or implied is made. We appreciate this opportunity to be of service to you. If you have any further questions, please do not hesitate to contact the undersigned. Respectfully submitted, NORCAL ENGINEERING l7 No' 841 rT LU Keith D. Tucker Exp.12/3U202.6 Project Engineer I.P 07TECHN��'P�'� R.G.E.841 q\F0 NorCal Engineering Mike Barone Project Manager CITY OF SANTA ANA Planning and Building Agency April 16, 2025 Project Plumber 25129-25 Page 12 Approved FOR PERMIT ISSUANCE SPECIFICATIONS FOR PLACEMENT OF COMPACTED FILL Master ID: Excavation Date: Any existing low -density soils and/or saturated soils shall be removed to competent natural soil under the inspection of the Geotechnical Engineering Firm. After the exposed surface has been cleansed of debris and/or vegetation, it shall be scarified until it is uniform in consistency, brought to the proper moisture content and compacted to a minimum of 90% relative compaction (in accordance with ASTM: D 1557). In any area where a transition between fill and native soil or between bedrock and soil are encountered, additional excavation beneath foundations and slabs will be necessary in order to provide uniform support and avoid differential settlement of the structure. Material for Fill The on -site soils or approved import soils may be utilized for the compacted fill provided they are free of any deleterious materials and shall not contain any rocks, brick, asphaltic concrete, concrete or other hard materials greater than eight inches in maximum dimensions. Any import soil must be approved by the Geotechnical Engineering firm a minimum of 72 hours prior to importation of site. Placement of Compacted Fill Soils The approved fill soils shall be placed in layers not in excess of six inches in thickness. Each lift shall be uniform in thickness and thoroughly blended. The fill soils shall be brought to within 2% of the optimum moisture content, unless otherwise specified by the Geotechnical Engineering firm. Each lift shall be compacted to a minimum of 90% relative compaction (in accordance with ASTM: D 1557) and approved prior to the placement of the next layer of soil. Compaction tests shall be obtained at the discretion of the Geotechnical Engineering firm but to a minimum of one test for every 500 cubic yards placed and/or for every 2 feet of compacted fill placed. NorCal Engineering CITY OF SANTA ANA Planning and Building Agency April 16, 2025 Project Number 25129-25 Page 13 Approved FOR PERMIT ISSUANCE The minimum relative compaction shall be obtained in accordance with accep ed methods in the construction industry. The final grade of the structural areas shall be in a oVisstedd):smooth te• condition prior to placement of slabs -on -grade or pavement areas. No fill soi s D sa11 be placed, spread or compacted during unfavorable weather conditions. When the grading is interrupted by heavy rains, compaction operations shall not be resumed until approved by the Geotechnical Engineering firm. Grading Observations The controlling governmental agencies should be notified prior to commencement of any grading operations. This firm recommends that the grading operations be conducted under the observation of a Geotechnical Engineering firm as deemed necessary. A 24-hour notice must be provided to this firm prior to the time of our initial inspection. Observation shall include the clearing and grubbing operations to assure that all unsuitable materials have been properly removed; approve the exposed subgrade in areas to receive fill and in areas where excavation has resulted in the desired finished grade and designate areas of overexcavation; and perform field compaction tests to determine relative compaction achieved during fill placement. In addition, all foundation excavations shall be observed by the Geotechnical Engineering firm to confirm that appropriate bearing materials are present at the design grades and recommend any modifications to construct footings. NorCal Engineering CITY OF SANTA ANA Planning and Building Agency April 16, 2025 Project Number 25129-25 Page 14 Approved FOR PERMIT ISSUANCE EXPANSIVE SOIL GUIDELINES Master ID: The following expansive soil guidelines are provided for your project. T EDiotent of these guidelines is to inform you, the client, of the importance of proper design and maintenanee of projects supported on expansive soils. You, as the owner or other interested party, should be warned that you have a duty to provide the information contained in the soil report including these guidelines to your design engineers, architects, landscapers and other design parties in order to enable them to provide a design that takes into consideration expansive soils. In addition, you should provide the soil report with these guidelines to any property manager, lessee, property purchaser or other interested party that will have or assume the responsibility of maintaining the development in the future. Expansive soils are fine-grained silts and clays which are subject to swelling and contracting. The amount of this swelling and contracting is subject to the amount of fine-grained clay materials present in the soils and the amount of moisture either introduced or extracted from the soils. Expansive soils are divided into five categories ranging from "very low" to "very high". Expansion indices are assigned to each classification and are included in the laboratory testing section of this report. If the expansion index of the soils on your site, as stated in this report, is 21 or higher, you have expansive soils. The classifications of expansive soils are as follows: Classification of Expansive Soil* Expansion Index Potential Expansion 0-20 Very Low 21-50 Low 51-90 Medium 91-130 High Above 130 Very High *From Table 18A-1-B of California Building Code (1988) NorCal Engineering CITY OF SANTA ANA Planning and Building Agency April 16, 2025 Project N umber 25129-25 Page 15 Approved FOR PERMIT ISSUANCE When expansive soils are compacted during site grading operations, care is iaken to place the materials at or slightly above optimum moisture levels and perform p dpertemompaction operations. Any subsequent excessive wetting and/or drying of expansive s Wwill cause the soil materials to expand and/or contract. These actions are likely to cause distress o foundations, structures, slabs -on -grade, sidewalks and pavement over the life of the structure. It is therefore imperative that even after construction of improvements, the moisture contents are maintained at relatively constant levels, allowing neither excessive wetting or drying of soils. Evidence of excessive wetting of expansive soils may be seen in concrete slabs, both interior and exterior. Slabs may lift at construction joints producing a trip hazard or may crack from the pressure of soil expansion. Wet clays in foundation areas may result in lifting of the structure causing difficulty in the opening and closing of doors and windows, as well as cracking in exterior and interior wall surfaces. In extreme wetting of soils to depth, settlement of the structure may eventually result. Excessive wetting of soils in landscape areas adjacent to concrete or asphaltic pavement areas may also result in expansion of soils beneath pavement and resultant distress to the pavement surface. Excessive drying of expansive soils is initially evidenced by cracking in the surface of the soils due to contraction. Settlement of structures and on -grade slabs may also eventually result along with problems in the operation of doors and windows. Projects located in areas of expansive clay soils will be subject to more movement and "hairline" cracking of walls and slabs than similar projects situated on non -expansive sandy soils. There are, however, measures that developers and property owners may take to reduce the amount of movement over the life the development. The following guidelines are provided to assist you in both design and maintenance of projects on expansive soils: NorCal Engineering CITY OF SANTA ANA Planning and Building Agency April 16, 2025 Project Number 25129-25 Page 16 Approved FOR PERMIT ISSUANCE • Drainage away from structures and pavement is essential to prevent excessive wetting of expansive soils. Grades should be designed to the la (Mb11aHdfing code and maintained to allow flow of irrigation and rainwater to approve drainage devices or to the street. Any "ponding" of water adjacent to buildings, slabs and pavement after rains is evidence of poor drainage; the installation of drainage devices or regrading of the area may be required to assure proper drainage. The installation of rain gutters is also recommended to control the introduction of moisture next to buildings. Gutters should discharge into a drainage device or onto pavement which drains to roadways. • Irrigation should be strictly controlled around building foundations, slabs and pavement and may need to be adjusted depending upon the season. This control is essential to maintain a relatively uniform moisture content in the expansive soils and to prevent swelling and contracting. Over -watering adjacent to improvements may result in damage to those improvements. NorCal Engineering makes no specific recommendations regarding landscape irrigation schedules. • Planting schemes for landscaping around structures and pavement should be analyzed carefully. Plants (including sod) requiring high amounts of water may result in excessive wetting of soils. Trees and large shrubs may actually extract moisture from the expansive soils, thus causing contraction of the fine-grained soils. • Thickened edges on exterior slabs will assist in keeping excessive moisture from entering directly beneath the concrete. A six-inch thick or greater deepened edge on slabs may be considered. Underlying interior and exterior slabs with 6 to 12 inches or more of non -expansive soils and providing presaturation of the underlying clayey soils as recommended in the soil report will improve the overall performance of on - grade slabs. NorCal Engineering April 16, 2025 Page 17 CITY OF SANTA ANA Planning and Building Agency Project Number 25129-25 Approved FOR PERMIT ISSUANCE • Increase the amount of steel reinforcing in concrete slabs, foun ations, and other structures to resist the forces of expansive soils. The precise amomsakirtan. forcing should be determined by the appropriate design engineers and/or a rwil&ts. • Recommendations of the soil report should always be followed in the development of the project. Any recommendations regarding presaturation of the upper subgrade soils in slab areas should be performed in the field and verified by the Soil Engineer. NorCal Engineering April 16, 2025 Project CITY OF SANTA ANA Planning and Building Agency mber 25129-25 List of Appendices (in order of appearance) Appendix A — Log of Excavations Log of Borings B-1 to B-3 Appendix B — Laboratory Tests Table I — Maximum Dry Density Table II — Expansion Table III — Soluble Sulfate Plate A — Direct Shear Plates B to C - Consolidation Appendix C — ASCE Seismic Hazards Report NorCal Engineering Approved FOR PERMIT ISSUANCE Master ID: Date: CITY OF SANTA ANA Planning and Building Agency C3 �— N w proved FO b RMIT!�SU E _ Z N w J Matt 10 Date: W 0 9'99 3Nn hLU 1N3d02ld �o VJ'^ .8z .�H ❑ '� rnw z¢ III i dig o�Zp N z jz z M O � OBI of } LL e O oll rj 3 w z - - O a O O O e T w 2a zs N Q o b 2 a I z O O O'I Y W Z � a O o �O N a w � � I LL } J O 0 Z I a d w w O m�a� a m dQ¢ oU¢ N - uJ Z 3 $a I I ow o O > Z I w � I / / 1S NOINHVH S CITY OF SANTA ANA Planning and Building Agency N y i LLl A proved CAM sosavr+s R P RMIT ISSU E �j 15 SINN30 S ! �' �— MasterID - Date: Q 1 w d A b. I I� -- � �Ox LU 1S531V'JS y: d �'= 15 ONV101 S _ t S OR E if>. I �I/ r I S kAREN AVE PI - - / ~, c •. -�' S WRLEE S7 ` w 7d S380NV S 2 15 _ S HARMON ST _ W I GA z EAl ) 1 Q U is N/tsnW s q L o W i II IHo MOD SIL II ✓� O < — Q i < � z O LLI all �'.NO 3DO181N/i1 S Q mm�s U w N N U N O ' •�nmV Il O. Ln Ui �s h. J z � " I 15 83d00 1e- VA I - t LD n' 1S 08VN1cri w fIJ X3S5 CITY OF SANTA ANA Planning and Building Agency ..m OpenHisport97-08 Approved _WbA PERMIT ISSU NCE y� Ir � • i • ,qj r st' r ID: 1, ? ® • C �I'r� • SUBJECT SITE • i � � N tll,lt111<!I' • • • • • • �S �► I, 3 • • �p e � � • • • + •)r c JIL I Y r - f • • ''Jr .._. � . I 1 t i -,. I t � 1 1- (� �, `)Y , f �tn�4�v" • , I AA e. F • �I i a i fi HUNTINGTON BERG � STATE PARKS Newport Beach ` NeWort Bosch 841bos Bosch ama rfm MmeBetl born U.E.O.e. 30x 6Drninula sIXea m uw • Borehole Site ^ 30 _„i Depth to ground water in feet Plate 1.2 Historically Highest Ground Water Contours and Borehole Log Data Locations, Newport Beach Quadrangle. NorCal Engineering SOILS AND GEOTECHNICAL CONSULTANTS GROUNDWATER CONTOUR MAP JOSE ALARCON (SEISMIC HAZARD EVALUATION - NEPORT BEACH 7.5 MIN. QUAD.) PROJECT:25129-25 1 DATE: APRIL 2025 FIGURE 3 April 16, 2025 Project CITY OF SANTA ANA Planning and Building Agency mber 25129-25 Appendix A Log of Excavations NorCal Engineering Approved FOR PERMIT ISSUANCE Master ID: Date: CITY OF SANTA ANA Planning and Building Agency Approved MAJOR DIVISION GRAPHIC LETTER TYPICAL DESCRIPTIONS Cymm SYMRflt C GW WELL -GRADED GRAY 14A� &&QL): GRAVEL CLEAN GRAVELSAND -+ SAND MIXTURES, LIT1 LEO.:NO FINES (LIT, LE OR NO GRAVELLY FINES) SOILS * GP POORLY -GRADED GRAVELS, GRAVEL -SAND MIXTURES, LITTLE COARSE M OR NO FINES GRAINED SOILS MORE THAN GRAVELSSILTY GM GRAVELS, GRAVEL-SAND- 50%a OF WITH FINES SILT MIXTURES COARSE FRACTION (APPRECIABLE RETAINED ON AMOUNT OF GC CLAYEY GRAVELS, GRAVEL-SAND- NO.4 SIEVE FINEST CLAY MIXTURES r�yr+tir %0%0%m, SW WELL-GRADEO SANDS, GRAVELLY SAND CLEAN SAND r rrrr�r SANDS, LITTLE OR NO FINES AND (LITTLE OR NO MORE THAN SANDY FINES) POORLY -GRADED SANDS, GRAVEL - 50 /o OF SOILS SP LY SANDS, LITTLE OR NO FINES MATERIAL ISL8RGER THAN NO. MORE THAN SM SILTY SANDS, SAND -SILT 200 SIEVE 50% OF SANDS WITH MIXTURES SIZE COARSE FINE FRACTION (APPRECIABLE PASSING ON AMOUNT OF SC CLAYEY SANDS, SAND CLAY NO, 4 SIEVE FINES) MIXTURES INORGANIC SILTS AND VERY FINE mmz ML SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY INORGANIC CLAYS OF LOW TO FINE SILTS LIQUID LIMIT CL MEDIUM PLASTICITY, GRAVELLY GRAINED AND I cRc THAN �n SANDY S, SILTY SOILS CLAYS CLAYS, LEAN OLAYSCLAYS, ORGANIC SILTS AND ORGANIC 7 OL SILTY CLAYS OF LOW PLASTICITY MM INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE SAND OR MORE THAN SILTY SOILS 50°% OF MATERIAL SILTS LIQUID LIMIT CH INORGANIC CLAYS OF HIGH IS �K-1 I �$. AND GREATER THAN PLASTICITY, FAT CLAYS THAN NO. CLAYS 50 200 SIEVE , ��+� �'r+° err SIZE OH ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS PEAT, HUMUS, SWAMP SOILS WITH HIGHLY ORGANIC SOILS PT HIGH ORGANIC CONTENTS NOTE; DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS UNIFIED SOIL CLASSIFICATION SYSTEM NorCal Engineering f ISSUANCE CITY OF SANTA ANA Planning and Building Agency KEY: ■ z h Indicates 2.5-inch Inside Diameter. Ring Sample. Indicates 2-inch OD Split Spoon Sample (SPT). Indicates Shelby Tube Sample. Indicates No Recovery. Indicates SPT with 140# Hammer 30 in. Drop. Indicates Bulk Sample. Indicates Small Bag Sample. Indicates Non -Standard Indicates Core Run. COMPONENT DEFINITIONS I COMPONENT SIZE RANGE i Boulders Larger than 12 in Cobbles 3 in to 12 in Gravel 3 in to No 4 (4,5mm ) Coarse gravel 3 in to 314 in Fine gravel 314 in to No 4 ( 4.5mm j Sand No. 4 ( 4.5mm ) to No. 200 ( 0.074mm ) Coarse sand No, 4 (4.5 mm) to No. 10 (2.0 mm) Medium sand No. 10 (2.0 mm ) to No. 40 (0.42 mm) Fine sand No. 40 ( 0.42 mm) to No. 200 (0.074 mm) Silt and Clav Smaller than No. 200 ( 0.074 mm) d FOR PERMIT I UANCE Master ID: Date: COMPONENT PROPORTIONS DESCRIPTIVE TERMS RANGE OF PROPORTION Trace 1 - 5% Few 5 - 10% Little 10 - 20% Some 20 - 35% And 35 - 50% MOISTURE CONTENT DRY Absence of moisture, dusty, dry to the touch. DAMP Some perceptible moisture; below optimum MOIST No visible water; near optimum moisture. content WET Visible free water, usually sail is below water table. RELATIVE DENSITY OR CONSISTENCY VERSUS SPT N -VALUE COHESIONLESS SOILS COHESIVE SOILS Density N ( blows/ft) Consistency N (blows/ft) Approximate Undrained Shear Strength (psi) Very Loose 0 to 4 Very Soft 0102 1-250 Loose 4 to 10 Soft 2 to 4 250 - 500 Medium Dense 10 to 30 Medium Stiff 4 to B 500 - 1000 Dense 30 to 50 Stiff 6 to 15 1000 - 2000 Very Dense over 50 Very Stiff 15 to 30 2000 - 4000 Hard over 30 > 4000 NorCal Engineering Jose Alarcon 25129-25 Boring Location: 933 S. Harmon Street, Santa Date of Drilling: 3/1012025 Drilling Method: Hand Auger Hammer Weight: Surface Elevation Depth', Lith- (feet) ology Material Description 0 Groundwater Depth: 9' Drop: FILL L Silty (fine to medium grained) SAND with occasional gravel Brown, loose, damp NATURAL Silty (fine to medium grained) SAND L 5 Grey brown, medium dense, damp to saturated - Groundwater encountered at 9' bgs U 10 Ila o Boring completed at depth of 12' Caving due to groundwater L 15 0 0 1 CL LL E 20 0 � 2 25 rn 30 35 NorCal Engineering CITY OF SANTA ANA ------Planning and-Buitding Agency Log of Boring B-1 _-Approved--I FOR PERMIT ISSUANCE Master 1[). Date: bamples Lanoratory 0�1 E 0o 4.6 182.1 1.7 99.41 N 121.0,104. Y, 21.2 1 Jose Alarcon 25129-25 Boring Location: 933 S. Harmon Street, Santa Date of Drilling. 311012025 Drilling Method: Hand Auger Hammer Weight: Surface Elevation: Depth) Lith (feet) I ology Material Description 0 - CITY OF SANTA ANA Planning arid-B-uildirtgAgency i Log of Boring B-2 - -- Approved - FOR PERMIT ISSUANCE Groundwater Depth: None Encountered Master ID: Drop: Date: Samples Laboratory a CL 3 Q d C N c m o O N' o I s csr FILL I i Silty (fine to medium grained) SAND with occasional gravel �` f ,Brown, loose, damp .. --- ■ NATURAL F 1.8 101A Silty (fine to medium grained) SAND - I c 5 I Grey brown, medium dense, damp to very moist with depth 1.5 .93.1 N i f III !r 10 ■ 16.61106.2, n Boring completed at depth of 11' Caving due to groundwater 15 Jose Alarcon 25129-25 Boring Location: 933 S. Harmon Street, Santa Date of Drilling: 3/1012025 Drilling Method: Hand Auger Hammer Weight: Surface Elevation: Depth! Lith- (feet) ology Material Description 0 -� FILL Silty (fine to medium grained) SAND with occasional gravel Brown, loose, damp NATURAL Silty (fine to medium grained) SAND Grey brown, medium dense, damp to saturated with depth 5 35 Boring completed at depth of 11' Caving due to groundwater AN. orCal Engineering CITY OF SANTA ANA ___-__Plan.ningand- Building --Agency Log of Boring B-3 Approved - FOR PERMIT ISSUANCE Groundwater Depth: None Encountered ■ C 4.0 ';g1.1 22.2 i 99.5 3 April 16, 2025 Project CITY OF SANTA ANA Planning and Building Agency umber 25129-25 Appendix B Laboratory Tests NorCal Engineering Approved FOR PERMIT ISSUANCE Master ID: Date: April 16, 2025 Project CITY OF SANTA ANA Planning and Building Agency umber 25129-25 TABLE MAXIMUM DENSITY TESTS Approved FOR PERMIT ISSUANCE Master ID: Date: Sample Classification Optimum Moisture Maximum Dry Density (ibs/cu.tt) B-1 @ 2' Silty SAND 9.5 107.5 TABLE II EXPANSION TESTS Sample Classification Expansion Index B-1 @ 2' Silty SAND 00 TABLE III SOLUBLE SULFATE TESTS Sample Sulfate B-1 @ 1' 0.0002 % by weight NorCal Engineering CITY OF SANTA ANA Planning and Building Agency Sample No. B1 @2' Sample Type: Undisturbed -Saturated Soil Description: Fine to Medium Grained Sand w/ Some Silt 1 2 3 Normal Stress (psf) t000 2000 3000 Peak Stress (psi) 672 1320 1956 Displacement (in.) 0.175 0.150 0.175 Residual Stress (pso 648 1212 1812 Displacement (in.) 0.250 0.250 0.250 Initial Dry Density (pco 82.1 82.1 82.1 Initial Water Content (%) 14.6 14.6 14.6 Strain Rate (in./min.) 0.020 0.020 0.020 4000 3500 3000 N 2500 Q. N N L 2000 Cn s 1500 M 1000 ,rt w 500 1000 1500 2000 2500 3000 3500 4000 Normal Stress (psfl Approved F1ERMIT—I-5)§lul fit NCE NorC al Engineering DIRECT SHEAR TEST SOILS AND GEOTECHNICAL CONSULTANTS ASTM D3080 Jose Alarcon PLATE A PROJECT NUMBER: 25129-25 DATE: 3/18/2024 CITY OF SANTA ANA Planning and Building Agency Vertical Pressure s/s ft.) tip 9• Sample Height (inches) Consolidation (percent) Sample No. 0.125 1.0000 0.0 0.25 0.9875 1.3 0.5 0.9965 0.4 1 0.9945 0.6 1 0.9930 0.7 2 0.9880 1.2 4 0.9810 1.9 6 8 0.9760 2.4 0.25 0.9780 2.2 co� Date Tested: 3/17/2025 Sample: Bl Depth: 5' 1.02 1.01 1.00 0.99 0:98 0'97 0.96 0.95 0.94 aa) 0.93 0 c 0.92 s 2 0.91 m E 0.90 03 /n 0.89 0.88 0.87 0.86 0.85 0.84 0.83 0.82 0.81 0.1 Approved FOR PERMIT ISSUANCE B1 I Depth 5' MasfI I Dat t4D' 3/18/2025 Fine -Medium Grained Sand w/ Some Silt Dry Density: 99.4 pcf Initial Moisture Content: 1.7 %b Saturated Moisture Content: 25.7 % Saturated at 1 kip/sq.ft. NorCal Engineering SOILS AND GEOTECHNICAL CONSULTANTS Jose Alarcon PROJECT NUMBER: 25129-25 DATE: 3/18/2025 ■ In -Situ Moisture Content O Saturated 1 10 Vertical Pressure (kips/sq.ft.) CONSOLIDATION TEST ASTM D2435 PLATE B CITY OF SANTA ANA Planning and Building Agency Vertical Pressure (kips/sq.tt.) Sample Height (inches) Consolidation (percent) Sample No. 0.125 0.25 0.5 1 1 2 4 8 0.25 Date Tested: Sample: Depth: 1.0000 0.9980 0.9970 0.9950 0.9940 0.9910 0.9850 0.9810 0.9875 3/17/2025 B3 10, 0.0 0.2 0.3 0.5 0.6 0 0.9 41 1.5 1.9 1.3 CA t 2 n E to 1.02 1.01 1.00 0.99 0.98 0.97 0.96 0.95 0.94 0.93 0.92 0.91 0.90 0.89 0,88 0.87 0.86 0.85 0.84 0.83 0.82 0.81 0.1 Approved FOR PERMIT ISSUANCE B3 I Depth 10, I Masld&t D: 3/18/2025 Date: ■ In -Situ Moisture Content O Saturated Fine -Medium Grained Sand w/ Some Silt Dry Density: 99.5 pcf Initial Moisture Content: 22.2 % Saturated Moisture Content: 25.6 % Saturated at I kip/sq.ft. 1 Vertical Pressure (kips/sq.ft.) NorCal Engineering CONSOLIDATION TEST SOILS AND GEOTECHNICAL CONSULTANTS ASTM D2435 Jose Alarcon PLATE C PROJECT NUMBER: 25129-25 DATE: 3/18/2025 10 April 16, 2025 Project CITY OF SANTA ANA Planning and Building Agency Appendix C Seismic Hazards Report NorCal Engineering Approved FOR PERMIT ISSUANCE Master ID: Date: CITY OF SANTA ANA Planning and Building Agency ASCE AMERICAN SOCIETY OF CIVIL ENGINEERS Address: 933 S Harmon St Santa Ana, California 92704 ASCE Hazards Report Standard: ASCE/SE17-16 Latitude: 33 Risk Category: 11 Longitude: -1' Soil Class: D - Stiff Soil Elevation: 60 (N, Approved FOR PERMIT ISSUANCE 734577 7931339 454tftA884 ft a 903: https://ascehazardtool.org Page 1 of 3 Wed Apr 16 2025 CITY OF SANTA ANA Planning and Building Agency ASCE AMERICAN SOCIETY OF CIVIL ENGINEERS Seismic Site Soil Class: D - Stiff Soil Results: Ss : 1.328 So, N/A S, 0.475 TL 8 Fa 1 PGA: 0.569 FV N/A PGA M : 0.625 SMs : 1.328 FPGA 1.1 SM, N/A le 1 SIDS : 0.885 CV 1.366 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Wed Apr 16 2025 Date Source: USGS Seismic Design Maps Approved FOR PERMIT ISSUANCE Master ID: Date: https://ascehazardtool.org/ Page 2 of 3 Wed Apr 16 2025 ASCE AMERICAN SOCIETY OF CIVIL ENGINEERS CITY OF SANTA ANA Planning and Building Agency may, lS. Approved FOR PERMIT ISSUANCE The ASCE Hazard Tool is provided for your convenience, for informational purposes only, and is provided "as is" and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained i v"(&providers; or has been extrapolated from maps incorporated in the ASCE standard. While ASCE has made every effort to use tamed from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, complete era iability, currency, or quality of any data provided herein. Any third -party links provided by this Tool should not be construed as an endc rsement, affiliation, relationship, or sponsorship of such third -party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE Hazard Tool. https:/https://ascehazardtool.org// Page 3 of 3 Wed Apr 16 2025 CITY OF SANTA ANA Planning and Building Agency ao! W Ng to I Cn C m 120 -H m�R.K >% CCz Ln Ha m Z (D (D 0 lue -mlp F .101NIfl g E r- t QUI M 0 g i- t N > R, lin! 0 0 z m CD M 0 CD co fag —h > S 0 1-q X 4i, n 0 9 m N W A C CLac at m 0 w -'a CL M I m 11, Q. z m G) ID m m > I F 0 COD r- AwRi gvH > M I * , a j mn fC Q � g 0 HH. ini > !"M Nila 2-1111fl-fla 0 IH! 1'�H- !;Ra DO Approved FOR PERMIT ISSUANCE Master ID: Date: PR O P E R T Y L I N E 6 5 . 5 0 ' PROPERTY LINE 115.00' (E) 989 SQ. FT. 1-STORY NON-SPRINKLERED S.F.R.S H A R M O N S T . W KENT AVE. (N) 1,000 SQ. FT. 1-STORY NON-SPRINKLERED A.D.U. UNIT #2 (N) 248 SQ. FT. 1-CAR GARAGE (N) 88 SQ. FT. COVERED ENTRY (E) 200 SQ. FT. 1-CAR GARAGE (E) LANDSCAPE (E) CONC. DRIVEWAY 1,282 SQ. FT. OPEN SPACE (N) CONC. DRIVEWAY ALL (E) UN-PERMITTED SHEDS TO BE REMOVED A - 1.1 Scale: Project Number: Date: Drawn By: Checked By: LI C . 4 0 4 0 0 2 16 1 1 0 S . M E N L O A V E . S T E . 1 1 GA R D E N A , C A 9 0 2 4 7 CE L L : 3 1 0 . 7 7 0 . 6 5 7 9 WW W . H U I Z A R . O R G E: H U I Z A R D E S I G N E N G I N E E R I N G @ G M A I L . C O M No.Description Date Al a r c o n R e s i d e n c e : Ne w A c c e s s o r y D w e l l i n g U n i t 93 3 S H a r m o n S t . U n i t # 2 Sa n t a A n a , C A 9 2 7 0 4 AS INDICATED AP N : 1 0 8 - 3 5 4 - 0 8 24-103 09-08-2024 NH JH HU I Z A R D& E Plans Prepared By: Signature: Date: 09/08/2024 Nicolas Huizar NICOLAS HUIZAR 1SITE DRAINAGE PLAN PR O P E R T Y L I N E 6 5 . 5 0 ' PROPERTY LINE 115.00' (E) 989 SQ. FT. 1-STORY NON-SPRINKLERED S.F.R. S H A R M O N S T . W KENT AVE. (N) 1,000 SQ. FT. 1-STORY NON-SPRINKLERED A.D.U. UNIT #2 (N) 248 SQ. FT. 1-CAR GARAGE (N) 88 SQ. FT. COVERED ENTRY (E) 200 SQ. FT. 1-CAR GARAGE (E) LANDSCAPE (E) CONC. DRIVEWAY 1,282 SQ. FT. OPEN SPACE NEW LANDSCAPE LEGEND 10- 1 gal. DWARF FOUNTAIN GRASS SHRUB 1 5 24 6- 5 gal. WALL GERMANDER SHRUB 1- 24" BOX Olea europaea 'Wilsoni' Fruitless Olive TREE 24 11111 11111 55 5 555 (N) CONC. DRIVEWAY ALL (E) UN-PERMITTED SHEDS TO BE REMOVED 1PROPOSED SITE PLAN Scale: Project Number: Date: Drawn By: Checked By: LI C . 4 0 4 0 0 2 16 1 1 0 S . M E N L O A V E . S T E . 1 1 GA R D E N A , C A 9 0 2 4 7 CE L L : 3 1 0 . 7 7 0 . 6 5 7 9 WW W . H U I Z A R . O R G E: H U I Z A R D E S I G N E N G I N E E R I N G @ G M A I L . C O M No.Description Date Al a r c o n R e s i d e n c e : Ne w A c c e s s o r y D w e l l i n g U n i t 93 3 S H a r m o n S t . U n i t # 2 Sa n t a A n a , C A 9 2 7 0 4 AS INDICATED AP N : 1 0 8 - 3 5 4 - 0 8 24-103 09-08-2024 NH JH HU I Z A R D& E Plans Prepared By: Signature: Date: 09/08/2024 Nicolas Huizar NICOLAS HUIZAR Alarcon Residence 933 S HARMON ST. UNIT #2 SANTA ANA, CA 92704 ALL WORK SHALL COMPLY WITH CURRENT CODES: 2022 CALIFORNIA BUILDING CODE (CBC) 2022 CALIFORNIA RESIDENTIAL CODE (CRC) 2022 CALIFORNIA ELECTRICAL CODE (CEC) 2022 CALIFORNIA MECHANICAL CODE (CMC) 2022 CALIFORNIA PLUMBING CODE (CPC) 2022 CALIFORNIA ENERGY EFFICIENCY STANDARDS CODE (CEES) 2022 CALIFORNIA GREEN BUILDING STANDARDS CODE (CGBSC) SCOPE OF WORK OWNER (714) 681-8046 CONSULTANTS (310) 770-6579 ADU 2022 CALIFORNIA FIRE CODE (CFC) A - 1 VICINITY MAP *NOTE: SITE IS NOT A LEGAL SURVEY, ALL AREAS ARE APPROXIMATE AND DIAGRAMMATIC. SANTA ANA CITY ORDINANCES BUS STOP SITE *SOLAR NOTE: Minimum 2.37 (KW) photovoltaic system will be submitted under a separate permit and shall be issued prior to building frame inspection request. *MEP NOTE: Mechanical, electrical and plumbing are not part of this plan review and approval. MEP are subject to building field inspection. F.F.E. 0" T.O.P. 9'-0" F.G. -8" F.F.E. 0" T.O.P. 9'-0" F.G. -8" F.F.E. 0" T.O.P. 9'-0" F.G. -8" F.F.E. 0" T.O.P. 9'-0" F.G. -8" A - 2.1 Scale: Project Number: Date: Drawn By: Checked By: LI C . 4 0 4 0 0 2 16 1 1 0 S . M E N L O A V E . S T E . 1 1 GA R D E N A , C A 9 0 2 4 7 CE L L : 3 1 0 . 7 7 0 . 6 5 7 9 WW W . H U I Z A R . O R G E: H U I Z A R D E S I G N E N G I N E E R I N G @ G M A I L . C O M No.Description Date Al a r c o n R e s i d e n c e : Ne w A c c e s s o r y D w e l l i n g U n i t 93 3 S H a r m o n S t . U n i t # 2 Sa n t a A n a , C A 9 2 7 0 4 AS INDICATED AP N : 1 0 8 - 3 5 4 - 0 8 24-103 09-08-2024 NH JH HU I Z A R D& E Plans Prepared By: Signature: Date: 09/08/2024 Nicolas Huizar NICOLAS HUIZAR 4PROPOSED WEST ELEVATION3PROPOSED EAST ELEVATION 1PROPOSED NORTH ELEVATION *WINDOW NOTE: Windows and window trim to match existing SFD. 2PROPOSED SOUTH ELEVATION *ADU TO MATCH COLOR/STYLE TO MAIN HOME*: ASECTION LEGEND PROPOSED WALLS PROPOSED DOOR 101 PROPOSED WINDOWS 1-HR RATED WALL *PLUMBING WALLS TO BE 2x6 STUDS* BATH. 2 CL. BEDROOM 3 BEDROOM 2 M. BATH. M. BEDROOM LIVING ROOM KITCHEN GARAGE CL. CL. CL. ROOF LEGEND (N) GAF CLASS A SHINGLES (ESR-1475) OVER 2 LAYERS OF #15 FELT O'HAGIN LOW-PROFILE COMP. SHINGLE VENT W/ 19" OVERLAP 3:12 SLOPE 3:12 SLOPE 101 COVERED GARAGE ENTRY 3: 1 2 SL O P E 103 102 102 107 102 104 102 105 106 103 3: 1 2 SL O P E ” /” ” EXTERIOR 1HR FIREWALL SCALE N.T.S.1 WINDOW/DOOR FLASHING SCALE N.T.S.2 WEEP SCREED SCALE N.T.S.3 BATHROOM BLKG. REINFORCEMENT SCALE N.T.S.4 *WINDOW NOTE: Windows and window trim to match existing SFD. A - 2 1ROOF PLAN Scale: Project Number: Date: Drawn By: Checked By: LI C . 4 0 4 0 0 2 16 1 1 0 S . M E N L O A V E . S T E . 1 1 GA R D E N A , C A 9 0 2 4 7 CE L L : 3 1 0 . 7 7 0 . 6 5 7 9 WW W . H U I Z A R . O R G E: H U I Z A R D E S I G N E N G I N E E R I N G @ G M A I L . C O M No.Description Date Al a r c o n R e s i d e n c e : Ne w A c c e s s o r y D w e l l i n g U n i t 93 3 S H a r m o n S t . U n i t # 2 Sa n t a A n a , C A 9 2 7 0 4 AS INDICATED AP N : 1 0 8 - 3 5 4 - 0 8 24-103 09-08-2024 NH JH HU I Z A R D& E Plans Prepared By: Signature: Date: 09/08/2024 Nicolas Huizar NICOLAS HUIZAR ATTIC VENTILATION 1,341 SQ.FT. ÷ 150 = 8.94 SQ.FT. 8.94 x 144 = 1,287.36 = 1,288 SQ.IN. (18)- O'HAGIN LOW PROFILE VENTS 1,296 SQ. IN.>1,288 SQ. IN.2PROP. FLOOR/ELEC. PLAN PV/SOLAR UNDER SEP. PERMIT IAQ CALC: 0.03x1,000 + 7.5(3+1) = 60 CFM REQUIRED Scale: Project Number: Date: Drawn By: Checked By: LI C . 4 0 4 0 0 2 16 1 1 0 S . M E N L O A V E . S T E . 1 1 GA R D E N A , C A 9 0 2 4 7 CE L L : 3 1 0 . 7 7 0 . 6 5 7 9 WW W . H U I Z A R . O R G E: H U I Z A R D E S I G N E N G I N E E R I N G @ G M A I L . C O M No.Description Date Al a r c o n R e s i d e n c e : Ne w A c c e s s o r y D w e l l i n g U n i t 93 3 S H a r m o n S t . U n i t # 2 Sa n t a A n a , C A 9 2 7 0 4 AS INDICATED AP N : 1 0 8 - 3 5 4 - 0 8 24-103 09-08-2024 NH JH HU I Z A R D& E Plans Prepared By: Signature: Date: 09/08/2024 Nicolas Huizar NICOLAS HUIZAR AT24 - 1 Scale: Project Number: Date: Drawn By: Checked By: LI C . 4 0 4 0 0 2 16 1 1 0 S . M E N L O A V E . S T E . 1 1 GA R D E N A , C A 9 0 2 4 7 CE L L : 3 1 0 . 7 7 0 . 6 5 7 9 WW W . H U I Z A R . O R G E: H U I Z A R D E S I G N E N G I N E E R I N G @ G M A I L . C O M No.Description Date Al a r c o n R e s i d e n c e : Ne w A c c e s s o r y D w e l l i n g U n i t 93 3 S H a r m o n S t . U n i t # 2 Sa n t a A n a , C A 9 2 7 0 4 AS INDICATED AP N : 1 0 8 - 3 5 4 - 0 8 24-103 09-08-2024 NH JH HU I Z A R D& E Plans Prepared By: Signature: Date: 09/08/2024 Nicolas Huizar NICOLAS HUIZAR AT24 - 2 Scale: Project Number: Date: Drawn By: Checked By: LI C . 4 0 4 0 0 2 16 1 1 0 S . M E N L O A V E . S T E . 1 1 GA R D E N A , C A 9 0 2 4 7 CE L L : 3 1 0 . 7 7 0 . 6 5 7 9 WW W . H U I Z A R . O R G E: H U I Z A R D E S I G N E N G I N E E R I N G @ G M A I L . C O M No.Description Date Al a r c o n R e s i d e n c e : Ne w A c c e s s o r y D w e l l i n g U n i t 93 3 S H a r m o n S t . U n i t # 2 Sa n t a A n a , C A 9 2 7 0 4 AS INDICATED AP N : 1 0 8 - 3 5 4 - 0 8 24-103 09-08-2024 NH JH HU I Z A R D& E Plans Prepared By: Signature: Date: 09/08/2024 Nicolas Huizar NICOLAS HUIZAR AT24 - 3 CONTR -ACTOR GN - 1 Scale: Project Number: Date: Drawn By: Checked By: LI C . 4 0 4 0 0 2 16 1 1 0 S . M E N L O A V E . S T E . 1 1 GA R D E N A , C A 9 0 2 4 7 CE L L : 3 1 0 . 7 7 0 . 6 5 7 9 WW W . H U I Z A R . O R G E: H U I Z A R D E S I G N E N G I N E E R I N G @ G M A I L . C O M No.Description Date Al a r c o n R e s i d e n c e : Ne w A c c e s s o r y D w e l l i n g U n i t 93 3 S H a r m o n S t . U n i t # 2 Sa n t a A n a , C A 9 2 7 0 4 AS INDICATED AP N : 1 0 8 - 3 5 4 - 0 8 24-103 09-08-2024 NH JH HU I Z A R D& E Plans Prepared By: Signature: Date: 09/08/2024 Nicolas Huizar NICOLAS HUIZAR CONTR -ACTOR CONTR -ACTOR CONTR -ACTOR CONTR -ACTOR CONTR -ACTOR CONTR -ACTOR CONTR -ACTOR CONTR -ACTOR CONTR -ACTOR CONTR -ACTOR CONTR -ACTOR CONTR -ACTOR GN - 2 Scale: Project Number: Date: Drawn By: Checked By: LI C . 4 0 4 0 0 2 16 1 1 0 S . M E N L O A V E . S T E . 1 1 GA R D E N A , C A 9 0 2 4 7 CE L L : 3 1 0 . 7 7 0 . 6 5 7 9 WW W . H U I Z A R . O R G E: H U I Z A R D E S I G N E N G I N E E R I N G @ G M A I L . C O M No.Description Date Al a r c o n R e s i d e n c e : Ne w A c c e s s o r y D w e l l i n g U n i t 93 3 S H a r m o n S t . U n i t # 2 Sa n t a A n a , C A 9 2 7 0 4 AS INDICATED AP N : 1 0 8 - 3 5 4 - 0 8 24-103 09-08-2024 NH JH HU I Z A R D& E Plans Prepared By: Signature: Date: 09/08/2024 Nicolas Huizar NICOLAS HUIZAR CONTR -ACTOR CONTR -ACTOR CONTR -ACTOR CONTR -ACTOR CONTR -ACTOR CONTR -ACTOR CONTR -ACTOR CONTR -ACTOR CONTR -ACTOR CONTR -ACTOR CONTR -ACTOR CONTR -ACTOR CONTR -ACTOR CONTR -ACTOR CONTR -ACTOR CONTR -ACTOR CONTR -ACTOR CONTR -ACTOR HFX-24x HFX-21x HFX-18x HFX-15x HFX-12x HFX-9x 1-1/8-STD-BB-RA 1-1/8-STD-BB-RA 1-1/8-HS-BB-RA 1-1/8-STD-BB-RA 1-1/8-HS-BB-RA 1-1/8-STD-BB-RA 1-1/8-HS-BB-RA 1-1/8-STD-BB-RA 1-1/8-HS-BB-RA 1-1/8-STD-BB-RA 1-1/8-HS-BB-RA Rod Dia Rod Grade StirrupsAnchorage Panel Width 1 2,3 BB-RA le Shear Ties Model 4 5 6 79 (in) (in)a1 C a2C 12 9 15 18 21 24 1-1/8 STD HS STD HS STD HS STD HS STD HS STD 23 15 8 - # 4 14 - # 4 13 - # 4 18 - # 4 19-3/4 20-5/8 11 # 4 (min) @ 4" OC 16 - # 4 # 3 (min) 3-3/4" OC # 3 (min) @ 4" OC @ 15 - # 4 HFX-24x HFX-21x HFX-18x HFX-15x HFX-12x HFX-9x 1-1/8-STD-RA 1-1/8-STD-RA 1-1/8-HS-RA 1-1/8-STD-RA 1-1/8-HS-RA 1-1/8-STD-RA 1-1/8-HS-RA 1-1/8-STD-RA 1-1/8-HS-RA 1-1/8-STD-RA 1-1/8-HS-RA Rod Dia Rod Grade StirrupsAnchorage Panel Width 1 2,3 RA le Shear Ties Model 4 5 6 79 (in) (in)a1 C a2C 12 9 15 18 21 24 1-1/8 STD HS STD HS STD HS STD HS STD HS STD 8 - # 4 10 - # 4 19-3/4 20-5/8 # 4 (min) @ 4" OC # 3 (min) 3-3/4" OC # 3 (min) @ 4" OC @ 15 11 9 - # 4 11 - # 4 12 - # 4 1-1/8-STD-13-19 1-1/8-HS-20-30 1-1/8-STD-14-20 1-1/8-HS-20-30 Rod Dia Rod Grade AnchoragePanel 1 2,3 UA Model 4 5 6a1 C a2C 78" - 10' 78" - 13' 14' - 20' 78" - 13' 14' - 20' 1-1/8 HS STD HS STD HS STD 20 HFX-12x 13 20 14HFX-15x, 18x HFX-15x, 18x Balloon HFX-21x, 24x HFX-21x, 24x Balloon 1-1/8-STD-14-20 1-1/8-HS-23-34 1-1/8-HS-20-30 HFX-9x 14 23 20 Height 30 19 30 20 20 34 30 1-1-2018 HFX1 DATE: AN C H O R A G E D E T A I L S - H F X P A N E L S REVISIONS DATE 1.DESIGNS ARE TO RESIST LOADING PER ACI 318-14, SECTION 17.2.3.4.3. 2.STD INDICATES ANCHORS COMPLYING WITH ASTM F1554 GRADE 36 WITH A HARDY FRAME BOLT BRACE (HFXBB) INSTALLED WITH DOUBLE NUTS ON THE EMBED END. 3.HS INDICATES ANCHORS COMPLYING WITH ASTM A193 GRADE B7 WITH A 1/2"X3"X3"(MIN) HFPW PLATE WASHER INSTALLED WITH DOUBLE NUTS ON THE EMBED END (HFXBB NOT REQUIRED). 4.LE = LENGTH OF EMBEDMENT FROM THE TOP OF FOOTING OR GRADE BEAM TO THE TOP OF THE HFXBB BOLT BRACE (TOP OF THE EMBEDDED HFPW PLATE WASHER @ HS ANCHORS) 5.CA1 = DISTANCE FROM HD CENTERLINE TO THE END OF THE FOOTING OR GRADE BEAM. 6.CA2 = DISTANCE FROM HD CENTERLINE TO BOTH THE FRONT AND THE BACK FACE OF THE FOOTING OR GRADE BEAM. 7.SHEAR TIES ARE GRADE 60 (MIN) REBAR AND REQUIRED FOR NEAR EDGE DISTANCE CONDITIONS PER ACI-318-14, F'C = 2,500 PSI. CURBS AND STEM WALLS MUST BE 6 INCH (MIN) WIDTH FOR UA AND RA, 12 INCH (MIN) WIDTH FOR BB-RA. 8.FOR UA APPLICATIONS, ADDITIONAL TIES MAY BE REQUIRED AT STEM WALLS. SHEAR TIES ARE NOT REQUIRED FOR INSTALLATION AWAY FROM EDGE (SEE DETAIL 1A), INSTALLATION ON WOOD FRAMING, OR FOR IRC BRACED WALL PANEL APPLICATIONS. 9.STIRRUPS ARE GRADE 60 (MIN) REBAR. SEE TABLE FOR SIZE AND SPACING. SEE “STIRRUP LAYOUT” DIAGRAMS AND “KEY” FOR LAYOUT PATTERNS. 10.CONCRETE EDGE DISTANCES MUST COMPLY WITH ACI 318-14, SECTION 17.7.1 BACK TO BACK REINFORCED ANCHORAGE NOMENCLATURE 1-1/8 - STD - BB - RA ROD GRADE "BACK TO BACK" INSTALLATION REINFORCED ANCHORAGE ROD DIAMETER REINFORCED ANCHORAGE NOMENCLATURE 1-1/8 - STD - RA ROD GRADE REINFORCED ANCHORAGE ROD DIAMETER UNREINFORCED ANCHORAGE NOMENCLATURE 1-1/8 - STD - 14 - 20 ROD GRADE EMBEDMENT DEPTH ( ) END & EDGE DISTANCE ( & ) ROD DIAMETER a1 l e C a2 le & C 2-3/4" FOR PANEL ON CONCRETE A 18-3/4" 15-3/4" 12-3/4" 9-3/4" 8-1/2" 5-1/2"1-3/4" 2-5/8" 9" 12" 15" 18" 21" 24" HFX-9x HFX-12x HFX-15x HFX-18x HFX-21x HFX-24x A HFX-18x HFX-9x HFX-21x HFX-24x HFX-18x HFX-9x HFX-12x HFX-15x HFX-21x HFX-24x KEY 4" Min. 2'-6"C a1 C a2 26" Min C a2 C a2 22" Min Ca2 C a2 C a2 C a1 C a1 C a1Min. 2'-6" le + 1" 7 3 4" 1" RADIUS 7 3 4" 1" RADIUS 135° BEND 135° BEND2 1 2" (Min) Over-Lap LENGTH (1A/HFX1) RADIUS: # 3 = 3 1 4" Min # 4 = 4 1 4" Min 16" 13" Min 15" Max 9" Min 11" Max LENGTH (1A/HFX1) RADIUS: # 3 = 1 12" Min # 4 = 2" Min 2 12" (Min) Over-Lap LENGTH RADIUS: # 3 = 1 12" Min # 4 = 2" Min 2 12" (Min) Over-Lap B A B HFX-9x HFX-12x HFX-15x HFX-18x HFX-21x HFX-24x 7-1/2" 10-1/2" 12" 15" 18" 21" Length NOT REQUIRED WHENSHEAR TIES 79.5" - 8' TOP OF CONCRETE A = 2-1/2" o.c. B = 1-1/4" ea Side of HD KEY A = 3" o.c. B = 1-1/2" ea Side of HD A.#4 (Min) Longitudinal Rebar Top and Bottom by EOR B.le - 3" C.le per Table D.le + 7" E.CL = 10" Min, 12" Max F.2'-2" (Min) G.±1" From Top of Concrete to CL of Shear Tie H.1" CL @ Upper Two Ties I.Shear Ties per Table J.2'-6" (Min) UNO by EOR K.Stirrups per Table L.Ca1 per Table 4" A B C F E A B C D F E D CURB @ OUTSIDE CORNER CONTINUOUS FOOTING CURB (12" MIN WIDTH) EXTERIOR SLAB INTERIOR SLAB CURB @ OUTSIDE CORNER CONTINUOUS FOOTING CURB (6" MIN) WIDTH EXTERIOR SLAB INTERIOR SLAB STEM WALL @ OUTSIDE CORNER CURB @ OUTSIDE CORNER CURB (6" MIN) WIDTH EXTERIOR SLAB INTERIOR SLAB B C D H G K I A L B C D G K I A L B C D D E C A.#4 (Min) Longitudinal Rebar Top and Bottom by EOR B.12" Min C.15" Min D.22" Min E.CL = 6" Min, 8" Max F.1'-10" (Min) G.±1" From Top of Concrete to CL of Shear Tie H.1" CL @ Upper Two Ties I.Shear Ties per Table J.2'-6" Min UNO by EOR K.Stirrups per Table L.Ca1 per Table A.Shear Ties per UA Table B.10" Max or per Plans C.le per Table D.Ca2 per Table E.±1" from Top of Concrete to CL of Shear Tie F.1" CL @ Upper Two Ties G.Shear Ties per RA Table when Top of Concrete is≥8" above Top of Slab H.12" Min I.Ca1 per Table J J HF B7 A 1.ANCHORAGE IS DESIGNED FOR TENSION AND SHEAR TRANSFER ONLY, FOUNDATION DESIGN PER EOR. 2.REINFORCEMENT SHOWN IS THE MINIMUM REQUIREMENT AND IS NOT INTENDED TO REPLACE REINFORCEMENT DESIGNED BY THE EOR. 3.FOR RA AND BB-RA INSTALLATIONS, THE HFXBB BOLT BRACE MAY BE PLACED ON TOP OF THE STIRRUPS WITH DOUBLE-NUTS INSTALLED AT EMBED END OF STANDARD GRADE ANCHOR RODS. (NOTE: 1 2" x 3" x 3" MIN. HFPW PLATE WASHERS ARE REQUIRED TO BE DOUBLE-NUTTED AT EMBED END OF HIGH STRENGTH ANCHOR RODS.) 4.HIGH STRENGTH ALL-THREAD RODS PROVIDED BY HARDY FRAMES ARE STAMPED ON BOTH ENDS. WidthModelModel EDGE VIEW 2 - # 3 1 - # 3 (in) (in) (in) (in) (in) (in) (in) (in) (in) (in) (in) H G F H I I Edge DistanceEnd Distance 2-3/8" 6-1/4" 7-3/8" 8-3/8" 9-3/8" 10-3/8" 2-3/8" 3-1/2" 4-1/4" 5" 5-1/2" 6" Shear Ties 7,8 ≥≥ HFX-12x HFX-15x 123 A B 1A 1B 2A 2B 3A 3B HFX ANCHOR CENTERLINES IMPORTANT NOTESUA SECTIONS & ELEVATIONS UA SHEAR TIESRA SHEAR TIES & STIRRUPS RA SECTIONS & ELEVATIONSBB-RA SECTIONS & ELEVATIONS BB-RA SHEAR TIES & STIRRUPS UNREINFORCED ANCHORAGE (UA)REINFORCED ANCHORAGE (RA)BACK TO BACK REINFORCED ANCHORAGE (BB-RA)TABLE NOTES IMPORTANT! REVISIONS DATE FR A M I N G D E T A I L S - H F X P A N E L S DATE: ® NOTE: ATTACHMENTS TO ADJACENT TRIMMERS MAY BE MADE AT PREPUNCHED SCREW HOLES OR WITH SELF TAPPING SCREWS (#12 AT EDGES, #10 AT FACE). SECTION B SECTION A OPTIONAL INSTALLATION WITH HARDY FRAME BASE EXTENSION (HFBX) FOR ADJACENT FRAMING HFBX #10 SELF-TAPPING SCREWS AT FACE OF PANEL. (BUGLE HEAD WITH SELF DRILLING TIP SHOWN) #12 SELF-TAPPING SCREWS AT EDGE OF PANEL. (BUGLE HEAD WITH SELF DRILLING WING TIP SHOWN) BUGLE HEAD WAFER HEAD FLAT TRUSS MODIFIED TRUSS HEX HEAD SELF DRILLING TIP SELF DRILLING WING TIP #10 SELF-TAPPING SCREWS AT FACE OF PANEL. (HEX HEAD WITH SELF DRILLING TIP SHOWN) NOTES: A.SURFACE FINISHES, CONNECTORS AND FIXTURES ARE ATTACHED TO THE PANEL FACE WITH # 10 SELF-TAPPING SCREWS SPACED NO LESS THAN 2-1/4" OC. B.ATTACHMENTS TO THE PANEL EDGES ARE MADE WITH # 12 SELF-TAPPING SCREWS. C.STRUCTURAL CONNECTIONS ARE TO BE DESIGNED BY THE DESIGN PROFESSIONAL. D.STRUCTURAL HARDWARE USED TO TRANSFER LOADS SHOULD NOT EXCEED 12 GAUGE. 21" PANEL 24" PANEL 18" PANEL 9" PANEL 12" PANEL 15" PANEL 15" Width = 8 6 3-1/2 HFX-15,18,21 & 24x14 164-1/4 1-1/8 HFX-15,18,21 & 24x15 HFX-15,18,21 & 24x16 HFX-15,18,21 & 24x17 176-1/4 188-1/4 200-1/4 Top Screw Qty (ea) 18" Width = 10 21" Width = 12 24" Width = 14 1 Hold Down Diameter (in) HFX-15,18,21 & 24x18 HFX-15,18,21 & 24x19 HFX-15,18,21 & 24x20 212-1/4 224-1/4 236-1/4 Screw Qty Available at Edges (ea) 7 8 4 3-1/2 92-1/4 1-1/8 HFX-12,15,18,21 & 24x9 HFX-12,15,18,21 & 24x10 HFX-15,18,21 & 24x11 104-1/4 116-1/4 128-1/4 Model Number Net Height (in) Depth (in) 1 Hold Down Diameter (in) HFX-15,18,21 & 24x12 HFX-15,18,21 & 24x13 140-1/4 152-1/4 Screw Qty Available at Edges (ea) 5 6 HFX-12,15,18,21 & 24x78 78 HFX-9x79.5 79-1/2 Top Screw Qty (ea) Model Number Net Height (in) Depth (in) 2 3 2 3 PANCAKE FIXTURE AS NEEDED INSTALLATION INSTRUCTIONS 1.WHEN INSTALLING ON CONCRETE CONNECT WITH (1 EA) HARDENED ROUND WASHER BELOW (1 EA) GRADE 8 NUT, SECURE WITH A DEEP SOCKET (RECOMMENDED) UNTIL SNUG TIGHT. ALTERNATE WASHERS AND NUTS ARE PROVIDED IN TABLE NOTE 1. 2.INSTALLATION ON CONCRETE PROVIDES THE HIGHEST ALLOWABLE VALUES. CONFIRM WITH THE DESIGN PROFESSIONAL BEFORE INSTALLING ON OTHER SUPPORTING SURFACES. 3.USE 1/4"X4-1/2" MITEK PRO SERIES WS SCREWS AT TOP CONNECTIONS WITH A 2x FILLER. IF THE TOP OF PANEL IS IN DIRECT CONTACT WITH THE COLLECTOR ABOVE (TOP PLATES, HEADER, BEAM, ETC.) USE1/4 x 3" (MINIMUM) 4.FOR INSTALLATIONS WITH A FILLER GREATER THAN 1-1/2" ABOVE, OR WHEN SPECIFIED BY THE DESIGN PROFESSIONAL, ADJACENT KING POSTS TO BRACE THE OUT-OF-PLANE HINGE CAN BE CONNECTED WITH 1/4" DIA. SCREWS THROUGH PRE-PUNCHED HOLES AT THE PANEL EDGES. 1.HOLD DOWN ANCHOR BOLTS CONNECT TO THE PANEL BASE WITH HARDENED ROUND WASHERS BELOW GRADE 8 NUTS. ALTERNATE WASHERS ARE (2 EA) ROUND-FLAT OR (2 EA) SAE WASHERS ON EACH BOLT. ALTERNATE NUTS ARE 2H HEAVY HEX. 2.1/4" DIAMETER MITEK PRO SERIES WS SCREWS. LENGTH IS 3" (MINIMUM) WHEN ATTACHED DIRECTLY TO THE COLLECTOR AND 4-1/2" (MINIMUM) WHEN INSTALLING A 2x FILLER ABOVE THE PANEL. 3.ADJACENT FRAMING WITH 1/4" DIAMETER SCREWS IS REQUIRED AT THE PANEL EDGES WHEN INSTALLING A FILLER ABOVE THE TOP CHANNEL THAT IS GREATER THAN 1-1/2" OR WHEN SPECIFIED BY THE DESIGN PROFESSIONAL. HFX-9x8 93-3/4 1.(A) PRE-WELDED STRAPS ARE PROVIDED ON 78" AND 79-1/2" PANEL HEIGHTS. THEY ARE AVAILABLE FOR OTHER HEIGHTS UPON REQUEST. (B) FIELD INSTALLED STRAPS WITH SELF TAPPING SCREWS ARE PERMITTED. THE DESIGN AND CONNECTION IS BY THE DESIGN PROFESSIONAL. 2.A 2x WOOD FILLER WITH 1/4"x4-1/2" (MIN.) WS SCREWS IS PERMITTED. 3.WHEN CRIPPLE STUDS OCCUR, SHEAR TRANSFER DESIGN TO BE PER THE BUILDING DESIGN PROFESSIONAL. 4.A 1" DIA. HOLE MAY BE ADDED IN THE PANEL FACE WHEN IT IS LOCATED IN THE UPPER HALF OF THE PANEL HEIGHT AND IS 4" MINIMUM FROM ANY EDGE. FOR PANELS MORE THAN 12" WIDE, ADDITIONAL HOLES MUST BE OFFSET 1" MINIMUM FROM THE 3" DIA. PREPUNCHED HOLE. FOR HOLES LARGER THAN 1" DIAMETER OR TO ADD MORE THAN ONE HOLE CONTACT MITEK HARDY FRAME TECHNICAL SUPPORT AT (800) 754-3030. 1 1. 15# FELT OR EQUIVALENT MOISTURE BARRIER RECOMMENDED BETWEEN PANEL BASE AND CONCRETE. 2. NUTS AND WASHERS PER TABLE NOTE 1. 3. ADJACENT FRAMING OPTIONAL U.N.O. BY BUILDING DESIGN PROFESSIONAL. 3 2 1.TRIMMERS PROVIDE FULL BEARING FOR HEADER ABOVE, DESIGN AND CONNECTIONS BY BUILDING DESIGN PROFESSIONAL. 2.6x HEADER. 3.WOOD MEMBERS FOR BACKING MAY BE INSERTED VERTICALLY OR HORIZONTALLY IN THE PANEL CAVITY AS NEEDED. 4.WOOD MEMBER FLUSH TO FACE OF WALL FOR BACKING AS NEEDED. 1 1 2 4 3 1 1.PLUS OR MINUS 1-1/2" GAP TO BE FILLED WITH 5,000 PSI NON-SHRINK GROUT (MINIMUM). 2.NUT AND WASHER GRADES PER TABLE NOTE 1. 1.15# FELT OR EQUIVALENT MOISTURE BARRIER RECOMMENDED BETWEEN PANEL BASE AND CONCRETE. 2.NUTS AND WASHERS PER TABLE NOTE 1. 1 2 2 1.15# FELT OR EQUIVALENT MOISTURE BARRIER RECOMMENDED BETWEEN PANEL BASE AND TREATED PLATE. 2.NUTS AND WASHERS PER TABLE NOTE 1. 2 1 1.15# FELT OR EQUIVALENT MOISTURE BARRIER RECOMMENDED BETWEEN PANEL BASE AND CONCRETE. 2.NUTS AND WASHERS PER TABLE NOTE 1. 3.ADJACENT FRAMING WITH 1/4" DIAMETER SCREWS INSTALLED AT THE PANEL EDGES WHEN INSTALLING A FILLER GREATER THAN 1-1/2" ABOVE OR WHEN SPECIFIED BY DESIGN PROFESSIONAL. 2 1 3 1.WOOD FILLER WITH USP MP4F CONNECTORS BOTH SIDES, QUANTITY BY BUILDING DESIGN PROFESSIONAL. 2.1/4" x 3" (MINIMUM) WS SCREWS, QUANTITY PER TABLES 3.ADJACENT FRAMING WITH 1/4" DIAMETER SCREWS INSTALLED THROUGH PRE-PUNCHED HOLES IN PANEL EDGES REQUIRED WHEN INSTALLING A FILLER GREATER THAN 1-1/2" ABOVE TO BRACE OUT-OF-PLANE HINGE OR WHEN SPECIFIED BY THE DESIGN PROFESSIONAL. 4.PRE-DRILL 3/16" DIA. HOLES, EVENLY SPACED IN FACE OF PANEL NO LESS THAN 2-1/4" OC AND INSTALL 1/4" DIA. WOOD SCREWS INTO 2x (MIN.) WOOD "LEDGER" IN PANEL CAVITY. 5.CONNECTOR AND ATTACHMENT BY BUILDING DESIGN PROFESSIONAL. 4 5 3 1 2 1.CAVITY ORIENTED FOR CONNECTION ACCESS. 2.NUTS AND WASHERS PER TABLE NOTE 1. 3.NOMINAL 8 INCH FRAMING ABOVE (MIN). 4.A 2x FILLER WITH 1/4" x 4-1/2" MINIMUM WS SCREWS IS PERMITTED. 5.FIELD INSTALLED WOOD BACKING AS NEEDED. SECTION A 5 1 4 3 2 9" Width = 5 12" Width = 6 15" Width = 8 18" Width = 10 21" Width = 12 24" Width = 14 31 1.1/4" x 3" (MINIMUM) WS SCREWS, QUANTITY PER TABLES 2.1/4" x 4-1/2" (MINIMUM) WS SCREWS, QUANTITY PER TABLES 3.2x WOOD FILLER. 2 HFX-12,15,18,21 & 24x8 HFX2 1-1-2018 ® TM TM ® ALLOWABLE VALUES ON 2x PLATE ARE LESS THAN INSTALLATION ON CONCRETE ALLOWABLE VALUES ON N&W ARE LESS THAN INSTALLATION ON CONCRETE NOTE: TO PREVENT DRILLING ADDITIONAL HOLES ORIENT THE PANEL CAVITY TOWARD THE FIXTURE BEING INSTALLED. TRIMMERS PER DESIGN PROFESSIONAL OPTIONAL SOFFIT 3 1B 2 1A 4FILLER GREATER THAN 1-1/2 IN.6 3BACK TO BACK INSTALLATION 8 11 2 5 7 10 1 4 9 A B C D RAISED FLOOR HEAD-OUT INSTALLATION ON 2x PLATE STEEL BEAM ABOVE THRU-BOLT TOP PLATE CONNECTIONS INSTALLATION ON CONCRETE INSTALLATION ON NUTS & WASHERS 6x HEADER ABOVE-SECTIONS TOP CONNECTION TO HEADER INSTALLATION ON CURB HFX PANELS 78 IN. THROUGH NOMINAL 13 FEET BALLOON PANELS 14 FEET THROUGH 20 FEET 5a 5b B A ® 3 4 1.STEEL BEAM PER PLANS 2.ALL THREAD RODS THRU-BOLTED TO STEEL BEAM BY BUILDING DESIGN PROFESSIONAL. 3.NUTS AND WASHERS PER TABLE NOTE 1. 4. HARDY FRAME STACKING WASHERS (HFSW( REQUIRED TO BE WELDED INSIDE TOP CHANNEL OF LOWER PANEL. 5. HARDY FRAME "STK" PANEL WITH STACKING WASHERS WELDED INSIDE THE TOP CHANNEL BY MANUFACTURER. 1 2 5 ® ® RAKE WALL INSTALLATION O R A N G E C O U N T Y F I R E A U T H O R I T Y Plan Submittal Criteria Form Required for Single Family or Duplex Residences (Use Commercial form for lots with 3+ dwelling units or new residential tracts) Complete the Project Information and Questionnaire below, then sign and date the Applicant Certification. Project Information  New Single Family Residence/Duplex  Addition/Remodel  ADU  Other Address: Unit #: City or Unincorporated County Area: ZIP: Scope of Work: Existing Area: Area to be Added: Total Resulting Area: Stories: Area Added in Past 2 Years (excluding this project): Yes No Questionnaire OCFA Plan Type if “Yes” 1.   New – Is this a new single family residence or duplex? *(PR160) Residential Site with Water Availability (PR400-402) Fire Sprinkler 2.   ADU – Is this a new Accessory Dwelling Unit (ADU) on the same property as a house that already has fire sprinklers or a house that will have fire sprinklers added as part of this project? (PR400-402) Fire Sprinkler 3.   Addition – Is this (A) an addition to a currently sprinklered building, or (B) an addition requiring a fire sprinkler retrofit based on a threshold set by local ordinance? (PR400-402) Fire Sprinkler 4.   Distance – Is the most remote portion of the addition, ADU or other detached structure greater than 140-feet from the fire access roadway? *(PR160) Residential Site 5.   Total Area – Will the addition result in a total area of greater than 3,600 square feet (sf) for non- sprinklered buildings, or greater than 6,200 sf for sprinklered buildings, including the area of all enclosed spaces, such as garages, stairs, and detached structures separated by less than 10-feet? *(PR160) Residential Site with Water Availability 6.   Remodel – Is this a remodel of a sprinklered building with a scope of work that includes adding or removing any interior walls? Note: If “Yes”, then project must be evaluated by a C-16 licensed contractor to determine if a fire sprinkler modification is needed. (PR400-402) Fire Sprinkler 7.   Detached Structure – Is this a new detached utility or accessory structure (not an ADU), such as a garage, workshop, game room, pool house, barn, etc., requiring fire sprinklers based on a threshold set by local ordinance? *(PR160) Residential Site (PR400-402) Fire Sprinkler 8.   Gate – Is a gate being installed across a driveway or road that is designated as a fire department access roadway, or a driveway or road that serves more than a single home/duplex? (PR180) Gate 9.   Methane – Is project located in or less than 100’ from a “Division of Oil, Gas, and Geothermal Resources” (DOGGR) field boundary or well (active or abandoned), less than 300-feet from an oil/gas seep, or less than 1000-feet from a landfill? (Note: For projects in Yorba Linda, this requirement only applies to new homes, enclosed accessory structures, addition to existing structure greater than 1000 sf, and ADU’s). *(PR160) Residential Site *(PR172-174) Methane Test/Mitigation Plans 10.   Vegetation – Is the property/structure (A) on the perimeter of a community containing, or adjacent to slopes or hills, or (B) adjacent to an open space or wildland area containing non-irrigated vegetation, or (C) in a State Responsibility Area or Local Responsibility Area “Fire Hazard Severity Zone”, as defined by the State, or (D) near an area that could be affected by a wildfire in the open space. *(PR125) Fuel Modification (PR182) Accessory Structure *OCFA approval required before issuance of a grading/building permit. All other plans types may be deferred submittals. Applicant Certification I certify, under penalty of perjury, under the laws of the State of California, that the information above is true: Print Name:_______________________________________ Signature:___________________________________________ Date:______________ Phone Number:_____________________________________________ Email:_____________________________________________________________ Attention Building Department Staff – After you’ve verified all questions were answered accurately as “No”, then you may accept this signed form as a written release that an OCFA review is not required. If any questions were answered as “Yes”, then the plan type on the right side may be required. ______If all answers are “No” and the Building Department still requires the applicant to have their plans reviewed by OCFA, or if any answers are “Yes” and the Building Department prefers for OCFA to determine if a review is required, please initial this line and provide an explanation on the Plan Referral Form (on the reverse), to be submitted along with the appropriate plans to OCFA for a determination. For questions and submittal information, please visit ocfa.org, or call OCFA at (714) 573-6100 SFR Planning & Building Agency Building and Safety Division 20 Civic Center Plaza P.O. Box 1988 (M-19) Santa Ana, CA 92702 (714)-647-5800 www.santa-ana.org DETACHED ADU GRADING PERMIT WAIVER REQUEST PCC-20 ISSUED: 7/1/2024 Page 1 of 1 THIS WAIVER SHALL BE COMPLETED BY THE LEGAL PROPERTY OWNER(S) A grading permit is required for all new detached buildings including new detached Accessory Dwelling Unit (ADU) projects. Precise grading plans prepared and stamped by a registered professional engineer shall be required to be submitted before or concurrently with the architectural plans submittal to the Building Safety Division. Grading Permit Waiver: Residential detached Accessory Dwelling Unit (ADU) projects with a total building area of 1,200 sq. feet or less may be eligible for a grading permit waiver request if all of the following conditions are met. The property owner(s) shall take full responsibility for the site drainage by signing this waiver request agreement below. In order to qualify for the grading permit waiver, the property owner(s) shall complete all sections, check appropriate boxes, and sign this waiver request. A copy of this completed checklist shall be made part of the each set of plans. If answering NO to any of the questions, a grading plan and permit shall be required. Project Property Address: Yes No 1. ☐ ☐ The project property is NOT located on a FEMA designated flood zone (Zone A or AE). 2. ☐ ☐ The total amount of soil being cut or filled on this project is less than 50 cubic yards. 3. ☐ ☐ The site drainage shall be constructed such that surface water flows away from buildings and adjoining property lines, in accordance with all applicable codes. 4. ☐ ☐ The site drainage shall be constructed such that the drainage will not adversely affect the adjoining properties. 5. ☐ ☐ The project plans includes a site plan that shows site drainage patterns. Grading Permit Waiver Request I/we are requesting a waiver from the standard requirements for a precise grading plan and permit for our ADU project to be constructed at the project address indicated above. In doing so, I/we accept that the design of the site drainage patterns must adhere to the minimum requirements set forth in the current building codes and the County of Orange Drainage Design Manual. By signing this waiver request: (1) I/we certify that I/we are the legal property owner(s); (2) I/we agree to take full liability for the site drainage; (3) I/we agree that the checked box conditions above are true; and (4) I/we agree to defend, indemnify, and hold harmless the City of Santa Ana, its officials, employees, and agents against any and all claims for damages and costs arising out of the site drainage at the project property. Owner Name(s): (Print) Owner Signature(s): Date: Phone Number: Notes: 1. The building official reserves the right to require a grading permit based on site conditions. 2. This grading permit waiver request does not apply to projects in the FEMA Flood Zones. T: 562 712 7768 NORWALK AllX.ENG.INFO@GMAIL.COM AllX ENG DESIGN & ENGINEERING 02-01-2026 EXP. 09-30-2027 T: 562 712 7768 NORWALK AllX.ENG.INFO@GMAIL.COM AllX ENG DESIGN & ENGINEERING 02-01-2026 EXP. 09-30-2027 WALL TYPE RETROFIT 1/2" TITEN OR ALL-THREAD ROD SPACING T: 562 712 7768 NORWALK AllX.ENG.INFO@GMAIL.COM AllX ENG DESIGN & ENGINEERING 02-01-2026 EXP. 09-30-2027 T: 562 712 7768 NORWALK AllX.ENG.INFO@GMAIL.COM AllX ENG DESIGN & ENGINEERING 02-01-2026 EXP. 09-30-2027 T: 562 712 7768 NORWALK AllX.ENG.INFO@GMAIL.COM AllX ENG DESIGN & ENGINEERING 02-01-2026 EXP. 09-30-2027 Ni�T8Y6 SANTA ing and Building Developer/Applicant Address S Garden Grove Unified School District Certification of Compliance Payment of School Facility Fees �D A%trGo i Telephone Number (7/y) Project Location 9417"_1' Str,eet Address L city E USE ! le' rruo,�41 EIem. Sc of Int. High Sch .-Ikppro red FOR PERMIT ISSUAN E gate: ZIP s Map No. ------------------------------------------i-------------------------------------------------------------------------------- Number of Square Feet � l `�l� Total $ � 7 of Residential Space r V " X Number of Square Feet of Commercial and Industrial Space Total $ The above representations as to square footage are true. Developer/Applicant agrees that if it is later determined that such representations are not true then this certificate shall automatically terminate and the appropriate City/County shall be notified. Applicant is hereby noticed that any party filing a protest regarding the imposition of fees pursuant to Government Code Section 65995 and Education Code Section 17620 must do so within 90 days from the payment of the fee. F ate Developer/Applicant ------------------------------------------------------------------------------------- Receipt of Payment This certifies that the above -named Developer/Applicant has paid school facility compliance with Government Code Section 65995 and Education Code Section 17620. J fa - These fee have bAen received fro � A fco), -,-,.. —4 Cash Check q/ I I �) Z_� D to fees in V- J v `t Dollars1.4 $ C� Check No. Z� Bark'�0 1'f i L�-- Superinten Garden Grove Uni (714) -6442 gnee of District 9703.69"(Rev.6/14) T: 562 712 7768 NORWALK AllX.ENG.INFO@GMAIL.COM AllX ENG DESIGN & ENGINEERING 02-01-2026 EXP. 09-30-2027 Scale: Project Number: Date: Drawn By: Checked By: LI C . 4 0 4 0 0 2 16 1 1 0 S . M E N L O A V E . S T E . 1 1 GA R D E N A , C A 9 0 2 4 7 CE L L : 3 1 0 . 7 7 0 . 6 5 7 9 WW W . H U I Z A R . O R G E: H U I Z A R D E S I G N E N G I N E E R I N G @ G M A I L . C O M No.Description Date Al a r c o n R e s i d e n c e : Ne w A c c e s s o r y D w e l l i n g U n i t 93 3 S H a r m o n S t . U n i t # 2 Sa n t a A n a , C A 9 2 7 0 4 AS INDICATED AP N : 1 0 8 - 3 5 4 - 0 8 24-103 09-08-2024 NH JH HU I Z A R D& E Plans Prepared By: Signature: Date: 09/08/2024 Nicolas Huizar NICOLAS HUIZAR SR - 1 STRUCTURAL CALCULATIONS for HARMON ST ADUS at 933 S HARMON ST SANTA ANA, CA 92704 for HUIZAR D & E BY: ALEXIS SANCHEZ PROJECT #: A025.033 DATE: DESIGNED BY AS; CHECKED BY AS Note: The calculations presented in this package are intended for a single use at the location indicated above, for the client listed above. These calculations shall not be reproduced, reused, “card filed”, sold to a third party, or altered in any way without the written authorization of ALLX ENG. and Huizar D & E. These calculations contain proprietary information belonging to ALLX ENG., and may be neither wholly nor partially copied or reproduced without the prior written permission of ALLX ENG. October 8, 2025 AllX ENG DESIGN & ENGINEERING 10-22-2025 EXP. 09-30-2027 DESCRIPTION PAGE NO. i. Criteria. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .2 thru 9 ii. Gravity Framing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 thru 13 iii. Lateral Calculations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .14 thru 18 iv. Footing Calculations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .19 thru 28 TABLE OF CONTENTS AllX ENG DESIGN & ENGINEERING PROJECT:Harmon St ADUs PROJECT NO.:A025.033 SUBJECT:CRITERIA Design Criteria: General: Code: Structural design is based upon the California Building Code, 2022 Edition (2021 IBC) Risk Category: II Wind Criteria:ASCE7-16 Analysis Procedure: ASCE 7-16, Chapter 28 - Envelope Procedure - Part 2 Basic Wind Speed - Ultimate (mph): 95 (3-sec gust) Wind Exposure: C Seismic Criteria: Analysis Procedure: ASCE 7-16, Equivalent Lateral Force Procedure Site Class: D Seismic Importance Factor, IE:1.0 Mapped Spectral Response Accelerations: SS =1.328 S1 =0.475 SDS =0.885 SD1 =0.578 Seismic Design Category: D Seismic Force Resisting System: Wood Shearwalls Seismic Response Coefficient, Cs:0.136 Seismic Base Shear, V (k): 5.1 Live Loads: Roof Live Load (psf): 20 Floor Live Load (psf): 40 General Notes: • • • • • Wood Construction: •All dimensional lumber shall be Douglas Fir Larch #2 or equal •All wood timbers shall be Douglas Fir Larch #1 5X & Larger Or Equal • Foundation / Concrete: • •Foundation concrete shall have a minimum compressive strength of 4500 psi at 28 days. •Cement for all concrete shall be Type V with a minimum of 6% entrained air. Maximum aggregate size shall be 3/4". •Reinforcing steel shall be per ASTM A615 Gr. 60, U.N.O. • Foundation design is based upon presumptive soil capacities. It is strongly recommended that an independent soils testing be performed by a licensed geotechnical engineer to verify soil capacites, slope stability, and any other related soil parameters. The contractor shall verify dimensions, conditions and elevations before starting work. The engineer shall be notified immediately if any discrepancies are found. The typical notes and details shall apply in all cases unless specifically detailed elsewhere. Where no detail is shown, the construction shall be as shown for other similar work and as required by the building code. These calculations are limited to the structural members shown in these calculations only. The connection of the members shown in these calculations to any existing structure shall be by others. The contractor shall be responsible for compliance with local construction safety orders. Approval of shop drawings by the architect or structural engineer shall not be construed as accepting this responsibility. All structural framing members shall be adequately shored and braced during erection and until full lateral and vertical support is provided by adjoining members. All concrete mixing, placement, forming, and reinforcing installation shall be performed in accordance with the requirements of “Building Code Requirements for Reinforced Concrete”, ACI 318, latest applicable edition. Wood construction code checks are per the National Design Specification for Wood Construction (NDS) and Standard for Design of Timber Frame Structures (TFEC 1) Page 3AllX ENG DESIGN & ENGINEERING AllX ENG DESIGN & ENGINEERING ASCE Hazards Report Address: 933 S Harmon St Santa Ana, California 92704 Standard:ASCE/SEI 7-16 Latitude:33.734575 Risk Category:II Longitude:-117.931344 Soil Class:D - Stiff Soil Elevation:60.323025037292126 ft (NAVD 88) Wind Results: Wind Speed 95 Vmph 10-year MRI 66 Vmph 25-year MRI 72 Vmph 50-year MRI 76 Vmph 100-year MRI 81 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2 Date Accessed: Wed Oct 22 2025 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. Page 1 of 3https://ascehazardtool.org/Wed Oct 22 2025 Page 4 SS : 1.328 S1 : 0.475 F a : 1 F v : N/A SMS : 1.328 SM1 : N/A SDS : 0.885 SD1 : N/A T L : 8 PGA : 0.569 PGA M : 0.625 F PGA : 1.1 Ie : 1 C v : 1.366 Seismic Site Soil Class: Results: Data Accessed: Date Source: D - Stiff Soil USGS Seismic Design Maps Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Wed Oct 22 2025 Page 2 of 3https://ascehazardtool.org/Wed Oct 22 2025 Page 5 The ASCE Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE Hazard Tool. Page 3 of 3https://ascehazardtool.org/Wed Oct 22 2025 Page 6 Page 7AllX ENG DESIGN & ENGINEERING FOUNDATION PLAN 1/8" = 1'-0" AllX ENG DESIGN & ENGINEERING Page 8AllX ENG DESIGN & ENGINEERING ROOF FRAMING PLAN 1/8" = 1'-0" Page 9 MAIN LEVEL SHEAR WALL PLAN 1/8" = 1'-0" AllX ENG DESIGN & ENGINEERING AllX ENG DESIGN & ENGINEERING VECTOR STRUCTURAL ENGINEERS PROJECT:Harmon St ADUs JOB NO.:A025.033 SUBJECT:GRAVITY LOADS ROOF Increase due to pitch Original loading ROOF PITCH/12 3 ASPHALT SHINGLES 5.15 1.03 5.00 1/2" PLYWOOD 1.65 1.03 1.60 FRAMING 3.00 INSULATION 2.00 1/2" GYPSUM CLG. 2.00 M, E & MISC 2.10 SOLAR 3.00 DL 18.90 LL 20.00 SNOW 0.00 SNOW INCLUDED IN LATERAL 0.0 2ND FLOOR (WHERE OCCURS) FLOOR COVERING 5.00 3/4" T&G PLYWOOD 2.30 MFG TRUSSES / FRAMING 2.80 INSULATION 2.70 1/2" GYPSUM CEILING 2.20 PARTITION 2.00 M, E & MISC. 1.50 OTHER 0.00 DL 18.50 LL 40.00 (@ Floor) LL 60.00 (@ Deck) EXTERIOR WALLS STUCCO/SIDING 11.00 2x4 FRAMING W/3 PLATES 1.30 INSULATION 1.00 1/2" GYPSUM 2.20 1/2" PLYWOOD 1.50 OTHER 0.50 DL 17.50 OVERFILL ASPHALT SHINGLES 5.00 1/2" PLYWOOD 1.50 RAFTERS & MISC 3.50 OTHER 0.00 DL 10.00 LL 20.00 TYPICAL ROOF OVERBUILD MAX SPAN TABLE Grade Size Spacing (ft)Lmax (ft) Cr CD CF,V Mallow (ft-lb) Vallow (lb) Ctrl'g factor DFL#2 2X4 2 6.20 1.15 1.25 1.50 482 382 TL def DFL#2 2X6 2 9.80 1.15 1.25 1.30 1030 601 TL def DFL#2 2X8 2 12.90 1.15 1.25 1.20 1653 792 TL def DFL#2 2X10 2 15.90 1.15 1.25 1.10 2466 1011 Moment Page 10AllX ENG DESIGN & ENGINEERING .Abbrev GRADES Fbxx (psi) Fvxx (psi)Exx (psi)g (lb/ft3) DFL#2 DOUGLAS FIR LARCH #2 875 180 31.2 DF1 (5x)Douglas Fir Larch #1 5x & Larger1,350 170 31.2 DFL#1 DOUGLAS FIR LARCH #1 1,000 180 31.2 24F-V4 Glue Laminated Timber 24F-V4 DF/DF2,400 265 39.9 PROJECT:Harmon St ADUs JOB NO.:A025.033 SUBJECT:BEAMS 24F-V8 Glue Laminated Timber 24F-V8 DF/DF2,400 265 39.9 LVL (1.9) MICROLLAM LVL (1.9E) 2,600 285 41.8 LVL (2.0)VERSA-LAM (2.0E)2,800 285 41.8 DESIGN LOADS:Load Types:Snow*IS Live Dead Load Combinations:LSL TIMBERSTRAND LSL (1.3E)1,700 400 41.8 Roof 20 23 LC 2: D+L CRITERIA (L/)DTL DLL DDL DLr/S PSL PARALLAM PSL (2.0E) 2,900 290 41.8 Floor 40 22 LC 3: D+(Lr or S)A(BLANK)240 360 240 STL36 GRADE 36 STEEL 21,600 14,400 490 Wall 21 LC 4: D+.75L+.75(Lr or S)B 240 480 240 STL46 GRADE 46 STEEL 27,700 16,500 490 Add .2*SDS to dead load?Yes 0.212 =.2*SDS C 600 800 240 STL50 GRADE 50 STEEL 30,000 20,000 490 Label Length 'L' (ft) Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/S Load (plf) Add'l Dead Load (plf) Point Load From Re a c t ( A , B ) Dist 'a' (ft) Point Live Load 'PLL' (lb) Point Roof Load 'PLr/S' (lb) Point Dead Load 'PDL' (lb) # P L I E S Grade Size "B M / H D R " D C R I T E R I A Cr CD CF,V,CL Ra (lb) Rb (lb) Mmax (ft-lb) Mallow (ft-lb) Vmax (lb) Vallow (lb) DTL (in) DTLallow (in) DLL (in) DLLallow (in) DLr/S (in) DLr/Sallow (in) 1.5DL GLB Camb Check B1 3.166 15 DFL#2 4x6 1.00 1.25 1.30 1029 1029 814 2091 731 2888 0.019 0.158 0.106 0.009 0.158 0.39 M B2 4.5 15 DFL#2 4x6 1.00 1.25 1.30 1462 1462 1645 2091 1164 2888 0.077 0.225 0.150 0.036 0.225 0.79 M B3 4.5 15 DFL#2 4x6 1.00 1.25 1.30 1462 1462 1645 2091 1164 2888 0.077 0.225 0.150 0.036 0.225 0.79 M B4 4.5 15 DFL#2 4x6 1.00 1.25 1.30 1462 1462 1645 2091 1164 2888 0.077 0.225 0.150 0.036 0.225 0.79 M B5 3 5.75 DFL#2 4x6 1.00 1.25 1.30 377 377 283 2091 262 2888 0.006 0.150 0.100 0.003 0.150 0.14 M B6 3 5.75 DFL#2 4x6 1.00 1.25 1.30 377 377 283 2091 262 2888 0.006 0.150 0.100 0.003 0.150 0.14 M B7 3 15 DFL#2 4x6 1.00 1.25 1.30 975 975 731 2091 677 2888 0.015 0.150 0.100 0.007 0.150 0.35 M B8 3.166 15 DFL#2 4x6 1.00 1.25 1.30 1029 1029 814 2091 731 2888 0.019 0.158 0.106 0.009 0.158 0.39 M B9 4.5 15 DFL#2 4x6 1.00 1.25 1.30 1462 1462 1645 2091 1164 2888 0.077 0.225 0.150 0.036 0.225 0.79 M B10 4.5 15 DFL#2 4x6 1.00 1.25 1.30 1462 1462 1645 2091 1164 2888 0.077 0.225 0.150 0.036 0.225 0.79 M B11 8 5.75 DFL#2 4x10 1.00 1.25 1.20 1018 1018 2036 5459 822 4856 0.063 0.400 0.267 0.029 0.400 0.37 M B12 11 5.75 DFL#2 4x10 1.00 1.25 1.20 1400 1400 3849 5459 1203 4856 0.227 0.550 0.367 0.103 0.550 0.71 M B13 3.5 6.75 DFL#2 4x6 1.00 1.25 1.30 516 516 451 2091 381 2888 0.013 0.175 0.117 0.006 0.175 0.22 M B14 8.583 5.75 DFL#2 4x8 1.00 1.25 1.30 1086 1086 2329 3633 933 3806 0.174 0.429 0.286 0.079 0.429 0.64 M 2000000 1300000 1700000 29,000,000 1600000 1700000 29,000,000 1800000 1900000 1800000 2000000 29,000,000 Page 11AllX ENG DESIGN & ENGINEERING VECTOR STRUCTURAL ENGINEERS GRADES c COVE Fc (psi) DF1 (5x)Douglas Fir Larch #1 5x & Larger0.8 0.25 1,000 DFL#1 DOUGLAS FIR LARCH #1 0.8 0.25 1,450 PROJECT:Harmon St ADUs JOB NO.:A025.033 SUBJECT:COLUMNS DFL#2 DOUGLAS FIR LARCH #20.8 0.25 1,300 DFLSTUD Douglas Fir Larch Stud 0.8 0.25 825 NOTE: COLUMN CAPACITIES LISTED ARE INTENDED AS GENERAL REFERENCE ONLY AND MAY 24F-V4 0.9 0.10 1,650 NOT CORRELATE WITH SPECIFIC CALL-OUTS ON PLANS.24F-V8 0.9 0.10 1,650 LSL 0.9 0.10 1,400 LVL (1.9) 0.9 0.10 2,510 PSL 0.9 0.10 2,500 LVL (2.0) 0.9 0.10 2,510 Effect Length strong dir 'l1' (ft) Effect Length weak dir 'l2' (ft) Grade Size Cm CD CF l1/d l2/b l/d control Kf KcE FcE (psi) Fc* (psi)c CP Column Area 'A' (in2)Fc' (psi) 9 2 DFLSTUD (2)2X4 1.00 1.00 1.15 30.86 8.00 30.86 1 0.3 441 949 0.8 0.41 10.5 387.84 9 2 DFLSTUD (3)2X4 1.00 1.00 1.15 30.86 5.33 30.86 1 0.3 441 949 0.8 0.41 15.75 387.84 9 2 DFLSTUD (4)2X4 1.00 1.00 1.15 30.86 4.00 30.86 1 0.3 441 949 0.8 0.41 21 387.84 9 2 DFLSTUD (5)2X4 1.00 1.00 1.15 30.86 3.20 30.86 1 0.3 441 949 0.8 0.41 26.25 387.84 9 2 DFLSTUD (2)2X6 1.00 1.00 1.10 19.64 8.00 19.64 1 0.3 1090 908 0.8 0.75 16.5 680.91 9 2 DFLSTUD (3)2X6 1.00 1.00 1.10 19.64 5.33 19.64 1 0.3 1090 908 0.8 0.75 24.75 680.91 9 2 DFLSTUD (4)2X6 1.00 1.00 1.10 19.64 4.00 19.64 1 0.3 1090 908 0.8 0.75 33 680.91 9 2 DFLSTUD (5)2X6 1.00 1.00 1.10 19.64 3.20 19.64 1 0.3 1090 908 0.8 0.75 41.25 680.91 9 9 DFL#2 4X4 1.00 1.00 1.15 30.86 30.86 30.86 1 0.3 505 1495 0.8 0.31 12.25 462.99 9 9 DFL#2 4X6 1.00 1.00 1.10 19.64 30.86 30.86 1 0.3 505 1430 0.8 0.32 19.25 460.73 9 9 DFL#2 4X8 1.00 1.00 1.05 14.90 30.86 30.86 1 0.3 505 1365 0.8 0.34 25.375 458.22 9 9 DFL#2 4X10 1.00 1.00 1.00 11.68 30.86 30.86 1 0.3 505 1300 0.8 0.35 32.375 455.42 9 9 DFL#2 4X12 1.00 1.00 1.00 9.60 30.86 30.86 1 0.3 505 1300 0.8 0.35 39.375 455.42 9 9 DF1 (5x) 6X4 1.00 1.00 1.00 30.86 19.64 30.86 1 0.3 536 1000 0.8 0.46 19.25 458.45 9 9 DF1 (5x) 6X6 1.00 1.00 1.00 19.64 19.64 19.64 1 0.3 1324 1000 0.8 0.78 30.25 778.09 9 9 DF1 (5x) 6X8 1.00 1.00 1.00 14.40 19.64 19.64 1 0.3 1324 1000 0.8 0.78 41.25 778.09 9 9 DF1 (5x) 6X10 1.00 1.00 1.00 11.37 19.64 19.64 1 0.3 1324 1000 0.8 0.78 52.25 778.09 9 9 DF1 (5x) 6X12 1.00 1.00 1.00 9.39 19.64 19.64 1 0.3 1324 1000 0.8 0.78 63.25 778.09 14,744 17,932 11,627 8,869 22,470 28,088 5,672 16,853 Exx (psi) 1,800,000 1,900,000 2,000,000 1,700,000 6,108 2,000,000 8,145 1,300,000 1,700,000 11,235 10,181 Max allowable load 'P' (lb) notes 4,072 Copyright © 2018 Vector Structural Engineering, LLC This Excel workbook contains proprietary information belonging to Vector Structural Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC. 1,600,000 1,400,000 1,800,000 40,655 49,214 8,825 23,537 32,096 Page 12AllX ENG DESIGN & ENGINEERING VECTOR STRUCTURAL ENGINEERS PROJECT:Harmon St ADUs JOB NO.:A025.033 SUBJECT:STUDS & OTHER MEMBERS DESIGN LOADS (psf)Dead Live Snow Roof 19 20 0 Floor 19 40 Exterior Wall 18 Interior Wall 9 LOADING PARAMETERS Label:Typical Ext.K. Stud 6' openK. Stud 10' openK. Stud 14' open Typical Int. Wind/Wall Tributary (ft)1.33 3.00 5.66 7.66 1.33 Bending Axis Strong Strong Strong Strong Strong Roof Tributary 1 (ft)24 28 Roof Tributary 2 (ft)1.33 3 5.66 7.66 1.33 Floor Tributary 1 (ft) Floor Tributary 2 (ft)1.33 3 5.66 7.66 1.33 Additional Dead Load (lbs) Additional Floor Live Load (lbs) Additional Roof Live Load (lbs) Additional Snow Load (lbs) Location for Wind Loading C&C Zone 5 C&C Zone 4 C&C Zone 4 C&C Zone 4 Interior Mean Roof Height (ft)20 20 20 20 20 Design Wind Speed (mph)95 95 95 95 95 Exposure C C C C C Axial Loads (lbs): Dead 711 236 446 603 761 Floor Live 0 0 0 0 0 Roof Live 638 0 0 0 745 Snow 0 0 0 0 0 Bending Load (plf): Wind 34.8 65.4 116.1 157.1 6.7 MEMBER PROPERTIES Strong-Axis Unbraced Length, l1 (ft)9 9 9 9 9 Weak-Axis Unbraced Length, l2 (ft)1 1 1 1 1 Compression Edge Unbraced Length, lu (ft)1 1 1 1 1 Grade DFLSTUD DFLSTUD DFLSTUD DFLSTUD DFLSTUD Size 2x4 2x4 2x4 2x4 2x4 Quantity of Members 1 1 2 3 1 SPECIAL CONDITIONS Moisture Category Normal Normal Normal Normal Normal Temperature Category ≤100°≤100°≤100°≤100°≤100° Incising?No No No No No Repetitive Member Category Rep. (Special)Rep. (Special)Rep. (Special)Rep. (Special)Rep. (Special) Finish Type Brittle Brittle Brittle Brittle Plaster/Stucco SECTION PROPERTIES Width, b (in)1.5 1.5 1.5 1.5 1.5 Depth, d (in)3.5 3.5 3.5 3.5 3.5 Moment of Inertia, I (in4)5.359375 5.359375 5.359375 5.359375 5.359375 Section Modulus, S (in3)3.0625 3.0625 3.0625 3.0625 3.0625 DESIGN VALUES Fbx (psi)675 675 675 675 675 Fby (psi)675 675 675 675 675 Fc (psi)825 825 825 825 825 Exx (psi)1400000 1400000 1400000 1400000 1400000 Eyy (psi)1400000 1400000 1400000 1400000 1400000 Eminxx (psi)510000 510000 510000 510000 510000 Eminyy (psi)510000 510000 510000 510000 510000 RESULTS D+L 36% 12% 11% 10% 38% D+Lr 65% 11% 11% 10% 73% D+S 35% 12% 11% 10% 37% D+0.75L+0.75Lr 57% 11% 11% 10% 64% D+0.75L+0.75S 35% 12% 11% 10% 37% D+0.6W 79% 99% 87% 78% 36% D+0.75L+0.42W+0.75Lr 99% 70% 62% 55% 62% D+0.75L+0.42W+0.75S 58% 70% 62% 55% 36% Deflection Limit (L/) 240 240 240 240 360 Deflection (L/) 563 300 338 374 1238 Column Slenderness, le/d 30.9 30.9 30.9 30.9 30.9 Beam Slenderness, RB 6.2 6.2 6.2 6.2 6.2 Unity Check 99% 99% 87% 78% 73% Page 13AllX ENG DESIGN & ENGINEERING PROJECT:Harmon St ADUs JOB NO.:A025.033 SUBJECT:LATERAL LOADS DESIGN OF ENCLOSED SIMPLE DIAPHRAGM LOW-RISE BUILDINGS FOR LATERAL LOADS Seismic Parameters (ASCE 7-16 Chapters 11, 12, & 22) Site Class: D S. 11.4.2 N = 1 S. 12.8.2.1 R = 6.5 T. 12.2-1 Ct =0.02 T. 12.8-2 Per Table 11.6-1: D Ss =1.328 F. 22-1 hn (ft) =15 S. 12.8.2.1 Per Table 11.6-2: D S1 =0.475 F. 22-2 x = 0.75 T. 12.8-2 SDC: D S. 11.6 Fa =1 T. 11.4-1 Ta =0.15 E. 12.8-7 IE =1.00 T. 1.5-2 Fv =1.825 T. 11.4-2 T0=0.13 S. 11.4.5 CSMAX=0.583 E. 12.8-3,4 SMS =1.33 E. 11.4-1 TS=0.65 S. 11.4.5 CS=0.136 E. 12.8-2 SM1 =0.87 E. 11.4-2 CU=1.40 T. 12.8-1 CSMIN=0.039 E. 12.8-5,6 SDS =0.885 E. 11.4-3 TL=8 F. 22-12 CSCONTROL=0.136 S. 12.8.1.1 SDI =0.578 E. 11.4-4 Sa=0.885 S. 11.4.5 CSCONTROL*.7=0.095 S. 2.4.1 Seismic Analysis Req'd? Yes IBC 1613.1 Perform Seismic Analysis? Yes Wind Parameters (ASCE 7-16 Chapter 26) Wind areas labeled C and D are used for calculating line loads on the following sheet. Elevation (ft): 60 Risk Category: II Basic Wind Speed (mph): 95 Exposure Category: C Kzt:1.00 Ke: 1.00 BASIC WIND ROOF SPEED ANGLE LOAD (mph) (degrees) CASE A B C D E F G H EOH GOH 0 to 5° 1 14.4 -7.4 9.5 -4.4 -17.2 -9.7 -12.0 -7.6 -24.1 -18.9 10° 1 16.1 -6.7 10.7 -3.9 -17.2 -10.5 -12.0 -8.1 -24.1 -18.9 15° 1 18.0 -6.0 12.0 -3.4 -17.2 -11.2 -12.0 -8.6 -24.1 -18.9 95 20° 1 19.9 -5.2 13.2 -2.9 -17.2 -12.0 -12.0 -9.1 -24.1 -18.9 25° 1 18.0 2.9 13.0 3.0 -8.0 -10.9 -5.7 -8.7 -14.9 -12.6 2 -3.0 -5.9 -0.9 -3.7 30° to 45° 1 16.1 11.0 12.7 8.7 1.2 -9.7 0.4 -8.4 -5.6 -6.5 2 16.1 11.0 12.7 8.7 6.2 -4.9 5.4 -3.5 -5.6 -6.5 Determination of SDC: HORIZONTAL PRESSURES VERTICAL PRESSURES Note: Wind load determined from pressures below will be multiplied by 0.6 (ASD load factor on wind loads) MAIN WIND FORCE RESISTING SYSTEM - METHOD 2 FIGURE 28.6-1 SIMPLIFIED DESIGN WIND PRESSURE, P s30 (psf) (Exposure B at h=30 feet) OVERHANGS ZONES Page 14AllX ENG DESIGN & ENGINEERING AllX ENG DESIGN & ENGINEERING PROJECT:PROJECT NAME JOB NO.:A025.033 SUBJECT:SHEAR WALL SHEET EXPLANATION ρApplied =1 ρi Loc Roof DL (psf) = 44 (includes seismic snow where occurs) Min Diaphragm Width (ft) = 20 1.00 A-1ST Floor DL (psf) =12 Allowable Seismic Aspect Ratio = 3.5 1.00 A-2ND Allowable Wind Aspect Ratio = 3.5 ρ calculated in accordance with ASCE7-10 Section 12.3.4.1 Comb. Overstrength Factors: (Ω-0.5)/1.2 =2.08 LINE: A 2ND STORY Load Trib w (ft) E.Z. Appl* Span (ft) Line %Location Seis (lbs)Wind (lbs)ρ*Seis Wind E.Z. Wind 2a (ft) E.Z. P (lb) Drag (ft) (Not Applicable) ω1 10 Major 20 1.00 Offset 91.6 113.0 145.5 6 166 8 114 None 1.00 Offset 8 1.00 Above Plate h (ft)= 10 Total 916 1296 Include Ω for irregularities (above)?162 Max opening height (ft)= 10 Apply 2w/l reduction? Yes 100% Perforated SW? No Shear Length (ft)= 8 Story V (K)= 1831 Opening elevation Force Transfer @ Openings? No Wall DL (psf)= 10 Max allow. drift (in) 3 Shear- Wall Length (ft) RoofDL 'w' (ft) FloorDL 'w' (ft) OtherDL 'w' (plf) Tension From Above (lb) Wall Type Sill Type Holdown Strap HD Capacity (Stem 'w'- edge dist) OTM (wind, seismic) (ft-lb) .6*RM (ft- lb) Aspect Ratio 2w/l Reduct. Seis. Shear (plf) Seis. Wall Cap. (plf) Wind Shear (plf) Wind Wall Cap. (plf) Sill Plate Cap. (plf) Tension (lb) HD Capacity Max Shear- Wall ∆ (in) 3 2 P1 S1 CS16 4859 351 3.33 0.60 114 156 162 365 372 1502 1705 0.19 5 2 P1 S1 CS16 8098 976 2.00 1.00 114 260 162 365 372 1424 1705 0.18 Add'l Comments:Max:0.19 LINE: A 1ST STORY Rdl (ft) Load Trib w (ft) E.Z. Appl* Span (ft) Line %Location Seis (lbs)Wind (lbs)ρ*Seis Wind E.Z. Wind 2a (ft) E.Z. P (lb) Drag (ft) Ltotal (ft) 12 Fdl (ft)5 ω3 10 Major 20 1.00 Offset 99.9 100.9 152.5 6 8 125 DL (plf) 160 None 1.00 Offset 8 Wall type P2 Opening (ft)4 A-2ND 1.00 Above 916 1296 HD STHD10 8"-Corner Plate h (ft)= 10 Total 1915 2305 Include Ω for irregularities (above)?126 T (lb) 1345 HD cap 2940 Max opening height (ft)= 4 Seis (plf) 367 Cap (plf) 380 Apply 2w/l reduction? Yes 50% Perforated SW? No Shear Length (ft)= 8 Story V (K)= 3830 Wind (plf) 442 Cap (plf) 520 Opening elevation 2 Force Transfer @ Openings? Yes Wall DL (psf)= 10 Max allow. drift (in) 3 Strap (lb) 884 Shear- Wall Length (ft) RoofDL 'w' (ft) FloorDL 'w' (ft) OtherDL 'w' (plf) Tension From Above (lb) Wall Type Sill Type Holdown Strap HD Capacity (Stem 'w'- edge dist) OTM (wind, seismic) (ft-lb) .6*RM (ft- lb) Aspect Ratio 2w/l Reduct. Seis. Shear (plf) Seis. Wall Cap. (plf) Wind Shear (plf) Wind Wall Cap. (plf) Sill Plate Cap. (plf) Tension (lb) HD Capacity Max Shear- Wall ∆ (in) 3 PERF/FTAO SHEAR-WALL CALCULATIONS APPLY - SEE ABOVE 1.33 1.00 5 0.80 1.00 Add'l Comments:Max:0.00 Line Loads (plf) Loads from above Actual Applied Loads (plf unless noted otherwise) Diaphragm Shear (plf) Line Loads (plf) Loads from above Actual Applied Loads (plf unless noted otherwise) Diaphragm Shear (plf) Wind (Load vs. Allow.) 276 Seis (Load vs. Allow.) 166 Wind (Load vs. Allow.) 232 Perf/FTAO Wall Info Seis (Load vs. Allow.) 198 Perf/FTAO Wall Info Global ρ value applied Calculated ρ values and controlling locations Diaphragm shear calculations PERF/ FTAO wall calcs where applicable Loads applied along line, as calculated previously Aspect ratio limits Selection of wall type, 'No' for both means a segmented wall Type of wind zone reaction, see below Major reactionMinor Reaction Partial uniform load on simply supported beam Applied at end zones TYPE OF END ZONE LOAD ω2 ω1 LINE A LINE 1 LINE B LINE C LINE 2 (Recieves major reaction only) (Recieves minor reaction from both sides) (Recieves major reaction only) (Recieves major and minor reaction (both) Both reaction are equal to the total end zone load) (Recieves major and minor reaction (both) Both reaction are equal to the total end zone load) LOAD ABOVE LINE B1-2ND STORY Information on individual wall piers Total seismic shear applied at level, for calculating ρ Applied unit shears and unit shear capacities (reduced where appropriate) Required only for FTAO method Perforated or FTAO calculations Co factor when applicable Maximum unit shear and strap forces calculated by Diekmann method for FTAO walls Hold down information for global wall overturning Page 15AllX ENG DESIGN & ENGINEERING AllX ENG DESIGN & ENGINEERING PROJECT:Harmon St ADUs JOB NO.:A025.033 SUBJECT:LINE LOADS Roof DL 19 psf Level Descriptions Seismic Snow 0 psf Label Height (ft)Wcontrol (lb) Vnorm (lb) Vredist (lb)Redist Fact k= 1 Floor DL 19 psf Roof 15 37544 5114 5114 1.00 Σwihi k=563160 Wall DL 18 psf 0 0 0 1.00 Period, T 0.15 sec 0 0 0 1.00 0 0 0 1.00 Total Weight (lb) 37544 Estimated Total Weight in Longitudinal Direction 37544 Total Base Shear (lb) 5114 Estimated Total Weight in Transverse Direction 37544 Percent difference in estimated weights 0.0% Seismic Line Loads Label Width Level Direction Number of times to include Roof Trib (ft) Floor Trib (ft) Wall Trib Height (ft) Ext Wall Length (ft) Other Weight (lb/ft) Total Weight (lb/ft) Total Force (lb/ft) Redist Factor Revised Force (lb/ft) Force Redist to 1 ω1 49.66 Roof TRANS 1 27 4.5 153.25 756 103 1.00 103 NO ω2 27 Roof LONG 1 49.66 4.5 153.25 1391 189 1.00 189 NO ω3 0 0 1.00 0 NO ω4 0 0 1.00 0 NO ω5 0 0 1.00 0 NO ω6 0 0 1.00 0 NO ω7 0 0 1.00 0 NO ω8 0 0 1.00 0 NO ω9 0 0 1.00 0 NO ω10 0 0 1.00 0 NO ω11 0 0 1.00 0 NO ω12 0 0 1.00 0 NO ω13 0 0 1.00 0 NO ω14 0 0 1.00 0 NO ω15 0 0 1.00 0 NO ω16 0 0 1.00 0 NO ω17 0 0 1.00 0 NO ω18 0 0 1.00 0 NO ω19 0 0 1.00 0 NO ω20 0 0 1.00 0 NO Wind Line Loads Surface type 'C' is flat wall and 'D' is sloped roof, 'CP1' and 'CP2' represent parapets on only one side and both sides of the structure, respectively Label Roof Pitch /12 Mean Roof Height (ft) Surface Type 1 Equiv Height Exposed (ft) Surface Type 2 Equiv Height Exposed (ft) Roof Angle (°) Applied Interior Press 1 (psf) Applied Interior Press 2 (psf) Applied End Zone Press 1 (psf) Applied End Zone Press 2 (psf) Height & Exp Coeff, λ Total Int Unif Load (plf) Total End Zone Unif Load (plf) ω1 3 15 C 4.5 D 5 14.0 14.22 0.00 21.34 0.00 1.21 112.00 112.00 ω2 3 15 C 4.5 D 5 14.0 14.22 0.00 21.34 0.00 1.21 112.00 112.00 ω3 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ω4 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ω5 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ω6 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ω7 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ω8 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ω9 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ω10 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ω11 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ω12 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ω13 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ω14 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ω15 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ω16 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ω17 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ω18 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ω19 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ω20 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Page 16AllX ENG DESIGN & ENGINEERING AllX ENG DESIGN & ENGINEERING PROJECT:Harmon St ADUs JOB NO.:A025.033 SUBJECT:SHEAR WALLS ρApplied =1.3 ρi Loc Fp/Fx Roof DL (psf) = 19 (includes seismic snow where occurs) Min Diaphragm Width (ft) = 27 1.30 B-1ST 1.00 Floor DL (psf) = 19 Allowable Seismic Aspect Ratio = 3.5 1.00 ρ calculated in accordance with: Allowable Wind Aspect Ratio = 3.5 1.00 ASCE7-16 Section 12.3.4.2 Comb. Overstrength Factors: (Ω-0.5)=2.50 1.00 No Exception in ASCE 7 12.3.4.2b met? LINE: 1 1ST STORY Load Trib w (ft) E.Z. Appl* Span (ft) Line %Location 0.7E (lbs)0.6W (lbs)ρ*Seis Wind E.Z. Wind 2a (ft) E.Z. P (lb) Drag (ft) (Not Applicable) ω1 9.583 Both 19.166 1.00 Offset 93.7 67.2 67.2 6 17.25 52 1.00 Offset 17.25 1.00 Above Plate h (ft)= 9 Total 898 644 Include Ω for irregularities (above)?No 37 Max opening height (ft)= Apply aspect ratio reduction? Yes 33% Perforated SW? No Shear Length (ft)= 6 Story V (K)= 4653 Opening elevation Force Transfer @ Openings? No Wall DL (psf)= 18 Max allow. drift (in) 2.16 Shear- Wall Length (ft) RoofDL 'w' (ft) FloorDL 'w' (ft) OtherDL 'w' (plf) Tension From Above (lb) Wall Type Sill Type Holdown Strap HD Capacity (Stem/floor config) OTM (wind, seismic) (ft-lb) (0.6- .2SDs) *RM (ft-lb) Aspect Ratio Aspect Ratio Reduc. Seis. Shear (plf) Seis. Wall Cap. (plf) Wind Shear (plf) Wind Wall Cap. (plf) Sill Plate Cap. (plf) Tension (lb) HD Capacity Max Shear- Wall Δ 1.0E (in) 6 P1 S1 DTT2Z 8082 1350 1.50 1.00 150 260 107 365 372 1122 1825 1.21 Add'l Comments:Max:1.21 LINE: 1.4 1ST STORY Load Trib w (ft) E.Z. Appl* Span (ft) Line %Location 0.7E (lbs)0.6W (lbs)ρ*Seis Wind E.Z. Wind 2a (ft) E.Z. P (lb) Drag (ft) (Not Applicable) ω1 24.83 Both 49.66 1.00 Offset 93.7 67.2 67.2 9.932 17.25 135 1.00 Offset 17.25 1.00 Above Plate h (ft)= 9 Total 2327 1669 Include Ω for irregularities (above)?No 97 Max opening height (ft)= Apply aspect ratio reduction? Yes 33% Perforated SW? No Shear Length (ft)= 10.5 Story V (K)= 4653 Opening elevation Force Transfer @ Openings? No Wall DL (psf)= 18 Max allow. drift (in) 2.16 Shear- Wall Length (ft) RoofDL 'w' (ft) FloorDL 'w' (ft) OtherDL 'w' (plf) Tension From Above (lb) Wall Type Sill Type Holdown Strap HD Capacity (Stem/floor config) OTM (wind, seismic) (ft-lb) (0.6- .2SDs) *RM (ft-lb) Aspect Ratio Aspect Ratio Reduc. Seis. Shear (plf) Seis. Wall Cap. (plf) Wind Shear (plf) Wind Wall Cap. (plf) Sill Plate Cap. (plf) Tension (lb) HD Capacity Max Shear- Wall Δ 1.0E (in) 10.5 P1 S1 DTT2Z 20941 4133 0.86 1.00 222 260 159 365 372 1601 1825 1.50 Add'l Comments:Max:1.50 LINE: 2 1ST STORY Load Trib w (ft) E.Z. Appl* Span (ft) Line %Location 0.7E (lbs)0.6W (lbs)ρ*Seis Wind E.Z. Wind 2a (ft) E.Z. P (lb) Drag (ft) (Not Applicable) ω1 15.25 Both 30.5 1.00 Offset 93.7 67.2 67.2 6.1 17.25 83 1.00 Offset 17.25 1.00 Above Plate h (ft)= 9 Total 1429 1025 Include Ω for irregularities (above)?No 59 Max opening height (ft)= Apply aspect ratio reduction? Yes 33% Perforated SW? No Shear Length (ft)= Story V (K)= 4653 Opening elevation Force Transfer @ Openings? No Wall DL (psf)= 18 Max allow. drift (in) 2.16 Shear- Wall Length (ft) RoofDL 'w' (ft) FloorDL 'w' (ft) OtherDL 'w' (plf) Tension From Above (lb) Wall Type Sill Type Holdown Strap HD Capacity (Stem/floor config) OTM (wind, seismic) (ft-lb) (0.6- .2SDs) *RM (ft-lb) Aspect Ratio Aspect Ratio Reduc. Seis. Shear (plf) Seis. Wall Cap. (plf) Wind Shear (plf) Wind Wall Cap. (plf) Sill Plate Cap. (plf) Tension (lb) HD Capacity Max Shear- Wall Δ 1.0E (in) Add'l Comments:See attached Hardy Frame Max: LINE: A 1ST STORY Load Trib w (ft) E.Z. Appl* Span (ft) Line %Location 0.7E (lbs)0.6W (lbs)ρ*Seis Wind E.Z. Wind 2a (ft) E.Z. P (lb) Drag (ft) (Not Applicable) ω2 13.5 Both 27 1.00 Offset 172.4 67.2 67.2 6 17.25 135 1.00 Offset 17.25 1.00 Above Plate h (ft)= 9 Total 2327 907 Include Ω for irregularities (above)?No 53 Max opening height (ft)= Apply aspect ratio reduction? Yes 33% Perforated SW? No Shear Length (ft)= 12 Story V (K)= 4653 Opening elevation Force Transfer @ Openings? No Wall DL (psf)= 18 Max allow. drift (in) 2.16 Shear- Wall Length (ft) RoofDL 'w' (ft) FloorDL 'w' (ft) OtherDL 'w' (plf) Tension From Above (lb) Wall Type Sill Type Holdown Strap HD Capacity (Stem/floor config) OTM (wind, seismic) (ft-lb) (0.6- .2SDs) *RM (ft-lb) Aspect Ratio Aspect Ratio Reduc. Seis. Shear (plf) Seis. Wall Cap. (plf) Wind Shear (plf) Wind Wall Cap. (plf) Sill Plate Cap. (plf) Tension (lb) HD Capacity Max Shear- Wall Δ 1.0E (in) 12 P1 S1 DTT2Z 20941 5398 0.75 1.00 194 260 76 365 372 1295 1825 1.25 Add'l Comments:See attached Hardy Frame Calcs - HFX-24x9 STD Max:1.25 Perf/FTAO Wall Info Seis (Load vs. Allow.) 166 Wind (Load vs. Allow.) 232 Timber Framed Shearwall Calculations Line Loads (plf) Loads from above Actual Applied Loads (plf unless noted otherwise) Diaphragm Shear (plf) Timber Framed Shearwall Calculations Perf/FTAO Wall Info Seis (Load vs. Allow.) 166 Wind (Load vs. Allow.) 232 Line Loads (plf) Loads from above Actual Applied Loads (plf unless noted otherwise) Diaphragm Shear (plf) Perf/FTAO Wall Info Seis (Load vs. Allow.) 166 Wind (Load vs. Allow.) 232 Timber Framed Shearwall Calculations Line Loads (plf) Loads from above Actual Applied Loads (plf unless noted otherwise) Diaphragm Shear (plf) Perf/FTAO Wall Info 166 Seis (Load vs. Allow.) Loads from above Timber Framed Shearwall Calculations Line Loads (plf) 232 Wind (Load vs. Allow.) Actual Applied Loads (plf unless noted otherwise) Diaphragm Shear (plf) Page 17AllX ENG DESIGN & ENGINEERING AllX ENG DESIGN & ENGINEERING PROJECT:Harmon St ADUs JOB NO.:A025.033 SUBJECT:SHEAR WALLS ρApplied =1.3 ρi Loc Fp/Fx Roof DL (psf) = 19 (includes seismic snow where occurs) Min Diaphragm Width (ft) = 27 1.30 B-1ST 1.00 Floor DL (psf) = 19 Allowable Seismic Aspect Ratio = 3.5 1.00 ρ calculated in accordance with: Allowable Wind Aspect Ratio = 3.5 1.00 ASCE7-16 Section 12.3.4.2 Comb. Overstrength Factors: (Ω-0.5)=2.50 1.00 No Exception in ASCE 7 12.3.4.2b met? Timber Framed Shearwall CalculationsLINE: B 1ST STORY Load Trib w (ft) E.Z. Appl* Span (ft) Line %Location 0.7E (lbs)0.6W (lbs)ρ*Seis Wind E.Z. Wind 2a (ft) E.Z. P (lb) Drag (ft) (Not Applicable) ω2 13.5 Both 27 1.00 Offset 172.4 67.2 67.2 6 17.25 135 1.00 Offset 17.25 1.00 Above Plate h (ft)= 9 Total 2327 907 Include Ω for irregularities (above)?No 53 Max opening height (ft)= Apply aspect ratio reduction? Yes 33% Perforated SW? No Shear Length (ft)= 8 Story V (K)= 4653 Opening elevation Force Transfer @ Openings? No Wall DL (psf)= 18 Max allow. drift (in) 2.16 Shear- Wall Length (ft) RoofDL 'w' (ft) FloorDL 'w' (ft) OtherDL 'w' (plf) Tension From Above (lb) Wall Type Sill Type Holdown Strap HD Capacity (Stem/floor config) OTM (wind, seismic) (ft-lb) (0.6- .2SDs) *RM (ft-lb) Aspect Ratio Aspect Ratio Reduc. Seis. Shear (plf) Seis. Wall Cap. (plf) Wind Shear (plf) Wind Wall Cap. (plf) Sill Plate Cap. (plf) Tension (lb) HD Capacity Max Shear- Wall Δ 1.0E (in) 8 P2 S2 HDU2 20941 2399 1.13 1.00 291 380 113 520 520 2318 3075 1.52 Add'l Comments:See attached Hardy Frame Max:1.52 Timber Framed Shearwall Calculations Line Loads (plf) Loads from above Actual Applied Loads (plf unless noted otherwise) Diaphragm Shear (plf)Perf/FTAO Wall Info Seis (Load vs. Allow.) 166 Wind (Load vs. Allow.) 232 Page 17.1AllX ENG DESIGN & ENGINEERING AllX ENG DESIGN & ENGINEERING MiTek® Hardy Frame Shear Wall Systems C o p y r i g h t © 2 0 2 2 M i T e k I n c . A l l R i g h t s R e s e r v e d 13 Model Number Net Height H (in) Concrete Compressive Strength f’c (psi) HD Bolt Dia (in) and Grade 3 Applied Axial Load 4 Seismic R=6.5, Cd =4.0 Wind Allowable In-Plane Shear V 5 (lbs) Drift at V 5 (in) Uplift at V 5, 6 (lbs) Allowable In-Plane Shear V 5 (lbs) Drift at V 5 (in) Uplift at V 5, 6 (lbs) HFX-24x9 104 1/4 2,500 1 1/8” STD 1,000 3,140 0.175 17,810 3,525 0.197 20,4903,500 6,500 1 1/8” HS 1,000 5,230 0.294 35,310 6,015 0.338 45,935 3,500 5,910 0.332 44,165 6,500 5,755 0.324 41,850 3,000 1 1/8” STD 1,000 3,140 0.175 17,270 3,620 0.202 20,3803,500 6,500 1 1/8” HS 1,000 5,230 0.294 32,375 6,350 0.357 43,1953,500 6,500 4,000 1 1/8” STD 1,000 3,140 0.175 16,680 3,685 0.206 19,9253,500 6,500 1 1/8” HS 1,000 5,230 0.294 29,900 6,350 0.357 38,1053,500 6,500 HFX-32x9 104 1/4 2,500 7/8” STD 1,000 2,190 0.181 9,320 2,500 0.207 10,630 3,500 1,910 0.158 8,130 1,910 0.158 8,130 6,500 1,205 0.100 5,130 1,205 0.100 5,130 7/8” HS 1,000 2,655 0.220 11,295 2,655 0.220 11,295 3,500 2,065 0.171 8,795 2,065 0.171 8,795 6,500 1,360 0.113 5,795 1,360 0.113 5,795 3,000 7/8” STD 1,000 2,190 0.181 9,320 2,665 0.221 11,350 3,500 2,195 0.182 9,335 6,500 1,490 0.123 6,335 1,490 0.123 6,335 7/8” HS 1,000 3,230 0.268 13,755 3,230 0.268 13,755 3,500 2,645 0.219 11,255 2,645 0.219 11,255 6,500 1,940 0.161 8,255 1,940 0.161 8,255 4,000 7/8” STD 1,000 2,190 0.181 9,320 2,665 0.221 11,350 3,500 2,550 0.211 10,845 6,500 1,845 0.152 7,845 1,845 0.153 7,845 7/8” HS 1,000 3,885 0.322 16,530 4,310 0.357 18,330 3,500 3,720 0.308 15,830 3,720 0.308 15,830 6,500 3,015 0.250 12,830 3,015 0.250 12,830 HFX-44x9 104 1/4 2,500 7/8” STD 1,000 2,745 0.121 8,005 3,405 0.151 9,930 3,500 2,870 0.127 8,365 6,500 1,840 0.081 5,365 1,840 0.081 5,365 7/8”HS 1,000 3,995 0.177 11,645 3,995 0.177 11,645 3,500 3,135 0.139 9,145 3,135 0.139 9,145 6,500 2,105 0.093 6,145 2,105 0.093 6,145 3,000 7/8” STD 1,000 2,745 0.121 8,005 3,405 0.151 9,930 3,500 3,220 0.142 9,385 6,500 2,190 0.096 6,385 2,190 0.097 6,385 7/8” HS 1,000 4,860 0.215 14,175 4,860 0.215 14,175 3,500 4,005 0.177 11,675 4,005 0.177 11,675 6,500 2,975 0.132 8,670 2,975 0.132 8,670 4,000 7/8” STD 1,000 2,745 0.121 8,005 3,405 0.151 9,9303,500 6,500 2,625 0.116 7,655 2,625 0.116 7,655 7/8” HS 1,000 5,260 0.233 15,340 6,525 0.289 19,030 3,500 5,670 0.251 16,530 6,500 4,640 0.206 13,530 4,640 0.205 13,530 HFX-12x10 116 1/4 2,500 1 1/8” STD 1,000 1,175 0.273 19,595 1,175 0.273 19,595 3,500 1,080 0.252 17,005 1,080 0.252 17,005 6,500 965 0.225 14,325 965 0.225 14,325 1 1/8” HS 1,000 1,175 0.274 19,595 1,175 0.275 19,595 3,500 1,080 0.253 17,005 1,080 0.253 17,005 6,500 965 0.226 14,325 965 0.226 14,325 3,000 1 1/8” STD 1,000 1,185 0.276 17,740 1,340 0.313 21,575 3,500 1,325 0.308 21,075 6,500 1,215 0.283 18,375 1 1/8” HS 1,000 1,350 0.316 21,810 1,415 0.331 23,750 3,500 1,325 0.310 21,075 1,325 0.310 21,075 6,500 1,215 0.284 18,375 1,215 0.284 18,375 4,000 1 1/8” STD 1,000 1,185 0.276 16,095 1,485 0.346 21,6153,500 6,500 1 1/8” HS 1,000 1,350 0.316 19,015 1,900 0.444 32,065 3,500 1,805 0.423 29,275 6,500 1,695 0.397 26,380 Table 1.1A MiTek® Hardy Frame® Installation - On Concrete1,2 Page 18 Uplift in LRFD 1429/0.7*2041/3140 = 0.65* = 22.623 Kip T/C - See Enercalc Footing Design Uplift in LRFD 17,810# /0.7 * 1429/3140 = 11.56 Kip T/C - See Enercalc Footing Design VECTOR STRUCTURAL ENGINEERS PROJECT:Harmon St ADUs JOB NO.:A025.033 SUBJECT:FOOTINGS AND FOUNDATIONS EFP 35 psf FOOTINGS f'c 2500 psi Assumed Soil Bearing Pressure fy 60000 psi q= 2000 psf Continuous Footings: Title Width (in)Depth (in)Loads (plf)#4 Bars CF1.5 18 10 3000 2 CF1.8 20 10 3333.333 2 CF2.0 24 12 4000 3 CF2.5 30 12 5000 4 CF3.0 36 12 6000 4 CF3.5 42 12 7000 5 CF4.0 48 12 8000 6 CF1.0 12 12 2000 2 CF1.25 15 12 2500 2 Spread Footings Title Width (in) Depth (in)Loads (lb)#4 Bars F1.5 18 12 4500 2 F2.0 24 12 8000 3 F2.5 30 12 12500 4 F3.0 36 12 18000 4 F3.5 42 12 24500 5 F4.0 48 12 32000 6 F4.5 54 12 40500 6 F5.0 60 12 50000 7 F5.5 66 12 60500 8 Page 19AllX ENG DESIGN & ENGINEERING AllX ENG DESIGN & ENGINEERING Combined Footing LIC# : KW-06018621, Build:20.25.09.04 KPFF (c) ENERCALC, LLC 1982-2025 DESCRIPTION:Hardy Frame Footing Project File: quick calc.ec6 Project Title: Engineer: Project ID: Project Descr: Referenced Design Standard(s) : ACI 318-19 Load Combinations Used : IBC 2018 Code References Governing Code : IBC 2021 General Information Material Properties Analysis/Design Settings YesCalculate footing weight as dead load ? NoCalculate Pedestal weight as dead load ? 2.50 60.0 2,880.95 ksi 145.0 1.0 1.0 pcf Min. Overturning Safety Factor : 1 Ec : Concrete Elastic Modulus Min. Sliding Safety Factor : 1 Concrete Density ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel Ratio per ACI 7.6.1.1 0.0018 0.90 0.750 : Phi Values Flexure : Shear :φ (ratio=Steel Area/Concrete Area) Soil Information Soil Bearing Increase2.660 No 250.0 0.30 18.0 2.660 ksf (Allowable Soil Bearing adjusted for footing weight and depth & width increases as specified by user.) Increases based on footing Depth . . . . Increases based on footing Width . . . Footing base depth below soil surfaceAllowable Soil Bearing ksf Increase Bearing By Footing Weight Coefficient of Soil/Concrete Friction Adjusted Allowable Soil Bearing Soil Passive Sliding Resistance pcf Allowable pressure increase per foot ksf when base of footing is below ft Allowable pressure increase per foot ksf when maximum length or width is greater than ft (Uses entry for "Footing base depth below soil surface" for force) Maximum Allowed Bearing Pressure 10.0 ksf (A value of zero implies no limit) ft Dimensions & Reinforcing Distance Left of Column #1 = = = 2.0 ft Between Columns 2.0 ft Distance Right of Column #2 2.0 ft Total Footing Length = 6.0 Col #1 ft = 4.0Footing Width = ft Pedestal dimensions... Col #2 Sq. Dim.2.0 2.0 in= Height in= in^2 Footing Thickness 30.0 in in^2 Rebar Center to Concrete Edge @ Top 3.0 in Rebar Center to Concrete Edge @ Bottom 3.0 in = = 6.0 6 6.0 6 6.0 6 6.0 6 6.0 6 6.0 6 Bottom Bars Size # As As Count 2.640 2.592 in^2 Req'dProvided 2.592 in^2 Bars Btwn Cols Bottom Bars 2.640 2.640 2.592 in^2 Top Bars in^22.640 0.0 Bars Right of Col #2 Top Bars 2.640 2.592 Top Bars 2.640 2.592 Bottom Bars Bars left of Col #1 Applied Loads Applied @ Left Column Axial Load Downward Moment (+CW) = Shear (+X) = S E HWLD Lr k Applied @ Right Column = k-ft Axial Load Downward k-ft k k Moment (+CW) = Shear (+X) = = 1.0 1.0 11.560 1.0 1.0 -11.560 k Overburden = Page 20 2000*1.33 for Seismic Loading = 2,667 psf Combined Footing LIC# : KW-06018621, Build:20.25.09.04 KPFF (c) ENERCALC, LLC 1982-2025 DESCRIPTION:Hardy Frame Footing Project File: quick calc.ec6 Project Title: Engineer: Project ID: Project Descr: DESIGN SUMMARY Design OK Governing Load CombinationFactor of Safety Item Applied Capacity PASS 0.8352 Soil Bearing 2.222 ksf 2.660 ksf +0.60D+0.70E PASS 1.095 Overturning 32.368 k-ft 35.444 k-ft +0.60D+0.70E PASS No Sliding Sliding 0.0 k 45.085 k No Sliding PASS 1.793 Uplift 8.092 k 14.512 k +0.60D+0.70E Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.01014 Flexure - Right of Col #2 - Top Flexure - Left of Col #1 - Top 0.0 k-ft 0.03276 Flexure - Left of Col #1 - Bottom 10.207 k-ft +1.20D+E PASS 311.536 +0.90D+E PASS k-ft Flexure - Between Cols - Top 311.536-2.902 k-ft0.009314 +0.90D+E k-ft Flexure - Between Cols - Bottom 10.413 k-ft0.03342 311.536 k-ft -3.157 k-ft 311.536 k-ft +1.20D+E PASS 0.005436 Flexure - Right of Col #2 - Bottom 1.694 k-ft 311.536 k-ft +1.20D+1.60Lr PASS 0.1369 1-way Shear - Col #1 5.204 psi 38.030 psi +0.90D+E PASS 0.1369 1-way Shear - Col #2 5.204 psi 38.030 psi +0.90D+E PASS 0.02671 2-way Punching - Col #1 4.006 psi 150.0 psi +0.90D+E 2-way Punching - Col #2 4.760 psi 150.0 psi +1.20D+E No Tension N/APASS PASS 0.0 k-ft PASS 0.03173 Soil Bearing Eccentricity Actual Soil Bearing Stress Actual / Allow Total Bearing @ Left Edge @ Right Edgefrom Ftg CL Allowable RatioLoad Combination... D Only 10.70 0.45 0.45 2.66 0.168k ft ksf ksf ksf0.000 +D+Lr 12.70 0.53 0.53 2.66 0.199k ft ksf ksf ksf0.000 +D+0.750Lr 12.20 0.51 0.51 2.66 0.191k ft ksf ksf ksf0.000 +D+0.70E 10.70 1.20 0.00 2.66 0.450k ft ksf ksf ksf-1.513 +D+0.5250E 10.70 0.95 0.00 2.66 0.359k ft ksf ksf ksf-1.134 +0.60D 6.42 0.27 0.27 2.66 0.101k ft ksf ksf ksf0.000 +0.60D+0.70E 6.42 2.22 0.00 2.66 0.835k ft ksf ksf ksf-2.521 Moments about Left Edge Moments about Right Edgek-ft k-ft Overturning Stability Load Combination... Overturning Resisting Ratio Overturning Resisting Ratio D Only 0.00 0.00 999.000 0.00 0.00 999.000 +D+Lr 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.750Lr 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.70E 32.37 48.28 1.492 16.18 64.47 3.983 +D+0.5250E 24.28 44.24 1.822 12.14 56.38 4.645 +0.60D 0.00 0.00 999.000 0.00 0.00 999.000 +0.60D+0.70E 32.37 35.44 1.095 16.18 51.63 3.190 Sliding Stability Load Combination... Sliding Force Resisting Force Sliding SafetyRatio D Only 0.00 45.09 999kk +D+Lr 0.00 45.69 999kk +D+0.750Lr 0.00 45.54 999kk +D+0.70E 0.00 45.09 999kk +D+0.5250E 0.00 45.09 999kk +0.60D 0.00 43.80 999kk +0.60D+0.70E 0.00 43.80 999kk As Req'd Z-Axis Footing Flexure - Maximum Values for Load Combination TensionDistance Actual As Mu / PhiMn (in^2)(ft-k) (ft-k)(ft) (in^2) byMu from left Side Governed Phi*MnLoad Combination... +0.60D+0.70E 0.000 0.000 0 0.000 0 0.000 0.000 0.000 +0.60D+0.70E 0.000 0.015 0 0.000 0 0.000 0.000 0.000 +0.60D+0.70E 0.000 0.030 0 0.000 0 0.000 0.000 0.000 +0.60D+0.70E 0.000 0.045 0 0.000 0 0.000 0.000 0.000 +0.90D+E 0.017 0.060 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.000 +0.90D+E 0.026 0.075 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.000 Page 21 Combined Footing LIC# : KW-06018621, Build:20.25.09.04 KPFF (c) ENERCALC, LLC 1982-2025 DESCRIPTION:Hardy Frame Footing Project File: quick calc.ec6 Project Title: Engineer: Project ID: Project Descr: As Req'd Z-Axis Footing Flexure - Maximum Values for Load Combination TensionDistance Actual As Mu / PhiMn (in^2)(ft-k) (ft-k)(ft) (in^2) byMu from left Side Governed Phi*MnLoad Combination... +0.90D+E 0.037 0.090 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.000 +0.90D+E 0.051 0.105 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.000 +0.90D+E 0.066 0.120 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.000 +0.90D+E 0.083 0.135 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.000 +0.90D+E 0.102 0.150 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.000 +0.90D+E 0.124 0.165 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.000 +0.90D+E 0.147 0.180 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.000 +0.90D+E 0.172 0.195 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.001 +0.90D+E 0.198 0.210 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.001 +0.90D+E 0.227 0.225 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.001 +0.90D+E 0.257 0.240 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.001 +0.90D+E 0.289 0.255 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.001 +0.90D+E 0.323 0.270 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.001 +0.90D+E 0.359 0.285 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.001 +0.90D+E 0.397 0.300 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.001 +0.90D+E 0.436 0.315 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.001 +0.90D+E 0.477 0.330 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.002 +0.90D+E 0.519 0.345 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.002 +0.90D+E 0.563 0.360 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.002 +0.90D+E 0.609 0.375 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.002 +0.90D+E 0.657 0.390 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.002 +0.90D+E 0.706 0.405 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.002 +0.90D+E 0.756 0.420 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.002 +0.90D+E 0.808 0.435 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.003 +0.90D+E 0.862 0.450 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.003 +0.90D+E 0.917 0.465 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.003 +0.90D+E 0.974 0.480 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.003 +0.90D+E 1.032 0.495 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.003 +0.90D+E 1.092 0.510 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.004 +0.90D+E 1.153 0.525 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.004 +0.90D+E 1.215 0.540 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.004 +0.90D+E 1.279 0.555 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.004 +0.90D+E 1.345 0.570 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.004 +0.90D+E 1.411 0.585 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.005 +0.90D+E 1.479 0.600 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.005 +0.90D+E 1.548 0.615 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.005 +0.90D+E 1.619 0.630 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.005 +0.90D+E 1.691 0.645 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.005 +0.90D+E 1.764 0.660 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.006 +0.90D+E 1.838 0.675 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.006 +0.90D+E 1.914 0.690 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.006 +0.90D+E 1.990 0.705 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.006 +0.90D+E 2.068 0.720 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.007 +0.90D+E 2.147 0.735 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.007 +0.90D+E 2.227 0.750 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.007 +0.90D+E 2.309 0.765 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.007 +0.90D+E 2.391 0.780 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.008 +0.90D+E 2.474 0.795 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.008 +0.90D+E 2.559 0.810 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.008 +0.90D+E 2.644 0.825 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.008 +0.90D+E 2.731 0.840 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.009 +0.90D+E 2.818 0.855 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.009 +0.90D+E 2.907 0.870 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.009 +0.90D+E 2.996 0.885 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.010 +0.90D+E 3.087 0.900 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.010 +0.90D+E 3.178 0.915 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.010 +0.90D+E 3.270 0.930 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.010 +0.90D+E 3.363 0.945 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.011 +0.90D+E 3.457 0.960 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.011 +0.90D+E 3.552 0.975 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.011 +0.90D+E 3.647 0.990 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.012 +0.90D+E 3.744 1.005 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.012 +0.90D+E 3.841 1.020 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.012 Page 22 Combined Footing LIC# : KW-06018621, Build:20.25.09.04 KPFF (c) ENERCALC, LLC 1982-2025 DESCRIPTION:Hardy Frame Footing Project File: quick calc.ec6 Project Title: Engineer: Project ID: Project Descr: As Req'd Z-Axis Footing Flexure - Maximum Values for Load Combination TensionDistance Actual As Mu / PhiMn (in^2)(ft-k) (ft-k)(ft) (in^2) byMu from left Side Governed Phi*MnLoad Combination... +0.90D+E 3.938 1.035 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.013 +0.90D+E 4.037 1.050 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.013 +0.90D+E 4.136 1.065 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.013 +0.90D+E 4.236 1.080 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.014 +0.90D+E 4.337 1.095 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.014 +0.90D+E 4.438 1.110 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.014 +0.90D+E 4.540 1.125 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.015 +0.90D+E 4.643 1.140 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.015 +0.90D+E 4.746 1.155 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.015 +0.90D+E 4.849 1.170 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.016 +0.90D+E 4.954 1.185 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.016 +0.90D+E 5.058 1.200 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.016 +0.90D+E 5.164 1.215 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.017 +0.90D+E 5.269 1.230 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.017 +0.90D+E 5.375 1.245 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.017 +0.90D+E 5.482 1.260 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.018 +0.90D+E 5.589 1.275 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.018 +0.90D+E 5.697 1.290 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.018 +0.90D+E 5.805 1.305 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.019 +0.90D+E 5.913 1.320 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.019 +0.90D+E 6.021 1.335 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.019 +0.90D+E 6.130 1.350 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.020 +0.90D+E 6.239 1.365 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.020 +0.90D+E 6.349 1.380 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.020 +0.90D+E 6.459 1.395 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.021 +0.90D+E 6.569 1.410 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.021 +0.90D+E 6.679 1.425 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.021 +0.90D+E 6.789 1.440 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.022 +0.90D+E 6.900 1.455 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.022 +0.90D+E 7.011 1.470 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.023 +0.90D+E 7.122 1.485 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.023 +0.90D+E 7.233 1.500 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.023 +0.90D+E 7.344 1.515 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.024 +0.90D+E 7.455 1.530 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.024 +0.90D+E 7.567 1.545 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.024 +0.90D+E 7.678 1.560 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.025 +0.90D+E 7.789 1.575 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.025 +0.90D+E 7.901 1.590 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.025 +0.90D+E 8.012 1.605 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.026 +0.90D+E 8.124 1.620 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.026 +0.90D+E 8.235 1.635 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.026 +0.90D+E 8.346 1.650 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.027 +0.90D+E 8.457 1.665 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.027 +0.90D+E 8.568 1.680 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.028 +0.90D+E 8.679 1.695 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.028 +0.90D+E 8.790 1.710 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.028 +0.90D+E 8.900 1.725 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.029 +0.90D+E 9.011 1.740 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.029 +0.90D+E 9.121 1.755 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.029 +0.90D+E 9.231 1.770 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.030 +0.90D+E 9.340 1.785 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.030 +0.90D+E 9.450 1.800 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.030 +0.90D+E 9.559 1.815 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.031 +0.90D+E 9.668 1.830 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.031 +0.90D+E 9.776 1.845 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.031 +0.90D+E 9.884 1.860 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.032 +0.90D+E 9.992 1.875 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.032 +0.90D+E 10.100 1.890 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.032 +0.90D+E 10.207 1.905 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.033 +0.90D+E 10.314 1.920 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.033 +0.90D+E 10.408 1.935 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.033 +0.90D+E 10.486 1.950 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.034 +0.90D+E 10.546 1.965 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.034 Page 23 Combined Footing LIC# : KW-06018621, Build:20.25.09.04 KPFF (c) ENERCALC, LLC 1982-2025 DESCRIPTION:Hardy Frame Footing Project File: quick calc.ec6 Project Title: Engineer: Project ID: Project Descr: As Req'd Z-Axis Footing Flexure - Maximum Values for Load Combination TensionDistance Actual As Mu / PhiMn (in^2)(ft-k) (ft-k)(ft) (in^2) byMu from left Side Governed Phi*MnLoad Combination... +0.90D+E 10.589 1.980 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.034 +0.90D+E 10.615 1.995 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.034 +0.90D+E 10.624 2.010 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.034 +0.90D+E 10.616 2.025 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.034 +0.90D+E 10.591 2.040 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.034 +0.90D+E 10.549 2.055 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.034 +0.90D+E 10.489 2.070 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.034 +0.90D+E 10.413 2.085 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.033 +0.90D+E 10.329 2.100 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.033 +0.90D+E 10.246 2.115 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.033 +0.90D+E 10.162 2.130 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.033 +0.90D+E 10.077 2.145 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.032 +0.90D+E 9.993 2.160 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.032 +0.90D+E 9.908 2.175 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.032 +0.90D+E 9.823 2.190 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.032 +0.90D+E 9.737 2.205 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.031 +0.90D+E 9.652 2.220 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.031 +0.90D+E 9.565 2.235 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.031 +0.90D+E 9.479 2.250 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.030 +0.90D+E 9.392 2.265 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.030 +0.90D+E 9.306 2.280 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.030 +0.90D+E 9.218 2.295 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.030 +0.90D+E 9.131 2.310 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.029 +0.90D+E 9.043 2.325 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.029 +0.90D+E 8.955 2.340 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.029 +0.90D+E 8.866 2.355 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.028 +0.90D+E 8.778 2.370 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.028 +0.90D+E 8.689 2.385 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.028 +0.90D+E 8.599 2.400 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.028 +0.90D+E 8.510 2.415 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.027 +0.90D+E 8.420 2.430 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.027 +0.90D+E 8.330 2.445 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.027 +0.90D+E 8.239 2.460 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.026 +0.90D+E 8.149 2.475 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.026 +0.90D+E 8.058 2.490 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.026 +0.90D+E 7.966 2.505 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.026 +0.90D+E 7.875 2.520 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.025 +0.90D+E 7.783 2.535 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.025 +0.90D+E 7.691 2.550 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.025 +0.90D+E 7.598 2.565 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.024 +0.90D+E 7.505 2.580 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.024 +0.90D+E 7.412 2.595 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.024 +0.90D+E 7.319 2.610 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.023 +0.90D+E 7.225 2.625 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.023 +0.90D+E 7.131 2.640 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.023 +0.90D+E 7.037 2.655 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.023 +0.90D+E 6.942 2.670 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.022 +0.90D+E 6.847 2.685 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.022 +0.90D+E 6.752 2.700 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.022 +0.90D+E 6.657 2.715 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.021 +0.90D+E 6.561 2.730 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.021 +0.90D+E 6.465 2.745 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.021 +0.90D+E 6.369 2.760 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.020 +0.90D+E 6.272 2.775 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.020 +0.90D+E 6.175 2.790 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.020 +0.90D+E 6.078 2.805 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.020 +0.90D+E 5.980 2.820 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.019 +0.90D+E 5.883 2.835 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.019 +0.90D+E 5.784 2.850 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.019 +0.90D+E 5.686 2.865 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.018 +0.90D+E 5.587 2.880 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.018 +0.90D+E 5.488 2.895 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.018 +0.90D+E 5.389 2.910 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.017 Page 24 Combined Footing LIC# : KW-06018621, Build:20.25.09.04 KPFF (c) ENERCALC, LLC 1982-2025 DESCRIPTION:Hardy Frame Footing Project File: quick calc.ec6 Project Title: Engineer: Project ID: Project Descr: As Req'd Z-Axis Footing Flexure - Maximum Values for Load Combination TensionDistance Actual As Mu / PhiMn (in^2)(ft-k) (ft-k)(ft) (in^2) byMu from left Side Governed Phi*MnLoad Combination... +0.90D+E 5.290 2.925 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.017 +0.90D+E 5.190 2.940 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.017 +0.90D+E 5.090 2.955 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.016 +0.90D+E 4.989 2.970 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.016 +0.90D+E 4.888 2.985 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.016 +0.90D+E 4.787 3.000 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.015 +0.90D+E 4.686 3.015 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.015 +0.90D+E 4.584 3.030 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.015 +0.90D+E 4.483 3.045 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.014 +0.90D+E 4.380 3.060 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.014 +0.90D+E 4.278 3.075 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.014 +0.90D+E 4.175 3.090 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.013 +0.90D+E 4.072 3.105 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.013 +0.90D+E 3.969 3.120 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.013 +0.90D+E 3.865 3.135 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.012 +0.90D+E 3.761 3.150 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.012 +0.90D+E 3.657 3.165 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.012 +0.90D+E 3.552 3.180 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.011 +0.90D+E 3.447 3.195 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.011 +0.90D+E 3.342 3.210 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.011 +0.90D+E 3.237 3.225 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.010 +0.90D+E 3.131 3.240 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.010 +0.90D+E 3.025 3.255 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.010 +0.90D+E 2.919 3.270 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.009 +0.90D+E 2.812 3.285 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.009 +0.90D+E 2.705 3.300 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.009 +0.90D+E 2.598 3.315 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.008 +0.90D+E 2.491 3.330 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.008 +0.90D+E 2.383 3.345 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.008 +0.90D+E 2.275 3.360 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.007 +0.90D+E 2.166 3.375 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.007 +0.90D+E 2.058 3.390 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.007 +0.90D+E 1.949 3.405 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.006 +0.90D+E 1.839 3.420 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.006 +0.90D+E 1.730 3.435 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.006 +0.90D+E 1.620 3.450 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.005 +0.90D+E 1.510 3.465 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.005 +1.20D+1.60Lr 1.508 3.480 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.005 +1.20D+1.60Lr 1.514 3.495 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.005 +1.20D+1.60Lr 1.521 3.510 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.005 +1.20D+1.60Lr 1.529 3.525 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.005 +1.20D+1.60Lr 1.536 3.540 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.005 +1.20D+1.60Lr 1.544 3.555 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.005 +1.20D+1.60Lr 1.552 3.570 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.005 +1.20D+1.60Lr 1.560 3.585 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.005 +1.20D+1.60Lr 1.568 3.600 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.005 +1.20D+1.60Lr 1.577 3.615 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.005 +1.20D+1.60Lr 1.585 3.630 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.005 +1.20D+1.60Lr 1.594 3.645 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.005 +1.20D+1.60Lr 1.603 3.660 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.005 +1.20D+1.60Lr 1.613 3.675 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.005 +1.20D+1.60Lr 1.622 3.690 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.005 +1.20D+1.60Lr 1.632 3.705 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.005 +1.20D+1.60Lr 1.642 3.720 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.005 +1.20D+E -1.718 3.735 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.006 +1.20D+E -1.814 3.750 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.006 +1.20D+E -1.911 3.765 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.006 +1.20D+E -2.009 3.780 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.006 +1.20D+E -2.106 3.795 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.007 +1.20D+E -2.204 3.810 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.007 +1.20D+E -2.303 3.825 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.007 +1.20D+E -2.402 3.840 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.008 +1.20D+E -2.501 3.855 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.008 Page 25 Combined Footing LIC# : KW-06018621, Build:20.25.09.04 KPFF (c) ENERCALC, LLC 1982-2025 DESCRIPTION:Hardy Frame Footing Project File: quick calc.ec6 Project Title: Engineer: Project ID: Project Descr: As Req'd Z-Axis Footing Flexure - Maximum Values for Load Combination TensionDistance Actual As Mu / PhiMn (in^2)(ft-k) (ft-k)(ft) (in^2) byMu from left Side Governed Phi*MnLoad Combination... +1.20D+E -2.600 3.870 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.008 +1.20D+E -2.700 3.885 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.009 +1.20D+E -2.801 3.900 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.009 +1.20D+E -2.902 3.915 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.009 +1.20D+E -2.997 3.930 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.010 +1.20D+E -3.079 3.945 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.010 +1.20D+E -3.148 3.960 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.010 +1.20D+E -3.203 3.975 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.010 +1.20D+E -3.244 3.990 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.010 +1.20D+E -3.272 4.005 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.011 +1.20D+E -3.286 4.020 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.011 +1.20D+E -3.287 4.035 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.011 +1.20D+E -3.274 4.050 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.011 +1.20D+E -3.247 4.065 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.010 +1.20D+E -3.207 4.080 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.010 +1.20D+E -3.157 4.095 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.010 +1.20D+E -3.108 4.110 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.010 +1.20D+E -3.059 4.125 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.010 +1.20D+E -3.010 4.140 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.010 +1.20D+E -2.962 4.155 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.010 +1.20D+E -2.914 4.170 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.009 +1.20D+E -2.866 4.185 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.009 +1.20D+E -2.819 4.200 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.009 +1.20D+E -2.772 4.215 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.009 +1.20D+E -2.726 4.230 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.009 +1.20D+E -2.680 4.245 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.009 +1.20D+E -2.634 4.260 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.008 +1.20D+E -2.589 4.275 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.008 +1.20D+E -2.544 4.290 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.008 +1.20D+E -2.500 4.305 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.008 +1.20D+E -2.456 4.320 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.008 +1.20D+E -2.412 4.335 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.008 +1.20D+E -2.369 4.350 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.008 +1.20D+E -2.326 4.365 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.007 +1.20D+E -2.283 4.380 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.007 +1.20D+E -2.241 4.395 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.007 +1.20D+E -2.199 4.410 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.007 +1.20D+E -2.158 4.425 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.007 +1.20D+E -2.117 4.440 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.007 +1.20D+E -2.077 4.455 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.007 +1.20D+E -2.037 4.470 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.007 +1.20D+E -1.997 4.485 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.006 +1.20D+E -1.958 4.500 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.006 +1.20D+E -1.919 4.515 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.006 +1.20D+E -1.880 4.530 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.006 +1.20D+E -1.842 4.545 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.006 +1.20D+E -1.804 4.560 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.006 +1.20D+E -1.767 4.575 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.006 +1.20D+E -1.730 4.590 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.006 +1.20D+E -1.693 4.605 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.005 +1.20D+E -1.657 4.620 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.005 +1.20D+E -1.621 4.635 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.005 +1.20D+E -1.586 4.650 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.005 +1.20D+E -1.551 4.665 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.005 +1.20D+E -1.516 4.680 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.005 +1.20D+E -1.482 4.695 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.005 +1.20D+E -1.448 4.710 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.005 +1.20D+E -1.414 4.725 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.005 +1.20D+E -1.381 4.740 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.004 +1.20D+E -1.349 4.755 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.004 +1.20D+E -1.316 4.770 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.004 +1.20D+E -1.284 4.785 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.004 +1.20D+E -1.253 4.800 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.004 Page 26 Combined Footing LIC# : KW-06018621, Build:20.25.09.04 KPFF (c) ENERCALC, LLC 1982-2025 DESCRIPTION:Hardy Frame Footing Project File: quick calc.ec6 Project Title: Engineer: Project ID: Project Descr: As Req'd Z-Axis Footing Flexure - Maximum Values for Load Combination TensionDistance Actual As Mu / PhiMn (in^2)(ft-k) (ft-k)(ft) (in^2) byMu from left Side Governed Phi*MnLoad Combination... +1.20D+E -1.222 4.815 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.004 +1.20D+E -1.191 4.830 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.004 +1.20D+E -1.161 4.845 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.004 +1.20D+E -1.131 4.860 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.004 +1.20D+E -1.101 4.875 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.004 +1.20D+E -1.072 4.890 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.003 +1.20D+E -1.043 4.905 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.003 +1.20D+E -1.015 4.920 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.003 +1.20D+E -0.987 4.935 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.003 +1.20D+E -0.959 4.950 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.003 +1.20D+E -0.932 4.965 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.003 +1.20D+E -0.905 4.980 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.003 +1.20D+E -0.879 4.995 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.003 +1.20D+E -0.853 5.010 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.003 +1.20D+E -0.827 5.025 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.003 +1.20D+E -0.802 5.040 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.003 +1.20D+E -0.777 5.055 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.002 +1.20D+E -0.752 5.070 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.002 +1.20D+E -0.728 5.085 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.002 +1.20D+E -0.705 5.100 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.002 +1.20D+E -0.681 5.115 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.002 +1.20D+E -0.659 5.130 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.002 +1.20D+E -0.636 5.145 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.002 +1.20D+E -0.614 5.160 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.002 +1.20D+E -0.592 5.175 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.002 +1.20D+E -0.571 5.190 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.002 +1.20D+E -0.550 5.205 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.002 +1.20D+E -0.529 5.220 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.002 +1.20D+E -0.509 5.235 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.002 +1.20D+E -0.489 5.250 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.002 +1.20D+E -0.470 5.265 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.002 +1.20D+E -0.451 5.280 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.001 +1.20D+E -0.432 5.295 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.001 +1.20D+E -0.414 5.310 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.001 +1.20D+E -0.396 5.325 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.001 +1.20D+E -0.379 5.340 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.001 +1.20D+E -0.362 5.355 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.001 +1.20D+E -0.345 5.370 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.001 +1.20D+E -0.329 5.385 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.001 +1.20D+E -0.313 5.400 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.001 +1.20D+E -0.298 5.415 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.001 +1.20D+E -0.283 5.430 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.001 +1.20D+E -0.268 5.445 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.001 +1.20D+E -0.254 5.460 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.001 +1.20D+E -0.240 5.475 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.001 +1.20D+E -0.226 5.490 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.001 +1.20D+E -0.213 5.505 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.001 +1.20D+E -0.200 5.520 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.001 +1.20D+E -0.188 5.535 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.001 +1.20D+E -0.176 5.550 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.001 +1.20D+E -0.165 5.565 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.001 +1.20D+E -0.153 5.580 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.000 +1.20D+E -0.143 5.595 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.000 +1.20D+E -0.132 5.610 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.000 +1.20D+E -0.122 5.625 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.000 +1.20D+E -0.113 5.640 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.000 +1.20D+E -0.104 5.655 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.000 +1.20D+E -0.095 5.670 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.000 +1.20D+E -0.086 5.685 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.000 +1.20D+E -0.078 5.700 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.000 +1.20D+E -0.071 5.715 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.000 +1.20D+E -0.063 5.730 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.000 +1.20D+E -0.057 5.745 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.000 Page 27 Combined Footing LIC# : KW-06018621, Build:20.25.09.04 KPFF (c) ENERCALC, LLC 1982-2025 DESCRIPTION:Hardy Frame Footing Project File: quick calc.ec6 Project Title: Engineer: Project ID: Project Descr: As Req'd Z-Axis Footing Flexure - Maximum Values for Load Combination TensionDistance Actual As Mu / PhiMn (in^2)(ft-k) (ft-k)(ft) (in^2) byMu from left Side Governed Phi*MnLoad Combination... +1.20D+E -0.050 5.760 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.000 +1.20D+E -0.044 5.775 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.000 +1.20D+E -0.038 5.790 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.000 +1.20D+E -0.033 5.805 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.000 +1.20D+E -0.028 5.820 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.000 +1.20D+E -0.024 5.835 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.000 +1.20D+E -0.020 5.850 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.000 +1.20D+E -0.016 5.865 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.000 +1.20D+E -0.013 5.880 Top 2.592 ACI 7.6.1.1 2.640 311.536 0.000 +1.20D+E 0.000 5.895 0 0.000 0 0.000 0.000 0.000 +1.20D+E 0.000 5.910 0 0.000 0 0.000 0.000 0.000 +1.20D+E 0.000 5.925 0 0.000 0 0.000 0.000 0.000 +1.20D+E 0.000 5.940 0 0.000 0 0.000 0.000 0.000 +1.20D+E 0.000 5.955 0 0.000 0 0.000 0.000 0.000 +1.20D+E 0.000 5.970 0 0.000 0 0.000 0.000 0.000 +1.20D+E 0.000 5.985 0 0.000 0 0.000 0.000 0.000 +1.20D+E 0.000 6.000 0 0.000 0 0.000 0.000 0.000 One Way Shear Left of Column #1 Φ vnLoad Combination...vu Right of Column #1 Left of Column #2 Right of Column #2 vu / (psi) (psi)Φ vn vu vu vuΦ vn Φ vn Φ vnvu / vu /vu / (psi) (psi) (psi) (psi) (psi) (psi)Φ vn Φ vn Φ vn +1.40D 0.0 0.0 38.0 0.000 38.0 0.0000.0 0.038.0 0.000 0.000 38.0 +1.20D+0.50Lr 0.0 0.0 38.0 0.000 38.0 0.0000.0 0.038.0 0.000 0.000 38.0 +1.20D 0.0 0.0 38.0 0.000 38.0 0.0000.0 0.038.0 0.000 0.000 38.0 +1.20D+1.60Lr 0.0 0.0 38.0 0.000 38.0 0.0000.0 0.038.0 0.000 0.000 38.0 +1.20D+E 0.0 4.2 38.0 0.000 38.0 0.1110.0 4.238.0 0.000 0.111 38.0 +0.90D 0.0 0.0 38.0 0.000 38.0 0.0000.0 0.038.0 0.000 0.000 38.0 +0.90D+E 0.0 5.2 38.0 0.000 38.0 0.1370.0 5.238.0 0.000 0.137 38.0 Two Way Shear Load Combination...vu Column #1 Column #2 (psi) vuΦ vn Φ vnvu /vu / (psi) (psi) (psi)Φ vn Φ vn +1.40D 0.2 150.0 0.0010.2150.0 0.001 +1.20D+0.50Lr 0.3 150.0 0.0020.3150.0 0.002 +1.20D 0.2 150.0 0.0010.2150.0 0.001 +1.20D+1.60Lr 0.5 150.0 0.0030.5150.0 0.003 +1.20D+E 3.4 150.0 0.0324.8150.0 0.023 +0.90D 0.1 150.0 0.0010.1150.0 0.001 +0.90D+E 4.0 150.0 0.0314.6150.0 0.027 Page 28 A3 ( 4 ) A2 ( 3 ) A2 ( 7 ) A1 A4 A3 A3 8- 0 - 0 8- 0 - 0 27-0-0 QUALITY AUDITED BY TIMBER PRODUCTS (J1). (J1). F A U A/A ALARCON NEW ACCESSORY DWELLING UNIT933 S HARMON ST. UNIT #2SANTA ANA, CA 92704 A3ADRAG 2327# 3 3 3 3 Job Number: Checked By: Designed By: Adrian Orduno NOTES: 1.) REFER TO INDIVIDUAL TRUSS ......DRAWINGS FOR ADDITIONAL INFO. 2.) DIMENSIONS SHOWN ARE FROM ......FACE OF STUD OF BEARING WALLS. 3.) DIMENSIONAL VERIFICATION IS THE ......RESPONSIBILITY OF THE SITE ......CONTRACTOR AND/OR ARCHITECT. 4.) ALL INTERIOR HEADERS TO BE ......DROPPED EXCEPT AS NOTED. 5.) ALL TRUSSES MUST BE SPACED AT ......A MAXIMUM OF 24'' OC UNLESS ......OTHERWISE NOTED. 6.) *DO NOT CUT, DRILL, OR ALTER ......*ANY TRUSS WITHOUT WRITTEN ......*CONSENT FROM A REGISTERED ......*ENGINEER. TH I S I S A T R U S S P L A C E M E N T D I A G R A M O N L Y ! Th e s e t r u s s e s a r e d e s i g n e d a s i n d i v i d u a l b u i l d i n g c o m p o n e n t s t o b e i n c o r p o r a t e d i n t o t h e b u i l d i n g d e s i g n a t t h e s p e c i f i c a t i o n o f t h e B u i l d i n g De s i g n e r . S e e i n d i v i d u a l d e s i g n s h e e t s f o r e a c h t r u s s d e s i g n i d e n t i f i e d o n t h e p l a c e m e n t d r a w i n g . T h e b u i l d i n g d e s i g n e r i s r e s p o n s i b l e f o r : 1) T e m p o r a r y a n d p e r m a n e n t b r a c i n g o f t h e r o o f a n d f l o o r s y s t e m a n d f o r t h e o v e r a l l s t r u c t u r e ; 2 ) T h e d e s i g n o f t h e e n t i r e t r u s s s u p p o r t s t r u c t u r e in c l u d i n g b u t n o t l i m i t e d t o h e a d e r s , b e a m s , w a l l s , a n d c o l u m n s ; 3 ) A l l t r u s s - t o - s t r u c t u r e c o n n e c t i o n s ; 4 ) V e r i f i c a t i o n o f d e s i g n c r i t e r i a i n c l u d i n g lo a d i n g a n d c o m p l i a n c e w i t h d e s i g n d o c u m e n t s ; 5 ) A n y o t h e r r e s p o n s i b i l i t i e s a s o u t l i n e d i n t h e g o v e r n i n g c o d e s a n d s t a n d a r d s . Fo r a d d i t i o n a l g u i d a n c e s e e t h e l a t e s t a d o p t e d j u r i s d i c t i o n a l p u b l i c a t i o n s a n d / o r v i s i t w w w . t p i n s t . o r g ( U S A ) o r w w w . t p i c . c a ( C A N A D A ) . CU S T O M E R N A M E : AL A R C O N PR O J E C T : P- 4 6 8 DA T E : 10 / 2 4 / 2 5 FI L E N A M E : 1- A . t d l L a y o u t RE V I S I O N : DA T E : BY : RE V I S I O N : DA T E : BY : RE V I S I O N : DA T E : BY : CONFORMS TO DESIGN CONCEPT CONFROMS TO DEISGN CONCEPT WITH REVISIONS AS SHOWN NON-CONFORMING - REVISE AND RE-SUBMIT THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE FABRICATOR/VENDOR OF RESPONSIBILITY FOR NECROMANCER WITH DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY OVER THIS SHOP DRAWINGS By: Alexis Sanchez Date: 03/26/2026 AllX ENG DESIGN & ENGINEERING CONFORMS TO DESIGN CONCEPT CONFROMS TO DEISGN CONCEPT WITH REVISIONS AS SHOWN NON-CONFORMING - REVISE AND RE-SUBMIT THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE FABRICATOR/VENDOR OF RESPONSIBILITY FOR NECROMANCER WITH DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY OVER THIS SHOP DRAWINGS By: Alexis Sanchez Date: 03/26/2026 AllX ENG DESIGN & ENGINEERING Component SolutionSTM Important Information & G rmalhi ptft Budding Age cy General Notes a _Appl"OV Symbols and Nomenclature 1. Each Truss Design Drawing (TDD) provided with this sheet has been 5X7 Plate size; the first digit i th�� �;�ToI,�jN E prepared in conformance with ANSI/TPI 1. Refer to ANSI/TPI 1 Chapter 2 for the and the second digit is the plate length (parallel to the slots). responsibilities of all parties involved, which include but are not limited to the responsibilities listed on this sheet, and for the definitions of all capitalized terms referenced in this document. 5X7-18 -18, -18S5, or -18S6 folio iving the plate size indicates different 2. TDDs should not be assumed to be to scale. 18 gauge plate types. Master ID: 3. The Contractor and Building Designer shall review and approve the These symbols following Qf IWe size indicate the direction of Truss Submittal Package. 4. The suitability and use of the component depicted on the TDD for any II = Q i the plate length (and tootp slots) for square and nearly square particular building design is the responsibility of the Building Designer. plates. 5. The Building Designer is responsible for the anchorage of the truss at all bearing locations as required to resist uplift, gravity and lateral loads, and for all 10-3-14 Dimensions are shown in feet -inches -sixteenths (for this Truss -to -Structural Element connections except Truss -to -Truss connections. example, the dimension is 10'-3 14/16"). 6. The Building Designer shall ensure that the supporting structure can accommodate the vertical and/or horizontal truss deflections. Joints are numbered left to right, first along the top chord and 7. Unless specifically stated otherwise, each Design assumes trusses will 2 then along the bottom chord. Mid -panel splice joint numbers be adequately protected from the environment and will not be used in are not shown on the drawing. Members are identified using corrosive environments unless protected using an approved method. This their end joint numbers (e.g., TC 2-3). includes not being used in locations where the sustained temperature is greater than 150°F. When this symbol is shown, permanent lateral restraint is 8. Trusses are designed to carry loads within their plane. Any out -of- required. Lateral restraint may be applied to either edge of the plane loads must be resisted by the Permanent Building Stability Bracing. \`\ member. See Note 3 under Handling, Installing, Restraint & 9. Design dead loads must account for all materials, including self -weight. Bracing for more information. The TDD notes will indicate the min. pitch above which the dead loads are automatically increased for pitch effects. Bearing supports (wall, beam, etc.), locations at which the 10. Trusses installed with roof slopes less than 0.25/12 may experience truss is required to have full bearing. Minimum required (but are not designed for) ponding. The Building Designer must ensure that bearing width for the given reactions are reported on the TDD. adequate drainage is provided to prevent ponding. Required bearing widths are based on the truss material and 11. Camber is a non-structural consideration and is the responsibility of truss indicated PSI of the support material. The Building Designer is fabricator. responsible for verifying that the capacity of the support material exceeds the indicated PSI, and for all other bearing Handling, Installing, Restraint & Bracing design considerations. 1. The Contractor is responsible for the proper handling, erection, restraint and bracing of the Trusses. In lieu of job -specific details, refer to BCSI. 2. ANSI/TPI 1 stipulates that for trusses spanning 60' or greater, the Truss -to -Truss or Truss -to -Structural Element connection, Owner shall contract with any Registered Design Professional for the design which require a hanger or other structural connection (e.g., and inspection of the temporary and permanent truss restraint and bracing. W2 toe -nail) that has adequate capacity to resist the maximum Simpson Strong -Tie is not responsible for providing these services. reactions specified in the Reaction Summary. Structural 3. Trusses require permanent lateral restraint to be applied to chords and connection type is not limited by type shown on TDD. Toe - certain web members (when indicated) at the locations or intervals indicated on nails may be used where hanger type shown where allowed by the TDD. Web restraints are to be located at mid points, or third points of the detail or other connection design information. Design of the member and chord purlins are not to exceed the spacing specified by the TDD. Structural Element and the connection of the Truss to a Chords shown without bracing indicated are assumed to be continuously Structural Element is by others. braced by sheathing or drywall. Permanent lateral restraint shall be accomplished in accordance with: standard industry lateral restraint/bracing details in BCSI-133 or BCSI-B7, supplemental bracing details referenced on the Note: These symbols are for graphical interpretation only; they are not TDD, or as specified in a project -specific truss permanent bracing plan provided intended to give any indication of the geometry requirements of the by the Building Designer. actual item that is represented. 4. Additional building stability permanent bracing shall be installed as specified in the Construction Documents. Materials and Fabrication 5. Special end wall bracing design considerations may be required if a flat gable end frame is used with adjacent trusses that have sloped bottom 1. Design assumes truss is manufactured in accordance with the chords (see BCSI-B3). TDD and the quality criteria in ANSI/TPI 1 Chapter 3, unless more 6. Do not cut, drill, trim, or otherwise alter truss members or plates without restrictive criteria are part of the contract specifications. prior written approval of an engineer, unless specifically noted on the TDD. 2. Unless specifically stated, lumber shall not exceed 19% 7. Piggyback assemblies shall be braced as per BCSI-133 unless otherwise moisture content at time of fabrication or in service. specified in the Construction Documents. 3. Design is not applicable for use with fire retardant, preservative 8. For floor trusses, when specified, Strongbacking shall be installed per treated or green lumber unless specifically stated on the TDD. BCSI-137 unless otherwise specified in the Construction Documents. 4. Plate type, size, orientation and location indicated are based on 9. For IBC 2021 and newer, truss chords without a diaphragm require a project the specified design parameters. Larger plate sizes may be specific bracing design prepared by a registered design professional. substituted in accordance with ANSI/TPI, Section 3.6.3. Plates shall be embedded within ANSI/TPI 1 tolerances on both faces of the truss at each joint, unless noted otherwise. 5. Truss plates shall be centered on the joint unless otherwise specified. Referenced Standards ANSIITPI 1: National Design Standard for Metal Plate Connected Wood Truss Construction, a Truss Plate Institute publication (www.tpinst.org). BCSI: Guide to Good Practice for Handling, Installing, Restraining & Bracing Metal Plate Connected Wood Trusses, a joint publication of the Truss Plate Institute (www.tpinst.org ) and the Structural Building Components Association (www.sbcindustry.com ). DSB-89 Recommended Design Specification for Temporary Bracing of Metal Plate Connected Wood Trusses, a Truss Plate Institute publication (www.tpinst.org ). NDS: National Design Specification for Wood Construction published by American Forest & Paper Association and American Wood Council. ESR-2762 Simpson Strong -Tie® AS Truss Plates are covered under ESR-2762 published by the International Code Council Evaluation Service (www.icc-es.org ). TD-GEN-0003A 5/2019 P-468 -ALARCON NEW ACCESSORY DWELLING UNIT Qty: 1 PlanningrmdABuilding Age Customer: ALARCON SID: 0003867469 TID: 293703 Truss Mfr. Contact: Adrian Orduno 0 4/25 ApprRvem 2-Ply 1-6-0 7-3-7 6-2-9 6-2-9 7 3-7 1-6-0 8-7 7-3-7 13-6-0 19-9 2 0-0�� 1 2 3 4 5 Master ID: 6 10226# 10226# Date: 3x10 3/12 -3/12 4x4 - 4x4 - m � m , o 3-14 3x12 , 3x12 3-14 Z =Q Z 4x10 6x10-18 Typical plate: 1.5x3 7-3-7 6-2-9 6-2-9 7-3-7 I } I 7-3-7 13-6-0 19-8-9 27-0-0 1 J 7 8 9 6 J r 27-0-0 Truss Weight = 261.9 lb Code/Design: CBC-2022/TPI-2014 -----------Snow Load Specs ---------- ----------Wind Load Specs ---------- -------Additional Design Checks------ PSF Live Dead Dux Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 120 mph 10 psf Non -Concurrent BCLL: Yes TC 20.0 18.0 Live Wind Snow Risk Cat: II Terrain Cat: C Risk Cat: II Exposure Cat: C 20 psf BC Limited .Storage: Yes BC 0.0 10.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 49.7 It B = 27.0 ft 200 lb BC Accessible Ceiling: No Total 48.0 Pit 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h)= 15.0ft Kzt = 1.0 Ke = 1.00 300 in TC Maintenance Load: No Spacing: 2-00-00 c.c. Plies: 2 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: No Low -Slope Minimums(Pfmin): No Wind DL(psf): TC = 10.8 BC = 6.0 Unbalanced TCLL: Yes Green Lumber: Yes Wet Service: Yes Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 20% Creep (Kcr) = 3.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS OH Soffit Load: 2.0 psf C&C End Zone: 3-00-00 Material Summary Reaction Summary Deflection Summary TC 2x4 DFL #1B --------------eaction Summary (Lbs)---------------- R 'TrussSpan Limit Actual(in) Location SC 2x4 DFL #1B Jet --X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/240 L/9991-0.22) 7- 8 Webs 2x4 DFL Std/Stud 1 02-12 2447 0 05-08 01-15 DFL 971 Vert DL L/120 L/999(-0.31) 8- 9 FC 2x4 DFL Std/Stud 6 26-09-04 2447 0 05-08 01-15 DFL 471 Vert CR L/180 L/384(-0.83) 8- 9 Max Boris = -36 / +36 at Joint 1 Horz LL 0.75in ( 0.06) @it 6 Member Forces Summary Horz CR I.25in 0.21) @Jt 6 Max CSI in TC PANEL 2 - 3 0.79 Loads Summary Chug CR 2L/180 2L/999(-0.01) 1- 1 Max CSI in BC PANEL 7 - 8 0.67 This truss has been designed for the effects of an unbalanced top chord Chug CR 2L/180 2L/999(-0.01) 6- 6 Max CSI in Web 2 - 8 0.41 live load occurring at [13-06-00] using a 1.00 Full and 0.00 Reduced load Bracing Data Summary factor. ------------Bracing Data ------------ ..Mem... Ten Comp .CSI. See Loadcase Report for load combinations and additional details. Chords; continuous except where shown TC OH- 1 34 0 0.10 Loads based on maximum and minimum reactions from tie-in spans Web Bracing -- None 1- 2 0 7856 0.74 Mbr Max Min Location Dir Description 2- 3 0 5371 0.79 User loads: Plate offsets (X, Y): 3- 5 0 5371 0.78 TC 1026 32 8-00-00 Vert User @ 90 Deg (None unless indicated below) 5- 6 0 7856 0.74 TC 1026 32 19-00-00 Vert User @ 90 Deg Jnt9(0,-00-08) 6-OH 34 0 0.10 BC 1- 7 7571 0 0.65 2-PLY TRUSS Fastener Spacing 6- 9 7571 0 0.65 Fasten each ply to the adjacent ply as follows(rows staggered): 7- 8 7571 0 O 6 TC 2x4, 1-row(s) of 0.131" dia. x 3.0" Nails @ 12.0" c.c.** 8- 9 7571 0 0.67 BC 2x4, 1-row(s) of 0.131" dia. x 3.0" Nails @ 12.0" c.c. Web 2- 7 190 0 0.03 WE 2x4, 1-row(s) of 0.131" dia. x 3.0" Nails @ 9.0" c.c. 2- 8 0 2811 0.41 .* Use additional fasteners of the same type (u.n.o.) within +/-12" of 3- 8 1790 0 0.33 the location(s) indicated (except where approved hangers are used with 5- 8 0 2811 0.41 fasteners that transfer the load to all plies): 5- 9 190 0 0.03 TC:8-00-00, 5, TC:19-00-00, 5 Notes Tooth -Holding green lumber factor applied: 0.80 Fasteners green lumber factor applied: 0.70 Tooth -Holding reduction factors applied: Wet Service Condition If this truss is exposed to wind load perpendicular to the plane of the truss, gable studs must be braced according to the Construction Q�OFESS/() N NAP q < Documents, SCSI-B3, or a gable stud bracing detail matching the design ��Q \�' �S 4- wind speed shown. Lateral bracing of the truss itself to resist �� (� out -of -plane wind load must be in accordance with the Construction m Documents. The maximum rake overhang length is 12.0". Lu rTt C96148� 20 Designed for green lumber that will be seasoned by time of installation. d _ Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees. Plates located TC breaks the at pitch meet prescriptive minimum size]. requirement to transfer unblocked diaphragm loads across those joints. 9�.� CIVIk ! 0- OF CA 10/27/2025 NOTICEAcopy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. Asset on this drawing indicates Truss studio v acceptance of professional engineering responsibility solely forthe truss component design shown. See the cover page and the "Important Information & General 2024.3.2.1 Notes" page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector � plates are 20 gauge, unless the specified plate size is followed by a "-18" which indicates an 18 gauge plate, or "S# 18", which indicates a high tension 18 gauge plate. EngDrwg: 2021r5RGT_Eng P-468 -ALARCON NEW ACCESSORY DWELLING UNIT Qty: 10 PlanningrimadQuilding Age Customer: ALARCON SID: 0003867470 TID: 293703 Truss Mfr. Contact: Adrian Orduno 0 4/25 ApprRvem 1-6-0 7-3-7 6-2-9 6-2-9 7-3-7 4. 1-6-0 7-3-7 13-6-0 19-8-9 27- -0 1 2 3 4 5 Master ID: 3x10 Date: 3/12 -3/12 4x4- 4x4- � o m 0 3-14 3x12 i 3x12 3-14 Z 1.5x3 4x10 5x8 7-3-7 6-2-9 6-2-9 7-3-7 7-3-7 I 13-6-0 19-8-9 27-0-0 1 J 6 7 8 5 J F 27-0-0 Truss Weight = 111.3 lb Code/Design: CBC-2022/TPI-2014 -----------Snow Load Specs ---------- ----------Wind Load Specs ---------- -------Additional Design Checks------ PSF Live Dead Dur Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 120 mph 10 psf Non -Concurrent BCLL: Yes TC 20.0 18.0 Live Wind Snow Risk Cat: II Terrain Cat: C Risk Cat: II Exposure Cat: C 20 psf BC Limited .Storage: Yes BC 0.0 10.0 I= 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 49.7 ft B = 27.0 it 200 lb BC Accessible Ceiling: No Total 48.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h)= 15.Oft Kzt = 1.0 Ke = 1.00 300 lb TC Maintenance Load: No Spacing: 2-00-00 0.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low -Slope Minimums(Pfmin): No Wind DL(psf): TC = 10.8 BC = 6.0 Unbalanced TCLL: Yes Green Lumber: Yes Wet Service: Yes Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 20% Creep (Kcr) = 3.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWERS OH Soffit Load: 2.0 psf C&C End Zone: 3-00-00 Material Summary Reaction Summary Deflection Summary TC 2x4 DFL #lB --------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actuallin) Location BC 2x4 DFL #1B Jet --X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/2.40 L/9991-0.20) 6- 7 Webs 2x4 DEL Std/Stud 1 02-12 1421 0 05-08 02-04 DFL 523 Vert DL L/120 L/999(-0.29) 7- 8 5 26-09-04 1421 0 05-08 02-04 DFL 523 Vert CR L/180 L/406(-0.78) 7- 8 Member Forces Summary Max Horiz = -36 / +36 at Joint 1 Harz LL 0.75in 0.06) @Jt 5 Max CSI in TC PANEL 1 - 2 0.82 Harz CR 1.251n ( 0.21) @Jt 5 Max CSI in BC PANEL 1 - 6 0.60' Loads Summary Ohng CR 2L/180 2L/999t-0.02) 1- 1 Max CSI in Web 2 - 7 0.99 This truss has been designed for the effects of an unbalanced top chord Ohng CR 2L/180 2L/999(-0.02) 5- 5 live load occurring at [13-06-00] using a 1.00 Full and 0.00 Reduced load Bracing Data Summary ...Mem... Ten Comp .CSI. factor. ------------Bracing Data ------------ TC OH- 1 34 0 0.17 See Loadcase Report for load combinations and additional details. Chords; continuous except where shown 1- 2 349 3830 0.82 Web Bracing -- None 2- 3 306 2668 0.55 Notes 3- 4 306 2668 0.55 Tooth -Holding green lumber factor applied: 0.80 Plate offsets (X, Y): 4- 5 349 3831 0.82 Tooth -Holding reduction factors applied: Wet Service Condition (None unless indicated below) 5-OH 34 0 0.17 Designed for green lumber that will be seasoned by time of installation. Jnt8(0,-01-00) BC 1- 6 3664 283 0.60 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees. 5- 8 3664 274 0.59 Plates located at TC pitch breaks meet the prescriptive minimum size 6- 7 3664 283 0.58 requirement to transfer unblocked diaphragm loads across those joints. 7- 8 3664 274 0.58 Web 2- 6 247 0 0.09 2- 7 123 1200 0.99 3- 7 822 0 0.30 4- 7 123 1200 0.99 4- 8 247 0 0.09 QROFESS/pN OAPg40 <2 fm r" it C96148� 9� CIVi` Q- FOF CA`�FO 10127/2025 NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. Aseal on this drawing indicates Truss Studio v acceptance of professional engineering responsibility solely for the truss component design shown. Seethe cover page and the "Important Information & General 2024 .3. 2. 1 Notes" page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector plates are 20 gauge, unless the specified plate size is followed by a "-18" which indicates an 18 gauge plate, or "S# 18", which indicates a high tension 18 gauge plate. EngDrwg: 2021r5RGT-Eng P-468 -ALARCON NEW ACCESSORY DWELLING UNIT Qty: 6 Planningrmd4uilding Age Customer: ALARCON SID: 0003867471 TID: 293703 Truss Mfr. Contact: Adrian Orduno 0 4/25 ApprRvem 1-6-0 7-3-7 3-6-13 1-7-3 1-0-91-0-9 1a-3 3-6-13 7-3-7 4. 1-6-0 7-3-7 10-10-4 12-5-7 16-1-1z 19-8-9 27- -0 1 2 3 4 5 6 7 8 9 Master ID: 3x4= Date: 3/12 3x8 3x8 -3/12 1.Sx4 1.5x4 _ 4x4- 4x4- H: 2-02-14 Max o H: 2-00-04 Min W: 5-00-00 rl i m 3-14 3x12 21-:13-06-00 Mechanical O 3x12 3-14 1.5x3 4x8 3x4= 4x8 5x8 75# 7-3-7 3-6-13 5-3-8 3-6-13 7-3-7 7-3-7 10-10-4 16-1-12 19-8-9 27-0-0 1 10 11 12 13 14 9 27-0-0 Truss Weight = 126.2 lb Code/Design: CBC-2022/TPI-2014 -----------Snow Load Specs ---------- ----------Wind Load Specs ---------- -------Additional Design Checks------ PSF Live Dead Dur Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 120 mph 10 psf Non -Concurrent BCLL: Yes TC 20.0 18.0 Live Wind Snow Risk Cat: II Terrain Cat: C Risk Cat: II Exposure Cat: C 20 psf BC Limited .Storage: Yes BC 0.0 10.0 I= 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 49.7 ft B = 27.0 it 200 lb BC Accessible Ceiling: No Total 48.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h)= 15.Oft Kzt = 1.0 Ke = 1.00 300 lb TC Maintenance Load: No Spacing: 2-00-00 0.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low -Slope Min imums(Pfmin): No Wind DL(psf): TC = 10.8 BC = 6.0 Unbalanced TCLL: Yes Green Lumber: Yes Wet Service: Yes Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 20o Creep (Kcr) = 3.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWERS C,H Soffit Load: 2.0 psf C&C End Zone: 3-00-00 Material Summary Reaction Summary Deflection Summary I-' 2x4 DEL #lB -------------- Reaction Summary (Lbs)--- ---------------- TrussSpan Limit Actuallin) Location E' 2x4 DEL #1B Jet --X-Loc React -Up- --Width- -Regd -Mat PSI Vert LL L/2.40 L/9991-0.24) 11-13 +'ns 2x4 DEL Std/Stud 1 02-12 1459 0 05-08 02-05 DEL 523 Vert DL L/120 L/891 (-0.38) 11-13 2x6 DEL SS 9 26-09-04 1459 0 05-08 02-05 DEL 523 Vert CR L/180 L/319(-1.00) 11-13 13 2x4 DFL Std/Stud Max Horis = -36 / +36 at Joint 1 Harz LL 0.75in ( 0.07) @Jt 9 Harz CR 1.25in ( 0.25) @Jt 9 Member Forces Summary Loads Summary Ohng CR 2L/180 2L/999 t-0.02) 1- 1 Max CSI in TC PANEL 1 - 2 0.84 This truss has been designed for the effects of an unbalanced top chord Ohng CR 2L/180 2L/999(-0.02) 9- 9 Max CSI in BC PANEL I - 10 0.64 live load occurring at [13-06-00] using a. 1.00 Full and 0.00 Reduced load Bracing Data Summary Max CSI in Web 4 - 6. 0.74 factor. ------------Bracing Data ------------ Attic space centered at 13-06-00 meets deflection criteria L/360. Chords; continuous except where shown ..Mem... Ten Comp .CSI. Attic tie beam (TB) & walls; bracing TC OH- 1 34 0 0.17 Designed for a mechanical unit dead load of 75 lb centered at 13-06-00, indicated or rigid sheathing. 1- 2 254 3941 0.8S4 applied as a single point load to the BC. -------------Purlins------------ 2- 3 237 3033 0.72 See Loadcase Report for load combinations and additional details. ---so--- --From-----To--- #Bays 3- 4 253 2841 0.69. TB 1-08-00 11-10-07 15-01-09 2 4- 5 419 0 0.61 Notes Web Bracing -- None 5- 6 419 0 0.61 Tooth -Holding green lumber factor applied: 0.80 Continuous Restraint Bracing Regd 6- 7 253 2841 0.69 Tooth -Holding reduction factors applied: Wet Service Condition See BCSI-B3 3.0 7- 8 237 3033 0.72 Designed for green lumber that will be seasoned by time of installation. 8- 9 254 3941 0.84 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees. X offsets , Plate OY)) 9-OH 34 0 0.17 Plates located at TC pitch breaks meet the prescriptive minimum size (None unless indicated below) BC 1-10 3770 190 0.64 requirement to transfer unblocked diaphragm loads across those joints. Jnt5(0,-00-03), Jnt19(0,-01-00) 9-14 3770 180 0.64 10-11 3770 190 0.51 11-12 3465 131 0.47 12-13 3465 122 0.47 13-14 3770 180. 0.5.1 Web 2-10 189 0 0.07 2-11 79 1048 0.37 3-11 517 0 0.19 4- 6 144 3247 0.74 7-13 517 0 0.19 8-13 79 1048 0.37 �pFESS/pAA 8-14 189 0 0.07 OQ Y Q, Pq40 12-13 15 586 0.18 \�NpIA Fyn c� m of C96148 r r" 9� CIVi` Q- FOF CA`�FO 10127/2025 NOTICEAcopy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. Aseal on this drawing indicates Truss studio v acceptance of professional engineering responsibility solely forthe truss component design shown. See the cover page and the "Important Information & General 2024 .3. 2. 1 Notes" page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector plates are 20 gauge, unless the specified plate size is followed by a "-18" which indicates an 18 gauge plate, or "S# 18", which indicates a high tension 18 gauge plate. EngDrwg: 2021r5RGT-Eng P-468 -ALARCON NEW ACCESSORY DWELLING UNIT Qty: 1 PlanningrimadAUilding Age Customer: ALARCON SID: 0003867472 TID: 293703 Truss Mfr. Contact: Adrian Orduno 0 7/25 ApprRvem 1-s-ls 5-11-9 0 0 0 0 4-10-11 1-7-3 ti 1-7-1 4-10-12 -11-9 1-6-0 5-11-9 10-10-4 12-5-7 16-1-12 21-0-8 7-0-1 1 2 3 4 5 6 7 8 Master ID: 9 3x4_ Date: 3/12 3x10 3x10 -3/12 1.Sx3 1.Sx3 to 4x4= e: 2-02-14 Max 4x4- CDi c0 H: 2-00-04 Min W: 5-00-00 i i 1 CL:13-06-00 Mechanical O i 3-14 3x12 � �3x123-14 X 1.Sx3 4x8 3x4= 6x10 1.5x3 75# 4 5-11-8 4-10-11 5-3-8 4-10-12 5-11-9 5-11-9 I 10-10-4 16-1-12 21-0-8 271-1 1 J 10 11 12 13 14 9 J F 27-0-1 Truss Weight = 128.2 lb Code/Design: CBC-2022/TPI-2014 -----------Snow Load Specs ---------- ----------Wind Load Specs ---------- -------Additional Design Checks------ PSF Live Dead Dur Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 120 mph 10 psf Non -Concurrent BCLL: Yes TC 20.0 18.0 Live Wind Snow Risk Cat: II Terrain Cat: C Risk Cat: II Exposure Cat: C 20 psf BC Limited .Storage: Yes BC 0.0 10.0 I= 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 49.7 ft B = 27.0 it 200 lb BC Accessible Ceiling: No Total 48.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h)= 15.Oft Kzt = 1.0 Ke = 1.00 300 lb TC Maintenance Load: No Spacing: 2-00-00 0.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low -Slope Min imums(Pfmin): No Wind DL(psf): TC = 10.8 BC = 6.0 Unbalanced TCLL: Yes Green Lumber: Yes Wet Service: Yes Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 20o Creep (Kcr) = 3.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWERS 0H Soffit Load: 2.0 psf C&C End Zone: 3-00-00 Material Summary Reaction Summary Deflection Summary I-' 2x4 DEL #lB ___ _____ - Reaction Swnmary (Lbs)--- ---------------- TrussSpan Limit Actual(in) Location E2x4 DEL #1B Jet --X-Loc React -Up- --Width- -Regd -Mat PSI Vert LL L/2.40 L/9991-0.27) 10-11 +'ns 2x4 DEL Std/Stud 1 02-13 1459 0 05-08 02-05 DEL 523 Vert DL L/120 L/799(-0.40) 11-13 2x6 DEL SS 9 26-09-05 1459 0 05-08 02-05 DEL 523 Vert CR L/180 L/302(-1.05) 11-13 13 2x4 DFL Std/Stud Max Horis -36 +36 at Joint 1 = / Harz LL 0.75in ( 0.07) @Jt 9 Harz CR 1.25in ( 0.26) @Jt 9 Member Forces Summary Loads Summary Ohng CR 2L/180 2L/999 (-0.02) 1- 1 Max CSI in TC PANEL 2 - 3 0.74 This truss has been designed for the effects of an unbalanced top chord Ohng CR 2L/180 2L/999(-0.02) 9- 9 Max CSI in BC PANEL 1 - 10 0.63 live load occurring at [13-06-01] using a 1.00 Full and 0.00 Reduced load Bracing Data Summary Max CSI in Web 4 - 6. 0.81 factor. ------------Bracing Data ------------ This truss has been designed for a 2327.0 lb Drag Load distributed along Chords; continuous except where shown ... Mem... Ten Comp .CSI. the top chord rake in each direction and resisted at any bearing location Attic tie beam (TB) & walls; bracing TC OH- 1 33 0 0.17 shown. indicated or rigid sheathing. 1- 2 255 4061 0.48 ------------- Purlins ------------ 2- 3 235 3054 0.74 Attic space centered at 13-06-00 meets deflection criteria L/360. ---so--- --From-----To--- #Bays 3- 4 255 2866 0.74 TB 1-08-00 11-10-07 15-01-11 2 4- 5 596 0 0.74 Designed for a mechanical unit dead load of 75 lb centered. at 13-06-.00, Web Bracing -- None 5- 6 596 0 0.74 applied as a single point load to the BC. Continuous Restraint Bracing Req'd 6- 7 255 2865 0.74 See Loadcase Report for load combinations and additional details. See BCSI-B3 3.0 7- 8 235 3053 0.73 Loads based on maximum and minimum reactions from tie-in spans Plate offsets X, 8- 9 255 9059 0.7 Max Min Location Dir Description ' 9-OH 33 0 0.17 User loads: Use (None unless indicated below) BC 1-10 3896 201 0.63 SC 75 45 13-06-00 Vert MechLoad @ 90 Deg Jut5(0,-00-03), Jnt13(0,-00-08) 9-14 3895 191 0.63 10-11 3896 201 0.63 Notes 11-12 3551 150 0.48 Tooth -Holding green lumber factor applied: 0.80 12-13 3551 141 0.48 Tooth -Holding reduction factors applied: Wet Service Condition 13-14 3895 191 0.63 Designed for green lumber that will be seasoned by time of installation. Web 2-10 157 0 0.06 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees. 2-11 84 1118 0.59 Plates located at TC pitch breaks meet the prescriptive minimum size 3-11 444 0 0.16 requirement to transfer unblocked diaphragm loads across those joints. 4- 6 ISO 3521 0.81 7-13 445 0 0.16 8-13 85 1117 0.59 �pFESS/pAA 8-14 157 0 648 0.06 0.1e �, Pq4O� 12-13 32 \�N1IA F 2� c� m of C96148 r r" 9� CIVi` Q- FOF CA`�FO 10127/2025 NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. Aseal on this drawing indicates Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown. Seethe cover page and the "Important Information & General 2024 .3.2.1 Notes" page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector plates are 20 gauge, unless the specified plate size is followed by a "-18" which indicates an 18 gauge plate, or "S# 18", which indicates a high tension 18 gauge plate. EngDrwg: 2021r5RGT-Eng P-468 -ALARCON NEW ACCESSORY DWELLING UNIT Qty: 1 Planningrimad*uilding Age Customer: ALARCON SID: 0003867473 TID: 293703 Truss Mfr. Contact: Adrian Orduno 0 4/25 ApprRvem 2-Ply 1-6-0 7-3-7 6-2-9 6-2-9 7 3-7 1-6-0 7-3-7 13-6-0 19-8-9 27 0-0�� 1 2 3 4 5 Master ID: 6 10226# 10226# Date: - 3x8 3/12 -3/12 4x6 4x6 v? c� � m o 3-14 3x8 i 3x4= 3-14 X 4x10 5x6= Typical plate: 1.5x3 7-3-7 6-2-9 6-2-9 7-3-7 I } I 7-3-7 13-6-0 19-8-9 27-0-0 1 .l 7 8 9 10 11 12 13 6 27-0-0 Truss Weight = 249.3 lb Code/Design: CBC-2022/TPI-2014 -----------Snow Load Specs ---------- ----------Wind Load Specs ---------- -------Additional Design Checks------ PIE Live Dead Dur Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 120 mph 10 psf Non -Concurrent BCLL: Yes TC 20.0 18.0 Live Wind Snow Risk Cat: II Terrain Cat: C Risk Cat: II Exposure Cat: C 20 psf BC Limited .Storage: Yes BC 0.0 10.0 I= 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 49.7 ft B = 27.0 it 200 lb BC Accessible Ceiling: No Total 48.0 Plt 1.25 1,60 N/A Thermal Condition: All Others(1.0) M.R.H(h)= 15.Oft Kzt = 1.0 Ke = 1.00 300 lb TC Maintenance Load: No Spacing: 2-00-00 0.c. Plies: 2 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: No Low -Slope Minimums(Pfmin): No Wind DL(psf): TC = 10.8 BC = 6.0 Unbalanced TCLL: Yes Green Lumber: Yes Wet Service: Yes Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 20% Creep (Kcr) = 3.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWERS OH Soffit Load: 2.0 psf C&C End Zone: 3-00-00 Material Summary Reaction Summary Deflection Summary TC 2x4 DFL #lB ___ _____ - Reaction Swnmary (Lbs)---____________ TrussSpan Limit Actual(in) Location BC 2x4 DFL #1B Jnt--X-Loc React -Up- --Width- -Regd -Mat PSI Vert LL L/2.40 L/999(-0.08) 7- 8 Webs 2x4 DFL Std/Stud 1 02-12 1570 0 05-08 01-08 DFL 471 Vert DL L/120 L/999(-0.12) 7- 8 FC 2x4 DFL Std/Stud 10 18-03-04 8 188 10-02-00 Vert CR L/180 L/606(-0.33) 7- 8 11 19-08-09 3014 0 10-02-00 Herz LL 0.75in ( 0.02) @Jt 9 Member Forces SummaryHors Max Ho0ns = / at Joint 1 CR 1.25in 0.05) @Jt 9 Max CSI in TC PANEL 5 - 6 0.59 how n < Reactions not shown: down < 400 and up < 150 Chug CR 2L/180 2L/999(-0.01) 1- 1 g Max CSI in BC PANEL 7 - 8 0.40 ---- Reaction Summary (plf) ----- Ohng CR 2L/180 2L/999(-0.01) 5- 6 Max CSI in Web 8 - 5 0.49 Jnt-Jnt React -Up- --Width- Bracing Data Summary 9- 6 29 0 10-02-00 (reduced) ------------Bracing Data------------ ..Mem... Ten Comp .CS1. Chords; continuous except where shown TC OH- 1 34 0 0.10 Loads Summary Web Bracing -- None 1- 2 0 4527 0.51 This truss has been designed for the effects of an unbalanced top chord 2- 3 11 1775. 0.44 live load occurring at (13-06-001 using a 1.00 Full and 0.00 Reduced load Plate offsets (X, Y): 3- 5 11 1781 0.52 factor. (None unless indicated below) 5- 6 1237 0 0.59 See Loadcase Report for load combinations and additional details. Jntll(0,-01-00) 6-OH 34 0 0.10 Loads based on maximum and minimum reactions from tie-in spans BC 1- 7 4350 0 0.36 Mbr Max Min Location Din Description 6-13 0 1120 0.10 User loads: 7- 8 4350 0 0.40 TC 1026 32 8-00-00 Vert User @ 90 Deg 8- 9 0 1116 0.19 TC 1026 32 19-00-00 Vert User @ 90 Deg 9-10 0 1116 0.19 10-12 0 1120 0 1120 0.00.02 I1-1 2-PLY TRUSS Fastener Spacing 12-13 1120 0.03 Fasten each ply to the adjacent ply as follows(rows staggered): 7 Web 2- 7 256 0 0.04 TC 2x9, 1-row(s) of 0.131" din. x 3.0" Nails @ 12.0" o.c.** 2- 8 0 3032 0.44 BC 2x4, 1-row(s) of 0.131" dia. x 3.0" Nails @ 12.0" o.c. 3- 8 195 0. 0.03 WB 2x4, 1-row(s) of 0.131" dia. x 3.0" Nails @ 9..0" c.c. 5- 8 265 6 6 0 0.49. - Use additional fasteners of the same type (u.n.o.) within +/-12" of 5-11 294.0.49 the location(s) indicated (except where approved hangers are used with fasteners that transfer the load to all plies): TC:8-00-00, 5, TC:19-00-00, 5 Notes 01 QROFESSto Tooth -Holding green lumber factor applied: 0.80 �,0 PlA PADF Fasteners green lumber factor applied: 0.70 �Q- ��(N O y h GJ Tooth -Holding reduction factors applied: Wet Service Condition If this truss is exposed to wind load perpendicular to the plane of the is CD i � m truss, gable studs must be braced according to the Construction CD r" Documents, BCSI-B3, or a gable stud bracing detail matching the design uJ C961 48 wind speed shown. Lateral bracing of the truss itself to resist out -of -plane wind load must be in accordance with the Construction Documents. The.. maximum rake overhang length is 12.011. Designed for green lumber that will be seasoned by time of installation. Plates designed for Cq 0.80 Rotational Tolerance 10.0 degrees. CIVIL O2� ! ``-- OF at and of C A�-\c Plates located at TC pitch breaks meet the prescriptive minimum size 10/27/2025 requirement to transfer unblocked diaphragm loads across those joints. This truss is not symmetric - proper orientation is critical. NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. Aseal on this drawing indicates Truss studio v acceptance of professional engineering responsibility solely for the truss component design shown. Seethe cover page and the "Important Information & General 2024 .3. 2. 1 Notes" page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector plates are 20 gauge, unless the specified plate size is followed by a "-18" which indicates an 18 gauge plate, or "S# 18", which indicates a high tension 18 gauge plate. EngDrwg: 2021r5RGT-Eng