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Home My WebLink About524 S Shawnee Dr & Unit# 2 - PlanPREPARED: ANH PHAN BLDG# 101120568 & 70 APPROVALS BLDG - CSG Consultant PLNG - HJacinto POLICE - BMartin 524 S Shawnee Dr & Unit# 22/7/2025 524 S Shawnee Dr & Unit# 22/7/2025 PREPARED: ANH PHAN 524 S Shawnee Dr & Unit# 22/7/2025 PREPARED: ANH PHAN 524 S Shawnee Dr & Unit# 22/7/2025 PREPARED: ANH PHAN 524 S Shawnee Dr & Unit# 22/7/2025 PREPARED: ANH PHAN 524 S Shawnee Dr & Unit# 22/7/2025 PREPARED: ANH PHAN 524 S Shawnee Dr & Unit# 22/7/2025 PREPARED: ANH PHAN 524 S Shawnee Dr & Unit# 22/7/2025 524 S Shawnee Dr & Unit# 22/7/2025 524 S Shawnee Dr & Unit# 22/7/2025 524 S Shawnee Dr & Unit# 22/7/2025 524 S Shawnee Dr & Unit# 22/7/2025 N1 CAL GREEN REQUIREMENTS Job # Sheet No.: Scale Date OWNER: SEAL: SHEET DESCRIPTION : 11/30/24 HUNG TRAN AND LISA PHAM 524 S SHAWNEE DR, SANTA ANA, CA 92704 714 - 260 - 2801 23156 DATE REVISIONSNO: REVISIONS 9636 GARDEN GROVE BLVD, #7, GARDEN GROVE, CA 92844 TEL: 714 - 487 - 7926 APDESIGNCA@GMAIL.COM AP DESIGN CONSULTING, INC Pr o j e c t f o r : NE W A T T A C H E D A D U 52 4 S S H A W N E E D R A N D 52 4 S S H A W N E E D R , U N I T 2 SA N T A A N A , C A 9 2 7 0 4 PREPARED: ANH PHAN 524 S Shawnee Dr & Unit# 22/7/2025 T24.1 TITLE 24 - ADU Job # Sheet No.: Scale Date OWNER: SEAL: SHEET DESCRIPTION : 11/30/24 HUNG TRAN AND LISA PHAM 524 S SHAWNEE DR, SANTA ANA, CA 92704 714 - 260 - 2801 23156 DATE REVISIONSNO: REVISIONS 9636 GARDEN GROVE BLVD, #7, GARDEN GROVE, CA 92844 TEL: 714 - 487 - 7926 APDESIGNCA@GMAIL.COM AP DESIGN CONSULTING, INC Pr o j e c t f o r : NE W A T T A C H E D A D U 52 4 S S H A W N E E D R A N D 52 4 S S H A W N E E D R , U N I T 2 SA N T A A N A , C A 9 2 7 0 4 PREPARED: ANH PHAN 524 S Shawnee Dr & Unit# 22/7/2025 Job # Sheet No.: Scale Date OWNER: SEAL: SHEET DESCRIPTION : 11/30/24 HUNG TRAN AND LISA PHAM 524 S SHAWNEE DR, SANTA ANA, CA 92704 714 - 260 - 2801 23156 DATE REVISIONSNO: REVISIONS 9636 GARDEN GROVE BLVD, #7, GARDEN GROVE, CA 92844 TEL: 714 - 487 - 7926 APDESIGNCA@GMAIL.COM AP DESIGN CONSULTING, INC Pr o j e c t f o r : NE W A T T A C H E D A D U 52 4 S S H A W N E E D R A N D 52 4 S S H A W N E E D R , U N I T 2 SA N T A A N A , C A 9 2 7 0 4 T24.2 TITLE 24 CONT. PREPARED: ANH PHAN 524 S Shawnee Dr & Unit# 22/7/2025 Geotechnical Investigation Investigation and Report Accessory Dwelling Unit (ADU) Located at: 524 S Shawnee Dr. Santa Ana CA 92704 Project No: 24-179 April 23, 2024 Priority Engineering Group Priority Engineering Group 335 E. Blueridge Ave. Orange CA 92865 949-391-8200 priorityengineeringgroup09@gmai1.corn 524 S Shawnee Dr & Unit# 22/7/2025 INDEX INTRODUCTION 1 SITE DESCRIPTION 1 SCOPE OF WORK 1 EXPLORATION AND FIELD INVESTIGATION PROGRAMS 1 LABORATORY TESTING PROGRAM 2 SUMMARY OF SOIL AND DESIGN PROPERTIES 2 BASIC SOIL PROPERTIES 2 MAX DENSITY .. 2 DIRECT SHEAR 2 BEARING VALUE 2 SOIL PRESSURE FACTORS 3 SEISMIC FACTORS 3 SOLUBLE SULFATE 3 EXPANSIVE SOIL 3 GROUNDWATER 4 LIQUEFACTION 4 SHRINKAGE AND SUBSIDENCE 4 SETTLEMENT 5 DRAINAGE 5 CONCRETE SLAB CONSTRUCTION 5 FOOTING DESIGN 5 FOUNDATION 5 PAVED AREAS 5 FLOOR SLABS 6 DRIVEWAYS AND PARKING AREAS 6 UTILITY TRENCHES 6 FILL PLACEMENT & COMPACTION REQUIREMENTS 6 ADDITIONAL SERVICES REQUIRED 7 CONCLUSION 7 INSPECTION 8 SEASONAL LIMITATIONS 8 GENERAL 8 Soil Classification Chart A A Laboratory Testing Procedures B P Boring Log C1/C2 P Maximum Density Curve D1/D2 E Direct Shear E1/E2 N Bearing Value F D Design Maps Summary Report G I Boring Location H X Vicinity Map I Lateral Earth Pressure J Liquefaction Map K 524 S Shawnee Dr & Unit# 22/7/2025 524 S Shawnee Dr. Santa Ana CA 92704 INTRODUCTION Priority Engineering has conducted a site inspection, made a physical test of on-site soils and prepared the following report of Geotechnical Investigation for the residential property located at 524 S Shawnee Dr. Santa Ana CA 92704. The investigation was made to provide site evaluation and design data for the foundation of the proposed new accessory dwelling unit (ADU) to be constructed on the site. SITE DESCRIPTION The site, Assessor Parcel 109-833-17. Latitude 33.7397766 Longitude -117.9105262 The site is a 6098 Sq ft rectangular shaped lot. The north property line is 100.19 ft long and south property lines is 85 ft long. The east property line is 58 ft long and west property lines is 61 ft long. The existing residence is a 3 bedroom, 2 bathroom single family home, 1310 sq ft structure, built in 1961 with an attached garage. Surrounding houses are composed of single family, wood framed, residential structures on similar size lots. Rear yard has a perimeter block wall. SCOPE OF WORK Our scope of work consists of field and laboratory programs to evaluate the physical and engineering properties of the onsite soils. Description of the exploration and laboratory programs are presented below. EXPLORATION AND FIELD INVESTIGATION PROGRAMS On April 17, 2024, a field exploration was performed, which consisted of 2 borings, in the approximate location of the proposed ADU. Hole #1 was drilled to a depth of 10 ft. Equipment used was a hand operated power auger with extensions. Moisture tests taken at 28" was 15.8%, at 64" was 24.4% and at 102" was 28.6%. Ring samples taken at 5ft and bulk sample taken at 10 ft. for laboratory testing. The soil encountered was brown sandy silt. The description of the subsurface soil and the depth of boring #1 are shown in Boring Log Cl. Hole #2 was drilled to a depth of 5 ft. Equipment used was a hand operated power auger with extensions. Moisture tests taken at 12" was 15.3%, at 36" was 11.3% and at 60% was 25.7%. Ring samples taken at 3 ft and bulk sample taken at 5 ft. for laboratory testing. The soil encountered was brown sandy silt. The description of the subsurface soil and the depth of boring #2 are shown in Boring Log C2. 1 524 S Shawnee Dr & Unit# 22/7/2025 524 S Shawnee Dr. Santa Ana CA 92704 LABORATORY TESTING PROGRAMS Samples of the in-situ soils recovered from the borings were used for our visual classification of the material and further laboratory testing to obtain data for foundation design and site preparation recommendations. The laboratory testing consisted of performing classification, strength (shear), determining in-situ dry density and moisture content; and determining the moisture-density relationship of major soils. Descriptions of test procedures are included in the Appendix of this report. The results of the testing are the basis for the conclusions and recommendations in the report. SUMMARY OF SOIL AND DESIGN PROPERTIES The following subsections and sections will present our detailed conclusions and recommendations for the development of the site. Basic Soil Properties Maximum Density The Maximum Density for the brown sandy silt per (ASTM D1557) Boring #1 Boring #2 117.8 pcf @ 13.2% MC 112.8 pcf @ 14.8% MC For compaction control during excavation and recompaction of the on-site soils use: Boring #1 Boring #2 Direct Shear 106.02 pcf @ Optimum moisture 101.52 pcf @ Optimum moisture The Shear values for the brown sandy silt per (ASTM D3080) Peak Ultimate Angle Boring #1 70 80 26° Boring #2 80 100 27° Bearing Value 1600 psf For design purposes 2 524 S Shawnee Dr & Unit# 22/7/2025 524 S Shawnee Dr. Santa Ana CA 92704 Soil Pressure Factors Earth Pressure Factors (1) 26 Maximum Dry Density = 117.8 y= 106.02 Active Earth Pressure Ka= 0.3904617069 Pa= 41.3967501655 Passive Earth Pressure Kp= 2.5610706048 Pp= 271.5247055208 At Rest Kat= 0.5616288533 Pat= 59.5438910268 Seismic Factors Ss 1.311 Smi null Fa 1.2 S1 0.468 SDS 1.049 Fv null Sms 1.573 Sin null A full list of Seismic factors is in the Attachment 'G' PGA 0.559 FPGA 1.2 PGA m 0.671 Soluble Sulfates The results of the limited in-house laboratory tests indicate that the on-site soils tested contain a water-soluble sulfate content of .16 by weight. Based on Table 19.3.1.1 of ACI 318-14, the Exposure Class Si is appropriate for onsite soils. Water cement ratio (0.50) shall be adjusted to produce a low slump (<3inches>) mix. Concrete specifications may be changed by the Structural Engineer. Type V cement is not required but is recommended for use. Strength should be 4000 psi. Expansive Soil The soil found on this site consists of sandy silt with clumps of clay. The soil found on the site is expansive. A modified test in the laboratory and the condition of the concrete paving and foundations on site show low signs of expansive reaction in the soil. Expansion index : 26 low 3 524 S Shawnee Dr & Unit# 22/7/2025 524 S Shawnee Dr. Santa Ana CA 92704 Groundwater Groundwater was not encountered within the borings. Groundwater is not expected to be encountered on this site. Liquefaction Potential consequences of liquefaction or secondary liquefaction included hazards generally consist of differential settlement (vertical deformations), lateral movement/lateral spreading (horizontal defor- mations), oscillation, and reduction in foundation soil-bearing capacity (bearing failure). A sloping condition or drainage or stream channel does not exist at the site, therefore, lateral move- ment/lateral spreading, oscillation, etc, due to potential liquefaction are not anticipated to be credible hazards for the proposed new structure. Differential settlement due to liquefaction (and reduction in foundation soil-bearfng capacity) is roughly estimated to be about 1/4 inch (for a horizontal distance of 40 feet). This is only a rough esti- mate. To reduce the potential adverse effects to the new structure due to potential liquefaction induced differ- ential settlement and/or reduction in foundation soil-bearing capacity, a strengthened foundation sys- tem with thicker and stronger reinforcement slabs and deeper and wider and stronger reinforcement footings as compared to a regular foundation system for a residential structure as recommended in this report should be used for the new structure. During our research, and in conversations with other Engineers and Contractors, it was discovered many of the new residences in the area have been designed and constructed with regular, shallow foot- ings with slabs on grade, not with strengthened foundation supports. Our belief is if the area would be liquefied due to a very strong earthquake, the potential for damage to the proposed new structure which will be structurally designed in accordance with new building codes, if any, would be much less severe than the existing on-site structure and existing homes in the vicinity. These homes were built and designed structurally based on old building codes. It should be noted that in accordance with SP117A, a detailed site-specific liquefaction study is not required since the proposed new structure is less than three stories and less than four units. Shrinkage and Subsidence Based on the in-place densities of the natural soil and assuming an average fi ll density of 92 percent relative compaction, calculations indicate that there will be a 5 percent decrease in volume between the cut and fill operations. In addition, it is estimated that there will be 0.15 of a foot of subsidence due to reworking the surface soils. 4 524 S Shawnee Dr & Unit# 22/7/2025 524 S Shawnee Dr. Santa Ana CA 92704 Settlement When constructed in accordance with the specifications in this report, total settlement is estimated to be 0.25 inch and differential settlement over a 20 foot span less than 0.25 inch. Drainage According to CBC 2022, Chapter 18, 1804.4, Site Grading, the ground immediately adjacent to the foundation shall be sloped away from the building at a slope of not less than one unit vertical in 20 units horizontal (5 percent slope) for a minimum distance of 10 feet measured perpendicular to the face of the wall. If physical obstructions of lot lines prohibit 10 ft of horizontal distance, a 5 percent slope shall be provided at an approved alternative method of diverting water away from the foundation. Swales used for this purpose shall be sloped a minimum of 2 percent within 10 feet of the building foundation. Impervious surfaces within 10 feet of the building foundation shall be sloped a minimum of 2 percent away from the building. Concrete Slab Construction Footing Design Exterior and interior footings for a single story structure should be found 16 inches below the lowest adjacent grade with a minimum width of 12 inches. Two story structures shall have footings 24 inches below the lowest adjacent grade with a minimum width of 12 inches. Reinforcement should consist of four #4 reinforcing bars placed two at the top and two at the bottom of the footing. These reinforcing bars shall be positioned with minimum cover of 2 inches at the center of all continuous footings, properly lapped and tied. Foundation Over excavate all building areas three feet and three feet beyond foundation dimension, or to compe- tent insitu soils as determined by field test during excavation, whichever is deeper. Scarify exposed subgrade 8 inches and moisturize to optimum moisture content. Compact to minimum 90% density and replace soil in 8 inch lifts, moisturize and compact to minimum 90% of maximum density. Paved Areas- General Paved areas consist of concrete patios, sidewalks and driveways. There are different requirements for the preparation of each of these areas. Concrete patios are generally adjacent to the building itself. Proper preparation of the area for con- crete patios is extremely important. Improper compaction or preparation will permit cracks and settle- ment of the paving that are not acceptable. It is required that all areas for concrete patios be excavated 12 inches and recompacted to the proper density as described above. 5 524 S Shawnee Dr & Unit# 22/7/2025 524 S Shawnee Dr. Santa Ana CA 92704 Floor Slabs The concrete slab design shall be in accordance with the provisions of Cal Green 2022. It is recommended that concrete floor slabs in areas to be covered with moisture sensitive coverings, be constructed over a 10 mil plastic membrane. The plastic membrane should be properly lapped, sealed, and protected with 2 inches of sand. At a minimum, the floor slab shall be reinforced with # 4 reinforcing bars placed 18 inches on center throughout the entire slab and shall be placed in the center of a 5 inch slab. The subgrade soils tend to dry out prior to placing the floor slab, therefore, prior to placing concrete, the sub-grade soils shall be remoisturized to 90 % of optimum moisture to a depth of 12 inches. Driveways and Parking Areas Asphalt paving shall be a minimum of 2 inches of 1/2 inch maximum aggregate asphalt over 4 inches of 3/4 inch crushed rock, gravel or miscellaneous base. The sub grade shall be compacted to 95% minimum and the aggregate base shall be compacted to 90% of maximum density minimum. Concrete driveways and parking areas shall be constructed a minimum of 4 inches thick with construction joints at a maximum of 10 feet. Minimum reinforcement shall consist of #3 reinforcing bars crossing at 24 inches on center and placed in the center of the slab. The driveway shall be constructed over a minimum of 3 inches of crushed rock, gravel or miscellaneous base. Prior to placing concrete, the driveway sub-grade shall be saturated to 100% of optimum moisture to a depth of 12 inches. Utility Trenches The development of the site will obviously require utility trenches. Although these trenches are limited in scope, they present significant problems when they are not properly dug and properly backfilled. On site material may be used for utility line backfill. The backfill shall be compacted to 90% of max density. Fill placement and compaction requirements Material for engineered fill should be select free of organic material, debris, ad other deleterious sub- stances, and should not contain fragments greater than 3 inches in maximum dimension. On-site exca- vated soils that meet these requirements may be used to backfill the excavated Residential Building area. All fill should be placed in 6 inch thick maximum lifts, watered or air dried as necessary to achieve near optimum moisture conditions, and then compacted in place to a maximum relative compaction of 90%. The laboratory maximum dry density and optimum moisture content for each change in soil type should be determined in accordance with Test Method ASTM D 1557. A representative of the project consultant should be present on-site during grading operations to verify proper placement and compac- tion of all fill, as well as to verify compliance with the other geotechnical recommendations presented herein. 6 524 S Shawnee Dr & Unit# 22/7/2025 524 S Shawnee Dr. Santa Ana CA 92704 Additional Services Required Priority Engineering Group shall be called to provide the following services. All earthwork to be performed under the observation and testing of the Geotechnical Engineer or Engineering personnel reporting to the Geotechnical Engineer. All earthworks, including excavation, backfill and preparation of subgrade, should be performed in accordance with the geotechnical recom- mendations presented in this report. All import fi ll material to be approved by Geotechnical Engineer prior to importing to the site for use as compacted fill. Conclusion Development of the site, as proposed, is considered feasible from a Geotechnical Engineering perspec- tive, assuming the recommendations in this report are incorporated in the design and implemented in the field. When constructed in accordance with the specifications in this report the site will be safe and adequate for the intended use. 7 524 S Shawnee Dr & Unit# 22/7/2025 524 S Shawnee Dr. Santa Ana CA 92704 Inspection The Soils Engineer shall provide inspection for the site clearing and grading in order to certify that the grading was done in accordance with the approved plans and grading specifications. Seasonal Limitations No fi ll shall be placed, spread, or rolled during unfavorable weather conditions. When work is inter- rupted by heavy rains, fi ll operations shall not resume until the field tests by the Soils Engineer indi- cate the moisture content and density of the fi ll are as previously specified. General The recommendations contained in this report are based on the results of field investigation and labor- atory testing and represent our best engineering judgment. When prepared in accordance with the rec- ommendations, the site will be suitable and acceptable and safe and adequate for the proposed con- struction. It should be understood that subsurface conditions can and will vary throughout the site. Before providing bids, contractors shall make thorough explorations and findings. If soil conditions encoun- tered during grading differ substantially from those described in this report, this office should be noti- fied immediately so that appropriate recommendations can be made. This consultant is not responsible for any financial gains or losses accrued by persons/firms or any third party in this report. This report is issued with the understanding that it is the responsibility of the owner, or his/her representative, to ensure that the information and recommendations contained herein are called to the attention of the Project Architect and Engineer and are incorporated into the plans and specifications and that the necessary steps are taken to see that the Contractors and Subcontractors carry out such recommendations. Respectfully submitted, Priority Engineering Group George Bach RCE 11092 / GE 107 * Exp. 1N20./ 3111 /02902 8 524 S Shawnee Dr & Unit# 22/7/2025 ,)EN IX 524 S Shawnee Dr & Unit# 22/7/2025 UNIFIED SOIL CLASSIFICATION SYSTEM UNIFIED SOIL CLASSIFICATION AND SYMBOL CHART COARSE-GRAIN ED SOILS (more than 50% of material is larger than No. 200 sieve size. Clean Gravels (Less than 5% fines) ,..„„, GRAVELS •,,*(.1--, Well-graded gravels, gravel-sand mixtures, little or no fines - More than 50% .. Gp of coarse 111..,,,.-,. fraction larger Gravels Poorly-graded gravels, gravel-sand mixtures, little or no fines with fines (More than 12% fines) than No. 4 7iFFr . sieve size 'ti,-; GM Silty gravels, gravel-sand-silt mixtures %c Aq ,„ vk... Clayey gravels, gravel-sand-clay mixtures Clean Sands (Less than 5% fines) • SW SANDS — Well-graded sands, gravelly sands, little or no fines 50% or more of coarse SP Poorly graded sands, gravelly sands, little or no fines fraction smaller than No. 4 sieve size Sands SM with fines (More than 12% fines,) Silty sands, sand-silt mixtures SC Clayey sands, sand-clay mixtures (50% or more of FINE-GRAINED material SOILS is smaller than No. 200 sieve size.) SILTS AND ML Inorganic silts and very fine sands, rock flour, silty of clayey fine sands or clayey silts with slight plasticity CLAYS Liquid limit less than 50% CL -, OL Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays Organic silts and organic silty clays of low plasticity SILTS AND CLAYS Liquid limit 50% mH CH Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts Inorganic clays of high plasticity, fat clays or greater OH Organic clays of medium to high plasticity, organic silts HIGHLY ORGANIC SOILS PT Peat and other highly organic soils LABORATORY CLASSIFICATION CRITERIA GW D60 D 30 C Cc between 1 3 - greater than 4' = and u - n D10 x D60 '10 GP Not meeting all gradation requirements for GW GM Atterberg limits below "A" line or P.I. less than 4 Above "A" line with Pi between 4 and 7 are borderline cases requiring use of dual symbols GC Atterberg limits above "A" line with P.I. greater than 7 SW 060 D30 Cu than 4: C, between 1 and 3 = greater = D 10 D10 x D60 SP Not meeting all gradation requirements for GW SM Atterberg limits below "A" line or P.I. less than 4 Limits plotting in shaded zone with P.I. between 4 and 7 are borderline cases requiring use of dual symbols. SC Atterberg limits above "A" line with P.I. greater than 7 Determine percentages of sand and gravel from grain-size curve. Depending on percentage of fines (fraction smaller than No. 200 sieve size). coarse-grained soils are classified as follows: Less than 5 percent GW, GP, SW, SP More than 12 percent GM, GC, SM, SC 5 to 12 percent Borderline cases requiring dual symbols PLASTICITY CHART PL A S T I C I T Y IN D E X (P I ) (% ) 60 50 40 30 20 10 CH CL A LINE PI = 0.73(LL-20) MH&OH CLOAL 0 0 ML&OL 10 20 30 40 50 60 70 LIQUID UMIT (LL) (%) 80 90 100 524 S Shawnee Dr Santa Ana Ca 92704 Soil Classification A 524 S Shawnee Dr & Unit# 22/7/2025 Moisture/Density <ASTM D2216> The filed density of the soils was detenniried by splittarrel sampling. The sampler was Equipped trvitrh 2 %" brass rings and was driven manually. Settlement <ASTM DE3080> The settlement caracteristics of the in-situ soil we dotennineid by perkwming standard Consolidation tests on undisturbed specimens The samples we tested in the original Sampler liner ring and the increment loads for consolidation we applied for periods Of 24 hrs by means of a single counterbalance lever systent. The pressure settlement Curves are ShOWII on the attached plates. Shear Strength <ASTM 03080> The shear strength of the soil is determined by performing direct shear tests and Unconfined compression tests. The direct shear tests are performed on both undisturbed specimens and on samples Remolded to 90% of ASTM: D-1557-(Current Version) Method A. The samples are either Tested at in-situ moisture or are saturated to simulate the troorst field condition and Sheared at a constant rate of 0.1 inches per minute. The relationship between normal Stress is shown on the attached Direct Shear Summary. The unconfined shear strength of selected undisturbed specimens and is determined in accordance with ASTM:DE-2166. These tests we perfonned at the existing moisture Content. The results of the tests are shown on the Boring Logs. Maximum Density/Optimum Moisture<ASPA D1557> The maximum density relationship to optimum moisture was determined in accordance With ASTM:D1557-(Current Version) Method A(5 layer method). Exparisivi Index <ASTM D4829> The expansive potential was determined in accordance with the "Expansion Index Test". Samples are remolded at 49% to 51% saturation using a specific gravity of 2.7. A total load of 12.63 lbs is applied to the sample and allowed to consolidate for 10 mine. The sample is then saturated with distilled water and allowed to swell for a minimum of 24hrs. Soluble Sulfate Content <ACI 318> <ASTNIC 1580> The concentration of soluble sulfates in the soils is determined by meastring the optical density of a barium sulfate precipitate. The precipitate results from a reaction of Barium chkwide with water extractions from the soil samples. The measured optical density is correlated with a calibration curve obtained from readings on precipitates of known sulfate concentrations. Particle Size Analysis of Soils <ASTM D 422> The method covers the quantitative determination of the distribution of particle sizes in soils. The distribution of particle sizes retained on the No. 200 sieve-is determined by sieving while the distribution by a sedimentation process, using a hydrometer to secure the necessary data. 524 S Shawnee Dr Santa Ana Ca 92704 Laboratory Testing Procedures 13 524 S Shawnee Dr & Unit# 22/7/2025 A I B c o l 1 Surface Elevation Comments —2-- -3- -4- 7-7 --1 0-10- 1-6--- Brown silty loam / non sticky, slight plastic, very ine roots 8 moist 9 10 11 15.8 -4••••••••••••• Moisture 0.:1 28 P5.8u/o 12 1 14 ' 10"-4I" IS Brown sandy silt some plastic some sticky lb ........ slight moist 1/ 18 19 42"-b5" 20 an tine sand, clumps ot clay 21 slight plastic, slight sticky 22 23 Ring sample g 610" 24 (i) 25 24.4 ' Moisture g 64" 24.4% 26 2/ 28 1.—. 65"-92" 29 4—Brown sandy clay, reddish mottles 30 some plastic, some sticky, moist 31 -Sr 33 ' 34 35 36 Y2"-1L0" 3/ Brown sandy clay, reddish mottles, 38 plastic, sticky, moist, moderately hard 39 40 18.6 -Moisture €3) 101 - 18.6% 41 42 4,3 lu • bulk sample g 1110" 44 end ot boring 110" 45 46 ...--. 47 41r 49 50 ___ 52 Drilled by: - Ariel Logged by: Richard 53 Re l a t i v e Co m p a c t i o n 0/0 Ma x De n s i t y (P c f ) Dr y De n s i t y (p c Mo i s t u r e (° / 0 ) Pe n e t r a t i o n (N ) De p t h (f t . ) Ma t e r i a l Sy m b o l Date Drilled 4/17/2024 Boring Diameter 6" 54 Date Backfilled 4/17/2024 Drill Type gas auger 55 Groundwater none Max. Depth 10' 56 2.5 ring 1 set Boring # 1 . . . 524 S Shawnee Dr Santa Ana Ca 92704 Boring Log Cl 524 S Shawnee Dr & Unit# 22/7/2025 I A I B I C I D E F G H J K L 1 Surface Elevation Comments , _7—I —3-- -4- -5---A. 6 _ / -8-4 /5.3 —r—Moisture (c.i) 11" - 15.3% 9 10 0-18 Err 'Brown silty loam, moist, non Kicky 1 12 4 ---.--- non plastic, very tine roots 13 14 -'13- 16 4--.).— 18-36" 17 I Brown clayey sandy silt 18 some sticky, some plastic, moist '19 ' ar 21 22 23 24 , --1173---- 7 -r ...A Ring sample 25 Moisture (g) 36" - 11.3% 26 27 36-51 28 -Brown tine silty sand, sott 29 ............... slight plastic, non sticky 30 31 32 1----4--, AIIIMMIMIIIIMI. 33 ' 34 51-60" 35 Dark brown sancy clay, redchsi mottles 36 some plastic, some sticky, mo St 3/ 38 .---.439 40 ,•-Moisture bulk sample (g) 60" 41 . si) 6(1 - 25.1% 41 43 -44--r 45 'end of boring 60 45 47 —6--- 48 I - A , 49 .._ 50 0, 1 , 52 " Drilled by: . Ariel Logged by: Richard , 53 ?,.' ›.. u Q. 2 Date Drilled 4/17/2024 Boring Diameter 6" 1 54 g >. .,, o -": 0 "--- c . 0 — •,-, Date Backf lied 4/17/2024 Drill Type gas auger >t a z it ,, " ,..._, 0 47; t -c 48- --6 c -0 Groundwater none Max. Depth 5' 56 E ec) 6 ) x t- i ° a >, : ...ui c Z , et) Q.) CD B E ID >, Z cn 2.5 ring 1 set Boring # 2 524 S Shawnee Dr Santa Ana Ca 92704 Boring Log C2 524 S Shawnee Dr & Unit# 22/7/2025 PROJECT: Priority Engineering SAMPLE ID: $06341 PROJECT NO.: AL2022 DATE: April 22 2024 TESTED BY: Eric Y. CHECKED BY: Edward T. SAMPLE DESCRIPTION: Brown Sandy Silt LOCATION: 524 S Shawnee Dr. Santa Ana CA 92704 A) WATER ADDED B) MOLD TARE WEIGHT C) WEIGHT OF WET SOIL AND MOLD D) WET SOIL WEIGHT (C - B) E) WET DENSITY (D / V) F) DRY DENSITY (E / [(L/100) +1]) G) TARE WEIGHT H) WEIGHT OF WET SOIL AND TARE I) WEIGHT OF DRY SOIL AND TARE J) WEIGHT OF WATER (H - I) K) DRY WEIGHT OF SOIL (I - G) L) MOISTURE CONTENT (J / K )* 100) DR Y DE N S I T Y (p c f ) 135 130 125 120 115 110 105 100 Method: Mechanical 0 ManualD Hammer: 101b.0 5.5 IbEi 0 -2 -4 -6 % 1929.5 1929.5 1929.5 1929.5 grams 3944.1 3947.3 3885.8 3801.5 grams 2014.6 2017.8 1956.3 1872.0 grams 133.1 133.3 129.2 123.6 pcf 115.5 117.7 116.2 113.3 pcf 230.2 224.5 235.1 234.8 grams 1320.5 1341.6 1375.6 1367.5 grams grams 1176.8 1211.3 1260.9 1272.4 143.7 130.3 114.7 95.1 grams 946.6 986.8 1025.8 1037.6 grams 15.2 13.2 _ 11.2 9.2 1 _ percent - _ - -Gs=2.6 -- -Gs=2.7 Gs=2.8 Poly. ‘,. ' • , ( ZERO AIR VOIDS t , ‘ ‘ ISeries11 / . . r -\---N-• • - ••„ , %, , \ . \ •,, ,, \ . . . . - - • " " - • - • 5 10 15 20 WATER CONTENT (/o) 25 30 4 inch: V= 15.14 pcf/gm 6 inch: V= 33.98 pcf/gm METHOD USED .(A,B or CI 4 inch MOLD USED 15.14 MOLD VOLUME CORRECTION (V) -3/8" SIEVE NUMBER PERCENT RETAINED WITH ROCK CORRECTION MAXIMUM DENSITY [PCF] ' OPTIMUM MOISTURE rid WITHOUT ROCK CORRECTION MAXIMUM DENSITY [PCF] 13.2 OPTIMUM MOISTURE [%] 524 S Shawnee Dr Santa Ana Ca 92704 Maximum Density D1 524 S Shawnee Dr & Unit# 22/7/2025 PROJECT: Priority Engineering SAMPLE ID: S06256 PROJECT NO.: AL2022 DATE: April 22, 2024 TESTED BY: Eric Y. CHECKED BY: Edward T. SAMPLE DESCRIPTION: Brown Sandy Silt LOCATION: 524 S Shawnee Dr. Santa Ana CA 92704 Method: MechanicaIL ManualD Hammer: 10Ib.e 5.5 Ibi3 A) WATER ADDED B) MOLD TARE WEIGHT C) WEIGHT OF WET SOIL AND MOLD D) WET SOIL WEIGHT (C - B) E) WET DENSITY (D / V) F) DRY DENSITY (E / [(L/100) + 1)) G) TARE WEIGHT H) WEIGHT OF WET SOIL AND TARE I) WEIGHT OF DRY SOIL AND TARE J) WEIGHT OF WATER (H I) K) DRY WEIGHT OF SOIL (I - G) L) MOISTURE CONTENT (J / K)' 100) DR Y DE N S I T Y (p c f ) 130 125 120 115 110 105 100 95 0 2 4 -2 % 1931.0 1931,0 1931.0 1931.0 grams 3835.7 3893.7 3852,4 3760.8 grams 1904.7 1962.7 1921.4 1829.8 grams 125.8 129.6 126.9 120.9 pcf 111.4 112.7 _ 108.3 108.9 _ pcf 131.4 228.6 229.2 228.4 grams 1157.8 1397.6 1228.5 1246.3 grams 1040.0 1245.1 1082.3 1145.7 grams 117.8 152.5 146 2 100.6 grams 908.6 1016.5 853.1 917.3 grams 13.0 , 15.0 , 17.1 A 11.0 1 i , 1 percent , I ' I i '_....f._; - 1 1 - --1"-7.-1 . L.4 -, - \ t i___H 1__._ - - - Gs-2.G - -Gs=2.7 Gs=2.8 Poly. 'i---1 1:-- 'ZERO AIR VOIDS \ .. 1,, Fr, '. 'N (Series1) , \ s, . N -j i - ' 1 - 4.--4---t-J- ; \ , . . . • 1 .--•••••••••• . . . . ---i f--- , . 10 15 20 WATER CONTENT (%) 524 S Shawnee Dr Santa Ana Ca 92704 25 30 4 Inch: V= 15.14 pcf/gm 6 inch: V= 33.98 pcf/gm A METHOD USED (A, B or C) 4 inch MOLD USED 15.14 MOLD VOLUME CORRECTION (V) #4 SIEVE NUMBER PERCENT RETAINED WITH ROCK CORRECTION MAXIMUM DENSITY [PCP] OPTIMUM A MOISTURE [%] WITHOUT ROCK CORRECTION MAXINIU1101 DENSITY (PC9 OPTIMUM MOISTURE ral Maximum Density D2 • 524 S Shawnee Dr & Unit# 22/7/2025 4.0 3.0 2.0 1.0 0.0 4.0 0.0 0.00 0.05 0.10 0.15 0.20 0.25 0.30 Horizontal Deformation (inch) 0.0 10 20 30 40 5.0 60 70 80 90 10.0 Normal Stress (ksf) Ultimate: 0 I Shear Type: Saturated Undisturbed I Peak: • 0.35 0.40 0.45 Boring No. : 1 • Strength Intercept (C) : 0.07 (ksf) Peak 0.08 (Ion Ultimate Sample No. : 3.45 (kPa) 4.02 (kPa) Depth (Wm) : • Friction Angle ( 4 ) : 28.90 Degree 26.75 Degree Description : Brown Sandy Silt Shear Rate (inch/minute) : 0.0004 SYMBOL MOISTURE CONTENT (%) DRY DENSITY VOID RATIO NORMAL STRESS PEAK STRESS ULTIMATE STRESS (pct) (M tn) (ksf) (kPa) (ksf) (kPa) (ksf) (kPa) • .. 29.82 89.05 14.02 0.89 1 00 47.88 0.62 29.88 0.59 - 28.15 . 29.59 91.19 14.35 0.85 • 2.00 95.76 1.18 56.31 1.09 52.28 A 29.48 91.80 14 45 0.84 400 191.52 2.28 109.17 2.10 100.55 524 S Shawnee Dr & Unit# 22/7/2025 . „ Sh e a r St r e s s in (k s f ) -- k N) (4 .. t , o o o c , • . . _ •• • • • ••• • 0.0 0.0 1.0 2.0 30 40 50 60 70 80 90 10.0 Normal Stress (ksf) . _ ... Ultimate : Shear Type: Saturated econs t u e ea R: 40 3.0 0.0 0.00 0.05 0.10 0.15 0.20 0.25 0.30 Horizontal Deformation (inch) 0.35 0.40 0.45 Boring No. : 2 Strength Intercept (C) . 0.08 (ksf) Peak 0.10 (ksf) Ultimate Sample No. : 3.73 (kPa) 4.60 (kPa) Depth (ft/m) : Friction Angle ( 4 ) : 29.76 Degree 27.83 Degree Description : Brown Sandy Silt Shear Rate (inch/minute) : 0.0004 SYMBOL MOISTURE CONTENT (%) DRY DENSITY VOID RATIO NORMAL STRESS PEAK STRESS ULTIMATE STRESS (pcf) (kNhn3) (ksf) (kPa) (ksf) (kPa) (ksf) (kPa) 29.64 89.61 14 11 0.88 ? uu 47 88 065 31.03 ._ 29.88 . 27.88 92.36 14.54 0.82 2.00 95.76 1 22 58.61 1.15 55.16 A 24.79 96.11 15.13 0.75 4.00 191.52 2.36 113.19 2.21 105.72 524 S Shawnee Dr Santa Ana Ca 92704 Direct Shear E2 524 S Shawnee Dr & Unit# 22/7/2025 '= 111 96 F.S.= 3 Ng= 17 Ky= 17 hic= 26 ( 80 26 ) + (106.02x 17 ) = 4,783.51 + 3 = 1,594.5 Use: 1600 Ibif t 2 BEARIN. VALUE 40 0 , --"%. Nig rC N isrr N t I 1 I' , - k I 1 d', • , .. . I , , i , . ., . , . i a I . 1 , . 1 ., • 11. ,. , , !El 60 50 40 30 2/3 1D 20 40 60 80 100 12 Val ues of Nc and Ng 1.1c=. NY Values of Ni go = N + Cl\lc + 'Y D Nq2 I. width + cohesion + surcharge B=1 D= 1 c=80 0=26 (106.02 —2— X 17 Test Pit results DEPTH: 10' SOIL TYPE: Sandy Silt 524 S Shawnee Dr Santa Ma Ca 92704 Bearing Value 524 S Shawnee Dr & Unit# 22/7/2025 524 S Shawnee Dr, Santa Ana, CA 92704, USA Latitude, Longitude: 33.7397766, -117.9105262 Tacos Pepe Et "P-Ire Truck - W Camile St 9Russell Elementary School j Santa Ana River Trail- mile marker eight W James Ave 85 Googlei ma-add, 4'e z Date 4/15/2024, 1:12:24 PM Design Code Reference Document ASCE7-16 Risk Category II Site Class 0- Default (See Section 11.4.3) Type Value Description Ss 1.311 MCER ground motion. (for 0.2 second period) S1 0.468 MCER ground motion. (for 1.0s period) Sms 1.573 Site-modified spectral acceleration value Smi null -See Section 11.4.8 Site-modified spectral acceleration value SDS 1.049 Numeric seismic design value at 0.2 second SA S01 null -See Section 11.4.8 Numeric seismic design value at 1.0 second SA Map de Type Value Description SDC null -See Section 11.4.8 Seismic design category F a 1.2 Site amplification factor at 0.2 second F, null -See Section 11.4.8 Site amplification factor at 1.0 second PGA 0.559 MCEG peak ground acceleration FpGA 1.2 Site amplification factor at PGA PGAm 0.671 Site modified peak ground acceleration TL 8 Long-period transition period in seconds SsRT 1.311 Probabilistic risk -targeted ground motion. (0.2 second) SsUH 1.419 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 1.705 Factored deterministic acceleration value. (0.2 second) S1RT 0.468 Probabilistic risk-targeted ground motion. (1.0 second) S1UH 0.507 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration. S1D 0.6 Factored deterministic acceleration value. (1.0 second) PGAd 0.704 Factored deterministic acceleration value. (Peek Ground Acceleration) PGAuH 0.859 Uniform-hazard (2% probability of exceedance in 50 years) Peak Ground Acceleration CRS 0.924 Mapped value of the risk coefficient at short periods CF21 0.923 Mapped value of the risk coeffident at a period of 1 s Cv 1.362 Vertical coefficient 524 S Shawnee Dr Santa Ana Ca 92704 Design Maps Report -111••••••-•••••••• 524 S Shawnee Dr & Unit# 22/7/2025 524 S Shawnee Dr & Unit# 22/7/2025 524 S Shawnee Dr & Unit# 22/7/2025 Soil Pressure Factors Earth Pressure Calculations (I) 26° Maximum Dry Density = 117.8 y = 106.02 pcf Active Earth Pressure Ka= 0.3904617069 Pa= 41.3967501655 Passive Earth Pressure Kp= 2.5610706048 Pp= 271.5247055208 At Rest 524 S Shawnee Dr Santa Arta Ca 92704 Kat= 0.5616288533 Pat= 59.5438910268 Lateral Earth Pressure 524 S Shawnee Dr & Unit# 22/7/2025 524 S Shawnee Dr, Santa Ana, C X ow search results for 524 S Shawn... Address: 524 S SHAWNEE DR APN 109-833-17 City SANTA ANA Address 524 S SHAWNEE DR Fault Zone This parcel is NOT WITHIN an Earthquake Fault Zone. Liquefaction All or a portion of this parcel Zone LIES WITHIN a Liquefaction Zone. Landslide This parcel is NOT WITHIN a Zone Landslide Zone. Zoom to 524 S Shawnee Dr Santa Ana Ca 92704 Liquefaction Map 524 S Shawnee Dr & Unit# 22/7/2025 Dong Engineering, Inc. 7661 GARDEN GROVE BLVD. , GARDEN GROVE, CA 92841 Office: (714) 617-5979 Email: info@dongengineering.com DATE:4/22/2024 CLIENT: JOB NO.:240168 Project: ADU STRUCTURAL CALCULATIONS FOR THE BUILDING AT: 524 S.SHAWNEE DR UNIT 2, SANTA ANA, CA 92704 Page 1 of 21 524 S Shawnee Dr & Unit# 22/7/2025 Dong Engineering Inc. ADU Job#: 240168 524 S.SHAWNEE DR UNIT 2, SANTA ANA, CA 92704 Date: 4/22/2024 ROOF:SHINGLE Slope 3:12 Live Load 20 psf Roof'g Material 3 psf Sheathing 2.0 psf Trusses / Rafters 2.0 psf Ceiling Joists 2.0 psf Drywall 2.0 psf Sprinkler 0.5 psf Solar 4.0 psf Miscellaneous 1.5 psf Total D.L.17 psf Total Load 37 psf EXTERIOR WALL:INTERIOR WALL: EXTERIOR:9 DRYWALL:3 DRYWALL:3.0 DRYWALL:3.0 STUDS:2.0 STUDS:2.0 MISC.:1.0 MISC.:2.0 DL=15.0 PSF DL=10.0 PSF REVISIONS: 1 Sheets:Date: Init:Remark: 2 Sheets:Date: Init:Remark: 3 Sheets:Date: Init:Remark: 4 Sheets:Date: Init:Remark: 5 Sheets:Date: Init:Remark: 6 Sheets:Date: Init:Remark: LOADING CONDITIONS Page 2 of 21 524 S Shawnee Dr & Unit# 22/7/2025 USGS web services were down for some period of time and as a result this tool wasn't operational, resulting in timeout error. USGS web services are now operational so this tool should work as expected. 524 S Shawnee Dr #2, Santa Ana, CA 92704, USA Latitude, Longitude: 33.7397766, -117.9105262 Date 4/15/2024, 8:30:35 PM Design Code Reference Document ASCE7-16 Risk Category II Site Class D - Default (See Section 11.4.3) Type Value Description SS 1.311 MCER ground motion. (for 0.2 second period) S1 0.468 MCER ground motion. (for 1.0s period) SMS 1.573 Site-modified spectral acceleration value SM1 null -See Section 11.4.8 Site-modified spectral acceleration value SDS 1.049 Numeric seismic design value at 0.2 second SA SD1 null -See Section 11.4.8 Numeric seismic design value at 1.0 second SA Type Value Description SDC null -See Section 11.4.8 Seismic design category Fa 1.2 Site amplification factor at 0.2 second Fv null -See Section 11.4.8 Site amplification factor at 1.0 second PGA 0.559 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.671 Site modified peak ground acceleration TL 8 Long-period transition period in seconds SsRT 1.311 Probabilistic risk-targeted ground motion. (0.2 second) SsUH 1.419 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 1.705 Factored deterministic acceleration value. (0.2 second) S1RT 0.468 Probabilistic risk-targeted ground motion. (1.0 second) S1UH 0.507 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration. S1D 0.6 Factored deterministic acceleration value. (1.0 second) PGAd 0.704 Factored deterministic acceleration value. (Peak Ground Acceleration) PGAUH 0.559 Uniform-hazard (2% probability of exceedance in 50 years) Peak Ground Acceleration CRS 0.924 Mapped value of the risk coefficient at short periods CR1 0.923 Mapped value of the risk coefficient at a period of 1 s CV 1.362 Vertical coefficient Page 3 of 21 524 S Shawnee Dr & Unit# 22/7/2025 DISCLAIMER While the information presented on this website is believed to be correct, SEAOC /OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. SEAOC / OSHPD do not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this website. Page 4 of 21 524 S Shawnee Dr & Unit# 22/7/2025 (E) LIVING 8'-0'' CLG (E) BED #1 8'-0'' CLG (E) BED #2 8'-0'' CLG (E ) C L O S E T LOSET CL O S E T CAST IRONSINKSBROOKFIELDK-5942-5 CLOSET STACK W/D 10'-0" CLG CAST IRONSINKSBROOKFIELDK-5942-5 (N) BED #2 10'-0" CLG (N) BED #1 10'-0" CLG (N) BA #1 10'-0" CLG (N) BA #2 10'-0" CLG CAST IRONSINKSBROOKFIELDK-5942-5 K-1147SYSTEM BASIC 6040BATHACRYLIC REF (N) LIVING 10'-0" CLG (N) KITCHEN 10'-0" CLG 7.75" MAX. LANDING 1H R . F I R E RA T E D W A L L 1Y 1X 1 2 A B ROOF SHEARWALL LAYOUT Page 5 of 21 524 S Shawnee Dr & Unit# 22/7/2025 Dong Engineering Inc. ADU 524 S.SHAWNEE DR UNIT 2, SANTA ANA, CA 92704 Job#: 240168 Date: 4/22/2024 PLAN: 1 CODE: CBC 2022 SECTION: 1X Number of Story: 1 Section width: 20(ft)Section length: 46.5(ft) Base height: 0.5(ft)Slope roof height: 13.5(ft)Gable mean roof height: 12(ft) WIND PARAMETERS PER ASCE7-16, CHAPTER 27, MWFRS BUILDINGS OF ALL HEIGHTS: Wind speed = 110, Wind exposure = C, Wind importance factor Iw = 1 Coefficients: Kd = 0.85, Kzt = 1, G = 0.85, Gcpi = +/-0.18, omega = 1 B = 20(ft), L = 46.5(ft), H = 12(ft)-->L/B = 2.33, H/L = 0.26 Wall coefficient: Cpw = 0.8, Cpl = -0.28, Roof coefficient: Cpw = (0.12;-0.37), Cpl = -0.57 Wind exposure = C-->anpha = 9.5, zg = 900 Kz = 2,01*(15/zg)^(2/anpha)qz = 0,00256*Kz*Kzt*Kd*V^2*Iw P = G(Cpw*qz+Cpl*qh) WIND LOAD: SEISMIC PARAMETERS PER ASCE7-16, CHAPTER 12.8, ELF PROCEDURE: Light frame wood-->Rx = 6.5, Site class :D, SDS = 2FaSs/3 =1.049, SD1 = 2FvS1/3 =0, Seismic design category: D, I = 1, 0.7*V = 0.7*SDS*I*W/Rx = 0.7*1.049*1*W/6.5 = 0.113*W Total Seismic Load = 112.69 = 112.69 PLF Redistrib: 997.5*10 = 9975 PLFxFT DIAPHRAGM & CHORD FORCE PER ASCE07-16 SECTION 12.10 ROOF DIAPHRAGM Max shear = 160.99 x 14 / (2 x 46.5) = 24.24 PLF Use: 15/32" apa rated unblock 32/16 w/8d common nails at 6", 6", 12" o.c. Chord force = 160.99 x 14^2 / (8 x 46.5) = 84.82 LBS Splice w/ min. (1) 16d sinker nails each side of splice at 8" o.c. (standard construction) (z, Kz, qz, P): (15, 0.85, 22.35, 20.59) ROOF Roof = 15*46.5 = 697.5 PLF Wall = 15*2*5 + 10*3*5 = 300 PLF Shear = 0.113(697.5+300) = 0.113*997.5 = 112.72 PLF Plate height: ROOF = 10(ft) SHEAR ROOF = 112.69*997.5*10/9975 = 112.69 PLF SHEAR ROOF = 0.6*W = 89.36(plf) ROOF 112.69 PLF SEISMIC GOVERN Page 6 of 21 524 S Shawnee Dr & Unit# 22/7/2025 Dong Engineering Inc. ADU 524 S.SHAWNEE DR UNIT 2, SANTA ANA, CA 92704 Job#: 240168 Date: 4/22/2024 PLAN: 1 CODE: CBC 2022 SECTION: 1Y Number of Story: 1 Section width: 46.5(ft)Section length: 20(ft) Base height: 0.5(ft)Slope roof height: 13.5(ft)Gable mean roof height: 12(ft) WIND PARAMETERS PER ASCE7-16, CHAPTER 27, MWFRS BUILDINGS OF ALL HEIGHTS: Wind speed = 110, Wind exposure = C, Wind importance factor Iw = 1 Coefficients: Kd = 0.85, Kzt = 1, G = 0.85, Gcpi = +/-0.18, omega = 1 B = 46.5(ft), L = 20(ft), H = 12(ft)-->L/B = 0.43, H/L = 0.6 Wall coefficient: Cpw = 0.8, Cpl = -0.5, Roof coefficient: Cpw = (-0.09;-0.57), Cpl = -0.58 Wind exposure = C-->anpha = 9.5, zg = 900 Kz = 2,01*(15/zg)^(2/anpha)qz = 0,00256*Kz*Kzt*Kd*V^2*Iw P = G(Cpw*qz+Cpl*qh) WIND LOAD: SEISMIC PARAMETERS PER ASCE7-16, CHAPTER 12.8, ELF PROCEDURE: Light frame wood-->Ry = 6.5, Site class :D, SDS = 2FaSs/3 =1.049, SD1 = 2FvS1/3 =0, Seismic design category: D, I = 1, 0.7*V = 0.7*SDS*I*W/Ry = 0.7*1.049*1*W/6.5 = 0.113*W Total Seismic Load = 56.48 = 56.48 PLF Redistrib: 500*10 = 5000 PLFxFT DIAPHRAGM & CHORD FORCE PER ASCE07-16 SECTION 12.10 ROOF DIAPHRAGM Max shear = 80.69 x 46.5 / (2 x 20) = 93.8 PLF Use: 15/32" apa rated unblock 32/16 w/8d common nails at 6", 6", 12" o.c. Chord force = 80.69 x 46.5^2 / (8 x 20) = 1090.45 LBS Splice w/ min. (6) 16d sinker nails each side of splice at 8" o.c. (standard construction) (z, Kz, qz, P): (15, 0.85, 22.35, 24.7); (15, 0.85, 22.35, 15.2) ROOF Roof = 15*20 = 300 PLF Wall = 15*2*5 + 10*1*5 = 200 PLF Shear = 0.113(300+200) = 0.113*500 = 56.5 PLF Plate height: ROOF = 10(ft) SHEAR ROOF = 56.48*500*10/5000 = 56.48 PLF SHEAR ROOF = 0.6*W = 66.6(plf) ROOF 66.6 PLF WIND GOVERN Page 7 of 21 524 S Shawnee Dr & Unit# 22/7/2025 Dong Engineering Inc. ADU 524 S.SHAWNEE DR UNIT 2, SANTA ANA, CA 92704 Job#: 240168 Date: 4/22/2024 PLAN: 1 CODE: CBC 2022 Max panel deflection: = 0.04" | 4*d*1.4 = 0.21" < 0.02 x 120 = 2.4" 1.50 4.00 2.00 3.25 2.00 OVERTURN ANALYSIS Left Side Hold Down HDU2 Post Size 4x4 Tension (kips)2.7 Com. (kips)3.5 Right Side Hold Down HDU2 Post Size 4x4 Tension (kips)2.7 Com. (kips)3.5 Anchor Bolt 5/8"x12"[2]spaced equally 4.00 P2 Drag Force: A: Simpson MSTA30 (1880LB) - Alt one row (9) #16 ea. side of splice Framing Clips Spacing See Shear Wall Schedule 10 . 0 0 f t LINE 1 (Direction: Y) @ FIRST FLOOR | Wind: 1549lbs | Seismic:1313lbs | Shear Panel Type: C | (þ = 1) Total Length = 20.5 ft | Total Shear Wall Length = 5.25 ft | Shear Diaphragm = 92 plf | Design Shear Wall = 295 plf (Wind) / 250 plf (Seismic) Seismic Load Combination: (1.0 + 0.14SDS)D + H + F + 0.7QE (Compression) | Load Combination Use: (0.6 - 0.14SDS)D + H + 0.7QE (Tension) Wind Load Combination: D + 0.75L + 0.75(0.6W) (Compression) | Load Combination Use: 0.6D + H + 0.6W (Tension) Seismic Capacity: P1(1.3/1.3) + P2(0.8/0.8) = 2.1kips (Sect. 4.3.3.4.1) Wind Capacity: P1(1.9/1.9) + P2(1.2/1.2) = 3.1kips (Sect. 4.3.3.4.1) 3.75 P1 1030 d = 8𝑣ℎ3 𝐸𝐴𝑏 + 𝑣ℎ 1000𝐺𝑎 + ℎ 𝑏∆𝑎 Page 8 of 21 524 S Shawnee Dr & Unit# 22/7/2025 Dong Engineering Inc. ADU 524 S.SHAWNEE DR UNIT 2, SANTA ANA, CA 92704 Job#: 240168 Date: 4/22/2024 PLAN: 1 CODE: CBC 2022 Max panel deflection: = 0.1" | 4*d*1.4 = 0.58" < 0.02 x 120 = 2.4" 0.25 8.00 3.25 OVERTURN ANALYSIS Left Side Hold Down HDU2 Post Size 4x4 Tension (kips)1.7 Com. (kips)2.5 Right Side Hold Down HDU2 Post Size 4x4 Tension (kips)1.7 Com. (kips)2.5 Anchor Bolt 5/8"x12"[2]spaced equally 2.50 Drag Force: A: Simpson MSTA30 (1880LB) - Alt one row (9) #16 ea. side of splice Framing Clips Spacing See Shear Wall Schedule 10 . 0 0 f t LINE 2 (Direction: Y) @ FIRST FLOOR | Wind: 1549lbs | Seismic:1313lbs | Shear Panel Type: A | (þ = 1) Total Length = 14 ft | Total Shear Wall Length = 8 ft | Shear Diaphragm = 134 plf | Design Shear Wall = 194 plf (Wind) / 164 plf (Seismic) Seismic Load Combination: (1.0 + 0.14SDS)D + H + F + 0.7QE (Compression) | Load Combination Use: (0.6 - 0.14SDS)D + H + 0.7QE (Tension) Wind Load Combination: D + 0.75L + 0.75(0.6W) (Compression) | Load Combination Use: 0.6D + H + 0.6W (Tension) Seismic Capacity: P1(1.8/1.8) = 1.8kips (Sect. 4.3.3.4.1) Wind Capacity: P1(2.5/2.5) = 2.5kips (Sect. 4.3.3.4.1) P1 34 -770 d = 8𝑣ℎ3 𝐸𝐴𝑏 + 𝑣ℎ 1000𝐺𝑎 + ℎ 𝑏∆𝑎 Page 9 of 21 524 S Shawnee Dr & Unit# 22/7/2025 Dong Engineering Inc. ADU 524 S.SHAWNEE DR UNIT 2, SANTA ANA, CA 92704 Job#: 240168 Date: 4/22/2024 PLAN: 1 CODE: CBC 2022 Max panel deflection: = 0.09" | 4*d*1.4 = 0.5" < 0.02 x 120 = 2.4" 3.00 5.50 3.00 3.00 5.25 8.25 OVERTURN ANALYSIS Left Side Hold Down HDU2 HDU2 Post Size 4x4 4x4 Tension (kips)0.9 0.9 Com. (kips)1.7 1.6 Right Side Hold Down HDU2 HDU2 Post Size 4x4 4x4 Tension (kips)0.9 0.9 Com. (kips)1.7 1.6 Anchor Bolt 5/8"x12"[2][2]spaced equally 4.502.00 4.25 P2 4.25 P1 4.25 Drag Force: A: Simpson MSTA30 (1880LB) - Alt one row (9) #16 ea. side of splice Framing Clips Spacing See Shear Wall Schedule 10 . 0 0 f t LINE A (Direction: X) @ FIRST FLOOR | Wind: 894lbs | Seismic:1127lbs | Shear Panel Type: A | (þ = 1) Total Length = 47.25 ft | Total Shear Wall Length = 10.75 ft | Shear Diaphragm = 34 plf | Design Shear Wall = 83 plf (Wind) / 105 plf (Seismic) Seismic Load Combination: (1.0 + 0.14SDS)D + H + F + 0.7QE (Compression) | Load Combination Use: (0.6 - 0.14SDS)D + H + 0.7QE (Tension) Wind Load Combination: D + 0.75L + 0.75(0.6W) (Compression) | Load Combination Use: 0.6D + H + 0.6W (Tension) Seismic Capacity: P1(1.2/1.2) + P2(1.2/1.2) = 2.4kips (Sect. 4.3.3.4.1) Wind Capacity: P1(1.7/1.7) + P2(1.6/1.6) = 3.3kips (Sect. 4.3.3.4.1) 247 -434 d = 8𝑣ℎ3 𝐸𝐴𝑏 + 𝑣ℎ 1000𝐺𝑎 + ℎ 𝑏∆𝑎 Page 10 of 21 524 S Shawnee Dr & Unit# 22/7/2025 Dong Engineering Inc. ADU 524 S.SHAWNEE DR UNIT 2, SANTA ANA, CA 92704 Job#: 240168 Date: 4/22/2024 PLAN: 1 CODE: CBC 2022 Max panel deflection: = 0.01" | 4*d*1.4 = 0.08" < 0.02 x 120 = 2.4" 17.00 2.75 3.25 12.00 6.75 OVERTURN ANALYSIS Left Side Hold Down No Uplift Post Size Tension (kips) Com. (kips) Right Side Hold Down No Uplift Post Size Tension (kips) Com. (kips) Anchor Bolt 5/8"x12"[2]spaced equally 4.00 Drag Force: A: Simpson MSTA30 (1880LB) - Alt one row (9) #16 ea. side of splice Framing Clips Spacing See Shear Wall Schedule 10 . 0 0 f t LINE B (Direction: X) @ FIRST FLOOR | Wind: 894lbs | Seismic:1127lbs | Shear Panel Type: A | (þ = 1) Total Length = 45.75 ft | Total Shear Wall Length = 12 ft | Shear Diaphragm = 35 plf | Design Shear Wall = 75 plf (Wind) / 94 plf (Seismic) Seismic Load Combination: (1.0 + 0.14SDS)D + H + F + 0.7QE (Compression) | Load Combination Use: (0.6 - 0.14SDS)D + H + 0.7QE (Tension) Wind Load Combination: D + 0.75L + 0.75(0.6W) (Compression) | Load Combination Use: 0.6D + H + 0.6W (Tension) Seismic Capacity: P1(2.6/2.6) = 2.6kips (Sect. 4.3.3.4.1) Wind Capacity: P1(3.7/3.7) = 3.7kips (Sect. 4.3.3.4.1) P1 950 -238 d = 8𝑣ℎ3 𝐸𝐴𝑏 + 𝑣ℎ 1000𝐺𝑎 + ℎ 𝑏∆𝑎 Page 11 of 21 524 S Shawnee Dr & Unit# 22/7/2025 Dong Engineering Inc. ADU 524 S.SHAWNEE DR UNIT 2, SANTA ANA, CA 92704 Job#: 240168 Date: 4/22/2024 PLAN: 1 CODE: CBC 2022 Wind = Seismic = A B C D E F G H I J K L 3.25 2.00 Design Force = Wall Height = Wall Length = Window size = Bottom header = Top of window sill = Force Above Window (B & C)=1313 x (10 - 6.5 + 3 / 2) / 9.25 = 710 lbs Shear =710 / (10 - 6.5) = 203 plf Force Below Window (J & K)=1313 x (6.5 - 3 / 2) / 9.25 = 710 lbs Shear =710 / (6.5 - 3) = 203 plf Force on Left pier (E & G)=1313 x (3.25 + 4 / 2) / 9.25 = 745 lbs Shear =745 / 3.25 = 229 plf Force on Right pier (F & H)=1313 x (2 + 4 / 2) / 9.25 = 568 lbs Shear =568 / 2 = 284 plf Drag force at header =203 x 4 / 2 = 406 lbs Drag force at window sill =203 x 4 / 2 = 406 lbs Upper left sub panel shear (A)=(745 - 406) / 3.25 = 104 plf Upper right sub panel shear (D)=(568 - 406) / 2 = 81 plf Lower left sub panel shear (I)=(1419 - 1054) / 3.5 = 104 plf Lower right sub panel shear (L)=(1419 - 1054) / 3.5 = 104 plf Maximum sub panel shear =284 plf => USE TYPE C Maximum drag force =406 lbs => USE DRAG (1)CS16 Shear Wall With Opening: Shear Wall # 1 @ P1 & P2 3.50 ft 10 . 0 0 f t 4.00 1549 lbs 1313 lbs 1313 lbs 10.00 ft 9.25 ft 4ft x 3ft 6.50 ft Page 12 of 21 524 S Shawnee Dr & Unit# 22/7/2025 Dong Engineering Inc. ADU 524 S.SHAWNEE DR UNIT 2, SANTA ANA, CA 92704 Job#: 240168 Date: 4/22/2024 PLAN: 1 CODE: CBC 2022 Shear Wall (X-X Direction) Line Story Section Span Wind Seismic Added V (lb)H L v Type ###(ft)(plf)(plf)Wind Seismic (ft)(ft)(plf) A 1 1X 20 89 113 10 10.75 105 A B 1 1X 20 89 113 10 12 94 A v(plf) = V/L V2 = Seismic*Span/2 + Added Vseismic Line shear V = Maximum(V1;V2) V1 = Wind*Span/2 + Added Vwind SUMMARY SHEAR WALL Page 13 of 21 524 S Shawnee Dr & Unit# 22/7/2025 Dong Engineering Inc. ADU 524 S.SHAWNEE DR UNIT 2, SANTA ANA, CA 92704 Job#: 240168 Date: 4/22/2024 PLAN: 1 CODE: CBC 2022 Shear Wall (Y-Y Direction) Line Story Section Span Wind Seismic Added V (lb)H L v Type ###(ft)(plf)(plf)Wind Seismic (ft)(ft)(plf) 1 1 1Y 46.5 67 56 10 5.25 295 C 2 1 1Y 46.5 67 56 10 8 194 A v(plf) = V/L Line shear V = Maximum(V1;V2) SUMMARY SHEAR WALL V1 = Wind*Span/2 + Added Vwind V2 = Seismic*Span/2 + Added Vseismic Page 14 of 21 524 S Shawnee Dr & Unit# 22/7/2025 Dong Engineering Inc. ADU 524 S.SHAWNEE DR UNIT 2, SANTA ANA, CA 92704 Job#: 240168 Date: 4/22/2024 PLAN: 1 CODE: CBC 2022 Wall Sec.Sto.Wind Seismic Span Offset Wind Seismic (#)(#)(#)v_(plf)v_(plf)(ft)(ft)V_(lb)V_(lb) 1 :Wind = 1549(lb), Seismic = 1313(lb) 1 1Y 1 66.6 56.5 46.5 1548 1313 l---------------46.5(ft)---------------l 2 :Wind = 1549(lb), Seismic = 1313(lb) 2 1Y 1 66.6 56.5 46.5 1548 1313 l---------------46.5(ft)---------------l A :Wind = 894(lb), Seismic = 1127(lb) A 1X 1 89.4 112.7 20 894 1127 l---------------20.0(ft)---------------l B :Wind = 894(lb), Seismic = 1127(lb) B 1X 1 89.4 112.7 20 894 1127 l---------------20.0(ft)---------------l #N/A #N/A #N/A #N/A #N/A #N/A Description V_(lb)=v_(plf)*Span*Span/2/(Span+Offset) LATERAL p Factor: X Direction: p=1; Y Direction: p=1 Page 15 of 21 524 S Shawnee Dr & Unit# 22/7/2025 Dong Engineering Inc. ADU 524 S.SHAWNEE DR UNIT 2, SANTA ANA, CA 92704 Job #: 240168 Date : 04/22/2024 Plan : 1 BEAM : 1 - HIP @ LIVING ROOM Loads(Downward+) Beam Weight 5.5 plf from 0 ft to 12.25 ft Roof Rafter: (11+20)(8~0) = (DL=88~0PLF; LLr=160~0PLF) form 0 to 12.25 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 1046/1046 0 2 540/540 0 USE 2-2 x 8 Critcal Shear = 1046 LB @0' 1.5xV/(F'v x A)= 0.31 F'v = 225, A = 22.5 Critcal Moment = 2488 LB-FT @5.25' M/(F'b x S)= 0.72 F'b = 1462, S = 28.12 Critical Deflection for TL = -0.391 INCH @ 6 L/240 = 0.612" Critical Deflection for LL = -0.242 INCH @ 6 L/360 = 0.408" 1 2 Moment Shear Deflection 12.25' BEAM : 2 - VALLEY @ BEDROOM Loads(Downward+) Beam Weight 5.5 plf from 0 ft to 10 ft Roof Rafter: (11+20)(0.8~4.2) = (DL=8.2~46.8PLF; LLr=15~85PLF) form 0 to 10 Roof Rafter: (11+20)(0~3.5) = (DL=0~38.5PLF; LLr=0~70PLF) form 0 to 10 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 505/505 0 2 867/867 0 USE 2-2 x 8 Critcal Shear = -867 LB @10' 1.5xV/(F'v x A)= 0.25 F'v = 225, A = 22.5 Critcal Moment = 1743 LB-FT @5.75' M/(F'b x S)= 0.51 F'b = 1462, S = 28.12 Critical Deflection for TL = -0.182 INCH @ 5.25 L/240 = 0.5" Critical Deflection for LL = -0.113 INCH @ 5.25 L/360 = 0.333" 1 2 Moment Shear Deflection 10' Page 16 of 21 524 S Shawnee Dr & Unit# 22/7/2025 Dong Engineering Inc. ADU 524 S.SHAWNEE DR UNIT 2, SANTA ANA, CA 92704 Job #: 240168 Date : 04/22/2024 Plan : 1 BEAM : 3 - HIP @ BATH#1 Loads(Downward+) Beam Weight 2.7 plf from 0 ft to 9.75 ft Roof Rafter: (11+20)(6.5~0) = (DL=71.5~0PLF; LLr=130~0PLF) form 0 to 9.75 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 668/668 0 2 340/341 0 USE 2 x 8 Critcal Shear = 668 LB @0' 1.5xV/(F'v x A)= 0.41 F'v = 225, A = 10.88 Critcal Moment = 1259 LB-FT @4.25' M/(F'b x S)= 0.85 F'b = 1350, S = 13.14 Critical Deflection for TL = -0.278 INCH @ 4.75 L/240 = 0.488" Critical Deflection for LL = -0.175 INCH @ 4.75 L/360 = 0.325" 1 2 Moment Shear Deflection 9.75' BEAM : 4 - CLG @ LIVING ROOM Loads(Downward+) Beam Weight 10.1 plf from 0 ft to 13.25 ft Ceiling Joist DL: (4)(4) = (DL=16PLF) form 0 to 13.25 Ceiling Joist : (4+10)(4.2) = (DL=17PLF; LLr=42.5PLF) form 8 to 13.25 Point load @ 7.75 : Load from beam 1 at Support 1(P1) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 669/669 0 2 1035/1035 0 USE 6 x 8 Critcal Shear = -1035 LB @13.25' 1.5xV/(F'v x A)= 0.17 F'v = 212, A = 41.25 Critcal Moment = 4400 LB-FT @7.75' M/(F'b x S)= 0.6 F'b = 1688, S = 51.56 Critical Deflection for TL = -0.375 INCH @ 7 L/240 = 0.662" Critical Deflection for LL = -0.202 INCH @ 7 L/360 = 0.442" 1 2 P1 Moment Shear Deflection 13.25' Page 17 of 21 524 S Shawnee Dr & Unit# 22/7/2025 Dong Engineering Inc. ADU 524 S.SHAWNEE DR UNIT 2, SANTA ANA, CA 92704 Job #: 240168 Date : 04/22/2024 Plan : 1 BEAM : 5 - CLG @ BEDROOM Loads(Downward+) Beam Weight 5.5 plf from 0 ft to 13.25 ft Ceiling Joist DL: (4)(1.3) = (DL=5.3PLF) form 0 to 13.25 Point load @ 6.5 : Load from beam 2 at Support 1(P1) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 329/329 0 2 319/320 0 USE 2-2 x 8 Critcal Shear = 329 LB @0' 1.5xV/(F'v x A)= 0.09 F'v = 225, A = 22.5 Critcal Moment = 1910 LB-FT @6.5' M/(F'b x S)= 0.55 F'b = 1462, S = 28.12 Critical Deflection for TL = -0.295 INCH @ 6.5 L/240 = 0.662" Critical Deflection for LL = -0.153 INCH @ 6.5 L/360 = 0.442" 1 2 P1 Moment Shear Deflection 13.25' BEAM : 6 - CLG @ BED ROOM #1 Loads(Downward+) Beam Weight 10.1 plf from 0 ft to 13.25 ft Ceiling Joist DL: (4)(1.3) = (DL=5.3PLF) form 0 to 13.25 Point load @ 6.5 : Load from beam 3 at Support 1(P1) Point load @ 6.5 : Load from beam 3 at Support 1(P2) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 783/783 0 2 758/758 0 USE 6 x 8 Critcal Shear = 782 LB @0' 1.5xV/(F'v x A)= 0.13 F'v = 212, A = 41.25 Critcal Moment = 4762 LB-FT @6.5' M/(F'b x S)= 0.65 F'b = 1688, S = 51.56 Critical Deflection for TL = -0.396 INCH @ 6.5 L/240 = 0.662" Critical Deflection for LL = -0.228 INCH @ 6.5 L/360 = 0.442" 1 2 P1P2 Moment Shear Deflection 13.25' Page 18 of 21 524 S Shawnee Dr & Unit# 22/7/2025 Dong Engineering Inc. ADU 524 S.SHAWNEE DR UNIT 2, SANTA ANA, CA 92704 Job #: 240168 Date : 04/22/2024 Plan : 1 BEAM : C1 - C.J. 2X6 DFL#2 @ 16" O.C. Loads(Downward+) Ceiling Joist : (4+10)(1.3) = (DL=5.3PLF; LLr=13.4PLF) form 0 to 15.25 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 143/143 0 2 143/143 0 USE 2 x 6 Critcal Shear = 142 LB @0' 1.5xV/(F'v x A)= 0.11 F'v = 225, A = 8.25 Critcal Moment = 543 LB-FT @7.62' M/(F'b x S)= 0.51 F'b = 1682, S = 7.56 Critical Deflection for TL = -0.684 INCH @ 7.63 L/240 = 0.762" Critical Deflection for LL = -0.488 INCH @ 7.63 L/360 = 0.508" 1 2 Moment Shear Deflection 15.25' BEAM : C2 - C.J. 2X8 DFL#2 @ 16" O.C. Loads(Downward+) Ceiling Joist : (4+10)(1.3) = (DL=5.3PLF; LLr=13.4PLF) form 0 to 20.25 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 189/189 0 2 189/189 0 USE 2 x 8 Critcal Shear = 189 LB @0' 1.5xV/(F'v x A)= 0.11 F'v = 225, A = 10.88 Critcal Moment = 958 LB-FT @10.12' M/(F'b x S)= 0.56 F'b = 1552, S = 13.14 Critical Deflection for TL = -0.928 INCH @ 10.12 L/240 = 1.012" Critical Deflection for LL = -0.663 INCH @ 10.12 L/360 = 0.675" 1 2 Moment Shear Deflection 20.25' Page 19 of 21 524 S Shawnee Dr & Unit# 22/7/2025 Dong Engineering Inc. ADU 524 S.SHAWNEE DR UNIT 2, SANTA ANA, CA 92704 Job #: 240168 Date : 10/16/2024 Plan : 1 BEAM : R1 - R.R. 2X6 DFL#2 @ 16" O.C. TYP. Loads(Downward+) Roof Rafter: (11+20)(1.3) = (DL=14.7PLF; LLr=26.7PLF) form 0 to 12 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 248/248 0 2 248/248 0 USE 2 x 6 Critcal Shear = 248 LB @0' 1.5xV/(F'v x A)= 0.2 F'v = 225, A = 8.25 Critcal Moment = 744 LB-FT @6' M/(F'b x S)= 0.7 F'b = 1682, S = 7.56 Critical Deflection for TL = -0.58 INCH @ 6 L/240 = 0.6" Critical Deflection for LL = -0.374 INCH @ 6 L/360 = 0.4" 1 2 Moment Shear Deflection 12' BEAM : R2 - R.R. 2X6 DFL#2 @ 16" O.C. TYP. Loads(Downward+) Beam Weight 2.1 plf from 0 ft to 11.5 ft Roof Rafter: (11+20)(1.3) = (DL=14.7PLF; LLr=26.7PLF) form 0 to 11.5 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 360/359 0 2 140/141 0 USE 2 x 6 Critcal Shear = 207 LB @3.5' 1.5xV/(F'v x A)= 0.16 F'v = 225, A = 8.25 Critcal Moment = -266 LB-FT @3.5' M/(F'b x S)= 0.25 F'b = 1682, S = 7.56 Critical Deflection for TL = -0.063 INCH @ 7.75 L/240 = 0.4" Critical Deflection for LL = -0.039 INCH @ 7.75 L/360 = 0.267" 1 2 Moment Shear Deflection 3.5'8' Page 20 of 21 524 S Shawnee Dr & Unit# 22/7/2025 Dong Engineering Inc. ADU 524 S.SHAWNEE DR UNIT 2, SANTA ANA, CA 92704 Job#: 240168 Date: 4/23/2024 PLAN: 1 CODE: CBC 2022 1600 psf Trib Trib Wall Height DL(psf) LL(psf) roof(ft) DL(psf) LL(psf) floor(ft) DL(psf) wall(ft) 15 20 10 15 10 Roof: (DL+LL) (Trib) = 350 plf Floor: (DL+LL) (Trib) = 0 plf Wall: DL (Height)= 150 plf 500 plf 500 /(12"/12) = 500 psf< 1600 psf P(allowable) P allowable = 6,400 # 24 in FOUNDATION - 1-STORY Allowable soil bearing value: Roof Floor use 12" wide cont. ftg w/ 2-#4 top & bott. 45௢ Page 21 of 21 524 S Shawnee Dr & Unit# 22/7/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:ADU Calculation Date/Time:2024-07-30T22:26:29-07:00 (Page 1 of 10) Calculation Description:Title 24 Analysis Input File Name:23156 - ADU.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-30 22:26:38 GENERAL INFORMATION 01 Project Name ADU 02 Run Title Title 24 Analysis 03 Project Location 524 S Shawnee Dr, Unit 2 04 City Santa Ana 05 Standards Version 2022 06 Zip code 92704 07 Software Version EnergyPro 9.2 08 Climate Zone 8 09 Front Orientation (deg/ Cardinal)180 10 Building Type Single family 11 Number of Dwelling Units 1 12 Project Scope Newly Constructed Addition 13 Number of Bedrooms 5 14 Addition Cond. Floor Area (ft2)749 15 Number of Stories 1 16 Existing Cond. Floor Area (ft2)1326 17 Fenestration Average U-factor 0.3 18 Total Cond. Floor Area (ft2)2075 19 Glazing Percentage (%)14.69% 20 ADU Bedroom Count 2 21 ADU Conditioned Floor Area 749 22 Fuel Type Natural gas 23 No Dwelling Unit:No ADDITION ALONE - Project Analysis Parameters 01 02 03 04 05 06 Existing Area (excl. new addition) (ft2) Addition Area (excl. existing) (ft2)Total Area (ft2)Existing Bedrooms Addition Bedrooms Total Bedrooms 1326 749 2075 3 2 5 ADDITION ALONE - ACCESSORY DWELLING UNIT (ADU) PROJECT ANALYSIS PARAMETERS 01 02 03 04 05 06 07 08 Zone Name Existing Area (excl. new addition) (ft2) ADU Area (excl. existing) (ft2)Total Area (ft2)Existing Bedrooms Addition Bedrooms Total Bedrooms Attached vs. Detached Living 1326 749 2075 3 2 5 Attached 424-P010149163A-000-000-0000000-0000 07/30/2024 22:28 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 524 S Shawnee Dr & Unit# 22/7/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:ADU Calculation Date/Time:2024-07-30T22:26:29-07:00 (Page 2 of 10) Calculation Description:Title 24 Analysis Input File Name:23156 - ADU.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-30 22:26:38 COMPLIANCE RESULTS 01 Building Complies with Computer Performance 02 This building incorporates features that require field testing and/or verification by a certified HERS rater under the supervision of a CEC-approved HERS provider. 03 This building incorporates one or more Special Features shown below 424-P010149163A-000-000-0000000-0000 07/30/2024 22:28 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 524 S Shawnee Dr & Unit# 22/7/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:ADU Calculation Date/Time:2024-07-30T22:26:29-07:00 (Page 3 of 10) Calculation Description:Title 24 Analysis Input File Name:23156 - ADU.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-30 22:26:38 ENERGY USE SUMMARY Energy Use Standard Design Source Energy (EDR1) (kBtu/ft2 -yr) Standard Design TDV Energy (EDR2) (kTDV/ft2 -yr) Proposed Design Source Energy (EDR1) (kBtu/ft2 -yr) Proposed Design TDV Energy (EDR2) (kTDV/ft2 -yr) Compliance Margin (EDR1) Compliance Margin (EDR2) Space Heating 0 2.84 0 4.81 0 -1.97 Space Cooling 0 26.59 0 32.47 0 -5.88 IAQ Ventilation 0 4.9 0 4.9 0 0 Water Heating 0 44.23 0 35.83 0 8.4 Self Utilization/Flexibility Credit Efficiency Compliance Total 0 78.56 0 78.01 0 0.55 Photovoltaics 0 0 Battery 0 Flexibility Indoor Lighting 0 6.55 0 6.55 Appl. & Cooking 0 46.05 0 46.04 Plug Loads 0 61.76 0 61.76 Outdoor Lighting 0 4.51 0 4.51 TOTAL COMPLIANCE 0 197.43 0 196.87 424-P010149163A-000-000-0000000-0000 07/30/2024 22:28 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 524 S Shawnee Dr & Unit# 22/7/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:ADU Calculation Date/Time:2024-07-30T22:26:29-07:00 (Page 4 of 10) Calculation Description:Title 24 Analysis Input File Name:23156 - ADU.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-30 22:26:38 ENERGY USE INTENSITY Standard Design (kBtu/ft2 - yr )Proposed Design (kBtu/ft2 - yr )Compliance Margin (kBtu/ft2 - yr )Margin Percentage Gross EUI1 32.53 30.66 1.87 5.75 Net EUI2 32.53 30.66 1.87 5.75 Notes 1. Gross EUI is Energy Use Total (not including PV) / Total Building Area. 2. Net EUI is Energy Use Total (including PV) / Total Building Area. REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. •Insulation below roof deck •Variable capacity heat pump compliance option (verification details from VCHP Staff report, Appendix B, and RA3) HERS FEATURE SUMMARY The following is a summary of the features that must be field-verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is provided in the building tables below. Registered CF2Rs and CF3Rs are required to be completed in the HERS Registry •Quality insulation installation (QII) •Indoor air quality ventilation •Kitchen range hood •Verified Refrigerant Charge •Airflow in habitable rooms (SC3.1.4.1.7) •Verified heat pump rated heating capacity •Wall-mounted thermostat in zones greater than 150 ft2 (SC3.4.5) •Ductless indoor units located entirely in conditioned space (SC3.1.4.1.8) ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft2)Avg. Ceiling Height Water Heating System 1 Status Living Conditioned HVAC1 749 10 DHW Sys 1 New 424-P010149163A-000-000-0000000-0000 07/30/2024 22:28 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 524 S Shawnee Dr & Unit# 22/7/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:ADU Calculation Date/Time:2024-07-30T22:26:29-07:00 (Page 5 of 10) Calculation Description:Title 24 Analysis Input File Name:23156 - ADU.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-30 22:26:38 OPAQUE SURFACES 01 02 03 04 05 06 07 08 09 10 Name Zone Construction Azimuth Orientation Gross Area (ft2)Window and Door Area (ft2)Tilt (deg)Wall Exceptions Status EAST WALL 2X4 Living R-15 Wall 90 Right 293 8 90 none New SOUTH WALL 2X4 Living R-15 Wall 180 Front 200 48 90 none New WEST WALL 2X4 Living R-15 Wall 270 Left 463 64 90 none New NORTH WALL 2X4 Living R-15 Wall 0 Back 200 10 90 none New ADJACENT TO MAIN HOUSE Living R-15 Wall1 n/a n/a 170 0 n/a New Roof Living R-30 + R-13 Roof Attic n/a n/a 749 n/a n/a New ATTIC 01 02 03 04 05 06 07 08 Name Construction Type Roof Rise (x in 12)Roof Reflectance Roof Emittance Radiant Barrier Cool Roof Attic Living Attic RoofLiving Ventilated 4 0.1 0.85 No No FENESTRATION / GLAZING 01 02 03 04 05 06 07 08 09 10 11 12 13 14 Name Type Surface Orientation Azimuth Width (ft) Height (ft)Mult.Area (ft2)U-factor U-factor Source SHGC SHGC Source Exterior Shading W4020 Window EAST WALL 2X4 Right 90 1 8 0.3 NFRC 0.23 NFRC Bug Screen W4040 Window SOUTH WALL 2X4 Front 180 1 16 0.3 NFRC 0.23 NFRC Bug Screen W4030 Window SOUTH WALL 2X4 Front 180 1 12 0.3 NFRC 0.23 NFRC Bug Screen W4040 2 Window WEST WALL 2X4 Left 270 1 16 0.3 NFRC 0.23 NFRC Bug Screen 424-P010149163A-000-000-0000000-0000 07/30/2024 22:28 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 524 S Shawnee Dr & Unit# 22/7/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:ADU Calculation Date/Time:2024-07-30T22:26:29-07:00 (Page 6 of 10) Calculation Description:Title 24 Analysis Input File Name:23156 - ADU.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-30 22:26:38 FENESTRATION / GLAZING 01 02 03 04 05 06 07 08 09 10 11 12 13 14 Name Type Surface Orientation Azimuth Width (ft) Height (ft)Mult.Area (ft2)U-factor U-factor Source SHGC SHGC Source Exterior Shading W4040 3 Window WEST WALL 2X4 Left 270 1 16 0.3 NFRC 0.23 NFRC Bug Screen W4040 4 Window WEST WALL 2X4 Left 270 1 16 0.3 NFRC 0.23 NFRC Bug Screen W4040 5 Window WEST WALL 2X4 Left 270 1 16 0.3 NFRC 0.23 NFRC Bug Screen W2020 Window NORTH WALL 2X4 Back 0 1 4 0.3 NFRC 0.23 NFRC Bug Screen W3020 Window NORTH WALL 2X4 Back 0 1 6 0.3 NFRC 0.23 NFRC Bug Screen OPAQUE DOORS 01 02 03 04 Name Side of Building Area (ft2)U-factor D3068 SOUTH WALL 2X4 20 0.5 SLAB FLOORS 01 02 03 04 05 06 07 08 Name Zone Area (ft2)Perimeter (ft)Edge Insul. R-value and Depth Edge Insul. R-value and Depth Carpeted Fraction Heated Slab-on-Grade Living 749 132.5 none 0 80%No 424-P010149163A-000-000-0000000-0000 07/30/2024 22:28 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 524 S Shawnee Dr & Unit# 22/7/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:ADU Calculation Date/Time:2024-07-30T22:26:29-07:00 (Page 7 of 10) Calculation Description:Title 24 Analysis Input File Name:23156 - ADU.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-30 22:26:38 OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 08 Construction Name Surface Type Construction Type Framing Total Cavity R-value Interior / Exterior Continuous R-value U-factor Assembly Layers R-15 Wall Exterior Walls Wood Framed Wall 2x4 @ 16 in. O. C.R-15 None / None 0.095 Inside Finish: Gypsum Board Cavity / Frame: R-15 / 2x4 Exterior Finish: 3 Coat Stucco R-15 Wall1 Interior Walls Wood Framed Wall 2x4 @ 16 in. O. C.R-15 None / None 0.086 Inside Finish: Gypsum Board Cavity / Frame: R-15 / 2x4 Other Side Finish: Gypsum Board Attic RoofLiving Attic Roofs Wood Framed Ceiling 2x4 @ 24 in. O. C.R-13 None / 0 0.078 Roofing: Light Roof (Asphalt Shingle) Roof Deck: Wood Siding/sheathing/decking Cavity / Frame: R-13.0 / 2x4 Around Roof Joists: R-0.0 insul. R-30 + R-13 Roof Attic Ceilings (below attic) Wood Framed Ceiling 2x4 @ 24 in. O. C.R-30 None / None 0.032 Over Ceiling Joists: R-20.9 insul. Cavity / Frame: R-9.1 / 2x4 Inside Finish: Gypsum Board BUILDING ENVELOPE - HERS VERIFICATION 01 02 03 04 05 Quality Insulation Installation (QII)High R-value Spray Foam Insulation Building Envelope Air Leakage CFM50 CFM50 Required Not Required N/A n/a n/a WATER HEATING SYSTEMS 01 02 03 04 05 06 07 08 09 Name System Type Distribution Type Water Heater Name Number of Units Solar Heating System Compact Distribution HERS Verification Water Heater Name (#) DHW Sys 1 Domestic Hot Water (DHW)Standard DHW Heater 1 1 n/a None n/a DHW Heater 1 (1) 424-P010149163A-000-000-0000000-0000 07/30/2024 22:28 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 524 S Shawnee Dr & Unit# 22/7/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:ADU Calculation Date/Time:2024-07-30T22:26:29-07:00 (Page 8 of 10) Calculation Description:Title 24 Analysis Input File Name:23156 - ADU.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-30 22:26:38 WATER HEATERS 01 02 03 04 05 06 07 08 09 10 11 12 13 Name Heating Element Type Tank Type # of Units Tank Vol. (gal) Heating Efficiency Type Efficiency Rated Input Type Input Rating or Pilot Tank Insulation R-value (Int/Ext) Standby Loss or Recovery Eff 1st Hr. Rating or Flow Rate Tank Location DHW Heater 1 Gas Consumer Instantaneo us 1 0 UEF 0.97 Btu/Hr 200000 0 n/a n/a WATER HEATING - HERS VERIFICATION 01 02 03 04 05 06 07 Name Pipe Insulation Parallel Piping Compact Distribution Compact Distribution Type Recirculation Control Shower Drain Water Heat Recovery DHW Sys 1 - 1/1 Not Required Not Required Not Required None Not Required Not Required SPACE CONDITIONING SYSTEMS 01 02 03 04 05 06 07 08 09 Name System Type Heating Unit Name Heating Equipment Count Cooling Unit Name Cooling Equipment Count Fan Name Distribution Name Required Thermostat Type HVAC1 Heat pump heating cooling Heat Pump System 1 1 Heat Pump System 1 1 n/a n/a Setback 424-P010149163A-000-000-0000000-0000 07/30/2024 22:28 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 524 S Shawnee Dr & Unit# 22/7/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:ADU Calculation Date/Time:2024-07-30T22:26:29-07:00 (Page 9 of 10) Calculation Description:Title 24 Analysis Input File Name:23156 - ADU.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-30 22:26:38 HVAC - HEAT PUMPS 01 02 03 04 05 06 07 08 09 10 11 12 13 Name System Type Number of Units Heating Cooling Zonally Controlled Compressor Type HERS VerificationHeating Efficiency Type HSPF/HS PF2/COP Cap 47 Cap 17 Cooling Efficiency Type SEER/SE ER2 EER/EER 2/CEER Heat Pump System 1 VCHP-ductless 1 HSPF 8 24000 22000 EERSEER 14 11 Not Zonal Single Speed Heat Pump System 1-hers-htpump HVAC HEAT PUMPS - HERS VERIFICATION 01 02 03 04 05 06 07 08 09 Name Verified Airflow Airflow Target Verified EER/EER2 Verified SEER/SEER2 Verified Refrigerant Charge Verified HSPF/HSPF2 Verified Heating Cap 47 Verified Heating Cap 17 Heat Pump System 1-hers-htpump Not Required 0 Not Required Not Required Yes No Yes Yes VARIABLE CAPACITY HEAT PUMP COMPLIANCE OPTION - HERS VERIFICATION 01 02 03 04 05 06 07 08 09 10 Name Certified Low-Static VCHP System Airflow to Habitable Rooms Ductless Units in Conditioned Space Wall Mount Thermostat Air Filter Sizing & Pressure Drop Rating Low Leakage Ducts in Conditioned Space Minimum Airflow per RA3.3 and SC3.3.3.4.1 Certified non-continuous Fan Indoor Fan not Running Continuously Heat Pump System 1 Not required Required Required Required Not required Not required Not required Not required Not required INDOOR AIR QUALITY (IAQ) FANS 01 02 03 04 05 06 07 08 09 Dwelling Unit Airflow (CFM)Fan Efficacy (W/CFM)IAQ Fan Type Includes Heat/Energy Recovery? IAQ Recovery Effectiveness - SRE/ASRE Includes Fault Indicator Display?HERS Verification Status SFam ADU IAQVentRpt 45 0.35 Exhaust No n/a / n/a No Yes 424-P010149163A-000-000-0000000-0000 07/30/2024 22:28 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 524 S Shawnee Dr & Unit# 22/7/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:ADU Calculation Date/Time:2024-07-30T22:26:29-07:00 (Page 10 of 10) Calculation Description:Title 24 Analysis Input File Name:23156 - ADU.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-30 22:26:38 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. I certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name:Documentation Author Signature: Company:Signature Date: Address:CEA/ HERS Certification Identification (If applicable): City/State/Zip:Phone: RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1.I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. 2.I certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 3.The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application. Responsible Designer Name:Responsible Designer Signature: Company:Date Signed: Address:License: City/State/Zip:Phone: Anh Phan AP DESIGN CONSULTING, INC 07/30/2024 9636 Garden Grove Blvd, Ste #7 Garden Grove, CA 92844 714-487-7926 Anh Phan AP DESIGN CONSULTING, INC 07/30/2024 9636 Garden Grove Blvd, Ste #7 N/A Garden Grove, CA 92844 714-487-7926 424-P010149163A-000-000-0000000-0000 07/30/2024 22:28 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. Digitally signed by California Home Energy Efficiency Rating Services (CHEERS). This digital signature is provided in order to secure the content of this registered document, and in no way implies Registration Provider responsibility for the accuracy of the information. 524 S Shawnee Dr & Unit# 22/7/2025 SANTA ANA CITY COUNCIL Mayor vamezcua@santa-ana.org Mayor Pro Tem, Ward 1 tphan@santa-ana.org Ward 2 bvazquez@santa-ana.org Ward 3 jessielopez@santa-ana.org Ward 4 pbacerra@santa-ana.org Ward 5 jryanhernandez@santa-ana.org Ward 6 dpenaloza@santa-ana.org MAYOR Valerie Amezcua MAYOR PRO TEM Thai Viet Phan COUNCILMEMBERS Phil Bacerra Johnathan Ryan Hernandez Jessie Lopez David Penaloza Benjamin Vazquez CITY OF SANTA ANA PLANNING AND BUILDING AGENCY 20 Civic Center Plaza ● P.O. Box 1988 Santa Ana, California 92702 www.santa-ana.org INTERIM CITY MANAGER Tom Hatch CITY ATTORNEY Sonia R. Carvalho CITY CLERK Jennifer L. Hall March 25, 2024 Also sent via email to: xuanhungus@yahoo.com Hung Tran Lisa Pham 524 S Shawnee Drive Santa Ana, CA. 92704 Subject: Address Assignment for a new Accessory Dwelling Unit located at 524 South Shawnee Drive and (APN: 109-833-17) in Santa Ana, CA Dear Hung & Lisa, The City of Santa Ana Planning and Building Agency (PBA) is the responsible agency for legal addressing within the City of Santa Ana’s jurisdiction. This letter confirms the address assignment for a new Accessory Dwelling Unit located at 524 South Shawnee Drive and (APN: 109-833-17). Notice is hereby given that the following assigned address(es) shall be posted onsite per the approved address plan, attached hereto as Exhibit A. Address(es) to be Activated/Posted To subdivide commercial and/or residential units into multiple units, a building permit (and all other associated permits), plans, and inspection approvals by the PBA are required. Address(es) will be verified during inspections by the Building Safety Division. Please update your records accordingly. Should you have any questions, feel free to contact me by phone at (714) 667-2709 or by email at ASevilla@santa-ana.org. Sincerely, Alexis Sevilla Planning Technician Reviewed by: Jerry Guevara, Senior Planner 524 S Shawnee Dr & Unit# 22/7/2025 Address Letter for 524 S Shawnee Drive Page 2 of 2 Exhibit A – Address Plan c: Vencent Quaglia, United States Post Office Chris Tuiolosega, United States Post Office Cipriano Corona, Marketing Manager, United States Post Office Alex Alvarez, Postmaster Santa Ana, United States Post Office Federal Express, Administration Cathy Joseph, Garden Grove Unified School District Christine Hy, Garden Grove Unified School District Cathy Slader, Orange Unified School District Orin Williams, Santa Ana Unified School District Yvette Miranda, Santa Ana Unified School District Cristina Bernal, Tustin Unified School District Mishele Richards, Orange County Fire Authority, GEO Files Coordinator Orange County Fire Authority Neal Kelly, Registrar of Voters Members, Board of Supervisors Southern California Gas Company Southern California Edison Company Claude Parrish, County Assessor's Office SAG, AT&T UPS, Administration City Manager’s Office Beverly Martin, Police Community Services Specialist Boris Duran, Police Systems Manager Jennifer Mendoza, Police Communications Manager Chris Hubbard, Police Systems Support Analyst Alejandra Gutierrez, Treasury & Customer Services Manager Hector Jimenez, Revenue Supervisor Alfonso Chavez, Utilities Customer Services Supervisor Judson Brown, Housing & Neighborhood Development Manager Rudy Rosas, Principal Civil Engineer Zdenek (Zed) Kekula, Principal Civil Engineer Jason Kwak, Building Safety Manager Evelyn LaRocca, Permit Supervisor Kathy Hernandez, Permit Technician Julie Amsden, Permit Technician Ali Pezeshkpour, Planning Manager Jerry Guevara, Senior Planner Alvaro Nunez, PBA Assistant Director and Code Enforcement Manager 524 S Shawnee Dr & Unit# 22/7/2025 EXHIBIT A - ADDRESS PLAN (E) 524 S SHAWNEE DR (N) 524 S SHAWNEE DR UNIT 2 524 S Shawnee Dr & Unit# 22/7/2025 524 S Shawnee Dr & Unit# 22/7/2025 524 S Shawnee Dr & Unit# 22/7/2025 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 EXEMPTION CHECKLIST PCC-16 REV: 09/03/2020 Page 1 of 1 THIS FORM SHALL BE COMPLETED BY A CALIFORNIA REGISTERED CIVIL ENGINEER. Instructions: In order to qualify for the grading permit exemption for detached Accessory Dwelling Unit (ADU) projects per handout PCC-15, the registered civil engineer of record shall complete all sections, check all boxes and sign the certification section below. A copy of this checklist shall be attached to each of TWO sets of plans. If answering NO to any of the questions, a grading permit shall be required. Project Address: Yes No 1. ☐ ☐ I have provided two sets of site drainage plans that is stamped, signed and dated by a California professional civil engineer, to be submitted with the building submittal package. 2. ☐ ☐ I have calculated the total amount of soil being cut or filled on this project is less than 50 cubic yards. 3. ☐ ☐ The site drainage plans include the following, but not limited to, location of all existing and proposed structures, property lines, right-of-way lines, and easements, including dimensions and setbacks; drainage slopes and flow patterns, drainage systems such as swales, french drains, water collection and disposal systems, etc. 4. ☐ ☐ I have designed drainage such that surface water flows away from buildings and adjoining property lines, in accordance with all applicable codes. 5. ☐ ☐ I have designed grading such that it will not adversely affect the adjoining properties. 6. ☐ ☐ I have designed the grade to fall not fewer than 6 inches within the first 10 feet from the foundation walls. Where lot lines, walls, slopes or other physical barriers prohibit 6 inches of fall within 10 feet, I have designed drains or swale to ensure drainage away from the structure. I have designed any impervious surfaces within 10 feet of the building foundation to be sloped not less than 2 percent away from the building. 7. ☐ ☐ I will provide a final certification letter stating that the grades were constructed per the approved site drainage plan, and will submit this certification letter to the building inspector prior to final inspection. I certify under penalty of perjury under the laws of the State of California that the above is true: Print Name: Signature: Licensed Number: Date: Phone Number: Email Address: 524 S SHAWNEE DR, UNIT 2, SANTA ANA, CA 92704 X X X X X X X TRUONG DONG C33642 714-204-2874 6/29/2024 TRUONGDONG@GMAIL.COM 524 S Shawnee Dr & Unit# 22/7/2025 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 524 S Shawnee Dr & Unit# 22/7/2025 524 S Shawnee Dr & Unit# 22/7/2025