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Home My WebLink About1108 N Towner St Unit#2 - PlanSHEET TITLE: SCALE: SHEET NO. PR O J E C T DA T E RE V I S I O N PROJECT NUMBER: OWNER / CLIENT: DATE ISSUED: DATE SUBMITTED: DRAWN BY: CHECKED BY: THESE DRAWINGS ARE THE PROPERTY OF TREEIUM INC AND SHALL NOT BE USED ON ANY OTHER WORK EXCEPT BY AGREEMENT WITH TREEIUM INC 48 2 1 L A N K E R S H I M B L V D S T E F # 4 4 5 NO R T H H O L L Y W O O D , C A 31 0 . 6 9 4 . 0 8 3 5 WW W . A V D E S I G N . L A AV D E S I G N AVD24D019 Debbini, Lubna Cover Sheet A0 To w n e r A D U 11 0 8 N T o w n e r S t & 1 1 0 8 N To w n e r S t r e e t # 2 Sa n t a A n a , C A 9 2 7 0 3 ER/CB - --- Vicinity Map Scope of Work Project Info Applicable Codes Building Summary Consultants SHEET INDEX Sheet Sheet Name A0 Cover Sheet A0.1 Site Plans A1 Floor Plans + Schedules A2 Elevations + Sections A3 Roof + Electrical Plan A4 Main Home Elevations GN General Notes GRN1 Green Notes S1 General Notes + Details S2 Deputy Inspection + Structural Observation Notes S3 General Details S4 Wood Shear Wall Framing + Notes S5 Foundation + Roof Framing Plan S6 Section + Details S7 Section + Details T24 Title 24 Energy Analysis T24.2 Title 24 Energy Analysis Convert Existing Garage (397 SF) to ADU with 150 SF Addition & Removal of Existing unpermitted A/C Construction Type: Occupancy Group: Fire Sprinklers: Legal Description- Tract #: Lot #: Block #: APN #: Zoning: # of Stories: Lot Size: VB R3 Not Required TR 1057 5 ### 405-292-05 R1-1 1 8,160 SQ. FT. ADU : SFD = Existing Dwelling: Existing Garage ADU conversion: ADU Addition: Lot Area: Existing Lot Coverage: Proposed Lot Coverage: 547 SF: 1910 SF. = 28.6% Ratio 1,910 SQ. FT. 397 SQ. FT. 150 SQ. FT. 8,160 SQ. FT. 28% 30 % Structural Eng. Keshishian Engineering 2654 Risa Dr Glendale, CA 91208 818 939 7870 Title 24 Promech Eng. INC 325 Parkwood Dr. Glendale CA 91202 Tel. (818) 281 7654 - 2022 CA BUILDING CODE - 2022 CA RESIDENTIAL CODE - 2022 CA ENERGY CODE - 2022 CA GREEN BUILDING STANDARDS - 2022 CA HISTORICAL BUILDING CODE - 2022 CA EXISTING BUILDING CODE - 2022 CA PLUMBING CODE - 2022 CA ELECTRICAL CODE - 2022 CA FIRE CODE - 2022 CA MECHANICAL CODE - City of Santa Ana Municipal Code Requirements At time of permit issuance, contractor shall show their valid workers' compensation insurance certificate. All work shall conform to all requirements of State of California Title 24 regardless of the information indicated on these plans. It is the responsibility of the individual supervising the construction to ensure that the work is done in accordance with Code requirements prior to requesting inspection. Excess or waste concrete may not be washed into the public way or any other drainage system. Provisions shall be made to retain concrete wastes on site until they can be disposed of as solid waste. Sediments and other materials may not be tracked from the site by vehicle traffic. The construction entrance roadways may be stabilized so as to inhibit sediments from being disposited into public way. Accidental depositions be swept up immediately and may not be washed down by rain or other means. Stockpiles of earth and other construction related materials must be protected from being transported from the site by the forces of wind or water. Trash and construction related solid wastes must be deposited into a covered receptacle to prevent contamination of rainwater and dispersal by wind. Fuels, oils, solvents and other toxic materials must be stored in accordance with their listing and are not to contaminate the soil and surface waters. All approved storage containers are to be protected from the weather. Spills must be cleaned up immediately and disposed of in a properly manner. Spills may not be washed into the drainage system. South Coast Air Quality Management District (SCAQMD) shall not be notified in accordance with California State Law prior to start of any demolition, addition, and/or remodel work. The South Coast Air Quality Management District Office is located at 21865 Copley Drive, Diamond Bar Phone No (909)396-2000. Be sdvised, SCAQMD may require a 10 day wait period prior to start of work. All non compliant plumbing fixtures shall be replaced with water-conserving plumbing fixture prior to final inspection. Due to the possible presence of lead-based paint,lead-safe work practices are required for all repairs and that disturb paint in pre-1979 buildings. Failure to do so could create could create lead hazards that violate California Health and Safety Code, Sections 17920.10 and 105256 with potential fines for violations up to $5,000 (Section (d) amend) or imprisonment for not more than 6 months in the county jail or both. COMMON AREA CALC: Common SF: Bedroom SF: COMMON >= BEDROOMS 388 SF 120 SF 388 > 120 SITE Owner Debbini, Lubna 1108 N Towner Street Santa Ana, CA 92703 +1 (213) 477-5807 SIDE YARD All concealed work installed without permits must be exposed for inspection to the satisfaction of the Building Inspector. This includes methods of attachment and all footings, structural members, mechanical, electrical, plumbing and insulation. Bldg #101120573 APPROVALS: PLNG - C. Santana BLDG - J. Lo POLICE - B. Martin PUBLIC WORKS - B. Sarlak 1108 N Towner St & #212/13/2024 SHEET TITLE: SCALE: SHEET NO. PR O J E C T DA T E RE V I S I O N PROJECT NUMBER: OWNER / CLIENT: DATE ISSUED: DATE SUBMITTED: DRAWN BY: CHECKED BY: THESE DRAWINGS ARE THE PROPERTY OF TREEIUM INC AND SHALL NOT BE USED ON ANY OTHER WORK EXCEPT BY AGREEMENT WITH TREEIUM INC 48 2 1 L A N K E R S H I M B L V D S T E F # 4 4 5 NO R T H H O L L Y W O O D , C A 31 0 . 6 9 4 . 0 8 3 5 WW W . A V D E S I G N . L A AV D E S I G N AVD24D019 Debbini, Lubna General Notes GN To w n e r A D U 11 0 8 N T o w n e r S t & 1 1 0 8 N To w n e r S t r e e t # 2 Sa n t a A n a , C A 9 2 7 0 3 ER/CB Checker --- 1. The construction shall not restrict a five-foot clear and unobstructed access to any water or power distribution facility (Power poles, pull-boxes, transformers, vaults, pumps, valves, meters, appurtenances, etc.) or to the location of the hook-up. The construction shall not be within ten feet of any power lines - whether or not the lines are located on the property. Failure to comply may cause construction delays and/or additional expenses.” Obtain approval from Real Estate Business Unit of DWP (213) 367-0562. 2. Obtain permits from Public Works prior to Construction for: a. Temporary pedestrian protection as required by LABC Section 3306. b. For any construction near any street or public area. 3. Outlets along wall counter space, island and peninsula counter space in kitchens shall have a maximum spacing of 48". (210-52 NEC) 4. The first light in the new and remodeled bathrooms and kitchen shall be an energy efficient light meeting a minimum of 40 Lumens per watt (e.g. fluorescent lamp).(T-24, Sec. 130(b) & 150(k)) 5. Every space intended for human occupancy shall be provided with natural light by means of exterior glazed openings in accordance with Section R303.1 or shall be provided with artificial light that is adequate to provide an average illumination of 6 foot-candles over the area of the room at a height of 30 inches above the floor level. (R303.1) 6. A copy of the evaluation report and/or conditions of listing shall be made available at the job site 7. The sprinkler system shall be approved by Plumbing Division prior to installation. 8. Plumbing fixtures are required to be connected to a sanitary sewer or to an approved sewage disposal system (R306.3) 9. Kitchen sinks, lavatories, bathtubs, showers, bidets, laundry tubs and washing machine outlets shall be provided with hot and cold water and connected to an approved water supply (R306.4) 10. Automatic garage door openers, if provided, shall be listed in accordance with UL 325. (R309.4) 11. Los Angeles City Electrical Test Lab Research Report is required to use an electro-mechanical lift for provided parking spaces. 12. “A maintenance of vehicle lift system (2-levels or more) affidavit ” shall be approved andrecorded prior to issuing a building permit. 13. A minimum of 65 percent of the nonhazardous construction and demolition waste shallbe recycle and/or salvage for reuse in accordance with California Green Building Standards Code, Chapter 4 Division 4.4. (R324) 14. Finish materials including adhesives, sealants, caulks, paints and coating, aerosol paints and systems and composite wood products shall meet the volatile organic compound (VOC) emission limits in accordance with the California Green Building Standards Code, Chapter 4 Division 4.5. (R330) 15. When a vapor retarder is required, a capillary break shall be installed in accordance with the California Green Building Standards Code, Chapter 4, Division 4.5. (R506.2.3.1) 16. Annular space around pipes, electric cables, conduits or other openings in bottom/sole plates at exterior walls shall be protected against the passage of rodents by closing such openings in accordance with the California Green Building Standards Code, Chapter 4, Division 4.4. (R602.3.4.1) A. BATHROOMS 1. All shower enclosures, regardless of shape, shall have a minimum finished interior area of not less than 1024 square inches (0.66 m2) and shall be capable of encompassing a 30 inch diameter (0.76 m) circle. The minimum area and dimensions shall be maintained to a point 70 inches (1.8 m) above the shower drain outlet. (Plumbing Code Section 410.4) 2. Bathtub and shower floors, walls above bathtubs with a showerhead, and shower compartments shall be finished with a nonabsorbent surface. Such wall surfaces shall extend to a height of not less than 6 feet above the floor (R307.2). 3. Provide ultra low flush water closets for all new construction. Existing shower heads and toilets must be adapted for low water consumption. 4. A min 12" sq. access panel to the bathtub trap slip joint connection is required. (Plumbing Code Section 405.2) 5. Provide 15" minimum between the center of water closet to any side wall. (Calif. Plumb. Code 407.6) 6. Provide 24" clear spacce infront of any water closet . (Calif. Plumb. Code 407.6) B. LAUNDRY ROOM 1. Clothes dryer(s) located in an area that is habitable or containing fuel burning appliances shall be exhausted to the outside or to an area which is not habitable and does not contain other fuel burning appliances (but not beneath the building or in the attic area). (M.C. 504.3.1) 2. A 4" clothes dryer moisture exhaust duct is limited to a 14 feet length with two elbows from the clothes dryer to the point of termination. Reduce this length by 2 feet for every elbow in excess of 2. (M.C. 504.3.2, M.C. 908) C. MEANS OF EGRESS 1. Provide 32" wide doors to all interior accessible rooms within a dwelling unit. (LARC Section R311.2, LABC Section 6304.1) 2. Provide emergency egress from sleeping rooms. Min.- 24" clear ht, 20" clear width, 5.7 sq.ft. min. area. (LARC Section R310, LABC Section 1029) 3. Occupied roofs shall be provided with exits as required for stories. 4. Provide minimum 9 sf window wells (with fixed ladder) at escape and rescue opening windows below grade. (R310.2.3) 14. 50 percent of nonhazardous construction and demolition waste shall be recycled and/or salvaged for reuse in accordance with the California Green Building Code, Chapter 4, Division 4.4. (R324) H. STRUCTURAL REQUIREMENTS 1. Provide lead hole 40%-70% of threaded shank dia. and full dia. for smooth shank portion of Lag Bolts. 2. All bolt holes, other than Lag Bolt holes, shall be drilled 1/32 to 1/16" oversized. 3. Provide lateral support for the top of interior non-bearing walls when manufactured trusses are used. (LABC 1607.13) 4. Provide double joists under parallel bearing partitions. (LARC Sec. R502.4, LABC Section 2308.8.4) 5. Provide full length studs (balloon frame) on exterior walls of rooms with vaulted ceiling. (LARC Section R602.3, LABC Section 2308.9,Table 2308.9.1). 6. All roof and shear wall nailing shall utilize common nails or galvanized box. Nail guns using “Clipped head” or Sinker nails are not acceptable. (LARC Table R602.3(1), LABC Table 2304.9.1) 7. Roof nailing to be inspected before covering. Face grain of plywood shall be Perpendicular to supports. Floor shall have tongue and groove or blocked panel edges. Plywood spans shall conform with Table 2304.7(3). (LABC Section 2304.7) 8. All horizontal joints occurring in braced wall panels shall occur over blocking equal in size to the studding. (LARC Section R602.10.8, LABC Section 2308.9.3) 9. Stucco shear walls shall utilize furring, galvanized nails (having a minimum 11 ga., 1-1/2" long, 7/16" diameter head, and furred out a min of 1/4") to attach the lath to the studs. Staples shall not be used.” (Table 2507.2). Self furring lath approved by a Los Angeles Research Report is permitted. 10. Structural wood shear walls shall be covered with minimum two layers 15# felt underlay prior to placing finish material. 11. Shop welds must be performed in a LA City Bldg. Dept. licensed fabricator ’s shop. 12. Plate washers are required for all hold downs. (LABC Table 2306.4.1) 13. Foundation sills shall be Douglas-Fir (Group II Lumber ) pressure treated or foundation grade Redwood.(LABC Section .2304.11.2.4). 14. Hold-down connector bolts into wood framing require approved plate washers; and hold-downs shall be tightened just prior to covering the wall framing. 15. All bolt holes shall be drilled a maximum of 1/16" oversized AND inspector shall verify at job site. 16. Cutting, Notching, and Boring of Wood Framing Members . (LARC R602.6, LABC Sec. 2089.10, 11)(see diagrams below). Bored Holes D/3 2 x 6 = 1 13/16" 2 x 8 = 2 7/16" 2 x 10 = 3 1/16" 2 x 12 = 3 3/4" GENERAL NOTES D. GRADING AND FOUNDATION 1. If adverse soil conditions are encountered, a soils investigation report may be required. (LARC Section R401.4) 2. Foundation and floor slabs shall conform to the following or the recommendation of an approved soils report : a. Depth of footings below the natural and finished grades shall not be less than 24 inches for exterior and 18 inches for interior footings. b. Exterior walls and interior bearing walls shall be supported on continuous footings. c. Footings shall be reinforced with a minimum 4 - ½ -inch diameter deformed reinforcing bars. Two bars shall be placed within 4 inches of the bottom of the footing and two bars within 4 inches of the top of the footings. d. The soil below an interior concrete slab shall be saturated with moisture to a depth of 18 inches prior to placing the concrete. e. Concrete floor slabs on grade shall be placed on a 4" fill of coarse aggregate or on a moisture barrier membrane. The slabs shall be at least 3½ inch thick and shall be reinforced with #4 rebars at 16 inch on center in both directions. 3. Concrete slabs on expansive soil, compacted fill or slopes over 1:10 shall be placed on a 4-inch fill of coarse aggregate or on a 2" sand bed covered moisture barrier membrane. The slabs shall be at least 3-1/2 inches thick and reinforced with #4 bars spaced at intervals not exceeding 16 inches on center each way. (LABC Section 1808.6 , LARC Section R403.1.8, R506.1) 4. Provide Under-floor net ventilation opening size and locations equal to 1 sq. ft. for each 150 sq. ft. of under floor area and an access opening through the floor (18 ” x 24” min) or an opening through a perimeter wall not less than (16 ” x 24” min). (LARC R408, LABC Section 2304.11.9, 1203.3) 5. Openings shall be as close to corners as practicable and shall provide cross ventilation along the length of at least two opposite sides. Opening shall have 1/4 inch corrosion resistant metal mesh covering. (LABC Section 1203.3, LARC R408.2) 6. Provide corrosion resistant weep screed below the stucco a minimum of 4" above earth or 2" above paved area. (LARC Section R703.6.2.1, LABC Section 2512.1.2) 7. Provide rain gutters and convey rain water to the street. (LARC R903.4, LABC 1503.4.1, 7013.9) E. ZONING NOTES 1. A/C units and water heaters are not allowed in the required side yards and front yard unless specifically allowed by exception per Information bulletin P/ZC 2002-006. G. SPECIAL HAZARDS 1. Glazing in hazardous locations shall be tempered. (LARC R308, LABC Section 2406.4) Fixed or operable panels in swinging, sliding and bifold doors and fixed or operable panels adjacent to doors; Fixed or operable window panels with panes larger than 9 square feet and are less than 18 inches above the floor, have a top edge greater than 36 inches above the floor and have one or more walking surfaces within 36 inches, measured horizontally and in a straight line, of the glazing. Glazing in guards and railings, adjacent to wet surfaces, adjacent to stairs and ramps, and adjacent to bottom stair landings. 2. Each light of safety glazing material installed in hazardous locations shall be identified by a permanent label that specifies the labeler, and states that safety glazing material has been utilized in such installations. 3. Unit Skylights shall be labeled by a LA City Approved Labeling Agency. Such label shall state the approved labeling agency name, product designation and performance grade rating (research report not required). (R308.6.9) 4. Pre-fab fireplaces are required to have manufacturer, model, and Underwriter Laboratories certification (or ICC). 5. Provide an approved spark arrester for the chimney of a fireplace, stove, or barbecue which uses fuel burning material.” (L.A.M.C. 57.20.25 ) 6. An approved Seismic gas shutoff valve will be installed on the fuel gas line on the down stream side of the utility meter and be rigidly connected to the exterior of the building or structure containing the fuel gas piping.”(Per Ordinance 171,874-for work over $10,000.) 7. Water heater must be strapped to wall. Section 508.2, LAPC. See Information Bulletin P/PC 2011-003 “How to Brace Your Water Heater ” for details. 8. For existing pool on site, provide an alarm for doors to the dwelling that form a part of the pool enclosure. The alarm shall sound continuously for a min. of 30 seconds when the door is opened. It shall automatically reset and be equipped with a manual means to deactivate (for 15 seconds. Max.) for a single opening. The deactivation switch shall be at least 54" above the floor. (6109 of LABC) 9. For existing pool on site, provide anti –entrapment cover meeting the current ASTM or ASME for the suction outlets of the swimming pool, toddler pool and spa for single family dwellings per Assembly Bill (AB)No. 2977. (3162B) 10. Smoke detectors shall be provided for all dwelling units intended for human occupancy, upon the owner’s application for a permit for alterations, repairs, or additions, exceeding one thousand dollars ($1,000). (R314.6.2) 11. An approved smoke alarm shall be installed in each sleeping room & hallway or area giving access to a sleeping room, and on each story and basement for dwellings with more than one story. Smoke alarms shall be interconnected so that actuation of one alarm will activate all the alarms within the individual dwelling unit. In new construction smoke alarms shall receive their primary power source from the building wiring and shall be equipped with battery back up and low battery signal. (R314) 12. An approved carbon monoxide alarm shall be installed in dwelling units and in sleeping units within which fuel-burning appliances are installed and in dwelling units that have attached garages. Carbon monoxide alarm shall be provided outside of each separate dwelling unit sleeping area in the immediate vicinity of the bedroom(s) and on every level of a dwelling unit including basements. (R315) 13. Where a permit is required for alterations, repairs or additions exceeding one thousand dollars ($1,000), existing dwellings or sleeping units that have attached garages or fuel-burning appliances shall be provided with a carbon monoxide alarm in accordance with Section R315.1. Carbon monoxide alarms shall only be required in the specific dwelling unit or sleeping unit for which the permit was obtained. (R315.2.2) 14. 50 percent of nonhazardous construction and demolition waste shall be recycled and/or salvaged for reuse in accordance with the California Green Building Code, Chapter 4, Division 4.4. (R324) FLOOR PLAN NOTES: 1. ALL EXTERIOR DOORS SHALL BE WEATHER STRIPPED. 1.1 THE LAND AT REQUIRED OUT-SWINGING DOOR SHALL NOT BE MORE THAN 1 1/2" LOWER THAN THE TOP. 1.2 THE LANDING AT IN-SWINGING DOORS AND DOORS OTHER THAN THE REQUIRED EGRESS SHALL NOT BE THAN 7 3/4" BELOW THE TOP OF THE THRESHOLD. 2. WALL INSULATION SHALL BE R-15 3. ROOF INSULATION SHALL BE R-38 4. UNDER FLOOR INSULATION SHALL BE R-19 5.. ALL RECEPTACLES IN KITCHEN, BATH AND GARAGE SHALL BE GF1. OUTSIDE RECEPTACLES SHALL BE WEATHERPROOF. 6. LAMPS USED IN LUMINAIRES FOR GENERAL LIGHTING IN KITCHEN AND BATHROOM SHALL HAVE EFFICIENCY OF NOT LESS THAN 40 LUMENS PER WATT. 7. ALL WINDOWS SHOULD BE DUAL PANEL 8. ALL BEDROOMS AND HALL AREAS THAT ACCESS BEDROOMS SHALL HAVE SMOKE DETECTORS, HARD WIRE WITH BATTERY. 9. PROVIDE 30”X22” ATTIC ACCESS SWITCH & LIGHT & RECP. 10. FANS SHALL HAVE 5 AIR CHANGES PER HOUR. 11. WALL COVERING SHALL BE CEMENT PLASTER. TITLE OR APPROVED EQUAL TO 72 ” INCHES ABOVE DRAIN AT SHOWERS OR TUBS WITH SHOWERS. MATERIALS OTHER THAN STRUCTURAL ELEMENTS SHALL BE MOISTURE RESISTANT. GLASS ENCLOSURE DOORS AND PANELS MUST BE LABELED CATEGORY ll. SWING DOOR OUTWARD. NET AREA OF SHOWER RECEPTOR SHALL NOT BE LESS THAN 1.024 SQ IN OF FLOOR. 12. GLAZING IN THE FOLLOWING LOCATIONS SHOULD BE OF SAFETY GLAZING MATERIAL IN ACCORDANCE WITH SECTION 2406.4 (SEE EXCEPTIONS): A) WHERE THE BOTTOM EXPOSED EDGE OF THE WINDOW GLAZING IS LESS THAN 60 INCHES ABOVE A STANDING SURFACE AND DRAIN INLET OF TUBS AND SHOWERS. @ POWDER ROOM OFF OF KITCHEN. 13. SMOKE DETECTORS ARE REQUIRED IN EACH SLEEPING ROOM, OUTSIDE EACH SEPARATE SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOMS, ON EACH STORY, BASEMENT AND HABITABLE ATTICS. 13.1. SMOKE ALARMS SHALL COMPLY WITH SPECIFIC LOCATION REQUIREMENTS PER NFPA 72 SECTION 29.8.3.4 [CRC R314.3.3] 13.2. SMOKE ALARMS SHALL BE INSTALLED FOR NEW CONSTRUCTION AND ALTERATION [CRC R314.2.1, R314.2.2] 13.3. BATTERY OPERATED SMOKE ALARMS PERMITTED IN EXISTING BUILDINGS WHERE NO CONSTRUCTION IS TAKING PLACE OR IN BUILDING UNDERGOING ALTERATION OR REPARATION THAT DO NOT RESULT IN THE REMOVAL OF INTERIOR WALLS, OR CEILING FINISHES, UNLESS THERE IS AN ATTIC, CRAWL SPACE OR BASEMENT. [CRC R314.6, EXCEPTIONS 1,3] 13.4. SMOKE ALARMS SHALL BE INTERCONNECTED SUCH THAT THE ACTIVATION OF ONE ALARMS IN THE INDIVIDUAL DWELLING UNIT [CRC R314.4] 13.5. SMOKE DETECTORS SHALL BE “HARD WIRED ” AND SHALL BE EQUIPPED WITH BATTERY BACKUP. [CRC R314.6] 14. CARBON MONOXIDE ALARM [CRC R315.3]: SHALL BE INSTALLED OUTSIDE OF EACH SEPARATE SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOMS AND ON EVERY LEVEL OF A DWELLING UNIT INCLUDING BASEMENT 14.1. CARBON MONOXIDE ALARM SHALL BE INSTALLED FOR NEW CONSTRUCTION AND ALTERATION [CRC R314.2.1, R314.2.2] 14.2. CO ALARMS SHALL BE “HARD WIRED ” AND SHALL BE EQUIPPED WITH BATTERY BACK UP. 14.3. CO ALARMS SHALL BE INTERCONNECTED SUCH THAT THE ACTIVATION OF ONE ALARMS IN THE INDIVIDUAL DWELLING UNIT [CRC R314.4] 14.4 CO ALARMS SHALL BE INSTALLED FOR COMPLIANCE WITH UL 2034, UL 217, UL 2075 AND MAINTAINED PER NFPA 720 [CRC R315.1.1, CRC R315.6.1, CRC 315.6.2] 14.5 CO ALARMS SHALL BE INSTALLED FOR COMPLIANCE WITH UL 2034, UL 217, UL 2075 AND MAINTAINED PER NFPA 720 [CRC 315.1.1, CRC 315.6.1, CRC 315.6.2] 15. THE ELEVATION OF LANDING SHALL NOT EXCEED 7 1/2 INCH DIFFERENCE THAN THE THRESHOLD OF THE DOORWAY (IF DOOR DOES NOT SWING OVER THE LANDING). BACK UP. 16. ALL STAIRWAYS SHALL HAVE AN ILLUMINATION LEVEL ON TREAD RUNS OF NOT LESS THAN 1 FOOT CANDLE (11 LUX). 17. FOR CLOTHES DRYER: 16.1 A MINIMUM 4” MOISTURE EXHAUST DUCT MUST BE PROVIDED CMC 504.4.2.1 16.2 DRYER EXHAUST CANNOT EXCEED 14 FT. WITH A MAX OF TWO 90 DEG. ELBOWS CMC 504.4.2.2 16.3. A FLEXIBLE DUCT CANNOT EXTEND MORE THAN 6 FT. AND CANNOT BE CONCEALED CMC 504.4.2.2 18. A MINIMUM OF 1” OF SPACE SHALL BE PROVIDED BETWEEN THE INSULATION AND THE ROOF SHEATHING AND AT THE LOCATION OF VENTS FOR VAULTED CEILING OR FLAT ROOFS [CRC R806.3] OPENINGS SHALL HAVE CORROSION-RESISTANT WIRE MESH OR OTHER APPROVED MATERIAL WITH 1/16 INCH MIN. AND 1/4 INCH IN MAX. OPENING A MINIMUM OF 1-INCH AIRSPACE SHALL BE PROVIDED BETWEEN INSULATION AND ROOF SHEATHING UNVENTED ATTIC ASSEMBLIES SHALL MEET ALL THE CONDITIONS IN SECTION R806.4 1108 N Towner St & #212/13/2024 A/C to be removed Electric Meter (E ) D r i v e w a y (E) Landscape (E) Landscape (E) Pool (E) Garage (E) 1,900 SF HOUSE - NOT SPRINKLERED 60' - 0" 13 7 ' - 0 " 7' - 6" 9' - 1" 12' - 1"12' - 0"19' - 4" 7' - 1 1 3 / 4 " 11' - 8" 26 ' - 9 " 22 ' - 3 3 / 4 " 24' - 3"7' - 6"28' - 3" 28 ' - 9 " 52 ' - 4 " 14' - 1 1/4" 29 ' - 6 1 / 2 " (E) SOLAR (E ) S O L A R Water Meter Gas Meter 2%2% 2% 2% 2% 5% (E) Hardscape ShrubsGrass Dirt (E) 6ft Wooden Fence (E) 6ft Wooden Fence Gate Gate 5' - 0 " 5' Easement Gate (E ) D r i v e w a y (E) Landscape To Remain (E) Hardscape (E) 1,910 SF HOUSE - NOT SPRINKLERED (E) Garage - ADU Conversion W/ Addition 547 SF 60' - 0" 13 7 ' - 0 " (E) Patio 2%2% 2% 2% 2% 5% 5% 9' - 1" Gate 7' - 6" 9' - 1" 12' - 4"11' - 9 1/4"19' - 3 3/4" 26 ' - 3 " 22 ' - 3 3 / 4 " 24' - 3"7' - 6"28' - 3" 28 ' - 9 " 52 ' - 4 " Water Meter Gas Meter 0' - 3 " (E) SOLAR (E ) S O L A R ShrubsGrass Dirt 19 ' - 8 1 / 4 " Landing (E) Landscape (E) Pool 11' - 8"14' - 1 1/4" 5% 23' - 6"11 ' - 4 " 23 ' - 0 " Landing Minisplit Condenser (E) 6ft Wooden Fence (E) 6ft Wooden Fence 5' - 0 " 7" 5' Easement Remove Existing Eave SHEET TITLE: SCALE: SHEET NO. PR O J E C T DA T E RE V I S I O N PROJECT NUMBER: OWNER / CLIENT: DATE ISSUED: DATE SUBMITTED: DRAWN BY: CHECKED BY: THESE DRAWINGS ARE THE PROPERTY OF TREEIUM INC AND SHALL NOT BE USED ON ANY OTHER WORK EXCEPT BY AGREEMENT WITH TREEIUM INC 48 2 1 L A N K E R S H I M B L V D S T E F # 4 4 5 NO R T H H O L L Y W O O D , C A 31 0 . 6 9 4 . 0 8 3 5 WW W . A V D E S I G N . L A AV D E S I G N 1/8" = 1'-0" AVD24D019 Debbini, Lubna Site Plans A0.1 To w n e r A D U 11 0 8 N T o w n e r S t & 1 1 0 8 N To w n e r S t r e e t # 2 Sa n t a A n a , C A 9 2 7 0 3 ER/CB - --- 1/8" = 1'-0"1 Existing Site Plan 1/8" = 1'-0"2 Proposed Site PlanN N 1108 N Towner St & 1108 N Towner St #2 A separate permit is required for PV system. The property owner shall be responsible for confirming all existing utility easements and /or clearance on-site that may affect the project. 1108 N Towner St & 1108 N Towner St #2 1108 N Towner St & #212/13/2024 Wa s h e r Dr y e r REF. DW 280 CFM Vent Hood Wa s h e r Dr y e r Min. 50 CFM W/Humidity sensor exhaust fan W/Min. 5 air changes per hour. Fans shall be Energy Star compliant and be ducted to terminate outside of the building. SYMBOLS: Smoke & Carbon Monoxide Combination Detector S/C Hard wired Smoke Detector W/backup battery SD Hard wired Carbon MonoxideCM Door Alarm DA TE M P E R E D 22 ' - 0 1 / 2 " 36 " 48" Landing MINISPLIT CONDENSER (N) Bedroom (N) Living (N) Kitchen (N) Bathroom (N) Hallway (N) Closet Shelving Shower 94 95 92 96 3' - 1"3' - 2 1/2" Op e n i n g 3' - 6 " 20" 30 " ATTIC ACCESS TANKLESS WATERHEATER 36" 84 " Landing 13' - 1 3/4"9' - 0" 5' - 4 3/4" 50 49 48 93 51 9' - 7 3 / 4 " 12 ' - 0 " 9' - 0" 5' - 1" 3' - 0 " LANDING S/C DA DA DA S/C 1.5" Max. 1.5" Max. 1.5" Max. 97 EXISTING WALL TO BE DEMOLISHED NEW WALL WALL LEGEND: 1 HR FIRE RATED WALL (E) Garage EXISTING GARAGE DOOR TO BE DEMOLISHED Bedroom Bath Bedroom Bath Bath Laundry Kitchen Bedroom Dining Room Living Room Closet Heater SHEET TITLE: SCALE: SHEET NO. PR O J E C T DA T E RE V I S I O N PROJECT NUMBER: OWNER / CLIENT: DATE ISSUED: DATE SUBMITTED: DRAWN BY: CHECKED BY: THESE DRAWINGS ARE THE PROPERTY OF TREEIUM INC AND SHALL NOT BE USED ON ANY OTHER WORK EXCEPT BY AGREEMENT WITH TREEIUM INC 48 2 1 L A N K E R S H I M B L V D S T E F # 4 4 5 NO R T H H O L L Y W O O D , C A 31 0 . 6 9 4 . 0 8 3 5 WW W . A V D E S I G N . L A AV D E S I G N As indicated AVD24D019 Debbini, Lubna Floor Plans + Schedules A1 To w n e r A D U 11 0 8 N T o w n e r S t & 1 1 0 8 N To w n e r S t r e e t # 2 Sa n t a A n a , C A 9 2 7 0 3 ER/CB - --- DOOR SCHEDULE Mark Phase Created Width Height Thickness Fire Rating Comments Count U-Factor SHGC 87 NEW 3' - 0"7' - 0"0' - 1 1/2"To be Alarmed - Pool 1 92 NEW 2' - 8"7' - 0"0' - 1 1/2"1 93 NEW 6' - 0"7' - 0"To be Alarmed - Pool 1 94 NEW 2' - 8"7' - 0"0' - 1 1/2"1 95 NEW 2' - 8"7' - 0"0' - 1 1/2"1 96 NEW 6' - 0"6' - 8"0' - 1 1/2"1 97 NEW 3' - 0"7' - 0"0' - 1 1/2"1 WINDOW SCHEDULE Mark Phase Created Window Size Head Height Location Comments Count U-Factor SHGC TypeWidthHeight 48 NEW 3' - 0"3' - 10"6' - 8"1 DBL-HUNG 49 NEW 3' - 0"3' - 0"6' - 8"(N) Kitchen 1 SLIDING-D BL 50 NEW 2' - 2"3' - 6"6' - 8"(N) Bathroom 1 DBL-HUNG 51 NEW 3' - 0"5' - 0"6' - 8"(N) Bedroom 1 DBL-HUNG 52 NEW 3' - 0"4' - 0"6' - 8"1 3/8" = 1'-0"1 Proposed ADU Floorplan ASPHALT SHINGLES CLASS “A” (ICC (AC10) ESR-1475,) STYE PER OWNER OR MATCH EXISTING, W/1 LAYER ASTM D 4869 TYPE 1 UNDERLAYMENT AND CORROSION RESISTANT DRIP EDGE, INSTALLED PER MFR. INSTRUCTIONS. MANUFACTURER - GAF WINDOW 47, 51 - EGGRESS 3/8" = 1'-0"4 Existing Garage Floor Plan 3/16" = 1'-0"3 Existing House Floor Plan 1108 N Towner St & #212/13/2024 50STUCCO New wall materials to match the existing wall material FIRST FLOOR0' - 0" B.O.P8' - 0" T.O.R. ADU11' - 8 3/4" Vinyl Trim EXISTING 1 HR FIRE RATED WALL 87 51 STUCCO Vinyl Trim VAULTED CEILING R38 R19R1949 48 R38 R13 R19 R19 94 92 SHEET TITLE: SCALE: SHEET NO. PR O J E C T DA T E RE V I S I O N PROJECT NUMBER: OWNER / CLIENT: DATE ISSUED: DATE SUBMITTED: DRAWN BY: CHECKED BY: THESE DRAWINGS ARE THE PROPERTY OF TREEIUM INC AND SHALL NOT BE USED ON ANY OTHER WORK EXCEPT BY AGREEMENT WITH TREEIUM INC 48 2 1 L A N K E R S H I M B L V D S T E F # 4 4 5 NO R T H H O L L Y W O O D , C A 31 0 . 6 9 4 . 0 8 3 5 WW W . A V D E S I G N . L A AV D E S I G N As indicated AVD24D019 Debbini, Lubna Elevations + Sections A2 To w n e r A D U 11 0 8 N T o w n e r S t & 1 1 0 8 N To w n e r S t r e e t # 2 Sa n t a A n a , C A 9 2 7 0 3 ER/CB - --- 3/8" = 1'-0"1 ADU West 3/8" = 1'-0"2 ADU South 3/8" = 1'-0"3 ADU East 3/8" = 1'-0"4 ADU North 1/4" = 1'-0"5 Section 1 1/4" = 1'-0"6 Section 2 Natural Stone - Brick Patterned Wall Tile Stucco (blue) Vinyl Trim 1 Hour Fire Rated Wall 1108 N Towner St & #212/13/2024 Wa s h e r Dr y e r REF. DW 280 CFM Vent Hood Min. 50 CFM W/Humidity sensor exhaust fan W/Min. 5 air changes per hour. Fans shall be Energy Star compliant and be ducted to terminate outside of the building. SYMBOLS: Smoke & Carbon Monoxide Combination Detector S/C Hard wired Smoke Detector W/backup battery SD Hard wired Carbon MonoxideCM Recessed Can Lights (LED Lights) Outlet (AFCI) Outlet GFCI (Ground Fault Circuit Interrupter)GFCI Outlet GFCI (Ground Fault Circuit Interrupter) / WaterproofGFCI WP Outlet - Cable / TV /Phone Switch Switch W/Occupancy SensorOS ATTIC VENTILATION CALCULATIONS ATTIC VENTILATION SHALL NOT BE LESS THAN 1/150 OF THE AREA OF THE SPACE VENTILATED. TOTAL ROOF AREA VENTILATION AREA REQ. 500 SQ FT 3.5 SQ FT VENT SIZE & AREA TOTAL No. OF VENTS -> VNET AREA 24" x 12" Dormer = .7 SQ FT 5 VENTS @ .7 SQ FT REQUIRED < PROVIDED 3.5 SQ FT < 3.5 SQ FT DORMER VENT DORMER VENT DORMER VENT Roofing Material Type Class "A" Shingles per ICC # ESR-1745 To match existing DORMER VENT DORMER VENT (N ) 3 : 1 2 (N ) 3 : 1 2 (E) 4 :12 (E ) 4 : 1 2 (E ) 4 : 1 2 1' - 0" 1' - 0 " 7' - 6" 16' - 10 1/2" 23 ' - 0 " 1' - 0 " 19' - 0" 5 A2 6 A2 EX I S T I N G E A V E T O B E D E M O L I S H E D 1 H O U R F I R E R A T E D E A V E P E R D E T A I L ( I F A P P L I C A B L E ) GFCI WP Linen GF C I WP GF C I WP GF C I WP GFCI WP GFCI WP GFCI WP SHEET TITLE: SCALE: SHEET NO. PR O J E C T DA T E RE V I S I O N PROJECT NUMBER: OWNER / CLIENT: DATE ISSUED: DATE SUBMITTED: DRAWN BY: CHECKED BY: THESE DRAWINGS ARE THE PROPERTY OF TREEIUM INC AND SHALL NOT BE USED ON ANY OTHER WORK EXCEPT BY AGREEMENT WITH TREEIUM INC 48 2 1 L A N K E R S H I M B L V D S T E F # 4 4 5 NO R T H H O L L Y W O O D , C A 31 0 . 6 9 4 . 0 8 3 5 WW W . A V D E S I G N . L A AV D E S I G N As indicated AVD24D019 Debbini, Lubna Roof + Electrical Plan A3 To w n e r A D U 11 0 8 N T o w n e r S t & 1 1 0 8 N To w n e r S t r e e t # 2 Sa n t a A n a , C A 9 2 7 0 3 ER/CB Checker --- A. PANEL LOCATIONS PANELS SHALL NOT BE LOCATED IN THE VICINITY OF EASILY GINITABLE MATERIAL, SUCH AS CLOTHES CLOSETS, OR IN BATHROOMS [CEC 240-24(D)] B.NON-METALLIC SHEATHED CABLE [CEC 334] NON-METALLIC SHEATHED CABLE SHALL BE: 1. PROTECTED BY RIGID METAL CONDUIT, ELECTRICAL METALLIC, TUBING SCHEDULE 80 PVC CONDUIT, PIPE OR OTHER MEANS WHEN CABLE IS EXPOSED OR SUBJECT TO PHYSICAL DAMAGE. [CEC 334.15(B)] 2. PROTECTED BY A 1/16” STEEL PLATE OR SLEEVE OR BE NOT LESS THAN 1-1/4" FROM THE NEAREST EDGE OF THE FRAMING MEMBER, WHEN INSTALLED THROUGH FRAMING MEMBERS. STEEL PLATES ARE SLEEVES ARE REQUIRED ON ALL DOUBLE SHEAR WALLS WHEN CABLE IS INSTALLED EITHER THROUGH PARALLEL TO FRAMING MEMBERS [CEC 334.17] 3.PROTECTED BY GUARD STRIPS WITHIN 6 FEET OF AN ATTIC ACCESS WHEN NO PERMANENT STAIRS OR LADDERS ARE PROVIDED [CEC 334.23, 320.23] 4.PROTECTED BY GUARD STRIPS IN THE ENTIRE ATTIC WHEN PERMANENT STAIRS OR LADDER ARE PROVIDED. ACCESS PANELS OR DOOR FROM THE SECOND FLOOR INTO THE ATTIC ARE CONSIDERED PERMANENT ACCESS AND GUARD STRIPS ARE REQUIRED IN THE ENTIRE ATTIC. 5. HAVING A BENDING RADIUS NOT LESS THAN 5 TIMES THE DIAMETER OF THE CABLE [CEC 334.24] 6. SUPPORTED AT INTERVALS NOT EXCEEDING 4-1/2 FEET AND WITHIN 12 ” OF EVERY OUTLET BOX, JUNCTION BOX, CABINET OR FITTING [CEC 334.30] C.CIRCUITS AND RECEPTACLES 1. TAMPER-RESISTANT RECEPTACLES SHALL BE INSTALLED AS SPECIFIED IN DWELLING UNITS IN ALL AREAS SPECIFIED IN 210.52 [CEC 406.12] 2.RECEPTACLES SHALL BE INSTALLED SO THAT NO POINT ALONG THE FLOOR LINE IN ANY WALL SPACES IS MORE THAN 6 FT FROM AN OUTLET, INCLUDING ANY WALL SPACE 2FT WIDE OR GREATER. NOTE: A FIXED PANEL OF SLIDING GLASS DOOR IS CONSIDERED WALL SPACE. [CEC 210.52(A)]. 3. IN KITCHENS, BREAKFAST ROOMS, PANTRIES AND DINING ROOMS A MINIMUM OF 2-20A CIRCUITS SHALL BE PROVIDED [CEC 210.11(C)(1)]. COUNTER SPACE RECEPTACLES SHALL BE GFCI [CEC 210.8(A)] AND INSTALLED: 3.1.AT EACH WALL COUNTER SPACE THAT IS 12IN. OR GREATER [CEC 210.52(C)(1)] 3.2.NO MORE THAN 48IN. O.C. [CEC 210.52(C)(1)] 3.3.MAXIMUM 24IN. FROM THE END OF THE SURFACE [CEC 210.52(C)(1)] 3.4.MAXIMUM 20IN. ABOVE COUNTER SURFACE [CEC 210.52(C)(5)] 3.5.ON ISLAND COUNTER SPACES (ONE RECEPTACLE MIN) NOT MORE THAN 12IN. BELOW COUNTER SURFACE [CEC 210.52(C)(5) EXEMPTION]. AN ISLAND WITH LESS THAN 12IN BEHIND A RANGE TOP OF SINK IS CONSIDERED AS DIVING THE COUNTERTOP INTO TWO SEPARATE SPACES [CEC 210.52(C)(2)] 3.6.ON PENINSULAR COUNTER SPACES (ONE RECEPTACLE MIN) NOT MORE THAN 12IN. BELOW COUNTER SURFACE [CEC 210.52 (C)(5) EXCEPTION] 4.BATHROOMS SHALL HAVE A SEPARATE 20A CIRCUIT [CEC 210.11(C)(3)] WITH AT LEAST ONE GFCI WALL RECEPTACLES WITHIN 36IN OF EACH BASIN [CEC 210.8(A)(1); CEC 210.52(D)] 5.LAUNDRY ROOMS SHALL HAVE A SEPARATE 20A CIRCUIT WITH AT LEAST ONE RECEPTACLE SHALL BE PROVIDED [CEC 201.11(C)(2)]. ALL RECEPTACLES WITHIN 6 FT. OF THE SINK SHALL BE GFCI 6.IN GARAGES, AT LEAST ONE GFCI RECEPTACLE SHALL BE PROVIDED [CEC 210.52(G)]. ALL OTHER GARAGE RECEPTACLES EXCEPT THOSE DEDICATED TO AN APPLIANCE OR THAT ARE NOT READILY ACCESSIBLE SHALL BE GFCI [CEC 210.8(A)(2)] 7.IN HALLWAYS OF 10 FT. OR MORE IN LENGTH, AT LEAST ONE RECEPTACLE SHALL BE PROVIDED [CEC 210.8(A)(7)] 8.OUTDOOR OUTLETS SHALL BE GFCI [CEC 210.8(A)(3)]. ONE OUTLET SHALL BE INSTALLED AT THE FRONT OF THE DWELLING AND ONE AT THE REAR OF THE DWELLING. RECEPTACLES SHALL BE ACCESSIBLE AT GRADE LEVEL AND NOT MORE THAN 6-1/2 FT. ABOVE GRADE [CEC 210.52(E)] 9.ALL CRAWL SPACE RECEPTACLES SHALL BE GFCI [CEC 210.8(A)(4)] 10.ALL INFINISHED BASEMENT RECEPTACLES SHALL BE GFCI [CEC 210.8(A)(5)] OR ARE SERVICE A DEDICATED APPLIANCES [CEC 210.8(A)(5)] 11. ALL RECEPTACLES WITHIN 6 FT. OF A WET BAR SHALL BE GFCI [CEC 210.8(A)(7)] 12.ALL RECEPTACLES ON 15A OR 20A BRANCH CIRCUITS THAT SUPPLY FAMILY ROOMS, DINING ROOMS, LIVING ROOMS, PARLORS, LABRARIES, DENS, BEDROOMS, SUNROOMS, RECREATION ROOMS, CLOSETS HALLWAYS OR SIMILAR ROOMS OR AREAS SHALL BE PROTECTED BY COMBINATION-TYPE-ARC-FAULT CIRCUIT INTERRUPTERS (AFCI), INCLUDING SWITCHED OUTLETS [CEC 210.12(A)] 13.ALL RECEPTACLES SERVING APPLIANCES OR MOTORS WITH A RATING OF 1 HP OR 6 AMPS SHALL BE ON A SEPARATE CIRCUIT. 14.FOR HVAC EQUIPMENT, A SEPARATE 15A OR 20A CIRCUIT WITH AN ACCESSIBLE RECEPTACLE AT THE EQUIPMENT SHALL BE PROVIDED WITHIN 25 FT OF THE EQUIPMENT [CEC 210.63]. IF LOCATED IN AN UNDER-FLOOR AEA, THE RECEPTACLE SHALL BE GFCI [CEC 210.8(4)] 15. BASEMENT, GARAGES AND ACCESSORY BUILDINGS. FOR ONE-FAMILY DWELLING, AT LEAST ONE RECEPTACLE OUTLET SHALL BE INSTALLED IN THE AREAS SPECIFIED IN 210.2(G)(1) THROUGH (3)/ THESE RECEPTACLES SHALL BE IN ADDITION TO RECEPTACLES REQUIRED FOR SPECIFIC EQUIPMENT. 15.1.GARAGES. IN EACH ATTACHED GARAGE AND IN EACH DETACHED GARAGE WITH ELECTRICAL POWER THE BRANCH CIRCUIT SUPPLYING THIS RECEPTACLE(S) SHALL NOT SUPPLY OUTLETS OF SIDE OF THE GARAGE. AT LEAST ONE RECEPTACLE OUTLET SHALL BE INSTALLED FOR EACH CAR SPACE. 15.2.ACCESSORY BUILDINGS. IN EACH ACCESSORY BUILDING WITH ELECTRICAL POWER. 15.3.BASEMENT. IN EACH SEPARATE UNFINISHED PORTION OF A BASEMENT. D.LIGHTING [CEC 210.70] 1.SWITCHED LIGHTING SHALL BE INSTALLED IN: 1.1 ALL HABITABLE ROOMS, BATHROOMS, HALLWAYS, AND STAIRWAYS AT EACH LEVEL. 1.2 GARAGES. 1.3 AT ALL OUTDOOR ENTRANCES AND EXITS. 1.4 IN ALL ATTICS, UNDER FLOOR AREAS, UTILITY ROOMS AND BASEMENTS USED FOR STORAGE. 1.5 NEAR HVAC EQUIPMENT IN ATTIC, UNDER FLOOR AREAS, ROOMS OR BASEMENTS, WITH A SWITCH AT THE ACCESS POINT. 2.LIGHTING INSTALLED IN A CLOSET SHALL BE A SURFACE MOUNTED OR RECESSED FLUORESCENT FIXTURE OR A SURFACE MOUNTED INCANDESCENT FIXTURE WITH COMPLETELY ENCLOSED LAMPS OR RECESSED INCANDESCENT FIXTURE WITH COMPLETELY ENCLOSED LAMPS. SURFACE INCANDESCENT LIGHTING SHALL BE INSTALLED A MINIMUM OF 12IN. FROM THE NEAREST POINT OF A STORAGE SPACE. SURFACE FLUORESCENT LIGHTING AND RECESSED LIGHTING SHALL BE INSTALLED A MINIMUM OF 6 IN. FROM THE NEAREST POINT OF A STORAGE SPACE [CEC 410.16(C)] 3. 100% OF THE LUMINARIES IN A KITCHEN MUST BE HIGH EFFICACY. 4. IN BATHROOMS, GARAGES, LAUNDRY ROOMS, AND UTILITY ROOMS, AT LEAST ONE LUMINAIRE IN EACH OF THESE SPACES SHALL BE CONTROLLED BY A VACANCY SENSOR. 5. BEDROOMS, LIVING ROOMS, FAMILY ROOMS AND OTHER ROOMS USED FOR LIVING AND SLEEPING MUST HAVE HIGH EFFICACY LIGHTING, AND MAY REQUIRE AN OCCUPANT SENSOR WITH A MANUAL-ON/AUTO-OFF FEATURE, OR DIMMERS. 6. EXTERIOR LIGHTING MUST BE HIGH EFFICACY, A PHOTOCELL AND MOTION SENSOR MAY BE INSTALLED. E.FANS 1. IN BATHROOMS CONTAINING TUBS OR SHOWERS, A FAN CAPABLE OF EXHAUSTING 50 CFM SHALL BE INSTALLED [ENERGY STANDARDS 150(O)] 2. KITCHEN REQUIRED EXHAUST FAN WITH A MINIMUM 100 CFM DUCTED TO THE EXTERIOR. 3. HUMIDITY CONTROLS SHALL BE CAPABLE OF ADJUSTMENT BETWEEN A RELATIVE HUMIDITY RANGE OF 50% TO A MAXIMUM 80% A HUMIDITY CONTROL MAY UTILIZE MANUAL AUTOMATIC F.SMOKE ALARMS IN NEW CONSTRUCTION. SMOKE ALARMS SHALL RECEIVE THEIR PRIMARY POWER FRONT THE BUILDING WIRING. THE WIRING SHALL BE PERMANENT AND INSTALLED WITHOUT A DISCONNECTING SWITCH OTHER THAN THOSE REQUIRED OR OVERCURRENT PROTECTION [CRC R314.4] A DOMESTIC CLOTHES DRYER DUCT SHALL BE OF METAL AND A MINIMUM OF 4 ” IN DIAMETER. THE EXHAUST DUCT SHALL NOT EXCEED A TOTAL COMBINED HORIZONTAL AND VERTICAL LENGTH OF 14 ’, INCLUDING TWO 90 DEGREE ELBOWS. TWO FEET SHALL BE DEDUCTED FOR EACH 90 DEGREE ELBOW IN EXCESS OF TWO (504.3.1.1 & 504.3.1.2 CMC) ELECTRICAL NOTES NOTE ALL BATHROOMS FANS: MINIMUM 50 CFM FAN TESTED AT A STATIC PRESSURE OF .25 WC AND RATED @ 3 SONES OR LESS REQUIRED TO BE INSTALLED FAN MUST BE ATTACHED TO A MINIMUM 4 ” DUCT AND NO LONGER THAN 70 ’ OF FLEX DUCT. SUBTRACT 15 ’ OF ALLOWED LENGTH FOR EACH ELBOW. NOTE ALL KITCHEN RANGE HOODS: MINIMUM 100 CFM FAN TESTED AT A STATIC PRESSURE OF .25 WC AND RATED @ 3 SONES OR LESS REQUIRED TO BE INSTALLED. FAN MUST BE ATTACHED TO A MINIMUM 5 ” SMOOTH DUCT AND NO LONGER THAN 85 ’. SUBTRACT 15’ OF ALLOWED LENGTH FOR EACH ELBOW. 3/8" = 1'-0"1 Roof Plan 3/8" = 1'-0"2 Electrical Plan ELECTRIC READY NOTES 1.WATER HEATING SYSTEM (WATER HEATER) (SECTION 150.0(N)) A.SYSTEMS USING GAS OR PROPANE WATER HEATERS TO SERVE INDIVIDUAL DWELLING UNITS SHALL DESIGNATE A SPACE AT LEAST 2.5 FEET BY 2.5 FEET WIDE AND 7 FEET TALL SUITABLE FOR THE FUTURE INSTALLATION OF A HEAT PUMP WATER HEATER (HPWH) BY MEETING EITHER A OR B LISTED UNDER SECTION 150.0(N). I.IF THE DESIGNATED SPACE IS WITHIN 3 FEET FROM THE WATER HEATER: A.A DEDICATED 125 VOLT, 20 AMP ELECTRICAL RECEPTACLE THAT IS CONNECTED TO THE ELECTRIC PANEL WITH A 120/240 VOLT 3 CONDUCTOR, 10 AWG COPPER BRANCH CIRCUIT, WITHIN 3 FEET FROM THE WATER HEATER. II. ISOLATE BOTH ENDS OF THE UNUSED CONDUCTOR. B.A RESERVED SINGLE POLE CIRCUIT BREAKER SPACE IN THE ELECTRICAL PANEL ADJACENT TO THE CIRCUIT BREAKER C.A CONDENSATE DRAIN THAT ALLOWS NATURAL DRAINING OF THE WATER HEATER. D.. IF THE DESIGNATED SPACE IS MORE THAN 3 FEET FROM THE WATER HEATER: SEE ADDITIONAL CODE REQUIREMENTS. B.WHEN A SECOND WATER HEATER IS INSTALLED AS PART OF THE ADDITION SHALL COMPLY WITH SECTION (150.2(A)(D). 1108 N Towner St & #212/13/2024 FIRST FLOOR 0' - 0" B.O.P8' - 0" GRADE-1' - 0" T.O.R. ADU11' - 8 3/4" Top of Roof House 13' - 6 1/2" FIRST FLOOR0' - 0" B.O.P 8' - 0" GRADE-1' - 0" T.O.R. ADU 11' - 8 3/4" Top of Roof House13' - 6 1/2" WHITE/GREY STUCCO WHITE/GREY SIDING BROWN BRICK ROOF SLOPE 4:12GREY SHINGLES PR O P E R T Y L I N E PR O P E R T Y L I N E WHITE WOOD FENCE FIRST FLOOR0' - 0" B.O.P 8' - 0" GRADE -1' - 0" T.O.R. ADU 11' - 8 3/4" Top of Roof House13' - 6 1/2" FIRST FLOOR0' - 0" B.O.P8' - 0" GRADE-1' - 0" T.O.R. ADU11' - 8 3/4" Top of Roof House 13' - 6 1/2" SHEET TITLE: SCALE: SHEET NO. PR O J E C T DA T E RE V I S I O N PROJECT NUMBER: OWNER / CLIENT: DATE ISSUED: DATE SUBMITTED: DRAWN BY: CHECKED BY: THESE DRAWINGS ARE THE PROPERTY OF TREEIUM INC AND SHALL NOT BE USED ON ANY OTHER WORK EXCEPT BY AGREEMENT WITH TREEIUM INC 48 2 1 L A N K E R S H I M B L V D S T E F # 4 4 5 NO R T H H O L L Y W O O D , C A 31 0 . 6 9 4 . 0 8 3 5 WW W . A V D E S I G N . L A AV D E S I G N 1/4" = 1'-0" AVD24D019 Debbini, Lubna Main Home Elevations A4 To w n e r A D U 11 0 8 N T o w n e r S t & 1 1 0 8 N To w n e r S t r e e t # 2 Sa n t a A n a , C A 9 2 7 0 3 ER/CB Checker --- 1/4" = 1'-0"1 Left Elevation (South) - Main Home 1/4" = 1'-0"2 Front Elevation (East) - Main Home 1/4" = 1'-0"3 Right Elevation (North) - Main Home 1/4" = 1'-0"4 Rear Elevation (West) - Main Home 1108 N Towner St & #212/13/2024 GENERAL NOTES AND DETAILS S-1 JOB NO.: DATE: SCALE: SHEET TITLE: SHEET NUMBER: AS INDICATED 12.11.23 AD U C O N V E R S I O N REVISIONS: PC 1 12.11.23 23064 818.939.7870 ak@keshishians.com 2023 KESHISHIAN ENGINEERING. THE ABOVE DRAWINGS, SPECIFICATIONS, DESIGNS & ARRANGEMENTS REPRESENTED ARE & SHALL REMAIN THE PROPERTY OF THE ENGINEER OF RECORD, & NO PART THEREFORE SHALL BE COPIED, DISCLOSED TO OTHERS OR USED IN CONNECTION WITH ANY WORK OR PROJECT OTHER THAN THE SPECIFIC PROJECT FOR WHICH THEY HAVE BEEN PREPARED & DEVELOPED WITHOUT THE WRITTEN CONSENT OF THE ENGINEER OF RECORD. VISUAL CONTACT WITH THESE DRAWINGS & SPECIFICATIONS SHALL CONSTITUTE CONCLUSIVE EVIDENCE OF THESE RESTRICTIONS.C 11 0 8 N T O W N E R S T # 2 SA N T A A N A , C A 9 2 7 0 3 1108 N Towner St & #212/13/2024 ’ ’ ’ ’ ’ ’ ’’ DEPTUY INSPECTION AND STRUCTURAL OBSERVATION NOTES S-2 JOB NO.: DATE: SCALE: SHEET TITLE: SHEET NUMBER: AS INDICATED 12.11.23 AD U C O N V E R S I O N REVISIONS: PC 1 12.11.23 23064 818.939.7870 ak@keshishians.com 2023 KESHISHIAN ENGINEERING. THE ABOVE DRAWINGS, SPECIFICATIONS, DESIGNS & ARRANGEMENTS REPRESENTED ARE & SHALL REMAIN THE PROPERTY OF THE ENGINEER OF RECORD, & NO PART THEREFORE SHALL BE COPIED, DISCLOSED TO OTHERS OR USED IN CONNECTION WITH ANY WORK OR PROJECT OTHER THAN THE SPECIFIC PROJECT FOR WHICH THEY HAVE BEEN PREPARED & DEVELOPED WITHOUT THE WRITTEN CONSENT OF THE ENGINEER OF RECORD. VISUAL CONTACT WITH THESE DRAWINGS & SPECIFICATIONS SHALL CONSTITUTE CONCLUSIVE EVIDENCE OF THESE RESTRICTIONS.C 11 0 8 N T O W N E R S T # 2 SA N T A A N A , C A 9 2 7 0 3 1108 N Towner St & #212/13/2024 GENERAL DETAILS S-3 JOB NO.: DATE: SCALE: SHEET TITLE: SHEET NUMBER: AS INDICATED 12.11.23 AD U C O N V E R S I O N REVISIONS: PC 1 12.11.23 23064 818.939.7870 ak@keshishians.com 2023 KESHISHIAN ENGINEERING. THE ABOVE DRAWINGS, SPECIFICATIONS, DESIGNS & ARRANGEMENTS REPRESENTED ARE & SHALL REMAIN THE PROPERTY OF THE ENGINEER OF RECORD, & NO PART THEREFORE SHALL BE COPIED, DISCLOSED TO OTHERS OR USED IN CONNECTION WITH ANY WORK OR PROJECT OTHER THAN THE SPECIFIC PROJECT FOR WHICH THEY HAVE BEEN PREPARED & DEVELOPED WITHOUT THE WRITTEN CONSENT OF THE ENGINEER OF RECORD. VISUAL CONTACT WITH THESE DRAWINGS & SPECIFICATIONS SHALL CONSTITUTE CONCLUSIVE EVIDENCE OF THESE RESTRICTIONS.C 11 0 8 N T O W N E R S T # 2 SA N T A A N A , C A 9 2 7 0 3 1108 N Towner St & #212/13/2024 TABLE 1 - SHEAR WALL NAILING SCHEDULE PER TABLES 4.3A AND 4.3C OF NDS' SDPWS-2021 PL A T E L I N E PLATE LINE PLATE LINE PL A T E L I N E TABLE 2 - HOLDOWN SCHEDULE "HOLDOWN" AT NEW FOOTING AL L S I L L P L A T E S I N TH I S C O L U M N A R E 2 x NOTE SILL PLATES SIZES IN THIS COLUMN WOOD SHEAR WALL FRAMING AND NOTES S-4 JOB NO.: DATE: SCALE: SHEET TITLE: SHEET NUMBER: AS INDICATED 12.11.23 AD U C O N V E R S I O N REVISIONS: PC 1 12.11.23 23064 818.939.7870 ak@keshishians.com 2023 KESHISHIAN ENGINEERING. THE ABOVE DRAWINGS, SPECIFICATIONS, DESIGNS & ARRANGEMENTS REPRESENTED ARE & SHALL REMAIN THE PROPERTY OF THE ENGINEER OF RECORD, & NO PART THEREFORE SHALL BE COPIED, DISCLOSED TO OTHERS OR USED IN CONNECTION WITH ANY WORK OR PROJECT OTHER THAN THE SPECIFIC PROJECT FOR WHICH THEY HAVE BEEN PREPARED & DEVELOPED WITHOUT THE WRITTEN CONSENT OF THE ENGINEER OF RECORD. VISUAL CONTACT WITH THESE DRAWINGS & SPECIFICATIONS SHALL CONSTITUTE CONCLUSIVE EVIDENCE OF THESE RESTRICTIONS.C 11 0 8 N T O W N E R S T # 2 SA N T A A N A , C A 9 2 7 0 3 1108 N Towner St & #212/13/2024 SLAB ON GRADE FOUNDATION AND ROOF FRAMING PLAN S-5 JOB NO.: DATE: SCALE: SHEET TITLE: SHEET NUMBER: AS INDICATED 11.06.24 AD U C ON V E R S I O N REVISIONS: PC 1 12.11.23 23064 818.939.7870 ak@keshishians.com 2024 KESHISHIAN ENGINEERING. THE ABOVE DRAWINGS, SPECIFICATIONS, DESIGNS & ARRANGEMENTS REPRESENTED ARE & SHALL REMAIN THE PROPERTY OF THE ENGINEER OF RECORD, & NO PART THEREFORE SHALL BE COPIED, DISCLOSED TO OTHERS OR USED IN CONNECTION WITH ANY WORK OR PROJECT OTHER THAN THE SPECIFIC PROJECT FOR WHICH THEY HAVE BEEN PREPARED & DEVELOPED WITHOUT THE WRITTEN CONSENT OF THE ENGINEER OF RECORD. VISUAL CONTACT WITH THESE DRAWINGS & SPECIFICATIONS SHALL CONSTITUTE CONCLUSIVE EVIDENCE OF THESE RESTRICTIONS.C 11 0 8 N T O W N E R S T SA N T A A N A , C A 9 2 7 0 3 PC 2 10.17.24 PC 3 11.06.24 IF EXISTING FOUNDATION IS NOT FOUND OR INADEQUATE TO MEET MINIMUM AND NEW FOUNDATION IS REQUIRED TO BE CONSTRUCTED, NO CONSTRUCTION BEYOND PROPERTY LINE MAY BE DONE. 1108 N Towner St & #212/13/2024 TYPICAL NAILING SCHEDULE 2 2 19 4 6 11 7 3 2 18 10 (N) STUD WALL AT (E) STUD WALL 5 13 16 12 20 SLAB ON GRADE FOOTINGS A- EXTERIOR FOOTINGB- EXTERIOR FOOTING W/ CURB (N) FOOTING ATTACHMENT TO (E) FOOTING (N) HOLDOWN AT (E) FOUNDATION(N) SHEAR WALL AT (E) FOOTINGS (N) INTERIOR PAD FOOTING AT (E) SLAB ON GRADE ROOF RAFTER AT EXTERIOR WALL SHEAR WALL PARALLEL TO ROOF RAFTER WOOD POST AT CONCRETE SLAB ON GRADE WOOD BEAM AT STUD WALL SHEATING AT CALIFORNIA FRAMING14 RIDGE BEAM(N) BEAM AT (E) ROOF PLATE LINE PL A T E L I N E KING POST DETAIL SECTIONS AND DETAILS S-6 JOB NO.: DATE: SCALE: SHEET TITLE: SHEET NUMBER: AS INDICATED 12.11.23 AD U C O N V E R S I O N REVISIONS: PC 1 12.11.23 23064 818.939.7870 ak@keshishians.com 2023 KESHISHIAN ENGINEERING. THE ABOVE DRAWINGS, SPECIFICATIONS, DESIGNS & ARRANGEMENTS REPRESENTED ARE & SHALL REMAIN THE PROPERTY OF THE ENGINEER OF RECORD, & NO PART THEREFORE SHALL BE COPIED, DISCLOSED TO OTHERS OR USED IN CONNECTION WITH ANY WORK OR PROJECT OTHER THAN THE SPECIFIC PROJECT FOR WHICH THEY HAVE BEEN PREPARED & DEVELOPED WITHOUT THE WRITTEN CONSENT OF THE ENGINEER OF RECORD. VISUAL CONTACT WITH THESE DRAWINGS & SPECIFICATIONS SHALL CONSTITUTE CONCLUSIVE EVIDENCE OF THESE RESTRICTIONS.C 11 0 8 N T O W N E R S T # 2 SA N T A A N A , C A 9 2 7 0 3 1108 N Towner St & #212/13/2024 19 16 517 8 14 13 4 610 15 11 7 3 2 1 9 18 1220 WOOD BEAM AT WOOD POST (N) PAD FOOTING UNDER (E) FOOTING SECTIONS AND DETAILS S-7 JOB NO.: DATE: SCALE: SHEET TITLE: SHEET NUMBER: AS INDICATED 12.11.23 AD U C O N V E R S I O N REVISIONS: PC 1 12.11.23 23064 818.939.7870 ak@keshishians.com 2023 KESHISHIAN ENGINEERING. THE ABOVE DRAWINGS, SPECIFICATIONS, DESIGNS & ARRANGEMENTS REPRESENTED ARE & SHALL REMAIN THE PROPERTY OF THE ENGINEER OF RECORD, & NO PART THEREFORE SHALL BE COPIED, DISCLOSED TO OTHERS OR USED IN CONNECTION WITH ANY WORK OR PROJECT OTHER THAN THE SPECIFIC PROJECT FOR WHICH THEY HAVE BEEN PREPARED & DEVELOPED WITHOUT THE WRITTEN CONSENT OF THE ENGINEER OF RECORD. VISUAL CONTACT WITH THESE DRAWINGS & SPECIFICATIONS SHALL CONSTITUTE CONCLUSIVE EVIDENCE OF THESE RESTRICTIONS.C 11 0 8 N T O W N E R S T # 2 SA N T A A N A , C A 9 2 7 0 3 1108 N Towner St & #212/13/2024 SHEET TITLE: SCALE: SHEET NO. PR O J E C T DA T E RE V I S I O N PROJECT NUMBER: OWNER / CLIENT: DATE ISSUED: DATE SUBMITTED: DRAWN BY: CHECKED BY: THESE DRAWINGS ARE THE PROPERTY OF TREEIUM INC AND SHALL NOT BE USED ON ANY OTHER WORK EXCEPT BY AGREEMENT WITH TREEIUM INC 48 2 1 L A N K E R S H I M B L V D S T E F # 4 4 5 NO R T H H O L L Y W O O D , C A 31 0 . 6 9 4 . 0 8 3 5 WW W . A V D E S I G N . L A AV D E S I G N AVD24D019 Debbini, Lubna Green Notes GRN1 To w n e r A D U 11 0 8 N T o w n e r S t & 1 1 0 8 N To w n e r S t r e e t # 2 Sa n t a A n a , C A 9 2 7 0 3 ER/CB Checker --- 1108 N Towner St & #212/13/2024 SHEET TITLE: SCALE: SHEET NO. PR O J E C T DA T E RE V I S I O N PROJECT NUMBER: OWNER / CLIENT: DATE ISSUED: DATE SUBMITTED: DRAWN BY: CHECKED BY: THESE DRAWINGS ARE THE PROPERTY OF TREEIUM INC AND SHALL NOT BE USED ON ANY OTHER WORK EXCEPT BY AGREEMENT WITH TREEIUM INC 48 2 1 L A N K E R S H I M B L V D S T E F # 4 4 5 NO R T H H O L L Y W O O D , C A 31 0 . 6 9 4 . 0 8 3 5 WW W . A V D E S I G N . L A AV D E S I G N AVD24D019 Debbini, Lubna Title 24 Energy Analysis T24 To w n e r A D U 11 0 8 N T o w n e r S t & 1 1 0 8 N To w n e r S t r e e t # 2 Sa n t a A n a , C A 9 2 7 0 3 ER/CB Checker --- 1108 N Towner St & #212/13/2024 SHEET TITLE: SCALE: SHEET NO. PR O J E C T DA T E RE V I S I O N PROJECT NUMBER: OWNER / CLIENT: DATE ISSUED: DATE SUBMITTED: DRAWN BY: CHECKED BY: THESE DRAWINGS ARE THE PROPERTY OF TREEIUM INC AND SHALL NOT BE USED ON ANY OTHER WORK EXCEPT BY AGREEMENT WITH TREEIUM INC 48 2 1 L A N K E R S H I M B L V D S T E F # 4 4 5 NO R T H H O L L Y W O O D , C A 31 0 . 6 9 4 . 0 8 3 5 WW W . A V D E S I G N . L A AV D E S I G N AVD24D019 Debbini, Lubna Title 24 Energy Analysis T24.2 To w n e r A D U 11 0 8 N T o w n e r S t & 1 1 0 8 N To w n e r S t r e e t # 2 Sa n t a A n a , C A 9 2 7 0 3 ER/CB Checker --- 1108 N Towner St & #212/13/2024 K e s h i s h i a n E n g i n e e r i n g ( 8 1 8 ) 9 3 9 . 7 8 7 0 a k @ k e s h i s h i a n s . c o m ADU C ONVERSION S TRUCTURAL C ALCULATIONS PC 1 1108 N T OWNER ST S ANTA A NA , CA 92703 KE Job No. 23064 12/11/23 Page 1 1108 N Towner St & #212/13/2024 ASCE/SEI 7-16 DEAD LOAD GRAVITY SEISMIC NOTES Roofing 3.0 3.0 psf Sheathing 4.0 4.0 psf Framing 4.0 4.0 psf Insulation 1.0 1.0 psf Ceiling Joists 1.0 1.0 psf Gyp Board 1.0 1.0 psf Misc. 1.0 1.0 psf TOTAL DEAD LOAD 15.0 15.0 psf LIVE LOAD Roof Live Load 20.0 psf DEAD LOAD GRAVITY SEISMIC NOTES Framing 2.0 2.0 psf Ceiling 2.0 2.0 psf Insulation 0.5 0.5 psf Misc. 0.5 0.5 psf TOTAL DEAD LOAD 5.0 5.0 psf LIVE LOAD Roof Live Load 10.0 psf DEAD LOAD GRAVITY SEISMIC NOTES Stucco 10.0 10.0 psf 1/2" Plywood 1.5 1.5 psf Batt Insulation 1.0 1.0 psf Framing 1.0 1.0 psf Interior Gypboard 2.0 2.0 psf Miscellaneous 0.5 0.5 psf TOTAL DEAD LOAD 16.0 8.0 psf Non-Reducible ROOF RAFTERS Reducible DESIGN CRITERIA 1108 N TOWNER ST KE Job # 23064JOB NAME: Ceiling Joists 1/2 Wall Height for seismic WOOD FRAMED WALLS - STUCCO Page 2 1108 N Towner St & #212/13/2024 Wood Beam Keshishian EngineeringLic. # : KW-06012794 DESCRIPTION:RR Software copyright ENERCALC, INC. 1983-2020, Build:12.20.10.31 File: 23064.ec6 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase Allowable Stress Design Douglas Fir-Larch No.2 900 900 1350 625 1600 580 180 575 31.21 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 1.330 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.726: 1 Load Combination +D+Lr Span # where maximum occurs Span # 1 Location of maximum on span 5.750 ft 45.11 psi= = 1,681.88 psi 2x6Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr = = = 225.00 psi== Section used for this span 2x6 Maximum Shear Stress Ratio 0.201 : 1 0.000 ft= = 1,221.07 psi Maximum Deflection 0 <240 249 Ratio =0 <180 Max Downward Transient Deflection 0.316 in 436Ratio =>=240 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.554 in Ratio =>=180 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LC CCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length D Only 0.00 0.00 0.000.00 1.00Length = 11.50 ft 1 0.432 0.119 0.90 1.300 1.15 1.00 1.00 0.33 523.32 1210.95 0.11 162.001.00 19.33 1.00+D+Lr 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 11.50 ft 1 0.726 0.201 1.25 1.300 1.15 1.00 1.00 0.77 1,221.07 1681.88 0.25 225.001.00 45.11 1.00+D+0.750Lr 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 11.50 ft 1 0.622 0.172 1.25 1.300 1.15 1.00 1.00 0.66 1,046.63 1681.88 0.21 225.001.00 38.67 1.00+0.60D 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 11.50 ft 1 0.146 0.040 1.60 1.300 1.15 1.00 1.00 0.20 313.99 2152.80 0.06 288.001.00 11.60 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr 1 0.5537 5.792 0.0000 0.000 . Page 3 1108 N Towner St & #212/13/2024 Wood Beam Keshishian EngineeringLic. # : KW-06012794 DESCRIPTION:RR Software copyright ENERCALC, INC. 1983-2020, Build:12.20.10.31 File: 23064.ec6 Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.268 0.268 Overall MINimum 0.153 0.153 D Only 0.115 0.115 +D+Lr 0.268 0.268 +D+0.750Lr 0.229 0.229 +0.60D 0.069 0.069 Lr Only 0.153 0.153 Page 4 1108 N Towner St & #212/13/2024 Wood Beam Keshishian EngineeringLic. # : KW-06012794 DESCRIPTION:CJ Software copyright ENERCALC, INC. 1983-2020, Build:12.20.10.31 File: 23064.ec6 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase Allowable Stress Design Douglas Fir-Larch No.2 900 900 1350 625 1600 580 180 575 31.21 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0050, Lr = 0.010 ksf, Tributary Width = 1.330 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.191: 1 Load Combination +D+Lr Span # where maximum occurs Span # 1 Location of maximum on span 4.500 ft 14.77 psi= = 1,681.88 psi 2x6Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr = = = 225.00 psi== Section used for this span 2x6 Maximum Shear Stress Ratio 0.066 : 1 8.573 ft= = 320.52 psi Maximum Deflection 0 <240 1213 Ratio =0 <180 Max Downward Transient Deflection 0.059 in 1819Ratio =>=240 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.089 in Ratio =>=180 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LC CCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length D Only 0.00 0.00 0.000.00 1.00Length = 9.0 ft 1 0.088 0.030 0.90 1.300 1.15 1.00 1.00 0.07 106.84 1210.95 0.03 162.001.00 4.92 1.00+D+Lr 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.0 ft 1 0.191 0.066 1.25 1.300 1.15 1.00 1.00 0.20 320.52 1681.88 0.08 225.001.00 14.77 1.00+D+0.750Lr 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.0 ft 1 0.159 0.055 1.25 1.300 1.15 1.00 1.00 0.17 267.10 1681.88 0.07 225.001.00 12.31 1.00+0.60D 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.0 ft 1 0.030 0.010 1.60 1.300 1.15 1.00 1.00 0.04 64.10 2152.80 0.02 288.001.00 2.95 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr 1 0.0890 4.533 0.0000 0.000 . Page 5 1108 N Towner St & #212/13/2024 Wood Beam Keshishian EngineeringLic. # : KW-06012794 DESCRIPTION:CJ Software copyright ENERCALC, INC. 1983-2020, Build:12.20.10.31 File: 23064.ec6 Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.090 0.090 Overall MINimum 0.060 0.060 D Only 0.030 0.030 +D+Lr 0.090 0.090 +D+0.750Lr 0.075 0.075 +0.60D 0.018 0.018 Lr Only 0.060 0.060 Page 6 1108 N Towner St & #212/13/2024 Wood Beam Keshishian EngineeringLic. # : KW-06012794 DESCRIPTION:RB-1 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.10.31 File: 23064.ec6 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch No.1 1,350.0 1,350.0 925.0 625.0 1,600.0 580.0 170.0 675.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 12.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.693: 1 Load Combination +D+Lr Span # where maximum occurs Span # 1 Location of maximum on span 7.500 ft 65.43 psi= = 1,687.50 psi 6x12Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr = = = 212.50 psi== Section used for this span 6x12 Maximum Shear Stress Ratio 0.308 : 1 14.069 ft= = 1,169.27 psi Maximum Deflection 0 <240 417 Ratio =0 <180 Max Downward Transient Deflection 0.247 in 730Ratio =>=240 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.431 in Ratio =>=180 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LC CCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length D Only 0.00 0.00 0.000.00 1.00Length = 15.0 ft 1 0.412 0.183 0.90 1.000 1.00 1.00 1.00 5.06 501.12 1215.00 1.18 153.001.00 28.04 1.00+D+Lr 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 15.0 ft 1 0.693 0.308 1.25 1.000 1.00 1.00 1.00 11.81 1,169.27 1687.50 2.76 212.501.00 65.43 1.00+D+0.750Lr 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 15.0 ft 1 0.594 0.264 1.25 1.000 1.00 1.00 1.00 10.13 1,002.23 1687.50 2.36 212.501.00 56.09 1.00+0.60D 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 15.0 ft 1 0.139 0.062 1.60 1.000 1.00 1.00 1.00 3.04 300.67 2160.00 0.71 272.001.00 16.83 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr 1 0.4314 7.555 0.0000 0.000 . Page 7 1108 N Towner St & #212/13/2024 Wood Beam Keshishian EngineeringLic. # : KW-06012794 DESCRIPTION:RB-1 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.10.31 File: 23064.ec6 Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 3.150 3.150 Overall MINimum 1.800 1.800 D Only 1.350 1.350 +D+Lr 3.150 3.150 +D+0.750Lr 2.700 2.700 +0.60D 0.810 0.810 Lr Only 1.800 1.800 Page 8 1108 N Towner St & #212/13/2024 Wood Beam Keshishian EngineeringLic. # : KW-06012794 DESCRIPTION:RB-2 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.10.31 File: 23064.ec6 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design iLevel Truss Joist Parallam PSL 2.2E 2900 2900 2900 750 2200 1118.19 290 2025 45.07 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 8.0 ft Point Load : D = 1.30, Lr = 1.80 k @ 11.50 ft, (RB-1) Uniform Load : D = 0.0050, Lr = 0.010 ksf, Tributary Width = 12.0 ft, (CEILING) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.710: 1 Load Combination +D+Lr Span # where maximum occurs Span # 1 Location of maximum on span 11.500 ft 97.01 psi= = 3,563.50 psi 7x14Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr = = = 362.50 psi== Section used for this span 7x14 Maximum Shear Stress Ratio 0.268 : 1 0.000 ft= = 2,531.68 psi Maximum Deflection 0 <240 227 Ratio =0 <180 Max Downward Transient Deflection 0.729 in 378Ratio =>=240 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 1.215 in Ratio =>=180 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LC CCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length D Only 0.00 0.00 0.000.00 1.00Length = 23.0 ft 1 0.396 0.148 0.90 0.983 1.00 1.00 1.00 19.38 1,016.90 2565.72 2.52 261.001.00 38.63 1.00+D+Lr 0.983 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 23.0 ft 1 0.710 0.268 1.25 0.983 1.00 1.00 1.00 48.24 2,531.68 3563.50 6.34 362.501.00 97.01 1.00+D+0.750Lr 0.983 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 23.0 ft 1 0.604 0.227 1.25 0.983 1.00 1.00 1.00 41.03 2,152.98 3563.50 5.38 362.501.00 82.41 1.00+0.60D 0.983 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 23.0 ft 1 0.134 0.050 1.60 0.983 1.00 1.00 1.00 11.63 610.14 4561.28 1.51 464.001.00 23.18 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr 1 1.2150 11.584 0.0000 0.000 . Page 9 1108 N Towner St & #212/13/2024 Wood Beam Keshishian EngineeringLic. # : KW-06012794 DESCRIPTION:RB-2 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.10.31 File: 23064.ec6 Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 6.840 6.840 Overall MINimum 4.120 4.120 D Only 2.720 2.720 +D+Lr 6.840 6.840 +D+0.750Lr 5.810 5.810 +0.60D 1.632 1.632 Lr Only 4.120 4.120 Page 10 1108 N Towner St & #212/13/2024 Wall Footing Keshishian EngineeringLic. # : KW-06012794 DESCRIPTION:TYP CONT FOOTING Software copyright ENERCALC, INC. 1983-2020, Build:12.20.10.31 File: 23064.ec6 Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties Soil Design Values 1.50 Analysis Settings 250.0ksi No ksfAllowable Soil Bearing = = 2.50 60.0 2,850.0 150.0 =0.30 Flexure =0.90 Shear = Valuesj 0.00090 Soil Passive Resistance (for Sliding) 1.0 1.0 = Increases based on footing Width Allow. Pressure Increase per foot of width = ksf when footing is wider than = ft: = AutoCalc Footing Weight as DL Yes Adjusted Allowable Bearing Pressure ksf=1.50 when base footing is below ft pcf Increase Bearing By Footing Weight = pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus Min. Sliding Safety Factor = = : 1 Reference Depth below Surface ft =Allow. Pressure Increase per foot of depth ksf = = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. Dimensions Footing Width 1 ft= Wall center offset from center of footing 0 in = = Wall Thickness 4.0 in Footing Thickness 24.0 in= Rebar Centerline to Edge of Concrete... = inat Bottom of footing 3.0 Reinforcing # Bars along X-X Axis Reinforcing Bar Size = 4 # of Bars in 12" Width = 2 Applied Loads 1.0 0.20 0.0 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x =k k-ft Vx applied = in above top of footing = H = Page 11 1108 N Towner St & #212/13/2024 Wall Footing Keshishian EngineeringLic. # : KW-06012794 DESCRIPTION:TYP CONT FOOTING Software copyright ENERCALC, INC. 1983-2020, Build:12.20.10.31 File: 23064.ec6 DESIGN SUMMARY Design OK Governing Load CombinationFactor of Safety Item Applied Capacity PASS 1.0 Soil Bearing 1.50 ksf 1.50 ksf +D+Lr PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.002826 Z Flexure (+X) 0.1044 k-ft 36.953 k-ft +1.20D+1.60Lr PASS 0.001759 Z Flexure (-X) 0.0650 k-ft 36.953 k-ft +0.90D PASS n/a 1-way Shear (+X) 0.0 psi 75.0 psi n/a PASS 0.0 1-way Shear (-X)0.0 psi 0.0 psi n/a Detailed Results Rotation Axis & Xecc Actual Soil Bearing Stress Actual / Allowable Soil Bearing Gross Allowable -X +X RatioLoad Combination... , D Only 1.50 ksf 1.30 ksf 1.30 ksf 0.8670.0 in , +D+Lr 1.50 ksf 1.50 ksf 1.50 ksf 1.0000.0 in , +D+0.750Lr 1.50 ksf 1.450 ksf 1.450 ksf 0.9670.0 in , +0.60D 1.50 ksf 0.780 ksf 0.780 ksf 0.5200.0 in Rotation Axis & Overturning Stability Units :k-ft Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio Footing Has NO Overturning Force Application Axis Sliding Stability Load Combination...StatusSliding Force Resisting Force Sliding SafetyRatio Footing Has NO Sliding Flexure Axis & Load Combination k-ft As Req'd Footing Flexure Tension @ Bot.Which Actual As Statusk-ft Mu Side ? or Top ?in^2in^2 in^2 Gvrn. As Phi*Mn , +1.40D 0.1011 -X Bottom 0.2592 Min Temp %0.4 36.953 OK , +1.40D 0.1011 +X Bottom 0.2592 Min Temp %0.4 36.953 OK , +1.20D+0.50Lr 0.09222 -X Bottom 0.2592 Min Temp %0.4 36.953 OK , +1.20D+0.50Lr 0.09222 +X Bottom 0.2592 Min Temp %0.4 36.953 OK , +1.20D 0.08667 -X Bottom 0.2592 Min Temp %0.4 36.953 OK , +1.20D 0.08667 +X Bottom 0.2592 Min Temp %0.4 36.953 OK , +1.20D+1.60Lr 0.1044 -X Bottom 0.2592 Min Temp %0.4 36.953 OK , +1.20D+1.60Lr 0.1044 +X Bottom 0.2592 Min Temp %0.4 36.953 OK , +0.90D 0.065 -X Bottom 0.2592 Min Temp %0.4 36.953 OK , +0.90D 0.065 +X Bottom 0.2592 Min Temp %0.4 36.953 OK One Way Shear Units :k Vu @ +XLoad Combination... Vu @ -X Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 0 0 0 75 0psipsipsipsi OK +1.20D+0.50Lr 0 0 0 75 0psipsipsipsi OK +1.20D 0 0 0 75 0psipsipsipsi OK +1.20D+1.60Lr 0 0 0 75 0psipsipsipsi OK +0.90D 0 0 0 75 0psipsipsipsi OK Page 12 1108 N Towner St & #212/13/2024 General Footing Keshishian EngineeringLic. # : KW-06012794 DESCRIPTION:RB-1 FOOTING Software copyright ENERCALC, INC. 1983-2020, Build:12.20.10.31 File: 23064.ec6 Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties Soil Design Values 1.50 Analysis Settings 250.0ksi No ksfAllowable Soil Bearing = = 2.50 60.0 2,850.0 145.0 =0.30 Flexure =0.90 Shear = Valuesj 0.00180 Soil Passive Resistance (for Sliding) 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth = ksf when max. length or width is greater than = ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight = pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus = =Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = : 11.0Min. Sliding Safety Factor = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. # Dimensions Width parallel to X-X Axis 2.0 ft Length parallel to Z-Z Axis = 2.0 ft = Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height = = in Footing Thickness = 18.0 in= Rebar Centerline to Edge of Concrete... = inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 4 Number of Bars = 4 Bars parallel to Z-Z Axis Reinforcing Bar Size =4 Number of Bars =4 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 1.5 2.0 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = Page 13 1108 N Towner St & #212/13/2024 General Footing Keshishian EngineeringLic. # : KW-06012794 DESCRIPTION:RB-1 FOOTING Software copyright ENERCALC, INC. 1983-2020, Build:12.20.10.31 File: 23064.ec6 PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.7287 Soil Bearing 1.093 ksf 1.50 ksf +D+Lr about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.02390 Z Flexure (+X) 0.6250 k-ft/ft 26.153 k-ft/ft +1.20D+1.60Lr PASS 0.02390 Z Flexure (-X) 0.6250 k-ft/ft 26.153 k-ft/ft +1.20D+1.60Lr PASS 0.02390 X Flexure (+Z) 0.6250 k-ft/ft 26.153 k-ft/ft +1.20D+1.60Lr PASS 0.02390 X Flexure (-Z) 0.6250 k-ft/ft 26.153 k-ft/ft +1.20D+1.60Lr PASS n/a 1-way Shear (+X) 0.0 psi 75.0 psi n/a PASS 0.0 1-way Shear (-X) 0.0 psi 0.0 psi n/a PASS n/a 1-way Shear (+Z) 0.0 psi 75.0 psi n/a PASS n/a 1-way Shear (-Z) 0.0 psi 75.0 psi n/a PASS n/a 2-way Punching 3.420 psi 75.0 psi +1.20D+1.60Lr Detailed Results Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow Soil Bearing (in)Gross Allowable Bottom, -Z Top, +Z Left, -X Right, +X RatioLoad Combination... X-X, D Only 1.50 n/a0.5925 0.5925 n/a 0.3950.0n/a X-X, +D+Lr 1.50 n/a1.093 1.093 n/a 0.7290.0n/a X-X, +D+0.750Lr 1.50 n/a0.9675 0.9675 n/a 0.6450.0n/a X-X, +0.60D 1.50 n/a0.3555 0.3555 n/a 0.2370.0n/a Z-Z, D Only 1.50 0.5925n/a n/a 0.5925 0.395n/a0.0 Z-Z, +D+Lr 1.50 1.093n/a n/a 1.093 0.729n/a0.0 Z-Z, +D+0.750Lr 1.50 0.9675n/a n/a 0.9675 0.645n/a0.0 Z-Z, +0.60D 1.50 0.3555n/a n/a 0.3555 0.237n/a0.0 Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio Footing Has NO Overturning Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Stability Ratio Footing Has NO Sliding Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMu Side Surface Gvrn. As Phi*Mn X-X, +1.40D 0.2625 +Z Bottom 0.3888 Min Temp %0.40 26.153 OK X-X, +1.40D 0.2625 -Z Bottom 0.3888 Min Temp %0.40 26.153 OK X-X, +1.20D+0.50Lr 0.350 +Z Bottom 0.3888 Min Temp %0.40 26.153 OK X-X, +1.20D+0.50Lr 0.350 -Z Bottom 0.3888 Min Temp %0.40 26.153 OK X-X, +1.20D 0.2250 +Z Bottom 0.3888 Min Temp %0.40 26.153 OK X-X, +1.20D 0.2250 -Z Bottom 0.3888 Min Temp %0.40 26.153 OK X-X, +1.20D+1.60Lr 0.6250 +Z Bottom 0.3888 Min Temp %0.40 26.153 OK X-X, +1.20D+1.60Lr 0.6250 -Z Bottom 0.3888 Min Temp %0.40 26.153 OK X-X, +0.90D 0.1688 +Z Bottom 0.3888 Min Temp %0.40 26.153 OK X-X, +0.90D 0.1688 -Z Bottom 0.3888 Min Temp %0.40 26.153 OK Z-Z, +1.40D 0.2625 -X Bottom 0.3888 Min Temp %0.40 26.153 OK Z-Z, +1.40D 0.2625 +X Bottom 0.3888 Min Temp %0.40 26.153 OK Z-Z, +1.20D+0.50Lr 0.350 -X Bottom 0.3888 Min Temp %0.40 26.153 OK Z-Z, +1.20D+0.50Lr 0.350 +X Bottom 0.3888 Min Temp %0.40 26.153 OK Z-Z, +1.20D 0.2250 -X Bottom 0.3888 Min Temp %0.40 26.153 OK Z-Z, +1.20D 0.2250 +X Bottom 0.3888 Min Temp %0.40 26.153 OK Page 14 1108 N Towner St & #212/13/2024 General Footing Keshishian EngineeringLic. # : KW-06012794 DESCRIPTION:RB-1 FOOTING Software copyright ENERCALC, INC. 1983-2020, Build:12.20.10.31 File: 23064.ec6 Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMu Side Surface Gvrn. As Phi*Mn Z-Z, +1.20D+1.60Lr 0.6250 -X Bottom 0.3888 Min Temp %0.40 26.153 OK Z-Z, +1.20D+1.60Lr 0.6250 +X Bottom 0.3888 Min Temp %0.40 26.153 OK Z-Z, +0.90D 0.1688 -X Bottom 0.3888 Min Temp %0.40 26.153 OK Z-Z, +0.90D 0.1688 +X Bottom 0.3888 Min Temp %0.40 26.153 OK One Way Shear Vu @ +XLoad Combination... Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 0.00 0.00 0.00 0.00 0.00 75.00 0.00psipsipsipsipsipsi OK +1.20D+0.50Lr 0.00 0.00 0.00 0.00 0.00 75.00 0.00psipsipsipsipsipsi OK +1.20D 0.00 0.00 0.00 0.00 0.00 75.00 0.00psipsipsipsipsipsi OK +1.20D+1.60Lr 0.00 0.00 0.00 0.00 0.00 75.00 0.00psipsipsipsipsipsi OK +0.90D 0.00 0.00 0.00 0.00 0.00 75.00 0.00psipsipsipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVu Phi*VnLoad Combination... +1.40D 1.44 150.00 0.009576 OKpsipsi +1.20D+0.50Lr 1.92 150.00 0.01277 OKpsipsi +1.20D 1.23 150.00 0.008208 OKpsipsi +1.20D+1.60Lr 3.42 150.00 0.0228 OKpsipsi +0.90D 0.92 150.00 0.006156 OKpsipsi Page 15 1108 N Towner St & #212/13/2024 General Footing Keshishian EngineeringLic. # : KW-06012794 DESCRIPTION:RB-2 FOOTING Software copyright ENERCALC, INC. 1983-2020, Build:12.20.10.31 File: 23064.ec6 Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties Soil Design Values 1.50 Analysis Settings 250.0ksi No ksfAllowable Soil Bearing = = 2.50 60.0 2,850.0 145.0 =0.30 Flexure =0.90 Shear = Valuesj 0.00180 Soil Passive Resistance (for Sliding) 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth = ksf when max. length or width is greater than = ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight = pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus = =Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = : 11.0Min. Sliding Safety Factor = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. # Dimensions Width parallel to X-X Axis 2.50 ft Length parallel to Z-Z Axis = 2.50 ft = Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height = = in Footing Thickness = 18.0 in= Rebar Centerline to Edge of Concrete... = inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 4 Number of Bars = 5.0 Bars parallel to Z-Z Axis Reinforcing Bar Size =4 Number of Bars =5.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 3.0 4.0 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = Page 16 1108 N Towner St & #212/13/2024 General Footing Keshishian EngineeringLic. # : KW-06012794 DESCRIPTION:RB-2 FOOTING Software copyright ENERCALC, INC. 1983-2020, Build:12.20.10.31 File: 23064.ec6 PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.8920 Soil Bearing 1.338 ksf 1.50 ksf +D+Lr about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.04780 Z Flexure (+X) 1.250 k-ft/ft 26.153 k-ft/ft +1.20D+1.60Lr PASS 0.04780 Z Flexure (-X) 1.250 k-ft/ft 26.153 k-ft/ft +1.20D+1.60Lr PASS 0.04780 X Flexure (+Z) 1.250 k-ft/ft 26.153 k-ft/ft +1.20D+1.60Lr PASS 0.04780 X Flexure (-Z) 1.250 k-ft/ft 26.153 k-ft/ft +1.20D+1.60Lr PASS n/a 1-way Shear (+X) 0.0 psi 75.0 psi n/a PASS 0.0 1-way Shear (-X) 0.0 psi 0.0 psi n/a PASS n/a 1-way Shear (+Z) 0.0 psi 75.0 psi n/a PASS n/a 1-way Shear (-Z) 0.0 psi 75.0 psi n/a PASS n/a 2-way Punching 8.333 psi 75.0 psi +1.20D+1.60Lr Detailed Results Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow Soil Bearing (in)Gross Allowable Bottom, -Z Top, +Z Left, -X Right, +X RatioLoad Combination... X-X, D Only 1.50 n/a0.6975 0.6975 n/a 0.4650.0n/a X-X, +D+Lr 1.50 n/a1.338 1.338 n/a 0.8920.0n/a X-X, +D+0.750Lr 1.50 n/a1.178 1.178 n/a 0.7850.0n/a X-X, +0.60D 1.50 n/a0.4185 0.4185 n/a 0.2790.0n/a Z-Z, D Only 1.50 0.6975n/a n/a 0.6975 0.465n/a0.0 Z-Z, +D+Lr 1.50 1.338n/a n/a 1.338 0.892n/a0.0 Z-Z, +D+0.750Lr 1.50 1.178n/a n/a 1.178 0.785n/a0.0 Z-Z, +0.60D 1.50 0.4185n/a n/a 0.4185 0.279n/a0.0 Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio Footing Has NO Overturning Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Stability Ratio Footing Has NO Sliding Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMu Side Surface Gvrn. As Phi*Mn X-X, +1.40D 0.5250 +Z Bottom 0.3888 Min Temp %0.40 26.153 OK X-X, +1.40D 0.5250 -Z Bottom 0.3888 Min Temp %0.40 26.153 OK X-X, +1.20D+0.50Lr 0.70 +Z Bottom 0.3888 Min Temp %0.40 26.153 OK X-X, +1.20D+0.50Lr 0.70 -Z Bottom 0.3888 Min Temp %0.40 26.153 OK X-X, +1.20D 0.450 +Z Bottom 0.3888 Min Temp %0.40 26.153 OK X-X, +1.20D 0.450 -Z Bottom 0.3888 Min Temp %0.40 26.153 OK X-X, +1.20D+1.60Lr 1.250 +Z Bottom 0.3888 Min Temp %0.40 26.153 OK X-X, +1.20D+1.60Lr 1.250 -Z Bottom 0.3888 Min Temp %0.40 26.153 OK X-X, +0.90D 0.3375 +Z Bottom 0.3888 Min Temp %0.40 26.153 OK X-X, +0.90D 0.3375 -Z Bottom 0.3888 Min Temp %0.40 26.153 OK Z-Z, +1.40D 0.5250 -X Bottom 0.3888 Min Temp %0.40 26.153 OK Z-Z, +1.40D 0.5250 +X Bottom 0.3888 Min Temp %0.40 26.153 OK Z-Z, +1.20D+0.50Lr 0.70 -X Bottom 0.3888 Min Temp %0.40 26.153 OK Z-Z, +1.20D+0.50Lr 0.70 +X Bottom 0.3888 Min Temp %0.40 26.153 OK Z-Z, +1.20D 0.450 -X Bottom 0.3888 Min Temp %0.40 26.153 OK Z-Z, +1.20D 0.450 +X Bottom 0.3888 Min Temp %0.40 26.153 OK Page 17 1108 N Towner St & #212/13/2024 General Footing Keshishian EngineeringLic. # : KW-06012794 DESCRIPTION:RB-2 FOOTING Software copyright ENERCALC, INC. 1983-2020, Build:12.20.10.31 File: 23064.ec6 Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMu Side Surface Gvrn. As Phi*Mn Z-Z, +1.20D+1.60Lr 1.250 -X Bottom 0.3888 Min Temp %0.40 26.153 OK Z-Z, +1.20D+1.60Lr 1.250 +X Bottom 0.3888 Min Temp %0.40 26.153 OK Z-Z, +0.90D 0.3375 -X Bottom 0.3888 Min Temp %0.40 26.153 OK Z-Z, +0.90D 0.3375 +X Bottom 0.3888 Min Temp %0.40 26.153 OK One Way Shear Vu @ +XLoad Combination... Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 0.00 0.00 0.00 0.00 0.00 75.00 0.00psipsipsipsipsipsi OK +1.20D+0.50Lr 0.00 0.00 0.00 0.00 0.00 75.00 0.00psipsipsipsipsipsi OK +1.20D 0.00 0.00 0.00 0.00 0.00 75.00 0.00psipsipsipsipsipsi OK +1.20D+1.60Lr 0.00 0.00 0.00 0.00 0.00 75.00 0.00psipsipsipsipsipsi OK +0.90D 0.00 0.00 0.00 0.00 0.00 75.00 0.00psipsipsipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVu Phi*VnLoad Combination... +1.40D 3.50 150.00 0.02333 OKpsipsi +1.20D+0.50Lr 4.67 150.00 0.03111 OKpsipsi +1.20D 3.00 150.00 0.02 OKpsipsi +1.20D+1.60Lr 8.33 150.00 0.05556 OKpsipsi +0.90D 2.25 150.00 0.015 OKpsipsi Page 18 1108 N Towner St & #212/13/2024 ! ! "##$#"#%&'()*% ##"# +, --./010234567089:08;59;0<5;:0=<0>?@.A:0B8< C;9D9EF6:0C35GD9EF6H0AAI@JK>>>>:0L--@I//.J?/A M;96 NO M6PDG50=3F60Q6R6765S60M3SET659 U VWOXY QDPZ0=;96G37[\\ 8D960=];PP X!"#^ _ 2[`6 a;]E6 M6PS7D`9D35 NY VWb" ^!N _ NYc VWb" ^!N _ cYO X ! ###" "##X d X ! ###" Nc e" #"N U "##X d e" #"N U 2[`6 a;]E6 M6PS7D`9D35 V "##X d f g #!!N g"##X d #!!N U Ncc VW+" # g U #!! U U NYY ! +" # hi d iX bh NY #+X " ^N _ j NY g "!Xk ^l#f!, cNf_## cd g ##"^N _ bh NYc #+X " ^N _ j NcN g "!Xk ^l#f!, cNf_## NY g ##"^N _ U NYc g ##"^ +" U#_ Uj Ncc !Xk ^l#f!, cNf_ +" U# Vb N #"!+!! VbNc #"!+!! ! Vm Y m#!! Page 19 1108 N Towner St & #212/13/2024 Project: Job No.:Job No.: By: Date:Date: Page:Page: Page 20 1108 N Towner St & #212/13/2024 Fv 1.7 (Tbl 11.4-2)Seismic Category is D SS 1.306 Roof Dead Load 15.0 PSF SDS 1.045 (Eq 11.4-3)Floor Partition Load 8.0 PSF SD1 0.527 (Eq 11.4-4)Total 23.0 PSF S1 0.465 (Sec 11.4.2) R Factor 6.5 (Tbl 12.2-1)Roof Height 15.0 ft (from 1st floor) I 1 (Tbl 1.5-2) ASD Factor 0.7 Redun. Factor 1.3 (Sec 12.3.4.2) TL 8 (Fig 22-14) Ct 0.020 (Tbl 12.8-2) x 0.75 (Tbl 12.8-2) T0 0.101 (Sec 11.4.6) T 0.152 (Eq 12.8-7)Cross on Graph Ts 0.504 (Sec 11.4.6) Cs 0.161 (Eq 12.8-2) Cs Limits 0.532 (Eq 12.8-3) 0.046 (Eq 12.8-5) 0.000 (Eq 12.8-6) Cs 0.161 (Sec 12.8.1.1) Final Cs 0.146 C s x Redun. Factor x ASD Base Shear 3.36 PSF (ASD) Wind Load 20.0 PSF (LRFD) Trib. Height 4.5 ft Bldg. "Depth"23.0 ft ASD Factor 0.60 Wind Load 2.348 PSF (ASD) Governing Load Seismic 3.36 PSF Shear Walls 3.36 PSF Diaphragm 15 ft Diaphragm Aanlysis Diaphragm Length (Short Side)23.00 ft Diaphragm Width (Long Side)25.00 ft Diaphragm Shear 42 plf Allow. Shear (ASD) 15/32" STR-I plywood with 10d nails @ 6",12" unblocked 215 plf 15/32" STR-I plywood with 8d nails @ 6",12" unblocked 180 plf 15/32" plywood with 10d nails @ 6",12" unblocked 190 plf 15/32" plywood with 8d nails @ 6",12" unblocked 180 plf Seismic Loading and Distribution per ASCE 7-16 0.00 0.20 0.40 0.60 0.80 1.00 1.20 0.00 0.50 1.00 1.50 2.00 2.50 3.00 Sp e c t r a l A c c e l e r a t i o n ( g ) Period (s) Page 21 1108 N Towner St & #212/13/2024 Wall and Seismic Information QE (ASD)1050 lb E 1700000 psi Notes: QE (LRFD)1500 lb Ga 16 kips/in Ga increased 20% per NDS (4 or 5 ply plywood) Wall Height 8.00 ft Δa 0.125 in Deflections based on QE Wall Length 4.00 ft A (post)12.25 in 2 Wall Weight 16 psf Drift Limit 0.020 r 1.33 Cd 4 Sds 1.045 Dead Loads 15 PSF Input Cs (ASD)0.146 Live Loads 20 PSF Output W 2.5 DL/LL Tributary 1.00 ft Load Combinations with Seismic Load Effects ASCE 12.4.2 OTM RM T/C (1.0 + 0.14 SDs)D+0.7rQE ASCE 2.4.5 eq. 8 compression (ASD)8620 1311 2483 (1.0 + 0.10 SDs)D+0.525rQE+0.75L+0.75Lr ASCE 2.4.5 eq. 9 compression (ASD)6465 1384 1962 (0.6 - 0.14 SDs)D+0.7rQE ASCE 2.4.5 eq. 10 Tension (ASD)8620 519 -2025 Load Combinations with Seismic Load Effects and Overstrength Factor ASCE 12.4.3 (1.0 + 0.14 SDs)D+0.7WQE ASCE 2.4.5 eq. 8 compression (ASD)16520 1311 4458 (1.0 + 0.105 SDs)D+0.525WQE+0.75L+0.75Lr ASCE 2.4.5 eq. 9 compression (ASD)12390 1384 3443 (0.6 - 0.14 SDs)D+0.7WQE ASCE 2.4.5 eq. 10 Tension (ASD)16520 519 -4000 NDS Tbl. 4.3.4 262.5 Ratio FLR/RF DL FLR/RF LL 4.3.3.4.1 (1) 4.3.4.2 Governs Shear Wall Deflection 2.00 15 20 N/A N/A N/A Term 1 0.0193 in Term 2 0.1966 in Forces with no Irregularity Term 3 0.2500 in 1050 lb Total 1.864 in (x C d ) Limit 1.9200 in 8 ft 4 ft Reduced Tension Force = -2025 lb.HDU2 2306 1 86 N/A Compression Force = 2483 lb.HDU4 3423 2 100 N/A HDU5 4233 3 129 N/A Forces with Horizontal Irregularity (Includes W)HDU8 4x 5227 4 260 N/A 1050 lb HDQ8 4x 5722 5 280 N/A HDU8 6x 5902 6 286 N/A HDU11 6x 7001 7 312 N/A 8 ft HDU14 6x6 10834 8 380 N/A 9 424 N/A 4 ft CMST14 4856 10 470 N/A Tension Force = -4000 lb.CMST12 6911 11 489 N/A Compression Force = 4458 lb.12 552 N/A 13 611 N/A 14 708 N/A 15 800 N/A 280.8 Holdown Values Shearwall Values Shear Wall Calculation for Seismic Loads per SDPWS 2021 NORTH Loads in (ASD) PLF Loads at wall Reduced Shear Capacity V (lb/ft) ASD 8ℎ + ℎ 1000 + ℎ ∆ Page 22 1108 N Towner St & #212/13/2024 Wall and Seismic Information QE (ASD)1050 lb E 1700000 psi Notes: QE (LRFD)1500 lb Ga 16 kips/in Ga increased 20% per NDS (4 or 5 ply plywood) Wall Height 8.00 ft Δa 0.125 in Deflections based on QE Wall Length 23.00 ft A (post)12.25 in 2 Wall Weight 16 psf Drift Limit 0.020 r 1.33 Cd 4 Sds 1.045 Dead Loads 15 PSF Input Cs (ASD)0.146 Live Loads 20 PSF Output W 2.5 DL/LL Tributary 4.00 ft Load Combinations with Seismic Load Effects ASCE 12.4.2 OTM RM T/C (1.0 + 0.14 SDs)D+0.7rQE ASCE 2.4.5 eq. 8 compression (ASD)9664 57001 2898 (1.0 + 0.10 SDs)D+0.525rQE+0.75L+0.75Lr ASCE 2.4.5 eq. 9 compression (ASD)7248 70792 3393 (0.6 - 0.14 SDs)D+0.7rQE ASCE 2.4.5 eq. 10 Tension (ASD)9664 22561 561 Load Combinations with Seismic Load Effects and Overstrength Factor ASCE 12.4.3 (1.0 + 0.14 SDs)D+0.7WQE ASCE 2.4.5 eq. 8 compression (ASD)19991 57001 3347 (1.0 + 0.105 SDs)D+0.525WQE+0.75L+0.75Lr ASCE 2.4.5 eq. 9 compression (ASD)14993 70792 3730 (0.6 - 0.14 SDs)D+0.7WQE ASCE 2.4.5 eq. 10 Tension (ASD)19991 22561 112 NDS Tbl. 4.3.4 45.6521739 Ratio FLR/RF DL FLR/RF LL 4.3.3.4.1 (1) 4.3.4.2 Governs Shear Wall Deflection 0.35 60 80 N/A N/A N/A Term 1 0.0008 in Term 2 0.0448 in Forces with no Irregularity Term 3 0.0435 in 1050 lb Total 0.356 in (x C d ) Limit 1.9200 in 8 ft 23 ft Reduced Tension Force = 561 lb.HDU2 2306 1 86 N/A Compression Force = 3393 lb.HDU4 3423 2 100 N/A HDU5 4233 3 129 N/A Forces with Horizontal Irregularity (Includes W)HDU8 4x 5227 4 260 N/A 1050 lb HDQ8 4x 5722 5 280 N/A HDU8 6x 5902 6 286 N/A HDU11 6x 7001 7 312 N/A 8 ft HDU14 6x6 10834 8 380 N/A 9 424 N/A 23 ft CMST14 4856 10 470 N/A Tension Force = 112 lb.CMST12 6911 11 489 N/A Compression Force = 3730 lb.12 552 N/A 13 611 N/A 14 708 N/A 15 800 N/A 64.0 Holdown Values Shearwall Values Shear Wall Calculation for Seismic Loads per SDPWS 2021 SOUTH Loads in (ASD) PLF Loads at wall Reduced Shear Capacity V (lb/ft) ASD 8ℎ + ℎ 1000 + ℎ ∆ Page 23 1108 N Towner St & #212/13/2024 Wall and Seismic Information QE (ASD)1050 lb E 1700000 psi Notes: QE (LRFD)1500 lb Ga 16 kips/in Ga increased 20% per NDS (4 or 5 ply plywood) Wall Height 8.00 ft Δa 0.125 in Deflections based on QE Wall Length 16.00 ft A (post)12.25 in 2 Wall Weight 16 psf Drift Limit 0.020 r 1.33 Cd 4 Sds 1.045 Dead Loads 15 PSF Input Cs (ASD)0.146 Live Loads 20 PSF Output W 2.5 DL/LL Tributary 4.00 ft Load Combinations with Seismic Load Effects ASCE 12.4.2 OTM RM T/C (1.0 + 0.14 SDs)D+0.7rQE ASCE 2.4.5 eq. 8 compression (ASD)9279 27585 2304 (1.0 + 0.10 SDs)D+0.525rQE+0.75L+0.75Lr ASCE 2.4.5 eq. 9 compression (ASD)6959 34259 2576 (0.6 - 0.14 SDs)D+0.7rQE ASCE 2.4.5 eq. 10 Tension (ASD)9279 10918 102 Load Combinations with Seismic Load Effects and Overstrength Factor ASCE 12.4.3 (1.0 + 0.14 SDs)D+0.7WQE ASCE 2.4.5 eq. 8 compression (ASD)18712 27585 2894 (1.0 + 0.105 SDs)D+0.525WQE+0.75L+0.75Lr ASCE 2.4.5 eq. 9 compression (ASD)14034 34259 3018 (0.6 - 0.14 SDs)D+0.7WQE ASCE 2.4.5 eq. 10 Tension (ASD)18712 10918 -487 NDS Tbl. 4.3.4 65.625 Ratio FLR/RF DL FLR/RF LL 4.3.3.4.1 (1) 4.3.4.2 Governs Shear Wall Deflection 0.50 60 80 N/A N/A N/A Term 1 0.0014 in Term 2 0.0588 in Forces with no Irregularity Term 3 0.0625 in 1050 lb Total 0.491 in (x C d ) Limit 1.9200 in 8 ft 16 ft Reduced Tension Force = 102 lb.HDU2 2306 1 86 N/A Compression Force = 2576 lb.HDU4 3423 2 100 N/A HDU5 4233 3 129 N/A Forces with Horizontal Irregularity (Includes W)HDU8 4x 5227 4 260 N/A 1050 lb HDQ8 4x 5722 5 280 N/A HDU8 6x 5902 6 286 N/A HDU11 6x 7001 7 312 N/A 8 ft HDU14 6x6 10834 8 380 N/A 9 424 N/A 16 ft CMST14 4856 10 470 N/A Tension Force = -487 lb.CMST12 6911 11 489 N/A Compression Force = 3018 lb.12 552 N/A 13 611 N/A 14 708 N/A 15 800 N/A 83.9 Holdown Values Shearwall Values Shear Wall Calculation for Seismic Loads per SDPWS 2021 EAST Loads in (ASD) PLF Loads at wall Reduced Shear Capacity V (lb/ft) ASD 8ℎ + ℎ 1000 + ℎ ∆ Page 24 1108 N Towner St & #212/13/2024 Wall and Seismic Information QE (ASD)1050 lb E 1700000 psi Notes: QE (LRFD)1500 lb Ga 16 kips/in Ga increased 20% per NDS (4 or 5 ply plywood) Wall Height 8.00 ft Δa 0.125 in Deflections based on QE Wall Length 11.00 ft A (post)12.25 in 2 Wall Weight 16 psf Drift Limit 0.020 r 1.33 Cd 4 Sds 1.045 Dead Loads 15 PSF Input Cs (ASD)0.146 Live Loads 20 PSF Output W 2.5 DL/LL Tributary 4.00 ft Load Combinations with Seismic Load Effects ASCE 12.4.2 OTM RM T/C (1.0 + 0.14 SDs)D+0.7rQE ASCE 2.4.5 eq. 8 compression (ASD)9004 13038 2004 (1.0 + 0.10 SDs)D+0.525rQE+0.75L+0.75Lr ASCE 2.4.5 eq. 9 compression (ASD)6753 16193 2086 (0.6 - 0.14 SDs)D+0.7rQE ASCE 2.4.5 eq. 10 Tension (ASD)9004 5160 -349 Load Combinations with Seismic Load Effects and Overstrength Factor ASCE 12.4.3 (1.0 + 0.14 SDs)D+0.7WQE ASCE 2.4.5 eq. 8 compression (ASD)17799 13038 2803 (1.0 + 0.105 SDs)D+0.525WQE+0.75L+0.75Lr ASCE 2.4.5 eq. 9 compression (ASD)13349 16193 2686 (0.6 - 0.14 SDs)D+0.7WQE ASCE 2.4.5 eq. 10 Tension (ASD)17799 5160 -1149 NDS Tbl. 4.3.4 95.4545455 Ratio FLR/RF DL FLR/RF LL 4.3.3.4.1 (1) 4.3.4.2 Governs Shear Wall Deflection 0.73 60 80 N/A N/A N/A Term 1 0.0028 in Term 2 0.0796 in Forces with no Irregularity Term 3 0.0909 in 1050 lb Total 0.694 in (x C d ) Limit 1.9200 in 8 ft 11 ft Reduced Tension Force = -349 lb.HDU2 2306 1 86 N/A Compression Force = 2086 lb.HDU4 3423 2 100 N/A HDU5 4233 3 129 N/A Forces with Horizontal Irregularity (Includes W)HDU8 4x 5227 4 260 N/A 1050 lb HDQ8 4x 5722 5 280 N/A HDU8 6x 5902 6 286 N/A HDU11 6x 7001 7 312 N/A 8 ft HDU14 6x6 10834 8 380 N/A 9 424 N/A 11 ft CMST14 4856 10 470 N/A Tension Force = -1149 lb.CMST12 6911 11 489 N/A Compression Force = 2803 lb.12 552 N/A 13 611 N/A 14 708 N/A 15 800 N/A 113.8 Holdown Values Shearwall Values Shear Wall Calculation for Seismic Loads per SDPWS 2021 WEST Loads in (ASD) PLF Loads at wall Reduced Shear Capacity V (lb/ft) ASD 8ℎ + ℎ 1000 + ℎ ∆ Page 25 1108 N Towner St & #212/13/2024 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 Alvaro Nuñez CITY ATTORNEY Sonia R. Carvalho CITY CLERK Jennifer L. Hall July 1, 2024 Also sent via email to: eduardo@avdesign.la Lubna Debbini 1108 North Towner Street Santa Ana, CA 92703 Subject: Address Assignment for a Detached Accessory Dwelling Unit located at 1108 North Towner Street (APN: 405-292-05) in Santa Ana, CA Dear Lubna, 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 547-square-foot garage-conversion ADU located at 1108 North Towner Street (APN: 405- 292-05). Notice is hereby given that the following assigned address shall be posted onsite per the approved address plan, attached hereto as Exhibit A. Address to be Activated/Posted 1108 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. The address 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) 664-2753 or by email at PRaj@santa-ana.org. Sincerely, Punkaj Raj Planning Technician Exhibit A – Address Plan 1108 N Towner St & #212/13/2024 Address Letter for 1108 North Towner Street Page 2 of 2 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 1108 N Towner St & #212/13/2024 (N) ADU1108 N. TOWNER STREET, UNIT 2 (E) SINGLE-FAMILY DWELLING1108 N. TOWNER STREET EXHIBIT A: ADDRESS PLAN 1108 N Towner St & #212/13/2024 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 to Total Resulting Stories: Area Added in Past 2 Years 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 2.   ADU – Is this a new Accessory Dwelling Unit (ADU) on the same property as a house that already has (PR400-402) Fire Sprinkler   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 *(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 *(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 (PR400-402) Fire Sprinkler   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 *(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 *(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 *(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 1108 N Towner St & #212/13/2024 1108 N Towner St & #212/13/2024