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Home My WebLink About834 S Flower St - PlanExisting House 1576 sf (E)Total lot coverage: 2030 sf Lot Area:6250 sf (E)Lot Coverage %: 32.5% Existing Garage (to be rebuilt)420 sf Existing Porch 1 10 sf Existing Porch 2 24 sf (E) LANDSCAPE (E) CONCRETE PAD (E) DRIVEWAY (E) SIDEWALK (E) C.M.U. FENCE PR O P E R T Y L I N E - 1 2 5 . 0 ' 2% METER (E) WATER METER (E) GAS METERS (E)ELECT SPACE (E)CRAWL ACCESS (E)MAIN HOUSE N.I.C. (E)NONCONFORMING GARAGE (BURNED) TO BE REBUILD 2% 2% 2% 2% 2% 2% (E)GATE 2% 5% 5% (E ) C . M . U . F E N C E (E ) C . M . U . F E N C E (E ) W I R E F E N C E (E) WIRE FENCE (E) GATE (E ) C . M . U . W / I R O N T O P F E N C E (E) CONCRETE PAD (E) DRIVEWAY (E) LANDSCAPE (E) LANDSCAPE (E) LANDSCAPE (E) LANDSCAPE (E) PORCH 1 (E) PORCH 2 PROPERTY LINE - 50.0' FLOWER ST 5' - 0 " (E) ELECT. POLE 46 ' - 0 " 5'-0" 11'-0" 11'-0" 27 ' - 0 " 2% 20 ' - 0 " 15 ' - 0 " 21'-0"1'-0" NO PART OF THE YARD SHOULD BE USED FOR OFF-STREET PARKING OF VEHICLES. REPAIR UNEVEN DRIVEWAY, PRIVATE SIDEWALK/WALKWAY. (E)7050 XOX (E)3036 SL (E ) 2 6 3 0 S L (E ) 3 0 3 6 S L (E ) 2 6 2 6 S L (E ) 5 6 3 6 S L (E)3050 SH (E ) 5 6 3 6 S L (E ) 3 0 3 0 S L (E)2630 SL (E ) 5 0 3 6 S L (E ) 6 0 4 0 S L (E ) 3 0 3 6 S L (E)2620 SL (E)3036 SL 28'-0" 1 H R F I R E R A T E D W A L L (E) LANDSCAPE (E) CONCRETE PAD (E) DRIVEWAY (E) SIDEWALK (E) C.M.U. FENCE PR O P E R T Y L I N E - 1 2 5 . 0 ' 2% METER (E) WATER METER (E) GAS METERS (E)ELECT SPACE (E)CRAWL ACCESS (E)MAIN HOUSE N.I.C. 2% 2% 2% 2% 2% 2% (E)GATE 2% 5% 5% (E ) C . M . U . F E N C E (E ) C . M . U . F E N C E (E ) W I R E F E N C E (E) WIRE FENCE (E) GATE (E ) C . M . U . W / I R O N T O P F E N C E (E) CONCRETE PAD (E) DRIVEWAY (E) LANDSCAPE (E) LANDSCAPE (E) LANDSCAPE (E) LANDSCAPE (E) PORCH 1 (E) PORCH 2 PROPERTY LINE - 50.0' FLOWER ST 5' - 0 " (E) ELECT. POLE 46 ' - 0 " 5'-0" 11'-0" 11'-0" 27 ' - 0 " 2% 20 ' - 0 " 15 ' - 0 " 21'-0"1'-0" (E)NONCONFORMING GARAGE DEMO (E) FREE STANDING STRUCTURE DEMO (E) UNPERMITTED PATIO COVER STRUCTURE (BURNED) SEE SHEET A0 FOR HOUSE FLOOR PLAN AND CODE VIOLATIONS SITE PLAN LEGEND PROPOSED REBUILD GARAGE AREA GARAGE REBUILD 834 S. Flower St. Santa Ana, Ca. 92703 FLOWER RESIDENCE NORTH THIS PROJECT SHALL COMPLY WITH THE FOLLOWING: 2022 CRC; 2022 CBC; 2022 CPC; 2022 CEC; 2022 CMC; 2022 California Energy Code; 2022 California Green Building Standards Code (CG) THIS PROJECT SHALL COMPLY WITH ALL OTHER REGULATIONS AND ORDINANCES ADOPTED BY THE LOCAL GOVERNING AGENCIES. SHEET INDEX PROJECT INFORMATION SCOPE OF WORK TABULATIONS CODES PROJECT DIRECTORY PARCEL NUMBER: 010-261-25 LEGAL DESCRIPTION: N-TRACT: 413 BLOCK: A LOT: 2/A ZONING: R1 OCCUPANCY: R-3, U PROPOSED USE: SINGLE FAMILY DWELLING TYPE OF CONSTRUCTION TYPE V-B SPRINKLERS: NO STORIES: 1 REBUILD BURNED GARAGE TO THE SAME LOCATION (420 SF). VICINITY MAP James Tseng Ph: 626.823.3088 Email: Fli2003@yahoo.com Juan A Ayala JAA Design Services ph (714) 404.5142 ayala.juan.antonio@gmail.com OWNER: DESIGNER: STRUCTURAL ENGINEER : C0.1 CO V E R S H E E T SHEET NO. DATE JOB # 03/06/26 FL O W E R R E S I D E N C E 83 4 S . F l o w e r S t . Sa n t a A n a , C a . 9 2 7 0 3 JA A D E S I G N S T U D I O 25 1 5 W . W i n s t o n R d 4 An a h e i m , C a 9 2 8 0 4 T 7 1 4 . 4 0 4 . 5 1 4 2 ay a l a . j u a n . a n t o n i o @ g m a i l . c o m JAA DS WR I T T E N D I M E N S I O N S S H A L L T A K E P R E F E R E N C E O V E R S C A L E D D I M E N S I O N S A N D S H A L L B E V E R I F I E D O N T H E J O B S I T E . A N Y D I S C R E P A N C Y S H A L L B E B R O U G H T T O T H E N O T I C E O F T H E D E S I G N E R A N D E N G I N E E R P R I O R T O T H E C O M M E N C E M E N T O F A N Y W O R K . 25015-Flower Residence ALL DRAWINGS AND WRITTEN MATERIAL APPEARING HEREIN CONSTITUTE THE ORIGINAL AND UNPUBLISHED WORK OF THE ARCHITECT AND THE SAME MAY NOT BE DUPLICATED, USED OR DISCLOSED WITHOUT THE WRITTEN CONSENT OF THE ARCHITECT AND/OR DESIGNER. Copyright © 2025, JAA DESIGN SERVICES. ALL RIGHTS RESERVED. Fi l e n a m e : C: \ _ P \ 2 5 0 1 5 - J A A - 0 1 5 F L O W E R R E S I D E N C E - S A N T A A N A \ 0 1 - A r c h i t e c t u r a l D r a w i n g s \ F l o w e r R e s i d e n c e S e t . d w g O n : Ap r i l 1 7 , 2 0 2 6 REVISION LOG DELTA NO.DATE 07/17/25City Submittal 03/06/26City Corr. Subm.1 All Drawings, Specifications and copies thereof furnished by JAA DESIGN STUDIO are and shall remain it's property. They are to be used only with respect to this project. Federal law prohibits the reproduction, display, sale, or other disposition of this document without the express written consent of JAA DESIGN STUDIO . OWNERSHIP AND USE OF DOCUMENTS N.I.C. AREA (REMAIN AS IT IS) MAIN HOUSE DRAIN SLOPE DIRECTION 5% min FROM STRUCTURES 2% min LANDSCAPE/HARDSCAPE 1 Scale: 1/8"=1'-0" PROPOSED SITE PLAN2 ·A Cal-OSHA permit is required for excavations deeper than 5’ and for shoring and underpinning. NOTES: Dig Alert (811) is to be contacted and that compliance with excavation safety in accordance with Government Code 4216 will be followed prior to any excavation taking place. SECURITY REQUIREMENTS 1.Exterior doors, doors between house and garage, windows and their hardware shall conform to the Security Provisions of Chapter 67 of the Building Code: a.Single swinging doors, active leaf or a pair of doors, and the bottom leaf of Dutch doors shall be equipped with a latch and a deadbolt key operated from the outside. Deadbolts shall have a hardened insert with minimum 1-in. throw and 5/8-in. embedment into the jamb. If a latch has a key-locking feature, it shall be a dead latch type. (6709.2) b.Inactive leaf of a pair of doors or upper leaf of Dutch doors shall have a deadbolt as per the paragraph “a” not a key operated, or hardened deadbolt at top and bottom with 1/2-in. embedment. (6709.3) c.Swinging wood door(s) shall be solid core not less than 1-3/8-in. thick. (6709.1.1) Panels of wood doors shall be 1-3/8-in. thick and not more than 300 sq. inches. Stiles and rails to be 1-3/8-in. thick and 3in. minimum width.(6709.1.2) d.Door hinge pins accessible from the outside shall be non-removable. (6709.5) Doorstops of wood jambs of in-swinging doors shall be one-piece construction or joined by a rabbet. (6709.4) e.Glazing within 40-in. of the locking device of the door shall be fully tempered/approved. (6714) f.Overhead and sliding garage doors shall be secured with a cylinder lock, a padlock with a hardened steel shackle, or equivalent when not otherwise locked by electric power operation. Jamb locks shall be on both jambs for doors exceeding 9ft.in (6711) i.Sliding glass doors and sliding glass windows shall be capable of withstanding the tests set forth in Section 6706 and 6707 and shall bear forced entry- resistant (6710, 6715) CONSTRUCTION REQUIREMENTS 2.Notching of exterior and bearing/nonbearing walls shall not exceed 25% / 40% respectively. Bored holes in bearing/nonbearing walls shall not exceed 40% / 60% respectively. (2308.9.10, 2308.9.11) 3.Group R-3 shall have a minimum interior ﬁnish rating of Class C. (T-803.5) 4.Provide ﬁre blocking in concealed spaces of stud walls, partitions, including furred spaces, at the ceiling and ﬂoor level, and at 10-ft. intervals both vertical and horizontal. (717.2) 5.Pipes, ducts and other nonstructural construction shall not interfere with accessibility to or within under-ﬂoor area. (1209.1.1) 6.Galvanized steel (zinc-coated G90) (26 gage) roof valley ﬂashing is required. (T-1507.2.9.2) 7.Note on the plans: “Roof diaphragm nailing to be inspected before covering. Face grain of plywood shall be perpendicular to supports.” 8.Floors shall have approved tongue-and-groove joints or blocked panel edges. Plywood spans shall comply with Table 2304.7(3). GLAZING REQUIREMENTS The following shall be considered speciﬁc hazardous locations requiring safety glazing: (2406.3) 9.Glazing in swinging, sliding, storm and bi-fold doors. 10.Glazing located within 60-in. of the ﬂoor surface in tubs, showers, saunas, or steam rooms. 11.Glazing within a 24-in. arc of either vertical edge of doors and within 60-in. of walking surface. 12.Glazing in an individual ﬁxed or operable panel that meets all of the following conditions: a.Exposed area of an individual pane greater than 9 SF. b.Exposed bottom edge less than 18-in. above the ﬂoor. c.Exposed top edge greater than 36-in. above the ﬂoor. d.One or more walking surfaces within 36-in. horizontally of the plane of the glazing. 13.Glazing in guards and railings regardless of height above a walking surface. Included are structural baluster panels and nonstructural in-ﬁll panels. 14.Glazing in walls and fences enclosing indoor and outdoor swimming pools, hot tubs and spas where all of the following conditions are present: a.The bottom edge of the glazing is less than 60-in. above the walking surface. b.The glazing is within 60-in. of the water’s edge. 15.Glazing adjacent stairways, landings and ramps within 36-in. horizontally of walking surface and less than 60-in. above walking surface. 16.Glazing adjacent stairways within 60-in. horizontally of bottom tread of stairway and exposed surface is less than 60-in. above nose of tread. 17.Glazing is within 40" of a locking device of the (6714) MECHANICAL / PLUMBING / ELECTRICAL CODE 18.Dwelling shall be provided with comfort heating facilities capable of maintaining a room temperature of 68° F @ 3-ft. above ﬂoor. The following are required for the forced air furnace in a compartment: a.Central heating furnaces and low-pressure boiler installed in alcoves and closets shall be listed for such installation. Listed clearances shall be used and may not be reduced. (MC 904.2(B)) b.When combustion air is taken from inside, area of combustion air openings shall be 1 in. per 1,000 BTU (100 sq. in. minimum) per opening, one opening within 12-in. of ceiling and second opening within 12-in. of ﬂoor. (MC 701.3.1(1)) c.Combustion air from outside to compartment with a 1/4-in. screen at outside opening. (MC 701.9(B)) d.Separate ducts for upper and lower combustion air supply openings. (MC 701.1(4)) 20.The following are required for furnace or comfort cooling equipment in an attic: a.Scuttle 22-in. x 30-in. or the size of the largest piece of equipment and located not over 20-ft. from equipment where the height of passageway is less than 6-ft.(MC 904.11) b.24-in. wide unobstructed passageway of solid continuous ﬂooring from scuttle to equipment and its controls. (MC 904.11) c.Unobstructed workspace of 30-in. X 30-in. in front of service side of equipment. (MC 904.11) d.A permanent 120V receptacle outlet and a lighting ﬁxture shall be installed near the appliance. Light switch shall be located at the entrance to the passageway. (MC931.4) e.Vent through the roof a min. of 5ft. above the highest vent collar that it serves. (MC 806.2.1) f.Furnace installation shall meet all listed clearance. (MC 304) 21.Clothes dryer moisture exhaust duct shall terminate on the outside of the building and shall be equipped with a back-draft damper. Screens shall not be used and the exhaust duct may not extend into or through ducts or plenums. (MC 504.3) 22.Clothes dryer moisture exhaust duct must be 4in. in diameter and length is limited to 14-ft. with 2 elbows. The duct length shall be reduced by 2-ft. for every elbow in excess of two. (MC 504.3.2.2) 23.The building shall have water closets (toilets), which use no more than 1.6 gallons per ﬂush. (PC 402.2) 24.Ducts shall be sized per Chapter 6 of the Mechanical Code. 25.ABS and PVC DWV piping installations shall be limited to not more than two stories of residential (PC 701.1.2.2) 26.Plumbing plan check and approval are required for 2-in. or larger gas lines and/or water lines. 27.Where NM Cable (Romex) is run across the top of ceiling joists and/or where the attic is not accessible by permanent stairs or ladders, protection within 6-ft. of the nearest edge of the scuttle hole or attic entrance shall be provided. GENERAL NOTES The following notes shall be incorporated in the approved set of construction documents and represents the minimum standards of good housekeeping that must be implemented on all construction projects. Construction means constructing, clearing, grading or excavation that result in soil disturbance. Construction includes structure teardown (demolition). It does not include routine maintenance to maintain original line and grade, hydraulic capacity, or original purpose of facility; emergency construction activities required to immediately protect public health and safety; interior remodeling with no outside exposure of construction material or construction waste to storm water; mechanical permit work; or sign permit work. 1.Eroded sediments and pollutants shall be retained on site and shall not be transported from the site via sheet flow, swales, area drains, natural drainage or wind. 2.Stockpiles of earth and other construction-related materials shall be covered and/or protected from being transported from the site by wind or water. 3.Fuels, oils, solvents and other toxic materials must be stored in accordance with their listing and shall not contaminate the soil nor the surface waters. All approved toxic storage containers are to be protected from the weather. Spills must be cleaned up immediately and disposed of properly and shall not be washed into the drainage system. 4.Non-storm water runoff from equipment and vehicle washing and any other activity shall be contained on the project site. 5.Excess or waste concrete may not be washed into the public way or any drainage system. Provisions shall be made to retain concrete waste on-site until it can be appropriately disposed of or recycled. 6.Trash and construction related solid wastes must be deposited into a covered receptacle to prevent contamination of storm water and dispersal by wind. 7.Sediments and other materials shall not be tracked from the site by vehicle traffic. The construction entrance roadways must be stabilized so as to inhibit sediments from being deposited into the street/public ways. Accidental depositions must be swept up immediately and may not be washed down by rain or by any other means. 8.Retention basins of sufficient size shall be provided to retain storm water runoff on-site and shall be properly located to collect all tributary site runoff. 9.Where retention of storm water runoff on-site is not feasible due to site constraints, runoff may be conveyed to the street and the storm drain system provided that an approved filtering system is installed and maintained on-site during the construction duration. STORM WATER POLLUTION CONTROL REQUIREMENTS FOR CONSTRUCTION ACTIVITIES MINIMUM WATER QUALITY PROTECTION REQUIREMENTS FOR ALL CONSTRUCTION PROJECTS Storm Water Pollution Control BEST MANAGEMENT PRACTICES FOR CONSTRUCTION ACTIVITIES* Storm Water Pollution Control Requirements for Construction Activities Minimum Water Quality Protection Requirements for All Development Construction Projects/Certification Statement “I certify that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to ensure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system or those persons directly responsible for gathering the information, to the best of my knowledge and belief, the information submitted is true, accurate, and complete. I am aware that submitting false and/or inaccurate information, failing to update the ESCP to reflect current conditions, or failing to properly and/or adequately implement the ESCP may result in revocation of grading and/or other permits or other sanctions provided by law.” Print Name ______________________________________ (Owner or authorized agent of the owner) Signature _______________________________________ Date __________________ (Owner or authorized agent of the owner) *The above Best Management Practices are detailed in the latest edition of the California BMP Handbook or Caltrans Stormwater Quality Handbooks. 06/28/2025 Juan Ayala ·Every effort should be made to eliminate the discharge of non-stormwater from the project site at all times. ·Eroded sediments and other pollutants must be retained on site and may not be transported from the site via sheetflow, swales, area drains, natural drainage courses or wind. ·Stockpiles of earth and other construction related materials must be protected from being transported from the site by the forces of wind or water. ·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 proper manner. Spills may not be washed into the drainage system. ·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 must be stabilized so as to inhibit sediments from being deposited into the public way. Accidental depositions must be swept up immediately and may not be washed down by rain or other means. ·Any slopes with disturbed soils or denuded of vegetation must be stabilized so as to inhibit erosion by wind and water. ·Trash and construction related solid wastes must be deposited into a covered receptacle to prevent contamination of rainwater and dispersal by wind. The following is intended as minimum notes or as an attachment for building and grading plans and represent the minimum standards of good housekeeping that must be implemented on all construction sites regardless of size. (Applies to all permits) S1.0 FOUNDATION & ROOF FRAMING PLAN SD.01 STRUCTURAL DETAILS SD.02 STRUCTURAL DETAILS GS1.0 STRUCTURAL NOTES GS2.0 STRUCTURAL NOTES C0.1 COVER SHEET AND SITE PLAN A0.0 EXISTING MAIN HOUSE PLAN AND ELEVATIONS A1.0 EXISTING GARAGE FLOOR/ROOF PLANS AND ELEVATIONS A2.0 PROPOSED GARAGE FLOOR/ROOF PLAN, UTILITY, ELEVATIONS/SECTIONS AD.1 DETAILS GR-N CAL GREEN RESIDENTIAL MINIMUM REQUIREMENTS RCR RESIDENTIAL CONSTRUCTION MINIMUM REQUIREMENTS Koujah Consulting Engineers Inc. 37 Enchanted, Irvine, Ca. 92620 Ph: 909.772.6403 Email: bkoujah@aol.com NO R T H Scale: 1/8"=1'-0" EXISTING SITE PLAN1 NO R T H 1 (E) WINDOW TO BE LEGALIZE 1 1 1 1 1 1 1 1 1 LEGALIZING MAIN HOUSE UNPERMITTED REPLACEMENT WINDOWS 1 SEE A0.0 FOR FLOOR PLAN Note: Mechanical, electrical and plumbing are not part of this plan review and approval. MEP are subject to building field inspection.1 (E) PORCH 1 (E) PORCH 2 (E)7050 XOX METERS (E)ELECT SPACE (E)CRAWL ACCESS (E)STOR. LEGALIZE ALL REPLACED WINDOWS, PER VIOLATION LETTER (E)3036 SL (E ) 2 6 3 0 S L (E ) 3 0 3 6 S L (E ) 2 6 2 6 S L (E ) 5 6 3 6 S L (E)3050 SH (E ) 5 6 3 6 S L (E ) 3 0 3 0 S L (E)2630 SL (E ) 5 0 3 6 S L (E ) 6 0 4 0 S L (E ) 3 0 3 6 S L TEMP GL (E)3036 SL FAMILY DINING KITCHEN BATHROOM BEDROOM 1 BEDROOM 2 FAMILY DINING KITCHEN BA T H R O O M BEDROOM 1 BEDROOM 2 22 ' - 0 " 9' - 2 " 12 ' - 1 0 " 30 ' - 0 " 10 ' - 1 0 " 5' - 4 " 13 ' - 1 0 " 3' - 0 " 8'-8"3'-0"5'-10"8'-6" 11'-8"2'-8"11'-8" 17'-10"4'-6" 12'-8"5'-8" 11'-8" 26'-0"8'-0" 17 ' - 2 " 13 ' - 2 " 10 ' - 4 " 11 ' - 4 " 6' - 0 " 52 ' - 0 " 15'-4"4'-8"8'-0"6'-0" 34'-0" (E)2620 SL (N) 4x6 HEADER INTERIOR FINISH STUD WALL SEE TYP. INSTALL DETAIL MOISTOP OR EQUAL FINISHED WINDOW MANUFACTURED MOISTOP OR EQUAL DETAIL SEE TYP. INSTALL STUD WALL INTERIOR FINISH SEE TYP. INSTALL DETAIL MOISTOP OR EQUAL BUILDING PAPER SCALEWINDOW HEADER A3"=1'-0" SCALEWINDOW JAMB B3"=1'-0" SCALEWINDOW SILL C3"=1'-0" SYSTEM o/ METAL LATH o/ 2 LAYERS OF BLDG. PAPER FINISH MATERIAL SYSTEM o/ METAL LATH o/ 2 LAYERS OF BLDG. PAPER FINISH MATERIAL FINISHED WINDOW MANUFACTURED FINISHED WINDOW MANUFACTURED SYSTEM o/ METAL LATH o/ 2 LAYERS OF BLDG. PAPER FINISH MATERIAL STUD WALL INTERIOR FINISH DOUBLE STUDS SHEET NO. DATE JOB # 03/06/26 FL O W E R R E S I D E N C E 83 4 S . F l o w e r S t . Sa n t a A n a , C a . 9 2 7 0 3 JA A D E S I G N S T U D I O 25 1 5 W . W i n s t o n R d 4 An a h e i m , C a 9 2 8 0 4 T 7 1 4 . 4 0 4 . 5 1 4 2 ay a l a . j u a n . a n t o n i o @ g m a i l . c o m JAA DS WR I T T E N D I M E N S I O N S S H A L L T A K E P R E F E R E N C E O V E R S C A L E D D I M E N S I O N S A N D S H A L L B E V E R I F I E D O N T H E J O B S I T E . A N Y D I S C R E P A N C Y S H A L L B E B R O U G H T T O T H E N O T I C E O F T H E D E S I G N E R A N D E N G I N E E R P R I O R T O T H E C O M M E N C E M E N T O F A N Y W O R K . 25015-Flower Residence ALL DRAWINGS AND WRITTEN MATERIAL APPEARING HEREIN CONSTITUTE THE ORIGINAL AND UNPUBLISHED WORK OF THE ARCHITECT AND THE SAME MAY NOT BE DUPLICATED, USED OR DISCLOSED WITHOUT THE WRITTEN CONSENT OF THE ARCHITECT AND/OR DESIGNER. Copyright © 2025, JAA DESIGN SERVICES. ALL RIGHTS RESERVED. Fi l e n a m e : C: \ _ P \ 2 5 0 1 5 - J A A - 0 1 5 F L O W E R R E S I D E N C E - S A N T A A N A \ 0 1 - A r c h i t e c t u r a l D r a w i n g s \ F l o w e r R e s i d e n c e S e t . d w g O n : Ap r i l 1 7 , 2 0 2 6 REVISION LOG DELTA NO.DATE 07/17/25City Submittal 03/06/26City Corr. Subm.1 All Drawings, Specifications and copies thereof furnished by JAA DESIGN STUDIO are and shall remain it's property. They are to be used only with respect to this project. Federal law prohibits the reproduction, display, sale, or other disposition of this document without the express written consent of JAA DESIGN STUDIO . OWNERSHIP AND USE OF DOCUMENTS A0.0 EX I S T I N G MA I N H O U S E FL O O R P L A N AN D E L E V A T I O N S 2 - 5 - 3 - 4 - Scale: 3/16"=1'-0" EXISTING MAIN HOUSE FLOOR PLAN1 NO R T H SEE SHEET CS FOR SITE PLAN NOTES FOR CODE VIOLATIONS DEMO NOTES AND REQUIREMENTS Scale: 3/16"=1'-0" EXISTING MAIN HOUSE - FRONT ELEVATION2 Scale: 3/16"=1'-0" EXISTING MAIN HOUSE - RIGHT ELEVATION3 Scale: 3/16"=1'-0" EXISTING MAIN HOUSE - REAR ELEVATION4 Scale: 3/16"=1'-0" EXISTING MAIN HOUSE - LEFT ELEVATION5 MAIN HOUSE FLOOR PLAN AND ELEVATION LEGEND (E) WINDOW TO BE LEGALIZE A - C - 1 (E) WINDOW TO BE LEGALIZE 1 1 1 1 1 1 B - Notes: ·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. ·Windows were replaced like size-wise (same size). ·max U=0.3 and SHGC=0.23 for windows. 1 1 (E)8070 GARAGE DOOR (E)8070 GARAGE DOOR (E)3068 DR NOTE: NO CURB AT WALL BASE 21'-0" 20 ' - 0 " (E)NONCONFORMING GARAGE T.O.P. F.F. 8' - 0 " T.O.P. F.F. 8' - 0 " T.O.P. F.F. 8' - 0 " T.O.P. F.F. 8' - 0 " SHEET NO. DATE JOB # 07/17/25 FL O W E R R E S I D E N C E 83 4 S . F l o w e r S t . Sa n t a A n a , C a . 9 2 7 0 3 JA A D E S I G N S T U D I O 25 1 5 W . W i n s t o n R d 4 An a h e i m , C a 9 2 8 0 4 T 7 1 4 . 4 0 4 . 5 1 4 2 ay a l a . j u a n . a n t o n i o @ g m a i l . c o m JAA DS WR I T T E N D I M E N S I O N S S H A L L T A K E P R E F E R E N C E O V E R S C A L E D D I M E N S I O N S A N D S H A L L B E V E R I F I E D O N T H E J O B S I T E . A N Y D I S C R E P A N C Y S H A L L B E B R O U G H T T O T H E N O T I C E O F T H E D E S I G N E R A N D E N G I N E E R P R I O R T O T H E C O M M E N C E M E N T O F A N Y W O R K . 25015-Flower Residence ALL DRAWINGS AND WRITTEN MATERIAL APPEARING HEREIN CONSTITUTE THE ORIGINAL AND UNPUBLISHED WORK OF THE ARCHITECT AND THE SAME MAY NOT BE DUPLICATED, USED OR DISCLOSED WITHOUT THE WRITTEN CONSENT OF THE ARCHITECT AND/OR DESIGNER. Copyright © 2025, JAA DESIGN SERVICES. ALL RIGHTS RESERVED. Fi l e n a m e : C: \ _ P \ 2 5 0 1 5 - J A A - 0 1 5 F L O W E R R E S I D E N C E - S A N T A A N A \ 0 1 - A r c h i t e c t u r a l D r a w i n g s \ F l o w e r R e s i d e n c e S e t . d w g O n : Oc t o b e r 1 6 , 2 0 2 5 REVISION LOG DELTA NO.DATE 07/17/25City Submittal All Drawings, Specifications and copies thereof furnished by JAA DESIGN STUDIO are and shall remain it's property. They are to be used only with respect to this project. Federal law prohibits the reproduction, display, sale, or other disposition of this document without the express written consent of JAA DESIGN STUDIO . OWNERSHIP AND USE OF DOCUMENTS A1.0 EX I S T I N G / D E M O GA R A G E FL O O R & R O O F P L A N S AN D E L E V A T I O N S DEMOLITION PLAN NOTES DEMO FLOOR PLAN LEGEND DIMENSIONS: ALL DIMENSIONS ARE TO FACE OF CURB, FACE OF CONCRETE OR MASONRY, FACE OF FRAMING, OR CENTERLINE OF GRID LINES UNLESS NOTES OTHERWISE. EXISTING DOOR/WINDOW AND FRAME TO BE REMOVEDTO REMAIN EXISTING DOOR AND FRAME EXISTING WALLS TO REMAIN EXISTING BURNED WALLS TO BE REMOVED (DEMO) ·THE STRUCTURAL ENGINEER AND ARCHITECTURAL DESIGNER SHALL NOT HAVE CONTROL OR CHARGE OF, AND SHALL NOT BE RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES, OR PROCEDURES FOR SAFETY PRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE WORK FOR THE ACTS OR OMISSIONS OF THE CONTRACTOR, SUBCONTRACTORS, OR ANY OTHER PERSONS PERFORMING ANY OF THE WORK IN ACCORDANCE WITH THE CONTRACT DOCUMENTS. ·FOR CONNECTIONS, SEE DETAILS. ·ANY ENGINEER DESIGN PROVIDED BY OTHERS AND SUBMITTED FOR REVIEW SHALL BEAR THE SEAL OF AN ENGINEER REGISTERED IN THE STATE OF CALIFORNIA. ·VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS AND FIELD CONDITIONS. ·CONTRACTOR SHALL VERIFY IN FIELD ALL EXISTING CONDITIONS SHOWN ON DRAWINGS. ·IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO LOCATE ALL EXISTING UTILITIES WHETHER SHOWN HEREON OR NOT AND TO PROTECT THEM FROM DAMAGE. THE CONTRACTOR SHALL BEAR ALL EXPENSE OF REPAIR OR REPLACEMENT OF UTILITIES OR OTHER PROPERTY DAMAGED BY OPERATIONS IN CONJUNCTION WITH THE EXECUTION OF HIS WORK. ·THE CONTRACTOR WILL VERIFY AND CONFORM TO ALL REQUIREMENTS OF ALL UTILITY COMPANIES UNLESS OTHERWISE NOTED IN THE PLANS AND SPECIFICATIONS. ·THE DEMOLITION PLAN KEYNOTES ARE DIAGRAMMATIC AND GENERAL IN NATURE. THE INTENT IS TO ILLUSTRATE THE COMPLETE DEMOLITION OF THE SPACES INDICATED UNLESS NOTED OTHERWISE. FIELD VERIFICATION OF EXISTING CONDITIONS AND SPECIFIC QUANTITIES IS THE RESPONSIBILITY OF THE CONTRACTOR. ·REMOVAL AND DISPOSAL OF DEMOLITION DEBRIS IS THE RESPONSIBILITY OF THE CONTRACTOR. VERIFY THE HAULING ROUTE THROUGH THE BUILDING, THE DEMOLITION STAGING AREA, AND THE LOCATION OF THE DUMPSTER WITH THE OWNER PRIOR TO THE START OF DEMOLITION. DISPOSAL OF RUBBISH SHALL BE DONE IN A LEGAL MANNER. 3 - 6 -4 - 5 - Scale: 1/4"=1'-0" EXISTING/DEMO FLOOR PLAN1 Scale: 1/4"=1'-0" EXISTING/DEMO ROOF PLAN2 Scale: 1/4"=1'-0" EXISTING/DEMO ELEVATION (FRONT)3 Scale: 1/4"=1'-0" EXISTING/DEMO ELEVATION (RIGHT)4 Scale: 1/4"=1'-0" EXISTING/DEMO ELEVATION (REAR)5 Scale: 1/4"=1'-0" EXISTING/DEMO ELEVATION (LEFT)6 DEMO (E) ROOF - REBUILT IT DEMO (E) ROOF - REBUILT IT DEMO (E) ROOF - REBUILT IT DEMO (E) WALLS - REBUILT THE STRUCTURE NO R T H 2% S L O P E 21'-0" 20 ' - 0 " 3'-0" 1'-0"8'-0"1'-0"8'-0"3'-0" 2" (N)8070 GARAGE DOOR (R)GARAGE (N)8070 GARAGE DOOR (N)3068 DR 6" VARIESVARIES LINE OF (N)GARAGE CURB TYP. 8' - 0 " WP WP WP P/M P/ M P P CLG. FOR GARAGE DOOR OPENER WP NONCONFORMING GARAGE 1 HR FIRE RATED WALL OPEN FRAME (NO GYPSUM BD. CLG.) HIP HIP 4:12 4:12 DSDS DS 1' - 0 " 1'-0"TIGHT 1-HR RATED EAVE HIP HIP RIDGE T.O.P. F.G. T.O.C. 8' - 0 " T.O.P. F.G. T.O.C. 8' - 0 " T.O.P. F.G. T.O.C. 8' - 0 " T.O.P. F.G. T.O.C. 8' - 0 " 12 ' - 4 1 / 2 " T.O.P. F.G. T.O.C. GARAGE 8' - 0 " (E)SLAB TO REMAIN (N)GARAGE CONCRETE CURB WITH FOUNDATION PER STRUCT. PLANS TYP. T.O.P. F.G. T.O.C. 8' - 0 " GARAGE (E)SLAB TO REMAIN (N)GARAGE CONCRETE CURB WITH FOUNDATION PER STRUCT. PLANS TYP. SHEET NO. DATE JOB # 03/06/26 FL O W E R R E S I D E N C E 83 4 S . F l o w e r S t . Sa n t a A n a , C a . 9 2 7 0 3 JA A D E S I G N S T U D I O 25 1 5 W . W i n s t o n R d 4 An a h e i m , C a 9 2 8 0 4 T 7 1 4 . 4 0 4 . 5 1 4 2 ay a l a . j u a n . a n t o n i o @ g m a i l . c o m JAA DS WR I T T E N D I M E N S I O N S S H A L L T A K E P R E F E R E N C E O V E R S C A L E D D I M E N S I O N S A N D S H A L L B E V E R I F I E D O N T H E J O B S I T E . A N Y D I S C R E P A N C Y S H A L L B E B R O U G H T T O T H E N O T I C E O F T H E D E S I G N E R A N D E N G I N E E R P R I O R T O T H E C O M M E N C E M E N T O F A N Y W O R K . 25015-Flower Residence ALL DRAWINGS AND WRITTEN MATERIAL APPEARING HEREIN CONSTITUTE THE ORIGINAL AND UNPUBLISHED WORK OF THE ARCHITECT AND THE SAME MAY NOT BE DUPLICATED, USED OR DISCLOSED WITHOUT THE WRITTEN CONSENT OF THE ARCHITECT AND/OR DESIGNER. Copyright © 2025, JAA DESIGN SERVICES. ALL RIGHTS RESERVED. Fi l e n a m e : C: \ _ P \ 2 5 0 1 5 - J A A - 0 1 5 F L O W E R R E S I D E N C E - S A N T A A N A \ 0 1 - A r c h i t e c t u r a l D r a w i n g s \ F l o w e r R e s i d e n c e S e t . d w g O n : Ap r i l 1 7 , 2 0 2 6 REVISION LOG DELTA NO.DATE 07/17/25City Submittal 03/06/26City Corr. Subm.1 All Drawings, Specifications and copies thereof furnished by JAA DESIGN STUDIO are and shall remain it's property. They are to be used only with respect to this project. Federal law prohibits the reproduction, display, sale, or other disposition of this document without the express written consent of JAA DESIGN STUDIO . OWNERSHIP AND USE OF DOCUMENTS A2.0 PR O P O S E D GA R A G E FL O O R & R O O F P L A N S AN D E L E V A T I O N S 2x4 NEW WALLS AT 16" O.C. MAX U.N.O. EXISTING WALLS TO REMAIN FLOOR PLAN LEGEND A LANDING SHALL BE LEVEL W/ FLOOR 1.5" MAX. BELOW TOP OF THRESHOLD FOR OUT SWING DOORS WITH MIN MIN 36" DEEP X WIDTH OF DOOR LANDING ELECTRICAL SYMBOLS TYPICAL ROOF MATERIAL 5 AD.1 8 - 2 AD.1 1 AD.1 10 AD.1 CEILING OUTLET FOR GARAGE DOOR GFCI OUTLET SWITCH WALL MOUNTED HIGH EFFICACY LED LIGHT WALL MOUNTED HIGH EFFICACY LED LIGHT PHOTO CONTROLLED AND MOTION SENSORED P/M GFCI OUTLET-WEATHERPROOFWP 3 - 6 - 4 - 5 - MATCH NEW ROOF FINISH WITH THE (E)MAIN DWELLING TYP. SECTION NOTES SECTIONS KEYNOTES ·SEE FRAMING PLANS FOR ALL STRUCTURAL NOTES AND DETAILS ·FLOOR TRUSS DRAWINGS AND CALCULATIONS MUST BE REVIEWED BY THE STRUCTURAL ENGINEER AND APPROVED BY THE BUILDING DEPARTMENT PRIOR TO THE START OF CONSTRUCTION ·LUMBER IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED ·ALL INCANDESCENT LIGHTING FIXTURES RECESSED INTO CEILINGS SHALL BE APPROVED FOR ZERO CLEARANCE (I.C. RATED). ·PROVIDE FIRE BLOCKING IN WALLS AT 10'-0" HORIZONTAL AND VERTICAL. IN ADDITION PROVIDE FIRE BLOCKING AT ALL PLACES WHERE VERTICAL WALL CAVITIES ARE ADJACENT TO CONTINUOUS HORIZONTAL CAVITIES. THE CONTENT OF THE ARCHITECTURAL SECTIONS ARE INTENDED ONLY TO CONVEY THE GENERAL DESIGN CONFIGURATION AND SPATIAL RELATIONSHIPS OF THE BUILDING. SEE STRUCTURAL ENGINEER'S DRAWINGS AND CALCULATIONS FOR ALL ACTUAL STRUCTURAL ELEMENTS AND REQUIREMENTS 1.NEW ROOFING, SEE ROOF PLAN NOTES, INSTALL PER MANUFACTURERS SPECIFICATIONS. 2.NEW ROOF FRAMING, SEE FRAMING PLANS FOR LAYOUT INFORMATION 3.EXISTING CONCRETE SLAB, REFER TO SLAB DIMENSION PLAN, AND STRUCTURAL FOUNDATION PLAN FOR ADDITIONAL INFORMATION 4.NEW 2x4 STUDS PER STRUCTURAL PLANS 5.NEW 5/8" TYP "X" GYPSUM BOARD -TYPICAL AT 1-HR WALLS U.N.O. 6.NEW 7/8" STUCCO O/ 2-LAYERS GRADE "D" PAPER 7.OPEN FRAME (NO GYPSUM BD. CLG./WALLS) 1 TIGHT EAVE Scale: 1/4"=1'-0" PROPOSED FLOOR PLAN1 Scale: 1/4"=1'-0" PROPOSED ROOF PLAN2 Scale: 1/4"=1'-0" PROPOSED ELEVATION (FRONT)3 Scale: 1/4"=1'-0" PROPOSED ELEVATION (RIGHT)4 Scale: 1/4"=1'-0" PROPOSED ELEVATION (REAR)5 Scale: 1/4"=1'-0" PROPOSED ELEVATION (LEFT)6 Scale: 1/4"=1'-0" PROPOSED SECTION7 Scale: 1/4"=1'-0" PROPOSED SECTION8 7 - P 13 AD.1 12 AD.1 11 AD.1 3 AD.1 4 AD.1 15 AD.1 FIRE RATED EAVE MATCH EXISTING 3 COAT STUCCO FINISH WITH THE (E)MAIN DWELLING TYP. GUTTERS: DOWNSPOUTS: GUTTERS SHALL BE GALV. STEEL 4" WIDE X 3" HIGH OGEE STYLE PAINT TO MATCH ADJACENT SURFACE. GUTTERS SHALL BE PROVIDED WITH A MEANS TO PREVENT THE ACCUMULATION OF LEAVES AND DEBRIS IN THE GUTTER PER RESIDENTIAL CODE R327.534 AND BUILDING CODE 705A.4 DOWNSPOUTS WITH OVERFLOW, DOWNSPOUTS SHALL BE GALV. STEEL - PAINT TO MATCH ADJACENT SURFACE INSTALLATION:OVER TWO LAYERS OF TYPE 30 FELT UNDERLAYMENT INSTALL PER MANUFACTURER'S SPECIFICATIONS AND PRINTED INSTALLATION INSTRUCTIONS FOR ROOF COMPOSITE AT SLOPES LESS THAN 4:12, INSTALL ROOFING OVER MODIFIED BITUMEN ROOFING, OVER EXTERIOR GRADE ROOF SHEATHING MATERIAL :SHINGLE ROOF FINISH MATERIAL, CLASS A ROOFING ASSEMBLY OVER TYPE 30 FELT UNDERLAYMENT OVER 1/2" NOMINAL PLYWOOD ROOF SHEATHING WITH EXT. GLUE PROVIDE FIRE RETARDANT ROOF COVERING OF CLASS A MINIMUM. NEW ROOF SHALL MATCH WITH EXISTING MAIN HOUSE ROOF TYPE, COLOR AND MATERIAL, ASPHALT SHINGLES 35 YEARS RATING AND IN ACCORDANCE WITH CRC R806. USE CLASS "A" ASPHALT ROOF SHINGLES MANUFACTURER : GAF MODEL: ASPHALT SHINGLE TO MATCH EXISTING UL ER21-01 2 5 6 3 4 1 2 7 6 3 4 PUSH BUTTON FOR GARAGE DOOR MATCH EXISTING 3 COAT STUCCO FINISH WITH THE (E)MAIN DWELLING TYP. VAPOR BARRIER: EXTERIOR WALLS: PROVIDE VAPOR BARRIER AROUND ALL WALL PENETRATIONS INCLUDING DOORS, WINDOWS AND VENTS PER DETAILS. PAINTED 3-COAT EXTERIOR PLASTER 7/8" THICK THREE-COAT PORTLAND CEMENT PLASTER W/ SMOOTH FINISH OVER LATH AND BUILDING PAPER (PROVIDE 2 LAYERS OF GRADE D PAPER AT SHEER WALLS) EXTERIOR WALL CONSTRUCTION ASSEMBLY WITH A MINIMUM OF ONE LAYER OF NO. 15 ASPHALT FELT, FREE FROM HOLES AND BREAKS, COMPLYING WITH ASTM D 226 FOR TYPE 1 FELT SHALL BE APPLIED OVER STUDS OF ALL EXTERIOR WALLS. TWO LAYERS OF GRADE D OR 60 MINUTE GRADE D PAPER SHALL BE APPLIED OVER WOOD BASE SHEATHING. CLASS "A" TYPE ROOF, SEE ROOF MATERIAL (N)DOWNSPOUTS (N)RAIN GUTTER LIGHT ELEVATIONS NOTES MATCH EXISTING 3 COAT STUCCO FINISH WITH THE (E)MAIN DWELLING TYP. MATCH EXISTING SHINGLE ROOF FINISH WITH THE (E)MAIN DWELLING TYP. LIGHT LIGHT NO R T H MATCH GARAGE TO EXISTING RESIDENCE IN ROOF PITCH, MATERIAL, AND COLOR. 1-HR FIRE SEPARATION WALL 7 7 7 1 1 1 14 AD.1 1 1 1 1 1 1 SCALEDOOR HEAD 13"=1'-0" SCALEDOOR JAMB 23"=1'-0" INTEGRAL STOP BEYOND WITH 1/ 2 " DOOR FRAME SCALEDOOR THRESHOLD 33"=1'-0" SCALETYP. MOISTOP INSTALL 8N.T.S. SOLDER JOINTS) ONE SIDE ONLY) (NOTE: DETAIL SHOWS 1" MIN. PER DETAIL ALL JOINTS. (NO COLD PAN FLASHING, SOLDER 26 GA. G.S.M. CONTINUOUS OF ALUMINUM AND CONCRETE THRESHOLD PROVIDE THRESHOLD FOR SEPARATION BITUMINOUS COATING ON OF ALUMINUM AND CONCRETE OR OTHER APPROVED MEASURE TO ISOLATE/ PROTECT PER U.B.C. 2004.3 SCALEDOOR THRESHOLD FLASHING 93"=1'-0" ROOF FRAMING ROOF SHT'G. OVER AND UNDER NAILER 30# MN ROOF FELT - LAP RIDGE OR HIP SHINGLES FOR INSTALLATION ROOF MFR. SPECIFICATIONS NOTE: REFER TO REFER TO MANUFACTURE SPECS. SCALERIDGE / HIP 101-1/2" = 1'-0" ROOF SHINGLES BEAM PER STRUCTURAL ENG. STUD WALL INTERIOR FINISH HEADER SEE STRUCTURAL MOISTOP OR EQUAL BUILDING PAPER SHIM 2-MILLED FRAME WEATHER STRIPPING WOOD DOOR CASING DOOR DETAIL SEE TYP. INSTALL INTERIOR FINISH STUD WALL SHIM 2x-MILLED FRAME WEATHER STRIPPING WOOD DOOR CASING DOOR MOISTOP OR EQUAL BUILDING PAPER DETAIL SEE TYP. INSTALL SYSTEM o/ METAL LATH o/ 2 LAYERS OF BLDG. PAPER FINISH MATERIAL FINISH MATERIAL SYSTEM o/ METAL LATH o/ 2 LAYERS OF BLDG. PAPER FINISH MATERIAL FINISH MATERIAL 2x FRAMING @ 24" O/C MAX. METAL DRIP EDGE 3-COAT STUCCO SYSTEM O/METAL LATH O/ 2 LAYERS OF CONSTRUCTION (IGNITION RESISTIVE CONSTRUCTION) PER [CRC Table R302.1(1)] SCALEEAVE RATED 131-1/2" = 1'-0" Projections, including eaves, shall be one-hour fire-resistive construction, heavy timber or of noncombustible material if they project into the 3/5 foot (sprinklered /unsprinklered) setback area from the property line. They may project a maximum of 12 inches beyond the 3 foot setback. [CRC Tables R302.1(1) and R302.1(2), with exceptions] SEE ROOF PLAN ONE-HOUR FIRE RESISTANT BUILDING PAPER FLAT OR SLOPED EAVE SOFFIT FIRE BLOCKING 2" MI N . 4" M I N . 8" M I N . STUD WALL SYSTEM o/ METAL LATH o/ 2 LAYERS OF BLDG. PAPER 3-COAT STUCCO 2x P.T. SILL PLATE STRUCTURAL PLANS) (3x MAY OCCUR SEE HARDENING VINYL CONTINUOUS NON- CAULK (3) BEADS OR 1" WIDE STRIP LOCATION SCAPE AT DECK SLOPE SCREED PARALLEL w/ HARD- HARDSCAPE MAY OCCUR - SEE LAND- SCAPE PLANS FINISH GRADE SEC. R703.6.2.1 FLANGE PER I.R.C. 3 1/2" HIGH NAILING WEEP SCREED 26 GA. GALV. MET. w/ SCALEWEEP SCREED 153"=1'-0" LOCATIONS. INSULATION BAFFLE AT VENT PREFINISHED GUTTER SEE ROOF PLAN OPT. SEAMLESS ALUMINUM O/METAL LATH O/ BLDG PAPER 3-COAT STUCCO SYSTEM ROOF SHINGLES SEE ROOF PLAN PRIME AND PAINT RESAWN STARTER BD. 2x8 RESAWN FASCIA ROOF SHT'G. EDGE DRIP METAL EAVE RISER MIN. 30 ROOF FELT LAP O/ REFER TO MANUFACTURE SPECS. SCALEEAVE 111-1/2" = 1'-0" NOTE: J-MOLD SHOULD BE SEALED TO BUILDING PAPAER AND NOTE 2X TRIM. STUCCO MOLD TYP. EXTERIOR PLASTER O/ WIRE LATH & BLDG. PAPER TRIM CASING) DOOR MOISTOP SECTIONAL OVERHEAD GARAGE INSTALL PER DOOR MANUF. GARAGE DOOR HARDWARE SHIM MAY OCCUR REQUIREMENTS THAN WALL FRAMING (OPENING 2X R.S. TRIM (1) SIZE LARGER NOTCHED AT DOOR TRACK POST PER STRUCT. PLANS GARAGE INTERIOR FINISH 5/8" TYPE "X" GYP. BD. U.N.O. GARAGE INTERIOR FINISH 5/8" TYPE "X" GYP. BD. U.N.O. EXTERIOR PLASTER O/ WIRE LATH & BLDG. PAPER GARAGE DOOR EXTEND 1" PAST W/ SEALANT TO 2x TRIM WITH BLDG. PAPER) (WEATHERBOARD LAPPED SECTIONAL OVERHEAD THAN WALL FRAMING OPENING TRIM/CASING (OPENING TRIM CASING) 2X R.S. TRIM (1) SIZE LARGER STUCCO MOLD TYP. SCALEGARAGE HEAD 43"=1'-0" SCALEGARAGE JAMB 53"=1'-0" PREFINISHED GUTTER SEE ROOF PLAN OPT. SEAMLESS ALUMINUM O/METAL LATH O/ BLDG PAPER 3-COAT STUCCO SYSTEM ROOF SHINGLES PRIME AND PAINT RESAWN STARTER BD. ROOF SHT'G. EDGE DRIP METAL EAVE RISER MIN. 30 ROOF FELT LAP O/ REFER TO MANUFACTURE SPECS. SCALETIGHT EAVE RATED 121-1/2" = 1'-0" 3/4" PLYWOOD MAY OCCURS, SEE STRUCT. PLANS 5/8" TYPE 'X" GYP. BD. Garage Unit shall be separated by one hour fire separation wall which complies with R302.3. One layer of 5/8's inch type “X” drywall on garage side of this wall from floor to roof sheathing. STUCCO FINISH EXTERIOR Dwelling Units shall be separated by not less than: 1-hr fire-resistance rating on ea. side when tested in accordance with ASTME119 or UL 263. CRC R302.3. SCALE1-HR WALL 143"=1'-0" GARAGE 2x4 FRAMING DE T A I L S SHEET NO. DATE JOB # 03/06/26 FL O W E R R E S I D E N C E 83 4 S . F l o w e r S t . Sa n t a A n a , C a . 9 2 7 0 3 JA A D E S I G N S T U D I O 25 1 5 W . W i n s t o n R d 4 An a h e i m , C a 9 2 8 0 4 T 7 1 4 . 4 0 4 . 5 1 4 2 ay a l a . j u a n . a n t o n i o @ g m a i l . c o m JAA DS WR I T T E N D I M E N S I O N S S H A L L T A K E P R E F E R E N C E O V E R S C A L E D D I M E N S I O N S A N D S H A L L B E V E R I F I E D O N T H E J O B S I T E . A N Y D I S C R E P A N C Y S H A L L B E B R O U G H T T O T H E N O T I C E O F T H E D E S I G N E R A N D E N G I N E E R P R I O R T O T H E C O M M E N C E M E N T O F A N Y W O R K . 25015-Flower Residence ALL DRAWINGS AND WRITTEN MATERIAL APPEARING HEREIN CONSTITUTE THE ORIGINAL AND UNPUBLISHED WORK OF THE ARCHITECT AND THE SAME MAY NOT BE DUPLICATED, USED OR DISCLOSED WITHOUT THE WRITTEN CONSENT OF THE ARCHITECT AND/OR DESIGNER. Copyright © 2025, JAA DESIGN SERVICES. ALL RIGHTS RESERVED. Fi l e n a m e : C: \ _ P \ 2 5 0 1 5 - J A A - 0 1 5 F L O W E R R E S I D E N C E - S A N T A A N A \ 0 1 - A r c h i t e c t u r a l D r a w i n g s \ F l o w e r R e s i d e n c e S e t . d w g O n : Ap r i l 1 7 , 2 0 2 6 REVISION LOG DELTA NO.DATE 07/17/25City Submittal 03/06/26City Corr. Subm.1 All Drawings, Specifications and copies thereof furnished by JAA DESIGN STUDIO are and shall remain it's property. They are to be used only with respect to this project. Federal law prohibits the reproduction, display, sale, or other disposition of this document without the express written consent of JAA DESIGN STUDIO . OWNERSHIP AND USE OF DOCUMENTS AD.1 1 1 RCR SHEET NO. DATE JOB # 07/17/25 FL O W E R R E S I D E N C E 83 4 S . s F l o w e r S t . Sa n t a A n a , C a . 9 2 7 0 3 JA A D E S I G N S T U D I O 25 1 5 W . W i n s t o n R d 4 An a h e i m , C a 9 2 8 0 4 T 7 1 4 . 4 0 4 . 5 1 4 2 ay a l a . j u a n . a n t o n i o @ g m a i l . c o m JAA DS WR I T T E N D I M E N S I O N S S H A L L T A K E P R E F E R E N C E O V E R S C A L E D D I M E N S I O N S A N D S H A L L B E V E R I F I E D O N T H E J O B S I T E . A N Y D I S C R E P A N C Y S H A L L B E B R O U G H T T O T H E N O T I C E O F T H E D E S I G N E R A N D E N G I N E E R P R I O R T O T H E C O M M E N C E M E N T O F A N Y W O R K . 25015-Flower Residence ALL DRAWINGS AND WRITTEN MATERIAL APPEARING HEREIN CONSTITUTE THE ORIGINAL AND UNPUBLISHED WORK OF THE ARCHITECT AND THE SAME MAY NOT BE DUPLICATED, USED OR DISCLOSED WITHOUT THE WRITTEN CONSENT OF THE ARCHITECT AND/OR DESIGNER. Copyright © 2025, JAA DESIGN SERVICES. ALL RIGHTS RESERVED. Fi l e n a m e : C: \ _ P \ 2 5 0 1 5 - J A A - 0 1 5 F L O W E R R E S I D E N C E - S A N T A A N A \ 0 1 - A r c h i t e c t u r a l D r a w i n g s \ F l o w e r R e s i d e n c e S e t . d w g O n : Ju l y 2 2 , 2 0 2 5 REVISION LOG DELTA NO.DATE 07/17/25City Submittal All Drawings, Specifications and copies thereof furnished by JAA DESIGN STUDIO are and shall remain it's property. They are to be used only with respect to this project. Federal law prohibits the reproduction, display, sale, or other disposition of this document without the express written consent of JAA DESIGN STUDIO . OWNERSHIP AND USE OF DOCUMENTS RESIDENTIAL CONSTRUCTION MINIMUM REQUIREMENTS GENERAL: 1. 2. 3. 4. 5. 6. 7. 8. 9. CONSTRUCTION: 10. Pedestrian protection adjacent to public way to be as follows: CBC TABLE 3306.1 PROTECTION OF PEDESTRIANS HEIGHT OF CONSTRUCTION 8 feet or less DISTANCE FROM CONSTRUCTION TO LOT LINE Less than 5 feet 5 feet or more Less than 5 feet 5 feet or more, but not more than one-fourth the height of construction More than 8 feet 5 feet or more, but between one-fourth and one-half the height of construction 5 feet or more, but exceeding one-half the height of construction TYPE OF PROTECTION REQUIRED Construction railings None Barrier and covered walkway Barrier and covered walkway Barrier None 11. All exterior lath and plaster shall have two layers of Grade D paper over wood base sheathing. (CRC R703.7.3, CBC 2510.6) 12. Wall covering of showers or tubs with showers shall be of cement plaster, tile, or approved equal, to a height of not less than 72 inches above drain inlet. Backing for tile shall be cement board or cement plaster. (CRC R307.2, CBC 1209.2.3) 13. Safety glazing shall be provided at the following hazardous locations: (CRC R308.4, CBC 2406.4) a. c. Swinging, bi-fold, and sliding doors. b. When located within 60 inches above the floor of wet surfaces such as tubs, showers, saunas, steam rooms, or outdoor swimming pool. Glazing adjacent to doors: i. Within a 24-inch arc of either vertical edge of doors and within 60 inches of walking surface. ii. Where the glazing is on a wall perpendicular to the plane of the door in a closed position and within 24 inches of the hinge side of an in-swinging door. d. Where glazing area is more than 9 sq. ft. in area, with the bottom edge less than 18 inches above the floor, top edge more than 36 inches above floor, and within 36 inches of a walking surface, measured horizontally. e. f. g. Glazing where the bottom exposed edge of the glazing is less than 36 inches above the plane of the adjacent walking surface of stairways, landings between flights of stairs and ramps. Glazing adjacent to the landing at the bottom of a stairway where the glazing is less than 36 inches above the landing and within 60 inches horizontally of the bottom tread. Glazing in guards and railings. 14. All doors from the house into the pool area shall be equipped with an approved alarm or an approved alternate drowning prevention safety feature. (CBC 3109 (115922)) 15. Smoke alarms shall be installed in the following locations (CRC R314.3, CBC 907.2.11.2, 907.2.11.3 & 907.2.11.4): a.In each sleeping room. b. c. Outside each separate sleeping area in the immediate vicinity of the bedrooms. On each additional story, including basements and habitable attics. d. e. f. Not less than 3 feet horizontally from the door or opening of a bathroom that contains a bathtub or shower. A minimum of 20 feet horizontally from any permanently installed cooking appliance. Smoke alarms shall be hardwired with battery back-up and interconnected unless exempted in accordance with CRC R314.4 & R314.5 or CBC 907.2.10.5 & 907.2.10.6. 16. Carbon monoxide alarms shall be installed in the following locations (CRC R315.3): a. b. Outside of each sleeping area in the immediate vicinity of the bedroom(s). On every occupiable level of the dwelling unit including basements. c. Where a fuel-burning appliance is located within a bedroom or its attached bathroom, a carbon monoxide alarm shall be installed within the bedroom. Carbon monoxide alarms shall be hardwired with battery back-up and interconnected unless exempted in accordance with CRC R315.6(4). 17. All fenestrations on windows and doors shall have U-factors (0.30 max) and Solar Heat Gain Coefficient (SHGC=0.23 max) values in accordance with T-24 energy calculations. All fenestrations must have temporary and permanent labels. TEMPORARY GENERATOR: 18. Hand operated construction tools powered by electricity must use power provided by Southern California Edison through a temporary pole or available outlet.In the rare case where electricity is not readily available and a portable temporary generator is necessary, then the following restrictions must be adhered to: a. Must be portable and may be easily relocated. b.Temporary generators are to be located a minimum distance from any property line according to the following table: Time in Use Hours 0 – 1 day > 1 day c. Required Setback from Property Line 10 feet 20 feet Required Setback from Adjacent Structures 5 feet 5 feet If the minimum distance cannot be achieved, then the generator shall be located the most extreme distance practical to inhibit noise. Other methods to inhibit noise may be utilized when practical. d. May be operational for a maximum of five consecutive calendar days. After five consecutive calendar days of use, power shall be provided through the use of a temporary power pole. e.Usage is limited to weekdays between the hours from 8:00 AM and 3:30 PM Monday through Friday. No use on the weekends or federal holidays. FIREPLACE: 19. All fireplaces: a. b. c. Factory-built fireplaces, chimneys and all of their components shall be listed and installed in accordance with instructions. (CRC R1004.1) Factory built wood burning fireplaces shall be qualified at the U.S. EPA’s Voluntary Fireplace Program Phase 2 emissions level. (CRC 1004.1.1) Decorative shrouds shall not be installed at the termination of factory-built chimneys except where such shrouds are listed and labeled for use with the specific factory-built chimney system and are installed in accordance with manufacturer's installation instructions. (CRC R1005.2 & CMC 802.5.1.1 & CMC 802.5.4.3) d. e. Horizontal openings are not allowed, for exhaust vents, in walls closer than 3 feet to a property line. (Tables R302.1(1)&(2)). Horizontal vent caps shall be 2 feet clear from property lines. Exhaust openings shall not be directed onto walkways. (R303.5.2) 20. Solid fuel burning fireplaces: a. b. c. d. Provide a permanently anchored gaseous fuel burning pan to the firebox of a solid fuel burning fireplace. Solid fuel burning fireplace must comply with the California Energy Standards mandatory measures. Chimney shall extend at least 2 ft. higher than any portion of the building within 10 ft., but shall not be less than 3 ft. above the highest point where the chimney passes through the roof. (CRC R1003.9) Liquid fueled fireplaces are not allowed for interior use. 21. Direct vent gas appliance fireplace: a. MECHANICAL: 22. Rooms containing bathtubs, showers, spas and similar fixtures shall be provided with an exhaust fan with humidity control sensor having a minimum capacity of 50 CFM ducted to terminate outside the building. (CRC R303.3, Cal Green 4.506.1, CBC 1202.5.2.1, CMC 402.5) 23. Where water closet compartment is independent of the bathroom or shower area, a fan will be required in each area. Bathrooms shall have an exhaust fan with humidity control sensor, min. 50 CFM capacity. (CRC R303.3) 24. Where whole house fans are used in bathroom areas, the fan must run continuously and shall not be tied to a humidity control sensor. (Cal Green 4.506.1(2)) 25. The clothes dryer vent shall not exceed 14 ft. in overall length with maximum two 90 degree elbows. (CMC 504.4.2.1) 26. Environmental air ducts shall terminate min. 3 feet from property line or openings into building, and 10 feet from a forced air inlet. (CMC 502.2.1) 27. Mechanical equipment shall be installed per the manufacture’s installation instructions. (CMC 303.1) Direct vent sealed-combustion gas appliance fireplace must comply with the Cal Green code requirements and must comply with ANSI Z21.50. (Cal Green 4.503.1) their listing and manufacturer's installation 28. Domestic range vents to be smooth metallic interior surface. (CMC 504.3) 29. Supply and return air ducts to be insulated at a minimum of R-6. (Cal Energy Code Table 150.1-A.) PLUMBING: 30. Separate water meters are required for all new duplexes. Separate fire risers are required at each water meter. 31. Plumbing Fixtures: a. b. New Construction & Addition/Alterations that increases condition space area, volume, or size (Cal Green 4.303.1): i. Comply with CAL Green Mandatory Requirements Addition & Alteration: Existing fixtures shall be replaced to meet the following requirements: i. Shower Heads: 1.8 gpm @ 80 psi ii.Lavatory Faucets: 1.2 gpm @ 60 psi iii. Kitchen Faucets: 1.8 gpm @ 60 psi iv. Water Closet: 1.28 gallons per flush 32. Clearance for water closet to be a minimum of 24 inches in front, and 15 inches from its center to any side wall or obstruction. (CPC 402.5) 33. The water heater burner to be at least 18 inches above the garage floor, if located in a garage. (CPC 507.13) 34.Install a 3 inch diameter by 3 ft. tall steel pipe embedded in concrete slab for protection of water heaters located in garage. (CPC 507.13.1) 35. Water heaters to be strapped at top and bottom with 1 ½” x 16 gauge strap with 3/8” diameter. X 3” lag bolt each end. (CPC 507.2) 36. ABS and PVC drain waste and vent piping material is limited to 2 stories maximum. (CPC 701.2(2) (a). and 903.1.1) 37. ABS and PVC roof and deck drain material is limited to 2 stories maximum. (CPC 1101.4) 38. Roof and deck drain systems inside the building are required to be installed with directional DWV drainage fittings. (CPC 1101.4 and & 706.0) 39. Cleanouts are required within 2 feet of the connection between the building interior roof/deck drain piping system and the exterior onsite storm drain system. (CPC 1101.13) 40. All hose bibbs shall have vacuum breakers. (CPC 603.5.7) 41.The maximum amount of water closets on a 3 inch horizontal drainage system line is 3. (CPC Table 703.2) 42. The maximum amount of water closets on a 3 inch vertical drainage system line is 4. (CPC Table 703.2) 43. Provide gas line with a min capacity of 200,000 BTU for water heater. (Cal Energy Code 150.0(n)) 44. Provide a condensate drain no more than 2 inches above the base of the water heater space. (Cal Energy Code 150.0 (n)) 45. Provide a straight vent pipe from the water heater space to the outside termination from the water heater space. (Cal Energy Code 150.0 (n)) 46. 47. 48. Insulate all hot water pipes. (Cal Energy Code 150.0 (j) (2), and CPC 609.11). Isolation valves are required for tankless water heaters on the hot and cold supply lines with hose bibbs on each valve, to flush the heat exchanger. (Cal Energy Code 110.3 (6)) Install 1 automatic clothes washer connection per one and two family dwelling. Table 422.1) ELECTRICAL: 49. Electrical service shall be underground for new construction, replacement building, or addition to an existing building exceeds fifty (50) percent of the gross floor area of the existing building. (NBMC 15.32.015) 50. Edison Company approval is required for meter location prior to installation. 51.Field inspectors shall review and approve underground service requirement prior to concrete placement. 52. Service equipment and subpanels shall have a min 30” wide by 36” deep clear work space.(CEC 110.26) 53. All lighting is required shall be high efficacy. (California energy code section 150.0 (k) and Table 150.0-A.) 54. Provide a listed 1 inch raceway to accommodate a dedicated 208/240-volt circuit for future electrical vehicle (EV) charger. (Cal Green 4.106.4.1) 55. All receptacle outlets are required shall be listed tamper resistant (CEC 406.12 and 250.52) 56. Combination type AFCI circuit breakers are required for all 120-volt single phase 15/20 amp branch circuits. Except for bathrooms, garages, and outdoors. (CEC 210.12) 57. A minimum of one dedicated 20 amp circuit is required for a bathroom. (CEC 210.11(C)(3)) 58. GFCI protection is required for all receptacle outlets located outdoors, garages, accessory buildings, bathrooms, crawl spaces, kitchens, laundry areas, kitchen dishwasher branch circuit, garbage disposal, all areas within 6 feet of a sink, and all receptacles within 6 feet of a bathtub or shower stall. (CEC 210.8) 59. Receptacle outlets are not allowed within or over a bathtub or shower stall. (CEC 406.9 (C)) 60. Subpanels are not allow to be located in bathrooms or clothes closets.. Avoid installing sub-panels in fire wall envelope unless the panel is listed or fire protection is clearly detailed to the satisfaction of the building official. (CEC 240.24 (D) and (E) 61. Circuits sharing a grounded conductor (neutral) with two ungrounded (hot) conductors must use a two pole circuit breaker or an identified handle tie. Group non-cable circuits in panel. (CEC 210.4(B)) (CEC 210.4(D)) 62.The receptacle outlets that serve kitchen counter tops, dining room, breakfast area, and pantry, must have a min of 2 dedicated 20 amp circuits. (CEC 210.52 (B)(1)) 63. Kitchen counter tops 12 inches or wider must have a receptacle outlet. (CEC 210.52(C)(1)) 64. Kitchen counter tops must have receptacle outlets so no point along the counter walls is more than 24 inches from a receptacle. (CEC 210.52 (C)(1)) 65.Island and peninsular counter (CEC 210.52(C)( 1),(2),and (3)) tops must have at least one receptacle. (CPC 66. The spacing for general receptacle outlets must be located so that no point on any wall, fixed glass, or cabinets is over 6 feet from a receptacle outlet. (CEC 210.52(A)(1)) 67. Hallways 10 feet or more must have at least one receptacle outlet. (CEC 210.52(H)) 68. Garages shall have at least one receptacle for each car space on the interior. The branch circuit supplying the receptacles shall not serve outlets outside of the garage. (CEC 210.52 (G) (1)). 69.Laundry rooms must have at least one dedicated 20 amp receptacle circuit. 210.11(C) (2)). (CEC 70. Provide 120V receptacle within 3 feet of water heater. (Cal Energy Code 150.0 (n) 1 A.) FOUNDATION: 71. Weep screed for stucco at the foundation plate line shall be a minimum of 4 inches above the earth or 2 inches above paved areas. (CRC R703.7.2.1, CBC 2512.1.2) 72.Fasteners and connectors (nails, anchor bolts, etc.) in contact with preservative-treated wood shall be of hot-dipped zinc-coated galvanized steel, stainless steel, silicon bronze or copper.(CRC R317.3, CBC 2304.10.5.1) 73. Anchor bolts shall include steel plate washers, a minimum of 0.229” x 3” x 3” in size, between sill plate and nut. (CRC R602.11.1, CBC 2308.3, Acceptable alternate SDPWS 4.3.6.4.3) Applicable Standards: 2022 California Residential Code (CRC); 2022 California Building Code (CBC); 2022 California Plumbing Code (CPC); 2022 California Electrical Code (CEC); 2022 California Mechanical Code (CMC); 2022 Building Energy Efficiency Standards (BEES); 2022 California Green Building Standards Code (Cal Green). Residential building undergoing permitted alterations, additions or improvements shall replace non-compliant plumbing fixtures with water-conserving plumbing fixtures meeting the requirements of 2022 California Green Building Standards Code, Section 4.303.1 Plumbing fixture replacement is required prior to issuance of a certificate of occupancy or final inspection by the Chief Building Official. (Civil Code, Section 1101.1 et seq., NBMC 15.11.010) Issuance of a building permit by the City does not relieve applicants of the legal requirements to observe covenants, conditions and restrictions, which may be recorded against the property or to obtain plans. You should contact your community associations prior to commencement of any construction authorized by this permit. Prior to performing any work in the City right-of-way an encroachment permit must be obtained from the Public Works Department. A site survey by a licensed surveyor shall be required prior to foundation concrete pour. Garage ceiling height. The minimum unobstructed vertical clearance for parking spaces shall be seven feet, except that the front four feet may have a minimum vertical clearance of four feet. (NBMC 20.40.090 A 4) Utilize one of the city’s approved franchise hauler to recycle and/or salvage a minimum of 65% of the nonhazardous construction and demolition waste.(Cal Green 4.408.1, 4.408.3) Stairways shall not be less than 36 inches clear width. (CRC 311.7.1) The minimum head clearance shall be 6”-8” measured vertically from the sloped line adjoining tread nosing. (CRC 311.7.2) Advisory Note: Homeowners Association (HOA) approval is independent of the City process and may be required for this improvement. Please check with the HOA Board. Additional permits are required for detached structures including but not limited to: a. Accessory structures, detached patio covers, and trellises b. Masonry or concrete fences over 3.5 ft. high or within 3 feet of the property line, c. Retaining walls over 4 ft. high from the bottom of the foundation to the top of the wall and any retaining wall within 3 ft. of property line regardless of height. RE S I D E N T I A L CO N S T R U C T I O N M I N I M U M RE Q U I R E M E N T S File: c:\users\bkouj\onedrive\projects\2025-projects\2025-meelad\25-0025-meelad-garage-834 south flower st_santa ana_ca_92703\1-pdf and cad plans\25-0025-structural-meelad -834 s flower st_santa ana_ca-03-04-2026.dwg Saved: 3/5/2026 12:08 AM (bkouj) Plotted: 3/6/2026 9:13 AM Roof 18. 1" brace to each stud and plate Floor 1.Blocking between ceiling joists, rafters or trusses to top plate or other framing below 3-8d common (21/2" × 0.131"); or 3-10d box (3" × 0.128"); or 3-3" × 0.131" nails; or 3-3" 14 gage staples, 7/16" crown Each end, toenail DESCRIPTION OF BUILDING ELEMENTS 2-8d common (21/2" × 0.131") 2-3" × 0.131" nails 2-3" 14 gage staples 2-16 d common (31/2" × 0.162") 3-3" × 0.131" nails 3-3" 14 gage staples Blocking between rafters or truss not at the wall top plate, to rafter or truss Flat blocking to truss and web filler 2.Ceiling joists to top plate 16d common (31/2" × 0.162") @ 6" o.c. 3" × 0.131" nails @ 6" o.c. 3" × 14 gage staples @ 6" o.c 3-8d common (21/2" × 0.131"); or 3-10d box (3" × 0.128"); or 3-3" × 0.131" nails; or 3-3" 14 gage staples, 7/16" crown Each end, toenail End nail Face nail Each joist, toenail Face nail Face nail Face nail NUMBER AND TYPE OF FASTENER SPACING AND LOCATION 3.Ceiling joist not attached to parallel rafter, laps over partitions (no thrust) (see Section 2308.7.3.1, Table 2308.7.3.1) 4.Ceiling joist attached to parallel rafter (heel joint) (see Section 2308.7.3.1, Table 2308.7.3.1) 5.Collar tie to rafter 6.Rafter or roof truss to top plate (See Section 2308.7.5, Table 2308.7.5) 7.Roof rafters to ridge valley or hip rafters; or roof rafter to 2-inch ridge beam 8.Stud to stud (not at braced wall panels) 9.Stud to stud and abutting studs at intersecting wall corners (at braced wall panels) 10.Built-up header (2" to 2" header) 11.Continuous header to stud 3-16d common (31/2" × 0.162"); or 4-10d box (3" × 0.128"); or 4-3" × 0.131" nails; or 4-3" 14 gage staples, 7/16" crown Per Table 2308.7.3.1 3-10d common (3" × 0.148"); or 4-10d box (3" × 0.128"); or 4-3" × 0.131" nails; or 4-3" 14 gage staples, 7/16" crown 3-10 common (3" × 0.148"); or 3-16d box (31/2" × 0.135"); or 4-10d box (3" × 0.128"); or 4-3" × 0.131 nails; or 4-3" 14 gage staples, 7/16" crown 2-16d common (31/2" × 0.162"); or 3-10d box (3" × 0.128"); or 3-3" × 0.131" nails; or 3-3" 14 gage staples, 7/16" crown; or 3-10d common (3" × 0.148"); or 4-16d box (31/2" × 0.135"); or 4-10d box (3" × 0.128"); or 4-3" × 0.131" nails; or 4-3" 14 gage staples, 7/16" crown Wall 16d common (31/2" × 0.162"); 10d box (3" × 0.128"); or 3" × 0.131" nails; or 3-3" 14 gage staples, 7/16" crown 16d common (31/2" × 0.162"); or 16d box (31/2" × 0.135"); or 3" × 0.131" nails; or 3-3" 14 gage staples, 7/16" crown 16d common (31/2" × 0.162"); or 16d box (31/2" × 0.135") 4-8d common (21/2" × 0.131"); or 4-10d box (3" × 0.128") Toenailc End nail Toenail 24" o.c. face nail 16" o.c. face nail 16" o.c. face nail 12" o.c. face nail 12" o.c. face nail 16" o.c. each edge, face nail 12" o.c. each edge, face nail Toenail Connections for wood members shall be designed in accordance with the appropriate methodology in Section 2302.1. The number and size of fasteners connecting wood members shall be not less than that set forth in Table 2304.10.2. 2304.10.2 Fastener Requirements (TABLE 2304.10.2) FASTENING SCHEDULE 12.Top plate to top plate 16d common (31/2" × 0.162"); or 10d box (3" × 0.128"); or 3" × 0.131" nails; or 3" 14 gage staples, 7/16" crown 16" o.c. face nail 12" o.c. face nail 13.Top plate to top plate, at end joints 8-16d common (31/2" × 0.162"); or 12-10d box (3" × 0.128"); or 12-3" × 0.131" nails; or 12-3" 14 gage staples, 7/16" crown Each side of end joint, face nail (minimum 24" lap splice length each side of end joint) 14.Bottom plate to joist, rim joist, band joist or blocking (not at braced wall panels) 16d common (31/2" × 0.162"); or 16d box (31/2" × 0.135"); or 3" × 0.131" nails; or 3" 14 gage staples, 7/16" crown 16" o.c. face nail 12" o.c. face nail 15.Bottom plate to joist, rim joist, band joist or blocking at braced wall panels 2-16d common (31/2" × 0.162"); or 3-16d box (31/2" × 0.135"); or 4-3" × 0.131" nails; or 4-3" 14 gage staples, 7/16" crown 16" o.c. face nail 17.Top plates, laps at corners and intersections 19.1" × 6" sheathing to each bearing 20.1" × 8" and wider sheathing to each bearing 2-8d common (21/2" × 0.131"); or 2-10d box (3" × 0.128"); or 2-3" × 0.131" nails; or 2-3" 14 gage staples, 7/16" crown 2-8d common (21/2" × 0.131"); or 2-10d box (3" × 0.128") 3-8d common (21/2" × 0.131"); or 3-10d box (3" × 0.128") Face nail 4-8d common (21/2" × 0.131"); or 4-10d box (3" × 0.128"); or 4-3" × 0.131" nails; or 4-3" 14 gage staples, 7/16" crown; or Toenail End nail 2-16d common (31/2" × 0.162"); or 3-10d box (3" × 0.128"); or 3-3" × 0.131" nails; or 3-3" 14 gage staples, 7/16" crown 16.Stud to top or bottom plate 2-16d common (31/2" × 0.162"); or 3-10d box (3" × 0.128"); or 3-3" × 0.131" nails; or 3-3" 14 gage staples, 7/16" crown Face nail Face nail Face nail 21.Joist to sill, top plate, or girder 3-8d common (21/2" × 0.131"); or floor 3-10d box (3" × 0.128"); or 3-3" × 0.131" nails; or 3-3" 14 gage staples, 7/16" crown 22.Rim joist, band joist, or blocking to top plate, sill or other framing below 8d common (21/2" × 0.131"); or 10d box (3" × 0.128"); or 3" × 0.131" nails; or 3" 14 gage staples, 7/16" crown 6" o.c., toenail Toenail 23.1" × 6" subfloor or less to each joist 2-8d common (21/2" × 0.131"); or 2-10d box (3" × 0.128") 2-16d common (31/2" × 0.162")24.2" subfloor to joist or girder 25.2" planks (plank & beam — floor & roof)2-16d common (31/2" × 0.162")Each bearing, face nail 20d common (4" × 0.192") 26.Built-up girders and beams, 2" lumber layers 10d box (3" × 0.128"); or 3" × 0.131" nails; or 3" 14 gage staples, 7/16" crown 24" o.c. face nail at top and bottom staggered on opposite sides And: 2-20d common (4" × 0.192"); or 3-10d box (3" × 0.128"); or 3-3" × 0.131" nails; or 3-3" 14 gage staples, 7/16" crown Ends and at each splice, face nail 27.Ledger strip supporting joists or rafters 3-16d common (31/2" × 0.162"); or 4-10d box (3" × 0.128"); or 4-3" × 0.131" nails; or 4-3" 14 gage staples, 7/16" crown Each joist or rafter, face nail 32" o.c., face nail at top and bottom staggered on opposite sides Face nail Face nail 28.Joist to band joist or rim joist 3-16d common (31/2" × 0.162"); or 4-10d box (3" × 0.128"); or 4-3" × 0.131" nails; or 4-3" 14 gage staples, 7/16" crown Each end, toenail 2-8d common (21/2" × 0.131"); or 2-10d box (3" × 0.128"); or 2-3" × 0.131" nails; or 2-3" 14 gage staples, 7/16" crown 29.Bridging or blocking to joist, rafter or truss End nail File: c:\users\bkouj\onedrive\projects\2025-projects\2025-meelad\25-0025-meelad-garage-834 south flower st_santa ana_ca_92703\1-pdf and cad plans\25-0025-structural-meelad -834 s flower st_santa ana_ca-03-04-2026.dwg Saved: 3/5/2026 12:08 AM (bkouj) Plotted: 3/6/2026 9:13 AM (R)GARAGE 2% S L O P E (R)GARAGE File: c:\users\bkouj\onedrive\projects\2025-projects\2025-meelad\25-0025-meelad-garage-834 south flower st_santa ana_ca_92703\1-pdf and cad plans\25-0025-structural-meelad -834 s flower st_santa ana_ca-03-04-2026.dwg Saved: 3/5/2026 12:08 AM (bkouj) Plotted: 3/6/2026 9:13 AM CORNER INTERSECTION PLAN VIEW SECTION File: c:\users\bkouj\onedrive\projects\2025-projects\2025-meelad\25-0025-meelad-garage-834 south flower st_santa ana_ca_92703\1-pdf and cad plans\25-0025-structural-meelad -834 s flower st_santa ana_ca-03-04-2026.dwg Saved: 3/5/2026 12:08 AM (bkouj) Plotted: 3/6/2026 9:13 AM TYPICAL SHEAR WALL INTERSECTION DETAILS (NO HOLDOWNS) TYPICAL UN-BLOCKED ROOF AND FLOOR DIAPHRAGMS TYPICAL SHEAR WALL INTERSECTION DETAILS (WITH HOLDOWNS) File: c:\users\bkouj\onedrive\projects\2025-projects\2025-meelad\25-0025-meelad-garage-834 south flower st_santa ana_ca_92703\1-pdf and cad plans\25-0025-structural-meelad -834 s flower st_santa ana_ca-03-04-2026.dwg Saved: 3/5/2026 12:08 AM (bkouj) Plotted: 3/6/2026 9:13 AM SHEET NO. DATE JOB # 07/17/25 FL O W E R R E S I D E N C E 83 4 S . F l o w e r S t . Sa n t a A n a , C a . 9 2 7 0 3 JA A D E S I G N S T U D I O 25 1 5 W . W i n s t o n R d 4 An a h e i m , C a 9 2 8 0 4 T 7 1 4 . 4 0 4 . 5 1 4 2 ay a l a . j u a n . a n t o n i o @ g m a i l . c o m JAA DS WR I T T E N D I M E N S I O N S S H A L L T A K E P R E F E R E N C E O V E R S C A L E D D I M E N S I O N S A N D S H A L L B E V E R I F I E D O N T H E J O B S I T E . A N Y D I S C R E P A N C Y S H A L L B E B R O U G H T T O T H E N O T I C E O F T H E D E S I G N E R A N D E N G I N E E R P R I O R T O T H E C O M M E N C E M E N T O F A N Y W O R K . 25015-Flower Residence ALL DRAWINGS AND WRITTEN MATERIAL APPEARING HEREIN CONSTITUTE THE ORIGINAL AND UNPUBLISHED WORK OF THE ARCHITECT AND THE SAME MAY NOT BE DUPLICATED, USED OR DISCLOSED WITHOUT THE WRITTEN CONSENT OF THE ARCHITECT AND/OR DESIGNER. Copyright © 2025, JAA DESIGN SERVICES. ALL RIGHTS RESERVED. Fi l e n a m e : C: \ _ P \ 2 5 0 1 5 - J A A - 0 1 5 F L O W E R R E S I D E N C E - S A N T A A N A \ 0 1 - A r c h i t e c t u r a l D r a w i n g s \ F l o w e r R e s i d e n c e S e t . d w g O n : Au g u s t 2 0 , 2 0 2 5 REVISION LOG DELTA NO.DATE 07/17/25City Submittal All Drawings, Specifications and copies thereof furnished by JAA DESIGN STUDIO are and shall remain it's property. They are to be used only with respect to this project. Federal law prohibits the reproduction, display, sale, or other disposition of this document without the express written consent of JAA DESIGN STUDIO . OWNERSHIP AND USE OF DOCUMENTS GR-N 2022 CALGREEN - RESIDENTIAL MINIMUM REQUIREMENTS Scope 1. 2022 California Green Building Standards Code (CG) is applicable to all new residential buildings, including but not limited to, dwellings, apartment houses, condominiums, hotels, and other types of dwellings containing sleeping accommodations with or without common toilets or cooking facilities regulated by the Department of Housing and Community Development (HCD-1). (NBMC 15.11.010, CG Section 101.3.1(3)). 2. 2022 California Green Building Standards Code (CG) is applicable to additions or alterations of existing residential buildings where the addition or alteration increases the building’s conditioned area, volume, or size. The requirements shall apply only to and/or within the specific area of the addition or alteration. (301.1.1) Energy Efficiency 3. New one and two family dwellings and townhouses with attached private garages shall install a listed nominal 1 inch inside diameter raceway to accommodate a dedicated 208/240 volt branch circuit. (4.106.4.1) a. The raceway shall originate at the main service or subpanel and terminate into a listed cabinet, box, or enclosure in close proximity to the proposed location of an EV charger. b. The service panel or subpanel shall provide capacity to install a minimum 40 ampere dedicated branch circuit and space reserved for installation of a branch circuit overcurrent protective device. c. The service panel or subpanel circuit directory shall identify the overcurrent protective devices space reserved for future EV charging as “EV CAPABLE.” d. The raceway termination location shall be permanently and visibly marked as “EV CAPABLE.” Material Conservation and Resources Efficiency 4. Annular spaces around pipes, electric cables, conduits or other openings in sole/bottom plates at exterior walls shall be protected against the passage of rodents by closing such openings with cement mortar, concrete masonry or other similar method. (4.406.1) 5. Utilize one of the city’s approved franchise hauler to recycle and/or salvage a minimum of 65% of the nonhazardous construction and demolition waste. (4.408.1, 4.408.3) Water Efficiency and Conservation 6. New residential developments shall comply with City’s water efficient landscape ordinance. (4.304.1, NBMC 14.17) 7. Plumbing fixtures and fittings shall comply with the following (4.303.1): FIXTURE TYPE Single Showerheads Multiple Showerheads Residential Lavatory Faucets Common and Public use Lavatory Faucets Kitchen Faucets Metering Faucets Water Closets Wall Mounted Urinal All Other Types of Urinal 2. Lavatory faucets shall not have a flow rate less than 0.8 gpm at 20 psi. Environmental Quality 8. Moisture content of building materials used in wall and floor framing is checked before enclosure according to one of the following (4.505.3): a. Moisture content shall be determined with either a probe-type or contact-type moisture meter. Equivalent moisture verification methods may be approved by the enforcing agency and shall satisfy requirements found in Section 101.8 of this code. b. Moisture readings shall be taken at a point 2 feet (610 mm) to 4 feet (1219 mm) from the grade stamped end of each piece to be verified. c. At least three random moisture readings shall be performed on wall and floor framing with documentation acceptable to the enforcing agency provided at the time of approval to enclose the wall and floor framing. 9. Aerosol paints and coatings shall meet the Product-weighted MIR Limits for ROC in Section 94522(a)(2) and other toxic requirements in Sections 94522(e)(1) and (f)(1) of the California Code of Regulations, Title 17, commencing with Section 94520. (4.504.2.3) 10. Carpet and carpet systems shall be compliant with of the following (4.504.3): a. Carpet and Rug Institute’s Green Label Plus Program. b. California Department of Public Health Specification 01350. c. NSF/ANSI 140 at the Gold level. d. Scientific Certifications Systems Indoor Advantage™ Gold 11. Minimum 80% of floor area receiving resilient flooring shall comply with one of the following (4.504.4): a. VOC emission limits defined in the Collaborative for High Performance Schools (CHPS) High Performance Product Database. b. Products certified under UL GREENGUARD Gold. c. Certified under the Resilient Floor Covering Institute (RFCI) FloorScore program. d. California Department of Public Health Specification 01350. 1.8 gpm @ 80 psi Combine flow rate of 1.8 gpm @80 psi 1.2 gpm @ 60 psi2 0.5 gpm @ 60 psi 1.8 gpm @ 60 psi 0.2 gallons per cycle maximum 1.28 gallons/flush1 0.125 gallons/flush 0.5 gallons/flush 1. Includes single and dual flush water closets with an effective flush rate of 1.28 gallons or less when tested per ASME A122.19.233.2 for single flush and ASME A112.19.14 for dual flush toilets. MAXIMUM FLOW RATE 12. Adhesives, sealants and caulks shall be compliant with volatile organic compound (VOC) limits set forth in Table 4.504.1 or Table 4.504.2. (4.504.2.1) ADHESIVE VOC LIMIT 1,2 (Less Water and Less Exempt Compounds in Grams per Liter) ARCHITECTURAL APPLICATIONS Indoor carpet adhesives Carpet pad adhesives Outdoor carpet adhesives Wood flooring adhesive Rubber floor adhesives Subfloor adhesives Ceramic tile adhesives VCT and asphalt tile adhesives Drywall and panel adhesives Cove base adhesives Multipurpose construction adhesives Structural glazing adhesives Single-ply roof membrane adhesives Other adhesives not specifically listed SPECIALTY APPLICATIONS PVC welding CPVC welding ABS welding Plastic cement welding Adhesive primer for plastic Contact adhesive Special purpose contact adhesive Structural wood member adhesive Top and trim adhesive Metal to metal Plastic foams Porous material (except wood) Wood Fiberglass SEALANT VOC LIMIT (Less Water and Less Exempt Compounds in Grams per Liter) SEALANTS Architectural Marine deck Nonmembrane roof Roadway Single-ply roof membrane Other SEALANT PRIMERS Architectural Nonporous Porous Modified bituminous Marine deck Other 250 775 500 760 750 VOC LIMIT 250 760 300 250 450 420 SUBSTRATE SPECIFIC APPLICATIONS 30 50 50 30 80 1. If an adhesive is used to bond dissimilar substrates together, the adhesive with the highest VOC content shall be allowed. 2. For additional information regarding methods to measure VOC content specified in table, see South Coast Air Quality Management District Rule 1168. 510 490 325 250 550 80 250 140 250 VOC LIMIT 50 50 150 100 60 50 65 50 50 50 70 100 250 50 13. Paints, stains, and other coatings shall be compliant with VOC and other toxic compound limits set forth in Table 4.504.3. (4.504.2.2) VOC CONTENT LIMITS FOR ARCHITECTURAL COATINGS 2,3 (Grams of VOC per Liter of Coating, Less Water and Less Exempt Compounds) COATING CATEGORY Flat coatings Nonflat coatings Nonflat-high gloss coatings Aluminum roof coatings Basement specialty coatings Bituminous roof coatings Bituminous roof primers Bond breakers Concrete curing compounds Concrete/masonry sealers Driveway sealers Dry fog coatings Faux finishing coatings Fire resistive coatings Floor coatings Form-release compounds Graphic arts coatings (sign paints) High temperature coatings Industrial maintenance coatings Low solids coatings1 Magnesite cement coatings Mastic texture coatings Metallic pigmented coatings Multicolor coatings Pretreatment wash primers Primers, sealers, and undercoaters Reactive penetrating sealers Recycled coatings Roof coatings Rust preventative coatings Shellacs Clear Opaque Specialty primers, sealers and undercoaters Stains Stone consolidants Swimming pool coatings Traffic marking coatings Tub and tile refinish coatings Waterproofing membranes Wood coatings Wood preservatives Zinc-rich primers Specialty Coatings 400 400 50 350 350 350 100 50 150 350 350 100 250 500 420 250 120 450 100 500 250 420 100 350 250 50 250 730 550 100 250 450 340 100 420 250 275 350 340 1. Grams of VOC per liter of coating, including water and including exempt compounds. 2. The specified limits remain in effect unless revised limits are listed in subsequent columns in the table. 3. Values in this table are derived from those specified by the California Air Resources Board, Architectural Coatings Suggested Control Measure, February 1, 2008. More information is available from the Air Resources Board. VOC LIMIT 50 100 150 14. Particleboard, medium density fiberboard (MDF) and hardwood plywood used in interior or exterior of the building shall comply with low formaldehyde emission standards as set forth in Table 4.504.5 below (4.504.5): FORMALDEHYDE LIMITS1 (Maximum formaldehyde Emissions in Parts per Million) PRODUCT Hardwood plywood veneer core Hardwood plywood composite core Particleboard Medium density fiberboard Thin medium density fiberboard2 2. Thin medium density fiberboard has a maximum thickness of 5/16 inch (8 mm). 15. All duct and other related air distribution component openings shall be covered with tape, plastic, sheet metal or other methods acceptable to the building inspector to reduce the amount of water, dust and debris, which may enter the system until final startup of the HVAC equipment. (4.504.1) 16. Bathroom exhaust fans shall be ENERGY STAR compliant and be ducted to terminate outside the building. Unless functioning as a component of whole house ventilation system,fans must be controlled by a humidity control capable of adjustment between a relative humidity range of less than or equal to 50% to maximum 80%. (4.506.1) 17. Duct systems are sized, designed and equipment is selected using the following methods (4.507.2): a. Establish heat loss and heat gain values according to ANSI/ACCA 2 Manual J-2019 (Residential Load Calculation), ASHRAE handbooks or equivalent design software or methods. b. Size duct systems according to ANSI/ACCA 1 Manual D-2019 (Residential Duct Systems), ASHRAE handbooks or other equivalent design software or methods. c. Select heating and cooling equipment according to ANSI/ACCA 3 Manual S-2014 (Residential Equipment Selection) or other equivalent design software or methods Installer and Special Inspector Qualifications 18. HVAC system installers shall be trained and certified or work under direct supervision of trained and certified installers in the proper installation of HVAC systems. (702.1) 19. HVAC special inspectors must be qualified and able to demonstrate competence in the discipline they are inspecting. (702.2) Documentations 20. An operation and maintenance manual, CD, web-based reference or other approved media shall be provided by the builder to the building occupant or owner at the final inspection. It shall operation and maintenance instruction of the equipment and appliances. (4.410.1) 21. Documentation shall be provided to verify that finish materials used comply with VOC limits as set forth in Tables 4.504.1, 4.504.2, & 4.504.3. (4.504.2.4) 22. Documentation shall be provided to verify that composite wood products used comply with formaldehyde limits as set forth in Tables 4.504.5. (4.504.5.1) 23. Documentation which shows compliance with CAL Green code including construction documents, plans, specifications, builder or installer certification, and inspection reports and verification shall be available at the final inspection. (703.1) 24. CAL Green Documentation Compliance Certification form (City form) is required to be submitted to the Building Inspector prior to final building inspection.(703.1) include LIMIT 0.05 0.05 0.09 0.11 0.13 1. Values in this table are derived from those specified by the California Air Resources Board, Air Toxics Control Measure for Composite Wood as tested in accordance with ASTM E 1333-96(2002). For additional information, see California Code of Regulations, Title 17, Sections 93120 through 93120.12 CA L G R E E N RE S I D E N T I A L M I N I M U M RE Q U I R E M E N T S O R A N G E C O U N T Y F I R E A U T H O R I T Y Plan Submittal Criteria Form Required for Single Family or Duplex Residences (Use Commercial form for lots with 3+ dwelling units or new residential tracts) Complete the Project Information and Questionnaire below, then sign and date the Applicant Certification. Project Information  New Single Family Residence/Duplex  Addition/Remodel  ADU  Other Address: Unit #: City or Unincorporated County Area: ZIP: Scope of Work: Existing Area: Area to be Added: Total Resulting Area: Stories: Area Added in Past 2 Years (excluding this project): Yes No Questionnaire OCFA Plan Type if “Yes” 1.   New – Is this a new single family residence or duplex? *(PR160) Residential Site with Water Availability (PR400-402) Fire Sprinkler 2.   ADU – Is this a new Accessory Dwelling Unit (ADU) on the same property as a house that already has fire sprinklers or a house that will have fire sprinklers added as part of this project? (PR400-402) Fire Sprinkler 3.   Addition – Is this (A) an addition to a currently sprinklered building, or (B) an addition requiring a fire sprinkler retrofit based on a threshold set by local ordinance? (PR400-402) Fire Sprinkler 4.   Distance – Is the most remote portion of the addition, ADU or other detached structure greater than 140-feet from the fire access roadway? *(PR160) Residential Site 5.   Total Area – Will the addition result in a total area of greater than 3,600 square feet (sf) for non- sprinklered buildings, or greater than 6,200 sf for sprinklered buildings, including the area of all enclosed spaces, such as garages, stairs, and detached structures separated by less than 10-feet? *(PR160) Residential Site with Water Availability 6.   Remodel – Is this a remodel of a sprinklered building with a scope of work that includes adding or removing any interior walls? Note: If “Yes”, then project must be evaluated by a C-16 licensed contractor to determine if a fire sprinkler modification is needed. (PR400-402) Fire Sprinkler 7.   Detached Structure – Is this a new detached utility or accessory structure (not an ADU), such as a garage, workshop, game room, pool house, barn, etc., requiring fire sprinklers based on a threshold set by local ordinance? *(PR160) Residential Site (PR400-402) Fire Sprinkler 8.   Gate – Is a gate being installed across a driveway or road that is designated as a fire department access roadway, or a driveway or road that serves more than a single home/duplex? (PR180) Gate 9.   Methane – Is project located in or less than 100’ from a “Division of Oil, Gas, and Geothermal Resources” (DOGGR) field boundary or well (active or abandoned), less than 300-feet from an oil/gas seep, or less than 1000-feet from a landfill? (Note: For projects in Yorba Linda, this requirement only applies to new homes, enclosed accessory structures, addition to existing structure greater than 1000 sf, and ADU’s). *(PR160) Residential Site *(PR172-174) Methane Test/Mitigation Plans 10.   Vegetation – Is the property/structure (A) on the perimeter of a community containing, or adjacent to slopes or hills, or (B) adjacent to an open space or wildland area containing non-irrigated vegetation, or (C) in a State Responsibility Area or Local Responsibility Area “Fire Hazard Severity Zone”, as defined by the State, or (D) near an area that could be affected by a wildfire in the open space. *(PR125) Fuel Modification (PR182) Accessory Structure *OCFA approval required before issuance of a grading/building permit. All other plans types may be deferred submittals. Applicant Certification I certify, under penalty of perjury, under the laws of the State of California, that the information above is true: Print Name:_______________________________________ Signature:___________________________________________ Date:______________ Phone Number:_____________________________________________ Email:_____________________________________________________________ Attention Building Department Staff – After you’ve verified all questions were answered accurately as “No”, then you may accept this signed form as a written release that an OCFA review is not required. If any questions were answered as “Yes”, then the plan type on the right side may be required. ______If all answers are “No” and the Building Department still requires the applicant to have their plans reviewed by OCFA, or if any answers are “Yes” and the Building Department prefers for OCFA to determine if a review is required, please initial this line and provide an explanation on the Plan Referral Form (on the reverse), to be submitted along with the appropriate plans to OCFA for a determination. For questions and submittal information, please visit ocfa.org, or call OCFA at (714) 573-6100 SFR CITY OF SANTA ANA Planning and Building Agency KOUJAH CONSULTING ENGINEER MATERIAL: STRUCTURAL DESIGN & PLAN REVIEWING STRUCTURAL CALCULATIONS 834 S. FLOWER ST., SANTAANA, CA. 92703 CALIFORNIA/LA BUILDING CODE, 2022 EDITION w3dI; f2r-welrmt03,N611;&IaXili9Fmui7.«:T�1►III CONCRETE: CONCRETE BLOCK: REINFORCED STEEL. - STRUCTURAL STEEL: STRUCTURAL PIPE: PLYWOOD SHEATHING GLUED -LAM. BEAMS: LUMBER: SOIL PRESSURE: BY: 4 E3S, « \ EXP. 12-31-27 / * Approved FOR PERMIT ISSUANCE Master ID: Date: JOB #: 25-0025 4,500 PSI AT 28 DAYS. GRADE N. MED. WT. UNITS, ASTM C-90. 20,000 PSI (ASTMA615, GRADE 60). 24,000 PSI (COMPACT) (ASTMA36). 22,000 PSI (ASTMA53, GRADE "B"). DOUGLAS FIR, STRUCTURAL I. P.S. 2-10. 2,400 PSI (D.F. COMB. "24F"). GRADE MARKED D.F. PER W.C.L.B.GRDG. RULE 17. 1.500 PSF NO SOIL'S REPORT PROVIDED. DATE: 03/06/2026 CITY OF SANTA ANA FP.INnping anq Building Agency BY SUMS- T DATE CHECKED STRUCTURAL DESIGN & PLAN REVIEWING VERTICAL LOADS: Roof Loads: Roof Pich: P:= 4 Roofing (Comp. Shingle) WROF CVR := 6-psf Plywood (1/2"thick) WROF PWD := 1.5•psf Framing (2X6 @ 16" o/c.) WROF FRM := 2.0•psf Sprinkler WROF SPR:= O.O'psf Insulation WROF rNs := 2-psf Drywall (112"). WROF DWL := 2.5•psf Wc. (Solar) WROF MIS := 1.0•psf Total Floor Dead Load IWDL ROF = 15•ps Total Floor Dead Load := WDL ROF• PT = 15.811•ps Stucco Ceding WSTC := 10• psf Railing Load WRAIL:= 10• psf Total Roof Live Load (4":12" pitch) WLL ROF := 20•psf Ext. & Int Wal Loads Framing (2X4 @ 16" O/C) 1.5 psf 3/8" Plywood Panel 1.1 psf 7/8" Stucco(not req'd for int. wall) 10.0 psf Drywall (5/8" ceiling, 2 for int. wall) 3.0 psf kisc. (use 1.4 psf for int. wall) 0.4 psf Total Ext. Wall Dead Load EWd = 16•ps Tota Int. Wall Dead Load 1V1'I := tops pproved -11 T-ICUANCE Ceiling Loads where occurs Master ID: Date: Framing (2X6 @ 16") WCLG FRM = 2.0•psf Sprinkler WCLG SPR := 0.0•psf Insulation WCLG; INS = 2-psf Drywall (1/2"ceding) WCLG DWL := 2-5-psf Misc. WCLG loos := 0-5-psf Total Roof Dead Load WDL CLG = 'psf Total Ceding Live Load WLL cLG := 10•psf 1 of 28 BY SUBJECT DATE CHECKED CITY OF SANTA ANA Planning and Building Agency rFTN0 T BNB, Approved FOR PERMIT 1 ANCE IT"iT VERTICAL LOADS ON JOISTSBEAMS: In ROOF JOISTS WRD_RJ1 C 12 I-ft-(WDL_ROF - WROF_FRM - WROF_INS- WROF_DWL) = 9.311•plf RR-1: J CEILING JOISTS CJ-1: HIP BEAM HB-1: ROOFHDR RH-1: ROOFHDR GH-1: ROOF BEAM RB-1: POINT LOAD FROM HB-1: CHECK SHEAR STRESS AT BEAM END DUE TO TRIM: WRL_RJ I 112� • ft' (WLL_ROF) = 20-plf USE 2X6 (a� 16" O/C WRD_CJI := 1212)'ft'(WDL_CLG - WCLG_FRM) = 5•plf WRL CJ1 := (12)•ft'( WLL_CLG) = 10•plf USE 2X6 (D 16" O/C 10 WRD_HBI I � + I-A•(WDL_ROF - WROF INS- WROF_DWL) = 113.114•plf WRL HBI I 2 + 2 I-ft-(WLL-ROF) = 200-pif USE 4X10 WRD_RHI := (20) +1.R•(WDL ROF) + 2' ft'EWd = 87.34•plf WRL_RHI := (.2 + 1.OI ft•(WLL_ROF) = 70•plf USE 4X4 WRD GHI 10 2 + 1.Ol (1•(WDL_ROF+ WCLG_FRM) +2•R•EWd = 138.868•plf WRL_GHI = (.2 10 + 1.0)-ft•(WLL_ROF) = 120•plf USE4X8 (10.33 WRD RBI Ift•(WDL_CLG) = 36.155•plf (12 0.33 WRLRB1 = .ft•(WLL CLG) = 51.65•plf PDL HBI := 580•lb•2 = 1.16•kips PRL HBI := 940•lb•2 = 1.88•kips USE 5.25'X11.25" 2.2E PSL 3' (uDL + V LL) Ham_ = 61.935-psi « F, := 290•psi• 1.25 = 362.5•psi 11.75- 55 2•(5.25•in) 14•in - ). (2.051•in) 5.5 --OK CITY OF SANTA ANA Planning and Building Agency VERTICAL LOADS ON JOISTS/BEAMS: ROOFHDR GH-2: POINT LOAD FROM RB-1: BY DATE CHECKED SUBJECT WRD GH2 = (L2 + 1.0).ft•(WDL ROF+WCLG_FRM) +2•ft-EWd= 138.868-p1f 10 WP,L_GH2:= (.2 + 1.0).ft-(W, ROF) = 120-pif ILLTNO. ur „ ,0 Approved WOR PERMIT ISSUANCE Date PDL RBI = 1120-Ib = 1.12•kips PRL RBI := 1450•lb = 1.45-kips USE4X10 3 of 28 Multiple Simple Beam LICu KW-06017149, Build:20.26.03.03 Description: ROOF FRAMING-1 Wood Beam Design: RJ-1 Code References Project Title: Engineer: Project ID: Project Descr: BACHARKOUJAH CITY OF SANTA ANA Planning and Building Agency Approved FOR PERMIT ISSUANCE Project File. 25-0025_ec6 (c) ENERCA 1 Master ID. Date: Governing Code : IBC 2021 Referenced Design Standard(s) : NDS 2018 Load Combination Set: ASCE 7-16 BEAM Size: 2x6, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species: Douglas Fir -Larch Wood Grade: No.2 Fb - Tension 900.0 psi Fc - PHI 1.350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.00940, Lr = 0-020 ksf, Trib= 1.333 ft Design Summary Max fb/Fb Ratio = 0.483. 1 fb : Actual : 812.79 psi at 5 000 it in Span # 1 Fb: Allowable: 1,681.88 psi Load Comb: +D+Lr Max fv/FvRatio = 0.151 : 1 fv : Actual : 34.02 psi at 9.567 ft in Span # 1 Fv: Allowable: 225.00 psi Load Comb : +D+Lr Max Reactions (k) D Lr L S w E H Left Support 0.07 0.13 Right Support 0.07 0.13 Wood Beam Design: CJ-1 D(0 01253) Lr(0 02666) 2x6 10.0 ft Max Deflections Transient Downward 0.181 in Ratio 662 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: Rho (or Omega) = 1.00 Density 31.210 pcf Total Downward 0.279 in Ratio 430 LC: +D+Lr Total Upward 0.000 in Ratio 9999 LC: I Code References Goveming Code: IBC 2021 Referenced Design Standard(s) : NDS 2018 Load Combination Set: ASCE 7-16 BEAM Size: 2x6, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations. Major Axis Bending Wood Species : Douglas Fir -Larch Wood Grade: No.2 Fb - Tension 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0050, Lr = 0.010 ksf, Trib= 1 50 ft Design Summary Max fb/Fb Ratio = 0.415. 1 fb . Actual : 481.75 psi at 5.000 ft in Span # 1 Fb: Allowable : 1,160.41 psi Load Comb : +D+Lr Max fv/FvRatio = 0.090 : 1 fv : Actual : 20.17 psi at 9.567 ft in Span # 1 Fv: Allowable: 225.00 psi Load Comb: +D+Lr Max Reactions (k) 0 Lr L 5 YY E Left Support 0.05 0.08 Right Support 0,05 0.08 D(0.00750) Lr0.0150) 2x6 looft Max Deflections N Transient Downward 0 102 in Ratio 1176 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: Rho (or Omega) = 1.00 Density 31.210 pcf Total Downward 0.165 in Ratio 726 LC: +D+Lr Total Upward 0.000 in Ratio 9999 LC- 4 of 28 Multiple Simple Beam LIC« KW-06017149, Build20.26.03.03 Wood Beam Design: HB-1 Code References Project Title: Engineer: Project ID: Project Descr: BACHAR KOUJAH CITY OF SANTA ANA Planning and Building Agency Approved FOR PERMIT ISSUANCE Project File. 25-0025_ec6 (c) ENERCA,. . , l r: ;'-202t Master ID: Date: Governing Code: IBC 2021 Referenced Design Standard(s) : NDS 2018 Load Combination Set: ASCE 7-16 BEAM Size, 4x10, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species: Douglas Fir -Larch Wood Grade: No.2 Fb - Tension 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D= 0.0->0.1131, Lr = 0.0->0.20 klft, 0.0 to 14.170 ft Design Summary Max fb/Fb Ratio = 0.749 ; 1 fb : Actual : 1.010.98 psi at 8.124 ft in Span # 1 Fb : Allowable: 1,350.00 psi Load Comb : +D+Lr Max fv/FvRatio = 0.266 : 1 fv : Actual : 59.91 psi at 13.414 ft in Span # 1 Fv : Allowable : 225.00 psi Load Comb: +D+Lr Max Reactions (k) 12 LE L a Zt E Left Support 0.32 0.47 Right Support 0.58 0.94 Wood Beam Design: RH-1 Code nces Rho (or Omega) = 1.00 Density 31.210 pcf D(0.0.0.1131) Lr(0.0,0.20) A& 4x10 A 14.170 ft Max Deflections H Transient Downward 0.247 in Total Downward 0.404 in Ratio 687 Ratio 420 LC: Lr Only LC: +D+Lr Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC - Governing Code; IBC 2021 Referenced Design Standards): NDS 2018 Load Combination Set: ASCE 7-16 BEAM Size: 4x4, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : Douglas Fir -Larch Wood Grade: No-2 Fb - Tension 900.0 psi Fc - PHI 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Applied Loads TBeam self weight calculated and added to loads Unif Load: D = 0.0880, Lr = 0.070 ksf, Trib= 1.0 ft Summary Design Max fb/Fb Ratio = 0.201.1 fb : Actual : 338.88 psi at 1,585 ft in Span # 1 Fb: Allowable: 1,687.50 psi Load Comb: +D+Lr Max fv/FvRatio = 0.114 - 1 fv : Actual: 25.57 psi at 0.000 ft in Span # 1 Fv : Allowable: 225.00 psi Load Comb : +D+Lr Max Reactions (k) D Lr L s W E H Left Support 0.14 0.11 Right Support 0,14 0.11 D(0.0680) Lr(0.070) 4x4 3A70 ft Max Deflections Transient Downward 0.008 in Ratio 4760 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: Rho (or Omega) = 1.00 Density 31.210 pcf Total Downward 0.018 in Ratio 2074 LC: +D+Lr Total Upward 0,000 in Ratio 9999 LC: 5 of 28 Multiple Simple Beam LIC# KW-06017149, Build20.26.03.03 Wood Beam Design: GH-1 Code References Project Title: Engineer: Project ID: Project Descr: BACHAR KOUJAH CITY OF SANTA ANA Planning and Building Agency Approved FOR PERMIT ISSUANCE Project File. 25-0025_ec6 (c) ENERC? 1 Master ID. Date: Goveming Code: IBC 2021 Referenced Design Standard(s) : NDS 2018 Load Combination Set: ASCE 7-16 BEAM Size, 4x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species: Douglas Fir -Larch Wood Grade: No.2 Fb - Tension 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.1390, Lr = 0.120 ksf, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = 0.599. 1 fb : Actual : 863.71 psi at 4.085 ft in Span # 1 Fb : Allowable: 1,441.86 psi Load Comb : +D+Lr Max fv/FvRatio = 0.242 : 1 fv : Actual : 54.50 psi at 7.571 ft in Span # 1 Fv : Allowable 225.00 psi Load Comb: +D+Lr Max Reactions (k) 12 L[ L 2 ZI E Left Support 0.59 0.49 Right Support 0.59 0.49 Wood Beam Design: RB-1 � Code fim-- nces _11310.1390) Lr(0.120) 4x8 8.170 tt Rho (or Omega) = 1.00 Density 31.210 pcf Max Deflections B Transient Downward 0.068 in Total Downward 0.150 in Ratio 1441 Ratio 654 LC: Lr Only LC: +D+Lr Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Governing Code; IBC 2021 Referenced Design Standard(s) : NDS 2018 Load Combination Set: ASCE 7-16 BEAM Size: 5.25x11.25, Parallam PSL, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : iLevel Truss Joist Wood Grade : Parallam PSL 2.2E Fb - Tension 2,900.0 psi Fc - PHI 2,900.0 psi Fv 290.0 psi Ebend- xx 2,200.0 ksi Fb - Compr 2,900.0 psi Fc - Perp 750.0 psi Ft 2,025.0 psi Eminbend - xx 1,118.19 ksi Applied Loads TBeam self weight calculated and added to loads Unif Load: D = 0.0370, Lr = 0.0520 ksf, Trib= 1.0 ft 1 Point: D = 1.160, Design Summary Lr = 1.880 k @ 9.810 ft Max fb/Fb Ratio = 0.622. 1 fb : Actual : 2,176.78 psi at 9.815 ft in Span # 1 Fb: Allowable: 3,500.99 psi Load Comb: +D+Lr Max fv/FvRatio = 0.174: 1 fv : Actual: 62.92 psi at 0.000 ft in Span # 1 Fv : Allowable. 362.50 psi Load Comb: +D+Lr Max Reactions (k) D Lr L S W E Left Support 1.12 1.45 Right Support 1.12 1.45 D(0.0370) Lr(0.0520) 5.250 1.25 19.630 h Max Deflections H Transient Downward 0.503 in Ratio 468 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: Rho (or Omega) = 1.00 Density 45.070 pcf Total Downward 0.871 in Ratio 270 LC: +D+Lr Total Upward 0.000 in Ratio 9999 LC: 6of28 Multiple Simple Beam LIC« KW-06017149, Build20.26.03.03 Wood Beam Design: GH-2 Code References Project Title: Engineer: Project ID: Project Descr: BACHAR KOUJAH CITY OF SANTA ANA Planning and Building Agency Approved FOR PERMIT ISSUANCE Project File. 25-0025.ec6 (c) ENERCA,. . , I r: ;'-202t Master ID: Date: Goveming Code: IBC 2021 Referenced Design Standard(s) : NDS 2018 Load Combination Set: ASCE 7-16 BEAM Size, 4x10, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species: Douglas Fir -Larch Wood Grade: No.2 Fb - Tension 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.1390, Lr = 0.120 ksf, Trib= 1.0 ft 1 Point: D = 1.120, Lr = 1.450 k @ 7.260 ft 2Point: D= 1-120, Lr = 1.450 k@ 7-890 ft D"ign Summ�yr Max fblFb Ratio = 0.756. 1 fb : Actual : 1,002.65 psi at 5.61Oft in Span # 1 Fb : Allowable : 1,325.39 psi Load Comb: +D+Lr Max fv/FvRatio = 0.630 : 1 fv : Actual : 141.80 psi at 7,444 ft in Span # 1 Fv : Allowable : 225.00 psi Load Comb: +D+Lr Max Reactions (k) Q Lr 6 S +w E H Left Support 0.77 0.72 Right Support 2.67 3.17 Rho (or Omega) = 1.00 Density 31.210 pcf D(0 1390) Lr(0.120) y 4x10 ,A e 210 ft Max Deflections Transient Downward 0.070in Total Downward 0,138 in Ratio 1411 Ratio 711 LC: Lr Only LC: +D+Lr Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: 7of28 By DATE CHECKED VERTICAL LOADS ON JOISTSBEAMS: SUBJECT CITY OF SANTA ANA Planning and Building Agency lr r,rNlO rx ,aho Approved FOR PERMIT ISSUANCE 1 IEVT Date: VERTICAL LOADS ON FOUNDATION: Wwd_wali == 16•psf•9•ft = 144-pif 1500•psf LINE A: WDL A:=(WDL ROF)'I 2 +2J ft+Wwd wall+l �J ft•Fd=333.737•plf WRLL A:=I 20+2J'ft-(WuLLROF)=240•plf WFLL A =(1) 2'ft'(WLL FLR) = 0•plf WTOTAL WDL_A + WRLL_A + WFLL_A = 573.737•plf « P :_ 15 •Rl•S = 1.875 x 103•pif USE EXIST. 15" WIDE X 24" DEEP CONT. FOUND. Point Load On Ext. Cont. Foundation: 1500•psf (24+5.5+24) 12 3 PHEW 15X24 �_ • ft. —• ft • S = 6.687 x 10 lb 12 12 Pad Footings: From (RB-1)+(RB-1): Pi DL:= (1120+ 1120)•Ib = 2.24•kips (12" wide footing X 24" deep) P1 1iL1 = (1450+ 1450)•Ib = 2.9-kip,; P1 FLL:=(0)•lb=0.kips P1 EL:=(0)•Ih P1 TOTAL := P1 DL+ P1 RLL + P1 EL,+ P1 FU = 5.14-kips USE 4X6 D.F.#1 POST W/ "CONT. From (GH-2), RIGHT: Pz DL := (2670),Ib = 2.67-kips P.) RLL (3170) • lb = 3.17• kips P2 FLL := (0) • lb = 0-kips P2 EL (0).1b P2 TOTAL := P2 DL+ P2 RLL+ P, EL+ P2 FLL = 5.84•kips USE 4X4 D.F.#1 POST W/ "CONT. 8 of 28 Project Title: Engineer: Project ID: Project Descr: General Footing LIC>f KIN-06017149. Build:20 25 06.16 BACHAR KOUJAH DESCRIPTION: F2.25 SUPPORTING BEAM (RB-1)+(RB-1) Code References Calculations per ACI 318-19, IBC 2021 Load Combinations Used : ASCE 7-16 General Information Material Properties f'c : Concrete 28 day strength = fy : Rebar Yield = Ec : Concrete Elastic Modulus = Concrete Density = rp Values Flexure = Shear = Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions Width parallel to X-X Axis = Length parallel to Z-Z Axis = Footing Thickness = Pedestal dimensions... px : parallel to X-X Axis = pz : parallel to Z-Z Axis = Height Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone Bottom Reinforcing Bars parallel to X-X Axis (resisting Z Flexure) Number of Bars = Reinforcing Bar Size = # Bars parallel to Z-Z Axis (resisting X Flexure) Number of Bars = Reinforcing Bar Size = # Rebar Centerline to Edge of Concrete... at Bottom of footing = CITY OF SANTA ANA Planning and Building Agency Approved FOR PERMIT ISSUANCE Project File. 25-0025_ec6 (c) ENERCA , 1 . Master ID. Date: Soil Design Values 2.50 ksi Allowable Soil Bearing = 1.50 ksf 60.0 ksi Soil Density = 110.0 pcf 3,122.0 ksi Increase Bearing By Footing Weight = No 145.0 pcf Soil Passive Resistance (for Sliding) = 150.0 pcf 0.90 Soil/Concrete Friction Coeff. = 0.250 0.750 Increases based on footing Depth Footing base depth below soil surface = 2.0 ft = Allow press. increase per foot of depth = ksf = 0.00180 when footing base is below = ft = 1.0:1 = 1.0 1 Increases based on footing plan dimension Yes Allowable pressure increase per foot of depth Yes = ksf No when max. length or width is greater than = ft No 3.0 ft 3.0 ft Z 24.0 in X X in in r' in u n/a ... _..� .'p nla Z w nla 3'-t)" w 6.0 5 0 6.0 iv 5 6-#5Bars 6-#5Bars M 3.0 in X-X Section Looking to +Z Z-Z Section Looking to +X 9 of 28 Project Title: Engineer: Project ID: Project Descr: General Footing LIC« KW-06017149, Build20 25 06.16 BACHAR KOUJAH DESCRIPTION: F2.25 SUPPORTING BEAM (RB-1)+(RB-1) Applied Loads P : Column Load OB : Overburden = M-xx = M-zz = V-x = V-i = DESIGN SUMMARY Min. Ratio Item PASS 0.5741 PASS n/a PASS n/a PASS n/a PASS n/a PASS n/a PASS 0.01620 PASS 0.01620 PASS 0.836 PASS 0.01620 PASS 0.01620 PASS 0.836 PASS 0.0 PASS 0.0 PASS 0.000 PASS 0.0 PASS 0.0 PASS 0,000 PASS nia PASS 0.0 PASS n/a PASS n/a PASS nia Detailed Results Soil Bearing Rotation Axis & Load Combination... X-X, D Only X-X, +D+Lr X-X, +D+0.750Lr X-X, +0.60D Z-Z, D Only Z-Z. +D+Lr Z-Z. +D+0.750Lr Z-Z. +0.60D Overturning Stability Rotation Axis & Load Combination... Footing Has NO Overturning Sliding Stability Force Application Axis Load Combination... Footing Has NO Sliding D Lr 2.240 2.90 boll rseanng Overturning - X-X Overturning - Z-Z Sliding - X-X Sliding - Z-Z Uplift Z Flexure (+X) Bot Tens Z Flexure (-X) Bot Tens Min Steel X Flexure Bottom X Flexure (+Z) Bot Tens X Flexure (-Z) Bot Tens Min Steel Z Flexure Bottom Z Flexure (+X) Top Tens Z Flexure (-X) Top Tens Min Steel X Flexure Top X Flexure (+Z) Top Tens X Flexure (-Z) Top Tens Min Steel Z Flexure Top 1-way Shear (+X) 1-way Shear (-X) 1-way Shear (+Z) 1-way Shear (-Z) 2-way Punching Applied L 0.8611 ksf 0.0 k-ft 0.0 k-ft 0.0 k 0.0 k 0.0 k 0.9160 k-fVft 0.9160 k-ft/ft 0.518 in2/ft 0.9160 k-f /ft 0.9160 k-f /ft 0.518 in2/ft 0 k-ft/ft 0 k-ft/ft 0.000 in2/ft 0 k-ft/ft 0 k-fVft 0.000 in2/ft 0.0 psi 0.0 psi 0.0 psi 0.0 psi 2.757 psi S W Capacity 1.50 ksf 0.0 k-ft 0.0 k-ft 0.0 k 0.0 k 0.0 k 56.555 k-ft/ft 56.555 k-ft/ft 0.620 in2/ft 56.555 k-ft/ft 56.555 k-ft/ft 0.620 in2/ft 0.0 k-ft/ft 0.0 k-fVft 0.000 in2/ft 0.0 k-fVft 00 k-fVft 0.000 in2/ft 40.50 psi 0.0 psi 40.50 psi 40,50 psi 40.50 psi CITY OF SANTA ANA Planning and Building Agency Approved FOR PERMIT ISSUANCE Project File. 25-0025.ec6 (c) ENERCALC, Ll C 1982-2025 Master ID: Date: k ksf k-ft k-ft k k Governing Load Combination +D+Lr about Z-Z axis No Overturning No Overturning No Sliding No Sliding No Uplift +1.20D+1.601r +1.20D+1.60Lr n/a +1.20D+1.60Lr +1.20D+1.601r We n/a n/a n/a n/a n/a n/a +1.20D+1.60Lr Xecc Zecc Actual Soil Bearing Stress @ Location Actual / Allow Gross Allowable (in) Bottom, -Z Top, +Z Left, -X Right, +X Ratio 1.50 n/a 0.0 0.5389 0.5389 n/a n/a 0.359 1.50 nia 0.0 0.8611 0.8611 n/a nia 0.574 1.50 n/a 0.0 0.7806 0.7806 n/a nia 0.520 1.50 n/a 0.0 0.3233 0.3233 n/a n/a 0.216 1.50 0.0 n/a n/a n/a 0.5389 05389 0.359 1.50 0.0 n/a n/a nia 0.8611 0.8611 0.574 1.50 0.0 n/a n/a n/a 0.7806 0.7806 0.520 1.50 0.0 n/a n1a n/a 0.3233 0.3233 0.216 Overturning Moment Sliding Force Resisting Moment Stability Ratio Status Resisting Force All units k Stability Ratio Status 10 of 28 Project Title: Engineer: Project ID: Project Descr: General Footing LIC;' K`f,`-06017149. Build-20 25 06.16 BACHAR KOUJAH DESCRIPTION: F2.25 SUPPORTING BEAM (RB-1)+(RB-1) Footing Tension on Bottom Flexure Axis & Load Combination X-X, +1.40D X-X, +1.40D X-X, +1.20D+0.50Lr X-X, +1.20D+0.50Lr X-X, +1.20D X-X, +1.20D X-X, +1.20D+1.60Lr X-X, +1.20D+1.60Lr X-X, +0.90D X-X, +0.90D Z-Z, +1.40D Z-Z. +1.40D Z-Z. +1.20D+0.50Lr Z-Z, +1.20D+0.50Lr Z-Z, +1.20D Z-Z, +1.20D Z-Z. +1.20D+1.60Lr Z-Z. +1.20D+1.60Lr Z-Z, +0.90D Z-Z, +0.90D One Way Shear X Load Combination... +1.40D +1.20D+0.501-r +1.20D +1.20D+1.60Lr +0.90D One Way Shear Z Load Combination... +1-40D +1.20D+0.50Lr +1.20D +1.20D+1.60Lr +0-90D Two -Way "Punching" Shear Load Combination... +1.40D +1.20D+0.50Lr +1.20D +120D+1.60Lr +0.90D CITY OF SANTA ANA Planning and Building Agency Approved FOR PERMIT ISSUANCE Project File. 25-0025_ec6 (c) ENERCA 1 . Master ID. Date: y Mu Side Tension PhMn Status As Req'd Gvm. As Actual As k-ft Surface inA2 in^2 n112 k-ft 0.3920 +Z Bottom 0.5184 ACI7.6.1.1 0.620 56.555 OK 0.3920 -Z Bottom 0.5184 ACI7.6.1-1 0.620 56-555 OK 0.5173 +Z Bottom 0.5184 ACI7.6.1.1 0.620 56.555 OK 0.5173 -Z Bottom 0.5184 ACI7.6.1.1 0.620 56.555 OK 0.3360 +Z Bottom 0.5184 ACI7.6.1.1 0.620 56.555 OK 0.3360 -Z Bottom 0.5184 ACI7.6.1.1 0.620 56.555 OK 0.9160 +Z Bottom 0.5184 ACI 7 6.1.1 0.620 56.555 OK 0.9160 -Z Bottom 0.5184 ACI7.6.1.1 0.620 56.555 OK 0.2520 +Z Bottom 0.5184 ACI7.6.1.1 0.620 56.555 OK 0.2520 -Z Bottom 0.5184 ACI7.6.1.1 0.620 56.555 OK 0.3920 -X Bottom 0.5184 ACI7.6.1.1 0.620 56.555 OK 0.3920 +X Bottom 0.5184 ACI7.6.1.1 0.620 56.555 OK 0.5173 -X Bottom 0.5184 ACI7.6.1.1 0.620 56.555 OK 0.5173 +X Bottom 0.5184 ACI7.6.1-1 0.620 56.555 OK 0.3360 -X Bottom 0.5184 ACI7.6.1.1 0.620 56.555 OK 0.3360 +X Bottom 0.5184 ACI 7 6.1.1 0.620 56.555 OK 0.9160 -X Bottom 0.5184 ACI7.6.1.1 0.620 56.555 OK 0.9160 +X Bottom 0.5184 ACI7.6.1.1 0.620 56.555 OK 0.2520 -X Bottom 0.5184 ACI7.6.1.1 0.620 56.555 OK 0.2520 +X Bottom 0.5184 ACI7.6.1.1 0.620 56.555 OK Vu @ -X Vu @ +X Vu:Max Phi Vn Vu / PhrVn Status 0.00 psi 0.00 psi 0.00 psi 40 50 psi 0.00 OK 0.00 psi 0.00 psi 0.00 psi 40.50 psi 0.00 OK 0.00 psi 0.00 psi 0.00 psi 40.50 psi 000 OK 0.00 psi 0.00 psi 0.00 psi 40.50 psi 0.00 OK 0.00 psi 0.00 psi 0.00 psi 40.50 psi 0.00 OK Vu C -Z Vu @ +Z Vu:Max Phi Vn 0.00 psi 0.00 psi 0.00 psi 40.50 psi 0.00 psi 0.00 psi 0.00 psi 40.50 psi 0.00 psi 0.00 psi 0.00 psi 40.50 psi 0.00 psi 0.00 psi 0.00 psi 40.50 psi 0.00 psi 0.00 psi 0.00 psi 40.50 psi Vu Phi*Vn 1.18 psi 150.00 psi 1.56 psi 150.00 psi 1.01 psi 150.00 psi 2.76 psi 150.00 psi 0.76 psi 150.00 psi Vu I PhrVn Status 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK All units k Vu I Phi*Vn Status 0.01 OK 0.01 OK 0.01 OK 0.02 OK 0.01 OK 11 of 28 Project Title: Engineer: Project ID: Project Descr: General Footing LIC>f KIN-06017149. Build20.25.06.16 BACHAR KOUJAH DESCRIPTION: F2.25 SUPPORTING BEAM (GH-2), RIGHT Code References Calculations per ACI 318-19, IBC 2021 Load Combinations Used: ASCE 7-16 General Information Material Properties Fc : Concrete 28 day strength = fy : Rebar Yield = Ec : Concrete Elastic Modulus = Concrete Density = (P Values Flexure = Shear = Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Sail Pressure Use Pedestal wt for stability, mom & shear Dimensions Width parallel to X-X Axis = Length parallel to Z-Z Axis = Footing Thickness = Pedestal dimensions... px : parallel to X-X Axis = pz : parallel to Z-Z Axis = Height Bandwidth Distribution Check (AC I 15.4.4.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone Bottom Reinforcing Bars parallel to X-X Axis (resisting Z Flexure) Number of Bars = Reinforcing Bar Size = # Bars parallel to Z-Z Axis (resisting X Flexure) Number of Bars = Reinforcing Bar Size = # Rebar Centerline to Edge of Concrete... at Bottom of footing = CITY OF SANTA ANA Planning and Building Agency Approved FOR PERMIT ISSUANCE Project File. 25-0025_ec6 (c) ENERCA,. . , I r: Master ID: Date: Soil Design Values 2.50 ksi Allowable Soil Bearing = 1.50 ksf 60.0 ksi Soil Density = 110.0 pcf 3,122.0 ksi Increase Bearing By Footing Weight = No 145.0 pcf Soil Passive Resistance (for Sliding) = 150.0 pcf 0.90 Soil/Concrete Friction Coeff. = 0250 0,750 Increases based on footing Depth Footing base depth below soil surface = 2.0 ft = Allow press. increase per foot of depth = ksf = 0.00180 when footing base is below = ft = 1.0.1 = 1.0 : 1 Increases based on footing plan dimension Yes Allowable pressure increase per foot of depth Yes = ksf No when max. length or width is greater than = n No 2250 ft 2.250 ft Z 24.0 in x x in in in u n/a L n/a a rn n/a 2'-Y � w 4.0 5 O 4.0 N 5 4-#5Bars 4-#5Bars 3.0 in m X-X Section Looking to +Z Z-Z Section Looking to +X 12of28 Project Title: Engineer: Project ID: Project Descr: General Footing LIC« KW-06017149, Build20 25 06.16 BACHAR KOUJAH DESCRIPTION: F2.25 SUPPORTING BEAM (GH-2), RIGHT Applied Loads D Lr L P : Column Load = 2.670 3.170 OB : Overburden = M-xx = M-zz = V-x = V-i = DESIGN SUMMARY Min. Ratio Item Applied PASS 0.9627 PASS nia PASS n/a PASS n/a PASS n/a PASS n/a PASS 0.02050 PASS 0.02050 PASS 0.941 PASS 0.02050 PASS 0.02050 PASS 0.941 PASS 0.0 PASS 0.0 PASS 0.000 PASS 0.0 PASS 0.0 PASS 0,000 PASS nia PASS 0.0 PASS n/a PASS nia PASS nia Detailed Results boll rseanng Overturning - X-X Overturning - Z-Z Sliding - X-X Sliding - Z-Z Uplift Z Flexure (+X) Bot Tens Z Flexure (-X) Bot Tens Min Steel X Flexure Bottom X Flexure (+Z) Bot Tens X Flexure (-Z) Bot Tens Min Steel Z Flexure Bottom Z Flexure (+X) Top Tens Z Flexure (-X) Top Tens Min Steel X Flexure Top X Flexure (+Z) Top Tens X Flexure (-Z) Top Tens Min Steel Z Flexure Top 1-way Shear (+X) 1-way Shear (-X) 1-way Shear (+Z) 1-way Shear (-Z) 2-way Punching 1.444 ksf 0.0 k-ft 0.0 k-ft 0.0 k 0.0 k 0.0 k 1.035 k-fVft 1.035 k-ft/ft 0.518 in2/ft 1.035 k-ft/ft 1.035 k-f /ft 0.518 02/ft 0 k-ft/ft 0 k-ft/ft 0.000 in2/ft 0 k-ft/ft 0 k-fVft 0.000 in2/ft 0.0 psi 0.0 psi 0.0 psi 0.0 psi 1.837 psi S W CITY OF SANTA ANA Planning and Building Agency Approved FOR PERMIT ISSUANCE Project File. 25-0025.ec6 (c) ENERCALC, Ll C 1982-2025 Master ID: Date: k ksf k-ft k-ft k k Capacity Governing Load Combination 1.50 ksf +D+Lr about Z-Z axis 0.0 k-ft No Overturning 0.0 k-ft No Overturning 0.0 k No Sliding 0.0 k No Sliding 0.0 k No Uplift 50.472 k-ft/ft +1.20D+1.601r 50.472 k-ft/ft +1.20D+1.60Lr 0.551 in2/ft n/a 50.472 k-ft/ft +1.20D+1.60Lr 50.472 k-ft/ft +1.20D+1.601-r 0.551 in2/ft We 0.0 k-ft/ft 0.0 k-fVft 0.000 in2/ft n/a 0.0 k-fVft 00 k-fVft 0.000 in2/ft n/a 38.940 psi n/a 0.0 psi n/a 38.940 psi n/a 38.940 psi n/a 38.940 psi +1.20D+1.60Lr Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual / Allow Load Combination... Gross Allowable (in) Bottom, -Z Top, +Z Left, -X Right, +X Ratio X-X, D Only 1.50 n/a 0.0 0.8174 0.8174 n/a n/a 0.545 X-X, +D+Lr 1.50 nia 0.0 1.444 1.444 n/a nia 0.963 X-X, +D+0.750Lr 1.50 n/a 0.0 1.287 1.287 n/a nia 0.858 X-X, +0.60D 1.50 n/a 0.0 0.4904 0.4904 n/a n/a 0.327 Z-Z, D Only 1.50 0.0 n/a n/a n/a 0.8174 0,8174 0.545 Z-Z. +D+Lr 1.50 0.0 n/a n/a nia 1.444 1.444 0.963 Z-Z. +D+0.750Lr 1.50 0.0 nia n/a n/a 1.287 1.287 0.858 Z-Z. +0.60D 1.50 0.0 n/a n1a n/a 0.4904 0.4904 0.327 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding 13 of 28 Project Title: Engineer: Project ID: Project Descr: General Footing LIC;' K`f,`-06017149. Build-20 25 06.16 BACHAR KOUJAH DESCRIPTION: F2.25 SUPPORTING BEAM (GH-2), RIGHT Footing Tension on Bottom Flexure Axis & Load Combination X-X, +1.40D X-X, +1-40D X-X, +1.20D+0.50Lr X-X, +1.20D+0.50Lr X-X, +1.20D X-X, +1.20D X-X, +1.20D+1.60Lr X-X, +1.20D+1.60Lr X-X, +0.90D X-X, +0.90D Z-Z, +1.40D Z-Z. +1.40D Z-Z. +1.20D+0.50Lr Z-Z, +1.20D+0.50Lr Z-Z, +1.20D Z-Z, +1.20D Z-Z. +1.20D+1.60Lr Z-Z. +1.20D+1.60Lr Z-Z, +0.90D Z-Z, +0.90D One Way Shear X Load Combination... +1.40D +1.20D+0.501-r +1.20D +1.20D+1.60Lr +0.90D One Way Shear Z Load Combination... +1-40D +1.20D+0.50Lr +1.20D +1.20D+1.60Lr +0-90D Two -Way "Punching" Shear Load Combination... +1.40D +1.20D+0.50Lr +1.20D +120D+1.60Lr +0.90D Mu Side Tension As Req'd Gvm. As Actual As k-ft Surface inA2 inA2 in^2 0.4673 +Z Bottom 0.5184 ACI7.6.1.1 0.5511 0.4673 -Z Bottom 0.5184 ACI7.6.1-1 0-5511 0.5986 +Z Bottom 0.5184 ACI7.6.1.1 0.5511 0.5986 -Z Bottom 0.5184 ACI7.6.1.1 0.5511 0.4005 +Z Bottom 0.5184 ACI7.6.1.1 0.5511 0.4005 -Z Bottom 0.5184 ACI7.6.1.1 0.5511 1 M5 +Z Bottom 0.5184 ACI 7 6.1.1 0.5511 1.035 -Z Bottom 0.5184 ACI7.6.1.1 0.5511 0.3004 +Z Bottom 0.5184 ACI7.6.1.1 0.5511 0.3004 -Z Bottom 0.5184 ACI7.6.1.1 0.5511 0.4673 -X Bottom 0.5184 ACI7.6.1.1 0.5511 0.4673 +X Bottom 0.5184 ACI7.6.1.1 0.5511 0.5986 -X Bottom 0.5184 ACI7.6.1.1 0.5511 0.5986 +X Bottom 0.5184 ACI7.6.1-1 0.5511 0.4005 -X Bottom 0.5184 ACI7.6.1.1 0.5511 0.4005 +X Bottom 0.5184 ACI 7 6.1.1 0.5511 1.035 -X Bottom 0.5184 ACI7.6.1.1 0.5511 1.035 +X Bottom 0.5184 ACI7.6.1.1 0.5511 0.3004 -X Bottom 0.5184 ACI7.6.1.1 0.5511 0.3004 +X Bottom 0.5184 ACI7.6.1.1 0.5511 CITY OF SANTA ANA Planning and Building Agency Approved FOR PERMIT ISSUANCE Project File. 25-0025_ec6 (c) ENERCA 1 . Master ID. Date: �Y rnrmn Status k-ft 50.472 OK 50-472 OK 50.472 OK 50.472 OK 50.472 OK 50.472 OK 50.472 OK 50.472 OK 50.472 OK 50.472 OK 50.472 OK 50.472 OK 50.472 OK 50.472 OK 50.472 OK 50.472 OK 50.472 OK 50.472 OK 50.472 OK 50.472 OK Vu @ -X Vu @ +X Vu:Max Phi Vn Vu / PhrVn Status 0.00 psi 0.00 psi 0.00 psi 38.94 psi 0.00 OK 0.00 psi 0.00 psi 0.00 psi 38.94 psi 0.00 OK 0.00 psi 0.00 psi 0.00 psi 38.94 psi 000 OK 0.00 psi 0.00 psi 0.00 psi 38.94 psi 0.00 OK 0.00 psi 0.00 psi 0.00 psi 38.94 psi 0.00 OK Vu C -Z Vu @ +Z Vu:Max Phi Vn 0.00 psi 0.00 psi 0.00 psi 38.94 psi 0.00 psi 0.00 psi 0.00 psi 38.94 psi 0.00 psi 0.00 psi 0.00 psi 38.94 psi 0.00 psi 0.00 psi 0.00 psi 38.94 psi 0.00 psi 0.00 psi 0.00 psi 38.94 psi Vu Phi`Vn 0.83 psi 150.00 psi 1.06 psi 150.00 psi 0.71 psi 150.00 psi 1.84 psi 150.00 psi 0.53 psi 150.00 psi Vu I PhrWn Status 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK All units k Vu I Phi*Vn Status 0.01 OK 0.01 OK 0.00 OK 0.01 OK 0.00 OK 14 of 28 CITY OF SANTA ANA Planning and Building Agency M1FRI :4N Sf-F Y r�- (M ENGWFFF- Address: 834 S Flower St Santa Ana. California 92703 ASCE Hazards Report Approved FOR PERMIT ISSUANCE Standard: ASCE,'SEl 7-16 Latitude: 33.73 049 Risk Category: II Longitude: -117. 76761 Soil Class: D - Default (see Elevation: 83.17 ��716 ft Section 11.4.3) (NAV : I cmol.;�.. cullaPr.� - --k ind W Results: Wind Speed 95 Vmph 10-year MRI 66 Vmph 25-year MRI 72 Vmph 50-year MRI 76 Vmph 100-year MRI 81 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1 B and Figs. CC.2-1—CC.2-4. and Section 26.5.2 Date Accessed: Sat Jun 28 2025 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane -prone region as defined in ASCE/SEI 7-16 Section 26.2. htti)s:/Jascehazardtool.org/ Page 1 of 3 Sat Jun 24POY528 ��CE "MMI AN 7-F ' n= rMt MGI+IEFRS Seismic Site Soil Class: Results: D -Default (see Section 11.4.3) Ss : 1.291 SW N/A S, 0.461 TL 8 Fa 1.2 PGA: 0.547 F N/A PGA m : 0.656 Sums 1.549 Fps, 1.2 SM, N/A I, 1 Sos 1.033 Cv : 1.358 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Sat Jun 28 2025 Date Source: USGS Seismic Design Maas CITY OF SANTA ANA Planning and Building Agency Approved FOR PERMIT ISSUANCE Master ID: Date: htti)s:/Jascehazardtool.oro/ Page 2 of 3 Sat Jun 24 iOY528 LATERAL ANALYSIS: Loads: Roof bad BY DAIT CHECKED SUBJECT (WOOD -FRAMED BLGD (Transverse d irection ) Rdl := 20.0•psf North wall bad (exL) South wall load (ext) East wall load (ext.) West wall load (ext.) Wall bad (it.) Height of north wall & parapet: Height of south wall & parapet Height of east wall & parapet Height of west wall & parapet Building Dimensions: LI := 21•ft H;:= 841 W.:= 16-psf Wti := 16•psf We := 16•psf Ww, := 16•psf W; := 10•psf H,,.= 8•ft H, := 8•ft He:= 8•ft HH := 8•ft Le := 20•ft H,:= 8•ft HI 3-ft T 1 Trib. roof area: Ra := 488•ft2 Roof DL Rdl Ib RdrRa Rdl lb = 9.76•kips r "(H, 1 F(H, Ext. wall DL Wde_I LWe'L1 2 + HI I + W'. 2 + 1- I (LI) = 4.704•kips [W".[(H.) �1 rrrrHs11Ext. end Wdc 2 + HIJ + W,•L1 JJ + (HI)� (Q = 4.48•kips wall DL 2 2 �J CITY OF SANTA ANA Planning and Building Agency ILLYNU, of )a» Approved ._FOR PERMIT ISSUANCE Date- H Interior DL contributing to roof d iap h. Ni_I 0 Wdi_I:= W;•N;_I•(2�)]. Le = 0 Interior DL contributing to base shear. N _ 0 W = �W •N _ HiJJ L = 0 i2` d�2�� i2' 2 I Total Seismic bad W, .= Rdl m + Wde I + Wd; I = 14.464-kips to roof diaph.: Total Seismic bad: WI(.I := Rdl tb + Wde I + Wde 2 + Wdi I + Wdl 2 = 18.944•kips Tran lat_25-0025.xmcd 17 of 28 BY DATE CHECKED suHj Fc-r CITY OF SANTA ANA Planning and Building Agency IF-E-I'l� OF Approved 'BPb " ANCE I I ENT Master I Transverse direction, oont.: Date: 2022 CBC SEISMIC ANALYSIS: (Transverse direction- one slorybuiding) Occupancy Category: OCC :_ "II" Site Class: Importance Factor: I = I 1 second period: IS, := 0.461 (Zip Code Search) PRESS HERE TO GO TO THE USGS SITE 0.2 second period: SS := 1.291 (Zip Code Search) Short Period Site coef.: (CBC tables 1613.5.3(1) & 1613.5.3(2)) Long Period Site coef.: S,,,j := "NULL" Sml = "NULL" SDI := "NULL" SDI = "NULL" Sms := Fa -SS Sms = 1.549 SDS := (32).S_ SEISMIC DESIGN CATAGORY: S� :_ „p�, (SDC "P' is only used where sons report requires it) Calculate Seismic Period: C, := 0.02 x := 0.75 (ASCE7-16 Table 12.8-2) hn x hni = (8) It Tay := C, ft' Ta = (0.095) ,L= 0.23-sec Seismic Coefficients: R := 6.5 Qo := 3.0 Calculate Seismic Response Coefficient (ASCE 7-16, 12.8.1.1): SDS 0.5- S, Cs := max mi It 0.01, i S, >_ 0.6, It 0 �T) (T) BASE SHEAR. 2-STORY PORTION: Vb := Cs-Wwt (ASCE 7-16 Table 12.2-1) CS = 0. 559 T STRNGTH LEVEL 0.7• C, = 0.1 1 1 T ASD LEVEL IV, = 3.01.kip, (AT STRENGTH LEVEL) Tran lat_25-0025.xmcd 18 of 28 CITY OF SANTA ANA Planning and Building Agency BY DATE CHECKED (Longitudinal direction - one story building) VB STR P-C.'Wtot JVB STR = 3.01 kip V$ ASD P'Cs'Wtot'0•7 ivs ASD = 2.107•ktp SUBJECT H At roof level: gw_rf 20-ps Pr:— gNN._r,• �r + 1-11-(I,,)- I BASE SHEAR: if PI > VB STR+Pr VB STR V6 = 3.01 kip SHEE7 NQ or Approved PUP 4) ER �A�- �J� N C E CLIENT Master ID: Dat (AT STRENGTH LEVEL) (AT ASD LEVEL) Pr = 2.94•kip GOVERENED = "BY SEISMIC" Tran lat 25-0025.xmcd 19 of 28 CITY OF SANTA ANA Planning and Building Agency BY DATE CHECKED Transverse direction, oont.: 0.6• P, Load to wall lines 1: vw :_ - 1 plf Ll Area supported by: AR, := (2) 244 ft2 Trib. Widths upported: TWI :_ (2 z ).11= 10.5ft Vrl := if(Vlw-�, VIs,V1w,Vls) = 1.054•kips SUBJECT II ETNc� - A oruved 'BFPO R-P ERMI-T-I-S-S-U A N C E Master ID: VB_STR = 6.168•psf Ra SEISMIC LOAD: Vls := ARI-v9 0.7 = 1.054•kips WIND LOAD: Vlw := vw TWI = 0.882•kips GOVERENED = "BY SEISMIC" Individual shear wall length: SLI = (16)•ft SL2 (0)•ft SL3:= (0)•ft SL4:= (0)•ft SL5:= (0)•ft i Total shear wall length: �;SI.1 :- 5 SLi = 16 ft Required shear wall: vrl := ESL = 65.845•plf I i-1 �rl - 65.845•plf Total Length of wall along line 1 Required spacings of LTP5 or 16d nails: Required spacing of 16d bottom plate nails to floor sheathir q blk'g.: << v.,all 9 = 260•pif USE WALL TYPE 9 Ll K, := 20•ft vrl wall := Va = 52.676•pif Ll w N16D = 141 lb LTP5 = 545 lb Nl6D' 1.6 Sl(,,]:- = 51.393•in V1 1 _wall LTP5 SLTPS:= = 124.155•in Vrl wall Required anchor Sbolts l := if( f(Abolt-1.6 _> 6 ft, 6 ft Ab l`.1.6_ 6 ft bolts & plate: - Vbolt Vboh ) Abalr = 697.5• lb Use 16d's (a. 12.0" o/c Use LTP5 (a� 48.0" o/c SILL PLATE = "2X SILL PLATE REQ'D." Calculate uplift for SLI = 16ft : SLI = 16ft HL1 := 8•ft= 0.6 2 l (SLI�2 v�I (SLI 14LI -[Fs.[We. (HLII + Ral• 2 •ftl• 2 P„P_I-1 :_ / J f SLI 6-in) 1.0 = -0.19•kips NO UPLIFT (- Tran lat 25-0025.xmcd 20 of 28 CITY OF SANTA ANA Planning and Building Agency Transverse direction, Cont.: Load to wall line 2: Area supported by: Trib. Width supported BY SUBJECT TiLETNO, OF Approved °A'� �BPb R-P ER MI-T-ICU A N C E 0.6• Pr 84•pif Li AR2 := 2aJ = 244 ft2 TW,:= 2121).ft = 10.5ft 2 Master ID: Date: VB STR ram:= = 6.168•psf R. SEISMIC LOAD: V2s := AR2•vs 0.7 = 1.054•kips WIND LOAD: V2w := vw TW2 = 0.882•kips Vr2:= if(V2w Z V2s+V2w,V2s) = 1.054•kips Ind ividualshear wall length: SL1 :_ (19.83)-ft SL2:= (0)-ft S GOVERENED = "BY SEISMIC" SL3 := (0)-ft SL4 := (0)•ft SL5 := (0)•ft Total shear wall length: ESL2 :_ SLi = 19.83 ft Required shear wall: vr, := Vr2 - 53.128•plf ESL, i=1 vr2 = 53.128-ptf « 'wall 9 = 260-plf Total Length of wall along line 2 Required spacings of LTP5 or 16d nails: Required spacing of 16d bottom plate nails to floor sheathingrblk'g.: L2_,,, := 23-ft Mini) = 141 lb USE WALL TYPE 9 vr2 wall := Vr2 = 45.805-pif I.2 w LTP5 = 545 lb NIr,n•1.6 _ = 59.102•in Vr2_wall LTP5 �= = 142.779•in vrz wall Required anchor SboUs 2 := if Abou' 1.6 Z Abott' 1.6 6•ft,6-ft, = 6-ft bolts & plate:_vbolt vbolc At,,,i, = 697.5 lb Use 16d's (cD 12.0" o/c SILL PLATE = "2X SILL PLATE REQ'D." Calculate uplift for SL1 = 19.83ft S L t = 19.83 ft HL 1 := 8 • ft F:= 0.6 SL v,.2•(SL0.HL1 -[Fs.[W(!. (HL1) + Rdl•(2�.ft 1- 21� �` (SL1 6•in) L0 = -0.467-kips NO UPLIFT - Tran lat 25-0025.xmcd 21 of 28 BY suarEC . DATE CRECKED CITY OF SANTA ANA Planning and Building Agency r r,T N0 T BNO Approved FOR PERMIT 1 ANCE IT"iT Transverse direction, oont.: Date: Diaphraqm nailing analysis: Vmof = if(Pr> P'Cs'Wr+Pr, P'Cs'Wr) = 2.94•kips GOVERENED "BY WIND - For Wr 0.6• Pr For seismic::_ - 4.709•psf For wind::_ = 84•plf R, LI vs 0.7 Ldia s 20•ft Ddia_s 21•ft Vs 2 'Ldia s Vs = 32.966•pif << 180 PLF OK Ldia w ,tl ft Ddia w .— I ft Vw := VW Ldia w Vw = 40•plf « 180 PLF OK SE 19132" STRUCTURAL I PLYWOOD W/ 10D COMMON NAILS 6'712" UN -BLOCKED DIAPHRAGM. Calculate reauired chord tie at roof: vs•0.7 2 Check seismic: Ts := 8 •Ldia Check wind: Tw := vw Ldia2 8•Ddia Ld1e := 20• ft Dd,, :- ? 1 Il Ts = 0.165•kips Tw = 0.2•kips << N16D• L& 16 = 3.61•kips GOVERNS Use (16)- 16d nails for top plate splice Tran lat 25-0025.xmcd 22 of 28 BY DAIT CHECKED LATERAL ANALYSIS: WOOD FRAMED Loads: (Longitudinal direction) Roof load Rd, := 20.0•psf SUBJECT North wall bad (ext.) W„ := 16-psf South wall bad (ext.) W, := 16•psf East wall load (ext.) W, := 16• psf West wall load (ext.) W,h.:= 16•psf Wall bad (int.) Wi := 10•psf Height of north wall: H„ := 8•ft Height of south wall: EIS := 8.ft Height of east wall: He := 8- ft Height of west wall: H,,, := 8•ft Building Dimensions: L, := 21 • ft Le := 20• ft Hi := 8•ft H,:= 8•ft H, := 3•ft CITY OF SANTA ANA Planning and Building Agency ILLYNU, of )aNOApproved ._FOR PERMIT ISSUANCE Date- r-r-I Trb. roof area: Ra := 488•ft2 Roof DL Rd, ,h = Rd,-R. = 9.76•kips 1 r Ext. wall DL Wde_I = LW„ L H2.) + H,J + W,•L 2` + (H, (L,) = 4.48•kips Ext. end Wde_2 := CWr [( .) + H11 + W„•I ( .) + H,� (L,) = 4.704•kips wall DL L �J H1 Hr Interior DL contributing to roof diaph. Ni_ 0 W CW •N _ C Hj -L = 0 �I= dil= I 2 el Interior DL contributing to base shear. Ni-2 := 0 Wdi_, := W;•N ,H; . Hj L, = 0 2 Total Seismic bad Wr .= Rdl_Ih + Wde l + Wdi_I = 14.24•kips to roof diaph.: Total Seismic bad: W,(., := Rdl m + Wde I + Wde 2 + Wdi I + Wdi 2 = 18.944•kips Long_lat_25-0025.xmcd 23 of 28 2022 CBC SEISMIC ANALYSIS: Occupancy Category: Importance Factor: 1 = I 1 second period: IS, := 0.46 0.2 second permit: Short Period Site coef.: Long Period Site coef.: Smt := "NULL" Sml = „NULL" BY DATE CHECKED suHj Fc-r (Longitudinal direction - one story building) Sile Class: CITY OF SANTA ANA Planning and Building Agency IF-E-I'l� OF Approved 'BPb " ANCE I I ENT Master I Date: (Zip Code Search) PRESS HERE TO GO TO THE USGS SITE (Zip Code Search) SDI := "NULL" SDI = "NULL" Sms F.-SS Sms = 1.549 SDS ` l 3 / I'Sms SDS = 1.033 SEISMIC DESIGN CATAGORY: SpC :_ "p�� \ (SDC "P' is only used where soils report requires it) Calculate Seismic Period: Ct := 0.02 x — 0.75 (ASCE7-16 Table 12.8-2) hnx . hn =(8)ft T&:= Ct ft' Seismic Coefficients: �R := 6.5 Sto := 3.0 Calculate Seismic Response Coefficient (ASCE 7-16,12.8.1.1): SDS 0.5 SI Cs:= mafM, 11 ,O.OI,i SI >_ 0.6, r 1 ,0 CR/ 111 BASE SHEAR, 2-STORY PORTION: Vh := Cl—Wt., Ta = (0.095) T := 0.23-sec NW (ASCE 7-16 Table 12.2-1) Cs = 0.1 S9JAT STRNGTH LEVEL 0.7-C, = 0.111 TASD LEVEL Vh = 3.01 kip (AT STRENGTH LEVEL) Long_lat_25-0025.xmcd 24 of 28 (Longitudinal direction - one story building) REDUNDANCY: BASE SHEAR: BY DATE CHECKED VB STR P'Cs'Wtot VB STR = 3.913•kip VB ASD P'Cs'Wtot'0.7 1VB ASD = 2.739•kip. SLUM' FROM WIND ANALYSIS: HT At roof level: qw ,f 20•ps Pr := qw-rr 2 + HI •(L,)• I BASE SHEAR: V := if P, * VB STR• Pr "'L3 STR b = 3.913•kip CITY OF SANTA ANA Planning and Building Agency SKEET' N0_ 01 Approved FOR PERMIT ISSUANCE UILNI Date: (AT STRENGTH LEVEL) (AT ASD LEVEL) Pr = 2.8•kip GOVERENED = "BY SEISMIC" Long_lat_25-0025.xmcd 25 of 28 CITY OF SANTA ANA Planning and Building Agency BY DATE CHECKED Longitudinal direction, cont.: Load to wall line A vµ.:= 0.6• Pr vW, = 84•plf Le Area supported: AR : _ (2Ra) = 244ft2 Trib. Width supported: TWA:= (L2 ).f} = loft VrA 'f(VAw �! VAs+VAw, VA,) = 1.37•kips Individual shear wall length: SLt = (20.67)•ft SL2 = (0)-ft SUBJECT Approved 7?)MPE-R-M1-TJSSU A N C E Date: vs := VD_STR v, = 8.019.psf ! Ra SEISMIC LOAD: VAS := ARA•vs•0.7 = 1.37•kips WIND LOAD: VA, := vw TWA = 0.84•kips GOVERENED = "BY SEISMIC" SL3 = (0)-ft SL4 = (0)-ft SL5 = (0)-ft XV r.4 Total shear wall length: ESLA := SLi = 20.67 ft Required shear wall: ' r ` SL = 66.259• plf i=1 vrA = 66.259•pif « vwatl 9 = 260•p►i' Total Length of wall along line A: Required spacings of LTP5 or 16d nails: Required spacing of 16d bottom plate nails to floor sheathing/blk'g.: USE WALL TYPE 9 LA w = 20.67•ft vrA wall := VA = 66.259•plf LA w N16D = 141 lb LTP5 = 545 lb A,,,,,, = 697.5 lb N 1 6D• 1.6 Sled :_ = 40.858•in vrA wall LTP5 SL FPS = 98.703 - ui vrA wall Required anchor S1iiih,_ := if( f AboU• 1.6 Abait• 1.6 >_ 6•ft,6•ft, = 6-ft bolls & plate: Vbolr vbolt Calculate upMt for SL 1 = 20.67 ft SL, = oft I -IL 1 = 8 • ft (SL1 vrA•(SL11 HI 1 —[FS-[W,-(HLI) + R,tl �ft] 2)2P11pA1 J (SL1 — 6-in) • 1 =—397.2851b Use 16d's (cil 12.0" o/c Use LTP5 d 48.0" o/c SILL —PLATE = "2X SILL PLATE REQ'D." FS = 0.6 NO UPLIFT Long_lat_25-0025.xmcd 26 of 28 BY DATE CHECKED SUBJECT CITY OF SANTA ANA Planning and Building Agency IILLrNO (_)I ,B NO. Approved FOR PERMIT ISSUANCE ULM Longitudinal direction, cont.: Date: 0.6•Pr uBll� Load to wall line B: �;= v„ = 84-h w� = -STR v, = 8.019-psf Le R. Area supported: ARB �2a) = 244 ft2 SEISMIC LOAD: VB, = ARB•vg•0.7 = 1.37-kips Trib. Width supported: TWB := () 2 ft = loft WIND LOAD: VB,,, := vw TWB = 0.84•kips V,B := if(VBN, z VBs, Vsw, VBs) = 1.37-kips GOVERLNED = "BY SEISMIC" Individual shear wall length: SLI (2.83)•ft SL2:= (0)-ft SL3:= (0)-ft SL4:= (0)-ft 4 Vr8 Total shear wall length: ESLB := SLi = 2.83 ft Required shear wall: vrs := = 483.949•plf ESLB i=1 v,B = 483.949•pif « VAall_12• 1.25 — = 493.154•plf USE WALL TYPE 12 0.125. 8-)] 1 VrB Total Length of wall along line B: LB_w := 21•ft vrB_wall := = 65.218•pif LB w Required spacings of LTP5 N 16D = 141 lb LTP5 = 545 lb Abolt = 885•lb or 16d nails: N16D-1.6 Required spacing of 16d = = 41.51•in Use 16d's (a� 12.0" o/c bottom plate nails to floor %'r wall sheathingtblk'g.: LTP5 S -x�._ = 100.279•in Use LTP5 an 48.0" o/c vrB wall Required anchor Sbolts B := if( f Abolt 1.6 �-> 6•ft,6•ft, Abolt-1 6 = 2.926•ft SILL -PLATE = "3X SILL PLATE REQ'D." bolts & plate: — vbolt vboh Calculate upHt for SLI = 2.83 ft : SL l = 2.83 ft HL 1 = 8-ft FS = 0.6 rr (2) l SLI)2vrB•SLIHLI - FS•LW,-(HLII + Rdl•2 ftJ `P„P_13_1` (SLI - 6•in) 1.0 = 4.55 x 10 lb USE HDU8 W/ 4X4 Long_lat_25-0025.xmcd 27 of 28 BY DATE CHECKED SurUrc-r CITY OF SANTA ANA Planning and Building Agency r F,T N0 T BNB, Approved FOR PERMIT 1 ANCE 1P`1jT Longitudinal direction, cont.: Date Diaphragm nailing analysis: Vw f:= if(PT> p•Cg WvP,.,p•Cg Wr) = 2.941•kips IGOVERENED = "BY SEISN11c p•C,•W.. 0.6•P, For seismic: :_ = 6.027•psf For wind: �:_ = 84•pif Ra Le FROM V TO 69': vs 0.7 Ld;a_y := 20•R Dd;a_g = 21-R Vg = •Laia s VS = 42.192•plf << 180 PLF OK 1 2 L,;,; „ :_ 20 ft D,;1,� ,,.:_ _' 1 11 vw Vw:= Ldia w V,, = 40-plf << 180 PLF OK - - I.2•Ddia w 6"/12" UN -BLOCKED DIAPHRAGM. SE 19/32" STRUCTURAL I PLYWOOD W/ 10D COMMON NAILS Calculate required chord tie at roof: Ldia := 20• ti D,;;, I I ti Check seismic: v, 0.7 2 'T$ := •Ldia Ty = 0.21 I•kips « 3 N teD' 1.6.16 = 3.61 x 10lb GOVERNS 8 Check wind: vw Z TN, := •Ldia Tw = 0.2•kips g' Dd is Use (16)-16d nails for top plate splice Long_1at_25-0025.xmcd 28 of 28