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Home My WebLink About2517 W Huckleberry Rd and Unit #2 - PlanExisting House 1667 sf (E)Total lot coverage: 1937 sf Lot Area:8159 sf Lot Coverage %: 31.7% Existing Garage 225 sf Proposed ADU unit 613 sf (P)Total lot coverage: 2588 sf Existing Porch 45 sf Proposed ADU porch 38 sf BUS STOP 0.2 MILES FROM PROPERTY TO BUS STOP (PUBLIC TRANSIT) NEW DETACHED ADU 2517 W. Huckleberry Rd. & 2517 W. Huckleberry Rd. #2 Santa Ana, Ca. 92706 SANTIAGO 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: 101-121-04 LEGAL DESCRIPTION: N TR 1369 BLK LOT 38 ZONING: R1 OCCUPANCY: R-3, U PROPOSED USE: SINGLE FAMILY DWELLING TYPE OF CONSTRUCTION TYPE V-B SPRINKLERS: NO ·NEW DETACHED ADU (613 sf) ·DEMO EXISTING COVER PATIO ·LEGALIZE MINISPLIT UNITS AT MAIN HOUSE ·LEGALIZING THE UNPERMITTED WINDOWS ·REMOVING UNPERMITTED CONDENSERS IN THE SIDE YARD VICINITY MAP Elva Y. de Santiago 2517 W. Huckleberry Rd. Santa Ana, Ca. 92706 PH: 714.905.3343 Email: desantiago.andres@yahoo.com Juan A Ayala JAA Design Services ph (714) 404.5142 ayala.juan.antonio@gmail.com OWNER: DESIGNER: STRUCTURAL ENGINEER : C.01 CO V E R S H E E T SHEET NO. DATE JOB # 03/15/25 SA N T I A G O R E S I D E N C E 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A N Y W O R K . 23021-Santiago Residence ALL DRAWINGS AND WRITTEN MATERIAL APPEARING HEREIN CONSTITUTE THE ORIGINAL AND UNPUBLISHED WORK OF THE ARCHITECT AND THE SAME MAY NOT BE DUPLICATED, USED OR DISCLOSED WITHOUT THE WRITTEN CONSENT OF THE ARCHITECT AND/OR DESIGNER.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 © 2023, JAA DESIGN SERVICES. ALL RIGHTS RESERVED. Fi l e n a m e : C: \ _ P \ 2 3 0 2 1 - J A A - 0 2 1 S A N T I A G O 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 \ S a n t i a g o R e s i d e n c e S e t . d w g O n : Ma r c h 3 1 , 2 0 2 5 REVISION LOG DELTA NO.DATE 10/31/23City Submittal 01/29/24City Corr. Subm. 03/28/24 12/23/24 City Corr. Subm. City Corr. Subm. 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 1 25 1 7 W . H u c k l e b e r r y R d . & 25 1 7 W . H u c k l e b e r r y R d . # 2 Sa n t a A n a , C a . 9 2 7 0 6 City Corr. Subm.2 03/15/25 1 TITLE 24: ABBREVIATIONS AA ABV AC AD ADJ AFF AFG AFS APPROX ARCH BB BKG BLDG BLK BLKG BLW BOT BRKT CC CAB CARP CL CLG CMU COL CONC CONST CONT DD DBL DEMO DET DIA DN DS DWG DWGS E E (E) EA EL ENCL EQ EQUIP EXP EXIST F F FD FDN FIN FIN FLR FIN GRD FL FOC FOF FOM FOS FT FTG FXT GG G GA GALV GC GFRC GFRG GL GLULAM GLZ GRD GYP BD HH HB HC HD HDWD HDWR HM HOR HT HW I - J - K ID INCL INFO INSUL INT JB JT KIT HW DOUBLE DEMOLISH DETAIL DIAMETER DOWN DOWNSPOUT DRAWING DRAWINGS EXISTING EACH ELEVATION ENCLOSE EQUAL EQUIPMENT EXPANSION EXISTING FLOOR DRAIN FOUNDATION FINISH FINISH FLOOR FINISH GRADE FLOOR FACE OF CONCRETE FACE OF FINISH FACE OF MASONRY FACE OF STUDS FOOT OR FEET FOOTING FIXTURE GAS GAUGE GALVANIZED GENERAL CONTRACTOR GLASS FIBER REINFORCED REINFORCED CONCRETE GLASS FIBER REINFORCED REINFORCED GYPSUM GLASS GLUE LAMINATED GLAZING GRADE GYPSUM BOARD U UC HOSE BIB HOLLOW CORE HEAD HARDWOOD HARDWARE HOLLOW METAL HORIZONTAL HEIGHT HOT WATER INSIDE DIAMETER INCLUDE INFORMATION INSULATION INTERIOR JUNCTION BOX JOINT KITCHEN HOT WATER UNFIN UON UTIL V VERT VIF VOL W W/ W/O WD WDW WT X - Y - Z WTRPRF WITH WITHOUT WOOD WINDOW WEIGHT WATERPROOF VERTICAL VERIFY IN FIELD VOLUME UNDER CABINET UNFINISHED UNLESS OTHERWISE UTILITY NOTED INTERIOR ELEVATION X X SHEET WHERE DRAWN INTERIOR ELEVATION EXTERIOR ELEVATION T T T&B TEMP THK THRU TOC TOW TYP TREAD TOP AND BOTTOM TEMPORARY THICK(NESS) THROUGH TOP OF CONCRETE TOP OF WALL TYPICAL DETAIL X X X X BUILDING SECTION X X SHT. NO. SECTION CABINET CARPET CENTERLINE CEILING CONC MASONRY UNIT COLUMN CONCRETE CONSTRUCTION CONTINUOUS BACKING BUILDING BLOCK BLOCKING BELOW BOTTOM BRACKET N (N) N NA NIC NO NTS O OA OC OD OPNG OPP ORD P PERIM PERP PL PLAS PLBG PLYWD PREFAB PROJ PROP Q - R PT QT QTY R RAD RCP RD REF REIN REQD REV RM RO S SC SCHED SECT SHT SIM SPEC SQ SQ FT SQ IN STD STL STOR STRUC SOLID CORE SCHEDULE SECTION SHEET SIMILAR SPECIFICATION SQUARE SQUARE FEET SQUARE INCH STANDARD STEEL STORAGE STRUCTURAL PERIMETER PERPENDICULAR PROPERTY LINE PLASTER PLUMBING PLYWOOD PREFABRICATED PROJECT PROPERTY POINT QUARRY TILE QUANTITY RISER RADIUS REFLECTED CEILING PLAN ROOF DRAIN REFERANCE REINFORCE(D) (ING) REQUIRED REVISION ROOM ROUGH OPENING SHT. NO. DETAIL NO. SHT. NO. ELEV. NO. OVERALL ON CENTER OUTSIDE DIMENSION OPENING OPPOSITE OVERFLOW DRAIN NEW NORTH NOT APPLICABLE NOT IN CONTRACT NUMBER NOT TO SCALE ABOVE ASPHALT AREA DRAIN ADJUSTABLE ABOVE FINISH FLOOR ABOVE FINISH GRADE ABOVE FINISH SLAB APPROXIMATELY ARCHITECT(URAL) M MAT MAN MEMB MTL MFR MIN MIR MISC MTG MULL MATERIAL MANUAL MEMBRANE METAL MANUFACTURER MINIMUM MIRROR MISCELLANEOUS MOUNTING MULLION SYMBOLS AND LEGEND 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. 03/28/2024 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 STRUCTURAL NOTES S1.1 STRUCTURAL NOTES S2.0 FOUNDATION & ROOF FRAMING PLAN S3.0 STRUCTURAL DETAILS S3.1 STRUCTURAL DETAILS S3.2 STRUCTURAL DETAILS S4.0 STRUCTURAL DETAILS T1.0 TITLE 24 ANALYSIS (MAIN HOUSE) T1.1 TITLE 24 (MAIN HOUSE) C.01 COVER SHEET SP SITE PLAN (EXISTING AND PROPOSED) A1.0 EXISTING MAIN HOUSE FLOOR AND ROOF PLAN & ELEVATIONS A2.0 PROPOSED ADU FLOOR & ROOF PLANS, UTILITY, ELEVATIONS & SECTIONS GR-N CAL GREEN RESIDENTIAL MINIMUM REQUIREMENTS RCR RESIDENTIAL CONSTRUCTION MINIMUM REQUIREMENTS AD.1 DETAILS AD.2 DETAILS CS1.0 CIVIL NOTES C2.0 GRADING & DRAINAGE PLAN C3.0 CIVIL SECTIONS DNC ENGINEERS PH: 562.412.8599 EMAIL: oliver@edncengineers.com DNC ENGINEERS PH: 562.412.8599 EMAIL: oliver@edncengineers.com Note: The ADU sf / SFD sf ratio is for Park & Rec fee purpose only. The applicant is responsible for the given “SFR sf” of the existing primary residence; Building Safety staff are not responsible for the accuracy of the given “SFR sf” of the existing residence.1 SFR: 613 sf/1667 sf = .36 SFR: 613 sf/1667 sf = .361 T1.0 TITLE 24 ANALYSIS (ADU) T1.1 TITLE 24 (ADU) 2 Bldg #'s 101121525-26 APPROVALS:PLNG - C. Santana BLDG - CSG POLICE - B. Martin PUBLIC WORKS - Y. Soto T.O.P. F.G. F.F. 8' - 0 " 13 ' - 8 1 / 2 " 13 ' - 2 1 / 2 " T.O.P. F.G. F.F. 8' - 0 " T.O.P. F.G. F.F. 8' - 0 " T.O.P. F.G. F.F. 8' - 0 " (E)KITCHEN (E)GARAGE (E)PORCH (E)BEDROOM 3 (E)BEDROOM 2 (E)BATH 2 (E)FAMILY (E)BEDROOM 1 (E)BATH 1 METER (E) GAS METER (E)ELECT 200 AMPS (E) COVER PATIO TO BE DEMO 45'-0" 34'-0"11'-0" 67 ' - 0 " 10 ' - 0 " 20 ' - 5 " 36 ' - 7 " 25 ' - 0 " 24 ' - 0 " 14 ' - 0 " 4' - 0 " 14'-6" 13 ' - 0 " 11'-8"5'-4"11'-0"17'-0" (E)W/D (E)WH (E)WALL HEATHER UNIT (E)MINI SPLIT UNIT TO BE LEGALIZE (E)AC UNIT TO BE REMOVED (E)AC UNIT TO BE REMOVED WINDOW TO BE LEGALIZE WINDOW TO BE LEGALIZE WINDOW TO BE LEGALIZE WINDOW TO BE LEGALIZE E1 E3 E4 E2 E2 E2 E2 E2 E2 11 1 1 1 1 1 22 3 3 4 RIDGEVAL L E Y HIP HIP HIP HIP HIP HIP RI D G E RI D G E RI D G E 1'-0" 1' - 0 " (E) COVER PATIO TO BE DEMO 4:12 4:12 4: 1 2 4: 1 2 4:12 4: 1 2 4: 1 2 4: 1 2 4: 1 2 CHIMNEY DOOR AND WINDOW SCHEDULE E2 E3 DO O R S 3040 SL (LEGALIZE) WI N D O W S 1 2 3 4 USE U-FACTOR = 0.30, SHGC = 0.20 FOR ALL NEW FENESTRATION IN ACCORDANCE WITH THE TITLE 24 ENERGY ANALYSIS ON THE WINDOW SCHEDULE. (E)ENTRY SOLID ENTRY E4 (E) WINDOW TO REMAIN (E)INTERIOR DR (E)SLIDING DR (E)GARAGE DR 6040 SL (LEGALIZE) 4040 SL (LEGALIZE) E1 SHEET NO. DATE JOB # 03/28/24 SA N T I A G O R E S I D E N C E 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 . 23021-Santiago 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 © 2023, JAA DESIGN SERVICES. ALL RIGHTS RESERVED. Fi l e n a m e : C: \ _ P \ 2 3 0 2 1 - J A A - 0 2 1 S A N T I A G O 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 \ S a n t i a g o R e s i d e n c e S e t . d w g O n : Se p t e m b e r 4 , 2 0 2 4 REVISION LOG DELTA NO.DATE 10/31/23City Submittal 01/29/24City Corr. Subm. 03/28/24City Corr. Subm. 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 25 1 7 W . H u c k l e b e r r y R d . & 25 1 7 W . H u c k l e b e r r y R d . # 2 Sa n t a A n a , C a . 9 2 7 0 6 A1.0 3 - 6 -4 - 5 - EX I S T I N G M A I N H O U S E FL O O R A N D R O O F P L A N S & E L E V A T I O N S Scale: 1/8"=1'-0" EXISTING MAIN HOUSE FLOOR PLAN1 Scale: 1/8"=1'-0" EXISTING MAIN HOUSE ELEVATION (SOUTH)3 Scale: 1/8"=1'-0" EXISTING MAIN HOUSE ELEVATION (EAST)4 Scale: 1/8"=1'-0" EXISTING MAIN HOUSE ELEVATION (NORTH)5 Scale: 1/8"=1'-0" EXISTING MAIN HOUSE ELEVATION (WEST)6 Scale: 1/8"=1'-0" EXISTING MAIN HOUSE ROOF PLAN2 DEMO (E) UNPERMITTED COVER PATIO DEMO (E) UNPERMITTED COVER PATIO NORTH (E) STUCCO FINISH (E)SHINGLE ROOF (E)SHINGLE ROOF (E)SHINGLE ROOF (E)SHINGLE ROOF (E)SHINGLE ROOF (E)SHINGLE ROOF (E)SHINGLE ROOF (E) STUCCO FINISH (E) STUCCO FINISH (E) STUCCO FINISH (E) STUCCO FINISH (E)SHINGLE ROOF (E)SHINGLE ROOF 4" ELECT. SUB PANEL 100 AMP TANKLESS WH AC (N)W.I.C. (N)BEDROOM 8'-0" W/D 17'-4"5'-0"12'-8" 17 ' - 6 " (N)LIVINGROOM 8'-0" 8'-0"4" 35'-0" EQ.EQ.EQ.EQ. 1' - 0 " 3'-0"2' - 0 " (N)KITCHEN 12'-8" EQ.EQ. 5'-4"3'-0"14'-0" 6'-6"7'-6" 2' - 6 " 8' - 2 " 3' - 0 " 6' - 4 " 3' - 4 " 7' - 0 " 6' - 0 " 4' - 6 " 9' - 6 " 8' - 0 " 4'-0" 2'-8" 1' - 0 " 1 2 3 4 4 1 2 3 4 5 RIDGE 4:12 1'-0" 1' - 0 " 4:12 SOLAR READY ZONE FOR FUTURE SOLAR PANELS 3'-0" 3' - 0 " T.O.P. F.G. F.F. 8' - 0 " 6' - 8 " 2' - 8 " T.O.P. F.G. F.F. 8' - 0 " 11 ' - 1 1 1 / 2 " T.O.P. F.F. 8' - 0 " T.O.P. F.G. F.F. 8' - 0 " T.O.P. F.G. F.F. 8' - 0 " ATTIC (N)BEDROOM(N)LIVINGROOM (N)HALL FOR MINISPLIT FOR MINISPLIT SD SD GFI/WP GFI/WP 22 0 v W / DI S C O N N E C T 22 0 v HB CO FG FGFG +86" +86" 3D 3 OS OS HB HB GF I / W P ATTIC (N)LIVINGROOM DOOR AND WINDOW SCHEDULE 3016 SL TEMP GL FROSTED GL 1 2 3 2068 H.C. 2468 H.C. DO O R S 3030 SL TEMP GL WI N D O W S 1 2 3 4 USE U-FACTOR = 0.30, SHGC = 0.20 FOR ALL NEW FENESTRATION IN ACCORDANCE WITH THE TITLE 24 ENERGY ANALYSIS ON THE WINDOW SCHEDULE. 3068 SOLID ENTRY 4 5 2668 H.C. 6068 SL DR TEMP GL 5040 SL 5040 SL SHEET NO. DATE JOB # 03/15/25 SA N T I A G O R E S I D E N C E 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 . 23021-Santiago 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 © 2023, JAA DESIGN SERVICES. ALL RIGHTS RESERVED. Fi l e n a m e : C: \ _ P \ 2 3 0 2 1 - J A A - 0 2 1 S A N T I A G O 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 \ S a n t i a g o R e s i d e n c e S e t . d w g O n : Ma r c h 3 1 , 2 0 2 5 REVISION LOG DELTA NO.DATE 10/31/23City Submittal 01/29/24City Corr. Subm. 03/28/24 12/23/24 City Corr. Subm. City Corr. Subm. 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 1 25 1 7 W . H u c k l e b e r r y R d . & 25 1 7 W . H u c k l e b e r r y R d . # 2 Sa n t a A n a , C a . 9 2 7 0 6 City Corr. Subm.2 03/15/25 A2.0 A. WATER CLOSETS B. SHOWERHEADS MAXIMUM FLOW RATES 1.28 GPM C. LAVATORY FAUCETS D. KITCHEN FAUCETS 1.8 GPM 1.2 GPM 1.8 GPM 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 MATERIAL : 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 AREA 1 VENTILATION: =216 SQ. IN. ATTIC AREA:613 SQ. FT./300*144=294 SQ. IN. TOTAL PROVIDED:=360 SQ. IN. =144 SQ. IN.(2) O'HAGING VENTS (LOW) (72 SQ IN VENT FREE AREA EACH) (3) O'HAGIN VENTS (HIGH) (72 SQ IN VENT FREE AREA EACH) VENTS:" O'HAGIN TAPERED -LOW PROFILE VENTS" ICC-ES 9650-A OR SIMILAR MANUFACTURER AS SELECTED BY OWNER. (72 sq. in.) 147 SQ. IN. (50%) TYPICAL ROOF MATERIALATTIC CALCULATIONS PR O P O S E D A D U FL O O R & R O O F P L A N S EL E V A T I O N S A N D S E C T I O N S 4 - 7 - 5 - 6 - 1.SINK WITH GARBAGE DISPOSAL. VERIFY DIM. W/ MFR. SPEC. 2.REFRIGERATOR SPACE. 3.STOVE SPACE WITH EXTRACTOR ABOVE VENT TO OUTSIDE AIR. (100 CFM MIN. EXHAUST) COMBO MICROWAVE/EXTRACTOR. 4.BASE CABINETS 5.UPPER CABINETS 6.WATER CLOSET WITH MIN. 30"X24" CLEAR FLOOR SPACE IN FRONT 1.28 GALLONS/FLUSH 7.LAVATORY - PER OWNER SELECTION REFER TO SPEC. FOR INST. 8.32"X60" ONE PIECE SHOWER WITH WAINSCOT TO 72" ABV. DRAIN OVER CEMENT BD. OR CEMENT PLASTER MIN 72" HEIGHT. SPEC. (1.2 GPM) AND FAUCETS (1.2 GPM) PROVIDE CONTROL VALVES TO BE PRESSURE BALANCED. 9.WASHER/DRYER SPACE, PROVIDE RECESSED WATER AND DRAIN CONNECTIONS AND DRYER VENT TO OUTSIDE AIR. 4" DUCT AT 14' MAX. LENGTH WITH MAX. 2 ELBOWS. 10.PAINT-GRADE WOOD SHELF AND POLE AT 67" ABOVE THE FINISHED FLOOR. WIRE SHELF AS ALTERNATE. 11.22X30 ATTIC ACCESS ( WITH 30-IN. MINIMUM HEADROOM ) 12.CONDENSER FOR MINI SPLIT UNIT ON WEATHER RESISTANT PAD 6" MIN. (VERIFY SIZE AND LOCATION ) PROVIDE 220V. WEATHERPROOF DISCONNECT. 13.PIONEER 24,000 BTU 17 SEER 230V DUCTLESS MINI-SPLIT AIR CONDITIONER HEAT PUMP SYSTEM FULL SET. MODEL:WYSO24GMFI19RL OR SIMILAR MANUFACTURER AS SELECTED BY OWNER 14.HEAT PUMP WATER HEATHER MANUF.: RHEEM MODEL:XE40T10H45UO ANSI Z21.10.3 OR SIMILAR PER OWNER SELECTION WITH RECESS BOX. 15.CONCRETE STOOP, SLOPE 2% AWAY FROM DOOR. 16.WALL-MOUNTED AUTOMATIC CONSTANT TEMPERATURE ELECTRIC FIREPLACE INSERT. MANUF.: CLIHOME MODEL IF-1350TCL FLOOR PLAN NOTES 2x4 NEW WALLS AT 16" O.C. MAX U.N.O. 6" RECESSED HIGH EFFICACY LED CAN LIGHT OUTLET ·DETECTORS SHALL SOUND AN ALARM AUDIBLE IN ALL SLEEPING AREAS OF THE UNIT. ·RECEPTACLE OUTLET LOCATIONS SHALL COMPLY WITH 2019 C.E.C. ARTICLE 210-52(A). ·ALL POWER AND LIGHTING OUTLETS IN FAMILY ROOMS, DINING ROOM, LIVING ROOM, PARLORS, LIBRARIES, DENS, BEDROOMS, SUNROOMS, HALLWAYS AND SIMILAR AREAS ARE TO BE PROTECTED BY A "COMBINATION AFCI BREAKER" ·ALL CIRCUITS IN BEDROOM SHALL BE SET ON ARC FAULT INTERRUPTER ·BATHROOM FAN WILL DOUBLE AS SPOT VENTILATION AND IAQ VENTILATION, EXHAUST FAN, MIN 50 CFM CAPACITY ENERGY STAR WITH HUMIDITY CONTROL GFCI OUTLET S AFCI PROTECTED OUTLET CO SWITCH WALL MOUNTED HIGH EFFICACY LED LIGHT OCCUPANT SENSOR SWITCH. MANUAL ON. WALL MOUNTED HIGH EFFICACY LED LIGHT PHOTO CONTROLLED AND MOTION SENSORED P/M OS SMOKE DETECTOR TO SOUND ALARM AUDIBLE IN ALL SLEEPING AREAS AND SHALL BE HARDWIRED WITH BATTERY BACKUP AND INTERCONNECTED . FUEL GAS EXHAUST FAN. 50 CFM ENERGY STAR WITH HUMIDITY CONTROL HB FG HOSE BIBB WITH NON-REMOVABLE BACKFLOW PREVENTION DEVICE ·A DUCTED RESIDENTIAL EXHAUST HOOD IS REQUIRED. A METAL SMOOTH INTERIOR SURFACE DUCT REQUIRED ON VENT HOOD OR DOWN DRAFT EXHAUST VENT. ALUMINUM FLEX DUCT IS NOT APPROVED. PROVIDE BACK DRAFT DAMPER [CMC 504.2] ·UPPER CABINETS SHALL BE A MINIMUM OF 30" ABOVE COOKING TOP OR A HOOD IS TO BE INSTALLED PER MANUFACTURERS REQUIREMENTS WITH CLEARANCES AS REQUIRED BY THE RANGE/COOK TOP MANUFACTURERS INSTALLATION INSTRUCTIONS. PROVIDE MINIMUM CLEARANCES TO COMBUSTIBLE MATERIALS. [CMC 916.1.2] ·IN KITCHEN SPECIFY THE LOCAL EXHAUST SYSTEM VENTED TO OUTDOORS SHALL HAVE A MINIMUM EXHAUST RATE OF 100 CFM [CENC 150(O), EXC 5 TO 152(A) & ASHRAE STD. 62.2] ·COMBINATION CARBON MONOXIDE AND SMOKE ALARMS SHALL BE PERMITTED TO BE USED IN LIEU OF CARBON OF CARBON MONOXIDE ALARMS. [CRC R315.4] ·PROVIDED WATER CLOSETS WITH MAXIMUM 1.28 GPF, BATHROOM FAUCET BETWEEN 0.8-1.5 GPF AT 20-60 PSI, AND SHOWERHEADS WITH MAXIMUM 2.0 GPF AT 80 PSI. ·WALL COVERING SHALL BE CEMENT PLASTER, TILE OR APPROVED EQUAL TO 72" ABOVE DRAIN AT SHOWERS OR TUB WITH SHOWERS. MATERIALS OTHERS THAN STRUCTURAL ELEMENTS ARE TO BE MOISTER RESISTANT.CRC R307.2 ·SHOWERS AND TUB SHOWER COMBINATIONS SHALL BE PROVIDED WITH INDIVIDUAL CONTROL VALVES OF THE PRESSURE BALANCE, THERMOSTATIC, OR COMBINATION PRESSURE BALANCE AND THERMOSTATIC TYPES THAT PROVIDE SCALD AND THERMAL SHOCK PROTECTION [CPC 408.3] ·BATHTUB AND SHOWER FLOOR, WALLS ABOVE BATHTUBS WITH A SHOWERHEAD, AND SHOWER COMPARTMENTS SHALL BE FINISHED WITH A NONABSORBENT SURFACE (E.G. CERAMIC TILE OR FIBERGLASS) OVER A MOISTURE RESISTANT UNDERLAYMENT (E.G. CEMENT, FIBER CEMENT, OR GLASS MAT GYPSUM BACKER) EXTENDING TO A HEIGHT OF NOT LESS THAN 6 FEET ABOVE THE DRAIN INLET. WATER RESISTANT GYPSUM BACKING BOARD SHALL NOT BE USED OVER A VAPOR RETARDER IN SHOWER OR BATHTUB COMPARTMENTS [R702.3.7, R307.2] ·CONTROL VALVES AND SHOWERHEADS SHALL BE LOCATED ON THE SIDEWALL OF SHOWER COMPARTMENTS, ARRANGED SO THAT THE SHOWERHEAD DOES NOT DISCHARGE DIRECTLY AT THE ENTRANCE TO THE COMPARTMENT SO THAT THE BATHER CAN ADJUST THE VALVES PRIOR TO STEPPING INTO THE SHOWER SPRAY. [CPC 408.9] ·FIXTURE WATER CONSUMPTION: ··WATER CLOSETS SHALL NOT BE SET CLOSER THAN 15" FROM ITS CENTER TO ANY SIDE WALL OR OBSTRUCTION AND 30" FROM CENTER TO CENTER OF ANY SIMILAR FIXTURE. PROVIDE 24" MINIMUM CLEAR SPACE SPACE IN FRONT OF FIXTURE [CPC 402.5] ··THE FLOOR SLOPE AT SHOWER RECEPTOR IS MIN 14" AND MAX 12" PER FOOT [CPC 408.5] ··IN NO CASE SHALL ANY SHOWER RECEPTOR THRESHOLD BE LESS THAN TWO (2) INCHES OR EXCEEDING NINE (9) INCHES IN DEPTH WHEN MEASURED FROM THE TOP OF THE THRESHOLD TO THE TOP OF THE DRAIN [CPC 408.5] ··NEW SHOWER COMPARTMENTS SHALL HAVE A FINISHED INTERIOR OF 1,024 SQUARE INCHES (7.1 SQUARE FEET) AND SHALL BE CAPABLE OF ENCOMPASSING A 30 INCH CIRCLE. THE CLEARANCE SHALL BE MAINTAINED UP TO 70 INCHES OF HEIGHT ABOVE THE SHOWER DRAIN. SHOWER DOOR TO BE TEMPERED, AND PROVIDE A MIN 22" CLEAR UNOBSTRUCTED OPENING [CPC 408.6] ··PLUMBING FIXTURES AND FIXTURE FITTINGS FOR PERSONS WITH DISABILITIES SHALL CONFORM TO CBC CHAPTERS 11A OR 11B FOR SPECIFIC ACCESSIBLY CODES [CBC 11A OR 11B, 408.6] ·BATHROOM FAN SHALL BE ENERGY STAR COMPLIANT, DUCTED TO TERMINATE OUTSIDE THE BUILDING AND CONTROLLED BY HUMIDISTAT CAPABLE OF BEING ADJUSTED BETWEEN THE RELATIVE HUMIDITY RANGE OF 50 TO 80 PERCENT. CGBC 4.506 220 DISCONNECT - WEATHERPROOF GFCI OUTLET-WEATHERPROOF 220v W/ DISCONNECT 2x6 NEW WALLS AT 16" O.C. MAX U.N.O. CARBON MONOXIDE ALARM DETECTORS SHALL BE HARDWIRE WITH BATTERY BACKUP AND ALARMS INTERCONNECTED (R315.5) WP UTILITY PLAN NOTES SYMBOLS FLOOR PLAN KEYNOTES FLOOR PLAN LEGEND 9 - 7 MATCH EXISTING 3 COAT STUCCO FINISH WITH THE (E)GARAGE & MAIN DWELLING TYP. 1 AD.1 2 AD.1 3 AD.1 4 AD.1 5 AD.1 6 AD.1 6 8 10 11 2 1 4 5 3 14 15 MATCH EXISTING SHINGLE ROOF FINISH WITH THE (E)MAIN DWELLING TYP. NEW ROOF SHALL MATCH WITH EXISTING MAIN HOUSE ROOF TYPE, COLOR AND MATERIAL, ASPHALT SHINGLES 35 YEARS RATING AND IN ACCORDANCE WITH CRC R806. 15 AD.1 1 AD.2 3 AD.2 13 THE EMERGENCY ESCAPE WINDOW OR DOOR SHALL HAVE A MINIMUM NET CLEAR OPENABLE AREA OF 5.7 SQUARE FEET WITH A MINIMUM NET CLEAR HEIGHT OF 24 INCHES AND A MINIMUM NET CLEAR WIDTH OF 20 INCHES. THE SILL HEIGHT OF EMERGENCY ESCAPE WINDOWS SHALL NOT BE MORE THAN 44 INCHES ABOVE THE INTERIOR FLOOR. ·WINDOW MANUFACTURER TO VERIFY THEIR SPECIFICATIONS COMPLY WITH EGRESS REQUIREMENTS PER IBC 310.4 FOR WINDOW SIZES NOTED ON PLAN. ·ALL WINDOWS TO BE R/R DUAL PANE LOW "E366". VINYL AS SELECTED BY OWNER U.N.O. ·THE LOAD RESISTANCE OF GLASS UNDER UNIFORM LOAD SHALL BE DETERMINED IN ACCORDANCE WITH ASTM E1300. 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.ROOFING, SEE ROOF PLAN NOTES, INSTALL PER MANUFACTURERS SPECIFICATIONS. 2.ROOF FRAMING, SEE FRAMING PLANS FOR LAYOUT INFORMATION 3.CONCRETE SLAB, REFER TO SLAB DIMENSION PLAN, AND STRUCTURAL FOUNDATION PLAN FOR ADDITIONAL INFORMATION 4.2x4 STUDS 5.INSULATION - TYP. SEE SHEET T-24 6.1/2" GYPSUM BOARD -TYPICAL AT ALL WALLS & CEILING U.N.O. 7.7/8" STUCCO O/ 2-LAYERS GRADE "D" PAPER. 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. S1 S2 S5 S7 S4 S3 S6 RATED RAKE RATED EAVE Scale: 1/4"=1'-0" PROPOSED FLOOR PLAN1 Scale: 1/4"=1'-0" PROPOSED ROOF PLAN3 Scale: 1/4"=1'-0" PROPOSED ELEVATION (SOUTH)4 Scale: 1/4"=1'-0" PROPOSED ELEVATION (EAST)5 Scale: 1/4"=1'-0" PROPOSED ELEVATION (NORTH)6 Scale: 1/4"=1'-0" PROPOSED ELEVATION (WEST)7 Scale: 1/4"=1'-0" SECTION9 Scale: 1/4"=1'-0" PROPOSED UTILITY PLAN2 Scale: 1/4"=1'-0" SECTION8 8 - 2 AD.2 RATED EAVE 7 AD.1 8 AD.1 9 AD.1 RATED EAVE S CLASS "A" TYPE ROOF, SEE ROOF MATERIAL MATCH MAIN HOUSE PITCH SLOPE MATCH EXISTING ROOF FINISH WITH THE (E)MAIN DWELLING TYP. AREA 1 (N)DOWNSPOUTS(N)RAIN GUTTER Note: insulation below roof sheathing (in addition to ceiling insulation) per T24 calcs. WHOLE BUILDING VENTILATION FAN AIR KING ECO SERIES MODEL ESB130H, 130 CFM, 0.4 SONES, 6" DIA DUCT , SWITCHED TO RUN CONTINUOUS, ENERGY STAR COMPLIANT W W S5 S5 S3 915 12 13 4 AD.2 16 MATCH EXISTING 3 COAT STUCCO FINISH WITH THE (E)GARAGE & MAIN DWELLING TYP. (P) AC UNIT (P) TANKLESS WH ENCLOSED ROOM W/STUCCO FINISH WITH METAL DOOR AND VENTS (UPPER AND LOWER) MATCH WINDOW TRIM WITH MAIN HOUSE NORTH MATCH WINDOW TRIM WITH MAIN HOUSE MATCH WINDOW TRIM WITH MAIN HOUSE MATCH WINDOW TRIM WITH MAIN HOUSE MATCH EXISTING SHINGLE ROOF FINISH WITH THE (E)MAIN DWELLING TYP. MATCH EXISTING 3 COAT STUCCO FINISH WITH THE (E)GARAGE & MAIN DWELLING TYP. MATERIAL :MATCH EXISTING 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. TYPICAL ROOF MATERIAL 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 ER21-0. ICC-ES AC438 1 1 LIGHT LIGHT 11 (E) LANDSCAPE (E) CONCRETE PAD (E) DRIVEWAY (E) CURB (E) 6' HEIGHT C.M.U. FENCE 2% S L O P E 5% S L O P E METER (E) WATER METER (E) GAS METER (E)ELECT 200 AMPS POLE (E) ELECT. (E)GATE (E)GATE (E)GATE (E)ENTRY (E)MAIN HOUSE (E)GARAGE (E)POOL 2517 W. Huckleberry Rd. (E)PORCH ADU - 613 SF 2% S L O P E 2% S L O P E 2% S L O P E 2% S L O P E 2% S L O P E 2% S L O P E 2% S L O P E 2% S L O P E 2% S L O P E 5% S L O P E 17 ' - 6 " 5' - 0 " 22 ' - 6 " 8'-0" 35'-0"9'-0" PROPERTY LINE 60.0' (E ) 6 ' H E I G H T W O O D F E N C E (E ) 6 ' H E I G H T C M U F E N C E PR O P E R T Y L I N E 1 3 5 . 9 8 ' (E) CONCRETE PAD (E) CONCRETE PAD (N ) C O N C R E T E P A D (E) LANDSCAPE (E) LANDSCAPE (E) LANDSCAPE (E ) L A N D S C A P E PR O P E R T Y L I N E 1 3 5 . 9 8 ' WH (N)TANKLESS (N)AC 16'-0" 4'-0" 5'-0"4'-0" (E ) 3 ' H E I G H T F E N C E P O O L P R O T E C T I O N T O B E R E L O C A T E D (E) CONCRETE PAD 4'-6" 27'-6" 10'-6" 24 ' - 0 " (E)MINI SPLIT UNIT TO BE LEGALIZED (E) LANDSCAPE (E) CONCRETE PAD (E) DRIVEWAY (E) CURB (E) 6' HEIGHT C.M.U. FENCE 2% S L O P E METER (E) WATER METER (E) GAS METER (E)ELECT 200 AMPS POLE (E) ELECT. (E)GATE (E)GATE (E)GATE (E)ENTRY (E)MAIN HOUSE (E)GARAGE (E)POOL 2517 W. Huckleberry Rd. (E)PORCH 2% S L O P E 2% S L O P E 2% S L O P E 2% S L O P E 2% S L O P E 2% S L O P E 2% S L O P E 2% S L O P E 2% S L O P E 5% S L O P E 45 ' - 0 " PROPERTY LINE 60.0' (E ) 6 ' H E I G H T W O O D F E N C E (E ) 6 ' H E I G H T C M U F E N C E PR O P E R T Y L I N E 1 3 5 . 9 8 ' (E) CONCRETE PAD (E) CONCRETE PAD (E) LANDSCAPE (E) LANDSCAPE (E) LANDSCAPE (E ) L A N D S C A P E PR O P E R T Y L I N E 1 3 5 . 9 8 ' (E) UNPERMITTED COVER PATIO TO BE DEMO 7'-0"5'-0" 7' - 0 " (E) SHED TO BE DEMO (E)MINI SPLIT UNIT TO BE LEGALIZE (E ) 3 ' H E I G H T F E N C E P O O L P R O T E C T I O N T O B E R E L O C A T E D 4'-6" 27'-6" 10'-6" 24 ' - 0 " 7' - 0 " 24 ' - 6 1 / 2 " (E)AC UNIT TO BE REMOVED SITE PLAN LEGEND ·A Cal-OSHA permit is required for excavations deeper than 5’ and for shoring and underpinning. NOTES: SP SI T E P L A N SHEET NO. DATE JOB # 03/28/24 SA N T I A G O R E S I D E N C E 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 . 23021-Santiago 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 © 2023, JAA DESIGN SERVICES. ALL RIGHTS RESERVED. Fi l e n a m e : C: \ _ P \ 2 3 0 2 1 - J A A - 0 2 1 S A N T I A G O 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 \ S a n t i a g o R e s i d e n c e S e t . d w g O n : Se p t e m b e r 4 , 2 0 2 4 REVISION LOG DELTA NO.DATE 10/31/23City Submittal 01/29/24City Corr. Subm. 03/28/24City Corr. Subm. 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 25 1 7 W . H u c k l e b e r r y R d . & 25 1 7 W . H u c k l e b e r r y R d . # 2 Sa n t a A n a , C a . 9 2 7 0 6 PROPOSED ADU AREA N.I.C. AREA (REMAIN AS IT IS) MAIN HOUSE DRAIN SLOPE DIRECTION 5% min FROM STRUCTURES 2% min LANDSCAPE/HARDSCAPE NOTES: ·Finish grade around the new structure/addition shall be sloped away from the building for drainage purposes at least 5%. ·Foundation elevation must be 18” above top of curb or crown of street unless engineered design provides equivalent protection. [1805 CBC Ord. amendment] 4" sewer line connect to (E) 6" sewer line from the existing residence for ADU. 2% minimum slope for the drainage pipe Scale: 1/8"=1'-0" PROPOSED SITE PLAN2 NORTH 103.5' F.F. 102.50' F.F. NO EASEMENTS 100.85' INV ELEV 1 HR. FIRE RATED EAVE N.I.C. AREA (REMAIN AS IT IS) MAIN HOUSE NOTE: THE APPLICANT/PROPERTY OWNER SHALL BE RESPONSIBLE FOR CONFIRMING ALL EXISTING UTILITY EASEMENTS AND/OR CLEARANCES ON-SITE THAT MAY AFFECT THE PROJECT. Scale: 1/8"=1'-0" EXISTING SITE PLAN1 NORTH SEE C2.0 GRADING & DRAINAGE PLAN FOR ADDITIONAL INFO 2517 W. Huckleberry Rd. #2 2517 W. Huckleberry Rd. RCR SHEET NO. DATE JOB # 03/28/24 SA N T I A G O R E S I D E N C E 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 . 23021-Santiago 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 © 2023, JAA DESIGN SERVICES. ALL RIGHTS RESERVED. Fi l e n a m e : C: \ _ P \ 2 3 0 2 1 - J A A - 0 2 1 S A N T I A G O 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 \ S a n t i a g o R e s i d e n c e S e t . d w g O n : Se p t e m b e r 4 , 2 0 2 4 REVISION LOG DELTA NO.DATE 10/31/23City Submittal 01/29/24City Corr. Subm. 03/28/24City Corr. Subm. 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 25 1 7 W . H u c k l e b e r r y R d . & 25 1 7 W . H u c k l e b e r r y R d . # 2 Sa n t a A n a , C a . 9 2 7 0 6 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 SCALEDOOR HEAD 43"=1'-0" SCALEDOOR JAMB 53"=1'-0" INTEGRAL STOP BEYOND WITH 1/ 2 " DOOR FRAME SCALEDOOR THRESHOLD 63"=1'-0" SCALETYP. MOISTOP INSTALL 11N.T.S. (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 13"=1'-0" SCALEWINDOW JAMB 23"=1'-0" SCALEWINDOW SILL 33"=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 FINISH MATERIAL STUD WALL INTERIOR FINISH DOUBLE STUDS 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 123"=1'-0" 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 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" STUD WALL INTERIOR FINISH STRUCTURAL HEADER SEE MOISTOP OR EQUAL LAP o/ WINDOW FLANGE - SEE TYP. INSTALL DETAIL MFGR. FACTORY SCHEDULED GLASS DOOR AS FINISHED SLIDING SEE TYP. INSTALL MOISTOP OR EQUAL INTERIOR FINISH STUD WALL DETAIL FINISHED SLIDING GLASS DOOR AS SCHEDULED MFGR. FACTORY 4" MI N . SCALESL. GL. DOOR THRESHOLD 93"=1'-0" SCALESL. GL. DOOR JAMB 83"=1'-0" SCALESL. GL. DOOR HEAD 73"=1'-0" SYSTEM o/ METAL LATH o/ 2 LAYERS OF BLDG. PAPER 3-COAT STUCCO SYSTEM o/ METAL LATH o/ 2 LAYERS OF BLDG. PAPER 3-COAT STUCCO DE T A I L S SHEET NO. DATE JOB # 03/28/24 SA N T I A G O R E S I D E N C E 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 . 23021-Santiago 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 © 2023, JAA DESIGN SERVICES. ALL RIGHTS RESERVED. Fi l e n a m e : C: \ _ P \ 2 3 0 2 1 - J A A - 0 2 1 S A N T I A G O 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 \ S a n t i a g o R e s i d e n c e S e t . d w g O n : Se p t e m b e r 4 , 2 0 2 4 REVISION LOG DELTA NO.DATE 10/31/23City Submittal 01/29/24City Corr. Subm. 03/28/24City Corr. Subm. 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 25 1 7 W . H u c k l e b e r r y R d . & 25 1 7 W . H u c k l e b e r r y R d . # 2 Sa n t a A n a , C a . 9 2 7 0 6 AD.1 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 11-1/2" = 1'-0" ROOF SHINGLES BEAM PER STRUCTURAL ENG. 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 41-1/2" = 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 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 21-1/2" = 1'-0" O/METAL LATH O/ BLDG PAPER 3-COAT STUCCO SYSTEM ROOF SHINGLES SEE ROOF PLAN 2x8 RESAWN FASCIA ROOF SHT'G. EDGE DRIP METAL EAVE RISER MIN. 30 ROOF FELT LAP O/ REFER TO MANUFACTURE SPECS. FOR INSTALLATION ROOF MFR. SPECIFICATIONS NOTE: REFER TO SCALERAKE 31-1/2" = 1'-0" SCALEWASHING MACHINE & GAS OUTLET BOXES 7N.T.S. PLAN SECTION FINISHED FLOOR 5' - 7 " 3' - 7 " 3' - 6 " SCALEDBL./SGL. POLE & SHELF 9NOT TO SCALE (2) 2x6 CURB WALL HOT MOP SHOWER PAN - EXTEND MIN. OF 3" ABOVE THE CURB WALL CERAMIC TILE MORTAR BED o/ MET. LATH o/ MIN. 15 LB. ROOFING FELT MORTAR BED SLOPED TO DRAIN 1" TO 1-1/2" THICK 1/4" SLOPE 2x STUD WALL STONE OR CRUSHED TILE WEEP HOLES 40-MIL P.V.C. SHOWER PAN MEMBRANE - LAP MIN. 1'-0" UP WALL 40-MIL P.V.C. SHOWER PAN MEMBRANE SCALEHOT MOP SHOWER 81-1/2" = 1'-0" O/METAL LATH O/ BLDG PAPER 3-COAT STUCCO SYSTEM ROOF SHINGLES SEE ROOF PLAN 2x8 RESAWN FASCIA ROOF SHT'G. EDGE DRIP METAL EAVE RISER MIN. 30 ROOF FELT LAP O/ REFER TO MANUFACTURE SPECS. FOR INSTALLATION ROOF MFR. SPECIFICATIONS NOTE: REFER TO SCALERAKE RATED 61-1/2" = 1'-0" 3-COAT STUCCO SYSTEM O/METAL LATH O/ 2 LAYERS OF BUILDING PAPER FLAT OR SLOPED EAVE SOFFIT DE T A I L S SHEET NO. DATE JOB # 03/28/24 SA N T I A G O R E S I D E N C E 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 . 23021-Santiago 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 © 2023, JAA DESIGN SERVICES. ALL RIGHTS RESERVED. Fi l e n a m e : C: \ _ P \ 2 3 0 2 1 - J A A - 0 2 1 S A N T I A G O 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 \ S a n t i a g o R e s i d e n c e S e t . d w g O n : Se p t e m b e r 4 , 2 0 2 4 REVISION LOG DELTA NO.DATE 10/31/23City Submittal 01/29/24City Corr. Subm. 03/28/24City Corr. Subm. 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 25 1 7 W . H u c k l e b e r r y R d . & 25 1 7 W . H u c k l e b e r r y R d . # 2 Sa n t a A n a , C a . 9 2 7 0 6 AD.2 ρ ⅊ ⅊ ⅊ ⅊ R E V I S I O N BYMARKDATE SHEET OF 7 TITLE CHECK AND VERIFY ALL DIMENSIONS BEFORE PROCEEDING WITH THE WORK. REPORT DISCREPANCIES TO THE ENGINEER. ALL CONSTRUCTION SHALL CONFORM TO THE C.B.C. JOB #:DRAWN: DATE:CHECKED: 24-42 C.D. O.M.Aug. 20, 24 DE S A N T I A G O R E S I D E N C E DE T A C H E D A D U PR O J E C T A D D R E S S : 25 1 7 W H U C K L E B E R R Y R D & 25 1 7 W H U C K L E B E R R Y R D # 2 SA N T A A N A , C A 9 2 7 0 6 EL E V A T E D D E S I G N & C O N S U L T I N G Copyright 2024. All rights reserved. The use of these plans, calculations and specifications shall be restricted to the original site for which they were prepared, and publication thereof is expressly limited to such use. Reproduction, publication or reuse by any method, in whole or part, is prohibited without the permission and consent of Elevated Design & Consulting. Title to the Plans, calculations and specifications shall constitute prima facie evidence of the acceptance of these restrictions. In the event of unauthorized reuse of the plans by a third party, the third party shall hold Elevated Design & Consulting. Note: Plans are not valid for construction unless approved by the corresponding municipal governing body. P. O . B O X 2 1 1 1 0 LO N G B E A C H , C A 9 0 8 0 1 C 90183 EXP. 9/30/25 R ERET ISGE P OISSFEORN EA REENIGN C LIVI C S ETAT FO AINROFILA L FABIAN MENDOZA D S1.0 1 STRUCTURAL NOTES R E V I S I O N BYMARKDATE SHEET OF 7 TITLE CHECK AND VERIFY ALL DIMENSIONS BEFORE PROCEEDING WITH THE WORK. REPORT DISCREPANCIES TO THE ENGINEER. ALL CONSTRUCTION SHALL CONFORM TO THE C.B.C. JOB #:DRAWN: DATE:CHECKED: 24-42 C.D. O.M.Aug. 20, 24 DE S A N T I A G O R E S I D E N C E DE T A C H E D A D U PR O J E C T A D D R E S S : 25 1 7 W H U C K L E B E R R Y R D & 25 1 7 W H U C K L E B E R R Y R D # 2 SA N T A A N A , C A 9 2 7 0 6 EL E V A T E D D E S I G N & C O N S U L T I N G Copyright 2024. All rights reserved. The use of these plans, calculations and specifications shall be restricted to the original site for which they were prepared, and publication thereof is expressly limited to such use. Reproduction, publication or reuse by any method, in whole or part, is prohibited without the permission and consent of Elevated Design & Consulting. Title to the Plans, calculations and specifications shall constitute prima facie evidence of the acceptance of these restrictions. In the event of unauthorized reuse of the plans by a third party, the third party shall hold Elevated Design & Consulting. Note: Plans are not valid for construction unless approved by the corresponding municipal governing body. P. O . B O X 2 1 1 1 0 LO N G B E A C H , C A 9 0 8 0 1 C 90183 EXP. 9/30/25 R ERET ISGE P OISSFEORN EA REENIGN C LIVI C S ETAT FO AINROFILA L FABIAN MENDOZA D S1.1 2 STRUCTURAL NOTES R E V I S I O N BYMARKDATE SHEET OF 7 TITLE CHECK AND VERIFY ALL DIMENSIONS BEFORE PROCEEDING WITH THE WORK. REPORT DISCREPANCIES TO THE ENGINEER. ALL CONSTRUCTION SHALL CONFORM TO THE C.B.C. JOB #:DRAWN: DATE:CHECKED: 24-42 C.D. O.M.Aug. 20, 24 DE S A N T I A G O R E S I D E N C E DE T A C H E D A D U PR O J E C T A D D R E S S : 25 1 7 W H U C K L E B E R R Y R D & 25 1 7 W H U C K L E B E R R Y R D # 2 SA N T A A N A , C A 9 2 7 0 6 EL E V A T E D D E S I G N & C O N S U L T I N G Copyright 2024. All rights reserved. The use of these plans, calculations and specifications shall be restricted to the original site for which they were prepared, and publication thereof is expressly limited to such use. Reproduction, publication or reuse by any method, in whole or part, is prohibited without the permission and consent of Elevated Design & Consulting. Title to the Plans, calculations and specifications shall constitute prima facie evidence of the acceptance of these restrictions. In the event of unauthorized reuse of the plans by a third party, the third party shall hold Elevated Design & Consulting. Note: Plans are not valid for construction unless approved by the corresponding municipal governing body. P. O . B O X 2 1 1 1 0 LO N G B E A C H , C A 9 0 8 0 1 C 90183 EXP. 9/30/25 R ERET ISGE P OISSFEORN EA REENIGN C LIVI C S ETAT FO AINROFILA L FABIAN MENDOZA D S2.0 3 FOUNDATION & ROOF FRAMING PLAN ₽"x2½"x2½"₽"x2½"x2½" ₽"x2½"x2½"₽"x2½"x2½" ¾ ¾ ¾ R E V I S I O N BYMARKDATE SHEET OF 7 TITLE CHECK AND VERIFY ALL DIMENSIONS BEFORE PROCEEDING WITH THE WORK. REPORT DISCREPANCIES TO THE ENGINEER. ALL CONSTRUCTION SHALL CONFORM TO THE C.B.C. JOB #:DRAWN: DATE:CHECKED: 24-42 C.D. O.M.Aug. 20, 24 DE S A N T I A G O R E S I D E N C E DE T A C H E D A D U PR O J E C T A D D R E S S : 25 1 7 W H U C K L E B E R R Y R D & 25 1 7 W H U C K L E B E R R Y R D # 2 SA N T A A N A , C A 9 2 7 0 6 EL E V A T E D D E S I G N & C O N S U L T I N G Copyright 2024. All rights reserved. The use of these plans, calculations and specifications shall be restricted to the original site for which they were prepared, and publication thereof is expressly limited to such use. Reproduction, publication or reuse by any method, in whole or part, is prohibited without the permission and consent of Elevated Design & Consulting. Title to the Plans, calculations and specifications shall constitute prima facie evidence of the acceptance of these restrictions. In the event of unauthorized reuse of the plans by a third party, the third party shall hold Elevated Design & Consulting. Note: Plans are not valid for construction unless approved by the corresponding municipal governing body. P. O . B O X 2 1 1 1 0 LO N G B E A C H , C A 9 0 8 0 1 C 90183 EXP. 9/30/25 R ERET ISGE P OISSFEORN EA REENIGN C LIVI C S ETAT FO AINROFILA L FABIAN MENDOZA D S3.0 4 STRUCTURAL DETAILS ⅊ ⅊ ⅊ ⅊ ₽ ₽ R E V I S I O N BYMARKDATE SHEET OF 7 TITLE CHECK AND VERIFY ALL DIMENSIONS BEFORE PROCEEDING WITH THE WORK. REPORT DISCREPANCIES TO THE ENGINEER. ALL CONSTRUCTION SHALL CONFORM TO THE C.B.C. JOB #:DRAWN: DATE:CHECKED: 24-42 C.D. O.M.Aug. 20, 24 DE S A N T I A G O R E S I D E N C E DE T A C H E D A D U PR O J E C T A D D R E S S : 25 1 7 W H U C K L E B E R R Y R D & 25 1 7 W H U C K L E B E R R Y R D # 2 SA N T A A N A , C A 9 2 7 0 6 EL E V A T E D D E S I G N & C O N S U L T I N G Copyright 2024. All rights reserved. The use of these plans, calculations and specifications shall be restricted to the original site for which they were prepared, and publication thereof is expressly limited to such use. Reproduction, publication or reuse by any method, in whole or part, is prohibited without the permission and consent of Elevated Design & Consulting. Title to the Plans, calculations and specifications shall constitute prima facie evidence of the acceptance of these restrictions. In the event of unauthorized reuse of the plans by a third party, the third party shall hold Elevated Design & Consulting. Note: Plans are not valid for construction unless approved by the corresponding municipal governing body. P. O . B O X 2 1 1 1 0 LO N G B E A C H , C A 9 0 8 0 1 C 90183 EXP. 9/30/25 R ERET ISGE P OISSFEORN EA REENIGN C LIVI C S ETAT FO AINROFILA L FABIAN MENDOZA D S3.1 5 STRUCTURAL DETAILS ₽ ⅝ ⅝ ₽ ¾ ₽ ⅞ R E V I S I O N BYMARKDATE SHEET OF 7 TITLE CHECK AND VERIFY ALL DIMENSIONS BEFORE PROCEEDING WITH THE WORK. REPORT DISCREPANCIES TO THE ENGINEER. ALL CONSTRUCTION SHALL CONFORM TO THE C.B.C. JOB #:DRAWN: DATE:CHECKED: 24-42 C.D. O.M.Aug. 20, 24 DE S A N T I A G O R E S I D E N C E DE T A C H E D A D U PR O J E C T A D D R E S S : 25 1 7 W H U C K L E B E R R Y R D & 25 1 7 W H U C K L E B E R R Y R D # 2 SA N T A A N A , C A 9 2 7 0 6 EL E V A T E D D E S I G N & C O N S U L T I N G Copyright 2024. All rights reserved. The use of these plans, calculations and specifications shall be restricted to the original site for which they were prepared, and publication thereof is expressly limited to such use. Reproduction, publication or reuse by any method, in whole or part, is prohibited without the permission and consent of Elevated Design & Consulting. Title to the Plans, calculations and specifications shall constitute prima facie evidence of the acceptance of these restrictions. In the event of unauthorized reuse of the plans by a third party, the third party shall hold Elevated Design & Consulting. Note: Plans are not valid for construction unless approved by the corresponding municipal governing body. P. O . B O X 2 1 1 1 0 LO N G B E A C H , C A 9 0 8 0 1 C 90183 EXP. 9/30/25 R ERET ISGE P OISSFEORN EA REENIGN C LIVI C S ETAT FO AINROFILA L FABIAN MENDOZA D S3.2 6 STRUCTURAL DETAILS ∅ ∅ R E V I S I O N BYMARKDATE SHEET OF 7 TITLE CHECK AND VERIFY ALL DIMENSIONS BEFORE PROCEEDING WITH THE WORK. REPORT DISCREPANCIES TO THE ENGINEER. ALL CONSTRUCTION SHALL CONFORM TO THE C.B.C. JOB #:DRAWN: DATE:CHECKED: 24-42 C.D. O.M.Aug. 20, 24 DE S A N T I A G O R E S I D E N C E DE T A C H E D A D U PR O J E C T A D D R E S S : 25 1 7 W H U C K L E B E R R Y R D & 25 1 7 W H U C K L E B E R R Y R D # 2 SA N T A A N A , C A 9 2 7 0 6 EL E V A T E D D E S I G N & C O N S U L T I N G Copyright 2024. All rights reserved. The use of these plans, calculations and specifications shall be restricted to the original site for which they were prepared, and publication thereof is expressly limited to such use. Reproduction, publication or reuse by any method, in whole or part, is prohibited without the permission and consent of Elevated Design & Consulting. Title to the Plans, calculations and specifications shall constitute prima facie evidence of the acceptance of these restrictions. In the event of unauthorized reuse of the plans by a third party, the third party shall hold Elevated Design & Consulting. Note: Plans are not valid for construction unless approved by the corresponding municipal governing body. P. O . B O X 2 1 1 1 0 LO N G B E A C H , C A 9 0 8 0 1 C 90183 EXP. 9/30/25 R ERET ISGE P OISSFEORN EA REENIGN C LIVI C S ETAT FO AINROFILA L FABIAN MENDOZA D S4.0 7 STRUCTURAL DETAILS SHEET NO. DATE JOB # 03/28/24 SA N T I A G O R E S I D E N C E 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 . 23021-Santiago 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 © 2023, JAA DESIGN SERVICES. ALL RIGHTS RESERVED. Fi l e n a m e : C: \ _ P \ 2 3 0 2 1 - J A A - 0 2 1 S A N T I A G O 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 \ S a n t i a g o R e s i d e n c e S e t . d w g O n : Se p t e m b e r 4 , 2 0 2 4 REVISION LOG DELTA NO.DATE 10/31/23City Submittal 01/29/24City Corr. Subm. 03/28/24City Corr. Subm. 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 25 1 7 W . H u c k l e b e r r y R d . & 25 1 7 W . H u c k l e b e r r y R d . # 2 Sa n t a A n a , C a . 9 2 7 0 6 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 R E V I S I O N BYMARKDATE SHEET OF 2 TITLE CHECK AND VERIFY ALL DIMENSIONS BEFORE PROCEEDING WITH THE WORK. REPORT DISCREPANCIES TO THE ENGINEER. ALL CONSTRUCTION SHALL CONFORM TO THE C.B.C. JOB #:DRAWN: DATE:CHECKED: 24-42 E.I. O.M.Dec. 24, 24 PC-1 EL E V A T E D D E S I G N & C O N S U L T I N G 12/23/24 OM Copyright 2024. All rights reserved. The use of these plans, calculations and specifications shall be restricted to the original site for which they were prepared, and publication thereof is expressly limited to such use. Reproduction, publication or reuse by any method, in whole or part, is prohibited without the permission and consent of Elevated Design & Consulting. Title to the Plans, calculations and specifications shall constitute prima facie evidence of the acceptance of these restrictions. In the event of unauthorized reuse of the plans by a third party, the third party shall hold Elevated Design & Consulting. Note: Plans are not valid for construction unless approved by the corresponding municipal governing body. P. O . B O X 2 1 1 1 0 LO N G B E A C H , C A 9 0 8 0 1 DE S A N T I A G O R E S I D E N C E DE T A C H E D A D U PR O J E C T A D D R E S S : 25 1 7 W H U C K L E B E R R Y R D & 25 1 7 W H U C K L E B E R R Y R D # 2 SA N T A A N A , C A 9 2 7 0 6 C 90183 EXP. 9/30/25 R ERET ISGE P OISSFEORN E A REENIGN C LIVI C S ETAT FO AINROFILA L FABIAN MENDOZA D DIGITALLY STAMPED & SIGNED ON 12/23/24 T1.0 1 TITLE 24 R E V I S I O N BYMARKDATE SHEET OF 2 TITLE CHECK AND VERIFY ALL DIMENSIONS BEFORE PROCEEDING WITH THE WORK. REPORT DISCREPANCIES TO THE ENGINEER. ALL CONSTRUCTION SHALL CONFORM TO THE C.B.C. JOB #:DRAWN: DATE:CHECKED: 24-42 E.I. O.M.Feb. 10, 25 PC-1 EL E V A T E D D E S I G N & C O N S U L T I N G 12/23/24 OM Copyright 2024. All rights reserved. The use of these plans, calculations and specifications shall be restricted to the original site for which they were prepared, and publication thereof is expressly limited to such use. Reproduction, publication or reuse by any method, in whole or part, is prohibited without the permission and consent of Elevated Design & Consulting. Title to the Plans, calculations and specifications shall constitute prima facie evidence of the acceptance of these restrictions. In the event of unauthorized reuse of the plans by a third party, the third party shall hold Elevated Design & Consulting. Note: Plans are not valid for construction unless approved by the corresponding municipal governing body. P. O . B O X 2 1 1 1 0 LO N G B E A C H , C A 9 0 8 0 1 DE S A N T I A G O R E S I D E N C E RE S I D E N T I A L R E M O D E L PR O J E C T A D D R E S S : 25 1 7 W H U C K L E B E R R Y R D & 25 1 7 W H U C K L E B E R R Y R D # 2 SA N T A A N A , C A 9 2 7 0 6 C 90183 EXP. 9/30/25 R ERET ISGE P OISSFEORN E A REENIGN C LIVI C S ETAT FO AINROFILA L FABIAN MENDOZA D DIGITALLY STAMPED & SIGNED ON 2/7/25 T1.0 1 TITLE 24 R E V I S I O N BYMARKDATE SHEET OF 2 TITLE CHECK AND VERIFY ALL DIMENSIONS BEFORE PROCEEDING WITH THE WORK. REPORT DISCREPANCIES TO THE ENGINEER. ALL CONSTRUCTION SHALL CONFORM TO THE C.B.C. JOB #:DRAWN: DATE:CHECKED: 24-42 E.I. O.M.Dec. 24, 24 PC-1 EL E V A T E D D E S I G N & C O N S U L T I N G 12/23/24 OM Copyright 2024. All rights reserved. The use of these plans, calculations and specifications shall be restricted to the original site for which they were prepared, and publication thereof is expressly limited to such use. Reproduction, publication or reuse by any method, in whole or part, is prohibited without the permission and consent of Elevated Design & Consulting. Title to the Plans, calculations and specifications shall constitute prima facie evidence of the acceptance of these restrictions. In the event of unauthorized reuse of the plans by a third party, the third party shall hold Elevated Design & Consulting. Note: Plans are not valid for construction unless approved by the corresponding municipal governing body. P. O . B O X 2 1 1 1 0 LO N G B E A C H , C A 9 0 8 0 1 DE S A N T I A G O R E S I D E N C E DE T A C H E D A D U PR O J E C T A D D R E S S : 25 1 7 W H U C K L E B E R R Y R D & 25 1 7 W H U C K L E B E R R Y R D # 2 SA N T A A N A , C A 9 2 7 0 6 C 90183 EXP. 9/30/25 R ERET ISGE P OISSFEORN E A REENIGN C LIVI C S ETAT FO AINROFILA L FABIAN MENDOZA D DIGITALLY STAMPED & SIGNED ON 12/23/24 T1.1 2 TITLE 24 R E V I S I O N BYMARKDATE SHEET OF 2 TITLE CHECK AND VERIFY ALL DIMENSIONS BEFORE PROCEEDING WITH THE WORK. REPORT DISCREPANCIES TO THE ENGINEER. ALL CONSTRUCTION SHALL CONFORM TO THE C.B.C. JOB #:DRAWN: DATE:CHECKED: 24-42 E.I. O.M.Feb. 10, 25 PC-1 EL E V A T E D D E S I G N & C O N S U L T I N G 12/23/24 OM Copyright 2024. All rights reserved. The use of these plans, calculations and specifications shall be restricted to the original site for which they were prepared, and publication thereof is expressly limited to such use. Reproduction, publication or reuse by any method, in whole or part, is prohibited without the permission and consent of Elevated Design & Consulting. Title to the Plans, calculations and specifications shall constitute prima facie evidence of the acceptance of these restrictions. In the event of unauthorized reuse of the plans by a third party, the third party shall hold Elevated Design & Consulting. Note: Plans are not valid for construction unless approved by the corresponding municipal governing body. P. O . B O X 2 1 1 1 0 LO N G B E A C H , C A 9 0 8 0 1 DE S A N T I A G O R E S I D E N C E RE S I D E N T I A L R E M O D E L PR O J E C T A D D R E S S : 25 1 7 W H U C K L E B E R R Y R D & 25 1 7 W H U C K L E B E R R Y R D # 2 SA N T A A N A , C A 9 2 7 0 6 C 90183 EXP. 9/30/25 R ERET ISGE P OISSFEORN E A REENIGN C LIVI C S ETAT FO AINROFILA L FABIAN MENDOZA D DIGITALLY STAMPED & SIGNED ON 2/7/25 T1.1 2 TITLE 24 H.P. 102.72' PR O P E R T Y L I N E 6 0 . 0 ' (E ) L A N D S C A P E (E ) D R I V E W A Y (E ) C U R B (E ) 6 ' H E I G H T C . M . U . F E N C E (E ) G A T E (E)POOL 25 1 7 W . H u c k l e b e r r y R d . (E ) P O R C H (E) 6' HEIGHT CMU FENCE PROPERTY LINE 135.98' (N) CONCRETE PAD (E ) L A N D S C A P E (E ) L A N D S C A P E (E ) L A N D S C A P E (E) LANDSCAPE PROPERTY LINE 135.98' (E ) C O N C R E T E P A D (E ) G A T E (E ) C O N C R E T E P A D F.F 102.50' A-A C3.0 F.F 103.5' 2% (E) 2% (E) 2% (E) 2% (E) 2% 5% (E ) 2 % (E ) 2 % (E ) 2 % (E) 5% 5% 5% 5% H.P. 102.72' 2% (E) 2% (E) 2% (E) 2%(E) 2% (E) 2% 10 2 . 5 ' 102.5' B-B C3.0 DRAINAGE LEGEND SYMBOL DESCRIPTION 12"x12" CATCH BASIN (ROUND) N.D.S. DOWNSPOUT 4" DIA SDR 35 DRAINLINE DIRECTION OF FLOW AT ROOF DIRECTION OF FLOW IN PIPE - MIN 1% FINISHED FLOOR FINISHED SURFACE FINISHED GRADE FF FS FG INVERT ELEVATIONINV 1.ALL GRADING SLOPES SHALL BE PLANTED AND SPRINKLERED. 2.NO FILL TO BE PLACED, UNTIL THE CITY GRADING INSPECTOR HAS INSPECTED AND APPROVED THE BOTTOM EXCAVATION. 3.MAN MADE FILL SHALL BE COMPACTED TO A MINIMUM RELATIVE COMPACTION OF 90% MAX. DRY DENSITY WITHIN 40 FT BELOW FINISH GRADE AND 93% OF MAX. DRY DENSITY DEEPER THAN 40 FEET BELOW GRADE UNLESS JUSTIFIED BY SOILS ENGINEER. 4.REGISTERED DEPUTY GRADING INSPECTOR IS REQUIRED ON GRADING AND FOUNDATION EARTHWORK WHERE SITE EXCEEDS 60,000 SF, CUT OR FILL SLOPE EXCEED 2:1, CUTS EXCEED 40 FT IN HEIGHT AND WITHIN 20 FT OF PROPERTY LINE, FOUNDATION EXCAVATION BELOW A 1:1 PLANE FROM PROPERTY LINE, PROJECTS INVOLVING UNUSUAL HAZARDS, OR SHORING WORK INCLUDING SLOT-CUTS. 5.WOOD FRAMING MEMBERS, INCLUDING WOOD SHEATHING, THAT REST ON EXTERIOR FOUNDATION WALLS AND ARE LESS THAN 8 INCHES FROM EXPOSED EARTH SHALL BE OF NATURALLY DURABLE OR PRESERVATIVE-TREATED WOOD. 1 2 CONSTRUCTION NOTES PLACE 4" SCHEDULE 40 PVC PIPE (1.0% MINIMUM SLOPE) 4"Ø ADS DOWNSPOUT 3 12"x12" N.D.S. CATCH BASIN GRADING PLAN NOTES 2% HIGH POINTHP (E) 6' HEIGHT WOOD FENCE (E ) C O N C R E T E P A D INV ELEV 102.07' 1 INV ELEV 101.98' INV ELEV 102.17' 2 3 INV ELEV 100.85' INV ELEV 102.25' INV ELEV 102.18' LANDSCAPE CONCRETE HARDSCAPE (E) STRUCTURE HUCKLEBERRY RD ℄ (E) POOL TRIB AREA A 4 4 UNDER SIDEWALK CURB DRAIN ADS DOWNSPOUT ADAPTER 4"Ø ADS NON-PERFORATED TUBING STRUCTURE 4"Ø DOWNSPOUT FLEX GRATE DOWNSPOUT FILTER NOTES: 1. GRATE TO BE ATTACHED TO CATCH BASIN WITH SCREW PROVIDED AT TIME OF INSTALLATION. 2. RISER CAN BE CUT TO ACHIEVE EXACT ELEVATION. 3. DO NOT USE OVER 5 RISERS WITH CATCH BASIN. 4. INSTALLATION TO BE COMPLETED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. SECTION (N.T.S.) 2% MIN SLOPE DRILL 1/8" WEEP HOLE TYPICAL OF 4 PLACES AT BTM CORNERS. 3 4" GRAVEL BASE 4" TO 6" DEEP BELOW BASIN. TO PREVENT STANDING WATER. COMPACTED SOIL NDS SQUARE TAPERED POLYPROPYLENE CATCH BASIN W/ U.V. INHIBITORS. NDS SQUARE POLYOLEFIN GRATE W/ U.V. INHIBITORS. SQUARE CATCH BASIN - TYPICAL INSTALLATION FOR LANDSCAPE APPLICATIONS SQUARE CATCH BASIN 2% MIN SLOPE 4"Ø PERFORATED PIPE 2" SAND BED 6" CONCRETE CURB TYPICAL INSTALLATION DOWNSPOUT INSTALLATION 4 TYPICAL INSTALLATION UNDER-SIDEWALK CURB DRAIN GRADING PLAN SCALE: 1/8"= 1'-0" INSTALLATION DETAILS SCALE: N.T.S. 32 BENCHMARK: ASSUMED ELEVATION 102.72' AT THE REAR CORNERS OF THE LOT R E V I S I O N BYMARKDATE SHEET OF 3 TITLE CHECK AND VERIFY ALL DIMENSIONS BEFORE PROCEEDING WITH THE WORK. REPORT DISCREPANCIES TO THE ENGINEER. ALL CONSTRUCTION SHALL CONFORM TO THE C.B.C. JOB #:DRAWN: DATE:CHECKED: 24-42 OM FMMar. 11, 25 P. O . B O X 2 1 1 1 0 LO N G B E A C H , C A 9 0 8 0 1 EL E V A T E D D E S I G N & C O N S U L T I N G PC-1 12/23/24 OM PC-2 3/11/25 CD Copyright 2024. All rights reserved. The use of these plans, calculations and specifications shall be restricted to the original site for which they were prepared, and publication thereof is expressly limited to such use. Reproduction, publication or reuse by any method, in whole or part, is prohibited without the permission and consent of Elevated Design & Consulting. Title to the Plans, calculations and specifications shall constitute prima facie evidence of the acceptance of these restrictions. In the event of unauthorized reuse of the plans by a third party, the third party shall hold Elevated Design & Consulting. Note: Plans are not valid for construction unless approved by the corresponding municipal governing body. DE S A N T I A G O R E S I D E N C E DE T A C H E D A D U PR O J E C T A D D R E S S : 25 1 7 W H U C K L E B E R R Y R D & 25 1 7 W H U C K L E B E R R Y R D # 2 SA N T A A N A , C A 9 2 7 0 6 DIGITALLY STAMPED & SIGNED ON 3/11/25 GRADING & DRAINAGE PLAN C2.0 2 FO R R E F E R E N C E O N L Y FO R R E F E R E N C E O N L Y FOR REFERENCE ONLY FOR REFERENCE ONLY PC-2 PC-2 PC-2 PC-2 H.P. 102.72' PR O P E R T Y L I N E 6 0 . 0 ' (E ) L A N D S C A P E (E ) D R I V E W A Y (E ) C U R B (E ) 6 ' H E I G H T C . M . U . F E N C E (E ) G A T E (E)POOL 25 1 7 W . H u c k l e b e r r y R d . (E ) P O R C H (E) 6' HEIGHT CMU FENCE PROPERTY LINE 135.98' (N) CONCRETE PAD (E ) L A N D S C A P E (E ) L A N D S C A P E (E ) L A N D S C A P E (E) LANDSCAPE PROPERTY LINE 135.98' (E ) C O N C R E T E P A D (E ) G A T E (E ) C O N C R E T E P A D F.F 102.50' A-A C3.0 F.F 103.5' 2% (E) 2% (E) 2% (E) 2% (E) 2% 5% (E ) 2 % (E ) 2 % (E ) 2 % (E) 5% 5% 5% 5% H.P. 102.72' 2% (E) 2% (E) 2% (E) 2%(E) 2% (E) 2% 10 2 . 5 ' 102.5' B-B C3.0 DRAINAGE LEGEND SYMBOL DESCRIPTION 12"x12" CATCH BASIN (ROUND) N.D.S. DOWNSPOUT 4" DIA SDR 35 DRAINLINE DIRECTION OF FLOW AT ROOF DIRECTION OF FLOW IN PIPE - MIN 1% FINISHED FLOOR FINISHED SURFACE FINISHED GRADE FF FS FG INVERT ELEVATIONINV 1.ALL GRADING SLOPES SHALL BE PLANTED AND SPRINKLERED. 2.NO FILL TO BE PLACED, UNTIL THE CITY GRADING INSPECTOR HAS INSPECTED AND APPROVED THE BOTTOM EXCAVATION. 3.MAN MADE FILL SHALL BE COMPACTED TO A MINIMUM RELATIVE COMPACTION OF 90% MAX. DRY DENSITY WITHIN 40 FT BELOW FINISH GRADE AND 93% OF MAX. DRY DENSITY DEEPER THAN 40 FEET BELOW GRADE UNLESS JUSTIFIED BY SOILS ENGINEER. 4.REGISTERED DEPUTY GRADING INSPECTOR IS REQUIRED ON GRADING AND FOUNDATION EARTHWORK WHERE SITE EXCEEDS 60,000 SF, CUT OR FILL SLOPE EXCEED 2:1, CUTS EXCEED 40 FT IN HEIGHT AND WITHIN 20 FT OF PROPERTY LINE, FOUNDATION EXCAVATION BELOW A 1:1 PLANE FROM PROPERTY LINE, PROJECTS INVOLVING UNUSUAL HAZARDS, OR SHORING WORK INCLUDING SLOT-CUTS. 5.WOOD FRAMING MEMBERS, INCLUDING WOOD SHEATHING, THAT REST ON EXTERIOR FOUNDATION WALLS AND ARE LESS THAN 8 INCHES FROM EXPOSED EARTH SHALL BE OF NATURALLY DURABLE OR PRESERVATIVE-TREATED WOOD. 1 2 CONSTRUCTION NOTES PLACE 4" SCHEDULE 40 PVC PIPE (1.0% MINIMUM SLOPE) 4"Ø ADS DOWNSPOUT 3 12"x12" N.D.S. CATCH BASIN GRADING PLAN NOTES 2% HIGH POINTHP (E) 6' HEIGHT WOOD FENCE (E ) C O N C R E T E P A D INV ELEV 102.07' 1 INV ELEV 101.98' INV ELEV 102.17' 2 3 INV ELEV 100.85' INV ELEV 102.25' INV ELEV 102.18' LANDSCAPE CONCRETE HARDSCAPE (E) STRUCTURE HUCKLEBERRY RD ℄ (E) POOL TRIB AREA A 4 4 UNDER SIDEWALK CURB DRAIN ADS DOWNSPOUT ADAPTER 4"Ø ADS NON-PERFORATED TUBING STRUCTURE 4"Ø DOWNSPOUT FLEX GRATE DOWNSPOUT FILTER NOTES: 1. GRATE TO BE ATTACHED TO CATCH BASIN WITH SCREW PROVIDED AT TIME OF INSTALLATION. 2. RISER CAN BE CUT TO ACHIEVE EXACT ELEVATION. 3. DO NOT USE OVER 5 RISERS WITH CATCH BASIN. 4. INSTALLATION TO BE COMPLETED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. SECTION (N.T.S.) 2% MIN SLOPE DRILL 1/8" WEEP HOLE TYPICAL OF 4 PLACES AT BTM CORNERS. 3 4" GRAVEL BASE 4" TO 6" DEEP BELOW BASIN. TO PREVENT STANDING WATER. COMPACTED SOIL NDS SQUARE TAPERED POLYPROPYLENE CATCH BASIN W/ U.V. INHIBITORS. NDS SQUARE POLYOLEFIN GRATE W/ U.V. INHIBITORS. SQUARE CATCH BASIN - TYPICAL INSTALLATION FOR LANDSCAPE APPLICATIONS SQUARE CATCH BASIN 2% MIN SLOPE 4"Ø PERFORATED PIPE 2" SAND BED 6" CONCRETE CURB TYPICAL INSTALLATION DOWNSPOUT INSTALLATION 4 TYPICAL INSTALLATION UNDER-SIDEWALK CURB DRAIN GRADING PLAN SCALE: 1/8"= 1'-0" INSTALLATION DETAILS SCALE: N.T.S. 32 BENCHMARK: ASSUMED ELEVATION 102.72' AT THE REAR CORNERS OF THE LOT R E V I S I O N BYMARKDATE SHEET OF 3 TITLE CHECK AND VERIFY ALL DIMENSIONS BEFORE PROCEEDING WITH THE WORK. REPORT DISCREPANCIES TO THE ENGINEER. ALL CONSTRUCTION SHALL CONFORM TO THE C.B.C. JOB #:DRAWN: DATE:CHECKED: 24-42 OM FMMar. 11, 25 P. O . B O X 2 1 1 1 0 LO N G B E A C H , C A 9 0 8 0 1 EL E V A T E D D E S I G N & C O N S U L T I N G PC-1 12/23/24 OM PC-2 3/11/25 CD Copyright 2024. All rights reserved. The use of these plans, calculations and specifications shall be restricted to the original site for which they were prepared, and publication thereof is expressly limited to such use. Reproduction, publication or reuse by any method, in whole or part, is prohibited without the permission and consent of Elevated Design & Consulting. Title to the Plans, calculations and specifications shall constitute prima facie evidence of the acceptance of these restrictions. In the event of unauthorized reuse of the plans by a third party, the third party shall hold Elevated Design & Consulting. Note: Plans are not valid for construction unless approved by the corresponding municipal governing body. DE S A N T I A G O R E S I D E N C E DE T A C H E D A D U PR O J E C T A D D R E S S : 25 1 7 W H U C K L E B E R R Y R D & 25 1 7 W H U C K L E B E R R Y R D # 2 SA N T A A N A , C A 9 2 7 0 6 DIGITALLY STAMPED & SIGNED ON 3/11/25 GRADING & DRAINAGE PLAN C2.0 2 FO R R E F E R E N C E O N L Y FO R R E F E R E N C E O N L Y FOR REFERENCE ONLY FOR REFERENCE ONLY PC-2 PC-2 PC-2 PC-2 SECTION A-A SCALE: 1/4"= 1'-0" SECTION B-B SCALE: 1/4"= 1'-0" 128 126 124 122 120 118 116 114 112 110 108 106 104 102 100 98 128 126 124 122 120 118 116 114 112 110 108 106 104 102 100 98 128 126 124 122 120 118 116 114 112 110 108 106 104 102 100 98 128 126 124 122 120 118 116 114 112 110 108 106 104 102 100 98 F.F. 103.5'F.F. 102.5' 128 126 124 122 120 118 116 114 112 110 108 106 104 102 100 98 128 126 124 122 120 118 116 114 112 110 108 106 104 102 100 98 128 126 124 122 120 118 116 114 112 110 108 106 104 102 100 98 128 126 124 122 120 118 116 114 112 110 108 106 104 102 100 98 F.F. 103.5' ⅊⅊ ⅊ FS:102.83'FS:102.83' FG:102.75'FG:102.75' FG:102.75' FG:102.75' FG:101.33' R E V I S I O N BYMARKDATE SHEET OF 3 TITLE CHECK AND VERIFY ALL DIMENSIONS BEFORE PROCEEDING WITH THE WORK. REPORT DISCREPANCIES TO THE ENGINEER. ALL CONSTRUCTION SHALL CONFORM TO THE C.B.C. JOB #:DRAWN: DATE:CHECKED: 24-42 OM FMMar. 11, 25 P. O . B O X 2 1 1 1 0 LO N G B E A C H , C A 9 0 8 0 1 EL E V A T E D D E S I G N & C O N S U L T I N G PC-1 12/23/24 OM PC-2 3/11/25 CD Copyright 2024. All rights reserved. The use of these plans, calculations and specifications shall be restricted to the original site for which they were prepared, and publication thereof is expressly limited to such use. Reproduction, publication or reuse by any method, in whole or part, is prohibited without the permission and consent of Elevated Design & Consulting. Title to the Plans, calculations and specifications shall constitute prima facie evidence of the acceptance of these restrictions. In the event of unauthorized reuse of the plans by a third party, the third party shall hold Elevated Design & Consulting. Note: Plans are not valid for construction unless approved by the corresponding municipal governing body. DE S A N T I A G O R E S I D E N C E DE T A C H E D A D U PR O J E C T A D D R E S S : 25 1 7 W H U C K L E B E R R Y R D & 25 1 7 W H U C K L E B E R R Y R D # 2 SA N T A A N A , C A 9 2 7 0 6 DIGITALLY STAMPED & SIGNED ON 3/11/25 CIVIL SECTIONS C3.0 3 FO R R E F E R E N C E O N L Y FO R R E F E R E N C E O N L Y FOR REFERENCE ONLY FOR REFERENCE ONLY PC-2 PC-2 PC-2 PC-2 SECTION A-A SCALE: 1/4"= 1'-0" SECTION B-B SCALE: 1/4"= 1'-0" 128 126 124 122 120 118 116 114 112 110 108 106 104 102 100 98 128 126 124 122 120 118 116 114 112 110 108 106 104 102 100 98 128 126 124 122 120 118 116 114 112 110 108 106 104 102 100 98 128 126 124 122 120 118 116 114 112 110 108 106 104 102 100 98 F.F. 103.5'F.F. 102.5' 128 126 124 122 120 118 116 114 112 110 108 106 104 102 100 98 128 126 124 122 120 118 116 114 112 110 108 106 104 102 100 98 128 126 124 122 120 118 116 114 112 110 108 106 104 102 100 98 128 126 124 122 120 118 116 114 112 110 108 106 104 102 100 98 F.F. 103.5' ⅊⅊ ⅊ FS:102.83'FS:102.83' FG:102.75'FG:102.75' FG:102.75' FG:102.75' FG:101.33' R E V I S I O N BYMARKDATE SHEET OF 3 TITLE CHECK AND VERIFY ALL DIMENSIONS BEFORE PROCEEDING WITH THE WORK. REPORT DISCREPANCIES TO THE ENGINEER. ALL CONSTRUCTION SHALL CONFORM TO THE C.B.C. JOB #:DRAWN: DATE:CHECKED: 24-42 OM FMMar. 11, 25 P. O . B O X 2 1 1 1 0 LO N G B E A C H , C A 9 0 8 0 1 EL E V A T E D D E S I G N & C O N S U L T I N G PC-1 12/23/24 OM PC-2 3/11/25 CD Copyright 2024. All rights reserved. The use of these plans, calculations and specifications shall be restricted to the original site for which they were prepared, and publication thereof is expressly limited to such use. Reproduction, publication or reuse by any method, in whole or part, is prohibited without the permission and consent of Elevated Design & Consulting. Title to the Plans, calculations and specifications shall constitute prima facie evidence of the acceptance of these restrictions. In the event of unauthorized reuse of the plans by a third party, the third party shall hold Elevated Design & Consulting. Note: Plans are not valid for construction unless approved by the corresponding municipal governing body. DE S A N T I A G O R E S I D E N C E DE T A C H E D A D U PR O J E C T A D D R E S S : 25 1 7 W H U C K L E B E R R Y R D & 25 1 7 W H U C K L E B E R R Y R D # 2 SA N T A A N A , C A 9 2 7 0 6 DIGITALLY STAMPED & SIGNED ON 3/11/25 CIVIL SECTIONS C3.0 3 FO R R E F E R E N C E O N L Y FO R R E F E R E N C E O N L Y FOR REFERENCE ONLY FOR REFERENCE ONLY PC-2 PC-2 PC-2 PC-2 R E V I S I O N BYMARKDATE SHEET OF 3 TITLE CHECK AND VERIFY ALL DIMENSIONS BEFORE PROCEEDING WITH THE WORK. REPORT DISCREPANCIES TO THE ENGINEER. ALL CONSTRUCTION SHALL CONFORM TO THE C.B.C. JOB #:DRAWN: DATE:CHECKED: 24-42 OM FMMar. 11, 25 P. O . B O X 2 1 1 1 0 LO N G B E A C H , C A 9 0 8 0 1 EL E V A T E D D E S I G N & C O N S U L T I N G PC-1 12/23/24 OM PC-2 3/11/25 CD Copyright 2024. All rights reserved. The use of these plans, calculations and specifications shall be restricted to the original site for which they were prepared, and publication thereof is expressly limited to such use. Reproduction, publication or reuse by any method, in whole or part, is prohibited without the permission and consent of Elevated Design & Consulting. Title to the Plans, calculations and specifications shall constitute prima facie evidence of the acceptance of these restrictions. In the event of unauthorized reuse of the plans by a third party, the third party shall hold Elevated Design & Consulting. Note: Plans are not valid for construction unless approved by the corresponding municipal governing body. DE S A N T I A G O R E S I D E N C E DE T A C H E D A D U PR O J E C T A D D R E S S : 25 1 7 W H U C K L E B E R R Y R D & 25 1 7 W H U C K L E B E R R Y R D # 2 SA N T A A N A , C A 9 2 7 0 6 DIGITALLY STAMPED & SIGNED ON 3/11/25 CS1.0 CIVIL NOTES 1 GRADING GENERAL NOTES 1.ALL GRADING AND CONSTRUCTION SHALL CONFORM TO THE 2022CALIFORNIA BUILDING CODES AND THE STATE MODEL WATER EFFICIENCY LANDSCAPE ORDINANCE UNLESS SPECIFICALLY NOTED ON THESE PLANS. 2.ANY MODIFICATIONS OF OR CHANGES TO APPROVED GRADING PLANS MUST BE APPROVED BY THE BUILDING OFFICIAL. 3.ALL GRADING AND CONSTRUCTION ACTIVITIES SHALL COMPLY WITH CITY MUNICIPAL CODE THAT REGULATES THE HOURS OF OPERATION OF THE USE OF CONSTRUCTION AND GRADING EQUIPMENT. 4.CALIFORNIA PUBLIC RESOURCES CODE (SECTION 5097.98) AND HEALTH AND SAFETY CODE (SECTION 7050.5) ADDRESS THE DISCOVERY AND DISPOSITION OF HUMAN REMAINS. IN THE EVENT OF DISCOVERY OR RECOGNITION OF ANY HUMAN REMAINS IN ANY LOCATION OTHER THAN A DEDICATED CEMETERY, THE LAW REQUIRES THAT GRADING IMMEDIATELY STOPS AND NO FURTHER EXCAVATION OR DISTURBANCE OF THE SITE, OR ANY NEARBY AREA WHERE HUMAN REMAINS MAY BE LOCATED, OCCUR UNTIL THE FOLLOWING MEASURES HAVE BEEN TAKEN: 4.A.THE COUNTY CORONER HAS BEEN INFORMED AND HAS DETERMINED THAT NO INVESTIGATION OF THE CAUSE OF DEATH IS REQUIRED, AND 4.B.IF THE REMAINS ARE OF NATIVE AMERICAN ORIGIN, THE DESCENDANTS FROM THE DECEASED NATIVE AMERICANS HAVE MADE A RECOMMENDATION FOR THE MEANS OF TREATING OR DISPOSING, WITH APPROPRIATE DIGNITY, OF THE HUMAN REMAINS AND ANY ASSOCIATED GRAVE GOODS. 5.THE LOCATION AND PROTECTION OF ALL UTILITIES IS THE RESPONSIBILITY OF THE PERMITTEE. 6.ALL EXPORT OF MATERIAL FROM THE SITE MUST GO TO A PERMITTED SITE APPROVED BY THE BUILDING OFFICIAL OR A LEGAL DUMPSITE. RECEIPTS FOR THE ACCEPTANCE OF EXCESS MATERIAL BY A DUMPSITE MAY BE REQUIRED. 7.A COPY OF THE GRADING PERMIT AND APPROVED GRADING PLANS MUST IN THE POSSESSION OF A RESPONSIBLE PERSON AND AVAILABLE AT THE SITE AT ALL TIMES. 8.NO GRADING OR CONSTRUCTION SHALL OCCUR WITHIN THE PROTECTED ZONE OF ANY OAK TREE. THE PROTECTED ZONE SHALL MEAN THAT AREA WITHIN THE DRIP LINE OF AN OAK TREE EXTENDING THERE FROM A POINT AT LEAST FIVE FEET OUTSIDE THE DRIP LINE, OR 15 FEET FROM THE TRUNK(S) OF A TREE, WHICHEVER IS GREATER. 9.A PREVENTIVE PROGRAM TO PROTECT THE SLOPES FROM POTENTIAL DAMAGE FROM BURROWING RODENTS IS REQUIRED. OWNER IS TO INSPECT SLOPES PERIODICALLY FOR EVIDENCE OF BURROWING RODENTS AND AT FIRST EVIDENCE OF THEIR EXISTENCE SHALL EMPLOY AN EXTERMINATOR FOR THEIR REMOVAL. 10.IF GRADING AUTHORIZED BY THIS PLAN IS TO EXTEND THROUGH THE RAINY SEASON, NOVEMBER 1 THROUGH APRIL 15 OF THE FOLLOWING YEAR, SEPARATE UPDATED PLANS FOR EROSION CONTROL MUST BE SUBMITTED PRIOR TO OCTOBER. FILL NOTES 1.ALL FILL SHALL BE COMPACTED TO THE FOLLOWING MINIMUM RELATIVE COMPACTION CRITERIA: 1. 95 PERCENT OF MAXIMUM DRY DENSITY THE RELATIVE COMPACTION SHALL BE DETERMINED BY A.S.T.M. SOIL COMPACTION TEST D1557-91 WHERE APPLICABLE: WHERE NOT APPLICABLE, A TEST ACCEPTABLE TO THE BUILDING OFFICIAL SHALL BE USED. 2.FIELD DENSITY SHALL BE DETERMINED BY A METHOD ACCEPTABLE TO THE BUILDING OFFICIAL. HOWEVER, NOT LESS THAN 10% OF THE REQUIRED DENSITY TEST, UNIFORMLY DISTRIBUTED, AND SHALL BE OBTAINED BY THE SAND CONE METHOD. 3.SUFFICIENT TESTS OF THE FILL SOILS SHALL BE MADE TO DETERMINE THE RELATIVE COMPACTION OF THE FILL IN ACCORDANCE WITH THE FOLLOWING MINIMUM GUIDELINES: 3.A.ONE TEST FOR EACH TWO-FOOT VERTICAL LIFT. 3.B.ONE TEST FOR EACH 1,000 CUBIC YARDS OF MATERIAL PLACED. 3.C.ONE TEST AT THE LOCATION OF THE FINAL FILL SLOPE FOR EACH BUILDING SITE (LOT) IN EACH FOUR-FOOT VERTICAL LIFT OR PORTION THEREOF. 3.D.ONE TEST IN THE VICINITY OF EACH BUILDING PAD FOR EACH FOUR-FOOT VERTICAL LIFT OR PORTION THEREOF. 4.SUFFICIENT TESTS OF FILL SOILS SHALL BE MADE TO VERIFY THAT THE SOIL PROPERTIES COMPLY WITH THE DESIGN REQUIREMENTS, AS DETERMINED BY THE SOIL ENGINEER INCLUDING SOIL TYPES, SHEAR STRENGTH PARAMETERS AND CORRESPONDING UNIT WEIGHTS IN ACCORDANCE WITH THE FOLLOWING GUIDELINES: 4.A.PRIOR AND SUBSEQUENT TO PLACEMENT OF THE FILL, SHEAR TESTS SHALL BE TAKEN ON EACH TYPE OF SOIL OR SOIL MIXTURE TO BE USED FOR ALL FILL SLOPES STEEPER THAN THREE (3) HORIZONTAL TO ONE VERTICAL. 4.B.SHEAR TEST RESULTS FOR THE PROPOSED FILL MATERIAL MUST MEET OR EXCEED THE DESIGN VALUES USED IN THE GEOTECHNICAL REPORT TO DETERMINE SLOPE STABILITY REQUIREMENTS. OTHERWISE THE SLOPE MUST BE REEVALUATED USING THE ACTUAL SHEAR TEST VALUE OF THE FILL MATERIAL THAT IS IN PLACE. 4.C.FILL SOILS SHALL BE FREE OF DELETERIOUS MATERIALS. 5.FILL SHALL NOT BE PLANTED UNTIL STRIPPING OF VEGETATION, REMOVAL OF UNSUITABLE SOILS, AND INSTALLATION OF SUBDRAIN (IF ANY) HAVE BEEN INSPECTED AND APPROVED BY THE SOIL ENGINEER. THE BUILDING OFFICIAL MAY REQUIRE A "STANDARD TEST METHOD FOR MOISTURE, ASH, ORGANIC MATTER, PEAT OR OTHER ORGANIC SOILS" ASTM D-2974-87 ON ANY SUSPECT MATERIAL. DETRIMENTAL AMOUNTS OF ORGANIC MATERIAL SHALL NOT BE PERMITTED IN FILLS. SOIL CONTAINING SMALL AMOUNTS OF ROOTS MAY BE ALLOWED PROVIDED THAT THE ROOTS ARE IN A QUANTITY AND DISTRIBUTED IN A MANNER THAT WILL NOT BE DETRIMENTAL TO THE FUTURE USE OF THE SITE AND THE SOILS ENGINEER APPROVES THE USE OF SUCH MATERIAL. 6.ROCK OR SIMILAR MATERIAL GREATER THAN 6 INCHES IN DIAMETER SHALL NOT BE PLACED IN THE FILL UNLESS RECOMMENDATIONS FOR SUCH PLACEMENTS HAVE BEEN SUBMITTED BY THE SOIL ENGINEER AND APPROVED IN ADVANCE BY THE BUILDING OFFICIAL. LOCATION, EXTENT, AND ELEVATION OR ROCK DISPOSAL AREAS MUST BE SHOWN ON AN "AS BUILT" GRADING PLAN. 7.CONTINUOUS INSPECTION BY THE SOIL ENGINEER, OR A RESPONSIBLE REPRESENTATIVE, SHALL BE PROVIDED DURING ALL FILL PLACEMENT AND COMPACTION OPERATIONS WHERE FILLS HAVE A DEPTH GREATER THAN 30 FEET OR SLOPE SURFACE STEEPER THAN 2:1. 8.FILL SLOPES IN EXCESS OF 2:1 STEEPNESS RATIO ARE TO BE CONSTRUCTED BY THE PLACEMENT OF SOIL AT SUFFICIENT DISTANCE BEYOND THE PROPOSED FINISH SLOPE TO ALLOW COMPACTION EQUIPMENT TO BE OPERATED AT THE OUTER LIMITS OF THE FINAL SLOPE SURFACE. THE EXCESS FILLS TO BE REMOVED PRIOR TO COMPLETION OF ROUGH GRADING. OTHER CONSTRUCTION PROCEDURES MAY BE USED WHEN IT IS DEMONSTRATED TO THE SATISFACTION OF THE BUILDING OFFICIAL THAT THE ANGLE OF SLOPE, CONSTRUCTION METHOD AND OTHER FACTS WILL HAVE EQUIVALENT EFFECT. TEMPORARY EXCAVATIONS 1.ANY UNSURCHARGED EXCAVATIONS MAY HAVE VERTICAL CUTS TO A MAXIMUM HEIGHT OF FIVE FEET IN COLLUVIUM, WITH ANY PORTION ABOVE FIVE FEET TRIMMED BACK AT A GRADIENT OF 1:1. 2.ALL APPLICABLE REQUIREMENTS OF THE CALIFORNIA CONSTRUCTION AND GENERAL INDUSTRY SAFETY ORDERS, THE OCCUPATIONAL SAFETY AND HEALTH ACT, AND THE CONSTRUCTION SAFETY ACT SHOULD BE MET. 3.WHERE SLOPED EMBANKMENTS ARE USED, THE TOP OF THE SLOPE SHOULD BE BARRICADED TO PREVENT EQUIPMENT AND HEAVY STORAGE LOADS WITHIN FIVE FEET OF THE TOP OF THE SLOPE. IF THE TEMPORARY CONSTRUCTION EMBANKMENTS ARE TO BE MAINTAINED FOR LONG PERIODS, BERMS SHOULD BE CONSTRUCTED ALONG THE TOP OF THE SLOPE TO PREVENT RUNOFF WATER FROM ERODING THE SLOPE FACES. THE SOILS EXPOSED IN THE TEMPORARY BACKCUT SLOPES DURING EXCAVATION SHOULD BE OBSERVED BY OUR PERSONNEL SO THAT MODIFICATIONS OF THE SLOPES CAN BE MADE IF VARIATIONS IN THE SOIL CONDITIONS OCCUR. 4.ALL NEW GRADED SLOPES SHALL BE NO STEEPER THAN 2H:1V. STORMWATER CONSTRUCTION NOTES MINIMUM BMP REQUIREMENTS FOR CONSTRUCTION ACTIVITIES FOR ALL DEVELOPMENT CONSTRUCTION PROJECTS. 1.ERODED SEDIMENTS AND OTHER POLLUTANTS MUST BE RETAINED ON SITE AND MAY NOT BE TRANSPORTED FROM THE STIE VIA SHEET FLOW, SWALES, AREA DRAINS, NATURAL DRAINAGE COURSES OR WIND. 2.STOCKPILES OR EARTH AND OTHER CONSTRUCTION RELATED MATERIALS MUST BE PROTECTED FROM BEING TRANSPORTED FROM THE SITE BY THE FORCE OF WIND AND WATER. 3.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. 4.NON-STORMWATER RUNOFF FROM EQUIPMENT AND VEHICLE WASHING AND ANY OTHER ACTIVITY SHALL BE CONTAINED AT THE PROJECT SITE. 5.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. 6.TRASH AND CONSTRUCTION RELATED SOLID WASTES MUST BE DEPOSITED INTO A COVERED RECEPTACLE TO PREVENT CONTAMINATION OR RAINWATER AND DISPERSAL BY WIND. 7.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. 8.ANY SLOPE WITH DISTURBED SOILS OR DENUDED OF VEGETATION MUST BE STABILIZED SO AS ITO INHIBIT EROSION BY WIND AND WATER. 9.ADDITIONAL BMPS WILL BE IMPLEMENTED AS DEEMED NECESSARY BY CITY INSPECTORS. WM-1 MATERIAL STORAGE AND DELIVERY PROVIDE A MATERIAL STORAGE AREA WITH SECONDARY CONTAINMENT AND/OR WEATHER PROTECTION. NOTE THE MAINTENANCE PRACTICES AND SCHEDULE PROPOSED FOR THIS AREA. WM-2 MATERIAL USE HAZARDOUS MATERIALS, FERTILIZERS, PESTICIDES, PLASTERS, SOLVENTS, PAINTS, AND OTHER COMPOUNDS MUST BE PROPERLY HANDLED IN ORDER TO REDUCE THE RISK OF POLLUTION OR CONTAMINATION. TRAINING AND INFORMATION ON PROCEDURES FOR THE PROPER USE OF ALL MATERIALS MUST BE AVAILABLE TO THE EMPLOYEES THAT APPLY SUCH MATERIALS. WM-4 SPILL PREVENTION AND CONTROL IDENTIFY SPILL PREVENTION AND CONTROL MEASURES THAT WILL BE TAKEN FOR ALL PROPOSED MATERIALS. IDENTIFY THE METHODS, BY WHICH ACCIDENTAL SPILLS WILL BE CLEANED AND PROPERLY DISPOSED OF. WM-5 SOLID WASTE MANAGEMENT PROVIDE DESIGNATED WASTE COLLECTION AREAS AND CONTAINERS. ARRANGE FOR REGULAR DISPOSAL. PROVIDE COVERED STORAGE WITH SECONDARY CONTAINMENT. CONTAINERS ARE REQUIRED TO PROTECT WASTE FROM RAIN TO PREVENT WATER POLLUTION AND PREVENT WIND DISPERSAL. WM-6 HAZARDOUS WASTE MANAGEMENT HAZARDOUS MATERIALS MUST BE DISPOSED OF IN ACCORDANCE WITH STATE AND FEDERAL REGULATIONS. IDENTIFY THE PROPOSED METHODS OF DISPOSAL AND ANY SPECIAL HANDLING CONTRACTS THAT MAY BE APPLICABLE. WM-7 CONTAMINATED SOIL MANAGEMENT PREVENT OR REDUCE THE DISCHARGE OF POLLUTANTS TO STORMWATER FROM CONTAMINATED SOIL AND HIGHLY ACIDIC OR ALKALINE SOILS BY CONDUCTING PRECONSTRUCTION SURVEYS, INSPECTING EXCAVATIONS REGULARLY, AND PREMEDITATING CONTAMINATED SOIL PROMPTLY. STORMWATER CONSTRUCTION NOTES CONT. WM-8 CONCRETE WASTE MANAGEMENT STORE DRY AND WET MATERIALS UNDER COVER. AVOID ONSITE WASHOUT EXCEPT IN DESIGNATED AREAS AWAY FROM DRAINS, DITCHES, STREETS, AND STREAMS,. CONCRETE WASTE DEPOSITED ON SITE SHALL SET-UP, BE BROKEN APART, AND DISPOSED OF PROPERLY. CONTAINMENT AND PROPER DISPOSAL IS REQUIRED FOR ALL CONCRETE WASTE. WM-9 SANITARY/SEPTIC WASTE MANAGEMENT UNTREATED RAW WASTEWATER IS NOT TO BE DISCHARGED OR BURIED. SANITARY SEWER FACILITIES ON SITE ARE REQUIRED TO BE IN COMPLIANCE WITH LOCAL HEALTH AGENCY REQUIREMENTS. SANITARY OR SEPTIC WASTES MUST BE TREATED OR DISPOSED OF IN ACCORDANCE WITH STATE AND LOCAL REQUIREMENTS. TC-1 STABILIZED CONSTRUCTION ENTRANCE A STABILIZED ENTRANCE IS REQUIRED FOR ALL CONSTRUCTION SITES TO ENSURE THAT DIRT AND DEBRIS ARE NOT TRACKED ONTO THE ROAD OR ADJACENT PROPERTY. MAINTENANCE OF SUCH A SYSTEM IS REQUIRED FOR THE DURATION OF THE PROJECT. SUCH STABILIZATION MAY BE OF ROCK OR PAVED. SE-1 SILT FENCE / SE-3 SEDIMENT TRAP / SE-8 SAND BAGS ERODED SEDIMENTS MUST BE RETAINED ONSITE AND NOT PERMITTED TO ENTER THE DRAINAGE SYSTEM. MAY BE WAIVED AT THE SOLE DISCRETION OF THE CITY INSPECTOR IF OTHER EROSION CONTROL BMPS ARE DEEMED SUFFICIENT. DRAINAGE NOTES 1.ROOF DRAINAGE MUST BE DIVERTED FROM GRADED SLOPES. 2.PROVISIONS SHALL BE MADE FOR CONTRIBUTORY DRAINAGE AT ALL TIMES. 3.IF CONSTRUCTION AND GRADING WITHIN A STORM DRAIN EASEMENT ARE TO BE DONE, ALL WORK IS TO BE DONE PER PRIVATE DRAIN PD NO.___________________ OR MISCELLANEOUS TRANSFER DRAIN MTD NO.___________________. 4.ALL STORM DRAIN WORK IS TO BE DONE UNDER CONTINUOUS INSPECTION BY THE FIELD ENGINEER. SHORT-TERM EXCAVATIONS 1.SHORT-TERM EXCAVATIONS 5 FEET DEEP AND GREATER SHALL CONFORM TO TITLE 8 OF THE CALIFORNIA CODE OF REGULATIONS, CONSTRUCTION SAFETY ORDERS, SECTION 1504 AND 1539 THROUGH 1547. 2.SHORT-TERM SLOPE CONSTRUCTION AND MAINTENANCE ARE THE RESPONSIBILITY OF THE CONTRACTOR, AND SHOULD BE A CONSIDERATION OF HIS METHODS OF OPERATION AND THE ACTUAL SOIL CONDITIONS ENCOUNTERED. NOTICE TO CONTRACTOR 1.CONSTRUCTION CONTRACTOR AGREES THAT IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES. CONSTRUCTION CONTRACTOR WILL BE REQUIRED TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THE PROJECT, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY, THAT THIS REQUIREMENT SHALL BE MADE TO APPLY CONTINUOUSLY AND NOT LIMITED TO NORMAL WORKING HOURS. 2.THE CONTRACTOR SHALL NOTIFY UNDERGROUND SERVICE ALERT AT LEAST 48 HOURS PRIOR TO COMMENCEMENT OF EXCAVATION TO ARRANGE FOR FIELD LOCATIONS OF UTILITY LINES. CALL 1-800-422-4133 FOR THIS SERVICE. ANY UTILITY NOT SUBSCRIBING TO THIS SERVICE SHALL BE CONTACTED DIRECTLY. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE WHETHER AL UTILITIES HAVE BEEN NOTIFIED. 3.THE CONTRACTOR SHALL OBTAIN A PERMIT FROM THE DEPARTMENT OF PUBLIC WORKS PRIOR TO PERFORMING ANY WORK IN THE CITY RIGHT OF WAY. 4.ALL CONSTRUCTION ACTIVITIES WITHIN CITY RIGHT OF WAY SHALL BE DONE IN ACCORDANCE WITH THE LATEST EDITION OF THE AMERICAN PUBLIC WORKS ASSOCIATION STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION AND THE CITY OF LOS ANGELES "BROWN BOOK". 5.ALL TRAFFIC CONTROL, BARRICADING, AND CONSTRUCTION SIGNING SHALL BE IN CONFORMANCE WITH THE WORK AREA TRAFFIC CONTROL HANDBOOK (WATCH), DETOUR SIGNS SHALL BE POSTED ON WOOD OR METAL POSTS. SIGNS SHALL NOT BE POSTED ON ANY TREE OR TRAFFIC SIGN. 6.NO WATER SHALL BE TAKEN FROM FIRE HYDRANTS WITHOUT APPROVAL FORM THE JURISDICTIONAL WATER AGENCY. 7.DUST SHALL BE CONTROLLED BY SWEEPING AND WATERING. 8.ALL NONSTORMWATER DISCHARGES FROM THE CONSTRUCTION PHASE ACTIVITIES AT THE PROJECT (I.E. MIXING AND CLEANING OF CONSTRUCTION MATERIALS, CONCRETE AND PLASTER WASHOUT, DISPOSAL, OF PAINTS, ADHESIVES, SOLVENTS, AND LANDSCAPE PRODUCTS) SHALL BE PROHIBITED FROM ENTERING THE PUBLIC STORM DRAINAGE SYSTEM (INCLUDING MUNICIPAL STREETS, CATCH BASINS, CURBS, GUTTERS, DITCHES, MAN-MADE CHANNELS OR UNDERGROUND STORM DRAINS). PROJECT LOCATION 2517 W HUCKLEBERRY RD #2 SANTA ANA, CA 92706 PROPERTY DESCRIPTION APN NUMBER: 101-121-04 ZONING: R1 OCCUPANCY: R-3, U LEGAL DESCRIPTION: N TR 1369 BLK LOT 38 PROJECT INFORMATION: LOT SIZE: 8,159 SQ.FT. CONSTRUCTION TYPE: V-B PROPOSED IMPERVIOUS AREA: 670 SQ.FT. TOTAL IMPERVIOUS AREA: 6,372 SQ.FT. DISTURBED AREA: 670 SQ.FT. 2 3 4 5 6 OWNER ANDRES DE SANTIAGO 2157 HUCKLEBERRY RD SANTA ANA, CA 92706 PROJECT DRAFTER JAA DESIGN SERVICES 75145 ST CHARLES PL #3 PALM DESERT, CA 92211 (714) 404-5142 AYALA.JUAN.ANTONIO@GMAIL.COM CIVIL ENGINEER FABIAN MENDOZA, P.E. EDnC, INC. P.O.BOX 2305 NORWALK, CA 90651 (562) 412-8599 FABIAN@EDNCENGINEERS.COM SHEET DESCRIPTION CS1.0 CIVIL NOTES CIVIL SECTIONS GRADING SUMMARY WITHIN BUILDING FOOTPRINT OUTSIDE FOOTPRINT REMOVE AND RECOMPACT TOTAL CUT 7.8 CU.YD.6.3 CU.YD.0 CU.YD.14.1CU.YD. FILL 0 CU.YD.0 CU.YD. NET 14.1CU.YD. GRADING INFORMATION SHEET INDEXPROJECT DIRECTORYPROJECT DATAVICINITY MAP C3.0 1GENERAL NOTES PROJECT LOCATION FUGITIVE DUST MITIGATION PLAN NOTES: 1.ENTIRE SITE SHALL-BE PRE-WATERED FOR 48 HOURS PRIOR TO CLEARING AND GRUBBING. 2.IMPORT AND EXPORT MATERIAL TO BE PRE-MOISTENED PRIOR TO TRANSPORT AND COVERED DURING TRANSPORT AND WATERED DURING UNLOADING OR LOADING AT SITE. 3.DURING GRADING OPERATIONS, CONSTRUCTION OF THE HOUSE; INSTALLATION OF UTILITIES AND. OTHER SITE WORK, BLOWING DUST SHALL BE CONTROLLED BY WATERING THE SOIL TO BE MOVED NOT LESS THAN 15 MINUTES PRIOR TO MOVING SUCH SOIL, AND LIKEWISE WATERING THE LOCATION FROM WHICH SUCH SOIL WAS MOVED IN ALIKE AMOUNT, TO PREVENT THE EMISSION OF VISIBLE DUST IN THE ATMOSPHERE BEYOND THE PROJECT SITE. 4.WHEN WIND GUSTS EXCEED 25-MILES PER HOUR, CEASE ALL ACTIVE GRADING OPERATIONS. IMPLEMENT ALL NECESSARY CONTROL MEASURES (WATERING, CHEMICAL STABILIZATION, ETC.) TO PREVENT THE EMISSIONS OF VISIBLE DUST IN THE ATMOSPHERE BEYOND THE PROJECT SITE. 5.MAINTAIN RECORDS TO DOCUMENT THE DATES OF ACTIVE OPERATION, ALL APPLICABLE FUGITIVE DUST SOURCE TYPES, AND CONTROL MEASURES TAKEN. MAINTAIN THE RECORDS FOR A PERIOD OF AT LEAST SIX MONTHS AND MAKE THE RECORDS AVAILABLE TO THE COUNTY REPRESENTATIVES UPON REQUEST. 6.DIRT TRACKED ONTO ADJACENT ROADS SHALL BE IMMEDIATELY WASHED OR SWEPT FROM THOSE ROADS. 7.PRIOR TO WEEKENDS, OR WHEN CONSTRUCTION ACTIVITIES CEASE FOR MORE THAN: TWO. DAYS DISTURBED GROUND SURFACES SHALL BE SPRAYED WITH WATER CONTAINING A MIXTURE OF, CHEMICAL STABILIZER DILUTED TO NOT LESS THAN 1/20TH, THE CONCENTRATION REQUIRED TO MAINTAIN A STABILIZED SURFACE FOR A PERIOD OF SIX MONTHS. 8.ACCEPTABLE CHEMICAL STABILIZERS: SOIL CEMENT; ENVIRONKLEEN; MAGNESIUM CHLORIDE; CALCIUM CHLORIDE; ARENArx. 9.LANDSCAPING SHALL BE INSTALLED AS SOON AS PRACTICAL; UNTIL SUCH TIME AS LANDSCAPING IS INSTALLED DUST SHALL BE CONTROLLED BY WATERING. 10.A SIGN SHALL BE A POSTED AT THE SITE IN A CONSPICUOUS LOCATION AND SHALL BE VISIBLE TO PASSING TRAFFIC. THE POSTED SIGN SHALL MEET THE CRITERIA SHOWN ON THE ATTACHED SHEET. 11. 24 HOUR EMERGENCY DUST CONTROL POINT OF CONTACT FOR CONTROLLING DUST ON THE SITE: NAME (PRINTED) ___________________________________________________________________________ 24-HOUR TELEPHONE NO.: _______________________________________________________________ GRADING & DRAINAGE PLANSC2.0 FO R R E F E R E N C E O N L Y FOR REFERENCE ONLY FOR REFERENCE ONLY FO R R E F E R E N C E O N L Y PC-2 PC-2 PC-2 PC-2 R E V I S I O N BYMARKDATE SHEET OF 3 TITLE CHECK AND VERIFY ALL DIMENSIONS BEFORE PROCEEDING WITH THE WORK. REPORT DISCREPANCIES TO THE ENGINEER. ALL CONSTRUCTION SHALL CONFORM TO THE C.B.C. JOB #:DRAWN: DATE:CHECKED: 24-42 OM FMMar. 11, 25 P. O . B O X 2 1 1 1 0 LO N G B E A C H , C A 9 0 8 0 1 EL E V A T E D D E S I G N & C O N S U L T I N G PC-1 12/23/24 OM PC-2 3/11/25 CD Copyright 2024. All rights reserved. The use of these plans, calculations and specifications shall be restricted to the original site for which they were prepared, and publication thereof is expressly limited to such use. Reproduction, publication or reuse by any method, in whole or part, is prohibited without the permission and consent of Elevated Design & Consulting. Title to the Plans, calculations and specifications shall constitute prima facie evidence of the acceptance of these restrictions. In the event of unauthorized reuse of the plans by a third party, the third party shall hold Elevated Design & Consulting. Note: Plans are not valid for construction unless approved by the corresponding municipal governing body. DE S A N T I A G O R E S I D E N C E DE T A C H E D A D U PR O J E C T A D D R E S S : 25 1 7 W H U C K L E B E R R Y R D & 25 1 7 W H U C K L E B E R R Y R D # 2 SA N T A A N A , C A 9 2 7 0 6 DIGITALLY STAMPED & SIGNED ON 3/11/25 CS1.0 CIVIL NOTES 1 GRADING GENERAL NOTES 1.ALL GRADING AND CONSTRUCTION SHALL CONFORM TO THE 2022CALIFORNIA BUILDING CODES AND THE STATE MODEL WATER EFFICIENCY LANDSCAPE ORDINANCE UNLESS SPECIFICALLY NOTED ON THESE PLANS. 2.ANY MODIFICATIONS OF OR CHANGES TO APPROVED GRADING PLANS MUST BE APPROVED BY THE BUILDING OFFICIAL. 3.ALL GRADING AND CONSTRUCTION ACTIVITIES SHALL COMPLY WITH CITY MUNICIPAL CODE THAT REGULATES THE HOURS OF OPERATION OF THE USE OF CONSTRUCTION AND GRADING EQUIPMENT. 4.CALIFORNIA PUBLIC RESOURCES CODE (SECTION 5097.98) AND HEALTH AND SAFETY CODE (SECTION 7050.5) ADDRESS THE DISCOVERY AND DISPOSITION OF HUMAN REMAINS. IN THE EVENT OF DISCOVERY OR RECOGNITION OF ANY HUMAN REMAINS IN ANY LOCATION OTHER THAN A DEDICATED CEMETERY, THE LAW REQUIRES THAT GRADING IMMEDIATELY STOPS AND NO FURTHER EXCAVATION OR DISTURBANCE OF THE SITE, OR ANY NEARBY AREA WHERE HUMAN REMAINS MAY BE LOCATED, OCCUR UNTIL THE FOLLOWING MEASURES HAVE BEEN TAKEN: 4.A.THE COUNTY CORONER HAS BEEN INFORMED AND HAS DETERMINED THAT NO INVESTIGATION OF THE CAUSE OF DEATH IS REQUIRED, AND 4.B.IF THE REMAINS ARE OF NATIVE AMERICAN ORIGIN, THE DESCENDANTS FROM THE DECEASED NATIVE AMERICANS HAVE MADE A RECOMMENDATION FOR THE MEANS OF TREATING OR DISPOSING, WITH APPROPRIATE DIGNITY, OF THE HUMAN REMAINS AND ANY ASSOCIATED GRAVE GOODS. 5.THE LOCATION AND PROTECTION OF ALL UTILITIES IS THE RESPONSIBILITY OF THE PERMITTEE. 6.ALL EXPORT OF MATERIAL FROM THE SITE MUST GO TO A PERMITTED SITE APPROVED BY THE BUILDING OFFICIAL OR A LEGAL DUMPSITE. RECEIPTS FOR THE ACCEPTANCE OF EXCESS MATERIAL BY A DUMPSITE MAY BE REQUIRED. 7.A COPY OF THE GRADING PERMIT AND APPROVED GRADING PLANS MUST IN THE POSSESSION OF A RESPONSIBLE PERSON AND AVAILABLE AT THE SITE AT ALL TIMES. 8.NO GRADING OR CONSTRUCTION SHALL OCCUR WITHIN THE PROTECTED ZONE OF ANY OAK TREE. THE PROTECTED ZONE SHALL MEAN THAT AREA WITHIN THE DRIP LINE OF AN OAK TREE EXTENDING THERE FROM A POINT AT LEAST FIVE FEET OUTSIDE THE DRIP LINE, OR 15 FEET FROM THE TRUNK(S) OF A TREE, WHICHEVER IS GREATER. 9.A PREVENTIVE PROGRAM TO PROTECT THE SLOPES FROM POTENTIAL DAMAGE FROM BURROWING RODENTS IS REQUIRED. OWNER IS TO INSPECT SLOPES PERIODICALLY FOR EVIDENCE OF BURROWING RODENTS AND AT FIRST EVIDENCE OF THEIR EXISTENCE SHALL EMPLOY AN EXTERMINATOR FOR THEIR REMOVAL. 10.IF GRADING AUTHORIZED BY THIS PLAN IS TO EXTEND THROUGH THE RAINY SEASON, NOVEMBER 1 THROUGH APRIL 15 OF THE FOLLOWING YEAR, SEPARATE UPDATED PLANS FOR EROSION CONTROL MUST BE SUBMITTED PRIOR TO OCTOBER. FILL NOTES 1.ALL FILL SHALL BE COMPACTED TO THE FOLLOWING MINIMUM RELATIVE COMPACTION CRITERIA: 1. 95 PERCENT OF MAXIMUM DRY DENSITY THE RELATIVE COMPACTION SHALL BE DETERMINED BY A.S.T.M. SOIL COMPACTION TEST D1557-91 WHERE APPLICABLE: WHERE NOT APPLICABLE, A TEST ACCEPTABLE TO THE BUILDING OFFICIAL SHALL BE USED. 2.FIELD DENSITY SHALL BE DETERMINED BY A METHOD ACCEPTABLE TO THE BUILDING OFFICIAL. HOWEVER, NOT LESS THAN 10% OF THE REQUIRED DENSITY TEST, UNIFORMLY DISTRIBUTED, AND SHALL BE OBTAINED BY THE SAND CONE METHOD. 3.SUFFICIENT TESTS OF THE FILL SOILS SHALL BE MADE TO DETERMINE THE RELATIVE COMPACTION OF THE FILL IN ACCORDANCE WITH THE FOLLOWING MINIMUM GUIDELINES: 3.A.ONE TEST FOR EACH TWO-FOOT VERTICAL LIFT. 3.B.ONE TEST FOR EACH 1,000 CUBIC YARDS OF MATERIAL PLACED. 3.C.ONE TEST AT THE LOCATION OF THE FINAL FILL SLOPE FOR EACH BUILDING SITE (LOT) IN EACH FOUR-FOOT VERTICAL LIFT OR PORTION THEREOF. 3.D.ONE TEST IN THE VICINITY OF EACH BUILDING PAD FOR EACH FOUR-FOOT VERTICAL LIFT OR PORTION THEREOF. 4.SUFFICIENT TESTS OF FILL SOILS SHALL BE MADE TO VERIFY THAT THE SOIL PROPERTIES COMPLY WITH THE DESIGN REQUIREMENTS, AS DETERMINED BY THE SOIL ENGINEER INCLUDING SOIL TYPES, SHEAR STRENGTH PARAMETERS AND CORRESPONDING UNIT WEIGHTS IN ACCORDANCE WITH THE FOLLOWING GUIDELINES: 4.A.PRIOR AND SUBSEQUENT TO PLACEMENT OF THE FILL, SHEAR TESTS SHALL BE TAKEN ON EACH TYPE OF SOIL OR SOIL MIXTURE TO BE USED FOR ALL FILL SLOPES STEEPER THAN THREE (3) HORIZONTAL TO ONE VERTICAL. 4.B.SHEAR TEST RESULTS FOR THE PROPOSED FILL MATERIAL MUST MEET OR EXCEED THE DESIGN VALUES USED IN THE GEOTECHNICAL REPORT TO DETERMINE SLOPE STABILITY REQUIREMENTS. OTHERWISE THE SLOPE MUST BE REEVALUATED USING THE ACTUAL SHEAR TEST VALUE OF THE FILL MATERIAL THAT IS IN PLACE. 4.C.FILL SOILS SHALL BE FREE OF DELETERIOUS MATERIALS. 5.FILL SHALL NOT BE PLANTED UNTIL STRIPPING OF VEGETATION, REMOVAL OF UNSUITABLE SOILS, AND INSTALLATION OF SUBDRAIN (IF ANY) HAVE BEEN INSPECTED AND APPROVED BY THE SOIL ENGINEER. THE BUILDING OFFICIAL MAY REQUIRE A "STANDARD TEST METHOD FOR MOISTURE, ASH, ORGANIC MATTER, PEAT OR OTHER ORGANIC SOILS" ASTM D-2974-87 ON ANY SUSPECT MATERIAL. DETRIMENTAL AMOUNTS OF ORGANIC MATERIAL SHALL NOT BE PERMITTED IN FILLS. SOIL CONTAINING SMALL AMOUNTS OF ROOTS MAY BE ALLOWED PROVIDED THAT THE ROOTS ARE IN A QUANTITY AND DISTRIBUTED IN A MANNER THAT WILL NOT BE DETRIMENTAL TO THE FUTURE USE OF THE SITE AND THE SOILS ENGINEER APPROVES THE USE OF SUCH MATERIAL. 6.ROCK OR SIMILAR MATERIAL GREATER THAN 6 INCHES IN DIAMETER SHALL NOT BE PLACED IN THE FILL UNLESS RECOMMENDATIONS FOR SUCH PLACEMENTS HAVE BEEN SUBMITTED BY THE SOIL ENGINEER AND APPROVED IN ADVANCE BY THE BUILDING OFFICIAL. LOCATION, EXTENT, AND ELEVATION OR ROCK DISPOSAL AREAS MUST BE SHOWN ON AN "AS BUILT" GRADING PLAN. 7.CONTINUOUS INSPECTION BY THE SOIL ENGINEER, OR A RESPONSIBLE REPRESENTATIVE, SHALL BE PROVIDED DURING ALL FILL PLACEMENT AND COMPACTION OPERATIONS WHERE FILLS HAVE A DEPTH GREATER THAN 30 FEET OR SLOPE SURFACE STEEPER THAN 2:1. 8.FILL SLOPES IN EXCESS OF 2:1 STEEPNESS RATIO ARE TO BE CONSTRUCTED BY THE PLACEMENT OF SOIL AT SUFFICIENT DISTANCE BEYOND THE PROPOSED FINISH SLOPE TO ALLOW COMPACTION EQUIPMENT TO BE OPERATED AT THE OUTER LIMITS OF THE FINAL SLOPE SURFACE. THE EXCESS FILLS TO BE REMOVED PRIOR TO COMPLETION OF ROUGH GRADING. OTHER CONSTRUCTION PROCEDURES MAY BE USED WHEN IT IS DEMONSTRATED TO THE SATISFACTION OF THE BUILDING OFFICIAL THAT THE ANGLE OF SLOPE, CONSTRUCTION METHOD AND OTHER FACTS WILL HAVE EQUIVALENT EFFECT. TEMPORARY EXCAVATIONS 1.ANY UNSURCHARGED EXCAVATIONS MAY HAVE VERTICAL CUTS TO A MAXIMUM HEIGHT OF FIVE FEET IN COLLUVIUM, WITH ANY PORTION ABOVE FIVE FEET TRIMMED BACK AT A GRADIENT OF 1:1. 2.ALL APPLICABLE REQUIREMENTS OF THE CALIFORNIA CONSTRUCTION AND GENERAL INDUSTRY SAFETY ORDERS, THE OCCUPATIONAL SAFETY AND HEALTH ACT, AND THE CONSTRUCTION SAFETY ACT SHOULD BE MET. 3.WHERE SLOPED EMBANKMENTS ARE USED, THE TOP OF THE SLOPE SHOULD BE BARRICADED TO PREVENT EQUIPMENT AND HEAVY STORAGE LOADS WITHIN FIVE FEET OF THE TOP OF THE SLOPE. IF THE TEMPORARY CONSTRUCTION EMBANKMENTS ARE TO BE MAINTAINED FOR LONG PERIODS, BERMS SHOULD BE CONSTRUCTED ALONG THE TOP OF THE SLOPE TO PREVENT RUNOFF WATER FROM ERODING THE SLOPE FACES. THE SOILS EXPOSED IN THE TEMPORARY BACKCUT SLOPES DURING EXCAVATION SHOULD BE OBSERVED BY OUR PERSONNEL SO THAT MODIFICATIONS OF THE SLOPES CAN BE MADE IF VARIATIONS IN THE SOIL CONDITIONS OCCUR. 4.ALL NEW GRADED SLOPES SHALL BE NO STEEPER THAN 2H:1V. STORMWATER CONSTRUCTION NOTES MINIMUM BMP REQUIREMENTS FOR CONSTRUCTION ACTIVITIES FOR ALL DEVELOPMENT CONSTRUCTION PROJECTS. 1.ERODED SEDIMENTS AND OTHER POLLUTANTS MUST BE RETAINED ON SITE AND MAY NOT BE TRANSPORTED FROM THE STIE VIA SHEET FLOW, SWALES, AREA DRAINS, NATURAL DRAINAGE COURSES OR WIND. 2.STOCKPILES OR EARTH AND OTHER CONSTRUCTION RELATED MATERIALS MUST BE PROTECTED FROM BEING TRANSPORTED FROM THE SITE BY THE FORCE OF WIND AND WATER. 3.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. 4.NON-STORMWATER RUNOFF FROM EQUIPMENT AND VEHICLE WASHING AND ANY OTHER ACTIVITY SHALL BE CONTAINED AT THE PROJECT SITE. 5.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. 6.TRASH AND CONSTRUCTION RELATED SOLID WASTES MUST BE DEPOSITED INTO A COVERED RECEPTACLE TO PREVENT CONTAMINATION OR RAINWATER AND DISPERSAL BY WIND. 7.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. 8.ANY SLOPE WITH DISTURBED SOILS OR DENUDED OF VEGETATION MUST BE STABILIZED SO AS ITO INHIBIT EROSION BY WIND AND WATER. 9.ADDITIONAL BMPS WILL BE IMPLEMENTED AS DEEMED NECESSARY BY CITY INSPECTORS. WM-1 MATERIAL STORAGE AND DELIVERY PROVIDE A MATERIAL STORAGE AREA WITH SECONDARY CONTAINMENT AND/OR WEATHER PROTECTION. NOTE THE MAINTENANCE PRACTICES AND SCHEDULE PROPOSED FOR THIS AREA. WM-2 MATERIAL USE HAZARDOUS MATERIALS, FERTILIZERS, PESTICIDES, PLASTERS, SOLVENTS, PAINTS, AND OTHER COMPOUNDS MUST BE PROPERLY HANDLED IN ORDER TO REDUCE THE RISK OF POLLUTION OR CONTAMINATION. TRAINING AND INFORMATION ON PROCEDURES FOR THE PROPER USE OF ALL MATERIALS MUST BE AVAILABLE TO THE EMPLOYEES THAT APPLY SUCH MATERIALS. WM-4 SPILL PREVENTION AND CONTROL IDENTIFY SPILL PREVENTION AND CONTROL MEASURES THAT WILL BE TAKEN FOR ALL PROPOSED MATERIALS. IDENTIFY THE METHODS, BY WHICH ACCIDENTAL SPILLS WILL BE CLEANED AND PROPERLY DISPOSED OF. WM-5 SOLID WASTE MANAGEMENT PROVIDE DESIGNATED WASTE COLLECTION AREAS AND CONTAINERS. ARRANGE FOR REGULAR DISPOSAL. PROVIDE COVERED STORAGE WITH SECONDARY CONTAINMENT. CONTAINERS ARE REQUIRED TO PROTECT WASTE FROM RAIN TO PREVENT WATER POLLUTION AND PREVENT WIND DISPERSAL. WM-6 HAZARDOUS WASTE MANAGEMENT HAZARDOUS MATERIALS MUST BE DISPOSED OF IN ACCORDANCE WITH STATE AND FEDERAL REGULATIONS. IDENTIFY THE PROPOSED METHODS OF DISPOSAL AND ANY SPECIAL HANDLING CONTRACTS THAT MAY BE APPLICABLE. WM-7 CONTAMINATED SOIL MANAGEMENT PREVENT OR REDUCE THE DISCHARGE OF POLLUTANTS TO STORMWATER FROM CONTAMINATED SOIL AND HIGHLY ACIDIC OR ALKALINE SOILS BY CONDUCTING PRECONSTRUCTION SURVEYS, INSPECTING EXCAVATIONS REGULARLY, AND PREMEDITATING CONTAMINATED SOIL PROMPTLY. STORMWATER CONSTRUCTION NOTES CONT. WM-8 CONCRETE WASTE MANAGEMENT STORE DRY AND WET MATERIALS UNDER COVER. AVOID ONSITE WASHOUT EXCEPT IN DESIGNATED AREAS AWAY FROM DRAINS, DITCHES, STREETS, AND STREAMS,. CONCRETE WASTE DEPOSITED ON SITE SHALL SET-UP, BE BROKEN APART, AND DISPOSED OF PROPERLY. CONTAINMENT AND PROPER DISPOSAL IS REQUIRED FOR ALL CONCRETE WASTE. WM-9 SANITARY/SEPTIC WASTE MANAGEMENT UNTREATED RAW WASTEWATER IS NOT TO BE DISCHARGED OR BURIED. SANITARY SEWER FACILITIES ON SITE ARE REQUIRED TO BE IN COMPLIANCE WITH LOCAL HEALTH AGENCY REQUIREMENTS. SANITARY OR SEPTIC WASTES MUST BE TREATED OR DISPOSED OF IN ACCORDANCE WITH STATE AND LOCAL REQUIREMENTS. TC-1 STABILIZED CONSTRUCTION ENTRANCE A STABILIZED ENTRANCE IS REQUIRED FOR ALL CONSTRUCTION SITES TO ENSURE THAT DIRT AND DEBRIS ARE NOT TRACKED ONTO THE ROAD OR ADJACENT PROPERTY. MAINTENANCE OF SUCH A SYSTEM IS REQUIRED FOR THE DURATION OF THE PROJECT. SUCH STABILIZATION MAY BE OF ROCK OR PAVED. SE-1 SILT FENCE / SE-3 SEDIMENT TRAP / SE-8 SAND BAGS ERODED SEDIMENTS MUST BE RETAINED ONSITE AND NOT PERMITTED TO ENTER THE DRAINAGE SYSTEM. MAY BE WAIVED AT THE SOLE DISCRETION OF THE CITY INSPECTOR IF OTHER EROSION CONTROL BMPS ARE DEEMED SUFFICIENT. DRAINAGE NOTES 1.ROOF DRAINAGE MUST BE DIVERTED FROM GRADED SLOPES. 2.PROVISIONS SHALL BE MADE FOR CONTRIBUTORY DRAINAGE AT ALL TIMES. 3.IF CONSTRUCTION AND GRADING WITHIN A STORM DRAIN EASEMENT ARE TO BE DONE, ALL WORK IS TO BE DONE PER PRIVATE DRAIN PD NO.___________________ OR MISCELLANEOUS TRANSFER DRAIN MTD NO.___________________. 4.ALL STORM DRAIN WORK IS TO BE DONE UNDER CONTINUOUS INSPECTION BY THE FIELD ENGINEER. SHORT-TERM EXCAVATIONS 1.SHORT-TERM EXCAVATIONS 5 FEET DEEP AND GREATER SHALL CONFORM TO TITLE 8 OF THE CALIFORNIA CODE OF REGULATIONS, CONSTRUCTION SAFETY ORDERS, SECTION 1504 AND 1539 THROUGH 1547. 2.SHORT-TERM SLOPE CONSTRUCTION AND MAINTENANCE ARE THE RESPONSIBILITY OF THE CONTRACTOR, AND SHOULD BE A CONSIDERATION OF HIS METHODS OF OPERATION AND THE ACTUAL SOIL CONDITIONS ENCOUNTERED. NOTICE TO CONTRACTOR 1.CONSTRUCTION CONTRACTOR AGREES THAT IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES. CONSTRUCTION CONTRACTOR WILL BE REQUIRED TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THE PROJECT, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY, THAT THIS REQUIREMENT SHALL BE MADE TO APPLY CONTINUOUSLY AND NOT LIMITED TO NORMAL WORKING HOURS. 2.THE CONTRACTOR SHALL NOTIFY UNDERGROUND SERVICE ALERT AT LEAST 48 HOURS PRIOR TO COMMENCEMENT OF EXCAVATION TO ARRANGE FOR FIELD LOCATIONS OF UTILITY LINES. CALL 1-800-422-4133 FOR THIS SERVICE. ANY UTILITY NOT SUBSCRIBING TO THIS SERVICE SHALL BE CONTACTED DIRECTLY. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE WHETHER AL UTILITIES HAVE BEEN NOTIFIED. 3.THE CONTRACTOR SHALL OBTAIN A PERMIT FROM THE DEPARTMENT OF PUBLIC WORKS PRIOR TO PERFORMING ANY WORK IN THE CITY RIGHT OF WAY. 4.ALL CONSTRUCTION ACTIVITIES WITHIN CITY RIGHT OF WAY SHALL BE DONE IN ACCORDANCE WITH THE LATEST EDITION OF THE AMERICAN PUBLIC WORKS ASSOCIATION STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION AND THE CITY OF LOS ANGELES "BROWN BOOK". 5.ALL TRAFFIC CONTROL, BARRICADING, AND CONSTRUCTION SIGNING SHALL BE IN CONFORMANCE WITH THE WORK AREA TRAFFIC CONTROL HANDBOOK (WATCH), DETOUR SIGNS SHALL BE POSTED ON WOOD OR METAL POSTS. SIGNS SHALL NOT BE POSTED ON ANY TREE OR TRAFFIC SIGN. 6.NO WATER SHALL BE TAKEN FROM FIRE HYDRANTS WITHOUT APPROVAL FORM THE JURISDICTIONAL WATER AGENCY. 7.DUST SHALL BE CONTROLLED BY SWEEPING AND WATERING. 8.ALL NONSTORMWATER DISCHARGES FROM THE CONSTRUCTION PHASE ACTIVITIES AT THE PROJECT (I.E. MIXING AND CLEANING OF CONSTRUCTION MATERIALS, CONCRETE AND PLASTER WASHOUT, DISPOSAL, OF PAINTS, ADHESIVES, SOLVENTS, AND LANDSCAPE PRODUCTS) SHALL BE PROHIBITED FROM ENTERING THE PUBLIC STORM DRAINAGE SYSTEM (INCLUDING MUNICIPAL STREETS, CATCH BASINS, CURBS, GUTTERS, DITCHES, MAN-MADE CHANNELS OR UNDERGROUND STORM DRAINS). PROJECT LOCATION 2517 W HUCKLEBERRY RD #2 SANTA ANA, CA 92706 PROPERTY DESCRIPTION APN NUMBER: 101-121-04 ZONING: R1 OCCUPANCY: R-3, U LEGAL DESCRIPTION: N TR 1369 BLK LOT 38 PROJECT INFORMATION: LOT SIZE: 8,159 SQ.FT. CONSTRUCTION TYPE: V-B PROPOSED IMPERVIOUS AREA: 670 SQ.FT. TOTAL IMPERVIOUS AREA: 6,372 SQ.FT. DISTURBED AREA: 670 SQ.FT. 2 3 4 5 6 OWNER ANDRES DE SANTIAGO 2157 HUCKLEBERRY RD SANTA ANA, CA 92706 PROJECT DRAFTER JAA DESIGN SERVICES 75145 ST CHARLES PL #3 PALM DESERT, CA 92211 (714) 404-5142 AYALA.JUAN.ANTONIO@GMAIL.COM CIVIL ENGINEER FABIAN MENDOZA, P.E. EDnC, INC. P.O.BOX 2305 NORWALK, CA 90651 (562) 412-8599 FABIAN@EDNCENGINEERS.COM SHEET DESCRIPTION CS1.0 CIVIL NOTES CIVIL SECTIONS GRADING SUMMARY WITHIN BUILDING FOOTPRINT OUTSIDE FOOTPRINT REMOVE AND RECOMPACT TOTAL CUT 7.8 CU.YD.6.3 CU.YD.0 CU.YD.14.1CU.YD. FILL 0 CU.YD.0 CU.YD. NET 14.1CU.YD. GRADING INFORMATION SHEET INDEXPROJECT DIRECTORYPROJECT DATAVICINITY MAP C3.0 1GENERAL NOTES PROJECT LOCATION FUGITIVE DUST MITIGATION PLAN NOTES: 1.ENTIRE SITE SHALL-BE PRE-WATERED FOR 48 HOURS PRIOR TO CLEARING AND GRUBBING. 2.IMPORT AND EXPORT MATERIAL TO BE PRE-MOISTENED PRIOR TO TRANSPORT AND COVERED DURING TRANSPORT AND WATERED DURING UNLOADING OR LOADING AT SITE. 3.DURING GRADING OPERATIONS, CONSTRUCTION OF THE HOUSE; INSTALLATION OF UTILITIES AND. OTHER SITE WORK, BLOWING DUST SHALL BE CONTROLLED BY WATERING THE SOIL TO BE MOVED NOT LESS THAN 15 MINUTES PRIOR TO MOVING SUCH SOIL, AND LIKEWISE WATERING THE LOCATION FROM WHICH SUCH SOIL WAS MOVED IN ALIKE AMOUNT, TO PREVENT THE EMISSION OF VISIBLE DUST IN THE ATMOSPHERE BEYOND THE PROJECT SITE. 4.WHEN WIND GUSTS EXCEED 25-MILES PER HOUR, CEASE ALL ACTIVE GRADING OPERATIONS. IMPLEMENT ALL NECESSARY CONTROL MEASURES (WATERING, CHEMICAL STABILIZATION, ETC.) TO PREVENT THE EMISSIONS OF VISIBLE DUST IN THE ATMOSPHERE BEYOND THE PROJECT SITE. 5.MAINTAIN RECORDS TO DOCUMENT THE DATES OF ACTIVE OPERATION, ALL APPLICABLE FUGITIVE DUST SOURCE TYPES, AND CONTROL MEASURES TAKEN. MAINTAIN THE RECORDS FOR A PERIOD OF AT LEAST SIX MONTHS AND MAKE THE RECORDS AVAILABLE TO THE COUNTY REPRESENTATIVES UPON REQUEST. 6.DIRT TRACKED ONTO ADJACENT ROADS SHALL BE IMMEDIATELY WASHED OR SWEPT FROM THOSE ROADS. 7.PRIOR TO WEEKENDS, OR WHEN CONSTRUCTION ACTIVITIES CEASE FOR MORE THAN: TWO. DAYS DISTURBED GROUND SURFACES SHALL BE SPRAYED WITH WATER CONTAINING A MIXTURE OF, CHEMICAL STABILIZER DILUTED TO NOT LESS THAN 1/20TH, THE CONCENTRATION REQUIRED TO MAINTAIN A STABILIZED SURFACE FOR A PERIOD OF SIX MONTHS. 8.ACCEPTABLE CHEMICAL STABILIZERS: SOIL CEMENT; ENVIRONKLEEN; MAGNESIUM CHLORIDE; CALCIUM CHLORIDE; ARENArx. 9.LANDSCAPING SHALL BE INSTALLED AS SOON AS PRACTICAL; UNTIL SUCH TIME AS LANDSCAPING IS INSTALLED DUST SHALL BE CONTROLLED BY WATERING. 10.A SIGN SHALL BE A POSTED AT THE SITE IN A CONSPICUOUS LOCATION AND SHALL BE VISIBLE TO PASSING TRAFFIC. THE POSTED SIGN SHALL MEET THE CRITERIA SHOWN ON THE ATTACHED SHEET. 11. 24 HOUR EMERGENCY DUST CONTROL POINT OF CONTACT FOR CONTROLLING DUST ON THE SITE: NAME (PRINTED) ___________________________________________________________________________ 24-HOUR TELEPHONE NO.: _______________________________________________________________ GRADING & DRAINAGE PLANSC2.0 FO R R E F E R E N C E O N L Y FOR REFERENCE ONLY FOR REFERENCE ONLY FO R R E F E R E N C E O N L Y PC-2 PC-2 PC-2 PC-2 SANTA ANA CITY COUNCIL Mayor vamezcua@santa-ana.org Mayor Pro Tem, Ward 1 tphan@santa-ana.org Ward 2 bvazquez@santa-ana.org Ward 3 jessielopez@santa-ana.org Ward 4 pbacerra@santa-ana.org Ward 5 jryanhernandez@santa-ana.org Ward 6 dpenaloza@santa-ana.org MAYOR Valerie Amezcua MAYOR PRO TEM Thai Viet Phan COUNCILMEMBERS Phil Bacerra Johnathan Ryan Hernandez Jessie Lopez David Penaloza Benjamin Vazquez CITY OF SANTA ANA PLANNING AND BUILDING AGENCY 20 Civic Center Plaza ● P.O. Box 1988 Santa Ana, California 92702 www.santa-ana.org INTERIM CITY MANAGER Alvaro Nuñez CITY ATTORNEY Sonia R. Carvalho CITY CLERK Jennifer L. Hall April 28, 2024 Also sent via email to: desantiago.andres@yahoo.com Elva De Santiago 2517 West Huckleberry Road Santa Ana, CA 92706 Subject: Address Assignment for a Detached Accessory Dwelling Unit located at 2517 West Huckleberry Road (APN: 101-121-04) in Santa Ana, CA Dear Elva, The City of Santa Ana Planning and Building Agency (PBA) is the responsible agency for legal addressing within the City of Santa Ana’s jurisdiction. This letter confirms the address assignment for a 613-square-foot detached ADU located at 2517 West Huckleberry Road (APN: 101-121-04). Notice is hereby given that the following assigned address shall be posted onsite per the approved address plan, attached hereto as Exhibit A. Address to be Activated/Posted 2517 West Huckleberry Ro To subdivide commercial and/or residential units into multiple units, a building permit (and all other associated permits), plans, and inspection approvals by the PBA are required. Addresses will be verified during inspections by the Building Safety Division. Please update your records accordingly. Should you have any questions, feel free to contact me by phone at (714) 664-2753 or by email at PRaj@santa-ana.org. Sincerely, Punkaj Raj Planning Technician Exhibit A – Address Plan Address Letter for 2517 West Huckleberry Road Page 2 of 2 c: Vencent Quaglia, United States Post Office Chris Tuiolosega, United States Post Office Cipriano Corona, Marketing Manager, United States Post Office Alex Alvarez, Postmaster Santa Ana, United States Post Office Federal Express, Administration Cathy Joseph, Garden Grove Unified School District Christine Hy, Garden Grove Unified School District Cathy Slader, Orange Unified School District Orin Williams, Santa Ana Unified School District Yvette Miranda, Santa Ana Unified School District Cristina Bernal, Tustin Unified School District Mishele Richards, Orange County Fire Authority, GEO Files Coordinator Orange County Fire Authority Neal Kelly, Registrar of Voters Members, Board of Supervisors Southern California Gas Company Southern California Edison Company Claude Parrish, County Assessor's Office SAG, AT&T UPS, Administration City Manager’s Office Beverly Martin, Police Community Services Specialist Boris Duran, Police Systems Manager Jennifer Mendoza, Police Communications Manager Chris Hubbard, Police Systems Support Analyst Alejandra Gutierrez, Treasury & Customer Services Manager Hector Jimenez, Revenue Supervisor Alfonso Chavez, Utilities Customer Services Supervisor Judson Brown, Housing & Neighborhood Development Manager Rudy Rosas, Principal Civil Engineer Zdenek (Zed) Kekula, Principal Civil Engineer Jason Kwak, Building Safety Manager Evelyn LaRocca, Permit Supervisor Kathy Hernandez, Permit Technician Julie Amsden, Permit Technician Ali Pezeshkpour, Planning Manager Jerry Guevara, Senior Planner Alvaro Nunez, PBA Assistant Director and Code Enforcement Manager ADDRESS PLAN 2517 W. Huckleberry Rd. Unit 2 (N) ADU 2517 W. Huckleberry Rd. (E) PRIMARY DWELLING Planning & Building Agency Building and Safety Division 20 Civic Center Plaza P.O. Box 1988 (M-19) Santa Ana, CA 92702 (714)-647-5800 www.santa-ana.org DETACHED ADU - GRADING PERMIT EXEMPTION CHECKLIST PCC-16 REV: 11/10/2020 Page 1 of 1 THIS FORM SHALL BE COMPLETED BY A CALIFORNIA REGISTERED CIVIL ENGINEER. Instructions: In order to qualify for the grading permit exemption for detached Accessory Dwelling Unit (ADU) projects per handout PCC-15, the registered civil engineer of record shall complete all sections, check all boxes and sign the certification section below. A copy of this checklist shall be attached to each of TWO sets of plans. If answering NO to any of the questions, a grading plan and permit shall be required. Project Address: Yes No 1. ☐ ☐ I have verified that the project address is NOT located on a FEMA designated flood zone (Zone A or AE). 2. ☐ ☐ I have provided two sets of site drainage plans that is stamped, signed and dated by a California professional civil engineer, to be submitted with the building submittal package. 3. ☐ ☐ I have calculated the total amount of soil being cut or filled on this project is less than 50 cubic yards. 4. ☐ ☐ The site drainage plans include the following, but not limited to, location of all existing and proposed structures, property lines, right-of-way lines, and easements, including dimensions and setbacks; drainage slopes and flow patterns, drainage systems such as swales, french drains, water collection and disposal systems, etc. 5. ☐ ☐ I have designed drainage such that surface water flows away from buildings and adjoining property lines, in accordance with all applicable codes. 6. ☐ ☐ I have designed grading such that it will not adversely affect the adjoining properties. 7. ☐ ☐ I have designed the grade to fall not fewer than 6 inches within the first 10 feet from the foundation walls except where lot lines, walls, slopes or other physical barriers prohibit 6 inches of fall within 10 feet, I have designed drains or swales to ensure drainage away from the buildings. Any impervious surfaces within 10 feet of the building foundation are sloped not less than 2 percent away from the building. 8. ☐ ☐ I will provide a final certification letter stating that the grades were constructed per the approved site drainage plan, and will submit this certification letter to the building inspector prior to final inspection. I certify under penalty of perjury under the laws of the State of California that the above is true: Print Name: Signature: Licensed Number: Date: Phone Number: Email Address: UNIT 2 O R A N G E C O U N T Y F I R E A U T H O R I T Y Plan Submittal Criteria Form Required for Single Family or Duplex Residences (Use Commercial form for lots with 3+ dwelling units or new residential tracts) Complete the Project Information and Questionnaire below, then sign and date the Applicant Certification. Project Information  New Single Family Residence/Duplex  Addition/Remodel  ADU  Other Address: Unit #: City or Unincorporated County Area: ZIP: Scope of Work: Existing Area to Total Resulting Stories: Area Added in Past 2 Years Yes No Questionnaire OCFA Plan Type if “Yes” 1.   New – Is this a new single family residence or duplex? *(PR160) Residential Site with Water Availability 2.   ADU – Is this a new Accessory Dwelling Unit (ADU) on the same property as a house that already has (PR400-402) Fire Sprinkler   Addition – Is this (A) an addition to a currently sprinklered building, or (B) an addition requiring a fire sprinkler retrofit based on a threshold set by local ordinance? (PR400-402) Fire Sprinkler 4.   Distance – Is the most remote portion of the addition, ADU or other detached structure greater than *(PR160) Residential Site 5.   Total Area – Will the addition result in a total area of greater than 3,600 square feet (sf) for non- sprinklered buildings, or greater than 6,200 sf for sprinklered buildings, including the area of all *(PR160) Residential Site with Water Availability 6.   Remodel – Is this a remodel of a sprinklered building with a scope of work that includes adding or removing any interior walls? Note: If “Yes”, then project must be evaluated by a C-16 licensed (PR400-402) Fire Sprinkler   Detached Structure – Is this a new detached utility or accessory structure (not an ADU), such as a garage, workshop, game room, pool house, barn, etc., requiring fire sprinklers based on a threshold *(PR160) Residential Site (PR400-402) Fire Sprinkler 8.   Gate – Is a gate being installed across a driveway or road that is designated as a fire department access roadway, or a driveway or road that serves more than a single home/duplex? (PR180) Gate 9.   Methane – Is project located in or less than 100’ from a “Division of Oil, Gas, and Geothermal Resources” (DOGGR) field boundary or well (active or abandoned), less than 300-feet from an oil/gas seep, or less than 1000-feet from a landfill? (Note: For projects in Yorba Linda, this requirement only applies to new homes, enclosed accessory structures, addition to existing structure greater than 1000 *(PR160) Residential Site *(PR172-174) Methane Test/Mitigation Plans 10.   Vegetation – Is the property/structure (A) on the perimeter of a community containing, or adjacent to slopes or hills, or (B) adjacent to an open space or wildland area containing non-irrigated vegetation, or (C) in a State Responsibility Area or Local Responsibility Area “Fire Hazard Severity Zone”, as *(PR125) Fuel Modification (PR182) Accessory Structure *OCFA approval required before issuance of a grading/building permit. All other plans types may be deferred submittals. Applicant Certification I certify, under penalty of perjury, under the laws of the State of California, that the information above is true: Print Name:_______________________________________ Signature:___________________________________________ Date:______________ Phone Number:_____________________________________________ Email:_____________________________________________________________ Attention Building Department Staff – After you’ve verified all questions were answered accurately as “No”, then you may accept this signed form as a written release that an OCFA review is not required. If any questions were answered as “Yes”, then the plan type on the right side may be required. ______If all answers are “No” and the Building Department still requires the applicant to have their plans reviewed by OCFA, or if any answers are “Yes” and the Building Department prefers for OCFA to determine if a review is required, please initial this line and provide an explanation on the Plan Referral Form (on the reverse), to be submitted along with the appropriate plans to OCFA for a determination. For questions and submittal information, please visit ocfa.org, or call OCFA at (714) 573-6100 SFR x X X X X X X X X X X Juan Ayala 714.404.5142 ayala.juan.antonio@gmail.com 7/01/24Juan Ayala 2517 W. Huckleberry Rd.Santa Ana, Ca2 92706 NEW DETACHED ADU 613 sf 613 sf 1 none CITY OF SANTA ANA �f 4 Planning and Building Agency � Garden Grove Unified School District Certification of Compliance Payment of School Facility Fees Developer/Applicant LA Va V ��]��1,�1 �1 Address L `J I Telephone Numbe Project Location Street Address Number of SqFeet of R Number of Square Feet of Commercial and Industrial Space :3 c OV12 r� vac., v City Now 046 . --�pproved FOR PERMIT ISSUANCE Master iv.THE GOLDEN -i FOUNDED 186 natp ZIP ��.��l�i��s��i��i��l��►��s..��rr��w.r�f.rdeems r cro t8 1 Toa 1 x The above representations as to square footage are true. Developer/ later determined that such representations are not true then this certificate shall automatically terminate and the appropriate City/County shall be notified. Total $ 'Applicant agrees that I*f it is Applicant is hereby noticed that any party filing a protest regarding the imposition of fees pursuant to Government Code Section 65995 and Education Code Section 17620 must do so within 90 days from the payment of the fee. ZT Date ,4s4Ws�.aam�ss�i�i� • Receiptof This certifies that the above -named Developer/Applicant has paid school facility fees in compliance with Government Code Section 65995 and Education Code Section 17620. These fee have been Cash Date Check received from�VG� r � Check No.- d i�wt�� Lie 4k4l-j�w� �'2y) �Dollars � 3, � P� Bank Vt, AAq/� Superintendent Designee Garden Grove Unified School District (714) 6634=6442 9703.69* (Rev 6/14) Page 1 of 1 EXISTING ONE & TWO FAMILY DWELLINGS ELECTRICAL SERVICES UNDERGROUND EXCEPTION CEC 2022 ELC-04 All new utility connections are required to be installed below grade by Santa Ana Municipal Code 41- 626(b). There is a standing exception for one and two family dwellings. This exception applies only when the new electrical service is designed to be fed from below grade as well as overhead. This diagram is a typical unit. The utility is able to feed this cabinet from the top or the bottom without interfering with the distribution wiring. All the circuit breakers and branch circuits are contained in the circuit breaker side of this cabinet. Only listed combination overhead and underground feed service boxes may be used to connect to an overhead utility drop. This exception to an underground fed service applies only to existing single family and two family residences. Planning & Building Agency Permits & Plan Check Section 20 Civic Center Plaza P.O. Box 1988 (M-19) Santa Ana, CA 92702 (714) 647-5800 Rigid Conduit Service Entrance Conductor Riser Underground Service Lateral METER Rev. 1/21/2020 SHEET ELEVATED DESIGN & CONSULTING ENG. P.O. BOX 21110 DATE LONG BEACH, CA 90801 JOB # PHONE: (562) 412-8599 EMAIL: OFFICE@EDNCENGINEERS.COM JOB # DATE CD 8/20/2024 24-42 Santa Ana, CA 92706 Structural Design Detached ADU Project: De Santiago Residence 2517 W Huckleberry Rd #2 8/20/2024 Prepared for: Andres De Santiago 2517 Huckleberry Rd Santa Ana, CA 92706 CONCEPCION DIARTE PROJECT ENGINEER 24-42 SHEET ELEVATED DESIGN & CONSULTING ENG. P.O. BOX 21110 DATE LONG BEACH, CA 90801 JOB # PHONE: (562) 412-8599 EMAIL: OFFICE@EDNCENGINEERS.COM DESIGN PARAMETERS 1.0 DESIGN CRITERIA ………………………...………………………………………………………………………………………… 2.0 LOADING CONDITIONS…………………...……………………………………………………………………………………… FRAMING DESIGN 3.0 ROOF FRAMING………………………….……………………………………………………........... SEISMIC DESIGN 4.0 BASE SHEAR CALCULATION AND LATERAL FORCE DISTRIBUTION………………………….…………………………………… 4.01 WIND ANALYSIS………………………….…………………………………………………............. 4.1 ROOF LATERAL DESIGN………………………….…………………………………………………... FOUNDATION DESIGN 5.0 CONTINUOUS FOOTING DESIGN………………………….……………………………………………….. 5.1 PAD FOOTING DESIGN………………………….……………………………………………………. DIAPHRAGM DESIGN 7.0 DIAPHRAGM DESIGN………………………….……………………………………………………............ 2517 W Huckleberry Rd #2 CD 8/20/2024 24-42 Santa Ana, CA 92706 TABLE OF CONTENTS 1 2 7 26 27 19 21 20 29 DESIGN CRITERIA Code: 2022 California Building Code Dimensional Lumber:Douglas Fir-Larch (DF-L), WWPA or WCLIB 2x Wall Framing:DF-L #2 (U.N.O.) 2x Rafters & Joists:DF-L #2 (U.N.O.) 4x Members:DF-L #1 (U.N.O.) 6x Members:DF-L #1 (U.N.O.) GluLam Beams:U.N.O. :Grade 24F-V4 (DF/DF) Engineered Framing:Wood I-Joists:TJI 110,210,230,360,560 ICC ESR-1153 LSL, PSL 1.55E Timberstrand, 2.2E Parallam ICC ESR-1387 Sheathing:Min. APA-Rated Sheathing, Exposure 1, Plywood or OSB (U.N.O.) Concrete: Compressive Strength @ 28 days per ASTM C39-96: Footings:2500 psi Grade Beams and Caissons:3000 psi Concrete Block:Grade N-I per ASTM C90-95, f’m = 1500 psi per ASTM E447-92 Mortar:Type S Mortar Cement per ASTM C270-95, Min. f’m = 1800 psi @ 28 days. Grout: Coarse Grout w/ 3/8" Max. Aggregate per ASTM C476-91, Min. f’m = 2000 psi @ 28 days. Reinforcing Steel:#3 to #18:ASTM A706 (Fy = 60 ksi) Structural Steel:‘W’ Shapes:ASTM A992,Fy= 50ksi Plates, Angles, Channels:ASTM A36 Fy = 36 ksi Tube Shapes: ASTM A500, Grade B Fy= 46 ksi Pipe Shapes:ASTM A53, Grade B Fy=35 ksi Welding Electrodes: Structural Steel: E70-T6 A615-60 Rebar:E90 Series Bolts: Sill Plate Anchor Bolts & Threaded Rods:F1554 Grade 55 Quality Minimum Bolted Connections:A307 (Bearing, U.N.O.) References: 1.0 Page 1 VERTICAL LOADING Roofing psf 15/32" Sheathing psf Roof Framing psf 5/8" Gyp. Bd.psf R-30 Insulation psf Misc.psf Σ DEAD psf LIVE psf 5/8" Gyp. Bd. (2 Sides)psf 7/8" Stucco psf 2x4 Studs @ 16" o.c.psf 15/32" Sheathing psf Misc.psf 2x4 Studs @ 16" o.c.psf 5/8" Gyp. Bd.psf Misc.psf Σ DEAD psf Σ DEAD psf Ceiling Framing psf 5/8" Gyp. Bd.psf R-30 Insulation psf Misc.psf Σ DEAD psf LIVE psf CEILING 2.8 2.8 1.5 0.9 8.0 10.0 2.0 ROOF 5.4 1.5 14.0 20.0 2.8 2.8 1.5 1.1 2.3 8.0 4.6 INTERIOR WALL EXTERIOR WALL 9.0 1.6 16.0 1.5 1.1 2.8 Page 2 SEISMIC LOADING Latitude: Longitude:R =:Special Steel Moment Frame R =:Wood Structural Shearwalls Occupancy Category:2 Site Class: D R =:Special Reinforced Concrete Shearwalls Importance Category:Roof Height ft R =:Special Reinforced Masonry Shearwalls R =:Upper Limit on Hillside Structures R =:Ordinary Steel Moment Frame Ss =g S1 =g R =:Ordinary Steel Cantilevered Column Fa =Fv = R =Selected R Value Sds =Sd1 = NOTE: SEE FOLLOWING PAGES FOR USGS DATA SMS = FaSs SMS = SDS = (2/3) SMS (11.4-3) SDS = Seismic Design Category:(12.8-2) Ta = Ct * (hn)0.75 = Ts = SD1/SDS = WDL 2.0 PARAMETERS USGS SPECTRAL INFORMATION 33.763 1.33 0.473 R FACTOR SCHDULE 8.0 6.5 -117.904 1.06 Cs =SDS S1 > 0.04 (11.6.1 & 2 ASCE 7-16) 6.5 Ss > 0.15 5.0 5.0 4.5 1.596 DESIGN CATEGORY CS SEISMIC COEFFICIENT S1 < 0.75 (11.6 ASCE 7-16) 3.50 1.25 1.20 1.82 1.064 0.574 1.0 12 SD1 T(R/I) 0.685 k =1.0 Ta<0.5 VASD=0.117 (R/I) D Cs =0.164 PERIOD CALCULATION 0.13 Ta < (0.8)Ts, OK0.54 VASD=CsWDL 1.4 Csmax = Csmax = Page 3 7/5/24, 11:32 ATC Hazards by Location https://hazards.atcouncil.org/#/seismic?lat=33.7633056&lng=-117.9037361&address=2517 Huckleberry Rd%2C Santa Ana%2C CA 92706%2C EE. UU.1/2 This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. Hazards by Location Search Information Address:2517 Huckleberry Rd, Santa Ana, CA 92706, EE. UU. Coordinates:33.7633056, -117.9037361 Elevation:101 ft Timestamp:2024-05-07T17:31:55.266Z Hazard Type:Seismic Reference Document:ASCE7-16 Risk Category:II Site Class:D-default Basic Parameters Name Value Description SS 1.33 MCER ground motion (period=0.2s) S1 0.473 MCER ground motion (period=1.0s) SMS 1.596 Site-modified spectral acceleration value SM1 * null Site-modified spectral acceleration value SDS 1.064 Numeric seismic design value at 0.2s SA SD1 * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 Additional Information Name Value Description SDC * null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.0s CRS 0.925 Coefficient of risk (0.2s) CR1 0.923 Coefficient of risk (1.0s) PGA 0.565 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.678 Site modified peak ground acceleration TL 8 Long-period transition period (s) SsRT 1.33 Probabilistic risk-targeted ground motion (0.2s) SsUH 1.439 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 1.797 Factored deterministic acceleration value (0.2s) S1RT 0.473 Probabilistic risk-targeted ground motion (1.0s) S1UH 0.513 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) S1D 0.619 Factored deterministic acceleration value (1.0s) PGAd 0.739 Factored deterministic acceleration value (PGA) * See Section 11.4.8 The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. Disclaimer 101 ft Datos del mapa ©2024 Google Informar un error en el mapa Page 4 7/5/24, 11:32 ATC Hazards by Location https://hazards.atcouncil.org/#/seismic?lat=33.7633056&lng=-117.9037361&address=2517 Huckleberry Rd%2C Santa Ana%2C CA 92706%2C EE. UU.2/2 Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. Page 5 WIND LOADING z:height above Ground Level ϴ:Roof Angle V:Basic Wind Speed ASCE 7-16 Figure 26.5-1A Structure Type:ASCE 7-16 Table 26.6-1 Exposure Category:ASCE 7-16 Section 26.7 KZT:Topographical Factor ASCE 7-16 Section 26.8.2 Enclosure Classification:Section 26.10 & 26.2 Kz= 2.01*(15/1200)^(2/7) KZ:Velocity Wind Pressure Exposure Coefficient ASCE 7-16 Table 30.3-1 KD:Wind Directionality ASCE 7-16 Table 26.6-1 Zg:Terrain Exposure Constant ASCE 7-16 Table 26.9-1 α:Terrain Exposure Constant ASCE 7-16 Table 26.9-1 GCpi:Internal Pressure Coefficients ASCE 7-16 Table 26.11-1 qh:Velocity Pressure ASCE 7-16 Eqn. 30.3-1 USE:Wall: Roof: 0.57 12 ' 20 2.0 DESIGN PARAMETERS Enclosure Classification: 1 Enclosed 115 mph Building Structure Type B Exposure Category DESCRIPTION REFERENCE 0.85 1200 ' 7 0.18 16.54 psf DESIGN WIND PRESSURES GCpf (ASCE Figure 28.4-1)p Load Case 2 External Pressure Coefficient Design Wind Pressure External Pressure Coefficient Design Wind Pressure GCpf (ASCE Figure 28.4-1)p 1 0.53 6 psf -0.45 -10 psf Building Surface Load Case 1 3 -0.48 -11 psf -0.37 -9 psf -8 psf 4 -0.43 -10 psf -0.45 -10 psf 5 --0.40 4 psf -0.53 -12 psf 16.0 psf 6E ---0.43 -10 psf Design Wind Pressure 4E -0.64 -14 psf -0.48 -11 psf 5E --0.61 7 psf 16.0 psf 2E -1.07 -21 psf -1.07 -21 psf 2 -0.69 -14 psf -0.69 -14 psf 6 ---0.29 1E 0.80 10 psf -0.48 -11 psf 3E -0.69 -14 psf 𝑓𝑜𝑟15 ≤𝑧≤𝑧𝑔;𝐾𝑍=2.01 ∗𝑧 𝑧𝑔 2 𝛼 𝑓𝑜𝑟𝑧<𝑧𝑔;𝐾𝑍=2.01 ∗15 𝑧𝑔 2 𝛼 𝑝=𝑞ℎ[𝐺𝐶𝑝𝑓−𝐺𝐶𝑝𝑖] Page 6 FRAMING 24 ' 16 ''29 ' 12 ''32 ' CEILING JOIST SCHEDULE: 21 ' 2x10 24 ''21 ' 16 ''24 ' 12 ''27 ' 12 ' 16 ''14 ' 12 ''16 ' 2x8 24 ''16 ' 16 ''19 ' DF#2 DEAD LOAD 8 PSF/ LIVE LOAD 10 PSF L/∆=240 RAFTER SIZE SPACING ALLOWABLE SPANS 2x4 24 ''8 ' 16 ''9 ' 12 ''10 ' 16 ''15 ' 12 ''16 ' 2x10 24 ''16 ' 16 ''19 ' 2x8 24 '' 12 '' 2x12 24 '' 12 '' 2x6 24 '' 12 ''8 ' 2x6 24 ''10 ' 16 ''11 ' 12 ''12 ' 21 ' 2x12 24 ''19 ' 16 ''23 ' 12 ''26 ' 13 ' 3.0 24 ''6 ' 16 ''7 ' ROOF RAFTER SCHEDULE: DF#2 DEAD LOAD 15 PSF/ ROOF LIVE LOAD 20 PSF L/∆=240 RAFTER SIZE SPACING ALLOWABLE SPANS 2x4 Page 7 FRAMING Note: Values from LARR#25713 12 in 6 8 Required number of 16d common nails per connection, wood members shall be of sufficient size to prevent splitting due to nailing. Split members shall be removed and replaced. 6 8 12 in 3 5 4 6 4:12 24 in 5 8 12 16 in 4 3 4 5 12'20'28' 16 in 5 8 RAFTER TIE CONNECTIONS: 10 7 9 16 in 3 5 6 5:12 24 in 4 2x6 24 ''8 ' 16 ''9 ' 12 ''10 ' 12 ' 12 ''13 ' 2x8 24 ''10 ' 16 '' FLOOR JOIST SCHEDULE: DF#2 DEAD LOAD 15 PSF/LIVE LOAD 40 PSF L/∆=240 RAFTER SIZE SPACING ALLOWABLE SPANS 2x4 24 ''5 ' 16 ''6 ' 12 ''6 ' 3.0 2x10 24 ''12 ' 16 ''15 ' 12 ''17 ' 11 15 17 ' 12 ''20 ' ROOF LIVE LOAD 20 PSF RAFTER SLOPE TIE SPACING ROOF SPAN 3:12 24 in 7 12 in 2x12 24 ''14 ' 16 '' Page 8 Wood Beam LIC# : KW-06014654, Build:20.23.10.31 Elevated Design & Consulting (c) ENERCALC INC 1983-2023 DESCRIPTION:RB-1 Project File: 2517 W Huckleberry Rd.ec6 Project Title:2517 W Huckleberry Rd #2 Engineer:CD Project ID: Project Descr:Detached ADU CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase Allowable Stress Design Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0140, Lr = 0.020 ksf, Tributary Width = 1.330 ft, (ROOF) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.500: 1 Load Combination +D+Lr Span # where maximum occurs Span # 1 Location of maximum on span 4.750 ft 36.75 psi= = 1,681.88 psi 2x6Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr = = = 225.00 psi== Section used for this span 2x6 Maximum Shear Stress Ratio 0.163 : 1 9.049 ft= = 841.48 psi Maximum Deflection 0 <360 437 Ratio =0 <180 Max Downward Transient Deflection 0.147 in 773Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.260 in Ratio =>=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : Lr Only n/a Span: 1 : +D+Lr n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 9.50 ft 1 0.302 0.098 0.90 1.300 1.151.00 1.00 0.23 365.3 1,211.0 0.09 162.01.00 16.01.00 1.00+D+Lr 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 9.50 ft 1 0.500 0.163 1.25 1.300 1.151.00 1.00 0.53 841.5 1,681.9 0.20 225.01.00 36.71.00 1.00+D+0.750Lr 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 9.50 ft 1 0.430 0.140 1.25 1.300 1.151.00 1.00 0.46 722.4 1,681.9 0.17 225.01.00 31.51.00 1.00+0.60D 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 9.50 ft 1 0.102 0.033 1.60 1.300 1.151.00 1.00 0.14 219.2 2,152.8 0.05 288.01.00 9.61.00 . Page 9 Wood Beam LIC# : KW-06014654, Build:20.23.10.31 Elevated Design & Consulting (c) ENERCALC INC 1983-2023 DESCRIPTION:RB-1 Project File: 2517 W Huckleberry Rd.ec6 Project Title:2517 W Huckleberry Rd #2 Engineer:CD Project ID: Project Descr:Detached ADU Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr 1 0.2604 4.785 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.223 0.223 Max Upward from Load Combinations 0.223 0.223 Max Upward from Load Cases 0.126 0.126 D Only 0.097 0.097 +D+Lr 0.223 0.223 +D+0.750Lr 0.192 0.192 +0.60D 0.058 0.058 Lr Only 0.126 0.126 Page 10 Wood Beam LIC# : KW-06014654, Build:20.23.10.31 Elevated Design & Consulting (c) ENERCALC INC 1983-2023 DESCRIPTION:RB-2 Project File: 2517 W Huckleberry Rd.ec6 Project Title:2517 W Huckleberry Rd #2 Engineer:CD Project ID: Project Descr:Detached ADU CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase Allowable Stress Design Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0080, L = 0.010 ksf, Tributary Width = 1.330 ft, (CEILING) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.740: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 8.750 ft 29.65 psi= = 1,242.00 psi 2x8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 180.00 psi== Section used for this span 2x8 Maximum Shear Stress Ratio 0.165 : 1 0.000 ft= = 919.30 psi Maximum Deflection 0 <360 286 Ratio =0 <180 Max Downward Transient Deflection 0.370 in 566Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.732 in Ratio =>=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : L Only n/a Span: 1 : +D+L n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 17.50 ft 1 0.406 0.090 0.90 1.200 1.151.00 1.00 0.50 454.4 1,117.8 0.11 162.01.00 14.71.00 1.00+D+L 1.200 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 17.50 ft 1 0.740 0.165 1.00 1.200 1.151.00 1.00 1.01 919.3 1,242.0 0.21 180.01.00 29.71.00 1.00+D+0.750L 1.200 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 17.50 ft 1 0.517 0.115 1.25 1.200 1.151.00 1.00 0.88 803.1 1,552.5 0.19 225.01.00 25.91.00 1.00+0.60D 1.200 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 17.50 ft 1 0.137 0.031 1.60 1.200 1.151.00 1.00 0.30 272.6 1,987.2 0.06 288.01.00 8.81.00 . Page 11 Wood Beam LIC# : KW-06014654, Build:20.23.10.31 Elevated Design & Consulting (c) ENERCALC INC 1983-2023 DESCRIPTION:RB-2 Project File: 2517 W Huckleberry Rd.ec6 Project Title:2517 W Huckleberry Rd #2 Engineer:CD Project ID: Project Descr:Detached ADU Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.7324 8.814 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.230 0.230 Max Upward from Load Combinations 0.230 0.230 Max Upward from Load Cases 0.116 0.116 D Only 0.114 0.114 +D+L 0.230 0.230 +D+0.750L 0.201 0.201 +0.60D 0.068 0.068 L Only 0.116 0.116 Page 12 Wood Beam LIC# : KW-06014654, Build:20.23.10.31 Elevated Design & Consulting (c) ENERCALC INC 1983-2023 DESCRIPTION:RB-3 Project File: 2517 W Huckleberry Rd.ec6 Project Title:2517 W Huckleberry Rd #2 Engineer:CD Project ID: Project Descr:Detached ADU CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase Allowable Stress Design Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0080, L = 0.010 ksf, Tributary Width = 1.330 ft, (CEILING) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.307: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 4.500 ft 19.05 psi= = 1,345.50 psi 2x6Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 180.00 psi== Section used for this span 2x6 Maximum Shear Stress Ratio 0.106 : 1 8.573 ft= = 413.35 psi Maximum Deflection 0 <360 940 Ratio =0 <180 Max Downward Transient Deflection 0.059 in 1819Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.115 in Ratio =>=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : L Only n/a Span: 1 : +D+L n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 9.0 ft 1 0.165 0.057 0.90 1.300 1.151.00 1.00 0.13 199.7 1,211.0 0.05 162.01.00 9.21.00 1.00+D+L 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 9.0 ft 1 0.307 0.106 1.00 1.300 1.151.00 1.00 0.26 413.4 1,345.5 0.10 180.01.00 19.11.00 1.00+D+0.750L 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 9.0 ft 1 0.214 0.074 1.25 1.300 1.151.00 1.00 0.23 359.9 1,681.9 0.09 225.01.00 16.61.00 1.00+0.60D 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 9.0 ft 1 0.056 0.019 1.60 1.300 1.151.00 1.00 0.08 119.8 2,152.8 0.03 288.01.00 5.51.00 . Page 13 Wood Beam LIC# : KW-06014654, Build:20.23.10.31 Elevated Design & Consulting (c) ENERCALC INC 1983-2023 DESCRIPTION:RB-3 Project File: 2517 W Huckleberry Rd.ec6 Project Title:2517 W Huckleberry Rd #2 Engineer:CD Project ID: Project Descr:Detached ADU Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.1148 4.533 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.116 0.116 Max Upward from Load Combinations 0.116 0.116 Max Upward from Load Cases 0.060 0.060 D Only 0.056 0.056 +D+L 0.116 0.116 +D+0.750L 0.101 0.101 +0.60D 0.034 0.034 L Only 0.060 0.060 Page 14 Wood Beam LIC# : KW-06014654, Build:20.23.10.31 Elevated Design & Consulting (c) ENERCALC INC 1983-2023 DESCRIPTION:RB-4 Project File: 2517 W Huckleberry Rd.ec6 Project Title:2517 W Huckleberry Rd #2 Engineer:CD Project ID: Project Descr:Detached ADU CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch No.2 875.0 875.0 600.0 625.0 1,300.0 470.0 170.0 425.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0140, Lr = 0.020 ksf, Tributary Width = 5.750 ft, (ROOF) Uniform Load : D = 0.0080, L = 0.010 ksf, Tributary Width = 4.750 ft, (CEILING) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.296: 1 Load Combination +D+0.750Lr+0.750L Span # where maximum occurs Span # 1 Location of maximum on span 2.250 ft 34.43 psi= = 1,421.88 psi 4x6Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+0.750Lr+0.750L = = = 212.50 psi== Section used for this span 4x6 Maximum Shear Stress Ratio 0.162 : 1 4.057 ft= = 420.96 psi Maximum Deflection 0 <360 1501 Ratio =0 <180 Max Downward Transient Deflection 0.017 in 3191Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.036 in Ratio =>=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : Lr Only n/a Span: 1 : +D+0.750Lr+0.750L n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 4.50 ft 1 0.206 0.113 0.90 1.300 1.001.00 1.00 0.31 211.2 1,023.8 0.22 153.01.00 17.31.00 1.00+D+L 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 4.50 ft 1 0.258 0.141 1.00 1.300 1.001.00 1.00 0.43 292.9 1,137.5 0.31 170.01.00 24.01.00 1.00+D+Lr 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 4.50 ft 1 0.288 0.157 1.25 1.300 1.001.00 1.00 0.60 409.1 1,421.9 0.43 212.51.00 33.51.00 1.00+D+0.750Lr+0.750L 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 4.50 ft 1 0.296 0.162 1.25 1.300 1.001.00 1.00 0.62 421.0 1,421.9 0.44 212.51.00 34.41.00 1.00+D+0.750L 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 Page 15 Wood Beam LIC# : KW-06014654, Build:20.23.10.31 Elevated Design & Consulting (c) ENERCALC INC 1983-2023 DESCRIPTION:RB-4 Project File: 2517 W Huckleberry Rd.ec6 Project Title:2517 W Huckleberry Rd #2 Engineer:CD Project ID: Project Descr:Detached ADU Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00Length = 4.50 ft 1 0.208 0.114 1.15 1.300 1.001.00 1.00 0.40 272.5 1,308.1 0.29 195.51.00 22.31.00 1.00+0.60D 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 4.50 ft 1 0.070 0.038 1.60 1.300 1.001.00 1.00 0.19 126.7 1,820.0 0.13 272.01.00 10.41.00 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+0.750Lr+0.750L 1 0.0360 2.266 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.550 0.550 Max Upward from Load Combinations 0.550 0.550 Max Upward from Load Cases 0.276 0.276 D Only 0.276 0.276 +D+L 0.383 0.383 +D+Lr 0.535 0.535 +D+0.750Lr+0.750L 0.550 0.550 +D+0.750L 0.356 0.356 +0.60D 0.166 0.166 Lr Only 0.259 0.259 L Only 0.107 0.107 Page 16 Wood Beam LIC# : KW-06014654, Build:20.23.10.31 Elevated Design & Consulting (c) ENERCALC INC 1983-2023 DESCRIPTION:RB-5 Project File: 2517 W Huckleberry Rd.ec6 Project Title:2517 W Huckleberry Rd #2 Engineer:CD Project ID: Project Descr:Detached ADU CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch No.2 875.0 875.0 600.0 625.0 1,300.0 470.0 170.0 425.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Varying Uniform Load : D= 0.0160->0.0160 ksf, Extent = 0.0 -->> 4.50 ft, Trib Width = 0.0->1.50 ft, (CRIPPLE WALL ABV) Varying Uniform Load : D= 0.0160->0.0160 ksf, Extent = 4.50 -->> 9.0 ft, Trib Width = 1.50->0.0 ft, (CRIPPLE WALL ABV) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.136: 1 Load Combination D Only Span # where maximum occurs Span # 1 Location of maximum on span 4.500 ft 5.49 psi= = 1,023.75 psi 4x6Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination D Only = = = 153.00 psi== Section used for this span 4x6 Maximum Shear Stress Ratio 0.036 : 1 8.573 ft= = 138.90 psi Maximum Deflection 0 <360 2349 Ratio =0 <180 Max Downward Transient Deflection 0 in 0Ratio =<360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.046 in Ratio =>=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v n/a n/a Span: 1 : D Only n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 9.0 ft 1 0.136 0.036 0.90 1.300 1.001.00 1.00 0.20 138.9 1,023.8 0.07 153.01.00 5.51.00 1.00+0.60D 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 9.0 ft 1 0.046 0.012 1.60 1.300 1.001.00 1.00 0.12 83.3 1,820.0 0.04 272.01.00 3.31.00 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections D Only 1 0.0460 4.533 0.0000 0.000 Page 17 Wood Beam LIC# : KW-06014654, Build:20.23.10.31 Elevated Design & Consulting (c) ENERCALC INC 1983-2023 DESCRIPTION:RB-5 Project File: 2517 W Huckleberry Rd.ec6 Project Title:2517 W Huckleberry Rd #2 Engineer:CD Project ID: Project Descr:Detached ADU . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.073 0.073 Max Upward from Load Combinations 0.044 0.044 Max Upward from Load Cases 0.073 0.073 D Only 0.073 0.073 +0.60D 0.044 0.044 Page 18 LATERAL DESIGN Roof = Exterior Wall = Interior Wall = Roof:* = Interior Walls:** = Longitudinal Walls:** = Transverse Walls:** = TOTAL = Σwxhx k = 1.0001.0 152832 VERTICAL SEISMIC FORCE DISTRIBUTION 8 psf SEISMIC WEIGHT-ROOF LEVEL 14 psf 2234 4.0 ft 4480 lbs 16 psf 8 psf 1504 lbs 16 psf 70 ft V lb 19104 lb 8 152832 Level 2234 Cvx F lb ft lb wx hx k wxhx k Roof 10752 lbs WEIGHTS FOR SEISMIC ANALYSIS 4.0 4.0 ft 2368 lbs 19104 lbs 37 ft 768 ft² 47 ft 4.0 ft 14 psf 16 psf Page 19 WIND ANALYSIS Roof = Roof Area = Wall Area = TOTAL = Wind Base Shear:** = Roof Area = Wall Area = TOTAL = Wind Base Shear:** = V =V = DESIGN WIND PRESSURE 16 psf 4.01 41 ft² N/S DIRECTION 142 ft² 134 ft² 276 ft² 0.6 276 ft²16 psf 2650 lbs E/W DIRECTION 72 ft² 113 ft² 0.6 113 ft²16 psf GOVERNS DETAIL FOR SEISMIC & DESIGN FOR WIND 1085 lbs GOVERNING LATERAL FORCE SEISMIC WIND 2234 lbs 2650 lbs Page 20 LATERAL DESIGN ROOF 7/8" STUCCO, with 11 gauge staples @ 6" o.c. PLYWOOD SHEARWALL: 15/32" Str 1 sheathing, 10d nails @ 6", 6", 12" (edge, boundary, field) v<350 lb/ft PLYWOOD SHEARWALL: 15/32" Str 1 sheathing, 10d nails @ 4", 4", 12" (edge, boundary, field) v>350 lb/ft PLYWOOD SHEARWALL: 15/32" Str 1 sheathing, 10d nails @ 3", 3", 12" (edge, boundary, field) PLYWOOD SHEARWALL: 15/32" Str 1 sheathing, 10d nails @ 2", 2", 12" (edge, boundary, field) DBL. SIDED PLYWOOD SHEARWALL: 15/32" Str 1 sheathing, 10d nails @ 4", 4", 12" (edge, boundary, field) DBL. SIDED PLYWOOD SHEARWALL: 15/32" Str 1 sheathing, 10d nails @ 3", 3", 12" (edge, boundary, field) DBL. SIDED PLYWOOD SHEARWALL: 15/32" Str 1 sheathing, 10d nails @ 2", 2", 12" (edge, boundary, field) STEEL CANTILEVERED COLUMN MOMENT POST BASE ORDINARY STEEL MOMENT FRAME SPECIAL STEEL MOMENT FRAME SPECIAL REINFORCED CONCRETE SHEARWALLS SPECIAL REINFORCED MASONRY SHEARWALLS STEEL STRONG WALL TIMBER FRAME HIGH-STRENGTH WOOD SHEARWALL 13.50 8.00 6213.50 SUMMARY: PAGE E/W 1 13.50 13.50 8.00 6 SUMMARY: PAGE N/S A 5.50 5.50 8.00 6 SHEARWALL LENGTHS (ft)TOTAL (ft)HEIGHT (ft)TYPE 6B10.00 4.1 GRIDLINE 10.00 8.00 GRIDLINE SHEARWALL LENGTHS (ft)TOTAL (ft)HEIGHT (ft)TYPE S 4D 4 3 KEY 6 2 SSW 3D 2D CC MPBZ SRMS TF WSWH OMF SMF SRCS Page 21 N/S DIRECTION GRIDLINE:% OF STORY FORCE =TRIBUTARY STORY FORCE:lb SHEARWALL LENGTHS TOTAL STORY FORCE UNIT SHEAR L1 =ft F =lb v =lb/ft L2 =ft STORY FORCE AT GRIDLINE va =lb/ft L3 =ft =lb OTFa =lb (strap)w/ L4 =ft GROSS OVERTURNING FORCE OTFa =lb (HD) L5 =ft OTF =lb UPLIFT LOAD COMBINATION TOTAL SHEARWALL LENGTH 0.6D-0.7(ϕ QE-0.2SDSD) Lt =ft -QE SHEARWALL HEIGHT D= H =ft DESIGN OVERTURNING FORCE REDUNDANCY OTF =lb ϕ =PROVIDE UPLIFT CONNECTION GRIDLINE:% OF STORY FORCE =TRIBUTARY STORY FORCE:lb SHEARWALL LENGTHS TOTAL STORY FORCE UNIT SHEAR L1 =ft F =lb v =lb/ft L2 =ft STORY FORCE AT GRIDLINE va =lb/ft L3 =ft =lb OTFa =lb (strap)w/ L4 =ft GROSS OVERTURNING FORCE OTFa =lb (HD) L5 =ft OTF =lb UPLIFT LOAD COMBINATION TOTAL SHEARWALL LENGTH 0.6D-0.7(ϕ QE-0.2SDSD)CORNER HOLDOWN Lt =ft -QE Parallel Force =lb SHEARWALL HEIGHT D=Perpendicular Force =lb USE:HDU2 H =ft DESIGN OVERTURNING FORCE Total Force =lb OTFa=lb REDUNDANCY OTF =lb ϕ =PROVIDE UPLIFT CONNECTION 10.00 B 1.3 8.00 5.50 10.0 A 54.0% 4.1 HORIZONTAL SEISMIC FORCE DISTRIBUTION: 62650338 3400 5.5 1431 2705 340 1860 MST48ϕ*F 3075 or 1268 2100 MST37 3075 1.3 or HDU2 1268 980 0.45D 1.3 -2705 46.0% HDU2 2650 1219 ϕ*F 1584 0.45D 6158 340 1562 2306 -1268 8.00 1.3 Page 22 E/W DIRECTION GRIDLINE:% OF STORY FORCE =TRIBUTARY STORY FORCE:lb TOTAL STORY FORCE F =lb STORY FORCE AT GRIDLINE =lb REDUNDANCY ϕ = GRIDLINE:% OF STORY FORCE =TRIBUTARY STORY FORCE:lb TOTAL STORY FORCE F =lb STORY FORCE AT GRIDLINE =lb REDUNDANCY ϕ = 1378252.0% ϕ*F 1653 1.3 2650 ϕ*F 1791 1.3 48.0% HORIZONTAL SEISMIC FORCE DISTRIBUTION: 2650 1 1272 4.1 Page 23 SEE FOLLOWING PAGE FOR FORCE TRANSFER CALCULATION SEE PAGE #25 FOR FORCE TRANSFER CALCULATION Project Information Code: Date: Designer: Client: Project: Wall Line: V 1653 lbf Opening 1 2bs/h L1 4.75 ft ha 1.25 ft Adj. Factor L2 3.75 ft ho 4.00 ft P1=ho/L1=0.84 N/A hwall 8.00 ft hb 2.75 ft P2=ho/L2=1.07 N/A Lwall 13.50 ft Lo1 5.00 ft 1. Hold-down forces: H = Vhwall/Lwall 980 lbf 6. Unit shear beside opening 194 plf 2. Unit shear above + below opening 194 plf 245 plf 1653 lbf OK 3. Total boundary force above + below openings 7. Resistance to corner forces First opening: O1 = va1 x (Lo1) = 1224 lbf R1 = v1*L1 = 924 lbf R2 = v2*L2 = 729 lbf 4. Corner forces F1 = O1(L1)/(L1+L2) = 684 lbf 8. Difference corner force + resistance F2 = O1(L2)/(L1+L2) = 540 lbf R1-F1 = 239 lbf R2-F2 = 189 lbf 5. Tributary length of openings T1 = (L1*Lo1)/(L1+L2) = 2.79 ft 9. Unit shear in corner zones T2 = (L2*Lo1)/(L1+L2) = 2.21 ft vc1 = (R1-F1)/L1 = 50 plf vc2 = (R2-F2)/L2 = 50 plf Check Summary of Shear Values for One Opening Line 1: vc1(ha+hb)+v1(ho)=H?202 778 980 lbf Line 2: va1(ha+hb)-vc1(ha+hb)-v1(ho)=0?980 202 778 0 Line 3: va1(ha+hb)-vc2(ha+hb)-v1(ho)=0?980 202 778 0 Line 4: vc2(ha+hb)+v2(ho)=H?202 778 980 lbf 245 plf 4-Term Deflection 684 lbf 4-Term Story Drift % 980 lbf 122 plf Req. HD Force (H) Req. Shear Wall Anchorage Force (vmax) *The Design Summary assumes that the shear wall is designed as blocked. Req. Strap Force 3-Term Story Drift % v1 = (V/L)(L1+T1)/L1 = v2 = (V/L)(T2+L2)/L2 = First opening: va1 = vb1 = H/(ha+hb) =Check v1*L1+v2*L2=V? Design Summary* Req. Sheathing Capacity 3-Term Deflection OneOpen CBC 2022 8/20/2024 CD 2517 W Huckleberry Rd #2 DL-1 Shear Wall Calculation Variables Adj. Factor Method = Wall Pier Aspect Ratio Page 24 Project Information Code: Date: Designer: Client: Project: Wall Line: V 1791 lbf Opening 1 2bs/h L1 4.75 ft ha 1.25 ft Adj. Factor L2 3.75 ft ho 4.00 ft P1=ho/L1=0.84 N/A hwall 8.00 ft hb 2.75 ft P2=ho/L2=1.07 N/A Lwall 13.50 ft Lo1 5.00 ft 1. Hold-down forces: H = Vhwall/Lwall 1061 lbf 6. Unit shear beside opening 211 plf 2. Unit shear above + below opening 211 plf 265 plf 1791 lbf OK 3. Total boundary force above + below openings 7. Resistance to corner forces First opening: O1 = va1 x (Lo1) = 1327 lbf R1 = v1*L1 = 1001 lbf R2 = v2*L2 = 790 lbf 4. Corner forces F1 = O1(L1)/(L1+L2) = 741 lbf 8. Difference corner force + resistance F2 = O1(L2)/(L1+L2) = 585 lbf R1-F1 = 259 lbf R2-F2 = 205 lbf 5. Tributary length of openings T1 = (L1*Lo1)/(L1+L2) = 2.79 ft 9. Unit shear in corner zones T2 = (L2*Lo1)/(L1+L2) = 2.21 ft vc1 = (R1-F1)/L1 = 55 plf vc2 = (R2-F2)/L2 = 55 plf Check Summary of Shear Values for One Opening Line 1: vc1(ha+hb)+v1(ho)=H?219 843 1061 lbf Line 2: va1(ha+hb)-vc1(ha+hb)-v1(ho)=0?1061 219 843 0 Line 3: va1(ha+hb)-vc2(ha+hb)-v1(ho)=0?1061 219 843 0 Line 4: vc2(ha+hb)+v2(ho)=H?219 843 1061 lbf 265 plf 4-Term Deflection 741 lbf 4-Term Story Drift % 1061 lbf 133 plf Req. HD Force (H) Req. Shear Wall Anchorage Force (vmax) *The Design Summary assumes that the shear wall is designed as blocked. Req. Strap Force 3-Term Story Drift % v1 = (V/L)(L1+T1)/L1 = v2 = (V/L)(T2+L2)/L2 = First opening: va1 = vb1 = H/(ha+hb) =Check v1*L1+v2*L2=V? Design Summary* Req. Sheathing Capacity 3-Term Deflection OneOpen CBC 2022 8/20/2024 CD 2517 W Huckleberry Rd #2 DL-2 Shear Wall Calculation Variables Adj. Factor Method = Wall Pier Aspect Ratio Page 25 CONTINUOUS FOOTING ϕCONC:REINF. COVER:FOOTING WIDTH: fy:BAR SIZE:FOOTING DEPTH: f'c:SOIL DEPTH ABV FTG: ASB:STEM WIDTH: ϕSOIL:STEM HEIGHT: ASD LOAD CASES FROM ASCE 7-16: 2.)D+L 3.)D+(Lr or S) = Wd = MAXIMUM ADDITIONAL ALLOWABLE POINT LOAD ON FOOTING =allowable soil bearing ==footing width ==footing depth ==height of ftg above grade =continuous load MAX POINT LOAD Pmax = ASB*w*2(D+Hp)-2wt(D+Hp)= Pmax = Pmax =lb 8 128 Psf LOADING D 5.0 DESIGN PARAMETERS 150 pcf 3.0 in 12.0 in 60000 psi 4 8.0 in 100 pcf 18.0 in 2500 psi 18.0 in EFF. DEPTH TO TOP LAYER OF STEEL:1500 psf 6.0 in 4.25 in Ratio 0.353 wallowable 1500 plf wt 530 plf FOOTING LOADING9.75 136.5D Lr D L Ceiling 8 Category 8.75 70 Roof 20 9.75 195 Roof 14 ft lb/ft Description Force/Area Tributary L/H Loading Ext Wall 16 Ceiling 10 8.75 87.5 DESIGN PARAMETERS 529.5 5175 lbs wt ADDITIONAL ALLOWABLE POINT LOAD psf * 1ft * 2(2ft + 0.666ft) - 2 * 529.5lb/ft * (2ft + 0.666ft) 5175 Pmax D Hp ASB w 1500 psf 12.0 in 1 ft 2 ft 0.67 ft 24.0 in 8.0 in 530 plf Page 26 PAD SCHEDULE 18 3.38 12 (3) #4 PAD SIZE (SQ)MAX LOADING (K)THICKNESS (IN)REBARPAD ID# P-0 24 6.00 12 (3) #4 30 9.38 12 (3) #4 36 13.50 12 (3) #5 48 24.00 18 (5) #5 42 18.38 18 (5) #5 60 37.50 18 (5) #5 54 30.38 18 (5) #5 72 54.00 18 (7) #5 66 45.38 18 (7) #5 84 73.50 18 (7) #5 78 63.38 18 (7) #5 (9) #5 90 84.38 18 (9) #5 ASB = 1500 psf NOTE: 96 96.00 18 P-1 P-2 P-3 P-4 P-5 P-11 P-12 P-13 P-6 P-7 P-8 P-9 P-10 Page 27 PAD FOOTING DESIGN ASD LOAD CASES FROM ASCE 7-16: 2.)D+L 5.)D+0.7E 3.)D+Lr 6.)D+0.75L+0.525E 4.)D+0.75L +0.75Lr 8.)0.6D+0.7E =psf Allowable Soil Bearing =in =ft Width =in =ft Length =in =ft Thickness =Minimum Steel % =#4 =in2 =Increase for Seismic =Size :"x " Loading Thickness :" =# or #4 @ " o.c 5.1 1500 2.00 1.00 0.196 DESIGN CRITERIA 24 24 RB-4 SUPPORT 1 L P Rebar 3 4Pallowable 720 lbs PAD DESIGN 1.33 12 12 70 6000 lbs PAD (A) 2.00 Ef Asmin 0.14% t 12 RB-5 SUPPORT 2 D ASB RB-4 SUPPORT 1 D w 24 RB-4 SUPPORT 1 Lr l 24 Loading Description 280 260 110 Loading (lb)Category Rebar PAD ID#:P-1 Page 28 ROOF DIAPHRAGM DIRECTION OF ANALYSIS- LONGITUDINAL DIRECTION: wpx=wtotal-wwalls = TRANSVERSE DIRECTION: wpx=wtotal-wwalls = LONGITUDINAL DIRECTION: Fpx= TRANSVERSE DIRECTION: Fpx= Tributary Area of Diaphragm: /= Minimum Diaphragm Force:Maximum Diaphragm Force: LONGITUDINAL DIRECTION: Fpx=LONGITUDINAL DIRECTION: Fpx= TRANSVERSE DIRECTION: Fpx=TRANSVERSE DIRECTION: Fpx= GOVERNING DIAPHRAMGM FORCES:Diaphragm Parameters: LONGITUDINAL DIRECTION: Fpx=LONGITUDINAL LENGTH:ft TRANSVERSE DIRECTION: Fpx=TRANSVERSE LENGTH:ft : 1 LONGITUDINAL:TRANSVERSE: w =3112 lbs/41 ft =w =3561 lbs/19.5 ft = R=V=76 plf * (41 ft/2) =R=V=183 plf * (19.5 ft/2) = v=V/b=1556lbs/19.5ft =v=V/b=1781lbs/41ft = 15/32" Sheathing with: 768 ft²768 ft²100.00% 14624 plf 16736 plf 1710 lbs 1957 lbs 3112 lbs 3561 lbs USE 7123 lbs 15/32" Sheathing with Allowable Load 3112 lbs 8d @ 6" O.C. (unblocked) 43 plf80 plf Area: 7.0 DIAPHRAGM DESIGN FORCE 6224 lbs 3561 lbs edge & boundary nailing:lb/ft 8d @ 6" O.C. (unblocked)180 8d @ 6" O.C. (blocked)270 41 1556 lbs 1781 lbs 19.5 Aspect Ratio :2.1 76 plf 183 plf 8d @ 4" O.C. (blocked)360 Ga k/in ROOF SHEATHING SCHEDULE 4.5 7.5 8d @ 3" O.C. (blocked)530 8d @ 2" O.C. (blocked)600 10d @ 2" O.C. (blocked)655 11 15 4.5 18 Page 29 ROOF DIAPHRAGM Max Tension/Compression Force:LONGITUDINAL DIRECTION:TRANSVERSE DIRECTION: T =C =*Ω w:w: L:L: w:Seismic force/ft.b:b: L:Length of Diaphragm Ω:Ω: b:Depth of Diaphragm Ω:Overstrength Factor T=C=T=C= DESIGN FOR TENSION: Allowable Tension Force: USING (2) 2x4 DBL TOP PLATE CHORDS:Tallowable =>T = Tallowable =w*d*ft*cd d =Depth w =Width ft =Allowable Tension Stress Cd =Load Duration Factor Tallowable = CHORD SPLICE: T =Max Tension Force n=16D requried =T/(Z'ASD) Z'ASD = n = ST6236 16d NAILS MST48 Strap MST60 (2) ST6236 (2) MST48 (2) MST60 Note: Values from LARR#25713 3.0 in 3.5 in CHORD DESIGN GOVERNS therefore CHORD DESIGN 575 psi 1.6 9660 lbs OR 3845 lbs STRAP SCHEDULE 9660 lbs 2045 lbs 7690 lbs 9860 lbs 13460 lbs USE: 6730 lbs 4930 lbs 8b 76 plf 226 lbs 10 w*L2 41 ft 2045 lbs 20 ft 183 plf 20 ft 41 ft USE (2) 2x4 TOP PLATES 2.5 2045 lbs 2.5 529 lbs 7.0 CHORD SPLICE DESIGN 16 ST6236 Page 30 SHEET ELEVATED DESIGN & CONSULTING ENG. P.O. BOX 21110 DATE LONG BEACH, CA 90801 JOB # PHONE: (562) 412-8599 EMAIL: OFFICE@EDNCENGINEERS.COM JOB # DATE CD 8/20/2024 24-42 Santa Ana, CA 92706 Structural Design Detached ADU Project: De Santiago Residence 2517 W Huckleberry Rd #2 8/20/2024 Prepared for: Andres De Santiago 2517 Huckleberry Rd Santa Ana, CA 92706 CONCEPCION DIARTE PROJECT ENGINEER 24-42 DIGITALLY STAMPED & SIGNED ON 12/24/24 SHEET ELEVATED DESIGN & CONSULTING ENG. P.O. BOX 21110 DATE LONG BEACH, CA 90801 JOB # PHONE: (562) 412-8599 EMAIL: OFFICE@EDNCENGINEERS.COM DESIGN PARAMETERS 1.0 DESIGN CRITERIA ………………………...………………………………………………………………………………………… 2.0 LOADING CONDITIONS…………………...……………………………………………………………………………………… FRAMING DESIGN 3.0 ROOF FRAMING………………………….……………………………………………………........... SEISMIC DESIGN 4.0 BASE SHEAR CALCULATION AND LATERAL FORCE DISTRIBUTION………………………….…………………………………… 4.01 WIND ANALYSIS………………………….…………………………………………………............. 4.1 ROOF LATERAL DESIGN………………………….…………………………………………………... FOUNDATION DESIGN 5.0 CONTINUOUS FOOTING DESIGN………………………….……………………………………………….. 5.1 PAD FOOTING DESIGN………………………….……………………………………………………. DIAPHRAGM DESIGN 7.0 DIAPHRAGM DESIGN………………………….……………………………………………………............ 2517 W Huckleberry Rd #2 CD 8/20/2024 24-42 Santa Ana, CA 92706 TABLE OF CONTENTS 1 2 7 26 27 19 21 20 29 DESIGN CRITERIA Code: 2022 California Building Code Dimensional Lumber:Douglas Fir-Larch (DF-L), WWPA or WCLIB 2x Wall Framing:DF-L #2 (U.N.O.) 2x Rafters & Joists:DF-L #2 (U.N.O.) 4x Members:DF-L #1 (U.N.O.) 6x Members:DF-L #1 (U.N.O.) GluLam Beams:U.N.O. :Grade 24F-V4 (DF/DF) Engineered Framing:Wood I-Joists:TJI 110,210,230,360,560 ICC ESR-1153 LSL, PSL 1.55E Timberstrand, 2.2E Parallam ICC ESR-1387 Sheathing:Min. APA-Rated Sheathing, Exposure 1, Plywood or OSB (U.N.O.) Concrete: Compressive Strength @ 28 days per ASTM C39-96: Footings:2500 psi Grade Beams and Caissons:3000 psi Concrete Block:Grade N-I per ASTM C90-95, f’m = 1500 psi per ASTM E447-92 Mortar:Type S Mortar Cement per ASTM C270-95, Min. f’m = 1800 psi @ 28 days. Grout: Coarse Grout w/ 3/8" Max. Aggregate per ASTM C476-91, Min. f’m = 2000 psi @ 28 days. Reinforcing Steel:#3 to #18:ASTM A706 (Fy = 60 ksi) Structural Steel:‘W’ Shapes:ASTM A992,Fy= 50ksi Plates, Angles, Channels:ASTM A36 Fy = 36 ksi Tube Shapes: ASTM A500, Grade B Fy= 46 ksi Pipe Shapes:ASTM A53, Grade B Fy=35 ksi Welding Electrodes: Structural Steel: E70-T6 A615-60 Rebar:E90 Series Bolts: Sill Plate Anchor Bolts & Threaded Rods:F1554 Grade 55 Quality Minimum Bolted Connections:A307 (Bearing, U.N.O.) References: 1.0 Page 1 VERTICAL LOADING Roofing psf 15/32" Sheathing psf Roof Framing psf 5/8" Gyp. Bd.psf R-30 Insulation psf Misc.psf Σ DEAD psf LIVE psf 5/8" Gyp. Bd. (2 Sides)psf 7/8" Stucco psf 2x4 Studs @ 16" o.c.psf 15/32" Sheathing psf Misc.psf 2x4 Studs @ 16" o.c.psf 5/8" Gyp. Bd.psf Misc.psf Σ DEAD psf Σ DEAD psf Ceiling Framing psf 5/8" Gyp. Bd.psf R-30 Insulation psf Misc.psf Σ DEAD psf LIVE psf CEILING 2.8 2.8 1.5 0.9 8.0 10.0 2.0 ROOF 5.4 1.5 14.0 20.0 2.8 2.8 1.5 1.1 2.3 8.0 4.6 INTERIOR WALL EXTERIOR WALL 9.0 1.6 16.0 1.5 1.1 2.8 Page 2 SEISMIC LOADING Latitude: Longitude:R =:Special Steel Moment Frame R =:Wood Structural Shearwalls Occupancy Category:2 Site Class: D R =:Special Reinforced Concrete Shearwalls Importance Category:Roof Height ft R =:Special Reinforced Masonry Shearwalls R =:Upper Limit on Hillside Structures R =:Ordinary Steel Moment Frame Ss =g S1 =g R =:Ordinary Steel Cantilevered Column Fa =Fv = R =Selected R Value Sds =Sd1 = NOTE: SEE FOLLOWING PAGES FOR USGS DATA SMS = FaSs SMS = SDS = (2/3) SMS (11.4-3) SDS = Seismic Design Category:(12.8-2) Ta = Ct * (hn)0.75 = Ts = SD1/SDS = WDL 2.0 PARAMETERS USGS SPECTRAL INFORMATION 33.763 1.33 0.473 R FACTOR SCHDULE 8.0 6.5 -117.904 1.06 Cs =SDS S1 > 0.04 (11.6.1 & 2 ASCE 7-16) 6.5 Ss > 0.15 5.0 5.0 4.5 1.596 DESIGN CATEGORY CS SEISMIC COEFFICIENT S1 < 0.75 (11.6 ASCE 7-16) 3.50 1.25 1.20 1.82 1.064 0.574 1.0 12 SD1 T(R/I) 0.685 k =1.0 Ta<0.5 VASD=0.117 (R/I) D Cs =0.164 PERIOD CALCULATION 0.13 Ta < (0.8)Ts, OK0.54 VASD=CsWDL 1.4 Csmax = Csmax = Page 3 7/5/24, 11:32 ATC Hazards by Location https://hazards.atcouncil.org/#/seismic?lat=33.7633056&lng=-117.9037361&address=2517 Huckleberry Rd%2C Santa Ana%2C CA 92706%2C EE. UU.1/2 This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. Hazards by Location Search Information Address:2517 Huckleberry Rd, Santa Ana, CA 92706, EE. UU. Coordinates:33.7633056, -117.9037361 Elevation:101 ft Timestamp:2024-05-07T17:31:55.266Z Hazard Type:Seismic Reference Document:ASCE7-16 Risk Category:II Site Class:D-default Basic Parameters Name Value Description SS 1.33 MCER ground motion (period=0.2s) S1 0.473 MCER ground motion (period=1.0s) SMS 1.596 Site-modified spectral acceleration value SM1 * null Site-modified spectral acceleration value SDS 1.064 Numeric seismic design value at 0.2s SA SD1 * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 Additional Information Name Value Description SDC * null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.0s CRS 0.925 Coefficient of risk (0.2s) CR1 0.923 Coefficient of risk (1.0s) PGA 0.565 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.678 Site modified peak ground acceleration TL 8 Long-period transition period (s) SsRT 1.33 Probabilistic risk-targeted ground motion (0.2s) SsUH 1.439 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 1.797 Factored deterministic acceleration value (0.2s) S1RT 0.473 Probabilistic risk-targeted ground motion (1.0s) S1UH 0.513 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) S1D 0.619 Factored deterministic acceleration value (1.0s) PGAd 0.739 Factored deterministic acceleration value (PGA) * See Section 11.4.8 The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. Disclaimer 101 ft Datos del mapa ©2024 Google Informar un error en el mapa Page 4 7/5/24, 11:32 ATC Hazards by Location https://hazards.atcouncil.org/#/seismic?lat=33.7633056&lng=-117.9037361&address=2517 Huckleberry Rd%2C Santa Ana%2C CA 92706%2C EE. UU.2/2 Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. Page 5 WIND LOADING z:height above Ground Level ϴ:Roof Angle V:Basic Wind Speed ASCE 7-16 Figure 26.5-1A Structure Type:ASCE 7-16 Table 26.6-1 Exposure Category:ASCE 7-16 Section 26.7 KZT:Topographical Factor ASCE 7-16 Section 26.8.2 Enclosure Classification:Section 26.10 & 26.2 Kz= 2.01*(15/1200)^(2/7) KZ:Velocity Wind Pressure Exposure Coefficient ASCE 7-16 Table 30.3-1 KD:Wind Directionality ASCE 7-16 Table 26.6-1 Zg:Terrain Exposure Constant ASCE 7-16 Table 26.9-1 α:Terrain Exposure Constant ASCE 7-16 Table 26.9-1 GCpi:Internal Pressure Coefficients ASCE 7-16 Table 26.11-1 qh:Velocity Pressure ASCE 7-16 Eqn. 30.3-1 USE:Wall: Roof: 0.57 12 ' 20 2.0 DESIGN PARAMETERS Enclosure Classification: 1 Enclosed 115 mph Building Structure Type B Exposure Category DESCRIPTION REFERENCE 0.85 1200 ' 7 0.18 16.54 psf DESIGN WIND PRESSURES GCpf (ASCE Figure 28.4-1)p Load Case 2 External Pressure Coefficient Design Wind Pressure External Pressure Coefficient Design Wind Pressure GCpf (ASCE Figure 28.4-1)p 1 0.53 6 psf -0.45 -10 psf Building Surface Load Case 1 3 -0.48 -11 psf -0.37 -9 psf -8 psf 4 -0.43 -10 psf -0.45 -10 psf 5 --0.40 4 psf -0.53 -12 psf 16.0 psf 6E ---0.43 -10 psf Design Wind Pressure 4E -0.64 -14 psf -0.48 -11 psf 5E --0.61 7 psf 16.0 psf 2E -1.07 -21 psf -1.07 -21 psf 2 -0.69 -14 psf -0.69 -14 psf 6 ---0.29 1E 0.80 10 psf -0.48 -11 psf 3E -0.69 -14 psf 𝑓𝑜𝑟15 ≤𝑧≤𝑧𝑔;𝐾𝑍=2.01 ∗𝑧 𝑧𝑔 2 𝛼 𝑓𝑜𝑟𝑧<𝑧𝑔;𝐾𝑍=2.01 ∗15 𝑧𝑔 2 𝛼 𝑝=𝑞ℎ[𝐺𝐶𝑝𝑓−𝐺𝐶𝑝𝑖] Page 6 FRAMING 24 ' 16 ''29 ' 12 ''32 ' CEILING JOIST SCHEDULE: 21 ' 2x10 24 ''21 ' 16 ''24 ' 12 ''27 ' 12 ' 16 ''14 ' 12 ''16 ' 2x8 24 ''16 ' 16 ''19 ' DF#2 DEAD LOAD 8 PSF/ LIVE LOAD 10 PSF L/∆=240 RAFTER SIZE SPACING ALLOWABLE SPANS 2x4 24 ''8 ' 16 ''9 ' 12 ''10 ' 16 ''15 ' 12 ''16 ' 2x10 24 ''16 ' 16 ''19 ' 2x8 24 '' 12 '' 2x12 24 '' 12 '' 2x6 24 '' 12 ''8 ' 2x6 24 ''10 ' 16 ''11 ' 12 ''12 ' 21 ' 2x12 24 ''19 ' 16 ''23 ' 12 ''26 ' 13 ' 3.0 24 ''6 ' 16 ''7 ' ROOF RAFTER SCHEDULE: DF#2 DEAD LOAD 15 PSF/ ROOF LIVE LOAD 20 PSF L/∆=240 RAFTER SIZE SPACING ALLOWABLE SPANS 2x4 Page 7 FRAMING Note: Values from LARR#25713 12 in 6 8 Required number of 16d common nails per connection, wood members shall be of sufficient size to prevent splitting due to nailing. Split members shall be removed and replaced. 6 8 12 in 3 5 4 6 4:12 24 in 5 8 12 16 in 4 3 4 5 12'20'28' 16 in 5 8 RAFTER TIE CONNECTIONS: 10 7 9 16 in 3 5 6 5:12 24 in 4 2x6 24 ''8 ' 16 ''9 ' 12 ''10 ' 12 ' 12 ''13 ' 2x8 24 ''10 ' 16 '' FLOOR JOIST SCHEDULE: DF#2 DEAD LOAD 15 PSF/LIVE LOAD 40 PSF L/∆=240 RAFTER SIZE SPACING ALLOWABLE SPANS 2x4 24 ''5 ' 16 ''6 ' 12 ''6 ' 3.0 2x10 24 ''12 ' 16 ''15 ' 12 ''17 ' 11 15 17 ' 12 ''20 ' ROOF LIVE LOAD 20 PSF RAFTER SLOPE TIE SPACING ROOF SPAN 3:12 24 in 7 12 in 2x12 24 ''14 ' 16 '' Page 8 Wood Beam LIC# : KW-06014654, Build:20.23.10.31 Elevated Design & Consulting (c) ENERCALC INC 1983-2023 DESCRIPTION:RB-1 Project File: 2517 W Huckleberry Rd.ec6 Project Title:2517 W Huckleberry Rd #2 Engineer:CD Project ID: Project Descr:Detached ADU CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase Allowable Stress Design Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0140, Lr = 0.020 ksf, Tributary Width = 1.330 ft, (ROOF) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.500: 1 Load Combination +D+Lr Span # where maximum occurs Span # 1 Location of maximum on span 4.750 ft 36.75 psi= = 1,681.88 psi 2x6Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr = = = 225.00 psi== Section used for this span 2x6 Maximum Shear Stress Ratio 0.163 : 1 9.049 ft= = 841.48 psi Maximum Deflection 0 <360 437 Ratio =0 <180 Max Downward Transient Deflection 0.147 in 773Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.260 in Ratio =>=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : Lr Only n/a Span: 1 : +D+Lr n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 9.50 ft 1 0.302 0.098 0.90 1.300 1.151.00 1.00 0.23 365.3 1,211.0 0.09 162.01.00 16.01.00 1.00+D+Lr 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 9.50 ft 1 0.500 0.163 1.25 1.300 1.151.00 1.00 0.53 841.5 1,681.9 0.20 225.01.00 36.71.00 1.00+D+0.750Lr 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 9.50 ft 1 0.430 0.140 1.25 1.300 1.151.00 1.00 0.46 722.4 1,681.9 0.17 225.01.00 31.51.00 1.00+0.60D 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 9.50 ft 1 0.102 0.033 1.60 1.300 1.151.00 1.00 0.14 219.2 2,152.8 0.05 288.01.00 9.61.00 . Page 9 Wood Beam LIC# : KW-06014654, Build:20.23.10.31 Elevated Design & Consulting (c) ENERCALC INC 1983-2023 DESCRIPTION:RB-1 Project File: 2517 W Huckleberry Rd.ec6 Project Title:2517 W Huckleberry Rd #2 Engineer:CD Project ID: Project Descr:Detached ADU Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr 1 0.2604 4.785 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.223 0.223 Max Upward from Load Combinations 0.223 0.223 Max Upward from Load Cases 0.126 0.126 D Only 0.097 0.097 +D+Lr 0.223 0.223 +D+0.750Lr 0.192 0.192 +0.60D 0.058 0.058 Lr Only 0.126 0.126 Page 10 Wood Beam LIC# : KW-06014654, Build:20.23.10.31 Elevated Design & Consulting (c) ENERCALC INC 1983-2023 DESCRIPTION:RB-2 Project File: 2517 W Huckleberry Rd.ec6 Project Title:2517 W Huckleberry Rd #2 Engineer:CD Project ID: Project Descr:Detached ADU CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase Allowable Stress Design Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0080, L = 0.010 ksf, Tributary Width = 1.330 ft, (CEILING) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.740: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 8.750 ft 29.65 psi= = 1,242.00 psi 2x8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 180.00 psi== Section used for this span 2x8 Maximum Shear Stress Ratio 0.165 : 1 0.000 ft= = 919.30 psi Maximum Deflection 0 <360 286 Ratio =0 <180 Max Downward Transient Deflection 0.370 in 566Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.732 in Ratio =>=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : L Only n/a Span: 1 : +D+L n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 17.50 ft 1 0.406 0.090 0.90 1.200 1.151.00 1.00 0.50 454.4 1,117.8 0.11 162.01.00 14.71.00 1.00+D+L 1.200 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 17.50 ft 1 0.740 0.165 1.00 1.200 1.151.00 1.00 1.01 919.3 1,242.0 0.21 180.01.00 29.71.00 1.00+D+0.750L 1.200 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 17.50 ft 1 0.517 0.115 1.25 1.200 1.151.00 1.00 0.88 803.1 1,552.5 0.19 225.01.00 25.91.00 1.00+0.60D 1.200 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 17.50 ft 1 0.137 0.031 1.60 1.200 1.151.00 1.00 0.30 272.6 1,987.2 0.06 288.01.00 8.81.00 . Page 11 Wood Beam LIC# : KW-06014654, Build:20.23.10.31 Elevated Design & Consulting (c) ENERCALC INC 1983-2023 DESCRIPTION:RB-2 Project File: 2517 W Huckleberry Rd.ec6 Project Title:2517 W Huckleberry Rd #2 Engineer:CD Project ID: Project Descr:Detached ADU Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.7324 8.814 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.230 0.230 Max Upward from Load Combinations 0.230 0.230 Max Upward from Load Cases 0.116 0.116 D Only 0.114 0.114 +D+L 0.230 0.230 +D+0.750L 0.201 0.201 +0.60D 0.068 0.068 L Only 0.116 0.116 Page 12 Wood Beam LIC# : KW-06014654, Build:20.23.10.31 Elevated Design & Consulting (c) ENERCALC INC 1983-2023 DESCRIPTION:RB-3 Project File: 2517 W Huckleberry Rd.ec6 Project Title:2517 W Huckleberry Rd #2 Engineer:CD Project ID: Project Descr:Detached ADU CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase Allowable Stress Design Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0080, L = 0.010 ksf, Tributary Width = 1.330 ft, (CEILING) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.307: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 4.500 ft 19.05 psi= = 1,345.50 psi 2x6Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 180.00 psi== Section used for this span 2x6 Maximum Shear Stress Ratio 0.106 : 1 8.573 ft= = 413.35 psi Maximum Deflection 0 <360 940 Ratio =0 <180 Max Downward Transient Deflection 0.059 in 1819Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.115 in Ratio =>=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : L Only n/a Span: 1 : +D+L n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 9.0 ft 1 0.165 0.057 0.90 1.300 1.151.00 1.00 0.13 199.7 1,211.0 0.05 162.01.00 9.21.00 1.00+D+L 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 9.0 ft 1 0.307 0.106 1.00 1.300 1.151.00 1.00 0.26 413.4 1,345.5 0.10 180.01.00 19.11.00 1.00+D+0.750L 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 9.0 ft 1 0.214 0.074 1.25 1.300 1.151.00 1.00 0.23 359.9 1,681.9 0.09 225.01.00 16.61.00 1.00+0.60D 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 9.0 ft 1 0.056 0.019 1.60 1.300 1.151.00 1.00 0.08 119.8 2,152.8 0.03 288.01.00 5.51.00 . Page 13 Wood Beam LIC# : KW-06014654, Build:20.23.10.31 Elevated Design & Consulting (c) ENERCALC INC 1983-2023 DESCRIPTION:RB-3 Project File: 2517 W Huckleberry Rd.ec6 Project Title:2517 W Huckleberry Rd #2 Engineer:CD Project ID: Project Descr:Detached ADU Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.1148 4.533 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.116 0.116 Max Upward from Load Combinations 0.116 0.116 Max Upward from Load Cases 0.060 0.060 D Only 0.056 0.056 +D+L 0.116 0.116 +D+0.750L 0.101 0.101 +0.60D 0.034 0.034 L Only 0.060 0.060 Page 14 Wood Beam LIC# : KW-06014654, Build:20.23.10.31 Elevated Design & Consulting (c) ENERCALC INC 1983-2023 DESCRIPTION:RB-4 Project File: 2517 W Huckleberry Rd.ec6 Project Title:2517 W Huckleberry Rd #2 Engineer:CD Project ID: Project Descr:Detached ADU CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch No.2 875.0 875.0 600.0 625.0 1,300.0 470.0 170.0 425.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0140, Lr = 0.020 ksf, Tributary Width = 5.750 ft, (ROOF) Uniform Load : D = 0.0080, L = 0.010 ksf, Tributary Width = 4.750 ft, (CEILING) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.296: 1 Load Combination +D+0.750Lr+0.750L Span # where maximum occurs Span # 1 Location of maximum on span 2.250 ft 34.43 psi= = 1,421.88 psi 4x6Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+0.750Lr+0.750L = = = 212.50 psi== Section used for this span 4x6 Maximum Shear Stress Ratio 0.162 : 1 4.057 ft= = 420.96 psi Maximum Deflection 0 <360 1501 Ratio =0 <180 Max Downward Transient Deflection 0.017 in 3191Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.036 in Ratio =>=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : Lr Only n/a Span: 1 : +D+0.750Lr+0.750L n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 4.50 ft 1 0.206 0.113 0.90 1.300 1.001.00 1.00 0.31 211.2 1,023.8 0.22 153.01.00 17.31.00 1.00+D+L 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 4.50 ft 1 0.258 0.141 1.00 1.300 1.001.00 1.00 0.43 292.9 1,137.5 0.31 170.01.00 24.01.00 1.00+D+Lr 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 4.50 ft 1 0.288 0.157 1.25 1.300 1.001.00 1.00 0.60 409.1 1,421.9 0.43 212.51.00 33.51.00 1.00+D+0.750Lr+0.750L 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 4.50 ft 1 0.296 0.162 1.25 1.300 1.001.00 1.00 0.62 421.0 1,421.9 0.44 212.51.00 34.41.00 1.00+D+0.750L 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 Page 15 Wood Beam LIC# : KW-06014654, Build:20.23.10.31 Elevated Design & Consulting (c) ENERCALC INC 1983-2023 DESCRIPTION:RB-4 Project File: 2517 W Huckleberry Rd.ec6 Project Title:2517 W Huckleberry Rd #2 Engineer:CD Project ID: Project Descr:Detached ADU Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00Length = 4.50 ft 1 0.208 0.114 1.15 1.300 1.001.00 1.00 0.40 272.5 1,308.1 0.29 195.51.00 22.31.00 1.00+0.60D 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 4.50 ft 1 0.070 0.038 1.60 1.300 1.001.00 1.00 0.19 126.7 1,820.0 0.13 272.01.00 10.41.00 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+0.750Lr+0.750L 1 0.0360 2.266 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.550 0.550 Max Upward from Load Combinations 0.550 0.550 Max Upward from Load Cases 0.276 0.276 D Only 0.276 0.276 +D+L 0.383 0.383 +D+Lr 0.535 0.535 +D+0.750Lr+0.750L 0.550 0.550 +D+0.750L 0.356 0.356 +0.60D 0.166 0.166 Lr Only 0.259 0.259 L Only 0.107 0.107 Page 16 Wood Beam LIC# : KW-06014654, Build:20.23.10.31 Elevated Design & Consulting (c) ENERCALC INC 1983-2023 DESCRIPTION:RB-5 Project File: 2517 W Huckleberry Rd.ec6 Project Title:2517 W Huckleberry Rd #2 Engineer:CD Project ID: Project Descr:Detached ADU CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch No.2 875.0 875.0 600.0 625.0 1,300.0 470.0 170.0 425.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Varying Uniform Load : D= 0.0160->0.0160 ksf, Extent = 0.0 -->> 4.50 ft, Trib Width = 0.0->1.50 ft, (CRIPPLE WALL ABV) Varying Uniform Load : D= 0.0160->0.0160 ksf, Extent = 4.50 -->> 9.0 ft, Trib Width = 1.50->0.0 ft, (CRIPPLE WALL ABV) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.136: 1 Load Combination D Only Span # where maximum occurs Span # 1 Location of maximum on span 4.500 ft 5.49 psi= = 1,023.75 psi 4x6Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination D Only = = = 153.00 psi== Section used for this span 4x6 Maximum Shear Stress Ratio 0.036 : 1 8.573 ft= = 138.90 psi Maximum Deflection 0 <360 2349 Ratio =0 <180 Max Downward Transient Deflection 0 in 0Ratio =<360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.046 in Ratio =>=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v n/a n/a Span: 1 : D Only n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 9.0 ft 1 0.136 0.036 0.90 1.300 1.001.00 1.00 0.20 138.9 1,023.8 0.07 153.01.00 5.51.00 1.00+0.60D 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 9.0 ft 1 0.046 0.012 1.60 1.300 1.001.00 1.00 0.12 83.3 1,820.0 0.04 272.01.00 3.31.00 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections D Only 1 0.0460 4.533 0.0000 0.000 Page 17 Wood Beam LIC# : KW-06014654, Build:20.23.10.31 Elevated Design & Consulting (c) ENERCALC INC 1983-2023 DESCRIPTION:RB-5 Project File: 2517 W Huckleberry Rd.ec6 Project Title:2517 W Huckleberry Rd #2 Engineer:CD Project ID: Project Descr:Detached ADU . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.073 0.073 Max Upward from Load Combinations 0.044 0.044 Max Upward from Load Cases 0.073 0.073 D Only 0.073 0.073 +0.60D 0.044 0.044 Page 18 LATERAL DESIGN Roof = Exterior Wall = Interior Wall = Roof:* = Interior Walls:** = Longitudinal Walls:** = Transverse Walls:** = TOTAL = Σwxhx k = 1.0001.0 152832 VERTICAL SEISMIC FORCE DISTRIBUTION 8 psf SEISMIC WEIGHT-ROOF LEVEL 14 psf 2234 4.0 ft 4480 lbs 16 psf 8 psf 1504 lbs 16 psf 70 ft V lb 19104 lb 8 152832 Level 2234 Cvx F lb ft lb wx hx k wxhx k Roof 10752 lbs WEIGHTS FOR SEISMIC ANALYSIS 4.0 4.0 ft 2368 lbs 19104 lbs 37 ft 768 ft² 47 ft 4.0 ft 14 psf 16 psf Page 19 WIND ANALYSIS Roof = Roof Area = Wall Area = TOTAL = Wind Base Shear:** = Roof Area = Wall Area = TOTAL = Wind Base Shear:** = V =V = DESIGN WIND PRESSURE 16 psf 4.01 41 ft² N/S DIRECTION 142 ft² 134 ft² 276 ft² 0.6 276 ft²16 psf 2650 lbs E/W DIRECTION 72 ft² 113 ft² 0.6 113 ft²16 psf GOVERNS DETAIL FOR SEISMIC & DESIGN FOR WIND 1085 lbs GOVERNING LATERAL FORCE SEISMIC WIND 2234 lbs 2650 lbs Page 20 LATERAL DESIGN ROOF 7/8" STUCCO, with 11 gauge staples @ 6" o.c. PLYWOOD SHEARWALL: 15/32" Str 1 sheathing, 10d nails @ 6", 6", 12" (edge, boundary, field) v<350 lb/ft PLYWOOD SHEARWALL: 15/32" Str 1 sheathing, 10d nails @ 4", 4", 12" (edge, boundary, field) v>350 lb/ft PLYWOOD SHEARWALL: 15/32" Str 1 sheathing, 10d nails @ 3", 3", 12" (edge, boundary, field) PLYWOOD SHEARWALL: 15/32" Str 1 sheathing, 10d nails @ 2", 2", 12" (edge, boundary, field) DBL. SIDED PLYWOOD SHEARWALL: 15/32" Str 1 sheathing, 10d nails @ 4", 4", 12" (edge, boundary, field) DBL. SIDED PLYWOOD SHEARWALL: 15/32" Str 1 sheathing, 10d nails @ 3", 3", 12" (edge, boundary, field) DBL. SIDED PLYWOOD SHEARWALL: 15/32" Str 1 sheathing, 10d nails @ 2", 2", 12" (edge, boundary, field) STEEL CANTILEVERED COLUMN MOMENT POST BASE ORDINARY STEEL MOMENT FRAME SPECIAL STEEL MOMENT FRAME SPECIAL REINFORCED CONCRETE SHEARWALLS SPECIAL REINFORCED MASONRY SHEARWALLS STEEL STRONG WALL TIMBER FRAME HIGH-STRENGTH WOOD SHEARWALL 13.50 8.00 6213.50 SUMMARY: PAGE E/W 1 13.50 13.50 8.00 6 SUMMARY: PAGE N/S A 5.50 5.50 8.00 6 SHEARWALL LENGTHS (ft)TOTAL (ft)HEIGHT (ft)TYPE 6B10.00 4.1 GRIDLINE 10.00 8.00 GRIDLINE SHEARWALL LENGTHS (ft)TOTAL (ft)HEIGHT (ft)TYPE S 4D 4 3 KEY 6 2 SSW 3D 2D CC MPBZ SRMS TF WSWH OMF SMF SRCS Page 21 N/S DIRECTION GRIDLINE:% OF STORY FORCE =TRIBUTARY STORY FORCE:lb SHEARWALL LENGTHS TOTAL STORY FORCE UNIT SHEAR L1 =ft F =lb v =lb/ft L2 =ft STORY FORCE AT GRIDLINE va =lb/ft L3 =ft =lb OTFa =lb (strap)w/ L4 =ft GROSS OVERTURNING FORCE OTFa =lb (HD) L5 =ft OTF =lb UPLIFT LOAD COMBINATION TOTAL SHEARWALL LENGTH 0.6D-0.7(ϕ QE-0.2SDSD) Lt =ft -QE SHEARWALL HEIGHT D= H =ft DESIGN OVERTURNING FORCE REDUNDANCY OTF =lb ϕ =PROVIDE UPLIFT CONNECTION GRIDLINE:% OF STORY FORCE =TRIBUTARY STORY FORCE:lb SHEARWALL LENGTHS TOTAL STORY FORCE UNIT SHEAR L1 =ft F =lb v =lb/ft L2 =ft STORY FORCE AT GRIDLINE va =lb/ft L3 =ft =lb OTFa =lb (strap)w/ L4 =ft GROSS OVERTURNING FORCE OTFa =lb (HD) L5 =ft OTF =lb UPLIFT LOAD COMBINATION TOTAL SHEARWALL LENGTH 0.6D-0.7(ϕ QE-0.2SDSD)CORNER HOLDOWN Lt =ft -QE Parallel Force =lb SHEARWALL HEIGHT D=Perpendicular Force =lb USE:HDU2 H =ft DESIGN OVERTURNING FORCE Total Force =lb OTFa=lb REDUNDANCY OTF =lb ϕ =PROVIDE UPLIFT CONNECTION 10.00 B 1.3 8.00 5.50 10.0 A 54.0% 4.1 HORIZONTAL SEISMIC FORCE DISTRIBUTION: 62650338 3400 5.5 1431 2705 340 1860 MST48ϕ*F 3075 or 1268 2100 MST37 3075 1.3 or HDU2 1268 980 0.45D 1.3 -2705 46.0% HDU2 2650 1219 ϕ*F 1584 0.45D 6158 340 1562 2306 -1268 8.00 1.3 Page 22 E/W DIRECTION GRIDLINE:% OF STORY FORCE =TRIBUTARY STORY FORCE:lb TOTAL STORY FORCE F =lb STORY FORCE AT GRIDLINE =lb REDUNDANCY ϕ = GRIDLINE:% OF STORY FORCE =TRIBUTARY STORY FORCE:lb TOTAL STORY FORCE F =lb STORY FORCE AT GRIDLINE =lb REDUNDANCY ϕ = 1378252.0% ϕ*F 1653 1.3 2650 ϕ*F 1791 1.3 48.0% HORIZONTAL SEISMIC FORCE DISTRIBUTION: 2650 1 1272 4.1 Page 23 SEE FOLLOWING PAGE FOR FORCE TRANSFER CALCULATION SEE PAGE #25 FOR FORCE TRANSFER CALCULATION Project Information Code: Date: Designer: Client: Project: Wall Line: V 1653 lbf Opening 1 2bs/h L1 4.75 ft ha 1.25 ft Adj. Factor L2 3.75 ft ho 4.00 ft P1=ho/L1=0.84 N/A hwall 8.00 ft hb 2.75 ft P2=ho/L2=1.07 N/A Lwall 13.50 ft Lo1 5.00 ft 1. Hold-down forces: H = Vhwall/Lwall 980 lbf 6. Unit shear beside opening 194 plf 2. Unit shear above + below opening 194 plf 245 plf 1653 lbf OK 3. Total boundary force above + below openings 7. Resistance to corner forces First opening: O1 = va1 x (Lo1) = 1224 lbf R1 = v1*L1 = 924 lbf R2 = v2*L2 = 729 lbf 4. Corner forces F1 = O1(L1)/(L1+L2) = 684 lbf 8. Difference corner force + resistance F2 = O1(L2)/(L1+L2) = 540 lbf R1-F1 = 239 lbf R2-F2 = 189 lbf 5. Tributary length of openings T1 = (L1*Lo1)/(L1+L2) = 2.79 ft 9. Unit shear in corner zones T2 = (L2*Lo1)/(L1+L2) = 2.21 ft vc1 = (R1-F1)/L1 = 50 plf vc2 = (R2-F2)/L2 = 50 plf Check Summary of Shear Values for One Opening Line 1: vc1(ha+hb)+v1(ho)=H?202 778 980 lbf Line 2: va1(ha+hb)-vc1(ha+hb)-v1(ho)=0?980 202 778 0 Line 3: va1(ha+hb)-vc2(ha+hb)-v1(ho)=0?980 202 778 0 Line 4: vc2(ha+hb)+v2(ho)=H?202 778 980 lbf 245 plf 4-Term Deflection 684 lbf 4-Term Story Drift % 980 lbf 122 plf Req. HD Force (H) Req. Shear Wall Anchorage Force (vmax) *The Design Summary assumes that the shear wall is designed as blocked. Req. Strap Force 3-Term Story Drift % v1 = (V/L)(L1+T1)/L1 = v2 = (V/L)(T2+L2)/L2 = First opening: va1 = vb1 = H/(ha+hb) =Check v1*L1+v2*L2=V? Design Summary* Req. Sheathing Capacity 3-Term Deflection OneOpen CBC 2022 8/20/2024 CD 2517 W Huckleberry Rd #2 DL-1 Shear Wall Calculation Variables Adj. Factor Method = Wall Pier Aspect Ratio Page 24 Project Information Code: Date: Designer: Client: Project: Wall Line: V 1791 lbf Opening 1 2bs/h L1 4.75 ft ha 1.25 ft Adj. Factor L2 3.75 ft ho 4.00 ft P1=ho/L1=0.84 N/A hwall 8.00 ft hb 2.75 ft P2=ho/L2=1.07 N/A Lwall 13.50 ft Lo1 5.00 ft 1. Hold-down forces: H = Vhwall/Lwall 1061 lbf 6. Unit shear beside opening 211 plf 2. Unit shear above + below opening 211 plf 265 plf 1791 lbf OK 3. Total boundary force above + below openings 7. Resistance to corner forces First opening: O1 = va1 x (Lo1) = 1327 lbf R1 = v1*L1 = 1001 lbf R2 = v2*L2 = 790 lbf 4. Corner forces F1 = O1(L1)/(L1+L2) = 741 lbf 8. Difference corner force + resistance F2 = O1(L2)/(L1+L2) = 585 lbf R1-F1 = 259 lbf R2-F2 = 205 lbf 5. Tributary length of openings T1 = (L1*Lo1)/(L1+L2) = 2.79 ft 9. Unit shear in corner zones T2 = (L2*Lo1)/(L1+L2) = 2.21 ft vc1 = (R1-F1)/L1 = 55 plf vc2 = (R2-F2)/L2 = 55 plf Check Summary of Shear Values for One Opening Line 1: vc1(ha+hb)+v1(ho)=H?219 843 1061 lbf Line 2: va1(ha+hb)-vc1(ha+hb)-v1(ho)=0?1061 219 843 0 Line 3: va1(ha+hb)-vc2(ha+hb)-v1(ho)=0?1061 219 843 0 Line 4: vc2(ha+hb)+v2(ho)=H?219 843 1061 lbf 265 plf 4-Term Deflection 741 lbf 4-Term Story Drift % 1061 lbf 133 plf Req. HD Force (H) Req. Shear Wall Anchorage Force (vmax) *The Design Summary assumes that the shear wall is designed as blocked. Req. Strap Force 3-Term Story Drift % v1 = (V/L)(L1+T1)/L1 = v2 = (V/L)(T2+L2)/L2 = First opening: va1 = vb1 = H/(ha+hb) =Check v1*L1+v2*L2=V? Design Summary* Req. Sheathing Capacity 3-Term Deflection OneOpen CBC 2022 8/20/2024 CD 2517 W Huckleberry Rd #2 DL-2 Shear Wall Calculation Variables Adj. Factor Method = Wall Pier Aspect Ratio Page 25 CONTINUOUS FOOTING ϕCONC:REINF. COVER:FOOTING WIDTH: fy:BAR SIZE:FOOTING DEPTH: f'c:SOIL DEPTH ABV FTG: ASB:STEM WIDTH: ϕSOIL:STEM HEIGHT: ASD LOAD CASES FROM ASCE 7-16: 2.)D+L 3.)D+(Lr or S) = Wd = MAXIMUM ADDITIONAL ALLOWABLE POINT LOAD ON FOOTING =allowable soil bearing ==footing width ==footing depth ==height of ftg above grade =continuous load MAX POINT LOAD Pmax = ASB*w*2(D+Hp)-2wt(D+Hp)= Pmax = Pmax =lb 8 128 Psf LOADING D 5.0 DESIGN PARAMETERS 150 pcf 3.0 in 12.0 in 60000 psi 4 8.0 in 100 pcf 18.0 in 2500 psi 18.0 in EFF. DEPTH TO TOP LAYER OF STEEL:1500 psf 6.0 in 4.25 in Ratio 0.353 wallowable 1500 plf wt 530 plf FOOTING LOADING9.75 136.5D Lr D L Ceiling 8 Category 8.75 70 Roof 20 9.75 195 Roof 14 ft lb/ft Description Force/Area Tributary L/H Loading Ext Wall 16 Ceiling 10 8.75 87.5 DESIGN PARAMETERS 529.5 5175 lbs wt ADDITIONAL ALLOWABLE POINT LOAD psf * 1ft * 2(2ft + 0.666ft) - 2 * 529.5lb/ft * (2ft + 0.666ft) 5175 Pmax D Hp ASB w 1500 psf 12.0 in 1 ft 2 ft 0.67 ft 24.0 in 8.0 in 530 plf Page 26 PAD SCHEDULE 18 3.38 12 (3) #4 PAD SIZE (SQ)MAX LOADING (K)THICKNESS (IN)REBARPAD ID# P-0 24 6.00 12 (3) #4 30 9.38 12 (3) #4 36 13.50 12 (3) #5 48 24.00 18 (5) #5 42 18.38 18 (5) #5 60 37.50 18 (5) #5 54 30.38 18 (5) #5 72 54.00 18 (7) #5 66 45.38 18 (7) #5 84 73.50 18 (7) #5 78 63.38 18 (7) #5 (9) #5 90 84.38 18 (9) #5 ASB = 1500 psf NOTE: 96 96.00 18 P-1 P-2 P-3 P-4 P-5 P-11 P-12 P-13 P-6 P-7 P-8 P-9 P-10 Page 27 PAD FOOTING DESIGN ASD LOAD CASES FROM ASCE 7-16: 2.)D+L 5.)D+0.7E 3.)D+Lr 6.)D+0.75L+0.525E 4.)D+0.75L +0.75Lr 8.)0.6D+0.7E =psf Allowable Soil Bearing =in =ft Width =in =ft Length =in =ft Thickness =Minimum Steel % =#4 =in2 =Increase for Seismic =Size :"x " Loading Thickness :" =# or #4 @ " o.c 5.1 1500 2.00 1.00 0.196 DESIGN CRITERIA 24 24 RB-4 SUPPORT 1 L P Rebar 3 4Pallowable 720 lbs PAD DESIGN 1.33 12 12 70 6000 lbs PAD (A) 2.00 Ef Asmin 0.14% t 12 RB-5 SUPPORT 2 D ASB RB-4 SUPPORT 1 D w 24 RB-4 SUPPORT 1 Lr l 24 Loading Description 280 260 110 Loading (lb)Category Rebar PAD ID#:P-1 Page 28 ROOF DIAPHRAGM DIRECTION OF ANALYSIS- LONGITUDINAL DIRECTION: wpx=wtotal-wwalls = TRANSVERSE DIRECTION: wpx=wtotal-wwalls = LONGITUDINAL DIRECTION: Fpx= TRANSVERSE DIRECTION: Fpx= Tributary Area of Diaphragm: /= Minimum Diaphragm Force:Maximum Diaphragm Force: LONGITUDINAL DIRECTION: Fpx=LONGITUDINAL DIRECTION: Fpx= TRANSVERSE DIRECTION: Fpx=TRANSVERSE DIRECTION: Fpx= GOVERNING DIAPHRAMGM FORCES:Diaphragm Parameters: LONGITUDINAL DIRECTION: Fpx=LONGITUDINAL LENGTH:ft TRANSVERSE DIRECTION: Fpx=TRANSVERSE LENGTH:ft : 1 LONGITUDINAL:TRANSVERSE: w =3112 lbs/41 ft =w =3561 lbs/19.5 ft = R=V=76 plf * (41 ft/2) =R=V=183 plf * (19.5 ft/2) = v=V/b=1556lbs/19.5ft =v=V/b=1781lbs/41ft = 15/32" Sheathing with: 768 ft²768 ft²100.00% 14624 plf 16736 plf 1710 lbs 1957 lbs 3112 lbs 3561 lbs USE 7123 lbs 15/32" Sheathing with Allowable Load 3112 lbs 8d @ 6" O.C. (unblocked) 43 plf80 plf Area: 7.0 DIAPHRAGM DESIGN FORCE 6224 lbs 3561 lbs edge & boundary nailing:lb/ft 8d @ 6" O.C. (unblocked)180 8d @ 6" O.C. (blocked)270 41 1556 lbs 1781 lbs 19.5 Aspect Ratio :2.1 76 plf 183 plf 8d @ 4" O.C. (blocked)360 Ga k/in ROOF SHEATHING SCHEDULE 4.5 7.5 8d @ 3" O.C. (blocked)530 8d @ 2" O.C. (blocked)600 10d @ 2" O.C. (blocked)655 11 15 4.5 18 Page 29 ROOF DIAPHRAGM Max Tension/Compression Force:LONGITUDINAL DIRECTION:TRANSVERSE DIRECTION: T =C =*Ω w:w: L:L: w:Seismic force/ft.b:b: L:Length of Diaphragm Ω:Ω: b:Depth of Diaphragm Ω:Overstrength Factor T=C=T=C= DESIGN FOR TENSION: Allowable Tension Force: USING (2) 2x4 DBL TOP PLATE CHORDS:Tallowable =>T = Tallowable =w*d*ft*cd d =Depth w =Width ft =Allowable Tension Stress Cd =Load Duration Factor Tallowable = CHORD SPLICE: T =Max Tension Force n=16D requried =T/(Z'ASD) Z'ASD = n = ST6236 16d NAILS MST48 Strap MST60 (2) ST6236 (2) MST48 (2) MST60 Note: Values from LARR#25713 3.0 in 3.5 in CHORD DESIGN GOVERNS therefore CHORD DESIGN 575 psi 1.6 9660 lbs OR 3845 lbs STRAP SCHEDULE 9660 lbs 2045 lbs 7690 lbs 9860 lbs 13460 lbs USE: 6730 lbs 4930 lbs 8b 76 plf 226 lbs 10 w*L2 41 ft 2045 lbs 20 ft 183 plf 20 ft 41 ft USE (2) 2x4 TOP PLATES 2.5 2045 lbs 2.5 529 lbs 7.0 CHORD SPLICE DESIGN 16 ST6236 Page 30