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Home My WebLink About1602 W Brook St & Unit 2 - PlanPREPARED: ANH PHAN CITY OF SANTA ANA Co 20'-2" 20'-2" DEMOLITION FLOOR PLAN - GARAGE SCALE: 1 /4" = 1'-0" CO o M 00 0 w LEGEND: (E) WALLS TO BE REMAIN (E) WALLS TO BE REMOVED (E) DOORS TO BE REMOVED / I (E) WINDOWS TO BE REMOVED PROPOSED 2X4 STUD WALL, @ 16" O.C. TYP. PROPOSED 2X6 STUD WALL, @ 16" O.C. TYP. PROPOSED 1 HR FIRED WALLS LEGEND: LINE OF WALL LINE OF ROOF EXISTING ROOF NEW ROOF ATTIC VENTILATION - ADU: Required net area: 1/300 (799xl44) = 384 Sq.ln. Proposed net area: Exhaust (high) vent area required: 192 Sq.ln. (2) 100 Sq.In. NFA - Construction Metals Inc 12"x24". Alum. Roof Vent: 200 Sq.ln. Intake (low) vent area required: 192 Sq.ln. (2) 100 Sq.In. NFA - Construction Metals Inc 12"x24". Alum. Roof Vent: 200 Sq.ln. Total proposed net area: 400 Sq.ln. 1 A5 23'-7" 5'-0" T-6" 5'-0" 10'-1 " N ELECTRIC METER-ADU (N) 5040 SW o - (N) 3068 DR O 00 ti O O ' o N �a O 7.75., .75' MAX. �1 a, Oo 0U) - YO oo °o (N) KITCHEN oNO Lt7 I0) 10'-0"CLG V 44 S.F. Z N o � O v MU) 5'-3" 5'-0" 4'-11" o Q �► O o LVJDW C7 m ❑ r 5'-6" 12'-3" Z N 5040 SW - Z _ ZT III /I o� O 19'-4° A (N) 3068 IRE Q E0 No C II / _ L • O w I N BATHROOM HAS GRAB BAR - - ]IN #2 ¢ + REINFORCEMENT. SEE SHEET E1 10'-0"cLG 10 1HR. FIRE RATED WALL 0 o FORAGING IN -PLACE DESIGN AND g 24" MIN. AD1 I + CD FALL PREVENTION REQUIREMENTS JJ o 12 U 1; E 2 CAR GARAGE t\Of ( ) C? 0o r` 2 (N) LIVING o° io A5 ❑\0.0, CLG 1 C) C?00 1 o O C) Zr) CO 406 1 HR. FIRE / Z ADD RATED WALL 22"x30" M ATTIC ACCESS 14 co 1*��o 3'-0" 6'-9" 2'L.-6" N BA #1 N - 10'-o"CLG TANKLESS o WATER HEATER �" N 1 1 CLOSET O Z (V B 17 DOOR TO BE (N) 5040 SW LOUVERED 4'-9" 5, 0, 7'-3" 5'- N) 2668 (N) 3068 I 13'-0" M � M �0 DOOR TO BE [4] © LOUVERED 18 (N) BED #2 Cn 10'-0" CLG U) CD (N) BED #1 - STAC 1617 O o= 1 -LOf') 10'-0" CLG M W/D � Lp Z MINIMUM 4" DRYER Z - EXHAUST METAL DUCT 19 4I THROUGH THE ROOF 1 HR. FIRE RATED WALL 1. 0 0o A D 1 M 3 ® M (N) 4040 SW (N) 4040 SW g'-3" `mac CONDENSER PROVIDE MINIMUM 3" PAD BELOW AC CALCULATE WALL OPENING: UNIT. (16+16) / ((25.75') x 10') = 12.42% < 25% (OK) PROPOSED FLOOR PLAN - ADU & GARAGE DOOR & WINDOW SCHEDULE - GARAGE MARK W H SILL HGHT QUANTIT REMARK / MATERIAL DOOR A 2'-811 6'-811 0 1 EXTERIOR SOLID WOOD WINDOW 1 5' 4' 2'-8" 2 SLIDING VINYL FRAME * ALL (N)WINDOW U-FACTOR = 0.3 & SHGC = 0.23 DOOR & WINDOW SCHEDULE - ADU �X MARK W H SILL HGHT QUANTIT REMARK / MATERIAL D A 3'-011 6'-8" 0 1 EXTERIOR SOLID WOOD O Q B 2'-6" 6-8" 0 4 INTERIOR HOLLOW WOOD R C 3'-011 6'-8" 0 2 INTERIOR HOLLOW WOOD 1 5' 4' 2'-8" 4 SLIDING VINYL FRAME W 1 N 2 3' 3' T-8" 1 SL. VINYL FRAME (TEMP.) D O 3 41 41 2'-8" 2 SLIDING VINYL FRAME W 4 4' 3' T-8" 1 SLIDING VINYL FRAME * ALL (N)WINDOW U-FACTOR = 0.3 & SHGC = 0.23 AGING-IN-PLACE/FALL PREVENTION NOTES A. Reinforcement for Grab Bars. [R327.1.1] At least one bathroom on the entry level shall be provided with reinforcement installed in accordance with this section. Where there is no bathroom on the entry level, at least one bathroom on the 2nd or 3rd floor of the dwelling shall comply with this section. 1. Reinforcement shall be solid lumber or other construction materials approved by the enforcing agency. 2. Reinforcement shall not be less than 2 by 8 inch nominal lumber (1-1/2" x 7-1/4" actual dimension) or other construction material providing equal height and load capacity. Reinforcement shall be located between 32" and 39-1/4" above the finished floor, flush with the wall framing. 3. Water closet reinforcement shall be installed on both side walls of the fixture, or one side wall and the back wall. 4. Shower reinforcement shall be continuous where wall framing is provided. 5. Bathtub and combination bathtub/shower reinforcement shall be continuous on each end of the bathtub and the back wall. Additionally, back wall reinforcement for a lower grab bar shall be provided with the bottom edge located no more than 6" above the bathtub rim. 6. Where the water closet is not placed adjacent to a side wall capable of accommodating a grab bar, the bathroom shall have provisions for installation of floor -mounted, foldaway or similar alternate grab bar reinforcements approved by the enforcing agency. B. Documentation for Grab Bar Reinforcement. [R327.1.1.1] Information and/or drawings identifying the location of grab bar reinforcement shall be placed in the operation & maintenance manual in accordance with the California Green Building Standards Code, Ch. 4, Division 4.4. C. Electrical Receptacle Outlet, Switch & Control Heights. [R327.1.2] Electrical receptacle outlets, switches and controls (including controls for heating, ventilation and air conditioning) intended to be used by occupants shall be located no more than 48" measured from the top of the outlet box and not less than 15" measured from the bottom of the outlet box above the finish floor. D. Interior Doors. [R327.1.3] Effective July 1, 2024, at least one bathroom and one bedroom on the entry level shall provide a doorway with a net clear opening of not less than 32", measured with the door positioned at an angle of 90 degrees from the closed position; or, in the case of a 2- or 3-story single family dwelling, on the 2nd or 3rd floor of the dwelling if a bathroom or bedroom is not located on the entry level. E. Doorbell Buttons. [R327.1.4] Doorbell buttons or controls, when installed, shall not exceed 48" above exterior floor or landing, measured from the top of the doorbell button assembly. Where doorbell buttons integrated with other features are required to be installed above 48" measured from the exterior floor or landing, a standard doorbell button or control shall also be provided at a height not exceeding 48" above exterior floor or landing, measured from the top of the doorbell button or control. PROPOSED ROOF PLAN - ADU & GARAGE SCALE: 1/4" = 1'-0" riannin a a FLOOR PLAN KEY NOTES Xj iower heads shall be 1. Shower and walls above bathtubs with s finished with a smooth, nonabsorbent SL rface to a height not less than 72 inch above the drain inlet. [ 1210.2.3 CBC] (R307.2 CRC). - Shower pan shall have a minimum are and a minimum finish dimension of 30 i of 1 4 h ties ny cti E Shower doors shall open so as to maint in no less than a 2" unobstructed opening for egress. (CPC 08.6) 10 - Showers and shower -tubs shall be pro ided with individual GA control valves of the pressure balance, t ermostatic, or TE combination pressure balance/thermost tic mixing valve type AP that provide scald and thermal shock pr to ti n. [§4 8.3r I�: 2. [§2406.3 CBC] Safety glazing in the foll i buimin ge cy n r N T9W.J.J'TA E 211 MALINDA LN, RDEN GROVE, CA 92840 L: 714 - 487 - 7926 DESIGNCA@GMAIL.COM • Where the nearest edge of glazing s within a 24-inch are OWNER: of either side of a door in a closed r o ti atels there is HUNG TRAN an intervening wall between the do r and the glazing or if the glazing is 5 feet or higher abov the walking surface). AND LISA PHAM • Glazing greater than 9 square feet i h the bottom edae C SANTA ANAA A 92703 less than 18 inches above the floor and the top edge greater than 36 inches above the floor (unless the glazing , 714 - 2- 801 is more than 36 inches horizontally away from walking surfaces or if a complying protective bar is installed) • Glazing in shower and tub enclosures (less than 60 inches above standing surface) • Glazing in swinging and sliding doors. No: • Glazing adjacent to stairways, landings and ramps within 36 inches horizontally of a walking surface when the 1 glazing is less than 60 inches above the plane of the adjacent walking surface. • Glazing less than 5 feet horizontally from swimming pools and less than 5 feet above adjoining grade 3. Provide an exhaust fan in the bathroom of 4 air changes per hour minimum with humidity control sensor. [§1203.5.2.1 CBC] (R303.3.1 CRC) 4. Bedroom emergency egress: Each bedroom shall have a door directly to the exterior or a window that will provide a clear space opening of at least 5.7 square feet in the open position (5 sq. ft. at grade floor openings), and a minimum clear opening width of 20 inches and clear opening height of 24 inches and a maximum sill height of 44 inches above the floor. [§1030 CBC] (R310 CRC) 5. Room natural ventilation requirement. Provide exterior opening with an area equal to 4 percent of the floor area. [§1203.5 CBC] (R303.1 CRC) 6. At least one egress door shall be provided for each dwelling unit that has a minimum clear width of 32 inches between the face of the door and the stop with the door opened 90°, and a minimum clear height of 78 inches measured from the top of the threshold to the bottom of the stop. (R311.2 CRC) 7. A landing, with a width not less than the width of door and length in the direction of travel of not less than 36 inches, will be provided on each side of doors. The slope at exterior landings shall not exceed '/4" in vertical in 12" in horizontal, 2%. The elevation of landing shall not exceed 1'/2 inch difference than the threshold of the doorway (7 3/4 inch if door does not swing over the landing or steps). [CRC R311.3] 8. Minimum 1 inch clearance shall be provided between the attic insulation and the roof sheathing where cave or cornice vents are installed. (R806.3 CRC) 9. Dishwasher with drain to garbage disposal. 10. Sink with garbage disposal. 11. Cook top to be selected by owner. Vent to outside with backdraft damper. 12. Toilet and bidet require a minimum 15 inches of clearance from the center line of the bowl to each side, and 24 inches from the front edge of the bowl. Per 2022 [CPC 402.5] 13. The maximum hot water temperature discharging from the bathtub, shower and whirlpool bathtub filler shall be limited to 120 degrees Fahrenheit. The water heater thermostat shall not be considered a control for meeting this provision. CPC 408.3 and 409.4 14. Attic access with a minimum size of 20 inches x 30 inches unless the maximum vertical headroom height in the attic is less than 30 inches. Where mechanical equipment is installed in the attic the minimum dimensions are 30" x 30" and a east as large as the largest component of the appliance. [§1209.2 C13C] [§904.11 CMC] (R.807.1 CRC) 15. F.A.U.: furnace in attic, Combustion air from outside, vent to outside and provide setback thermostat. 16. Washer space, provide cold & hot water supply, waste line and if on second floor, a pan with drain to exterior. 17. Dryer space, provide vent to outside with smooth metal duct with backdraft damper. 18. When a domestic clothes dryer is located in a closet, a minimum opening of 100 sq. in. for makeup air shall be provided in the Door or per the manufacturers written installation instructions. (504.3.2 CMC) 19. A domestic clothes dryer duct shall be of metal and a minimum of 4" in diameter. The exhaust duct shall not exceed a total combined horizontal and vertical length of 14', including two 90 degree elbows. Two feet shall be deducted for each 90 degree Ib ft 504421 &504422CMC DATE REVISIONS 12/14/2024 PLAN CHECK a N H Z M D � o ti D �rn � U L 0Z L mQ N ~co e ow In excess o wo. ( . . . . . • ) PREPARED: 20.Hallway widths shall be 36 inches minimum. (R311.6 CRC) ANH PHAN SHEET DESCRIPTION: DEMOLITION FLOOR PLAN - GARAGE, PROPOSED FLOOR & ROOF PLAN - ADU Date 5/4/25 Job # 23148 Scale SCALE: 1 /41) = 1'-011 A3 CITY OF SANTA ANA b 0 ih (N) ASPHALT SHINGLES ROOFING ICC/ES-ESR1389 COLOR TO MATCH EXISTING (E) ASPHALT SHINGLES ROOFING (N) ASPHALT SHINGLES ROOFING ICC/ES-ESR1389 COLOR TO MATCH EXISTING 12 T.O.PL V-0' STUCCO T (E) STUCCO MATCH EXISTING - - - - - - - COLOR (N (E) (N) 001 STUCCO TO MATCH EXISTING COLOR O ao I (N) TRIM 00 T.O.SLAB i ATTACHED ADU EXISTING GARAGE EXISTING GARAGE ATTACHED ADU FRONT ELEVATION - ADU (NORTH - EAST) SCALE: 1/4" = 1'-0" 1 v \ ICI CV T.O.SLAB (N) (N) ASPHALT SHINGLES ROOFING ICC/ES-ESR1389 COLOR TO MATCH EXISTING (N) O o M v (N) TRIM N M ASPHALT SHINGLES ROOFING /ES-ESR1389 -OR TO MATCH EXISTING (E) ASPHALT SHINGLES ROOFING 12 (D a 4 0 I 1 C) Ch T.O.PL C)- - - - - - - - - - - - - - 1 T.O.PL 5" WL7rr in N I O N O � o (E) STUCCO ao bo 10 10 O O 0 0 m N TANKLESS W/H WITHIN AN ENCLOSURE FLUSH 1 2 WITH THE WALL AND AD1 PROVIDE A LID COVER REAR ELEVATION - ADU (SOUTH - WEST) SCALE: 1/4" = 1'-0" (N) ASPHALT SHINGLES ROOFING ICC/ES-ESR1389 COLOR TO MATCH EXISTING Mir C CU=A TU I AIf" 1A// oA nI A AIT oA oo I Co .._ _. _.._....... ... ...._...... _... _...-. . 0 1 I M T.O.PL 1 -0 R-38 1 -0 R-15 R-15 i? 10 o (N) BED #2 w (N) LIVING (N) KITCHEN o O U o O J U (N) CONCRETE SLAB R-15 T.O.SLAB ao v c - o , o- co (N) FOOTING �CnTI�'1A1 ♦ ♦ (N) FOOTING VVV I IVI\ I — I SCALE: 1 /4" = V-0" CV N T (N) STUC`CO TO o MATCH EXISTING COL R - (N) TRIM oa C � o N N T.O.SLAB N - - - - - - - - - - - - - T.O.SLAB bo EXISTING GARAGE ATTACHED ADU RIGHT ELEVATION - ADU (NORTH - WEST) SCALE: 1 /4" = 1'-0" 12 4 T.O.PL -0' STUCC TO MATCH EXISTING F(N)EL COL RECTRIC METER-ADU O N T.O.SLAB - - - - (N) ASPHALT SHINGLES ROOFING ICC/ES-ESR1389 COLOR TO MATCH EXISTING ( 0 v rianning a a tsuiiain ge cy „ Ap FOR PER ?Mss E 10211 MALINDA LN, GARDEN GROVE, CA 92840 TEL: 714 - 487 - 7926 APDESIGNCA@GMAIL.COM Master ID: Date: OWNER: HUNG TRAN AND LISA PHAM SANTA ANA, CA 92703 714-260-2801 REVISIONS NO: DATE REVISIONS 1. 12/14/2024 PLAN CHECK NOTE: ALL EXTERIOR FINISHES MATCH AMONG THE EXISTING PRIMARY DWELLING, THE NEW ADU, AND NEW ADDITION, WHICH INCLUDES: 1. THE DESIGN, PITCH, COLOR, MATERIAL, AND TEXTURE OF THE ROOF EAVE DETAILS OF THE ADU AND ADDITION SHALL BE SUBSTANTIALLY THE SAME AS THE PRIMARY UNIT; 2. THE COLOR, MATERIAL, TEXTURE OF ALL BUILDING WALLS, WINDOWS, AND DOORS OF THE ADU AND ADDITION SHALL BE SIMILAR TO AND COMPATIBLE WITH THE PRIMARY UNIT; 3. THE ARCHITECTURAL STYLE AND SCALE OF AN ADU AND ADDITION SHALL MATCH THE PRIMARY UNIT. (E) ASPHALT SHINGLES ROOFING IIIII I I I LJ-I T.O.PL �i (E) STUCCO o 00 (N) TRIM Cb - - - N T.O.SLAB ATTACHED ADU EXISTING GARAGE LEFT ELEVATION - ADU (SOUTH - EAST) SCALE: 1 /4" = 17-0" EXISTING GARAGE ATTACHED ADU SECTION 2 - 2 SCALE: 1 /4" = 1'-0" N N 0 Q N H Z M � �o ti Q �jrn C)0 U W �z 2 v m a a ~ N Z Q � � i C U N C 12) CL PREPARED: ANH PHAN SHEET DESCRIPTION: ELEVATION, SECTION - ADU Date 5/4/25 Job # 23148 Scale Sheet No.: A5 CITY OF SANTA ANA manning E p FL PER PLAN 4 RN/ FOR PER 40 1211 - 1211OPENI /1 NV THRESHOLD -PROVIDE BITUMINOUS COATING UNDER THRESHOLD FOR 14"" 0 4 SEPARATION OF ALUMINUM AND Jr% rJ% a \�j\�j CONCRETE, OR OTHER APPROVED MEASURE TO ISOLATE/PROTECT. 14„ Master I D' ° °° �a APPLY SEALANT TO FLOOR AND/OR s/CC a a e \�%\\�j\ BOTTOM OF SILL PER MANUFACTURER. S _ - _ L TR/P ` - ATTACH ( 12" WIDE) SILL STRIP j0/\ a °a a OF FLASH NV/a l'WITH THE © a° ° \/\�j0�j0�\O�\ \\ \\ \ PLACE DOOR UNIT INTO U GH OPENING TOP EDGE 1 AND FASTEN PER MANUFACTURER. EVEN W T THE TOP EDGE OF THE ROUGH SI L. EXTEND SILL STRIP INSTALLATION ORDER: 1. SILL FLASHING 1 O O MINIMUM 2. JAMB FLASHING THE ROUGH OPENING FOR WINDOW. 3. WINDOW COMPACTED ATTACH FLASHING WITH GALVANIZED 4. HEAD FLASHING OVER FINL SUBGRADE ROOFING NAILS OR RUST -RESISTANT 5. FELT PAPER STAPLES. Cl) • EAR STRIP 3/8" 7f N O EXTERIOR WALL WATER PROOFING 0 SWALE DETAIL O3 0- RojjG APPLY SEALANT TO EXTERIOR EDGE OF THE OPEN/NG m Q VALLEY FLASHING • . DOOR FRAME JAMBS AND HEAD TO RECEIVE r � SELF -ADHERED � VALLEY FLASHING 2x SOLID BLK'G w/ 16d @ 12"oc °- I FLASHING SET 3/8" IN FROM THE INSIDE EDGES AND HEAD. m � AFTER SILL 51 RIP 15 IN PLACE, SHINGLE UNDERLAYMENT OF JAMBS ¢ ATTACH • • • ROOF DIAPHRAGM DIAPHRAGM BOUNDARY NAIL m ATTACH JAMB STRIPS OF FLASHING _ (MIN. 12" HIDE) JAMB STRIPS OF FLASHING MATERIAL (SIDE OF CHALK LINES DIVERGE 2x4 FLAT SHEAR PANEL (E) GARAGE ¢ CO m MATERIAL (SIDES OF OPENING) AT LEAST 12" S/�� STR%P= _ OPENING) WITH INSIDE EDGE OF _ 1/8 PER FOOT METAL OUTLOOKER @24"oc EDGE NAIL Q WIDE WITH THE INSIDE EDGE OF FLASHING FLASHING FLUSH WITH EDGE OF UNDERLAYMENT VALLEY FLASHING POSITIONED 3/8" IN FROM THE INSIDE EDGE N' ROUGH OPENING. . • ..i E 2x STUD E STUCCO TO OF THE DOOR FRAME. JAMB STRIPS j START JAMB STRIPS 2" BELOW THE @ 16" O.C. TYP. REMAIN SHOULD EXTEND 12" MIN. ABOVE OPENING. SILL STRIP AND EXTEND JAMB STRIP ASPHALT ROOFING CEMEN T 1" CLIPPED OFF (2)16d ATTACH HEAD STRIP OF FLASHING 4)12" ABOVE THE LOWER EDGE OF THE HEADER (TOP OF ROUGH OPENING). • CORNER AT 45' 2x BLK'G @4'0c 2x FACIA X O IL MATERIAL (TOP OF OPENING) AT LEAST 12" WIDE WITH THE BOTTOM EDGE OF ROOF RAFTER 7/8 STUCCO FLASHING POSITIONED 3/8" UP FROM TH E -. - BOTTOM EDGE OF THE DOOR HEADER. 14" 2x4 @ 4'oc CEILING JOIST \(N) 2x STUD N 5/8" DRYWALL TYP X, (N) R-15 TYP. �AsyING NERD STRIP @ 16" O.C. TYP. @ BOTH SIDE TYP. APPLY A CONTINUOUS BEAD OF SEALANT TO THE BACK SURFACES OF THE WINDOW FLANGE, THEN STUD WALL ADU a PLACE THE WINDOW INTO THE SHEAR PANEL ROUGH OPENING WITH THE CO END SHINGLES TRIMMED TO CHALK LINE THROUGH ROOF - m FLANGES OVER THE INSTALLED /AND SET IN 3" WIDTH OF CEMENT \ 5/8" DRYWALLFLASHING STRIPS. \ TYPE X _ _ � ai m AFTER THE WINDOW IS PLACED, APPLY A CONTINUOUS BEAD OF _ APPLY A CONTINUOUS BEAD OF SEALANT SEALANT O/ HEAD FLANGE, INSTALL A (MIN. 12" WIDE) HEAD STRIP OF FLASHING MATERIAL OVER THE ® VALLEY FLASHING O 1 HOUR FIRE RATED WALL & EAVE DETAIL © 1 HOUR FIRE RATED & STC 50 ON THE EXTERIOR SURFACE OF JAMBSTRIP AND HEAD FLASHING ON THE DOOR SIDE WINDOW FLANGE, EMBED NOTE: INSTALL ROOF TILE AS PER MANUFACTURER'S EDGE OF THE FLASHING. FLASHING MATERIAL INTO PUBLISHED INSTRUCTIONS. _ __- SEALANT. 10 CONCRETE STOOP - - ATTACH BRICK MOULD OVER SEALANT ROOF DECK -__ _ _ AND ALIGNED WITH JAMB AND HEAD FELT UNDERLAYMENT CROSSING FOR FULL 2 WEATHER STRIPPING O STRIPS OF FLASHING SET 3/8" IN FROM O 6" OVERLAP AT RIDGE COVERAGE. HIPS SIM. � EDGES OF DOOR FRAME. O ROOF SHEATHING 5-16 D EA. END 2" MIN HEAD LAP THRESHOLD -PROVIDE AND NAILING AS PER PLAN BN. l 6" MIN END LAP BITUMINOUS COATING ON THRESHOLD FOR SEPARATION OF % AT BRICK MOULD AT DOOR HEAD, APPLY SEALANT TO TOP OF BRICK MOULD AND AT ADJACENT WALL TO RECEIVE 26 GA. RESISTAN WATER a /� LASHING (26 GA. G.I. FLASHING NOT T � PAPERCONCRETE pF��R ALUMINUM AND PN OR OTHER WHEN OR IS UIRE 2 X FASCIA ZXS ARP . APP OVED MEASURE TO 2 BYQT-0" MIN.IVERHOANG OR SOFFIT).ED C.R.METAL SIDE 04 NON HARDENINGT 3 5 „ s DRIP EDGE • i SEALANT OVER FELT 00 000 05 CONCRETE SLAB 4 • �� _ WATER EN. 0000 C.R. FLASHING H OVATE EAD RRSIST ANT - W/ DRIP EDGE / �, i RES/STR STRIP 7/8" STUCCO R-38 TYP. A35 16" O.C. ,. �/ ROOFING NAILS C PAPEANT R C\ 0.00' Q Z 1 BEAM OR STUD WALL PER PLAN 3/8" OVERHANG AT EAVE EAVE METAL EDGE UNDER FELT EXTERIOR 2x STUD 16" O.C. LOW SLOPE, 3:12 TO LESS THAN 4:12, APPLICATION NOTES: �,iv iv t� EVVATER P TqN ql' WALLAS PER PLAN 1. START W/1-19" WIDE SHEET OF FELT ALONG EAVE W/ 3/8" OVERHANG. 2. TROWEL A CONTINOUS LAYER OF ROOFING CEMENT A RATE OF 2 GALLONS PER R �AA48 W TER STRIP (AT 100 SQ.FT.) ON TO THE FELT. B RES/ T PA 3. PRESS 1-36" WIDE SHEET OF FELT FIRMLY ONTO THE CEMENT, & NAIL DOWN WITH ERN GALV. ROOFING NAILS AT 12" O.C. ALONG A LINE 18" ABOVE THE BTM. EDGE OF THE FELT. 4. APPLY ROOFING CEMENT TO THE UPPER 19" OF THE EXPOSED FELT. m B RE VATER Q TANT 5. COVER THE CEMENTED PORTION W/ THE NEXT SHEET OF FELT & NAIL. REwATER S/ST PAP cn S/ ER LL S 6. REPEAT PROCESS UNTIL 24" INSIDE THE INTERIOR WALL LINE. I'gpERNT `� lP co7. COVER THE REMAINING ROOF W/ DBL. LAYERS OF FELT, W/O CEMENT, UP TO THE RIDGE. Q ✓ 4 A AMBSTRIP WATER RESISWATER wATE gRES/ TqN PER T A STARTING AT THE BOTTOM OF THE WALL 07 1 HOUR FIRE RATED ROOF OVERHANG DETAIL ® FELT UNDERLAYMENT O THRESHOLD AT SWING -IN DOOR SHEAR PANEL T PAPER TO BEI60 MIINUTE PAPERNT OLE PLATE), LAY WATER-RESISTANT PAPER (A) UNDER THE SILL STRIP. GUT (per plan) GRADED' PAPER MINIMUM ANT EXCESS WATER-RESISTANT PAPER ROOF SHEATHING AND THAT MAY EXTEND ABOVE THE SILL NAILING AS PER PLAN FLANGE ON EACH SIDE OF THE OPENING. STARTING AT THE BOTTOM OF THE WALL(SOLE PLATE), LAY S/<< (SHOWN IN DIAGRAM AS SHORT DASH BN. RPF �EFt WEEP SCREED WATER-RESISTANT PAPER (A) OVER THE JAMB FLASHING STRIP AND LAP STRIP LINES). INSTALL SUCCEEDING COURSES OF OF �p,N 2X MINIMUM 26 GA. CORROSION - INTO THE JAMB BRICK MOULD. WATER-RESISTANT PAPER (B, C, ETC.) OVER JAMB AND HEAD FLANGES IN LTP4@24" O.C. ERP PgP RESISTANT OR PLASTIC WITH A MINIMUM INSTALL SUCCEEDING COURSES OF WATER-RESISTANT PAPER (B, C, ETC.) (SEE SW SCHEDULE) r VERTICAL FLANGE OF 3 1/2" SHALL BE OVER JAMB FLASHING, SHINGLE -BOARD FASHION, AND LAP INTO THE JAMB SHINGLE -BOARD FASHION. PAPER SHOULD o " 7/8" STUCCO 1 INSULATION PROVIDED AT OR BELOW FOUNDATION BRICK MOULD. WgTFR RUN CONTINUOUSLY OVER HEAD WITH NO o II PLATE LINE ON EXTERIOR STUD WALLS. AT DOOR HEAD PAPER SHOULD RUN CONTINUOUSLY ABOVE THE DOOR WITH RES/ SPLICES ABOVE WINDOW. FASCIA EXTERIOR LATH —`, NO SPLICES AND ALP OVER 26 GA. G.I. FLASHING. (RUN PAPER ONTO TOP OF Pq FRNT 2X CEILING JOIST a %i a ° BRICK MOULD WHEN G.I. FLASHING IS NOT REQUIRED). WATER - RESISTANT PAPER SPACING PER TWO LAYERS OF GYPSUM BOARD 4"MIN. ABOVE EARTH TO BE 60 MINUTE GRADE'D' NOTES: 6-16d PLAN GRADE D PAPER 2"MIN. ABOVE PAVEMEN PAPER MINIMUM 7/8" STUCCO BEAM OR STUD EXTERIOR SHEATHING a ° I.R.C. 703.8 CALLS CALLS FOR FLASHING OF ALL EXTERIOR OPENINGS EXPOSED TO THE NOTES: WALL PER PLAN O 08 WEATHER TO MAKE THEM WEATHER PROOF. SINCE C.R.C. DOES NOT OUTLINE PROCEDURES �— � " FOR DOOR FLASHING, TECHNIQUES SHOWN HERE ARE RECOMMENDED. USE APPROVED 12 I.R.C. 703.5 CALLS FOR FLASHING OF ALL EXTERIOR OPENINGS EXPOSED TO THE HEATHER TO STRUCTURAL SHEATHING \ 2x STUD (a@ 16" O.C. a s a. WIDE SELF-SEALING FLASHING. CAULK BACK OF DOOR FRAMES BEFORE SETTING. USE DOORS MAKE THEM WEATHER PROOF. SINCE C.R.C. DOES NOT OUTLINE PROCEDURES FOR WINDOW AS REQUIRED THAT ARE WATER TIGHT. FLASHING, TECHNIQUES SHOWN HERE ARE RECOMMENDED. USE APPROVED 12" HIDE O 5/8" TYPE X DRYWALL ° SELF-SEALING FLASHING. CAULK BACK OF WINDOW FRAMES BEFORE SETTING. USE WINDOW a 26 GA. G.I. FLASHING REQUIRED AS SHOWN IN OTHER DOOR DETAILS TO BE INSTALLED BY THAT ARE WATER TIGHT. _ a O a O a SHEET METAL CONTRACTOR. 26 GA. G.I. FLASHING REQUIRED AS SHOWN IN OTHER WINDOW DETAILS TO BE INSTALLED BY SHEET METAL CONTRACTOR.LINE LINE WIRE, WHEN USED AS BACKING TO SUPPORT WATER-RESISTANT BUILDING PAPER OR WIRE, WHEN USED AS BACKING TO SUPPORT HATER -RESISTANT BUILDING PAPER OR FELT BENEATH LATH FOR STUCCO SHOULD BE INSTALLED ACCORDING TO INDUSTRY FELT BENEATH LATH FOR STUCCO SHOULD BE INSTALLED ACCORDING TO INDUSTRY STANDARDS AND PRACTICE NO ATTACHMENT DEVICE NOR THE WIRE BACKING SHOULD STANDARDS AND PRACTICE NO ATTACHMENT DEVICE NOR THE WIRE BACKING SHOULD COVER OR PENETRATE FLASHING MATERIAL. PERIPHERAL FLASHING AT ALL EDGES OF WALL COVER OR PENETRATE FLASHING MATERIAL. PERIPHERAL FLASHING AT ALL EDGES OF WALL OPENINGS MUST COVER WIRE BACKING. OPENINGS MUST COVER WIRE BACKING. 1 HOUR FIRE RATED WALL & EAVE DETAIL EXTERIOR WALL STUCCO WEEP SCREED 13 DOOR FLASHING WINDOW FLASHING a tsuiiain gercy I „ �r N 10211 MALINDA LN, GARDEN GROVE, CA 92840 TEL: 714 - 487 - 7926 APDESIGNCA@GMAIL.COM OWNER: HUNG TRAN AND LISA PRAM SANTA ANA, CA 92703 714-260-2801 REVISIONS NO: DATE REVISIONS 1. 12/14/2024 PLAN CHECK 0 Q N H Z M � �o ti Q C/)rn C)0 U W �z 2 v m a a ~ N Z Q � < PREPARED: ANH PHAN SHEET DESCRIPTION: ARCHITECTURAL DETAILS Date 5/4/25 Job # 23148 Scale Sheet No.: AD1 E CITY OF SANTA ANA 39- ......................................% ............ :EXAMPLE LOCATION OF 2X8: REINFORCEMENT o FOR FUTURE GRAB BARS L..................... ................ N .4 ............................. WATER CLOSET ADJACENT TO ONE SIDE WALL AND A BACK WALL SIDE WALL BACK WALL 39-1/4" 32" SHOWER ENCLOSURE EXTERIOR DOORBELL HEIGHT IS FROM FLOOR OR LANDING TO TOP OF DOORBELL ASSEMBLY 48" MAX. r_ INTERIOR HEIGHTS ARE TO FINISH FLOOR 0 0 'MIN. BOTTOM OF OUTLET BOX AGING -IN -PLACE DESIGN AND FALL PREVENTION REQUIREMENTS CRC R327 54" MIN. ...... ........................ -........... 36" MIN. See Note #6 : '•••* SUGGESTED SUGGESTED :......... .................. 339-1 /4" 9-1 /4" 32" SIDE WALL CONTROLS SIDE 1/4 IF BACK WALL HEAD END 32" LAV. L . . . . . . . . . .....r...,�... �y D11 �.................... r....... ............ ............% EXAMPLE LOCATION OF _ �j 2X8 REINFORCEMENT ;.FOR FUTURE GRAB..........................BARS........• WATER CLOSET ADJACENT TO TWO SIDE WALLS BACK WALL 9-t/4 N WE- \1 "ON T32" HE ... "" BATHTUB OR TUB/SHOWER CONTROLS END NOTES: See Exception 4 1 1. Reinforcement must be located between the dimensions specified. '••••"""......•"""""'•..... 2. Reinforcement must be continuous in bathtub, bathtub combo and shower wall enclosures, where wall framing is provided. 3. Reinforcement may be solid lumber or other construction materials that provide equal height and load capacity. 4. The location of the reinforcement must be incorporated in the Operation and Maintenance Manual (e.g., floor plan and elevation details) required by CAL Green Section 4.410.1. 48" MAX. TO TOP OF OUTLET BOX 5. Additional back wall reinforcement must be installed with the bottom edge no more than 6-inches above the bathtub rim. 6. The suggested dimensions are to accommodate the minimum required 36-inches clearance center to gg q center, at a water closet; and minimum 24-inches clear space in front of water closet (CPC 402.5). At this time CRC R327 does not specify the minimum lengths at these locations. However, please consult with the local jurisdiction. EXCEPTIONS: 1. Reinforcement for future floor -mounted, foldaway or similar alternate grab bar may be installed with prior approvals from the enforcing agency. 2. Wall reinforcement is not required where pre -fabricated shower & bathtub panels that have integral factory - installed grab bars, or when factory -installed reinforcement for grab bars is provided. 3. Reinforcement of floor is not required for bathtubs and water closets installed on concrete floors. NJ 4. Dedicated receptacle outlets; floor receptacle outlets; controls mounted on ceiling fans and ceiling lights and HEIGHTS FOR ELECTRICAL RECEPTACLE OUTLETS, SWITCHES, controls located on appliances; and required receptacles on a wall space that has a built-in feature above DOORBELL BUTTONS, INCLUDING HVAC CONTROLS finish floor less than 15-inches. EFFECTIVE JULY, 2024 AT LEAST ONE BATHROOM AND ONE BEDROOM ON THE ENTRY LEVEL MUST PROVIDE A DOORWAY WITH A NET CLEAR OPENING OF NOT LESS THAN 32-INCHES MEASURED WITH THE DOOR POSITIONED AT AN 90 DEGREE ANGLE. IN A 2- OR 3- STORYSFD, ON THE SECOND OR THIRD FLOOR IF A BATHROOM OR BEDROOM IS NOT LOCATED ON THE ENTRY LEVEL. CRC R327.1.3 OUTLET FOR WP/G.F.C.I. 240V (N) MINI SPLIT CONDENSER UTILITY PLAN - ADU SCALE: 1/4" = 1'-0" OUTLET FOR D.WD.W.& DISPOSAL SWITCH FOR GAR. DISPOSAL WHOLE -BUILDING VENTILATION REQUIREMENTS (FROM ASHRAE 62.2) AT LEAST ONE MECHANICAL VENITLATION SYSTEM IN THE BUILDING MUST BE DESIGNATED FOR USE IN COMPLIANCE WITH THE WHOLE -BUILDING VENTILATION REQUIREMENT. ALTERNATIVELY, THE SUM OF THE RATED AIRFLOWS FROM MULTIPLE FANS CAN BE UTILIZED TO MEET THE REQUIRED WHOLE-BUILDNG VENTILATION AIRFLOW. THE SYSTEM(S) MUST DELIVER CONTINUOUS VENTILATION AIRFLOW AT A RATE GREATER THAN OR EQUAL TO THE RATE SPECIFIED IN EQUATION 4.1 a AND FAN SONE RATING MUST NOT EXCEED 1.0. FOR DWELLING OCCUPANT DENSITIES KNOWN TO BE GREATER THAN (Nbr + 1), THE RATE SHALL BE INCREASED BY 7.5 FOR EACH ADDITIONAL PERSON. EQUATION 4.1 a 0.01 (799) + 7.5(2 + 1) = 30.49 Qfan = 0.01Afloor + 7.5(Nbr + 1) Qfan 31 cfm Afloor = conditioned floor are, ft' Nbr = number of bedrooms; not to be less than 1 Qfan = ventilation air requirement = fan flow rate, (cfm) NOTE: The whole -building ventilation exhaust fan will operate continuously and is required to be rated for sound at a maximum of 1 sone. This exhaust fan can be controlled by a standard on/off switch but the switch must be labeled to inform the occupant that the exhaust fan is the whole -building ventilation exhaust fan and is intended to operate continuously. No specific wording is mandated, but the wording needs to make clear what the control is for and the importance of operating the system. This may be as simple as "Ventilation Control" or might include wording such as: "Operate when the house is in use" or "Keep on except when gone over 7 days" or "Fan is to be left on to ensure indoor air quality." anning a UTILITY SYMBOLS OUTLET Al rt� A.F.C.I 110 V DUPLEX OUTLET Lt�= G.F.C.I 110 V G.F.C.I. DUPLEX OUTLET FOR PE 139- G.F.C.I 110 V WEATHERPROOF G.F.C.I. UTLET W.P. 220 V OUTLET SWITCHES i 0- 2- WAY SWITCH DIMMER S11 ITMaster� I D. ID3 3- WAY SWITCH 3- WAY DIM 3D date. ID 4- WAY SWITCH IDp 4- WAY DIMMER 10- VACANCY SENSOR S AIR SWITC v.s. I- MOTION SENSOR AND M.s. PHOTO -SENSOR COMBINATIONS COMBINATION SMOKE/CARBON MONOXIDE sio ALARM, CEILING MOUNTED, HARD WIRED AND W/ BATTERY BACK UP.ICC APPROVED 0 SMOKE DETECTOR, HARD WIRED AND W/ BATTERY BACK UP.ICC APPROVED (INSTALL AS PER 2022 CBC) INTERCONNECTED LIGHTING/EXHAUST FANS WALL MOUNT LIGHT: LED LIGHT FIXTURE CEILING RECESSED LED LIGHT FIXTURE BATH ROOM EXHAUST FAN - 50 CFM MIN.: VENT TO OUTSIDE AIR. KITCHEN EXHAUST FAN - 280 CFM MIN.: VENT TO OUTSIDE AIR. ELECTRICAL NOTE: 1. Water Heating. Systems using gas or propane water heaters to serve individual dwelling units shall include the following components [150.0(N)]: a. A dedicated 125V, 20A (10 AWG copper branch circuit) electrical receptacle that is within 3 feet from the water heater and accessible to the water heater with no obstructions. There shall be a reserved single pole breaker space in the electrical panel labeled "Future 240V Use". Both ends of the unused conductor shall be labeled with the word "spare" and be electrically isolated. b. A condensate drain that is no more than 2 inches higher than the base of the installed water heater, and allows natural draining without pump assistance. c. Designate a space at least 2.5 ft. by 2.5 ft. wide and 7 ft. tall suitable for the future installation of a heat pump water heater (HPWH). d. If designated space is more than 3 feet from water heater, comply with 150.0(n)B. 2. In addition to the local exhaust fans in the bathrooms and kitchens, an exhaust fan shall be sized to provide ventilation for the whole house. The minimum ventilation rate for the whole -building exhaust fan shall be calculated according to ASHRAE Standard 62.2 Equation 4.1(a). The conditioned floor area and the number of bedrooms in the home (the existing house and the addition) will determine the minimum ventilation rate. One of the local exhaust fans in the bathrooms or kitchens may be used to meet the whole -building ventilation, provided the exhaust fan meets the minimum ventilation rated for both the Local Exhaust and Whole -Building Ventilation requirements. The ducting for the whole building exhaust fan shall be sized according to ASHRAE Standard 62.2 Table 7.1 and this exhaust fan shall operate continuously. Identify fan manufacturer, model and sone rating (1 sone for continuous, may be 3 sone for intermittent) on plans. 3. The whole -building ventilation exhaust fan will operate continuously and is required to be rated for sound at a maximum of 1 sone. This exhaust fan can be controlled by a standard on/off switch but the switch must be labeled to inform the occupant that the exhaust fan is the whole -building ventilation exhaust fan and is intended to operate continuously. No specific wording is mandated, but the wording needs to make clear what the control is for and the importance of operating the system. This may be as simple as "Ventilation Control" or might include wording such as: "Operate when the house is in use" or "Keep on except when gone over 7 days" or "Fan is to be left on to ensure indoor air quality." 4. Access to attic furnace must be within 20 feet of unit and shall have a continuous solid walkway at least 24 inches wide. A switch controlled light is also required. [CIVIC 304.4.1]. 5. Countertops in the kitchen, dining area and similar areas require a receptacle be provided for each counter space wider than 12 inches so that no point is more than 24" from an outlet. [CEC 210.52(C)] Additional outlet required between cooktop and sink to meet spacing requirements. 6. Outlets to be tamper resistant per CEC 406.12. 7. Bathroom outlet(s) shall be on a dedicated 20 amp circuit. 8. A kitchen is defined as any room containing cooking appliances. Each kitchen is required to have an exhaust fan ducted to the outside with a minimum ventilation rate and capture efficiency per Table 150.0-G or Table 160.2-G (multi -family). The range hood over the stove may be used to meet this requirement but the range hood must vent to the outside; recirculating range hoods cannot be used. The ducting for the exhaust fan shall be sized according to ASHRAE Standard 62.2 Table 7.1. This local exhaust fan may operate continuously or intermittently. Installing this local exhaust fan in the kitchen will allow the home occupant to regulate the indoor air quality when needed. 9. Provide the following Electric -Ready requirements: [150.0] A. Heat Pump Space Heater Ready. Systems using gas or propane furnace to serve individual dwelling units shall include the following: 1. A dedicated 240 volt branch circuit wiring shall be installed within 3 ft. from the furnace and accessible to the furnace with no obstructions. The branch circuit conductors shall be rated at 30 amps minimum. The blank cover shall be identified as "240V ready". 2. The main electrical service panel shall have a reserved space to allow for the installation of a double pole circuit breaker for a future heat pump space heater installation. The reserved space shall be permanently marked as "For Future 240V use." B. Electric Cooktop Ready. Systems using gas or propane cooktop to serve individual dwelling units shall include the following: 1. A dedicated 240 volt branch circuit wiring shall be installed within 3 ft. from the cooktop and accessible to the cooktop with no obstructions. The branch circuit conductors shall be rated at 50 amps minimum. The blank cover shall be identified as "240V ready". 2. The main electrical service panel shall have a reserved space to allow for the installation of a double pole circuit breaker for a future electric cooktop installation. The reserved space shall be permanently marked as "For Future 240V use." C. Electric Clothes Dryer Ready. Clothes dryer locations with gas or propane plumbing to serve individual dwelling units shall include the following: 1. A dedicated 240 volt branch circuit wiring shall be installed within 3 ft. from the clothes dryer location and accessible to the clothes dryer location with no obstructions. The branch circuit conductors shall be rated at 30 amps minimum. The blank cover shall be identified as "240V ready." 2. The main electrical service panel shall have a reserved space to allow for the installation of a double pole p P circuit breaker for a future electric clothes dryer installation. The reserved space shall be permanently marked as "For Future 240V use." 9. All single-family residences that include one or two dwelling units shall meet the following: [150.0(s)] A. At least one of the following shall be provided: 1. ESS ready interconnection equipment with a minimum backed -up capacity of 60 amps and a minimum of four ESS-supplied branch circuits; or 2. A dedicated raceway from the main service to a panelboard (subpanel) that supplies the branch circuits in Sec. 150.0(s)(2). All branch circuits are permitted to be supplied by the main service panel prior to the installation of an ESS. The trade size of the raceway shall be not less than 1 inch. The panelboard that supplies the branch circuits (subpanel) must be labeled "Subpanel shall include all backed -up load circuits." B. A minimum of four branch circuits shall be identified and have their source of supply collocated at a single panelboard suitable to be supplied by the ESS. At least one circuit shall supply the refrigerator, one lighting circuit shall be located near the primary egress and at least one circuit shall supply a sleeping room receptacle outlet. C. The main panelboard shall have a minimum busbar rating of 225 amps. D. Sufficient space shall be reserved to allow future installation of a system isolation equipment/ transfer switch within 3 ft. of the main panelboard. Raceways shall be installed between the panelboard and the system isolation equipment/transfer switch location to allow the connection of backup power source. is �suuai�g ncy e raVds& qsKS"AfftE 10211 MALINDA LN, GARDEN GROVE, CA 92840 TEL: 714 - 487 - 7926 APDESIGNCA@GMAIL.COM %\ 1 A /A / 1-Y9 _ HUNG TRAN AND LISA PHAM . - - - • • -. ._ .-. _ _ , SANTA ANA, CA 92703 714 - 260 - 2801 REVISIONS NO: DATE REVISIONS 1. 12/14/2024 PLAN CHECK Q N H Z co � �o ti rn Q W Q � U W �z 2 V mQ Q o �- Q Q �U) i 4O U a� O QL PREPARED: ANH PHAN SHEET DESCRIPTION: UTILITY PLANS -ADU Date 5/4/25 Job # 23148 Scale Sheet No.: El GENERAL NOTES 1. THE GENERAL CONTRACTOR AND EACH SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS AND SITE CONDITIONS BEFORE STARTING STARTING ANY WORK. THE ENGINEER (DONG ENG. ) SHALL BE NOTIFIED OF ANY AND ALL DISCREPANCIES. 2. DIMENSIONING SHALL TAKE PRECEDENCE OVER SCALES SHOWN ON DRAWINGS. TYPICAL DETAILS AND GENERAL NOTES ARE MINIMUM REQUIREMENTS TO BE USED WHEN CONDITIONS ARE NOT SHOWN OTHERWISE. 3. NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS. WHERE NO DETAILS ARE SHOWN CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ON PROJECT. 4. ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE 2022 EDITION OF THE CALIFORNIA BUILDING CODE (CBC), AND ANY OTHER REGULATING AGENCIES WHICH HAVE AUTHORITY OVER ANY PORTION OF THE WORK, INCLUDING THE STATE OF CALIFORNIA DIVISION OF INDUSTRIAL SAFETY, AND THOSE CODES AND STANDARDS LISTED IN THESE NOTES AND SPECIFICATIONS. 5. APPROVAL BY THE INSPECTOR DOES NOT CONSTITUTE AUTHORITY TO DEVIATE FROM THE PLANS AND/OR SPECIFICATIONS. ANY DESIGN WHICH FAILS TO BE CLEAR OR IS AMBIGUOUS MUST BE REFERRED TO THE ENGINEER (DONG ENG.) FOR INTERPRETATION OR CLARIFICATION. 6. SEE ARCHITECTURAL, ELECTRICAL AND MECHANICAL DRAWINGS FOR PITS, TRENCHES, ROOF OPENINGS, DEPRESSIONS ETC. NOT SHOWN ON STRUCTURAL DRAWINGS. 7. VIBRATION EFFECTS OF MECHANICAL EQUIPMENT HAVE NOT BEEN CONSIDERED BY ENGINEER. 8. THE DESIGN ADEQUACY AND SAFETY OF ERECTION BRACING, SHORING, TEMPORARY SUPPORTS, ETC. IS SOLE RESPONSIBILITY OF THE CONTRACTOR, AND HAS NOT BEEN CONSIDERED BY THE ENGINEER (DONG ENG.). THE CONTRACTOR IS RESPONSIBLE FOR THE STABILITY OF THE STRUCTURE PRIOR TO THE APPLICATION OF ALL SHEAR WALLS, ROOF AND FLOOR DIAPHRAGMS AND FINISH MATERIALS. HE/SHE SHALL PROVIDE THE NECESSARY BRACING TO PROVIDE STABILITY PRIOR TO THE APPLICATION OF THE AFOREMENTIONED MATERIALS. STRUCTURAL OBSERVATION JOB SITE VISITS BY THE ENGINEER SHALL NOT INCLUDE INSPECTION OF THE ABOVE ITEMS. 9. CONTRACTOR SHALL INVESTIGATE SITE DURING CLEARING AND EARTHWORK OPERATIONS FOR FILLED EXCAVATIONS OR BURIED STRUCTURES SUCH AS CESSPOOLS, CISTERNS, FOUNDATIONS, ETC. IF ANY SUCH STRUCTURES ARE FOUND, THE ENGINEER (DONG ENG.) AND THE ARCHITECT SHALL BE NOTIFIED IMMEDIATELY. 10. CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED FLOORS OR ROOF. LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT. PROVIDE ADEQUATE SHORING AND/OR BRACING WHERE STRUCTURE HAS NOT ATTAINED DESIGN STRENGTH. 11. CONSTRUCTION DOCUMENTS IDENTIFIED AS "BID SET" ON ANY OR ALL SHEETS MAY BE SUBJECT TO REVIEW. THIS REVIEW MAY RESULT IN CHANGES WHICH MAY BE MADE TO THE PLANS PRIOR TO THE ISSUANCE OF THE FINAL CONSTRUCTION SET WHICH WILL CONTAIN NO "BID SET" DESIGNATIONS. CONSTRUCTION DOCUMENTS IDENTIFIED AS "BID SET" ARE NOT CONSTRUED AS BEING THE COMPLETED OR FINAL DRAWINGS AND THEY SHOULD NOT IN ANY WAY BE USED AS SUCH. 12. ALL GUARD AND HANDRAILS SHALL BE DESIGNED TO WITHSTAND A POINT LOAD OF 200 POUNDS APPLIED IN ANY DIRECTION AND AT ANY POINT TO TOP RAIL. A 50 PLF LOAD IS REQUIRED AT 3-STORY AND MULTI -FAMILY PROJECTS. IF OCCUPANT LOAD IS LESS THAN 50, A 20 PLF LOAD MAY BE USED. 13. THESE PLANS ARE INTENDED SOLELY FOR THE USE OF THE OWNER FOR CONSTRUCTION AND ARE EXPRESSLY NOT INTENDED FOR USE IN MARKETING. EXTERIOR ELEVATIONS AND OTHER DETAILS ON THESE PLANS ARE ONLY A REPRESENTATION AND MAY VARY SIGNIFICANTLY FROM THE ACTUAL CONSTRUCTION. 14. SLAB -ON -GRADE REQUIREMENTS TO BE PER THE SOIL ENGINEERS RECOMMENDATIONS SOLELY, U.N.O. THE SLAB -ON -GRADE IS A NON-STRUCTURAL ITEM AND THEREFORE HAS NOT BEEN DESIGNED BY THE STRUCTURAL ENGINEER, UNLESS NOTED OTHERWISE. 15. IN THE EVENT OF CONFLICT BETWEEN THE ARCHITECTURAL GENERAL NOTES AND THE STRUCTURAL GENERAL NOTES (SHT S.0), THE MORE STRINGENT REQUIREMENT SHALL GOVERN. REINFORCING STEEL 1. ALL REINFORCING SHALL BE ASTM A-615 GRADE 40 FOR #4 BARS AND SMALLER. ALL REINFORCING SHALL BE ASTM A-615 GRADE 60 FOR #5 BARS AND LARGER. WELDED WIRE FABRIC TO BE ASTM A-185, LAP 1-112 SPACES, 9" MIN. FOR STRUCTURAL SLABS ALL REINFORCING #5 AND LARGER TO BE ASTM A-615 GRADE 60 2. ALL BARS SHALL BE DEFORMED AS PER ASTM A615 / A615M. 3. ALL BARS SHALL BE CLEAN OF LOOSE FLAKY RUST, GREASE OR OR OTHER MATERIALS LIKELY TO IMPAIR BOND. 4. ALL BENDS SHALL BE MADE COLD. 5. SPLICING OF #346 BARS SHALL HAVE A MIN. LAPPING OF 30 DIA. OR 2'-0" MIN. IN ALL CONTINUOUS REINFORCEMENT OF FOOTINGS AND CONCRETE WALLS, EXCEPT AS NOTED ON PLANS. MASONRY REINFORCEMENT SHALL HAVE LAPPINGS OF 40 DIA. FOR GRADE 40 AND 48 DIA. FOR GRADE 60 OR 2'-0" MIN., U.N.O. 6. ALL REINFORCING BARS SHALL BE ACCURATELY AND SECURELY PLACED BEFORE POURING CONCRETE. 7. CONCRETE PROTECTION FOR REINFORCEMENT SHALL BE AT LEAST EQUAL TO THE DIAMETER OF THE BARS. COVER SHALL BE AS FOLLOW: CONIC. MASONRY A. POURED AGAINST EARTH 3" 2" B. POURED AGAINST FORM BELOW GRADE 2" 2" #6 AND LARGER 2" 2" #5 AND SMALLER 1 1/2" 1 1/2" C. FORMED SLABS 1" 1" D. SLABS ON GRADE (FROM TOP OF SLAB) E. COLUMNS AND BEAMS TO MAIN BARS 1 1/2" 2" F. WALLS - EXPOSED TO WEATHER NOT 1 1/2" 1 1/2" EXPOSED TO WEATHER, #11 AND SMALLER 3/4" 3/4" #14 AND #18 1 1/2" 1 1/2" CONCRETE 1. ALL CONCRETE SHALL CONFORM TO THE LATEST EDITION OF THE CALIFORNIA CRC CODE. 2. CONCRETE SHALL CONFORM TO "EXPOSURE CLASS" REQUIREMENTS OF ACI 318-19 REFER TO SOILS REPORT FOR SOIL CONDITIONS. REQUIREMENTS FOR CONCRETE BY EXPOSURE CLASS (ACI 318-19, Table 19.3.2.1) FREEZING/THAWING EXPOSURE CLASS MAX. W/C 12 MIN. F'c (PSI) ADDITIONAL REQUIREMENTS AIR CONTENT LIMITS ON CEMENT. MAT'L. FO N/A 2,500 N/A N/A F1 0.55 3,500 ACI 318-19 TABLE 19.3.3.3 N/A F2 0.45 4,500 ACI 318-19 TABLE 19.3.3.3 N/A F3 0.40' 5,000' ACI 318-19 TABLE 19.3.3.3 ACI 318-19 TABLE 26.4.2.2(b) SULFATE EXPOSURE MAX. MIN. F'c CEMENTITIOUS MATERIAL TYPE` CALCIUM ASTM C150 ASTM C595 ASTM C1157 CHLORIDE CLASS W/C''2 (PSI) SO N/A 2,500 --- --- --- --- TYPE WITH (MS) Si 0.50 4,000 IIs's DESIGNATION MS --- TYPE WITH (HS) NOT S2 0.45 4,500 VHS DESIGNATION PERMITTED TYPES WITH (HS) OPT. 0.45 4,500 V+POZZOLAN DESIGNATION+POZ HS+POZZOLAN NOT or SLAG' OR SLAG' or SLAG' PERMITTED S3 OPT. 0.40 5000 Ve TYPE WITH (HS) HS NOT 2 , DESIGNATION PERMITTED IN CONTACT WITH WATER EXPOSURE CLASS MAX. W/C' MIN. F'c (PSI) ADDITIONAL REQUIREMENTS WO N/A 2,500 NONE W1 N/A 2,500 26.4.2.2(d) W2 0.50 4,000 26.4.2.2(d) CORROSION PROTECTION OF REINFORCEMENT EXPOSURE CLASS MAX. W/C 12 MIN. F'c (PSI) MAX. CHLORIDE ION CONTENT % BY WT." RELATED PROVISIONS REINFORCED CONC. PRESTRESSED CONC. CO N/A 2,500 1.00 0.06 NONE C1 N/A 2,500 0.30 0.06 --- C2 0.40 5,000 0.15 0.06 CONCRETE" COVER NOTES: 1. THE w/cm IS BASED ON ALL CEMENTITIOUS AND SUPPLEMENTARY CEMENTITIOUS MAT. IN THE CONCRETE MIXTURE. 2. THE MAXIMUM w/cm LIMITS DO NOT APPLY TO LIGHTWEIGHT CONCRETE. 3. FOR PLAIN CONCRETE, THE MAXIMUM w/cm SHALL BE 0.45 AND THE MINIMUM F'c SHALL BE 4,500 PSI. 4. ALTERNATIVE COMBINATIONS OF CEMENTITIOUS MAT. TO THOSE LISTED ARE PERMITTED FOR ALL SULFATE EXPOSURE CLASSES WHEN TESTED FOR SULFATE RESISTANCE AND MEETING THE CRITERIA IN 26.4.2.2(c). 5. FOR SEAWATER EXPOSURE, OTHER TYPES OF PORTLAND CEMENTS WITH TRICALCIUM ALUMINATE (C3A) CONTENTS UP TO 10 PERCENT ARE PERMITTED IF THE w/cm DOES NOT EXCEED 0.40. 6. OTHER AVAILABLE TYPES OF CEMENT SUCH AS TYPE I OR TYPE III ARE PERMITTED IN EXPOSURE CLASSES S1 OR S2 IF THE C3A CONTENTS ARE LESS THAN 8 PERCENT FOR EXPOSURE CLASS S1 OR LESS THAN 5 PERCENT FOR EXPOSURE CLASS S2. 7. THE AMOUNT OF THE SPECIFIC SOURCE OF THE POZZOLAN OR SLAG CEMENT TO BE USED SHALL BE AT LEAST THE AMOUNT THAT HAS BEEN DETERMINED BY SERVICE RECORD TO IMPROVE SULFATE RESISTANCE WHEN USED IN CONCRETE CONTAINING TYPE V CEMENT. ALTERNATIVELY, THE AMOUNT OF THE SPECIFIC SOURCE OF THE POZZOLAN OR SLAG CEMENT TO BE USED SHALL BE AT LEAST THE AMOUNT TESTED IN ACCORDANCE WITH ASTM C1012 AND MEETING THE CRITERIA IN 26.4.2.2(c). 8. IF TYPE V CEMENT IS USED AS THE SOLE CEMENTITIOUS MAT., THE OPTIONAL SULFATE RESISTANCE REQUIREMENT OF 0.040 PERCENT MAXIMUM EXPANSION IN ASTM C150 SHALL BE SPECIFIED. 9. THE MASS OF SUPPLEMENTARY CEMENTITIOUS MAT. USED IN DETERMINING THE CHLORIDE CONTENT SHALL NOT EXCEED THE MASS OF THE PORTLAND CEMENT. 10. CRITERIA FOR DETERMINATION OF CHLORIDE CONTENT ATRE IN 26.4.2.2. 11. CONCRETE COVER SHALL BE IN ACCORDANCE WITH 2O.5. 3. ALL CEMENT SHALL CONFORM TO ASTM C-150, C-595 OR C-1157, USE CEMENT TYPE ................................................ TYPE V 4. FINE AND COARSE AGGREGATE SHALL CONFORM TO ASTM C-33 FOR STANDARD WEIGHT CONCRETE AND ASTM C-330 FOR LIGHTWEIGHT CONCRETE. 5. CONCRETE FOR SLAB -ON -GRADE SHALL HAVE A MAX. SLUMP OF 5" PER ASTM C-143 AND MAX. SLUMP OF 4" FOR FOOTINGS AND GRADE BEAMS, U.N.O. READY -MIX CONCRETE SHALL BE MIXED AND DELIVERED PER ASTM C-94. 6. DRYPACK SHALL BE COMPOSED OF ONE PART PORTLAND CEMENT TO NOT MORE THAN THREE PARTS SAND. 7. ANCHOR BOLTS, HOLDOWN BOLTS, DOWELS, INSERTS, ETC. SHALL BE SECURED INTO PLACE AND INSPECTED PRIOR TO POURING CONCRETE. 8. CONCRETE SHALL BE CURED BY KEEPING CONTINUOUSLY WET FOR 10-DAYS OR BY AN APPROVED CURING COMPOUND. 9. REFER TO ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING DRAWINGS FOR MISCELLANEOUS ITEMS TO BE CAST INTO CONCRETE AND FLOOR STEPS, DEPRESSIONS, PITS, CURBS, ETC. 10. SEE ARCHITECTURAL DRAWINGS FOR LOCATIONS OF EXPANSION JOINTS, A/C PADS, SCORING, ETC. FOR CONCRETE WALKS AND SLABS. 11. ALL STRUCTURAL CONCRETE ............................... F'c = 4,000 PSI ALL SLAB -ON -GRADE ............................................... F'c = 4,000 PSI ALL CONTINUOUS FOOTINGS AND PADS ............. F'c = 4,000 PSI ALL CONCRETE SHALL REACH MINIMUM COMPRESSIVE STRENGTH 28 - DAYS (MIN. W/C RATIO=0.5). 12. ALL CONCRETE WITH F'c GREATER THAN 3,000 PSI SHALL HAVE SPECIAL INSPECTION PER SECTION 1704 & 1707 OF THE CALIFORNIA BUILDING CODE (CBC 2022) UNLESS NOTED OTHERWISE. SPECIAL INSPECTION 1. SPECIAL INSPECTION IS REQUIRED PER CBC SECTION 109, 1704 & 1707 FOR THE FOLLOWING CONDITIONS: D. EPDXY ANCHORS (Continuous) F. STRUCTURAL PLYWOOD (4" O.C.) (Periodic) G. CONCRETE (OVER 2500 psi) (Continuous) I (ZQII Q rnhADI IANIrG LUMBER/CARPENTRY 1. ALL STRUCTURAL SAWN LUMBER SHALL BE GRADED BY ONE OF THE FOLLOWING: W.C.L.I.B., W.W.P.A. N.L.G.A or PS 20. 2. ALL WOOD BEARING ON CONCRETE OR MASONRY SHALL BE PRESSURE TREATED DOUGLAS FIR (PTDF), U.N.O 3. HOLES FOR BOLTS SHALL BE BORED WITH A BIT 1/32" TO 1/16" LARGER THAN THE NOMINAL BOLT DIAMETER. 4. ALL BOLTS SHALL BE RE -TIGHTENED PRIOR TO APPLICATION OF FINISH MATERIALS (PLYWOOD, PLASTER, DRYWALL, INSULATION, ETC.) 5. STRUCTURAL MEMBERS SHALL NOT BE CUT FOR PIPES, ETC. UNLESS SPECIFICALLY NOTED OR DETAILED. CONTACT ENGINEER IF NOT SHOWN. 6. 2X SOLID BLOCKING SHALL BE PLACED BETWEEN JOISTS AND/OR RAFTERS AT ALL SUPPORTS, EXCEPT WHEN LEDGERED (U.N.O.) 7. CROSS -BRIDGING SHALL BE PROVIDED AT 8'-0" O.C. MAX. FOR ALL 2X FLOOR JOISTS OVER 10" IN DEPTH AND ALL 2X ROOF RAFTERS OVER 10" DEPTH. USE SOLID BLOCKING OR AN APPROVED METAL TYPE BRIDGING. 8. ALL STRUCTURAL PLYWOOD SHALL BE A.P.A. RATED SHEATHING (OR OSB) EXPOSURE 1 OR EXTERIOR UNLESS NOTED OTHERWISE AND CONFORM TO DOC PS1 OR PS2. EACH SHEET SHALL BE IDENTIFIED BY GRADE MARK OF D.F.P.A OR A.P.A. 9. ALL BOLTS BEARING ON WOOD SHALL HAVE STANDARD CUT WASHERS UNDER HEAD AND NUT UNLESS NOTED OTHERWISE. 10. ALL METAL ANCHORS, FASTENERS AND CONNECTORS ETC. SHALL BE FROM "SIMPSON STRONG -TIE" (TM). SUBSTITUTIONS MUST BE ICC-ESR PRODUCTS AND PRE -APPROVED IN WRITING BY ENGINEER (DONG ENG.). 11. ALL STRUCTURAL LUMBER SHALL BE DOUGLAS FIR -LARCH (OR BTR.), 19% MAX. MOISTURE CONTENT, OF THE FOLLOWING GRADES, U.N.O.: 2X4 STUDS (UP TO 10')..................... "STANDARD" OR BETTER 2X4 STUDS (OVER 10')...................... NO.2 OR BETTER 2X PLATES & 3X PLATES .................. "CONSTRUCTION GRADE" OR BETTER 2X6 STUDS ......................................... NO.2 2X JOIST ............................................. NO.2 BEAMS AND STRINGERS 4X10 AND SMALLER .......................... NO.2 4X12 AND LARGER ........................... NO.1 6X AND 8X........................................... NOA 4x POST/TIMBERS AND LARGER .... NO.1 ROOF PLANKING AND DECKING...... COM.DEX. BOARD SHTG. AND STRIPPING........ SUITABLE FOR INTENDED USE. 2018 NDS STRESS VALUES FOR DOUGLAS FIR -LARCH: SINGLE/REPETITIVE 2X4 #2: Fb= 1350/1552 PSI ; Fv=180 psi E=1.6xlO' 2X6 #2: Fb= 1170/1345 PSI 2X8 #2: Fb= 1080/1242 PSI 2X10 #2: Fb= 990/1138 PSI 2X12 #2: Fb= 900/1150 PSI 2X14 #2: Fb= 810/ 931 PSI 4X4 #2: Fb= 1350 PSI 4X6 #2: Fb= 1170 PSI 4X8 #2: Fb= 1170 PSI 4X10 #2: Fb= 1080 PSI 4X12 #1: Fb= 1100 PSI ; Fv=180 psi E= 1.7xl0' 4X14 #1: Fb= 1000 PSI 4X16 #1: Fb= 1000 PSI 6X10 #1: Fb= 1350 PSI ; Fv=170 psi, E=1.6xlO' 6X12 #1: Fb= 1350 PSI 12. ALL NAILING TO BE PER TABLE NUMBER 2304.10.2 OF THE LATEST CALIFORNIA BUILDING CODE (CBC), UNLESS NOTED OTHERWISE. 13. PLYWOOD FLOOR AND ROOF SHEATHING SHALL BE LAID CONTINUOUS OVER TWO OR MORE SUPPORTS WITH FACE GRAIN PERPENDICULAR TO SUPPORTS UNLESS SHOWN OTHERWISE). STAGGER ALL PLYWOOD PANELS A MINIMUM OF 4'-0". 14. FLOOR SHEATHING TO BE NAILED AND GLUED TO THE JOISTS. USE ADHESIVES PER A.P.A. AFG-01 OR ASTM D3498. 15. FRAMING CONTRACTOR SHALL PROVIDE BACKING AS REQUIRED FOR ALL LIGHT FIXTURES, CABINETS, WARDROBES, TOWEL BARS, AND HANDRAILS AS REQUIRED AND REQUESTED BY GENERAL CONTRACTOR. 16. EXTERIOR WOOD POSTS AND COLUMNS SUPPORTED BY A CONCRETE SLAB SHALL BE INSTALLED A MINIMUM OF 8" ABOVE EXPOSED EARTH AND AT LEAST 1" ABOVE SLAB ON METAL POST BASES. (EXCEPTION: POSTS OR COLUMNS OF APPROVED WOOD WITH NATURAL RESISTANCE TO DECAY OR TREATED WOOD). POSTS OR COLUMNS RESTING ON CON-CRETE PIERS SURROUNDED BY EXISTING GRADE SHALL BE A MINIMUM OF 8" ABOVE ADJACENT GRADE PER CBC (LATEST EDITION). ALL ISOLATED INTERIOR AND EXTERIOR WOOD POSTS ATTACHED DIRECTLY TO CONCRETE SHALL BE SECURED WITH SIMPSON 'ABU', U.N.O. 17. PROVIDE 2x4 FLAT HEADERS AT ALL INTERIOR NON -BEARING OPENINGS UP TO 36 INCHES IN WIDTH AND 44 HEADERS FOR OPENINGS 3 ft TO 6 ft IN WIDTH. 18. PROVIDE MINIMUM 1/2" CLEARANCE (VOID SPACE) FROM TOP OF ALL INTERIOR NON -BEARING PARTITIONS TO ROOF AND CEILING FRAMING ABOVE. 19. ALL EXTERIOR WALLS ADJACENT TO VAULTED CEILINGS SHALL BE BALLOON FRAMED WITH CONTINUOUS STUDS TO BOTTOM CHORD OF TRUSS OR 2X RAFTER OR DOUBLE 2x TOP PLATE, U.N.O. 20. WHEN PLYWOOD SIDING IS USED AS AN EXTERIOR OR INTERIOR WALL COVERING, PROVIDE SOLID BLOCKING AT ANY HORIZONTAL JOINTS BETWEEN SOLE PLATE AND ANY TOP PLATE. "Z" BAR METAL SHALL BE USED AT EXTERIOR HORIZONTAL JOINTS. 21. INSTALL FIREBLOCKS TO CUT OFF ALL HORIZONTAL AND VERTICAL DRAFT OPENINGS BETWEEN TWO STORIES AND ROOF ATTIC SPACES. FIREBLOCKS SHALL BE OF 2 INCH NOMINAL THICKNESS. LOCATION OF FIREBLOCKS SHALL INCLUDE: A. STUD WALLS AT FURRED SOFFITS, CEILING AND FLOOR LEVELS. B. AROUND TOP, BOTTOM, SIDES AND ENDS OF SLIDING POCKET DOORS C. BETWEEN STAIR STRINGERS AT TOP AND BOTTOM OF RUN AND BETWEEN STUDS IN A WALL PARALLEL AND ADJOINING RUN OF STAIRS. 22. FASTENING OF MULTIPLE MEMBERS: DOUBLE & TRIPLE JOISTS; 16d NAILS AT 12" O.0 STAGGERED (BOTH SIDES FOR TRIPLES). FOUR OR MORE JOISTS; 1/2" DIA. M.B's AT 18" O.0 STAGGERED. 4X OR LARGER BEAMS; 1/2" DIA. M.B's AT 12" O.0 STAGGERED. 23. ALL ROUGH OR RESAWN BEAMS ARE TO BE FREE OF GRADING STAMP LABELS AND FREE OF HEART CENTER (FOHC). 24. ALL HANGING 2X JOISTS SHALL UTILIZE SIMPSON "LUS" HANGERS, U.N.O. AND SIMPSON "IUS" FOR I -JOISTS, U.N.O. 25. ALL BEARING WALLS ON A WOOD FLOOR ARE TO BE SUPPORTED WITH DOUBLE JOISTS OR SOLID BLOCKING, UNLESS NOTED OTHERWISE. 26. ALL BEAMS TO BE SUPPORTED WITH FULL BEARING STUDS OR POSTS, U.N.O. 27. ROOF SHEATHING IS TO CONTINUE UNDER "CALIFORNIA FRAMING", TYP. 28. APPLY SHEAR WALL PLYWOOD PRIOR TO ALL BOX -OUTS, FUR -OUTS, SOFFITS OR ANY OTHER FRAMING THAT MAY INTERRUPT CONTINUITY OF PLYWOOD. 29. PROVIDE FURRING AS NEEDED TO ALIGN NON -SHEAR WALLS WITH SHEAR WALLS. 30. PROVIDE 4X OR DOUBLE 2X MEMBERS UNDER SOLE PLATE NAILING LESS THAN 4 in. O.C., U.N.O. 31. DOUBLE TOP PLATES w/MIN. 48 in. LAP SPLICES TO BE PROVIDED w/MIN. (12) 16d COMMON NAILS PER TOP PLATE SPLICE U.N.O. PER PLAN. LUMBER/CARPENTRY (cont.) 32. TOP PLATE BREAKS AND SPLICES SHALL OCCUR OVER A STUD OR POST. 33. PROVIDE SOLID BLOCKING BETWEEN PERPENDICULAR JOIST AT BEARING AND AT SHEAR WALLS. 34. ALL EXPOSED BEAMS AND HEAVY TIMBER RECOMMENDED TO BE FREE OF HEART CENTER (FOHC). 35. ALL ISOLATED POSTS AND BEAMS TO HAVE SIMPSON ABU's, PB's AND/ OR BC's MINIMUM, UNLESS NOTED OTHERWISE. 36. ALL SIMPSON HDU, HTT, HDQ, HHDQ, AND CB HOLDOWNS TO BE FASTENED TO 4x4 POST MIN., U.N.O. 37. ALL EXTERIOR WALLS AND INTERIOR BEARING WALLS ARE TO BE SECURED WITH MIN. 5/8" DIA. x 12" ANCHOR BOLTS AT 72 in. O.C., U.N.O. MIN. (2) BOLTS PER PIECE WITH (1) BOLT LOCATED NOT MORE THAT 12" OR LESS THAN 7 BOLT DIA. FROM EACH END AND/OR SPLICE OF THE PIECE. 38. ALL INTERIOR NON -SHEAR WALLS TO BE SECURED WITH ICC-ESR APPROVED SHOT PINS WITH CADMIUM WASHERS AT 32" O.C. PER MANUF. SPECS., U.N.O. PROVIDE ANCHOR 6" FROM ALL CORNERS AND SPLICES. 39. ALL CONVENTIONAL FRAME PORTIONS OF STRUCTURE ARE TO BE CONSTRUCTED PER CRC. 40. ALL SHOP DRAWINGS ARE TO BE REVIEWED BY THE GENERAL CONTRACTOR AND THE ARCHITECT PRIOR TO SUBMITTAL FOR ENGINEER ( DONG ENG. ) REVIEW. 41. PROVIDE MIN. 2X6 RAFTERS AT 24" O.C. WITH MAX. SPAN OF 6'-0"± BRACED TO FRAMING BELOW AT OVERSTACK ("CALIFORNIA") FRAMING. 42. PROVIDE DOUBLE 2X SOLE PLATES WITH PROGRESSIVE SOLE PLATE NAILING AS SPECIFIED ON THE PLANS AT BOTH PLATES WHERE 1 1/2" LIGHT WEIGHT CONCRETE IS USED AT THE FLOOR. 43. WHERE BOTH TOP PLATES ARE BROKEN, SPLICE WITH ST6224 MIN. U.N.O. 44. COMMON NAILS SHALL BE USED FOR ALL SHEATHING AND TOP PLATE SPLICES. BOX NAILS MAY BE USED AT SOLE PLATE NAILING. ALL HARDWARE SHALL BE INSTALLED WITH NAILS PER THE MANUFACTURERS SPECIFICATIONS AND RECOMMENDATIONS. 45. ALL HEADERS SHALL BE FRAMED WITH A MINIMUM OF (1) 2X4 TRIMMER AND (1) 2X4 KING STUD AT EACH END, U.N.O. 46. AT ANY SOLE PLATES OR TOP PLATES CUT FOR PIPES, PROVIDE A .058" THICK (16 1 GA.) AND 1 " WIDE PLATE ACROSS EACH SIDE OF OPENING WITH NOT LESS THAN (6) 2 16d NAILS. 47. PROVIDE SOIL BLOCKING AT SOFFIT CEILINGS. 48. SHEAR SHALL BE CONTINUOUS FROM BOTTOM PLATES TO TOP PLATES., U.N.O. 49. STAIR STRINGER SHALL BE 2x12 DF#1 AT MAX. 16" O.C., U.N.O. 50. A SINGLE TOP PLATE IS PERMITTED PROVIDED THE PLATE IS ADEQUATELY TIED AT JOINTS, CORNERS AND INTERSECTING WALLS BY AT LEAST THE EQUIVALENT OF 3 IN, X 6 IN. X .036 IN. THICK GALVANIZED STEEL PLATE THAT IS NAILED TO EACH WALL OR SEGMENT OF WALL BY (6) 8d NAILS OR EQUIVALENT. 51. FASTENERS IN CONTACT WITH PRESSURE TREATED OR PRESERVATIVE TREATED LUMBER SHALL BE HOT DIPPED ZINC COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE OR COPPER. EXCEPTION: PLAIN CARBON STEEL FASTENERS IN SBX/DOT AND ZINC BORATE PRESERVATIVE -TREATED WOOD IN AN INTERIOR, DRY ENVIRONMENT SHALL BE PERMITTED. GLULAMS/MFR. WD. PROD. 1. ALL GLUED LAMINATED MEMBERS SHALL BE MADE OF 1-1/2" DOUGLAS-FIR LARCH (DF)LAMINATIONS, COMBINATION 24F-V4 PER AITC/APA (U.N.O.). 2. DESIGN VALUES: Fb=2400 PSI; Fv=240 PSI; E=1.8Xl06 PSI 3. INDUSTRIAL APPEARANCE GRADE PER APA-EWS SHALL BE USED, WITH A MOISTURECONTENT BETWEEN 7 - 14 PERCENT, UNLESS NOTED OTHERWISE. 4. FABRICATOR SHALL BE A MEMBER OF AITC AND ALL FABRICATION SHALL BE PERFORMED IN ACCORDANCE WITH AITC-A190.1 & ASTM-3737. LUMBER SHALL BE MARKED WITH AN AITC or APA-EWS GRADE STAMP INDICATING CONFORMANCE WITH ALL APPLICABLE SPECIFICATIONS AND REQUIREMENTS. 5. GLUED LAMINATED MEMBERS SHALL BE ACCOMPANIED BY A CERTIFICATE OF INSPECTION. CONTRACTOR SHALL BEAR EXPENSES OF INSPECTION AND TESTS. A CERTIFICATE OF INSPECTION SHALL BE SUBMITTED TO THE BUILDING DEPARTMENT PRIOR TO INSTALLATION. 6. ALL GLUED LAMINATED BEAMS WILL HAVE A STANDARD CAMBER BASED ON A RADIUS = 3500, UNLESS NOTED OTHERWISE. 7. PARALLAM PSL 2.0E BY I -LEVEL PER ESR-1387 & LARR-25202 f b = 2900 PSI; fv = 290 PSI; E = 2.Oxl06 PSI TIMBERSTRAND LSL 1.55E BY I -LEVEL PER ESR-1387 & LARR-25202 f b = 2250 PSI; fv = 310 PSI; E = 1.55x106 PSI MICROLAM LVL BY I -LEVEL PER ESR-1387 & LARR-25202 f b = 2600 PSI; fv = 285 PSI; E = 2.Oxl06 PSI 8. ALTERNATE ENGINEERED WOOD PRODUCTS MUST BE APPROVED IN WRITING BY ENGINEER (DONG ENGINEERING) PRIOR TO INSTALLATION. 9. PROVIDE MULTIPLE 2x4 SQUASH BLOCKS UNDER BEARING POINT LOAD (POST) (OR MSB) FROM ABOVE TO TOP PLATES BELOW AT FLOOR LEVEL. 10, I -LEVEL I -JOISTS PER ICC ESR#1533, RR#25538 LOUISIANA PACIFIC I -JOISTS PER ICC ESR#1130, RR#25176 BOISE CASCADE I -JOISTS PER ICC ESR#1336, RR#24999 ROSEBURG I -JOISTS PER ICC ESR#1251, RR#25439 11. PROVIDE DOUBLE I -JOISTS OR DOUBLE I -JOIST BLOCKS WHEN 16d SOLE PLATE NAILING (SPN) IS LESS THAN 4" O.C. AT SHEAR WALL ABOVE. 12. REFER TO I -JOIST MANUFACTURER SPECIFICATION FOR DRILLING OF HOLES THRU I -JOIST WEB. NOTCHING OF I -JOIST FLANGE IS PROHIBITED. HORIZONTAL DIAPHRAGM: TYPICAL FLOOR/ROOF DECK/DECK SHEATHING 23/32" APA RATED STURD-I-FLOOR T&G EXP I WITH MIN. SPAN RATING OF 24" O.C. REFER TO NER 108 FOR INSTALLATION AND CONDITIONS OF USE WITH 10d COMMON NAILS AT 6" O.C. EDGES & BOUNDARIES, 12" O.C. FIELD. USE RING OR SCREW SHANK NAILS AND GLUE SHEATHING TO FRAMING USING ADHESIVES MEETING APA SPECIFICATION AFG-01 OR ASTM D3498. APPLY GLUE IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. AS AN ALTERNATE TO 10D COMMON NAILS, THE FOLLOWING FASTNERS CAN BE USED: GRABBER PLYWOOD SCREWS (ICC-ER-5280), OR SIMPSON STRONG -TIE QUICK DRIVE SCREWS (ICC-ER-1472), MIN 2" LONG @ 6" O.C. B.S., @ 6" O.C. E.S. AND 12" O.C. F.S. TYPICAL SLOPED/FLAT NON -ASSEMBLY ROOF SHEATHING 15/32" APA RATED SHEATHING EXP 1 WITH A MIN. PANEL INDEX OF 32/16. REFER TO NER 108 FOR INSTALLATION AND CONDITIONS OF USE WITH 8d COMMON NAILS AT 6" O.C. EDGES & BOUNDARIES, 12" O.C. FIELD.. NOTE: ALL STRUCTURAL RATED PANELS MUST BE STAMPED BY ONE OF THE FOLLOWING APPROVED AGENCIES, APA, PFS/TECO OR PITTSBURG. NAILING SCHEDULE (CBC 2022 TABLE 2304.10.2) 1. RAFTER/JOIST BLOCKING TO TOP PLATE, TOENAIL 3-8d BLOCKING BETWEEN RAFTER/TRUSS NOT AT T.P., EA. END, TOENAIL 2-8d FLAT BLOCKING TO TRUSS AND WEB FILLER, FACE NAIL 16d COMMON @ 6" O.C. 2. CEILING JOIST TO TOP PLATE, TOENAIL EACH END 3-8d 3. CEILING JOIST LAPS (NON -PARALLEL CONDITION), FACE NAIL 3-16d 4. CEILING JOIST ATTACHED TO PARALLEL RAFTER, FACE NAIL TABLE 2308.7.3.1 5. COLLAR TIE TO RAFTER, FACE NAIL EACH RAFTER 3-1Od 6. RAFTER/ROOF TRUSS TO PLATE, 2 TOENAILS & 1 TOENAIL PER SIDE 3-1Od 7. RAFTER TO RIDGE/HIP/VALLEY, TOE NAIL 3-1Od RAFTER TO RIDGE/HIP/VALLEY, END NAIL 2-16d 8. STUD TO STUD (NON -BRACED WALLS), FACE NAIL 16d COMMON @ 24" O.C. 16d BOX @ 16" O.C. 9. STUDS AT CORNERS (BRACED WALLS), FACE NAIL 16d COMMON @ 16" O.C. 16d BOX @ 12" O.C. 10. BUILT-UP HEADER WITH 1/2" SPACER FACE NAIL 16d COMMON @ 16" O.C. 16d BOX @ 12" O.C. 11. CONTINUOUS HEADER TO STUD, TOE NAIL 4-8d 12. TOP PLATE TO TOP PLATE, FACE NAIL 16d COMMON AT 16" O.C. 10d BOX @ 12" O.C. 13. DOUBLE TOP PLATE SPLICE, FACE NAIL EACH SIDE 8-16d 14. BOTTOM PLATE TO RIM (NON -BRACED WALLS) FACE NAIL 16d COMMON AT 16" O.C. 16d BOX @ 12" O.C. 15. BOTTOM PLATE TO RIM (BRACED WALLS), FACE NAIL 2-16d 16. TOP/BOTTOM PLATE TO STUD, TOENAIL 4-8d TOP/BOTTOM PLATE TO STUD, END NAIL 2-16d 17. TOP PLATE LAPS AT CORNERS/INTERSECTIONS, FACE NAIL 2-16d 18. 1" BRACE TO EACH STUD AND PLATE, FACE NAIL 2-8d 19. 1X6 SHEATHING TO BEARING, FACE NAIL 2-8d 20. 1X8 SHEATHING TO BEARING, FACE NAIL 3-8d 21. JOIST TO SILL/TOP PLATE/GIRDER, TOE NAIL 3-8d 22. RIM/BAND JOIST OR BLK'G TO SILLITOP PLATE, TOE NAIL 8d COMMON @ 6" O.C. 8d BOX @ 4" O.C. 23. 1X6 SUBFLOOR TO EACH JOIST, FACE NAIL 2-8d 24. 2" SUBFLOOR TO JOIST OR GIRDER, FACE NAIL 2-16d 25. 2" PLANKS 2-16d AT EACH BEARING 26. BAND/RIM JOIST TO JOIST, END NAIL 3-16d 27. BUILT-UP GIRDERS AND BEAMS FACE NAIL 20d COMMON @ 32" O.C. 2-20d AT ENDS & SPLICE 28. LEDGER STRIP SUPPORTING JOISTS, FACE NAIL 3-16d 29. BRIDGING TO JOIST, TOE NAIL 2-8d NOTES: 1. COMMON NAILS SHALL BE USED (U.N.O.) 2. JOIST CAN BE EITHER SAWN LUMBER OR I -JOIST PER PLAN STRUCTURAL STEEL 1. THE DEPICTIONS OF ALL MISCELLANEOUS FABRICATED METAL PRODUCTS SHOWN HEREON ARE NOT INTENDED TO BE USED AS FABRICATION SHOP DRAWINGS. THE METAL FABRICATOR SHALL BE RESPONSIBLE FOR ALL METAL FABRICATION DESIGNS IN ACCORDANCE WITH ALL NATIONAL, STATE AND LOCAL CODES AND POLICIES AS WELL AS THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC) AND ANY OTHER INDUSTRY STANDARDS. ALL METAL FABRICATION DESIGNS ARE TO BE SUBMITTED TO, AND APPROVED BY, THE LOCAL BUILDING INSPECTION DEPARTMENT RESPONSIBLE FOR THE PROJECT PRIOR TO FABRICATION. ALL DETAILS, DIMENSIONS, ETC., SHOWN HEREON ARE INTENDED TO BE SCHEMATIC AND THE DESIGN IS TO BE VERIFIED WITH ALL AFFECTED FIELD CONDITIONS. SUBCONTRACTORS AND THE REQUIREMENTS OF ALL GOVERNING AGENCIES AND FABRICATION STANDARDS. FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH "SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS", AISC, CURRENT EDITION. STEEL SHALL CONFORM TO ASTM A-992, U.N.O. 2. ALL WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS, USING THE ELECTRIC SHIELDING PROCESS AND CONFORMING TO AWS D1.1 SPECIFICATIONS, E70XX ELECTRODE. 3. ALL STRUCTURAL STEEL SHALL BE FABRICATED IN THE SHOP OF A LICENSED FABRICATOR AND SHOP DRAWINGS SHALL BE SUBMITTED TO ENGINEER ( DONG ENG. ), ARCHITECT, GENERAL CONTRACTOR AND OWNER FOR APPROVAL PRIOR TO FABRICATION. AN PROPOSED DEVIATION, ADDITION OR QUESTIONS SHALL BE NOTED CONSPICUOUSLY AND CLEARLY ON THE SHOP DRAWINGS. STEEL FABRICATOR SHALL FIELD VERIFY ALL DIMENSIONS PRIOR TO ERECTION TO PROVIDE FOR A PROPER FIT. 4. ALL FIELD WELDING (EXCEPT MINOR AND TACK WELDING) SHALL BE CONTINUOUSLY INSPECTED BY AN APPROVED WELDING INSPECTOR. WELDING AT BRACED & MOMENT FRAMES SHALL HAVE WELDING FILLER METAL WITH CHARPY V-NOTCH (CVN) TOUGHNESS OF 20 ft-lb AT 70 deg (E70T-4 IS PROHIBITED). 5. USE 3/4" ROUND MACHINE BOLTS, 13/16" ROUND HOLES, FOR ALL CONNECTIONS, UNLESS OTHERWISE SHOWN. ALL BOLTS SHALL CONFORM TO ASTM A-307 FOR UNFINISHED BOLTS, EXCEPT WHERE SPECIFICALLY NOTED AS "HIGH STRENGTH" BOLTS WHICH SHALL CONFORM TO ASTM A-325 OR ASTM A-490. HI -TENSILE BOLTS SHALL BE THE FRICTION TYPE AND THERE SHALL BE NO PAINT, OIL, LACQUER, OR GALVANIZING BETWEEN THE CONTACT SURFACE. HIGH STRENGTH BOLTS REQUIRE SPECIAL INSPECTION PER CBC SECTIONS 1704 AND 1707. 6. ALL STEEL EXPOSED TO WEATHER SHALL BE HOT -DIPPED GALVANIZED AFTER FABRICATION. 7. PIPE COLUMNS SHALL CONFORM TO ASTM A-53-B (TYPE E OR S). 8. TUBE COLUMNS SHALL CONFORM TO ASTM A-501 OR A-500 GRADE B. 9. WHERE FINISH IS ATTACHED TO STRUCTURAL STEEL, PROVIDE 1/2"x3" NELSON STUDS AT T-O" O/C FOR ATTACHMENT OF NAILERS, U.N.O. SEE ARCHITECTURAL DRAWINGS FOR FINISHES. 10. NONDESTRUCTIVE TESTING PER 2019 CBC SECTION 1703 ON STEEL MOMENT CONNECTION BETWEEN STEEL BEAM AND STEEL COLUMN, ALL FULL PENETRATION GROOVE WELDS CONTAINED IN JOINTS AND SPLICES SHALL BE TESTED 100 PERCENT EITHER BY ULTRASONIC TESTING OR BY RADIOGRAPHY. FOUNDATION/SITEWORK 1. ALL SITE PREPARATION, EXCAVATION AND COMPACTION SHALL BE DONE UNDER THE SUPERVISION OF THE SOIL ENGINEER. 2. SEPARATE PERMITS SHALL BE OBTAINED FOR ALL FENCES, PLANTERS AND WALLS, AS REQUIRED. 3. PROVIDE NON -EXPANSIVE FILL AS REQUIRED TO LEVEL PAD. 4. SURFACE WATER WILL DRAIN AWAY FROM BUILDING. DRAINAGE SHALL BE 2% (MIN.) FROM BUILDING TO SWALE LINE. SWALE SHALL DRAIN AT 1% (MIN.) FROM REAR OF BUILDING TO STREET. 5. THERE SHALL BE NO UTILITY TRENCH NEAR THE BUILDING FOUNDATION WHICH EXTEND DEEPER THAN A 45 DEGREE LINE PROJECTED DOWN AND AWAY FROM THE BOTTOM OUTSIDE CORNER OF ANY FOOTING. 6. SLAB SUBGRADE REQUIREMENTS ARE NOT WITHIN THE SCOPE OF WORK AND/OR LIABILITY OF ENGINEER ( DONG ENG. ). THE SUBGRADE CONFIGURATION SHOWN IN DETAIL 1/SD1 OR THE POST -TENSION DETAILS REFLECT THE GENERAL RECOMMENDATIONS OF THE SOILS ENGINEER, AND/OR THE SITE CONDITIONS. IT IS THE RESPONSIBILITY OF THE OWNER TO REVIEW THE SLAB SUBGRADE CONFIGURATION WITH THE SOILS ENGINEER, AND CONCRETE/FLOORING CONTRACTORS, FOR ADEQUATE MOISTURE PROTECTION. PLEASE REFER TO THE SOILS REPORT FOR ADDITIONAL RECOMMENDATIONS. THE SUBGRADE MOISTURE/VAPOR RETARADER SHALL MEET THE CONFORMANCE OF ASTM E1745 CLASS A or B MATERIAL. 7. ALL HOLDOWN ANCHORS, POST BASES AND HOLDOWN BOLTS SHALL BE TIED INTO PLACE PRIOR TO FOUNDATION INSPECTION. 8. PLACE 20'-0" REBAR IN FOUNDATION AT SERVICE LOCATIONS. STUB UP REBAR ABOVE THE FLOOR BY ELECTRIC SERVICE METERS. 9. FOR THE LOCATION OF CONTROL JOINTS, REFER TO THE FOUNDATION PLAN. (ZIP STRIP OR EQUAL). MINIMUM OF 20'-0" O.C. EACH WAY IS RECOMMENDED. 10. DRIVEWAY PAVING SHALL BE 4" PORTLAND CEMENT CONCRETE (5 SACKS MIN.), U.N.O. 11. FOR POST -TENSION SLAB, REFER TO APPROVED PLANS PREPARED BY OTHERS (WHEN OCCURS). 12. MINIMUM SLAB REINFORCEMENT AND PAD REQUIREMENT SHALL CONFORM TO THE SOILS ENGINEER'S RECOMMENDATIONS, U.N.O.. SHEARWALL SCHEDULE Planning a ING TO ANSI/AF&PA PWS-2015/CBC 2022 NAILING 1,4 DESCRIPTION 3X SIZE EDGE FIELD SILL SILL TRANSFER FRAMING A. .'S SEISMIC WIND MATERIALS FRM'G 16D PLATE LAGS CLIP 5/E VALUE VALUE 0 SINKER MIN. LTP4/A35 CAP. CAP. A 3/8" APA 8d 6" 12" 4" 2X4 12" 24" 4 2 RATED Irpilf B 3/8" APA RATED - 8d 4" 12" 3" 2X4 12" 16" 3 320 plf 447 plf C 3/8" APA 3 RATED YES 8d 3" 12" STAGG. 2X4 8" 12" 2 V 410 plf 575 plf D APA 2 RATED RA YES 8d 2" 12" STAGG. 2X4 6" 10" 13" 530 plf 742 plf E 15/32" APA RATED YES 10d 2" 12" 2X4 4" 101, 1 " as 7 ter F 15/32" STRUC. 1 YES 10d 2" 12" 2X4 4" 8" 1 Asp ZO plf WD. PANEL Q SOLE PLATE CONNECTION TO FRAMING BELOW (1) 3X MIN STD. STAGG'D 2X4 BILK. 16d@4"( SOLID RIM OR BLK'G7 FOOTNOTES: 1. ALL NAILS TO BE COMMON NAILS. 2. SIMPSON LPT4 FRAMING ANCHOR MAY BE SUBSTITUTED AT FLAT CONDITIONS. 3. ALL STUDS, SILL PLATES AND BLOCKING TO BE 3X FRAMING. 4. SOLID BLOCKING SHALL BE PROVIDED AT ALL EDGES AND HORIZONTAL JOINTS. 5. SIMPSON STRONG TIE 1/4" SIDS X 6" LONG LAG SCREWS. 6. PLYWOOD APPLIED TO BOTH SIDES SHALL BE OFFSET OR FRAMING SHALL BE 3X AND NAILS ON EACH SIDE SHALL BE STAGGERED. 7. 3X @ PANEL JOINTS; 2X FRMG AT TOP PLATES MAY BE USED PROVIDED FULL NAILING WIDTH IS AVAILABLE TO ONE PIECE OF SHT'G; STAGGER NAILS 1/2" & SHT'G. ONE SIDE ONLY. 8. SHEETS SHALL NOT BE LESS THAN 4FT BY 8FT, EXCEPT AT BOUNDARIES AND CHANGES WHERE SHEET SHALL BE 24" MINIMUM. 9. SQUARE PLATE WASHERS SHALL BE USED WITH ALL ANCHOR BOLTS. %" A.B. - 3" X 3" X 0.229" 3/4° A.B. - 3" X 3" X 0.229" 10. USE 4-1/2" SQ. X .229" AT 2X6 WALLS. 11. 3X MUDSILL PLATES 12. IF WOOD STRUCTURAL PANEL SHEAR WALLS WITH ASPECT RATIO (h/bs) GREATER THAN 2: 1, EFFECTIVE SHEAR WALL LENGTH SHALL BE MULTIPLIED BY 2bs/h FOR DESIGN. DESIGN LOADS: VERTICAL (CBC 2022 ROOF RAFTER DL = 11 PSF EXT. WALL DL = 15 PSF ROOF RAFTER LL = 20 PSF INT. WALL DL = 10 PSF CEILING JOIST DL = 4 PSF CEILING JOIST LL = 10 PSF SEISMIC DESIGN DATA IMPORTANCE FACTOR SITE CLASS Ss S1 SDS SD1 SDC LATERAL FORCE RESISTING SYSTEM BASE SHEAR Cs R W PROCEDURE USED REDUNDANCY FACTOR WIND DESIGN PROCEDURE USED BASIC WIND SPEED RISK CATEGORY WIND EXPOSURE SOIL SOIL REPORT PREPARED BY PROJECT NUMBER DATE SOIL BEARING PRESSURE SHEET INDEX: 1.0 D 1.297 0.463 1.037 NULL D 15 0.160 6.5 2.50 ELF 1.3 MWFRS 95 MPH 11 C PRIORITY ENGINEERING GROUP 24-197 May, 14, 2024 1500 PSF S.0 STRUCTURAL GENERAL NOTES S.I FOUNDATION PLAN ROOF FRAMING PLAN SDI FOUNDATION DETAILS SD2 STRUCTURAL DETAILS Ap PER ID: i u t� e r droved of A iTTSSUAN DONG ENGINEERING, INC. 7661 GARDEN GROVE BLVD., GARDEN GROVE, CA 92841 TEL- 714-617-5979 INFO@DONGENGINEERING.COM RESTRICTIVE NOTICE SPECIFICATIONS ARE THE EXCLUSIVE PROPERTY OF DONG ENGINEERING. THESE DRAWINGS CANNOT BE COPIED, TRANSFERRED, OR REPRODUCED NOR CAN ANY OTHER STRUCTURES BE BUILT FROM THEM WITHOUT WRITTEN CONSENT. r-jr\IIr%I^KIr% NO: DATE REVISIONS 01 10/16/2024 PLAN CHECK PROJECT OWNER PROJECT ADDRESS N � M - O z ti � N H N Q U Q Q O Q Of m Q � � Z N �O STAMP Q�pFESSIONq G �Fti cm W6 ;0 CC EXP. 03/31126 \gTFOF CAS\FOQ- DATE SIGNED: 10/16/24 SHEET DESCRIPTION GENERAL NOTES DE#: 240190 SHEET S.0 yj LEGEND: INDICATES NEW ROOF RAFTER, SEE JOISTS TABLE INDICATES EXISTING ROOF RAFTER INDICATES CEILING JOISTS, SEE JOISTS TABLE x'-x" xx SHEAR PANEL LENGTH AND NUMBER. ---------- SEE SW SCHED. FOR PANEL TYPE, MIN. 2x4 @ EA. END. X XO POST SIZE, SEE POST SCHEDULE. DETAIL NUMBER DETAIL SHEET NUMBER SDX BEARING WALLS, SEE PLAN. OBEAM NUMBER, REFER TO CALCULATIONS. 6X6 < INDICATES BEAM SIZE (DFL HEADER/DROP) U.N.O. CALIFORNIA FRAMING SYMBOLS LEGEND EXISTING FOOTING NEW SLAB/ FOOTING DROP IN SLAB (VERIFY PRIOR TO CONSTRUCTION) —•—•—•— REBAR DETAIL NUMBERip DETAIL SHEET NUMBER INDICATES HOLDOWN, SEE HOLDOWNS SCHEDULE xx SHEAR PANEL LENGTH AND NUMBER. SEE SW SCHED. FOR PANEL TYPE, MIN. 2x4 @ EA. END. FRAMING NOTES: 1. REFER TO STRUCTURAL GENERAL NOTES AND DETAIL SHEETS S.0 FOR MORE INFORMATION. 2. ALL VERTICAL PIPES THROUGH PLATES AND/OR SOLID RIM BEAMS MUST BE DRILLED CLEAN CUT W/ 1/16" TOLERANCE. DO NOT NOTCH OR CUT PLATES. 3. HANGERS FOR FLUSH FRAMED MEMBERS SHALL BE SIMPSON STRONG -TIE AS FOLLOWS U.N.O.: MEMBER HANGER TYPE FACE MOUNT TOP FLANGED 2X JOIST LUS JB 4X, 6X, LSL or PSL HU W/ MAX. BA TJI I -JOIST IUS ITS 4. THE FOLLOWING TRIMMER SCHEDULE SHOULD BE USED FOR HEADERS IN BEARING WALLS, U.N.O. ON THE PLAN. REQUIRED TRIMMER MUST BE APPLIED @ EACH END OF HEADER. CLEAR SPAN, L L <_ 6'-0" 6'-0" < L <_ 10'-0" L >_ 10'-0" 2 x 4 2-2 x 4 2-2X4 U.N.O. PER PLAN 5. BUILDING CODE 2308.9.1 BALLOON FRAMED WALLS (NON -BEARING) STUD HEIGHTS: - 2x4's @ 16" o.c. maximum 14'-0" height - 2x6's @ 16" o.c. maximum 20'-0" height 6. BEARING STUD HEIGHTS: - 2x4's @ 16" o.c. maximum 10'-0" height - 2x6's @ 16" o.c. maximum 16'-0" height 7. DOUBLE TOP PLATE AT ALL SHEAR WALL LINES SHALL BE SPLICED PER DETAIL 16/SD2. CONSTRUCTION KEY NOTES:O 1 ALIGN STUD(S) / POST(S) WITH UPPER FLOOR STUD(S) / POST(S) AND PROVIDE SOLID BLOCKING BETWEEN FLOOR P] PROVIDE SOLID BLOCKING UNDER GIRDER / BEAM. 1 LINE OF 2X BLOCKING W/ EDGE NAIL. & CONTINUOUS CS16 STRAP OVER U.N.O. SEE PLAN FOR NUMBER OF BAYS. 8 2 1 3 SD1 SD1 4'-4" TYP. '0 4 6'-6" p *y;+.: , Q o . •BSA #Z (E) CONCRETE SLAB TO BE REMAINED (N) MINI SPLIT CONDENSER -ADU 1 SD1 1 FOUNDATION PLAN SCALE: 1/4" = V-0" FOUNDATION NOTES 1. REFER TO S.0 SHEET FOR MORE INFO. 2. REFER TO DETAILS 4/SD1 FOR INSTALLATION OF HOLDOWNS. 3. FOUNDATION ANCHOR BOLTS IN CONTACT WITH PRESSURE TREATED SILL PLATE SHALL BE OF HOT DIPPED ZINC -COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE OR COPPER. EXCEPTION: PLAIN CARBON STEEL FASTENERS IN SBX/ DOT AND ZINC BORATE PRESERVATIVE -TREATED WOOD IN AN INTERIOR, DRY ENVIRONMENT SHALL BE PERMITTED. 4. CONTRACTOR SHALL VERIFY ALL EXISTING FOOTINGS AND NOTIFY TO ENG. OF RECORD FOR ALL DISCREPANCIES. 5. HOLDOWN ANCHORS SHALL BE RE -TIGHTENED JUST PRIOR TO COVERING THE WALL FRAMING. 6. ALL HOLDOWN ANCHORS SHALL BE TIED IN PLACE PRIOR TO CALLING FOUNDATION INSPECTION. 7. SEE DETAIL 12/SD2 FOR PLATE NOTCHING & BORING. FOR PIPING THRU SILL & TOP PLATES OF SHEAR WALLS, CONTACT DONG ENGINEERING, INC. 8. THE HOLDOWN POST SIZE SHALL FOLLOW THE HOLDOWN SCHEDULE U.N.O. 9. ALL EXTERIOR WALLS AND INTERIOR BEARING WALLS TO HAVE 5/8" DIA. X MIN. 12" ANCHOR BOLTS, MIN. 7" EMBEDMENT INTO CONCRETE FOOTING AT 72" O.C. UNLESS NOTED OTHERWISE ON PLANS. ONE ANCHOR BOLT SHOULD BE LOCATED MAX. 12" AWAY AND MIN. 4 1/2" FROM THE END OF THE SILL PLATES. MIN. (2) A.BS. PER SILL PLATE/SHEAR PANEL. SILL PLATE UNDER SHEAR WALLS OF UP TO 4'-0" IN LENGTH MUST BE CONTINUOUS. 10. ALL INTERIOR NON -SHEAR WALLS TO BE SECURED WITH SIMPSON PHNW SERIES 0.1450 PINS WITH A PENETRATION OF 1 1/4" INTO SLAB AT 16" O.C. TO BE INSTALLED IN ACCORDANCE WITH ICC ESR-2138. 11. ANCHOR BOLTS AT SHEAR WALLS SHALL BE INSTALLED WITH PLATE WASHERS OF MIN. 3" SQ. X 0.229" THICK BETWEEN SILL PLATE AND NUT. EDGE(S) OF PLATE WASHERS SHALL BE 1/2" MAX. FROM INSIDE FACE OF SHEAR PANEL(S). 1 j SD1 o 0 co STRAPS SCHEDULE: MARK STRAP STRAP LENGTH NAILS/SPACING REFERENCE DETAIL 5O CS16 3'- 6" 8d BOX/SINKER @ 4-1/8" 9/SD2 © (2)CS16 3' - 6" 8d BOX/SINKER @ 4-1/8" 0 CMSTC16 3' - 6" 16d SINKER @ 4-1/2" ® CS16 3' - 6" 8d BOX/SINKER @ 2-1/16" O.C. D2�] 0 (2)CS16 3' - 6" 8d BOX/SINKER @ 2-1/16" O.C. HOLDOWN SCHEDULE: SYM. HOLDOWN POST SIZE REF. DETAIL H3 HDU2 4X 4/SD1 H4 HDU4 4X H5 HDU5 4X H7 HDU8 6X H8 HDQ8 6X H9 HDU11 6X 10 HDU14 8X H11 HHDQ11 6X 12 HHDQ14 8X JOISTS TABLE: MARK JOIST SPECIFICATIONS R1 ROOF RAFTER 2 x 6 DFL#2 @ 16" O.C. C1 CEILING JOIST 2 x 8 DFL#2 @ 16" O.C. C2 CEILING JOIST 2 x 6 DFL#2 @ 16" O.C. POST SCHEDULE: OO SYM. POST SIZE SYM. POST SIZE 24 2X4 STUD 326 (3)-2X6 BUN LED STUD 24 (2)-2X4 BUNDLED STUD 44 4X4 POST 324 (3)-2X4 BUNDLED STUD 46 4X6 POST 26 2X6 STUD 66 6X6 POST 26 (2)-2X6 BUNDLED STUD a st (:2 3 20 3 PLYWOOD SD2 SD2 AROUND _ 8'-0' r— ------ ---�T 44 — —_FA Ai__ 4x6 4 x 8 co W/ EN I II U--- --- �LOWI 4 HI I SDz w— — — — — —� zzQ Juj Q~N 0 ofI ORCH �o �I °° O �o'�ITCHEN I ° 15 44 S.F. xa NI X�o°GLG IR11 O 542 `� `� d... 11 IR1 I N O — — - SD2 I 4 x 6 HU I 6x10CLG --4x6 I 24 B x 6 \ — — — — — — — L _ I — — — — _— ) 6 6 I 46 5 SD2 I J Q o N Q,B#2 CLOSET 14 2 1 I R1 I E 2 CAR GARAGE —� C1 — — — — — — — — — — y — — — BEQ #3 — — — — — — — — — — — — — — — — — — — — — — 46 I"CL I � 8 INGI CD 17 I I � SD2„ (rLG I x SD2 SD1 00 (E) cow SD2 TYP.I -- -- -- -- LU LU LU I �`) �X V� U 04 SD2 _ N BA #1 f- I -- 10'-0"CLG I8'-0�� o 0 —�---- --� 5 CLOSET C - �6— -------------------------------------- u — — — —M. 2X R.R. LSTA30 2X R.R. W/ ENS W/ EN 24 M 14 a l � I M I 8 SD2 SD2 I I SD2 �N B�EDD#2 10 2X8 R.B. I N STACK I o-° CLG -X — — —I— — (7 G W/D X J U 1 � I O I I � I R1 `° I j I. 3 - cn f. SD2 ! 8 2 OJ I I M SD2 U I II A6 4x6 v D44 --- —C-1 44 (N) MINI SPLIT CONDENSER 19 1 11 - ADU 3 SD2 SD2 SD2 SD2 1 ROOF FRAMING PLAN SCALE: 1/4" = V-0" PAD SCHEDULES SYM. PAD TYPE P2424 2'-0" SQ. X 18" DEEP PAD W/ (3) #4 E.W. BOTT. P3030 2'-6" SQ. X 18" DEEP PAD W/ (3) #5 E.W. BOTT. P3636 3'-0" SQ. X 18" DEEP PAD W/ (4) #4 E.W. BOTT. P4242 3'-6" SQ. X 18" DEEP PAD W/ (5) #4 E.W. BOTT. P4848 4'-0" SQ. X 18" DEEP PAD W/ (5) #5 E.W. BOTT. P5454 4'-6" SQ. X 18" DEEP PAD W/ (5) #5 E.W. BOTT. P6060 5'-0" SQ. X 18" DEEP PAD W/ (6) #5 E.W. BOTT. 11 TANKLESS WATER HEATER 10 X It Planning a en cy Ap o �u PER TISSUA N DONG ENGINEERING, INC. 7661 GARDEN GROVE BLVD., r ID: GARDEN GROVE, CA 92841 TEL- 714-617-5979 uate: INFO@DONGENGINEERING.COM RESTRICTIVE NOTICE TWPcF nGcl(_Nlc nR AIAIINIrc ANIn SPECIFICATIONS ARE THE EXCLUSIVE PROPERTY OF DONG ENGINEERING. THESE DRAWINGS CANNOT BE COPIED, TRANSFERRED, OR REPRODUCED NOR CAN ANY OTHER STRUCTURES BE BUILT FROM THEM WITHOUT WRITTEN CONSENT. NO: DATE REVISIONS 01 10/16/2024 PLAN CHECK PROJECT OWNER PROJECT ADDRESS M 0 Q STAMP N � co — O Z ti � N H Q N U Y Q O z O Q Of Q m � � Z N �O Cfl Q4pFESS1pN,, G �F2 co W C 6 rn EXP. 03/31126 DATE SIGNED: 10/16/24 SHEET DESCRIPTION FOUNDATION PLAN ROOF FRAMING PLAN DE#: 240190 SHEET si 1. HOLDOWN POST MINIMUM THICKNESS IS SHOWN ON SCHEDULE ABOVE. ACTUAL HOLDOWN POST SIZE IS INDICATED ON PLAN. CITY OE CiANTA 2.1/2"MIN. Planning a uen y D/2\� D/2 4 24" 5" 3 MIN. TYP. co 0 rr� �LHOOK w 4 i2 0 2 5 0 e d r 2 0 F.G. - F.G. - R ' T45SUA N 1 =z - • -I IrF1 I' Iilwj� - =III- �� f- o III- III -III - 1 2 00 N NOTES: r m DOING ENGINEERING, INC. ° LL o 0 I W 7661 GARDEN GROVE BLVD., = 0 p z - SEE DETAIL #1 FOR INFORMATION I 11 5 0 w ? NOT SHOWN ste r ID: GARDEN GROVE, CA 92841 LIJa. - TIE BEAM REBARS TO CONTINUE W W 10 2 � • INTO EXTERIOR FOOTING MIN. 24" 3 j j j j TEL- 714-617-5979 SEE NOTE #1 1 Date: INFO DONGENGINEERING.COM 6 SSTB BOLT INSTALLATION SSTB BOLT INSTALLATION W @ SW @ EXT. FTG/SLAB @ SW @ INT. FTG/SLAB NOTES: o � (U.N.O.) RESTRICTIVE NOTICE 1. LAP 1. POST PER PLAN 7 SPECIFICATIONS ARE THE EXCLUSIVE 1. HDR. PER PLAN. 1. 1 1/ 2" CLEAR OR BARS MAY BE IN - 54 BAR DIAM. #10 THRU #11 2. P.T.D.F SILL PLATE PROPERTY OF DONG ENGINEERING. 2. (3) 16d COMMON FROM KING STUD TO HEADER, TYP. CONTACT IF WIRED TOGETHER. - 40 BAR DIAM. #8 THRU #9 3. CONT. FTG. REINF. PERP LAN 6 5 THESE DRAWINGS CANNOT BE COPIED, 3. SIMPSON A35 @ T&B EA. END OF HEADER AT ALL EXTERIOR 2. CONDITION WHERE BARS OCCUR - 30 BAR DIAM. #5 THRU #7 4. SIMP. HOLD DOWN PER PLAN, SEE TABLE BELOW FOR SSTB BOLT DIAMETER j TRANSFERRED, OR REPRODUCED NOR WALLS AT OPENINGS WIDER THAN 8'-0" ON THE SAME PLANE. 2. "D" = BEND DIAMETER 6" FOR #3 AND EMBEDMENT CAN ANY OTHER STRUCTURES BE BUILT 4. SIMPSON LTP4 ALT. TO A35. INSTALL EA. SIDE OF HEADER. THRU #8; 8" FOR #9 THRU #11. 5. 1- #4 REBAR 4'-0" LONG CENTERED ON SSTB BOLT. LOCATE APPROXIMATELY 4 FROM THEM WITHOUT WRITTEN CONSENT. 5. (2) 16d @ 2X4 WALL, (3) 16d @ 2X6 & 2X8 WALL. 3"-5" FROM TOP OF SLAB/ STEM WALL (OR FTG @ TWO -POUR SYSTEM). BEND WLC30 FNC07 FNC08 BAR DOWN INTO FTG. @ END OF CURB CONDITION. MAYBE FOUNDATION 18" TYPICAL HEADER DETAIL 15 REINF. STD. HOOK, LAP 10 TYPICAL EXTERIOR TIE BEAM G #4HREBAR; .@12'OT .C.EA.WAYDCABLE. � z REVISIONS V 6. #4 HORIZ. @ 12' O.C. EA. WAY - - --- ----- - -- 7. HOLD DOWN BOLT THREADED ROD PER TABLE. o F.G. • •o 8. SIMP. HDU11/ HHDQ11 OR HDU14/ HHDQ14 PER PLAN, SEE TABLE BELOW FOR NO: DATE REVISIONS THREADED ROD BOLT DIAMETER AND EMBEDMENT. I III I I III III- 18" DOWEL 1 01 10/16/2024 PLAN CHECK 9. EDGE OF PAD FTG. -III -III III- -III III 10. EDGE OF CONC. SLAB 2 3 11. EDGE OF CONT. FTG. 8 SIMPSON SSTB (PER ICC ESR-2611) 3 L� . . . . . 1. PANEL BOUNDARY &BOUNDARY 1/8" NAILING (B.N.) PER PLAN. 4 2. FIELD NAILING PER PLAN. 2 1 2 1 3. CONTINUOUS PANEL EDGE, NO o BLKG', E.N. PER PLAN. 4. DISCONTINUOUS PANEL EDGE, E.N. PER PLAN. 1. CONC. SLAB PER PLAN 5. FRAMING @ 24" O.C. SHOWN (16" 2. 2X TREATED SILL PLATE 1. CONC. SLAB PER PLAN HOLD DOWN BOLT (MONO -POUR) HOLD DOWN BOLT (TWO -POUR) SIMPSON HD. HOLDOWN CAPACITYMIN DIA. SSTB BOLT EMBED. (IeB) DIA. SSTB BOLT EMBED. (IeB) HDU2 3075# 5/8" SSTB 20 16 5/8" 5/8" SSTB 20 16 5/8" HDU4 4565# 5/8" SSTB 24 20 5/8" 5/8" SSTB 24 20 5/8" HDU5 5645# 5/8" SSTB 24 20 5/8" 5/8" SSTB 24 20 5/8" HDU8* HDQ8 7870# 7/8" SSTB 34 28 7/8" 7/8" SSTB 34 28 7/8" ao _z W 2 i+� o U 1. VENNER WHERE OCCURS. 2. EXTEND FOOTING AT VENEER. O.C. SIMILAR). WITH SIMPSON 2-1/2" SHOT - 2. BULLNOSE EDGES ' SSTBL MODEL IS RECOMMENDED FOR HDU8 HOLD DOWN ON 2 2X AND 3X SILL PLATES 3. 244 REBAR CONT. @ T & B (U.N.O.). 6. DIRECTION OF FACE GRAIN PIN PDPA250 @ 32" O.C. -_ -il - - - - 4. CONC. SLAB. PERPENDICULAR TO SUPPORT. _ -"> PER ICC ESR-2138 _- I I I 5. OPT. POUR JOINT (N/A @ MONO POUR) W/ ' ' ' ' . . 6 NOTES: _ I I I I III- SEE SHEET S.0 FOR MORE III III I III III I I I I I I III_ - STAGGER JOINTS AS SHOWN. -III-III-III-III-III -III -III- INFORMATION. FIRST POUR. 1 - MIN. SIZE OF SHEET SHALL BE "A" "A" 6. P.T.D.F. SILL PLATE W/ A.B. (OR ALT. MASA 2 FT 2 FT 1 3/4� g PER PLAN. FOOTING DIMENSIONS # OF STORIES W WIDTH D DEPTH 1 12" 18" 2 15" 24" 3 18" 24" Cie, ;zg Lr_/ c Z -------------- CV ♦♦Q^ l i i i 8. SIMPSON HOLDOWN o0 F.G. I I I I I I I I I -III-III-III MSTI60 8 j g PER PLAN. 9.WHEN HOLDOWNS U 1 U c1 = - - SEE PLANS FOR HOLDOWN TYPES. --I -1L- CONNECTED TO KING STUD, I SEE DETAIL #1 FOR INFORMATION NOT SHOWN. N N REPLACED SIDS SCREWS W/ - - -I i _-1L- ----Lz�I��- - REFER TO MANUFACTURER SPECIFICATIONS FOR INSTALLATION INFORMATION NOT U U LONGER LENGTH TO GET 2 1/2" g z_ - SHOWN. X X NOTES: PENETRATIONS TO TRIMMER. - - MAINTAIN MIN. EDGE DISTANCE OF 1.3/4" (MEASURED FROM EDGE OF CONCRETE TO • • N N _ 1. POST W/ HOEDOWN `" WHERE OCCURS CENTERLINE OF BOLT). NOTES: 1. PROVIDE 3/8" EDGE DISTANCE FOR NAILS. 2. STUD FRAMED BOX COL. - SIMPSON SSTB & SB CAST IN PLACE ANCHOR BOLTS PER ICC-ESR-2611. 2. PROVIDE MIN. 2X BLK'G @ ALL PLYWOOD EDGES OR AS NOTED IN SHEAR SCHULE. 3. MIN. 2-A.B. (OR ALT. - SEE DETAIL #1 FOR MSTI60 - FOR NAILED OR SCREWED HOLD DOWNS, WHICH HAVE BEEN CONNECTED TO A 2X W INFORMATION NOT SHOWN. STAMP 3. STAGGER NAILS THAT ARE SPACED 2" O.C. MASA) PER SILL STUD NEXT TO THE 4X (MIN.) POST, STITCH NAIL THE 2X TO THE POST W/ 16d @ 3" O.C. _ IN LIEU OF ANCHOR BOLTS USE 2-2X C.J. 4. FOR SPECIFIC SHEARWALL CONDITIONS, SEE PLAN &SCHEDULE. 4. 2X P.T.D.F. SILL PLATE STAGG. (2" O.C. STAGG. FOR HDQ8). IF INSTALLED ON 2X POST ADJACENT TO 4X (MIN.) SHOT PINS AS PER GENERAL 2X BLK'G 2X BLK'G Al 5. NO CUTS OR HOLES IN SHEATHING WITHIN 16" OF CORNERS. 5 5.444 VERT. 1 @ EACH POST, HDU11 AND HDU14 SHALL BE INSTALLED USING SDS-1/4"X4.1/2" IN PLACE OF �(FESS/ON 6. MAX. ACCUMULATED LENGTH OF OPENINGS SHALL NOT EXCEED 20% OF THE WALL NOTES FOR NON- SHEAR WALLS. Q 4� SEE PLAN CORNER THOSE SPECIFIED FOR SOLID POST ATTACHMENT. G cc,/, LENGTH. MAX. LENGTH OF EA. OPENING IS 4-1/2" IN ANY DIRECTION. Q RRC17 WLC08 FNC17 FNC12-NEW FNCO2 GO m TYPICAL ATTIC ACCESS OPENING 17 SHEAR PANEL ASSEMBLY DETAIL 12 BOX COLUMN DETAIL 8 TYPICAL HOLDOWN INSTALLATION 4 INTERIOR FOOTING DETAIL 2 Exp. 0313116 26 *. ST CIV1\, �TFOF CA��FO� PANEL JOINT. 3/8" TYP. 1 2 1. 5/8" THREADED BOLT DATE SIGNED: 10/16/24 1 1. SIMPSON HOLDOWN HDU, SEE 2. 2X STUD WALL PER PLAN. SLOPE PER ARCH 3 PLANS FOR HOLDOWN TYPES. 2 3. 2X SOLE PLATE W/ 16d @ 6" 1 2. SIMP. ATR 5/8" 0 F1554 GR. 36 O.C. U.N.O., SEE NAILING PER ° F.G. SHEET DESCRIPTION A.B.. SHEARWALL SCHDL. z 3. 2X STUD WALL PER PLAN. 4. CONC. SLAB.. 4 a o 1 2 j 2 5 4. 2X SOLE PLATE W/ 16d @ 6" O.C. 4 5. 9/16" DIA. HOLE FILLED W/ -_ - - STRUCTURAL DETAILS .. a _ III U.N.O., SEE NAILING PER SIMPSON "SET-XP" EPDXY ��-7 „- - OFFSET EDGE SUPPORT 4 SHEARWALL SCHDL. 3 TIE. III -III 0'-6" 1. ROOF SHEATHING AND NAILING 5. CONC. SLAB. PER NAILING SCHDL. 6. 9/16" DIA. HOLE FILLED W/ WHEN APPLICABLE: VERIFY 2. JOIST. z SIMPSON "SET-3G" EPDXY TIE, j` W/ POST TESION ENGINEER 3. 2 x 4 W/ 16d @ 12" O.C. _ ___ ICC-ERS 4057 FOR LOCATION OF STRANDS _T _ _ WHEN PLACING DOWELS CL PANEL JOINT. 4. 2 x 4 FLAT W/ (2) 10d @ EA. END. cy) _ _ _ WHEN APPLICABLE: VERIFY W/ _ _ INTO EXISTING P.T. FTG. DO 1. (E) CONC. SLAB & FOOTING. I -I I -III -III -I POST TESION ENGINEER FOR I -III -III -III -I NOT CUT STRANDS. 2. (N) CONC. SLAB. 3/8" TYP. LOCATION OF STRANDS WHEN (E) FDN, 3. #4 DOWEL @ 24" O.C. PLACING DOWELS INTO EXISTING " INSTALL IN ACCORDANCE 4. 9/16" DIA. HOLE W/ SIMPSON "SET-XP" EPDXY. 1 6 P.T. FTG. DO NOT CUT STRANDS. 5 WITH SIMPSON STRONG -TIE RECOMMENDATIONS: NOTES: DE#: 240190 SIMPSON STRONG -TIE REQUIRED. � -SPRAY BONDING AGENT (INTRALOK OR SIM.) AT THE JOINT *INSTALL IN ACCORDANCE WITH SPECIAL INSPECTION BETWEEN OLD AND NEW CONCRETE PRIOR TO POURING NEW CONCRETE. RECOMMENDATIONS: SPECIAL SHEET I 4 NSPECTION REQUIRED � WHEN APPLICABLE, VERIFY W/ POST TENSION ENG. FOR \ 1 3/4" MIN. APPLY FOR MAX. CAP. 1088 LEIS 1 3/4" MIN. LOCATION OF STRANDS WHEN PLACING DOWELS INTO OFFSET EDGE SUPPORT UPLIFT LOAD. EXISTING P.T. FTG. DO NOT CUT STRANDS. WLC04 FNA07 FNA08 FNC03 SD I BLOCKING AT EDGE SUPPORT 14 HOLDOWN ANCHOR BOLT WITH EPDXY 9 ANCHOR BOLT WITH EPDXY T5 HOUSE FOOTING TO PORCH SLAB 3 PROJECT OWNER OJ x PRECT ADDRESS - NAILS SHALL BE DRIVEN TIGHT NOTES: NOTES: MIN. TYP. r-------- 7. 2X STUDS @ 16" O.C. (U.N.O.) 5 BUT SHALL NOT FRACTURE - SEE DETAIL #1 FOR 7 7 I 8. SEE FOUNDATION PLAN FOR SUB -GRADE SURFACE OF SHEATHING. INFORMATION NOT SHOWN. 14- SEE DETAIL #1 FOR 2 I I Q BELOW SLAB. 3/4 W/ THE AVERAGE NAIL PROVIDE CONTROL JOINT AT i I 9. (E)CONIC. FOOTING NOTES: - TOLERANCE ON NAILING SHALL BE INFORMATION NOT SHOWN. --------- I 10. (N)) CONC. FOOTING -VAPOR BARRIER TO HAVE MIN. 6" LAP AT ALL SPACING OVER ANY 4 FT. LENGTH 10'-0" EACH WAY (U.N.O.) it • • I 11. #4 DOWELS @ 32" O.C. W/ SIMPSON SEAMS PER MANUF. (U.N.O.). BEING AT LEAST THAT NOTED ON - PROVIDE SAW CUT WITHIN 24 F.G. II _ I Q SET-XP EPDXY, ESR-2509. PERIODIC - VERIFY ALL INFORMATION PER UPDATED .. THE PLAN. HOURS OF POUR. SPECIAL INSPECTION IS REQUIRED SOILS REPORT. (V WLC07 FNC11 FNC09 III -III ii 5 I FNC01 M u _ • 6PLYW00D SHEATHINGLAYOUT 16 NON -BEARING WALL 11TYP. CONTROL JOINT 7 11 I 10 EXTERIOR FOOTING DETAIL � CN 9 o 2-0" MIN. 1 2 PANEL WIDTH PLAN �- 2 A A" U Q ------ 1. SHEAR PANEL PER PLAN. i 2. EDGE NAIL (E.N.) SHEAR 1 SECTION toRceaF EDGES. 1z/3v`gf` 0 7 l 3 i PANEL TO ALL SHEARWALL 2 3 A -A 3 2 1 i 3 THREADED ROD�F O Q WHEN PANEL EXTEND TO l l I FII 'F 4 i t TRIMMER, E.N. BOTH TRIMMER 7 _F' AND KING STUDS. 0 II II II l.J.". 3. FIELD NAIL @ 12" O.C. l i i 4 4. 2X OR MULTIPLE KING STUD PER FRAMING NOTE W/ 16d 1. FOR ATTIC ACCESS SEE ARCH DWG. i i 6 @ 16" O.C. TO TRIMMER. F.F. ELEV. 2. 2X CEILING JOIST PER PLAN. 5. TRIMMER PER PLAN. 3. 2-2 x CEILING BEAM PER PLAN. i i 5 _ 2X BLK'G 2X BLK'G 6. HEADER PER PLAN. z VARIES (6" MIN.) 2-2X C.J. 7. MIN. 3-16d TO END OF HEADER. 0'-2" 0'-2" SIMPSON HD. HOLD DOWN BOLT POST MINIMUM FOOTING EMBEDMENT DIMENSIONS HOEDOWN CAPACITY (d) DIA. BOLT X4 WALL X6 WALL A B HDU11 9535# 1 " A36 THIRD. ROD W/ YX373/8" 4X6 6X6 12" 16 1 /2" 15" 4X6 6X6 HHDQ11 11810# PLATE @ BOTT. HDU14 14390# A36 THIRD. ROD HHDQ14 13710# 1" Wl4"X4"X112" PLATE @ BOTT. 4X8 6X8 15" 18" 18" CITY OE ';ANTA 5 Planning a ui en y EQ. EQ. 1 7 6 12 12 6 13 7 _ y 'I 2 9 A - oved of 3 5 i 1. PLYWOOD SHEATHING W/ LX. I 1. 2X ROOF RAFTER PER PLAN. E.N. (TO EA. JOIST WHEN 2. 2X CEILING JOIST PER PLAN. 4DBL. 3.. �-(4) --- ---- - - 22. FLUSOH OR BEAM I P R) PLAN. 9 4. 2DX ST DBL.PWALL PER PLAN. ° ° PLATE. o-' PER / T45 �UAN( 3. DBL. TOP PLATE. 1 3 12 1 5. 2X SOLE PLATE W/ 16d ° 1. 2X ROO RAFTERQR PLAN. 4. DROP BEAM PER PLAN. @ 6" O.C. U.N.O., SEE NAILING 2. 2X STUCEID G JOIST PER PLAN. 3 �� B B 5. STRAP PER CHART PER SHEARWALL SCHDL. 8 10 2 3. 2X STU PER PLAN. 4 B K' 2X BEVE ED L G. w � � 6 BELOW. 8 � X 6. 2x BLK'G @ 4'-0° o.c. �� DONG ENGINEERING, INC. 6. ALT. STRAP LOCATION. 7. ROOF SHEATHING AND 7 i �� 11 5. ROOFS SHEATHING AND NAILING 7. SEE PLAN FOR BEARING 4 11 NAILING PER NAILING SCHDL. -- PER NAILI G SCHDL. 7661 GARDEN GROVE BLVD., 13 N C 4 CONDITION. 8. PLYWOOD TYPE "A" MIN. 6 3 6. SHEAR A E u& I D: GARDEN GROVE, CA 92841 7 5 12 9. FRAMING CLIP LTP4 PER 7. FRAMIN 2 SHEARWALL SCHDL. SHEARWAI.L SCHDL. @ 48" O.C. MAX. TEL- 714-617-5979 8. 11 @ 48° O.C. MAX. 9. BOUNDS. �LocaTION. INFO@DONGENGINEERING.COM 1 4 13 5 8 STRAP END LENGTH NAILS/ SPACING CAPACITY O5 CS16 3'-6" 8d BOX/ SINKER @ 4-1/8" 1700# © (2)CS16 3'-6" 8d BOX/ SINKER @ 4-1/8" 3400# O7 CMSTC16 3'-6" 16d SINKER @ 4-1/2" 4500# 10. CEILING BEAM PER PLANV 11 . 11. 2X MEMBER W/ 2-16d Iu� �� X i41 @ 16" O.C. TO STUD OR BM. 10. 6-16d C MMON NAILS @ EA. RAFTER A D CEILING JOIST. RESTRICTIVE NOTICE SPECIFICATIONS ARE THE EXCLUSIVE 12. BOUNDARY NAILS. DBL. T PER PLAN. PER PROPERTY OF DONG ENGINEERING. THESE DRAWINGS CANNOT BE COPIED, 2 10 2 TRANSFERRED, OR REPRODUCED NOR CAN ANY OTHER STRUCTURES BE BUILT A FROM THEM WITHOUT WRITTEN CONSENT. WLD01 RRS18 RRS02 DETAIL A: CALIF. ROOF @SHEARWALL CALIF. FRAMING (PLAN VIEW) DRAG DETAIL 9 SHEAR TRANSFER 5 SHEAR TRANSFER 1 REVISIONS SCALE: NTS SCALE: NTS NO: DATE REVISIONS 1. 2X ROOF RAFTER OR TRUSS PER PLAN. 8 2. 2X SOLE PLATE W/ 16d @ 6" O.C. U.N.O., 01 10/16/2024 PLAN CHECK SEE NAILING PER SHEARWALL SCHDL. 3. ROOF SHEATHING AND NAILING PER �FNGTH NAILING SCHDL. 4. FRAMING CLIP A35/ LTP4 PER SHEARWALL 1. TYPICAL ROOF RAFTER OR ' � �`�! TOP CHORD OF TRUSS. ii�i IAI SCHDL. @ 48" O.C. MAX. ~�� 2. HIP BM. OR TOP CHORD OF �� '� 12 10 3 1 5. SHEARWALL PER PLAN. CONT. PLYWOOD �= i i 1 i i SHEATHING SAME TYPE AS SHEARWALL HIP TRUSS. 1. 2X ROOF RAFTER PER PLAN. 3. SIMPSON STRAP CS16 W/ 8d i i i i 2. 2X CEILING JOIST PER PLAN. 9 6 13 6 BELOW TO CALIF. FRAMING. 6. ROOF SHEATHING W/ CALIFORNIA SINKER NAIL @ 2-1/16" O.C. CUT i i 3 2 i i 3 3. ROOF SHEATHING AND FRAMING. 4 2 1 TO FIT OVERALL BAYS OF BLK'G NAILING PER NAILING SCHDL. 7. 2X4 ROOF RAFTER OR TRUSS @MAIN WHERE APPLICABLE. 4. CEILING BEAM PER PLAN. 13 4. 2X FLAT BLK'G W/ E.N., SEE I I 3 6 7 5. SIMPSON APPROVED ROOF FRAMING (TYP.) 1 PLAN FOR BLK'G LENGTH OR I I HANGER PER PLAN. 8. 2X R.R. @ CALIF. FRAMING @ 16" O.C., END LENGTH _ IMTERMEDIATE SUPPORT @ 8'-0" O.C. MAX. NO. OF BAYS. (MIN. 4 BAYS). 8 6. DBL. TOP PLATE OVER PER DETAIL C 5. DBL. TOP PLATE OR DROP BM. a a 2X4 @ 16" O.C. STUD WALL. PROJECT OWNER 11 9. 2X CONT. W 2-16d @ 24" O.C. TOE NAIL TO ` PER PLAN. 4 5 ~ 4 5 1 10 g 7. FRAMING CLIP LTP4 PER SHEARWALL SCHDL. TRUSSES OR @ 16" O.C. TOE NAIL TO R.R. NOTES: � � 10 @ 48" O.C. MAX. 1 10. 2X FULL DEPTH BLOCKING. F�-Lit-*" " " M M 8. PLYWOOD TYPE "A". 11. 2X6 RIDGE BM. W/ 2-16d TOE NAIL TYP. EA. FNGTy ADD 2x 4x 48LTO RECEIVE 2ND CONON &NAIL W/G MEMBER 9. 2X SOLE PLATE W/ 16d @ 6" FACE AND EA. SIDE 16d @ 4" O.C. STAGGERED. i� �i O.C. U.N.O., SEE NAILING PER 10 12 12. 2X6 PURLIN & 2X4 BRACE @ 9'-0" O.C. AND 3 5 ° n SHEARWALL SCHDL. PROJECT ADDRESS 10. BOUNDARY NAILS. @ 8'-0" O.C. TO LIMIT R.R. TO 8'-0" SPAN MAX. i/ 13. BOUNDARY NAILS. 1. ROOF OR FLOOR SYSTEM OR TRUSSES BY MFR., SEE PLAN. 11. 2X BEVELED BLK'G. STRAP END LENGTH NAILS/ SPACING CAPACITY Z. ZA tsLr\ U L 40 U.C.. 3. SIMPSON "DTC" @ 48" O.C. MAX. (� �/ 11 �(4 \-( \-(2 W/ 2-16d @ 6" O.C. TO BM. �J �J �J �J 12. ROOF SHEATHING DETAIL B: CALIF. ROOF TO MAIN ROOF DETAIL C: CALIF. RIDGE SCALE: NTS SCALE: NTS 4. JOIST OR TRUSS BOTT. CHORD. 5. NON BEARING WALL. W/ 2X R.R. PER CALIFORNIA FRAMING. @)CS16 3'-6" 8d BOX/ SINKER @ 2-1/16" O.C. 1700# O (2)CS16 3'-6" 8d BOX/ SINKER @ 2-1/16" O.C. 3400# RRC03 RRD01 RTC01 RRS21 �- O CALIFORNIA FRAMING DETAIL 14 DRAG DETAIL 10 NON -BEARING WALL DETAIL 6 SHEAR TRANSFER 2 N m 3 1 2 3 1 2 EXISTING GARAGE NEW ADU Q 12 /� /� U 1. BEAM PER PLAN. 1 1 ru 8 Ili2. DBL. TOP PLATE.X � O Z �- ��_� 3. SIMPSON STRAP MST136 1. 2X ROOF RAFTER PER PLAN. L ! UK S 16224. 2. 2X CEILING JOIST FtK FLAN. 4 4 4. SIMPSON A34 AT EA. 3. DBL. TOP PLATE. g 6 1. 2X ROOF RAFTER PER PLAN. ______________ _________ 5 SIDE OF BEAM AND POST 4. 2X SOLE PLATE W/ 16d @ 6" 2. 2X CEILING JOIST PER PLAN. cn 3 0 0 ° 5 PER BEAM CONDITION. 10 1 O.C. U.N.O., SEE NAILING PER 3. 2X RIM OR BLK'G. 5. POST OR MULTI STUD 3 7 1 SHEARWALL SCHDL. _ ___________ COND A: DROP BEAM COND B: TOP FLUSH BEAM PER PLAN. 5. 2X STUD WALL PER PLAN. 7 13 4. 2X STUD WALL PER PLAN. z 6. 2X STUD EA. SIDE OF 15 12 6. SHEARWALL PER PLAN. 5. SHEARWALL PER PLAN. Q 4 6. FRAMING CLIP LTP4 PER (V COND: "A" COND: "C"1. SEE PLAN FOR SHEAR WALL 7 9 3 1 1 BEAM W/ 16d @ 12" O.C. 7. ROOF SHEATHING AND SHEARWALL SCHDL. Q ♦♦^^ @ 48O.C. MAX. HOEDOWN/ STRAP. STAGGERED TO POST. g NAILING PER NAILING SCHDL. " �0 8 5 % ADD 3-16d EA. SIDE TO BM. 8. ROOF SHEATHING W/ 10 7. PROVIDE 2X STRUT r 2. 2X STUD (U.N.O.) 2 2 7. 2X SILL PLATE. ° ° ° CALIFORNIA FRAMING. @ 48" O.C. W/ A35 @ EA. END. 2 3. SHEARWALL PER PLAN. �� 10 ° ° 9. BOUNDARY NAILS. 8. 2X LEDGER W/ 2-16d @ 6" �� 4. BOUNDARY NAILS. 4 4 ` NOTE: 10. FRAMING CLIP LTP4 PER ` 3 1 5 5. 16d @ 3" O.C. STAGGERED. 1. (E) 2X STUD WALL. O.C. TO 2X BLK'G. 4'- 2. (E) 2X ROOF RAFTER PER PLAN. �--� � � -ADD FILLER @SIDE OF SHEARWALL SCHDL. @ 48" \ 9. 2X BLK'G @ 4'-0" O.C. 3. (N) 2X CEILING JOIST WHERE OCCURED. MIN. 6 C.J. @ 8'-0" MAX. BEAM AS NEEDED. 9 2 O.C. MAX. I 6 10. 2 x 4 FLAT SPAN ACROSS 11. DBL. TOP PLATE OR DROP Af 4. (E) ROOF SHEATHING. 4 5 4� 11 BM. PER PLAN. 11. DBL. TOP PLATE. 5. (E) DBL. TOP PLATE OR DROP BM PER PLAN. =i v 12. PLYWOOD 12. ROOF SHEATHING AND 2 6. (N) SHEARWALL WHERE OCCURRED. In 13. (E) 2X CEILING JOIST 7. (N) FRAMING CLIP A35 PER SHEARWALL " __ 14. (E) 2X STUD WALL NAILING PER NAILING SCHDL. 3 5 SCHDL. @ 48" O.C. MAX. 4 7 4 7 6 15. (E) ROOF RAFTER PER 4 13. CONT. PLYWOOD STAMP 8. BOUNDARY NAILS. � 13 �� 9. (N) 6-16d COMMON NAILS @ EA. RAFTER AND PLAN. (ROOF SHEATHING. COND: B�� COND: D�� (N) CEILING JOIST. 14 5 �peOfE S10A14', . COND C: BOTTOM FLUSH BEAM COND D: SIDE FLUSH BEAM WLC09 RRAS01 WLC01 240190-1 RRS11 �� ?n W 6 SHEARWALL/WALL INTERSECTION 19 SHEAR TRANSFER 15 BEAM POCKET DETAIL 11 SHEAR TRANSFER 7 SHEAR TRANSFER 3 EXP.03131126 NAIL SPLICE: 5 1. 16d @ 8" O.C. (5) MIN. EA. SIDE OF sTgTFC10- OFCA��F��\� SPLICE U.N.O. & PER TABLE BELOW. 10 SEE TABLE 1 "L" MAX. 12" MIN. 12" MIN. i ' 2. 2X STUD WALL PER PLAN. 3. LOCATE STUD UNDER SPLICE OR 5 E SIGNED: 10/16/24 PROVIDE 2X BLKG. ATTACHED TO DAT 1 i g ADJACENT STUD W/ (3) 16d EA. SIDE. i i 3 4 2 4. PLATE TO STUD NAILING PER C.B.C. MIN REQUIREMENTS. w 6 5 3 ,�/° ° / SHEET DESCRIPTION 4 7 i EQ6 5. NUMBER OF NAIL SPECIFIED 1 ° ,' i BETWEEN SPLICING POINTS PER "�T �\ 4 ° / STRUCTURAL DETAILS STRAP SPLICE: ' EQ' TABLE BELOW. 1 2 3 6. SIMP. STRAP PER TABLE BELOW. - !' � 3 1. 2X ROOF RAFTER PER PLAN. -` 6 7. SIMP. STRAP ST6224. `� \` 2. 2X CEILING JOIST PER PLAN. 5 6 3. 2 x 4 BRACE @ 48" O.C., MAX. L=8'-0". 3 2 NOTES: NOTE: 1. NOTCH LOCATION. `�\ �s° 4. 2X PURLIN SAME SIZE AS RAFTER 6 - FULLY NAIL STRAP W/ 16d ONLY ONE NOTCH OR HOLE ALLOWED PER 2. SIMPSON STRAP "MSTA36" W/ (11) W/ 2-16d TO BRACE. 7 SINKER OR 10d COMMON. EA. STUD. ( EXCLUDING LET -IN BRACES). 10d COMMON EA. END (STRAP NOT 2 1 4 \` ? 5. 4-16d COMMON NAILS @ EA. RAFTER EQ. EQ. NAIL SHALL BE STAGGERED REQ'D AT SILL PLT.) 7 AND BRACE JOIST. f i �� " & AT LEAST 2 1/4APART. 3. BORED HOLE. 6. SIMPSON A34 AT EA. BRACE . . . . . . . . . . . . a e TO WD. BEAM. 2 3 . 1. BEAM OR GIRDER TRUSS BOTTOM CHORD PER PLAN. � 2 �O 2. TRIMMER STUD PER PLAN. 3. HDR. PER PLAN. 4. DBL. TOP PLATE. 5. 2X CRIPPLE STUD WHERE OCCURRED. 6. 4X MIN. BLOCKING W/ (2) A34 AT TOP & BOTTOM. 7. A34 AT EA. SIDE OF BEAM TO TOP PLATE. 8. FOR TRUSS BOTTOM CHORD CONDITION, REPLACE 2 A34 W/ SIMPSON "LGT" GIRDER TIEDOWN U N O CONDITION A B C NAIL MIN. PLATE LAP 4'- 0" MIN. 4'- 0" MIN. 6'- 0" MIN. SPLICE COMMON NAIL 1 ROW (9) - 16d 2 ROW (6) - 16d 2 ROW (9) - 16d STRAP STRAP MSTA30 ST 6224 MST48 SPLICE CAPACITY 1880# 2506# 3760# 2-2X TOP PLT. 2X OR 3X SILL PLATE. NOTCHES BORED HOLES MIN. SPACING "L" MAX. "W" MAX. 2X4 PLATE 6'-0" 3-1/2" 1-1/2" 1-1/4" 2X6 PLATE 6'-0" 5-1/2" 2" 2" 2X8 PLATE 6'-0" 5-1/2" 2" 3" 7. CEILING BEAM PER PLAN. 1. RIDGE PER PLAN. -. 8. SIMPSON APPROVED HANGER 2. 2X ROOF RAFTER PER PLAN. PER PLAN. DE#: 240190 3. ROOF SHEATHING AND NAILING PER NAILING SCHDL. 8 9 8 2 9. SIMPSON STRAP CS16 @ 32 O.C. 4. A35 @ EA. RAFTER W/ END LENGTH L=11" MIN. 5. SIMPSON STRAP LSTA30 @ 32" O.C. 10. ROOF SHEATHING AND NAILING SHEET 6. EDGE NAILING. PER NAILING SCHDL. WLC11 ( I. WLC03 WLC05 RRC05 RRCO2 SD2 GIRDER TO HEADER CONNECTION 20 TOP PLATE SPLICE TYP. 16 PLATE NOTCHING AND BORING 12 CONNECTION DETAIL 8 CONNECTION DETAIL 4 N1 CAL GREEN REQUIREMENTS Job # Sheet No.: Scale Date OWNER: SEAL: SHEET DESCRIPTION : 5/4/25 HUNG TRAN AND LISA PHAM 1602 W BROOK ST, SANTA ANA, CA 92703 714 - 260 - 2801 23148 DATE REVISIONSNO: REVISIONS 10211 MALINDA LN, GARDEN GROVE, CA 92840 TEL: 714 - 487 - 7926 APDESIGNCA@GMAIL.COM AP DESIGN CONSULTING, INC Pr o j e c t f o r : AT T A C H E D A D U 16 0 2 W B R O O K S T , U N I T 2 ( A D U ) SA N T A A N A , C A 9 2 7 0 3 12/14/2024 PLAN CHECK1. PREPARED: ANH PHAN T24.1 TITLE 24 - ADU Job # Sheet No.: Scale Date OWNER: SEAL: SHEET DESCRIPTION : 5/4/25 HUNG TRAN AND LISA PHAM 1602 W BROOK ST, SANTA ANA, CA 92703 714 - 260 - 2801 23148 DATE REVISIONSNO: REVISIONS 10211 MALINDA LN, GARDEN GROVE, CA 92840 TEL: 714 - 487 - 7926 APDESIGNCA@GMAIL.COM AP DESIGN CONSULTING, INC Pr o j e c t f o r : AT T A C H E D A D U 16 0 2 W B R O O K S T , U N I T 2 ( A D U ) SA N T A A N A , C A 9 2 7 0 3 12/14/2024 PLAN CHECK1. PREPARED: ANH PHAN Job # Sheet No.: Scale Date OWNER: SEAL: SHEET DESCRIPTION : 5/4/25 HUNG TRAN AND LISA PHAM 1602 W BROOK ST, SANTA ANA, CA 92703 714 - 260 - 2801 23148 DATE REVISIONSNO: REVISIONS 10211 MALINDA LN, GARDEN GROVE, CA 92840 TEL: 714 - 487 - 7926 APDESIGNCA@GMAIL.COM AP DESIGN CONSULTING, INC Pr o j e c t f o r : AT T A C H E D A D U 16 0 2 W B R O O K S T , U N I T 2 ( A D U ) SA N T A A N A , C A 9 2 7 0 3 12/14/2024 PLAN CHECK1. T24.2 TITLE 24 CONT. PREPARED: ANH PHAN CITY OF SANTA ANA Planning and Building Agency Geotechnical Investigation Investigation and Report for: A New Accessory Dwelling Unit (ADU) Located at: 1602 W Brook St Santa Ana CA 92703 Project No.: 24-197 May 14, 2024 Priority Engineering Group 335 E. Blueridge Ave. Orange CA 92865 949-391-8200 priori tyengineeringgroup09@gmail.com Approved FOR PERMIT ISSUANCE Master ID: Date: CITY OF SANTA ANA Planning and Building Agency INDEX INTRODUCTION.................................................................................................... SITEDESCRIPTION............................................................................................... SCOPEOF WORK................................................................................................... EXPLORATION AND FIELD INVESTIGATION PROGRAMS .............................. LABORATORY TESTING PROGRAM.................................................................... SUMMARY OF SOIL AND DESIGN PROPERTIES .............................................. Approved ":;FO� PERMIT ISSUANCE 1 masWR): ..Date2 BASIC SOIL PROPERTIES........................................................................................ 2 MAXDENSITY.......................................................................................................... 2 DIRECTSHEAR.......................................................................................................... 2 BEARINGVALUE............................................................................I..................I........ 2 SOIL PRESSURE FACTORS..................................................................................... 3 SEISMICFACTORS.................................................................................................. 3 SOLUBLESULFATE.................................................................................................. 3 EXPANSIVE SOIL...................................................................................................... 3 GROUNDWATER....................................................................................................... 4 LIQUEFACTION.......................................................................................................... 4 SHRINKAGE AND SUBSIDENCE............................................................................ 4 SETTLEMENT.............................................................................................................. 5 DRAINAGE................................................................................................................. 5 CONCRETE SLAB CONSTRUCTION...................................................................... 5 FOOTING DESIGN................................................................................................... 5 FOUNDATION........................................................................................................... 5 PAVEDAREAS.......................................................................................................... 5/6 FLOORSLABS........................................................................................................... 6 DRIVEWAYS AND PARKING AREAS..................................................................... 6 UTILITYTRENCHES................................................................................................ 6 FILL PLACEMENT & COMPACTION REQUIREMENTS ......................................... 6/7 ADDITIONAL SERVICES REQUIRED.................................................................... 7 CONCLUSION........................................................................................................... 7 INSPECTION............................................................................................................. 8 SEASONAL LIMITATIONS....................................................................................... 8 GENERAL..................................................................................................................... 8 Soil Classification Chart............................................................................ A A Laboratory Testing Procedures................................................................ B PBoring Log................................................................................................... C1/C2 P Maximum Density Curve........................................................................... D1/D2 EDirect Shear............................................................................................... E1/E2 NBearing Value............................................................................................. F D Design Maps Summary Report................................................................ G IBoring Location.......................................................................................... H XVicinity Map................................................................................................. I Lateral Earth Pressure.............................................................................. J LiquefactionMap....................................................................................... K INTRODUCTION Priority Engineering has conducted a site inspection, made a physical test of c the following report of Geotechnical Investigation for the residential property Brook St, Santa Ana CA 92703The investigation was made to provide site ev, for the foundation of the proposed new accessory dwelling unit (ADU) to be i SITE DESCRIPTION The site, Assessor Parcel 109-362-01. Latitude 33.736516 Longitude-117.8895866 CITY OF SANTA ANA Plalg6Wl rook Sintg Agency Santa Ana CA 92703 Approved FOR PERMIT ISSUANCE ,r4nd prepared 1602 W and design data ted on the site. The site is a 6098 Sq ft rectangular shaped lot. The northeast property line is 105ft long and southwest property lines are 115 ft long. The southeast property line is 53ft long and northwest property lines is 48 ft long. The existing residence is a 3 bedroom, 1.5 bathroom, 1 story, single family home on a corner lot, 1155 sq ft structure, built in 1954 with a detached garage, flat lot with perimeter block wall and concrete throughout corner lot. Surrounding houses are composed of single family, wood framed, residential structures on similar size lots. SCOPE OF WORK Our scope of work consists of field and laboratory programs to evaluate the physical and engineering properties of the onsite soils. Description of the exploration and laboratory programs are presented below. EXPLORATION AND FIELD INVESTIGATION PROGRAMS On May 1, 2024, a field exploration was performed, which consisted of 2 borings, in the approximate location of the proposed ADU. Prior to the exploration it had been raining the week before and soil was very moist, and eventually reached ground water. Hole #1 was drilled to a depth of 10 ft. Equipment used was a hand operated power auger with extensions. Moisture tests taken at 12" was 19.5%, at 24" was 41.8% and at 82" was 19.8%. Ring samples taken at 5ft and bulk sample taken at 10 ft. for laboratory testing. The soil encountered was brown silty clay. The description of the subsurface soil and the depth of boring #1 are shown in Boring Log Cl. Hole #2 was drilled to a depth of 5 ft. Equipment used was a hand operated power auger with extensions. Moisture tests taken at 12" was 24.7%, at 24" was 43.2% and at 60" was 15.1 %. Ring samples taken at 3 ft and bulk sample taken at 5 ft. for laboratory testing. The soil encountered was brown silty clay. The description of the subsurface soil and the depth of boring #2 are shown in B LABORATORY TESTING PROGRAMS Samples of the in -situ soils recovered from the borings were used for our visual material and further laboratory testing to obtain data for foundation design and recommendations. CITY OF SANTA ANA Plannin and Building Agency 1602�V Brook St anta Ana CA 92703 Approved iFYR PERMIT ISSUANCE Master ID: W fg,ation of the nrenaration The laboratory testing consisted of performing classification, strength (shear), determining in -situ dry density and moisture content; and determining the moisture -density relationship of major soils. Descriptions of test procedures are included in the Appendix of this report. The results of the testing are the basis for the conclusions and recommendations in the report. SUMMARY OF SOIL AND DESIGN PROPERTIES The following subsections and sections will present our detailed conclusions and recommendations for the development of the site. Basic Soil Properties Maximum Density The Maximum Density for the brown silty clay per (ASTM D1557) Boring #1 121.4 pcf @ 10.5% MC Boring #2 124.5 pcf @ 10.8% MC For compaction control during excavation and recompaction of the on -site soils use: Boring #1 109.6 pcf @ Optimum moisture Boring #2 112.05 pcf @ Optimum moisture Direct Shear The Shear values for the brown silty clay per (ASTM D3080) Bearing Value Peak Boring #1 330 Boring #2 190 For design purposes 1500 psf Ultimate Angle 60 27° 140 22° K Soil Pressure Factors Earth Pressure Factors � —27 Maximum Dry Density = 121.4 Active Earth Pressure CITY OF SANTA ANA PlanningandBuilding Agency 1602 W Brook St Santa Ana CA 92703 Approved FOR PERMIT ISSUANCE Master ID: Date: y= 109.26 pcf Ka= 0.3755248059 Pa= 41.0298402926 Passive Earth Pressure Kp= 2.6629399287 Pp= 290.9528166097 At Rest Kat= 0.5460095003 Pat-- 59.6569980027 Seismic Factors Ss 1.297 SMi null Fa 1.2 PGA 0.551 S, 0.463 SDs 1.037 Fv null FPGA 1.2 Sms 1.556 SDI null PGA M 0.661 A full list of Seismic factors is in the Attachment `G' Soluble Sulfates The results of the limited in-house laboratory tests indicate that the on -site soils tested contain a water-soluble sulfate content of .16 by weight. Based on Table 19.3.1.1 of ACI 318-14, the Exposure Class S 1 is appropriate for onsite soils. Water cement ratio (0.50) shall be adjusted to produce a low slump (<3inches>) mix. Concrete specifications may be changed by the Structural Engineer. Type V cement is not required but is recommended for use. Strength should be 4000 psi. Expansive Soil The soil found on this site consists of silty clay. The soil found on the site is expansive. A modified test in the laboratory and the condition of the concrete paving and foundations on site show low signs of expansive reaction in the soil. Expansion Index: 42 Low 3 Cirminrlwater Groundwater was encountered within the borings. Groundwater is not expected to within the site. Liquefaction CITY OF SANTA ANA Planning and Building Agency 1602 W Brook St ants Ana CA 92703 Approved FOR PERMIT ISSUANCE Date: red Potential consequences of liquefaction or secondary liquefaction included hazards generally consist of differential settlement (vertical deformations), lateral move ment/lateraI spreading (horizontal deformations), oscillation, and reduction in foundation soil -bearing capacity (bearing failure). A sloping condition or drainage or stream channel does not exist at the site, therefore, lateral movement/lateral spreading, oscillation, etc, due to potential liquefaction are not anticipated to be credible hazards for the proposed new structure. Differential settlement due to liquefaction (and reduction in foundation soil -bearing capacity) is roughly estimated to be about'/o inch (for a horizontal distance of 40 feet). This is only a rough estimate. To reduce the potential adverse effects to the new structure due to potential liquefaction induced differential settlement and/or reduction in foundation soil -bearing capacity, a strengthened foundation system with thicker and stronger reinforcement slabs and deeper and wider and stronger reinforcement footings as compared to a regular foundation system for a residential structure as recommended in this report should be used for the new structure. During our research, and in conversations with other Engineers and Contractors, it was discovered many of the new residences in the area have been designed and constructed with regular, shallow footings with slabs on grade, not with strengthened foundation supports. Our belief is if the area would be liquefied due to a very strong earthquake, the potential for damage to the proposed new structure which will be structurally designed in accordance with new building codes, if any, would be much less severe than the existing on -site structure and existing homes in the vicinity. These homes were built and designed structurally based on old building codes. It should be noted that in accordance with SP117A, a detailed site -specific liquefaction study is not required since the proposed new structure is less than three stories and less than four units. Shrinkage and Subsidence Based on the in -place densities of the natural soil and assuming an average fill density of 92 percent relative compaction, calculations indicate that there will be a 5 percent decrease in volume between the cut and fill operations. In addition, it is estimated that there will be 0.15 of a foot of subsidence due to reworking the surface soils. 2 CITY OF SANTA ANA Pl1ry�iy9gW B Vng Agency bbUU IItSrookk t mta Ana CA 92703 Approved FOR PERMIT ISSUANCE Master ID: Date: Settlement When constructed in accordance with the specifications in this report, total settlement is estimated to be 0.25 inch and differential settlement over a 20 foot span less than 0.25 inch. Drainaize According to CBC 2022, Chapter 18, 1804.4, Site Grading, the ground immediately adjacent to the foundation shall be sloped away from the building at a slope of not less than one unit vertical in 20 units horizontal (5 percent slope) for a minimum distance of 10 feet measured perpendicular to the face of the wall. If physical obstructions of lot lines prohibit 10 ft of horizontal distance, a 5 percent slope shall be provided at an approved alternative method of diverting water away from the foundation. Swales used for this purpose shall be sloped a minimum of 2 percent within 10 feet of the building foundation. Impervious surfaces within 10 feet of the building foundation shall be sloped a minimum of 2 percent away from the building. Concrete Slab Construction Footing Design Exterior and interior footings for a single story structure should be founded 16 inches below the lowest adjacent grade with a minimum width of 12 inches. Two story structures shall have footings 24 inches below the lowest adjacent grade with a minimum width of 12 inches. Reinforcement should consist of four #4 reinforcing bars placed two at the top and two at the bottom of the footing. These reinforcing bars shall be positioned with minimum cover of 2 inches at the center of all continuous footings, properly lapped and tied. Foundation Over excavate all building areas three feet and three feet beyond foundation dimension, or to competent insitu soils as determined by field test during excavation, whichever is deeper. Scarify exposed subgrade 8 inches and moisturize to optimum moisture content. Compact to minimum 90% density and replace soil in 8 inch lifts, moisturize and compact to minimum 90% of maximum density. Paved Areas- General Paved areas consist of concrete patios, sidewalks and driveways. There are different requirements for the preparation of each of these areas. 5 Concrete patios are generally adjacent to the building itself. Proper preparation o concrete patios is extremely important. Improper compaction or preparation will settlement of the paving that are not acceptable. It is required that all areas for coi excavated 12 inches and recompacted to the proper density as described above. CITY OF SANTA ANA Plannin and Building Agency 1602 �V Brook St Santa Ana CA 92703 Approved FORD �RMIT ISSUANCE the are;rmit cracks and ;Mgg#*s be Date: Floor Slabs The concrete slab design shall be in accordance with the provisions of Cal Green 2022. It is recommended that concrete floor slabs in areas to be covered with moisture sensitive coverings, be constructed over a 10 mil plastic membrane. The plastic membrane should be properly lapped, sealed, and protected with 2 inches of sand. At a minimum, the floor slab shall be reinforced with # 4 reinforcing bars placed 18 inches on center throughout the entire slab and shall be placed in the center of a 5 inch slab. The subgrade soils tend to dry out prior to placing the floor slab, therefore, prior to placing concrete, the sub -grade soils shall be remoisturized to 90 % of optimum moisture to a depth of 12 inches. Driveways and Parking Areas Asphalt paving shall be a minimum of 2 inches of/z inch maximum aggregate asphalt over 4 inches of 3/4 inch crushed rock, gravel or miscellaneous base. The sub grade shall be compacted to 95% minimum and the aggregate base shall be compacted to 90% of maximum density minimum. Concrete driveways and parking areas shall be constructed a minimum of 4 inches thick with construction joints at a maximum of 10 feet. Minimum reinforcement shall consist of #3 reinforcing bars crossing at 24 inches on center and placed in the center of the slab. The driveway shall be constructed over a minimum of 3 inches of crushed rock, gravel or miscellaneous base. Prior to placing concrete, the driveway sub -grade shall be saturated to 100% of optimum moisture to a depth of 12 inches. Utility Trenches The development of the site will obviously require utility trenches. Although these trenches are limited in scope, they present significant problems when they are not properly dug and properly backfilled. On site material may be used for utility line backfill. The backfill shall be compacted to 90% of max density. Fill placement and compaction requirements Material for engineered fill should be select free of organic material, debris, ad other deleterious substances, and should not contain fragments greater than 3 inches in maximum dimension. On -site excavated soils that meet these requirements may be used to backfill the excavated Residential Building area. All fill should be placed in 6 inch thick maximum lifts, watered or air dried as necessary to achieve near optimum moisture conditions, and then compacted in place to a maximum relative compaction of 90%. The laboratory maximum dry density and optimum moisture 2 content for each change in soil type should be determined in accordance ASTM D 1557. A representative of the project consultant should be preset grading operations to verify proper placement and compaction of all fill, as compliance with the other geotechnical recommendations presented herei Additional Services Required Priority Engineering Group shall be called to provide the following services. CITY OF SANTA ANA Plannin and Building Agency 1602 �V Brook St anta Ana CA 92703 Fp PAFpRproved :li Test Ivlet�iodISSUANCE t on -site during tokt-*$ Itp`. verify Date: All earthwork to be performed under the observation and testing of the Geotechnical Engineer or Engineering personnel reporting to the Geotechnical Engineer. All earthworks, including excavation, backfill and preparation of subgrade, should be performed in accordance with the geotechnical recommendations presented in this report. All import fill material to be approved by Geotechnical Engineer prior to importing to the site for use as compacted fill. Conclusion Development of the site, as proposed, is considered feasible from a Geotechnical Engineering perspective, assuming the recommendations in this report are incorporated in the design and implemented in the field. When constructed in accordance with the specifications in this report the site will be safe and adequate for the intended use. 7 CITY OF SANTA ANA Plannin and Building Agency 1602�V Brook St Santa Ana CA 92703 Approved FOR PERMIT ISSUANCE Master ID: Date: Inspection The Soils Engineer shall provide inspection for the site clearing and grading in order to certify that the grading was done in accordance with the approved plans and grading specifications. Seasonal Limitations No fill shall be placed, spread, or rolled during unfavorable weather conditions. When work is interrupted by heavy rains, fill operations shall not resume until the field tests by the Soils Engineer indicate the moisture content and density of the fill are as previously specified. General The recommendations contained in this report are based on the results of field investigation and laboratory testing and represent our best engineering judgment. When prepared in accordance with the recommendations, the site will be suitable and acceptable and safe and adequate for the proposed construction. It should be understood that subsurface conditions can and will vary throughout the site. Before providing bids, contractors shall make thorough explorations and findings. If soil conditions encountered during grading differ substantially from those described in this report, this office should be notified immediately so that appropriate recommendations can be made. This consultant is not responsible for any financial gains or losses accrued by persons/firms or any third party in this report. This report is issued with the understanding that it is the responsibility of the owner, or his/her representative, to ensure that the information and recommendations contained herein are called to the attention of the Project Architect and Engineer and are incorporated into the plans and specifications and that the necessary steps are taken to see that the Contractors and Subcontractors carry out such recommendations. Respectfully submitted, Priority Engineering Group George Bach RCE 11092 / GE 107 CITY OF SANTA ANA Planning and Building Agency Approved FOR PERMIT ISSUANCE Master ID: LF NID I X APPE -F Planning and Building n UNIFIED SOIL. CLASSIFICATION UNIFIED SOIL CLASSIFICATION AND SYMBOL CHART CORPSE -GRAINED 'l c (more than 50% of material is ,anger than. Na 2Y, sieve s:zrz Clear, Gravels (Less than 5% fines; �,! t Well -graded gravels gravel -sand �.•� GW a4 mixtures. little ar no fines GRAVELS More than 50% "� GP Poorly -graded gravels gravel -sand of coarse mixtures., : litta le no fines fraction larger Gravels with fines (Mom Mori 12% *m) than No. 4 QGM sieve size Silty gravels gravei-sandit -smixtures GC Clayeygrave±s gram -sand -day s� mixtiffes Clean Sands (Less than 5`JE fines i SW Weil -graded sanck gravely sands. Me or no fines SANDS �. --- 50°% or more Sp POony gradeo sans 3ravetty sands. Of coarse little or no fines fraction smaller cis wiith firms tart 12% fines than No 4 sieve size ? SM Sky sands. sand�t miatharss — —� SC Clayey sands sand uay mixtures --� FINE-GRAINED Srft> (50% or more of material is smaller iftars No 2j(,, sieve size inorganic sots and v*-e (trio sanos.. rock MIL flour, silty of clayey fine sands or clayey SILTS silts with slit plasticity i AND kxx&»c days of to* t�,; -nediur. CLAYS Liquid limit CL plasticity, gravelly days. sandy days, less than i silty days, lean days 50% -_ Organic silts and organic silty days of CIL low plastidu" Inorganic silts rnicaceous or MH diatomaceous fine sandy or silty soils, SILTS elastic sifts AND CLAYS hanic drays of high Oadolty. tat CH Liquid limit daorgs � 50% - or greater ,� OH Oryardc days of medium to high '_ plastldty, organic silts IGHLY[:H RGANIC j. PT Post and other highly organic soils SOILS Ysived l FOR PERMIT ISSUAN LABORATORY CLASSIAWWWCRITERIA Date: r Cu J60 greater than 4; CC = D 30 between 1 and 3 GW D , *, Dt 0 x Dr.0 GP Not ;Yt",b ng all gradation; requirements for GW GM Atterberg limits below "A' Erne or Ri. less than 4 1 Above "A" line with P.I. between i 4 and 7 are brrdedine cases GC Afterberg (unfits above "A" I requiring use of dual symbols fine with P.i greater than 7a D60 D30 C ;,neater than 4. C = between 1 and 3 C. - C SW D!0 D10 "D60 Sp Net ir.ee+.ing xV gradation requirements for GW SM Atiertterg iirrsn s below "A" Limits plotting m shaded zone line or P.'. less than 4 1 with P.I between 4 and 7 are Atterberg limits above "A" borderline cases requiring use SC Ina with P.1. greater than 7 of dual symbols Cetermins perc;QriWea o` sand and gravel from grain -size Gurve Depending on percentage or fines (fraction smaller than No. 200 sieve size), ri�arse g�ar3:sd soli.- are deswfled as follows: 4 Less than � Coen± ... ................ . .......... . ... GW, GP, SW, SP II More ton 12 percer:c .................................. GM, GC, SM. SC 5 to 12 peroent ...... . . ..... . ..... Borderline rases requiring dual symbols PLASTICITY CHART 60 n 50 i CH tx 40 A LINE: GZ 30 PI = 0.73(LL-24) r tom. MH&OH 20 i= d 10 MLbOL 0 10 20 30 40 50 60 70 80 90 100 LIQUID LIMIT (LL) (%) 1602 W Brook St Unit 2 Santa Ana Ca 92703 Soil Classification A en Moisture/Density <ASTM D2216> The filed dwsW of an soft was determined by split barrel sampling. Equipped v fth 2 W brass rings And was driven manually. Approved PLOPW ISSUANC Settlement <ASTM DE3000> ' aster ID: The settlement cai sc lerislics of the in -situ soil are determined by SINU n Consolidation tests on u rbed specimens. The are tested . .origkwl Sampler liner ring and the increment loads for consolidation are applied Of 24 hrs by means of a single counterbalance lever system. The pressure settlement Curves are shown on tke attached plates. Shear Strength <ASTM The shear strength of the soil is determined by performing direct shear tests and Unconfined compression tests. The direct shear tests are performed on both undisturbed specimens and on samples Remolded to 90% of ASTM: D-1567-(Current Version) Method A. The samples are either Tested at in -situ moisture or are saturated to simulate the worst field condition and Sheared at a constant rate of 0.1 inches per minute. The relationship between normal Stress is shown on the attached Direct Shear Summary. The unconfined shear strength of selected undisturbed specimens and is determined in accordance with ASTM: DE-21W. These tests are perfonied at the existing moisture Content. The results of the tests are stun on the Boring Logs. Maximum DWwutyK)ptimum Mo9sftK6<ASTM DIM), The ma)dmum density relationship to optimum moisture was determined in accordance With AS'TWDt557-(Cunent Version) Method A(5 layer method). ExWW" Index cASTM D4829> The expainsive potential was determined- in accordance with the "Expansion index Test. Samples pre remolded at 49% to 51% saBxition using a specific gravity of 2.7. A total load of 12.63 )bs-is applied to the sample and allowed to consolidate for 10 mins. The sample its then saturated with distilled water and allowed to swell for a minimum of 24hrs. Soluble SWfate Content <ACI 312> cASTUC 1.590:1- The concerttrOW of soluble su#[ates in the soils is determined by measuring the optical density of a barium sulfate precipitate. The precipitate rewft from a reaction of Barium chloride with water extractions from the soil sampim The measured optical density is -corm with a cailbrefon curve obtained from readings on precipitates of known suttate concentrations.. Particle Size Analysis of Soils <ASTM D 42;> The method covers the quwAfta&& determination of the distribution of particle sizes in soils. The distribution of particle sites retained on the No. 200 sieve -is determined by sieving while the distribution by a sedimentation pros, using a hydrometer io secure the necessary data. 1602 W Brook St Unit 2 Santa Ana Ca 92703 _ . )ratory Testing Procedures 8 Surface Elevation Comments Planning and Building Agen 14.7 Approved FOR PERMIT ISSUANC Moisture @ 12" - 24.70/6 ,✓iaster ID: Date: 0-24" Greyish brown clayey silt slight plastic, slight sticky, many tiny roots Moisture @ 24" - 43.2% Ring sample @ 36" 28-60" Brown silty clay, moist sticky, some plastic Moisture @ 60" - 15.1% bulk sample @ 60" end of boring 60" 3 Drilled by: Ariel Logged by: Richard o Uu z Date Drilled 5/1/2024 Boring Diameter 6" ° `-� o Date Backfilled 5/1/2024 Drill Type as au f N U .2 _ > `° 0 v `f° ° o 0 a o N y n Groundwater none Max. Depth 5' E �U o a a;E ru �- °' a)> 2 J. set Boring# 2 1602 W Brook St Unit 2 Santa Ana Ca 92703 Boring Log C1 ri Surface Elevation 19, Comments Planning and Building Agen Approved Moisture @ 12" - 19.5% FOR PERMIT ISSUANC 41 ..s; Moisture @ 24" - 41.8% 0-30" Greyish brown silty clay slightly sticky, slightly plastic many tiny roots Rinq sample @ 60" 30"-81" Brown silty clay, moist, sticky, plastic I I I Moisture @ 82" - 19.8% 81"-120" Brown silty clay, moist, sticky, plastic firm bulk sample @ 120" end of boring 120" iMaster ID: Date: Drilled by: Ariel Logged by: Richard Date Drilled 5/1/2024 Borinq Diameter 6" o a z ° o Date Backfilled 5/1/2024 Drill Type as au e ti u o v L o 7° Groundwater none Max. Depth 10, - a X a �. Ln 1 set jjBorinqz` 1 1602 W Brook St Unit 2 Santa Ana Ca 92703 Boring Log �2 nning-and Building Age PROJECT: Priority Enginnering_y, SAMPLE ID: PROJECT NO.: AL2022 _ DATE: TESTED BY: Eric Y. CHECKFr SY. SAMPLE DESCRIPTION: Brown Silty Clay LOCATION: 1602 W BrooK St Santa Ana CA 92703_ Method: Mechanical ManualO A) WATER ADDED B) MOLD TARE WEIGHT C) WEIGHT OF WET SOIL AND MOLD D) WET SOIL WEIGHT (C - B) E) WET DENSITY (D I V) F) DRY DENSITY (E / [(L/100) + 1]) G) TARE WEIGHT H) WEIGHT OF WET SOIL AND TARE 1) WEIGHT OF DRY SOIL AND TARE J) WEIGHT OF WATER (H -1) K) DRY WEIGHT OF SOIL (I - G) L) MOISTURE CONTENT (J / K )' 100) IM 130 125 U CL y- 120 Z W 115 a Cl 110 105 0 2 4 6 1937.2 1937.2 1937.2 1937.2 3825.E 3937.7 3955.E 3920.5 1888.4 2000.5 2018.4 1983.3 124.7 132.1 133.3 131.0 113.E 118.2 116.3 115.2 EJwa d T. Approved FOR PERMIT ISSUANC Hammer: 101bM 5.51b.0 Master ID: 229.9 235.9 227.0 227.4 grams 1234.0 1402.9 1290.4 1224.2 1 grams 1144.1 1280.1 1160.7 1087.2 grams 89.9 122.8 129.7 137.0 grams 914.2 1044.2 1 933.7 . 859.8 1 1 grams 9.8 11.8 15.9 16.4 ercent I Gs=2.6 i Gs=2.7 GS=2.8 - Poly. Senesl ) I ZERO Al VOIDS i•--1 ti ' ! I I I 100 T 5 10 15 20 25 30 WATER CONTENT (%) 4 inch: V= 15.14 pcf/gm 6 inch: V= 33.98 pcf/gm B METHOD USED (A,B or C MOLD 4 inch USED MOLD VOLUME 15.14 CORRECTION SIEVE 3/8" NUMBER PERCENT RETAINED WITH ROCK CORRECTION M U DENSITY [PC OPTIMUM MOISTURE [%j WITHOUT ROCK CORRECTION MAXI MUM 121.4 DENSITY (PCF] to OPTIMUM MOISTURE [%] 1602 W Brook St Unit 2 Santa Ana Ca 92703 Maximum Density D1 Planning and Building Age PROJECT: _ Priority Engineering SAMPLE ID: PROJECT NO.: _ _ AL2022 DATE: TESTED BY: Eric Y. CHECKED BY: SAMPLE DESCRIPTION: Brown Silty Clay LOCATION: 1602 W Brook St Santa Ana CA 92703 Method: Mechanical Manual0 A) WATER ADDED B) MOLD TARE WEIGHT C) WEIGHT OF WET SOIL AND MOLD D) WET SOIL WEIGHT (C - B) E) WET DENSITY (D / V) F) DRY DENSITY (E / [(LI100) + 1]) 0 2 4 6 1928.2 1927.3 1924.8 1924.5 3792.1 3938.2 3970A 3932.2 1862.6 2008.2 2048.2 2010.7 ! 125.4 130.3 1 135.1 130.2 116.4 124.4 119.6 '115.3 G) TARE WEIGHT H) WEIGHT OF WET SOIL AND TARE 1) WEIGHT OF DRY SOIL AND TARE J) WEIGHT OF WATER (H - 1) K) DRY WEIGHT OF SOIL (I - G) L) MOISTURE CONTENT (J / K )- 100) 135 130 u n. >.- 125 H U) Z uU 120 0 tY 115 110 105 0 $-Approved R-PERMIT ISSUANC Hamm�WMIHp5.5 ib`, grams rams _grams A 235.7 222.8 220.4 1 230.4 1 grams 1111.3 1356.9 1339.7 1316.1 grams 1050.3 1252.7 1236.2 1184.8 grams 58.0 93.4 110.5 121.8 grams 811.6 1029.7 1002.7 947.2 1 1 grams 6.8 8.7 10.4 13.4 percent T-- - -----• Gs=2.6 - - - - Gs=2.7 VOIDS Gs=2.8 ZERO AIR Poly. Seriesl i 4 inch: V= 15.14 pcflgm 6 inch: V= 33.98 pcf/gm I _ METHOD USED l (A,B or C) J MOLD 4 inch USED MOLD VOLUME 15.14 CORRECTION (V) -318" SIEVE NUMBER 0.02% PERCENT RETAINED WITH ROCK CORRECTION MAXIMUM DENSITY [PCF] OPTIMUM MOISTURE [%] WITHOUT ROCK CORRECTION MAXIMUM 124.5 DENSITY [PCF] 5 10 15 20 25 30 OPTIMUM WATER CONTENT (%) 1 10.8 MOISTURE Page of 1602 W Brook St Unit 2 Santa Ana Ca 92703 Maximum Density �Z _ - -- - - - WaRRaRg 44 ing Agen 4.0 o App Boring No. � U.33 (ka� 0.06 (t<efl Strength Intercept (C) : 15.80 (kPa) Peak 2.87 (kPa) Ultimate Sample No. Depth (tI/m) Friction Angle 25.52 Degree 27.45 Degree Description : grown Silty Clay Shear Rate (inch/minute) : ��%�> MOISTURE DRY DENSITY VOID NORMAL STRESS PEAR STRESS ULTIMATE STRESS SYMBOL CONTENT (%) (Pcf) (kN/m8) RATIO (ksf) (kPa) (ksf) (kPa) (ksf) (kPa) � 24.2' 708.15 1'.02 1.UL 47.afi 9.32 3907 J.56 23.88 ?09.15 17.18 ?..5.: 2.00 95.76 1.27 60.90 1.10 i2H� A 22.50 110.61 17.41 'J.5% 4A0 191.52 2.24 107.d4 2.14 Planning and Building Agen 4.0 Appr FOR Maste PERMI ID: Date: -- - --- -- --- --- --- --- 1.0 2.0 Ultimate: 4.0 . 3.0 0.0 11-- 0.00 wed IS UANC I 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 Normal Stress (ksf) Shear Type : Saturated Partially disturbed I Peak: 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 Horizontal Deformation (inch) Boring No. 2 Strength Intercept (C) • t 4 �8fl Peak (w) Ultimate Sample No. a `Y (kPa) 6.6^ (kPa) Depth (tom) Friction Angle 3 " Degree 1 ; .1 F Degree Description 3rnwn Si'ty Clay Shear Rate (inch/minute) : 0.0003 SYMBOL MOISTURE CONTENT (%) DRY DENSITY VOID RATIO NORMAL STRESS PEAK STRESS ULTIMATE STRESS (pcf) (kNlma) (ksf) (kPa) (ksf) (kPa) (ksf) (kPa) J.Z 86.0' 13.55 yE Ou a .66 259 25.7 :; ;i< 25.86 27.26 91.59 14.42 0.84 2.00 95.76 0P 52.28 1.00. 47.69 21.12 98.25 15.46 106 191.52 dti 90.21 1.80 86.18 1602 W Brook St Unit 2 Santa Ana Ca 92703 Direct Shear E2 SEd RIMS VALUE Was. mommmmmallml NOW mmmmm ommmommmmmmmi Aim-_ Nq= Planning and Building Agen Approved FOR PERMIT ISSUANC Master ID: 20 40 60 80 100 120 Values of N.Y Ny = ao _ �Ny + cN. + yDNq width + cohesion + surcharge B = 1 D = 1 C = 60 0= 27 'Y = 109.26 1- .S. = 3 Nq= 17 Ny= 17 Nc= 28 109.26 X 17 ) + ( 60 X 28 ) + (109.26 X 17 = 4,466.13 2 ,3 = 1,488.71 Test Pit results Use: 1500 1b/f t2 DEPTH: io' SOIL TYPE: Silty Clay 1602 W Brook St Unit 2 Santa Ana Ca 92703 Bearing value F Planning and Building Agen 1602 W Brook St, Santa Ana, CA 92703, USA Latitude, Longitude: 33.736516,-117.8895866 W Morita Vista Ave cn v W Wisteria PI W Brook St Approved FOR PERMIT ISSYANC cn Master ID: m 1 Date: cn Itcn Potzolcano 19 W Cubbon St W Cubbon St Coo gl e Date 4130/2024, 10:02:47 AM Design Code Reference Document ASCE7-16 Risk Category II Site Class D - Default (See Section 11.4.3) Type Value Description SS 1.297 MCER ground motion. (for 0.2 second period) S1 0.463 MCER ground motion. (for 1.0s period) SMS 1.556 Site -modified spectral acceleration value SM1 null -See Section 11.4.8 Site -modified spectral acceleration value SDS 1.037 Numeric seismic design value at 0.2 second SA SD1 null -See Section 11.4.8 Numeric seismic design value at 1.0 second SA Type Value Description SDC null -See Section 11.4.8 Seismic design category Fa 1.2 Site amplification factor at 0.2 second F, null -See Section 11.4.8 Site amplification factor at 1.0 second PGA 0.551 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGA, 0.661 Site modified peak ground acceleration T, 8 Long -period transition period in seconds SsRT 1.297 Probabilistic risk -targeted ground motion. (0.2 second) SsUH 1.399 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 1.561 Factored deterministic acceleration value. (0.2 second) S1 RT 0.463 Probabilistic risk -targeted ground motion. (1.0 second) S1 UH 0.501 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. S1 D 0.6 Factored deterministic acceleration value. (1.0 second) PGAd 0.644 Factored deterministic acceleration value. (Peak Ground Acceleration) PGAUH 0.551 Uniform -hazard (2% probability of exceedance in 50 years) Peak Ground Acceleration CRS 0.927 Mapped value of the risk coefficient at short periods CR1 0.924 Mapped value of the risk coefficient at a period of 1 s C, 1.359 Vertical coefficient 1602 W Brook St Unit 2 Santa Ana Ca 92703 Design Maps Report G lNi ". Map dat Z 5 a w f- 0 w 0 0 a 0 a Z 3 a W Z U3 Planning and BuildinV Agen Approved FOR PERMIT ISSUANC a I I Id VRd31SIM M —� — .. ........... I I b� — 1602 W Brook St Unit 2 Santa Ana Ca 92703 Boring Location(s) H r Planning and Building Agen Soil Pressure Factors 0.5460095003 Approved FOR PERMIT ISSUANC Earth Pressure Calculations Master ID: 272 Date: Maximum Dry Density = 121.4 y = 109.26 pcf Active Earth Pressure Ka= 0.3755248059 Pa= 41.0298402926 Passive Earth Pressure At Rest Pat= 59.6569980027 Kp= 2.6629399287 Pp= 290.9528166097 Kat= 1602 W Brook St Unit 2 Santa Ana Ca 92703 lateral Earth Pressure i Planning and Building Agen 1-althquake Zones of Required Investigation Idin FOR PERMIT ISSUANC Show search results for 1602 w brook... 11314 /`..- 1610 / `&04 If 1617 1510 �*ooxvamoomsr ' Address: / + ' > � APN 109'362'01 ' city 8ANTAANA � ^�n Address 16O2VVBROOK ST 1513 ' { ' Fault Zone This parcel i,NOT WITHIN av Earthquake Fault Zone. Liquefaction All o,aportion ofthis parcel ' Zone UESVV�H|NaUquo��ion Zone. Landslide This parcelisNOTVVITH|Na Zone Landslide Zone. Zoom to ^ � ! ! | / ' | ! c | —_' '—_ | | | | 1602 W Brook St Unit 2 Santa Ana Ca 92703 Liquefaction Map K. Dong Engineering, Inc. 7661 GARDEN GROVE BLVD. , GARDEN GROVE, CA 92841 Office: (714) 617-5979 Email: info@dongengineering.com DATE:5/14/2024 CLIENT: JOB NO.:240190 Project: ADU STRUCTURAL CALCULATIONS FOR THE BUILDING AT: 1602 W BROOK ST UNIT 2, SANTA ANA, CA 92703 1 of 26 Dong Engineering Inc. ADU Job#: 240190 1602 W BROOK ST UNIT 2, SANTA ANA, CA 92703 Date: ROOF:SHINGLE Slope 4:12 Live Load 20 psf Roof'g Material 3.0 psf Sheathing 2.0 psf Trusses / Rafters 2.0 psf Ceiling Joists 2.0 psf Drywall 2.0 psf Sprinkler 0.5 psf Solar 3.0 psf Miscellaneous 0.5 psf Total D.L.15 psf Total Load 35 psf EXTERIOR WALL:INTERIOR WALL: EXTERIOR:9 DRYWALL:3 DRYWALL:3.0 DRYWALL:3.0 STUDS:2.0 STUDS:2.0 MISC.:1.0 MISC.:2.0 DL=15.0 PSF DL=10.0 PSF REVISIONS: 1 Sheets: Date: Init: Remark: 2 Sheets: Date: Init: Remark: 3 Sheets: Date: Init: Remark: 4 Sheets: Date: Init: Remark: 5 Sheets: Date: Init: Remark: 6 Sheets: Date: Init: Remark: LOADING CONDITIONS 5/14/2024 2 of 26 USGS web services were down for some period of time and as a result this tool wasn't operational, resulting in timeout error. USGS web services are now operational so this tool should work as expected. 1602 W Brook St #2, Santa Ana, CA 92703, USA Latitude, Longitude: 33.736516, -117.8895866 Date 5/14/2024, 2:12:22 AM Design Code Reference Document ASCE7-16 Risk Category II Site Class D - Default (See Section 11.4.3) Type Value Description SS 1.297 MCER ground motion. (for 0.2 second period) S1 0.463 MCER ground motion. (for 1.0s period) SMS 1.556 Site-modified spectral acceleration value SM1 null -See Section 11.4.8 Site-modified spectral acceleration value SDS 1.037 Numeric seismic design value at 0.2 second SA SD1 null -See Section 11.4.8 Numeric seismic design value at 1.0 second SA Type Value Description SDC null -See Section 11.4.8 Seismic design category Fa 1.2 Site amplification factor at 0.2 second Fv null -See Section 11.4.8 Site amplification factor at 1.0 second PGA 0.551 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.661 Site modified peak ground acceleration TL 8 Long-period transition period in seconds SsRT 1.297 Probabilistic risk-targeted ground motion. (0.2 second) SsUH 1.399 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 1.561 Factored deterministic acceleration value. (0.2 second) S1RT 0.463 Probabilistic risk-targeted ground motion. (1.0 second) S1UH 0.501 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration. S1D 0.6 Factored deterministic acceleration value. (1.0 second) PGAd 0.644 Factored deterministic acceleration value. (Peak Ground Acceleration) PGAUH 0.551 Uniform-hazard (2% probability of exceedance in 50 years) Peak Ground Acceleration CRS 0.927 Mapped value of the risk coefficient at short periods CR1 0.924 Mapped value of the risk coefficient at a period of 1 s CV 1.359 Vertical coefficient 5/14/24, 2:12 AM U.S. Seismic Design Maps https://www.seismicmaps.org 1/2 3 of 26 DISCLAIMER While the information presented on this website is believed to be correct, SEAOC /OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. SEAOC / OSHPD do not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this website. 5/14/24, 2:12 AM U.S. Seismic Design Maps https://www.seismicmaps.org 2/2 4 of 26 STACK W/D CL O S E T CLOSET (N) LIVING 10'-0" CLG (N) KITCHEN 10'-0" CLG (N) PORCH 44 S.F. CAST IRONSINKSBROOKFIELDK-5942-5 CLOSET CAST IRONSINKSBROOKFIELDK-5942-5 CAST IRONSINKSBROOKFIELDK-5942-5 (N) BED #2 10'-0" CLG(N) BED #1 10'-0" CLG (N) BA #1 10'-0" CLG (N) BA #2 10'-0" CLG (N) BED #3 9'-0" CLG TANKLESS WATER HEATER (N) MINI SPLIT CONDENSER - ADU (E) 2 CAR GARAGE 2X 2Y1Y 1X 3Y 3X 2 3 2 B C A DD 1 ROOF SHEARWALL LAYOUT 5 of 26 Dong Engineering Inc. ADU 1602 W BROOK ST UNIT 2, SANTA ANA, CA 92703 Job#: 240190 Date: 5/14/2024 PLAN: 1 CODE: CBC 2022 SECTION: 1X Number of Story: 1 Section width: 18(ft)Section length: 20(ft) Base height: 0.5(ft)Slope roof height: 12(ft)Gable mean roof height: 10(ft) WIND PARAMETERS PER ASCE7-16, CHAPTER 27, MWFRS BUILDINGS OF ALL HEIGHTS: Wind speed = 110, Wind exposure = C, Wind importance factor Iw = 1 Coefficients: Kd = 0.85, Kzt = 1, G = 0.85, Gcpi = +/-0.18, omega = 1 B = 38.5(ft), L = 39(ft), H = 13(ft)-->L/B = 1.01, H/L = 0.33 Wall coefficient: Cpw = 0.8, Cpl = -0.5 Wind exposure = C-->anpha = 9.5, zg = 900 Kz = 2,01*(15/zg)^(2/anpha)qz = 0,00256*Kz*Kzt*Kd*V^2*Iw P = G(Cpw*qz+Cpl*qh) WIND LOAD: SEISMIC PARAMETERS PER ASCE7-16, CHAPTER 12.8, ELF PROCEDURE: Light frame wood-->Rx = 6.5, Site class :D, SDS = 2FaSs/3 =1.037, SD1 = 2FvS1/3 =0, Seismic design category: D, I = 1, 0.7*V = 0.7*SDS*I*W/Rx = 0.7*1.037*1*W/6.5 = 0.1117*W Total Seismic Load = 44.67 = 44.67 PLF Redistrib: 400*8 = 3200 PLFxFT DIAPHRAGM & CHORD FORCE PER ASCE07-16 SECTION 12.10 ROOF DIAPHRAGM Max shear = 63.81 x 18 / (2 x 20) = 28.71 PLF Use: 15/32" apa rated unblock 32/16 w/8d common nails at 6", 6", 12" o.c. Chord force = 63.81 x 18^2 / (8 x 20) = 129.22 LBS Splice w/ min. (1) 16d sinker nails each side of splice at 8" o.c. (standard construction) (z, Kz, qz, P): (15, 0.85, 22.35, 24.65); (15, 0.85, 22.35, 15.2) ROOF Roof = 15*20 = 300 PLF Wall = 15*1*4 + 10*1*4 = 100 PLF Shear = 0.1117(300+100) = 0.1117*400 = 44.68 PLF Plate height: ROOF = 8(ft) SHEAR ROOF = 44.67*400*8/3200 = 44.67 PLF SHEAR ROOF = 0.6*W = 66.05(plf) ROOF 66.05 PLF WIND GOVERN 6 of 26 Dong Engineering Inc. ADU 1602 W BROOK ST UNIT 2, SANTA ANA, CA 92703 Job#: 240190 Date: 5/14/2024 PLAN: 1 CODE: CBC 2022 SECTION: 1Y Number of Story: 1 Section width: 20(ft)Section length: 18(ft) Base height: 0.5(ft)Slope roof height: 12(ft)Gable mean roof height: 10(ft) WIND PARAMETERS PER ASCE7-16, CHAPTER 27, MWFRS BUILDINGS OF ALL HEIGHTS: Wind speed = 110, Wind exposure = C, Wind importance factor Iw = 1 Coefficients: Kd = 0.85, Kzt = 1, G = 0.85, Gcpi = +/-0.18, omega = 1 B = 39(ft), L = 38.5(ft), H = 13(ft)-->L/B = 0.99, H/L = 0.34 Wall coefficient: Cpw = 0.8, Cpl = -0.5, Roof coefficient: Cpw = (0.06;-0.42), Cpl = -0.57 Wind exposure = C-->anpha = 9.5, zg = 900 Kz = 2,01*(15/zg)^(2/anpha)qz = 0,00256*Kz*Kzt*Kd*V^2*Iw P = G(Cpw*qz+Cpl*qh) WIND LOAD: SEISMIC PARAMETERS PER ASCE7-16, CHAPTER 12.8, ELF PROCEDURE: Light frame wood-->Ry = 6.5, Site class :D, SDS = 2FaSs/3 =1.037, SD1 = 2FvS1/3 =0, Seismic design category: D, I = 1, 0.7*V = 0.7*SDS*I*W/Ry = 0.7*1.037*1*W/6.5 = 0.1117*W Total Seismic Load = 43.55 = 43.55 PLF Redistrib: 390*8 = 3120 PLFxFT DIAPHRAGM & CHORD FORCE PER ASCE07-16 SECTION 12.10 ROOF DIAPHRAGM Max shear = 62.21 x 20 / (2 x 18) = 34.56 PLF Use: 15/32" apa rated unblock 32/16 w/8d common nails at 6", 6", 12" o.c. Chord force = 62.21 x 20^2 / (8 x 18) = 172.81 LBS Splice w/ min. (1) 16d sinker nails each side of splice at 8" o.c. (standard construction) (z, Kz, qz, P): (15, 0.85, 22.35, 24.7) ROOF Roof = 15*18 = 270 PLF Wall = 15*2*4 = 120 PLF Shear = 0.1117(270+120) = 0.1117*390 = 43.56 PLF Plate height: ROOF = 8(ft) SHEAR ROOF = 43.55*390*8/3120 = 43.55 PLF SHEAR ROOF = 0.6*W = 87.91(plf) ROOF 87.91 PLF WIND GOVERN 7 of 26 Dong Engineering Inc. ADU 1602 W BROOK ST UNIT 2, SANTA ANA, CA 92703 Job#: 240190 Date: 5/14/2024 PLAN: 1 CODE: CBC 2022 SECTION: 2X Number of Story: 1 Section width: 38.5(ft)Section length: 18.5(ft) Base height: 0.5(ft)Slope roof height: 14(ft)Gable mean roof height: 12(ft) WIND PARAMETERS PER ASCE7-16, CHAPTER 27, MWFRS BUILDINGS OF ALL HEIGHTS: Wind speed = 110, Wind exposure = C, Wind importance factor Iw = 1 Coefficients: Kd = 0.85, Kzt = 1, G = 0.85, Gcpi = +/-0.18, omega = 1 B = 38.5(ft), L = 39(ft), H = 13(ft)-->L/B = 1.01, H/L = 0.33 Wall coefficient: Cpw = 0.8, Cpl = -0.5, Roof coefficient: Cpw = (0.06;-0.41), Cpl = -0.57 Wind exposure = C-->anpha = 9.5, zg = 900 Kz = 2,01*(15/zg)^(2/anpha)qz = 0,00256*Kz*Kzt*Kd*V^2*Iw P = G(Cpw*qz+Cpl*qh) WIND LOAD: SEISMIC PARAMETERS PER ASCE7-16, CHAPTER 12.8, ELF PROCEDURE: Light frame wood-->Rx = 6.5, Site class :D, SDS = 2FaSs/3 =1.037, SD1 = 2FvS1/3 =0, Seismic design category: D, I = 1, 0.7*V = 0.7*SDS*I*W/Rx = 0.7*1.037*1*W/6.5 = 0.1117*W Total Seismic Load = 58.91 = 58.91 PLF Redistrib: 527.5*10 = 5275 PLFxFT DIAPHRAGM & CHORD FORCE PER ASCE07-16 SECTION 12.10 ROOF DIAPHRAGM Max shear = 84.16 x 38.5 / (2 x 18.5) = 87.57 PLF Use: 15/32" apa rated unblock 32/16 w/8d common nails at 6", 6", 12" o.c. Chord force = 84.16 x 38.5^2 / (8 x 18.5) = 842.88 LBS Splice w/ min. (5) 16d sinker nails each side of splice at 8" o.c. (standard construction) (z, Kz, qz, P): (15, 0.85, 22.35, 24.65) ROOF Roof = 15*18.5 = 277.5 PLF Wall = 15*2*5 + 10*2*5 = 250 PLF Shear = 0.1117(277.5+250) = 0.1117*527.5 = 58.92 PLF Plate height: ROOF = 10(ft) SHEAR ROOF = 58.91*527.5*10/5275 = 58.91 PLF SHEAR ROOF = 0.6*W = 102.74(plf) ROOF 102.74 PLF WIND GOVERN 8 of 26 Dong Engineering Inc. ADU 1602 W BROOK ST UNIT 2, SANTA ANA, CA 92703 Job#: 240190 Date: 5/14/2024 PLAN: 1 CODE: CBC 2022 SECTION: 2Y Number of Story: 1 Section width: 18.5(ft)Section length: 38.5(ft) Base height: 0.5(ft)Slope roof height: 14(ft)Gable mean roof height: 12(ft) WIND PARAMETERS PER ASCE7-16, CHAPTER 27, MWFRS BUILDINGS OF ALL HEIGHTS: Wind speed = 110, Wind exposure = C, Wind importance factor Iw = 1 Coefficients: Kd = 0.85, Kzt = 1, G = 0.85, Gcpi = +/-0.18, omega = 1 B = 39(ft), L = 38.5(ft), H = 13(ft)-->L/B = 0.99, H/L = 0.34 Wall coefficient: Cpw = 0.8, Cpl = -0.5 Wind exposure = C-->anpha = 9.5, zg = 900 Kz = 2,01*(15/zg)^(2/anpha)qz = 0,00256*Kz*Kzt*Kd*V^2*Iw P = G(Cpw*qz+Cpl*qh) WIND LOAD: SEISMIC PARAMETERS PER ASCE7-16, CHAPTER 12.8, ELF PROCEDURE: Light frame wood-->Ry = 6.5, Site class :D, SDS = 2FaSs/3 =1.037, SD1 = 2FvS1/3 =0, Seismic design category: D, I = 1, 0.7*V = 0.7*SDS*I*W/Ry = 0.7*1.037*1*W/6.5 = 0.1117*W Total Seismic Load = 92.41 = 92.41 PLF Redistrib: 827.5*10 = 8275 PLFxFT DIAPHRAGM & CHORD FORCE PER ASCE07-16 SECTION 12.10 ROOF DIAPHRAGM Max shear = 132.01 x 18 / (2 x 38.5) = 30.86 PLF Use: 15/32" apa rated unblock 32/16 w/8d common nails at 6", 6", 12" o.c. Chord force = 132.01 x 18^2 / (8 x 38.5) = 138.87 LBS Splice w/ min. (1) 16d sinker nails each side of splice at 8" o.c. (standard construction) (z, Kz, qz, P): (15, 0.85, 22.35, 24.7) ROOF Roof = 15*38.5 = 577.5 PLF Wall = 15*2*5 + 10*2*5 = 250 PLF Shear = 0.1117(577.5+250) = 0.1117*827.5 = 92.43 PLF Plate height: ROOF = 10(ft) SHEAR ROOF = 92.41*827.5*10/8275 = 92.41 PLF SHEAR ROOF = 0.6*W = 103.73(plf) ROOF 103.73 PLF WIND GOVERN 9 of 26 Dong Engineering Inc. ADU 1602 W BROOK ST UNIT 2, SANTA ANA, CA 92703 Job#: 240190 Date: 5/14/2024 PLAN: 1 CODE: CBC 2022 SECTION: 3X Number of Story: 1 Section width: 12(ft)Section length: 7(ft) Base height: 0.5(ft)Slope roof height: 12.5(ft)Gable mean roof height: 11.5(ft) WIND PARAMETERS PER ASCE7-16, CHAPTER 27, MWFRS BUILDINGS OF ALL HEIGHTS: Wind speed = 110, Wind exposure = C, Wind importance factor Iw = 1 Coefficients: Kd = 0.85, Kzt = 1, G = 0.85, Gcpi = +/-0.18, omega = 1 B = 38.5(ft), L = 39(ft), H = 13(ft)-->L/B = 1.01, H/L = 0.33 Wall coefficient: Cpw = 0.8, Cpl = -0.5 Wind exposure = C-->anpha = 9.5, zg = 900 Kz = 2,01*(15/zg)^(2/anpha)qz = 0,00256*Kz*Kzt*Kd*V^2*Iw P = G(Cpw*qz+Cpl*qh) WIND LOAD: SEISMIC PARAMETERS PER ASCE7-16, CHAPTER 12.8, ELF PROCEDURE: Light frame wood-->Rx = 6.5, Site class :D, SDS = 2FaSs/3 =1.037, SD1 = 2FvS1/3 =0, Seismic design category: D, I = 1, 0.7*V = 0.7*SDS*I*W/Rx = 0.7*1.037*1*W/6.5 = 0.1117*W Total Seismic Load = 20.1 = 20.1 PLF Redistrib: 180*10 = 1800 PLFxFT DIAPHRAGM & CHORD FORCE PER ASCE07-16 SECTION 12.10 ROOF DIAPHRAGM Max shear = 28.71 x 12 / (2 x 7) = 24.61 PLF Use: 15/32" apa rated unblock 32/16 w/8d common nails at 6", 6", 12" o.c. Chord force = 28.71 x 12^2 / (8 x 7) = 73.83 LBS Splice w/ min. (1) 16d sinker nails each side of splice at 8" o.c. (standard construction) (z, Kz, qz, P): (15, 0.85, 22.35, 24.65); (15, 0.85, 22.35, 15.2) ROOF Roof = 15*7 = 105 PLF Wall = 15*1*5 = 75 PLF Shear = 0.1117(105+75) = 0.1117*180 = 20.11 PLF Plate height: ROOF = 10(ft) SHEAR ROOF = 20.1*180*10/1800 = 20.1 PLF SHEAR ROOF = 0.6*W = 67.78(plf) ROOF 67.78 PLF WIND GOVERN 10 of 26 Dong Engineering Inc. ADU 1602 W BROOK ST UNIT 2, SANTA ANA, CA 92703 Job#: 240190 Date: 5/14/2024 PLAN: 1 CODE: CBC 2022 SECTION: 3Y Number of Story: 1 Section width: 7(ft)Section length: 12(ft) Base height: 0.5(ft)Slope roof height: 12.5(ft)Gable mean roof height: 11.5(ft) WIND PARAMETERS PER ASCE7-16, CHAPTER 27, MWFRS BUILDINGS OF ALL HEIGHTS: Wind speed = 110, Wind exposure = C, Wind importance factor Iw = 1 Coefficients: Kd = 0.85, Kzt = 1, G = 0.85, Gcpi = +/-0.18, omega = 1 B = 39(ft), L = 38.5(ft), H = 13(ft)-->L/B = 0.99, H/L = 0.34 Wall coefficient: Cpw = 0.8, Cpl = -0.5, Roof coefficient: Cpw = (0.06;-0.42), Cpl = -0.57 Wind exposure = C-->anpha = 9.5, zg = 900 Kz = 2,01*(15/zg)^(2/anpha)qz = 0,00256*Kz*Kzt*Kd*V^2*Iw P = G(Cpw*qz+Cpl*qh) WIND LOAD: SEISMIC PARAMETERS PER ASCE7-16, CHAPTER 12.8, ELF PROCEDURE: Light frame wood-->Ry = 6.5, Site class :D, SDS = 2FaSs/3 =1.037, SD1 = 2FvS1/3 =0, Seismic design category: D, I = 1, 0.7*V = 0.7*SDS*I*W/Ry = 0.7*1.037*1*W/6.5 = 0.1117*W Total Seismic Load = 34.06 = 34.06 PLF Redistrib: 305*10 = 3050 PLFxFT DIAPHRAGM & CHORD FORCE PER ASCE07-16 SECTION 12.10 ROOF DIAPHRAGM Max shear = 48.66 x 7 / (2 x 12) = 14.19 PLF Use: 15/32" apa rated unblock 32/16 w/8d common nails at 6", 6", 12" o.c. Chord force = 48.66 x 7^2 / (8 x 12) = 24.84 LBS Splice w/ min. (1) 16d sinker nails each side of splice at 8" o.c. (standard construction) (z, Kz, qz, P): (15, 0.85, 22.35, 24.7); (15, 0.85, 22.35, 15.2) ROOF Roof = 15*12 = 180 PLF Wall = 15*1*5 + 10*1*5 = 125 PLF Shear = 0.1117(180+125) = 0.1117*305 = 34.07 PLF Plate height: ROOF = 10(ft) SHEAR ROOF = 34.06*305*10/3050 = 34.06 PLF SHEAR ROOF = 0.6*W = 63.49(plf) ROOF 63.49 PLF WIND GOVERN 11 of 26 Do ng E n g i n e e r i n g I n c . AD U 16 0 2 W B R O O K S T U N I T 2 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 1 9 0 Da t e : 5 / 1 4 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 " | 4 * d * 1 . 4 = 0 . 0 3 " < 0 . 0 2 x 1 2 0 = 2 . 4 " 3. 2 5 3. 2 5 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n No U p l i f t No U p l i f t Po s t S i z e Te n s i o n ( k i p s ) Co m . ( k i p s ) Ri g h t S i d e Ho l d D o w n No U p l i f t No U p l i f t Po s t S i z e Te n s i o n ( k i p s ) Co m . ( k i p s ) An c h o r B o l t 5/ 8 " x 1 2 " [2 ] [2 ] sp a c e d e q u a l l y Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 10.00 ft LI N E 1 ( D i r e c t i o n : Y ) @ F I R S T F L O O R | W i n d : 2 2 3 l b s | S e i s m i c : 1 5 5 l b s | S h e a r P a n e l T y p e : A | ( þ = 1 . 3 ) To t a l L e n g t h = 1 1 . 7 5 f t | T o t a l S h e a r W a l l L e n g t h = 6 . 5 f t | S h e a r D i a p h r a g m = 1 9 p l f | D e s i g n S h e a r W a l l = 5 3 p l f ( W i n d ) / 3 7 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 0 . 5 / 0 . 7 ) + P 2 ( 0 . 5 / 0 . 7 ) = 1 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 0 . 6 / 1 ) + P 2 ( 0 . 6 / 1 ) = 1 . 2 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) P1 5. 2 5 P2 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 12 of 26 Do ng E n g i n e e r i n g I n c . AD U 16 0 2 W B R O O K S T U N I T 2 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 1 9 0 Da t e : 5 / 1 4 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 1 " | 4 * d * 1 . 4 = 0 . 5 7 " < 0 . 0 2 x 1 2 0 = 2 . 4 " 1. 0 0 2. 0 0 8. 0 0 8. 5 0 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n HD U 2 Po s t S i z e 4x 6 Te n s i o n ( k i p s ) 1. 5 Co m . ( k i p s ) 2. 2 Ri g h t S i d e Ho l d D o w n HD U 2 Po s t S i z e 4x 6 Te n s i o n ( k i p s ) 1. 5 Co m . ( k i p s ) 2. 2 An c h o r B o l t 5/ 8 " x 1 2 " [2 ] sp a c e d e q u a l l y 3. 5 0 3. 2 5 12 . 0 0 P1 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 10.00 ft LI N E 2 ( D i r e c t i o n : Y ) @ F I R S T F L O O R | W i n d : 1 1 8 2 l b s | S e i s m i c : 1 2 6 6 l b s | S h e a r P a n e l T y p e : A | ( þ = 1 . 3 ) To t a l L e n g t h = 3 8 . 2 5 f t | T o t a l S h e a r W a l l L e n g t h = 8 f t | S h e a r D i a p h r a g m = 3 8 p l f | D e s i g n S h e a r W a l l = 1 4 8 p l f ( W i n d ) / 1 5 8 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 1 . 8 / 1 . 8 ) = 1 . 8 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 2 . 5 / 2 . 5 ) = 2 . 5 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 36 8 -77 3 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 13 of 26 Do ng E n g i n e e r i n g I n c . AD U 16 0 2 W B R O O K S T U N I T 2 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 1 9 0 Da t e : 5 / 1 4 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 0 8 " | 4 * d * 1 . 4 = 0 . 4 7 " < 0 . 0 2 x 1 2 0 = 2 . 4 " 2. 5 0 1. 5 0 8. 0 0 0. 5 0 3. 0 0 3. 2 5 3. 2 5 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n HD U 2 Po s t S i z e 4x 4 Te n s i o n ( k i p s ) 1. 2 Co m . ( k i p s ) 2. 2 Ri g h t S i d e Ho l d D o w n HD U 2 Po s t S i z e 4x 4 Te n s i o n ( k i p s ) 1. 2 Co m . ( k i p s ) 2. 2 An c h o r B o l t 5/ 8 " x 1 2 " [2 ] sp a c e d e q u a l l y 5. 2 5 P1 5. 2 5 2. 0 0 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 10.00 ft LI N E 3 ( D i r e c t i o n : Y ) @ F I R S T F L O O R | W i n d : 9 6 0 l b s | S e i s m i c : 1 1 1 1 l b s | S h e a r P a n e l T y p e : A | ( þ = 1 . 3 ) To t a l L e n g t h = 3 8 . 7 5 f t | T o t a l S h e a r W a l l L e n g t h = 8 f t | S h e a r D i a p h r a g m = 3 2 p l f | D e s i g n S h e a r W a l l = 1 2 0 p l f ( W i n d ) / 1 3 9 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 1 . 8 / 1 . 8 ) = 1 . 8 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 2 . 5 / 2 . 5 ) = 2 . 5 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 4. 2 5 26 0 -70 9 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 14 of 26 Do ng E n g i n e e r i n g I n c . AD U 16 0 2 W B R O O K S T U N I T 2 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 1 9 0 Da t e : 5 / 1 4 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 1 2 " | 4 * d * 1 . 4 = 0 . 6 8 " < 0 . 0 2 x 1 2 0 = 2 . 4 " 1. 2 5 3. 5 0 8. 0 0 2. 0 0 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n HD U 2 Po s t S i z e 4x 4 Te n s i o n ( k i p s ) 2. 2 Co m . ( k i p s ) 2. 7 Ri g h t S i d e Ho l d D o w n HD U 2 Po s t S i z e 4x 4 Te n s i o n ( k i p s ) 2. 2 Co m . ( k i p s ) 2. 7 An c h o r B o l t 5/ 8 " x 1 2 " [2 ] sp a c e d e q u a l l y P1 5. 2 5 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 10.00 ft LI N E A ( D i r e c t i o n : X ) @ F I R S T F L O O R | W i n d : 1 9 7 8 l b s | S e i s m i c : 1 4 7 4 l b s | S h e a r P a n e l T y p e : A | ( þ = 1 . 3 ) To t a l L e n g t h = 2 4 f t | T o t a l S h e a r W a l l L e n g t h = 8 f t | S h e a r D i a p h r a g m = 8 2 p l f | D e s i g n S h e a r W a l l = 2 4 7 p l f ( W i n d ) / 1 8 4 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 1 . 8 / 1 . 8 ) = 1 . 8 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 2 . 5 / 2 . 5 ) = 2 . 5 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 4. 0 0 11 5 4 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 15 of 26 Do ng E n g i n e e r i n g I n c . AD U 16 0 2 W B R O O K S T U N I T 2 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 1 9 0 Da t e : 5 / 1 4 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 0 1 " | 4 * d * 1 . 4 = 0 . 0 5 " < 0 . 0 2 x 9 6 = 1 . 9 2 " 5. 2 5 6. 5 0 3. 0 0 0. 7 5 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n No U p l i f t Po s t S i z e Te n s i o n ( k i p s ) Co m . ( k i p s ) Ri g h t S i d e Ho l d D o w n No U p l i f t Po s t S i z e Te n s i o n ( k i p s ) Co m . ( k i p s ) An c h o r B o l t 5/ 8 " x 1 2 " [2 ] sp a c e d e q u a l l y Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 8.00 ft LI N E B ( D i r e c t i o n : X ) @ F I R S T F L O O R | W i n d : 5 9 5 l b s | S e i s m i c : 5 2 3 l b s | S h e a r P a n e l T y p e : A | ( þ = 1 . 3 ) To t a l L e n g t h = 2 0 . 7 5 f t | T o t a l S h e a r W a l l L e n g t h = 6 . 5 f t | S h e a r D i a p h r a g m = 2 9 p l f | D e s i g n S h e a r W a l l = 9 2 p l f ( W i n d ) / 8 0 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 1 . 4 / 1 . 4 ) = 1 . 4 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 2 / 2 ) = 2 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 5. 2 5 P1 30 1 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 16 of 26 Do ng E n g i n e e r i n g I n c . AD U 16 0 2 W B R O O K S T U N I T 2 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 1 9 0 Da t e : 5 / 1 4 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 0 1 " | 4 * d * 1 . 4 = 0 . 0 5 " < 0 . 0 2 x 9 6 = 1 . 9 2 " 4. 2 5 8. 0 0 2. 0 0 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n No U p l i f t Po s t S i z e Te n s i o n ( k i p s ) Co m . ( k i p s ) Ri g h t S i d e Ho l d D o w n No U p l i f t Po s t S i z e Te n s i o n ( k i p s ) Co m . ( k i p s ) An c h o r B o l t 5/ 8 " x 1 2 " [2 ] sp a c e d e q u a l l y Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 8.00 ft LI N E C ( D i r e c t i o n : X ) @ F I R S T F L O O R | W i n d : 7 9 8 l b s | S e i s m i c : 6 0 1 l b s | S h e a r P a n e l T y p e : A | ( þ = 1 . 3 ) To t a l L e n g t h = 1 9 . 5 f t | T o t a l S h e a r W a l l L e n g t h = 8 f t | S h e a r D i a p h r a g m = 4 1 p l f | D e s i g n S h e a r W a l l = 1 0 0 p l f ( W i n d ) / 7 5 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 1 . 8 / 1 . 8 ) = 1 . 8 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 2 . 5 / 2 . 5 ) = 2 . 5 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 5. 2 5 P1 38 9 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 17 of 26 Do ng E n g i n e e r i n g I n c . AD U 16 0 2 W B R O O K S T U N I T 2 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 1 9 0 Da t e : 5 / 1 4 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 1 4 " | 4 * d * 1 . 4 = 0 . 7 8 " < 0 . 0 2 x 1 2 0 = 2 . 4 " 8. 0 0 4. 7 5 4. 5 0 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n HD U 2 Po s t S i z e 4x 4 Te n s i o n ( k i p s ) 2. 8 Co m . ( k i p s ) 3. 0 Ri g h t S i d e Ho l d D o w n HD U 2 Po s t S i z e 4x 4 Te n s i o n ( k i p s ) 2. 8 Co m . ( k i p s ) 3. 0 An c h o r B o l t 5/ 8 " x 1 2 " [2 ] sp a c e d e q u a l l y 4. 5 0 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 10.00 ft LI N E D ( D i r e c t i o n : X ) @ F I R S T F L O O R | W i n d : 2 3 8 5 l b s | S e i s m i c : 1 6 3 1 l b s | S h e a r P a n e l T y p e : A | ( þ = 1 . 3 ) To t a l L e n g t h = 2 6 f t | T o t a l S h e a r W a l l L e n g t h = 8 f t | S h e a r D i a p h r a g m = 9 2 p l f | D e s i g n S h e a r W a l l = 2 9 8 p l f ( W i n d ) / 2 0 4 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 1 . 8 / 1 . 8 ) = 1 . 8 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 2 . 5 / 2 . 5 ) = 2 . 5 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) P1 4. 2 5 -16 5 0 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 18 of 26 Dong Engineering Inc. ADU 1602 W BROOK ST UNIT 2, SANTA ANA, CA 92703 Job#: 240190 Date: 5/14/2024 PLAN: 1 CODE: CBC 2022 Shear Wall (X-X Direction) Line Story Section Span Wind Seismic Added V (lb)H L v Type ###(ft)(plf)(plf)Wind Seismic (ft)(ft)(plf) A 1 2X 38.5 103 59 10 8 247 A B 1 1X 18 66 45 8 6.5 92 A C 1 1X 18 66 45 203 60 8 8 100 A D 1 3X 12 68 20 1978 1134 10 8 298 A v(plf) = V/L V2 = Seismic*Span/2 + Added Vseismic Line shear V = Maximum(V1;V2) V1 = Wind*Span/2 + Added Vwind SUMMARY SHEAR WALL 19 of 26 Dong Engineering Inc. ADU 1602 W BROOK ST UNIT 2, SANTA ANA, CA 92703 Job#: 240190 Date: 5/14/2024 PLAN: 1 CODE: CBC 2022 Shear Wall (Y-Y Direction) Line Story Section Span Wind Seismic Added V (lb)H L v Type ###(ft)(plf)(plf)Wind Seismic (ft)(ft)(plf) 1 1 3Y 7 63 34 10 4.225 53 A 2 1 2Y 18.5 104 92 222 119 10 8 158 A 3 1 2Y 18.5 104 92 10 8 139 A v(plf) = V/L Line shear V = Maximum(V1;V2) SUMMARY SHEAR WALL V1 = Wind*Span/2 + Added Vwind V2 = Seismic*Span/2 + Added Vseismic 20 of 26 Dong Engineering Inc. ADU 1602 W BROOK ST UNIT 2, SANTA ANA, CA 92703 Job#: 240190 Date: 5/14/2024 PLAN: 1 CODE: CBC 2022 Wall Sec.Sto.Wind Seismic Span Offset Wind Seismic (#)(#)(#)v_(plf)v_(plf)(ft)(ft)V_(lb)V_(lb) 1 :Wind = 223(lb), Seismic = 155(lb) 1 3Y 1 63.5 34.1 7 222 119 l---------------7.00(ft)---------------l 2 :Wind = 1182(lb), Seismic = 1266(lb) 2 2Y 1 103.7 92.4 18.5 960 855 l---------------18.5(ft)---------------l 2 3Y 1 63.5 34.1 7 222 119 l---------------7.00(ft)---------------l 3 :Wind = 960(lb), Seismic = 1111(lb) 3 2Y 1 103.7 92.4 18.5 960 855 l---------------18.5(ft)---------------l A :Wind = 1978(lb), Seismic = 1474(lb) A 2X 1 102.7 58.9 38.5 1978 1134 l---------------38.5(ft)---------------l B :Wind = 595(lb), Seismic = 523(lb) B 1X 1 66.1 44.7 18 594 402 l---------------18.0(ft)---------------l C :Wind = 798(lb), Seismic = 601(lb) C 1X 1 66.1 44.7 18 594 402 l---------------18.0(ft)---------------l C 3X 1 67.8 20.1 6 203 60 l---------------6.00(ft)---------------l D :Wind = 2385(lb), Seismic = 1631(lb) D 3X 1 67.8 20.1 12 407 121 l---------------12.0(ft)---------------l D 2X 1 102.7 58.9 38.5 1978 1134 l---------------38.5(ft)---------------l #N/A #N/A #N/A #N/A Description V_(lb)=v_(plf)*Span*Span/2/(Span+Offset) LATERAL p Factor: X Direction: p=1.3; Y Direction: p=1.3 21 of 26 Dong Engineering Inc. ADU 1602 W BROOK ST UNIT 2, SANTA ANA, CA 92703 Job #: 240190 Date : 05/14/2024 Plan : 1 BEAM : 1 - CLG AT KITCHEN 1 Loads(Downward+) Beam Weight 6.2 plf from 0 ft to 8 ft Roof Primary: (15+20)(9.2) = (DL=138.8PLF; LLr=185PLF) form 0 to 8 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 1320/1320 0 2 1320/1320 0 USE 4 x 8 Critcal Shear = 1319 LB @0' 1.5xV/(F'v x A)= 0.34 F'v = 225, A = 25.38 Critcal Moment = 2639 LB-FT @4' M/(F'b x S)= 0.7 F'b = 1462, S = 30.66 Critical Deflection for TL = -0.171 INCH @ 4 L/240 = 0.4" Critical Deflection for LL = -0.096 INCH @ 4 L/360 = 0.267" 1 2 Moment Shear Deflection 8' BEAM : 2 - CLG AT KITHEN 2 Loads(Downward+) Beam Weight 12.7 plf from 0 ft to 18 ft Roof Primary: (15+20)(1.3) = (DL=20PLF; LLr=26.7PLF) form 0 to 18 Exterior Wall: (15)(3) = (DL=45PLF) form 0 to 9 Point load @ 6.5 : Load from beam 1 at Support 2(P1) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 1682/1682 0 2 1113/1113 0 USE 6 x 10 Critcal Shear = 1681 LB @0' 1.5xV/(F'v x A)= 0.22 F'v = 212, A = 52.25 Critcal Moment = 8726 LB-FT @6.5' M/(F'b x S)= 0.75 F'b = 1688, S = 82.73 Critical Deflection for TL = -0.707 INCH @ 8.51 L/240 = 0.9" Critical Deflection for LL = -0.324 INCH @ 8.51 L/360 = 0.6" 1 2 P1 Moment Shear Deflection 18' 22 of 26 Dong Engineering Inc. ADU 1602 W BROOK ST UNIT 2, SANTA ANA, CA 92703 Job #: 240190 Date : 05/14/2024 Plan : 1 BEAM : 3 - HEADER AT KITCHEN Loads(Downward+) Beam Weight 6.2 plf from 0 ft to 5.25 ft Exterior Wall: (15)(2) = (DL=30PLF) form 0 to 5.25 Roof Primary: (15+20)(1.5) = (DL=22.5PLF; LLr=30PLF) form 0 to 5.25 Point load @ 3.5 : Load from beam 1 at Support 1(P1) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 672/673 0 2 1113/1113 0 USE 4 x 8 Critcal Shear = -1112 LB @5.25' 1.5xV/(F'v x A)= 0.29 F'v = 225, A = 25.38 Critcal Moment = 1811 LB-FT @3.5' M/(F'b x S)= 0.48 F'b = 1462, S = 30.66 Critical Deflection for TL = -0.04 INCH @ 2.75 L/240 = 0.262" Critical Deflection for LL = -0.021 INCH @ 2.75 L/360 = 0.175" 1 2 P1 Moment Shear Deflection 5.25' BEAM : 4 - CLG AT BED#1 Loads(Downward+) Beam Weight 10.1 plf from 0 ft to 11 ft Roof Primary: (15+20)(10) = (DL=150PLF; LLr=200PLF) form 0 to 11 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 1981/1981 0 2 1981/1981 0 USE 6 x 8 Critcal Shear = 1980 LB @0' 1.5xV/(F'v x A)= 0.34 F'v = 212, A = 41.25 Critcal Moment = 5446 LB-FT @5.5' M/(F'b x S)= 0.75 F'b = 1688, S = 51.56 Critical Deflection for TL = -0.383 INCH @ 5.5 L/240 = 0.55" Critical Deflection for LL = -0.213 INCH @ 5.5 L/360 = 0.367" 1 2 Moment Shear Deflection 11' 23 of 26 Dong Engineering Inc. ADU 1602 W BROOK ST UNIT 2, SANTA ANA, CA 92703 Job #: 240190 Date : 05/14/2024 Plan : 1 BEAM : 5 - DROP AT PORCH Loads(Downward+) Beam Weight 4.7 plf from 0 ft to 6.5 ft Roof Primary: (15+20)(2.8) = (DL=41.2PLF; LLr=55PLF) form 0 to 6.5 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 328/328 0 2 328/328 0 USE 4 x 6 Critcal Shear = 328 LB @0' 1.5xV/(F'v x A)= 0.11 F'v = 225, A = 19.25 Critcal Moment = 533 LB-FT @3.25' M/(F'b x S)= 0.24 F'b = 1462, S = 17.65 Critical Deflection for TL = -0.052 INCH @ 3.25 L/240 = 0.325" Critical Deflection for LL = -0.028 INCH @ 3.25 L/360 = 0.217" 1 2 Moment Shear Deflection 6.5' BEAM : C1 - C.J. 2X8 DLF#2 @ 16" O.C. (MAX SPAN 20'- 3") Loads(Downward+) Ceilig Joist: (4+10)(1.3) = (DL=5.3PLF; LLr=13.4PLF) form 0 to 20.25 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 189/189 0 2 189/189 0 USE 2 x 8 Critcal Shear = 189 LB @0' 1.5xV/(F'v x A)= 0.11 F'v = 225, A = 10.88 Critcal Moment = 958 LB-FT @10.12' M/(F'b x S)= 0.56 F'b = 1552, S = 13.14 Critical Deflection for TL = -0.928 INCH @ 10.12 L/240 = 1.012" Critical Deflection for LL = -0.663 INCH @ 10.12 L/360 = 0.675" 1 2 Moment Shear Deflection 20.25' 24 of 26 Dong Engineering Inc. ADU 1602 W BROOK ST UNIT 2, SANTA ANA, CA 92703 Job #: 240190 Date : 05/14/2024 Plan : 1 BEAM : C2 - C.J. 2X6 DLF#2 @ 16" O.C. (MAX 15'-3") Loads(Downward+) Ceilig Joist: (4+10)(1.3) = (DL=5.3PLF; LLr=13.4PLF) form 0 to 15.25 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 143/143 0 2 143/143 0 USE 2 x 6 Critcal Shear = 142 LB @0' 1.5xV/(F'v x A)= 0.11 F'v = 225, A = 8.25 Critcal Moment = 543 LB-FT @7.62' M/(F'b x S)= 0.51 F'b = 1682, S = 7.56 Critical Deflection for TL = -0.684 INCH @ 7.63 L/240 = 0.762" Critical Deflection for LL = -0.488 INCH @ 7.63 L/360 = 0.508" 1 2 Moment Shear Deflection 15.25' BEAM : R1 - R.R. 2X6 DLF#2 @ 16" O.C. (MAX 12'-0") Loads(Downward+) Roof Rafter: (11+20)(1.3) = (DL=14.7PLF; LLr=26.7PLF) form 0 to 12 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 248/248 0 2 248/248 0 USE 2 x 6 Critcal Shear = 248 LB @0' 1.5xV/(F'v x A)= 0.2 F'v = 225, A = 8.25 Critcal Moment = 744 LB-FT @6' M/(F'b x S)= 0.7 F'b = 1682, S = 7.56 Critical Deflection for TL = -0.58 INCH @ 6 L/240 = 0.6" Critical Deflection for LL = -0.374 INCH @ 6 L/360 = 0.4" 1 2 Moment Shear Deflection 12' 25 of 26 Dong Engineering Inc. ADU 1602 W BROOK ST UNIT 2, SANTA ANA, CA 92703 Job#: 240190 Date: 5/14/2024 PLAN: 1 CODE: CBC 2022 1500 psf Trib Trib Wall Height DL(psf)LL(psf)roof(ft)DL(psf)LL(psf)floor(ft)DL(psf)wall(ft) 15 20 10 15 10 Roof:(DL+LL)(Trib) =350 plf Floor:(DL+LL)(Trib) =0 plf Wall:DL (Height)=150 plf 500 plf 500 /(12"/12)=500 psf< 1500 psf P(allowable) P(allowable) = 4,500 # 18 in FOUNDATION - 1-STORY Allowable soil bearing value: Roof Floor use 12" wide cont. ftg w/ 2-#4 top & bott. 45𝑜 26 of 26 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:ADU Calculation Date/Time:2024-08-24T17:15:07-07:00 (Page 1 of 10) Calculation Description:Title 24 Analysis Input File Name:23148 - ADU.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-08-24 17:15:16 GENERAL INFORMATION 01 Project Name ADU 02 Run Title Title 24 Analysis 03 Project Location 1602 W Brook St, Unit 2 04 City Santa Ana 05 Standards Version 2022 06 Zip code 92703 07 Software Version EnergyPro 9.2 08 Climate Zone 8 09 Front Orientation (deg/ Cardinal)45 10 Building Type Single family 11 Number of Dwelling Units 1 12 Project Scope Newly Constructed Addition 13 Number of Bedrooms 2 14 Addition Cond. Floor Area (ft2)799 15 Number of Stories 1 16 Existing Cond. Floor Area (ft2)0.01 17 Fenestration Average U-factor 0.3 18 Total Cond. Floor Area (ft2)799.01 19 Glazing Percentage (%)16.65% 20 ADU Bedroom Count 2 21 ADU Conditioned Floor Area 799 22 Fuel Type Natural gas 23 No Dwelling Unit:No ADDITION ALONE - Project Analysis Parameters 01 02 03 04 05 06 Existing Area (excl. new addition) (ft2) Addition Area (excl. existing) (ft2)Total Area (ft2)Existing Bedrooms Addition Bedrooms Total Bedrooms 0.01 799 799.01 0 2 2 ADDITION ALONE - ACCESSORY DWELLING UNIT (ADU) PROJECT ANALYSIS PARAMETERS 01 02 03 04 05 06 07 08 Zone Name Existing Area (excl. new addition) (ft2) ADU Area (excl. existing) (ft2)Total Area (ft2)Existing Bedrooms Addition Bedrooms Total Bedrooms Attached vs. Detached Living 0.01 799 799.01 0 2 2 Attached 424-P010187040A-000-000-0000000-0000 08/24/2024 17:16 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:ADU Calculation Date/Time:2024-08-24T17:15:07-07:00 (Page 2 of 10) Calculation Description:Title 24 Analysis Input File Name:23148 - ADU.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-08-24 17:15:16 COMPLIANCE RESULTS 01 Building Complies with Computer Performance 02 This building incorporates features that require field testing and/or verification by a certified HERS rater under the supervision of a CEC-approved HERS provider. 03 This building incorporates one or more Special Features shown below 424-P010187040A-000-000-0000000-0000 08/24/2024 17:16 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:ADU Calculation Date/Time:2024-08-24T17:15:07-07:00 (Page 3 of 10) Calculation Description:Title 24 Analysis Input File Name:23148 - ADU.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-08-24 17:15:16 ENERGY USE SUMMARY Energy Use Standard Design Source Energy (EDR1) (kBtu/ft2 -yr) Standard Design TDV Energy (EDR2) (kTDV/ft2 -yr) Proposed Design Source Energy (EDR1) (kBtu/ft2 -yr) Proposed Design TDV Energy (EDR2) (kTDV/ft2 -yr) Compliance Margin (EDR1) Compliance Margin (EDR2) Space Heating 0 0.95 0 2.77 0 -1.82 Space Cooling 0 30.28 0 36.04 0 -5.76 IAQ Ventilation 0 4.75 0 4.75 0 0 Water Heating 0 41.63 0 33.74 0 7.89 Self Utilization/Flexibility Credit Efficiency Compliance Total 0 77.61 0 77.3 0 0.31 Photovoltaics 0 0 Battery 0 Flexibility Indoor Lighting 0 8.79 0 8.79 Appl. & Cooking 0 43.33 0 43.26 Plug Loads 0 57.9 0 57.9 Outdoor Lighting 0 1.81 0 1.81 TOTAL COMPLIANCE 0 189.44 0 189.06 424-P010187040A-000-000-0000000-0000 08/24/2024 17:16 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:ADU Calculation Date/Time:2024-08-24T17:15:07-07:00 (Page 4 of 10) Calculation Description:Title 24 Analysis Input File Name:23148 - ADU.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-08-24 17:15:16 ENERGY USE INTENSITY Standard Design (kBtu/ft2 - yr )Proposed Design (kBtu/ft2 - yr )Compliance Margin (kBtu/ft2 - yr )Margin Percentage Gross EUI1 30.9 29.21 1.69 5.47 Net EUI2 30.9 29.21 1.69 5.47 Notes 1. Gross EUI is Energy Use Total (not including PV) / Total Building Area. 2. Net EUI is Energy Use Total (including PV) / Total Building Area. REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. •Variable capacity heat pump compliance option (verification details from VCHP Staff report, Appendix B, and RA3) HERS FEATURE SUMMARY The following is a summary of the features that must be field-verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is provided in the building tables below. Registered CF2Rs and CF3Rs are required to be completed in the HERS Registry •Quality insulation installation (QII) •Indoor air quality ventilation •Kitchen range hood •Verified Refrigerant Charge •Airflow in habitable rooms (SC3.1.4.1.7) •Verified heat pump rated heating capacity •Wall-mounted thermostat in zones greater than 150 ft2 (SC3.4.5) •Ductless indoor units located entirely in conditioned space (SC3.1.4.1.8) ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft2)Avg. Ceiling Height Water Heating System 1 Status Living Conditioned HVAC1 799 10 DHW Sys 1 New 424-P010187040A-000-000-0000000-0000 08/24/2024 17:16 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:ADU Calculation Date/Time:2024-08-24T17:15:07-07:00 (Page 5 of 10) Calculation Description:Title 24 Analysis Input File Name:23148 - ADU.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-08-24 17:15:16 OPAQUE SURFACES 01 02 03 04 05 06 07 08 09 10 Name Zone Construction Azimuth Orientation Gross Area (ft2)Window and Door Area (ft2)Tilt (deg)Wall Exceptions Status NORTH - EAST WALL 2X4 Living R-15 Wall 45 Front 204.16 49 90 none New SOUTH - WEST WALL 2X4 Living R-15 Wall 225 Back 385 52 90 none New NORTH - WEST WALL 2X4 Living R-15 Wall 315 Right 257.5 32 90 none New SOUTH - EAST WALL 2X4 Living R-15 Wall 135 Left 185.83 20 90 none New Existing Garage>>Attached Living R-15 Wall1 n/a n/a 180.83 0 n/a New Existing Garage>>Attached 2 Living R-15 Wall1 n/a n/a 71.67 0 n/a New Roof Living R-38 Roof Attic n/a n/a 799 n/a n/a New ATTIC 01 02 03 04 05 06 07 08 Name Construction Type Roof Rise (x in 12)Roof Reflectance Roof Emittance Radiant Barrier Cool Roof Attic Living Attic RoofLiving Ventilated 4 0.1 0.85 Yes No FENESTRATION / GLAZING 01 02 03 04 05 06 07 08 09 10 11 12 13 14 Name Type Surface Orientation Azimuth Width (ft) Height (ft)Mult.Area (ft2)U-factor U-factor Source SHGC SHGC Source Exterior Shading W3030 Window NORTH - EAST WALL 2X4 Front 45 1 9 0.3 NFRC 0.23 NFRC Bug Screen 424-P010187040A-000-000-0000000-0000 08/24/2024 17:16 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:ADU Calculation Date/Time:2024-08-24T17:15:07-07:00 (Page 6 of 10) Calculation Description:Title 24 Analysis Input File Name:23148 - ADU.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-08-24 17:15:16 FENESTRATION / GLAZING 01 02 03 04 05 06 07 08 09 10 11 12 13 14 Name Type Surface Orientation Azimuth Width (ft) Height (ft)Mult.Area (ft2)U-factor U-factor Source SHGC SHGC Source Exterior Shading W5040 Window NORTH - EAST WALL 2X4 Front 45 1 20 0.3 NFRC 0.23 NFRC Bug Screen W4030 Window SOUTH - WEST WALL 2X4 Back 225 1 12 0.3 NFRC 0.23 NFRC Bug Screen W5040 2 Window SOUTH - WEST WALL 2X4 Back 225 1 20 0.3 NFRC 0.23 NFRC Bug Screen W5040 3 Window SOUTH - WEST WALL 2X4 Back 225 1 20 0.3 NFRC 0.23 NFRC Bug Screen W4040 Window NORTH - WEST WALL 2X4 Right 315 1 16 0.3 NFRC 0.23 NFRC Bug Screen W4040 2 Window NORTH - WEST WALL 2X4 Right 315 1 16 0.3 NFRC 0.23 NFRC Bug Screen W5040 4 Window SOUTH - EAST WALL 2X4 Left 135 1 20 0.3 NFRC 0.23 NFRC Bug Screen OPAQUE DOORS 01 02 03 04 Name Side of Building Area (ft2)U-factor D3068 NORTH - EAST WALL 2X4 20 0.5 424-P010187040A-000-000-0000000-0000 08/24/2024 17:16 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:ADU Calculation Date/Time:2024-08-24T17:15:07-07:00 (Page 7 of 10) Calculation Description:Title 24 Analysis Input File Name:23148 - ADU.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-08-24 17:15:16 SLAB FLOORS 01 02 03 04 05 06 07 08 Name Zone Area (ft2)Perimeter (ft)Edge Insul. R-value and Depth Edge Insul. R-value and Depth Carpeted Fraction Heated Slab-on-Grade Living 799 128.5 none 0 80%No OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 08 Construction Name Surface Type Construction Type Framing Total Cavity R-value Interior / Exterior Continuous R-value U-factor Assembly Layers R-15 Wall Exterior Walls Wood Framed Wall 2x4 @ 16 in. O. C.R-15 None / None 0.095 Inside Finish: Gypsum Board Cavity / Frame: R-15 / 2x4 Exterior Finish: 3 Coat Stucco R-15 Wall1 Interior Walls Wood Framed Wall 2x4 @ 16 in. O. C.R-15 None / None 0.086 Inside Finish: Gypsum Board Cavity / Frame: R-15 / 2x4 Other Side Finish: Gypsum Board Attic RoofLiving Attic Roofs Wood Framed Ceiling 2x4 @ 24 in. O. C.R-0 None / 0 0.644 Roofing: Light Roof (Asphalt Shingle) Roof Deck: Wood Siding/sheathing/decking Cavity / Frame: no insul. / 2x4 R-38 Roof Attic Ceilings (below attic) Wood Framed Ceiling 2x4 @ 24 in. O. C.R-38 None / None 0.025 Over Ceiling Joists: R-28.9 insul. Cavity / Frame: R-9.1 / 2x4 Inside Finish: Gypsum Board BUILDING ENVELOPE - HERS VERIFICATION 01 02 03 04 05 Quality Insulation Installation (QII)High R-value Spray Foam Insulation Building Envelope Air Leakage CFM50 CFM50 Required Not Required N/A n/a n/a 424-P010187040A-000-000-0000000-0000 08/24/2024 17:16 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:ADU Calculation Date/Time:2024-08-24T17:15:07-07:00 (Page 8 of 10) Calculation Description:Title 24 Analysis Input File Name:23148 - ADU.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-08-24 17:15:16 WATER HEATING SYSTEMS 01 02 03 04 05 06 07 08 09 Name System Type Distribution Type Water Heater Name Number of Units Solar Heating System Compact Distribution HERS Verification Water Heater Name (#) DHW Sys 1 Domestic Hot Water (DHW)Standard DHW Heater 1 1 n/a None n/a DHW Heater 1 (1) WATER HEATERS 01 02 03 04 05 06 07 08 09 10 11 12 13 Name Heating Element Type Tank Type # of Units Tank Vol. (gal) Heating Efficiency Type Efficiency Rated Input Type Input Rating or Pilot Tank Insulation R-value (Int/Ext) Standby Loss or Recovery Eff 1st Hr. Rating or Flow Rate Tank Location DHW Heater 1 Gas Consumer Instantaneo us 1 0 UEF 0.97 Btu/Hr 200000 0 n/a n/a WATER HEATING - HERS VERIFICATION 01 02 03 04 05 06 07 Name Pipe Insulation Parallel Piping Compact Distribution Compact Distribution Type Recirculation Control Shower Drain Water Heat Recovery DHW Sys 1 - 1/1 Not Required Not Required Not Required None Not Required Not Required SPACE CONDITIONING SYSTEMS 01 02 03 04 05 06 07 08 09 Name System Type Heating Unit Name Heating Equipment Count Cooling Unit Name Cooling Equipment Count Fan Name Distribution Name Required Thermostat Type HVAC1 Heat pump heating cooling Heat Pump System 1 1 Heat Pump System 1 1 n/a n/a Setback 424-P010187040A-000-000-0000000-0000 08/24/2024 17:16 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:ADU Calculation Date/Time:2024-08-24T17:15:07-07:00 (Page 9 of 10) Calculation Description:Title 24 Analysis Input File Name:23148 - ADU.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-08-24 17:15:16 HVAC - HEAT PUMPS 01 02 03 04 05 06 07 08 09 10 11 12 13 Name System Type Number of Units Heating Cooling Zonally Controlled Compressor Type HERS VerificationHeating Efficiency Type HSPF/HS PF2/COP Cap 47 Cap 17 Cooling Efficiency Type SEER/SE ER2 EER/EER 2/CEER Heat Pump System 1 VCHP-ductless 1 HSPF 8 24000 22000 EERSEER 14 11 Not Zonal Single Speed Heat Pump System 1-hers-htpump HVAC HEAT PUMPS - HERS VERIFICATION 01 02 03 04 05 06 07 08 09 Name Verified Airflow Airflow Target Verified EER/EER2 Verified SEER/SEER2 Verified Refrigerant Charge Verified HSPF/HSPF2 Verified Heating Cap 47 Verified Heating Cap 17 Heat Pump System 1-hers-htpump Not Required 0 Not Required Not Required Yes No Yes Yes VARIABLE CAPACITY HEAT PUMP COMPLIANCE OPTION - HERS VERIFICATION 01 02 03 04 05 06 07 08 09 10 Name Certified Low-Static VCHP System Airflow to Habitable Rooms Ductless Units in Conditioned Space Wall Mount Thermostat Air Filter Sizing & Pressure Drop Rating Low Leakage Ducts in Conditioned Space Minimum Airflow per RA3.3 and SC3.3.3.4.1 Certified non-continuous Fan Indoor Fan not Running Continuously Heat Pump System 1 Not required Required Required Required Not required Not required Not required Not required Not required INDOOR AIR QUALITY (IAQ) FANS 01 02 03 04 05 06 07 08 09 Dwelling Unit Airflow (CFM)Fan Efficacy (W/CFM)IAQ Fan Type Includes Heat/Energy Recovery? IAQ Recovery Effectiveness - SRE/ASRE Includes Fault Indicator Display?HERS Verification Status SFam ADU IAQVentRpt 46 0.35 Exhaust No n/a / n/a No Yes 424-P010187040A-000-000-0000000-0000 08/24/2024 17:16 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:ADU Calculation Date/Time:2024-08-24T17:15:07-07:00 (Page 10 of 10) Calculation Description:Title 24 Analysis Input File Name:23148 - ADU.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-08-24 17:15:16 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. I certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name:Documentation Author Signature: Company:Signature Date: Address:CEA/ HERS Certification Identification (If applicable): City/State/Zip:Phone: RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1.I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. 2.I certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 3.The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application. Responsible Designer Name:Responsible Designer Signature: Company:Date Signed: Address:License: City/State/Zip:Phone: Anh Phan AP DESIGN CONSULTING, INC 08/24/2024 9636 Garden Grove Blvd, Ste #7 Garden Grove, CA 92844 714-487-7926 Anh Phan AP DESIGN CONSULTING, INC 08/24/2024 9636 Garden Grove Blvd, Ste #7 N/A Garden Grove, CA 92844 714-487-7926 424-P010187040A-000-000-0000000-0000 08/24/2024 17:16 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. Digitally signed by California Home Energy Efficiency Rating Services (CHEERS). This digital signature is provided in order to secure the content of this registered document, and in no way implies Registration Provider responsibility for the accuracy of the information. 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: xuanhungus@yahoo.com Hung Tran 1602 West Brook Street Santa Ana, CA 92703 Subject: Address Assignment for a Detached Accessory Dwelling Unit located at 1602 West Brook Street (APN: 109-362-01) in Santa Ana, CA Dear Hung, 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 799-square-foot ADU at 1602 West Brook Street (APN: 109-362-01). 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 To subdivide commercial and/or residential units into multiple units, a building permit (and all other associated permits), plans, and inspection approvals by the PBA are required. The address will be verified during inspections by the Building Safety Division. Please update your records accordingly. Should you have any questions, feel free to contact me by phone at (714) 664-2753 or by email at PRaj@santa-ana.org. Sincerely, Punkaj Raj Planning Technician Exhibit A – Address Plan Address Letter for 1602 West Brook Street Page 2 of 2 c: Vencent Quaglia, United States Post Office Chris Tuiolosega, United States Post Office Cipriano Corona, Marketing Manager, United States Post Office Alex Alvarez, Postmaster Santa Ana, United States Post Office Federal Express, Administration Cathy Joseph, Garden Grove Unified School District Christine Hy, Garden Grove Unified School District Cathy Slader, Orange Unified School District Orin Williams, Santa Ana Unified School District Yvette Miranda, Santa Ana Unified School District Cristina Bernal, Tustin Unified School District Mishele Richards, Orange County Fire Authority, GEO Files Coordinator Orange County Fire Authority Neal Kelly, Registrar of Voters Members, Board of Supervisors Southern California Gas Company Southern California Edison Company Claude Parrish, County Assessor's Office SAG, AT&T UPS, Administration City Manager’s Office Beverly Martin, Police Community Services Specialist Boris Duran, Police Systems Manager Jennifer Mendoza, Police Communications Manager Chris Hubbard, Police Systems Support Analyst Alejandra Gutierrez, Treasury & Customer Services Manager Hector Jimenez, Revenue Supervisor Alfonso Chavez, Utilities Customer Services Supervisor Judson Brown, Housing & Neighborhood Development Manager Rudy Rosas, Principal Civil Engineer Zdenek (Zed) Kekula, Principal Civil Engineer Jason Kwak, Building Safety Manager Evelyn LaRocca, Permit Supervisor Kathy Hernandez, Permit Technician Julie Amsden, Permit Technician Ali Pezeshkpour, Planning Manager Jerry Guevara, Senior Planner Alvaro Nunez, PBA Assistant Director and Code Enforcement Manager S CITY OF SANTA ANA PL 53' Plannin a d Building Agency - Approved FORPEF MIT ISSUANCE O a z Master ID: Date: (N) A (E) DRIVEWAY (E) GARAGE 1602 W BROOK ST, UNIT 2 umE f7 O CM L0 0 r J ! J n- L2 (E) MAIN HOUSE 1602 W BROOK ST. (E) LANDSCAPE TO. REMAIN I LANDSCAPE TOREMAIN TO REMAIN - (E)DRIVEWAY (E)LANDSCAPE '* TO REMAIN PL 42.6' (E) WATER METER Y Planning & Building Agency Building and Safety Division 20 Civic Center Plaza P.O. Box 1988 (M-19) Santa Ana, CA 92702 (714)-647-5800 www.santa-ana.org DETACHED ADU - GRADING PERMIT EXEMPTION CHECKLIST PCC-16 REV: 09/03/2020 Page 1 of 1 THIS FORM SHALL BE COMPLETED BY A CALIFORNIA REGISTERED CIVIL ENGINEER. Instructions: In order to qualify for the grading permit exemption for detached Accessory Dwelling Unit (ADU) projects per handout PCC-15, the registered civil engineer of record shall complete all sections, check all boxes and sign the certification section below. A copy of this checklist shall be attached to each of TWO sets of plans. If answering NO to any of the questions, a grading permit shall be required. Project Address: Yes No 1. ☐ ☐ I have provided two sets of site drainage plans that is stamped, signed and dated by a California professional civil engineer, to be submitted with the building submittal package. 2. ☐ ☐ I have calculated the total amount of soil being cut or filled on this project is less than 50 cubic yards. 3. ☐ ☐ The site drainage plans include the following, but not limited to, location of all existing and proposed structures, property lines, right-of-way lines, and easements, including dimensions and setbacks; drainage slopes and flow patterns, drainage systems such as swales, french drains, water collection and disposal systems, etc. 4. ☐ ☐ I have designed drainage such that surface water flows away from buildings and adjoining property lines, in accordance with all applicable codes. 5. ☐ ☐ I have designed grading such that it will not adversely affect the adjoining properties. 6. ☐ ☐ I have designed the grade to fall not fewer than 6 inches within the first 10 feet from the foundation walls. Where lot lines, walls, slopes or other physical barriers prohibit 6 inches of fall within 10 feet, I have designed drains or swale to ensure drainage away from the structure. I have designed any impervious surfaces within 10 feet of the building foundation to be sloped not less than 2 percent away from the building. 7. ☐ ☐ I will provide a final certification letter stating that the grades were constructed per the approved site drainage plan, and will submit this certification letter to the building inspector prior to final inspection. I certify under penalty of perjury under the laws of the State of California that the above is true: Print Name: Signature: Licensed Number: Date: Phone Number: Email Address: 1602 W BROOK ST, UNIT 2, SANTA ANA, CA 92703 X X X X X X X TRUONG DONG C33642 714-204-2874 6/29/2024 TRUONGDONG@GMAIL.COM O R A N G E C O U N T Y F I R E A U T H O R I T Y Plan Submittal Criteria Form Required for Single Family or Duplex Residences (Use Commercial form for lots with 3+ dwelling units or new residential tracts) Complete the Project Information and Questionnaire below, then sign and date the Applicant Certification. Project Information  New Single Family Residence/Duplex  Addition/Remodel  ADU  Other Address: Unit #: City or Unincorporated County Area: ZIP: Scope of Work: Existing Area: Area to be Added: Total Resulting Area: Stories: Area Added in Past 2 Years (excluding this project): Yes No Questionnaire OCFA Plan Type if “Yes” 1.   New – Is this a new single family residence or duplex? *(PR160) Residential Site with Water Availability (PR400-402) Fire Sprinkler 2.   ADU – Is this a new Accessory Dwelling Unit (ADU) on the same property as a house that already has fire sprinklers or a house that will have fire sprinklers added as part of this project? (PR400-402) Fire Sprinkler 3.   Addition – Is this (A) an addition to a currently sprinklered building, or (B) an addition requiring a fire sprinkler retrofit based on a threshold set by local ordinance? (PR400-402) Fire Sprinkler 4.   Distance – Is the most remote portion of the addition, ADU or other detached structure greater than 140-feet from the fire access roadway? *(PR160) Residential Site 5.   Total Area – Will the addition result in a total area of greater than 3,600 square feet (sf) for non- sprinklered buildings, or greater than 6,200 sf for sprinklered buildings, including the area of all enclosed spaces, such as garages, stairs, and detached structures separated by less than 10-feet? *(PR160) Residential Site with Water Availability 6.   Remodel – Is this a remodel of a sprinklered building with a scope of work that includes adding or removing any interior walls? Note: If “Yes”, then project must be evaluated by a C-16 licensed contractor to determine if a fire sprinkler modification is needed. (PR400-402) Fire Sprinkler 7.   Detached Structure – Is this a new detached utility or accessory structure (not an ADU), such as a garage, workshop, game room, pool house, barn, etc., requiring fire sprinklers based on a threshold set by local ordinance? *(PR160) Residential Site (PR400-402) Fire Sprinkler 8.   Gate – Is a gate being installed across a driveway or road that is designated as a fire department access roadway, or a driveway or road that serves more than a single home/duplex? (PR180) Gate 9.   Methane – Is project located in or less than 100’ from a “Division of Oil, Gas, and Geothermal Resources” (DOGGR) field boundary or well (active or abandoned), less than 300-feet from an oil/gas seep, or less than 1000-feet from a landfill? (Note: For projects in Yorba Linda, this requirement only applies to new homes, enclosed accessory structures, addition to existing structure greater than 1000 sf, and ADU’s). *(PR160) Residential Site *(PR172-174) Methane Test/Mitigation Plans 10.   Vegetation – Is the property/structure (A) on the perimeter of a community containing, or adjacent to slopes or hills, or (B) adjacent to an open space or wildland area containing non-irrigated vegetation, or (C) in a State Responsibility Area or Local Responsibility Area “Fire Hazard Severity Zone”, as defined by the State, or (D) near an area that could be affected by a wildfire in the open space. *(PR125) Fuel Modification (PR182) Accessory Structure *OCFA approval required before issuance of a grading/building permit. All other plans types may be deferred submittals. Applicant Certification I certify, under penalty of perjury, under the laws of the State of California, that the information above is true: Print Name:_______________________________________ Signature:___________________________________________ Date:______________ Phone Number:_____________________________________________ Email:_____________________________________________________________ Attention Building Department Staff – After you’ve verified all questions were answered accurately as “No”, then you may accept this signed form as a written release that an OCFA review is not required. If any questions were answered as “Yes”, then the plan type on the right side may be required. ______If all answers are “No” and the Building Department still requires the applicant to have their plans reviewed by OCFA, or if any answers are “Yes” and the Building Department prefers for OCFA to determine if a review is required, please initial this line and provide an explanation on the Plan Referral Form (on the reverse), to be submitted along with the appropriate plans to OCFA for a determination. For questions and submittal information, please visit ocfa.org, or call OCFA at (714) 573-6100 SFR CITY OF SANTA ANA SphfA Planning and Building Agenc Certificate of Compliance 522 Payment of School Facility Fees Approved °fcNoo�°� Santa Ana Unified School District FOR PERMIT ISSUANCE Name (First, MI. Last) Telephone Ma un Train A Lista Tham 114 2100 4 I Project Address Tract/Parcel Number 11i W "Brook St , 5ui+e #Z I0lt20V}8 Citv, State, Zip Code Santa Ate, CA 12103 Name (First, Ml, Last) I Telephone Use of Building (check) Type of Project (check) Residential I? Commercial ❑ Senior Housing ❑ New M Addition ❑ Alteration ❑ Description of Project New attached ADU -io exi s- inq de+ached garage Number of Square Feet of Residential Space �qq Number of Square Feet of Commercial Space Sq.Ft x $ 5.14 (Dev. Fee) Sq.Ft x $ (Dev. Fee). Total S 4,i30.S3 Total $ The above representations as to square footage are true. Applicant agrees that if it is later determined that such representations are not true, then this certificate shall automatically terminate, and the appropriate City/County shall be notified- Applicant is hereby noticed that any party filing a protest regarding the imposition of fees pursuant to Government Code Section 53080 must do so within 90 days from the payment of the fee. Applicant4NawPlease Print) Signatur Date This certifies that the above -named Applicant has paid school facility fees in compliance with all existing and applicable sections of the Government Code and Education Code. llN42 5 VSataAna Unified School District Ant h ized Representative Date DISTRIBUTION While - City/County Canary - Applicant Pink - Facilities