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HomeMy WebLinkAbout1005 S Virlee St Unit# 2 - PlanSCALE: N.T.S. N PROJECT LOCATION CO P Y R I G H T © W A N G T A S T I C A R C H D E I S G N L L C 2 0 2 3 G E N E R A L N O T E S A B B R E V I A T I O N S G E N E R A L S Y M B O L S V I C I N I T Y M A P A.B. ABV AC A/C A.D. ADD ADJ ADJA AFF AGGR. AL ALT ANCH ANOD APPROX ARCH ASPH AUTO AVG BBD BD BLDG BLK BLKG BLW BM BOT B.O.B. B.O.C. B.O.F. B.O.S. B.O.W. BRZWY BS BTWN B.U.R. BW CAB C.B. CEM CER CF CI C.I.P. C.J. CLG CLKG CLO CLR CM CMU CNTR CO COL CONC COND CONN CONSTR CONT CONTR CORR CPT CRS CS.J. CTR CTSK D DA DBL DEPT D.F. DIA DIM DISP DN DR DS DSP DTL DWG DWR E EA EF EIFS ELEC ELEV EP ENCL EMER EQ EQPT EST ANCHOR BOLT ABOVE ACOUSTICAL AIR CONDITIONER (ING) AREA DRAIN ADDENDUM ADJUSTABLE ADJACENT ABOVE FINISHED FLOOR AGGREGATE ALUMINUM ALTERNATE ANCHOR, ANCHORED ANODIZED APPROXIMATE ARCHITECTURAL ASPHALT AUTOMATIC AVERAGE BULLETIN BOARD BOARD BUILDING BLOCK BLOCKING BELOW BEAM BOTTOM BOTTOM OF BEAM BOTTOM OF CONCRETE BOTTOM OF FOOTING BOTTOM OF STEEL BOTTOM OF WALL BREEZEWAY BOTH SIDES BETWEEN BUILT-UP ROOFING BOTH WAYS CABINET CATCH BASIN CEMENT CERAMIC CUBIC FOOT CAST IRON CAST-IN-PLACE CONTROL JOINT CEILING CAULKING CLOSET CLEAR CHANGE OF MATERIAL CONCRETE MASONRY UNIT COUNTER CLEAN-OUT COLUMN CONCRETE CONDITION CONNECT(ED), CONNECTION CONSTRUCTION CONTINUOUS CONTRACTOR CORRIDOR CARPET COURSE CONSTRUCTION JOINT CENTER COUNTERSINK DEEP, DEPTH DOUBLE ACTING DOUBLE DEPARTMENT DRINKING FOUNTAIN DIAMETER DIMENSION DISPENSER DOWN DOOR DOWNSPOUT DRY STANDPIPE DETAIL DRAWING DRAWER EAST EACH EACH FACE EXTERIOR INSULATED FINISH SYSTEM ELECTRIC ELEVATOR ELECTRICAL PANEL BOARD ENCLOSURE EMERGENCY EQUAL EQUIPMENT ESTIMATE EW EWC EXP EXPO EXST EXT FA FB FBO FD FDN FE FEC FGL FHC FIN FL FLDG FLUOR F.N.D. F.O. F.O.C. F.O.F. F.O.M. F.O.S. FPRF FR FT FTG FURR F.V. GA GALV G.B. G.I. GI GND G.O. GR GYP H H.B. HDBD HDR HDWD HDW H.M. HORIZ HR HT HTR I.B.C. I.B.O. I.D. INCL INFO INSUL INT. JAL JAN JST JT. KIT. K.O. L LAB LAM LAV LT. MAX M.C. M.CL. MED MEM MFR M.H. MIN. MIR. MISC. M.O. MTD MTL N NAT N.I.C. NO. NOM N.T.S. O.A. OBS O.C. O.D. EACH WAY ELECTRIC WATER COOLER EXPANSION EXPOSED EXISTING EXTERIOR FIRE ALARM FIBERBOARD FURNISHED BY OTHERS FLOOR DRAIN FOUNDATION FIRE EXTINGUISHER FIRE EXTINGUISHER CABINET FIBERGLASS FIRE HOSE CABINET FINISH FLOOR FOLDING FLUORESCENT FEMININE NAPKIN DISPENSER FACE OF FACE OF CONCRETE FACE OF FINISH FACE OF MASONRY FACE OF STUDS FIREPROOF FRAME FOOT, FEET FOOTING FURRED, FURRING FIELD VERIFY GAGE, GAUGE GALVANIZED GRAB BAR GALVANIZED IRON GLASS GROUND GAS OUTLET GRADE GYPSUM HIGH HOSE BIB HARDBOARD HEADER HARDWOOD HARDWARE HOLLOW METAL HORIZONTAL HOUR HEAT HEATER INSTALLED BY CONTRACTOR INSTALLED BY OWNER INSIDE DIAMETER INCLUDED, INCLUSIVE INFORMATION INSULATE(D), (ING) INTERIOR JALOUSIE JANITOR JOIST JOINT KITCHEN KNOCKOUT LONG, LENGTH LABORATORY LAMINATE LAVATORY LIGHT MAXIMUM MEDICINE CABINET MODULAR CLOSET SYSTEM MEDIUM MEMBRANE MANUFACTURER MANHOLE MINIMUM MIRROR MISCELLANEOUS MASONRY OPENING MOUNTED METAL NORTH NATURAL NOT IN CONTRACT NUMBER NOMINAL NOT TO SCALE OVERALL OBSCURE ON CENTER OUTSIDE DIAMETER O.F.C.I. O.F.O.S. OFF O.H. OPG OPP PC PL PL.LAM. PLBG PLYWD PNL PR PT P.T.D. PTN PVC Q.T. QTY R. R.D. RDWD REF REINF REV RFL R.H. RID R.L. RM R.O. S.C. SCHED SCR S.D. SECT SH SHT SIM SL SMACNA SOLDR. SPEC SQ SS STA STD STL STOR STR SUSP SYS SYM T.B. T.B.D TEL TEMP T&G THK THR TKBD T.O. T.O.B. T.O.C. T.O.F. T.O.S. T.O.W. T.P.H. TR TV TYP U.O.I. U.O.N. U/S V.B. VER VEST V.T. VWC W W/ W.C. WD WDW WH W/O WP WPM W.R. WT W.W.M. OWNER FURNISHED CONTRACTOR INSTALLED OUTSIDE FACE OF STUD OFFICE OPPOSITE HAND OPENING OPPOSITE PIECE PLATE PLASTIC LAMINATE PLUMBING PLYWOOD PANEL PAIR POINT PAPER TOWEL DISPENSER PARTITION POLYVINYL CHLORIDE QUARRY TILE QUANTITY RISER; RADIUS ROOF DRAIN REDWOOD REFERENCE REINFORCED(ING) REVISED, REVISION REFLECTED ROBE HOOK RIDGE ROWLOCK COURSE ROOM ROUGH OPENING SOLID CORE SCHEDULE SCREEN SOAP DISPENSER SECTION SHELF SHEET SIMILAR SLOPE SHEET METAL AND AIR CONDITIONING CONTRACTORS NATIONAL ASSOCIATION SOLDIER COURSE SPECIFICATION SQUARE STAINLESS STEEL STATION STANDARD STEEL STORAGE STRUCTURAL SUSPENDED SYSTEM SYMMETRICAL TOWEL BAR TO BE DETERMINED TELEPHONE TEMPERED TONGUE AND GROOVE THICK THRESHOLD TACK BOARD TOP OF TOP OF BEAM TOP OF CONCRETE TOP OF FOOTING TOP OF SLAB TOP OF WALL TOILET PAPER HOLDER TREAD TELEVISION TYPICAL UNLESS OTHERWISE INDICATED UNLESS OTHERWISE NOTED UNDERSIDE VAPOR BARRIER VERIFY VESTIBULE VINYL TILE VINYL WALL COVERING WIDE WITH WATER CLOSET WOOD WINDOW WATER HEATER WITHOUT WATERPROOF WATERPROOF MEMBRANE WATER RESISTANT WEIGHT WELDED WIRE MESH 00 DOOR DESIGNATION RE: DOOR SCHEDULE # A#.## CALLOUT NUMBER SHEET NUMBER, TYP. # SCALE LOCATION ELEVATION ELEVATION DATUM #REVISION NUMBER AREA OF REVISION # A#.##EXTERIOR ELEVATION # A#.## BUILDING SECTION WALL SECTION #VIEW TITLE VIEW NUMBER #WINDOW DESIGNATION RE: WINDOW SCHEDULE KEY NOTE INTERIOR ELEVATION(S) DIMENSION (TO FACE OF STUD OR MASONRY) # #ROOF/CEILING SLOPE (ELEVATION/SECTION) 0'-1" EQ. EQ. SLOPE SLOPE (ELEVATION) #" per ft. SLOPE (PLAN) X"STEP IN SLAB # A#.## # A#.## # # SLOPE #" per ft. 00 #" = #'-#" STRUCTURAL GRID # P R O J E C T C O D E: I S S U E D A T E: R E V I S I O N S S H E E T N U M B E R D R A W I N G S P R E P A R E D F O R : S H E E T N A M E 1005 S. VIRLEE ST. SANTA ANA, CA 92704 OWNER: SCOPE OF WORK PROPERTY SUMMARY BUILDING SUMMARY AREA SUMMARY PARKING SUMMARY FIRE SPRINKLER SUMMARY APPLICABLE CODES SHEET INDEX PROJECT TEAM STRUCTURAL ENGINEER: DESIGNER: DRAWINGS, SPECIFICATIONS, AND OTHER DOCUMENTS, INCLUDING THOSE IN ELECTRONIC FORM, PREPARED BY WANGTASTIC ARCHDESIGN LLC ARE INSTRUMENTS OF SERVICE FOR USE SOLELY WITH RESPECT TO THIS PROJECT. WANGTASTIC ARCHDESIGN LLC SHALL BE DEEMED THE AUTHORS AND OWNERS OF THEIR RESPECTIVE INSTRUMENTS OF SERVICE AND SHALL RETAIN ALL COMMON LAW, STATUTORY AND OTHER RESERVED RIGHTS, INCLUDING COPYRIGHTS. VISUAL CONTACT WITH THESE DOCUMENTS CONSTITUTE PRIMA FACIE ACCEPTANCE OF THESE CONDITIONS. © WANGTASTIC ARCHDESIGN LLC 2023 LEGAL DESCRIPTION: N TR 2535 LOT 28 C: \ U s e r s \ A l a n L i \ D e s k t o p \ B u s i n e s s \ A r c h i t e c t u r a l P r o j e c t s \ 2 0 2 3 P r o j e c t s \ 0 1 4 _ M S A _ M a i S a n t a A n a A D U \ 3 _ D r a w i n g s \ 2 _ R e v i t \ M S A _ M a i S a n t a A n a A D U . r v t 4/ 3 0 / 2 0 2 4 8 : 4 6 : 4 8 P M MAI SANTA ANA ADU 10/09/2023 CD / PERMIT A0.0 COVER SHEET ANGIE MAI 23-014 MA I S A N T A A N A A D U 10 0 5 S V I R L E E S T U N I T 2 SA N T A A N A , C A 9 2 7 0 4 ADDRESS: APN: TRACT: LOT: ZONING: SETBACK FRONT: CORNER SIDE: INTERIOR SIDE: REAR: HEIGHT LIMIT: 1005 S VIRLEE ST, SANTA ANA, CA 92704 108-344-01 2535 28 R-1 REQUIRED PROPOSED 20' 84'-10" 10' 13'-6" 5' 6' 5' 6' 20' 19' - 11 1/4" OCCUPANCY GROUP: CONSTRUCTION TYPE: STORIES: DWELLING UNITS: R3 & U V-B 2 2 LOT AREA: MAX LOT COVERAGE: R OCCUPANCY FIRST FLOOR SECOND FLOOR U OCCUPANCY GARAGE COVERED FRONT PORCH TOTAL AREA BLDG COVERAGE EXISTING BUILDING AREA: EXISTING FAR: EXISTING LOT COVERAGE: EXISTING OPEN SPACE AREA: PROPOSED BUILDING AREA: PROPOSED FAR: PROPOSED LOT COVERAGE: PROPOSED OPEN SPACE AREA: MAIN HOUSE LIVING SF / ADU LIVING SF RATIO: 7,438 SF 35% EXISTING NEW TOTAL 1,370 SF 616 SF 1,986 SF 367 SF 367 SF 190 SF 254 SF 444 SF 60 SF 53 SF 113 SF 1,620 SF 1,290 SF 2,910 SF 1,620 SF 923 SF 2,543 SF 1,370 SF 1,370 / 7,438 = 0.18 1,620 / 7,438 x 100% = 21.78% < 35% 3,974 SF 2,910 SF 2,910 / 7,438 = 0.39 2,543 / 7,438 x 100% = 34.19% < 35% 2,698 SF 983 SF / 1,370 SF = 0.72 EXISTING PARKING: PROPOSED PARKING: EXISTING: UNSPRINKLERED PROPOSED: : UNSPRINKLERED 2022 CALIFORNIA BUILDING CODE 2022 CALIFORNIA RESIDENTIAL CODE 2022 CALIFORNIA ELECTRICAL CODE 2022 CALIFORNIA MECHANICAL CODE 2022 CALIFORNIA PLUMBING CODE 2022 CALIFORNIA FIRE CODE 2022 CALIFORNIA ENERGY CODE 2022 CALIFORNIA GREEN BUILDING STANDARDS CODE 2022 CALIFORNIA ENERGY EFFICIENCY STANDARDS 2022 CITY OF SANTA ANA MUNICIPAL CODE ANGIE MAI 1005 S VIRLEE ST, SANTA ANA, CA 92704 P: 714.391.3764 ANGIEMAI83@GMAIL.COM 1. APPLICATIONS FOR WHICH NO PERMIT IS ISSUED WITHIN 180 DAYS FOLLOWING THE DATE OF APPLICATION SHALL AUTOMATICALLY EXPIRE. (R105.3.2 CRC) 2. EVERY PERMIT ISSUED SHALL BECOME INVALID UNLESS WORK AUTHORIZED IS COMMENCED WITHIN 180 DAYS AFTER ITS ISSUANCE OR IF THE WORK AUTHORIZED IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS. A SUCCESSFUL INSPECTION MUST BE OBTAINED WITHIN 180 DAYS. (R105.5 CRC) 3. THIS CONSTRUCTION REQUIRES THE INSTALLATION OF A PHOTOVOLTAIC SYSTEM IN COMPLIANCE WITH THE APPROVED ENERGY COMPLIANCE. PLEASE INDICATE THIS ON THE COVER SHEET AS A DEFERRED SUBMITTAL. 4. ALL WORK SHALL COMPLY WITH ALL LOCAL BUILDING CODES, LAWS, ORDINANCES, RULES AND REGULATIONS OF THE PUBLIC AUTHORITIES GOVERNING THE WORK. 5. CONTRACTOR SHALL OBTAIN AND PAY FOR ALL NECESSARY PERMITS FROM ALL AGENCIES HAVING JURISDICTION OVER THE WORK, EXCEPT ONLY GENERAL BUILDING PERMIT. 6. VERIFY ALL CONDITIONS AND DIMENSIONS AT THE JOB SITE. DEVIATIONS FROM THE CONTRACT DOCUMENTS SHALL BE REPORTED TO THE ARCHITECT BEFORE PROCEEDING WITH THE WORK. COMMENCEMENT OF WORK SHALL BE CONSTRUED AS ACCEPTANCE OF ALL CONDITIONS, DIMENSIONS, AND SUBSTRATES. 7. DRAWINGS ARE NOT TO BE SCALED; USE WRITTEN DIMENSIONS ONLY. REPORT DIMENSIONAL DISCREPANCIES TO THE ARCHITECT BEFORE PROCEEDING WITH THE WORK. 8. MAINTAIN A COMPLETE SET OF DRAWINGS AND SPECIFICATIONS ON THE JOB SITE AT ALL TIMES, INCLUDING COPIES OF ALL THE ARCHITECT'S SUPPLEMENTAL INSTRUCTIONS, CONSTRUCTION CHANGE AUTHORIZATIONS, REVIEWED SHOP DRAWINGS AND PROJECT SUBMITTALS. 9. ALL MATERIALS, COMPONENTS, FINISHES, EQUIPMENTS SHALL BE INSTALLED IN ACCORDANCE WITH THE SPECIFICATIONS OR MANUFACTURER 'S RECOMMENDATIONS, OR INDUSTRY STANDARDS WHICHEVER IS MORE STRINGENT. 10. CONTRACTOR SHALL VERIFY ALL LOCATIONS OF TOILETS, VENTS, DUCTS, PLUMBING STACKS AND ANY OTHER PENETRATION OF THE FLOOR CEILING ASSEMBLY. ALL PENETRATIONS SHALL NOT OCCUR ON ANY SECTION OF THE FOUNDATIONS. NOTIFY ARCHITECTS OF ANY LOCATION THAT WOULD REQUIRE PENETRATION OF THE FOUNDATION. 11. ALL FINISH GRADES SHALL SLOPE AWAY FROM THE BUILDING AT 2% MINIMUM. 12. DAMP-PROOF ALL WALLS AND FOUNDATIONS BELOW GRADE. 13. STUD WALLS SHALL BE FIRE BLOCKED AT FLOOR, CEILING (INCLUDING FURRED AREAS), AND MID-HEIGHT OF STUD SPACES MORE THAN 8'-0" HIGH. 14. ALL INSULATION SHALL BE CERTIFIED BY THE MANUFACTURER AS COMPLYING WITH THE CALIFORNIA QUALITY STANDARDS FOR INSULATION MATERIAL. DOOR & WINDOWS BETWEEN CONDITIONED & UNCONDITIONED SPACE SHALL BE FULLY WEATHER- STRIPPED. 15. FLASH EXTERIOR OPENINGS. WINDOW HEAD FLASHING TO LAP OVER JAMB FLASHING AND JAMB FLASHING TO LAP OVER SILL FLASHING. 16. ALL DOORS, OVERHEAD DOORS, UTILITIES, PIPES, LADDERS, SCUPPER AND DOWNSPOUTS ARE TO BE PAINTED TO MATCH THE ADJACENT MATERIAL. 17. BATHTUB AND SHOWER FLOORS, WALLS ABOVE BATHTUBS WITH A SHOWERHEAD, AND SHOWER COMPARTMENTS SHALL BE FINISHED WITH A NON-ABSORBENT SURFACE. SUCH WALL SURFACES SHALL EXTEND TO A HEIGHT OF NOT LESS THAN 6 FEET ABOVE THE FLOOR. (R307.2) 18. BACK DRAFT DAMPERS ARE REQUIRED ON BATHROOM VENTILATION FANS, FANS MUST VENT THROUGH AN APPROVED DUCT AND SHALL TERMINATE AT LEAST 3’ FROM AN OPENING OR PROPERTY LINE. 19. AN APPROVED SMOKE ALARM SHALL BE INSTALLED IN EACH SLEEPING ROOM AND HALLWAY OR AREA GIVING ACCESS TO A SLEEPING ROOM, AND ON EACH STORY & BASEMENT FOR DWELLINGS WITH MORE THAN ONE STORY. SMOKE ALARMS SHALL BE INTERCONNECTED SO THAT ACTUATION OF ONE ALARM WILL ACTIVATE ALL THE ALARMS WITHIN THE INDIVIDUAL DWELLING UNIT. IN NEW CONSTRUCTION SMOKE ALARMS SHALL RECEIVE THEIR PRIMARY POWER SOURCE FROM THE BUILDING WIRING & SHALL BE EQUIPPED WITH BATTER BACK UP & LOW BATTERY SIGNAL. (R314) 20. AN APPROVED CARBON MONOXIDE ALARM SHALL BE INSTALLED IN DWELLING UNITS AND IN SLEEPING UNITS WITHIN WHICH FUEL-BURNING APPLIANCES ARE INSTALLED AND IN DWELLING UNITS THAT HAVE ATTACHED GARAGES. CARBON MONOXIDE ALARM SHALL BE PROVIDED OUTSIDE OF EACH SEPARATE DWELLING UNIT SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOM(S) & ON EVERY LEVEL OF A DWELLING UNIT INCLUDING BASEMENTS. (R315) 21. FOR ROOF SLOPES < 2:12 SRI VALUES OF AT LEAST 75 OR BOTH A 3 YEAR SOLAR REFLECTANCE OF AT LEAST 0.75. 22. PROVIDE RAIN GUTTERS AND DOWNSPOUTS TO DRAIN ROOF WATER AND CARRY IT VIA NON -EROSIVE MEANS TO THE STREET. GUTTERS SHALL BE SECURED AT LEAST EVERY 36" WITH MALLEABLE METAL HANGERS. 23. PROVIDE EMERGENCY EGRESS FROM SLEEPING ROOMS. SHOW DETAILS ON PLANS. MINIMUM - 24" CLEAR HEIGHT, 20" CLEAR WIDTH, 5.7 SF MINIMUM AREA (5.0 SF AT GRADE LEVEL) & 44" MAXIMUM TO SILL. (R310.2.1) 24. BUILDINGS SHALL HAVE APPROVED ADDRESS NUMBERS, BUILDING NUMBERS OR APPROVED BUILDING IDENTIFICATION PLACED IN A POSITION THAT IS PLAINLY LEGIBLE AND VISIBLE FROM THE STREET OR ROAD FRONTING THE PROPERTY. (R319) 25. PV SYSTEM WILL BE REQUIRED. SOLAR SYSTEM WILL BE SUBMITTED UNDER A SEPARATE SUBMITTAL AND SHALL BE APPROVED AND PERMITTED PRIOR TO BUILDING FRAME INSPECTION IS SCH EDULE. WANGTASTIC ARCHDESIGN LLC 6302 E 142ND PL THORNTON, CO 80602 P: 720.238.9094 WANGTASTICARCHDESIGN@GMAIL.COM RL ENGINEERING 20716 ARLINE AVE. LAKEWOOD, CA 90715 P: 415.887.8691 RONG.RLENGR@GMAIL.COM 1 COVERED PARKING SPACE (HOUSE) 1 COVERED PARKING SPACE (ADU) SHEET NUMBER SHEET NAME A0.0 COVER SHEET A1.0 EXISTING SITE PLAN A1.1 SITE PLAN A2.1 FLOOR PLANS A2.2 ROOF PLAN A3.1 EXTERIOR ELEVATIONS A4.1 BUILDING SECTIONS A7.1 DETAILS SN1 GENERAL NOTES S1 FOUNDATION PLAN S2 FLOOR FRAMING PLAN S3 ROOF FRAMING PLAN SD1 STRUCTURAL DETAILS SD1.1 STRUCTURAL DETAILS SD2 STRUCTURAL DETAILS SD3 STRUCTURAL DETAILS SD4 STRUCTURAL DETAILS 1 of 3 RESIDENTIAL T24 SHEET 2 of 3 RESIDENTIAL T24 SHEET 3 of 3 RESIDENTIAL T24 SHEET NEW DETACHED ACCESSORY DWELLING UNIT, INCLUDING: - TWO BEDROOMS - TWO BATHROOM - ONE LOFT AREA - KITCHEN AND LIVING AREA DEMOLISION OF UNPERMITTED STORAGE ON EXISTING SINGLE FAMILY DWELLING DATE NO. DESCRIPTION 02/23/2024 1 BUILDING COMMENTS 04/23/2024 2 BUILDING COMMENTS 2 Bldg# 101118024 APPROVALS: PLNG - PRaj BLDG - TLe POLICE - BMartin 1005 S Virlee St Unit# 28/26/2024 11 5 ' - 0 " （E) PRIMARY HOUSE 1,370 SF （E) 1-CAR GARAGE 200 SF 9' - 4" 44' - 0" 39 ' - 2 " REQ'D SETBACK 10' - 0" RE Q ' D S E T B A C K 5' - 0 " REQ'D SETBACK 5' - 0" (E) 3' H BRICK FENCE 6'H BRICK FENCE (E) 6'H BRICK FENCE (E) TURF (E) CONC. (E) CONC. DRIVEWAY (E) 6' H BRICK FENCE (E) TURF (E)W/M VIRLEE ST KE N T A V E (E ) 2 % (E ) 2 % (E ) 2 % (E ) 2 % 30 ' - 0 " 40' - 0" 65' - 0" PROPERTY LINE 65' PROPERTY LINE 65' PR O P E R T Y L I N E 1 1 5 ' PR O P E R T Y L I N E 1 1 5 ' (E) 4'H IRON & BRICK FENCE (E) SIDE WALK (E) LANDSCAPE (E ) L A N D S C A P E (E) CITY SANITARY SEWER MAIN 8" VCP (E) CITY 6” CAST IRON WATER MAIN 27 ' - 0 " 8' - 8" 11' - 8" 48 ' - 1 0 " (E) METAL SIDE GATE 3: 1 2 P I T C H 3: 1 2 P I T C H 3:12 PITCH 3:12 PITCH EA S E M E NT 6' - 0 " EASEMENT 6' - 0" (E) UNPERMITTEDS STRUCTURES TO BE DEMOLISHED (E) UNPERMITTED STRUCTURES TO BE DEMOLISHED (E) UNPERMITTED ENCLOSURE TO BE ADDRESSED AT A LATER TIME CO P Y R I G H T © W A N G T A S T I C A R C H D E I S G N L L C 2 0 2 3 P R O J E C T C O D E: I S S U E D A T E: R E V I S I O N S S H E E T N U M B E R D R A W I N G S P R E P A R E D F O R : S H E E T N A M E 1005 S. VIRLEE ST. SANTA ANA, CA 92704 D: \ 2 0 2 3 1 0 0 5 _ M S A _ M a i S a n t a A n a A D U . r v t 10 / 5 / 2 0 2 3 1 0 : 2 4 : 5 3 A M MA I S A N T A A N A A D U 10 0 5 S . V I R L E E S T . , SA N T A A N A , C A 9 2 7 0 4 10/06/2023 PERMIT / CD A1.0 EXISTING SITE PLAN ANGIE MAI 23-014 DATE NO. DESCRIPTION 09/28/2023 1 PLANNING COMMENTS N1/8" = 1'-0"1 EXISTING SITE PLAN DEMOLISHED 1005 S Virlee St Unit# 28/26/2024 1005 S Virlee St Unit# 28/26/2024 CO P Y R I G H T © W A N G T A S T I C A R C H D E I S G N L L C 2 0 2 3 P R O J E C T C O D E: I S S U E D A T E: R E V I S I O N S S H E E T N U M B E R D R A W I N G S P R E P A R E D F O R : S H E E T N A M E 1005 S. VIRLEE ST. SANTA ANA, CA 92704 C: \ U s e r s \ a l a n . l i \ D o w n l o a d s \ 2 0 2 3 1 0 0 5 _ M S A _ M a i S a n t a A n a A D U . r v t 10 / 5 / 2 0 2 3 9 : 5 0 : 4 6 A M MA I S A N T A A N A A D U 10 0 5 S . V I R L E E S T . , SA N T A A N A , C A 9 2 7 0 4 10/06/2023 PERMIT / CD A2.01 FLOOR PLANS - DEMO ANGIE MAI 23-014 DATE NO. DESCRIPTION 11'-11" 11 ' - 4 " LIVING ROOM 8'-0" CLG72 x 4 8 HH : 7 8 8'-0" CLG BEDROOM 8'-0" CLG 8' - 0 " C L G 48 x 4 8 HH : 7 8 36x36 HH: 78 8'-0" CLG 8'-0" CLG 36x12 HH: 80 36x36 HH: 80 BEDROOM 8'-0" CLG 8' - 0 " C L G 48 x 4 8 HH : 8 0 36x24 HH: 80 8'-0" CLG BEDROOM 8'-0" CLG 8'-0" CLG 72 x 3 6 HH : 7 8 8'-0" CLG FAMILY ROOM 8'-0" CLG 48 x 4 8 HH : 7 8 DN 2" 7'-9" HIGH KITCHEN 8'-0" CLG REFR DW 48 x 3 6 HH : 8 0 36x48 HH: 85 GARAGE 8'-3" LOW DN 2" WH W D REFR REFR 48x18 HH: 85 10'-11" 11 ' - 4 " 15'-9" 13 ' - 1 " 10'-4" 10 ' - 6 " 9'-3" 18 ' - 2 " 19'-3" 8' - 8 " 19'-3" 9' - 2 " 12 ' - 1 1 " 16'-7" 4'-11" 7' - 1 0 " 7'-4" 7' - 9 " STOR. 7'-4" 3' - 0 " Remove washer/dryers and refrigerators from the garage 1005 S Virlee St Unit# 28/26/2024 CO P Y R I G H T © W A N G T A S T I C A R C H D E I S G N L L C 2 0 2 3 P R O J E C T C O D E: I S S U E D A T E: R E V I S I O N S S H E E T N U M B E R D R A W I N G S P R E P A R E D F O R : S H E E T N A M E 1005 S. VIRLEE ST. SANTA ANA, CA 92704 C: \ U s e r s \ a l a n . l i \ D o w n l o a d s \ 2 0 2 3 1 0 0 5 _ M S A _ M a i S a n t a A na A D U . r v t 1 0 / 5 / 2 0 2 3 9 : 5 0 : 4 6 A M MA I S A N T A A N A A D U 10 0 5 S . V I R L E E S T . , SA N T A A N A , C A 9 2 7 0 4 10/06/2023 PERMIT / CD A2.02 ROOF PLANS - DEMO ANGIE MAI 23-014 DATE NO. DESCRIPTION EXISTING 3:12 EXISTING 3:12 EXISTING 3:12 EXISTING 3:12 EX I S T I N G 3: 1 2 EX I S T I N G 3: 1 2 EX I S T I N G 3: 1 2 EXISTING 3:12 EXISTING 3:12 EXISTING 3:12 EX I S T I N G 3: 1 2 EX I S T I N G 3: 1 2 EX I S T I N G 3: 1 2 EX I S T I N G 3: 1 2 EXISTING 3:12 EXISTING 5:12 EXISTING 5:12 EXISTING 3:12 1'-9" 10 " 1005 S Virlee St Unit# 28/26/2024 UP DN 4 AD A3.1 3 A3.1 1 A3.1 2 A3.14 1 A4.1 2 A4.1 1 BEDROOM #1 9'-0" X 10'-4" GARAGE 11'-2" X 21'-0" BATH #1 29 ' - 0 " 16 ' - 6 " LIVING ROOM 10'-2" X 9'-6" KITCHEN 11'-7" X 11'-0" 24' - 2" 2' - 0" 6' - 0" CLOSET 45 ' - 6 " LAUNDRY DINING 11'-7" X 7'-6" STORAGE PORCH 5/8" TRESHOLD @ DOOR 3' - 2" 3' - 0" 3' - 4" 2' - 0" 1' - 6" 1' - 6" PANTRY 5' - 0 " 6' - 8 " 4' - 3 1 / 2 " 3' - 8 " 3' - 2 1 / 2 " 3' - 7 1 / 2 " 3' - 1 " 20 ' - 1 1 1 / 2 " 9' - 6 1/2"2' - 3 1/2" 8' - 0"4' - 4" EQ EQ 1' - 6 " 5' - 6 " 3 ' - 6 " 2 ' - 0 " EQ EQ EQ E Q 1' - 1 0 " 1' - 5 " 2' - 5" 5' - 0 " 5' - 0 " 6' - 0 " 6' - 10" 15 ' - 3 " 5' - 6 " 6' - 0 " EQ EQ 2' - 0 " 25 ' - 0 " 20 ' - 6 " 1' - 8 " D6 D7 D10 W6 D1 D5 D4 D2 D3 W1W1 D8 W2 W2 W1 W1 W5 W1 D4 D9 6' - 7"5' - 3"12' - 4" 1/ 4 " / 1 2 " 1/ 4 " / 1 2 " EQ E Q 307 308 309 310 EW3 EW3 EW3 EW3 EW3 EW3 IW4 IW1 IW2 WOOD RAILING, TYP. *WALL INTERIOR WALLS TO BE IW1 UNLESS OTHERWISE TAGGED, TYP. IW4 CF1 CF1 WOOD FRAMED STAIRS, TYP. LANDING 5' - 0 1/2" 8 EQ TREADS @ 10" 6' - 8" CLR 3' - 1 " 2 " CLR 3' - 1 " 6 EQ TREADS @ 10" 5' - 0" 4 AD A3.1 3 A3.1 1 A3.1 2 A3.14 1 A4.1 2 A4.1 1 MASTER BED 10'-10" X 11'-6" MASTER BATH LOFT 8'-2" X 10'-2" W.I.C STORAGE 2' - 0 " 23 ' - 0 " 20 ' - 6 " 24' - 2" 2' - 0"17' - 2"5' - 0" 45 ' - 6 " 2' - 0 " 12 ' - 0 " 3' - 1 0 " 7' - 2 " 11' - 4"5' - 10" EQ EQ 1' - 8"1' - 8" 1' - 6 " 1 ' - 6 " EQ EQ 5' - 6"2' - 3"9' - 5" 2' - 2" 7' - 8" 2' - 0 " 3' - 2 1 / 2 " 3' - 2 1 / 2 " 3' - 2"3' - 2" W4 D2D3 D1 D2 W3 W3 D4 W3 W3 W7 W7 4' - 0 " 7' - 6 " W6 EQ EQ W5 W5 EW3 EW3 EW3 EW3 IW3 IW3 IW1 *WALL INTERIOR WALLS TO BE IW1 UNLESS OTHERWISE TAGGED, TYP. WOOD RAILING, TYP. WF1 3' - 0 1/2" WINDOW NOTES 1. THE LOAD RESISTANCE OF GLASS UNDER UNIFORM LOAD SHALL BE DETERMINED IN ACCORDANCE WITH ASTM E1300 2. SAFETY GLAZING SHALL BE PROVIDED IN THE FOLLOWING LOCATIONS: (R308.4 CRC) GLAZING IN ALL FIXED AND OPERABLE PANELS OF SWINGING, SLIDING AND BIFOLD DOORS. GLAZING IN WALLS, ENCLOSURES, OR FENCES CONTAINING OR FACING HOT TUBS, SPAS, WHIRLPOOLS, SAUNAS, STEAM ROOMS, BATHTUBS, SHOWERS AND INDOOR OR OUTDOOR SWIMMING POOLS WHERE THE BOTTOM EXPOSED EDGE OF GLAZING IS LESS THAN 60” MEASURED VERTICALLY ABOVE ANY STANDING OR WALKING SURFACE. THIS SHALL APPLY TO SINGLE GLAZING AND ALL PANES IN MULTIPLE GLAZING. CO P Y R I G H T © W A N G T A S T I C A R C H D E I S G N L L C 2 0 2 3 P R O J E C T C O D E: I S S U E D A T E: R E V I S I O N S S H E E T N U M B E R D R A W I N G S P R E P A R E D F O R : S H E E T N A M E 1005 S. VIRLEE ST. SANTA ANA, CA 92704 C: \ U s e r s \ A l a n L i \ D e s k t o p \ B u s i n e s s \ A r c h i t e c t u r a l P r o je c t s \ 2 0 2 3 P r o j e c t s \ 0 1 4 _ M S A _ M a i S a n t a A n a A D U \ 3 _ D r a w in g s \ 2 _ R e v i t \ M S A _ M a i S a n t a A n a A D U . r v t 3/ 5 / 2 0 2 4 8 : 0 2 : 2 9 P M MA I S A N T A A N A A D U 10 0 5 S V I R L E E S T U N I T 2 SA N T A A N A , C A 9 2 7 0 4 10/09/2023 CD / PERMIT A2.1 FLOOR PLANS ANGIE MAI 23-014 N WALL ASSEMBLY NOTES TYPE MARK DESCRIPTION EW3 EXTERIOR WALL - STUCCO OVER SHEATHING OVER 6" WOOD STUD, 1/2" GYP BOARDS ON OTHER SIDE, BATT INSULATION, RE: T24 IW1 INTERIOR WALL - 1/2" GYP BOARDS OVER 4" WOOD STUD, BOTH SIDES IW2 INTERIOR WALL - 1/2" GYP BOARDS OVER 6" WOOD STUD, BOTH SIDES IW3 INTERIOR WALL - GYP BOARDS OVER 2"X4" WOOD STUD, 16" O.C, ONE SIDE IW4 INTERIOR WALL - 5/8" TYPE X GYP BOARDS OVER 6" WOOD STUD, BOTH SIDES, 1-HR FIRE RATING FLOOR ASSEMBLY NOTES TYPE MARK DESCRIPTION CF1 CONCRETE FLOOR 1 - 4" CONCRETE FLOOR SLAB WF1 WOOD JOIST FLOOR 1 - FLOOR FINISH OVER OVER 5/8" SHEATHING OVER TJI FLOOR DOOR SCHEDULE TYPE MARK MATERIAL DOOR SIZE GLAZING COMMENTSWIDTH HEIGHT TEMPERED U-FACTOR SHGC D1 WOOD 2' - 6" 6' - 7" N/A N/A N/A BED POCKET DOOR D2 WOOD 2' - 6" 6' - 8" N/A N/A N/A GARAG SINGLE DOOR D3 WOOD 4' - 0" 6' - 8" N/A N/A N/A CLOSET SLIDING DOOR D4 WOOD 1' - 10" 6' - 8" N/A N/A N/A STORAGE SINGLE DOOR D5 PER MFR 5' - 0" 7' - 0" YES N/A N/A DINING SLIDING DOOR D6 WOOD 2' - 2" 6' - 8" N/A N/A N/A BATH/BED SINGLE DOOR D7 PER MFR 8' - 0" 6' - 6" N/A N/A N/A GARAGE OVERHEAD DOOR D8 WOOD 4' - 0" 6' - 8" N/A N/A N/A LAUNDRY DOUBLE DOOR D9 WOOD 2' - 8" 6' - 8" N/A N/A N/A GARAGE-HOUSE SINGLE DOOR.SELF CLOSING & SELF LATCHING. 20-MIN RATED D10 WOOD 3' - 0" 8' - 0" YES 0.3 0.23 HOUSE ENTRY SIDELITE SINGLE DOOR WINDOW SCHEDULE TYPE MARK MATERIAL WINDOW SIZE GLAZING NOTESWIDTH HEIGHT TEMPERED U-FACTOR SHGC W1 VINYL 2' - 0" 5' - 0" YES 0.3 0.23 N/A W2 VINYL 3' - 0" 5' - 0" YES 0.3 0.23 N/A W3 VINYL 2' - 0" 4' - 0" NO 0.3 0.23 N/A W4 VINYL 3' - 0" 4' - 0" NO 0.3 0.23 N/A W5 VINYL 2' - 0" 1' - 0" NO 0.3 0.23 N/A W6 VINYL 4' - 0" 4' - 0" NO 0.3 0.23 SLIDING WINDOW FOR EMERGENCY ESCAPE W7 VINYL 3' - 0" 4' - 0" YES 0.3 0.23 N/A DATE NO. DESCRIPTION 02/23/2024 1 BUILDING COMMENTS 3/8" = 1'-0"1 FIRST FLOOR PLAN 3/8" = 1'-0"2 SECOND FLOOR PLAN N KEYNOTE 302 STUCCO (MATCH EXISTING HOME) 303 ASPHALT SHINGLE ROOF (MATCH EXISTING HOME) 304 GUTTER & DOWNSPOUT (PAINT TO MATCH EXISTING HOME) 306 LIGHT FIXTURE (MATCH EXISTING HOME) 307 (N) TANKLESS WATER HEATER IN RECESS ENCLOSURE 308 (N) GAS METER 309 (N) ELECTRIC PANEL 310 (N) AC CONDENSER 1 1 1 1 1 1 1 1005 S Virlee St Unit# 28/26/2024 4 AD A3.1 3 A3.1 1 A3.1 2 A3.14 1 A4.1 2 A4.1 1 ROOF OVERHANG 1' - 9" ROOF OVERHANG 1' - 9" ROOF OVERHANG 1' - 9" ROOF OVERHANG 1' - 9" RO O F O V E R H A N G 1' - 9 " RO O F O V E R H A N G 1' - 9 " 3:123:12 3: 1 2 3: 1 2 3: 1 2 3:12 3:12 3:123:12 3:12 1: 1 2 RI D G E RI D G E RI D G E HIP HIP HIP HIP HIP CRICKET R1 R1 304304 1-HR FIRE RESISTANT PROTECTION ON UNDERSIDE OF ROOF OVERHANG (14) EAVE VENT AROUND ROOF PERIMETER, TYP. RE: ROOF CALCULATION ROOF NOTES & CALCULATIONS ROOF NOTE: ASPHALT SHINGLES BY GAF TO MATCH EXISTING MATERIAL & COLOR, CLASS A OR 30-YEAR FIRE RATED, ICC # ESR-1475 CCRC# 0676-0043A, OR APPROVAL EQUAL. PROVIDE COOL ROOF AND RADIANT BARRIER AS PER T-24. ROOFING MATERIAL INSTALLATION SHALL BE IN ACCORDANCE WITH MANUFACTURER’S SPECIFICATIONS.. VENTILATION CALCULATIONS: LIVING AREA = 983 SQ.FT. = 141,552 SQ.IN. VENTILATION AREA REQUIRED = 141,552 SI / 300 = 472 SQ.IN. GABLE END VENTS N/A EAVE VENTS NFVA: 36 SQ.IN. QTY = 14 VENTS VENT AREA PROVIDED = 14 X 36 SQ.IN. = 504 SQ.IN. TOTAL VENT AREA PROVIDED 504 SQ.IN. > 472 SQ.IN. PV SYSTEM : DC SOLAR SYSTEM SIZE = (DAILY KWH / AVERAGE SUN HOURS) X 1.15 EFFICIENCY FACTOR = (13.97 / 5.5) X 1.15 = 2.9 KW DC SOLOR SIZE REQUIRED CALCULATIONS ARE ESTIMATED ONLY. DETAILED PV SYSTEM WILL BE DESIGNED & PROVIDED BY OTHERS. PV SIZE CAL CO P Y R I G H T © W A N G T A S T I C A R C H D E I S G N L L C 2 0 2 3 P R O J E C T C O D E: I S S U E D A T E: R E V I S I O N S S H E E T N U M B E R D R A W I N G S P R E P A R E D F O R : S H E E T N A M E 1005 S. VIRLEE ST. SANTA ANA, CA 92704 C: \ U s e r s \ A l a n L i \ D e s k t o p \ B u s i n e s s \ A r c h i t e c t u r a l P r o je c t s \ 2 0 2 3 P r o j e c t s \ 0 1 4 _ M S A _ M a i S a n t a A n a A D U \ 3 _ D r a w in g s \ 2 _ R e v i t \ M S A _ M a i S a n t a A n a A D U . r v t 4/ 3 0 / 2 0 2 4 8 : 4 6 : 2 1 P M MA I S A N T A A N A A D U 10 0 5 S V I R L E E S T U N I T 2 SA N T A A N A , C A 9 2 7 0 4 10/09/2023 CD / PERMIT A2.2 ROOF PLAN ANGIE MAI 23-014 3/8" = 1'-0"1 ROOF PLAN N KEYNOTE 302 STUCCO (MATCH EXISTING HOME) 303 ASPHALT SHINGLE ROOF (MATCH EXISTING HOME) 304 GUTTER & DOWNSPOUT (PAINT TO MATCH EXISTING HOME) 306 LIGHT FIXTURE (MATCH EXISTING HOME) 307 (N) TANKLESS WATER HEATER IN RECESS ENCLOSURE 308 (N) GAS METER 309 (N) ELECTRIC PANEL 310 (N) AC CONDENSER ROOF ASSEMBLY NOTES TYPE MARK DESCRIPTION R1 ROOF 1 - ASPHALT SHINGLES OVER 5/8" SHEATHING OVER 2"X8" RAFTERS. PITCH TO MATCH EXSITING PRIMARY HOME. RE: STRUCTURAL. DATE NO. DESCRIPTION 04/23/2024 2 BUILDING COMMENTS 2 2 2 2 2 1005 S Virlee St Unit# 28/26/2024 SD CO SD SDCO SD CO SD LIGHTING PLAN NOTES 1. ALL LUMINAIRES SHALL BE HIGH-EFFICACY IN ACCORDANCE WITH CBEES TABLE 150.0-A 2. ALL LED LUMINAIRES AND LAMPS SHALL BE MARKED "JA8-2016" AND LISTED IN THE CALIFORNIA ENERGY COMMISSION DATABASE AT HTTPS://CACERTAPPLIANCES.ENERGY.CA.GOV/PAG ES/ APPLIANCESEARCH.ASPX 3. ALL RECESSED DOWNLIGHT AND ENCLOSED LUMINAIRES SHALL BE MARKED "JA8-2016-E" AND LISTED IN THE CALIFORNIA ENERGY COMMISSION DATABSE AT HTTPS://CACERTAPPLIANCES.ENERGY.CA.GOV/PAG ES/APPLIANCESEARCH.ASPX 4. RECESSED DOWNLIGHT LUMINAIRES IN CEILINGS SHALL NOT BE SCREW-BASED 5. BATHROOMS, GARAGES, LAUNDRY ROOMS, AND UTILITY ROOMS: AT LEAST ONE LUMINAIRE IN EACH SPACE SHALL BE CONTROLLED BY A VACANCY SENSOR 6. ALL LUMINAIRES REQUIRING "JA8-2016" OR "JA8-2016-E" MARKING SHALL BE CONTROLLED BY A DIMMER OR VACANCY SENSOR. EXCEPTION: CLOSETS LESS THAN 70 S.F. & HALLWAYS 7. OUTDOOR LIGHTING PERMANENTLY MOUNTED TO BUILDINGS SHALL BE CONTROLLED BY ONE OF THE FOLLOWING: -PHOTOCONTROL AND MOTION SENSOR -PHOTOCONTROL AND AUTOMATIC TIME-SWITCH CONTROL -ASTRONOMICAL TIME CLOCK -ENERGY MANAGEMENT CONTROL SYSTEM PER CBEES 150.0(K)3AIIIC SOLAR READY KEY NOTES 1. THE MAIN ELECTRICAL SERVICE PANEL SHALL NOT BE OF A TYPE WITH A CENTER-FED MAIN CIRCUIT BREAKER AND SHALL INCLUDE RESERVED SPACE ALLOWING FOR INSTALLATION OF DOUBLE-POLE CIRCUIT BREAKERS FOR A FUTURE SOLAR PHOTOVOLTAIC SYSTEM. SUCH RESERVED SPACE SHALL BE POSITIONED AT THE OPPOSITE (LOAD) END FROM THE INPUT FEEDER OR MAIN CIRCUIT BREAKER LOCATION. THE RESERVED SPACE SHALL BE PERMANENTLY AND VISIBLY MARKED AS "FOR FUTURE SOLAR PHOTOVOLTAIC" 2. APPROVED MINIMUM 4-INCH SQUARE ELECTRICAL JUNCTION BOX LOCATED WITHIN 72 INCHES HORIZONTALLY AND 12 INCHES VERTICAL OF MAIN ELECTRICAL SERVICE PANEL 3. MINIMUM 1 INCH DIAMETER LISTED ELECTRICAL METALLIC RACEWAY ORIGINATING AT READILY ACCESSIBLE ATTIC LOCATION WITH PROXIMITY TO SOLAR ZONE AREA AND TERMINATING AT THE REQUIRED ELECTRICAL JUNCTION BOX 4. MINIMUM 1 INCH DIAMETER LISTED ELECTRICAL METALLIC RACEWAY ORIGINATING AT THE REQUIRED ELECTRICAL JUNCTION BOX AND TERMINATING AT THE MAIN ELECTRICAL SERVICE PANEL ELECTRICAL JUNCTION BOX AND SEGMENT OF METALLIC 5. RACEWAY IN THE ATTIC SHALL BE PERMANENTLY AND VISIBLY MARKED AS "FOR FUTURE SOLAR PHOTOVOLTAIC" 6. PV SIZE (KWdc) TO BE. DESIGN & CALCULATIONS TO BE PROVIDE BY OTHERS UTILITY PLAN NOTES 1. LOCAL EXHAUST FANS TO EXTERIOR TO PROVIDE MINIMUM 50 CFM INTERMITTENT OR 20 CFM CONTINUOUS VENTILATION. 2. SMOKE DETECTORS TO BE INTERCONNECTED PER CRC R314.4 AND HARD-WIRED WITH BATTERY BACK-UP PER CRC R314.6 3. CARBON MONOXIDE ALARMS TO BE INTERCONNECTED PER CRC R315.7 AND HARD-WIRED WITH BATTERY BACK-UP PER CRC R315.5 4. 4" Ø DRYER VENT WITH MAXIMUM 14 FOOT COMBINED HORIZONTAL AND VERTICAL LENGTH WITH TWO 90 DEGREE ELBOWS. 5. A MECHANICAL EXHAUST VENTILATION SYSTEM, SUPPLY VENTILATION SYSTEM, OR COMBINATION THEREOF SHALL BE INSTALLED FOR EACH DWELLING UNIT TO PROVIDE WHOLE- BUILDING VENTILATION WITH OUTDOOR AIR IN COMPLIANCE WITH ASHRAE STANDARD 62.2 AS ADOPTED BY THE CALIFORNIA ENERGY COMMISSION. 6. AN INTERMITTENTLY OR CONTINUOUSLY OPERATING LOCAL MECHANICAL EXHAUST VENTILATION SYSTEM SHALL BE INSTALLED IN EACH BATHROOM WITH A BATHTUB, SHOWER, OR SIMILAR MOISTURE SOURCE AND IN EACH KITCHEN IN COMPLIANCE WITH ASHRAE STANDARD 62.2 AS ADOPTED BY THE CALIFORNIA ENERGY COMMISSION. INTERMITTENT LOCAL EXHAUST VENTILATION AIRFLOW RATES SHALL BE 50 CFM IN BATHROOMS AND 100 CFM IN KITCHENS. CONTINUOUS LOCAL EXHAUST VENTILATION AIRFLOW RATES SHALL BE 20 CFM IN BATHROOMS AND 5 AIR CHANGES PER HOUR IN KITCHENS BASED ON KITCHEN VOLUME. 7. WATER HEATER OR FURNACE SHALL BE A DIRECT-VENT APPLIANCE 8. LISTED GASKETED SㄩELF CLOSING DOOR REQUIRED FOR GAS FA) 9. A HOOD ABOVE THE RANGE TOP A MINIMUM OF 30”ABOVE THE COOKING SURFACE. HOUSEHOLD COOKING APPLIANCES SHALL HAVE A VERTICAL CLEARANCE ABOVE THE COOKING TOP OF NOT LESS THAN 30 INCHES TO COMBUSTIBLE MATERIAL AND THE HOOD SHALL HAVE A 100 CFM EXHAUST WHICH VENTS DIRECTLY TO THE EXTERIOR OF THE ADU. (920.0, 922.3 CMC, ASHRAE 62.2) 10. BATHROOM RECEPTACLES SHALL BE SERVED BY A 20-AMP CIRCUIT. THE CIRCUIT SHALL HAVE NO OTHER OUTLETS. THE CIRCUIT MAY SERVE OTHER BATHROOM RECEPTACLES. (CEC 210.11 (C) (3)) 11. A MINIMUM OF 2–20-AMP CIRCUITS ARE REQUIRED TO SERVE THE KITCHEN COUNTERTOP OUTLETS. THESE CIRCUITS MAY ALSO SERVE THE PANTRY, BREAKFAST ROOM, DINING ROOM OR OTHER SIMILAR AREAS. 12. ALL BRANCH CIRCUITS SUPPLYING OUTLETS OR DEVICES (SUCH AS LIGHTS AND SWITCHES) INSTALLED IN DWELLING UNIT KITCHENS, FAMILY ROOMS, DINING ROOMS, LIVING ROOMS, PARLORS, LIBRARIES, DENS, BEDROOMS, SUNROOMS, RECREATION ROOMS, CLOSETS, HALLWAYS, LAUNDRY AREAS, OR SIMILAR ROOMS AND AREAS SHALL BE PROVIDED WITH ARC-FAULT CIRCUIT- INTERRUPTER (AFCI) PROTECTION. SEE CEC SECTION 210.12 (A) FOR PERMISSIBLE MEANS OF AFCI PROTECTION. (210.12 CEC) 13. AT LEAST ONE GFCI AND AFCI RECEPTACLE SHALL BE INSTALLED IN AREAS DESIGNATED FOR THE INSTALLATION OF LAUNDRY EQUIPMENT ON A SEPARATE 20-AMP CIRCUIT WITH NO OTHER OUTLETS. (210.8(A)(10), 210.52 (F), 210.11 (C)(2), 210.12(A) CEC) 14. INSTALL A LISTED RACEWAY TO ACCOMMODATE A DEDICATED 208/240-VOLT BRANCH CIRCUIT. THE RACEWAY SHALL NOT BE LESS THAN TRADE SIZE 1 (NOMINAL 1-INCH INSIDE DIAMETER). THE RACEWAY SHALL ORIGINATE AT THE MAIN SERVICE OR SUBPANEL AND SHALL TERMINATE INTO A LISTED CABINET, BOX, OR OTHER ENCLOSURE IN CLOSE PROXIMITY TO THE PROPOSED LOCATION OF AN EV CHARGER. RACEWAYS ARE REQUIRED TO BE CONTINUOUS AT ENCLOSED, INACCESSIBLE OR CONCEALED AREAS AND SPACES. THE SERVICE PANEL AND/OR SUBPANEL SHALL PROVIDE CAPACITY TO INSTALL A 40-AMPERE MINIMUM DEDICATED BRANCH CIRCUIT AND SPACE(S) RESERVED TO PERMIT INSTALLATION OF A BRANCH CIRCUIT OVERCURRENT PROTECTIVE DEVICE. THE SERVICE PANEL OR SUB-PANEL CIRCUIT DIRECTORY SHALL IDENTIFY THE OVERCURRENT PROTECTIVE DEVICE SPACE(S) RESERVED FOR FUTURE EV CHARGING AS “EV CAPABLE”. THE RACEWAY TERMINATION LOCATION SHALL BE PERMANENTLY AND VISIBLY MARKED AS “EV CAPABLE”. (4.106.4, 4.106.4.1.1 CGC) PENDANT LIGHT FIXTURE ELECTRICAL LEGEND HIGH EFFICACY RECESSED LIGHT HIGH EFFICACY WALL MOUNT LIGHT SMOKE DETECTOR CARBON MONOXIDE ALARM SINGLE POLE SWITCH DUPLEX OUTLET FUEL GAS VALVE GFCI DUPLEX OUTLETGFCI FAN AND LIGHT COMBINATION HOSE BIBB EXHAUSET FAN IAQ FAN SWITCH W/MOTION SENSOR SWITCH W/VACANCY SENSOR SWITCH W/INTEGRAL PHOTOCONTROL THREE-WAY SWITCH3 P VS MO SWITCH FOR IAQ FANWHF INDOOR AIR QUALITY (IAQ) CALCULATIONS LIVING AREA = 999 SQ.FT. BEDROOM # = 2 VENTILATION REQUIRED = 999 / 100 + (2+1) X 7.5 = 32.5 CFM (1) MIN. 50 CFM EXHAUST FAN > 32.5 CFM 8'-0" CEILING, TYP. GFCI GFCI GFCI GFCI GFCI VS MIN. 50 CFM EXHAUST FAN TO REMAIN ON DURING ALL HOURS THE HOUSE IS OCCUPIED GFCI AT LEAST ONE WALL SWITCHED-CONTROLLED LIGHTING OUTLET SHALL BE INSTALLED TO PROVIDE ILLUMINATION ON THE EXTERIOR SIDE OF OUTDOOR ENTRANCES OR EXITS WITH GRADE LEVEL ACCESS. (210.70(A)(2)(2) CEC) GFCI GFCI GFCI GFCI GFCI TANKLESS W/H GFCI GFCI GFCI HOOD ABOVE RANGE TOP A MINIMUM OF 30” ABOVE; HAVE A 100 CFM EXHAUST WHICH VENTS DIRECTLY TO THE EXTERIOR 3 -ELECTRIC PANEL, MIN. 250 AMP BUSBAR RATING -RESERVED FOR THE INSTALLATION OF A DOUBLE POLE CIRCUIT BREAKER FOR THE FUTURE SOLAR ELECTRIC INSTALLATION. (CENC 110.10 (B)B4(E)) -RESERVED FOR FUTURE EV CHARGING AS “EV CAPABLE” (4.106.4, 4.106.4.1.1 CGC) VS GFCI GFCI GFCI GFCI P- MO GARAGE LIVING ROOM STORAGE LAUNDRY CLOSET PANTRY KITCHEN BEDROOM #1 BATH #1 DINING GFCI WHF GFCI GFCI GFCI P- MO P- MO P- MO W.P. GFCI 3 ATTIC ACCESS 22" X 36" GFCI VS VS GFCI 7'-4" CEILING, TYP. ATTIC ACCESS DOOR ABOVE 22" X 36" ATTIC MOUNTED EQUIPMENT, EXACT LOCATION TBD SOLID FLOOR PATHWAY 24" WIDE MIN. FROM ACCESS DOOR TO EQUIPMENT 30" X 30" WORKING AREA 120-VOLT OUTLET & SWITCH S O LIGHT FIXTURE WATER HEATER SYSTEM NOTES 1. SYSTEMS USING GAS OR PROPANE WATER HEATERS TO SERVE INDIVIDUAL DWELLING UNITS SHALL DESIGNATE A SPACE AT LEAST 2.5 FEET BY 2.5 FEET WIDE AND 7 FEET TALL SUITABLE FOR THE FUTURE INSTALLATION OF A HEAT PUMP WATER HEATER A. IF THE DESIGNATED SPACE IS WITHIN 3 FEET FROM THE WATER HEATER: I. A DEDICATED 125 VOLT, 20 AMP ELECTRICAL RECEPTACLE THAT IS CONNECTED TO THE ELECTRIC PANEL WITH A 120/240 VOLT 3 CONDUCTOR, 10 AWG COPPER BRANCH CIRCUIT, WITHIN 3 FEET FROM THE WATER HEATER. II. ISOLATE BOTH ENDS OF THE UNUSED CONDUCTOR. III. A RESERVED SINGLE POLE CIRCUIT BREAKER SPACE IN THE ELECTRICAL PANEL ADJACENT TO THE CIRCUIT BREAKER IV. A CONDENSATE DRAIN THAT ALLOWS NATURAL DRAINING OF THE WATER HEATER. B. IF THE DESIGNATED SPACE IS MORE THAN 3 FEET FROM THE WATER HEATER: SEE ADDITIONAL CODE REQUIREMENTS. (S) ENERGY STORAGE SYSTEMS (ESS) READY. ALL SINGLE-FAMILY RESIDENCES THAT INCLUDE ONE OR TWO DWELLING UNITS SHALL MEET THE FOLLOWING: 1. AT LEAST ONE OF THE FOLLOWING SHALL BE PROVIDED: A. ESS READY INTERCONNECTION EQUIPMENT [AUTO TRANSFER SWITCH AND PANEL] WITH A MINIMUM BACKED-UP CAPACITY OF 60 AMPS AND A MINIMUM OF FOUR ESS-SUPPLIED BRANCH CIRCUITS, OR B. A DEDICATED, MINIMUM 1Â RACEWAY FROM THE MAIN SERVICE TO A SUBPANEL THAT SUPPLIES THE BRANCH CIRCUITS IN SECTION 150.0(S)(2). 2. A MINIMUM OF FOUR BRANCH CIRCUITS SHALL BE SUPPLIED BY THE ESS: THE REFRIGERATOR, ONE LIGHTING CIRCUIT SHALL BE LOCATED NEAR THE PRIMARY EGRESS, AND AT LEAST ONE CIRCUIT SHALL SUPPLY A SLEEPING ROOM RECEPTACLE OUTLET. 3. THE MAIN PANELBOARD SHALL HAVE A MINIMUM BUSBAR RATING OF 225 AMPERES WITH SPACE TO INSTALL FUTURE ISOLATION EQUIPMENT/TRANSFER SWITCH WITHIN 3 FEET. (T) HEAT PUMP SPACE HEATER (FURNACE) READY. SYSTEMS USING GAS OR PROPANE FURNACE TO SERVE INDIVIDUAL DWELLING UNITS SHALL INCLUDE THE FOLLOWING: 1. A DEDICATED 240 VOLT, MINIMUM 30A BRANCH CIRCUIT WIRING SHALL BE INSTALLED WITHIN 3 FEET FROM THE FURNACE FOR A FUTURE HEAT PUMP SPACE HEATER INSTALLATION. (U) ELECTRIC COOKTOP READY. SYSTEMS USING GAS OR PROPANE COOKTOP TO SERVE INDIVIDUAL DWELLING UNITS SHALL INCLUDE THE FOLLOWING: 1. A DEDICATED 240 VOLT, MINIMUM 50A BRANCH CIRCUIT WIRING SHALL BE INSTALLED WITHIN 3 FEET FROM THE COOKTOP FOR A FUTURE ELECTRIC COOKTOP INSTALLATION. (V) 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, MINIMUM 30A BRANCH CIRCUIT WIRING SHALL BE INSTALLED WITHIN 3 FEET FROM THE CLOTHES DRYER LOCATION FOR A FUTURE ELECTRIC CLOTHES DRYER INSTALLATION. CO P Y R I G H T © W A N G T A S T I C A R C H D E I S G N L L C 2 0 2 3 P R O J E C T C O D E: I S S U E D A T E: R E V I S I O N S S H E E T N U M B E R D R A W I N G S P R E P A R E D F O R : S H E E T N A M E 1005 S. VIRLEE ST. SANTA ANA, CA 92704 C: \ U s e r s \ A l a n L i \ D e s k t o p \ B u s i n e s s \ A r c h i t e c t u r a l P r o je c t s \ 2 0 2 3 P r o j e c t s \ 0 1 4 _ M S A _ M a i S a n t a A n a A D U \ 3 _ D r a w in g s \ 2 _ R e v i t \ M S A _ M a i S a n t a A n a A D U . r v t 3/ 5 / 2 0 2 4 8 : 0 2 : 3 0 P M MA I S A N T A A N A A D U 10 0 5 S V I R L E E S T U N I T 2 SA N T A A N A , C A 9 2 7 0 4 10/09/2023 CD / PERMIT A2.3 ELECTRICAL PLAN ANGIE MAI 23-014 DATE NO. DESCRIPTION 02/23/2024 1 BUILDING COMMENTS 1/4" = 1'-0"1 FIRST FLOOR REFLECTED CEILING PLAN 1/4" = 1'-0"2 SECOND FLOOR 1/4" = 1'-0"3 ATTIC APPLIANCE DIAGRAM 1 1 1 1005 S Virlee St Unit# 28/26/2024 SECOND FLOOR 9' - 5 1/8" 41 A4.1 FIRST FLOOR 0' - 6" 7' - 4 " 8' - 1 1 1 / 8 " 0' - 6 " 1 ROOF PLATE 16' - 9 1/8" GARAGE 0' - 0" SECOND FLOOR PLATE 8' - 6" 19 ' - 1 1 1 / 4 " 3 12 3 12 302303 306 TY P . 2' - 4 " 304 W3 W3 D5 W1W1W2 TY P . 2' - 0 " SECOND FLOOR 9' - 5 1/8" A D 2 A4.1 FIRST FLOOR 0' - 6" ROOF PLATE 16' - 9 1/8" GARAGE 0' - 0" SECOND FLOOR PLATE 8' - 6" 5 1 / 2 " 8' - 0 " 11 1 / 8 " 7' - 4 " 3' - 2 1 / 8 " 19 ' - 1 1 1 / 4 " 3 12 3 12 3 12 3 12 302308 303 310304 W5 W3 W3 W1 W1 W1 5' - 4 " SECOND FLOOR 9' - 5 1/8" AD2 A4.1 FIRST FLOOR 0' - 6" ROOF PLATE 16' - 9 1/8" GARAGE 0' - 0" SECOND FLOOR PLATE 8' - 6" 3 12 3 12 3' - 2 1 / 8 " 7' - 4 " 11 1 / 8 " 8' - 0 " 6" 19 ' - 1 1 1 / 4 " 3 123 12 3 12 3 12 303 302306304 W4 W4 D10 EW3 SECOND FLOOR 9' - 5 1/8" 4 1 A4.1 FIRST FLOOR 0' - 6" 1 ROOF PLATE 16' - 9 1/8" GARAGE 0' - 0" SECOND FLOOR PLATE 8' - 6" 306 302303 309308310307 3' - 2 1 / 8 " 7' - 4 " 11 1 / 8 " 8' - 0 " 6" 19 ' - 1 1 1 / 4 " 304 3 12 3 12 3 12 W4 W5 W4 W2 W5 D2 W2 6' - 0 " 5' - 4 " CO P Y R I G H T © W A N G T A S T I C A R C H D E I S G N L L C 2 0 2 3 P R O J E C T C O D E: I S S U E D A T E: R E V I S I O N S S H E E T N U M B E R D R A W I N G S P R E P A R E D F O R : S H E E T N A M E 1005 S. VIRLEE ST. SANTA ANA, CA 92704 C: \ U s e r s \ A l a n L i \ D e s k t o p \ B u s i n e s s \ A r c h i t e c t u r a l P r o je c t s \ 2 0 2 3 P r o j e c t s \ 0 1 4 _ M S A _ M a i S a n t a A n a A D U \ 3 _ D r a w in g s \ 2 _ R e v i t \ 2 0 2 3 1 0 1 2 _ M S A _ M a i S a n t a A n a A D U . r v t 1/ 5 / 2 0 2 4 8 : 1 3 : 4 5 A M MA I S A N T A A N A A D U 10 0 5 S V I R L E E S T U N I T 2 SA N T A A N A , C A 9 2 7 0 4 10/09/2023 90% CD A3.1 EXTERIOR ELEVATIONS ANGIE MAI 23-014 1/4" = 1'-0"4 FRONT/EAST ELEVATION 1/4" = 1'-0"3 SIDE/NORTH ELEVATION 1/4" = 1'-0"2 SIDE/SOUTH ELEVATION 1/4" = 1'-0"1 REAR/WEST ELEVATION KEYNOTE 302 STUCCO (MATCH EXISTING HOME) 303 ASPHALT SHINGLE ROOF (MATCH EXISTING HOME) 304 GUTTER & DOWNSPOUT (PAINT TO MATCH EXISTING HOME) 306 LIGHT FIXTURE (MATCH EXISTING HOME) 307 (N) TANKLESS WATER HEATER IN RECESS ENCLOSURE 308 (N) GAS METER 309 (N) ELECTRIC PANEL 310 (N) AC CONDENSER ELEVATION GENERAL NOTE: ALL PROPOSED MATERIALS AND COLORS SHALL MATCH PRIMARY EXISTING HOME. PROPOSED ROOF PITCH SHALL MATCH PRIMARY EXISTING HOME. DATE NO. DESCRIPTION 09/13/2023 2 PLANNING COMMENTS 1005 S Virlee St Unit# 28/26/2024 SECOND FLOOR 9' - 5 1/8" AD2 A4.1 FIRST FLOOR 0' - 6" ROOF PLATE 16' - 9 1/8" GARAGE 0' - 0" SECOND FLOOR PLATE 8' - 6" LOFT LIVING ROOM R15 WALL INSULATION RE: T24 R30 RAFTER INSULATION RE: T24 4 A7.1 2 A7.1 3 A7.1 4 A7.1 EW3 R1 @ 7 3 / 4 " M A X 6 E Q R I S E R S @ 7 3 / 4 " M A X 8 E Q R I S E R S EW3 EW3 EW3 R1TY P . GU A R D R A I L 4 2 " M I N . 4 A7.1 4 A7.1 2 A7.1 3 A7.1 TY P . HA N D R A I L 3 4 " - 3 8 " HE A D R O O M 6' - 9 1 / 4 " R30 ATTIC CEILING INSULATION RE: T24 SECOND FLOOR 9' - 5 1/8" 41 A4.1 FIRST FLOOR 0' - 6" 1 ROOF PLATE 16' - 9 1/8" GARAGE 0' - 0" SECOND FLOOR PLATE 8' - 6" MASTER BEDLOFT GARAGE 5/8" TRESHOLD @ DOOR ROOF STRCUTURE. RE: STRUCTURAL R19 RAFTER INSULATION RE: T24 R15 WALL INSULATION RE: T24 R30 ATTIC CEILING INSULATION RE: T24 4 A7.1 2 A7.1 3 A7.1 2 A7.1 3 A7.1 R15 WALL INSULATION RE: T24 KITCHENDINING CF1 CF1 R1 IW4 EW3 4 A7.1 R1 WF1 R30 ATTIC CEILING INSULATION RE: T24 CO P Y R I G H T © W A N G T A S T I C A R C H D E I S G N L L C 2 0 2 3 P R O J E C T C O D E: I S S U E D A T E: R E V I S I O N S S H E E T N U M B E R D R A W I N G S P R E P A R E D F O R : S H E E T N A M E 1005 S. VIRLEE ST. SANTA ANA, CA 92704 C: \ U s e r s \ A l a n L i \ D e s k t o p \ B u s i n e s s \ A r c h i t e c t u r a l P r o je c t s \ 2 0 2 3 P r o j e c t s \ 0 1 4 _ M S A _ M a i S a n t a A n a A D U \ 3 _ D r a w in g s \ 2 _ R e v i t \ M S A _ M a i S a n t a A n a A D U . r v t 4/ 3 0 / 2 0 2 4 8 : 4 7 : 1 4 P M MA I S A N T A A N A A D U 10 0 5 S V I R L E E S T U N I T 2 SA N T A A N A , C A 9 2 7 0 4 10/09/2023 CD / PERMIT A4.1 BUILDING SECTIONS ANGIE MAI 23-014 1/4" = 1'-0"1 BUILDING SECTION 1 1/4" = 1'-0"2 BUILDING SECTION 2 WALL ASSEMBLY NOTES TYPE MARK DESCRIPTION EW3 EXTERIOR WALL - STUCCO OVER SHEATHING OVER 6" WOOD STUD, 1/2" GYP BOARDS ON OTHER SIDE, BATT INSULATION, RE: T24 IW1 INTERIOR WALL - 1/2" GYP BOARDS OVER 4" WOOD STUD, BOTH SIDES IW2 INTERIOR WALL - 1/2" GYP BOARDS OVER 6" WOOD STUD, BOTH SIDES IW3 INTERIOR WALL - GYP BOARDS OVER 2"X4" WOOD STUD, 16" O.C, ONE SIDE IW4 INTERIOR WALL - 5/8" TYPE X GYP BOARDS OVER 6" WOOD STUD, BOTH SIDES, 1-HR FIRE RATING FLOOR ASSEMBLY NOTES TYPE MARK DESCRIPTION CF1 CONCRETE FLOOR 1 - 4" CONCRETE FLOOR SLAB WF1 WOOD JOIST FLOOR 1 - FLOOR FINISH OVER OVER 5/8" SHEATHING OVER TJI FLOOR ROOF ASSEMBLY NOTES TYPE MARK DESCRIPTION R1 ROOF 1 - ASPHALT SHINGLES OVER 5/8" SHEATHING OVER 2"X8" RAFTERS. PITCH TO MATCH EXSITING PRIMARY HOME. RE: STRUCTURAL. DATE NO. DESCRIPTION 02/23/2024 1 BUILDING COMMENTS 04/23/2024 2 BUILDING COMMENTS 2 2 1005 S Virlee St Unit# 28/26/2024 CO P Y R I G H T © W A N G T A S T I C A R C H D E I S G N L L C 2 0 2 3 P R O J E C T C O D E: I S S U E D A T E: R E V I S I O N S S H E E T N U M B E R D R A W I N G S P R E P A R E D F O R : S H E E T N A M E 1005 S. VIRLEE ST. SANTA ANA, CA 92704 C: \ U s e r s \ A l a n L i \ D e s k t o p \ B u s i n e s s \ A r c h i t e c t u r a l P r o je c t s \ 2 0 2 3 P r o j e c t s \ 0 1 4 _ M S A _ M a i S a n t a A n a A D U \ 3 _ D r a w in g s \ 2 _ R e v i t \ 2 0 2 3 1 0 1 2 _ M S A _ M a i S a n t a A n a A D U . r v t 1/ 5 / 2 0 2 4 8 : 1 3 : 5 0 A M MA I S A N T A A N A A D U 10 0 5 S V I R L E E S T U N I T 2 SA N T A A N A , C A 9 2 7 0 4 10/09/2023 90% CD A7.1 DETAILS ANGIE MAI 23-014 DATE NO. DESCRIPTION 1005 S Virlee St Unit# 28/26/2024 UP 4 AD 1 BEDROOM #1 9'-0" X 10'-4" GARAGE 11'-2" X 21'-0" BATH #1 LIVING ROOM 10'-2" X 9'-6" KITCHEN 11'-7" X 11'-0" CLOSET LAUNDRY DINING 11'-7" X 7'-6" STORAGE PORCH PANTRY 1005 S Virlee St Unit# 28/26/2024 2 3 4 5 6 7 1 UP 4 AD 1 BEDROOM #1 9'-0" X 10'-4" GARAGE 11'-2" X 21'-0" BATH #1 LIVING ROOM 10'-2" X 9'-6" KITCHEN 11'-7" X 11'-0" CLOSET LAUNDRY DINING 11'-7" X 7'-6" STORAGE PORCH PANTRY AD 1 1005 S Virlee St Unit# 28/26/2024 2 3 4 5 6 7 1 DN 4 AD 1 MASTER BED 10'-10" X 11'-6" MASTER BATH LOFT 8'-2" X 10'-2" W.I.C STORAGE 4 AD 1 1005 S Virlee St Unit# 28/26/2024 OPENING WIDTH 12" 4'-0" MIN. LAP 24" MIN. W/ 2 MA X WI D T H , W W MAX WI D T H , W 4" MIN 12" MAX 4 B O L T D I A M I N W/ 2 M A X 5" MIN; 9" MAX W MAX DE P T H , D JOIST SPAN BTWN CENTER OF BEARING WALL 1/3 SPAN 1/3 SPAN 1/3 SPAN D/ 6 M A X D/ 4 M A X D/ 6 M A X D/3 MAX D/3 MAX EQ EQ d1 d2 D/ 4 M A X 2 x MAX(d1,d2) DE P T H , D 3" D/ 2 M A X 3"D MAXD/2 MAX 3" C L R 5/8" MIN WIDTH, D 40% D WIDTH, D 5/8" MIN 60% D 60 % D 25% D 60 % D 40% D 3'-0" MIN.8'-0" MIN. EQEQ EQEQ EQEQ 4" 1005 S Virlee St Unit# 28/26/2024 1./2" MIN 2.1/2" MIN. 1/2" MIN 2" O R 3 " SP A C I N G EN D L E N G T H EN D L E N G T H 36" MIN, TYP. 1' - 0 " M I N . 1' - 0 " M I N . 24 " M I N 8" 2"W PER PLAN 12" MIN 24 " M I N 8" B PER SCH le PE R S C H B PER SCH le PE R S C H 12 " D PE R S C H 8" M A X . EQ . EQ . 3" 3" 1005 S Virlee St Unit# 28/26/2024 4" MIN 8" M I N 8" M I N 4" M I N 4" M I N 24 " M I N ( U N O ) 3" C L R PER PLAN 12" MIN 24 " M I N ( U N O ) PAD FTG, WIDTH PER PLAN 36 " M I N 1/8" 1" PE R P L A N 3" CL R PER PLAN 12" MIN 24 " M I N 3" C L R PAD FTG, WIDTH PER PLAN 3" C L R 2" 24 " M I N ( U N O ) 3" C L R PAD FTG, WIDTH PER PLAN PE R P L A N 24 " M I N ( U N O ) PER PLAN 12" MIN PE R A R C H 8" M A X 8" MI N 3" 2" 24" MIN. 2" 1/8" 3/ 4 " 3" MAX.0" 12 " 2" 12 " 3" C L R 2" 12 " EQ EQ 4 Db 3" MIN 12 D b 6" M I N Db Db D 6 Db 3" M I N 6 Db3" MI N 6 D b 3" M I N 6 Db 3" M I N Ld Ld Ld Ld Ld Ld Ld CO V E R REINF. SPLICE (Ld) PER SCHEDULE BELOW 1. 1 / 2 " C L E A R OR B A R S M A Y BE I N C O N T A C T IF W I R E D T O G E T H E R 4" MA X . 4" PE R A R C H . 1' - 0 " M A X . 1'-0" 24" LAP 24" LAP 8" 24 " M I N ( U N O ) 3" C L R PER PLAN 12" MIN 2" 4" 4" M I N 24 " M I N ( U N O ) 3" C L R PER PLAN 12" MIN PE R A R C H 8" M A X 4" MIN PAD FTG, WIDTH PER PLAN 24 " M I N PE R P L A N 3" C L R 12" 8" M I N •••• •••• •••• •••• •••• •••• EQ EQ 1005 S Virlee St Unit# 28/26/2024 6" 4" EQ EQ 1/ 2 " G A P 1/ 2 " G A P D D/ 4 M A X . 2" CLR2" CLR EQ EQ 1005 S Virlee St Unit# 28/26/2024 3' - 6 " M A X . 3' - 6 " M A X . 16" MIN. 16" MIN. 4. 1 / 2 " 3" 3/4", TYP 4" 3.1/4" 1/2", TYP 3/4" 7.3 / 4 " MIN 7.3 / 4 " MIN 7.3 / 4 " MIN 12" MIN. 24 " M I N . 5" M I N . 4" MAX. JOIST SPACING PER PLAN JOIST SPACING PER PLAN JOIST SPACING PER PLAN 3/4" MIN BRG 4" MAX. FOR PLUMBING 1/ 2 " G A P 3/ 4 " 2. 1 / 2 " T Y P 1005 S Virlee St Unit# 28/26/2024 " ″ ″ DETACHED ADU 1005 S VIRLEE ST, SANTA ANA, CA 92704 RONGYAO LEI 10-08-2023C90470 1005 S Virlee St Unit# 28/26/2024 STRUCTURAL CALCULATIONS 1ST SUBMITTAL FOR NEW DETACHED ADU AT SANTA ANA, CA 92704 DATE: OCT. 09, 2023 PROJECT NO.: 23-1017 PREPARED BY RL ENGINEERING TEL: (415) 887-8691 EMAIL: RONG.RLENGR@GMAIL.COM 1005 S VIRLEE ST UNIT 2 1005 S Virlee St Unit# 28/26/2024 Description Page 1.0 Design Parameter 1-4 2.0 Vertical Analysis 5-41 3.0 Lateral Analysis 42-48 Table of Content 1005 S Virlee St Unit# 28/26/2024 Design Parameters Page 1 of 48 1005 S Virlee St Unit# 28/26/2024 Location:California Governing Code:CBC 2022 Basis Load Combination: Allowable Stress Design Strength Design D + (L or Lr or S) 1.4D D + 0.75L + 0.75(Lr or S) 1.2D + 1.6L + 0.5(Lr or S) D + 0.6W 1.2D + 1.6(Lr or S) + (L or 0.5W) D + 0.75L + 0.45W + 0.75(Lr or S) 1.2D + 1.0W + L + 0.5(Lr or S) 0.6D + 0.6W 0.9D + 1.0W D + 0.7E 1.2D + 1.0E + L + 0.2S D + 0.525E + 0.75L + 0.75S 0.9D + 1.0E 0.6D - 0.7 E Special Seismic Load Combination: 1.2D + Em + L where Em = Emh + Ev 0.9D + Em Emh = ΩE Ev = 0.2 SDS D Structural Material: Sawn Lumber (DF-)Fb (psi) Fv (psi) E(psi) 2x Joist / Rafter (No. 2) 900 180 1.6 x 106 4x Sawn Beam (No. 1) 1000 180 1.7 x 106 6x Sawn Beam (No. 1) 1350 170 1.6x 106 Sawn Lumber (HF-)Fb (psi) Fv (psi) E(psi) Joist, Rafter,Stud (No. 2) 850 150 1.3 x 106 Beam, Header, Post (No. 1) 975 150 1.3x 106 Manufactured Products Glu-Lam 2400 165 1.8x 106 Paralam PSL (ESR-1387)2900 290 2.0 x 106 MicroLam LVL (ESR-1387)2600 285 1.9 x 106 Concrete Slab on Grade f'c = 2,500 psi Footings f'c = 3,000 psi Masonry Masonry f'm = 2,000psi Grout f'c = 2,500 psi DESIGN CRITERIA Page 2 of 48 1005 S Virlee St Unit# 28/26/2024 Assmebly Material Multiplier Unit Weight Roofing Asphalt Shingles 1 2.50 psf Sheathing 1/2" Plywood 1 1.70 psf Framing 2x6 @ 12" 0.75 1.58 psf Insulation Fiber glass - R-30, 9.25" 1 0.60 psf Solar Solar Panel 1.5 3.75 psf Misc. Misc 1 1.00 psf Roof Total 10.13 psf USE: 10 psf Framing 2x8 @ 12" 0.75 2.10 psf Ceiling 5/8" Gypsum Board 1 2.80 psf Misc. None 1 0.00 psf Ceiling Total 4.90 psf USE: 5 psf Total 15.0 psf USE: 15 psf Flooring Sheet Vinyl 1 0.50 psf Sheathing 5/8" Plywood 1 2.00 psf Framing 2x12 @ 12" 0.75 3.23 psf Insulation Fiber glass - R-30, 9.25" 1 0.60 psf Ceiling 5/8" Gypsum Board 1 2.80 psf Misc. Misc 1 1.00 psf Total 10.13 psf USE: 15 psf Exterior Stucco - Cement Plaster, 7/8" 1 11.00 psf Studs 2x6 @ 12" 0.75 1.58 psf Drywall Gypsum Board, 1/2" 1 2.20 psf Insulation Fiber glass - R-11, 3.5" 1 0.25 psf Misc Misc 1 1.00 psf Total 15.03 psf USE: 15 psf Finish Gypsum Board, 1/2" 1 2.20 psf Studs 2x4 @ 12" 0.75 1.05 psf Drywall Gypsum Board, 1/2" 1 2.20 psf Misc. Misc 1 1.00 psf Total 6.45 psf USE: 10 psf Gravity Loads Exterior Wall Interior Wall Roof Ceiling Floor Page 3 of 48 1005 S Virlee St Unit# 28/26/2024 Risk Category II Seismic Importance Factor 1 Spectral Responses Acceleration Ss =1.327 S1 =0.474 Site Classification D (Default) Site Coefficient Fa =1.2 Fv =1.7 Ajust Spectral Responses Acceleration SMS = Fa x Ss =1.592 SM1 = Fv x S1 =0.806 Design Spectral Responses Acceleration SDS = SMS x 2/3 =1.062 SD1 = SM1 x 2/3 =0.537 Seismic Design Category D Response Modification Coefficient R = 6.5 Seismic Paramters Page 4 of 48 1005 S Virlee St Unit# 28/26/2024 Vertical Analysis Page 5 of 48 1005 S Virlee St Unit# 28/26/2024 Page 6 of 48 1005 S Virlee St Unit# 28/26/2024 Page 7 of 48 1005 S Virlee St Unit# 28/26/2024 Roof Member Name Results Current Solution Comments BM-1 Passed 1 piece(s) 4 x 10 DF No.1 BM-2 Passed 1 piece(s) 4 x 10 DF No.1 BM-3 Passed 1 piece(s) 3 1/2" x 9 1/2" 2.2E Parallam® PSL R.R.-1 Passed 1 piece(s) 2 x 6 DF No.2 @ 16" OC C.J.-1 Passed 1 piece(s) 2 x 8 DF No.2 @ 16" OC 3' HDR (Roof)Passed 1 piece(s) 4 x 6 DF No.2 (Plank) HDR-1 Passed 1 piece(s) 6 x 6 DF No.1 Low Roof R.R.Passed 1 piece(s) 2 x 4 DF No.2 @ 16" OC Low Roof & Floor Member Name Results Current Solution Comments F.J.-1 Passed 1 piece(s) 2 x 12 DF No.2 @ 16" OC BM-4 Passed 1 piece(s) 3 1/2" x 11 7/8" 2.2E Parallam® PSL BM-5 Passed 1 piece(s) 4 x 8 DF No.1 BM-6 Passed 1 piece(s) 6 x 8 DF No.1 BM-7 Passed 1 piece(s) 6 x 8 DF No.1 BM-8 Passed 1 piece(s) 6 x 12 DF No.1 BM-9 Passed 1 piece(s) 4 x 12 DF No.1 BM-10 Passed 1 piece(s) 4 x 12 DF No.1 BM-11 Passed 1 piece(s) 6 x 12 DF No.1 BM-12 Passed 1 piece(s) 5 1/4" x 11 1/4" 2.2E Parallam® PSL BM-19 Passed 1 piece(s) 6 x 10 DF No.1 BM-16 Passed 1 piece(s) 6 x 12 DF No.1 Stair Member Name Results Current Solution Comments Stair BM Passed 1 piece(s) 4 x 8 DF No.1 D.J.-1 Passed 1 piece(s) 2 x 8 DF No.2 @ 16" OC 23-1017 1005 S Virlee St, Santa Ana JOB SUMMARY REPORT ForteWEB Software Operator Job Notes 10/8/2023 6:53:29 PM UTC Rong Lei RL Engineering (415) 887-8691 leirongyao@gmail.com ForteWEB v3.6 File Name: 23-1017 1005 S Virlee St, Santa Ana Page 1 / 24 Page 8 of 48 1005 S Virlee St Unit# 28/26/2024 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2789 @ 7 3/4"7656 (3.50")Passed (36%)--1.0 D + 1.0 Lr (Adj Spans) Shear (lbs)1134 @ 0 4856 Passed (23%)1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs)-1194 @ 7 3/4"6239 Passed (19%)1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in)-0.005 @ 3' 3/16"0.240 Passed (L/999+)--1.0 D + 1.0 Lr (Alt Spans) Total Load Defl. (in)0.006 @ 0 0.200 Passed (2L/999+)--1.0 D + 1.0 Lr (Alt Spans) System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 •Deflection criteria: LL (L/240) and TL (L/180). •Overhang deflection criteria: LL (2L/240) and TL (0.2"). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Factored Accessories 1 - Column - DF 3.50"3.50"1.50"1246 1543 2789 Blocking 2 - Column - DF 3.50"3.50"1.50"1218 1518 2736 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)6' 1" o/c Bottom Edge (Lu)6' 1" o/c Dead Roof Live Vertical Loads Location (Side)Tributary Width (0.90)(non-snow: 1.25)Comments 0 - Self Weight (PLF)0 to 6' 1"N/A 8.2 -- 1 - Uniform (PSF)0 to 6' 1" (Front)8' 6"15.8 20.0 Roof 2 - Point (lb)0 (Front)N/A 399 475 Linked from: BM-2, Support 2 3 - Point (lb)0 (Front)N/A 399 475 Linked from: BM-2, Support 2 4 - Point (lb)6' (Front)N/A 399 475 Linked from: BM-2, Support 2 5 - Point (lb)6' (Front)N/A 399 475 Linked from: BM-2, Support 2 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Roof, BM-1 1 piece(s) 4 x 10 DF No.1 ForteWEB Software Operator Job Notes 10/8/2023 6:53:29 PM UTC Rong Lei RL Engineering (415) 887-8691 leirongyao@gmail.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: 23-1017 1005 S Virlee St, Santa Ana Page 2 / 24 Page 9 of 48 1005 S Virlee St Unit# 28/26/2024 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)874 @ 14' 10 3/16"3281 (1.50")Passed (27%)--1.0 D + 1.0 Lr (Alt Spans) Shear (lbs)715 @ 14' 1 3/16"4856 Passed (15%)1.25 1.0 D + 1.0 Lr (Alt Spans) Moment (Ft-lbs)2002 @ 9' 10 3/16"6239 Passed (32%)1.25 1.0 D + 1.0 Lr (Alt Spans) Live Load Defl. (in)0.072 @ 9' 1 11/16"0.610 Passed (L/999+)--1.0 D + 1.0 Lr (Alt Spans) Total Load Defl. (in)0.132 @ 9' 1 3/4"0.813 Passed (L/999+)--1.0 D + 1.0 Lr (Alt Spans) System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 2.83/12 •Deflection criteria: LL (L/240) and TL (L/180). •Overhang deflection criteria: LL (2L/240) and TL (2L/180). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Factored Accessories 1 - Beveled Plate - SPF 3.50"3.50"1.50"329 331 660 Blocking 2 - Hanger on 9 1/4" SPF beam 3.50"Hanger¹1.50"399 475 874 See note ¹ •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)15' 3" o/c Bottom Edge (Lu)15' 3" o/c Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2 - Face Mount Hanger LSSR410Z 1.88"N/A 22-16dx2.5 18-16dx2.5 •Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Roof Live Vertical Loads Location (Side)Tributary Width (0.90)(non-snow: 1.25)Comments 0 - Self Weight (PLF)0 to 14' 10 3/16"N/A 8.2 -- 1 - Tapered (PLF)0 to 2' 9 15/16"N/A 0.0 to 43.5 0.0 to 56.6 Generated from Roof Geometry 2 - Tapered (PLF)2' 9 15/16" to 14' 10 3/16"N/A 0.0 to 87.4 0.0 to 120.2 Generated from Roof Geometry Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.Member Length : 15' 5 1/4" MEMBER REPORT PASSED Roof, BM-2 1 piece(s) 4 x 10 DF No.1 ForteWEB Software Operator Job Notes 10/8/2023 6:53:29 PM UTC Rong Lei RL Engineering (415) 887-8691 leirongyao@gmail.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: 23-1017 1005 S Virlee St, Santa Ana Page 3 / 24 Page 10 of 48 1005 S Virlee St Unit# 28/26/2024 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1543 @ 2"7656 (3.50")Passed (20%)--1.0 D + 1.0 Lr (All Spans) Shear (lbs)1525 @ 1' 1"8035 Passed (19%)1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs)11893 @ 8' 3"16321 Passed (73%)1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in)0.453 @ 8' 3"0.813 Passed (L/430)--1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in)0.869 @ 8' 3"1.083 Passed (L/224)--1.0 D + 1.0 Lr (All Spans) System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 •Deflection criteria: LL (L/240) and TL (L/180). •Allowed moment does not reflect the adjustment for the beam stability factor. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Roof Live Factored Accessories 1 - Stud wall - DF 3.50"3.50"1.50"768 111 775 1543 Blocking 2 - Stud wall - DF 3.50"3.50"1.50"761 111 768 1529 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)16' 7" o/c Bottom Edge (Lu)16' 7" o/c Dead Floor Live Roof Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(non-snow: 1.25)Comments 0 - Self Weight (PLF)0 to 16' 7"N/A 10.4 ---- 1 - Uniform (PSF)0 to 16' 7" (Front)1' 4"5.0 10.0 -Ceiling 2 - Point (lb)8' 3" (Front)N/A 1246 -1543 Linked from: BM-1, Support 1 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Roof, BM-3 1 piece(s) 3 1/2" x 9 1/2" 2.2E Parallam® PSL ForteWEB Software Operator Job Notes 10/8/2023 6:53:29 PM UTC Rong Lei RL Engineering (415) 887-8691 leirongyao@gmail.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: 23-1017 1005 S Virlee St, Santa Ana Page 4 / 24 Page 11 of 48 1005 S Virlee St Unit# 28/26/2024 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)288 @ 12' 3 1/2"1406 (1.50")Passed (21%)--1.0 D + 1.0 Lr (All Spans) Shear (lbs)268 @ 11' 10 5/16"1238 Passed (22%)1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs)871 @ 6' 3"1060 Passed (82%)1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in)0.427 @ 6' 3"0.637 Passed (L/358)--1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in)0.765 @ 6' 3"0.849 Passed (L/200)--1.0 D + 1.0 Lr (All Spans) System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 4/12 •Deflection criteria: LL (L/240) and TL (L/180). •Allowed moment does not reflect the adjustment for the beam stability factor. •A 15% increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Factored Accessories 1 - Beveled Plate - DF 3.50"3.50"1.50"132 167 298 Blocking 2 - Hanger on 5 1/2" DF beam 3.50"Hanger¹1.50"133 169 302 See note ¹ •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)7' 7" o/c Bottom Edge (Lu)12' 11" o/c Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2 - Face Mount Hanger LRU26Z 1.94"N/A 4-10dx1.5 5-10d •Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Roof Live Vertical Load Location (Side)Spacing (0.90)(non-snow: 1.25)Comments 1 - Uniform (PSF)0 to 12' 7"16"15.0 20.0 Roof Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.Member Length : 13' 1 5/16" MEMBER REPORT PASSED Roof, R.R.-1 1 piece(s) 2 x 6 DF No.2 @ 16" OC ForteWEB Software Operator Job Notes 10/8/2023 6:53:29 PM UTC Rong Lei RL Engineering (415) 887-8691 leirongyao@gmail.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: 23-1017 1005 S Virlee St, Santa Ana Page 5 / 24 Page 12 of 48 1005 S Virlee St Unit# 28/26/2024 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)186 @ 2 1/2"3281 (3.50")Passed (6%)--1.0 D + 1.0 L (All Spans) Shear (lbs)168 @ 10 3/4"1305 Passed (13%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)825 @ 9' 3 1/2"1360 Passed (61%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.429 @ 9' 3 1/2"0.606 Passed (L/508)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.643 @ 9' 3 1/2"0.908 Passed (L/339)--1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating N/A N/A N/A --N/A System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •A 15% increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. •No composite action between deck and joist was considered in analysis. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Stud wall - DF 3.50"3.50"1.50"62 124 186 Blocking 2 - Stud wall - DF 3.50"3.50"1.50"62 124 186 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)12' 1" o/c Bottom Edge (Lu)18' 7" o/c Dead Floor Live Vertical Load Location (Side)Spacing (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 18' 7"16"5.0 10.0 Ceiling Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Roof, C.J.-1 1 piece(s) 2 x 8 DF No.2 @ 16" OC ForteWEB Software Operator Job Notes 10/8/2023 6:53:29 PM UTC Rong Lei RL Engineering (415) 887-8691 leirongyao@gmail.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: 23-1017 1005 S Virlee St, Santa Ana Page 6 / 24 Page 13 of 48 1005 S Virlee St Unit# 28/26/2024 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)371 @ 0 5156 (1.50")Passed (7%)--1.0 D + 0.75 L + 0.75 Lr (All Spans) Shear (lbs)227 @ 5"2310 Passed (10%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)248 @ 1' 7 1/2"1150 Passed (22%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.010 @ 1' 7 1/2"0.108 Passed (L/999+)--1.0 D + 0.75 L + 0.75 Lr (All Spans) Total Load Defl. (in)0.018 @ 1' 7 1/2"0.162 Passed (L/999+)--1.0 D + 0.75 L + 0.75 Lr (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Member has been designed in flat (plank) orientation. •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Roof Live Factored Accessories 1 - Trimmer - DF 1.50"1.50"1.50"176 130 130 371 None 2 - Trimmer - DF 1.50"1.50"1.50"176 130 130 371 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)3' 3" o/c Bottom Edge (Lu)3' 3" o/c Dead Floor Live Roof Live Vertical Loads Location Tributary Width (0.90)(1.00)(non-snow: 1.25)Comments 0 - Self Weight (PLF)0 to 3' 3"N/A 4.9 ---- 1 - Uniform (PSF)0 to 3' 3"4'15.8 -20.0 Roof 2 - Uniform (PSF)0 to 3' 3"8'5.0 10.0 -Ceiling Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Roof, 3' HDR (Roof) 1 piece(s) 4 x 6 DF No.2 (Plank) ForteWEB Software Operator Job Notes 10/8/2023 6:53:29 PM UTC Rong Lei RL Engineering (415) 887-8691 leirongyao@gmail.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: 23-1017 1005 S Virlee St, Santa Ana Page 7 / 24 Page 14 of 48 1005 S Virlee St Unit# 28/26/2024 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1243 @ 2' 3"5156 (1.50")Passed (24%)--1.0 D + 1.0 Lr (All Spans) Shear (lbs)1132 @ 1' 8"4285 Passed (26%)1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs)879 @ 1' 6"3466 Passed (25%)1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in)0.003 @ 1' 1 15/16"0.075 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in)0.005 @ 1' 1 15/16"0.112 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. •This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Roof Live Factored Accessories 1 - Trimmer - DF 1.50"1.50"1.50"381 127 348 737 None 2 - Trimmer - DF 1.50"1.50"1.50"637 164 607 1243 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)2' 3" o/c Bottom Edge (Lu)2' 3" o/c Dead Floor Live Roof Live Vertical Loads Location Tributary Width (0.90)(1.00)(non-snow: 1.25)Comments 0 - Self Weight (PLF)0 to 2' 3"N/A 7.7 ---- 1 - Uniform (PSF)0 to 2' 3"4'15.8 -20.0 Roof 2 - Uniform (PSF)0 to 2' 3"8'5.0 10.0 -Ceiling 3 - Point (lb)1' 6"N/A 768 111 775 Linked from: BM-3, Support 1 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Roof, HDR-1 1 piece(s) 6 x 6 DF No.1 ForteWEB Software Operator Job Notes 10/8/2023 6:53:29 PM UTC Rong Lei RL Engineering (415) 887-8691 leirongyao@gmail.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: 23-1017 1005 S Virlee St, Santa Ana Page 8 / 24 Page 15 of 48 1005 S Virlee St Unit# 28/26/2024 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)139 @ 7' 9 1/2"1406 (1.50")Passed (10%)--1.0 D + 1.0 Lr (Alt Spans) Shear (lbs)137 @ 2' 13/16"788 Passed (17%)1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs)203 @ 4' 10 1/2"495 Passed (41%)1.25 1.0 D + 1.0 Lr (Alt Spans) Live Load Defl. (in)0.101 @ 4' 9 1/8"0.324 Passed (L/767)--1.0 D + 1.0 Lr (Alt Spans) Total Load Defl. (in)0.174 @ 4' 9 3/8"0.432 Passed (L/447)--1.0 D + 1.0 Lr (Alt Spans) System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 4/12 •Deflection criteria: LL (L/240) and TL (L/180). •Overhang deflection criteria: LL (2L/240) and TL (2L/180). •Allowed moment does not reflect the adjustment for the beam stability factor. •A 15% increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Factored Accessories 1 - Beveled Plate - DF 3.50"3.50"1.50"104 132 236 Blocking 2 - Hanger on 3 1/2" DF beam 3.50"Hanger¹1.50"66 87 153 See note ¹ •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)8' 3" o/c Bottom Edge (Lu)8' 3" o/c Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2 - Face Mount Hanger U24X SLD18 1.50"N/A 4-10dx1.5 2-10dx1.5 •Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Roof Live Vertical Load Location (Side)Spacing (0.90)(non-snow: 1.25)Comments 1 - Uniform (PSF)0 to 8' 1"16"15.0 20.0 Roof Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.Member Length : 8' 3 3/4" MEMBER REPORT PASSED Roof, Low Roof R.R. 1 piece(s) 2 x 4 DF No.2 @ 16" OC ForteWEB Software Operator Job Notes 10/8/2023 6:53:29 PM UTC Rong Lei RL Engineering (415) 887-8691 leirongyao@gmail.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: 23-1017 1005 S Virlee St, Santa Ana Page 9 / 24 Page 16 of 48 1005 S Virlee St Unit# 28/26/2024 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)619 @ 16' 10 1/2"2109 (2.25")Passed (29%)--1.0 D + 1.0 L (All Spans) Shear (lbs)536 @ 1' 2 3/4"2025 Passed (26%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)2546 @ 8' 6 1/2"2729 Passed (93%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.325 @ 8' 6 1/2"0.556 Passed (L/615)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.447 @ 8' 6 1/2"0.833 Passed (L/447)--1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating N/A N/A N/A --N/A System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •A 15% increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. •No composite action between deck and joist was considered in analysis. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Stud wall - DF 3.50"3.50"1.50"171 456 626 Blocking 2 - Stud wall - DF 3.50"2.25"1.50"171 456 626 1 1/4" Rim Board •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)3' 5" o/c Bottom Edge (Lu)17' o/c Dead Floor Live Vertical Load Location (Side)Spacing (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 17' 1"16"15.0 40.0 Floor Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Low Roof & Floor, F.J.-1 1 piece(s) 2 x 12 DF No.2 @ 16" OC ForteWEB Software Operator Job Notes 10/8/2023 6:53:29 PM UTC Rong Lei RL Engineering (415) 887-8691 leirongyao@gmail.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: 23-1017 1005 S Virlee St, Santa Ana Page 10 / 24 Page 17 of 48 1005 S Virlee St Unit# 28/26/2024 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2912 @ 20' 5 1/4"7656 (3.50")Passed (38%)--1.0 D + 1.0 Lr (All Spans) Shear (lbs)2228 @ 19' 3 5/8"10044 Passed (22%)1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs)12501 @ 10' 3 1/16"24878 Passed (50%)1.25 1.0 D + 1.0 Lr (Alt Spans) Live Load Defl. (in)0.473 @ 10' 3 1/2"1.014 Passed (L/514)--1.0 D + 1.0 Lr (Alt Spans) Total Load Defl. (in)0.891 @ 10' 3 7/16"1.351 Passed (L/273)--1.0 D + 1.0 Lr (Alt Spans) System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 •Deflection criteria: LL (L/240) and TL (L/180). •Overhang deflection criteria: LL (2L/240) and TL (2L/180). •Upward deflection on right cantilever exceeds overhang deflection criteria. •Allowed moment does not reflect the adjustment for the beam stability factor. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Factored Accessories 1 - Stud wall - DF 3.50"3.50"1.50"1185 1335 2520 Blocking 2 - Column - DF 3.50"3.50"1.50"1372 1540 2912 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)22' 1" o/c Bottom Edge (Lu)22' 1" o/c Dead Roof Live Vertical Loads Location (Side)Tributary Width (0.90)(non-snow: 1.25)Comments 0 - Self Weight (PLF)0 to 22' 1"N/A 13.0 -- 1 - Uniform (PSF)0 to 22' 1" (Front)6' 6"15.8 20.0 Roof Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Low Roof & Floor, BM-4 1 piece(s) 3 1/2" x 11 7/8" 2.2E Parallam® PSL ForteWEB Software Operator Job Notes 10/8/2023 6:53:29 PM UTC Rong Lei RL Engineering (415) 887-8691 leirongyao@gmail.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: 23-1017 1005 S Virlee St, Santa Ana Page 11 / 24 Page 18 of 48 1005 S Virlee St Unit# 28/26/2024 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1140 @ 8' 11 1/4"7656 (3.50")Passed (15%)--1.0 D + 1.0 Lr (All Spans) Shear (lbs)755 @ 8' 2 1/4"3806 Passed (20%)1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs)1907 @ 4' 6"4152 Passed (46%)1.25 1.0 D + 1.0 Lr (Alt Spans) Live Load Defl. (in)0.076 @ 4' 6 1/2"0.439 Passed (L/999+)--1.0 D + 1.0 Lr (Alt Spans) Total Load Defl. (in)0.139 @ 4' 6 7/16"0.585 Passed (L/757)--1.0 D + 1.0 Lr (Alt Spans) System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 •Deflection criteria: LL (L/240) and TL (L/180). •Overhang deflection criteria: LL (2L/240) and TL (2L/180). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Factored Accessories 1 - Stud wall - DF 3.50"3.50"1.50"418 497 915 Blocking 2 - Column - DF 3.50"3.50"1.50"524 617 1140 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)10' 1" o/c Bottom Edge (Lu)10' 1" o/c Dead Roof Live Vertical Loads Location (Side)Tributary Width (0.90)(non-snow: 1.25)Comments 0 - Self Weight (PLF)0 to 10' 1"N/A 6.4 -- 1 - Uniform (PSF)0 to 10' 1" (Front)5' 6"15.8 20.0 Roof Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Low Roof & Floor, BM-5 1 piece(s) 4 x 8 DF No.1 ForteWEB Software Operator Job Notes 10/8/2023 6:53:29 PM UTC Rong Lei RL Engineering (415) 887-8691 leirongyao@gmail.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: 23-1017 1005 S Virlee St, Santa Ana Page 12 / 24 Page 19 of 48 1005 S Virlee St Unit# 28/26/2024 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)979 @ 10' 5"12031 (3.50")Passed (8%)--1.0 D + 1.0 Lr (All Spans) Shear (lbs)927 @ 9' 8"5844 Passed (16%)1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs)3545 @ 6' 3"6445 Passed (55%)1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in)0.095 @ 5' 5 11/16"0.256 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in)0.182 @ 5' 5 5/8"0.512 Passed (L/675)--1.0 D + 1.0 Lr (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Factored Accessories 1 - Stud wall - DF 3.50"3.50"1.50"374 392 766 Blocking 2 - Column - DF 3.50"3.50"1.50"472 507 979 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)10' 7" o/c Bottom Edge (Lu)10' 7" o/c Dead Roof Live Vertical Loads Location (Side)Tributary Width (0.90)(non-snow: 1.25)Comments 0 - Self Weight (PLF)0 to 10' 7"N/A 10.4 -- 1 - Uniform (PSF)0 to 10' 7" (Front)1' 4"15.0 20.0 Roof 2 - Point (lb)6' 3" (Front)N/A 524 617 Linked from: BM-5, Support 2 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Low Roof & Floor, BM-6 1 piece(s) 6 x 8 DF No.1 ForteWEB Software Operator Job Notes 10/8/2023 6:53:29 PM UTC Rong Lei RL Engineering (415) 887-8691 leirongyao@gmail.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: 23-1017 1005 S Virlee St, Santa Ana Page 13 / 24 Page 20 of 48 1005 S Virlee St Unit# 28/26/2024 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)490 @ 2"12031 (3.50")Passed (4%)--1.0 D + 0.75 L + 0.75 Lr (All Spans) Shear (lbs)314 @ 11"5844 Passed (5%)1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans) Moment (Ft-lbs)544 @ 2' 6 1/2"6445 Passed (8%)1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans) Live Load Defl. (in)0.004 @ 2' 6 1/2"0.119 Passed (L/999+)--1.0 D + 0.75 L + 0.75 Lr (All Spans) Total Load Defl. (in)0.007 @ 2' 6 1/2"0.237 Passed (L/999+)--1.0 D + 0.75 L + 0.75 Lr (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Roof Live Factored Accessories 1 - Stud wall - DF 3.50"3.50"1.50"243 127 203 490 Blocking 2 - Column - DF 3.50"3.50"1.50"243 127 203 490 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)5' 1" o/c Bottom Edge (Lu)5' 1" o/c Dead Floor Live Roof Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(non-snow: 1.25)Comments 0 - Self Weight (PLF)0 to 5' 1"N/A 10.4 ---- 1 - Uniform (PSF)0 to 5' 1" (Front)4'15.0 -20.0 Roof 2 - Uniform (PSF)0 to 5' 1" (Front)5'5.0 10.0 -Ceiling Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Low Roof & Floor, BM-7 1 piece(s) 6 x 8 DF No.1 ForteWEB Software Operator Job Notes 10/8/2023 6:53:29 PM UTC Rong Lei RL Engineering (415) 887-8691 leirongyao@gmail.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: 23-1017 1005 S Virlee St, Santa Ana Page 14 / 24 Page 21 of 48 1005 S Virlee St Unit# 28/26/2024 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1084 @ 2"12031 (3.50")Passed (9%)--1.0 D + 1.0 Lr (All Spans) Shear (lbs)518 @ 1' 3"6452 Passed (8%)0.90 1.0 D (All Spans) Moment (Ft-lbs)1287 @ 3' 6 1/2"12274 Passed (10%)0.90 1.0 D (All Spans) Live Load Defl. (in)0.003 @ 3' 6 1/2"0.225 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in)0.013 @ 3' 6 1/2"0.338 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Lumber grading provisions must be extended over the length of the member per NDS 4.2.5.5. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Factored Accessories 1 - Stud wall - DF 3.50"3.50"1.50"800 283 1084 Blocking 2 - Stud wall - DF 3.50"3.50"1.50"800 283 1084 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)7' 1" o/c Bottom Edge (Lu)7' 1" o/c Dead Roof Live Vertical Loads Location (Side)Tributary Width (0.90)(non-snow: 1.25)Comments 0 - Self Weight (PLF)0 to 7' 1"N/A 16.0 -- 1 - Uniform (PSF)0 to 7' 1" (Front)10'15.0 -Ext. Wall 2 - Uniform (PSF)0 to 7' 1" (Front)4'15.0 20.0 Roof Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Low Roof & Floor, BM-8 1 piece(s) 6 x 12 DF No.1 ForteWEB Software Operator Job Notes 10/8/2023 6:53:29 PM UTC Rong Lei RL Engineering (415) 887-8691 leirongyao@gmail.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: 23-1017 1005 S Virlee St, Santa Ana Page 15 / 24 Page 22 of 48 1005 S Virlee St Unit# 28/26/2024 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)624 @ 4' 3 1/2"3281 (1.50")Passed (19%)--1.0 D + 1.0 L (All Spans) Shear (lbs)340 @ 3' 4 1/4"4725 Passed (7%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)643 @ 2' 2 3/4"6768 Passed (10%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.001 @ 2' 2 3/4"0.138 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.003 @ 2' 2 3/4"0.206 Passed (L/999+)--1.0 D + 1.0 L (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Stud wall - DF 3.50"3.50"1.50"362 312 674 Blocking 2 - Hanger on 11 1/4" DF beam 3.50"Hanger¹1.50"380 330 709 See note ¹ •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)4' 4" o/c Bottom Edge (Lu)4' 4" o/c Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2 - Face Mount Hanger LUS48 2.00"N/A 6-10dx1.5 4-10d •Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)0 to 4' 3 1/2"N/A 10.0 -- 1 - Uniform (PSF)0 to 4' 7" (Front)10'10.0 -Int. Wall 2 - Uniform (PSF)0 to 4' 7" (Front)3' 6"15.0 40.0 Floor Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Low Roof & Floor, BM-9 1 piece(s) 4 x 12 DF No.1 ForteWEB Software Operator Job Notes 10/8/2023 6:53:29 PM UTC Rong Lei RL Engineering (415) 887-8691 leirongyao@gmail.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: 23-1017 1005 S Virlee St, Santa Ana Page 16 / 24 Page 23 of 48 1005 S Virlee St Unit# 28/26/2024 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1333 @ 2"7656 (3.50")Passed (17%)--1.0 D + 1.0 L (All Spans) Shear (lbs)1062 @ 1' 2 3/4"4725 Passed (22%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)4546 @ 7'6768 Passed (67%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.106 @ 6' 8 1/2"0.442 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.186 @ 6' 8 13/16"0.663 Passed (L/857)--1.0 D + 1.0 L (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Stud wall - DF 3.50"3.50"1.50"503 830 1333 Blocking 2 - Stud wall - DF 3.50"3.50"1.50"415 574 990 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)13' 7" o/c Bottom Edge (Lu)13' 7" o/c Dead Floor Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)0 to 13' 7"N/A 10.0 -- 1 - Uniform (PSF)0 to 13' 7" (Front)1' 4"15.0 40.0 Floor 2 - Uniform (PSF)0 to 3' 6" (Front)2' 6"15.0 40.0 Floor 3 - Point (lb)7' (Front)N/A 380 330 Linked from: BM-9, Support 2 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Low Roof & Floor, BM-10 1 piece(s) 4 x 12 DF No.1 ForteWEB Software Operator Job Notes 10/8/2023 6:53:29 PM UTC Rong Lei RL Engineering (415) 887-8691 leirongyao@gmail.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: 23-1017 1005 S Virlee St, Santa Ana Page 17 / 24 Page 24 of 48 1005 S Virlee St Unit# 28/26/2024 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)3771 @ 13' 3 1/2"5156 (1.50")Passed (73%)--1.0 D + 1.0 Lr (All Spans) Shear (lbs)3375 @ 12' 4"8960 Passed (38%)1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs)11875 @ 7' 10 7/16"17048 Passed (70%)1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in)0.117 @ 7' 5/16"0.433 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in)0.323 @ 6' 11 9/16"0.650 Passed (L/483)--1.0 D + 1.0 Lr (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Lumber grading provisions must be extended over the length of the member per NDS 4.2.5.5. •Applicable calculations are based on NDS. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Roof Live Factored Accessories 1 - Hanger on 11 1/2" DF beam 3.50"Hanger¹1.50"2143 395 1107 3269 See note ¹ 2 - Hanger on 11 1/2" DF beam 3.50"Hanger¹1.50"2460 441 1427 3887 See note ¹ •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)13' o/c Bottom Edge (Lu)13' o/c Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger HU610 2.50"N/A 18-16d 8-16d 2 - Face Mount Hanger HU612 2.50"N/A 22-16d 8-16d •Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Roof Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(non-snow: 1.25)Comments 0 - Self Weight (PLF)3 1/2" to 13' 3 1/2"N/A 16.0 ---- 1 - Uniform (PSF)0 to 13' 7" (Front)1' 4"15.0 40.0 -Floor 2 - Uniform (PSF)0 to 13' 7" (Front)10'15.0 --Ext. Wall 3 - Uniform (PSF)0 to 13' 7" (Front)6' 6"15.0 -20.0 Roof 4 - Point (lb)9' 6" (Front)N/A 761 111 768 Linked from: BM-3, Support 2 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Low Roof & Floor, BM-11 1 piece(s) 6 x 12 DF No.1 ForteWEB Software Operator Job Notes 10/8/2023 6:53:29 PM UTC Rong Lei RL Engineering (415) 887-8691 leirongyao@gmail.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: 23-1017 1005 S Virlee St, Santa Ana Page 18 / 24 Page 25 of 48 1005 S Virlee St Unit# 28/26/2024 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)4078 @ 10' 5"11484 (3.50")Passed (36%)--1.0 D + 0.75 L + 0.75 Lr (All Spans) Shear (lbs)3247 @ 9' 4 1/4"11419 Passed (28%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)13279 @ 5' 6"26955 Passed (49%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.097 @ 5' 6"0.342 Passed (L/999+)--1.0 D + 0.75 L + 0.75 Lr (All Spans) Total Load Defl. (in)0.215 @ 5' 6"0.512 Passed (L/572)--1.0 D + 0.75 L + 0.75 Lr (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Roof Live Factored Accessories 1 - Stud wall - DF 3.50"3.50"1.50"1990 1565 916 3851 Blocking 2 - Stud wall - DF 3.50"3.50"1.50"2128 1581 1019 4078 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)10' 7" o/c Bottom Edge (Lu)10' 7" o/c Dead Floor Live Roof Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(non-snow: 1.25)Comments 0 - Self Weight (PLF)0 to 10' 7"N/A 18.5 ---- 1 - Uniform (PSF)0 to 10' 7" (Front)6' 6"15.0 40.0 -Floor 2 - Point (lb)5' 6" (Front)N/A 329 -331 Linked from: BM-2, Support 1 3 - Point (lb)5' 6" (Front)N/A 2143 395 1107 Linked from: BM- 11, Support 1 4 - Point (lb)5' 9" (Front)N/A 418 -497 Linked from: BM-5, Support 1 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Low Roof & Floor, BM-12 1 piece(s) 5 1/4" x 11 1/4" 2.2E Parallam® PSL ForteWEB Software Operator Job Notes 10/8/2023 6:53:29 PM UTC Rong Lei RL Engineering (415) 887-8691 leirongyao@gmail.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: 23-1017 1005 S Virlee St, Santa Ana Page 20 / 24 Page 26 of 48 1005 S Virlee St Unit# 28/26/2024 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1728 @ 2"12031 (3.50")Passed (14%)--1.0 D + 1.0 Lr (All Spans) Shear (lbs)1663 @ 1' 1"7402 Passed (22%)1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs)6515 @ 4' 3"11634 Passed (56%)1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in)0.054 @ 4' 3 7/16"0.275 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in)0.104 @ 4' 3 7/16"0.412 Passed (L/956)--1.0 D + 1.0 Lr (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Lumber grading provisions must be extended over the length of the member per NDS 4.2.5.5. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Factored Accessories 1 - Stud wall - DF 3.50"3.50"1.50"836 892 1728 Blocking 2 - Stud wall - DF 3.50"3.50"1.50"822 877 1698 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)8' 7" o/c Bottom Edge (Lu)8' 7" o/c Dead Roof Live Vertical Loads Location (Side)Tributary Width (0.90)(non-snow: 1.25)Comments 0 - Self Weight (PLF)0 to 8' 7"N/A 13.2 -- 1 - Uniform (PSF)0 to 8' 7" (Front)1' 4"15.0 20.0 Roof 2 - Point (lb)4' 3" (Front)N/A 1372 1540 Linked from: BM-4, Support 2 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Low Roof & Floor, BM-19 1 piece(s) 6 x 10 DF No.1 ForteWEB Software Operator Job Notes 10/8/2023 6:53:29 PM UTC Rong Lei RL Engineering (415) 887-8691 leirongyao@gmail.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: 23-1017 1005 S Virlee St, Santa Ana Page 21 / 24 Page 27 of 48 1005 S Virlee St Unit# 28/26/2024 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1981 @ 7' 3 1/2"5156 (1.50")Passed (38%)--1.0 D + 1.0 L (All Spans) Shear (lbs)1448 @ 6' 4"7168 Passed (20%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)3528 @ 3' 8 3/4"13638 Passed (26%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.012 @ 3' 8 3/4"0.237 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.029 @ 3' 8 3/4"0.356 Passed (L/999+)--1.0 D + 1.0 L (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Lumber grading provisions must be extended over the length of the member per NDS 4.2.5.5. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Roof Live Factored Accessories 1 - Stud wall - DF 3.50"3.50"1.50"1179 895 298 2074 Blocking 2 - Hanger on 11 1/2" DF beam 3.50"Hanger¹1.50"1213 925 308 2138 See note ¹ •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)7' 4" o/c Bottom Edge (Lu)7' 4" o/c Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2 - Face Mount Hanger U610 2.00"N/A 14-16d 6-10d •Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Roof Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(non-snow: 1.25)Comments 0 - Self Weight (PLF)0 to 7' 3 1/2"N/A 16.0 ---- 1 - Uniform (PSF)0 to 7' 7" (Front)6'15.0 40.0 -Floor 2 - Uniform (PSF)0 to 7' 7" (Front)10'15.0 --Ext. Wall 3 - Uniform (PSF)0 to 7' 7" (Front)4'15.0 -20.0 Roof Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Low Roof & Floor, BM-16 1 piece(s) 6 x 12 DF No.1 ForteWEB Software Operator Job Notes 10/8/2023 6:53:29 PM UTC Rong Lei RL Engineering (415) 887-8691 leirongyao@gmail.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: 23-1017 1005 S Virlee St, Santa Ana Page 22 / 24 Page 28 of 48 1005 S Virlee St Unit# 28/26/2024 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)705 @ 2"7656 (3.50")Passed (9%)--1.0 D + 1.0 L (All Spans) Shear (lbs)526 @ 10 3/4"3045 Passed (17%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)1133 @ 3' 6 1/2"3322 Passed (34%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.035 @ 3' 6 1/2"0.225 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.049 @ 3' 6 1/2"0.338 Passed (L/999+)--1.0 D + 1.0 L (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Stud wall - DF 3.50"3.50"1.50"209 496 705 Blocking 2 - Stud wall - DF 3.50"3.50"1.50"209 496 705 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)7' 1" o/c Bottom Edge (Lu)7' 1" o/c Dead Floor Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)0 to 7' 1"N/A 6.4 -- 1 - Uniform (PSF)0 to 7' 1" (Front)3' 6"15.0 40.0 Floor Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Stair, Stair BM 1 piece(s) 4 x 8 DF No.1 ForteWEB Software Operator Job Notes 10/8/2023 6:53:29 PM UTC Rong Lei RL Engineering (415) 887-8691 leirongyao@gmail.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: 23-1017 1005 S Virlee St, Santa Ana Page 23 / 24 Page 29 of 48 1005 S Virlee St Unit# 28/26/2024 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)257 @ 3 1/2"1406 (1.50")Passed (18%)--1.0 D + 1.0 L (All Spans) Shear (lbs)212 @ 10 3/4"1305 Passed (16%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)449 @ 3' 9 1/2"1360 Passed (33%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.038 @ 3' 9 1/2"0.233 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.052 @ 3' 9 1/2"0.350 Passed (L/999+)--1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating N/A N/A N/A --N/A System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •A 15% increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. •No composite action between deck and joist was considered in analysis. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Hanger on 7 1/4" DF Ledger 3.50"Hanger¹1.50"76 202 278 See note ¹ 2 - Hanger on 7 1/4" DF Ledger 3.50"Hanger¹1.50"76 202 278 See note ¹ •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)7' o/c Bottom Edge (Lu)7' o/c Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger LU26 1.50"N/A 6-10dx1.5 4-10dx1.5 2 - Face Mount Hanger LU26 1.50"N/A 6-10dx1.5 4-10dx1.5 •Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Vertical Load Location (Side)Spacing (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 7' 7"16"15.0 40.0 Floor Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Stair, D.J.-1 1 piece(s) 2 x 8 DF No.2 @ 16" OC ForteWEB Software Operator Job Notes 10/8/2023 6:53:29 PM UTC Rong Lei RL Engineering (415) 887-8691 leirongyao@gmail.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: 23-1017 1005 S Virlee St, Santa Ana Page 24 / 24 Page 30 of 48 1005 S Virlee St Unit# 28/26/2024 Wood Beam LIC# : KW-06014653, Build:20.23.08.01 RR (c) ENERCALC INC 1983-2023 DESCRIPTION:BM-13 Project File: 23-1017_1005 S Virlee St.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch No.1 1,350.0 1,350.0 925.0 625.0 1,600.0 580.0 170.0 675.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 1.330 ft, (Floor) Uniform Load : D = 0.0150 ksf, Tributary Width = 10.0 ft, (Ext. Wall) Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 4.0 ft, (Roof) Uniform Load : D = 0.0050, Lr = 0.010 ksf, Tributary Width = 8.0 ft, (Ceiling) Point Load : D = 0.80, Lr = 0.80, L = 0.120 k @ 2.50 ft, (BM-3_R1) Point Load : E = 2.10 k @ 2.50 ft, (HD) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.418: 1 Load Combination +1.148D+1.750E Span # where maximum occurs Span # 1 Location of maximum on span 2.504ft 88.82 psi= = 2,160.00psi 6x12Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +1.148D+1.750E = = = 272.00 psi== Section used for this span 6x12 Maximum Shear Stress Ratio 0.327 : 1 0.000 ft= = 902.92psi Maximum Deflection 0 <360 2279 Ratio =0 <180 Max Downward Transient Deflection 0.021 in 4006Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.037 in Ratio = >=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : E Only n/a Span: 1 : +D+Lr n/a . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr 1 0.0369 3.398 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 2.533 2.076 Max Upward from Load Combinations 2.533 2.076 Max Upward from Load Cases 1.459 1.231 D Only 1.459 1.231 +D+L 1.722 1.460 Page 31 of 48 1005 S Virlee St Unit# 28/26/2024 Wood Beam LIC# : KW-06014653, Build:20.23.08.01 RR (c) ENERCALC INC 1983-2023 DESCRIPTION:BM-13 Project File: 23-1017_1005 S Virlee St.ec6 Project Title: Engineer: Project ID: Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS +D+Lr 2.533 2.076 +D+0.750Lr+0.750L 2.462 2.037 +D+0.750L 1.657 1.402 +0.60D 0.875 0.738 +D+0.70E 2.404 1.756 +D+0.750L+0.5250E 2.365 1.796 +0.60D+0.70E 1.820 1.263 Lr Only 1.074 0.846 L Only 0.263 0.229 E Only 1.350 0.750 Page 32 of 48 1005 S Virlee St Unit# 28/26/2024 Wood Beam LIC# : KW-06014653, Build:20.23.08.01 RR (c) ENERCALC INC 1983-2023 DESCRIPTION:BM-14 Project File: 23-1017_1005 S Virlee St.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch No.1 1,350.0 1,350.0 925.0 625.0 1,600.0 580.0 170.0 675.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 1.330 ft, (Floor) Uniform Load : D = 0.0150 ksf, Tributary Width = 10.0 ft, (Ext. Wall) Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 4.0 ft, (Roof) Uniform Load : D = 0.0050, Lr = 0.010 ksf, Tributary Width = 8.0 ft, (Ceiling) Point Load : E = 2.10 k @ 2.0 ft, (HD) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.361: 1 Load Combination +1.148D+1.750E Span # where maximum occurs Span # 1 Location of maximum on span 2.004ft 93.87 psi= = 2,160.00psi 6x12Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +1.148D+1.750E = = = 272.00 psi== Section used for this span 6x12 Maximum Shear Stress Ratio 0.345 : 1 0.000 ft= = 780.66psi Maximum Deflection 3421 >=360 1869 Ratio =40468 >=180 Max Downward Transient Deflection 0.032 in 3421Ratio = >=360 Max Upward Transient Deflection -0.032 in Ratio = Max Downward Total Deflection 0.058 in Ratio = >=180 Max Upward Total Deflection -0.003 in fb: Actual F'b fv: Actual F'v Span: 1 : E Only Span: 1 : E Only * -1.0 Span: 1 : +D+0.70E Span: 1 : +0.60D-0.70E . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+0.70E 1 0.0578 4.303 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 2.358 1.935 Max Upward from Load Combinations 2.358 1.935 Max Upward from Load Cases 1.633 1.215 Max Downward from all Load Conditio -1.633 -0.467 Max Downward from Load Combinations -0.414 Max Downward from Load Cases (Resis -1.633 -0.467 Page 33 of 48 1005 S Virlee St Unit# 28/26/2024 Wood Beam LIC# : KW-06014653, Build:20.23.08.01 RR (c) ENERCALC INC 1983-2023 DESCRIPTION:BM-14 Project File: 23-1017_1005 S Virlee St.ec6 Project Title: Engineer: Project ID: Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS D Only 1.215 1.215 +D+L 1.454 1.454 +D+Lr 1.935 1.935 +D+0.750Lr+0.750L 1.934 1.934 +D+0.750L 1.394 1.394 +0.60D 0.729 0.729 +D+0.70E 2.358 1.541 +D-0.70E 0.071 0.888 +D+0.750L+0.5250E 2.252 1.639 +D+0.750L-0.5250E 0.537 1.149 +0.60D+0.70E 1.872 1.056 +0.60D-0.70E -0.414 0.402 Lr Only 0.720 0.720 L Only 0.239 0.239 E Only 1.633 0.467 E Only * -1.0 -1.633 -0.467 Page 34 of 48 1005 S Virlee St Unit# 28/26/2024 Wood Beam LIC# : KW-06014653, Build:20.23.08.01 RR (c) ENERCALC INC 1983-2023 DESCRIPTION:BM-15 Project File: 23-1017_1005 S Virlee St.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch No.1 1,350.0 1,350.0 925.0 625.0 1,600.0 580.0 170.0 675.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 5.50 ft, (Floor) Uniform Load : D = 0.0150 ksf, Tributary Width = 10.0 ft, (Ext. Wall) Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 4.0 ft, (Roof) Point Load : E = -2.10 k @ 5.0 ft, (HD) Point Load : E = 2.10 k @ 10.0 ft, (HD) Point Load : D = 0.330, Lr = 0.330 k @ 2.0 ft, (BM-2) Point Load : D = 1.210, Lr = 0.720, L = 0.240, E = 0.470 k @ 2.0 ft, (BM-14_R2) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.813: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 5.431ft 96.92 psi= = 1,350.00psi 6x12Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 170.00 psi== Section used for this span 6x12 Maximum Shear Stress Ratio 0.570 : 1 0.000 ft= = 1,097.84psi Maximum Deflection 3120 >=360 503 Ratio =0 <180 Max Downward Transient Deflection 0.099 in 1453Ratio = >=360 Max Upward Transient Deflection -0.046 in Ratio = Max Downward Total Deflection 0.286 in Ratio = >=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : L Only Span: 1 : E Only Span: 1 : +D+0.750Lr+0.750L n/a . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+0.750Lr+0.750L 1 0.2859 5.825 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 5.195 3.532 Max Upward from Load Combinations 5.195 3.532 Max Upward from Load Cases 3.038 2.012 Max Downward from all Load Conditio -0.483 -0.953 Page 35 of 48 1005 S Virlee St Unit# 28/26/2024 Wood Beam LIC# : KW-06014653, Build:20.23.08.01 RR (c) ENERCALC INC 1983-2023 DESCRIPTION:BM-15 Project File: 23-1017_1005 S Virlee St.ec6 Project Title: Engineer: Project ID: Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Downward from Load Cases (Resis -0.483 -0.953 D Only 3.038 2.012 +D+L 4.558 3.372 +D+Lr 4.393 2.667 +D+0.750Lr+0.750L 5.195 3.523 +D+0.750L 4.178 3.032 +0.60D 1.823 1.207 +D+0.70E 2.700 2.679 +D-0.70E 3.377 1.344 +D+0.750L+0.5250E 3.925 3.532 +D+0.750L-0.5250E 4.432 2.531 +0.60D+0.70E 1.485 1.874 +0.60D-0.70E 2.161 0.540 Lr Only 1.355 0.655 L Only 1.520 1.360 E Only -0.483 0.953 E Only * -1.0 0.483 -0.953 Page 36 of 48 1005 S Virlee St Unit# 28/26/2024 Wood Beam LIC# : KW-06014653, Build:20.23.08.01 RR (c) ENERCALC INC 1983-2023 DESCRIPTION:BM-17 Project File: 23-1017_1005 S Virlee St.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch No.1 1,350.0 1,350.0 925.0 625.0 1,600.0 580.0 170.0 675.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 1.330 ft, (Floor) Uniform Load : D = 0.0150 ksf, Tributary Width = 10.0 ft, (Ext. Wall) Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 4.0 ft, (Roof) Point Load : E = 2.10 k @ 9.0 ft, (HD) Point Load : D = 0.330, Lr = 0.330 k @ 9.0 ft, (BM-2) Point Load : D = 1.210, Lr = 0.310, L = 0.930 k @ 9.0 ft, (BM-16_R2) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.521: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 7.106ft 134.29 psi= = 1,350.00psi 6x12Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +1.148D+1.750E = = = 272.00 psi== Section used for this span 6x12 Maximum Shear Stress Ratio 0.494 : 1 10.077 ft= = 703.67psi Maximum Deflection 2735 >=360 826 Ratio =0 <180 Max Downward Transient Deflection 0.048 in 2735Ratio = >=360 Max Upward Transient Deflection -0.048 in Ratio = Max Downward Total Deflection 0.160 in Ratio = >=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : E Only Span: 1 : E Only * -1.0 Span: 1 : +D+0.750Lr+0.750L n/a . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+0.750Lr+0.750L 1 0.1596 5.781 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 2.308 4.217 Max Upward from Load Combinations 2.308 4.217 Max Upward from Load Cases 1.545 2.525 Max Downward from all Load Conditio -0.382 -1.718 Max Downward from Load Cases (Resis -0.382 -1.718 Page 37 of 48 1005 S Virlee St Unit# 28/26/2024 Wood Beam LIC# : KW-06014653, Build:20.23.08.01 RR (c) ENERCALC INC 1983-2023 DESCRIPTION:BM-17 Project File: 23-1017_1005 S Virlee St.ec6 Project Title: Engineer: Project ID: Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS D Only 1.545 2.525 +D+L 2.006 3.578 +D+Lr 2.101 3.488 +D+0.750Lr+0.750L 2.308 4.038 +D+0.750L 1.891 3.315 +0.60D 0.927 1.515 +D+0.70E 1.812 3.727 +D-0.70E 1.277 1.322 +D+0.750L+0.5250E 2.091 4.217 +D+0.750L-0.5250E 1.691 2.413 +0.60D+0.70E 1.194 2.718 +0.60D-0.70E 0.660 0.312 Lr Only 0.556 0.964 L Only 0.462 1.054 E Only 0.382 1.718 E Only * -1.0 -0.382 -1.718 Page 38 of 48 1005 S Virlee St Unit# 28/26/2024 Wood Beam LIC# : KW-06014653, Build:20.23.08.01 RR (c) ENERCALC INC 1983-2023 DESCRIPTION:BM-18 Project File: 23-1017_1005 S Virlee St.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design iLevel Truss Joist Parallam PSL 2.2E 2900 2900 2900 750 2200 1118.19 290 2025 45.07 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 12.0 ft, (Floor) Point Load : E = 2.10 k @ 6.750 ft, (HD) Point Load : D = 0.750, Lr = 0.750, L = 0.120 k @ 7.0 ft, (BM-3) Point Load : D = 2.460, Lr = 1.430, L = 0.440 k @ 7.0 ft, (BM-11_R2) Point Load : D = 1.540, Lr = 0.560, L = 0.460, E = 0.380 k @ 7.0 ft, (BM-17_R1) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.789: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 7.007ft 127.98 psi= = 2,920.85psi 7x11.25Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 290.00 psi== Section used for this span 7x11.25 Maximum Shear Stress Ratio 0.441 : 1 11.080 ft= = 2,303.98psi Maximum Deflection 1736 >=360 371 Ratio =0 <180 Max Downward Transient Deflection 0.157 in 918Ratio = >=360 Max Upward Transient Deflection -0.083 in Ratio = Max Downward Total Deflection 0.388 in Ratio = >=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : L Only Span: 1 : E Only * -1.0 Span: 1 : +D+0.750Lr+0.750L n/a . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+0.750Lr+0.750L 1 0.3881 6.219 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 6.394 7.656 Max Upward from Load Combinations 6.394 7.656 Max Upward from Load Cases 3.305 3.851 Max Downward from all Load Conditio -1.077 -1.403 Max Downward from Load Cases (Resis -1.077 -1.403 D Only 3.059 3.851 Page 39 of 48 1005 S Virlee St Unit# 28/26/2024 Wood Beam LIC# : KW-06014653, Build:20.23.08.01 RR (c) ENERCALC INC 1983-2023 DESCRIPTION:BM-18 Project File: 23-1017_1005 S Virlee St.ec6 Project Title: Engineer: Project ID: Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS +D+L 6.364 7.326 +D+Lr 4.201 5.449 +D+0.750Lr+0.750L 6.394 7.656 +D+0.750L 5.538 6.457 +0.60D 1.836 2.311 +D+0.70E 3.813 4.833 +D-0.70E 2.305 2.869 +D+0.750L+0.5250E 6.103 7.194 +D+0.750L-0.5250E 4.972 5.721 +0.60D+0.70E 2.589 3.293 +0.60D-0.70E 1.082 1.328 Lr Only 1.142 1.598 L Only 3.305 3.475 E Only 1.077 1.403 E Only * -1.0 -1.077 -1.403 Page 40 of 48 1005 S Virlee St Unit# 28/26/2024 Footing Design Footing Analysis per ACI 318-14 section 14.1.4 (b) & 14.3.2.2 Allowable Bearing 1500 psf Increase Per Foot Width 0 psf Increase Per Foot Depth 0 psf Minimum Width (Cont Ftg)12 inches Minimum Width (Pad)24 inches Minimum Embed 18 inches Ext. Actural Embed 24 inches Int. Actual Embed 18 inches Max Bearing Pressure 1500 psf Footing Type Size (in2)Allowable Brg (psf) Allowable Load (lbs) 1 24 1500 6000 2 30 1500 9375 3 36 1500 13500 4 42 1500 18375 5 48 1500 24000 6 60 1500 37500 Equations: Allowable Load = Footing size (ft 2 ) * Allowable Bearing (psf) 4x Post 6x Post 8x Post Exterior Footing 15 1500 8047 8359 8672 Interior Footing 15 1500 6172 6484 6797 Equations: Allowable Load = Footing Length Projection(ft)) * Footing Width (ft) * Allowable Bearing (psf) Continuous Footing Capacity Footing width: 15 in Allowable Footing Line Load :1875 plf Continuos Footing Line Load Demand: DL (psf) LL (psf) Trib (ft) Line Load (plf) Roof 15 20 10 350 Floor 15 40 10 550 Wall 15 0 10 150 Total Load 1050 Allowable Point Load For Pad Footing Allowable Point Load (psf)Allowable Brg (psf)Footing Width (inch)Footing Type Allowable Point Load for Continuous Footing Page 41 of 48 1005 S Virlee St Unit# 28/26/2024 Lateral Analysis Page 42 of 48 1005 S Virlee St Unit# 28/26/2024 This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. Hazards by Location Search Information Address:1005 S Virlee St, Santa Ana, CA 92704, USA Coordinates:33.7342339, -117.9303708 Elevation:61 ft Timestamp:2023-10-08T02:15:29.683Z Hazard Type:Seismic Reference Document: ASCE7-16 Risk Category:II Site Class:D-default Basic Parameters Name Value Description SS 1.327 MCER ground motion (period=0.2s) S1 0.474 MCER ground motion (period=1.0s) SMS 1.593 Site-modified spectral acceleration value SM1 * null Site-modified spectral acceleration value SDS 1.062 Numeric seismic design value at 0.2s SA SD1 * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 Additional Information Name Value Description SDC * null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.0s CRS 0.92 Coefficient of risk (0.2s) CR1 0.921 Coefficient of risk (1.0s) Page 43 of 48 1005 S Virlee St Unit# 28/26/2024 PGA 0.568 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.682 Site modified peak ground acceleration TL 8 Long-period transition period (s) SsRT 1.327 Probabilistic risk-targeted ground motion (0.2s) SsUH 1.442 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 1.82 Factored deterministic acceleration value (0.2s) S1RT 0.474 Probabilistic risk-targeted ground motion (1.0s) S1UH 0.515 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) S1D 0.631 Factored deterministic acceleration value (1.0s) PGAd 0.749 Factored deterministic acceleration value (PGA) * See Section 11.4.8 The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. ATC Hazards by Location https://hazards.atcouncil.org/#/seismic?lat=33.7342339&lng=-117.930... 2 of 2 10/7/2023, 7:15 PM Page 44 of 48 1005 S Virlee St Unit# 28/26/2024 DN 4 AD 1 MASTER BED 10'-10" X 11'-6" MASTER BATH LOFT 8'-2" X 10'-2" W.I.C STORAGE 4 AD 1 2 3 A C LATERAL ANALYSIS - SHEAR LINE REFERENCE Page 45 of 48 1005 S Virlee St Unit# 28/26/2024 UP 4 AD 1 BEDROOM #1 9'-0" X 10'-4" GARAGE 11'-2" X 21'-0" BATH #1 LIVING ROOM 10'-2" X 9'-6" KITCHEN 11'-7" X 11'-0" CLOSET LAUNDRY DINING 11'-7" X 7'-6" STORAGE PORCH PANTRY AD 1 2 3 A C 1 B LATERAL ANALYSIS - SHEAR LINE REFERENCE Page 46 of 48 1005 S Virlee St Unit# 28/26/2024 Se i s m i c A n a l y s i s & D e s i g n p e r A S C E 7 - 1 6 S e c t i o n 1 2 . 8: Pr o j e c t N a m e 10 0 5 S V I R L E E S T Pr o j e c t N o . 2 3 - 1 0 1 7 Da t e 1 0 / 8 / 2 0 2 3 R 6 . 5 Ω 2 . 5 Cd 4 hn 18 . 5 Ie 1 T a 0 . 1 7 8 Sd s 1. 0 6 2 Ss 1. 3 2 7 Sd 1 0. 5 3 7 S1 0. 4 7 4 ρ 1. 3 Cs _ m i n 0 . 0 4 7 Cs 0 . 1 6 3 C s _ m a x 0 . 4 6 3 V ( l b s ) 64 4 8 SD S D As s e m b l y W e i g h t W a l l W e i g h t Ro o f 15 8 3 9 5 90 8 5 18 . 5 16 8 0 7 2 . 5 0 . 3 8 2 4 5 5 2 4 5 5 6 . 2 Fl o o r 15 1 6 9 8 0 30 3 8 0 9 27 3 4 2 0 0 . 6 2 3 9 9 3 6 4 4 8 6 . 6 ∑ 3 9 4 6 5 ∑ 4 4 1 4 9 2 . 5 Le v e l 07 ρ * F i_ u n i t ( p s f ) Tr i b u t a r y D L ( l b s ) V e r t . L o a d * l b s ) Ro o f 5 . 7 U p l i f t 2 0 0 9 0 . 3 (0 . 6 - 0 . 7 * 0 . 2 S d s ) D L Fl o o r 6 . 0 C o m p r e s s i o n 5 0 0 5 7 4 . 3 (1 + 0 . 7 * 0 . 2 S d s ) D L St a c k i n g W a l l P i e r 1 - L e v e l W a l l P i e r Up l i f t ( l b s ) H o l d o w n U p l i f t ( l b s ) H o l d o w n Gr i d A 6 1 9 8 1 8 6 . 6 T y p e 1 - 3 4 0 p l f 7 . 5 - 1 3 0 9 C S 1 4 - 2 4 9 0 lb s - 1 3 0 9 H U D 2 - 3 0 7 5 l b s 1 9 7 4 1 9 7 4 Gr i d C 9 1 9 8 1 2 4 . 4 T y p e 1 - 3 4 0 p l f 7 . 5 - 8 4 3 C S 1 4 - 2 4 9 0 l bs - 8 4 3 H U D 2 - 3 0 7 5 l b s 1 5 0 7 1 5 0 7 Gr i d 2 7 1 9 8 1 6 0 . 0 T y p e 1 - 3 4 0 p l f 7 . 5 - 1 1 0 9 C S 1 4 - 2 4 9 0 lb s - 1 1 0 9 H U D 2 - 3 0 7 5 l b s 1 7 7 4 1 7 7 4 Gr i d 3 5 . 5 1 9 8 2 0 3 . 6 T y p e 1 - 3 4 0 p l f 7 . 5 - 1 4 3 7 C S 1 4 - 2 4 9 0 l b s - 1 4 3 7 H U D 2 - 3 0 7 5 l b s 2 1 0 1 2 1 0 1 Gr i d A 1 9 . 5 4 4 0 1 3 5 . 1 T y p e 2 - 5 1 0 p l f 8 - 2 3 0 0 - - 9 9 1 H U D 2 - 3 0 7 5 l b s 3 6 2 9 1 6 5 5 Gr i d B 1 0 1 9 0 1 1 3 . 8 T y p e 2 - 5 1 0 p l f 8 - 8 2 0 - - 8 2 0 H U D 2 - 3 0 75 l b s 1 4 8 4 1 4 8 4 Gr i d C 1 1 3 5 0 1 9 0 . 5 T y p e 2 - 5 1 0 p l f 8 - 2 2 7 7 - - 1 4 3 4 H U D 2 - 30 7 5 l b s 3 6 0 6 2 0 9 8 Gr i d 1 4 . 5 1 4 0 1 8 6 . 3 T y p e 4 - 8 7 0 p l f 6 - 1 0 2 7 - - 1 0 2 7 H D U 5 - 5 6 7 0 l b s 1 6 9 2 1 6 9 2 Gr i d 2 1 1 . 5 5 3 0 2 7 5 . 9 T y p e 2 - 5 1 0 p l f 8 - 3 2 2 7 H D U 5 - 5 6 7 0 l b s - 2 1 1 7 H U D 2 - 3 0 7 5 l b s 4 5 5 6 2 7 8 2 Gr i d 3 1 2 . 5 3 1 0 1 4 8 . 5 T y p e 2 - 5 1 0 p l f 8 - 2 5 3 4 - - 1 0 9 8 H U D 2 - 3 0 7 5 l b s 3 8 6 3 1 7 6 2 Se i s m i c L o a d i n g s A n a l y s i s Se i s m i c D e s i g n P a r a m e t e r s Ve r t i c a l S e i s m i c E f f e c t Co m p r e s s i o n ( l b s ) Cvx St o r y S h e a r , F x ( l b s ) Ac c u m u l a t e d S t o r y Sh e a r , F i ( l b s ) Ac c u m u l a t e d S t o r y Un i t S h e a r , F i_ u n i t AS D D e s i g n S h e a r Le v e l Ar e a , A ( f t 2) W ( l b s ) H e i g h t , h ( f t ) Wi * h i St a c k i n g W a l l P i e r 1 - L e v e l W a l l P i e r Un i t W e i g h t , w ( p s f ) Ro o f Fl o o r Sh e a r w a l l a n d H o l d o w n D e s i g n Le v e l s W a l l L i n e T o t a l S W L e n g t h ( f t ) T r i b . A r e a ( f t 2) De m a n d ( p l f ) C a p a c i t y ( p l f ) W a l l H e i g h t ( f t ) Page 47 of 48 1005 S Virlee St Unit# 28/26/2024 F3 F2 F1 15. Light-frame (wood) walls sheathed with wood structural panels rated for shear resistance Seismic Force-Resisting System: R = 6.5, Cd = 5, Omega = 2.5 Lateral Analysis Method: Equivalent Lateral Force Procedure Seismic Loading Analysis & Distribution: Level L3 L2 L1 Unit Weight (w - psf) w3 w2 w1 Level Area (A - sf) A3 Floor Weight (Wi - lbs) W3 = w3 x A3 A2 A1 W2 = w2 x A2 W1 = w1 x A1 Total: Wtotal = Sum(Wi) Floor Height (h - ft) h3 h2 h1 Wi x hi W3 x h3 W2 x h2 W1 x h1 Total: Sum(Wi x hi) CVX CV3=(W3 h3)/Sum(Wi hi) CV2=(W2 h2)/Sum(Wi hi) CV1=(W1 h1)/Sum(Wi hi) FX (lbs) F3=CV3V F2=CV2V F1=CV1V Fi (lbs) F3 F2+F3 F1+F2+F3 unit Fi (psf) F3 / A3 (F2+F3) / A2 (F1+F2+F3) / A1 unit Fi_ASD (psf) 0.7 x p x Fi 0.7 x p x Fi 0.7 x p x Fi Seismic Response Coefficient, Cs: Cs Min: where S1 >= 0.6, Cs Min: where T<= TL, Cs, Max: Approx. Fundamental Period, Ta: Cs =0.044SDS I e ≥0.01 (12.8-5) Cs =0.5S1 ∕ðR∕I e Þ (12.8-6) Cs =SD1 T ! R I e "(12.8-3) T a =Ct hx n (12.8-7) Seismic Base Shear, V: Vertical Distribution Factor, CVX: Lateral Seismic Force, FX: V =Cs W (12.8-1) Cvx =wx hk x X n i =1 wi hk i (12.8-12) F x =Cvx V (12.8-11) T C F v h L - 6" Shear Wall Design: unit shear, v = Fwall / Lwall T (Uplift) = -Fwall x h / (Lwall - 6") + (0.6-0.7*0.2Sds)D C (Comp) = Fwall x h / (Lwall - 6") + (1+0.7*0.2Sds)D Governing Load Comb. for Compression: Governing Load Comb. for Uplift: 0.7Eh = 0.7pQE: for Compression, D+0.7Ev=(1+0.7*0.2Sds)D: for Uplift, 0.6D-0.7Ev=(0.6-0.7*0.2Sds)D: 8. 1.0D þ 0.7Ev þ 0.7Eh þ þ 10. 0.6D −0.7Ev þ 0.7Eh F = unit Fi_ASD x A_trib D = 2' x 10' x ( 15psf + 10psf) (Assume 2' trib. width to post, 10' Span for floor/ joist span, 10' Wall&Rim height) D = 2' x 10' x (10psf) (Assume 2' trib. width to post, 0' Span for floor/ joist span, 10' Wall&Rim height) Shear Wall Demand: (2.4.5) (2.4.5) (12.4-3) (12.4-4a) (12.4-4a) Seismic Analysis Parameters:Seismic Response Coefficient, Cs: SEISMIC DESIGN EQUATIONS Page 48 of 48 1005 S Virlee St Unit# 28/26/2024 1005 S Virlee St Unit# 28/26/2024 REVISIONS BY 1005 S Virlee St Unit# 28/26/2024 REVISIONS BY 1005 S Virlee St Unit# 28/26/2024 REVISIONS BY 1005 S Virlee St Unit# 28/26/2024 1005 S Virlee St Unit# 28/26/2024 1005 S Virlee St Unit# 28/26/2024 1005 S Virlee St Unit# 28/26/2024 1005 S Virlee St Unit# 28/26/2024 1005 S Virlee St Unit# 28/26/2024 1005 S Virlee St Unit# 28/26/2024 1005 S Virlee St Unit# 28/26/2024 1005 S Virlee St Unit# 28/26/2024 1005 S Virlee St Unit# 28/26/2024 1005 S Virlee St Unit# 28/26/2024 1005 S Virlee St Unit# 28/26/2024 1005 S Virlee St Unit# 28/26/2024 1005 S Virlee St Unit# 28/26/2024 1005 S Virlee St Unit# 28/26/2024 1005 S Virlee St Unit# 28/26/2024 1005 S Virlee St Unit# 28/26/2024 1005 S Virlee St Unit# 28/26/2024 1005 S Virlee St Unit# 28/26/2024 1005 S Virlee St Unit# 28/26/2024 1005 S Virlee St Unit# 28/26/2024 1005 S Virlee St Unit# 28/26/2024 1005 S Virlee St Unit# 28/26/2024 1005 S Virlee St Unit# 28/26/2024 1005 S Virlee St Unit# 28/26/2024 1005 S Virlee St Unit# 28/26/2024 1005 S Virlee St Unit# 28/26/2024 1005 S Virlee St Unit# 28/26/2024 1005 S Virlee St Unit# 28/26/2024 1005 S Virlee St Unit# 28/26/2024 1005 S Virlee St Unit# 28/26/2024 1005 S Virlee St Unit# 28/26/2024 1005 S Virlee St Unit# 28/26/2024 1005 S Virlee St Unit# 28/26/2024 1005 S Virlee St Unit# 28/26/2024 1005 S Virlee St Unit# 28/26/2024 1005 S Virlee St Unit# 28/26/2024 1005 S Virlee St Unit# 28/26/2024 1005 S Virlee St Unit# 28/26/2024 Planning & Building Agency Building and Safety Division -19) -647-5800 -ana.org DETACHED ADU - CHECKLIST PCC-16 REV: 11/10/2020 Page 1 of 1 THIS FORM SHALL BE COMPLETED BY A CALIFORNIA REGISTERED CIVIL ENGINEER. Instructions: In order to qualify for the grading permit exemption for detached Accessory Dwelling Unit (ADU) projects per handout PCC-15, the registered civil engineer of record shall complete all sections, check all boxes and sign the certification section below. A copy of this checklist shall be attached to each of TWO sets of plans. If answering NO to any of the questions, a grading plan and permit shall be required. Project Address: 1. ܆ ܆ I have verified that the project address is NOT located on a FEMA designated flood zone (Zone A or AE). 2. ܆ ܆ I have provided two sets of site drainage plans that is stamped, signed and dated by a California professional civil engineer, to be submitted with the ܆ ܆ I have calculated the total amount of soil being cut or filled on this project is less than 50 cubic yards. 4. ܆ ܆ The site drainage plans include the following, but not limited to, l -of-way lines, and f ܆ ܆ I have designed drainage such that surface water flows away from buildings and adjoining property lines, in accordance with all applicable codes. 6. ܆ ܆ I have designed grading such that it will not adversely affect the adjoining properties. 7. ܆ ܆ I have designed the grade to fall not fewer than 6 inches within the first 10 feet from the foundation walls except w drainage away from the buildings. Any i of the building foundation are sl ܆ ܆ I will provide a final certification letter stating that the grades were constructed per the approved site drainage plan, and will submit this certification 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: x x x x x x x x 1005 S Virlee St., Santa Ana, CA 92704 Ly Phan C 63381 10/12/2023 (714) 487-7037 hdt.civil@yahoo.com 1005 S Virlee St Unit# 28/26/2024 1 1005 S Virlee St Unit# 28/26/2024 1005 S Virlee St Unit# 28/26/2024 1005 S Virlee St Unit# 28/26/2024 1005 S Virlee St Unit# 28/26/2024 1005 S Virlee St Unit# 28/26/2024 1005 S Virlee St Unit# 28/26/2024 1005 S Virlee St Unit# 28/26/2024 1005 S Virlee St Unit# 28/26/2024 1005 S Virlee St Unit# 28/26/2024 1005 S Virlee St Unit# 28/26/2024 1005 S Virlee St Unit# 28/26/2024 1005 S Virlee St Unit# 28/26/2024 1005 S Virlee St Unit# 28/26/2024 1005 S Virlee St Unit# 28/26/2024 1005 S Virlee St Unit# 28/26/2024 1005 S Virlee St Unit# 28/26/2024 1005 S Virlee St Unit# 28/26/2024 1005 S Virlee St Unit# 28/26/2024 1005 S Virlee St Unit# 28/26/2024 1005 S Virlee St Unit# 28/26/2024 1005 S Virlee St Unit# 28/26/2024 1005 S Virlee St Unit# 28/26/2024 1005 S Virlee St Unit# 28/26/2024 1005 S Virlee St Unit# 28/26/2024 1005 S Virlee St Unit# 28/26/2024 1005 S Virlee St Unit# 28/26/2024 To whom it may concern: I'm writing this letter to state that I am a Contractor and Angie Mai is authorized to pull the building permit on: 1005 S. Virlee Street Santa Ana, CA 92704 If you have any questions please call or email me. Thank you, Ricky Vu NOVASTAR CONSTRUCTION CORPORATION 10141 Westminster Ave., #203 Garden Grove, CA 92843 LIC B # 1066777 Ricky Vu (714) 880-9100 Novastarrealty@gmail.com 1005 S Virlee St Unit# 28/26/2024