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2010 W Alco Ave Unit #2 - Plan
RE V I S I O N DA T E : BY : SHEET NO. OF 19 DATE: 03-01-2025 JOB NO.: 0524-237B DRAWN BY: QD SCALE: TI T L E : PR O J E C T : 1 2 3 DE S I G N E D B Y : AD D R E S S : Q3 D E S I G N & C O N S T R U C T I O N I N C . (C E L L ) : 7 1 4 4 5 8 5 3 7 4 - E M A I L : D O Q U O C P L @ Y A H O O . C O M CO N T A C T P E R S O N : Q U O C D O Q3 D E S I G N & C O N S T R U C T I O N I N C . 12 1 8 C A M D E N P L . S A N T A A N A , C A 9 2 7 0 7 RE V I E W E D B Y : AD D R E S S : ON T A R I O , C A 9 1 7 6 2 PH O N E : ( 9 0 9 ) 9 0 7 - 3 9 4 9 26 1 0 E E M B R Y L N . EM A I L : A B 3 3 R . E N G I N E E R I N G @ G M A I L . C O M EN G I N E E R I N G AB 3 3 R SO N H U Y N H R E S I D E N C E 20 1 0 A l c o A v e , S a n t a A n a , C A 9 2 7 0 3 F o r M a i n H o u s e PR O P O S E D D E T A C H E D A D U 20 1 0 A l c o A v e , U n i t 2 , S a n t a A n a , C A 9 2 7 0 3 F o r A D U ABBREVIATIONS A-000 AS SHOWN 1 PROJECT DATA TI T L E S H E E T , S H E E T I N D E X , V I C I N I T Y M A P , & P R O J E C T I N F O R M A T I O N GENERAL NOTES: SON HUYNH RESIDENCE DRAWING SYMBOLS SHEET INDEX DESIGNING NOTES: DET SHT DET SHT DET SHT DET SHT # DET HEREON 1 3 4 2 DET SHT OWNER: BUILDING CODE DESCRIPTION PROPOSED DETACHED ADU 2010 Alco Ave, Unit 2, Santa Ana, CA 92703 For ADU CONSTRUCTION: STRUCTURE DESIGN BY: JOB SITE NOTES: · · · “ ” “ ” · Building Security Regulations : For new buildings and additions, alterations, and repairs within any twelve-month period exceed fifty (50%) percent of the value of any existing building or structure, each building or structure shall be made to conform to the requirements for new buildings or structures and comply with the Building Security Regulations. Santa Ana Municipal Code Chapter 8, Division 3. NOTES DEFERRED ITEMS: MEASURES REQUIRING FIELD VERIFICATION AND/OR DIAGNOSTIC TESTING 2010 Alco Ave, Santa Ana, CA 92703 For Main House VICINITY & TRANSIT MAP NOT TO SCALE SCOPE OF WORK Bldg #101121972 APPROVALS: PLNG - C. Santana BLDG - CSG POLICE - B. Martin PUBLCI WORKS - Y. Soto 2010 W Alco Ave Unit #24/22/2025 A-001 1/8" = 1'-0" 2 RE V I S I O N DA T E : BY : SHEET NO. OF 19 DATE: 03-01-2025 JOB NO.: 0524-237B DRAWN BY: QD SCALE: TI T L E : PR O J E C T : 123 DE S I G N E D B Y : AD D R E S S : Q3 D E S I G N & C O N S T R U C T I O N I N C . (C E L L ) : 7 1 4 4 5 8 5 3 7 4 - E M A I L : D O Q U O C P L @ Y A H O O . C O M CO N T A C T P E R S O N : Q U O C D O Q3 D E S I G N & C O N S T R U C T I O N I N C . 12 1 8 C A M D E N P L . S A N T A A N A , C A 9 2 7 0 7 RE V I E W E D B Y : AD D R E S S : ON T A R I O , C A 9 1 7 6 2 PH O N E : ( 9 0 9 ) 9 0 7 - 3 9 4 9 26 1 0 E E M B R Y L N . EM A I L : A B 3 3 R . E N G I N E E R I N G @ G M A I L . C O M EN G I N E E R I N G AB 3 3 R SO N H U Y N H R E S I D E N C E 20 1 0 A l c o A v e , S a n t a A n a , C A 9 2 7 0 3 F o r M a i n H o u s e PR O P O S E D D E T A C H E D A D U 20 1 0 A l c o A v e , U n i t 2 , S a n t a A n a , C A 9 2 7 0 3 F o r A D U AL C O A v e PR O P E R T Y L I N E 6 4 . 0 0 ' PROPERTY LINE 129.39' PROPERTY LINE 129.90' PR O P E R T Y L I N E 6 4 . 0 0 ' (E) DRIVEWAY EXISTING HOUSE (E) 2-CAR GARAGE (E) ENTRY (E) M. BEDROOM 1 (E) BEDROOM 2 (E) BEDROOM 3 (E) LIVING ROOM (E) DINING ROOM (E)KITCHEN (E) PATIO COVER (E) TREE PROPOSED ADDITION (E)WH (E)W (E)D EXISTING SITE & FLOOR PLAN EXISTING ROOF PLAN (e ) R I D G E (e)4:12(e)4:12 (e)RIDGE (e ) 4 : 1 2 (e ) 4 : 1 2 (e) V A L L E Y (e) V A L L E Y (e)RIDGE (e ) 4 : 1 2 (e ) 4 : 1 2 (e) V A L L E Y (e) V A L L E Y (e)2%MIN. Note: The applicant/property owner shall be responsible for confirming all existing utility easements and/or clearances on-site that may affect the project. EX I S T I N G S I T E , F L O O R & R O O F P L A N (E)FAMILY ROOM (E) M. BEDROOM 4 (E) BATH 3 (E) WIC 2010 W Alco Ave Unit #24/22/2025 RE V I S I O N DA T E : BY : SHEET NO. OF 19 DATE: 03-01-2025 JOB NO.: 0524-237B DRAWN BY: QD SCALE: TI T L E : PR O J E C T : 123 DE S I G N E D B Y : AD D R E S S : Q3 D E S I G N & C O N S T R U C T I O N I N C . (C E L L ) : 7 1 4 4 5 8 5 3 7 4 - E M A I L : D O Q U O C P L @ Y A H O O . C O M CO N T A C T P E R S O N : Q U O C D O Q3 D E S I G N & C O N S T R U C T I O N I N C . 12 1 8 C A M D E N P L . S A N T A A N A , C A 9 2 7 0 7 RE V I E W E D B Y : AD D R E S S : ON T A R I O , C A 9 1 7 6 2 PH O N E : ( 9 0 9 ) 9 0 7 - 3 9 4 9 26 1 0 E E M B R Y L N . EM A I L : A B 3 3 R . E N G I N E E R I N G @ G M A I L . C O M EN G I N E E R I N G AB 3 3 R SO N H U Y N H R E S I D E N C E 20 1 0 A l c o A v e , S a n t a A n a , C A 9 2 7 0 3 F o r M a i n H o u s e PR O P O S E D D E T A C H E D A D U 20 1 0 A l c o A v e , U n i t 2 , S a n t a A n a , C A 9 2 7 0 3 F o r A D U AL C O A v e PR O P E R T Y L I N E 6 4 . 0 0 ' PROPERTY LINE 129.39' PROPERTY LINE 129.90' PR O P E R T Y L I N E 6 4 . 0 0 ' (E) DRIVEWAY EXISTING HOUSE (E) 2-CAR GARAGE (E) ENTRY (E) M. BEDROOM 1 (E) BEDROOM 2 (E) BEDROOM 3 (E) LIVING ROOM (E) DINING ROOM (E)KITCHEN (E) PATIO COVER (E) TREE (E)WH (E)W (E)D (E)FAMILY ROOM (E) M. BEDROOM 4 (E) BATH 3 (E) WIC PROPOSED ADU BR2 BR1 BR2 WH AC KIT LIV. & DIN BR1 ENTRYADU PORCH 6 45 7 HP A-002 AS SHOWN 3 PR O P O S E D D R A I N A G E P L A N TYPICAL SANDBAG DETAIL N.T.S. 3" MIN. OPENING BETWEEN BAGS TOP ROW SECTION 1-111 WATER PROOF CONCRETE WASTE MANAGEMENT BMP # WM-8 N.T.S. 2" 4" B B 10' MIN. VA R I E S WOOD OR METAL STAKES GRAVEL BAGS(TYP.) STAKE(TYP.) 1/8" DIA.STEEL WIRE BINDING WIRESTAPLES (2 PER GRAVEL BAGS)10 MIL PLASTIC LINING NATIVE MATERIAL(OR OPTIONAL) SECTION B-B N.T.S. STAPLE DETAIL PLAN VIEW N.T.S. 3' 3' CONCRETE WASHOUT PLYWOOD 48"x24" 0.5" LAG PAINTED WHITE SCREW WOOD POST3"x3"x8' BLACK LETTERS8" HEIGHT CONCRETE WASHOUT SIGN DETAIL (OR EQUIVALENT) NOTES: 1- ACTUAL LAYOUT DETERMINED IN FIELD. 2- THE CONCRETE WASHOUT SIGN SHALL BE INSTALLED WITHIN 30 FT. OF THE TEMPORARY CONCRETE WASHOUT FACILITY. WITH STRAW BALES TYPE "ABOVE GRADE" GRAVEL BAGS (2 PER GRAVEL BAGS) INSTALL TYPICAL GRAVELBAG PER DETAIL HEREON AND BMP # SE-6. WHERE NEEDED1 EROSION CONTROL CONSTRUCTION NOTES 2 INSTALL WATER PROOF CONCRETE WASTE MANAGEMENT PER DETAIL BMP # WM-8 HEREON 3 INSTALL SANITARY WASTE MANAGEMENT (PORTABLE TOILET) PER DETAIL BMP # WM-92 1%1% T.G. ELEV. GRATE HOUSING (SEE PLAN) N.D.S. NO. 1212 (GREEN)OR APPROVAL EQUAL ADAPTER N.D.S. 1212OR APPROVAL EQUAL REDUCER 3" OR 4" P.V.C. PIPE INV. ELEV.(SEE PLAN) PIPE RISER 12" (SQ.) 6" M I N . F.G.F.G. GRATE INLET DETAIL NOTE: FOR BINDING A.B.S. TO P.V.C. CONTRACTOR TO USE WELD-ON 194 SOLVENT OR EQUAL. 4 Storm Water Drainage and Retention Projects disturbing less than one acre shall comply with Sec 4.106.2 of the California Green Building Standards Code (CGBC). Show compliance method (such as sand bags or wattles) on plans. Show layout of sand bags on wattles to prevent storm water from entering the public way during construction x Site Plan: Lots shall be graded to drain surface water away from the dwelling. The grade shall fall a minimum of 6" within the first 10' All proposed utilities will be installed underground. Pursuant to Section 41-626 of the Santa Ana Municipal Code (SAMC), all utilities for new buildings, additions, and change of service must be underground. HP HP PROPOSED DRAINAGE PLAN conduit lineUnderGround 2010 W Alco Ave Unit #24/22/2025 A-003 1/8" = 1'-0" 4 RE V I S I O N DA T E : BY : SHEET NO. OF 19 DATE: 03-01-2025 JOB NO.: 0524-237B DRAWN BY: QD SCALE: TI T L E : PR O J E C T : 123 DE S I G N E D B Y : AD D R E S S : Q3 D E S I G N & C O N S T R U C T I O N I N C . (C E L L ) : 7 1 4 4 5 8 5 3 7 4 - E M A I L : D O Q U O C P L @ Y A H O O . C O M CO N T A C T P E R S O N : Q U O C D O Q3 D E S I G N & C O N S T R U C T I O N I N C . 12 1 8 C A M D E N P L . S A N T A A N A , C A 9 2 7 0 7 RE V I E W E D B Y : AD D R E S S : ON T A R I O , C A 9 1 7 6 2 PH O N E : ( 9 0 9 ) 9 0 7 - 3 9 4 9 26 1 0 E E M B R Y L N . EM A I L : A B 3 3 R . E N G I N E E R I N G @ G M A I L . C O M EN G I N E E R I N G AB 3 3 R SO N H U Y N H R E S I D E N C E 20 1 0 A l c o A v e , S a n t a A n a , C A 9 2 7 0 3 F o r M a i n H o u s e PR O P O S E D D E T A C H E D A D U 20 1 0 A l c o A v e , U n i t 2 , S a n t a A n a , C A 9 2 7 0 3 F o r A D U PR O P O S E D S I T E P L A N & L A N D S C A P E P L A N AL C O A v e PR O P E R T Y L I N E 6 4 . 0 0 ' PROPERTY LINE 129.39' PROPERTY LINE 129.90' PR O P E R T Y L I N E 6 4 . 0 0 ' (E) DRIVEWAY EXISTING HOUSE (E) 2-CAR GARAGE (E) ENTRY (E) M. BEDROOM 1 (E) BEDROOM 2 (E) BEDROOM 3 (E) LIVING ROOM (E) DINING ROOM (E)KITCHEN (E) PATIO COVER (E) TREE (E)WH (E)W (E)D (E)FAMILY ROOM (E) M. BEDROOM 4 (E) BATH 3 (E) WIC PROPOSED ADU BR2 BR1 BR2 WH AC KIT LIV. & DIN BR1 COMMON AND PRIVATE AREA CALCULATION: PROPOSED DETACHED ADU IRRIGATION NOTE: LANDSCAPING LEGEND ITEM NO. BOTANICAL NAME COMMON NAME QUANTITYSIZE TYPESYMBOL 1 2 3 4 5 6 7 PROPOSED SITE PLAN & LANDSCAPE PLAN x Site Plan: Lots shall be graded to drain surface water away from the dwelling. The grade shall fall a minimum of 6" within the first 10' x “SCE review and approval is required prior to permit final.” ENTRYADU PORCH 1 2 6 6 3 45 7 7 7 Reinforcement for Grab Bars. [R327.1.1] At least one bathroom on the entry level shall be provided with reinforcement installed in accordance with this section. Where there is no bathroom on the entry level, at least one bathroom on the 2nd or 3rd floor of the dwelling shall comply with this section. 1. Reinforcement shall not be less than 2 by 8 inch nominal lumber (1-1/2” x 7-1/4” actual dimension) or other construction material providing equal height and load capacity. Reinforcement shall be located between 32” and 39-1/4” above the finished floor, flush with the wall framing. 2. Shower reinforcement shall be continuous where wall framing is provided. THE OWNER MUST BE PROVIDED Identifying the location of grab bar reinforcement in the operation and maintenance manual of the residence to the occupant HP HP HP 1D A-401 1D A-401 2D A-401 Imaginary Lines Im a g i n a r y L i n e s 1D A- 4 0 1 1D A- 4 0 1 Im a g i n a r y L i n e s 2D A-401 2D A-401 1D A- 4 0 1 1D A-401 conduit lineUnderGround A HEREON A HEREON 2010 W Alco Ave Unit #24/22/2025 RE V I S I O N DA T E : BY : SHEET NO. OF 19 DATE: 03-01-2025 JOB NO.: 0524-237B DRAWN BY: QD SCALE: TI T L E : PR O J E C T : 123 DE S I G N E D B Y : AD D R E S S : Q3 D E S I G N & C O N S T R U C T I O N I N C . (C E L L ) : 7 1 4 4 5 8 5 3 7 4 - E M A I L : D O Q U O C P L @ Y A H O O . C O M CO N T A C T P E R S O N : Q U O C D O Q3 D E S I G N & C O N S T R U C T I O N I N C . 12 1 8 C A M D E N P L . S A N T A A N A , C A 9 2 7 0 7 RE V I E W E D B Y : AD D R E S S : ON T A R I O , C A 9 1 7 6 2 PH O N E : ( 9 0 9 ) 9 0 7 - 3 9 4 9 26 1 0 E E M B R Y L N . EM A I L : A B 3 3 R . E N G I N E E R I N G @ G M A I L . C O M EN G I N E E R I N G AB 3 3 R SO N H U Y N H R E S I D E N C E 20 1 0 A l c o A v e , S a n t a A n a , C A 9 2 7 0 3 F o r M a i n H o u s e PR O P O S E D D E T A C H E D A D U 20 1 0 A l c o A v e , U n i t 2 , S a n t a A n a , C A 9 2 7 0 3 F o r A D U A-101 1/4" = 1'-0" 5 P R O P O S E D F L O O R P L A N PROPOSED ADU LIVING ROOM & DINING ROOM KITCHEN BEDROOM 1 BEDROOM 2 AC WH PROPOSED FLOOR PLAN ENTRY ADU Heat pump heating facility on plan to match with T-24 energy calculation.3 ZONES Water heater shall be NEEA rated heat pump per T-24 energy regulation standard feature requirements. COS.D. S.D. S.D. PORCH FF F F F F FF F F F F FF FF F F F F F FLOOR PLAN NOTES SMOKE & CARBON MONOXIDE ALARM NOTES UTILITY SYMBOLS ELECTRICAL NOTES S.D. CO F PP THE OWNER MUST BE PROVIDED Identifying the location of grab bar reinforcement in the operation and maintenance manual of the residence to the occupant All lighting must be high efficacy. Screw based luminaires must contain JA8 compliant (marked as JA8-2016 or JA8-2016-E shall be controlled by vacancy sensors or dimmers) LIGHTING SHALL COMPLY WITH THE APPLICABLE HIGH EFFICACY REQUIREMENT OF THE CALIFORNIA TITLE 24 PART 6 SECTION 150. FOR ADU: Reinforcement for Grab Bars A-003 GRAB BAR SEE DETAIL G/ A-003 F B A- 2 0 1 B A- 2 0 1 A A-201 A A-201 Aging-in-place and fall prevention (CRC R327) ” ” ” Energy Storage Systems ready shall meet the following: (CEnC Section 150.0(s)): Electric Readiness requirements s (CEnC Section150.0(t)-(v)): 1D A- 4 0 1 A A-003 1D A-401 A A- 0 0 3 2D A- 4 0 1 A A- 0 0 3 A A-003 1D A-401 2010 W Alco Ave Unit #24/22/2025 RE V I S I O N DA T E : BY : SHEET NO. OF 19 DATE: 03-01-2025 JOB NO.: 0524-237B DRAWN BY: QD SCALE: TI T L E : PR O J E C T : 123 DE S I G N E D B Y : AD D R E S S : Q3 D E S I G N & C O N S T R U C T I O N I N C . (C E L L ) : 7 1 4 4 5 8 5 3 7 4 - E M A I L : D O Q U O C P L @ Y A H O O . C O M CO N T A C T P E R S O N : Q U O C D O Q3 D E S I G N & C O N S T R U C T I O N I N C . 12 1 8 C A M D E N P L . S A N T A A N A , C A 9 2 7 0 7 RE V I E W E D B Y : AD D R E S S : ON T A R I O , C A 9 1 7 6 2 PH O N E : ( 9 0 9 ) 9 0 7 - 3 9 4 9 26 1 0 E E M B R Y L N . EM A I L : A B 3 3 R . E N G I N E E R I N G @ G M A I L . C O M EN G I N E E R I N G AB 3 3 R SO N H U Y N H R E S I D E N C E 20 1 0 A l c o A v e , S a n t a A n a , C A 9 2 7 0 3 F o r M a i n H o u s e PR O P O S E D D E T A C H E D A D U 20 1 0 A l c o A v e , U n i t 2 , S a n t a A n a , C A 9 2 7 0 3 F o r A D U A-102 1/4" = 1'-0" 6 P R O P O S E D R O O F P L A N PROPOSED ROOF PLAN 4: 1 2 OR T O M A T C H ( E ) VAL L E Y RI D G E RIDGE 4:12 OR TO MATCH (E) 4:12 OR TO MATCH (E) VAL L E Y 4: 1 2 OR T O M A T C H ( E ) 52 55 NE W P V M O D U L E S SO L A R P A N E L ( S E P A R A T E P E R M I T ) ROOF NOTES GAF ASPHALT SHINGLE (CRRC #0676 0043) "ICC-ES: ESR-3267" WILL MATCH EXISTING HOUSE ATTIC VENT CALCULATIONS • ATTIC VENTS 1D A- 4 0 1 A A- 0 0 3 2D A- 4 0 1 A A- 0 0 3 A A-003 1D A-401 A A-003 1D A-401 1D A- 4 0 1 A A- 0 0 3 2D A- 4 0 1 A A- 0 0 3 2010 W Alco Ave Unit #24/22/2025 RE V I S I O N DA T E : BY : SHEET NO. OF 19 DATE: 03-01-2025 JOB NO.: 0524-237B DRAWN BY: QD SCALE: TI T L E : PR O J E C T : 123 DE S I G N E D B Y : AD D R E S S : Q3 D E S I G N & C O N S T R U C T I O N I N C . (C E L L ) : 7 1 4 4 5 8 5 3 7 4 - E M A I L : D O Q U O C P L @ Y A H O O . C O M CO N T A C T P E R S O N : Q U O C D O Q3 D E S I G N & C O N S T R U C T I O N I N C . 12 1 8 C A M D E N P L . S A N T A A N A , C A 9 2 7 0 7 RE V I E W E D B Y : AD D R E S S : ON T A R I O , C A 9 1 7 6 2 PH O N E : ( 9 0 9 ) 9 0 7 - 3 9 4 9 26 1 0 E E M B R Y L N . EM A I L : A B 3 3 R . E N G I N E E R I N G @ G M A I L . C O M EN G I N E E R I N G AB 3 3 R SO N H U Y N H R E S I D E N C E 20 1 0 A l c o A v e , S a n t a A n a , C A 9 2 7 0 3 F o r M a i n H o u s e PR O P O S E D D E T A C H E D A D U 20 1 0 A l c o A v e , U n i t 2 , S a n t a A n a , C A 9 2 7 0 3 F o r A D U A-201 1/4" = 1'-0" 7 PR O P O S E D E L E V A T I O N S ELEVATION NOTES ROOF NOTES GAF ASPHALT SHINGLE (CRRC #0676 0043) "ICC-ES: ESR-3267" WILL MATCH EXISTING HOUSE SECTION NOTES ATTIC VENT CALCULATIONS • ATTIC VENTS PROPOSED FRONT (NORTH) ELEVATION 03 07 12 4 05040201 12 4 03 06 03 07 PROPOSED REAR (SOUTH) ELEVATION 03 0705040201 03 06 03 07 12 4 12 4 03 06050402010306 0504020103060306 12 4 12 4 (THE NEW ROOF MATERIALS ARE CONSISTENT WITH EXISTING) NOTE: PROPOSED RIGHT (WEST) ELEVATION PROPOSED LEFT (EAST) ELEVATION 12 4R=15 SEE STRUCTURAL DRAWINGS 03 01 02 R=30 R=15 SEE STRUCTURAL DRAWINGS 03 01 02 R=30 SEE STRUCTURAL DRAWINGSSEE STRUCTURAL DRAWINGS 20 15 18 09 14 R=15 KITCHEN & LIVING 19 14 R=15 12 20 15 18 09 14 R=15 12 20 15 18 09 14 R=15 12 20 15 18 09 AN D S E C T I O N S PROPOSED SECTION A-A PROPOSED SECTION B-B BEDROOM 1 BEDROOM 2 BEDROOM 1 LIVING ROOM & DINING ROOM 1C EXTERIOR STUCCO SCREED 2010 W Alco Ave Unit #24/22/2025 THRESHOLD AT WOOD DOOR SLAP DROP @ HOUSE TO PATIO EXTERIOR STUCCO SCREED WINDOW HEAD WINDOW JAMB WINDOW SILL WINDOW HEAD W/ FOAM WINDOW JAMB W/ FOAM WINDOW SILL W/ FOAM WINDOW FLASHING INSTALLATION RAKE AT TRUSS - "SHINGLE"RIDGE CAP - "SHINGLE"VALLEY FLASHING - "SHINGLE" FALSE FRAMING - "SHINGLE"VENT THRU ROOF- "SHINGLE" A-401 N.T.S. 8 DE T A I L S EAVE - "SHINGLE"DRYER VENT LENGTH/ SIZE REQUIREMENTS RE V I S I O N DA T E : BY : SHEET NO. OF 19 SCALE: 123 TI T L E : PR O J E C T : DE S I G N E D B Y : AD D R E S S : Q3 D E S I G N & C O N S T R U C T I O N I N C . (C E L L ) : 7 1 4 4 5 8 5 3 7 4 - E M A I L : D O Q U O C P L @ Y A H O O . C O M CO N T A C T P E R S O N : Q U O C D O Q3 D E S I G N & C O N S T R U C T I O N I N C . 12 1 8 C A M D E N P L . S A N T A A N A , C A 9 2 7 0 7 DATE: 03-01-2025 JOB NO.: 0524-237B DRAWN BY: QD RE V I E W E D B Y : AD D R E S S : ON T A R I O , C A 9 1 7 6 2 PH O N E : ( 9 0 9 ) 9 0 7 - 3 9 4 9 26 1 0 E E M B R Y L N . EM A I L : A B 3 3 R . E N G I N E E R I N G @ G M A I L . C O M EN G I N E E R I N G AB 3 3 R SO N H U Y N H R E S I D E N C E 20 1 0 A l c o A v e , S a n t a A n a , C A 9 2 7 0 3 F o r M a i n H o u s e PR O P O S E D D E T A C H E D A D U 20 1 0 A l c o A v e , U n i t 2 , S a n t a A n a , C A 9 2 7 0 3 F o r A D U 2010 W Alco Ave Unit #24/22/2025 2010 W Alco Ave Unit #24/22/2025 3 4 5 10 15 1 2 12 13 6 8 97 1411 2x4 FLAT @ 24"O.C. 2x NAILER W/ 16d NAILS @ 16"O.C. DOUBLE TOP PLATE STUD WALL 2-16d NAILS PER 2x4 FLAT JOIST OR RAFTER DOUBLE TOP PLATE STUD WALL 1/2" CLEAR PLATE TO JOIST SIMPSON 'STC' TRUSS CLIPS @ 48" O.C. JOIST OR RAFTER CLG BEAM TO HDR CONNECTIONCALIFORNIA FRAMING OVERBUILD, TYP.ROOF CONNECTION AT WALL W/ CALIF. FRAMING DRAG CONNECTIONROOF CONNECTION AT WALL RIDGE CONNECTION SIMP. MSTA36 U.O.N SEE PLAN DBL TOP PLATE (2)-2x RAFTER U.O.N. DBL. STUDS.2x STUDS @16" o.c. CONTINUE E.N. ALL THE WAY TO THE OPPOSITE EXT. WALL PLY SHT'G W/ E.N. (TO EA. RAFTER WHEN DBL R.R. IS USED) U.O.N. EQ. EQ. DRAG CONNECTION PR O J E C T A D D R E S S : sheet no: sheet title: revisions: - - - - drawn by: job number: AM - N e w A D U - 2 0 1 0 A l c o A v e , U n i t 2 , S a n t a A n a , C A 9 2 7 0 3 AR24-0819 DATE: 02/05/2025 THESE DRAWINGS AND SPECIFICATIONS, IDEAS, DESIGNS AND ARRANGEMENTS ARE, AND SHALL REMAIN, THE PROPERTY OF AB33R ENGINEERING LLC. NO PART SHALL BE COPIED, REPRODUCED OR OTHERWISE USED, DIRECTLY OR INDIRECTLY, IN WHOLE OR IN PART, IN CONNECTION WITH ANY OTHER WORK OR PROJECT WITHOUT THE WRITTEN CONSENT OF AB33R ENGINEERING. VISUAL CONTACT WITH THESE DRAWINGS AND/OR SPECIFICATIONS SHALL CONSTITUTE A PRIMA FACIE EVIDENCE OF ACCEPTANCE OF THESE RESTRICTIONS. 2610 E EMBRY LN. ONTARIO, CA 91762 TEL: (909) 907 - 3949 EMAIL: ab33r.engineering@gmail.com AB33R ENGINEERING SD1 CONSTRUCTION DETAILS 2010 W Alco Ave Unit #24/22/2025 3 5 10 11 1 2 12 13 16 1817 20 6 87 FOOTING DETAIL AT CORNER 6Ø S t i r r u p s & T i e s 2~ 8 " M i n . S t i r r u p s & T i e s 4" M i n . T y p . 12 Ø E x t e n s i o n Ø 6Ø or 4" Min. 6Ø O R 4" M i n . L Ø o r 1" C l r . BAR BENDING 14 15 19HOLDOWN @ EXTERNAL CONT. FOOTING Le Pe r P l a n E.N. 26 GA. GALV. STL. WEEP SCREED TYP. 24 " M I N . MIN. 2-#5 BARS (TOP & BOT) x x 2x PRESSURE TREATED SILL PLATE W/ 18"Ø x 3-12" SHOT PIN @ 48" O.C. W/ 14GAUGE WASHERS. FIRST 2 PINS PLACES AT 6" & 16" FROM PLATE END (HILTI DN PINS.) (ICC ESR 1663) 2x STUDS @ 16"O.C. CONCRETE SLAB EN. TYP. 24" 24" 2-#5 TOP & BOTT.24 " 8" 18 " M i n SQ. PAD FOOTING PER PLAN 3" C L R . #4 BOT. BARS (PER PLAN) EA. WAY PR O J E C T A D D R E S S : sheet no: sheet title: revisions: - - - - drawn by: job number: AM - N e w A D U - 2 0 1 0 A l c o A v e , U n i t 2 , S a n t a A n a , C A 9 2 7 0 3 AR24-0819 DATE: 02/05/2025 THESE DRAWINGS AND SPECIFICATIONS, IDEAS, DESIGNS AND ARRANGEMENTS ARE, AND SHALL REMAIN, THE PROPERTY OF AB33R ENGINEERING LLC. NO PART SHALL BE COPIED, REPRODUCED OR OTHERWISE USED, DIRECTLY OR INDIRECTLY, IN WHOLE OR IN PART, IN CONNECTION WITH ANY OTHER WORK OR PROJECT WITHOUT THE WRITTEN CONSENT OF AB33R ENGINEERING. VISUAL CONTACT WITH THESE DRAWINGS AND/OR SPECIFICATIONS SHALL CONSTITUTE A PRIMA FACIE EVIDENCE OF ACCEPTANCE OF THESE RESTRICTIONS. 2610 E EMBRY LN. ONTARIO, CA 91762 TEL: (909) 907 - 3949 EMAIL: ab33r.engineering@gmail.com AB33R ENGINEERING SD2 CONSTRUCTION DETAILS 3-31-233-31-25 02/10/2025 2010 W Alco Ave Unit #24/22/2025 WOOD NOTES CONCRETE NOTES WOOD NOTES (cont.)GENERAL NOTES STRUCTURAL STEEL NOTES MASONRY NOTES REINFORCING STEEL NOTES SIMPLE SPANS CANTILEVERS 24F-V4 24F-V8 USECOMBINATION NO. 24/0 48/24 24/0 OSB APA OSB (U.N.O.) ROOF SHEATING FLOOR SHEATHING SHEAR PANEL PANEL INDENTIFICATION INDEXGRADEUSE A. B. C. D. E. EMBEDDED AT LEAST 7" INTO CONCRETE OR MASONRY. SPACED NOT MORE THAN 6' APART. PLACED A MIN. OF 4" AND A MAX. OF 12" FROM EACH END. A MINIMUM OF TWO BOLTS PER PIECE. SIZE AND SPACED AS SHOWN ON THE DRAWINGS. GRADEMEMBERS CONSTRUCTION # 2 # 2 # 1 # 1 # 1 MATCH WALL MEMBERS SAWN WOOD MEMBERS SHALL BE DOUGLAS FIR-LARCH (U.N.O.), CONFORM TO THE "CALIFORNIA BUILDING CODE" (CBC) SEC. 2303, and NDS 2018 AND SHALL BE GRADE MARKED BY AN ACCREDITATION BODY THAT COMPLIES WITH DOC PS 20 OR EQUIVALENT. WOOD GRADES, U.N.O., SHALL BE AS FOLLOWS: ALL WOOD THAT REST ON EXTERIOR FOUNDATION WALLS AND ARE LESS THAN 8" FROM EXPOSED EARTH, ALL WOOD ATTACHED DIRECTLY TO INTERIOR OR EXTERIOR MASONRY OR CONCRETE WALLS BELOW GRADE, AND ALL WOOD SLEEPERS AND SILLS ON CONCRETE THAT IS IN DIRECT CONTACT WITH EARTH SHALL BE PRESERVATIVE-TREATED DOUGLAS FIR. ALL SILLS OR PLATES BEARING ON CONCRETE OR MASONRY SHALL HAVE ANCHOR BOLTS: WOOD STRUCTURAL PANELS SHALL CONFORM TO THE "CALIFORNIA BUILDING CODE" (CBC) SEC. 2303, AND SHALL CONFORM TO THE REQUIREMENTS FOR THEIR TYPE IN DOC PS 1 OR PS2. EACH PANEL SHALL BE IDENTIFIED FOR GRADE AND GLUE TYPE BY THE TRADEMARKS OF AN APPROVED TESTING AND GRADING AGENCY. WOOD STRUCTURAL PANELS THAT ARE PERMANENTLY EXPOSED IN OUTDOOR APPLICATIONS SAHLL BE OF EXTERIOR TYPE (U.N.O.). ALL WOOD STRUCTURAL PANELS SHALL BE OF THE FOLLOWING GRADES AND PANEL INDENTIFICATION INDEXES (U.N.O. ON DRAWINGS): GLUED-LAMINATED TIMBERS SHALL BE MANUFACTURED AND IDENTIFIED AS REQUIRED IN AITC A190.1 AND ASTM D 3737, USING DOUGLAS FIR INDUSTRIAL APPEARANCE GRADE WOOD AND EXTERIOR GLUE WITH INTENDED DRY USE CONDITION AND USE SHALL BE AS FOLLOWS: FRAMING ANCHORS, POST CAPS, COLUMN BASES, AND OTHER CONNECTORS SPECIFIED ON DRAWINGS SHALL BE AS MANUFACTURED BY "SIMPSON COMPANY" OR AN ENGINEER- APPROVED EQUAL. 1. 2. 3. 4. 5. 6. 7. BARS, PLATES, UNHEADED BOLTS, WASHERS AND DRIFT BOLTS SHALL CONFORM TO THE REQUIREMENTS OF ASTM A36. BOLTS SHALL CONFORM TO ASTM A307. BOLTS IN PRESSURE TREATED WOOD SHALL BE HOT DIPPED ZINC-COATED GALVANIZED STEEL PER ASTM A 153 OR MECHANICALLY DEPOSITED ZINC COATING WITH WEIGHTS PER ASTM B 695, CLASS 55. NUTS SHALL CONFORM TO THE REQUIREMENTS OF ASTM A563, GRADE A. ALL BOLT HEADS, NUTS, AND LAG SCREWS BEARING ON WOOD SHALL HAVE CUT WASHERS UNLESS NOTED. BOLT HOLES SHALL BE DRILLED A MAXIMUM OF 1/16" LARGER THAN THE NOMINAL BOLT DIAMETER. BOLT HOLES SHALL BE ACCURATELY ALIGNED AND NOT FORCIBLY DRIVEN. SPECIAL CONNECTORS FOR CONNECTING WOOD OR GLUED LAMINATED TIMBER SHALL BE FABRICATED FROM STEEL CONFORMING TO ASTM A36. WELDS SHALL CONFORM TO THE REQUIREMENTS OF AWS D1.1-15. 8. 9. 10. 11. 12. 13. FOR SHANK: FOR THREADED PORTION: SAME DIAMETER AND LENGTH AS UNTHREADED SHANK. 60% TO 75% OF SHANK DIAMETER & LENGTH EQUAL TO THE THREADED PORTION. BN = EN = FN = NAILING AT DIAPHRAGM BOUNDARIES, CONTINUOUS PANEL EDGES, AND AT EDGES OF OPENING. EDGE NAILING FIELD NAILING SILL PLATE SHALL BE 3x6 P.T. D.F. ALL STUDS AND BLOCKING AT PANEL EDGES SHALL BE 4x6. ALL OTHER INTERMEDIATE STUDS SHALL BE 3x6 @ 16"o.c. END POSTS SHALL BE AS SPECIFIED ON THE DRAWINGS. BOTH VERTICAL AND HORIZONTAL INTERIOR PANEL JOINTS ON OPPOSITE SIDES OF THE WALL SHALL BE STAGGERED. THE PLYWOOD ON ONE SIDE MUST BE NAILED BEFORE THE FRAME INSPECTION. THE PLYWOOD ON THE OTHER SIDE MUST BE INSTALLED AND INSPECTED PRIOR TO INSTALLATION OF WALL SURFACE COVERING. NO PENETRATIONS OR NOTCHES ARE PERMITSED OTHER THAN THOSE SHOWN ON THE STRUCTURAL DRAWINGS. A. B. C. D. E. F. G. DIAPHRAGM NAILING SHALL CONFORM TO CBC WITH NOMENCLATURE DEFINED AS FOLLOWS: WHERE DIAPHRAGM BLOCKING IS SPECIFIED, USE 2 X 4 FLAT BLOCKING (WITH "Z" CLIPS). (U.N.O.) SIMPLE SPAN WOOD MEMBERS, NOT SHOP CAMBERED, SHALL BE ERECTED WITH THE NATURAL CAMBER UP. FOR CANTILEVERED WOOD MEMBERS, CONSULT WITH ENGINEER. LEAD HOLES FOR LAG SCREWS IN WOOD SHALL BE BORED AS FOLLOWS: SPECIAL PROVISIONS FOR SHEAR WALLS WITH PLYWOOD ON BOTH SIDES: WHERE SPECIFICALLY INDICATED ON PLANS PROVIDE DOUBLE STUD TO SUPPORT ALL BEAMS UNLESS POSTS ARE SPECIFIED. DOUBLE BLOCK UNDER ALL POSTS. DOUBLE JOIST UNDER ALL PARALLEL PARTITIONS U.N.O. TOP PLATES OF ALL WOOD STUD WALLS SHALL BE 2-2 X (SAME WIDTH AS STUDS), LAP 48" (MIN.), WITH AT LEAST 36-16d NAILS AT EACH SIDE OF LAP AND NOT MORE THAN 12" BETWEEN. CUTTING, NOTCHING, OR DRILLING OF BEAMS OR JOISTS SHALL BE PERMITSED ONLY AS DETAILED OR APPROVED BY THE ENGINEER. MOISTURE CONTENT OF WOOD AT TIME OF PLACEMENT SHALL NOT EXCEED 19%. PROVIDE 'MSTC28' STRAPS ACROSS ALL DISCONTINUOUS TOP PLATES. THE NUMBER AND SIZE OF FASTENERS CONNECTING WOOD MEMBERS SHALL NOT BE LESS THAN THE FOLLOWING TABLE. 14. 15. 16. 17. 18. 19. 20. 21. 22. 23. 24. 25. 26. ASTM A992, Fy= 50ksi ASTM A500 GRADE B, Fy= 46ksi ASTM A500, GRADE B, Fy= 42ksi ASTM A53, GRADE B, Fy= 35ksi ASTM A36, Fy = 36 ksi GRADE 40 - # 3 AND SMALLER GRADE 60 - # 4 AND LARGER BAR REINFORCEMENT SHALL CONFORM TO THE REQUIREMENTS OF ASTM A615. THE FOLLOWING GRADES SHALL BE USED: DETAILS OF REINFORCEMENT SHALL CONFORM TO THE REQUIREMENTS OF ACI 318-19 CH. 7 AND OTHER SECTIONS ACCORDING TO APPLIC. LAPS AT BAR SPLICES IN CONC. CONSTRUCTION SHALL BE AS FOLLOWS: LAPS AT BAR SPLICES IN MASONRY CONSTRUCTION SHALL BE 48 BAR DIAMETERS BUT NOT LESS THAN 2'-0". VERTICAL REINFORCEMENT SHALL BE TIED OR OTHERWISE FIXED IN POSITION AT THE TOP AND BOTTOM AND AT INTERMEDIATE LOCATIONS, SPACED NOT GREATER THAN 48" O.C.. WELDED STEEL WIRE FABRIC REINFORCEMENT SHALL CONFORM TO ASTM A185. 12" LAPS OF WELDED STEEL WIRE FABRIC AT SPLICES ARE REQ'D. WALLS, PILASTERS, AND COLUMNS SHALL BE DOWELED TO THE SUPPORTING FOOTINGS WITH REINFORCEMENT OF THE SAME SIZE, GRADE AND AT THE SAME SPACING AS THE VERTICAL REINFORCEMENT IN THE WALLS, PILASTERS, OR COLUMNS (U.N.O). BAR SUPPORTS SHALL BE PROVIDED IN ACCORDANCE WITH THE PROVISIONS OF "BAR SUPPORT SPECIFICATIONS" AS CONTAINED IN THE LATEST EDITION OF THE "MANUAL OF STANDARD PRACTICE" BY THE CONCRETE REINFORCING STEEL INSTITUTE (CRSI). REINFORCING STEEL DETAILING, BENDING AND PLACING SHALL BE IN ACCORDANCE WITH THE CONCRETE REINFORCING STEEL INSTITUTE "MANUAL OF STANDARD PRACTICE", LATEST EDITION. ALL REINFORCEMENT SHALL BE SECURELY TIED IN PLACE BEFORE PLACING CONCRETE OR GROUT. WELDING OF REINFORCING BARS SHALL CONFORM TO "STRUCTURAL WELDING CODE-REINFORCING STEEL," ANSI/AWS D1.4 OF THE A.W.S. WELDING OF ALL REINFORCING STEEL TO STRUCTURAL STEEL SHALL BE LIMITED TO THOSE AREAS SPECIFICALLY SHOWN ON THE PLANS. ANY OTHER WELDING SHALL REQUIRE THE APPROVAL OF THE GOVERNING AGENCY, FIELD INSPECTOR, AND STRUCTURAL ENGINEER. WELDING OF CROSSING BARS AND TACK WELDING OF REINFORCEMENT SHALL NOT BE PERMITSED. ALL WELDS SHALL, IN ADDITION, TO ALL THE SPECIFICATIONS LISTED ABOVE, COMPLY WITH THE REQUIREMENTS OF THE 14th EDITION OF THE "STEEL CONSTRUCTION MANUAL" AS PUBLISHED BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION. 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. 13. 14. (CLASS B) f'c = 3000 21 29 25 33 f'c = 3000 27 38 33 f'c = 2500 30 40 35 (CLASS B)TOP BARS # 7 # 6 # 5 BAR SIZE # 8 4345 OTHER THAN TOP BARS 32 28 f'c = 2500 24 36 # 6 AND LARGER BAR # 5 BARS, 5/8 INCH WIRE, AND SMALLER MIN. CVR. (INCHES)LOCATION: STRENGTH:CONVENTIONAL FOUNDATIONS: A. CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH B. FORMED SURFACES EXPOSED TO EARTH OR WEATHER: 3" 2" 1 12" 2500 2500 2500 2500 SLAB ON GRADE SLAB ON GRADE-GARAGE FOOTINGS GRADE BEAM / CAISSON CONCRETE SHALL CONFORM TO THE REQUIREMENTS OF ACI 318-19 CHAPTER 5. THE MINIMUM 28-DAY CYLINDER STRENGTH SHALL BE AS FOLLOWS: WHERE CONCRETE STRENGTH IS GREATER THAN 2500 PSI, CYLINDER TESTS ARE REQUIRED PER ACI 318-19 5.6.3.3. PORTLAND CEMENT SHALL CONFORM TO THE REQUIREMENTS OF ASTM C150, TYPE V. MAXIMUM WATER-CEMENT RATIO = 0.45 AGGREGATES SHALL CONFORM TO THE REQUIREMENTS OF ASTM C33 FOR NORMAL WEIGHT CONCRETE AND ASTM C330 FOR LIGHTWEIGHT CONCRETE. ADMIXTURES SHALL BE USED IN ACCORDANCES WITH THE MANUFACTURER'S RECOMMENDATIONS AND APPROVED BY THE ENGINEER OF RECORD. READY-MIX CONCRETE SHALL BE MIXED AND DELIVERED IN ACCORDANCE WITH THE REQUIREMENTS OF "STANDARD SPECIFICATION FOR READY-MIXED CONCRETE" ASTM C94. MINIMUM CONCRETE COVER (IN INCHES) FOR REINFORCING STEEL IN NON-PRESTRESSED CAST-IN-PLACE CONCRETE SHALL BE AS FOLLOWS, U.N.O: ALL SLEEVES THROUGH BEAMS, GIRDERS AND FOUNDATION WALLS SHALL BE INSTALLED AND SECURED IN POSITION PRIOR TO PLACING CONCRETE. EXCEPT AS SHOWN ON STRUCTURAL DRAWINGS, SLEEVING SHALL NOT BE PERMITSED UNLESS APPROVED BY THE DESIGNER AND STRUCTURAL ENGINEER. SLEEVES, PIPES, OR CONDUITS SHALL NOT BE PLACED THROUGH CONTINUOUS OR SPREAD FOOTINGS, GRADE BEAMS, PILE CAPS, OR TIE BEAMS, UNLESS SPECIFICALLY DETAILED BY THE ENGINEER. CONDUIT SHALL NOT BE PLACED IN ANY CONCRETE SLAB LESS THAN 3-1/2 INCHES THICK. IF CONDUIT IS PLACED IN CONCRETE SLAB, ITS OUTSIDE DIAMETER SHALL NOT BE GREATER THAN 1/3 OF THE SLAB THICKNESS. THE MINIMUM CLEAR DISTANCE BETWEEN CONDUITS SHALL BE 3 INCHES. ALL EXPOSED CORNERS SHALL BE CHAMFERED 3/4 INCH, U.N.O. REFER TO ARCHITECTURAL DRAWINGS FOR MOLDS, GROOVES, ORNAMENTS, CLIPS, OR GROUNDS REQUIRED TO BE CAST IN THE CONCRETE AND FOR EXTENT OF DEPRESSIONS, CURBS, AND RAMPS. ALL VERTICAL SURFACES OF CONCRETE ABOVE FINISHED GRADE SHALL BE FORMED. REFERENCE ARCH. DRAWINGS AND SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS DUE TO ARCHITECTURAL C.I.P. CONCRETE. 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. 13. 14. PSI PSI PSI PSI ALL CONSTRUCTION, INCLUDING MATERIAL AND WORKMANSHIP, SHALL CONFORM TO THE PROVISIONS OF THE 2022 EDITION OF THE "CALIFORNIA BUILDING CODE" (CBC) WITH THE GOVERNING AGENCY AMENDMENTS, AND STANDARDS REFERENCED THEREIN. WHERE EVER CODE OR CALIFORNIA BUILDING CODE (CBC) IS REFERENCED IN THE FOLLOWING GENERAL NOTES OR OTHER NOTE SECTIONS, IT SHALL IMPLY THE CBC CODE WITH GOVERNING AGENCY AMMENDMENTS. ALL ASTM STANDARDS LISTED HEREIN, SHALL BE CURRENT AND COMPLIANT TO 2022 CBC, CHAPTER 35. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND SITE CONDITIONS BEFORE STARTING WORK. THE DESIGNER AND STRUCTURAL ENGINEER SHALL IMMEDIATELY BE NOTIFIED, IN WRITING, OF ANY DISCREPANCIES. ALL OMISSIONS AND/OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKING DRAWINGS AND SPECIFICATIONS SHALL BE BROUGHT TO THE ATTENTION OF THE FIELD INSPECTOR, AND A SOLUTION GIVEN BY, THE DESIGNER AND STRUCTURAL ENGINEER PRIOR TO PROCEEDING WITH ANY WORK AFFECTED BY THE CONFLICT OR OMISSION. IN CASE OF CONFLICT, NOTES AND DETAILS OF THESE STRUCTURAL DRAWINGS SHALL TAKE PRECEDENCE OVER THE "GENERAL NOTES" AND/OR "STANDARD DETAILS". TYPICAL DETAILS SHALL BE USED WHENEVER APPLICABLE. IF A SPECIFIC DETAIL IS NOT SHOWN FOR ANY PART OF THE WORK, THE CONSTRUCTION SHALL BE THE SAME AS FOR SIMILAR WORK. WORKING DIMENSIONS SHALL NOT BE SCALED FROM PLANS, SECTIONS OR DETAILS ON THESE STRUCTURAL DRAWINGS. THE CONTRACTOR SHALL PROVIDE AND MAINTAIN ADEQUATE ERECTION SHORING AND BRACING AS REQUIRED FOR STABILITY OF THE STRUCTURE DURING ALL PHASES OF CONSTRUCTION. THESE DRAWINGS REPRESENT THE FINISHED STRUCTURE AND DO NOT INDICATE THE METHOD OF CONSTRUCTION. PIPES, DUCTS, SLEEVES, OPENINGS, POCKETS, CHASES, BLOCK-OUTS, ETC., SHALL NOT BE PLACED IN SLABS, BEAMS, GIRDERS, COLUMNS, WALLS, FOUNDATIONS, ETC., NOR SHALL ANY STRUCTURAL MEMBER BE CUT FOR SUCH ITEMS, UNLESS SPECIFICALLY DETAILED ON THESE STRUCTURAL DRAWINGS. (IF ANY PIPES, DUCTS, ETC., DO OCCUR, THAT ARE NOT SHOWN ON THESE STRUCTURAL DRAWINGS, THE DESIGNER AND STRUCTURAL ENGINEER SHALL BE NOTIFIED.) SEE PARAGRAPH 4, ABOVE. ANCHOR BOLTS OR INSERTS FOR EQUIPMENT ANCHORAGE OR INSTALLATION SHALL BE DESIGNED FOR SEISMIC CATEGORY D BY A CIVIL ENGINEER OR STRUCTURAL ENGINEER REGISTERED IN THE STATE OF CALIFORNIA AND SHALL BE SHOWN ON THE MECHANICAL OR ELECTRICAL SHOP DRAWINGS. THE CONTRACTOR SHALL ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THIS PROJECT, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY. THIS REQUIREMENT SHALL APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS. THE CONTRACTOR SHALL DEFEND, INDEMNIFY, AND HOLD THE STRUCTURAL ENGINEER FREE AND HARMLESS FROM ALL CLAIMS, DEMANDS AND ALL LIABIBLITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPT FOR LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF THE STRUCTURAL ENGINEER. IF ANY SUBSTITUTION IS PROPOSED BY THE CONTRACTOR, NEW CALCULATIONS MAY HAVE TO BE PREPARED, THE DETAILS MAY HAVE TO BE ALTERED, AND NEW DRAWINGS MAY HAVE TO BE SUBMITSED TO THE BUILDING DEPARTMENT. THE CONTRACTOR SHALL PAY THE STRUCTURAL ENGINEER'S FEES TO ALTER THE APPROVED PLANS. THE CONTRACTOR SHALL ALSO PROCESS THE REVISED PLANS REFLECTING ALL SUBSTITUTIONS THROUGH THE APPROPRIATE OFFICE OF ALL GOVERNING AGENCIES. 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. 1. 2. 3. 4. 5. 6. 7. 8. MASONRY UNITS SHALL CONFORM TO ASTM C90 HOLLOW CORE, NORMAL WEIGHT, f'm= 1500 psi (U.N.O.). ALL UNITS SHALL BE SAMPLED AND TESTED IN ACCORDANCE WITH ASTM C140. MORTAR SHALL BE TYPE 'S' AND CONFORM TO ASTM C270 AND TABLE SC-1 AND SC-2 OF TMS 402-16. THE MINIMUM STRENGTH SHALL BE 1,800 psi AT 28 DAYS. THE BED JOINTS SHALL NOT EXCEED }" THICK. GROUT SHALL CONFORM WITH ARTICLE 2.2 OF TMS 402-16. THE COMPRESSIVE STRENGTH OF GROUT SHALL BE DETERMINED IN ACCORDANCE WITH ASTM C1019. WHEN THE GROUT CONFORMS TO ASTM C476, THE GROUT SHALL BE SPECIFIED BY PROPORTION REQUIRMENTS OR PROPERTY REQUIREMENTS. THE MINUMUM STRENGTH SHALL BE 2,000 psi AT 28 DAYS. PORTLAND CEMENT SHALL CONFORM TO THE REQUIREMENTS OF ASTM C150. BLENDED CEMENT SHALL CONFORM TO THE REQUIREMENTS OF ASTM C595. MASONRY CEMENT SHALL CONFORM TO THE REQUIREMENTS OF ASTM C91. MORTAR CEMENT SHALL CONFORM TO THE REQUIREMENTS OF ASTM C1329. COARSE AGGREGATE SHALL CONFORM TO ASTM C404. COARSE AGGREGATE SHALL BE PEA GRAVEL. FINE AGGREGATE SHALL CONFORM TO ASTM C144. LIME SHALL BE HYDRATED LIME AND CONFORM TO ASTM C207, TYPE S. ADMIXTURES SHALL BE USED IN ACCORDANCES WITH THE MANUFACTURER'S RECOMMENDATIONS AND APPROVED BY THE ENGINEER OF RECORD. SHEET INDEX: GENERAL STRUCTURAL NOTESSN FOUNDATION & ROOF FRAMING PLAN SD2 PR O J E C T A D D R E S S : sheet no: sheet title: revisions: - - - - drawn by: job number: AM - N e w A D U - 2 0 1 0 A l c o A v e , U n i t 2 , S a n t a A n a , C A 9 2 7 0 3 AR24-0819 DATE: 02/05/2025 THESE DRAWINGS AND SPECIFICATIONS, IDEAS, DESIGNS AND ARRANGEMENTS ARE, AND SHALL REMAIN, THE PROPERTY OF AB33R ENGINEERING LLC. NO PART SHALL BE COPIED, REPRODUCED OR OTHERWISE USED, DIRECTLY OR INDIRECTLY, IN WHOLE OR IN PART, IN CONNECTION WITH ANY OTHER WORK OR PROJECT WITHOUT THE WRITTEN CONSENT OF AB33R ENGINEERING. VISUAL CONTACT WITH THESE DRAWINGS AND/OR SPECIFICATIONS SHALL CONSTITUTE A PRIMA FACIE EVIDENCE OF ACCEPTANCE OF THESE RESTRICTIONS. 2610 E EMBRY LN. ONTARIO, CA 91762 TEL: (909) 907 - 3949 EMAIL: ab33r.engineering@gmail.com AB33R ENGINEERING SD1 CONSTRUCTION DETAILS 1. 2. 3. 4. 5. THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH AISC 360-16. ALL STRUCTURAL STEEL TO BE THE FOLLOWING: W SHAPES: HSS SHAPES (RECTANGULAR) HSS SHAPES (ROUND): PIPE SHAPES: ALL OTHER STEEL: ALL STRUCTURAL WELDS TO BE THE FOLLOWING: E70 SERIES-TYP. E90 SERIES FOR A615 GRADE 60 REINFORCING BARS ALL STRUCTURAL WELDING SHALL BE DONE IN AN APPROVED FABRICATING SHOP. IN ABSENCE OF AN APPROVED FABRICATING SHOP, STRUCTURAL WELDING SHALL BE DONE UNDER THE SUPERVISION OF A CERTIFIED SPECIAL INSPECTOR. (CBC 1705.2.2) FIELD WELDING TO HAVE CONTINUOUS SPECIAL INSPECTION. CONSTRUCTION DETAILS SN2 WALLS 2 X 4 (8'-0") WALLS 2 X 4 (8'-1" TO 12'-0") WALLS 2 X 6 (12'-0" to 16'-0") STRUCTURAL JOISTS AND PLANKS (2x) BEAMS AND STRINGERS (4x8 & WIDER) POSTS AND TIMBERS TOP PLATE SHEAR WALL SCHEDULE NOTES A35 OR LTP4 @ 24"o.c. ANCHOR BOLT SCHED. 532 MATERIAL AND NAILING DESCRIPTIONSYMBOL 2x PLATE W/ 16d @ 3"o.c. 2x PLATE W/ 16d @ 6"o.c. 2x PLATE W/ 16d @ 4"o.c.A35 OR LTP4 @ 16"o.c. A35 OR LTP4 @ 12"o.c. 365 8d @ 4"o.c. E.N. / 6"o.c. F.N. 8d @ 6"o.c. E.N. / 6"o.c. F.N. 1/2" OSB W/2x SILL PLATE W/ 12" DIA A.B. @ 36"o.c. 3x SILL PLATE W/ 58" DIA A.B. @ 24"o.c. 1/2" OSB W/ 685 8d @ 3"o.c. E.N. / 6"o.c. F.N. (SEE NOTE 13) 1/2" OSB W/ ON 3x FRAMING 895 8d @ 2"o.c. E.N. / 6"o.c. F.N. ON 3x FRAMING (SEE NOTE 13) 2x PLATE W/ 12" x 8" LONG LAG SCREWS @ 8"o.c. INTO 4x RIM JOIST/BLOCK'G. A35 OR LTP4 @ 10"o.c. 1/2" OSB W/ 10d @ 2"o.c. E.N. / 6"o.c. F.N. 1/2" STRUCTURAL 1 PLYWOODW w/3x PLATE W/ 12" x 8" LONG LAG SCREWS @ 6"o.c. INTO 4x RIM JOIST/BLOCK'G. A35 OR LTP4 @ 8"o.c.1217 3x SILL PLATE W/ 58" DIA A.B. @ 24"o.c. (SEE NOTES 13)ON 3x FRAMING SHEAR TRANSFER RIM JOIST/BLOCKING (SEE NOTE 15) BOTTOM PLATESIZE & NAILING (SEE NOTE 16) (SEE NOTE 16) (SEE NOTE 16) & SILL PLATE SIZE (SEE NOTE 9, 10, 11) 3x SILL PLATE W/ 58" DIA A.B. @ 20"o.c. 3x SILL PLATE W/ 58" DIA A.B. @ 18"o.c. 1 2 3 4 5 (SEE NOTE 13)ON 3x FRAMING MAX DESIGN SHEAR CAP. (PLF) 1. SHEAR PANELS SHALL BE APPLIED DIRECTLY TO STUD FRAMING. 2. PLYWOOD MAY BE INSTALLED EITHER HORIZONTALLY OR VERTICALLY. 3. ALL PLYWOOD PANEL EDGES SHALL BE BLOCKED W/ 2x BLOCKING MIN. 4. SHEAR WALLS MORE THAN ONE VERTICAL PANEL IN HEIGHT SHALL HAVE EITHER VERTICAL OR HORIZONTAL STAGGERED SPLICED JOINTS. 5. PROVIDE 112" MIN. EDGE DISTANCE FOR ALL PLYWOOD EDGE NAILING. NAILS SHALL BE PLACED NOT LESS THAN 12"in FROM THE PANEL EDGES AND NOT LESS THAN 38" FROM THE EDGE OF THE CONNECTION MEMBERS FOR SHEAR GREATER THAN 350 plf. NAILS SHALL BE PLACED NOT LESS THAN 38" FROM PANEL EDGES AND NOT LESS THAN 14" FROM THE EDGE OF THE CONNECTING MEMBERS FOR SHEARS OF 350plf OR LESS. 6. ONLY COMMON NAILS ARE TO BE USED FOR ALL PLYWOOD SHEATHING ATTACHMENT. 7. NAIL GUNS USING "CLIPPED HEAD" OR "SINKER" NAILS ARE NOT ACCEPTABLE. 8. ALL BOLT HOLES TO BE DRILLED 1/32" MIN. TO 1/16" MAX. OVERSIZED. 9. USE DOUGLAS FIR # 2 PRESSURE TREATED SILL PLATES. ALL NAILS & ANCHOR BOLTS IN PRESSURE TREATED SILL PLATES SHALL BE HOT DIPPED ZINC-COATED GALVANIZED STEEL PER ASTM A 153. ANCHOR BOLTS MAY HAVE A MECHANICALLY DEPOSITED ZINC COATING WITH WEIGHTS PER ASTM B 696, CLASS 55. 10. ANCHOR BOLTS MUST BE EMBEDDED 7" MIN. INTO NEW CONCRETE. WHERE SHEAR WALLS ARE TO BE ATTACHED TO EXISTING FOOTINGS, EPOXY 5/8"DIA THREADED ROD ANCHORS WITH 5" MIN. EMBEDMENT USING SIMPSON 'SET-XP' HIGH STRENGTH ADHESIVE (ESR-2508) WITH SPECIAL INSPECTION (OR) 5 8" DIA x 6" LONG SIMPSON 'TITEN HD' ANCHORS (ESR-2713) INSTALLED AT THE SPACING INDICATED IN THE SHEAR WALL SCHEDULE 11. FOUNDATION ANCHOR BOLTS IN ALL SHEAR WALLS SHALL HAVE A MINIMUM 3" x 3" x 1 4" THICK PLATE WASHERS BETWEEN THE SILL PLATE AND NUT. THE NUTS SHALL BE TIGHTENED JUST PRIOR TO COVERING THE WALL FRAMING. 12. STUCCO AND/OR EXTERIOR VENEER OVER A PLYWOOD SHEARWALL SHALL BE WATERPROOFED W/ A MIN. OF (2) LAYERS OF # 15LB. FELT PAPER. 13. ALL FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANELS SHALL BE 3-INCH NOMINAL OR THICKER. ALL EDGE NAILING SHALL BE STAGGERED. 14. WHERE PLYWOOD PANELS ARE APPLIED ON BOTH FACES OF A WALL, USE A 3x6 BOT./SILL PLATE, 3x6 STUDS @ 16"o.c., AND 3x6 df. # 2 DOUBLE TOP PLATES. ALL FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANELS SHALL BE 4-INCH NOMINAL OR THICKER. ALL EDGE NAILING SHALL BE STAGGERED AND BOTH VERTICAL AND HORIZONTAL INTERIOR PANEL JOINTS ON OPPOSITE SIDES OF THE WALL SHALL BE STAGGERED. SEE WOOD NOTES # 18 FOR ADDITIONAL REQUIREMENTS. 15. WHEN 'LTP4' IS INSTALLED OVER PLYWOOD, USE USE 8d COMMON NAILS. 16. WHERE BOTTOM PLATE NAILING GOES THROUGH FLOOR SHEATHING THICKER THAN3 4", USE 20d NAILS AT SAME SPACING AS INDICATED OR SIMPSON SDS25412 SCREWS AT TWICE THE SPACING AS INDICATED. 17. IN SEISMIC CATEGORY "D", ALL EXTERIOR WALLS TO BE CONTINUOUSLY SHEATHED WITH A MIN. 12" THICK PLY/WOOD STRUCTURAL PANEL. 18. WHERE NAILS ARE IDENTIFIED AT 4" O.C. OR LESS, SPECIAL INSPECTION (SEISMIC) IS REQUIRED FOR STRUCTURAL WOOD. 19. WHERE PANELS ARE APPLIED ON BOTH FACES OF A SHEARWALL AND NAIL SPACING IS LESS THAN 6 INCHES ON CENTER ON EITHER SIDE, PANEL JOISTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS. ALTERNATIVELY, THE WIDTH OF THE NAILED FACE OF FRAMING MEMBERS SHALL BE 3" OR GREATER AT ADJOINING PANEL EDGES AND NAILS AT ALL PANEL EDGES SHALL BE STAGGERED. SHEAR WALL DESIGN CRITERIA FASTENER SCHEDULE S1 SN STRUCTURAL NOTES EQ.WIND 532 364 686 896 1218 2010 W Alco Ave Unit #24/22/2025 PR O J E C T A D D R E S S : sheet no: sheet title: revisions: - - - - drawn by: job number: AM - N e w A D U - 2 0 1 0 A l c o A v e , U n i t 2 , S a n t a A n a , C A 9 2 7 0 3 AR24-0819 DATE: 02/05/2025 THESE DRAWINGS AND SPECIFICATIONS, IDEAS, DESIGNS AND ARRANGEMENTS ARE, AND SHALL REMAIN, THE PROPERTY OF AB33R ENGINEERING LLC. NO PART SHALL BE COPIED, REPRODUCED OR OTHERWISE USED, DIRECTLY OR INDIRECTLY, IN WHOLE OR IN PART, IN CONNECTION WITH ANY OTHER WORK OR PROJECT WITHOUT THE WRITTEN CONSENT OF AB33R ENGINEERING. VISUAL CONTACT WITH THESE DRAWINGS AND/OR SPECIFICATIONS SHALL CONSTITUTE A PRIMA FACIE EVIDENCE OF ACCEPTANCE OF THESE RESTRICTIONS. 2610 E EMBRY LN. ONTARIO, CA 91762 TEL: (909) 907 - 3949 EMAIL: ab33r.engineering@gmail.com AB33R ENGINEERING SN2 FASTERNER SCHEDULE 2010 W Alco Ave Unit #24/22/2025 GRN-1 20 2 2 C A L G r e e n R E S I D E N T I A L M A N D A T O R Y M E A S U R E S C H E C K L I S T RE V I S I O N DA T E : BY : SHEET NO. OF 19 DATE: 03-01-2025 JOB NO.: 0524-237B DRAWN BY: QD SCALE: TI T L E : PR O J E C T : 123 DE S I G N E D B Y : AD D R E S S : Q3 D E S I G N & C O N S T R U C T I O N I N C . (C E L L ) : 7 1 4 4 5 8 5 3 7 4 - E M A I L : D O Q U O C P L @ Y A H O O . C O M CO N T A C T P E R S O N : Q U O C D O Q3 D E S I G N & C O N S T R U C T I O N I N C . 12 1 8 C A M D E N P L . S A N T A A N A , C A 9 2 7 0 7 RE V I E W E D B Y : AD D R E S S : ON T A R I O , C A 9 1 7 6 2 PH O N E : ( 9 0 9 ) 9 0 7 - 3 9 4 9 26 1 0 E E M B R Y L N . EM A I L : A B 3 3 R . E N G I N E E R I N G @ G M A I L . C O M EN G I N E E R I N G AB 3 3 R SO N H U Y N H R E S I D E N C E 20 1 0 A l c o A v e , S a n t a A n a , C A 9 2 7 0 3 F o r M a i n H o u s e PR O P O S E D D E T A C H E D A D U 20 1 0 A l c o A v e , U n i t 2 , S a n t a A n a , C A 9 2 7 0 3 F o r A D U N.T.S 17 2010 W Alco Ave Unit #24/22/2025 GRN-2 20 2 2 C A L G r e e n R E S I D E N T I A L M A N D A T O R Y M E A S U R E S C H E C K L I S T RE V I S I O N DA T E : BY : SHEET NO. OF 19 DATE: 03-01-2025 JOB NO.: 0524-237B DRAWN BY: QD SCALE: TI T L E : PR O J E C T : 123 DE S I G N E D B Y : AD D R E S S : Q3 D E S I G N & C O N S T R U C T I O N I N C . (C E L L ) : 7 1 4 4 5 8 5 3 7 4 - E M A I L : D O Q U O C P L @ Y A H O O . C O M CO N T A C T P E R S O N : Q U O C D O Q3 D E S I G N & C O N S T R U C T I O N I N C . 12 1 8 C A M D E N P L . S A N T A A N A , C A 9 2 7 0 7 RE V I E W E D B Y : AD D R E S S : ON T A R I O , C A 9 1 7 6 2 PH O N E : ( 9 0 9 ) 9 0 7 - 3 9 4 9 26 1 0 E E M B R Y L N . EM A I L : A B 3 3 R . E N G I N E E R I N G @ G M A I L . C O M EN G I N E E R I N G AB 3 3 R SO N H U Y N H R E S I D E N C E 20 1 0 A l c o A v e , S a n t a A n a , C A 9 2 7 0 3 F o r M a i n H o u s e PR O P O S E D D E T A C H E D A D U 20 1 0 A l c o A v e , U n i t 2 , S a n t a A n a , C A 9 2 7 0 3 F o r A D U N.T.S 18 2010 W Alco Ave Unit #24/22/2025 REVIEWED BY: ADDRESS: ONTARIO, CA 91762 PHONE: (909) 907-3949 2610 E EMBRY LN. EMAIL: AB33R.ENGINEERING@GMAIL.COM ENGINEERINGAB33R 2010 W Alco Ave Unit #24/22/2025 REVIEWED BY: ADDRESS: ONTARIO, CA 91762 PHONE: (909) 907-3949 2610 E EMBRY LN. EMAIL: AB33R.ENGINEERING@GMAIL.COM ENGINEERINGAB33R 2010 W Alco Ave Unit #24/22/2025 REVIEWED BY: ADDRESS: ONTARIO, CA 91762 PHONE: (909) 907-3949 2610 E EMBRY LN. EMAIL: AB33R.ENGINEERING@GMAIL.COM ENGINEERINGAB33R 2010 W Alco Ave Unit #24/22/2025 A-000.1 N.T.S 19 SP E C . M A N U . S H E E T S RE V I S I O N DA T E : BY : SHEET NO. OF 19 DATE: 03-01-2025 JOB NO.: 0524-237B DRAWN BY: QD SCALE: TI T L E : PR O J E C T : 123 DE S I G N E D B Y : AD D R E S S : Q3 D E S I G N & C O N S T R U C T I O N I N C . (C E L L ) : 7 1 4 4 5 8 5 3 7 4 - E M A I L : D O Q U O C P L @ Y A H O O . C O M CO N T A C T P E R S O N : Q U O C D O Q3 D E S I G N & C O N S T R U C T I O N I N C . 12 1 8 C A M D E N P L . S A N T A A N A , C A 9 2 7 0 7 RE V I E W E D B Y : AD D R E S S : ON T A R I O , C A 9 1 7 6 2 PH O N E : ( 9 0 9 ) 9 0 7 - 3 9 4 9 26 1 0 E E M B R Y L N . EM A I L : A B 3 3 R . E N G I N E E R I N G @ G M A I L . C O M EN G I N E E R I N G AB 3 3 R SO N H U Y N H R E S I D E N C E 20 1 0 A l c o A v e , S a n t a A n a , C A 9 2 7 0 3 F o r M a i n H o u s e PR O P O S E D D E T A C H E D A D U 20 1 0 A l c o A v e , U n i t 2 , S a n t a A n a , C A 9 2 7 0 3 F o r A D U SP E C . M A N U . S H E E T S Heat pump heating facility on plan to match with T-24 energy calculation. 2010 W Alco Ave Unit #24/22/2025 2010 W Alco Ave Unit #24/22/2025 SANTA ANA CITY COUNCIL Mayor vamezcua@santa-ana.org Mayor Pro Tem, Ward 1 tphan@santa-ana.org Ward 2 bvazquez@santa-ana.org Ward 3 jessielopez@santa-ana.org Ward 4 pbacerra@santa-ana.org Ward 5 jryanhernandez@santa-ana.org Ward 6 dpenaloza@santa-ana.org MAYOR Valerie Amezcua MAYOR PRO TEM Thai Viet Phan COUNCILMEMBERS Phil Bacerra Johnathan Ryan Hernandez Jessie Lopez David Penaloza Benjamin Vazquez CITY OF SANTA ANA PLANNING AND BUILDING AGENCY 20 Civic Center Plaza ● P.O. Box 1988 Santa Ana, California 92702 www.santa-ana.org CITY MANAGER Alvaro Nuñez CITY ATTORNEY Sonia R. Carvalho CITY CLERK Jennifer L. Hall December 2, 2024 Also sent via email to: doquocpl@yahoo.com Quoc Do Q3 Design & Construction, Inc. 1218 W. Camden Place Santa Ana, CA 92707 Subject: Address Assignment for a new Detached Accessory Dwelling Unit (ADU) located at 2010 West Alco Avenue (APN: 004-184-50) in Santa Ana, CA Dear Quoc, The City of Santa Ana Planning and Building Agency (PBA) is the responsible agency for legal addressing within the City of Santa Ana’s jurisdiction. This letter confirms the address assignment for a new Detached Accessory Dwelling Unit (ADU) located at 2010 West Alco Avenue (APN: 004-184-50). Notice is hereby given that the following assigned address(es) shall be posted onsite per the approved address plan, attached hereto as Exhibit A. Address(es) to be Activated/Posted To subdivide commercial and/or residential units into multiple units, a building permit (and all other associated permits), plans, and inspection approvals by the PBA are required. Address(es) will be verified during inspections by the Building Safety Division. Please update your records accordingly. Should you have any questions, feel free to contact me, Matthew Kilroy, by phone at (714) 667-2708 or by email at MKilroy@santa-ana.org. Sincerely, Matthew Kilroy Assistant Planner I Exhibit A – Address Plan 2010 W Alco Ave Unit #24/22/2025 Address Letter for 2010 West Alco Avenue Page 2 of 2 c: Vencent Quaglia, United States Post Office Chris Tuiolosega, United States Post Office Cipriano Corona, Marketing Manager, United States Post Office Alex Alvarez, Postmaster Santa Ana, United States Post Office Federal Express, Administration Cathy Joseph, Garden Grove Unified School District Christine Hy, Garden Grove Unified School District Cathy Slader, Orange Unified School District Ted Walstrom, Santa Ana Unified School District Jeremy Cogan, Santa Ana Unified School District Yvette Miranda, Santa Ana Unified School District Cristina Bernal, Tustin Unified School District Orange County Fire Authority Neal Kelly, Registrar of Voters Members, Board of Supervisors Southern California Gas Company Southern California Edison Company Claude Parrish, County Assessor's Office GIS SAG, AT&T UPS, Administration City Manager’s Office Beverly Martin, Police Community Services Specialist Boris Duran, Police Systems Manager Jennifer Arellano, Police Communications Manager Chris Hubbard, Police Systems Support Analyst Alejandra Gutierrez, Treasury & Customer Services Manager Hector Jimenez, Revenue Supervisor Alfonso Chavez, Utilities Customer Services Supervisor Judson Brown, Housing Division Manager Rudy Rosas, Deputy Public Works Director / City Engineer Zdenek (Zed) Kekula, Principal Civil Engineer Jason Kwak, Building Safety Manager Evelyn LaRocca, Permit Services Principal Kathy Hernandez, Permit Technician Julie Amsden, Permit Technician Ali Pezeshkpour, Planning Manager Jerry Guevara, Senior Planner Yvette Portugal, Code Enforcement Manager Sergio Verino, Code Enforcement Principal 2010 W Alco Ave Unit #24/22/2025 Address Letter for 2010 West Alco Avenue Page 2 of 2 Exhibit A – Address Plan 2010 West Alco Avenue, Unit #2 (Address for New Detached ADU) 2010 W Alco Ave Unit #24/22/2025 2010 W Alco Ave Unit #24/22/2025 2010 W Alco Ave Unit #24/22/2025 Page 1 of 1 EXISTING ONE & TWO FAMILY DWELLINGS ELECTRICAL SERVICES UNDERGROUND EXCEPTION CEC 2022 ELC-04 All new utility connections are required to be installed below grade by Santa Ana Municipal Code 41- 626(b). There is a standing exception for one and two family dwellings. This exception applies only when the new electrical service is designed to be fed from below grade as well as overhead. This diagram is a typical unit. The utility is able to feed this cabinet from the top or the bottom without interfering with the distribution wiring. All the circuit breakers and branch circuits are contained in the circuit breaker side of this cabinet. Only listed combination overhead and underground feed service boxes may be used to connect to an overhead utility drop. This exception to an underground fed service applies only to existing single family and two family residences. Planning & Building Agency Permits & Plan Check Section 20 Civic Center Plaza P.O. Box 1988 (M-19) Santa Ana, CA 92702 (714) 647-5800 Rigid Conduit Service Entrance Conductor Riser Underground Service Lateral METER Rev. 1/21/2020 2010 W Alco Ave Unit #24/22/2025 GEOTECHNICAL INTERNATIONAL LAN & ASSOCIATES Land Survey & Civil, Structural & Geotechnical Engineering 13139 Harbor Boulevard, Garden Grove, CA 92843 Tel: (714) 414-9215, Fax: (714) 537 – 7974, Email: Lanpham9@hotmail.com Project No. SA-02-08-24 August 27, 2024 Son Huynh c/o Hoang Nguyen 714-425-0389 Hoangsonnguyen1966@gmail.com SUBJECT: Soil Report for Proposed New Detached ADU, 2010 Alco Avenue, Santa Ana, CA 92703. Dear Mr. Huynh/Mr. Nguyen: In accordance with the requirements of the City and per your request and authorization, this soil report has been prepared for the proposed project. It is noted that Geotechnical International was the project geotechnical consultant of many similar projects in the City of Santa Ana. Therefore, we are familiar with the geotechnical conditions of the site. Follow is a summary of our findings and conclusions and recommendations for this project. Site Description and Proposed Development The subject property is located on the southern side of Alco Avenue and northerly side of W. Civic Center Drive, south of W. 10th Street, east of N. Hawley Street, and west of English Street, within a developed residential area. A one-story house with an attached garage exists at the site. Based on the Site Plan prepared by the designer, we understand that the proposed detached ADU will be constructed in the rear yard area where a previous swimming pool which was demolished and backfilled for abandoning purposes exists. It was reported that the demolition of the previous swimming pool has been previously permitted by the City. However, a soil compaction report regarding the demolition of the previous swimming pool is not available for our review. Note to the geotechnical report reviewer: Please see the actual full-scale plans prepared by the architect/designer/civil engineer which are separately submitted to the City for review, for clarification/details of the proposed development, as needed. 2010 W Alco Ave Unit #24/22/2025 Page 2 The site is relatively flat; and we understand that additional raw cut/raw fill is not proposed for the site. Geotechnical Conditions Based on the published geologic map prepared by the California Division of Mines and Geology (CDMG), the site is located within a broad flat alluvium and colluvium area. Based on the State of California SEISMIC HAZARD ZONES Map, Anaheim Quadrangle, the subject site is located within a potential liquefaction zone. For conservative purposes, we assume that the site will be subjected to the liquefaction; and to mitigate the potential adverse effects due to potential liquefaction, as for other recent near-by projects, a strengthened foundation system is recommended to be used for the proposed new structure. To verify the near ground surface soils, a 5 ft. deep test hole has been drilled using a hand-held drilling tool and soil samples were collected for laboratory testing. The approximate location of the test hole is depicted on the Site Plan / Geotechnical Map. The geotechnical boring log and summary of results of the laboratory testing are included in Appendix B. Based on the data of our test hole, the near ground surface earth materials generally consisted of silty fine sand with minor clay, moist, medium dense and have a very low expansion potential. Groundwater Free standing groundwater was not encountered in our test hole. Free standing ground water was not reported to be an issue at the site and in the vicinity. Deep footings/excavations are not proposed for the site; therefore adverse effects due to groundwater are not anticipated for the proposed development. Note: based on the Historically Highest Ground Water Contours and Boring Log Data Locations, Anaheim 7.5-Quadrangle, Plate1.2, Open-file Report 97-08, CDMG, the highest groundwater level at the subject property is about 30 ft. deep. Note: it is not anticipated; however, if wet soils are encountered, removal of the wet soils and replacement with drier soils/cement slurry can be performed. In addition, if needed, crushed rock and or geogrids for bridging, etc. can also be used. This will be determined by the geotechnical consultant based on the exposed conditions during the excavations at the site. 2010 W Alco Ave Unit #24/22/2025 Page 3 Seismicity The subject site is located in Southern California, which is a major earthquake-prone zone. Therefore, the owner(s) of this property should be aware of the seismic risks associated with being located in this zone. The Soil Site Class D Default can be used for the soils underlying the subject site. The Seismic Design Category D can be used for the site. The following seismic parameters obtained from the computer program https:// seismicmaps.org prepared by SEAOC [Structural Engineers Association Of California] in conjunction with California’s Office of Statewide Health Planning and Development [OSHPD] ) in accordance with ASCE7-16 can be used for the site. • Fa = 1.2 • Fv = null* • Mapped Spectral Accelerations Values: Ss = 1.306 (for the short period of 0.2 second) S1 = 0.465 (for the 1-second period) • Maximum Considered Earthquake Spectral Response Accelerations: SMs = FaSs = 1.568 (for the short period of 0.2 second) SM1 = FvS1 = null* (for the 1-second period) • Design Spectral Response Accelerations: SDs = 2/3 SMs = 1.045 (for the short period of 0.2 second) SD1 = 2/3 SM1 = null* (for the 1-second period) • PGA = 0.555 Please see ASCE 7-16, Section 11.4.8. Please see APPENDIX C for additional seismic parameters, as needed. Note: In general, the structural consultant of record for this project should review the seismic parameters provided in this report and the 2022 CBC to evaluate the seismic design. Final selection of design coefficients should be made by the structural consultant based on the local laws and ordinances, expected structure response, and the desired level of conservatism. 2010 W Alco Ave Unit #24/22/2025 Page 4 The civil/structural design engineer should consult with the project geotechnical consultant, if additional geotechnical information is needed for structural seismic design. Faults No active faults are known to exist within or near the site. The probability of primary surface rupture or deformation at the site is, therefore, considered very low. The site is not designated to be located within the Special Studies/Earthquake Zone under the Alquist-Priolo Special Studies Act. Liquefaction Potential As previously mentioned, for conservative purposes, the subject site is assumed to be subject to the liquefaction. Therefore, the owner(s) of this property should be aware of the risks associated with the potential liquefaction such as structural distress due to the potential differential settlement caused by the potential liquefaction. As previously mentioned, for conservative purposes, a strengthened / stiffened foundation system (having thicker slabs with more reinforcements and deeper and wider footings with more reinforcement as recommended in this report) should be used for support of the proposed structure. Potential Consequences of Liquefaction or Secondary Liquefaction Included Hazards Potential consequences of liquefaction or secondary liquefaction included hazards generally consist of differential settlement (vertical deformations), lateral movement/lateral spreading (horizontal deformations), oscillation, and reduction in foundation soil-bearing capacity (bearing failure). A sloping condition or drainage or stream channel does not exist at the site; therefore, lateral movement/lateral spreading, oscillation, etc. due to potential liquefaction are not anticipated to be credible hazards for the proposed new structure. We believe if the area would be “liquefied” in the future due to a very strong earthquake, the potential damage to the proposed new structures which will be properly structurally designed in accordance with the new up-to-date codes would be much less severe than the existing on-site structures and surrounding existing houses which have been previously structurally designed based on old codes (which are much less stringent than the current new codes). However, the owner(s) of this property should be aware of the potential damage to the new structures due to liquefaction. In summary, it should be recognized that structural mitigation may not reduce the potential of the soils to liquefy during an earthquake; and there will remain some risk that the new structures could still suffer damage if liquefaction occurs, during a very strong earthquake. 2010 W Alco Ave Unit #24/22/2025 Page 5 For conservative purposes, a strengthened / stiffened foundation system as recommended in this report should be used for support of the proposed structure. Slope Stability The site is a flat area; therefore, slope instability is not a concern for the proposed development. CONCLUSIONS AND RECOMMENDATIONS General Conclusions Construction of the proposed structure at the subject site is considered geotechnically feasible, provided the recommendations outlined in this report are implemented. Note: The conclusions and recommendations of this report are based on information as interpreted from our limited subsurface investigation. It is not anticipated but they should be revised accordingly if geotechnical conditions to be exposed during site preparation/ grading and construction significantly differ from our findings and interpretations. In general, a conventional shallow foundation can be used for support of the proposed structure. The following recommendations are considered minimum and may be superseded by more restrictive requirements of the architect, civil/structural engineer, building codes, or governing agencies. Geotechnical Impact on Neighboring Properties Adverse geotechnical impact of the proposed development on the neighboring properties is not anticipated, provided the recommendations outlined in this report are properly implemented. Site Preparation/Grading It is noted that without a proper treatment of the existing soils to support the proposed ADU, substantial differential settlement may occur and cause distress to the proposed ADU. As normal, to create a relatively uniform new engineered compacted fill layer for support of the proposed ADU, over-excavation and recompaction of minimum 3 ft. deep (measured from the existing ground surface) of the existing soils located beneath the proposed ADU area should be performed. The lateral limits of the over-excavation should be minimum equal to depth of removal (3 ft. in this case) beyond the outside perimeter of the proposed new structure. 2010 W Alco Ave Unit #24/22/2025 Page 6 For the proposed new exterior concrete slabs including new driveway the over- excavation and recompaction should be minimum 1 ft deep and 1 ft. outside of the new slab areas. After removal of the recommended 3 ft. deep soils, the exposed bottom of the removal area, especially the previous swimming pool backfill soils must be evaluated. If needed, additional / deeper removal must be performed. This will be evaluated and determined by the geotechnical engineer based on the conditions to be exposed during the excavation. In addition, if concrete chunks / pieces (which may have previously left in place during the previous backfilling of the previous swimming pool) would be noticed, they must be completely removed and discarded of offsite (and replaced with new clean soils which must be properly compacted). Additional excavation down to the bottom of the previous swimming pool may be needed for this evaluation. Again, this will be determined by the geotechnical engineer of record during the excavation based on the conditions to be exposed during the excavation. The fill/backfill materials should be free of organic matter and oversized materials, 4 inches or greater in diameter, placed in near-horizontal loose lifts not to exceed eight inches in thickness, and moisture conditioned to slightly over optimum moisture content prior to compaction. Imported soils, if any, should have a very low expansion potential and should be geotechnically observed/tested and accepted by the geotechnical consultant prior to using at the site. In general, grading at the site, if any, should be performed in accordance with the requirements of the City and under the geotechnical observation and testing of the project geotechnical consultant. The compaction criterion for fill and backfill materials is a minimum of 90% of the maximum density determined in accordance with ASTM Test Method D1557. Temporary Excavations In general, temporary excavations should be performed in accordance with OSHA requirements. In general, care should be taken during excavation near an existing structural object, if any to ensure no damage is done to the existing object. For this project, the proposed detached ADU will be located far away from the existing building. Therefore, impact of the proposed temporary excavation to the existing building is not anticipated. BUILDING FOUNDATION DESIGN GUIDELINES 2010 W Alco Ave Unit #24/22/2025 Page 7 Geotechnical Parameters For Structural Design For conservative purposes, the following “lowest” code values should be used for structural design, as needed. a. Allowable vertical bearing earth pressure: 1,500 psf. An increase of one-third is permitted when using the alternative load combinations that include wind or earthquake loads. b. Lateral bearing passive earth pressure: 100 psf. per foot into competent materials below the finished ground surface. An increase of one third is permitted when using the alternative load combinations that include wind or earthquake loads. c. Lateral Sliding Resistance: cohesion = 130 psf. The cohesion value is to be multiplied by the contact area. In no case shall the lateral sliding resistance exceed one-half the dead load. d. Soil unit weight: 120 pcf. New Building Footings In general, the foundation system for the proposed structure must be properly designed by the civil/structural design engineer of record for this project and reviewed and approved by the city prior to construction. The adequacy for support of the proposed structure of the existing footings should be evaluated by the civil/structural design engineer of record for this project. Underpinning footings can be provided, if needed. New building footings should be embedded minimum 24-inches below the adjacent lowest finished grade. Minimum widths for isolated columns/pad footings, if any, should be 24-inches, and for continuous wall footings should be 15-inches for one-story and 18- inches for two story portions, if any. Minimum reinforcement for new continuous footings should be two #5 re-bars at top and two #5 re-bars at bottom. Settlement Distress to the existing house due to settlement of the underlying soils was not observed. Therefore, deep-seated settlement of the soils underlying the site is not considered to be a 2010 W Alco Ave Unit #24/22/2025 Page 8 concern for the proposed development. However, without a proper treatment of the previous swimming pool backfill materials, substantial differential settlement of the previous swimming pool backfill materials may occur. With a proper treatment of the previous swimming pool backfill materials as recommended in this report, based on our experience, the conventional total settlement of ½ inch and a differential settlement of ¼ inch over a horizontal distance of 30 feet are anticipated for the proposed new structure and would occur during the construction stage. New (Interior) Building Slabs-on-Grade New (interior) building slabs-on-grade should be minimum 5 inches thick, reinforced with #4 re-bars at 12 inches on centers, or equivalent, placed at mid-height of the slab. New slabs should be underlain by a 2-inch thick layer of clean sand. For moisture sensitive floor areas, the new slabs should be underlain by a 10-mil polyethylene moisture barrier membrane (such as Visqueen). The moisture barrier membrane should be properly lapped and sealed at joints and around any breaks such as openings for utility conduits. Note: CAL Green Code, and/or other applicable codes/City’s requirements should govern and be followed. The entire slab-on-grade system including the capillary break / vapor/moisture retarder should be properly designed by the project civil /structural design engineer of record (but not by the geotechnical engineer) and reviewed and approved by the City prior to construction. New Exterior Slabs-on-Grade To reduce the potential for excessive cracking, new exterior concrete slabs-on-grade, if any, should be minimum 4 inches thick, provided with construction or weakened plane joints at frequent intervals (e. g., every 6 feet or less). Provision of a 2-inch thick layer of crushed rock, gravel, or clean sand to be placed beneath the slabs and/or reinforcement, such as #3 re-bars at 24 inches on-centers, or equivalent, placed at the mid-height of the slab should be considered. The subgrade soils for the exterior slabs should be properly re- compacted. Slab Subgrade Pre-Saturation The conventional pre-saturation of subgrade soils to minimum 140% of the optimum moisture content to minimum 24 inches deep is not considered necessary for this project. However, spraying with water should be performed prior to concrete pour. Other Recommendations for Reducing Slab Cracking While not a geotechnical issue, the potential for slab cracking may also be reduced by careful control of water/cement ratio and slump of concrete. The contractor should take 2010 W Alco Ave Unit #24/22/2025 Page 9 appropriate curing precautions during the pouring of concrete in hot weather to reduce cracking of slabs. A slip sheet (or equivalent) can be utilized if grouted tile, marble tile, or other crack- sensitive floor covering is planned directly on concrete slabs. New Driveway The minimum section required by the City can be used for a new driveway, if any. If there is no minimum requirements by the City, a 5-inch thick concrete slab (PCC), reinforced with #4 rebar (placed at mid-height of slabs) at 18 inches on-centers both ways, or 5-in. thick asphalt concrete (AC), or equivalent, over a 6-inch thick layer of aggregate base (AB) can be used. The aggregate base and subgrade should be properly compacted to a minimum of 95% and 90%, respectively, of the maximum density determined in accordance with ASTM D1557 prior to placement of the concrete slab. Spraying the compacted subgrade soils with water should be performed prior to concrete pour. If pavers are to be used, they must be properly designed by the civil engineer of record for this project and approved by the city prior to construction. Additional geotechnical data can be provided for design, if requested. Site Drainage In general, proper surface drainage should be checked, improved as needed, and maintained to ensure surface water flows away from all structures. Requirements by the city and applicable CBC (2022 CBC) should also be followed. Roof gutters should be properly provided. Roof drains, gutters and downspouts should be maintained to function as intended. Outlet drains should be kept open. Irrigation at the site, if any, should be kept to a minimum required to support plant life. In the future, sources of uncontrolled water, such as leaky sewer, water (domestic, irrigation) or drainpipe, should be repaired if identified. Seismic Design We recommend the proposed new structure be structurally designed to meet the applicable building codes and requirements of the controlling governmental agencies. The seismic parameters provided in the “Seismicity” section of this report can be used. The civil/structural design engineer should consult with the project geotechnical consultant, if additional geotechnical information is needed for the seismic design. 2010 W Alco Ave Unit #24/22/2025 Page 10 Cement Type For Concrete in Contact with On-Site Earth Materials Our previous tests performed on the soils of many lots in the City of Santa Ana which are similar to the on-site soils show negligible water-soluble sulfate contents. Sulfate attack on concrete was not observed for the existing on-site house and other houses in the surrounding areas. It appears sulfate attack on concrete is not considered to be a problem for this project. However, for conservative purpose, Type V cement with a maximum water/cement ratio of 0.45 and a minimum concrete strength, f'c of 4,500 psi is recommended to be used for concrete in contact with the on-site soils. Additional water- soluble sulfate content testing can be performed for the soils at the site, as needed. The test can be conducted during and/or after completion of site preparation/grading. The applicable California Building Code (2022 CBC) and other requirements by controlling governmental agencies should be followed. Corrosion To Ferrous Metals and Copper For conservative purposes, the on-site soils can be considered severely corrosive to ferrous metals and copper. Underground/buried ferrous metals or copper are not planned to be used for this project. However, if underground/buried ferrous metals or copper are planned to be used at the site, they should be properly protected. A corrosion specialist can be consulted. Testing can be performed for verification of the potential corrosion of the soils at the site to ferrous metals and copper, if needed. The test can be performed during and/or after completion of grading. Geotechnical Review of Grading and Foundation Plans Based on the City’s requirements, the project geotechnical consultant should review, “approve” and sign the project grading and foundation plans with details/specifications, if any, indicating conformation to applicable geotechnical recommendations. We will corporate with the civil/structural design engineers who prepare the plans to ensure our geotechnical recommendations are properly incorporated into the plans. Geotechnical Observation and Testing During Construction We recommend that a qualified geotechnical consultant be retained to provide geotechnical engineering services, including geotechnical observation/testing, during the construction phase of the project. This is to verify the compliance with the design, specifications and/or recommendations, and to allow design changes in the event that subsurface conditions differ from those anticipated. Geotechnical observation/testing can be performed at the following stages: 2010 W Alco Ave Unit #24/22/2025 Page 11 During ANY grading operations, including excavation, removal, filling and backfilling, etc. During and after excavation for footings to verify the adequacy of underlying materials. After pre-saturation of slab subgrade earth materials, if any, prior to pouring concrete. After compaction of subgrade soils and/or aggregate base for exterior slabs and or driveway, if any. During backfill of drainage and utility line trenches, if any, to verify proper compaction. When/If any unusual geotechnical conditions are encountered. Note: If Geotechnical International is not provided the opportunity to perform the geotechnical observation/testing during the construction phase, Geotechnical International will take no responsibility for the conclusions and recommendations contained in our report in the event that subsurface conditions differ from those interpreted and anticipated during our preliminary investigation phase prior to the start of construction. 2010 W Alco Ave Unit #24/22/2025 Page 12 CLOSURE The conclusion and recommendations contained in this report are presented based on geotechnical data as described herein which are believed representative of the total project area. However, earth materials can vary in characteristics, both laterally and vertically, and those variations could affect the conclusions and recommendations contained herein. As such, observation and testing by a qualified geotechnical consultant during the construction phase of the project are essential to confirming the basis of this report. This report has been prepared consistent with that level of care being provided by other professionals providing similar services at the locale and time period. The contents of this report are professional opinions and as such, are not to be considered a guaranty or warranty. This report should be reviewed and updated after a period of one year or if the lot ownership or site conditions / proposed development change from that described herein. The following are attached and complete our report: Appendix A – References Appendix B – Geotechnical Log of Test Hole and Laboratory Test Results Appendix C – Seismic Data Figure 1 – Vicinity Map Figure 2 – Site Plan/Geotechnical Map If you have any questions or require clarification, please contact this office. This opportunity to be of service is sincerely appreciated. Very truly yours, Lan N. Pham, P.E. Chief Geotechnical Engineer RGE686, Exp. 3/31/25 2010 W Alco Ave Unit #24/22/2025 Page 13 APPENDIX A REFERENCES 2010 W Alco Ave Unit #24/22/2025 Page 14 REFERENCES 1. California Division of Mines and Geology (CDMG), the Resources Agency, Dept. of Conservation, 1981, “Geology Map of Orange County Showing Mines and Mineral Deposits”, scale 1:48,000, 1” = 4000’, or 1” = 0.76 miles, prepared in corporation with County of Orange EMA, compiled by P.K. Morton and R.V. Miller, dated 1981. 2. California Division of Mines and Geology (CDMG), Department of Conservation, 1998, “Seismic Hazard Zones, Anaheim Quadrangle”, Scale 1:24,000 (1” = 2,000 ft or 1” = 0.38 miles), Released April 15, 1998. 3. California Division of Mines and Geology, 1997, “Seismic Hazard Zone Report for The Anaheim and Newport Beach 7.5-minute Quadrangle, Orange County, California, Seismic Hazard Zone Report 03”, revised 2006. 2010 W Alco Ave Unit #24/22/2025 Page 15 APPENDIX B GEOTECHNICAL LOG OF TEST HOLE AND LABORATORY TEST RESULTS 2010 W Alco Ave Unit #24/22/2025 Page 16 GEOTECHNICAL LOG OF TEST HOLE Date: August 06, 2024 TEST HOLE No. 1 Project No. Hoang Nguyen Job No.: SA-02-08-24 Hole Diameter: 4 + inches Equipment: Hand-Auger DEPTH DESCRIPTION 0’ - 3’+ Medium grey silty fine sand with minor clay, moist, medium dense (with more clay at 3 ft.). 3’- 4’ + Medium to dark grey silty clay, moist, stiff. 4’- end Dark grey fine sandy silty clay, moist, stiff. Total Depth: 5 ft. + No Caving No Free-Standing Groundwater Hole backfilled with onsite soils 2010 W Alco Ave Unit #24/22/2025 Page 17 EXPANSION INDEX TEST RESULTS Sample Compacted Moisture Content Expansion Expansion Location Dry Compacted Final Index Potential Density (pcf) (%) (%) Classification TH-1 @ 0’ – 3’ 106.5 11.0 20.7 zero very low Test Method: ASTM D4829 2010 W Alco Ave Unit #24/22/2025 Page 18 ATTERBERG LIMITS TEST RESULTS Sample Location Liquid Limit Plastic Limit Plasticity Index TH-1 @ 0’ - 3’ sandy: could not perform the tests. Test Method: ASTM D4318 2010 W Alco Ave Unit #24/22/2025 Page 19 APPENDIX C SEISMIC DATA 2010 W Alco Ave Unit #24/22/2025 USGS web services were down for some period of time and as a result this tool wasn't operational, resulting in timeout error. USGS web services are now operational so this tool should work as expected. 2010 Alco Ave, Santa Ana, CA 92703, USA Latitude, Longitude: 33.7517774, -117.8972169 Date 8/18/2024, 10:35:46 PM Design Code Reference Document ASCE7-16 Risk Category II Site Class D - Default (See Section 11.4.3) Type Value Description SS 1.306 MCER ground motion. (for 0.2 second period) S1 0.465 MCER ground motion. (for 1.0s period) SMS 1.568 Site-modified spectral acceleration value SM1 null -See Section 11.4.8 Site-modified spectral acceleration value SDS 1.045 Numeric seismic design value at 0.2 second SA SD1 null -See Section 11.4.8 Numeric seismic design value at 1.0 second SA Type Value Description SDC null -See Section 11.4.8 Seismic design category Fa 1.2 Site amplification factor at 0.2 second Fv null -See Section 11.4.8 Site amplification factor at 1.0 second PGA 0.555 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.666 Site modified peak ground acceleration TL 8 Long-period transition period in seconds SsRT 1.306 Probabilistic risk-targeted ground motion. (0.2 second) SsUH 1.41 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 1.679 Factored deterministic acceleration value. (0.2 second) S1RT 0.465 Probabilistic risk-targeted ground motion. (1.0 second) S1UH 0.504 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration. S1D 0.6 Factored deterministic acceleration value. (1.0 second) PGAd 0.693 Factored deterministic acceleration value. (Peak Ground Acceleration) PGAUH 0.555 Uniform-hazard (2% probability of exceedance in 50 years) Peak Ground Acceleration CRS 0.926 Mapped value of the risk coefficient at short periods CR1 0.923 Mapped value of the risk coefficient at a period of 1 s CV 1.361 Vertical coefficient 8/18/24, 10:35 PM U.S. Seismic Design Maps https://www.seismicmaps.org 1/2 2010 W Alco Ave Unit #24/22/2025 DISCLAIMER While the information presented on this website is believed to be correct, SEAOC /OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. SEAOC / OSHPD do not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this website. 8/18/24, 10:35 PM U.S. Seismic Design Maps https://www.seismicmaps.org 2/2 2010 W Alco Ave Unit #24/22/2025 VICINITY MAP FIGURE 1 2010 ALCO AVENUE SANTA ANA, CA 92703 SITE 2010 W Alco Ave Unit #24/22/2025 SI T E P L A N / G E O T E C H N I C A L M A P FI G U R E 2 20 1 0 A L C O A V E N U E SA N T A AN A , C A 9 2 7 0 3 Alco Ave RE DU C E D S C A L E TH E E N T I R E S I T E I S U N D E R L A I N B Y AL L U V I U M A N D C O L L U V I U M Ap p r o x i m a t e Lo c a t i o n o f Te s t H o l e TH -1 2010 W Alco Ave Unit #24/22/2025 STRUCTURAL CALCULATIONS for New ADU at: 2010 Alco Ave, Unit 2, Santa Ana, CA 92703 Design Criteria 1. Code Reference: California Building Code (CBC) 2022, IBC 2021, ASCE 7-16, NDS 2018, ACI 318-19 i. Plywood: APA rated sheathing, or Structural 1 ii. Wall Studs: Douglas Fir-Larch (DF) No.2 (with max 19% moisture content prior to installation, typ.) iii. Plates, Blocking: DF No.2 iv. 2x Rafter, Joists: DF No.2 v. 4x members: DF No.2 vi. 6x, 8x Members: DF No.1 vii. Mud sills: Pressure Treated utility grader or better viii. Parallam PSL: ICC ESR 1387 ix. GluLam: 24F-V4 or 24F-V8 DF/DF x. TJI: ICC ESR 1153, ASTM D5055 6. Soils: Bearing Pressure = 1500 psf (per CBC 2022, Ch.18) 7. Concrete: Ultimate concrete strength f’c = 2500 psi (per ATMC150) Aggregate - ASTM C33, Cement – ASTM C150, Type-V (U.N.O.) 8. Reinforcement: ASTM A615 Grade 60 for #4 & larger bars, Grade 40 for #3 bars 9. Structural Steel: ASTM A36, ASTM A992 10. Epoxy (Simpson): ICC ESR 2508 (Set-Epoxy) for concrete, ICC ESR 1772 for CMU Note: Attached calculations are valid only for above mentioned project. Contractor/Client to verify existing site condition/dimensions prior to commencement of construction. 2. Seismic: Site Class: D (Default), SDC: D, IE = 1.0 3. Wind: 96 mph, Exposure: C 4. Loads: Roof DL = 16 psf, LL = 20 psf, Floor DL = 15 psf, LL = 40 psf 5. Wood: Job# AR24-0819, Date: 02/04/25 Pa e - 0 2010 W Alco Ave Unit #24/22/2025 Project No: Address: Date: ĞĂĚ>ŽĂĚ ĞĂĚ>ŽĂĚ &Žƌ ĨĨĞĐƚŝǀĞ^ĞŝƐŵŝĐtĞŝŐŚƚ &ŽƌZŽŽĨDĞŵďĞƌĞƐŝŐŶ ŽŵƉŽŶĞŶƚƐ ZĞŵĂƌŬƐ hŶŝƚŽŵƉŽŶĞŶƚƐ ZĞŵĂƌŬƐ hŶŝƚ ;ƉƐĨͿ ;ƉƐĨͿ ZŽŽĨŝŶŐDĂƚĞƌŝĂů ^ŚŝŶŐůĞƐ Ϯ͘ϱ ZŽŽĨŝŶŐDĂƚĞƌŝĂů ^ŚŝŶŐůĞƐϮ͘ϱ ^ŚĞĂƚŚŝŶŐ ϭ͘ϱ ^ŚĞĂƚŚŝŶŐ ϭ͘ϱ ZĂĨƚĞƌƐͬdƌƵƐƐĞƐ ϮdžϲΛϭϲΗ ϭ͘ϳ ZĂĨƚĞƌƐͬdƌƵƐƐĞƐ ϭ͘ϳ ĞŝůŝŶŐ:ŽŝƐƚƐ ϭ͘ϳ ĞŝůŝŶŐ:ŽŝƐƚƐ EͬͲ ƌLJǁĂůů ϯ ƌLJǁĂůů ;KƉƚŝŽŶĂůͿ Ͳ &Ğůƚ Ϭ͘Ϯϱ &Ğůƚ ;KƉƚŝŽŶĂůͿ Ϭ͘Ϯϱ /ŶƐƵůĂƚŝŽŶ ϭ͘ϱ /ŶƐƵůĂƚŝŽŶ ;KƉƚŝŽŶĂůͿ ϭ͘ϱ ^ƉƌŝŶŬůĞƌƐLJƐƚĞŵ ;KƉƚŝŽŶĂůͿ Ͳ ^ƉƌŝŶŬůĞƌƐLJƐƚĞŵ EͬͲ ^ŽůĂƌWĂŶůĞƐ ;KƉƚŝŽŶĂůͿ ϯ ^ŽůĂƌWĂŶůĞƐ Eͬϯ DŝƐĐĞůůĂŶĞŽƵƐ Ϭ͘ϱ DŝƐĐĞůůĂŶĞŽƵƐ Ϭ͘ϱ dŽƚĂůĞĂĚ>ŽĂĚ с ϭϱ͘ϲϱ dŽƚĂůĞĂĚ>ŽĂĚ с ϭϬ͘ϵϱ xxxx xxxx 03/13/24 ZŽŽĨ>ŽĂĚƌĞĂŬĚŽǁŶ Pa e - 0 2010 W Alco Ave Unit #24/22/2025 Framing Design Pa e - 03 2010 W Alco Ave Unit #24/22/2025 Wood Beam LIC# : KW-06019842, Build:20.23.08.30 Structural Engineering Consultants (c) ENERCALC INC 1983-202 DESCRIPTION:R.R. Project File: Design Check.ec Project Title: Engineer: Pro ect ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase llowable Stress Design Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 nalysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination IBC 2021 Applied Loads Service loads entered. Load Factors will be applied for calculations Beam self weight NOT internally calculated and added Uniform Load : D = 0.0160, Lr = 0.020 ksf, Tributary Width = 1.330 ft, (ROOF) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.457: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 4.500ft 35.46 psi= = 1,681.88psi 2x6Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 225.00 psi== Section used for this span 2x6 Maximum Shear Stress Ratio 0.158 : 1 8.573ft= = 769.25psi Maximum Deflection 0 <240 505 Ratio =0 <180 Max Downward Transient Deflection 0.119 in 909Ratio = >=240 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.214 in Ratio = >=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : Lr Only n/a Span: 1 : +D+Lr n/a Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 9.0 ft 1 0.282 0.097 0.90 1.300 1.151.00 1.00 0.22 341.9 1,211.0 0.09 162.01.00 15.81.00 1.00+D+Lr 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 9.0 ft 1 0.457 0.158 1.25 1.300 1.151.00 1.00 0.48 769.2 1,681.9 0.20 225.01.00 35.51.00 1.00+D+0.750Lr 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 9.0 ft 1 0.394 0.136 1.25 1.300 1.151.00 1.00 0.42 662.4 1,681.9 0.17 225.01.00 30.51.00 1.00+0.60D 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 9.0 ft 1 0.095 0.033 1.60 1.300 1.151.00 1.00 0.13 205.1 2,152.8 0.05 288.01.00 9.51.00 Pa e - 04 2010 W Alco Ave Unit #24/22/2025 Wood Beam LIC# : KW-06019842, Build:20.23.08.30 Structural Engineering Consultants (c) ENERCALC INC 1983-202 DESCRIPTION:R.R. Project File: Design Check.ec Project Title: Engineer: Pro ect ID: Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr 1 0.2137 4.533 0.0000 0.000 Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.215 0.215 Max Upward from Load Combinations 0.215 0.215 Max Upward from Load Cases 0.120 0.120 D Only 0.096 0.096 +D+Lr 0.215 0.215 +D+0.750Lr 0.186 0.186 +0.60D 0.057 0.057 Lr Only 0.120 0.120 Pa e - 0 2010 W Alco Ave Unit #24/22/2025 Wood Beam LIC# : KW-06019842, Build:20.23.08.30 Structural Engineering Consultants (c) ENERCALC INC 1983-202 DESCRIPTION:C.J. Project File: Design Check.ec Project Title: Engineer: Pro ect ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Beam bracing is defined as a set spacing over all spans Repetitive Member Stress Increase llowable Stress Design Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 nalysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination IBC 2021 Unbraced Lengths First Brace starts at 4.0 ft from Left-Most support Regular spacing of lateral supports on length of beam = 4.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations Beam self weight NOT internally calculated and added Uniform Load : D = 0.0070, Lr = 0.010 ksf, Tributary Width = 1.330 ft, (CEILING) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.573: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 8.875ft 25.86 psi= = 1,419.31psi 2x8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 225.00 psi== Section used for this span 2x8 Maximum Shear Stress Ratio 0.115 : 1 17.167ft= = 813.15psi Maximum Deflection 0 <240 319 Ratio =0 <180 Max Downward Transient Deflection 0.392 in 543Ratio = >=240 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.666 in Ratio = >=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : Lr Only n/a Span: 1 : +D+Lr n/a Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 0.96Length = 3.952 ft 1 0.217 0.066 0.90 1.200 1.151.00 1.00 0.25 231.8 1,067.9 0.08 162.01.00 10.61.00 0.95Length = 4.016 ft 1 0.311 0.066 0.90 1.200 1.151.00 1.00 0.36 331.3 1,066.5 0.05 162.01.00 10.61.00 0.95Length = 4.016 ft 1 0.314 0.066 0.90 1.200 1.151.00 1.00 0.37 334.8 1,066.5 0.03 162.01.00 10.61.00 0.96Length = 3.952 ft 1 0.275 0.066 0.90 1.200 1.151.00 1.00 0.32 293.7 1,067.9 0.07 162.01.00 10.61.00 0.99Length = 1.814 ft 1 0.112 0.066 0.90 1.200 1.151.00 1.00 0.13 122.9 1,101.5 0.08 162.01.00 10.61.00 0.99+D+Lr 1.200 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 0.92Length = 3.952 ft 1 0.395 0.115 1.25 1.200 1.151.00 1.00 0.62 562.9 1,423.8 0.19 225.01.00 25.91.00 2010 W Alco Ave Unit #24/22/2025 Wood Beam LIC# : KW-06019842, Build:20.23.08.30 Structural Engineering Consultants (c) ENERCALC INC 1983-202 DESCRIPTION:C.J. Project File: Design Check.ec Project Title: Engineer: Pro ect ID: Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 0.91Length = 4.016 ft 1 0.567 0.115 1.25 1.200 1.151.00 1.00 0.88 804.7 1,419.3 0.11 225.01.00 25.91.00 0.91Length = 4.016 ft 1 0.573 0.115 1.25 1.200 1.151.00 1.00 0.89 813.2 1,419.3 0.07 225.01.00 25.91.00 0.92Length = 3.952 ft 1 0.501 0.115 1.25 1.200 1.151.00 1.00 0.78 713.3 1,423.8 0.16 225.01.00 25.91.00 0.98Length = 1.814 ft 1 0.197 0.115 1.25 1.200 1.151.00 1.00 0.33 298.4 1,517.6 0.19 225.01.00 25.91.00 0.98+D+0.750Lr 1.200 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 0.92Length = 3.952 ft 1 0.337 0.098 1.25 1.200 1.151.00 1.00 0.53 480.1 1,423.8 0.16 225.01.00 22.11.00 0.91Length = 4.016 ft 1 0.484 0.098 1.25 1.200 1.151.00 1.00 0.75 686.3 1,419.3 0.09 225.01.00 22.11.00 0.91Length = 4.016 ft 1 0.489 0.098 1.25 1.200 1.151.00 1.00 0.76 693.6 1,419.3 0.06 225.01.00 22.11.00 0.92Length = 3.952 ft 1 0.427 0.098 1.25 1.200 1.151.00 1.00 0.67 608.4 1,423.8 0.14 225.01.00 22.11.00 0.98Length = 1.814 ft 1 0.168 0.098 1.25 1.200 1.151.00 1.00 0.28 254.5 1,517.6 0.16 225.01.00 22.11.00 0.98+0.60D 1.200 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 0.86Length = 3.952 ft 1 0.082 0.022 1.60 1.200 1.151.00 1.00 0.15 139.1 1,702.4 0.05 288.01.00 6.41.00 0.85Length = 4.016 ft 1 0.118 0.022 1.60 1.200 1.151.00 1.00 0.22 198.8 1,691.6 0.03 288.01.00 6.41.00 0.85Length = 4.016 ft 1 0.119 0.022 1.60 1.200 1.151.00 1.00 0.22 200.9 1,691.6 0.02 288.01.00 6.41.00 0.86Length = 3.952 ft 1 0.104 0.022 1.60 1.200 1.151.00 1.00 0.19 176.2 1,702.4 0.04 288.01.00 6.41.00 0.97Length = 1.814 ft 1 0.038 0.022 1.60 1.200 1.151.00 1.00 0.08 73.7 1,923.3 0.05 288.01.00 6.41.00 Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr 1 0.6664 8.940 0.0000 0.000 Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.201 0.201 Max Upward from Load Combinations 0.201 0.201 Max Upward from Load Cases 0.118 0.118 D Only 0.083 0.083 +D+Lr 0.201 0.201 +D+0.750Lr 0.171 0.171 +0.60D 0.050 0.050 Lr Only 0.118 0.118 Pa e - 0 2010 W Alco Ave Unit #24/22/2025 Wood Beam LIC# : KW-06019842, Build:20.23.08.30 Structural Engineering Consultants (c) ENERCALC INC 1983-202 DESCRIPTION:BEAM: B1 Project File: Design Check.ec Project Title: Engineer: Pro ect ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase llowable Stress Design iLevel Truss Joist Parallam PSL 2.0E 2,900.0 2,900.0 2,900.0 750.0 2,000.0 1,016.54 290.0 2,025.0 45.070 nalysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination IBC 2021 Applied Loads Service loads entered. Load Factors will be applied for calculations Beam self weight calculated and added to loading Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width = 9.0 ft, (ROOF, CLG) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.496: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 8.000ft 83.92 psi= = 3,880.51psi 5.25x9.25Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 362.50 psi== Section used for this span 5.25x9.25 Maximum Shear Stress Ratio 0.231 : 1 15.241ft= = 1,924.43psi Maximum Deflection 0 <240 238 Ratio =0 <180 Max Downward Transient Deflection 0.386 in 498Ratio = >=240 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.804 in Ratio = >=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : Lr Only n/a Span: 1 : +D+Lr n/a Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 16.0 ft 1 0.358 0.167 0.90 1.029 1.041.00 1.00 6.25 1,001.2 2,794.0 1.41 261.01.00 43.71.00 1.00+D+Lr 1.029 1.041.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 16.0 ft 1 0.496 0.231 1.25 1.029 1.041.00 1.00 12.01 1,924.4 3,880.5 2.72 362.51.00 83.91.00 1.00+D+0.750Lr 1.029 1.041.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 16.0 ft 1 0.436 0.204 1.25 1.029 1.041.00 1.00 10.57 1,693.6 3,880.5 2.39 362.51.00 73.91.00 1.00+0.60D 1.029 1.041.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 16.0 ft 1 0.121 0.056 1.60 1.029 1.041.00 1.00 3.75 600.7 4,967.1 0.85 464.01.00 26.21.00 Pa e - 0 2010 W Alco Ave Unit #24/22/2025 Wood Beam LIC# : KW-06019842, Build:20.23.08.30 Structural Engineering Consultants (c) ENERCALC INC 1983-202 DESCRIPTION:BEAM: B1 Project File: Design Check.ec Project Title: Engineer: Pro ect ID: Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr 1 0.8036 8.058 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 3.002 3.002 Max Upward from Load Combinations 3.002 3.002 Max Upward from Load Cases 1.562 1.562 D Only 1.562 1.562 +D+Lr 3.002 3.002 +D+0.750Lr 2.642 2.642 +0.60D 0.937 0.937 Lr Only 1.440 1.440 Pa e - 0 2010 W Alco Ave Unit #24/22/2025 Wood Beam LIC# : KW-06019842, Build:20.23.08.30 Structural Engineering Consultants (c) ENERCALC INC 1983-202 DESCRIPTION:HDR: H1 Project File: Design Check.ec Project Title: Engineer: Pro ect ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase llowable Stress Design Douglas Fir-Larch No.2 875.0 875.0 600.0 625.0 1,300.0 470.0 170.0 425.0 31.210 nalysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination IBC 2021 Applied Loads Service loads entered. Load Factors will be applied for calculations Beam self weight calculated and added to loading Uniform Load : D = 0.0160, Lr = 0.020 ksf, Tributary Width = 2.0 ft, (ROOF) Point Load : D = 1.60, Lr = 1.50 k @ 1.0 ft, (B1) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.420: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 1.004ft 121.25 psi= = 1,509.38psi 4x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 212.50 psi== Section used for this span 4x10 Maximum Shear Stress Ratio 0.571 : 1 0.000ft= = 633.81psi Maximum Deflection 0 <240 1949 Ratio =0 <180 Max Downward Transient Deflection 0.015 in 4006Ratio = >=240 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.031 in Ratio = >=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : Lr Only n/a Span: 1 : +D+Lr n/a Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 5.0 ft 1 0.300 0.408 0.90 1.200 1.151.00 1.00 1.36 326.3 1,086.8 1.35 153.01.00 62.41.00 1.00+D+Lr 1.200 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 5.0 ft 1 0.420 0.571 1.25 1.200 1.151.00 1.00 2.64 633.8 1,509.4 2.62 212.51.00 121.31.00 1.00+D+0.750Lr 1.200 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 5.0 ft 1 0.369 0.501 1.25 1.200 1.151.00 1.00 2.32 556.9 1,509.4 2.30 212.51.00 106.51.00 1.00+0.60D 1.200 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 5.0 ft 1 0.101 0.138 1.60 1.200 1.151.00 1.00 0.81 195.8 1,932.0 0.81 272.01.00 37.51.00 Pa e - 1 2010 W Alco Ave Unit #24/22/2025 Wood Beam LIC# : KW-06019842, Build:20.23.08.30 Structural Engineering Consultants (c) ENERCALC INC 1983-202 DESCRIPTION:HDR: H1 Project File: Design Check.ec Project Title: Engineer: Pro ect ID: Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr 1 0.0308 2.226 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 2.678 0.818 Max Upward from Load Combinations 2.678 0.818 Max Upward from Load Cases 1.378 0.418 D Only 1.378 0.418 +D+Lr 2.678 0.818 +D+0.750Lr 2.353 0.718 +0.60D 0.827 0.251 Lr Only 1.300 0.400 Pa e - 1 2010 W Alco Ave Unit #24/22/2025 Foundation Design Pa e - 1 2010 W Alco Ave Unit #24/22/2025 General Footing LIC# : KW-06019842, Build:20.23.08.30 Structural Engineering Consultants (c) ENERCALC INC 1983-202 DESCRIPTION:PAD: <1> Project File: Design Check.ec Project Title: Engineer: Pro ect ID: Project Descr: Code References Calculations per ACI 318-19, IBC 2021, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Material Properties Soil Design Values 1.50 Analysis Settings 150.0 ksi No ksfllowable Soil Bearing = = 2.50 60.0 3,122.0 145.0 = 0.30Flexure = 0.90 Shear = Values 0.00180 Soil Passive Resistance (for Sliding) 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: llowable pressure increase per foot of depth = ksf when max. length or width is greater than = ft : = dd Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight = pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus = =Footing base depth below soil surface ft =llow press. increase per foot of depth ksf = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. Soil Density =110.0 pcf # Dimensions Width parallel to X-X Axis 2.0 ft Length parallel to Z-Z Axis = 2.0 ft =Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height == in Footing Thickness = 12.0 in= Rebar Centerline to Edge of Concrete... = inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 4 Number of Bars = 3.0 Bars parallel to Z-Z Axis Reinforcing Bar Size = 4 Number of Bars = 3.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 2.0 2.0 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = Pa e - 13 2010 W Alco Ave Unit #24/22/2025 General Footing LIC# : KW-06019842, Build:20.23.08.30 Structural Engineering Consultants (c) ENERCALC INC 1983-202 DESCRIPTION:PAD: <1> Project File: Design Check.ec Project Title: Engineer: Pro ect ID: Project Descr: DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.7633 Soil Bearing 1.145 ksf 1.50 ksf +D+Lr about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.05997 Z Flexure (+X) 0.70 k-ft/ft 11.674 k-ft/ft +1.20D+1.60Lr PASS 0.05997 Z Flexure (-X) 0.70 k-ft/ft 11.674 k-ft/ft +1.20D+1.60Lr PASS 0.05997 X Flexure (+Z) 0.70 k-ft/ft 11.674 k-ft/ft +1.20D+1.60Lr PASS 0.05997 X Flexure (-Z) 0.70 k-ft/ft 11.674 k-ft/ft +1.20D+1.60Lr PASS 0.04148 1-way Shear (+X) 3.111 psi 75.0 psi +1.20D+1.60Lr PASS 0.04148 1-way Shear (-X) 3.111 psi 75.0 psi +1.20D+1.60Lr PASS 0.04148 1-way Shear (+Z) 3.111 psi 75.0 psi +1.20D+1.60Lr PASS 0.04148 1-way Shear (-Z) 3.111 psi 75.0 psi +1.20D+1.60Lr PASS 0.09859 2-way Punching 14.788 psi 150.0 psi +1.20D+1.60Lr Detailed Results Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allo Soil Bearing (in)Gross Allowable Bottom, -Z Top, +Z Left, -Right, +RatioLoad Combination... X-X, D Only 1.50 n/a0.6450 0.6450 n/a 0.4300.0n/a X-X, +D+Lr 1.50 n/a1.145 1.145 n/a 0.7630.0n/a X-X, +D+0.750Lr 1.50 n/a1.020 1.020 n/a 0.6800.0n/a X-X, +0.60D 1.50 n/a0.3870 0.3870 n/a 0.2580.0n/a Z-Z, D Only 1.50 0.6450n/a n/a 0.6450 0.430n/a0.0 Z-Z, +D+Lr 1.50 1.145n/a n/a 1.145 0.763n/a0.0 Z-Z, +D+0.750Lr 1.50 1.020n/a n/a 1.020 0.680n/a0.0 Z-Z, +0.60D 1.50 0.3870n/a n/a 0.3870 0.258n/a0.0 Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio Footing Has NO Overturning Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMu Side Surface Gvrn. As Phi*Mn X-X, +1.40D 0.350 +Z Bottom 0.2592 AsMin 0.30 11.674 OK X-X, +1.40D 0.350 -Z Bottom 0.2592 AsMin 0.30 11.674 OK X-X, +1.20D+0.50Lr 0.4250 +Z Bottom 0.2592 AsMin 0.30 11.674 OK X-X, +1.20D+0.50Lr 0.4250 -Z Bottom 0.2592 AsMin 0.30 11.674 OK X-X, +1.20D 0.30 +Z Bottom 0.2592 AsMin 0.30 11.674 OK X-X, +1.20D 0.30 -Z Bottom 0.2592 AsMin 0.30 11.674 OK X-X, +1.20D+1.60Lr 0.70 +Z Bottom 0.2592 AsMin 0.30 11.674 OK X-X, +1.20D+1.60Lr 0.70 -Z Bottom 0.2592 AsMin 0.30 11.674 OK X-X, +0.90D 0.2250 +Z Bottom 0.2592 AsMin 0.30 11.674 OK X-X, +0.90D 0.2250 -Z Bottom 0.2592 AsMin 0.30 11.674 OK Z-Z, +1.40D 0.350 -Bottom 0.2592 AsMin 0.30 11.674 OK Z-Z, +1.40D 0.350 +Bottom 0.2592 AsMin 0.30 11.674 OK Z-Z, +1.20D+0.50Lr 0.4250 -Bottom 0.2592 AsMin 0.30 11.674 OK Z-Z, +1.20D+0.50Lr 0.4250 +Bottom 0.2592 AsMin 0.30 11.674 OK Z-Z, +1.20D 0.30 -Bottom 0.2592 AsMin 0.30 11.674 OK Z-Z, +1.20D 0.30 +Bottom 0.2592 AsMin 0.30 11.674 OK Z-Z, +1.20D+1.60Lr 0.70 -Bottom 0.2592 AsMin 0.30 11.674 OK Z-Z, +1.20D+1.60Lr 0.70 +Bottom 0.2592 AsMin 0.30 11.674 OK Z-Z, +0.90D 0.2250 -Bottom 0.2592 AsMin 0.30 11.674 OK Z-Z, +0.90D 0.2250 +Bottom 0.2592 AsMin 0.30 11.674 OK Pa e - 14 2010 W Alco Ave Unit #24/22/2025 General Footing LIC# : KW-06019842, Build:20.23.08.30 Structural Engineering Consultants (c) ENERCALC INC 1983-202 DESCRIPTION:PAD: <1> Project File: Design Check.ec Project Title: Engineer: Pro ect ID: Project Descr: One Way Shear Vu @ +XLoad Combination... Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 1.56 1.56 1.56 1.56 1.56 75.00 0.02psipsipsipsipsipsi O +1.20D+0.50Lr 1.89 1.89 1.89 1.89 1.89 75.00 0.03psipsipsipsipsipsi O +1.20D 1.33 1.33 1.33 1.33 1.33 75.00 0.02psipsipsipsipsipsi O +1.20D+1.60Lr 3.11 3.11 3.11 3.11 3.11 75.00 0.04psipsipsipsipsipsi O +0.90D 1.00 1.00 1.00 1.00 1.00 75.00 0.01psipsipsipsipsipsi O Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVu Phi*VnLoad Combination... +1.40D 7.39 150.00 0.04929 OKpsipsi +1.20D+0.50Lr 8.98 150.00 0.05986 OKpsipsi +1.20D 6.34 150.00 0.04225 OKpsipsi +1.20D+1.60Lr 14.79 150.00 0.09859 OKpsipsi +0.90D 4.75 150.00 0.03169 OKpsipsi Pa e - 1 2010 W Alco Ave Unit #24/22/2025 Lateral Analysis & Design Pa e - 16 2010 W Alco Ave Unit #24/22/2025 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:2010 Alco Ave, Unit 2, Santa Ana, CA 92703 Coordinates:33.7517774, -117.8972169 Elevation:91 ft Timestamp:2024-08-13T10:30:40.246Z Hazard Type:Wind ASCE 7-16 MRI 10-Year 66 mph MRI 25-Year 71 mph MRI 50-Year 77 mph MRI 100-Year 81 mph Risk Category I 89 mph Risk Category II 95 mph Risk Category III 102 mph Risk Category IV 106 mph ASCE 7-10 MRI 10-Year 72 mph MRI 25-Year 79 mph MRI 50-Year 85 mph MRI 100-Year 91 mph Risk Category I 100 mph Risk Category II 110 mph Risk Category III-IV 115 mph ASCE 7-05 ASCE 7-05 Wind Speed 85 mph 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 interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area – in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions. 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. 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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. 91 ft1 t Map data ©2024 Google, INEGI Report a map error Pa e - 1 2010 W Alco Ave Unit #24/22/2025 ASCE 7-16 Wind Forces Chpt 28, Pt2 & Chpt 30, Pt2 Project File: Design Check.ec6 Calculations per ASCE 7-16General Design Values 96.0 Roof Rise:Run Ratio 4:12 Exposure C 14.0 10.0 10.0 Gable Roof > 7 to 20 psf Topographic Factor Kzt per 26.8 1.00 LHD : Least Horizontal Dimension ft a = max (0.04 * LHD, 3, min(0.10 * LHD, 0.4*MRH))3.00 ft Effective Wind Area of Component & Clad V : Basic Wind Speed per Sect 26.5-1 or 2 mph Roof pitch for cladding pressu ft^2 Occupancy per Table 1.5-1 II ll Buildings and other structures except those listed Exposure Category per 26.7 MRH : Mean Roof Height ft Lambda MWFRS: per Figure 26 1.21 User specified minimum design pressu 1.21Lambda Component & Cladding : per Figur Main Force Resisting System Val Component & Cladding Values Design Wind Pressures Horizontal Pressures . . . Zone: A = 24.49 psf Zone: C = 16.31 psf Zone: B = -10.00 psf Zone: D = -10.00 psf Vertical Pressures . . . Zone: E = -21.27 psf Zone: G = -14.83 psf Zone: F = -14.83 psf Zone: H = -11.25 psf Overhangs . . . Zone: Eoh = -29.79 psf Zone: Goh = -23.26 psf ASCE 7-16 Section 28.5.4 Minimum Design Wind Loads requires that the load effects of the design wind pressures from Section 28.5.3 shall not be less than a minimum load defined by assuming the pressures, ps, for zones A and C equal to +16 psf, Zones B and D equal to +8 psf, while assuming ps for Zones E, F, G, and H are equal to 0 psf. Design Wind Pressure = Lambda * Kzt * Ps30 peComponent & Cladding Design Wind Pres Zone 1 Positive 12.124 psf Negative -37.074 psf Zone 2 *** psf*** psf Zone 3 *** psf *** psf Wall Zone 4 : 20.038 -21.756 psf Wall Zone 5 : 20.038 psf-26.838 psf *** psf ***psf Roof Pressures Negative psf Wall Pressures Overhang Pressures Zone 3e Zone 3r Zone 2e Zone 2n Zone 2r Zone 1'psf psf psf psf psf psf psf psf Zone 1 Zone 2 Zone 3 Zone 3e Zone 3r Zone 2e Zone 2n Zone 2r Zone 1'****** 12.124 -37.074 12.124 -54.135 12.124 -54.135 12.124 -54.135 '*** : There is no value in Figure 30.4-1 Tabular Values 12.124 -64.275 -42.519 *** -59.580 -59.5804 -59.580 -69.720 -81.602 Design wind Load V(wind) = 16.31 * (8/2) * 2 = 130.0 plf Pa e - 1 (Max.) 96.0 mp 2010 W Alco Ave Unit #24/22/2025 USGS web services were down for some period of time and as a result this tool wasn't operational, resulting in timeout error. USGS web services are now operational so this tool should work as expected. 2010 Alco Ave #2, Santa Ana, CA 92703, USA Latitude, Longitude: 33.7517774, -117.8972169 Date 8/13/2024, 4:30:08 PM Design Code Reference Document ASCE7-16 Risk Category II Site Class D - Default (See Section 11.4.3) Type Value Description SS 1.306 MCER ground motion. (for 0.2 second period) S1 0.465 MCER ground motion. (for 1.0s period) SMS 1.568 Site-modified spectral acceleration value SM1 null -See Section 11.4.8 Site-modified spectral acceleration value SDS 1.045 Numeric seismic design value at 0.2 second SA SD1 null -See Section 11.4.8 Numeric seismic design value at 1.0 second SA Type Value Description SDC null -See Section 11.4.8 Seismic design category Fa 1.2 Site amplification factor at 0.2 second Fv null -See Section 11.4.8 Site amplification factor at 1.0 second PGA 0.555 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.666 Site modified peak ground acceleration TL 8 Long-period transition period in seconds SsRT 1.306 Probabilistic risk-targeted ground motion. (0.2 second) Pa e - 2010 W Alco Ave Unit #24/22/2025 ASCE 7-16 Seismic Base Shear LIC# : KW-06019842, Build:20.24.08.01 Structural Engineering Consultants (c) ENERCALC INC 1983-2023 DESCRIPTION:Seismic Base Shear Analysis Project File: Design Check.ec6 Project Title: Engineer: Pro ect ID: Project Descr: Risk Category SCE 7-16, Page 4, Table 1.5-1 Calculations per ASCE 7-16 "II" : All Buildings and other structures except those listed as Category I, III, and IV Risk Category of Building or Other Structure : Seismic Importance Factor = 1 ASCE 7-16, Page 5, Table 1.5- Specific Description: USER DEFINED Ground Motion ASCE 7-16 11.4.2 Max. Ground Motions, 5% Damping S =1.306 Longitude = 0.000 deg West S Latitude = 0.000 g, 0.2 sec response deg North S 0.46501 g, 1.0 sec response= For the closest datapoint grid location . . . Site Class, Site Coeff. and Design Category Classification:ASCE 7-16 Table 20.3-1"D" : Shear Wave Velocity 600 to 1,200 ft/sec =D Site Coefficients Fa & Fv ASCE 7-16 Table 11.4-1 & 11.4- (using straight-line interpolation from table va Fa =1.20 Fv =1.84 Maximum Considered Earthquake Accelera ASCE 7-16 Eq. 11.4-1S = Fa * Ss 1.567=MS S = Fv * S1 =0.853M1 ASCE 7-16 Eq. 11.4- Design Spectral Acceleration ASCE 7-16 Eq. 11.4-S = S * 2/=1.045DS MS =0.569 ASCE 7-16 Eq. 11.4-4S = S * 2/D1 M1 Seismic Design Category ASCE 7-16 Table 11.6-1 & -=D (By Default per 11.4.3) Resisting System ASCE 7-16 Table 12.2-1 Basic Seismic Force Resisting System . . .Bearing Wall Systems 15.Light-frame (wood) walls sheathed w/wood structural panels rated for shear resistance. NOTE! See ASCE 7-16 for all applicable footn Building height Limits :Response Modification Coefficient " = 6.50 Category "A & B" Limit: No LimitSystem Overstrength Factor " Wo " = 2.50 Category "C" Limit: No LimitDeflection Amplification Factor " Cd = 4.00 Category "D" Limit: Limit = 65 Category "E" Limit: Limit = 65 Category "F" Limit: Limit = 65 Lateral Force Procedure ASCE 7-16 Section 12.8. Equivalent Lateral Force Procedure The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-16 12.8 Use ASCE 12.8-Determine Building Period Structure Type for Building Period Calculatill Other Structural Systems " Ct " value 0.020= " x " value " hn " : Height from base to highest leve 13.0 ft " Ta " Approximate fundemental period using Eq. 12.8-7 : 8.000"TL" : Long-period transition period per ASCE 7-16 Maps 22-14 -> 22-17 sec Ta = Ct * (hn ^ x) =0.137 0.75 sec = Building Period " Ta " Calculated from Approximate Method sel = 0.137 " Cs " Response Coefficient ASCE 7-16 Section 12.8.1.1 S : Short Period Design Spectral Response 1.045 " R " : Response Modification Factor 6.50 " I " : Seismic Importance Factor =1 0.161From Eq. 12.8-2, Preliminary Cs = 0.639From Eq. 12.8-3 & 12.8-4 , Cs need not exce = From Eq. 12.8-5 & 12.8-6, Cs not be less than =0.046 DS =Cs : Seismic Response Coefficient =0.1607 = = Pa e - 2 2010 W Alco Ave Unit #24/22/2025 ASCE 7-16 Seismic Base Shear LIC# : KW-06019842, Build:20.24.08.01 Structural Engineering Consultants (c) ENERCALC INC 1983-2023 DESCRIPTION:Seismic Base Shear Analysis Project File: Design Check.ec6 Project Title: Engineer: Pro ect ID: Project Descr: Seismic Base Shear ASCE 7-16 Section 12.8.1 W ( see Sum Wi below ) =23.04 kCs = 0.1607 from 12.8.1.1 Seismic Base Shear V = Cs * W =3.70 k Vertical Distribution of Seismic Forces ASCE 7-16 Section 12.8. " k " : hx exponent based on Ta =1.00 Table of building Weights by Floor Level... Wi : Weight Hi : Height (Wi * Hi^k) Cvx Fx=Cvx * V Sum Story Shear Sum Story MomentLevel # 1 23.04 8.00 184.32 1.0000 3.70 3.70 0.00 Sum Wi = 23.04 k Total Base Shear = 3.70 k Base Moment = 184.32 k-ftSum Wi * Hi = 29.6 k-ft Diaphragm Forces : Seismic Design Category "B" to "F"ASCE 7-16 12.10.1.1 Level # Wi Fi Fpx : MaxFpx : CalcdSum Fi Sum Wi Fpx Dsgn. ForceFpx : Min 1 23.04 3.70 3.70 23.04 3.70 4.81 9.63 4.81 4.81 Wpx . . . . . . . . . . . . . . . . . . . . Weight at level of diaphragm and other structure elements attached to it. Fi . . . . . . . . . . . . . . . . . . . . . . Design Lateral Force applied at the level. Sum Fi . . . . . . . . . . . . . . . . . . Sum of "Lat. Force" of current level plus all levels above 0.20 * S * I * WpxMIN Req'd Force @ Level . . . DS DSMAX Req'd Force @ Level . . 0.40 * S * I * Wpx Fpx : Design Force @ Level . Wpx * SUM(x->n) Fi / SUM(x->n) wi, x = Current level, n = Top Level EQ Shear (to design shear elements) EQ (v1) = 3.70 * 1000 * 1.3 / (822.92) = 5.9 psf Pa e - 2 2010 W Alco Ave Unit #24/22/2025 Project No:AR24-0819 Date: 02/04/25 1 st Floor -Length Trib. Width Vseismic = ( 5.9 x 54/2 )x() +(L1)wind = ( 130 )x() +(L1) ( )x() +()x() + ( )x() +()x() + ( )x() =()x() = =3,186 /14.00 =228 plf <260 OK =2,600 /14.00 =186 plf <364 OK Use:1 1/2" CDX PLYWOOD w/ 8d NAILS AT 6" O.C. EN & 12" O.C. FN Pnl L H H / W Modifier No ft ft D±E D±W D±E D±W Ratio r D±E D±W Chk: 1 6.00 8.00 10.9 8.9 0 0 1.33 1.00 1,821 1,486 OK 2 4.00 8.00 7.3 5.9 2.00 1.00 1,821 1,486 OK 3 4.00 8.00 7.3 5.9 2.00 1.00 1,821 1,486 OK Comments: 1 st Floor - Vseismic = ( 5.9 x 48/2 )x() +(T3)wind = ( 130 )x() +(T3) ( )x() +()x() + ( )x() +()x() + ( )x() =()x() = =2,832 /8.00 =354 plf <490 OK =2,600 /8.00 =325 plf <686 OK Use:3 1/2" CDX PLYWOOD w/ 8d NAILS AT 3" O.C. EN & 12" O.C. FN Pnl L H H / W Modifier No ft ft D±E D±W D±E D±W Ratio r D±E D±W Chk: 1 8.00 8.00 22.7 20.8 1.00 1.00 2,832 2,600 OK Comments: 1 st Floor - Vseismic = ( 5.9 x 34/2 )x() +(T3)wind = ( 130 )x() +(T3) ( )x() +()x() + ( )x() +()x() + ( )x() =()x() = =2,006 /6.50 =309 plf <380 OK =2,600 /6.50 =400 plf <532 OK Use:2 1/2" CDX PLYWOOD w/ 8d NAILS AT 4" O.C. EN & 12" O.C. FN Pnl L H H / W Modifier No ft ft D±E D±W D±E D±W Ratio r D±E D±W Chk: 1 4.00 8.00 9.9 12.8 2.00 1.00 2,469 3,200 OK 2 2.50 8.00 6.2 8.0 3.20 0.63 2,469 3,200 OK Comments: Notes: CBC Alternate Basic (ASD) & ASCE7-16 Sect. 12.4.2.3used for uplift calculations: (0.6-0.14S )D± ρE/1.4 and (2/3)D ± ωW r = 2 * L / H for 2:1 < H / W < 3.5:1 (seismic loads only) None Due to Uniform Load, lb-ft Type: HDU5 HDU5 OTM, K-ft Resisting Moment (RM)External Uplift, lb Uplift, lb Holdown Se i s m i c Wi n d 0/2 0/2 0/2 None C OTM, K-ft Resisting Moment (RM)External Uplift, lb Uplift, lb Holdown Due to Uniform Load, lb-ft Type: HDU2 Se i s m i c Wi n d 0/2 0/2 0/2 None B 40/2 40/2 OTM, K-ft Resisting Moment (RM)External Uplift, lb Uplift, lb Holdown Due to Uniform Load, lb-ft Type: HDU2 HDU2 HDU2 Se i s m i c Wi n d 0/2 0/2 0/2 A SHEAR WALL DESIGN CBC 2022, SDPWS-2018 & ASCE 7-16 40/2 40/2 Shear Wall (Rev. 03/2014) Pa e - 2 2010 W Alco Ave Unit #24/22/2025 1 st Floor -Length Trib. Width Vseismic = ( 5.9 x 38/2 )x() +(L1)wind = ( 130 )x() +(L1) ( )x() +()x() + ( )x() +()x() + ( )x() =()x() = =1,401 /4.00 =350 plf <380 OK =1,625 /4.00 =406 plf <532 OK Use:2 1/2" CDX PLYWOOD w/ 8d NAILS AT 4" O.C. EN & 12" O.C. FN Pnl L H H / W Modifier No ft ft D±E D±W D±E D±W Ratio r D±E D±W Chk: 1 4.00 8.00 11.2 13.0 0 0 2.00 1.00 2,803 3,250 OK Comments: 1 st Floor - Vseismic = ( 5.9 x 46/2 )x() +(T3)wind = ( 130 )x() +(T3) ( )x() +()x() + ( )x() +()x() + ( )x() =()x() = =1,153 /6.00 =192 plf <260 OK =1,105 /6.00 =184 plf <364 OK Use:1 1/2" CDX PLYWOOD w/ 8d NAILS AT 6" O.C. EN & 12" O.C. FN Pnl L H H / W Modifier No ft ft D±E D±W D±E D±W Ratio r D±E D±W Chk: 1 6.00 8.00 9.2 8.8 1.33 1.00 1,538 1,473 OK Comments: 1 st Floor - Vseismic = ( 5.9 x 80/2 )x() +(T3)wind = ( 130 )x() +(T3) ( )x() +()x() + ( )x() +()x() + ( )x() =()x() = =2,950 /12.00 =246 plf <260 OK =1,625 /12.00 =135 plf <364 OK Use:1 1/2" CDX PLYWOOD w/ 8d NAILS AT 6" O.C. EN & 12" O.C. FN Pnl L H H / W Modifier No ft ft D±E D±W D±E D±W Ratio r D±E D±W Chk: 1 12.00 8.00 23.6 13.0 0.67 1.00 1,967 1,083 OK Comments: Notes: CBC Alternate Basic (ASD) & ASCE7-16 Sect. 12.4.2.3used for uplift calculations: (0.6-0.14S )D± ρE/1.4 and (2/3)D ± ωW DS r = 2 * L / H for 2:1 < H / W < 3.5:1 (seismic loads only) 1 25/2 25/2 Se i s m i c Wi n d 0/2 0/2 0/2 OTM, K-ft Resisting Moment (RM)External Uplift, lb Uplift, lb Holdown Due to Uniform Load, lb-ft Type: HDU5 2 Se i s m i c Wi n d 0/2 0/2 0/2 OTM, K-ft Resisting Moment (RM)External Uplift, lb Uplift, lb Holdown Due to Uniform Load, lb-ft Type: HDU2 None 3 Se i s m i c Wi n d 0/2 0/2 0/2 OTM, K-ft Resisting Moment (RM)External Uplift, lb Uplift, lb Holdown None Due to Uniform Load, lb-ft Type: HDU2 Pa e - 23 2010 W Alco Ave Unit #24/22/2025 STRUCTURAL CALCULATIONS for New ADU at: 2010 Alco Ave, Unit 2, Santa Ana, CA 92703 Design Criteria 1. Code Reference: California Building Code (CBC) 2022, IBC 2021, ASCE 7-16, NDS 2018, ACI 318-19 i. Plywood: APA rated sheathing, or Structural 1 ii. Wall Studs: Douglas Fir-Larch (DF) No.2 (with max 19% moisture content prior to installation, typ.) iii. Plates, Blocking: DF No.2 iv. 2x Rafter, Joists: DF No.2 v. 4x members: DF No.2 vi. 6x, 8x Members: DF No.1 vii. Mud sills: Pressure Treated utility grader or better viii. Parallam PSL: ICC ESR 1387 ix. GluLam: 24F-V4 or 24F-V8 DF/DF x. TJI: ICC ESR 1153, ASTM D5055 6. Soils: Bearing Pressure = 1500 psf (per CBC 2022, Ch.18) 7. Concrete: Ultimate concrete strength f’c = 2500 psi (per ATMC150) Aggregate - ASTM C33, Cement – ASTM C150, Type-V (U.N.O.) 8. Reinforcement: ASTM A615 Grade 60 for #4 & larger bars, Grade 40 for #3 bars 9. Structural Steel: ASTM A36, ASTM A992 10. Epoxy (Simpson): ICC ESR 2508 (Set-Epoxy) for concrete, ICC ESR 1772 for CMU Note: Attached calculations are valid only for above mentioned project. Contractor/Client to verify existing site condition/dimensions prior to commencement of construction. 2. Seismic: Site Class: D (Default), SDC: D, IE = 1.0 3. Wind: 96 mph, Exposure: C 4. Loads: Roof DL = 16 psf, LL = 20 psf, Floor DL = 15 psf, LL = 40 psf 5. Wood: Job# AR24-0819, Date: 02/04/25 Page - 01 2010 W Alco Ave Unit #24/22/2025 Project No: Address: Date: Dead Load Dead Load For Effective Seismic Weight For Roof Member Design Components Remarks Unit Weight Components Remarks Unit Weight (psf) (psf) Roofing Material Shingles 2.5 Roofing Material Shingles 2.5 Sheathing 1.5 Sheathing 1.5 Rafters / Trusses 2x6 @16" 1.7 Rafters / Trusses 1.7 Ceiling Joists 1.7 Ceiling Joists N/A - Drywall 3 Drywall (Optional)- Felt 0.25 Felt (Optional)0.25 Insulation 1.5 Insulation (Optional)1.5 Sprinkler system (Optional) - Sprinkler system N/A - Solar Panles (Optional) 3 Solar Panles N/A 3 Miscellaneous 0.5 Miscellaneous 0.5 Total Dead Load =15.65 Total Dead Load =10.95 xxxx xxxx 03/13/24 Roof Load Breakdown Page - 02 2010 W Alco Ave Unit #24/22/2025 Framing Design Page - 03 2010 W Alco Ave Unit #24/22/2025 Wood Beam LIC# : KW-06019842, Build:20.23.08.30 Structural Engineering Consultants (c) ENERCALC INC 1983-2023 DESCRIPTION:R.R. Project File: Design Check.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase Allowable Stress Design Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0160, Lr = 0.020 ksf, Tributary Width = 1.330 ft, (ROOF) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.457: 1 Load Combination +D+Lr Span # where maximum occurs Span # 1 Location of maximum on span 4.500 ft 35.46 psi= = 1,681.88 psi 2x6Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr = = = 225.00 psi== Section used for this span 2x6 Maximum Shear Stress Ratio 0.158 : 1 8.573 ft= = 769.25 psi Maximum Deflection 0 <240 505 Ratio =0 <180 Max Downward Transient Deflection 0.119 in 909Ratio =>=240 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.214 in Ratio =>=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : Lr Only n/a Span: 1 : +D+Lr n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 9.0 ft 1 0.282 0.097 0.90 1.300 1.151.00 1.00 0.22 341.9 1,211.0 0.09 162.01.00 15.81.00 1.00+D+Lr 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 9.0 ft 1 0.457 0.158 1.25 1.300 1.151.00 1.00 0.48 769.2 1,681.9 0.20 225.01.00 35.51.00 1.00+D+0.750Lr 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 9.0 ft 1 0.394 0.136 1.25 1.300 1.151.00 1.00 0.42 662.4 1,681.9 0.17 225.01.00 30.51.00 1.00+0.60D 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 9.0 ft 1 0.095 0.033 1.60 1.300 1.151.00 1.00 0.13 205.1 2,152.8 0.05 288.01.00 9.51.00 . Page - 04 2010 W Alco Ave Unit #24/22/2025 Wood Beam LIC# : KW-06019842, Build:20.23.08.30 Structural Engineering Consultants (c) ENERCALC INC 1983-2023 DESCRIPTION:R.R. Project File: Design Check.ec6 Project Title: Engineer: Project ID: Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr 1 0.2137 4.533 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.215 0.215 Max Upward from Load Combinations 0.215 0.215 Max Upward from Load Cases 0.120 0.120 D Only 0.096 0.096 +D+Lr 0.215 0.215 +D+0.750Lr 0.186 0.186 +0.60D 0.057 0.057 Lr Only 0.120 0.120 Page - 05 2010 W Alco Ave Unit #24/22/2025 Wood Beam LIC# : KW-06019842, Build:20.23.08.30 Structural Engineering Consultants (c) ENERCALC INC 1983-2023 DESCRIPTION:C.J. Project File: Design Check.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Beam bracing is defined as a set spacing over all spans Repetitive Member Stress Increase Allowable Stress Design Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2021 Unbraced Lengths First Brace starts at 4.0 ft from Left-Most support Regular spacing of lateral supports on length of beam = 4.0 ft .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0070, Lr = 0.010 ksf, Tributary Width = 1.330 ft, (CEILING) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.573: 1 Load Combination +D+Lr Span # where maximum occurs Span # 1 Location of maximum on span 8.875 ft 25.86 psi= = 1,419.31 psi 2x8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr = = = 225.00 psi== Section used for this span 2x8 Maximum Shear Stress Ratio 0.115 : 1 17.167 ft= = 813.15 psi Maximum Deflection 0 <240 319 Ratio =0 <180 Max Downward Transient Deflection 0.392 in 543Ratio =>=240 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.666 in Ratio =>=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : Lr Only n/a Span: 1 : +D+Lr n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 0.96Length = 3.952 ft 1 0.217 0.066 0.90 1.200 1.151.00 1.00 0.25 231.8 1,067.9 0.08 162.01.00 10.61.00 0.95Length = 4.016 ft 1 0.311 0.066 0.90 1.200 1.151.00 1.00 0.36 331.3 1,066.5 0.05 162.01.00 10.61.00 0.95Length = 4.016 ft 1 0.314 0.066 0.90 1.200 1.151.00 1.00 0.37 334.8 1,066.5 0.03 162.01.00 10.61.00 0.96Length = 3.952 ft 1 0.275 0.066 0.90 1.200 1.151.00 1.00 0.32 293.7 1,067.9 0.07 162.01.00 10.61.00 0.99Length = 1.814 ft 1 0.112 0.066 0.90 1.200 1.151.00 1.00 0.13 122.9 1,101.5 0.08 162.01.00 10.61.00 0.99+D+Lr 1.200 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 0.92Length = 3.952 ft 1 0.395 0.115 1.25 1.200 1.151.00 1.00 0.62 562.9 1,423.8 0.19 225.01.00 25.91.00 Page - 06 2010 W Alco Ave Unit #24/22/2025 Wood Beam LIC# : KW-06019842, Build:20.23.08.30 Structural Engineering Consultants (c) ENERCALC INC 1983-2023 DESCRIPTION:C.J. Project File: Design Check.ec6 Project Title: Engineer: Project ID: Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 0.91Length = 4.016 ft 1 0.567 0.115 1.25 1.200 1.151.00 1.00 0.88 804.7 1,419.3 0.11 225.01.00 25.91.00 0.91Length = 4.016 ft 1 0.573 0.115 1.25 1.200 1.151.00 1.00 0.89 813.2 1,419.3 0.07 225.01.00 25.91.00 0.92Length = 3.952 ft 1 0.501 0.115 1.25 1.200 1.151.00 1.00 0.78 713.3 1,423.8 0.16 225.01.00 25.91.00 0.98Length = 1.814 ft 1 0.197 0.115 1.25 1.200 1.151.00 1.00 0.33 298.4 1,517.6 0.19 225.01.00 25.91.00 0.98+D+0.750Lr 1.200 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 0.92Length = 3.952 ft 1 0.337 0.098 1.25 1.200 1.151.00 1.00 0.53 480.1 1,423.8 0.16 225.01.00 22.11.00 0.91Length = 4.016 ft 1 0.484 0.098 1.25 1.200 1.151.00 1.00 0.75 686.3 1,419.3 0.09 225.01.00 22.11.00 0.91Length = 4.016 ft 1 0.489 0.098 1.25 1.200 1.151.00 1.00 0.76 693.6 1,419.3 0.06 225.01.00 22.11.00 0.92Length = 3.952 ft 1 0.427 0.098 1.25 1.200 1.151.00 1.00 0.67 608.4 1,423.8 0.14 225.01.00 22.11.00 0.98Length = 1.814 ft 1 0.168 0.098 1.25 1.200 1.151.00 1.00 0.28 254.5 1,517.6 0.16 225.01.00 22.11.00 0.98+0.60D 1.200 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 0.86Length = 3.952 ft 1 0.082 0.022 1.60 1.200 1.151.00 1.00 0.15 139.1 1,702.4 0.05 288.01.00 6.41.00 0.85Length = 4.016 ft 1 0.118 0.022 1.60 1.200 1.151.00 1.00 0.22 198.8 1,691.6 0.03 288.01.00 6.41.00 0.85Length = 4.016 ft 1 0.119 0.022 1.60 1.200 1.151.00 1.00 0.22 200.9 1,691.6 0.02 288.01.00 6.41.00 0.86Length = 3.952 ft 1 0.104 0.022 1.60 1.200 1.151.00 1.00 0.19 176.2 1,702.4 0.04 288.01.00 6.41.00 0.97Length = 1.814 ft 1 0.038 0.022 1.60 1.200 1.151.00 1.00 0.08 73.7 1,923.3 0.05 288.01.00 6.41.00 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr 1 0.6664 8.940 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.201 0.201 Max Upward from Load Combinations 0.201 0.201 Max Upward from Load Cases 0.118 0.118 D Only 0.083 0.083 +D+Lr 0.201 0.201 +D+0.750Lr 0.171 0.171 +0.60D 0.050 0.050 Lr Only 0.118 0.118 Page - 07 2010 W Alco Ave Unit #24/22/2025 Wood Beam LIC# : KW-06019842, Build:20.23.08.30 Structural Engineering Consultants (c) ENERCALC INC 1983-2023 DESCRIPTION:BEAM: B1 Project File: Design Check.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase Allowable Stress Design iLevel Truss Joist Parallam PSL 2.0E 2,900.0 2,900.0 2,900.0 750.0 2,000.0 1,016.54 290.0 2,025.0 45.070 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width = 9.0 ft, (ROOF, CLG) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.496: 1 Load Combination +D+Lr Span # where maximum occurs Span # 1 Location of maximum on span 8.000 ft 83.92 psi= = 3,880.51 psi 5.25x9.25Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr = = = 362.50 psi== Section used for this span 5.25x9.25 Maximum Shear Stress Ratio 0.231 : 1 15.241 ft= = 1,924.43 psi Maximum Deflection 0 <240 238 Ratio =0 <180 Max Downward Transient Deflection 0.386 in 498Ratio =>=240 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.804 in Ratio =>=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : Lr Only n/a Span: 1 : +D+Lr n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 16.0 ft 1 0.358 0.167 0.90 1.029 1.041.00 1.00 6.25 1,001.2 2,794.0 1.41 261.01.00 43.71.00 1.00+D+Lr 1.029 1.041.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 16.0 ft 1 0.496 0.231 1.25 1.029 1.041.00 1.00 12.01 1,924.4 3,880.5 2.72 362.51.00 83.91.00 1.00+D+0.750Lr 1.029 1.041.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 16.0 ft 1 0.436 0.204 1.25 1.029 1.041.00 1.00 10.57 1,693.6 3,880.5 2.39 362.51.00 73.91.00 1.00+0.60D 1.029 1.041.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 16.0 ft 1 0.121 0.056 1.60 1.029 1.041.00 1.00 3.75 600.7 4,967.1 0.85 464.01.00 26.21.00 . Page - 08 2010 W Alco Ave Unit #24/22/2025 Wood Beam LIC# : KW-06019842, Build:20.23.08.30 Structural Engineering Consultants (c) ENERCALC INC 1983-2023 DESCRIPTION:BEAM: B1 Project File: Design Check.ec6 Project Title: Engineer: Project ID: Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr 1 0.8036 8.058 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 3.002 3.002 Max Upward from Load Combinations 3.002 3.002 Max Upward from Load Cases 1.562 1.562 D Only 1.562 1.562 +D+Lr 3.002 3.002 +D+0.750Lr 2.642 2.642 +0.60D 0.937 0.937 Lr Only 1.440 1.440 Page - 09 2010 W Alco Ave Unit #24/22/2025 Wood Beam LIC# : KW-06019842, Build:20.23.08.30 Structural Engineering Consultants (c) ENERCALC INC 1983-2023 DESCRIPTION:HDR: H1 Project File: Design Check.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase Allowable Stress Design Douglas Fir-Larch No.2 875.0 875.0 600.0 625.0 1,300.0 470.0 170.0 425.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0160, Lr = 0.020 ksf, Tributary Width = 2.0 ft, (ROOF) Point Load : D = 1.60, Lr = 1.50 k @ 1.0 ft, (B1) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.420: 1 Load Combination +D+Lr Span # where maximum occurs Span # 1 Location of maximum on span 1.004 ft 121.25 psi= = 1,509.38 psi 4x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr = = = 212.50 psi== Section used for this span 4x10 Maximum Shear Stress Ratio 0.571 : 1 0.000 ft= = 633.81 psi Maximum Deflection 0 <240 1949 Ratio =0 <180 Max Downward Transient Deflection 0.015 in 4006Ratio =>=240 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.031 in Ratio =>=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : Lr Only n/a Span: 1 : +D+Lr n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 5.0 ft 1 0.300 0.408 0.90 1.200 1.151.00 1.00 1.36 326.3 1,086.8 1.35 153.01.00 62.41.00 1.00+D+Lr 1.200 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 5.0 ft 1 0.420 0.571 1.25 1.200 1.151.00 1.00 2.64 633.8 1,509.4 2.62 212.51.00 121.31.00 1.00+D+0.750Lr 1.200 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 5.0 ft 1 0.369 0.501 1.25 1.200 1.151.00 1.00 2.32 556.9 1,509.4 2.30 212.51.00 106.51.00 1.00+0.60D 1.200 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 5.0 ft 1 0.101 0.138 1.60 1.200 1.151.00 1.00 0.81 195.8 1,932.0 0.81 272.01.00 37.51.00 . Page - 10 2010 W Alco Ave Unit #24/22/2025 Wood Beam LIC# : KW-06019842, Build:20.23.08.30 Structural Engineering Consultants (c) ENERCALC INC 1983-2023 DESCRIPTION:HDR: H1 Project File: Design Check.ec6 Project Title: Engineer: Project ID: Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr 1 0.0308 2.226 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 2.678 0.818 Max Upward from Load Combinations 2.678 0.818 Max Upward from Load Cases 1.378 0.418 D Only 1.378 0.418 +D+Lr 2.678 0.818 +D+0.750Lr 2.353 0.718 +0.60D 0.827 0.251 Lr Only 1.300 0.400 Page - 11 2010 W Alco Ave Unit #24/22/2025 Foundation Design Page - 12 2010 W Alco Ave Unit #24/22/2025 General Footing LIC# : KW-06019842, Build:20.23.08.30 Structural Engineering Consultants (c) ENERCALC INC 1983-2023 DESCRIPTION:PAD: <1> Project File: Design Check.ec6 Project Title: Engineer: Project ID: Project Descr: Code References Calculations per ACI 318-19, IBC 2021, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Material Properties Soil Design Values 1.50 Analysis Settings 150.0 ksi No ksfAllowable Soil Bearing = = 2.50 60.0 3,122.0 145.0 =0.30Flexure=0.90 Shear = ValuesM 0.00180 Soil Passive Resistance (for Sliding) 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth =ksf when max. length or width is greater than =ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus = =Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. Soil Density =110.0 pcf # Dimensions Width parallel to X-X Axis 2.0 ft Length parallel to Z-Z Axis = 2.0 ft =Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height == in Footing Thickness = 12.0 in= Rebar Centerline to Edge of Concrete... =inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 4 Number of Bars = 3.0 Bars parallel to Z-Z Axis Reinforcing Bar Size =4 Number of Bars =3.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 2.0 2.0 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = Page - 13 2010 W Alco Ave Unit #24/22/2025 General Footing LIC# : KW-06019842, Build:20.23.08.30 Structural Engineering Consultants (c) ENERCALC INC 1983-2023 DESCRIPTION:PAD: <1> Project File: Design Check.ec6 Project Title: Engineer: Project ID: Project Descr: DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.7633 Soil Bearing 1.145 ksf 1.50 ksf +D+Lr about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.05997 Z Flexure (+X)0.70 k-ft/ft 11.674 k-ft/ft +1.20D+1.60Lr PASS 0.05997 Z Flexure (-X)0.70 k-ft/ft 11.674 k-ft/ft +1.20D+1.60Lr PASS 0.05997 X Flexure (+Z)0.70 k-ft/ft 11.674 k-ft/ft +1.20D+1.60Lr PASS 0.05997 X Flexure (-Z)0.70 k-ft/ft 11.674 k-ft/ft +1.20D+1.60Lr PASS 0.04148 1-way Shear (+X)3.111 psi 75.0 psi +1.20D+1.60Lr PASS 0.04148 1-way Shear (-X)3.111 psi 75.0 psi +1.20D+1.60Lr PASS 0.04148 1-way Shear (+Z)3.111 psi 75.0 psi +1.20D+1.60Lr PASS 0.04148 1-way Shear (-Z)3.111 psi 75.0 psi +1.20D+1.60Lr PASS 0.09859 2-way Punching 14.788 psi 150.0 psi +1.20D+1.60Lr Detailed Results Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow Soil Bearing (in)Gross Allowable Bottom, -Z Top, +Z Left, -X Right, +X RatioLoad Combination... X-X, D Only 1.50 n/a0.6450 0.6450 n/a 0.4300.0n/a X-X, +D+Lr 1.50 n/a1.145 1.145 n/a 0.7630.0n/a X-X, +D+0.750Lr 1.50 n/a1.020 1.020 n/a 0.6800.0n/a X-X, +0.60D 1.50 n/a0.3870 0.3870 n/a 0.2580.0n/a Z-Z, D Only 1.50 0.6450n/a n/a 0.6450 0.430n/a0.0 Z-Z, +D+Lr 1.50 1.145n/a n/a 1.145 0.763n/a0.0 Z-Z, +D+0.750Lr 1.50 1.020n/a n/a 1.020 0.680n/a0.0 Z-Z, +0.60D 1.50 0.3870n/a n/a 0.3870 0.258n/a0.0 Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio Footing Has NO Overturning Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn X-X, +1.40D 0.350 +Z Bottom 0.2592 AsMin 0.30 11.674 OK X-X, +1.40D 0.350 -Z Bottom 0.2592 AsMin 0.30 11.674 OK X-X, +1.20D+0.50Lr 0.4250 +Z Bottom 0.2592 AsMin 0.30 11.674 OK X-X, +1.20D+0.50Lr 0.4250 -Z Bottom 0.2592 AsMin 0.30 11.674 OK X-X, +1.20D 0.30 +Z Bottom 0.2592 AsMin 0.30 11.674 OK X-X, +1.20D 0.30 -Z Bottom 0.2592 AsMin 0.30 11.674 OK X-X, +1.20D+1.60Lr 0.70 +Z Bottom 0.2592 AsMin 0.30 11.674 OK X-X, +1.20D+1.60Lr 0.70 -Z Bottom 0.2592 AsMin 0.30 11.674 OK X-X, +0.90D 0.2250 +Z Bottom 0.2592 AsMin 0.30 11.674 OK X-X, +0.90D 0.2250 -Z Bottom 0.2592 AsMin 0.30 11.674 OK Z-Z, +1.40D 0.350 -X Bottom 0.2592 AsMin 0.30 11.674 OK Z-Z, +1.40D 0.350 +X Bottom 0.2592 AsMin 0.30 11.674 OK Z-Z, +1.20D+0.50Lr 0.4250 -X Bottom 0.2592 AsMin 0.30 11.674 OK Z-Z, +1.20D+0.50Lr 0.4250 +X Bottom 0.2592 AsMin 0.30 11.674 OK Z-Z, +1.20D 0.30 -X Bottom 0.2592 AsMin 0.30 11.674 OK Z-Z, +1.20D 0.30 +X Bottom 0.2592 AsMin 0.30 11.674 OK Z-Z, +1.20D+1.60Lr 0.70 -X Bottom 0.2592 AsMin 0.30 11.674 OK Z-Z, +1.20D+1.60Lr 0.70 +X Bottom 0.2592 AsMin 0.30 11.674 OK Z-Z, +0.90D 0.2250 -X Bottom 0.2592 AsMin 0.30 11.674 OK Z-Z, +0.90D 0.2250 +X Bottom 0.2592 AsMin 0.30 11.674 OK Page - 14 2010 W Alco Ave Unit #24/22/2025 General Footing LIC# : KW-06019842, Build:20.23.08.30 Structural Engineering Consultants (c) ENERCALC INC 1983-2023 DESCRIPTION:PAD: <1> Project File: Design Check.ec6 Project Title: Engineer: Project ID: Project Descr: One Way Shear Vu @ +XLoad Combination...Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 1.56 1.56 1.56 1.56 1.56 75.00 0.02psipsipsipsipsipsi OK +1.20D+0.50Lr 1.89 1.89 1.89 1.89 1.89 75.00 0.03psipsipsipsipsipsi OK +1.20D 1.33 1.33 1.33 1.33 1.33 75.00 0.02psipsipsipsipsipsi OK +1.20D+1.60Lr 3.11 3.11 3.11 3.11 3.11 75.00 0.04psipsipsipsipsipsi OK +0.90D 1.00 1.00 1.00 1.00 1.00 75.00 0.01psipsipsipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.40D 7.39 150.00 0.04929 OKpsipsi +1.20D+0.50Lr 8.98 150.00 0.05986 OKpsipsi +1.20D 6.34 150.00 0.04225 OKpsipsi +1.20D+1.60Lr 14.79 150.00 0.09859 OKpsipsi +0.90D 4.75 150.00 0.03169 OKpsipsi Page - 15 2010 W Alco Ave Unit #24/22/2025 Lateral Analysis & Design Page - 16 2010 W Alco Ave Unit #24/22/2025 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:2010 Alco Ave, Unit 2, Santa Ana, CA 92703 Coordinates:33.7517774, -117.8972169 Elevation:91 ft Timestamp:2024-08-13T10:30:40.246Z Hazard Type:Wind ASCE 7-16 MRI 10-Year 66 mph MRI 25-Year 71 mph MRI 50-Year 77 mph MRI 100-Year 81 mph Risk Category I 89 mph Risk Category II 95 mph Risk Category III 102 mph Risk Category IV 106 mph ASCE 7-10 MRI 10-Year 72 mph MRI 25-Year 79 mph MRI 50-Year 85 mph MRI 100-Year 91 mph Risk Category I 100 mph Risk Category II 110 mph Risk Category III-IV 115 mph ASCE 7-05 ASCE 7-05 Wind Speed 85 mph 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 interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area – in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions. 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. 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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. 91 ft Map data ©2024 Google, INEGI Report a map error Page - 17 2010 W Alco Ave Unit #24/22/2025 ASCE 7-16 Wind Forces Chpt 28, Pt2 & Chpt 30, Pt2 Project File: Design Check.ec6 Calculations per ASCE 7-16General Design Values 96.0 Roof Rise:Run Ratio 4:12 Exposure C 14.0 10.0 10.0 Gable Roof > 7 to 20 psf Topographic Factor Kzt per 26.8 1.00 LHD : Least Horizontal Dimension ft a = max (0.04 * LHD, 3, min(0.10 * LHD, 0.4*MRH))3.00 ft Effective Wind Area of Component & Cladding V : Basic Wind Speed per Sect 26.5-1 or 2 mph Roof pitch for cladding pressure ft^2 Occupancy per Table 1.5-1 II All Buildings and other structures except those listed Exposure Category per 26.7 MRH : Mean Roof Height ft Lambda MWFRS: per Figure 26.5-1 1.21 User specified minimum design pressure 1.21Lambda Component & Cladding : per Figure 30.4-1 Main Force Resisting System Values Component & Cladding Values Design Wind Pressures Horizontal Pressures . . . Zone: A =24.49 psf Zone: C =16.31 psf Zone: B =-10.00 psf Zone: D =-10.00 psf Vertical Pressures . . . Zone: E =-21.27 psf Zone: G =-14.83 psf Zone: F =-14.83 psf Zone: H =-11.25 psf Overhangs . . . Zone: Eoh =-29.79 psf Zone: Goh =-23.26 psf ASCE 7-16 Section 28.5.4 Minimum Design Wind Loads requires that the load effects of the design wind pressures from Section 28.5.3 shall not be less than a minimum load defined by assuming the pressures, ps, for zones A and C equal to +16 psf, Zones B and D equal to +8 psf, while assuming ps for Zones E, F, G, and H are equal to 0 psf. Design Wind Pressure = Lambda * Kzt * Ps30 per Eq 30.4-1Component & Cladding Design Wind Pressures Positive NegativeRoof Pressures Negative Wall Pressures Overhang Pressures '*** : There is no value in Figure 30.4-1 Tabular Values 12.124 -64.275 -42.519 *** -59.580 -59.5804 -59.580 -69.720 -81.602 Design wind Load V(wind) = 16.31 * (8/2) * 2 = 130.0 plf Page - 18 2010 W Alco Ave Unit #24/22/2025 USGS web services were down for some period of time and as a result this tool wasn't operational, resulting in timeout error. USGS web services are now operational so this tool should work as expected. 2010 Alco Ave #2, Santa Ana, CA 92703, USA Latitude, Longitude: 33.7517774, -117.8972169 Date 8/13/2024, 4:30:08 PM Design Code Reference Document ASCE7-16 Risk Category II Site Class D - Default (See Section 11.4.3) Type Value Description SS 1.306 MCER ground motion. (for 0.2 second period) S1 0.465 MCER ground motion. (for 1.0s period) SMS 1.568 Site-modified spectral acceleration value SM1 null -See Section 11.4.8 Site-modified spectral acceleration value SDS 1.045 Numeric seismic design value at 0.2 second SA SD1 null -See Section 11.4.8 Numeric seismic design value at 1.0 second SA Type Value Description SDC null -See Section 11.4.8 Seismic design category Fa 1.2 Site amplification factor at 0.2 second Fv null -See Section 11.4.8 Site amplification factor at 1.0 second PGA 0.555 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.666 Site modified peak ground acceleration TL 8 Long-period transition period in seconds SsRT 1.306 Probabilistic risk-targeted ground motion. (0.2 second) Page - 19 2010 W Alco Ave Unit #24/22/2025 ASCE 7-16 Seismic Base Shear LIC# : KW-06019842, Build:20.24.08.01 Structural Engineering Consultants (c) ENERCALC INC 1983-2023 DESCRIPTION:Seismic Base Shear Analysis Project File: Design Check.ec6 Project Title: Engineer: Project ID: Project Descr: Risk Category ASCE 7-16, Page 4, Table 1.5-1 Calculations per ASCE 7-16 "II" : All Buildings and other structures except those listed as Category I, III, and IV Risk Category of Building or Other Structure : Seismic Importance Factor =1 ASCE 7-16, Page 5, Table 1.5-2 Specific Description: USER DEFINED Ground Motion ASCE 7-16 11.4.2 Max. Ground Motions, 5% Damping : S =1.306 Longitude =0.000 deg West S Latitude =0.000 g, 0.2 sec response deg North S 0.46501 g, 1.0 sec response= For the closest datapoint grid location . . . Site Class, Site Coeff. and Design Category Classification:ASCE 7-16 Table 20.3-1"D" : Shear Wave Velocity 600 to 1,200 ft/sec =D Site Coefficients Fa & Fv ASCE 7-16 Table 11.4-1 & 11.4-2 (using straight-line interpolation from table values) Fa =1.20 Fv =1.84 Maximum Considered Earthquake Acceleration ASCE 7-16 Eq. 11.4-1S = Fa * Ss 1.567=MS S = Fv * S1 =0.853M1 ASCE 7-16 Eq. 11.4-2 Design Spectral Acceleration ASCE 7-16 Eq. 11.4-3S = S * 2/3 =1.045DSMS =0.569 ASCE 7-16 Eq. 11.4-4S = S * 2/3D1M1 Seismic Design Category ASCE 7-16 Table 11.6-1 & -2=D (By Default per 11.4.3) Resisting System ASCE 7-16 Table 12.2-1 Basic Seismic Force Resisting System . . .Bearing Wall Systems 15.Light-frame (wood) walls sheathed w/wood structural panels rated for shear resistance. NOTE! See ASCE 7-16 for all applicable footnotes. Building height Limits :Response Modification Coefficient " R "=6.50 Category "A & B" Limit:No LimitSystem Overstrength Factor " Wo "=2.50 Category "C" Limit:No LimitDeflection Amplification Factor " Cd "=4.00 Category "D" Limit:Limit = 65 Category "E" Limit:Limit = 65 Category "F" Limit:Limit = 65 Lateral Force Procedure ASCE 7-16 Section 12.8.2 Equivalent Lateral Force Procedure The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-16 12.8 Use ASCE 12.8-7Determine Building Period Structure Type for Building Period Calculation :All Other Structural Systems " Ct " value 0.020= " x " value " hn " : Height from base to highest level =13.0 ft " Ta " Approximate fundemental period using Eq. 12.8-7 : 8.000"TL" : Long-period transition period per ASCE 7-16 Maps 22-14 -> 22-17 sec Ta = Ct * (hn ^ x) =0.137 0.75 sec = Building Period " Ta " Calculated from Approximate Method selected=0.137 " Cs " Response Coefficient ASCE 7-16 Section 12.8.1.1 S : Short Period Design Spectral Response 1.045 " R " : Response Modification Factor 6.50 " I " : Seismic Importance Factor =1 0.161From Eq. 12.8-2, Preliminary Cs = 0.639From Eq. 12.8-3 & 12.8-4 , Cs need not exceed = From Eq. 12.8-5 & 12.8-6, Cs not be less than =0.046 DS =Cs : Seismic Response Coefficient =0.1607 = = Page - 20 2010 W Alco Ave Unit #24/22/2025 ASCE 7-16 Seismic Base Shear LIC# : KW-06019842, Build:20.24.08.01 Structural Engineering Consultants (c) ENERCALC INC 1983-2023 DESCRIPTION:Seismic Base Shear Analysis Project File: Design Check.ec6 Project Title: Engineer: Project ID: Project Descr: Seismic Base Shear ASCE 7-16 Section 12.8.1 W ( see Sum Wi below ) =23.04 kCs =0.1607 from 12.8.1.1 Seismic Base Shear V = Cs * W =3.70 k Vertical Distribution of Seismic Forces ASCE 7-16 Section 12.8.3 " k " : hx exponent based on Ta =1.00 Table of building Weights by Floor Level... Wi : Weight Hi : Height (Wi * Hi^k)Cvx Fx=Cvx * V Sum Story Shear Sum Story MomentLevel # 1 23.04 8.00 184.32 1.0000 3.70 3.70 0.00 Sum Wi =23.04 k Total Base Shear =3.70 k Base Moment = 184.32 k-ftSum Wi * Hi = 29.6 k-ft Diaphragm Forces : Seismic Design Category "B" to "F"ASCE 7-16 12.10.1.1 Level #Wi Fi Fpx : MaxFpx : CalcdSum Fi Sum Wi Fpx Dsgn. ForceFpx : Min 1 23.04 3.70 3.70 23.04 3.70 4.81 9.63 4.81 4.81 Wpx . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Weight at level of diaphragm and other structure elements attached to it. Fi . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Design Lateral Force applied at the level. Sum Fi . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Sum of "Lat. Force" of current level plus all levels above 0.20 * S * I * WpxMIN Req'd Force @ Level . . . . . . . . . .DS DSMAX Req'd Force @ Level . . . . . . . . . .0.40 * S * I * Wpx Fpx : Design Force @ Level . . . . . . . . . .Wpx * SUM(x->n) Fi / SUM(x->n) wi, x = Current level, n = Top Level EQ Shear (to design shear elements) EQ (v1) = 3.70 * 1000 * 1.3 / (822.92) = 5.9 psf Page - 21 2010 W Alco Ave Unit #24/22/2025 Project No:AR24-0819 Date: 02/04/25 1 st Floor -Length Trib. Width Vseismic = ( 5.9 x 54/2 )x() +(L1)Vwind = ( 130 )x() +(L1) ( )x() +()x() + ( )x() +()x() + ( )x() =()x() = =3,186 /14.00 =228 plf <260 OK =2,600 /14.00 =186 plf <364 OK Use:1 1/2" CDX PLYWOOD w/ 8d NAILS AT 6" O.C. EN & 12" O.C. FN Pnl L H H / W Modifier No ft ft D±E D±W D±E D±W Ratio r D±E D±W Chk: 1 6.00 8.00 10.9 8.9 0 0 1.33 1.00 1,821 1,486 OK 2 4.00 8.00 7.3 5.9 2.00 1.00 1,821 1,486 OK 3 4.00 8.00 7.3 5.9 2.00 1.00 1,821 1,486 OK Comments: 1 st Floor - Vseismic = ( 5.9 x 48/2 )x() +(T3)Vwind = ( 130 )x() +(T3) ( )x() +()x() + ( )x() +()x() + ( )x() =()x() = =2,832 /8.00 =354 plf <490 OK =2,600 /8.00 =325 plf <686 OK Use:3 1/2" CDX PLYWOOD w/ 8d NAILS AT 3" O.C. EN & 12" O.C. FN Pnl L H H / W Modifier No ft ft D±E D±W D±E D±W Ratio r D±E D±W Chk: 1 8.00 8.00 22.7 20.8 1.00 1.00 2,832 2,600 OK Comments: 1 st Floor - Vseismic = ( 5.9 x 34/2 )x() +(T3)Vwind = ( 130 )x() +(T3) ( )x() +()x() + ( )x() +()x() + ( )x() =()x() = =2,006 /6.50 =309 plf <380 OK =2,600 /6.50 =400 plf <532 OK Use:2 1/2" CDX PLYWOOD w/ 8d NAILS AT 4" O.C. EN & 12" O.C. FN Pnl L H H / W Modifier No ft ft D±E D±W D±E D±W Ratio r D±E D±W Chk: 1 4.00 8.00 9.9 12.8 2.00 1.00 2,469 3,200 OK 2 2.50 8.00 6.2 8.0 3.20 0.63 2,469 3,200 OK Comments: Notes: CBC Alternate Basic (ASD) & ASCE7-16 Sect. 12.4.2.3used for uplift calculations: (0.6-0.14S DS)D± ρE/1.4 and (2/3)D ± ωW Height-to-width (H / W) Ratio modifier …………………………………………………………………….r = 2 * L / H for 2:1 < H / W < 3.5:1 (seismic loads only) None Due to Uniform Load, lb-ft Type: HDU5 HDU5 OTM, K-ft Resisting Moment (RM)External Uplift, lb Uplift, lb Holdown Se i s m i c Wi n d 0/2 0/2 0/2 None C 40/2 40/2 OTM, K-ft Resisting Moment (RM)External Uplift, lb Uplift, lb Holdown Due to Uniform Load, lb-ft Type: HDU2 Se i s m i c Wi n d 0/2 0/2 0/2 None B 40/2 40/2 OTM, K-ft Resisting Moment (RM)External Uplift, lb Uplift, lb Holdown Due to Uniform Load, lb-ft Type: HDU2 HDU2 HDU2 Se i s m i c Wi n d 0/2 0/2 0/2 A SHEAR WALL DESIGN CBC 2022, SDPWS-2018 & ASCE 7-16 40/2 40/2 Shear Wall (Rev. 03/2014) Page - 22 2010 W Alco Ave Unit #24/22/2025 1 st Floor -Length Trib. Width Vseismic = ( 5.9 x 38/2 )x() +(L1)Vwind = ( 130 )x() +(L1) ( )x() +()x() + ( )x() +()x() + ( )x() =()x() = =1,401 /4.00 =350 plf <380 OK =1,625 /4.00 =406 plf <532 OK Use:2 1/2" CDX PLYWOOD w/ 8d NAILS AT 4" O.C. EN & 12" O.C. FN Pnl L H H / W Modifier No ft ft D±E D±W D±E D±W Ratio r D±E D±W Chk: 1 4.00 8.00 11.2 13.0 0 0 2.00 1.00 2,803 3,250 OK Comments: 1 st Floor - Vseismic = ( 5.9 x 46/2 )x() +(T3)Vwind = ( 130 )x() +(T3) ( )x() +()x() + ( )x() +()x() + ( )x() =()x() = =1,153 /6.00 =192 plf <260 OK =1,105 /6.00 =184 plf <364 OK Use:1 1/2" CDX PLYWOOD w/ 8d NAILS AT 6" O.C. EN & 12" O.C. FN Pnl L H H / W Modifier No ft ft D±E D±W D±E D±W Ratio r D±E D±W Chk: 1 6.00 8.00 9.2 8.8 1.33 1.00 1,538 1,473 OK Comments: 1 st Floor - Vseismic = ( 5.9 x 80/2 )x() +(T3)Vwind = ( 130 )x() +(T3) ( )x() +()x() + ( )x() +()x() + ( )x() =()x() = =2,950 /12.00 =246 plf <260 OK =1,625 /12.00 =135 plf <364 OK Use:1 1/2" CDX PLYWOOD w/ 8d NAILS AT 6" O.C. EN & 12" O.C. FN Pnl L H H / W Modifier No ft ft D±E D±W D±E D±W Ratio r D±E D±W Chk: 1 12.00 8.00 23.6 13.0 0.67 1.00 1,967 1,083 OK Comments: Notes: CBC Alternate Basic (ASD) & ASCE7-16 Sect. 12.4.2.3used for uplift calculations: (0.6-0.14S DS)D± ρE/1.4 and (2/3)D ± ωW SDS= Height-to-width (H / W) Ratio modifier …………………………………………………………………….r = 2 * L / H for 2:1 < H / W < 3.5:1 (seismic loads only) 1 25/2 25/2 Se i s m i c Wi n d 0/2 0/2 0/2 OTM, K-ft Resisting Moment (RM)External Uplift, lb Uplift, lb Holdown Due to Uniform Load, lb-ft Type: HDU5 None 2 17/2 17/2 Se i s m i c Wi n d 0/2 0/2 0/2 OTM, K-ft Resisting Moment (RM)External Uplift, lb Uplift, lb Holdown Due to Uniform Load, lb-ft Type: HDU2 None 3 25/2 25/2 Se i s m i c Wi n d 0/2 0/2 0/2 OTM, K-ft Resisting Moment (RM)External Uplift, lb Uplift, lb Holdown None Due to Uniform Load, lb-ft Type: HDU2 Page - 23 2010 W Alco Ave Unit #24/22/2025