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Home My WebLink About1834 W Third St & #2,3 - Plan O R A N G E C O U N T Y F I R E A U T H O R I T Y Plan Submittal Criteria Form Required for Single Family or Duplex Residences (Use Commercial form for lots with 3+ dwelling units or new residential tracts) Complete the Project Information and Questionnaire below, then sign and date the Applicant Certification. Project Information  New Single Family Residence/Duplex  Addition/Remodel  ADU  Other Address: Unit #: City or Unincorporated County Area: ZIP: Scope of Work: Existing Area: Area to be Added: Total Resulting Area: Stories: Area Added in Past 2 Years (excluding this project): Yes No Questionnaire OCFA Plan Type if “Yes” 1.   New – Is this a new single family residence or duplex? *(PR160) Residential Site with Water Availability (PR400-402) Fire Sprinkler 2.   ADU – Is this a new Accessory Dwelling Unit (ADU) on the same property as a house that already has fire sprinklers or a house that will have fire sprinklers added as part of this project? (PR400-402) Fire Sprinkler 3.   Addition – Is this (A) an addition to a currently sprinklered building, or (B) an addition requiring a fire sprinkler retrofit based on a threshold set by local ordinance? (PR400-402) Fire Sprinkler 4.   Distance – Is the most remote portion of the addition, ADU or other detached structure greater than 140-feet from the fire access roadway? *(PR160) Residential Site 5.   Total Area – Will the addition result in a total area of greater than 3,600 square feet (sf) for non- sprinklered buildings, or greater than 6,200 sf for sprinklered buildings, including the area of all enclosed spaces, such as garages, stairs, and detached structures separated by less than 10-feet? *(PR160) Residential Site with Water Availability 6.   Remodel – Is this a remodel of a sprinklered building with a scope of work that includes adding or removing any interior walls? Note: If “Yes”, then project must be evaluated by a C-16 licensed contractor to determine if a fire sprinkler modification is needed. (PR400-402) Fire Sprinkler 7.   Detached Structure – Is this a new detached utility or accessory structure (not an ADU), such as a garage, workshop, game room, pool house, barn, etc., requiring fire sprinklers based on a threshold set by local ordinance? *(PR160) Residential Site (PR400-402) Fire Sprinkler 8.   Gate – Is a gate being installed across a driveway or road that is designated as a fire department access roadway, or a driveway or road that serves more than a single home/duplex? (PR180) Gate 9.   Methane – Is project located in or less than 100’ from a “Division of Oil, Gas, and Geothermal Resources” (DOGGR) field boundary or well (active or abandoned), less than 300-feet from an oil/gas seep, or less than 1000-feet from a landfill? (Note: For projects in Yorba Linda, this requirement only applies to new homes, enclosed accessory structures, addition to existing structure greater than 1000 sf, and ADU’s). *(PR160) Residential Site *(PR172-174) Methane Test/Mitigation Plans 10.   Vegetation – Is the property/structure (A) on the perimeter of a community containing, or adjacent to slopes or hills, or (B) adjacent to an open space or wildland area containing non-irrigated vegetation, or (C) in a State Responsibility Area or Local Responsibility Area “Fire Hazard Severity Zone”, as defined by the State, or (D) near an area that could be affected by a wildfire in the open space. *(PR125) Fuel Modification (PR182) Accessory Structure *OCFA approval required before issuance of a grading/building permit. All other plans types may be deferred submittals. Applicant Certification I certify, under penalty of perjury, under the laws of the State of California, that the information above is true: Print Name:_______________________________________ Signature:___________________________________________ Date:______________ Phone Number:_____________________________________________ Email:_____________________________________________________________ Attention Building Department Staff – After you’ve verified all questions were answered accurately as “No”, then you may accept this signed form as a written release that an OCFA review is not required. If any questions were answered as “Yes”, then the plan type on the right side may be required. ______If all answers are “No” and the Building Department still requires the applicant to have their plans reviewed by OCFA, or if any answers are “Yes” and the Building Department prefers for OCFA to determine if a review is required, please initial this line and provide an explanation on the Plan Referral Form (on the reverse), to be submitted along with the appropriate plans to OCFA for a determination. For questions and submittal information, please visit ocfa.org, or call OCFA at (714) 573-6100 SFR 1834 W Third St & #2,33/21/2025 NEW HOUSE + DETACHED ADU +JADU T0.0 Pr o j e c t N a m e Date Drawing Title Project Number DesignedDrawn DRAWING NUMBER Checked NO. DATE REVISION ANY DISCREPANCIES. DO NOT SCALE DRAWINGS; USE FIGURED CONTRACTOR IS TO NOTIFY INFINITE-ARCH FOR CLARIFICATION OF OR EXISTING FIELD CONDITIONS AGAINST DRAWINGS. CONTRACTORS ARE TO VERIFY ALL DIMENSIONS ON DRAWINGS WRITING AND APPROPRIATE COMPENSATION TO INFINITEARCH COMPLETION OF THIS PROJECT BY OTHERS, EXCEPT BY AGREEMENT IN ANY OTHER PROJECT OR FOR ADDITIONS TO THIS PROJECT OR FOR SPECIFICATIONS SHALL NOT BE USED BY THE OWNER OR OTHERS, ON CONSTRUCTION AT THE SITE REFERENCED HEREON. THE PLANS AND OCCUPANCY. THE PLANS AND SPECIFICATIONS ARE FOR THE COPIES FOR REFERENCE IN CONNECTION WITH THE OWNER'S USE OR IS EXECUTED OR NOT. THE OWNER SHALL BE PERMITTED TO RETAIN INFINITE ARCH WHETHER THE PROJECT FOR WHICH THEY WERE CREATED INSTRUMENTS OF SERVICE, ARE AND SHALL REMAIN, THE PROPERTY OF OWNERSHIP OF DOCUMENTS, PLANS AND SPECIFICATIONS, AS CALIFORNIA RELATING TO STRUCTURES AND BUILDINGS. RULES, REGULATIONS AND ORDINANCES OF THE STATE OF THE BEST OF MY KNOWLEDGE, THE SAME COMPLIES WITH THE HAS BEEN PREPARED UNDER MY SUPERVISION AND THAT TO I HEREBY CERTIFY THAT THE ENGINEERING ON THESE PLANS ENGINEER DESIGNER DAVID H. LE Email: brightark@gmail.com TEL: (714) 868 2499 Email: brightark@gmail.com TEL: (714) 868 2499 GARDEN GROVE, CA 92843 10321 WOODBURY RD. DIMENSIONS. INFINITE ARCH NE W H O U S E + D E T A C H E D A D U + J A D U OW N E R : A N D Y M A I 18 3 4 W T H I R D S T R E E T - J A D U U N I T # 2 - A D U U N I T # 3 SA N T A A N A C A 9 2 7 0 3 1 10/10/24 REVISION 1 2 12/02/24 REVISION 2 3 02/05/25 REVISION 3 4 02/18/25 REVISION 4 Bldg #'s 101120600-03 APPROVALS - PLNG - C. Santana BLDG - CSG POLICE - B. Martin PUBLIC WORKS - B. Sarlak 1834 W Third St & #2,33/21/2025 EXISTING SITE PLAN SHOWING (E) AREA SCALE 1/8" =1'-0" W THIRD ST. N D A I S Y A V E . PL = 1 1 9 ' PL = 1 1 9 ' PL=55' PL=55' ONE STORY HOUSE TO BE REMOVED (E) PORCH TO BE REMOVED (E) DRIVEWAY AND CONCRETE TERRACE TO BE REMOVED (E) HOUSE A0.0 Pr o j e c t N a m e Date Drawing Title Project Number DesignedDrawn DRAWING NUMBER Checked NO. DATE REVISION ANY DISCREPANCIES. DO NOT SCALE DRAWINGS; USE FIGURED CONTRACTOR IS TO NOTIFY INFINITE-ARCH FOR CLARIFICATION OF OR EXISTING FIELD CONDITIONS AGAINST DRAWINGS. CONTRACTORS ARE TO VERIFY ALL DIMENSIONS ON DRAWINGS WRITING AND APPROPRIATE COMPENSATION TO INFINITEARCH COMPLETION OF THIS PROJECT BY OTHERS, EXCEPT BY AGREEMENT IN ANY OTHER PROJECT OR FOR ADDITIONS TO THIS PROJECT OR FOR SPECIFICATIONS SHALL NOT BE USED BY THE OWNER OR OTHERS, ON CONSTRUCTION AT THE SITE REFERENCED HEREON. THE PLANS AND OCCUPANCY. THE PLANS AND SPECIFICATIONS ARE FOR THE COPIES FOR REFERENCE IN CONNECTION WITH THE OWNER'S USE OR IS EXECUTED OR NOT. THE OWNER SHALL BE PERMITTED TO RETAIN INFINITE ARCH WHETHER THE PROJECT FOR WHICH THEY WERE CREATED INSTRUMENTS OF SERVICE, ARE AND SHALL REMAIN, THE PROPERTY OF OWNERSHIP OF DOCUMENTS, PLANS AND SPECIFICATIONS, AS CALIFORNIA RELATING TO STRUCTURES AND BUILDINGS. RULES, REGULATIONS AND ORDINANCES OF THE STATE OF THE BEST OF MY KNOWLEDGE, THE SAME COMPLIES WITH THE HAS BEEN PREPARED UNDER MY SUPERVISION AND THAT TO I HEREBY CERTIFY THAT THE ENGINEERING ON THESE PLANS ENGINEER DESIGNER DAVID H. LE Email: brightark@gmail.com TEL: (714) 868 2499 Email: brightark@gmail.com TEL: (714) 868 2499 GARDEN GROVE, CA 92843 10321 WOODBURY RD. DIMENSIONS. INFINITE ARCH NE W H O U S E + D E T A C H E D A D U + J A D U OW N E R : A N D Y M A I 18 3 4 W T H I R D S T R E E T - J A D U U N I T # 2 - A D U U N I T # 3 SA N T A A N A C A 9 2 7 0 3 1 10/10/24 REVISION 1 2 12/02/24 REVISION 2 3 02/05/25 REVISION 3 4 02/18/25 REVISION 4 1834 W Third St & #2,33/21/2025 PROPOSED SITE PLAN SHOWING NEW 1ST PLAN SCALE 1/8" =1'-0" NEW MAIN HOUSE 2ND FLOOR PLAN SCALE 1/8" =1'-0" LANDSCAPE CONCEPT PLAN SCALE 1/8" =1'-0" MAIN HOUSE STATISTIC:JADU STATISTIC:ADU STATISTIC: A0.1 Pr o j e c t N a m e Date Drawing Title Project Number DesignedDrawn DRAWING NUMBER Checked NO. DATE REVISION ANY DISCREPANCIES. DO NOT SCALE DRAWINGS; USE FIGURED CONTRACTOR IS TO NOTIFY INFINITE-ARCH FOR CLARIFICATION OF OR EXISTING FIELD CONDITIONS AGAINST DRAWINGS. CONTRACTORS ARE TO VERIFY ALL DIMENSIONS ON DRAWINGS WRITING AND APPROPRIATE COMPENSATION TO INFINITEARCH COMPLETION OF THIS PROJECT BY OTHERS, EXCEPT BY AGREEMENT IN ANY OTHER PROJECT OR FOR ADDITIONS TO THIS PROJECT OR FOR SPECIFICATIONS SHALL NOT BE USED BY THE OWNER OR OTHERS, ON CONSTRUCTION AT THE SITE REFERENCED HEREON. THE PLANS AND OCCUPANCY. THE PLANS AND SPECIFICATIONS ARE FOR THE COPIES FOR REFERENCE IN CONNECTION WITH THE OWNER'S USE OR IS EXECUTED OR NOT. THE OWNER SHALL BE PERMITTED TO RETAIN INFINITE ARCH WHETHER THE PROJECT FOR WHICH THEY WERE CREATED INSTRUMENTS OF SERVICE, ARE AND SHALL REMAIN, THE PROPERTY OF OWNERSHIP OF DOCUMENTS, PLANS AND SPECIFICATIONS, AS CALIFORNIA RELATING TO STRUCTURES AND BUILDINGS. RULES, REGULATIONS AND ORDINANCES OF THE STATE OF THE BEST OF MY KNOWLEDGE, THE SAME COMPLIES WITH THE HAS BEEN PREPARED UNDER MY SUPERVISION AND THAT TO I HEREBY CERTIFY THAT THE ENGINEERING ON THESE PLANS ENGINEER DESIGNER DAVID H. LE Email: brightark@gmail.com TEL: (714) 868 2499 Email: brightark@gmail.com TEL: (714) 868 2499 GARDEN GROVE, CA 92843 10321 WOODBURY RD. DIMENSIONS. INFINITE ARCH NE W H O U S E + D E T A C H E D A D U + J A D U OW N E R : A N D Y M A I 18 3 4 W T H I R D S T R E E T - J A D U U N I T # 2 - A D U U N I T # 3 SA N T A A N A C A 9 2 7 0 3 1 10/10/24 REVISION 1 2 12/02/24 REVISION 2 3 02/05/25 REVISION 3 4 02/18/25 REVISION 4 1834 W Third St & #2,33/21/2025 PROPOSED NORTH ELEVATION FENCE SCALE 1/4" =1'-0" PROPOSED SOUTH ELEVATION FENCE SCALE 1/4" =1'-0" PROPOSED WEST ELEVATION FENCE SCALE 1/4" =1'-0" PROPOSED EAST ELEVATION FENCE SCALE 1/4" =1'-0" LEGEND: A0.2 Pr o j e c t N a m e Date Drawing Title Project Number DesignedDrawn DRAWING NUMBER Checked NO. DATE REVISION ANY DISCREPANCIES. DO NOT SCALE DRAWINGS; USE FIGURED CONTRACTOR IS TO NOTIFY INFINITE-ARCH FOR CLARIFICATION OF OR EXISTING FIELD CONDITIONS AGAINST DRAWINGS. CONTRACTORS ARE TO VERIFY ALL DIMENSIONS ON DRAWINGS WRITING AND APPROPRIATE COMPENSATION TO INFINITEARCH COMPLETION OF THIS PROJECT BY OTHERS, EXCEPT BY AGREEMENT IN ANY OTHER PROJECT OR FOR ADDITIONS TO THIS PROJECT OR FOR SPECIFICATIONS SHALL NOT BE USED BY THE OWNER OR OTHERS, ON CONSTRUCTION AT THE SITE REFERENCED HEREON. THE PLANS AND OCCUPANCY. THE PLANS AND SPECIFICATIONS ARE FOR THE COPIES FOR REFERENCE IN CONNECTION WITH THE OWNER'S USE OR IS EXECUTED OR NOT. THE OWNER SHALL BE PERMITTED TO RETAIN INFINITE ARCH WHETHER THE PROJECT FOR WHICH THEY WERE CREATED INSTRUMENTS OF SERVICE, ARE AND SHALL REMAIN, THE PROPERTY OF OWNERSHIP OF DOCUMENTS, PLANS AND SPECIFICATIONS, AS CALIFORNIA RELATING TO STRUCTURES AND BUILDINGS. RULES, REGULATIONS AND ORDINANCES OF THE STATE OF THE BEST OF MY KNOWLEDGE, THE SAME COMPLIES WITH THE HAS BEEN PREPARED UNDER MY SUPERVISION AND THAT TO I HEREBY CERTIFY THAT THE ENGINEERING ON THESE PLANS ENGINEER DESIGNER DAVID H. LE Email: brightark@gmail.com TEL: (714) 868 2499 Email: brightark@gmail.com TEL: (714) 868 2499 GARDEN GROVE, CA 92843 10321 WOODBURY RD. DIMENSIONS. INFINITE ARCH NE W H O U S E + D E T A C H E D A D U + J A D U OW N E R : A N D Y M A I 18 3 4 W T H I R D S T R E E T - J A D U U N I T # 2 - A D U U N I T # 3 SA N T A A N A C A 9 2 7 0 3 1 10/10/24 REVISION 1 2 12/02/24 REVISION 2 3 02/05/25 REVISION 3 4 02/18/25 REVISION 4 1834 W Third St & #2,33/21/2025 ADDRESS PLAN SCALE 1/8" =1'-0" (N) PRIMARY DWELLING PL = 1 1 9 ' PL = 1 1 9 ' PL=55' PL=55' N D A I S Y A V E . W THIRD STREET SANTA ANA CA 92703 1834 W THIRD STREET (N) JADU SANTA ANA CA 92703 1834 W THIRD STREET, UNIT 2 (N) ADU SANTA ANA CA 92703 1834 W THIRD STREET, UNIT 3 A0.3 Pr o j e c t N a m e Date Drawing Title Project Number DesignedDrawn DRAWING NUMBER Checked NO. DATE REVISION ANY DISCREPANCIES. DO NOT SCALE DRAWINGS; USE FIGURED CONTRACTOR IS TO NOTIFY INFINITE-ARCH FOR CLARIFICATION OF OR EXISTING FIELD CONDITIONS AGAINST DRAWINGS. CONTRACTORS ARE TO VERIFY ALL DIMENSIONS ON DRAWINGS WRITING AND APPROPRIATE COMPENSATION TO INFINITEARCH COMPLETION OF THIS PROJECT BY OTHERS, EXCEPT BY AGREEMENT IN ANY OTHER PROJECT OR FOR ADDITIONS TO THIS PROJECT OR FOR SPECIFICATIONS SHALL NOT BE USED BY THE OWNER OR OTHERS, ON CONSTRUCTION AT THE SITE REFERENCED HEREON. THE PLANS AND OCCUPANCY. THE PLANS AND SPECIFICATIONS ARE FOR THE COPIES FOR REFERENCE IN CONNECTION WITH THE OWNER'S USE OR IS EXECUTED OR NOT. THE OWNER SHALL BE PERMITTED TO RETAIN INFINITE ARCH WHETHER THE PROJECT FOR WHICH THEY WERE CREATED INSTRUMENTS OF SERVICE, ARE AND SHALL REMAIN, THE PROPERTY OF OWNERSHIP OF DOCUMENTS, PLANS AND SPECIFICATIONS, AS CALIFORNIA RELATING TO STRUCTURES AND BUILDINGS. RULES, REGULATIONS AND ORDINANCES OF THE STATE OF THE BEST OF MY KNOWLEDGE, THE SAME COMPLIES WITH THE HAS BEEN PREPARED UNDER MY SUPERVISION AND THAT TO I HEREBY CERTIFY THAT THE ENGINEERING ON THESE PLANS ENGINEER DESIGNER DAVID H. LE Email: brightark@gmail.com TEL: (714) 868 2499 Email: brightark@gmail.com TEL: (714) 868 2499 GARDEN GROVE, CA 92843 10321 WOODBURY RD. DIMENSIONS. INFINITE ARCH NE W H O U S E + D E T A C H E D A D U + J A D U OW N E R : A N D Y M A I 18 3 4 W T H I R D S T R E E T - J A D U U N I T # 2 - A D U U N I T # 3 SA N T A A N A C A 9 2 7 0 3 1 10/10/24 REVISION 1 2 12/02/24 REVISION 2 3 02/05/25 REVISION 3 4 02/18/25 REVISION 4 1834 W Third St & #2,33/21/2025 JADU 484 SF MAIN HOUSE FIRST FLOOR 1,013 SF. NEW MAIN HOUSE & JADU 1ST FLOOR PLAN SCALE 1/4" =1'-0" SECOND FLOOR 1000 SF. NEW MAIN HOUSE 2ND FLOOR PLAN SCALE 1/4" =1'-0" LEGEND: DESCRIPTIONW x H 1 ID MATERIAL DOOR SCHEDULE REMARKS QTY. UL FACTOR SHGC DESCRIPTIONW x H 1 ID MATERIAL 2 WINDOW SCHEDULE REMARKS QTY. UL FACTOR SHGC 0.21 2 3 3 4 (2ND)(1ST) 0.29 0.21 PROPOSED DOOR & WINDOW SCHEDULE 0.21 4 0.21 5 0.21 0.29 0.29 0.29 0.29 5 6 6 0.210.29 1 2 3 4 5 13 13 6 7 7 8 9 10 8 11 6 6 6 6 6 9 0.29 0.21 10 3 1 2 3 3 5 6 11 1 A2.1 3 A2.2 A2.12 A2.2 4 MAIN HOUSE JADU (2ND)(1ST) MAIN HOUSE JADU 2 6 6 33 3 4 7 0.210.29 7 8 8 0.210.29 9 1 A3.1 1 A3.1 2 A3.1 2 A3.1 0.29 0.21 12 10 0.210.29 10 11 0.210.29 0.210.29 9 11 11 0.210.29 12 0.29 0.21 12 4 ” ” “ 13 GA FILE NO. WP 3243 GENERIC 1 HOUR FIRE 50 TO 54 STC SOUND NOTE: A1.1 Pr o j e c t N a m e Date Drawing Title Project Number DesignedDrawn DRAWING NUMBER Checked NO. DATE REVISION ANY DISCREPANCIES. DO NOT SCALE DRAWINGS; USE FIGURED CONTRACTOR IS TO NOTIFY INFINITE-ARCH FOR CLARIFICATION OF OR EXISTING FIELD CONDITIONS AGAINST DRAWINGS. CONTRACTORS ARE TO VERIFY ALL DIMENSIONS ON DRAWINGS WRITING AND APPROPRIATE COMPENSATION TO INFINITEARCH COMPLETION OF THIS PROJECT BY OTHERS, EXCEPT BY AGREEMENT IN ANY OTHER PROJECT OR FOR ADDITIONS TO THIS PROJECT OR FOR SPECIFICATIONS SHALL NOT BE USED BY THE OWNER OR OTHERS, ON CONSTRUCTION AT THE SITE REFERENCED HEREON. THE PLANS AND OCCUPANCY. THE PLANS AND SPECIFICATIONS ARE FOR THE COPIES FOR REFERENCE IN CONNECTION WITH THE OWNER'S USE OR IS EXECUTED OR NOT. THE OWNER SHALL BE PERMITTED TO RETAIN INFINITE ARCH WHETHER THE PROJECT FOR WHICH THEY WERE CREATED INSTRUMENTS OF SERVICE, ARE AND SHALL REMAIN, THE PROPERTY OF OWNERSHIP OF DOCUMENTS, PLANS AND SPECIFICATIONS, AS CALIFORNIA RELATING TO STRUCTURES AND BUILDINGS. RULES, REGULATIONS AND ORDINANCES OF THE STATE OF THE BEST OF MY KNOWLEDGE, THE SAME COMPLIES WITH THE HAS BEEN PREPARED UNDER MY SUPERVISION AND THAT TO I HEREBY CERTIFY THAT THE ENGINEERING ON THESE PLANS ENGINEER DESIGNER DAVID H. LE Email: brightark@gmail.com TEL: (714) 868 2499 Email: brightark@gmail.com TEL: (714) 868 2499 GARDEN GROVE, CA 92843 10321 WOODBURY RD. DIMENSIONS. INFINITE ARCH NE W H O U S E + D E T A C H E D A D U + J A D U OW N E R : A N D Y M A I 18 3 4 W T H I R D S T R E E T - J A D U U N I T # 2 - A D U U N I T # 3 SA N T A A N A C A 9 2 7 0 3 1 10/10/24 REVISION 1 2 12/02/24 REVISION 2 3 02/05/25 REVISION 3 4 02/18/25 REVISION 4 1834 W Third St & #2,33/21/2025 1 A2.3 3 A2.3 A2.32A2.3 4 NEW ADU FLOOR PLAN SCALE 3/16" =1'-0" DESCRIPTIONW x H 1 ID MATERIAL DOOR SCHEDULE REMARKS QTY.UL FACTOR SHGC DESCRIPTIONW x H 1 ID MATERIAL 2 WINDOW SCHEDULE REMARKS QTY.UL FACTOR SHGC 0.21 2 3 3 4 (N)(E) (N)(E) 0.29 0.21 PROPOSED DOOR & WINDOW SCHEDULE 0.21 4 0.21 0.21 0.29 0.29 0.29 0.29 1 26 2 6 3 4 5 5 1 112 3 44 LEGEND: 2 A1.2 1 A1.2 GROUND LEVEL -0'-8" FINISH SLAB ±0.0 TOP PLATE +9'-0" TOP OF STRUCTURE +13'-6" PROPOSED SECTION SCALE 1/4" =1'-0" GROUND LEVEL -0'-8" FINISH SLAB ±0.0 TOP PLATE +9'-0" PROPOSED SECTION SCALE 1/4" =1'-0" TOP OF STRUCTURE +13'-6" EXTERIOR & WEEP SCREED DETAIL SCALE 1/2" =1'-0" 6 NOTE: PROPOSED ROOF PLAN SCALE 1/8" =1'-0" A1.2 Pr o j e c t N a m e Date Drawing Title Project Number DesignedDrawn DRAWING NUMBER Checked NO. DATE REVISION ANY DISCREPANCIES. DO NOT SCALE DRAWINGS; USE FIGURED CONTRACTOR IS TO NOTIFY INFINITE-ARCH FOR CLARIFICATION OF OR EXISTING FIELD CONDITIONS AGAINST DRAWINGS. CONTRACTORS ARE TO VERIFY ALL DIMENSIONS ON DRAWINGS WRITING AND APPROPRIATE COMPENSATION TO INFINITEARCH COMPLETION OF THIS PROJECT BY OTHERS, EXCEPT BY AGREEMENT IN ANY OTHER PROJECT OR FOR ADDITIONS TO THIS PROJECT OR FOR SPECIFICATIONS SHALL NOT BE USED BY THE OWNER OR OTHERS, ON CONSTRUCTION AT THE SITE REFERENCED HEREON. THE PLANS AND OCCUPANCY. THE PLANS AND SPECIFICATIONS ARE FOR THE COPIES FOR REFERENCE IN CONNECTION WITH THE OWNER'S USE OR IS EXECUTED OR NOT. THE OWNER SHALL BE PERMITTED TO RETAIN INFINITE ARCH WHETHER THE PROJECT FOR WHICH THEY WERE CREATED INSTRUMENTS OF SERVICE, ARE AND SHALL REMAIN, THE PROPERTY OF OWNERSHIP OF DOCUMENTS, PLANS AND SPECIFICATIONS, AS CALIFORNIA RELATING TO STRUCTURES AND BUILDINGS. RULES, REGULATIONS AND ORDINANCES OF THE STATE OF THE BEST OF MY KNOWLEDGE, THE SAME COMPLIES WITH THE HAS BEEN PREPARED UNDER MY SUPERVISION AND THAT TO I HEREBY CERTIFY THAT THE ENGINEERING ON THESE PLANS ENGINEER DESIGNER DAVID H. LE Email: brightark@gmail.com TEL: (714) 868 2499 Email: brightark@gmail.com TEL: (714) 868 2499 GARDEN GROVE, CA 92843 10321 WOODBURY RD. DIMENSIONS. INFINITE ARCH NE W H O U S E + D E T A C H E D A D U + J A D U OW N E R : A N D Y M A I 18 3 4 W T H I R D S T R E E T - J A D U U N I T # 2 - A D U U N I T # 3 SA N T A A N A C A 9 2 7 0 3 1 10/10/24 REVISION 1 2 12/02/24 REVISION 2 3 02/05/25 REVISION 3 4 02/18/25 REVISION 4 1834 W Third St & #2,33/21/2025 GROUND LEVEL -0'-8" FINISH SLAB ±0.0 TOP PLATE +9'-0" PROPOSED NORTH ELEVATION SCALE 1/4" =1'-0" GROUND LEVEL -0'-6" FINISH SLAB ±0.0 TOP PLATE +9'-0" PROPOSED EAST ELEVATION SCALE 1/4" =1'-0" 2ND FLOOR LEVEL +10'-2" TOP PLATE LEVEL +19'-2" TOP OF ROOF +25'-6" TOP OF LOWER ROOF +24'-8" 2ND FLOOR LEVEL +10'-2" TOP PLATE LEVEL +19'-2" TOP OF ROOF +25'-6" TOP OF LOWER ROOF +24'-8" PROPOSED ROOF PLAN SCALE 1/8" =1'-0" ONE HOUR RATED ROOF EAVES DETAIL N.T.S. ONE HOUR RATED ROOF EAVES DETAIL N.T.S. VAULTED CEILING ROOF DETAIL N.T.S.A2.1 Pr o j e c t N a m e Date Drawing Title Project Number DesignedDrawn DRAWING NUMBER Checked NO. DATE REVISION ANY DISCREPANCIES. DO NOT SCALE DRAWINGS; USE FIGURED CONTRACTOR IS TO NOTIFY INFINITE-ARCH FOR CLARIFICATION OF OR EXISTING FIELD CONDITIONS AGAINST DRAWINGS. CONTRACTORS ARE TO VERIFY ALL DIMENSIONS ON DRAWINGS WRITING AND APPROPRIATE COMPENSATION TO INFINITEARCH COMPLETION OF THIS PROJECT BY OTHERS, EXCEPT BY AGREEMENT IN ANY OTHER PROJECT OR FOR ADDITIONS TO THIS PROJECT OR FOR SPECIFICATIONS SHALL NOT BE USED BY THE OWNER OR OTHERS, ON CONSTRUCTION AT THE SITE REFERENCED HEREON. THE PLANS AND OCCUPANCY. THE PLANS AND SPECIFICATIONS ARE FOR THE COPIES FOR REFERENCE IN CONNECTION WITH THE OWNER'S USE OR IS EXECUTED OR NOT. THE OWNER SHALL BE PERMITTED TO RETAIN INFINITE ARCH WHETHER THE PROJECT FOR WHICH THEY WERE CREATED INSTRUMENTS OF SERVICE, ARE AND SHALL REMAIN, THE PROPERTY OF OWNERSHIP OF DOCUMENTS, PLANS AND SPECIFICATIONS, AS CALIFORNIA RELATING TO STRUCTURES AND BUILDINGS. RULES, REGULATIONS AND ORDINANCES OF THE STATE OF THE BEST OF MY KNOWLEDGE, THE SAME COMPLIES WITH THE HAS BEEN PREPARED UNDER MY SUPERVISION AND THAT TO I HEREBY CERTIFY THAT THE ENGINEERING ON THESE PLANS ENGINEER DESIGNER DAVID H. LE Email: brightark@gmail.com TEL: (714) 868 2499 Email: brightark@gmail.com TEL: (714) 868 2499 GARDEN GROVE, CA 92843 10321 WOODBURY RD. DIMENSIONS. INFINITE ARCH NE W H O U S E + D E T A C H E D A D U + J A D U OW N E R : A N D Y M A I 18 3 4 W T H I R D S T R E E T - J A D U U N I T # 2 - A D U U N I T # 3 SA N T A A N A C A 9 2 7 0 3 1 10/10/24 REVISION 1 2 12/02/24 REVISION 2 3 02/05/25 REVISION 3 4 02/18/25 REVISION 4 1834 W Third St & #2,33/21/2025 GRAB BAR SECTION DETAIL N.T.S. GROUND LEVEL -0'-8" FINISH SLAB ±0.0 TOP PLATE +9'-0" PROPOSED SOUTH ELEVATION SCALE 1/4" =1'-0" GROUND LEVEL -0'-8" FINISH SLAB ±0.0 TOP PLATE +9'-0" 2ND FLOOR LEVEL +10'-2" TOP PLATE LEVEL +19'-2" TOP OF ROOF +25'-6" PROPOSED WEST ELEVATION SCALE 1/4" =1'-0" 2ND FLOOR LEVEL +10'-2" TOP PLATE LEVEL +19'-2" TOP OF LOWER ROOF +24'-8" TOP OF ROOF +25'-6" TOP OF LOWER ROOF +24'-8" A2.2 Pr o j e c t N a m e Date Drawing Title Project Number DesignedDrawn DRAWING NUMBER Checked NO. DATE REVISION ANY DISCREPANCIES. DO NOT SCALE DRAWINGS; USE FIGURED CONTRACTOR IS TO NOTIFY INFINITE-ARCH FOR CLARIFICATION OF OR EXISTING FIELD CONDITIONS AGAINST DRAWINGS. CONTRACTORS ARE TO VERIFY ALL DIMENSIONS ON DRAWINGS WRITING AND APPROPRIATE COMPENSATION TO INFINITEARCH COMPLETION OF THIS PROJECT BY OTHERS, EXCEPT BY AGREEMENT IN ANY OTHER PROJECT OR FOR ADDITIONS TO THIS PROJECT OR FOR SPECIFICATIONS SHALL NOT BE USED BY THE OWNER OR OTHERS, ON CONSTRUCTION AT THE SITE REFERENCED HEREON. THE PLANS AND OCCUPANCY. THE PLANS AND SPECIFICATIONS ARE FOR THE COPIES FOR REFERENCE IN CONNECTION WITH THE OWNER'S USE OR IS EXECUTED OR NOT. THE OWNER SHALL BE PERMITTED TO RETAIN INFINITE ARCH WHETHER THE PROJECT FOR WHICH THEY WERE CREATED INSTRUMENTS OF SERVICE, ARE AND SHALL REMAIN, THE PROPERTY OF OWNERSHIP OF DOCUMENTS, PLANS AND SPECIFICATIONS, AS CALIFORNIA RELATING TO STRUCTURES AND BUILDINGS. RULES, REGULATIONS AND ORDINANCES OF THE STATE OF THE BEST OF MY KNOWLEDGE, THE SAME COMPLIES WITH THE HAS BEEN PREPARED UNDER MY SUPERVISION AND THAT TO I HEREBY CERTIFY THAT THE ENGINEERING ON THESE PLANS ENGINEER DESIGNER DAVID H. LE Email: brightark@gmail.com TEL: (714) 868 2499 Email: brightark@gmail.com TEL: (714) 868 2499 GARDEN GROVE, CA 92843 10321 WOODBURY RD. DIMENSIONS. INFINITE ARCH NE W H O U S E + D E T A C H E D A D U + J A D U OW N E R : A N D Y M A I 18 3 4 W T H I R D S T R E E T - J A D U U N I T # 2 - A D U U N I T # 3 SA N T A A N A C A 9 2 7 0 3 1 10/10/24 REVISION 1 2 12/02/24 REVISION 2 3 02/05/25 REVISION 3 4 02/18/25 REVISION 4 1834 W Third St & #2,33/21/2025 GROUND LEVEL -0'-8" FINISH SLAB ±0.0 TOP PLATE +9'-0" TOP OF STRUCTURE +13'-6" PROPOSED NORTH ELEVATION SCALE 1/4" =1'-0" GROUND LEVEL -0'-8" FINISH SLAB ±0.0 TOP PLATE +9'-0" TOP OF STRUCTURE +13'-6" PROPOSED SOUTH ELEVATION SCALE 1/4" =1'-0" GROUND LEVEL -0'-8" FINISH SLAB ±0.0 TOP PLATE +9'-0" TOP OF STRUCTURE +13'-6" PROPOSED WEST ELEVATION SCALE 1/4" =1'-0" GROUND LEVEL -0'-8" FINISH SLAB ±0.0 TOP PLATE +9'-0" TOP OF STRUCTURE +13'-6" PROPOSED EAST ELEVATION SCALE 1/4" =1'-0" A2.3 Pr o j e c t N a m e Date Drawing Title Project Number DesignedDrawn DRAWING NUMBER Checked NO. DATE REVISION ANY DISCREPANCIES. DO NOT SCALE DRAWINGS; USE FIGURED CONTRACTOR IS TO NOTIFY INFINITE-ARCH FOR CLARIFICATION OF OR EXISTING FIELD CONDITIONS AGAINST DRAWINGS. CONTRACTORS ARE TO VERIFY ALL DIMENSIONS ON DRAWINGS WRITING AND APPROPRIATE COMPENSATION TO INFINITEARCH COMPLETION OF THIS PROJECT BY OTHERS, EXCEPT BY AGREEMENT IN ANY OTHER PROJECT OR FOR ADDITIONS TO THIS PROJECT OR FOR SPECIFICATIONS SHALL NOT BE USED BY THE OWNER OR OTHERS, ON CONSTRUCTION AT THE SITE REFERENCED HEREON. THE PLANS AND OCCUPANCY. THE PLANS AND SPECIFICATIONS ARE FOR THE COPIES FOR REFERENCE IN CONNECTION WITH THE OWNER'S USE OR IS EXECUTED OR NOT. THE OWNER SHALL BE PERMITTED TO RETAIN INFINITE ARCH WHETHER THE PROJECT FOR WHICH THEY WERE CREATED INSTRUMENTS OF SERVICE, ARE AND SHALL REMAIN, THE PROPERTY OF OWNERSHIP OF DOCUMENTS, PLANS AND SPECIFICATIONS, AS CALIFORNIA RELATING TO STRUCTURES AND BUILDINGS. RULES, REGULATIONS AND ORDINANCES OF THE STATE OF THE BEST OF MY KNOWLEDGE, THE SAME COMPLIES WITH THE HAS BEEN PREPARED UNDER MY SUPERVISION AND THAT TO I HEREBY CERTIFY THAT THE ENGINEERING ON THESE PLANS ENGINEER DESIGNER DAVID H. LE Email: brightark@gmail.com TEL: (714) 868 2499 Email: brightark@gmail.com TEL: (714) 868 2499 GARDEN GROVE, CA 92843 10321 WOODBURY RD. DIMENSIONS. INFINITE ARCH NE W H O U S E + D E T A C H E D A D U + J A D U OW N E R : A N D Y M A I 18 3 4 W T H I R D S T R E E T - J A D U U N I T # 2 - A D U U N I T # 3 SA N T A A N A C A 9 2 7 0 3 1 10/10/24 REVISION 1 2 12/02/24 REVISION 2 3 02/05/25 REVISION 3 4 02/18/25 REVISION 4 1834 W Third St & #2,33/21/2025 VAULTED CEILING ROOF DETAIL N.T.S. INTERIOR GUARDRAIL DETAIL SCALE 1/2" =1'-0" EXTERIOR GUARDRAIL DETAIL SCALE 1/2" =1'-0" 2ND FLOOR LEVEL +10'-2" TOP PLATE +9'-0" GROUND LEVEL -0'-8" FINISH SLAB ±0.0 TOP PLATE +9'-0" 2ND FLOOR LEVEL +10'-2" TOP PLATE LEVEL +19'-2" GROUND LEVEL -0'-8" FINISH SLAB ±0.0 TOP PLATE +9'-0" 2ND FLOOR LEVEL +10'-2" TOP PLATE LEVEL +19'-2" JADU PROPOSED SECTION SCALE 1/4" =1'-0" PROPOSED SECTION SCALE 1/4" =1'-0" TOP OF ROOF +25'-6" TOP OF LOWER ROOF +24'-8" TOP OF ROOF +25'-6" TOP OF LOWER ROOF +24'-8" EXTERIOR & WEEP SCREED DETAIL SCALE 1/2" =1'-0" A3.1 Pr o j e c t N a m e Date Drawing Title Project Number DesignedDrawn DRAWING NUMBER Checked NO. DATE REVISION ANY DISCREPANCIES. DO NOT SCALE DRAWINGS; USE FIGURED CONTRACTOR IS TO NOTIFY INFINITE-ARCH FOR CLARIFICATION OF OR EXISTING FIELD CONDITIONS AGAINST DRAWINGS. CONTRACTORS ARE TO VERIFY ALL DIMENSIONS ON DRAWINGS WRITING AND APPROPRIATE COMPENSATION TO INFINITEARCH COMPLETION OF THIS PROJECT BY OTHERS, EXCEPT BY AGREEMENT IN ANY OTHER PROJECT OR FOR ADDITIONS TO THIS PROJECT OR FOR SPECIFICATIONS SHALL NOT BE USED BY THE OWNER OR OTHERS, ON CONSTRUCTION AT THE SITE REFERENCED HEREON. THE PLANS AND OCCUPANCY. THE PLANS AND SPECIFICATIONS ARE FOR THE COPIES FOR REFERENCE IN CONNECTION WITH THE OWNER'S USE OR IS EXECUTED OR NOT. THE OWNER SHALL BE PERMITTED TO RETAIN INFINITE ARCH WHETHER THE PROJECT FOR WHICH THEY WERE CREATED INSTRUMENTS OF SERVICE, ARE AND SHALL REMAIN, THE PROPERTY OF OWNERSHIP OF DOCUMENTS, PLANS AND SPECIFICATIONS, AS CALIFORNIA RELATING TO STRUCTURES AND BUILDINGS. RULES, REGULATIONS AND ORDINANCES OF THE STATE OF THE BEST OF MY KNOWLEDGE, THE SAME COMPLIES WITH THE HAS BEEN PREPARED UNDER MY SUPERVISION AND THAT TO I HEREBY CERTIFY THAT THE ENGINEERING ON THESE PLANS ENGINEER DESIGNER DAVID H. LE Email: brightark@gmail.com TEL: (714) 868 2499 Email: brightark@gmail.com TEL: (714) 868 2499 GARDEN GROVE, CA 92843 10321 WOODBURY RD. DIMENSIONS. INFINITE ARCH NE W H O U S E + D E T A C H E D A D U + J A D U OW N E R : A N D Y M A I 18 3 4 W T H I R D S T R E E T - J A D U U N I T # 2 - A D U U N I T # 3 SA N T A A N A C A 9 2 7 0 3 1 10/10/24 REVISION 1 2 12/02/24 REVISION 2 3 02/05/25 REVISION 3 4 02/18/25 REVISION 4 1834 W Third St & #2,33/21/2025 ENLARGED STAIRCASE 1ST FLOOR PLAN SCALE 1/2" =1'-0" ENLARGED STAIRCASE 2ND FLOOR PLAN SCALE 1/2" =1'-0" A A3.2 A A3.2 FINISH SLAB ±0.0 TOP PLATE +9'-0" 2ND FLOOR LEVEL +10'-2" GROUND LEVEL -0'-8" STAIR SECTION A SCALE 1/2" =1'-0" GUARDRAIL DETAIL SCALE 1/2" =1'-0" ¾ ’ ¾ ” HANDRAIL DETAIL SCALE 1/2" =1'-0" A3.2 Pr o j e c t N a m e Date Drawing Title Project Number DesignedDrawn DRAWING NUMBER Checked NO. DATE REVISION ANY DISCREPANCIES. DO NOT SCALE DRAWINGS; USE FIGURED CONTRACTOR IS TO NOTIFY INFINITE-ARCH FOR CLARIFICATION OF OR EXISTING FIELD CONDITIONS AGAINST DRAWINGS. CONTRACTORS ARE TO VERIFY ALL DIMENSIONS ON DRAWINGS WRITING AND APPROPRIATE COMPENSATION TO INFINITEARCH COMPLETION OF THIS PROJECT BY OTHERS, EXCEPT BY AGREEMENT IN ANY OTHER PROJECT OR FOR ADDITIONS TO THIS PROJECT OR FOR SPECIFICATIONS SHALL NOT BE USED BY THE OWNER OR OTHERS, ON CONSTRUCTION AT THE SITE REFERENCED HEREON. THE PLANS AND OCCUPANCY. THE PLANS AND SPECIFICATIONS ARE FOR THE COPIES FOR REFERENCE IN CONNECTION WITH THE OWNER'S USE OR IS EXECUTED OR NOT. THE OWNER SHALL BE PERMITTED TO RETAIN INFINITE ARCH WHETHER THE PROJECT FOR WHICH THEY WERE CREATED INSTRUMENTS OF SERVICE, ARE AND SHALL REMAIN, THE PROPERTY OF OWNERSHIP OF DOCUMENTS, PLANS AND SPECIFICATIONS, AS CALIFORNIA RELATING TO STRUCTURES AND BUILDINGS. RULES, REGULATIONS AND ORDINANCES OF THE STATE OF THE BEST OF MY KNOWLEDGE, THE SAME COMPLIES WITH THE HAS BEEN PREPARED UNDER MY SUPERVISION AND THAT TO I HEREBY CERTIFY THAT THE ENGINEERING ON THESE PLANS ENGINEER DESIGNER DAVID H. LE Email: brightark@gmail.com TEL: (714) 868 2499 Email: brightark@gmail.com TEL: (714) 868 2499 GARDEN GROVE, CA 92843 10321 WOODBURY RD. DIMENSIONS. INFINITE ARCH NE W H O U S E + D E T A C H E D A D U + J A D U OW N E R : A N D Y M A I 18 3 4 W T H I R D S T R E E T - J A D U U N I T # 2 - A D U U N I T # 3 SA N T A A N A C A 9 2 7 0 3 1 10/10/24 REVISION 1 2 12/02/24 REVISION 2 3 02/05/25 REVISION 3 4 02/18/25 REVISION 4 1834 W Third St & #2,33/21/2025 JADU 484 SF MAIN HOUSE FIRST FLOOR 1,013 SF. NEW MAIN HOUSE & JADU 1ST FLOOR UTILITY LAYOUT PLAN SCALE 1/4" =1'-0" NEW MAIN HOUSE 2ND FLOOR UTILITY LAYOUT PLAN SCALE 1/4" =1'-0" LEGEND: SECOND FLOOR 1000 SF. NEW ADU UTILITY LAYOUT PLAN SCALE 3/16" =1'-0" ” ” ” NOTES: A4.1 Pr o j e c t N a m e Date Drawing Title Project Number DesignedDrawn DRAWING NUMBER Checked NO. DATE REVISION ANY DISCREPANCIES. DO NOT SCALE DRAWINGS; USE FIGURED CONTRACTOR IS TO NOTIFY INFINITE-ARCH FOR CLARIFICATION OF OR EXISTING FIELD CONDITIONS AGAINST DRAWINGS. CONTRACTORS ARE TO VERIFY ALL DIMENSIONS ON DRAWINGS WRITING AND APPROPRIATE COMPENSATION TO INFINITEARCH COMPLETION OF THIS PROJECT BY OTHERS, EXCEPT BY AGREEMENT IN ANY OTHER PROJECT OR FOR ADDITIONS TO THIS PROJECT OR FOR SPECIFICATIONS SHALL NOT BE USED BY THE OWNER OR OTHERS, ON CONSTRUCTION AT THE SITE REFERENCED HEREON. THE PLANS AND OCCUPANCY. THE PLANS AND SPECIFICATIONS ARE FOR THE COPIES FOR REFERENCE IN CONNECTION WITH THE OWNER'S USE OR IS EXECUTED OR NOT. THE OWNER SHALL BE PERMITTED TO RETAIN INFINITE ARCH WHETHER THE PROJECT FOR WHICH THEY WERE CREATED INSTRUMENTS OF SERVICE, ARE AND SHALL REMAIN, THE PROPERTY OF OWNERSHIP OF DOCUMENTS, PLANS AND SPECIFICATIONS, AS CALIFORNIA RELATING TO STRUCTURES AND BUILDINGS. RULES, REGULATIONS AND ORDINANCES OF THE STATE OF THE BEST OF MY KNOWLEDGE, THE SAME COMPLIES WITH THE HAS BEEN PREPARED UNDER MY SUPERVISION AND THAT TO I HEREBY CERTIFY THAT THE ENGINEERING ON THESE PLANS ENGINEER DESIGNER DAVID H. LE Email: brightark@gmail.com TEL: (714) 868 2499 Email: brightark@gmail.com TEL: (714) 868 2499 GARDEN GROVE, CA 92843 10321 WOODBURY RD. DIMENSIONS. INFINITE ARCH NE W H O U S E + D E T A C H E D A D U + J A D U OW N E R : A N D Y M A I 18 3 4 W T H I R D S T R E E T - J A D U U N I T # 2 - A D U U N I T # 3 SA N T A A N A C A 9 2 7 0 3 1 10/10/24 REVISION 1 2 12/02/24 REVISION 2 3 02/05/25 REVISION 3 4 02/18/25 REVISION 4 1834 W Third St & #2,33/21/2025 · · · · ’’’ ”” “” “” “” “” ” ” ” – – – – “” “” “” “ ” “ ” A4.2 Pr o j e c t N a m e Date Drawing Title Project Number DesignedDrawn DRAWING NUMBER Checked NO. DATE REVISION ANY DISCREPANCIES. DO NOT SCALE DRAWINGS; USE FIGURED CONTRACTOR IS TO NOTIFY INFINITE-ARCH FOR CLARIFICATION OF OR EXISTING FIELD CONDITIONS AGAINST DRAWINGS. CONTRACTORS ARE TO VERIFY ALL DIMENSIONS ON DRAWINGS WRITING AND APPROPRIATE COMPENSATION TO INFINITEARCH COMPLETION OF THIS PROJECT BY OTHERS, EXCEPT BY AGREEMENT IN ANY OTHER PROJECT OR FOR ADDITIONS TO THIS PROJECT OR FOR SPECIFICATIONS SHALL NOT BE USED BY THE OWNER OR OTHERS, ON CONSTRUCTION AT THE SITE REFERENCED HEREON. THE PLANS AND OCCUPANCY. THE PLANS AND SPECIFICATIONS ARE FOR THE COPIES FOR REFERENCE IN CONNECTION WITH THE OWNER'S USE OR IS EXECUTED OR NOT. THE OWNER SHALL BE PERMITTED TO RETAIN INFINITE ARCH WHETHER THE PROJECT FOR WHICH THEY WERE CREATED INSTRUMENTS OF SERVICE, ARE AND SHALL REMAIN, THE PROPERTY OF OWNERSHIP OF DOCUMENTS, PLANS AND SPECIFICATIONS, AS CALIFORNIA RELATING TO STRUCTURES AND BUILDINGS. RULES, REGULATIONS AND ORDINANCES OF THE STATE OF THE BEST OF MY KNOWLEDGE, THE SAME COMPLIES WITH THE HAS BEEN PREPARED UNDER MY SUPERVISION AND THAT TO I HEREBY CERTIFY THAT THE ENGINEERING ON THESE PLANS ENGINEER DESIGNER DAVID H. LE Email: brightark@gmail.com TEL: (714) 868 2499 Email: brightark@gmail.com TEL: (714) 868 2499 GARDEN GROVE, CA 92843 10321 WOODBURY RD. DIMENSIONS. INFINITE ARCH NE W H O U S E + D E T A C H E D A D U + J A D U OW N E R : A N D Y M A I 18 3 4 W T H I R D S T R E E T - J A D U U N I T # 2 - A D U U N I T # 3 SA N T A A N A C A 9 2 7 0 3 1 10/10/24 REVISION 1 2 12/02/24 REVISION 2 3 02/05/25 REVISION 3 4 02/18/25 REVISION 4 1834 W Third St & #2,33/21/2025 1834 W Third St & #2,33/21/2025 1834 W Third St & #2,33/21/2025 X SDX DETAIL NUMBER DETAIL SHEET NUMBER CALIFORNIA FRAMING BEAM NUMBER, REFER TO CALCULATIONS. LEGEND: INDICATES ROOF RAFTER, SEE JOISTS TABLE X 6X6 INDICATES BEAM SIZE (DFL HEADER/DROP) U.N.O. BEARING WALLS, SEE PLAN. INDICATES DECK JOIST, SEE JOISTS TABLE INDICATES FLOOR JOIST, SEE JOISTS TABLE 1. REFER TO STRUCTURAL GENERAL NOTES AND DETAIL SHEETS S.0 FOR MORE INFORMATION. 3. HANGERS FOR FLUSH FRAMED MEMBERS SHALL BE SIMPSON STRONG-TIE AS FOLLOWS U.N.O.: 2. ALL VERTICAL PIPES THROUGH PLATES AND/OR SOLID RIM BEAMS MUST BE DRILLED CLEAN CUT W/ 1/16" TOLERANCE. DO NOT NOTCH OR CUT PLATES. 6. BEARING STUD HEIGHTS: - 2x4's @ 16" o.c. maximum 10'-0" height - 2x6's @ 16" o.c. maximum 16'-0" height FRAMING NOTES: 7. DOUBLE TOP PLATE AT ALL SHEAR WALL LINES SHALL BE SPLICED PER DETAIL 16/SD2. STRAPS SCHEDULE:JOISTS TABLE: CONSTRUCTION KEY NOTES:X ALIGN STUD(S) / POST(S) WITH UPPER FLOOR STUD(S) / POST(S) AND PROVIDE SOLID BLOCKING BETWEEN FLOOR1 PROVIDE SOLID BLOCKING UNDER GIRDER / BEAM. LINE OF 2X BLOCKING W/ EDGE NAIL. & CONTINUOUS CS16 STRAP OVER U.N.O. SEE PLAN FOR NUMBER OF BAYS. 2 3 SHEAR PANEL LENGTH AND NUMBER. SEE SW SCHED. FOR PANEL TYPE, MIN. 2x4 @ EA. END. xx x'-x" REF XX XX INDICATES SHEARWALL STRAP, SEE REFERENCE DETAIL 1/SD3 POST SIZE, SEE POST SCHEDULE. XX XPOST SCHEDULE: POST SIZESYM. 24 224 324 26 226 2X4 STUD (2)-2X4 BUNDLED STUD (3)-2X4 BUNDLED STUD 2X6 STUD (2)-2X6 BUNDLED STUD 326 44 46 66 (3)-2X6 BUNDLED STUD 4X4 POST 4X6 POST 6X6 POST POST SIZESYM.MARK JOIST SPECIFICATIONS R1 ROOF RAFTER 2 x 6 DFL#2 @ 16" O.C. R1A R2 ROOF RAFTER 2 x 10 DFL#2 @ 16" O.C. C1 CEILING JOIST 2 x 6 DFL#2 @ 16" O.C. F1 F2 ROOF RAFTER 2 x 6 DFL#2 @ 16" O.C. W/ PURLIN FLOOR JOIST 11 7/8" TJI 210 @ 19.2" O.C. FLOOR JOIST 11 7/8" TJI 210 @ 16" O.C. MARK STRAP STRAP LENGTH NAILS/ SPACING REFERENCE DETAIL 8d BOX/SINKER @ 4-1/8" 8d BOX/SINKER @ 4-1/8" 16d SINKER @ 4-1/2" CS16 (2)CS16 CMSTC16 5 6 7 3' - 6" 3' - 6" 3' - 6" 19/SD2 CS16 (2)CS16 8 9 3' - 6" 3' - 6" 8d BOX/SINKER @ 2-1/16" O.C. 8d BOX/SINKER @ 2-1/16" O.C. 20/SD2 CS16 (2)CS16 CMSTC16 10 11 12 3' - 6" 3' - 6" 3' - 6" 8d BOX/SINKER @ 4-1/8" O.C. 8d BOX/SINKER @ 4-1/8" O.C. 16d SINKER @ 4-1/2" 6/SD3 16d SINKER @ 4-1/2" CS16 (2)CS16 CMSTC16 13 14 15 3' - 6" 3' - 6" 3' - 6" 8d BOX/SINKER @ 4-1/8" O.C. 8d BOX/SINKER @ 4-1/8" O.C.16/SD3 16d SINKER @ 4-1/2" CS16 (2)CS16 CMSTC16 16 17 18 3' - 6" 3' - 6" 3' - 6" 8d BOX/SINKER @ 4-1/8" O.C. 8d BOX/SINKER @ 4-1/8" O.C.17/SD3 4. THE FOLLOWING TRIMMER SCHEDULE SHOULD BE USED FOR HEADERS IN BEARING WALLS, U.N.O. ON THE PLAN. REQUIRED TRIMMER MUST BE APPLIED @ EACH END OF HEADER. CLEAR SPAN, L L ≤ 6'-0"6'-0" < L ≤ 10'-0" L ≥ 10'-0" 2 x 4 2-2 x 4 2-2X4 U.N.O. PER PLAN LUS FACE MOUNT TOP FLANGED HANGER TYPEMEMBER 2X JOIST 4X, 6X, LSL or PSL TJI I-JOIST JB HU W/ MAX.BA IUS ITS - 2x4's @ 16" o.c. maximum 14'-0" height - 2x6's @ 16" o.c. maximum 20'-0" height 5. BUILDING CODE 2308.9.1 BALLOON FRAMED WALLS (NON-BEARING) STUD HEIGHTS: INDICATES CEILING JOIST, SEE JOISTS TABLE F3 DECK JOIST 2 x 12 DFL#2 @ 16" O.C. 48 4X8 POST2 4 x 6 6 x 6 6 x 8 DROP 6 x 6 4 x 6 4 x 6 4 x 6 4 x 64 x 6 4 x 6 4 x 6 4 x 6 4 x 6 4 x 6 DR O P 6 x 6 6 x 6 4 x 6 4 x 6 6666 4 x 6 44 2 x 8 H I P LSL RIM HHUS HU S HU 44 4446 W/ E N 66 66 5 1/4" x 9 1/4" PSL FL 5 3 1 / 2 " x 9 1 / 4 " P S L 6 3 1/2" x 11 7/8" LSL 7 3 1/2" x 16" PSL BOTT. FL W/ EN 9 7" x 14" PSL DROP W/ EN 11 7" x 11 7/8" PSL FL W/ EN 13 3 1/2" x 11 7/8" LSL FL 14 3 1 / 2 " x 1 1 7 / 8 " L S L F L 16 3 1 / 2 " x 1 1 7 / 8 " L S L F L 17 3 1 / 2 " x 1 1 7 / 8 " L S L F L 18 4 x 10 19 4 x 12 20 3 1 / 2 " x 1 1 7 / 8 " L S L F L W / E N 8 3 1 / 2 " x 1 1 7 / 8 " L S L F L W / E N 12 3 1 / 2 " x 1 1 7 / 8 " L S L F L 15 CA N T . 3 1 / 2 " x 1 1 7 / 8 " L S L F L 10 CA N T . 3 1 / 2 " x 1 1 7 / 8 " L S L F L 10 A FL 3 4 5 C D E 44 44 44 44 44 4444 4444 44 44 44 44 44 44 44 44 44 44 44 44 44 44 4 x 8 CLG 21 CA N T . 3 1 / 2 " x 1 1 7 / 8 " L S L F L 10 B CA N T . 3 1 / 2 " x 1 1 7 / 8 " L S L F L 18 SD3 R1A R1A C1 C1 C1 C1 R1 R1 R1 R1 R1 C1 C1R1 R1 R1 C1 C1 R1 R1 C1 F111 7 / 8 " T J I 2 1 0 @ 1 9 . 2 " O . C . , T Y P . F1 F1 F2 F1 F1F1 11 7 / 8 " T J I 2 1 0 @ 1 6 " O . C . F3 F3 HU 224 9 SD4 10 SD3 3A SD3 10A SD4 10A SD4 48 46 48449 SD4 3B SD3 3B SD3 3B SD3 3B SD3 9 SD3W/ EC C Q 13 SD4 W/ ECCQ 5 46 9 SD3 W/ CC Q 3A SD3 W/ EN 9 SD3 W/ EC C Q 46 10 SD3 224 9 SD4 10 SD3 9 SD3 W/ C C Q 9 SD3 W/ C C Q 224 9 SD4 W/ E N 44224224224 TR TR TR TR 7 SD3 W/ LC E 4 7 SD3 W/ LC E 4 7 SD3 W/ LCE 4 7 SD3 W/ LCE 4 4 SD2 1 SD2 9 SD2 1 SD2 4 SD2 1 SD2 8 SD3 16 15 SD3 11 SD3 12 SD3 5 SD3 6 DB L . J O I S T S W/ E N DB L . J O I S T S 14 15 SD3 1 SD2 4 SD2 8 SD2 5 5 1 SD2 1 SD2 3 SD2 5 5 W/ EN 15 SD3 8 SD3 4 SD3 11 SD3 16 SD4 5 SD3 2-2X BLK'G W/EN 11 L=12'-0" 2X BLK'G 10 W/ EN 8 SD2 1 SD2 5 2X R.R. 8 W/ EN 14 SD3 5 SD3 F3 44 10 SD2 TYP. 10 SD2 TYP. K.P. 6 x 8 2 x 8 R.B. SEE 8/SD4 6'-0" B 9'-6" B 3'-6" C 9'-0" C 3'-0" D 3'-0" D 2'-6" D 2'-6" D 6' - 0 " B 6' - 0 " B 11 ' - 3 " B 6' - 0 " B 5' - 6 " B 2 x 1 6 @ 1 2 " O . C . ST R I N G E R PER DETAIL 14/SD2 2X PURLIN PER DETAIL 14/SD2 2X PURLIN 14 SD3 14 SD4 2 x 8 R.B. 1 15 SD3 17 SD4 HH U S HH U S 15 SD4 1 1 14 SD3 4x8 BOTT. FL 9A46 C1R1 17 SD4 17 SD4 4 x 6 4 x 6 4 x 6 4 x 6 4 x 6 4 x 6 4 x 8 224 224 224 22446 6 x 8 CLG W/ EN 1 6 x 8 CLG W/ EN 2A 46 46K.P. 466 x 12 RIDGE 4 4 x 8 5 1/4" x 11 7/8" PSL CLG 4A 6 x 1 0 C L G 2 HU 4 x 6 3A 5 1 / 4 " x 9 1 / 4 " P S L C L G 4B 4 x 6 3 1 2 A B 10'-6" BS2 S2 5'-3" B S2S2 5'-3" B S2S2 14 ' - 3 " A S1 S1 7' - 3 " B S2 S2 4' - 0 " B S2 S2 224 12 SD4 9 SD4 9 SD4 10 SD3 9 SD3 W/ EP C 10 SD3 TR TR 224TR 11 SD4 K.P. HHUS 9 SD4 224 13 SD2 9 SD4 W/ EC C Q 2 x 12 RIDGE BOARD 5 SD2 7 SD2 6 SD2 1 SD2 2X R . R . W / E N 8 2X R . R . W / E N LS T A 3 0 2 x 8 R . B . 4 SD2 1 SD2 ROOF DIAPH. BLOCK " O.C. B.N. W/ 8d COMMON NAIL " O.C. E.N. " O.C. F.N. 6 6 122 SD2 1 SD2 6 4 SD2 8 SD2 2 SD2 9 SD2 8 SD2 5 4 SD2 1 SD4 TYP. 7 SD4 7 SD4 14 SD2 PER DETAIL 14/SD2 2X PURLIN PER DETAIL 14/SD2 2X PURLIN PE R D E T A I L 1 4 / S D 2 2X P U R L I N PE R D E T A I L 1 4 / S D 2 2X P U R L I N 14 SD2 7 SD4 R2 R2 R2 R2 C1 C1 C1 R1A C1 R1A 10 SD2 TYP. RESTRICTIVE NOTICE DATE REVISIONS SHEET DESCRIPTION PROJECT OWNER PROJECT ADDRESS STAMP NO: REVISIONS DATE SIGNED: 1/14/25 THESE DESIGNS, DRAWINGS, AND SPECIFICATIONS ARE THE EXCLUSIVE PROPERTY OF DONG ENGINEERING. THESE DRAWINGS CANNOT BE COPIED, TRANSFERRED, OR REPRODUCED NOR CAN ANY OTHER STRUCTURES BE BUILT FROM THEM WITHOUT WRITTEN CONSENT. SHEET DE#: TEL- 714-617-5979 GARDEN GROVE, CA 92841 7661 GARDEN GROVE BLVD., DONG ENGINEERING, INC. INFO@DONGENGINEERING.COM 240051 NE W M A I N H O U S E & A D U M. H . : 1 8 3 4 W . 3 R D S T , S A N T A A N A C A 9 2 7 0 3 JA D U . : 1 8 3 4 W . 3 R D S T . U N I T 2 , S A N T A A N A C A 9 2 7 0 3 AD U . : 1 8 3 4 W . 3 R D S T . U N I T 3 , S A N T A A N A C A 9 2 7 0 3 10/01/2024 PLAN CHECK01 11/19/2024 2nd PLAN CHECK02 01/02/2025 3rd PLAN CHECK03 01/14/2025 4th PLAN CHECK04 S2 MAIN HOUSE & JADU FLOOR FRAMING PLAN ROOF FRAMING PLAN SCALE: MAIN HOUSE & JADU - ROOF FRAMING PLAN 1/4" = 1'-0"SCALE: MAIN HOUSE & JADU - FLOOR FRAMING PLAN 1/4" = 1'-0" 4 4 1834 W Third St & #2,33/21/2025 1834 W Third St & #2,33/21/2025 1834 W Third St & #2,33/21/2025 1834 W Third St & #2,33/21/2025 1834 W Third St & #2,33/21/2025 1834 W Third St & #2,33/21/2025 A5.1 Pr o j e c t N a m e Date Drawing Title Project Number DesignedDrawn DRAWING NUMBER Checked NO. DATE REVISION ANY DISCREPANCIES. DO NOT SCALE DRAWINGS; USE FIGURED CONTRACTOR IS TO NOTIFY INFINITE-ARCH FOR CLARIFICATION OF OR EXISTING FIELD CONDITIONS AGAINST DRAWINGS. CONTRACTORS ARE TO VERIFY ALL DIMENSIONS ON DRAWINGS WRITING AND APPROPRIATE COMPENSATION TO INFINITEARCH COMPLETION OF THIS PROJECT BY OTHERS, EXCEPT BY AGREEMENT IN ANY OTHER PROJECT OR FOR ADDITIONS TO THIS PROJECT OR FOR SPECIFICATIONS SHALL NOT BE USED BY THE OWNER OR OTHERS, ON CONSTRUCTION AT THE SITE REFERENCED HEREON. THE PLANS AND OCCUPANCY. THE PLANS AND SPECIFICATIONS ARE FOR THE COPIES FOR REFERENCE IN CONNECTION WITH THE OWNER'S USE OR IS EXECUTED OR NOT. THE OWNER SHALL BE PERMITTED TO RETAIN INFINITE ARCH WHETHER THE PROJECT FOR WHICH THEY WERE CREATED INSTRUMENTS OF SERVICE, ARE AND SHALL REMAIN, THE PROPERTY OF OWNERSHIP OF DOCUMENTS, PLANS AND SPECIFICATIONS, AS CALIFORNIA RELATING TO STRUCTURES AND BUILDINGS. RULES, REGULATIONS AND ORDINANCES OF THE STATE OF THE BEST OF MY KNOWLEDGE, THE SAME COMPLIES WITH THE HAS BEEN PREPARED UNDER MY SUPERVISION AND THAT TO I HEREBY CERTIFY THAT THE ENGINEERING ON THESE PLANS ENGINEER DESIGNER DAVID H. LE Email: brightark@gmail.com TEL: (714) 868 2499 Email: brightark@gmail.com TEL: (714) 868 2499 GARDEN GROVE, CA 92843 10321 WOODBURY RD. DIMENSIONS. INFINITE ARCH NE W H O U S E + D E T A C H E D A D U + J A D U OW N E R : A N D Y M A I 18 3 4 W T H I R D S T R E E T - J A D U U N I T # 2 - A D U U N I T # 3 SA N T A A N A C A 9 2 7 0 3 1 10/10/24 REVISION 1 2 12/02/24 REVISION 2 3 02/05/25 REVISION 3 4 02/18/25 REVISION 4 DE S I G N E R CONTACTOR CO N T A C T O R CO N T A C T O R OW N E R / C O N T A C T O R OW N E R / C O N T A C T O R N/A N/A N/A N/A N/A N/A CO N T R A C T O R CO N T R A C T O R DE S I G N E R CO N T R A C T O R CO N T R A C T O R CO N T R A C T O R CO N T R A C T O R DE S I G N E R DE S I G N E R N/A 1834 W Third St & #2,33/21/2025 A5.2 Pr o j e c t N a m e Date Drawing Title Project Number DesignedDrawn DRAWING NUMBER Checked NO. DATE REVISION ANY DISCREPANCIES. DO NOT SCALE DRAWINGS; USE FIGURED CONTRACTOR IS TO NOTIFY INFINITE-ARCH FOR CLARIFICATION OF OR EXISTING FIELD CONDITIONS AGAINST DRAWINGS. CONTRACTORS ARE TO VERIFY ALL DIMENSIONS ON DRAWINGS WRITING AND APPROPRIATE COMPENSATION TO INFINITEARCH COMPLETION OF THIS PROJECT BY OTHERS, EXCEPT BY AGREEMENT IN ANY OTHER PROJECT OR FOR ADDITIONS TO THIS PROJECT OR FOR SPECIFICATIONS SHALL NOT BE USED BY THE OWNER OR OTHERS, ON CONSTRUCTION AT THE SITE REFERENCED HEREON. THE PLANS AND OCCUPANCY. THE PLANS AND SPECIFICATIONS ARE FOR THE COPIES FOR REFERENCE IN CONNECTION WITH THE OWNER'S USE OR IS EXECUTED OR NOT. THE OWNER SHALL BE PERMITTED TO RETAIN INFINITE ARCH WHETHER THE PROJECT FOR WHICH THEY WERE CREATED INSTRUMENTS OF SERVICE, ARE AND SHALL REMAIN, THE PROPERTY OF OWNERSHIP OF DOCUMENTS, PLANS AND SPECIFICATIONS, AS CALIFORNIA RELATING TO STRUCTURES AND BUILDINGS. RULES, REGULATIONS AND ORDINANCES OF THE STATE OF THE BEST OF MY KNOWLEDGE, THE SAME COMPLIES WITH THE HAS BEEN PREPARED UNDER MY SUPERVISION AND THAT TO I HEREBY CERTIFY THAT THE ENGINEERING ON THESE PLANS ENGINEER DESIGNER DAVID H. LE Email: brightark@gmail.com TEL: (714) 868 2499 Email: brightark@gmail.com TEL: (714) 868 2499 GARDEN GROVE, CA 92843 10321 WOODBURY RD. DIMENSIONS. INFINITE ARCH NE W H O U S E + D E T A C H E D A D U + J A D U OW N E R : A N D Y M A I 18 3 4 W T H I R D S T R E E T - J A D U U N I T # 2 - A D U U N I T # 3 SA N T A A N A C A 9 2 7 0 3 1 10/10/24 REVISION 1 2 12/02/24 REVISION 2 3 02/05/25 REVISION 3 4 02/18/25 REVISION 4 N/A CO N T R A C T O R CO N T R A C T O R CO N T R A C T O R CO N T R A C T O R CO N T R A C T O R CO N T R A C T O R IN S P E C T O R CO N T R A C T O R IN S P E C T O R N/A N/A CONTRACTOR EN G I N E E R CO N T R A C T O R CO N T R A C T O R CO N T R A C T O R IN S P E C T O R CO N T R A C T O R IN S P E C T O R CO N T R A C T O R CO N T R A C T O R IN S P E C T O R IN S P E C T O R CO N T R A C T O R OW N E R 1834 W Third St & #2,33/21/2025 RESTRICTIVE NOTICE DATE REVISIONS SHEET DESCRIPTION PROJECT OWNER PROJECT ADDRESS STAMP NO: REVISIONS DATE SIGNED: 1/2/25 THESE DESIGNS, DRAWINGS, AND SPECIFICATIONS ARE THE EXCLUSIVE PROPERTY OF DONG ENGINEERING. THESE DRAWINGS CANNOT BE COPIED, TRANSFERRED, OR REPRODUCED NOR CAN ANY OTHER STRUCTURES BE BUILT FROM THEM WITHOUT WRITTEN CONSENT. SHEET DE#: TEL- 714-617-5979 GARDEN GROVE, CA 92841 7661 GARDEN GROVE BLVD., DONG ENGINEERING, INC. INFO@DONGENGINEERING.COM 240051 NE W M A I N H O U S E & A D U M. H . : 1 8 3 4 W . 3 R D S T , S A N T A A N A C A 9 2 7 0 3 JA D U . : 1 8 3 4 W . 3 R D S T . U N I T 2 , S A N T A A N A C A 9 2 7 0 3 AD U . : 1 8 3 4 W . 3 R D S T . U N I T 3 , S A N T A A N A C A 9 2 7 0 3 10/01/2024 PLAN CHECK01 11/19/2024 2nd PLAN CHECK02 01/02/2025 3rd PLAN CHECK03 1834 W Third St & #2,33/21/2025 RESTRICTIVE NOTICE DATE REVISIONS SHEET DESCRIPTION PROJECT OWNER PROJECT ADDRESS STAMP NO: REVISIONS DATE SIGNED: 1/2/25 THESE DESIGNS, DRAWINGS, AND SPECIFICATIONS ARE THE EXCLUSIVE PROPERTY OF DONG ENGINEERING. THESE DRAWINGS CANNOT BE COPIED, TRANSFERRED, OR REPRODUCED NOR CAN ANY OTHER STRUCTURES BE BUILT FROM THEM WITHOUT WRITTEN CONSENT. SHEET DE#: TEL- 714-617-5979 GARDEN GROVE, CA 92841 7661 GARDEN GROVE BLVD., DONG ENGINEERING, INC. INFO@DONGENGINEERING.COM 240051 NE W M A I N H O U S E & A D U M. H . : 1 8 3 4 W . 3 R D S T , S A N T A A N A C A 9 2 7 0 3 JA D U . : 1 8 3 4 W . 3 R D S T . U N I T 2 , S A N T A A N A C A 9 2 7 0 3 AD U . : 1 8 3 4 W . 3 R D S T . U N I T 3 , S A N T A A N A C A 9 2 7 0 3 10/01/2024 PLAN CHECK01 11/19/2024 2nd PLAN CHECK02 01/02/2025 3rd PLAN CHECK03 1834 W Third St & #2,33/21/2025 RESTRICTIVE NOTICE DATE REVISIONS SHEET DESCRIPTION PROJECT OWNER PROJECT ADDRESS STAMP NO: REVISIONS DATE SIGNED: 1/2/25 THESE DESIGNS, DRAWINGS, AND SPECIFICATIONS ARE THE EXCLUSIVE PROPERTY OF DONG ENGINEERING. THESE DRAWINGS CANNOT BE COPIED, TRANSFERRED, OR REPRODUCED NOR CAN ANY OTHER STRUCTURES BE BUILT FROM THEM WITHOUT WRITTEN CONSENT. SHEET DE#: TEL- 714-617-5979 GARDEN GROVE, CA 92841 7661 GARDEN GROVE BLVD., DONG ENGINEERING, INC. INFO@DONGENGINEERING.COM 240051 NE W M A I N H O U S E & A D U M. H . : 1 8 3 4 W . 3 R D S T , S A N T A A N A C A 9 2 7 0 3 JA D U . : 1 8 3 4 W . 3 R D S T . U N I T 2 , S A N T A A N A C A 9 2 7 0 3 AD U . : 1 8 3 4 W . 3 R D S T . U N I T 3 , S A N T A A N A C A 9 2 7 0 3 10/01/2024 PLAN CHECK01 11/19/2024 2nd PLAN CHECK02 01/02/2025 3rd PLAN CHECK03 1834 W Third St & #2,33/21/2025 RESTRICTIVE NOTICE DATE REVISIONS SHEET DESCRIPTION PROJECT OWNER PROJECT ADDRESS STAMP NO: REVISIONS DATE SIGNED: 1/2/25 THESE DESIGNS, DRAWINGS, AND SPECIFICATIONS ARE THE EXCLUSIVE PROPERTY OF DONG ENGINEERING. THESE DRAWINGS CANNOT BE COPIED, TRANSFERRED, OR REPRODUCED NOR CAN ANY OTHER STRUCTURES BE BUILT FROM THEM WITHOUT WRITTEN CONSENT. SHEET DE#: TEL- 714-617-5979 GARDEN GROVE, CA 92841 7661 GARDEN GROVE BLVD., DONG ENGINEERING, INC. INFO@DONGENGINEERING.COM 240051 NE W M A I N H O U S E & A D U M. H . : 1 8 3 4 W . 3 R D S T , S A N T A A N A C A 9 2 7 0 3 JA D U . : 1 8 3 4 W . 3 R D S T . U N I T 2 , S A N T A A N A C A 9 2 7 0 3 AD U . : 1 8 3 4 W . 3 R D S T . U N I T 3 , S A N T A A N A C A 9 2 7 0 3 10/01/2024 PLAN CHECK01 11/19/2024 2nd PLAN CHECK02 01/02/2025 3rd PLAN CHECK03 1834 W Third St & #2,33/21/2025 RESTRICTIVE NOTICE DATE REVISIONS SHEET DESCRIPTION PROJECT OWNER PROJECT ADDRESS STAMP NO: REVISIONS DATE SIGNED: 1/2/25 THESE DESIGNS, DRAWINGS, AND SPECIFICATIONS ARE THE EXCLUSIVE PROPERTY OF DONG ENGINEERING. THESE DRAWINGS CANNOT BE COPIED, TRANSFERRED, OR REPRODUCED NOR CAN ANY OTHER STRUCTURES BE BUILT FROM THEM WITHOUT WRITTEN CONSENT. SHEET DE#: TEL- 714-617-5979 GARDEN GROVE, CA 92841 7661 GARDEN GROVE BLVD., DONG ENGINEERING, INC. INFO@DONGENGINEERING.COM 240051 NE W M A I N H O U S E & A D U M. H . : 1 8 3 4 W . 3 R D S T , S A N T A A N A C A 9 2 7 0 3 JA D U . : 1 8 3 4 W . 3 R D S T . U N I T 2 , S A N T A A N A C A 9 2 7 0 3 AD U . : 1 8 3 4 W . 3 R D S T . U N I T 3 , S A N T A A N A C A 9 2 7 0 3 10/01/2024 PLAN CHECK01 11/19/2024 2nd PLAN CHECK02 01/02/2025 3rd PLAN CHECK03 1834 W Third St & #2,33/21/2025 Dong Engineering, Inc. 7661 GARDEN GROVE BLVD. , GARDEN GROVE, CA 92841 Office: (714) 617-5979 Email: info@dongengineering.com DATE:7/17/2024 CLIENT: JOB NO.:240051 Project: NEW MAIN HOUSE & ADU STRUCTURAL CALCULATIONS FOR THE BUILDING AT: 1834 W.3RD ST, SANTA ANA, CA 92703 Page 1 of 57 1834 W Third St & #2,33/21/2025 Job#:240051 Date: ROOF:SHINGLE ROOF (VAULTED):SHINGLE Slope 6:12 Slope 6:12 Live Load 20 psf Live Load 20 psf Roof'g Material 3.0 psf Roof'g Material 3.0 psf Sheathing 2.0 psf Sheathing 2.0 psf Trusses / Rafters 2.0 psf Trusses / Rafters 2.0 psf Ceiling Joists 2.0 psf Drywall 2.0 psf Drywall 2.0 psf Sprinkler 0.5 psf Sprinkler 0.5 psf Solar 3.0 psf Solar 3.0 psf Miscellaneous 0.5 psf Miscellaneous 0.5 psf Total D.L.15 psf Total D.L.13.0 psf Total Load 35 psf Total Load 33 psf FLOOR:Without Lt. Wt. CONC.DECK: Live Load 40 psf Live Load 60 psf Floor Material 3.0 psf Floor Material 3.0 psf Sheathing 3.0 psf Sheathing 3.0 psf Floor Joist 3.0 psf Floor Joist 3.0 psf Sprinkler 0.5 psf Sprinkler 0.5 psf Miscellaneous 0.5 psf Miscellaneous 0.5 psf Drywall 3.0 psf Drywall 3.0 psf Total D.L.13 psf Total D.L.13 psf Total Load 53 psf Total Load 73 psf LOADING CONDITIONS 7/10/2024 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 Page 2 of 57 1834 W Third St & #2,33/21/2025 EXTERIOR WALL:INTERIOR WALL: EXTERIOR:9 DRYWALL:3 DRYWALL:3.0 DRYWALL:3.0 STUDS:2.0 STUDS:2.0 MISC.:1.0 MISC.:2.0 DL=15.0 PSF DL=10.0 PSF REVISIONS: 1 Sheets:Date: Init:Remark: 2 Sheets:Date: Init:Remark: 3 Sheets:Date: Init:Remark: 4 Sheets:Date: Init:Remark: 5 Sheets:Date: Init:Remark: 6 Sheets:Date: Init:Remark: Page 3 of 57 1834 W Third St & #2,33/21/2025 1Y 1X 1 2 A B MAIN HOUSE - JADU ROOF SHEARWALL LAYOUT Page 4 of 57 1834 W Third St & #2,33/21/2025 1Y 1X 3 4 5 C D E MAIN HOUSE - JADU FLOOR SHEARWALL LAYOUT Page 5 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 Job#: 240051 Date: 7/17/2024 PLAN: 1 CODE: CBC 2022 SECTION: 1X Number of Story: 2 Section width: 39(ft)Section length: 33(ft) Base height: 0.5(ft)Slope roof height: 25.5(ft)Gable mean roof height: 22.5(ft) WIND PARAMETERS PER ASCE7-16, CHAPTER 27, MWFRS BUILDINGS OF ALL HEIGHTS: Wind speed = 110, Wind exposure = C, Wind importance factor Iw = 1 Coefficients: Kd = 0.85, Kzt = 1, G = 0.85, Gcpi = +/-0.18, omega = 1 B = 39(ft), L = 33(ft), H = 23(ft)-->L/B = 0.85, H/L = 0.7 Wall coefficient: Cpw = 0.8, Cpl = -0.5 Wind exposure = C-->anpha = 9.5, zg = 900 Kz = 2.01*(15/zg)^(2/anpha)qz = 0.00256*Kz*Kzt*Kd*V^2*Iw P = G(Cpw*qz+Cpl*qh) WIND LOAD: SEISMIC PARAMETERS PER ASCE7-16, CHAPTER 12.8, ELF PROCEDURE: Light frame wood-->Rx = 6.5, Site class :D, SDS = 2FaSs/3 =1.17, SD1 = 2FvS1/3 =0, Seismic design category: D, I = 1, 0.7*V = 0.7*SDS*I*W/Rx = 0.7*1.17*1*W/6.5 = 0.126*W Total Seismic Load = 90.72 + 118.31 = 209.03 PLF Redistrib: 720*19 + 939*9 = 22131 PLFxFT DIAPHRAGM & CHORD FORCE PER ASCE07-16 SECTION 12.10 ROOF DIAPHRAGM Max shear = 184.59 x 39 / (2 x 33) = 109.08 PLF Use: 15/32" apa rated unblock 32/16 w/8d common nails at 6", 6", 12" o.c. Chord force = 184.59 x 39^2 / (8 x 33) = 1063.49 LBS Splice w/ min. (6) 16d sinker nails each side of splice at 8" o.c. (standard construction) FIRST FLOOR DIAPHRAGM Max shear = 124.96 x 39 / (2 x 33) = 73.84 PLF Use: 23/32" apa rated unblock w/10d common nails at 6", 6", 12" o.c. Chord force = 124.96 x 39^2 / (8 x 33) = 719.94 LBS Splice w/ min. (4) 16d sinker nails each side of splice at 8" o.c. (standard construction) (z, Kz, qz, P): (23, 0.93, 24.46, 27.07); (19.5, 0.9, 23.62, 26.5); (15, 0.85, 22.35, 25.64) ROOF Roof = 15*33 = 495 PLF Wall = 15*2*4.5 + 10*2*4.5 = 225 PLF Shear = 0.126(495+225) = 0.126*720 = 90.72 PLF FIRST FLOOR Roof + Floor = 15*7 + 13*33 = 534 PLF Wall = 15*2*4.5 + 15*2*4.5 + 10*2*4.5 + 10*1*4.5 = 405 PLF Shear = 0.126(534+405) = 0.126*939 = 118.31 PLF Plate height: ROOF = 19(ft); FIRST FLOOR = 9(ft) SHEAR ROOF = 209.03*720*19/22131 = 129.21 PLF SHEAR FIRST FLOOR = 209.03*939*9/22131 = 79.82 PLF SHEAR ROOF = 0.6*W = 128.3(plf) SHEAR FIRST FLOOR = 0.6*W = 153.84(plf) ROOF FIRST FLOOR 129.21 PLF 153.84 PLF SEISMIC GOVERN WIND GOVERN Page 6 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 Job#: 240051 Date: 7/17/2024 PLAN: 1 CODE: CBC 2022 SECTION: 1Y Number of Story: 2 Section width: 33(ft)Section length: 39(ft) Base height: 0.5(ft)Slope roof height: 25.5(ft)Gable mean roof height: 22.5(ft) WIND PARAMETERS PER ASCE7-16, CHAPTER 27, MWFRS BUILDINGS OF ALL HEIGHTS: Wind speed = 110, Wind exposure = C, Wind importance factor Iw = 1 Coefficients: Kd = 0.85, Kzt = 1, G = 0.85, Gcpi = +/-0.18, omega = 1 B = 33(ft), L = 39(ft), H = 23(ft)-->L/B = 1.18, H/L = 0.59 Wall coefficient: Cpw = 0.8, Cpl = -0.46, Roof coefficient: Cpw = (0.17;-0.3), Cpl = -0.6 Wind exposure = C-->anpha = 9.5, zg = 900 Kz = 2.01*(15/zg)^(2/anpha)qz = 0.00256*Kz*Kzt*Kd*V^2*Iw P = G(Cpw*qz+Cpl*qh) WIND LOAD: SEISMIC PARAMETERS PER ASCE7-16, CHAPTER 12.8, ELF PROCEDURE: Light frame wood-->Ry = 6.5, Site class :D, SDS = 2FaSs/3 =1.17, SD1 = 2FvS1/3 =0, Seismic design category: D, I = 1, 0.7*V = 0.7*SDS*I*W/Ry = 0.7*1.17*1*W/6.5 = 0.126*W Total Seismic Load = 102.06 + 138.98 = 241.04 PLF Redistrib: 810*19 + 1103*9 = 25317 PLFxFT DIAPHRAGM & CHORD FORCE PER ASCE07-16 SECTION 12.10 ROOF DIAPHRAGM Max shear = 209.33 x 33 / (2 x 39) = 88.56 PLF Use: 15/32" apa rated unblock 32/16 w/8d common nails at 6", 6", 12" o.c. Chord force = 209.33 x 33^2 / (8 x 39) = 730.64 LBS Splice w/ min. (4) 16d sinker nails each side of splice at 8" o.c. (standard construction) FIRST FLOOR DIAPHRAGM Max shear = 142.27 x 33 / (2 x 39) = 60.19 PLF Use: 23/32" apa rated unblock w/10d common nails at 6", 6", 12" o.c. Chord force = 142.27 x 33^2 / (8 x 39) = 496.58 LBS Splice w/ min. (3) 16d sinker nails each side of splice at 8" o.c. (standard construction) (z, Kz, qz, P): (26, 0.95, 25.09, 26.75); (19.5, 0.9, 23.62, 25.74); (15, 0.85, 22.35, 24.88) ROOF Roof = 15*36 = 540 PLF Wall = 15*2*4.5 + 10*3*4.5 = 270 PLF Shear = 0.126(540+270) = 0.126*810 = 102.06 PLF FIRST FLOOR Roof + Floor = 15*11.5 + 13*33.5 = 608 PLF Wall = 15*2*4.5 + 15*2*4.5 + 10*3*4.5 + 10*2*4.5 = 495 PLF Shear = 0.126(608+495) = 0.126*1103 = 138.98 PLF Plate height: ROOF = 19(ft); FIRST FLOOR = 9(ft) SHEAR ROOF = 241.04*810*19/25317 = 146.53 PLF SHEAR FIRST FLOOR = 241.04*1103*9/25317 = 94.51 PLF SHEAR ROOF = 0.6*W = 133.71(plf) SHEAR FIRST FLOOR = 0.6*W = 149.28(plf) ROOF FIRST FLOOR 146.53 PLF 149.28 PLF SEISMIC GOVERN WIND GOVERN Page 7 of 57 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W M A I N H O U S E & J A D U 18 3 4 W . 3 R D S T , U N I T 2 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 0 5 " | 4 * d * 1 . 4 = 0 . 2 6 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " 3. 5 0 7. 2 5 4. 0 0 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n (2 ) C S 1 6 (2 ) C S 1 6 Po s t S i z e 2- 2 x 4 2- 2 x 4 Te n s i o n ( k i p s ) 1. 9 1. 9 Co m . ( k i p s ) 2. 7 2. 4 Ri g h t S i d e Ho l d D o w n (2 ) C S 1 6 (2 ) C S 1 6 Po s t S i z e 2- 2 x 4 2- 2 x 4 Te n s i o n ( k i p s ) 1. 9 1. 9 Co m . ( k i p s ) 2. 7 2. 4 8. 5 0 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e 6. 0 0 Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P1 P2 LI N E 1 ( D i r e c t i o n : Y ) @ S E C O N D F L O O R | W i n d : 2 2 0 7 l b s | S e i s m i c : 2 4 1 8 l b s | S h e a r P a n e l T y p e : B | ( þ = 1 ) To t a l L e n g t h = 2 9 . 2 5 f t | T o t a l S h e a r W a l l L e n g t h = 1 1 . 2 5 f t | S h e a r D i a p h r a g m = 1 1 8 p l f | D e s i g n S h e a r W a l l = 2 0 4 p l f ( W i n d ) / 2 2 4 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 2 . 3 / 2 . 3 ) + P 2 ( 1 . 1 / 1 . 3 ) = 3 . 4 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 3 . 2 / 3 . 2 ) + P 2 ( 1 . 6 / 1 . 8 ) = 4 . 8 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 11 2 2 -24 8 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 Page 8 of 57 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W M A I N H O U S E & J A D U 18 3 4 W . 3 R D S T , U N I T 2 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 0 3 " | 4 * d * 1 . 4 = 0 . 1 9 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " 1. 2 5 14 . 2 5 5. 7 5 10 . 2 5 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n (1 ) C S 1 6 Po s t S i z e 2x 4 Te n s i o n ( k i p s ) 1. 1 Co m . ( k i p s ) 2. 7 Ri g h t S i d e Ho l d D o w n (1 ) C S 1 6 Po s t S i z e 2x 4 Te n s i o n ( k i p s ) 1. 1 Co m . ( k i p s ) 2. 7 5. 2 5 2. 2 5 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e | B : S i m p s o n S T 6 2 2 4 ( 2 5 0 6 L B ) - A l t t w o r o w ( 6 ) # 1 6 e a . s i d e o f s p l i c e Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P1 LI N E 2 ( D i r e c t i o n : Y ) @ S E C O N D F L O O R | W i n d : 2 2 0 7 l b s | S e i s m i c : 2 4 1 8 l b s | S h e a r P a n e l T y p e : A | ( þ = 1 ) To t a l L e n g t h = 3 9 f t | T o t a l S h e a r W a l l L e n g t h = 1 4 . 2 5 f t | S h e a r D i a p h r a g m = 8 9 p l f | D e s i g n S h e a r W a l l = 1 5 5 p l f ( W i n d ) / 1 7 0 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 3 . 1 / 3 . 1 ) = 3 . 1 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 4 . 4 / 4 . 4 ) = 4 . 4 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 11 1 -20 8 1 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 Page 9 of 57 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W M A I N H O U S E & J A D U 18 3 4 W . 3 R D S T , U N I T 2 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 2 3 " | 4 * d * 1 . 4 = 1 . 2 8 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " Dr a g L o a d I n c r e a s e d 2 5 % P e r A S C E 7 - 1 6 S e c t i o n 1 2 . 3 . 4 14 . 0 0 6. 0 0 4. 5 0 5. 5 0 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n HD U 2 HD U 2 Po s t S i z e 4x 4 4x 4 Te n s i o n ( k i p s ) 2. 8 2. 9 Co m . ( k i p s ) 3. 3 3. 3 Ri g h t S i d e Ho l d D o w n HD U 2 HD U 2 Po s t S i z e 4x 4 4x 4 Te n s i o n ( k i p s ) 2. 8 2. 9 Co m . ( k i p s ) 3. 3 3. 3 An c h o r B o l t 5/ 8 " x 1 2 " [2 ] [2 ] sp a c e d e q u a l l y 8. 0 0 P2 5. 5 0 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e | B : S i m p s o n S T 6 2 2 4 ( 2 5 0 6 L B ) - A l t t w o r o w ( 6 ) # 1 6 e a . s i d e o f s p l i c e C: S i m p s o n M S T 4 8 ( 3 7 6 0 L B ) - A l t t w o r o w ( 9 ) # 1 6 E a . s i d e o f s p l i c e 6. 5 0 Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P1 LI N E 3 ( D i r e c t i o n : Y ) @ F I R S T F L O O R | W i n d : 3 6 6 3 l b s | S e i s m i c : 3 3 3 9 l b s | S h e a r P a n e l T y p e : B | ( þ = 1 ) To t a l L e n g t h = 5 0 f t | T o t a l S h e a r W a l l L e n g t h = 1 1 . 5 f t | S h e a r D i a p h r a g m = 9 8 p l f | D e s i g n S h e a r W a l l = 3 1 9 p l f ( W i n d ) / 2 9 0 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 1 . 9 / 1 . 9 ) + P 2 ( 1 . 8 / 1 . 8 ) = 3 . 7 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 2 . 7 / 2 . 7 ) + P 2 ( 2 . 5 / 2 . 5 ) = 5 . 2 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 25 1 6 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 Page 10 of 57 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W M A I N H O U S E & J A D U 18 3 4 W . 3 R D S T , U N I T 2 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 0 7 " | 4 * d * 1 . 4 = 0 . 3 7 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " 11 . 2 5 11 . 2 5 25 . 7 5 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n HD U 2 Po s t S i z e 4x 4 Te n s i o n ( k i p s ) 2. 2 Co m . ( k i p s ) 2. 4 Ri g h t S i d e Ho l d D o w n HD U 2 Po s t S i z e 4x 4 Te n s i o n ( k i p s ) 2. 2 Co m . ( k i p s ) 2. 4 An c h o r B o l t 5/ 8 " x 1 2 " [3 ] sp a c e d e q u a l l y Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P1 LI N E 4 ( D i r e c t i o n : Y ) @ F I R S T F L O O R | W i n d : 2 9 8 6 l b s | S e i s m i c : 1 8 9 0 l b s | S h e a r P a n e l T y p e : B | ( þ = 1 ) To t a l L e n g t h = 4 8 . 2 5 f t | T o t a l S h e a r W a l l L e n g t h = 1 1 . 2 5 f t | S h e a r D i a p h r a g m = 6 2 p l f | D e s i g n S h e a r W a l l = 2 6 5 p l f ( W i n d ) / 1 6 8 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 3 . 6 / 3 . 6 ) = 3 . 6 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 5 / 5 ) = 5 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 69 6 -15 9 4 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 Page 11 of 57 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W M A I N H O U S E & J A D U 18 3 4 W . 3 R D S T , U N I T 2 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 2 " | 4 * d * 1 . 4 = 1 . 1 5 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " Dr a g L o a d I n c r e a s e d 2 5 % P e r A S C E 7 - 1 6 S e c t i o n 1 2 . 3 . 4 11 . 2 5 6. 0 0 9. 0 0 6. 0 0 3. 0 0 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n HD U 2 HD U 2 Po s t S i z e 4x 4 4x 4 Te n s i o n ( k i p s ) 2. 8 2. 8 Co m . ( k i p s ) 3. 2 3. 2 Ri g h t S i d e Ho l d D o w n HD U 2 HD U 2 Po s t S i z e 4x 4 4x 4 Te n s i o n ( k i p s ) 2. 8 2. 8 Co m . ( k i p s ) 3. 2 3. 2 An c h o r B o l t 5/ 8 " x 1 2 " [2 ] [2 ] sp a c e d e q u a l l y 2. 7 5 6. 2 5 5. 5 0 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P2 P1 LI N E 5 ( D i r e c t i o n : Y ) @ F I R S T F L O O R | W i n d : 3 7 3 8 l b s | S e i s m i c : 3 3 8 7 l b s | S h e a r P a n e l T y p e : B | ( þ = 1 ) To t a l L e n g t h = 4 9 . 7 5 f t | T o t a l S h e a r W a l l L e n g t h = 1 2 f t | S h e a r D i a p h r a g m = 1 0 0 p l f | D e s i g n S h e a r W a l l = 3 1 2 p l f ( W i n d ) / 2 8 2 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 1 . 9 / 1 . 9 ) + P 2 ( 1 . 9 / 1 . 9 ) = 3 . 8 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 2 . 7 / 2 . 7 ) + P 2 ( 2 . 7 / 2 . 7 ) = 5 . 4 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 14 0 9 -10 6 4 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 Page 12 of 57 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W M A I N H O U S E & J A D U 18 3 4 W . 3 R D S T , U N I T 2 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 0 7 " | 4 * d * 1 . 4 = 0 . 4 1 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " 2. 5 0 6. 2 5 5. 2 5 5. 2 5 5. 2 5 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n (2 ) C S 1 6 (2 ) C S 1 6 Po s t S i z e 2- 2 x 4 2- 2 x 4 Te n s i o n ( k i p s ) 2. 9 2. 9 Co m . ( k i p s ) 3. 5 3. 5 Ri g h t S i d e Ho l d D o w n (2 ) C S 1 6 (2 ) C S 1 6 Po s t S i z e 2- 2 x 4 2- 2 x 4 Te n s i o n ( k i p s ) 2. 9 2. 9 Co m . ( k i p s ) 3. 5 3. 5 P2 2. 7 5 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e | B : S i m p s o n S T 6 2 2 4 ( 2 5 0 6 L B ) - A l t t w o r o w ( 6 ) # 1 6 e a . s i d e o f s p l i c e 6. 2 5 Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P1 LI N E A ( D i r e c t i o n : X ) @ S E C O N D F L O O R | W i n d : 2 5 0 2 l b s | S e i s m i c : 3 2 7 5 l b s | S h e a r P a n e l T y p e : B | ( þ = 1 . 3 ) To t a l L e n g t h = 3 3 . 5 f t | T o t a l S h e a r W a l l L e n g t h = 1 0 . 5 f t | S h e a r D i a p h r a g m = 1 0 7 p l f | D e s i g n S h e a r W a l l = 2 3 8 p l f ( W i n d ) / 3 1 2 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 1 . 7 / 1 . 7 ) + P 2 ( 1 . 7 / 1 . 7 ) = 3 . 4 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 2 . 3 / 2 . 3 ) + P 2 ( 2 . 3 / 2 . 3 ) = 4 . 6 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 19 0 7 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 Page 13 of 57 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W M A I N H O U S E & J A D U 18 3 4 W . 3 R D S T , U N I T 2 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 0 7 " | 4 * d * 1 . 4 = 0 . 3 8 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " 10 . 5 0 10 . 5 0 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n (2 ) C S 1 6 Po s t S i z e 2- 2 x 4 Te n s i o n ( k i p s ) 2. 6 Co m . ( k i p s ) 3. 8 Ri g h t S i d e Ho l d D o w n (2 ) C S 1 6 Po s t S i z e 2- 2 x 4 Te n s i o n ( k i p s ) 2. 6 Co m . ( k i p s ) 3. 8 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e | B : S i m p s o n S T 6 2 2 4 ( 2 5 0 6 L B ) - A l t t w o r o w ( 6 ) # 1 6 e a . s i d e o f s p l i c e 2. 5 0 Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P1 LI N E B ( D i r e c t i o n : X ) @ S E C O N D F L O O R | W i n d : 2 5 0 2 l b s | S e i s m i c : 3 2 7 5 l b s | S h e a r P a n e l T y p e : B | ( þ = 1 . 3 ) To t a l L e n g t h = 2 3 . 5 f t | T o t a l S h e a r W a l l L e n g t h = 1 0 . 5 f t | S h e a r D i a p h r a g m = 1 5 3 p l f | D e s i g n S h e a r W a l l = 2 3 8 p l f ( W i n d ) / 3 1 2 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 3 . 4 / 3 . 4 ) = 3 . 4 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 4 . 7 / 4 . 7 ) = 4 . 7 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 19 9 1 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 Page 14 of 57 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W M A I N H O U S E & J A D U 18 3 4 W . 3 R D S T , U N I T 2 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 3 5 " | 4 * d * 1 . 4 = 1 . 9 4 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " Dr a g L o a d I n c r e a s e d 2 5 % P e r A S C E 7 - 1 6 S e c t i o n 1 2 . 3 . 4 3. 0 0 5. 7 5 3. 0 0 8. 2 5 2. 5 0 16 . 5 0 2. 5 0 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n HD U 2 HD U 2 HD U 5 HD U 5 Po s t S i z e 4x 4 4x 4 4x 4 4x 4 Te n s i o n ( k i p s ) 3. 0 3. 0 2. 7 2. 7 Co m . ( k i p s ) 3. 4 3. 4 2. 9 2. 9 Ri g h t S i d e Ho l d D o w n HD U 2 HD U 2 HD U 5 HD U 5 Po s t S i z e 4x 4 4x 4 4x 4 4x 4 Te n s i o n ( k i p s ) 3. 0 3. 0 2. 7 2. 7 Co m . ( k i p s ) 3. 4 3. 4 2. 9 2. 9 An c h o r B o l t 5/ 8 " x 1 2 " [2 ] [2 ] [2 ] [2 ] sp a c e d e q u a l l y P2 P3 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P1 P4 LI N E C ( D i r e c t i o n : X ) @ F I R S T F L O O R | W i n d : 3 0 7 9 l b s | S e i s m i c : 3 0 2 9 l b s | S h e a r P a n e l T y p e : D | ( þ = 1 . 3 ) To t a l L e n g t h = 4 1 . 5 f t | T o t a l S h e a r W a l l L e n g t h = 1 1 f t | S h e a r D i a p h r a g m = 9 0 p l f | D e s i g n S h e a r W a l l = 4 5 4 p l f ( W i n d ) / 4 4 7 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 1 . 1 / 1 . 6 ) + P 2 ( 1 . 1 / 1 . 6 ) + P 3 ( 0 . 7 / 1 . 3 ) + P 4 ( 0 . 7 / 1 . 3 ) = 3 . 6 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 1 . 5 / 2 . 2 ) + P 2 ( 1 . 5 / 2 . 2 ) + P 3 ( 1 / 1 . 9 ) + P 4 ( 1 / 1 . 9 ) = 5 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 78 0 -12 2 5 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 Page 15 of 57 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W M A I N H O U S E & J A D U 18 3 4 W . 3 R D S T , U N I T 2 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 2 8 " | 4 * d * 1 . 4 = 1 . 6 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " Dr a g L o a d I n c r e a s e d 2 5 % P e r A S C E 7 - 1 6 S e c t i o n 1 2 . 3 . 4 18 . 7 5 3. 5 0 2. 7 5 9. 0 0 4. 7 5 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n HD U 4 HD U 4 Po s t S i z e 4x 4 4x 4 Te n s i o n ( k i p s ) 3. 1 3. 6 Co m . ( k i p s ) 2. 8 3. 6 Ri g h t S i d e Ho l d D o w n HD U 4 HD U 4 Po s t S i z e 4x 4 4x 4 Te n s i o n ( k i p s ) 3. 1 3. 6 Co m . ( k i p s ) 2. 8 3. 6 An c h o r B o l t 5/ 8 " x 1 2 " [2 ] [3 ] sp a c e d e q u a l l y Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e | B : S i m p s o n S T 6 2 2 4 ( 2 5 0 6 L B ) - A l t t w o r o w ( 6 ) # 1 6 e a . s i d e o f s p l i c e C: S i m p s o n M S T 4 8 ( 3 7 6 0 L B ) - A l t t w o r o w ( 9 ) # 1 6 E a . s i d e o f s p l i c e Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P2 P1 LI N E D ( D i r e c t i o n : X ) @ F I R S T F L O O R | W i n d : 4 7 7 1 l b s | S e i s m i c : 3 8 5 2 l b s | S h e a r P a n e l T y p e : C | ( þ = 1 . 3 ) To t a l L e n g t h = 3 8 . 7 5 f t | T o t a l S h e a r W a l l L e n g t h = 1 2 . 5 f t | S h e a r D i a p h r a g m = 1 3 4 p l f | D e s i g n S h e a r W a l l = 4 0 7 p l f ( W i n d ) / 3 2 9 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 1 . 1 / 1 . 4 ) + P 2 ( 3 . 7 / 3 . 7 ) = 4 . 8 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 1 . 6 / 2 ) + P 2 ( 5 . 2 / 5 . 2 ) = 6 . 8 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 31 5 1 -79 8 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 Page 16 of 57 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W M A I N H O U S E & J A D U 18 3 4 W . 3 R D S T , U N I T 2 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 2 3 " | 4 * d * 1 . 4 = 1 . 2 7 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " 3. 2 5 2. 7 5 6. 0 0 4. 0 0 9. 5 0 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n HD U 2 HD U 2 Po s t S i z e 4x 4 4x 4 Te n s i o n ( k i p s ) 2. 8 2. 5 Co m . ( k i p s ) 3. 5 3. 7 Ri g h t S i d e Ho l d D o w n HD U 2 HD U 5 Po s t S i z e 4x 4 4x 4 Te n s i o n ( k i p s ) 2. 8 4. 9 Co m . ( k i p s ) 3. 5 3. 7 An c h o r B o l t 5/ 8 " x 1 2 " [2 ] [3 ] sp a c e d e q u a l l y P2 2. 2 5 2. 2 5 3. 5 0 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e | B : S i m p s o n S T 6 2 2 4 ( 2 5 0 6 L B ) - A l t t w o r o w ( 6 ) # 1 6 e a . s i d e o f s p l i c e 5. 2 5 Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P1 LI N E E ( D i r e c t i o n : X ) @ F I R S T F L O O R | W i n d : 4 6 9 5 l b s | S e i s m i c : 4 7 5 4 l b s | S h e a r P a n e l T y p e : B | ( þ = 1 . 3 ) To t a l L e n g t h = 3 8 . 7 5 f t | T o t a l S h e a r W a l l L e n g t h = 1 5 . 5 f t | S h e a r D i a p h r a g m = 1 4 9 p l f | D e s i g n S h e a r W a l l = 3 0 3 p l f ( W i n d ) / 3 0 7 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 1 . 9 / 1 . 9 ) + P 2 ( 3 / 3 ) = 4 . 9 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 2 . 7 / 2 . 7 ) + P 2 ( 4 . 2 / 4 . 2 ) = 6 . 9 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 22 0 5 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 Page 17 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 Job#: 240051 Date: 7/17/2024 PLAN: 1 CODE: CBC 2022 Shear Wall (X-X Direction) Line Story Section Span Wind Seismic Added V (lb)H L v Type ###(ft)(plf)(plf)Wind Seismic (ft)(ft)(plf) A 2 1X 39 128 129 9 10.5 312 B B 2 1X 39 128 129 9 10.5 312 B C 1 1X 20.5 154 80 1502 1965 9 6.78 454 D D 1 1X 49 154 80 1001 1310 9 11.72 407 C E 1 1X 28.5 154 80 2502 3275 9 15.5 307 B SUMMARY SHEAR WALL V2 = Seismic*Span/2 + Added Vseismic Line shear V = Maximum(V1;V2) V1 = Wind*Span/2 + Added Vwind v(plf) = V/L Page 18 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 Job#: 240051 Date: 7/17/2024 PLAN: 1 CODE: CBC 2022 Shear Wall (Y-Y Direction) Line Story Section Span Wind Seismic Added V (lb)H L v Type ###(ft)(plf)(plf)Wind Seismic (ft)(ft)(plf) 1 2 1Y 33 134 147 9 10.81 224 B 2 2 1Y 33 134 147 9 14.25 170 A 3 1 1Y 19.5 149 95 2207 2418 9 11.5 319 B 4 1 1Y 40 149 95 9 11.25 265 B 5 1 1Y 20.5 149 95 2207 2418 9 12 312 B v(plf) = V/L Line shear V = Maximum(V1;V2) SUMMARY SHEAR WALL V1 = Wind*Span/2 + Added Vwind V2 = Seismic*Span/2 + Added Vseismic Page 19 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 Job#: 240051 Date: 7/17/2024 PLAN: 1 CODE: CBC 2022 Wall Sec.Sto.Wind Seismic Span Offset Wind Seismic (#)(#)(#)v_(plf)v_(plf)(ft)(ft)V_(lb)V_(lb) 1 :Wind = 2207(lb), Seismic = 2418(lb) 1 1Y 2 133.7 146.5 33 2206 2418 l---------------33.0(ft)---------------l 2 :Wind = 2207(lb), Seismic = 2418(lb) 2 1Y 2 133.7 146.5 33 2206 2418 l---------------33.0(ft)---------------l 3 :Wind = 3663(lb), Seismic = 3339(lb), Line above : 1 - 100%, Wind = 2207(lb), Seismic = 2418(lb) 3 1Y 1 149.3 94.5 19.5 1455 921 l---------------19.5(ft)---------------l 4 :Wind = 2986(lb), Seismic = 1890(lb) 4 1Y 1 149.3 94.5 40 2986 1890 l---------------40.0(ft)---------------l 5 :Wind = 3738(lb), Seismic = 3387(lb), Line above : 2 - 100%, Wind = 2207(lb), Seismic = 2418(lb) 5 1Y 1 149.3 94.5 20.5 1530 969 l---------------20.5(ft)---------------l A :Wind = 2502(lb), Seismic = 3275(lb) A 1X 2 128.3 129.2 39 2502 2520 l---------------39.0(ft)---------------l B :Wind = 2502(lb), Seismic = 3275(lb) B 1X 2 128.3 129.2 39 2502 2520 l---------------39.0(ft)---------------l C :Wind = 3079(lb), Seismic = 3029(lb), Line above : A - 60%, Wind = 1502(lb), Seismic = 1965(lb) C 1X 1 153.8 79.8 20.5 1577 818 l---------------20.5(ft)---------------l D :Wind = 4771(lb), Seismic = 3852(lb), Line above : A - 40%, Wind = 1001(lb), Seismic = 1310(lb) D 1X 1 153.8 79.8 49 3769 1956 l---------------49.0(ft)---------------l E :Wind = 4695(lb), Seismic = 4754(lb), Line above : B - 100%, Wind = 2502(lb), Seismic = 3275(lb) E 1X 1 153.8 79.8 28.5 2192 1137 l---------------28.5(ft)---------------l #N/A #N/A #N/A #N/A #N/A #N/A Description V_(lb)=v_(plf)*Span*Span/2/(Span+Offset) LATERAL p Factor: X Direction: p=1.3; Y Direction: p=1 20 of 52Page 20 of 57 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 1 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT2, SANTA ANA, CA 92703 BEAM : 1 - CLG AT BED 3 Loads(Downward+) Beam Weight 10.1 plf from 0 ft to 14.75 ft Roof Rafter: (11+20)(4.2) = (DL=46.8PLF; LLr=85PLF) form 0 to 14.75 Ceiling Joist DL: (4)(6.8) = (DL=27PLF) form 0 to 14.75 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 1239/1239 0 2 1239/1239 0 USE 6 x 8 Critcal Shear = 1239 LB @0' 1.5xV/(F'v x A)= 0.21 F'v = 212, A = 41.25 Critcal Moment = 4569 LB-FT @7.37' M/(F'b x S)= 0.63 F'b = 1688, S = 51.56 Critical Deflection for TL = -0.578 INCH @ 7.37 L/240 = 0.738" Critical Deflection for LL = -0.29 INCH @ 7.37 L/360 = 0.492" 1 2 Moment Shear Deflection 14.75' BEAM : 2 - CLG AT M.BED 4 Loads(Downward+) Beam Weight 12.7 plf from 0 ft to 10.75 ft Roof Primary: (15+20)(11.8) = (DL=176.2PLF; LLr=235PLF) form 0 to 10.75 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 2279/2279 0 2 2279/2279 0 USE 6 x 10 Critcal Shear = 2278 LB @0' 1.5xV/(F'v x A)= 0.3 F'v = 212, A = 52.25 Critcal Moment = 6120 LB-FT @5.25' M/(F'b x S)= 0.52 F'b = 1688, S = 82.73 Critical Deflection for TL = -0.202 INCH @ 5.25 L/240 = 0.538" Critical Deflection for LL = -0.112 INCH @ 5.25 L/360 = 0.358" 1 2 Moment Shear Deflection 10.75' Page 21 of 57 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 1 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT2, SANTA ANA, CA 92703 BEAM : 2A - CLG AT M.BATH Loads(Downward+) Beam Weight 10.1 plf from 0 ft to 13 ft Roof Rafter: (11+20)(4.2) = (DL=46.8PLF; LLr=85PLF) form 0 to 13 Ceiling Joist DL: (4)(6.5) = (DL=26PLF) form 0 to 13 Point load @ 1.5 : Load from beam 2 at Support 1(P1) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 3036/3036 0 2 1325/1324 0 USE 6 x 8 Critcal Shear = 3036 LB @0' 1.5xV/(F'v x A)= 0.52 F'v = 212, A = 41.25 Critcal Moment = 5339 LB-FT @5' M/(F'b x S)= 0.73 F'b = 1688, S = 51.56 Critical Deflection for TL = -0.538 INCH @ 6.25 L/240 = 0.65" Critical Deflection for LL = -0.276 INCH @ 6.25 L/360 = 0.433" 1 2 P1 Moment Shear Deflection 13' BEAM : 3 - HDR AT M.BATH Loads(Downward+) Beam Weight 4.7 plf from 0 ft to 2.25 ft Roof Rafter: (11+20)(3.8) = (DL=41.2PLF; LLr=75PLF) form 1.25 to 2.25 Ceiling Joist DL: (4)(5.5) = (DL=22PLF) form 1.25 to 2.25 Exterior Wall: (15)(2) = (DL=30PLF) form 0 to 2.25 Point load @ 1.25 : Load from beam 2A at Support 2(P1) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 672/672 0 2 899/899 0 USE 4 x 6 Critcal Shear = -898 LB @2.25' 1.5xV/(F'v x A)= 0.31 F'v = 225, A = 19.25 Critcal Moment = 812 LB-FT @1.25' M/(F'b x S)= 0.37 F'b = 1462, S = 17.65 Critical Deflection for TL = -0.007 INCH @ 1 L/240 = 0.112" Critical Deflection for LL = -0.004 INCH @ 1 L/360 = 0.075" 1 2 P1 Moment Shear Deflection 2.25' (DL=1016#, LLr=1263#) (DL=656#, LLr=669#) Page 22 of 57 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 1 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 BEAM : 3A - HDR AT M.BED 4 Loads(Downward+) Beam Weight 4.7 plf from 0 ft to 2.25 ft Exterior Wall: (15)(4) = (DL=60PLF) form 0 to 2.25 Point load @ 1 : Load from beam 2 at Support 2(P1) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 1339/1339 0 2 1085/1086 0 USE 4 x 6 Critcal Shear = 1338 LB @0' 1.5xV/(F'v x A)= 0.46 F'v = 225, A = 19.25 Critcal Moment = 1306 LB-FT @1' M/(F'b x S)= 0.6 F'b = 1462, S = 17.65 Critical Deflection for TL = -0.012 INCH @ 1 L/240 = 0.112" Critical Deflection for LL = -0.007 INCH @ 1 L/360 = 0.075" 1 2 P1 Moment Shear Deflection 2.25' BEAM : 4 - RIDGE AT FAMILY ROOM Loads(Downward+) Beam Weight 15.4 plf from 0 ft to 14 ft Rafter Vaulted: (13+20)(13.2) = (DL=172.2PLF; LLr=265PLF) form 0 to 14 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 3116/3116 0 2 3116/3116 0 USE 6 x 12 Critcal Shear = 3115 LB @0' 1.5xV/(F'v x A)= 0.34 F'v = 212, A = 63.25 Critcal Moment = 10905 LB-FT @7' M/(F'b x S)= 0.64 F'b = 1688, S = 121.23 Critical Deflection for TL = -0.345 INCH @ 7 L/240 = 0.7" Critical Deflection for LL = -0.2 INCH @ 7 L/360 = 0.467" 1 2 Moment Shear Deflection 14' (DL=1016#, LLr=1263#) Page 23 of 57 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 1 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 BEAM : 4A - CLG AT HALLWAY Loads(Downward+) Beam Weight 19.5 plf from 0 ft to 18.25 ft Roof Primary: (15+20)(13.2) = (DL=198.8PLF; LLr=265PLF) form 0 to 18.25 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 4233/4232 0 2 4233/4232 0 USE 5 1/4" x 11 7/8" PSL Critcal Shear = 4232 LB @0' 1.5xV/(F'v x A)= 0.28 F'v = 362, A = 62.34 Critcal Moment = 19308 LB-FT @9.12' M/(F'b x S)= 0.52 F'b = 3625, S = 123.39 Critical Deflection for TL = -0.79 INCH @ 9.13 L/240 = 0.912" Critical Deflection for LL = -0.418 INCH @ 9.13 L/360 = 0.608" 1 2 Moment Shear Deflection 18.25' BEAM : 4B - CLG AT STAIR Loads(Downward+) Beam Weight 15.2 plf from 0 ft to 14.25 ft Interior Wall: (10)(0~5) = (DL=0~50PLF) form 0 to 14.25 Point load @ 13 : Load from beam 4 at Support 2(P1) Point load @ 13 : Load from beam 4A at Support 1(P2) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 873/873 0 2 7062/7061 0 USE 5 1/4" x 9 1/4" PSL Critcal Shear = -7061 LB @14.25' 1.5xV/(F'v x A)= 0.6 F'v = 362, A = 48.56 Critcal Moment = 8777 LB-FT @13' M/(F'b x S)= 0.39 F'b = 3625, S = 74.87 Critical Deflection for TL = -0.339 INCH @ 7.92 L/240 = 0.712" Critical Deflection for LL = -0.158 INCH @ 7.92 L/360 = 0.475" 1 2 P1P2 Moment Shear Deflection 14.25' (DL=1314#, LLr=1802#) (DL=1992#, LLr=2241#) Page 24 of 57 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 1 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 BEAM : 5 - FL AT GARAGE Loads(Downward+) Beam Weight 15.2 plf from 0 ft to 15.5 ft Deck Primary: (13+60)(3.2) = (DL=42.2PLF; LLr=195PLF) form 0 to 5.25 Deck Primary: (13+60)(2.5) = (DL=32.5PLF; LLr=150PLF) form 5.25 to 15.5 Roof Primary: (15+20)(2.5) = (DL=37.5PLF; LLr=50PLF) form 0 to 15.5 Exterior Wall: (15)(3.5) = (DL=52.5PLF) form 0 to 15.5 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 2857/2468 0 2 2667/2278 0 USE 5 1/4" x 9 1/4" PSL Critcal Shear = 2468 LB @0' 1.5xV/(F'v x A)= 0.26 F'v = 290, A = 48.56 Critcal Moment = 9019 LB-FT @7.46' M/(F'b x S)= 0.5 F'b = 2900, S = 74.87 Critical Deflection for TL = -0.566 INCH @ 7.75 L/240 = 0.775" Critical Deflection for LL = -0.303 INCH @ 7.75 L/360 = 0.517" 1 2 Moment Shear Deflection 15.5' BEAM : 6 - FL AT GARAGE Loads(Downward+) Beam Weight 10.2 plf from 0 ft to 11.5 ft Roof Primary: (15+20)(2.2) = (DL=33.8PLF; LLr=45PLF) form 0 to 11.5 Exterior Wall: (15)(3.5) = (DL=52.5PLF) form 5 to 11.5 Point load @ 5 : Load from beam 5 at Support 2(P1) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 2115/1826 0 2 1915/1678 0 USE 3 1/2" x 9 1/4" PSL Critcal Shear = 1637 LB @0' 1.5xV/(F'v x A)= 0.26 F'v = 290, A = 32.38 Critcal Moment = 7637 LB-FT @5' M/(F'b x S)= 0.63 F'b = 2900, S = 49.91 Critical Deflection for TL = -0.357 INCH @ 5.5 L/240 = 0.575" Critical Deflection for LL = -0.168 INCH @ 5.5 L/360 = 0.383" 1 2 P1 Moment Shear Deflection 11.5' (DL=1076#, LLr=388#, LL=1203#) Page 25 of 57 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 1 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 BEAM : 7 - HDR AT GARAGE Loads(Downward+) Beam Weight 11.9 plf from 0 ft to 16.25 ft Roof Primary: (15+20)(4.5) = (DL=67.5PLF; LLr=90PLF) form 0 to 13.25 Exterior Wall: (15)(2) = (DL=30PLF) form 0 to 16.25 Point load @ 13.25 : Load from beam 6 at Support 1(P1) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 1968/1841 0 2 2915/2558 0 USE 3 1/2" x 11 7/8" LSL Critcal Shear = -2558 LB @16.25' 1.5xV/(F'v x A)= 0.24 F'v = 388, A = 41.56 Critcal Moment = 8527 LB-FT @9.81' M/(F'b x S)= 0.43 F'b = 2906, S = 82.26 Critical Deflection for TL = -0.539 INCH @ 8.43 L/240 = 0.812" Critical Deflection for LL = -0.222 INCH @ 8.43 L/360 = 0.542" 1 2 P1 Moment Shear Deflection 16.25' BEAM : 8 - FL AT DINING Loads(Downward+) Beam Weight 11.9 plf from 0 ft to 11.25 ft Exterior Wall: (15)(9~13) = (DL=135~195PLF) form 0 to 11.25 Roof Primary: (15+20)(1.3) = (DL=20PLF; LLr=26.7PLF) form 0 to 11.25 Point load from Panel P1(Left) of Line 1 at @ 7.5(P1*) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up Overstrength 1 1201/2981 0 2981 2 1314/4895 -265 4895 USE 3 1/2" x 11 7/8" LSL Design with the seismic load effect with overstrength (Omega = 2.5) Critcal Shear = -4895 LB @11.25' 1.5xV/(F'v x A)= 0.35 F'v = 496, A = 41.56 Critcal Moment = 16595 LB-FT @7.5' M/(F'b x S)= 0.65 F'b = 3720, S = 82.26 Critical Deflection for TL = -0.214 INCH @ 6 L/240 = 0.562" Critical Deflection for LL = -0.121 INCH @ 6 L/360 = 0.375" 1 2 P1* Moment Shear Deflection 11.25' (DL=957#, LLr=478#, LL=680#) Page 26 of 57 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 1 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 BEAM : 9 - FL AT LIVING Loads(Downward+) Beam Weight 17.5 plf from 0 ft to 19 ft Roof Primary: (15+20)(11.2) = (DL=168.8PLF; LLr=225PLF) form 0 to 4.75 Roof Primary: (15+20)(5.8) = (DL=86.2PLF; LLr=115PLF) form 4.75 to 10.25 Roof Primary: (15+20)(3.8) = (DL=56.2PLF; LLr=75PLF) form 10.25 to 19 Exterior Wall: (15)(9) = (DL=135PLF) form 4.75 to 19 Rafter Vaulted: (13+20)(8.8) = (DL=113.8PLF; LLr=175PLF) form 4.75 to 19 Point load @ 4.75 : Load from beam 8 at Support 1(P1) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up Overstrength 1 5701/5701 0 5701 2 5597/5596 0 5596 USE 3 1/2" x 16" PSL Design with the seismic load effect with overstrength (Omega = 2.5) Critcal Shear = 5700 LB @0' 1.5xV/(F'v x A)= 0.42 F'v = 362, A = 56 Critcal Moment = 28279 LB-FT @8.86' M/(F'b x S)= 0.62 F'b = 3625, S = 149.33 Critical Deflection for TL = -0.77 INCH @ 9.29 L/240 = 0.95" Critical Deflection for LL = -0.307 INCH @ 9.29 L/360 = 0.633" 1 2 P1 Moment Shear Deflection 19' BEAM : 10 - CANT. FL AT GARAGE Loads(Downward+) Beam Weight 11.9 plf from 0 ft to 13.5 ft Exterior Wall: (15)(9) = (DL=135PLF) form 0 to 13.5 Roof Primary: (15+20)(1) = (DL=15PLF; LLr=20PLF) form 0 to 13.5 Roof Primary: (15+20)(9.8) = (DL=146.2PLF; LLr=195PLF) form 0 to 1.5 Point load from Panel P2(Left) of Line A at @ 0(P1*) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up Overstrength 1 1926/10274 -1982 10274 2 1043/2027 0 2027 USE 3 1/2" x 11 7/8" LSL Design with the seismic load effect with overstrength (Omega = 2.5) Critcal Shear = -8181 LB @1.5' 1.5xV/(F'v x A)= 0.59 F'v = 496, A = 41.56 Critcal Moment = -11877 LB-FT @1.5' M/(F'b x S)= 0.46 F'b = 3720, S = 82.26 Critical Deflection for TL = -0.195 INCH @ 7.25 L/240 = 0.6" Critical Deflection for LL = -0.103 INCH @ 7.25 L/360 = 0.4" 1 2 P1* Moment Shear Deflection 1.5'12' (DL=1051#, LLr=150#, W=-652#, E=-714#) Page 27 of 57 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 1 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UINT 2, SANTA ANA, CA 92703 BEAM : 10A - CANT. FL AT GARAGE Loads(Downward+) Beam Weight 11.9 plf from 0 ft to 10.5 ft Exterior Wall: (15)(9) = (DL=135PLF) form 0 to 1.5 Roof Primary: (15+20)(9.8) = (DL=146.2PLF; LLr=195PLF) form 0 to 1.5 Point load from Panel P1(Left) of Line A at @ 0(P1*) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up Overstrength 1 793/9474 -3096 9474 2 -61/1258 -547 1258 USE 3 1/2" x 11 7/8" LSL Design with the seismic load effect with overstrength (Omega = 2.5) Critcal Shear = -8156 LB @1.5' 1.5xV/(F'v x A)= 0.59 F'v = 496, A = 41.56 Critcal Moment = -11858 LB-FT @1.5' M/(F'b x S)= 0.46 F'b = 3720, S = 82.26 Critical Deflection for TL = -0.062 INCH @ 5.5 L/240 = 0.45" Critical Deflection for LL = -0.06 INCH @ 5.5 L/360 = 0.3" 1 2 P1* Moment Shear Deflection 1.5'9' BEAM : 10B - CANT. FL AT GARAGE Loads(Downward+) Beam Weight 11.9 plf from 0 ft to 10.5 ft Floor Primary: (13+40)(1.3) = (DL=17.4PLF; LL=53.4PLF) form 0 to 10.5 Point load from Panel P1(Right) of Line A at @ 0(P1*) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up Overstrength 1 506/9126 -3393 9126 2 362/1415 -382 1415 USE 3 1/2" x 11 7/8" LSL Design with the seismic load effect with overstrength (Omega = 2.5) Critcal Shear = -7702 LB @1.5' 1.5xV/(F'v x A)= 0.56 F'v = 496, A = 41.56 Critcal Moment = -11504 LB-FT @1.5' M/(F'b x S)= 0.45 F'b = 3720, S = 82.26 Critical Deflection for TL = -0.067 INCH @ 5.75 L/240 = 0.45" Critical Deflection for LL = -0.062 INCH @ 5.75 L/360 = 0.3" 1 2 P1* Moment Shear Deflection 1.5'9' Page 28 of 57 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 1 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 BEAM : 11 - DROP AT GARAGE Loads(Downward+) Beam Weight 30.7 plf from 0 ft to 20.25 ft Floor Primary: (13+40)(4.5) = (DL=58.5PLF; LL=180PLF) form 0 to 3 Floor Primary: (13+40)(6) = (DL=78PLF; LL=240PLF) form 3 to 18.25 Deck Primary: (13+60)(2.5) = (DL=32.5PLF; LLr=150PLF) form 3 to 15.25 Exterior Wall: (15)(9) = (DL=135PLF) form 0 to 18.25 Roof Primary: (15+20)(6.8) = (DL=101.2PLF; LLr=135PLF) form 0 to 3 Deck Primary: (13+60)(3.2) = (DL=42.2PLF; LLr=195PLF) form 0 to 3 Point load @ 3 : Load from beam 1 at Support 1(P1) Point load @ 3 : Load from beam 10A at Support 1(P2) Point load @ 15.25 : Load from beam 6 at Support 2(P3) Point load @ 18.25 : Load from beam 10 at Support 1(P4) Point load @ 18.25 : Load from beam 1 at Support 2(P5) Point load @ 13.25 : Load from beam 10B at Support 1(P6) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up Overstrength 1 8769/7689 -171 7689 2 9065/8087 -820 8087 USE 7" x 14" PSL Design with the seismic load effect with overstrength (Omega = 2.5) Critcal Shear = 13104 LB @18.25' 1.5xV/(F'v x A)= 0.43 F'v = 464, A = 98 Critcal Moment = 37746 LB-FT @10.68' M/(F'b x S)= 0.68 F'b = 2900, S = 228.67 Critical Deflection for TL = -0.885 INCH @ 10.12 L/240 = 1.012" Critical Deflection for LL = -0.389 INCH @ 10.12 L/360 = 0.675" 1 2 P1P2 P3 P4P5P6 Moment Shear Deflection 20.25' BEAM : 12 - FL AT KITCHEN Loads(Downward+) Beam Weight 11.9 plf from 0 ft to 12.5 ft Roof Primary: (15+20)(2.5) = (DL=37.5PLF; LLr=50PLF) form 0 to 12.5 Exterior Wall: (15)(14~11) = (DL=210~165PLF) form 0 to 12.5 Point load @ 2.25 : Load from beam 4 at Support 1(P1) Point load from Panel P1(Right) of Line 1 at @ 3.75(P2*) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up Overstrength 1 4439/5490 0 5490 2 2316/3239 0 3239 USE 3 1/2" x 11 7/8" LSL Design with the seismic load effect with overstrength (Omega = 2.5) Critcal Shear = 4438 LB @0' 1.5xV/(F'v x A)= 0.41 F'v = 388, A = 41.56 Critcal Moment = 18544 LB-FT @3.75' M/(F'b x S)= 0.72 F'b = 3720, S = 82.26 Critical Deflection for TL = -0.367 INCH @ 6 L/240 = 0.625" Critical Deflection for LL = -0.129 INCH @ 6 L/360 = 0.417" 1 2 P1 P2* Moment Shear Deflection 12.5' (DL=618#, LLr=621#) (DL=476#, LLr=317#, W=-2730#, E=-3572#) (DL=965#, LLr=427#, LL=523#) (DL=1463#, LLr=463#, W=-2633#, E=-3445#) (DL=618#, LLr=621#) (DL=179#, LL=327#, W=-2730#, E=-3572#) (DL=1314#, LLr=1802#) Page 29 of 57 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 1 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 BEAM : 13 - FL AT DINING Loads(Downward+) Beam Weight 26 plf from 0 ft to 19 ft Floor Primary: (13+40)(6.2) = (DL=81.2PLF; LL=250PLF) form 4.75 to 19 Roof Rafter: (11+20)(3.8) = (DL=41.2PLF; LLr=75PLF) form 0 to 4.75 Ceiling Joist DL: (4)(5.5) = (DL=22PLF) form 0 to 4.75 Interior Wall: (10)(3.5) = (DL=35PLF) form 4.75 to 15.25 Point load @ 4.75 : Load from beam 8 at Support 2(P1) Point load @ 4.75 : Load from beam 12 at Support 1(P2) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up Overstrength 1 6874/6142 0 6142 2 4729/4224 0 4224 USE 7" x 11 7/8" PSL Design with the seismic load effect with overstrength (Omega = 2.5) Critcal Shear = 5192 LB @0' 1.5xV/(F'v x A)= 0.32 F'v = 290, A = 83.12 Critcal Moment = 24983 LB-FT @7.6' M/(F'b x S)= 0.63 F'b = 2900, S = 164.52 Critical Deflection for TL = -0.889 INCH @ 8.89 L/240 = 0.95" Critical Deflection for LL = -0.358 INCH @ 8.89 L/360 = 0.633" 1 2 P1P2 Moment Shear Deflection 19' BEAM : 14 - FL AT JADU KITCHEN Loads(Downward+) Beam Weight 11.9 plf from 0 ft to 9.75 ft Floor Primary: (13+40)(1.2) = (DL=16.2PLF; LL=50PLF) form 0 to 9.75 Deck Primary: (13+60)(5.5) = (DL=71.5PLF; LLr=330PLF) form 0 to 9.75 Exterior Wall: (15)(9) = (DL=135PLF) form 0 to 9.75 Rafter Vaulted: (13+20)(8.8) = (DL=113.8PLF; LLr=175PLF) form 0 to 9.75 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 4401/3726 0 2 4401/3726 0 USE 3 1/2" x 11 7/8" LSL Critcal Shear = 3549 LB @0' 1.5xV/(F'v x A)= 0.41 F'v = 310, A = 41.56 Critcal Moment = 8645 LB-FT @4.75' M/(F'b x S)= 0.54 F'b = 2325, S = 82.26 Critical Deflection for TL = -0.205 INCH @ 4.75 L/240 = 0.488" Critical Deflection for LL = -0.112 INCH @ 4.75 L/360 = 0.325" 1 2 Moment Shear Deflection 9.75' (DL=1164#, LLr=150#, W=-1304#, E=-1429#) (DL=2605#, LLr=1834#, W=-1369#, E=-1500#) Page 30 of 57 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 1 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 BEAM : 15 - FL AT JADU LIVING Loads(Downward+) Beam Weight 11.9 plf from 0 ft to 13.5 ft Roof Primary: (15+20)(2.5) = (DL=37.5PLF; LLr=50PLF) form 0 to 13.5 Exterior Wall: (15)(11~9) = (DL=165~135PLF) form 0 to 2.75 Exterior Wall: (15)(3.5) = (DL=52.5PLF) form 2.75 to 13.5 Point load @ 2.75 : Load from beam 14 at Support 1(P1) Point load from Panel P2(Left) of Line 1 at @ 2.75(P2*) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up Overstrength 1 4774/6630 0 6630 2 1948/2226 0 2226 USE 3 1/2" x 11 7/8" LSL Design with the seismic load effect with overstrength (Omega = 2.5) Critcal Shear = 6629 LB @0' 1.5xV/(F'v x A)= 0.48 F'v = 496, A = 41.56 Critcal Moment = 17346 LB-FT @2.75' M/(F'b x S)= 0.68 F'b = 3720, S = 82.26 Critical Deflection for TL = -0.508 INCH @ 6.23 L/240 = 0.675" Critical Deflection for LL = -0.278 INCH @ 6.23 L/360 = 0.45" 1 2 P1P2* Moment Shear Deflection 13.5' BEAM : 16 - FL AT JADU KITCHEN Loads(Downward+) Beam Weight 11.9 plf from 0 ft to 13.5 ft Exterior Wall: (15)(9) = (DL=135PLF) form 2.75 to 13.5 Roof Primary: (15+20)(5.8) = (DL=86.2PLF; LLr=115PLF) form 2.75 to 13.5 Point load @ 2.75 : Load from beam 14 at Support 2(P1) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 5025/4364 0 2 3153/2829 0 USE 3 1/2" x 11 7/8" LSL Critcal Shear = 3854 LB @0' 1.5xV/(F'v x A)= 0.45 F'v = 310, A = 41.56 Critcal Moment = 10711 LB-FT @4' M/(F'b x S)= 0.67 F'b = 2325, S = 82.26 Critical Deflection for TL = -0.546 INCH @ 6.49 L/240 = 0.675" Critical Deflection for LL = -0.219 INCH @ 6.49 L/360 = 0.45" 1 2 P1 Moment Shear Deflection 13.5' (DL=1044#, LLr=539#, LL=1016#) (DL=1554#, LLr=817#, LL=1541#) Page 31 of 57 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 1 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 BEAM : 17 - FL AT BED 1 Loads(Downward+) Beam Weight 11.9 plf from 0 ft to 14 ft Roof Primary: (15+20)(1) = (DL=15PLF; LLr=20PLF) form 0 to 14 Exterior Wall: (15)(9) = (DL=135PLF) form 0 to 14 Floor Primary: (13+40)(0.8) = (DL=10.4PLF; LL=32PLF) form 0 to 14 Point load @ 12.75 : Load from beam 3 at Support 1(P1) Point load @ 1 : Load from beam 4A at Support 1(P3) Point load from Panel P1(Right) of Line 2 at @ 2(P2*) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up Overstrength 1 5672/5447 0 5447 2 1949/1933 0 1933 USE 3 1/2" x 11 7/8" LSL Design with the seismic load effect with overstrength (Omega = 2.5) Critcal Shear = 5447 LB @0' 1.5xV/(F'v x A)= 0.5 F'v = 388, A = 41.56 Critcal Moment = 6080 LB-FT @6.25' M/(F'b x S)= 0.38 F'b = 2325, S = 82.26 Critical Deflection for TL = -0.354 INCH @ 6.74 L/240 = 0.7" Critical Deflection for LL = -0.098 INCH @ 6.74 L/360 = 0.467" 1 2 P1P3P2* Moment Shear Deflection 14' BEAM : 18 - FL AT JADU BED Loads(Downward+) Beam Weight 11.9 plf from 0 ft to 10.5 ft Roof Primary: (15+20)(1) = (DL=15PLF; LLr=20PLF) form 0 to 10.5 Exterior Wall: (15)(9) = (DL=135PLF) form 0 to 10.5 Roof Primary: (15+20)(5.8) = (DL=86.2PLF; LLr=115PLF) form 0.75 to 10.5 Point load @ 0.75 : Load from beam 3 at Support 2(P1) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 2701/2701 0 2 2071/2070 0 USE 3 1/2" x 11 7/8" LSL Critcal Shear = 2700 LB @0' 1.5xV/(F'v x A)= 0.25 F'v = 388, A = 41.56 Critcal Moment = 5591 LB-FT @5' M/(F'b x S)= 0.28 F'b = 2906, S = 82.26 Critical Deflection for TL = -0.149 INCH @ 5.25 L/240 = 0.525" Critical Deflection for LL = -0.054 INCH @ 5.25 L/360 = 0.35" 1 2 P1 Moment Shear Deflection 10.5' (DL=345#, LLr=327#) (DL=1992#, LLr=2241#) (DL=453#, LLr=446#) Page 32 of 57 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 1 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 BEAM : 19 - HDR AT JADU LIVING Loads(Downward+) Beam Weight 7.9 plf from 0 ft to 5.25 ft Deck Primary: (13+60)(5.5) = (DL=71.5PLF; LLr=330PLF) form 1.75 to 5.25 Exterior Wall: (15)(2) = (DL=30PLF) form 0 to 5.25 Exterior Wall: (15)(3.5) = (DL=52.5PLF) form 1.75 to 5.25 Point load @ 1.75 : Load from beam 15 at Support 2(P1) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up Overstrength 1 1928/1684 0 1684 2 1808/1638 0 1638 USE 4 x 10 Design with the seismic load effect with overstrength (Omega = 2.5) Critcal Shear = -1637 LB @5.25' 1.5xV/(F'v x A)= 0.42 F'v = 180, A = 32.38 Critcal Moment = 2725 LB-FT @2' M/(F'b x S)= 0.6 F'b = 1080, S = 49.91 Critical Deflection for TL = -0.036 INCH @ 2.5 L/240 = 0.262" Critical Deflection for LL = -0.017 INCH @ 2.5 L/360 = 0.175" 1 2 P1 Moment Shear Deflection 5.25' BEAM : 20 - HDR AT JADU DINING Loads(Downward+) Beam Weight 9.6 plf from 0 ft to 5.25 ft Deck Primary: (13+60)(5.5) = (DL=71.5PLF; LLr=330PLF) form 0 to 3.75 Floor Primary: (13+40)(6.8) = (DL=87.8PLF; LL=270PLF) form 3.75 to 5.25 Exterior Wall: (15)(5.5) = (DL=82.5PLF) form 0 to 3.75 Exterior Wall: (15)(11) = (DL=165PLF) form 3.75 to 5.25 Point load @ 3.75 : Load from beam 16 at Support 2(P1) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 2204/1943 0 2 3598/3169 0 USE 4 x 12 Critcal Shear = -2941 LB @5.25' 1.5xV/(F'v x A)= 0.62 F'v = 180, A = 39.38 Critcal Moment = 3814 LB-FT @3.75' M/(F'b x S)= 0.56 F'b = 1100, S = 73.83 Critical Deflection for TL = -0.024 INCH @ 2.75 L/240 = 0.262" Critical Deflection for LL = -0.011 INCH @ 2.75 L/360 = 0.175" 1 2 P1 Moment Shear Deflection 5.25' (DL=932#, LLr=447#, LL=207#, W=-374#, E=-409#) (DL=1828#, LLr=910#, LL=314#) Page 33 of 57 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 1 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 BEAM : 21 - CLG AT ENTRANCE Loads(Downward+) Beam Weight 6.2 plf from 0 ft to 8.25 ft Roof Rafter: (11+20)(2) = (DL=22PLF; LLr=40PLF) form 0 to 8.25 Ceiling Joist DL: (4)(1.3) = (DL=5.3PLF) form 0 to 8.25 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 303/303 0 2 303/303 0 USE 4 x 8 Critcal Shear = 303 LB @0' 1.5xV/(F'v x A)= 0.08 F'v = 225, A = 25.38 Critcal Moment = 625 LB-FT @4' M/(F'b x S)= 0.16 F'b = 1462, S = 30.66 Critical Deflection for TL = -0.043 INCH @ 4 L/240 = 0.412" Critical Deflection for LL = -0.023 INCH @ 4 L/360 = 0.275" 1 2 Moment Shear Deflection 8.25' BEAM : C1 - C.J. 2X6#2 @ 16" O.C. TYP. (MAX L=15'-0") Loads(Downward+) Ceiling Joist: (4+10)(1.3) = (DL=5.3PLF; LLr=13.4PLF) form 0 to 15 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 140/140 0 2 140/140 0 USE 2 x 6 Critcal Shear = 140 LB @0' 1.5xV/(F'v x A)= 0.11 F'v = 225, A = 8.25 Critcal Moment = 525 LB-FT @7.5' M/(F'b x S)= 0.49 F'b = 1682, S = 7.56 Critical Deflection for TL = -0.64 INCH @ 7.5 L/240 = 0.75" Critical Deflection for LL = -0.457 INCH @ 7.5 L/360 = 0.5" 1 2 Moment Shear Deflection 15' Page 34 of 57 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 1 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 BEAM : F3 - D.J. 2X10#2 @ 16" O.C. TYP. (MAX L=12'- 0") Loads(Downward+) Deck Primary: (13+60)(1.3) = (DL=17.4PLF; LLr=80.1PLF) form 0 to 12 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 585/585 0 2 585/585 0 USE 2 x 10 Critcal Shear = 584 LB @0' 1.5xV/(F'v x A)= 0.35 F'v = 180, A = 13.88 Critcal Moment = 1754 LB-FT @6' M/(F'b x S)= 0.86 F'b = 1138, S = 21.39 Critical Deflection for TL = -0.287 INCH @ 6 L/240 = 0.6" Critical Deflection for LL = -0.236 INCH @ 6 L/360 = 0.4" 1 2 Moment Shear Deflection 12' BEAM : R1 - R.R. 2X6#2 @ 16" O.C. TYP. (MAX L=12'-0") Loads(Downward+) Roof Rafter: (11+20)(1.3) = (DL=14.7PLF; LLr=26.7PLF) form 0 to 12 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 248/248 0 2 248/248 0 USE 2 x 6 Critcal Shear = 248 LB @0' 1.5xV/(F'v x A)= 0.2 F'v = 225, A = 8.25 Critcal Moment = 744 LB-FT @6' M/(F'b x S)= 0.7 F'b = 1682, S = 7.56 Critical Deflection for TL = -0.58 INCH @ 6 L/240 = 0.6" Critical Deflection for LL = -0.374 INCH @ 6 L/360 = 0.4" 1 2 Moment Shear Deflection 12' Page 35 of 57 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 1 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 BEAM : R1A - R.R. 2X6#2 @ 16" O.C. W/ PURLIN Loads(Downward+) Roof Rafter: (11+20)(1.3) = (DL=14.7PLF; LLr=26.7PLF) form 0 to 13.5 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 25/25 0 2 381/382 0 3 152/152 0 USE 2 x 6 Critcal Shear = 220 LB @4.5' 1.5xV/(F'v x A)= 0.18 F'v = 225, A = 8.25 Critcal Moment = -306 LB-FT @4.5' M/(F'b x S)= 0.29 F'b = 1682, S = 7.56 Critical Deflection for TL = -0.101 INCH @ 9.5 L/240 = 0.45" Critical Deflection for LL = -0.065 INCH @ 9.5 L/360 = 0.3" 1 2 3 Moment Shear Deflection 4.5'9' BEAM : R2 - R.R. 2X10#2 @ 16" O.C. Loads(Downward+) Rafter Vaulted: (13+20)(1.3) = (DL=17.4PLF; LLr=26.7PLF) form 0 to 13.5 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 297/297 0 2 297/297 0 USE 2 x 10 Critcal Shear = 297 LB @0' 1.5xV/(F'v x A)= 0.14 F'v = 225, A = 13.88 Critcal Moment = 1003 LB-FT @6.75' M/(F'b x S)= 0.39 F'b = 1423, S = 21.39 Critical Deflection for TL = -0.208 INCH @ 6.75 L/240 = 0.675" Critical Deflection for LL = -0.126 INCH @ 6.75 L/360 = 0.45" 1 2 Moment Shear Deflection 13.5' Page 36 of 57 1834 W Third St & #2,33/21/2025 P=200# ZM Plate use: 4 1/2" x 4 1/2" x 3/8" Stl. Plate. W/ (4)-3/8" x 6" Long Lag Screws. Lag Screws Effective Thread Length for 3/8" Dia - 6" Long lag screw: T-E = 3-9/32"(Table L2 - NDS 2018) Moment at guard rail base: M = PxH = 200 x 42 = 8400 lbs-in Withdrawal Load at each Lag screw: Z = (M/D)/N = (8400/2.25)/4 = 933.3# Lag Screws Withdrawal Value : W = 1800xG^(3 2)xD^(3 4)x(T-E)(12.2-1 - NDS 2018) = 1800x0.5^(3 2)x3/8^(3 4)x(3 9 32") = 1000.7# => Z < W : OK. GUARDRAIL CALCULATION Page 37 of 57 1834 W Third St & #2,33/21/2025 Beam on Elastic Foundation LIC# : KW-06019698, Build:20.23.05.01 DONG ENGINEERING INC (c) ENERCALC INC 1983-2023 DESCRIPTION:CONT. FOOTING AT SHEAR WALL LINE C Project File: 240051.ec6 CODE REFERENCES Calculations per ACI 318-19, IBC 2021, ASCE 7-16 Load Combinations Used : ASCE 7-16 Material Properties 4.0 7.50 145.0 Elastic Modulus 3,122.0 ksi Soil Subgrade Modulus =250.0 psi / (inch deflection) 11.0Lt Wt FactorO = =60.0 29,000.0 40.0 29,000.0 3 Beam is supported on an elastic foundation, 2 =0.90 0.750 f'c ksi fy - Main Rebar ksi Density 1/2 = fr = f'c *474.342 pcf E - Main Rebar ksi psi = Fy - Stirrups ksi == = E - Stirrups ksi E 0.850 == = Shear : Stirrup Bar Size # Number of Resisting Legs Per Stirrup Phi Values Flexure : \ # I Load Combination :ASCE 7-16 .Cross Section & Reinforcing Details Rectangular Section, Width = 15.0 in, Height = 24.0 in Span #1 Reinforcing.... 2-#4 at 3.0 in from Top, from 0.0 to 10.0 ft in this span 2-#4 at 3.0 in from Bottom, from 0.0 to 10.0 ft in this span .Service loads entered. Load Factors will be applied for calculations.Applied Loads Load for Span Number 1 Moment : W = 6.20 k-ft, Location = 5.0 ft from left end of this span .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.073 : 1 Load Combination W Only Span # where maximum occurs Span # 1 Maximum Soil Pressure =0.294 ksf at 10.00 ft LdComb: W Only Allowable Soil Pressure =OK2.90 ksf Location of maximum on span 4.941 ft Mn * Phi : Allowable 41.506 k-ft Typical SectionSection used for this span Mu : Applied -3.045 k-ft Maximum Deflection Max Downward L+Lr+S Deflection 0.000 in Max Upward L+Lr+S Deflection 0.000 in Max Downward Total Deflection 0.008 in Max Upward Total Deflection -0.008 in . Bar Layout DescriptionCross Section Moment of Inertia ( in^4 ) Btm Tension Top Tension I gross Icr - Top TensionIcr - Btm Tension Phi*Mn ( k-ft ) Cross Section Strength & Inertia Section 1 2- #4 @ d=3",2- #4 @ d=21",41.51 41.51 17,280.00 1,338.84 1,338.84 .Shear Stirrup Requirements Entire Beam Span Length : Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in .Maximum Forces & Stresses for Load Combinations Page 38 of 57 1834 W Third St & #2,33/21/2025 Beam on Elastic Foundation LIC# : KW-06019698, Build:20.23.05.01 DONG ENGINEERING INC (c) ENERCALC INC 1983-2023 DESCRIPTION:CONT. FOOTING AT SHEAR WALL LINE C Project File: 240051.ec6 Span # Bending Stress Results ( k-ft )Location (ft)Load Combination Mu : Max Stress RatioSegment Length Phi*Mnxin Span MAXimum Bending Envelope Span # 1 1 5.059 3.04 41.51 0.07 Span # 1 1 5.059 +0.50W Span # 1 1 5.059 1.52 41.51 0.04 W Only Span # 1 1 5.059 3.04 41.51 0.07 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections - Unfactored Loads Span 1Span 1 1 0.0082 10.000 -0.0082 0.000 Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations - Unfactored Loads 1 0.0000 0.000 0.0000 0.000 +0.60W 1 0.0049 10.000 -0.0049 0.000 +0.450W 1 0.0037 10.000 -0.0037 0.000 W Only 1 0.0082 10.000 -0.0082 0.000 . .Detailed Shear Information Load Combination Vu (k)Span Distance 'd'Comment Phi*Vs Req'd d*Vu/MuMu (ft)(k)(in)Actual Suggest(k-ft)Number (k) Spacing (in) Design Phi*Vc W Only 1 0.00 21.00 -0.02 0.02 0.00 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 0.12 21.00 -0.06 0.06 0.00 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 0.24 21.00 -0.11 0.11 0.01 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00Page 39 of 57 1834 W Third St & #2,33/21/2025 Beam on Elastic Foundation LIC# : KW-06019698, Build:20.23.05.01 DONG ENGINEERING INC (c) ENERCALC INC 1983-2023 DESCRIPTION:CONT. FOOTING AT SHEAR WALL LINE C Project File: 240051.ec6 Detailed Shear Information Load Combination Vu (k)Span Distance 'd'Comment Phi*Vs Req'd d*Vu/MuMu (ft)(k)(in)Actual Suggest(k-ft)Number (k) Spacing (in) Design Phi*Vc W Only 1 0.35 21.00 -0.15 0.15 0.02 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 0.47 21.00 -0.18 0.18 0.04 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 0.59 21.00 -0.22 0.22 0.06 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 0.71 21.00 -0.26 0.26 0.09 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 0.82 21.00 -0.30 0.30 0.12 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 0.94 21.00 -0.33 0.33 0.15 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 1.06 21.00 -0.37 0.37 0.19 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 1.18 21.00 -0.40 0.40 0.24 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 1.29 21.00 -0.43 0.43 0.28 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 1.41 21.00 -0.46 0.46 0.33 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 1.53 21.00 -0.49 0.49 0.39 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 1.65 21.00 -0.52 0.52 0.45 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 1.76 21.00 -0.55 0.55 0.51 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 1.88 21.00 -0.58 0.58 0.57 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 2.00 21.00 -0.61 0.61 0.64 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 2.12 21.00 -0.63 0.63 0.71 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 2.24 21.00 -0.66 0.66 0.79 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 2.35 21.00 -0.68 0.68 0.86 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 2.47 21.00 -0.70 0.70 0.94 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 2.59 21.00 -0.72 0.72 1.03 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 2.71 21.00 -0.74 0.74 1.11 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 2.82 21.00 -0.76 0.76 1.20 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 2.94 21.00 -0.78 0.78 1.29 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 3.06 21.00 -0.80 0.80 1.38 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 3.18 21.00 -0.81 0.81 1.47 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 3.29 21.00 -0.83 0.83 1.57 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 3.41 21.00 -0.84 0.84 1.67 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 3.53 21.00 -0.86 0.86 1.77 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 3.65 21.00 -0.87 0.87 1.87 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 3.76 21.00 -0.88 0.88 1.97 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 3.88 21.00 -0.89 0.89 2.07 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 4.00 21.00 -0.90 0.90 2.18 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 4.12 21.00 -0.91 0.91 2.28 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 4.24 21.00 -0.92 0.92 2.39 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 4.35 21.00 -0.92 0.92 2.50 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 4.47 21.00 -0.93 0.93 2.61 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 4.59 21.00 -0.93 0.93 2.72 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 4.71 21.00 -0.93 0.93 2.83 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 4.82 21.00 -0.93 0.93 2.94 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 4.94 21.00 -0.94 0.94 3.04 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 5.06 21.00 -0.93 0.93 3.04 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 5.18 21.00 -0.93 0.93 2.94 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 5.29 21.00 -0.93 0.93 2.83 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 5.41 21.00 -0.93 0.93 2.72 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 5.53 21.00 -0.92 0.92 2.61 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 5.65 21.00 -0.92 0.92 2.50 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 5.76 21.00 -0.91 0.91 2.39 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 5.88 21.00 -0.90 0.90 2.28 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 6.00 21.00 -0.89 0.89 2.18 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 6.12 21.00 -0.88 0.88 2.07 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 6.24 21.00 -0.87 0.87 1.97 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 6.35 21.00 -0.86 0.86 1.87 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 6.47 21.00 -0.84 0.84 1.77 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 6.59 21.00 -0.83 0.83 1.67 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 6.71 21.00 -0.81 0.81 1.57 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 6.82 21.00 -0.80 0.80 1.47 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 6.94 21.00 -0.78 0.78 1.38 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 7.06 21.00 -0.76 0.76 1.29 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 7.18 21.00 -0.74 0.74 1.20 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 7.29 21.00 -0.72 0.72 1.11 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 7.41 21.00 -0.70 0.70 1.03 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 7.53 21.00 -0.68 0.68 0.94 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 7.65 21.00 -0.66 0.66 0.86 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 7.76 21.00 -0.63 0.63 0.79 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 7.88 21.00 -0.61 0.61 0.71 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 8.00 21.00 -0.58 0.58 0.64 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 8.12 21.00 -0.55 0.55 0.57 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 8.24 21.00 -0.52 0.52 0.51 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 Page 40 of 57 1834 W Third St & #2,33/21/2025 Beam on Elastic Foundation LIC# : KW-06019698, Build:20.23.05.01 DONG ENGINEERING INC (c) ENERCALC INC 1983-2023 DESCRIPTION:CONT. FOOTING AT SHEAR WALL LINE C Project File: 240051.ec6 Detailed Shear Information Load Combination Vu (k)Span Distance 'd'Comment Phi*Vs Req'd d*Vu/MuMu (ft)(k)(in)Actual Suggest(k-ft)Number (k) Spacing (in) Design Phi*Vc W Only 1 8.35 21.00 -0.49 0.49 0.45 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 8.47 21.00 -0.46 0.46 0.39 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 8.59 21.00 -0.43 0.43 0.33 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 8.71 21.00 -0.40 0.40 0.28 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 8.82 21.00 -0.37 0.37 0.24 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 8.94 21.00 -0.33 0.33 0.19 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 9.06 21.00 -0.30 0.30 0.15 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 9.18 21.00 -0.26 0.26 0.12 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 9.29 21.00 -0.22 0.22 0.09 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 9.41 21.00 -0.18 0.18 0.06 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 9.53 21.00 -0.15 0.15 0.04 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 9.65 21.00 -0.11 0.11 0.02 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 9.76 21.00 -0.06 0.06 0.01 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 9.88 21.00 -0.02 0.02 0.00 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 Page 41 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 (allowable) P(allowable) = 14,500 # FOUNDATION - 2-STORY 45𝑜 Page 42 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 2' - 0"Square x 24" Deep Concrete Pad With 3-#4 Each way BEAM NO. BM#9+11 Support 1 P =13,856 # Use 2' - 6"Square x 24" Deep Concrete Pad With 3-#5 Each way PAD SCHEDULE Page 43 of 57 1834 W Third St & #2,33/21/2025 1Y 1X 1 2 A B AD U R O O F S H E A R W A L L L A Y O U T Page 44 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE ADU 1834 W.3RD ST, UNIT 3, SANTA ANA, CA 92703 SECTION: 1X WIND PARAMETERS PER ASCE7-16, CHAPTER 27, MWFRS BUILDINGS OF ALL HEIGHTS: SEISMIC PARAMETERS PER ASCE7-16, CHAPTER 12.8, ELF PROCEDURE: ROOF 113.4 PLF SEISMIC GOVERN Page 45 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE ADU 1834 W.3RD ST, UNIT 3, SANTA ANA, CA 92703 Job#: 240051 Date: 7/17/2024 PLAN: 2 CODE: CBC 2022 SECTION: 1Y Number of Story: 1 Section width: 45(ft)Section length: 19(ft) Base height: 0.5(ft)Slope roof height: 13.5(ft)Gable mean roof height: 11.5(ft) WIND PARAMETERS PER ASCE7-16, CHAPTER 27, MWFRS BUILDINGS OF ALL HEIGHTS: Wind speed = 110, Wind exposure = C, Wind importance factor Iw = 1 Coefficients: Kd = 0.85, Kzt = 1, G = 0.85, Gcpi = +/-0.18, omega = 1 B = 45(ft), L = 19(ft), H = 12(ft)-->L/B = 0.42, H/L = 0.63 Wall coefficient: Cpw = 0.8, Cpl = -0.5, Roof coefficient: Cpw = (0.16;-0.32), Cpl = -0.6 Wind exposure = C-->anpha = 9.5, zg = 900 Kz = 2.01*(15/zg)^(2/anpha)qz = 0.00256*Kz*Kzt*Kd*V^2*Iw P = G(Cpw*qz+Cpl*qh) WIND LOAD: SEISMIC PARAMETERS PER ASCE7-16, CHAPTER 12.8, ELF PROCEDURE: Light frame wood-->Ry = 6.5, Site class :D, SDS = 2FaSs/3 =1.17, SD1 = 2FvS1/3 =0, Seismic design category: D, I = 1, 0.7*V = 0.7*SDS*I*W/Ry = 0.7*1.17*1*W/6.5 = 0.126*W Total Seismic Load = 64.26 = 64.26 PLF Redistrib: 510*9 = 4590 PLFxFT DIAPHRAGM & CHORD FORCE PER ASCE07-16 SECTION 12.10 ROOF DIAPHRAGM Max shear = 91.8 x 45 / (2 x 19) = 108.71 PLF Use: 15/32" apa rated unblock 32/16 w/8d common nails at 6", 6", 12" o.c. Chord force = 91.8 x 45^2 / (8 x 19) = 1222.99 LBS Splice w/ min. (7) 16d sinker nails each side of splice at 8" o.c. (standard construction) (z, Kz, qz, P): (15, 0.85, 22.35, 24.7) ROOF Roof = 15*19 = 285 PLF Wall = 15*2*4.5 + 10*2*4.5 = 225 PLF Shear = 0.126(285+225) = 0.126*510 = 64.26 PLF Plate height: ROOF = 9(ft) SHEAR ROOF = 64.26*510*9/4590 = 64.26 PLF SHEAR ROOF = 0.6*W = 105.49(plf) ROOF 105.49 PLF WIND GOVERN Page 46 of 57 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W MA I N H O U S E AD U 18 3 4 W. 3 R D S T , UN I T 3 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 2 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 2 9 " | 4 * d * 1 . 4 = 1 . 6 4 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " 5. 2 5 3. 7 5 3. 7 5 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n HD U 2 HD U 2 Po s t S i z e 4x 4 4x 4 Te n s i o n ( k i p s ) 3. 1 3. 1 Co m . ( k i p s ) 2. 9 2. 9 Ri g h t S i d e Ho l d D o w n HD U 2 HD U 2 Po s t S i z e 4x 4 4x 4 Te n s i o n ( k i p s ) 3. 1 3. 1 Co m . ( k i p s ) 2. 9 2. 9 An c h o r B o l t 5/ 8 " x 1 2 " [2 ] [2 ] sp a c e d e q u a l l y P2 6. 5 0 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P1 LI N E 1 ( D i r e c t i o n : Y ) @ F I R S T F L O O R | W i n d : 2 3 7 4 l b s | S e i s m i c : 1 8 8 0 l b s | S h e a r P a n e l T y p e : B | ( þ = 1 . 3 ) To t a l L e n g t h = 1 9 . 2 5 f t | T o t a l S h e a r W a l l L e n g t h = 7 . 5 f t | S h e a r D i a p h r a g m = 1 2 3 p l f | D e s i g n S h e a r W a l l = 3 8 0 p l f ( W i n d ) / 3 0 1 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 1 / 1 . 2 ) + P 2 ( 1 / 1 . 2 ) = 2 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 1 . 4 / 1 . 7 ) + P 2 ( 1 . 4 / 1 . 7 ) = 2 . 8 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 72 5 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 Page 47 of 57 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W MA I N H O U S E AD U 18 3 4 W. 3 R D S T , UN I T 3 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 2 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 1 3 " | 4 * d * 1 . 4 = 0 . 7 2 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " 8. 5 0 8. 0 0 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n HD U 2 Po s t S i z e 4x 4 Te n s i o n ( k i p s ) 2. 5 Co m . ( k i p s ) 2. 9 Ri g h t S i d e Ho l d D o w n HD U 2 Po s t S i z e 4x 4 Te n s i o n ( k i p s ) 2. 5 Co m . ( k i p s ) 2. 9 An c h o r B o l t 5/ 8 " x 1 2 " [2 ] sp a c e d e q u a l l y Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e 2. 2 5 Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P1 LI N E 2 ( D i r e c t i o n : Y ) @ F I R S T F L O O R | W i n d : 2 3 7 4 l b s | S e i s m i c : 1 8 8 0 l b s | S h e a r P a n e l T y p e : B | ( þ = 1 . 3 ) To t a l L e n g t h = 1 8 . 7 5 f t | T o t a l S h e a r W a l l L e n g t h = 8 f t | S h e a r D i a p h r a g m = 1 2 7 p l f | D e s i g n S h e a r W a l l = 2 9 7 p l f ( W i n d ) / 2 3 5 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 2 . 6 / 2 . 6 ) = 2 . 6 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 3 . 6 / 3 . 6 ) = 3 . 6 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 13 6 1 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 Page 48 of 57 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W MA I N H O U S E AD U 18 3 4 W. 3 R D S T , UN I T 3 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 2 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 1 " | 4 * d * 1 . 4 = 0 . 5 3 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " 9. 7 5 8. 0 0 5. 2 5 7. 2 5 4. 0 0 4. 0 0 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n HD U 2 Po s t S i z e 4x 4 Te n s i o n ( k i p s ) 1. 4 Co m . ( k i p s ) 2. 3 Ri g h t S i d e Ho l d D o w n HD U 2 Po s t S i z e 4x 4 Te n s i o n ( k i p s ) 1. 4 Co m . ( k i p s ) 2. 3 An c h o r B o l t 5/ 8 " x 1 2 " [2 ] sp a c e d e q u a l l y 2. 2 5 2. 2 5 2. 5 0 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P1 LI N E A ( D i r e c t i o n : X ) @ F I R S T F L O O R | W i n d : 8 2 0 l b s | S e i s m i c : 1 4 0 0 l b s | S h e a r P a n e l T y p e : A | ( þ = 1 . 3 ) To t a l L e n g t h = 4 5 . 2 5 f t | T o t a l S h e a r W a l l L e n g t h = 8 f t | S h e a r D i a p h r a g m = 3 4 p l f | D e s i g n S h e a r W a l l = 1 0 3 p l f ( W i n d ) / 1 7 5 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 1 . 8 / 1 . 8 ) = 1 . 8 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 2 . 5 / 2 . 5 ) = 2 . 5 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 33 2 -93 5 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 Page 49 of 57 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W MA I N H O U S E AD U 18 3 4 W. 3 R D S T , UN I T 3 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 2 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 1 " | 4 * d * 1 . 4 = 0 . 5 3 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " 5. 5 0 8. 0 0 6. 2 5 6. 2 5 3. 2 5 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n HD U 2 Po s t S i z e 4x 4 Te n s i o n ( k i p s ) 1. 4 Co m . ( k i p s ) 2. 3 Ri g h t S i d e Ho l d D o w n HD U 2 Po s t S i z e 4x 4 Te n s i o n ( k i p s ) 1. 4 Co m . ( k i p s ) 2. 3 An c h o r B o l t 5/ 8 " x 1 2 " [2 ] sp a c e d e q u a l l y 6. 2 5 6. 5 0 3. 2 5 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P1 LI N E B ( D i r e c t i o n : X ) @ F I R S T F L O O R | W i n d : 8 2 0 l b s | S e i s m i c : 1 4 0 0 l b s | S h e a r P a n e l T y p e : A | ( þ = 1 . 3 ) To t a l L e n g t h = 4 5 . 2 5 f t | T o t a l S h e a r W a l l L e n g t h = 8 f t | S h e a r D i a p h r a g m = 3 4 p l f | D e s i g n S h e a r W a l l = 1 0 3 p l f ( W i n d ) / 1 7 5 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 1 . 8 / 1 . 8 ) = 1 . 8 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 2 . 5 / 2 . 5 ) = 2 . 5 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 18 7 -10 8 0 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 Page 50 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE ADU 1834 W.3RD ST, UNIT 3, SANTA ANA, CA 92703 Job#: 240051 Date: 7/17/2024 PLAN: 2 CODE: CBC 2022 Shear Wall (X-X Direction) Line Story Section Span Wind Seismic Added V (lb)H L v Type ###(ft)(plf)(plf)Wind Seismic (ft)(ft)(plf) A 1 1X 19 86 113 9 8 175 A B 1 1X 19 86 113 9 8 175 A SUMMARY SHEAR WALL V2 = Seismic*Span/2 + Added Vseismic Line shear V = Maximum(V1;V2) V1 = Wind*Span/2 + Added Vwind v(plf) = V/L Page 51 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE ADU 1834 W.3RD ST, UNIT 3, SANTA ANA, CA 92703 Job#: 240051 Date: 7/17/2024 PLAN: 2 CODE: CBC 2022 Shear Wall (Y-Y Direction) Line Story Section Span Wind Seismic Added V (lb)H L v Type ###(ft)(plf)(plf)Wind Seismic (ft)(ft)(plf) 1 1 1Y 45 105 64 9 6.25 380 B 2 1 1Y 45 105 64 9 8 297 B v(plf) = V/L Line shear V = Maximum(V1;V2) SUMMARY SHEAR WALL V1 = Wind*Span/2 + Added Vwind V2 = Seismic*Span/2 + Added Vseismic Page 52 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE ADU 1834 W.3RD ST, UNIT 3, SANTA ANA, CA 92703 Job#: 240051 Date: 7/17/2024 PLAN: 2 CODE: CBC 2022 Wall Sec.Sto.Wind Seismic Span Offset Wind Seismic (#)(#)(#)v_(plf)v_(plf)(ft)(ft)V_(lb)V_(lb) 1 :Wind = 2374(lb), Seismic = 1880(lb) 1 1Y 1 105.5 64.3 45 2374 1446 l---------------45.0(ft)---------------l 2 :Wind = 2374(lb), Seismic = 1880(lb) 2 1Y 1 105.5 64.3 45 2374 1446 l---------------45.0(ft)---------------l A :Wind = 820(lb), Seismic = 1400(lb) A 1X 1 86.3 113.4 19 820 1077 l---------------19.0(ft)---------------l B :Wind = 820(lb), Seismic = 1400(lb) B 1X 1 86.3 113.4 19 820 1077 l---------------19.0(ft)---------------l #N/A #N/A #N/A #N/A #N/A #N/A Description V_(lb)=v_(plf)*Span*Span/2/(Span+Offset) LATERAL p Factor: X Direction: p=1.3; Y Direction: p=1.3 Page 53 of 57 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 2 Dong Engineering Inc. NEW MAIN HOUSE & ADU 1834 W.3RD ST, UNIT 3, SANTA ANA, CA 92703 BEAM : 1 - DROP AT ENTRANCE Loads(Downward+) Beam Weight 6.2 plf from 0 ft to 9.75 ft Roof Primary: (15+20)(4.8) = (DL=71.2PLF; LLr=95PLF) form 0 to 9.75 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 841/841 0 2 841/841 0 USE 4 x 8 Critcal Shear = 840 LB @0' 1.5xV/(F'v x A)= 0.22 F'v = 225, A = 25.38 Critcal Moment = 2047 LB-FT @4.75' M/(F'b x S)= 0.55 F'b = 1462, S = 30.66 Critical Deflection for TL = -0.197 INCH @ 5 L/240 = 0.488" Critical Deflection for LL = -0.109 INCH @ 5 L/360 = 0.325" 1 2 Moment Shear Deflection 9.75' BEAM : 2 - HDR AT BED Loads(Downward+) Beam Weight 6.2 plf from 0 ft to 6 ft Roof Primary: (15+20)(11.5) = (DL=172.5PLF; LLr=230PLF) form 0 to 6 Exterior Wall: (15)(2) = (DL=30PLF) form 0 to 6 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 1316/1316 0 2 1316/1316 0 USE 4 x 8 Critcal Shear = 1316 LB @0' 1.5xV/(F'v x A)= 0.34 F'v = 225, A = 25.38 Critcal Moment = 1974 LB-FT @3' M/(F'b x S)= 0.53 F'b = 1462, S = 30.66 Critical Deflection for TL = -0.072 INCH @ 3 L/240 = 0.3" Critical Deflection for LL = -0.038 INCH @ 3 L/360 = 0.2" 1 2 Moment Shear Deflection 6' Page 54 of 57 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 2 Dong Engineering Inc. NEW MAIN HOUSE & ADU 1834 W.3RD ST, UNIT 3, SANTA ANA, CA 92703 BEAM : C1 - C.J. 2X6#2 @ 16" O.C. TYP. (MAX L=15'-0") Loads(Downward+) Ceiling Joist: (4+10)(1.3) = (DL=5.3PLF; LLr=13.4PLF) form 0 to 15 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 140/140 0 2 140/140 0 USE 2 x 6 Critcal Shear = 140 LB @0' 1.5xV/(F'v x A)= 0.11 F'v = 225, A = 8.25 Critcal Moment = 525 LB-FT @7.5' M/(F'b x S)= 0.49 F'b = 1682, S = 7.56 Critical Deflection for TL = -0.64 INCH @ 7.5 L/240 = 0.75" Critical Deflection for LL = -0.457 INCH @ 7.5 L/360 = 0.5" 1 2 Moment Shear Deflection 15' BEAM : C2 - C.J. 2X8#2 @ 16" O.C. TYP. (MAX L=20'-0") Loads(Downward+) Ceiling Joist: (4+10)(1.3) = (DL=5.3PLF; LLr=13.4PLF) form 0 to 20 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 187/187 0 2 187/187 0 USE 2 x 8 Critcal Shear = 186 LB @0' 1.5xV/(F'v x A)= 0.11 F'v = 225, A = 10.88 Critcal Moment = 934 LB-FT @10' M/(F'b x S)= 0.55 F'b = 1552, S = 13.14 Critical Deflection for TL = -0.883 INCH @ 10 L/240 = 1" Critical Deflection for LL = -0.631 INCH @ 10 L/360 = 0.667" 1 2 Moment Shear Deflection 20' Page 55 of 57 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 2 Dong Engineering Inc. NEW MAIN HOUSE & ADU 1834 W.3RD ST, UNIT 3, SANTA ANA, CA 92703 BEAM : R1 - R.R. 2X6#2 @ 16" O.C. TYP. (MAX L=12'-0") Loads(Downward+) Roof Rafter: (11+20)(1.3) = (DL=14.7PLF; LLr=26.7PLF) form 0 to 12 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 248/248 0 2 248/248 0 USE 2 x 6 Critcal Shear = 248 LB @0' 1.5xV/(F'v x A)= 0.2 F'v = 225, A = 8.25 Critcal Moment = 744 LB-FT @6' M/(F'b x S)= 0.7 F'b = 1682, S = 7.56 Critical Deflection for TL = -0.58 INCH @ 6 L/240 = 0.6" Critical Deflection for LL = -0.374 INCH @ 6 L/360 = 0.4" 1 2 Moment Shear Deflection 12' Page 56 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE ADU 1834 W.3RD ST, UNIT 3, SANTA ANA, CA 92703 Job#: 240051 Date: 7/17/2024 PLAN: 2 CODE: CBC 2022 2900 psf Trib Trib Wall Height DL(psf)LL(psf)roof(ft)DL(psf)LL(psf)floor(ft)DL(psf)wall(ft) 15 20 11.5 15 9 Roof:(DL+LL)(Trib) =402.5 plf Floor:(DL+LL)(Trib) =0 plf Wall:DL (Height)=135 plf 537.5 plf 537.5 /(12"/12)=537.5 psf< 2900 psf P(allowable) P(allowable) = 8,700 # 18 in FOUNDATION - 1-STORY Allowable soil bearing value: Roof Floor use 12" wide cont. ftg w/ 2-#4 top & bott. 45𝑜 Page 57 of 57 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2024-07-02T02:25:06-07:00 (Page 1 of 14) Calculation Description:Title 24 Analysis Input File Name:2 STORY MAIN HOUSE + ATTACHED JADU GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-02 02:26:25 GENERAL INFORMATION 01 Project Name 240051 02 Run Title Title 24 Analysis 03 Project Location 1834 W.3RD ST, 04 City SANTA ANA 05 Standards Version 2022 06 Zip code 92703 07 Software Version EnergyPro 9.2 08 Climate Zone 8 09 Front Orientation (deg/ Cardinal)0 10 Building Type Single family 11 Number of Dwelling Units 1 12 Project Scope Newly Constructed 13 Number of Bedrooms 5 14 Addition Cond. Floor Area (ft2)0 15 Number of Stories 2 16 Existing Cond. Floor Area (ft2)n/a 17 Fenestration Average U-factor 0.3 18 Total Cond. Floor Area (ft2)2497 19 Glazing Percentage (%)16.66% 20 ADU Bedroom Count n/a 21 ADU Conditioned Floor Area n/a 22 Fuel Type All electric 23 No Dwelling Unit:No COMPLIANCE RESULTS 01 Building Complies with Computer Performance 02 This building incorporates features that require field testing and/or verification by a certified HERS rater under the supervision of a CEC-approved HERS provider. 03 This building incorporates one or more Special Features shown below 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2024-07-02T02:25:06-07:00 (Page 2 of 14) Calculation Description:Title 24 Analysis Input File Name:2 STORY MAIN HOUSE + ATTACHED JADU GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-02 02:26:25 ENERGY DESIGN RATINGS Energy Design Ratings Compliance Margins Source Energy (EDR1) Efficiency1 EDR (EDR2efficiency) Total2 EDR (EDR2total) Source Energy (EDR1) Efficiency1 EDR (EDR2efficiency) Total2 EDR (EDR2total) Standard Design 32.3 37.8 24.2 Proposed Design 29.3 37.8 24.1 3 0 0.1 RESULT3: PASS 1Efficiency EDR includes improvements like a better building envelope and more efficient equipment 2Total EDR includes efficiency and demand response measures such as photovoltaic (PV) system and batteries 3Building complies when source energy, efficiency and total compliance margins are greater than or equal to zero and unmet load hour limits are not exceeded •Standard Design PV Capacity: 3.56 kWdc •PV System resized to 3.56 kWdc (a factor of 3.563) to achieve 'Standard Design PV' PV scaling 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2024-07-02T02:25:06-07:00 (Page 3 of 14) Calculation Description:Title 24 Analysis Input File Name:2 STORY MAIN HOUSE + ATTACHED JADU GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-02 02:26:25 ENERGY USE SUMMARY Energy Use Standard Design Source Energy (EDR1) (kBtu/ft2 -yr) Standard Design TDV Energy (EDR2) (kTDV/ft2 -yr) Proposed Design Source Energy (EDR1) (kBtu/ft2 -yr) Proposed Design TDV Energy (EDR2) (kTDV/ft2 -yr) Compliance Margin (EDR1) Compliance Margin (EDR2) Space Heating 1.12 5.05 0.59 4.22 0.53 0.83 Space Cooling 0.67 18.98 0.7 21.45 -0.03 -2.47 IAQ Ventilation 0.36 3.82 0.36 3.82 0 0 Water Heating 1.28 13 1.11 11.29 0.17 1.71 Self Utilization/Flexibility Credit 0 0 Efficiency Compliance Total 3.43 40.85 2.76 40.78 0.67 0.07 Photovoltaics -1.56 -46.86 -1.56 -46.87 Battery 0 0 Flexibility Indoor Lighting 0.72 6.73 0.72 6.73 Appl. & Cooking 1.61 13.89 1.59 13.74 Plug Loads 2.94 29.93 2.94 29.93 Outdoor Lighting 0.18 1.61 0.18 1.61 TOTAL COMPLIANCE 7.32 46.15 6.63 45.92 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2024-07-02T02:25:06-07:00 (Page 4 of 14) Calculation Description:Title 24 Analysis Input File Name:2 STORY MAIN HOUSE + ATTACHED JADU GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-02 02:26:25 ENERGY USE INTENSITY Standard Design (kBtu/ft2 - yr )Proposed Design (kBtu/ft2 - yr )Compliance Margin (kBtu/ft2 - yr )Margin Percentage Gross EUI1 11.37 10.46 0.91 8 Net EUI2 3.42 2.51 0.91 26.61 Notes 1. Gross EUI is Energy Use Total (not including PV) / Total Building Area. 2. Net EUI is Energy Use Total (including PV) / Total Building Area. REQUIRED PV SYSTEMS 01 02 03 04 05 06 07 08 09 10 11 12 DC System Size (kWdc)Exception Module Type Array Type Power Electronics CFI Azimuth (deg) Tilt Input Array Angle (deg) Tilt: (x in 12) Inverter Eff. (%) Annual Solar Access (%) 3.56 NA Standard (14-17%)Fixed none true 150-270 n/a n/a <=7:12 96 98 REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. •Insulation below roof deck •Variable capacity heat pump compliance option (verification details from VCHP Staff report, Appendix B, and RA3) •Northwest Energy Efficiency Alliance (NEEA) rated heat pump water heater; specific brand/model, or equivalent, must be installed HERS FEATURE SUMMARY The following is a summary of the features that must be field-verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is provided in the building tables below. Registered CF2Rs and CF3Rs are required to be completed in the HERS Registry •Quality insulation installation (QII) •Indoor air quality ventilation •Verified Refrigerant Charge •Airflow in habitable rooms (SC3.1.4.1.7) •Verified heat pump rated heating capacity •Wall-mounted thermostat in zones greater than 150 ft2 (SC3.4.5) •Ductless indoor units located entirely in conditioned space (SC3.1.4.1.8) 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2024-07-02T02:25:06-07:00 (Page 5 of 14) Calculation Description:Title 24 Analysis Input File Name:2 STORY MAIN HOUSE + ATTACHED JADU GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-02 02:26:25 BUILDING - FEATURES INFORMATION 01 02 03 04 05 06 07 Project Name Conditioned Floor Area (ft2)Number of Dwelling Units Number of Bedrooms Number of Zones Number of Ventilation Cooling Systems Number of Water Heating Systems 240051 2497 1 5 3 0 2 ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft2)Avg. Ceiling Height Water Heating System 1 Status 1st Floor Conditioned HVAC1 1013 9 DHW Sys 1 New 2nd Floor Conditioned HVAC1 1000 9 DHW Sys 1 New JADU Conditioned JADU HVAC2 484 9 DHW Sys 3 New OPAQUE SURFACES 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft2)Window and Door Area (ft2)Tilt (deg) Front wall 1st Floor R-15 Wall.0 Front 172 56 90 Left wall 1st Floor R-15 Wall.90 Left 132 30 90 Right wall 1st Floor R-15 Wall.270 Right 319.5 59 90 Front wall 2 2nd Floor R-15 Wall.0 Front 297 56 90 Left wall 2 2nd Floor R-15 Wall.90 Left 351 35 90 Rear wall 2nd Floor R-15 Wall.180 Back 297 45 90 Right wall 2 2nd Floor R-15 Wall.270 Right 351 81 90 Left wall 3 JADU R-15 Wall.90 Left 97 25 90 Rear wall 2 JADU R-15 Wall.180 Back 360 63 90 Right wall 3 JADU R-15 Wall.270 Right 121.5 41 90 Roof 1st Floor R-30 + R-13 Roof Attic n/a n/a 466 n/a n/a 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2024-07-02T02:25:06-07:00 (Page 6 of 14) Calculation Description:Title 24 Analysis Input File Name:2 STORY MAIN HOUSE + ATTACHED JADU GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-02 02:26:25 OPAQUE SURFACES 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft2)Window and Door Area (ft2)Tilt (deg) Roof 2 2nd Floor R-30 + R-13 Roof Attic n/a n/a 1000 n/a n/a Roof 3 JADU R-30 + R-13 Roof Attic n/a n/a 204 n/a n/a Roof 4 __Garage__R-0 Roof Attic n/a n/a 27 n/a n/a Floor under 2nd 2nd Floor R-19 Floor No Crawlspace n/a n/a 547 n/a n/a Floor over garage 2nd Floor R-19 Floor No Crawlspace n/a n/a 173 n/a n/a Floor over jadu 2nd Floor R-19 Floor No Crawlspace n/a n/a 280 n/a n/a Front wall 3 __Garage__R-0 Wall 0 Front 188 112 90 Left wall 4 __Garage__R-0 Wall 90 Left 180 17.5 90 Right wall 4 __Garage__R-0 Wall 270 Right 35 0 90 OPAQUE SURFACES - CATHEDRAL CEILINGS 01 02 03 04 05 06 07 08 09 10 11 Name Zone Construction Azimuth Orientation Area (ft2) Skylight Area (ft2) Roof Rise (x in 12) Roof Reflectance Roof Emittance Cool Roof Roof deck __Garage__R-0 Roof No Attic 0 Front 217 0 0 0.1 0.85 No ATTIC 01 02 03 04 05 06 07 08 Name Construction Type Roof Rise (x in 12)Roof Reflectance Roof Emittance Radiant Barrier Cool Roof Attic __Garage__Attic Garage Roof Cons Ventilated 4 0.1 0.85 No No Attic 1st Floor Attic Roof1st Floor Ventilated 4 0.1 0.85 No No Attic 2nd Floor Attic Roof2nd Floor Ventilated 4 0.1 0.85 No No Attic JADU Attic RoofJADU Ventilated 4 0.1 0.85 No No 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2024-07-02T02:25:06-07:00 (Page 7 of 14) Calculation Description:Title 24 Analysis Input File Name:2 STORY MAIN HOUSE + ATTACHED JADU GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-02 02:26:25 FENESTRATION / GLAZING 01 02 03 04 05 06 07 08 09 10 11 12 13 14 Name Type Surface Orientation Azimuth Width (ft) Height (ft)Mult.Area (ft2)U-factor U-factor Source SHGC SHGC Source Exterior Shading W3 Window Front wall Front 0 1 25 0.3 NFRC 0.23 NFRC Bug Screen W9 Window Front wall Front 0 1 10 0.3 NFRC 0.23 NFRC Bug Screen W1 Window Left wall Left 90 1 30 0.3 NFRC 0.23 NFRC Bug Screen W2 Window Right wall Right 270 1 17 0.3 NFRC 0.23 NFRC Bug Screen D3 Window Right wall Right 270 1 42 0.3 NFRC 0.23 NFRC Bug Screen W11 Window Front wall 2 Front 0 1 12 0.3 NFRC 0.23 NFRC Bug Screen W3 2 Window Front wall 2 Front 0 1 25 0.3 NFRC 0.23 NFRC Bug Screen W3 3 Window Left wall 2 Left 90 1 25 0.3 NFRC 0.23 NFRC Bug Screen W5 Window Left wall 2 Left 90 1 10 0.3 NFRC 0.23 NFRC Bug Screen W4 Window Rear wall Back 180 1 10 0.3 NFRC 0.23 NFRC Bug Screen D12 Window Rear wall Back 180 1 35 0.3 NFRC 0.23 NFRC Bug Screen D12 2 Window Right wall 2 Right 270 1 35 0.3 NFRC 0.23 NFRC Bug Screen W6 Window Right wall 2 Right 270 1 14 0.3 NFRC 0.23 NFRC Bug Screen W10 Window Right wall 2 Right 270 1 32 0.3 NFRC 0.23 NFRC Bug Screen W3 4 Window Left wall 3 Left 90 1 25 0.3 NFRC 0.23 NFRC Bug Screen W4 2 Window Rear wall 2 Back 180 1 10 0.3 NFRC 0.23 NFRC Bug Screen W7 Window Rear wall 2 Back 180 1 3 0.3 NFRC 0.23 NFRC Bug Screen W3 5 Window Rear wall 2 Back 180 1 25 0.3 NFRC 0.23 NFRC Bug Screen 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2024-07-02T02:25:06-07:00 (Page 8 of 14) Calculation Description:Title 24 Analysis Input File Name:2 STORY MAIN HOUSE + ATTACHED JADU GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-02 02:26:25 FENESTRATION / GLAZING 01 02 03 04 05 06 07 08 09 10 11 12 13 14 Name Type Surface Orientation Azimuth Width (ft) Height (ft)Mult.Area (ft2)U-factor U-factor Source SHGC SHGC Source Exterior Shading W3 6 Window Rear wall 2 Back 180 1 25 0.3 NFRC 0.23 NFRC Bug Screen W8 Window Right wall 3 Right 270 1 6 0.3 NFRC 0.23 NFRC Bug Screen OPAQUE DOORS 01 02 03 04 Name Side of Building Area (ft2)U-factor D2 Front wall 21 0.5 D9 Front wall 2 19 0.5 D2 2 Right wall 3 21 0.5 D 2070 Right wall 3 14 0.5 D1 Front wall 3 112 0.7 D4 Left wall 4 17.5 0.5 SLAB FLOORS 01 02 03 04 05 06 07 08 Name Zone Area (ft2)Perimeter (ft)Edge Insul. R-value and Depth Edge Insul. R-value and Depth Carpeted Fraction Heated Slab-on-Grade 1st Floor 1013 156 none 0 80%No Slab-on-Grade 2 JADU 484 107 none 0 80%No Slab-on-Grade 3 __Garage__417 86 none 0 0%No 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2024-07-02T02:25:06-07:00 (Page 9 of 14) Calculation Description:Title 24 Analysis Input File Name:2 STORY MAIN HOUSE + ATTACHED JADU GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-02 02:26:25 OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 08 Construction Name Surface Type Construction Type Framing Total Cavity R-value Interior / Exterior Continuous R-value U-factor Assembly Layers R-0 Wall Exterior Walls Wood Framed Wall 2x4 @ 16 in. O. C.R-0 None / None 0.361 Inside Finish: Gypsum Board Cavity / Frame: no insul. / 2x4 Exterior Finish: 3 Coat Stucco R-15 Wall.Exterior Walls Wood Framed Wall 2x4 @ 16 in. O. C.R-15 None / None 0.095 Inside Finish: Gypsum Board Cavity / Frame: R-15 / 2x4 Exterior Finish: 3 Coat Stucco R-0 Roof No Attic Cathedral Ceilings Wood Framed Ceiling 2x4 @ 16 in. O. C.R-0 None / None 0.484 Roofing: Light Roof (Asphalt Shingle) Roof Deck: Wood Siding/sheathing/decking Cavity / Frame: no insul. / 2x4 Inside Finish: Gypsum Board Attic Garage Roof Cons Attic Roofs Wood Framed Ceiling 2x4 @ 24 in. O. C.R-0 None / 0 0.644 Roofing: Light Roof (Asphalt Shingle) Roof Deck: Wood Siding/sheathing/decking Cavity / Frame: no insul. / 2x4 Attic Roof1st Floor Attic Roofs Wood Framed Ceiling 2x4 @ 24 in. O. C.R-13 None / 0 0.078 Roofing: Light Roof (Asphalt Shingle) Roof Deck: Wood Siding/sheathing/decking Cavity / Frame: R-13.0 / 2x4 Around Roof Joists: R-0.0 insul. Attic Roof2nd Floor Attic Roofs Wood Framed Ceiling 2x4 @ 24 in. O. C.R-13 None / 0 0.078 Roofing: Light Roof (Asphalt Shingle) Roof Deck: Wood Siding/sheathing/decking Cavity / Frame: R-13.0 / 2x4 Around Roof Joists: R-0.0 insul. 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2024-07-02T02:25:06-07:00 (Page 10 of 14) Calculation Description:Title 24 Analysis Input File Name:2 STORY MAIN HOUSE + ATTACHED JADU GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-02 02:26:25 OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 08 Construction Name Surface Type Construction Type Framing Total Cavity R-value Interior / Exterior Continuous R-value U-factor Assembly Layers Attic RoofJADU Attic Roofs Wood Framed Ceiling 2x4 @ 24 in. O. C.R-13 None / 0 0.078 Roofing: Light Roof (Asphalt Shingle) Roof Deck: Wood Siding/sheathing/decking Cavity / Frame: R-13.0 / 2x4 Around Roof Joists: R-0.0 insul. R-0 Roof Attic Ceilings (below attic) Wood Framed Ceiling 2x4 @ 24 in. O. C.R-0 None / None 0.481 Cavity / Frame: no insul. / 2x4 Inside Finish: Gypsum Board R-30 + R-13 Roof Attic Ceilings (below attic) Wood Framed Ceiling 2x4 @ 16 in. O. C.R-30 None / None 0.032 Over Ceiling Joists: R-20.9 insul. Cavity / Frame: R-9.1 / 2x4 Inside Finish: Gypsum Board R-19 Floor No Crawlspace Interior Floors Wood Framed Floor 2x10 @ 16 in. O. C.R-19 None / None 0.045 Floor Surface: Carpeted Floor Deck: Wood Siding/sheathing/decking Cavity / Frame: R-19 / 2x10 Ceiling Below Finish: Gypsum Board BUILDING ENVELOPE - HERS VERIFICATION 01 02 03 04 05 Quality Insulation Installation (QII)High R-value Spray Foam Insulation Building Envelope Air Leakage CFM50 CFM50 Required Not Required N/A n/a n/a WATER HEATING SYSTEMS 01 02 03 04 05 06 07 08 09 Name System Type Distribution Type Water Heater Name Number of Units Solar Heating System Compact Distribution HERS Verification Water Heater Name (#) DHW Sys 1 Domestic Hot Water (DHW)Standard DHW Heater 1 1 n/a None n/a DHW Heater 1 (1) 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2024-07-02T02:25:06-07:00 (Page 11 of 14) Calculation Description:Title 24 Analysis Input File Name:2 STORY MAIN HOUSE + ATTACHED JADU GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-02 02:26:25 WATER HEATING SYSTEMS 01 02 03 04 05 06 07 08 09 Name System Type Distribution Type Water Heater Name Number of Units Solar Heating System Compact Distribution HERS Verification Water Heater Name (#) DHW Sys 3 Domestic Hot Water (DHW)Standard DHW Heater 3 1 n/a None n/a DHW Heater 3 (1) WATER HEATERS - NEEA HEAT PUMP 01 02 03 04 05 06 07 08 Name # of Units Tank Vol. (gal)NEEA Heat Pump Brand NEEA Heat Pump Model Tank Location Duct Inlet Air Source Duct Outlet Air Source DHW Heater 1 1 40 Rheem Rheem HPLD40-1RH TankZone __Garage____Garage__ DHW Heater 3 1 40 Rheem Rheem HPLD40-1RH TankZone __Garage____Garage__ WATER HEATING - HERS VERIFICATION 01 02 03 04 05 06 07 Name Pipe Insulation Parallel Piping Compact Distribution Compact Distribution Type Recirculation Control Shower Drain Water Heat Recovery DHW Sys 1 - 1/1 Not Required Not Required Not Required None Not Required Not Required DHW Sys 3 - 1/1 Not Required Not Required Not Required None Not Required Not Required SPACE CONDITIONING SYSTEMS 01 02 03 04 05 06 07 08 09 Name System Type Heating Unit Name Heating Equipment Count Cooling Unit Name Cooling Equipment Count Fan Name Distribution Name Required Thermostat Type HVAC1 Heat pump heating cooling Heat Pump System 1 1 Heat Pump System 1 1 n/a n/a Setback JADU HVAC2 Heat pump heating cooling Heat Pump System 2 1 Heat Pump System 2 1 n/a n/a Setback 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2024-07-02T02:25:06-07:00 (Page 12 of 14) Calculation Description:Title 24 Analysis Input File Name:2 STORY MAIN HOUSE + ATTACHED JADU GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-02 02:26:25 HVAC - HEAT PUMPS 01 02 03 04 05 06 07 08 09 10 11 12 13 Name System Type Number of Units Heating Cooling Zonally Controlled Compressor Type HERS VerificationHeating Efficiency Type HSPF/HS PF2/COP Cap 47 Cap 17 Cooling Efficiency Type SEER/SE ER2 EER/EER 2/CEER Heat Pump System 1 VCHP-ductless 1 HSPF 8 17000 13500 EERSEER 14 12 Not Zonal Single Speed Heat Pump System 1-hers-htpump Heat Pump System 2 VCHP-ductless 1 HSPF 8 17000 13500 EERSEER 14 12 Not Zonal Single Speed Heat Pump System 2-hers-htpump HVAC HEAT PUMPS - HERS VERIFICATION 01 02 03 04 05 06 07 08 09 Name Verified Airflow Airflow Target Verified EER/EER2 Verified SEER/SEER2 Verified Refrigerant Charge Verified HSPF/HSPF2 Verified Heating Cap 47 Verified Heating Cap 17 Heat Pump System 1-hers-htpump Not Required 0 Not Required Not Required Yes No Yes Yes Heat Pump System 2-hers-htpump Not Required 0 Not Required Not Required Yes No Yes Yes VARIABLE CAPACITY HEAT PUMP COMPLIANCE OPTION - HERS VERIFICATION 01 02 03 04 05 06 07 08 09 10 Name Certified Low-Static VCHP System Airflow to Habitable Rooms Ductless Units in Conditioned Space Wall Mount Thermostat Air Filter Sizing & Pressure Drop Rating Low Leakage Ducts in Conditioned Space Minimum Airflow per RA3.3 and SC3.3.3.4.1 Certified non-continuous Fan Indoor Fan not Running Continuously Heat Pump System 1 Not required Required Required Required Not required Not required Not required Not required Not required Heat Pump System 2 Not required Required Required Required Not required Not required Not required Not required Not required 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2024-07-02T02:25:06-07:00 (Page 13 of 14) Calculation Description:Title 24 Analysis Input File Name:2 STORY MAIN HOUSE + ATTACHED JADU GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-02 02:26:25 INDOOR AIR QUALITY (IAQ) FANS 01 02 03 04 05 06 07 08 09 Dwelling Unit Airflow (CFM)Fan Efficacy (W/CFM)IAQ Fan Type Includes Heat/Energy Recovery? IAQ Recovery Effectiveness - SRE/ASRE Includes Fault Indicator Display?HERS Verification Status SFam IAQVentRpt 117 0.35 Exhaust No n/a / n/a No Yes 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2024-07-02T02:25:06-07:00 (Page 14 of 14) Calculation Description:Title 24 Analysis Input File Name:2 STORY MAIN HOUSE + ATTACHED JADU GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-02 02:26:25 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. I certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name:Documentation Author Signature: Company:Signature Date: Address:CEA/ HERS Certification Identification (If applicable): City/State/Zip:Phone: RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1.I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. 2.I certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 3.The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application. Responsible Designer Name:Responsible Designer Signature: Company:Date Signed: Address:License: City/State/Zip:Phone: 1834 W Third St & #2,33/21/2025 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 August 9, 2024 Also sent via email to: andytm310@gmail.com Andy Mai 1834 West Third Street Santa Ana, CA 92703 Subject: Address Assignment for a Single-Family Dwelling, Junior Accessory Dwelling Unit, and Accessory Dwelling Unit located at 1834 West Third Street (APN: 007-163- 18) in Santa Ana, CA Dear Andy, 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 single-family dwelling, JADU and ADU located at 1834 West Third Street (APN: 007- 163-18. Notice is hereby given that the following assigned addresses shall be posted onsite per the approved address plan, attached hereto as Exhibit A. Addresses to be Activated/Posted 1834 2. 1834 W est Third Street, Unit 2 (Address for New JADU) 1834 To subdivide commercial and/or residential units into multiple units, a building permit (and all other associated permits), plans, and inspection approvals by the PBA are required. Addresses will be verified during inspections by the Building Safety Division. Please update your records accordingly. Should you have any questions, feel free to contact me by phone at (714) 664-2753 or by email at PRaj@santa-ana.org. Sincerely, Punkaj Raj Planning Technician 1834 W Third St & #2,33/21/2025 Address Letter for 1834 West Third Street Page 2 of 2 Exhibit A – Address Plan c: Vencent Quaglia, United States Post Office Chris Tuiolosega, United States Post Office Cipriano Corona, Marketing Manager, United States Post Office Alex Alvarez, Postmaster Santa Ana, United States Post Office Federal Express, Administration Cathy Joseph, Garden Grove Unified School District Christine Hy, Garden Grove Unified School District Cathy Slader, Orange Unified School District Orin Williams, Santa Ana Unified School District Yvette Miranda, Santa Ana Unified School District Cristina Bernal, Tustin Unified School District Mishele Richards, Orange County Fire Authority, GEO Files Coordinator Orange County Fire Authority Neal Kelly, Registrar of Voters Members, Board of Supervisors Southern California Gas Company Southern California Edison Company Claude Parrish, County Assessor's Office SAG, AT&T UPS, Administration City Manager’s Office Beverly Martin, Police Community Services Specialist Boris Duran, Police Systems Manager Jennifer Mendoza, Police Communications Manager Chris Hubbard, Police Systems Support Analyst Alejandra Gutierrez, Treasury & Customer Services Manager Hector Jimenez, Revenue Supervisor Alfonso Chavez, Utilities Customer Services Supervisor Judson Brown, Housing & Neighborhood Development Manager Rudy Rosas, Principal Civil Engineer Zdenek (Zed) Kekula, Principal Civil Engineer Jason Kwak, Building Safety Manager Evelyn LaRocca, Permit Supervisor Kathy Hernandez, Permit Technician Julie Amsden, Permit Technician Ali Pezeshkpour, Planning Manager Jerry Guevara, Senior Planner Alvaro Nunez, PBA Assistant Director and Code Enforcement Manager 1834 W Third St & #2,33/21/2025 (N) SINGLE FAMILY DWELLING 1834 W. THIRD STREET W. THIRD STREET N. D A I S Y A V E N U E EXHBIT A: ADDRESS LETTER (N) JUNIOR ADU1834 W. THIRDSTREET, UNIT 2 (N) ADU 1834 W. THIRD STREET, UNIT 3 1834 W Third St & #2,33/21/2025 Geotechnical Investigation Investigation and Report New Single Family Residence (NSFR) New Accessory Dwelling Unit (ADU) Jr Accessory Dwelling Unit (JrADU) Located at: 1834 W. 3rd St. Santa Ana CA 92703 Project No.: 24-239 Revised October 3, 2024 July 11, 2024 Priorit En . yg1neenng Group Priority Engineering Group 335 E. Blueridge Ave. Orange CA 92865 949-391-8200 priorityengineeringgroup09@gmail.com 1834 W Third St & #2,33/21/2025 1834 W Third St & #2,33/21/2025 1834 W Third St & #2,33/21/2025 1834 W. 3 rd St. Santa Ana CA 92703 LABORATORY TESTING PROGRAMS Samples of the in-situ soils recovered from the borings were used for our visual classification of the material and further laboratory testing to obtain data for foundation design and site preparation recommendations. The laboratory testing consisted of performing classification, strength (shear), determining in-situ dry density and moisture content; and determining the moisture-density relationship of major soils. Descriptions of test procedures are included in the Appendix of this report. The results of the testing are the basis for the conclusions and recommendations in the report. SUMMARY OF SOIL AND DESIGN PROPERTIES The following subsections and sections will present our detailed conclusions and recommendations for the development of the site. Basic Soil Properties Maximum Density The Maximum Density for the grayish brown silty sand per (ASTM D1557) Boring #1 Boring #2 116.2 pcf@ 119.1 pcf@ 13.0% MC 10.8%MC For compaction control during excavation and recompaction of the on-site soils use: Direct Shear Boring #1 Boring #2 114.2 pcf@ Optimum moisture 108.45 pcf@Optimum moisture The Shear values for the grayish brown silty sand per (ASTM D3080) Bearing Value Boring #1 Boring #2 For design purposes Peak 260 250 2900 psf Ultimate Angle 160 28° 140 27° 2 1834 W Third St & #2,33/21/2025 1834 W. 3 rd St. Santa Ana CA 92703 Soil Pressure Factors Seismic Factors 1.2 SMs: 1.562 SM1: N/A Sos: 1.041 Soi: N/A Earth Pressure Factors 4>28 Maximum Dry Density =116.2 y= 104.58 pcf Active Earth Pressure Ka=0.3610334834 Pa=37.7568816939 Passive Earth Pressure At Rest Tc Ss: S1: Cv: Fv Kp= 2.7698261953 Pp=289.6684235044 Kat=0.5305284373 Pat=55.4826639728 8 1.301 0.464 1.36 N/A A full list of Seismic factors is in the Attachment 'G' Soluble Sulfates The results of the limited in-house laboratory tests indicate that the on-site soils tested contain a water-soluble sulfate content of .16 by weight. Based on Table 19 .3 .1.1 of ACI 318-14, the Exposure Class Sl is appropriate for onsite soils. Water cement ratio (0.50) shall be adjusted to produce a low slump ( <3inches>) mix. Concrete specifications may be changed by the Structural Engineer. Type V cement is not required but is recommended for use. Strength should be 4000 psi. Expansive Soil The soil found on this site consists of silty sand. The soil found on the site is expansive. A modified test in the laboratory and the condition of the concrete paving and foundations on site show very low signs of expansive reaction in the soil. Expansion Index: Very low 22 3 Fa PGA:0.553 PGAM:0.663 FPGA:1.2 Ie 1 1834 W Third St & #2,33/21/2025 1834 W Third St & #2,33/21/2025 1834 W. 3 rd St. Santa Ana CA 92703 Settlement When constructed in accordance with the specifications in this report, total settlement is estimated to be 0.25 inch and differential settlement over a 20 foot span less than 0.25 inch. Drainage According to CBC 2022, Chapter 18, 1804.4, Site Grading, the ground immediately adjacent to the foundation shall be sloped away from the building at a slope of not less than one unit vertical in 20 units horizontal (5 percent slope) for a minimum distance of 10 feet measured perpendicular to the face of the wall. If physical obstructions of lot lines prohibit 10 ft of horizontal distance, a 5 percent slope shall be provided at an approved alternative method of diverting water away from the foundation. Swales used for this purpose shall be sloped a minimum of 2 percent within 10 feet of the building foundation. Impervious surfaces within 10 feet of the building foundation shall be sloped a minimum of 2 percent away from the building. Concrete Slab Construction Footing Design Exterior and interior footings for a single story structure should be founded 16 inches below the lowest adjacent grade with a minimum width of 12 inches. Two story structures shall have footings 24 inches below the lowest adjacent grade with a minimum width of 15 inches. Reinforcement should consist of four #4 reinforcing bars placed two at the top and two at the bottom of the footing. These reinforcing bars shall be positioned with minimum cover of 3 inches at the center of all continuous footings, properly lapped and tied. Foundation Over excavate all building areas three feet and three feet beyond foundation dimension, or to compe tent insitu soils as determined by field test during excavation, whichever is deeper. Scarify exposed subgrade 8 inches and moisturize to optimum moisture content. Compact to minimum 90% density and replace soil in 8 inch lifts, moisturize and compact to minimum 90% of maximum density. Paved Areas-General Paved areas consist of concrete patios, sidewalks and driveways. There are different requirements for the preparation of each of these areas. Concrete patios are generally adjacent to the building itself. Proper preparation of the area for con crete patios is extremely important. Improper compaction or preparation will permit cracks and settle ment of the paving that are not acceptable. It is required that all areas for concrete patios be excavated 12 inches and recompacted to the proper density as described above. 5 1834 W Third St & #2,33/21/2025 1834 W Third St & #2,33/21/2025 1834 W Third St & #2,33/21/2025 1834 W Third St & #2,33/21/2025 1834 W Third St & #2,33/21/2025 1834 W Third St & #2,33/21/2025 1834 W Third St & #2,33/21/2025 1834 W Third St & #2,33/21/2025 1834 W Third St & #2,33/21/2025 1834 W Third St & #2,33/21/2025 PROJECT: Priority Engineering SAMPLE ID: PROJECT NO.: AL2022 DATE: TESTED BY: Eric Y. CHECKED BY: SAMPLE DISCRIPTION: Grayish Brown Silty Sand LOCATION:. 1834 W 3rd St Santa Ana Ca 92703 Method.: Mechanical B Manual□ A)WATEiR ADDED 0 2 -2 -4 18)MOLD TARE WEIGHT 1935.0 1935.0 1935.0 1935.0 C)WEIGHT OF WET SOil ANO MOLD 3942.0 3916.8 3902.3 3843.0 D)WET SOIL WEIGHT (C -8)2007.0 1981.8 1967,3 1908.0 E)WET DENSITY (D / V)132.6 130.9 129.9 126.0 'F) DRY DENSITY (E /f(L/100) + 1])118.9 115.3 118. 7 117.3 G)TARE WEIGHT 228.2 226.8. 235.0 239.0 H)WEIGHT OF WET SOIL AND TARE 1276.0 1257.2 1329.3 1404.6 I)WEIGHT OF DRY SOIL AND TARE 1168.1 1134.5 1234.4 1323.7 J)WEIGHT OF WATER (H -I)107.9 122.7 94.9 80.9 K)DRY WEIGHT OF SOIL (I -G)939.9 907.7 999.4 1084.7 L)MOISTURE CONTENT (J / K )* 100)11.5 13.5 9.5 7.5 135 130 .. , ' ! ' -·l \ t I I I � t ' I ' ! I I \ I : i ' -I-1 I· -t--1 f -1-! 125 I .I.,-+--I-� -t·, t + -, t i ' ' ' I . .J.. � 120 115 C 110 -+ t I •1- "f"1 1 I 1--i-J ! I ' ' I -· ·I · ! ,_..,..., -1'-r+ I t • I +--,--,--1 I t ' -t ' I � "' I . t ' I I 105 r -;-t I I ! -t ' I l 100 ,1 +-1 � +-! I-\: I I -1-t-- \\ I '":+-I-Itt-�\ '. l I' ,, ' \ -ZERO ,AIR VOIOS +-C\� �, • ' �· � ' ' -.. a. ' I t + i �r� I . i I \1 I .. I .\ t �� f\! -f\t'-: I\ '�t-+--- I ..I.' l t � ++ i ., I I I � I - . I ; I i +-! • 1 T •r' I ... ... ......._ __ ._.J.. j I f --------Gs=2. 6 --�Gs=2.7 --Gs=2.8 -Poly (Series1 r 1 I I -, l I I ' f t ' I r -r-rl '-+-+-I ' ·---It--- 1--,_ t- I r --- l 0 5 10 15 20 25 30 WATER CONTENT (%) 1834 W 3rd St Santa Ana Ca 92703 Maximum Density '02' S06082 July 31 2024 Edward T. Hammer: 1 Olb.0 5.5 lb.D % orams ·~-· grams grams ocf .. pct grams orams grams orams grams percent 4 inch: V= 16.14 pcf/gm 6 inch: V= 33.98 pcf/gm B I. METHOD USED I_ (A,B or C) 4 inch MOLD USED 15.14 MOLD VOLUME CORRECTION (V -3/8"StEVE NUMBER 11.0% PERCENT RETAINED WITH ROCK CORRECTION M I UM . DENSITY [PCFJ OPTIMUM MOISTURE [%) WITHOUT ROCK CORRECTION 119.1 MAXIMUM. DENSITY [PCF] 10.8 Ot-11MUM MOISTURE [%] 1834 W Third St & #2,33/21/2025 1834 W Third St & #2,33/21/2025 1834 W Third St & #2,33/21/2025 1834 W Third St & #2,33/21/2025 1834 W Third St & #2,33/21/2025 1834 W Third St & #2,33/21/2025 1834 W Third St & #2,33/21/2025 1834 W Third St & #2,33/21/2025 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2024-07-02T02:18:37-07:00 (Page 1 of 12) Calculation Description:Title 24 Analysis Input File Name:1 STORY ADU NO GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-02 02:19:06 GENERAL INFORMATION 01 Project Name 240051 02 Run Title Title 24 Analysis 03 Project Location 1834 W.3RD ST, Unit#2 04 City SANTA ANA 05 Standards Version 2022 06 Zip code 92703 07 Software Version EnergyPro 9.2 08 Climate Zone 8 09 Front Orientation (deg/ Cardinal)270 10 Building Type Single family 11 Number of Dwelling Units 1 12 Project Scope Newly Constructed 13 Number of Bedrooms 2 14 Addition Cond. Floor Area (ft2)0 15 Number of Stories 1 16 Existing Cond. Floor Area (ft2)n/a 17 Fenestration Average U-factor 0.29 18 Total Cond. Floor Area (ft2)794 19 Glazing Percentage (%)15.37% 20 ADU Bedroom Count n/a 21 ADU Conditioned Floor Area n/a 22 Fuel Type All electric 23 No Dwelling Unit:No COMPLIANCE RESULTS 01 Building Complies with Computer Performance 02 This building incorporates features that require field testing and/or verification by a certified HERS rater under the supervision of a CEC-approved HERS provider. 03 This building incorporates one or more Special Features shown below 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2024-07-02T02:18:37-07:00 (Page 2 of 12) Calculation Description:Title 24 Analysis Input File Name:1 STORY ADU NO GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-02 02:19:06 ENERGY DESIGN RATINGS Energy Design Ratings Compliance Margins Source Energy (EDR1) Efficiency1 EDR (EDR2efficiency) Total2 EDR (EDR2total) Source Energy (EDR1) Efficiency1 EDR (EDR2efficiency) Total2 EDR (EDR2total) Standard Design 31.6 37 24.6 Proposed Design 30.9 36.9 24.6 0.7 0.1 0 RESULT3: PASS 1Efficiency EDR includes improvements like a better building envelope and more efficient equipment 2Total EDR includes efficiency and demand response measures such as photovoltaic (PV) system and batteries 3Building complies when source energy, efficiency and total compliance margins are greater than or equal to zero and unmet load hour limits are not exceeded •Standard Design PV Capacity: 1.96 kWdc •PV System resized to 1.96 kWdc (a factor of 1.959) to achieve 'Standard Design PV' PV scaling 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2024-07-02T02:18:37-07:00 (Page 3 of 12) Calculation Description:Title 24 Analysis Input File Name:1 STORY ADU NO GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-02 02:19:06 ENERGY USE SUMMARY Energy Use Standard Design Source Energy (EDR1) (kBtu/ft2 -yr) Standard Design TDV Energy (EDR2) (kTDV/ft2 -yr) Proposed Design Source Energy (EDR1) (kBtu/ft2 -yr) Proposed Design TDV Energy (EDR2) (kTDV/ft2 -yr) Compliance Margin (EDR1) Compliance Margin (EDR2) Space Heating 0.22 1.06 0.98 7.13 -0.76 -6.07 Space Cooling 1.17 28.1 0.9 29.5 0.27 -1.4 IAQ Ventilation 0.45 4.72 0.45 4.72 0 0 Water Heating 2.26 23.72 1.55 16.14 0.71 7.58 Self Utilization/Flexibility Credit 0 0 Efficiency Compliance Total 4.1 57.6 3.88 57.49 0.22 0.11 Photovoltaics -2.7 -81.39 -2.7 -80.68 Battery 0 0 Flexibility Indoor Lighting 0.94 8.81 0.94 8.81 Appl. & Cooking 3.31 26.47 3.28 26.14 Plug Loads 5.72 58.26 5.72 58.26 Outdoor Lighting 0.21 1.81 0.21 1.81 TOTAL COMPLIANCE 11.58 71.56 11.33 71.83 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2024-07-02T02:18:37-07:00 (Page 4 of 12) Calculation Description:Title 24 Analysis Input File Name:1 STORY ADU NO GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-02 02:19:06 ENERGY USE INTENSITY Standard Design (kBtu/ft2 - yr )Proposed Design (kBtu/ft2 - yr )Compliance Margin (kBtu/ft2 - yr )Margin Percentage Gross EUI1 18.69 17.64 1.05 5.62 Net EUI2 4.93 3.88 1.05 21.3 Notes 1. Gross EUI is Energy Use Total (not including PV) / Total Building Area. 2. Net EUI is Energy Use Total (including PV) / Total Building Area. REQUIRED PV SYSTEMS 01 02 03 04 05 06 07 08 09 10 11 12 DC System Size (kWdc)Exception Module Type Array Type Power Electronics CFI Azimuth (deg) Tilt Input Array Angle (deg) Tilt: (x in 12) Inverter Eff. (%) Annual Solar Access (%) 1.96 NA Standard (14-17%)Fixed none true 150-270 n/a n/a <=7:12 96 98 REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. •Cool roof •Insulation below roof deck •Northwest Energy Efficiency Alliance (NEEA) rated heat pump water heater; specific brand/model, or equivalent, must be installed 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2024-07-02T02:18:37-07:00 (Page 5 of 12) Calculation Description:Title 24 Analysis Input File Name:1 STORY ADU NO GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-02 02:19:06 HERS FEATURE SUMMARY The following is a summary of the features that must be field-verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is provided in the building tables below. Registered CF2Rs and CF3Rs are required to be completed in the HERS Registry •Quality insulation installation (QII) •Indoor air quality ventilation •Minimum Airflow •Fan Efficacy Watts/CFM •Verified HSPF •Verified heat pump rated heating capacity •Duct leakage testing •Compact distribution system expanded credit •Drain water heat recovery system BUILDING - FEATURES INFORMATION 01 02 03 04 05 06 07 Project Name Conditioned Floor Area (ft2)Number of Dwelling Units Number of Bedrooms Number of Zones Number of Ventilation Cooling Systems Number of Water Heating Systems 240051 794 1 2 1 0 1 ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft2)Avg. Ceiling Height Water Heating System 1 Status Living Conditioned HVAC1 794 9 DHW Sys 1 New OPAQUE SURFACES 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft2)Window and Door Area (ft2)Tilt (deg) Front wall Living R-15 Wall 270 Front 170 51 90 Left wall Living R-15 Wall 0 Left 405 26 90 Rear wall Living R-15 Wall 90 Back 170 10 90 Right wall Living R-15 Wall 180 Right 405 70 90 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2024-07-02T02:18:37-07:00 (Page 6 of 12) Calculation Description:Title 24 Analysis Input File Name:1 STORY ADU NO GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-02 02:19:06 OPAQUE SURFACES 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft2)Window and Door Area (ft2)Tilt (deg) Roof Attic Living R-38 + R-13 Roof Attic n/a n/a 794 n/a n/a ATTIC 01 02 03 04 05 06 07 08 Name Construction Type Roof Rise (x in 12)Roof Reflectance Roof Emittance Radiant Barrier Cool Roof Attic Living Attic RoofLiving Ventilated 6 0.21 0.92 No Yes FENESTRATION / GLAZING 01 02 03 04 05 06 07 08 09 10 11 12 13 14 Name Type Surface Orientation Azimuth Width (ft) Height (ft)Mult.Area (ft2)U-factor U-factor Source SHGC SHGC Source Exterior Shading W1 Window Front wall Front 270 1 30 0.29 NFRC 0.21 NFRC Bug Screen W4 Window Left wall Left 0 1 6 0.29 NFRC 0.21 NFRC Bug Screen W4 2 Window Left wall Left 0 1 6 0.29 NFRC 0.21 NFRC Bug Screen W3 Window Rear wall Back 90 1 10 0.29 NFRC 0.21 NFRC Bug Screen W1 2 Window Right wall Right 180 1 30 0.29 NFRC 0.21 NFRC Bug Screen W1 3 Window Right wall Right 180 1 30 0.29 NFRC 0.21 NFRC Bug Screen W2 Window Right wall Right 180 1 10 0.29 NFRC 0.21 NFRC Bug Screen OPAQUE DOORS 01 02 03 04 Name Side of Building Area (ft2)U-factor D1 Front wall 21 0.5 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2024-07-02T02:18:37-07:00 (Page 7 of 12) Calculation Description:Title 24 Analysis Input File Name:1 STORY ADU NO GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-02 02:19:06 OPAQUE DOORS 01 02 03 04 Name Side of Building Area (ft2)U-factor D5 Left wall 14 0.5 SLAB FLOORS 01 02 03 04 05 06 07 08 Name Zone Area (ft2)Perimeter (ft)Edge Insul. R-value and Depth Edge Insul. R-value and Depth Carpeted Fraction Heated Slab-on-Grade Living 794 128 none 0 80%No OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 08 Construction Name Surface Type Construction Type Framing Total Cavity R-value Interior / Exterior Continuous R-value U-factor Assembly Layers R-15 Wall Exterior Walls Wood Framed Wall 2x4 @ 16 in. O. C.R-15 None / None 0.095 Inside Finish: Gypsum Board Cavity / Frame: R-15 / 2x4 Exterior Finish: 3 Coat Stucco Attic RoofLiving Attic Roofs Wood Framed Ceiling 2x4 @ 24 in. O. C.R-13 None / 0 0.078 Roofing: Light Roof (Asphalt Shingle) Roof Deck: Wood Siding/sheathing/decking Cavity / Frame: R-13.0 / 2x4 Around Roof Joists: R-0.0 insul. R-38 + R-13 Roof Attic Ceilings (below attic) Wood Framed Ceiling 2x4 @ 16 in. O. C.R-38 None / None 0.025 Over Ceiling Joists: R-28.9 insul. Cavity / Frame: R-9.1 / 2x4 Inside Finish: Gypsum Board 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2024-07-02T02:18:37-07:00 (Page 8 of 12) Calculation Description:Title 24 Analysis Input File Name:1 STORY ADU NO GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-02 02:19:06 BUILDING ENVELOPE - HERS VERIFICATION 01 02 03 04 05 Quality Insulation Installation (QII)High R-value Spray Foam Insulation Building Envelope Air Leakage CFM50 CFM50 Required Not Required N/A n/a n/a WATER HEATING SYSTEMS 01 02 03 04 05 06 07 08 09 Name System Type Distribution Type Water Heater Name Number of Units Solar Heating System Compact Distribution HERS Verification Water Heater Name (#) DHW Sys 1 Domestic Hot Water (DHW)Standard DHW Heater 1 1 n/a Expanded DHW Sys 1-hers-dhw DHW Heater 1 (1) WATER HEATERS - NEEA HEAT PUMP 01 02 03 04 05 06 07 08 Name # of Units Tank Vol. (gal)NEEA Heat Pump Brand NEEA Heat Pump Model Tank Location Duct Inlet Air Source Duct Outlet Air Source DHW Heater 1 1 40 Rheem Rheem HPLD40-1RH Outside Living Living WATER HEATING - COMPACT DISTRIBUTION 01 02 03 04 05 06 07 Dwelling Unit type Water Heating System Name Master Bath distance of furthest fixture to Water Heater (ft) Kitchen distance of furthest fixture to Water Heater (ft) Furthest Third furthest fixture to Water Heater (ft) Compactness Factor HERS Verification Dwelling DHW Sys 1 n/a n/a n/a 0.6 Expanded Credit 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2024-07-02T02:18:37-07:00 (Page 9 of 12) Calculation Description:Title 24 Analysis Input File Name:1 STORY ADU NO GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-02 02:19:06 WATER HEATING - DRAIN WATER HEAT RECOVERY 01 02 03 04 05 06 Dwelling Unit type DHW System and DWHR Names Installation Configuration Shower Drains Shower Drain Water Heat Recovery Efficiency (%)HERS Verification Dwelling DHW Sys 1 - 1 - DWHR-1 Equal Flow 2 43 Required WATER HEATING - HERS VERIFICATION 01 02 03 04 05 06 07 Name Pipe Insulation Parallel Piping Compact Distribution Compact Distribution Type Recirculation Control Shower Drain Water Heat Recovery DHW Sys 1 - 1/1 Not Required Not Required Required Expanded Not Required Required SPACE CONDITIONING SYSTEMS 01 02 03 04 05 06 07 08 09 Name System Type Heating Unit Name Heating Equipment Count Cooling Unit Name Cooling Equipment Count Fan Name Distribution Name Required Thermostat Type HVAC1 Heat pump heating cooling Heat Pump System 1 1 Heat Pump System 1 1 HVAC Fan 1 Air Distribution System 1 Setback HVAC - HEAT PUMPS 01 02 03 04 05 06 07 08 09 10 11 12 13 Name System Type Number of Units Heating Cooling Zonally Controlled Compressor Type HERS VerificationHeating Efficiency Type HSPF/HS PF2/COP Cap 47 Cap 17 Cooling Efficiency Type SEER/SE ER2 EER/EER 2/CEER Heat Pump System 1 Central split HP 1 HSPF 9 22000 19500 EERSEER 14 12 Not Zonal Single Speed Heat Pump System 1-hers-htpump 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2024-07-02T02:18:37-07:00 (Page 10 of 12) Calculation Description:Title 24 Analysis Input File Name:1 STORY ADU NO GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-02 02:19:06 HVAC HEAT PUMPS - HERS VERIFICATION 01 02 03 04 05 06 07 08 09 Name Verified Airflow Airflow Target Verified EER/EER2 Verified SEER/SEER2 Verified Refrigerant Charge Verified HSPF/HSPF2 Verified Heating Cap 47 Verified Heating Cap 17 Heat Pump System 1-hers-htpump Required 350 Not Required Not Required No Yes Yes Yes HVAC - DISTRIBUTION SYSTEMS 01 02 03 04 05 06 07 08 09 10 11 12 Name Type Design Type Duct Ins. R-value Duct Location Surface Area Bypass Duct Duct Leakage HERS Verification Supply Return Supply Return Supply Return Air Distribution System 1 Unconditioned attic Non-Verified R-6 R-6 Attic Attic n/a n/a No Bypass Duct Sealed and Tested Air Distribution System 1-hers-dist HVAC DISTRIBUTION - HERS VERIFICATION 01 02 03 04 05 06 07 08 09 Name Duct Leakage Verification Duct Leakage Target (%) Verified Duct Location Verified Duct Design Buried Ducts Deeply Buried Ducts Low-leakage Air Handler Low Leakage Ducts Entirely in Conditioned Space Air Distribution System 1-hers-dist Yes 5.0 Not Required Not Required Not Required Credit not taken Not Required No HVAC - FAN SYSTEMS 01 02 03 04 Name Type Fan Power (Watts/CFM)Name HVAC Fan 1 HVAC Fan 0.3 HVAC Fan 1-hers-fan 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2024-07-02T02:18:37-07:00 (Page 11 of 12) Calculation Description:Title 24 Analysis Input File Name:1 STORY ADU NO GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-02 02:19:06 HVAC FAN SYSTEMS - HERS VERIFICATION 01 02 03 Name Verified Fan Watt Draw Required Fan Efficacy (Watts/CFM) HVAC Fan 1-hers-fan Required 0.3 INDOOR AIR QUALITY (IAQ) FANS 01 02 03 04 05 06 07 08 09 Dwelling Unit Airflow (CFM)Fan Efficacy (W/CFM)IAQ Fan Type Includes Heat/Energy Recovery? IAQ Recovery Effectiveness - SRE/ASRE Includes Fault Indicator Display?HERS Verification Status SFam IAQVentRpt 46 0.35 Exhaust No n/a / n/a No Yes 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2024-07-02T02:18:37-07:00 (Page 12 of 12) Calculation Description:Title 24 Analysis Input File Name:1 STORY ADU NO GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-02 02:19:06 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. I certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name:Documentation Author Signature: Company:Signature Date: Address:CEA/ HERS Certification Identification (If applicable): City/State/Zip:Phone: RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1.I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. 2.I certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 3.The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application. Responsible Designer Name:Responsible Designer Signature: Company:Date Signed: Address:License: City/State/Zip:Phone: 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2025-01-02T16:39:46-08:00 (Page 1 of 12) Calculation Description:Title 24 Analysis Input File Name:1 STORY ADU NO GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2025-01-02 16:40:26 GENERAL INFORMATION 01 Project Name 240051 02 Run Title Title 24 Analysis 03 Project Location 1834 W.3RD ST, Unit#3 04 City SANTA ANA 05 Standards Version 2022 06 Zip code 92703 07 Software Version EnergyPro 9.2 08 Climate Zone 8 09 Front Orientation (deg/ Cardinal)270 10 Building Type Single family 11 Number of Dwelling Units 1 12 Project Scope Newly Constructed 13 Number of Bedrooms 2 14 Addition Cond. Floor Area (ft2)0 15 Number of Stories 1 16 Existing Cond. Floor Area (ft2)n/a 17 Fenestration Average U-factor 0.29 18 Total Cond. Floor Area (ft2)794 19 Glazing Percentage (%)15.37% 20 ADU Bedroom Count n/a 21 ADU Conditioned Floor Area n/a 22 Fuel Type Natural gas 23 No Dwelling Unit:No COMPLIANCE RESULTS 01 Building Complies with Computer Performance 02 This building incorporates features that require field testing and/or verification by a certified HERS rater under the supervision of a CEC-approved HERS provider. 03 This building incorporates one or more Special Features shown below 425-P010001119A-000-000-0000000-0000 01/02/2025 17:05 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2025-01-02T16:39:46-08:00 (Page 2 of 12) Calculation Description:Title 24 Analysis Input File Name:1 STORY ADU NO GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2025-01-02 16:40:26 ENERGY DESIGN RATINGS Energy Design Ratings Compliance Margins Source Energy (EDR1) Efficiency1 EDR (EDR2efficiency) Total2 EDR (EDR2total) Source Energy (EDR1) Efficiency1 EDR (EDR2efficiency) Total2 EDR (EDR2total) Standard Design 36.8 37.2 27.4 Proposed Design 35.7 32.1 24.9 1.1 5.1 2.5 RESULT3: PASS 1Efficiency EDR includes improvements like a better building envelope and more efficient equipment 2Total EDR includes efficiency and demand response measures such as photovoltaic (PV) system and batteries 3Building complies when source energy, efficiency and total compliance margins are greater than or equal to zero and unmet load hour limits are not exceeded •Standard Design PV Capacity: 2.06 kWdc •PV System resized to 2.06 kWdc (a factor of 2.056) to achieve 'Standard Design PV' PV scaling 425-P010001119A-000-000-0000000-0000 01/02/2025 17:05 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2025-01-02T16:39:46-08:00 (Page 3 of 12) Calculation Description:Title 24 Analysis Input File Name:1 STORY ADU NO GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2025-01-02 16:40:26 ENERGY USE SUMMARY Energy Use Standard Design Source Energy (EDR1) (kBtu/ft2 -yr) Standard Design TDV Energy (EDR2) (kTDV/ft2 -yr) Proposed Design Source Energy (EDR1) (kBtu/ft2 -yr) Proposed Design TDV Energy (EDR2) (kTDV/ft2 -yr) Compliance Margin (EDR1) Compliance Margin (EDR2) Space Heating 0.15 0.79 1.09 7.91 -0.94 -7.12 Space Cooling 1.24 29.23 0.59 21.56 0.65 7.67 IAQ Ventilation 0.45 4.72 0.45 4.72 0 0 Water Heating 2.25 23.67 1.55 16.12 0.7 7.55 Self Utilization/Flexibility Credit 0 0 Efficiency Compliance Total 4.09 58.41 3.68 50.31 0.41 8.1 Photovoltaics -2.84 -85.52 -2.84 -84.61 Battery 0 0 Flexibility Indoor Lighting 0.94 8.81 0.94 8.81 Appl. & Cooking 6.55 42.4 6.52 42.06 Plug Loads 5.72 58.26 5.72 58.26 Outdoor Lighting 0.21 1.81 0.21 1.81 TOTAL COMPLIANCE 14.67 84.17 14.23 76.64 425-P010001119A-000-000-0000000-0000 01/02/2025 17:05 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2025-01-02T16:39:46-08:00 (Page 4 of 12) Calculation Description:Title 24 Analysis Input File Name:1 STORY ADU NO GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2025-01-02 16:40:26 ENERGY USE INTENSITY Standard Design (kBtu/ft2 - yr )Proposed Design (kBtu/ft2 - yr )Compliance Margin (kBtu/ft2 - yr )Margin Percentage Gross EUI1 22.7 21.25 1.45 6.39 Net EUI2 8.26 6.81 1.45 17.55 Notes 1. Gross EUI is Energy Use Total (not including PV) / Total Building Area. 2. Net EUI is Energy Use Total (including PV) / Total Building Area. REQUIRED PV SYSTEMS 01 02 03 04 05 06 07 08 09 10 11 12 DC System Size (kWdc)Exception Module Type Array Type Power Electronics CFI Azimuth (deg) Tilt Input Array Angle (deg) Tilt: (x in 12) Inverter Eff. (%) Annual Solar Access (%) 2.06 NA Standard (14-17%)Fixed none true 150-270 n/a n/a <=7:12 96 98 REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. •Cool roof •Insulation below roof deck •Northwest Energy Efficiency Alliance (NEEA) rated heat pump water heater; specific brand/model, or equivalent, must be installed 425-P010001119A-000-000-0000000-0000 01/02/2025 17:05 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2025-01-02T16:39:46-08:00 (Page 5 of 12) Calculation Description:Title 24 Analysis Input File Name:1 STORY ADU NO GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2025-01-02 16:40:26 HERS FEATURE SUMMARY The following is a summary of the features that must be field-verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is provided in the building tables below. Registered CF2Rs and CF3Rs are required to be completed in the HERS Registry •Quality insulation installation (QII) •Indoor air quality ventilation •Kitchen range hood •Minimum Airflow •Verified EER/EER2 •Verified SEER/SEER2 •Fan Efficacy Watts/CFM •Verified heat pump rated heating capacity •Duct leakage testing •Compact distribution system expanded credit •Drain water heat recovery system BUILDING - FEATURES INFORMATION 01 02 03 04 05 06 07 Project Name Conditioned Floor Area (ft2)Number of Dwelling Units Number of Bedrooms Number of Zones Number of Ventilation Cooling Systems Number of Water Heating Systems 240051 794 1 2 1 0 1 ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft2)Avg. Ceiling Height Water Heating System 1 Status Living Conditioned HVAC1 794 9 DHW Sys 1 New OPAQUE SURFACES 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft2)Window and Door Area (ft2)Tilt (deg) Front wall Living R-15 Wall 270 Front 170 51 90 Left wall Living R-15 Wall 0 Left 405 26 90 Rear wall Living R-15 Wall 90 Back 170 10 90 425-P010001119A-000-000-0000000-0000 01/02/2025 17:05 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2025-01-02T16:39:46-08:00 (Page 6 of 12) Calculation Description:Title 24 Analysis Input File Name:1 STORY ADU NO GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2025-01-02 16:40:26 OPAQUE SURFACES 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft2)Window and Door Area (ft2)Tilt (deg) Right wall Living R-15 Wall 180 Right 405 70 90 Roof Attic Living R-38 + R-13 Roof Attic n/a n/a 794 n/a n/a ATTIC 01 02 03 04 05 06 07 08 Name Construction Type Roof Rise (x in 12)Roof Reflectance Roof Emittance Radiant Barrier Cool Roof Attic Living Attic RoofLiving Ventilated 6 0.21 0.92 No Yes FENESTRATION / GLAZING 01 02 03 04 05 06 07 08 09 10 11 12 13 14 Name Type Surface Orientation Azimuth Width (ft) Height (ft)Mult.Area (ft2)U-factor U-factor Source SHGC SHGC Source Exterior Shading W1 Window Front wall Front 270 1 30 0.29 NFRC 0.21 NFRC Bug Screen W4 Window Left wall Left 0 1 6 0.29 NFRC 0.21 NFRC Bug Screen W4 2 Window Left wall Left 0 1 6 0.29 NFRC 0.21 NFRC Bug Screen W3 Window Rear wall Back 90 1 10 0.29 NFRC 0.21 NFRC Bug Screen W1 2 Window Right wall Right 180 1 30 0.29 NFRC 0.21 NFRC Bug Screen W1 3 Window Right wall Right 180 1 30 0.29 NFRC 0.21 NFRC Bug Screen W2 Window Right wall Right 180 1 10 0.29 NFRC 0.21 NFRC Bug Screen 425-P010001119A-000-000-0000000-0000 01/02/2025 17:05 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2025-01-02T16:39:46-08:00 (Page 7 of 12) Calculation Description:Title 24 Analysis Input File Name:1 STORY ADU NO GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2025-01-02 16:40:26 OPAQUE DOORS 01 02 03 04 Name Side of Building Area (ft2)U-factor D1 Front wall 21 0.5 D5 Left wall 14 0.5 SLAB FLOORS 01 02 03 04 05 06 07 08 Name Zone Area (ft2)Perimeter (ft)Edge Insul. R-value and Depth Edge Insul. R-value and Depth Carpeted Fraction Heated Slab-on-Grade Living 794 128 none 0 80%No OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 08 Construction Name Surface Type Construction Type Framing Total Cavity R-value Interior / Exterior Continuous R-value U-factor Assembly Layers R-15 Wall Exterior Walls Wood Framed Wall 2x4 @ 16 in. O. C.R-15 None / None 0.095 Inside Finish: Gypsum Board Cavity / Frame: R-15 / 2x4 Exterior Finish: 3 Coat Stucco Attic RoofLiving Attic Roofs Wood Framed Ceiling 2x4 @ 24 in. O. C.R-13 None / 0 0.078 Roofing: Light Roof (Asphalt Shingle) Roof Deck: Wood Siding/sheathing/decking Cavity / Frame: R-13.0 / 2x4 Around Roof Joists: R-0.0 insul. R-38 + R-13 Roof Attic Ceilings (below attic) Wood Framed Ceiling 2x4 @ 16 in. O. C.R-38 None / None 0.025 Over Ceiling Joists: R-28.9 insul. Cavity / Frame: R-9.1 / 2x4 Inside Finish: Gypsum Board 425-P010001119A-000-000-0000000-0000 01/02/2025 17:05 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2025-01-02T16:39:46-08:00 (Page 8 of 12) Calculation Description:Title 24 Analysis Input File Name:1 STORY ADU NO GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2025-01-02 16:40:26 BUILDING ENVELOPE - HERS VERIFICATION 01 02 03 04 05 Quality Insulation Installation (QII)High R-value Spray Foam Insulation Building Envelope Air Leakage CFM50 CFM50 Required Not Required N/A n/a n/a WATER HEATING SYSTEMS 01 02 03 04 05 06 07 08 09 Name System Type Distribution Type Water Heater Name Number of Units Solar Heating System Compact Distribution HERS Verification Water Heater Name (#) DHW Sys 1 Domestic Hot Water (DHW)Standard DHW Heater 1 1 n/a Expanded DHW Sys 1-hers-dhw DHW Heater 1 (1) WATER HEATERS - NEEA HEAT PUMP 01 02 03 04 05 06 07 08 Name # of Units Tank Vol. (gal)NEEA Heat Pump Brand NEEA Heat Pump Model Tank Location Duct Inlet Air Source Duct Outlet Air Source DHW Heater 1 1 40 Rheem Rheem HPLD40-1RH Outside Living Living WATER HEATING - COMPACT DISTRIBUTION 01 02 03 04 05 06 07 Dwelling Unit type Water Heating System Name Master Bath distance of furthest fixture to Water Heater (ft) Kitchen distance of furthest fixture to Water Heater (ft) Furthest Third furthest fixture to Water Heater (ft) Compactness Factor HERS Verification Dwelling DHW Sys 1 n/a n/a n/a 0.6 Expanded Credit 425-P010001119A-000-000-0000000-0000 01/02/2025 17:05 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2025-01-02T16:39:46-08:00 (Page 9 of 12) Calculation Description:Title 24 Analysis Input File Name:1 STORY ADU NO GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2025-01-02 16:40:26 WATER HEATING - DRAIN WATER HEAT RECOVERY 01 02 03 04 05 06 Dwelling Unit type DHW System and DWHR Names Installation Configuration Shower Drains Shower Drain Water Heat Recovery Efficiency (%)HERS Verification Dwelling DHW Sys 1 - 1 - DWHR-1 Equal Flow 2 43 Required WATER HEATING - HERS VERIFICATION 01 02 03 04 05 06 07 Name Pipe Insulation Parallel Piping Compact Distribution Compact Distribution Type Recirculation Control Shower Drain Water Heat Recovery DHW Sys 1 - 1/1 Not Required Not Required Required Expanded Not Required Required SPACE CONDITIONING SYSTEMS 01 02 03 04 05 06 07 08 09 Name System Type Heating Unit Name Heating Equipment Count Cooling Unit Name Cooling Equipment Count Fan Name Distribution Name Required Thermostat Type HVAC1 Heat pump heating cooling Heat Pump System 1 1 Heat Pump System 1 1 HVAC Fan 1 Air Distribution System 1 Setback HVAC - HEAT PUMPS 01 02 03 04 05 06 07 08 09 10 11 12 13 Name System Type Number of Units Heating Cooling Zonally Controlled Compressor Type HERS VerificationHeating Efficiency Type HSPF/HS PF2/COP Cap 47 Cap 17 Cooling Efficiency Type SEER/SE ER2 EER/EER 2/CEER Heat Pump System 1 Central split HP 1 HSPF 7.7 24400 22500 EERSEER 24 14 Not Zonal Single Speed Heat Pump System 1-hers-htpump 425-P010001119A-000-000-0000000-0000 01/02/2025 17:05 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2025-01-02T16:39:46-08:00 (Page 10 of 12) Calculation Description:Title 24 Analysis Input File Name:1 STORY ADU NO GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2025-01-02 16:40:26 HVAC HEAT PUMPS - HERS VERIFICATION 01 02 03 04 05 06 07 08 09 Name Verified Airflow Airflow Target Verified EER/EER2 Verified SEER/SEER2 Verified Refrigerant Charge Verified HSPF/HSPF2 Verified Heating Cap 47 Verified Heating Cap 17 Heat Pump System 1-hers-htpump Required 350 Required Required No No Yes Yes HVAC - DISTRIBUTION SYSTEMS 01 02 03 04 05 06 07 08 09 10 11 12 Name Type Design Type Duct Ins. R-value Duct Location Surface Area Bypass Duct Duct Leakage HERS Verification Supply Return Supply Return Supply Return Air Distribution System 1 Unconditioned attic Non-Verified R-6 R-6 Attic Attic n/a n/a No Bypass Duct Sealed and Tested Air Distribution System 1-hers-dist HVAC DISTRIBUTION - HERS VERIFICATION 01 02 03 04 05 06 07 08 09 Name Duct Leakage Verification Duct Leakage Target (%) Verified Duct Location Verified Duct Design Buried Ducts Deeply Buried Ducts Low-leakage Air Handler Low Leakage Ducts Entirely in Conditioned Space Air Distribution System 1-hers-dist Yes 5.0 Not Required Not Required Not Required Credit not taken Not Required No HVAC - FAN SYSTEMS 01 02 03 04 Name Type Fan Power (Watts/CFM)Name HVAC Fan 1 HVAC Fan 0.3 HVAC Fan 1-hers-fan 425-P010001119A-000-000-0000000-0000 01/02/2025 17:05 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2025-01-02T16:39:46-08:00 (Page 11 of 12) Calculation Description:Title 24 Analysis Input File Name:1 STORY ADU NO GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2025-01-02 16:40:26 HVAC FAN SYSTEMS - HERS VERIFICATION 01 02 03 Name Verified Fan Watt Draw Required Fan Efficacy (Watts/CFM) HVAC Fan 1-hers-fan Required 0.3 INDOOR AIR QUALITY (IAQ) FANS 01 02 03 04 05 06 07 08 09 Dwelling Unit Airflow (CFM)Fan Efficacy (W/CFM)IAQ Fan Type Includes Heat/Energy Recovery? IAQ Recovery Effectiveness - SRE/ASRE Includes Fault Indicator Display?HERS Verification Status SFam IAQVentRpt 46 0.35 Exhaust No n/a / n/a No Yes 425-P010001119A-000-000-0000000-0000 01/02/2025 17:05 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2025-01-02T16:39:46-08:00 (Page 12 of 12) Calculation Description:Title 24 Analysis Input File Name:1 STORY ADU NO GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2025-01-02 16:40:26 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. I certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name:Documentation Author Signature: Company:Signature Date: Address:CEA/ HERS Certification Identification (If applicable): City/State/Zip:Phone: RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1.I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. 2.I certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 3.The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application. Responsible Designer Name:Responsible Designer Signature: Company:Date Signed: Address:License: City/State/Zip:Phone: Truong Dong Dong Engineering 01/02/2025 10692 silver cir garden grove, CA 92843 (714) 204-2874 Truong Dong Dong Engineering 01/02/2025 10692 silver cir N/A garden grove, CA 92843 (714) 204-2874 425-P010001119A-000-000-0000000-0000 01/02/2025 17:05 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. Digitally signed by California Home Energy Efficiency Rating Services (CHEERS). This digital signature is provided in order to secure the content of this registered document, and in no way implies Registration Provider responsibility for the accuracy of the information. 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2025-01-02T16:39:46-08:00 (Page 1 of 12) Calculation Description:Title 24 Analysis Input File Name:1 STORY ADU NO GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2025-01-02 16:40:26 GENERAL INFORMATION 01 Project Name 240051 02 Run Title Title 24 Analysis 03 Project Location 1834 W.3RD ST, Unit#3 04 City SANTA ANA 05 Standards Version 2022 06 Zip code 92703 07 Software Version EnergyPro 9.2 08 Climate Zone 8 09 Front Orientation (deg/ Cardinal)270 10 Building Type Single family 11 Number of Dwelling Units 1 12 Project Scope Newly Constructed 13 Number of Bedrooms 2 14 Addition Cond. Floor Area (ft2)0 15 Number of Stories 1 16 Existing Cond. Floor Area (ft2)n/a 17 Fenestration Average U-factor 0.29 18 Total Cond. Floor Area (ft2)794 19 Glazing Percentage (%)15.37% 20 ADU Bedroom Count n/a 21 ADU Conditioned Floor Area n/a 22 Fuel Type Natural gas 23 No Dwelling Unit:No COMPLIANCE RESULTS 01 Building Complies with Computer Performance 02 This building incorporates features that require field testing and/or verification by a certified HERS rater under the supervision of a CEC-approved HERS provider. 03 This building incorporates one or more Special Features shown below 425-P010001119A-000-000-0000000-0000 01/02/2025 17:05 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2025-01-02T16:39:46-08:00 (Page 2 of 12) Calculation Description:Title 24 Analysis Input File Name:1 STORY ADU NO GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2025-01-02 16:40:26 ENERGY DESIGN RATINGS Energy Design Ratings Compliance Margins Source Energy (EDR1) Efficiency1 EDR (EDR2efficiency) Total2 EDR (EDR2total) Source Energy (EDR1) Efficiency1 EDR (EDR2efficiency) Total2 EDR (EDR2total) Standard Design 36.8 37.2 27.4 Proposed Design 35.7 32.1 24.9 1.1 5.1 2.5 RESULT3: PASS 1Efficiency EDR includes improvements like a better building envelope and more efficient equipment 2Total EDR includes efficiency and demand response measures such as photovoltaic (PV) system and batteries 3Building complies when source energy, efficiency and total compliance margins are greater than or equal to zero and unmet load hour limits are not exceeded •Standard Design PV Capacity: 2.06 kWdc •PV System resized to 2.06 kWdc (a factor of 2.056) to achieve 'Standard Design PV' PV scaling 425-P010001119A-000-000-0000000-0000 01/02/2025 17:05 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2025-01-02T16:39:46-08:00 (Page 3 of 12) Calculation Description:Title 24 Analysis Input File Name:1 STORY ADU NO GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2025-01-02 16:40:26 ENERGY USE SUMMARY Energy Use Standard Design Source Energy (EDR1) (kBtu/ft2 -yr) Standard Design TDV Energy (EDR2) (kTDV/ft2 -yr) Proposed Design Source Energy (EDR1) (kBtu/ft2 -yr) Proposed Design TDV Energy (EDR2) (kTDV/ft2 -yr) Compliance Margin (EDR1) Compliance Margin (EDR2) Space Heating 0.15 0.79 1.09 7.91 -0.94 -7.12 Space Cooling 1.24 29.23 0.59 21.56 0.65 7.67 IAQ Ventilation 0.45 4.72 0.45 4.72 0 0 Water Heating 2.25 23.67 1.55 16.12 0.7 7.55 Self Utilization/Flexibility Credit 0 0 Efficiency Compliance Total 4.09 58.41 3.68 50.31 0.41 8.1 Photovoltaics -2.84 -85.52 -2.84 -84.61 Battery 0 0 Flexibility Indoor Lighting 0.94 8.81 0.94 8.81 Appl. & Cooking 6.55 42.4 6.52 42.06 Plug Loads 5.72 58.26 5.72 58.26 Outdoor Lighting 0.21 1.81 0.21 1.81 TOTAL COMPLIANCE 14.67 84.17 14.23 76.64 425-P010001119A-000-000-0000000-0000 01/02/2025 17:05 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2025-01-02T16:39:46-08:00 (Page 4 of 12) Calculation Description:Title 24 Analysis Input File Name:1 STORY ADU NO GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2025-01-02 16:40:26 ENERGY USE INTENSITY Standard Design (kBtu/ft2 - yr )Proposed Design (kBtu/ft2 - yr )Compliance Margin (kBtu/ft2 - yr )Margin Percentage Gross EUI1 22.7 21.25 1.45 6.39 Net EUI2 8.26 6.81 1.45 17.55 Notes 1. Gross EUI is Energy Use Total (not including PV) / Total Building Area. 2. Net EUI is Energy Use Total (including PV) / Total Building Area. REQUIRED PV SYSTEMS 01 02 03 04 05 06 07 08 09 10 11 12 DC System Size (kWdc)Exception Module Type Array Type Power Electronics CFI Azimuth (deg) Tilt Input Array Angle (deg) Tilt: (x in 12) Inverter Eff. (%) Annual Solar Access (%) 2.06 NA Standard (14-17%)Fixed none true 150-270 n/a n/a <=7:12 96 98 REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. •Cool roof •Insulation below roof deck •Northwest Energy Efficiency Alliance (NEEA) rated heat pump water heater; specific brand/model, or equivalent, must be installed 425-P010001119A-000-000-0000000-0000 01/02/2025 17:05 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2025-01-02T16:39:46-08:00 (Page 5 of 12) Calculation Description:Title 24 Analysis Input File Name:1 STORY ADU NO GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2025-01-02 16:40:26 HERS FEATURE SUMMARY The following is a summary of the features that must be field-verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is provided in the building tables below. Registered CF2Rs and CF3Rs are required to be completed in the HERS Registry •Quality insulation installation (QII) •Indoor air quality ventilation •Kitchen range hood •Minimum Airflow •Verified EER/EER2 •Verified SEER/SEER2 •Fan Efficacy Watts/CFM •Verified heat pump rated heating capacity •Duct leakage testing •Compact distribution system expanded credit •Drain water heat recovery system BUILDING - FEATURES INFORMATION 01 02 03 04 05 06 07 Project Name Conditioned Floor Area (ft2)Number of Dwelling Units Number of Bedrooms Number of Zones Number of Ventilation Cooling Systems Number of Water Heating Systems 240051 794 1 2 1 0 1 ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft2)Avg. Ceiling Height Water Heating System 1 Status Living Conditioned HVAC1 794 9 DHW Sys 1 New OPAQUE SURFACES 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft2)Window and Door Area (ft2)Tilt (deg) Front wall Living R-15 Wall 270 Front 170 51 90 Left wall Living R-15 Wall 0 Left 405 26 90 Rear wall Living R-15 Wall 90 Back 170 10 90 425-P010001119A-000-000-0000000-0000 01/02/2025 17:05 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2025-01-02T16:39:46-08:00 (Page 6 of 12) Calculation Description:Title 24 Analysis Input File Name:1 STORY ADU NO GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2025-01-02 16:40:26 OPAQUE SURFACES 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft2)Window and Door Area (ft2)Tilt (deg) Right wall Living R-15 Wall 180 Right 405 70 90 Roof Attic Living R-38 + R-13 Roof Attic n/a n/a 794 n/a n/a ATTIC 01 02 03 04 05 06 07 08 Name Construction Type Roof Rise (x in 12)Roof Reflectance Roof Emittance Radiant Barrier Cool Roof Attic Living Attic RoofLiving Ventilated 6 0.21 0.92 No Yes FENESTRATION / GLAZING 01 02 03 04 05 06 07 08 09 10 11 12 13 14 Name Type Surface Orientation Azimuth Width (ft) Height (ft)Mult.Area (ft2)U-factor U-factor Source SHGC SHGC Source Exterior Shading W1 Window Front wall Front 270 1 30 0.29 NFRC 0.21 NFRC Bug Screen W4 Window Left wall Left 0 1 6 0.29 NFRC 0.21 NFRC Bug Screen W4 2 Window Left wall Left 0 1 6 0.29 NFRC 0.21 NFRC Bug Screen W3 Window Rear wall Back 90 1 10 0.29 NFRC 0.21 NFRC Bug Screen W1 2 Window Right wall Right 180 1 30 0.29 NFRC 0.21 NFRC Bug Screen W1 3 Window Right wall Right 180 1 30 0.29 NFRC 0.21 NFRC Bug Screen W2 Window Right wall Right 180 1 10 0.29 NFRC 0.21 NFRC Bug Screen 425-P010001119A-000-000-0000000-0000 01/02/2025 17:05 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2025-01-02T16:39:46-08:00 (Page 7 of 12) Calculation Description:Title 24 Analysis Input File Name:1 STORY ADU NO GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2025-01-02 16:40:26 OPAQUE DOORS 01 02 03 04 Name Side of Building Area (ft2)U-factor D1 Front wall 21 0.5 D5 Left wall 14 0.5 SLAB FLOORS 01 02 03 04 05 06 07 08 Name Zone Area (ft2)Perimeter (ft)Edge Insul. R-value and Depth Edge Insul. R-value and Depth Carpeted Fraction Heated Slab-on-Grade Living 794 128 none 0 80%No OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 08 Construction Name Surface Type Construction Type Framing Total Cavity R-value Interior / Exterior Continuous R-value U-factor Assembly Layers R-15 Wall Exterior Walls Wood Framed Wall 2x4 @ 16 in. O. C.R-15 None / None 0.095 Inside Finish: Gypsum Board Cavity / Frame: R-15 / 2x4 Exterior Finish: 3 Coat Stucco Attic RoofLiving Attic Roofs Wood Framed Ceiling 2x4 @ 24 in. O. C.R-13 None / 0 0.078 Roofing: Light Roof (Asphalt Shingle) Roof Deck: Wood Siding/sheathing/decking Cavity / Frame: R-13.0 / 2x4 Around Roof Joists: R-0.0 insul. R-38 + R-13 Roof Attic Ceilings (below attic) Wood Framed Ceiling 2x4 @ 16 in. O. C.R-38 None / None 0.025 Over Ceiling Joists: R-28.9 insul. Cavity / Frame: R-9.1 / 2x4 Inside Finish: Gypsum Board 425-P010001119A-000-000-0000000-0000 01/02/2025 17:05 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2025-01-02T16:39:46-08:00 (Page 8 of 12) Calculation Description:Title 24 Analysis Input File Name:1 STORY ADU NO GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2025-01-02 16:40:26 BUILDING ENVELOPE - HERS VERIFICATION 01 02 03 04 05 Quality Insulation Installation (QII)High R-value Spray Foam Insulation Building Envelope Air Leakage CFM50 CFM50 Required Not Required N/A n/a n/a WATER HEATING SYSTEMS 01 02 03 04 05 06 07 08 09 Name System Type Distribution Type Water Heater Name Number of Units Solar Heating System Compact Distribution HERS Verification Water Heater Name (#) DHW Sys 1 Domestic Hot Water (DHW)Standard DHW Heater 1 1 n/a Expanded DHW Sys 1-hers-dhw DHW Heater 1 (1) WATER HEATERS - NEEA HEAT PUMP 01 02 03 04 05 06 07 08 Name # of Units Tank Vol. (gal)NEEA Heat Pump Brand NEEA Heat Pump Model Tank Location Duct Inlet Air Source Duct Outlet Air Source DHW Heater 1 1 40 Rheem Rheem HPLD40-1RH Outside Living Living WATER HEATING - COMPACT DISTRIBUTION 01 02 03 04 05 06 07 Dwelling Unit type Water Heating System Name Master Bath distance of furthest fixture to Water Heater (ft) Kitchen distance of furthest fixture to Water Heater (ft) Furthest Third furthest fixture to Water Heater (ft) Compactness Factor HERS Verification Dwelling DHW Sys 1 n/a n/a n/a 0.6 Expanded Credit 425-P010001119A-000-000-0000000-0000 01/02/2025 17:05 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2025-01-02T16:39:46-08:00 (Page 9 of 12) Calculation Description:Title 24 Analysis Input File Name:1 STORY ADU NO GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2025-01-02 16:40:26 WATER HEATING - DRAIN WATER HEAT RECOVERY 01 02 03 04 05 06 Dwelling Unit type DHW System and DWHR Names Installation Configuration Shower Drains Shower Drain Water Heat Recovery Efficiency (%)HERS Verification Dwelling DHW Sys 1 - 1 - DWHR-1 Equal Flow 2 43 Required WATER HEATING - HERS VERIFICATION 01 02 03 04 05 06 07 Name Pipe Insulation Parallel Piping Compact Distribution Compact Distribution Type Recirculation Control Shower Drain Water Heat Recovery DHW Sys 1 - 1/1 Not Required Not Required Required Expanded Not Required Required SPACE CONDITIONING SYSTEMS 01 02 03 04 05 06 07 08 09 Name System Type Heating Unit Name Heating Equipment Count Cooling Unit Name Cooling Equipment Count Fan Name Distribution Name Required Thermostat Type HVAC1 Heat pump heating cooling Heat Pump System 1 1 Heat Pump System 1 1 HVAC Fan 1 Air Distribution System 1 Setback HVAC - HEAT PUMPS 01 02 03 04 05 06 07 08 09 10 11 12 13 Name System Type Number of Units Heating Cooling Zonally Controlled Compressor Type HERS VerificationHeating Efficiency Type HSPF/HS PF2/COP Cap 47 Cap 17 Cooling Efficiency Type SEER/SE ER2 EER/EER 2/CEER Heat Pump System 1 Central split HP 1 HSPF 7.7 24400 22500 EERSEER 24 14 Not Zonal Single Speed Heat Pump System 1-hers-htpump 425-P010001119A-000-000-0000000-0000 01/02/2025 17:05 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2025-01-02T16:39:46-08:00 (Page 10 of 12) Calculation Description:Title 24 Analysis Input File Name:1 STORY ADU NO GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2025-01-02 16:40:26 HVAC HEAT PUMPS - HERS VERIFICATION 01 02 03 04 05 06 07 08 09 Name Verified Airflow Airflow Target Verified EER/EER2 Verified SEER/SEER2 Verified Refrigerant Charge Verified HSPF/HSPF2 Verified Heating Cap 47 Verified Heating Cap 17 Heat Pump System 1-hers-htpump Required 350 Required Required No No Yes Yes HVAC - DISTRIBUTION SYSTEMS 01 02 03 04 05 06 07 08 09 10 11 12 Name Type Design Type Duct Ins. R-value Duct Location Surface Area Bypass Duct Duct Leakage HERS Verification Supply Return Supply Return Supply Return Air Distribution System 1 Unconditioned attic Non-Verified R-6 R-6 Attic Attic n/a n/a No Bypass Duct Sealed and Tested Air Distribution System 1-hers-dist HVAC DISTRIBUTION - HERS VERIFICATION 01 02 03 04 05 06 07 08 09 Name Duct Leakage Verification Duct Leakage Target (%) Verified Duct Location Verified Duct Design Buried Ducts Deeply Buried Ducts Low-leakage Air Handler Low Leakage Ducts Entirely in Conditioned Space Air Distribution System 1-hers-dist Yes 5.0 Not Required Not Required Not Required Credit not taken Not Required No HVAC - FAN SYSTEMS 01 02 03 04 Name Type Fan Power (Watts/CFM)Name HVAC Fan 1 HVAC Fan 0.3 HVAC Fan 1-hers-fan 425-P010001119A-000-000-0000000-0000 01/02/2025 17:05 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2025-01-02T16:39:46-08:00 (Page 11 of 12) Calculation Description:Title 24 Analysis Input File Name:1 STORY ADU NO GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2025-01-02 16:40:26 HVAC FAN SYSTEMS - HERS VERIFICATION 01 02 03 Name Verified Fan Watt Draw Required Fan Efficacy (Watts/CFM) HVAC Fan 1-hers-fan Required 0.3 INDOOR AIR QUALITY (IAQ) FANS 01 02 03 04 05 06 07 08 09 Dwelling Unit Airflow (CFM)Fan Efficacy (W/CFM)IAQ Fan Type Includes Heat/Energy Recovery? IAQ Recovery Effectiveness - SRE/ASRE Includes Fault Indicator Display?HERS Verification Status SFam IAQVentRpt 46 0.35 Exhaust No n/a / n/a No Yes 425-P010001119A-000-000-0000000-0000 01/02/2025 17:05 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2025-01-02T16:39:46-08:00 (Page 12 of 12) Calculation Description:Title 24 Analysis Input File Name:1 STORY ADU NO GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2025-01-02 16:40:26 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. I certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name:Documentation Author Signature: Company:Signature Date: Address:CEA/ HERS Certification Identification (If applicable): City/State/Zip:Phone: RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1.I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. 2.I certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 3.The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application. Responsible Designer Name:Responsible Designer Signature: Company:Date Signed: Address:License: City/State/Zip:Phone: Truong Dong Dong Engineering 01/02/2025 10692 silver cir garden grove, CA 92843 (714) 204-2874 Truong Dong Dong Engineering 01/02/2025 10692 silver cir N/A garden grove, CA 92843 (714) 204-2874 425-P010001119A-000-000-0000000-0000 01/02/2025 17:05 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. Digitally signed by California Home Energy Efficiency Rating Services (CHEERS). This digital signature is provided in order to secure the content of this registered document, and in no way implies Registration Provider responsibility for the accuracy of the information. 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2024-07-02T02:25:06-07:00 (Page 1 of 14) Calculation Description:Title 24 Analysis Input File Name:2 STORY MAIN HOUSE + ATTACHED JADU GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-02 02:26:25 GENERAL INFORMATION 01 Project Name 240051 02 Run Title Title 24 Analysis 03 Project Location 1834 W.3RD ST, 04 City SANTA ANA 05 Standards Version 2022 06 Zip code 92703 07 Software Version EnergyPro 9.2 08 Climate Zone 8 09 Front Orientation (deg/ Cardinal)0 10 Building Type Single family 11 Number of Dwelling Units 1 12 Project Scope Newly Constructed 13 Number of Bedrooms 5 14 Addition Cond. Floor Area (ft2)0 15 Number of Stories 2 16 Existing Cond. Floor Area (ft2)n/a 17 Fenestration Average U-factor 0.3 18 Total Cond. Floor Area (ft2)2497 19 Glazing Percentage (%)16.66% 20 ADU Bedroom Count n/a 21 ADU Conditioned Floor Area n/a 22 Fuel Type All electric 23 No Dwelling Unit:No COMPLIANCE RESULTS 01 Building Complies with Computer Performance 02 This building incorporates features that require field testing and/or verification by a certified HERS rater under the supervision of a CEC-approved HERS provider. 03 This building incorporates one or more Special Features shown below 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2024-07-02T02:25:06-07:00 (Page 2 of 14) Calculation Description:Title 24 Analysis Input File Name:2 STORY MAIN HOUSE + ATTACHED JADU GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-02 02:26:25 ENERGY DESIGN RATINGS Energy Design Ratings Compliance Margins Source Energy (EDR1) Efficiency1 EDR (EDR2efficiency) Total2 EDR (EDR2total) Source Energy (EDR1) Efficiency1 EDR (EDR2efficiency) Total2 EDR (EDR2total) Standard Design 32.3 37.8 24.2 Proposed Design 29.3 37.8 24.1 3 0 0.1 RESULT3: PASS 1Efficiency EDR includes improvements like a better building envelope and more efficient equipment 2Total EDR includes efficiency and demand response measures such as photovoltaic (PV) system and batteries 3Building complies when source energy, efficiency and total compliance margins are greater than or equal to zero and unmet load hour limits are not exceeded •Standard Design PV Capacity: 3.56 kWdc •PV System resized to 3.56 kWdc (a factor of 3.563) to achieve 'Standard Design PV' PV scaling 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2024-07-02T02:25:06-07:00 (Page 3 of 14) Calculation Description:Title 24 Analysis Input File Name:2 STORY MAIN HOUSE + ATTACHED JADU GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-02 02:26:25 ENERGY USE SUMMARY Energy Use Standard Design Source Energy (EDR1) (kBtu/ft2 -yr) Standard Design TDV Energy (EDR2) (kTDV/ft2 -yr) Proposed Design Source Energy (EDR1) (kBtu/ft2 -yr) Proposed Design TDV Energy (EDR2) (kTDV/ft2 -yr) Compliance Margin (EDR1) Compliance Margin (EDR2) Space Heating 1.12 5.05 0.59 4.22 0.53 0.83 Space Cooling 0.67 18.98 0.7 21.45 -0.03 -2.47 IAQ Ventilation 0.36 3.82 0.36 3.82 0 0 Water Heating 1.28 13 1.11 11.29 0.17 1.71 Self Utilization/Flexibility Credit 0 0 Efficiency Compliance Total 3.43 40.85 2.76 40.78 0.67 0.07 Photovoltaics -1.56 -46.86 -1.56 -46.87 Battery 0 0 Flexibility Indoor Lighting 0.72 6.73 0.72 6.73 Appl. & Cooking 1.61 13.89 1.59 13.74 Plug Loads 2.94 29.93 2.94 29.93 Outdoor Lighting 0.18 1.61 0.18 1.61 TOTAL COMPLIANCE 7.32 46.15 6.63 45.92 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2024-07-02T02:25:06-07:00 (Page 4 of 14) Calculation Description:Title 24 Analysis Input File Name:2 STORY MAIN HOUSE + ATTACHED JADU GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-02 02:26:25 ENERGY USE INTENSITY Standard Design (kBtu/ft2 - yr )Proposed Design (kBtu/ft2 - yr )Compliance Margin (kBtu/ft2 - yr )Margin Percentage Gross EUI1 11.37 10.46 0.91 8 Net EUI2 3.42 2.51 0.91 26.61 Notes 1. Gross EUI is Energy Use Total (not including PV) / Total Building Area. 2. Net EUI is Energy Use Total (including PV) / Total Building Area. REQUIRED PV SYSTEMS 01 02 03 04 05 06 07 08 09 10 11 12 DC System Size (kWdc)Exception Module Type Array Type Power Electronics CFI Azimuth (deg) Tilt Input Array Angle (deg) Tilt: (x in 12) Inverter Eff. (%) Annual Solar Access (%) 3.56 NA Standard (14-17%)Fixed none true 150-270 n/a n/a <=7:12 96 98 REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. •Insulation below roof deck •Variable capacity heat pump compliance option (verification details from VCHP Staff report, Appendix B, and RA3) •Northwest Energy Efficiency Alliance (NEEA) rated heat pump water heater; specific brand/model, or equivalent, must be installed HERS FEATURE SUMMARY The following is a summary of the features that must be field-verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is provided in the building tables below. Registered CF2Rs and CF3Rs are required to be completed in the HERS Registry •Quality insulation installation (QII) •Indoor air quality ventilation •Verified Refrigerant Charge •Airflow in habitable rooms (SC3.1.4.1.7) •Verified heat pump rated heating capacity •Wall-mounted thermostat in zones greater than 150 ft2 (SC3.4.5) •Ductless indoor units located entirely in conditioned space (SC3.1.4.1.8) 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2024-07-02T02:25:06-07:00 (Page 5 of 14) Calculation Description:Title 24 Analysis Input File Name:2 STORY MAIN HOUSE + ATTACHED JADU GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-02 02:26:25 BUILDING - FEATURES INFORMATION 01 02 03 04 05 06 07 Project Name Conditioned Floor Area (ft2)Number of Dwelling Units Number of Bedrooms Number of Zones Number of Ventilation Cooling Systems Number of Water Heating Systems 240051 2497 1 5 3 0 2 ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft2)Avg. Ceiling Height Water Heating System 1 Status 1st Floor Conditioned HVAC1 1013 9 DHW Sys 1 New 2nd Floor Conditioned HVAC1 1000 9 DHW Sys 1 New JADU Conditioned JADU HVAC2 484 9 DHW Sys 3 New OPAQUE SURFACES 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft2)Window and Door Area (ft2)Tilt (deg) Front wall 1st Floor R-15 Wall.0 Front 172 56 90 Left wall 1st Floor R-15 Wall.90 Left 132 30 90 Right wall 1st Floor R-15 Wall.270 Right 319.5 59 90 Front wall 2 2nd Floor R-15 Wall.0 Front 297 56 90 Left wall 2 2nd Floor R-15 Wall.90 Left 351 35 90 Rear wall 2nd Floor R-15 Wall.180 Back 297 45 90 Right wall 2 2nd Floor R-15 Wall.270 Right 351 81 90 Left wall 3 JADU R-15 Wall.90 Left 97 25 90 Rear wall 2 JADU R-15 Wall.180 Back 360 63 90 Right wall 3 JADU R-15 Wall.270 Right 121.5 41 90 Roof 1st Floor R-30 + R-13 Roof Attic n/a n/a 466 n/a n/a 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2024-07-02T02:25:06-07:00 (Page 6 of 14) Calculation Description:Title 24 Analysis Input File Name:2 STORY MAIN HOUSE + ATTACHED JADU GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-02 02:26:25 OPAQUE SURFACES 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft2)Window and Door Area (ft2)Tilt (deg) Roof 2 2nd Floor R-30 + R-13 Roof Attic n/a n/a 1000 n/a n/a Roof 3 JADU R-30 + R-13 Roof Attic n/a n/a 204 n/a n/a Roof 4 __Garage__R-0 Roof Attic n/a n/a 27 n/a n/a Floor under 2nd 2nd Floor R-19 Floor No Crawlspace n/a n/a 547 n/a n/a Floor over garage 2nd Floor R-19 Floor No Crawlspace n/a n/a 173 n/a n/a Floor over jadu 2nd Floor R-19 Floor No Crawlspace n/a n/a 280 n/a n/a Front wall 3 __Garage__R-0 Wall 0 Front 188 112 90 Left wall 4 __Garage__R-0 Wall 90 Left 180 17.5 90 Right wall 4 __Garage__R-0 Wall 270 Right 35 0 90 OPAQUE SURFACES - CATHEDRAL CEILINGS 01 02 03 04 05 06 07 08 09 10 11 Name Zone Construction Azimuth Orientation Area (ft2) Skylight Area (ft2) Roof Rise (x in 12) Roof Reflectance Roof Emittance Cool Roof Roof deck __Garage__R-0 Roof No Attic 0 Front 217 0 0 0.1 0.85 No ATTIC 01 02 03 04 05 06 07 08 Name Construction Type Roof Rise (x in 12)Roof Reflectance Roof Emittance Radiant Barrier Cool Roof Attic __Garage__Attic Garage Roof Cons Ventilated 4 0.1 0.85 No No Attic 1st Floor Attic Roof1st Floor Ventilated 4 0.1 0.85 No No Attic 2nd Floor Attic Roof2nd Floor Ventilated 4 0.1 0.85 No No Attic JADU Attic RoofJADU Ventilated 4 0.1 0.85 No No 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2024-07-02T02:25:06-07:00 (Page 7 of 14) Calculation Description:Title 24 Analysis Input File Name:2 STORY MAIN HOUSE + ATTACHED JADU GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-02 02:26:25 FENESTRATION / GLAZING 01 02 03 04 05 06 07 08 09 10 11 12 13 14 Name Type Surface Orientation Azimuth Width (ft) Height (ft)Mult.Area (ft2)U-factor U-factor Source SHGC SHGC Source Exterior Shading W3 Window Front wall Front 0 1 25 0.3 NFRC 0.23 NFRC Bug Screen W9 Window Front wall Front 0 1 10 0.3 NFRC 0.23 NFRC Bug Screen W1 Window Left wall Left 90 1 30 0.3 NFRC 0.23 NFRC Bug Screen W2 Window Right wall Right 270 1 17 0.3 NFRC 0.23 NFRC Bug Screen D3 Window Right wall Right 270 1 42 0.3 NFRC 0.23 NFRC Bug Screen W11 Window Front wall 2 Front 0 1 12 0.3 NFRC 0.23 NFRC Bug Screen W3 2 Window Front wall 2 Front 0 1 25 0.3 NFRC 0.23 NFRC Bug Screen W3 3 Window Left wall 2 Left 90 1 25 0.3 NFRC 0.23 NFRC Bug Screen W5 Window Left wall 2 Left 90 1 10 0.3 NFRC 0.23 NFRC Bug Screen W4 Window Rear wall Back 180 1 10 0.3 NFRC 0.23 NFRC Bug Screen D12 Window Rear wall Back 180 1 35 0.3 NFRC 0.23 NFRC Bug Screen D12 2 Window Right wall 2 Right 270 1 35 0.3 NFRC 0.23 NFRC Bug Screen W6 Window Right wall 2 Right 270 1 14 0.3 NFRC 0.23 NFRC Bug Screen W10 Window Right wall 2 Right 270 1 32 0.3 NFRC 0.23 NFRC Bug Screen W3 4 Window Left wall 3 Left 90 1 25 0.3 NFRC 0.23 NFRC Bug Screen W4 2 Window Rear wall 2 Back 180 1 10 0.3 NFRC 0.23 NFRC Bug Screen W7 Window Rear wall 2 Back 180 1 3 0.3 NFRC 0.23 NFRC Bug Screen W3 5 Window Rear wall 2 Back 180 1 25 0.3 NFRC 0.23 NFRC Bug Screen 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2024-07-02T02:25:06-07:00 (Page 8 of 14) Calculation Description:Title 24 Analysis Input File Name:2 STORY MAIN HOUSE + ATTACHED JADU GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-02 02:26:25 FENESTRATION / GLAZING 01 02 03 04 05 06 07 08 09 10 11 12 13 14 Name Type Surface Orientation Azimuth Width (ft) Height (ft)Mult.Area (ft2)U-factor U-factor Source SHGC SHGC Source Exterior Shading W3 6 Window Rear wall 2 Back 180 1 25 0.3 NFRC 0.23 NFRC Bug Screen W8 Window Right wall 3 Right 270 1 6 0.3 NFRC 0.23 NFRC Bug Screen OPAQUE DOORS 01 02 03 04 Name Side of Building Area (ft2)U-factor D2 Front wall 21 0.5 D9 Front wall 2 19 0.5 D2 2 Right wall 3 21 0.5 D 2070 Right wall 3 14 0.5 D1 Front wall 3 112 0.7 D4 Left wall 4 17.5 0.5 SLAB FLOORS 01 02 03 04 05 06 07 08 Name Zone Area (ft2)Perimeter (ft)Edge Insul. R-value and Depth Edge Insul. R-value and Depth Carpeted Fraction Heated Slab-on-Grade 1st Floor 1013 156 none 0 80%No Slab-on-Grade 2 JADU 484 107 none 0 80%No Slab-on-Grade 3 __Garage__417 86 none 0 0%No 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2024-07-02T02:25:06-07:00 (Page 9 of 14) Calculation Description:Title 24 Analysis Input File Name:2 STORY MAIN HOUSE + ATTACHED JADU GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-02 02:26:25 OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 08 Construction Name Surface Type Construction Type Framing Total Cavity R-value Interior / Exterior Continuous R-value U-factor Assembly Layers R-0 Wall Exterior Walls Wood Framed Wall 2x4 @ 16 in. O. C.R-0 None / None 0.361 Inside Finish: Gypsum Board Cavity / Frame: no insul. / 2x4 Exterior Finish: 3 Coat Stucco R-15 Wall.Exterior Walls Wood Framed Wall 2x4 @ 16 in. O. C.R-15 None / None 0.095 Inside Finish: Gypsum Board Cavity / Frame: R-15 / 2x4 Exterior Finish: 3 Coat Stucco R-0 Roof No Attic Cathedral Ceilings Wood Framed Ceiling 2x4 @ 16 in. O. C.R-0 None / None 0.484 Roofing: Light Roof (Asphalt Shingle) Roof Deck: Wood Siding/sheathing/decking Cavity / Frame: no insul. / 2x4 Inside Finish: Gypsum Board Attic Garage Roof Cons Attic Roofs Wood Framed Ceiling 2x4 @ 24 in. O. C.R-0 None / 0 0.644 Roofing: Light Roof (Asphalt Shingle) Roof Deck: Wood Siding/sheathing/decking Cavity / Frame: no insul. / 2x4 Attic Roof1st Floor Attic Roofs Wood Framed Ceiling 2x4 @ 24 in. O. C.R-13 None / 0 0.078 Roofing: Light Roof (Asphalt Shingle) Roof Deck: Wood Siding/sheathing/decking Cavity / Frame: R-13.0 / 2x4 Around Roof Joists: R-0.0 insul. Attic Roof2nd Floor Attic Roofs Wood Framed Ceiling 2x4 @ 24 in. O. C.R-13 None / 0 0.078 Roofing: Light Roof (Asphalt Shingle) Roof Deck: Wood Siding/sheathing/decking Cavity / Frame: R-13.0 / 2x4 Around Roof Joists: R-0.0 insul. 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2024-07-02T02:25:06-07:00 (Page 10 of 14) Calculation Description:Title 24 Analysis Input File Name:2 STORY MAIN HOUSE + ATTACHED JADU GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-02 02:26:25 OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 08 Construction Name Surface Type Construction Type Framing Total Cavity R-value Interior / Exterior Continuous R-value U-factor Assembly Layers Attic RoofJADU Attic Roofs Wood Framed Ceiling 2x4 @ 24 in. O. C.R-13 None / 0 0.078 Roofing: Light Roof (Asphalt Shingle) Roof Deck: Wood Siding/sheathing/decking Cavity / Frame: R-13.0 / 2x4 Around Roof Joists: R-0.0 insul. R-0 Roof Attic Ceilings (below attic) Wood Framed Ceiling 2x4 @ 24 in. O. C.R-0 None / None 0.481 Cavity / Frame: no insul. / 2x4 Inside Finish: Gypsum Board R-30 + R-13 Roof Attic Ceilings (below attic) Wood Framed Ceiling 2x4 @ 16 in. O. C.R-30 None / None 0.032 Over Ceiling Joists: R-20.9 insul. Cavity / Frame: R-9.1 / 2x4 Inside Finish: Gypsum Board R-19 Floor No Crawlspace Interior Floors Wood Framed Floor 2x10 @ 16 in. O. C.R-19 None / None 0.045 Floor Surface: Carpeted Floor Deck: Wood Siding/sheathing/decking Cavity / Frame: R-19 / 2x10 Ceiling Below Finish: Gypsum Board BUILDING ENVELOPE - HERS VERIFICATION 01 02 03 04 05 Quality Insulation Installation (QII)High R-value Spray Foam Insulation Building Envelope Air Leakage CFM50 CFM50 Required Not Required N/A n/a n/a WATER HEATING SYSTEMS 01 02 03 04 05 06 07 08 09 Name System Type Distribution Type Water Heater Name Number of Units Solar Heating System Compact Distribution HERS Verification Water Heater Name (#) DHW Sys 1 Domestic Hot Water (DHW)Standard DHW Heater 1 1 n/a None n/a DHW Heater 1 (1) 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2024-07-02T02:25:06-07:00 (Page 11 of 14) Calculation Description:Title 24 Analysis Input File Name:2 STORY MAIN HOUSE + ATTACHED JADU GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-02 02:26:25 WATER HEATING SYSTEMS 01 02 03 04 05 06 07 08 09 Name System Type Distribution Type Water Heater Name Number of Units Solar Heating System Compact Distribution HERS Verification Water Heater Name (#) DHW Sys 3 Domestic Hot Water (DHW)Standard DHW Heater 3 1 n/a None n/a DHW Heater 3 (1) WATER HEATERS - NEEA HEAT PUMP 01 02 03 04 05 06 07 08 Name # of Units Tank Vol. (gal)NEEA Heat Pump Brand NEEA Heat Pump Model Tank Location Duct Inlet Air Source Duct Outlet Air Source DHW Heater 1 1 40 Rheem Rheem HPLD40-1RH TankZone __Garage____Garage__ DHW Heater 3 1 40 Rheem Rheem HPLD40-1RH TankZone __Garage____Garage__ WATER HEATING - HERS VERIFICATION 01 02 03 04 05 06 07 Name Pipe Insulation Parallel Piping Compact Distribution Compact Distribution Type Recirculation Control Shower Drain Water Heat Recovery DHW Sys 1 - 1/1 Not Required Not Required Not Required None Not Required Not Required DHW Sys 3 - 1/1 Not Required Not Required Not Required None Not Required Not Required SPACE CONDITIONING SYSTEMS 01 02 03 04 05 06 07 08 09 Name System Type Heating Unit Name Heating Equipment Count Cooling Unit Name Cooling Equipment Count Fan Name Distribution Name Required Thermostat Type HVAC1 Heat pump heating cooling Heat Pump System 1 1 Heat Pump System 1 1 n/a n/a Setback JADU HVAC2 Heat pump heating cooling Heat Pump System 2 1 Heat Pump System 2 1 n/a n/a Setback 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2024-07-02T02:25:06-07:00 (Page 12 of 14) Calculation Description:Title 24 Analysis Input File Name:2 STORY MAIN HOUSE + ATTACHED JADU GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-02 02:26:25 HVAC - HEAT PUMPS 01 02 03 04 05 06 07 08 09 10 11 12 13 Name System Type Number of Units Heating Cooling Zonally Controlled Compressor Type HERS VerificationHeating Efficiency Type HSPF/HS PF2/COP Cap 47 Cap 17 Cooling Efficiency Type SEER/SE ER2 EER/EER 2/CEER Heat Pump System 1 VCHP-ductless 1 HSPF 8 17000 13500 EERSEER 14 12 Not Zonal Single Speed Heat Pump System 1-hers-htpump Heat Pump System 2 VCHP-ductless 1 HSPF 8 17000 13500 EERSEER 14 12 Not Zonal Single Speed Heat Pump System 2-hers-htpump HVAC HEAT PUMPS - HERS VERIFICATION 01 02 03 04 05 06 07 08 09 Name Verified Airflow Airflow Target Verified EER/EER2 Verified SEER/SEER2 Verified Refrigerant Charge Verified HSPF/HSPF2 Verified Heating Cap 47 Verified Heating Cap 17 Heat Pump System 1-hers-htpump Not Required 0 Not Required Not Required Yes No Yes Yes Heat Pump System 2-hers-htpump Not Required 0 Not Required Not Required Yes No Yes Yes VARIABLE CAPACITY HEAT PUMP COMPLIANCE OPTION - HERS VERIFICATION 01 02 03 04 05 06 07 08 09 10 Name Certified Low-Static VCHP System Airflow to Habitable Rooms Ductless Units in Conditioned Space Wall Mount Thermostat Air Filter Sizing & Pressure Drop Rating Low Leakage Ducts in Conditioned Space Minimum Airflow per RA3.3 and SC3.3.3.4.1 Certified non-continuous Fan Indoor Fan not Running Continuously Heat Pump System 1 Not required Required Required Required Not required Not required Not required Not required Not required Heat Pump System 2 Not required Required Required Required Not required Not required Not required Not required Not required 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2024-07-02T02:25:06-07:00 (Page 13 of 14) Calculation Description:Title 24 Analysis Input File Name:2 STORY MAIN HOUSE + ATTACHED JADU GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-02 02:26:25 INDOOR AIR QUALITY (IAQ) FANS 01 02 03 04 05 06 07 08 09 Dwelling Unit Airflow (CFM)Fan Efficacy (W/CFM)IAQ Fan Type Includes Heat/Energy Recovery? IAQ Recovery Effectiveness - SRE/ASRE Includes Fault Indicator Display?HERS Verification Status SFam IAQVentRpt 117 0.35 Exhaust No n/a / n/a No Yes 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2024-07-02T02:25:06-07:00 (Page 14 of 14) Calculation Description:Title 24 Analysis Input File Name:2 STORY MAIN HOUSE + ATTACHED JADU GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-02 02:26:25 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. I certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name:Documentation Author Signature: Company:Signature Date: Address:CEA/ HERS Certification Identification (If applicable): City/State/Zip:Phone: RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1.I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. 2.I certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 3.The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application. Responsible Designer Name:Responsible Designer Signature: Company:Date Signed: Address:License: City/State/Zip:Phone: 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2025-01-02T16:35:05-08:00 (Page 1 of 14) Calculation Description:Title 24 Analysis Input File Name:2 STORY MAIN HOUSE + ATTACHED JADU GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2025-01-02 16:36:41 GENERAL INFORMATION 01 Project Name 240051 02 Run Title Title 24 Analysis 03 Project Location 1834 W.3RD ST, 04 City SANTA ANA 05 Standards Version 2022 06 Zip code 92703 07 Software Version EnergyPro 9.2 08 Climate Zone 8 09 Front Orientation (deg/ Cardinal)0 10 Building Type Single family 11 Number of Dwelling Units 1 12 Project Scope Newly Constructed 13 Number of Bedrooms 5 14 Addition Cond. Floor Area (ft2)0 15 Number of Stories 2 16 Existing Cond. Floor Area (ft2)n/a 17 Fenestration Average U-factor 0.3 18 Total Cond. Floor Area (ft2)2497 19 Glazing Percentage (%)16.66% 20 ADU Bedroom Count n/a 21 ADU Conditioned Floor Area n/a 22 Fuel Type Natural gas 23 No Dwelling Unit:No COMPLIANCE RESULTS 01 Building Complies with Computer Performance 02 This building incorporates features that require field testing and/or verification by a certified HERS rater under the supervision of a CEC-approved HERS provider. 03 This building incorporates one or more Special Features shown below 425-P010001118A-000-000-0000000-0000 01/02/2025 17:04 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2025-01-02T16:35:05-08:00 (Page 2 of 14) Calculation Description:Title 24 Analysis Input File Name:2 STORY MAIN HOUSE + ATTACHED JADU GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2025-01-02 16:36:41 ENERGY DESIGN RATINGS Energy Design Ratings Compliance Margins Source Energy (EDR1) Efficiency1 EDR (EDR2efficiency) Total2 EDR (EDR2total) Source Energy (EDR1) Efficiency1 EDR (EDR2efficiency) Total2 EDR (EDR2total) Standard Design 35.3 37.9 26 Proposed Design 32.7 37.9 25.9 2.6 0 0.1 RESULT3: PASS 1Efficiency EDR includes improvements like a better building envelope and more efficient equipment 2Total EDR includes efficiency and demand response measures such as photovoltaic (PV) system and batteries 3Building complies when source energy, efficiency and total compliance margins are greater than or equal to zero and unmet load hour limits are not exceeded •Standard Design PV Capacity: 3.69 kWdc •PV System resized to 3.69 kWdc (a factor of 3.685) to achieve 'Standard Design PV' PV scaling 425-P010001118A-000-000-0000000-0000 01/02/2025 17:04 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2025-01-02T16:35:05-08:00 (Page 3 of 14) Calculation Description:Title 24 Analysis Input File Name:2 STORY MAIN HOUSE + ATTACHED JADU GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2025-01-02 16:36:41 ENERGY USE SUMMARY Energy Use Standard Design Source Energy (EDR1) (kBtu/ft2 -yr) Standard Design TDV Energy (EDR2) (kTDV/ft2 -yr) Proposed Design Source Energy (EDR1) (kBtu/ft2 -yr) Proposed Design TDV Energy (EDR2) (kTDV/ft2 -yr) Compliance Margin (EDR1) Compliance Margin (EDR2) Space Heating 1.07 4.84 0.58 4.08 0.49 0.76 Space Cooling 0.69 19.46 0.72 21.89 -0.03 -2.43 IAQ Ventilation 0.36 3.82 0.36 3.82 0 0 Water Heating 1.28 13 1.11 11.29 0.17 1.71 Self Utilization/Flexibility Credit 0 0 Efficiency Compliance Total 3.4 41.12 2.77 41.08 0.63 0.04 Photovoltaics -1.62 -48.52 -1.62 -48.53 Battery 0 0 Flexibility Indoor Lighting 0.72 6.73 0.72 6.73 Appl. & Cooking 2.96 20.68 2.95 20.52 Plug Loads 2.94 29.93 2.94 29.93 Outdoor Lighting 0.18 1.61 0.18 1.61 TOTAL COMPLIANCE 8.58 51.55 7.94 51.34 425-P010001118A-000-000-0000000-0000 01/02/2025 17:04 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2025-01-02T16:35:05-08:00 (Page 4 of 14) Calculation Description:Title 24 Analysis Input File Name:2 STORY MAIN HOUSE + ATTACHED JADU GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2025-01-02 16:36:41 ENERGY USE INTENSITY Standard Design (kBtu/ft2 - yr )Proposed Design (kBtu/ft2 - yr )Compliance Margin (kBtu/ft2 - yr )Margin Percentage Gross EUI1 13.02 12.14 0.88 6.76 Net EUI2 4.79 3.92 0.87 18.16 Notes 1. Gross EUI is Energy Use Total (not including PV) / Total Building Area. 2. Net EUI is Energy Use Total (including PV) / Total Building Area. REQUIRED PV SYSTEMS 01 02 03 04 05 06 07 08 09 10 11 12 DC System Size (kWdc)Exception Module Type Array Type Power Electronics CFI Azimuth (deg) Tilt Input Array Angle (deg) Tilt: (x in 12) Inverter Eff. (%) Annual Solar Access (%) 3.69 NA Standard (14-17%)Fixed none true 150-270 n/a n/a <=7:12 96 98 REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. •Insulation below roof deck •Variable capacity heat pump compliance option (verification details from VCHP Staff report, Appendix B, and RA3) •Northwest Energy Efficiency Alliance (NEEA) rated heat pump water heater; specific brand/model, or equivalent, must be installed 425-P010001118A-000-000-0000000-0000 01/02/2025 17:04 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2025-01-02T16:35:05-08:00 (Page 5 of 14) Calculation Description:Title 24 Analysis Input File Name:2 STORY MAIN HOUSE + ATTACHED JADU GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2025-01-02 16:36:41 HERS FEATURE SUMMARY The following is a summary of the features that must be field-verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is provided in the building tables below. Registered CF2Rs and CF3Rs are required to be completed in the HERS Registry •Quality insulation installation (QII) •Indoor air quality ventilation •Kitchen range hood •Verified Refrigerant Charge •Airflow in habitable rooms (SC3.1.4.1.7) •Verified heat pump rated heating capacity •Wall-mounted thermostat in zones greater than 150 ft2 (SC3.4.5) •Ductless indoor units located entirely in conditioned space (SC3.1.4.1.8) BUILDING - FEATURES INFORMATION 01 02 03 04 05 06 07 Project Name Conditioned Floor Area (ft2)Number of Dwelling Units Number of Bedrooms Number of Zones Number of Ventilation Cooling Systems Number of Water Heating Systems 240051 2497 1 5 3 0 2 ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft2)Avg. Ceiling Height Water Heating System 1 Status 1st Floor Conditioned HVAC1 1013 9 DHW Sys 1 New 2nd Floor Conditioned HVAC1 1000 9 DHW Sys 1 New JADU Conditioned JADU HVAC2 484 9 DHW Sys 3 New OPAQUE SURFACES 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft2)Window and Door Area (ft2)Tilt (deg) Front wall 1st Floor R-15 Wall.0 Front 172 56 90 Left wall 1st Floor R-15 Wall.90 Left 132 30 90 425-P010001118A-000-000-0000000-0000 01/02/2025 17:04 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2025-01-02T16:35:05-08:00 (Page 6 of 14) Calculation Description:Title 24 Analysis Input File Name:2 STORY MAIN HOUSE + ATTACHED JADU GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2025-01-02 16:36:41 OPAQUE SURFACES 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft2)Window and Door Area (ft2)Tilt (deg) Right wall 1st Floor R-15 Wall.270 Right 319.5 59 90 Front wall 2 2nd Floor R-15 Wall.0 Front 297 56 90 Left wall 2 2nd Floor R-15 Wall.90 Left 351 35 90 Rear wall 2nd Floor R-15 Wall.180 Back 297 45 90 Right wall 2 2nd Floor R-15 Wall.270 Right 351 81 90 Left wall 3 JADU R-15 Wall.90 Left 97 25 90 Rear wall 2 JADU R-15 Wall.180 Back 360 63 90 Right wall 3 JADU R-15 Wall.270 Right 121.5 41 90 Roof 1st Floor R-30 + R-13 Roof Attic n/a n/a 466 n/a n/a Roof 2 2nd Floor R-30 + R-13 Roof Attic n/a n/a 1000 n/a n/a Roof 3 JADU R-30 + R-13 Roof Attic n/a n/a 204 n/a n/a Roof 4 __Garage__R-0 Roof Attic n/a n/a 27 n/a n/a Floor under 2nd 2nd Floor R-19 Floor No Crawlspace n/a n/a 547 n/a n/a Floor over garage 2nd Floor R-19 Floor No Crawlspace n/a n/a 173 n/a n/a Floor over jadu 2nd Floor R-19 Floor No Crawlspace n/a n/a 280 n/a n/a Front wall 3 __Garage__R-0 Wall 0 Front 188 112 90 Left wall 4 __Garage__R-0 Wall 90 Left 180 17.5 90 Right wall 4 __Garage__R-0 Wall 270 Right 35 0 90 OPAQUE SURFACES - CATHEDRAL CEILINGS 01 02 03 04 05 06 07 08 09 10 11 Name Zone Construction Azimuth Orientation Area (ft2) Skylight Area (ft2) Roof Rise (x in 12) Roof Reflectance Roof Emittance Cool Roof Roof deck __Garage__R-0 Roof No Attic 0 Front 217 0 0 0.1 0.85 No 425-P010001118A-000-000-0000000-0000 01/02/2025 17:04 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2025-01-02T16:35:05-08:00 (Page 7 of 14) Calculation Description:Title 24 Analysis Input File Name:2 STORY MAIN HOUSE + ATTACHED JADU GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2025-01-02 16:36:41 ATTIC 01 02 03 04 05 06 07 08 Name Construction Type Roof Rise (x in 12)Roof Reflectance Roof Emittance Radiant Barrier Cool Roof Attic __Garage__Attic Garage Roof Cons Ventilated 4 0.1 0.85 No No Attic 1st Floor Attic Roof1st Floor Ventilated 4 0.1 0.85 No No Attic 2nd Floor Attic Roof2nd Floor Ventilated 4 0.1 0.85 No No Attic JADU Attic RoofJADU Ventilated 4 0.1 0.85 No No FENESTRATION / GLAZING 01 02 03 04 05 06 07 08 09 10 11 12 13 14 Name Type Surface Orientation Azimuth Width (ft) Height (ft)Mult.Area (ft2)U-factor U-factor Source SHGC SHGC Source Exterior Shading W3 Window Front wall Front 0 1 25 0.3 NFRC 0.23 NFRC Bug Screen W9 Window Front wall Front 0 1 10 0.3 NFRC 0.23 NFRC Bug Screen W1 Window Left wall Left 90 1 30 0.3 NFRC 0.23 NFRC Bug Screen W2 Window Right wall Right 270 1 17 0.3 NFRC 0.23 NFRC Bug Screen D3 Window Right wall Right 270 1 42 0.3 NFRC 0.23 NFRC Bug Screen W11 Window Front wall 2 Front 0 1 12 0.3 NFRC 0.23 NFRC Bug Screen W3 2 Window Front wall 2 Front 0 1 25 0.3 NFRC 0.23 NFRC Bug Screen W3 3 Window Left wall 2 Left 90 1 25 0.3 NFRC 0.23 NFRC Bug Screen W5 Window Left wall 2 Left 90 1 10 0.3 NFRC 0.23 NFRC Bug Screen W4 Window Rear wall Back 180 1 10 0.3 NFRC 0.23 NFRC Bug Screen D12 Window Rear wall Back 180 1 35 0.3 NFRC 0.23 NFRC Bug Screen D12 2 Window Right wall 2 Right 270 1 35 0.3 NFRC 0.23 NFRC Bug Screen 425-P010001118A-000-000-0000000-0000 01/02/2025 17:04 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2025-01-02T16:35:05-08:00 (Page 8 of 14) Calculation Description:Title 24 Analysis Input File Name:2 STORY MAIN HOUSE + ATTACHED JADU GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2025-01-02 16:36:41 FENESTRATION / GLAZING 01 02 03 04 05 06 07 08 09 10 11 12 13 14 Name Type Surface Orientation Azimuth Width (ft) Height (ft)Mult.Area (ft2)U-factor U-factor Source SHGC SHGC Source Exterior Shading W6 Window Right wall 2 Right 270 1 14 0.3 NFRC 0.23 NFRC Bug Screen W10 Window Right wall 2 Right 270 1 32 0.3 NFRC 0.23 NFRC Bug Screen W3 4 Window Left wall 3 Left 90 1 25 0.3 NFRC 0.23 NFRC Bug Screen W4 2 Window Rear wall 2 Back 180 1 10 0.3 NFRC 0.23 NFRC Bug Screen W7 Window Rear wall 2 Back 180 1 3 0.3 NFRC 0.23 NFRC Bug Screen W3 5 Window Rear wall 2 Back 180 1 25 0.3 NFRC 0.23 NFRC Bug Screen W3 6 Window Rear wall 2 Back 180 1 25 0.3 NFRC 0.23 NFRC Bug Screen W8 Window Right wall 3 Right 270 1 6 0.3 NFRC 0.23 NFRC Bug Screen OPAQUE DOORS 01 02 03 04 Name Side of Building Area (ft2)U-factor D2 Front wall 21 0.5 D9 Front wall 2 19 0.5 D2 2 Right wall 3 21 0.5 D 2070 Right wall 3 14 0.5 D1 Front wall 3 112 0.7 D4 Left wall 4 17.5 0.5 425-P010001118A-000-000-0000000-0000 01/02/2025 17:04 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2025-01-02T16:35:05-08:00 (Page 9 of 14) Calculation Description:Title 24 Analysis Input File Name:2 STORY MAIN HOUSE + ATTACHED JADU GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2025-01-02 16:36:41 SLAB FLOORS 01 02 03 04 05 06 07 08 Name Zone Area (ft2)Perimeter (ft)Edge Insul. R-value and Depth Edge Insul. R-value and Depth Carpeted Fraction Heated Slab-on-Grade 1st Floor 1013 156 none 0 80%No Slab-on-Grade 2 JADU 484 107 none 0 80%No Slab-on-Grade 3 __Garage__417 86 none 0 0%No OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 08 Construction Name Surface Type Construction Type Framing Total Cavity R-value Interior / Exterior Continuous R-value U-factor Assembly Layers R-0 Wall Exterior Walls Wood Framed Wall 2x4 @ 16 in. O. C.R-0 None / None 0.361 Inside Finish: Gypsum Board Cavity / Frame: no insul. / 2x4 Exterior Finish: 3 Coat Stucco R-15 Wall.Exterior Walls Wood Framed Wall 2x4 @ 16 in. O. C.R-15 None / None 0.095 Inside Finish: Gypsum Board Cavity / Frame: R-15 / 2x4 Exterior Finish: 3 Coat Stucco R-0 Roof No Attic Cathedral Ceilings Wood Framed Ceiling 2x4 @ 16 in. O. C.R-0 None / None 0.484 Roofing: Light Roof (Asphalt Shingle) Roof Deck: Wood Siding/sheathing/decking Cavity / Frame: no insul. / 2x4 Inside Finish: Gypsum Board Attic Garage Roof Cons Attic Roofs Wood Framed Ceiling 2x4 @ 24 in. O. C.R-0 None / 0 0.644 Roofing: Light Roof (Asphalt Shingle) Roof Deck: Wood Siding/sheathing/decking Cavity / Frame: no insul. / 2x4 425-P010001118A-000-000-0000000-0000 01/02/2025 17:04 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2025-01-02T16:35:05-08:00 (Page 10 of 14) Calculation Description:Title 24 Analysis Input File Name:2 STORY MAIN HOUSE + ATTACHED JADU GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2025-01-02 16:36:41 OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 08 Construction Name Surface Type Construction Type Framing Total Cavity R-value Interior / Exterior Continuous R-value U-factor Assembly Layers Attic Roof1st Floor Attic Roofs Wood Framed Ceiling 2x4 @ 24 in. O. C.R-13 None / 0 0.078 Roofing: Light Roof (Asphalt Shingle) Roof Deck: Wood Siding/sheathing/decking Cavity / Frame: R-13.0 / 2x4 Around Roof Joists: R-0.0 insul. Attic Roof2nd Floor Attic Roofs Wood Framed Ceiling 2x4 @ 24 in. O. C.R-13 None / 0 0.078 Roofing: Light Roof (Asphalt Shingle) Roof Deck: Wood Siding/sheathing/decking Cavity / Frame: R-13.0 / 2x4 Around Roof Joists: R-0.0 insul. Attic RoofJADU Attic Roofs Wood Framed Ceiling 2x4 @ 24 in. O. C.R-13 None / 0 0.078 Roofing: Light Roof (Asphalt Shingle) Roof Deck: Wood Siding/sheathing/decking Cavity / Frame: R-13.0 / 2x4 Around Roof Joists: R-0.0 insul. R-0 Roof Attic Ceilings (below attic) Wood Framed Ceiling 2x4 @ 24 in. O. C.R-0 None / None 0.481 Cavity / Frame: no insul. / 2x4 Inside Finish: Gypsum Board R-30 + R-13 Roof Attic Ceilings (below attic) Wood Framed Ceiling 2x4 @ 16 in. O. C.R-30 None / None 0.032 Over Ceiling Joists: R-20.9 insul. Cavity / Frame: R-9.1 / 2x4 Inside Finish: Gypsum Board R-19 Floor No Crawlspace Interior Floors Wood Framed Floor 2x10 @ 16 in. O. C.R-19 None / None 0.045 Floor Surface: Carpeted Floor Deck: Wood Siding/sheathing/decking Cavity / Frame: R-19 / 2x10 Ceiling Below Finish: Gypsum Board 425-P010001118A-000-000-0000000-0000 01/02/2025 17:04 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2025-01-02T16:35:05-08:00 (Page 11 of 14) Calculation Description:Title 24 Analysis Input File Name:2 STORY MAIN HOUSE + ATTACHED JADU GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2025-01-02 16:36:41 BUILDING ENVELOPE - HERS VERIFICATION 01 02 03 04 05 Quality Insulation Installation (QII)High R-value Spray Foam Insulation Building Envelope Air Leakage CFM50 CFM50 Required Not Required N/A n/a n/a WATER HEATING SYSTEMS 01 02 03 04 05 06 07 08 09 Name System Type Distribution Type Water Heater Name Number of Units Solar Heating System Compact Distribution HERS Verification Water Heater Name (#) DHW Sys 1 Domestic Hot Water (DHW)Standard DHW Heater 1 1 n/a None n/a DHW Heater 1 (1) DHW Sys 3 Domestic Hot Water (DHW)Standard DHW Heater 3 1 n/a None n/a DHW Heater 3 (1) WATER HEATERS - NEEA HEAT PUMP 01 02 03 04 05 06 07 08 Name # of Units Tank Vol. (gal)NEEA Heat Pump Brand NEEA Heat Pump Model Tank Location Duct Inlet Air Source Duct Outlet Air Source DHW Heater 1 1 40 Rheem Rheem HPLD40-1RH TankZone __Garage____Garage__ DHW Heater 3 1 40 Rheem Rheem HPLD40-1RH TankZone __Garage____Garage__ WATER HEATING - HERS VERIFICATION 01 02 03 04 05 06 07 Name Pipe Insulation Parallel Piping Compact Distribution Compact Distribution Type Recirculation Control Shower Drain Water Heat Recovery DHW Sys 1 - 1/1 Not Required Not Required Not Required None Not Required Not Required DHW Sys 3 - 1/1 Not Required Not Required Not Required None Not Required Not Required 425-P010001118A-000-000-0000000-0000 01/02/2025 17:04 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2025-01-02T16:35:05-08:00 (Page 12 of 14) Calculation Description:Title 24 Analysis Input File Name:2 STORY MAIN HOUSE + ATTACHED JADU GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2025-01-02 16:36:41 SPACE CONDITIONING SYSTEMS 01 02 03 04 05 06 07 08 09 Name System Type Heating Unit Name Heating Equipment Count Cooling Unit Name Cooling Equipment Count Fan Name Distribution Name Required Thermostat Type HVAC1 Heat pump heating cooling Heat Pump System 1 1 Heat Pump System 1 1 n/a n/a Setback JADU HVAC2 Heat pump heating cooling Heat Pump System 2 1 Heat Pump System 2 1 n/a n/a Setback HVAC - HEAT PUMPS 01 02 03 04 05 06 07 08 09 10 11 12 13 Name System Type Number of Units Heating Cooling Zonally Controlled Compressor Type HERS VerificationHeating Efficiency Type HSPF/HS PF2/COP Cap 47 Cap 17 Cooling Efficiency Type SEER/SE ER2 EER/EER 2/CEER Heat Pump System 1 VCHP-ductless 1 HSPF 8 17000 13500 EERSEER 14 12 Not Zonal Single Speed Heat Pump System 1-hers-htpump Heat Pump System 2 VCHP-ductless 1 HSPF 8 17000 13500 EERSEER 14 12 Not Zonal Single Speed Heat Pump System 2-hers-htpump HVAC HEAT PUMPS - HERS VERIFICATION 01 02 03 04 05 06 07 08 09 Name Verified Airflow Airflow Target Verified EER/EER2 Verified SEER/SEER2 Verified Refrigerant Charge Verified HSPF/HSPF2 Verified Heating Cap 47 Verified Heating Cap 17 Heat Pump System 1-hers-htpump Not Required 0 Not Required Not Required Yes No Yes Yes Heat Pump System 2-hers-htpump Not Required 0 Not Required Not Required Yes No Yes Yes 425-P010001118A-000-000-0000000-0000 01/02/2025 17:04 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2025-01-02T16:35:05-08:00 (Page 13 of 14) Calculation Description:Title 24 Analysis Input File Name:2 STORY MAIN HOUSE + ATTACHED JADU GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2025-01-02 16:36:41 VARIABLE CAPACITY HEAT PUMP COMPLIANCE OPTION - HERS VERIFICATION 01 02 03 04 05 06 07 08 09 10 Name Certified Low-Static VCHP System Airflow to Habitable Rooms Ductless Units in Conditioned Space Wall Mount Thermostat Air Filter Sizing & Pressure Drop Rating Low Leakage Ducts in Conditioned Space Minimum Airflow per RA3.3 and SC3.3.3.4.1 Certified non-continuous Fan Indoor Fan not Running Continuously Heat Pump System 1 Not required Required Required Required Not required Not required Not required Not required Not required Heat Pump System 2 Not required Required Required Required Not required Not required Not required Not required Not required INDOOR AIR QUALITY (IAQ) FANS 01 02 03 04 05 06 07 08 09 Dwelling Unit Airflow (CFM)Fan Efficacy (W/CFM)IAQ Fan Type Includes Heat/Energy Recovery? IAQ Recovery Effectiveness - SRE/ASRE Includes Fault Indicator Display?HERS Verification Status SFam IAQVentRpt 117 0.35 Exhaust No n/a / n/a No Yes 425-P010001118A-000-000-0000000-0000 01/02/2025 17:04 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2025-01-02T16:35:05-08:00 (Page 14 of 14) Calculation Description:Title 24 Analysis Input File Name:2 STORY MAIN HOUSE + ATTACHED JADU GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2025-01-02 16:36:41 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. I certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name:Documentation Author Signature: Company:Signature Date: Address:CEA/ HERS Certification Identification (If applicable): City/State/Zip:Phone: RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1.I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. 2.I certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 3.The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application. Responsible Designer Name:Responsible Designer Signature: Company:Date Signed: Address:License: City/State/Zip:Phone: Truong Dong Dong Engineering 01/02/2025 10692 silver cir garden grove, CA 92843 (714) 204-2874 Truong Dong Dong Engineering 01/02/2025 10692 silver cir N/A garden grove, CA 92843 (714) 204-2874 425-P010001118A-000-000-0000000-0000 01/02/2025 17:04 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. Digitally signed by California Home Energy Efficiency Rating Services (CHEERS). This digital signature is provided in order to secure the content of this registered document, and in no way implies Registration Provider responsibility for the accuracy of the information. 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2025-01-02T16:35:05-08:00 (Page 1 of 14) Calculation Description:Title 24 Analysis Input File Name:2 STORY MAIN HOUSE + ATTACHED JADU GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2025-01-02 16:36:41 GENERAL INFORMATION 01 Project Name 240051 02 Run Title Title 24 Analysis 03 Project Location 1834 W.3RD ST, 04 City SANTA ANA 05 Standards Version 2022 06 Zip code 92703 07 Software Version EnergyPro 9.2 08 Climate Zone 8 09 Front Orientation (deg/ Cardinal)0 10 Building Type Single family 11 Number of Dwelling Units 1 12 Project Scope Newly Constructed 13 Number of Bedrooms 5 14 Addition Cond. Floor Area (ft2)0 15 Number of Stories 2 16 Existing Cond. Floor Area (ft2)n/a 17 Fenestration Average U-factor 0.3 18 Total Cond. Floor Area (ft2)2497 19 Glazing Percentage (%)16.66% 20 ADU Bedroom Count n/a 21 ADU Conditioned Floor Area n/a 22 Fuel Type Natural gas 23 No Dwelling Unit:No COMPLIANCE RESULTS 01 Building Complies with Computer Performance 02 This building incorporates features that require field testing and/or verification by a certified HERS rater under the supervision of a CEC-approved HERS provider. 03 This building incorporates one or more Special Features shown below 425-P010001118A-000-000-0000000-0000 01/02/2025 17:04 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2025-01-02T16:35:05-08:00 (Page 2 of 14) Calculation Description:Title 24 Analysis Input File Name:2 STORY MAIN HOUSE + ATTACHED JADU GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2025-01-02 16:36:41 ENERGY DESIGN RATINGS Energy Design Ratings Compliance Margins Source Energy (EDR1) Efficiency1 EDR (EDR2efficiency) Total2 EDR (EDR2total) Source Energy (EDR1) Efficiency1 EDR (EDR2efficiency) Total2 EDR (EDR2total) Standard Design 35.3 37.9 26 Proposed Design 32.7 37.9 25.9 2.6 0 0.1 RESULT3: PASS 1Efficiency EDR includes improvements like a better building envelope and more efficient equipment 2Total EDR includes efficiency and demand response measures such as photovoltaic (PV) system and batteries 3Building complies when source energy, efficiency and total compliance margins are greater than or equal to zero and unmet load hour limits are not exceeded •Standard Design PV Capacity: 3.69 kWdc •PV System resized to 3.69 kWdc (a factor of 3.685) to achieve 'Standard Design PV' PV scaling 425-P010001118A-000-000-0000000-0000 01/02/2025 17:04 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2025-01-02T16:35:05-08:00 (Page 3 of 14) Calculation Description:Title 24 Analysis Input File Name:2 STORY MAIN HOUSE + ATTACHED JADU GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2025-01-02 16:36:41 ENERGY USE SUMMARY Energy Use Standard Design Source Energy (EDR1) (kBtu/ft2 -yr) Standard Design TDV Energy (EDR2) (kTDV/ft2 -yr) Proposed Design Source Energy (EDR1) (kBtu/ft2 -yr) Proposed Design TDV Energy (EDR2) (kTDV/ft2 -yr) Compliance Margin (EDR1) Compliance Margin (EDR2) Space Heating 1.07 4.84 0.58 4.08 0.49 0.76 Space Cooling 0.69 19.46 0.72 21.89 -0.03 -2.43 IAQ Ventilation 0.36 3.82 0.36 3.82 0 0 Water Heating 1.28 13 1.11 11.29 0.17 1.71 Self Utilization/Flexibility Credit 0 0 Efficiency Compliance Total 3.4 41.12 2.77 41.08 0.63 0.04 Photovoltaics -1.62 -48.52 -1.62 -48.53 Battery 0 0 Flexibility Indoor Lighting 0.72 6.73 0.72 6.73 Appl. & Cooking 2.96 20.68 2.95 20.52 Plug Loads 2.94 29.93 2.94 29.93 Outdoor Lighting 0.18 1.61 0.18 1.61 TOTAL COMPLIANCE 8.58 51.55 7.94 51.34 425-P010001118A-000-000-0000000-0000 01/02/2025 17:04 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2025-01-02T16:35:05-08:00 (Page 4 of 14) Calculation Description:Title 24 Analysis Input File Name:2 STORY MAIN HOUSE + ATTACHED JADU GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2025-01-02 16:36:41 ENERGY USE INTENSITY Standard Design (kBtu/ft2 - yr )Proposed Design (kBtu/ft2 - yr )Compliance Margin (kBtu/ft2 - yr )Margin Percentage Gross EUI1 13.02 12.14 0.88 6.76 Net EUI2 4.79 3.92 0.87 18.16 Notes 1. Gross EUI is Energy Use Total (not including PV) / Total Building Area. 2. Net EUI is Energy Use Total (including PV) / Total Building Area. REQUIRED PV SYSTEMS 01 02 03 04 05 06 07 08 09 10 11 12 DC System Size (kWdc)Exception Module Type Array Type Power Electronics CFI Azimuth (deg) Tilt Input Array Angle (deg) Tilt: (x in 12) Inverter Eff. (%) Annual Solar Access (%) 3.69 NA Standard (14-17%)Fixed none true 150-270 n/a n/a <=7:12 96 98 REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. •Insulation below roof deck •Variable capacity heat pump compliance option (verification details from VCHP Staff report, Appendix B, and RA3) •Northwest Energy Efficiency Alliance (NEEA) rated heat pump water heater; specific brand/model, or equivalent, must be installed 425-P010001118A-000-000-0000000-0000 01/02/2025 17:04 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2025-01-02T16:35:05-08:00 (Page 5 of 14) Calculation Description:Title 24 Analysis Input File Name:2 STORY MAIN HOUSE + ATTACHED JADU GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2025-01-02 16:36:41 HERS FEATURE SUMMARY The following is a summary of the features that must be field-verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is provided in the building tables below. Registered CF2Rs and CF3Rs are required to be completed in the HERS Registry •Quality insulation installation (QII) •Indoor air quality ventilation •Kitchen range hood •Verified Refrigerant Charge •Airflow in habitable rooms (SC3.1.4.1.7) •Verified heat pump rated heating capacity •Wall-mounted thermostat in zones greater than 150 ft2 (SC3.4.5) •Ductless indoor units located entirely in conditioned space (SC3.1.4.1.8) BUILDING - FEATURES INFORMATION 01 02 03 04 05 06 07 Project Name Conditioned Floor Area (ft2)Number of Dwelling Units Number of Bedrooms Number of Zones Number of Ventilation Cooling Systems Number of Water Heating Systems 240051 2497 1 5 3 0 2 ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft2)Avg. Ceiling Height Water Heating System 1 Status 1st Floor Conditioned HVAC1 1013 9 DHW Sys 1 New 2nd Floor Conditioned HVAC1 1000 9 DHW Sys 1 New JADU Conditioned JADU HVAC2 484 9 DHW Sys 3 New OPAQUE SURFACES 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft2)Window and Door Area (ft2)Tilt (deg) Front wall 1st Floor R-15 Wall.0 Front 172 56 90 Left wall 1st Floor R-15 Wall.90 Left 132 30 90 425-P010001118A-000-000-0000000-0000 01/02/2025 17:04 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2025-01-02T16:35:05-08:00 (Page 6 of 14) Calculation Description:Title 24 Analysis Input File Name:2 STORY MAIN HOUSE + ATTACHED JADU GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2025-01-02 16:36:41 OPAQUE SURFACES 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft2)Window and Door Area (ft2)Tilt (deg) Right wall 1st Floor R-15 Wall.270 Right 319.5 59 90 Front wall 2 2nd Floor R-15 Wall.0 Front 297 56 90 Left wall 2 2nd Floor R-15 Wall.90 Left 351 35 90 Rear wall 2nd Floor R-15 Wall.180 Back 297 45 90 Right wall 2 2nd Floor R-15 Wall.270 Right 351 81 90 Left wall 3 JADU R-15 Wall.90 Left 97 25 90 Rear wall 2 JADU R-15 Wall.180 Back 360 63 90 Right wall 3 JADU R-15 Wall.270 Right 121.5 41 90 Roof 1st Floor R-30 + R-13 Roof Attic n/a n/a 466 n/a n/a Roof 2 2nd Floor R-30 + R-13 Roof Attic n/a n/a 1000 n/a n/a Roof 3 JADU R-30 + R-13 Roof Attic n/a n/a 204 n/a n/a Roof 4 __Garage__R-0 Roof Attic n/a n/a 27 n/a n/a Floor under 2nd 2nd Floor R-19 Floor No Crawlspace n/a n/a 547 n/a n/a Floor over garage 2nd Floor R-19 Floor No Crawlspace n/a n/a 173 n/a n/a Floor over jadu 2nd Floor R-19 Floor No Crawlspace n/a n/a 280 n/a n/a Front wall 3 __Garage__R-0 Wall 0 Front 188 112 90 Left wall 4 __Garage__R-0 Wall 90 Left 180 17.5 90 Right wall 4 __Garage__R-0 Wall 270 Right 35 0 90 OPAQUE SURFACES - CATHEDRAL CEILINGS 01 02 03 04 05 06 07 08 09 10 11 Name Zone Construction Azimuth Orientation Area (ft2) Skylight Area (ft2) Roof Rise (x in 12) Roof Reflectance Roof Emittance Cool Roof Roof deck __Garage__R-0 Roof No Attic 0 Front 217 0 0 0.1 0.85 No 425-P010001118A-000-000-0000000-0000 01/02/2025 17:04 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2025-01-02T16:35:05-08:00 (Page 7 of 14) Calculation Description:Title 24 Analysis Input File Name:2 STORY MAIN HOUSE + ATTACHED JADU GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2025-01-02 16:36:41 ATTIC 01 02 03 04 05 06 07 08 Name Construction Type Roof Rise (x in 12)Roof Reflectance Roof Emittance Radiant Barrier Cool Roof Attic __Garage__Attic Garage Roof Cons Ventilated 4 0.1 0.85 No No Attic 1st Floor Attic Roof1st Floor Ventilated 4 0.1 0.85 No No Attic 2nd Floor Attic Roof2nd Floor Ventilated 4 0.1 0.85 No No Attic JADU Attic RoofJADU Ventilated 4 0.1 0.85 No No FENESTRATION / GLAZING 01 02 03 04 05 06 07 08 09 10 11 12 13 14 Name Type Surface Orientation Azimuth Width (ft) Height (ft)Mult.Area (ft2)U-factor U-factor Source SHGC SHGC Source Exterior Shading W3 Window Front wall Front 0 1 25 0.3 NFRC 0.23 NFRC Bug Screen W9 Window Front wall Front 0 1 10 0.3 NFRC 0.23 NFRC Bug Screen W1 Window Left wall Left 90 1 30 0.3 NFRC 0.23 NFRC Bug Screen W2 Window Right wall Right 270 1 17 0.3 NFRC 0.23 NFRC Bug Screen D3 Window Right wall Right 270 1 42 0.3 NFRC 0.23 NFRC Bug Screen W11 Window Front wall 2 Front 0 1 12 0.3 NFRC 0.23 NFRC Bug Screen W3 2 Window Front wall 2 Front 0 1 25 0.3 NFRC 0.23 NFRC Bug Screen W3 3 Window Left wall 2 Left 90 1 25 0.3 NFRC 0.23 NFRC Bug Screen W5 Window Left wall 2 Left 90 1 10 0.3 NFRC 0.23 NFRC Bug Screen W4 Window Rear wall Back 180 1 10 0.3 NFRC 0.23 NFRC Bug Screen D12 Window Rear wall Back 180 1 35 0.3 NFRC 0.23 NFRC Bug Screen D12 2 Window Right wall 2 Right 270 1 35 0.3 NFRC 0.23 NFRC Bug Screen 425-P010001118A-000-000-0000000-0000 01/02/2025 17:04 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2025-01-02T16:35:05-08:00 (Page 8 of 14) Calculation Description:Title 24 Analysis Input File Name:2 STORY MAIN HOUSE + ATTACHED JADU GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2025-01-02 16:36:41 FENESTRATION / GLAZING 01 02 03 04 05 06 07 08 09 10 11 12 13 14 Name Type Surface Orientation Azimuth Width (ft) Height (ft)Mult.Area (ft2)U-factor U-factor Source SHGC SHGC Source Exterior Shading W6 Window Right wall 2 Right 270 1 14 0.3 NFRC 0.23 NFRC Bug Screen W10 Window Right wall 2 Right 270 1 32 0.3 NFRC 0.23 NFRC Bug Screen W3 4 Window Left wall 3 Left 90 1 25 0.3 NFRC 0.23 NFRC Bug Screen W4 2 Window Rear wall 2 Back 180 1 10 0.3 NFRC 0.23 NFRC Bug Screen W7 Window Rear wall 2 Back 180 1 3 0.3 NFRC 0.23 NFRC Bug Screen W3 5 Window Rear wall 2 Back 180 1 25 0.3 NFRC 0.23 NFRC Bug Screen W3 6 Window Rear wall 2 Back 180 1 25 0.3 NFRC 0.23 NFRC Bug Screen W8 Window Right wall 3 Right 270 1 6 0.3 NFRC 0.23 NFRC Bug Screen OPAQUE DOORS 01 02 03 04 Name Side of Building Area (ft2)U-factor D2 Front wall 21 0.5 D9 Front wall 2 19 0.5 D2 2 Right wall 3 21 0.5 D 2070 Right wall 3 14 0.5 D1 Front wall 3 112 0.7 D4 Left wall 4 17.5 0.5 425-P010001118A-000-000-0000000-0000 01/02/2025 17:04 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2025-01-02T16:35:05-08:00 (Page 9 of 14) Calculation Description:Title 24 Analysis Input File Name:2 STORY MAIN HOUSE + ATTACHED JADU GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2025-01-02 16:36:41 SLAB FLOORS 01 02 03 04 05 06 07 08 Name Zone Area (ft2)Perimeter (ft)Edge Insul. R-value and Depth Edge Insul. R-value and Depth Carpeted Fraction Heated Slab-on-Grade 1st Floor 1013 156 none 0 80%No Slab-on-Grade 2 JADU 484 107 none 0 80%No Slab-on-Grade 3 __Garage__417 86 none 0 0%No OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 08 Construction Name Surface Type Construction Type Framing Total Cavity R-value Interior / Exterior Continuous R-value U-factor Assembly Layers R-0 Wall Exterior Walls Wood Framed Wall 2x4 @ 16 in. O. C.R-0 None / None 0.361 Inside Finish: Gypsum Board Cavity / Frame: no insul. / 2x4 Exterior Finish: 3 Coat Stucco R-15 Wall.Exterior Walls Wood Framed Wall 2x4 @ 16 in. O. C.R-15 None / None 0.095 Inside Finish: Gypsum Board Cavity / Frame: R-15 / 2x4 Exterior Finish: 3 Coat Stucco R-0 Roof No Attic Cathedral Ceilings Wood Framed Ceiling 2x4 @ 16 in. O. C.R-0 None / None 0.484 Roofing: Light Roof (Asphalt Shingle) Roof Deck: Wood Siding/sheathing/decking Cavity / Frame: no insul. / 2x4 Inside Finish: Gypsum Board Attic Garage Roof Cons Attic Roofs Wood Framed Ceiling 2x4 @ 24 in. O. C.R-0 None / 0 0.644 Roofing: Light Roof (Asphalt Shingle) Roof Deck: Wood Siding/sheathing/decking Cavity / Frame: no insul. / 2x4 425-P010001118A-000-000-0000000-0000 01/02/2025 17:04 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2025-01-02T16:35:05-08:00 (Page 10 of 14) Calculation Description:Title 24 Analysis Input File Name:2 STORY MAIN HOUSE + ATTACHED JADU GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2025-01-02 16:36:41 OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 08 Construction Name Surface Type Construction Type Framing Total Cavity R-value Interior / Exterior Continuous R-value U-factor Assembly Layers Attic Roof1st Floor Attic Roofs Wood Framed Ceiling 2x4 @ 24 in. O. C.R-13 None / 0 0.078 Roofing: Light Roof (Asphalt Shingle) Roof Deck: Wood Siding/sheathing/decking Cavity / Frame: R-13.0 / 2x4 Around Roof Joists: R-0.0 insul. Attic Roof2nd Floor Attic Roofs Wood Framed Ceiling 2x4 @ 24 in. O. C.R-13 None / 0 0.078 Roofing: Light Roof (Asphalt Shingle) Roof Deck: Wood Siding/sheathing/decking Cavity / Frame: R-13.0 / 2x4 Around Roof Joists: R-0.0 insul. Attic RoofJADU Attic Roofs Wood Framed Ceiling 2x4 @ 24 in. O. C.R-13 None / 0 0.078 Roofing: Light Roof (Asphalt Shingle) Roof Deck: Wood Siding/sheathing/decking Cavity / Frame: R-13.0 / 2x4 Around Roof Joists: R-0.0 insul. R-0 Roof Attic Ceilings (below attic) Wood Framed Ceiling 2x4 @ 24 in. O. C.R-0 None / None 0.481 Cavity / Frame: no insul. / 2x4 Inside Finish: Gypsum Board R-30 + R-13 Roof Attic Ceilings (below attic) Wood Framed Ceiling 2x4 @ 16 in. O. C.R-30 None / None 0.032 Over Ceiling Joists: R-20.9 insul. Cavity / Frame: R-9.1 / 2x4 Inside Finish: Gypsum Board R-19 Floor No Crawlspace Interior Floors Wood Framed Floor 2x10 @ 16 in. O. C.R-19 None / None 0.045 Floor Surface: Carpeted Floor Deck: Wood Siding/sheathing/decking Cavity / Frame: R-19 / 2x10 Ceiling Below Finish: Gypsum Board 425-P010001118A-000-000-0000000-0000 01/02/2025 17:04 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2025-01-02T16:35:05-08:00 (Page 11 of 14) Calculation Description:Title 24 Analysis Input File Name:2 STORY MAIN HOUSE + ATTACHED JADU GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2025-01-02 16:36:41 BUILDING ENVELOPE - HERS VERIFICATION 01 02 03 04 05 Quality Insulation Installation (QII)High R-value Spray Foam Insulation Building Envelope Air Leakage CFM50 CFM50 Required Not Required N/A n/a n/a WATER HEATING SYSTEMS 01 02 03 04 05 06 07 08 09 Name System Type Distribution Type Water Heater Name Number of Units Solar Heating System Compact Distribution HERS Verification Water Heater Name (#) DHW Sys 1 Domestic Hot Water (DHW)Standard DHW Heater 1 1 n/a None n/a DHW Heater 1 (1) DHW Sys 3 Domestic Hot Water (DHW)Standard DHW Heater 3 1 n/a None n/a DHW Heater 3 (1) WATER HEATERS - NEEA HEAT PUMP 01 02 03 04 05 06 07 08 Name # of Units Tank Vol. (gal)NEEA Heat Pump Brand NEEA Heat Pump Model Tank Location Duct Inlet Air Source Duct Outlet Air Source DHW Heater 1 1 40 Rheem Rheem HPLD40-1RH TankZone __Garage____Garage__ DHW Heater 3 1 40 Rheem Rheem HPLD40-1RH TankZone __Garage____Garage__ WATER HEATING - HERS VERIFICATION 01 02 03 04 05 06 07 Name Pipe Insulation Parallel Piping Compact Distribution Compact Distribution Type Recirculation Control Shower Drain Water Heat Recovery DHW Sys 1 - 1/1 Not Required Not Required Not Required None Not Required Not Required DHW Sys 3 - 1/1 Not Required Not Required Not Required None Not Required Not Required 425-P010001118A-000-000-0000000-0000 01/02/2025 17:04 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2025-01-02T16:35:05-08:00 (Page 12 of 14) Calculation Description:Title 24 Analysis Input File Name:2 STORY MAIN HOUSE + ATTACHED JADU GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2025-01-02 16:36:41 SPACE CONDITIONING SYSTEMS 01 02 03 04 05 06 07 08 09 Name System Type Heating Unit Name Heating Equipment Count Cooling Unit Name Cooling Equipment Count Fan Name Distribution Name Required Thermostat Type HVAC1 Heat pump heating cooling Heat Pump System 1 1 Heat Pump System 1 1 n/a n/a Setback JADU HVAC2 Heat pump heating cooling Heat Pump System 2 1 Heat Pump System 2 1 n/a n/a Setback HVAC - HEAT PUMPS 01 02 03 04 05 06 07 08 09 10 11 12 13 Name System Type Number of Units Heating Cooling Zonally Controlled Compressor Type HERS VerificationHeating Efficiency Type HSPF/HS PF2/COP Cap 47 Cap 17 Cooling Efficiency Type SEER/SE ER2 EER/EER 2/CEER Heat Pump System 1 VCHP-ductless 1 HSPF 8 17000 13500 EERSEER 14 12 Not Zonal Single Speed Heat Pump System 1-hers-htpump Heat Pump System 2 VCHP-ductless 1 HSPF 8 17000 13500 EERSEER 14 12 Not Zonal Single Speed Heat Pump System 2-hers-htpump HVAC HEAT PUMPS - HERS VERIFICATION 01 02 03 04 05 06 07 08 09 Name Verified Airflow Airflow Target Verified EER/EER2 Verified SEER/SEER2 Verified Refrigerant Charge Verified HSPF/HSPF2 Verified Heating Cap 47 Verified Heating Cap 17 Heat Pump System 1-hers-htpump Not Required 0 Not Required Not Required Yes No Yes Yes Heat Pump System 2-hers-htpump Not Required 0 Not Required Not Required Yes No Yes Yes 425-P010001118A-000-000-0000000-0000 01/02/2025 17:04 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2025-01-02T16:35:05-08:00 (Page 13 of 14) Calculation Description:Title 24 Analysis Input File Name:2 STORY MAIN HOUSE + ATTACHED JADU GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2025-01-02 16:36:41 VARIABLE CAPACITY HEAT PUMP COMPLIANCE OPTION - HERS VERIFICATION 01 02 03 04 05 06 07 08 09 10 Name Certified Low-Static VCHP System Airflow to Habitable Rooms Ductless Units in Conditioned Space Wall Mount Thermostat Air Filter Sizing & Pressure Drop Rating Low Leakage Ducts in Conditioned Space Minimum Airflow per RA3.3 and SC3.3.3.4.1 Certified non-continuous Fan Indoor Fan not Running Continuously Heat Pump System 1 Not required Required Required Required Not required Not required Not required Not required Not required Heat Pump System 2 Not required Required Required Required Not required Not required Not required Not required Not required INDOOR AIR QUALITY (IAQ) FANS 01 02 03 04 05 06 07 08 09 Dwelling Unit Airflow (CFM)Fan Efficacy (W/CFM)IAQ Fan Type Includes Heat/Energy Recovery? IAQ Recovery Effectiveness - SRE/ASRE Includes Fault Indicator Display?HERS Verification Status SFam IAQVentRpt 117 0.35 Exhaust No n/a / n/a No Yes 425-P010001118A-000-000-0000000-0000 01/02/2025 17:04 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 1834 W Third St & #2,33/21/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240051 Calculation Date/Time:2025-01-02T16:35:05-08:00 (Page 14 of 14) Calculation Description:Title 24 Analysis Input File Name:2 STORY MAIN HOUSE + ATTACHED JADU GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2025-01-02 16:36:41 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. I certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name:Documentation Author Signature: Company:Signature Date: Address:CEA/ HERS Certification Identification (If applicable): City/State/Zip:Phone: RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1.I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. 2.I certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 3.The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application. Responsible Designer Name:Responsible Designer Signature: Company:Date Signed: Address:License: City/State/Zip:Phone: Truong Dong Dong Engineering 01/02/2025 10692 silver cir garden grove, CA 92843 (714) 204-2874 Truong Dong Dong Engineering 01/02/2025 10692 silver cir N/A garden grove, CA 92843 (714) 204-2874 425-P010001118A-000-000-0000000-0000 01/02/2025 17:04 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. Digitally signed by California Home Energy Efficiency Rating Services (CHEERS). This digital signature is provided in order to secure the content of this registered document, and in no way implies Registration Provider responsibility for the accuracy of the information. 1834 W Third St & #2,33/21/2025 Dong Engineering, Inc. 7661 GARDEN GROVE BLVD. , GARDEN GROVE, CA 92841 Office: (714) 617-5979 Email: info@dongengineering.com DATE:7/17/2024 CLIENT: JOB NO.:240051 Project: NEW MAIN HOUSE & ADU STRUCTURAL CALCULATIONS FOR THE BUILDING AT: 1834 W.3RD ST, SANTA ANA, CA 92703 1 of 52 1834 W Third St & #2,33/21/2025 Job#:240051 Date: ROOF:SHINGLE ROOF (VAULTED):SHINGLE Slope 6:12 Slope 6:12 Live Load 20 psf Live Load 20 psf Roof'g Material 3.0 psf Roof'g Material 3.0 psf Sheathing 2.0 psf Sheathing 2.0 psf Trusses / Rafters 2.0 psf Trusses / Rafters 2.0 psf Ceiling Joists 2.0 psf Drywall 2.0 psf Drywall 2.0 psf Sprinkler 0.5 psf Sprinkler 0.5 psf Solar 3.0 psf Solar 3.0 psf Miscellaneous 0.5 psf Miscellaneous 0.5 psf Total D.L.15 psf Total D.L.13.0 psf Total Load 35 psf Total Load 33 psf FLOOR:Without Lt. Wt. CONC.DECK: Live Load 40 psf Live Load 60 psf Floor Material 3.0 psf Floor Material 3.0 psf Sheathing 3.0 psf Sheathing 3.0 psf Floor Joist 3.0 psf Floor Joist 3.0 psf Sprinkler 0.5 psf Sprinkler 0.5 psf Miscellaneous 0.5 psf Miscellaneous 0.5 psf Drywall 3.0 psf Drywall 3.0 psf Total D.L.13 psf Total D.L.13 psf Total Load 53 psf Total Load 73 psf LOADING CONDITIONS 7/10/2024 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 2 of 52 1834 W Third St & #2,33/21/2025 EXTERIOR WALL:INTERIOR WALL: EXTERIOR:9 DRYWALL:3 DRYWALL:3.0 DRYWALL:3.0 STUDS:2.0 STUDS:2.0 MISC.:1.0 MISC.:2.0 DL=15.0 PSF DL=10.0 PSF REVISIONS: 1 Sheets:Date: Init:Remark: 2 Sheets:Date: Init:Remark: 3 Sheets:Date: Init:Remark: 4 Sheets:Date: Init:Remark: 5 Sheets:Date: Init:Remark: 6 Sheets:Date: Init:Remark: 3 of 52 1834 W Third St & #2,33/21/2025 1Y 1X 1 2 A B MAIN HOUSE - JADU ROOF SHEARWALL LAYOUT 4 of 52 1834 W Third St & #2,33/21/2025 1Y 1X 3 4 5 C D E MAIN HOUSE - JADU FLOOR SHEARWALL LAYOUT 5 of 52 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 Job#: 240051 Date: 7/17/2024 PLAN: 1 CODE: CBC 2022 SECTION: 1X Number of Story: 2 Section width: 39(ft)Section length: 33(ft) Base height: 0.5(ft)Slope roof height: 25.5(ft)Gable mean roof height: 22.5(ft) WIND PARAMETERS PER ASCE7-16, CHAPTER 27, MWFRS BUILDINGS OF ALL HEIGHTS: Wind speed = 110, Wind exposure = C, Wind importance factor Iw = 1 Coefficients: Kd = 0.85, Kzt = 1, G = 0.85, Gcpi = +/-0.18, omega = 1 B = 39(ft), L = 33(ft), H = 23(ft)-->L/B = 0.85, H/L = 0.7 Wall coefficient: Cpw = 0.8, Cpl = -0.5 Wind exposure = C-->anpha = 9.5, zg = 900 Kz = 2.01*(15/zg)^(2/anpha)qz = 0.00256*Kz*Kzt*Kd*V^2*Iw P = G(Cpw*qz+Cpl*qh) WIND LOAD: SEISMIC PARAMETERS PER ASCE7-16, CHAPTER 12.8, ELF PROCEDURE: Light frame wood-->Rx = 6.5, Site class :D, SDS = 2FaSs/3 =1.17, SD1 = 2FvS1/3 =0, Seismic design category: D, I = 1, 0.7*V = 0.7*SDS*I*W/Rx = 0.7*1.17*1*W/6.5 = 0.126*W Total Seismic Load = 90.72 + 118.31 = 209.03 PLF Redistrib: 720*19 + 939*9 = 22131 PLFxFT DIAPHRAGM & CHORD FORCE PER ASCE07-16 SECTION 12.10 ROOF DIAPHRAGM Max shear = 184.59 x 39 / (2 x 33) = 109.08 PLF Use: 15/32" apa rated unblock 32/16 w/8d common nails at 6", 6", 12" o.c. Chord force = 184.59 x 39^2 / (8 x 33) = 1063.49 LBS Splice w/ min. (6) 16d sinker nails each side of splice at 8" o.c. (standard construction) FIRST FLOOR DIAPHRAGM Max shear = 124.96 x 39 / (2 x 33) = 73.84 PLF Use: 23/32" apa rated unblock w/10d common nails at 6", 6", 12" o.c. Chord force = 124.96 x 39^2 / (8 x 33) = 719.94 LBS Splice w/ min. (4) 16d sinker nails each side of splice at 8" o.c. (standard construction) (z, Kz, qz, P): (23, 0.93, 24.46, 27.07); (19.5, 0.9, 23.62, 26.5); (15, 0.85, 22.35, 25.64) ROOF Roof = 15*33 = 495 PLF Wall = 15*2*4.5 + 10*2*4.5 = 225 PLF Shear = 0.126(495+225) = 0.126*720 = 90.72 PLF FIRST FLOOR Roof + Floor = 15*7 + 13*33 = 534 PLF Wall = 15*2*4.5 + 15*2*4.5 + 10*2*4.5 + 10*1*4.5 = 405 PLF Shear = 0.126(534+405) = 0.126*939 = 118.31 PLF Plate height: ROOF = 19(ft); FIRST FLOOR = 9(ft) SHEAR ROOF = 209.03*720*19/22131 = 129.21 PLF SHEAR FIRST FLOOR = 209.03*939*9/22131 = 79.82 PLF SHEAR ROOF = 0.6*W = 128.3(plf) SHEAR FIRST FLOOR = 0.6*W = 153.84(plf) ROOF FIRST FLOOR 129.21 PLF 153.84 PLF SEISMIC GOVERN WIND GOVERN 6 of 52 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 Job#: 240051 Date: 7/17/2024 PLAN: 1 CODE: CBC 2022 SECTION: 1Y Number of Story: 2 Section width: 33(ft)Section length: 39(ft) Base height: 0.5(ft)Slope roof height: 25.5(ft)Gable mean roof height: 22.5(ft) WIND PARAMETERS PER ASCE7-16, CHAPTER 27, MWFRS BUILDINGS OF ALL HEIGHTS: Wind speed = 110, Wind exposure = C, Wind importance factor Iw = 1 Coefficients: Kd = 0.85, Kzt = 1, G = 0.85, Gcpi = +/-0.18, omega = 1 B = 33(ft), L = 39(ft), H = 23(ft)-->L/B = 1.18, H/L = 0.59 Wall coefficient: Cpw = 0.8, Cpl = -0.46, Roof coefficient: Cpw = (0.17;-0.3), Cpl = -0.6 Wind exposure = C-->anpha = 9.5, zg = 900 Kz = 2.01*(15/zg)^(2/anpha)qz = 0.00256*Kz*Kzt*Kd*V^2*Iw P = G(Cpw*qz+Cpl*qh) WIND LOAD: SEISMIC PARAMETERS PER ASCE7-16, CHAPTER 12.8, ELF PROCEDURE: Light frame wood-->Ry = 6.5, Site class :D, SDS = 2FaSs/3 =1.17, SD1 = 2FvS1/3 =0, Seismic design category: D, I = 1, 0.7*V = 0.7*SDS*I*W/Ry = 0.7*1.17*1*W/6.5 = 0.126*W Total Seismic Load = 102.06 + 138.98 = 241.04 PLF Redistrib: 810*19 + 1103*9 = 25317 PLFxFT DIAPHRAGM & CHORD FORCE PER ASCE07-16 SECTION 12.10 ROOF DIAPHRAGM Max shear = 209.33 x 33 / (2 x 39) = 88.56 PLF Use: 15/32" apa rated unblock 32/16 w/8d common nails at 6", 6", 12" o.c. Chord force = 209.33 x 33^2 / (8 x 39) = 730.64 LBS Splice w/ min. (4) 16d sinker nails each side of splice at 8" o.c. (standard construction) FIRST FLOOR DIAPHRAGM Max shear = 142.27 x 33 / (2 x 39) = 60.19 PLF Use: 23/32" apa rated unblock w/10d common nails at 6", 6", 12" o.c. Chord force = 142.27 x 33^2 / (8 x 39) = 496.58 LBS Splice w/ min. (3) 16d sinker nails each side of splice at 8" o.c. (standard construction) (z, Kz, qz, P): (26, 0.95, 25.09, 26.75); (19.5, 0.9, 23.62, 25.74); (15, 0.85, 22.35, 24.88) ROOF Roof = 15*36 = 540 PLF Wall = 15*2*4.5 + 10*3*4.5 = 270 PLF Shear = 0.126(540+270) = 0.126*810 = 102.06 PLF FIRST FLOOR Roof + Floor = 15*11.5 + 13*33.5 = 608 PLF Wall = 15*2*4.5 + 15*2*4.5 + 10*3*4.5 + 10*2*4.5 = 495 PLF Shear = 0.126(608+495) = 0.126*1103 = 138.98 PLF Plate height: ROOF = 19(ft); FIRST FLOOR = 9(ft) SHEAR ROOF = 241.04*810*19/25317 = 146.53 PLF SHEAR FIRST FLOOR = 241.04*1103*9/25317 = 94.51 PLF SHEAR ROOF = 0.6*W = 133.71(plf) SHEAR FIRST FLOOR = 0.6*W = 149.28(plf) ROOF FIRST FLOOR 146.53 PLF 149.28 PLF SEISMIC GOVERN WIND GOVERN 7 of 52 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W M A I N H O U S E & J A D U 18 3 4 W . 3 R D S T , U N I T 2 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 0 5 " | 4 * d * 1 . 4 = 0 . 2 6 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " 3. 5 0 7. 2 5 4. 0 0 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n (2 ) C S 1 6 (2 ) C S 1 6 Po s t S i z e 2- 2 x 4 2- 2 x 4 Te n s i o n ( k i p s ) 1. 9 1. 9 Co m . ( k i p s ) 2. 7 2. 4 Ri g h t S i d e Ho l d D o w n (2 ) C S 1 6 (2 ) C S 1 6 Po s t S i z e 2- 2 x 4 2- 2 x 4 Te n s i o n ( k i p s ) 1. 9 1. 9 Co m . ( k i p s ) 2. 7 2. 4 8. 5 0 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e 6. 0 0 Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P1 P2 LI N E 1 ( D i r e c t i o n : Y ) @ S E C O N D F L O O R | W i n d : 2 2 0 7 l b s | S e i s m i c : 2 4 1 8 l b s | S h e a r P a n e l T y p e : B | ( þ = 1 ) To t a l L e n g t h = 2 9 . 2 5 f t | T o t a l S h e a r W a l l L e n g t h = 1 1 . 2 5 f t | S h e a r D i a p h r a g m = 1 1 8 p l f | D e s i g n S h e a r W a l l = 2 0 4 p l f ( W i n d ) / 2 2 4 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 2 . 3 / 2 . 3 ) + P 2 ( 1 . 1 / 1 . 3 ) = 3 . 4 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 3 . 2 / 3 . 2 ) + P 2 ( 1 . 6 / 1 . 8 ) = 4 . 8 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 11 2 2 -24 8 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 8 of 52 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W M A I N H O U S E & J A D U 18 3 4 W . 3 R D S T , U N I T 2 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 0 3 " | 4 * d * 1 . 4 = 0 . 1 9 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " 1. 2 5 14 . 2 5 5. 7 5 10 . 2 5 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n (1 ) C S 1 6 Po s t S i z e 2x 4 Te n s i o n ( k i p s ) 1. 1 Co m . ( k i p s ) 2. 7 Ri g h t S i d e Ho l d D o w n (1 ) C S 1 6 Po s t S i z e 2x 4 Te n s i o n ( k i p s ) 1. 1 Co m . ( k i p s ) 2. 7 5. 2 5 2. 2 5 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e | B : S i m p s o n S T 6 2 2 4 ( 2 5 0 6 L B ) - A l t t w o r o w ( 6 ) # 1 6 e a . s i d e o f s p l i c e Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P1 LI N E 2 ( D i r e c t i o n : Y ) @ S E C O N D F L O O R | W i n d : 2 2 0 7 l b s | S e i s m i c : 2 4 1 8 l b s | S h e a r P a n e l T y p e : A | ( þ = 1 ) To t a l L e n g t h = 3 9 f t | T o t a l S h e a r W a l l L e n g t h = 1 4 . 2 5 f t | S h e a r D i a p h r a g m = 8 9 p l f | D e s i g n S h e a r W a l l = 1 5 5 p l f ( W i n d ) / 1 7 0 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 3 . 1 / 3 . 1 ) = 3 . 1 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 4 . 4 / 4 . 4 ) = 4 . 4 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 11 1 -20 8 1 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 9 of 52 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W M A I N H O U S E & J A D U 18 3 4 W . 3 R D S T , U N I T 2 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 2 3 " | 4 * d * 1 . 4 = 1 . 2 8 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " Dr a g L o a d I n c r e a s e d 2 5 % P e r A S C E 7 - 1 6 S e c t i o n 1 2 . 3 . 4 14 . 0 0 6. 0 0 4. 5 0 5. 5 0 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n HD U 2 HD U 2 Po s t S i z e 4x 4 4x 4 Te n s i o n ( k i p s ) 2. 8 2. 9 Co m . ( k i p s ) 3. 3 3. 3 Ri g h t S i d e Ho l d D o w n HD U 2 HD U 2 Po s t S i z e 4x 4 4x 4 Te n s i o n ( k i p s ) 2. 8 2. 9 Co m . ( k i p s ) 3. 3 3. 3 An c h o r B o l t 5/ 8 " x 1 2 " [2 ] [2 ] sp a c e d e q u a l l y 8. 0 0 P2 5. 5 0 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e | B : S i m p s o n S T 6 2 2 4 ( 2 5 0 6 L B ) - A l t t w o r o w ( 6 ) # 1 6 e a . s i d e o f s p l i c e C: S i m p s o n M S T 4 8 ( 3 7 6 0 L B ) - A l t t w o r o w ( 9 ) # 1 6 E a . s i d e o f s p l i c e 6. 5 0 Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P1 LI N E 3 ( D i r e c t i o n : Y ) @ F I R S T F L O O R | W i n d : 3 6 6 3 l b s | S e i s m i c : 3 3 3 9 l b s | S h e a r P a n e l T y p e : B | ( þ = 1 ) To t a l L e n g t h = 5 0 f t | T o t a l S h e a r W a l l L e n g t h = 1 1 . 5 f t | S h e a r D i a p h r a g m = 9 8 p l f | D e s i g n S h e a r W a l l = 3 1 9 p l f ( W i n d ) / 2 9 0 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 1 . 9 / 1 . 9 ) + P 2 ( 1 . 8 / 1 . 8 ) = 3 . 7 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 2 . 7 / 2 . 7 ) + P 2 ( 2 . 5 / 2 . 5 ) = 5 . 2 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 25 1 6 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 10 of 52 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W M A I N H O U S E & J A D U 18 3 4 W . 3 R D S T , U N I T 2 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 0 7 " | 4 * d * 1 . 4 = 0 . 3 7 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " 11 . 2 5 11 . 2 5 25 . 7 5 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n HD U 2 Po s t S i z e 4x 4 Te n s i o n ( k i p s ) 2. 2 Co m . ( k i p s ) 2. 4 Ri g h t S i d e Ho l d D o w n HD U 2 Po s t S i z e 4x 4 Te n s i o n ( k i p s ) 2. 2 Co m . ( k i p s ) 2. 4 An c h o r B o l t 5/ 8 " x 1 2 " [3 ] sp a c e d e q u a l l y Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P1 LI N E 4 ( D i r e c t i o n : Y ) @ F I R S T F L O O R | W i n d : 2 9 8 6 l b s | S e i s m i c : 1 8 9 0 l b s | S h e a r P a n e l T y p e : B | ( þ = 1 ) To t a l L e n g t h = 4 8 . 2 5 f t | T o t a l S h e a r W a l l L e n g t h = 1 1 . 2 5 f t | S h e a r D i a p h r a g m = 6 2 p l f | D e s i g n S h e a r W a l l = 2 6 5 p l f ( W i n d ) / 1 6 8 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 3 . 6 / 3 . 6 ) = 3 . 6 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 5 / 5 ) = 5 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 69 6 -15 9 4 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 11 of 52 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W M A I N H O U S E & J A D U 18 3 4 W . 3 R D S T , U N I T 2 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 2 " | 4 * d * 1 . 4 = 1 . 1 5 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " Dr a g L o a d I n c r e a s e d 2 5 % P e r A S C E 7 - 1 6 S e c t i o n 1 2 . 3 . 4 11 . 2 5 6. 0 0 9. 0 0 6. 0 0 3. 0 0 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n HD U 2 HD U 2 Po s t S i z e 4x 4 4x 4 Te n s i o n ( k i p s ) 2. 8 2. 8 Co m . ( k i p s ) 3. 2 3. 2 Ri g h t S i d e Ho l d D o w n HD U 2 HD U 2 Po s t S i z e 4x 4 4x 4 Te n s i o n ( k i p s ) 2. 8 2. 8 Co m . ( k i p s ) 3. 2 3. 2 An c h o r B o l t 5/ 8 " x 1 2 " [2 ] [2 ] sp a c e d e q u a l l y 2. 7 5 6. 2 5 5. 5 0 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P2 P1 LI N E 5 ( D i r e c t i o n : Y ) @ F I R S T F L O O R | W i n d : 3 7 3 8 l b s | S e i s m i c : 3 3 8 7 l b s | S h e a r P a n e l T y p e : B | ( þ = 1 ) To t a l L e n g t h = 4 9 . 7 5 f t | T o t a l S h e a r W a l l L e n g t h = 1 2 f t | S h e a r D i a p h r a g m = 1 0 0 p l f | D e s i g n S h e a r W a l l = 3 1 2 p l f ( W i n d ) / 2 8 2 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 1 . 9 / 1 . 9 ) + P 2 ( 1 . 9 / 1 . 9 ) = 3 . 8 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 2 . 7 / 2 . 7 ) + P 2 ( 2 . 7 / 2 . 7 ) = 5 . 4 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 14 0 9 -10 6 4 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 12 of 52 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W M A I N H O U S E & J A D U 18 3 4 W . 3 R D S T , U N I T 2 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 0 7 " | 4 * d * 1 . 4 = 0 . 4 1 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " 2. 5 0 6. 2 5 5. 2 5 5. 2 5 5. 2 5 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n (2 ) C S 1 6 (2 ) C S 1 6 Po s t S i z e 2- 2 x 4 2- 2 x 4 Te n s i o n ( k i p s ) 2. 9 2. 9 Co m . ( k i p s ) 3. 5 3. 5 Ri g h t S i d e Ho l d D o w n (2 ) C S 1 6 (2 ) C S 1 6 Po s t S i z e 2- 2 x 4 2- 2 x 4 Te n s i o n ( k i p s ) 2. 9 2. 9 Co m . ( k i p s ) 3. 5 3. 5 P2 2. 7 5 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e | B : S i m p s o n S T 6 2 2 4 ( 2 5 0 6 L B ) - A l t t w o r o w ( 6 ) # 1 6 e a . s i d e o f s p l i c e 6. 2 5 Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P1 LI N E A ( D i r e c t i o n : X ) @ S E C O N D F L O O R | W i n d : 2 5 0 2 l b s | S e i s m i c : 3 2 7 5 l b s | S h e a r P a n e l T y p e : B | ( þ = 1 . 3 ) To t a l L e n g t h = 3 3 . 5 f t | T o t a l S h e a r W a l l L e n g t h = 1 0 . 5 f t | S h e a r D i a p h r a g m = 1 0 7 p l f | D e s i g n S h e a r W a l l = 2 3 8 p l f ( W i n d ) / 3 1 2 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 1 . 7 / 1 . 7 ) + P 2 ( 1 . 7 / 1 . 7 ) = 3 . 4 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 2 . 3 / 2 . 3 ) + P 2 ( 2 . 3 / 2 . 3 ) = 4 . 6 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 19 0 7 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 13 of 52 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W M A I N H O U S E & J A D U 18 3 4 W . 3 R D S T , U N I T 2 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 0 7 " | 4 * d * 1 . 4 = 0 . 3 8 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " 10 . 5 0 10 . 5 0 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n (2 ) C S 1 6 Po s t S i z e 2- 2 x 4 Te n s i o n ( k i p s ) 2. 6 Co m . ( k i p s ) 3. 8 Ri g h t S i d e Ho l d D o w n (2 ) C S 1 6 Po s t S i z e 2- 2 x 4 Te n s i o n ( k i p s ) 2. 6 Co m . ( k i p s ) 3. 8 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e | B : S i m p s o n S T 6 2 2 4 ( 2 5 0 6 L B ) - A l t t w o r o w ( 6 ) # 1 6 e a . s i d e o f s p l i c e 2. 5 0 Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P1 LI N E B ( D i r e c t i o n : X ) @ S E C O N D F L O O R | W i n d : 2 5 0 2 l b s | S e i s m i c : 3 2 7 5 l b s | S h e a r P a n e l T y p e : B | ( þ = 1 . 3 ) To t a l L e n g t h = 2 3 . 5 f t | T o t a l S h e a r W a l l L e n g t h = 1 0 . 5 f t | S h e a r D i a p h r a g m = 1 5 3 p l f | D e s i g n S h e a r W a l l = 2 3 8 p l f ( W i n d ) / 3 1 2 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 3 . 4 / 3 . 4 ) = 3 . 4 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 4 . 7 / 4 . 7 ) = 4 . 7 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 19 9 1 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 14 of 52 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W M A I N H O U S E & J A D U 18 3 4 W . 3 R D S T , U N I T 2 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 3 5 " | 4 * d * 1 . 4 = 1 . 9 4 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " Dr a g L o a d I n c r e a s e d 2 5 % P e r A S C E 7 - 1 6 S e c t i o n 1 2 . 3 . 4 3. 0 0 5. 7 5 3. 0 0 8. 2 5 2. 5 0 16 . 5 0 2. 5 0 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n HD U 2 HD U 2 HD U 5 HD U 5 Po s t S i z e 4x 4 4x 4 4x 4 4x 4 Te n s i o n ( k i p s ) 3. 0 3. 0 2. 7 2. 7 Co m . ( k i p s ) 3. 4 3. 4 2. 9 2. 9 Ri g h t S i d e Ho l d D o w n HD U 2 HD U 2 HD U 5 HD U 5 Po s t S i z e 4x 4 4x 4 4x 4 4x 4 Te n s i o n ( k i p s ) 3. 0 3. 0 2. 7 2. 7 Co m . ( k i p s ) 3. 4 3. 4 2. 9 2. 9 An c h o r B o l t 5/ 8 " x 1 2 " [2 ] [2 ] [2 ] [2 ] sp a c e d e q u a l l y P2 P3 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P1 P4 LI N E C ( D i r e c t i o n : X ) @ F I R S T F L O O R | W i n d : 3 0 7 9 l b s | S e i s m i c : 3 0 2 9 l b s | S h e a r P a n e l T y p e : D | ( þ = 1 . 3 ) To t a l L e n g t h = 4 1 . 5 f t | T o t a l S h e a r W a l l L e n g t h = 1 1 f t | S h e a r D i a p h r a g m = 9 0 p l f | D e s i g n S h e a r W a l l = 4 5 4 p l f ( W i n d ) / 4 4 7 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 1 . 1 / 1 . 6 ) + P 2 ( 1 . 1 / 1 . 6 ) + P 3 ( 0 . 7 / 1 . 3 ) + P 4 ( 0 . 7 / 1 . 3 ) = 3 . 6 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 1 . 5 / 2 . 2 ) + P 2 ( 1 . 5 / 2 . 2 ) + P 3 ( 1 / 1 . 9 ) + P 4 ( 1 / 1 . 9 ) = 5 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 78 0 -12 2 5 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 15 of 52 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W M A I N H O U S E & J A D U 18 3 4 W . 3 R D S T , U N I T 2 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 2 8 " | 4 * d * 1 . 4 = 1 . 6 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " Dr a g L o a d I n c r e a s e d 2 5 % P e r A S C E 7 - 1 6 S e c t i o n 1 2 . 3 . 4 18 . 7 5 3. 5 0 2. 7 5 9. 0 0 4. 7 5 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n HD U 4 HD U 4 Po s t S i z e 4x 4 4x 4 Te n s i o n ( k i p s ) 3. 1 3. 6 Co m . ( k i p s ) 2. 8 3. 6 Ri g h t S i d e Ho l d D o w n HD U 4 HD U 4 Po s t S i z e 4x 4 4x 4 Te n s i o n ( k i p s ) 3. 1 3. 6 Co m . ( k i p s ) 2. 8 3. 6 An c h o r B o l t 5/ 8 " x 1 2 " [2 ] [3 ] sp a c e d e q u a l l y Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e | B : S i m p s o n S T 6 2 2 4 ( 2 5 0 6 L B ) - A l t t w o r o w ( 6 ) # 1 6 e a . s i d e o f s p l i c e C: S i m p s o n M S T 4 8 ( 3 7 6 0 L B ) - A l t t w o r o w ( 9 ) # 1 6 E a . s i d e o f s p l i c e Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P2 P1 LI N E D ( D i r e c t i o n : X ) @ F I R S T F L O O R | W i n d : 4 7 7 1 l b s | S e i s m i c : 3 8 5 2 l b s | S h e a r P a n e l T y p e : C | ( þ = 1 . 3 ) To t a l L e n g t h = 3 8 . 7 5 f t | T o t a l S h e a r W a l l L e n g t h = 1 2 . 5 f t | S h e a r D i a p h r a g m = 1 3 4 p l f | D e s i g n S h e a r W a l l = 4 0 7 p l f ( W i n d ) / 3 2 9 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 1 . 1 / 1 . 4 ) + P 2 ( 3 . 7 / 3 . 7 ) = 4 . 8 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 1 . 6 / 2 ) + P 2 ( 5 . 2 / 5 . 2 ) = 6 . 8 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 31 5 1 -79 8 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 16 of 52 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W M A I N H O U S E & J A D U 18 3 4 W . 3 R D S T , U N I T 2 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 2 3 " | 4 * d * 1 . 4 = 1 . 2 7 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " 3. 2 5 2. 7 5 6. 0 0 4. 0 0 9. 5 0 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n HD U 2 HD U 2 Po s t S i z e 4x 4 4x 4 Te n s i o n ( k i p s ) 2. 8 2. 5 Co m . ( k i p s ) 3. 5 3. 7 Ri g h t S i d e Ho l d D o w n HD U 2 HD U 5 Po s t S i z e 4x 4 4x 4 Te n s i o n ( k i p s ) 2. 8 4. 9 Co m . ( k i p s ) 3. 5 3. 7 An c h o r B o l t 5/ 8 " x 1 2 " [2 ] [3 ] sp a c e d e q u a l l y P2 2. 2 5 2. 2 5 3. 5 0 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e | B : S i m p s o n S T 6 2 2 4 ( 2 5 0 6 L B ) - A l t t w o r o w ( 6 ) # 1 6 e a . s i d e o f s p l i c e 5. 2 5 Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P1 LI N E E ( D i r e c t i o n : X ) @ F I R S T F L O O R | W i n d : 4 6 9 5 l b s | S e i s m i c : 4 7 5 4 l b s | S h e a r P a n e l T y p e : B | ( þ = 1 . 3 ) To t a l L e n g t h = 3 8 . 7 5 f t | T o t a l S h e a r W a l l L e n g t h = 1 5 . 5 f t | S h e a r D i a p h r a g m = 1 4 9 p l f | D e s i g n S h e a r W a l l = 3 0 3 p l f ( W i n d ) / 3 0 7 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 1 . 9 / 1 . 9 ) + P 2 ( 3 / 3 ) = 4 . 9 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 2 . 7 / 2 . 7 ) + P 2 ( 4 . 2 / 4 . 2 ) = 6 . 9 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 22 0 5 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 17 of 52 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 Job#: 240051 Date: 7/17/2024 PLAN: 1 CODE: CBC 2022 Shear Wall (X-X Direction) Line Story Section Span Wind Seismic Added V (lb)H L v Type ###(ft)(plf)(plf)Wind Seismic (ft)(ft)(plf) A 2 1X 39 128 129 9 10.5 312 B B 2 1X 39 128 129 9 10.5 312 B C 1 1X 20.5 154 80 1502 1965 9 6.78 454 D D 1 1X 49 154 80 1001 1310 9 11.72 407 C E 1 1X 28.5 154 80 2502 3275 9 15.5 307 B SUMMARY SHEAR WALL V2 = Seismic*Span/2 + Added Vseismic Line shear V = Maximum(V1;V2) V1 = Wind*Span/2 + Added Vwind v(plf) = V/L 18 of 52 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 Job#: 240051 Date: 7/17/2024 PLAN: 1 CODE: CBC 2022 Shear Wall (Y-Y Direction) Line Story Section Span Wind Seismic Added V (lb)H L v Type ###(ft)(plf)(plf)Wind Seismic (ft)(ft)(plf) 1 2 1Y 33 134 147 9 10.81 224 B 2 2 1Y 33 134 147 9 14.25 170 A 3 1 1Y 19.5 149 95 2207 2418 9 11.5 319 B 4 1 1Y 40 149 95 9 11.25 265 B 5 1 1Y 20.5 149 95 2207 2418 9 12 312 B v(plf) = V/L Line shear V = Maximum(V1;V2) SUMMARY SHEAR WALL V1 = Wind*Span/2 + Added Vwind V2 = Seismic*Span/2 + Added Vseismic 19 of 52 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 Job#: 240051 Date: 7/17/2024 PLAN: 1 CODE: CBC 2022 Wall Sec.Sto.Wind Seismic Span Offset Wind Seismic (#)(#)(#)v_(plf)v_(plf)(ft)(ft)V_(lb)V_(lb) 1 :Wind = 2207(lb), Seismic = 2418(lb) 1 1Y 2 133.7 146.5 33 2206 2418 l---------------33.0(ft)---------------l 2 :Wind = 2207(lb), Seismic = 2418(lb) 2 1Y 2 133.7 146.5 33 2206 2418 l---------------33.0(ft)---------------l 3 :Wind = 3663(lb), Seismic = 3339(lb), Line above : 1 - 100%, Wind = 2207(lb), Seismic = 2418(lb) 3 1Y 1 149.3 94.5 19.5 1455 921 l---------------19.5(ft)---------------l 4 :Wind = 2986(lb), Seismic = 1890(lb) 4 1Y 1 149.3 94.5 40 2986 1890 l---------------40.0(ft)---------------l 5 :Wind = 3738(lb), Seismic = 3387(lb), Line above : 2 - 100%, Wind = 2207(lb), Seismic = 2418(lb) 5 1Y 1 149.3 94.5 20.5 1530 969 l---------------20.5(ft)---------------l A :Wind = 2502(lb), Seismic = 3275(lb) A 1X 2 128.3 129.2 39 2502 2520 l---------------39.0(ft)---------------l B :Wind = 2502(lb), Seismic = 3275(lb) B 1X 2 128.3 129.2 39 2502 2520 l---------------39.0(ft)---------------l C :Wind = 3079(lb), Seismic = 3029(lb), Line above : A - 60%, Wind = 1502(lb), Seismic = 1965(lb) C 1X 1 153.8 79.8 20.5 1577 818 l---------------20.5(ft)---------------l D :Wind = 4771(lb), Seismic = 3852(lb), Line above : A - 40%, Wind = 1001(lb), Seismic = 1310(lb) D 1X 1 153.8 79.8 49 3769 1956 l---------------49.0(ft)---------------l E :Wind = 4695(lb), Seismic = 4754(lb), Line above : B - 100%, Wind = 2502(lb), Seismic = 3275(lb) E 1X 1 153.8 79.8 28.5 2192 1137 l---------------28.5(ft)---------------l #N/A #N/A #N/A #N/A #N/A #N/A Description V_(lb)=v_(plf)*Span*Span/2/(Span+Offset) LATERAL p Factor: X Direction: p=1.3; Y Direction: p=1 20 of 52 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 1 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT2, SANTA ANA, CA 92703 BEAM : 1 - CLG AT BED 3 Loads(Downward+) Beam Weight 10.1 plf from 0 ft to 14.75 ft Roof Rafter: (11+20)(4.2) = (DL=46.8PLF; LLr=85PLF) form 0 to 14.75 Ceiling Joist DL: (4)(6.8) = (DL=27PLF) form 0 to 14.75 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 1239/1239 0 2 1239/1239 0 USE 6 x 8 Critcal Shear = 1239 LB @0' 1.5xV/(F'v x A)= 0.21 F'v = 212, A = 41.25 Critcal Moment = 4569 LB-FT @7.37' M/(F'b x S)= 0.63 F'b = 1688, S = 51.56 Critical Deflection for TL = -0.578 INCH @ 7.37 L/240 = 0.738" Critical Deflection for LL = -0.29 INCH @ 7.37 L/360 = 0.492" 1 2 Moment Shear Deflection 14.75' BEAM : 2 - CLG AT M.BED 4 Loads(Downward+) Beam Weight 12.7 plf from 0 ft to 10.75 ft Roof Primary: (15+20)(11.8) = (DL=176.2PLF; LLr=235PLF) form 0 to 10.75 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 2279/2279 0 2 2279/2279 0 USE 6 x 10 Critcal Shear = 2278 LB @0' 1.5xV/(F'v x A)= 0.3 F'v = 212, A = 52.25 Critcal Moment = 6120 LB-FT @5.25' M/(F'b x S)= 0.52 F'b = 1688, S = 82.73 Critical Deflection for TL = -0.202 INCH @ 5.25 L/240 = 0.538" Critical Deflection for LL = -0.112 INCH @ 5.25 L/360 = 0.358" 1 2 Moment Shear Deflection 10.75' 21 of 52 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 1 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT2, SANTA ANA, CA 92703 BEAM : 2A - CLG AT M.BATH Loads(Downward+) Beam Weight 10.1 plf from 0 ft to 13 ft Roof Rafter: (11+20)(4.2) = (DL=46.8PLF; LLr=85PLF) form 0 to 13 Ceiling Joist DL: (4)(6.5) = (DL=26PLF) form 0 to 13 Point load @ 1.5 : Load from beam 2 at Support 1(P1) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 3036/3036 0 2 1325/1324 0 USE 6 x 8 Critcal Shear = 3036 LB @0' 1.5xV/(F'v x A)= 0.52 F'v = 212, A = 41.25 Critcal Moment = 5339 LB-FT @5' M/(F'b x S)= 0.73 F'b = 1688, S = 51.56 Critical Deflection for TL = -0.538 INCH @ 6.25 L/240 = 0.65" Critical Deflection for LL = -0.276 INCH @ 6.25 L/360 = 0.433" 1 2 P1 Moment Shear Deflection 13' BEAM : 3 - HDR AT M.BATH Loads(Downward+) Beam Weight 4.7 plf from 0 ft to 2.25 ft Roof Rafter: (11+20)(3.8) = (DL=41.2PLF; LLr=75PLF) form 1.25 to 2.25 Ceiling Joist DL: (4)(5.5) = (DL=22PLF) form 1.25 to 2.25 Exterior Wall: (15)(2) = (DL=30PLF) form 0 to 2.25 Point load @ 1.25 : Load from beam 2A at Support 2(P1) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 672/672 0 2 899/899 0 USE 4 x 6 Critcal Shear = -898 LB @2.25' 1.5xV/(F'v x A)= 0.31 F'v = 225, A = 19.25 Critcal Moment = 812 LB-FT @1.25' M/(F'b x S)= 0.37 F'b = 1462, S = 17.65 Critical Deflection for TL = -0.007 INCH @ 1 L/240 = 0.112" Critical Deflection for LL = -0.004 INCH @ 1 L/360 = 0.075" 1 2 P1 Moment Shear Deflection 2.25' 22 of 52 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 1 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 BEAM : 3A - HDR AT M.BED 4 Loads(Downward+) Beam Weight 4.7 plf from 0 ft to 2.25 ft Exterior Wall: (15)(4) = (DL=60PLF) form 0 to 2.25 Point load @ 1 : Load from beam 2 at Support 2(P1) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 1339/1339 0 2 1085/1086 0 USE 4 x 6 Critcal Shear = 1338 LB @0' 1.5xV/(F'v x A)= 0.46 F'v = 225, A = 19.25 Critcal Moment = 1306 LB-FT @1' M/(F'b x S)= 0.6 F'b = 1462, S = 17.65 Critical Deflection for TL = -0.012 INCH @ 1 L/240 = 0.112" Critical Deflection for LL = -0.007 INCH @ 1 L/360 = 0.075" 1 2 P1 Moment Shear Deflection 2.25' BEAM : 4 - RIDGE AT FAMILY ROOM Loads(Downward+) Beam Weight 15.4 plf from 0 ft to 14 ft Rafter Vaulted: (13+20)(13.2) = (DL=172.2PLF; LLr=265PLF) form 0 to 14 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 3116/3116 0 2 3116/3116 0 USE 6 x 12 Critcal Shear = 3115 LB @0' 1.5xV/(F'v x A)= 0.34 F'v = 212, A = 63.25 Critcal Moment = 10905 LB-FT @7' M/(F'b x S)= 0.64 F'b = 1688, S = 121.23 Critical Deflection for TL = -0.345 INCH @ 7 L/240 = 0.7" Critical Deflection for LL = -0.2 INCH @ 7 L/360 = 0.467" 1 2 Moment Shear Deflection 14' 23 of 52 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 1 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 BEAM : 4A - CLG AT HALLWAY Loads(Downward+) Beam Weight 19.5 plf from 0 ft to 18.25 ft Roof Primary: (15+20)(13.2) = (DL=198.8PLF; LLr=265PLF) form 0 to 18.25 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 4233/4232 0 2 4233/4232 0 USE 5 1/4" x 11 7/8" PSL Critcal Shear = 4232 LB @0' 1.5xV/(F'v x A)= 0.28 F'v = 362, A = 62.34 Critcal Moment = 19308 LB-FT @9.12' M/(F'b x S)= 0.52 F'b = 3625, S = 123.39 Critical Deflection for TL = -0.79 INCH @ 9.13 L/240 = 0.912" Critical Deflection for LL = -0.418 INCH @ 9.13 L/360 = 0.608" 1 2 Moment Shear Deflection 18.25' BEAM : 4B - CLG AT STAIR Loads(Downward+) Beam Weight 15.2 plf from 0 ft to 14.25 ft Interior Wall: (10)(0~5) = (DL=0~50PLF) form 0 to 14.25 Point load @ 13 : Load from beam 4 at Support 2(P1) Point load @ 13 : Load from beam 4A at Support 1(P2) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 873/873 0 2 7062/7061 0 USE 5 1/4" x 9 1/4" PSL Critcal Shear = -7061 LB @14.25' 1.5xV/(F'v x A)= 0.6 F'v = 362, A = 48.56 Critcal Moment = 8777 LB-FT @13' M/(F'b x S)= 0.39 F'b = 3625, S = 74.87 Critical Deflection for TL = -0.339 INCH @ 7.92 L/240 = 0.712" Critical Deflection for LL = -0.158 INCH @ 7.92 L/360 = 0.475" 1 2 P1P2 Moment Shear Deflection 14.25' 24 of 52 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 1 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 BEAM : 5 - FL AT GARAGE Loads(Downward+) Beam Weight 15.2 plf from 0 ft to 15.5 ft Deck Primary: (13+60)(3.2) = (DL=42.2PLF; LLr=195PLF) form 0 to 5.25 Deck Primary: (13+60)(2.5) = (DL=32.5PLF; LLr=150PLF) form 5.25 to 15.5 Roof Primary: (15+20)(2.5) = (DL=37.5PLF; LLr=50PLF) form 0 to 15.5 Exterior Wall: (15)(3.5) = (DL=52.5PLF) form 0 to 15.5 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 2857/2468 0 2 2667/2278 0 USE 5 1/4" x 9 1/4" PSL Critcal Shear = 2468 LB @0' 1.5xV/(F'v x A)= 0.26 F'v = 290, A = 48.56 Critcal Moment = 9019 LB-FT @7.46' M/(F'b x S)= 0.5 F'b = 2900, S = 74.87 Critical Deflection for TL = -0.566 INCH @ 7.75 L/240 = 0.775" Critical Deflection for LL = -0.303 INCH @ 7.75 L/360 = 0.517" 1 2 Moment Shear Deflection 15.5' BEAM : 6 - FL AT GARAGE Loads(Downward+) Beam Weight 10.2 plf from 0 ft to 11.5 ft Roof Primary: (15+20)(2.2) = (DL=33.8PLF; LLr=45PLF) form 0 to 11.5 Exterior Wall: (15)(3.5) = (DL=52.5PLF) form 5 to 11.5 Point load @ 5 : Load from beam 5 at Support 2(P1) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 2115/1826 0 2 1915/1678 0 USE 3 1/2" x 9 1/4" PSL Critcal Shear = 1637 LB @0' 1.5xV/(F'v x A)= 0.26 F'v = 290, A = 32.38 Critcal Moment = 7637 LB-FT @5' M/(F'b x S)= 0.63 F'b = 2900, S = 49.91 Critical Deflection for TL = -0.357 INCH @ 5.5 L/240 = 0.575" Critical Deflection for LL = -0.168 INCH @ 5.5 L/360 = 0.383" 1 2 P1 Moment Shear Deflection 11.5' 25 of 52 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 1 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 BEAM : 7 - HDR AT GARAGE Loads(Downward+) Beam Weight 11.9 plf from 0 ft to 16.25 ft Roof Primary: (15+20)(4.5) = (DL=67.5PLF; LLr=90PLF) form 0 to 13.25 Exterior Wall: (15)(2) = (DL=30PLF) form 0 to 16.25 Point load @ 13.25 : Load from beam 6 at Support 1(P1) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 1968/1841 0 2 2915/2558 0 USE 3 1/2" x 11 7/8" LSL Critcal Shear = -2558 LB @16.25' 1.5xV/(F'v x A)= 0.24 F'v = 388, A = 41.56 Critcal Moment = 8527 LB-FT @9.81' M/(F'b x S)= 0.43 F'b = 2906, S = 82.26 Critical Deflection for TL = -0.539 INCH @ 8.43 L/240 = 0.812" Critical Deflection for LL = -0.222 INCH @ 8.43 L/360 = 0.542" 1 2 P1 Moment Shear Deflection 16.25' BEAM : 8 - FL AT DINING Loads(Downward+) Beam Weight 11.9 plf from 0 ft to 11.25 ft Exterior Wall: (15)(9~13) = (DL=135~195PLF) form 0 to 11.25 Roof Primary: (15+20)(1.3) = (DL=20PLF; LLr=26.7PLF) form 0 to 11.25 Point load from Panel P1(Left) of Line 1 at @ 7.5(P1*) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up Overstrength 1 1201/2981 0 2981 2 1314/4895 -265 4895 USE 3 1/2" x 11 7/8" LSL Design with the seismic load effect with overstrength (Omega = 2.5) Critcal Shear = -4895 LB @11.25' 1.5xV/(F'v x A)= 0.35 F'v = 496, A = 41.56 Critcal Moment = 16595 LB-FT @7.5' M/(F'b x S)= 0.65 F'b = 3720, S = 82.26 Critical Deflection for TL = -0.214 INCH @ 6 L/240 = 0.562" Critical Deflection for LL = -0.121 INCH @ 6 L/360 = 0.375" 1 2 P1* Moment Shear Deflection 11.25' 26 of 52 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 1 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 BEAM : 9 - FL AT LIVING Loads(Downward+) Beam Weight 17.5 plf from 0 ft to 19 ft Roof Primary: (15+20)(11.2) = (DL=168.8PLF; LLr=225PLF) form 0 to 4.75 Roof Primary: (15+20)(5.8) = (DL=86.2PLF; LLr=115PLF) form 4.75 to 10.25 Roof Primary: (15+20)(3.8) = (DL=56.2PLF; LLr=75PLF) form 10.25 to 19 Exterior Wall: (15)(9) = (DL=135PLF) form 4.75 to 19 Rafter Vaulted: (13+20)(8.8) = (DL=113.8PLF; LLr=175PLF) form 4.75 to 19 Point load @ 4.75 : Load from beam 8 at Support 1(P1) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up Overstrength 1 5701/5701 0 5701 2 5597/5596 0 5596 USE 3 1/2" x 16" PSL Design with the seismic load effect with overstrength (Omega = 2.5) Critcal Shear = 5700 LB @0' 1.5xV/(F'v x A)= 0.42 F'v = 362, A = 56 Critcal Moment = 28279 LB-FT @8.86' M/(F'b x S)= 0.62 F'b = 3625, S = 149.33 Critical Deflection for TL = -0.77 INCH @ 9.29 L/240 = 0.95" Critical Deflection for LL = -0.307 INCH @ 9.29 L/360 = 0.633" 1 2 P1 Moment Shear Deflection 19' BEAM : 10 - CANT. FL AT GARAGE Loads(Downward+) Beam Weight 11.9 plf from 0 ft to 13.5 ft Exterior Wall: (15)(9) = (DL=135PLF) form 0 to 13.5 Roof Primary: (15+20)(1) = (DL=15PLF; LLr=20PLF) form 0 to 13.5 Roof Primary: (15+20)(9.8) = (DL=146.2PLF; LLr=195PLF) form 0 to 1.5 Point load from Panel P2(Left) of Line A at @ 0(P1*) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up Overstrength 1 1926/10274 -1982 10274 2 1043/2027 0 2027 USE 3 1/2" x 11 7/8" LSL Design with the seismic load effect with overstrength (Omega = 2.5) Critcal Shear = -8181 LB @1.5' 1.5xV/(F'v x A)= 0.59 F'v = 496, A = 41.56 Critcal Moment = -11877 LB-FT @1.5' M/(F'b x S)= 0.46 F'b = 3720, S = 82.26 Critical Deflection for TL = -0.195 INCH @ 7.25 L/240 = 0.6" Critical Deflection for LL = -0.103 INCH @ 7.25 L/360 = 0.4" 1 2 P1* Moment Shear Deflection 1.5'12' 27 of 52 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 1 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UINT 2, SANTA ANA, CA 92703 BEAM : 10A - CANT. FL AT GARAGE Loads(Downward+) Beam Weight 11.9 plf from 0 ft to 10.5 ft Exterior Wall: (15)(9) = (DL=135PLF) form 0 to 1.5 Roof Primary: (15+20)(9.8) = (DL=146.2PLF; LLr=195PLF) form 0 to 1.5 Point load from Panel P1(Left) of Line A at @ 0(P1*) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up Overstrength 1 793/9474 -3096 9474 2 -61/1258 -547 1258 USE 3 1/2" x 11 7/8" LSL Design with the seismic load effect with overstrength (Omega = 2.5) Critcal Shear = -8156 LB @1.5' 1.5xV/(F'v x A)= 0.59 F'v = 496, A = 41.56 Critcal Moment = -11858 LB-FT @1.5' M/(F'b x S)= 0.46 F'b = 3720, S = 82.26 Critical Deflection for TL = -0.062 INCH @ 5.5 L/240 = 0.45" Critical Deflection for LL = -0.06 INCH @ 5.5 L/360 = 0.3" 1 2 P1* Moment Shear Deflection 1.5'9' BEAM : 10B - CANT. FL AT GARAGE Loads(Downward+) Beam Weight 11.9 plf from 0 ft to 10.5 ft Floor Primary: (13+40)(1.3) = (DL=17.4PLF; LL=53.4PLF) form 0 to 10.5 Point load from Panel P1(Right) of Line A at @ 0(P1*) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up Overstrength 1 506/9126 -3393 9126 2 362/1415 -382 1415 USE 3 1/2" x 11 7/8" LSL Design with the seismic load effect with overstrength (Omega = 2.5) Critcal Shear = -7702 LB @1.5' 1.5xV/(F'v x A)= 0.56 F'v = 496, A = 41.56 Critcal Moment = -11504 LB-FT @1.5' M/(F'b x S)= 0.45 F'b = 3720, S = 82.26 Critical Deflection for TL = -0.067 INCH @ 5.75 L/240 = 0.45" Critical Deflection for LL = -0.062 INCH @ 5.75 L/360 = 0.3" 1 2 P1* Moment Shear Deflection 1.5'9' 28 of 52 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 1 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 BEAM : 11 - DROP AT GARAGE Loads(Downward+) Beam Weight 30.7 plf from 0 ft to 20.25 ft Floor Primary: (13+40)(4.5) = (DL=58.5PLF; LL=180PLF) form 0 to 3 Floor Primary: (13+40)(6) = (DL=78PLF; LL=240PLF) form 3 to 18.25 Deck Primary: (13+60)(2.5) = (DL=32.5PLF; LLr=150PLF) form 3 to 15.25 Exterior Wall: (15)(9) = (DL=135PLF) form 0 to 18.25 Roof Primary: (15+20)(6.8) = (DL=101.2PLF; LLr=135PLF) form 0 to 3 Deck Primary: (13+60)(3.2) = (DL=42.2PLF; LLr=195PLF) form 0 to 3 Point load @ 3 : Load from beam 1 at Support 1(P1) Point load @ 3 : Load from beam 10A at Support 1(P2) Point load @ 15.25 : Load from beam 6 at Support 2(P3) Point load @ 18.25 : Load from beam 10 at Support 1(P4) Point load @ 18.25 : Load from beam 1 at Support 2(P5) Point load @ 13.25 : Load from beam 10B at Support 1(P6) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up Overstrength 1 8769/7689 -171 7689 2 9065/8087 -820 8087 USE 7" x 14" PSL Design with the seismic load effect with overstrength (Omega = 2.5) Critcal Shear = 13104 LB @18.25' 1.5xV/(F'v x A)= 0.43 F'v = 464, A = 98 Critcal Moment = 37746 LB-FT @10.68' M/(F'b x S)= 0.68 F'b = 2900, S = 228.67 Critical Deflection for TL = -0.885 INCH @ 10.12 L/240 = 1.012" Critical Deflection for LL = -0.389 INCH @ 10.12 L/360 = 0.675" 1 2 P1P2 P3 P4P5P6 Moment Shear Deflection 20.25' BEAM : 12 - FL AT KITCHEN Loads(Downward+) Beam Weight 11.9 plf from 0 ft to 12.5 ft Roof Primary: (15+20)(2.5) = (DL=37.5PLF; LLr=50PLF) form 0 to 12.5 Exterior Wall: (15)(14~11) = (DL=210~165PLF) form 0 to 12.5 Point load @ 2.25 : Load from beam 4 at Support 1(P1) Point load from Panel P1(Right) of Line 1 at @ 3.75(P2*) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up Overstrength 1 4439/5490 0 5490 2 2316/3239 0 3239 USE 3 1/2" x 11 7/8" LSL Design with the seismic load effect with overstrength (Omega = 2.5) Critcal Shear = 4438 LB @0' 1.5xV/(F'v x A)= 0.41 F'v = 388, A = 41.56 Critcal Moment = 18544 LB-FT @3.75' M/(F'b x S)= 0.72 F'b = 3720, S = 82.26 Critical Deflection for TL = -0.367 INCH @ 6 L/240 = 0.625" Critical Deflection for LL = -0.129 INCH @ 6 L/360 = 0.417" 1 2 P1 P2* Moment Shear Deflection 12.5' 29 of 52 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 1 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 BEAM : 13 - FL AT DINING Loads(Downward+) Beam Weight 26 plf from 0 ft to 19 ft Floor Primary: (13+40)(6.2) = (DL=81.2PLF; LL=250PLF) form 4.75 to 19 Roof Rafter: (11+20)(3.8) = (DL=41.2PLF; LLr=75PLF) form 0 to 4.75 Ceiling Joist DL: (4)(5.5) = (DL=22PLF) form 0 to 4.75 Interior Wall: (10)(3.5) = (DL=35PLF) form 4.75 to 15.25 Point load @ 4.75 : Load from beam 8 at Support 2(P1) Point load @ 4.75 : Load from beam 12 at Support 1(P2) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up Overstrength 1 6874/6142 0 6142 2 4729/4224 0 4224 USE 7" x 11 7/8" PSL Design with the seismic load effect with overstrength (Omega = 2.5) Critcal Shear = 5192 LB @0' 1.5xV/(F'v x A)= 0.32 F'v = 290, A = 83.12 Critcal Moment = 24983 LB-FT @7.6' M/(F'b x S)= 0.63 F'b = 2900, S = 164.52 Critical Deflection for TL = -0.889 INCH @ 8.89 L/240 = 0.95" Critical Deflection for LL = -0.358 INCH @ 8.89 L/360 = 0.633" 1 2 P1P2 Moment Shear Deflection 19' BEAM : 14 - FL AT JADU KITCHEN Loads(Downward+) Beam Weight 11.9 plf from 0 ft to 9.75 ft Floor Primary: (13+40)(1.2) = (DL=16.2PLF; LL=50PLF) form 0 to 9.75 Deck Primary: (13+60)(5.5) = (DL=71.5PLF; LLr=330PLF) form 0 to 9.75 Exterior Wall: (15)(9) = (DL=135PLF) form 0 to 9.75 Rafter Vaulted: (13+20)(8.8) = (DL=113.8PLF; LLr=175PLF) form 0 to 9.75 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 4401/3726 0 2 4401/3726 0 USE 3 1/2" x 11 7/8" LSL Critcal Shear = 3549 LB @0' 1.5xV/(F'v x A)= 0.41 F'v = 310, A = 41.56 Critcal Moment = 8645 LB-FT @4.75' M/(F'b x S)= 0.54 F'b = 2325, S = 82.26 Critical Deflection for TL = -0.205 INCH @ 4.75 L/240 = 0.488" Critical Deflection for LL = -0.112 INCH @ 4.75 L/360 = 0.325" 1 2 Moment Shear Deflection 9.75' 30 of 52 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 1 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 BEAM : 15 - FL AT JADU LIVING Loads(Downward+) Beam Weight 11.9 plf from 0 ft to 13.5 ft Roof Primary: (15+20)(2.5) = (DL=37.5PLF; LLr=50PLF) form 0 to 13.5 Exterior Wall: (15)(11~9) = (DL=165~135PLF) form 0 to 2.75 Exterior Wall: (15)(3.5) = (DL=52.5PLF) form 2.75 to 13.5 Point load @ 2.75 : Load from beam 14 at Support 1(P1) Point load from Panel P2(Left) of Line 1 at @ 2.75(P2*) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up Overstrength 1 4774/6630 0 6630 2 1948/2226 0 2226 USE 3 1/2" x 11 7/8" LSL Design with the seismic load effect with overstrength (Omega = 2.5) Critcal Shear = 6629 LB @0' 1.5xV/(F'v x A)= 0.48 F'v = 496, A = 41.56 Critcal Moment = 17346 LB-FT @2.75' M/(F'b x S)= 0.68 F'b = 3720, S = 82.26 Critical Deflection for TL = -0.508 INCH @ 6.23 L/240 = 0.675" Critical Deflection for LL = -0.278 INCH @ 6.23 L/360 = 0.45" 1 2 P1P2* Moment Shear Deflection 13.5' BEAM : 16 - FL AT JADU KITCHEN Loads(Downward+) Beam Weight 11.9 plf from 0 ft to 13.5 ft Exterior Wall: (15)(9) = (DL=135PLF) form 2.75 to 13.5 Roof Primary: (15+20)(5.8) = (DL=86.2PLF; LLr=115PLF) form 2.75 to 13.5 Point load @ 2.75 : Load from beam 14 at Support 2(P1) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 5025/4364 0 2 3153/2829 0 USE 3 1/2" x 11 7/8" LSL Critcal Shear = 3854 LB @0' 1.5xV/(F'v x A)= 0.45 F'v = 310, A = 41.56 Critcal Moment = 10711 LB-FT @4' M/(F'b x S)= 0.67 F'b = 2325, S = 82.26 Critical Deflection for TL = -0.546 INCH @ 6.49 L/240 = 0.675" Critical Deflection for LL = -0.219 INCH @ 6.49 L/360 = 0.45" 1 2 P1 Moment Shear Deflection 13.5' 31 of 52 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 1 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 BEAM : 17 - FL AT BED 1 Loads(Downward+) Beam Weight 11.9 plf from 0 ft to 14 ft Roof Primary: (15+20)(1) = (DL=15PLF; LLr=20PLF) form 0 to 14 Exterior Wall: (15)(9) = (DL=135PLF) form 0 to 14 Floor Primary: (13+40)(0.8) = (DL=10.4PLF; LL=32PLF) form 0 to 14 Point load @ 12.75 : Load from beam 3 at Support 1(P1) Point load @ 1 : Load from beam 4A at Support 1(P3) Point load from Panel P1(Right) of Line 2 at @ 2(P2*) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up Overstrength 1 5672/5447 0 5447 2 1949/1933 0 1933 USE 3 1/2" x 11 7/8" LSL Design with the seismic load effect with overstrength (Omega = 2.5) Critcal Shear = 5447 LB @0' 1.5xV/(F'v x A)= 0.5 F'v = 388, A = 41.56 Critcal Moment = 6080 LB-FT @6.25' M/(F'b x S)= 0.38 F'b = 2325, S = 82.26 Critical Deflection for TL = -0.354 INCH @ 6.74 L/240 = 0.7" Critical Deflection for LL = -0.098 INCH @ 6.74 L/360 = 0.467" 1 2 P1P3P2* Moment Shear Deflection 14' BEAM : 18 - FL AT JADU BED Loads(Downward+) Beam Weight 11.9 plf from 0 ft to 10.5 ft Roof Primary: (15+20)(1) = (DL=15PLF; LLr=20PLF) form 0 to 10.5 Exterior Wall: (15)(9) = (DL=135PLF) form 0 to 10.5 Roof Primary: (15+20)(5.8) = (DL=86.2PLF; LLr=115PLF) form 0.75 to 10.5 Point load @ 0.75 : Load from beam 3 at Support 2(P1) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 2701/2701 0 2 2071/2070 0 USE 3 1/2" x 11 7/8" LSL Critcal Shear = 2700 LB @0' 1.5xV/(F'v x A)= 0.25 F'v = 388, A = 41.56 Critcal Moment = 5591 LB-FT @5' M/(F'b x S)= 0.28 F'b = 2906, S = 82.26 Critical Deflection for TL = -0.149 INCH @ 5.25 L/240 = 0.525" Critical Deflection for LL = -0.054 INCH @ 5.25 L/360 = 0.35" 1 2 P1 Moment Shear Deflection 10.5' 32 of 52 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 1 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 BEAM : 19 - HDR AT JADU LIVING Loads(Downward+) Beam Weight 7.9 plf from 0 ft to 5.25 ft Deck Primary: (13+60)(5.5) = (DL=71.5PLF; LLr=330PLF) form 1.75 to 5.25 Exterior Wall: (15)(2) = (DL=30PLF) form 0 to 5.25 Exterior Wall: (15)(3.5) = (DL=52.5PLF) form 1.75 to 5.25 Point load @ 1.75 : Load from beam 15 at Support 2(P1) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up Overstrength 1 1928/1684 0 1684 2 1808/1638 0 1638 USE 4 x 10 Design with the seismic load effect with overstrength (Omega = 2.5) Critcal Shear = -1637 LB @5.25' 1.5xV/(F'v x A)= 0.42 F'v = 180, A = 32.38 Critcal Moment = 2725 LB-FT @2' M/(F'b x S)= 0.6 F'b = 1080, S = 49.91 Critical Deflection for TL = -0.036 INCH @ 2.5 L/240 = 0.262" Critical Deflection for LL = -0.017 INCH @ 2.5 L/360 = 0.175" 1 2 P1 Moment Shear Deflection 5.25' BEAM : 20 - HDR AT JADU DINING Loads(Downward+) Beam Weight 9.6 plf from 0 ft to 5.25 ft Deck Primary: (13+60)(5.5) = (DL=71.5PLF; LLr=330PLF) form 0 to 3.75 Floor Primary: (13+40)(6.8) = (DL=87.8PLF; LL=270PLF) form 3.75 to 5.25 Exterior Wall: (15)(5.5) = (DL=82.5PLF) form 0 to 3.75 Exterior Wall: (15)(11) = (DL=165PLF) form 3.75 to 5.25 Point load @ 3.75 : Load from beam 16 at Support 2(P1) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 2204/1943 0 2 3598/3169 0 USE 4 x 12 Critcal Shear = -2941 LB @5.25' 1.5xV/(F'v x A)= 0.62 F'v = 180, A = 39.38 Critcal Moment = 3814 LB-FT @3.75' M/(F'b x S)= 0.56 F'b = 1100, S = 73.83 Critical Deflection for TL = -0.024 INCH @ 2.75 L/240 = 0.262" Critical Deflection for LL = -0.011 INCH @ 2.75 L/360 = 0.175" 1 2 P1 Moment Shear Deflection 5.25' 33 of 52 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 1 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 BEAM : 21 - CLG AT ENTRANCE Loads(Downward+) Beam Weight 6.2 plf from 0 ft to 8.25 ft Roof Rafter: (11+20)(2) = (DL=22PLF; LLr=40PLF) form 0 to 8.25 Ceiling Joist DL: (4)(1.3) = (DL=5.3PLF) form 0 to 8.25 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 303/303 0 2 303/303 0 USE 4 x 8 Critcal Shear = 303 LB @0' 1.5xV/(F'v x A)= 0.08 F'v = 225, A = 25.38 Critcal Moment = 625 LB-FT @4' M/(F'b x S)= 0.16 F'b = 1462, S = 30.66 Critical Deflection for TL = -0.043 INCH @ 4 L/240 = 0.412" Critical Deflection for LL = -0.023 INCH @ 4 L/360 = 0.275" 1 2 Moment Shear Deflection 8.25' BEAM : C1 - C.J. 2X6#2 @ 16" O.C. TYP. (MAX L=15'-0") Loads(Downward+) Ceiling Joist: (4+10)(1.3) = (DL=5.3PLF; LLr=13.4PLF) form 0 to 15 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 140/140 0 2 140/140 0 USE 2 x 6 Critcal Shear = 140 LB @0' 1.5xV/(F'v x A)= 0.11 F'v = 225, A = 8.25 Critcal Moment = 525 LB-FT @7.5' M/(F'b x S)= 0.49 F'b = 1682, S = 7.56 Critical Deflection for TL = -0.64 INCH @ 7.5 L/240 = 0.75" Critical Deflection for LL = -0.457 INCH @ 7.5 L/360 = 0.5" 1 2 Moment Shear Deflection 15' 34 of 52 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 1 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 BEAM : F3 - D.J. 2X10#2 @ 16" O.C. TYP. (MAX L=12'- 0") Loads(Downward+) Deck Primary: (13+60)(1.3) = (DL=17.4PLF; LLr=80.1PLF) form 0 to 12 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 585/585 0 2 585/585 0 USE 2 x 10 Critcal Shear = 584 LB @0' 1.5xV/(F'v x A)= 0.35 F'v = 180, A = 13.88 Critcal Moment = 1754 LB-FT @6' M/(F'b x S)= 0.86 F'b = 1138, S = 21.39 Critical Deflection for TL = -0.287 INCH @ 6 L/240 = 0.6" Critical Deflection for LL = -0.236 INCH @ 6 L/360 = 0.4" 1 2 Moment Shear Deflection 12' BEAM : R1 - R.R. 2X6#2 @ 16" O.C. TYP. (MAX L=12'-0") Loads(Downward+) Roof Rafter: (11+20)(1.3) = (DL=14.7PLF; LLr=26.7PLF) form 0 to 12 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 248/248 0 2 248/248 0 USE 2 x 6 Critcal Shear = 248 LB @0' 1.5xV/(F'v x A)= 0.2 F'v = 225, A = 8.25 Critcal Moment = 744 LB-FT @6' M/(F'b x S)= 0.7 F'b = 1682, S = 7.56 Critical Deflection for TL = -0.58 INCH @ 6 L/240 = 0.6" Critical Deflection for LL = -0.374 INCH @ 6 L/360 = 0.4" 1 2 Moment Shear Deflection 12' 35 of 52 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 1 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 BEAM : R1A - R.R. 2X6#2 @ 16" O.C. W/ PURLIN Loads(Downward+) Roof Rafter: (11+20)(1.3) = (DL=14.7PLF; LLr=26.7PLF) form 0 to 13.5 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 25/25 0 2 381/382 0 3 152/152 0 USE 2 x 6 Critcal Shear = 220 LB @4.5' 1.5xV/(F'v x A)= 0.18 F'v = 225, A = 8.25 Critcal Moment = -306 LB-FT @4.5' M/(F'b x S)= 0.29 F'b = 1682, S = 7.56 Critical Deflection for TL = -0.101 INCH @ 9.5 L/240 = 0.45" Critical Deflection for LL = -0.065 INCH @ 9.5 L/360 = 0.3" 1 2 3 Moment Shear Deflection 4.5'9' BEAM : R2 - R.R. 2X10#2 @ 16" O.C. Loads(Downward+) Rafter Vaulted: (13+20)(1.3) = (DL=17.4PLF; LLr=26.7PLF) form 0 to 13.5 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 297/297 0 2 297/297 0 USE 2 x 10 Critcal Shear = 297 LB @0' 1.5xV/(F'v x A)= 0.14 F'v = 225, A = 13.88 Critcal Moment = 1003 LB-FT @6.75' M/(F'b x S)= 0.39 F'b = 1423, S = 21.39 Critical Deflection for TL = -0.208 INCH @ 6.75 L/240 = 0.675" Critical Deflection for LL = -0.126 INCH @ 6.75 L/360 = 0.45" 1 2 Moment Shear Deflection 13.5' 36 of 52 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 (allowable) P(allowable) = 14,500 # FOUNDATION - 2-STORY 45𝑜 37 of 52 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 2' - 0"Square x 24" Deep Concrete Pad With 3-#4 Each way BEAM NO. BM#9+11 Support 1 P =13,856 # Use 2' - 6"Square x 24" Deep Concrete Pad With 3-#5 Each way PAD SCHEDULE 38 of 52 1834 W Third St & #2,33/21/2025 1Y 1X 1 2 A B AD U R O O F S H E A R W A L L L A Y O U T 39 of 52 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE ADU 1834 W.3RD ST, UNIT 3, SANTA ANA, CA 92703 SECTION: 1X WIND PARAMETERS PER ASCE7-16, CHAPTER 27, MWFRS BUILDINGS OF ALL HEIGHTS: SEISMIC PARAMETERS PER ASCE7-16, CHAPTER 12.8, ELF PROCEDURE: ROOF 113.4 PLF SEISMIC GOVERN 40 of 52 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE ADU 1834 W.3RD ST, UNIT 3, SANTA ANA, CA 92703 Job#: 240051 Date: 7/17/2024 PLAN: 2 CODE: CBC 2022 SECTION: 1Y Number of Story: 1 Section width: 45(ft)Section length: 19(ft) Base height: 0.5(ft)Slope roof height: 13.5(ft)Gable mean roof height: 11.5(ft) WIND PARAMETERS PER ASCE7-16, CHAPTER 27, MWFRS BUILDINGS OF ALL HEIGHTS: Wind speed = 110, Wind exposure = C, Wind importance factor Iw = 1 Coefficients: Kd = 0.85, Kzt = 1, G = 0.85, Gcpi = +/-0.18, omega = 1 B = 45(ft), L = 19(ft), H = 12(ft)-->L/B = 0.42, H/L = 0.63 Wall coefficient: Cpw = 0.8, Cpl = -0.5, Roof coefficient: Cpw = (0.16;-0.32), Cpl = -0.6 Wind exposure = C-->anpha = 9.5, zg = 900 Kz = 2.01*(15/zg)^(2/anpha)qz = 0.00256*Kz*Kzt*Kd*V^2*Iw P = G(Cpw*qz+Cpl*qh) WIND LOAD: SEISMIC PARAMETERS PER ASCE7-16, CHAPTER 12.8, ELF PROCEDURE: Light frame wood-->Ry = 6.5, Site class :D, SDS = 2FaSs/3 =1.17, SD1 = 2FvS1/3 =0, Seismic design category: D, I = 1, 0.7*V = 0.7*SDS*I*W/Ry = 0.7*1.17*1*W/6.5 = 0.126*W Total Seismic Load = 64.26 = 64.26 PLF Redistrib: 510*9 = 4590 PLFxFT DIAPHRAGM & CHORD FORCE PER ASCE07-16 SECTION 12.10 ROOF DIAPHRAGM Max shear = 91.8 x 45 / (2 x 19) = 108.71 PLF Use: 15/32" apa rated unblock 32/16 w/8d common nails at 6", 6", 12" o.c. Chord force = 91.8 x 45^2 / (8 x 19) = 1222.99 LBS Splice w/ min. (7) 16d sinker nails each side of splice at 8" o.c. (standard construction) (z, Kz, qz, P): (15, 0.85, 22.35, 24.7) ROOF Roof = 15*19 = 285 PLF Wall = 15*2*4.5 + 10*2*4.5 = 225 PLF Shear = 0.126(285+225) = 0.126*510 = 64.26 PLF Plate height: ROOF = 9(ft) SHEAR ROOF = 64.26*510*9/4590 = 64.26 PLF SHEAR ROOF = 0.6*W = 105.49(plf) ROOF 105.49 PLF WIND GOVERN 41 of 52 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W MA I N H O U S E AD U 18 3 4 W. 3 R D S T , UN I T 3 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 2 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 2 9 " | 4 * d * 1 . 4 = 1 . 6 4 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " 5. 2 5 3. 7 5 3. 7 5 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n HD U 2 HD U 2 Po s t S i z e 4x 4 4x 4 Te n s i o n ( k i p s ) 3. 1 3. 1 Co m . ( k i p s ) 2. 9 2. 9 Ri g h t S i d e Ho l d D o w n HD U 2 HD U 2 Po s t S i z e 4x 4 4x 4 Te n s i o n ( k i p s ) 3. 1 3. 1 Co m . ( k i p s ) 2. 9 2. 9 An c h o r B o l t 5/ 8 " x 1 2 " [2 ] [2 ] sp a c e d e q u a l l y P2 6. 5 0 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P1 LI N E 1 ( D i r e c t i o n : Y ) @ F I R S T F L O O R | W i n d : 2 3 7 4 l b s | S e i s m i c : 1 8 8 0 l b s | S h e a r P a n e l T y p e : B | ( þ = 1 . 3 ) To t a l L e n g t h = 1 9 . 2 5 f t | T o t a l S h e a r W a l l L e n g t h = 7 . 5 f t | S h e a r D i a p h r a g m = 1 2 3 p l f | D e s i g n S h e a r W a l l = 3 8 0 p l f ( W i n d ) / 3 0 1 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 1 / 1 . 2 ) + P 2 ( 1 / 1 . 2 ) = 2 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 1 . 4 / 1 . 7 ) + P 2 ( 1 . 4 / 1 . 7 ) = 2 . 8 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 72 5 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 42 of 52 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W MA I N H O U S E AD U 18 3 4 W. 3 R D S T , UN I T 3 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 2 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 1 3 " | 4 * d * 1 . 4 = 0 . 7 2 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " 8. 5 0 8. 0 0 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n HD U 2 Po s t S i z e 4x 4 Te n s i o n ( k i p s ) 2. 5 Co m . ( k i p s ) 2. 9 Ri g h t S i d e Ho l d D o w n HD U 2 Po s t S i z e 4x 4 Te n s i o n ( k i p s ) 2. 5 Co m . ( k i p s ) 2. 9 An c h o r B o l t 5/ 8 " x 1 2 " [2 ] sp a c e d e q u a l l y Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e 2. 2 5 Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P1 LI N E 2 ( D i r e c t i o n : Y ) @ F I R S T F L O O R | W i n d : 2 3 7 4 l b s | S e i s m i c : 1 8 8 0 l b s | S h e a r P a n e l T y p e : B | ( þ = 1 . 3 ) To t a l L e n g t h = 1 8 . 7 5 f t | T o t a l S h e a r W a l l L e n g t h = 8 f t | S h e a r D i a p h r a g m = 1 2 7 p l f | D e s i g n S h e a r W a l l = 2 9 7 p l f ( W i n d ) / 2 3 5 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 2 . 6 / 2 . 6 ) = 2 . 6 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 3 . 6 / 3 . 6 ) = 3 . 6 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 13 6 1 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 43 of 52 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W MA I N H O U S E AD U 18 3 4 W. 3 R D S T , UN I T 3 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 2 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 1 " | 4 * d * 1 . 4 = 0 . 5 3 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " 9. 7 5 8. 0 0 5. 2 5 7. 2 5 4. 0 0 4. 0 0 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n HD U 2 Po s t S i z e 4x 4 Te n s i o n ( k i p s ) 1. 4 Co m . ( k i p s ) 2. 3 Ri g h t S i d e Ho l d D o w n HD U 2 Po s t S i z e 4x 4 Te n s i o n ( k i p s ) 1. 4 Co m . ( k i p s ) 2. 3 An c h o r B o l t 5/ 8 " x 1 2 " [2 ] sp a c e d e q u a l l y 2. 2 5 2. 2 5 2. 5 0 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P1 LI N E A ( D i r e c t i o n : X ) @ F I R S T F L O O R | W i n d : 8 2 0 l b s | S e i s m i c : 1 4 0 0 l b s | S h e a r P a n e l T y p e : A | ( þ = 1 . 3 ) To t a l L e n g t h = 4 5 . 2 5 f t | T o t a l S h e a r W a l l L e n g t h = 8 f t | S h e a r D i a p h r a g m = 3 4 p l f | D e s i g n S h e a r W a l l = 1 0 3 p l f ( W i n d ) / 1 7 5 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 1 . 8 / 1 . 8 ) = 1 . 8 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 2 . 5 / 2 . 5 ) = 2 . 5 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 33 2 -93 5 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 44 of 52 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W MA I N H O U S E AD U 18 3 4 W. 3 R D S T , UN I T 3 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 2 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 1 " | 4 * d * 1 . 4 = 0 . 5 3 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " 5. 5 0 8. 0 0 6. 2 5 6. 2 5 3. 2 5 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n HD U 2 Po s t S i z e 4x 4 Te n s i o n ( k i p s ) 1. 4 Co m . ( k i p s ) 2. 3 Ri g h t S i d e Ho l d D o w n HD U 2 Po s t S i z e 4x 4 Te n s i o n ( k i p s ) 1. 4 Co m . ( k i p s ) 2. 3 An c h o r B o l t 5/ 8 " x 1 2 " [2 ] sp a c e d e q u a l l y 6. 2 5 6. 5 0 3. 2 5 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P1 LI N E B ( D i r e c t i o n : X ) @ F I R S T F L O O R | W i n d : 8 2 0 l b s | S e i s m i c : 1 4 0 0 l b s | S h e a r P a n e l T y p e : A | ( þ = 1 . 3 ) To t a l L e n g t h = 4 5 . 2 5 f t | T o t a l S h e a r W a l l L e n g t h = 8 f t | S h e a r D i a p h r a g m = 3 4 p l f | D e s i g n S h e a r W a l l = 1 0 3 p l f ( W i n d ) / 1 7 5 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 1 . 8 / 1 . 8 ) = 1 . 8 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 2 . 5 / 2 . 5 ) = 2 . 5 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 18 7 -10 8 0 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 45 of 52 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE ADU 1834 W.3RD ST, UNIT 3, SANTA ANA, CA 92703 Job#: 240051 Date: 7/17/2024 PLAN: 2 CODE: CBC 2022 Shear Wall (X-X Direction) Line Story Section Span Wind Seismic Added V (lb)H L v Type ###(ft)(plf)(plf)Wind Seismic (ft)(ft)(plf) A 1 1X 19 86 113 9 8 175 A B 1 1X 19 86 113 9 8 175 A SUMMARY SHEAR WALL V2 = Seismic*Span/2 + Added Vseismic Line shear V = Maximum(V1;V2) V1 = Wind*Span/2 + Added Vwind v(plf) = V/L 46 of 52 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE ADU 1834 W.3RD ST, UNIT 3, SANTA ANA, CA 92703 Job#: 240051 Date: 7/17/2024 PLAN: 2 CODE: CBC 2022 Shear Wall (Y-Y Direction) Line Story Section Span Wind Seismic Added V (lb)H L v Type ###(ft)(plf)(plf)Wind Seismic (ft)(ft)(plf) 1 1 1Y 45 105 64 9 6.25 380 B 2 1 1Y 45 105 64 9 8 297 B v(plf) = V/L Line shear V = Maximum(V1;V2) SUMMARY SHEAR WALL V1 = Wind*Span/2 + Added Vwind V2 = Seismic*Span/2 + Added Vseismic 47 of 52 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE ADU 1834 W.3RD ST, UNIT 3, SANTA ANA, CA 92703 Job#: 240051 Date: 7/17/2024 PLAN: 2 CODE: CBC 2022 Wall Sec.Sto.Wind Seismic Span Offset Wind Seismic (#)(#)(#)v_(plf)v_(plf)(ft)(ft)V_(lb)V_(lb) 1 :Wind = 2374(lb), Seismic = 1880(lb) 1 1Y 1 105.5 64.3 45 2374 1446 l---------------45.0(ft)---------------l 2 :Wind = 2374(lb), Seismic = 1880(lb) 2 1Y 1 105.5 64.3 45 2374 1446 l---------------45.0(ft)---------------l A :Wind = 820(lb), Seismic = 1400(lb) A 1X 1 86.3 113.4 19 820 1077 l---------------19.0(ft)---------------l B :Wind = 820(lb), Seismic = 1400(lb) B 1X 1 86.3 113.4 19 820 1077 l---------------19.0(ft)---------------l #N/A #N/A #N/A #N/A #N/A #N/A Description V_(lb)=v_(plf)*Span*Span/2/(Span+Offset) LATERAL p Factor: X Direction: p=1.3; Y Direction: p=1.3 48 of 52 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 2 Dong Engineering Inc. NEW MAIN HOUSE & ADU 1834 W.3RD ST, UNIT 3, SANTA ANA, CA 92703 BEAM : 1 - DROP AT ENTRANCE Loads(Downward+) Beam Weight 6.2 plf from 0 ft to 9.75 ft Roof Primary: (15+20)(4.8) = (DL=71.2PLF; LLr=95PLF) form 0 to 9.75 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 841/841 0 2 841/841 0 USE 4 x 8 Critcal Shear = 840 LB @0' 1.5xV/(F'v x A)= 0.22 F'v = 225, A = 25.38 Critcal Moment = 2047 LB-FT @4.75' M/(F'b x S)= 0.55 F'b = 1462, S = 30.66 Critical Deflection for TL = -0.197 INCH @ 5 L/240 = 0.488" Critical Deflection for LL = -0.109 INCH @ 5 L/360 = 0.325" 1 2 Moment Shear Deflection 9.75' BEAM : 2 - HDR AT BED Loads(Downward+) Beam Weight 6.2 plf from 0 ft to 6 ft Roof Primary: (15+20)(11.5) = (DL=172.5PLF; LLr=230PLF) form 0 to 6 Exterior Wall: (15)(2) = (DL=30PLF) form 0 to 6 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 1316/1316 0 2 1316/1316 0 USE 4 x 8 Critcal Shear = 1316 LB @0' 1.5xV/(F'v x A)= 0.34 F'v = 225, A = 25.38 Critcal Moment = 1974 LB-FT @3' M/(F'b x S)= 0.53 F'b = 1462, S = 30.66 Critical Deflection for TL = -0.072 INCH @ 3 L/240 = 0.3" Critical Deflection for LL = -0.038 INCH @ 3 L/360 = 0.2" 1 2 Moment Shear Deflection 6' 49 of 52 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 2 Dong Engineering Inc. NEW MAIN HOUSE & ADU 1834 W.3RD ST, UNIT 3, SANTA ANA, CA 92703 BEAM : C1 - C.J. 2X6#2 @ 16" O.C. TYP. (MAX L=15'-0") Loads(Downward+) Ceiling Joist: (4+10)(1.3) = (DL=5.3PLF; LLr=13.4PLF) form 0 to 15 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 140/140 0 2 140/140 0 USE 2 x 6 Critcal Shear = 140 LB @0' 1.5xV/(F'v x A)= 0.11 F'v = 225, A = 8.25 Critcal Moment = 525 LB-FT @7.5' M/(F'b x S)= 0.49 F'b = 1682, S = 7.56 Critical Deflection for TL = -0.64 INCH @ 7.5 L/240 = 0.75" Critical Deflection for LL = -0.457 INCH @ 7.5 L/360 = 0.5" 1 2 Moment Shear Deflection 15' BEAM : C2 - C.J. 2X8#2 @ 16" O.C. TYP. (MAX L=20'-0") Loads(Downward+) Ceiling Joist: (4+10)(1.3) = (DL=5.3PLF; LLr=13.4PLF) form 0 to 20 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 187/187 0 2 187/187 0 USE 2 x 8 Critcal Shear = 186 LB @0' 1.5xV/(F'v x A)= 0.11 F'v = 225, A = 10.88 Critcal Moment = 934 LB-FT @10' M/(F'b x S)= 0.55 F'b = 1552, S = 13.14 Critical Deflection for TL = -0.883 INCH @ 10 L/240 = 1" Critical Deflection for LL = -0.631 INCH @ 10 L/360 = 0.667" 1 2 Moment Shear Deflection 20' 50 of 52 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 2 Dong Engineering Inc. NEW MAIN HOUSE & ADU 1834 W.3RD ST, UNIT 3, SANTA ANA, CA 92703 BEAM : R1 - R.R. 2X6#2 @ 16" O.C. TYP. (MAX L=12'-0") Loads(Downward+) Roof Rafter: (11+20)(1.3) = (DL=14.7PLF; LLr=26.7PLF) form 0 to 12 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 248/248 0 2 248/248 0 USE 2 x 6 Critcal Shear = 248 LB @0' 1.5xV/(F'v x A)= 0.2 F'v = 225, A = 8.25 Critcal Moment = 744 LB-FT @6' M/(F'b x S)= 0.7 F'b = 1682, S = 7.56 Critical Deflection for TL = -0.58 INCH @ 6 L/240 = 0.6" Critical Deflection for LL = -0.374 INCH @ 6 L/360 = 0.4" 1 2 Moment Shear Deflection 12' 51 of 52 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE ADU 1834 W.3RD ST, UNIT 3, SANTA ANA, CA 92703 Job#: 240051 Date: 7/17/2024 PLAN: 2 CODE: CBC 2022 2900 psf Trib Trib Wall Height DL(psf)LL(psf)roof(ft)DL(psf)LL(psf)floor(ft)DL(psf)wall(ft) 15 20 11.5 15 9 Roof:(DL+LL)(Trib) =402.5 plf Floor:(DL+LL)(Trib) =0 plf Wall:DL (Height)=135 plf 537.5 plf 537.5 /(12"/12)=537.5 psf< 2900 psf P(allowable) P(allowable) = 8,700 # 18 in FOUNDATION - 1-STORY Allowable soil bearing value: Roof Floor use 12" wide cont. ftg w/ 2-#4 top & bott. 45𝑜 52 of 52 1834 W Third St & #2,33/21/2025 Dong Engineering, Inc. 7661 GARDEN GROVE BLVD. , GARDEN GROVE, CA 92841 Office: (714) 617-5979 Email: info@dongengineering.com DATE:7/17/2024 CLIENT: JOB NO.:240051 Project: NEW MAIN HOUSE & ADU STRUCTURAL CALCULATIONS FOR THE BUILDING AT: 1834 W.3RD ST, SANTA ANA, CA 92703 Page 1 of 57 1834 W Third St & #2,33/21/2025 Job#:240051 Date: ROOF:SHINGLE ROOF (VAULTED):SHINGLE Slope 6:12 Slope 6:12 Live Load 20 psf Live Load 20 psf Roof'g Material 3.0 psf Roof'g Material 3.0 psf Sheathing 2.0 psf Sheathing 2.0 psf Trusses / Rafters 2.0 psf Trusses / Rafters 2.0 psf Ceiling Joists 2.0 psf Drywall 2.0 psf Drywall 2.0 psf Sprinkler 0.5 psf Sprinkler 0.5 psf Solar 3.0 psf Solar 3.0 psf Miscellaneous 0.5 psf Miscellaneous 0.5 psf Total D.L.15 psf Total D.L.13.0 psf Total Load 35 psf Total Load 33 psf FLOOR:Without Lt. Wt. CONC.DECK: Live Load 40 psf Live Load 60 psf Floor Material 3.0 psf Floor Material 3.0 psf Sheathing 3.0 psf Sheathing 3.0 psf Floor Joist 3.0 psf Floor Joist 3.0 psf Sprinkler 0.5 psf Sprinkler 0.5 psf Miscellaneous 0.5 psf Miscellaneous 0.5 psf Drywall 3.0 psf Drywall 3.0 psf Total D.L.13 psf Total D.L.13 psf Total Load 53 psf Total Load 73 psf LOADING CONDITIONS 7/10/2024 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 Page 2 of 57 1834 W Third St & #2,33/21/2025 EXTERIOR WALL:INTERIOR WALL: EXTERIOR:9 DRYWALL:3 DRYWALL:3.0 DRYWALL:3.0 STUDS:2.0 STUDS:2.0 MISC.:1.0 MISC.:2.0 DL=15.0 PSF DL=10.0 PSF REVISIONS: 1 Sheets:Date: Init:Remark: 2 Sheets:Date: Init:Remark: 3 Sheets:Date: Init:Remark: 4 Sheets:Date: Init:Remark: 5 Sheets:Date: Init:Remark: 6 Sheets:Date: Init:Remark: Page 3 of 57 1834 W Third St & #2,33/21/2025 1Y 1X 1 2 A B MAIN HOUSE - JADU ROOF SHEARWALL LAYOUT Page 4 of 57 1834 W Third St & #2,33/21/2025 1Y 1X 3 4 5 C D E MAIN HOUSE - JADU FLOOR SHEARWALL LAYOUT Page 5 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 Job#: 240051 Date: 7/17/2024 PLAN: 1 CODE: CBC 2022 SECTION: 1X Number of Story: 2 Section width: 39(ft)Section length: 33(ft) Base height: 0.5(ft)Slope roof height: 25.5(ft)Gable mean roof height: 22.5(ft) WIND PARAMETERS PER ASCE7-16, CHAPTER 27, MWFRS BUILDINGS OF ALL HEIGHTS: Wind speed = 110, Wind exposure = C, Wind importance factor Iw = 1 Coefficients: Kd = 0.85, Kzt = 1, G = 0.85, Gcpi = +/-0.18, omega = 1 B = 39(ft), L = 33(ft), H = 23(ft)-->L/B = 0.85, H/L = 0.7 Wall coefficient: Cpw = 0.8, Cpl = -0.5 Wind exposure = C-->anpha = 9.5, zg = 900 Kz = 2.01*(15/zg)^(2/anpha)qz = 0.00256*Kz*Kzt*Kd*V^2*Iw P = G(Cpw*qz+Cpl*qh) WIND LOAD: SEISMIC PARAMETERS PER ASCE7-16, CHAPTER 12.8, ELF PROCEDURE: Light frame wood-->Rx = 6.5, Site class :D, SDS = 2FaSs/3 =1.17, SD1 = 2FvS1/3 =0, Seismic design category: D, I = 1, 0.7*V = 0.7*SDS*I*W/Rx = 0.7*1.17*1*W/6.5 = 0.126*W Total Seismic Load = 90.72 + 118.31 = 209.03 PLF Redistrib: 720*19 + 939*9 = 22131 PLFxFT DIAPHRAGM & CHORD FORCE PER ASCE07-16 SECTION 12.10 ROOF DIAPHRAGM Max shear = 184.59 x 39 / (2 x 33) = 109.08 PLF Use: 15/32" apa rated unblock 32/16 w/8d common nails at 6", 6", 12" o.c. Chord force = 184.59 x 39^2 / (8 x 33) = 1063.49 LBS Splice w/ min. (6) 16d sinker nails each side of splice at 8" o.c. (standard construction) FIRST FLOOR DIAPHRAGM Max shear = 124.96 x 39 / (2 x 33) = 73.84 PLF Use: 23/32" apa rated unblock w/10d common nails at 6", 6", 12" o.c. Chord force = 124.96 x 39^2 / (8 x 33) = 719.94 LBS Splice w/ min. (4) 16d sinker nails each side of splice at 8" o.c. (standard construction) (z, Kz, qz, P): (23, 0.93, 24.46, 27.07); (19.5, 0.9, 23.62, 26.5); (15, 0.85, 22.35, 25.64) ROOF Roof = 15*33 = 495 PLF Wall = 15*2*4.5 + 10*2*4.5 = 225 PLF Shear = 0.126(495+225) = 0.126*720 = 90.72 PLF FIRST FLOOR Roof + Floor = 15*7 + 13*33 = 534 PLF Wall = 15*2*4.5 + 15*2*4.5 + 10*2*4.5 + 10*1*4.5 = 405 PLF Shear = 0.126(534+405) = 0.126*939 = 118.31 PLF Plate height: ROOF = 19(ft); FIRST FLOOR = 9(ft) SHEAR ROOF = 209.03*720*19/22131 = 129.21 PLF SHEAR FIRST FLOOR = 209.03*939*9/22131 = 79.82 PLF SHEAR ROOF = 0.6*W = 128.3(plf) SHEAR FIRST FLOOR = 0.6*W = 153.84(plf) ROOF FIRST FLOOR 129.21 PLF 153.84 PLF SEISMIC GOVERN WIND GOVERN Page 6 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 Job#: 240051 Date: 7/17/2024 PLAN: 1 CODE: CBC 2022 SECTION: 1Y Number of Story: 2 Section width: 33(ft)Section length: 39(ft) Base height: 0.5(ft)Slope roof height: 25.5(ft)Gable mean roof height: 22.5(ft) WIND PARAMETERS PER ASCE7-16, CHAPTER 27, MWFRS BUILDINGS OF ALL HEIGHTS: Wind speed = 110, Wind exposure = C, Wind importance factor Iw = 1 Coefficients: Kd = 0.85, Kzt = 1, G = 0.85, Gcpi = +/-0.18, omega = 1 B = 33(ft), L = 39(ft), H = 23(ft)-->L/B = 1.18, H/L = 0.59 Wall coefficient: Cpw = 0.8, Cpl = -0.46, Roof coefficient: Cpw = (0.17;-0.3), Cpl = -0.6 Wind exposure = C-->anpha = 9.5, zg = 900 Kz = 2.01*(15/zg)^(2/anpha)qz = 0.00256*Kz*Kzt*Kd*V^2*Iw P = G(Cpw*qz+Cpl*qh) WIND LOAD: SEISMIC PARAMETERS PER ASCE7-16, CHAPTER 12.8, ELF PROCEDURE: Light frame wood-->Ry = 6.5, Site class :D, SDS = 2FaSs/3 =1.17, SD1 = 2FvS1/3 =0, Seismic design category: D, I = 1, 0.7*V = 0.7*SDS*I*W/Ry = 0.7*1.17*1*W/6.5 = 0.126*W Total Seismic Load = 102.06 + 138.98 = 241.04 PLF Redistrib: 810*19 + 1103*9 = 25317 PLFxFT DIAPHRAGM & CHORD FORCE PER ASCE07-16 SECTION 12.10 ROOF DIAPHRAGM Max shear = 209.33 x 33 / (2 x 39) = 88.56 PLF Use: 15/32" apa rated unblock 32/16 w/8d common nails at 6", 6", 12" o.c. Chord force = 209.33 x 33^2 / (8 x 39) = 730.64 LBS Splice w/ min. (4) 16d sinker nails each side of splice at 8" o.c. (standard construction) FIRST FLOOR DIAPHRAGM Max shear = 142.27 x 33 / (2 x 39) = 60.19 PLF Use: 23/32" apa rated unblock w/10d common nails at 6", 6", 12" o.c. Chord force = 142.27 x 33^2 / (8 x 39) = 496.58 LBS Splice w/ min. (3) 16d sinker nails each side of splice at 8" o.c. (standard construction) (z, Kz, qz, P): (26, 0.95, 25.09, 26.75); (19.5, 0.9, 23.62, 25.74); (15, 0.85, 22.35, 24.88) ROOF Roof = 15*36 = 540 PLF Wall = 15*2*4.5 + 10*3*4.5 = 270 PLF Shear = 0.126(540+270) = 0.126*810 = 102.06 PLF FIRST FLOOR Roof + Floor = 15*11.5 + 13*33.5 = 608 PLF Wall = 15*2*4.5 + 15*2*4.5 + 10*3*4.5 + 10*2*4.5 = 495 PLF Shear = 0.126(608+495) = 0.126*1103 = 138.98 PLF Plate height: ROOF = 19(ft); FIRST FLOOR = 9(ft) SHEAR ROOF = 241.04*810*19/25317 = 146.53 PLF SHEAR FIRST FLOOR = 241.04*1103*9/25317 = 94.51 PLF SHEAR ROOF = 0.6*W = 133.71(plf) SHEAR FIRST FLOOR = 0.6*W = 149.28(plf) ROOF FIRST FLOOR 146.53 PLF 149.28 PLF SEISMIC GOVERN WIND GOVERN Page 7 of 57 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W M A I N H O U S E & J A D U 18 3 4 W . 3 R D S T , U N I T 2 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 0 5 " | 4 * d * 1 . 4 = 0 . 2 6 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " 3. 5 0 7. 2 5 4. 0 0 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n (2 ) C S 1 6 (2 ) C S 1 6 Po s t S i z e 2- 2 x 4 2- 2 x 4 Te n s i o n ( k i p s ) 1. 9 1. 9 Co m . ( k i p s ) 2. 7 2. 4 Ri g h t S i d e Ho l d D o w n (2 ) C S 1 6 (2 ) C S 1 6 Po s t S i z e 2- 2 x 4 2- 2 x 4 Te n s i o n ( k i p s ) 1. 9 1. 9 Co m . ( k i p s ) 2. 7 2. 4 8. 5 0 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e 6. 0 0 Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P1 P2 LI N E 1 ( D i r e c t i o n : Y ) @ S E C O N D F L O O R | W i n d : 2 2 0 7 l b s | S e i s m i c : 2 4 1 8 l b s | S h e a r P a n e l T y p e : B | ( þ = 1 ) To t a l L e n g t h = 2 9 . 2 5 f t | T o t a l S h e a r W a l l L e n g t h = 1 1 . 2 5 f t | S h e a r D i a p h r a g m = 1 1 8 p l f | D e s i g n S h e a r W a l l = 2 0 4 p l f ( W i n d ) / 2 2 4 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 2 . 3 / 2 . 3 ) + P 2 ( 1 . 1 / 1 . 3 ) = 3 . 4 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 3 . 2 / 3 . 2 ) + P 2 ( 1 . 6 / 1 . 8 ) = 4 . 8 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 11 2 2 -24 8 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 Page 8 of 57 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W M A I N H O U S E & J A D U 18 3 4 W . 3 R D S T , U N I T 2 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 0 3 " | 4 * d * 1 . 4 = 0 . 1 9 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " 1. 2 5 14 . 2 5 5. 7 5 10 . 2 5 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n (1 ) C S 1 6 Po s t S i z e 2x 4 Te n s i o n ( k i p s ) 1. 1 Co m . ( k i p s ) 2. 7 Ri g h t S i d e Ho l d D o w n (1 ) C S 1 6 Po s t S i z e 2x 4 Te n s i o n ( k i p s ) 1. 1 Co m . ( k i p s ) 2. 7 5. 2 5 2. 2 5 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e | B : S i m p s o n S T 6 2 2 4 ( 2 5 0 6 L B ) - A l t t w o r o w ( 6 ) # 1 6 e a . s i d e o f s p l i c e Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P1 LI N E 2 ( D i r e c t i o n : Y ) @ S E C O N D F L O O R | W i n d : 2 2 0 7 l b s | S e i s m i c : 2 4 1 8 l b s | S h e a r P a n e l T y p e : A | ( þ = 1 ) To t a l L e n g t h = 3 9 f t | T o t a l S h e a r W a l l L e n g t h = 1 4 . 2 5 f t | S h e a r D i a p h r a g m = 8 9 p l f | D e s i g n S h e a r W a l l = 1 5 5 p l f ( W i n d ) / 1 7 0 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 3 . 1 / 3 . 1 ) = 3 . 1 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 4 . 4 / 4 . 4 ) = 4 . 4 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 11 1 -20 8 1 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 Page 9 of 57 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W M A I N H O U S E & J A D U 18 3 4 W . 3 R D S T , U N I T 2 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 2 3 " | 4 * d * 1 . 4 = 1 . 2 8 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " Dr a g L o a d I n c r e a s e d 2 5 % P e r A S C E 7 - 1 6 S e c t i o n 1 2 . 3 . 4 14 . 0 0 6. 0 0 4. 5 0 5. 5 0 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n HD U 2 HD U 2 Po s t S i z e 4x 4 4x 4 Te n s i o n ( k i p s ) 2. 8 2. 9 Co m . ( k i p s ) 3. 3 3. 3 Ri g h t S i d e Ho l d D o w n HD U 2 HD U 2 Po s t S i z e 4x 4 4x 4 Te n s i o n ( k i p s ) 2. 8 2. 9 Co m . ( k i p s ) 3. 3 3. 3 An c h o r B o l t 5/ 8 " x 1 2 " [2 ] [2 ] sp a c e d e q u a l l y 8. 0 0 P2 5. 5 0 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e | B : S i m p s o n S T 6 2 2 4 ( 2 5 0 6 L B ) - A l t t w o r o w ( 6 ) # 1 6 e a . s i d e o f s p l i c e C: S i m p s o n M S T 4 8 ( 3 7 6 0 L B ) - A l t t w o r o w ( 9 ) # 1 6 E a . s i d e o f s p l i c e 6. 5 0 Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P1 LI N E 3 ( D i r e c t i o n : Y ) @ F I R S T F L O O R | W i n d : 3 6 6 3 l b s | S e i s m i c : 3 3 3 9 l b s | S h e a r P a n e l T y p e : B | ( þ = 1 ) To t a l L e n g t h = 5 0 f t | T o t a l S h e a r W a l l L e n g t h = 1 1 . 5 f t | S h e a r D i a p h r a g m = 9 8 p l f | D e s i g n S h e a r W a l l = 3 1 9 p l f ( W i n d ) / 2 9 0 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 1 . 9 / 1 . 9 ) + P 2 ( 1 . 8 / 1 . 8 ) = 3 . 7 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 2 . 7 / 2 . 7 ) + P 2 ( 2 . 5 / 2 . 5 ) = 5 . 2 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 25 1 6 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 Page 10 of 57 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W M A I N H O U S E & J A D U 18 3 4 W . 3 R D S T , U N I T 2 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 0 7 " | 4 * d * 1 . 4 = 0 . 3 7 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " 11 . 2 5 11 . 2 5 25 . 7 5 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n HD U 2 Po s t S i z e 4x 4 Te n s i o n ( k i p s ) 2. 2 Co m . ( k i p s ) 2. 4 Ri g h t S i d e Ho l d D o w n HD U 2 Po s t S i z e 4x 4 Te n s i o n ( k i p s ) 2. 2 Co m . ( k i p s ) 2. 4 An c h o r B o l t 5/ 8 " x 1 2 " [3 ] sp a c e d e q u a l l y Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P1 LI N E 4 ( D i r e c t i o n : Y ) @ F I R S T F L O O R | W i n d : 2 9 8 6 l b s | S e i s m i c : 1 8 9 0 l b s | S h e a r P a n e l T y p e : B | ( þ = 1 ) To t a l L e n g t h = 4 8 . 2 5 f t | T o t a l S h e a r W a l l L e n g t h = 1 1 . 2 5 f t | S h e a r D i a p h r a g m = 6 2 p l f | D e s i g n S h e a r W a l l = 2 6 5 p l f ( W i n d ) / 1 6 8 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 3 . 6 / 3 . 6 ) = 3 . 6 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 5 / 5 ) = 5 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 69 6 -15 9 4 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 Page 11 of 57 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W M A I N H O U S E & J A D U 18 3 4 W . 3 R D S T , U N I T 2 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 2 " | 4 * d * 1 . 4 = 1 . 1 5 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " Dr a g L o a d I n c r e a s e d 2 5 % P e r A S C E 7 - 1 6 S e c t i o n 1 2 . 3 . 4 11 . 2 5 6. 0 0 9. 0 0 6. 0 0 3. 0 0 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n HD U 2 HD U 2 Po s t S i z e 4x 4 4x 4 Te n s i o n ( k i p s ) 2. 8 2. 8 Co m . ( k i p s ) 3. 2 3. 2 Ri g h t S i d e Ho l d D o w n HD U 2 HD U 2 Po s t S i z e 4x 4 4x 4 Te n s i o n ( k i p s ) 2. 8 2. 8 Co m . ( k i p s ) 3. 2 3. 2 An c h o r B o l t 5/ 8 " x 1 2 " [2 ] [2 ] sp a c e d e q u a l l y 2. 7 5 6. 2 5 5. 5 0 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P2 P1 LI N E 5 ( D i r e c t i o n : Y ) @ F I R S T F L O O R | W i n d : 3 7 3 8 l b s | S e i s m i c : 3 3 8 7 l b s | S h e a r P a n e l T y p e : B | ( þ = 1 ) To t a l L e n g t h = 4 9 . 7 5 f t | T o t a l S h e a r W a l l L e n g t h = 1 2 f t | S h e a r D i a p h r a g m = 1 0 0 p l f | D e s i g n S h e a r W a l l = 3 1 2 p l f ( W i n d ) / 2 8 2 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 1 . 9 / 1 . 9 ) + P 2 ( 1 . 9 / 1 . 9 ) = 3 . 8 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 2 . 7 / 2 . 7 ) + P 2 ( 2 . 7 / 2 . 7 ) = 5 . 4 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 14 0 9 -10 6 4 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 Page 12 of 57 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W M A I N H O U S E & J A D U 18 3 4 W . 3 R D S T , U N I T 2 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 0 7 " | 4 * d * 1 . 4 = 0 . 4 1 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " 2. 5 0 6. 2 5 5. 2 5 5. 2 5 5. 2 5 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n (2 ) C S 1 6 (2 ) C S 1 6 Po s t S i z e 2- 2 x 4 2- 2 x 4 Te n s i o n ( k i p s ) 2. 9 2. 9 Co m . ( k i p s ) 3. 5 3. 5 Ri g h t S i d e Ho l d D o w n (2 ) C S 1 6 (2 ) C S 1 6 Po s t S i z e 2- 2 x 4 2- 2 x 4 Te n s i o n ( k i p s ) 2. 9 2. 9 Co m . ( k i p s ) 3. 5 3. 5 P2 2. 7 5 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e | B : S i m p s o n S T 6 2 2 4 ( 2 5 0 6 L B ) - A l t t w o r o w ( 6 ) # 1 6 e a . s i d e o f s p l i c e 6. 2 5 Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P1 LI N E A ( D i r e c t i o n : X ) @ S E C O N D F L O O R | W i n d : 2 5 0 2 l b s | S e i s m i c : 3 2 7 5 l b s | S h e a r P a n e l T y p e : B | ( þ = 1 . 3 ) To t a l L e n g t h = 3 3 . 5 f t | T o t a l S h e a r W a l l L e n g t h = 1 0 . 5 f t | S h e a r D i a p h r a g m = 1 0 7 p l f | D e s i g n S h e a r W a l l = 2 3 8 p l f ( W i n d ) / 3 1 2 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 1 . 7 / 1 . 7 ) + P 2 ( 1 . 7 / 1 . 7 ) = 3 . 4 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 2 . 3 / 2 . 3 ) + P 2 ( 2 . 3 / 2 . 3 ) = 4 . 6 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 19 0 7 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 Page 13 of 57 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W M A I N H O U S E & J A D U 18 3 4 W . 3 R D S T , U N I T 2 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 0 7 " | 4 * d * 1 . 4 = 0 . 3 8 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " 10 . 5 0 10 . 5 0 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n (2 ) C S 1 6 Po s t S i z e 2- 2 x 4 Te n s i o n ( k i p s ) 2. 6 Co m . ( k i p s ) 3. 8 Ri g h t S i d e Ho l d D o w n (2 ) C S 1 6 Po s t S i z e 2- 2 x 4 Te n s i o n ( k i p s ) 2. 6 Co m . ( k i p s ) 3. 8 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e | B : S i m p s o n S T 6 2 2 4 ( 2 5 0 6 L B ) - A l t t w o r o w ( 6 ) # 1 6 e a . s i d e o f s p l i c e 2. 5 0 Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P1 LI N E B ( D i r e c t i o n : X ) @ S E C O N D F L O O R | W i n d : 2 5 0 2 l b s | S e i s m i c : 3 2 7 5 l b s | S h e a r P a n e l T y p e : B | ( þ = 1 . 3 ) To t a l L e n g t h = 2 3 . 5 f t | T o t a l S h e a r W a l l L e n g t h = 1 0 . 5 f t | S h e a r D i a p h r a g m = 1 5 3 p l f | D e s i g n S h e a r W a l l = 2 3 8 p l f ( W i n d ) / 3 1 2 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 3 . 4 / 3 . 4 ) = 3 . 4 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 4 . 7 / 4 . 7 ) = 4 . 7 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 19 9 1 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 Page 14 of 57 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W M A I N H O U S E & J A D U 18 3 4 W . 3 R D S T , U N I T 2 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 3 5 " | 4 * d * 1 . 4 = 1 . 9 4 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " Dr a g L o a d I n c r e a s e d 2 5 % P e r A S C E 7 - 1 6 S e c t i o n 1 2 . 3 . 4 3. 0 0 5. 7 5 3. 0 0 8. 2 5 2. 5 0 16 . 5 0 2. 5 0 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n HD U 2 HD U 2 HD U 5 HD U 5 Po s t S i z e 4x 4 4x 4 4x 4 4x 4 Te n s i o n ( k i p s ) 3. 0 3. 0 2. 7 2. 7 Co m . ( k i p s ) 3. 4 3. 4 2. 9 2. 9 Ri g h t S i d e Ho l d D o w n HD U 2 HD U 2 HD U 5 HD U 5 Po s t S i z e 4x 4 4x 4 4x 4 4x 4 Te n s i o n ( k i p s ) 3. 0 3. 0 2. 7 2. 7 Co m . ( k i p s ) 3. 4 3. 4 2. 9 2. 9 An c h o r B o l t 5/ 8 " x 1 2 " [2 ] [2 ] [2 ] [2 ] sp a c e d e q u a l l y P2 P3 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P1 P4 LI N E C ( D i r e c t i o n : X ) @ F I R S T F L O O R | W i n d : 3 0 7 9 l b s | S e i s m i c : 3 0 2 9 l b s | S h e a r P a n e l T y p e : D | ( þ = 1 . 3 ) To t a l L e n g t h = 4 1 . 5 f t | T o t a l S h e a r W a l l L e n g t h = 1 1 f t | S h e a r D i a p h r a g m = 9 0 p l f | D e s i g n S h e a r W a l l = 4 5 4 p l f ( W i n d ) / 4 4 7 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 1 . 1 / 1 . 6 ) + P 2 ( 1 . 1 / 1 . 6 ) + P 3 ( 0 . 7 / 1 . 3 ) + P 4 ( 0 . 7 / 1 . 3 ) = 3 . 6 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 1 . 5 / 2 . 2 ) + P 2 ( 1 . 5 / 2 . 2 ) + P 3 ( 1 / 1 . 9 ) + P 4 ( 1 / 1 . 9 ) = 5 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 78 0 -12 2 5 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 Page 15 of 57 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W M A I N H O U S E & J A D U 18 3 4 W . 3 R D S T , U N I T 2 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 2 8 " | 4 * d * 1 . 4 = 1 . 6 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " Dr a g L o a d I n c r e a s e d 2 5 % P e r A S C E 7 - 1 6 S e c t i o n 1 2 . 3 . 4 18 . 7 5 3. 5 0 2. 7 5 9. 0 0 4. 7 5 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n HD U 4 HD U 4 Po s t S i z e 4x 4 4x 4 Te n s i o n ( k i p s ) 3. 1 3. 6 Co m . ( k i p s ) 2. 8 3. 6 Ri g h t S i d e Ho l d D o w n HD U 4 HD U 4 Po s t S i z e 4x 4 4x 4 Te n s i o n ( k i p s ) 3. 1 3. 6 Co m . ( k i p s ) 2. 8 3. 6 An c h o r B o l t 5/ 8 " x 1 2 " [2 ] [3 ] sp a c e d e q u a l l y Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e | B : S i m p s o n S T 6 2 2 4 ( 2 5 0 6 L B ) - A l t t w o r o w ( 6 ) # 1 6 e a . s i d e o f s p l i c e C: S i m p s o n M S T 4 8 ( 3 7 6 0 L B ) - A l t t w o r o w ( 9 ) # 1 6 E a . s i d e o f s p l i c e Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P2 P1 LI N E D ( D i r e c t i o n : X ) @ F I R S T F L O O R | W i n d : 4 7 7 1 l b s | S e i s m i c : 3 8 5 2 l b s | S h e a r P a n e l T y p e : C | ( þ = 1 . 3 ) To t a l L e n g t h = 3 8 . 7 5 f t | T o t a l S h e a r W a l l L e n g t h = 1 2 . 5 f t | S h e a r D i a p h r a g m = 1 3 4 p l f | D e s i g n S h e a r W a l l = 4 0 7 p l f ( W i n d ) / 3 2 9 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 1 . 1 / 1 . 4 ) + P 2 ( 3 . 7 / 3 . 7 ) = 4 . 8 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 1 . 6 / 2 ) + P 2 ( 5 . 2 / 5 . 2 ) = 6 . 8 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 31 5 1 -79 8 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 Page 16 of 57 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W M A I N H O U S E & J A D U 18 3 4 W . 3 R D S T , U N I T 2 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 2 3 " | 4 * d * 1 . 4 = 1 . 2 7 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " 3. 2 5 2. 7 5 6. 0 0 4. 0 0 9. 5 0 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n HD U 2 HD U 2 Po s t S i z e 4x 4 4x 4 Te n s i o n ( k i p s ) 2. 8 2. 5 Co m . ( k i p s ) 3. 5 3. 7 Ri g h t S i d e Ho l d D o w n HD U 2 HD U 5 Po s t S i z e 4x 4 4x 4 Te n s i o n ( k i p s ) 2. 8 4. 9 Co m . ( k i p s ) 3. 5 3. 7 An c h o r B o l t 5/ 8 " x 1 2 " [2 ] [3 ] sp a c e d e q u a l l y P2 2. 2 5 2. 2 5 3. 5 0 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e | B : S i m p s o n S T 6 2 2 4 ( 2 5 0 6 L B ) - A l t t w o r o w ( 6 ) # 1 6 e a . s i d e o f s p l i c e 5. 2 5 Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P1 LI N E E ( D i r e c t i o n : X ) @ F I R S T F L O O R | W i n d : 4 6 9 5 l b s | S e i s m i c : 4 7 5 4 l b s | S h e a r P a n e l T y p e : B | ( þ = 1 . 3 ) To t a l L e n g t h = 3 8 . 7 5 f t | T o t a l S h e a r W a l l L e n g t h = 1 5 . 5 f t | S h e a r D i a p h r a g m = 1 4 9 p l f | D e s i g n S h e a r W a l l = 3 0 3 p l f ( W i n d ) / 3 0 7 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 1 . 9 / 1 . 9 ) + P 2 ( 3 / 3 ) = 4 . 9 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 2 . 7 / 2 . 7 ) + P 2 ( 4 . 2 / 4 . 2 ) = 6 . 9 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 22 0 5 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 Page 17 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 Job#: 240051 Date: 7/17/2024 PLAN: 1 CODE: CBC 2022 Shear Wall (X-X Direction) Line Story Section Span Wind Seismic Added V (lb)H L v Type ###(ft)(plf)(plf)Wind Seismic (ft)(ft)(plf) A 2 1X 39 128 129 9 10.5 312 B B 2 1X 39 128 129 9 10.5 312 B C 1 1X 20.5 154 80 1502 1965 9 6.78 454 D D 1 1X 49 154 80 1001 1310 9 11.72 407 C E 1 1X 28.5 154 80 2502 3275 9 15.5 307 B SUMMARY SHEAR WALL V2 = Seismic*Span/2 + Added Vseismic Line shear V = Maximum(V1;V2) V1 = Wind*Span/2 + Added Vwind v(plf) = V/L Page 18 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 Job#: 240051 Date: 7/17/2024 PLAN: 1 CODE: CBC 2022 Shear Wall (Y-Y Direction) Line Story Section Span Wind Seismic Added V (lb)H L v Type ###(ft)(plf)(plf)Wind Seismic (ft)(ft)(plf) 1 2 1Y 33 134 147 9 10.81 224 B 2 2 1Y 33 134 147 9 14.25 170 A 3 1 1Y 19.5 149 95 2207 2418 9 11.5 319 B 4 1 1Y 40 149 95 9 11.25 265 B 5 1 1Y 20.5 149 95 2207 2418 9 12 312 B v(plf) = V/L Line shear V = Maximum(V1;V2) SUMMARY SHEAR WALL V1 = Wind*Span/2 + Added Vwind V2 = Seismic*Span/2 + Added Vseismic Page 19 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 Job#: 240051 Date: 7/17/2024 PLAN: 1 CODE: CBC 2022 Wall Sec.Sto.Wind Seismic Span Offset Wind Seismic (#)(#)(#)v_(plf)v_(plf)(ft)(ft)V_(lb)V_(lb) 1 :Wind = 2207(lb), Seismic = 2418(lb) 1 1Y 2 133.7 146.5 33 2206 2418 l---------------33.0(ft)---------------l 2 :Wind = 2207(lb), Seismic = 2418(lb) 2 1Y 2 133.7 146.5 33 2206 2418 l---------------33.0(ft)---------------l 3 :Wind = 3663(lb), Seismic = 3339(lb), Line above : 1 - 100%, Wind = 2207(lb), Seismic = 2418(lb) 3 1Y 1 149.3 94.5 19.5 1455 921 l---------------19.5(ft)---------------l 4 :Wind = 2986(lb), Seismic = 1890(lb) 4 1Y 1 149.3 94.5 40 2986 1890 l---------------40.0(ft)---------------l 5 :Wind = 3738(lb), Seismic = 3387(lb), Line above : 2 - 100%, Wind = 2207(lb), Seismic = 2418(lb) 5 1Y 1 149.3 94.5 20.5 1530 969 l---------------20.5(ft)---------------l A :Wind = 2502(lb), Seismic = 3275(lb) A 1X 2 128.3 129.2 39 2502 2520 l---------------39.0(ft)---------------l B :Wind = 2502(lb), Seismic = 3275(lb) B 1X 2 128.3 129.2 39 2502 2520 l---------------39.0(ft)---------------l C :Wind = 3079(lb), Seismic = 3029(lb), Line above : A - 60%, Wind = 1502(lb), Seismic = 1965(lb) C 1X 1 153.8 79.8 20.5 1577 818 l---------------20.5(ft)---------------l D :Wind = 4771(lb), Seismic = 3852(lb), Line above : A - 40%, Wind = 1001(lb), Seismic = 1310(lb) D 1X 1 153.8 79.8 49 3769 1956 l---------------49.0(ft)---------------l E :Wind = 4695(lb), Seismic = 4754(lb), Line above : B - 100%, Wind = 2502(lb), Seismic = 3275(lb) E 1X 1 153.8 79.8 28.5 2192 1137 l---------------28.5(ft)---------------l #N/A #N/A #N/A #N/A #N/A #N/A Description V_(lb)=v_(plf)*Span*Span/2/(Span+Offset) LATERAL p Factor: X Direction: p=1.3; Y Direction: p=1 20 of 52Page 20 of 57 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 1 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT2, SANTA ANA, CA 92703 BEAM : 1 - CLG AT BED 3 Loads(Downward+) Beam Weight 10.1 plf from 0 ft to 14.75 ft Roof Rafter: (11+20)(4.2) = (DL=46.8PLF; LLr=85PLF) form 0 to 14.75 Ceiling Joist DL: (4)(6.8) = (DL=27PLF) form 0 to 14.75 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 1239/1239 0 2 1239/1239 0 USE 6 x 8 Critcal Shear = 1239 LB @0' 1.5xV/(F'v x A)= 0.21 F'v = 212, A = 41.25 Critcal Moment = 4569 LB-FT @7.37' M/(F'b x S)= 0.63 F'b = 1688, S = 51.56 Critical Deflection for TL = -0.578 INCH @ 7.37 L/240 = 0.738" Critical Deflection for LL = -0.29 INCH @ 7.37 L/360 = 0.492" 1 2 Moment Shear Deflection 14.75' BEAM : 2 - CLG AT M.BED 4 Loads(Downward+) Beam Weight 12.7 plf from 0 ft to 10.75 ft Roof Primary: (15+20)(11.8) = (DL=176.2PLF; LLr=235PLF) form 0 to 10.75 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 2279/2279 0 2 2279/2279 0 USE 6 x 10 Critcal Shear = 2278 LB @0' 1.5xV/(F'v x A)= 0.3 F'v = 212, A = 52.25 Critcal Moment = 6120 LB-FT @5.25' M/(F'b x S)= 0.52 F'b = 1688, S = 82.73 Critical Deflection for TL = -0.202 INCH @ 5.25 L/240 = 0.538" Critical Deflection for LL = -0.112 INCH @ 5.25 L/360 = 0.358" 1 2 Moment Shear Deflection 10.75' Page 21 of 57 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 1 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT2, SANTA ANA, CA 92703 BEAM : 2A - CLG AT M.BATH Loads(Downward+) Beam Weight 10.1 plf from 0 ft to 13 ft Roof Rafter: (11+20)(4.2) = (DL=46.8PLF; LLr=85PLF) form 0 to 13 Ceiling Joist DL: (4)(6.5) = (DL=26PLF) form 0 to 13 Point load @ 1.5 : Load from beam 2 at Support 1(P1) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 3036/3036 0 2 1325/1324 0 USE 6 x 8 Critcal Shear = 3036 LB @0' 1.5xV/(F'v x A)= 0.52 F'v = 212, A = 41.25 Critcal Moment = 5339 LB-FT @5' M/(F'b x S)= 0.73 F'b = 1688, S = 51.56 Critical Deflection for TL = -0.538 INCH @ 6.25 L/240 = 0.65" Critical Deflection for LL = -0.276 INCH @ 6.25 L/360 = 0.433" 1 2 P1 Moment Shear Deflection 13' BEAM : 3 - HDR AT M.BATH Loads(Downward+) Beam Weight 4.7 plf from 0 ft to 2.25 ft Roof Rafter: (11+20)(3.8) = (DL=41.2PLF; LLr=75PLF) form 1.25 to 2.25 Ceiling Joist DL: (4)(5.5) = (DL=22PLF) form 1.25 to 2.25 Exterior Wall: (15)(2) = (DL=30PLF) form 0 to 2.25 Point load @ 1.25 : Load from beam 2A at Support 2(P1) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 672/672 0 2 899/899 0 USE 4 x 6 Critcal Shear = -898 LB @2.25' 1.5xV/(F'v x A)= 0.31 F'v = 225, A = 19.25 Critcal Moment = 812 LB-FT @1.25' M/(F'b x S)= 0.37 F'b = 1462, S = 17.65 Critical Deflection for TL = -0.007 INCH @ 1 L/240 = 0.112" Critical Deflection for LL = -0.004 INCH @ 1 L/360 = 0.075" 1 2 P1 Moment Shear Deflection 2.25' (DL=1016#, LLr=1263#) (DL=656#, LLr=669#) Page 22 of 57 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 1 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 BEAM : 3A - HDR AT M.BED 4 Loads(Downward+) Beam Weight 4.7 plf from 0 ft to 2.25 ft Exterior Wall: (15)(4) = (DL=60PLF) form 0 to 2.25 Point load @ 1 : Load from beam 2 at Support 2(P1) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 1339/1339 0 2 1085/1086 0 USE 4 x 6 Critcal Shear = 1338 LB @0' 1.5xV/(F'v x A)= 0.46 F'v = 225, A = 19.25 Critcal Moment = 1306 LB-FT @1' M/(F'b x S)= 0.6 F'b = 1462, S = 17.65 Critical Deflection for TL = -0.012 INCH @ 1 L/240 = 0.112" Critical Deflection for LL = -0.007 INCH @ 1 L/360 = 0.075" 1 2 P1 Moment Shear Deflection 2.25' BEAM : 4 - RIDGE AT FAMILY ROOM Loads(Downward+) Beam Weight 15.4 plf from 0 ft to 14 ft Rafter Vaulted: (13+20)(13.2) = (DL=172.2PLF; LLr=265PLF) form 0 to 14 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 3116/3116 0 2 3116/3116 0 USE 6 x 12 Critcal Shear = 3115 LB @0' 1.5xV/(F'v x A)= 0.34 F'v = 212, A = 63.25 Critcal Moment = 10905 LB-FT @7' M/(F'b x S)= 0.64 F'b = 1688, S = 121.23 Critical Deflection for TL = -0.345 INCH @ 7 L/240 = 0.7" Critical Deflection for LL = -0.2 INCH @ 7 L/360 = 0.467" 1 2 Moment Shear Deflection 14' (DL=1016#, LLr=1263#) Page 23 of 57 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 1 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 BEAM : 4A - CLG AT HALLWAY Loads(Downward+) Beam Weight 19.5 plf from 0 ft to 18.25 ft Roof Primary: (15+20)(13.2) = (DL=198.8PLF; LLr=265PLF) form 0 to 18.25 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 4233/4232 0 2 4233/4232 0 USE 5 1/4" x 11 7/8" PSL Critcal Shear = 4232 LB @0' 1.5xV/(F'v x A)= 0.28 F'v = 362, A = 62.34 Critcal Moment = 19308 LB-FT @9.12' M/(F'b x S)= 0.52 F'b = 3625, S = 123.39 Critical Deflection for TL = -0.79 INCH @ 9.13 L/240 = 0.912" Critical Deflection for LL = -0.418 INCH @ 9.13 L/360 = 0.608" 1 2 Moment Shear Deflection 18.25' BEAM : 4B - CLG AT STAIR Loads(Downward+) Beam Weight 15.2 plf from 0 ft to 14.25 ft Interior Wall: (10)(0~5) = (DL=0~50PLF) form 0 to 14.25 Point load @ 13 : Load from beam 4 at Support 2(P1) Point load @ 13 : Load from beam 4A at Support 1(P2) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 873/873 0 2 7062/7061 0 USE 5 1/4" x 9 1/4" PSL Critcal Shear = -7061 LB @14.25' 1.5xV/(F'v x A)= 0.6 F'v = 362, A = 48.56 Critcal Moment = 8777 LB-FT @13' M/(F'b x S)= 0.39 F'b = 3625, S = 74.87 Critical Deflection for TL = -0.339 INCH @ 7.92 L/240 = 0.712" Critical Deflection for LL = -0.158 INCH @ 7.92 L/360 = 0.475" 1 2 P1P2 Moment Shear Deflection 14.25' (DL=1314#, LLr=1802#) (DL=1992#, LLr=2241#) Page 24 of 57 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 1 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 BEAM : 5 - FL AT GARAGE Loads(Downward+) Beam Weight 15.2 plf from 0 ft to 15.5 ft Deck Primary: (13+60)(3.2) = (DL=42.2PLF; LLr=195PLF) form 0 to 5.25 Deck Primary: (13+60)(2.5) = (DL=32.5PLF; LLr=150PLF) form 5.25 to 15.5 Roof Primary: (15+20)(2.5) = (DL=37.5PLF; LLr=50PLF) form 0 to 15.5 Exterior Wall: (15)(3.5) = (DL=52.5PLF) form 0 to 15.5 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 2857/2468 0 2 2667/2278 0 USE 5 1/4" x 9 1/4" PSL Critcal Shear = 2468 LB @0' 1.5xV/(F'v x A)= 0.26 F'v = 290, A = 48.56 Critcal Moment = 9019 LB-FT @7.46' M/(F'b x S)= 0.5 F'b = 2900, S = 74.87 Critical Deflection for TL = -0.566 INCH @ 7.75 L/240 = 0.775" Critical Deflection for LL = -0.303 INCH @ 7.75 L/360 = 0.517" 1 2 Moment Shear Deflection 15.5' BEAM : 6 - FL AT GARAGE Loads(Downward+) Beam Weight 10.2 plf from 0 ft to 11.5 ft Roof Primary: (15+20)(2.2) = (DL=33.8PLF; LLr=45PLF) form 0 to 11.5 Exterior Wall: (15)(3.5) = (DL=52.5PLF) form 5 to 11.5 Point load @ 5 : Load from beam 5 at Support 2(P1) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 2115/1826 0 2 1915/1678 0 USE 3 1/2" x 9 1/4" PSL Critcal Shear = 1637 LB @0' 1.5xV/(F'v x A)= 0.26 F'v = 290, A = 32.38 Critcal Moment = 7637 LB-FT @5' M/(F'b x S)= 0.63 F'b = 2900, S = 49.91 Critical Deflection for TL = -0.357 INCH @ 5.5 L/240 = 0.575" Critical Deflection for LL = -0.168 INCH @ 5.5 L/360 = 0.383" 1 2 P1 Moment Shear Deflection 11.5' (DL=1076#, LLr=388#, LL=1203#) Page 25 of 57 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 1 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 BEAM : 7 - HDR AT GARAGE Loads(Downward+) Beam Weight 11.9 plf from 0 ft to 16.25 ft Roof Primary: (15+20)(4.5) = (DL=67.5PLF; LLr=90PLF) form 0 to 13.25 Exterior Wall: (15)(2) = (DL=30PLF) form 0 to 16.25 Point load @ 13.25 : Load from beam 6 at Support 1(P1) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 1968/1841 0 2 2915/2558 0 USE 3 1/2" x 11 7/8" LSL Critcal Shear = -2558 LB @16.25' 1.5xV/(F'v x A)= 0.24 F'v = 388, A = 41.56 Critcal Moment = 8527 LB-FT @9.81' M/(F'b x S)= 0.43 F'b = 2906, S = 82.26 Critical Deflection for TL = -0.539 INCH @ 8.43 L/240 = 0.812" Critical Deflection for LL = -0.222 INCH @ 8.43 L/360 = 0.542" 1 2 P1 Moment Shear Deflection 16.25' BEAM : 8 - FL AT DINING Loads(Downward+) Beam Weight 11.9 plf from 0 ft to 11.25 ft Exterior Wall: (15)(9~13) = (DL=135~195PLF) form 0 to 11.25 Roof Primary: (15+20)(1.3) = (DL=20PLF; LLr=26.7PLF) form 0 to 11.25 Point load from Panel P1(Left) of Line 1 at @ 7.5(P1*) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up Overstrength 1 1201/2981 0 2981 2 1314/4895 -265 4895 USE 3 1/2" x 11 7/8" LSL Design with the seismic load effect with overstrength (Omega = 2.5) Critcal Shear = -4895 LB @11.25' 1.5xV/(F'v x A)= 0.35 F'v = 496, A = 41.56 Critcal Moment = 16595 LB-FT @7.5' M/(F'b x S)= 0.65 F'b = 3720, S = 82.26 Critical Deflection for TL = -0.214 INCH @ 6 L/240 = 0.562" Critical Deflection for LL = -0.121 INCH @ 6 L/360 = 0.375" 1 2 P1* Moment Shear Deflection 11.25' (DL=957#, LLr=478#, LL=680#) Page 26 of 57 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 1 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 BEAM : 9 - FL AT LIVING Loads(Downward+) Beam Weight 17.5 plf from 0 ft to 19 ft Roof Primary: (15+20)(11.2) = (DL=168.8PLF; LLr=225PLF) form 0 to 4.75 Roof Primary: (15+20)(5.8) = (DL=86.2PLF; LLr=115PLF) form 4.75 to 10.25 Roof Primary: (15+20)(3.8) = (DL=56.2PLF; LLr=75PLF) form 10.25 to 19 Exterior Wall: (15)(9) = (DL=135PLF) form 4.75 to 19 Rafter Vaulted: (13+20)(8.8) = (DL=113.8PLF; LLr=175PLF) form 4.75 to 19 Point load @ 4.75 : Load from beam 8 at Support 1(P1) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up Overstrength 1 5701/5701 0 5701 2 5597/5596 0 5596 USE 3 1/2" x 16" PSL Design with the seismic load effect with overstrength (Omega = 2.5) Critcal Shear = 5700 LB @0' 1.5xV/(F'v x A)= 0.42 F'v = 362, A = 56 Critcal Moment = 28279 LB-FT @8.86' M/(F'b x S)= 0.62 F'b = 3625, S = 149.33 Critical Deflection for TL = -0.77 INCH @ 9.29 L/240 = 0.95" Critical Deflection for LL = -0.307 INCH @ 9.29 L/360 = 0.633" 1 2 P1 Moment Shear Deflection 19' BEAM : 10 - CANT. FL AT GARAGE Loads(Downward+) Beam Weight 11.9 plf from 0 ft to 13.5 ft Exterior Wall: (15)(9) = (DL=135PLF) form 0 to 13.5 Roof Primary: (15+20)(1) = (DL=15PLF; LLr=20PLF) form 0 to 13.5 Roof Primary: (15+20)(9.8) = (DL=146.2PLF; LLr=195PLF) form 0 to 1.5 Point load from Panel P2(Left) of Line A at @ 0(P1*) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up Overstrength 1 1926/10274 -1982 10274 2 1043/2027 0 2027 USE 3 1/2" x 11 7/8" LSL Design with the seismic load effect with overstrength (Omega = 2.5) Critcal Shear = -8181 LB @1.5' 1.5xV/(F'v x A)= 0.59 F'v = 496, A = 41.56 Critcal Moment = -11877 LB-FT @1.5' M/(F'b x S)= 0.46 F'b = 3720, S = 82.26 Critical Deflection for TL = -0.195 INCH @ 7.25 L/240 = 0.6" Critical Deflection for LL = -0.103 INCH @ 7.25 L/360 = 0.4" 1 2 P1* Moment Shear Deflection 1.5'12' (DL=1051#, LLr=150#, W=-652#, E=-714#) Page 27 of 57 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 1 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UINT 2, SANTA ANA, CA 92703 BEAM : 10A - CANT. FL AT GARAGE Loads(Downward+) Beam Weight 11.9 plf from 0 ft to 10.5 ft Exterior Wall: (15)(9) = (DL=135PLF) form 0 to 1.5 Roof Primary: (15+20)(9.8) = (DL=146.2PLF; LLr=195PLF) form 0 to 1.5 Point load from Panel P1(Left) of Line A at @ 0(P1*) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up Overstrength 1 793/9474 -3096 9474 2 -61/1258 -547 1258 USE 3 1/2" x 11 7/8" LSL Design with the seismic load effect with overstrength (Omega = 2.5) Critcal Shear = -8156 LB @1.5' 1.5xV/(F'v x A)= 0.59 F'v = 496, A = 41.56 Critcal Moment = -11858 LB-FT @1.5' M/(F'b x S)= 0.46 F'b = 3720, S = 82.26 Critical Deflection for TL = -0.062 INCH @ 5.5 L/240 = 0.45" Critical Deflection for LL = -0.06 INCH @ 5.5 L/360 = 0.3" 1 2 P1* Moment Shear Deflection 1.5'9' BEAM : 10B - CANT. FL AT GARAGE Loads(Downward+) Beam Weight 11.9 plf from 0 ft to 10.5 ft Floor Primary: (13+40)(1.3) = (DL=17.4PLF; LL=53.4PLF) form 0 to 10.5 Point load from Panel P1(Right) of Line A at @ 0(P1*) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up Overstrength 1 506/9126 -3393 9126 2 362/1415 -382 1415 USE 3 1/2" x 11 7/8" LSL Design with the seismic load effect with overstrength (Omega = 2.5) Critcal Shear = -7702 LB @1.5' 1.5xV/(F'v x A)= 0.56 F'v = 496, A = 41.56 Critcal Moment = -11504 LB-FT @1.5' M/(F'b x S)= 0.45 F'b = 3720, S = 82.26 Critical Deflection for TL = -0.067 INCH @ 5.75 L/240 = 0.45" Critical Deflection for LL = -0.062 INCH @ 5.75 L/360 = 0.3" 1 2 P1* Moment Shear Deflection 1.5'9' Page 28 of 57 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 1 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 BEAM : 11 - DROP AT GARAGE Loads(Downward+) Beam Weight 30.7 plf from 0 ft to 20.25 ft Floor Primary: (13+40)(4.5) = (DL=58.5PLF; LL=180PLF) form 0 to 3 Floor Primary: (13+40)(6) = (DL=78PLF; LL=240PLF) form 3 to 18.25 Deck Primary: (13+60)(2.5) = (DL=32.5PLF; LLr=150PLF) form 3 to 15.25 Exterior Wall: (15)(9) = (DL=135PLF) form 0 to 18.25 Roof Primary: (15+20)(6.8) = (DL=101.2PLF; LLr=135PLF) form 0 to 3 Deck Primary: (13+60)(3.2) = (DL=42.2PLF; LLr=195PLF) form 0 to 3 Point load @ 3 : Load from beam 1 at Support 1(P1) Point load @ 3 : Load from beam 10A at Support 1(P2) Point load @ 15.25 : Load from beam 6 at Support 2(P3) Point load @ 18.25 : Load from beam 10 at Support 1(P4) Point load @ 18.25 : Load from beam 1 at Support 2(P5) Point load @ 13.25 : Load from beam 10B at Support 1(P6) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up Overstrength 1 8769/7689 -171 7689 2 9065/8087 -820 8087 USE 7" x 14" PSL Design with the seismic load effect with overstrength (Omega = 2.5) Critcal Shear = 13104 LB @18.25' 1.5xV/(F'v x A)= 0.43 F'v = 464, A = 98 Critcal Moment = 37746 LB-FT @10.68' M/(F'b x S)= 0.68 F'b = 2900, S = 228.67 Critical Deflection for TL = -0.885 INCH @ 10.12 L/240 = 1.012" Critical Deflection for LL = -0.389 INCH @ 10.12 L/360 = 0.675" 1 2 P1P2 P3 P4P5P6 Moment Shear Deflection 20.25' BEAM : 12 - FL AT KITCHEN Loads(Downward+) Beam Weight 11.9 plf from 0 ft to 12.5 ft Roof Primary: (15+20)(2.5) = (DL=37.5PLF; LLr=50PLF) form 0 to 12.5 Exterior Wall: (15)(14~11) = (DL=210~165PLF) form 0 to 12.5 Point load @ 2.25 : Load from beam 4 at Support 1(P1) Point load from Panel P1(Right) of Line 1 at @ 3.75(P2*) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up Overstrength 1 4439/5490 0 5490 2 2316/3239 0 3239 USE 3 1/2" x 11 7/8" LSL Design with the seismic load effect with overstrength (Omega = 2.5) Critcal Shear = 4438 LB @0' 1.5xV/(F'v x A)= 0.41 F'v = 388, A = 41.56 Critcal Moment = 18544 LB-FT @3.75' M/(F'b x S)= 0.72 F'b = 3720, S = 82.26 Critical Deflection for TL = -0.367 INCH @ 6 L/240 = 0.625" Critical Deflection for LL = -0.129 INCH @ 6 L/360 = 0.417" 1 2 P1 P2* Moment Shear Deflection 12.5' (DL=618#, LLr=621#) (DL=476#, LLr=317#, W=-2730#, E=-3572#) (DL=965#, LLr=427#, LL=523#) (DL=1463#, LLr=463#, W=-2633#, E=-3445#) (DL=618#, LLr=621#) (DL=179#, LL=327#, W=-2730#, E=-3572#) (DL=1314#, LLr=1802#) Page 29 of 57 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 1 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 BEAM : 13 - FL AT DINING Loads(Downward+) Beam Weight 26 plf from 0 ft to 19 ft Floor Primary: (13+40)(6.2) = (DL=81.2PLF; LL=250PLF) form 4.75 to 19 Roof Rafter: (11+20)(3.8) = (DL=41.2PLF; LLr=75PLF) form 0 to 4.75 Ceiling Joist DL: (4)(5.5) = (DL=22PLF) form 0 to 4.75 Interior Wall: (10)(3.5) = (DL=35PLF) form 4.75 to 15.25 Point load @ 4.75 : Load from beam 8 at Support 2(P1) Point load @ 4.75 : Load from beam 12 at Support 1(P2) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up Overstrength 1 6874/6142 0 6142 2 4729/4224 0 4224 USE 7" x 11 7/8" PSL Design with the seismic load effect with overstrength (Omega = 2.5) Critcal Shear = 5192 LB @0' 1.5xV/(F'v x A)= 0.32 F'v = 290, A = 83.12 Critcal Moment = 24983 LB-FT @7.6' M/(F'b x S)= 0.63 F'b = 2900, S = 164.52 Critical Deflection for TL = -0.889 INCH @ 8.89 L/240 = 0.95" Critical Deflection for LL = -0.358 INCH @ 8.89 L/360 = 0.633" 1 2 P1P2 Moment Shear Deflection 19' BEAM : 14 - FL AT JADU KITCHEN Loads(Downward+) Beam Weight 11.9 plf from 0 ft to 9.75 ft Floor Primary: (13+40)(1.2) = (DL=16.2PLF; LL=50PLF) form 0 to 9.75 Deck Primary: (13+60)(5.5) = (DL=71.5PLF; LLr=330PLF) form 0 to 9.75 Exterior Wall: (15)(9) = (DL=135PLF) form 0 to 9.75 Rafter Vaulted: (13+20)(8.8) = (DL=113.8PLF; LLr=175PLF) form 0 to 9.75 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 4401/3726 0 2 4401/3726 0 USE 3 1/2" x 11 7/8" LSL Critcal Shear = 3549 LB @0' 1.5xV/(F'v x A)= 0.41 F'v = 310, A = 41.56 Critcal Moment = 8645 LB-FT @4.75' M/(F'b x S)= 0.54 F'b = 2325, S = 82.26 Critical Deflection for TL = -0.205 INCH @ 4.75 L/240 = 0.488" Critical Deflection for LL = -0.112 INCH @ 4.75 L/360 = 0.325" 1 2 Moment Shear Deflection 9.75' (DL=1164#, LLr=150#, W=-1304#, E=-1429#) (DL=2605#, LLr=1834#, W=-1369#, E=-1500#) Page 30 of 57 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 1 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 BEAM : 15 - FL AT JADU LIVING Loads(Downward+) Beam Weight 11.9 plf from 0 ft to 13.5 ft Roof Primary: (15+20)(2.5) = (DL=37.5PLF; LLr=50PLF) form 0 to 13.5 Exterior Wall: (15)(11~9) = (DL=165~135PLF) form 0 to 2.75 Exterior Wall: (15)(3.5) = (DL=52.5PLF) form 2.75 to 13.5 Point load @ 2.75 : Load from beam 14 at Support 1(P1) Point load from Panel P2(Left) of Line 1 at @ 2.75(P2*) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up Overstrength 1 4774/6630 0 6630 2 1948/2226 0 2226 USE 3 1/2" x 11 7/8" LSL Design with the seismic load effect with overstrength (Omega = 2.5) Critcal Shear = 6629 LB @0' 1.5xV/(F'v x A)= 0.48 F'v = 496, A = 41.56 Critcal Moment = 17346 LB-FT @2.75' M/(F'b x S)= 0.68 F'b = 3720, S = 82.26 Critical Deflection for TL = -0.508 INCH @ 6.23 L/240 = 0.675" Critical Deflection for LL = -0.278 INCH @ 6.23 L/360 = 0.45" 1 2 P1P2* Moment Shear Deflection 13.5' BEAM : 16 - FL AT JADU KITCHEN Loads(Downward+) Beam Weight 11.9 plf from 0 ft to 13.5 ft Exterior Wall: (15)(9) = (DL=135PLF) form 2.75 to 13.5 Roof Primary: (15+20)(5.8) = (DL=86.2PLF; LLr=115PLF) form 2.75 to 13.5 Point load @ 2.75 : Load from beam 14 at Support 2(P1) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 5025/4364 0 2 3153/2829 0 USE 3 1/2" x 11 7/8" LSL Critcal Shear = 3854 LB @0' 1.5xV/(F'v x A)= 0.45 F'v = 310, A = 41.56 Critcal Moment = 10711 LB-FT @4' M/(F'b x S)= 0.67 F'b = 2325, S = 82.26 Critical Deflection for TL = -0.546 INCH @ 6.49 L/240 = 0.675" Critical Deflection for LL = -0.219 INCH @ 6.49 L/360 = 0.45" 1 2 P1 Moment Shear Deflection 13.5' (DL=1044#, LLr=539#, LL=1016#) (DL=1554#, LLr=817#, LL=1541#) Page 31 of 57 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 1 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 BEAM : 17 - FL AT BED 1 Loads(Downward+) Beam Weight 11.9 plf from 0 ft to 14 ft Roof Primary: (15+20)(1) = (DL=15PLF; LLr=20PLF) form 0 to 14 Exterior Wall: (15)(9) = (DL=135PLF) form 0 to 14 Floor Primary: (13+40)(0.8) = (DL=10.4PLF; LL=32PLF) form 0 to 14 Point load @ 12.75 : Load from beam 3 at Support 1(P1) Point load @ 1 : Load from beam 4A at Support 1(P3) Point load from Panel P1(Right) of Line 2 at @ 2(P2*) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up Overstrength 1 5672/5447 0 5447 2 1949/1933 0 1933 USE 3 1/2" x 11 7/8" LSL Design with the seismic load effect with overstrength (Omega = 2.5) Critcal Shear = 5447 LB @0' 1.5xV/(F'v x A)= 0.5 F'v = 388, A = 41.56 Critcal Moment = 6080 LB-FT @6.25' M/(F'b x S)= 0.38 F'b = 2325, S = 82.26 Critical Deflection for TL = -0.354 INCH @ 6.74 L/240 = 0.7" Critical Deflection for LL = -0.098 INCH @ 6.74 L/360 = 0.467" 1 2 P1P3P2* Moment Shear Deflection 14' BEAM : 18 - FL AT JADU BED Loads(Downward+) Beam Weight 11.9 plf from 0 ft to 10.5 ft Roof Primary: (15+20)(1) = (DL=15PLF; LLr=20PLF) form 0 to 10.5 Exterior Wall: (15)(9) = (DL=135PLF) form 0 to 10.5 Roof Primary: (15+20)(5.8) = (DL=86.2PLF; LLr=115PLF) form 0.75 to 10.5 Point load @ 0.75 : Load from beam 3 at Support 2(P1) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 2701/2701 0 2 2071/2070 0 USE 3 1/2" x 11 7/8" LSL Critcal Shear = 2700 LB @0' 1.5xV/(F'v x A)= 0.25 F'v = 388, A = 41.56 Critcal Moment = 5591 LB-FT @5' M/(F'b x S)= 0.28 F'b = 2906, S = 82.26 Critical Deflection for TL = -0.149 INCH @ 5.25 L/240 = 0.525" Critical Deflection for LL = -0.054 INCH @ 5.25 L/360 = 0.35" 1 2 P1 Moment Shear Deflection 10.5' (DL=345#, LLr=327#) (DL=1992#, LLr=2241#) (DL=453#, LLr=446#) Page 32 of 57 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 1 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 BEAM : 19 - HDR AT JADU LIVING Loads(Downward+) Beam Weight 7.9 plf from 0 ft to 5.25 ft Deck Primary: (13+60)(5.5) = (DL=71.5PLF; LLr=330PLF) form 1.75 to 5.25 Exterior Wall: (15)(2) = (DL=30PLF) form 0 to 5.25 Exterior Wall: (15)(3.5) = (DL=52.5PLF) form 1.75 to 5.25 Point load @ 1.75 : Load from beam 15 at Support 2(P1) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up Overstrength 1 1928/1684 0 1684 2 1808/1638 0 1638 USE 4 x 10 Design with the seismic load effect with overstrength (Omega = 2.5) Critcal Shear = -1637 LB @5.25' 1.5xV/(F'v x A)= 0.42 F'v = 180, A = 32.38 Critcal Moment = 2725 LB-FT @2' M/(F'b x S)= 0.6 F'b = 1080, S = 49.91 Critical Deflection for TL = -0.036 INCH @ 2.5 L/240 = 0.262" Critical Deflection for LL = -0.017 INCH @ 2.5 L/360 = 0.175" 1 2 P1 Moment Shear Deflection 5.25' BEAM : 20 - HDR AT JADU DINING Loads(Downward+) Beam Weight 9.6 plf from 0 ft to 5.25 ft Deck Primary: (13+60)(5.5) = (DL=71.5PLF; LLr=330PLF) form 0 to 3.75 Floor Primary: (13+40)(6.8) = (DL=87.8PLF; LL=270PLF) form 3.75 to 5.25 Exterior Wall: (15)(5.5) = (DL=82.5PLF) form 0 to 3.75 Exterior Wall: (15)(11) = (DL=165PLF) form 3.75 to 5.25 Point load @ 3.75 : Load from beam 16 at Support 2(P1) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 2204/1943 0 2 3598/3169 0 USE 4 x 12 Critcal Shear = -2941 LB @5.25' 1.5xV/(F'v x A)= 0.62 F'v = 180, A = 39.38 Critcal Moment = 3814 LB-FT @3.75' M/(F'b x S)= 0.56 F'b = 1100, S = 73.83 Critical Deflection for TL = -0.024 INCH @ 2.75 L/240 = 0.262" Critical Deflection for LL = -0.011 INCH @ 2.75 L/360 = 0.175" 1 2 P1 Moment Shear Deflection 5.25' (DL=932#, LLr=447#, LL=207#, W=-374#, E=-409#) (DL=1828#, LLr=910#, LL=314#) Page 33 of 57 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 1 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 BEAM : 21 - CLG AT ENTRANCE Loads(Downward+) Beam Weight 6.2 plf from 0 ft to 8.25 ft Roof Rafter: (11+20)(2) = (DL=22PLF; LLr=40PLF) form 0 to 8.25 Ceiling Joist DL: (4)(1.3) = (DL=5.3PLF) form 0 to 8.25 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 303/303 0 2 303/303 0 USE 4 x 8 Critcal Shear = 303 LB @0' 1.5xV/(F'v x A)= 0.08 F'v = 225, A = 25.38 Critcal Moment = 625 LB-FT @4' M/(F'b x S)= 0.16 F'b = 1462, S = 30.66 Critical Deflection for TL = -0.043 INCH @ 4 L/240 = 0.412" Critical Deflection for LL = -0.023 INCH @ 4 L/360 = 0.275" 1 2 Moment Shear Deflection 8.25' BEAM : C1 - C.J. 2X6#2 @ 16" O.C. TYP. (MAX L=15'-0") Loads(Downward+) Ceiling Joist: (4+10)(1.3) = (DL=5.3PLF; LLr=13.4PLF) form 0 to 15 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 140/140 0 2 140/140 0 USE 2 x 6 Critcal Shear = 140 LB @0' 1.5xV/(F'v x A)= 0.11 F'v = 225, A = 8.25 Critcal Moment = 525 LB-FT @7.5' M/(F'b x S)= 0.49 F'b = 1682, S = 7.56 Critical Deflection for TL = -0.64 INCH @ 7.5 L/240 = 0.75" Critical Deflection for LL = -0.457 INCH @ 7.5 L/360 = 0.5" 1 2 Moment Shear Deflection 15' Page 34 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE & ADU 1834 W.3RD ST, SANTA ANA, CA 92703 Job #: 240051 Date : 11/19/2024 Plan : 1 BEAM : F3 - D.J. 2X12#2 @ 16" O.C. TYP. (MAX L=10'- 6") Loads(Downward+) Deck Primary: (13+60)(1.3) = (DL=17.4PLF; LLr=80.1PLF) form 0 to 10.5 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 512/512 0 2 512/512 0 USE 2 x 8 Critcal Shear = 511 LB @0' 1.5xV/(F'v x A)= 0.39 F'v = 180, A = 10.88 Critcal Moment = 1343 LB-FT @5.25' M/(F'b x S)= 0.98 F'b = 1242, S = 13.14 Critical Deflection for TL = -0.35 INCH @ 5.25 L/240 = 0.525" Critical Deflection for LL = -0.287 INCH @ 5.25 L/360 = 0.35" 1 2 Moment Shear Deflection 10.5' BEAM : R1 - R.R. 2X6#2 @ 16" O.C. TYP. (MAX L=12'-0") Loads(Downward+) Roof Rafter: (11+20)(1.3) = (DL=14.7PLF; LLr=26.7PLF) form 0 to 12 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 248/248 0 2 248/248 0 USE 2 x 6 Critcal Shear = 248 LB @0' 1.5xV/(F'v x A)= 0.2 F'v = 225, A = 8.25 Critcal Moment = 744 LB-FT @6' M/(F'b x S)= 0.7 F'b = 1682, S = 7.56 Critical Deflection for TL = -0.58 INCH @ 6 L/240 = 0.6" Critical Deflection for LL = -0.374 INCH @ 6 L/360 = 0.4" 1 2 Moment Shear Deflection 12' Page 35 of 57 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 1 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 BEAM : R1A - R.R. 2X6#2 @ 16" O.C. W/ PURLIN Loads(Downward+) Roof Rafter: (11+20)(1.3) = (DL=14.7PLF; LLr=26.7PLF) form 0 to 13.5 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 25/25 0 2 381/382 0 3 152/152 0 USE 2 x 6 Critcal Shear = 220 LB @4.5' 1.5xV/(F'v x A)= 0.18 F'v = 225, A = 8.25 Critcal Moment = -306 LB-FT @4.5' M/(F'b x S)= 0.29 F'b = 1682, S = 7.56 Critical Deflection for TL = -0.101 INCH @ 9.5 L/240 = 0.45" Critical Deflection for LL = -0.065 INCH @ 9.5 L/360 = 0.3" 1 2 3 Moment Shear Deflection 4.5'9' BEAM : R2 - R.R. 2X10#2 @ 16" O.C. Loads(Downward+) Rafter Vaulted: (13+20)(1.3) = (DL=17.4PLF; LLr=26.7PLF) form 0 to 13.5 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 297/297 0 2 297/297 0 USE 2 x 10 Critcal Shear = 297 LB @0' 1.5xV/(F'v x A)= 0.14 F'v = 225, A = 13.88 Critcal Moment = 1003 LB-FT @6.75' M/(F'b x S)= 0.39 F'b = 1423, S = 21.39 Critical Deflection for TL = -0.208 INCH @ 6.75 L/240 = 0.675" Critical Deflection for LL = -0.126 INCH @ 6.75 L/360 = 0.45" 1 2 Moment Shear Deflection 13.5' Page 36 of 57 1834 W Third St & #2,33/21/2025 P=200# ZM Plate use: 4 1/2" x 4 1/2" x 3/8" Stl. Plate. W/ (4)-3/8" x 6" Long Lag Screws. Lag Screws Effective Thread Length for 3/8" Dia - 6" Long lag screw: T-E = 3-9/32"(Table L2 - NDS 2018) Moment at guard rail base: M = PxH = 200 x 42 = 8400 lbs-in Withdrawal Load at each Lag screw: Z = (M/D)/N = (8400/2.25)/4 = 933.3# Lag Screws Withdrawal Value : W = 1800xG^(3 2)xD^(3 4)x(T-E)(12.2-1 - NDS 2018) = 1800x0.5^(3 2)x3/8^(3 4)x(3 9 32") = 1000.7# => Z < W : OK. GUARDRAIL CALCULATION Page 37 of 57 1834 W Third St & #2,33/21/2025 Beam on Elastic Foundation LIC# : KW-06019698, Build:20.23.05.01 DONG ENGINEERING INC (c) ENERCALC INC 1983-2023 DESCRIPTION:CONT. FOOTING AT SHEAR WALL LINE C Project File: 240051.ec6 CODE REFERENCES Calculations per ACI 318-19, IBC 2021, ASCE 7-16 Load Combinations Used : ASCE 7-16 Material Properties 4.0 7.50 145.0 Elastic Modulus 3,122.0 ksi Soil Subgrade Modulus =250.0 psi / (inch deflection) 11.0Lt Wt FactorO = =60.0 29,000.0 40.0 29,000.0 3 Beam is supported on an elastic foundation, 2 =0.90 0.750 f'c ksi fy - Main Rebar ksi Density 1/2 = fr = f'c *474.342 pcf E - Main Rebar ksi psi = Fy - Stirrups ksi == = E - Stirrups ksi E 0.850 == = Shear : Stirrup Bar Size # Number of Resisting Legs Per Stirrup Phi Values Flexure : \ # I Load Combination :ASCE 7-16 .Cross Section & Reinforcing Details Rectangular Section, Width = 15.0 in, Height = 24.0 in Span #1 Reinforcing.... 2-#4 at 3.0 in from Top, from 0.0 to 6.0 ft in this span 2-#4 at 3.0 in from Bottom, from 0.0 to 6.0 ft in this span .Service loads entered. Load Factors will be applied for calculations.Applied Loads Load for Span Number 1 Moment : W = 10.20, E = 10.10 k-ft, Location = 3.0 ft from left end of this span .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.121 : 1 Load Combination W Only Span # where maximum occurs Span # 1 Maximum Soil Pressure =1.357 ksf at 6.00 ft LdComb: W Only Allowable Soil Pressure =OK2.90 ksf Location of maximum on span 3.035 ft Mn * Phi : Allowable 41.506 k-ft Typical SectionSection used for this span Mu : Applied 5.010 k-ft Maximum Deflection Max Downward L+Lr+S Deflection 0.000 in Max Upward L+Lr+S Deflection 0.000 in Max Downward Total Deflection 0.038 in Max Upward Total Deflection -0.038 in . Bar Layout DescriptionCross Section Moment of Inertia ( in^4 ) Btm Tension Top Tension I gross Icr - Top TensionIcr - Btm Tension Phi*Mn ( k-ft ) Cross Section Strength & Inertia Section 1 2- #4 @ d=3",2- #4 @ d=21",41.51 41.51 17,280.00 1,338.84 1,338.84 .Shear Stirrup Requirements Entire Beam Span Length : Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in .Maximum Forces & Stresses for Load Combinations Page 38 of 57 1834 W Third St & #2,33/21/2025 Beam on Elastic Foundation LIC# : KW-06019698, Build:20.23.05.01 DONG ENGINEERING INC (c) ENERCALC INC 1983-2023 DESCRIPTION:CONT. FOOTING AT SHEAR WALL LINE C Project File: 240051.ec6 Span # Bending Stress Results ( k-ft )Location (ft)Load Combination Mu : Max Stress RatioSegment Length Phi*Mnxin Span MAXimum Bending Envelope Span # 1 1 3.035 5.01 41.51 0.12 Span # 1 1 3.035 +0.50W Span # 1 1 3.035 2.50 41.51 0.06 W Only Span # 1 1 3.035 5.01 41.51 0.12 E Only Span # 1 1 3.035 4.96 41.51 0.12 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections - Unfactored Loads Span 1Span 1 1 0.0377 6.000 -0.0377 0.000 Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations - Unfactored Loads 1 0.0000 0.000 0.0000 0.000 +0.60W 1 0.0226 6.000 -0.0226 0.000 +0.450W 1 0.0170 6.000 -0.0170 0.000 E Only * 0.70 1 0.0261 6.000 -0.0261 0.000 E Only * 0.5250 1 0.0196 6.000 -0.0196 0.000 W Only 1 0.0377 6.000 -0.0377 0.000 E Only 1 0.0373 6.000 -0.0373 0.000 . .Page 39 of 57 1834 W Third St & #2,33/21/2025 Beam on Elastic Foundation LIC# : KW-06019698, Build:20.23.05.01 DONG ENGINEERING INC (c) ENERCALC INC 1983-2023 DESCRIPTION:CONT. FOOTING AT SHEAR WALL LINE C Project File: 240051.ec6 Detailed Shear Information Load Combination Vu (k)Span Distance 'd'Comment Phi*Vs Req'd d*Vu/MuMu (ft)(k)(in)Actual Suggest(k-ft)Number (k) Spacing (in) Design Phi*Vc W Only 1 0.00 21.00 -0.06 0.06 0.00 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 0.07 21.00 -0.18 0.18 0.00 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 0.14 21.00 -0.29 0.29 0.02 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 0.21 21.00 -0.40 0.40 0.04 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 0.28 21.00 -0.51 0.51 0.07 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 0.35 21.00 -0.62 0.62 0.10 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 0.42 21.00 -0.72 0.72 0.15 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 0.49 21.00 -0.82 0.82 0.20 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 0.56 21.00 -0.92 0.92 0.25 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 0.64 21.00 -1.01 1.01 0.32 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 0.71 21.00 -1.10 1.10 0.39 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 0.78 21.00 -1.19 1.19 0.47 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 0.85 21.00 -1.28 1.28 0.55 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 0.92 21.00 -1.36 1.36 0.64 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 0.99 21.00 -1.44 1.44 0.74 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 1.06 21.00 -1.52 1.52 0.84 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 1.13 21.00 -1.59 1.59 0.95 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 1.20 21.00 -1.67 1.67 1.06 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 1.27 21.00 -1.74 1.74 1.18 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 1.34 21.00 -1.80 1.80 1.30 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 1.41 21.00 -1.87 1.87 1.43 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 1.48 21.00 -1.93 1.93 1.56 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 1.55 21.00 -1.98 1.98 1.70 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 1.62 21.00 -2.04 2.04 1.84 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 1.69 21.00 -2.09 2.09 1.98 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 1.76 21.00 -2.14 2.14 2.13 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 1.84 21.00 -2.19 2.19 2.28 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 1.91 21.00 -2.23 2.23 2.43 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 1.98 21.00 -2.27 2.27 2.59 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 2.05 21.00 -2.31 2.31 2.75 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 2.12 21.00 -2.35 2.35 2.91 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 2.19 21.00 -2.38 2.38 3.08 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 2.26 21.00 -2.41 2.41 3.25 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 2.33 21.00 -2.44 2.44 3.42 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 2.40 21.00 -2.46 2.46 3.59 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 2.47 21.00 -2.48 2.48 3.76 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 2.54 21.00 -2.50 2.50 3.94 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 2.61 21.00 -2.52 2.52 4.11 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 2.68 21.00 -2.53 2.53 4.29 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 2.75 21.00 -2.54 2.54 4.47 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 2.82 21.00 -2.55 2.55 4.65 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 2.89 21.00 -2.55 2.55 4.83 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 2.96 21.00 -2.55 2.55 5.01 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 3.04 21.00 -2.55 2.55 5.01 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 3.11 21.00 -2.55 2.55 4.83 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 3.18 21.00 -2.54 2.54 4.65 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 3.25 21.00 -2.53 2.53 4.47 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 3.32 21.00 -2.52 2.52 4.29 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 3.39 21.00 -2.50 2.50 4.11 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 3.46 21.00 -2.48 2.48 3.94 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 3.53 21.00 -2.46 2.46 3.76 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 3.60 21.00 -2.44 2.44 3.59 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 3.67 21.00 -2.41 2.41 3.42 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 3.74 21.00 -2.38 2.38 3.25 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 3.81 21.00 -2.35 2.35 3.08 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 3.88 21.00 -2.31 2.31 2.91 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 3.95 21.00 -2.27 2.27 2.75 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 4.02 21.00 -2.23 2.23 2.59 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 4.09 21.00 -2.19 2.19 2.43 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 4.16 21.00 -2.14 2.14 2.28 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 4.24 21.00 -2.09 2.09 2.13 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 4.31 21.00 -2.04 2.04 1.98 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 4.38 21.00 -1.98 1.98 1.84 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 4.45 21.00 -1.93 1.93 1.70 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 4.52 21.00 -1.87 1.87 1.56 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 4.59 21.00 -1.80 1.80 1.43 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 4.66 21.00 -1.74 1.74 1.30 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 4.73 21.00 -1.67 1.67 1.18 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 Page 40 of 57 1834 W Third St & #2,33/21/2025 Beam on Elastic Foundation LIC# : KW-06019698, Build:20.23.05.01 DONG ENGINEERING INC (c) ENERCALC INC 1983-2023 DESCRIPTION:CONT. FOOTING AT SHEAR WALL LINE C Project File: 240051.ec6 Detailed Shear Information Load Combination Vu (k)Span Distance 'd'Comment Phi*Vs Req'd d*Vu/MuMu (ft)(k)(in)Actual Suggest(k-ft)Number (k) Spacing (in) Design Phi*Vc W Only 1 4.80 21.00 -1.59 1.59 1.06 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 4.87 21.00 -1.52 1.52 0.95 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 4.94 21.00 -1.44 1.44 0.84 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 5.01 21.00 -1.36 1.36 0.74 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 5.08 21.00 -1.28 1.28 0.64 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 5.15 21.00 -1.19 1.19 0.55 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 5.22 21.00 -1.10 1.10 0.47 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 5.29 21.00 -1.01 1.01 0.39 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 5.36 21.00 -0.92 0.92 0.32 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 5.44 21.00 -0.82 0.82 0.25 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 5.51 21.00 -0.72 0.72 0.20 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 5.58 21.00 -0.62 0.62 0.15 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 5.65 21.00 -0.51 0.51 0.10 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 5.72 21.00 -0.40 0.40 0.07 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 5.79 21.00 -0.29 0.29 0.04 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 5.86 21.00 -0.18 0.18 0.02 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 5.93 21.00 -0.06 0.06 0.00 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 Page 41 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 (allowable) P(allowable) = 14,500 # FOUNDATION - 2-STORY 45𝑜 Page 42 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 2' - 0"Square x 24" Deep Concrete Pad With 3-#4 Each way BEAM NO. BM#9+11 Support 1 P =13,856 # Use 2' - 6"Square x 24" Deep Concrete Pad With 3-#5 Each way PAD SCHEDULE Page 43 of 57 1834 W Third St & #2,33/21/2025 1Y 1X 1 2 A B AD U R O O F S H E A R W A L L L A Y O U T Page 44 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE ADU 1834 W.3RD ST, UNIT 3, SANTA ANA, CA 92703 SECTION: 1X WIND PARAMETERS PER ASCE7-16, CHAPTER 27, MWFRS BUILDINGS OF ALL HEIGHTS: SEISMIC PARAMETERS PER ASCE7-16, CHAPTER 12.8, ELF PROCEDURE: ROOF 113.4 PLF SEISMIC GOVERN Page 45 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE ADU 1834 W.3RD ST, UNIT 3, SANTA ANA, CA 92703 Job#: 240051 Date: 7/17/2024 PLAN: 2 CODE: CBC 2022 SECTION: 1Y Number of Story: 1 Section width: 45(ft)Section length: 19(ft) Base height: 0.5(ft)Slope roof height: 13.5(ft)Gable mean roof height: 11.5(ft) WIND PARAMETERS PER ASCE7-16, CHAPTER 27, MWFRS BUILDINGS OF ALL HEIGHTS: Wind speed = 110, Wind exposure = C, Wind importance factor Iw = 1 Coefficients: Kd = 0.85, Kzt = 1, G = 0.85, Gcpi = +/-0.18, omega = 1 B = 45(ft), L = 19(ft), H = 12(ft)-->L/B = 0.42, H/L = 0.63 Wall coefficient: Cpw = 0.8, Cpl = -0.5, Roof coefficient: Cpw = (0.16;-0.32), Cpl = -0.6 Wind exposure = C-->anpha = 9.5, zg = 900 Kz = 2.01*(15/zg)^(2/anpha)qz = 0.00256*Kz*Kzt*Kd*V^2*Iw P = G(Cpw*qz+Cpl*qh) WIND LOAD: SEISMIC PARAMETERS PER ASCE7-16, CHAPTER 12.8, ELF PROCEDURE: Light frame wood-->Ry = 6.5, Site class :D, SDS = 2FaSs/3 =1.17, SD1 = 2FvS1/3 =0, Seismic design category: D, I = 1, 0.7*V = 0.7*SDS*I*W/Ry = 0.7*1.17*1*W/6.5 = 0.126*W Total Seismic Load = 64.26 = 64.26 PLF Redistrib: 510*9 = 4590 PLFxFT DIAPHRAGM & CHORD FORCE PER ASCE07-16 SECTION 12.10 ROOF DIAPHRAGM Max shear = 91.8 x 45 / (2 x 19) = 108.71 PLF Use: 15/32" apa rated unblock 32/16 w/8d common nails at 6", 6", 12" o.c. Chord force = 91.8 x 45^2 / (8 x 19) = 1222.99 LBS Splice w/ min. (7) 16d sinker nails each side of splice at 8" o.c. (standard construction) (z, Kz, qz, P): (15, 0.85, 22.35, 24.7) ROOF Roof = 15*19 = 285 PLF Wall = 15*2*4.5 + 10*2*4.5 = 225 PLF Shear = 0.126(285+225) = 0.126*510 = 64.26 PLF Plate height: ROOF = 9(ft) SHEAR ROOF = 64.26*510*9/4590 = 64.26 PLF SHEAR ROOF = 0.6*W = 105.49(plf) ROOF 105.49 PLF WIND GOVERN Page 46 of 57 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W MA I N H O U S E AD U 18 3 4 W. 3 R D S T , UN I T 3 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 2 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 2 9 " | 4 * d * 1 . 4 = 1 . 6 4 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " 5. 2 5 3. 7 5 3. 7 5 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n HD U 2 HD U 2 Po s t S i z e 4x 4 4x 4 Te n s i o n ( k i p s ) 3. 1 3. 1 Co m . ( k i p s ) 2. 9 2. 9 Ri g h t S i d e Ho l d D o w n HD U 2 HD U 2 Po s t S i z e 4x 4 4x 4 Te n s i o n ( k i p s ) 3. 1 3. 1 Co m . ( k i p s ) 2. 9 2. 9 An c h o r B o l t 5/ 8 " x 1 2 " [2 ] [2 ] sp a c e d e q u a l l y P2 6. 5 0 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P1 LI N E 1 ( D i r e c t i o n : Y ) @ F I R S T F L O O R | W i n d : 2 3 7 4 l b s | S e i s m i c : 1 8 8 0 l b s | S h e a r P a n e l T y p e : B | ( þ = 1 . 3 ) To t a l L e n g t h = 1 9 . 2 5 f t | T o t a l S h e a r W a l l L e n g t h = 7 . 5 f t | S h e a r D i a p h r a g m = 1 2 3 p l f | D e s i g n S h e a r W a l l = 3 8 0 p l f ( W i n d ) / 3 0 1 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 1 / 1 . 2 ) + P 2 ( 1 / 1 . 2 ) = 2 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 1 . 4 / 1 . 7 ) + P 2 ( 1 . 4 / 1 . 7 ) = 2 . 8 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 72 5 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 Page 47 of 57 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W MA I N H O U S E AD U 18 3 4 W. 3 R D S T , UN I T 3 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 2 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 1 3 " | 4 * d * 1 . 4 = 0 . 7 2 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " 8. 5 0 8. 0 0 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n HD U 2 Po s t S i z e 4x 4 Te n s i o n ( k i p s ) 2. 5 Co m . ( k i p s ) 2. 9 Ri g h t S i d e Ho l d D o w n HD U 2 Po s t S i z e 4x 4 Te n s i o n ( k i p s ) 2. 5 Co m . ( k i p s ) 2. 9 An c h o r B o l t 5/ 8 " x 1 2 " [2 ] sp a c e d e q u a l l y Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e 2. 2 5 Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P1 LI N E 2 ( D i r e c t i o n : Y ) @ F I R S T F L O O R | W i n d : 2 3 7 4 l b s | S e i s m i c : 1 8 8 0 l b s | S h e a r P a n e l T y p e : B | ( þ = 1 . 3 ) To t a l L e n g t h = 1 8 . 7 5 f t | T o t a l S h e a r W a l l L e n g t h = 8 f t | S h e a r D i a p h r a g m = 1 2 7 p l f | D e s i g n S h e a r W a l l = 2 9 7 p l f ( W i n d ) / 2 3 5 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 2 . 6 / 2 . 6 ) = 2 . 6 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 3 . 6 / 3 . 6 ) = 3 . 6 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 13 6 1 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 Page 48 of 57 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W MA I N H O U S E AD U 18 3 4 W. 3 R D S T , UN I T 3 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 2 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 1 " | 4 * d * 1 . 4 = 0 . 5 3 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " 9. 7 5 8. 0 0 5. 2 5 7. 2 5 4. 0 0 4. 0 0 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n HD U 2 Po s t S i z e 4x 4 Te n s i o n ( k i p s ) 1. 4 Co m . ( k i p s ) 2. 3 Ri g h t S i d e Ho l d D o w n HD U 2 Po s t S i z e 4x 4 Te n s i o n ( k i p s ) 1. 4 Co m . ( k i p s ) 2. 3 An c h o r B o l t 5/ 8 " x 1 2 " [2 ] sp a c e d e q u a l l y 2. 2 5 2. 2 5 2. 5 0 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P1 LI N E A ( D i r e c t i o n : X ) @ F I R S T F L O O R | W i n d : 8 2 0 l b s | S e i s m i c : 1 4 0 0 l b s | S h e a r P a n e l T y p e : A | ( þ = 1 . 3 ) To t a l L e n g t h = 4 5 . 2 5 f t | T o t a l S h e a r W a l l L e n g t h = 8 f t | S h e a r D i a p h r a g m = 3 4 p l f | D e s i g n S h e a r W a l l = 1 0 3 p l f ( W i n d ) / 1 7 5 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 1 . 8 / 1 . 8 ) = 1 . 8 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 2 . 5 / 2 . 5 ) = 2 . 5 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 33 2 -93 5 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 Page 49 of 57 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W MA I N H O U S E AD U 18 3 4 W. 3 R D S T , UN I T 3 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 2 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 1 " | 4 * d * 1 . 4 = 0 . 5 3 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " 5. 5 0 8. 0 0 6. 2 5 6. 2 5 3. 2 5 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n HD U 2 Po s t S i z e 4x 4 Te n s i o n ( k i p s ) 1. 4 Co m . ( k i p s ) 2. 3 Ri g h t S i d e Ho l d D o w n HD U 2 Po s t S i z e 4x 4 Te n s i o n ( k i p s ) 1. 4 Co m . ( k i p s ) 2. 3 An c h o r B o l t 5/ 8 " x 1 2 " [2 ] sp a c e d e q u a l l y 6. 2 5 6. 5 0 3. 2 5 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P1 LI N E B ( D i r e c t i o n : X ) @ F I R S T F L O O R | W i n d : 8 2 0 l b s | S e i s m i c : 1 4 0 0 l b s | S h e a r P a n e l T y p e : A | ( þ = 1 . 3 ) To t a l L e n g t h = 4 5 . 2 5 f t | T o t a l S h e a r W a l l L e n g t h = 8 f t | S h e a r D i a p h r a g m = 3 4 p l f | D e s i g n S h e a r W a l l = 1 0 3 p l f ( W i n d ) / 1 7 5 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 1 . 8 / 1 . 8 ) = 1 . 8 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 2 . 5 / 2 . 5 ) = 2 . 5 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 18 7 -10 8 0 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 Page 50 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE ADU 1834 W.3RD ST, UNIT 3, SANTA ANA, CA 92703 Job#: 240051 Date: 7/17/2024 PLAN: 2 CODE: CBC 2022 Shear Wall (X-X Direction) Line Story Section Span Wind Seismic Added V (lb)H L v Type ###(ft)(plf)(plf)Wind Seismic (ft)(ft)(plf) A 1 1X 19 86 113 9 8 175 A B 1 1X 19 86 113 9 8 175 A SUMMARY SHEAR WALL V2 = Seismic*Span/2 + Added Vseismic Line shear V = Maximum(V1;V2) V1 = Wind*Span/2 + Added Vwind v(plf) = V/L Page 51 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE ADU 1834 W.3RD ST, UNIT 3, SANTA ANA, CA 92703 Job#: 240051 Date: 7/17/2024 PLAN: 2 CODE: CBC 2022 Shear Wall (Y-Y Direction) Line Story Section Span Wind Seismic Added V (lb)H L v Type ###(ft)(plf)(plf)Wind Seismic (ft)(ft)(plf) 1 1 1Y 45 105 64 9 6.25 380 B 2 1 1Y 45 105 64 9 8 297 B v(plf) = V/L Line shear V = Maximum(V1;V2) SUMMARY SHEAR WALL V1 = Wind*Span/2 + Added Vwind V2 = Seismic*Span/2 + Added Vseismic Page 52 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE ADU 1834 W.3RD ST, UNIT 3, SANTA ANA, CA 92703 Job#: 240051 Date: 7/17/2024 PLAN: 2 CODE: CBC 2022 Wall Sec.Sto.Wind Seismic Span Offset Wind Seismic (#)(#)(#)v_(plf)v_(plf)(ft)(ft)V_(lb)V_(lb) 1 :Wind = 2374(lb), Seismic = 1880(lb) 1 1Y 1 105.5 64.3 45 2374 1446 l---------------45.0(ft)---------------l 2 :Wind = 2374(lb), Seismic = 1880(lb) 2 1Y 1 105.5 64.3 45 2374 1446 l---------------45.0(ft)---------------l A :Wind = 820(lb), Seismic = 1400(lb) A 1X 1 86.3 113.4 19 820 1077 l---------------19.0(ft)---------------l B :Wind = 820(lb), Seismic = 1400(lb) B 1X 1 86.3 113.4 19 820 1077 l---------------19.0(ft)---------------l #N/A #N/A #N/A #N/A #N/A #N/A Description V_(lb)=v_(plf)*Span*Span/2/(Span+Offset) LATERAL p Factor: X Direction: p=1.3; Y Direction: p=1.3 Page 53 of 57 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 2 Dong Engineering Inc. NEW MAIN HOUSE & ADU 1834 W.3RD ST, UNIT 3, SANTA ANA, CA 92703 BEAM : 1 - DROP AT ENTRANCE Loads(Downward+) Beam Weight 6.2 plf from 0 ft to 9.75 ft Roof Primary: (15+20)(4.8) = (DL=71.2PLF; LLr=95PLF) form 0 to 9.75 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 841/841 0 2 841/841 0 USE 4 x 8 Critcal Shear = 840 LB @0' 1.5xV/(F'v x A)= 0.22 F'v = 225, A = 25.38 Critcal Moment = 2047 LB-FT @4.75' M/(F'b x S)= 0.55 F'b = 1462, S = 30.66 Critical Deflection for TL = -0.197 INCH @ 5 L/240 = 0.488" Critical Deflection for LL = -0.109 INCH @ 5 L/360 = 0.325" 1 2 Moment Shear Deflection 9.75' BEAM : 2 - HDR AT BED Loads(Downward+) Beam Weight 6.2 plf from 0 ft to 6 ft Roof Primary: (15+20)(11.5) = (DL=172.5PLF; LLr=230PLF) form 0 to 6 Exterior Wall: (15)(2) = (DL=30PLF) form 0 to 6 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 1316/1316 0 2 1316/1316 0 USE 4 x 8 Critcal Shear = 1316 LB @0' 1.5xV/(F'v x A)= 0.34 F'v = 225, A = 25.38 Critcal Moment = 1974 LB-FT @3' M/(F'b x S)= 0.53 F'b = 1462, S = 30.66 Critical Deflection for TL = -0.072 INCH @ 3 L/240 = 0.3" Critical Deflection for LL = -0.038 INCH @ 3 L/360 = 0.2" 1 2 Moment Shear Deflection 6' Page 54 of 57 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 2 Dong Engineering Inc. NEW MAIN HOUSE & ADU 1834 W.3RD ST, UNIT 3, SANTA ANA, CA 92703 BEAM : C1 - C.J. 2X6#2 @ 16" O.C. TYP. (MAX L=15'-0") Loads(Downward+) Ceiling Joist: (4+10)(1.3) = (DL=5.3PLF; LLr=13.4PLF) form 0 to 15 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 140/140 0 2 140/140 0 USE 2 x 6 Critcal Shear = 140 LB @0' 1.5xV/(F'v x A)= 0.11 F'v = 225, A = 8.25 Critcal Moment = 525 LB-FT @7.5' M/(F'b x S)= 0.49 F'b = 1682, S = 7.56 Critical Deflection for TL = -0.64 INCH @ 7.5 L/240 = 0.75" Critical Deflection for LL = -0.457 INCH @ 7.5 L/360 = 0.5" 1 2 Moment Shear Deflection 15' BEAM : C2 - C.J. 2X8#2 @ 16" O.C. TYP. (MAX L=20'-0") Loads(Downward+) Ceiling Joist: (4+10)(1.3) = (DL=5.3PLF; LLr=13.4PLF) form 0 to 20 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 187/187 0 2 187/187 0 USE 2 x 8 Critcal Shear = 186 LB @0' 1.5xV/(F'v x A)= 0.11 F'v = 225, A = 10.88 Critcal Moment = 934 LB-FT @10' M/(F'b x S)= 0.55 F'b = 1552, S = 13.14 Critical Deflection for TL = -0.883 INCH @ 10 L/240 = 1" Critical Deflection for LL = -0.631 INCH @ 10 L/360 = 0.667" 1 2 Moment Shear Deflection 20' Page 55 of 57 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 2 Dong Engineering Inc. NEW MAIN HOUSE & ADU 1834 W.3RD ST, UNIT 3, SANTA ANA, CA 92703 BEAM : R1 - R.R. 2X6#2 @ 16" O.C. TYP. (MAX L=12'-0") Loads(Downward+) Roof Rafter: (11+20)(1.3) = (DL=14.7PLF; LLr=26.7PLF) form 0 to 12 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 248/248 0 2 248/248 0 USE 2 x 6 Critcal Shear = 248 LB @0' 1.5xV/(F'v x A)= 0.2 F'v = 225, A = 8.25 Critcal Moment = 744 LB-FT @6' M/(F'b x S)= 0.7 F'b = 1682, S = 7.56 Critical Deflection for TL = -0.58 INCH @ 6 L/240 = 0.6" Critical Deflection for LL = -0.374 INCH @ 6 L/360 = 0.4" 1 2 Moment Shear Deflection 12' Page 56 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE ADU 1834 W.3RD ST, UNIT 3, SANTA ANA, CA 92703 Job#: 240051 Date: 7/17/2024 PLAN: 2 CODE: CBC 2022 2900 psf Trib Trib Wall Height DL(psf)LL(psf)roof(ft)DL(psf)LL(psf)floor(ft)DL(psf)wall(ft) 15 20 11.5 15 9 Roof:(DL+LL)(Trib) =402.5 plf Floor:(DL+LL)(Trib) =0 plf Wall:DL (Height)=135 plf 537.5 plf 537.5 /(12"/12)=537.5 psf< 2900 psf P(allowable) P(allowable) = 8,700 # 18 in FOUNDATION - 1-STORY Allowable soil bearing value: Roof Floor use 12" wide cont. ftg w/ 2-#4 top & bott. 45𝑜 Page 57 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering, Inc. 7661 GARDEN GROVE BLVD. , GARDEN GROVE, CA 92841 Office: (714) 617-5979 Email: info@dongengineering.com DATE:7/17/2024 CLIENT: JOB NO.:240051 Project: NEW MAIN HOUSE & ADU STRUCTURAL CALCULATIONS FOR THE BUILDING AT: 1834 W.3RD ST, SANTA ANA, CA 92703 Page 1 of 57 1834 W Third St & #2,33/21/2025 Job#:240051 Date: ROOF:SHINGLE ROOF (VAULTED):SHINGLE Slope 6:12 Slope 6:12 Live Load 20 psf Live Load 20 psf Roof'g Material 3.0 psf Roof'g Material 3.0 psf Sheathing 2.0 psf Sheathing 2.0 psf Trusses / Rafters 2.0 psf Trusses / Rafters 2.0 psf Ceiling Joists 2.0 psf Drywall 2.0 psf Drywall 2.0 psf Sprinkler 0.5 psf Sprinkler 0.5 psf Solar 3.0 psf Solar 3.0 psf Miscellaneous 0.5 psf Miscellaneous 0.5 psf Total D.L.15 psf Total D.L.13.0 psf Total Load 35 psf Total Load 33 psf FLOOR:Without Lt. Wt. CONC.DECK: Live Load 40 psf Live Load 60 psf Floor Material 3.0 psf Floor Material 3.0 psf Sheathing 3.0 psf Sheathing 3.0 psf Floor Joist 3.0 psf Floor Joist 3.0 psf Sprinkler 0.5 psf Sprinkler 0.5 psf Miscellaneous 0.5 psf Miscellaneous 0.5 psf Drywall 3.0 psf Drywall 3.0 psf Total D.L.13 psf Total D.L.13 psf Total Load 53 psf Total Load 73 psf LOADING CONDITIONS 7/10/2024 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 Page 2 of 57 1834 W Third St & #2,33/21/2025 EXTERIOR WALL:INTERIOR WALL: EXTERIOR:9 DRYWALL:3 DRYWALL:3.0 DRYWALL:3.0 STUDS:2.0 STUDS:2.0 MISC.:1.0 MISC.:2.0 DL=15.0 PSF DL=10.0 PSF REVISIONS: 1 Sheets:Date: Init:Remark: 2 Sheets:Date: Init:Remark: 3 Sheets:Date: Init:Remark: 4 Sheets:Date: Init:Remark: 5 Sheets:Date: Init:Remark: 6 Sheets:Date: Init:Remark: Page 3 of 57 1834 W Third St & #2,33/21/2025 1Y 1X 1 2 A B MAIN HOUSE - JADU ROOF SHEARWALL LAYOUT Page 4 of 57 1834 W Third St & #2,33/21/2025 1Y 1X 3 4 5 C D E MAIN HOUSE - JADU FLOOR SHEARWALL LAYOUT Page 5 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 Job#: 240051 Date: 7/17/2024 PLAN: 1 CODE: CBC 2022 SECTION: 1X Number of Story: 2 Section width: 39(ft)Section length: 33(ft) Base height: 0.5(ft)Slope roof height: 25.5(ft)Gable mean roof height: 22.5(ft) WIND PARAMETERS PER ASCE7-16, CHAPTER 27, MWFRS BUILDINGS OF ALL HEIGHTS: Wind speed = 110, Wind exposure = C, Wind importance factor Iw = 1 Coefficients: Kd = 0.85, Kzt = 1, G = 0.85, Gcpi = +/-0.18, omega = 1 B = 39(ft), L = 33(ft), H = 23(ft)-->L/B = 0.85, H/L = 0.7 Wall coefficient: Cpw = 0.8, Cpl = -0.5 Wind exposure = C-->anpha = 9.5, zg = 900 Kz = 2.01*(15/zg)^(2/anpha)qz = 0.00256*Kz*Kzt*Kd*V^2*Iw P = G(Cpw*qz+Cpl*qh) WIND LOAD: SEISMIC PARAMETERS PER ASCE7-16, CHAPTER 12.8, ELF PROCEDURE: Light frame wood-->Rx = 6.5, Site class :D, SDS = 2FaSs/3 =1.17, SD1 = 2FvS1/3 =0, Seismic design category: D, I = 1, 0.7*V = 0.7*SDS*I*W/Rx = 0.7*1.17*1*W/6.5 = 0.126*W Total Seismic Load = 90.72 + 118.31 = 209.03 PLF Redistrib: 720*19 + 939*9 = 22131 PLFxFT DIAPHRAGM & CHORD FORCE PER ASCE07-16 SECTION 12.10 ROOF DIAPHRAGM Max shear = 184.59 x 39 / (2 x 33) = 109.08 PLF Use: 15/32" apa rated unblock 32/16 w/8d common nails at 6", 6", 12" o.c. Chord force = 184.59 x 39^2 / (8 x 33) = 1063.49 LBS Splice w/ min. (6) 16d sinker nails each side of splice at 8" o.c. (standard construction) FIRST FLOOR DIAPHRAGM Max shear = 124.96 x 39 / (2 x 33) = 73.84 PLF Use: 23/32" apa rated unblock w/10d common nails at 6", 6", 12" o.c. Chord force = 124.96 x 39^2 / (8 x 33) = 719.94 LBS Splice w/ min. (4) 16d sinker nails each side of splice at 8" o.c. (standard construction) (z, Kz, qz, P): (23, 0.93, 24.46, 27.07); (19.5, 0.9, 23.62, 26.5); (15, 0.85, 22.35, 25.64) ROOF Roof = 15*33 = 495 PLF Wall = 15*2*4.5 + 10*2*4.5 = 225 PLF Shear = 0.126(495+225) = 0.126*720 = 90.72 PLF FIRST FLOOR Roof + Floor = 15*7 + 13*33 = 534 PLF Wall = 15*2*4.5 + 15*2*4.5 + 10*2*4.5 + 10*1*4.5 = 405 PLF Shear = 0.126(534+405) = 0.126*939 = 118.31 PLF Plate height: ROOF = 19(ft); FIRST FLOOR = 9(ft) SHEAR ROOF = 209.03*720*19/22131 = 129.21 PLF SHEAR FIRST FLOOR = 209.03*939*9/22131 = 79.82 PLF SHEAR ROOF = 0.6*W = 128.3(plf) SHEAR FIRST FLOOR = 0.6*W = 153.84(plf) ROOF FIRST FLOOR 129.21 PLF 153.84 PLF SEISMIC GOVERN WIND GOVERN Page 6 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 Job#: 240051 Date: 7/17/2024 PLAN: 1 CODE: CBC 2022 SECTION: 1Y Number of Story: 2 Section width: 33(ft)Section length: 39(ft) Base height: 0.5(ft)Slope roof height: 25.5(ft)Gable mean roof height: 22.5(ft) WIND PARAMETERS PER ASCE7-16, CHAPTER 27, MWFRS BUILDINGS OF ALL HEIGHTS: Wind speed = 110, Wind exposure = C, Wind importance factor Iw = 1 Coefficients: Kd = 0.85, Kzt = 1, G = 0.85, Gcpi = +/-0.18, omega = 1 B = 33(ft), L = 39(ft), H = 23(ft)-->L/B = 1.18, H/L = 0.59 Wall coefficient: Cpw = 0.8, Cpl = -0.46, Roof coefficient: Cpw = (0.17;-0.3), Cpl = -0.6 Wind exposure = C-->anpha = 9.5, zg = 900 Kz = 2.01*(15/zg)^(2/anpha)qz = 0.00256*Kz*Kzt*Kd*V^2*Iw P = G(Cpw*qz+Cpl*qh) WIND LOAD: SEISMIC PARAMETERS PER ASCE7-16, CHAPTER 12.8, ELF PROCEDURE: Light frame wood-->Ry = 6.5, Site class :D, SDS = 2FaSs/3 =1.17, SD1 = 2FvS1/3 =0, Seismic design category: D, I = 1, 0.7*V = 0.7*SDS*I*W/Ry = 0.7*1.17*1*W/6.5 = 0.126*W Total Seismic Load = 102.06 + 138.98 = 241.04 PLF Redistrib: 810*19 + 1103*9 = 25317 PLFxFT DIAPHRAGM & CHORD FORCE PER ASCE07-16 SECTION 12.10 ROOF DIAPHRAGM Max shear = 209.33 x 33 / (2 x 39) = 88.56 PLF Use: 15/32" apa rated unblock 32/16 w/8d common nails at 6", 6", 12" o.c. Chord force = 209.33 x 33^2 / (8 x 39) = 730.64 LBS Splice w/ min. (4) 16d sinker nails each side of splice at 8" o.c. (standard construction) FIRST FLOOR DIAPHRAGM Max shear = 142.27 x 33 / (2 x 39) = 60.19 PLF Use: 23/32" apa rated unblock w/10d common nails at 6", 6", 12" o.c. Chord force = 142.27 x 33^2 / (8 x 39) = 496.58 LBS Splice w/ min. (3) 16d sinker nails each side of splice at 8" o.c. (standard construction) (z, Kz, qz, P): (26, 0.95, 25.09, 26.75); (19.5, 0.9, 23.62, 25.74); (15, 0.85, 22.35, 24.88) ROOF Roof = 15*36 = 540 PLF Wall = 15*2*4.5 + 10*3*4.5 = 270 PLF Shear = 0.126(540+270) = 0.126*810 = 102.06 PLF FIRST FLOOR Roof + Floor = 15*11.5 + 13*33.5 = 608 PLF Wall = 15*2*4.5 + 15*2*4.5 + 10*3*4.5 + 10*2*4.5 = 495 PLF Shear = 0.126(608+495) = 0.126*1103 = 138.98 PLF Plate height: ROOF = 19(ft); FIRST FLOOR = 9(ft) SHEAR ROOF = 241.04*810*19/25317 = 146.53 PLF SHEAR FIRST FLOOR = 241.04*1103*9/25317 = 94.51 PLF SHEAR ROOF = 0.6*W = 133.71(plf) SHEAR FIRST FLOOR = 0.6*W = 149.28(plf) ROOF FIRST FLOOR 146.53 PLF 149.28 PLF SEISMIC GOVERN WIND GOVERN Page 7 of 57 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W M A I N H O U S E & J A D U 18 3 4 W . 3 R D S T , U N I T 2 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 0 5 " | 4 * d * 1 . 4 = 0 . 2 6 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " 3. 5 0 7. 2 5 4. 0 0 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n (2 ) C S 1 6 (2 ) C S 1 6 Po s t S i z e 2- 2 x 4 2- 2 x 4 Te n s i o n ( k i p s ) 1. 9 1. 9 Co m . ( k i p s ) 2. 7 2. 4 Ri g h t S i d e Ho l d D o w n (2 ) C S 1 6 (2 ) C S 1 6 Po s t S i z e 2- 2 x 4 2- 2 x 4 Te n s i o n ( k i p s ) 1. 9 1. 9 Co m . ( k i p s ) 2. 7 2. 4 8. 5 0 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e 6. 0 0 Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P1 P2 LI N E 1 ( D i r e c t i o n : Y ) @ S E C O N D F L O O R | W i n d : 2 2 0 7 l b s | S e i s m i c : 2 4 1 8 l b s | S h e a r P a n e l T y p e : B | ( þ = 1 ) To t a l L e n g t h = 2 9 . 2 5 f t | T o t a l S h e a r W a l l L e n g t h = 1 1 . 2 5 f t | S h e a r D i a p h r a g m = 1 1 8 p l f | D e s i g n S h e a r W a l l = 2 0 4 p l f ( W i n d ) / 2 2 4 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 2 . 3 / 2 . 3 ) + P 2 ( 1 . 1 / 1 . 3 ) = 3 . 4 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 3 . 2 / 3 . 2 ) + P 2 ( 1 . 6 / 1 . 8 ) = 4 . 8 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 11 2 2 -24 8 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 Page 8 of 57 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W M A I N H O U S E & J A D U 18 3 4 W . 3 R D S T , U N I T 2 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 0 3 " | 4 * d * 1 . 4 = 0 . 1 9 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " 1. 2 5 14 . 2 5 5. 7 5 10 . 2 5 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n (1 ) C S 1 6 Po s t S i z e 2x 4 Te n s i o n ( k i p s ) 1. 1 Co m . ( k i p s ) 2. 7 Ri g h t S i d e Ho l d D o w n (1 ) C S 1 6 Po s t S i z e 2x 4 Te n s i o n ( k i p s ) 1. 1 Co m . ( k i p s ) 2. 7 5. 2 5 2. 2 5 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e | B : S i m p s o n S T 6 2 2 4 ( 2 5 0 6 L B ) - A l t t w o r o w ( 6 ) # 1 6 e a . s i d e o f s p l i c e Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P1 LI N E 2 ( D i r e c t i o n : Y ) @ S E C O N D F L O O R | W i n d : 2 2 0 7 l b s | S e i s m i c : 2 4 1 8 l b s | S h e a r P a n e l T y p e : A | ( þ = 1 ) To t a l L e n g t h = 3 9 f t | T o t a l S h e a r W a l l L e n g t h = 1 4 . 2 5 f t | S h e a r D i a p h r a g m = 8 9 p l f | D e s i g n S h e a r W a l l = 1 5 5 p l f ( W i n d ) / 1 7 0 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 3 . 1 / 3 . 1 ) = 3 . 1 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 4 . 4 / 4 . 4 ) = 4 . 4 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 11 1 -20 8 1 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 Page 9 of 57 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W M A I N H O U S E & J A D U 18 3 4 W . 3 R D S T , U N I T 2 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 2 3 " | 4 * d * 1 . 4 = 1 . 2 8 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " Dr a g L o a d I n c r e a s e d 2 5 % P e r A S C E 7 - 1 6 S e c t i o n 1 2 . 3 . 4 14 . 0 0 6. 0 0 4. 5 0 5. 5 0 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n HD U 2 HD U 2 Po s t S i z e 4x 4 4x 4 Te n s i o n ( k i p s ) 2. 8 2. 9 Co m . ( k i p s ) 3. 3 3. 3 Ri g h t S i d e Ho l d D o w n HD U 2 HD U 2 Po s t S i z e 4x 4 4x 4 Te n s i o n ( k i p s ) 2. 8 2. 9 Co m . ( k i p s ) 3. 3 3. 3 An c h o r B o l t 5/ 8 " x 1 2 " [2 ] [2 ] sp a c e d e q u a l l y 8. 0 0 P2 5. 5 0 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e | B : S i m p s o n S T 6 2 2 4 ( 2 5 0 6 L B ) - A l t t w o r o w ( 6 ) # 1 6 e a . s i d e o f s p l i c e C: S i m p s o n M S T 4 8 ( 3 7 6 0 L B ) - A l t t w o r o w ( 9 ) # 1 6 E a . s i d e o f s p l i c e 6. 5 0 Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P1 LI N E 3 ( D i r e c t i o n : Y ) @ F I R S T F L O O R | W i n d : 3 6 6 3 l b s | S e i s m i c : 3 3 3 9 l b s | S h e a r P a n e l T y p e : B | ( þ = 1 ) To t a l L e n g t h = 5 0 f t | T o t a l S h e a r W a l l L e n g t h = 1 1 . 5 f t | S h e a r D i a p h r a g m = 9 8 p l f | D e s i g n S h e a r W a l l = 3 1 9 p l f ( W i n d ) / 2 9 0 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 1 . 9 / 1 . 9 ) + P 2 ( 1 . 8 / 1 . 8 ) = 3 . 7 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 2 . 7 / 2 . 7 ) + P 2 ( 2 . 5 / 2 . 5 ) = 5 . 2 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 25 1 6 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 Page 10 of 57 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W M A I N H O U S E & J A D U 18 3 4 W . 3 R D S T , U N I T 2 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 0 7 " | 4 * d * 1 . 4 = 0 . 3 7 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " 11 . 2 5 11 . 2 5 25 . 7 5 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n HD U 2 Po s t S i z e 4x 4 Te n s i o n ( k i p s ) 2. 2 Co m . ( k i p s ) 2. 4 Ri g h t S i d e Ho l d D o w n HD U 2 Po s t S i z e 4x 4 Te n s i o n ( k i p s ) 2. 2 Co m . ( k i p s ) 2. 4 An c h o r B o l t 5/ 8 " x 1 2 " [3 ] sp a c e d e q u a l l y Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P1 LI N E 4 ( D i r e c t i o n : Y ) @ F I R S T F L O O R | W i n d : 2 9 8 6 l b s | S e i s m i c : 1 8 9 0 l b s | S h e a r P a n e l T y p e : B | ( þ = 1 ) To t a l L e n g t h = 4 8 . 2 5 f t | T o t a l S h e a r W a l l L e n g t h = 1 1 . 2 5 f t | S h e a r D i a p h r a g m = 6 2 p l f | D e s i g n S h e a r W a l l = 2 6 5 p l f ( W i n d ) / 1 6 8 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 3 . 6 / 3 . 6 ) = 3 . 6 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 5 / 5 ) = 5 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 69 6 -15 9 4 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 Page 11 of 57 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W M A I N H O U S E & J A D U 18 3 4 W . 3 R D S T , U N I T 2 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 2 " | 4 * d * 1 . 4 = 1 . 1 5 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " Dr a g L o a d I n c r e a s e d 2 5 % P e r A S C E 7 - 1 6 S e c t i o n 1 2 . 3 . 4 11 . 2 5 6. 0 0 9. 0 0 6. 0 0 3. 0 0 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n HD U 2 HD U 2 Po s t S i z e 4x 4 4x 4 Te n s i o n ( k i p s ) 2. 8 2. 8 Co m . ( k i p s ) 3. 2 3. 2 Ri g h t S i d e Ho l d D o w n HD U 2 HD U 2 Po s t S i z e 4x 4 4x 4 Te n s i o n ( k i p s ) 2. 8 2. 8 Co m . ( k i p s ) 3. 2 3. 2 An c h o r B o l t 5/ 8 " x 1 2 " [2 ] [2 ] sp a c e d e q u a l l y 2. 7 5 6. 2 5 5. 5 0 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P2 P1 LI N E 5 ( D i r e c t i o n : Y ) @ F I R S T F L O O R | W i n d : 3 7 3 8 l b s | S e i s m i c : 3 3 8 7 l b s | S h e a r P a n e l T y p e : B | ( þ = 1 ) To t a l L e n g t h = 4 9 . 7 5 f t | T o t a l S h e a r W a l l L e n g t h = 1 2 f t | S h e a r D i a p h r a g m = 1 0 0 p l f | D e s i g n S h e a r W a l l = 3 1 2 p l f ( W i n d ) / 2 8 2 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 1 . 9 / 1 . 9 ) + P 2 ( 1 . 9 / 1 . 9 ) = 3 . 8 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 2 . 7 / 2 . 7 ) + P 2 ( 2 . 7 / 2 . 7 ) = 5 . 4 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 14 0 9 -10 6 4 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 Page 12 of 57 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W M A I N H O U S E & J A D U 18 3 4 W . 3 R D S T , U N I T 2 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 0 7 " | 4 * d * 1 . 4 = 0 . 4 1 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " 2. 5 0 6. 2 5 5. 2 5 5. 2 5 5. 2 5 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n (2 ) C S 1 6 (2 ) C S 1 6 Po s t S i z e 2- 2 x 4 2- 2 x 4 Te n s i o n ( k i p s ) 2. 9 2. 9 Co m . ( k i p s ) 3. 5 3. 5 Ri g h t S i d e Ho l d D o w n (2 ) C S 1 6 (2 ) C S 1 6 Po s t S i z e 2- 2 x 4 2- 2 x 4 Te n s i o n ( k i p s ) 2. 9 2. 9 Co m . ( k i p s ) 3. 5 3. 5 P2 2. 7 5 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e | B : S i m p s o n S T 6 2 2 4 ( 2 5 0 6 L B ) - A l t t w o r o w ( 6 ) # 1 6 e a . s i d e o f s p l i c e 6. 2 5 Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P1 LI N E A ( D i r e c t i o n : X ) @ S E C O N D F L O O R | W i n d : 2 5 0 2 l b s | S e i s m i c : 3 2 7 5 l b s | S h e a r P a n e l T y p e : B | ( þ = 1 . 3 ) To t a l L e n g t h = 3 3 . 5 f t | T o t a l S h e a r W a l l L e n g t h = 1 0 . 5 f t | S h e a r D i a p h r a g m = 1 0 7 p l f | D e s i g n S h e a r W a l l = 2 3 8 p l f ( W i n d ) / 3 1 2 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 1 . 7 / 1 . 7 ) + P 2 ( 1 . 7 / 1 . 7 ) = 3 . 4 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 2 . 3 / 2 . 3 ) + P 2 ( 2 . 3 / 2 . 3 ) = 4 . 6 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 19 0 7 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 Page 13 of 57 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W M A I N H O U S E & J A D U 18 3 4 W . 3 R D S T , U N I T 2 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 0 7 " | 4 * d * 1 . 4 = 0 . 3 8 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " 10 . 5 0 10 . 5 0 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n (2 ) C S 1 6 Po s t S i z e 2- 2 x 4 Te n s i o n ( k i p s ) 2. 6 Co m . ( k i p s ) 3. 8 Ri g h t S i d e Ho l d D o w n (2 ) C S 1 6 Po s t S i z e 2- 2 x 4 Te n s i o n ( k i p s ) 2. 6 Co m . ( k i p s ) 3. 8 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e | B : S i m p s o n S T 6 2 2 4 ( 2 5 0 6 L B ) - A l t t w o r o w ( 6 ) # 1 6 e a . s i d e o f s p l i c e 2. 5 0 Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P1 LI N E B ( D i r e c t i o n : X ) @ S E C O N D F L O O R | W i n d : 2 5 0 2 l b s | S e i s m i c : 3 2 7 5 l b s | S h e a r P a n e l T y p e : B | ( þ = 1 . 3 ) To t a l L e n g t h = 2 3 . 5 f t | T o t a l S h e a r W a l l L e n g t h = 1 0 . 5 f t | S h e a r D i a p h r a g m = 1 5 3 p l f | D e s i g n S h e a r W a l l = 2 3 8 p l f ( W i n d ) / 3 1 2 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 3 . 4 / 3 . 4 ) = 3 . 4 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 4 . 7 / 4 . 7 ) = 4 . 7 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 19 9 1 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 Page 14 of 57 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W M A I N H O U S E & J A D U 18 3 4 W . 3 R D S T , U N I T 2 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 3 5 " | 4 * d * 1 . 4 = 1 . 9 4 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " Dr a g L o a d I n c r e a s e d 2 5 % P e r A S C E 7 - 1 6 S e c t i o n 1 2 . 3 . 4 3. 0 0 5. 7 5 3. 0 0 8. 2 5 2. 5 0 16 . 5 0 2. 5 0 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n HD U 2 HD U 2 HD U 5 HD U 5 Po s t S i z e 4x 4 4x 4 4x 4 4x 4 Te n s i o n ( k i p s ) 3. 0 3. 0 2. 7 2. 7 Co m . ( k i p s ) 3. 4 3. 4 2. 9 2. 9 Ri g h t S i d e Ho l d D o w n HD U 2 HD U 2 HD U 5 HD U 5 Po s t S i z e 4x 4 4x 4 4x 4 4x 4 Te n s i o n ( k i p s ) 3. 0 3. 0 2. 7 2. 7 Co m . ( k i p s ) 3. 4 3. 4 2. 9 2. 9 An c h o r B o l t 5/ 8 " x 1 2 " [2 ] [2 ] [2 ] [2 ] sp a c e d e q u a l l y P2 P3 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P1 P4 LI N E C ( D i r e c t i o n : X ) @ F I R S T F L O O R | W i n d : 3 0 7 9 l b s | S e i s m i c : 3 0 2 9 l b s | S h e a r P a n e l T y p e : D | ( þ = 1 . 3 ) To t a l L e n g t h = 4 1 . 5 f t | T o t a l S h e a r W a l l L e n g t h = 1 1 f t | S h e a r D i a p h r a g m = 9 0 p l f | D e s i g n S h e a r W a l l = 4 5 4 p l f ( W i n d ) / 4 4 7 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 1 . 1 / 1 . 6 ) + P 2 ( 1 . 1 / 1 . 6 ) + P 3 ( 0 . 7 / 1 . 3 ) + P 4 ( 0 . 7 / 1 . 3 ) = 3 . 6 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 1 . 5 / 2 . 2 ) + P 2 ( 1 . 5 / 2 . 2 ) + P 3 ( 1 / 1 . 9 ) + P 4 ( 1 / 1 . 9 ) = 5 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 78 0 -12 2 5 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 Page 15 of 57 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W M A I N H O U S E & J A D U 18 3 4 W . 3 R D S T , U N I T 2 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 2 8 " | 4 * d * 1 . 4 = 1 . 6 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " Dr a g L o a d I n c r e a s e d 2 5 % P e r A S C E 7 - 1 6 S e c t i o n 1 2 . 3 . 4 18 . 7 5 3. 5 0 2. 7 5 9. 0 0 4. 7 5 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n HD U 4 HD U 4 Po s t S i z e 4x 4 4x 4 Te n s i o n ( k i p s ) 3. 1 3. 6 Co m . ( k i p s ) 2. 8 3. 6 Ri g h t S i d e Ho l d D o w n HD U 4 HD U 4 Po s t S i z e 4x 4 4x 4 Te n s i o n ( k i p s ) 3. 1 3. 6 Co m . ( k i p s ) 2. 8 3. 6 An c h o r B o l t 5/ 8 " x 1 2 " [2 ] [3 ] sp a c e d e q u a l l y Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e | B : S i m p s o n S T 6 2 2 4 ( 2 5 0 6 L B ) - A l t t w o r o w ( 6 ) # 1 6 e a . s i d e o f s p l i c e C: S i m p s o n M S T 4 8 ( 3 7 6 0 L B ) - A l t t w o r o w ( 9 ) # 1 6 E a . s i d e o f s p l i c e Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P2 P1 LI N E D ( D i r e c t i o n : X ) @ F I R S T F L O O R | W i n d : 4 7 7 1 l b s | S e i s m i c : 3 8 5 2 l b s | S h e a r P a n e l T y p e : C | ( þ = 1 . 3 ) To t a l L e n g t h = 3 8 . 7 5 f t | T o t a l S h e a r W a l l L e n g t h = 1 2 . 5 f t | S h e a r D i a p h r a g m = 1 3 4 p l f | D e s i g n S h e a r W a l l = 4 0 7 p l f ( W i n d ) / 3 2 9 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 1 . 1 / 1 . 4 ) + P 2 ( 3 . 7 / 3 . 7 ) = 4 . 8 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 1 . 6 / 2 ) + P 2 ( 5 . 2 / 5 . 2 ) = 6 . 8 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 31 5 1 -79 8 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 Page 16 of 57 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W M A I N H O U S E & J A D U 18 3 4 W . 3 R D S T , U N I T 2 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 2 3 " | 4 * d * 1 . 4 = 1 . 2 7 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " 3. 2 5 2. 7 5 6. 0 0 4. 0 0 9. 5 0 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n HD U 2 HD U 2 Po s t S i z e 4x 4 4x 4 Te n s i o n ( k i p s ) 2. 8 2. 5 Co m . ( k i p s ) 3. 5 3. 7 Ri g h t S i d e Ho l d D o w n HD U 2 HD U 5 Po s t S i z e 4x 4 4x 4 Te n s i o n ( k i p s ) 2. 8 4. 9 Co m . ( k i p s ) 3. 5 3. 7 An c h o r B o l t 5/ 8 " x 1 2 " [2 ] [3 ] sp a c e d e q u a l l y P2 2. 2 5 2. 2 5 3. 5 0 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e | B : S i m p s o n S T 6 2 2 4 ( 2 5 0 6 L B ) - A l t t w o r o w ( 6 ) # 1 6 e a . s i d e o f s p l i c e 5. 2 5 Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P1 LI N E E ( D i r e c t i o n : X ) @ F I R S T F L O O R | W i n d : 4 6 9 5 l b s | S e i s m i c : 4 7 5 4 l b s | S h e a r P a n e l T y p e : B | ( þ = 1 . 3 ) To t a l L e n g t h = 3 8 . 7 5 f t | T o t a l S h e a r W a l l L e n g t h = 1 5 . 5 f t | S h e a r D i a p h r a g m = 1 4 9 p l f | D e s i g n S h e a r W a l l = 3 0 3 p l f ( W i n d ) / 3 0 7 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 1 . 9 / 1 . 9 ) + P 2 ( 3 / 3 ) = 4 . 9 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 2 . 7 / 2 . 7 ) + P 2 ( 4 . 2 / 4 . 2 ) = 6 . 9 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 22 0 5 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 Page 17 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 Job#: 240051 Date: 7/17/2024 PLAN: 1 CODE: CBC 2022 Shear Wall (X-X Direction) Line Story Section Span Wind Seismic Added V (lb)H L v Type ###(ft)(plf)(plf)Wind Seismic (ft)(ft)(plf) A 2 1X 39 128 129 9 10.5 312 B B 2 1X 39 128 129 9 10.5 312 B C 1 1X 20.5 154 80 1502 1965 9 6.78 454 D D 1 1X 49 154 80 1001 1310 9 11.72 407 C E 1 1X 28.5 154 80 2502 3275 9 15.5 307 B SUMMARY SHEAR WALL V2 = Seismic*Span/2 + Added Vseismic Line shear V = Maximum(V1;V2) V1 = Wind*Span/2 + Added Vwind v(plf) = V/L Page 18 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 Job#: 240051 Date: 7/17/2024 PLAN: 1 CODE: CBC 2022 Shear Wall (Y-Y Direction) Line Story Section Span Wind Seismic Added V (lb)H L v Type ###(ft)(plf)(plf)Wind Seismic (ft)(ft)(plf) 1 2 1Y 33 134 147 9 10.81 224 B 2 2 1Y 33 134 147 9 14.25 170 A 3 1 1Y 19.5 149 95 2207 2418 9 11.5 319 B 4 1 1Y 40 149 95 9 11.25 265 B 5 1 1Y 20.5 149 95 2207 2418 9 12 312 B v(plf) = V/L Line shear V = Maximum(V1;V2) SUMMARY SHEAR WALL V1 = Wind*Span/2 + Added Vwind V2 = Seismic*Span/2 + Added Vseismic Page 19 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 Job#: 240051 Date: 7/17/2024 PLAN: 1 CODE: CBC 2022 Wall Sec.Sto.Wind Seismic Span Offset Wind Seismic (#)(#)(#)v_(plf)v_(plf)(ft)(ft)V_(lb)V_(lb) 1 :Wind = 2207(lb), Seismic = 2418(lb) 1 1Y 2 133.7 146.5 33 2206 2418 l---------------33.0(ft)---------------l 2 :Wind = 2207(lb), Seismic = 2418(lb) 2 1Y 2 133.7 146.5 33 2206 2418 l---------------33.0(ft)---------------l 3 :Wind = 3663(lb), Seismic = 3339(lb), Line above : 1 - 100%, Wind = 2207(lb), Seismic = 2418(lb) 3 1Y 1 149.3 94.5 19.5 1455 921 l---------------19.5(ft)---------------l 4 :Wind = 2986(lb), Seismic = 1890(lb) 4 1Y 1 149.3 94.5 40 2986 1890 l---------------40.0(ft)---------------l 5 :Wind = 3738(lb), Seismic = 3387(lb), Line above : 2 - 100%, Wind = 2207(lb), Seismic = 2418(lb) 5 1Y 1 149.3 94.5 20.5 1530 969 l---------------20.5(ft)---------------l A :Wind = 2502(lb), Seismic = 3275(lb) A 1X 2 128.3 129.2 39 2502 2520 l---------------39.0(ft)---------------l B :Wind = 2502(lb), Seismic = 3275(lb) B 1X 2 128.3 129.2 39 2502 2520 l---------------39.0(ft)---------------l C :Wind = 3079(lb), Seismic = 3029(lb), Line above : A - 60%, Wind = 1502(lb), Seismic = 1965(lb) C 1X 1 153.8 79.8 20.5 1577 818 l---------------20.5(ft)---------------l D :Wind = 4771(lb), Seismic = 3852(lb), Line above : A - 40%, Wind = 1001(lb), Seismic = 1310(lb) D 1X 1 153.8 79.8 49 3769 1956 l---------------49.0(ft)---------------l E :Wind = 4695(lb), Seismic = 4754(lb), Line above : B - 100%, Wind = 2502(lb), Seismic = 3275(lb) E 1X 1 153.8 79.8 28.5 2192 1137 l---------------28.5(ft)---------------l #N/A #N/A #N/A #N/A #N/A #N/A Description V_(lb)=v_(plf)*Span*Span/2/(Span+Offset) LATERAL p Factor: X Direction: p=1.3; Y Direction: p=1 20 of 52Page 20 of 57 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 1 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT2, SANTA ANA, CA 92703 BEAM : 1 - CLG AT BED 3 Loads(Downward+) Beam Weight 10.1 plf from 0 ft to 14.75 ft Roof Rafter: (11+20)(4.2) = (DL=46.8PLF; LLr=85PLF) form 0 to 14.75 Ceiling Joist DL: (4)(6.8) = (DL=27PLF) form 0 to 14.75 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 1239/1239 0 2 1239/1239 0 USE 6 x 8 Critcal Shear = 1239 LB @0' 1.5xV/(F'v x A)= 0.21 F'v = 212, A = 41.25 Critcal Moment = 4569 LB-FT @7.37' M/(F'b x S)= 0.63 F'b = 1688, S = 51.56 Critical Deflection for TL = -0.578 INCH @ 7.37 L/240 = 0.738" Critical Deflection for LL = -0.29 INCH @ 7.37 L/360 = 0.492" 1 2 Moment Shear Deflection 14.75' BEAM : 2 - CLG AT M.BED 4 Loads(Downward+) Beam Weight 12.7 plf from 0 ft to 10.75 ft Roof Primary: (15+20)(11.8) = (DL=176.2PLF; LLr=235PLF) form 0 to 10.75 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 2279/2279 0 2 2279/2279 0 USE 6 x 10 Critcal Shear = 2278 LB @0' 1.5xV/(F'v x A)= 0.3 F'v = 212, A = 52.25 Critcal Moment = 6120 LB-FT @5.25' M/(F'b x S)= 0.52 F'b = 1688, S = 82.73 Critical Deflection for TL = -0.202 INCH @ 5.25 L/240 = 0.538" Critical Deflection for LL = -0.112 INCH @ 5.25 L/360 = 0.358" 1 2 Moment Shear Deflection 10.75' Page 21 of 57 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 1 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT2, SANTA ANA, CA 92703 BEAM : 2A - CLG AT M.BATH Loads(Downward+) Beam Weight 10.1 plf from 0 ft to 13 ft Roof Rafter: (11+20)(4.2) = (DL=46.8PLF; LLr=85PLF) form 0 to 13 Ceiling Joist DL: (4)(6.5) = (DL=26PLF) form 0 to 13 Point load @ 1.5 : Load from beam 2 at Support 1(P1) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 3036/3036 0 2 1325/1324 0 USE 6 x 8 Critcal Shear = 3036 LB @0' 1.5xV/(F'v x A)= 0.52 F'v = 212, A = 41.25 Critcal Moment = 5339 LB-FT @5' M/(F'b x S)= 0.73 F'b = 1688, S = 51.56 Critical Deflection for TL = -0.538 INCH @ 6.25 L/240 = 0.65" Critical Deflection for LL = -0.276 INCH @ 6.25 L/360 = 0.433" 1 2 P1 Moment Shear Deflection 13' BEAM : 3 - HDR AT M.BATH Loads(Downward+) Beam Weight 4.7 plf from 0 ft to 2.25 ft Roof Rafter: (11+20)(3.8) = (DL=41.2PLF; LLr=75PLF) form 1.25 to 2.25 Ceiling Joist DL: (4)(5.5) = (DL=22PLF) form 1.25 to 2.25 Exterior Wall: (15)(2) = (DL=30PLF) form 0 to 2.25 Point load @ 1.25 : Load from beam 2A at Support 2(P1) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 672/672 0 2 899/899 0 USE 4 x 6 Critcal Shear = -898 LB @2.25' 1.5xV/(F'v x A)= 0.31 F'v = 225, A = 19.25 Critcal Moment = 812 LB-FT @1.25' M/(F'b x S)= 0.37 F'b = 1462, S = 17.65 Critical Deflection for TL = -0.007 INCH @ 1 L/240 = 0.112" Critical Deflection for LL = -0.004 INCH @ 1 L/360 = 0.075" 1 2 P1 Moment Shear Deflection 2.25' (DL=1016#, LLr=1263#) (DL=656#, LLr=669#) Page 22 of 57 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 1 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 BEAM : 3A - HDR AT M.BED 4 Loads(Downward+) Beam Weight 4.7 plf from 0 ft to 2.25 ft Exterior Wall: (15)(4) = (DL=60PLF) form 0 to 2.25 Point load @ 1 : Load from beam 2 at Support 2(P1) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 1339/1339 0 2 1085/1086 0 USE 4 x 6 Critcal Shear = 1338 LB @0' 1.5xV/(F'v x A)= 0.46 F'v = 225, A = 19.25 Critcal Moment = 1306 LB-FT @1' M/(F'b x S)= 0.6 F'b = 1462, S = 17.65 Critical Deflection for TL = -0.012 INCH @ 1 L/240 = 0.112" Critical Deflection for LL = -0.007 INCH @ 1 L/360 = 0.075" 1 2 P1 Moment Shear Deflection 2.25' BEAM : 4 - RIDGE AT FAMILY ROOM Loads(Downward+) Beam Weight 15.4 plf from 0 ft to 14 ft Rafter Vaulted: (13+20)(13.2) = (DL=172.2PLF; LLr=265PLF) form 0 to 14 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 3116/3116 0 2 3116/3116 0 USE 6 x 12 Critcal Shear = 3115 LB @0' 1.5xV/(F'v x A)= 0.34 F'v = 212, A = 63.25 Critcal Moment = 10905 LB-FT @7' M/(F'b x S)= 0.64 F'b = 1688, S = 121.23 Critical Deflection for TL = -0.345 INCH @ 7 L/240 = 0.7" Critical Deflection for LL = -0.2 INCH @ 7 L/360 = 0.467" 1 2 Moment Shear Deflection 14' (DL=1016#, LLr=1263#) Page 23 of 57 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 1 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 BEAM : 4A - CLG AT HALLWAY Loads(Downward+) Beam Weight 19.5 plf from 0 ft to 18.25 ft Roof Primary: (15+20)(13.2) = (DL=198.8PLF; LLr=265PLF) form 0 to 18.25 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 4233/4232 0 2 4233/4232 0 USE 5 1/4" x 11 7/8" PSL Critcal Shear = 4232 LB @0' 1.5xV/(F'v x A)= 0.28 F'v = 362, A = 62.34 Critcal Moment = 19308 LB-FT @9.12' M/(F'b x S)= 0.52 F'b = 3625, S = 123.39 Critical Deflection for TL = -0.79 INCH @ 9.13 L/240 = 0.912" Critical Deflection for LL = -0.418 INCH @ 9.13 L/360 = 0.608" 1 2 Moment Shear Deflection 18.25' BEAM : 4B - CLG AT STAIR Loads(Downward+) Beam Weight 15.2 plf from 0 ft to 14.25 ft Interior Wall: (10)(0~5) = (DL=0~50PLF) form 0 to 14.25 Point load @ 13 : Load from beam 4 at Support 2(P1) Point load @ 13 : Load from beam 4A at Support 1(P2) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 873/873 0 2 7062/7061 0 USE 5 1/4" x 9 1/4" PSL Critcal Shear = -7061 LB @14.25' 1.5xV/(F'v x A)= 0.6 F'v = 362, A = 48.56 Critcal Moment = 8777 LB-FT @13' M/(F'b x S)= 0.39 F'b = 3625, S = 74.87 Critical Deflection for TL = -0.339 INCH @ 7.92 L/240 = 0.712" Critical Deflection for LL = -0.158 INCH @ 7.92 L/360 = 0.475" 1 2 P1P2 Moment Shear Deflection 14.25' (DL=1314#, LLr=1802#) (DL=1992#, LLr=2241#) Page 24 of 57 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 1 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 BEAM : 5 - FL AT GARAGE Loads(Downward+) Beam Weight 15.2 plf from 0 ft to 15.5 ft Deck Primary: (13+60)(3.2) = (DL=42.2PLF; LLr=195PLF) form 0 to 5.25 Deck Primary: (13+60)(2.5) = (DL=32.5PLF; LLr=150PLF) form 5.25 to 15.5 Roof Primary: (15+20)(2.5) = (DL=37.5PLF; LLr=50PLF) form 0 to 15.5 Exterior Wall: (15)(3.5) = (DL=52.5PLF) form 0 to 15.5 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 2857/2468 0 2 2667/2278 0 USE 5 1/4" x 9 1/4" PSL Critcal Shear = 2468 LB @0' 1.5xV/(F'v x A)= 0.26 F'v = 290, A = 48.56 Critcal Moment = 9019 LB-FT @7.46' M/(F'b x S)= 0.5 F'b = 2900, S = 74.87 Critical Deflection for TL = -0.566 INCH @ 7.75 L/240 = 0.775" Critical Deflection for LL = -0.303 INCH @ 7.75 L/360 = 0.517" 1 2 Moment Shear Deflection 15.5' BEAM : 6 - FL AT GARAGE Loads(Downward+) Beam Weight 10.2 plf from 0 ft to 11.5 ft Roof Primary: (15+20)(2.2) = (DL=33.8PLF; LLr=45PLF) form 0 to 11.5 Exterior Wall: (15)(3.5) = (DL=52.5PLF) form 5 to 11.5 Point load @ 5 : Load from beam 5 at Support 2(P1) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 2115/1826 0 2 1915/1678 0 USE 3 1/2" x 9 1/4" PSL Critcal Shear = 1637 LB @0' 1.5xV/(F'v x A)= 0.26 F'v = 290, A = 32.38 Critcal Moment = 7637 LB-FT @5' M/(F'b x S)= 0.63 F'b = 2900, S = 49.91 Critical Deflection for TL = -0.357 INCH @ 5.5 L/240 = 0.575" Critical Deflection for LL = -0.168 INCH @ 5.5 L/360 = 0.383" 1 2 P1 Moment Shear Deflection 11.5' (DL=1076#, LLr=388#, LL=1203#) Page 25 of 57 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 1 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 BEAM : 7 - HDR AT GARAGE Loads(Downward+) Beam Weight 11.9 plf from 0 ft to 16.25 ft Roof Primary: (15+20)(4.5) = (DL=67.5PLF; LLr=90PLF) form 0 to 13.25 Exterior Wall: (15)(2) = (DL=30PLF) form 0 to 16.25 Point load @ 13.25 : Load from beam 6 at Support 1(P1) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 1968/1841 0 2 2915/2558 0 USE 3 1/2" x 11 7/8" LSL Critcal Shear = -2558 LB @16.25' 1.5xV/(F'v x A)= 0.24 F'v = 388, A = 41.56 Critcal Moment = 8527 LB-FT @9.81' M/(F'b x S)= 0.43 F'b = 2906, S = 82.26 Critical Deflection for TL = -0.539 INCH @ 8.43 L/240 = 0.812" Critical Deflection for LL = -0.222 INCH @ 8.43 L/360 = 0.542" 1 2 P1 Moment Shear Deflection 16.25' BEAM : 8 - FL AT DINING Loads(Downward+) Beam Weight 11.9 plf from 0 ft to 11.25 ft Exterior Wall: (15)(9~13) = (DL=135~195PLF) form 0 to 11.25 Roof Primary: (15+20)(1.3) = (DL=20PLF; LLr=26.7PLF) form 0 to 11.25 Point load from Panel P1(Left) of Line 1 at @ 7.5(P1*) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up Overstrength 1 1201/2981 0 2981 2 1314/4895 -265 4895 USE 3 1/2" x 11 7/8" LSL Design with the seismic load effect with overstrength (Omega = 2.5) Critcal Shear = -4895 LB @11.25' 1.5xV/(F'v x A)= 0.35 F'v = 496, A = 41.56 Critcal Moment = 16595 LB-FT @7.5' M/(F'b x S)= 0.65 F'b = 3720, S = 82.26 Critical Deflection for TL = -0.214 INCH @ 6 L/240 = 0.562" Critical Deflection for LL = -0.121 INCH @ 6 L/360 = 0.375" 1 2 P1* Moment Shear Deflection 11.25' (DL=957#, LLr=478#, LL=680#) Page 26 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE & ADU 1834 W.3RD ST, SANTA ANA, CA 92703 Job #: 240051 Date : 01/07/2025 Plan : 1 BEAM : 9 - FL AT LIVING Loads(Downward+) Beam Weight 17.5 plf from 0 ft to 15.5 ft Roof Primary: (15+20)(11.2) = (DL=168.8PLF; LLr=225PLF) form 0 to 4.75 Roof Primary: (15+20)(5.8) = (DL=86.2PLF; LLr=115PLF) form 4.75 to 10.25 Roof Primary: (15+20)(3.8) = (DL=56.2PLF; LLr=75PLF) form 10.25 to 15.5 Exterior Wall: (15)(9) = (DL=135PLF) form 4.75 to 15.5 Rafter Vaulted: (13+20)(8.8) = (DL=113.8PLF; LLr=175PLF) form 4.75 to 15.5 Point load @ 4.75 : Load from beam 8 at Support 1(P1) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up Overstrength 1 4727/4727 0 4727 2 4780/4781 0 4781 USE 3 1/2" x 16" PSL Design with the seismic load effect with overstrength (Omega = 2.5) Critcal Shear = -4780 LB @15.5' 1.5xV/(F'v x A)= 0.35 F'v = 362, A = 56 Critcal Moment = 20031 LB-FT @7.23' M/(F'b x S)= 0.44 F'b = 3625, S = 149.33 Critical Deflection for TL = -0.361 INCH @ 7.58 L/240 = 0.775" Critical Deflection for LL = -0.145 INCH @ 7.58 L/360 = 0.517" 1 2 P1 Moment Shear Deflection 15.5' BEAM : 9A - AT STAIR Loads(Downward+) Beam Weight 6.2 plf from 0 ft to 4 ft Exterior Wall: (15)(9) = (DL=135PLF) form 0 to 4 Roof Primary: (15+20)(4) = (DL=60PLF; LLr=80PLF) form 0 to 4 Rafter Vaulted: (13+20)(6.5) = (DL=84.5PLF; LLr=130PLF) form 0 to 4 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 991/991 0 2 991/991 0 USE 4 x 8 Critcal Shear = 991 LB @0' 1.5xV/(F'v x A)= 0.26 F'v = 225, A = 25.38 Critcal Moment = 991 LB-FT @2' M/(F'b x S)= 0.26 F'b = 1462, S = 30.66 Critical Deflection for TL = -0.016 INCH @ 2 L/240 = 0.2" Critical Deflection for LL = -0.007 INCH @ 2 L/360 = 0.133" 1 2 Moment Shear Deflection 4' Page 27 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE & ADU 1834 W.3RD ST, SANTA ANA, CA 92703 Job #: 240051 Date : 01/07/2025 Plan : 1 BEAM : 10 - CANT. FL AT GARAGE Loads(Downward+) Beam Weight 11.9 plf from 0 ft to 13.5 ft Exterior Wall: (15)(9) = (DL=135PLF) form 0 to 13.5 Roof Primary: (15+20)(1) = (DL=15PLF; LLr=20PLF) form 0 to 13.5 Roof Primary: (15+20)(9.8) = (DL=146.2PLF; LLr=195PLF) form 0 to 1.5 Point load from Panel P2(Left) of Line A at @ 0(P1*) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up Overstrength 1 1926/10274 -1982 10274 2 1043/2027 0 2027 USE 3 1/2" x 11 7/8" LSL Design with the seismic load effect with overstrength (Omega = 2.5) Critcal Shear = -8181 LB @1.5' 1.5xV/(F'v x A)= 0.59 F'v = 496, A = 41.56 Critcal Moment = -11877 LB-FT @1.5' M/(F'b x S)= 0.46 F'b = 3720, S = 82.26 Critical Deflection for TL = -0.195 INCH @ 7.25 L/240 = 0.6" Critical Deflection for LL = -0.103 INCH @ 7.25 L/360 = 0.4" 1 2 P1* Moment Shear Deflection 1.5'12' BEAM : 10A - CANT. FL AT GARAGE Loads(Downward+) Beam Weight 11.9 plf from 0 ft to 10.5 ft Exterior Wall: (15)(9) = (DL=135PLF) form 0 to 1.5 Roof Primary: (15+20)(9.8) = (DL=146.2PLF; LLr=195PLF) form 0 to 1.5 Point load from Panel P1(Left) of Line A at @ 0(P1*) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up Overstrength 1 793/9474 -3096 9474 2 -61/1258 -547 1258 USE 3 1/2" x 11 7/8" LSL Design with the seismic load effect with overstrength (Omega = 2.5) Critcal Shear = -8156 LB @1.5' 1.5xV/(F'v x A)= 0.59 F'v = 496, A = 41.56 Critcal Moment = -11858 LB-FT @1.5' M/(F'b x S)= 0.46 F'b = 3720, S = 82.26 Critical Deflection for TL = -0.062 INCH @ 5.5 L/240 = 0.45" Critical Deflection for LL = -0.06 INCH @ 5.5 L/360 = 0.3" 1 2 P1* Moment Shear Deflection 1.5'9' Page 28 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE & ADU 1834 W.3RD ST, SANTA ANA, CA 92703 Job #: 240051 Date : 01/07/2025 Plan : 1 BEAM : 10B - CANT. FL AT GARAGE Loads(Downward+) Beam Weight 11.9 plf from 0 ft to 10.5 ft Floor Primary: (13+40)(1.3) = (DL=17.4PLF; LL=53.4PLF) form 0 to 10.5 Point load from Panel P1(Right) of Line A at @ 0(P1*) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up Overstrength 1 506/9126 -3393 9126 2 362/1415 -382 1415 USE 3 1/2" x 11 7/8" LSL Design with the seismic load effect with overstrength (Omega = 2.5) Critcal Shear = -7702 LB @1.5' 1.5xV/(F'v x A)= 0.56 F'v = 496, A = 41.56 Critcal Moment = -11504 LB-FT @1.5' M/(F'b x S)= 0.45 F'b = 3720, S = 82.26 Critical Deflection for TL = -0.067 INCH @ 5.75 L/240 = 0.45" Critical Deflection for LL = -0.062 INCH @ 5.75 L/360 = 0.3" 1 2 P1* Moment Shear Deflection 1.5'9' BEAM : 11 - DROP AT GARAGE Loads(Downward+) Beam Weight 30.7 plf from 0 ft to 20.25 ft Floor Primary: (13+40)(4.5) = (DL=58.5PLF; LL=180PLF) form 0 to 3 Floor Primary: (13+40)(6) = (DL=78PLF; LL=240PLF) form 3 to 18.25 Deck Primary: (13+60)(2.5) = (DL=32.5PLF; LLr=150PLF) form 3 to 15.25 Exterior Wall: (15)(9) = (DL=135PLF) form 0 to 18.25 Roof Primary: (15+20)(6.8) = (DL=101.2PLF; LLr=135PLF) form 0 to 3 Deck Primary: (13+60)(3.2) = (DL=42.2PLF; LLr=195PLF) form 0 to 3 Point load @ 3 : Load from beam 1 at Support 1(P1) Point load @ 3 : Load from beam 10A at Support 1(P2) Point load @ 15.25 : Load from beam 6 at Support 2(P3) Point load @ 18.25 : Load from beam 10 at Support 1(P4) Point load @ 18.25 : Load from beam 1 at Support 2(P5) Point load @ 13.25 : Load from beam 10B at Support 1(P6) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up Overstrength 1 8769/7689 -171 7689 2 9065/8087 -820 8087 USE 7" x 14" PSL Design with the seismic load effect with overstrength (Omega = 2.5) Critcal Shear = 13104 LB @18.25' 1.5xV/(F'v x A)= 0.43 F'v = 464, A = 98 Critcal Moment = 37746 LB-FT @10.68' M/(F'b x S)= 0.68 F'b = 2900, S = 228.67 Critical Deflection for TL = -0.885 INCH @ 10.12 L/240 = 1.012" 1 2 P1P2 P3 P4P5P6 Moment Shear Deflection 20.25' Page 29 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE & ADU 1834 W.3RD ST, SANTA ANA, CA 92703 Job #: 240051 Date : 01/07/2025 Plan : 1 BEAM : 12 - FL AT KITCHEN Loads(Downward+) Beam Weight 11.9 plf from 0 ft to 12.5 ft Roof Primary: (15+20)(2.5) = (DL=37.5PLF; LLr=50PLF) form 0 to 12.5 Exterior Wall: (15)(14~11) = (DL=210~165PLF) form 0 to 12.5 Point load @ 2.25 : Load from beam 4 at Support 1(P1) Point load from Panel P1(Right) of Line 1 at @ 3.75(P2*) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up Overstrength 1 4439/5490 0 5490 2 2316/3239 0 3239 USE 3 1/2" x 11 7/8" LSL Design with the seismic load effect with overstrength (Omega = 2.5) Critcal Shear = 4438 LB @0' 1.5xV/(F'v x A)= 0.41 F'v = 388, A = 41.56 Critcal Moment = 18544 LB-FT @3.75' M/(F'b x S)= 0.72 F'b = 3720, S = 82.26 Critical Deflection for TL = -0.367 INCH @ 6 L/240 = 0.625" Critical Deflection for LL = -0.129 INCH @ 6 L/360 = 0.417" 1 2 P1 P2* Moment Shear Deflection 12.5' BEAM : 13 - FL AT DINING Loads(Downward+) Beam Weight 26 plf from 0 ft to 19 ft Floor Primary: (13+40)(6.2) = (DL=81.2PLF; LL=250PLF) form 4.75 to 19 Roof Rafter: (11+20)(3.8) = (DL=41.2PLF; LLr=75PLF) form 0 to 4.75 Ceiling Joist DL: (4)(5.5) = (DL=22PLF) form 0 to 4.75 Interior Wall: (10)(3.5) = (DL=35PLF) form 4.75 to 15.25 Point load @ 4.75 : Load from beam 8 at Support 2(P1) Point load @ 4.75 : Load from beam 12 at Support 1(P2) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up Overstrength 1 6874/6142 0 6142 2 4729/4224 0 4224 USE 7" x 11 7/8" PSL Design with the seismic load effect with overstrength (Omega = 2.5) Critcal Shear = 5192 LB @0' 1.5xV/(F'v x A)= 0.32 F'v = 290, A = 83.12 Critcal Moment = 24983 LB-FT @7.6' M/(F'b x S)= 0.63 F'b = 2900, S = 164.52 Critical Deflection for TL = -0.889 INCH @ 8.89 L/240 = 0.95" Critical Deflection for LL = -0.358 INCH @ 8.89 L/360 = 0.633" 1 2 P1P2 Moment Shear Deflection 19' Page 30 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE & ADU 1834 W.3RD ST, SANTA ANA, CA 92703 Job #: 240051 Date : 01/07/2025 Plan : 1 BEAM : 14 - FL AT JADU KITCHEN Loads(Downward+) Beam Weight 11.9 plf from 0 ft to 9.75 ft Deck Primary: (13+60)(5.5) = (DL=71.5PLF; LLr=330PLF) form 2 to 9.75 Exterior Wall: (15)(9) = (DL=135PLF) form 2 to 9.75 Rafter Vaulted: (13+20)(8.8) = (DL=113.8PLF; LLr=175PLF) form 2 to 9.75 Floor Primary: (13+40)(1.2) = (DL=16.2PLF; LL=50PLF) form 11.75 to 9.75 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 2599/2211 0 2 3912/3322 0 USE 3 1/2" x 11 7/8" LSL Critcal Shear = -3094 LB @9.75' 1.5xV/(F'v x A)= 0.36 F'v = 310, A = 41.56 Critcal Moment = 7229 LB-FT @5' M/(F'b x S)= 0.45 F'b = 2325, S = 82.26 Critical Deflection for TL = -0.171 INCH @ 5 L/240 = 0.488" Critical Deflection for LL = -0.091 INCH @ 5 L/360 = 0.325" 1 2 Moment Shear Deflection 9.75' BEAM : 15 - FL AT JADU LIVING Loads(Downward+) Beam Weight 11.9 plf from 0 ft to 13.5 ft Roof Primary: (15+20)(2.5) = (DL=37.5PLF; LLr=50PLF) form 0 to 13.5 Exterior Wall: (15)(3.5) = (DL=52.5PLF) form 2.75 to 13.5 Exterior Wall: (15)(11) = (DL=165PLF) form 0 to 2.75 Point load @ 2.75 : Load from beam 14 at Support 1(P1) Point load from Panel P2(Left) of Line 1 at @ 2.75(P2*) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up Overstrength 1 3373/6049 0 6049 2 1586/2080 0 2080 USE 3 1/2" x 11 7/8" LSL Design with the seismic load effect with overstrength (Omega = 2.5) Critcal Shear = 6048 LB @0' 1.5xV/(F'v x A)= 0.44 F'v = 496, A = 41.56 Critcal Moment = 15711 LB-FT @2.75' M/(F'b x S)= 0.61 F'b = 3720, S = 82.26 Critical Deflection for TL = -0.402 INCH @ 6.23 L/240 = 0.675" Critical Deflection for LL = -0.217 INCH @ 6.23 L/360 = 0.45" 1 2 P1P2* Moment Shear Deflection 13.5' Page 31 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE & ADU 1834 W.3RD ST, SANTA ANA, CA 92703 Job #: 240051 Date : 01/07/2025 Plan : 1 BEAM : 16 - FL AT JADU KITCHEN Loads(Downward+) Beam Weight 11.9 plf from 0 ft to 13.5 ft Exterior Wall: (15)(9) = (DL=135PLF) form 2.75 to 13.5 Roof Primary: (15+20)(5.8) = (DL=86.2PLF; LLr=115PLF) form 2.75 to 13.5 Point load @ 2.75 : Load from beam 14 at Support 2(P1) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 4635/4042 0 2 3052/2747 0 USE 3 1/2" x 11 7/8" LSL Critcal Shear = 3491 LB @0' 1.5xV/(F'v x A)= 0.4 F'v = 310, A = 41.56 Critcal Moment = 9841 LB-FT @4.25' M/(F'b x S)= 0.61 F'b = 2325, S = 82.26 Critical Deflection for TL = -0.517 INCH @ 6.49 L/240 = 0.675" Critical Deflection for LL = -0.201 INCH @ 6.49 L/360 = 0.45" 1 2 P1 Moment Shear Deflection 13.5' BEAM : 17 - FL AT BED 1 Loads(Downward+) Beam Weight 11.9 plf from 0 ft to 14 ft Roof Primary: (15+20)(1) = (DL=15PLF; LLr=20PLF) form 0 to 14 Exterior Wall: (15)(9) = (DL=135PLF) form 0 to 14 Floor Primary: (13+40)(0.8) = (DL=10.4PLF; LL=32PLF) form 0 to 14 Point load @ 12.75 : Load from beam 3 at Support 1(P1) Point load @ 1 : Load from beam 4A at Support 1(P3) Point load from Panel P1(Right) of Line 2 at @ 2(P2*) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up Overstrength 1 5672/5447 0 5447 2 1949/1933 0 1933 USE 3 1/2" x 11 7/8" LSL Design with the seismic load effect with overstrength (Omega = 2.5) Critcal Shear = 5447 LB @0' 1.5xV/(F'v x A)= 0.5 F'v = 388, A = 41.56 Critcal Moment = 6080 LB-FT @6.25' M/(F'b x S)= 0.38 F'b = 2325, S = 82.26 Critical Deflection for TL = -0.354 INCH @ 6.74 L/240 = 0.7" Critical Deflection for LL = -0.098 INCH @ 6.74 L/360 = 0.467" 1 2 P1P3P2* Moment Shear Deflection 14' Page 32 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE & ADU 1834 W.3RD ST, SANTA ANA, CA 92703 Job #: 240051 Date : 01/07/2025 Plan : 1 BEAM : 20 - HDR AT JADU DINING Loads(Downward+) Beam Weight 9.6 plf from 0 ft to 5.25 ft Deck Primary: (13+60)(5.5) = (DL=71.5PLF; LLr=330PLF) form 0 to 3.75 Floor Primary: (13+40)(6.8) = (DL=87.8PLF; LL=270PLF) form 3.75 to 5.25 Exterior Wall: (15)(5.5) = (DL=82.5PLF) form 0 to 3.75 Exterior Wall: (15)(11) = (DL=165PLF) form 3.75 to 5.25 Point load @ 3.75 : Load from beam 16 at Support 2(P1) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 2176/1916 0 2 3525/3110 0 USE 4 x 12 Critcal Shear = -2875 LB @5.25' 1.5xV/(F'v x A)= 0.61 F'v = 180, A = 39.38 Critcal Moment = 3714 LB-FT @3.75' M/(F'b x S)= 0.55 F'b = 1100, S = 73.83 Critical Deflection for TL = -0.023 INCH @ 2.75 L/240 = 0.262" Critical Deflection for LL = -0.01 INCH @ 2.75 L/360 = 0.175" 1 2 P1 Moment Shear Deflection 5.25' BEAM : 21 - CLG AT ENTRANCE Loads(Downward+) Beam Weight 6.2 plf from 0 ft to 8.25 ft Roof Rafter: (11+20)(2) = (DL=22PLF; LLr=40PLF) form 0 to 8.25 Ceiling Joist DL: (4)(1.3) = (DL=5.3PLF) form 0 to 8.25 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 303/303 0 2 303/303 0 USE 4 x 8 Critcal Shear = 303 LB @0' 1.5xV/(F'v x A)= 0.08 F'v = 225, A = 25.38 Critcal Moment = 625 LB-FT @4' M/(F'b x S)= 0.16 F'b = 1462, S = 30.66 Critical Deflection for TL = -0.043 INCH @ 4 L/240 = 0.412" Critical Deflection for LL = -0.023 INCH @ 4 L/360 = 0.275" 1 2 Moment Shear Deflection 8.25' Page 33 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE & ADU 1834 W.3RD ST, SANTA ANA, CA 92703 Job #: 240051 Date : 01/07/2025 Plan : 1 BEAM : C1 - C.J. 2X6#2 @ 16" O.C. TYP. (MAX L=15'-0") Loads(Downward+) Ceiling Joist: (4+10)(1.3) = (DL=5.3PLF; LLr=13.4PLF) form 0 to 15 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 140/140 0 2 140/140 0 USE 2 x 6 Critcal Shear = 140 LB @0' 1.5xV/(F'v x A)= 0.11 F'v = 225, A = 8.25 Critcal Moment = 525 LB-FT @7.5' M/(F'b x S)= 0.49 F'b = 1682, S = 7.56 Critical Deflection for TL = -0.64 INCH @ 7.5 L/240 = 0.75" Critical Deflection for LL = -0.457 INCH @ 7.5 L/360 = 0.5" 1 2 Moment Shear Deflection 15' BEAM : F3 - D.J. 2X12#2 @ 16" O.C. TYP. (MAX L=10'- 6") Loads(Downward+) Deck Primary: (13+60)(1.3) = (DL=17.4PLF; LLr=80.1PLF) form 0 to 10.5 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 512/512 0 2 512/512 0 USE 2 x 8 Critcal Shear = 511 LB @0' 1.5xV/(F'v x A)= 0.39 F'v = 180, A = 10.88 Critcal Moment = 1343 LB-FT @5.25' M/(F'b x S)= 0.98 F'b = 1242, S = 13.14 Critical Deflection for TL = -0.35 INCH @ 5.25 L/240 = 0.525" Critical Deflection for LL = -0.287 INCH @ 5.25 L/360 = 0.35" 1 2 Moment Shear Deflection 10.5' Page 34 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE & ADU 1834 W.3RD ST, SANTA ANA, CA 92703 Job #: 240051 Date : 01/07/2025 Plan : 1 BEAM : R1 - R.R. 2X6#2 @ 16" O.C. TYP. (MAX L=12'-0") Loads(Downward+) Roof Rafter: (11+20)(1.3) = (DL=14.7PLF; LLr=26.7PLF) form 0 to 12 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 248/248 0 2 248/248 0 USE 2 x 6 Critcal Shear = 248 LB @0' 1.5xV/(F'v x A)= 0.2 F'v = 225, A = 8.25 Critcal Moment = 744 LB-FT @6' M/(F'b x S)= 0.7 F'b = 1682, S = 7.56 Critical Deflection for TL = -0.58 INCH @ 6 L/240 = 0.6" Critical Deflection for LL = -0.374 INCH @ 6 L/360 = 0.4" 1 2 Moment Shear Deflection 12' BEAM : R1A - R.R. 2X6#2 @ 16" O.C. W/ PURLIN Loads(Downward+) Roof Rafter: (11+20)(1.3) = (DL=14.7PLF; LLr=26.7PLF) form 0 to 13.5 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 25/25 0 2 381/382 0 3 152/152 0 USE 2 x 6 Critcal Shear = 220 LB @4.5' 1.5xV/(F'v x A)= 0.18 F'v = 225, A = 8.25 Critcal Moment = -306 LB-FT @4.5' M/(F'b x S)= 0.29 F'b = 1682, S = 7.56 Critical Deflection for TL = -0.101 INCH @ 9.5 L/240 = 0.45" Critical Deflection for LL = -0.065 INCH @ 9.5 L/360 = 0.3" 1 2 3 Moment Shear Deflection 4.5'9' Page 35 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE & ADU 1834 W.3RD ST, SANTA ANA, CA 92703 Job #: 240051 Date : 01/07/2025 Plan : 1 BEAM : R2 - R.R. 2X10#2 @ 16" O.C. Loads(Downward+) Rafter Vaulted: (13+20)(1.3) = (DL=17.4PLF; LLr=26.7PLF) form 0 to 13.5 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 297/297 0 2 297/297 0 USE 2 x 10 Critcal Shear = 297 LB @0' 1.5xV/(F'v x A)= 0.14 F'v = 225, A = 13.88 Critcal Moment = 1003 LB-FT @6.75' M/(F'b x S)= 0.39 F'b = 1423, S = 21.39 Critical Deflection for TL = -0.208 INCH @ 6.75 L/240 = 0.675" Critical Deflection for LL = -0.126 INCH @ 6.75 L/360 = 0.45" 1 2 Moment Shear Deflection 13.5' Page 36 of 57 1834 W Third St & #2,33/21/2025 P=200# ZM Plate use: 4 1/2" x 4 1/2" x 3/8" Stl. Plate. W/ (4)-3/8" x 6" Long Lag Screws. Lag Screws Effective Thread Length for 3/8" Dia - 6" Long lag screw: T-E = 3-9/32"(Table L2 - NDS 2018) Moment at guard rail base: M = PxH = 200 x 42 = 8400 lbs-in Withdrawal Load at each Lag screw: Z = (M/D)/N = (8400/2.25)/4 = 933.3# Lag Screws Withdrawal Value : W = 1800xG^(3 2)xD^(3 4)x(T-E)(12.2-1 - NDS 2018) = 1800x0.5^(3 2)x3/8^(3 4)x(3 9 32") = 1000.7# => Z < W : OK. GUARDRAIL CALCULATION Page 37 of 57 1834 W Third St & #2,33/21/2025 F = 200 # CHECK TENSION: M = 200 x 51 = 10,200 LB-INCH 1.5T + 7.5T = 10,200 LB-INCH => T = 1134 LB. CHECK SHEAR: V=F/2=200 / 2 =100 LB USE 3/8"x6" LAG SCREW WITHDRAWAL CAPCITY: 305 x 1.6 x 3 =1.464 LB > 1134 LB SHEAR CAPACITY: 11,700 X 0.36 x 0.375 x 3.28 = 5180 LBF > 100 LBF M GUARDRAIL CALCULATION 42 " F 1. 5 " 6" 1. 5 " 51 " F 1. 5 " 6" 1. 5 " 1.5"5"1.5" Page 38 of 57 1834 W Third St & #2,33/21/2025 Beam on Elastic Foundation LIC# : KW-06019698, Build:20.24.12.17 DONG ENGINEERING INC (c) ENERCALC, LLC 1982-2025 DESCRIPTION:CONT. FOOTING AT SHEAR WALL LINE C Project File: 240051.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per ACI 318-19, IBC 2021 Load Combinations Used : ASCE 7-16 Material Properties 4.0 7.50 145.0 Elastic Modulus 3,122.0 ksi Soil Subgrade Modulus =250.0 psi / (inch deflection) 11.0Lt Wt FactorO = =60.0 29,000.0 40.0 29,000.0 3 Beam is supported on an elastic foundation, 2 =0.90 0.750 f'c ksi fy - Main Rebar ksi Density 1/2 = fr = f'c *474.342 pcf E - Main Rebar ksi psi = Fy - Stirrups ksi == = E - Stirrups ksi E == = Shear : Stirrup Bar Size # Number of Resisting Legs Per Stirrup Phi Values Flexure : \ # I Load Combination :ASCE 7-16 .Cross Section & Reinforcing Details Rectangular Section, Width = 15.0 in, Height = 24.0 in Span #1 Reinforcing.... 2-#4 at 3.0 in from Top, from 0.0 to 6.0 ft in this span 2-#4 at 3.0 in from Bottom, from 0.0 to 6.0 ft in this span .Service loads entered. Load Factors will be applied for calculations.Applied Loads Load for Span Number 1 Moment : W = 10.20, E = 10.10 k-ft, Location = 1.250 ft from left end of this span .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.217 : 1 Load Combination W Only Span # where maximum occurs Span # 1 Maximum Soil Pressure =1.347 ksf at 6.00 ft LdComb: W Only Allowable Soil Pressure =OK2.90 ksf Location of maximum on span 1.271 ft Mn * Phi : Allowable 41.506 k-ft Typical SectionSection used for this span Mu : Applied 9.011 k-ft Maximum Deflection Max Downward L+Lr+S Deflection 0.000 in Max Upward L+Lr+S Deflection 0.000 in Max Downward Total Deflection 0.037 in Max Upward Total Deflection -0.038 in .Shear Stirrup Requirements Entire Beam Span Length : Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in .Maximum Forces & Stresses for Load Combinations Span # Bending Stress Results ( k-ft )Location (ft)Load Combination Mu : Max Stress RatioSegment Length Phi*Mnxin Span MAXimum Bending Envelope Span # 1 1 1.271 9.01 41.51 0.22 Span # 1 1 1.271 +0.50W Span # 1 1 1.271 4.51 41.51 0.11 Page 39 of 57 1834 W Third St & #2,33/21/2025 Beam on Elastic Foundation LIC# : KW-06019698, Build:20.24.12.17 DONG ENGINEERING INC (c) ENERCALC, LLC 1982-2025 DESCRIPTION:CONT. FOOTING AT SHEAR WALL LINE C Project File: 240051.ec6 Project Title: Engineer: Project ID: Project Descr: Span # Bending Stress Results ( k-ft )Location (ft)Load Combination Mu : Max Stress RatioSegment Length Phi*Mnxin Span W Only Span # 1 1 1.271 9.01 41.51 0.22 E Only Span # 1 1 1.271 8.92 41.51 0.21 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections - Unfactored Loads Span 1Span 1 1 0.0374 6.000 -0.0382 0.000 .Detailed Shear Information Load Combination Vu (k)Span Distance 'd'Comment Phi*Vs Req'd d*Vu/MuMu (ft)(k)(in)Actual Suggest(k-ft)Number (k) Spacing (in) Design Phi*Vc W Only 1 0.00 21.00 -0.06 0.06 0.00 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 0.07 21.00 -0.18 0.18 0.00 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 0.14 21.00 -0.29 0.29 0.02 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 0.21 21.00 -0.41 0.41 0.04 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 0.28 21.00 -0.52 0.52 0.07 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 0.35 21.00 -0.62 0.62 0.10 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 0.42 21.00 -0.73 0.73 0.15 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 0.49 21.00 -0.83 0.83 0.20 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 0.56 21.00 -0.93 0.93 0.26 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 0.64 21.00 -1.02 1.02 0.32 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 0.71 21.00 -1.11 1.11 0.39 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 0.78 21.00 -1.20 1.20 0.47 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 0.85 21.00 -1.29 1.29 0.56 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 0.92 21.00 -1.37 1.37 0.65 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 0.99 21.00 -1.45 1.45 0.75 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 1.06 21.00 -1.53 1.53 0.85 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 1.13 21.00 -1.61 1.61 0.96 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 1.20 21.00 -1.68 1.68 1.07 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 1.27 21.00 -1.75 1.75 9.01 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 1.34 21.00 -1.81 1.81 8.89 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 1.41 21.00 -1.88 1.88 8.76 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 1.48 21.00 -1.94 1.94 8.63 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 1.55 21.00 -2.00 2.00 8.49 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 1.62 21.00 -2.05 2.05 8.35 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 1.69 21.00 -2.10 2.10 8.20 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 1.76 21.00 -2.15 2.15 8.06 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 1.84 21.00 -2.20 2.20 7.90 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 1.91 21.00 -2.24 2.24 7.75 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 1.98 21.00 -2.28 2.28 7.59 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 2.05 21.00 -2.32 2.32 7.43 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 2.12 21.00 -2.35 2.35 7.27 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 2.19 21.00 -2.39 2.39 7.10 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 2.26 21.00 -2.41 2.41 6.93 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 2.33 21.00 -2.44 2.44 6.76 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 2.40 21.00 -2.46 2.46 6.59 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 2.47 21.00 -2.48 2.48 6.41 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 2.54 21.00 -2.50 2.50 6.24 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 2.61 21.00 -2.52 2.52 6.06 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 2.68 21.00 -2.53 2.53 5.89 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 2.75 21.00 -2.54 2.54 5.71 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 2.82 21.00 -2.54 2.54 5.53 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 2.89 21.00 -2.55 2.55 5.35 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 2.96 21.00 -2.55 2.55 5.17 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 3.04 21.00 -2.55 2.55 4.99 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 3.11 21.00 -2.54 2.54 4.81 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 3.18 21.00 -2.53 2.53 4.63 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 3.25 21.00 -2.52 2.52 4.45 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 3.32 21.00 -2.51 2.51 4.27 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 3.39 21.00 -2.49 2.49 4.10 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 3.46 21.00 -2.47 2.47 3.92 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 3.53 21.00 -2.45 2.45 3.74 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 3.60 21.00 -2.43 2.43 3.57 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 3.67 21.00 -2.40 2.40 3.40 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 3.74 21.00 -2.37 2.37 3.23 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 3.81 21.00 -2.34 2.34 3.06 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 3.88 21.00 -2.30 2.30 2.90 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 3.95 21.00 -2.26 2.26 2.74 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 Page 40 of 57 1834 W Third St & #2,33/21/2025 Beam on Elastic Foundation LIC# : KW-06019698, Build:20.24.12.17 DONG ENGINEERING INC (c) ENERCALC, LLC 1982-2025 DESCRIPTION:CONT. FOOTING AT SHEAR WALL LINE C Project File: 240051.ec6 Project Title: Engineer: Project ID: Project Descr: Detailed Shear Information Load Combination Vu (k)Span Distance 'd'Comment Phi*Vs Req'd d*Vu/MuMu (ft)(k)(in)Actual Suggest(k-ft)Number (k) Spacing (in) Design Phi*Vc W Only 1 4.02 21.00 -2.22 2.22 2.58 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 4.09 21.00 -2.18 2.18 2.42 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 4.16 21.00 -2.13 2.13 2.27 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 4.24 21.00 -2.08 2.08 2.11 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 4.31 21.00 -2.03 2.03 1.97 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 4.38 21.00 -1.97 1.97 1.82 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 4.45 21.00 -1.92 1.92 1.68 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 4.52 21.00 -1.86 1.86 1.55 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 4.59 21.00 -1.79 1.79 1.42 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 4.66 21.00 -1.73 1.73 1.29 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 4.73 21.00 -1.66 1.66 1.17 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 4.80 21.00 -1.59 1.59 1.05 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 4.87 21.00 -1.51 1.51 0.94 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 4.94 21.00 -1.43 1.43 0.83 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 5.01 21.00 -1.35 1.35 0.73 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 5.08 21.00 -1.27 1.27 0.64 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 5.15 21.00 -1.18 1.18 0.55 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 5.22 21.00 -1.10 1.10 0.46 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 5.29 21.00 -1.00 1.00 0.39 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 5.36 21.00 -0.91 0.91 0.32 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 5.44 21.00 -0.81 0.81 0.25 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 5.51 21.00 -0.71 0.71 0.19 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 5.58 21.00 -0.61 0.61 0.14 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 5.65 21.00 -0.51 0.51 0.10 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 5.72 21.00 -0.40 0.40 0.07 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 5.79 21.00 -0.29 0.29 0.04 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 5.86 21.00 -0.18 0.18 0.02 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 5.93 21.00 -0.06 0.06 0.00 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 Page 41 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 (allowable) P(allowable) = 14,500 # FOUNDATION - 2-STORY 45𝑜 Page 42 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE ADU 1834 W.3RD ST, SANTA ANA, CA 92703 Job#: 240051 Date: 1/7/2025 PLAN: 1 CODE: CBC 2022 BEAM NO. BM#4B Support 2 P =7,062 # Use 2' - 6"Square x 24" Deep Concrete Pad With 3-#5 Each way BEAM NO. BM#11+BM#9A Support 2 P =10,056 # Use 3' - 0"Square x 24" Deep Concrete Pad With 4-#4 Each way BEAM NO. BM#9+BM#9A Support 1 P =6,171 # Use 2' - 6"Square x 24" Deep Concrete Pad With 3-#5 Each way PAD SCHEDULE Page 43 of 57 1834 W Third St & #2,33/21/2025 1Y 1X 1 2 A B AD U R O O F S H E A R W A L L L A Y O U T Page 44 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE ADU 1834 W.3RD ST, UNIT 3, SANTA ANA, CA 92703 SECTION: 1X WIND PARAMETERS PER ASCE7-16, CHAPTER 27, MWFRS BUILDINGS OF ALL HEIGHTS: SEISMIC PARAMETERS PER ASCE7-16, CHAPTER 12.8, ELF PROCEDURE: ROOF 113.4 PLF SEISMIC GOVERN Page 45 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE ADU 1834 W.3RD ST, UNIT 3, SANTA ANA, CA 92703 Job#: 240051 Date: 7/17/2024 PLAN: 2 CODE: CBC 2022 SECTION: 1Y Number of Story: 1 Section width: 45(ft)Section length: 19(ft) Base height: 0.5(ft)Slope roof height: 13.5(ft)Gable mean roof height: 11.5(ft) WIND PARAMETERS PER ASCE7-16, CHAPTER 27, MWFRS BUILDINGS OF ALL HEIGHTS: Wind speed = 110, Wind exposure = C, Wind importance factor Iw = 1 Coefficients: Kd = 0.85, Kzt = 1, G = 0.85, Gcpi = +/-0.18, omega = 1 B = 45(ft), L = 19(ft), H = 12(ft)-->L/B = 0.42, H/L = 0.63 Wall coefficient: Cpw = 0.8, Cpl = -0.5, Roof coefficient: Cpw = (0.16;-0.32), Cpl = -0.6 Wind exposure = C-->anpha = 9.5, zg = 900 Kz = 2.01*(15/zg)^(2/anpha)qz = 0.00256*Kz*Kzt*Kd*V^2*Iw P = G(Cpw*qz+Cpl*qh) WIND LOAD: SEISMIC PARAMETERS PER ASCE7-16, CHAPTER 12.8, ELF PROCEDURE: Light frame wood-->Ry = 6.5, Site class :D, SDS = 2FaSs/3 =1.17, SD1 = 2FvS1/3 =0, Seismic design category: D, I = 1, 0.7*V = 0.7*SDS*I*W/Ry = 0.7*1.17*1*W/6.5 = 0.126*W Total Seismic Load = 64.26 = 64.26 PLF Redistrib: 510*9 = 4590 PLFxFT DIAPHRAGM & CHORD FORCE PER ASCE07-16 SECTION 12.10 ROOF DIAPHRAGM Max shear = 91.8 x 45 / (2 x 19) = 108.71 PLF Use: 15/32" apa rated unblock 32/16 w/8d common nails at 6", 6", 12" o.c. Chord force = 91.8 x 45^2 / (8 x 19) = 1222.99 LBS Splice w/ min. (7) 16d sinker nails each side of splice at 8" o.c. (standard construction) (z, Kz, qz, P): (15, 0.85, 22.35, 24.7) ROOF Roof = 15*19 = 285 PLF Wall = 15*2*4.5 + 10*2*4.5 = 225 PLF Shear = 0.126(285+225) = 0.126*510 = 64.26 PLF Plate height: ROOF = 9(ft) SHEAR ROOF = 64.26*510*9/4590 = 64.26 PLF SHEAR ROOF = 0.6*W = 105.49(plf) ROOF 105.49 PLF WIND GOVERN Page 46 of 57 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W MA I N H O U S E AD U 18 3 4 W. 3 R D S T , UN I T 3 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 2 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 2 9 " | 4 * d * 1 . 4 = 1 . 6 4 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " 5. 2 5 3. 7 5 3. 7 5 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n HD U 2 HD U 2 Po s t S i z e 4x 4 4x 4 Te n s i o n ( k i p s ) 3. 1 3. 1 Co m . ( k i p s ) 2. 9 2. 9 Ri g h t S i d e Ho l d D o w n HD U 2 HD U 2 Po s t S i z e 4x 4 4x 4 Te n s i o n ( k i p s ) 3. 1 3. 1 Co m . ( k i p s ) 2. 9 2. 9 An c h o r B o l t 5/ 8 " x 1 2 " [2 ] [2 ] sp a c e d e q u a l l y P2 6. 5 0 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P1 LI N E 1 ( D i r e c t i o n : Y ) @ F I R S T F L O O R | W i n d : 2 3 7 4 l b s | S e i s m i c : 1 8 8 0 l b s | S h e a r P a n e l T y p e : B | ( þ = 1 . 3 ) To t a l L e n g t h = 1 9 . 2 5 f t | T o t a l S h e a r W a l l L e n g t h = 7 . 5 f t | S h e a r D i a p h r a g m = 1 2 3 p l f | D e s i g n S h e a r W a l l = 3 8 0 p l f ( W i n d ) / 3 0 1 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 1 / 1 . 2 ) + P 2 ( 1 / 1 . 2 ) = 2 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 1 . 4 / 1 . 7 ) + P 2 ( 1 . 4 / 1 . 7 ) = 2 . 8 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 72 5 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 Page 47 of 57 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W MA I N H O U S E AD U 18 3 4 W. 3 R D S T , UN I T 3 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 2 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 1 3 " | 4 * d * 1 . 4 = 0 . 7 2 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " 8. 5 0 8. 0 0 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n HD U 2 Po s t S i z e 4x 4 Te n s i o n ( k i p s ) 2. 5 Co m . ( k i p s ) 2. 9 Ri g h t S i d e Ho l d D o w n HD U 2 Po s t S i z e 4x 4 Te n s i o n ( k i p s ) 2. 5 Co m . ( k i p s ) 2. 9 An c h o r B o l t 5/ 8 " x 1 2 " [2 ] sp a c e d e q u a l l y Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e 2. 2 5 Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P1 LI N E 2 ( D i r e c t i o n : Y ) @ F I R S T F L O O R | W i n d : 2 3 7 4 l b s | S e i s m i c : 1 8 8 0 l b s | S h e a r P a n e l T y p e : B | ( þ = 1 . 3 ) To t a l L e n g t h = 1 8 . 7 5 f t | T o t a l S h e a r W a l l L e n g t h = 8 f t | S h e a r D i a p h r a g m = 1 2 7 p l f | D e s i g n S h e a r W a l l = 2 9 7 p l f ( W i n d ) / 2 3 5 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 2 . 6 / 2 . 6 ) = 2 . 6 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 3 . 6 / 3 . 6 ) = 3 . 6 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 13 6 1 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 Page 48 of 57 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W MA I N H O U S E AD U 18 3 4 W. 3 R D S T , UN I T 3 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 2 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 1 " | 4 * d * 1 . 4 = 0 . 5 3 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " 9. 7 5 8. 0 0 5. 2 5 7. 2 5 4. 0 0 4. 0 0 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n HD U 2 Po s t S i z e 4x 4 Te n s i o n ( k i p s ) 1. 4 Co m . ( k i p s ) 2. 3 Ri g h t S i d e Ho l d D o w n HD U 2 Po s t S i z e 4x 4 Te n s i o n ( k i p s ) 1. 4 Co m . ( k i p s ) 2. 3 An c h o r B o l t 5/ 8 " x 1 2 " [2 ] sp a c e d e q u a l l y 2. 2 5 2. 2 5 2. 5 0 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P1 LI N E A ( D i r e c t i o n : X ) @ F I R S T F L O O R | W i n d : 8 2 0 l b s | S e i s m i c : 1 4 0 0 l b s | S h e a r P a n e l T y p e : A | ( þ = 1 . 3 ) To t a l L e n g t h = 4 5 . 2 5 f t | T o t a l S h e a r W a l l L e n g t h = 8 f t | S h e a r D i a p h r a g m = 3 4 p l f | D e s i g n S h e a r W a l l = 1 0 3 p l f ( W i n d ) / 1 7 5 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 1 . 8 / 1 . 8 ) = 1 . 8 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 2 . 5 / 2 . 5 ) = 2 . 5 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 33 2 -93 5 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 Page 49 of 57 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W MA I N H O U S E AD U 18 3 4 W. 3 R D S T , UN I T 3 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 2 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 1 " | 4 * d * 1 . 4 = 0 . 5 3 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " 5. 5 0 8. 0 0 6. 2 5 6. 2 5 3. 2 5 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n HD U 2 Po s t S i z e 4x 4 Te n s i o n ( k i p s ) 1. 4 Co m . ( k i p s ) 2. 3 Ri g h t S i d e Ho l d D o w n HD U 2 Po s t S i z e 4x 4 Te n s i o n ( k i p s ) 1. 4 Co m . ( k i p s ) 2. 3 An c h o r B o l t 5/ 8 " x 1 2 " [2 ] sp a c e d e q u a l l y 6. 2 5 6. 5 0 3. 2 5 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P1 LI N E B ( D i r e c t i o n : X ) @ F I R S T F L O O R | W i n d : 8 2 0 l b s | S e i s m i c : 1 4 0 0 l b s | S h e a r P a n e l T y p e : A | ( þ = 1 . 3 ) To t a l L e n g t h = 4 5 . 2 5 f t | T o t a l S h e a r W a l l L e n g t h = 8 f t | S h e a r D i a p h r a g m = 3 4 p l f | D e s i g n S h e a r W a l l = 1 0 3 p l f ( W i n d ) / 1 7 5 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 1 . 8 / 1 . 8 ) = 1 . 8 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 2 . 5 / 2 . 5 ) = 2 . 5 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 18 7 -10 8 0 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 Page 50 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE ADU 1834 W.3RD ST, UNIT 3, SANTA ANA, CA 92703 Job#: 240051 Date: 7/17/2024 PLAN: 2 CODE: CBC 2022 Shear Wall (X-X Direction) Line Story Section Span Wind Seismic Added V (lb)H L v Type ###(ft)(plf)(plf)Wind Seismic (ft)(ft)(plf) A 1 1X 19 86 113 9 8 175 A B 1 1X 19 86 113 9 8 175 A SUMMARY SHEAR WALL V2 = Seismic*Span/2 + Added Vseismic Line shear V = Maximum(V1;V2) V1 = Wind*Span/2 + Added Vwind v(plf) = V/L Page 51 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE ADU 1834 W.3RD ST, UNIT 3, SANTA ANA, CA 92703 Job#: 240051 Date: 7/17/2024 PLAN: 2 CODE: CBC 2022 Shear Wall (Y-Y Direction) Line Story Section Span Wind Seismic Added V (lb)H L v Type ###(ft)(plf)(plf)Wind Seismic (ft)(ft)(plf) 1 1 1Y 45 105 64 9 6.25 380 B 2 1 1Y 45 105 64 9 8 297 B v(plf) = V/L Line shear V = Maximum(V1;V2) SUMMARY SHEAR WALL V1 = Wind*Span/2 + Added Vwind V2 = Seismic*Span/2 + Added Vseismic Page 52 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE ADU 1834 W.3RD ST, UNIT 3, SANTA ANA, CA 92703 Job#: 240051 Date: 7/17/2024 PLAN: 2 CODE: CBC 2022 Wall Sec.Sto.Wind Seismic Span Offset Wind Seismic (#)(#)(#)v_(plf)v_(plf)(ft)(ft)V_(lb)V_(lb) 1 :Wind = 2374(lb), Seismic = 1880(lb) 1 1Y 1 105.5 64.3 45 2374 1446 l---------------45.0(ft)---------------l 2 :Wind = 2374(lb), Seismic = 1880(lb) 2 1Y 1 105.5 64.3 45 2374 1446 l---------------45.0(ft)---------------l A :Wind = 820(lb), Seismic = 1400(lb) A 1X 1 86.3 113.4 19 820 1077 l---------------19.0(ft)---------------l B :Wind = 820(lb), Seismic = 1400(lb) B 1X 1 86.3 113.4 19 820 1077 l---------------19.0(ft)---------------l #N/A #N/A #N/A #N/A #N/A #N/A Description V_(lb)=v_(plf)*Span*Span/2/(Span+Offset) LATERAL p Factor: X Direction: p=1.3; Y Direction: p=1.3 Page 53 of 57 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 2 Dong Engineering Inc. NEW MAIN HOUSE & ADU 1834 W.3RD ST, UNIT 3, SANTA ANA, CA 92703 BEAM : 1 - DROP AT ENTRANCE Loads(Downward+) Beam Weight 6.2 plf from 0 ft to 9.75 ft Roof Primary: (15+20)(4.8) = (DL=71.2PLF; LLr=95PLF) form 0 to 9.75 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 841/841 0 2 841/841 0 USE 4 x 8 Critcal Shear = 840 LB @0' 1.5xV/(F'v x A)= 0.22 F'v = 225, A = 25.38 Critcal Moment = 2047 LB-FT @4.75' M/(F'b x S)= 0.55 F'b = 1462, S = 30.66 Critical Deflection for TL = -0.197 INCH @ 5 L/240 = 0.488" Critical Deflection for LL = -0.109 INCH @ 5 L/360 = 0.325" 1 2 Moment Shear Deflection 9.75' BEAM : 2 - HDR AT BED Loads(Downward+) Beam Weight 6.2 plf from 0 ft to 6 ft Roof Primary: (15+20)(11.5) = (DL=172.5PLF; LLr=230PLF) form 0 to 6 Exterior Wall: (15)(2) = (DL=30PLF) form 0 to 6 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 1316/1316 0 2 1316/1316 0 USE 4 x 8 Critcal Shear = 1316 LB @0' 1.5xV/(F'v x A)= 0.34 F'v = 225, A = 25.38 Critcal Moment = 1974 LB-FT @3' M/(F'b x S)= 0.53 F'b = 1462, S = 30.66 Critical Deflection for TL = -0.072 INCH @ 3 L/240 = 0.3" Critical Deflection for LL = -0.038 INCH @ 3 L/360 = 0.2" 1 2 Moment Shear Deflection 6' Page 54 of 57 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 2 Dong Engineering Inc. NEW MAIN HOUSE & ADU 1834 W.3RD ST, UNIT 3, SANTA ANA, CA 92703 BEAM : C1 - C.J. 2X6#2 @ 16" O.C. TYP. (MAX L=15'-0") Loads(Downward+) Ceiling Joist: (4+10)(1.3) = (DL=5.3PLF; LLr=13.4PLF) form 0 to 15 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 140/140 0 2 140/140 0 USE 2 x 6 Critcal Shear = 140 LB @0' 1.5xV/(F'v x A)= 0.11 F'v = 225, A = 8.25 Critcal Moment = 525 LB-FT @7.5' M/(F'b x S)= 0.49 F'b = 1682, S = 7.56 Critical Deflection for TL = -0.64 INCH @ 7.5 L/240 = 0.75" Critical Deflection for LL = -0.457 INCH @ 7.5 L/360 = 0.5" 1 2 Moment Shear Deflection 15' BEAM : C2 - C.J. 2X8#2 @ 16" O.C. TYP. (MAX L=20'-0") Loads(Downward+) Ceiling Joist: (4+10)(1.3) = (DL=5.3PLF; LLr=13.4PLF) form 0 to 20 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 187/187 0 2 187/187 0 USE 2 x 8 Critcal Shear = 186 LB @0' 1.5xV/(F'v x A)= 0.11 F'v = 225, A = 10.88 Critcal Moment = 934 LB-FT @10' M/(F'b x S)= 0.55 F'b = 1552, S = 13.14 Critical Deflection for TL = -0.883 INCH @ 10 L/240 = 1" Critical Deflection for LL = -0.631 INCH @ 10 L/360 = 0.667" 1 2 Moment Shear Deflection 20' Page 55 of 57 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 2 Dong Engineering Inc. NEW MAIN HOUSE & ADU 1834 W.3RD ST, UNIT 3, SANTA ANA, CA 92703 BEAM : R1 - R.R. 2X6#2 @ 16" O.C. TYP. (MAX L=12'-0") Loads(Downward+) Roof Rafter: (11+20)(1.3) = (DL=14.7PLF; LLr=26.7PLF) form 0 to 12 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 248/248 0 2 248/248 0 USE 2 x 6 Critcal Shear = 248 LB @0' 1.5xV/(F'v x A)= 0.2 F'v = 225, A = 8.25 Critcal Moment = 744 LB-FT @6' M/(F'b x S)= 0.7 F'b = 1682, S = 7.56 Critical Deflection for TL = -0.58 INCH @ 6 L/240 = 0.6" Critical Deflection for LL = -0.374 INCH @ 6 L/360 = 0.4" 1 2 Moment Shear Deflection 12' Page 56 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE ADU 1834 W.3RD ST, UNIT 3, SANTA ANA, CA 92703 Job#: 240051 Date: 7/17/2024 PLAN: 2 CODE: CBC 2022 2900 psf Trib Trib Wall Height DL(psf)LL(psf)roof(ft)DL(psf)LL(psf)floor(ft)DL(psf)wall(ft) 15 20 11.5 15 9 Roof:(DL+LL)(Trib) =402.5 plf Floor:(DL+LL)(Trib) =0 plf Wall:DL (Height)=135 plf 537.5 plf 537.5 /(12"/12)=537.5 psf< 2900 psf P(allowable) P(allowable) = 8,700 # 18 in FOUNDATION - 1-STORY Allowable soil bearing value: Roof Floor use 12" wide cont. ftg w/ 2-#4 top & bott. 45𝑜 Page 57 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering, Inc. 7661 GARDEN GROVE BLVD. , GARDEN GROVE, CA 92841 Office: (714) 617-5979 Email: info@dongengineering.com DATE:7/17/2024 CLIENT: JOB NO.:240051 Project: NEW MAIN HOUSE & ADU STRUCTURAL CALCULATIONS FOR THE BUILDING AT: 1834 W.3RD ST, SANTA ANA, CA 92703 Page 1 of 57 1834 W Third St & #2,33/21/2025 Job#:240051 Date: ROOF:SHINGLE ROOF (VAULTED):SHINGLE Slope 6:12 Slope 6:12 Live Load 20 psf Live Load 20 psf Roof'g Material 3.0 psf Roof'g Material 3.0 psf Sheathing 2.0 psf Sheathing 2.0 psf Trusses / Rafters 2.0 psf Trusses / Rafters 2.0 psf Ceiling Joists 2.0 psf Drywall 2.0 psf Drywall 2.0 psf Sprinkler 0.5 psf Sprinkler 0.5 psf Solar 3.0 psf Solar 3.0 psf Miscellaneous 0.5 psf Miscellaneous 0.5 psf Total D.L.15 psf Total D.L.13.0 psf Total Load 35 psf Total Load 33 psf FLOOR:Without Lt. Wt. CONC.DECK: Live Load 40 psf Live Load 60 psf Floor Material 3.0 psf Floor Material 3.0 psf Sheathing 3.0 psf Sheathing 3.0 psf Floor Joist 3.0 psf Floor Joist 3.0 psf Sprinkler 0.5 psf Sprinkler 0.5 psf Miscellaneous 0.5 psf Miscellaneous 0.5 psf Drywall 3.0 psf Drywall 3.0 psf Total D.L.13 psf Total D.L.13 psf Total Load 53 psf Total Load 73 psf LOADING CONDITIONS 7/10/2024 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 Page 2 of 57 1834 W Third St & #2,33/21/2025 EXTERIOR WALL:INTERIOR WALL: EXTERIOR:9 DRYWALL:3 DRYWALL:3.0 DRYWALL:3.0 STUDS:2.0 STUDS:2.0 MISC.:1.0 MISC.:2.0 DL=15.0 PSF DL=10.0 PSF REVISIONS: 1 Sheets:Date: Init:Remark: 2 Sheets:Date: Init:Remark: 3 Sheets:Date: Init:Remark: 4 Sheets:Date: Init:Remark: 5 Sheets:Date: Init:Remark: 6 Sheets:Date: Init:Remark: Page 3 of 57 1834 W Third St & #2,33/21/2025 1Y 1X 1 2 A B MAIN HOUSE - JADU ROOF SHEARWALL LAYOUT Page 4 of 57 1834 W Third St & #2,33/21/2025 1Y 1X 3 4 5 C D E MAIN HOUSE - JADU FLOOR SHEARWALL LAYOUT Page 5 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 Job#: 240051 Date: 7/17/2024 PLAN: 1 CODE: CBC 2022 SECTION: 1X Number of Story: 2 Section width: 39(ft)Section length: 33(ft) Base height: 0.5(ft)Slope roof height: 25.5(ft)Gable mean roof height: 22.5(ft) WIND PARAMETERS PER ASCE7-16, CHAPTER 27, MWFRS BUILDINGS OF ALL HEIGHTS: Wind speed = 110, Wind exposure = C, Wind importance factor Iw = 1 Coefficients: Kd = 0.85, Kzt = 1, G = 0.85, Gcpi = +/-0.18, omega = 1 B = 39(ft), L = 33(ft), H = 23(ft)-->L/B = 0.85, H/L = 0.7 Wall coefficient: Cpw = 0.8, Cpl = -0.5 Wind exposure = C-->anpha = 9.5, zg = 900 Kz = 2.01*(15/zg)^(2/anpha)qz = 0.00256*Kz*Kzt*Kd*V^2*Iw P = G(Cpw*qz+Cpl*qh) WIND LOAD: SEISMIC PARAMETERS PER ASCE7-16, CHAPTER 12.8, ELF PROCEDURE: Light frame wood-->Rx = 6.5, Site class :D, SDS = 2FaSs/3 =1.17, SD1 = 2FvS1/3 =0, Seismic design category: D, I = 1, 0.7*V = 0.7*SDS*I*W/Rx = 0.7*1.17*1*W/6.5 = 0.126*W Total Seismic Load = 90.72 + 118.31 = 209.03 PLF Redistrib: 720*19 + 939*9 = 22131 PLFxFT DIAPHRAGM & CHORD FORCE PER ASCE07-16 SECTION 12.10 ROOF DIAPHRAGM Max shear = 184.59 x 39 / (2 x 33) = 109.08 PLF Use: 15/32" apa rated unblock 32/16 w/8d common nails at 6", 6", 12" o.c. Chord force = 184.59 x 39^2 / (8 x 33) = 1063.49 LBS Splice w/ min. (6) 16d sinker nails each side of splice at 8" o.c. (standard construction) FIRST FLOOR DIAPHRAGM Max shear = 124.96 x 39 / (2 x 33) = 73.84 PLF Use: 23/32" apa rated unblock w/10d common nails at 6", 6", 12" o.c. Chord force = 124.96 x 39^2 / (8 x 33) = 719.94 LBS Splice w/ min. (4) 16d sinker nails each side of splice at 8" o.c. (standard construction) (z, Kz, qz, P): (23, 0.93, 24.46, 27.07); (19.5, 0.9, 23.62, 26.5); (15, 0.85, 22.35, 25.64) ROOF Roof = 15*33 = 495 PLF Wall = 15*2*4.5 + 10*2*4.5 = 225 PLF Shear = 0.126(495+225) = 0.126*720 = 90.72 PLF FIRST FLOOR Roof + Floor = 15*7 + 13*33 = 534 PLF Wall = 15*2*4.5 + 15*2*4.5 + 10*2*4.5 + 10*1*4.5 = 405 PLF Shear = 0.126(534+405) = 0.126*939 = 118.31 PLF Plate height: ROOF = 19(ft); FIRST FLOOR = 9(ft) SHEAR ROOF = 209.03*720*19/22131 = 129.21 PLF SHEAR FIRST FLOOR = 209.03*939*9/22131 = 79.82 PLF SHEAR ROOF = 0.6*W = 128.3(plf) SHEAR FIRST FLOOR = 0.6*W = 153.84(plf) ROOF FIRST FLOOR 129.21 PLF 153.84 PLF SEISMIC GOVERN WIND GOVERN Page 6 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 Job#: 240051 Date: 7/17/2024 PLAN: 1 CODE: CBC 2022 SECTION: 1Y Number of Story: 2 Section width: 33(ft)Section length: 39(ft) Base height: 0.5(ft)Slope roof height: 25.5(ft)Gable mean roof height: 22.5(ft) WIND PARAMETERS PER ASCE7-16, CHAPTER 27, MWFRS BUILDINGS OF ALL HEIGHTS: Wind speed = 110, Wind exposure = C, Wind importance factor Iw = 1 Coefficients: Kd = 0.85, Kzt = 1, G = 0.85, Gcpi = +/-0.18, omega = 1 B = 33(ft), L = 39(ft), H = 23(ft)-->L/B = 1.18, H/L = 0.59 Wall coefficient: Cpw = 0.8, Cpl = -0.46, Roof coefficient: Cpw = (0.17;-0.3), Cpl = -0.6 Wind exposure = C-->anpha = 9.5, zg = 900 Kz = 2.01*(15/zg)^(2/anpha)qz = 0.00256*Kz*Kzt*Kd*V^2*Iw P = G(Cpw*qz+Cpl*qh) WIND LOAD: SEISMIC PARAMETERS PER ASCE7-16, CHAPTER 12.8, ELF PROCEDURE: Light frame wood-->Ry = 6.5, Site class :D, SDS = 2FaSs/3 =1.17, SD1 = 2FvS1/3 =0, Seismic design category: D, I = 1, 0.7*V = 0.7*SDS*I*W/Ry = 0.7*1.17*1*W/6.5 = 0.126*W Total Seismic Load = 102.06 + 138.98 = 241.04 PLF Redistrib: 810*19 + 1103*9 = 25317 PLFxFT DIAPHRAGM & CHORD FORCE PER ASCE07-16 SECTION 12.10 ROOF DIAPHRAGM Max shear = 209.33 x 33 / (2 x 39) = 88.56 PLF Use: 15/32" apa rated unblock 32/16 w/8d common nails at 6", 6", 12" o.c. Chord force = 209.33 x 33^2 / (8 x 39) = 730.64 LBS Splice w/ min. (4) 16d sinker nails each side of splice at 8" o.c. (standard construction) FIRST FLOOR DIAPHRAGM Max shear = 142.27 x 33 / (2 x 39) = 60.19 PLF Use: 23/32" apa rated unblock w/10d common nails at 6", 6", 12" o.c. Chord force = 142.27 x 33^2 / (8 x 39) = 496.58 LBS Splice w/ min. (3) 16d sinker nails each side of splice at 8" o.c. (standard construction) (z, Kz, qz, P): (26, 0.95, 25.09, 26.75); (19.5, 0.9, 23.62, 25.74); (15, 0.85, 22.35, 24.88) ROOF Roof = 15*36 = 540 PLF Wall = 15*2*4.5 + 10*3*4.5 = 270 PLF Shear = 0.126(540+270) = 0.126*810 = 102.06 PLF FIRST FLOOR Roof + Floor = 15*11.5 + 13*33.5 = 608 PLF Wall = 15*2*4.5 + 15*2*4.5 + 10*3*4.5 + 10*2*4.5 = 495 PLF Shear = 0.126(608+495) = 0.126*1103 = 138.98 PLF Plate height: ROOF = 19(ft); FIRST FLOOR = 9(ft) SHEAR ROOF = 241.04*810*19/25317 = 146.53 PLF SHEAR FIRST FLOOR = 241.04*1103*9/25317 = 94.51 PLF SHEAR ROOF = 0.6*W = 133.71(plf) SHEAR FIRST FLOOR = 0.6*W = 149.28(plf) ROOF FIRST FLOOR 146.53 PLF 149.28 PLF SEISMIC GOVERN WIND GOVERN Page 7 of 57 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W M A I N H O U S E & J A D U 18 3 4 W . 3 R D S T , U N I T 2 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 0 5 " | 4 * d * 1 . 4 = 0 . 2 6 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " 3. 5 0 7. 2 5 4. 0 0 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n (2 ) C S 1 6 (2 ) C S 1 6 Po s t S i z e 2- 2 x 4 2- 2 x 4 Te n s i o n ( k i p s ) 1. 9 1. 9 Co m . ( k i p s ) 2. 7 2. 4 Ri g h t S i d e Ho l d D o w n (2 ) C S 1 6 (2 ) C S 1 6 Po s t S i z e 2- 2 x 4 2- 2 x 4 Te n s i o n ( k i p s ) 1. 9 1. 9 Co m . ( k i p s ) 2. 7 2. 4 8. 5 0 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e 6. 0 0 Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P1 P2 LI N E 1 ( D i r e c t i o n : Y ) @ S E C O N D F L O O R | W i n d : 2 2 0 7 l b s | S e i s m i c : 2 4 1 8 l b s | S h e a r P a n e l T y p e : B | ( þ = 1 ) To t a l L e n g t h = 2 9 . 2 5 f t | T o t a l S h e a r W a l l L e n g t h = 1 1 . 2 5 f t | S h e a r D i a p h r a g m = 1 1 8 p l f | D e s i g n S h e a r W a l l = 2 0 4 p l f ( W i n d ) / 2 2 4 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 2 . 3 / 2 . 3 ) + P 2 ( 1 . 1 / 1 . 3 ) = 3 . 4 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 3 . 2 / 3 . 2 ) + P 2 ( 1 . 6 / 1 . 8 ) = 4 . 8 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 11 2 2 -24 8 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 Page 8 of 57 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W M A I N H O U S E & J A D U 18 3 4 W . 3 R D S T , U N I T 2 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 0 3 " | 4 * d * 1 . 4 = 0 . 1 9 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " 1. 2 5 14 . 2 5 5. 7 5 10 . 2 5 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n (1 ) C S 1 6 Po s t S i z e 2x 4 Te n s i o n ( k i p s ) 1. 1 Co m . ( k i p s ) 2. 7 Ri g h t S i d e Ho l d D o w n (1 ) C S 1 6 Po s t S i z e 2x 4 Te n s i o n ( k i p s ) 1. 1 Co m . ( k i p s ) 2. 7 5. 2 5 2. 2 5 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e | B : S i m p s o n S T 6 2 2 4 ( 2 5 0 6 L B ) - A l t t w o r o w ( 6 ) # 1 6 e a . s i d e o f s p l i c e Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P1 LI N E 2 ( D i r e c t i o n : Y ) @ S E C O N D F L O O R | W i n d : 2 2 0 7 l b s | S e i s m i c : 2 4 1 8 l b s | S h e a r P a n e l T y p e : A | ( þ = 1 ) To t a l L e n g t h = 3 9 f t | T o t a l S h e a r W a l l L e n g t h = 1 4 . 2 5 f t | S h e a r D i a p h r a g m = 8 9 p l f | D e s i g n S h e a r W a l l = 1 5 5 p l f ( W i n d ) / 1 7 0 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 3 . 1 / 3 . 1 ) = 3 . 1 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 4 . 4 / 4 . 4 ) = 4 . 4 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 11 1 -20 8 1 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 Page 9 of 57 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W M A I N H O U S E & J A D U 18 3 4 W . 3 R D S T , U N I T 2 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 2 3 " | 4 * d * 1 . 4 = 1 . 2 8 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " Dr a g L o a d I n c r e a s e d 2 5 % P e r A S C E 7 - 1 6 S e c t i o n 1 2 . 3 . 4 14 . 0 0 6. 0 0 4. 5 0 5. 5 0 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n HD U 2 HD U 2 Po s t S i z e 4x 4 4x 4 Te n s i o n ( k i p s ) 2. 8 2. 9 Co m . ( k i p s ) 3. 3 3. 3 Ri g h t S i d e Ho l d D o w n HD U 2 HD U 2 Po s t S i z e 4x 4 4x 4 Te n s i o n ( k i p s ) 2. 8 2. 9 Co m . ( k i p s ) 3. 3 3. 3 An c h o r B o l t 5/ 8 " x 1 2 " [2 ] [2 ] sp a c e d e q u a l l y 8. 0 0 P2 5. 5 0 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e | B : S i m p s o n S T 6 2 2 4 ( 2 5 0 6 L B ) - A l t t w o r o w ( 6 ) # 1 6 e a . s i d e o f s p l i c e C: S i m p s o n M S T 4 8 ( 3 7 6 0 L B ) - A l t t w o r o w ( 9 ) # 1 6 E a . s i d e o f s p l i c e 6. 5 0 Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P1 LI N E 3 ( D i r e c t i o n : Y ) @ F I R S T F L O O R | W i n d : 3 6 6 3 l b s | S e i s m i c : 3 3 3 9 l b s | S h e a r P a n e l T y p e : B | ( þ = 1 ) To t a l L e n g t h = 5 0 f t | T o t a l S h e a r W a l l L e n g t h = 1 1 . 5 f t | S h e a r D i a p h r a g m = 9 8 p l f | D e s i g n S h e a r W a l l = 3 1 9 p l f ( W i n d ) / 2 9 0 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 1 . 9 / 1 . 9 ) + P 2 ( 1 . 8 / 1 . 8 ) = 3 . 7 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 2 . 7 / 2 . 7 ) + P 2 ( 2 . 5 / 2 . 5 ) = 5 . 2 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 25 1 6 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 Page 10 of 57 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W M A I N H O U S E & J A D U 18 3 4 W . 3 R D S T , U N I T 2 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 0 7 " | 4 * d * 1 . 4 = 0 . 3 7 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " 11 . 2 5 11 . 2 5 25 . 7 5 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n HD U 2 Po s t S i z e 4x 4 Te n s i o n ( k i p s ) 2. 2 Co m . ( k i p s ) 2. 4 Ri g h t S i d e Ho l d D o w n HD U 2 Po s t S i z e 4x 4 Te n s i o n ( k i p s ) 2. 2 Co m . ( k i p s ) 2. 4 An c h o r B o l t 5/ 8 " x 1 2 " [3 ] sp a c e d e q u a l l y Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P1 LI N E 4 ( D i r e c t i o n : Y ) @ F I R S T F L O O R | W i n d : 2 9 8 6 l b s | S e i s m i c : 1 8 9 0 l b s | S h e a r P a n e l T y p e : B | ( þ = 1 ) To t a l L e n g t h = 4 8 . 2 5 f t | T o t a l S h e a r W a l l L e n g t h = 1 1 . 2 5 f t | S h e a r D i a p h r a g m = 6 2 p l f | D e s i g n S h e a r W a l l = 2 6 5 p l f ( W i n d ) / 1 6 8 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 3 . 6 / 3 . 6 ) = 3 . 6 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 5 / 5 ) = 5 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 69 6 -15 9 4 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 Page 11 of 57 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W M A I N H O U S E & J A D U 18 3 4 W . 3 R D S T , U N I T 2 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 2 " | 4 * d * 1 . 4 = 1 . 1 5 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " Dr a g L o a d I n c r e a s e d 2 5 % P e r A S C E 7 - 1 6 S e c t i o n 1 2 . 3 . 4 11 . 2 5 6. 0 0 9. 0 0 6. 0 0 3. 0 0 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n HD U 2 HD U 2 Po s t S i z e 4x 4 4x 4 Te n s i o n ( k i p s ) 2. 8 2. 8 Co m . ( k i p s ) 3. 2 3. 2 Ri g h t S i d e Ho l d D o w n HD U 2 HD U 2 Po s t S i z e 4x 4 4x 4 Te n s i o n ( k i p s ) 2. 8 2. 8 Co m . ( k i p s ) 3. 2 3. 2 An c h o r B o l t 5/ 8 " x 1 2 " [2 ] [2 ] sp a c e d e q u a l l y 2. 7 5 6. 2 5 5. 5 0 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P2 P1 LI N E 5 ( D i r e c t i o n : Y ) @ F I R S T F L O O R | W i n d : 3 7 3 8 l b s | S e i s m i c : 3 3 8 7 l b s | S h e a r P a n e l T y p e : B | ( þ = 1 ) To t a l L e n g t h = 4 9 . 7 5 f t | T o t a l S h e a r W a l l L e n g t h = 1 2 f t | S h e a r D i a p h r a g m = 1 0 0 p l f | D e s i g n S h e a r W a l l = 3 1 2 p l f ( W i n d ) / 2 8 2 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 1 . 9 / 1 . 9 ) + P 2 ( 1 . 9 / 1 . 9 ) = 3 . 8 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 2 . 7 / 2 . 7 ) + P 2 ( 2 . 7 / 2 . 7 ) = 5 . 4 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 14 0 9 -10 6 4 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 Page 12 of 57 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W M A I N H O U S E & J A D U 18 3 4 W . 3 R D S T , U N I T 2 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 0 7 " | 4 * d * 1 . 4 = 0 . 4 1 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " 2. 5 0 6. 2 5 5. 2 5 5. 2 5 5. 2 5 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n (2 ) C S 1 6 (2 ) C S 1 6 Po s t S i z e 2- 2 x 4 2- 2 x 4 Te n s i o n ( k i p s ) 2. 9 2. 9 Co m . ( k i p s ) 3. 5 3. 5 Ri g h t S i d e Ho l d D o w n (2 ) C S 1 6 (2 ) C S 1 6 Po s t S i z e 2- 2 x 4 2- 2 x 4 Te n s i o n ( k i p s ) 2. 9 2. 9 Co m . ( k i p s ) 3. 5 3. 5 P2 2. 7 5 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e | B : S i m p s o n S T 6 2 2 4 ( 2 5 0 6 L B ) - A l t t w o r o w ( 6 ) # 1 6 e a . s i d e o f s p l i c e 6. 2 5 Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P1 LI N E A ( D i r e c t i o n : X ) @ S E C O N D F L O O R | W i n d : 2 5 0 2 l b s | S e i s m i c : 3 2 7 5 l b s | S h e a r P a n e l T y p e : B | ( þ = 1 . 3 ) To t a l L e n g t h = 3 3 . 5 f t | T o t a l S h e a r W a l l L e n g t h = 1 0 . 5 f t | S h e a r D i a p h r a g m = 1 0 7 p l f | D e s i g n S h e a r W a l l = 2 3 8 p l f ( W i n d ) / 3 1 2 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 1 . 7 / 1 . 7 ) + P 2 ( 1 . 7 / 1 . 7 ) = 3 . 4 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 2 . 3 / 2 . 3 ) + P 2 ( 2 . 3 / 2 . 3 ) = 4 . 6 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 19 0 7 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 Page 13 of 57 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W M A I N H O U S E & J A D U 18 3 4 W . 3 R D S T , U N I T 2 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 0 7 " | 4 * d * 1 . 4 = 0 . 3 8 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " 10 . 5 0 10 . 5 0 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n (2 ) C S 1 6 Po s t S i z e 2- 2 x 4 Te n s i o n ( k i p s ) 2. 6 Co m . ( k i p s ) 3. 8 Ri g h t S i d e Ho l d D o w n (2 ) C S 1 6 Po s t S i z e 2- 2 x 4 Te n s i o n ( k i p s ) 2. 6 Co m . ( k i p s ) 3. 8 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e | B : S i m p s o n S T 6 2 2 4 ( 2 5 0 6 L B ) - A l t t w o r o w ( 6 ) # 1 6 e a . s i d e o f s p l i c e 2. 5 0 Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P1 LI N E B ( D i r e c t i o n : X ) @ S E C O N D F L O O R | W i n d : 2 5 0 2 l b s | S e i s m i c : 3 2 7 5 l b s | S h e a r P a n e l T y p e : B | ( þ = 1 . 3 ) To t a l L e n g t h = 2 3 . 5 f t | T o t a l S h e a r W a l l L e n g t h = 1 0 . 5 f t | S h e a r D i a p h r a g m = 1 5 3 p l f | D e s i g n S h e a r W a l l = 2 3 8 p l f ( W i n d ) / 3 1 2 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 3 . 4 / 3 . 4 ) = 3 . 4 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 4 . 7 / 4 . 7 ) = 4 . 7 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 19 9 1 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 Page 14 of 57 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W M A I N H O U S E & J A D U 18 3 4 W . 3 R D S T , U N I T 2 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 3 5 " | 4 * d * 1 . 4 = 1 . 9 4 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " Dr a g L o a d I n c r e a s e d 2 5 % P e r A S C E 7 - 1 6 S e c t i o n 1 2 . 3 . 4 3. 0 0 5. 7 5 3. 0 0 8. 2 5 2. 5 0 16 . 5 0 2. 5 0 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n HD U 2 HD U 2 HD U 5 HD U 5 Po s t S i z e 4x 4 4x 4 4x 4 4x 4 Te n s i o n ( k i p s ) 3. 0 3. 0 2. 7 2. 7 Co m . ( k i p s ) 3. 4 3. 4 2. 9 2. 9 Ri g h t S i d e Ho l d D o w n HD U 2 HD U 2 HD U 5 HD U 5 Po s t S i z e 4x 4 4x 4 4x 4 4x 4 Te n s i o n ( k i p s ) 3. 0 3. 0 2. 7 2. 7 Co m . ( k i p s ) 3. 4 3. 4 2. 9 2. 9 An c h o r B o l t 5/ 8 " x 1 2 " [2 ] [2 ] [2 ] [2 ] sp a c e d e q u a l l y P2 P3 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P1 P4 LI N E C ( D i r e c t i o n : X ) @ F I R S T F L O O R | W i n d : 3 0 7 9 l b s | S e i s m i c : 3 0 2 9 l b s | S h e a r P a n e l T y p e : D | ( þ = 1 . 3 ) To t a l L e n g t h = 4 1 . 5 f t | T o t a l S h e a r W a l l L e n g t h = 1 1 f t | S h e a r D i a p h r a g m = 9 0 p l f | D e s i g n S h e a r W a l l = 4 5 4 p l f ( W i n d ) / 4 4 7 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 1 . 1 / 1 . 6 ) + P 2 ( 1 . 1 / 1 . 6 ) + P 3 ( 0 . 7 / 1 . 3 ) + P 4 ( 0 . 7 / 1 . 3 ) = 3 . 6 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 1 . 5 / 2 . 2 ) + P 2 ( 1 . 5 / 2 . 2 ) + P 3 ( 1 / 1 . 9 ) + P 4 ( 1 / 1 . 9 ) = 5 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 78 0 -12 2 5 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 Page 15 of 57 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W M A I N H O U S E & J A D U 18 3 4 W . 3 R D S T , U N I T 2 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 2 8 " | 4 * d * 1 . 4 = 1 . 6 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " Dr a g L o a d I n c r e a s e d 2 5 % P e r A S C E 7 - 1 6 S e c t i o n 1 2 . 3 . 4 18 . 7 5 3. 5 0 2. 7 5 9. 0 0 4. 7 5 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n HD U 4 HD U 4 Po s t S i z e 4x 4 4x 4 Te n s i o n ( k i p s ) 3. 1 3. 6 Co m . ( k i p s ) 2. 8 3. 6 Ri g h t S i d e Ho l d D o w n HD U 4 HD U 4 Po s t S i z e 4x 4 4x 4 Te n s i o n ( k i p s ) 3. 1 3. 6 Co m . ( k i p s ) 2. 8 3. 6 An c h o r B o l t 5/ 8 " x 1 2 " [2 ] [3 ] sp a c e d e q u a l l y Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e | B : S i m p s o n S T 6 2 2 4 ( 2 5 0 6 L B ) - A l t t w o r o w ( 6 ) # 1 6 e a . s i d e o f s p l i c e C: S i m p s o n M S T 4 8 ( 3 7 6 0 L B ) - A l t t w o r o w ( 9 ) # 1 6 E a . s i d e o f s p l i c e Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P2 P1 LI N E D ( D i r e c t i o n : X ) @ F I R S T F L O O R | W i n d : 4 7 7 1 l b s | S e i s m i c : 3 8 5 2 l b s | S h e a r P a n e l T y p e : C | ( þ = 1 . 3 ) To t a l L e n g t h = 3 8 . 7 5 f t | T o t a l S h e a r W a l l L e n g t h = 1 2 . 5 f t | S h e a r D i a p h r a g m = 1 3 4 p l f | D e s i g n S h e a r W a l l = 4 0 7 p l f ( W i n d ) / 3 2 9 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 1 . 1 / 1 . 4 ) + P 2 ( 3 . 7 / 3 . 7 ) = 4 . 8 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 1 . 6 / 2 ) + P 2 ( 5 . 2 / 5 . 2 ) = 6 . 8 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 31 5 1 -79 8 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 Page 16 of 57 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W M A I N H O U S E & J A D U 18 3 4 W . 3 R D S T , U N I T 2 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 2 3 " | 4 * d * 1 . 4 = 1 . 2 7 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " 3. 2 5 2. 7 5 6. 0 0 4. 0 0 9. 5 0 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n HD U 2 HD U 2 Po s t S i z e 4x 4 4x 4 Te n s i o n ( k i p s ) 2. 8 2. 5 Co m . ( k i p s ) 3. 5 3. 7 Ri g h t S i d e Ho l d D o w n HD U 2 HD U 5 Po s t S i z e 4x 4 4x 4 Te n s i o n ( k i p s ) 2. 8 4. 9 Co m . ( k i p s ) 3. 5 3. 7 An c h o r B o l t 5/ 8 " x 1 2 " [2 ] [3 ] sp a c e d e q u a l l y P2 2. 2 5 2. 2 5 3. 5 0 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e | B : S i m p s o n S T 6 2 2 4 ( 2 5 0 6 L B ) - A l t t w o r o w ( 6 ) # 1 6 e a . s i d e o f s p l i c e 5. 2 5 Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P1 LI N E E ( D i r e c t i o n : X ) @ F I R S T F L O O R | W i n d : 4 6 9 5 l b s | S e i s m i c : 4 7 5 4 l b s | S h e a r P a n e l T y p e : B | ( þ = 1 . 3 ) To t a l L e n g t h = 3 8 . 7 5 f t | T o t a l S h e a r W a l l L e n g t h = 1 5 . 5 f t | S h e a r D i a p h r a g m = 1 4 9 p l f | D e s i g n S h e a r W a l l = 3 0 3 p l f ( W i n d ) / 3 0 7 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 1 . 9 / 1 . 9 ) + P 2 ( 3 / 3 ) = 4 . 9 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 2 . 7 / 2 . 7 ) + P 2 ( 4 . 2 / 4 . 2 ) = 6 . 9 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 22 0 5 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 Page 17 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 Job#: 240051 Date: 7/17/2024 PLAN: 1 CODE: CBC 2022 Shear Wall (X-X Direction) Line Story Section Span Wind Seismic Added V (lb)H L v Type ###(ft)(plf)(plf)Wind Seismic (ft)(ft)(plf) A 2 1X 39 128 129 9 10.5 312 B B 2 1X 39 128 129 9 10.5 312 B C 1 1X 20.5 154 80 1502 1965 9 6.78 454 D D 1 1X 49 154 80 1001 1310 9 11.72 407 C E 1 1X 28.5 154 80 2502 3275 9 15.5 307 B SUMMARY SHEAR WALL V2 = Seismic*Span/2 + Added Vseismic Line shear V = Maximum(V1;V2) V1 = Wind*Span/2 + Added Vwind v(plf) = V/L Page 18 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 Job#: 240051 Date: 7/17/2024 PLAN: 1 CODE: CBC 2022 Shear Wall (Y-Y Direction) Line Story Section Span Wind Seismic Added V (lb)H L v Type ###(ft)(plf)(plf)Wind Seismic (ft)(ft)(plf) 1 2 1Y 33 134 147 9 10.81 224 B 2 2 1Y 33 134 147 9 14.25 170 A 3 1 1Y 19.5 149 95 2207 2418 9 11.5 319 B 4 1 1Y 40 149 95 9 11.25 265 B 5 1 1Y 20.5 149 95 2207 2418 9 12 312 B v(plf) = V/L Line shear V = Maximum(V1;V2) SUMMARY SHEAR WALL V1 = Wind*Span/2 + Added Vwind V2 = Seismic*Span/2 + Added Vseismic Page 19 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 Job#: 240051 Date: 7/17/2024 PLAN: 1 CODE: CBC 2022 Wall Sec.Sto.Wind Seismic Span Offset Wind Seismic (#)(#)(#)v_(plf)v_(plf)(ft)(ft)V_(lb)V_(lb) 1 :Wind = 2207(lb), Seismic = 2418(lb) 1 1Y 2 133.7 146.5 33 2206 2418 l---------------33.0(ft)---------------l 2 :Wind = 2207(lb), Seismic = 2418(lb) 2 1Y 2 133.7 146.5 33 2206 2418 l---------------33.0(ft)---------------l 3 :Wind = 3663(lb), Seismic = 3339(lb), Line above : 1 - 100%, Wind = 2207(lb), Seismic = 2418(lb) 3 1Y 1 149.3 94.5 19.5 1455 921 l---------------19.5(ft)---------------l 4 :Wind = 2986(lb), Seismic = 1890(lb) 4 1Y 1 149.3 94.5 40 2986 1890 l---------------40.0(ft)---------------l 5 :Wind = 3738(lb), Seismic = 3387(lb), Line above : 2 - 100%, Wind = 2207(lb), Seismic = 2418(lb) 5 1Y 1 149.3 94.5 20.5 1530 969 l---------------20.5(ft)---------------l A :Wind = 2502(lb), Seismic = 3275(lb) A 1X 2 128.3 129.2 39 2502 2520 l---------------39.0(ft)---------------l B :Wind = 2502(lb), Seismic = 3275(lb) B 1X 2 128.3 129.2 39 2502 2520 l---------------39.0(ft)---------------l C :Wind = 3079(lb), Seismic = 3029(lb), Line above : A - 60%, Wind = 1502(lb), Seismic = 1965(lb) C 1X 1 153.8 79.8 20.5 1577 818 l---------------20.5(ft)---------------l D :Wind = 4771(lb), Seismic = 3852(lb), Line above : A - 40%, Wind = 1001(lb), Seismic = 1310(lb) D 1X 1 153.8 79.8 49 3769 1956 l---------------49.0(ft)---------------l E :Wind = 4695(lb), Seismic = 4754(lb), Line above : B - 100%, Wind = 2502(lb), Seismic = 3275(lb) E 1X 1 153.8 79.8 28.5 2192 1137 l---------------28.5(ft)---------------l #N/A #N/A #N/A #N/A #N/A #N/A Description V_(lb)=v_(plf)*Span*Span/2/(Span+Offset) LATERAL p Factor: X Direction: p=1.3; Y Direction: p=1 20 of 52Page 20 of 57 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 1 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT2, SANTA ANA, CA 92703 BEAM : 1 - CLG AT BED 3 Loads(Downward+) Beam Weight 10.1 plf from 0 ft to 14.75 ft Roof Rafter: (11+20)(4.2) = (DL=46.8PLF; LLr=85PLF) form 0 to 14.75 Ceiling Joist DL: (4)(6.8) = (DL=27PLF) form 0 to 14.75 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 1239/1239 0 2 1239/1239 0 USE 6 x 8 Critcal Shear = 1239 LB @0' 1.5xV/(F'v x A)= 0.21 F'v = 212, A = 41.25 Critcal Moment = 4569 LB-FT @7.37' M/(F'b x S)= 0.63 F'b = 1688, S = 51.56 Critical Deflection for TL = -0.578 INCH @ 7.37 L/240 = 0.738" Critical Deflection for LL = -0.29 INCH @ 7.37 L/360 = 0.492" 1 2 Moment Shear Deflection 14.75' BEAM : 2 - CLG AT M.BED 4 Loads(Downward+) Beam Weight 12.7 plf from 0 ft to 10.75 ft Roof Primary: (15+20)(11.8) = (DL=176.2PLF; LLr=235PLF) form 0 to 10.75 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 2279/2279 0 2 2279/2279 0 USE 6 x 10 Critcal Shear = 2278 LB @0' 1.5xV/(F'v x A)= 0.3 F'v = 212, A = 52.25 Critcal Moment = 6120 LB-FT @5.25' M/(F'b x S)= 0.52 F'b = 1688, S = 82.73 Critical Deflection for TL = -0.202 INCH @ 5.25 L/240 = 0.538" Critical Deflection for LL = -0.112 INCH @ 5.25 L/360 = 0.358" 1 2 Moment Shear Deflection 10.75' Page 21 of 57 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 1 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT2, SANTA ANA, CA 92703 BEAM : 2A - CLG AT M.BATH Loads(Downward+) Beam Weight 10.1 plf from 0 ft to 13 ft Roof Rafter: (11+20)(4.2) = (DL=46.8PLF; LLr=85PLF) form 0 to 13 Ceiling Joist DL: (4)(6.5) = (DL=26PLF) form 0 to 13 Point load @ 1.5 : Load from beam 2 at Support 1(P1) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 3036/3036 0 2 1325/1324 0 USE 6 x 8 Critcal Shear = 3036 LB @0' 1.5xV/(F'v x A)= 0.52 F'v = 212, A = 41.25 Critcal Moment = 5339 LB-FT @5' M/(F'b x S)= 0.73 F'b = 1688, S = 51.56 Critical Deflection for TL = -0.538 INCH @ 6.25 L/240 = 0.65" Critical Deflection for LL = -0.276 INCH @ 6.25 L/360 = 0.433" 1 2 P1 Moment Shear Deflection 13' BEAM : 3 - HDR AT M.BATH Loads(Downward+) Beam Weight 4.7 plf from 0 ft to 2.25 ft Roof Rafter: (11+20)(3.8) = (DL=41.2PLF; LLr=75PLF) form 1.25 to 2.25 Ceiling Joist DL: (4)(5.5) = (DL=22PLF) form 1.25 to 2.25 Exterior Wall: (15)(2) = (DL=30PLF) form 0 to 2.25 Point load @ 1.25 : Load from beam 2A at Support 2(P1) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 672/672 0 2 899/899 0 USE 4 x 6 Critcal Shear = -898 LB @2.25' 1.5xV/(F'v x A)= 0.31 F'v = 225, A = 19.25 Critcal Moment = 812 LB-FT @1.25' M/(F'b x S)= 0.37 F'b = 1462, S = 17.65 Critical Deflection for TL = -0.007 INCH @ 1 L/240 = 0.112" Critical Deflection for LL = -0.004 INCH @ 1 L/360 = 0.075" 1 2 P1 Moment Shear Deflection 2.25' (DL=1016#, LLr=1263#) (DL=656#, LLr=669#) Page 22 of 57 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 1 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 BEAM : 3A - HDR AT M.BED 4 Loads(Downward+) Beam Weight 4.7 plf from 0 ft to 2.25 ft Exterior Wall: (15)(4) = (DL=60PLF) form 0 to 2.25 Point load @ 1 : Load from beam 2 at Support 2(P1) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 1339/1339 0 2 1085/1086 0 USE 4 x 6 Critcal Shear = 1338 LB @0' 1.5xV/(F'v x A)= 0.46 F'v = 225, A = 19.25 Critcal Moment = 1306 LB-FT @1' M/(F'b x S)= 0.6 F'b = 1462, S = 17.65 Critical Deflection for TL = -0.012 INCH @ 1 L/240 = 0.112" Critical Deflection for LL = -0.007 INCH @ 1 L/360 = 0.075" 1 2 P1 Moment Shear Deflection 2.25' BEAM : 4 - RIDGE AT FAMILY ROOM Loads(Downward+) Beam Weight 15.4 plf from 0 ft to 14 ft Rafter Vaulted: (13+20)(13.2) = (DL=172.2PLF; LLr=265PLF) form 0 to 14 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 3116/3116 0 2 3116/3116 0 USE 6 x 12 Critcal Shear = 3115 LB @0' 1.5xV/(F'v x A)= 0.34 F'v = 212, A = 63.25 Critcal Moment = 10905 LB-FT @7' M/(F'b x S)= 0.64 F'b = 1688, S = 121.23 Critical Deflection for TL = -0.345 INCH @ 7 L/240 = 0.7" Critical Deflection for LL = -0.2 INCH @ 7 L/360 = 0.467" 1 2 Moment Shear Deflection 14' (DL=1016#, LLr=1263#) Page 23 of 57 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 1 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 BEAM : 4A - CLG AT HALLWAY Loads(Downward+) Beam Weight 19.5 plf from 0 ft to 18.25 ft Roof Primary: (15+20)(13.2) = (DL=198.8PLF; LLr=265PLF) form 0 to 18.25 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 4233/4232 0 2 4233/4232 0 USE 5 1/4" x 11 7/8" PSL Critcal Shear = 4232 LB @0' 1.5xV/(F'v x A)= 0.28 F'v = 362, A = 62.34 Critcal Moment = 19308 LB-FT @9.12' M/(F'b x S)= 0.52 F'b = 3625, S = 123.39 Critical Deflection for TL = -0.79 INCH @ 9.13 L/240 = 0.912" Critical Deflection for LL = -0.418 INCH @ 9.13 L/360 = 0.608" 1 2 Moment Shear Deflection 18.25' BEAM : 4B - CLG AT STAIR Loads(Downward+) Beam Weight 15.2 plf from 0 ft to 14.25 ft Interior Wall: (10)(0~5) = (DL=0~50PLF) form 0 to 14.25 Point load @ 13 : Load from beam 4 at Support 2(P1) Point load @ 13 : Load from beam 4A at Support 1(P2) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 873/873 0 2 7062/7061 0 USE 5 1/4" x 9 1/4" PSL Critcal Shear = -7061 LB @14.25' 1.5xV/(F'v x A)= 0.6 F'v = 362, A = 48.56 Critcal Moment = 8777 LB-FT @13' M/(F'b x S)= 0.39 F'b = 3625, S = 74.87 Critical Deflection for TL = -0.339 INCH @ 7.92 L/240 = 0.712" Critical Deflection for LL = -0.158 INCH @ 7.92 L/360 = 0.475" 1 2 P1P2 Moment Shear Deflection 14.25' (DL=1314#, LLr=1802#) (DL=1992#, LLr=2241#) Page 24 of 57 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 1 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 BEAM : 5 - FL AT GARAGE Loads(Downward+) Beam Weight 15.2 plf from 0 ft to 15.5 ft Deck Primary: (13+60)(3.2) = (DL=42.2PLF; LLr=195PLF) form 0 to 5.25 Deck Primary: (13+60)(2.5) = (DL=32.5PLF; LLr=150PLF) form 5.25 to 15.5 Roof Primary: (15+20)(2.5) = (DL=37.5PLF; LLr=50PLF) form 0 to 15.5 Exterior Wall: (15)(3.5) = (DL=52.5PLF) form 0 to 15.5 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 2857/2468 0 2 2667/2278 0 USE 5 1/4" x 9 1/4" PSL Critcal Shear = 2468 LB @0' 1.5xV/(F'v x A)= 0.26 F'v = 290, A = 48.56 Critcal Moment = 9019 LB-FT @7.46' M/(F'b x S)= 0.5 F'b = 2900, S = 74.87 Critical Deflection for TL = -0.566 INCH @ 7.75 L/240 = 0.775" Critical Deflection for LL = -0.303 INCH @ 7.75 L/360 = 0.517" 1 2 Moment Shear Deflection 15.5' BEAM : 6 - FL AT GARAGE Loads(Downward+) Beam Weight 10.2 plf from 0 ft to 11.5 ft Roof Primary: (15+20)(2.2) = (DL=33.8PLF; LLr=45PLF) form 0 to 11.5 Exterior Wall: (15)(3.5) = (DL=52.5PLF) form 5 to 11.5 Point load @ 5 : Load from beam 5 at Support 2(P1) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 2115/1826 0 2 1915/1678 0 USE 3 1/2" x 9 1/4" PSL Critcal Shear = 1637 LB @0' 1.5xV/(F'v x A)= 0.26 F'v = 290, A = 32.38 Critcal Moment = 7637 LB-FT @5' M/(F'b x S)= 0.63 F'b = 2900, S = 49.91 Critical Deflection for TL = -0.357 INCH @ 5.5 L/240 = 0.575" Critical Deflection for LL = -0.168 INCH @ 5.5 L/360 = 0.383" 1 2 P1 Moment Shear Deflection 11.5' (DL=1076#, LLr=388#, LL=1203#) Page 25 of 57 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 1 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 BEAM : 7 - HDR AT GARAGE Loads(Downward+) Beam Weight 11.9 plf from 0 ft to 16.25 ft Roof Primary: (15+20)(4.5) = (DL=67.5PLF; LLr=90PLF) form 0 to 13.25 Exterior Wall: (15)(2) = (DL=30PLF) form 0 to 16.25 Point load @ 13.25 : Load from beam 6 at Support 1(P1) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 1968/1841 0 2 2915/2558 0 USE 3 1/2" x 11 7/8" LSL Critcal Shear = -2558 LB @16.25' 1.5xV/(F'v x A)= 0.24 F'v = 388, A = 41.56 Critcal Moment = 8527 LB-FT @9.81' M/(F'b x S)= 0.43 F'b = 2906, S = 82.26 Critical Deflection for TL = -0.539 INCH @ 8.43 L/240 = 0.812" Critical Deflection for LL = -0.222 INCH @ 8.43 L/360 = 0.542" 1 2 P1 Moment Shear Deflection 16.25' BEAM : 8 - FL AT DINING Loads(Downward+) Beam Weight 11.9 plf from 0 ft to 11.25 ft Exterior Wall: (15)(9~13) = (DL=135~195PLF) form 0 to 11.25 Roof Primary: (15+20)(1.3) = (DL=20PLF; LLr=26.7PLF) form 0 to 11.25 Point load from Panel P1(Left) of Line 1 at @ 7.5(P1*) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up Overstrength 1 1201/2981 0 2981 2 1314/4895 -265 4895 USE 3 1/2" x 11 7/8" LSL Design with the seismic load effect with overstrength (Omega = 2.5) Critcal Shear = -4895 LB @11.25' 1.5xV/(F'v x A)= 0.35 F'v = 496, A = 41.56 Critcal Moment = 16595 LB-FT @7.5' M/(F'b x S)= 0.65 F'b = 3720, S = 82.26 Critical Deflection for TL = -0.214 INCH @ 6 L/240 = 0.562" Critical Deflection for LL = -0.121 INCH @ 6 L/360 = 0.375" 1 2 P1* Moment Shear Deflection 11.25' (DL=957#, LLr=478#, LL=680#) Page 26 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE & ADU 1834 W.3RD ST, SANTA ANA, CA 92703 Job #: 240051 Date : 01/07/2025 Plan : 1 BEAM : 9 - FL AT LIVING Loads(Downward+) Beam Weight 17.5 plf from 0 ft to 15.5 ft Roof Primary: (15+20)(11.2) = (DL=168.8PLF; LLr=225PLF) form 0 to 4.75 Roof Primary: (15+20)(5.8) = (DL=86.2PLF; LLr=115PLF) form 4.75 to 10.25 Roof Primary: (15+20)(3.8) = (DL=56.2PLF; LLr=75PLF) form 10.25 to 15.5 Exterior Wall: (15)(9) = (DL=135PLF) form 4.75 to 15.5 Rafter Vaulted: (13+20)(8.8) = (DL=113.8PLF; LLr=175PLF) form 4.75 to 15.5 Point load @ 4.75 : Load from beam 8 at Support 1(P1) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up Overstrength 1 4727/4727 0 4727 2 4780/4781 0 4781 USE 3 1/2" x 16" PSL Design with the seismic load effect with overstrength (Omega = 2.5) Critcal Shear = -4780 LB @15.5' 1.5xV/(F'v x A)= 0.35 F'v = 362, A = 56 Critcal Moment = 20031 LB-FT @7.23' M/(F'b x S)= 0.44 F'b = 3625, S = 149.33 Critical Deflection for TL = -0.361 INCH @ 7.58 L/240 = 0.775" Critical Deflection for LL = -0.145 INCH @ 7.58 L/360 = 0.517" 1 2 P1 Moment Shear Deflection 15.5' BEAM : 9A - AT STAIR Loads(Downward+) Beam Weight 6.2 plf from 0 ft to 4 ft Exterior Wall: (15)(9) = (DL=135PLF) form 0 to 4 Roof Primary: (15+20)(4) = (DL=60PLF; LLr=80PLF) form 0 to 4 Rafter Vaulted: (13+20)(6.5) = (DL=84.5PLF; LLr=130PLF) form 0 to 4 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 991/991 0 2 991/991 0 USE 4 x 8 Critcal Shear = 991 LB @0' 1.5xV/(F'v x A)= 0.26 F'v = 225, A = 25.38 Critcal Moment = 991 LB-FT @2' M/(F'b x S)= 0.26 F'b = 1462, S = 30.66 Critical Deflection for TL = -0.016 INCH @ 2 L/240 = 0.2" Critical Deflection for LL = -0.007 INCH @ 2 L/360 = 0.133" 1 2 Moment Shear Deflection 4' Page 27 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE & ADU 1834 W.3RD ST, SANTA ANA, CA 92703 Job #: 240051 Date : 01/07/2025 Plan : 1 BEAM : 10 - CANT. FL AT GARAGE Loads(Downward+) Beam Weight 11.9 plf from 0 ft to 13.5 ft Exterior Wall: (15)(9) = (DL=135PLF) form 0 to 13.5 Roof Primary: (15+20)(1) = (DL=15PLF; LLr=20PLF) form 0 to 13.5 Roof Primary: (15+20)(9.8) = (DL=146.2PLF; LLr=195PLF) form 0 to 1.5 Point load from Panel P2(Left) of Line A at @ 0(P1*) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up Overstrength 1 1926/10274 -1982 10274 2 1043/2027 0 2027 USE 3 1/2" x 11 7/8" LSL Design with the seismic load effect with overstrength (Omega = 2.5) Critcal Shear = -8181 LB @1.5' 1.5xV/(F'v x A)= 0.59 F'v = 496, A = 41.56 Critcal Moment = -11877 LB-FT @1.5' M/(F'b x S)= 0.46 F'b = 3720, S = 82.26 Critical Deflection for TL = -0.195 INCH @ 7.25 L/240 = 0.6" Critical Deflection for LL = -0.103 INCH @ 7.25 L/360 = 0.4" 1 2 P1* Moment Shear Deflection 1.5'12' BEAM : 10A - CANT. FL AT GARAGE Loads(Downward+) Beam Weight 11.9 plf from 0 ft to 10.5 ft Exterior Wall: (15)(9) = (DL=135PLF) form 0 to 1.5 Roof Primary: (15+20)(9.8) = (DL=146.2PLF; LLr=195PLF) form 0 to 1.5 Point load from Panel P1(Left) of Line A at @ 0(P1*) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up Overstrength 1 793/9474 -3096 9474 2 -61/1258 -547 1258 USE 3 1/2" x 11 7/8" LSL Design with the seismic load effect with overstrength (Omega = 2.5) Critcal Shear = -8156 LB @1.5' 1.5xV/(F'v x A)= 0.59 F'v = 496, A = 41.56 Critcal Moment = -11858 LB-FT @1.5' M/(F'b x S)= 0.46 F'b = 3720, S = 82.26 Critical Deflection for TL = -0.062 INCH @ 5.5 L/240 = 0.45" Critical Deflection for LL = -0.06 INCH @ 5.5 L/360 = 0.3" 1 2 P1* Moment Shear Deflection 1.5'9' Page 28 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE & ADU 1834 W.3RD ST, SANTA ANA, CA 92703 Job #: 240051 Date : 01/07/2025 Plan : 1 BEAM : 10B - CANT. FL AT GARAGE Loads(Downward+) Beam Weight 11.9 plf from 0 ft to 10.5 ft Floor Primary: (13+40)(1.3) = (DL=17.4PLF; LL=53.4PLF) form 0 to 10.5 Point load from Panel P1(Right) of Line A at @ 0(P1*) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up Overstrength 1 506/9126 -3393 9126 2 362/1415 -382 1415 USE 3 1/2" x 11 7/8" LSL Design with the seismic load effect with overstrength (Omega = 2.5) Critcal Shear = -7702 LB @1.5' 1.5xV/(F'v x A)= 0.56 F'v = 496, A = 41.56 Critcal Moment = -11504 LB-FT @1.5' M/(F'b x S)= 0.45 F'b = 3720, S = 82.26 Critical Deflection for TL = -0.067 INCH @ 5.75 L/240 = 0.45" Critical Deflection for LL = -0.062 INCH @ 5.75 L/360 = 0.3" 1 2 P1* Moment Shear Deflection 1.5'9' BEAM : 11 - DROP AT GARAGE Loads(Downward+) Beam Weight 30.7 plf from 0 ft to 20.25 ft Floor Primary: (13+40)(4.5) = (DL=58.5PLF; LL=180PLF) form 0 to 3 Floor Primary: (13+40)(6) = (DL=78PLF; LL=240PLF) form 3 to 18.25 Deck Primary: (13+60)(2.5) = (DL=32.5PLF; LLr=150PLF) form 3 to 15.25 Exterior Wall: (15)(9) = (DL=135PLF) form 0 to 18.25 Roof Primary: (15+20)(6.8) = (DL=101.2PLF; LLr=135PLF) form 0 to 3 Deck Primary: (13+60)(3.2) = (DL=42.2PLF; LLr=195PLF) form 0 to 3 Point load @ 3 : Load from beam 1 at Support 1(P1) Point load @ 3 : Load from beam 10A at Support 1(P2) Point load @ 15.25 : Load from beam 6 at Support 2(P3) Point load @ 18.25 : Load from beam 10 at Support 1(P4) Point load @ 18.25 : Load from beam 1 at Support 2(P5) Point load @ 13.25 : Load from beam 10B at Support 1(P6) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up Overstrength 1 8769/7689 -171 7689 2 9065/8087 -820 8087 USE 7" x 14" PSL Design with the seismic load effect with overstrength (Omega = 2.5) Critcal Shear = 13104 LB @18.25' 1.5xV/(F'v x A)= 0.43 F'v = 464, A = 98 Critcal Moment = 37746 LB-FT @10.68' M/(F'b x S)= 0.68 F'b = 2900, S = 228.67 Critical Deflection for TL = -0.885 INCH @ 10.12 L/240 = 1.012" 1 2 P1P2 P3 P4P5P6 Moment Shear Deflection 20.25' Page 29 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE & ADU 1834 W.3RD ST, SANTA ANA, CA 92703 Job #: 240051 Date : 01/07/2025 Plan : 1 BEAM : 12 - FL AT KITCHEN Loads(Downward+) Beam Weight 11.9 plf from 0 ft to 12.5 ft Roof Primary: (15+20)(2.5) = (DL=37.5PLF; LLr=50PLF) form 0 to 12.5 Exterior Wall: (15)(14~11) = (DL=210~165PLF) form 0 to 12.5 Point load @ 2.25 : Load from beam 4 at Support 1(P1) Point load from Panel P1(Right) of Line 1 at @ 3.75(P2*) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up Overstrength 1 4439/5490 0 5490 2 2316/3239 0 3239 USE 3 1/2" x 11 7/8" LSL Design with the seismic load effect with overstrength (Omega = 2.5) Critcal Shear = 4438 LB @0' 1.5xV/(F'v x A)= 0.41 F'v = 388, A = 41.56 Critcal Moment = 18544 LB-FT @3.75' M/(F'b x S)= 0.72 F'b = 3720, S = 82.26 Critical Deflection for TL = -0.367 INCH @ 6 L/240 = 0.625" Critical Deflection for LL = -0.129 INCH @ 6 L/360 = 0.417" 1 2 P1 P2* Moment Shear Deflection 12.5' BEAM : 13 - FL AT DINING Loads(Downward+) Beam Weight 26 plf from 0 ft to 19 ft Floor Primary: (13+40)(6.2) = (DL=81.2PLF; LL=250PLF) form 4.75 to 19 Roof Rafter: (11+20)(3.8) = (DL=41.2PLF; LLr=75PLF) form 0 to 4.75 Ceiling Joist DL: (4)(5.5) = (DL=22PLF) form 0 to 4.75 Interior Wall: (10)(3.5) = (DL=35PLF) form 4.75 to 15.25 Point load @ 4.75 : Load from beam 8 at Support 2(P1) Point load @ 4.75 : Load from beam 12 at Support 1(P2) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up Overstrength 1 6874/6142 0 6142 2 4729/4224 0 4224 USE 7" x 11 7/8" PSL Design with the seismic load effect with overstrength (Omega = 2.5) Critcal Shear = 5192 LB @0' 1.5xV/(F'v x A)= 0.32 F'v = 290, A = 83.12 Critcal Moment = 24983 LB-FT @7.6' M/(F'b x S)= 0.63 F'b = 2900, S = 164.52 Critical Deflection for TL = -0.889 INCH @ 8.89 L/240 = 0.95" Critical Deflection for LL = -0.358 INCH @ 8.89 L/360 = 0.633" 1 2 P1P2 Moment Shear Deflection 19' Page 30 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE & ADU 1834 W.3RD ST, SANTA ANA, CA 92703 Job #: 240051 Date : 01/07/2025 Plan : 1 BEAM : 14 - FL AT JADU KITCHEN Loads(Downward+) Beam Weight 11.9 plf from 0 ft to 9.75 ft Deck Primary: (13+60)(5.5) = (DL=71.5PLF; LLr=330PLF) form 2 to 9.75 Exterior Wall: (15)(9) = (DL=135PLF) form 2 to 9.75 Rafter Vaulted: (13+20)(8.8) = (DL=113.8PLF; LLr=175PLF) form 2 to 9.75 Floor Primary: (13+40)(1.2) = (DL=16.2PLF; LL=50PLF) form 11.75 to 9.75 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 2599/2211 0 2 3912/3322 0 USE 3 1/2" x 11 7/8" LSL Critcal Shear = -3094 LB @9.75' 1.5xV/(F'v x A)= 0.36 F'v = 310, A = 41.56 Critcal Moment = 7229 LB-FT @5' M/(F'b x S)= 0.45 F'b = 2325, S = 82.26 Critical Deflection for TL = -0.171 INCH @ 5 L/240 = 0.488" Critical Deflection for LL = -0.091 INCH @ 5 L/360 = 0.325" 1 2 Moment Shear Deflection 9.75' BEAM : 15 - FL AT JADU LIVING Loads(Downward+) Beam Weight 11.9 plf from 0 ft to 13.5 ft Roof Primary: (15+20)(2.5) = (DL=37.5PLF; LLr=50PLF) form 0 to 13.5 Exterior Wall: (15)(3.5) = (DL=52.5PLF) form 2.75 to 13.5 Exterior Wall: (15)(11) = (DL=165PLF) form 0 to 2.75 Point load @ 2.75 : Load from beam 14 at Support 1(P1) Point load from Panel P2(Left) of Line 1 at @ 2.75(P2*) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up Overstrength 1 3373/6049 0 6049 2 1586/2080 0 2080 USE 3 1/2" x 11 7/8" LSL Design with the seismic load effect with overstrength (Omega = 2.5) Critcal Shear = 6048 LB @0' 1.5xV/(F'v x A)= 0.44 F'v = 496, A = 41.56 Critcal Moment = 15711 LB-FT @2.75' M/(F'b x S)= 0.61 F'b = 3720, S = 82.26 Critical Deflection for TL = -0.402 INCH @ 6.23 L/240 = 0.675" Critical Deflection for LL = -0.217 INCH @ 6.23 L/360 = 0.45" 1 2 P1P2* Moment Shear Deflection 13.5' Page 31 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE & ADU 1834 W.3RD ST, SANTA ANA, CA 92703 Job #: 240051 Date : 01/07/2025 Plan : 1 BEAM : 16 - FL AT JADU KITCHEN Loads(Downward+) Beam Weight 11.9 plf from 0 ft to 13.5 ft Exterior Wall: (15)(9) = (DL=135PLF) form 2.75 to 13.5 Roof Primary: (15+20)(5.8) = (DL=86.2PLF; LLr=115PLF) form 2.75 to 13.5 Point load @ 2.75 : Load from beam 14 at Support 2(P1) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 4635/4042 0 2 3052/2747 0 USE 3 1/2" x 11 7/8" LSL Critcal Shear = 3491 LB @0' 1.5xV/(F'v x A)= 0.4 F'v = 310, A = 41.56 Critcal Moment = 9841 LB-FT @4.25' M/(F'b x S)= 0.61 F'b = 2325, S = 82.26 Critical Deflection for TL = -0.517 INCH @ 6.49 L/240 = 0.675" Critical Deflection for LL = -0.201 INCH @ 6.49 L/360 = 0.45" 1 2 P1 Moment Shear Deflection 13.5' BEAM : 17 - FL AT BED 1 Loads(Downward+) Beam Weight 11.9 plf from 0 ft to 14 ft Roof Primary: (15+20)(1) = (DL=15PLF; LLr=20PLF) form 0 to 14 Exterior Wall: (15)(9) = (DL=135PLF) form 0 to 14 Floor Primary: (13+40)(0.8) = (DL=10.4PLF; LL=32PLF) form 0 to 14 Point load @ 12.75 : Load from beam 3 at Support 1(P1) Point load @ 1 : Load from beam 4A at Support 1(P3) Point load from Panel P1(Right) of Line 2 at @ 2(P2*) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up Overstrength 1 5672/5447 0 5447 2 1949/1933 0 1933 USE 3 1/2" x 11 7/8" LSL Design with the seismic load effect with overstrength (Omega = 2.5) Critcal Shear = 5447 LB @0' 1.5xV/(F'v x A)= 0.5 F'v = 388, A = 41.56 Critcal Moment = 6080 LB-FT @6.25' M/(F'b x S)= 0.38 F'b = 2325, S = 82.26 Critical Deflection for TL = -0.354 INCH @ 6.74 L/240 = 0.7" Critical Deflection for LL = -0.098 INCH @ 6.74 L/360 = 0.467" 1 2 P1P3P2* Moment Shear Deflection 14' Page 32 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE & ADU 1834 W.3RD ST, SANTA ANA, CA 92703 Job #: 240051 Date : 01/07/2025 Plan : 1 BEAM : 20 - HDR AT JADU DINING Loads(Downward+) Beam Weight 9.6 plf from 0 ft to 5.25 ft Deck Primary: (13+60)(5.5) = (DL=71.5PLF; LLr=330PLF) form 0 to 3.75 Floor Primary: (13+40)(6.8) = (DL=87.8PLF; LL=270PLF) form 3.75 to 5.25 Exterior Wall: (15)(5.5) = (DL=82.5PLF) form 0 to 3.75 Exterior Wall: (15)(11) = (DL=165PLF) form 3.75 to 5.25 Point load @ 3.75 : Load from beam 16 at Support 2(P1) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 2176/1916 0 2 3525/3110 0 USE 4 x 12 Critcal Shear = -2875 LB @5.25' 1.5xV/(F'v x A)= 0.61 F'v = 180, A = 39.38 Critcal Moment = 3714 LB-FT @3.75' M/(F'b x S)= 0.55 F'b = 1100, S = 73.83 Critical Deflection for TL = -0.023 INCH @ 2.75 L/240 = 0.262" Critical Deflection for LL = -0.01 INCH @ 2.75 L/360 = 0.175" 1 2 P1 Moment Shear Deflection 5.25' BEAM : 21 - CLG AT ENTRANCE Loads(Downward+) Beam Weight 6.2 plf from 0 ft to 8.25 ft Roof Rafter: (11+20)(2) = (DL=22PLF; LLr=40PLF) form 0 to 8.25 Ceiling Joist DL: (4)(1.3) = (DL=5.3PLF) form 0 to 8.25 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 303/303 0 2 303/303 0 USE 4 x 8 Critcal Shear = 303 LB @0' 1.5xV/(F'v x A)= 0.08 F'v = 225, A = 25.38 Critcal Moment = 625 LB-FT @4' M/(F'b x S)= 0.16 F'b = 1462, S = 30.66 Critical Deflection for TL = -0.043 INCH @ 4 L/240 = 0.412" Critical Deflection for LL = -0.023 INCH @ 4 L/360 = 0.275" 1 2 Moment Shear Deflection 8.25' Page 33 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE & ADU 1834 W.3RD ST, SANTA ANA, CA 92703 Job #: 240051 Date : 01/07/2025 Plan : 1 BEAM : C1 - C.J. 2X6#2 @ 16" O.C. TYP. (MAX L=15'-0") Loads(Downward+) Ceiling Joist: (4+10)(1.3) = (DL=5.3PLF; LLr=13.4PLF) form 0 to 15 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 140/140 0 2 140/140 0 USE 2 x 6 Critcal Shear = 140 LB @0' 1.5xV/(F'v x A)= 0.11 F'v = 225, A = 8.25 Critcal Moment = 525 LB-FT @7.5' M/(F'b x S)= 0.49 F'b = 1682, S = 7.56 Critical Deflection for TL = -0.64 INCH @ 7.5 L/240 = 0.75" Critical Deflection for LL = -0.457 INCH @ 7.5 L/360 = 0.5" 1 2 Moment Shear Deflection 15' BEAM : F3 - D.J. 2X12#2 @ 16" O.C. TYP. (MAX L=10'- 6") Loads(Downward+) Deck Primary: (13+60)(1.3) = (DL=17.4PLF; LLr=80.1PLF) form 0 to 10.5 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 512/512 0 2 512/512 0 USE 2 x 8 Critcal Shear = 511 LB @0' 1.5xV/(F'v x A)= 0.39 F'v = 180, A = 10.88 Critcal Moment = 1343 LB-FT @5.25' M/(F'b x S)= 0.98 F'b = 1242, S = 13.14 Critical Deflection for TL = -0.35 INCH @ 5.25 L/240 = 0.525" Critical Deflection for LL = -0.287 INCH @ 5.25 L/360 = 0.35" 1 2 Moment Shear Deflection 10.5' Page 34 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE & ADU 1834 W.3RD ST, SANTA ANA, CA 92703 Job #: 240051 Date : 01/07/2025 Plan : 1 BEAM : R1 - R.R. 2X6#2 @ 16" O.C. TYP. (MAX L=12'-0") Loads(Downward+) Roof Rafter: (11+20)(1.3) = (DL=14.7PLF; LLr=26.7PLF) form 0 to 12 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 248/248 0 2 248/248 0 USE 2 x 6 Critcal Shear = 248 LB @0' 1.5xV/(F'v x A)= 0.2 F'v = 225, A = 8.25 Critcal Moment = 744 LB-FT @6' M/(F'b x S)= 0.7 F'b = 1682, S = 7.56 Critical Deflection for TL = -0.58 INCH @ 6 L/240 = 0.6" Critical Deflection for LL = -0.374 INCH @ 6 L/360 = 0.4" 1 2 Moment Shear Deflection 12' BEAM : R1A - R.R. 2X6#2 @ 16" O.C. W/ PURLIN Loads(Downward+) Roof Rafter: (11+20)(1.3) = (DL=14.7PLF; LLr=26.7PLF) form 0 to 13.5 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 25/25 0 2 381/382 0 3 152/152 0 USE 2 x 6 Critcal Shear = 220 LB @4.5' 1.5xV/(F'v x A)= 0.18 F'v = 225, A = 8.25 Critcal Moment = -306 LB-FT @4.5' M/(F'b x S)= 0.29 F'b = 1682, S = 7.56 Critical Deflection for TL = -0.101 INCH @ 9.5 L/240 = 0.45" Critical Deflection for LL = -0.065 INCH @ 9.5 L/360 = 0.3" 1 2 3 Moment Shear Deflection 4.5'9' Page 35 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE & ADU 1834 W.3RD ST, SANTA ANA, CA 92703 Job #: 240051 Date : 01/07/2025 Plan : 1 BEAM : R2 - R.R. 2X10#2 @ 16" O.C. Loads(Downward+) Rafter Vaulted: (13+20)(1.3) = (DL=17.4PLF; LLr=26.7PLF) form 0 to 13.5 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 297/297 0 2 297/297 0 USE 2 x 10 Critcal Shear = 297 LB @0' 1.5xV/(F'v x A)= 0.14 F'v = 225, A = 13.88 Critcal Moment = 1003 LB-FT @6.75' M/(F'b x S)= 0.39 F'b = 1423, S = 21.39 Critical Deflection for TL = -0.208 INCH @ 6.75 L/240 = 0.675" Critical Deflection for LL = -0.126 INCH @ 6.75 L/360 = 0.45" 1 2 Moment Shear Deflection 13.5' Page 36 of 57 1834 W Third St & #2,33/21/2025 P=200# ZM Plate use: 4 1/2" x 4 1/2" x 3/8" Stl. Plate. W/ (4)-3/8" x 6" Long Lag Screws. Lag Screws Effective Thread Length for 3/8" Dia - 6" Long lag screw: T-E = 3-9/32"(Table L2 - NDS 2018) Moment at guard rail base: M = PxH = 200 x 42 = 8400 lbs-in Withdrawal Load at each Lag screw: Z = (M/D)/N = (8400/2.25)/4 = 933.3# Lag Screws Withdrawal Value : W = 1800xG^(3 2)xD^(3 4)x(T-E)(12.2-1 - NDS 2018) = 1800x0.5^(3 2)x3/8^(3 4)x(3 9 32") = 1000.7# => Z < W : OK. GUARDRAIL CALCULATION Page 37 of 57 1834 W Third St & #2,33/21/2025 F = 200 # CHECK TENSION: M = 200 x 51 = 10,200 LB-INCH 1.5T + 7.5T = 10,200 LB-INCH => T = 1134 LB. CHECK SHEAR: V=F/2=200 / 2 =100 LB USE 3/8"x6" LAG SCREW WITHDRAWAL CAPCITY: 305 x 1.6 x 3 =1.464 LB > 1134 LB SHEAR CAPACITY: 11,700 X 0.36 x 0.375 x 3.28 = 5180 LBF > 100 LBF M GUARDRAIL CALCULATION 42 " F 1. 5 " 6" 1. 5 " 51 " F 1. 5 " 6" 1. 5 " 1.5"5"1.5" Page 38 of 57 1834 W Third St & #2,33/21/2025 Beam on Elastic Foundation LIC# : KW-06019698, Build:20.24.12.17 DONG ENGINEERING INC (c) ENERCALC, LLC 1982-2025 DESCRIPTION:CONT. FOOTING AT SHEAR WALL LINE C Project File: 240051.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per ACI 318-19, IBC 2021 Load Combinations Used : ASCE 7-16 Material Properties 4.0 7.50 145.0 Elastic Modulus 3,122.0 ksi Soil Subgrade Modulus =250.0 psi / (inch deflection) 11.0Lt Wt FactorO = =60.0 29,000.0 40.0 29,000.0 3 Beam is supported on an elastic foundation, 2 =0.90 0.750 f'c ksi fy - Main Rebar ksi Density 1/2 = fr = f'c *474.342 pcf E - Main Rebar ksi psi = Fy - Stirrups ksi == = E - Stirrups ksi E == = Shear : Stirrup Bar Size # Number of Resisting Legs Per Stirrup Phi Values Flexure : \ # I Load Combination :ASCE 7-16 .Cross Section & Reinforcing Details Rectangular Section, Width = 15.0 in, Height = 24.0 in Span #1 Reinforcing.... 2-#4 at 3.0 in from Top, from 0.0 to 6.0 ft in this span 2-#4 at 3.0 in from Bottom, from 0.0 to 6.0 ft in this span .Service loads entered. Load Factors will be applied for calculations.Applied Loads Load for Span Number 1 Moment : W = 10.20, E = 10.10 k-ft, Location = 1.250 ft from left end of this span .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.217 : 1 Load Combination W Only Span # where maximum occurs Span # 1 Maximum Soil Pressure =1.347 ksf at 6.00 ft LdComb: W Only Allowable Soil Pressure =OK2.90 ksf Location of maximum on span 1.271 ft Mn * Phi : Allowable 41.506 k-ft Typical SectionSection used for this span Mu : Applied 9.011 k-ft Maximum Deflection Max Downward L+Lr+S Deflection 0.000 in Max Upward L+Lr+S Deflection 0.000 in Max Downward Total Deflection 0.037 in Max Upward Total Deflection -0.038 in .Shear Stirrup Requirements Entire Beam Span Length : Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in .Maximum Forces & Stresses for Load Combinations Span # Bending Stress Results ( k-ft )Location (ft)Load Combination Mu : Max Stress RatioSegment Length Phi*Mnxin Span MAXimum Bending Envelope Span # 1 1 1.271 9.01 41.51 0.22 Span # 1 1 1.271 +0.50W Span # 1 1 1.271 4.51 41.51 0.11 Page 39 of 57 1834 W Third St & #2,33/21/2025 Beam on Elastic Foundation LIC# : KW-06019698, Build:20.24.12.17 DONG ENGINEERING INC (c) ENERCALC, LLC 1982-2025 DESCRIPTION:CONT. FOOTING AT SHEAR WALL LINE C Project File: 240051.ec6 Project Title: Engineer: Project ID: Project Descr: Span # Bending Stress Results ( k-ft )Location (ft)Load Combination Mu : Max Stress RatioSegment Length Phi*Mnxin Span W Only Span # 1 1 1.271 9.01 41.51 0.22 E Only Span # 1 1 1.271 8.92 41.51 0.21 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections - Unfactored Loads Span 1Span 1 1 0.0374 6.000 -0.0382 0.000 .Detailed Shear Information Load Combination Vu (k)Span Distance 'd'Comment Phi*Vs Req'd d*Vu/MuMu (ft)(k)(in)Actual Suggest(k-ft)Number (k) Spacing (in) Design Phi*Vc W Only 1 0.00 21.00 -0.06 0.06 0.00 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 0.07 21.00 -0.18 0.18 0.00 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 0.14 21.00 -0.29 0.29 0.02 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 0.21 21.00 -0.41 0.41 0.04 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 0.28 21.00 -0.52 0.52 0.07 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 0.35 21.00 -0.62 0.62 0.10 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 0.42 21.00 -0.73 0.73 0.15 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 0.49 21.00 -0.83 0.83 0.20 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 0.56 21.00 -0.93 0.93 0.26 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 0.64 21.00 -1.02 1.02 0.32 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 0.71 21.00 -1.11 1.11 0.39 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 0.78 21.00 -1.20 1.20 0.47 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 0.85 21.00 -1.29 1.29 0.56 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 0.92 21.00 -1.37 1.37 0.65 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 0.99 21.00 -1.45 1.45 0.75 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 1.06 21.00 -1.53 1.53 0.85 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 1.13 21.00 -1.61 1.61 0.96 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 1.20 21.00 -1.68 1.68 1.07 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 1.27 21.00 -1.75 1.75 9.01 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 1.34 21.00 -1.81 1.81 8.89 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 1.41 21.00 -1.88 1.88 8.76 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 1.48 21.00 -1.94 1.94 8.63 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 1.55 21.00 -2.00 2.00 8.49 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 1.62 21.00 -2.05 2.05 8.35 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 1.69 21.00 -2.10 2.10 8.20 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 1.76 21.00 -2.15 2.15 8.06 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 1.84 21.00 -2.20 2.20 7.90 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 1.91 21.00 -2.24 2.24 7.75 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 1.98 21.00 -2.28 2.28 7.59 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 2.05 21.00 -2.32 2.32 7.43 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 2.12 21.00 -2.35 2.35 7.27 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 2.19 21.00 -2.39 2.39 7.10 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 2.26 21.00 -2.41 2.41 6.93 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 2.33 21.00 -2.44 2.44 6.76 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 2.40 21.00 -2.46 2.46 6.59 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 2.47 21.00 -2.48 2.48 6.41 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 2.54 21.00 -2.50 2.50 6.24 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 2.61 21.00 -2.52 2.52 6.06 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 2.68 21.00 -2.53 2.53 5.89 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 2.75 21.00 -2.54 2.54 5.71 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 2.82 21.00 -2.54 2.54 5.53 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 2.89 21.00 -2.55 2.55 5.35 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 2.96 21.00 -2.55 2.55 5.17 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 3.04 21.00 -2.55 2.55 4.99 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 3.11 21.00 -2.54 2.54 4.81 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 3.18 21.00 -2.53 2.53 4.63 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 3.25 21.00 -2.52 2.52 4.45 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 3.32 21.00 -2.51 2.51 4.27 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 3.39 21.00 -2.49 2.49 4.10 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 3.46 21.00 -2.47 2.47 3.92 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 3.53 21.00 -2.45 2.45 3.74 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 3.60 21.00 -2.43 2.43 3.57 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 3.67 21.00 -2.40 2.40 3.40 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 3.74 21.00 -2.37 2.37 3.23 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 3.81 21.00 -2.34 2.34 3.06 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 3.88 21.00 -2.30 2.30 2.90 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 3.95 21.00 -2.26 2.26 2.74 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 Page 40 of 57 1834 W Third St & #2,33/21/2025 Beam on Elastic Foundation LIC# : KW-06019698, Build:20.24.12.17 DONG ENGINEERING INC (c) ENERCALC, LLC 1982-2025 DESCRIPTION:CONT. FOOTING AT SHEAR WALL LINE C Project File: 240051.ec6 Project Title: Engineer: Project ID: Project Descr: Detailed Shear Information Load Combination Vu (k)Span Distance 'd'Comment Phi*Vs Req'd d*Vu/MuMu (ft)(k)(in)Actual Suggest(k-ft)Number (k) Spacing (in) Design Phi*Vc W Only 1 4.02 21.00 -2.22 2.22 2.58 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 4.09 21.00 -2.18 2.18 2.42 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 4.16 21.00 -2.13 2.13 2.27 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 4.24 21.00 -2.08 2.08 2.11 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 4.31 21.00 -2.03 2.03 1.97 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 4.38 21.00 -1.97 1.97 1.82 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 4.45 21.00 -1.92 1.92 1.68 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 4.52 21.00 -1.86 1.86 1.55 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 4.59 21.00 -1.79 1.79 1.42 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 4.66 21.00 -1.73 1.73 1.29 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 4.73 21.00 -1.66 1.66 1.17 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 4.80 21.00 -1.59 1.59 1.05 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 4.87 21.00 -1.51 1.51 0.94 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 4.94 21.00 -1.43 1.43 0.83 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 5.01 21.00 -1.35 1.35 0.73 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 5.08 21.00 -1.27 1.27 0.64 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 5.15 21.00 -1.18 1.18 0.55 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 5.22 21.00 -1.10 1.10 0.46 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 5.29 21.00 -1.00 1.00 0.39 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 5.36 21.00 -0.91 0.91 0.32 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 5.44 21.00 -0.81 0.81 0.25 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 5.51 21.00 -0.71 0.71 0.19 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 5.58 21.00 -0.61 0.61 0.14 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 5.65 21.00 -0.51 0.51 0.10 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 5.72 21.00 -0.40 0.40 0.07 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 5.79 21.00 -0.29 0.29 0.04 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 5.86 21.00 -0.18 0.18 0.02 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 W Only 1 5.93 21.00 -0.06 0.06 0.00 1.00 29.89 Vu < PhiVc/2 Not Reqd 0.00 0.00 Page 41 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 (allowable) P(allowable) = 14,500 # FOUNDATION - 2-STORY 45𝑜 Page 42 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE ADU 1834 W.3RD ST, SANTA ANA, CA 92703 Job#: 240051 Date: 1/7/2025 PLAN: 1 CODE: CBC 2022 BEAM NO. BM#4B Support 2 P =7,062 # Use 2' - 6"Square x 24" Deep Concrete Pad With 3-#5 Each way BEAM NO. BM#11+BM#9A Support 2 P =10,056 # Use 3' - 0"Square x 24" Deep Concrete Pad With 4-#4 Each way BEAM NO. BM#9+BM#9A Support 1 P =6,171 # Use 2' - 6"Square x 24" Deep Concrete Pad With 3-#5 Each way PAD SCHEDULE Page 43 of 57 1834 W Third St & #2,33/21/2025 1Y 1X 1 2 A B AD U R O O F S H E A R W A L L L A Y O U T Page 44 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE ADU 1834 W.3RD ST, UNIT 3, SANTA ANA, CA 92703 SECTION: 1X WIND PARAMETERS PER ASCE7-16, CHAPTER 27, MWFRS BUILDINGS OF ALL HEIGHTS: SEISMIC PARAMETERS PER ASCE7-16, CHAPTER 12.8, ELF PROCEDURE: ROOF 113.4 PLF SEISMIC GOVERN Page 45 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE ADU 1834 W.3RD ST, UNIT 3, SANTA ANA, CA 92703 Job#: 240051 Date: 7/17/2024 PLAN: 2 CODE: CBC 2022 SECTION: 1Y Number of Story: 1 Section width: 45(ft)Section length: 19(ft) Base height: 0.5(ft)Slope roof height: 13.5(ft)Gable mean roof height: 11.5(ft) WIND PARAMETERS PER ASCE7-16, CHAPTER 27, MWFRS BUILDINGS OF ALL HEIGHTS: Wind speed = 110, Wind exposure = C, Wind importance factor Iw = 1 Coefficients: Kd = 0.85, Kzt = 1, G = 0.85, Gcpi = +/-0.18, omega = 1 B = 45(ft), L = 19(ft), H = 12(ft)-->L/B = 0.42, H/L = 0.63 Wall coefficient: Cpw = 0.8, Cpl = -0.5, Roof coefficient: Cpw = (0.16;-0.32), Cpl = -0.6 Wind exposure = C-->anpha = 9.5, zg = 900 Kz = 2.01*(15/zg)^(2/anpha)qz = 0.00256*Kz*Kzt*Kd*V^2*Iw P = G(Cpw*qz+Cpl*qh) WIND LOAD: SEISMIC PARAMETERS PER ASCE7-16, CHAPTER 12.8, ELF PROCEDURE: Light frame wood-->Ry = 6.5, Site class :D, SDS = 2FaSs/3 =1.17, SD1 = 2FvS1/3 =0, Seismic design category: D, I = 1, 0.7*V = 0.7*SDS*I*W/Ry = 0.7*1.17*1*W/6.5 = 0.126*W Total Seismic Load = 64.26 = 64.26 PLF Redistrib: 510*9 = 4590 PLFxFT DIAPHRAGM & CHORD FORCE PER ASCE07-16 SECTION 12.10 ROOF DIAPHRAGM Max shear = 91.8 x 45 / (2 x 19) = 108.71 PLF Use: 15/32" apa rated unblock 32/16 w/8d common nails at 6", 6", 12" o.c. Chord force = 91.8 x 45^2 / (8 x 19) = 1222.99 LBS Splice w/ min. (7) 16d sinker nails each side of splice at 8" o.c. (standard construction) (z, Kz, qz, P): (15, 0.85, 22.35, 24.7) ROOF Roof = 15*19 = 285 PLF Wall = 15*2*4.5 + 10*2*4.5 = 225 PLF Shear = 0.126(285+225) = 0.126*510 = 64.26 PLF Plate height: ROOF = 9(ft) SHEAR ROOF = 64.26*510*9/4590 = 64.26 PLF SHEAR ROOF = 0.6*W = 105.49(plf) ROOF 105.49 PLF WIND GOVERN Page 46 of 57 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W MA I N H O U S E AD U 18 3 4 W. 3 R D S T , UN I T 3 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 2 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 2 9 " | 4 * d * 1 . 4 = 1 . 6 4 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " 5. 2 5 3. 7 5 3. 7 5 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n HD U 2 HD U 2 Po s t S i z e 4x 4 4x 4 Te n s i o n ( k i p s ) 3. 1 3. 1 Co m . ( k i p s ) 2. 9 2. 9 Ri g h t S i d e Ho l d D o w n HD U 2 HD U 2 Po s t S i z e 4x 4 4x 4 Te n s i o n ( k i p s ) 3. 1 3. 1 Co m . ( k i p s ) 2. 9 2. 9 An c h o r B o l t 5/ 8 " x 1 2 " [2 ] [2 ] sp a c e d e q u a l l y P2 6. 5 0 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P1 LI N E 1 ( D i r e c t i o n : Y ) @ F I R S T F L O O R | W i n d : 2 3 7 4 l b s | S e i s m i c : 1 8 8 0 l b s | S h e a r P a n e l T y p e : B | ( þ = 1 . 3 ) To t a l L e n g t h = 1 9 . 2 5 f t | T o t a l S h e a r W a l l L e n g t h = 7 . 5 f t | S h e a r D i a p h r a g m = 1 2 3 p l f | D e s i g n S h e a r W a l l = 3 8 0 p l f ( W i n d ) / 3 0 1 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 1 / 1 . 2 ) + P 2 ( 1 / 1 . 2 ) = 2 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 1 . 4 / 1 . 7 ) + P 2 ( 1 . 4 / 1 . 7 ) = 2 . 8 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 72 5 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 Page 47 of 57 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W MA I N H O U S E AD U 18 3 4 W. 3 R D S T , UN I T 3 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 2 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 1 3 " | 4 * d * 1 . 4 = 0 . 7 2 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " 8. 5 0 8. 0 0 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n HD U 2 Po s t S i z e 4x 4 Te n s i o n ( k i p s ) 2. 5 Co m . ( k i p s ) 2. 9 Ri g h t S i d e Ho l d D o w n HD U 2 Po s t S i z e 4x 4 Te n s i o n ( k i p s ) 2. 5 Co m . ( k i p s ) 2. 9 An c h o r B o l t 5/ 8 " x 1 2 " [2 ] sp a c e d e q u a l l y Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e 2. 2 5 Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P1 LI N E 2 ( D i r e c t i o n : Y ) @ F I R S T F L O O R | W i n d : 2 3 7 4 l b s | S e i s m i c : 1 8 8 0 l b s | S h e a r P a n e l T y p e : B | ( þ = 1 . 3 ) To t a l L e n g t h = 1 8 . 7 5 f t | T o t a l S h e a r W a l l L e n g t h = 8 f t | S h e a r D i a p h r a g m = 1 2 7 p l f | D e s i g n S h e a r W a l l = 2 9 7 p l f ( W i n d ) / 2 3 5 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 2 . 6 / 2 . 6 ) = 2 . 6 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 3 . 6 / 3 . 6 ) = 3 . 6 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 13 6 1 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 Page 48 of 57 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W MA I N H O U S E AD U 18 3 4 W. 3 R D S T , UN I T 3 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 2 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 1 " | 4 * d * 1 . 4 = 0 . 5 3 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " 9. 7 5 8. 0 0 5. 2 5 7. 2 5 4. 0 0 4. 0 0 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n HD U 2 Po s t S i z e 4x 4 Te n s i o n ( k i p s ) 1. 4 Co m . ( k i p s ) 2. 3 Ri g h t S i d e Ho l d D o w n HD U 2 Po s t S i z e 4x 4 Te n s i o n ( k i p s ) 1. 4 Co m . ( k i p s ) 2. 3 An c h o r B o l t 5/ 8 " x 1 2 " [2 ] sp a c e d e q u a l l y 2. 2 5 2. 2 5 2. 5 0 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P1 LI N E A ( D i r e c t i o n : X ) @ F I R S T F L O O R | W i n d : 8 2 0 l b s | S e i s m i c : 1 4 0 0 l b s | S h e a r P a n e l T y p e : A | ( þ = 1 . 3 ) To t a l L e n g t h = 4 5 . 2 5 f t | T o t a l S h e a r W a l l L e n g t h = 8 f t | S h e a r D i a p h r a g m = 3 4 p l f | D e s i g n S h e a r W a l l = 1 0 3 p l f ( W i n d ) / 1 7 5 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 1 . 8 / 1 . 8 ) = 1 . 8 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 2 . 5 / 2 . 5 ) = 2 . 5 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 33 2 -93 5 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 Page 49 of 57 1834 W Third St & #2,33/21/2025 Do ng E n g i n e e r i n g I n c . NE W MA I N H O U S E AD U 18 3 4 W. 3 R D S T , UN I T 3 , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 0 5 1 Da t e : 7 / 1 7 / 2 0 2 4 PL A N : 2 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 1 " | 4 * d * 1 . 4 = 0 . 5 3 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " 5. 5 0 8. 0 0 6. 2 5 6. 2 5 3. 2 5 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n HD U 2 Po s t S i z e 4x 4 Te n s i o n ( k i p s ) 1. 4 Co m . ( k i p s ) 2. 3 Ri g h t S i d e Ho l d D o w n HD U 2 Po s t S i z e 4x 4 Te n s i o n ( k i p s ) 1. 4 Co m . ( k i p s ) 2. 3 An c h o r B o l t 5/ 8 " x 1 2 " [2 ] sp a c e d e q u a l l y 6. 2 5 6. 5 0 3. 2 5 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft P1 LI N E B ( D i r e c t i o n : X ) @ F I R S T F L O O R | W i n d : 8 2 0 l b s | S e i s m i c : 1 4 0 0 l b s | S h e a r P a n e l T y p e : A | ( þ = 1 . 3 ) To t a l L e n g t h = 4 5 . 2 5 f t | T o t a l S h e a r W a l l L e n g t h = 8 f t | S h e a r D i a p h r a g m = 3 4 p l f | D e s i g n S h e a r W a l l = 1 0 3 p l f ( W i n d ) / 1 7 5 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 1 . 8 / 1 . 8 ) = 1 . 8 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 2 . 5 / 2 . 5 ) = 2 . 5 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 18 7 -10 8 0 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 Page 50 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE ADU 1834 W.3RD ST, UNIT 3, SANTA ANA, CA 92703 Job#: 240051 Date: 7/17/2024 PLAN: 2 CODE: CBC 2022 Shear Wall (X-X Direction) Line Story Section Span Wind Seismic Added V (lb)H L v Type ###(ft)(plf)(plf)Wind Seismic (ft)(ft)(plf) A 1 1X 19 86 113 9 8 175 A B 1 1X 19 86 113 9 8 175 A SUMMARY SHEAR WALL V2 = Seismic*Span/2 + Added Vseismic Line shear V = Maximum(V1;V2) V1 = Wind*Span/2 + Added Vwind v(plf) = V/L Page 51 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE ADU 1834 W.3RD ST, UNIT 3, SANTA ANA, CA 92703 Job#: 240051 Date: 7/17/2024 PLAN: 2 CODE: CBC 2022 Shear Wall (Y-Y Direction) Line Story Section Span Wind Seismic Added V (lb)H L v Type ###(ft)(plf)(plf)Wind Seismic (ft)(ft)(plf) 1 1 1Y 45 105 64 9 6.25 380 B 2 1 1Y 45 105 64 9 8 297 B v(plf) = V/L Line shear V = Maximum(V1;V2) SUMMARY SHEAR WALL V1 = Wind*Span/2 + Added Vwind V2 = Seismic*Span/2 + Added Vseismic Page 52 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE ADU 1834 W.3RD ST, UNIT 3, SANTA ANA, CA 92703 Job#: 240051 Date: 7/17/2024 PLAN: 2 CODE: CBC 2022 Wall Sec.Sto.Wind Seismic Span Offset Wind Seismic (#)(#)(#)v_(plf)v_(plf)(ft)(ft)V_(lb)V_(lb) 1 :Wind = 2374(lb), Seismic = 1880(lb) 1 1Y 1 105.5 64.3 45 2374 1446 l---------------45.0(ft)---------------l 2 :Wind = 2374(lb), Seismic = 1880(lb) 2 1Y 1 105.5 64.3 45 2374 1446 l---------------45.0(ft)---------------l A :Wind = 820(lb), Seismic = 1400(lb) A 1X 1 86.3 113.4 19 820 1077 l---------------19.0(ft)---------------l B :Wind = 820(lb), Seismic = 1400(lb) B 1X 1 86.3 113.4 19 820 1077 l---------------19.0(ft)---------------l #N/A #N/A #N/A #N/A #N/A #N/A Description V_(lb)=v_(plf)*Span*Span/2/(Span+Offset) LATERAL p Factor: X Direction: p=1.3; Y Direction: p=1.3 Page 53 of 57 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 2 Dong Engineering Inc. NEW MAIN HOUSE & ADU 1834 W.3RD ST, UNIT 3, SANTA ANA, CA 92703 BEAM : 1 - DROP AT ENTRANCE Loads(Downward+) Beam Weight 6.2 plf from 0 ft to 9.75 ft Roof Primary: (15+20)(4.8) = (DL=71.2PLF; LLr=95PLF) form 0 to 9.75 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 841/841 0 2 841/841 0 USE 4 x 8 Critcal Shear = 840 LB @0' 1.5xV/(F'v x A)= 0.22 F'v = 225, A = 25.38 Critcal Moment = 2047 LB-FT @4.75' M/(F'b x S)= 0.55 F'b = 1462, S = 30.66 Critical Deflection for TL = -0.197 INCH @ 5 L/240 = 0.488" Critical Deflection for LL = -0.109 INCH @ 5 L/360 = 0.325" 1 2 Moment Shear Deflection 9.75' BEAM : 2 - HDR AT BED Loads(Downward+) Beam Weight 6.2 plf from 0 ft to 6 ft Roof Primary: (15+20)(11.5) = (DL=172.5PLF; LLr=230PLF) form 0 to 6 Exterior Wall: (15)(2) = (DL=30PLF) form 0 to 6 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 1316/1316 0 2 1316/1316 0 USE 4 x 8 Critcal Shear = 1316 LB @0' 1.5xV/(F'v x A)= 0.34 F'v = 225, A = 25.38 Critcal Moment = 1974 LB-FT @3' M/(F'b x S)= 0.53 F'b = 1462, S = 30.66 Critical Deflection for TL = -0.072 INCH @ 3 L/240 = 0.3" Critical Deflection for LL = -0.038 INCH @ 3 L/360 = 0.2" 1 2 Moment Shear Deflection 6' Page 54 of 57 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 2 Dong Engineering Inc. NEW MAIN HOUSE & ADU 1834 W.3RD ST, UNIT 3, SANTA ANA, CA 92703 BEAM : C1 - C.J. 2X6#2 @ 16" O.C. TYP. (MAX L=15'-0") Loads(Downward+) Ceiling Joist: (4+10)(1.3) = (DL=5.3PLF; LLr=13.4PLF) form 0 to 15 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 140/140 0 2 140/140 0 USE 2 x 6 Critcal Shear = 140 LB @0' 1.5xV/(F'v x A)= 0.11 F'v = 225, A = 8.25 Critcal Moment = 525 LB-FT @7.5' M/(F'b x S)= 0.49 F'b = 1682, S = 7.56 Critical Deflection for TL = -0.64 INCH @ 7.5 L/240 = 0.75" Critical Deflection for LL = -0.457 INCH @ 7.5 L/360 = 0.5" 1 2 Moment Shear Deflection 15' BEAM : C2 - C.J. 2X8#2 @ 16" O.C. TYP. (MAX L=20'-0") Loads(Downward+) Ceiling Joist: (4+10)(1.3) = (DL=5.3PLF; LLr=13.4PLF) form 0 to 20 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 187/187 0 2 187/187 0 USE 2 x 8 Critcal Shear = 186 LB @0' 1.5xV/(F'v x A)= 0.11 F'v = 225, A = 10.88 Critcal Moment = 934 LB-FT @10' M/(F'b x S)= 0.55 F'b = 1552, S = 13.14 Critical Deflection for TL = -0.883 INCH @ 10 L/240 = 1" Critical Deflection for LL = -0.631 INCH @ 10 L/360 = 0.667" 1 2 Moment Shear Deflection 20' Page 55 of 57 1834 W Third St & #2,33/21/2025 Job #: 240051 Date : 07/17/2024 Plan : 2 Dong Engineering Inc. NEW MAIN HOUSE & ADU 1834 W.3RD ST, UNIT 3, SANTA ANA, CA 92703 BEAM : R1 - R.R. 2X6#2 @ 16" O.C. TYP. (MAX L=12'-0") Loads(Downward+) Roof Rafter: (11+20)(1.3) = (DL=14.7PLF; LLr=26.7PLF) form 0 to 12 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 248/248 0 2 248/248 0 USE 2 x 6 Critcal Shear = 248 LB @0' 1.5xV/(F'v x A)= 0.2 F'v = 225, A = 8.25 Critcal Moment = 744 LB-FT @6' M/(F'b x S)= 0.7 F'b = 1682, S = 7.56 Critical Deflection for TL = -0.58 INCH @ 6 L/240 = 0.6" Critical Deflection for LL = -0.374 INCH @ 6 L/360 = 0.4" 1 2 Moment Shear Deflection 12' Page 56 of 57 1834 W Third St & #2,33/21/2025 Dong Engineering Inc. NEW MAIN HOUSE ADU 1834 W.3RD ST, UNIT 3, SANTA ANA, CA 92703 Job#: 240051 Date: 7/17/2024 PLAN: 2 CODE: CBC 2022 2900 psf Trib Trib Wall Height DL(psf)LL(psf)roof(ft)DL(psf)LL(psf)floor(ft)DL(psf)wall(ft) 15 20 11.5 15 9 Roof:(DL+LL)(Trib) =402.5 plf Floor:(DL+LL)(Trib) =0 plf Wall:DL (Height)=135 plf 537.5 plf 537.5 /(12"/12)=537.5 psf< 2900 psf P(allowable) P(allowable) = 8,700 # 18 in FOUNDATION - 1-STORY Allowable soil bearing value: Roof Floor use 12" wide cont. ftg w/ 2-#4 top & bott. 45𝑜 Page 57 of 57 1834 W Third St & #2,33/21/2025 1834 W Third St & #2,33/21/2025 1834 W Third St & #2,33/21/2025 1834 W Third St & #2,33/21/2025 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 1834 W Third St & #2,33/21/2025