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Home My WebLink About4029 W Georgine St & 1225 N West St - Plan (2)NEW DETACHED ADU 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. (N ) D E T A C H E D A D U OW N E R : B I N H T T R U O N G MA I N H O U S E : 4 0 2 9 G E O R G I N E S T R E E T SA N T A A N A C A 9 2 7 0 3 DIMENSIONS. INFINITE ARCH 1 12/17/24 BLDG. REV 1 AD U : 1 2 2 5 N . W E S T S T R E E T SA N T A A N A C A 9 2 7 0 3 2 02/07/25 BLDG. REV 2 3 04/07/25 BLDG. REV3 Bldg #'s 101121604 & 101121607 APPROVALS: PLNG - C. Santana BLDG - CSG POLICE - B. Martin PUBLIC WORKS - B. Sarlak EXISTING SITE PLAN SHOWING (E) MAIN HOUSE PLAN SCALE 1/8" =1'-0" GEORGINE ST WE S T S T 394 SF. MAIN HOUSE 1,204 SF PL=52' PL = 1 0 0 ' PL=70' PL = 1 1 8 ' (E ) CI T Y W A T E R L I N E ( V . I . F . ) (E ) C I T Y S E W E R L I N E ( V . I . F ) 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. (N ) D E T A C H E D A D U OW N E R : B I N H T T R U O N G MA I N H O U S E : 4 0 2 9 G E O R G I N E S T R E E T SA N T A A N A C A 9 2 7 0 3 DIMENSIONS. INFINITE ARCH 1 12/17/24 BLDG. REV 1 AD U : 1 2 2 5 N . W E S T S T R E E T SA N T A A N A C A 9 2 7 0 3 2 02/07/25 BLDG. REV 2 3 04/07/25 BLDG. REV3 PROPOSED SITE PLAN SHOWING (N) ADU PLAN SCALE 1/8" =1'-0" GEORGINE ST WE S T S T 394 SF. MAIN HOUSE 1,204 SF PL=52' PL = 1 0 0 ' PL=70' PL = 1 1 8 ' ADU 798 SF. DRAINAGE PLAN SCALE 1/8" =1'-0" GEORGINE ST WE S T S T 394 SF. MAIN HOUSE 1,204 SF PL=52' PL = 1 0 0 ' PL=70' PL = 1 1 8 ' ADU 798 SF. (E ) CI T Y W A T E R L I N E ( V . I . F . ) (E ) C I T Y S E W E R L I N E ( V . I . F ) 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. (N ) D E T A C H E D A D U OW N E R : B I N H T T R U O N G MA I N H O U S E : 4 0 2 9 G E O R G I N E S T R E E T SA N T A A N A C A 9 2 7 0 3 DIMENSIONS. INFINITE ARCH 1 12/17/24 BLDG. REV 1 AD U : 1 2 2 5 N . W E S T S T R E E T SA N T A A N A C A 9 2 7 0 3 2 02/07/25 BLDG. REV 2 3 04/07/25 BLDG. REV3 42 0 9 W G E O R G I N E S T . PL=52' PL = 1 0 0 ' PL = 1 1 8 ' GARAGE 1225 N. WEST ST. (N)ADU (E ) P R I M A R Y D W E L L I N G EXHIBIT A: ADDRESS PLAN N. W E S T S T GEORGINE ST 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. (N ) D E T A C H E D A D U OW N E R : B I N H T T R U O N G MA I N H O U S E : 4 0 2 9 G E O R G I N E S T R E E T SA N T A A N A C A 9 2 7 0 3 DIMENSIONS. INFINITE ARCH 1 12/17/24 BLDG. REV 1 AD U : 1 2 2 5 N . W E S T S T R E E T SA N T A A N A C A 9 2 7 0 3 2 02/07/25 BLDG. REV 2 3 04/07/25 BLDG. REV3 A0.4 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. (N ) D E T A C H E D A D U OW N E R : B I N H T T R U O N G MA I N H O U S E : 4 0 2 9 G E O R G I N E S T R E E T SA N T A A N A C A 9 2 7 0 3 DIMENSIONS. INFINITE ARCH 1 12/17/24 BLDG. REV 1 AD U : 1 2 2 5 N . W E S T S T R E E T SA N T A A N A C A 9 2 7 0 3 2 02/07/25 BLDG. REV 2 3 04/07/25 BLDG. REV3 A0.5 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. (N ) D E T A C H E D A D U OW N E R : B I N H T T R U O N G MA I N H O U S E : 4 0 2 9 G E O R G I N E S T R E E T SA N T A A N A C A 9 2 7 0 3 DIMENSIONS. INFINITE ARCH 1 12/17/24 BLDG. REV 1 AD U : 1 2 2 5 N . W E S T S T R E E T SA N T A A N A C A 9 2 7 0 3 2 02/07/25 BLDG. REV 2 3 04/07/25 BLDG. REV3 394 SF. EXISTING MAIN HOUSE FLOOR PLAN SCALE 1/4" =1'-0" LEGEND: 1 A2.1 A2.12 A2.1 4 3 A2.1 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 EXISTING DOOR & WINDOW SCHEDULE 0.21 4 0.21 5 0.21 0.21 0.29 0.29 0.29 0.29 0.29 5 0.210.29 1 1 1 1 12 2 2 3 4 1 2 3 4 5 6 6 6 6 7 7 7 8 8 8 9 9 10 10 8 5 2 2 EXISTING MAIN HOUSE ROOF PLAN SCALE 1/8" =1'-0" 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. (N ) D E T A C H E D A D U OW N E R : B I N H T T R U O N G MA I N H O U S E : 4 0 2 9 G E O R G I N E S T R E E T SA N T A A N A C A 9 2 7 0 3 DIMENSIONS. INFINITE ARCH 1 12/17/24 BLDG. REV 1 AD U : 1 2 2 5 N . W E S T S T R E E T SA N T A A N A C A 9 2 7 0 3 2 02/07/25 BLDG. REV 2 3 04/07/25 BLDG. REV3 PROPOSED ADU FLOOR PLAN SCALE 1/4" =1'-0" LEGEND: 1 A2.2 3 A2.2 A2.22 A2.2 4 1 A1.2 2 A1.2 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 5 0.21 0.21 0.29 0.29 0.29 0.29 0.29 1 2 2 3 3 66 3 4 5 5 1 1 2 3 4 4 5 0.210.29 GROUND LEVEL -0'-8" FINISH SLAB ±0.0 TOP PLATE +9'-0" TOP OF STRUCTURE +11'-9" 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 +11'-9" GRAB BAR SECTION DETAIL N.T.S. ” ” ”” ” ” ” ” ” ” ” 6 PROPOSED ADU 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. (N ) D E T A C H E D A D U OW N E R : B I N H T T R U O N G MA I N H O U S E : 4 0 2 9 G E O R G I N E S T R E E T SA N T A A N A C A 9 2 7 0 3 DIMENSIONS. INFINITE ARCH 1 12/17/24 BLDG. REV 1 AD U : 1 2 2 5 N . W E S T S T R E E T SA N T A A N A C A 9 2 7 0 3 2 02/07/25 BLDG. REV 2 PROPOSED ADU FLOOR PLAN SCALE 1/4" =1'-0" LEGEND: 1 A2.2 3 A2.2 A2.22 A2.2 4 1 A1.2 2 A1.2 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 5 0.21 0.21 0.29 0.29 0.29 0.29 0.29 1 2 2 3 3 66 3 4 5 5 1 1 2 3 4 4 5 0.210.29 GROUND LEVEL -0'-8" FINISH SLAB ±0.0 TOP PLATE +9'-0" TOP OF STRUCTURE +11'-9" 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 +11'-9" GRAB BAR SECTION DETAIL N.T.S. ” ” ”” ” ” ” ” ” ” ” 6 PROPOSED ADU 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. (N ) D E T A C H E D A D U OW N E R : B I N H T T R U O N G MA I N H O U S E : 4 0 2 9 G E O R G I N E S T R E E T SA N T A A N A C A 9 2 7 0 3 DIMENSIONS. INFINITE ARCH 1 12/17/24 BLDG. REV 1 AD U : 1 2 2 5 N . W E S T S T R E E T SA N T A A N A C A 9 2 7 0 3 2 02/07/25 BLDG. REV 2 3 04/07/25 BLDG. REV3 GROUND LEVEL -0'-6" FINISH SLAB ±0.0 TOP PLATE +8'-0" TOP OF STRUCTURE +11'-0" GROUND LEVEL -0'-6" FINISH SLAB ±0.0 TOP PLATE +8'-0" TOP OF STRUCTURE +11'-0" EXISTING NORTH ELEVATION SCALE 1/4" =1'-0" EXISTING SOUTH ELEVATION SCALE 1/4" =1'-0" GROUND LEVEL -0'-6" FINISH SLAB ±0.0 TOP PLATE +8'-0" TOP OF STRUCTURE +11'-0" EXISTING WEST ELEVATION SCALE 1/4" =1'-0" GROUND LEVEL -0'-6" FINISH SLAB ±0.0 TOP PLATE +8'-0" TOP OF STRUCTURE +11'-0" EXISTING EAST ELEVATION SCALE 1/4" =1'-0" 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. (N ) D E T A C H E D A D U OW N E R : B I N H T T R U O N G MA I N H O U S E : 4 0 2 9 G E O R G I N E S T R E E T SA N T A A N A C A 9 2 7 0 3 DIMENSIONS. INFINITE ARCH 1 12/17/24 BLDG. REV 1 AD U : 1 2 2 5 N . W E S T S T R E E T SA N T A A N A C A 9 2 7 0 3 2 02/07/25 BLDG. REV 2 3 04/07/25 BLDG. REV3 GROUND LEVEL -0'-8" FINISH SLAB ±0.0 TOP PLATE +9'-0" TOP OF STRUCTURE +11'-9" PROPOSED NORTH ELEVATION SCALE 1/4" =1'-0" GROUND LEVEL -0'-8" FINISH SLAB ±0.0 TOP PLATE +9'-0" TOP OF STRUCTURE +11'-9" PROPOSED SOUTH ELEVATION SCALE 1/4" =1'-0" GROUND LEVEL -0'-8" FINISH SLAB ±0.0 TOP PLATE +9'-0" TOP OF STRUCTURE +11'-9" PROPOSED WEST ELEVATION SCALE 1/4" =1'-0" GROUND LEVEL -0'-8" FINISH SLAB ±0.0 TOP PLATE +9'-0" TOP OF STRUCTURE +11'-9" PROPOSED EAST ELEVATION SCALE 1/4" =1'-0" 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. (N ) D E T A C H E D A D U OW N E R : B I N H T T R U O N G MA I N H O U S E : 4 0 2 9 G E O R G I N E S T R E E T SA N T A A N A C A 9 2 7 0 3 DIMENSIONS. INFINITE ARCH 1 12/17/24 BLDG. REV 1 AD U : 1 2 2 5 N . W E S T S T R E E T SA N T A A N A C A 9 2 7 0 3 2 02/07/25 BLDG. REV 2 3 04/07/25 BLDG. REV3 PROPOSED ADU UTILITY LAYOUT PLAN SCALE 1/4" =1'-0" LEGEND: · · · · ’’’ ”” “” “” “” “ ” ” ” ” – – – – A3 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. (N ) D E T A C H E D A D U OW N E R : B I N H T T R U O N G MA I N H O U S E : 4 0 2 9 G E O R G I N E S T R E E T SA N T A A N A C A 9 2 7 0 3 DIMENSIONS. INFINITE ARCH 1 12/17/24 BLDG. REV 1 AD U : 1 2 2 5 N . W E S T S T R E E T SA N T A A N A C A 9 2 7 0 3 2 02/07/25 BLDG. REV 2 3 04/07/25 BLDG. REV3 #6 AND LARGER #5 AND SMALLER A. POURED AGAINST EARTH B. POURED AGAINST FORM BELOW GRADE 2'' 1 1/2'' 3'' 2'' REINFORCING STEEL GLULAMS/MFR. WD. PROD. D. SLABS ON GRADE (FROM TOP OF SLAB) E. COLUMNS AND BEAMS TO MAIN BARS F. WALLS - EXPOSED TO WEATHER NOT EXPOSED TO WEATHER, #11 AND SMALLER CONCRETE STRUCTURAL STEEL GENERAL NOTES C. FORMED SLABS LUMBER/CARPENTRY 1 1/2'' #14 AND #18 1 1/2" 1'' 1''FOUNDATION/SITEWORK 4X16 #1: Fb= 1000 PSI SINGLE/REPETITIVE 6 2X6 #2: Fb= 1170/1345 PSI 2X8 #2: Fb= 1080/1242 PSI 2X10 #2: Fb= 990/1138 PSI 2X12 #2: Fb= 900/1150 PSI 2X14 #2: Fb= 810/ 931 PSI 4X6 #2: Fb= 1170 PSI 4X8 #2: Fb= 1170 PSI 4X10 #2: Fb= 1080 PSI 4X14 #1: Fb= 1000 PSI 6X12 #1: Fb= 1350 PSI 4X12 #1: Fb= 1100 PSI ; Fv=180 psi E= 1.7x10 2X4 #2: Fb= 1350/1552 PSI ; Fv=180 psi E=1.6x10 4X4 #2: Fb= 1350 PSI 2018 NDS STRESS VALUES FOR DOUGLAS FIR-LARCH: CONC. 2'' 2'' 3/4" MASONRY 2'' 1 1/2'' 1 1/2'' 1 1/2" 2'' 1'' 1'' 3/4" 1 1/2" 6X10 #1: Fb= 1350 PSI ; Fv=170 psi, E=1.6x10 LUMBER/CARPENTRY (cont.) DESIGN LOADS: SHEET INDEX: S.0 STRUCTURAL GENERAL NOTES S.1 FOUNDATION PLAN ROOF FRAMING PLAN SD1 FOUNDATION DETAILS SD2 STRUCTURAL DETAILS NAILING SCHEDULE SEISMIC DESIGN DATA IMPORTANCE FACTOR 1.0 SITE CLASS D SS 1.304 S1 0.464 SDS 1.043 SD1 NULL SDC D LATERAL FORCE RESISTING SYSTEM 15 BASE SHEAR CS 0.160 R 6.5 W 2.50 PROCEDURE USED ELF REDUNDANCY FACTOR 1.3 WIND DESIGN PROCEDURE USED MWFRS BASIC WIND SPEED 95 MPH RISK CATEGORY II WIND EXPOSURE C SOIL SOIL REPORT PREPARED BY PRIORITY ENGINEERING GROUP PROJECT NUMBER 24-339 DATE OCTOBER 8TH, 2024 SOIL BEARING PRESSURE 1800 PSF VERTICAL 11 PSF ROOF RAFTER LL = ROOF RAFTER DL = 20 PSF 15 PSF INT. WALL DL = 10 PSF EXT. WALL DL = ( CBC 2022 ) CEILING JOIST LL = CEILING JOIST DL = 4 PSF 10 PSF TYPICAL FLOOR/ROOF DECK/DECK SHEATHING TYPICAL SLOPED/FLAT NON-ASSEMBLY ROOF SHEATHING HORIZONTAL DIAPHRAGM: 6 6 12.ALL NAILING TO BE PER TABLE NUMBER 2304.10.2 OF THE LATEST CALIFORNIA BUILDING CODE (CBC), UNLESS NOTED OTHERWISE. 13.PLYWOOD FLOOR AND ROOF SHEATHING SHALL BE LAID CONTINUOUS OVER TWO OR MORE SUPPORTS WITH FACE GRAIN PERPENDICULAR TO SUPPORTS (UNLESS SHOWN OTHERWISE). STAGGER ALL PLYWOOD PANELS A MINIMUM OF 4'-0". 14.FLOOR SHEATHING TO BE NAILED AND GLUED TO THE JOISTS. USE ADHESIVES PER A.P.A. AFG-01 OR ASTM D3498. 15.FRAMING CONTRACTOR SHALL PROVIDE BACKING AS REQUIRED FOR ALL LIGHT FIXTURES, CABINETS, WARDROBES, TOWEL BARS, AND HANDRAILS AS REQUIRED AND REQUESTED BY GENERAL CONTRACTOR. 16.EXTERIOR WOOD POSTS AND COLUMNS SUPPORTED BY A CONCRETE SLAB SHALL BE INSTALLED A MINIMUM OF 8" ABOVE EXPOSED EARTH AND AT LEAST 1" ABOVE SLAB ON METAL POST BASES. (EXCEPTION: POSTS OR COLUMNS OF APPROVED WOOD WITH NATURAL RESISTANCE TO DECAY OR TREATED WOOD). POSTS OR COLUMNS RESTING ON CON-CRETE PIERS SURROUNDED BY EXISTING GRADE SHALL BE A MINIMUM OF 8" ABOVE ADJACENT GRADE PER CBC (LATEST EDITION). ALL ISOLATED INTERIOR AND EXTERIOR WOOD POSTS ATTACHED DIRECTLY TO CONCRETE SHALL BE SECURED WITH SIMPSON 'ABU', U.N.O. 17.PROVIDE 2x4 FLAT HEADERS AT ALL INTERIOR NON-BEARING OPENINGS UP TO 36 INCHES IN WIDTH AND 4x4 HEADERS FOR OPENINGS 3 ft TO 6 ft IN WIDTH. 18.PROVIDE MINIMUM 1/2" CLEARANCE (VOID SPACE) FROM TOP OF ALL INTERIOR NON-BEARING PARTITIONS TO ROOF AND CEILING FRAMING ABOVE. 19.ALL EXTERIOR WALLS ADJACENT TO VAULTED CEILINGS SHALL BE BALLOON FRAMED WITH CONTINUOUS STUDS TO BOTTOM CHORD OF TRUSS OR 2X RAFTER OR DOUBLE 2x TOP PLATE, U.N.O. 20.WHEN PLYWOOD SIDING IS USED AS AN EXTERIOR OR INTERIOR WALL COVERING, PROVIDE SOLID BLOCKING AT ANY HORIZONTAL JOINTS BETWEEN SOLE PLATE AND ANY TOP PLATE. "Z" BAR METAL SHALL BE USED AT EXTERIOR HORIZONTAL JOINTS. 21.INSTALL FIREBLOCKS TO CUT OFF ALL HORIZONTAL AND VERTICAL DRAFT OPENINGS BETWEEN TWO STORIES AND ROOF ATTIC SPACES. FIREBLOCKS SHALL BE OF 2 INCH NOMINAL THICKNESS. LOCATION OF FIREBLOCKS SHALL INCLUDE: A.STUD WALLS AT FURRED SOFFITS, CEILING AND FLOOR LEVELS. B.AROUND TOP, BOTTOM, SIDES AND ENDS OF SLIDING POCKET DOORS C.BETWEEN STAIR STRINGERS AT TOP AND BOTTOM OF RUN AND BETWEEN STUDS IN A WALL PARALLEL AND ADJOINING RUN OF STAIRS. 22.FASTENING OF MULTIPLE MEMBERS: DOUBLE & TRIPLE JOISTS; 16d NAILS AT 12" O.C STAGGERED (BOTH SIDES FOR TRIPLES). FOUR OR MORE JOISTS; 1/2" DIA. M.B's AT 18" O.C STAGGERED. 4X OR LARGER BEAMS; 1/2" DIA. M.B's AT 12" O.C STAGGERED. 23.ALL ROUGH OR RESAWN BEAMS ARE TO BE FREE OF GRADING STAMP LABELS AND FREE OF HEART CENTER (FOHC). 24.ALL HANGING 2X JOISTS SHALL UTILIZE SIMPSON "LUS" HANGERS, U.N.O. AND SIMPSON "IUS" FOR I-JOISTS, U.N.O. 25.ALL BEARING WALLS ON A WOOD FLOOR ARE TO BE SUPPORTED WITH DOUBLE JOISTS OR SOLID BLOCKING, UNLESS NOTED OTHERWISE. 26.ALL BEAMS TO BE SUPPORTED WITH FULL BEARING STUDS OR POSTS, U.N.O. 27.ROOF SHEATHING IS TO CONTINUE UNDER "CALIFORNIA FRAMING", TYP. 28.APPLY SHEAR WALL PLYWOOD PRIOR TO ALL BOX-OUTS, FUR-OUTS, SOFFITS OR ANY OTHER FRAMING THAT MAY INTERRUPT CONTINUITY OF PLYWOOD. 29.PROVIDE FURRING AS NEEDED TO ALIGN NON-SHEAR WALLS WITH SHEAR WALLS. 30.PROVIDE 4X OR DOUBLE 2X MEMBERS UNDER SOLE PLATE NAILING LESS THAN 4 in. O.C., U.N.O. 31.DOUBLE TOP PLATES w/MIN. 48 in. LAP SPLICES TO BE PROVIDED w/MIN. (12) 16d COMMON NAILS PER TOP PLATE SPLICE U.N.O. PER PLAN. SDPWS-2015/CBC 2022 MATERIAL 8 FRM'G SIZE EDGE NAILING 1,4 FIELD 16D SILL LAG5 TRANSFER -- A.B.'S9 5/8"VALUE B 3/8" APA SHEARWALL SCHEDULE SINKER WINDSEISMIC CONFORMING TO ANSI/AF&PA FRAMING CLIP LTP4/A35 3/8" APA 8d 6"12"4"12"--42"220 plf--307 plf24" SILL PLATE 2X4 MIN. FOOTNOTES: 1.ALL NAILS TO BE COMMON NAILS. 2.SIMPSON LPT4 FRAMING ANCHOR MAY BE SUBSTITUTED AT FLAT CONDITIONS. 3.ALL STUDS, SILL PLATES AND BLOCKING TO BE 3X FRAMING. 4.SOLID BLOCKING SHALL BE PROVIDED AT ALL EDGES AND HORIZONTAL JOINTS. 5.SIMPSON STRONG TIE 1/4" SDS X 6" LONG LAG SCREWS. 6.PLYWOOD APPLIED TO BOTH SIDES SHALL BE OFFSET OR FRAMING SHALL BE 3X AND NAILS ON EACH SIDE SHALL BE STAGGERED. 7.3X @ PANEL JOINTS; 2X FRMG AT TOP PLATES MAY BE USED PROVIDED FULL NAILING WIDTH IS AVAILABLE TO ONE PIECE OF SHT'G; STAGGER NAILS 1/2" & SHT'G. ONE SIDE ONLY. 8.SHEETS SHALL NOT BE LESS THAN 4FT BY 8FT, EXCEPT AT BOUNDARIES AND CHANGES WHERE SHEET SHALL BE 24" MINIMUM. 9.SQUARE PLATE WASHERS SHALL BE USED WITH ALL ANCHOR BOLTS. 5 8" A.B. - 3" X 3" X 0.229" 3 4" A.B. - 3" X 3" X 0.229" 10.USE 4-1/2" SQ. X .229" AT 2X6 WALLS. 11.3X MUDSILL PLATES 12.IF WOOD STRUCTURAL PANEL SHEAR WALLS WITH ASPECT RATIO (h/bs) GREATER THAN 2:1, EFFECTIVE SHEAR WALL LENGTH SHALL BE MULTIPLIED BY 2bs/h FOR DESIGN. 3X MIN. STAGG'D 2X4 BLK. W/ 16d @ 4" OC SOLID RIM OR BLK'G SOLE PLATE CONNECTION TO FRAMING BELOW (1) STD. 3XDESCRIPTION A RATED RATED 8d 4"12"3"12"--36"320 plf--447 plf16"2X4 CAP. VALUE CAP. C 3/8" APA RATED 8d 3"12"3"8"--24"410 plfYES 575 plf12"2X47 STAGG. D 3/8" APA RATED 8d 2"12"2"6"--16"530 plfYES 742 plf10"2X4 7 STAGG. E 15/32" APA RATED 10d 2"12"4"--12"770 plfYES 770 plf10"2X4 7 -- F 15/32" STRUC. 1 10d 2"12"4"--12"870 plfYES 870 plf8"2X4 7 -- WD. PANEL SPECIAL INSPECTION B. HIGH-STRENGTH AND ANCHOR BOLTS C. STEEL MOMENT FRAME CONNECTIONS A. FIELD WELDING D. EPOXY ANCHORS (Continuous) (Continuous) E. STRUCTURAL MASONRY (AS NOTED) (Continuous) (Continuous) (Sect. 1704.5.1.3) F. STRUCTURAL PLYWOOD (<=4" O.C.)(Periodic) G. CONCRETE (OVER 2500 psi)(Continuous) H. POST-TENSION (WHEN OCCURS)(Continuous) I. CAST-IN-PLACE CAISSONS (Continuous) J. SOILS COMPLIANCE (Per Soils Report) EXPOSURE REQUIREMENTS FOR CONCRETE BY EXPOSURE CLASS (ACI 318-19, Table 19.3.2.1) CLASS MAX. W/C MIN. F'c (PSI) ADDITIONAL REQUIREMENTS AIR CONTENT LIMITS ON CEMENT. MAT'L. EXPOSURE CLASS MAX. W/C MIN. F'c (PSI) CEMENTITIOUS MATERIAL TYPE ASTM C150 S0 N/A 2,500 S1 0.50 4,000 S2 0.45 4,500 S3 0.45 4,500 ASTM C595 ASTM C1157 CALCIUM CHLORIDE ------------ II V V+POZZOLAN or SLAG TYPE WITH (MS) DESIGNATION TYPE WITH (HS) DESIGNATION TYPES WITH (HS) DESIGNATION + POZ MS HS HS+POZZOLAN or SLAG --- NOT PERMITTED NOT PERMITTED EXPOSURE CLASS MAX. W/C MIN. F'c (PSI) W0 N/A 2,500 W1 N/A 2,500 NONE 26.4.2.2(d) EXPOSURE CLASS MAX. W/C MIN. F'c (PSI) MAX. CHLORIDE ION CONTENT % BY WT. REINFORCED CONC. C0 N/A 2,500 C1 N/A 2,500 C2 0.40 5,000 RELATED PROVISIONS 1.00 NONE 0.30 0.15 --- CONCRETE COVER PRESTRESSED CONC. 0.06 0.06 0.06 ADDITIONAL REQUIREMENTS 1,2 4 5,6 6 7 7 5 9,10 1,2 1,2 1,2 FREEZING/THAWING SULFATE IN CONTACT WITH WATER CORROSION PROTECTION OF REINFORCEMENT NOTES: 1.THE w/cm IS BASED ON ALL CEMENTITIOUS AND SUPPLEMENTARY CEMENTITIOUS MAT. IN THE CONCRETE MIXTURE. 2.THE MAXIMUM w/cm LIMITS DO NOT APPLY TO LIGHTWEIGHT CONCRETE. 3.FOR PLAIN CONCRETE, THE MAXIMUM w/cm SHALL BE 0.45 AND THE MINIMUM F'c SHALL BE 4,500 PSI. 4.ALTERNATIVE COMBINATIONS OF CEMENTITIOUS MAT. TO THOSE LISTED ARE PERMITTED FOR ALL SULFATE EXPOSURE CLASSES WHEN TESTED FOR SULFATE RESISTANCE AND MEETING THE CRITERIA IN 26.4.2.2(c). 5.FOR SEAWATER EXPOSURE, OTHER TYPES OF PORTLAND CEMENTS WITH TRICALCIUM ALUMINATE (C3A) CONTENTS UP TO 10 PERCENT ARE PERMITTED IF THE w/cm DOES NOT EXCEED 0.40. 6.OTHER AVAILABLE TYPES OF CEMENT SUCH AS TYPE I OR TYPE III ARE PERMITTED IN EXPOSURE CLASSES S1 OR S2 IF THE C3A CONTENTS ARE LESS THAN 8 PERCENT FOR EXPOSURE CLASS S1 OR LESS THAN 5 PERCENT FOR EXPOSURE CLASS S2. 7.THE AMOUNT OF THE SPECIFIC SOURCE OF THE POZZOLAN OR SLAG CEMENT TO BE USED SHALL BE AT LEAST THE AMOUNT THAT HAS BEEN DETERMINED BY SERVICE RECORD TO IMPROVE SULFATE RESISTANCE WHEN USED IN CONCRETE CONTAINING TYPE V CEMENT. ALTERNATIVELY, THE AMOUNT OF THE SPECIFIC SOURCE OF THE POZZOLAN OR SLAG CEMENT TO BE USED SHALL BE AT LEAST THE AMOUNT TESTED IN ACCORDANCE WITH ASTM C1012 AND MEETING THE CRITERIA IN 26.4.2.2(c). 8.IF TYPE V CEMENT IS USED AS THE SOLE CEMENTITIOUS MAT., THE OPTIONAL SULFATE RESISTANCE REQUIREMENT OF 0.040 PERCENT MAXIMUM EXPANSION IN ASTM C150 SHALL BE SPECIFIED. 9.THE MASS OF SUPPLEMENTARY CEMENTITIOUS MAT. USED IN DETERMINING THE CHLORIDE CONTENT SHALL NOT EXCEED THE MASS OF THE PORTLAND CEMENT. 10.CRITERIA FOR DETERMINATION OF CHLORIDE CONTENT ATRE IN 26.4.2.2. 11.CONCRETE COVER SHALL BE IN ACCORDANCE WITH 20.5. 3 3 W2 0.50 4,000 26.4.2.2(d) OR SLAG OPT. 1 0.40 5,000OPT. 2 V 8 TYPE WITH (HS) DESIGNATION HS NOT PERMITTED 11 FLAT BLOCKING TO TRUSS AND WEB FILLER, FACE NAIL 16d COMMON @ 6" O.C. 2. CEILING JOIST TO TOP PLATE, TOENAIL EACH END 3-8d 3. CEILING JOIST LAPS (NON-PARALLEL CONDITION), FACE NAIL 3-16d 4. CEILING JOIST ATTACHED TO PARALLEL RAFTER, FACE NAIL TABLE 2308.7.3.1 5. COLLAR TIE TO RAFTER, FACE NAIL EACH RAFTER 3-10d 6. RAFTER/ROOF TRUSS TO PLATE, 2 TOENAILS & 1 TOENAIL PER SIDE 3-10d 7. RAFTER TO RIDGE/HIP/VALLEY, TOE NAIL 3-10d RAFTER TO RIDGE/HIP/VALLEY, END NAIL 2-16d 8. STUD TO STUD (NON-BRACED WALLS), FACE NAIL 16d COMMON @ 24" O.C. 16d BOX @ 16" O.C. 9. STUDS AT CORNERS (BRACED WALLS), FACE NAIL 16d COMMON @ 16" O.C. 16d BOX @ 12" O.C. 10. BUILT-UP HEADER WITH 1/2" SPACER FACE NAIL 16d COMMON @ 16" O.C. 16d BOX @ 12" O.C. 4-8d 12. TOP PLATE TO TOP PLATE, FACE NAIL 16d COMMON AT 16" O.C. 10d BOX @ 12" O.C. 13. DOUBLE TOP PLATE SPLICE, FACE NAIL EACH SIDE 8-16d 14. BOTTOM PLATE TO RIM (NON-BRACED WALLS) FACE NAIL 16d COMMON AT 16" O.C. 16d BOX @ 12" O.C. 15. BOTTOM PLATE TO RIM (BRACED WALLS), FACE NAIL 2-16d 16. TOP/BOTTOM PLATE TO STUD, TOENAIL 4-8d TOP/BOTTOM PLATE TO STUD, END NAIL 2-16d 17. TOP PLATE LAPS AT CORNERS/INTERSECTIONS, FACE NAIL 2-16d 18. 1" BRACE TO EACH STUD AND PLATE, FACE NAIL 2-8d 19. 1X6 SHEATHING TO BEARING, FACE NAIL 2-8d 20. 1X8 SHEATHING TO BEARING, FACE NAIL 3-8d 21. JOIST TO SILL/TOP PLATE/GIRDER, TOE NAIL 3-8d 22. RIM/BAND JOIST OR BLK'G TO SILL/TOP PLATE, TOE NAIL 8d COMMON @ 6" O.C. 8d BOX @ 4" O.C. 23. 1X6 SUBFLOOR TO EACH JOIST, FACE NAIL 2-8d 24. 2" SUBFLOOR TO JOIST OR GIRDER, FACE NAIL 2-16d 25. 2" PLANKS 2-16d AT EACH BEARING 26. BAND/RIM JOIST TO JOIST, END NAIL 3-16d 27. BUILT-UP GIRDERS AND BEAMS FACE NAIL 20d COMMON @ 32" O.C. 28. LEDGER STRIP SUPPORTING JOISTS, FACE NAIL 3-16d 29. BRIDGING TO JOIST, TOE NAIL 2-8d 11. CONTINUOUS HEADER TO STUD, TOE NAIL BLOCKING BETWEEN RAFTER/TRUSS NOT AT T.P., EA. END, TOENAIL 2-8d 1. RAFTER/JOIST BLOCKING TO TOP PLATE, TOENAIL 3-8d 2-20d AT ENDS & SPLICE 1.THE GENERAL CONTRACTOR AND EACH SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS AND SITE CONDITIONS BEFORE STARTING STARTING ANY WORK. THE ENGINEER ( DONG ENG. ) SHALL BE NOTIFIED OF ANY AND ALL DISCREPANCIES. 2.DIMENSIONING SHALL TAKE PRECEDENCE OVER SCALES SHOWN ON DRAWINGS. TYPICAL DETAILS AND GENERAL NOTES ARE MINIMUM REQUIREMENTS TO BE USED WHEN CONDITIONS ARE NOT SHOWN OTHERWISE. 3.NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS. WHERE NO DETAILS ARE SHOWN CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ON PROJECT. 4.ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE 2022 EDITION OF THE CALIFORNIA BUILDING CODE (CBC), AND ANY OTHER REGULATING AGENCIES WHICH HAVE AUTHORITY OVER ANY PORTION OF THE WORK, INCLUDING THE STATE OF CALIFORNIA DIVISION OF INDUSTRIAL SAFETY, AND THOSE CODES AND STANDARDS LISTED IN THESE NOTES AND SPECIFICATIONS. 5.APPROVAL BY THE INSPECTOR DOES NOT CONSTITUTE AUTHORITY TO DEVIATE FROM THE PLANS AND/OR SPECIFICATIONS. ANY DESIGN WHICH FAILS TO BE CLEAR OR IS AMBIGUOUS MUST BE REFERRED TO THE ENGINEER (DONG ENG.) FOR INTERPRETATION OR CLARIFICATION. 6.SEE ARCHITECTURAL, ELECTRICAL AND MECHANICAL DRAWINGS FOR PITS, TRENCHES, ROOF OPENINGS, DEPRESSIONS ETC. NOT SHOWN ON STRUCTURAL DRAWINGS. 7.VIBRATION EFFECTS OF MECHANICAL EQUIPMENT HAVE NOT BEEN CONSIDERED BY ENGINEER. 8.THE DESIGN ADEQUACY AND SAFETY OF ERECTION BRACING, SHORING, TEMPORARY SUPPORTS, ETC. IS SOLE RESPONSIBILITY OF THE CONTRACTOR, AND HAS NOT BEEN CONSIDERED BY THE ENGINEER (DONG ENG.). THE CONTRACTOR IS RESPONSIBLE FOR THE STABILITY OF THE STRUCTURE PRIOR TO THE APPLICATION OF ALL SHEAR WALLS, ROOF AND FLOOR DIAPHRAGMS AND FINISH MATERIALS. HE/SHE SHALL PROVIDE THE NECESSARY BRACING TO PROVIDE STABILITY PRIOR TO THE APPLICATION OF THE AFOREMENTIONED MATERIALS. STRUCTURAL OBSERVATION JOB SITE VISITS BY THE ENGINEER SHALL NOT INCLUDE INSPECTION OF THE ABOVE ITEMS. 9.CONTRACTOR SHALL INVESTIGATE SITE DURING CLEARING AND EARTHWORK OPERATIONS FOR FILLED EXCAVATIONS OR BURIED STRUCTURES SUCH AS CESSPOOLS, CISTERNS, FOUNDATIONS, ETC. IF ANY SUCH STRUCTURES ARE FOUND, THE ENGINEER (DONG ENG.) AND THE ARCHITECT SHALL BE NOTIFIED IMMEDIATELY. 10.CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED FLOORS OR ROOF. LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT. PROVIDE ADEQUATE SHORING AND/OR BRACING WHERE STRUCTURE HAS NOT ATTAINED DESIGN STRENGTH. 11.CONSTRUCTION DOCUMENTS IDENTIFIED AS "BID SET" ON ANY OR ALL SHEETS MAY BE SUBJECT TO REVIEW. THIS REVIEW MAY RESULT IN CHANGES WHICH MAY BE MADE TO THE PLANS PRIOR TO THE ISSUANCE OF THE FINAL CONSTRUCTION SET WHICH WILL CONTAIN NO "BID SET" DESIGNATIONS. CONSTRUCTION DOCUMENTS IDENTIFIED AS "BID SET" ARE NOT CONSTRUED AS BEING THE COMPLETED OR FINAL DRAWINGS AND THEY SHOULD NOT IN ANY WAY BE USED AS SUCH. 12.ALL GUARD AND HANDRAILS SHALL BE DESIGNED TO WITHSTAND A POINT LOAD OF 200 POUNDS APPLIED IN ANY DIRECTION AND AT ANY POINT TO TOP RAIL. A 50 PLF LOAD IS REQUIRED AT 3-STORY AND MULTI-FAMILY PROJECTS. IF OCCUPANT LOAD IS LESS THAN 50, A 20 PLF LOAD MAY BE USED. 13.THESE PLANS ARE INTENDED SOLELY FOR THE USE OF THE OWNER FOR CONSTRUCTION AND ARE EXPRESSLY NOT INTENDED FOR USE IN MARKETING. EXTERIOR ELEVATIONS AND OTHER DETAILS ON THESE PLANS ARE ONLY A REPRESENTATION AND MAY VARY SIGNIFICANTLY FROM THE ACTUAL CONSTRUCTION. 14.SLAB-ON-GRADE REQUIREMENTS TO BE PER THE SOIL ENGINEERS RECOMMENDATIONS SOLELY, U.N.O. THE SLAB-ON-GRADE IS A NON-STRUCTURAL ITEM AND THEREFORE HAS NOT BEEN DESIGNED BY THE STRUCTURAL ENGINEER, UNLESS NOTED OTHERWISE. 15.IN THE EVENT OF CONFLICT BETWEEN THE ARCHITECTURAL GENERAL NOTES AND THE STRUCTURAL GENERAL NOTES (SHT S.0), THE MORE STRINGENT REQUIREMENT SHALL GOVERN. 1.ALL REINFORCING SHALL BE ASTM A-615 GRADE 40 FOR #4 BARS AND SMALLER. ALL REINFORCING SHALL BE ASTM A-615 GRADE 60 FOR #5 BARS AND LARGER. WELDED WIRE FABRIC TO BE ASTM A-185, LAP 1-1/2 SPACES, 9" MIN. FOR STRUCTURAL SLABS ALL REINFORCING #5 AND LARGER TO BE ASTM A-615 GRADE 60 2.ALL BARS SHALL BE DEFORMED AS PER ASTM A615 / A615M. 3.ALL BARS SHALL BE CLEAN OF LOOSE FLAKY RUST, GREASE OR OR OTHER MATERIALS LIKELY TO IMPAIR BOND. 4.ALL BENDS SHALL BE MADE COLD. 5.SPLICING OF #3-#6 BARS SHALL HAVE A MIN. LAPPING OF 30 DIA. OR 2'-0" MIN. IN ALL CONTINUOUS REINFORCEMENT OF FOOTINGS AND CONCRETE WALLS, EXCEPT AS NOTED ON PLANS. MASONRY REINFORCEMENT SHALL HAVE LAPPINGS OF 40 DIA. FOR GRADE 40 AND 48 DIA. FOR GRADE 60 OR 2'-0" MIN., U.N.O. 6.ALL REINFORCING BARS SHALL BE ACCURATELY AND SECURELY PLACED BEFORE POURING CONCRETE. 7.CONCRETE PROTECTION FOR REINFORCEMENT SHALL BE AT LEAST EQUAL TO THE DIAMETER OF THE BARS. COVER SHALL BE AS FOLLOW: 1.SPECIAL INSPECTION IS REQUIRED PER CBC SECTION 109, 1704 & 1707 FOR THE FOLLOWING CONDITIONS: 1.ALL CONCRETE SHALL CONFORM TO THE LATEST EDITION OF THE CALIFORNIA CRC CODE. 2.CONCRETE SHALL CONFORM TO "EXPOSURE CLASS" REQUIREMENTS OF ACI 318-19 REFER TO SOILS REPORT FOR SOIL CONDITIONS. 3.ALL CEMENT SHALL CONFORM TO ASTM C-150, C-595 OR C-1157. USE CEMENT TYPE ................................................ TYPE V 4.FINE AND COARSE AGGREGATE SHALL CONFORM TO ASTM C-33 FOR STANDARD WEIGHT CONCRETE AND ASTM C-330 FOR LIGHTWEIGHT CONCRETE. 5.CONCRETE FOR SLAB-ON-GRADE SHALL HAVE A MAX. SLUMP OF 5" PER ASTM C-143 AND MAX. SLUMP OF 4" FOR FOOTINGS AND GRADE BEAMS, U.N.O. READY-MIX CONCRETE SHALL BE MIXED AND DELIVERED PER ASTM C-94. 6.DRYPACK SHALL BE COMPOSED OF ONE PART PORTLAND CEMENT TO NOT MORE THAN THREE PARTS SAND. 7.ANCHOR BOLTS, HOLDOWN BOLTS, DOWELS, INSERTS, ETC. SHALL BE SECURED INTO PLACE AND INSPECTED PRIOR TO POURING CONCRETE. 8.CONCRETE SHALL BE CURED BY KEEPING CONTINUOUSLY WET FOR 10-DAYS OR BY AN APPROVED CURING COMPOUND. 9.REFER TO ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING DRAWINGS FOR MISCELLANEOUS ITEMS TO BE CAST INTO CONCRETE AND FLOOR STEPS, DEPRESSIONS, PITS, CURBS, ETC. 10.SEE ARCHITECTURAL DRAWINGS FOR LOCATIONS OF EXPANSION JOINTS, A/C PADS, SCORING, ETC. FOR CONCRETE WALKS AND SLABS. 11.ALL STRUCTURAL CONCRETE ...............................F'c = 4,000 PSI ALL SLAB-ON-GRADE ............................................... F'c = 4,000 PSI ALL CONTINUOUS FOOTINGS AND PADS ............. F'c = 4,000 PSI ALL CONCRETE SHALL REACH MINIMUM COMPRESSIVE STRENGTH 28 - DAYS (MIN. W/C RATIO=0.5). 12.ALL CONCRETE WITH F'c GREATER THAN 3,000 PSI SHALL HAVE SPECIAL INSPECTION PER SECTION 1704 & 1707 OF THE CALIFORNIA BUILDING CODE (CBC 2022) UNLESS NOTED OTHERWISE. F0 N/A 2,500 N/A N/A F1 0.55 3,500 ACI 318-19 TABLE 19.3.3.3 N/A F2 0.45 4,500 ACI 318-19 TABLE 19.3.3.3 N/A F3 0.40 5,000 ACI 318-19 TABLE 19.3.3.3 ACI 318-19 TABLE 26.4.2.2(b) 1.ALL STRUCTURAL SAWN LUMBER SHALL BE GRADED BY ONE OF THE FOLLOWING: W.C.L.I.B., W.W.P.A., N.L.G.A, or PS 20. 2.ALL WOOD BEARING ON CONCRETE OR MASONRY SHALL BE PRESSURE TREATED DOUGLAS FIR (PTDF), U.N.O 3.HOLES FOR BOLTS SHALL BE BORED WITH A BIT 1/32" TO 1/16" LARGER THAN THE NOMINAL BOLT DIAMETER. 4.ALL BOLTS SHALL BE RE-TIGHTENED PRIOR TO APPLICATION OF FINISH MATERIALS (PLYWOOD, PLASTER, DRYWALL, INSULATION, ETC.) 5.STRUCTURAL MEMBERS SHALL NOT BE CUT FOR PIPES, ETC. UNLESS SPECIFICALLY NOTED OR DETAILED. CONTACT ENGINEER IF NOT SHOWN. 6.2X SOLID BLOCKING SHALL BE PLACED BETWEEN JOISTS AND/OR RAFTERS AT ALL SUPPORTS, EXCEPT WHEN LEDGERED (U.N.O.) 7.CROSS-BRIDGING SHALL BE PROVIDED AT 8'-0" O.C. MAX. FOR ALL 2X FLOOR JOISTS OVER 10" IN DEPTH AND ALL 2X ROOF RAFTERS OVER 10" DEPTH. USE SOLID BLOCKING OR AN APPROVED METAL TYPE BRIDGING. 8.ALL STRUCTURAL PLYWOOD SHALL BE A.P.A. RATED SHEATHING (OR OSB) EXPOSURE 1 OR EXTERIOR UNLESS NOTED OTHERWISE AND CONFORM TO DOC PS1 OR PS2. EACH SHEET SHALL BE IDENTIFIED BY GRADE MARK OF D.F.P.A OR A.P.A. 9.ALL BOLTS BEARING ON WOOD SHALL HAVE STANDARD CUT WASHERS UNDER HEAD AND NUT UNLESS NOTED OTHERWISE. 10.ALL METAL ANCHORS, FASTENERS AND CONNECTORS ETC. SHALL BE FROM "SIMPSON STRONG-TIE" (TM). SUBSTITUTIONS MUST BE ICC-ESR PRODUCTS AND PRE-APPROVED IN WRITING BY ENGINEER (DONG ENG.). 11.ALL STRUCTURAL LUMBER SHALL BE DOUGLAS FIR-LARCH (OR BTR.), 19% MAX. MOISTURE CONTENT, OF THE FOLLOWING GRADES, U.N.O.: 2X4 STUDS (UP TO 10')..................... "STANDARD" OR BETTER 2X4 STUDS (OVER 10')......................NO.2 OR BETTER 2X PLATES & 3X PLATES.................. "CONSTRUCTION GRADE" OR BETTER 2X6 STUDS......................................... NO.2 2X JOIST............................................. NO.2 BEAMS AND STRINGERS 4X10 AND SMALLER.......................... NO.2 4X12 AND LARGER........................... NO.1 6X AND 8X........................................... NO.1 4x POST/TIMBERS AND LARGER .... NO.1 ROOF PLANKING AND DECKING...... COM.DEX. BOARD SHTG. AND STRIPPING........ SUITABLE FOR INTENDED USE. 32.TOP PLATE BREAKS AND SPLICES SHALL OCCUR OVER A STUD OR POST. 33.PROVIDE SOLID BLOCKING BETWEEN PERPENDICULAR JOIST AT BEARING AND AT SHEAR WALLS. 34.ALL EXPOSED BEAMS AND HEAVY TIMBER RECOMMENDED TO BE FREE OF HEART CENTER (FOHC). 35.ALL ISOLATED POSTS AND BEAMS TO HAVE SIMPSON ABU's, PB's AND/ OR BC's MINIMUM, UNLESS NOTED OTHERWISE. 36.ALL SIMPSON HDU, HTT, HDQ, HHDQ, AND CB HOLDOWNS TO BE FASTENED TO 4x4 POST MIN., U.N.O. 37. ALL EXTERIOR WALLS AND INTERIOR BEARING WALLS ARE TO BE SECURED WITH MIN. 5/8" DIA. x 12" ANCHOR BOLTS AT 72 in. O.C., U.N.O. MIN. (2) BOLTS PER PIECE WITH (1) BOLT LOCATED NOT MORE THAT 12" OR LESS THAN 7 BOLT DIA. FROM EACH END AND/OR SPLICE OF THE PIECE. 38.ALL INTERIOR NON-SHEAR WALLS TO BE SECURED WITH ICC-ESR APPROVED SHOT PINS WITH CADMIUM WASHERS AT 32" O.C. PER MANUF. SPECS., U.N.O. PROVIDE ANCHOR 6" FROM ALL CORNERS AND SPLICES. 39.ALL CONVENTIONAL FRAME PORTIONS OF STRUCTURE ARE TO BE CONSTRUCTED PER CRC. 40.ALL SHOP DRAWINGS ARE TO BE REVIEWED BY THE GENERAL CONTRACTOR AND THE ARCHITECT PRIOR TO SUBMITTAL FOR ENGINEER ( DONG ENG. ) REVIEW. 41.PROVIDE MIN. 2X6 RAFTERS AT 24" O.C. WITH MAX. SPAN OF 6'-0"± BRACED TO FRAMING BELOW AT OVERSTACK ("CALIFORNIA") FRAMING. 42.PROVIDE DOUBLE 2X SOLE PLATES WITH PROGRESSIVE SOLE PLATE NAILING AS SPECIFIED ON THE PLANS AT BOTH PLATES WHERE 1 1/2" LIGHT WEIGHT CONCRETE IS USED AT THE FLOOR. 43.WHERE BOTH TOP PLATES ARE BROKEN, SPLICE WITH ST6224 MIN. U.N.O. 44.COMMON NAILS SHALL BE USED FOR ALL SHEATHING AND TOP PLATE SPLICES. BOX NAILS MAY BE USED AT SOLE PLATE NAILING. ALL HARDWARE SHALL BE INSTALLED WITH NAILS PER THE MANUFACTURERS SPECIFICATIONS AND RECOMMENDATIONS. 45.ALL HEADERS SHALL BE FRAMED WITH A MINIMUM OF (1) 2X4 TRIMMER AND (1) 2X4 KING STUD AT EACH END, U.N.O. 46.AT ANY SOLE PLATES OR TOP PLATES CUT FOR PIPES, PROVIDE A .058" THICK (16 1 GA.) AND 1 " WIDE PLATE ACROSS EACH SIDE OF OPENING WITH NOT LESS THAN (6) 2 16d NAILS. 47.PROVIDE SOIL BLOCKING AT SOFFIT CEILINGS. 48.SHEAR SHALL BE CONTINUOUS FROM BOTTOM PLATES TO TOP PLATES., U.N.O. 49.STAIR STRINGER SHALL BE 2x12 DF#1 AT MAX. 16" O.C., U.N.O. 50.A SINGLE TOP PLATE IS PERMITTED PROVIDED THE PLATE IS ADEQUATELY TIED AT JOINTS, CORNERS AND INTERSECTING WALLS BY AT LEAST THE EQUIVALENT OF 3 IN, X 6 IN. X .036 IN. THICK GALVANIZED STEEL PLATE THAT IS NAILED TO EACH WALL OR SEGMENT OF WALL BY (6) 8d NAILS OR EQUIVALENT. 51.FASTENERS IN CONTACT WITH PRESSURE TREATED OR PRESERVATIVE TREATED LUMBER SHALL BE HOT DIPPED ZINC COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE OR COPPER. EXCEPTION: PLAIN CARBON STEEL FASTENERS IN SBX/DOT AND ZINC BORATE PRESERVATIVE-TREATED WOOD IN AN INTERIOR, DRY ENVIRONMENT SHALL BE PERMITTED. 1.ALL SITE PREPARATION, EXCAVATION AND COMPACTION SHALL BE DONE UNDER THE SUPERVISION OF THE SOIL ENGINEER. 2.SEPARATE PERMITS SHALL BE OBTAINED FOR ALL FENCES, PLANTERS AND WALLS, AS REQUIRED. 3.PROVIDE NON-EXPANSIVE FILL AS REQUIRED TO LEVEL PAD. 4.SURFACE WATER WILL DRAIN AWAY FROM BUILDING. DRAINAGE SHALL BE 2% (MIN.) FROM BUILDING TO SWALE LINE. SWALE SHALL DRAIN AT 1% (MIN.) FROM REAR OF BUILDING TO STREET. 5.THERE SHALL BE NO UTILITY TRENCH NEAR THE BUILDING FOUNDATION WHICH EXTEND DEEPER THAN A 45 DEGREE LINE PROJECTED DOWN AND AWAY FROM THE BOTTOM OUTSIDE CORNER OF ANY FOOTING. 6.SLAB SUBGRADE REQUIREMENTS ARE NOT WITHIN THE SCOPE OF WORK AND/OR LIABILITY OF ENGINEER ( DONG ENG. ). THE SUBGRADE CONFIGURATION SHOWN IN DETAIL 1/SD1 OR THE POST-TENSION DETAILS REFLECT THE GENERAL RECOMMENDATIONS OF THE SOILS ENGINEER, AND/OR THE SITE CONDITIONS. IT IS THE RESPONSIBILITY OF THE OWNER TO REVIEW THE SLAB SUBGRADE CONFIGURATION WITH THE SOILS ENGINEER, AND CONCRETE/FLOORING CONTRACTORS, FOR ADEQUATE MOISTURE PROTECTION. PLEASE REFER TO THE SOILS REPORT FOR ADDITIONAL RECOMMENDATIONS. THE SUBGRADE MOISTURE/VAPOR RETARADER SHALL MEET THE CONFORMANCE OF ASTM E1745 CLASS A or B MATERIAL. 7.ALL HOLDOWN ANCHORS, POST BASES AND HOLDOWN BOLTS SHALL BE TIED INTO PLACE PRIOR TO FOUNDATION INSPECTION. 8.PLACE 20'-0" REBAR IN FOUNDATION AT SERVICE LOCATIONS. STUB UP REBAR ABOVE THE FLOOR BY ELECTRIC SERVICE METERS. 9.FOR THE LOCATION OF CONTROL JOINTS, REFER TO THE FOUNDATION PLAN. (ZIP STRIP OR EQUAL). MINIMUM OF 20'-0" O.C. EACH WAY IS RECOMMENDED. 10.DRIVEWAY PAVING SHALL BE 4" PORTLAND CEMENT CONCRETE (5 SACKS MIN.), U.N.O. 11.FOR POST-TENSION SLAB, REFER TO APPROVED PLANS PREPARED BY OTHERS (WHEN OCCURS). 12.MINIMUM SLAB REINFORCEMENT AND PAD REQUIREMENT SHALL CONFORM TO THE SOILS ENGINEER'S RECOMMENDATIONS, U.N.O.. 1.THE DEPICTIONS OF ALL MISCELLANEOUS FABRICATED METAL PRODUCTS SHOWN HEREON ARE NOT INTENDED TO BE USED AS FABRICATION SHOP DRAWINGS. THE METAL FABRICATOR SHALL BE RESPONSIBLE FOR ALL METAL FABRICATION DESIGNS IN ACCORDANCE WITH ALL NATIONAL, STATE AND LOCAL CODES AND POLICIES AS WELL AS THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC) AND ANY OTHER INDUSTRY STANDARDS. ALL METAL FABRICATION DESIGNS ARE TO BE SUBMITTED TO, AND APPROVED BY, THE LOCAL BUILDING INSPECTION DEPARTMENT RESPONSIBLE FOR THE PROJECT PRIOR TO FABRICATION. ALL DETAILS, DIMENSIONS, ETC., SHOWN HEREON ARE INTENDED TO BE SCHEMATIC AND THE DESIGN IS TO BE VERIFIED WITH ALL AFFECTED FIELD CONDITIONS. SUBCONTRACTORS AND THE REQUIREMENTS OF ALL GOVERNING AGENCIES AND FABRICATION STANDARDS. FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH "SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS", AISC, CURRENT EDITION. STEEL SHALL CONFORM TO ASTM A-992, U.N.O. 2.ALL WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS, USING THE ELECTRIC SHIELDING PROCESS AND CONFORMING TO AWS D1.1 SPECIFICATIONS, E70XX ELECTRODE. 3.ALL STRUCTURAL STEEL SHALL BE FABRICATED IN THE SHOP OF A LICENSED FABRICATOR AND SHOP DRAWINGS SHALL BE SUBMITTED TO ENGINEER ( DONG ENG. ), ARCHITECT, GENERAL CONTRACTOR AND OWNER FOR APPROVAL PRIOR TO FABRICATION. AN PROPOSED DEVIATION, ADDITION OR QUESTIONS SHALL BE NOTED CONSPICUOUSLY AND CLEARLY ON THE SHOP DRAWINGS. STEEL FABRICATOR SHALL FIELD VERIFY ALL DIMENSIONS PRIOR TO ERECTION TO PROVIDE FOR A PROPER FIT. 4.ALL FIELD WELDING (EXCEPT MINOR AND TACK WELDING) SHALL BE CONTINUOUSLY INSPECTED BY AN APPROVED WELDING INSPECTOR. WELDING AT BRACED & MOMENT FRAMES SHALL HAVE WELDING FILLER METAL WITH CHARPY V-NOTCH (CVN) TOUGHNESS OF 20 ft-lb AT 70 deg (E70T-4 IS PROHIBITED). 5.USE 3/4" ROUND MACHINE BOLTS, 13/16" ROUND HOLES, FOR ALL CONNECTIONS, UNLESS OTHERWISE SHOWN. ALL BOLTS SHALL CONFORM TO ASTM A-307 FOR UNFINISHED BOLTS, EXCEPT WHERE SPECIFICALLY NOTED AS "HIGH STRENGTH" BOLTS WHICH SHALL CONFORM TO ASTM A-325 OR ASTM A-490. HI-TENSILE BOLTS SHALL BE THE FRICTION TYPE AND THERE SHALL BE NO PAINT, OIL, LACQUER, OR GALVANIZING BETWEEN THE CONTACT SURFACE. HIGH STRENGTH BOLTS REQUIRE SPECIAL INSPECTION PER CBC SECTIONS 1704 AND 1707. 6.ALL STEEL EXPOSED TO WEATHER SHALL BE HOT-DIPPED GALVANIZED AFTER FABRICATION. 7.PIPE COLUMNS SHALL CONFORM TO ASTM A-53-B (TYPE E OR S). 8.TUBE COLUMNS SHALL CONFORM TO ASTM A-501 OR A-500 GRADE B. 9.WHERE FINISH IS ATTACHED TO STRUCTURAL STEEL, PROVIDE 1/2"x3" NELSON STUDS AT 3'-0" O/C FOR ATTACHMENT OF NAILERS, U.N.O. SEE ARCHITECTURAL DRAWINGS FOR FINISHES. 10.NONDESTRUCTIVE TESTING PER 2019 CBC SECTION 1703 ON STEEL MOMENT CONNECTION BETWEEN STEEL BEAM AND STEEL COLUMN, ALL FULL PENETRATION GROOVE WELDS CONTAINED IN JOINTS AND SPLICES SHALL BE TESTED 100 PERCENT EITHER BY ULTRASONIC TESTING OR BY RADIOGRAPHY. 23/32" APA RATED STURD-I-FLOOR T&G EXP I WITH MIN. SPAN RATING OF 24" O.C. REFER TO NER 108 FOR INSTALLATION AND CONDITIONS OF USE WITH 10d COMMON NAILS AT 6" O.C. EDGES & BOUNDARIES, 12" O.C. FIELD. USE RING OR SCREW SHANK NAILS AND GLUE SHEATHING TO FRAMING USING ADHESIVES MEETING APA SPECIFICATION AFG-01 OR ASTM D3498. APPLY GLUE IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. AS AN ALTERNATE TO 10D COMMON NAILS, THE FOLLOWING FASTNERS CAN BE USED: GRABBER PLYWOOD SCREWS (ICC-ER-5280), OR SIMPSON STRONG-TIE QUICK DRIVE SCREWS (ICC-ER-1472), MIN 2" LONG @ 6" O.C. B.S., @ 6" O.C. E.S. AND 12" O.C. F.S. 15/32" APA RATED SHEATHING EXP 1 WITH A MIN. PANEL INDEX OF 32/16. REFER TO NER 108 FOR INSTALLATION AND CONDITIONS OF USE WITH 8d COMMON NAILS AT 6" O.C. EDGES & BOUNDARIES, 12" O.C. FIELD.. NOTE: ALL STRUCTURAL RATED PANELS MUST BE STAMPED BY ONE OF THE FOLLOWING APPROVED AGENCIES, APA, PFS/TECO OR PITTSBURG. 1.ALL GLUED LAMINATED MEMBERS SHALL BE MADE OF 1-1/2" DOUGLAS-FIR LARCH (DF)LAMINATIONS, COMBINATION 24F-V4 PER AITC/APA (U.N.O.). 2.DESIGN VALUES: Fb=2400 PSI; Fv=240 PSI; E=1.8X106 PSI 3.INDUSTRIAL APPEARANCE GRADE PER APA-EWS SHALL BE USED, WITH A MOISTURECONTENT BETWEEN 7 - 14 PERCENT, UNLESS NOTED OTHERWISE. 4.FABRICATOR SHALL BE A MEMBER OF AITC AND ALL FABRICATION SHALL BE PERFORMED IN ACCORDANCE WITH AITC-A190.1 & ASTM-3737. LUMBER SHALL BE MARKED WITH AN AITC or APA-EWS GRADE STAMP INDICATING CONFORMANCE WITH ALL APPLICABLE SPECIFICATIONS AND REQUIREMENTS. 5.GLUED LAMINATED MEMBERS SHALL BE ACCOMPANIED BY A CERTIFICATE OF INSPECTION. CONTRACTOR SHALL BEAR EXPENSES OF INSPECTION AND TESTS. A CERTIFICATE OF INSPECTION SHALL BE SUBMITTED TO THE BUILDING DEPARTMENT PRIOR TO INSTALLATION. 6.ALL GLUED LAMINATED BEAMS WILL HAVE A STANDARD CAMBER BASED ON A RADIUS = 3500, UNLESS NOTED OTHERWISE. 7.PARALLAM PSL 2.0E BY I-LEVEL PER ESR-1387 & LARR-25202 f b = 2900 PSI; fv = 290 PSI; E = 2.0x106 PSI TIMBERSTRAND LSL 1.55E BY I-LEVEL PER ESR-1387 & LARR-25202 f b = 2250 PSI; fv = 310 PSI; E = 1.55x106 PSI MICROLAM LVL BY I-LEVEL PER ESR-1387 & LARR-25202 f b = 2600 PSI; fv = 285 PSI; E = 2.0x106 PSI 8.ALTERNATE ENGINEERED WOOD PRODUCTS MUST BE APPROVED IN WRITING BY ENGINEER (DONG ENGINEERING) PRIOR TO INSTALLATION. 9.PROVIDE MULTIPLE 2x4 SQUASH BLOCKS UNDER BEARING POINT LOAD (POST) (OR MSB) FROM ABOVE TO TOP PLATES BELOW AT FLOOR LEVEL. 10.I-LEVEL I-JOISTS PER ICC ESR#1533, RR#25538 LOUISIANA PACIFIC I-JOISTS PER ICC ESR#1130, RR#25176 BOISE CASCADE I-JOISTS PER ICC ESR#1336, RR#24999 ROSEBURG I-JOISTS PER ICC ESR#1251, RR#25439 11.PROVIDE DOUBLE I-JOISTS OR DOUBLE I-JOIST BLOCKS WHEN 16d SOLE PLATE NAILING (SPN) IS LESS THAN 4" O.C. AT SHEAR WALL ABOVE. 12.REFER TO I-JOIST MANUFACTURER SPECIFICATION FOR DRILLING OF HOLES THRU I-JOIST WEB. NOTCHING OF I-JOIST FLANGE IS PROHIBITED. NOTES: 1. COMMON NAILS SHALL BE USED (U.N.O.) 2. JOIST CAN BE EITHER SAWN LUMBER OR I-JOIST PER PLAN (CBC 2022 TABLE 2304.10.2) RESTRICTIVE NOTICE DATE REVISIONS SHEET DESCRIPTION PROJECT OWNER PROJECT ADDRESS STAMP NO: REVISIONS DATE SIGNED: 12/17/24 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 240363 AD U 12 2 5 N . W E S T S T , SA N T A A N A , C A 9 2 7 0 3 12/12/2024 1ST PLAN CHECK1 S.0 GENERAL NOTES GENERAL NOTES CONCRETE LUMBER/CARPENTRY LUMBER/CARPENTRY (cont.) NAILING SCHEDULE (CBC 2022 TABLE 2304.10.2) SHE ARWALL SCHEDULE 1. THE GENERAL CONTRACTOR AND EACH SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS AND SITE CONDITIONS BEFORE STARTING STARTING ANY WORK. THE ENGINEER ( DONG ENG. ) SHALL BE NOTIFIED OF ANY AND ALL DISCREPANCIES. 2. DIMENSIONING SHALL TAKE PRECEDENCE OVER SCALES SHOWN ON DRAWINGS. TYPICAL DETAILS AND GENERAL NOTES ARE MINIMUM REQUIREMENTS TO BE USED WHEN CONDITIONS ARE NOT SHOWN OTHERWISE. 3. NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS. WHERE NO DETAILS ARE SHOWN CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ON PROJECT. 4. ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE 2022 EDITION OF THE CALIFORNIA BUILDING CODE (CBC), AND ANY OTHER REGULATING AGENCIES WHICH HAVE AUTHORITY OVER ANY PORTION OF THE WORK, INCLUDING THE STATE OF CALIFORNIA DIVISION OF INDUSTRIAL SAFETY, AND THOSE CODES AND STANDARDS LISTED IN THESE NOTES AND SPECIFICATIONS. 5. APPROVAL BY THE INSPECTOR DOES NOT CONSTITUTE AUTHORITY TO DEVIATE FROM THE PLANS AND/OR SPECIFICATIONS. ANY DESIGN WHICH FAILS TO BE CLEAR OR IS AMBIGUOUS MUST BE REFERRED TO THE ENGINEER (DONG ENG.) FOR INTERPRETATION OR CLARIFICATION. 6. SEE ARCHITECTURAL, ELECTRICAL AND MECHANICAL DRAWINGS FOR PITS, TRENCHES, ROOF OPENINGS, DEPRESSIONS ETC. NOT SHOWN ON STRUCTURAL DRAWINGS. 7. VIBRATION EFFECTS OF MECHANICAL EQUIPMENT HAVE NOT BEEN CONSIDERED BY ENGINEER. 8. THE DESIGN ADEQUACY AND SAFETY OF ERECTION BRACING, SHORING, TEMPORARY SUPPORTS, ETC. IS SOLE RESPONSIBILITY OF THE CONTRACTOR, AND HAS NOT BEEN CONSIDERED BY THE ENGINEER (DONG ENG.). THE CONTRACTOR IS RESPONSIBLE FOR THE STABILITY OF THE STRUCTURE PRIOR TO THE APPLICATION OF ALL SHEAR WALLS, ROOF AND FLOOR DIAPHRAGMS AND FINISH MATERIALS. HE/SHE SHALL PROVIDE THE NECESSARY BRACING TO PROVIDE STABILITY PRIOR TO THE APPLICATION OF THE AFOREMENTIONED MATERIALS. STRUCTURAL OBSERVATION JOB SITE VISITS BY THE ENGINEER SHALL NOT INCLUDE INSPECTION OF THE ABOVE ITEMS. 9. CONTRACTOR SHALL INVESTIGATE SITE DURING CLEARING AND EARTHWORK OPERATIONS FOR FILLED EXCAVATIONS OR BURIED STRUCTURES SUCH AS CESSPOOLS, CISTERNS, FOUNDATIONS, ETC. IF ANY SUCH STRUCTURES ARE FOUND, THE ENGINEER (DONG ENG.) AND THE ARCHITECT SHALL BE NOTIFIED IMMEDIATELY. 10. CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED FLOORS OR ROOF. LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT. PROVIDE ADEQUATE SHORING AND/OR BRACING WHERE STRUCTURE HAS NOT ATTAINED DESIGN STRENGTH. 11. CONSTRUCTION DOCUMENTS IDENTIFIED AS "BID SET" ON ANY OR ALL SHEETS MAY BE SUBJECT TO REVIEW. THIS REVIEW MAY RESULT IN CHANGES WHICH MAY BE MADE TO THE PLANS PRIOR TO THE ISSUANCE OF THE FINAL CONSTRUCTION SET WHICH WILL CONTAIN NO "BID SET" DESIGNATIONS. CONSTRUCTION DOCUMENTS IDENTIFIED AS "BID SET" ARE NOT CONSTRUED AS BEING THE COMPLETED OR FINAL DRAWINGS AND THEY SHOULD NOT IN ANY WAY BE USED AS SUCH. 12. ALL GUARD AND HANDRAILS SHALL BE DESIGNED TO WITHSTAND A POINT LOAD OF 200 POUNDS APPLIED IN ANY DIRECTION AND AT ANY POINT TO TOP RAIL. A 50 PLF LOAD IS REQUIRED AT 3-STORY AND MULTI -FAMILY PROJECTS. IF OCCUPANT LOAD IS LESS THAN 50, A 20 PLF LOAD MAY BE USED. 13. THESE PLANS ARE INTENDED SOLELY FOR THE USE OF THE OWNER FOR CONSTRUCTION AND ARE EXPRESSLY NOT INTENDED FOR USE IN MARKETING. EXTERIOR ELEVATIONS AND OTHER DETAILS ON THESE PLANS ARE ONLY A REPRESENTATION AND MAY VARY SIGNIFICANTLY FROM THE ACTUAL CONSTRUCTION. 14. SLAB -ON -GRADE REQUIREMENTS TO BE PER THE SOIL ENGINEERS RECOMMENDATIONS SOLELY, U.N.O. THE SLAB -ON -GRADE IS A NON-STRUCTURAL ITEM AND THEREFORE HAS NOT BEEN DESIGNED BY THE STRUCTURAL ENGINEER, UNLESS NOTED OTHERWISE. 15. IN THE EVENT OF CONFLICT BETWEEN THE ARCHITECTURAL GENERAL NOTES AND THE STRUCTURAL GENERAL NOTES (SHT S.0), THE MORE STRINGENT REQUIREMENT SHALL GOVERN. REINFORCING STEEL 1. ALL REINFORCING SHALL BE ASTM A-615 GRADE 40 FOR #4 BARS AND SMALLER. ALL REINFORCING SHALL BE ASTM A-615 GRADE 60 FOR #5 BARS AND LARGER. WELDED WIRE FABRIC TO BE ASTM A-185, LAP 1-1/2 SPACES, 9" MIN. FOR STRUCTURAL SLABS ALL REINFORCING #5 AND LARGER TO BE ASTM A-615 GRADE 60 2. ALL BARS SHALL BE DEFORMED AS PER ASTM A615 / A615M. 3. ALL BARS SHALL BE CLEAN OF LOOSE FLAKY RUST, GREASE OR OR OTHER MATERIALS LIKELY TO IMPAIR BOND. 4. ALL BENDS SHALL BE MADE COLD. 5. SPLICING OF #346 BARS SHALL HAVE A MIN. LAPPING OF 30 DIA. OR 2'-0" MIN. IN ALL CONTINUOUS REINFORCEMENT OF FOOTINGS AND CONCRETE WALLS, EXCEPT AS NOTED ON PLANS. MASONRY REINFORCEMENT SHALL HAVE LAPPINGS OF 40 DIA. FOR GRADE 40 AND 48 DIA. FOR GRADE 60 OR 2'-0" MIN., U.N.O. 6. ALL REINFORCING BARS SHALL BE ACCURATELY AND SECURELY PLACED BEFORE POURING CONCRETE. 7. CONCRETE PROTECTION FOR REINFORCEMENT SHALL BE AT LEAST EQUAL TO THE DIAMETER OF THE BARS. COVER SHALL BE AS FOLLOW: CONC. MASONRY A. POURED AGAINST EARTH 3" 2" B. POURED AGAINST FORM BELOW GRADE 2" 2" #6 AND LARGER 2" 2" #5 AND SMALLER 1 1/2" 1 1/2" C. FORMED SLABS D. SLABS ON GRADE (FROM TOP OF SLAB) E. COLUMNS AND BEAMS TO MAIN BARS 1 1/2" 2" F. WALLS - EXPOSED TO WEATHER NOT 1 1/2" 1 1/2" EXPOSED TO WEATHER, #11 AND SMALLER 3/4" 3/4" #14 AND #18 1 1/2" 1 1/2" 1. ALL CONCRETE SHALL CONFORM TO THE LATEST EDITION OF THE CALIFORNIA CRC CODE. 2. CONCRETE SHALL CONFORM TO "EXPOSURE CLASS" REQUIREMENTS OF ACI 318-19 REFER TO SOILS REPORT FOR SOIL CONDITIONS. REQUIREMENTS FOR CONCRETE BY EXPOSURE CLASS (ACI 318-19, Table 19.3.2.1) FREEZING/THAWING EXPOSURE CLASS MAX. W/C 'Z MIN. F'c (PSI) ADDITIONAL REQUIREMENTS AIR CONTENT LIMITS ON CEMENT. MAT'L. FO N/A 2,500 N/A N/A F1 0.55 3,500 ACI 318-19 TABLE 19.3.3.3 N/A F2 0.45 4,500 ACI 318-19 TABLE 19.3.3.3 N/A F3 0.40' 5,000' ACI 318-19 TABLE 19.3.3.3 ACI 318-19 TABLE 26.4.2.2(b) SULFATE EXPOSURE MAX. MIN. F'c CEMENTITIOUS MATERIAL TYPE` CALCIUM ASTM C150 ASTM C595 ASTM C1157 CHLORIDE CLASS W/C" (PSI) SO N/A 2,500 --- --- TYPE WITH (MS) Si 0.50 4,000 Ills DESIGNATION MS --- TYPE WITH (HS) NOT S2 0.45 4,500 Vs DESIGNATION HS PERMITTED OPT. 0.45 4,500 V+POZZOLAN ' TYPES WITH (HS) DESIGNATION + POZ HS+POZZOLAN NOT or SLAG OR SLAG' or SLAG' PERMITTED S3 0 0.40 5,000 VS TYPE WITH (HS) HS NOT 2T DESIGNATION PERMITTED IN CONTACT WITH WATER EXPOSURE CLASS MAX. W/C'2 MIN. F'c (PSI) ADDITIONAL REQUIREMENTS WO N/A 2,500 NONE W1 N/A 2,500 26.4.2.2(d) W2 0.50 4,000 26.4.2.2(d) CORROSION PROTECTION OF REINFORCEMENT EXPOSURE CLASS MAX. W/C '' MIN. F'C (PSI) s MAX. CHLORIDE ION CONTENT % BY WT.,o RELATED PROVISIONS REINFORCED CONC. PRESTRESSED CONC. CO N/A 2,500 1.00 0.06 NONE C1 N/A 2,500 0.30 0.06 --- C2 0.40 5,000 0.15 0.06 CONCRETE" COVER NOTES: 1. THE w/cm IS BASED ON ALL CEMENTITIOUS AND SUPPLEMENTARY CEMENTITIOUS MAT. IN THE CONCRETE MIXTURE. 2. THE MAXIMUM w/cm LIMITS DO NOT APPLY TO LIGHTWEIGHT CONCRETE. 3. FOR PLAIN CONCRETE, THE MAXIMUM w/cm SHALL BE 0.45 AND THE MINIMUM F'c SHALL BE 4,500 PSI. 4. ALTERNATIVE COMBINATIONS OF CEMENTITIOUS MAT. TO THOSE LISTED ARE PERMITTED FOR ALL SULFATE EXPOSURE CLASSES WHEN TESTED FOR SULFATE RESISTANCE AND MEETING THE CRITERIA IN 26.4.2.2(c). 5. FOR SEAWATER EXPOSURE, OTHER TYPES OF PORTLAND CEMENTS WITH TRICALCIUM ALUMINATE (C3A) CONTENTS UP TO 10 PERCENT ARE PERMITTED IF THE w/cm DOES NOT EXCEED 0.40. 6. OTHER AVAILABLE TYPES OF CEMENT SUCH AS TYPE I OR TYPE III ARE PERMITTED IN EXPOSURE CLASSES S1 OR S2 IF THE C3A CONTENTS ARE LESS THAN 8 PERCENT FOR EXPOSURE CLASS S1 OR LESS THAN 5 PERCENT FOR EXPOSURE CLASS S2. 7. THE AMOUNT OF THE SPECIFIC SOURCE OF THE POZZOLAN OR SLAG CEMENT TO BE USED SHALL BE AT LEAST THE AMOUNT THAT HAS BEEN DETERMINED BY SERVICE RECORD TO IMPROVE SULFATE RESISTANCE WHEN USED IN CONCRETE CONTAINING TYPE V CEMENT. ALTERNATIVELY, THE AMOUNT OF THE SPECIFIC SOURCE OF THE POZZOLAN OR SLAG CEMENT TO BE USED SHALL BE AT LEAST THE AMOUNT TESTED IN ACCORDANCE WITH ASTM C1012 AND MEETING THE CRITERIA IN 26.4.2.2(c). 8. IF TYPE V CEMENT IS USED AS THE SOLE CEMENTITIOUS MAT., THE OPTIONAL SULFATE RESISTANCE REQUIREMENT OF 0.040 PERCENT MAXIMUM EXPANSION IN ASTM C150 SHALL BE SPECIFIED. 9. THE MASS OF SUPPLEMENTARY CEMENTITIOUS MAT. USED IN DETERMINING THE CHLORIDE CONTENT SHALL NOT EXCEED THE MASS OF THE PORTLAND CEMENT. 10. CRITERIA FOR DETERMINATION OF CHLORIDE CONTENT ATRE IN 26.422. 11. CONCRETE COVER SHALL BE IN ACCORDANCE WITH 2O.5. 3. ALL CEMENT SHALL CONFORM TO ASTM C-150, C-595 OR C-1157. USE CEMENT TYPE ................................................ TYPE V 4. FINE AND COARSE AGGREGATE SHALL CONFORM TO ASTM C-33 FOR STANDARD WEIGHT CONCRETE AND ASTM C-330 FOR LIGHTWEIGHT CONCRETE. 5. CONCRETE FOR SLAB -ON -GRADE SHALL HAVE A MAX. SLUMP OF 5" PER ASTM C-143 AND MAX. SLUMP OF 4" FOR FOOTINGS AND GRADE BEAMS, U.N.O. READY -MIX CONCRETE SHALL BE MIXED AND DELIVERED PER ASTM C-94. 6. DRYPACK SHALL BE COMPOSED OF ONE PART PORTLAND CEMENT TO NOT MORE THAN THREE PARTS SAND. 7. ANCHOR BOLTS, HOLDOWN BOLTS, DOWELS, INSERTS, ETC. SHALL BE SECURED INTO PLACE AND INSPECTED PRIOR TO POURING CONCRETE. 8. CONCRETE SHALL BE CURED BY KEEPING CONTINUOUSLY WET FOR 10-DAYS OR BY AN APPROVED CURING COMPOUND. 9. REFER TO ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING DRAWINGS FOR MISCELLANEOUS ITEMS TO BE CAST INTO CONCRETE AND FLOOR STEPS, DEPRESSIONS, PITS, CURBS, ETC. 10. SEE ARCHITECTURAL DRAWINGS FOR LOCATIONS OF EXPANSION JOINTS, A/C PADS, SCORING, ETC. FOR CONCRETE WALKS AND SLABS. 11. ALL STRUCTURAL CONCRETE ............................... F'c = 4,000 PSI ALL SLAB -ON -GRADE ............................................... F'c = 4,000 PSI ALL CONTINUOUS FOOTINGS AND PADS ............. F'c = 4,000 PSI ALL CONCRETE SHALL REACH MINIMUM COMPRESSIVE STRENGTH 28 - DAYS (MIN. W/C RATIO=0.5). 12. ALL CONCRETE WITH F'c GREATER THAN 3,000 PSI SHALL HAVE SPECIAL INSPECTION PER SECTION 1704 & 1707 OF THE CALIFORNIA BUILDING CODE (CBC 2022) UNLESS NOTED OTHERWISE. SPECIAL INSPECTION 1. SPECIAL INSPECTION IS REQUIRED PER CBC SECTION 109, 1704 & 1707 FOR THE FOLLOWING CONDITIONS: F. STRUCTURAL PLYWOOD (<=4" O.C.) (Periodic) G. CONCRETE (OVER 2500 psi) (Continuous) I cell c rnnnol Inr.IrG ��- c..oi� o,,..,,h� 1. ALL STRUCTURAL SAWN LUMBER SHALL BE GRADED BY ONE OF THE FOLLOWING: W.C.L.I.B., W.W.P.A., N.L.G.A, or PS 20. 2. ALL WOOD BEARING ON CONCRETE OR MASONRY SHALL BE PRESSURE TREATED DOUGLAS FIR (PTDF), U.N.O 3. HOLES FOR BOLTS SHALL BE BORED WITH A BIT 1/32" TO 1/16" LARGER THAN THE NOMINAL BOLT DIAMETER. 4. ALL BOLTS SHALL BE RE -TIGHTENED PRIOR TO APPLICATION OF FINISH MATERIALS (PLYWOOD, PLASTER, DRYWALL, INSULATION, ETC.) 5. STRUCTURAL MEMBERS SHALL NOT BE CUT FOR PIPES, ETC. UNLESS SPECIFICALLY NOTED OR DETAILED. CONTACT ENGINEER IF NOT SHOWN. 6. 2X SOLID BLOCKING SHALL BE PLACED BETWEEN JOISTS AND/OR RAFTERS AT ALL SUPPORTS, EXCEPT WHEN LEDGERED (U.N.O.) 7. CROSS -BRIDGING SHALL BE PROVIDED AT 8'-0" O.C. MAX. FOR ALL 2X FLOOR JOISTS OVER 10" IN DEPTH AND ALL 2X ROOF RAFTERS OVER 10" DEPTH. USE SOLID BLOCKING OR AN APPROVED METAL TYPE BRIDGING. 8. ALL STRUCTURAL PLYWOOD SHALL BE A.P.A. RATED SHEATHING (OR OSB) EXPOSURE 1 OR EXTERIOR UNLESS NOTED OTHERWISE AND CONFORM TO DOC PS1 OR PS2. EACH SHEET SHALL BE IDENTIFIED BY GRADE MARK OF D.F.P.A OR A.P.A. 9. ALL BOLTS BEARING ON WOOD SHALL HAVE STANDARD CUT WASHERS UNDER HEAD AND NUT UNLESS NOTED OTHERWISE. 10. ALL METAL ANCHORS, FASTENERS AND CONNECTORS ETC. SHALL BE FROM "SIMPSON STRONG -TIE" (TM). SUBSTITUTIONS MUST BE ICC-ESR PRODUCTS AND PRE -APPROVED IN WRITING BY ENGINEER (DONG ENG.). 11. ALL STRUCTURAL LUMBER SHALL BE DOUGLAS FIR -LARCH (OR BTR.), 19% MAX. MOISTURE CONTENT, OF THE FOLLOWING GRADES, U.N.O.: 2X4 STUDS (UP TO 10')..................... "STANDARD" OR BETTER 2X4 STUDS (OVER 10-)...................... NO.2 OR BETTER 2X PLATES & 3X PLATES .................. "CONSTRUCTION GRADE" OR BETTER 2X6 STUDS ......................................... NO.2 2X JOIST ............................................. NO.2 BEAMS AND STRINGERS 4X10 AND SMALLER .......................... NO.2 4X12 AND LARGER ........................... NO.1 6X AND 8X........................................... NO.1 4x POST/TIMBERS AND LARGER .... NO.1 ROOF PLANKING AND DECKING...... COM.DEX. BOARD SHTG. AND STRIPPING........ SUITABLE FOR INTENDED USE 2018 NDS STRESS VALUES FOR DOUGLAS FIR -LARCH: SINGLE/REPETITIVE 2X4 #2: Fb= 1350/1552 PSI ; Fv=180 psi E=1.6x106 2X6 #2: Fb= 1170/1345 PSI 2X8 #2: Fb= 1080/1242 PSI 2X10 #2: Fb= 990/1138 PSI 2X12 #2: Fb= 900/1150 PSI 2X14 #2: Fb= 810/ 931 PSI 4X4 #2: Fb= 1350 PSI 4X6 #2: Fb= 1170 PSI 4X8 #2: Fb= 1170 PSI 4X10 #2: Fb= 1080 PSI 4X12 #1: Fb= 1100 PSI ; Fv=180 psi E= 1.7xl O' 4X14 #1: Fb= 1000 PSI 4X16 #1: Fb= 1000 PSI 6X10 #1: Fb= 1350 PSI ; Fv=170 psi, E=1.6x106 6X12 #1: Fb= 1350 PSI 12. ALL NAILING TO BE PER TABLE NUMBER 2304.10.2 OF THE LATEST CALIFORNIA BUILDING CODE (CBC), UNLESS NOTED OTHERWISE. 13. PLYWOOD FLOOR AND ROOF SHEATHING SHALL BE LAID CONTINUOUS OVER TWO OR MORE SUPPORTS WITH FACE GRAIN PERPENDICULAR TO SUPPORTS (UNLESS SHOWN OTHERWISE). STAGGER ALL PLYWOOD PANELS A MINIMUM OF 4'-0". 14. FLOOR SHEATHING TO BE NAILED AND GLUED TO THE JOISTS. USE ADHESIVES PER A.P.A. AFG-01 OR ASTM D3498. 15. FRAMING CONTRACTOR SHALL PROVIDE BACKING AS REQUIRED FOR ALL LIGHT FIXTURES, CABINETS, WARDROBES, TOWEL BARS, AND HANDRAILS AS REQUIRED AND REQUESTED BY GENERAL CONTRACTOR. 16. EXTERIOR WOOD POSTS AND COLUMNS SUPPORTED BY A CONCRETE SLAB SHALL BE INSTALLED A MINIMUM OF 8" ABOVE EXPOSED EARTH AND AT LEAST 1" ABOVE SLAB ON METAL POST BASES. (EXCEPTION: POSTS OR COLUMNS OF APPROVED WOOD WITH NATURAL RESISTANCE TO DECAY OR TREATED WOOD). POSTS OR COLUMNS RESTING ON CON-CRETE PIERS SURROUNDED BY EXISTING GRADE SHALL BE A MINIMUM OF 8" ABOVE ADJACENT GRADE PER CBC (LATEST EDITION). ALL ISOLATED INTERIOR AND EXTERIOR WOOD POSTS ATTACHED DIRECTLY TO CONCRETE SHALL BE SECURED WITH SIMPSON 'ABU', U.N.O. 17. PROVIDE 2x4 FLAT HEADERS AT ALL INTERIOR NON -BEARING OPENINGS UP TO 36 INCHES IN WIDTH AND 4x4 HEADERS FOR OPENINGS 3 ft TO 6 ft IN WIDTH. 18. PROVIDE MINIMUM 1/2" CLEARANCE (VOID SPACE) FROM TOP OF ALL INTERIOR NON -BEARING PARTITIONS TO ROOF AND CEILING FRAMING ABOVE. 19. ALL EXTERIOR WALLS ADJACENT TO VAULTED CEILINGS SHALL BE BALLOON FRAMED WITH CONTINUOUS STUDS TO BOTTOM CHORD OF TRUSS OR 2X RAFTER OR DOUBLE 2x TOP PLATE, U.N.O. 20. WHEN PLYWOOD SIDING IS USED AS AN EXTERIOR OR INTERIOR WALL COVERING, PROVIDE SOLID BLOCKING AT ANY HORIZONTAL JOINTS BETWEEN SOLE PLATE AND ANY TOP PLATE. "Z" BAR METAL SHALL BE USED AT EXTERIOR HORIZONTAL JOINTS. 21. INSTALL FIREBLOCKS TO CUT OFF ALL HORIZONTAL AND VERTICAL DRAFT OPENINGS BETWEEN TWO STORIES AND ROOF ATTIC SPACES. FIREBLOCKS SHALL BE OF 2 INCH NOMINAL THICKNESS. LOCATION OF FIREBLOCKS SHALL INCLUDE: A. STUD WALLS AT FURRED SOFFITS, CEILING AND FLOOR LEVELS. B. AROUND TOP, BOTTOM, SIDES AND ENDS OF SLIDING POCKET DOORS C. BETWEEN STAIR STRINGERS AT TOP AND BOTTOM OF RUN AND BETWEEN STUDS IN A WALL PARALLEL AND ADJOINING RUN OF STAIRS. 22. FASTENING OF MULTIPLE MEMBERS: DOUBLE & TRIPLE JOISTS; 16d NAILS AT 12" O.0 STAGGERED (BOTH SIDES FOR TRIPLES). FOUR OR MORE JOISTS; 1/2" DIA. M.B's AT 18" O.0 STAGGERED. 4X OR LARGER BEAMS; 1/2" DIA. M.B's AT 12" O.0 STAGGERED. 23. ALL ROUGH OR RESAWN BEAMS ARE TO BE FREE OF GRADING STAMP LABELS AND FREE OF HEART CENTER (FOHC). 24. ALL HANGING 2X JOISTS SHALL UTILIZE SIMPSON "LUS" HANGERS, U.N.O. AND SIMPSON "IUS" FOR I -JOISTS, U.N.O. 25. ALL BEARING WALLS ON A WOOD FLOOR ARE TO BE SUPPORTED WITH DOUBLE JOISTS OR SOLID BLOCKING, UNLESS NOTED OTHERWISE. 26. ALL BEAMS TO BE SUPPORTED WITH FULL BEARING STUDS OR POSTS, U.N.O. 27. ROOF SHEATHING IS TO CONTINUE UNDER "CALIFORNIA FRAMING", TYP. 28. APPLY SHEAR WALL PLYWOOD PRIOR TO ALL BOX -OUTS, FUR -OUTS, SOFFITS OR ANY OTHER FRAMING THAT MAY INTERRUPT CONTINUITY OF PLYWOOD. 29. PROVIDE FURRING AS NEEDED TO ALIGN NON -SHEAR WALLS WITH SHEAR WALLS. 30. PROVIDE 4X OR DOUBLE 2X MEMBERS UNDER SOLE PLATE NAILING LESS THAN 4 in. O.C., U.N.O. 31. DOUBLE TOP PLATES w/MIN. 48 in. LAP SPLICES TO BE PROVIDED w/MIN. (12) 16d COMMON NAILS PER TOP PLATE SPLICE U.N.O. PER PLAN. 32. TOP PLATE BREAKS AND SPLICES SHALL OCCUR OVER A STUD OR POST. 33. PROVIDE SOLID BLOCKING BETWEEN PERPENDICULAR JOIST AT BEARING AND AT SHEAR WALLS. 34. ALL EXPOSED BEAMS AND HEAVY TIMBER RECOMMENDED TO BE FREE OF HEART CENTER (FOHC). 35. ALL ISOLATED POSTS AND BEAMS TO HAVE SIMPSON ABU's, PB's AND/ OR BC's MINIMUM, UNLESS NOTED OTHERWISE. 36. ALL SIMPSON HDU, HTT, HDQ, HHDQ, AND CB HOLDOWNS TO BE FASTENED TO 4x4 POST MIN., U.N.O. 37. ALL EXTERIOR WALLS AND INTERIOR BEARING WALLS ARE TO BE SECURED WITH MIN. 5/8" DIA. x 12" ANCHOR BOLTS AT 72 in. O.C., U.N.O. MIN. (2) BOLTS PER PIECE WITH (1) BOLT LOCATED NOT MORE THAT 12" OR LESS THAN 7 BOLT DIA. FROM EACH END AND/OR SPLICE OF THE PIECE. 38. ALL INTERIOR NON -SHEAR WALLS TO BE SECURED WITH ICC-ESR APPROVED SHOT PINS WITH CADMIUM WASHERS AT 32" O.C. PER MANUF. SPECS., U.N.O. PROVIDE ANCHOR 6" FROM ALL CORNERS AND SPLICES. 39. ALL CONVENTIONAL FRAME PORTIONS OF STRUCTURE ARE TO BE CONSTRUCTED PER CRC. 40. ALL SHOP DRAWINGS ARE TO BE REVIEWED BY THE GENERAL CONTRACTOR AND THE ARCHITECT PRIOR TO SUBMITTAL FOR ENGINEER ( DONG ENG. ) REVIEW. 41. PROVIDE MIN. 2X6 RAFTERS AT 24" O.C. WITH MAX. SPAN OF 6'-0"± BRACED TO FRAMING BELOW AT OVERSTACK ("CALIFORNIA") FRAMING. 42. PROVIDE DOUBLE 2X SOLE PLATES WITH PROGRESSIVE SOLE PLATE NAILING AS SPECIFIED ON THE PLANS AT BOTH PLATES WHERE 1 1/2" LIGHT WEIGHT CONCRETE IS USED AT THE FLOOR. 43. WHERE BOTH TOP PLATES ARE BROKEN, SPLICE WITH ST6224 MIN. U.N.O. 44. COMMON NAILS SHALL BE USED FOR ALL SHEATHING AND TOP PLATE SPLICES. BOX NAILS MAY BE USED AT SOLE PLATE NAILING. ALL HARDWARE SHALL BE INSTALLED WITH NAILS PER THE MANUFACTURERS SPECIFICATIONS AND RECOMMENDATIONS. 45. ALL HEADERS SHALL BE FRAMED WITH A MINIMUM OF (1) 2X4 TRIMMER AND (1) 2X4 KING STUD AT EACH END, U.N.O. 46. AT ANY SOLE PLATES OR TOP PLATES CUT FOR PIPES, PROVIDE A .058" THICK (16 1 GA.) AND 1 " WIDE PLATE ACROSS EACH SIDE OF OPENING WITH NOT LESS THAN (6) 2 16d NAILS. 47. PROVIDE SOIL BLOCKING AT SOFFIT CEILINGS. 48. SHEAR SHALL BE CONTINUOUS FROM BOTTOM PLATES TO TOP PLATES., U.N.O. 49. STAIR STRINGER SHALL BE 2x12 DF#1 AT MAX. 16" O.C., U.N.O. 50. A SINGLE TOP PLATE IS PERMITTED PROVIDED THE PLATE IS ADEQUATELY TIED AT JOINTS, CORNERS AND INTERSECTING WALLS BY AT LEAST THE EQUIVALENT OF 3 IN, X 6 IN. X .036 IN. THICK GALVANIZED STEEL PLATE THAT IS NAILED TO EACH WALL OR SEGMENT OF WALL BY (6) 8d NAILS OR EQUIVALENT. 51. FASTENERS IN CONTACT WITH PRESSURE TREATED OR PRESERVATIVE TREATED LUMBER SHALL BE HOT DIPPED ZINC COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE OR COPPER. EXCEPTION: PLAIN CARBON STEEL FASTENERS IN SBX/DOT AND ZINC BORATE PRESERVATIVE -TREATED WOOD IN AN INTERIOR, DRY ENVIRONMENT SHALL BE PERMITTED. GLULAMS/MFR. WD. PROD. 1. ALL GLUED LAMINATED MEMBERS SHALL BE MADE OF 1-1/2" DOUGLAS-FIR LARCH (DF)LAMINATIONS, COMBINATION 24F-V4 PER AITC/APA (U.N.O.). 2. DESIGN VALUES: Fb=2400 PSI; Fv=240 PSI; E=1.8Xl06 PSI 3. INDUSTRIAL APPEARANCE GRADE PER APA-EWS SHALL BE USED, WITH A MOISTURECONTENT BETWEEN 7 - 14 PERCENT, UNLESS NOTED OTHERWISE. 4. FABRICATOR SHALL BE A MEMBER OF AITC AND ALL FABRICATION SHALL BE PERFORMED IN ACCORDANCE WITH AITC-A190.1 & ASTM-3737. LUMBER SHALL BE MARKED WITH AN AITC or APA-EWS GRADE STAMP INDICATING CONFORMANCE WITH ALL APPLICABLE SPECIFICATIONS AND REQUIREMENTS. 5. GLUED LAMINATED MEMBERS SHALL BE ACCOMPANIED BY A CERTIFICATE OF INSPECTION. CONTRACTOR SHALL BEAR EXPENSES OF INSPECTION AND TESTS. A CERTIFICATE OF INSPECTION SHALL BE SUBMITTED TO THE BUILDING DEPARTMENT PRIOR TO INSTALLATION. 6. ALL GLUED LAMINATED BEAMS WILL HAVE A STANDARD CAMBER BASED ON A RADIUS = 3500, UNLESS NOTED OTHERWISE. 7. PARALLAM PSL 2.0E BY I -LEVEL PER ESR-1387 & LARR-25202 f b = 2900 PSI; fv = 290 PSI; E = 2.Ox106 PSI TIMBERSTRAND LSL 1.55E BY I -LEVEL PER ESR-1387 & LARR-25202 f b = 2250 PSI; fv = 310 PSI; E = 1.55x106 PSI MICROLAM LVL BY I -LEVEL PER ESR-1387 & LARR-25202 f b = 2600 PSI; fv = 285 PSI; E = 2.Ox106 PSI 8. ALTERNATE ENGINEERED WOOD PRODUCTS MUST BE APPROVED IN WRITING BY ENGINEER (DONG ENGINEERING) PRIOR TO INSTALLATION. 9. PROVIDE MULTIPLE 2x4 SQUASH BLOCKS UNDER BEARING POINT LOAD (POST) (OR MSB) FROM ABOVE TO TOP PLATES BELOW AT FLOOR LEVEL. 10. I -LEVEL I -JOISTS PER ICC ESR#1533, RR#25538 LOUISIANA PACIFIC I -JOISTS PER ICC ESR#1130, RR#25176 BOISE CASCADE I -JOISTS PER ICC ESR#1336, RR#24999 ROSEBURG I -JOISTS PER ICC ESR#1251, RR#25439 11. PROVIDE DOUBLE I -JOISTS OR DOUBLE I -JOIST BLOCKS WHEN 16d SOLE PLATE NAILING (SPN) IS LESS THAN 4" O.C. AT SHEAR WALL ABOVE. 12. REFER TO I -JOIST MANUFACTURER SPECIFICATION FOR DRILLING OF HOLES THRU I -JOIST WEB. NOTCHING OF I -JOIST FLANGE IS PROHIBITED. HORIZONTAL DIAPHRAGM: TYPICAL FLOOR/ROOF DECK/DECK SHEATHING 23/32" APA RATED STURD-I-FLOOR T&G EXP I WITH MIN. SPAN RATING OF 24" O.C. REFER TO NER 108 FOR INSTALLATION AND CONDITIONS OF USE WITH 10d COMMON NAILS AT 6" O.C. EDGES & BOUNDARIES, 12" O.C. FIELD. USE RING OR SCREW SHANK NAILS AND GLUE SHEATHING TO FRAMING USING ADHESIVES MEETING APA SPECIFICATION AFG-01 OR ASTM D3498. APPLY GLUE IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. AS AN ALTERNATE TO 10D COMMON NAILS, THE FOLLOWING FASTNERS CAN BE USED: GRABBER PLYWOOD SCREWS (ICC-ER-5280), OR SIMPSON STRONG -TIE QUICK DRIVE SCREWS (ICC-ER-1472), MIN 2" LONG @ 6" O.C. B.S., @ 6" O.C. E.S. AND 12" O.C. F.S. TYPICAL SLOPED/FLAT NON -ASSEMBLY ROOF SHEATHING 15/32" APA RATED SHEATHING EXP 1 WITH A MIN. PANEL INDEX OF 32/16. REFER TO NER 108 FOR INSTALLATION AND CONDITIONS OF USE WITH 8d COMMON NAILS AT 6" O.C. EDGES & BOUNDARIES, 12" O.C. FIELD.. NOTE: ALL STRUCTURAL RATED PANELS MUST BE STAMPED BY ONE OF THE FOLLOWING APPROVED AGENCIES, APA, PFS/TECO OR PITTSBURG. 1. RAFTER/JOIST BLOCKING TO TOP PLATE, TOENAIL 3-8d BLOCKING BETWEEN RAFTER/TRUSS NOT AT T.P., EA. END, TOENAIL 2-8d FLAT BLOCKING TO TRUSS AND WEB FILLER, FACE NAIL 16d COMMON @ 6" O.C. 2. CEILING JOIST TO TOP PLATE, TOENAIL EACH END 3-8d 3. CEILING JOIST LAPS (NON -PARALLEL CONDITION), FACE NAIL 3-16d 4. CEILING JOIST ATTACHED TO PARALLEL RAFTER, FACE NAIL TABLE 2308.7.3.1 5. COLLAR TIE TO RAFTER, FACE NAIL EACH RAFTER 3-1 Od 6. RAFTER/ROOF TRUSS TO PLATE, 2 TOENAILS & 1 TOENAIL PER SIDE 3-1 Od 7. RAFTER TO RIDGE/HIP/VALLEY, TOE NAIL 3-1 Od RAFTER TO RIDGE/HIP/VALLEY, END NAIL 2-16d 8. STUD TO STUD (NON -BRACED WALLS), FACE NAIL 16d COMMON @ 24" O.C. 16d BOX @ 16" O.C. 9. STUDS AT CORNERS (BRACED WALLS), FACE NAIL 16d COMMON @ 16" O.C. 16d BOX @ 12" O.C. 10. BUILT-UP HEADER WITH 1/2" SPACER FACE NAIL 16d COMMON @ 16" O.C. 16d BOX @ 12" O.C. 11. CONTINUOUS HEADER TO STUD, TOE NAIL 4-8d 12. TOP PLATE TO TOP PLATE, FACE NAIL 16d COMMON AT 16" O.C. 1 Od BOX @ 12" O.C. 13. DOUBLE TOP PLATE SPLICE, FACE NAIL EACH SIDE 8-16d 14. BOTTOM PLATE TO RIM (NON -BRACED WALLS) FACE NAIL 16d COMMON AT 16" O.C. 16d BOX @ 12" O.C. 15. BOTTOM PLATE TO RIM (BRACED WALLS), FACE NAIL 2-16d 16. TOP/BOTTOM PLATE TO STUD, TOENAIL 4-8d TOP/BOTTOM PLATE TO STUD, END NAIL 2-16d 17. TOP PLATE LAPS AT CORNERS/INTERSECTIONS, FACE NAIL 2-16d 18. 1" BRACE TO EACH STUD AND PLATE, FACE NAIL 2-8d 19. 1X6 SHEATHING TO BEARING, FACE NAIL 2-8d 20. 1X8 SHEATHING TO BEARING, FACE NAIL 3-8d 21. JOIST TO SILL/TOP PLATE/GIRDER, TOE NAIL 3-8d 22. RIM/BAND JOIST OR BLK'G TO SILL/TOP PLATE, TOE NAIL 8d COMMON @ 6" O.C. 8d BOX @ 4" O.C. 23. 1X6 SUBFLOOR TO EACH JOIST, FACE NAIL 2-8d 24. 2" SUBFLOOR TO JOIST OR GIRDER, FACE NAIL 2-16d 25. 2" PLANKS 2-16d AT EACH BEARING 26. BAND/RIM JOIST TO JOIST, END NAIL 3-16d 27. BUILT-UP GIRDERS AND BEAMS FACE NAIL 20d COMMON @ 32" O.C. 2-20d AT ENDS & SPLICE 28. LEDGER STRIP SUPPORTING JOISTS, FACE NAIL 3-16d 29. BRIDGING TO JOIST, TOE NAIL 2-8d NOTES: 1. COMMON NAILS SHALL BE USED (U.N.O.) 2. JOIST CAN BE EITHER SAWN LUMBER OR I -JOIST PER PLAN STRUCTURAL STEEL 1. THE DEPICTIONS OF ALL MISCELLANEOUS FABRICATED METAL PRODUCTS SHOWN HEREON ARE NOT INTENDED TO BE USED AS FABRICATION SHOP DRAWINGS. THE METAL FABRICATOR SHALL BE RESPONSIBLE FOR ALL METAL FABRICATION DESIGNS IN ACCORDANCE WITH ALL NATIONAL, STATE AND LOCAL CODES AND POLICIES AS WELL AS THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC) AND ANY OTHER INDUSTRY STANDARDS. ALL METAL FABRICATION DESIGNS ARE TO BE SUBMITTED TO, AND APPROVED BY, THE LOCAL BUILDING INSPECTION DEPARTMENT RESPONSIBLE FOR THE PROJECT PRIOR TO FABRICATION. ALL DETAILS, DIMENSIONS, ETC., SHOWN HEREON ARE INTENDED TO BE SCHEMATIC AND THE DESIGN IS TO BE VERIFIED WITH ALL AFFECTED FIELD CONDITIONS. SUBCONTRACTORS AND THE REQUIREMENTS OF ALL GOVERNING AGENCIES AND FABRICATION STANDARDS. FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH "SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS", AISC, CURRENT EDITION. STEEL SHALL CONFORM TO ASTM A-992, U.N.O. 2. ALL WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS, USING THE ELECTRIC SHIELDING PROCESS AND CONFORMING TO AWS D1.1 SPECIFICATIONS, E70XX ELECTRODE. 3. ALL STRUCTURAL STEEL SHALL BE FABRICATED IN THE SHOP OF A LICENSED FABRICATOR AND SHOP DRAWINGS SHALL BE SUBMITTED TO ENGINEER ( DOING ENG. ), ARCHITECT, GENERAL CONTRACTOR AND OWNER FOR APPROVAL PRIOR TO FABRICATION. AN PROPOSED DEVIATION, ADDITION OR QUESTIONS SHALL BE NOTED CONSPICUOUSLY AND CLEARLY ON THE SHOP DRAWINGS. STEEL FABRICATOR SHALL FIELD VERIFY ALL DIMENSIONS PRIOR TO ERECTION TO PROVIDE FOR A PROPER FIT. 4. ALL FIELD WELDING (EXCEPT MINOR AND TACK WELDING) SHALL BE CONTINUOUSLY INSPECTED BY AN APPROVED WELDING INSPECTOR. WELDING AT BRACED & MOMENT FRAMES SHALL HAVE WELDING FILLER METAL WITH CHARPY V-NOTCH (CVN) TOUGHNESS OF 20 ft-lb AT 70 deg (E70T-4 IS PROHIBITED). 5. USE 3/4" ROUND MACHINE BOLTS, 13/16" ROUND HOLES, FOR ALL CONNECTIONS, UNLESS OTHERWISE SHOWN. ALL BOLTS SHALL CONFORM TO ASTM A-307 FOR UNFINISHED BOLTS, EXCEPT WHERE SPECIFICALLY NOTED AS "HIGH STRENGTH" BOLTS WHICH SHALL CONFORM TO ASTM A-325 OR ASTM A-490. HI -TENSILE BOLTS SHALL BE THE FRICTION TYPE AND THERE SHALL BE NO PAINT, OIL, LACQUER, OR GALVANIZING BETWEEN THE CONTACT SURFACE. HIGH STRENGTH BOLTS REQUIRE SPECIAL INSPECTION PER CBC SECTIONS 1704 AND 1707. 6. ALL STEEL EXPOSED TO WEATHER SHALL BE HOT -DIPPED GALVANIZED AFTER FABRICATION. 7. PIPE COLUMNS SHALL CONFORM TO ASTM A-53-B (TYPE E OR S). 8. TUBE COLUMNS SHALL CONFORM TO ASTM A-501 OR A-500 GRADE B. 9. WHERE FINISH IS ATTACHED TO STRUCTURAL STEEL, PROVIDE 1/2"x3" NELSON STUDS AT T-O" O/C FOR ATTACHMENT OF NAILERS, U.N.O. SEE ARCHITECTURAL DRAWINGS FOR FINISHES. 10. NONDESTRUCTIVE TESTING PER 2019 CBC SECTION 1703 ON STEEL MOMENT CONNECTION BETWEEN STEEL BEAM AND STEEL COLUMN, ALL FULL PENETRATION GROOVE WELDS CONTAINED IN JOINTS AND SPLICES SHALL BE TESTED 100 PERCENT EITHER BY ULTRASONIC TESTING OR BY RADIOGRAPHY. FOUNDATION/SITEWORK 1. ALL SITE PREPARATION, EXCAVATION AND COMPACTION SHALL BE DONE UNDER THE SUPERVISION OF THE SOIL ENGINEER. 2. SEPARATE PERMITS SHALL BE OBTAINED FOR ALL FENCES, PLANTERS AND WALLS, AS REQUIRED. 3. PROVIDE NON -EXPANSIVE FILL AS REQUIRED TO LEVEL PAD. 4. SURFACE WATER WILL DRAIN AWAY FROM BUILDING. DRAINAGE SHALL BE 2% (MIN.) FROM BUILDING TO SWALE LINE. SWALE SHALL DRAIN AT 1% (MIN.) FROM REAR OF BUILDING TO STREET. 5. THERE SHALL BE NO UTILITY TRENCH NEAR THE BUILDING FOUNDATION WHICH EXTEND DEEPER THAN A 45 DEGREE LINE PROJECTED DOWN AND AWAY FROM THE BOTTOM OUTSIDE CORNER OF ANY FOOTING. 6. SLAB SUBGRADE REQUIREMENTS ARE NOT WITHIN THE SCOPE OF WORK AND/OR LIABILITY OF ENGINEER ( DOING ENG. ). THE SUBGRADE CONFIGURATION SHOWN IN DETAIL 1/SD1 OR THE POST -TENSION DETAILS REFLECT THE GENERAL RECOMMENDATIONS OF THE SOILS ENGINEER, AND/OR THE SITE CONDITIONS. IT IS THE RESPONSIBILITY OF THE OWNER TO REVIEW THE SLAB SUBGRADE CONFIGURATION WITH THE SOILS ENGINEER, AND CONCRETE/FLOORING CONTRACTORS, FOR ADEQUATE MOISTURE PROTECTION. PLEASE REFER TO THE SOILS REPORT FOR ADDITIONAL RECOMMENDATIONS. THE SUBGRADE MOISTURE/VAPOR RETARADER SHALL MEET THE CONFORMANCE OF ASTM E1745 CLASS A or B MATERIAL. 7. ALL HOLDOWN ANCHORS, POST BASES AND HOLDOWN BOLTS SHALL BE TIED INTO PLACE PRIOR TO FOUNDATION INSPECTION. 8. PLACE 20'-0" REBAR IN FOUNDATION AT SERVICE LOCATIONS. STUB UP REBAR ABOVE THE FLOOR BY ELECTRIC SERVICE METERS. 9. FOR THE LOCATION OF CONTROL JOINTS, REFER TO THE FOUNDATION PLAN. (ZIP STRIP OR EQUAL). MINIMUM OF 20'-0" O.C. EACH WAY IS RECOMMENDED. 10. DRIVEWAY PAVING SHALL BE 4" PORTLAND CEMENT CONCRETE (5 SACKS MIN.), U.N.O. 11. FOR POST -TENSION SLAB, REFER TO APPROVED PLANS PREPARED BY OTHERS (WHEN OCCURS). 12. MINIMUM SLAB REINFORCEMENT AND PAD REQUIREMENT SHALL CONFORM TO THE SOILS ENGINEER'S RECOMMENDATIONS, U.N.O.. CITY OiA_ANA Planning a W Cy CONFORMII JG TO ANSI/AF&PA SD S-2015/CBC 2022 �w NAILING 1,4 DESCRIPTION 3X SIZE EDGE FIELD SILL SILL TRANSFER FRAMING A.B.'S SEISMIC WIND MATERIALS FRM'G 16D PLATE LAG CLIP 5/8" VALUE VALUE SINKER MIN. LTP4/A35 CAP. CAP. A APA _ 8d 6" 12' 4' 2X4 12" 24" 42' 220F 30 RATED RA B 3/8" APA RATED - 8d 4" 12" 3" 2X4 12" 16" 36" 320 plf 447 plf C 3/8" APA 3 RATED YES 8d 3" 12" STAGG. 2X4 8" 12" 24" 410 plf 575 plf D 3/8" APA 2 RATED YES 8d 2" 12" STAGG. 2X4 6" 10" 16" 530 plf 742 plf E APA pF RATED RATE YES 10d 2" 12" - 2X4 4" 10" 12" F 15/32" STRUC.1 YES 10d 2" 12" - 2X4 4" 8" 12., a plf WD. PANEL SOLE PLATE CONNECTION TO FRAMING BELOW (1) 3X MIN. 2X4 BILK. W/ 16d @ 4" OC STD. STAGG'D SOLID RIM OR BLK'G FOOTNOTES: 7 1. ALL NAILS TO BE COMMON NAILS. 2. SIMPSON LPT4 FRAMING ANCHOR MAY BE SUBSTITUTED AT FLAT CONDITIONS. 3. ALL STUDS, SILL PLATES AND BLOCKING TO BE 3X FRAMING. 4. SOLID BLOCKING SHALL BE PROVIDED AT ALL EDGES AND HORIZONTAL JOINTS. 5. SIMPSON STRONG TIE 1/4" SIDS X 6" LONG LAG SCREWS. 6. PLYWOOD APPLIED TO BOTH SIDES SHALL BE OFFSET OR FRAMING SHALL BE 3X AND NAILS ON EACH SIDE SHALL BE STAGGERED. 7. 3X @ PANEL JOINTS; 2X FRMG AT TOP PLATES MAY BE USED PROVIDED FULL NAILING WIDTH IS AVAILABLE TO ONE PIECE OF SHT'G; STAGGER NAILS 1/2" & SHT'G. ONE SIDE ONLY. 8. SHEETS SHALL NOT BE LESS THAN 4FT BY 8FT, EXCEPT AT BOUNDARIES AND CHANGES WHERE SHEET SHALL BE 24" MINIMUM. 9. SQUARE PLATE WASHERS SHALL BE USED WITH ALL ANCHOR BOLTS. %" A.B. - 3" X 3" X 0.229" 3/" A.B. - 3" X 3" X 0.229" 10. USE 4-1/2" SQ. X .229" AT 2X6 WALLS. 11. 3X MUDSILL PLATES 12. IF WOOD STRUCTURAL PANEL SHEAR WALLS WITH ASPECT RATIO (h/bs) GREATER THAN 2:1, EFFECTIVE SHEAR WALL LENGTH SHALL BE MULTIPLIED BY 2bs/h FOR DESIGN. DESIGN LOADS: VERTICAL (CBC 2022 ROOF RAFTER DL = 11 PSF EXT. WALL DL = 15 PSF ROOF RAFTER LL = 20 PSF INT. WALL DL = 10 PSF CEILING JOIST DL = 4 PSF CEILING JOIST LL = 10 PSF SEISMIC DESIGN DATA IMPORTANCE FACTOR SITE CLASS Ss S, Soy Sol SDC LATERAL FORCE RESISTING SYSTEM BASE SHEAR CS R W PROCEDURE USED REDUNDANCY FACTOR WIND DESIGN PROCEDURE USED BASIC WIND SPEED RISK CATEGORY WIND EXPOSURE SOIL SOIL REPORT PREPARED BY PROJECT NUMBER DATE SOIL BEARING PRESSURE SHEET INDEX: 1.0 D 1.304 0.464 1.043 NULL D 15 0.160 6.5 2.50 ELF 1.3 MWFRS 95 MPH 11 C PRIORITY ENGINEERING GROUP 24-339 OCTOBER 8TH, 2024 1800 PSF S.0 STRUCTURAL GENERAL NOTES S.I FOUNDATION PLAN ROOF FRAMING PLAN SDI FOUNDATION DETAILS SD2 STRUCTURAL DETAILS pi�milom 91 JaAMimi, DONG ENGINEERING, INC. 7661 GARDEN GROVE BLVD., r I D: GARDEN GROVE, CA 92841 TEL- 714-617-5979 INFO@DONGENGINEERING.COM 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. 0m/I01nnl0 NO: DATE REVISIONS 1 12/12/2024 1ST PLAN CHECK PROJECT OWNER PROJECT ADDRESS An ti ci rn � Q w U � Z Q LO Q N N � � z Q STAMP Q�pFESSI GCD w 6 o` EXR 03131126 �TFOF CAS\FO�- DATE SIGNED: 4/8/25 SHEET DESCRIPTION GENERAL NOTES DE#: 240363 SHEET S.0 E DETAIL SHEET NUMBER DROP IN SLAB (VERIFY PRIOR TO CONSTRUCTION) SDX X DETAIL NUMBER NEW SLAB/ FOOTING REBAR 2'-0" SQ. X 18" DEEP PAD W/ (3) #4 E.W. BOTT. PAD TYPESYM. SHEAR PANEL LENGTH AND NUMBER. SEE SW SCHED. FOR PANEL TYPE, MIN. 2x4 @ EA. END. xx x'-x"X INDICATES HOLDOWN, SEE HOLDOWNS SCHEDULE P2424 1. REFER TO S.0 SHEET FOR MORE INFO. 2. REFER TO DETAILS 4/SD1 FOR INSTALLATION OF HOLDOWNS. 3. FOUNDATION ANCHOR BOLTS IN CONTACT WITH PRESSURE TREATED SILL PLATE SHALL BE OF HOT DIPPED ZINC-COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE OR COPPER. EXCEPTION: PLAIN CARBON STEEL FASTENERS IN SBX/ DOT AND ZINC BORATE PRESERVATIVE-TREATED WOOD IN AN INTERIOR, DRY ENVIRONMENT SHALL BE PERMITTED. 4. CONTRACTOR SHALL VERIFY ALL EXISTING FOOTINGS AND NOTIFY TO ENG. OF RECORD FOR ALL DISCREPANCIES. 5. HOLDOWN ANCHORS SHALL BE RE-TIGHTENED JUST PRIOR TO COVERING THE WALL FRAMING. 6. ALL HOLDOWN ANCHORS SHALL BE TIED IN PLACE PRIOR TO CALLING FOUNDATION INSPECTION. 7. SEE DETAIL 12/SD2 FOR PLATE NOTCHING & BORING. FOR PIPING THRU SILL & TOP PLATES OF SHEAR WALLS, CONTACT DONG ENGINEERING, INC. 8. THE HOLDOWN POST SIZE SHALL FOLLOW THE HOLDOWN SCHEDULE U.N.O. 9. ALL EXTERIOR WALLS AND INTERIOR BEARING WALLS TO HAVE 5/8" DIA. X MIN. 12" ANCHOR BOLTS, MIN. 7" EMBEDMENT INTO CONCRETE FOOTING AT 72" O.C. UNLESS NOTED OTHERWISE ON PLANS. ONE ANCHOR BOLT SHOULD BE LOCATED MAX. 12" AWAY AND MIN. 4 1/2" FROM THE END OF THE SILL PLATES. MIN. (2) A.BS. PER SILL PLATE/SHEAR PANEL. SILL PLATE UNDER SHEAR WALLS OF UP TO 4'-0" IN LENGTH MUST BE CONTINUOUS. 10. ALL INTERIOR NON-SHEAR WALLS TO BE SECURED WITH SIMPSON PHNW SERIES 0.145Ø PINS WITH A PENETRATION OF 1 1/4" INTO SLAB AT 16" O.C. TO BE INSTALLED IN ACCORDANCE WITH ICC ESR-2138. 11. ANCHOR BOLTS AT SHEAR WALLS SHALL BE INSTALLED WITH PLATE WASHERS OF MIN. 3" SQ. X 0.229" THICK BETWEEN SILL PLATE AND NUT. EDGE(S) OF PLATE WASHERS SHALL BE 1/2" MAX. FROM INSIDE FACE OF SHEAR PANEL(S). SYMBOLS LEGEND HOLDOWN SCHEDULE: FOUNDATION NOTES: PAD SCHEDULE: HDU2 HDU4 HDU5 HOLDOWNSYM. HDQ8 POST SIZE H3 H4 H5 4X 4X 4X H8 REF. DETAIL 4/SD1 HDU11H9 HDU14H10 HDU8H7 6X 6X 6X 8X 1. HOLDOWN POST MINIMUM THICKNESS IS SHOWN ON SCHEDULE ABOVE. ACTUAL HOLDOWN POST SIZE IS INDICATED ON PLAN. HHDQ11H11 6X HHDQ14H12 8X A B 1 2 8' - 0 " A H3 H3 7' - 0 " B H3 H3 8'-0" AH3 H3 6'-0" B H3H3 P2424 P2424 P2424 W/ CB S Q W/ CB S Q W/ CB S Q 4 SD1 TYP. 5 SD1 5 SD1 5 SD1 1 SD1 1 SD1 1 SD1 11 SD1 TYP. 4'-10" 12 " 12 " 12" 12" 9' - 4 " 9' - 4 " 3 SD1 (N) 5" THK. CONCRETE SLAB ON GRADE W/ #4 @ 18" O.C. EA.WAY @ MID DEPTH OVER 2" SAND OVER 15 MIL VAPOR BARRIER OVER 2" SAND OVER COMPACTED SOIL. SCARIFY TOP 12" OR RECOMPACT 4' OVEREXCAVATION PRIOR TO TRENCHING FOR THE UTILITY AND/ OR FOUNDATION. 90% COMPACTION REPORT IS REQUIRED AT THE TIME OF FOUNDATION INSPECTION. DAMP PROOFING, BASE COURSE AND PRE-SATURATION ARE REQUIRED. 4 x 8 4 x 6 4 x 8 4 x 6 4 x 6 4 x 64 x 6 4 x 6 4 x 6 4 x 8 D R O P W/ EN 4 x 8 1 44 44 44A B 1 2 8' - 0 " A 44 44 7' - 0 " B 44 44 8'-0" A44 44 6'-0" B 4444 R1 R1 C1 4 x 6 DROP 2 4 x 8 D R O P 4 x 6 3 224 TR.TR. 2 X 8 RIDGE BOARD 3 SD2 1 SD2 2 SD2 5 SD2 6 SD2 TYP. 5 5 1 SD2 14 SD2 W/ AC 4 14 SD2 W/ LC E 4 44 14 SD2 W/ LCE 4 4 x 6 DROP W/ EN 2X R . R . W / E N 2X R . R . W / E N LS T A 3 0 1 1 SHEAR PANEL LENGTH AND NUMBER. SEE SW SCHED. FOR PANEL TYPE, MIN. 2x4 @ EA. END. X SDX DETAIL NUMBER DETAIL SHEET NUMBER CALIFORNIA FRAMING BEAM NUMBER, REFER TO CALCULATIONS. LEGEND: X FRAMING NOTES: 6X6 INDICATES BEAM SIZE (DFL HEADER/DROP) U.N.O. BEARING WALLS, SEE PLAN. INDICATES NEW ROOF RAFTER, SEE JOISTS TABLE xx x'-x" XX POST SIZE, SEE POST SCHEDULE. INDICATES CEILING JOISTS, 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. - 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: 6. BEARING STUD HEIGHTS: - 2x4's @ 16" o.c. maximum 10'-0" height - 2x6's @ 16" o.c. maximum 16'-0" height 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 CONSTRUCTION KEY NOTES:X 7. DOUBLE TOP PLATE AT ALL SHEAR WALL LINES SHALL BE SPLICED PER DETAIL 16/SD2. 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 STRAPS SCHEDULE: 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. JOISTS TABLE: MARK JOIST SPECIFICATIONS R1 ROOF RAFTER 2 x 6 DFL#2 @ 16" O.C. C1 CEILING JOIST 2 x 6 DFL#2 @ 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" 9/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. 10/SD2 LUS FACE MOUNT TOP FLANGED HANGER TYPEMEMBER 2X JOIST 4X, 6X, LSL or PSL TJI I-JOIST JB HU W/ MAX.BA IUS ITS RESTRICTIVE NOTICE DATE REVISIONS SHEET DESCRIPTION PROJECT OWNER PROJECT ADDRESS STAMP NO: REVISIONS DATE SIGNED: 12/17/24 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 240363 AD U 12 2 5 N . W E S T S T , SA N T A A N A , C A 9 2 7 0 3 12/12/2024 1ST PLAN CHECK1 S1 FOUNDATION PLAN ROOF FRAMING PLAN SCALE: FOUNDATION PLAN 1/4" = 1'-0" SCALE: ROOF FRAMING PLAN 1/4" = 1'-0" SYMBOLS LEGEND CITY OF S Planninn a LEGEND: I Planning �� ' �li►` NTAANA �17e�cy NEW SLAB/ FOOTING -- DROP IN SLAB (VERIFY PRIOR TO CONSTRUCTION) ---•—•— REBAR X DETAIL NUMBER SDX DETAIL SHEET NUMBER INDICATES HOLDOWN, SEE HOLDOWNS SCHEDULE X x'_x„ xx SHEAR PANEL LENGTH AND NUMBER. SEE SW SCHED. FOR PANEL TYPE, MIN. 2x4 @ EA. END. HOLDOWN SCHEDULE: SYM. HOLDOWN POST SIZE REF. DETAIL H3 HDU2 4X 4/SD1 H4 HDU4 4X H5 HDU5 4X H7 HDU8 6X Hg HDQ8 6X Hg HDU11 6X 0HDU14 8X 0 HHDQ11 6X 12 HHDQ14 8X 1. HOLDOWN POST MINIMUM THICKNESS IS SHOWN ON SCHEDULE ABOVE. ACTUAL HOLDOWN POST SIZE IS INDICATED ON PLAN. FOUNDATION NOTES: 1. REFER TO S.0 SHEET FOR MORE INFO. 2. REFER TO DETAILS 4/SD1 FOR INSTALLATION OF HOLDOWNS. 3. FOUNDATION ANCHOR BOLTS IN CONTACT WITH PRESSURE TREATED SILL PLATE SHALL BE OF HOT DIPPED ZINC -COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE OR COPPER. EXCEPTION: PLAIN CARBON STEEL FASTENERS IN SBX/ DOT AND ZINC BORATE PRESERVATIVE -TREATED WOOD IN AN INTERIOR, DRY ENVIRONMENT SHALL BE PERMITTED. 4. CONTRACTOR SHALL VERIFY ALL EXISTING FOOTINGS AND NOTIFY TO ENG. OF RECORD FOR ALL DISCREPANCIES. 5. HOLDOWN ANCHORS SHALL BE RE -TIGHTENED JUST PRIOR TO COVERING THE WALL FRAMING. 6. ALL HOLDOWN ANCHORS SHALL BE TIED IN PLACE PRIOR TO CALLING FOUNDATION INSPECTION. 7. SEE DETAIL 12/SD2 FOR PLATE NOTCHING & BORING. FOR PIPING THRU SILL & TOP PLATES OF SHEAR WALLS, CONTACT DONG ENGINEERING, INC. 8. THE HOLDOWN POST SIZE SHALL FOLLOW THE HOLDOWN SCHEDULE U.N.O. 9. ALL EXTERIOR WALLS AND INTERIOR BEARING WALLS TO HAVE 5/8" DIA. X MIN. 12" ANCHOR BOLTS, MIN. 7" EMBEDMENT INTO CONCRETE FOOTING AT 72" O.C. UNLESS NOTED OTHERWISE ON PLANS. ONE ANCHOR BOLT SHOULD BE LOCATED MAX. 12" AWAY AND MIN. 4 1/2" FROM THE END OF THE SILL PLATES. MIN. (2) A.BS. PER SILL PLATE/SHEAR PANEL. SILL PLATE UNDER SHEAR WALLS OF UP TO 4'-0" IN LENGTH MUST BE CONTINUOUS. 10. ALL INTERIOR NON -SHEAR WALLS TO BE SECURED WITH SIMPSON PHNW SERIES 0.1450 PINS WITH A PENETRATION OF 1 1/4" INTO SLAB AT 16" O.C. TO BE INSTALLED IN ACCORDANCE WITH ICC ESR-2138. 11. ANCHOR BOLTS AT SHEAR WALLS SHALL BE INSTALLED WITH PLATE WASHERS OF MIN. 3" SQ. X 0.229" THICK BETWEEN SILL PLATE AND NUT. EDGE(S) OF PLATE WASHERS SHALL BE 1/2" MAX. FROM INSIDE FACE OF SHEAR PANEL(S). PAD SCHEDULE: SYM. PAD TYPE P2424 2'-0" SQ. X 18" DEEP PAD W/ (3) #4 E.W. BOTT. 5 SD1 A2424 A 44 4 x 6 CROP W/ EN y 8" ROOF FRAMING PLAN SCALE: 1/4" = V-0" 6.5° SD1 TYP. LANDING f ---------- 6'-0"c�H3 �777777777771 1.5" ---------- FF---------- -----------�- - Of in of TYP. 3 11 _ I SD1 SD1 0 LIVING ROOM r I REF. 12�� I I I KITCHEN z fo��_ I O O L--------------- - -- -a -- --�- Da (N) SUB. ELECT. H3 \ / —_ 3 PANEL 100 Amp 8'-0" iv SCARIFY TOP 12" OR RECOMPACT 4' FOUNDATION PLAN SCALE: 1/4" = V-0" u 6.5" LANDING — — — — — — — — — — — — — - M. BEDROOM f II I CLS. M. BATH ft 0 — — — — — — — OVEREXCAVATION PRIOR TO TRENCHING FOR THE UTILITY AND/ OR FOUNDATION. 90% COMPACTION REPORT IS REQUIRED AT THE TIME OF FOUNDATION INSPECTION. DAMP PROOFING, BASE COURSE AND PRE -SATURATION ARE REQUIRED. INDICATES NEW ROOF RAFTER, SEE JOISTS TA E d — - — P INDICATES CEILING JOISTS, SEE JOISTS TABLE Al x'-x" xx SHEAR PANEL LENGTH AND NUMBER. SEE SW SCHED. FOR PANEL TYPE, MIN. 2x4 @ E EN O R PE X (� . POST SIZE, SEE POST SCHEDULE. DETAIL NUMBER DETAIL SHEET NUMBER SDX Master ID: BEARING WALLS, SEE PLAN. O BEAM NUMBER, REFER TO CALCULATIONS. • Date: 6X6 <INDICATES BEAM SIZE (DFL HEADER/DROP) U.N.C. CALIFORNIA FRAMING FRAMING NOTES: 1. REFER TO STRUCTURAL GENERAL NOTES AND DETAIL SHEETS S.0 FOR MORE INFORMATION. 2. ALL VERTICAL PIPES THROUGH PLATES AND/OR SOLID RIM BEAMS MUST BE DRILLED CLEAN CUT W/ 1/16" TOLERANCE. DO NOT NOTCH OR CUT PLATES. 3. HANGERS FOR FLUSH FRAMED MEMBERS SHALL BE SIMPSON STRONG -TIE AS FOLLOWS U.N.O.: MEMBER HANGER TYPE FACE MOUNT TOP FLANGED 2X JOIST LUS JB 4X, 6X, LSL or PSL HU W/ MAX. BA TJI I -JOIST IUS ITS 4. THE FOLLOWING TRIMMER SCHEDULE SHOULD BE USED FOR HEADERS IN BEARING WALLS, U.N.O. ON THE PLAN. REQUIRED TRIMMER MUST BE APPLIED @ EACH END OF HEADER. CLEAR SPAN, L L _< 6'-C" 6'-0" < L <_ 1 C'-C" L >_ 10'-0" 2 x 4 2-2 x 4 2-2X4 U.N.O. PER PLAN 5. BUILDING CODE 2308.9.1 BALLOON FRAMED WALLS (NON -BEARING) STUD HEIGHTS: - 2x4's @ 16" o.c. maximum 14'-0" height - 2x6's @ 16" o.c. maximum 20'-0" height 6. BEARING STUD HEIGHTS: - 2x4's @ 16" o.c. maximum 10'-0" height - 2x6's @ 16" o.c. maximum 16'-0" height 7. DOUBLE TOP PLATE AT ALL SHEAR WALL LINES SHALL BE SPLICED PER DETAIL 16/SD2. CONSTRUCTION KEY NOTES: 0 0 1 ALIGN STUD(S) / POST(S) WITH UPPER FLOOR STUD(S) / POST(S) AND PROVIDE SOLID BLOCKING BETWEEN FLOOR PROVIDE SOLID BLOCKING UNDER GIRDER / BEAM. 2 LINE OF 2X BLOCKING W/ EDGE NAIL. & CONTINUOUS CS16 STRAP OVER U.N.O. SEE PLAN FOR NUMBER OF BAYS. STRAPS SCHEDULE: 12" MARK STRAP STRAP LENGTH NAILS/ SPACING REFERENCE DETAIL 50 CS16 3' - 6" 8d BOX/SINKER @ 4-1/8" © (2)CS16 3'-6" 8d BOX/SINKER @ 4-1/8" 9/SD2 77 CMSTC16 3'- 6" 16d SINKER @ 4-1/2" ® CS16 3' - 6" 8d BOX/SINKER @ 2-1/16" O.C. 90 (2)CS16 3' - 6" 18d BOX/SINKER @ 2-1/16" O.C. 10/SD2 JOISTS TABLE: MARK JOIST SPECIFICATIONS R1 ROOF RAFTER 2 x 6 DFL#2 @ 16" O.C. C1 CEILING JOIST 2 x 6 DFL#2 @ 16" O.C. POST SCHEDULE: CK. SYM. POST SIZE SYM. POST SIZE 24 2X4 STUD 26 (3)-2X6 BUNDLED STUD 24 (2)-2X4 BUNDLED STUD 44 4X4 POST 324 (3)-2X4 BUNDLED STUD 46 4X6 POST 2g 2X6 STUD g6 6X6 POST 2g (2)-2X6 BUNDLED STUD DONG ENGINEERING, INC. 7661 GARDEN GROVE BLVD., GARDEN GROVE, CA 92841 TEL- 714-617-5979 INFO@DONGENGINEERING.COM 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. NO: DATE REVISIONS 1 12/12/2024 1ST PLAN CHECK PROJECT OWNER PROJECT ADDRESS An' ti ci rn � Q w U � a Z Q LO Q N N � � z Q STAMP Q�pFESS10/V � G �F2 R EXR 03131126 \�TFOF CAS\Fp/ DATE SIGNED: 4/8/25 SHEET DESCRIPTION FOUNDATION PLAN ROOF FRAMING PLAN DE#: 240363 SHEET E S1 RESTRICTIVE NOTICE DATE REVISIONS SHEET DESCRIPTION PROJECT OWNER PROJECT ADDRESS STAMP NO: REVISIONS DATE SIGNED: 12/17/24 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 240363 AD U 12 2 5 N . W E S T S T , SA N T A A N A , C A 9 2 7 0 3 12/12/2024 1ST PLAN CHECK1 SD1 STRUCTURAL DETAILS 111 REINF. STD. HOOK, LAP SEE NOTE #1 11 1/ 2" CLEAR OR BARS MAY BE IN CONTACT IF WIRED TOGETHER. d2CONDITION WHERE BARS OCCUR ON THE SAME PLANE. NOTES: 1.LAP -54 BAR DIAM. #10 THRU #11 -40 BAR DIAM. #8 THRU #9 -30 BAR DIAM. #5 THRU #7 2."D" = BEND DIAMETER 6" FOR #3 THRU #8; 8" FOR #9 THRU #11. 1' 2.1/2" MIN. D/2 D/2 d D/2 HOOK 6 1 1. 1 1/ 2" CLEAR OR BARS MAY BE IN CONTACT IF WIRED TOGETHER. 2. CONDITION WHERE BARS OCCUR ON THE SAME PLANE. 111 EXTERIOR FOOTING DETAIL 0' - 8 " 0' - 8 " D MI N . MI N . W 0' - 3 " CL R . 0' - 4 " MI N . 1VENNER WHERE OCCURS.FND~4 2EXTEND FOOTING AT VENEER.FND~5 32-#4 REBAR CONT. @ T & B (U.N.O.).FND~3 4CONC. SLAB.FND~1 5OPT. POUR JOINT (N/A @ MONO POUR) W/ #3 DOWELS @ 16" O.C. EMBED MIN. 12" ON FIRST POUR.6P.T.D.F. SILL PLATE W/ A.B. (OR ALT. MASA PER PLAN. 72X STUDS @ 16" O.C. (U.N.O.) 8SEE FOUNDATION PLAN FOR SUB-GRADE BELOW SLAB. 18'' 18''DOWEL FOOTING DIMENSIONS # OF STORIES W WIDTH D DEPTH 1 2 3 12''18'' 15''24'' 21''24'' F.G. 24"5" 1 3 / 4 " TO 2 " 9(E) CONC. FOOTING 10(N) CONC. FOOTING 11#4 DOWELS @ 32" O.C. W/ SIMPSON SET-XP EPOXY, ESR-2509. PERIODIC SPECIAL INSPECTION IS REQUIRED 1. VENNER WHERE OCCURS. 2. EXTEND FOOTING AT VENEER. 3. 2-#4 REBAR CONT. @ T & B (U.N.O.). 4. CONC. SLAB. 5. OPT. POUR JOINT (N/A @ MONO POUR) W/ #3 DOWELS @ 16" O.C. EMBED MIN. 12" ON FIRST POUR. 6. P.T.D.F. SILL PLATE W/ A.B. (OR ALT. MASA PER PLAN. 7. 2X STUDS @ 16" O.C. (U.N.O.) 8. SEE FOUNDATION PLAN FOR SUB-GRADE BELOW SLAB. 9. (E) CONC. FOOTING 10. (N) CONC. FOOTING 11. #4 DOWELS @ 32" O.C. W/ SIMPSON SET-XP EPOXY, ESR-2509. PERIODIC SPECIAL INSPECTION IS REQUIRED NOTES: - VAPOR BARRIER TO HAVE MIN. 6" LAP AT ALL SEAMS PER MANUF. (U.N.O.). - VERIFY ALL INFORMATION PER UPDATED SOILS REPORT. 111 INTERIOR FOOTING DETAIL D W NOTES: -SEE DETAIL #1 FOR INFORMATION NOT SHOWN. -IN LIEU OF ANCHOR BOLTS USE SHOT PINS AS PER GENERAL NOTES FOR NON- SHEAR WALLS. 111 HOUSE FOOTING TO PORCH SLAB 8"24" 1(E) CONC. SLAB & FOOTING. 2(N) CONC. SLAB. (E) FDN. 3#4 DOWEL @ 24" O.C.FND~6 49/16" DIA. HOLE W/ SIMPSON "SET-XP" EPOXY. 6" 1. (E) CONC. SLAB & FOOTING. 2. (N) CONC. SLAB. 3. #4 DOWEL @ 24" O.C. 4. 9/16" DIA. HOLE W/ SIMPSON "SET-XP" EPOXY. NOTES: - SPRAY BONDING AGENT (INTRALOK OR SIM.) AT THE JOINT BETWEEN OLD AND NEW CONCRETE PRIOR TO POURING NEW CONCRETE. - WHEN APPLICABLE, VERIFY W/ POST TENSION ENG. FOR LOCATION OF STRANDS WHEN PLACING DOWELS INTO EXISTING P.T. FTG. DO NOT CUT STRANDS. 0'-6" 0' - 6 " F.G. SLOPE PER ARCH MIN. MI N . 111 TYPICAL EXTERIOR TIE BEAM DE P T H T O M A T C H ED G E O F F O O T I N G W (U.N.O.) 0' - 3 " CL R . D (U . N . O . ) 0' - 3 " M I N . CO V E R F.G. 0' - 2 " CL R . NOTES: -SEE DETAIL #1 FOR INFORMATION NOT SHOWN. -TIE BEAM REBARS TO CONTINUE INTO EXTERIOR FOOTING MIN. 24" 111 TYP. CONTROL JOINT 1CONC. SLAB PER PLAN2BULLNOSE EDGES 0' - 1 " 1/8" 1. CONC. SLAB PER PLAN 2. BULLNOSE EDGES NOTES: -SEE DETAIL #1 FOR INFORMATION NOT SHOWN. -PROVIDE CONTROL JOINT AT 10'-0" EACH WAY (U.N.O.) -PROVIDE SAW CUT WITHIN 24 HOURS OF POUR. PAD & REINF. SEE PLAN 111 PAD FOOTING INTERIOR PAD FOOTING F.G. PAD & REINF. SEE PLAN EXTERIOR PAD FOOTING 0' - 3 " ℄OF POST AND PAD 1CONC. SLAB.FND~1 2PAD FOOTING PER PLAN. 3EXTERIOR FOOTING PER PLAN.4INTERIOR FOOTING PER PLAN. 1. CONC. SLAB. 2. PAD FOOTING PER PLAN. 3. EXTERIOR FOOTING PER PLAN. 4. INTERIOR FOOTING PER PLAN. NOTES: - SEE DETAIL #1 FOR INFORMATION NOT SHOWN. 1CONC. SLAB.FND~1 2PAD FOOTING PER PLAN. ℄OF POST AND PAD 111 NON-BEARING WALL 1CONC. SLAB PER PLAN2SHOT PIN SEE SHEET S.0 FOR MORE INFORMATION. NOTES: -SEE DETAIL #1 FOR INFORMATION NOT SHOWN. 1. CONC. SLAB PER PLAN 2. 2X TREATED SILL PLATE WITH SIMPSON 2-1/2" SHOT PIN PDPA250 @ 32" O.C. PER (ICC ESR-2138). SEE SHEET S.0 FOR MORE INFORMATION. 1.POST PER PLAN 2.P.T.D.F SILL PLATE 3.CONT. FTG. REINF. PERP LAN 4.SIMP. HOLD DOWN PER PLAN, SEE TABLE BELOW FOR SSTB BOLT DIAMETER AND EMBEDMENT 5.1- #4 REBAR 4'-0" LONG CENTERED ON SSTB BOLT. LOCATE APPROXIMATELY 3"-5" FROM TOP OF SLAB/ STEM WALL (OR FTG @ TWO-POUR SYSTEM). BEND BAR DOWN INTO FTG. @ END OF CURB CONDITION. MAYBE FOUNDATION REBAR; NOT POST-TENSIONED CABLE. 6.#4 HORIZ. @ 12' O.C. EA. WAY 7.HOLD DOWN BOLT THREADED ROD PER TABLE. 8.SIMP. HDU11/ HHDQ11 OR HDU14/ HHDQ14 PER PLAN, SEE TABLE BELOW FOR THREADED ROD BOLT DIAMETER AND EMBEDMENT. 9.EDGE OF PAD FTG. 10.EDGE OF CONC. SLAB 11.EDGE OF CONT. FTG. F.G. SECTION "A""A" 8" "B " F.G. W D HDU8* SIMPSON HOLDOWN 5/8" 7/8" SSTB 24 SSTB 34 20 5/8" 28 7/8" HOLD DOWN BOLT (TWO-POUR) * SSTBL MODEL IS RECOMMENDED FOR HDU8 HOLD DOWN ON 2-2X AND 3X SILL PLATES. 3" CL R . THREADED ROD d "A " "A " "A""A" PLAN DIA. 1" A36 THRD. ROD 4X6 X4 WALL HOLD DOWN BOLT HDU11 1" BOLT W/ 3"X3"X3/8" PLATE @ BOTT. A36 THRD. ROD W/ 4"X4"X1/2" PLATE @ BOTT. POST X6 WALL 6X6 4X6 6X6 4X8 6X8 MINIMUM EMBEDMENT (d) 12" 15" A B FOOTING DIMENSIONS 16 1/2" 18"18" 15" D SIMPSON SSTB (PER ICC ESR-2611) HDU2 5/8"SSTB 20 16 5/8" le B HDU4 5/8"SSTB 24 20 5/8" HDQ8* NOTES: -SEE PLANS FOR HOLDOWN TYPES. -SEE DETAIL #1 FOR INFORMATION NOT SHOWN. -REFER TO MANUFACTURER SPECIFICATIONS FOR INSTALLATION INFORMATION NOT SHOWN. -MAINTAIN MIN. EDGE DISTANCE OF 1.3/4" (MEASURED FROM EDGE OF CONCRETE TO CENTERLINE OF BOLT). -SIMPSON SSTB & SB CAST IN PLACE ANCHOR BOLTS PER ICC-ESR-2611. -FOR NAILED OR SCREWED HOLD DOWNS, WHICH HAVE BEEN CONNECTED TO A 2X STUD NEXT TO THE 4X (MIN.) POST, STITCH NAIL THE 2X TO THE POST W/ 16d @ 3" O.C. STAGG. (2" O.C. STAGG. FOR HDU8). IF INSTALLED ON 2X POST ADJACENT TO 4X (MIN.) POST, HDU11 AND HDU14 SHALL BE INSTALLED USING SDS-1/4"X4.1/2" IN PLACE OF THOSE SPECIFIED FOR SOLID POST ATTACHMENT. 1 3/4" MIN. TYP. 1 3/4" MIN. TYP. 3" CL R . EM B E D W SSTB BOLT INSTALLATION @ SW @ INT. FTG/SLAB SSTB BOLT INSTALLATION @ SW @ EXT. FTG/SLAB HDU5 111 TYPICAL HOLDOWN INSTALLATION 8HOLDOWN AND ANCHOR BOLT PER SCHEDULE BELOW 7HOLDOWN AND ANCHOR BOLT PER SCHEDULE BELOW 2HOLDOWN AND ANCHOR BOLT PER SCHEDULE BELOW 1HOLDOWN AND ANCHOR BOLT PER SCHEDULE BELOW 5HOLDOWN AND ANCHOR BOLT PER SCHEDULE BELOW 6HOLDOWN AND ANCHOR BOLT PER SCHEDULE BELOW 7HOLDOWN AND ANCHOR BOLT PER SCHEDULE BELOW 9HOLDOWN AND ANCHOR BOLT PER SCHEDULE BELOW 11HOLDOWN AND ANCHOR BOLT PER SCHEDULE BELOW 10HOLDOWN AND ANCHOR BOLT PER SCHEDULE BELOW 1HOLDOWN AND ANCHOR BOLT PER SCHEDULE BELOW 2HOLDOWN AND ANCHOR BOLT PER SCHEDULE BELOW 4HOLDOWN AND ANCHOR BOLT PER SCHEDULE BELOW 5HOLDOWN AND ANCHOR BOLT PER SCHEDULE BELOW 3HOLDOWN AND ANCHOR BOLT PER SCHEDULE BELOW MIN. EMBED. (leB) 5/8" 7/8" SSTB 24 SSTB 34 20 5/8" 28 7/8" HOLD DOWN BOLT (MONO-POUR) 5/8"SSTB 20 16 5/8" 5/8"SSTB 24 20 5/8" MIN. EMBED. (leB)SSTB BOLT SSTB BOLTDIA.DIA. HD. CAPACITY 3075# 4565# 5645# 7870# HD. CAPACITY SIMPSON HOLDOWN 9535# HHDQ11 11810# HDU14 14390# HHDQ14 13710# 1' M I N . 6" M I N SEE PLAN (3" MIN.) SEE PLAN (3" MIN.) PAD & REINF. SEE PLANS 1SIMPSON APPROVED COLUMN BASE PER PLAN.CB-CBSQ44_F~ 2POST PER PLAN.WALL~3 3OPT. CONC. SLAB 1'1' 1'1' 1. SIMPSON APPROVED COLUMN BASE PER PLAN. 2. POST PER PLAN. 3. OPT. CONC. SLAB 4. #3 MIN. "V" BAR BENT THRU STIRRUP AS SHOWN ALT. COND. 111 COLUMN BASE ℄ POST & PAD 4#3 MIN. "V" BAR BENT THRU STIRRUP 4#3 MIN. "V" BAR BENT THRU STIRRUP L L L L L L L L L 111 FOOTING/ BEAM INTERSECTION 1REINF. MAY BE CONT. OR ADD BARS SAME SIZE & SPACING AS WALL/FOOTING REINF. 1. REINF. MAY BE CONT. OR ADD BARS SAME SIZE & SPACING AS WALL/FOOTING REINF. L = 30 BAR DIA. MIN. IN CONCRETE. L = 40 BAR DIA. MIN. IN MASONRY SINGLE LAYER INTERSECTION & CORNER DOUBLE LAYERS INTERSECTION & CORNER PROJECT OWNER NOTES: MIN. TYP. PROJECT ADDRESS _______ 7.2X STUDS @ 16" O.C. (U.N.O.) NOTES: - 1 8. SEE FOUNDATION PLAN FOR SUB -GRADE - SEE DETAIL #1 FOR 7 SEE DETAIL #1 FOR 2 I I Q BELOW SLAB. INFORMATION NOT SHOWN. 7 INFORMATION NOT SHOWN. I 9. (E) CONC. FOOTING NOTES: - PROVIDE CONTROL JOINT AT �I-----____ I 10. (N) CONC. FOOTING - VAPOR BARRIER TO HAVE MIN. 6" LAP AT ALL 10'-0" EACH WAY (U.N.O.) �, �I I 11. #4 DOWELS @ 32" O.C. W/ SIMPSON SEAMS PER MANUF. (U.N.O.). PROVIDE SAW CUT WITHIN 24 F.G. II _ I Q SET-XP EPDXY, ESR-2509. PERIODIC - VERIFY ALL INFORMATION PER UPDATED HOURS OF POUR. -j j j=l I ° , -- J SPECIAL INSPECTION IS REQUIRED SOILS REPORT. Ill Ili 11 FNC11 FNC09 ii 5 Ij I� i FNC01 O NON -BEARING WALL 11 TYP. CONTROL JOINT m 6 11 10 EXTERIOR FOOTING DETAIL 1 N _� 9 cn m " J I I PLAN CLOF POST AND PAD CLOF POST AND PAD "A" "A" Q v SECTION w 0 1 1 Q J THREADED ROD Q i? / F.G. - -III-III-I i j i 1 IIII -_. =IIIII I I j j _= II=III=II I i I i =111-III 3 j 4 I � � CITY OF SANTA ANA Planning a u1 qetcy 2.1/2" MIN. _0 1 D/2 D/2 1 3/4" 4 24 5" MIN. TYP. co O D/2 Z � � F- HOOK � 0lift ih O ' U ' o F.G. -------- - UAN E F.G. � � � • • ' z_ • j j j III- I -I i-III I y NI E EhF I �'' -I � � I o-- IIII I1 I I1 I I I III-1 Q o _ - - w DOING ENGINEERING, INC. 1 � O iv � � i i- NOTES: � m ° � U o w 7661 GARDEN GROVE BLVD. o z - SEE DETAIL #1 FOR INFORMATION • _ ° NOT SHOWN. L J 11 a StC D: GARDEN GROVE CA 92841 w p - TIE BEAM REBARS TO CONTINUE 3 VV W 10 2 � w • INTO EXTERIOR FOOTING MIN. 24" E� IE-� Date: TEE- 714-617-5979 SEE NOTE #1 -' 1 INFO DONGENGINEERING.COM 6 SSTB BOLT INSTALLATION SSTB BOLT INSTALLATION W @ SW @ EXT. FTG/SLAB @ SW @ INT. FTG/SLAB RESTRICTIVE NOTICE NOTES: c' (U.N.O.) THESE DESIGNS, DRAWINGS, AND oU 1. LAP 1. POST PER PLAN 7 SPECIFICATIONS ARE THE EXCLUSIVE 1. 1 1/ 2" CLEAR OR BARS MAY BE IN - 54 BAR DIAM. #10 THRU #11 2. P.T.D.F SILL PLATE PROPERTY OF DONG ENGINEERING. CONTACT IF WIRED TOGETHER. - 40 BAR DIAM. #8 THRU #9 3. CONT. FTG. REINF. PERP LAN 6 5 THESE DRAWINGS CANNOT BE COPIED, 2. CONDITION WHERE BARS OCCUR - 30 BAR DIAM. #5 THRU #7 4. SIMP. HOLD DOWN PER PLAN, SEE TABLE BELOW FOR SSTB BOLT DIAMETER 1 TRANSFERRED, OR REPRODUCED NOR ON THE SAME PLANE. 2. "D" = BEND DIAMETER 6" FOR #3 AND EMBEDMENT CAN ANY OTHER STRUCTURES BE BUILT THRU #8; 8" FOR #9 THRU #11. 5. 1- #4 REBAR 4'-0" LONG CENTERED ON SSTB BOLT. LOCATE APPROXIMATELY 4 FROM THEM WITHOUT WRITTEN CONSENT. 3"-5" FROM TOP OF SLAB/ STEM WALL (OR FTG @ TWO -POUR SYSTEM). BEND FNC07 FNC08 BAR DOWN INTO FTG. @ END OF CURB CONDITION. MAYBE FOUNDATION 18 REINF. STD. HOOK, LAP 10 TYPICAL EXTERIOR TIE BEAM G REBAR; NOT POST -TENSIONED CABLE. � REVISIONS V 6. #4 HORIZ. @ 12' O.C. EA. WAY � - - --- -- -- - ---- 7. HOLD DOWN BOLT THREADED ROD PER TABLE. • o F.G. •o �- - 8. SIMP. HDU11/ HHDQ11 OR HDU14/ HHDQ14 PER PLAN, SEE TABLE BELOW FOR _ N0: DATE REVISIONS THREADED ROD BOLT DIAMETER AND EMBEDMENT. _ _ _ 18" DOWEL 9. EDGE OF PAD FTG. =1=1=1 I I -I 1= I -I 1= 1 12/12/2024 1ST PLAN CHECK 10. EDGE OF CONC. SLAB 11. EDGE OF CONT. FTG. 8 SIMPSON SSTB (PER ICC ESR-2611) � 3 1/8" 2 1 2 � 1 0 1. CONC. SLAB PER PLAN 2. 2X TREATED SILL PLATE 1. CONC. SLAB PER PLAN z W J o U 1. VENNER WHERE OCCURS. 2. EXTEND FOOTING AT VENEER. WITH SIMPSON 2-1/2" SHOT 2. BULLNOSE EDGES SSTBL MODEL IS RECOMMENDED FOR HDU8 HOLD DOWN ON 2-2X AND 3X SILL PLATES. 3.244 REBAR CONT. @ T & B (U.N.O.). ----------------------------------------- PIN PD PA250 @ 32" O.C. 4. CONC. SLAB. PER (ICC ESR-2138). -I III -III- -I - I 5. OPT. POUR JOINT (N/A @ MONO POUR) W/ SEE SHEET S.0 FOR MORE -III-III III-IIIIIIIIIIII=III III #3 DOWELS @ 16" O.C. EMBED MIN. 12" ON -III-III-III-III-III-III=III=III-III- INFORMATION. 1 FIRST POUR. "A" "A" 6. P.T.D.F. SILL PLATE W/ A.B. (OR ALT. MASA 1 3/4" 8 PER PLAN. HOLD DOWN BOLT (MONO -POUR) HOLD DOWN BOLT (TWO -POUR) SIMPSON HD. HOLDOWN CAPACITY DIA. SSTB BOLT EMBED (IeB) DIA. SSTB BOLT EMBED. (IeB) HDU2 3075# 5/8" SSTB 20 16 5/8" 5/8" SSTB 20 16 5/8" HDU4 4565# 5/8" SSTB 24 20 5/8" 1 5/8" SSTB 24 20 5/8" HDU5 5645# 5/8" SSTB 24 20 5/8" 5/8" SSTB 24 20 5/8" HDU8* HDQ8 7870# 7/8" SSTB 34 28 7/8" 7/8" SSTB 34 28 7/8" SIMPSON HD. HOLD DOWN BOLT POST MINIMUM FOOTING EMBEDMENT DIMENSIONS HOEDOWN CAPACITY DIA. BOLT X4 WALL X6 WALL (d) A B HDU11 9535# 1 A36 THRD. ROD W/ 3 X3 X3/8' 4X6 6X6 12" 16 1 /2" 15" 4X6 6X6 HHDQ11 11810# PLATE @ BOTT. HDU14 14390# A36 THRD. ROD ill W/4"X4"X1/2" 4X8 6X8 15" 18" 18" HHDQ14 13710# PLATE @ BOTT. FOOTING DIMENSIONS # OF STORIES W WIDTH D DEPTH 1 12" 18" 2 15" 24" 3 21" 24" -111 11 � = -111 111 1 11 111�' I NOTES: PAD & REINF. PAD & REINF. - SEE PLANS FOR HOLDOWN TYPES. SEE PLAN SEE PLAN - SEE DETAIL #1 FOR INFORMATION NOT SHOWN. - REFER TO MANUFACTURER SPECIFICATIONS FOR INSTALLATION INFORMATION NOT EXTERIOR PAD INTERIOR PAD FOOTING SHOWN. FOOTING - MAINTAIN MIN. EDGE DISTANCE OF 1.3/4" (MEASURED FROM EDGE OF CONCRETE TO • • 1. CONC. SLAB. CENTERLINE OF BOLT). NOTES: 2. PAD FOOTING PER PLAN. - SIMPSON SSTB & SB CAST IN PLACE ANCHOR BOLTS PER ICC-ESR-2611. - SEE DETAIL #1 FOR 3. EXTERIOR FOOTING PER PLAN. - FOR NAILED OR SCREWED HOLD DOWNS, WHICH HAVE BEEN CONNECTED TO A 2X W INFORMATION NOT SHOWN. STAMP 4. INTERIOR FOOTING PER PLAN. STUD NEXT TO THE 4X (MIN.) POST, STITCH NAIL THE 2X TO THE POST W/ 16d @ 3" O.C. - IN LIEU OF ANCHOR BOLTS USE NOTES: STAGG. (2" O.C. STAGG. FOR HDU8). IF INSTALLED ON 2X POST ADJACENT TO 4X (MIN.) SHOT PINS AS PER GENERAL - SEE DETAIL #1 FOR INFORMATION POST, HDU11 AND HDU14 SHALL BE INSTALLED USING SDS-1/4"X4.1/2" IN PLACE OF NOTES FOR NOW SHEAR WALLS. QROFESSION4 NOT SHOWN. THOSE SPECIFIED FOR SOLID POST ATTACHMENT. �,� G Ccc/ FNC10 FNC12-NEW FNCO2 CIO PAD FOOTING 8 TYPICAL HOLDOWN INSTALLATION 4 INTERIOR FOOTING DETAIL 2 6 EXP.03131126 s, CIV1\_ q� POST &PAD 1. CONC. SLAB. FOFCA\_\F 1 2. CONC. PORCH SLAB. L L 3. 3/ 8" MIN. EXPANSION JOINT W/ JOINT 2 -- FILLER (N/A @ MONO POUR LOTS). SEE PLAN SEE PLAN 4. #3 X 24 DOWEL @ 24" O.C. DATE SIGNED: 4/8/25 (3" MIN.) (3" MIN.) 1 FACE OF STUDS SHEET DESCRIPTION J STRUCTURAL DETAILS 3 I o � 2 SLOPE PER ARCH _---� 1. REINF. MAY BE CONT. OR ADD z_ �Q��O� SINGLE LAYER INTERSECTION &CORNER BARS SAME SIZE & SPACING AS it I li I I • • F.G. L L L WALL/FOOTING REINF. io i j - _ I=III III -III-' � � Z Aw .� = - I 1-I �L J� I=1 11-111I 11I 1=I 4 - - Eo L = 30 BAR DIA. MIN. IN CONCRETE. =1I I-1 I I I I-1 I i �. III-1 I =1 I - j I 107 �^ L = 40 BAR DIA. MIN. IN MASONRY ? ALT. COND. No. 1 11 III - 0-6' En 3 Exp.12/31/20-1:0 o MIN. ©C��GP� J J BASE PER PLAN ROVED COLUMN 4 -�� 4 DE#: 240363 OF C 3. OPT CONC2. POST PER PSLAB • • PAD &REINF. SEE PLANS NOTES: SHEET 4. #3 MIN. "V" BAR BENT THRU STIRRUP AS SHOWN W - SEE DETAIL #1 FOR DOUBLE LAYERS INTERSECTION & CORNER INFORMATION NOT SHOWN. NC15 FNC16 FNC03 SD I OOTING/ BEAM INTERSECTION 9 COLUMN BASE 5 HOUSE FOOTING TO PORCH SLAB 3 RESTRICTIVE NOTICE DATE REVISIONS SHEET DESCRIPTION PROJECT OWNER PROJECT ADDRESS STAMP NO: REVISIONS DATE SIGNED: 12/17/24 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 240363 AD U 12 2 5 N . W E S T S T , SA N T A A N A , C A 9 2 7 0 3 12/12/2024 1ST PLAN CHECK1 SD2 STRUCTURAL DETAILS 22X CEILING JOIST PER PLAN.Roof~3 32X STUD PER PLAN.Wall~1 42X BEVELED BLK'G.Roof~4 5ROOF SHEATHING AND NAILING PER NAILING SCHDL.Roof~1 6SHEARWALL PER PLAN.Wall~2 7FRAMING CLIP LTP4 PER SHEARWALL SCHDL. @ 48" O.C. MAX.A-LTP4_L~4 8FRAMING CLIP @ ALT. LOCATION.A-A35_L~3 9BOUNDARY NAILS.N-10d~ 106-16d COMMON NAILS @ EA. RAFTER AND CEILING JOIST.ROOF~11 11DBL. TOP PLATE OR DROP BM. PER PLAN.WALL~6 12X ROOF RAFTER PER PLAN.ROOF~2 1. 2X ROOF RAFTER PER PLAN. 2. 2X CEILING JOIST PER PLAN. 3. 2X STUD PER PLAN. 4. 2X BEVELED BLK'G. 5. ROOF SHEATHING AND NAILING PER NAILING SCHDL. 6. SHEARWALL PER PLAN. 7. FRAMING CLIP LTP4 PER SHEARWALL SCHDL. @ 48" O.C. MAX. 8. FRAMING CLIP @ ALT. LOCATION. 9. BOUNDARY NAILS. 10. 6-16d COMMON NAILS @ EA. RAFTER AND CEILING JOIST. 11. DBL. TOP PLATE OR DROP BM. PER PLAN. 111 SHEAR TRANSFER 12X ROOF RAFTER PER PLAN.ROOF~2 22X CEILING JOIST PER PLAN.ROOF~3 32X CEILING JOIST OR BLK'G 42X STUD WALL PER PLAN.WALL~1 5SHEARWALL PER PLAN.WALL~2 6FRAMING CLIP LTP4 PER SHEARWALL SCHDL. @ 48" O.C. MAX.A-LTP4_BEND~1 6FRAMING CLIP LTP4 PER SHEARWALL SCHDL. @ 48" O.C. MAX.A-LTP4_L~4 7PROVIDE 2X STRUT @ 48" O.C. W/ A35 @ EA. END. 82X LEDGER W/ 2-16d @ 6" O.C. TO 2X BLK'G.MISC~2 82X LEDGER W/ 2-16d @ 6" O.C. TO 2X BLK'G.MISC~292X BLK'G @ 4'-0" O.C. 102 x 4 FLAT SPAN ACROSS MIN. 6 C.J. @ 8'-0" MAX. 11DBL. TOP PLATE.W-22X4~ 12ROOF SHEATHING AND NAILING PER NAILING SCHDL.ROOF~1 13CONT. PLYWOOD 1. 2X ROOF RAFTER PER PLAN. 2. 2X CEILING JOIST PER PLAN. 3. 2X RIM OR BLK'G. 4. 2X STUD WALL PER PLAN. 5. SHEARWALL PER PLAN. 6. FRAMING CLIP LTP4 PER SHEARWALL SCHDL. @ 48" O.C. MAX. 7. PROVIDE 2X STRUT @ 48" O.C. W/ A35 @ EA. END. 8. 2X LEDGER W/ 2-16d @ 6" O.C. TO 2X BLK'G. 9. 2X BLK'G @ 4'-0" O.C. 10. 2 x 4 FLAT SPAN ACROSS MIN. 6 C.J. @ 8'-0" MAX. 11. DBL. TOP PLATE. 12. ROOF SHEATHING AND NAILING PER NAILING SCHDL. 13. CONT. PLYWOOD 111 SHEAR TRANSFER 1ROOF TRUSS BY MFR., SEE PLAN.ROOF~13 22X BLK'G @ 48" O.C.WALL~73SIMPSON "DTC" @ 48" O.C. MAX.H-DTC~ 4JOIST OR TRUSS BOTT. CHORD.4JOIST OR TRUSS BOTT. CHORD. 3SIMPSON "DTC" @ 48" O.C. MAX.H-DTC~ 5NON BEARING WALL. 3/ 4 " , T Y P . 3/ 4 " , T Y P . 5NON BEARING WALL. 1. ROOF OR FLOOR SYSTEM OR TRUSSES BY MFR., SEE PLAN. 2. 2X BLK'G @ 48" O.C. 3. SIMPSON "DTC" @ 48" O.C. MAX. 4. JOIST OR TRUSS BOTT. CHORD. 5. NON BEARING WALL. 111 NON-BEARING WALL DETAIL 2-0" MIN. PANEL WIDTH 1SHEARWALL PER PLAN, REFERS TO SHEARWALL SCHEDULE. 2EDGE NAIL (E.N.) SHEAR PANEL TO ALL PANEL EDGES. 3FIELD NAIL @ 12" O.C. 4KING STUD OR POST PER PLAN. E.N. SHEAR PANEL TO POST. 5TRIMMER WHERE OCCURS. 8INSTALL HOLDOWN ON KING STUD OR POST W/ EDGE NAILING. 1. SHEAR PANEL PER PLAN. 2. EDGE NAIL (E.N.) SHEAR PANEL TO ALL SHEARWALL EDGES. WHEN PANEL EXTEND TO TRIMMER, E.N. BOTH TRIMMER AND KING STUDS. 3. FIELD NAIL @ 12" O.C. 4. 2X OR MULTIPLE KING STUD PER FRAMING NOTE W/ 16d @ 16" O.C. TO TRIMMER. 5. TRIMMER PER PLAN. 6. HEADER PER PLAN. 7. MIN. 3-16d TO END OF HEADER. 8. SIMPSON HOLDOWN PER PLAN. 9.WHEN HOLDOWNS CONNECTED TO KING STUD, REPLACED SDS SCREWS W/ LONGER LENGTH TO GET 2 1/2" PENETRATIONS TO TRIMMER.NOTES: 1. PROVIDE 3/8" EDGE DISTANCE FOR NAILS. 2. PROVIDE MIN. 2X BLK'G @ ALL PLYWOOD EDGES OR AS NOTED IN SHEAR SCHULE. 3. STAGGER NAILS THAT ARE SPACED 2" O.C. 4. FOR SPECIFIC SHEARWALL CONDITIONS, SEE PLAN & SCHEDULE. 5. NO CUTS OR HOLES IN SHEATHING WITHIN 16" OF CORNERS. 6. MAX. ACCUMULATED LENGTH OF OPENINGS SHALL NOT EXCEED 20% OF THE WALL LENGTH. MAX. LENGTH OF EA. OPENING IS 4-1/2" IN ANY DIRECTION. 6TRIMMER WHERE OCCURS. 7KING STUD OR POST PER PLAN. E.N. SHEAR PANEL TO POST. 9INSTALL HOLDOWN ON KING STUD OR POST W/ EDGE NAILING. 111 SHEAR PANEL ASSEMBLY DETAIL 1BEAM PER PLAN. 1BEAM PER PLAN.1BEAM PER PLAN. 2DBL. TOP PLATE. 2DBL. TOP PLATE.2DBL. TOP PLATE.3SIMPSON STRAP MSTI36 OR ST6224 3SIMPSON STRAP MSTI36 OR ST6224 4SIMPSON (2)A35 @ TOP & BOTT. 4SIMPSON (2)A35 @ TOP & BOTT. 4SIMPSON (2)A35 @ TOP & BOTT. 5POST OR MULTI STUD PER PLAN.WALL~3 5POST OR MULTI STUD PER PLAN.5POST OR MULTI STUD PER PLAN. 6(3)16d EA. SIDE 6(3)16d EA. SIDE 7SILL PLATE. 1. BEAM PER PLAN. 2. DBL. TOP PLATE. 3. SIMPSON STRAP MSTI36 OR ST6224. 4. SIMPSON A34 AT EA. SIDE OF BEAM AND POST PER BEAM CONDITION. 5. POST OR MULTI STUD PER PLAN. 6. 2X STUD EA. SIDE OF BEAM W/ 16d @ 12" O.C. STAGGERED TO POST. ADD 3-16d EA. SIDE TO BM. 7. 2X SILL PLATE. NOTE: - ADD FILLER @ SIDE OF BEAM AS NEEDED. 1BEAM PER PLAN. 2DBL. TOP PLATE.4SIMPSON (2)A35 @ TOP & BOTT. 4SIMPSON (2)A35 @ TOP & BOTT. 4SIMPSON (2)A35 @ TOP & BOTT. 5POST OR MULTI STUD PER PLAN.WALL~3 7SILL PLATE. COND A: DROP BEAM COND B: TOP FLUSH BEAM COND C: BOTTOM FLUSH BEAM COND D: SIDE FLUSH BEAM 111 BEAM POCKET DETAIL A MSTA12 B (1) CS16 END LENGTHSTRAP TYPE - 1BEAM PER PLAN.1BEAM PER PLAN. 2SIMPSON STRAP EA. SIDE OF BEAM TO POST. 2SIMPSON STRAP EA. SIDE OF BEAM TO POST.2SIMPSON STRAP EA. SIDE OF BEAM TO POST.2SIMPSON STRAP EA. SIDE OF BEAM TO POST. 3POST PER PLAN.WALL~3 3POST PER PLAN.WALL~3 4ALT. TO MSTA12 STRAPS, USE 2X KING STUD EA. SIDE OF BEAM TO POST & NAIL W/ 16d @ 16" O.C. TO POST & MIN. 5-16d TO BM. 1. BEAM PER PLAN. 2. SIMPSON STRAP EA. SIDE OF BEAM TO POST. 3. POST PER PLAN. 4. ALT. TO MSTA12 STRAPS, USE 2X KING STUD EA. SIDE OF BEAM TO POST & NAIL W/ 16d @ 16" O.C. TO POST & MIN. 5-16d TO BM. NOTES: - ADD SHIMS AS REQUIRED. - IF THERE IS DBL. TOP PLATE BETWEEN BM. & POST, INCREASE LENGTH OF STRAP TO ACCOMMODATE. - FILL ALL STRAP HOLES W/ NAILS. (2) CS16C 1'-1" 1'-1" CAPACITY 1880# 3400# 6800# EQ . EQ . 111 CONNECTION DETAIL 111 TOP PLATE SPLICE TYP. SEE TABLE NAIL SPLICE: STRAP SPLICE: 1FLOOR SYSTEM PER PLAN.FLOOR~7 2FLOOR SYSTEM PER PLAN.FLOOR~7 2FLOOR SYSTEM PER PLAN.FLOOR~7 3FLOOR SYSTEM PER PLAN.FLOOR~7 3FLOOR SYSTEM PER PLAN.FLOOR~7 5FLOOR SYSTEM PER PLAN.FLOOR~7 4FLOOR SYSTEM PER PLAN.FLOOR~74FLOOR SYSTEM PER PLAN.FLOOR~7 2FLOOR SYSTEM PER PLAN.FLOOR~73FLOOR SYSTEM PER PLAN.FLOOR~7 EQ.EQ. EQ. 7FLOOR SYSTEM PER PLAN.FLOOR~7 EQ. 1. 16d @ 8" O.C. (5) MIN. EA. SIDE OF SPLICE U.N.O. & PER TABLE BELOW. 2. 2X STUD WALL PER PLAN. 3. LOCATE STUD UNDER SPLICE OR PROVIDE 2X BLKG. ATTACHED TO ADJACENT STUD W/ (3) 16d EA. SIDE. 4. PLATE TO STUD NAILING PER C.B.C. MIN REQUIREMENTS. 5. NUMBER OF NAIL SPECIFIED BETWEEN SPLICING POINTS PER TABLE BELOW. 6. SIMP. STRAP PER TABLE BELOW. 7. SIMP. STRAP ST6224. NOTES: - FULLY NAIL STRAP W/ 16d SINKER OR 10d COMMON. - NAIL SHALL BE STAGGERED & AT LEAST 2 1/4" APART. CAPACITY 1880# A 2506# B 3760# CCONDITION MIN. PLATE LAP COMMON NAIL 4' - 0" MIN. 1 ROW (9) - 16d 4' - 0" MIN. 2 ROW (6) - 16d 6' - 0" MIN. 2 ROW (9) - 16d STRAP MSTA30 ST 6224 MST48 NAIL SPLICE STRAP SPLICE 6FLOOR SYSTEM PER PLAN.FLOOR~7 6FLOOR SYSTEM PER PLAN.FLOOR~7 ℄ PANEL JOINT. 3/8" TYP. ℄ PANEL JOINT. 3/8" TYP. OFFSET EDGE SUPPORT OFFSET EDGE SUPPORT 1ROOF SHEATHING AND NAILING PER NAILING SCHDL.ROOF~1 1ROOF SHEATHING AND NAILING PER NAILING SCHDL.ROOF~1 2JOIST.32 x 4 W/ 16d @ 12" O.C. 42 x 4 FLAT W/ (2) 10d @ EA. END. 1. ROOF SHEATHING AND NAILING PER NAILING SCHDL. 2. JOIST. 3. 2 x 4 W/ 16d @ 12" O.C. 4. 2 x 4 FLAT W/ (2) 10d @ EA. END. 111 BLOCKING AT EDGE SUPPORT "W " M A X . "L" MAX.12" MIN.12" MIN. EQ . EQ . 1NOTCH LOCATION.2SIMPSON STRAP "MSTA36" W/ (11) 10d COMMON EA. END (STRAP NOT REQ'D AT SILL PLT.)3BORED HOLE. 1. NOTCH LOCATION. 2. SIMPSON STRAP "MSTA36" W/ (11) 10d COMMON EA. END (STRAP NOT REQ'D AT SILL PLT.) 3. BORED HOLE. NOTE: ONLY ONE NOTCH OR HOLE ALLOWED PER EA. STUD. ( EXCLUDING LET-IN BRACES). 2-2X TOP PLT. 2X OR 3X SILL PLATE. NOTCHES MIN. SPACING BORED HOLES "L" MAX. "W" MAX. 2X4 PLATE 2X6 PLATE 2X8 PLATE 6'-0" 6'-0" 6'-0" 3-1/2" 5-1/2" 5-1/2" 1-1/2" 2" 2" 1-1/4" 2" 3" 111 PLATE NOTCHING AND BORING 24" MIN.CONT.24 MIN. 1SHEARWALL PER PLAN.WALL~2 22X BLOCKING.WALL~7 3EDGE NAILING.MISC~3 1SHEARWALL PER PLAN.WALL~2 1SHEARWALL PER PLAN.WALL~2 1SHEARWALL PER PLAN.WALL~2 4WINDOW OPENING PER PLAN. 5SIMPSON STRAP CS16 @ EA, CORNER, INSTALL ALONG W/ SHEARWALL PANEL. 5SIMPSON STRAP CS16 @ EA, CORNER, INSTALL ALONG W/ SHEARWALL PANEL. 22X BLOCKING.WALL~7 22X BLOCKING.WALL~7 1. SHEAR PANEL PER PLAN. 2. 2-2X OR 4X BLOCKING. 3. EDGE NAILING (E.N.). 4. WINDOW OPENING PER PLAN. 5. SIMPSON STRAP CS16 @ EA, CORNER, INSTALL ALONG W/ SHEARWALL PANEL. 6. SHEARWALL HOLDOWN, REFER TO SHEAR PANEL DETAIL FOR INSTALLATION. 22X BLOCKING.WALL~7 62X BLOCKING.WALL~7 111 SHEAR AT OPENING 1PANEL BOUNDARY & BOUNDARY NAILING (B.N.) PER PLAN. 2FIELD NAILING PER PLAN.3CONTINUOUS PANEL EDGE, NO BLKG', E.N. PER PLAN. 1PANEL BOUNDARY & BOUNDARY NAILING (B.N.) PER PLAN. 4DISCONTINUOUS PANEL EDGE, E.N. PER PLAN. 5FRAMING @ 24" O.C. SHOWN (16" O.C. SIMILAR). 6DIRECTION OF FACE GRAIN PERPENDICULAR TO SUPPORT. 1. PANEL BOUNDARY & BOUNDARY NAILING (B.N.) PER PLAN. 2. FIELD NAILING PER PLAN. 3. CONTINUOUS PANEL EDGE, NO BLKG', E.N. PER PLAN. 4. DISCONTINUOUS PANEL EDGE, E.N. PER PLAN. 5. FRAMING @ 24" O.C. SHOWN (16" O.C. SIMILAR). 6. DIRECTION OF FACE GRAIN PERPENDICULAR TO SUPPORT. NOTES: - STAGGER JOINTS AS SHOWN. - MIN. SIZE OF SHEET SHALL BE 2 FT. x 2 FT. - NAILS SHALL BE DRIVEN TIGHT BUT SHALL NOT FRACTURE SURFACE OF SHEATHING. - TOLERANCE ON NAILING SHALL BE 3/4" W/ THE AVERAGE NAIL SPACING OVER ANY 4 FT. LENGTH BEING AT LEAST THAT NOTED ON THE PLAN. 111 PLYWOOD SHEATHING LAYOUT END LE N G T H END L E N G T H 1TYPICAL ROOF RAFTER OR TOP CHORD OF TRUSS.2HIP BM. OR TOP CHORD OF HIP TRUSS. 3SIMPSON STRAP CS16 W/ 8d SINKER NAIL @ 2-1/16" O.C. CUT TO FIT OVERALL BAYS OF BLK'G WHERE APPLICABLE. 42X FLAT BLK'G W/ E.N., SEE PLAN FOR BLK'G LENGTH OR NO. OF BAYS. (MIN. 4 BAYS). END LENGTH 5DBL. TOP PLATE OR DROP BM. PER PLAN.WALL~63SIMPSON STRAP CS16 W/ 8d SINKER NAIL @ 2-1/16" O.C. CUT TO FIT OVERALL BAYS OF BLK'G WHERE APPLICABLE. 1TYPICAL ROOF RAFTER OR TOP CHORD OF TRUSS. 1. TYPICAL ROOF RAFTER OR TOP CHORD OF TRUSS. 2. HIP BM. OR TOP CHORD OF HIP TRUSS. 3. SIMPSON STRAP CS16 W/ 8d SINKER NAIL @ 2-1/16" O.C. CUT TO FIT OVERALL BAYS OF BLK'G WHERE APPLICABLE. 4. 2X FLAT BLK'G W/ E.N., SEE PLAN FOR BLK'G LENGTH OR NO. OF BAYS. (MIN. 4 BAYS). 5. DBL. TOP PLATE OR DROP BM. PER PLAN. NOTES: * ADD 2" x 4" x 48" LONG MEMBER TO RECEIVE 2ND CS16 & NAIL W/ 16d @ 4" O.C. STAGGERED. STRAP 8 9 CS16 (2)CS16 END LENGTH 3'-6" 3'-6" CAPACITY 1700# NAILS/ SPACING 8d BOX/ SINKER @ 2-1/16" O.C. 3400#8d BOX/ SINKER @ 2-1/16" O.C. 8 111 DRAG DETAIL EQ.EQ. 1PLYWOOD SHEATHING W/ E.N. (TO EA. JOIST WHEN DBL. FLOOR JOISTS). 2FLUSH BEAM PER PLAN.FLOOR~4 3DBL. TOP PLATE. 4DROP BEAM PER PLAN.FLOOR~5 5STRAP PER CHART BELOW. 6ALT. STRAP LOCATION. 7SEE PLAN FOR BEARING CONDITION. 1. PLYWOOD SHEATHING W/ E.N. (TO EA. JOIST WHEN DBL. FLOOR JOISTS). 2. FLUSH BEAM PER PLAN. 3. DBL. TOP PLATE. 4. DROP BEAM PER PLAN. 5. STRAP PER CHART BELOW. 6. ALT. STRAP LOCATION. 7. SEE PLAN FOR BEARING CONDITION. STRAP CAPACITYEND LENGTH 5 6 CS16 (2)CS16 1700# 3400# 3'-6" 3'-6" 7 CMSTC16 4500#3'-6" NAILS/ SPACING 8d BOX/ SINKER @ 4-1/8" 8d BOX/ SINKER @ 4-1/8" 16d SINKER @ 4-1/2" 5 111 DRAG DETAIL 12X ROOF RAFTER PER PLAN.ROOF~2 22X CEILING JOIST PER PLAN.W-2X6~2 32X FULL DEPTH BLK'G @ 48" O.C. BETWEEN RIM & 1ST JOIST. BOUNDARY NAILS TO BLK'G. 4DBL. TOP PLATE.W-22X4~ 52X STUD WALL PER PLAN.WALL~1 11SHEARWALL PER PLAN.WALL~2 72X SOLE PLATE W/ 16d @ 6" O.C. U.N.O., SEE NAILING PER SHEARWALL SCHDL.WALL~5 8FRAMING CLIP LTP4 PER SHEARWALL SCHDL. @ 48" O.C. MAX.A-LTP4_BEND~1 6SHEARWALL PER PLAN.WALL~252X STUD WALL PER PLAN.WALL~1 4DBL. TOP PLATE.W-22X4~8FRAMING CLIP LTP4 PER SHEARWALL SCHDL. @ 48" O.C. MAX.A-LTP4_BEND~1 9ROOF SHEATHING AND NAILING PER NAILING SCHDL.ROOF~1 1. 2X ROOF RAFTER PER PLAN. 2. 2X CEILING JOIST PER PLAN. 3. 2X FULL DEPTH BLK'G @ 48" O.C. BETWEEN RIM & 1ST JOIST. BOUNDARY NAILS TO BLK'G. 4. DBL. TOP PLATE OR DROP BM. PER PLAN. 5. 2X STUD WALL PER PLAN. 6. SHEARWALL PER PLAN. 7. 2X SOLE PLATE W/ 16d @ 6" O.C. U.N.O., SEE NAILING PER SHEARWALL SCHDL. 8. FRAMING CLIP LTP4 PER SHEARWALL SCHDL. @ 48" O.C. MAX. 9. ROOF SHEATHING AND NAILING PER NAILING SCHDL. 10. BOUNDARY NAILS. 11. CONT. PLYWOOD SAME TYPE AS SHEARWALL BELOW. 10BOUNDARY NAILS.N-10d~ 111 SHEAR TRANSFER 111 TYPICAL HEADER DETAIL 1HDR. PER PLAN.WALL~4 2(3) 16d COMMON FROM KING STUD TO HEADER, TYP. 3SIMPSON A35 @ T&B EA. END OF HEADER AT ALL EXTERIOR WALLS AT OPENINGS WIDER THAN 8'-0" 4SIMPSON LTP4 ALT. TO A35. INSTALL EA. SIDE OF HEADER. 5(2) 16d @ 2X4 WALL, (3) 16d @ 2X6 & 2X8 WALL. 1. HDR. PER PLAN. 2. (3) 16d COMMON FROM KING STUD TO HEADER, TYP. 3. SIMPSON A35 @ T&B EA. END OF HEADER AT ALL EXTERIOR WALLS AT OPENINGS WIDER THAN 8'-0" 4. SIMPSON LTP4 ALT. TO A35. INSTALL EA. SIDE OF HEADER. 5. (2) 16d @ 2X4 WALL, (3) 16d @ 2X6 & 2X8 WALL. 1RIDGE PER PLAN.ROOF~1522X ROOF RAFTER PER PLAN.ROOF~2 3ROOF SHEATHING AND NAILING PER NAILING SCHDL.ROOF~1 4A35 @ EA. RAFTER 5SIMPSON STRAP LSTA30 @ 32" O.C.6EDGE NAILING.MISC~3 1. RIDGE PER PLAN. 2. 2X ROOF RAFTER PER PLAN. 3. ROOF SHEATHING AND NAILING PER NAILING SCHDL. 4. A35 @ EA. RAFTER 5. SIMPSON STRAP LSTA30 @ 32" O.C. 6. EDGE NAILING. 111 CONNECTION DETAIL 1BM. PER PLAN CONT. OVER INTERMEDIATE POST. 1BM. PER PLAN CONT. OVER INTERMEDIATE POST. 1BM. PER PLAN CONT. OVER INTERMEDIATE POST. 2POST PER PLAN.WALL~32POST PER PLAN.WALL~3 2POST PER PLAN.WALL~3 2POST PER PLAN.WALL~3 2POST PER PLAN.WALL~3 3LTP4 ON TOP OF CORNER BEAMS. 41/2" DIA. LAG SCREW W/ 4" EMBED. INTO POST OR W/ 7" EMBED. FOR INVERT.41/2" DIA. LAG SCREW W/ 4" EMBED. INTO POST OR W/ 7" EMBED. FOR INVERT. 41/2" DIA. LAG SCREW W/ 4" EMBED. INTO POST OR W/ 7" EMBED. FOR INVERT. 41/2" DIA. LAG SCREW W/ 4" EMBED. INTO POST OR W/ 7" EMBED. FOR INVERT. 5BM. PER PLAN, MITER CUT @ CORNER POST. 5BM. PER PLAN, MITER CUT @ CORNER POST. 41/2" DIA. LAG SCREW W/ 4" EMBED. INTO POST OR W/ 7" EMBED. FOR INVERT. 6ALT. METHOD USE "PC", "BC" OR "AC" CONNECTOR, BM. CAN BE SPLICED ON POST.7ALT. METHOD USE "EPC", "BC" OR "LCE" @ CORNER CONDITION. 8RETURN BM. IF OCCURS. WILL NEED "W" TOP FLANGED HANGER OFFSET @ "EPC" & "BC". MAYBE MITER CUT W/ "LCE" ON EA. BM AS ALT. 1. BM. PER PLAN CONT. OVER INTERMEDIATE POST. 2. POST PER PLAN. 3. LTP4 ON TOP OF CORNER BEAMS. 4. 1/2" DIA. LAG SCREW W/ 4" EMBED. INTO POST OR W/ 7" EMBED. FOR INVERT. 5. BM. PER PLAN, MITER CUT @ CORNER POST. 6. ALT. METHOD USE "PC", "BC" OR "AC" CONNECTOR, BM. CAN BE SPLICED ON POST. 7. ALT. METHOD USE "EPC", "BC" OR "LCE" @ CORNER CONDITION. 8. RETURN BM. IF OCCURS. WILL NEED "W" TOP FLANGED HANGER OFFSET @ "EPC" & "BC". MAYBE MITER CUT W/ "LCE" ON EA. BM AS ALT. 111 BEAM TO STANDALONE POST CITY OF S ANA 3 1 2 3 1 2 5 Planning a UUl cy 1 1 EQ. EQ. R BEAM PER PLAN. 1 , 2. DBL. TOP PLATE. 1 F_ ! \ 'I 3. SIMPSON STRAP MSTI36 �{_z=�r =r_= z= r_==z 5 I OR ST6224. 2 u 1. BEAM PER PLAN. A r 2. SIMPSON STRAP EA. SIDE 4. SIMPSON A34 AT EA. 1. PLYWOOD SHEATHING W/ CE@ 5 3 9 a i i OF BEAM TO POST. 5 SIDE OF BEAM AND POST 3 5 E.N. (TO EA. JOIST WHEN 4 '�C I I LU / I 5 PER BEAM CONDITION. FOR PE Q DBL. FLOOR JOISTSI•i•I /� 3. POST PER PLAN. � � � )• � ��5 � I E i I i° I I 5. POST OR MULTI STUD ----- 2. FLUSH BEAM PER PLAN.! 4. ALT. TO MSTA12 STRAPS, COND A: DROP BEAM COND B: TOP FLUSH BEAM - 0 1. 2X ROOF AFTER PER PLAN. 'i USE 2X KING STUD EA. SIDE PER PLAN. OF BEAM TO POST &NAIL W/ 6. 2X STUD EA. SIDE OF N. R PLAN. 3 DBL TOP PLATE 2 BEAM W/ 16d 12" O.C. 4 DROP BEAM PER 2 2X STUD JOIST PER �rl I I 16d @ 16" O.C. TO POST & MIN. 1 1 °� 5. STRAP PER CHART 8 10 2 3. 2X STUD R PLAN. 5-16d TO BM. BELOW. STAGGERED TO POST. 6 �� 4. 2X BEVEL D BLK'G. DONG ENGINEERING, INC. Lu ADD 3-16d EA. SIDE TO BM. 7 i �� 11 2 I I NOTES: / 6. ALT. STRAP LOCATION. - 5. ROOF SH THING AND NAILING 7661 GARDEN GROVE BLVD. I 7. 2X SILL PLATE. PER NAILIN S L. 3 3 - ADD SHIMS AS REQUIRED. 4 4 22 C SEE PLAN FOR BEARING 2 1 4 NOTE: CONDITION. O6 -� 3 7. FRAMING LIP LTP4 PER GARDEN GROVE CA 92841 4 6. SHEARWA L ��.e r - IF THERE IS DBL. TOP PLATE I I BETWEEN BM. & POST, �� 7 INCREASE LENGTH OF STRAP -ADD FILLER @SIDE OF SHEARWALL S�,�:' O.C. MAX. TEL- 714-617-5979 BEAM AS NEEDED. 8. FRAMING L OCATION. INFO DONGENGINEERING.COM TO ACCOMMODATE. 9. BOUNDAR NAILS. - FILL ALL STRAP HOLES W/ 5 55 NAILS. �i STRAP TYPE END LENGTH CAPACITY A MSTA12 - 1880# B (1) CS16 1'-1" 3400# C (2) CS16 1'-1" 6800# STRAP END LENGTH NAILS/ SPACING CAPACITY O CS16 3'-6" 8d BOX/ SINKER @ 4-1/8" 1700# © (2)CS16 3'-6" 8d BOX/ SINKER @ 4-1/8" 3400# O CMSTC16 3'-6" 16d SINKER @ 4-1/2" 4500# 1. RIDGE PER PLAN. 10. 6-16d C014MON NAILS @ EA. RESTRICTIVE NOTICE 2. 2X ROOF RAFTER PER PLAN. RAFTER AN 3. ROOF SHEATHING AND NAILING PER NAILING SCHDL. 11. DBL. TOP PLATE OR DROP BM. THESE DESIGNS, DRAWINGS, AND SPECIFICATIONS ARE THE EXCLUSIVE 4. A35 @ EA. RAFTER PER PLAN. PROPERTY OF 5. SIMPSON STRAP LSTA30 @ 32" O.C. 6. EDGE NAILING. THESE DRAWINGSS CANNOT BE COPIED, NAENGINEERING. TRANSFERRED, OR REPRODUCED NOR CAN ANY OTHER STRUCTURES BE BUILT FROM THEM WITHOUT WRITTEN CONSENT. COND C: BOTTOM FLUSH BEAM COND D: SIDE FLUSH BEAM WLCO2 WLC01 WLD01 RRC05 RRS02 CONNECTION DETAIL 17 BEAM POCKET DETAIL 13 DRAG DETAIL 9 CONNECTION DETAIL 5 SHEAR TRANSFER 1 REVISIONS IPVSERTI❑N SCALES 1112 INSERT;❑N SCALEI/16 NSERTI❑N SCALE; 1112 INSERTI❑N SCALE: 111E INSERTI❑N SCALE: 1/12 NO: DATE REVISIONS 1 12/12/2024 1ST PLAN CHECK 4 5 1. BM. PER PLAN CONT. OVER FAO �E/VGTy INTERMEDIATE POST. 10 1 3 2. POST PER PLAN. - -� 1. TYPICAL ROOF RAFTER OR k_, k_, i/�I Al iAl Al 3. LTP4 ON TOP OF CORNER BEAMS. �� TOP CHORD OF TRUSS. 4. 1/2" DIA. LAG SCREW W/ 4" EMBED. INTO 2. HIP BM. OR TOP CHORD OF �� 1. 2X ROOF RAFTER PER PLAN. � i I 1 i I POST OR W/ 7" EMBED. FOR INVERT. HIP TRUSS. 2 I I 2. 2X CEILING JOIST PER PLAN. 2 SIMPSON STRAP CS16 W/ 8d 5. BM. PER PLAN, MITER CUT @CORNER POST. 3. i i i i 3. 2X FULL DEPTH BLK'G @ 48" 6. ALT. METHOD USE "PC", "BC" OR "AC" 4 2 1 SINKER NAIL @ 2-1/16" O.C. CUT i I 3 2 i I 3 O.C. BETWEEN RIM & 1ST 8 CONNECTOR, BM. CAN BE SPLICED ON POST. TO FIT OVERALL BAYS OF BLK'G i I i I 4 JOIST. BOUNDARY NAILS TO 7. ALT. METHOD USE "EPC", "BC" OR "LCE" @ WHERE APPLICABLE. BLK'G. 4. 2X FLAT BLK'G W/ E.N., SEE !v 4. DBL. TOP PLATE OR DROP 3 5 2 1 CORNER CONDITION. 1 PLAN FOR BLK'G LENGTH OR �A � � I/\I INC 2 8. RETURN BM. IF OCCURS. WILL NEED "W" TOP END LENGTH 5 11 BM. PER PLAN. FLANGED HANGER OFFSET @ "EPC" & "BC". NO. OF BAYS. (MIN. 4 BAYS). 7 5. 2X STUD WALL PER PLAN. PROJECT OWNER 5. DBL. TOP PLATE OR DROP BM. 6. SHEARWALL PER PLAN. • MAYBE MITER CUT W/ "LCE" ON EA. BM AS ALT. o- o- PER PLAN. 4 5 ~ 4 5 ~ 7. 2X SOLE PLATE W/ 16d @ 6" O.C. U.N.O., SEE NAILING PER 8 2 F tip\ NOTES: M ; SHEARWALL SCHDL. ADD 2" x 4" x 48" LONG MEMBER 8. FRAMING CLIP LTP4 PER 1 �ENGT TO RECEIVE 2ND CS16 & NAIL W/ H SHEARWALL SCHDL. 16d @ 4" O.C. STAGGERED. A\ 8 @ 48" O.C. MAX. 3 5 i 9. ROOF SHEATHING AND PROJECT ADDRESS 1. ROOF OR FLOOR SYSTEM OR TRUSSES BY MFR., SEE PLAN. 5 6 NAILING PER NAILING SCHDL. 10. BOUNDARY NAILS. Z. ZA OLN U CC_V 40 U.U. 11. CONT. PLYWOOD SAME STRAP END LENGTH NAILS/ SPACING CAPACITY 3. SIMPSON "DTC" @ 48" O.C. MAX. 7 6 4 TYPE AS SHEARWALL BELOW. @ CS16 3'-6" 8d BOX/ SINKER @ 2-1/16" O.C. 1700# 4. JOIST OR TRUSS BOTT. CHORD. 5. NON BEARING WALL. gO (2)CS16 3'-6" 8d BOX/ SINKER @ 2-1/16" O.C. 3400# WLC10 RRD01 RTC01 RRS12 co C) 18 BEAM TO STANDALONE POST 14 DRAG DETAIL 10 NON -BEARING WALL DETAIL 6 SHEAR TRANSFER 2 N INSERTI❑N SCALE1i i6 INSERTION SCALEI/16 INSERTI❑N SC _E: 1112 2-0" MIN. INSERTI❑N SCALE; i/1L. U) C� 2 PANEL WIDTH Q 9 2 1. SHEAR PANEL PER PLAN. uj ___________________ 3 I i l 1 3 2. EDGE NAIL (E.N.) SHEAR PANEL TO ALL SHEARWALL . \\ XI Q Q 1 i i EDGES. 0 4 i WHEN PANEL EXTEND TO z Q �-@ 1. PANEL BOUNDARY &BOUNDARY NAILING (B.N.) PER PLAN. I i i i I i i i 7 r TRIMMER, E.N. BOTH TRIMMER AND KING STUDS. g 6 1. 2X ROOF RAFTER PER PLAN. 2. 2X CEILING JOIST PER PLAN. L Q 4 I 2. FIELD NAILING PER PLAN. 3. FIELD NAIL @ 12" O.C. 3. 2X RIM OR BLK'G. N 3. CONTINUOUS PANEL EDGE, NO I I I I I 4. 2X OR MULTIPLE KING STUD 4. 2X STUD WALL PER PLAN. CV BLKG', E.N. PER PLAN. i i i i i i i i i i PER FRAMING NOTE W/ 16d 6 7 13 5. SHEARWALL PER PLAN. r z 4. DISCONTINUOUS PANEL EDGE, I•i • @ 16" O.C. TO TRIMMER. 6. FRAMING CLIP LTP4 PER E .N. PER PLAN. i 1 1 1 I I 5. TRIMMER PER PLAN. SHEARWALL SCHDL. . ^ v) 5. FRAMING @ 24" O.C. SHOWN (16" I I ii ii I ii I•I• I I 1 6. HEADER PER PLAN. @ 48" O.C. MAX. O.C. SIMILAR). I I I I 7. MIN. 3-16d TO END OF HEADER. 10 7. PROVIDE 2X STRUT \�� 6. DIRECTION OF FACE GRAIN � i i i 8. SIMPSON HOLDOWN @ 48" O.C. W/ A35 @ EA. END. 5 - PERPENDICULAR TO SUPPORT. I ° I I I �8 \ g PER PLAN. 8. 2X LEDGER W/ 2-16d @ 6" -- - 6 1 �J NOTES: i I i � i - o + ! - y.vvn�l1 nvwvvvl14a CONNECTED TO KING STUD, \ \\ \ �J O.C. TO 2X BLK'G. - STAGGER JOINTS AS SHOWN.; nnlnl n1 ! - I— - Inl 1 nr L- - 1L__-� ----------------- -1L__-- ` -- REPLACED SDS SCREWS W/ .-.°..-. �.-. . �...-. �.. �.-. .-.ter .-. . ,... I 6 902E B4 FLAT@SPANOACROSS 1 y x DE#: 240363_ 1. SHEAR PANEL PER PLAN. SHEET 4 2. 2-2X OR 4X BLOCKING. 3. EDGE NAILING (E.N.). OFFSET EDGE SUPPORT 4. WINDOW OPENING PER PLAN. 5. SIMPSON STRAP CS16 @ EA, CORNER, INSTALL ALONG W/ SHEARWALL PANEL. 6. SHEARWALL HOLDOWN, REFER TO SHEAR PANEL DETAIL FOR INSTALLATION. WLC03 WLC05 WLC04 WLC06 SD2 20 TOP PLATE SPLICE TYP. 16 PLATE NOTCHING AND BORING 12 BLOCKING AT EDGE SUPPORT 8 SHEAR AT OPENING 4 INSERTI❑N SCALE; 1112 INSERTI❑N SCALE; 1/12 INSERTION SCALEI/24 ( q j - IVI IIV. JILC Vf onr= I Jfl/1LL [:)I-' LUNUtzr% LtZNU 1 P'I 1 U Utz z I/Z I MIN. 6 C.J. @ 8'-0" MAX. ,// 2 FT. x 2 FT. NOTES: L PENETRATIONS TO TRIMMER. 11. DBL. TOP PLATE. - NAILS SHALL BE DRIVEN TIGHT 12. ROOF SHEATHING AND 5 BUT SHALL NOT FRACTURE 1. PROVIDE 3/8" EDGE DISTANCE FOR NAILS. 2 11 �� 5 NAILING PER NAILING SCHDL. 1. HDR. PER PLAN. SURFACE OF SHEATHING. 2. PROVIDE MIN. 2X BLK'G @ ALL PLYWOOD EDGES OR AS NOTED IN SHEAR SCHULE. 13. CONT. PLYWOOD STAMP 2. (3) 16d COMMON FROM KING STUD TO HEADER, TYP. - TOLERANCE ON NAILING SHALL BE 3. STAGGER NAILS THAT ARE SPACED 2" O.C. 4 3. SIMPSON A35 @ T&B EA. END OF HEADER AT ALL EXTERIOR 3/4" W/ THE AVERAGE NAIL 4. FOR SPECIFIC SHEARWALL CONDITIONS, SEE PLAN & SCHEDULE. SPACING OVER ANY 4 FT. LENGTH 5. NO CUTS OR HOLES IN SHEATHING WITHIN 16" OF CORNERS. WALLS AT OPENINGS WIDER THAN 8'-0" RpFESSIpN 4. SIMPSON LTP4 ALT. TO A35. INSTALL EA. SIDE OF HEADER. BEING AT LEAST THAT NOTED ON 6. MAX. ACCUMULATED LENGTH OF OPENINGS SHALL NOT EXCEED 20% OF THE WALL ��Q G ql�, THE PLAN. LENGTH. MAX. LENGTH OF EA. OPENING IS 4-1/2" IN ANY DIRECTION. 5. (2) 16d @ 2X4 WALL, (3) 16d @ 2X6 & 2X8 WALL. WLC30 WLC07 WLC08 RRS11 �n w 6 19 TYPICAL HEADER DETAIL 15 PLYWOOD SHEATHING LAYOUT 11 SHEAR PANEL ASSEMBLY DETAIL 7 SHEAR TRANSFER 3 * EXP.03131126 INSERTION SCALED/24 iNSERTI❑N SCALED/24 INSERTI❑N 24" MIN. CONT. 24 MIN. S' CIV1�- NAIL SPLICE: 5 1. 16d @ 8" O.C. (5) MIN. EA. SIDE OF T�TFOF�A��Fp�� SEE TABLE SPLICE U.N.O. & PER TABLE BELOW. "L" MAX. 12" MIN. 12" MIN. CL PANEL JOINT. 2. 2X STUD WALL PER PLAN. 3. LOCATE STUD UNDER SPLICE OR 3/8" TYP. )< PROVIDE 2X BLKG. ATTACHED TO 2 2 DATE SIGNED: 4/8/25 ,I ADJACENT STUD W/ (3) 16d EA. SIDE. 1 4 2 �� 4. PLATE TO STUD NAILING PER C.B.C. MIN REQUIREMENTS. w1 SHEET DESCRIPTION 6 5. NUMBER OF NAIL SPECIFIED BETWEEN SPLICING POINTS PER X STRAP SPLICE: EQ. EQ' TABLE BELOW. 1 2 3 2 3 5 1 3 STRUCTURAL DETAILS 6. SIMP. STRAP PER TABLE BELOW. 7. SIMP. STRAP ST6224. - OFFSET EDGE SUPPORT 1. ROOF SHEATHING AND NAILING n NOTES: NOTE: 1. NOTCH LOCATION. PER NAILING SCHDL. 2 5 4 1 6 - FULLY NAIL STRAP W/ 16d ONLY ONE NOTCH OR HOLE ALLOWED PER 2. SIMPSON STRAP "MSTA36" W/ (11) 2. JOIST. 7 SINKER OR 10d COMMON. EA. STUD. ( EXCLUDING LET -IN BRACES). 10d COMMON EA. END (STRAP NOT 3. 2 x 4 W/ 16d @ 12" O.C. 2 EQ. EQ. - NAIL SHALL BE STAGGERED REQ'D AT SILL PLT.) PANEL JOINT. 4. 2 x 4 FLAT W/ (2) 1Od @ EA. END. �'��` & AT LEAST 2 1/4" APART. 3. BORED HOLE. 6 3/8" TYP. 2 3 CONDITION A B C NAIL MIN. PLATE LAP 4'- 0" MIN. 4'- 0" MIN. 6'- 0" MIN. SPLICE COMMON NAIL 1 ROW (9) - 16d 2 ROW (6) - 16d 2 ROW (9) - 16d STRAP STRAP MSTA30 ST 6224 MST48 SPLICE CAPACITY 1880# 2506# 1 3760# 2-2X TOP PLT. 2X OR 3X SILL PLATE. NOTCHES BORED HOLES MIN. SPACING "L" MAX. "W" MAX. 2X4 PLATE 6-0" 3-1/2" 1-1/2" 1-1/4" 2X6 PLATE 6-0" 5-1/2" 2" 2" 2X8 PLATE 6-0" 5-1/2" 2" 3" 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. (N ) D E T A C H E D A D U OW N E R : B I N H T T R U O N G MA I N H O U S E : 4 0 2 9 G E O R G I N E S T R E E T SA N T A A N A C A 9 2 7 0 3 DIMENSIONS. INFINITE ARCH 1 12/17/24 BLDG. REV 1 AD U : 1 2 2 5 N . W E S T S T R E E T SA N T A A N A C A 9 2 7 0 3 2 02/07/25 BLDG. REV 2 3 04/07/25 BLDG. REV3 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 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. (N ) D E T A C H E D A D U OW N E R : B I N H T T R U O N G MA I N H O U S E : 4 0 2 9 G E O R G I N E S T R E E T SA N T A A N A C A 9 2 7 0 3 DIMENSIONS. INFINITE ARCH 1 12/17/24 BLDG. REV 1 AD U : 1 2 2 5 N . W E S T S T R E E T SA N T A A N A C A 9 2 7 0 3 2 02/07/25 BLDG. REV 2 3 04/07/25 BLDG. REV3 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 RESTRICTIVE NOTICE DATE REVISIONS SHEET DESCRIPTION PROJECT OWNER PROJECT ADDRESS STAMP NO: REVISIONS DATE SIGNED: 8/1/24 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 240363 AD U 12 2 5 N . W E S T S T , SA N T A A N A , C A 9 2 7 0 3 RESTRICTIVE NOTICE DATE REVISIONS SHEET DESCRIPTION PROJECT OWNER PROJECT ADDRESS STAMP NO: REVISIONS DATE SIGNED: 8/1/24 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 240363 AD U 12 2 5 N . W E S T S T , SA N T A A N A , C A 9 2 7 0 3 Case No.: 15-09-0828ADate: LOMA Federal Emergency Management Agency Washington, D.C. 20472 Page 1 of 2 January 27, 2015 COMMUNITY AND MAP PANEL INFORMATION LEGAL PROPERTY DESCRIPTION COMMUNITY AFFECTED MAP PANEL Lot 1, Tract No. 1830, as shown on the Plat recorded as Document No. 81210, in Book 55, Pages 1, 2 and 3, in the Office of the Recorder, Orange County, California (APN: 198-021-01) DATUM: NAD 83 APPROXIMATE LATITUDE & LONGITUDE OF PROPERTY: 33.756, -117.924 SOURCE OF LAT & LONG: GOOGLE EARTH PRO DETERMINATION DOCUMENT (REMOVAL) LETTER OF MAP AMENDMENT DETERMINATION STREET FLOOD ZONE LOWEST LOT ELEVATION (NAVD 88) BLOCK/ SECTION SUBDIVISIONLOT OUTCOME 1% ANNUAL CHANCE FLOOD ELEVATION (NAVD 88) LOWEST ADJACENT GRADE ELEVATION (NAVD 88) WHAT IS REMOVED FROM THE SFHA 1 --80.5 feet--X (shaded) Structure4029 Georgine StreetTract 1830-- Special Flood Hazard Area (SFHA) - The SFHA is an area that would be inundated by the flood having a 1-percent chance of being equaled or exceeded in any given year (base flood). ADDITIONAL CONSIDERATIONS (Please refer to the appropriate section on Attachment 1 for the additional considerations listed below.) PORTIONS REMAIN IN THE SFHA LEVEE PROTECTED ZONE A Case No.: 15-09-0828ADate: LOMA Federal Emergency Management Agency Washington, D.C. 20472 Page 2 of 2 January 27, 2015 LETTER OF MAP AMENDMENT DETERMINATION DOCUMENT (REMOVAL) ATTACHMENT 1 (ADDITIONAL CONSIDERATIONS) PORTIONS OF THE PROPERTY REMAIN IN THE SFHA (This Additional Consideration applies to the preceding 1 Property.) Portions of this property, but not the subject of the Determination/Comment document, may remain in the Special Flood Hazard Area. Therefore, any future construction or substantial improvement on the property remains subject to Federal, State/Commonwealth, and local regulations for floodplain management. LEVEE PROTECTED (This Additional Consideration applies to the preceding 1 Property.) The subject property is located in an area protected from the 1-percent annual chance flood (base flood) by a levee or other structure subject to possible failure or overtopping by a flood larger than the base flood. ZONE A (This Additional Consideration applies to the preceding 1 Property.) The National Flood Insurance Program map affecting this property depicts a Special Flood Hazard Area that was determined using the best flood hazard data available to FEMA, but without performing a detailed engineering analysis. The flood elevation used to make this determination is based on approximate methods and has not been formalized through the standard process for establishing base flood elevations published in the Flood Insurance Study. This flood elevation is subject to change. This attachment provides additional information regarding this request. If you have any questions about this attachment, please contact the FEMA Map Assistance Center toll free at (877) 336-2627 (877-FEMA MAP) or by letter addressed to the Federal Emergency Management Agency, LOMC Clearinghouse, 847 South Pickett Street, Alexandria, VA 22304-4605. Luis Rodriguez, P.E., Chief Engineering Management Branch Federal Insurance and Mitigation Administration CITY OF SANTA ANA Planning and Building Agency Geotechnical Investigation Investigation and Report Accessory Dwelling Unit (ADU) Located at: 1225 N West St Santa Ana CA 92703 Project No.: 24-339 October 8, 2024 Priority Engineenng • • Priority Engineering Group 335 E. Blueridge Ave. Orange CA 92865 949-391-8200 priorityengineeringgroup09@gmail.com Approved FOR PERMIT ISSUANCE vlaster ID: Date: CITY OF SANTA ANA Planning and Building Agency INDEX INTRODUCTION.................................................................................................... SITEDESCRIPTION.............................................................................................. SCOPEOF WORK.................................................................................................. EXPLORATION AND FIELD INVESTIGATION PROGRAMS ............................ LABORATORY TESTING PROGRAM................................................................... SUMMARY OF SOIL AND DESIGN PROPERTIES ............................................. Approved .••.FORIPERMIT ISSUANCE ... 1 .. 1 Master ID: Date: 2 BASIC SOIL PROPERTIES........................................................................................ 2 MAXDENSITY.......................................................................................................... 2 DIRECTSHEAR.......................................................................................................... 2 BEARINGVALUE........................................................................................................ 2 SOIL PRESSURE FACTORS..................................................................................... 3 SEISMICFACTORS.................................................................................................. 3 SOLUBLE SULFATE.................................................................................................. 3 EXPANSIVESOIL...................................................................................................... 3 GROUNDWATER....................................................................................................... 4 LIQUEFACTION.......................................................................................................... 4 SHRINKAGE AND SUBSIDENCE............................................................................ 4 SETTLEMENT............................................................................................................. 4 DRAINAGE................................................................................................................. 5 CONCRETE SLAB CONSTRUCTION...................................................................... 5 FOOTINGDESIGN................................................................................................... 5 FOUNDATION........................................................................................................... 5 PAVEDAREAS.......................................................................................................... 5 FLOORSLABS........................................................................................................... 6 DRIVEWAYS AND PARKING AREAS..................................................................... 6 UTILITYTRENCHES................................................................................................ 6 FILL PLACEMENT & COMPACTION REQUIREMENTS ......................................... 6 ADDITIONAL SERVICES REQUIRED.................................................................... 7 CONCLUSION........................................................................................................... 7 INSPECTION............................................................................................................. 8 SEASONAL LIMITATIONS....................................................................................... 8 GENERAL..................................................................................................................... 8 Soil Classification Chart ............................................................................ A Laboratory Testing Procedures................................................................ B BoringLog................................................................................................... C1/C2 DesignMaps................................................................................................ G1/G2 BoringLocation......................................................................................... H VicinityMap................................................................................................. I LiquefactionMap............................................................................ K INTRODUCTION Priority Engineering has conducted a site inspection, made a physical test of or the following report of Geotechnical Investigation for the residential property 1 St Santa Ana CA 92703. The investigation was made to provide site evaluation proposed new accessory dwelling unit (ADU) to be constructed on the site. SITE DESCRIPTION The site, Assessor Parcel 198-021-01. Latitude 33.755885 Longitude-117.924064 CITY OF SANTA ANA Planning and Building Agency 1225 N West St Saner 92703 Approved FOR PERMIT ISSUANCE soils and prepared d at 15 N West esien ata for a The property is situated on an 8,258-square-foot, rectangular -shaped corner lot. The home, built in 1957, offers approximately 1,142 square feet of living space, consisting of 3 bedrooms, 2 full bathrooms, and an attached garage. The north and south property boundaries are 70 feet in length, while the west and east boundaries measure 118 feet. The rear yard is enclosed by a perimeter block wall. Surrounding houses are composed of single family, wood framed, residential structures on similar size lots. SCOPE OF WORK Our scope of work consists of field and laboratory programs to evaluate the physical and engineering properties of the onsite soils. Description of the exploration and laboratory programs are presented below. EXPLORATION AND FIELD INVESTIGATION PROGRAMS On September 25, 2024, a field exploration was performed, which consisted of 2 borings, in the approximate location of the proposed new two story multi -unit and ADU. Hole # 1 was drilled to a depth of 10 ft. Equipment used was a hand operated power auger with extensions. Moisture tests taken at 50" was 12.4% and at 71" was 11.9%. Ring samples taken at 1 Oft and bulk sample taken at 5 ft. for laboratory testing. The soil encountered was brownish gray silty sand. The description of the subsurface soil and the depth of boring #1 are shown in Boring Log C1. Hole #2 was drilled to a depth of 5ft. Equipment used was a hand operated power auger with extensions. Moisture tests taken at 20" was 13.1% and at 41" was 10.9%. Ring samples taken at 5 ft and bulk sample taken at 3 ft. for laboratory testing. The soil encountered was brownish gray silty sand. The description of the subsurface soil and the depth of boring #2 are shown in Boring Log C2. LABORATORY TESTING PROGRAMS Samples of the in -situ soils recovered from the borings were used for our visual c material and further laboratory testing to obtain data for foundation design and si recommendations. CITY OF SANTA ANA Planning and Building Agency 1225 N West St Santa AApproved FOR PERMIT ISSUANCE ion of the 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 brownish gray silty sand per (ASTM D 1557) Boring #1 118.6 pcf @ 13.2% MC Boring #2 117.8 pcf @ 13.1 % MC For compaction control during excavation and recompaction of the on -site soils use: Boring #1 106.74 pcf @ Optimum moisture Boring 42 106.02 pcf @ Optimum moisture Direct Shear The Shear values for the brownish gray silty sand per (ASTM D3080) Bearing Value Peak Boring #1 100 Boring #2 70 For design purposes 1800 psf Ultimate Angle 70 280 80 260 OA Soil Pressure Factors Earth Pressure Factors 28 Maximum Dry Density = 118.6 y= 106. Active Earth Pressure Ka-- 0.3610334834 Pa-- 38.5367140181 Passive Earth Pressure Kp= Pp= At Rest Seismic Factors Seismic Factors Ss 1.332 SMi N/A S1 0.474 SDs 1.066 SMs 1.599 SM N/A Ie 1 Cv 1.366 Kat= Pat= 2.7698261953 295.6512480863 0.5305284373 56.6286053974 Fa 1.2 PGA 0.568 Fv N/A FPGA 1.2 Tl 8 PGA M 0.681 A full list of Seismic factors is in the Attachment `G' CITY OF SANTA ANA Planning and Building Agency 1225 N West St Santa Aa CA 92703 Approved FOR PERMIT ISSUANCE Master ID: Date: 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 ofACI 318-14, the Exposure Class S 1 is appropriate for onsite soils. Water cement ratio (0.50) shall be adjusted to produce a low slump (<3inches>) mix. Concrete specifications may be changed by the Structural Engineer. Type V cement is not required but is recommended for use. Strength should be 4000 psi. Expansive Soil The soil found on this site consists of silty sand. The soil found on the site is not expansive. A modified test in the laboratory and the condition of the concrete paving and foundations on site show no signs of expansive reaction in the soil. 3 Groundwater Groundwater was not encountered within the borings. Groundwater is not within the site. Liquefaction CITY OF SANTA ANA Planning and Building Agency 1225 N West St Santa ` Approved FOR PERMIT ISSUANCE L to lie jBB ountered Ma s er Date: Potential consequences of liquefaction or secondary liquefaction included hazards generally consist of differential settlement (vertical deformations), lateral movement/lateral spreading (horizontal defor- mations), oscillation, and reduction in foundation soil -bearing capacity (bearing failure). A sloping condition or drainage or stream channel does not exist at the site, therefore, lateral move- ment/lateral spreading, oscillation, etc, due to potential liquefaction are not anticipated to be credible hazards for the proposed new structure. Differential settlement due to liquefaction (and reduction in foundation soil -bearing capacity) is roughly estimated to be about V4 inch (for a horizontal distance of 40 feet). This is only a rough esti- mate. To reduce the potential adverse effects to the new structure due to potential liquefaction induced differ- ential settlement and/or reduction in foundation soil -bearing capacity, a strengthened foundation sys- tem with thicker and stronger reinforcement slabs and deeper and wider and stronger reinforcement footings as compared to a regular foundation system for a residential structure as recommended in this report should be used for the new structure. During our research, and in conversations with other Engineers and Contractors, it was discovered many of the new residences in the area have been designed and constructed with regular, shallow foot- ings with slabs on grade, not with strengthened foundation supports. Our belief is if the area would be liquefied due to a very strong earthquake, the potential for damage to the proposed new structure which will be structurally designed in accordance with new building codes, if any, would be much less severe than the existing on -site structure and existing homes in the vicinity. These homes were built and designed structurally based on old building codes. It should be noted that in accordance with SP117A, a detailed site -specific liquefaction study is not required since the proposed new structure is less than three stories and less than four units. Shrinkage and Subsidence Based on the in -place densities of the natural soil and assuming an average fill density of 92 percent relative compaction, calculations indicate that there will be a 5 percent decrease in volume between the cut and fill operations. In addition, it is estimated that there will be 0.15 of a foot of subsidence due to reworking the surface soils. 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. 4 Drainage CITY OF SANTA ANA Planning and Building Agency 1225 N West St Santa Ana CA 92703 Approved FOR PERMIT ISSUANCE According to CBC 2022, Chapter 18, 1804.4, Site Grading, the ground immediat ly adjacent to the foundation shall be sloped away from the building at a slope of not less than one tuWWAIRil in 20 units horizontal (5 percent slope) for a minimum distance of 10 feet measured per fitflcular to the face of the wall. If physical obstructions of lot lines prohibit 10 ft of horizontal di stanee, 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. Floor Slabs The concrete slab design shall be in accordance with the provisions of Cal Green It is recommended that concrete floor slabs in areas to be covered with moisture be constructed over a 10 mil plastic membrane. The plastic membrane should be sealed, and protected with 2 inches of sand. CITY OF SANTA ANA Planning and Building Agency 1225 N West St Santa 92703 Approved FOR PERMIT ISSUANCE 022. MasterlD: MjAye coverings, At a minimum, the floor slab shall be reinforced with # 4 reinforcing bars placed 18 inches on center throughout the entire slab and shall be placed in the center of a 5 inch slab. The subgrade soils tend to dry out prior to placing the floor slab, therefore, prior to placing concrete, the sub -grade soils shall be remoisturized to 90 % of optimum moisture to a depth of 12 inches. Driveways and Parkinp, Areas Asphalt paving shall be a minimum of 2 inches of %z inch maximum aggregate asphalt over 4 inches of 3/4 inch crushed rock, gravel or miscellaneous base. The sub grade shall be compacted to 95% minimum and the aggregate base shall be compacted to 90% of maximum density minimum. Concrete driveways and parking areas shall be constructed a minimum of 4 inches thick with construction joints at a maximum of 10 feet. Minimum reinforcement shall consist of #3 reinforcing bars crossing at 24 inches on center and placed in the center of the slab. The driveway shall be constructed over a minimum of 3 inches of crushed rock, gravel or miscellaneous base. Prior to placing concrete, the driveway sub -grade shall be saturated to 100% of optimum moisture to a depth of 12 inches. Utility Trenches The development of the site will obviously require utility trenches. Although these trenches are limited in scope, they present significant problems when they are not properly dug and properly backfilled. On site material may be used for utility line backfill. The backfill shall be compacted to 90% of max density. Fill placement and compaction requirements Material for engineered fill should be select free of organic material, debris, ad other deleterious sub- stances, and should not contain fragments greater than 3 inches in maximum dimension. On -site exca- vated soils that meet these requirements may be used to backfill the excavated Residential Building area. All fill should be placed in 6 inch thick maximum lifts, watered or air dried as necessary to achieve near optimum moisture conditions, and then compacted in place to a maximum relative compaction of 90%. The laboratory maximum dry density and optimum moisture content for each change in soil type should be determined in accordance with Test Method ASTM D 1557. A representative of the project consultant should be present on -site during grading operations to verify proper placement and compac- tion of all fill, as well as to verify compliance with the other geotechnical recommendations presented herein. 31 Additional Services Required CITY OF SANTA ANA Planning and Building Agency 1225 N West St Santa Aa CA 92703 Approved FOR PERMIT ISSUANCE Priority Engineering Group shall be called to provide the following services. Master ID: All earthwork to be performed under the observation and testing of the Geotechni @j"gineer or Engineering personnel reporting to the Geotechnical Engineer. All earthworks, including excavation, backfill and preparation of subgrade, should be performed in accordance with the geotechnical recom- mendations presented in this report. All import fill material to be approved by Geotechnical Engineer prior to importing to the site for use as compacted fill. Conclusion Development of the site, as proposed, is considered feasible from a Geotechnical Engineering perspec- tive, assuming the recommendations in this report are incorporated in the design and implemented in the field. When constructed in accordance with the specifications in this report the site will be safe and adequate for the intended use. 7 Inspection The Soils Engineer shall provide inspection for the site clearing and grading in grading was done in accordance with the approved plans and grading specificai Seasonal Limitations CITY OF SANTA ANA Planning and Building Agency 1225 N West St Santa Aa CA 92703 Approved FOR PERMIT ISSUANCE to certify that the Master ID: Date: No fill shall be placed, spread, or rolled during unfavorable weather conditions. When work is inter- rupted by heavy rains, fill operations shall not resume until the field tests by the Soils Engineer indi- cate the moisture content and density of the fill are as previously specified. General The recommendations contained in this report are based on the results of field investigation and labor- atory testing and represent our best engineering judgment. When prepared in accordance with the rec- ommendations, the site will be suitable and acceptable and safe and adequate for the proposed con- struction. It should be understood that subsurface conditions can and will vary throughout the site. Before providing bids, contractors shall make thorough explorations and findings. If soil conditions encoun- tered during grading differ substantially from those described in this report, this office should be noti- fied immediately so that appropriate recommendations can be made. This consultant is not responsible for any financial gains or losses accrued by persons/firms or any third party in this report. This report is issued with the understanding that it is the responsibility of the owner, or his/her representative, to ensure that the information and recommendations contained herein are called to the attention of the Project Architect and Engineer and are incorporated into the plans and specifications and that the necessary steps are taken to see that the Contractors and Subcontractors carry out such recommendations. Respectfully submitted, Priority Engineering Group George Bach RCE 11092 / GE 107 CITY OF SANTA ANA Planning and Building Agency Approved FOR PERMIT ISSUANCE Master ID: Date: N D I X,r A�PPE UNIFIED SOIL CLASSIFICATION S' Planning and Building Age UNIFIED SOIL CLASSIFICATION AND SYMBOL CHART COARSE -GRAINED SOILS (more than 50% of material is larger than No. 200 sieve size.) — - - -- Clean Gravels (Less than 5% fines) 11:0 iY714 GW Well -graded gravels, gravel -sand GRAVELS �_GP mixtures, little or no fines More than 50% Poorly -graded gravels, gravel -sand of coarse mixtures, little or no fines fraction larger Gravels with fines (More than 12% fines) than No. 4 _ ._ -- __..-. _ a sieve size t. ; GM Silty gravels, gravel -sand -silt mixtures GC Clayey gravels, gravel -send -clay mixtures Clean Sands (Less than 5%e fines) SW Well -graded sands, gravoily sands, j little or no fines SANDS — - — - --- 50% or more Sp Poorly graded sands, gravelly sands, of coarse little or no fines fraction smaller Sands with fines (More than 12% fin") than No. 4 _ _ _ sieve size SM Silty sands, sand -silt mixtures SC Clayey sands, sand -clay mixtures FINE-GRAINED SOILS (50%e or more of material is smaller than No. 200 sieve size.) Inorganic silts and very fine sands, rock ML flour, silty of clayey fine sands or clayey SILTS silts with slight plasticity AND ----- - CLAYS Inorganic clays of low to medium Liquid limit CL plasticity, gravelly clays, sandy clays, less than silty clays, lean clays 50% OL Organic silts and organic silty clays of low plasticity Inorganic silts micaceous or Iv1H diatomaceous fine sandy or silty soils SILTS elastic silts AND CLAYS CH Inorganic clays of high plasticity, fat Liquid limit clays 50% /oloo or greater OH Organic clays of medium to high plasticity, organic silts HIGHLY ORGANIC PT Peat and other highly organic soils SOILS LABORATORY CLAS ANC - D ---- MastelDlk: Cu = 6G greater than . 5f wween 1 and 3 GW D 1 o eb "D60 GP Not meeting all gradation requirements for GW GM Atterberg limits below line or P I less than 4 Above "A" line with P I between 4 and 7 are borderline cases GC Atterberg limits above "A" requiring use of dual symbols line with P I greater than 7 C u_ D60 greater than 4; Cr, = —D30 between 1 and 3 ' SW D 10 D10 x D60 SP Not meeting all gradation requirements for GW SM Atterberg limits below "A" Limits plotting in shaded zone line or P.I. less than 4 with P.I. between 4 and 7 are Atterberg limits above "A" borderline cases requiring use SC line with P.I. greater than 7 of dual symbols. Determine percentages of sand and gravel from grain -size curve, Dependinq on percentage of fines (fraction smaller than No. 200 sieve size) coarse -grained soils are classified as follows: Less than 5 percent ........ ........................... GW. GP, SW. SP More than 12 percent .................................. GM, GC, SM, SC 5 to 12 percent ................... Borderline cases requiring dual symbols PLASTICITY CHART liU at 50 'a 8 a0 CH ALINE' PI = _Z 30 0.73(1_-20) y CL MH&OH 20 10 0 10 20 30 40 50 60 70 80 Ti 100 LIQUID LIMIT (LL) (%) 1225 N West St Santa Ana Ca 92703 Soil Classification `A' PRIORITY ENGINEERING GROUP Planning and Building Ager LABORATORY TESTING PROCEDURES Approved FOR PERMIT ISSUANC Moisture/Density <ASTM D2216> The field density of the soils was determined by split barrel sampling. The sampling. The ampler was equipped with 2'/z" brass liner rings and was driven manually. Master ID: Date: Settlement <ASTM D2435> The settlement characteristics of the in -situ soil are determined by performing standard consolidation tests on undisturbed specimens. The samples are tested in the original sample liner ring and the increment loads for consolidation are applied for periods of 24 hrs by means of a single counterbalance lever system. The pressure settlement curves are shown on the attached plates. Shear Strength <ASTM D3080> The shear strength of the soil is determined by performing direct shear tests and unconfined compression tests. The direct shear tests are performed on both undisturbed specimens and on samples remolded to 90% of ASTM: D-1557-(Current Version) Method A. The samples are either tested at in -situ moisture or are saturated to simulate the worst field condition and sheared at a constant rate of 0.1 inches per minute. The relationship between normal stress is shown on the attached Direct Shear Summary. The unconfined shear strength of selected undisturbed specimens and is determined in accordance with ASTM: D2166. These tests are performed at the existing moisture content. The results of these tests are shown on the Boring Logs. Maximum Density/Optimum Moisture <ASTM D1557> The maximum density relationship to optimum moisture was determined in accordance with ASTM D1557- (Current Version) method A (5 layer method). Expansive Index <ASTM D4829> The expansive potential was determined in accordance with the `Expansion Index Test". Samples are remolded at 49% to 51 % saturation using a specific gravity of 2.7. A total load of 12.63 Ibs is applied to the sample and allowed to consolidate for 10 minutes. The sample is then saturated with distilled water and allowed to swell for a minimum of 24 hrs. Soluble Sulfate Content >ACI 318> <ASTMC1580> The concentration of soluble sulfates in the soils is determined by measuring the optical density of a barium sulfate precipitate. The precipitate results from a reaction of barium chloride with water extractions from the soil samples. The measured optical density is correlated with a calibration curve obtained from readings on precipitates of known sulfate concentrations. Particle Size Analysis of Soils <ASTM D422> This method covers the quantitative determination of the distribution of particle sizes in soils. The distribution of particle sizes retained on the No. 200 sieve is determined by sieving while the distribution by a sedimentation process, using a hydrometer to secure the necessary data. 1225 N West St Santa Ana Ca 92703 Laboratory Testing Procedure `B' PRIORITY ENGINEERING GROUP Planning and Building Cvl Approved ASCE FOR PERMIT ISSUAN ASCE Hazards Report AMERICAN SOCIETY OF CIVIL ENGINEERS Address: Standard: ASCE/SEI 7-16 Latitude: 33. 5580&r ID: 1225N West St Risk Category: 11 Longitude: -11 '92*064 Santa Ana, California Soil Class: D - Default (see Elevation: 80. 92703 Section 11.4.3) (NAVD 88) - Vrtu.l4un Colon W Manzanillo •4o V+1Jy ! - � E - C � � Nor:,... . 1'obn Ll.,da Eellflu,�.l I _ - Cwuitor Etdtalhsn 1 — `I.8.na FMM. - r✓ [ ....� . Atiaheir i I :,arh > 4 ,. L Ana fle ECaCLI yy��rr �'.. Cfc�la A4esa >Ilan ,ilri;, '>a 1225 N West St Santa Ana Ca 92703 Design Map `GV PRIORITY ENGINEERING GROUP Borin .7 u a� m wanR m R.a. a 1 i Borin LN Y o- I rnwtt�l I�, vnac rw e . to awe � �+ GEORGINE ST 1 LFCEND _ ®DRAINAGE PLAN srw�E ire•=ro• L_—�in spa wo: �a)rx au.w mu lyl am[arr r � 1) aw[m s,yy � ryl stt m an o�nan a�. m=castes 1226 N West St Santa Ana Ca 92703 Boring Location(s) `HI PRIORITY ENGINEERING GROUP Planning and Building Ager y >s".a �Approved ! OR PERMIT ISSUANC GEORGINE ST ®PROPOSED SITE PLAN SHOWING (N) ADU F- SCALE umkw.Ma.r'��r w.emut a L • ertc ��vwwi.�uwi`rNmsnr. . Planning and Building Age o Satellite A, Lot lines O cca9 m 61 1225 N West St Santa Ana Ca 92703 Vicinity Map `I' PRIORITY ENGINEERING GROUP Approved FOR PERMIT ISSUAN Master ID: Date: ` _ Lai'ibquaKe' i_unes of Required Investigation ` | � ---- i Show search results for 122SWest St_ -'/ —_ � 40 863 | 4028 4018 APN 198'021'01 City S4NT\4N4 A66,00s 4029GEORG|NEST '-~~ ' Fault Zone This parcel isNOT WITHIN an Earthquake Fault Zone . . Liquefaction All or portion of this parce| � Zone LIES WITHIN aLiquefaction Zone. Landslide This parcel isNOT WITHIN a Zone Landslide Zone. 700M to /\ / 4M 1225 N West St Santa Ana Ca 92703 Liquefaction Map^K' Planning and Building e Approved |R PERMIT ISSUAN( `----1 °="`=' '°: ' � Date: PRIORITY ENGINEERING GROUP ueo,gimeSt CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240363 Calculation Date/Time:2024-08-01T01:48:10-07:00 (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: 2024-08-01 01:48:39 GENERAL INFORMATION 01 Project Name 240363 02 Run Title Title 24 Analysis 03 Project Location 1225 N.WEST ST, 04 City SANTA ANA 05 Standards Version 2022 06 Zip code 92703 07 Software Version EnergyPro 9.3 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 0.3 18 Total Cond. Floor Area (ft2)798 19 Glazing Percentage (%)21.93% 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 424-P010152292A-000-000-0000000-0000 08/01/2024 01:50 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240363 Calculation Date/Time:2024-08-01T01:48:10-07:00 (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: 2024-08-01 01:48:39 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 29.9 38.6 26 Proposed Design 29.6 38.2 25.9 0.3 0.4 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: 2.01 kWdc •PV System resized to 2.01 kWdc (a factor of 2.005) to achieve 'Standard Design PV' PV scaling 424-P010152292A-000-000-0000000-0000 08/01/2024 01:50 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240363 Calculation Date/Time:2024-08-01T01:48:10-07:00 (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: 2024-08-01 01:48:39 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 0.24 1.16 1.2 8.7 -0.96 -7.54 Space Cooling 1.25 31.68 0.91 30.77 0.34 0.91 IAQ Ventilation 0.45 4.71 0.45 4.71 0 0 Water Heating 2.24 23.62 1.56 16.3 0.68 7.32 Self Utilization/Flexibility Credit 0 0 0 0 Efficiency Compliance Total 4.18 61.17 4.12 60.48 0.06 0.69 Photovoltaics -2.75 -83.32 -2.75 -82.54 Battery 0 0 Flexibility 0 Indoor Lighting 0.94 8.79 0.94 8.79 Appl. & Cooking 2.66 30.04 2.62 29.64 Plug Loads 5.69 57.97 5.69 57.97 Outdoor Lighting 0.21 1.81 0.21 1.81 TOTAL COMPLIANCE 10.93 76.46 10.83 76.15 424-P010152292A-000-000-0000000-0000 08/01/2024 01:50 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240363 Calculation Date/Time:2024-08-01T01:48:10-07:00 (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: 2024-08-01 01:48:39 ENERGY USE INTENSITY Standard Design (kBtu/ft2 - yr )Proposed Design (kBtu/ft2 - yr )Compliance Margin (kBtu/ft2 - yr )Margin Percentage Gross EUI1 18.38 17.33 1.05 5.71 Net EUI2 4.37 3.32 1.05 24.03 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 (%) 2.01 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 •Northwest Energy Efficiency Alliance (NEEA) rated heat pump water heater; specific brand/model, or equivalent, must be installed 424-P010152292A-000-000-0000000-0000 08/01/2024 01:50 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240363 Calculation Date/Time:2024-08-01T01:48:10-07:00 (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: 2024-08-01 01:48:39 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 240363 798 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 798 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 171 44 90 Left wall Living R-15 Wall 0 Left 378 109.5 90 Rear wall Living R-15 Wall 90 Back 171 16.5 90 Right wall Living R-15 Wall 180 Right 378 42 90 424-P010152292A-000-000-0000000-0000 08/01/2024 01:50 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240363 Calculation Date/Time:2024-08-01T01:48:10-07:00 (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: 2024-08-01 01:48:39 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-30 + R-13 Roof Attic n/a n/a 798 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 3 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 W1 Window Front wall Front 270 1 24 0.3 NFRC 0.23 NFRC Bug Screen D2 Window Left wall Left 0 1 40.5 0.3 NFRC 0.23 NFRC Bug Screen W1 2 Window Left wall Left 0 1 24 0.3 NFRC 0.23 NFRC Bug Screen W4 Window Left wall Left 0 1 4.5 0.3 NFRC 0.23 NFRC Bug Screen D2 2 Window Left wall Left 0 1 40.5 0.3 NFRC 0.23 NFRC Bug Screen W5 Window Rear wall Back 90 1 12 0.3 NFRC 0.23 NFRC Bug Screen W4 2 Window Rear wall Back 90 1 4.5 0.3 NFRC 0.23 NFRC Bug Screen W2 Window Right wall Right 180 1 16 0.3 NFRC 0.23 NFRC Bug Screen W3 Window Right wall Right 180 1 9 0.3 NFRC 0.23 NFRC Bug Screen 424-P010152292A-000-000-0000000-0000 08/01/2024 01:50 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240363 Calculation Date/Time:2024-08-01T01:48:10-07:00 (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: 2024-08-01 01:48:39 OPAQUE DOORS 01 02 03 04 Name Side of Building Area (ft2)U-factor D1 Front wall 20 0.5 D5 Right wall 17 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 798 122 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-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 424-P010152292A-000-000-0000000-0000 08/01/2024 01:50 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240363 Calculation Date/Time:2024-08-01T01:48:10-07:00 (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: 2024-08-01 01:48:39 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 424-P010152292A-000-000-0000000-0000 08/01/2024 01:50 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240363 Calculation Date/Time:2024-08-01T01:48:10-07:00 (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: 2024-08-01 01:48:39 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 17000 13500 EERSEER 14 12 Not Zonal Single Speed Heat Pump System 1-hers-htpump 424-P010152292A-000-000-0000000-0000 08/01/2024 01:50 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240363 Calculation Date/Time:2024-08-01T01:48:10-07:00 (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: 2024-08-01 01:48:39 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 424-P010152292A-000-000-0000000-0000 08/01/2024 01:50 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240363 Calculation Date/Time:2024-08-01T01:48:10-07:00 (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: 2024-08-01 01:48:39 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 424-P010152292A-000-000-0000000-0000 08/01/2024 01:50 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240363 Calculation Date/Time:2024-08-01T01:48:10-07:00 (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: 2024-08-01 01:48:39 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 08/01/2024 10692 silver cir garden grove, CA 92843 (714) 204-2874 Truong Dong Dong Engineering 08/01/2024 10692 silver cir N/A garden grove, CA 92843 (714) 204-2874 424-P010152292A-000-000-0000000-0000 08/01/2024 01:50 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. Tel: (714) 617-5979 Email: info@dongengineering.com Prepared October 1, 2024 PRIORITY HYDROLOGY AND HYDRAULIC STUDY TRUONG DONG, RCE 75466, EXP: 03/31/2026 Grading Permit No. GRD2X-XXX NEW DETACHED ADU Revised APN: 198-021-01 PROJECT PREPARED BY DONG ENGINEERING, INC. 1225 N.WEST ST, SANTA ANA, CA 92703 7661 Garden Grove Blvd, Garden Grove, CA 92841 1 Attachment…………………………………….…………… Hydrology Map Table of contents Section I: Project Description………………………….……………….….... 3 Section II: Pre and Post-Construction Hydrology Calculations...................4 2 Base on the attached calculations the anticipated runoffs of the post-development are: Existing Area A Proposed Area A 0.2410.1540.048 Q10 (cfs) Q25 (cfs) 0.185 Acres Q10 (cfs)Q25 (cfs) Section I: Project Description - The project site is approximately 0.048 acres which located at 1225 N.West St in the City of Santa Ana - The existing site is a vacant lot. - The proposed site includes: - New detached ADU 798SF. (two bedrooms, two bathrooms). + Pervious: 1,043 SF + Impervious: 1,032 SF There are 1 proposed drainage areas: - DMA-A: Storm water will be captured via onsite storm drain facilities and surface drainage, then discharged to the street, following its existing drainage path. Acres Q100 (cfs) Q100 (cfs) 0.048 0.155 0.186 0.240 3 1. Showed: → Drainage area: 7 sq miles. → Discharge: 1,600 cfs. 2.Flood zone = Zone A. 3. 4. Elevation 65.00 Elevation 54.5 10.5' 5.Normal depth calculation: Q = 1.49/n x A xR2/3 x S1/2 n =0.03 S =0.0283 Assume water level at 9' high from the bottom of channel at Elev. 63.50. Calculate Q: A = (13.50 + 13.50 + 12 + 12) x 9/2 =229.5 sf. P = 16.22 + 16.22 +12 = 44.44 ft. R = A/P = 229.5/44.44 → R2/3 = 3. With S = 0.00283 → S1/2 = 0.053. Qcal = (1.49/0.03) x 229.5 x 3 x 0.053 =1,812 cfs. Qcal > Q100 = 1,600 cfs → OK. → Waterlevel for 100 year flood under elevation of 63.5 for safety. - Add 18.2 ft above flood elevation → FF = 81.70' (New Detached ADU). Section II: Post – Construction Hydrology Calculations RATIONAL METHOD HYDROLOGY CALCULATIONS Discharge - Drainage area relationships Flood Insurance Study (FIS), Orange County. Benmark = 74.189', SA-226-70 NAVD88. 12' Table 7: discharge of East Garden Grove Wintersburg Channel at Euclid St. East Garden Grove Wintersburg channel (C0-5) at Euclid St. had 10' width & 11.5' high slope 1.5:1. 4 5 PRE DEVELOPMENT 6 POST DEVELOPMENT 7 Attachment A HYDROLOGY MAP 8 PROJECT SITE. MORNINGSIDE AVE. GEORGINE ST. N H A R B O R B L V D W T R I B E L L A C T . WE S T S T . EL A I N E D R . EL A I N E D R . MORNINGSIDE AVE. W T R I B E L L A C T . W T R I B E L L A C T . W T R I B E L L A C T . W TRIBELLA CT. SD SD W SD PROJECT SITE. MORNINGSIDE AVE. GEORGINE ST. N H A R B O R B L V D W T R I B E L L A C T . WE S T S T . EL A I N E D R . EL A I N E D R . MORNINGSIDE AVE. W T R I B E L L A C T . W T R I B E L L A C T . W T R I B E L L A C T . W TRIBELLA CT. Dong Engineering, Inc. 7661 GARDEN GROVE BLVD. , GARDEN GROVE, CA 92841 Office: (714) 617-5979 Email: info@dongengineering.com DATE:7/31/2024 CLIENT: JOB NO.:240363 Project: ADU STRUCTURAL CALCULATIONS FOR THE BUILDING AT: 1225 N.WEST ST, SANTA ANA, CA 92703 1 of 18 Dong Engineering Inc. Job#:240363 Date: ROOF:SHINGLE Slope 3:12 Live Load 20 psf Roof'g Material 3.0 psf Sheathing 2.0 psf Trusses / Rafters 2.0 psf Ceiling Joists 2.0 psf Drywall 2.0 psf Sprinkler 0.5 psf Solar 3.0 psf Miscellaneous 0.5 psf Total D.L.15 psf Total Load 35 psf EXTERIOR WALL:INTERIOR WALL: EXTERIOR:9 DRYWALL:3 DRYWALL:3.0 DRYWALL:3.0 STUDS:2.0 STUDS:2.0 MISC.:1.0 MISC.:2.0 DL=15.0 PSF DL=10.0 PSF REVISIONS: 1 Sheets:Date: Init:Remark: 2 Sheets:Date: Init:Remark: 3 Sheets:Date: Init:Remark: 4 Sheets:Date: Init:Remark: 5 Sheets:Date: Init:Remark: 6 Sheets:Date: Init:Remark: LOADING CONDITIONS 7/31/2024 ADU 1225 N.WEST ST, SANTA ANA, CA 92703 2 of 18 USGS web services were down for some period of time and as a result this tool wasn't operational, resulting in timeout error. USGS web services are now operational so this tool should work as expected. 1225 N Western Ave, Santa Ana, CA 92703, USA Latitude, Longitude: 33.751506, -117.8914553 Date 7/31/2024, 12:53:03 AM Design Code Reference Document ASCE7-16 Risk Category II Site Class D - Default (See Section 11.4.3) Type Value Description SS 1.304 MCER ground motion. (for 0.2 second period) S1 0.464 MCER ground motion. (for 1.0s period) SMS 1.565 Site-modified spectral acceleration value SM1 null -See Section 11.4.8 Site-modified spectral acceleration value SDS 1.043 Numeric seismic design value at 0.2 second SA SD1 null -See Section 11.4.8 Numeric seismic design value at 1.0 second SA Type Value Description SDC null -See Section 11.4.8 Seismic design category Fa 1.2 Site amplification factor at 0.2 second Fv null -See Section 11.4.8 Site amplification factor at 1.0 second PGA 0.553 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.663 Site modified peak ground acceleration TL 8 Long-period transition period in seconds SsRT 1.304 Probabilistic risk-targeted ground motion. (0.2 second) SsUH 1.406 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 1.636 Factored deterministic acceleration value. (0.2 second) S1RT 0.464 Probabilistic risk-targeted ground motion. (1.0 second) S1UH 0.503 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration. S1D 0.6 Factored deterministic acceleration value. (1.0 second) PGAd 0.676 Factored deterministic acceleration value. (Peak Ground Acceleration) PGAUH 0.553 Uniform-hazard (2% probability of exceedance in 50 years) Peak Ground Acceleration CRS 0.927 Mapped value of the risk coefficient at short periods CR1 0.924 Mapped value of the risk coefficient at a period of 1 s CV 1.361 Vertical coefficient 3 of 18 DISCLAIMER While the information presented on this website is believed to be correct, SEAOC /OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. SEAOC / OSHPD do not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this website. 4 of 18 1Y 1X ROOF SHEARWALL LAYOUT 1 2 A B 5 of 18 Dong Engineering Inc. ADU 1225 N.WEST ST, SANTA ANA, CA 92703 Job#: 240363 Date: 7/31/2024 PLAN: 1 CODE: CBC 2022 SECTION: 1X Number of Story: 1 Section width: 19(ft)Section length: 47(ft) Base height: 0.5(ft)Slope roof height: 12(ft)Gable mean roof height: 10.5(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 = 19(ft), L = 47(ft), H = 11(ft)-->L/B = 2.47, H/L = 0.23 Wall coefficient: Cpw = 0.8, Cpl = -0.28 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 =1.043, SD1 = 2FvS1/3 =0, Seismic design category: D, I = 1, 0.7*V = 0.7*SDS*I*W/Rx = 0.7*1.043*1*W/6.5 = 0.1123*W Total Seismic Load = 109.52 = 109.52 PLF Redistrib: 975*9 = 8775 PLFxFT DIAPHRAGM & CHORD FORCE PER ASCE07-16 SECTION 12.10 ROOF DIAPHRAGM Max shear = 156.46 x 19 / (2 x 47) = 31.62 PLF Use: 15/32" apa rated unblock 32/16 w/8d common nails at 6", 6", 12" o.c. Chord force = 156.46 x 19^2 / (8 x 47) = 150.22 LBS Splice w/ min. (1) 16d sinker nails each side of splice at 8" o.c. (standard construction) (z, Kz, qz, P): (15, 0.85, 22.35, 20.45) ROOF Roof = 15*47 = 705 PLF Wall = 15*2*4.5 + 10*3*4.5 = 270 PLF Shear = 0.1123(705+270) = 0.1123*975 = 109.49 PLF Plate height: ROOF = 9(ft) SHEAR ROOF = 109.52*975*9/8775 = 109.52 PLF SHEAR ROOF = 0.6*W = 73.61(plf) ROOF 109.52 PLF SEISMIC GOVERN 6 of 18 Dong Engineering Inc. ADU 1225 N.WEST ST, SANTA ANA, CA 92703 Job#: 240363 Date: 7/31/2024 PLAN: 1 CODE: CBC 2022 SECTION: 1Y Number of Story: 1 Section width: 47(ft)Section length: 19(ft) Base height: 0.5(ft)Slope roof height: 12(ft)Gable mean roof height: 10.5(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 = 47(ft), L = 19(ft), H = 11(ft)-->L/B = 0.4, H/L = 0.58 Wall coefficient: Cpw = 0.8, Cpl = -0.5, Roof coefficient: Cpw = (-0.18;-0.81), Cpl = -0.53 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 =1.043, SD1 = 2FvS1/3 =0, Seismic design category: D, I = 1, 0.7*V = 0.7*SDS*I*W/Ry = 0.7*1.043*1*W/6.5 = 0.1123*W Total Seismic Load = 52.23 = 52.23 PLF Redistrib: 465*9 = 4185 PLFxFT DIAPHRAGM & CHORD FORCE PER ASCE07-16 SECTION 12.10 ROOF DIAPHRAGM Max shear = 74.61 x 47 / (2 x 19) = 92.28 PLF Use: 15/32" apa rated unblock 32/16 w/8d common nails at 6", 6", 12" o.c. Chord force = 74.61 x 47^2 / (8 x 19) = 1084.3 LBS Splice w/ min. (6) 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*1*4.5 = 180 PLF Shear = 0.1123(285+180) = 0.1123*465 = 52.22 PLF Plate height: ROOF = 9(ft) SHEAR ROOF = 52.23*465*9/4185 = 52.23 PLF SHEAR ROOF = 0.6*W = 84.68(plf) ROOF 84.68 PLF WIND GOVERN 7 of 18 Do ng E n g i n e e r i n g I n c . AD U 12 2 5 N . W E S T S T , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 3 6 3 Da t e : 7 / 3 1 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 1 4 " | 4 * d * 1 . 4 = 0 . 7 7 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " 0. 5 0 3. 2 5 7. 0 0 2. 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 ) 2. 4 Co m . ( k i p s ) 2. 8 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. 4 Co m . ( k i p s ) 2. 8 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. 0 0 P1 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft LI N E 1 ( D i r e c t i o n : Y ) @ F I R S T F L O O R | W i n d : 1 9 9 0 l b s | S e i s m i c : 1 5 9 6 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 f t | T o t a l S h e a r W a l l L e n g t h = 7 f t | S h e a r D i a p h r a g m = 1 0 5 p l f | D e s i g n S h e a r W a l l = 2 8 4 p l f ( W i n d ) / 2 2 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 ( 2 . 2 / 2 . 2 ) = 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 ( 3 . 1 / 3 . 1 ) = 3 . 1 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 39 3 -86 4 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 8 of 18 Do ng E n g i n e e r i n g I n c . AD U 12 2 5 N . W E S T S T , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 3 6 3 Da t e : 7 / 3 1 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 1 " | 4 * d * 1 . 4 = 0 . 5 4 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " 1. 5 0 8. 0 0 1. 7 5 1. 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. 8 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 ) 1. 8 Co m . ( k i p s ) 2. 4 An c h o r B o l t 5/ 8 " x 1 2 " [2 ] sp a c e d e q u a l l y 3. 0 0 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft LI N E 2 ( D i r e c t i o n : Y ) @ F I R S T F L O O R | W i n d : 1 7 7 9 l b s | S e i s m i c : 1 4 2 6 l b s | S h e a r P a n e l T y p e : A | ( þ = 1 . 3 ) To t a l L e n g t h = 1 8 . 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 = 9 6 p l f | D e s i g n S h e a r W a l l = 2 2 2 p l f ( W i n d ) / 1 7 8 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 1 . 8 / 1 . 8 ) = 1 . 8 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 2 . 5 / 2 . 5 ) = 2 . 5 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) P1 3. 0 0 14 4 -86 5 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 9 of 18 Do ng E n g i n e e r i n g I n c . AD U 12 2 5 N . W E S T S T , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 3 6 3 Da t e : 7 / 3 1 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 1 6 " | 4 * d * 1 . 4 = 0 . 8 7 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " 0.2 5 5. 0 0 3. 5 0 6. 0 0 6. 0 0 3. 7 5 3. 7 5 6. 0 0 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 ) 2. 0 Co m . ( k i p s ) 2. 7 Ri g h t S i d e Ho l d D o w n HD U 2 Po s t S i z e 4x 4 Te n s i o n ( k i p s ) 2. 0 Co m . ( k i p s ) 2. 7 An c h o r B o l t 5/ 8 " x 1 2 " [2 ] sp a c e d e q u a l l y 3. 0 0 6. 0 0 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft LI N E A ( D i r e c t i o n : X ) @ F I R S T F L O O R | W i n d : 7 0 0 l b s | S e i s m i c : 1 3 5 3 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 = 4 6 . 5 f t | T o t a l S h e a r W a l l L e n g t h = 6 f t | S h e a r D i a p h r a g m = 3 2 p l f | D e s i g n S h e a r W a l l = 1 1 7 p l f ( W i n d ) / 2 2 6 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 ) = 1 . 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 ) = 2 . 7 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) P1 47 1 -82 3 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 10 of 18 Do ng E n g i n e e r i n g I n c . AD U 12 2 5 N . W E S T S T , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 3 6 3 Da t e : 7 / 3 1 / 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 9 " | 4 * d * 1 . 4 = 0 . 5 1 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " 0.2 5 4. 5 0 8. 0 0 2. 2 5 2. 7 5 14 . 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 3. 0 0 3. 0 0 P1 5. 0 0 4. 0 0 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft LI N E B ( D i r e c t i o n : X ) @ F I R S T F L O O R | W i n d : 7 0 0 l b s | S e i s m i c : 1 3 5 3 l b s | S h e a r P a n e l T y p e : A | ( þ = 1 . 3 ) To t a l L e n g t h = 4 7 f t | T o t a l S h e a r W a l l L e n g t h = 8 f t | S h e a r D i a p h r a g m = 3 2 p l f | D e s i g n S h e a r W a l l = 8 8 p l f ( W i n d ) / 1 6 9 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 1 . 8 / 1 . 8 ) = 1 . 8 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 2 . 5 / 2 . 5 ) = 2 . 5 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 43 5 -79 8 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 11 of 18 Dong Engineering Inc. ADU 1225 N.WEST ST, SANTA ANA, CA 92703 Job#: 240363 Date: 7/31/2024 PLAN: 1 CODE: CBC 2022 Shear Wall (X-X Direction) Line Story Section Span Wind Seismic Added V (lb)H L v Type ###(ft)(plf)(plf)Wind Seismic (ft)(ft)(plf) A 1 1X 19 74 110 9 6 226 B B 1 1X 19 74 110 9 8 169 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 12 of 18 Dong Engineering Inc. ADU 1225 N.WEST ST, SANTA ANA, CA 92703 Job#: 240363 Date: 7/31/2024 PLAN: 1 CODE: CBC 2022 Shear Wall (Y-Y Direction) Line Story Section Span Wind Seismic Added V (lb)H L v Type ###(ft)(plf)(plf)Wind Seismic (ft)(ft)(plf) 1 1 1Y 47 85 52 9 7 284 B 2 1 1Y 42 85 52 9 8 222 A v(plf) = V/L Line shear V = Maximum(V1;V2) SUMMARY SHEAR WALL V1 = Wind*Span/2 + Added Vwind V2 = Seismic*Span/2 + Added Vseismic 13 of 18 Dong Engineering Inc. ADU 1225 N.WEST ST, SANTA ANA, CA 92703 Job#: 240363 Date: 7/31/2024 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 = 1990(lb), Seismic = 1596(lb) 1 1Y 1 84.7 52.2 47 1990 1227 l---------------47.0(ft)---------------l 2 :Wind = 1779(lb), Seismic = 1426(lb) 2 1Y 1 84.7 52.2 42 1778 1097 l---------------42.0(ft)---------------l A :Wind = 700(lb), Seismic = 1353(lb) A 1X 1 73.6 109.5 19 699 1040 l---------------19.0(ft)---------------l B :Wind = 700(lb), Seismic = 1353(lb) B 1X 1 73.6 109.5 19 699 1040 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 14 of 18 Dong Engineering Inc. ADU 1225 N.WEST ST, SANTA ANA, CA 92703 Job #: 240363 Date : 07/31/2024 Plan : 1 BEAM : 1 - HDR AT BEDROOM 1 Loads(Downward+) Beam Weight 6.2 plf from 0 ft to 6.25 ft Roof Rafter: (11+20)(11) = (DL=121PLF; LLr=220PLF) form 0 to 6.25 Ceiling Joist DL: (4)(9.2) = (DL=37PLF) form 0 to 6.25 Exterior Wall: (15)(2) = (DL=30PLF) form 0 to 6.25 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 1295/1294 0 2 1295/1294 0 USE 4 x 8 Critcal Shear = 1294 LB @0' 1.5xV/(F'v x A)= 0.34 F'v = 225, A = 25.38 Critcal Moment = 2019 LB-FT @3' M/(F'b x S)= 0.54 F'b = 1462, S = 30.66 Critical Deflection for TL = -0.08 INCH @ 3 L/240 = 0.312" Critical Deflection for LL = -0.042 INCH @ 3 L/360 = 0.208" 1 2 Moment Shear Deflection 6.25' BEAM : 2 - DROP AT PORCH Loads(Downward+) Beam Weight 7.4 plf from 0 ft to 4.5 ft Roof Rafter: (11+20)(11) = (DL=121PLF; LLr=220PLF) form 0 to 4.5 Ceiling Joist DL: (4)(9.2) = (DL=37PLF) form 0 to 4.5 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 867/867 0 2 867/867 0 USE 6 x 6 Critcal Shear = 867 LB @0' 1.5xV/(F'v x A)= 0.2 F'v = 212, A = 30.25 Critcal Moment = 975 LB-FT @2.25' M/(F'b x S)= 0.25 F'b = 1688, S = 27.73 Critical Deflection for TL = -0.029 INCH @ 2.25 L/240 = 0.225" Critical Deflection for LL = -0.017 INCH @ 2.25 L/360 = 0.15" 1 2 Moment Shear Deflection 4.5' 15 of 18 Dong Engineering Inc. ADU 1225 N.WEST ST, SANTA ANA, CA 92703 Job #: 240363 Date : 07/31/2024 Plan : 1 BEAM : 3 - HDR AT LIVING ROOM Loads(Downward+) Beam Weight 4.7 plf from 0 ft to 4.25 ft Roof Rafter: (11+20)(11) = (DL=121PLF; LLr=220PLF) form 0 to 4.25 Ceiling Joist DL: (4)(9.2) = (DL=37PLF) form 0 to 4.25 Exterior Wall: (15)(2) = (DL=30PLF) form 0 to 4.25 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 876/877 0 2 877/877 0 USE 4 x 6 Critcal Shear = 876 LB @0' 1.5xV/(F'v x A)= 0.3 F'v = 225, A = 19.25 Critcal Moment = 928 LB-FT @2' M/(F'b x S)= 0.43 F'b = 1462, S = 17.65 Critical Deflection for TL = -0.039 INCH @ 2 L/240 = 0.212" Critical Deflection for LL = -0.021 INCH @ 2 L/360 = 0.142" 1 2 Moment Shear Deflection 4.25' BEAM : C1 - C.J, 2X6 DLF#2 @ 16" O.C. (MAX L=15'-3") Loads(Downward+) Ceiling Joist: (4+10)(1.3) = (DL=5.3PLF; LLr=13.4PLF) form 0 to 15.25 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 143/143 0 2 143/143 0 USE 2 x 6 Critcal Shear = 142 LB @0' 1.5xV/(F'v x A)= 0.11 F'v = 225, A = 8.25 Critcal Moment = 543 LB-FT @7.62' M/(F'b x S)= 0.51 F'b = 1682, S = 7.56 Critical Deflection for TL = -0.684 INCH @ 7.63 L/240 = 0.762" Critical Deflection for LL = -0.488 INCH @ 7.63 L/360 = 0.508" 1 2 Moment Shear Deflection 15.25' 16 of 18 Dong Engineering Inc. ADU 1225 N.WEST ST, SANTA ANA, CA 92703 Job #: 240363 Date : 07/31/2024 Plan : 1 BEAM : R1 - R.R. 2X6 DLF#2 @ 16" O.C. (MAX L= 12') 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' 17 of 18 Dong Engineering Inc. ADU 1225 N.WEST ST, SANTA ANA, CA 92703 Job#: 240363 Date: 7/31/2024 PLAN: 1 CODE: CBC 2022 1500 psf Trib Trib Wall Height DL(psf)LL(psf)roof(ft)DL(psf)LL(psf)floor(ft)DL(psf)wall(ft) 15 20 11 15 9 Roof:(DL+LL)(Trib) =385 plf Floor:(DL+LL)(Trib) =0 plf Wall:DL (Height)=135 plf 520 plf 520 /(12"/12)=520 psf< 1800 psf (allowable) P(allowable) = 4,500 # FOUNDATION - 1-STORY 45𝑜 18 of 18 Dong Engineering, Inc. 7661 GARDEN GROVE BLVD. , GARDEN GROVE, CA 92841 Office: (714) 617-5979 Email: info@dongengineering.com DATE:7/31/2024 CLIENT: JOB NO.:240363 Project: ADU STRUCTURAL CALCULATIONS FOR THE BUILDING AT: 1225 N.WEST ST, SANTA ANA, CA 92703 Page 1 of 18 Dong Engineering Inc. Job#:240363 Date: ROOF:SHINGLE Slope 3:12 Live Load 20 psf Roof'g Material 3.0 psf Sheathing 2.0 psf Trusses / Rafters 2.0 psf Ceiling Joists 2.0 psf Drywall 2.0 psf Sprinkler 0.5 psf Solar 3.0 psf Miscellaneous 0.5 psf Total D.L.15 psf Total Load 35 psf EXTERIOR WALL:INTERIOR WALL: EXTERIOR:9 DRYWALL:3 DRYWALL:3.0 DRYWALL:3.0 STUDS:2.0 STUDS:2.0 MISC.:1.0 MISC.:2.0 DL=15.0 PSF DL=10.0 PSF REVISIONS: 1 Sheets:Date: Init:Remark: 2 Sheets:Date: Init:Remark: 3 Sheets:Date: Init:Remark: 4 Sheets:Date: Init:Remark: 5 Sheets:Date: Init:Remark: 6 Sheets:Date: Init:Remark: LOADING CONDITIONS 7/31/2024 ADU 1225 N.WEST ST, SANTA ANA, CA 92703 Page 2 of 18 USGS web services were down for some period of time and as a result this tool wasn't operational, resulting in timeout error. USGS web services are now operational so this tool should work as expected. 1225 N Western Ave, Santa Ana, CA 92703, USA Latitude, Longitude: 33.751506, -117.8914553 Date 7/31/2024, 12:53:03 AM Design Code Reference Document ASCE7-16 Risk Category II Site Class D - Default (See Section 11.4.3) Type Value Description SS 1.304 MCER ground motion. (for 0.2 second period) S1 0.464 MCER ground motion. (for 1.0s period) SMS 1.565 Site-modified spectral acceleration value SM1 null -See Section 11.4.8 Site-modified spectral acceleration value SDS 1.043 Numeric seismic design value at 0.2 second SA SD1 null -See Section 11.4.8 Numeric seismic design value at 1.0 second SA Type Value Description SDC null -See Section 11.4.8 Seismic design category Fa 1.2 Site amplification factor at 0.2 second Fv null -See Section 11.4.8 Site amplification factor at 1.0 second PGA 0.553 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.663 Site modified peak ground acceleration TL 8 Long-period transition period in seconds SsRT 1.304 Probabilistic risk-targeted ground motion. (0.2 second) SsUH 1.406 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 1.636 Factored deterministic acceleration value. (0.2 second) S1RT 0.464 Probabilistic risk-targeted ground motion. (1.0 second) S1UH 0.503 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration. S1D 0.6 Factored deterministic acceleration value. (1.0 second) PGAd 0.676 Factored deterministic acceleration value. (Peak Ground Acceleration) PGAUH 0.553 Uniform-hazard (2% probability of exceedance in 50 years) Peak Ground Acceleration CRS 0.927 Mapped value of the risk coefficient at short periods CR1 0.924 Mapped value of the risk coefficient at a period of 1 s CV 1.361 Vertical coefficient Page 3 of 18 DISCLAIMER While the information presented on this website is believed to be correct, SEAOC /OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. SEAOC / OSHPD do not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this website. Page 4 of 18 1Y 1X ROOF SHEARWALL LAYOUT 1 2 A B Page 5 of 18 Dong Engineering Inc. ADU 1225 N.WEST ST, SANTA ANA, CA 92703 Job#: 240363 Date: 7/31/2024 PLAN: 1 CODE: CBC 2022 SECTION: 1X Number of Story: 1 Section width: 19(ft)Section length: 47(ft) Base height: 0.5(ft)Slope roof height: 12(ft)Gable mean roof height: 10.5(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 = 19(ft), L = 47(ft), H = 11(ft)-->L/B = 2.47, H/L = 0.23 Wall coefficient: Cpw = 0.8, Cpl = -0.28 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 =1.043, SD1 = 2FvS1/3 =0, Seismic design category: D, I = 1, 0.7*V = 0.7*SDS*I*W/Rx = 0.7*1.043*1*W/6.5 = 0.1123*W Total Seismic Load = 109.52 = 109.52 PLF Redistrib: 975*9 = 8775 PLFxFT DIAPHRAGM & CHORD FORCE PER ASCE07-16 SECTION 12.10 ROOF DIAPHRAGM Max shear = 156.46 x 19 / (2 x 47) = 31.62 PLF Use: 15/32" apa rated unblock 32/16 w/8d common nails at 6", 6", 12" o.c. Chord force = 156.46 x 19^2 / (8 x 47) = 150.22 LBS Splice w/ min. (1) 16d sinker nails each side of splice at 8" o.c. (standard construction) (z, Kz, qz, P): (15, 0.85, 22.35, 20.45) ROOF Roof = 15*47 = 705 PLF Wall = 15*2*4.5 + 10*3*4.5 = 270 PLF Shear = 0.1123(705+270) = 0.1123*975 = 109.49 PLF Plate height: ROOF = 9(ft) SHEAR ROOF = 109.52*975*9/8775 = 109.52 PLF SHEAR ROOF = 0.6*W = 73.61(plf) ROOF 109.52 PLF SEISMIC GOVERN Page 6 of 18 Dong Engineering Inc. ADU 1225 N.WEST ST, SANTA ANA, CA 92703 Job#: 240363 Date: 7/31/2024 PLAN: 1 CODE: CBC 2022 SECTION: 1Y Number of Story: 1 Section width: 47(ft)Section length: 19(ft) Base height: 0.5(ft)Slope roof height: 12(ft)Gable mean roof height: 10.5(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 = 47(ft), L = 19(ft), H = 11(ft)-->L/B = 0.4, H/L = 0.58 Wall coefficient: Cpw = 0.8, Cpl = -0.5, Roof coefficient: Cpw = (-0.18;-0.81), Cpl = -0.53 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 =1.043, SD1 = 2FvS1/3 =0, Seismic design category: D, I = 1, 0.7*V = 0.7*SDS*I*W/Ry = 0.7*1.043*1*W/6.5 = 0.1123*W Total Seismic Load = 52.23 = 52.23 PLF Redistrib: 465*9 = 4185 PLFxFT DIAPHRAGM & CHORD FORCE PER ASCE07-16 SECTION 12.10 ROOF DIAPHRAGM Max shear = 74.61 x 47 / (2 x 19) = 92.28 PLF Use: 15/32" apa rated unblock 32/16 w/8d common nails at 6", 6", 12" o.c. Chord force = 74.61 x 47^2 / (8 x 19) = 1084.3 LBS Splice w/ min. (6) 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*1*4.5 = 180 PLF Shear = 0.1123(285+180) = 0.1123*465 = 52.22 PLF Plate height: ROOF = 9(ft) SHEAR ROOF = 52.23*465*9/4185 = 52.23 PLF SHEAR ROOF = 0.6*W = 84.68(plf) ROOF 84.68 PLF WIND GOVERN Page 7 of 18 Do ng E n g i n e e r i n g I n c . AD U 12 2 5 N . W E S T S T , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 3 6 3 Da t e : 7 / 3 1 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 1 4 " | 4 * d * 1 . 4 = 0 . 7 7 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " 0. 5 0 3. 2 5 7. 0 0 2. 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 ) 2. 4 Co m . ( k i p s ) 2. 8 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. 4 Co m . ( k i p s ) 2. 8 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. 0 0 P1 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft LI N E 1 ( D i r e c t i o n : Y ) @ F I R S T F L O O R | W i n d : 1 9 9 0 l b s | S e i s m i c : 1 5 9 6 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 f t | T o t a l S h e a r W a l l L e n g t h = 7 f t | S h e a r D i a p h r a g m = 1 0 5 p l f | D e s i g n S h e a r W a l l = 2 8 4 p l f ( W i n d ) / 2 2 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 ( 2 . 2 / 2 . 2 ) = 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 ( 3 . 1 / 3 . 1 ) = 3 . 1 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 39 3 -86 4 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 Page 8 of 18 Do ng E n g i n e e r i n g I n c . AD U 12 2 5 N . W E S T S T , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 3 6 3 Da t e : 7 / 3 1 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 1 " | 4 * d * 1 . 4 = 0 . 5 4 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " 1. 5 0 8. 0 0 1. 7 5 1. 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. 8 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 ) 1. 8 Co m . ( k i p s ) 2. 4 An c h o r B o l t 5/ 8 " x 1 2 " [2 ] sp a c e d e q u a l l y 3. 0 0 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft LI N E 2 ( D i r e c t i o n : Y ) @ F I R S T F L O O R | W i n d : 1 7 7 9 l b s | S e i s m i c : 1 4 2 6 l b s | S h e a r P a n e l T y p e : A | ( þ = 1 . 3 ) To t a l L e n g t h = 1 8 . 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 = 9 6 p l f | D e s i g n S h e a r W a l l = 2 2 2 p l f ( W i n d ) / 1 7 8 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 1 . 8 / 1 . 8 ) = 1 . 8 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 2 . 5 / 2 . 5 ) = 2 . 5 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) P1 3. 0 0 14 4 -86 5 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 Page 9 of 18 Do ng E n g i n e e r i n g I n c . AD U 12 2 5 N . W E S T S T , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 3 6 3 Da t e : 7 / 3 1 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 1 6 " | 4 * d * 1 . 4 = 0 . 8 7 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " 0.2 5 5. 0 0 3. 5 0 6. 0 0 6. 0 0 3. 7 5 3. 7 5 6. 0 0 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 ) 2. 0 Co m . ( k i p s ) 2. 7 Ri g h t S i d e Ho l d D o w n HD U 2 Po s t S i z e 4x 4 Te n s i o n ( k i p s ) 2. 0 Co m . ( k i p s ) 2. 7 An c h o r B o l t 5/ 8 " x 1 2 " [2 ] sp a c e d e q u a l l y 3. 0 0 6. 0 0 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft LI N E A ( D i r e c t i o n : X ) @ F I R S T F L O O R | W i n d : 7 0 0 l b s | S e i s m i c : 1 3 5 3 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 = 4 6 . 5 f t | T o t a l S h e a r W a l l L e n g t h = 6 f t | S h e a r D i a p h r a g m = 3 2 p l f | D e s i g n S h e a r W a l l = 1 1 7 p l f ( W i n d ) / 2 2 6 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 ) = 1 . 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 ) = 2 . 7 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) P1 47 1 -82 3 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 Page 10 of 18 Do ng E n g i n e e r i n g I n c . AD U 12 2 5 N . W E S T S T , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 3 6 3 Da t e : 7 / 3 1 / 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 9 " | 4 * d * 1 . 4 = 0 . 5 1 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " 0.2 5 4. 5 0 8. 0 0 2. 2 5 2. 7 5 14 . 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 3. 0 0 3. 0 0 P1 5. 0 0 4. 0 0 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft LI N E B ( D i r e c t i o n : X ) @ F I R S T F L O O R | W i n d : 7 0 0 l b s | S e i s m i c : 1 3 5 3 l b s | S h e a r P a n e l T y p e : A | ( þ = 1 . 3 ) To t a l L e n g t h = 4 7 f t | T o t a l S h e a r W a l l L e n g t h = 8 f t | S h e a r D i a p h r a g m = 3 2 p l f | D e s i g n S h e a r W a l l = 8 8 p l f ( W i n d ) / 1 6 9 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 1 . 8 / 1 . 8 ) = 1 . 8 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 2 . 5 / 2 . 5 ) = 2 . 5 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 43 5 -79 8 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 Page 11 of 18 Dong Engineering Inc. ADU 1225 N.WEST ST, SANTA ANA, CA 92703 Job#: 240363 Date: 7/31/2024 PLAN: 1 CODE: CBC 2022 Shear Wall (X-X Direction) Line Story Section Span Wind Seismic Added V (lb)H L v Type ###(ft)(plf)(plf)Wind Seismic (ft)(ft)(plf) A 1 1X 19 74 110 9 6 226 B B 1 1X 19 74 110 9 8 169 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 12 of 18 Dong Engineering Inc. ADU 1225 N.WEST ST, SANTA ANA, CA 92703 Job#: 240363 Date: 7/31/2024 PLAN: 1 CODE: CBC 2022 Shear Wall (Y-Y Direction) Line Story Section Span Wind Seismic Added V (lb)H L v Type ###(ft)(plf)(plf)Wind Seismic (ft)(ft)(plf) 1 1 1Y 47 85 52 9 7 284 B 2 1 1Y 42 85 52 9 8 222 A v(plf) = V/L Line shear V = Maximum(V1;V2) SUMMARY SHEAR WALL V1 = Wind*Span/2 + Added Vwind V2 = Seismic*Span/2 + Added Vseismic Page 13 of 18 Dong Engineering Inc. ADU 1225 N.WEST ST, SANTA ANA, CA 92703 Job#: 240363 Date: 7/31/2024 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 = 1990(lb), Seismic = 1596(lb) 1 1Y 1 84.7 52.2 47 1990 1227 l---------------47.0(ft)---------------l 2 :Wind = 1779(lb), Seismic = 1426(lb) 2 1Y 1 84.7 52.2 42 1778 1097 l---------------42.0(ft)---------------l A :Wind = 700(lb), Seismic = 1353(lb) A 1X 1 73.6 109.5 19 699 1040 l---------------19.0(ft)---------------l B :Wind = 700(lb), Seismic = 1353(lb) B 1X 1 73.6 109.5 19 699 1040 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 14 of 18 Page 15 of 18 Page 16 of 18 Dong Engineering Inc. ADU 1225 N.WEST ST, SANTA ANA, CA 92703 Job #: 240363 Date : 07/31/2024 Plan : 1 BEAM : R1 - R.R. 2X6 DLF#2 @ 16" O.C. (MAX L= 12') 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 17 of 18 Dong Engineering Inc. ADU 1225 N.WEST ST, SANTA ANA, CA 92703 Job#: 240363 Date: 7/31/2024 PLAN: 1 CODE: CBC 2022 1500 psf Trib Trib Wall Height DL(psf)LL(psf)roof(ft)DL(psf)LL(psf)floor(ft)DL(psf)wall(ft) 15 20 11 15 9 Roof:(DL+LL)(Trib) =385 plf Floor:(DL+LL)(Trib) =0 plf Wall:DL (Height)=135 plf 520 plf 520 /(12"/12)=520 psf< 1800 psf (allowable) P(allowable) = 4,500 # FOUNDATION - 1-STORY 45𝑜 Page 18 of 18 Dong Engineering, Inc. 7661 GARDEN GROVE BLVD. , GARDEN GROVE, CA 92841 Office: (714) 617-5979 Email: info@dongengineering.com DATE:7/31/2024 CLIENT: JOB NO.:240363 Project: ADU STRUCTURAL CALCULATIONS FOR THE BUILDING AT: 1225 N.WEST ST, SANTA ANA, CA 92703 1 of 18 Dong Engineering Inc. Job#:240363 Date: ROOF:SHINGLE Slope 3:12 Live Load 20 psf Roof'g Material 3.0 psf Sheathing 2.0 psf Trusses / Rafters 2.0 psf Ceiling Joists 2.0 psf Drywall 2.0 psf Sprinkler 0.5 psf Solar 3.0 psf Miscellaneous 0.5 psf Total D.L.15 psf Total Load 35 psf EXTERIOR WALL:INTERIOR WALL: EXTERIOR:9 DRYWALL:3 DRYWALL:3.0 DRYWALL:3.0 STUDS:2.0 STUDS:2.0 MISC.:1.0 MISC.:2.0 DL=15.0 PSF DL=10.0 PSF REVISIONS: 1 Sheets:Date: Init:Remark: 2 Sheets:Date: Init:Remark: 3 Sheets:Date: Init:Remark: 4 Sheets:Date: Init:Remark: 5 Sheets:Date: Init:Remark: 6 Sheets:Date: Init:Remark: LOADING CONDITIONS 7/31/2024 ADU 1225 N.WEST ST, SANTA ANA, CA 92703 2 of 18 USGS web services were down for some period of time and as a result this tool wasn't operational, resulting in timeout error. USGS web services are now operational so this tool should work as expected. 1225 N Western Ave, Santa Ana, CA 92703, USA Latitude, Longitude: 33.751506, -117.8914553 Date 7/31/2024, 12:53:03 AM Design Code Reference Document ASCE7-16 Risk Category II Site Class D - Default (See Section 11.4.3) Type Value Description SS 1.304 MCER ground motion. (for 0.2 second period) S1 0.464 MCER ground motion. (for 1.0s period) SMS 1.565 Site-modified spectral acceleration value SM1 null -See Section 11.4.8 Site-modified spectral acceleration value SDS 1.043 Numeric seismic design value at 0.2 second SA SD1 null -See Section 11.4.8 Numeric seismic design value at 1.0 second SA Type Value Description SDC null -See Section 11.4.8 Seismic design category Fa 1.2 Site amplification factor at 0.2 second Fv null -See Section 11.4.8 Site amplification factor at 1.0 second PGA 0.553 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.663 Site modified peak ground acceleration TL 8 Long-period transition period in seconds SsRT 1.304 Probabilistic risk-targeted ground motion. (0.2 second) SsUH 1.406 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 1.636 Factored deterministic acceleration value. (0.2 second) S1RT 0.464 Probabilistic risk-targeted ground motion. (1.0 second) S1UH 0.503 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration. S1D 0.6 Factored deterministic acceleration value. (1.0 second) PGAd 0.676 Factored deterministic acceleration value. (Peak Ground Acceleration) PGAUH 0.553 Uniform-hazard (2% probability of exceedance in 50 years) Peak Ground Acceleration CRS 0.927 Mapped value of the risk coefficient at short periods CR1 0.924 Mapped value of the risk coefficient at a period of 1 s CV 1.361 Vertical coefficient 3 of 18 DISCLAIMER While the information presented on this website is believed to be correct, SEAOC /OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. SEAOC / OSHPD do not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this website. 4 of 18 1Y 1X ROOF SHEARWALL LAYOUT 1 2 A B 5 of 18 Dong Engineering Inc. ADU 1225 N.WEST ST, SANTA ANA, CA 92703 Job#: 240363 Date: 7/31/2024 PLAN: 1 CODE: CBC 2022 SECTION: 1X Number of Story: 1 Section width: 19(ft)Section length: 47(ft) Base height: 0.5(ft)Slope roof height: 12(ft)Gable mean roof height: 10.5(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 = 19(ft), L = 47(ft), H = 11(ft)-->L/B = 2.47, H/L = 0.23 Wall coefficient: Cpw = 0.8, Cpl = -0.28 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 =1.043, SD1 = 2FvS1/3 =0, Seismic design category: D, I = 1, 0.7*V = 0.7*SDS*I*W/Rx = 0.7*1.043*1*W/6.5 = 0.1123*W Total Seismic Load = 109.52 = 109.52 PLF Redistrib: 975*9 = 8775 PLFxFT DIAPHRAGM & CHORD FORCE PER ASCE07-16 SECTION 12.10 ROOF DIAPHRAGM Max shear = 156.46 x 19 / (2 x 47) = 31.62 PLF Use: 15/32" apa rated unblock 32/16 w/8d common nails at 6", 6", 12" o.c. Chord force = 156.46 x 19^2 / (8 x 47) = 150.22 LBS Splice w/ min. (1) 16d sinker nails each side of splice at 8" o.c. (standard construction) (z, Kz, qz, P): (15, 0.85, 22.35, 20.45) ROOF Roof = 15*47 = 705 PLF Wall = 15*2*4.5 + 10*3*4.5 = 270 PLF Shear = 0.1123(705+270) = 0.1123*975 = 109.49 PLF Plate height: ROOF = 9(ft) SHEAR ROOF = 109.52*975*9/8775 = 109.52 PLF SHEAR ROOF = 0.6*W = 73.61(plf) ROOF 109.52 PLF SEISMIC GOVERN 6 of 18 Dong Engineering Inc. ADU 1225 N.WEST ST, SANTA ANA, CA 92703 Job#: 240363 Date: 7/31/2024 PLAN: 1 CODE: CBC 2022 SECTION: 1Y Number of Story: 1 Section width: 47(ft)Section length: 19(ft) Base height: 0.5(ft)Slope roof height: 12(ft)Gable mean roof height: 10.5(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 = 47(ft), L = 19(ft), H = 11(ft)-->L/B = 0.4, H/L = 0.58 Wall coefficient: Cpw = 0.8, Cpl = -0.5, Roof coefficient: Cpw = (-0.18;-0.81), Cpl = -0.53 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 =1.043, SD1 = 2FvS1/3 =0, Seismic design category: D, I = 1, 0.7*V = 0.7*SDS*I*W/Ry = 0.7*1.043*1*W/6.5 = 0.1123*W Total Seismic Load = 52.23 = 52.23 PLF Redistrib: 465*9 = 4185 PLFxFT DIAPHRAGM & CHORD FORCE PER ASCE07-16 SECTION 12.10 ROOF DIAPHRAGM Max shear = 74.61 x 47 / (2 x 19) = 92.28 PLF Use: 15/32" apa rated unblock 32/16 w/8d common nails at 6", 6", 12" o.c. Chord force = 74.61 x 47^2 / (8 x 19) = 1084.3 LBS Splice w/ min. (6) 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*1*4.5 = 180 PLF Shear = 0.1123(285+180) = 0.1123*465 = 52.22 PLF Plate height: ROOF = 9(ft) SHEAR ROOF = 52.23*465*9/4185 = 52.23 PLF SHEAR ROOF = 0.6*W = 84.68(plf) ROOF 84.68 PLF WIND GOVERN 7 of 18 Do ng E n g i n e e r i n g I n c . AD U 12 2 5 N . W E S T S T , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 3 6 3 Da t e : 7 / 3 1 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 1 4 " | 4 * d * 1 . 4 = 0 . 7 7 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " 0. 5 0 3. 2 5 7. 0 0 2. 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 ) 2. 4 Co m . ( k i p s ) 2. 8 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. 4 Co m . ( k i p s ) 2. 8 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. 0 0 P1 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft LI N E 1 ( D i r e c t i o n : Y ) @ F I R S T F L O O R | W i n d : 1 9 9 0 l b s | S e i s m i c : 1 5 9 6 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 f t | T o t a l S h e a r W a l l L e n g t h = 7 f t | S h e a r D i a p h r a g m = 1 0 5 p l f | D e s i g n S h e a r W a l l = 2 8 4 p l f ( W i n d ) / 2 2 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 ( 2 . 2 / 2 . 2 ) = 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 ( 3 . 1 / 3 . 1 ) = 3 . 1 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 39 3 -86 4 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 8 of 18 Do ng E n g i n e e r i n g I n c . AD U 12 2 5 N . W E S T S T , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 3 6 3 Da t e : 7 / 3 1 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 1 " | 4 * d * 1 . 4 = 0 . 5 4 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " 1. 5 0 8. 0 0 1. 7 5 1. 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. 8 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 ) 1. 8 Co m . ( k i p s ) 2. 4 An c h o r B o l t 5/ 8 " x 1 2 " [2 ] sp a c e d e q u a l l y 3. 0 0 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft LI N E 2 ( D i r e c t i o n : Y ) @ F I R S T F L O O R | W i n d : 1 7 7 9 l b s | S e i s m i c : 1 4 2 6 l b s | S h e a r P a n e l T y p e : A | ( þ = 1 . 3 ) To t a l L e n g t h = 1 8 . 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 = 9 6 p l f | D e s i g n S h e a r W a l l = 2 2 2 p l f ( W i n d ) / 1 7 8 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 1 . 8 / 1 . 8 ) = 1 . 8 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 2 . 5 / 2 . 5 ) = 2 . 5 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) P1 3. 0 0 14 4 -86 5 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 9 of 18 Do ng E n g i n e e r i n g I n c . AD U 12 2 5 N . W E S T S T , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 3 6 3 Da t e : 7 / 3 1 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 1 6 " | 4 * d * 1 . 4 = 0 . 8 7 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " 0.2 5 5. 0 0 3. 5 0 6. 0 0 6. 0 0 3. 7 5 3. 7 5 6. 0 0 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 ) 2. 0 Co m . ( k i p s ) 2. 7 Ri g h t S i d e Ho l d D o w n HD U 2 Po s t S i z e 4x 4 Te n s i o n ( k i p s ) 2. 0 Co m . ( k i p s ) 2. 7 An c h o r B o l t 5/ 8 " x 1 2 " [2 ] sp a c e d e q u a l l y 3. 0 0 6. 0 0 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft LI N E A ( D i r e c t i o n : X ) @ F I R S T F L O O R | W i n d : 7 0 0 l b s | S e i s m i c : 1 3 5 3 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 = 4 6 . 5 f t | T o t a l S h e a r W a l l L e n g t h = 6 f t | S h e a r D i a p h r a g m = 3 2 p l f | D e s i g n S h e a r W a l l = 1 1 7 p l f ( W i n d ) / 2 2 6 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 ) = 1 . 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 ) = 2 . 7 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) P1 47 1 -82 3 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 10 of 18 Do ng E n g i n e e r i n g I n c . AD U 12 2 5 N . W E S T S T , S A N T A A N A , C A 9 2 7 0 3 Jo b # : 2 4 0 3 6 3 Da t e : 7 / 3 1 / 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 9 " | 4 * d * 1 . 4 = 0 . 5 1 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " 0.2 5 4. 5 0 8. 0 0 2. 2 5 2. 7 5 14 . 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 3. 0 0 3. 0 0 P1 5. 0 0 4. 0 0 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft LI N E B ( D i r e c t i o n : X ) @ F I R S T F L O O R | W i n d : 7 0 0 l b s | S e i s m i c : 1 3 5 3 l b s | S h e a r P a n e l T y p e : A | ( þ = 1 . 3 ) To t a l L e n g t h = 4 7 f t | T o t a l S h e a r W a l l L e n g t h = 8 f t | S h e a r D i a p h r a g m = 3 2 p l f | D e s i g n S h e a r W a l l = 8 8 p l f ( W i n d ) / 1 6 9 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 1 . 8 / 1 . 8 ) = 1 . 8 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 2 . 5 / 2 . 5 ) = 2 . 5 k i p s ( S e c t . 4 . 3 . 3 . 4 . 1 ) 43 5 -79 8 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 11 of 18 Dong Engineering Inc. ADU 1225 N.WEST ST, SANTA ANA, CA 92703 Job#: 240363 Date: 7/31/2024 PLAN: 1 CODE: CBC 2022 Shear Wall (X-X Direction) Line Story Section Span Wind Seismic Added V (lb)H L v Type ###(ft)(plf)(plf)Wind Seismic (ft)(ft)(plf) A 1 1X 19 74 110 9 6 226 B B 1 1X 19 74 110 9 8 169 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 12 of 18 Dong Engineering Inc. ADU 1225 N.WEST ST, SANTA ANA, CA 92703 Job#: 240363 Date: 7/31/2024 PLAN: 1 CODE: CBC 2022 Shear Wall (Y-Y Direction) Line Story Section Span Wind Seismic Added V (lb)H L v Type ###(ft)(plf)(plf)Wind Seismic (ft)(ft)(plf) 1 1 1Y 47 85 52 9 7 284 B 2 1 1Y 42 85 52 9 8 222 A v(plf) = V/L Line shear V = Maximum(V1;V2) SUMMARY SHEAR WALL V1 = Wind*Span/2 + Added Vwind V2 = Seismic*Span/2 + Added Vseismic 13 of 18 Dong Engineering Inc. ADU 1225 N.WEST ST, SANTA ANA, CA 92703 Job#: 240363 Date: 7/31/2024 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 = 1990(lb), Seismic = 1596(lb) 1 1Y 1 84.7 52.2 47 1990 1227 l---------------47.0(ft)---------------l 2 :Wind = 1779(lb), Seismic = 1426(lb) 2 1Y 1 84.7 52.2 42 1778 1097 l---------------42.0(ft)---------------l A :Wind = 700(lb), Seismic = 1353(lb) A 1X 1 73.6 109.5 19 699 1040 l---------------19.0(ft)---------------l B :Wind = 700(lb), Seismic = 1353(lb) B 1X 1 73.6 109.5 19 699 1040 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 14 of 18 Dong Engineering Inc. ADU 1225 N.WEST ST, SANTA ANA, CA 92703 Job #: 240363 Date : 07/31/2024 Plan : 1 BEAM : 1 - HDR AT BEDROOM 1 Loads(Downward+) Beam Weight 6.2 plf from 0 ft to 6.25 ft Roof Rafter: (11+20)(11) = (DL=121PLF; LLr=220PLF) form 0 to 6.25 Ceiling Joist DL: (4)(9.2) = (DL=37PLF) form 0 to 6.25 Exterior Wall: (15)(2) = (DL=30PLF) form 0 to 6.25 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 1295/1294 0 2 1295/1294 0 USE 4 x 8 Critcal Shear = 1294 LB @0' 1.5xV/(F'v x A)= 0.34 F'v = 225, A = 25.38 Critcal Moment = 2019 LB-FT @3' M/(F'b x S)= 0.54 F'b = 1462, S = 30.66 Critical Deflection for TL = -0.08 INCH @ 3 L/240 = 0.312" Critical Deflection for LL = -0.042 INCH @ 3 L/360 = 0.208" 1 2 Moment Shear Deflection 6.25' BEAM : 2 - DROP AT PORCH Loads(Downward+) Beam Weight 7.4 plf from 0 ft to 4.5 ft Roof Rafter: (11+20)(11) = (DL=121PLF; LLr=220PLF) form 0 to 4.5 Ceiling Joist DL: (4)(9.2) = (DL=37PLF) form 0 to 4.5 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 867/867 0 2 867/867 0 USE 6 x 6 Critcal Shear = 867 LB @0' 1.5xV/(F'v x A)= 0.2 F'v = 212, A = 30.25 Critcal Moment = 975 LB-FT @2.25' M/(F'b x S)= 0.25 F'b = 1688, S = 27.73 Critical Deflection for TL = -0.029 INCH @ 2.25 L/240 = 0.225" Critical Deflection for LL = -0.017 INCH @ 2.25 L/360 = 0.15" 1 2 Moment Shear Deflection 4.5' 15 of 18 Dong Engineering Inc. ADU 1225 N.WEST ST, SANTA ANA, CA 92703 Job #: 240363 Date : 07/31/2024 Plan : 1 BEAM : 3 - HDR AT LIVING ROOM Loads(Downward+) Beam Weight 4.7 plf from 0 ft to 4.25 ft Roof Rafter: (11+20)(11) = (DL=121PLF; LLr=220PLF) form 0 to 4.25 Ceiling Joist DL: (4)(9.2) = (DL=37PLF) form 0 to 4.25 Exterior Wall: (15)(2) = (DL=30PLF) form 0 to 4.25 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 876/877 0 2 877/877 0 USE 4 x 6 Critcal Shear = 876 LB @0' 1.5xV/(F'v x A)= 0.3 F'v = 225, A = 19.25 Critcal Moment = 928 LB-FT @2' M/(F'b x S)= 0.43 F'b = 1462, S = 17.65 Critical Deflection for TL = -0.039 INCH @ 2 L/240 = 0.212" Critical Deflection for LL = -0.021 INCH @ 2 L/360 = 0.142" 1 2 Moment Shear Deflection 4.25' BEAM : C1 - C.J, 2X6 DLF#2 @ 16" O.C. (MAX L=15'-3") Loads(Downward+) Ceiling Joist: (4+10)(1.3) = (DL=5.3PLF; LLr=13.4PLF) form 0 to 15.25 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 143/143 0 2 143/143 0 USE 2 x 6 Critcal Shear = 142 LB @0' 1.5xV/(F'v x A)= 0.11 F'v = 225, A = 8.25 Critcal Moment = 543 LB-FT @7.62' M/(F'b x S)= 0.51 F'b = 1682, S = 7.56 Critical Deflection for TL = -0.684 INCH @ 7.63 L/240 = 0.762" Critical Deflection for LL = -0.488 INCH @ 7.63 L/360 = 0.508" 1 2 Moment Shear Deflection 15.25' 16 of 18 Dong Engineering Inc. ADU 1225 N.WEST ST, SANTA ANA, CA 92703 Job #: 240363 Date : 07/31/2024 Plan : 1 BEAM : R1 - R.R. 2X6 DLF#2 @ 16" O.C. (MAX L= 12') 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' 17 of 18 Dong Engineering Inc. ADU 1225 N.WEST ST, SANTA ANA, CA 92703 Job#: 240363 Date: 4/8/2025 PLAN: 1 CODE: CBC 2022 1800 psf Trib Trib Wall Height DL(psf) LL(psf) roof(ft) DL(psf) LL(psf) floor(ft) DL(psf) wall(ft) 15 20 11 15 9 Roof: (DL+LL) (Trib) = 385 plf Floor: (DL+LL) (Trib) = 0 plf Wall: DL (Height)= 135 plf 520 plf 520 /(12"/12) = 520 psf< 1800 psf P(allowable) P allowable = 5,400 # 18 in FOUNDATION - 1-STORY Allowable soil bearing value: Roof Floor use 12" wide cont. ftg w/ 2-#4 top & bott. 45௢ 18 of 18 O R A N G E C O U N T Y F I R E A U T H O R I T Y Plan Submittal Criteria Form Required for Single Family or Duplex Residences (Use Commercial form for lots with 3+ dwelling units or new residential tracts) Complete the Project Information and Questionnaire below, then sign and date the Applicant Certification. Project Information  New Single Family Residence/Duplex  Addition/Remodel  ADU  Other Address: Unit #: City or Unincorporated County Area: ZIP: Scope of Work: Existing Area: Area to be Added: Total Resulting Area: Stories: Area Added in Past 2 Years (excluding this project): Yes No Questionnaire OCFA Plan Type if “Yes” 1.   New – Is this a new single family residence or duplex? *(PR160) Residential Site with Water Availability (PR400-402) Fire Sprinkler 2.   ADU – Is this a new Accessory Dwelling Unit (ADU) on the same property as a house that already has fire sprinklers or a house that will have fire sprinklers added as part of this project? (PR400-402) Fire Sprinkler 3.   Addition – Is this (A) an addition to a currently sprinklered building, or (B) an addition requiring a fire sprinkler retrofit based on a threshold set by local ordinance? (PR400-402) Fire Sprinkler 4.   Distance – Is the most remote portion of the addition, ADU or other detached structure greater than 140-feet from the fire access roadway? *(PR160) Residential Site 5.   Total Area – Will the addition result in a total area of greater than 3,600 square feet (sf) for non- sprinklered buildings, or greater than 6,200 sf for sprinklered buildings, including the area of all enclosed spaces, such as garages, stairs, and detached structures separated by less than 10-feet? *(PR160) Residential Site with Water Availability 6.   Remodel – Is this a remodel of a sprinklered building with a scope of work that includes adding or removing any interior walls? Note: If “Yes”, then project must be evaluated by a C-16 licensed contractor to determine if a fire sprinkler modification is needed. (PR400-402) Fire Sprinkler 7.   Detached Structure – Is this a new detached utility or accessory structure (not an ADU), such as a garage, workshop, game room, pool house, barn, etc., requiring fire sprinklers based on a threshold set by local ordinance? *(PR160) Residential Site (PR400-402) Fire Sprinkler 8.   Gate – Is a gate being installed across a driveway or road that is designated as a fire department access roadway, or a driveway or road that serves more than a single home/duplex? (PR180) Gate 9.   Methane – Is project located in or less than 100’ from a “Division of Oil, Gas, and Geothermal Resources” (DOGGR) field boundary or well (active or abandoned), less than 300-feet from an oil/gas seep, or less than 1000-feet from a landfill? (Note: For projects in Yorba Linda, this requirement only applies to new homes, enclosed accessory structures, addition to existing structure greater than 1000 sf, and ADU’s). *(PR160) Residential Site *(PR172-174) Methane Test/Mitigation Plans 10.   Vegetation – Is the property/structure (A) on the perimeter of a community containing, or adjacent to slopes or hills, or (B) adjacent to an open space or wildland area containing non-irrigated vegetation, or (C) in a State Responsibility Area or Local Responsibility Area “Fire Hazard Severity Zone”, as defined by the State, or (D) near an area that could be affected by a wildfire in the open space. *(PR125) Fuel Modification (PR182) Accessory Structure *OCFA approval required before issuance of a grading/building permit. All other plans types may be deferred submittals. Applicant Certification I certify, under penalty of perjury, under the laws of the State of California, that the information above is true: Print Name:_______________________________________ Signature:___________________________________________ Date:______________ Phone Number:_____________________________________________ Email:_____________________________________________________________ Attention Building Department Staff – After you’ve verified all questions were answered accurately as “No”, then you may accept this signed form as a written release that an OCFA review is not required. If any questions were answered as “Yes”, then the plan type on the right side may be required. ______If all answers are “No” and the Building Department still requires the applicant to have their plans reviewed by OCFA, or if any answers are “Yes” and the Building Department prefers for OCFA to determine if a review is required, please initial this line and provide an explanation on the Plan Referral Form (on the reverse), to be submitted along with the appropriate plans to OCFA for a determination. For questions and submittal information, please visit ocfa.org, or call OCFA at (714) 573-6100 SFR CITY OF SANTA ANA Planning and Building Agency Developer/Applicant Address 11:2's Garden Grove Unified School District Certification of Compliance Payment of School Facility Fees W1 ftrICA q Z—1 No. X(pproved FOR PERMIT ISSUANCE Master ID: Telephone Number (� 14 q g n Project Location soht Ol,� 011,b aver Street Address City ZIP wm Yle SGn-h� Elem. School Int. School High School V Thomas Map No. Number of Square Feet c of Residential Space �� X S. ^] Total $ [� Number of Square Feet of Commercial and Industrial Space Total $ The above representations as to square footage are true. Developer/Applicant agrees that if it is later determined that such representations are not true then this certificate shall automatically terminate and the appropriate City/County shall be notified. Applicant is hereby noticed that any party filing a protest r ardin the imposition of fees pursuant to Government Code Section 65995 and Education odeS clon 17620 must do so within 90 }gays tom the payment of the fee. 5 z ItZ2 Receipt of Payment Developer/Applicant This certifies that the above -named Developer/Applicant has paid school facility fees in compliance with Government Code Section 65995 and Education Code Section 17620. These fee have been received from 13�I hh ( 1 yvA()Y1Cj g -D�t 10) Rh h 11N Me h WAh(9A-+W&hJ five Qt4 4 �0/lvU Dollars $ (%s Wo Cash Check ✓ Check No. 2 930 Bank lawn ll- T m&o(�L q 1-1,5 M ore k KA*s xr-t ar Date Superintendent Designee Garden Grove Unified School District (714) 663-6442 9703.69` (Rev. 6/14)