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Home My WebLink AboutHOLD - 122 N Bewley St - Plan(N) DENOTE NEW EXISTING DWELLING (E) DENOTE EXISTING ROOF OUTLINE (OVERHANG INCLUDED) VACINITY MAP SEQ. SHT. 1 A-1 SITE PLAN DESCRIPTION 2 1 SITE PLAN PROJECT SHALL COMPLY WITH: 2022 CBC 2022 CEC 2022 CMC 2022 CPC 2022 CRC 2022 CALGREEN 2022 CALIFORNIA ENERGY STANDARDS CITY OF SANTA ANA MUNICIPAL ORDINANCE PROPOSED ADDITION A-2 PROPOSED FLOOR & ROOF PLAN SITE PLAN SCOPE OF WORK LEGAL DESCRIPTION PROJECT DATASHEET INDEX CONSTRUCTION INFORMATION SITE MAP PLAN VIEW LEGEND LOT SIZE: 6,480.00 SQ. FT. (E) MAIN RESIDENCE 1,130.00 SQ. FT. (E) PATIO 343.00 SQ. FT. TOTAL EXISTING CONSTRUCTION 1,473.00 SQ. FT. (E) DEMO EXISTING PATIO 343.00 SQ. FT. TOTAL PROPOSED ADDITION (N) FAMILY ROOM 421.45 SQ. FT. TOTAL COVERAGE 1,551.45 SQ.FT. APPROX. 23.94% CONSTRUCTION TYPE: V-B OCCUPANCY CLASS: R-3/U ZONE: R-3, MULTI-FAMILY RESIDENTIAL FIRE SPRINKLERS: NONE EXISTING (NOT REQUIRED) APN: 198-181-180 N-TR 546 B LOT: 44 CITY: SANTA ANA COUNTY: RIVERSIDE STATE: CALIFORNIA THE SCOPE OF WORK: DEMO EXISTING PATIO COVER. NEW FAMILY ROOM ADDITION WITH OPEN CONCEPT AREA, ONE FULL BATHROOMS & ONE HALF BATHROOM WITH LAUNDRY. UPGRADE ELECTRICAL PANEL TO NEW 200 AMP. 3 A-3 ELEVATIONS 4 A-4 ELECTRICAL PLAN, PLUMBING, & GENERAL NOTES 5 S-1 FOUNDATION, FRAMING, & ROOF PLANS 6 S-2 STRUCTURAL DETAILS 7 S-N STRUCTURAL NOTES & REQUIREMENTS 8-10 T1-T3 TITLE 24 ENERGY CALC SHEETS **NOTE** TRUSS DEFERRED TRUSS CALC SUPPORTING DOCS. 8' - 0 " NO R T H ( S I D E ) SE T B A C K 1 0 ' - 7 " SO U T H ( S I D E ) S E T B A C K 25'-0" EAST (FRONT) SETBACK BE W L E Y S T R E E T 30'-0" 66'-0" WEST (REAR) SETBACK 49'-1 1 " 5' - 0 " NO R T H (S I D E ) SE T B A C K 1 5 ' - 7 " SO U T H ( S I D E ) S E T B A C K WEST (REAR) SETBACK MI N I - S P L I T ME C H . U N I T 8'-0" 30° 22 ' - 9 1 2" 1 6'-5" 3' - 0 " 8'-0" 27 ' - 5 " RI V E R S I D E , C A L I F O R N I A JO S E A . V E G A AS S I S T A N T C I V I L E N G . DATE SCALE SHEET NO. SHEET TITLE 08/01/2024 3/16" = 1'-0" A-1 RESIDENTIAL INFO. & SITE MAP CI T Y O F S A N T A A N A 12 2 N O R T H B E W L E Y S T R E E T SA N T A A N A , C A L I F O R N I A , 9 2 7 0 3 12 2 N O R T H B E W L E Y S T R E E T NE W A D D I T I O N T O S I N G L E F A M I L Y R E S I D E N C E LA W R E N C E V R E Y Bldg# 101118359 APPROVALS: PLNG - PRaj BLDG - WLee HOLD - 122 N Bewley St9/24/2024 3 FLOOR PLAN LEGEND (E)DENOTE EXISTING ROOF OUTLINE (OVERHANG INCLUDED) HEIGHTWIDTH MATERIAL 2'-0"3'-0" WINDOW 10'-3"2 2'-0"4'-6"3 1 WINDOW SCHEDULE ***NEW CONSTRUCTION EXTERIOR WHITE VINYL FRAME, SINGLE GLAZE, HUNG WINDOW 2'-0" DOOR SCHEDULE 3'-0"6'-8" WIDTH HEIGHT MATERIALDOOR 2'-6"6'-8" 2 1 EXISTING, HALLOW CORE, PRE-HUNG DOOR DEMO EXISTING PATIO AREA EXISTING, SOLID CORE, PRE-HUNG DOOR 4'-0"4'-6"4 ROOM FINISH SCHEDULE ROOM FINISH ABBREVIATION 6'-8" 3 4 (E) LIVING ROOM (E) KITCHEN (E) BEDROOM 1 (N) HALLWAY (E) BEDROOM 2 ELECTRICAL PANEL REFRIGERATOR STOVE SINK TOILET VANITY AC UNIT/ MECHANICAL EQUIPMENT BATHTUB/ SHOWER WASHER/DRYER OR STACKABLE WATER HEATER OR TANKLESS W.H. AS INDICATED 3'-21 2" 7'-7" 22 ' - 1 3 4" 4' - 7 1 2" 8'-0" 16'-0" 3' - 1 1 2" 7'-7" 5' - 0 " 5'-0" 7' - 6 " 1' - 1 0 " 4' - 9 " 5'-5"2' - 3 " 7' - 1 1 " 2'-53 4"30 ° 1'-0" 4'-1012" 8'-0" 8' - 6 " 5' - 5 " 7' - 8 " 5' - 0 " 22 ' - 9 1 2" 16'-5" 11'-21 2" (A) BEDROOM 4 (E) BEDROOM 3 (N) FAMILY ROOM (N) 1/2 BATHROOM (E) STORAGE (E ) B A T H R O O M ATT I C ACC E S S 24" x 3 6 " (E ) M U D R O O M LINE N (N ) B A T H R O O M 2 3' - 0 " (N) 2x4 STUD WALL @ 16" O.C. (A)DENOTE ALTERED (N)DENOTE NEW 1'-4"1'-5" 1' - 3 " 1' - 3 " 2' - 6 " 3 PROPOSED & EXISTING FLOOR PLAN 1 2 33 3 3 4 2'-0" 1 2 DEMO AREA FLOOR PLAN (E) 2x4 STUD WALL @ 16" O.C. 1 1 EXISTING EXTERIOR WOOD FRAME, SINGLE GLASS, HINGE WINDOW EXISTING EXTERIOR WOOD FRAME, SINGLE GLASS, WINDOW 2 EXISTING EXTERIOR WOOD FRAME, SINGLE GLASS, HINGE WINDOW EXISTING EXTERIOR WOOD FRAME, SINGLE GLASS, WINDOW 5 4 3 2'-3"4'-6"5 EXISTING EXTERIOR WOOD FRAME, SINGLE GLASS, HINGE WINDOW 3'-0"3'-10"6 EXISTING EXTERIOR WOOD FRAME, SINGLE GLASS, HINGE WINDOW 66 6 2'-0"3'-6"7 7 4'-0"4'-0"8 3'-0"3'-0"9 3'-0"1'-0"10 ***NEW CONSTRUCTION EXTERIOR WHITE VINYL FRAME, TEMPER GLASS, SLIDING WINDOW ***NEW CONSTRUCTION EXTERIOR WHITE VINYL FRAME, SINGLE GLAZE, HUNG WINDOW ***NEW CONSTRUCTION EXTERIOR WHITE VINYL FRAME, SINGLE GLAZE, HUNG WINDOW 8 9 10 4'-0"1'-0" ***NEW CONSTRUCTION, SOLID CORE, PRE-HUNG DOOR EXISTING, HALLOW CORE, PRE-HUNG DOOR ***NEW CONSTRUCTION, HALLOW CORE, PRE-HUNG DOOR 3'-0"6'-8" 2'-6"6'-8" 5 6 6 5 2'-6"6'-8"EXISTING, SOLID CORE, PRE-HUNG DOOR 6 (E) LIVING ROOM (E) KITCHEN 5' - 3 1 2" 8'-53 4"8'-21 4" 30 ° 28 ' - 9 " 8" 17'-9" (E) BEDROOM 3 (N) FAMILY ROOM ATT I C ACC E S S 24"x 3 6 " (E) BEDROOM 1 (N) HALLWAY (E) BEDROOM 2 (A) BEDROOM 4 LINE N (E) STORAGE (E ) B A T H R O O M (E ) M U D R O O M 16'-8" (N) 1/2 BATHROOM (N ) B A T H R O O M 2 4 PROPOSED ROOF PLAN 23 ' - 5 1 2" 8"8" 3' - 8 " 8" 8"8" RIDGE RIDGE ( E ) H I P ( E ) H I P ( E ) H I P ( E ) H I P VAL L E Y VAL L E Y RIDGE ATT I C ACC E S S 24"x 3 6 " MI N I - S P L I T MI N I - S P L I T 27 ' - 5 " MI N I - S P L I T ME C H . U N I T MI N I - S P L I T ME C H . U N I T 6' - 0 " 6' - 0 " 6' - 7 1 2" 3' - 0 " 7'-71 4"8'-0" 15'-71 4" 2'-9" 3' - 6 " 2'-0" 2' - 6 " RI V E R S I D E , C A L I F O R N I A JO S E A . V E G A AS S I S T A N T C I V I L E N G . DATE SCALE SHEET NO. SHEET TITLE 08/01/2024 1/4" = 1' A-2 PROPOSED FLOOR PLAN & ROOF PLAN CI T Y O F S A N T A A N A 12 2 N O R T H B E W L E Y S T R E E T SA N T A A N A , C A L I F O R N I A , 9 2 7 0 3 12 2 N O R T H B E W L E Y S T R E E T NE W A D D I T I O N T O S I N G L E F A M I L Y R E S I D E N C E LA W R E N C E V R E Y HOLD - 122 N Bewley St9/24/2024 (N) FLOOR ELEVATION -0' -6" (N) TOP PLATE +8' 0" (N) ROOF TOP +13' 0" 8" (N) FLOOR ELEVATION -0' -6" (N) TOP PLATE +8' 0" (N) ROOF TOP +13' 0" 8" (N) FLOOR ELEVATION -0' -6" (N) TOP PLATE +8' 0" (E) ROOF TOP +13' 0" 8" 8" 8" 1'-11" 3' - 0 " 2' - 4 " 3'-11"2'-3" 2'-11" 4' - 0 " 2' - 1 0 " 2'-11" 4' - 0 " 2' - 1 0 " 1'-11" 3' - 0 " 4' - 0 " 3'-0" 1' - 0 " 6' - 0 " 2'-11" 4' - 0 " 2' - 1 0 " 1'-11" 3' - 0 " 3' - 1 0 " 4'-0" 4' - 0 " 2' - 6 " 3'-0" 3' - 0 " 3' - 6 " 6' - 8 " 6' - 8 " 6' - 8 " 6' - 8 " 3'-0" 2'-6" W EST (REAR) FACADE ELEVATION S OUTH (SIDE) FACADE ELEVATION N ORTH (SIDE) FACADE ELEVATION NEW CONSTRUCTION EXISTING CONSTRUCTION NEW CONSTRUCTIONEXISTING CONSTRUCTION NEW CONSTRUCTION EXISTING CONSTRUCTION EXTERIOR TO MATCH EXISTING MAIN DWELLING EXTERIOR TO MATCH EXISTING MAIN DWELLING EXTERIOR TO MATCH EXISTING MAIN DWELLING (N) ROOF TOP +13' 0" ” 15.0 AREA (FT²)ORIENTATION BACK FRONT 15.0 TITLE 24 FENESTRATION VALUES SHGC 0.300 U-FAC 0.300 RIGHT 33.0 0.300 LEFT 12.0 0.300 NEW NEW STATUS NEW NEW NFRC NFRC NFRC NFRC SHGC SOURCE 0.230 0.230 0.230 0.230 6' - 0 " 8" 2'-0" 6" RI V E R S I D E , C A L I F O R N I A JO S E A . V E G A AS S I S T A N T C I V I L E N G . DATE SCALE SHEET NO. SHEET TITLE 08/01/2024 1/4" = 1' A-3 ELEVATIONS CI T Y O F S A N T A A N A 12 2 N O R T H B E W L E Y S T R E E T SA N T A A N A , C A L I F O R N I A , 9 2 7 0 3 12 2 N O R T H B E W L E Y S T R E E T NE W A D D I T I O N T O S I N G L E F A M I L Y R E S I D E N C E LA W R E N C E V R E Y HOLD - 122 N Bewley St9/24/2024 5 ELECTRICAL SCHEDULE HIGH EFFICACY FLORESCENT, LED LIGHTS, LIGHT FIXTURE DUPLEX RECEPTACLE OUTLET LIGHT SWITCH PER CA. T-24 AT 36" TO 48" A.F.F. EF CM EXHAUST FAN (50 CFM MIN) CARBON MONOXIDE NEW (AC/HEATER) / MECHANICAL EQUIPMENT 6 PLUMBING PLAN LEGEND SD SMOKE DETECTOR (N)TANKLESS WTR. HTR. ENERGY FACTOR OR EFF. 0.97-UEF 200 KBTU/HR GAS NAT. OR BETTER ID.PLUMBING FIXTURE WATER CLOSETS 1.25 GPFP1 URINALS 0.5 GPFP2 SINGLE SHOWERHEAD 1.8 GPM @ 80 PSIP3 P4 LAVATORY FAUCETSP5 P6 P7 P8 METERING FAUCETS 0.25 GA. PER CYCLE KITCHEN FAUCETS 1.8 FPM @ 60 PSI 2.0 GPM @ 80 PSI 1.2 GPM @ 60 PSI 0.5 GPM @ 60 PSI MULTIPLES SHOWERHEADS: FOR ALL COMBINED SHOWERHEADS LAVATORY FAUCETS IN PUBLIC USE AREA NOTE: PLUMBING FIXTURES AND FITTINGS SHALL BE INSTALLED IN ACCORDANCE WITH THE CALIFORNIA PLUMBING CODE, AND SHALL MEET APPLICABLE STANDARDS REFERENCED IN TABLE 1701.1 OF THE CALIFORNIA PLUMBING CODE. MAINTAIN A 2% MINIMUM SLOPE ON THE SEWER LINES. LIGHT FIXTURE NEW 100 AMP ELECTRICAL SUB-PANEL ≥≥ ≥ ” ﬂ ≥ FRAMING LEGEND (N)DENOTE NEW ROOF OUTLINE (OVERHANG INCLUDED) (N) 2x4 STUD WALL @ 16" O.C. (E) LIVING ROOM (E) KITCHEN (E) BEDROOM 1 (N) HALLWAY (E) BEDROOM 2 (E) BEDROOM 4 (E) BEDROOM 3 (N) FAMILY ROOM (N) 1/2 BATHROOM (E) STORAGE (E ) B A T H R O O M (E ) M U D R O O M LINE N (N ) B A T H R O O M 2 5 PROPOSED & EXISTING FLOOR PLAN EF EF ATT I C ACC E S S 24"x 3 6 " ATT I C ACC E S S 24"x 3 6 " MI N I - S P L I T SD SD SDSD SD SD CM MI N I - S P L I T ME C H . U N I T RI V E R S I D E , C A L I F O R N I A JO S E A . V E G A AS S I S T A N T C I V I L E N G . DATE SCALE SHEET NO. SHEET TITLE 08/01/2024 1/4" = 1' A-4 ELECTRICAL PLAN & GENERAL NOTES CI T Y O F S A N T A A N A 12 2 N O R T H B E W L E Y S T R E E T SA N T A A N A , C A L I F O R N I A , 9 2 7 0 3 12 2 N O R T H B E W L E Y S T R E E T NE W A D D I T I O N T O S I N G L E F A M I L Y R E S I D E N C E LA W R E N C E V R E Y HOLD - 122 N Bewley St9/24/2024 NOTE: PLEASE REFER TO TYPICAL DETAILS AND NOTES ON SHEET S-2 & S-N (E)DENOTE EXISTING INDICATES REINFORCED CONCRETE SLAB PER PLAN ID.WIDTH LENGTH REINFORCING EXISTING CONTINUOUS EXISTING CONTINUOUS FOOTING SCHEDULE RF-1 DEPTH EXISTING RAISED FOUNDATION 7 FOUNDATION PLAN LEGEND INDICATES 4" NON-REINFORCED CONCRETE SLAB EXISTING CONTINUOUS RAISED FOUNDATION 8 FRAMING PLAN LEGEND 1.-ALL STUDS SHALL BE 2x4 @ 16" O.C. UNLESS OTHERWISE NOTED ON PLANS. 2.- 3.-NAILING SCHEDULE SEE 4.-SHEAR WALL SCHEDULE SEE #INDICATES SHEAR PANEL LENGTH INDICATES MST DRAG STRAP PER PLAN S-N 1 S-N 2 #INDICATES SHEAR PANEL TYPE ID.SIZE MATERIAL TYPE FRAMING - BEAM NOTES NOTES ID.SIZE MATERIAL TYPE FRAMING - HEADER NOTES HDR-1 DFL #2 ABOVE NEW DOOR/WINDOW ENTRY4X4 NOTES FJ-1 EXISTING EXISTING EXISTING FLOOR JOIST DO NOT REMOVE S-2 9 CJ-1 ID.SIZE MATERIAL TYPE FRAMING - COLUMN NOTES COL-1 DFL #2 POST WHERE INDICATED4X4 NOTES 7 FOUNDATION PLAN (E) HALLWAY (E) BEDROOM 4 (E) BEDROOM 3 (N) FAMILY ROOM (N) 1/2 BATHROOM (N ) B A T H R O O M 2 8 FRAMING PLAN 8 ROOF FRAMING PLAN 8 TRUSS SYSTEM ROOF FRAMING PLAN (E) HALLWAY (E) BEDROOM 4 (E) BEDROOM 3 (N) FAMILY ROOM (N) 1/2 BATHROOM (N ) B A T H R O O M 2 (N)DENOTE NEW NEW CONTINUOUS FOUNDATION - SLAB ON GRADE ( F J - 1 ) VAL L E Y (E ) B E D R O O M 1 (N) HALLWAY (E) BEDROOM 4 (E) BEDROOM 3 (N) FAMILY ROOM (N) 1/2 BATHROOM LINE N (N ) B A T H R O O M 2 (E ) B E D R O O M 2 ATT I C ACC E S S 24" x 3 6 " RIDGE ( E ) H I P ( E ) H I P ATT I C ACC E S S 24"x 3 6 " S-2 5 CF-1 CF-1 CF-1 CF-1 RF-1 RF-1 RF-1 S-2 10 S-2 10 S-2 10 S-2 10 12"CONTINUOUS 24"CF-1 2-#4 TOP & BOTTOM (E)DENOTE EXISTING ROOF OUTLINE (OVERHANG INCLUDED) (N) 2x4 STUD WALL @ 16" O.C. (N)DENOTE NEW (E) 2x4 STUD WALL @ 16" O.C. S-2 5 S-2 5 S-2 5 S-2 11 S-2 11 S-2 11 S-2 9 S-2 9 S-2 9 (N)2-#4 TOP & BOTTOM DOWELS W/ EPOXYS-2 7 (N)2-#4 TOP & BOTTOM DOWELS W/ EPOXYS-2 7 S-2 12 S-2 12 S-2 6 ( C J - 1 ) EXISTING EXISTING EXISTING CEILING JOIST DO NOT REMOVE A B 1 2 A B 1 2 S-2 4 S-2 3 ( COL-1 ) W/ HDU2 S-2 4 S-2 3 ( COL-1 ) W/ HDU2 S-2 4 S-2 3 ( COL-1 ) W/ HDU2 S-2 4 S-2 3 ( COL-1 ) W/ HDU2 S-2 8 S-2 3( COL-1 ) W/ HDU5 S-2 8 S-2 3( COL-1 ) W/ HDU5 NOTE: CONTRACTOR TO VERIFY EXISTING SHEARWALL WHERE INDICATED. IF NO SHEARWALL FOUND, INSTALL SHEARWALL TYPE "A" WHERE INDICATED THROUGHOUT (GRID LINE B) EXISTING WALL RR-1 EXISTING EXISTING EXISTING CEILING JOIST DO NOT REMOVE (N ) 2 X T R U S S 2 4 " O . C . PE R T R U S S P L A N S (N ) 2 X T R U S S 2 4 " O . C . PE R T R U S S P L A N S S-N 18 S-2 16 S-2 15 S-2 15 S-2 16 S-2 15 L=6'-0" B L=6'-0"A A L=6'-0" A L=4 ' - 0 " L=11'-0"A L=4'-0"A ( H D R - 1 ) ( H D R - 2 ) ( HDR-1 ) HDR-2 DFL #2 ABOVE NEW DOOR/WINDOW ENTRY4X6 ( R R - 1 ) ( R R - 1 ) ( R R - 2 ) ( R R - 2 ) RR-2 2X8 DFL #2 ROOF RAFTERS FOR CALIFORNIA ROOF @ 16" O.C. S-2 14 S-2 14 S-2 11 S-2 8 S-2 3( COL-1 ) W/ HDU5 RI V E R S I D E , C A L I F O R N I A JO S E A . V E G A AS S I S T A N T C I V I L E N G . DATE SCALE SHEET NO. SHEET TITLE 08/01/2024 1/4" = 1' S-1 FOUNDATION PLAN, FRAMING PLAN, & ROOF PLAN CI T Y O F S A N T A A N A 12 2 N O R T H B E W L E Y S T R E E T SA N T A A N A , C A L I F O R N I A , 9 2 7 0 3 12 2 N O R T H B E W L E Y S T R E E T NE W A D D I T I O N T O S I N G L E F A M I L Y R E S I D E N C E LA W R E N C E V R E Y HOLD - 122 N Bewley St9/24/2024 8NONE 10NONE 7NONE1NONE 9NONE PLYWOOD ROOF SHEATHING A B BLOCKING SECTION B RAFTER 1/2" L RAFTER DETAIL A BLOCKING THICK AND SHALL CONFORM TO 1. PLYWOOD SHEATHING SHALL BE 23/32" ROOF SHEATHING NOTES: PRODUCT STD. PS 1-95 FRAMING PLANS SHALL RECEIVE TWO ROWS OF CONTINUOUS EDGE NAILING, SEE PLANS 7. BLOCK ALL EDGES, TYP. FOR LOCATIONS. CONT. EDGE NAILING: 6. BEAMS DENOTED "STRUT" ON THE ROOF PLYWOOD SHEATHING PATTERN. 4. PLACE PLYWOOD SHEET WITH FACE PLIES 5. RAFTER LAYOUT SHALL BE COORDINATED WITH 4'-0" MODULE AS RELATED TO EDGE NAILING: 8d @ 6" O.C. FIELD NAILING: 8d @ 12" O.C. NOT LESS THAN 2'-0" IN LEAST DIMENSION 3. INDIVIDUAL PLYWOOD SHEETS SHALL BE NOR LESS THAN 8'-0" SQ. FEET IN AREA. USE FULL SIZE SHEETS WHEREVER POSSIBLE. PERPENDICULAR TO RAFTERS. 8d (10 1/4 GA X2") FULL HEAD. 2. NAILS FOR PLYWOOD SHEATHING SHALL BE BOUNDARY AND APA STRUCTURAL I RATED, EXPOSURE 1. L EDGE NAILING-SEE NOTES 8 @ 4" O.C. 6NONE 4NONE3NONE2NONE POST SEE WOOD POST PER PLAN HOLDOWN PER PLAN 2x SILL PLATE CONCRETE SLAB ANCHOR BOLT PER SCHEDULE SILL PLATE PLAN HOLDOWN ANCHOR ANCHOR BOLT ADETAIL EDGE NAIL SHEATHING PLYWOOD POST BOTTOM OF SLAB FLOOR LINE 2x TRIMMER EDGE NAIL TO POST & FOOTING PER SCHEDULE HDU SEE SCHEDULE HOLDOWN ANCHOR SIMPSON TYPICAL HDU TYPE HOLDOWN ANCHOR DETAIL HOLDOWN HDU2 ANCHOR BOLT ASTM (A 36) SSTB16 EMBED- MENT 12-5/8" HDU4 16-5/8" HDU5 HDU8 24-7/8" 20-5/8" 6- SDS1/4"x2-1/2" SSTB20 # SCREWS TO POST 10- SDS1/4"x2-1/2" 14- SDS1/4"x2-1/2" 20- SDS1/4"x2-1/2" EDGE DISTANCE 1-7/8" 1-7/8" 1-7/8" 2-5/8" SSTB24 SSTB28 OR SB7/8x24 HDU11 24"30- SDS1/4"x2-1/2"2-5/8"SB1x30 HHDQ11 24"30- SDS1/4"x2-1/2"2-5/8"SB1x30 5NONE EPOXY PER SCHEDULE 11NONE 12NONE 13NONE CONTINUOUS EDGENAILING-FOR SIZE ANDSPACING-SEE NOTES STAGGER NAILING TYP. AT PLYWOOD JOINTS BUTT PLYWOOD SHEETSALONG C OF SUPPORTS INTERMEDIATE NAILING @ 12" O.C. TYPICAL EDGE OF ROOF AND/OR EXTERIOR WALL BELOW BUTT PLYWOOD SHEETS AT C OF BLOCKING 3x4 BLK'G. FLAT WITH SIMPSON "Z" CLIPS EA. END CONTINUOUS EDGE NAILING TYP. CONTINUOUS PLYWOOD EDGE BOUNDARY NAILING SEE NOTES SIMPSON HDU HOLDOWN ANCHOR SEE SCHEDULE 14NONE 15NONE 1 7 8 " 9" M I N . 18 " M I N . 6" 4" SEE PLAN 3" CLR. STUD WALL EXTERIOR FOOTING TYP. SHEAR WALL WITH HOLDOWN ANCHOR DETAIL NAIL NOTE: 6x6 POST @ 6" WALL 4x4 POST @ 4" WALL 2x STUD TYP. 16d @ 4" O.C. SIMPSON HOLDOWN 16d @ 12" O.C., TYP. POST BOUNDARY NAIL POST 16d @ 4" O.C. PLYWOOD SHEAR WALL TYP. SIMPSON HOLDOWN 2x STUD TYP. 6x6 POST @ 6" WALL 4x4 POST @ 4" WALL PLYWOOD SHEAR WALL, TYP. BOUNDARY BOUNDARY NAIL TYP. BOUNDARY 16d @ 4" O.C. NAIL TYP. 16d @ 4" O.C. PLYWOOD SHEAR WALL, TYP. 2x4 STUDS @ 16"O.C. UNLESS OTHERWISE NOTED. 2x4 P.T. SILL PLATE 5 W/ " Ø X 12" 8 ANCHOR BOLTS AND 3"x3"x1/4" THICK PLATE WASHER @ 48" O.C. UNLESS OTHERWISE NOTED. CONCRETE SLAB #4 DOWELS @32" O.C. 2-#4 @ TOP & BOTTOM 26 GA.GALV. STL WEEP SCREED MIN. 4" FROM FINISH GRADE EDGE NAIL SHEAR PANEL PER PLAN & SCHEDULE 16NONE 17NONE 2X FASCIA W/ 2-16d PER ROOF RAFT. 16d @ 12" O.C. 16d @ 6" O.C. 2x R.R. AS PER PLANB.N. 2x4 BRACE @ 48" O.C. A35 @ 24" O.C. 2x4 STUDS ROOF SHEATHING PER B.N. E.N. W-3-16d EA.END. DBL. 2x4 PLATES DBL. 2X4 PLATES 2x C.J. PER PLAN SHEAR PANEL PER PLAN & SCHEDULE WHERE OCCURS@ 16" O.C. SHEAR TRANFER DETAIL INTERIOR STUD WALL CONC. SLAB 2x PRESSURE TREATED SILL PLATE W/ 1 8"x31 2" SHOT PIN @ 48" O.C. W/ 14 GA. WASHERS FIRST 2 PINS PLACED AT 6" FROM PLATE END (HILTI DN. PINS) LARR# 25469 2x STUDS @ 16"O.C. 1/2 DRYWALL TYP. 1. NAILS SHALL BE STAGGERED WHERE 2x STUD @ PLYWOOD 2x STUD TYP. PLYWOOD JOINT DETAIL PLYWOOD JOINT PLAN-PLYWOOD EDGE NAIL EDGES TYP. B PLYWOOD NAILING AT SPLICE NAILS ARE SPACED 3" INCHES OR LESS ON CENTER. "X" A 1 1/2"MIN. 1/ 2 " M I N . "X" NOTE: EDGE NAIL PLAN-PLYWOOD BOTH SIDES PLYWOOD JOINT C EDGE NAIL PLYWOOD JOINT 3x STUD NOTE: 2x STUD TYP. AT EDGE OF PLYWOOD 2x FLAT BLOCKINGAT EDGES OF PLYWOOD 1.WHERE PLYWOOD SHEATHING OCCURS ON BOTH SIDES, STAGGER JOINTS ON OPPOSITE SIDES. 2.NAILS SHALL BE STAGGERED WHERE NAILS ARE SPACED 3" INCHES OR LESS ON CENTER. 3x STUD @ PLYWOOD EDGES TYP. 1/ 2 " @ 24" O.C. WALL PARALLEL TO JOIST DBL. PLATE STUD WALL 2x4 FLAT 2x NAILER W/ @ 16" O.C. 16d NAILS WALL PERPENDICULAR TO JOIST CL R . STUD WALL 1/2" CLR. TO PLATE TO JOIST DBL. PLATE (2) 16d NAILS PER 2x4 FLAT JOIST OR RAFTER JOIST OR RAFTER NON-BEARING WALL DETAIL SIMPSON STC TRUSS CLIP @ 32" O.C. CL ROOF SHEATHING PER PLAN BOUND. NAILING EDGE NAIL SHEATHING AND NAILING PER (S-N)/(1&2) RIDGE SEE PLAN 2x TRUSS PER PLAN 2X SOLID BLOCKING WITH (2) 16d NAILS EACH END TO TRUSS PLATES (DO NOT DISTURB TRUSS PLATES 2x TRUSS PER PLAN RIDGE BLOCKING TRUSS PLATE 2-2x TOP PLATE @ OPENING PER PLAN HDR. AS PER PLAN 3x BLOCKING TO THE EDGE OF CORNER MST DRAG STRUT 2x4 STUD @ 16" O.C. LTP4 PER SW SCHED ROOF RAFTERS OR FLOOR JOISTS SHEAR WALL (SEE PLAN) 2x SOLID BLK'G. DRAG CONNECTION DETAIL EAVE TRUSS CONNECTION ROOF SHEATHING AND NAILING PER PLAN W/ RADIANT BARRIER ROOF MATERIAL - SINGLES G.I. GUTTER FLASHING EXTERIOR PLASTER SHEATHING PER PLAN 2X FASCIA BOARD TRUSS PER PLAN GYPSUM BOARD GYPSUM BOARD SEE TRUSS PLAN E.N.2X SOLID BLOCKING E.N. A35 @ 24" O.C. 2x TRIMMER TYPICAL PLYWOOD SHEAR PANEL ELEVATION SEE PLAN TOP PLATE SPLICE WHERE OCCURS SHEAR WALL AS SHOWN IN PLANS S-2 2B AT PLYWOOD 2x STUDS TYP. 2A S-2 JOINTS JOINTS 3x TREATED SILL PLATE (TYP.) AT EACH BOLT SIMPSON BP3/4" TYP. 2x BLK'G. TYP. AT PLYWOOD POST SIMPSON MSTA18 BOTH SIDES OF TOP PLATE FLR. LINE WALL WITHOUT DESIGNATION OR TOP OF CURB CONT. FOOTING 2x TREATED SILL PLATE OPNG. 3 S-2 TYP. LINTEL PER PLAN A35 - TYP. POST 2x STUD TYP. @16" O.C. TO MATCH SHEAR WALL PLANE. EDGE NAIL & FIELD NAIL WITH 10d @ 12" O.C. PLYWOOD SHTG TO SERVE AS FURRING 7" DETAIL #4 DOWEL 30" NEW A DETAIL #4 DOWEL EXISTING 30" EXISTING 7" B NEW 5/8" Ø DRILLED HOLE FILLED WITH SIMPSON EPOXY-SET XP PER ICC ES ESR#2508 SPECIAL DEPUTY INSPECTION REQUIRED 5/8" Ø DRILLED HOLE FILLED WITH SIMPSON EPOXY-SET XP PER ICC ES ESR#2508 (N) FOOTING TO (E) FOOTING HOLDOWN AT (E) FOOTING (E) FOOTING (E) SLAB (E) SILL PLATE MINIMUN POST SIZE 4x4 "B " (E) 2 X STUDS HDU HOLDOWN EDGE OF FOOTING HOLDOWN HDU2 ANCHOR BOLT ASTM (A 307) 5/8" Ø ALL EMBED- MENT "B" 12" HDU5 18" 6- SDS1/4"x2-1/2" # SCREWS TO POST 10- SDS1/4"x2-1/2" EDGE DISTANCE 1-7/8" 1-7/8" THREADED ROD 5/8" Ø ALL THREADED ROD HDU8 18"20- SDS1/4"x2-1/2"5/8" Ø ALL THREADED ROD 2-5/8" SPECIAL DEPUTY INSPECTION REQUIRED FOR EPOXY INSTALLATION 3/4"Ø DRILLED HOLE WITH AN ALL THREADED ROD ASTM A307 W / SIMPSON SET-XP EPOXY PER LARR # 25744 & ICC ES ESR# 2508 (ONLY AT EXISTING FOUNDATION) NEW CONSTRUCTION EXISTING CONSTRUCTION ROOF SHEATHING PER PLAN (N) 2x R.R. / C.J. (E) ROOF SHEATHING (E) 2x R.R./C.J. (E) 2x4 STUDS(N) 2x4 STUDS @ 16" O.C. 2-2x4 TOP PLATES DRAG STRUT PER PLAN NEW TO EXISTING DRAG STRAP SHEAR PANEL PER PLAN (E) DBL. 2X4 PLATES (E) 2x4 STUDS (E) 2x C.J. EDGE NAIL SHEAR TRANSFER DETAIL & SCHEDULE 2x C.J. PER PLAN SIMPSON CS16x36" STRAP @ 24" O.C. ROOF SHEATHING PER PLAN 2x R.R. PER PLAN (N) ROOF SHEATHING (N) 2x R.R.E.N. SIMPSON SDS1/4x6 SCREWS @ 16" O.C.2x BLK'G @ 24" O.C. W/ (4) 10d EDGE NAIL SIMPSON SDS1/4x4 SCREWS @ 16" O.C. (E) ROOF SHEATHING (E) 2x R.R. SHEAR PANEL PER PLAN & SCHEDULE S-N 18 FOR ADDITIONAL INFORMATION SEE (N) R-19 INSULATION (N) FLOOR SHEATING (N) 2X6 BLOCKING (E) NAT. (N) INSULATION (N) 2X F.J. PER PLAN (N) A35 @ 16" O.C. (N) 2X STUDS @ 16" O.C. (N) 2X SOLE PLATE(N) SHEAR WALL PER PLAN & SCHEDULE (N) 2x P.T. SILL PLATE W/ NEW 5 8" Ø X 12" ALL THREARED RODS AND 3"x3"x0.229" THICK PLATE WASHER @ 32" O.C. (N) EPOXY HILTI HIT-RE 500-SD LARR# 25744TYPICAL (N) METAL FLASHING 4" 12 " 4" 2" SAND FILL (N) CONCRETE SLAB PER PLAN (N) #4 DOWEL @ 32" O.C.30" LAP (N) EDGE NAIL 6"GRADE ICC ESR# 2322 SET-XP W/2 #4 TOP & BOTTOM (N) CONCRETE FOOTING 18 " M I N . WHERE OCCURS RI V E R S I D E , C A L I F O R N I A JO S E A . V E G A AS S I S T A N T C I V I L E N G . DATE SCALE SHEET NO. SHEET TITLE 08/01/2024 1/4" = 1' S-2 STRUCTURAL DETAILS CI T Y O F S A N T A A N A 12 2 N O R T H B E W L E Y S T R E E T SA N T A A N A , C A L I F O R N I A , 9 2 7 0 3 12 2 N O R T H B E W L E Y S T R E E T NE W A D D I T I O N T O S I N G L E F A M I L Y R E S I D E N C E LA W R E N C E V R E Y HOLD - 122 N Bewley St9/24/2024 ALLOWABLE SPANS AND LOADS FOR WOOD STRUCTURAL PANEL SHEATING AND SINGLE-FLOOR GRADES CONTINOUS OVER TWO OR MORE SPANS WITH STRENGH AXIS PERPENDICULAR TO SUPPORTS NOTE: APPLIES TO PANEL 24" OR WIDER SHEATING GRADES ROOF FLOOR PANEL SPAN RATING ROOF/FLOOR SPAN MINIMUM PANEL THICKNESS (INCHES) MAXIMUM SPAN (INCHES)LOADS (PSF) EDGE SUPPORT NO EDGE SUPPORT TOTAL LOAD LIVE LOAD MAX. SPAN (INCHES) PANEL EDGES WITH TONGUE AND GROOVE JOINTS OR WITH BLOCKING 24/0 24/16 32/16 40/20 48/24 3/8 7/16 23/32 , 3/4 19/32 , 5/8 15/32 , 1/2 24 20 24 32 40 48 24 28 32 36 40 50 40 40 45 35 30 40 30 30 16 16 20 24 CONNECTION BLOCKING BETWEEN JOISTS OR RAFTERS TO TOP PLATE CEILING JOISTS TO PLATE CEILING JOISTS NOT ATTACHED TO PARALLEL RAFTER, LAPS OVER PARTITIONS COLLAR TIE RAFTER, FACE NAIL OR 20-GAGE RIDGE STRAP RAFTER TO PLATE ROOF RAFTERS TO RIDGE, VALLEY OR HIP RAFTERS: TOE NAIL FACE NAIL BUILT-UP CORNER STUDS BUILT-UP HEADER TWO PIECES WITH 12" SPACER CONTINUED HEADER TWO PIECES CONTINUED HEADER TO STUD DOUBLE STUDS DOUBLE TOP PLATES DOUBLE TOP PLATES, MINIMUM 24-INCH OFFSET OF END JOINTS FACE NAIL IN LAPPED AREA SOLE PLATES TO JOIST OR BLOCKING SOLE PLATES TO JOIST OR BLOCKING AT BRACED WALL PANELS STUD TO SOLE PLATE TOP OR SOLE PLATE TO STUD TOP PLATES, LAP AT CORNERS AND INTERSECTIONS JOIST TO SILL OR GIRDER RIM JOIST TO TOP PLATE (ROOF APPLICATION ALSO) BUILT-UP GIRDERS AND BEAMS, 2-INCH LUMBER LAYERS LEDGER STRIP SUPPORTING JOISTS OR RAFTERS FASTENING REMARKS ROOF 3-8d (2-1/2" x 0.113") 3-8d (2-1/2" x 0.113") 3-10d (3" x 0.128") 3-10d (3" x 0.128") 3-8d COMMON 3-16d (3-1/2" x 0.135") 4-16d (3-1/1" x 0.135") 10d (3" x 0.128") 16d (3-1/1" x 0.135") 4-8d (2-1/2" x 0.113") 10d (3" x 0.128") 16d (3-1/1" x 0.135") 10d (3" x 0.128") 8-16d (3-1/1" x 0.135") WALL 16d (3-1/1" x 0.135") 16d (3-1/1" x 0.135") 3-8d (2-1/2" x 0.113") OR 2-16d (3-1/2" x 0.135") 2-16d (3-1/2" x 0.135") 2-10d (3" x 0.128") FLOOR 3-8d (2-1/2" x 0.113") 8d (2-1/2" x 0.113") 10d (3" x 0.128") 2-16d (3-1/2" x 0.135") TOE NAIL TOE NAIL TOE NAIL TOE NAIL 24" O.C. 16" O.C. ALONG EACH EDGE 16" O.C. ALONG EACH EDGE TOE NAIL 24" O.C. 24" O.C. FACE NAIL FACE NAIL 16" O.C. FACE NAIL 16" O.C. TOE NAIL END NAIL FACE NAIL TOE NAIL 6" O.C. NAIL EACH LAYER AS FOLLOWS: 32" O.C. AT TOP AND BOTTOMS AND STAGGERED. TWO NAILS AT ENDS AND EACH SPLICE. AT EACH JOIST OR REFTER 1 NAILING SCHEDULE 7 MATERIAL REQUIREMENTS CONCRETE BLOCK UNITS SHALL NOT BE WETTED UNLESS BOLTS SHALL HAVE STANDARD HEX HEADS. MIN. CEMENT CONTENT 6.5 SACKS/C.Y. 6.5 SACKS/C.Y. 6.5 SACKS/C.Y. LOCATION SLAB ON GRADE GRADE BEAM FOOTINGS CEMENT - ASTM C150, TYPE V CONCRETE BLOCK: REINFORCING STEEL: CONCRETE: ANCHOR BOLTS : BOLTS : EPOXY ADHESIVE : AGGREGATE - ASTM C33, NORMAL WEIGHT, 1" MAX. SIZE AT SLAB ON GRADE ASTM A 615 GRADE 40 FOR #3 AND #4; GRADE 60 ASTM C90, GRADE N-1 MEDIUM WT. f'm=1500psi ASTM A706 FOR GRADE BEAMS, CAISSONS & WELDED BARS. ASTM A325 SC, A307 FOR ALL THREADED RODS ASTM 307, A354 GRADE BC WHERE NOTED. ALL ANCHOR FOR ALL OTHER SIZES MORTAR: f'c=1800psi , TYPE S GROUT: f'c=2000psi 28 DAY STRENGTH 3000 PSI 2500 PSI 2500 PSI SIMPSON SET-XP ADHESIVE AS MANUFACTURED BY SIMPSON STRONG TIE, LARR # 25744 (ASSEMBLAGE STRENGTH) SPECIFICALLY APPROVED. MOISTURE CONTENT AT THE TIME OF PLACING SHALL BE 19% FOR BOTH FOR ALL OTHER. UNLES OTHERWISE NOTED ON PLANS MAXIMUM No. 2 OR BETTER FOR BEAMS & POSTS, No. 2 OR BETTER TREATED AND UNTREATED LUMBER. DOUGLAS FIR LARCHSAWN TIMBER: RATED SHEATHING, EXPOSURE 1 U.S. PRODUCT STD. PS 1-95, STRUCTURAL IPLYWOOD: SOIL: 1,500 psf GRADE AND SPECIES OF ALL LUMBER. "MUST BE GRADE MARKED". SHOP WELDS MUST BE PERFORMED IN A LA CITY BLDG. DEPT. STRUCTURAL STEEL ASTM (A36) (A992), STRUCTURAL PIPE ASTM A53 Gd B, TUBING ASTM A501. REINFORCING BARS ASTM A615. CONTINUOUS INSPECTION BY A DEPUTY INSPECTOR IS REQUIRED FOR ALL CONCRETE DESIGN WITH f'c GREATER THAN 2500 psi PROVIDE LEAD HOLE 40%-70% OF THREADED SHANK DIA. AND FULL DIA. FOR SMOOTH SHANK PORTION. FOUNDATION SILL PLATES SHALL BE PRESSURE TREADED, OR FOUNDATION GRADE REDWOOD. 6.0 SACKS/C.Y.ALL OTHERS 2500 PSI & CAISSONS STEEL: WOOD FRAMING MEMBERS: LAG BOLTS: LICENSED FABRICATOR'S SHOP. SITE CLASS: " D " FASTENERS FOR PRESERVATIVE TREATED AND FIRE TREATED WOOD SHALL BE OF HOT DIPPED ZINC COATED GALVANIZED STEEL,SILICON BRONZE OR COPPER.THE COATING WEIGHTS FOR ZINC COATED FASTENERS SHALL BE IN ACCORDANCE WITH ASTM A 153. CRC R317.3 8 SEISMIC DESIGN VALUES 9 SHEET INDEX SEQ.SHT. 1 S-N STRUCTURAL NOTES & REQUIREMENTS DESCRIPTION 2 S-2 STRUCTURAL DETAILS SEISMIC IMPORTANCE FACTOR, I, AND OCCUPANCY CATEGORY: MAPPED SPECTRAL RESPONSE ACCELERATIONS, Ss AND S : SITE CLASS: SPECTRAL RESPONSE COEFFICIENTS, S AND S : SEISMIC DESIGN CATEGORY: BASIC SEISMIC-FORCE-RESISTING SYSTEM: DESIGN BASE SHEAR: 1 DS D1 SEISMIC RESPONSE COEFFICIENT, C :S RESPONSE MODIFICATION FACTOR, R: ANALYSIS PROCEDURE USED: I = 1 AND OCCUPANCY = II D S = 1.318 AND S = 0.470s S = 1.055 AND S = 0.470sD1D 1 R = 6.5 C = ( 1.055 x I ) / R )=0.1623077s D CONVENTIONAL FRAME CONSTRUCTION (WOOD BRACING) V= 5,209 # EQUIVALENT LATERAL FORCE PROCEDURE REDUNDANCY FACTOR USED: P=1.3 HOUSE ADDITION EARTHQUAKE DESIGN DATA LOADS EXT. WALL LOADS ------------------------------------------------------- PITCHED ROOF DEAD LOAD AND LIVE LOADS = = 16 psf 12 psf + 20 psf = 32 psf Site Latitude: 33.7460164 Site Longitude: -117.9181950 FLAT ROOF DEAD LOAD AND LIVE LOADS =15 psf + 20 psf = 35 psf 4 FOUNDATION PLAN NOTES3STRUCTURAL NOTES2SHEAR PANEL SCHEDULE DRAG STRUT HOLDOWN EDGE NAILS WALL SIDE CHORD (POST) FIELD NAILS FRAMING ANCHOR ANCHOR BOLT BLOCKING SILL PLATE SILL NAILS OR ALLOWED LOAD GRADE KEY SCREWS 1 5/8" 3/4" A.B. SEE PLAN SEE PLAN @24" O.C. STRUCT. I 870 10d @2" O.C. 10d @12" O.C. 4X4 3x4 YES D 1 16/D A35 OR LTP4 @ 8" O.C. 3/8"Øx6" LAGSCREWS @8"O.C. 1 1/2"1 1/2"1 1/2" 5/8" A.B. SEE PLAN SEE PLAN @32" O.C. A35 OR LTP4 STRUCT. I 340 10d @6" O.C. 10d @12" O.C. 2X4 4X4 20d @ 6" O.C. YES 3/4" A.B.5/8" A.B. SEE PLAN SEE PLAN 510 STRUCT. I @24" O.C. A35 OR LTP4 @24" O.C. SEE PLAN SEE PLAN STRUCT. I 665 4X4 3x4 YES 10d @4" O.C. 3/8"Øx6" LAG 10d @12" O.C. 10d @3" O.C. 10d @12" O.C. 4X4 3X4 YES 16/D 1 A 15/32 STRUCT 1 B 16/D 1 C 1 16/D (PLYWOOD or OSB) @ 24" O.C.@ 16" O.C. A35 OR LTP4 @ 12" O.C. SCREWS @16"O.C.3/8"Øx6" LAGSCREWS @12"O.C. E G 7/8 STUCCO 5/8" A.B. @ 48" O.C. 180 7/8 STUCCO 2X4 4x4 16d @6" O.C. ON WOVEN WIRE OR EXPANDED METAL LATH W/ NO. 11GA. NAILS, 1-1/2"x7/16" HEADS W/ 1/4" FURRING; APPLY NAILING AT ALL STUDS, TOP & BOTTOM PLATES, & BLOCKING. A35 OR LTP4 @ 32" O.C. SEE PLAN SEE PLAN 1 5/8" 10d @3" E.F. 10d @12" O.C. 3/4" A.B. SEE PLAN SEE PLAN @ 16" O.C. STRUCT. I 1,300 4X6 3x4 YES F 1 16/D A35 OR LTP4 @ 12" O.C., E.F. 3/8"Øx6" LAGSCREWS @6"O.C. A.-ALL EXTERIOR WALL TO BE SECURED WITH 5 8" DIAM. x 16" A.b.'S AT 48" O.C. WITH 9" OF EMBEDMENT, UNLESS OTHERWISE NOTED, AND WITH MINIMUM 3"x3"x14" THICK PLATE WASHER UNDER NUT AT EACH BOLT. B.-ALL INTERIOR WALLS WITH SHOT PINS; RAMSET # 3348, OR EQUIVALENT, AT 36" O.C. AT BEARING WALLS AND 48" O.C. AT NON BEARING WALLS, UNLESS OTHERWISE NOTED. C.-CODE MINIMUM (2) ANCHOR BOLTS PER PANEL. D.-CODE MINIMUM 16d SOLE PLATE NAILS AT 16" O.C. TYPICAL AT ALL SECOND FLOOR WALLS (U.O.N.). E.-WHERE DOUBLE 2x SOLE PLATES ARE USED, PROVIDE PROGRESSIVE NAILING. F.-ALL NAILS ARE COMMON NAILS. G.-TABLE FOR USE WITH STUDS AT 16" O.C. MAXIMUM. H.-ALL LAG BOLTS (LB) TO BE 8" LONG INSTALLED WITH PILOT HOLE AND WRENCH. J.-5 8" DIAM. A.B. MAY BE REPLACED BY 5 8" DIAM. THREADED RODS BY 5" EMBED. WITH SIMPSON AT EPOXY SET-XP, (OR EQUIVALENT) AT THE SAME SPACING, WITH SPECIAL INSPECTION. EACH BOLT SHALL HAVE MIN, 3"x3"x14" THICK SQUARE WASHER. K.-FRAMING MEMBERS OR BLOCKING SHALL BE PROVIDED AT ALL EDGES OF ALL PLYWOOD SHEETS IN SHEAR WALL. L.-ALL PLYWOOD PANEL SHALL BE MANUFACTURED USING EXTERIOR GLUE. 1.-USE 3x STUDS, 3x BOTTOM PLATE, 3x BLK'G WITH STAGGERED NAILING WHERE THE ALLOWABLE SHEAR VALUE EXCEEDS 350 PLF. 2.-WHERE SHEAR MATERIAL IS INSTALLED ON BOTH SIDES THE SPACING FOR THE ABOVE TOP ANCHORAGE AND SILL CONNECTION SHALL BE HALF SHOWN. UNLESS OTHERWISE NOTED ON PLANS. MATERIAL PANEL INDEX SIDE MIN. NAIL PENETRATION 15/32 STRUCT 1 (PLYWOOD or OSB)15/32 STRUCT 1 (PLYWOOD or OSB)15/32 STRUCT 1 (PLYWOOD or OSB)EXISTING 15/32 STRUCT 1 (PLYWOOD or OSB) 1.-STUCCO SHEAR WALLS USE SELF- FURRING 11 GA. 1-12" GALVANIZED NAILS WITH 7 16" DIAMETER HEAD. STAPLES SHALL NOT BE USED. 2.-STEEL PLATE WASHERS SHALL BE USED WITH ALL ANCHORS BOLTS AS FOLLOWS 5 8" BOLT = 3"X3"X0.229" 3 4" BOLT = 3"X3"X5 16" 7 8" BOLT = 3"X3"X3 8" 3.-PROVIDE 4x POST AT ALL HOLLDOWNS UNLESS NOTED OTHERWISE. 4.-VERTICALLY CENTER HOLDOWN STRAPS ON DEAD SPACE BETWEEN SILL AND TOP PLATE OF WALL BELOW. 5.-FILL ALL NAIL HOLES OF HOLDOWN STRAPS. 6.-WHERE HOLDOWN ANCHOR EDGE DISTANCE IS LESS THAN 6 TIMES Ø, DEPUTY INSPECTION IS REQUIRED. 7.-FOR SIMPSON HOLDOWNS IN NEW CONCRETE. f'c = 2500 PSI. THE FOLLOWING EMBEDMENT DEPT IS REQUIRED. 5 8" BOLT = 12" MIN. , 3 4" BOLT = 16" MIN., 7 8" BOLT = 24" MIN. 8.-"LAG BOLTS: PROVIDE LEAD HOLE 40%-70% OF THREADED SHANK DIA. AND FULL DIA. FOR SMOOTH SHANK PORTION." 2005 NDS. 9.-"ALL BOLT HOLES SHALL BE DRILLED 132" TO 116" OVERSIZED." 10.-ALL DIAPHRAGMS AND SHEAR WALL NAILING SHALL UTILIZE COMMON NAILS OR GALVANIZAED BOX. 11.-CONTRACTOR RESPONSIBLE FOR THE CONSTRUCTION OF A WIND OR SEISMIC FORCE RESISTING SYSTEM/COMPONENT LISTED IN THE "STATEMENT OF SPECIAL INSPECTION" SHALL SUBMIT A WRITTEN STATEMENT RESPONSABILITY TO THE LADBS INSPECTORS AND THE OWNER PRIOR TO THE COMMENCEMENT OF WORK ON SUCH SYSTEM OR COMPONENT PER SEC 1706.1 12.-PERIODIC SPECIAL INSPECTION IS REQUIRED FOR WOOD SHEAR WALLS, SHEAR PANELS, AND DIAPHRAGMS, INCLUDING NAILING, BOLTING, ANCHORING, AND OR FASTENING TO COMPONENTS OF THE SEISMIC FORCE RESISTING SYSTEM. SPECIAL INSPECTOR BY A DEPUTY INSPECTOR IS REQUIRED WHERE THE FASTENER SPACING OF THE SHEATING IS MORE THAN 4 INCHES ON CENTER. 13.-ROOF DIAPRAGM NAILING TO BE INSPECTED BEFORE COVERING. FACE GRAIN OF PLYWOOD SHALL BE PERPENDICULAR TO SUPPORTS. FLOOR SHALL HAVE TONGUE AND GROOVE OR BLOCKED PANEL EDGES. PLYWOOD SPANS SHALL CONFORM WITH TABLE 2304.7. 14.-CONTINUOUS INSPECTION BY A REGISTERED DEPUTY INSPECTOR IS REQUIRED FOR FIELD WELDING, CONRETE STRENGTH f'c > 2,500 psi, HIGH STRENGTH BOLTING, SPRAYED-ON FIREPROOFING, ENGINEER MASONRY, HIGH LIFT GROUTING, PRE-STRESSED CONCRETE, HIGH LOAD DIAPHRAGMS AND SPECIAL MOMENT-RESISTING CONCRETE FRAME. 15.-NOTCHING OF RAFTER OR JOIST COMPLY WITH THE FOLLOWING: A.MAXIMUM DEPTH OF NOTCHING AT ENDS OF THE MEMBER SHALL NOT EXCEED ONE-FOURTH THE DEPTH OF THE MENMBER. B.NOTCHES IN THE TOP OR BOTTOM OF THE MEMBER SHALL NOT EXCEED ONE-SIX OF THE DEPTH, AND SHALL NOT BE LOCATED IN THE MIDDLE THIRD OF THE SPAN. 3 S-1 FRAMING & FOUNDATION PLAN 1.HOLD-DOWN HARWARE MUST BE SECURE IN PLACE PRIOR TO FOUNDATION INSPECTION AND POURING OF CONCRETE. 2.BOLTS HOLES SHALL BE 1/16 " (MAX.) OVERSIZED AT THE CONECTOR OF THE HOLD-DOWN TO POST. INSPECTOR SHALL VERIFY. 3.HOLD-DOWN CONNECTOR SHALL BE TORQUED AS SPECIFIED BY MANUFACTURER. 5.OVERSIZED PLATE WASHERS FOR HOLD-DOWNS AND SILL PLATES: A.B. - 5/8"Øx12" WASHER - 3"x3"x0.229" 6.NO TRENCHES OR EXCAVATIONS 5'-0" OR MORE IN DEPTH INTO WHICH A PERSON IS REQUIRED TO DESCEND. 7.STIPULATES A MINIMUN OF TWO ANCHOR BOLTS WILL BE PROVIDED FOR EACH PLATE LENGTH WITH ONE BOLT LOCATED NOT MORE THAN 12" OR LESS THAN 7" FROM EACH END OF THE PIECE. 8.FOUNDATION SILLS SHALL BE NATURAL DURABLE, OR PRESERVATIVE-TREATED WOOD. 9.HOLDOWN CONNECTOR BOLTS INTO WOOD FRAMING REQUIRE APPROVED PLATE WASHERS: AND HOLDOWNS SHALL BE FINGER TIGHT AND 1/2 WRENCH TURN JUST PRIOR TO COVERING THE WALL FRAMING. CONNECTOR BOLTS INTO WOOD FRAMING REQUIRED STEEL PLATE WASHERS ON THE POST ON THE OPPOSITE SIDE OF THE ANCHORAGE DEVICE. PLATE SIZE SHALL BE A MINIMUM OF 0.299 INCH BY 3 INCH BY 3 INCHES. 10.IF ADVERSE SOIL CONDITIONS ARE ENCOUNTERED, A SOILS INVESTIGATION REPORT MAY BE REQUIRED. 11.INSULATION ON FLOORS SHALL BE SUPPORTED BY CORROSION- RESISTANT WIRE PERPENDICULAR TO JOIST, NOT EXCEEDING 12 in. ON CENTER. 12.INSULATION TO BE HELD BACK ONE BAY WIDTH TO PROVIDE FREE AIRFLOW. ROOF PLYWOOD DIAPHRAGM (SHEATING): USE 12" STRUCTURAL C-D OR C-C PLYWOOD, MIN. PANEL INDEX NUMBER (24/16), WITH 8d NAILS AT 6" O.C. SUPPORTED EDGES AND BOUNDARIES; AT 12" O.C. IN THE FIELD UNBLOCKED U.O.N.). FACE GRAIN OF PLYWOOD SHALL BE PERPENDICULAR TO SUPPORTS. FLOOR OR DECK PLYWOOD DIAPHRAGM (SHEATING): USE 5 8" STRUCTURAL C-D OR C-C PLYWOOD, MIN. PANEL INDEX NUMBER (32/16), TONGUE & GROOVE, WITH 10d NAILS AT 6" O.C. SUPPORTED EDGES AND BOUNDARIES; AT 10" O.C. IN THE FIELD (UNBLOCKED U.O.N.) FACE GRAIN OF PLYWOOD SHALL BE PERPENDICULAR TO SUPPORTS. NOTES: 1.-PROVIDE 2-LAYER OF GRADE D PAPER AT ALL SHEAR WALLS. 2.-ALL DIAPHRAGM AND SHEAR WALL NAILING SHALL UTILIZE COMMON NAILS. 3.-USE DOUBLE FLOOR JOIST BELOW ALL PARALLEL WALLS U.N.O. 4.-AT FLOOR LEVELS, USE SOLID BLOCKING AT PERPENDICULAR SHEARWALLS. 5.-ALL HOLDOWNS ON UPPER LEVEL MUST BE CONNECTED TO A POST BELOW WITH A HOLDOWN TO THE LOWER LEVEL / FOUNDATION. 6.-ALL BEAMS SUPPORTING SHEARWALLS MUST BE STRAPPED TO THE WALLS BELOW. TYPICAL CALIFORNIA FRAMING LOWER RAFTER PLAN CONT. AT ROOF SHT`G. PER SDS 1 4"x41 2" SCREWS @ 12" O.C. 2x PLATE W/A35 EA. END 3x BLKG EDGE NAIL A35 FRAMING CALIFORNIA 2x RAFTER 2x RAFTER OR HIP (N) SIMPSON MST37 DRAG 6 SPECIAL DEPUTY INSPECTION PROGRAM CONTINUOUS SPECIAL DEPUTY INSPECTION - EPOXY: DOWELS, ANCHOR BOLT & SHEAR BOLTS PERIODIC SPECIAL DEPUTY INSPECTION - NAILING, BOLTING, ANCHORING AND OTHER FASTENING OF COMPONENTS WITHIN THE SEISMIC-FORCE-RESISTING SYSTEM, INCLUDING SHEAR WALLS, WOOD DIAPHRAGMS, DRAG STRUTS, BRACES, SHEAR PANELS AND HOLD-DOWNS REQUIRE INSPECTION WHERE THE FASTENER SPACING OF THE SHEATHING IS 4" ON CENTER ( O.C.) OR LESS. 5 LARR #'S SSTB ANCHOR BOLT BY SIMPSON HDU HOLDOWN MST STRAP JOIST HANGER FRAMING ANGLES LARR #25827 LARR #25720 LARR # 25713 LARR # 25807 LARR # 25716 COLUMN CAP LARR # 25714 SIMPSON EPOXY SET-XP LARR # 25744 PARALLAM BEAMS (PSL) BY TRUS JOIST LARR # 25202 LAMARITE SHAKE AS A CLASS A ROOFING BY LARR # 25613 (TAMKO BUILDING PRODUCTS, INC.) 18NONE 19NONE 20NONE 21NONE 22NONE 23NONE TYP. FLOOR JOIST & BEAM NOTCH DETAIL 1/3 OF JOIST 1/3 OF JOIST 1/3 OF JOIST TOTAL SPAN NOT NOTCHING ALLOWED AT THIS AREA NOT NOTCHING ALLOWED AT THIS AREA 1/ 3 DE P T H 1/ 3 DE P T H ALLOWED HOLE ZONE NOTES: 1. ALLOWED HOLE ZONE SUITABLE FOR UNIFORMLY LOADED BEAMS ONLY. 2. NO RECTANGULAR HOLES. 3. NO HOLES IN CANTILEVER ALLOWED. 2 x DIAMETER OF THE LARGEST HOLE (MINIMUM) BEAM DEPTH MAXIMUM ROUND HOLE SIZE 9-1/4" TO 18"2" TYP. NOTCHING & BORING OF STUDS DETAIL 2" MAXIMUM DIAMETER @ 7/8" MAXIMUM @ 2X4 STUDS 1 3/8" MAXIMUM @ 2X6 STUDS 40% MAXIMUM NOTCH 25% MAXIMUM NOTCH 1 3/8" MAXIMUM @ 2X4 STUDS 2 1/8" MAXIMUM @ 2X6 STUDS 2X6 STUDS EXTERI0R & BEARING STUDS NOTE: NOTCH AND BORING NOT TO OCCUR IN SAME STUD SECTION 5/8" MINIMUM EDGE DISTANCE 2X4 STUDS, 3 1/4" DIAMETER 40% MAXIMUM STUD WIDTH. 1 3/8" DIAMETER MAXIMUM @ 2X4 STUDS, 2 1/4" DIAMETER MAXIMUM @ @ 2X6 STUDS TYPICAL ALL STUDS NON-BEARING STUDS 60% MAXIMUM STUD WIDTH DIAMETER OF WHERE SHOWN ON DRAWINGS. 2" DIAMETER MAXIMUM @ 60% MAXIMUM STUD WIDTH 2X4 STUDS. 3 1/4" DIAMETER MAXIMUM @ 2X6 STUDS DOUBLE STUDS 1 1/2"1 1/2" NOTCHING NOT PERMITTED EXCEPT NOTE: DRILL 1"Ø HOLE BEFORE CUTTING NOTCH IN WOOD JOIST OR RAFTER TYP. PIPING/ELECTRICAL THRU PLATES NOTCH IN PLATE (6) 16d NAILS EACH END 0.058" THICK BY 1.5" WIDE (MIN. SIZE) METAL STRAP TYPICAL AT EACH PLATE CUT PLATES PLUMBING PIPE NOTCH IN PLATE (6) 16d NAILS EACH END 0.058" THICK BY 1.5" WIDE (MIN. SIZE) METAL STRAP TYPICAL AT EACH PLATE CUT PLATES ELECTRICAL WIRE EXISTING EXISTING EXISTING EXISTING EXISTING EXISTING EXISTING EXISTING EXISTING EXISTING EXISTING EXISTING EXISTING EXISTING EXISTING RI V E R S I D E , C A L I F O R N I A JO S E A . V E G A AS S I S T A N T C I V I L E N G . DATE SCALE SHEET NO. SHEET TITLE 08/01/2024 1/4" = 1' S-N STRUCTURAL NOTES & REQUIREMENTS CI T Y O F S A N T A A N A 12 2 N O R T H B E W L E Y S T R E E T SA N T A A N A , C A L I F O R N I A , 9 2 7 0 3 12 2 N O R T H B E W L E Y S T R E E T NE W A D D I T I O N T O S I N G L E F A M I L Y R E S I D E N C E LA W R E N C E V R E Y HOLD - 122 N Bewley St9/24/2024 REVISIONS BY HOLD - 122 N Bewley St9/24/2024 REVISIONS BY JOSE A. VEGA RIVERSIDE, CALIFORNIA JUNE 18, 2024 951-906-3765 HOLD - 122 N Bewley St9/24/2024 REVISIONS BY HOLD - 122 N Bewley St9/24/2024 SCOPE OF WORK: STRUCTURAL CALCULATIONS NEW FAMILY ROOM ADDITION WITH OPEN CONCEPT AREA, ONE FULL BATHROOMS & ONE HALF BATHROOM WITH LAUNDRY. 122 NORTH BEWLEY STREET SANTA ANA, CALIFORNIA, 92703 ASSESSOR PARCEL NUMBER: 198-181-180 HOLD - 122 N Bewley St9/24/2024 Project Address: =122 NORTH BEWLEY STREET SANTA ANA, CALIFORNIA, 92703 ASSESSOR PARCEL NUMBER: 198-181-180 Latitude: = Longitude: = Mapped Spectral Response Acceler. : SS = 1.318 g S1 = 0.470 g Spectral Response Coefficient : SDS = 1.055 g SD1 = 0.470 g Seismic Design Category, ( SDC ) : = D Seismic Importance Factor: ( I ) : = 1.0 Site Class : = D Basic Seismic Factor Resistng System : = LIGHT FRAMING WALLS W/ STRUCT WOOD SHEAR WALLS Response Modification Coefficient, ( R ) : = 6.5 System Overstrenght Factor, ( ΩO ) := 3.0 System Overstrgth Factor, ( Cd ) := 4.0 Design Method : = Equivalent Lateral Force Procedure ( ELF ) Weight of Building: = 46,312.17 lbs. Base Shear, ( V ) : = 0.1623 W = 5,208.85 lbs. ( Strength Design ) = 4,740.05 lbs. ( Working Stress Design ) Redundancy, ( ρ ) : = 1.3 Basic Wind Speed, ( V mph ) := 110 mph Building Importance Factor, ( I ) : = 1.0 Wind Exposure Catagory : = C DESIGN PARAMETERS 33.7460164 -117.9181950 HOLD - 122 N Bewley St9/24/2024 CODES: 2022 LABC, 2022 CBC, ASCE 7-16, NDS 2018 BUILDING INFORMATION : ( NEW RESIDENCE ) LENGTH = 28.75 ft. WIDTH = 16.42 ft. HEIGHT = 13.00 ft. TOTAL AREA = 471.98 sq. ft. LOADS : ROOF FLOOR CEILING DECK WALL DEAD LOAD : 12 20 8 20 DL = 16 EXTERIOR LIVE LOAD : 20 40 12 60 8 INTERIOR RESPONSE MODIFICATION COEFFICIENT ( R ) = 6.5 SYSTEM OVERSTRENGTH FACTOR ( Ωo ) = 3.0 DEFLECTION AMPLIFICATION FACTOR ( Cd ) = 4.0 SOIL : SITE CLASS D - STIFF SOIL ( TABLE 20.3-1, ASCE 7-16 ) ALLOWABLE BEARING PRESSURE = 1500 psf TIMBER : DOUGLAS FIR LARCH No. 2 OR BETTER ( NDS 2018 ) CONCRETE : STRENGHT @ 28 DAYS ( ACI 318 SPECIFICATIONS ) FOUNDATION : f'c = 2,500 psi GRADE BEAM : f'c = 3,000 psi COLUMNS : f'c = 3,000 psi REINFORCED CONCRETE : ASTM A-615 GRADE 60 FOR #5 OR SMALLER GRADE 40 FOR #4 OR SMALLER FRAMING CONNECTIONS : SIMPSON STRONG-TIE OR LARRS APPROVED PRODUCTS DESIGN CRITERIA ( lbs./ft. ) HOLD - 122 N Bewley St9/24/2024 NEW ADU 122 N Bewley St, Santa Ana, CA 92703, USA Latitude, Longitude: 33.7460164, -117.918195 Date 8/21/2022, 3:35:05 PM Design Code Reference Document ASCE7-16 Risk Category II Site Class D - Default (See Section 11.4.3) Type Value Description SS 1.318 MCER ground motion. (for 0.2 second period) S1 0.47 MCER ground motion. (for 1.0s period) SMS 1.582 Site-modified spectral acceleration value SM1 null -See Section 11.4.8 Site-modified spectral acceleration value SDS 1.055 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 0.562 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.675 Site modified peak ground acceleration TL 8 Long-period transition period in seconds SsRT 1.318 Probabilistic risk-targeted ground motion. (0.2 second) SsUH 1.428 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 1.802 Factored deterministic acceleration value. (0.2 second) S1RT 0.47 Probabilistic risk-targeted ground motion. (1.0 second) S1UH 0.51 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration. S1D 0.623 Factored deterministic acceleration value. (1.0 second) PGAd 0.742 Factored deterministic acceleration value. (Peak Ground Acceleration) PGAUH 0.562 Uniform-hazard (2% probability of exceedance in 50 years) Peak Ground Acceleration HOLD - 122 N Bewley St9/24/2024 Type Value Description CRS 0.923 Mapped value of the risk coefficient at short periods CR1 0.922 Mapped value of the risk coefficient at a period of 1 s CV 1.364 Vertical coefficient HOLD - 122 N Bewley St9/24/2024 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. 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HOLD - 122 N Bewley St9/24/2024 Use Procedure From ASCE 7-16 Main Wind-Force Resisting System (MWFRS) ANALYSIS FOR 2-STORY BUILDING Basic Building Parameters RESIDENCE Roof Slope: Roof Angle= 18.43 ° Height of Floor ( hf ):8.00 a= 5.00 Peak Roof Only Height: ( hpeak ):5.00 a/2= 2.500 Mean Roof height ( H ):2.50 ft Least horizontal dimension: 32.50 ft Wind Directional Fator, Kd:0.85 Table 26.6-1 Veloctiy Pressure Exposure, Kz: 0.57 Table 26.10-1 Max Side Width of Building: 32.50 ft Max Side Length of Building: 61.00 ft Wind Parameters Risk Category of building = II 110 mph Exposure Category: C λ = 1.10 I = 1.00 Topographical 1.0 ( NO UPHILL OR DOWN HILL WIND FORCE ) K1=0.00 K2=0.00 K3=0.00 Gust Effect Factor, G f : 0.85 Section 26.11.1 qz = 0.00256KeKzKztKdV2:15.008 qz = q = qi Internal Pressure Coefficient, GCpi : -0.18 Table 26.13-1 External Pressure Coefficient, Cp :0.8 Figure 27.3-1 h mean = ( Height of refrence ) + ( Projected height of roof ) = 5.000 0.4h mean = 0.4( a ) = 2 Least Hoz. Building Dimension a = L min. = 32.50 0.1L min. = 3.25 Length of End Zone 2a =6.500 Height of 2nd Floor ( hr ): P s = qG f C p - q i ( GCpi ) Design for worst case (conservative) throughout; ZONE A =0.8 psf ( EQ. 27.3-1 ) PS=12.9 psf Load to Diaphragm: Design for Worst Case W/Overhang) (Tributary Height to the Roof Diaghragm) = (Tributary Wall Height below Reference Point) + (Partition Wall) 1/2(Roof Height)=2.500 FT. 1/2(Floor Height)=4.00 FT. Since wind is negative (-) (outward) on projected roof area above reference height, the total wind force to the roof diapgram will be greater if it is assumed that Ps = 0 in the roof Zone B & Zone D (per ASCE Fig. 6-2) Fr = λKztIPs(Hr /2 + Hpeak)*L 6495.332 lb./ft. Ff = λKztIPs(Hr /2 + Hf /2)*L 5629.288 lb./ft. Fr = λKztIPs(Hr /2 + Hpeak)*W 3460.628 lb./ft. Ff = λKztIPs(Hr /2 + Hf /2)*W 2999.211 lb./ft. Longitudinal Direction Traverse Direction Level Fx (kips) Vx (kips) Vx (ksf) Fx (kips) Vx (kips) Vx (ksf) Roof Total = 6.50 3.46 6.50 3.276 3.46 1.746 Floor Total = 5.63 3.00 12.12 6.46 6.12 3.258 KZT = 1+K1+K2+K3 = Wind Loads 4:12 Ratio Basic wind speed V: Traverse Direction = Longitudinal Direction = Tributary Wall Height below 𝑹𝒆𝒇𝒆𝒓𝒆𝒏𝒄𝒆 𝑷𝒐𝒊𝒏𝒕= HOLD - 122 N Bewley St9/24/2024 psf L ( ft )W ( ft )H ( ft )# of Walls lbs. Roof = 12 X 45.42 X 25.75 X = 14033.75 EX. Walls ( E & W ) = 16 X 26.00 X X 8.00 1 = 2869.33 EX. Walls ( E & W ) = 16 X 18.08 X X 8.00 1 = 640.00 EX. Walls ( E & W ) = 16 X 7.08 X X 8.00 1 = 256.00 EX. Walls ( E & W ) = 16 X 18.00 X X 8.00 1 = 3125.33 16 X 19.00 X X 8.00 1 = 0.00 EX. Walls ( N & S ) = 16 X X 22.42 X 8.00 1 = 3328.00 EX. Walls ( N & S ) = 16 X X 5.00 X 8.00 2 = 4629.33 EX. Walls ( N & S ) = 16 X X 2.00 X 8.00 1 = 906.67 EX. Walls ( N & S ) = 16 X X 24.42 X 8.00 1 = 2304.00 Subtotal = 32,092.42 lbs. psf L ( ft )W ( ft )H ( ft )# of Walls lbs. Roof = 12 X 17.75 X 28.75 X = 6123.75 NEW Walls ( E & W ) = 16 X 16.42 X X 8.00 2 = 4202.67 NEW Walls ( N & S ) = 16 X X 27.42 X 8.00 1 = 3509.33 NEW Walls ( N & S ) = 16 X X 3.00 X 8.00 1 = 384.00 Subtotal = 14,219.75 lbs. EXISTING SINGLE FAMILY RESIDENCE TOTAL WEIGHT ( W ) = 32,092.42 lbs. + 14,219.75 lbs. = 46,312.17 lbs. TOTAL BUILDING WEIGHT TRIBUTARY FLOOR DEAD LOADS : EXISTING SINGLE FAMILY RESIDENCE NEW ADDITION HOLD - 122 N Bewley St9/24/2024 ( EQUATION 12.8-1, ASCE 7-16 ) Cs = SDSI / R =0.1623077 WT = 32092.42 STRENGHT DESIGN =V = (CS)(WT) = 5,208.85 lbs. WORKING STRESS DESIGN = V = 0.7V*ρ = 4,740.05 lbs. VERTICAL DISTRIBUTION OF SEISMIC FORCES ( EQUATION 12.8-11, ASCE 7-16 ) FX = CVXV = T = 0.5 sec. k = 1.1 LEVEL wx ( lbs. )hx ( ft )wxhx ( ft )V ( lbs. )Fx ( lbs. )Vx ( psf ) EXISTING SFR = 32092.42 8.00 256739.33 4740.05 3284.66 3.047 NEW ADDITION = 14219.75 8.00 113758.00 4740.05 1455.39 6.131 ∑ = 370497.33 WIND - VS - SEISMIC DESIGN VALUES Vx ( psf )WIND SEISMIC TRANSVERSE: FLOOR 3.258 6.13 SEISMIC GOVERNS. LONGITUDINAL : FLOOR 6.116 6.13 SEISMIC GOVERNS. DESIGN BASE SHEAR USING ( ELF ) PROCEDURES 30.70% 100.00% Fx = wxhx k / ∑wihi k wxhx k / ∑wihi k 69.30% HOLD - 122 N Bewley St9/24/2024 LATERAL ANAYSIS FLOOR AREA (SQ. FT.) = 471.98 Load Combination for ASD : ( 0.6-0.14SDS ) D + 0.7 ρ QE Use = If ( ν ) < 180 7/8 STRUCCO Allowable loads per Table 1B of ESR-2330 ( LARRS # 25720 ) If ( ν ) < 340 Type A Shearwall - 15/32 Struct. 1 w/10d Common Nails @ 6 / 6 / 12 If ( ν ) < 510 Type B Shearwall - 15/32 Struct. 1 w/10d Common Nails @ 4 / 4 /12 Use = If TC < 2306.25 HDU2 - SDS2.5 If ( ν ) < 665 Type C Shearwall - 15/32 Struct. 1 w/10d Common Nails @ 3 / 3 / 12 If TC < 3423.75 HDU5 - SDS2.5 If ( ν ) < 870 Type D Shearwall - 15/32 Struct. 1 w/10d Common Nails @ 2 / 2 / 12 If TC < 4233.75 HDU5 - SDS2.5 If ( ν ) < 1020 Type E Shearwall - 15/32 Struct. 1 w/10d Common Nails @ 4 / 4 / 12 If TC < 5902.50 HDU8 - SDS2.5 If ( ν ) < 1300 Type F Shearwall - 15/32 Struct. 1 w/10d Common Nails @ 3 / 3 /12 If TC < 7151.25 HDU11 - SDS2.5 Allowable loads per Table 2 of ESR-2105 ( LARRS # 25713 ) Use = If TC < 5080 MST37 w/ 22-16d If TC < 5310 MST48 w/ 34- 16d If TC < 6730 MST60 w/ 48- 16d If TC < 6731 MST72 w/ 56-16d Floor Forces in Longitudinal Direction ( N&S ) : Along Line A : Roof Force ( psf ) : fp roof = = 6.13 psf Tributary Area ( sq. ft. ): TA = 0.5 x 16.42 x 27.42 = = 225.05 sq. ft. Length of Shearwalls ( ft ): LSW = 6.00 + 0.00 + 0.00 + 0.00 + 0.00 = 6.00 ft. Unit Shear ( ν ) : ( fp roof x TA ) / L SW = 229.94 Use :Type A Shearwall - 15/32 Struct. 1 w/10d Common Nails @ 6 / 6 / 12 Check Overturn Moment ( OTM ) for : 6.0 ft. Unit Shear ( ν ) : =229.94 plf Shear Height ( H ) : = 8.00 ft. Shearwall Length ( LSW ) : = 6.00 ft. Shearwall Dead Load ( DLSW ) : = 16.00 psf Additional Dead Load : = 0.00 lbs. HD4' = ( OTM - RM ) / LSW : where : OTM = ν x H x LSW = 11037.3 lb-ft HD4' = 1836.08 lbs. RM = ( 0.6 - 0.14SDS ) D + 0.7ρQE + H = 20.816 lb-ft Use : HDU2 - SDS2.5 Floor Forces in Longitudinal Direction ( N&S ) : Along Line B: Roof Force ( psf ) : fp roof = = 6.13 psf Tributary Area ( sq. ft. ): TA = 0.5 x 60.50 x 27.42 = = 829.35 sq. ft. Length of Shearwalls ( ft ): LSW = 11.00 + 4.00 + 0.00 + 0.00 + 0.00 = 15.00 ft. Unit Shear ( ν ) : ( fp roof x TA ) / L SW = 338.96 Use :Type A Shearwall - 15/32 Struct. 1 w/10d Common Nails @ 6 / 6 / 12 Check Overturn Moment ( OTM ) for : 11.0 ft. Unit Shear ( ν ) : =338.96 plf Shear Height ( H ) : = 8.00 ft. Shearwall Length ( LSW ) : = 11.00 ft. Shearwall Dead Load ( DLSW ) : = 16.00 psf Additional Dead Load : = 0.00 lbs. HD4' = ( OTM - RM ) / LSW : where : OTM = ν x H x LSW = 29828.6 lb-ft HD4' = 2709.80 lbs. RM = ( 0.6 - 0.14SDS ) D + 0.7ρQE + H = 20.816 lb-ft Use : HDU5 - SDS2.5 NEW ADDITION NEW ADDITION HOLD - 122 N Bewley St9/24/2024 LATERAL ANAYSIS FLOOR AREA (SQ. FT.) = 471.98 Load Combination for ASD : ( 0.6-0.14SDS ) D + 0.7 ρ QE Use = If ( ν ) < 180 7/8 STRUCCO Allowable loads per Table 1B of ESR-2330 ( LARRS # 25720 ) If ( ν ) < 340 Type A Shearwall - 15/32 Struct. 1 w/10d Common Nails @ 6 / 6 / 12 If ( ν ) < 510 Type B Shearwall - 15/32 Struct. 1 w/10d Common Nails @ 4 / 4 /12 Use = If TC < 2306.25 HDU2 - SDS2.5 If ( ν ) < 665 Type C Shearwall - 15/32 Struct. 1 w/10d Common Nails @ 3 / 3 / 12 If TC < 3423.75 HDU5 - SDS2.5 If ( ν ) < 870 Type D Shearwall - 15/32 Struct. 1 w/10d Common Nails @ 2 / 2 / 12 If TC < 4233.75 HDU5 - SDS2.5 If ( ν ) < 1020 Type E Shearwall - 15/32 Struct. 1 w/10d Common Nails @ 4 / 4 / 12 If TC < 5902.50 HDU8 - SDS2.5 If ( ν ) < 1300 Type F Shearwall - 15/32 Struct. 1 w/10d Common Nails @ 3 / 3 /12 If TC < 7151.25 HDU11 - SDS2.5 Allowable loads per Table 2 of ESR-2105 ( LARRS # 25713 ) Use = If TC < 5080 MST37 w/ 22-16d If TC < 5310 MST48 w/ 34- 16d If TC < 6730 MST60 w/ 48- 16d If TC < 6731 MST72 w/ 56-16d Floor Forces in Traverse Direction ( E&W ) : Along Line 1 : Roof Force ( psf ) : fp roof = = 6.13 psf Tributary Area ( sq. ft. ): TA = 0.5 x 16.42 x 27.42 = = 225.05 sq. ft. Length of Shearwalls ( ft ): LSW = 6.00 + 0.00 + 0.00 + 0.00 + 0.00 = 6.00 ft. Unit Shear ( ν ) : ( fp roof x TA ) / L SW = 229.943 Use :Type A Shearwall - 15/32 Struct. 1 w/10d Common Nails @ 6 / 6 / 12 Check Overturn Moment ( OTM ) for : 6.0 ft. Unit Shear ( ν ) : =229.94 plf Shear Height ( H ) : = 8.00 ft. Shearwall Length ( LSW ) : = 6.00 ft. Shearwall Dead Load ( DLSW ) : = 16.00 psf Additional Dead Load : = 0.00 lbs. HD4' = ( OTM - RM ) / LSW : where : OTM = ν x H x LSW = 11037.3 lb-ft HD4' = 1836.08 lbs. RM = ( 0.6 - 0.14SDS ) D + 0.7ρQE + H = 20.816 lb-ft Use : HDU2 - SDS2.5 Floor Forces in Traverse Direction ( E&W ) : Along Line 2 : NEW ADDITION Roof Force ( psf ) : fp roof = = 6.13 psf Tributary Area ( sq. ft. ): TA = 0.5 x 16.42 x 27.42 = = 225.05 sq. ft. Length of Shearwalls ( ft ): LSW = 4.00 + 4.00 + 0.00 + 0.00 + 0.00 = 8.00 ft. Unit Shear ( ν ) : ( fp roof x TA ) / L SW = 172.457 Use :Type A Shearwall - 15/32 Struct. 1 w/10d Common Nails @ 6 / 6 / 12 Check Overturn Moment ( OTM ) for : 4.0 ft. Unit Shear ( ν ) : =172.46 plf Shear Height ( H ) : = 8.00 ft. Shearwall Length ( LSW ) : = 4.00 ft. Shearwall Dead Load ( DLSW ) : = 16.00 psf Additional Dead Load : = 0.00 lbs. HD4' = ( OTM - RM ) / LSW : where : OTM = ν x H x LSW = 5518.63 lb-ft HD4' = 1374.45 lbs. RM = ( 0.6 - 0.14SDS ) D + 0.7ρQE + H = 20.816 lb-ft Use : HDU2 - SDS2.5 NEW ADDITION HOLD - 122 N Bewley St9/24/2024 PROJECT : PAGE : CLIENT : DESIGN BY : JOB NO. : DATE : REVIEW BY : INPUT DATA DL = 12 lbs / ft MEMBER SIZE = LL = 20 lbs / ft TL = 32 lbs / ft MEMBER SPAN = 14.00 ft TRIBUTARY WIDTH (TW) = 1.333 ft 16" O.C. ROOF SLOPE = 4 :12 DESIGN SUMMARY L = 14.00 ft TL = 32 lbs/ft R = 299 lbs M = 1,045 ft-lbs S Req'd = 10 in3 A Req'd = 2.5 in2 ΔACTUAL = 0.48 in4 USE MEMBER 2 x 8 AS ROOF RAFTERS (RR-2) w = 43 plf CD = 1.00 CM = 1.00 R= (w*TW)/2 = 299 lbs Ct = 1.00 CF = 1.20 M= (w*L2) / 8 = 1,045 ft-lbs Cfu = 1.00 Cr = 1.15 S = (M*12) / F'b = 10 in3 Ci = 1.00 Cc = 1.00 A= (1.5*R)/Fv = 2.5 in2 ΔACTUAL 5*w*L4*1728 = 0.48 in4 384*I*E =32.93 in4 ANALYSIS 2 x 8 Properties b = 2.00 in E = Ex =1600000 psi F'b (psi)= 1242 d = 8.00 in Fb = 900 psi Fv (psi)= 180 b' = 1.50 in Fv = 180 psi d' = 7.25 in A = 10.88 in2 S = 13.14 in3 I = 47.63 in4 ΔALLOW 0.700 in4 S Calc'd= 10.10 in3 Sx provided >S Calc'd GOOD A Calc'd= 2.49 in2 A provided >A Calc'd GOOD ΔACTUAL=0.484 in4 ΔALLOW >ΔACTUAL GOOD I Calc'd= 32.93 in4 >I Calc'd GOOD JAVC ENGINEERING CALC's ADDITION TO EXISTING S.F.R. 122 NORTH BEWLEY STREET J. VEGA 0018 10/9/2023 E. CHAVEZ Wood Beam Design Base on NDS 2018 ROOF RAFTERS (RR-2) 2 x 8 I provided Douglas Fir-Larch No. 2 HOLD - 122 N Bewley St9/24/2024 PROJECT : PAGE : CLIENT : DESIGN BY : JOB NO. : DATE : REVIEW BY : INPUT DATA Wwall = 140 lbs MEMBER SIZE = Wroof =350 lbs WT = 490 lbs MEMBER SPAN = 3.5 ft DESIGN SUMMARY L = 3.50 ft TL = 490 lbs R = 858 lbs M = 750 ft-lbs S Req'd = 6.16 in3 A Req'd = 7.15 in2 ΔALLOWABLE = 0.175 in4 USE MEMBER 4 x 4 AS HEADER ABOVE DOOR/WINDOW 3FT (HDR-1) Note: Wwall=16psf*2.0ft(wall above door)=32plf w = 490 plf CD = 1.25 R= (w*TW)/2 = 858 lbs CM = 1.00 Ct = 1.00 M= (w*L2) / 8 = 750 ft-lbs CF = 1.30 Cfu = 1.00 S = (M*12) / F'b = 6.16 in3 Cr = 1.00 Cc = 1.00 A= (1.5*R)/Fv = 7.15 in2 Ci = 1.00 ΔACTUAL 5*w*L4*1728 = 0.083 in4 384*I*E =5.909 in4 ANALYSIS 4 x 4 Properties b = 4.00 in E = Ex =1600000 psi F'b (psi)= 1462.5 d = 4.00 in Fb = 900 psi Fv (psi)= 180 b' = 3.50 in Fv = 180 psi d' = 3.50 in A = 12.25 in2 S = 7.15 in3 I = 12.51 in4 ΔALLOWABLE = 0.175 in4 S Calc'd= 6.16 in3 Sx provided >S Calc'd GOOD A Calc'd= 7.15 in2 A provided >A Calc'd GOOD ΔACTUAL=0.083 in4 ΔALLOW >ΔACTUAL GOOD I Calc'd= 5.91 in4 >I Calc'd GOOD 4 x 4 Douglas Fir-Larch No. 2 I provided JAVC ENGINEERING CALC's ADDITION TO EXISTING S.F.R. 122 NORTH BEWLEY STREET J. VEGA 0018 10/9/2023 E. CHAVEZ Wood Beam Design Base on NDS 2018 HEADER ABOVE DOOR/WINDOW 3FT (HDR-1) HOLD - 122 N Bewley St9/24/2024 PROJECT : PAGE : CLIENT : DESIGN BY : JOB NO. : DATE : REVIEW BY : INPUT DATA Wwall = 180 lbs MEMBER SIZE = Wroof =350 lbs WT = 530 lbs MEMBER SPAN = 4.5 ft DESIGN SUMMARY L = 4.50 ft TL = 530 lbs R = 1,193 lbs M = 1,342 ft-lbs S Req'd = 11.01 in3 A Req'd = 9.94 in2 ΔALLOWABLE = 0.225 in4 USE MEMBER 4 x 6 AS HEADER ABOVE DOOR/WINDOW 4FT (HDR-2) Note: Wwall=16psf*2.0ft(wall above door)=32plf w = 530 plf CD = 1.25 R= (w*TW)/2 = 1,193 lbs CM = 1.00 Ct = 1.00 M= (w*L2) / 8 = 1,342 ft-lbs CF = 1.30 Cfu = 1.00 S = (M*12) / F'b = 11.01 in3 Cr = 1.00 Cc = 1.00 A= (1.5*R)/Fv = 9.94 in2 Ci = 1.00 ΔACTUAL 5*w*L4*1728 = 0.063 in4 384*I*E =13.583 in4 ANALYSIS 4 x 6 Properties b = 4.00 in E = Ex =1600000 psi F'b (psi)= 1462.5 d = 6.00 in Fb = 900 psi Fv (psi)= 180 b' = 3.50 in Fv = 180 psi d' = 5.50 in A = 19.25 in2 S = 17.65 in3 I = 48.53 in4 ΔALLOWABLE = 0.225 in4 S Calc'd= 11.01 in3 Sx provided >S Calc'd GOOD A Calc'd= 9.94 in2 A provided >A Calc'd GOOD ΔACTUAL=0.063 in4 ΔALLOW >ΔACTUAL GOOD I Calc'd= 13.58 in4 >I Calc'd GOOD 4 x 6 Douglas Fir-Larch No. 2 I provided JAVC ENGINEERING CALC's ADDITION TO EXISTING S.F.R. 122 NORTH BEWLEY STREET J. VEGA 0018 10/9/2023 E. CHAVEZ Wood Beam Design Base on NDS 2018 HEADER ABOVE DOOR/WINDOW 4FT (HDR-2) HOLD - 122 N Bewley St9/24/2024 PROJECT : PAGE : CLIENT : DESIGN BY : JOB NO. : DATE : REVIEW BY : INPUT DATA DL = 20 lbs MEMBER SIZE = LL = 20 lbs WT = 40 lbs SPAN = 10 ft WORST CASE TIRB. WIDTH = 10 ft COLUMN HEIGHT = 8 ft DESIGN SUMMARY L = 10.00 ft WT = 40 lbs R = 2,000 lbs Ke = 1.0 KcE = 0.3 c = 0.8 le =120.0 in. USE MEMBER 4 x 4 AS COLUMN (COL-1) w = 400 plf R= (w*L)/2 = 2,000.00 lbs WORST CASE CD = 1.25 CM = 1.00 Ci = 1.00 Ct = 1.00 CT = 1.00 CF = 1.00 CP = 0.23 ANALYSIS 4 x 4 Properties E' (psi) = 1600000 dy = b = 4.00 in E = Ey = 1600000 psi F'CE (psi) = 408.33 dx = 4.00 in Fc = 1,350 psi F*c (psi)= 1687.5 d'y = b' = 3.50 in Fcperp = 625 psi FCE/F*c (psi)= 0.2420 d'x = 3.50 in (1+FCE/F*c)/2c (psi) = 0.77623 A = 12.25 in2 FIND: Cp = 0.2284 F'c (psi) = 385.5047 P = F'c x A = 4722.43 = PALLOWED 2x R = 4000.00 = PLOAD > PLOAD GOOD JAVC ENGINEERING CALC's ADDITION TO EXISTING S.F.R. 122 NORTH BEWLEY STREET J. VEGA 0018 10/9/2023 E. CHAVEZ Douglas Fir-Larch No. 2 PALLOWED Wood Beam Design Base on NDS 2018 COLUMN (COL-1) 4 x 4 HOLD - 122 N Bewley St9/24/2024 WALL FOOTINGS : ( ACI 318-05 ) LOADS : ROOF CEILING FLOOR DECK WALL DEAD LOAD : 20 8 20 20 DL = 16 EXTERIOR ( PSF ) LIVE LOAD : 20 10 40 60 10 INTERIOR ( FT. ) 12.50 12.50 0.00 Along Line A&C : ( Typical for all exterior footings. ) DL LL ROOF : 250 250 CEILING : 100 125 FLOOR : 0 0 WALLS : 200 0 TOTAL = 550 375 SERVICE WALL LOAD : PS = 1.2D +1.6L PS = 1260.00 ALLOWABLE BEARING PRESSURE ( qa ) : qa = 1500 psf ( Table 20.3-1, ACSE 7-16 ) Required Width : Ps/qa = 0.840 ( FT. ) = 10.080 ( IN. ) < 12 ( IN. )GOOD USE : 12" Wide X 24" Deep Continuous Footing W/ (2)- #4 Top & Bottom SOIL : SITE CLASS D - VERY DENSE SOIL AND SOFT ROCK PER SOILS REPORT ALLOWABLE BEARING PRESSURE = 1500 psf CONCRETE : STRENGHT @ 28 DAYS ( ACI 318 SPECIFICATIONS ) FOUNDATION : f'c = 2,500 psi GRADE BEAM : f'c = 3,000 psi COLUMNS : f'c = 3,000 psi REINFORCED CONCRETE : ASTM A-615 GRADE 60 FOR #5 OR SMALLER GRADE 40 FOR #4 OR SMALLER FOUNDATION DESIGN ( lbs./ft. ) TRIBATERY WIDTH ( FT. ) : HOLD - 122 N Bewley St9/24/2024 08 4 0 1 12 2 N . B E W L E Y S T . S A N T A A N A C A . 9 2 7 0 3 HOLD - 122 N Bewley St9/24/2024 HOLD - 122 N Bewley St9/24/2024 July 30,2024 City of Santa Ana 20 Civic Center Plaza, Santa Ana,CA.92701 Phone:714-647-5400 RE:Truss Design for PERMIT NO:101118359 The TRUSS DESIGN for the project located at 122 North Bewley St in Santa Ana,has been reviewed by the Engineer of Record and has been found to be in general conformance with the design of the building. Please contact me at (213)713-5514 if you have any questions regarding this letter. Sincerely, Eduardo Chavez,PE C76372 Exp.12/31/2024 HOLD - 122 N Bewley St9/24/2024 Prepared for: Job: Date: Ref. Number: West Coast Truss Co. 08401 9/7/2023 1:26 PM 203630 COMPONENT DESIGN DRAWINGS & DETAILS Simpson Strong-Tie Company, Inc. 5956 W. Las Positas Blvd. Pleasanton, CA 94588 (800) 999-5099 www.strongtie.com Notes: 1. The component design drawings referenced below have been prepared based on design criteria and requirements set forth in the Construction Documents, as communicated by the Component Manufacturer. 2. The engineer's signature on these drawings indicates professional engineering responsibility solely for the individual components to be able to resist the design loads indicated, utilizing all the design parameter and materials indicated or referenced on each individual design. 3. It is the Building Designer's responsibility to review the component design drawings to insure compatibility with the Building design, Refer to all notes on the individual component design drawings. 5 Component Design Drawing(s): 1 1-A1: SID 2410426 3-A3: SID 2410428 5-A: SID 2410430 2 2-A2: SID 2410427 4-A4: SID 2410429 HOLD - 122 N Bewley St9/24/2024 General Notes 1. Each Truss Design Drawing (TDD) provided with this sheet has been prepared in conformance with ANSI/TPI 1. Refer to ANSI/TPI 1 Chapter 2 for the responsibilities of all parties involved, which include but are not limited to the responsibilities listed on this sheet, and for the definitions of all capitalized terms referenced in this document. 2. TDDs should not be assumed to be to scale. 3. The Contractor and Building Designer shall review and approve the Truss Submittal Package. 4. The suitability and use of the component depicted on the TDD for any particular building design is the responsibility of the Building Designer. 5. The Building Designer is responsible for the anchorage of the truss at all bearing locations as required to resist uplift, gravity and lateral loads, and for all Truss-to-Structural Element connections except Truss-to-Truss connections. 6. The Building Designer shall ensure that the supporting structure can accommodate the vertical and/or horizontal truss deflections. 7. Unless specifically stated otherwise, each Design assumes trusses will be adequately protected from the environment and will not be used in corrosive environments unless protected using an approved method. This includes not being used in locations where the sustained temperature is greater than 150°F. 8. Trusses are designed to carry loads within their plane. Any out-of- plane loads must be resisted by the Permanent Building Stability Bracing. 9. Design dead loads must account for all materials, including self-weight. The TDD notes will indicate the min. pitch above which the dead loads are automatically increased for pitch effects. 10. Trusses installed with roof slopes less than 0.25/12 may experience (but are not designed for) ponding. The Building Designer must ensure that adequate drainage is provided to prevent ponding. 11. Camber is a non-structural consideration and is the responsibility of truss fabricator. Handling, Installing, Restraint & Bracing 1. The Contractor is responsible for the proper handling, erection, restraint and bracing of the Trusses. In lieu of job-specific details, refer to BCSI. 2. ANSI/TPI 1 stipulates that for trusses spanning 60' or greater, the Owner shall contract with any Registered Design Professional for the design and inspection of the temporary and permanent truss restraint and bracing. Simpson Strong-Tie is not responsible for providing these services. 3. Trusses require permanent lateral restraint to be applied to chords and certain web members (when indicated) at the locations or intervals indicated on the TDD. Web restraints are to be located at mid points, or third points of the member and chord purlins are not to exceed the spacing specified by the TDD. Chords shown without bracing indicated are assumed to be continuously braced by sheathing or drywall. Permanent lateral restraint shall be accomplished in accordance with: standard industry lateral restraint/bracing details in BCSI-B3 or BCSI-B7, supplemental bracing details referenced on the TDD, or as specified in a project-specific truss permanent bracing plan provided by the Building Designer. 4. Additional building stability permanent bracing shall be installed as specified in the Construction Documents. 5. Special end wall bracing design considerations may be required if a flat gable end frame is used with adjacent trusses that have sloped bottom chords (see BCSI-B3). 6. Do not cut, drill, trim, or otherwise alter truss members or plates without prior written approval of an engineer, unless specifically noted on the TDD. 7. Piggyback assemblies shall be braced as per BCSI-B3 unless otherwise specified in the Construction Documents. 8. For floor trusses, when specified, Strongbacking shall be installed per BCSI-B7 unless otherwise specified in the Construction Documents. 9. For IBC 2021 and newer, truss chords without a diaphragm require a project specific bracing design prepared by a registered design professional. Symbols and Nomenclature 5x7 Plate size; the first digit is the plate width (perp. to the slots) and the second digit is the plate length (parallel to the slots). 5x7-18 -18, -18S5, or -18S6 following the plate size indicates different 18 gauge plate types. These symbols following the plate size indicate the direction of the plate length (and tooth slots) for square and nearly square plates. 10-3-14 Dimensions are shown in feet-inches-sixteenths (for this example, the dimension is 10'-3 14/16"). Joints are numbered left to right, first along the top chord and then along the bottom chord. Mid-panel splice joint numbers are not shown on the drawing. Members are identified using their end joint numbers (e.g., TC 2-3). When this symbol is shown, permanent lateral restraint is required. Lateral restraint may be applied to either edge of the member. See Note 3 under Handling, Installing, Restraint & Bracing for more information. Bearing supports (wall, beam, etc.), locations at which the truss is required to have full bearing. Minimum required bearing width for the given reactions are reported on the TDD. Required bearing widths are based on the truss material and indicated PSI of the support material. The Building Designer is responsible for verifying that the capacity of the support material exceeds the indicated PSI, and for all other bearing design considerations. Truss-to-Truss or Truss-to-Structural Element connection, which require a hanger or other structural connection (e.g., toe-nail) that has adequate capacity to resist the maximum reactions specified in the Reaction Summary. Structural connection type is not limited by type shown on TDD. Toe- nails may be used where hanger type shown where allowed by detail or other connection design information. Design of the Structural Element and the connection of the Truss to a Structural Element is by others. Note: These symbols are for graphical interpretation only; they are not intended to give any indication of the geometry requirements of the actual item that is represented. Materials and Fabrication 1. Design assumes truss is manufactured in accordance with the TDD and the quality criteria in ANSI/TPI 1 Chapter 3, unless more restrictive criteria are part of the contract specifications. 2. Unless specifically stated, lumber shall not exceed 19% moisture content at time of fabrication or in service. 3. Design is not applicable for use with fire retardant, preservative treated or green lumber unless specifically stated on the TDD. 4. Plate type, size, orientation and location indicated are based on the specified design parameters. Larger plate sizes may be substituted in accordance with ANSI/TPI, Section 3.6.3. Plates shall be embedded within ANSI/TPI 1 tolerances on both faces of the truss at each joint, unless noted otherwise. 5. Truss plates shall be centered on the joint unless otherwise specified. Referenced Standards ANSI/TPI 1: National Design Standard for Metal Plate Connected Wood Truss Construction, a Truss Plate Institute publication (www.tpinst.org). BCSI: Guide to Good Practice for Handling, Installing, Restraining & Bracing Metal Plate Connected Wood Trusses, a joint publication of the Truss Plate Institute (www.tpinst.org ) and the Structural Building Components Association (www.sbcindustry.com ). DSB-89 Recommended Design Specification for Temporary Bracing of Metal Plate Connected Wood Trusses, a Truss Plate Institute publication (www.tpinst.org ). NDS: National Design Specification for Wood Construction published by American Forest & Paper Association and American Wood Council. ESR-2762 Simpson Strong-Tie® AS Truss Plates are covered under ESR-2762 published by the International Code Council Evaluation Service (www.icc-es.org ). TD-GEN-0003A 5/2019 Component SolutionsImportant Information & General Notes HOLD - 122 N Bewley St9/24/2024 EngDrwg: 2021r5RGT_PS 08401 - 08401 Qty: 1 Truss: A1 Customer: Walk-in Truss Mfr. Contact: Charlie Shepard SID:0002410426 TID:203630 Date:09 / 07 / 23 Page:1 of 1 NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate. Component Solutions Truss Studio V 2023.7.0.65 Typical plate: 1.5x3 3x4 = 4x6 4x6 3x5 3x5 3x4 =5x6 = 10 - 1 4 10 - 1 4 3-15 3-15 4- 1 0 - 1 2 5- 2 - 2 1 4-8-12 4-8-12 2 2-6-6 7-3-2 3 6-5-6 13-8-8 4 6-5-6 20-1-14 5 7-3-2 27-5-0 6 1 4-8-12 4-8-12 7 4-3-4 9-0-0 8 9-4-15 18-5-0 9 9-0-0 27-5-0 6 27-5-0 4-7-04-7-0 4/12 -4/12 Truss Weight = 175.2 lb Code/Design: CBC-2022/TPI-2014 PSF Live Dead Dur Factors TC 20.0 16.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 N/A Total 46.0 Plt 1.25 1.60 N/A Spacing: 2-00-00 o.c. Plies: 1 Repetitive Member Increase: Yes Green Lumber: No Wet Service: No Fab Tolerance: 20% Creep (Kcr) = 2.0 OH Soffit Load: 2.0 psf -----------Snow Load Specs---------- ASCE7-16 Ground Snow(Pg) = N/A Risk Cat: II Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: No Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 120 mph Risk Cat: II Exposure Cat: C Bldg Dims: L = 0.0 ft B = 0.0 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 9.6 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 3-00-00 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL #1B BC 2x4 DFL #1B Webs 2x4 DFL #2 Member Forces Summary Max CSI in TC PANEL 5 - 6 0.59 Max CSI in BC PANEL 9 - 6 0.60 Max CSI in Web 7 - 3 0.37 ...Mem... Ten Comp .CSI. TC OH- 1 47 0 0.10 1- 2 1140 203 0.31 2- 3 1124 167 0.48 3- 4 217 1113 0.49 4- 5 280 1942 0.49 5- 6 291 2253 0.59 6-OH 47 0 0.10 BC 1- 7 216 1051 0.19 6- 9 2078 193 0.60 7- 8 775 97 0.46 8- 9 1115 93 0.53 Web 2- 7 60 324 0.03 3- 7 237 1832 0.37 3- 8 455 0 0.08 4- 8 137 330 0.22 4- 9 904 43 0.16 5- 9 181 520 0.08 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 7 4-08-12 1609 4 03-08 02-00 SPF 531 6 27-03-04 1065 3 03-08 01-08 SPF 531 Max Horiz = -56 / +56 at Joint 7 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [13-08-08] using a 1.00 Full and 0.00 Reduced load factor. 20.0 psf Live load has been reduced for pitch(R2= 1.00) to (20.0 psf) (allowed by the selected code) See Loadcase Report for loading combinations and additional details. Notes Gable webs are attached with min. 1x3 20 ga.plates. The max.rake overhang = 1/2 the truss spacing. If this truss is exposed to wind loads perpendicular to the plane of the truss, it must be braced according to a standard detail matching the wind criteria shown, or according to the Construction Documents and/or BCSI - B3. Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees. Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints. This truss is not symmetric - proper orientation is critical. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/240 L/999(-0.14) 8- 9 Vert DL L/120 L/999(-0.18) 8- 9 Vert CR L/180 L/869(-0.31) 8- 9 Horz LL 0.75in ( 0.02) @Jt 6 Horz CR 1.25in ( 0.05) @Jt 6 Ohng CR 2L/180 2L/999(-0.00) 1- 1 Ohng CR 2L/180 2L/999(-0.00) 6- 6 Cant CR 2L/180 2L/999(-0.04) 1- 7 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown Web Bracing -- None Plate offsets (X, Y): (None unless indicated below) Jnt9(0,-01-00) HOLD - 122 N Bewley St9/24/2024 EngDrwg: 2021r5RGT_PS 08401 - 08401 Qty: 1 Truss: A2 Customer: Walk-in Truss Mfr. Contact: Charlie Shepard SID:0002410427 TID:203630 Date:09 / 07 / 23 Page:1 of 1 NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate. Component Solutions Truss Studio V 2023.7.0.65 3x4 = 1.5x3 4x6 4x6 1.5x3 3x5 4x6 3x4 =5x6 = 10 - 1 4 10 - 1 4 3-15 3-15 4- 1 0 - 1 2 5- 2 - 2 1 3-6-12 3-6-12 2 3-8-6 7-3-2 3 6-5-6 13-8-8 4 6-5-6 20-1-14 5 7-3-2 27-5-0 6 1 3-6-12 3-6-12 7 5-5-4 9-0-0 8 9-5-0 18-5-0 9 9-0-0 27-5-0 6 27-5-0 3-5-03-5-0 4/12 -4/12 Truss Weight = 112.0 lb Code/Design: CBC-2022/TPI-2014 PSF Live Dead Dur Factors TC 20.0 16.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 N/A Total 46.0 Plt 1.25 1.60 N/A Spacing: 2-00-00 o.c. Plies: 1 Repetitive Member Increase: Yes Green Lumber: No Wet Service: No Fab Tolerance: 20% Creep (Kcr) = 2.0 OH Soffit Load: 2.0 psf -----------Snow Load Specs---------- ASCE7-16 Ground Snow(Pg) = N/A Risk Cat: II Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: No Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 120 mph Risk Cat: II Exposure Cat: C Bldg Dims: L = 0.0 ft B = 0.0 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 9.6 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 3-00-00 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL #1B BC 2x4 DFL #1B Webs 2x4 DFL #2 Member Forces Summary Max CSI in TC PANEL 5 - 6 0.60 Max CSI in BC PANEL 9 - 6 0.61 Max CSI in Web 7 - 3 0.66 ...Mem... Ten Comp .CSI. TC OH- 1 47 0 0.10 1- 2 1002 174 0.24 2- 3 994 146 0.42 3- 4 257 1536 0.52 4- 5 301 2149 0.52 5- 6 313 2460 0.60 6-OH 47 0 0.10 BC 1- 7 187 924 0.20 6- 9 2275 223 0.61 7- 8 1318 153 0.49 8- 9 1310 112 0.55 Web 2- 7 62 332 0.03 3- 7 277 2133 0.66 3- 8 257 0 0.04 4- 8 214 84 0.05 4- 9 905 43 0.16 5- 9 181 521 0.08 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 7 3-06-12 1529 4 03-08 01-15 SPF 531 6 27-03-04 1144 3 03-08 01-08 SPF 531 Max Horiz = -56 / +56 at Joint 7 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [13-08-08] using a 1.00 Full and 0.00 Reduced load factor. 20.0 psf Live load has been reduced for pitch(R2= 1.00) to (20.0 psf) (allowed by the selected code) See Loadcase Report for loading combinations and additional details. Notes Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees. Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints. This truss is not symmetric - proper orientation is critical. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/240 L/999(-0.14) 8- 9 Vert DL L/120 L/999(-0.20) 8- 9 Vert CR L/180 L/839(-0.34) 8- 9 Horz LL 0.75in ( 0.03) @Jt 6 Horz CR 1.25in ( 0.05) @Jt 6 Ohng CR 2L/180 2L/999(-0.00) 1- 1 Ohng CR 2L/180 2L/999(-0.00) 6- 6 Cant CR 2L/180 2L/999( 0.01) 1- 7 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown Web Bracing -- None Plate offsets (X, Y): (None unless indicated below) Jnt9(0,-01-00) HOLD - 122 N Bewley St9/24/2024 EngDrwg: 2021r5RGT_PS 08401 - 08401 Qty: 1 Truss: A3 Customer: Walk-in Truss Mfr. Contact: Charlie Shepard SID:0002410428 TID:203630 Date:09 / 07 / 23 Page:1 of 1 NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate. Component Solutions Truss Studio V 2023.7.0.65 3x4 = 1.5x3 4x6 4x6 1.5x3 4x4 = 4x6 3x4 =5x6 = 10 - 1 4 10 - 1 4 3-15 3-15 4- 1 0 - 1 2 5- 2 - 2 1 2-5-4 2-5-4 2 4-9-14 7-3-2 3 6-5-6 13-8-8 4 6-5-6 20-1-14 5 7-3-2 27-5-0 6 1 2-5-4 2-5-4 7 6-4-5 8-9-9 8 9-9-15 18-7-7 9 8-9-9 27-5-0 6 27-5-0 2-3-82-3-8 4/12 -4/12 Truss Weight = 113.2 lb Code/Design: CBC-2022/TPI-2014 PSF Live Dead Dur Factors TC 20.0 16.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 N/A Total 46.0 Plt 1.25 1.60 N/A Spacing: 2-00-00 o.c. Plies: 1 Repetitive Member Increase: Yes Green Lumber: No Wet Service: No Fab Tolerance: 20% Creep (Kcr) = 2.0 OH Soffit Load: 2.0 psf -----------Snow Load Specs---------- ASCE7-16 Ground Snow(Pg) = N/A Risk Cat: II Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: No Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 120 mph Risk Cat: II Exposure Cat: C Bldg Dims: L = 0.0 ft B = 0.0 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 9.6 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 3-00-00 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL #1B BC 2x4 DFL #1B Webs 2x4 DFL #2 Member Forces Summary Max CSI in TC PANEL 5 - 6 0.60 Max CSI in BC PANEL 8 - 9 0.61 Max CSI in Web 7 - 3 0.34 ...Mem... Ten Comp .CSI. TC OH- 1 47 0 0.10 1- 2 770 145 0.22 2- 3 761 121 0.36 3- 4 301 1945 0.52 4- 5 328 2375 0.54 5- 6 337 2656 0.60 6-OH 47 0 0.10 BC 1- 7 156 700 0.20 6- 9 2460 245 0.61 7- 8 1827 198 0.55 8- 9 1482 131 0.61 Web 2- 7 80 360 0.03 3- 7 285 2307 0.34 3- 8 126 153 0.02 4- 8 445 4 0.08 4- 9 943 50 0.16 5- 9 179 510 0.08 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 7 2-05-04 1460 4 03-08 01-13 SPF 531 6 27-03-04 1213 3 03-08 01-08 SPF 531 Max Horiz = -56 / +56 at Joint 7 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [13-08-08] using a 1.00 Full and 0.00 Reduced load factor. 20.0 psf Live load has been reduced for pitch(R2= 1.00) to (20.0 psf) (allowed by the selected code) See Loadcase Report for loading combinations and additional details. Notes Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees. Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. This truss is not symmetric - proper orientation is critical. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/240 L/999(-0.18) 8- 9 Vert DL L/120 L/999(-0.25) 8- 9 Vert CR L/180 L/696(-0.43) 8- 9 Horz LL 0.75in ( 0.03) @Jt 6 Horz CR 1.25in ( 0.06) @Jt 6 Ohng CR 2L/180 2L/999(-0.00) 1- 1 Ohng CR 2L/180 2L/999(-0.00) 6- 6 Cant CR 2L/180 2L/999( 0.01) 1- 7 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 7- 3 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt6(0,00-02), Jnt9(0,-01-00) HOLD - 122 N Bewley St9/24/2024 EngDrwg: 2021r5RGT_PS 08401 - 08401 Qty: 1 Truss: A4 Customer: Walk-in Truss Mfr. Contact: Charlie Shepard SID:0002410429 TID:203630 Date:09 / 07 / 23 Page:1 of 1 NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate. Component Solutions Truss Studio V 2023.7.0.65 1.5x3 4x6 1.5x3 3x6 3x4 =5x8 4x8 10 - 1 4 10 - 1 4 3-15 3-15 4- 1 0 - 1 2 5- 2 - 2 1 7-3-2 7-3-2 2 6-5-6 13-8-8 3 6-5-6 20-1-14 4 7-3-2 27-5-0 5 1 1-2-0 1-2-0 7-10-0 9-0-0 6 9-5-1 18-5-0 7 9-0-0 27-5-0 5 27-5-0 4/12 -4/12 Truss Weight = 105.4 lb Code/Design: CBC-2022/TPI-2014 PSF Live Dead Dur Factors TC 20.0 16.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 N/A Total 46.0 Plt 1.25 1.60 N/A Spacing: 2-00-00 o.c. Plies: 1 Repetitive Member Increase: Yes Green Lumber: No Wet Service: No Fab Tolerance: 20% Creep (Kcr) = 2.0 OH Soffit Load: 2.0 psf -----------Snow Load Specs---------- ASCE7-16 Ground Snow(Pg) = N/A Risk Cat: II Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: No Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 120 mph Risk Cat: II Exposure Cat: C Bldg Dims: L = 0.0 ft B = 0.0 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 9.6 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 3-00-00 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL #1B BC 2x4 DFL #1B Webs 2x4 DFL #2 Wedge 2x4 DFL Std/Stud Member Forces Summary Max CSI in TC PANEL 1 - 2 0.81 Max CSI in BC PANEL 1 - 6 0.80 Max CSI in Web 3 - 7 0.16 ...Mem... Ten Comp .CSI. TC OH- 1 47 0 0.10 1- 2 330 2448 0.81 2- 3 319 2215 0.66 3- 4 346 2522 0.55 4- 5 365 2832 0.61 5-OH 47 0 0.10 BC 1- 6 2235 247 0.80 5- 7 2626 271 0.63 6- 7 1651 146 0.64 Web 2- 6 155 348 0.05 3- 6 550 9 0.09 3- 7 917 48 0.16 4- 7 180 517 0.08 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 1 1-03-12 1397 4 03-08 01-12 SPF 531 5 27-03-04 1277 3 03-08 01-10 SPF 531 Max Horiz = -56 / +56 at Joint 1 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [13-08-08] using a 1.00 Full and 0.00 Reduced load factor. 20.0 psf Live load has been reduced for pitch(R2= 1.00) to (20.0 psf) (allowed by the selected code) See Loadcase Report for loading combinations and additional details. Notes Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees. Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints. This truss is not symmetric - proper orientation is critical. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/240 L/999(-0.20) 6- 7 Vert DL L/120 L/905(-0.34) 6- 7 Vert CR L/180 L/571(-0.55) 6- 7 Horz LL 0.75in ( 0.03) @Jt 5 Horz CR 1.25in ( 0.08) @Jt 5 Ohng CR 2L/180 2L/999(-0.00) 1- 1 Ohng CR 2L/180 2L/999(-0.00) 5- 5 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown Web Bracing -- None Plate offsets (X, Y): (None unless indicated below) Jnt7(0,-01-00), Jnt1(06-12,01-06) HOLD - 122 N Bewley St9/24/2024 EngDrwg: 2021r5RGT_PS 08401 - 08401 Qty: 1 Truss: A Customer: Walk-in Truss Mfr. Contact: Charlie Shepard SID:0002410430 TID:203630 Date:09 / 07 / 23 Page:1 of 1 NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate. Component Solutions Truss Studio V 2023.7.0.65 3x6 1.5x3 4x6 1.5x3 3x6 3x4 =5x6 = 10 - 1 4 10 - 1 4 3-15 3-15 4- 1 0 - 1 2 5- 2 - 2 1 7-3-2 7-3-2 2 6-5-6 13-8-8 3 6-5-6 20-1-14 4 7-3-2 27-5-0 5 1 9-0-0 9-0-0 6 9-5-1 18-5-0 7 9-0-0 27-5-0 5 27-5-0 4/12 -4/12 Truss Weight = 102.9 lb Code/Design: CBC-2022/TPI-2014 PSF Live Dead Dur Factors TC 20.0 16.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 N/A Total 46.0 Plt 1.25 1.60 N/A Spacing: 2-00-00 o.c. Plies: 1 Repetitive Member Increase: Yes Green Lumber: No Wet Service: No Fab Tolerance: 20% Creep (Kcr) = 2.0 OH Soffit Load: 2.0 psf -----------Snow Load Specs---------- ASCE7-16 Ground Snow(Pg) = N/A Risk Cat: II Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: No Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 120 mph Risk Cat: II Exposure Cat: C Bldg Dims: L = 0.0 ft B = 0.0 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 9.6 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 3-00-00 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL #1B BC 2x4 DFL #1B Webs 2x4 DFL #2 Member Forces Summary Max CSI in TC PANEL 1 - 2 0.62 Max CSI in BC PANEL 1 - 6 0.65 Max CSI in Web 6 - 3 0.16 ...Mem... Ten Comp .CSI. TC OH- 1 47 0 0.10 1- 2 387 3000 0.62 2- 3 367 2686 0.58 3- 4 367 2686 0.58 4- 5 387 3000 0.62 5-OH 47 0 0.10 BC 1- 6 2787 308 0.65 5- 7 2787 292 0.65 6- 7 1819 163 0.59 Web 2- 6 182 526 0.08 3- 6 901 48 0.16 3- 7 901 48 0.16 4- 7 182 527 0.08 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 1 01-12 1337 3 03-08 01-11 SPF 531 5 27-03-04 1337 3 03-08 01-11 SPF 531 Max Horiz = -56 / +56 at Joint 1 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [13-08-08] using a 1.00 Full and 0.00 Reduced load factor. 20.0 psf Live load has been reduced for pitch(R2= 1.00) to (20.0 psf) (allowed by the selected code) See Loadcase Report for loading combinations and additional details. Notes Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees. Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints. This truss is not symmetric - proper orientation is critical. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/240 L/999(-0.15) 6- 7 Vert DL L/120 L/999(-0.26) 6- 7 Vert CR L/180 L/793(-0.41) 6- 7 Horz LL 0.75in ( 0.04) @Jt 5 Horz CR 1.25in ( 0.09) @Jt 5 Ohng CR 2L/180 2L/999(-0.00) 1- 1 Ohng CR 2L/180 2L/999(-0.00) 5- 5 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown Web Bracing -- None Plate offsets (X, Y): (None unless indicated below) Jnt7(0,-01-00) HOLD - 122 N Bewley St9/24/2024 Component Solutions™ NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawin g indicates acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the ”Important Information & General Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762 . All connector plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gaug e plate, or "S# 18", which indicates a high tension 18 gauge plate. Simpson Strong-Tie CompanyThis detail is to be used only for the application and conditions indicated herein, and its suitability for any particular truss/project shall be verified (by others). This detail is not intended to supersede any projectspecific details provided in the Construction Documents. Truss configurations shown are for illustration only. Refer to the truss design drawing(s) accompanyingthis detail for specific truss design information. Simpson StrongTie Inc. is not responsible for any deviations from this design. Date:Rev:Pg. 1 of 1 INDIVIDUAL WEB REINFORCEMENT DETAIL D-WEBREINFORCE 06/11/2014 A NOTES: 1. This detail provides web reinforcement options that may be used as an alternative to continuous lateral restraint (CLR) when installing CLRs in combination with diagonal bracing is not practical or desired. 2. Refer to the truss design drawing for web lateral restraint requirements. A on the truss design drawing indicates that continuous lateral restraint is required at the locations shown (either at the midpoint or 1/3-points of the web member). Refer to the tables below for acceptable web reinforcement options that may be used in place of one or two rows of CLR. 3. This detail may not be used to substitute CLRs for T-, L-, I- or scab reinforcements that are specified on the truss design drawing. 4. T-, L-, I- and scab web reinforcements must be the same or better species and grade of the web member as indicated on the truss design drawing. 5. All reinforcements must extend to within 6'' of each end of the web member. 6. This detail does not apply to single-ply webs that exceed 14' in length. T- Reinforcement (I-Reinforcement similar) Add member to both edges for I-Reinforcement Web Member (Typ.) L- Reinforcement Scab Reinforcement 1 Row of CLR @ Web Mid-point 2 Rows of CLRs @ Web 1/3 points Nail Dimension 16d = 3.5" x 0.131" 10d = 3" x 0.120" 2x4 T-L-Scab I- Reinforcement-to-Web Connection Requirements Web Member Size WEB REINFORCEMENT OPTIONS FOR SINGLE-PLY TRUSSES 1 Specified Web Member Lateral Restraint (CLRs) Acceptable Web Reinforcement Substitutions - Type & Size 1 Row @ Mid-point 2 Row @ 1/3-points 2x4 2x4 2x4 2x4 --- 2x6 2x6 2x6 2x6 --- 2x8 2x8 2x8 2x8 ---16d gun nails @ 6" on-center 2x6 2x8 No substitutions allowed 2-2x4 2-2x6 2-2x8 2x4 T-L-Scab I- Reinforcement-to-Web Connection Requirements Web Member Size WEB REINFORCEMENT OPTIONS FOR 2-PLY TRUSSES 2 Specified Web Member Lateral Restraint (CLRs) Acceptable Web Reinforcement Substitutions - Type & Size 1 Row @ Mid-point 2 Row @ 1/3-points 2x4 2x4 2x4 --- 2x6 2x6 2x6 --- 2x8 2x8 2x8 ---16d gun nails @ 6" on-center 2x6 2x8 No substitutions allowed 2-2x4 2-2x6 2-2x8 --- --- --- 1. The maximum allowable web length for single-ply trusses is 14'. 2. For 2-ply trusses, the reinforcement must be nailed to both plies of the web with the nailing pattern specified in the table. 3. For the scab reinforcement, 2 rows of 10d gun nails @ 6" o.c may be used in place of 16d gun nails for attaching the reinforcement to the web. 4. For I-reinforcement, attach each 2x_member to opposite edges of the web using the nailing pattern specified in the table. HOLD - 122 N Bewley St9/24/2024 Component Solutions™ NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawin g indicates acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the ”Important Information & General Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762 . All connector plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gaug e plate, or "S# 18", which indicates a high tension 18 gauge plate. Simpson Strong-Tie CompanyThis detail is to be used only for the application and conditions indicated herein, and its suitability for any particular truss/project shall be verified (by others). This detail is not intended to supersede any projectspecific details provided in the Construction Documents. Truss configurations shown are for illustration only. Refer to the truss design drawing(s) accompanyingthis detail for specific truss design information. Simpson StrongTie Inc. is not responsible for any deviations from this design. Date:Rev:Pg. 1 of 1 LATERAL RESTRAINT & DIAGONAL BRACING DETAILS FOR WEB MEMBERS 05/24/2021 A WEB MEMBERS WITH LATERAL RESTRAINT 2 rows of CLR @ 1/3-points 1 row of CLR @ mid-points Note: Not all truss members shown for clarity. Overlap ends of CLRs at least one truss spacing or use splice detail (see Detail 1) Section A-A Detail 1 - CLR Splice Min. 2'-long 2x_ scab block centered over the CLR splice and web. Attach to CLR with min. 8-10d nails on each side of splice. Web CLR splice CLR Detail 3 - Diagonal Bracing for 2 Rows of CLRs For webs with 2 rows of CLRs, diagonal bracing shall be installed using Option 3A or 3B. Attach diagonal braces to each truss with min. 2-10d nails. Option 3A Option 3B < 450 < 450 Detail 2 - Diagonal Bracing for 1 Row of CLRs For webs with one row of CLRs, diagonal bracing shall be installed using Option 2A or 2B. Attach diagonal braces to each truss with min. 2-10d nails. Option 2A Option 2B <450 <450 D-WEBCLRBRACE This detail provides information for laterally restraining and bracing web members to prevent lateral buckling using continuous lateral restraints (CLRs) in combination with diagonal bracing. In addition to the CLRs indicated on the truss design drawing, diagonal bracing must be installed as indicated in this detail and BSCI-B3. See WEBREINFORCE for web reinforcement options that may be used as an alternative to this detail when installing CLRs and diagonal bracing is not practical or desired. Properly attached full-length sheathing satisfies (may replace) any bracing requirements specified for end vertical webs. Refer to the Construction Documents for additional Min. 2x4x12' CLRs installed on web members where indicated on the truss design drawing. Attach CLRs to each web with min. 2-10d nails < 20' between diagonal braces Install 2x4 diagonal bracing at each end and at every 20' along the length of the CLRs. See Diagonal Bracing Details 2 & 3. DETAIL LIMITATIONS: 1. Restraint and Bracing Material min. 2x4 stress graded lumber. 2. This detail does not address permanent building stability bracing to resist lateral forces acting on the building. 3. This detail shall not supersede any project-specific truss member permanent bracing design for the roof framing structural system. Nail Dimensions: 10d = 3" x 0.128" 4. This detail is not applicable for trusses with spacing greater than 2' o.c. bracing requirements. For trusses with spacing greater than 2' o.c., refer to BCSI-B10. HOLD - 122 N Bewley St9/24/2024 ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright © 2022 ICC Evaluation Service, LLC. All rights reserved. Page 1 of 8 www.icc-es.org | (800) 423-6587 | (562) 699-0543 A Subsidiary of the International Code Council ® ICC-ES Evaluation Report Reissued January 2022 ESR-2762 This report is subject to renewal January 2023. DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 53—Shop-Fabricated Wood Trusses REPORT HOLDER: SIMPSON STRONG-TIE COMPANY INC. EVALUATION SUBJECT: SIMPSON STRONG-TIE® METAL CONNECTOR PLATES AND HINGE PLATE CONNECTORS FOR WOOD TRUSSES 1.0 EVALUATION SCOPE Compliance with the following codes: 2021, 2018, 2015, 2012, and 2009 International Building Code® (IBC) 2021, 2018, 2015, 2012, and 2009 International Residential Code® (IRC) For evaluation for compliance with codes adopted by the Los Angeles Department of Building and Safety (LADBS), see ESR-2762 LABC and LARC Supplement. Property evaluated: Structural 2.0 USES Simpson Strong-Tie® metal connector plates (AS 20, AS 20HS, AS 18, AS 18S, AS 18S6 and AS 18S5) are used as joint connectors for metal-plate-connected wood roof and floor trusses. Simpson Strong-Tie® hinge plate connectors (ASHP) are used as joint connectors for end- to-end sheathed truss chord members in prefabricated wood trusses complying with IBC Section 2303.4 and IRC Sections R502.11 and R802.10. 3.0 DESCRIPTION 3.1 AS 20: Simpson Strong-Tie AS 20 metal connector plates are staggered-tooth metal plates manufactured from minimum No. 20 gage [0.0356 inch (0.904 mm) total thickness] steel complying with ASTM A653, SS Grade 40 with a minimum G60 galvanization coating [0.0005 inch on each side (0.013 mm)] and having a base-metal thickness of 0.0346 inch (0.879 mm). Each plate has eight teeth per square inch, and each tooth is 0.375 inch (9.5 mm) long. The teeth are punched in pairs and formed at right angles to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on center, and the pairs are spaced 0.25 inch (6.35 mm) on center along the width of the plate. Alternating rows of teeth are staggered 0.125 inch (3.18 mm) from adjacent rows. See Figure 1. 3.2 AS 20HS: Simpson Strong-Tie AS 20HS metal connector plates are staggered-tooth metal plates manufactured from minimum No. 20 gage [0.0345 inch (0.876 mm) total thickness] steel complying with ASTM A653, HSLAS Grade 60 with a minimum G60 galvanization coating [0.0005 inch (0.013 mm)] and having a minimum base- metal thickness of 0.0335 inch (0.851 mm). Each plate has six teeth per square inch, and each tooth is 0.375 inch (9.5 mm) long. The teeth are punched in pairs and formed at right angles to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on center, and the pairs are spaced 0.25 inch (6.35 mm) on center and grouped in sets of three with every fourth row removed along the width of the plate. Alternating rows of teeth are staggered 0.125 inch (3.18 mm) from adjacent rows. See Figure 5. 3.3 AS 18: Simpson Strong-Tie AS 18 metal connector plates are staggered-tooth metal plates manufactured from minimum No. 18 gage [0.0466 inch (1.184 mm) total thickness] steel complying with ASTM A653, HSLAS Grade 60 with a minimum G60 galvanization coating [0.0005 inch on each side (0.013 mm)] and having a base-metal thickness of 0.0456 inch (1.158 mm). Each plate has eight teeth per square inch, and each tooth is 0.375 inch (9.5 mm) long. The teeth are punched in pairs and formed at right angles to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on center, and the pairs are spaced 0.25 inch (6.35 mm) on center along the width of the plate. Alternating rows of teeth are staggered 0.125 inch (3.18 mm) from adjacent rows. See Figure 2. 3.4 AS 18S: Simpson Strong-Tie AS 18S metal connector plates are staggered-tooth metal plates manufactured from HOLD - 122 N Bewley St9/24/2024 ESR-2762 | Most Widely Accepted and Trusted Page 2 of 8 minimum No. 18 gage [0.0466 inch (1.184 mm) total thickness] steel complying with ASTM A653 HSLAS Grade 60 with a minimum G90 galvanized coating [0.00076 inch (0.019 mm) on each side] and having a base-metal thickness of 0.0456 inch (1.158 mm). Each tooth is 0.375 inch (9.5 mm) long. The teeth are punched in pairs and formed at right angles to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on center. 3.4.1 AS 18S6: Each plate has six teeth per square inch. The punched slots are spaced a minimum of 0.25 inch apart and are grouped in sets of three and four as shown in Figure 3. 3.4.2 AS 18S5: Each plate has five teeth per square inch. The punched slots are spaced a minimum of 0.25 inch apart and are grouped in sets of two and three as shown in Figure 4. 3.5 ASHP: Simpson Strong-Tie ASHP Hinge Plate Connectors are manufactured from minimum No. 18 gage [0.0460 inch (1.168 mm) total thickness] steel complying with ASTM A653, SS Grade 40 with a minimum G90 galvanized coating [0.00076 inch (0.019 mm) on each side] and having a minimum base-metal thickness of 0.0445 inch (1.130 mm). The Hinge Plate Connector consists of two 23/8” x 53/8” (60 mm by 137 mm) plates overlapping by approximately 23/8” (60 mm). Each plate of the connector is comprised of approximately 2.0” x 3.0” (51 mm x 76 mm) area of teeth that are 0.375 inch (9.5 mm) long. The teeth are punched in pairs and formed at right angles to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is approximately 1 inch (25.4 mm) on center, and the pairs are spaced 0.25 inch (6.35 mm) on center along the length of the plate. Alternating rows of teeth are staggered 0.125 inch (3.18 mm) from adjacent rows. See Figure 6. 4.0 DESIGN AND INSTALLATION 4.1 General: The design, manufacture and installation of wood trusses employing the metal connector plates and hinge plate connectors must comply with IBC Section 2303.4 and IRC Section R502.11 or R802.10, as applicable. All truss plates are pressed into the wood for the full depth of their teeth by hydraulic-platen embedment presses, multiple roller presses that use partial embedment followed by full-embedment rollers, or combinations of partial embedment roller presses and hydraulic-platen embedment presses that feed trusses into a stationary finish roller press. Trusses must be assembled within the tolerances provided by the Truss Plate Institute (TPI) Quality Criteria for the Manufacture of Metal Plate Connected Wood Trusses, shown as Chapter 3 in ANSI/TPI 1, National Design Standard for Metal Plate Connected Wood Truss Construction. 4.2 ASHP Hinge Plate Connectors must be installed in pairs in the 180-degree position on opposite faces of truss chord members, which must be composed of sawn wood lumber with a minimum specific gravity of 0.42. The maximum allowable gap between the ends of the connected wood members at the ASHP hinge plate connector must be 1 inch (25.4 mm). 4.3 Design Values: 4.3.1 AS20, AS 20HS, AS 18, AS 18S, AS 18S6 and AS 18S5: Allowable design values for Simpson Strong- Tie AS 20, AS 20HS, AS 18, AS 18S, AS 18S6 and AS 18S5 metal connector plates to be used in the design of metal-plate-connected wood roof and floor trusses are shown in Tables 1 and 2 of this report. Allowable design values are applicable when the connection is made with identical plates on opposite sides of the joint. 4.3.2 ASHP: Allowable design values for Simpson Strong-Tie metal ASHP Hinge Plate Connectors are shown in Table 3. Imposed forces at the joint and internal stresses within the truss containing the joint must be determined using a structural model with a pin at the hinge joint location. The design load of the ASHP connector, due to combined shear and axial loads, must not exceed the Hankinson formula as follows: Fѳ ≤ Pѳ where, ѳ = (Fa v . ѳ = (Pa v a x (sin Ѳ)v x (cos Ѳ) . a v a v Ѳ ѳ and the length of the plate 5.0 CONDITIONS OF USE The Simpson Strong-Tie metal connector plates and hinge plate connectors for wood trusses described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 This evaluation report and the manufacturer’s published installation instructions, when required by the code official, must be submitted at the time of permit application. 5.2 Installation must comply with this report, the manufacturer’s published installation instructions, and the applicable code. In the event of a conflict between the manufacturer’s published installation instructions and this report, this report governs. 5.3 Each application for a building permit, where these metal connector plates and hinge plate connectors are to be used, must be accompanied by calculations, details and other documentation showing that the design, manufacture and proposed installation conforms with the requirements of the applicable code. Design and calculations must be prepared and sealed by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. 5.4 This report establishes allowable design values only. For items not covered by this report, such as truss design, fabrication, quality assurance and inspection, refer to ANSI/TPI 1, engineering drawings and the applicable code. 5.5 The applied design values used in the design of trusses using Simpson Strong-Tie metal connector plates, must not exceed the allowable lateral resistance, tension and shear values listed in Tables 1 and 2 of this report. Load combination HOLD - 122 N Bewley St9/24/2024 ESR-2762 | Most Widely Accepted and Trusted Page 3 of 8 reductions must be in accordance with the applicable code. 5.6 All lumber used in the fabrication of trusses using Simpson Strong-Tie metal connector plates and hinge plate connectors must be graded in compliance with the applicable building code, and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSI/TPI 1 Section 6.4.6 must be applied to the table values when the lumber moisture content exceeds 19 percent. Allowable values shown in the tables of this report are not applicable to metal connector plates embedded in either fire-retardant- treated lumber or preservative-treated lumber. 5.7 Metal connector plates and hinge plate connectors must be installed in pairs, on opposite faces of truss members. 5.8 Galvanized G60 and G90 metal connector plates and hinge plate connectors subject to corrosive environments must be protected in accordance with ANSI/TPI 1 Section 6.5. 5.9 Design of diaphragms is beyond the scope of this evaluation report. 5.10 Conditions of Use for ASHP Hinge Plate Connectors Only: 5.10.1 The applied design values used in the design of trusses using Simpson Strong-Tie ASHP hinge plate connectors must not exceed the values listed in Table 3 of this report. Load combination must be in accordance with the applicable code. No adjustments for duration of load are permitted. 5.10.2 The final installation of the ASHP hinge plate connectors is limited to the applications of the connector plates installed in pairs to truss chord members, where the plates are oriented in the 180-degree position in the final installation of the trusses. The ASHP hinge plate connector must be installed with a maximum 1-inch gap (25.4 mm) between the truss chord members. Installation in other configurations is beyond the scope of this report. 5.10.3 Use of Hinge Plate Connectors is limited to prefabricated trusses. Field installation is prohibited. Compliance with the IBC Section 2303.4 or the IRC Sections R502.11 and R802.10, as applicable, is required. 5.10.4 Allowable compression design value in Table 3 is valid for applications where lateral translation across the joint is prevented by the installation of a single piece of sheathing continuous across the joint and connected to each chord member at the joint by a nail penetrating through the sheathing and into the chord section at a location no more than 3 inches from the chord end at the hinged joint, or by other special measures specified by the building designer and acceptable to the code official. In all applications, the building designer shall not rely upon the ASHP hinge plate connector for transfer of any loads in the direction perpendicular to the plane of the truss, such as for design of load transfer at joints of unblocked diaphragms. 5.10.5 Materials and general design considerations shall be in accordance with Chapter 6 of ANSI/TPI 1, truss member design procedures shall be in accordance with Chapter 7 of ANSI/TPI 1, and metal connector plate joint design shall be in accordance with Chapter 8 of ANSI/TPI 1. 5.10.6 Due to the rotation provided at the joint of the ASHP hinge plate connectors, the truss design must be modeled with a pin at the hinge joint location. In the final installed condition, shear loads must be applied within the plane of the hinge plate, at a 90-degree angle to the long axis. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the National Design Standard for Metal-plate-connected Wood Truss Construction, ANSI/TPI 1-2002, 2007 and 2014. 6.2 Data in accordance with the ICC-ES Acceptance Criteria for Metal Hinge Plate Connectors for Wood Trusses (AC283), dated November 2015 (editorially revised January 2021). 6.3 Quality documentation in accordance with the ICC- ES Acceptance Criteria for Quality Documentation (AC10). 7.0 IDENTIFICATION 7.1 Each Simpson Strong-Tie metal truss connector plate is identified by the product stamp embossed into the surface of the plate as shown in the table below. Additionally, boxes containing the Simpson Strong-Tie metal connector plates are identified with the name of the manufacturer (Simpson Strong-Tie), the product name as shown in the table below and the evaluation report number (ESR-2762). Model Product Name1 Product Stamp2 AS 20 AS(size) AS≠20 AS 20 AS90(size) AS≠20G AS 20HS AS60(size)HS AS≠20HS AS 20HS AS90(size)HS AS≠20HSG AS 18 AS18(size) AS≠18HS AS 18 AS9018(size) AS≠18HSG AS 18 AS902018(size) AS≠18HSG AS 18 AS2018(size) AS≠18HS AS 18S5 AS9018(size)S5 AS≠18S AS 18S5 AS902018(size)S5 AS≠18S AS 18S6 AS9018(size)S6 AS≠18S AS 18S6 AS902018(size)S6 AS≠18S ASHP n/a ASHP Note 1: Some models include a suffix to indicate a packaging type. Note 2: “G” and “HS” notation designates a G90 coating and high strength steel, respectively. 7.2 The report holder’s contact information is the following: SIMPSON STRONG-TIE COMPANY INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 (800) 999-5099 www.strongtie.com HOLD - 122 N Bewley St9/24/2024 ESR-2762 | Most Widely Accepted and Trusted Page 4 of 8 TABLE 1—ALLOWABLE WIDE FACE LATERAL RESISTANCE DESIGN VALUES OF METAL CONNECTOR PLATES1, 2, 3 (lb/in.²/PLATE) PLATE LUMBER SPECIES SG4 AA EA AE EE AS 20 & AS 18 AS 20HS AS 18S6 AS 18S5 For SI: 1lb/in.² = 6.9 kPa. 1Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates of equal size must be installed on opposite sides of the joint with the teeth oriented in the same direction. 2AA = Plate parallel to load, wood grain parallel to load. EA = Plate perpendicular to load, wood grain parallel to load. AE = Plate parallel to load, wood grain perpendicular to load. EE = Plate perpendicular to load, wood grain perpendicular to load. ³All truss plates are pressed into the wood for the full depth of their teeth by hydraulic-platen embedment presses, multiple roller presses that use partial embedment followed by full-embedment rollers, or combinations of partial embedment roller presses and hydraulic-platen presses that feed trusses into a stationary finish roller press. 4Specific gravity. TABLE 2—ALLOWABLE TENSION AND SHEAR DESIGN VALUES OF METAL CONNECTOR PLATES¹ PROPERTY FORCE DIRECTION Efficiency inch/Pair of Efficiency inch/Pair of Efficiency inch/Pair of Efficiency inch/Pair of Connector Efficiency inch/Pair of Connector Tension Values in Accordance with Section 5.4.4.2 of TPI 1 (Minimum Net Section over the Joint) Tension @ 0º 0.51 901 0.60 1484 0.50 1728 0.61 2108 0.65 2246 Tension @ 90º 0.51 901 0.42 1026 0.50 1728 0.50 1728 0.50 1728 Shear Values Shear at 0º 0.57 671 0.44 654 0.58 1336 0.58 1336 0.58 1336 Shear at 30º 0.72 848 0.64 949 0.66 1521 0.66 1521 0.66 1521 Shear at 60º 0.82 966 0.72 1064 0.75 1728 0.75 1728 0.75 1728 Shear at 90º 0.46 542 0.37 546 0.50 1152 0.50 1152 0.50 1152 Shear at 120º 0.50 589 0.38 559 0.46 1060 0.46 1060 0.46 1060 Shear at 150º 0.57 671 0.31 455 0.52 1198 0.52 1198 0.52 1198 For SI: 1 lbf/inch = 0.175 n/mm, 1 inch = 25.4 mm. ¹Minimum coated thickness for 20 gage is 0.0356 inch (0.904 mm) and for 18 gage is 0.0466 inch (1.184 mm). Minimum coating thickness for G60 is 0.0010 inch (0.025 mm), total, for both sides in accordance with Section 6.3.4.1.3 of ANSI/TPI 1 2007 and 2014. HOLD - 122 N Bewley St9/24/2024 ESR-2762 | Most Widely Accepted and Trusted Page 5 of 8 FIGURE 1—AS 20 CONNECTOR PLATE (DIMENSION IN INCHES) (DIMENSION IN INCHES) FIGURE 2 AS 18 CONNECTOR PLATE (DIMENSION IN INCHES) — (DIMENSION IN INCHES) HOLD - 122 N Bewley St9/24/2024 ESR-2762 | Most Widely Accepted and Trusted Page 6 of 8 FIGURE 5—AS 20HS CONNECTOR PLATE (DIMENSION IN INCHES) TABLE 3—HINGE PLATE CONNECTOR ALLOWABLE LOADS Shear (PV) 683 Tension (PT) 1083 Compression (PC) 1083 For SI: 1 lbf/inch = 0.175 n/mm, 1 inch = 25.4 mm. ¹Allowable design values are for metal hinge plates installed in pairs. 2Design values were determined using SPF lumber. FIGURE 6—ASHP HINGE PLATE CONNECTOR (DIMENSION IN INCHES) HOLD - 122 N Bewley St9/24/2024 ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright © 2022 ICC Evaluation Service, LLC. All rights reserved. Page 7 of 8 ICC-ES Evaluation Report ESR-2762 LABC and LARC Supplement Reissued January 2022 This report is subject to renewal January 2023. www.icc-es.org | (800) 423-6587 | (562) 699-0543 A Subsidiary of the International Code Council ® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 53—Shop-Fabricated Wood Trusses REPORT HOLDER: SIMPSON STRONG-TIE COMPANY INC. EVALUATION SUBJECT: SIMPSON STRONG-TIE® METAL CONNECTOR PLATES AND HINGE PLATE CONNECTORS FOR WOOD TRUSSES 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that Simpson Strong-Tie® metal connector plates and hinge plate connectors for wood trusses, described in ICC-ES evaluation report ESR-2762, have also been evaluated for compliance with the codes noted below as adopted by the Los Angeles Department of Building and Safety (LADBS). Applicable code editions:  2020 City of Los Angeles Building Code (LABC)  2020 City of Los Angeles Residential Code (LARC) 2.0 CONCLUSIONS The Simpson Strong-Tie® metal connector plates and hinge plate connectors for wood trusses, described in Sections 2.0 through 7.0 of the evaluation report ESR-2762, comply with LABC Chapter 23, and LARC, and are subject to the conditions of use described in this supplement. 3.0 CONDITIONS OF USE The Simpson Strong-Tie® metal connector plates and hinge plate connectors for wood trusses described in this evaluation report supplement must comply with all of the following conditions: • All applicable sections in the evaluation report ESR-2762. • The design, installation, conditions of use and identification are in accordance with the 2018 International Building Code® (2018 IBC) provisions noted in the evaluation report ESR-2762. • The design, installation and inspection are in accordance with additional requirements of LABC Chapters 16 and 17, and LARC Section R802, as applicable. • The design, manufacture, and installation of trusses employing the truss metal connector plates and hinge plate connectors must comply with applicable LABC and ANSI/TPI 1 provisions, such as TPI 1 Chapter 8 provisions for heel joints and provisions for loads applied at an angle with respect to lumber grain. • Teeth of metal connector plates and hinge plate connectors within 1/2-inch of the ends of truss wood members must be considered ineffective to carry any load. • Under the LARC, an engineered design in accordance with the LARC section R301.1.3 must be submitted. This evaluation report supplement expires concurrently with the evaluation report ESR-2762, reissued January 2022. HOLD - 122 N Bewley St9/24/2024 ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright © 2022 ICC Evaluation Service, LLC. All rights reserved. Page 8 of 8 ICC-ES Evaluation Report ESR-2762 FBC Supplement Reissued January 2022 This report is subject to renewal January 2023. www.icc-es.org | (800) 423-6587 | (562) 699-0543 A Subsidiary of the International Code Council ® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 53—Shop-Fabricated Wood Trusses REPORT HOLDER: SIMPSON STRONG-TIE COMPANY INC. EVALUATION SUBJECT: SIMPSON STRONG-TIE® METAL CONNECTOR PLATES AND HINGE PLATE CONNECTORS FOR WOOD TRUSSES 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that Simpson Strong-Tie® Metal Connector Plates and Hinge Plate Connectors for Wood Trusses, described in ICC-ES evaluation report ESR-2762, have also been evaluated for compliance with the codes noted below. Applicable code editions:  2020 Florida Building Code—Building  2020 Florida Building Code—Residential 2.0 CONCLUSIONS The Simpson Strong-Tie® Metal Connector Plates and Hinge Plate Connectors for Wood Trusses, described in Sections 2.0 through 7.0 of ICC-ES evaluation report ESR-2762, comply with the Florida Building Code—Building and the Florida Building Code—Residential, provided the design is in accordance with the Florida Building Code—Building or the Florida Building Code—Residential, as applicable. The installation requirements noted in ICC-ES evaluation report ESR-2762 for the 2018 International Building Code® meet the requirements of the Florida Building Code—Building or Florida Building Code— Residential, as applicable. Use of the Simpson Strong-Tie® Metal Connector Plates and Hinge Plate Connectors for Wood Trusses has also been found to be in compliance with the High-Velocity Hurricane Zone provisions of the Florida Building Code—Building and the Florida Building Code—Residential with the following condition: • For connections subject to uplift, the connection must be designed for no less than 700 pounds (3114 N). For products falling under Florida Rule 61G20-3, verification that the report holder’s quality assurance program is audited by a quality assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (or the code official when the report holder does not possess an approval by the Commission). This evaluation report supplement expires concurrently with the evaluation report ESR-2762, reissued January 2022. HOLD - 122 N Bewley St9/24/2024