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1995 S Standard Ave- Bays - Plan
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Arias BLDG - CSG PUBLIC WORKS - Y. Soto EXPIRES 12-31-2025 Digitally signed by Sal Fateen Date: 2024.12.10 11:31:41-08'00'SHEET 2 EXPIRES 12-31-2025SHEET 2.1 PUMP ROOM CL FIRE HYDRANT OFFICES CO M P U T E R S T A T I O N S RA M P TR A S H B I N S GA S T A N K EL E C T R I C R O O M 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 32313029282726252423222120191817161514131211109 8 7 6 5 4 3 2 1 LEGEND FIRE EXTINGUISHER MAIN ENTRANCE EXIT EXIT EXIT EXIT EXIT EXIT EXIT EXIT EXIT EXIT EVACUATION SITE MAP EMERGENCY EVACUATION PLAN 03.SH.PLT.715 EX I T EXIT EXIT EXIT 4'-1012" To RI S E R EX H A U S T S H U T - O F F S W I T C H EX I T EXIT AUTOMATIC SPILL BARRIER 10'-0" 10'-0"EXIT (N) H-3 ROOM 12,706 SQ.FT DRAIN PIPE RA M P EXIT EXIT EX I TVESTIBULE BREAK ROOM EXIT OFFICE #2 JANITOR OFFICE #1 GENERAL OFFICE CONFERENCE ROOM MOTHER'S ROOM (E) IT/STORAGE ROOM WOMENS RESTROOM MENS RESTROOM EXIT EXIT 6" T o p O p e n i n g 2" N P S F i l l O p e n i n g EXIT 49 48 47 46 45 44 43 42 41 40 EXIT EXIT 14'-1012" 10'-412" 10'-6"10'-6"10'-1" 13'-2"10'-1112"10'-6" 10'-6"10'-10110'-6" 10'-6" 10'-4" 11'-6" 11'-3" 10'-4" 10'-6" 10'-2" 11'-3" 10'-11"10'-2"2"10'-0" 10'-0"13'-10" 10 ' - 1 " 35'-3" 8'-2" 768'-812" 28 9 ' - 7 " 1018'-1" EX T E N D E D A E R O S O L C A G E 11 ' - 3 " 39 38 37 36 35 34 33 32 31 30 29 28 12 6 ' - 7 " 86 ' - 4 " 16'-1" 49 48 51 50 45 44 43D 42 41D 40 39D 38 37 36 33 32 31 30 29 28 27 26 27D 26 25D 24 47D 46 79D 78 77 76 75D 74 73D 72 71D 70 69D 68 67 66 63D 62 61D 60 59D 58 57D 35D 34 81 80 EXIT EX I S T I N G A E R O S O L C A G E 26'-4" 64 ' - 9 " 40'-4" x x x x x x x x 12'-9" EL E C T R I C A L PA N E L S 30 ' - 1 1 " 24'-7" RE T U R N S INTERNATIONAL STAGING AREA 20'-3" 43 ' - 8 " RE W O R K STRETCH WRAPPER 16 ' - 0 " 10'-6" 11'-2" 249'-7" 23 0 ' - 7 " PO W E R S U P P L Y - 2 3 0 V A C / 3 P H / 6 0 H Z 1 5 A ALL E N B R A D L E Y S L C 5 / 0 3 P L C W I T H M O D E M 30" R H C A R R I A G E & 2 0 0 % P R E S T R E T C H MA X W R A P H E I G H T : 8 0 " MA X M A C H I N E H E I G H T : 1 4 0 " CO N V E Y O R S P E E D : 6 0 F P M CO N V E Y O R P A S S H E I G H T : 1 8 " CO N V E Y O R B F R : 5 2 " 30R P M A R M S P E E D TEM P E R A T U R E R A N G E : 3 2 º F - 1 4 0 º F WUL F T E C B L U E & R E D P A I N T RE Q U I R E D A I R S U P P L Y : 2 5 C F M C L E A N D R Y A I R @ 8 0 P S I PO P U P U N I T FLOW FLOW 3120 IN 2 PR O C E S S IN 1 OU T 1 OU T 2 O U T 3 OU T 4 CO N T R O L PA N E L DO O R OP E N I N G SO 1 0 3 4 0 - 1 _ B E H R _ P A I N T S Wu l f t e c # W C R T 0 2 0 0 - 0 0 1 8 1 WCR T _ S O 1 0 3 4 0 - 1 _ B E H R _ P A I N T S OP T I O N A L 15 ' - 1 3 4" 5'-0" 5'-0"7'-0"7'-0"7'-0"7'-0" 5'-0 " 9'-8" 5'-0" ' 7'-4"5'-0" 6'-6" 8'-6" 5'-0" 5'-0"' 5'-0" ' 5'-0"' 5'-0"' 9'-2" 9'-2" 5'-8" TOR16.5" TOC 18" TOR 18" TOR 18" TOR16.5" TOC 18" RR 4 . 0 DC - P S SR 4 . 0 RR 3 . 0 DC - P S SR 3 . 0 RR 2 . 0 DC - P S SR 2 . 0 RR 1 . 0 DC - P S SR 1 . 0 RR 4 . 1 R1.0A RR 3 . 1 DC-PS RR3.2 RR3.3 RR3.4 RR 2 . 1 RR 1 . 1 DC-PS RR2.2 DC-PS RR1.2 RR2.3RR1.3 RR1.4 RR2.4 R1.1 R1. 2 R1.0CR1.0D R1.0H R1.0E SZ1.2 SZ1.3 SZ 1 . 4 S2.1 DC-PS S2.3 DC-PS SZ1.5 R1.1G PD U 9 0 R1.1I R1 . 1 H SZ1.1 R1.0G SZ1.6 S2 . 2 DC-PS S2.0B S2.0C S2.0DS2.0E DC-PS S2.0AS2.0FS2.0G S2.0H R1.0G 12 ' - 0 1 2" 22'-0" 16 ' - 7 " 10' - 9 " 40 ' - 1 0 1 2" 19 ' - 3 " 15 ' - 4 " 17 ' - 6 " 12 ' - 7 1 2" 10'-0" 10'-4" 10'-3" 10'-0" 10'-0" 10'-3" 10'-0" 10'-3" 19 ' - 3 " 11 ' - 8 " 10 10 10 11'-8" 10'-0" 10'-4" 10'-3" 10'-0" 10'-0" 10'-3" 10'-0" 10'-3" 10'-0" 11'-8"10'-0" 13'-10" 11'-8" 14 12'-3" 4' - 7 " 3' - 0 " 3' - 0 " 90 19 ' - 3 " 24 ' - 4 " 19'-5" 39'-10" AIR COMPRESSED SUPPLY (BY BEHR) ELECTRICAL SUPPLY (BY BEHR) VLS ELECTRICAL SUPPLY (BY BEHR) P V3000SeriesUnitedBarcode Systems MECHANICAL & ELECTRICAL INSTALLATION NOT IN SCOPE OF DROMONT SUPPLY VLS AND LIFT ASSIST EXCLUDED VLS AND LIFT ASSIST EXCLUDED . AIR COMPRESSED SUPPLY AIR COMPRESSED SUPPLY AIR COMPRESSED SUPPLY AIR COMPRESSED SUPPLY AIR COMPRESSED SUPPLY (BY BEHR) VLS ELECTRICAL SUPPLY (BY BEHR) MECHANICAL & ELECTRICAL INSTALLATIONNOT IN SCOPE OF DROMONT SUPPLY 6 lt 10215 lt 10315 lt 10425 lt 10525 lt 10615 lt 10715 lt 10815 lt 1096 lt 11015 lt 11125 lt 11225 lt 101 D1 6 lt 15 lt 15 lt15 lt 25 lt 25 lt 15 lt 15 lt 6 lt 15 lt 25 lt 25 lt D2 201 202 203 204 205 206 207 208 209 210 211 212 2 x12"STUB120 VAC (BY BEHR) +ETHERNET (BY DROMONT) 2 x12"STUB120 VAC (BY BEHR) +ETHERNET (BY DROMONT) 2 x12"STUB120 VAC (BY BEHR) +ETHERNET (BY DROMONT) 16 ' - 0 " 10 F O R K L I F T C H A R G E R S 19 F O R K L I F T C H A R G E R S CC S - 1 2 9 R A C K S CO M P A C T O R 17 ' - 7 " 16' - 6 " 77 11'-3" 19'-6" 11 ' - 5 " 8' - 1 " 9'-9" 14 ' - 1 0 " 10'-11" 47 x x x x 68'-5" 28 ' - 0 " 130'-2" 25 ' - 8 " SCOPE OF WORK EXITEXIT EXIT EXIT EXIT EXIT 36'36'34'-1"28'-4" 103'-3"84'-5" 10 2 ' - 1 " 10 2 ' - 4 " 29'-9" 35'-11" 10 1 ' - 7 " 12 2 ' - 2 " 15 0 ' - 7 " 40'-4" 42'-11" 56 ' - 1 " 31 ' - 1 " OUT OF SCOPE ^, dϯ EXPIRES 12-31-2025 127(6 '(6,*1('3(56(&7,21 2)7+(&%& )D 6V 6(,60,&'(6,*1&$7(*25< ' 6725$*(&$3$&,7< 6(((/(9$7,216 67((/ $670$)256+$3()\ 36,*5$'( $//%2/76 $ 81/(6627+(5:,6(127(' $1&+256 +,/7,.:,.%2/77=,&&(65 3(5,2',&63(&,$/,163(&7,21,65(48,5(''85,1* $1&+25,167$//$7,21 &21&5(7( 7+,&.[36, 02'8/862)68%*5$'(5($&7,21 3&, EXPIRES 12-31-2025 SHEET 4 "$ $ !$ #$ *2 /2 2 2 $2 2 2 2 #02 2 2 2 2 2 "2 .2,2 2 2 *2 /2 2 2)2 &2 2 2 (2 2 2 2 2*2 12!2+2 -2 22 %2'2 $ $ $$ $ $ $ $ $$ $ $ $ $ $ ^, dϱ EXPIRES 12-31-2025 PUMP ROOM RA M P 123456789101112131415161718192021222324252627 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 474849 40414243444546 28293031323334373839 3536 NO PA R K I N G NO PA R K I N G Space Uses / Types Square Footage Parking Ratio Total Parking Stalls Warehouse distribution 293,977 1:1000 294 Total Required 294 PARKING SUMMARY Total Required Total Provided Variance Standard Parking Stalls 294 295 1 Truck parking 49 Accessible Parking Stalls 5 6 1 Van Accessible Parking Stalls 2 3 1 PARKING CALCULATIONS x xxxxxxx KEYNOTES Parking stalls in area indicated will be removed for electrical service upgrade equipment. Refer to electrical drawings. Provide new as required, accessible parking signs, see detail 05/A0.31. Existing accessible parking stall asphalt painted signage, see detail 04/A0.31 Existing "NO PARKING" on the ground within each access aisle. 12" minimum high white letters that are visible to traffic enforcement officials. Lettering to comply with CBC 11B-502.3.3 and 11B-208. Existing 4" Blue Striping Typ. between accessible stalls. Existing truncated domes, see detail 02/A0.31. Provide new truncated domes, see detail 03 & 06/A0.31. Existing corner curb ramp and truncated domes per detail 01/A0.31. Accessible path of travel, contractor to verify slopes comply in the field, refer to Site Plan Notes. Existing parking lot signage, see detail 07/A0.31. Provide parking striping for (10) new stalls, match existing double stripe. See detail 10/A0.31. Provide new as required, precast concrete wheel stops. Wheel stops not less than 6" in height in situations where wheel stops are necessary to prevent encroachment into structures, landscaped or pedestrian areas. Provide Path of Travel signage, see detail 13/A0.31. 01 01 NO PARKING NO PA R K I N G NO PA R K I N G N 02 03 04 05 06 07 08 09 1010 SITE NOTES 1. Accessible routes shall comply with 11B-402. 2. The running slope of walking surfaces shall not be steeper than 1:20. The cross slope of walking surfaces shall not be steeper than 1:48. 3. Clear width for sidewalks and walks shall be 48" minimum. Clear width for aisles shall be 36" minimum if serving elements on only one side, and 44" minimum if serving elements on both sides. 4. All walks with continuous gradients shall have resting areas, 60" in length, at intervals of 400'-0' maximum. The resting area shall be at least as wide as the walk. The slope of the resting area in all directions shall be 1:48 maximum. 5. Parking spaces and access aisles serving them shall comply with section 11B-302. Access aisles shall be at the same level as the parking spaces they serve. Changes in level, slopes exceeding 1:48, and detectable warnings shall not be permitted. 6. Changes in level greater than 1/2" high shall be ramped and shall comply with section 11B-405 or 11B-406. 7. Ramp runs shall have a running slope of not steeper than 1:12. Cross slope of ramp runs shall not be steeper than 1:48. 8. Clear width of a ramp run shall be 48" minimum. Handrails may project into the required clear width of the ramp at each side 3-1/2" maximum at the handrail height. 9. The rise for any ramp run shall be 30" maximum. 10. Ramps shall have landings at the top and the bottom of each ramp run. Landings shall comply with 11B-302. Changes in level, slopes exceeding 1:48, and detectable warnings shall not be permitted. 11. The landing clear width shall be at least as wide as the widest ramp run leading to the landing. Top landings shall be 60" wide minimum. 12. The landing clear length shall be 60" long minimum. Bottom landings shall extend 72" minimum in the direction of ramp run. 13. Ramps that change direction between runs at landings shall have a clear landing 60" minimum by 72" minimum in the direction of travel from the upper ramp run. 0909 02 02 03 03 0203 0203 0203 05 05 06 08 06 06 08 10 05 143'-0"64'-11" 60 ' - 0 " 19 6 ' - 9 " 11 11 1801 1895 1995 04 0428 33 09 09 11 05 05 10 10 10 10 09 10 03 09 09 10 06 10 10 09 03 11 32'-0" 23'-0" min 23'-0" min 23 ' - 0 " mi n 23'-0" min 42 ' - 6 " 04 04 Standard Avenue 07 12 12 12 12 12 13 11A0.31 13 A0.30 Site Plan 1/32" = 1'-0" 4 E x e c u t i v e C i r c l e Suite 100, Irvine, CA 92708 w w w . s y m m e t r y 8 . c o m ©2023 Symmetry 8 Studio SYMMETRY E I G H TS T U D I O Delta Date Issued For- 09/15/23 Plan Check1 07/11/24 Corrections2 08/12/24 Corrections 16000.005 JW Behr 1801 S. Standard Avuenue Santa Ana, CA 92707 2 2 2 2 2 3" M I N . , 1' M A X . 3' - 6 " 3' - 0 ' ' 3" CLR, TYP 1'-6'' MIN 2' - 0 ' ' 6' - 8 " Parking signage. See detail 08 2''x3''alum post, paint color tbd by operations (typ) 6" Ø std. steel galvanized pipe (min. 1/4" wall thickness). primed and painted white. concrete filled smooth grey concrete finish w/1/2'' radius edges locate min 1'' above grade at painting areas Concrete footing. Footing shall be placed in undisturbed natural soil or properly compacted fill. coordinate location of existing utilities to avoid interference with footings Notes: concrete compressive strength (f'm) = 2500 psi #4 ties @9''o.c. (4)#4 vertical REGULATORY SIGN 07Scale: 1'-0" = 1'-0" PARKING SIGNAGE 08Scale: 1'-0" = 1'-0" Lettering on sign must be a minimum of 1" in height Blank spaces shall be filled in with appropriate information as a permanent part of the sign. Note: Signage is to be posted in a conspicuous place at each entrance to off-street parking facilities. 22 " m i n . 80 " m i n . ab o v e f i n i s h e d g r a d e 17" min. 48''clr. m i n . Ramp runs: 1:12 max slope. Flared sides: 1:10 max slope. 02 02 36'' 03 01 CORNER TYPE CURB RAMP 01Scale: 3/8" = 1'-0" 01 02 48'' 48'' c l r . m i n . Truncated domes, see detail 03. Blended transitions. 01 04 04 4'-0" m i n planting or other non-walking surface 4'-0 " m i n tapered curb at top of the ramp tapered curb at top of the ramp truncated domes. See detail 03 top landing @2% max. slope in each direction 02 01 01 02 8.33 % max. (1/12) 2 % max. 3'-0 0 ' ' T Y P . RAMP DETAIL 02Scale: 3/8" = 1'-0" 12"x12" yellow ADA-2, precast truncated dome tile paver by Wausau tile, set in thinset and factory sealed. See detail 06. Butt joint. 1" Mortar setting bed. New concrete slab W/ #4 X 9" LONG steel dowels X 8" @ 24" O.C. - epoxy set dowel 3" min. into existing concrete slab. 1" Mortar setting bed. Crushed misc. base < 3/4 Existing concrete paving Scale: 1" = 1'-0"TRUNCATED DOME PAVER 03 Paint background blue (ennis hi-permormance blue w/b traffic 6006 05) w/ no white border Paint symbol white (ennis hi-performance white w/b traffic reflective 8010-20MAX-R/WH/02) 4" white paint to match existing standard color on site 4" blue paint (ennis hi-performance blue w/b traffic 6006/05) standard at h/c stalls Align bottom edge of symbol with bottom edge of stall Notes: Where accessible stall adjoins a standard stall, the striping adjacent to the accessible stall is to be painted blue, and the striping adjacent to the standard stall is to be painted to match the parking lot standard color. 3' - 0 " 3'-0" 2" ty p PARKING SIGNAGE 04Scale: 1" = 1'-0" Minimum Fine $250 Reserved Parking Minimum Fine $250 Van Accessible Minimum Fine $250 Minimum Fine $250 Reserved Parking Van Accessible Symbol and copy to be 3m high performance white vinyl. Face of panel only to be 3m reflective blue vinyl no. 250-275 vinyk to be held 1/8'' in from edge on all sides panel. Text size, color, font and verbiage to match exist on site and have a non-glare finish Edges and back of panel to be painted to match post and have a non-glare finish.3' - 0 0 ' ' 5' - 0 0 ' ' 1'-00'' SQ Eq . Eq . A B 1/4 '' thk.alum. panel attached to post without visible fasteners 2''x3''alum post, paint color tbd by operations (typ) smooth grey concrete finish w/1/2'' radius edges locate min 1'' above grade at painting areas 1'-0'' sq. concrete footing (typ.) 3' - 0 0 ' ' Eq . Eq . 1' - 3 1 / 2 " 5 1 / 2 " 3 1 / 2 " 6 1 / 2 " 1'-0" Eq.Eq. 6' - 8 ' ' 1'-00'' SQ A B 1' - 3 1 / 2 " 5 1 / 2 " 3 1 / 2 " 6 1 / 2 " 1'-0" Eq.Eq. ADA PARKING STALL SIGNS 05Scale: 1-1/2" = 1'-0" Accessible Route Route Accessible Symbol and copy to be 3m high performance white vinyl. Face of panel only to be 3m reflective blue vinyl no. 250-275 vinyl to be held 1/8'' in from edge on all sides panel. Text size, color, font and verbiage to match exist on site and have a non-glare finish Edges and back of panel to be painted to match post and have a non-glare finish. 1/4 '' thk.alum. panel attached to post without visible fasteners 2''x3''alum post, paint color tbd by operations (typ) Smooth grey concrete finish w/1/2'' radius edges locate min 1'' above grade at painting areas 1'-0'' sq. concrete footing (typ.) 3' - 0 ' ' Eq . Eq . 3' - 0 ' ' 1'-00'' SQ 1' - 0 " 1'-0" Eq.Eq. ADA PARKING STALL SIGNS 13Scale: 1-1/2" = 1'-0" 1' - 0 " 1'-0" 2. 3 ' ' - 2 . 4 ' ' 1 3 / 1 6 ' ' 2"1 3/16'' 1'-0" 2.3'' - 2.4''1 3/16'' 0. 2 ' ' 7/8'' 7/16'' TRUNCATED DOME DETAIL 06Scale: 3" = 1'-0" 3" M I N . , 1' M A X . 3' - 6 " 3' - 0 ' ' 3" CLR, TYP 1'-6'' MIN 2' - 0 ' ' 6' - 8 " Parking signage. See detail 08 2''x3''alum post, paint color tbd by operations (typ) 6" Ø std. steel galvanized pipe (min. 1/4" wall thickness). primed and painted white. concrete filled smooth grey concrete finish w/1/2'' radius edges locate min 1'' above grade at painting areas Concrete footing. Footing shall be placed in undisturbed natural soil or properly compacted fill. coordinate location of existing utilities to avoid interference with footings Notes: concrete compressive strength (f'm) = 2500 psi #4 ties @9''o.c. (4)#4 vertical REGULATORY SIGN 07Scale: 1'-0" = 1'-0" PARKING SIGNAGE 08Scale: 1'-0" = 1'-0" Lettering on sign must be a minimum of 1" in height Blank spaces shall be filled in with appropriate information as a permanent part of the sign. Note: Signage is to be posted in a conspicuous place at each entrance to off-street parking facilities. 22 " m i n . 80 " m i n . ab o v e f i n i s h e d g r a d e 17" min. 18 ' - 0 " T y p . 8'-6" min. clr. Standard Stall 3" solid white stripe STANDARD STALL STRIPING 10Scale: 1/4" = 1'-0" Scale: 1/4" = 1'-0" ACCESSIBLE STALLS 11 Provide new as required, precast concrete wheel stops. Wheel stops not less than 6" in height in situations where wheel stops are necessary to prevent encroachment into structures, landscaped or pedestrian areas. Provide new as required, accessible parking signs, see detail 05/A0.31. Existing accessible parking stall asphalt painted signage, see detail 04/A0.31 Existing "NO PARKING" on the ground within each access aisle. 12" minimum high white letters that are visible to traffic enforcement officials. Lettering to comply with CBC 11B-502.3.3 and 11B-208. Existing 4" Blue Striping Typ. between accessible stalls. Provide new truncated domes, see detail 03 & 06/A0.31. Existing blended transition. 01 02 03 04 06 05 36''48 ' ' m i n 02 02 02 02 11 1 1 03 03 03 03 05 9'-0" min. clr. Accessible Stall 9'-0" min. clr. Accessible Stall NO PARKING 19 ' - 0 " m i n . c l r . 9'-0" min. clr. Van Accessible Stall 5'-0" Typ. 04 8'-0" min.9'-0" min. clr. Accessible Stall NO PARKING 04 (E)2% max slope Turning Space: 1:48 max slope. 2% max slope in both directions (E)8.33% max slope 06 07 07 A0.31 Site Plan Details 4 E x e c u t i v e C i r c l e Suite 100, Irvine, CA 92708 w w w . s y m m e t r y 8 . c o m ©2023 Symmetry 8 Studio SYMMETRY E I G H TS T U D I O Delta Date Issued For- 09/15/23 Plan Check1 07/11/24 Corrections2 08/12/24 Corrections 16000.005 JW Behr 1801 S. Standard Avuenue Santa Ana, CA 92707 2 2 EXPIRES 12-31-2025 CITY OF SANTA ANA Planning and Building Agency ESR-4266 I Most Widely Accepted and Trusted f 6of16 TABLE 1—SETTING INFORMATION r%rF1 %J V Nominal anchor diameter (in )-FOR -PE RR I'Vi -T- ISSUANCE lofting information Sym. Units 1/4 3/e 1/2 51s s/a 1 ominal bit diameter do In. 1/4 3/8 1/2 5/8 34 1 Effective min. In. 1-1/2 1-1/2 2 2-1/2 1-112' 2 2-1/2 3-1/4 2-3/4 3-1/4 4 3-1/4 3tj3/4 4 5-3/4 I embedment bar (mm) (38) (38) (51) (64) (38) (51) (64) (83) (70) (83) (102) (83) (95) (121) (102) (146)j Nominal in. 1-3/4 1-7/8 2-1/2 3 2" 2-1/2 3 3-3/4 3-1/4 3-3/4 4-1/2 4 4-1/2 5-1/2 4-5/8 6-3/8 embedment boom mm 44) (48) (64) (76) (51) (64) (76) (95) (83) (95) (114) (102 114 140 117 162 In. 2 2 2-3/4 3-1/4 2-1/4' 2-3/4 3-1/4 4-1/4 3-3/4 4-1/4 4-3/4 4-1/4 4-3/4 5-3/4 5 6-3/4, Min. hole depth ho mm 51) (51) 1 (70) 1 (83) (57) (70) 1 (83) (108) (95) (108)1(121 108 121 146 127 171 Installation ft-lb 4 30 50 40 110 185 Cque TfhSr Carbon steel' (Nm) (5) (41) (68) (54) (149) (251) Installation ft-lb 6 30 40 60 125 185 torque Tinsr Stainless steel' (Nm) (8) (41) (54) (81) (169) (251) In. 5/16 7116 9/16 11/16 13116 1-1/8 Fixture hole diameter dh (mm) (7.9) (11.1) (14.3) (17.5) (20.6) (28.6) Desian information for haf= 1-1/2 is only applicable to carbon steel (CS) KB-TZ2 bolts. collar UNC thread I mandrel WIMMEM I dog point expansion element bolt washer L hex nut FIGURE 1—HILTI CARBON STEEL KWIK BOLT TZ (KB-TZ2) hnom do (lta��urainur u�l �l • FIGURE 2—HILTI KB-TZ2 INSTALLED TABLE 2—LENGTH IDENTIFICATION SYSTEM (CARBON STEEL AND STAINLESS STEEL ANCHORS) Length ID marking A B C D E' F G H I JN17 M N O P Q R S T U V W n bolt head Length of rom 1'/z 2 2'/z 3 3t'/.44"/z 5 5'/z 6 7Yz 8 8'/= 9 9'/z 10 11 12 13 14 15 nchor,p to but (inches) of 2 2'/z 3 3'% 5 5'/z 6 6'/z 8 8'/z 9 9'/z 10 11 12 13 14 15 16 ncluding For SI: 1 inch = 25.4 mm. 13/8 diameter anchors with length of 3% are identified with an ohm (II) ID marking on the bolt head. Carbon Steel Stainless Steel 304 Stainless Steel 316 Single Notch Double Notch - Triple Notch Length Length ' - Length J Identification Identification w Identification Code Code Code vty +fw� FIGURE 3—BOLT HEAD WITH LENGTH IDENTIFICATION CODE AND KB-TZ2 HEAD NOTCH EMBOSSMENT CITY OF SANTA ANA Planning and Building Agency ESR-4266 I Most Widely Accepted and Trusted TABLE 3—MINIMUM EDGE DISTANCE, SPACING AND CONCRETE THICKNESS FOR Page 7 of 16 Approved Setting Nominal anchor dia. (in.) (=H�, nformation Symbol y Units s � S s r< ra rZ ra r4_zw ffective min. in. 1-1/2 1-1/2 2 2-1/2 1-1/2 2 2-1/2 2-3/4 3-1/4 4 3-1/4 3-3/4 -3 ' 5-3/4 mbedment h°� mm 38 38 51 64) (38) (51) (64)(70) L83 (83) (102) (83 95 Min. member in. 3-1/4 3-1/4 4 5 3-1/2 4 5 5-1/2 5 5-1/2 6 5-1/2 6 $ thickness hmin mm 83 83 102 127 89 102 127 (140) (127) (140 152 140 152 Carbon Steel in. 1-1/2 5 2-1/2 2-1/2 8 I2-314'2-3/4 2-1/4 4-1/2 3-112 2-314 5 4 3-1/2 8 3 Min. edge Cmin (mm) (38) (127) (64) (64) (203) (70) (70) (57) (114) (89) (70) (127) (102) (89) (203) (76) distance in. 1-1/2 8 6 5 12 5-1/2 9-3/4 5-1/4 6-1/2 5-1/2 7-1/4 10 5-3/4 5-1/2 8 6-3/4 for s a mm 38 203 152 127 305 140 248 (133) (165) (140) (184) (254 146 140 203 171 in. 1-1/2 5 2-1/4 2 12 3-1/2 3 2 4-1/2 2-3/4 2-1/4 4-1/2 3-3/4 3-3/4 8 4-3/4 Min. anchor Smin (mm) (38) (127) (57) (51) (305) (89) (76) (51) (114) (70) (57) (114) (95) (95) (203) (121) pacing In. 1-1/2 8 3-1/2 4 8 10 8 4-3/4 5-1/2 7 4-114 6 7-1/4 4-3/4 8 3-3/4 for cz (mm) (38) (203) (89) (1021 (203) (254) (203) (121) (140) (178) (108) (152) (184) (121) (203) (95) Stainless Steel in. 1-1/2 5 2-1/2 2-1/2 2-3/4 2-1/2 2-1/4 4 3-1/4 5 4 3-3/4 3-3/4 3 Min. edge Cmin (mm) (38) (127) (64) (64) (70) (64) (57) (102) (83) 12-114 (57) (127) (102) (95) (95) (76) distance in. 1-1/2 8 5 5 5-1/2 4-1/2 5-1/4 7 5-1/2 7 11 7-1/2 5-3/4 10 6-3/4 for sz (mm) (38) (203) (127) (127) (140) (114) (133) (178) (140) (178) (279) (191) (146) (254) (171) in. 1-1/2 5 2-1/4 2-1/4 2-3/4 2-1/2 2 5-1/2 2-3/4 3 5 4 4 5 4-3/4 Min. anchor Smin (mm) (38) (127) (57) (57) 1 1(70) (64) (51) (140) (70) (76) (127) (102) (102) (127) (121) In. In. 1-1/2 8 4 3-1/2 4-1/8 4-1/2 4-1/2 5-1/2 4 4-1/4 8 6 5-1/4 4-1/4 3-3/4 pacing for c 2: 38 203 102 (89) (105) (114) (114 140 102 108 203 (152),(133) 108 95 For SI: 1 inch = 25.4 mm S C I i "IT ISSUANCE rn c U a cmin at S > to S - - - - - __ I h > Amin I Smin at c > I _1 c edge distance (c) FIGURE 4—INTERPOLATION OF MINIMUM EDGE DISTANCE AND ANCHOR SPACING SPECIAL PRODUCTS CONVEYORS STORAGE RACKS OTHER SERVICES SHELVING SPECIAL PRODUCTS TANK SUPPORTS TALL SUPPORTS SELECTIVE SEISMIC ANALYSIS METAL SHUTTLES MACHINERY HEADER STEEL DRIVE-IN PERMIT AQUISITION METAL/WOOD VLM VRC RACK BLDGS ROBOTIC PLATFORMS PUSH BACK EGRESS PLANS MOVABLE CAROUSELS SHEDS PICK MODULES FLOW RACK STATE APPROVALS GONDOLAS FENCING SYSTEMS WORK PLATFORMS ROOF VERIFICATION CANTILEVER PRODUCT TESTING LOCKERS MODULAR OFFICES FOOTINGS TITLE 24 CATWALKS MINI-LOAD SYSTEMS LICENSED IN 50 STATES ANALYSIS OF STORAGE RACKS FOR Behr Process Corp 1995 S Standard Ave, Santa Ana, CA Job No. 24-0956 Approved by: SAL E. FATEEN, P.E. 4/11/2024 1130 E. Cypress St *Covina, CA 91724 *(909) 869-0989 EXPIRES 12-31-2025 Table of Contents Parameters 2 Components and Specifications 3 Loads and Distributions 6 Basic Load Combinations 9 Longitudinal Analysis 10 Column & Backer Analysis 11 Beam Analysis 13 Beam to Column Analysis 16 Bracing Analysis 17 Anchor Analysis 19 Overturning Analysis 22 Baseplate Analysis 24 Slab and Soil Analysis 26 Scope: This storage system analysis is intended to determine its compliance with appropriate building codes with respect to static and seismic forces. The storage racks are prefabricated and are to be field assembled only, with no field welding. PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Behr Process Corp Interlake-Mecalux_Gabr 1995 S Standard Av Santa Ana, CA 1 kelvira 4/11/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240411_15 The storage racks consist of several bays, interconnected in one or both directions,with the columns of the vertical frames being common between adjacent bays. This analysis will focus on a tributary bay to be analyzed in both the longitudinal and transverse direction. Stability in the longitudinal direction is maintained by the beam to column moment resisting connections, while bracing acts in the transverse direction. Legend 1. Column 2. Base Plate 3. Anchors 4. Bracing 5. Beam 6. Connector CONCEPTUAL DRAWING Some components may not be used or may vary NOTE: ACTUAL CONFIGURATION SHOWN ON COMPONENTS & SPECIFICATIONS SHEET PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Behr Process Corp Interlake-Mecalux_Gabr 1995 S Standard Av Santa Ana, CA 2 kelvira 4/11/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240411_15 Load per Level 5000 lbs 5000 lbs 5000 lbs 5000 lbs 5000 lbs 5000 lbs 12" 60" 60" 60" 60" 60" 120" FRONT VIEW 312" 6" 24" 24" 24" 24" 24" 24" 32" 32" 48" 48" 2" 38"10" SIDE VIEW COMPONENTS AND SPECIFICATIONS Analysis per section 2209 of the CBC2022 Configuration 1: Bay 1 - 120" (Option 1) IM 1.7 Levels: 6 Panels: 10 Ss = 1.28 Fa = 1.2 I = 1 S1 = 0.46 Fv = 1.84 SDC = D VLong = 1288 lbs. VTrans = 5278 lbs. Pstatic = 15300 lbs. FRAME BEAM CONNECTOR COLUMN 4 x 3 -0.120 (19099) Steel = 55000 psi Stress = 94% (level 1) HORIZONTAL BRACE 2 x 1.25 - .0625 (IHAFZ) Stress = 87% (panel 1) DIAGONAL BRACE 2 x 1.25 - .0625 (IHAFZ) Stress = 96% (panel 2) 5.0 x 2.75 -0.059 (50E) Steel = 55 ksi Max Static Cap. = 5634 lb. Stress = 90% Max stress = 95% (level 5) Level 1+ 4 Tab 2" cc Connector (IM) Stress = 62% Level5 3 Tab 2" cc Connector (IM) Stress = 28% Max stress = 74% (level 2) Base Plate Slab & Soil Anchors Steel = 36000 psi 10 x 10 x 0.375 in. 6 anchors/plate Moment = 0 in-lb. Stress = 27% Slab = 5.5" x 8600 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 65% (S) Hilti Kwik Bolt TZ 2 (KB-TZ2) ESR-4266 0.5 in. x 3.75 in. Embed. Pullout Capacity = 2891 lbs. Shear Capacity = 3351 lbs. Anchor stress = 87% Notes: SPST 10"x10"x0.375" base plate with Sx=8", Sy=4" with 6ea. 1/2"d anchors/plate. Use 3 Face Row Spacers per frame. 4 Bolts @ 6" o.c.Conn. 1/2" dia A449 bolt. 0.375thk plate. Min row spacer Sx is 0.78cu.in. Diagonal Braces Doubled 1 - 1 Seizmic Analyzer version 20210106 © Copyright 1991-2022 Seizmic Inc. All rights reserved PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Behr Process Corp Interlake-Mecalux_Gabr 1995 S Standard Av Santa Ana, CA 3 kelvira 4/11/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240411_15 Load per Level 5000 lbs 5000 lbs 5000 lbs 5000 lbs 5000 lbs 5000 lbs 12" 60" 60" 60" 60" 60" 108" FRONT VIEW 312" 6" 24" 24" 24" 24" 24" 24" 32" 32" 48" 48" 2" 38"10" SIDE VIEW COMPONENTS AND SPECIFICATIONS Analysis per section 2209 of the CBC2022 Configuration 2: Bay 1 - (108" Span) IM 1.7 Levels: 6 Panels: 10 Ss = 1.28 Fa = 1.2 I = 1 S1 = 0.46 Fv = 1.84 SDC = D VLong = 1288 lbs. VTrans = 5278 lbs. Pstatic = 15300 lbs. FRAME BEAM CONNECTOR COLUMN 4 x 3 -0.120 (19099) Steel = 55000 psi Stress = 94% (level 1) HORIZONTAL BRACE 2 x 1.25 - .0625 (IHAFZ) Stress = 87% (panel 1) DIAGONAL BRACE 2 x 1.25 - .0625 (IHAFZ) Stress = 96% (panel 2) 5.0 x 2.75 -0.059 (50E) Steel = 55 ksi Max Static Cap. = 6178 lb. Stress = 82% Max stress = 86% (level 5) Level 1+ 4 Tab 2" cc Connector (IM) Stress = 59% Level5 3 Tab 2" cc Connector (IM) Stress = 24% Max stress = 70% (level 2) Base Plate Slab & Soil Anchors Steel = 36000 psi 10 x 10 x 0.375 in. 6 anchors/plate Moment = 0 in-lb. Stress = 27% Slab = 5.5" x 8600 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 65% (S) Hilti Kwik Bolt TZ 2 (KB-TZ2) ESR-4266 0.5 in. x 3.75 in. Embed. Pullout Capacity = 2891 lbs. Shear Capacity = 3351 lbs. Anchor stress = 87% Notes: SPST 10"x10"x0.375" base plate with Sx=8", Sy=4" with 6ea. 1/2"d anchors/plate. Use 3 Face Row Spacers per frame. 4 Bolts @ 6" o.c.Conn. 1/2" dia A449 bolt. 0.375thk plate. Min row spacer Sx is 0.78cu.in. Diagonal Braces Doubled 1 - 1 Seizmic Analyzer version 20210106 © Copyright 1991-2022 Seizmic Inc. All rights reserved PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Behr Process Corp Interlake-Mecalux_Gabr 1995 S Standard Av Santa Ana, CA 4 kelvira 4/11/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240411_15 Load per Level 5000 lbs 5000 lbs 5000 lbs 5000 lbs 5000 lbs 5000 lbs 12" 60" 60" 60" 60" 60" 120" FRONT VIEW 312" 6" 24" 24" 24" 24" 24" 24" 32" 32" 48" 48" 2" 38"26" SIDE VIEW COMPONENTS AND SPECIFICATIONS Analysis per section 2209 of the CBC2022 Configuration 3: Bay 1 - 120" (Option 2) IM 1.7 Levels: 6 Panels: 10 Ss = 1.28 Fa = 1.2 I = 1 S1 = 0.46 Fv = 1.84 SDC = D VLong = 1288 lbs. VTrans = 5278 lbs. Pstatic = 15300 lbs. FRAME BEAM CONNECTOR COLUMN 4 x 3 -0.120 (19099) Steel = 55000 psi Stress = 94% (level 1) HORIZONTAL BRACE 2 x 1.25 - .0625 (IHAFZ) Stress = 87% (panel 1) DIAGONAL BRACE 2 x 1.25 - .0625 (IHAFZ) Stress = 96% (panel 2) 5.0 x 2.75 -0.059 (50E) Steel = 55 ksi Max Static Cap. = 5634 lb. Stress = 90% Max stress = 95% (level 5) Level 1+ 4 Tab 2" cc Connector (IM) Stress = 62% Level5 3 Tab 2" cc Connector (IM) Stress = 28% Max stress = 74% (level 2) Base Plate Slab & Soil Anchors Steel = 36000 psi 10 x 10 x 0.375 in. 6 anchors/plate Moment = 0 in-lb. Stress = 27% Slab = 5.5" x 8600 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 65% (S) Hilti Kwik Bolt TZ 2 (KB-TZ2) ESR-4266 0.5 in. x 3.75 in. Embed. Pullout Capacity = 2891 lbs. Shear Capacity = 3351 lbs. Anchor stress = 85% Notes: SPST 10"x10"x0.375" base plate with Sx=8", Sy=4" with 6ea. 1/2"d anchors/plate. Use 8 Face Row Spacers per frame. 4 Bolts @ 6" o.c.Conn. 1/2" dia A449 bolt. 0.375thk plate. Min row spacer Sx is 0.78cu.in. Diagonal Braces Doubled 1 - 1 Seizmic Analyzer version 20210106 © Copyright 1991-2022 Seizmic Inc. All rights reserved PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Behr Process Corp Interlake-Mecalux_Gabr 1995 S Standard Av Santa Ana, CA 5 kelvira 4/11/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240411_15 Loads and Distributions: Bay 1 - 120" (Option 1) Determines seismic base shear per Section 2.6 of the RMI & Section 2209, of the CBC2022 # of Levels:6 SDC:D RL:6 Ss:1.28 Pallets Wide:2 WPL:30000 RT:4 S1:0.46 Pallets Deep:1 WDL:600 lbs Fa:1.2 Ip:1 Pallet Load:2500 Fv:1.84 Tl:1.5 Total Frame Load:30600 lbs SDS = 2/3 . Ss . Fa =1.02 SD1 = 2/3 . S1 . Fv =0.56 Ws = 0.67 . WPL + WDL =20700 lbs Seismic Shear per RMI 2012 2.6.3: Longitudinal Transverse Vlong1 = Cs . Ip . Ws = SD1 / (TL . RL) . IP . Ws = 0.56 / (1.5 . 6) . 1 . 20700 = 1288 lbs Vlong need not be greater than:Vtrans need not be greater than: Vlong2 = Cs . Ip . Ws Vtrans1 = Cs . Ip . Ws = SDS / RL . IP . Ws = SDS / RT . IP . Ws = 1.02 / 6 . 1 . 20700 = 3519 lbs = 1.02 / 4 . 1 . 20700 = 5278.5 lbs If S1 >= 0.6, then Vlong shall not be less than:If S1 >= 0.6, then Vtrans shall not be less than: Vlong3 = Cs . Ip . Ws Vtrans2 = Cs . Ip . Ws = 0.5 . S1 / RL . IP . Ws = 0.5 . S1 / RT . IP . Ws = 0.5 . 0.46 / 6 . 1 . 20700 = 786.6 lbs = 0.5 . 0.46 / 4 . 1 . 20700 = 1179.9 lbs Vlong shall not be less than:Vtrans shall not be less than: Vlong4 = Cs . Ip . Ws Vtrans3 = Cs . Ip . Ws = Max[0.044 . SDS , 0.03] . IP . Ws = Max[0.044 . SDS , 0.5 . S1 / RT , 0.03] . IP . Ws = Max[0.04, 0.03] . 1 . 20700 = 929.02 lbs = Max[0.04, 0.06, 0.03] . 1 . 20700 = 1179.9 lbs Since:1288 ≤ 3519 & 1288 ≥ 786.6 & 1288 ≥ 929.02 Since:5278.5 ≥ 1179.9 & 5278.5 ≥ 1179.9 Vlong = 1288 lbs Vtrans = 5278 lbs PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Behr Process Corp Interlake-Mecalux_Gabr 1995 S Standard Av Santa Ana, CA 6 kelvira 4/11/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240411_15 Loads and Distributions: Bay 1 - 120" (Option 1) (Page 2) fi = V WiHi SWiHi Longitudinal Transverse Level hx wx wxhx fi wx wxhx fi 1 12 2550 30600 147.97 2550 30600 221.71 2 72 2550 183600 85.5 2550 183600 379.22 3 132 2550 336600 156.75 2550 336600 695.24 4 192 2550 489600 228.01 2550 489600 1011.26 5 252 2550 642600 299.26 2550 642600 1327.28 6 312 2550 795600 370.51 2550 795600 1643.29 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Behr Process Corp Interlake-Mecalux_Gabr 1995 S Standard Av Santa Ana, CA 7 kelvira 4/11/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240411_15 Fundamental Period of Vibration (Longitudinal) Per FEMA 460 Appendix A - Development of An Analytical Model for the Displacement Based Seismic Design of Storage Racks in Their Down Aisle Direction (A-7) Where: Wpi = the weight of the ith pallet supported by the storage rack hpi = the elevation of the center of gravity of the ith pallet with respect to the base of the storage rack g = the acceleration of gravity NL = the number of loaded levels kc = the rotational stiffness of the connector kbe = the flexural rotational stiffness of the beam-end kb = the rotational stiffness of the base plate kce = the flexural rotational stiffness of the base upright-end Nc = the number of beam-to-upright connections Nb = the number of base plate connections kbe = 6EIb L kce = 4EIc H kb = EIc H L = the clear span of the beams H = the clear height of the upright Ib = the moment of inertia about the bending axis of each beam Ic = the moment of inertia of each base upright E = the Young's modulus of the beams # of levels 6 min. # of bays 3 Nc 72 Nb 8 kc 360 kip-in/rad kbe 4005 kip-in/rad kb 327 kip-in/rad kce 1311 kip-in/rad Ib 2.72 in4 L 120 in Ic 3.47 in4 H 312 in E 29500 ksi Level hpi Wpi 1 39 in 5 kip 2 99 in 5 kip 3 159 in 5 kip 4 219 in 5 kip 5 279 in 5 kip 6 340 in 5 kip Calculated T =4.1 Since the calculated T is greater than 1.5, the more conservative value of 1.5 is used in the calculations PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Behr Process Corp Interlake-Mecalux_Gabr 1995 S Standard Av Santa Ana, CA 8 kelvira 4/11/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240411_15 LRFD Basic Load Combinations: Bay 1 - 120" (Option 1) CBC2022& RMI / ANSI MH 16.1 V Trans = 5,278 lbs MTrans = S(fTrans . hx) = 1,163,078 in-lbs b = 0.7 V Long = 1,288 lbs ETrans = MTrans / frame depth = 30,607 lbs b = 1.0 (Uplift combination only) P = Product Load / 2 = 15,000 lbs r = 1 D = Dead Load . 0.5 = 300 lbs SDS = 1.02 L = Live Load = 0 lbs S = Snow Load = 0 lbs R = Rain Load = 0 lbs Lr = Live Roof Load = 0 lbs W = Wind Load = 0 lbs Basic Load Combinations 1. Dead Load = 1.4 D + 1.2 P = (1.4 . 300) + (1.2 . 15,000)= 18,420 lbs 2. Gravity Load = 1.2 D + 1.4 P + 1.6 L + 0.5 (Lr or S or R) = (1.2 . 300) + (1.4 . 15,000) + (1.6 . 0) + (0.5 . 0)= 21,360 lbs 3. Snow/Rain = 1.2D + 0.85P + (0.5L or 0.5W) + 1.6(Lr or S or R) = (1.2 . 300) + (0.85 . 15,000) + (0.5 . 0) + (1.6 . 0)= 13,110 lbs 4. Wind Load = 1.2D + 0.85P + 0.5L + 1.0W + 0.5(Lr or S or R) = (1.2 . 300) + (0.85 . 15,000) + (0.5 . 0) + (1.0 . 0) + (0.5 . 0)= 13,110 lbs 5A. Seismic Load (Transverse) = (1.2 + 0.2SDS)D + (1.2 + 0.2SDS)bP + 0.5L + rETrans + 0.2S = (1.2 + 0.2 . 1.02) . 300 + (1.2 + 0.2 . 1.02) . 0.7 . 15,000 + 0.5 . 0 + 1 . 30,607 + 0.2 . 0= 45,770 lbs 5B. Seismic Load (Longitudinal) = (1.2 + 0.2SDS)D + (1.2 + 0.2SDS)bP + 0.5L + rELong + 0.2S = (1.2 + 0.2 . 1.02) . 300 + (1.2 + 0.2 . 1.02) . 0.7 . 15,000 + 0.5 . 0 + 1 . 0 + 0.2 . 0= 15,163 lbs 6. Wind Uplift = 0.9D + 0.9Papp + 1.0W = 0.9 . 300 + 0.9 . 15,000 + 1.0 . 0 = 270 lbs 7. Seismic Uplift = (0.9 - 0.2SDS)D + (0.9 - 0.2SDS)bPapp - rETrans = (0.9 - 0.2 . 1.02) . 300 + (0.9 - 0.2 . 1.02) . 1 . 15,000 - 1 . 30,607= -19,958 lbs For a single beam, D = 40 lbs P = 2,500 lbs I = 312 lbs See Base Plate tension Analysis for Over-Strength factor application. 8. Product/Live/Impact = 1.2D + 1.6L + 0.5(SorR) + 1.4P + 1.4I (1.2 . 40) + (1.6 . 0) + (0.5 . 0) + (1.4 . 2,500) + (1.4 . 312) = 3,984 lbs ASD Load Combinations for Slab Analysis 1.(1 + 0.105S'DS)D + 0.75((1.4 + 0.14SDS)bP + 0.7rE) = (1 + 0.105 . 1.02) . 300 + 0.75((1.4 + 0.14 . 1.02) . 0.7 . 15,000 + 0.7 . 1 . 30,607)= 28,550 lbs 2.(1 + 0.14SDS)D + (0.85 + 0.14SDS)bP + 0.7rE = (1 + 0.14 . 1.02) . 300 + (0.85 + 0.14 . 1.02) . 0.7 . 15,000 + 0.7 . 1 . 30,607= 32,192 lbs 3.D + P = 300 + 15,000 = 15,300 lbs PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Behr Process Corp Interlake-Mecalux_Gabr 1995 S Standard Av Santa Ana, CA 9 kelvira 4/11/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240411_15 Longitudinal Analysis: Bay 1 - 120" (Option 1) This analysis is based on the Portal Method, with the point of contra flexure of the columns assumed at mid-height between beams, except for the lowest portion, where the base plate provides only partial fixity and the contra flexure is assumed to occur closer to the base (or at the base of pinned condition, where the base plate cannot carry moment). MConnR =MConnL = MConn MConn =((MUpper + MLower) / 2) + MEnds VCol =VLong / # of columns = 644 lbs MBase =0 in-lbs MLower =((Vcol . hi) - MBase (644 lbs . 10 in.) - 0 in-lbs = 6440 in-lbs Levels hi fi Axial Load Moment Beam End Moment Connector Moment 1 12 74 15,300 6,440 5,394 27,290 2 60 43 12,750 37,352 5,394 42,746 3 60 78 10,200 37,352 5,394 42,746 4 60 114 7,650 37,352 5,394 42,746 5 60 150 5,100 37,352 3,732 41,084 6 60 185 2,550 37,352 3,732 22,408 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Behr Process Corp Interlake-Mecalux_Gabr 1995 S Standard Av Santa Ana, CA 10 kelvira 4/11/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240411_15 COLUMN ANALYSIS: Bay 1 - 120" (Option 1) ( Level 1 ) Analyzed per RMI, AISI 2012 (LRFD) and the CBC2022. Section subject to torsional or flexural-torsion buckling (Section C4.1.2) Kx . Lx / Rx = 1.7 . 10 / 1.644 = 10.34 Ky . Ly / Ry = 1 . 6 / 1.102 = 5.45 KL/Rmax = 10.34 ro =(rx 2 + ry 2 + Xo 2)1/2 (Eq. C3.1.2.1- 7) = (1.6442 + 1.1022 + -2.6092)1/2 = 3.275 in. b = 1 - (Xo/ro)2 (Eq C4.1.2-3) = 1 - (-2.609/3.275)2 = 0.365 Fe1 = P2E / (KL/r)max 2 (Eq C4.1.1-1) = 3.142 . 29500 / 10.342 = 2721.88 ksi Fe2 =(1 / 2b)((sex + st) - (sex + st)2 - (4bsexst))1/2)(Eq C4.1.2-1) = (1 / (2 . 0.365)((2721.88 + 5308.835) - (2721.88 + 5308.835)2 - (4 . 0.365 . 2721.88 . 5308.835))1/2)= 1977.062 ksi where: sex =P2E / (KxLx / Rx)2 (Eq C3.1.2-11) = 3.142 . 29500 / 10.342 = 2721.88 ksi st =1 / Aro 2(GJ + (P2ECw) / (KtLt)2)(Eq C3.1.2-9) = 1 / 1.283 . 3.2752(11300 . 0.006 + (3.142 . 29500 . 5.775) / (0.8 . 6)2) = 5308.835 ksi Fe = Min(Fe1, Fe2) =1977.062 ksi Pn = Aeff . Fn (Eq C4.1-1) lc = (Fy / Fe)1/2 = (55 / 1977.062)1/2 = 0.167 (Eq C4.1-4) Since lc < 1.5: Fn = (0.658^(lc 2)) . Fy = 54.363 (Eq C4.1-2) Thus: Pn = 56429 lbs Pa = 47964 lbs 4 x 3 -0.120 SECTION PROPERTIES Depth 3 in. Width 4 in. t 0.12 in. Radius 0.125 in. Area 1.283 in.2 AreaNet 1.038 in.2 Ix 3.467 in.4 Sx 1.733 in.3 Sx Net 1.433 in.3 Rx 1.644 in. Iy 1.558 in.4 Sy 0.847 in.3 Ry 1.102 in. J 0.006 in.4 Cw 5.775 in.6 Jx 3.146 in. Xo -2.609 in. Kx 1.7 Lx 10 in. Ky 1 Ly 6 in. Kt 0.8 Fy 55 ksi Fu 65 ksi Q 1 G 11300 ksi E 29500 ksi Cmx 0.85 Cs -1 Cb 1 Ctf 1 Phib 0.9 Phic 0.85 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Behr Process Corp Interlake-Mecalux_Gabr 1995 S Standard Av Santa Ana, CA 11 kelvira 4/11/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240411_15 COLUMN ANALYSIS: Bay 1 - 120" (Option 1) ( Level 1 ) Analyzed per RMI, AISI 2012 (LRFD) and the CBC2022. Lateral-torsional buckling strength [Resistance] (Section C3.1.2) Pao = Pnofc = 48526 lbs Where: Pno = AeFy = 1.038 . 55 = 57090 lbs Mc = Mn = ScFc = SminFc (Eq C3.1.2.1-1) Fe =CbroA(seyst)1/2 / Sf = 9215.153 ksi Fe = CsAsex(j + Cs(j2 + ro 2(se / sex))1/2) / (CTFSf) = 4845.764 ksi (Eq 3.1.2.1-4) Fe = (CbP2EdIyc) / (Sf(KyLy)2 = 21801.925 ksi (Eq 3.1.2.1-10) Fe.min = 4845.764 ksi Since: Fe ≥ 2.78Fy Fc = (Se / Sc) i.e. Fe = Fy = 55 ksi (Eq C3.1.1-3) Reduced Fc,eff = 1 - ((1 - Q) / 2) . (Fc / Fy)Q . Fc = 55 ksi Mnx = 78837 in-lbs Mny = 46607 in-lbs Mc = Mn,min Mnxfb = 70953 in-lbs Mnyfb = 41946 in-lbs PEx = P2 EIx / (KxLx)2 = 3492429 lbs (Eq C5.2.2-6) PEy = P2 EIy / (KyLy)2 = 12596425 lbs (Eq C5.2.2-7) a x = (1 - (fcP / Pex)) = 0.996 (Eq C5.2.2-4) a y = (1 - (fcP / Pey)) = 0.999 (Eq C5.2.2-5) Ptrans = 45,770 lbs Plong = 15,163 lbs Mu = Mx = 6440 in-lbs (Eq C5.2.2-2) Pu_st = (1.2 . D) + (1.4 . P) = 21360 lbs Pu_st / Pa = 21360 / 47964 = 0.48 Static Stress = 48% Since:Pl / Pa ≥ 0.15 Stress1 = Pl / Pa + Mx / (fbMnx) + My / (fbMny)(Eq C5.2.2-2) = ((15,163 / 47964) + (6440 / 70953) + (1 / 41946)) = 40% Stress2 = Pl / Pao + CmxMx / (fbMnxax) + CmyMy / (fbMnyay)(Eq C5.2.2-1) = (15,163 / 48526) + (0.85 . 6440 / 70953 . 0.996)) + (0.85 . 1 / 41946 . 0.999))) = 38% Stress3 Pt / Pao = 45,770 / 48526 =94% Column Stress = Max(Stress1, Stress2, Stress3, Static) = 94% 4 x 3 -0.120 SECTION PROPERTIES Depth 3 in. Width 4 in. t 0.12 in. Radius 0.125 in. Area 1.283 in. 2 AreaNet 1.038 in. 2 Ix 3.467 in. 4 Sx 1.733 in. 3 Sx Net 1.433 in. 3 Rx 1.644 in. Iy 1.558 in. 4 Sy 0.847 in. 3 Ry 1.102 in. J 0.006 in. 4 Cw 5.775 in. 6 Jx 3.146 in. Xo -2.609 in. Kx 1.7 Lx 10 in. Ky 1 Ly 6 in. Kt 0.8 Fy 55 ksi Fu 65 ksi Q 1 G 11300 ksi E 29500 ksi Cmx 0.85 Cs -1 Cb 1 Ctf 1 Phib 0.9 Phic 0.85 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Behr Process Corp Interlake-Mecalux_Gabr 1995 S Standard Av Santa Ana, CA 12 kelvira 4/11/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240411_15 BEAM ANALYSIS Bay 1 - 120" (Option 1) Determine allowable bending moment per AISI Check compression flange for local buckling (B2.1) Effective width w = C - 2t - 2r = 1.75 - (2 . 0.059) - (2 . 0.09) = 1.45 in. w/t = 1.452 / 0.059 = 24.61 l = (1.052 / k1/2) . (w/t) . (Fy / E)1/2 = (1.052 / 2) . 24.61 . (55 / 29500)1/2 = 0.56 l <= 0.673: Flange is fully effective. Check web for local buckling (B2.3) f1(comp) = Fy . (y3 / y2) = 55 * 2.47 / 2.61 = 51.87 ksi f2(tension) = Fy . (y1 / y2) = 55 * 2.24 / 2.61 = 47.05 ksi Y = - (f2 / f1) = -(47.05 / 51.87) = -0.91 Buckling coefficient k = 4 + 2 . (1 - Y)3 + 2 . (1 - Y) = 4 + 2(1 - -0.91)3 + 2(1 - -0.91) = 21.69 Flat Depth w = y1 + y3 = 2.24 + 2.47 = 4.702 w/t = 4.702/0.059 = 79.69 w/t < 200: OK l = (1.052 / k1/2) . (w/t) . (f1 / E)1/2 = (1.052 / 2) . 79.695 . (51.87 / 29500)1/2 = 0.75 b1 = w . (3 - Y) = 5 . (3 - -0.91) = 18.37 b2 = w/2 = 2.35 b1 + b2 = 18.37 + 2.35 = 20.72 Web is fully effective Determine effect of cold working on steel yield point (FYA) per section A7.2 Corner cross-sectional area Lc = (P / 2) . (r + t / 2) = (P / 2) . (0.09 + 0.059 / 2) = 0.188 Lf = effective width = 1.452 C = 2 . Lc / Lf + 2 . Lc = 2 . 0.188 / 1.452 + 2 . Lc = 0.2054 m = 0.192 . (Fu / Fy) - 0.068 = 0.192 . (65 / 55) - 0.068 = 0.1589 Bc = 3.69 . (Fu / Fy) - 0.819 . (Fu / Fy)2 - 1.79 = 3.69 . (65 / 55) - 0.819 . (65 / 55)2 - 1.79 = 1.43 Fu/Fy = 65 / 55 = 1 < 1.2 r/t = 0.09 / 0.059 = 1.525 <= 7 = OK Fyc = Bc . Fy / (r / t)m = 1.43 . 55 / (1.525)m = 73 Fya-top = C . Fyc + (1 - C) . Fy = 0.205 . 73 + (1 - 0.205) . 55 = 59 Fya-bottom = Fya-top . Ycg / (A - Ycg) = 59 . 2.39 / (5.0 - 2.39) = 54 5.0 x 2.75 -0.059 Top flange width C =1.75 in. Bottom width B =2.75 in. Web depth A =5.0 in. Beam thickness t =0.059 in. Radius r =0.09 in. Fy =55 Fu =65 Y1 =2.24 Y2 =2.61 Y3 =2.47 Ycg =2.39 Ix =2.72 Sx =1.04 E =29500 FBeam F =230 Beam Length L =120 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Behr Process Corp Interlake-Mecalux_Gabr 1995 S Standard Av Santa Ana, CA 13 kelvira 4/11/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240411_15 BEAM ANALYSIS Bay 1 - 120" (Option 1) Check Allowable Tension Stress for Bottom Flange Lflange-bot = B - (2 . r) - (2 . t) = 2.75 - (2 . 0.09) - (2 . 0.059) = 2.45 Cbottom = 2 . Lc / (Lflange-bot + 2 . Lc) = 2 . 0.188 / (2.45 + 2 . 0.188) = 0.133 Fy-bottom = Cbottom . Fyc + (1 - Cbottom) . Fy = 0.133 . 73 + (1 - 0.133) . 55 = 57.44 Fya = Fya-top = 58.78 ksi Determine Allowable Capacity For Beam Pair (Per Section 5.2 of the RMI, PT II) Check Bending Capacity MCenter = f . Mn = W . L . W . Rm / 8 W = LRFD Load Factor = (1.2 . DL + 1.4 . PL + 1.4 . 0.125 . PL) / PL For DL = 2% of PL: W = 1.2 . 0.02 + 1.4 + 1.4 . 0.125 = 1.6 Rm = 1 - ((2 . F . L) / (6 . E . Ix + 3 . F . L)) = 1 - ((2 . 230 . 120) / (6 . 29500 . 2.72 + 3 . 230 . 120)) = 0.9 f . Mn = f . Fya . Sx = 58.0 in-kip W = f . Mn . 8 . (# of Beams) / (L . Rm . W) = (58.0 . 8 . 2) / (120 . 0.9 . 1.6) = 5362 lbs/pair Check Deflection Capacity Dmax = Dss . Rd Dmax = L / 180 Rd = 1 - (4 . F . L) / (5 . F . L + 10 . E . Ix) = 1 - (4 . 230 . 120) / (5 . 230 . 120 + 10 . 29500 . 2.72) = 0.88 Dss = (5 . W . L3) / (384 . E . Ix) L / 180 = (5 . W . L3 . Rd) / (384 . E . Ix . (# of Beams)) W = (384 . E . Ix . 2) / (180 . 5 . L2 . Rd) = (384 . 29500 . 2.72 . 2) / (180 . 5 . 1202 . 0.88) . 1000 = 5380 lbs/pair 5.0 x 2.75 -0.059 Top flange width C =1.75 in. Bottom width B =2.75 in. Web depth A =5.0 in. Beam thickness t =0.059 in. Radius r =0.09 in. Fy =55 Fu =65 Y1 =2.24 Y2 =2.61 Y3 =2.47 Ycg =2.39 Ix =2.72 Sx =1.04 E =29500 FBeam F =230 Beam Length L =120 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Behr Process Corp Interlake-Mecalux_Gabr 1995 S Standard Av Santa Ana, CA 14 kelvira 4/11/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240411_15 Allowable and Actual Bending Moment at Each Level Mstatic=Wl2 / 8 Mallow,static=Wallow,static . l2 / 8 Mseismic=Mconn Mallow,seismic=Sx . Fb Level Mstatic Mallow,static Mseismic Mallow,seismic Result 1 38,220 42,255 8,027 42,255 Pass 2 38,220 42,255 9,496 42,255 Pass 3 38,220 42,255 7,679 42,255 Pass 4 38,220 42,255 4,794 42,255 Pass 5 38,220 40,215 2,059 40,215 Pass 6 38,220 40,215 1,866 40,215 Pass PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Behr Process Corp Interlake-Mecalux_Gabr 1995 S Standard Av Santa Ana, CA 15 kelvira 4/11/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240411_15 2. Bearing Strength of Tab 3. Moment Strength of Bracket Minimum Value of P1 Governs Beam to Column Analysis: Bay 1 - 120" (Option 1) 1. Shear Strength of Tab Height of the Tab h = 0.6 in. Thickness of the Tab tt = 0.135 in. Fy =55000 psi Cv =1.0 Vn =0.6 . Fy . Aw . Cv = 2673 lbs AISC G2-1 PShear =f . Vn = 0.9 . 2673 = 2405 lbs Thickness of the column tc = 0.12 in. Apb =h . tc = 0.07 in. Rn =1.8 . Fy . Apb = 7128 lbs AISC J7 -1 PBearing =f . Rn = 0.75 . 7128 = 5345 lbs Edge Dist. = 1 in. TClip =0.179 in. SClip =0.127 in.3 Mn =Sc . Fy = 6985 in-lbs AISI C3.1.1 -1 MStrength =fMn = 0.9 . Mn = 0.9 . SClip . Fy = 6286.5 in-lbs C =2.15 d =Edge Dist. / 2 = 0.5 in. MStrength =c . d . PClip PClip =MStrength / (c . d) = 5837 lbs P1 =Min(PShear, PBearing, PClip) = 2405 lbs MConn-Allow =(P1 . 6.5) + (P1 . (4.5 / 6.5) . 4.5) + (P1 . (2.5 / 6.5) . 2.5) + (P1 . (0.5 / 6.5) . 0.5) = 25530 in-lbs PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Behr Process Corp Interlake-Mecalux_Gabr 1995 S Standard Av Santa Ana, CA 16 kelvira 4/11/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240411_15 BRACE ANALYSIS Bay 1 - 120" (Option 1) (Panel 2) Analyzed per RMI, AISI 2012 (LRFD) and the CBC2022. Section Subject to Torsional or Flexural-Torsion Buckling (Section C4.1.2) Kx . Lx / Rx = 0 . 36 / 0.8 = 45.02 Ky . Ly / Ry = 1 . 36 / 0.46 = 78.59 KL / R max = 78.59 ro = (rx 2 + ry 2 + xo 2)1/2 = (0.82 + 0.462 + -1.062)1/2 = 1.41 in. b = 1 - (xo / ro)2 = 1 - (-1.06 / 1.41)2 = 0.43 Fe1 = P2E / (KL / r)max 2 = 3.142 . 29500 / 78.592 = 47.145 ksi Fe2 = (1 / 2b)((sex + st) - ((sex + st)2 - (4bsexst))1/2) = (1 / (2 . 0.43)((143.64 + 28.18) - ((143.64 + 28.18)2 - (4 . 0.43 . 143.64 . 28.18))1/2) = 25.136 ksi where: sex = P2E / (KxLx / Rx)2 = 3.142 . 29500 / 78.592 = 143.636 ksi st = 1 / Aro 2(GJ + (P2ECw) / (KtLt)2) = 1 / 0.28 . 1.412(11300 . 0.0003 + (3.142 . 29500 . 0.06) / (0.8 . 36)2) = 28.178 ksi Fe = Min(Fe1, Fe2) = 25.136 ksi Pn = Aeff . Fn lc = (Fy / Fe)1/2 = (50 / 25.136)1/2 = 1.41 Since lc < 1.5, Fn = (0.658^(lc 2)) . Fy = 21.746 ksi Thus Pn = 6,189 lbs Pa = Pn . fc = 5,261 lbs (Eq C3.1.2.1-7) (Eq C4.1.2-3) (Eq C4.1.1-1) (Eq C4.1.2-1) (Eq C3.1.2-11) (Eq C3.1.2-9) (Eq C4.1-1) (Eq C4.1-4) (Eq C4.1-2) 2 x 1.25 - .0625 SECTION PROPERTIES Depth 2 in. Width 1.25 in. t 0.06 in. Radius 0.125 in. Area 0.285 in^2 AreaNet 0.285 in^2 Ix 0.182 in^4 Sx 0.182 in^3 Sx net 0.182 in^3 Rx 0.8 in. Iy 0.06 in^4 Sy 0.076 in^3 Ry 0.458 in. J 0 in^4 Cw 0.056 in^6 Jx 1.364 in. Xo -1.062 in. Kx 0 Lx 36 in. Ky 1 Ly 36 in. Kt 0.8 Fyv 50 ksi Fuv 60 ksi Q 1 G 11300 ksi E 29500 ksi Cmx 0.85 Cs -1 Cb 1 Ctf 1 Phib 0.9 Phic 0.85 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Behr Process Corp Interlake-Mecalux_Gabr 1995 S Standard Av Santa Ana, CA 17 kelvira 4/11/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240411_15 BRACE ANALYSIS Bay 1 - 120" (Option 1) (Panel 2) Analyzed per RMI, AISI 2012 (LRFD) and the CBC2022. Lateral-Torsional Buckling Strength [Resistance] (Section C3.1.2) Pao = Pnofc = 14,230 . 0.85 = 12,096 lbs. Where Pno = AeFy = 0.28 . 50 = 14,230 lbs. Mc = Mn = ScFc = SminFc Fe = CbroA(seyst)1/2 / Sf = 139.9 ksi Fe = CsAsex(j + Cs(j2 + ro 2(se / sex))1/2) / (CTFSf) = 30.43 ksi Fe = (CbP2EdIyc) / (Sf(KyLy)2 = 147.38 ksi Fe,min = 30.43 ksi Since, 0.56Fy < Fe < 2.78Fy Fc = (10 / 9)Fy(1 - (10Fy / (36Fe)) = 30.2 ksi reduced Fc,eff = 1 - ((1 - Q) / 2) . (Fc / Fy)Q . Fc = 30.2 ksi Mnx = 5,496 in-lbs Mny = 2,307 in-lbs Mc = Mn,min Mnxfb = 4,947 in-lbs Mnyfb = 2,077 in-lbs PEx = P2EIx / (KxLx)2 = 40,887 lbs PEy = P2EIy / (KyLy)2 = 13,412 lbs Max Pa = 6,189 lbs VTrans = 4,399 lbs LDiag = ((L - 6)2 + (D - 2B)2)1/2 = 36.72 in. VDiag = (VTrans . LDiag) / D = 5046.89 lbs. Brace Stress = VDiag / Pa = 96% (Eq C3.1.2.1-1) (Eq C3.1.2.1-4) (Eq C3.1.2.1-10) (Eq C3.1.2.1-14) (Eq C3.1.2.1-2) (Eq C5.2.2-6) (Eq C5.2.2-7) 2 x 1.25 - .0625 SECTION PROPERTIES Depth 2 in. Width 1.25 in. t 0.06 in. Radius 0.125 in. Area 0.285 in^2 AreaNet 0.285 in^2 Ix 0.182 in^4 Sx 0.182 in^3 Sx net 0.182 in^3 Rx 0.8 in. Iy 0.06 in^4 Sy 0.076 in^3 Ry 0.458 in. J 0 in^4 Cw 0.056 in^6 Jx 1.364 in. Xo -1.062 in. Kx 0 Lx 36 in. Ky 1 Ly 36 in. Kt 0.8 Fyv 50 ksi Fuv 60 ksi Q 1 G 11300 ksi E 29500 ksi Cmx 0.85 Cs -1 Cb 1 Ctf 1 Phib 0.9 Phic 0.85 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Behr Process Corp Interlake-Mecalux_Gabr 1995 S Standard Av Santa Ana, CA 18 kelvira 4/11/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240411_15 POST-INSTALLED ANCHOR ANALYSIS PER ACI 318-19(ACI 318-14), CHAPTER 17 Configuration 1 Bay 1 - 120" (Option 1) Assumed cracked concrete application Anchor Type 0.5" dia., 3.25 hef, 5.5" min, slab ICC Report Number ESR-4266 1.5 . hef = 4.875 in. Slab Thickness (h)= 5.5 in.Ca1 = 12 useCa1,adj = 4.875 in. Min. Slab Thickness (h)= 5.5 in.Ca2 = 12 useCa2,adj = 4.875 in. Concrete Strength (fc)= 8600 psi Diameter (da)= 0.5 in.3 . hef = 9.75 in. Nominal Embedment (hnom)= 3.75 in. Effective Embedment (hef)= 3.25 in.S1 = 8 in.Use S1,adj = 8 in. Number of Anchors (n)= 6 S2 = 4 in.Use S2,adj = 4 in. e`N = 0 e`V = 0 From ICC ESR Report Ase = 0.099 sq.in. f`uta = 114000 psi Smin = 2 in. Cmin = 2.25 in. Cae = 8 in. Np,cr = 9999 lbs fSeismic Adj. Strength Tension Capacity = 3854 lbs 0.75 2891 lbs Shear Capacity = 4468 lbs 0.75 3351 lbs PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Behr Process Corp Interlake-Mecalux_Gabr 1995 S Standard Av Santa Ana, CA 19 kelvira 4/11/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240411_15 ANCHOR ANALYSIS - TENSION STRENGTH Configuration 1 Bay 1 - 120" (Option 1) Steel Strength 17.4.1 f = 0.75 17.3.3.a i fNsa = fnAsefuta = 0.75 . 6 . 0.099 . 114000 = 50,787 lbs 17.4.1.2 Concrete Breakout Strength fNcbg 17.4.2 f = 0.65 17.3.3 c ii Category 1-B ANc = (Ca1.adj + S1.adj + 1.5hef) . (Ca2.adj + S2.adj + 1.5hef) = 244.063 sq.in. ANco = 9hef 2 = 95.063 sq.in. Check if ANco ≥ ANc ANc/ANco = 2.567 Yec,N = 1 17.4.2.4 Yed,N = 1 17.4.2.5 YC,N = 1 17.4.2.6 Kc = 17 la = 1 Nb = Kcla(fc)0.5(hef)1.5 = 9237 lbs 17.4.2.2 d Ycp,N = 1 17.4.2.7 fNcbg = f(ANc/ANco)(Yec,N)(Yed,N)(YC,N)(Ycp,N)(Nb)17.4.2.1 0.65 . (244.063/95.063) . 1 . 1 . 1 . 1 . 9237 = 23,123 lbs Pullout Strength fNpn 17.4.3 f=0.65 17.3.3 c ii Category 1-B Ycp = 1 17.4.3.6 fNpn = fYcpNp,cr(fc/2500)0.5 = 72,327 lbs 17.4.3.1 Steel Strength (fNsa) = 50,787 lbs Embedment Strength - Concrete Breakout Strength (fNcbg) = 23,123 lbs Embedment Strength - Pullout Strength (fNpn) = 72,327 lbs PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Behr Process Corp Interlake-Mecalux_Gabr 1995 S Standard Av Santa Ana, CA 20 kelvira 4/11/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240411_15 ANCHOR ANALYSIS - SHEAR STRENGTH Configuration 1 Bay 1 - 120" (Option 1) Steel Strength fVsa Vsa=6,875 / Anchor -- per report 17.5.1 f = 0.65 17.3.3. Condition a ii fVsa = fn . Vsa = 0.65 . 6 . 6,875 = 26,813 lbs 17.5.1.2a Concrete Breakout Strength fVcbg 17.5.2 f = 0.7 17.3.3 ci-B AVc = (1.5Ca1 + S1.adj + 1.5Ca1)ha = 242 sq.in. AVco = 3Ca1ha = 198 sq.in. Check if AVco ≥ AVc AVc/AVco = 1.222 Yec,V = 1 17.5.2.5 Yed,V = 0.9 17.5.2.6 YC,V = 1 17.5.2.7 Yh,V = 1.809 17.5.2.8 da = 0.5 in.17.5.2.2 Le = 1 in.17.2.6 d la = 1 The smaller of 7(Le / da)0.2(da)0.5la(fc)0.5ca11.5 and 9la(fc)0.5ca11.5 = 21,918 lbs 17.5.2.2 a, 17.5.2.2 b fVcbg = f(AVc/AVco)(Yec,V)(Yed,V)(YC,V)(Yh,V)(Vb)17.5.2.1 0.7 . (242/198) . 1 . 0.9 . 1 . 1.809 . 21,918 = 91,596 lbs Pryout Strength fVcpg 17.5.3 f= 0.7 17.3.3 Ci-B Kcp = 2 17.5.3.1 Ncbg = 35,573 lbs fVcpg = fKcpNcbg = 0.7 . 2 . 35,573 = 49,802 lbs Steel Strength (fVsa) = 26,813 lbs Embedment Strength - Concrete Breakout Strength (fVcbg) = 91,596 lbs Embedment Strength - Pryout Strength (fVcpg) = 49,802 lbs PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Behr Process Corp Interlake-Mecalux_Gabr 1995 S Standard Av Santa Ana, CA 21 kelvira 4/11/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240411_15 OVERTURNING ANALYSIS Configuration1 Bay 1 - 120" (Option 1) Per RMI Sec 2.6.9 and ASCE7-16. Sec 15.5.3.6. Weight of rack with all levels loaded to 67% capacity, & with only top level loaded FULLY LOADED Wpl = 30,000 lbs Wdl = 600 lbs Wpl . 67% = 30,000 . 0.67 = 20,100 lbs VTrans = (1 . 0.255 . 1 . ((0.67 . 20,100) + 600)) = 3,587 lbs Movt = VTrans . Ht = 3,587 . 248 = 889,576 in-lbs Mst = ((Wpl . 0.67) + Wdl) . d . Factor = ((30,000 . 0.67) + 600) . 38 . 0.5 = 393,300 in-lbs Puplift = 1 . (Movt - Mst)/d = (889,576 - 393,300) / 38 = 13,059 lbs PMaxDown = 1 . (Movt + Mst) / d = (889,576 + 393,300) / 38 = 33,759 lbs TOP SHELF LOADED Shear = 1,428 lbs Movt = VTop . Ht = 1,428 . (312 + ((60 - 10) / 2)) = 481,236 in-lbs Mst = (l + Wdl) . d = (5,000 + 600) . (38 . 0.5) = 106,400 in-lbs Puplift = 1 . (Movt - Mst)/d = (481,236 - 106,400) / 38 = 9,864 lbs ANCHORS No. of Anchors (#Anchors): 6 Pull Out Capacity per Anchor (TAnchor): 2,891 lbs Shear Capacity per Anchor: 3,351 lbs SIDE LOADS ON TOP SHELF Top loaded shelf level (H) = 312 in. Movt = 1.6 . 350 . H = 1.6 . 350 . 312 = 174kip Puplift = Movt/d = 174 / 38 = 4,597 lbs PResist = 0.95 . TAnchor . #Anchors . Row Spacer Stress = 0.95 . 2,891 . 6 . 0.918 = 15,127 lbs COMBINED STRESS Fully Loaded = ((13,059 / 6) / 2,891) + ((3,587 / 12) / 3,351)= 0.842 Top Shelf Loaded = ((9,864 / 6) / 2,891) + ((1,428 / 12) / 3,351)= 0.604 Seismic UpLift Critical (LC#7B)= (15,127 / 6) / 2,891 = 0.872 Side Load Top Shelf = ((4,597 / 2) / 6) / 2,891 = 0.133 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Behr Process Corp Interlake-Mecalux_Gabr 1995 S Standard Av Santa Ana, CA 22 kelvira 4/11/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240411_15 FACE ROW SPACER ANALYSIS ROW SPACER CONNECTION CHECK Per AISI E3 Bolted Connection E3.4 Shear and Tension in Bolts Ab = P . d2 / 4 = P . 0.52 / 4 = 0.196 sq in Pn = Ab . Fnt = 0.196 . 81 = 15.9 kip Pa1 = 0.75 . Pn = 0.75 . 15.9 = 11.93 kip ROW SPACER PLATE CHECK S = 1/6 . b . tp2 = 1/6 . 4 . 0.3752 = 0.094 cu in M = 1.5 . S . Fy = 1.5 . 0.094 . 36 = 5.06 kip-in a = (s-d)/2 = (6 - 4) / 2 = 1 in. fM = 0.9 . M = 0.9 . 5.06 = 4.56 kip-in R = fM / a = 4.56 / 1 = 4.56 kip Pa = MIN(Pa1, R) = MIN(11.93, 4.56) = 4.56 kip CONNECTION MOMENT CAPACITY Spacer Sx 0.78 cubic in Fnt 81 kip Padditional 3.48 kip Spacer length L 10 in # of spacers n 3 Bolt diameter d 0.5 in Column thickness tc 0.12 in Plate thickness tb 0.375 in Plate width b 4 in Fy (column)55 ksi Fu (column)65 ksi Connection pattern 4 bolts @ 6" o.c. Bolt type A449 Bolt spacing s 6 in Fy (plate)36 ksi Fu (plate)65 ksi Spacer depth 4 in Fy (Row Spacer)36 Ksi Moment Arm Lm = s = 6 = 6 in Ma1 = Lm . Pa . 2= 6 . 4.56 . 2 = 54.68 kip-in ROW SPACER MEMBER CHECK Mn = Fy . Sx = 36 . 0.78 = 28.08 kip-in Ma2 = 0.9 . Mn = 25.27 kip-in Moment Per Row Spacer Mr = 2 . Padditional . L/n = 2 . 3.48 . 10 / 3 = 23.2 kip-in Row Spacer Capacity Ma = Min(Ma1, Ma2) = Min(54.68, 25.27) = 25.27 kip-in Stress = Mr / Ma = 23.2 / 25.27 = 92% PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Behr Process Corp Interlake-Mecalux_Gabr 1995 S Standard Av Santa Ana, CA 23 kelvira 4/11/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240411_15 Base Plate Analysis: Bay 1 - 120" (Option 1) The base plate will be analyzed with the rectangular stress resulting from the vertical load P, combined with the triangular stresses resulting from the moment Mb (if any). Three criteria are used in determining Mb: 1. Moment capacity of the base plate 2. Moment capacity of the anchor bolts 3. Vcol . h/2 (full fixity) Mb is the smallest value obtained from these three criteria. Fy = 36000 psi Pcol = 45770 lbs MBase = 0 in-lbs P/A = Pcol/(D . B) = 45770 / (10 . 10) = 458 psi fb = MBase / (D . B2 / 6) = 0 / (10 . 102 / 6) = 0 psi fb2 = fb . (2 . b1 / B) = 0 . (2 . 3/10) = 0 psi fb1 = fb - fb2 = 0 - 0 = 0 psi Mb = wb1 2 / 2 = (b1 2 / 2) . (fa + fb1 + 0.67 . fb2) = (32 / 2) . (458 + 0 + 0.67 . 0) = 2059.65 in-lbs SBase = (B . t2) / 6 = 0.23sq.in. FBase = 0.9 . Fy = 32,400 psi fb / Fb = Mb / (SBase . FBase) = 2059.65 / (0.23 . 32,400) = 0.27 Plate width B =10 in. Plate depth D =10 in. Plate thickness t =0.38 in. Column width b =4 in. Column depth d =3 in. b1 =3 in. PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Behr Process Corp Interlake-Mecalux_Gabr 1995 S Standard Av Santa Ana, CA 24 kelvira 4/11/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240411_15 Equation for Maximum Considered Earthquake Base Rotation Per RMI 2012 Commentary 2.6.4 as - the first iteration of the second order amplification term computed using Wpi from section 2.6.4 of the Commentary Where: Wpi = the weight of the ith pallet supported by the storage rack hpi = the elevation of the center of gravity of the ith pallet with respect to the base of the storage rack NL = the number of loaded levels kc = the rotational stiffness of the connector kbe = the flexural rotational stiffness of the beam-end kb = the rotational stiffness of the base plate kce = the flexural rotational stiffness of the base upright-end Nc = the number of beam-to-upright connections Nb = the number of base plate connections kbe = 6EIb kce = 4EIc kb = EIc L H H L = the clear span of the beams H = the clear height of the upright Ib = the moment of inertia about the bending axis of each beam Ic = the moment of inertia of each base upright E = the Young's modulus of the beams as = 0.8 # of levels 6 min. # of bays 3 Nc 72 Nb 8 kc 360 kip-in/rad kbe 4005 kip-in/rad kb 327 kip-in/rad kce 1311 kip-in/rad Ib 2.72 in4 L 120 in Ic 3.47 in4 H 312 in E 29500 ksi Level hpi Wpi 1 39 in 5 kip 2 99 in 5 kip 3 159 in 5 kip 4 219 in 5 kip 5 279 in 5 kip 6 340 in 5 kip Per RMI 2012 7.1.3 Cd= the deflection amplification factor per section 2.6.6 Mb= the base moment from analysis Qb= 0.2 Per RMI 2012 2.6.6, in unbraced direction, seismic separation for rack structure is 0.05 htotal. Therefore tanQmax=0.5 Qmax=2.862 rad Qb ok Maximum moment in base plate Mmax= if one anchor, then 0 OR (# of anchors / 2) * anchor pull out capacity * spacing of anchor(Sx) Mmax=69,384 kip-in ≥ Mb OK PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Behr Process Corp Interlake-Mecalux_Gabr 1995 S Standard Av Santa Ana, CA 25 kelvira 4/11/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240411_15 SLAB AND SOIL ANALYSIS (LRFD) Slab/Soil analysis based on Empirical Method - FEMA 460 Appendix D Pmax = Gravity_Load (see Basic Load Combinations) = 45,771 lbs f't = 7.5 . (f'c)1/2 = 696 psi d,req'd = (Pmax/(f . 1.72 . ((Ks . r1 / Ec) . 104 + 3.6) . f't))1/2 = 3.957 in. b = (Ec . d,req'd3 / (12 . (1 - m2) . ks))1/4 = 27.335 in. b,req'd = 1.5 . b = 41 in. Pn = 1.72[(ks . r1 / Ec) . 104 + 3.6] . f't . t2 = 147,392 lbs Pa = f . Pa = 88,435 lbs Pmax / Pa = 0.52 SLAB AND SOIL ANALYSIS (ASD) Pmax = MAX(ASD Load Combo 1, ASD Load Combo 2, ASD Load Combo 3) = 32,192 lbs f't = 7.5 . (f'c)1/2 = 696 psi Pn = 1.72[(ks . r1 / Ec) . 104 + 3.6] . f't . t2 = 147,392 lbs d,req'd = (Pmax/(f . 1.72 . ((Ks . r1 / Ec) . 104 + 3.6) . f't))1/2 = 3.957 in. b = (Ec . d,req'd3 / (12 . (1 - m2) . ks))1/4 = 27.335 in. b,req'd = 1.5 . b = 41 in. Pa = Pn / W = 49,131 lbs Pmax / Pa = 0.66 Base Plate Width B 10 in. Depth W 10 in. Frame Frame depth d 38 in. Concrete Thickness t 5.5 in. f'c 8,600 psi f 0.6 W 3 l 1 ks 50 pci r1 5 in Ec 5,285,963 psi PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Behr Process Corp Interlake-Mecalux_Gabr 1995 S Standard Av Santa Ana, CA 26 kelvira 4/11/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240411_15 YES NO INSTRUCTIONS: ORAN GE COUNTY FI RE AUTHORI TY Plan Submittal Criteria COMMERCIAL projects, MULTIFAMILY RESIDENTIAL projects and RESIDENTIAL TRACT developments · Fill in the project/business address and provide a brief description of the scope of work and type of business operation that will take place. · Answer questions 1 through 10, read and initial items 11 and 12, then complete and sign the certification section. · If you answer: - “YES” to any part of questions 1 through 10, submit the type of plan indicated in italics to OCFA. · In some cases, other plan types not indicated herein may also be necessary depending on specific conditions or operations. · Visit www.ocfa.org for submittal information and locations. If you need assistance in filling out this form or have questions regarding requirements for review, please contact OCFA at 714-573-6108 or visit us at 1 Fire Authority Road, Irvine, CA 92602. Address Suite City Project Scope/Business Description 1. Construction of a new building, a new story, or increase the footprint of an existing building? Changes to roadways, curbs, or drive aisles? Addition, relocation, or modification of fire hydrants or fences/gates? Construction within 300 feet of an active or proposed oil well? Fire Master Plan (PR145) 2. Property is adjacent to a wildland area or non-irrigated native vegetation? Fire Master Plan (PR145); a Fuel Modification Plan may also be required. (PR120, PR124) 3. Located in or < 100’ from a Division of Oil, Gas, and Geothermal Resources (DOGGR) field boundary, < 300’ from an oil/gas seep, or < 1000’ from a landfill? Methane Work Plan. (PR170) 4. Installation/modification/repair of underground piping, backflow preventers, or fire department connections serving private fire hydrant/sprinkler/standpipe systems? Underground Plan. (PR470, PR475) 5. Drinking/dining/recreation/meetings/training/religious functions or other gatherings in a room > 750 sq.ft. (> 1,000 sq.ft. for training/adulteducation) or > 49 people? Healthcare/outpatient services for > 5 people who may be unable to immediately evacuate without assistance? Education for children (academic tutoring for ages 5+ is exempt unless classified as an E occupancy by the Building Official)? Adult/child daycare? 24-hour care/supervision? Incarceration or restraint? Hotel/apartment or residential facility with 3+ units and 3+ stories (3-story townhouses/rowhouses where an independent direct exit to grade is provided for dwelling are exempt)? Congregate housing/dormitories with 17+ people? High-rise structure (55+ feet to highest occupied floor level)? Architectural Plan (PR200-PR285) 6. Installation/modification of locks delaying or preventing occupants from leaving a space or requiring use of a card, button, or similar action to open a door in the direction of exit travel? Architectural, Sprinkler, and/or Alarm Plan depending on the occupancy and type of device installed (PR200-PR280, PR420-PR425, PR500-PR520) 7. Installation/modification/use of spray booths; dust collection; dry cleaning; industrial ovens/drying equipment; industrial/commercial refrigeration systems; compressed gasses; tanks for cryogenic or flammable/combustible liquids; vapor recovery; smoke control; battery back-up/charging systems (> 50 gal. electrolyte, > 1,000 lb. lithium ion); welding/brazing/soldering, open flame torches, cutting/grinding; or other similar operations? Special Equipment Plan (PR315, PR340-PR382) 8. Storage/use/research with flammable/combustible liquids or other chemicals? Motor vehicle/aircraft maintenance/repair? Cabinetry/woodworking/finishing facility? Chem Class & floor plan (full architectural plan if H occupancy); Special Equipment Plans may be necessary. (PR315-PR360, PR232-PR240) 9. Storage or merchandizing areas in excess of 500 sq. ft. where items are located higher than 12’ (6’ for high-hazard commodities, plastic, rubber, foam, etc.)? High-piled Storage Plan (PR330) 10. Cooking under a Type I commercial hood; installation or modification of a fire extinguishing system located in a commercial cooking hood? Hood & Duct Extinguishing System, not just the hood mechanical plan. (PR335) Initial each of the following two items indicating that you have read and understand the statement: 11. *Sprinklers/Alarms: Consult Building/Fire Codes and ordinances to determine sprinkler/alarm requirements; if a system is required, plans shall be submitted for OCFA review. Existing buildings undergoing remodel must be evaluated by a licensed Initials contractor to determine if modification is needed; if so, contractor shall submit plans prior to making modifications. 12. Fire Hazard Severity Zone: Consult maps available at building department or on OCFA website to determine if your site is located in a FHSZ. Buildings in a FHSZ may be subject to special construction requirements detailed in CBC Chapter 7A or CRC R327— Initials the building department will determine specific requirements. I certify under penalty of perjury under the laws of the State of California that the above is true: Print Name Signature Phone Number ( ) Date / / Building Department: If you have verified that all of the questions have been answered accurately as “NO”, and the project does not otherwise require OCFA review of sprinkler or alarm plans*, then you may accept this signed form as a written release that OCFA review is not required. Should you still require that the applicant have plans approved by OCFA, please initial here or attach an OCFA referral form and have the applicant submit the form along with the appropriate plans and fees for OCFA review. 10-08-14 EE COM O R A N G E C O U N T Y F I R E A U T H O R I T Y Plan Referral Form Required for OCFA to review plans upon the request of the Building Department when the answers on the Plan Submittal Criteria Form (on the reverse) are all “No”. City / County Official Requesting Review: City / County Reference #: Date: __________________________________ City / County: _____________________________________ E-Mail: __________________________________ Contact Name: _____________________________________ Phone #: _________________________________ Title: _____________________________________ ** Have the applicant complete and sign the OCFA Plan Submittal Criteria Form on the reverse of this form. ** Reason(s) for Review: Please describe why OCFA Plan Review is or may be required by the City/County : OCFA COMMENTS: No further action required on this specific plan type, based on information provided on: ____/______/______. Project to be taken in for OCFA Review. Other: Name: _________________________________________ Contact #: ______________________________________ Date: _________________________________ OCFA Authorization Updated: 06/02/2020 rs CITY OF SANTA ANA MOM ...... ■■■ ■■■■■■ November 10, 2023 Structural Engineering & Design, Inc. Bob Sharifi Reference: Field Coring and Bearing Pressure BEHR Paint 1801 E St Andrew Place, Santa Ana CA 92705 Specialized Testing Project No. STCR92742 To whom it may concern, Master ID: Date: Attached is our report for the referenced test program. We appreciate the opportunity to be of service. If you have any questions or comments, please do not hesitate to call. Respectfully submitted, Vince Benitez Specialized Testing. Inc. 10600 Pioneer Blvd. - Suite G - Santa Fe Springs, CA 90670 - Office (562) 903-0032 9 Fax (562) 903-3534 CITY OF SANTA ANA Planning and Building Agency Approved c�'�=-�f�--� rg- 8 �•• �•*� FOR PERMIT ISSUANCE 111B Wright Ave, u Verne, GA 91?GO V. 900.396.051 93f F. 909.396. Tf 08 TECHNICIAN'S FIELD REPORT Specialized Testing Project No. STCR92742 Master ID: Date: DATE: 11/10/2023 ITYPE OF TEST: Pressure OB ADDRESS: '1801 E St Andrew Place, Santa Ana CA EQUIPMENT Coring Machinery / 92705 USED: Fisher K1-100 Pachometer JOB NAME: TECHNICIAN BEHR Paint NAME: Marco Macias CLIENT NAME: Structural Engineering & Design, Inc. AREA(S) CORED: Concrete Slab & Soils Tests DESCRIPTION OF FIELD SERVICES Specialized Testing drilled three (3) cores from a concrete slab to measure slab thickness. obtain compression sample and obtain soil sample. The cores sampled will be tested for compressive strength. Slab was repaired. Attachment 1 presents project photos. Attachment 2 present Compression Report. Attachment 3 presents Bearing Pressure Report. TABLE 1 - SUMMARY CORE NOMINAL CORE SLAB THICKNESS MOISTURE NO. LOCATION DIAMETER (IN) CONDITIONING COMMENTS (IN) HISTORY Placed In Sealed Bag After Compressive Strength Data To Be Location #1 4.00 5.50 Coring / Placed In Sealed Bag Submitted In A Separate Report After End Preparation Placed In Sealed Bag After Compressive Strength Data To Be 2 Location #2 4.0 5.50 Coring / Placed In Sealed Bag Submitted In A Separate Report After End Preparation Placed In Sealed Bag After Compressive Strength Data To Be 3 Location #3 4.0 5.75 Coring / Placed In Sealed Bag Submitted In A Separate Report After End Preparation Geotechnical Findings - The subgrade soils immediately below the floor slab at referenced project may be designed for a maximum allowable bearing capacity of 2.500 Ib/ft2. Report from Goetechnical company presented in Attachment 4. TECHNICIAN SIGNATURE: APPROVED BY: SIGNED FOR THE COMPANY: vazea xaeca" Vince Benitez Laboratory test reults reported herein were perfomed for Strucrutal Engineering & Design, Ins- By Specialized Testing, Inc. Specialized testing, Inc authored this report using jobsite information. Specialized Testing, Inc. employs the field technician and the laboratory engineer. This report shall not be reproduced , except in full, without written permission from Specialized Testing, Inc Specialized Testing, Inc., 10600 Pioneer Bolevard. Suite G. Santa fe Springs. CA 90670 CITY OF SANTA ANA Planning and Building Agency 1111 Wright Ave, La Verne, CA @1780 V.009.390.1331 F.909.390.7186 TECHNICIAN'S FIELD REPORT Specialized Testing Project No. STCR92742 l_'%aED]:I&I:IZImma.10 3Ix4a2,.M11103`! Approved FOR PERMIT ISSUANCE IfV1,,ster ID: f); t CITY OF SANTA ANA Planning and Building Agency Approved ��----���•- d D$•�. FOR PERMIT ISSUANCE 1111 Wright Ave, La Verne, CA @1780 V.009.190.1331 F.909.390.7180 1 4& TECHNICIAN'S FIELD REPORT Specialized Testing Project No. STCR92742 go Mas Date: CITY OF SANTA ANA Planning and Building Agency Approved FOR PERMIT ISSUANCE 1111 Wright Ave, La Verne, CA @1780 V.009.390.1331 F.909.390.7186 TECHNICIAN'S FIELD REPORT Specialized Testing Project No. STCR92742 1801 East St Andrew Place Santa Ana, CA Contractor: CITY �SANTA ANA nin Plang Building Agency J10/2023 Description: Specified F'c - PSI: Cast By: No of Samples: Total Yards: I Concrete Temp (C1064): lab ICl Field Identification: Field Cores For Information Only NR 3 IR = Not Reported. Results relate only to the tested specimens ANR pproved FOR PERMIT ISSUANCE Cement Type: Master ID: Admixture: Date: Slump (C143): Air Content (C] Air Temp (C106 LABORATORY COMPRESSIVE STRENGTH DATA PER ASTM C42 AND C39 11/10/2023 Equipment Used: 11/15/2023 SN of Equipment: Michael Ahdunko Calib. / Recall. Date Test Data t 1 Date Of Test Time Of Test Specimen Dimensions - in. 1 2 3 4 5 6 Area In2 Avg In2 h/d 11/15/2023 7:44 AM 3.98 3.98 5.36 5.36 1.35 12.44 11/15/2023 7:49 AM 3.98 3.98 5.40 5.40 1.36 12.44 11/15/2023 7:52 AM 3.98 3.98 5.66 5.66 1.42 12.44 5-DAY Avg. F' tensions 3 and 4 = Capped Core Height; Dimensions 5 and 6 = Uncapped Core Height. Specimens were Tested using ASTM C1231 (Unbonded Caps). !d per ASTM C42 (based on capped height divided by average diameter.) i Figure 2: 1 = Cone, 2 = Cone and Crack, 3 = Columnar, 4 = Diagonal, 5 = Side Fracture, 6 = Side Fracture Point 1M1/_ •► •► 1 CITY OF SANTA ANA Planning and Building Agency Approved FOR PERMIT ISSUANCE 111B Wright Ave, La Verne, CA 91 M V. 900_698.051 F. 909.396.7f&g TECHNICIAN'S FIELD REPORT Specialized Testing Project No. STCR92742 I_jIi_t40111Til:l1kacm=3X_13111N,Pei a.1:m*11:4:x:1:1000.41 IniandEngineeringTechnologies Inc November 20, 2023 Mr. Vince Benitez Specialized Testing 10600 Pioneer Boulevard Santa Fe Springs, CA 90670 CITY OF SANTA ANA Planning and Building Agency 41665 Reagan Way Ste. E Murdeta, CA. 92562 Ph: Apved FbR:ftfN 94t 4_RJ1ANCE Pro'ect No. 23-5447 MastedID: Date: Subject: Geotechnical Recommendation Letter for Bearing Pressure at the Behr Paint Facility Located at 1801 East St. Andrew Place, City of Santa Ana, County of Los Angeles, California. Introduction Pursuant to your request, Inland Engineering Technologies, Inc. (IET) presents this geotechnical letter for bearing pressure at the Behr Paint Facility Located at 1801 East St. Andrew Place, City of Santa Ana, County of Los Angeles, California. It is IET's understanding that the existing building will have racking installed inside the warehouse. IET observed core holes drilled by a contractor and retrieved one subgrade soil samples on November 10, 2023. Based on IET's limited observation, the subgrade soils were primarily of silty sand material. The soil samples indicated a minimum relative density of 90 percent. Geotechnical Recommendation The subgrade soils immediately below the floor slab may be designed for a maximum allowable bearing capacity of 2,5001b/ft2. The bearing capacity value may be increased by a one-third for wind load and seismic load. The bearing capacities should be re-evaluated when loads and footing sizes have been finalized. Lateral forces on footings may be resisted by passive earth resistance and friction at the bottom of the footing. Foundations may be designed for a coefficient of friction of 0.35, and a passive earth pressure of 250 lb/ft2/ft. The passive earth pressure incorporates a factor of safety of about 1.5. When combining passive and friction forces, passive resistance should be reduced by a one-third. Closure IET's services were performed using the degree of care and skill ordinarily circumstances, by reputable engineers and geologists practicing in this or similar loc expressed or implied, is made as to the recommendations and professional advice inc CITY OF SANTA ANA Planning and Building Agency 'Approved JJ FOR undeirTsimilar es. No other warranty, Date: The findings of this report are valid as of the present date. However, changes in the conditions ot a property can and do occur with the passage of time, whether they be due to natural processes or the works of man on this or adjacent properties. The opportunity to be of service is appreciated. Should you have any questions regarding the content of this report, or should you require additional information, please contact this office at your earliest convenience. Sincerely, INLAND ENGINEERING TECHNOLOGIES, INC. es Worley resident Yogi Pirathapan, GE 2834 Geotechnical Engineer O p,01 YOG -N - Fdv 21� �� o. EXP Z �i Qy sT $1GTECNN��' i OF CAUFO� Project No. 23-5447 Page 2 November 20, 2023 ASCE Hazards Report Address: 1995 S Standard Ave Santa Ana, California 92707 Standard:ASCE/SEI 7-16 Latitude:33.721883 Risk Category:IV Longitude:-117.856406 Soil Class:D - Default (see Section 11.4.3) Elevation:68.49682769386692 ft (NAVD 88) Page 1 of 3https://ascehazardtool.org/Tue Dec 03 2024 SS : 1.276 S1 : 0.456 F a : 1.2 F v : N/A SMS : 1.531 SM1 : N/A SDS : 1.021 SD1 : N/A T L : 8 PGA : 0.539 PGA M : 0.647 F PGA : 1.2 Ie : 1.5 C v : 1.355 Seismic Site Soil Class: Results: Data Accessed: Date Source: D - Default (see Section 11.4.3) USGS Seismic Design Maps Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Tue Dec 03 2024 Page 2 of 3https://ascehazardtool.org/Tue Dec 03 2024 The ASCE Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any kind. 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