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( ( $AB<BC?ABDE FDEAGD<<BEH(D?IFD@JBE?ABDE "A?AKL MNO PbQR[ XV [[ Q S[V Y ZZ MNO PbQR[ SR [[ V [V[XY ZZ Q MNO PbQR[ SR [[ [RV SVSWY ZZ [MNO PbQR[ SR S [XV V[ Y ZZ MNO PbQR[ QV S V RVRQY ZZ *+,-./+01c3/,+`d/`_-a49/5.6789 ":;<= FD<K@E ( ( ( $AB<BC?ABDE FDEAGD<<BEH(D?IFD@JBE?ABDE "A?AKL MNO PbQR[ XV [[ Q S[V Y ZZ MNO PbQR[ SR [[ QV QXV[XY ZZ Q MNO PbQR[ SR [[ QSV Q[V XY ZZ [MNO PbQR[ SR S V QVY ZZ MNO PbQR[QV S [V QVY ZZ efghi V jkV[kV[P V jkV[kV[P V jkV[kV[P V jkV[kV[P l m A nV kRV opjkjnV kRV opRVkjqrst nV kRV opjkjnV kRV opRVkjqrst nV kRV opjkjnV kRV opRVkjqrst nV kRV opjkjnV kRV opRVkjqrst nV kRV opjkjnV kRV opRVkjqrst l m A nV kRV opjkjnV kRV opRVkjqrst nV kRV opjkjnV kRV opRVkjqrst nV kRV opjkjnV kRV opRVkjqrst nV kRV opjkjnV kRV opRVkjqrst nV kRV opjkjnV kRV opRVkjqrst uvwxvwyz{|}~}}{€ ‚ƒ„…†‡ ˆ‰‰Š‹~vv…ŠŠŒ ‚ƒŽ…†‡‹ ‰‘ ‚‹Œ† ’vŠŽ “ƒ†‰v|w|yuvŽƒŠ Ž‰ w”vw•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` I aE bGE cdebeaE bGE cdGEbefghi aE bGE cdebeaE bGE cdGEbefghi aE bGE cdebeaE bGE cdGEbefghi aE bGE cdebeaE bGE cdGEbefghi aE bGE cdebeaE bGE cdGEbefghi aGELgGE cdebeaGELgGE cdGEHcbej fghi aGELgGE cdebeaGELgGE cdGEHcbej fghi aGELgGE cdebeaGELgGE cdGEHcbe j fghi aGELgGE cdebeaGELgGE cdGEHcbej fghi aGELgGE cdebeaGELgGE cdGEHcbej fghi aGELgGE cdebeaGELgGE cdGEHcbe j fghi E ebEMbEMk E ebEMbEMk E ebEMbEMk E ebEMbEMk lmnomnpqrstuttrvw xyz{|}~ €€ ‚umm| ƒ„yz…|}~‚„†‡€ˆ„y‚ƒ}„‰m …„Šz}€msnsplm…z „…€ n‹mnŒ Beams and Connect ions ELEV ATION BEAM U TILIZ ATION STATU S C ONNEC TION U TILIZ A TION STATU S 60″H an n ib al I 30160 (16g a)75.39%Ok 3-p in 24.02%Ok 120″H an n ib al I 30160 (16g a)75.39%Ok 3-p in 24.02%Ok 180″H an n ib al I 30160 (16g a)75.39%Ok 3-p in 24.02%Ok 240″H an n ib al I 30160 (16g a)75.39%Ok 3-p in 24.02%Ok Braces #BR ACE (St art ing f ro m Bo t t o m)D IR ECTION U TILIZ ATION STATU S 1 1.5x 1.5x 0.25x 16g a H or izon ta l 37.44%Ok 2 1.5x 1.5x 0.25x 16g a D iagon al 88.86%Ok 3 1.5x 1.5x 0.25x 16g a H or izon ta l 4.76%Ok 4 1.5x 1.5x 0.25x 16g a D iagon al 90.74%Ok 5 1.5x 1.5x 0.25x 16g a H or izon ta l 1.49%Ok 6 1.5x 1.5x 0.25x 16g a D iagon al 81.70%Ok 7 1.5x 1.5x 0.25x 16g a H or izon ta l 3.55%Ok 8 1.5x 1.5x 0.25x 16g a D iagon al 64.85%Ok 9 1.5x 1.5x 0.25x 16g a H or izon ta l 6.42%Ok 10 1.5x 1.5x 0.25x 16g a D iagon al 46.48%Ok 11 1.5x 1.5x 0.25x 16g a H or izon ta l 5.77%Ok Sei smic info r mati o n :Co de: S1 : 0.5085173898125429 2025 C alifor n ia Bu ild in g C od e SS: 1.4659899463878785 C losed to Pu b lic SD 1 : 0.7892332322922 Non -h azar d ou s Mater ial SD S: 1.1510879606172018 Non -Essen tia l F acility SD C : D Co lu mn s:U TILIZ ATION STATU S FR ONT COLU MN H an n ib a l I C 3014 FR ONT BACKER - 64.25%Ok BACK COLU MN H an n ib a l I C 3014 BA C K BACK ER -64.25%Ok Base P l ate, Slab an d An ch o r s: SLAB 6" C on cr ete, 2500p si 28.38%Ok ANCHOR S (P ER BA SE P LA TE) Power -Stu d + SD 2 (4) - 0.5" d ia x emb ed 3.75" 4.75" min len g th 90.07%Ok BASE P LATE 51.40%Ok W = 8" L = 8" t = 0.25" D c = C en ter ed S a1 = 6" S a2 = 6" Not es 1) Th e minimu m anch or length assu mes a 0.25” shim. A sho r ter ancho r may b e accep tab le. 2) Req uir ed sep ar atio n fr o m build ing: Cr o ss-aisle = 1.828", Do w n -aisle = 12" 3) Ro w sp acer s design ed w ith top tie at 247.75, bo tto m tie at 43.75, an d 1 tie(s) ev en ly sp aced b etw een them. P R OJECT L og omar k Sa tn a A n a ELEV ATION Ty p e A A D D R ESS 603 W. D y er R d . S an ta A n a , C A 92707 COOR D IN ATES L a t: 33.7109373 L on g: -117.875387 CREA TED BY Jor d a n T lu mak D ATE 3/25/2026 One Rack, LLC Co p y right © Beams and Connect ions ELEV ATION BEAM U TILIZ ATION STATU S C ONNEC TION U TILIZ A TION STATU S 60″H an n ib al I 30160 (16g a)63.33%Ok 3-p in 20.27%Ok 120″H an n ib al I 30160 (16g a)63.33%Ok 3-p in 20.27%Ok 180″H an n ib al I 30160 (16g a)63.33%Ok 3-p in 20.27%Ok 240″H an n ib al I 30160 (16g a)63.33%Ok 3-p in 20.27%Ok Braces #BR ACE (St art ing f ro m Bo t t o m)D IR ECTION U TILIZ ATION STATU S 1 1.5x 1.5x 0.25x 16g a H or izon ta l 40.91%Ok 2 1.5x 1.5x 0.25x 16g a D iagon al 96.84%Ok 3 1.5x 1.5x 0.25x 16g a H or izon ta l 5.25%Ok 4 1.5x 1.5x 0.25x 16g a D iagon al 98.67%Ok 5 1.5x 1.5x 0.25x 16g a H or izon ta l 1.69%Ok 6 1.5x 1.5x 0.25x 16g a D iagon al 88.84%Ok 7 1.5x 1.5x 0.25x 16g a H or izon ta l 3.93%Ok 8 1.5x 1.5x 0.25x 16g a D iagon al 70.55%Ok 9 1.5x 1.5x 0.25x 16g a H or izon ta l 7.04%Ok 10 1.5x 1.5x 0.25x 16g a D iagon al 50.63%Ok 11 1.5x 1.5x 0.25x 16g a H or izon ta l 6.31%Ok Sei smic info r mati o n :Co de: S1 : 0.5085173898125429 2025 C alifor n ia Bu ild in g C od e SS: 1.4659899463878785 C losed to Pu b lic SD 1 : 0.7892332322922 Non -h azar d ou s Mater ial SD S: 1.1510879606172018 Non -Essen tia l F acility SD C : D Co lu mn s:U TILIZ ATION STATU S FR ONT COLU MN H an n ib a l I C 3014 FR ONT BACKER - 64.87%Ok BACK COLU MN H an n ib a l I C 3014 BA C K BACK ER -64.87%Ok Base P l ate, Slab an d An ch o r s: SLAB 6" C on cr ete, 2500p si 28.65%Ok ANCHOR S (P ER BA SE P LA TE) Power -Stu d + SD 2 (4) - 0.5" d ia x emb ed 3.75" 4.75" min len g th 75.11%Ok BASE P LATE 46.94%Ok W = 8" L = 8" t = 0.25" D c = C en ter ed S a1 = 6" S a2 = 6" Not es 1) Th e minimu m anch or length assu mes a 0.25” shim. A sho r ter ancho r may b e accep tab le. 2) Req uir ed sep ar atio n fr o m build ing: Cr o ss-aisle = 1.536", Do w n -aisle = 12" P R OJECT L og omar k Sa tn a A n a ELEV ATION Ty p e A - S in g le R ow A D D R ESS 603 W. D y er R d . S an ta A n a , C A 92707 COOR D IN ATES L a t: 33.7109373 L on g: -117.875387 CREA TED BY Jor d a n T lu mak D ATE 3/25/2026 One Rack, LLC Co p y right © Beams and Connect ions ELEV ATION BEAM U TILIZ ATION STATU S C ONNEC TION U TILIZ A TION STATU S 60″H an n ib al I 30160 (16g a)7.90%Ok 3-p in 2.53%Ok 120″H an n ib al I 30160 (16g a)7.90%Ok 3-p in 2.53%Ok 180″H an n ib al I 30160 (16g a)7.90%Ok 3-p in 2.53%Ok 240″H an n ib al I 30160 (16g a)7.90%Ok 3-p in 2.53%Ok Braces #BR ACE (St art ing f ro m Bo t t o m)D IR ECTION U TILIZ ATION STATU S 1 1.5x 1.5x 0.25x 16g a H or izon ta l 12.48%Ok 2 1.5x 1.5x 0.25x 16g a D iagon al 29.67%Ok 3 1.5x 1.5x 0.25x 16g a H or izon ta l 1.58%Ok 4 1.5x 1.5x 0.25x 16g a D iagon al 30.35%Ok 5 1.5x 1.5x 0.25x 16g a H or izon ta l 0.49%Ok 6 1.5x 1.5x 0.25x 16g a D iagon al 27.33%Ok 7 1.5x 1.5x 0.25x 16g a H or izon ta l 1.18%Ok 8 1.5x 1.5x 0.25x 16g a D iagon al 21.70%Ok 9 1.5x 1.5x 0.25x 16g a H or izon ta l 2.14%Ok 10 1.5x 1.5x 0.25x 16g a D iagon al 15.61%Ok 11 1.5x 1.5x 0.25x 16g a H or izon ta l 1.92%Ok Sei smic info r mati o n :Co de: S1 : 0.5085173898125429 2025 C alifor n ia Bu ild in g C od e SS: 1.4659899463878785 C losed to Pu b lic SD 1 : 0.7892332322922 Non -h azar d ou s Mater ial SD S: 1.1510879606172018 Non -Essen tia l F acility SD C : D Co lu mn s:U TILIZ ATION STATU S FR ONT COLU MN H an n ib a l I C 3014 FR ONT BACKER - 25.57%Ok BACK COLU MN H an n ib a l I C 3014 BA C K BACK ER -21.90%Ok Base P l ate, Slab an d An ch o r s: SLAB 6" C on cr ete, 2500p si 9.67%Ok ANCHOR S (P ER BA SE P LA TE) Power -Stu d + SD 2 (4) - 0.5" d ia x emb ed 2.5" 3.5" min len gth 39.15%Ok BASE P LATE 29.15%Ok W = 8" L = 8" t = 0.25" D c = C en ter ed S a1 = 6" S a2 = 6" Not es 1) Th e minimu m anch or length assu mes a 0.25” shim. A sho r ter ancho r may b e accep tab le. 2) Req uir ed sep ar atio n fr o m build ing: Cr o ss-aisle = 0.61", Do w n -aisle = 9.714" 3) Ro w sp acer s design ed w ith top tie at 247.75, bo tto m tie at 43.75, an d 1 tie(s) ev en ly sp aced b etw een them. P R OJECT L og omar k Sa tn a A n a ELEV ATION Ty p e A 1 A D D R ESS 603 W. D y er R d . S an ta A n a , C A 92707 COOR D IN ATES L a t: 33.7109373 L on g: -117.875387 CREA TED BY Jor d a n T lu mak D ATE 3/25/2026 One Rack, LLC Co p y right © Beams and Connect ions ELEV ATION BEAM U TILIZ ATION STATU S C ONNEC TION U TILIZ A TION STATU S 60″H an n ib al I 30160 (16g a)7.90%Ok 3-p in 2.53%Ok 120″H an n ib al I 30160 (16g a)7.90%Ok 3-p in 2.53%Ok 180″H an n ib al I 30160 (16g a)7.90%Ok 3-p in 2.53%Ok 240″H an n ib al I 30160 (16g a)7.90%Ok 3-p in 2.53%Ok Braces #BR ACE (St art ing f ro m Bo t t o m)D IR ECTION U TILIZ ATION STATU S 1 1.5x 1.5x 0.25x 16g a H or izon ta l 16.23%Ok 2 1.5x 1.5x 0.25x 16g a D iagon al 38.47%Ok 3 1.5x 1.5x 0.25x 16g a H or izon ta l 2.08%Ok 4 1.5x 1.5x 0.25x 16g a D iagon al 39.24%Ok 5 1.5x 1.5x 0.25x 16g a H or izon ta l 0.67%Ok 6 1.5x 1.5x 0.25x 16g a D iagon al 35.34%Ok 7 1.5x 1.5x 0.25x 16g a H or izon ta l 1.56%Ok 8 1.5x 1.5x 0.25x 16g a D iagon al 28.07%Ok 9 1.5x 1.5x 0.25x 16g a H or izon ta l 2.79%Ok 10 1.5x 1.5x 0.25x 16g a D iagon al 20.20%Ok 11 1.5x 1.5x 0.25x 16g a H or izon ta l 2.50%Ok Sei smic info r mati o n :Co de: S1 : 0.5085173898125429 2025 C alifor n ia Bu ild in g C od e SS: 1.4659899463878785 C losed to Pu b lic SD 1 : 0.7892332322922 Non -h azar d ou s Mater ial SD S: 1.1510879606172018 Non -Essen tia l F acility SD C : D Co lu mn s:U TILIZ ATION STATU S FR ONT COLU MN H an n ib a l I C 3014 FR ONT BACKER - 26.13%Ok BACK COLU MN H an n ib a l I C 3014 BA C K BACK ER -26.13%Ok Base P l ate, Slab an d An ch o r s: SLAB 6" C on cr ete, 2500p si 11.54%Ok ANCHOR S (P ER BA SE P LA TE) Power -Stu d + SD 2 (4) - 0.5" d ia x emb ed 2.5" 3.5" min len gth 41.13%Ok BASE P LATE 46.48%Ok W = 8" L = 8" t = 0.25" D c = C en ter ed S a1 = 6" S a2 = 6" Not es 1) Th e minimu m anch or length assu mes a 0.25” shim. A sho r ter ancho r may b e accep tab le. 2) Req uir ed sep ar atio n fr o m build ing: Cr o ss-aisle = 0.61", Do w n -aisle = 9.714" P R OJECT L og omar k Sa tn a A n a ELEV ATION Ty p e A 1 - Sin g le R ow A D D R ESS 603 W. D y er R d . S an ta A n a , C A 92707 COOR D IN ATES L a t: 33.7109373 L on g: -117.875387 CREA TED BY Jor d a n T lu mak D ATE 3/25/2026 One Rack, LLC Co p y right © Beams and Connect ions ELEV ATION BEAM U TILIZ ATION STATU S C ONNEC TION U TILIZ A TION STATU S 156″H an n ib al I 36160 (16g a)69.28%Ok 3-p in 29.95%Ok 216″H an n ib al I 36160 (16g a)69.28%Ok 3-p in 26.66%Ok Braces #BR ACE (St art ing f ro m Bo t t o m)D IR ECTION U TILIZ ATION STATU S 1 1.5x 1.5x 0.25x 16g a H or izon ta l 29.01%Ok 2 1.5x 1.5x 0.25x 16g a D iagon al 68.63%Ok 3 1.5x 1.5x 0.25x 16g a H or izon ta l 3.26%Ok 4 1.5x 1.5x 0.25x 16g a D iagon al 71.68%Ok 5 1.5x 1.5x 0.25x 16g a H or izon ta l 0.33%Ok 6 1.5x 1.5x 0.25x 16g a D iagon al 68.77%Ok 7 1.5x 1.5x 0.25x 16g a H or izon ta l 3.17%Ok 8 1.5x 1.5x 0.25x 16g a D iagon al 53.87%Ok 9 1.5x 1.5x 0.25x 16g a H or izon ta l 6.40%Ok 10 1.5x 1.5x 0.25x 16g a D iagon al 30.99%Ok 11 1.5x 1.5x 0.25x 16g a H or izon ta l 3.92%Ok Sei smic info r mati o n :Co de: S1 : 0.5085173898125429 2025 C alifor n ia Bu ild in g C od e SS: 1.4659899463878785 C losed to Pu b lic SD 1 : 0.7892332322922 Non -h azar d ou s Mater ial SD S: 1.1510879606172018 Non -Essen tia l F acility SD C : D Co lu mn s:U TILIZ ATION STATU S FR ONT COLU MN H an n ib a l I C 3014 FR ONT BACKER - 53.72%Ok BACK COLU MN H an n ib a l I C 3014 BA C K BACK ER -53.72%Ok Base P l ate, Slab an d An ch o r s: SLAB 6" C on cr ete, 2500p si 22.13%Ok ANCHOR S (P ER BA SE P LA TE) Power -Stu d + SD 2 (4) - 0.5" d ia x emb ed 2.5" 3.5" min len gth 95.05%Ok BASE P LATE 45.42%Ok W = 8" L = 8" t = 0.25" D c = C en ter ed S a1 = 6" S a2 = 6" Not es 1) Th e minimu m anch or length assu mes a 0.25” shim. A sho r ter ancho r may b e accep tab le. 2) Req uir ed sep ar atio n fr o m build ing: Cr o ss-aisle = 1.408", Do w n -aisle = 10.8" 3) Ro w sp acer s design ed w ith top tie at 247.75, bo tto m tie at 43.75, an d 1 tie(s) ev en ly sp aced b etw een them. P R OJECT L og omar k Sa tn a A n a ELEV ATION Ty p e T A D D R ESS 603 W. D y er R d . S an ta A n a , C A 92707 COOR D IN ATES L a t: 33.7109373 L on g: -117.875387 CREA TED BY Jor d a n T lu mak D ATE 3/25/2026 One Rack, LLC Co p y right © Beams and Connect ions ELEV ATION BEAM U TILIZ ATION STATU S C ONNEC TION U TILIZ A TION STATU S 156″H an n ib al I 36160 (16g a)69.28%Ok 3-p in 29.12%Ok 216″H an n ib al I 36160 (16g a)69.28%Ok 3-p in 25.97%Ok Braces #BR ACE (St art ing f ro m Bo t t o m)D IR ECTION U TILIZ ATION STATU S 1 1.5x 1.5x 0.25x 16g a H or izon ta l 33.80%Ok 2 1.5x 1.5x 0.25x 16g a D iagon al 79.69%Ok 3 1.5x 1.5x 0.25x 16g a H or izon ta l 3.79%Ok 4 1.5x 1.5x 0.25x 16g a D iagon al 83.23%Ok 5 1.5x 1.5x 0.25x 16g a H or izon ta l 0.34%Ok 6 1.5x 1.5x 0.25x 16g a D iagon al 80.38%Ok 7 1.5x 1.5x 0.25x 16g a H or izon ta l 3.79%Ok 8 1.5x 1.5x 0.25x 16g a D iagon al 62.91%Ok 9 1.5x 1.5x 0.25x 16g a H or izon ta l 7.66%Ok 10 1.5x 1.5x 0.25x 16g a D iagon al 35.31%Ok 11 1.5x 1.5x 0.25x 16g a H or izon ta l 4.50%Ok Sei smic info r mati o n :Co de: S1 : 0.5085173898125429 2025 C alifor n ia Bu ild in g C od e SS: 1.4659899463878785 C losed to Pu b lic SD 1 : 0.7892332322922 Non -h azar d ou s Mater ial SD S: 1.1510879606172018 Non -Essen tia l F acility SD C : D Co lu mn s:U TILIZ ATION STATU S FR ONT COLU MN H an n ib a l I C 3014 FR ONT BACKER - 57.12%Ok BACK COLU MN H an n ib a l I C 3014 BA C K BACK ER -57.12%Ok Base P l ate, Slab an d An ch o r s: SLAB 6" C on cr ete, 2500p si 23.86%Ok ANCHOR S (P ER BA SE P LA TE) Power -Stu d + SD 2 (4) - 0.5" d ia x emb ed 2.5" 3.5" min len gth 85.01%Ok BASE P LATE 42.96%Ok W = 8" L = 8" t = 0.25" D c = C en ter ed S a1 = 6" S a2 = 6" Not es 1) Th e minimu m anch or length assu mes a 0.25” shim. A sho r ter ancho r may b e accep tab le. 2) Req uir ed sep ar atio n fr o m build ing: Cr o ss-aisle = 1.267", Do w n -aisle = 10.8" P R OJECT L og omar k Sa tn a A n a ELEV ATION Ty p e T - S in gle R ow A D D R ESS 603 W. D y er R d . S an ta A n a , C A 92707 COOR D IN ATES L a t: 33.7109373 L on g: -117.875387 CREA TED BY Jor d a n T lu mak D ATE 3/25/2026 One Rack, LLC Co p y right © Beams and Connect ions ELEV ATION BEAM U TILIZ ATION STATU S C ONNEC TION U TILIZ A TION STATU S 156″H an n ib al I 30160 (16g a)34.15%Ok 3-p in 20.94%Ok 216″H an n ib al I 30160 (16g a)34.15%Ok 3-p in 18.10%Ok Braces #BR ACE (St art ing f ro m Bo t t o m)D IR ECTION U TILIZ ATION STATU S 1 1.5x 1.5x 0.25x 16g a H or izon ta l 25.63%Ok 2 1.5x 1.5x 0.25x 16g a D iagon al 60.69%Ok 3 1.5x 1.5x 0.25x 16g a H or izon ta l 2.97%Ok 4 1.5x 1.5x 0.25x 16g a D iagon al 63.06%Ok 5 1.5x 1.5x 0.25x 16g a H or izon ta l 0.46%Ok 6 1.5x 1.5x 0.25x 16g a D iagon al 59.63%Ok 7 1.5x 1.5x 0.25x 16g a H or izon ta l 2.71%Ok 8 1.5x 1.5x 0.25x 16g a D iagon al 46.85%Ok 9 1.5x 1.5x 0.25x 16g a H or izon ta l 5.36%Ok 10 1.5x 1.5x 0.25x 16g a D iagon al 28.45%Ok 11 1.5x 1.5x 0.25x 16g a H or izon ta l 3.58%Ok Sei smic info r mati o n :Co de: S1 : 0.5085173898125429 2025 C alifor n ia Bu ild in g C od e SS: 1.4659899463878785 C losed to Pu b lic SD 1 : 0.7892332322922 Non -h azar d ou s Mater ial SD S: 1.1510879606172018 Non -Essen tia l F acility SD C : D Co lu mn s:U TILIZ ATION STATU S FR ONT COLU MN H an n ib a l I C 3014 FR ONT BACKER - 47.84%Ok BACK COLU MN H an n ib a l I C 3014 BA C K BACK ER -47.84%Ok Base P l ate, Slab an d An ch o r s: SLAB 6" C on cr ete, 2500p si 19.55%Ok ANCHOR S (P ER BA SE P LA TE) Power -Stu d + SD 2 (4) - 0.5" d ia x emb ed 2.5" 3.5" min len gth 83.08%Ok BASE P LATE 42.46%Ok W = 8" L = 8" t = 0.25" D c = C en ter ed S a1 = 6" S a2 = 6" Not es 1) Th e minimu m anch or length assu mes a 0.25” shim. A sho r ter ancho r may b e accep tab le. 2) Req uir ed sep ar atio n fr o m build ing: Cr o ss-aisle = 1.231", Do w n -aisle = 10.8" 3) Ro w sp acer s design ed w ith top tie at 247.75, bo tto m tie at 43.75, an d 1 tie(s) ev en ly sp aced b etw een them. P R OJECT L og omar k Sa tn a A n a ELEV ATION Ty p e T1 A D D R ESS 603 W. D y er R d . S an ta A n a , C A 92707 COOR D IN ATES L a t: 33.7109373 L on g: -117.875387 CREA TED BY Jor d a n T lu mak D ATE 3/25/2026 One Rack, LLC Co p y right © 603 W Dyer Rd Logomark Fencing Structural Calculation Report Santa Ana, CA 92707 Nashville, TN 37204 Job Number: 251177 Calculations prepared by: Jack Wilson, P.E. Calculations prepared for: Source Racks March 24, 2026 Epiq Engineering, LLC 2814 Dogwood Pl EXP. 6/30/2026 03/24/2026 1) General Notes 1 2) Governing Codes 1 3) Material Specification 1 4) Project Information 2 5) Design Loads 2 6) Load Combinations 4 7) ASCE Seismic Report 5 8) Structural Calculations 10 Table of Contents Subject: Job No: Page:1 Engineer: Date:3/24/26 1. General Notes 1.1 The scope of structural engineering for this project does not cover the surrounding building, existing structures or any life−safety conditions such as egress, occupancy and fire protection. 1.2 Means and methods of construction are the sole responsibility of the general contractor. The structure is considered unstable until all structural elements have been fully connected and all safety matters pertaining to installation are the sole responsibility of the general contractor. 1.3 All welding shall conform to AWS D1.1, "Structural Welding Code − Steel" 1.4 Method of design is Load and Factor Resistance Design (LRFD) unless noted otherwise. 2. Governing Codes 2025 California Building Code ASCE 7−22 Minimum Design Loads For Buildings & Other Structures ACI 318−19 Building Code Requirements for Structural Concrete AISC 360−22 Steel Construction Manual, 16th Edition AISI S100−16 North American Standard for the Design of Cold−Formed Steel Structural Members 3. Material Specification Channel:A36 (Fy = 36 ksi) W−Shape:A992 (Fy = 50 ksi) Angle:A36 (Fy = 36 ksi) Plates:A36 (Fy = 36 ksi) HSS Tube:A500, Grade B (Fy = 46 ksi) Cold Formed Steel:Grade 50 (Fy = 50 ksi) Hardware: A325 Bolts Logomark Fencing 251177 Wilson Epiq Engineering, LLC 2814 Dogwood Pl Nashville, TN 37204 Subject: Job No: Page:2 Engineer: Date:3/24/26 4. Project Information Prepared By: Jack Wilson, P.E. Engineer of Record: Jordan Tlumak, P.E. Project Name: Logomark Fencing Project Address: 603 W Dyer Rd Santa Ana, CA 92707 Design for Storage: No 5. Design Loads Gravity Loads 2" opening with 9 ga wire chain link: 0.73 psf (Dead Load) Interior Walls and Partitions: 5 psf (Live Load) Interior Walls and Partitions Reduced: 1.25 psf (Live Load) − Conservatively assuming 75% open (25% solid area) Seismic Weight 2" opening with 9 ga wire chain link: 0.73 psf Total: 0.73 psf Seismic Loads X−Dir: 0.840 psf Y−Dir: 0.840 psf Epiq Engineering, LLC Logomark Fencing 2814 Dogwood Pl 251177 Nashville, TN 37204 Wilson Subject: Job No: Page:3 Engineer: Date:3/24/26 5. Design Loads, Cont. Seismic Parameters Project Risk Category: II ASCE 7, Table 1.5−1 Seismic Importance Factor, IE:1.0 ASCE 7, Table 1.5−2 Redundancy Factor, ρ:1.0 ASCE 7, 12.3.4 Soil Site Classification: D (Default) ASCE 7, 11.4.2 Spectral Resp. Parameter, S1:0.509 ASCE Seismic Report Spectral Resp. Parameter, SS:1.466 ASCE Seismic Report Spectral Resp. Parameter, SD1:0.789 ASCE Seismic Report Spectral Resp. Parameter, SDS:1.151 ASCE Seismic Report Seismic Design Category: D ASCE 7, 11.6 Analysis Procedure: Equivalent Lateral Force Procedure per ASCE 7 X−Direction Framing System: Seismic Force−Resist. System: Steel Ordinary Moment Frame with Unlimited Height Response Mod. Factor, R: 1.00 ASCE 7, Table 15.4−1 Overstrength Factor, Ω:1.00 ASCE 7, Table 15.4−1 Seismic Response Coeff, CS:1.151 ASCE 7, 12.8.1 and 15.4.1 Y−Direction Framing System: Seismic Force−Resist. System: Steel Ordinary Moment Frame with Unlimited Height Response Mod. Factor, R: 1.00 ASCE 7, Table 15.4−1 Overstrength Factor, Ω:1.00 ASCE 7, Table 15.4−1 Seismic Response Coeff, CS:1.151 ASCE 7, 12.8.1 and 15.4.1 Logomark Fencing 251177 Wilson Epiq Engineering, LLC 2814 Dogwood Pl Nashville, TN 37204 Subject: Job No: Page:4 Engineer: Date:3/24/26 6. Load Combinations Load Combination Parameters SDS:1.151 ASCE Seismic Report ρ:1.0 ASCE 7, 12.3.4 ΩX: 1.00 X−Direction, ASCE 7, Table 15.4−1 ΩY: 1.00 Y−Direction, ASCE 7, Table 15.4−1 LRFD Load Combinations (ASCE 7, 2.3) L (Serviceability, L/360) D + L (Serviceability, L/240) 1.4D (Dead Load Only) 1.2D + 1.6L (Gravity) (1.2 + 0.2SDS)D +/− ρEX + L (Gravity + Seismic, X−Direction) (1.2 + 0.2SDS)D +/− ρEY + L (Gravity + Seismic, Y−Direction) (0.9 − 0.2SDS)D +/− ρEX (Seismic Uplift, X−Direction) (0.9 − 0.2SDS)D +/− ρEY (Seismic Uplift, Y−Direction) (1.2 + 0.2SDS)D +/− ΩEX + L (Gravity + Overstrength Seismic, X−Direction) (1.2 + 0.2SDS)D +/− ΩEY + L (Gravity + Overstrength Seismic, Y−Direction) (0.9 − 0.2SDS)D +/− ΩEX (Overstrength Seismic Uplift, X−Direction) (0.9 − 0.2SDS)D +/− ΩEY (Overstrength Seismic Uplift, Y−Direction) Epiq Engineering, LLC Logomark Fencing 2814 Dogwood Pl 251177 Nashville, TN 37204 Wilson ASCE Seismic Report Logomark Fencing 603 W Dyer Rd Santa Ana, CA 92707 ASCE Hazards Report Address: 603 W Dyer Rd Santa Ana, California 92707 Standard:ASCE/SEI 7-22 Latitude:33.711007 Risk Category:II Longitude:-117.875456 Soil Class:D - Stiff Soil Elevation:39.92699703225704 ft (NAVD 88) Page 1 of 4https://ascehazardtool.org/Tue Mar 24 2026 PGA M : 0.64 SMS : 1.73 SM1 : 1.18 SDS : 1.15 SD1 : 0.79 T L : 8 SS : 1.47 S1 : 0.51 VS30 : 260 Seismic Design Category:D Multi-Period Design Spectrum S (g) vs T(s)a Multi-Period MCE SpectrumR S (g) vs T(s)a Two-Period Design Spectrum S (g) vs T(s)a Two-Period MCE SpectrumR S (g) vs T(s)a Design Vertical Response Spectrum Vertical ground motion data has not yet been made available by USGS. MCE Vertical Response SpectrumR Vertical ground motion data has not yet been made available by USGS. Seismic D - Stiff SoilSite Soil Class: Results: Page 2 of 4https://ascehazardtool.org/Tue Mar 24 2026 Data Accessed: Tue Mar 24 2026 Date Source: USGS Seismic Design Maps based on ASCE/SEI 7-22 and ASCE/SEI 7-22 Table 1.5-2. Additional data for site-specific ground motion procedures in accordance with ASCE/SEI 7-22 Ch. 21 are available from USGS. Page 3 of 4https://ascehazardtool.org/Tue Mar 24 2026 The ASCE Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE standard. 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Page 4 of 4https://ascehazardtool.org/Tue Mar 24 2026 Structural Calculations Logomark Fencing 603 W Dyer Rd Santa Ana, CA 92707 Epiq Engineering, LLC Jack Wilson, PE 251177 Fencing Structure SK-1 Mar 23, 2026 at 09:31 AM RISA - Source Racks - Logo… Epiq Engineering, LLC Jack Wilson, PE 251177 Fencing Dead Loads SK-2 Mar 24, 2026 at 10:24 AM RISA - Source Racks - Logo… Epiq Engineering, LLC Jack Wilson, PE 251177 Fencing Live Loads SK-3 Mar 23, 2026 at 09:33 AM RISA - Source Racks - Logo… Epiq Engineering, LLC Jack Wilson, PE 251177 Fencing Seismic Loads - X Direction SK-4 Mar 24, 2026 at 10:29 AM RISA - Source Racks - Logo… Epiq Engineering, LLC Jack Wilson, PE 251177 Fencing Seismic Loads - Y Direction SK-5 Mar 24, 2026 at 10:29 AM RISA - Source Racks - Logo… Epiq Engineering, LLC Jack Wilson, PE 251177 Fencing Unity Ratios SK-6 Mar 24, 2026 at 10:30 AM RISA - Source Racks - Logo… Rigid element for the purposes of load transfer Company Designer Job Number Model Name : : : : Epiq Engineering, LLC Jack Wilson, PE 251177 Fencing Checked By : __________ 3/24/2026 10:31:00 AM RISA-3D Version 23 [ RISA - Source Racks - Logomark Santa … Page 1 Hot Rolled Steel Properties Label E [ksi] G [ksi] Nu Therm. Coeff. [1e⁵°F⁻¹] Density [k/ft³] Yield [ksi] Ry Fu [ksi] Rt 1 A992 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1 2 A36 Gr.36 29000 11154 0.3 0.65 0.49 36 1.5 58 1.2 3 A572 Gr.50 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1 4 A500 Gr.B 29000 11154 0.3 0.65 0.527 46 1.4 58 1.3 5 A500 Gr.C 29000 11154 0.3 0.65 0.527 50 1.4 62 1.3 6 A53 Gr.B 29000 11154 0.3 0.65 0.49 35 1.6 60 1.2 7 A1085 29000 11154 0.3 0.65 0.49 50 1.4 65 1.3 8 A913 Gr.65 29000 11154 0.3 0.65 0.49 65 1.1 80 1.1 Cold Formed Steel Properties Label E [ksi] G [ksi] Nu Therm. Coeff. [1e⁵°F⁻¹] Density [k/ft³] Yield [ksi] Fu [ksi] 1 A653 SS Gr33 29500 11346 0.3 0.65 0.49 33 45 2 A653 SS Gr50/1 29500 11346 0.3 0.65 0.49 50 65 General Materials Properties Label E [ksi] G [ksi] Nu Therm. Coeff. [1e⁵°F⁻¹] Density [k/ft³] Plate Methodology 1 gen_Conc3NW 3155 1372 0.15 0.6 0.145 Isotropic 2 gen_Conc4NW 3644 1584 0.15 0.6 0.145 Isotropic 3 gen_Conc3LW 2085 906 0.15 0.6 0.11 Isotropic 4 gen_Conc4LW 2408 1047 0.15 0.6 0.11 Isotropic 5 gen_Alum 10100 4077 0.3 1.29 0.173 Isotropic 6 gen_Steel 29000 11154 0.3 0.65 0.49 Isotropic 7 gen_Plywood 1800 38 0 0.3 0.035 Isotropic 8 RIGID 1e+6 0.3 0 0 Isotropic 9 gen_Ortho 0.65 0.49 Orthotropic Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rule Area [in²] Iyy [in⁴] Izz [in⁴] J [in⁴] 1 Column PIPE_2.5 Column HSS Pipe A572 Gr.50 Typical 1.61 1.45 1.45 2.89 2 Brace PIPE_1.5 HBrace HSS Pipe A572 Gr.50 Typical 0.749 0.293 0.293 0.586 General Section Sets Label Shape Type Material Area [in²] Iyy [in⁴] Izz [in⁴] J [in⁴] 1 GEN1 RE4X4 Beam gen_Conc3NW 16 21.333 21.333 31.573 2 RIGID None RIGID 1e+6 1e+6 1e+6 1e+6 Hot Rolled Steel Design Parameters Label Shape Length [in] Lcomp top [in] Channel Conn. a [in] Function 1 M1 Column 96 Lbyy N/A N/A Lateral 2 M2 Column 96 Lbyy N/A N/A Lateral 3 M3 Brace 120 Lbyy N/A N/A Lateral 4 M5 Column 96 Lbyy N/A N/A Lateral 5 M6 Brace 120 Lbyy N/A N/A Lateral Company Designer Job Number Model Name : : : : Epiq Engineering, LLC Jack Wilson, PE 251177 Fencing Checked By : __________ 3/24/2026 10:31:00 AM RISA-3D Version 23 [ RISA - Source Racks - Logomark Santa … Page 2 Cold Formed Steel Design Parameters No Data to Print... Nodal Loads and Enforced Displacements No Data to Print... Member Point Loads No Data to Print... Wall Panel Point Loads No Data to Print... Diaphragm Point Loads No Data to Print... Member Distributed Loads (BLC 5 : BLC 1 Transient Area Loads) Member LabelDirectionStart Magnitude [lb/ft, F, psf, lb-ft/in]End Magnitude [lb/ft, F, psf, lb-ft/in]Start Location [(in, %)]End Location [(in, %)] 1 M1 Z -0.398 -1.148 2.665e-15 12 2 M1 Z -1.148 -1.898 12 24 3 M1 Z -1.898 -2.648 24 36 4 M1 Z -2.648 -3.398 36 48 5 M1 Z -3.398 -3.773 48 60 6 M1 Z -3.773 -3.773 60 72 7 M1 Z -3.773 -3.773 72 84 8 M1 Z -3.773 -3.773 84 96 9 M2 Z -0.398 -1.148 6.217e-15 12 10 M2 Z -2.297 -3.797 12 24 11 M2 Z -3.797 -5.297 24 36 12 M2 Z -5.297 -6.797 36 48 13 M2 Z -6.797 -7.547 48 60 14 M2 Z -7.547 -7.547 60 72 15 M2 Z -7.547 -7.547 72 84 16 M2 Z -7.547 -7.547 84 96 17 M4 Z -0.422 -1.172 12 24 18 M4 Z -1.172 -1.922 24 36 19 M4 Z -1.922 -2.672 36 48 20 M4 Z -2.672 -3.047 48 60 21 M4 Z -3.047 -2.672 60 72 22 M4 Z -2.672 -1.922 72 84 23 M4 Z -1.922 -1.172 84 96 24 M4 Z -1.172 -0.422 96 108 25 M2 Z -0.398 -1.148 2.665e-15 12 26 M5 Z -0.398 -1.148 6.217e-15 12 27 M5 Z -1.148 -1.898 12 24 28 M5 Z -1.898 -2.648 24 36 29 M5 Z -2.648 -3.398 36 48 30 M5 Z -3.398 -3.773 48 60 31 M5 Z -3.773 -3.773 60 72 32 M5 Z -3.773 -3.773 72 84 33 M5 Z -3.773 -3.773 84 96 34 M7 Z -0.422 -1.172 12 24 35 M7 Z -1.172 -1.922 24 36 36 M7 Z -1.922 -2.672 36 48 37 M7 Z -2.672 -3.047 48 60 38 M7 Z -3.047 -2.672 60 72 Company Designer Job Number Model Name : : : : Epiq Engineering, LLC Jack Wilson, PE 251177 Fencing Checked By : __________ 3/24/2026 10:31:00 AM RISA-3D Version 23 [ RISA - Source Racks - Logomark Santa … Page 3 Member Distributed Loads (BLC 5 : BLC 1 Transient Area Loads) (Continued) Member LabelDirectionStart Magnitude [lb/ft, F, psf, lb-ft/in]End Magnitude [lb/ft, F, psf, lb-ft/in]Start Location [(in, %)]End Location [(in, %)] 39 M7 Z -2.672 -1.922 72 84 40 M7 Z -1.922 -1.172 84 96 41 M7 Z -1.172 -0.422 96 108 Member Distributed Loads (BLC 6 : BLC 2 Transient Area Loads) Member LabelDirectionStart Magnitude [lb/ft, F, psf, lb-ft/in]End Magnitude [lb/ft, F, psf, lb-ft/in]Start Location [(in, %)]End Location [(in, %)] 1 M1 Y 0.664 1.914 2.665e-15 12 2 M1 Y 1.914 3.164 12 24 3 M1 Y 3.164 4.414 24 36 4 M1 Y 4.414 5.664 36 48 5 M1 Y 5.664 6.289 48 60 6 M1 Y 6.289 6.289 60 72 7 M1 Y 6.289 6.289 72 84 8 M1 Y 6.289 6.289 84 96 9 M2 Y 0.664 1.914 6.217e-15 12 10 M2 Y 3.828 6.328 12 24 11 M2 Y 6.328 8.828 24 36 12 M2 Y 8.828 11.328 36 48 13 M2 Y 11.328 12.578 48 60 14 M2 Y 12.578 12.578 60 72 15 M2 Y 12.578 12.578 72 84 16 M2 Y 12.578 12.578 84 96 17 M4 Y 0.703 1.953 12 24 18 M4 Y 1.953 3.203 24 36 19 M4 Y 3.203 4.453 36 48 20 M4 Y 4.453 5.078 48 60 21 M4 Y 5.078 4.453 60 72 22 M4 Y 4.453 3.203 72 84 23 M4 Y 3.203 1.953 84 96 24 M4 Y 1.953 0.703 96 108 25 M2 Y 0.664 1.914 2.665e-15 12 26 M5 Y 0.664 1.914 6.217e-15 12 27 M5 Y 1.914 3.164 12 24 28 M5 Y 3.164 4.414 24 36 29 M5 Y 4.414 5.664 36 48 30 M5 Y 5.664 6.289 48 60 31 M5 Y 6.289 6.289 60 72 32 M5 Y 6.289 6.289 72 84 33 M5 Y 6.289 6.289 84 96 34 M7 Y 0.703 1.953 12 24 35 M7 Y 1.953 3.203 24 36 36 M7 Y 3.203 4.453 36 48 37 M7 Y 4.453 5.078 48 60 38 M7 Y 5.078 4.453 60 72 39 M7 Y 4.453 3.203 72 84 40 M7 Y 3.203 1.953 84 96 41 M7 Y 1.953 0.703 96 108 Member Distributed Loads (BLC 7 : BLC 3 Transient Area Loads) Member LabelDirectionStart Magnitude [lb/ft, F, psf, lb-ft/in]End Magnitude [lb/ft, F, psf, lb-ft/in]Start Location [(in, %)]End Location [(in, %)] 1 M1 X 0.446 1.286 2.665e-15 12 2 M1 X 1.286 2.126 12 24 3 M1 X 2.126 2.966 24 36 Company Designer Job Number Model Name : : : : Epiq Engineering, LLC Jack Wilson, PE 251177 Fencing Checked By : __________ 3/24/2026 10:31:00 AM RISA-3D Version 23 [ RISA - Source Racks - Logomark Santa … Page 4 Member Distributed Loads (BLC 7 : BLC 3 Transient Area Loads) (Continued) Member LabelDirectionStart Magnitude [lb/ft, F, psf, lb-ft/in]End Magnitude [lb/ft, F, psf, lb-ft/in]Start Location [(in, %)]End Location [(in, %)] 4 M1 X 2.966 3.806 36 48 5 M1 X 3.806 4.226 48 60 6 M1 X 4.226 4.226 60 72 7 M1 X 4.226 4.226 72 84 8 M1 X 4.226 4.226 84 96 9 M2 X 0.446 1.286 6.217e-15 12 10 M2 X 2.572 4.252 12 24 11 M2 X 4.252 5.932 24 36 12 M2 X 5.932 7.612 36 48 13 M2 X 7.612 8.452 48 60 14 M2 X 8.452 8.452 60 72 15 M2 X 8.452 8.452 72 84 16 M2 X 8.452 8.452 84 96 17 M4 X 0.473 1.312 12 24 18 M4 X 1.312 2.152 24 36 19 M4 X 2.152 2.992 36 48 20 M4 X 2.992 3.412 48 60 21 M4 X 3.412 2.992 60 72 22 M4 X 2.992 2.152 72 84 23 M4 X 2.152 1.312 84 96 24 M4 X 1.312 0.473 96 108 25 M2 X 0.446 1.286 2.665e-15 12 26 M5 X 0.446 1.286 6.217e-15 12 27 M5 X 1.286 2.126 12 24 28 M5 X 2.126 2.966 24 36 29 M5 X 2.966 3.806 36 48 30 M5 X 3.806 4.226 48 60 31 M5 X 4.226 4.226 60 72 32 M5 X 4.226 4.226 72 84 33 M5 X 4.226 4.226 84 96 34 M7 X 0.473 1.312 12 24 35 M7 X 1.312 2.152 24 36 36 M7 X 2.152 2.992 36 48 37 M7 X 2.992 3.412 48 60 38 M7 X 3.412 2.992 60 72 39 M7 X 2.992 2.152 72 84 40 M7 X 2.152 1.312 84 96 41 M7 X 1.312 0.473 96 108 Member Distributed Loads (BLC 8 : BLC 4 Transient Area Loads) Member LabelDirectionStart Magnitude [lb/ft, F, psf, lb-ft/in]End Magnitude [lb/ft, F, psf, lb-ft/in]Start Location [(in, %)]End Location [(in, %)] 1 M2 Y 8.452 8.452 72 84 2 M2 Y 8.452 8.452 84 96 3 M4 Y 0.473 1.312 12 24 4 M4 Y 1.312 2.152 24 36 5 M4 Y 2.152 2.992 36 48 6 M4 Y 2.992 3.412 48 60 7 M4 Y 3.412 2.992 60 72 8 M4 Y 2.992 2.152 72 84 9 M4 Y 2.152 1.312 84 96 10 M4 Y 1.312 0.473 96 108 11 M2 Y 0.446 1.286 2.665e-15 12 12 M5 Y 0.446 1.286 6.217e-15 12 13 M5 Y 1.286 2.126 12 24 14 M5 Y 2.126 2.966 24 36 Company Designer Job Number Model Name : : : : Epiq Engineering, LLC Jack Wilson, PE 251177 Fencing Checked By : __________ 3/24/2026 10:31:00 AM RISA-3D Version 23 [ RISA - Source Racks - Logomark Santa … Page 5 Member Distributed Loads (BLC 8 : BLC 4 Transient Area Loads) (Continued) Member LabelDirectionStart Magnitude [lb/ft, F, psf, lb-ft/in]End Magnitude [lb/ft, F, psf, lb-ft/in]Start Location [(in, %)]End Location [(in, %)] 15 M5 Y 2.966 3.806 36 48 16 M5 Y 3.806 4.226 48 60 17 M5 Y 4.226 4.226 60 72 18 M5 Y 4.226 4.226 72 84 19 M5 Y 4.226 4.226 84 96 20 M7 Y 0.473 1.312 12 24 21 M7 Y 1.312 2.152 24 36 22 M7 Y 2.152 2.992 36 48 23 M7 Y 2.992 3.412 48 60 24 M7 Y 3.412 2.992 60 72 25 M7 Y 2.992 2.152 72 84 26 M7 Y 2.152 1.312 84 96 27 M7 Y 1.312 0.473 96 108 28 M1 Y 0.446 1.286 2.665e-15 12 29 M1 Y 1.286 2.126 12 24 30 M1 Y 2.126 2.966 24 36 31 M1 Y 2.966 3.806 36 48 32 M1 Y 3.806 4.226 48 60 33 M1 Y 4.226 4.226 60 72 34 M1 Y 4.226 4.226 72 84 35 M1 Y 4.226 4.226 84 96 36 M2 Y 0.446 1.286 6.217e-15 12 37 M2 Y 2.572 4.252 12 24 38 M2 Y 4.252 5.932 24 36 39 M2 Y 5.932 7.612 36 48 40 M2 Y 7.612 8.452 48 60 41 M2 Y 8.452 8.452 60 72 Wall Panel Distributed Loads No Data to Print... Diaphragm Distributed Loads No Data to Print... Member Area Loads (BLC 1 : Dead) Node ANode BNode CNode DDirection Load Direction A Magnitude [psf] B Magnitude [psf] C Magnitude [psf] D Magnitude [psf] Exclude Braces 1 N2 N4 N3 N1 Z Two Way -0.75 -0.75 -0.75 -0.75 Yes 2 N4 N8 N7 N3 Z Two Way -0.75 -0.75 -0.75 -0.75 Yes Member Area Loads (BLC 2 : Live) Node ANode BNode CNode DDirection Load Direction A Magnitude [psf] B Magnitude [psf] C Magnitude [psf] D Magnitude [psf] Exclude Braces 1 N2 N4 N3 N1 Y Two Way 1.25 1.25 1.25 1.25 Yes 2 N4 N8 N7 N3 Y Two Way 1.25 1.25 1.25 1.25 Yes Member Area Loads (BLC 3 : Seismic X) Node ANode BNode CNode DDirection Load Direction A Magnitude [psf] B Magnitude [psf] C Magnitude [psf] D Magnitude [psf] Exclude Braces 1 N2 N4 N3 N1 X Two Way 0.84 0.84 0.84 0.84 Yes 2 N4 N8 N7 N3 X Two Way 0.84 0.84 0.84 0.84 Yes Company Designer Job Number Model Name : : : : Epiq Engineering, LLC Jack Wilson, PE 251177 Fencing Checked By : __________ 3/24/2026 10:31:00 AM RISA-3D Version 23 [ RISA - Source Racks - Logomark Santa … Page 6 Member Area Loads (BLC 4 : Seismic Y) Node ANode BNode CNode DDirection Load Direction A Magnitude [psf] B Magnitude [psf] C Magnitude [psf] D Magnitude [psf]Exclude Braces 1 N2 N4 N3 N1 Y Two Way 0.84 0.84 0.84 0.84 Yes 2 N4 N8 N7 N3 Y Two Way 0.84 0.84 0.84 0.84 Yes Plate Surface Loads No Data to Print... Wall Panel Surface Loads No Data to Print... Diaphragm Surface Loads No Data to Print... Moving Loads No Data to Print... Moving Load Patterns No Data to Print... Time History Loads No Data to Print... Basic Load Cases BLC Description Category X Gravity Y Gravity Z Gravity Distributed Area(Member) 1 Dead DL -1 2 2 Live LL 2 3 Seismic X ELX 1.151 2 4 Seismic Y ELY 1.151 2 5 BLC 1 Transient Area Loads None 41 6 BLC 2 Transient Area Loads None 41 7 BLC 3 Transient Area Loads None 41 8 BLC 4 Transient Area Loads None 41 Load Combinations Description Solve P-Delta BLC Factor BLC Factor BLC Factor 1 L Yes Y LL 1 2 D + L Yes Y DL 1 LL 1 3 1.4D Yes Y DL 1.4 4 1.2D + 1.6L Yes Y DL 1.2 LL 1.6 5 (1.2 + 0.2SDS)D + pEx + 1.0L Yes Y DL 1.43 ELX 1 LL 1 6 (1.2 + 0.2SDS)D + pEy + 1.0L Yes Y DL 1.43 ELY 1 LL 1 7 (1.2 + 0.2SDS)D - pEx + 1.0L Yes Y DL 1.43 ELX -1 LL 1 8 (1.2 + 0.2SDS)D - pEy + 1.0L Yes Y DL 1.43 ELY -1 LL 1 9 (0.9 - 0.2SDS)D + pEx Yes Y DL 0.67 ELX 1 10 (0.9 - 0.2SDS)D + pEy Yes Y DL 0.67 ELY 1 11 (0.9 - 0.2SDS)D - pEx Yes Y DL 0.67 ELX -1 12 (0.9 - 0.2SDS)D - pEy Yes Y DL 0.67 ELY -1 13 (1.2 + 0.2SDS)D + OEx + 1.0L Yes Y DL 1.43 ELX 1 LL 1 14 (1.2 + 0.2SDS)D + OEy + 1.0L Yes Y DL 1.43 ELY 1 LL 1 15 (1.2 + 0.2SDS)D - OEx + 1.0L Yes Y DL 1.43 ELX -1 LL 1 Company Designer Job Number Model Name : : : : Epiq Engineering, LLC Jack Wilson, PE 251177 Fencing Checked By : __________ 3/24/2026 10:31:00 AM RISA-3D Version 23 [ RISA - Source Racks - Logomark Santa … Page 7 Load Combinations (Continued) Description Solve P-Delta BLC Factor BLC Factor BLC Factor 16 (1.2 + 0.2SDS)D - OEy + 1.0L Yes Y DL 1.43 ELY -1 LL 1 17 (0.9 - 0.2SDS)D + OEx Yes Y DL 0.67 ELX 1 18 (0.9 - 0.2SDS)D + OEy Yes Y DL 0.67 ELY 1 19 (0.9 - 0.2SDS)D - OEx Yes Y DL 0.67 ELX -1 20 (0.9 - 0.2SDS)D - OEy Yes Y DL 0.67 ELY -1 Load Combination Design Description Service Hot Rolled Cold Formed Wood Concrete Masonry Aluminum Stainless Connection 1 L Yes Yes Yes Yes 2 D + L Yes Yes Yes Yes 3 1.4D Yes Yes Yes 4 1.2D + 1.6L Yes Yes Yes 5 (1.2 + 0.2SDS)D + pEx + 1.0L Yes Yes Yes 6 (1.2 + 0.2SDS)D + pEy + 1.0L Yes Yes Yes 7 (1.2 + 0.2SDS)D - pEx + 1.0L Yes Yes Yes 8 (1.2 + 0.2SDS)D - pEy + 1.0L Yes Yes Yes 9 (0.9 - 0.2SDS)D + pEx Yes Yes Yes 10 (0.9 - 0.2SDS)D + pEy Yes Yes Yes 11 (0.9 - 0.2SDS)D - pEx Yes Yes Yes 12 (0.9 - 0.2SDS)D - pEy Yes Yes Yes 13 (1.2 + 0.2SDS)D + OEx + 1.0L 14 (1.2 + 0.2SDS)D + OEy + 1.0L 15 (1.2 + 0.2SDS)D - OEx + 1.0L 16 (1.2 + 0.2SDS)D - OEy + 1.0L 17 (0.9 - 0.2SDS)D + OEx 18 (0.9 - 0.2SDS)D + OEy 19 (0.9 - 0.2SDS)D - OEx 20 (0.9 - 0.2SDS)D - OEy Envelope AISC 16TH (360-22): LRFD Member Steel Code Checks Member Shape Code CheckLoc[in] LC Shear CheckLoc[in] LC phi*Pnc [lb]phi*Pnt [lb]phi*Mn y-y [lb-ft]phi*Mn z-z [lb-ft] Cb Eqn 1 M1 PIPE_2.5 0.127 0 6 0.006 0 6 34284.46 72450 5137.5 5137.5 1 H1-1b 2 M2 PIPE_2.5 0.2 0 6 0.009 0 6 34284.46 72450 5137.5 5137.5 1 H1-1b 3 M3 PIPE_1.5 0.037 60 8 0.015 120 6 4596.687 33705 1578.75 1578.75 1 H1-1b 4 M5 PIPE_2.5 0.127 0 6 0.006 0 6 34284.46 72450 5137.5 5137.5 1 H1-1b 5 M6 PIPE_1.5 0.037 60 8 0.015 120 6 4596.687 33705 1578.75 1578.75 1 H1-1b Envelope AISI S100-20: LRFD Member Cold Formed Steel Code Checks No Data to Print... Node Reactions LC Node Label X [lb] Y [lb] Z [lb] MX [lb-ft] MY [lb-ft] MZ [lb-ft] 1 1 N1 0 -50 0 188.37 0 -27.089 2 1 N3 0 -100 0 349.51 0 0 3 1 N7 0 -50 0 188.37 0 27.089 4 1 Totals:0 -200 0 5 1 COG (in):NC NC NC 6 2 N1 0 -50 86.571 189.074 -16.253 -27.089 7 2 N3 0 -100 129.315 351.11 0 0 8 2 N7 0 -50 86.571 189.074 16.253 27.089 9 2 Totals:0 -200 302.457 Company Designer Job Number Model Name : : : : Epiq Engineering, LLC Jack Wilson, PE 251177 Fencing Checked By : __________ 3/24/2026 10:31:00 AM RISA-3D Version 23 [ RISA - Source Racks - Logomark Santa … Page 8 Node Reactions (Continued) LC Node Label X [lb] Y [lb] Z [lb] MX [lb-ft] MY [lb-ft] MZ [lb-ft] 10 2 COG (in):X: 120 Y: 0 Z: 54.334 11 3 N1 0 0 121.2 0 -22.754 0 12 3 N3 0 0 181.04 0 0 0 13 3 N7 0 0 121.2 0 22.754 0 14 3 Totals:0 0 423.44 15 3 COG (in):X: 120 Y: 0 Z: 54.334 16 4 N1 0 -80 103.885 302.745 -19.504 -43.342 17 4 N3 0 -160 155.178 562.291 0 0 18 4 N7 0 -80 103.885 302.745 19.504 43.342 19 4 Totals:0 -320 362.948 20 4 COG (in):X: 120 Y: 0 Z: 54.334 21 5 N1 -107.673 -50.009 123.797 189.449 -538.689 -27.089 22 5 N3 -129.062 -100 184.92 351.803 -541.15 0 23 5 N7 -107.673 -49.991 123.797 189.309 -492.205 27.089 24 5 Totals:-344.408 -200 432.513 25 5 COG (in):X: 120 Y: 0 Z: 54.334 26 6 N1 0 -148.713 123.797 643.755 -23.242 -45.292 27 6 N3 0 -246.981 184.92 1015.447 0 0 28 6 N7 0 -148.713 123.797 643.755 23.242 45.292 29 6 Totals:0 -544.408 432.513 30 6 COG (in):X: 120 Y: 0 Z: 54.334 31 7 N1 107.673 -49.991 123.797 189.309 492.205 -27.089 32 7 N3 129.062 -100 184.92 351.803 541.15 0 33 7 N7 107.673 -50.009 123.797 189.449 538.689 27.089 34 7 Totals:344.408 -200 432.513 35 7 COG (in):X: 120 Y: 0 Z: 54.334 36 8 N1 0 48.713 123.797 -264.998 -23.242 -8.885 37 8 N3 0 46.981 184.92 -311.84 0 0 38 8 N7 0 48.713 123.797 -264.998 23.242 8.885 39 8 Totals:0 144.408 432.513 40 8 COG (in):X: 120 Y: 0 Z: 54.334 41 9 N1 -107.642 0 58.003 0 -524.681 0 42 9 N3 -129.124 0 86.641 0 -539.494 0 43 9 N7 -107.642 0 58.003 0 -502.902 0 44 9 Totals:-344.408 0 202.646 45 9 COG (in):X: 120 Y: 0 Z: 54.334 46 10 N1 0 -98.713 58.003 453.068 -10.89 -18.203 47 10 N3 0 -146.981 86.641 661.103 0 0 48 10 N7 0 -98.713 58.003 453.068 10.89 18.203 49 10 Totals:0 -344.408 202.646 50 10 COG (in):X: 120 Y: 0 Z: 54.334 51 11 N1 107.642 0 58.003 0 502.902 0 52 11 N3 129.124 0 86.641 0 539.494 0 53 11 N7 107.642 0 58.003 0 524.681 0 54 11 Totals:344.408 0 202.646 55 11 COG (in):X: 120 Y: 0 Z: 54.334 56 12 N1 0 98.713 58.003 -453.068 -10.89 18.203 57 12 N3 0 146.981 86.641 -661.103 0 0 58 12 N7 0 98.713 58.003 -453.068 10.89 -18.203 59 12 Totals:0 344.408 202.646 60 12 COG (in):X: 120 Y: 0 Z: 54.334 61 13 N1 -107.673 -50.009 123.797 189.449 -538.689 -27.089 62 13 N3 -129.062 -100 184.92 351.803 -541.15 0 63 13 N7 -107.673 -49.991 123.797 189.309 -492.205 27.089 64 13 Totals:-344.408 -200 432.513 Company Designer Job Number Model Name : : : : Epiq Engineering, LLC Jack Wilson, PE 251177 Fencing Checked By : __________ 3/24/2026 10:31:00 AM RISA-3D Version 23 [ RISA - Source Racks - Logomark Santa … Page 9 Node Reactions (Continued) LC Node Label X [lb] Y [lb] Z [lb] MX [lb-ft] MY [lb-ft] MZ [lb-ft] 65 13 COG (in):X: 120 Y: 0 Z: 54.334 66 14 N1 0 -148.713 123.797 643.755 -23.242 -45.292 67 14 N3 0 -246.981 184.92 1015.447 0 0 68 14 N7 0 -148.713 123.797 643.755 23.242 45.292 69 14 Totals:0 -544.408 432.513 70 14 COG (in):X: 120 Y: 0 Z: 54.334 71 15 N1 107.673 -49.991 123.797 189.309 492.205 -27.089 72 15 N3 129.062 -100 184.92 351.803 541.15 0 73 15 N7 107.673 -50.009 123.797 189.449 538.689 27.089 74 15 Totals:344.408 -200 432.513 75 15 COG (in):X: 120 Y: 0 Z: 54.334 76 16 N1 0 48.713 123.797 -264.998 -23.242 -8.885 77 16 N3 0 46.981 184.92 -311.84 0 0 78 16 N7 0 48.713 123.797 -264.998 23.242 8.885 79 16 Totals:0 144.408 432.513 80 16 COG (in):X: 120 Y: 0 Z: 54.334 81 17 N1 -107.642 0 58.003 0 -524.681 0 82 17 N3 -129.124 0 86.641 0 -539.494 0 83 17 N7 -107.642 0 58.003 0 -502.902 0 84 17 Totals:-344.408 0 202.646 85 17 COG (in):X: 120 Y: 0 Z: 54.334 86 18 N1 0 -98.713 58.003 453.068 -10.89 -18.203 87 18 N3 0 -146.981 86.641 661.103 0 0 88 18 N7 0 -98.713 58.003 453.068 10.89 18.203 89 18 Totals:0 -344.408 202.646 90 18 COG (in):X: 120 Y: 0 Z: 54.334 91 19 N1 107.642 0 58.003 0 502.902 0 92 19 N3 129.124 0 86.641 0 539.494 0 93 19 N7 107.642 0 58.003 0 524.681 0 94 19 Totals:344.408 0 202.646 95 19 COG (in):X: 120 Y: 0 Z: 54.334 96 20 N1 0 98.713 58.003 -453.068 -10.89 18.203 97 20 N3 0 146.981 86.641 -661.103 0 0 98 20 N7 0 98.713 58.003 -453.068 10.89 -18.203 99 20 Totals:0 344.408 202.646 100 20 COG (in):X: 120 Y: 0 Z: 54.334 Envelope Node Reactions Node Label X [lb] LC Y [lb] LC Z [lb] LC MX [lb-ft] LC MY [lb-ft] LC MZ [lb-ft] LC 1 N3 max 129.124 19 146.981 20 184.92 15 1015.447 14 541.15 15 0 4 2 min -129.124 9 -246.981 6 0 1 -661.103 12 -541.15 5 0 12 3 N1 max 107.673 15 98.713 20 123.797 13 643.755 14 502.902 19 18.203 20 4 min -107.673 5 -148.713 6 0 1 -453.068 12 -538.689 5 -45.292 6 5 N7 max 107.673 15 98.713 20 123.797 15 643.755 14 538.689 15 45.292 14 6 min -107.673 5 -148.713 6 0 1 -453.068 12 -502.902 9 -18.203 12 7 Totals:max 344.408 19 344.408 20 432.513 16 8 min -344.408 5 -544.408 6 0 1 CITY OF SANTA ANA Planning and Building Agency DEWALT DESIGN ASSIST 1.7.8.1 Page 1 DEWALT Appr Anchors FOR PERMI 3/23/2026 (.Project Information r MaIIIW: -7. „ Company: P ate: Project Engineer: Jack Wilson Address: Tennessee 37204 Phone: M: P: Email: jack@epigengineering.com Project Name: Untitled Project Address: Untitled Notes: 2.Selected Anchor Information Selected Anchor: Power -Stud+ SD2 Brand: DEWALT� Material: 1/2" G Medium Carbon Steel Embedment: hef 3.25 in hnom 3.75 in Approval: ICC-ES ESR-2502 Issued/Revision: May,2025 - Drill method: Hammer Drilled 3.Design Principles Design Method: ACI 318-19 Load Combinations: Section 5.3 User Defined Loads Seismic Loading: Tension 17.10.5.3(d) Shear 17.10.6.3(c) 92o 2.5 4.Base Material Information Concrete: Type: Cracked Normal Weight Concrete Strength 2500 psi Reinforcement: Edge Reinforcement None or < #4 Rebar Spacing Tension No (Condition B) Shear No (Condition B) Controls Breakout Tension False Shear False Base Plate: Sizing Thickness 0.375 in Length 6 in Width 6 in Standoff None Height 0 in Strength 36000 psi Profile: PIPE SCHEDULE 40 2-1/2" Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility wed ISSUANCE CITY OF SANTA ANA Planning and Building Agency DEWALT DESIGN ASSIST 1.7.8.1 Page 2 DEWALT Appr Anchors FOR PERMI 3/23/2026 S.Geometric Conditions T' Ma r Date: ` e%. Y X hslab 6 in hmin 5.750 in Edge Cx- oo in Crain 2.750 in Edge Cx+ oo in Cac 10.000 in Edge Cy- oo in Smin 4.000 in Edge Cy+ oc in 6.Summary Results Tension Loading Design Proof Demand(lb) Capacity(lb) Utilization Status Critical Steel Strength: 1288.70 7834.00 0.165 OK Concrete Breakout Strength: 2577.00 3424.00 0.753 OK Controls Pullout Strength: 1289.00 2133.00 0.604 OK Shear Loading Design Proof Demand(lb) Capacity(lb) Utilization Status Critical Steel Strength 62.00 3130.00 0.020 OK Controls Pryout Strength 247.00 13867.00 0.018 OK Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility wed ISSUANCE CITY OF SANTA ANA Planning and Building Agency DEWALT DESIGN ASSIST 1.7.8.1 Page 3 DEWALT Appr Anchors FOR PERMI 3/23/2026 7.Warnings and Remarks Ma ANCHOR DESIGN CRITERIA IS SATISFIED • The results of the calculations carried out by means of the DDA Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an design professional/engineer, particularly with regard to compliance with applicable standards, norms and permits, prior to using them for your specific project. The DDA Software serves only as an aid to interpret standards, norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • Verification of a sufficiently stiff base plate in respect to base plate deformations is not performed by the DDA Software, this check should be done by a design professional/engineer outside of the DDA Software. The DDA base plate thickness analysis is based on a proof of stresses, the base plate is assumed to not deform under load actions. • Calculations including seismic design requirements in accordance with ACI 318 are required for anchors in structures assigned to seismic design categories C, D, E and F. • Under these seismic conditions, the direction of shear may not be predictable. In accordance with ACI 318 the full shear force should be assumed also in reverse direction for a safe design. Load reversal may influence the direction of the controlling concrete breakout strength. 8.Load Condition Design Loads / Actions Z Nu -184.0 lb Vux 0.0 lb Vuy 247.0 lb N. Y Muz 0.0 in -lb Mux 12192. in -lb Muy 0.0 in -lb �M� 1.1 Consider Load Reversal 0 X Direction 100% Y Direction 100% I •�My M v i• Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility wed ISSUANCE CITY OF SANTA ANA Planning and Building Agency D EWALT DEWALT DESIGN ASSIST 1.7.8.1 Anchors 9.Load Distribution Max. concrete compressive strain: 0.156 % Max. concrete compressive stress: 679.441 psi Resulting tension force: 2577.399 lb Resulting compression force: 2761.399 lb Resulting anchor forces / Load distribution Anchor Eccentricity ex 0 in ey 0 Profile Eccentricity ex 0 in ey 0 Page 4 Approved FOR PERMIJ ISSUANCE 3/23/2026 MaNkQ: in in Anchor Tension Load (lb) Shear Load (lb) Component Shear Load (lb) Anchor Coordinates (in) Shear X Shear Y X y 1 1288.70 61.8 0.0 61.8 2.000 2.000 2 0.00 61.8 0.0 61.8 2.000 -2.000 3 1288.70 61.8 0.0 61.8 -2.000 2.000 4 0.00 61.8 0.0 61.8 -2.000 -2.000 Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility D EWALT IO.Base Plate Analysis Stress Distribution S— DE tr b,ti00 ro YWd (W) ' )2i00 11B9W ]OB00 I Ox� Details Material Yield Stress Elastic Modulus Poisson's Ratio Safety Factor Profile Type Max Stress Base Plate Thickness Base Plate Utilization E / (fy * Y) DEWALT DESIGN ASSIST 1.7.8.1 Anchors A36 fy 36000 psi E 29000000 psi v 0.27 y 0.9 PIPE SCHEDULE 40 2-1/2" E 29706 psi tp 0.375 in 91.7% CITY OF SANTA ANA Planning and Building Agency Page 5 Approved FOR PERMI1 ISSUANCE 3/23/2026 � Yr MaaQ: Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility D EWALT I I.Design Proof Tension Loading Steel Strength ACI 318-19 17.6.1 Variables Nsa (lb) T 10445.000 0.75 Results (pN sa Nua = Utilization = Concrete Breakout Strength ACI 318-1917.6.2 DEWALT DESIGN ASSIST 1.7.8.1 Anchors 7834.0 lb 1288.7 lb 16.5% Equations Ncbg = (ANc / ANcO) • Tec,N • Ted,N • Tc,N Tcp,N Nb Nb=ke.?a. (fc)0.5 hefl.5 Variables ANc (jnZ) ANc0 (in') Tec,N TedN 134.062 95.062 1.000 1.000 eac (in) kc ka f c (Psi) 10.000 17.000 1.000 2500 Nb (lb) T (Pseis 4980.170 0.65 0.750 Results <pNebg = 3424 lb N. = 2577.0 lb Utilization = 75.3% CITY OF SANTA ANA Planning and Building Agency Page 6 Approved FOR PERMI1 ISSUANCE 3/23/2026 VI rN D - A . D a ,d V a D a Table 17.5.2 tN s A' < ' .tea Eqn. 17.6.2.1 b Eqn. 17.6.2.2.1 Tc,N Tcp,N 1.000 1.000 hef (in) 3.25 Table 17.5.2 Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility DEWALT Pullout Strength: ACI 318-1917.6.3 Equations Npn=`Pep.Np.(fe/2500)n Variables T o,P 1.000 (Ps eis 0.750 Results (PNpn Nua Utilization Np,eq (ib) 4375.000 DEWALT DESIGN ASSIST 1.7.8.1 Anchors 2133 1289 60.4% f c (psi) 2500 lb lb n (P 0.500 0.65 CITY OF SANTA ANA Planning and Building Agency Page 7 Approved FOR PERMI1 ISSUANCE 3/23/2026 Master 4PN Date: a a ° . e a Eqn. 17.6.3.1 Table 17.5.2 Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility CITY OF SANTA ANA Planning and Building Agency DEWALT 12.Design Proof Shear Loading Steel Strength ACI 318-19 17.7.1 Variables V sa (lb) �p 4815.00 0.65 Results Tv sa,eq V ua Utilization = DEWALT DESIGN ASSIST 1.7.8.1 Anchors a V,Seismic 1 3130 lb 62 lb 2.0% Page 8 Approved FOR PERMIJ ISSUANCE 3/23/2026 J Table 17.5.2 Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility CITY OF SANTA ANA Planning and Building Agency DEWALT DESIGN ASSIST 1.7.8.1 D EWAL1' Anchors Pryout Strength ACI 318-19 17.7.3 Equations vcpg — kcp ' Ncpg Ncbg — (ANc / ANcO) qjec,N 'Ped,N • qjc,N Ycp,N • Nb Nb=ke.ka. (fe)0.5.hefl.5 Variables ANc (in') ANcO ( 2) �ec,N Ted,N Tc,N 189.063 95.063 1.000 1.000 1.000 oac (in) kc ka hef (in) fc (psi) 10.000 17.000 1.000 3.25 2500.000 Nb (lb) kcp Ncpg (lb) cp 4980.168 2.000 9904.673 0.70 Results cpvepg = 13867.00 lb V ua = 247 lb Utilization = 1.8% Tcp,N 1.000 Page 9 Approved FOR PERMIJ ISSUANCE 3/23/2026 ,vaster iu: V Date: ._. a a ' � a v Eqn. 17.7.3.1b Eqn. 17.6.2.1b Eqn. 17.6.2.2.1 Table 17.5.2 Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility D EWALT DEWALT DESIGN ASSIST 1.7.8.1 Anchors 13.Interaction of Tension and Shear Loads ACI 318-1917.8 Equations (Nua/T.N.)'/3+(Vua/T.Vn)5/3<=1.0 Variables Nua/9-Nn Vua/(P•Vn 0.753 0.020 Results 0.624 < 1.0 Status OK ANCHOR DESIGN CRITERIA IS SATISFIED CITY OF SANTA ANA Planning and Building Agency Page 10 Approved FOR PERMI1 ISSUANCE 3/23/2026 Eqn. 17.8.3 Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility 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 E. DONIS NO SCALE HPS-C APPROVAL: PLEASE APPLY APPROVAL STAMP WITHIN PROVIDED AREA HI G H P I L E D S T O R A G E P L A N JOB NUMBER DRAWN BY DATE PR O J E C T L O C A T I O N : PR O J E C T T I T L E : OW N E R : DA T E RE V I S I O N S AN A H E I M , C A L I F O R N I A 9 2 8 0 7 PR E M I E R F I R E C O N S U L T I N G , L L C (5 6 2 ) 8 6 5 - 5 1 3 4 W W W . P R E M I E R - F I R E . N E T em a i l : g r e g @ p r e m i e r - f i r e . n e t 39 1 0 E . C O R O N A D O S T R E E T . , S U I T E . 2 0 2 REVIEWED BY A-6584 LO G O M A R K 60 3 W . D Y E R R O A D , S A N T A A N A , C A L I F O R N I A 9 2 7 0 7 60 1 W D Y E R L L C 43 3 N C A M D E N D R I V E S U I T E 8 8 8 BE V E R L Y H I L L S , C A L I F O R N I A 9 0 2 1 0 - 4 4 1 2 APN: 410-024-06 APRIL 8, 2025 B. MENDOZA 1 05 / 1 3 / 2 0 2 5 FI R E D E P A R T M E N T C O R R E C T I O N S 2 06 / 0 9 / 2 0 2 5 FI R E D E P A R T M E N T C O R R E C T I O N S 3 12 / 1 1 / 2 0 2 5 TE N A N T R E V I S I O N S SCOPE OF TENANT REVISION "3" AFTER APPROVAL OF HIGH PILED STORAGE PLANS UNDER SR#25001806, LOGOMARK ELECTED TO NARROW AISLES TO ACCOMMODATE ADDITIONAL STORAGE/PALLET POSITIONS. PLANS HAVE BEEN UPDATED TO REFLECT THE ANTICIPATED RACK INSTALLATION AND CODE COMPLIANCE AS IT RELATES TO HIGH PILED STORAGE. PROJECT OVERVIEW BUILDING INFORMATION: TYPE III-B CONSTRUCTION S-1, B OCCUPANCIES BUILT IN 1973 1 STORY BUILDING AREAS: 180,000 TOTAL FT² 58,614 FT² TENANT WAREHOUSE AREA 10,716 FT² OFFICE AREAS EXISTING SPRINKLER DESIGN: CMSA K-16.8 @ 22 PSI (15 HEADS CALCULATED) 200° (UPRIGHT) SPRINKLER HEADS BUILDING HEIGHT (RIDGE): 29'-4" ACTUAL HIGH PILED STORAGE AREA: 52,712 FT² STORAGE HEIGHT: 24'-2" FOR THE RACK STORAGE SMOKE AND HEAT REMOVAL: 6 REQUIRED SMOKE VENTS 25 SMOKE VENTS PROVIDED REFERENCE CODES 2022 CALIFORNIA FIRE CODE (CFC) 2022 NATIONAL FIRE PROTECTION ASSOCIATION 13 (NFPA) 2021 ORANGE COUNTY FIRE AUTHORITY GUIDELINE G-09 (OCFA) SCOPE OF THIS SUBMITTAL LOGOMARK IS AN EXISTING TENANT AT THIS FACILITY AND IS APPLYING FOR A HIGH PILED COMBUSTIBLE STORAGE PERMIT. THE SCOPE OF WORK FOR THIS DOCUMENT IS TO SHOW CODE COMPLIANCE WITH THE APPLICABLE CODES AND STANDARDS FOR HIGH PILED COMBUSTIBLE STORAGE. LOGOMARK IS APPROVED FOR HIGH PILED STORAGE IN THE NORTH PORTION OF THE BUILDING. THEY ARE EXPANDING THEIR STORAGE INTO THE CENTER PORTION OF THE BUILDING. THE SCOPE OF THIS SUBMITTAL IS TO ADDRESS THE NEW STORAGE AREA ONLY. TENANT'S RESPONSIBILITIES THE SCOPE OF THIS SUBMITTAL IS TO SHOW COMPLIANCE FOR HIGH PILED COMBUSTIBLE STORAGE IN ACCORDANCE WITH CHAPTER 32 OF THE CALIFORNIA FIRE CODE. BY WAY OF USING AND CONFORMING TO THIS DOCUMENT, AS APPROVED BY THE AUTHORITY HAVING JURISDICTION, LOGOMARK AGREES TO CONFORM TO THE CONTENTS HEREIN. ANY CHANGES OR MODIFICATIONS TO THESE APPROVED HIGH PILED COMBUSTIBLE STORAGE CONFIGURATIONS NULLIFIES THE VALIDITY OF THIS DOCUMENT, AND A NEW HIGH PILED STORAGE REPORT MUST BE SUBMITTED TO THE AUTHORITY HAVING JURISDICTION. ANY CHANGES AND/OR LACK OF COMPLIANCE WITH THE GOVERNING CODES ARE OUTSIDE THE SCOPE OF THE REPORT AND ARE THE SOLE RESPONSIBILITY OF LOGOMARK. THIS REPORT IS THE PROPERTY OF PREMIER FIRE CONSULTING LLC AND WAS PREPARED EXCLUSIVELY FOR THE USE BY LOGOMARK FOR THE HIGH PILE COMBUSTIBLE STORAGE REQUIREMENTS AS DESCRIBED IN THIS REPORT. THE DESCRIPTION OF THE PRODUCTS TO BE STORED AND THE STORAGE HEIGHTS ARE BASED ON INFORMATION PROVIDED BY LOGOMARK. DISCREPANCIES BETWEEN THE INFORMATION PRESENTED HEREIN AND ACTUAL CONDITIONS PRESENTED ON THE PLANS ARE THE SOLE RESPONSIBILITY OF LOGOMARK. FIELD VERIFICATION OF ONSITE COMPLIANCE WITH THE CODE REQUIREMENTS AND PROVISIONS ADDRESSED HEREIN IS OUTSIDE THE SCOPE OF THIS REPORT. THE RESULTS OF THIS REPORT HAVE BEEN REVIEWED WITH LOGOMARK, AND LOGOMARK FULLY UNDERSTANDS THE FINDINGS OF THIS REPORT. LOGOMARK HAS REVIEWED AND ACCEPTS THIS PLAN, AS SUBMITTED AND UNDERSTANDS THEIR LIMITATIONS BASED ON THIS DESIGN. COPIES OF THIS REPORT RETAINED BY LOGOMARK SHALL BE UTILIZED ONLY BY LOGOMARK FOR HIGH PILED STORAGE REQUIREMENTS AND THE 2022 CFC CONDITIONS AND REQUIREMENTS ADDRESSED IN THIS REPORT. THE REPORT SHALL NOT BE USED FOR THE PURPOSE OF CONSTRUCTION FOR THIS PROJECT OR ANY OTHER PROJECT OR FOR ANY OTHER PURPOSE. ANY AND ALL MODIFICATIONS TO THE BUILDING ARE THE SOLE RESPONSIBILITY OF THE LOGOMARK. LOGOMARK SHALL OBTAIN A LICENSED CONTRACTOR, IF NECESSARY, TO PERFORM SUCH WORK, ALONG WITH THE NECESSARY PLANS AND PERMITS FOR SUCH WORK. IT IS THE RESPONSIBILITY OF LOGOMARK TO CALL THE FIRE DEPARTMENT FOR FINAL INSPECTION WHEN ALL WORK IS COMPLETE. THE HIGH PILED STORAGE PERMIT WILL BE ISSUED AFTER FINAL INSPECTION BY THE FIRE DEPARTMENT. OUTSIDE THE SCOPE OF THIS PERMIT THE FOLLOWING ITEMS ARE OUTSIDE THE SCOPE OF THESE HIGH PILE STORAGE PLANS, AND IF REQUIRED BY THE AHJ, SHALL BE ADDRESSED UNDER A SEPARATE SUBMITTAL BY OTHERS: APPROVED STORAGE LAYOUT PLAN PER CFC §3201.3.2, AMERICANS WITH DISABILITY ACT (ADA) CODE ANALYSIS, EXIT SIGNAGE, EMERGENCY EGRESS LIGHTING, EXIT TRAVEL DISTANCE, FIRE EXTINGUISHER PLACEMENT, REVIEW OF ANY HAZARDOUS MATERIALS, ANY STRUCTURAL ASPECTS OF RACK DESIGN, BUILDING FIRE ALARM SYSTEM, FIRE SAFETY AND EVACUATION PLAN AND BATTERY CHARGING STATIONS. THERE SHALL BE NO STORAGE IN THE WAREHOUSE OF COMMODITIES EXCEEDING THE HAZARD CLASS STIPULATED IN THE "COMMODITY DESCRIPTION OF HIGH PILED STORAGE" NOTE. THIS INCLUDES, BUT IS NOT LIMITED TO: EXPANDED PLASTICS, HAZARDOUS MATERIALS, COOKING OILS, LEVEL 2 OR 3 AEROSOLS, LITHIUM-ION BATTERIES, AND THOSE COMMODITIES OUTSIDE THE SCOPE OF NFPA 13, TABLE A.20.4(A). REQUIRED HPS PERMIT NOTE AN OPERATIONAL PERMIT IS REQUIRED TO USE A BUILDING OR PORTION THEREOF WITH MORE THAN 500 SQUARE FEET, INCLUDING AISLES, OF HIGH-PILED COMBUSTIBLE STORAGE. [CFC §105.5.24] APPROVED CONSTRUCTION DOCUMENTS FOLLOWING APPROVAL OF THE CONSTRUCTION DOCUMENTS, A COPY OF THE APPROVED PLANS SHALL BE MAINTAINED ON THE PREMISES IN AN APPROVED LOCATION. [CFC §3201.3.1] APPROVED STORAGE LAYOUT A FLOOR PLAN, OF LEGIBLE SIZE, SHALL BE PROVIDED, MOUNTED ON A WALL AND PROTECTED FROM DAMAGE. THE FLOOR PLAN SHALL BE MOUNTED IN AN APPROVED LOCATION. [CFC §3201.3.2] REQUIRED DEFERRED SUBMITTAL AT MINIMUM, THE RACK INSTALLATION DOCUMENTS AND CALCULATIONS SHALL BE A REQUIRED SEPARATE SUBMITTAL. PLANS SHALL BE SUBMITTED TO AND APPROVED BY THE APPROPRIATE AUTHORITIES HAVING JURISDICTION PRIOR TO COMMENCING AND WORK. THE INSTALLING CONTRACTOR SHALL OBTAIN A CITY BUSINESS LICENSE AND ALL REQUIRED PERMITS. IF REQUIRED PERMITS FOR THE POWERED INDUSTRIAL TRUCK CHARGING STATIONS, SMOKE VENTS, EMERGENCY EGRESS LIGHTING, ACCESS DOOR, AND SPRINKLER MODIFICATIONS ARE TO BE APPLIED FOR AND OBTAINED BY THE CONTRACTORS AND WILL BE SEPARATE SUBMITTALS. FIRE SAFETY AND EVACUATION PLAN WHERE REQUIRED BY CFC SECTION 403, A FIRE SAFETY AND EVACUATION PLAN SHALL BE SUBMITTED AT THE TIME OF PERMIT APPLICATION FOR REVIEW AND APPROVAL. A COPY OF THE APPROVED FIRE SAFETY AND EVACUATION PLAN SHALL BE MAINTAINED ON THE PREMISES IN AN APPROVED LOCATION. [CFC §3201.4] MULTIPLE HIGH PILE STORAGE AREAS WHERE A BUILDING CONTAINS MULTIPLE HIGH-PILED STORAGE AREAS, THE AGGREGATE OF ALL HIGH-PILED STORAGE AREAS SHALL BE USED FOR THE APPLICATION OF TABLE 3206.2 [CFC §3206.3.2]: ·HIGH-PILED STORAGE AREAS SEPARATED BY FIRE BARRIERS WITH A MINIMUM FIRE-RESISTANCE-RATING OF 1 HOUR CONSTRUCTED IN ACCORDANCE WITH SECTION 707 OF THE CFC. COMMODITY DESCRIPTION OF HIGH PILED STORAGE THE PRODUCTS TO BE STORED ARE PRIMARILY PROMOTIONAL PRODUCTS COMPOSED PRIMARILY OF PLASTIC, STEEL, ALUMINUM AND FABRICS. THESE ITEMS MAY BE PACKAGED IN CORRUGATED CARTONS OR PLASTIC TOTES AND PLACED DIRECTLY ON A 36" BY 36" CONVENTIONAL WOODEN PALLET AND STORED IN PALLET RACKS OR IN A PALLETIZED STORAGE CONFIGURATION. FOR THE PALLET RACKS, THE PALLET IS PLACED ON WIRE MESH GRATING ON THE LOAD BEAM OF THE PALLET RACK. NO SLATTED OR SOLID SHELVES WILL BE USED. COMMODITIES ARE NOT PERMITTED TO BE STORED IN ANY OPEN-TOP CONTAINER PER NFPA 13, §20.3.3. THE PRODUCTS SHALL REMAIN WITHIN THE CONFINES OF THE PALLET WITH NO PRODUCT OVERHANG. THIS IS A HIGH HAZARD COMMODITY PER CFC §3203.6 & TABLE 3203.8. ·FIRE PROTECTION SHALL BE BASED ON EXPOSED, UNEXPANDED GROUP A PLASTICS PER NFPA 13, SEE FIRE SPRINKLER REQUIREMENTS NOTE BELOW. FIRE SPRINKLER REQUIREMENTS THE REQUIRED FIRE SPRINKLER SYSTEM IS AN CONTROL MODE SPECIFIC SYSTEM WITH K-16.8, 200° UPRIGHT SPRINKLERS, DESIGNED TO DISCHARGE A MINIMUM END HEAD PRESSURE OF 22 PSI FROM 15 OPERATING SPRINKLERS. NFPA 13 - TABLE 22.5 ALLOWS FOR: STORAGE TYPE: SINGLE, DOUBLE AND MULTIPLE-ROW RACK STORAGE (NO OPEN-TOP CONTAINERS OR SOLID SHELVES) COMMODITY: UP TO EXPOSED UNEXPANDED GROUP A PLASTICS MAXIMUM BUILDING HEIGHT - 30'-0" (ACTUAL 29'-0") PERMISSIBLE STORAGE HEIGHT - 25'-0" ACTUAL STORAGE HEIGHT - 22'-6" *DESIGN LIMITED TO SINGLE- AND DOUBLE-ROW RACKS WITH MINIMUM 8 FT AISLES. THE CEILING DESIGN CRITERIA FOR SINGLE-, DOUBLE-, AND MULTIPLE-ROW RACKS SHALL BE BASED ON OPEN-RACK CONFIGURATIONS AS DEFINED IN 3.3.147. [NFPA 13, §23.1.3] OPEN RACK DEFINITION: RACKS WITHOUT SHELVING OR WITH SHELVING IN RACKS THAT ARE FIXED IN PLACE WITH SHELVES HAVING A SOLID SURFACE AND A SHELF AREA EQUAL TO OR LESS THAN 20 FT² OR WITH SHELVES HAVING A WIRE MESH, SLATTED SURFACE, OR OTHER MATERIAL WITH OPENINGS REPRESENTING AT LEAST 50 PERCENT OF THE SHELF AREA INCLUDING THE HORIZONTAL AREA OF RACK MEMBERS AND WHERE THE FLUE SPACES ARE MAINTAINED. [NFPA 13, §3.3.147] THE CLEARANCE BETWEEN THE DEFLECTOR AND THE TOP OF STORAGE SHALL BE 36 IN. OR GREATER. [NFPA 13, §13.2.9] TABLE 3206.2 REQUIREMENTS ACTUAL STORAGE HEIGHT SHALL NOT EXCEED 24'-2" FOR THE RACK STORAGE. THE AREA OF HIGH PILED STORAGE IS 52,712 FT². CFC TABLE 3206.2, HIGH HAZARD COMMODITY. 2,501-300,000 SQUARE FEET OF HIGH PILED STORAGE: AUTOMATIC FIRE EXTINGUISHING SYSTEM - REQUIRED (PROVIDED) FIRE DETECTION SYSTEM - NOT REQUIRED (NOT PROVIDED) FIRE DEPARTMENT ACCESS DOORS - REQUIRED (PROVIDED - EXISTING/NON-CONFORMING) *A FIRE DEPARTMENT ACCESS ROAD IS ONLY PROVIDED ALONG THE EAST EXTERIOR WALL. THE NORTH AND SOUTH WALL ARE DEMISING WALLS BETWEEN TENANT AND A RAIL SPUR IS ALONG THE WEST WALL AND WAS NOT ORIGINALLY PERMITTED AS A REQUIRED FIRE DEPARTMENT ACCESS ROAD. WHERE POSSIBLE, ADEQUATE FIRE DEPARTMENT ACCESS IS PROVIDED. SMOKE AND HEAT REMOVAL - NOT REQUIRED PER FOOTNOTE H (PROVIDED) FOOTNOTE H - NOT REQUIRED WHEN STORAGE AREAS WITH AN EXIT ACCESS TRAVEL DISTANCE OF 250 FEET OR LESS ARE PROTECTED BY EITHER EARLY SUPPRESSION FAST RESPONSE (ESFR) SPRINKLER SYSTEMS OR CONTROL MODE SPECIAL APPLICATION SPRINKLERS WITH A RESPONSE TIME INDEX OF 50 (M * S) 1/2 OR LESS THAT ARE LISTED TO CONTROL A FIRE IN THE STORED COMMODITIES WITH 12 OR FEWER SPRINKLERS, INSTALLED IN ACCORDANCE WITH SECTION 903.3.1.1. GENERAL NOTES REQUIRED FLUE SPACE NOTE REQUIRED FLUE SPACES SHALL BE MAINTAINED IN ACCORDANCE WITH THE CFC TABLE 3208.3. FOR STORAGE ≤ 25 FEET: ·SINGLE-ROW RACKS PROVIDE A 3" TRANSVERSE FLUE SPACE. ·DOUBLE-ROW RACKS (OPTION 2) PROVIDE A 3" TRANSVERSE FLUE SPACE AND A 6" LONGITUDINAL FLUE SPACE. THE TRANSVERSE FLUE SPACES WILL BE MAINTAINED BY THE USE OF FLUE-KEEPER DEVICES AND FLUE SPACE LABELS AS INDICATED ON SHEET HPS-3. THE LONGITUDINAL FLUE SPACES WILL BE MAINTAINED BY THE USE OF A PALLET STOP AS INDICATED ON SHEET HPS-3 IN DOUBLE-ROW RACKS THAT UTILIZE A 12" ROW SPACER. IN DOUBLE-ROW RACKS THAT UTILIZE A 24" ROW SPACER, THE LONGITUDINAL FLUE SPACE WILL BE MAINTAINED BY THE FOLLOWING DESIGN APPROACH. THE UPRIGHTS ARE 36" IN DEPTH AND ARE SEPARATED BY A 24" ROW SPACER. LOGOMARK ONLY USES TYPICAL 36" BY 36" (DEPTH X WIDTH) WOODEN PALLETS. WHEN THE PALLET IS LOADED ON THE 36" DEEP UPRIGHT, FLUSH WITH THE FRONT LOAD BEAM, THE PALLET WILL NOT OVERHANG. THERE WILL STILL BE A CLEAR 24" LONGITUDINAL FLUE SPACE. THE CFC ONLY REQUIRES A 6" FLUE, THEREFORE, NO PALLET STOPS WILL BE INSTALLED FOR THE 24" ROW SPACERS. PLEASE SEE HPS-2 FOR DOUBLE-ROW RACKS WITH 24 ROW SPACERS. PALLET STOPS RACK STORAGE AREAS PROTECTED WITH AN AUTOMATIC SPRINKLER SYSTEM SHALL BE PROVIDED WITH FLUE SPACES IN ACCORDANCE WITH TABLE 3208.3. REQUIRED FLUE SPACES SHALL BE MAINTAINED. [CFC §3208.3] FLUE SPACES REQUIRED BY CFC TABLE 3208.3 ABOVE THE FIRST TIER OF STORAGE IN SINGLE-, DOUBLE- OR MULTIPLE-ROW RACKS STORAGE INSTALLATIONS SHALL BE EQUIPPED WITH APPROVED PROTECTION DEVICES. SUCH DEVICES SHALL NOT BE REMOVED OR MODIFIED. [CFC §3208.3.1] THE ORANGE COUNTY FIRE AUTHORITY REQUIRES PALLET STOPS FOR MAINTENANCE OF THE REQUIRED LONGITUDINAL FLUE SPACES AND FLUEKEEPERS AND FLUE SPACE LABELING FOR MAINTENANCE OF THE TRANSVERSE FLUE SPACES WHERE REQUIRED BY TABLE 3208.3. NO SOLID SHELVING NOTE THERE SHALL BE NO SOLID SHELVING IN THE HIGH PILE STORAGE AREA THAT EXCEEDS 20 SQUARE FEET, MEASURED BETWEEN APPROVED FLUE SPACES AT ALL FOUR EDGES OF THE SHELF. [CFC §3208.2.2] EXISTING SMOKE VENT REQUIREMENTS WHERE VENTS ARE INSTALLED IN AREAS PROVIDED WITH AUTOMATIC FIRE SPRINKLERS AND THE VENTS OPERATE BY FUSIBLE LINK, THE FUSIBLE LINK SHALL HAVE A TEMPERATURE RATING OF 360° F. [CFC §910.3.5] SMOKE AND HEAT VENTS SHALL BE MAINTAINED IN AN OPERATIVE CONDITION. INSPECTION, TESTING AND MAINTENANCE SHALL BE IN ACCORDANCE WITH NFPA 204 EXCEPT AS FOLLOWS: [CFC 910.5.1] 1.MECHANICALLY OPERATED SMOKE AND HEAT VENTS SHALL BE INSPECTED ANNUALLY AND OPERATIONALLY TESTED NOT LESS THAN EVERY 5 YEARS. 3. FUSED, DAMAGED OR PAINTED FUSIBLE LINKS SHALL BE REPLACED. OWNER / TENANT TO VERIFY THE SMOKE VENTS ARE MAINTAINED IN ACCORDANCE WITH THE ABOVE REQUIREMENTS. BUILDING ACCESS NOTE FIRE APPARATUS ACCESS ROADS IN ACCORDANCE WITH SECTION 503 SHALL BE PROVIDED WITHIN 150 FEET OF ALL PORTIONS OF THE EXTERIOR WALLS OF BUILDINGS USED FOR HIGH-PILED STORAGE. [CFC §3206.6] EXCEPTION: WHERE FIRE APPARATUS ACCESS ROADS CANNOT BE INSTALLED BECAUSE OF TOPOGRAPHY, RAILWAYS, WATERWAYS, NONNEGOTIABLE GRADES OR OTHER SIMILAR CONDITIONS, THE FIRE CODE OFFICIAL IS AUTHORIZED TO REQUIRE ADDITIONAL FIRE PROTECTION. WHERE FIRE DEPARTMENT ACCESS DOORS ARE REQUIRED BY TABLE 3206.2, FIRE DEPARTMENT ACCESS DOORS SHALL BE PROVIDED IN ACCORDANCE WITH SECTIONS 3206.7.1 THROUGH 3206.7.8. [CFC §3206.7] FIRE DEPARTMENT ACCESS DOORS ARE NOT REQUIRED IN AN EXTERIOR WALL THAT DOES NOT FACE A FIRE APPARATUS ACCESS ROAD PROVIDED THAT ALL OF THE FOLLOWING CONDITIONS OCCUR: [CFC §3206.7.1] ·THE OPPOSITE WALL FACES A FIRE APPARATUS ACCESS ROAD. ·THE OPPOSITE EXTERIOR WALL IS PROVIDED WITH FIRE DEPARTMENT ACCESS DOORS. ·THE ENTIRE INTERIOR SURFACE OF THE EXTERIOR WALL IS LESS THAN 150 FEET AWAY FROM A FIRE DEPARTMENT ACCESS DOOR. ·THE BUILDING IS EQUIPPED THROUGHOUT WITH AN AUTOMATIC SPRINKLER SYSTEM IN ACCORDANCE WITH SECTION 903.3.1.1. WHERE EXTERIOR WALLS SURROUNDING HIGH-PILED STORAGE AREAS FACE FIRE APPARATUS ACCESS ROADS, SUCH WALLS SHALL BE PROVIDED WITH FIRE DEPARTMENT ACCESS DOORS.[CFC §3206.7.2] FIRE DEPARTMENT ACCESS DOORS SHALL BE ACCESSIBLE WITHOUT THE USE OF A LADDER. [CFC §3206.7.3] FIRE DEPARTMENT ACCESS DOORS SHALL BE LABELED ON THE EXTERIOR SIDE WITH THE FOLLOWING SIGN OR OTHER APPROVED SIGN: FIRE DEPARTMENT ACCESS DOOR DO NOT BLOCK THE LETTERING SHALL BE IN A CONTRASTING COLOR TO THE BACKGROUND. LETTERS SHALL HAVE A MINIMUM HEIGHT OF 2 INCHES WITH A MINIMUM STROKE OF 3/8 INCH. [CFC §3206.7.4] THE REQUIRED FIRE DEPARTMENT ACCESS DOORS SHALL BE DISTRIBUTED SUCH THAT THE LINEAL DISTANCE BETWEEN ADJACENT FIRE DEPARTMENT ACCESS DOORS DOES NOT EXCEED 125 FEET MEASURED CENTER TO CENTER. [CFC §3206.7.5] EXCEPTION: THE LINEAR DISTANCE BETWEEN ADJACENT ACCESS DOORS SHALL NOT EXCEED 200 FEET IN EXISTING BUILDINGS WHERE CHANGE IN OCCUPANCY IS NOT PROPOSED. FIRE DEPARTMENT ACCESS DOORS SHALL BE NOT LESS THAN 3 FEET IN WIDTH AND 6 FEET 8 INCHES IN HEIGHT. ROLL-UP DOORS SHALL NOT BE CONSIDERED FIRE DEPARTMENT ACCESS DOORS UNLESS APPROVED. [CFC §3206.7.6] LOCKING DEVICES ON FIRE DEPARTMENT ACCESS DOORS SHALL BE APPROVED. [CFC §3206.7.7] WHERE FIRE DEPARTMENT ACCESS DOORS ARE REQUIRED, A KEY BOX SHALL BE INSTALLED IN ACCORDANCE WITH CFC §506.1. THE KEY BOX SHALL CONTAIN KEYS OR DEVICES TO ALLOW FOR ENTRY THROUGH THE FIRE DEPARTMENT ACCESS DOORS. [CFC §3206.7.8] AISLE REQUIREMENTS AISLES IN SPRINKLERED BUILDINGS SHALL NOT BE LESS THAN 44 INCHES WIDE. [CFC §3206.10.1.1] THE REQUIRED AISLE WIDTH SHALL EXTEND FROM FLOOR TO CEILING. RACK STRUCTURAL SUPPORTS AND CATWALKS ARE ALLOWED TO CROSS AISLES AT A MINIMUM HEIGHT OF 6 FEET 8 INCHES ABOVE THE FINISHED FLOOR LEVEL, PROVIDED THAT SUCH SUPPORTS DO NOT INTERFERE WITH FIRE DEPARTMENT HOSE STREAM TRAJECTORY. [CFC §3206.10.2] DEAD-END AISLES SHALL NOT EXCEED 50 FEET IN LENGTH IN S-1 OCCUPANCIES. [CFC §3206.10.3] 5 YEAR CERTIFICATION NOTE THE LAST 5-YEAR CERTIFICATION TEST WAS CONDUCTED IN MAR, 2022. MONITORING NOTE VALVES CONTROLLING THE WATER SUPPLY FOR AUTOMATIC SPRINKLER SYSTEMS, PUMPS, TANKS, WATER LEVELS AND TEMPERATURES, CRITICAL AIR PRESSURES AND WATERFLOW SWITCHES ON ALL SPRINKLER SYSTEMS SHALL BE ELECTRICALLY SUPERVISED BY A LISTED FIRE ALARM CONTROL UNIT. [CFC §903.4] FIRE PROTECTION VALVE ACCESSIBILITY SYSTEM VALVES AND GAUGES SHALL BE ACCESSIBLE FOR OPERATION, INSPECTION, TESTS AND MAINTENANCE. [NFPA 13, §16.1.1] HAZARDOUS MATERIALS NOTE THERE SHALL BE NO HAZARDOUS MATERIAL STORAGE ALLOWED WITHOUT APPROVAL BY THE ORANGE COUNTY FIRE AUTHORITY. THIS REVIEW DOES NOT INCLUDE ANALYSIS OF ANY HAZARDOUS MATERIALS TO BE PRESENT. IF THERE ARE TO BE ANY HAZARDOUS MATERIALS, A CHEMICAL CLASSIFICATION REVIEW AND ANALYSIS SHALL BE PRESENTED TO THE FIRE DEPARTMENT FOR REVIEW AND APPROVAL UNDER A SEPARATE SUBMITTAL. IT IS PREMIER FIRE CONSULTING LLC'S UNDERSTANDING THAT ANY HAZMAT THAT MAY EXIST WILL BE LIMITED TO JANITORIAL AND MAINTENANCE PURPOSE AND WILL NOT EXCEED THE MAQ'S FOR A SINGLE CONTROL AREA. PORTABLE FIRE EXTINGUISHER NOTE FIRE EXTINGUISHERS SHALL BE INSTALLED IN ACCORDANCE WITH THE CFC §3206.11 AND SECTION 906. FIRE EXTINGUISHERS SHALL BE LOCATED THROUGHOUT THE BUILDING SO THAT NO POINT IN THE BUILDING IS MORE THAN 75 FEET TRAVEL DISTANCE TO A FIRE EXTINGUISHER. FIRE EXTINGUISHERS SHALL NOT BE OBSTRUCTED OR OBSCURED FROM VIEW. WHEN THE VISUAL OBSTRUCTIONS CANNOT BE AVOIDED, MEANS SHALL BE PROVIDED TO INDICATE THE LOCATION OF FIRE EXTINGUISHERS. SHALL BE AS FOLLOWS: 1.PROVIDE A MINIMUM RATING OF 4-A FOR EXTRA HAZARD OCCUPANCIES. 2.MAXIMUM FLOOR AREA PER UNIT OF "A" IS 1,000 FT² . 3.MAXIMUM FLOOR AREA FOR INDIVIDUAL FIRE EXTINGUISHERS IS 11,250 FT². 4.MAXIMUM TRAVEL DISTANCE TO AN EXTINGUISHER IS 75 FEET. OWNER / TENANT TO VERIFY THE EXISTING QUANTITY AND TYPE WITHIN THE WAREHOUSE. IF ADDITIONAL FIRE EXTINGUISHERS ARE REQUIRED, IT IS THE RESPONSIBILITY OF THE OWNER / TENANT TO PROVIDE. IF PLANS ARE REQUIRED BY THE FIRE DEPARTMENT FOR FIRE EXTINGUISHER LOCATIONS, THE PLANS SHALL BE UNDER A SEPARATE SUBMITTAL. BATTERY CHARGING AREAS SHALL BE PROVIDED WITH A FIRE EXTINGUISHER COMPLYING WITH SECTION 906 HAVING A MINIMUM 4-A:20-B:C RATING WITHIN 20 FEET OF THE BATTERY CHARGER PER CFC §309.5. INTERNALLY ILLUMINATED EXIT SIGN NOTE ELECTRICALLY POWERED, SELF-LUMINOUS AND PHOTOLUMINESCENT EXIT SIGNS SHALL BE LISTED AND LABELED IN ACCORDANCE WITH UL 924 AND SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS AND SECTION 1203. EXIT SIGNS SHALL BE ILLUMINATED AT ALL TIMES. [CFC §1013.5] HOUSEKEEPING AND MAINTENANCE THE APPROVED STORAGE LAYOUT SHALL BE VERIFIED AND EVALUATED ANNUALLY IN ACCORDANCE WITH SECTION 3201.3.2. MODIFICATIONS OR CHANGES TO THE PROVISIONS OF THE APPROVED STORAGE LAYOUT SHALL NOT BE MADE WITHOUT PRIOR APPROVAL OF THE FIRE CODE OFFICIAL. [CFC §3205.1] THE STRUCTURAL INTEGRITY OF RACKS SHALL BE MAINTAINED. [CFC §3205.2] CLEARANCE FROM IGNITION SOURCES SHALL BE PROVIDED IN ACCORDANCE WITH SECTION 305. [CFC §3205.3] SMOKING SHALL BE PROHIBITED. APPROVED “NO SMOKING” SIGNS SHALL BE CONSPICUOUSLY POSTED IN ACCORDANCE WITH SECTION 310. [CFC §3205.4] THE FIRE CODE OFFICIAL IS AUTHORIZED TO ORDER THE POSTING OF "NO SMOKING" SIGNS OR THE INTERNATIONAL SYMBOL FOR NO SMOKING IN A CONSPICUOUS LOCATION IN EACH STRUCTURE OR LOCATION IN WHICH SMOKING IS PROHIBITED. THE CONTENT, SIZE, LETTERING, SIZE COLOR AND LOCATION OF REQUIRED "NO SMOKING" SIGNS SHALL BE APPROVED. [CFC §310.3] EXCEPTION: "NO SMOKING" SIGNS ARE NOT REQUIRED IN INTERIOR LOCATIONS OF THE FACILITY WHERE SIGNS ARE DISPLAYED AT ALL MAJOR ENTRANCES INTO THE FACILITY WHEN RESTOCKING IS NOT BEING CONDUCTED, AISLES SHALL BE KEPT CLEAR OF STORAGE, WASTE MATERIAL AND DEBRIS. FIRE DEPARTMENT ACCESS DOORS, AISLES AND EXIT DOORS SHALL NOT BE OBSTRUCTED. DURING RESTOCKING OPERATIONS USING MANUAL STOCKING METHODS, A MINIMUM UNOBSTRUCTED AISLE WIDTH OF 24 INCHES SHALL BE MAINTAINED IN 48-INCH OR SMALLER AISLES, AND A MINIMUM UNOBSTRUCTED AISLE WIDTH OF ONE-HALF OF THE REQUIRED AISLE WIDTH SHALL BE MAINTAINED IN AISLES GREATER THAN 48 INCHES. DURING MECHANICAL STOCKING OPERATIONS, A MINIMUM UNOBSTRUCTED AISLE WIDTH OF 44 INCHES SHALL BE MAINTAINED IN ACCORDANCE WITH SECTION 3206.10. [CFC §3205.5] AS REQUIRED BY THE FIRE CODE OFFICIAL, A VISUAL METHOD OF INDICATING THE MAXIMUM ALLOWABLE STORAGE HEIGHT SHALL BE PROVIDED. [CFC §3205.7] SEE HPS-2. ARRAYS SHALL COMPLY WITH SECTION 3207.4 [CFC §3205.8] FLUE SPACES SHALL COMPLY WITH SECTION 3208.3 [CFC §3205.9] ORANGE COUNTY FIRE DEPARTMENT NOTES ·FIRE DEPARTMENT INSPECTION REQUIRED. SCHEDULE 2 DAYS IN ADVANCE, @ (714) 573-6150. ·A CFC PERMIT IS REQUIRED FOR HPS AND WILL BE ISSUED BY AN OCFA INSPECTOR. ·LOCATIONS AND CLASSIFICATIONS OF EXTINGUISHERS SHALL BE IN ACCORDANCE WITH CFC 906.2 AND CHAPTER 3, TITLE 19 CCR AND PLACEMENT IS SUBJECT TO THE APPROVAL OF THE FIRE INSPECTOR. ·STORAGE, DISPENSING OR USE OF ANY FLAMMABLE/COMBUSTIBLE MATERIALS AND OTHER HAZARDOUS MATERIALS SHALL COMPLY WITH CFC REGULATIONS. ·EXIT DOORS SHALL BE OPENABLE FROM THE INSIDE WITHOUT THE USE OF A KEY OR ANY SPECIAL KNOWLEDGE OR EFFORT. ·MODIFICATION TO FIRE SPRINKLER AND ALARM SYSTEMS SHALL COMPLY WITH 2022 NFPA 13 AND 72. A SEPARATE PLAN SUBMITTAL IS REQUIRED. ·FIRE SPRINKLER SYSTEMS AND ALL CONTROL VALVES SHALL BE MONITORED BY A U.L. LISTED CENTRAL ALARM STATION OR BE SUPERVISED PER 2022 CFC CHAPTER 9. A SEPARATE PLAN SUBMITTAL IS REQUIRED FOR THE INSTALLATION OF THE MONITORING SYSTEM. ·FIRE APPARATUS ACCESS ROADS SHALL BE UNOBSTRUCTED. ACCESS GATES SHALL BE APPROVED PRIOR TO INSTALLATION AND SHALL BE IN COMPLIANCE WITH CFC 504 AND OCFA GUIDELINES. 3 3 3 3 3 3 ORANGE COUNTY FIRE AUTHORITY Reviewed by Planning & Development Service Request Expires After 6 Months of Inactivity Approval subject to field inspection and required test, notations hereon, conditions in correspondence and conformance with applicable regulations. The stamping of these plans shall not be held to permit or approve the violation of any law. OCFA SR #: Fee Codes: Plan Type: By: ONLY STAMPED SHEETS REVIEWED BY ORANGE COUNTY FIRE AUTHORITY Call at least 72 hours in advance to schedule inspections: (714) 5736150 Notes: 25006278 PR330 HighPiled Combustible Storage Date: 01/05/2026 RichSwanson NO PARKING NO PARKING AREA 198'-11" 29 9 ' - 0 " E. DONIS HPS-1 APPROVAL: PLEASE APPLY APPROVAL STAMP WITHIN PROVIDED AREA HI G H P I L E D S T O R A G E P L A N JOB NUMBER DRAWN BY DATE PR O J E C T L O C A T I O N : PR O J E C T T I T L E : OW N E R : DA T E RE V I S I O N S AN A H E I M , C A L I F O R N I A 9 2 8 0 7 PR E M I E R F I R E C O N S U L T I N G , L L C (5 6 2 ) 8 6 5 - 5 1 3 4 W W W . P R E M I E R - F I R E . N E T em a i l : g r e g @ p r e m i e r - f i r e . n e t 39 1 0 E . C O R O N A D O S T R E E T . , S U I T E . 2 0 2 REVIEWED BY A-6584 LO G O M A R K 60 3 W . D Y E R R O A D , S A N T A A N A , C A L I F O R N I A 9 2 7 0 7 60 1 W D Y E R L L C 43 3 N C A M D E N D R I V E S U I T E 8 8 8 BE V E R L Y H I L L S , C A L I F O R N I A 9 0 2 1 0 - 4 4 1 2 APN: 410-024-06 APRIL 8, 2025 B. MENDOZA 1 05 / 1 3 / 2 0 2 5 FI R E D E P A R T M E N T C O R R E C T I O N S 2 06 / 0 9 / 2 0 2 5 FI R E D E P A R T M E N T C O R R E C T I O N S 3 12 / 1 1 / 2 0 2 5 TE N A N T R E V I S I O N S TYPICAL ACCESS DOOR LABEL TOTAL BUILDING 180,000 SQUARE FEET EXISTING WAREHOUSE 58,614 SQUARE FEET FULLY FIRE SPRINKLERED (CMSA) ROOF HEIGHT 29'-4" RAIL DOOR EXISTING FIRE APPARATUS ACCESS ROAD EX I S T I N G F I R E A P P A R A T U S A C C E S S R O A D EX I S T I N G F I R E A P P A R A T U S A C C E S S R O A D FIRE SPRINKLER RISER WITH CONTROL VALVE FIRE SPRINKLER RISER WITH CONTROL VALVE FIRE SPRINKLER RISER WITH CONTROL VALVE FIRE SPRINKLER RISER WITH CONTROL VALVE FIRE SPRINKLER RISER WITH CONTROL VALVE FIRE DEPT. CONN. 4 - 2 1 2" CONN. EXISTING ON-SITE FIRE HYDRANT ACCESS DOOR RA M P RA M P EXISTING PUBLIC FIRE HYDRANT ADJACENT TENANT - NOT IN CONTRACT ADJACENT TENANT - NOT IN CONTRACT ADJACENT TENANT - NOT IN CONTRACT NOT IN CONTRACT - LOGOMARK PREVIOUSLY APPROVED HIGH PILED STORAGE AREA BID# 121383 GARNSEY STREET DY E R R O A D MAN DOOR RAIL DOOR RAIL DOOR MAN DOOR NOT IN CONTRACT - LOGOMARK PREVIOUSLY APPROVED HIGH PILED STORAGE AREA BID# 121383 2 3 3 AUT H O RITY FI RE REVIEWED CALIFORNIA ROANGE COUNTY 25006278 AREA Gate Gate AAA A A A A A A A A A A A A T A A A A A A A T A A A A A A A A A A A A A T A A A A A A A T A A A A A A AA A A A A A A A A A A A A A A A A A A A A A A AA A A A A A A A A T A A A A A A A A A A A T A T AA A A A A A A A A A A A A A T1 A A A A A A A A A A A A A A A A A A A T1 A A A A A A AA A A A A A A A T A A A A A A A T A A A A A A A A A A A A A T A A A A A A A T A A A A A A AA AA A T A T A A A A A A A T A A A A A A A T A A A A A A A A A A T A A A A A A A T A A A A A A AA AA A T A T A A A A A A A T A A A A A A A T A A A A A A A T A A A A A A A T AA AA TT A A A A A A A A A A A A A T1 A A A A A A A A A A A A A A A A A A A T1 A A A A A A AA A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A T1 A A A A A A A A A A A A A A A A A A A T1 A A A A A A AA A A A A A A A A A A A A A T1 A A A A A A A A A A A A A A A A A A A A T1 A A A A A A A A A A A A A A A A A A A T1 A A A A A A AA A A A A A A A A A A A A A T1 A A A A A A A A A A A A A A A A A A A T1 A A A A A A AA A A A A A A A A A A A A A A A A A A A A A A A A A1A1 A A A A A A A A A A A A A A T1 A A A A A A A AA AAAAAAAAAA AA AAAAAAAAAA AA AAAAAAAAAA A A A AA AAAAAAAAAA A AA A 12'-10"8'-0"9'-9"8'-0"8'-0"8'-3"8'-3"9'-4"9'-4"9'-4"9'-4"9'-8" 2'-6"3'-1"8' - 0 " 11 ' - 4 " 5' - 2 " 7' - 8 " 6'-4" TO COLUMN CENTER 8' - 0 " 5' - 1 " 24 ' - 4 " 12" 12'-0" 14'-5" 5' - 8 " 12"12"12"12"12" 12"12"12"12" 12 ' - 9 " WIRE MESH DECK ALL LEVELS Type A Selective Rack Front View All Dims are T.O.B. Selective Rack Side ViewType A/A1 Double Row w/ 6" Row Spacers Selective Rack Side ViewType A/A1 Single Row Selective Tunnel Rack Front View WIRE MESH DECK ALL LEVELS Type T All Dims are T.O.B. Selective Tunnel Rack Side ViewType T/T1 Double Row w/ 6" Row Spacers 36"36"36"120" 60 " 60 " 60 " 60 " 24 ' - 2 " T O P O F S T O R A G E 120" KEEP CLEAR 3" KEEP CLEAR 3" KEEP CLEAR 3" KEEP CLEAR 3" KEEP CLEAR 3" KEEP CLEAR 3" KEEP CLEAR 3" KEEP CLEAR 3" KEEP CLEAR 3" KEEP CLEAR 3" KEEP CLEAR 3" KEEP CLEAR 3" Selective Rack Front View All Dims are T.O.B. WIRE MESH DECK ALL LEVELS Type A1 WIRE MESH WIRE MESH WIRE MESH WIRE MESH 60" 120" 180" 240" 42" 120" 180" 240" 60 " 60 " 60 " 60 " 24 ' - 2 " T O P O F S T O R A G E WIRE MESH WIRE MESH WIRE MESH WIRE MESH 21 ' R A C K U P R I G H T 156" 216" 15 6 " 60 " 22 ' - 2 " T O P O F S T O R A G E 12"36"36"12" WIRE MESH WIRE MESH 96" 15 6 " 60 " 22 ' - 2 " T O P O F S T O R A G E 156" 216"KEEP CLEAR 3" KEEP CLEAR 3" 21 ' R A C K U P R I G H T 21 ' R A C K U P R I G H T Selective Tunnel Rack Front View WIRE MESH DECK ALL LEVELS Type T1 All Dims are T.O.B. 36" PALLET FLUEKEEPER 120" LOAD BEAM 3" CLEAR 36" PALLET 3" CLEAR 36" PALLET KEEP CLEAR 3" KEEP CLEAR 3" 36" PALLET FLUEKEEPER 96" LOAD BEAM 3" CLEAR 36" PALLET KEEP CLEAR 3" KEEP CLEAR 3" KEEP CLEAR 3" KEEP CLEAR 3" 36" PALLET FLUEKEEPER 42" LOAD BEAM E. DONIS HPS-2 APPROVAL: PLEASE APPLY APPROVAL STAMP WITHIN PROVIDED AREA HI G H P I L E D S T O R A G E P L A N JOB NUMBER DRAWN BY DATE PR O J E C T L O C A T I O N : PR O J E C T T I T L E : OW N E R : DA T E RE V I S I O N S AN A H E I M , C A L I F O R N I A 9 2 8 0 7 PR E M I E R F I R E C O N S U L T I N G , L L C (5 6 2 ) 8 6 5 - 5 1 3 4 W W W . P R E M I E R - F I R E . N E T em a i l : g r e g @ p r e m i e r - f i r e . n e t 39 1 0 E . C O R O N A D O S T R E E T . , S U I T E . 2 0 2 REVIEWED BY A-6584 LO G O M A R K 60 3 W . D Y E R R O A D , S A N T A A N A , C A L I F O R N I A 9 2 7 0 7 60 1 W D Y E R L L C 43 3 N C A M D E N D R I V E S U I T E 8 8 8 BE V E R L Y H I L L S , C A L I F O R N I A 9 0 2 1 0 - 4 4 1 2 APN: 410-024-06 APRIL 8, 2025 B. MENDOZA 1 05 / 1 3 / 2 0 2 5 FI R E D E P A R T M E N T C O R R E C T I O N S 2 06 / 0 9 / 2 0 2 5 FI R E D E P A R T M E N T C O R R E C T I O N S 3 12 / 1 1 / 2 0 2 5 TE N A N T R E V I S I O N S LEGEND: EXISTING SMOKE VENT AREA OF HIGH PILED STORAGE INCLUDING 48" AISLE. ILLUMINATED EXIT SIGN NOT IN CONTRACT AD J A C E N T T E N A N T - NO T I N C O N T R A C T NO T I N C O N T R A C T - L O G O M A R K PR E V I O U S L Y A P P R O V E D H I G H PI L E D S T O R A G E A R E A BI D # 1 2 1 3 8 3 FIRE SPRINKLER RISER WITH CONTROL VALVE ACCESS DOOR THIS DETAIL IS FOR STORAGE HEIGHT REFERENCE ONLY. REFER TO THE STRUCTURAL RACK PLANS FOR DETAILED INFORMATION. RACK DETAIL SCALE = RACK NOTE: THE STOP ALONG THE LONGITUDINAL FLUE SPACE SHALL BE STEEL OR OTHER FERROUS MATERIAL 1/4" THICK, AND IN THE MOUNTED POSITION, SHALL EXTEND A MINIMUM OF 4" ABOVE THE SHELF OR CROSS MEMBER, OR OTHER METHODS APPROVED BY THE FIRE CODE OFFICIAL. PALLET STOP TO BE INSTALLED IN DOUBLE-ROW RACKS TRANSVERSE FLUE SPACE KEEPERS FLUE SPACE LABELS TUNNEL SMOKE VENT CERTIFICATION LETTER OF INTENT MAN DOOR MAN DOOR 1- H O U R " F I R E B A R R I E R " P E R C B C 7 0 7 ONE-HOUR RATED ROLL UP DOOR NO STACKING ABOVE THIS LINE HIGH HAZARD - 24'-2" BY ORDER OF OCFA STORAGE HEIGHT SIGNAGE 1 1 1- H O U R " F I R E B A R R I E R " P E R C B C 7 0 7 1 1 SMOKE VENT - LOCATION 2 TUNNEL TUNNELS TUNNELS TUNNELS TUNNEL TUNNEL TUNNEL 3 3 3 3 3 CHAIN LINK FENCE PER U.S. CUSTOMS SECURITY REQUIREMENTS 3 TUNNEL TUNNEL AUT H O RITY FI RE REVIEWED CALIFORNIA ROANGE COUNTY 25006278 Date: Drawn by: Scale: 603 W. Dyer Rd, Project Data REVISION DATEClient Project # Sheet Index Name: P7E Approved Revise and Resubmit Seismic Engineer Epiq Engineering 2814 Dogwood Pl, Nashville, TN 37204 Jack Wilson Ph.629-888-9977 Santa Ana, CA 92707 A 01/14/26 JR Adjust rack in front of roll up door near start point. A 01/16/26 JR Adjust per corrections. B 01/20/26 JR Hide column on grid line 8 in flue space and adjust aisle below accordingly. C 02/02/26 JR Add 2025 Building Code and reference page for Epiq Engineering. D 02/10/26 JR Adjust fencing length and door placements. E 03/12/26 JR Adjust per corrections. Project Manager:Mike Evans March 12, 2026 A1.0 TITLE SHEET A2.0 FLOOR PLAN A3.0 ELEVATIONS A3.1 ELEVATIONS A4.0 EGRESS PLAN A5.0 PROJECT NOTES A6.0 FENCING INFO A6.1 FENCING INFO Installation of storage rack in an existing building. Building will be used for high-pile storage and submit plans to OCFA for review and approval. Sheet Index Project Description Vicinity Map This project is for: Logomark 603 W. Dyer Rd, Santa Ana, CA 92707 BY DESCRIPTION OF REVISION Approval Project Name: Please sign layout: Signature: ___________________________________ Date: Approved With Comments Project Location 603 W. Dyer Rd, Santa Ana, CA 92707 Building Info: Total Building Sq. Ft.:180,000 sq.ft. Total Tenant Sq. Ft.:59,486 sq.ft. Total Racking Sq. Ft.:59,486 sq.ft. Building Occupancy:S-1/B Construction Type:Type III-B Fully Sprinklered Occupancy:Commercial/Industrial APN:001010001 Sheet Name: 18200 Von Karman Ave, Suite 150, Irvine, CA 92612 Phone: (949) 254-1717 ● www.sourceracks.com ©2025 All rights reserved. No part of this drawing shall be reproduced or modified in any form or by any means (graphic, electronic or mechanical), including photocopying, without written permission from an authorized representative from Source Racks. N.T.S. Justin ReyesTitle Sheet A1.0 NORTH PROJECT LOCATION S FLOWER ST. W D Y E R R D . 603 W DYER RD, SANTA ANA, CA 92707 S GARNSEY ST. EXP. 6/30/2026 03/25/2026 Date: Drawn by: Scale: 603 W. Dyer Rd, REVISION DATEClient Project # Sheet Index Name: P7E Approved Revise and Resubmit Santa Ana, CA 92707 A 01/14/26 JR Adjust rack in front of roll up door near start point. A 01/16/26 JR Adjust per corrections. B 01/20/26 JR Hide column on grid line 8 in flue space and adjust aisle below accordingly. C 02/02/26 JR Add 2025 Building Code and reference page for Epiq Engineering. D 02/10/26 JR Adjust fencing length and door placements. E 03/12/26 JR Adjust per corrections. Project Manager:Mike Evans March 12, 2026BYDESCRIPTION OF REVISION Approval Project Name: Please sign layout: Signature: ___________________________________ Date: Approved With Comments Sheet Name: 18200 Von Karman Ave, Suite 150, Irvine, CA 92612 Phone: (949) 254-1717 ● www.sourceracks.com ©2025 All rights reserved. No part of this drawing shall be reproduced or modified in any form or by any means (graphic, electronic or mechanical), including photocopying, without written permission from an authorized representative from Source Racks. N.T.S. Justin ReyesFloor Plan A2.0 NOTE: BUILDING DIMENSIONS TO BE VERIFIED. NOTE: FENCING LAYOUT TO BE CONFIRMED. PROPOSED RACKING - OPEN WAREHOUSE Bay Type Number of Bays Pallet Positions per Bay Pallet Positions A 220 15 3,300 T 25 6 150 PALLET POSITIONS 3,450 PROPOSED RACKING PROPOSED RACKING - CUSTOMS STORAGE Bay Type Number of Bays Pallet Positions per Bay Pallet Positions A 338 15 5,070 A1 1 5 5 T1 12 4 48 PALLET POSITIONS 5,123 TOTAL PALLET POSITIONS 8,573 20 0 ' - 0 " 40 ' - 0 " 9 40 ' - 0 " 8 6 39 ' - 9 " 5 7 40 ' - 3 " 40 ' - 0 " 10 60'-0" A 300'-0" B 60'-0" C 60'-0" D 60'-0" E 60'-0" F NORTH A A A A A 11 ' - 4 " 12 ' - 7 " 270'-6" x 114'-2" Fenced Cage (30,882 SQFT) 499 Linear Feet Ga t e 18" 8' - 0 " A A A 8' - 0 " 8" 9'-4" Aisle 24 ' - 4 " 12" 5' - 8 " 12'-0" 2'-6" A A A A A A A T A A A A A A A T A A A A A A A A A A A A A T A A A A A A A T A A A A A A A A A A A A A A A A A A A A A A A A A A A A AA 9'-4" Aisle A A A 14'-5"9'-4" Aisle A A A A A A A T A A A A A A A AA A A T A T 9'-8" Aisle A 8" 8" A Ga t e A A A A A A A A A A A A AT1 A A A A A A A A A A A A A A A A A A AT1 A A A A A A 10'-6" Aisle A A A A A A A A A T A A A A A A A T A A A A A A A A A A A A A T A A A A A A A T A A A A A A A A A A A1 T A1 T A A A A A A A T A A A A A A A T A A A A A A A A A A T A A A A A A A T A A A A A A A A A A A T A T 9'-4" Aisle A A A A A A A T A A A A A A A T A A A A A A A T A A A A A A A T A A A A T T 7' - 7 " A A A A A A A A A A A A AT1 A A A A A A A A A A A A A A A A A A AT1 A A A A A A A A 8'-3" Aisle A A A A A A A A A A A A A A A A A A A A A AA 3'-1" A A A A A A A A A A A A AT1 A A A A A A A A A A A A A A A A A A AT1 A A A A A A 8'-0" Aisle A A A A A A A A A A A A A A AT1 A A A A A A 8'-0" Aisle A A A A A A A A A A A A A AT1 A A A A A A A A A A A A A A A A A A AT1 A A A A A A 9'-9" Aisle A A A A A A A A A A A A A A AT1 A A A A A A A A A A A A A A A A A A AT1 A A A A A A 8'-0" Aisle A A A A A A A A A A A A A A A A A A A A A A A A 10'-1" Aisle A A A1A A A A A A A A A A A A A AT1 A A A A A AA A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A 5' - 1 " 5' - 2 " A A A A A A A A A A A A A A A A A A A Start Point Reference: middle of building column. 3'-01 2" 57'-9" Start Point: corner of frame column. 8'-1" 18" 6'-3" 6'-4" EXP. 6/30/2026 03/25/2026 Date: Drawn by: Scale: 603 W. Dyer Rd, REVISION DATEClient Project # Sheet Index Name: P7E Approved Revise and Resubmit Santa Ana, CA 92707 A 01/14/26 JR Adjust rack in front of roll up door near start point. A 01/16/26 JR Adjust per corrections. B 01/20/26 JR Hide column on grid line 8 in flue space and adjust aisle below accordingly. C 02/02/26 JR Add 2025 Building Code and reference page for Epiq Engineering. D 02/10/26 JR Adjust fencing length and door placements. E 03/12/26 JR Adjust per corrections. Project Manager:Mike Evans March 12, 2026BYDESCRIPTION OF REVISION Approval Project Name: Please sign layout: Signature: ___________________________________ Date: Approved With Comments Sheet Name: 18200 Von Karman Ave, Suite 150, Irvine, CA 92612 Phone: (949) 254-1717 ● www.sourceracks.com ©2025 All rights reserved. No part of this drawing shall be reproduced or modified in any form or by any means (graphic, electronic or mechanical), including photocopying, without written permission from an authorized representative from Source Racks. 1/4" = 1'-0" Justin Reyes Elevation A3.0 NOTE: THE EXACT NUMBER OF ROW SPACERS ARE TO BE DETERMINED BY ENGINEERING. □ Approved Signature :__________________ Date :__________________ IN RACK LOADING HEIGHT AND WEIGHT BAY TYPE A1 PALLET HEIGHT PER LEVEL WEIGHT (LBS) PER LEVEL LEVEL H (inches)MAX.AVG. 1 50"440 440 2 50"440 440 3 50"440 440 4 50"440 440 □ Approved Signature :__________________ Date :__________________ STAND ALONE PALLET HEIGHT AND WEIGHT WEIGHT PER PALLET MAX. WEIGHT 420 LBS AVG. WEIGHT 420 LBS 50" H 36" D36" W □ Approved Signature :__________________ Date :__________________ IN RACK LOADING HEIGHT AND WEIGHT BAY TYPE A (DOUBLE ROW) PALLET HEIGHT PER LEVEL WEIGHT (LBS) PER LEVEL LEVEL H (inches)MAX.AVG. 1 50"1,500 1,500 2 50"1,500 1,500 3 50"1,500 1,500 4 50"1,500 1,500 □ Approved Signature :__________________ Date :__________________ STAND ALONE PALLET HEIGHT AND WEIGHT WEIGHT PER PALLET MAX. WEIGHT 500 LBS AVG. WEIGHT 500 LBS 50" H 36" D36" W □ Approved Signature :__________________ Date :__________________ IN RACK LOADING HEIGHT AND WEIGHT BAY TYPE A (SINGLE ROW) PALLET HEIGHT PER LEVEL WEIGHT (LBS) PER LEVEL LEVEL H (inches)MAX.AVG. 1 50"1,260 1,260 2 50"1,260 1,260 3 50"1,260 1,260 4 50"1,260 1,260 25' Clear 25' Clear Selective Rack Side View Single Row Type A/A1 21'-0" Frame Selective Rack Side ViewType A 36" Double Row w/ 12"/18" Row Spacers Selective Rack Front View All Dims are T.O.B. WIRE MESH DECK ALL LEVELS (4) 3.75" x .5" Anchors per Footplate Type A1 45" O.C. 42" CLEAR 60" 120" 15'-0" 20'-0" 24'-2" T.O.P. Wire Deck Wire Deck Wire Deck Wire Deck 36" 12"/18" 36" 21'-0" Frame 60" (typ.) Selective Rack Front View All Dims are T.O.B. WIRE MESH DECK ALL LEVELS (4) 3.75" x .5" Anchors per Footplate Type A 123" O.C. 120" CLEAR 60" 120" 15'-0" 20'-0" 24'-2" T.O.P. Wire Deck Wire Deck Wire Deck Wire Deck 60" (typ.) 2" x 2" x 12" Column Guards all in aisle columns. SEE THE CALCULATION REPORT FOR MAX ALLOWABLE LOADS, REQUIRED MATERIALS, AND REQUIRED CONNECTIONS; PLEASE ALSO NOTE THAT THERE ARE DIFFERENT MAX ALLOWABLE LOADS FOR TYPE A AND TYPE A - SINGLE ROW EXP. 6/30/2026 03/25/2026 Date: Drawn by: Scale: 603 W. Dyer Rd, REVISION DATEClient Project # Sheet Index Name: P7E Approved Revise and Resubmit Santa Ana, CA 92707 A 01/14/26 JR Adjust rack in front of roll up door near start point. A 01/16/26 JR Adjust per corrections. B 01/20/26 JR Hide column on grid line 8 in flue space and adjust aisle below accordingly. C 02/02/26 JR Add 2025 Building Code and reference page for Epiq Engineering. D 02/10/26 JR Adjust fencing length and door placements. E 03/12/26 JR Adjust per corrections. Project Manager:Mike Evans March 12, 2026BYDESCRIPTION OF REVISION Approval Project Name: Please sign layout: Signature: ___________________________________ Date: Approved With Comments Sheet Name: 18200 Von Karman Ave, Suite 150, Irvine, CA 92612 Phone: (949) 254-1717 ● www.sourceracks.com ©2025 All rights reserved. No part of this drawing shall be reproduced or modified in any form or by any means (graphic, electronic or mechanical), including photocopying, without written permission from an authorized representative from Source Racks. 1/4" = 1'-0" Justin Reyes Elevation A3.1 NOTE: THE EXACT NUMBER OF ROW SPACERS ARE TO BE DETERMINED BY ENGINEERING. □ Approved Signature :__________________ Date :__________________ STAND ALONE PALLET HEIGHT AND WEIGHT WEIGHT PER PALLET MAX. WEIGHT 500 LBS AVG. WEIGHT 500 LBS 50" H 36" D36" W □ Approved Signature :__________________ Date :__________________ IN RACK LOADING HEIGHT AND WEIGHT BAY TYPE T1 PALLET HEIGHT PER LEVEL WEIGHT (LBS) PER LEVEL LEVEL H (inches)MAX.AVG. 1 50"1,000 1,000 2 50"1,000 1,000 □ Approved Signature :__________________ Date :__________________ IN RACK LOADING HEIGHT AND WEIGHT BAY TYPE T PALLET HEIGHT PER LEVEL WEIGHT (LBS) PER LEVEL LEVEL H (inches)MAX.AVG. 1 50"1,500 1,500 2 50"1,500 1,500 Selective Tunnel Rack Front View All Dims are T.O.B. WIRE MESH DECK ALL LEVELS (4) 3.75" x .5" Anchors per Footplate Type T 147" O.C. 144" CLEAR 13'-0" 18'-0" 22'-2" T.O.P. 156" 60" (typ.) Wire Deck Wire Deck 25' Clear 25' Clear Selective Tunnel Rack Side ViewType T Double Row w/ 12" Row Spacers 36" 12" 36" 21'-0" Frame Selective Tunnel Rack Front View All Dims are T.O.B. WIRE MESH DECK ALL LEVELS (4) 3.75" x .5" Anchors per Footplate Type T1 99" O.C. 96" CLEAR 13'-0" 18'-0" 22'-2" T.O.P. 156" 60" (typ.) Wire Deck Wire Deck Selective Tunnel Rack Side ViewType T1 Double Row w/ 12"/18" Row Spacers 36" 12"/18" 36" 21'-0" Frame 2" x 2" x 12" Column Guards all in aisle columns. SEE THE CALCULATION REPORT FOR MAX ALLOWABLE LOADS, REQUIRED MATERIALS, AND REQUIRED CONNECTIONS; PLEASE ALSO NOTE THAT THERE ARE DIFFERENT MAX ALLOWABLE LOADS FOR TYPE A AND TYPE A - SINGLE ROW EXP. 6/30/2026 03/25/2026 Date: Drawn by: Scale: 603 W. Dyer Rd, REVISION DATEClient Project # Sheet Index Name: P7E Approved Revise and Resubmit Santa Ana, CA 92707 A 01/14/26 JR Adjust rack in front of roll up door near start point. A 01/16/26 JR Adjust per corrections. B 01/20/26 JR Hide column on grid line 8 in flue space and adjust aisle below accordingly. C 02/02/26 JR Add 2025 Building Code and reference page for Epiq Engineering. D 02/10/26 JR Adjust fencing length and door placements. E 03/12/26 JR Adjust per corrections. Project Manager:Mike Evans March 12, 2026BYDESCRIPTION OF REVISION Approval Project Name: Please sign layout: Signature: ___________________________________ Date: Approved With Comments Sheet Name: 18200 Von Karman Ave, Suite 150, Irvine, CA 92612 Phone: (949) 254-1717 ● www.sourceracks.com ©2025 All rights reserved. No part of this drawing shall be reproduced or modified in any form or by any means (graphic, electronic or mechanical), including photocopying, without written permission from an authorized representative from Source Racks. N.T.S. Justin ReyesEgress Plan A4.0 NOTE: BUILDING DIMENSIONS TO BE VERIFIED. 20 0 ' - 0 " 40 ' - 0 " 9 40 ' - 0 " 8 6 39 ' - 9 " 5 7 40 ' - 3 " 40 ' - 0 " 10 60'-0" A 300'-0" B 60'-0" C 60'-0" D 60'-0" E 60'-0" F NORTH PA T H = 2 3 2 ' PA T H = 2 3 2 ' PA T H = 1 9 0 ' PATH = 190' EXP. 6/30/2026 03/25/2026 Date: Drawn by: Scale: 603 W. Dyer Rd, REVISION DATEClient Project # Sheet Index Name: P7E Approved Revise and Resubmit Santa Ana, CA 92707 A 01/14/26 JR Adjust rack in front of roll up door near start point. A 01/16/26 JR Adjust per corrections. B 01/20/26 JR Hide column on grid line 8 in flue space and adjust aisle below accordingly. C 02/02/26 JR Add 2025 Building Code and reference page for Epiq Engineering. D 02/10/26 JR Adjust fencing length and door placements. E 03/12/26 JR Adjust per corrections. Project Manager:Mike Evans March 12, 2026BYDESCRIPTION OF REVISION Approval Project Name: Please sign layout: Signature: ___________________________________ Date: Approved With Comments Sheet Name: 18200 Von Karman Ave, Suite 150, Irvine, CA 92612 Phone: (949) 254-1717 ● www.sourceracks.com ©2025 All rights reserved. No part of this drawing shall be reproduced or modified in any form or by any means (graphic, electronic or mechanical), including photocopying, without written permission from an authorized representative from Source Racks. N.T.S. Justin ReyesProject Notes A5.0 4" c.c. 1 1/2" 1 1/2" 1/4" HORIZ. BRACE DIAG. BRACE CONNECTOR BASE PLATE & ANCHOR COLUMN ROW SPACER BEAM 3" OR 3 3/4" 1 3/4" 1 5/8" 1" 12" 3/8"Ø X 7/8" SLOT 4 PLCS 3/4"1 1/2" 3/4" 11/16" 3/4" 3-5/8" 3-3/4" MIN. EMBED. 1/2" BASE PLATE F.F. O.A.L. 1" 1" 8" 8" 3/8" 5/8"Ø 3" 3" 3/4" 1 11/16" 6" 1" 3 3/16" 2" 2" 7/16Ø GR. 55 RIVET 5/16Ø SAFETY PIN SEE ATTACHED SOURCE RACKS DWG. FOR STORAGE RACK ELEVATIONS. DESCRIPTION STEEL YIELD MATERIAL NOTES: USE @ ALL HANNIBAL BRACE ASTM A570, Fy=55,000 PSI LOCATIONS TYP . 16 GAGE STEEL BRACING: HORIZ. & DIAG.NOT A DEPICTION OF THIS PROJECT GENERAL RACK INFORMATION NOTES: USE @ ALL BEAM LOCATIONS. 16 GAGE STEEL YIELD MATERIAL DESCRIPTION ASTM A570, Fy=55,000 PSI BEAMS (HMH#24160 OR 36160) MATERIAL STEEL YIELD DESCRIPTION STD ROW SPACER ASTM A570, Fy =55,000 PSI 16 GAGE NOTES: ATTACH WITH (4) 3/8"Ø GR. 5 BOLTS, (2) @ EACH END SIZE 1/2"Ø x 3-3/4" MIN. EMBED. Powers SD2 ANCHOR NOTES: SEE NOTE #4 ABOVE FOR ANCHOR SPECS. DESCRIPTION ESR #2502 DESCRIPTION STORAGE RACK ELEVATIONS GENERAL PROJECT NOTES 1. DESIGNED PER REQUIREMENTS OF THE 2025 CBC, ASCE 7-22 & 2012 RMI RACK DESIGN MANUAL 2. SEISMIC CRITERIA Ss=1.466, S1=0.509 Ip = 1.0 (NO PUBLIC ACCESS), Sds= 1.151, Sd1=0.789, OCCUPANCY CATAG. II SITE CLASS D-DEFAULT, SEISMIC DESIGN CATAG. D, 3. STORAGE CAPACITY: TYPE A (Single Row)= 1260 LBS PER LEVEL TYP. TYPE A1= 440 LBS PER LEVEL TYP. TYPE T= 1500 LBS PER LEVEL TYP. TYPE T1= 1000 LBS PER LEVEL TYP. 4. ANCHORS : POWERS SD2 ESR#2502 AS USED IN CALCULATIONS OR ICC & ENGINEER APPROVED EQUAL. 1/2" Ø x 3-3/4" MIN. EMBEDT. (4) ANCHOR PER BASE PLATE @ ALL TYPES U.O.N. , 40 FT-LBS TORQUE. 5. PERIODIC SPECIAL INSPECTION IS REQUIRED DURING ANCHOR INSTALLATION. ANCHORS SHALL BE INSTALLED PER ICC ESR# 2502. 6. EXISTING S.O.G. CONCRETE THICKNESS & COMPRESSIVE STRENGTH, 6" x 2500 PSI 7. SOIL BEARING PRESSURE 750 PSF. 8. ALL RACK INSTALLATIONS AND RACKS MANUFACTURED IN CONFORMITY WITH THIS STANDARD SHALL DISPLAY IN ONE OR MORE CONSPICUOUS LOCATIONS A PERMANENT PLAQUE EACH NOT LESS THAN 50 SQUARE INCHES IN AREA AND SHOWING THE MAXIMUM PERMISSIBLE UNIT LOAD IN CLEAR, LEGIBLE PRINT. 9. ALL BOLTS GR. 5 OR BETTER, INSTALL TO SNUG TIGHT FIT OR BETTER 10. ALL WELDING PERFORMED IN THE SHOP OF AN APPROVED FABRICATOR BY AWS CERTIFIED WELDERS USING E70XX ELECTRODE OR BETTER. NO FIELD WELDING PERFORMED. SPECIAL INSPECTION IS REQUIRED ONLY FOR ANY FIELD WELDING. 11. THE CLEAR SPACE BELOW SPRINKLERS SHALL BE A MIN. OF 18" BETWEEN TOP OF THE STORAGE AND THE CEILING SPRINKLER DEFLECTOR. 12. THE PRODUCT SHOWN ON THE DETAILS HEREIN IS ASSUMED TO BE IN GOOD, UNDAMAGED CONDITION. THE PRODUCT MUST BE FREE OF ANY DAMAGE AND/OR FABRICATION DEFICIENCIES OR IRREGULARITIES. IT IS THE RESPONSIBILITY OF THE OWNER, USER, PRODUCT PROVIDER AND/OR INSTALLER OF THE COMPONENTS TO NOTIFY SED, INC IN WRITING, OF ANY DAMAGE, DEFICIENCIES OR IRREGULARITIES. 13. IT IS THE RESPONSIBILITY OF THE OWNER AND/OR USER OF THE COMPONENTS SHOWN HEREIN TO NOTIFY SED, INC OF ANY DAMAGE OR DEFICIENCIES IN THE SYSTEM DURING USE. THIS INCLUDES SUCH OCCURRENCES SUCH AS IMPACT DAMAGE TO THE COMPONENTS FROM FORKLIFT OR HEAVY MACHINERY, IMPACT FROM DROPPED LOADS ON THE SYSTEM, DAMAGE TO SYSTEMS BY IMPROPER USE OR INSTALLATION, ETC. THE USER OF THE PRODUCT MUST NOTIFY SED, INC IN WRITING SHOULD ANY DAMAGE OR DEFICIENCY OCCUR TO THE PRODUCT SHOWN HEREIN. IT IS THE RESPONSIBILITY OF THE OWNER AND/OR USER TO MAINTAIN THE SAFETY AND PROPER USE OF THE STORAGE PRODUCT SHOWN HEREIN. 14. IT IS THE RESPONSIBILITY OF THE OWNER/USER OF THE STORAGE SYSTEM SHOWN HEREIN TO REPAIR OR REPLACE ANY COMPONENT THAT IS DAMAGED OR OTHERWISE DEFICIENT. 15.THE OWNER SHALL MAINTAIN THE STRUCTURAL INTEGRITY OF THE RACK SYSTEM BY ASSURING PROPER OPERATIONAL, HOUSE KEEPING AND MAINTENANCE PROCEDURES, BUT NOT LIMITED TO THE FOLLOWING: a. PROHIBIT ANY OVER LOADING OF ANY PALLET POSITIONS AND OF OVERALL RACK SYSTEMS. b. REGULARLY INSPECT FOR DAMAGE. IF DAMAGE IS FOUND, IMMEDIATELY UNLOAD THE AFFECTED AREA AND REPLACE OR REPAIR ANY DAMAGED COLUMNS, BEAMS, OR OTHER STRUCTURAL COMPONENTS. c. REQUIRE ALL PALLETS TO BE MAINTAINED IN GOOD, SAFE, OPERATING CONDITION. d. ENSURE THAT PALLETS ARE PROPERLY PLACED ONTO PALLET LOAD SUPPORT MEMBERS IN PROPERLY STACKED AND STABLE POSITION. e. REQUIRE THAT ALL GOODS STORED ON EACH PALLET TO BE PROPERLY STACKED AND STABLE. f. PROHIBIT DOUBLE STACKING OF ANY PALLET POSITION, INCLUDING THE TOP MOST POSITION, UNLESS THE RACK SYSTEM IS SPECIFICALLY DESIGNED FOR SUCH LOADING. g. THE OWNER AND/OR USER OF THE RACK SYSTEM MUST PROVIDE MEASURES TO MITIGATE DAMAGE TO THE STORAGE RACK BY USE OF IMPACT PROTECTIVE DEVICES IN AREAS WHERE FORKLIFT AND/OR HEAVY MACHINERY ARE IN USE. NOTES: USE (3) ROW SPACERS PER FRAME ATTACHMENT. NOTES: CONFIRM O.A.L. OF ANCHORS WITH INSTALLER TO ENSURE REQUIRED EMBEDMENT IS OBTAINED. 2 5 6 1 COLUMN NOTES: USE @ ALL HANNIBAL COLUMN/BASE LOCATIONS TYP. STEEL YIELD DESCRIPTION MATERIAL BASE PLATE: 8" x 8" 3/8" THICK PLATE STEEL YIELD ASTM A36, Fy=36,000 PSI DESCRIPTION MATERIAL ASTM A570, Fy=55,000 PSI 14 GAGE THK. COLUMN: HMH IF 3014 1B 16 GAGE 3-PIN CONNECTOR STEEL YIELD ASTM A570, Fy=55,000 PSI MATERIAL DESCRIPTION NOTES: USE @ ALL BEAM TO COLUMN CONNECTION LOCATIONS TYP. 3 4 TYPE A (Double Row)= 1500 LBS PER LEVEL TYP. 3/16"TYP.3/16"1-1/2"TYP. 1/8" TYP. TYP. 1/8"16.STORAGE RACKS TO BE INSTALLED PLUMB. THE MAXIMUM TOLERANCE FROM THE VERTICAL IS 0.5 INCHES IN 10 FEET OF RACK HEIGHT. (RMI 1.411.1) 17.THE DESIGN, TESTING, AND UTILIZATION OF STORAGE RACKS SHALL CONFORM TO RACK MANUFACTURERS INSTITUTE (RMI) SPECIFICATIONS. 6" EXP. 6/30/2026 03/25/2026 Date: Drawn by: Scale: 603 W. Dyer Rd, REVISION DATEClient Project # Sheet Index Name: P7E Approved Revise and Resubmit Santa Ana, CA 92707 A 01/14/26 JR Adjust rack in front of roll up door near start point. A 01/16/26 JR Adjust per corrections. B 01/20/26 JR Hide column on grid line 8 in flue space and adjust aisle below accordingly. C 02/02/26 JR Add 2025 Building Code and reference page for Epiq Engineering. D 02/10/26 JR Adjust fencing length and door placements. E 03/10/26 JR Adjust per corrections. Project Manager:Mike Evans March 10, 2026BYDESCRIPTION OF REVISION Approval Project Name: Please sign layout: Signature: ___________________________________ Date: Approved With Comments Sheet Name: 18200 Von Karman Ave, Suite 150, Irvine, CA 92612 Phone: (949) 254-1717 ● www.sourceracks.com © 2025 All rights reserved. No part of this drawing shall be reproduced or modified in any form or by any means (graphic, electronic or mechanical), including photocopying, without written permission from an authorized representative from Source Racks. 3/4" = 1'-0" Justin ReyesFencing Info A6.0 8'-0" 10'-0" Front Elevation Side Elevation Galvanized 1-5/8" schedule 40 steel pipe, typ along top 2" opening with 9 ga wire chain link Steel wire Galvanized 2-1/2" schedule 40 steel pipe MAN GATES - 42" W x 84" H MAMMOTH SELF -CLOSING HINGES AT 10" AND 64" FROM FLOOR CAL-ROYAL PANIC HARDWARE WITH LEVER MOUNTING PLATE, KICK PLATE, OVER-HEAD TRANSOM, AND PANELS FOR NO LOCK PICKING EXP. 6/30/2026 03/25/2026 slab Date: Drawn by: Scale: 603 W. Dyer Rd, REVISION DATEClient Project # Sheet Index Name: P7E Approved Revise and Resubmit Santa Ana, CA 92707 A 01/14/26 JR Adjust rack in front of roll up door near start point. A 01/16/26 JR Adjust per corrections. B 01/20/26 JR Hide column on grid line 8 in flue space and adjust aisle below accordingly. C 02/02/26 JR Add 2025 Building Code and reference page for Epiq Engineering. D 02/10/26 JR Adjust fencing length and door placements. E 03/10/26 JR Adjust per corrections. Project Manager:Mike Evans March 10, 2026BYDESCRIPTION OF REVISION Approval Project Name: Please sign layout: Signature: ___________________________________ Date: Approved With Comments Sheet Name: 18200 Von Karman Ave, Suite 150, Irvine, CA 92612 Phone: (949) 254-1717 ● www.sourceracks.com © 2025 All rights reserved. No part of this drawing shall be reproduced or modified in any form or by any means (graphic, electronic or mechanical), including photocopying, without written permission from an authorized representative from Source Racks. 6" = 1'-0" Justin ReyesFencing Info A6.1 D B e c a Down Aisle Cross Aisle P a t x y L c Slab Elevation Baseplate Plan View Base Plate B = 6.00 in D = 6.00 in radius = a = 1.25 in eff. baseplate width = c = 4.25 in eff. baseplate depth = e = 4.25 in (4) 1/2" POWER-STUD+ SD2 ANCHORS PER BASE PLATE WITH 3.75 INCH MINIMUM NOMINAL EMBEDMENT & 3.25 INCH MINIMUM EFFECTIVE EMBEDMENT EXP. 6/30/2026 03/25/2026