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1255 NE 93 St (6)1255 NE 93 ST Passed : ®® Inspector Comments Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until L 'Inspection Number: INSP -1105 Inspection Date: 12/06/2005 Inspector: Grande, Claudio Owner: PADILLA, ORESTES Job Address: 1255 93 Project: <NONE> Miami Shores Village, FL Contractor: SUNSHINE INVESTMENT AND BUILDERS, INC. Building Department Comments Tuesday, December 6, 2005 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL PJortie: (305)795 -2204 Fax: (305)756 -8972 Permit Number: BP2003 -1333 Permit Type: Imported Permit Inspection Type: Final Building Work Classification: Addition /Alteration Block: Phone Number Parcel Number 1132050270090 Lot: Phone: 305-445 -9734 Page 2 of 2 R CONNTRERAS, RE., 211522 �1701Y 1Mo 44 L U /QREl's U WHAM L FLORIDA 331155 TEL: (305) 672-9497 FAX: (305) 662-2157 September 30,2005 Mr. Claudio Grande, C.B.O. MIAMI SHORES VILLAGE — BUILDING DEPARTMENT 10050 NE 2 " Avenue Miami Shoes, FL 33138 RE: BP03 -1 333 1255 NE 93 Street Miami Shores, FL 33138 Dear Claudio: As per your request, this letter will serve as affidavit confirmation that the `Plywood Nailed Down to the Beams' ( Sheeting) work performed for the new terrace on the above - mentioned property was done under my supervision and all work was done according to The Miami -Dade Building Code Standards. Sincerely .Remberto Contreras, P.E. STRUCTURAL CALCULATI NS ADDITION FOR: MR ALBERTO VALDEZ. ADDRESS: 1255 NE 93 ST MIAMI SHORES, FL, 33138 JREMBERTO Co 1L RERAS, P.E FL RE #21522 7066 SW 44 ST. MIAMI, FL. 33155 WIND LOAD DESIGN (ASCE 7 -98) for Exp C Rf slope 10 <sl <30 SUCCION PROJECT : ALBERTO VALDEZ Lenght of overhang L : =3 Zone a:10% min. width, 0.4 h (not less than 4% min width or 3 feet a : =3 Kzt: =1 Kd : =.85 h: =15 I: =1.0 2 `9 s V : =146 Kz : =2.01 h Kz = 0.849 900/ qz := 0.00256•Kz•Kzt•Kd•V qz = 39.374 MWFRS Cp: =.9 Ga: =.85 pMWFRS := gz•Ga Cp+ gz•.18 pMWFRS = 37.209 pMWFRSov := (gz•Ga•Cp+ (gz•Ga•.8)) pMWFRSov = 56.896 JACK TRUSSES COEF area =10 GIRDERS AND TRUSSES COEF area >100 GCpjl ._- .9 GCpg1 : - -.8 GCpj23 := -2.10 GCpg23 : = -1.4 GCpj2o : = -2.2 GCpg2o : = -2.2 GCpj3o : = -3.7 GCpg3o : = -2.5 JACK TRUSSES AND TRUSSES L <17.3 NET UPLIFT zonel, zone 2 &3 and overhang Pjl : =gz•(GCpjl - 0.18)+ 10 Pjl = Pj23 := gz•(GCpj23 - 0.18) + 10 Pj23 = - 79.8 Pjover2 := gz•(GCpj2o) + 10 Pjover2 = - 76.6 Pjover3 := gz•(GCpj3o)+ 10 Pjover3 = - 135.7 GIRDERS AND TRUSSES L >17.3 NET UPLIFT zone 1, zone 2&3 and overhang Pgl : =gz•(GCpg1- 0.18) + 10 Pg23 := gz•(GCpg23 - 0.18) + 10 Pgover2 := gz•(GCpg2o) + 10 Pgover3 := gz•(GCpg3o)+ 10 COEF TO ADD TO JACK TRUSSES Kjack : =L•2•(Pjover2- Pj1)+ (a•2•(Pj23- Pj1))•1 Kjack = - 548.09 COEF TO ADD TO GIRDERS AND TR L >17.3 Kgirder := L •2 •(Pgover2 - Pg1) + (a.2 .(Pg23 - Pg1)) •2 Kgirder = - 571.715 Pgl = - 28.6 Pg23 = - 52.2 Pgover2 = - 76.6 Pgover3 = -88.4 WIND PRESSURE WALLS h = 15 qz = 39.374 AREA 10 SQ.FT p10w45 := qz.(1 + .18) p1Ow4 := qz•( -1.1- .18) pl0w5 := qz•( -1.4 - .18) AREA 20 SQ.FT p20w45 := gz•(.94 + .18) p20w4 := qz.(- 1.05 - .18) p20w5 := qz•( -1.3 - .18) AREA 30 SQ.FT p30w45 := qz.( .91 + .18) p30w4 : =qz•( -1.02 - .18) p30w5 : =qz•( -1.24- .18) AREA 50 SQ.FT p50w45 := qz.( .87 + .18) p50w4 ;= qz.(- .97 - .18) p50w5 := qz.(- 1.16 - .18) AREA 100 SQ.FT p100w45 := gz•(.82 +.18) p100w4 := qz•( -.92 - .18) p100w5 := qz•( -1.05 - .18) AREA 150 SQ.FT p150w45 := qz.( .8 + .18) p150w4 := qz•( -.9- .18) p150w5 := qz•( -1.0 - .18) AREA 200 SQ.FT p200w45 := qz-(.76 + . p200w4 := qz-(- .86 - .18) p200w5 := qz.(- .94 - .18) AREA 500 SQ.FT p500w45 := qz.( .7 + .18) p500w4 : = qz.(- .8 - .18) p500w5 := qz.(- .8 - .18) p10w45 = 46.462 pl0w4 = - 50.399 pl Ow5 = - 62.211 p20w45 = 44.099 p20w4 = - 48.43 p20w5 = - 58.274 p30w45 = 42.918 p30w4 = - 47249 p30w5 = `55.912 p50w45 = 41.343 p50w4 = - 45.28 p50w5 = - 52.762 p100w45 = 39.374 p 100w4 = - 43.312 p100w5 = - 48.43 p150w45 = 38.587 p150w4 = - 42.524 p150w5 = - 46.462 p200w45 = 37.012 p200w4 = - 40.949 p200w5 = - 44.099 p500w45 = 34.649 p500w4 = - 38.587 p500w5 = - 38.587 �G- 0 P.24 ,Loos c' U ( ps_f t c21- � s � S @ 24" kA0( L A - . _c-or t.k,*(1 s 2 0 GO 12Q 4, 4, 20(2 -o) L-40 ( i W 5, -2,2 )t 2_ = tV 4,4 �@ = 104, (20); to , : so x 2 . 1 20 104 . 4 20 3a,0 t o -k- 1 . E3 , C)* t- s9 3 _ I 0 37,44 , u)000 c i-v ( a�' - to'. tA)T.=:- GQ 2 C (o � j - 1 �) - 9 G0 --ft � = 79,&x 0 -= 15910 p ( . 710 -Y-(O c)0 ( T 12 % spy Is , (A) ec) x = !so r ,c)( 13,67) 0 2' e, G'6_ ss 2 4•02 1,o ao > 4, s -= pLic 270( z_63) -700* L,L2L 52,2 x4,S s L t,� 2 (20') 2 _ 3 2 Pt r io pO a " d - Ls 4c. 5(s cto Ka-A (ova s . (I I. I ��S ( 2 000 ue. cn c) . 43' )( (a' - r ve20+ (_l_c_j ) bos _ I )((oo = I00 pip TDB '4 7 ----- _ _ 1 I os = 1 i 88 4 ( s 2 = b)c j2 e < 9 , 5 0,0 6 , (200C3 o, QE, A Go Ayr- Pe, I s oosay, 6.==..cA 7: 0, oaa3K , ‹c3 ,s-, ct, 2s cd s 73 - 27 --- LL-2 a_ S "+t ` 617. s 0 A) �'`4 ( De- SI ,61J , Q = (2 (2" ‹ 12 - s4- ,) 2 � x 2= t k 7'9 7, 9 2 S Lnn Ua 5 (So -- -- 3 - r I o©± (2. (Go) o 7SO S® +-`1 •Z® ( 9) as /"/ ± 4jF" AXIAL + BENDING (OUT OF PLANE) MASONRY WALL (W/ 1.33 wind increase) PROJECT—DUPLEX-2258-60 SW 16 AVE Input Data : Gray load Pdi := 1570 Moment (Wind) Mw := 11798 Height of wall (inches) h : =144 Masonry allow compresive stress fm := 1500 From MASONRY DESIGN TABLES: Try reinforcing bars — --------------- - - - - -- #6 Cd3 40" Net Masonry Area An : =42.8 Radius r : =2.63 M allowable Mallow : =14518 fa :_Pdl fa = 36.682 An h = 54.753 if it is <99 then 2 Fa : -[( fin] 1 [(140•r) 1 11 Fa= 317.643 Check W fa <1 33Fa Fb:= [1.3333 [131•fn -fa Fb= 629.968 [1.3333[(- _)], 4 Mmax . Mw Mmax = 1.248-10 Fb Mmax = 1.248. 10 < Mallow = 1.452.10 Mmax should be Tess than Mallow Ibs Ibs.in r U k r' 3 COQ a Cai-Uitit N . ( A; ac2c &) . cvb8 "( 12 -°‘Cv 0)(12)(c),01,,0,9, a o U - 4-* s / ,-- - 't �� o y S"K (2" J c_ADA g> (2 : , 12s x v2 x 0,0 -- 7, °G 4÷. - - 3,09 -4 ? s -4-2 - (2" �/G • 0 A ) a. S LL S , – i nk ®A — ps4, , 7 = 2) ® A) t r 5+ x 1, - 017 (oz I , vt _ LA is k.. s'( 12-e-1 u.) 1. ` s e o/ 1 e' 7-roM 4 c Note: See Fig. 7 -1 for reinforcing bar details. • CONCRETE REINFORCING STEEL INSTITUTE �J G . ✓ ,.' 'MMP' Y•1 l y l�J V - ..... o ��• � �u, S 7 '117,4.; ti �1 r -. �iY �� ....� 1 _.. :.o _ ..R..'k'.r ••••Q y Sk t�..F� 1]'Y "F £ a_, , , Atl .aiF- ia.- •Cx. -E"' tt .�4�T r - Y -.`+ d__i.. ;. - .7x.x; e �_ , . cs. y „ y � 1 - w T.:'f ?t 1�.�g.da7 r s.x.^' . �.. .. ai �� •..o �i `- 'l �a� '+.: y3 �J�q,` 5 •ti � �� 1 5 . E"I I� T •2:'' , -•�- r � : •r.�i . 1 .. Thickness (in.) -. 4 4% 5 5% 6 6 7 7% 8 8%2 9 9%z 10 Bottom Bars #4. #4 #4 #4 #5 #5 #5 #5 #5 #6 #6 #6 #6 Spacing (in.) 12 11 10 9 12 11 10 10 9 12 11 10.. 10 Top Bars #3 #3 #3 #4 #4 #4 #4 #4 #4 #4 #4 #4 #4 Spacing (in.) 12 12 12 12 12 12 12 12 12 12 12 12 12 T -S Bars #3 #3 #3 #3 #4 #4 #4 #4 #4 #4 .#4 #5 #5 Spacing (in.) 15 13 12 11 18 17 15 14 13 13 12 18 17 Areas of Steel (in? /ft) Bottom . 200 .218 .240 .267 .310 .338 .372 .372 .413 .440 .480 .528 .528 Slab Wt. (psf) 50, 5$ ' . 63 69 75 81 88 94 100 106 113 119 125 y K s }�- ms k ^e �.}�• :. 'r b ,'Yr`` 'T+11r.l&A e 2 .vJ �..i l::e.. �.'�r ....a _.J 'n �V:ra..,r" ` y.... ..l :# _ t ir. : •' L .J tir • 4_. "•.�a3 ✓4;a._........_...J.64.... _ k__ _ - . >� 6' -0" 490 63$ 814 6' -6" 407 532 681 866 7' -0" 341 448 575 733 949 7' -6" 288 380 489 626 814 991 8' -0" 245 324 419 538 702 857 8' -6" 209 278 361 466 610 746 909 993 9' -0" 179 240 313 405 533 653 797 872 9' -6" 153 207 272 354 467 575 703 769 936 10' -0" 131 179 236 310 411 508 622 681 831 951 10'-6" 113 155 206 272 363 450 553 605 741 848 11' -0" 96 134 180 239 322 400 493 540 663 760 899 11' -6" 82 116 157 210 285 356 440 483 594 683 809 962 12' -0" 70 100 137 185 253 318 394 433 534 615 730 870 927 12' -6" 59 86 119 163 225 284 354 388 482 555 660 789 841 13' -0" 49 74 104 144 200 254 318 349 435 502 598 716 764 13'-6" 40 63 90 126 178 227 286 314 393 454 543 652 696 14' -0" 53 77 110 158 203 257 283 355 412 494 595 635 14' -6" 44 66 96 .— " 1 ' 182 231 255 322 374 450 543 580 15' -0" 56 84 7 124.) 162 208 229 292 340 410 497 530 15' -6" 47 72 .- 1 )/ 145 187 206 264 309 374 454 . 486 16' -0" 62 - 129 / 168 185 239 281 341 416 445 16' -6" 52 84" 114 150 167 217 255 311 381 408 17' -0" 44 r° 7 ,) 101 134 149 196 232 284 350 374 63 89 120 133 177 210 259 320 343 18' -0" 54 78 107 119 160 190 236 294 315 18' -6" 46 68 94 105 144 172 215 269 289 19' -0" 58 83 93 129 156 196 247 264 19' -6" 50 73 82 115 1 140 178 226 242 20' -0" 41 63 71 103 126 161 206 222 c Note: See Fig. 7 -1 for reinforcing bar details. • CONCRETE REINFORCING STEEL INSTITUTE �J G ' Le( (o) - r C _ 'L ( se = c ses)C 1 °' °) o'c) CJ� 00 0 m" rvi lc' Q o / az+ a S ®'® Q1S, t-exelm 7aOdvn CVO • vJ - s M O ooV 2(, 2 ) -`• f = y — I) O - = rvv X t W n 5 ma re- 6-g. a C.C.S c, 41 » I 5 o A CA. ) 10..42-.4.--k-.1""1" ‘Q__c t 2 t 4 » 4 . 4 5 -7, S o s, 2- 2 ' � 7 .a Q,S x I So 12, ) 2°4 x1So 3 5s r ■ 4 k. ) s I t 14 (2-ek121:- 7Csoic‘,-- 1 2cB 2 j s G 101F 400 2z-k 12 0v a n 17 Cam, 00 3 3,c (li y o, a °i '� z 4 (z Lak-TiAA) +9,0 ciAkcA )0sit'itt:4-1-t+s a ..c2„,94 V =2 \JG .3 ( Doe) 6 v . . A 2\ ! d 7_ o ®o o0C) 2_°\,E3o _ 2_ 26:( 6 \c /., 0(B S x. 27-0®o ©x ( ex (7 k 0, S S ,°=S 600 00Ps X 2S32�7# 1-43 lf 8,71)( 4z, o � .�C La- `- I " 0 _ "311 p 4, , KAJ:„,4s 0.LfLa. 0 17 33 0 6 0 4L,ge] "1= ja Lk ) Q f '2 S 00 r s \Sg' ° IT 3 f v2,z4„_„i- soc )4-* t6 LsC) - 8 TVA-) , 2 ISM � . 8" %c = , -r- . 10E fit, o SQUARE TIED COLUMNS 10" x 10" Short columns - no sidesway f ° = 4,000 psi f y = 60,000 psi Bars symmetrical in 4 faces (PM In Inch -kips . (bP in kips BARS RHO Max Cap 0% fy 25% fy 50% fy 100% fy .1 q Ag Zero Axial L AM 4)%4 OP OM �P �M (PP �NI �P �M �P 4M OP 4-# 5 1.24 215 230 335 183 378 152 396 127 409 86 315 40 254 4 4 6 1.76 223 246 363 192 410 158 432 129 454 81 371 40 335 4 -# 7 2.40 233 266 397 203 447 164 474 131 507 75 438 40 429 4 -4 8 3.16 244 291 435 217 488 172 521 134 565 67 513 40 534 4 -4 9 4.00 255 317 472 231 530 180 569 136 625 57 592 40 643 4410 5.08 269 351 516 248 580 190 626 138 697 44 689 40 776 4 - #11 6.24 277 388 538 260 601 193 648 132 723 20 710 40 879 8 -4 5 2.48 220 269 369 207 420 169 445 136 471 79 420 40 449 8 4 6 3.52 230 302 411 226 468 181 500 142 540 70 502 40 572 84 7 4.80 244 343 461 250 524 195 563 148 619 59 597 40 700 8 -# 8 6.32 260 391 517 277 585 211 633 155 707 44 703 40 841 SQUARE TIED COLUMNS' 12 " x . ,2" 4 4 6 1.22 380 330 570 272 663 228 714 192 750 134 561 58 442 4 -# 7 1.67 395 350 618 283 721 236 779 196 832 130 654 58 572 4 -4 8 2.19 412 374 673 296 787 245 854 201 925 124 760 58 721 4 -4 9 2.78 430 401 732 311 859 256 932 206 1023 118 874 58 878 4410 3.53 451 435 804 331 947 270 1027 212 1142 109 1016 58 1072 4 -411 4.33 465 472 870 349 1002 277 1086 210 1215 92 1133 58 1241 4414 6.25 511 559 1031 400 1173 306 1280 219 1459 62 1449 58 1668 84 5 1.72 375 353 576 288 674 239 728 200 773 134 646 58 598 8 -4 6 2.44 392 386 635 308 746 253 814 208 877 128 766 58 803 8 -# 7 3.33 412 426 706 331 832 270 912 217 1000 121 905 58 1031 84 8 4.39 436 474 787 360 931 290 1024 227 1140 112 1062 58 1242 84 9 5.56 462 528 873 392 1037 313 1140 237 1287 101 1227 58 1462 8410 7.06 494 596 980 432 1169 341 1283 255 1467 85 1430 58 1729 SQUARE. TIED COLUMNS 14" x;14" 44 7 1.22 615 449 896 379 1062 317 1155 268 1246 191 918 78 715 44 8 1.61 640 473 968 392 1149 327 1257 274 1375 188 1055 78 907 4 -4 9 2.04 665 500 1045 407 1242 338 1368 281 1512 183 1204 78 1112 4410 2.59 695 534 1141 426 1358 352 1507 289 1682 177 1390 78 1366 4411 3.18 716 571 1235 444 1464 364 1619 294 1804 164 1554 78 1603 4 -414 4.59 781 658 1454 494 1733 400 1912 310 2172 143 1984 78 2183 8 -# 5 1.27 587 452 840 385 1000 322 1084 272 1162 196 925 78 745 8.4 6 1.80 612 485 916 405 1092 336 1193 281 1303 192 1086 78 1011 84 7 2.45 640 525 1007 429 1203 354 1325 291 1472 188 1273 78 1323 8 -4 8 3.22 672 573 1112 458 1332 374 1479 303 1666 183 1485 78 1677 84 9 4.08 707 627 1225 490 1470 397 1644 317 1871 175 1708 78 1994 8410 5.18 751 695 1367 531 1644 427 1852 335 2127 165 1985 78 2361 8 -411 6.37 783 769 1500 570 1800 454 2020 346 2313 142 2210 78 2661 (1) "0°/ t;' indi aces zero tension in bars on the tension side, "50 %a 1 indica es 50% i stress in bars on the tension side, and "100% 4 indicates 100% 6, stress (i.e., balance point) in bars on the tension side. C) O Z C) m m m Z - n 0 C) Z c) - m m r Z -i =- 1 C BARS 4-# 8 4-#9 4-►10 4411 4-414 4-#18 8-# 6 8-#7 8-# 8 8-# 9 8410 8-#11 8414 12-#10 12-#11 44 9 4-#10 4411 4414 4418 846 847 84 8 84 9 8-#10 8-#11 8-114 12410 12-#11 16-#10 44 9 4-#10 4411 4414 4418 8-# 7 84 8 8-#9 8410 8-#11 8414 8418 12410 12-#11 12-#14 16-#10 16-411 RHO 123 1.56 1.98 2.44 3.52 6.25 1.38 1.88 2.47 3.13 3.97 4.88 7.03 5.95 7.31 123 1.57 1.93 2.78 4.94 1.09 1.48 1.95 2.47 3.14 3.85 5.56 4.70 5.78 6.27 1.00 1.27 1.56 2.25 4.00 1.20 1.58 2.00 2.54 3.12 4.5 8.00 3.81 4.68 6.75 5.08 6.24 Max Cap 933 967 1008 1037 1124 1320 895 933 976 1022 1078 1121 1254 1225 1295 1344 1396 1437 1549 1797 1254 1301 1354 1413 1484 1539 1702 1662 1750 1844 1804 1869 1922 2062 2369 1753 1817 1886 1971 2045 2242 2718 2187 2295 2604 2398 2545 OP 588 614 648 685 773 995 599 640 688 741 809 883 1058 970 1081 744 778 815 902 1124 728 769 817 870 939 1012 1187 1100 1210 1261 888 923 959 1047 1269 914 962 1015 1084 1157 1332 1776 1245 1355 1617 1406 1553 0% fy (pM 1326 1422 1542 1666 1945 2598 1260 1373 1503 1643 1818 1993 2404 2172 2409 422 433 446 458 494 588 433 450 471 495 524 552 628 609 653 SQUARE TIED COLUMNS 18° x 18" 1872 2016 2170 2510 3312 1676 1810 1964 2132 2343 2559 3058 2763 3058 3206 2401 2570 2756 3156 4110 2325 2505 2701 2947 3207 3794 5199 3434 3788 4613 3949 4401 bP 504 518 537 554 604 734 518 542 571 603 645 684 790 752 814 646 665 681 730 858 647 671 700 732 774 813 920 883 946 992 790 808 823 872 1000 816 845 877 919 958 1065 1337 1029 1092 1258 1140 1227 25% fy 1597 1712 1857 1995 2336 3138 1525 1661 1820 1991 2207 2409 2917 2635 2915 2281 2455 2626 3038 4021 2056 2218 2406 2610 2868 3118 3732 3390 3723 3921 2960 3163 3367 3852 5017 2884 3102 3339 3639 3938 4659 6394 4245 4660 5679 4861 5394 O P 542 555 566 602 695 543 561 582 605 635 663 740 716 767 802 664 678 688 723 815 685 706 729 759 787 865 1061 841 886 1006 929 993 50% fy OM 1750 1887 2059 2217 2623 3541 1670 1831 2020 2224 2481 2718 3325 2996 3325 2516 2721 2916 3406 4579 2256 2447 2670 2913 3221 3511 4246 3833 4238 4483 100% fy 3268 3507 3739 4315 5702 3186 3445 3726 4083 4429 5290 7368 4793 5275 6485 5548 6175 357 364 372 378 400 451 365 376 389 403 421 436 481 476 501 459 467 472 494 552 461 472 485 500 518 534 580 576 602 627 566 573 578 600 657 580 593 608 627 642 690 811 686 714 791 740 777 1919 2100 2325 2501 2997 4117 1816 2031 2282 2554 2893 3158 3904 3579 3953 2777 3049 3302 3943 5390 2437 2691 2989 3312 3722 4103 5067 4540 5074 5403 257 255 252 241 226 179 261 259 256 253 248 231 206 238 213 QUAtit :IIEI ..COLUMNS 0"` 20" 3582 3898 4198 4963 6802 3481 3824 4199 4675 5126 6276 9041 5622 6257 7872 6624 7451 331 328 322 314 279 338 336 334 331 328 320 307 321 310 321 416 413 407 400 384 423 420 418 415 407 399 373 411 401 387 413 401 1f� Ag 1407 1589 1820 2031 2574 3856 1468 1706 1976 2261 2615 2917 3718 3407 3816 2040 2314 2572 3229 4799 1897 2211 2541 2891 3325 3710 4702 4320 4843 5281 2564 2882 3187 3956 5814 2766 3187 3605 4123 4592 5784 8572 5313 5975 7636 6417 7313 102 102 102 102 102 102 102 102 102 102 102 102 102 102 102 130 130 130 130 130 130 130 130 130 130 130 130 130 130 130 160 160 160 160 160 160 160 160 160 160 160 160 160 160 160 160 160 1 6 9 SQUARE TIED COLUMNS 16" x 16" Short columns - no sidesway f � = 4,000 psi f = 60,000 Bars symmetrical in 4 faces OM in inch -kips OP in kips - „ 1 A The posse • e m e erence o on another during installation must be considered in determination of pile spacing and installation sequence. Spacing and installation sequence should not cause heave or damage to installed piles when installing ad'acent piles. 7.9 Caps and Bracing Except for seismic design, the tops of all piles cut off at or below ground surface should be embedded at least 3 inches (76 mm) in concrete caps that extend horizontally at least 4 inches (101 mm) beyond the periphery of the pile, both as designed and as built. Reinforcement normally should be placed over the pile heads. Concrete pile caps shoul be designed for moment and shear as deep beams if applicable. Transfer of horizontal, uplift, and moment loads should be accounted for in the design. For seismic design, the Engineer should design the pile connections so as to ensure that imposed curvatures and displacements under the design earthquake motions will not impair the ability of the pile to sustain design loads with a safety factor of at least 1.0. Except for single piles, two-pile groups, and piles supporting a wall load, piles in groups should be arranged in a symmetrical pattern so that the cen- troid of the pile group should coincide with the resultant of the applied load. A two -pile group is considered braced in the direction of the axis con- necting the two piles, but requires bracing in the direction normal to this axis. A single pile must be braced in two directions, not less than 60 degrees, or more than 120 degrees apart. Piles supporting walls should be located alternately in lines spaced at least one -half the pile diameter at cut -off elevation, and located symmetrically under the center of grav- ity of the wall load carried, unless adequately braced laterally. Bracing should be designed to resist the loads determined by analysis, but not less than 3 percent of the total load of the piles being braced, plus moment loads due to the allowable eccentricity of loading resulting from pile misloca- tion as noted in Sec. 7.4 and 7.6. Piles supporting or restrained by conventionally reinforced or post - tensioned concrete slabs will be considered as braced, if analysis shows the slab meets the foregoing bracing requirements. 14 Splices and composite pile connectors should provide for and maintain alignment and position of the component parts of the pile during installation and subsequent thereto and should develop the required design strength of the pile section consider- ing handling, driving, and design load stresses, but in no case less than 50% of the pile strength in bending. 7.11 Multiple Pile Types, Capacitifs, or Methods of Installatio Special provisions are required whenever it is proposed to: (1) Construct a foundation for a structure utiliz- ing piles of more than one type or capacity; (2) modify an existing foundation by the addi- tion of piles of a type or capacity other than those existing; (3) construct or modify a foundation utilizing different methods of installation or different types or capacities of pile installation equipment; or (4) support part of the structure on piles and part on footings. If parts of the structure are supported on differ- ent types, capacities, or modes of piling or founda- tions, they should be separated by suitable joints providing for differential movement. Alternatively, the Engineer should show that the probable differ- ential settlements will not result in instability of the structure or stresses in the structure in excess of the allowable values. In the case of repair of a portion of an existing foundation, the Engineer should inform the owner of the possible negative effects the repair of a portion of the foundation may have on the remainder of the structure. The provisions of the Standard relating to required load tests should apply separately and distinctly to each different type or capacity of piling, method of installation, or type and capacity of equipment used; except where a comparative analysis of the behavior of the dif- ferent pile types, capacities, or methods of installa- tion indicates that data from one type or capacity can be reliably extrapolated to the other pile types and capacities. F •L E R E FLEXURE 2..1- Coefficients for design of rectangular beams with tension reinforcement only, f m 3000 psis Reference: ACI 318 - Sections 9.3.2, 10.2, and 10.3.1-30.3.3 and ACI 318R -89 Section 10.3.1 c/d = 1.18 (w /0,) a/d = a ,(c /d) 13, = 0.85 J - 1 - /2d) = 1 - 0.59w 2.1 w_p =090, and F = bd (from FLEX- URE 6) Also 4,M„ = A,da in sq in.) where a„ = 4f,l„ /12,000 160 4 4,1 = F, f1 -tips where K.= etc eel, 0.020 53 0.030 80 0.040 • 103 0.050 131 0.060 156 0.070 181 0.080 206 0.090 230 0.100 254 0.110 278 0.120 301 0.130 324 0.140 347 0.150 369 0.160 301 0.170 413 0.180 434 0.190 455 0.200 476 0.210 497 0.220 317 0.230 537 0.240 556 0.250 575 0.260 594 0.270 613 0.280 631 0.290 649 0.300 667 0.310 684 0.320 701 0.330 718 0.340 734 0.350 750 0.360 766 0.370 781 P-. I = 40, 0.0013 0.0023 0.0030 0.01138 0,0045 0.0053 0.0850 0.0068 0.0075 0.0083 .,. 0.0090 0.0098 0.0105 0.0113 0.0120 0.0128 0.0135 0.0143 0.0150 0.0158 0.0165 0.0173 0.0180 0.0183 0.0193 0.0203 0.0210 0.0218 0.0225 0.0233 0.0240 0.0248 0.0255 0.0263 0.0270 0.0278 a 2.96 2.95 2.93 2.91 2,89 2.88 2.86 2.84 2.82 2.81 2.79 2.77 2.75 2.73 2.72 2.70 2.68 2.64 2.65 2.63 2.61 2.59 2.58 2.56 2.34 2.52 2.50 2.49 2.47 2.45 0.0278 2.43 2.42 2.40 2.38 2.36 2.35 x: 50.000 0.0012 0.0018 0.0024 0.0030 0.0036 0.0042 0.0018 0.0054 0.0060 0.0066 0.0072 0.0078 0.0084 0.0090 0.0096 0.0102 0.0108 0.0114 0.0120 0.0126 0.0132 0.0138 0.0144 0.0150 0.0)56 0,0162 0.0168 0.0174 0.0180 0.0186 0.0206 ; /'=3000 a 3.71 3.48 3.66 3.64 3.62 3.60 3.57 3.55 3.53 3.51 3.48 3.46 3.44 3.42 3.40 3.37 3.35 3.33 3.31 3.29 3.26 3.24 3.22 3.20 3.17 3.15 3.13 3.11 3.09 3.05 p° Loa= 0.0010 0.0015 0.0020 0.0025 0.0030 0.0033 0.0040 0.0045 0.0050 0.0055 0.0060 0.0065 0.0070 0.0075 0.0080 0.0085 0.0090 0.0095 0.0100 0.0103 0.0110 0.0115 0.0120 0.0125 0_0130 0.0135 0.0140 0_0145 0.0150 0.0155. 0.0160 4.45 4.42 4.39 4.37 4.31 439 4.46 4.23 4.31 4.88 4.13. 4:13 4.10 _ 4.00 4.05 4.0E • 4.130 3.97. , 3.94 3.92 389 - 345 346 3.81 3.7$ 3.76 3.93 3.70 3.04 c/d 0.028 0.042 0.056 0.069 0.083 0.097 0.111 0.123 0.139 0.153 0.167 0.180 0.194 0.208 0.222 0.236 0.250 0.264 0.278 0.292 0.305 0.319 0.333 0.347 0.361 0.375 0.389 0.403 0.416 0.430 0.0192 3.04 0.0160 345 0.444 0.0198 3.02 0.458 0.0204 3.00 0.472 0.486 0.500 0.514 aid 1. 0.024 0.988 0.035 0.982 0.047 0.976 0.059 0.971 0.071 0.965 0.083 0.959 0.094 0.953 0.105 0.947 0.118 0.941 0.130 0.935 0.142 0.929 0.153 0.923 0.163 0.917 0.177 0.912 0.189 0.906 0.201 0.900 0.212 0.894 0.224 0.888 0.236 0.882 0.248 0.876 0.260 0.870 0.271 0.864 0.283 0.858 0.295 0.853 0.307 0.847 0.319 0.841 0.330 0.835 0.342 0.629 0.354 0.823 0.366 0.817 0.378 0.811 0.389 0.805 0.401 0.799 0.413 0.794 0.025 0.788 0.437 0.782 °Values of p above light rule are less than p„®: p,,,, = 200 /f. as provided in Section 10.5.1 of ACI 318 -89. For use of this Design Aid. see Flexure Examples 1 - 8. 9. 14 and 15-17. Cross- sectional Perimeter, Unit weight Bar No .a Diameter, in. area, in in. per foot, lb TABLE A.1 Designations, areas, perimeters, and weights of standard bars 3 s = 0.375 0.11 1.18 0.376 4 1 = 0:500 0.20 1.57 0.668 5 s = 0.625 0.31 1.96 1.043 6 a'' = 0.750 0.44 2.36 1.502 7 s = 0.875 0.60 2.75 2.044 8 1 = 1.000 0.79 3.14 2.670 9 11,- = 1.128& 1.00 3.54 3.400 10 11 = 1.270 1.27 3.99 4.303 11 1R= 1.410 1.56 4.43 5.313 14 14 = 1.693b 2.25 532 7.650 18 24 = 2.257 4.00 7.09 13.600 ° Based on the number of eighths of an inch included in the nominal diameter of the bars. The nominal diameter of a deformed bar is equivalent to the diameter of a plain bar having the same weight per foot as the deformed bar. b Approximate to the nearest g in. APPENDIX DESIGN AIDS ;7. 'ngs, John ew York, Scientific tmtnittee, Institute, ican Con - hic Rein- seismic t girders ve over- . Girder s. Beam ie flexu- top and I around over on ie No. 4 ie upper on the gn flex - percent, acent to ribed in column s below y. spandrel ft and :cement Units Vertical Grout Spacinng. (let) Beefding Gross Section Propertiest I �tatia) i ce► S pa ' .•:. (zn fft) fm°!ft) (in4/ft) (n3/ft) (inlft) Wall Weights (IbFft for Concrete Densities (pcf) of: 80 95 105 115 125 1 135 Hollow none Face Shell none 26.9 32.0 35.4 38.7 42.1 45.5 Hollow none Full 26.9 32.0 35.4 38.7 42.1 45.5 100 % Solid none Full 50.8 60.4 68.7 73.1 79.4 85.8 Hollow 8' o.c. Full 70.2. 75.3 78.7 82.0 85.4 88.8 Hollow 16 ° o.c. Fad Shelf 43.2 482 51.6 55.0 58.3 61.7 Hollow 24 ° o.c. Face Sit 37.8 42.8 48.2 49.6 52.9 56.3 SS %St 1'1 P°1 f7 (! ly M N § c i o a o P. a-b T . `�'� t Hollow 32 ° o.c. Face Shell 35.1 40.1 43.5 46.8 50.2 53.6 How 40° o.c. Fay Shell 33.4 38.5 41.9 45.2 48.6 52.0 Hollow 48 ° o.c. Face Shell 32.4 37.4 408 44.1 47.5 50.9 Hollow 56° o.c. Face Shell 31.6 36.6 40.0 43.4 46.7 50.1 Hollow 64° o.c. Face Shen 31.0 36.1 39.4 42.8 46.2 49.5 Hollow 72° c.c. Face Shell 1 30.6 35.6 39.0 42.3 45.7 49.1 C Units Vertical Grout On) (in) Gross Section Ptoperties 5 `mot `) (DTI/ft) (utff) . ; 80 Wall Weights (Ibm for Concrete Densities (pcf) of: 95 105 115 125 X 935 Hollow none 30.3 46.3 2.08 20.8 24.5 27.1 29.6 32.2 34.8 Hollow none 59.3 49.5 2.08 20.6 24.5 27.1 29.6 322 34.8 100 % SoIid none Full 87.5 176.9 178.0 63.3 1.63 37.5 44.5 49.2 53.9 58.6 63.3 Hollow 8 °'o.c. Fal 67.5 176.9 178.0 63.3 1.63 51.2 55.1 57.7 80.2 628 65.4 Hollow 16° 0.c. Face Shell 46.6 158.1 155.1 55.1 1.79 32.1 36.0 38.5 41.1 43.7 46.3 Holy 24 o.c. Face Std 39.1 151.8 146.8 52.2 1.87 28.3 32.1 34.7 37.3 39.9 42.5 Hollow 32° o.c. Fay Shell 35.3 148.7 142.7 50.7 1.91 26.4 30.2 32.8 35.4 38.0 40.5 Fete Shell Hollow 40 ° 0.c. 33.0 146.8 140.2 49.9 1.94 25.2 29:1 31.7 34.2 36.8 39:4 Hollow 48 ° o.c. Face Shen 31.5 145.5 138.6 49.3 1.96 24.4 28.3 30.9 338 36.0 38.6 Hollow 53n o.c. Fay Shell 30.5 144.6 137.4 48.9 1.98 23.9 27.8 30.3 329 35.5 38.1 Hollow 64 ° o.c. Face Shen 29.6 144.0 136.5 48.5 1.99 23.5 27.4 29.9 325 35.1 37.7 Hollow 72 ° o.c. Fie Shen 29.0 143.5 135.8 48.3 2.00 23.2 27.0 29.6 32.2 34.8 37.4 ConcreteMasonrySectionProperties Table 6.1: 8 Inch Single Wythe Wall Section Properties Table 6.2 8 Inch Single Wythe Wan Section Properties Section 6 ' Section properties used for stress calculations are based on the net section through the bed joint (A ° ,1 and S Section properties associated with deformations are based on the average net section through the block (I and x17,0). 2 Section properties for vertical cross section (for hollow face shell and full mortar bedding, for I 00' %o solid, and for solid grouted) are identical to those shown for a horizontal cross section. fa 1,360 pal f 1, 500 psi Bar Size Bar Spacing l _ A (inalft): M (in- iblft) Bar Size Bar Spacing A, (in M (in-lb/ft) Bar Size Bar 0 A, (ins /ft) M. (In- Ib/ft) Bar SJze Bar Spacing A, (in'0ft) (In-lb/ft) I 26,782 0.10 11,082 1.19 ^ 29,146 27,529 25,802 24,073 23,348 22,617 21,741 20,880 20,507 20,282 20,158 18,908 18,838 18,817 18,494 17,856 17,309 16,790 16,420 16,227 16,227 16,306 14,518 13,909 13,392 12,857 12,195 12,171 � 72 , 0.13 11,904 l 25,344 72 0.13 11,080 8 0.90 24 0.10 11,130 23,640 56 0,09 10,405 8 0.86 72 0.10 10,818 t 22,145 40 0.09 10,337 16 0.59 68 0.09 90,453 21,628 72 0.10 10,110 8 0.47 40 0.09 10,381 I 20,867 64 0.08 8,105 16 0.45 84 0.08 9,146 I 20,053 48 0.08 8,677 24 0.40 96 0.10 8,928 I 19,332 32 0.08 6,408 18 0.33 48 0.08 8,712 19,088 98 0.10 8,310 8 0.30 32 0.08 8,441 I 18,755 72 0.07 8,093 24 0.30 72 0.07 8,130 2 18,849 96 0.08 7,682 32 0.30 96 0.08 8,114 I 17,547 56 0.07 7,438 40 0.24 56 0.07 7,467 i 17,512 40 0.06 6,781 16 0.23 120 0.08 7,142 32 17,298 120 0.08 6,648 32 0.23 40 0.06 6,806 24 O 17,194 CO 84 0.06 6,508 24 0.22 84 0.08 6,534 48 18,620 • 98 0.08 6,070 48 0.20 120 0.08 6,491 40 18,138 120 0.06 6,086 40 0.18 98 0.06 8,087 32 15,677 72 . 0.05 5,786 32 0.17 72 0.05 5,808 24 15,341 46 0.05 5,806 24 0.18 48 0.05 6,705 16 16,185 6 0,04 4,873 16 0.15 56 0.04 4,890 48 15,185 120 0.04 4,858 48 0.15 120 0,04 4,878 40 14,447 98 0.04 4,339 56 0.17 98 0.04 4,358 58 14,246 84 0.04 4,284 40 0.13 64 0.04 4,278 86 12,998 72 0.03 3,790 56 0.13 72 0,03 3,803 32 12,798 120 0.03 3,471 84 0.16 120 0.03 3,485 64 12,486 98 0.03 2,843 32 0.12 96 0.03 2,862 48 12,140 120 0.02 2,274 48 0.11 120 0.02 2,282 84 11,374 64 0.11 3 BLE3.2.2, Reinforced Wall Properties for Load Combinations Including VVind or Seismic nc rete Ma VWl ILPmaerties forcement Properties 8 in E, 29,000,000 psi Arranged by Increasing MR) For Effective Depth d B 3.8125 In F 80,000 pal Out-of-Plane Resisting Moment and Shear for p ositioned in the Center of Ihe Wall = 1,350 psi ed 1,500 psi Cr) . 0 0 w Reinforced Concrete Masonry Design Aids CONCENTRICALLY LOADED INDIVIDUAL SQUARE FOOTINGS fc = 3,000 psi f = 60,000 psi FACTORED SOIL P&BSS1 0 3200 ®s4 FE REARM MM US NIN. BARS EACH WAY FACTORED SIZE B THICK- COL. MAXIMUM WEIGHT VOLUME OF COLUMN NESS SIZE SPACING OF BARS CONCRETE CAPACITY (IN.) (INJ (NO:SIZE) (IN) (LBS) (CU. YD.) (KIPS) 4'- 6" 12 10 6 -11 4 9.6 32 0.8 61 5 0" 12 10 7 -# 4 9.0 42 0.9 75 5'- 6" 12 10 5 -11 5 15.0 52 1.1 90 6'- 0" 12 10 8 -0 4 9.4 59 1.3 108 6'- 6" 13 10 7 -11 5 12.0 88 1.7 126 7'- 0" 14 10 7 -11 5 13.0 95 2.1 145 7'- 6" 15 10 6-# 6 16.8 126 2.6 165 8'- 0" 16 10 9-# 5 11.3 141 3.2 187 8'- 6" 17 10 10-# 5 10.7 167 3.8 210 9'- 0" 18 10 8 -11 6 14.6 204 4.5 234 9'- 6" 18 10 7-# 7 18.0 258 5.0 260 10'- 0" 19 10 8 -11 7 16.3 311 5.9 287 10'- 6" 20 10 12 -0 6 10.9 360 6.8 314 11'- 0" 21 10 9-0 7 15.8 386 7.8 343 11'- 6" 22 10 10 -0 7 14.7 450 9.0 372 12'- 0" 23 10 11 -0 7 13.8 517 10.2 403 12'- 6" 24 10 9 -0 8 18.0 577 11.6 434 13'- 0" 25 10 12 -11 7 13.6 613 13.0 467 13'- 6" 25 11 14 -11 7 12.0 744 14.1 503 14'- 0" 26 11 11-0 8 16.2 793 15.7 538 14'- 6" 27 11 12 -0 8 15.3 897 17.5 573 15 0" 28 12 12 -0 8 15.8 929 19.4 610 15'- 6" 28 12 114 9 18.0 1122 20.8 651 16 0" 29 12 14 -0 8 14.3 1159 22.9 689 16 6" 30 13 15 -0 8 13.7 1282 25.2 728 17 0" 31 13 16-0 8 13.2 1410 27.7 768 17'- 6" 31 13 17 -6 8 12.8 1543 29.3 814 18'- 0" 32 14 14-0 9 16.2 1666 32.0 855 18'- 6" 33 14 15 -11 9 15.4 1836 34.9 898 19 0" 33 14 16 -11 9 14.8 2013 36.8 947 19 6" 34 15 17-# 9 14.3 2196 39.9 991 20'- 0" 35 15 17 -11 9 14.6 2254 43.2 1035 CONCENTRICALLY LOADED INDIVIDUAL SQUARE FOOTINGS V, = 3,000 psi f = 60,000 psi FACYOR8 @'SOIL PR8SSURE 1650 ps0 (SAFE SWUM PRESSURE 1005 won mai. BARS EACH WAY FACTORED SIZE 8 THICK- COL. MAXIMUM WEIGHT VOLUME OF COLUMN NESS SIZE SPACING OF BARS CONCRETE CAPACITY (INJ CIO (140.SIZE) (IN) (LBS) (CU. YD.) (KIPS) 4'- 6" 12 10 6-0 4 9.6 32 0.8 28 5'- 0" 12 10 7 -11 4 9.0 42 0.9 35 5'- 6" 12 10 5-# 5 15.0 52 1.1 42 6'- 0" 12 10 5 -11 5 16.5 57 1.3 50 6'- 6" 12 10 6-# 5 14.4 75 1.6 59 7 0" 12 10 6-# 5 15.6 81 1.8 68 7 6" 12 10 7 -# 5 14.0 102 2.1 78 8'- 0" 12 10 7-# 5 15.0 110 2.4 . 89 8'- 6" 12 10 8-# 5 13.7 934 2.7 100 9'- 0" 13 10 9 -0 5 12.8 160 3.3 111 9'- 6" 13 10 7 4 6 18.0 189 3.6 124 10 0" 14 10 8 -11 6 16.3 228 4.3 136 10'- 6" 14 10 9 -# 6 15.0 270. 4.8 149 11'- 0" 15 10 9 -11 6 15.8 284 5.6 162 11'- 6" 16 10 13 -11 5 11.0 298 6.5 175 12'- 0" 16 10 11 -0 6 13.8 380 7.1 190 12'- 6" 17 10 11 -0 6 14.4 397 8.2 204 13'- 0" 18 10 12 4 6 13.6 451 9.4 217 13'- 6" 18 10 10-# 7 17.3 531 10.1 234 14'- 0" 19 10 10 -0 7 18.0 552 11.5 248 14 6" 19 10 11 -11 7 16.8 630 12.3 266 15'- 0" 20 10 11 -0 7 17.4 652 13.9 281 15'- 6" 20 10 13 -0 7 15.0 797 14.8 300 16 0" 21 10 13 -0 7 15.5 824 16.6 316 16'- 6" 21 10 14 -# 7 14.8 916 17.6 336 17'- 0" 22 10 15 -11 7 14.1 1012 19.6 351 17 6" 23 10 15 -0 7 14.6 1042 21.7 367 18 0" 23 10 16 -11 7 14.0 1145 23.0 388 18'- 6" 24 10 16 -11 7 14.4 1177 25.4 404 19 0" 24 10 14 -11 8 17.1 1383 26.7 426 19'- 6" 25 10 14 -11 8 17.5 1420 29.3 442 20'- 0" 25 10 15 -11 8 16.7 1562 30.9 465 'OW P¥DI 881801p em Weil : N m ■ 69'! ego gte1 £ot 90'§ 90 k 21 � mP «1 lam (0 ( e sepiedold , 74 .- i SNVfl1OG ®1 wenbs ƒ / | m | 6ugn 'callous F mm 9V =1 PP 6P 9 09 99 EL LL L E6 96 001 tOL SOL 111 CONCENTRICALLY LOADED INDIVIDUAL SQUARE FOOTINGS f' = 3,000 psi 1„ = 60,000 psi FACTORED SOIL PRESSURE 4,800 pa4 (SAFE HARING PRESSURE 3,000 pat) MIN, BARS EACH WAY FACTORED SIZE 8 THICK - COL. MAXIMUM WEIGHT VOLUME OF COLUMN NESS SIZE SPACING OF BARS CONCRETE CAPACITY (IN) (IM3 (NOrSIZE) (IN) (LBS) (CU. YD.) (KIPS) 4 6" 12 10 6-# 4 9.6 32 0.8 93 5 On 12 10 7 -0 4 9.0 42 0.9 115 5'- 6" 13 10 6-0 5 12.0 63 1.2 138 6'- 0" 14 10 7-# 5 11.0 80 1.6 164 6" 6" 16 10 6 -0 6 14.4 108 2.1 191 7'- 0" 17 10 6 -0 6 15.6 117 2.6 221 7'- 6" 18 10 7 4 6 14.0 147 3.1 252 8'- On 19 10 6 -0 7 18.0 184 3.8 286 8'- 6" 20 10 7-# 7 16.0 229 4.5 322 9'- On 21 10 10 -0 6 11.3 255 5.3 359 9'- 6" 22 10 9-0 7 13.5 331 6.1 398 10'- On 24 10 9-0 7 14.3 350 7.4 438 10'- 6" 25 10 10 -0 7 13,3 409 8.5 481 11 0" 26 11 8 -0 8 18.0 449 9.7 526 11'- 6" 27 11 9-# 8 16.5 529 11.0 572 12'- 0" 27 12 10 -0 8 15.3 614 12.0 623 12'- 6" 28 12 11-# 8 14,4 705 13.5 673 13'- 0" 29 13 12-# 8 13.6 801 15.1 725 13'- 6" 30 13 10 4 9 17.3 884 16.9 779 14'- 0" 31 14 11-0 9 16.2 1010 18.8 834 14'- 6" 32 14 12.0 9 15.3 1142 20.8 891 15'- 0" 33 14 124 9 15.8 1183 22.9 950 15'- 6" 34 15 13-0 9 15.0 1326 25.2 1010 16'- 0" 35 15 14 4 9 14.3 1476 27.7 1072 16'- 6" 36 16 45 -0 9 13.7 1632 30.3 1135 17 °- 0" 37 16 15-0 9 14.1 1683 33.0 1200 17'- 6" 37 17 13-010 17.0 1902 35.0 1272 18'- 0" 38 17 14 -010 16.2 2108 38.0 1340 18'- 6" 39 18 15.410 15.4 2324 41.2 1409 19'- 0" 40 18 15 -010 15.9 2388 44.6 1480 19 6" 41 18 16-010 15.2 2616 48.1 1552 20'- 0" 42 19 17-010 14.6 2853 51.9 1626 CONCENTRICALLY LOADED INDIVIDUAL SQUARE FOOTINGS Pe = 3,000 psi f = 60,00 psi FACTO[2ED.SOLL PRESSURE 6,400 psi' (SAFE HARMS PRESSURE 4,000 psf) MIN, BARS EACH WAY FACTORED SIZE 8 THICK- COL. MAXIMUM WEIGHT VOLUME OF COLUMN NESS SIZE SPACING OF BARS CONCRETE CAPACITY (IN) (IN) (W07SIZE) (IN) (LBS) (CU. YD.) (KIPS) ,,4'- 6" 12 10 7-0 4 B.0 37 0.8 125 5'- 0" 14 10 5 -0 5 13.5 47 1.1 154 5'- 6" 15 10 6-0 5 12.0 63 1.4 186 6'- 0" 16 10 6-0 6 13.2 99 1.8 220 6'- 6" 18 10 6-0 6 14.4 108 2.3 257 7'- 0" 19 10 7 -0 6 13.0 137 2.9 297 7'- 6" 20 10 6-0 7 16.8 172 3.5 340 8'- 0" 22 10 9 -0 6 11.3 203 4.3 385 8'- 6" 23 10 10-0 6 10.7 240 5.1 433 9'- 0" 25 10 11 -0 6 10.2 281 6.3 483 9'- 6" 25 11 10 -0 7 12.0 368 7.0 538 10'- 0" 26 12 8 -0 8 16.3 406 8,0 595 10'- 6" 28 12 9.0 8 15.0 481 9.5 652 11'- 0" 29 13 12-0 7 11.5 515 10.8 713 11'- 6" 30 13 11 -0 8 13.2 646 12.2 777 12'- 0" 31 14 11 -0 8 13.8 676 13.8 843 12'- 6" 32 14 12-0 8 13.1 769 15.4 913 13'- 0" 33 15 13 -0 8 12.5 868 17.2 984 13'- 6" 34 15 15-0 8 11.1 1041 19.1 1058 14'- 0" 35 16 12 -0 9 14.7 1102 21.2 1134 14'- 6" 36 16 13 -0 9 14.0 1238 23.4 1213 15'- 0" 37 17 11 -010 17.4 1373 25.7 1294 15'- 6" 38 17 12 -010 16.4 1549 28.2 1378 16'- 0" 39 18 13 -010 15.5 1734 30.8 1464 16'- 6" 41 18 13 -010 16.0 1790 34.5 1547 17'- On 41 19 14 -010 15.2 1988 36.6 1642 17'- 6" 43 19 15 -010 14.6 2195 40.6 1730 18'- 0" 43 20 16 -010 14.0 2410 43.0 1830 18'- 6" 45 20 17 -010 13.5 2633 47.5 1921 19'- 0" 45 21 18 -010 13.1 2866 50.1 2026 19'- 6" 47 21 18-010 13.4 2943 55.2 2121 20'- 0" 47 22 20 -010 12.3 3356 58.0 2231 Bar Size f' = 3,000° 100% A, Extends to 0.3331,,(1) 50%A, to 0.3331,, 50%A, cur -off - 0.2354 f' , = 4,000* _,- 100% A Extend to 0.3331,,(1) 50%A, to 0.3334 50% A cut-off as 0.2351„ Top Bar a 4 Top Bar ..e. = 4> 4 7 In > l /3 13 3'4 4'•9" 13' 3' -3 4'4 14 17 4' -3" 6' -2" 17 4'4 6'-2" 15 21' S'-3' 7' -7 21" 5' -3 7'•7' 16 27 6 9' -10' 25' 6' -3' 9'-I" 17 37' 9' -3' 13' -5' 32' 8' -O' 1 1'-7" 18 48' 12' -0 17'.5' 42' 10'.6 15' -3 19 61 15' -3 22' -1' 53' 13' -3 19' -3' 110 78 19' -6" 28'-3' 67" 16'-9" 24' -4 /11 96 24' -0' 34'•10 83 20' -9' 30'-1" 114 130 32' -5' 47'-2 113 28' -3' 41' -O" 118 169 42'4' 61' -3' 146' 36' -6" 52' -11" ; b, - 5.25" ,.. at ACI cover and spacings for maximum size ag• gregate = s/4 15 \ N<1 +C db +1',/ ( b: 9 17 N<1+ +, 1' b —6 ° s J 19 -1'14: N<1-i-C 2d6 (bw — 6.26 ") N 1 ,'18: < -)- 2db ,AXIMUM NUMBER OF BARS IN A SINGLE LAYER IN BEAM STEM 3 4" AGGREGATE Moats ACI 318-77. Maximum size arse aggregate = 3' Beam Width, b. (inches) 8 10 12 14 16 18 3 22 24 26 28 30 N N N i7 e1 rob e7 N CV N Q Q •Q r r n N O •0 h n v v e9 n >\ h o .0 n If v, r) 10 m h h o' In w v • 0 0. co m h 'O h h — C P 0. CO fa .0 2 1 0 10 8 8 7 6 N r- •• P 00 m .3 15 14 12 12 10 9 e 7 16 15 13 13 11 10 9 8 1 1 2 2 3 3 4 4 4 5 5. 6 8 cannot be used for exterior exposure. 5 6: N < 1 '6" — 5.25 "} See Table 12 -3 and + db + 1.3r 7 110. N < 1 + b ° — 6' at ACI cover and spacings for moxlmum size og- gregote = 1 to db -1- 1.33 ° � 111, 114, and 118: Same for 34' or 1' maximum size aggregate. AXIMUM NUMBER OF BARS IN A SINGLE ER IN BEAM STEM 1 AGGREGATE Moots Aa 310-77. Maximum slam arso aggregate ra 1 (inches) 24 26 28 30 ev ens e7 N N N N `Q V 1 M CO l- h h Q @ V V h `0 SCI h '0 ■ kY • e0 h 0' 0- CO h h h 10 10 9 8 8 7 11 10 10 9 9 8 12 11 10 10 9 9 13 12 11 1I 10 10 Cannot be used for exterior exposure. See Table 12 -3 DEVELOPAMNT (Continued) INTERIOR SPANS —TOP BARS 0.30 O.a3S1,, 0.333 � 0.3331 100 %Aa Clear S -•n,1 0.50 An Alternate betai to for Top Bar Lengths In Beams 12 -25 Table 12 -5 Minimum Spans for Development in of Top Bars — Interior Continuous Equal Spans • Uniform Load L < 3D ill These bar sizes will also be developed properly in adjacent shorter spans up to the limit 1.20 for long /short spans if extended to 0404 in short spans. For ratios of long/short spans greater than 1.20, moment distribution solution is required, and moment diagrams for individual cases should be employed. a w ^ 150 pcf; spacing less then 6° 14 18 t 4) I �� -a. co 7 M N d ta. CO m P �- Bar Size r= 3,000 ° 5o% A. (1.+ ° ) 50% A. 0.754 25% A, (4 ") 75% A, 0.754 f',_ 4,000 ° 50% A, (4 +12 ° ) 50% A, 0.754 25% A, (1„ +12') 75% A, 0.754, ° l.,r= 4 > - (1) 4 >(21 ° ld= 4 > _ (1) 6 „ > 93 /4 15 96 17 98 19 . - 110 911 i 12' 12' , ' 15" 19" 26' 35" 44' 56' 68' 4' -7" _ 4' -7 5' -9" 7' -3 . 10'-0 13'4 16' -10" 21'4' 76'-0 4'-7 4'.7' S'4' 7'•3° 1 0'-0" 13'4 16'•10 21' - 6" 26'4' 12" 12" 15 18" 23" 30 38 48' 59" 4'.7' 4'4' 5'4" 6'.11' 8 11'4' 14'.7' 18'.S' 22' -7" 4 -7 4 ° -7" 5' -9 6' -11" 8'•10" 11'4' 14' -7 18'•5 22' -10" 914 ',' 118 93' 120' 35' - 7' 46' -0" 37'•5 49' .0" 81' 104' 31'-0' 39' -10" 32'4' 44'4 ° w ^ 150 pcf; spat ng < 6'. (1) Short Bars, 4 < 0.21761 „; long bars, (,j < 0.24631.,. Short controls. (2) Short Bars, . Id < 0.21764; long bars, 14 - 6'1 '< 0.19384. Long controls for bars 110 or larger, f', = 3,000; ,for bars 111 and larger, f', = 4,000. Table 12-6 Minimum Spans for Doveloptnerit of Bars in Simply Sup ported llcams with Uniform Load 4' -2 Bar Size f , = 3,000 Psi 14 - 6) " All Bors Full lengt (1„ + 121 0.667 A. -}- 12 ) ,,; ° , T: f c = , 1n , o • ( ; 61 All Bars cull Full Length (1„ + 12 ") 0.66? , (I. a s Cut-off 4 ' . P s i so Cut-off 0.333A, t 23' 6'4' 0,333A, t 35' 9'.9 12'4' 93 14 15 16 17 98 /9 110 111 12' 12' 15 19' 26' 35' 44' 56' 68' 93' 120' 6" 6" 9" 13° _ 20" ; 29' 38" •• 59' 62' l'4' 1' - 4" 2' - 1° le-0" 4 '-f ° 6'-8 8' - 9" 11' -6' 14'4' 2"4r 2'4" 3'.7" 5' -1" 7'-11 15' -0 ° , 19' -9" 24'4 12' 12' 15° 18' ., 23" 30" 37' 48 59' 6' 6' 9' 12' 17' 24" 32" 42' 53' 'v ` a c , • � o ` n • ' eo 2`4' 2' - 4' 3' -T 4'-9 6,4" 9'•6" 12' -7' 16'.7' 20'-11" 10' -7" - 914 118 87' 114 20' -1' 26'4 34'4' .44' -11' 81' 104 75' 98° 17'4' 22' - 7' 29' -7 38' - 8' 14 18 t 4) I �� -a. co 7 M N d ta. CO m P �- l',= 3,000 psi Compressive Support 4> No Compression at Support 4> Bar Size 1', 4,000 psi C Support No Compression at Support 1"> ° Ld= std; 12" 3' - 4' 4'.2" 13 12' 3' - 4 ° 4'.2' 12' , 3'.4 ° & 4'.2' "74 .. - 12' 3'- 4° -..; . 4 1 -2° • 15' 4'.2' 5'.4' Q5 15' 4' -2 5' -3' 19' 5'.3" 6' -9' #6 18" 5'-0 -- -. . 6'4" 26" 7'.2' 9' - 2' 17 23' 6'4' 8' -0' 35' 9'.9 12'4' 98 30' 8'4' 10'.S° 44' 12'.3 15'4' 99 38' 10' -7" 13'.2' 56° 15' -7 19' - 9' 910 48' 13' -4 16'4' 68" 18' -11" 24' -0" 9. 1 59° 16' - 5' 20'.6' - 93 25' -10' 32'40° 114 81' 22'4' 28' -2' 120" 33' - 4' 42' -5 918 104' 28' -11' • 36' -1 26 £OPMENT (Continued) INTERIOR SPANS -- BOTTOM BARS 1 1 1 1 1 1! Uniform Lood.w. k /it. 1 1 l '' •.`_r' �. . ..;-2,-1NTCRIO8 SPAN BEAM < _'. - - - 0.1463 ;n 0.125i,j IM k.Sym. obt. Mid• Span bo- upporY Cornprossive 1463'. 1.9 - 1 No Compressive Suppor .P„ N Bot, bars -one size - 2 l engt hs 0.1259 INTERIOR CONTINUOUS SPANS - Adjacent. Spam: 0.13334 < 6'„ < 1.24 Uniform Loud: L < 3D Cheek: (a)4 < (0,500 - 0.7463)6„ from I.P, (b)6a < (A'Ir /V) + FULL Ll NGt'11 100% A, = 4. - -f 6' •1. 6' a. 4 < (0.5)(0.7076) = 0.3534 b. M„ = 64 V„ 0:3531wt 4 < d ^ 0.0 SUPPORT BELOW 011 COLUMN ld < (1,3) 16(0.3537) + 0,0454 94 < 0.2551 „-1-0.041„ =0.304 Minimum span, 4 > 3.334 SUPPOR"I'I,D JNTO GIRDS 11 4; < 0.244 Minimum span, 4 > 4.174 le 12 -6 Minimum Interior Spans for Development Full Length Bottom Bars C 12 - 27 Table 12 -7 Ir1ininium Interior Spans for Development of One Siz Bottoln i3 ;crs in Two Lengths • ° w ^ 150 pcf; spaced les than 6'. s' This cut -off is permitted only when shear at cut -off (0.171„ each end) is less than Y„ permissit including .value of any shear reinforcement. Note that longer bars cut -off at soy 0.154 have higher she at cut -off. Required Submitted MIAMI SHORES VILLAGE BUILDING DEPARTMENT RESIDENTIAL ADDITION CHECKLIST PRIME CONTRACTOR AND ALL SUB - CONTRACTOR PERMITS MUST BE SUBMITTED PRIOR TO PERMIT APPROVAL COMPLETED BUILDING PERMIT APPLICATION - Please note Pibg, Elect, Mech, Swim Pool are separate applications. PROOF OF OWNERSHIP (Deed or Current Tax Bill) CURRENT SEALED SURVEY (TWO COPIES) 2 PLOT PLANS - If prepared by architect, must be sealed. (Show all intended setbacks from property lines and other existing structures) 3 ENERGY CALCULATIONS Supplied by Architect/Engineer sealed and /or signed by designer. STRUCTURAL PLANS AND STRUCTURAL CALCULATIONS (2 complete sets - sealed by Architect/Structural Engineer) ELECTRICAL PLANS (2 Complete sets - sealed by Architect /Structural Engineer) 7---- PLUMBING PLANS (2 complete sets - sealed by Architect/Structural Engineer) MECHANICAL PLANS (2 complete sets - sealed by Architect/Structural Engineer) if drawn by A/C Company, must obtain stamped approval from Arch/Eng) TWO SETS OF PRODUCT APPROVAL FOR ALL WINDOWS, EXTERIOR DOORS, ect. 0 PERMIT AND DOCUMENTATION FOR ROOFING PERMIT AND DOCUMENTATION FOR SHUTTERS HRS APPROVAL IF SEPTIC TANK OR WELL WORK IS REQUIRED (7755 NW 48 STR) APPROVAL FROM DERM (11805 SW 26 ST) NOTARIZED SIGNATURES ON APPLICATION IMPACT FEE FOR ADDITION PAID ( Application fee of $250.00 due at the time of permit submittal. CONTRACTORS - Write license #'s on all applications. A copy of all applicable licenses (Competency & Occupational) and original insurance certificates for Workman's Comp and General Liability. CERTIFICATE OF ELEVATION SIGNED AND SEALED NOTICE OF COMMENCEMENT Miami Shores Village Building Department �c BUILDING CRITIQUE SHEET Permit No - 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel:'(305) 795.2204 Fax: (305) 756.8972 Miami Shores Village Building Department BUILDING CRITIQUE SHEET 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel:'(305) 7952204 Fax: (305) 756.8972 Miami Shores Village Building Department BUILDING CRITIQUE SHEET 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Te1:1305) 795.2204 Fax: (305) 756.8972 Permit No. ..Job . Nam Od e/I- /ON ��1�03 4-) Miami Shores Village Building Department Permit No. Job Name STRUCTURAL CRITIQUE SHEET 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 3) Ck c A, 5 nit/ Ado T /A i; n• -eye.. t34 s t, 5 e ©mil 5/4 6 d/� iiam DIIUI C d 1110.6. Building , it epar men t T DING C fn 5s TEQUE STET 10050 N.E.2nd Avenue Miami Shores, Florida 33132 '2'0:1305) 795.2204 Fax: (305) 756.8972 4 JOB ADDRESS APPLICANT DATE A s- PHONE ft APPUCA IO ,4v 7 SHEET —OP MIS EOUS 0 11 lQUE SHEET COMMENTS PERMIT NO, ADDRESS: MIAMI SHORES VILLAGE BUILDING / ZONING DEPARTMENT' SECTION I BY DATE ZONING. ELECTRICAL MECHANICAL PLUMBING FIRE PUBLIC WORKS STRUCTU RAL BUILDING OFFICIAL 1. Scilicet to compliance with art Federal, State Couc,ip. �fillage craw and regulations. stage asst nc • no tespooslbllity tot accuracy ofior results (roc these plant 2. Thla copy of plans great be avaltabla o beading site or no Inspoctton via be conclude( v . re_ V4-77 ic-771-1 151 r c� 6 .P/}t" c= /t >�� A 7?dA -' (em "-tzoc-.7ci 7/ do/' 75 /'/ ' C / ,,9 //L/6 (1 6 /4-7e4 - 6 os '.r -- (1 /g ( • � " .'-" -y` 2- U,V //- 6 :i c Uo( INITIALS 1 /7 4// JD Cd Ee vAh,u cE dfl l d- o re I b Wz, o -C C (G oJEI) d s d) sLevittica r. 7 o,F — a K-a w e 1 s /?E 4 ,vck/ (T' 20 Pos e7J) -5 Pe ,/ ? o i3E O ai } c (-few lNG aa26Pose OPtUEC.a9 - F 1, 6%11.- 511e. JOB ADDRESS APPLICANT PHONE t# APPUCATION SHEET OF ,. MISCELLANEOUS 4 DATE ZONING til y o 3 (7 cZEv47 a Pk77 ,"Pe 0 / ac) � c -,V & ,,0,267 &,v 6(mn % fCc J air 7 %.00i 75 7 C) H2 C / S A pUG cep 6 /4--",1 c co sale' /-e e 1/L /A/6 i 2_6A/7 tvo 1)-MgXer oft • 0/6 3 V/470,U CE 1 ,6 - C ueeterC �f , I c7 1 ltl fit.. OGUC CS160 5 APP 'o5i - 'j o . X1.1 � X'(J4 7 ed - 7 /3 E s ww ®tv C — ft /� 1 �� Vl2ol'ds�) sire-_ A 47A/ rO .. s3E 2f24wAv /c)115/ C � S � c < . 1 p POs 6 P. wetaey VA 4-7-1- 6406 E �cC c5 Ree , E iiJ (e& S Az 2 �4 L 0 iu % -A s /1v (61 CRITIQUE SHEET PERMIT NO. ADDRESS: MIAMI SHORES VILLAGE BUILDING / ZONING DEPARTMENT' SECTION BY DATE ZONING ELECTRICAL MECHANICAL PLUMBING FIRE PUBLIC WORKS STRUCTURAL BUILDING OFFICIAL 1. Subject to compliance with et Federal. State. Courtly, Yillage rules end regulations. Village assunw no responslb(llty for accuracy offor results (roc these plans. 2. Thls copy of plans mat be tyalltbte c( building slte or no Inspection will be condocte COMMENTS INITIALS . DATE t/j/7/63 ,etEM7tox>5 Nt TQ iaRof3054-c A-4 FOA Lt/OK.(, LA-ee't g-7 viFsT ifieo 0 51 is ir■1 FLo06 • Pe-ock ( 0/0. IS • towk 77M-Al t4i tJ i tit/WI ? gk7 •66:7-14-(46 OrOttler VSO -0 50-00 MY° cJ ,300 ,00 \C. (0/7 2 - /kJ ,75,n sbo4t i&vie a)/ (4 ikoe .peAtt. e CRITIQUE SHEET COMMENTS INITIALS (9; PERMIT NO. ADDRESS: . MIAMI SHORES VILLAGE BUILDING 1 ZONING DEPARTMENT- SECTION BY DATE ZONING • ELECTRICAL MECHANICAL PLUMBING FIRE PUBLIC WORKS STRUCTURAL BUILDING OFFICIAL 1. Subject to eotnpilancc with att Federal. State, County. Village rules e!td reputations. Village assure= no responsiblllty tor accvrecy otlor resutts from these plans. 2. Thts copy of plans must be available on buHding the or no Inspection will be conducted. • JOB ADDRESS APPLICANT VP/1-00Z PHONE # APPUCATION4 bT10A) SHEET OF MISCELLANEOUS Y C. 3 DATE / _ f3" 4' CS 3 5 CRITIQUE SHEET - 7� J c 27 / mot 6J -cis T 5' ZONING 5neac-77 a ` 7 a ' COMMENTS c 4( aat 3 (Oa / C ivg!, e 1. o7ff--e5eS — Cc.c.rredvi Sc,trVey 'L 9cL / Y)tknf.y s ( c o rid f; ty s — S 17'G! e + - ea (e d 5" trot o^^? f 4:11 (A eky Cx L S1-( ) C%? ' ' ce Prr 't v u s C a?"l i eA' cone CCC-Lirc,Pc S 1 10Le 1,4 � e u(c I,U 0 a 0 EAIkF— ituoW , � /1'1 S 211 '' 0 doe rittc iii ecoaw 0--4 t /1.,( (151 bc F INITIALS 4 • . A CRITIQUE SHEET JOB AODRESS 7 3_ APPLICAtsn" PHONE it -------,- APPUCATION SHEET _._- MIS clu...ANeous ■••••••••••■■......MIMIN,4•,41Mi.01■1•1. alel•••••••• •••■• , ...wo . ... /■■•••••••■•.0 OATS •■■•• ■•■■••■•••■••■••• 111 M ■■•■•.31. ■■••••• ■•■■+■•••■■•■•=1*••■••■....••• Awe "? 200 fit ■■••• ••.••••■••••• •••••••—•■•••••••••.44. ZILIVIATfi COMMENTS 6 -24 / 1 a 6 /ecf /27i7J, V V / A -7 i../(j/4/7 t6d4 (: 1 7,1 011111■••7 •••■■•.,..■••■■• ) f(-t &.?X' ‘1-2 ••■•■••• ••••■■••■•••■ 4.............■••••••••••■•••••■■•••• PERMIT NO. ADDRESS! m■im.•••■•••••■■7• •••••••••••==.•■•••••••••......... '9U3 'Pia ad 81118S MECHA FIRE PUBUO WORKS - . - STRUCTURAL MIAMI SHORES VILLAGE BUILDING A' ZONING DEPARTMENT -. SECT! ON DATE ZONING ELECTRICAL 1. Stibled to C641pilance utta aft fedora. Slate Oxady,Ydaga Me* and tegulatkats. Wags manta tespaasibtIlly tot accuracy eflar tesutts IOC ttesoftanS. 2. Mit copy of plus mutt be avollatta o+ bAdico Ate of co fospectfoo ba coodociat I NIT IAI-S r ZTZ9 CL9 COC YVA CZ:9T C00,7,9Z/90 BUILDING PERMIT APPLICATION FBC 2001 Permit Type (circle): Building Owner's Name (Fee Simple Titleholder) Owner's Address City Tenant/Lessee Name Total Fee Now Due $ State Job Address (where the work is being done) City Miami Shores Village is Building Historically Designated YES Contractor's Address 3q 2i ' U� t tin $ Value of Work For this Permit 2 • , OO. Type of Work: Addition ❑Alteration Describe Work: Training/Education Fee $ Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 City /A 1 Ai' 4 ( State - cL. o' l bA� Qualifier 1 S -? AT 0 State Certificate or Registration No. C1 _ ©2 `f 101 Architect/Engineer's Name (if applicable) Submittal Fee $ ° 3 . Permit Fee $ Notary $ Scanning $ Radon $ Code Enforcement $ (Continued on opposite side) Zip 3B County Miami-Dade NO 1✓ ❑New Permit No. .:. * * * * * * * * * * * * * * * * * * * « * * * * ** F ees * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** CCF $ Technology Fee $ Zoning Bond $ Structural Plan Review. $ P) Master Permit No. ' 03 ° Electrical bing �� eS7S4f5 :i //a Phone# Phone # Mechanical Roofing Zip Contractor's Company Name mil NSI\ 10 t CAL Cgt Phone # 5 - 4 4 S - _ `1 34 Zip 5 1, 3 4 Certificate of Competency No. Phone # eth Square Footage Of Work: l 0 i0. ❑ Repair/Replace CO /CC ❑ t ;?molition Bonding Company's Naine (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be ap T nd a reinspection fee will be charged. Signature NOTARYyyJBLIC: Sign: Print: My Commission Expires: APPLICATION APPROVED BY: Chc 05/13/03 24/.J Signature day of who is person Own or Agent Contract The foregoing Instrument was acknowledged before me this 3/ The forego] g instrument was acknowledged before me this " day of � � .f, 20 Ol by , who i personally kno o me or who has produced As identification and who did take an oath. y known t or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sign: Print: _ A\ Pedrb/Gonzalez My Commissit l` i My Gomm 0n 0212772 a n %fires May 19, 2007 ***** x***************:`.************************************************** * * * * * * * * * ** *** * * *** * *“* * *'k * ** t * * * ** ******************************************************************************** * ** * * " *4'F ** * *'i4 * * ** * *.t * * * *** Plans Examiner Engineer Zoning Miami Shores Village Building Department Change of Contractor Permit No 4O / 3E 3 ,; ;? Owner's Name (Fee Simple Titleholder) Phone # gc6 OSS Owner's Address t GS N �i l a 3 lit City Tenant/Lessee Name skyf Job Address (of where the work is being done) City Legal Descriptio q. Ly Contractor's Company Name .S01 OC Kv -6 Phone # 3 O S 446- 9 1 3 Contractor's Address 3g \ 2 City M 1 )41/1/1 / Statei LD (A/4 Zip 3 3 13 {- Qualifier - Je,s-e P Describe Work: Signature NOTARY. P Sign: Print: State I hereby certify that the work has been abandoned and /or the contractor is unable or unwilling to complete the contract. I hold the Building Official and the Village of Miami Shores harmle,, ' all legal involvement. Rev. 09/19/03) My Commission ixpires: Owner or Agent nt was acknowledged before me this " Zip 53 13 Phone # / � 67gTh co R-7 F/2i' Signatur The foregoing this day of 20 ..— 0 iZ , by day of who is personally rn to : • r who has produced who is personall As identification and who did take an oath. NOTARY P IC: Sign: Print: My Commission Pedro GonZalei // . CA or The fore instrument was acknowledged before me by who has produced as identification and who did take an oath. Expires May 18, 2007 . '.' s * t ; BUILDING PERMIT PERMIT OWNER ADDRESS CONTRACTOR DISPLAY THIS CARD ON FRONT OF JOB MIAMI SHORES VILLAGE L3P 03--133 Adde r A,E93 5 PERMIT TYPE 4d CAso DATB 1 9 100k "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMEN EMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENV TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." CERTIFICATE OF OCCUPANCY MUST BE SECURED BEFORE THIS BUILDING CAN BE USED FOR ANY PURPOSE DO NOT REMOVE THIS CARD BEFORE COMPLETION OFFICE PHONE NUMBER: 305 - 795 - 2204 Miami Shores Village 10050 NE 2nd Avenue Phone: 305 - 795 -2204 Printed: 2/20/2004 Applicant: ALBERTO Owner: VALDES JOB ADDRESS: 1255 NE 93 Parcel # 1132050270090 Signed: (INSPECTOR) Signed: (Contractor or Builder) ildin•� ermit VALDES ALBERTO ST Permit Number: BP2003-1333 Contractor RICHMOM CONSTRUCTION CORP Contractor's Address: 7066 SW 44 ST Local Phone: 305 - 663 -0543 Legal Description: 5 53 42 BAY LURE Fees: FEE2004 -1834 FEE2004 -1835 FEE2004 -1836 FEE2004 -1837 FEE2004 -1838 FEE2004 -1839 FEE2004 -1840 FEE2004 -1842 FEE2004 -1843 FEE2004 -1844 Description Building Fee CCF CO /CC Training and Education Fee Technology Fee Scanning Fee Radon Builders Bond Structural Fee Zoning Review Total Fees: Amount $3,480.00 $58.80 $150.00 $19.60 $87.00 $75.00 $8.55 $300.00 $100.00 $125.00 $4,403.95 Total Feeda4�40 , Total Receipts: $0.00 - j, 03, FEB 2 0 PAID Permit Status: APPROVED Permit Expiration: 8/20/2004 Construction Value: $98,000.00 Page 1 of 2 PB 44 -63 LOT 7 LESS WLY25FT & LOT 8 LESS ELY25FT In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responisibility for all work done by either myself, my agent, servants or employes. BY: Miami Shores Village 10050 NE 2nd Avenue Phone: 305 - 795 -2204 Printed: 2/20/2004 Applicant: ALBERTO Owner: VALDES JOB ADDRESS: 1255 NE 93 Contractor AMERICAN EAGLE AIR CONDITIONING INC.Contractor's Address: 14825 SW 82 STREET Local Phone: Parcel # 1132050270090 Fees: FEE2004 -1862 FEE2004 -1863 FEE2004 -1864 FEE2004 -1865 FEE2004 -1866 Description Building Fee CCF Notary Fee Training and Education Fee Technology Fee Total Fees: Amount $150.00 $1.80 $5.00 $0.60 $3.75 $161.15 Total Fees: $1 . Total Receipts: $0.00 Permit Status: APPROVED Permit Expiration: 8/20/2004 Construction Value: $2,400.00 Work: NEW INSTALLATION CONSTRUCTION, VENTILATION, DUCTWORK Signed: (INSPECTOR) Legal Description: 5 53 42 BAY LURE In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responisibility for all work done by either myself, my agent, servants or employes. Signed: (Contractor or Builder) echanical Permit Permit Number: ME2003 -213 VALDES ALBERTO ST BY: Page 1 of 1 PB 44 -63 LOT 7 LESS WLY25FT & LOT 8 LESS ELY25FT FEB 2 0 PAI IJ Miami Shores Village 10050 NE 2nd Avenue Phone: 305 - 795 -2204 Printed: 11/13/2003 Applicant: ALBERTO VALDES Owner: VALDES ALBERTO JOB ADDRESS: 1255 NE 93 ST Contractor WC OF SOUTH FLORIDA Local Phone: 305 - 253 -2236 Parcel # 1132050270090 Signed: (INSPECTOR) Electrical Permit Permit Number: EL2003 -333 Contractor's Address: 16181 SW 141 AVE Page 1 of 1 Legal Description: 5 53 42 BAY LURE PB 44 -63 LOT 7 LESS WLY25FT & LOT 8 LESS ELY25FT Fees: Description Amount FEE2003 -7124 Building Fee $154.00 FEE2003 -7126 Training and Education Fee $0.60 FEE2003 -7127 Technology Fee $3.85 FEE2003 -7128 CCF $1.80 Total Fees: $160.25 Permit Status: APPROVED Permit Expiration: 5/10/2004 Construction Value: $2,800.00 Work: ELECTRICAL WIRING TO ADDITION TO EXISTING BLDG Total Fees: $160.25 Total Receipts: `x$0.8 X33 C 1C 1050 FEB 2 0 PAID In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responisibility for all work done by either myself, my agent, servants or employes. Signed: (Contractor or Builder) BY: Miami Shores Village 10050 NE 2nd Avenue Phone: 305 - 795 -2204 Printed: 2/20/2004 Applicant: ALBERTO Owner: VALDES JOB ADDRESS: 1255 NE 93 Contractor Local Phone: Parcel # 1132050270090 Signed: (INSPECTOR) ueldi Signed: (Contractor or Builder) er it Permit Number: BP2004 -233 VALDES ALBERTO ST Contractor's Address: Legal Description: 5 53 42 BAY LURE Permit Status: APPROVED Permit Expiration: 8/17/2004 Construction Value: $1,000.00 Work: SHUTTERS BY: Page 1 of 1 PB 44 -63 LOT 7 LESS WLY25FT & LOT 8 LESS ELY25FT Fees: FEE2004 -1845 FE E2004-1846 FEE2004 -1847 FEE2004 -1848 FEE2004 -1849 FEE2004 -1850 Description Building Fee CCF Notary Fee Training and Education Fee Technology Fee Scanning Fee Total Fees: Amount $120.00 $0.60 $5.00 $0.20 $3.00 $6.00 $134.80 Total Fees: $134.80 Total Receipts: $0.00 « 05 In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responisibility for all work done by either myself, my agent, servants or employes. Miami Shores Village 10050 NE 2nd Avenue Phone: 305- 795 -2204 Permit Number: PL2003 -311 Printed: 2/20/2004 Applicant: ALBERTO Owner: VALDES JOB ADDRESS: 1255 NE 93 Contractor USA PLUMBING, INC. Local Phone: 305 - 856 -1696 Parcel # 1132050270090 Signed: (INSPECTOR) Plumbing Permit VALDES ALBERTO ST Contractor's Address: 415 S. W. 19 RD. Legal Description: 5 53 42 BAY LURE PB 44 -63 LOT 7 LESS WLY25FT & LOT 8 LESS ELY25FT Fees: Description Amount FEE2004 -1857 Building Fee $150.00 FEE2004 -1858 CCF $1.20 FEE2004 -1859 Notary Fee $5.00 FEE2004 -1860 Training and Education Fee $0.40 FEE2004 -1861 Technology Fee $3.75 Total Fees: $160.35 Total Fees: $160.35 Total Receipts: $160.35 Permit Status: APPROVED Permit Expiration: 8/20/2004 Construction Value: $1,900.00 Work: ROUGH SET OF FIXTURE Page 1 of 1 FEB 2 0 PAID In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responisibility for all work done by either myself, my agent, servants or employes. Signed: (Contractor or Builder) BY: KNOW ALL MEN BY THESE PRESENTS, that I, RICHMOM CONSTRUCTION CORP of RICHMOM CONSTRUCTION CORP 7066 SW 44 ST MIAMI FL in consideration of the issuance to me by Miami Shores Village, Florida, of a permit or permits to construct or repair a building or buildings at the following address: 1255 NE 93 ST do hereby deposit with Miami Shores Village, Florida, the sum of: $300.00 and I agree with said Village that, when such construction shall have been completed by me within the meaning of the ordinances of said Village, I will clear all premises and repair any Village property damaged by me, used for the deposit of material or equipment in the construction or repair and that, if I do not so clear and repair such premises immediately upon the completion of such construction withing the meaning of such ordinances, the Village may clear and repair the same and pay the cost of such clearance and repairs out of the aforesaid Builder's Bond, and return the remainder to me; and that, if I shall clear and repair said property immediately, as aforesaid, then said Builders Bond shall be returned to me. WITNESS MY HAND and Seal at Miami Shores Village, Florida this date: 2/20/2004 Signature INSTRUCTIONS TO BUILDER: When above mentioned construction is completed and the premises are cleared and repaired, take this bond to the Village Building Inspector and obtain his approval, after which Miami Shores Village will refund your money in accordance with the above agreement. VILLAGE BUILDING INSPECTOR'S APPROVAL I hereby certify that the construction contemplated under this Bond, has been completed and that the builder thereof has caused the surrounding premises to be cleared and repaired in as good condition as they were before commencing said construction WHEN CLEARED AND REPAIRED BY THE VILLAGE: Amount of Bond: $ Cost of clearing and repairs done by Village: $ Balance due Builder: $ Final: Miami Shores Village, Florida BUILDER'S BOND Bond refund payable to applicant only. ($10.00 CHARGE IF BOND IS LOST OR DAMAGED) Cancelled: By: Issued: 2/20/2004 Amount: $300.00 Bond #: FEE2004 -1842 Permit #: BP2003 -1333 Village Building Inspector, Miami Shores (Date) i 03-1415/660 O6 , :0660 L`3 OLLOL "90?Su L6 GUARDING SAFETY SLUE WDBL mnRe Amman Ac#15 6 5 6 8 8 STATE OF FLORIDA DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CONSTRUCTION INDUSTRY LICENSING BOARD SEQSL04o726o116s DATE 84TOH F4tJ 8ES JEB BUS GOVERNOR STATE OF FLORIDA DEPARTMENT OP BUSINESS AND PROFESSIONAL REGULATION CONSTRUCTION INDUSTRY LICENSING BOARD (850) 487 -1395 1940 NORTH MONROE STREET TALLAHASSEE FL 32399 -0783 GOUDIB, JOSEPH ARTHUR SUNSHINE INVESTMENT & BUILDERS INC M 1 ST FL 33134 LICENSE NBR 07/26/2004 040087323 CGCO24701 The GENERAL CONTRACTOR Named below IS CERTIFIED Under the provisions of Chapter 489 FS. Expiration date: AUG 31, 2006 GODDIE, JOSEPH ARTHUR SUNSHINE INVESTMENT & BUILDERS-INC 3300 8W 25 ST MIAMI FL 33133 DETACH HERE DISPLAY AS REQUIRED BY LAW r -- STATE OFFI.0 A ACt1505688 DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CGCO24701 07/26/04 040087323 CERTIFIED GENERAL CONTRACTOR GOODIE, JOSEPH ARTHUR SUNSHINE INVESTMENT A BUILDERS IN IS CBRTIBISD .m4ar tbs provisions et en.489 rs. isplasttes art.. AUG 31, 2006 L04 0726012 6 5 DIANE CARR SECRETARY AcoRp„ PROMMER PHONE 004#12441010 Lakes Insurance Consultants 8402 N.W. 1885 a Miami. FL 33015 . . SUNSHINE INVESTMENTS & BURDEFtS, INC 3812 SW 1 STREET MIAMI, FLA 33134 • DATE VONDONT) 4/211M004 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICAT HOLDER. THIS CERTWICATE DOES NOT AMEND, EXTEND 0 _ALTER THE COVERAGE.AFFORDED BY THE POLICIES BELO I INSURERS AFFORDING COVERAG NAIC # mama*: US SECURITY INSURANCE CO I comma - - - - - - - CERTIFICATE OF LIABILITY INSURANCE POURER C INSURER 0: " DASURER E: " " • COVERAGES THE POLICIES OF INSURANCE USTED HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT. ?EMI OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN. THE INSURANCE AFFORDED BY THE POUCIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS. ENCLUSIONS AND CONDITIONS OF SUCH POUCIES. AGGREGATE UNITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. Awn. TYPE OF INSURANCE C F R : I M M O t POLICY N U M B E R I P O U E C Y i E F F E C T I v E I pOliCy Donnanoto I DAT pmaixtren DATE (684/131Mrr . LIMITS . . . =WAAL UAIWIT 300.000 D4-49291 4/20/2004 4r2or2oo5 . 100.000 cossamcmGMERAL A . u ; CLAMS MOE );1001m02 I ) • • • GEM AGGREGATE LI= APPLIESPER ' ; • - POUCT j enozecT I mac _ AUTOMOBILE MOLDY " • • - ANY AUTO i • - °Seam Auras • SCHEDULED MHOS I0RED At/TOS NOM 00101E0 AUTOS . . _ . I GARACE LODULITY • • ANY AuTO • • excess IMLEOLITV c� uA • cams amos t " ; . DEDUCTME I RET8ITION • - notaumsCOIMMUATIONAND ) essweets-L11412JTO AMY ROPRIETOR MEITNER / EXECUTIVE • OF F 'CBI I MASER EXCLUDEI7/ • Ulm &salsa older SPECOU. PROIASIONS Wow f OMER • DEACDSTTION OF OPETWDONSMOCATIODSNEDICLESIEXCLUSIONS Aimee FIT anocumazterisasmak mamma - - - • ..._.__ . . CERTIFICATE HOLDER ..._-.. CITY OF MIAMI SHORES AC0 25(2001108) • CANCELLATION ! WM EPP MCP 000 002220 .5.000 lapis:Mit. a. anv =UM' 300000 IGETOink MiGnEGAIE • 300 is•ccitaineaaa *Aim CCOAEDIED SINDlt MDT VE2 20:212,20 I --- • BODILY DUDDY Mu Derma) I KIDD If [HART v00. 00210020 - Alacumc•atio • 2002PEITTY DANACE ndoem Atirolmax foadiesson . OTHER MAN AUTO OAILT: acc AGG i STATU- rg . L. 0ISEP eacnacaceri - FA • - El.. • 0100Aie - POUCY war _ . . _ ..HOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF. '114E ISSUING INSURER WILL ENDEAVOR TO MAIL DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO ITHE LEFT. BUT FAILURE L 00 50 SHALL IMPOSE NO OBUGKTION OR LIABIUTY IOF ANY KIND UPON ITS AGENTS OR REPRESENTATIVES. — - - - IDACORDCORPORATION 1988 TOM GALLAGHER CHEF FINANCIAL OFFICER RE- ISSUANCE DEPARTTNT�OFFI F NANtIAL SERVICES DIVISION OF WORKERS' COMPENSATION * * RE- ISSUANCE OF CONSTRUCTION INDUSTRY CERTIFICATE OF EXEMPTION • This certificate exempts the Officer of the Corporation tho Mtifnber of the Limited Liability Company Bided below from the provision of Rorida Workers' ,,rim e!at ation Law for the period indicated below . EFFECTIVE DATE 05/05/2004 : ELATION DATE 05/22/2005 CORPORATE OFFICER/ LLC MEMBER NAME GOUDIE .! JOSEPH A FBT'& 650540047 BUSINESS NAME AND .='SL3NSHINE INVESTMENT & BUILDERS INC ADDRESS: : 3812 SW 1 ST • ,- MIAMI FL 33134 SCOPE OF BUSINESS OR TRADE CERTIFIED GENERAL CONTRACTOR IMPORTANT: Pursuant to Chapter 440.05(14h F .S . an officer of a corporation who elects exemption from this chapter by fang a certificate of election under this section may not recover benefits or compensation wader this chapter . WC -253 RE-ISSUANCE OF CONSTRUCTION INDUSTRY CERTIFICATE OF EXEMPTION REVISED 11_03 Please cut out the card below and retain for Inspection by any Department of Financial Services representative while conducting work AItTIIENT�ANC1At SERVICES DIM ON cOMPENSA110M - oFCOISTIWCR011Y YCERlIIWATEOFE7METI01P • This certificate exempts the Draws of die CorporNiar(tistsd wielow from the provision of Fkaida Worker' Compensathr.41 foc the' oarlod bdiatad below. EFFECTIVE DAZE O5f05f2004: a EXPIRATION DATE O205 r • - E LLC M = gt I "---- `65054006 PyietAg AND sunk WNW di MUSS DV SW f ST MIA FL 33134 SCOPE OF BUSIESS OR TRADE CBES GENERAL CONTRACTOR A F O 1 D H E R E CUT HERE impetigo at ad tone wide WC -203 RE- LSSUANO OF CODISTRUCTIORI lNDUS1RY t33t71i7CATE OF EXEMPTION REVISED 11 -03 05 -04 -2004 QUEST f85EI488 -1333 QMPORTANT TVs argon apps only to the corporate officer monad ai this certificate sod with oily We the scop of the Mims or trade lid hereon. A copy of Ns ad or tfle .:: above rest be aided and available for any ram wort. 440. 051 F.S.. an officer of a who elects ?mat to waryrtion front chapter by a cab'Gcate of dec6oa made this section L` ray net recover beefs w union rode thh doper . Notices of detsie to be moot d motes of dike to be wet ski b subject t r e e v o c a t i L e t thy yore after to of the take cr the ismer of the the person named on the mike or artifsate N longer Mee the replireneoa of this seelari for home of a certificate. The defm e:a slid revoke a certificate at any tike for fake of the person named on Ike emote to meet the rapinments of Ibis Who. 1850 488 -233.8 TA COUNTY 140 W. R.AGLER �. Isith FLOOR MANI, I. 93130 2003 OCCUPATIONAL LICENSE TAX 2004 GOB -DADE mum - STATE OF FLORIDA U.S. G MUST BE DISPLAYED PLACE OF BUSINESS PAID PUPSUANT TO COUNTY CODE CHAPTER 8A - ART. 9 & 10 PERMIT NO. 231 BUSINESS 338362 - 7 HOME OFFICE * RENEWAL NAME f LOCATION LICENSE NO 343171 SUNSHINE INVESTMENTS 8 BUILDERS STATE 8CGCO2470I INC 3812 Ski 1 ST 33134 MIAM9I OWNER SUNSHINE INVESTMENTS & BLDRS INC Sec. lime 01 Bustr:ess WORKERS 196 GENERAL BUILDING CONTRACTOR 1 nos o; AN OCWRRRONAL TAX MIL IT OCHIS LIM Or THE COUNTY OH ertls; NOR DOES IT EXEOPT FROnp TNEp UCBI an arm �Rninen OE ISN SHINE Il� BUILDERS ua THIS IS NOT a �+ mt°.`aRC► FERNANDEZ MARIELENA PRES 3812 SW 1 ST PATITENT fivm MIAMI FL 33134 eeu COLLECTOR: 08/14/2003 08/14/2003 00250000359 000045.00 SEE OTHER SIDE STATE DEPARTMENT fA SERVICES DIVISION OF WORIORS' COMPENSATION CERTIFICATE OF EXEMPTION FROM R. RDA WORKERS' COMPENSATION LAW CONSTRUCTION INDUSTRY EXEMPTION This certifies that the kervidual listed below has elected to be exempt from Florida Workers' Compensation Law . EFFECTIVE 05/23/2003 EXPIRATION DATE 05/22/2005 PERSON GOUDIE JOSEPH A SSN 262 -21 -2698 FEIN 650540047 BIGNESS SUNSHINE INVESTMENT & BUILDERS INC 3812 SW 1 ST MIAMI FL 33134 NOTE Pursuant to Chapter 440. 10(1) , (g) t 2 , F . S . • a sole pro ietor • partner • or an officer of a corporation who elects 111X11111100e1 from the orkers' Compensation Law may not recover benefits or compensation under Chapter 440 DEPART NT OFFINANCIAL SERVICES DIVISION OF WORKERS' COMPENSATION CERTIFICATE OF EXEIMPTION FROM FLORIDA WORKERS' COMPENSATION LAW CONSTRUCTION INDUSTRY EXEMPTION This certifies that the individual listed below has elected to be exempt from Roma Workers' Compensation Law . FFECTIVE 03/16/2003 EXPIRATION DATE 03/15/2005 PERSON FERNANDEZ MARIELENA SSN 261 -23 -9300 FEIN 650540047 BUSINESS SUNSHINE INVESTMENT & BUILDERS INC 3812 SW 1 ST MIAMI FL 33134 05 -01 -2003 03 -18 -2003 NOTICE OF ELECTION 'IV BL JWU! MY 1 Please refer to the written instrucdons prepared by the • / '1 I Q 1) r , 1 ,Y�►' COIDpensa , , , ) .. 1 Y 1 , , 1 4 ,) , ' , , L form. . j may _ ; a be r A ��+R - , , Chapter M0, Florida v .. -- 1 1 any right you may have to workers' aompensatlon benefits in the State of Florida should you become Injured on the job. Anv oesson who _ _ and :,L. _i_ _ .. '1 • + ^.2f 1 .S.L - L•.:._L .. L'1 :1J [.. i Certain dtion is required by htw to be attached to this apps to the t t �; : � >j -.� , ' :. 117--1--, .. instruction street for more details. j am applying for exemption asa (check only one box in this section): CONSTRUCTION INDUSTRY S 50.00 FEE REQUIRED ) 0 Sole Proprietor ❑ Partner Corp to Officer (yarn' cote' tied NON - CONSTRUCTION IND (NO FEE REQUIRED ) ❑ Corporate Officer (your corp. title: i I n - • + n CORPORATE OMCERS AND PARTNERS: List the registration number of yourbusiness on the Mdoaldf Department but all must have one. If yecfc` . e Ip doesn't of States Office (NOTE your , ..� „�.�` . � % , may not have erne, r corporations have one, state "N/A`): . , , i ii . • THIS mossirnott APPLICATION AFFIXES ONLY TO : ) . PERSON SIGNING THE APPLICATION AND ONLY FORT= BUSINESS ENTITY LISTED IN THE FOLLOWING SECTION Trade Name (lib* or a da: Busams Names C" No f 4f:' gigs City: TYPE/PRINT AI�.lCANT • ItO<P SIGNA STATE OF FL A, COUNTY OF Ss= to and snbsQUred before me this - 2 J day of by Personally Known r/ OR Pro Id it' Identification ;oa Type of Identification NOTARY SIGNATURE - aGf • /0" . • My Commission (SEE REVERSE FOR ADDITIONAL INFO DWC 250 Revised September, 2001 3TA'l' tlYS6- I`T ' EffecgverYtt- 6 c " 4 6117(1 9 1 0 0 Po imadcDatyv Received Date: Ii i i ._ ... J 3 3 Business Mains Address: . -sr' / s , z 5I s} r7 � "b a 559,�'o NaatroefBu = Comity: � w a.�o v. t..ls I. .5 p 5 c/ o 1) Unemployment Compensation Date Bs Established: No. of Wore= Tax Ma /lo `7 3 Are you required to be registered or certified pursuant to Chapter 489, F. S.? 'INo 1011 Yes: list all certified or registered licenses issued to you pursuant to Chapter 489, Florida Statutes Arc you or a qualifier for your business required by the county or the municipality in which your business mailing address is located to have an occupational license for the busing which is the subject of this application? 0 No ( cs: YOU MUST ATTACHA COPY OF A CURRENT OCCUPATIONAL LICENSE Arc you - r 1 toyed 1_2y any sole proprietorship. PAR c orporadon or business entity other than the busing to which this applicatim applies? 4 NO Eli YES list the name of all other bps in which you are employed: • AFFIDAVIT OF APPLICANT: I hereby certify that the Information contained herein is true and correct to the best Ow knowledge and bete f that this election does not exceed exemption limits for corporate officers or partners as provided in § Florida Statutes; and that I will snare the payment of workers' compensation benefits, pursuant to Chapter 440, PIorida Stand any empl yee II now � ve or may hereinafter acquire, for width my business b required by Florida law to secure such bend fo d ose ?/i / 1 ( 7OrJl l .26,2_ .2(p r at o a67� •7` l 0 - 3 OF AYN. maEwwnON SO7 SECURUY NO. Mo. DAZE OF BERTH ' DAVE SIGNED s .