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00-0139 ®VAZIRI & ASSOCIATES, INC. �� i Structural Engineers O r Design, Inspection, Supervision &wd No: InspWdon Morino Lakes y 1 4900 S.W. 74 Court Miami. FLorido 33155 JOb NO' D": Design gy 1 lnv66kao Office (305) 663-5617 • Fax: (305) 663-5614 �jy of sheet Reports YlD, ;��'' � �-�- �-� i-'�,�► cam, �o 'g�l� �S��z� Z l i i l f Grp ,� J '•P� tj 01 av I I s� G ETA t ro��. tl' i i TABLE 8.3B-BOLT DESIGN VALUES(Z)for DOUBLE SHEAR(three member)CONNECTIONS 1,2,3 for sawn lumber with 1/4" ASTM A36 steel side plates I - THICKNESS w G=0 67 G=0 55' G=0.50 G=0 49 G=0 46 i F Ew- RED OAK MIXED MAPLE DOUGLAS FIR- DOUGLAS FIR- DOUGLAS FIR(S) z w w FW 0 SOUTHERN PINE _.LARCH LARCH(N) HEM-FIR(N) oa w p ¢ oa Q Im 1S D ZII Zl ZII Zl ZI! Zl Zii Zi Zii Zl inches inches inches lbs. Jbs. lbs. lbs: Ibti. Ibti. Ibti lbs. lbs. lbs. 1410 730 1150 (__550; 1050 470 1030 460 970 420 5/8 1760 810 1440 610 1310 530 1290 520 1210 470 1-1/2 1/4 3/4 2110 890 1730 660 1580 590 1550 560 1450 520 7/8 2460 960 2020 720 1840 630 1800 600 1690 550 l 1 2810 1020 2310 770 2100 680 2060 650 1930 600 '' 1/2 1700 1130 1570 910 1510 790 1500 760 1460 700 5/8 2550 1340 2350 1020 2190 880 2150 860 2010 780 2-1/2 1/4 3/4 3520 1480 2880 1110- 2630 980 2580 940 2410 860 7/8 4100 1600 3360 1200 3060 1050 3010 1010 2820 920 1 4690 1700 3840 1280 3500 1130 3440 1080 3220 1000 �! 1/2 1700 1130 1570 1000, 1510 940 1500 920 1460 840 1, 5/8 2550 1610 2350) ':1220") 2250 1050 2240 1030 2170 94 3 1/4 3/4 3590 1780 "i307 3150 1170 3090 1130 2900 1040 r) 7/8 4830 1920 4040 1440 3680 1260 3610 1210 3380 1100 +�•, 1 5630 2040 4610 1530 4200 1350 4130 1290 3860 1200 (� 1/2 1700 1130 1570 1000 1510 0.2,40) 1500 930 146U 890 1 �' ( 5/8 2550 1610 2350 1420 2250 1230 2240 1200 2170 1090 3-1/2 1/4 3/4, 3590 2070 330 {15501 3170 (1370 3150 1310 3060 1210 ,7/8 : 4830 2240 (4440" 1680�— 4260 147Q 4210 1410 3940 1290 1 6270 2380 5380 1790 4900 1580 4810 1510 4510 1400 I i 5/8 2550 1610 `2350, 1420-e 2250 1330 2240 1320 2170 1260 4-1/2 1/4 3/4 3590 2170 (330Q:r,— 1910` 3170 1760 3150 1690 3060 1550 7/8 4830 2810 444x!? 2170 4260 1890 4220 1810 4100 1650 II ` 1 6270 3060 5750 2300 5520 2030 5480 1940 5320 1800 1 .' 5l8 2550 1610 .2350 1420 2250 1330 2240 1320 2170 1260 5-1/2 1/4 3/4 3590 2170 3300 191,0' 3170 1800 3150 1770 3060 1700 7/8 4830 2810 4440 . _2470) 4260 2310 4220 2210 4100 2020 1 6270 3530 5750 2810 5520 2480 5480 2370 5320 2200 5/8 2550 1610 2350 1420 2250 1330 2240 1320 2170 1260 7-1/2 1/4 3/4 `1590 2170 3300 11910) 3170 1800 3150 1770 3060 170 7/8 4830 2810 4440 2410 4260 2320 4220 2280 4100 2180 1„ 1 6270 3530 5750 3090 5520 2910 5480 2850 5320 2750 3/4 3590 2170 3300 1910 3170 1800 3150 1770 3060 1700 9-1/2 1/4 7/8 4830 2810 4440 2470 4260 2320 4220 2280 4100 2180 !, 1 6270 3530 5750 1090 5520 2910 5480 2850 5320 2750 11-1/2 I/4 7/8`° 4830 2810 4440 2470 4260 2320 4220 2280 4100 2180 1 6270 3530 5750 3090 5520 2910 5480 2850 5320 2750 13-1/2 1/4 1 6270 3530 5750 3090 5520 2910 5480 2850 5320 2750 jj 1. Tabulated lateral design values(Z)for bolted connections shall be multiplied by all applicable adjustment factors (see Table 7.3.1). 2. Tabulated lateral design values(Z)are for"full diameter"bolts(see Reference 3)with a bending yield strength I.' (Fyb)of 45,000 psi. 3. Tabulated lateral design values(Z)are based on a dowel bearing strength(Fe)of 58,000 psi for ASTM A36 steel. Ail�,I i IIf ,!p ` y 50 Bolts t '".�D,. .�}/Q� THE ORIGINAL MASONRY ANCHOR ffiiVai1111.set ��l1GG�Z�1 THAT CUTS ITS OWN THREADS - Tapcon INTO CONCRETE, BRICK OR BLOCK .R SELECTION CHART ? Anchor Size x Catalog No. Catalog No. Anchor Length Hex Washer Head: Phillips Flat Head: Fixture Recommended Tapcon Bit HW3-114 PF3-114 3/16'x 11/4' Thickness Tapcon Length Diameter Length* HW3-134 PF3-134 3/16'x 13/4' HW3-214 PF3-214 3/16'x 21/4' 4 11/4 3/16"or 1/4 31/1" HW3-234 PF3-234 3/16'x23/4" 1/4'-3/4" 13/4" 3/16"or 1/4' 31/2" HW3-314 PF3-314 1/16'x 3'/4" 3/4'-11/4" 21/4' 3/16'or 1/4" 41/2" 1'/4'-13/4" 23/4" 3/16"or 1/4' 41/2" HW4-114 _ HW4-114 1/4"x 11/4" 13/:'-21/4" 31/4" 3/16'or 1/4" 51/2" HW4-134 M HW4-134 33/i" 1/4 51/2" 131"` 4"-33/4' " '/;'x 2'/e�'�,1 4�j - 21/2'/z"-3" 4" 111" 5Y:" HW4-234 HW4-234 1/4'x 23/4 HW4-314_ HW4-314 _1/j!le 31/4" '5112"diameter drill bit for'lie anchors and 3116'diameter drill bit for VP anchors. HW4-334 HW4-334 _ 1/4"x 31/4' SDS universal rotary hammer bit available for 1/4"diameter Tapcon. HW4-400 HW4-400 114.X4" PULLOUT IN CONCRETE(3145 psi) PULLOUT IN HOLLOW BLOCK Anchor Embedment Depth Anchor Embedment Depth Diameter 1" 1111" 1'11" 13/. Diameter 1" 11/4' 11A"' 1 13/."' 3/16" 341 lbs. 581 lbs. 8631bs. 1059 lbs. 3/16" 209 lbs. 357 lbs. 468 lbs. 547 lbs. 1/." 718 lbs. 1138 lbs. 15371bs. 1860 lbs. 1/4' 406 lbs. 615 lbs. 851 lbs. 1 984 lbs. = 'Embedment in solid portion of hollow block. Y SHEAR STRENGTH Shear Strength Shear Strength Anchor Anchor 3145 psi Hard Lighweight Diameter Embedment Rock Concrete Hollow Block Test #CH 3748 1Pittsburgh Testing Laboratory 3/16" 11/4' 852 lbs. 731 lbs. 1/4' 11/4' 1604 lbs. 1058 lbs/1, r NOTE-Indicated pull-out and shear failure values were obtained in tests witnessed by Pittsburgh Testing Laboratory personnel Designated holding power depends upon the quality of the masonry material,depth of embedment and proper hole size These figures are offered only as a guide and are not guaranteed in any way by Illinois Tool Works Inc The figures indicate average ultimate pull-out and shear failure values A safety factor of 4 1 or 25%of ultimate pull-out value is generally accepted as a safe working load However,reference should always be made to applicable codes for -the specific safe working ratio All values are based oon arose tolerance holes drilled with Ramset/Red Head Tapcon carbide drill bits Performance of the Tapcon'"anchor may vary in extremely hard concrete aggregates Consult your Ramset/Red Head representative for further information As in the case with all applications,Ramset/Red Head can only suggest typical fasteners for typical applications and that the connection design is the sole responsibility of the Building Design Engineer Architect or otherwise responsible person charged with the design of the connection For further information please contact the nearest Authorized RamseURed Head Distributor NOTE The fixture thickness being anchored and the depth of embedment in the masonry material determines the anchor length A minimum of 1"and a maximum o(13/4"embedment is recommended Hole depth must be a minimum 111"deeper than the anchor embedment Tapcon Anchors must be installed using all RamseURed Head system components(Tapcon Anchors,Condrive Tools,and Tapcon Drill Bits)in order to qualify for ITW Ramset/Red Head system support roAt tile 1 CENTER TO CENTER SPACING 4 AND EDGE DISTANCE ANCHOR MATERIALS A 0 B AISI 1022 Heat Treated — — A B ` Anchor Minimum Spacing Minimum Diameter Center to Center Edge Distance SPECIFICATIONS " ASTM A-108-81 3/16" 21/4' 17/8"1/4' w STRUCTURAL CALCULATIONS FOR CHRISTOPHER RESIIDENCE PROJECT: 5901 SOUTHWEST 82" STREET MIAMI FLORIDA . . . .... .. . .. . .... .... . . .. .. .... . .. .. ...... . .... ...... ...... .... . . . . .... ..... .... .... . . BY: VAZIRI& ASSOCIATES INC. Structural engineers 4900 SOUTHWEST 74 COURT MIAMI FLORIDA 33155 305 663-5617 RCH 15,2000 INTRASOFT: WIND? - Wind Forces On Buildings as per ASCE7-93 Version 1.1 - 01/12/95 - C5.1 9 9 -4A Copyright (C) 1994, INTRASOFT Inc., Boca Raton, FL 33432 (407) 394-4257 User 8950024 Input data filename: a:chris DATE: 5-27-1999 TIME: 10:13:28 PROJECT: WINLOAD CALCULATIONS FOR NEW WINDOW AT THE CHRISTOPHER RESIDENCE INPUT DATA s The building and structure classification category is I .• .. . .... .... li The structure is 1.5 miles from hurricane oceanne. • . . . .. .. .... The importance factor is 1.049 • The basic wind speed, in mph: 110.00 • The exposure category is C • ...... .... . M Structure dimensions =s' • .... •..• Mean roof height, (FT.): 9.00 e L (FT.): 48.25 B (FT.): 66.00 Slope of the roof, (DEGREES): 14.04 Eave height, (FT.): B.OU Truss span, (FT.): 48.00 Truss spacing, (FT.): 2.00 Truss overhang, (FT.): 3.00 s tss s ssstttttttts:ss::*tt:::sttsssss OUTPUT MAIN WIND FORCE RESISTING SYSTEM Gh = 1.3703 qh = 27.31 The wall pressure coefficients are: Windward wall: .80 Leeward wall: -.50 Side wall: -.70 Side wall pressure, (PSF): -33.03 st:t: DIRECTION OF WIND NORMAL TO RIDGE tttt: The ROOF pressure coefficients are: Windward ROOF: .20 • Windward ROOF($) -.90 •°•••• Leeward ROOF: -.70 "" •• • .. . .... .... s SPECIAL CASE: 0 �• •� ��•• . . When 20> theta >0 and 0.3<=h/L <0.5 • The windward roof pressure values, including negative and positive internal pressure, (PSF): -26.86• -4D.51 • .. .. ...... The total horizontal force from the roof, (LDS.): 13408.68 • The windward roof pressure including negative internal pressure: 14.31 .°.° .°..., The windward roof pressure including positive internal pressure: 66 The leeward roof pressure including negative internal pressure: -19.37 ° .... .... . . The leeward roof pressure including positive internal pressure: -33.0 ° asst DIRECTION OF WIND PARALLEL TO RIDGE sstst The ROOF pressure coefficients are: Windward ROOF: -.70 Leeward ROOF: -.70 The windward roof pressure including negative internal pressure: -19.37 The windward roof pressure including positive internal pressure: -33.03 The leeward roof pressure including negative internal pressure: -19.37 The leeward roof pressure including positive Internal pressure: -33.03 l z and corresponding pressure values are: z qz PWINW- PWINW+ PLEEW- PLEEW+ PTOTW PLOAD$ 8.00 27.31 36.77 23.11 -11.89 -25.54 48.66 13408.68 8.00 27.31 36.77 23.11 -11.89 -25.54 48.66 13408.68 7.00 27.31 36.77 23.11 -11.89 -25.54 48.66 16619.96 6.00 27.31 36.77 23.11 -11.89 -25.54 48.66 19831.24 5.00 27.31 36.77 23.11 -11.89 -25.54 48.66 23042.52 4.00 27.31 36.77 23.11 -11.89 -25.54 48.66 26253.80 3.00 27.31 36.77 23.11 -11.89 -25.54 48.66 29465.08 2.00 27.31 36.77 23.11 -11.89 -25.54 48.66 32676.36 1.00 27.31 36.77 23.11 -11.89 -25.54 48.66 35887.63 .00 27.31 36.77 23.11 -11.89 -25.54 48.66 39098.91 = NOTE: PLOAD includes horizontal component of roof load. UPLIFT REACTION FOR DESIGN OF TRUSS ANCHORAGE • .. . .... .... jr The maximum uplift pressure on the roof, (PSF) 40.51 ; . . .. .. .000 The maximum uplift pressure on the overhang, (PSF) 70.45 • The uplift reaction at each end, of the truss, (LBS.) 2440.20 • .. .. ...... ...... .... . . .... .... . . COMPONENTS AND CLADDING The end zone length, a, in feet 3.60 The qb value (PSF.) 27.31 iiiiiiiiri WALL COMPONENTS/CLADDING 'WALL COMPONENT/CLADDING P 1 The wall pressures are based on a tributary area of 3.00 sq.ft. Zone 5 The positive GCPs with positive and negative internal pressures are: 1.15 1.65 The negative GCPs with positive and negative internal pressures are: -2.25 -1.75 The four possible wall pressures are, (PSF) 31.41 45.07 -61.45 -47.80 Zone 4 The positive GCPs with positive and negative internal pressures are: 1.15 1.65 •••• The negative GCPs with positive and negative internal pressures are: -1.75 -1.25 • .. . .... .... The four possible wall pressures are, (PSF) 31.41 45.07 -47.80 -34.14 . . .. .. .... WALL COMPONENT/CLADDING 8 2 •• • The wall pressures are based on a tributary area of 6.50 sq.ft. ...... •. • ...... Zone 5 • ...... .... . . The positive GCPs with positive and negative internal pressures are: 1.15 1.65 ..•. ••••• The negative GCPs with positive and negative internal pressures are: -2.25 -1.75 .... .... • The four possible wall pressures are, (PSF) 31.41 45.07 -61.45 -47.80 • Zone 4 The positive GCPs with positive and negative internal pressures are: 1.15 1.65 The negative GCPs with positive and negative internal pressures are: -1.75 -1.25 The four possible wall pressures are, (PSF) 31.41 45.07 -47.80 -34.14 WALL COMPONENT/CLADDING # 3 The wall pressures are based on a tributary area of 10.00 sq.ft. Zone 5 The positive GCPs with positive and negative internal pressures are: 1.15 1.65 The negative GCPs with positive and negative internal pressures are: -2.25 -1,75 The four possible wall pressures are, (PSF) 31.41 45.07 -61.45 -47,80 Zone 4 The positive GCPs with positive and negative internal pressures are: 1.15 1.65 Thn noolt;PP r,rnq with onsitive and negative internal pressures are: -1.75 -1,25 The four possible wall pressures are, (PSF) 31.41 45.07 -47.80 -34.14 WALL COMPONENT/CLADDING g 4 The wall pressures are based on a tributary area of 19.00 sq.ft. Zone 5 -The positive GCPs with positive and negative internal pressures are: 1.06 1.56 The negative GCPs with positive and negative internal pressures are: -2.09 -1.59 The four possible wall pressures are, (PSF) 28.95 42.61 -57.03 -43.37 Zone 4 The positive GCPs with positive and negative internal pressures are: 1.06 1.56 The negative GCPs with positive and negative internal pressures are: -1.66 -1.16 The four possible wall pressures are, (PSF) 28.95 42.61 -45.34 -31.68 WALL COMPONENT/CLADDING g 5 The wall pressures are based on a tributary area of 20.00 sq.ft. 0000.. Zone 5 •••• •• • .. . 0000 0000 The positive GCPs with positive and negative internal pressures are: 1.05 1.55 g The negative GCPs with positive and negative internal pressures are: -2.07 -1.57 ' . . 0000 0000 The four possible wall pressures are, (PSF) 28.68 42.33 -56.54 -42.88 • . 06 60 006..0 0000 0 0 6 0 6 0 0 0 Zone 4 00006. The positive GCPs with positive and negative internal pressures are: 1.05 1.55 6 0000 006,6; * The negative GCPs with positive and negative internal pressures are: -1.65 -1.15 '0666' °> The four possible wall pressures are, (PSF) 28.68 42.33 -45.07 -31.41 : 0000 60.6. 0000 6 6 0 0 . . • 66666 sf=:M " ROOF COMPONENTS/CLADDING NOINPUT FOR AREA OF ROOF COMPONENTS/CLADDING IN THIS RUN End of WIND7; COPYRIGHT 1994 INTRASOFT\INC. VAZIRI & ASSOCIATES, INC. Design Structural Engineers Sliest NO' Inspection Design, Inspection, Supervision Suit' Marina Lakes 1 0,'e- Invgg geon 4900 S.W. 74 Court Miami, FLorido 33155 Job NO: Date: Design BY: Office (305) 663-5617 / Fax: (305) 663-5614 Of sheets Reports Ad Ye- /N 21- • •••••• I • V • • • • •••• ••••• .� y� 3S� k s C/ � wRa�t� H THE ORIGINAL MASONRY ANCHOR THAT CUTS ITS OWN THREADS INTO CONCRETE, BRICK OR BLOCK Tapcon d SELECTION CHART Anchor Size x Catalog o. Catalog No. Anchor Length g Bit Hex Washer Head: Phillips Flat Head: Fixture Recommended Tapcon Hasher PF3-114 '/�6"x 1'h" Thickness Tapcon Length Diameter Length• HW3-134 PF3-134 Yis"x 1Y4" , 1,/4" Yis"or 1/4" 3'A" 0"-A" '/ie x 2Y." Vie or 1/4' 3'/2" HW3-214 PF3-214 1/4"-Y4" lYi" HW3-234 PF3-234 Yis"x 21/4" Y4"-11/4" 21/4" Vie or 1/4" CA" HW3-314 PF3-314 Y,s"x 3'/4" 1'/4"-1 Y4" 2Y4" Y,s"or 1/4" 4'A" l�HiW4-114 HW4-114 '/4"x 1'h" 1Y4"-2'/4" 31/4" Yis or" '/4" 5'z" HW4-134 HW4-134 '/4"x 1/i_% 2t/�"- Y4" 3Y4" '/4" 56" W4-2f4- HW4-214 '/4"x 2'/4" 2'/z"-3" 4" 1/4 51A" HW4-234 HW4.234 1/4"x 2Y414 -� ��,��/4p •5Yit diameter doll bit for Vier anchors and zhC diameter doll bit Iw'/�anchors. �1 HW4-314 HW4-314 __ -- SDS universal rotary hammer bit available for Y4"diameter Tapcon. HW4-334 HW4-334 1/4"x 3W HW4A HW4-400 J f • • PULLOUT IN HOL•IbP.%LOCK • * • • PULLOUT IN CONCRETE(3145 psi) •°•• •• ••••�mbedrAPA pe�th Embedment Depth Anchor Anchor Diameter 1* 11/4" 1'fii• :1j•"" Diameter 1" 1'A" 1Y1' Y,s" 2092bs. •3571bs. °4681bs. 547-lbs. Y,s" 341 lbs. 581 lbs. 863 lbs. 1059 lbs. y4" 406+Ibs• ;615 lbs. 851 lbs. 1984lbs. Y4" 718 lbs. 1138 lbs. 1537 lbs. 1860 Ibs. 'Embedment in solid�ortion of hollow block•00 at 00*000 • 0000 • • • • • • • • " SHEAR STRENGTH • ° • • ° Shear Strength Shear Strength • • r Anchor- Anchor 3145 psi Hard lighweight • • QYr~►Q pr Diameter Embedment Rock Concrete Hollow Block Test #CH 3;48/Pitt�bufgh Tectting Lab ! Y,e 11/4" 852 lbs. 731 Ibs./ • +•i••• 1/i" 11/4" 1604 lbs. 1058 lbs f of the ma clicated of embedment nt and proper hole hole size.rThesteifigures tare offered only as Pittsburgh guidand sare ntguaranteed In any way by Illinois Toot Works Inc.The sfigures Indicatetaverage uli P pull-out,de shear failure values.A safety(actor o14:1 or 25%of ultimate pull-out value is generally accepted as a sale working load.However,reference should always be made to applicable coc the specific sale working ratio.All values are basemen c ose tolerance holes drilled with Ramset/Red Head Tapcon carbide drill bits.Performance of the Tapcon"anchor may vary In extreme) concrete aggregates Consult your Ramsel/Red Head representative(or further mlormal�on Architect or otherwise applications, person fted Head with the design of the al fasteners for For picalerpinformation pl asettcon act the nearest Authorized Rams responsibility tHead Distributor. En: NOTE:he fixture thickness depth must in be a minimum and the depth he embedment embedment Tapcon Anchors must t rbe installed au ing all Ra ose it d Head system components ITapconlAnchorss,Co lie masonry material Tools,and Tapcon Drill Bits)in order to qualify(or I7W Ramset/Red Head system support. CENTER TO CENTER SPACING AND EDGE DISTANCE ANCHOR MATERIALS ::�A—e4wj`*-6 A B AISI 1022 Heat Treated Anchor Minimum Spacing Minimum Diameter Center to Center Edge Distance SPECIFICATIONS Yis" 21/i" ASTM A-108-81 1/4" 3 ?' " TABLE 4B—DESIGN VALUES FOR VISUALLY GRADED SOUTHERN PINE DIMENSION LUMBER • (Tabulated design values are for normal load duration and dry service conditions,unless specified otherwise. See NDS 2.3 for a comprehensive description of design value adjustment factors.) USE WITH TABLE 4B ADJUSTMENT FACTORS Design values in pounds per square inch(psi) Tension Shear Compression Compression Modulus parallel parallel perpendicular parallel of Grading Species and Size Bending to grain to grain to grain to grain Elasticity Agency commercial grade classification Fe F, F„ Fc1 Dense Select Structural 3050 1650 100 660 2250 1'900'000 Select Structural 2850 1600 100 565 2100 1,800,000 Non-Dense Select Structural 2650 1350 100 480 1950 1,700.000 2000 1100 100 660 2000 1,800,000 No 1 Dense 2.4"th,dc 1850 1050 100 565 1850 1,700,000 No.t 1700 900 100 480 1700 1,600,000 No 1 Non-Dense 1700 875 90 660 1850 1,700,000 No.2 Dense 2"4"wide 1500 825 90 565 1650 1,600,000 No.2. 480 1600 1,400,000 No 2 Non-Dense - 1z 475 9U 565 g75 1,400,000 No 3 90 565 975 1,400,000 875 Construction 2'4"th,dc 1100 625 100 5 1800 1,500,000 Stud 65 90 565 1500 1,300,000 Standard 4"wide 300 175 90 565 975 1,300,000 Utility 90 660 2150 1,900,000 Dense Select Structural 2700 1500 Select Structural 2550 1400 90 565 2000 1,800,000 Non-Dense Select Structural 2350 1200 90 480 1850 1,700,000 No.t Dense 17,5Q` 950 90 560 1900 1,800,000 900 90 565 1750 1,700,000 0 • No 1 2"4"thick 165 90 480 1600 •• •14600,000 i i No.t Non-Dense 1500 800 1450 90 660 1750 i i,ip0.000 ••• ••• i No 2 Dense 5'6"wide 775 90 565 1600 • 01,600,000 • • No 2 1250 725 1150 675 90 480 1500 • 1400,000 000 ••• •• No.2 Non-Dense 150 425 90 565 925 • 1,400,000 • • • 750 No.3 775 425 90 565 925 • 1,gp0,000 • •••i ••• •• Stud • SPIB 2450 1350 90 660 2050 • 1,900,000 • • Dense Select Structural 565 1900 ° %T)o 000 Select Structural 2300 1300 90 • • 2100 1100 90 480 1750 1,700,000• • • Non-Dense Select Structural 90 660 1800 • 1,800,000 • •• 000 •• No.t Dense 2"-4"thick 1§50 875 • •10,700,000• • • .1500 825 90 565 1650 No 1 90 480 1550 i 1.900-000.••••• goo i• No 1 Non-Dense 8"wide 1350 725 660 1700 • 1 F00,000 No 2 Dense 1400 675 90 565- - 1550 • - 1,600,000 • • • X00 650-- g0— • • No.2 11� 600 90 480 1450 • 1,400,000 • •• ••• •• No.2 Non-Dense • • • • No 3 700 400 90 565 875 •• •&,400,000 •• • • 2150 1200 90 660 2000 • 1,000,000 • •• 0004 • Dense Select Structural 2050 1100 90 565 1850 •• •a U0,000•• '000 K Select Structural 1850 950 90 480 1750 • 1,700,000 • • Non-Dense Select Structural ••• • 2"-4"thick 1450 775 90 660 1750 1,800,000 No.1 Dense 1300 725 90 565 1600 1,700,000 • No 1 480 1500 1,600,000 No 1 Non-Dense 10"w,d� 1200 650 90 No 2 Dense / 1200 625 90 660 1650 1,700,000 575 90 565 1500 1,600,000 No.2 = 550 90 480 1400 1,400,000 No 2 Non-Dense 600 325 90 565 850 1,400,000 No 3 Dense Select Structural 2050 1100 90 660 1950 1,900,000 Select Structural 1900 1050 90 565 1800 1,800, Non-Dense Select Structural 1750 900 90 460 1700 1,700,000 "-4"th,c 90 660 1700 1,800,000 2 k 1350 725 No 1 Dense 4250 675 90 565 1600 1,700,000 No 1 480 1500 1,600,000 No 1 Non-Dense 12"wide 1150 600 90 660 1600 1,700,000 No 2 Dense 1150 575 90 1450 1,600,000 975 550 90 565 No 2 ' 900 525 90 80 1350 1,400,000 No 2 Non-Dense 575 325 1 90 1 565 1 825 1,400,000 No 3 SOUTHERN PINE (Dry service conditions—19%or less moisture content) Dense Structural 86 2"-4'10 2600 1750 155 660 2000 1,800,000 Dense Structural 72 2200 1450 130 660 1650 1,800,000 SPIB 660 1500 1 n r 1 w, r et service conditions) SOUTHERN PINE Dense Structural 86 2.1/2"-4"thick 2100 1400 145 440 1300 1 SPIB 4 Dense Structural 72 1750 1200 120 440 1100 Dense Structural 65 2-1/2"8 wider 1600 1050 110 440 1000 26 1 Y�=- I , .` _ ' ' - - r;_ Z-- .r r ,a .,• `.t sn. _ •- X'( ja4 •,lam r_ r ' 1 --� ` _ - _ . -.r–�.P'•'-. , > '!, LEGAL DESCRIPTION QQ _a — �Wp o xy.== , , : - 1�� t %Z a l"FEE �aUT . :�Z_..aF rt�6 ��r 2 00fET o TAaLr I3 � 2 t SUBDIVISION: ` b rl I H 1c=1 H.T , F;r,y',z 4�• �( ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK AT PAGE 2� off}' C��•T - � _ _ - V prcp,t►�}-1 EP7) � _ '° =ice.;'r�"}' OF THE PUBLIC RECORDS OF !�'I I�C''1 - b b l� COUNTY, FLORIDA. ZVI•"��'', a 'fir' �• 4 ,\I i�e X J ' �� 'Q_ ..�ryh`n ✓ vt�' 111 �,/ � � ! �f O , •, t V �oJ"� �'`_ �� 'Q �-� f 1� � 1 ilk •° _` ` �� . i� "�, '� ��' 1 t!�lyl.'F�OQ 21 '� 't `�l � r (• i' - C_ ' �' �'z � - � �) —I' �L 'J i S „a,_•_ .ty �� _ . 7 0 FF 1F••, ^+''`✓7,rr,t,• —J �v V !' 'N IT"Y �P ; � •OLr iii F•' w }t ,� ,, >"` LOCATION SKETCH SCALEt 1' = 00 r� •_ Hit `�-�•-- O•� ty j4•p•ti �F The 'Florldn FLOOD INSURNACE RATE MAP, Dated - 1 - �� Published b the r ; .• UNITED STATES HOUSING & URBAN DELOPMENT del!neatesthe herein described land to k, be situated within ZONE /0 I •HEREBY-`CERTIFYt That the attached BOUNDARY SURVEY of the, above described. L + property Is correct as recently surveyed i -)41 under direction, also that there are no visible encroachMen�t, s unless `shown, and this survey Meets Minimum Technical Standards 'set by the FLWrDA:abARD',.OF LAND SURVEYORS,` as set forth In Chapter '427.027 (F.S.) and ,C h a p er `61G y'=6 f he��,. t, T - a 'K r Florida Adrtlnlstrative Code, "^ - t • THIS SURVEY DOES NOT REFLEC OR- R �', E�1�PtfRSHIP. .,:� s; .x � .,�r. •� �� ,• °•iJ '- 1 Q t31 t j %��•• • •`•• ••••• •••• `Y.r;r. t F�Rt L f�C/ 1 L�✓� / !° 1P /� re .. _ '• .,'��.'• �); �L. � 1 � i • .�P • • •�•�c, �',� r- .try r._ I � '�J]�� (r'�y�VJ.��y7 _ .� Z'° s �_K� .. •. ..,Y-_'R.S:;p.ty�'R,ictF i• �:1 / l ( f ! t ' tit .�_ ,,.� G N r JOSE-=A.;�RE�. L-1 —T �t•• E °r' ORDER NOt - -I 4-98-7 J PR ESSIONAL �AiJB, SLikV•1 YOR N THE SIGNATURE AN ORIGINAL . -2852 /F STATE �QF 9�LORI%)A i OT,VALID WITHOUT U E D ,_q`,'" -,�• iy`''•'��+,.-`•-i..`'-..'!��x�fr_.-as•«i,:Y•;' ,c? .,!%�: :;" •w �% � -`r C.➢ 1� j e°-• �''� :i�.�`~. ;,N . -►�: �.• .,_,. :• .,,•K .; _ RAISED SEAL OF A FLORIDA LICENSED SURVEYOR - ' FIELD WORK,-,{DATEt �� _ �r .,�„;��i' ,�� .v; _ ,�. •.- � AND MAPPER.' •�,� r � - SKETCH OF/ SURVEY' SCALEt 1'_ = 20' CONTINENTAL LAND SURVEYORS_ INC Q �' a.■ELEVAnW , I 1 — VVN-VATER`METER.FD04if D DRIU KR4 UE■MLITY EATENENT, DIIE•DRADMI X AND MMWD N M EASEMENT, R/V■RIW OF VAY, 16TS.■W M'SCOM E PMOPERIWOM REFE= 1700 S.W. 57TH AVENUE, SUITE X201 1't ►' 1 2- Z l NONWOa, FN L D■iDM NAD. L DISK, MLL.■WERHEAD UTILITY LM FWW-UW 3/4t IGDN*RX UNLESS 4TF1MW=•RDR'1M 050Zf 19rx3/4' MM PIPE 02M t+CENTERLINE, t i• f' a;' P/L■PRIpERfY LDS ETL CL■CLEAR 0/S■UFFSET, CLF --a---■CFgW°LDIK Fri Q VF•—//-!-■v0®:i[NCE, /L LINE. Sj” D.■SET.NAIL 16 DISK i MIAMI, FLORIDA 33155 CBSdON�ETE HLDCK STRUCTURE.SVUf■SIDEVALI( PAV■PAVEMENT PVY■PABXPAXl ADAIS• 0■LLNTRAL•A 2T-Tdi CHI ,00-EASURSD, t •' M/L■NaAAIENT,LM PO•PODlT DF CURVATURE !D■IDENTIFiCATD71 RESKtESID�lICE P!■Pl/NJiER 1/2' DtI>�' A P0.. H BASE U . �1T BNa SEND± MARK'EL:£I.EVATMN, SEC■XCTD]N 1 •:;.'' ;•..' . �,. ... .... TELEPHONEt 305— t - J t � i� j - 262-1925 LB 4476 `H6ARDJGB-ARE'ASSUX D ON ' _ ,�•,, -: ��t-__��-='----=- - , d'