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3/16" GALVANIZED CABLE TIE DOWN ENGINEERING PART #5I556 (OR EQUIVALENT), SIMPSON "LSTA 20 GA. TIGHTEN TO 500 LDS OF TENSION STRAP TIE FASTENED WITH (2)-2x6 PRESSURE (14) - I OD NAILS TREATED SKIDS (7- FASTENERS PER MEMBER) USE (3)-3/1 6" GALVANIZED CLAMP TIE DOWN ENGINEERING PART 11 #53806 (OR EQUIVALENT) ��A�A 5/8" DIA. LAG BOLT WITH 9 f ! / /' 1 ix8 "zf 6d°. //O W 3" EMBEDMENT A449 1 10 MPH WIND ZOND- \ ` %�� / \ � / �B lo ' /\ GALVANIZED OR EQUIVALENT 1/2" DIA. X 30" GROUND ANCHOR / / �/ / ` r / \ / \ \ / \ / \ / \ / \/:\ I I O MPH WIND ZOND- I� -fi WITH SINGLE 4" HELIX / / // \//\/ /, \//• 5/8" DIA. X 40° GROUND ANCHOR . f 1 (MODEL #59055) FOR SOIL CLASS 2 // %\ /�/ -�(�� WITH SINGLE 6° HELIX 130 AND 150 MPH WIND ZONE - V : , \ (MODEL #59060) FOR SOIL CLASS 3 �•` N ' 5/8" DIA. X 40° GROUND ANCHOR "' //� - � /// ' , /,t j 4 S�8 "x 16`� A \ \� • t 3 0 AND 1 50 MPH WIND ZONE - \/,,, " - BLOCK 9... WITH SINGLE 6" HELIX ;i \ (MODEL #59060) FOR 501L CLASS 3 2\ 1..-\\\'..,;( � 5/8" DIA. X 48 ' GROUND ANCHOR '% f �, i /,/ \ WITH SINGLE 6' HELIX \l \\\''..,\,,I.,*' \�� (SEE CHART FOR QUANTITY) ; � /� / (MODEL #59065) FOR SOIL CLASS 3 ,'\ / ").' "' \ GENERAL NOTES (SEE CHART FOR QUANTITY) ''' \ \/ ' - / \ ;.-, \, I . DESIGN FOR MIN 2,500 P51 CONCRETE 2. ALL HELIX ANCHORS MUST MEET THE MINIMUM WORKING LOAD OF 3,150 lbs. AND ULTIMATE LOAD OF 4,725 lbs.; ANCHORS MUST BE INSTALLED TO MANUFACTURERS RECOMMENDATIONS. ANY BENDING OR DAMAGE CAUSED UPON INSTALLATION WILL VOID ANCHOR AND MUST BE DISCARDED. ANCHOR CHART 3. CONTRACTOR SHALL VISIT THE SITE AND THOROUGHLY FAMILIARIZE THEMSE1f WITH EXISTING CONDITIONS. CONTRACTOR I5 RESPONSIBLE FOR MEETING SOIL 6LOC- 110 Mr1-I 150 MPH �I50 MPH CLASSIFICATION FOR SIZING HELICAL ANCHORS. Li1L1711 Ate.lC, 4. ONE ANCHOR SHALL BE PLACED AT EACH BUILDING CORNER WITHIN ! 2" OF W117111 LENfm (MAX) u MOCKS u axe ( fl- HOP ;EMCH CORNER 6 IO -4 5. ANY REQUIRED INTERMEDIATE ANCHORS SHALL BE PLACED EQUAL DISTANCES 6 7' 6" 4 2 2 2 2 8 APART FROM EACH OTHER. 8 8 7' 6" 4 2 8 10 i' -6" 4 2 2 2 6. THE ANCHOR MUST BE IN THE SITE SOIL CLASS IN WHICH THE LOAD 8 12 7 .. 6 ,E 6 REQUIREMENTS WERE SET. 8 14 7' -6" 6 5 5 5 7. USE TIE -DOWN ENGINEERING (OR COMPARABLE) 1/2" X 30" GROUND ANCHOR 8 16 7' - 6" 6 2 5 5 5 WITH SINGLE 4" HELIX OR 5/8" DIA. X 40° GROUND ANCHOR WITH SINGLE G" HELIX 10 10 7'-0" ' 4 2 2 2 8. TESTED 501L CAPACITY FOR TIE DOWN 1/2' X 30' ANCHOR = 500 FT . LB. 10 12 7' 6 _ _ _ - 9. TESTED SOIL CAPACITY FOR TIE DOWN 5/8" X 40" ANCHOR = 375 FT. LB 10 14 0" 6 5 5 5 10. INSTALLATION OF THE ANCHORS MUST MEET ALL AT REQUIREMENTS AS SPECIFIED 10 I6 7' 6 2 5 5 5 10 20 7' 2 5 5 BY TIE DOWN ENGINEERING, INC TO INCLUDE REQUIREMENTSINS FOR SPACING AND Ip 24 4 ; • p•: l0 0 4 2 4 4 4 SITE SPECIFIC SOIL CONDITIONS 10 50 7'-0" 12 2 5 5 1 1 . MAXIMUM STRUCTURE HEIGHT IS 12 FEET 12 12 6' -6" 6 12. ANCHORS ARE FOR SPECIFIED SOIL CLASSES NEEDED 12 14 6' - 6" 6 2 5 5 5 DESIGN PARAMETERS 12 16 6 = 5 5 5 2 20 6' -6" 8 5 5 5 I . WIND DESIGN PER ASCE 7 -02 12 24 6' - 6" 10 2 4 4 4 2. DESIGN WIND SPEED - I I OMPH - 13OMPH -150 MPH 12 50 6' - 6" 12 2 5 5 9 3. WIND EXPOSURE CATEGORY: C 12 56 6'-6" 14 2 6 6 6 4. WIND IMPORTANCE FACTOR: 1.0 12 40 6' - 6" 16 2 5. ENCLOSURE CLASSIFICATION: ENCLOSED 12 44 6' 6" 16 ' 12 50 6' - 6" 18 2 8 0 5 G. DESIGN MEETS INTERNATIONAL BUILDING CODE 2006 # FLORIDA BUILDING CODE 14 14 6' 6" 12 4 5 5 5 2007 4 2009 SUPPPLEMENTS TO FLORIDA BUILDING CODE 2007 14 16 6' -6" 12 4 5 5 5 SOIL CLASS DESCRIPTIONS: 14 20 6' -6" 16 4 5 5 5 14 24 6' -6" 20 4 4 4 4 5011 CLASS 2 - VERY DENSE AND OR CEMENTED SANDS, COARSE GRAVEL, 14 50 6' -6" 24 4 5 5 COBBIES. PRELOADED SILTS, CLAYS AND COARL. A TEST PROBE TORQUE VALUE OF 14 56 6' - 6" 28 4 6 6 6 550 +Ibs -m 14 40 6' -6" 52 4 7 1 14 44 6' -6" 52 4 7 7 7 SOIL CLA55 3 - MEDIUM DENSE COARSE SANDS SANDY GRAVELS VERY STIFF SILTS 14 50 6' - 6" 56 4 8 0 0 AND CLAYS. A TEST PROBE TORQUE VALUE OF 350- 5501bs -in DESIGN FOR: LARK BUILDERS _ 409 DICKSON STREET •.•... VIDALIA, GA. 30474 4.......' Haney Associates, Inc. PROJECT NUMBER - 06EN224A ul•••• Engineering & Construction Planning DATE: APRIL I st, 2009 -1 ��• 1N Voce Street, Sake i, NamMK B.C2li7s•?Mrc8f4fK %NFu:a6/446- Sheet I OF I - ...7'.„ A 3 '0 40,irST \ ' ' . -`-PI i]( � � � / / -il •«3 % $T' • . / ` . ( !1 ` 1 • 1 , A E'OR Qa t r NOTE: THIS PLAN HAS BEEN UPDATED AND SUPERSEDES ANY PREVIOUS COPIES + >wil aae