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1600 Selva Marina Drive 14-00000311 (Veh-Ped Bridge) CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247-5814 Application Number . . . . . 14-00000311 Date 4/04/14 Property Address . . . . . . 1600 SELVA MARINA DR Application type description COMMERCIAL OTHER Property Zoning . . . . . . . TO BE UPDATED Application valuation . . . . 300000 ---------------------------------------------------------------------------- Application desc ABCC VEHICULAR AND PEDISTRIAN BRIDGE ---------------------------------------------------------------------------- Owner Contractor - ------------------------ ----------------------- SELVA MARINA COUNTRY CLUB BARCO-DUVAL ENGINEERING INC 1600 SELVA MARINA DR 1462 HEATHER GLEN LN ATLANTIC BEACH FL 322335616 MIDDLEBURG FL 32068 --- Structure Information 000 000 PEDS AND CAR BRIDGE Occupancy Type . . . . . . BUSINESS ---------------------------------------------------------------------------- Permit . . . . . . COMMERCIAL ALTERATION/OTHER Additional desc . . BRIDGE FOR GOLF CARTS ABCC Permit Fee . . . . 1080 . 00 Plan Check Fee 540 . 00 Issue Date . . . . Valuation . . . . 300000 Expiration Date . . 10/01/14 ---------------------------------------------------------------------------- Special Notes and Comments Maintenance/hold harmless agreement must be finalized before City acceptance of ABCC rights-of-way. 2010 FLORIDA BUILDING CODE, FLORIDA FIRE PREVENTION CODE 2008 NATIONAL ELECTRIC CODE --------------------------------------------------------------------------- Other Fees . . . . . . . . . STATE DCA SURCHARGE 16 . 20 ENG REV BLDG MOD OR ROW 25 . 00 STATE DBPR SURCHARGE 16 . 20 -------------------------------------------------------------------- Fee summary Charged Paid Credited Due ----------------- ---------- ---------- ---------- ---------- Permit Fee Total 1080 . 00 1080 . 00 . 00 . 00 Plan Check Total 540 . 00 540 . 00 . 00 • 00 Other Fee Total 57 . 40 57 .40 . 00 . 00 Grand Total 1677 .40 1677 . 40 . 00 . 00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. Sworn to and subscribed betorp me sworn o and subscrioea bet re me this Da 20 this Y Day of ` JA S N Notary P lic,State of Florida SANCRA SPENCER Notary Public MY COMMISSION#EEO u �y Commission No.EE 16347Q EXPIRES June 04,2015 Revised 01.26.10 (407)398-0153 Floridice.com i i OVERALL PARCEL That certain tract or parcel of land being a portion of Government Lots 7, 8, 9, 10, 15 and 16, of Section 8, a portion of Government Lot 6 of Section 9,a portion of Government Lot 2 of Section 16,and a portion of Government lots 1 arld 2 of Section 17,all in Township 2 South,Range 29 East,together with Lot 5, Block 1,Dormer's Replat as recorded in Plat Book 19,Pages 16 and 16A of the Current Public Records of Duval County,Florida,together with Lot 1,Block 9,Selva Marina Unit No. 5, as recorded in Plat Book 30,Pages 29 and 29A of said Current Public Records and being more particularly described as follows:BEGINNING at the Northeast corner of said Lot 1,Block 9, Selva Marina Unit No.5;thence South li 1211640" East along the Westerly right of way line of Selva Marina Drive(a 100 foot right of way), 174.55 feet to the Southeast corner of said Lot 1,and a point herein after referred to as Reference Point"A";thence continue South 12116'40" East along said Westerly right of way line,750.02 feet to the Northeast corner of Lot 12,Block 8,Selva Marina Unit No.4, as recorded in Plat Book 30,Page 28 of said Current Public Records;thence South 77°43'20"West along the North line of said Lot 12,a distance of 335.00 feet to the Northwest corner thereof;thence South 12°16'40"East along the West line of said Lot 12 and along the West line of Lot 11,said Block 8,a distance of 352.58 feet,to the Southwest comer thereof, thence South 16°36'58" East along the West line of Lots 10 and 9,said Block 8, a distance of 283,43 feet to the Northeast comer of those certain lands recorded in Official Records Book I3654, Page 260 of said Current Public Records;thence South 77°45'45"West along the North line of said last mentioned lands,the same being the South line of those certain lands i recorded in Official Records Book 7910, Page 958 of said Current Public Records, a distance of 387.06 feet to the Southwest corner thereof and the Northwest corner of said lands in Official Records Book.13654,Page 260;thence South 1211415"East along the West line of said lands in Official Records Book 13654,Page 260,a distance of 319.58 feet to the Northeast comer of Lot 80, Selva Linkside Unit 1,as recorded in Plat Book 44, Pages 23 and 23A of said Current Public Records;thence South 83"23'56"West along the North line of said plat of Selva Linkside Unit 1,a distance of 669.23 feet; thence North 07°03'03" West, along an Easterly line of said plat-of Selva Linkside Unit 1 and along the Easterly line of Selva Linkside Unit 2, as recorded in Plat Book 47,Pages 85,85A and 85B of said Current Public Records, a distance of f 1321.55 feet to the Northeast.comer thereof;thence the following three (3) courses along the North line of said plat of Selva Linkside Unit 2; Course No. 1: South 8910757"West,407.71 feet; Course No.2: South 00008156" East, 75.41 feet; i Course No. 3: South 89°11'29"West,469.26 feet to the Northwest corner of said plat of Selva Linkside Unit 2 and a point l situate on the East line of Lot 4 said Block 1, Donner's Replat, aforementioned; thence North 00°19'04" West, along said ! i East line of Lot 4,a distance of 4.00 feet to the Southeast comer of said Lot 5,Block 1;thence South 89109'16"West,along i the South line of said Lot 5,a distance of 175.81 feet to the Southwest corner thereof and a point situate on the East right of ; way line of Francis Avenue(a 30 foot right of way);thence North 0009'03"West along said East right of way line,70.81 j feet to the North line of said Government Lot 2,Section 17, and the North right of way line of Dutton Island Road East, I formerly Church Road(a 50 foot right of way);thence South 89°07'49"West,along said North right of way line,and along said North line of Government Lot 2,a distance of 15.00 feet to the Southwest corner of the East 1/2 of Government Lot 15. of said Section 8;thence North 00°43'57"West along the Westerly boundary line of said Fast 1/2 of Government Lot 15, a distance of 1325.08 feet to the Southerly boundary of Government Lot 10 of said Section 8; thence along the Southerly bounds of said Lot 10 South 88'42'28"Wes 355.34 feet to the Southeast corner rn r fF > o Fairway Villas as n' � recorded in Plat Y Book 39, Pages 22 and 22A of said Current Public Records;thence North 01'42'35" West, along the Easterly line of said Fairway Villas, 1875.09 feet to the Northeast comer thereof and to a point in the South line of lands recorded in Official Records Volume 4163, Page 1108 of said Current Public Records; thence North 88115'56" East, along said South line, j 470.00 feet;thence North 51025'05"East continuing along the Southeasterly line of said last mentioned lands and along the Southeasterly line of lands recorded in Official Records Book 7811,Page 1979 of said Current Public Records,403.91 feet to the most Westerly corner of Sevilla Gardens Unit 2,as recorded in Plat Book 45,Pages 7.and 7A of said Current Public Records;thence Southeasterly along the Southwesterly line of said plat,and along the Southwesterly line of lands recorded in Official Records Book 8359, Page 2009 and in Official Records Volume 5320, Page 420,both of said Current Public Records,said line being a curve concave Northeasterly and having a radius of 4069.72 feet,an arc distance of 1091.42 feet, said arc being subtended by a chord bearing and distance of South 47°27'41" East, 1088.15 feet to an angle point on the boundary line of said last mentioned lands;thence North 59°31'54"East along the Southerly line of last mentioned lands, 90.47 feet;thence South 30053153"East along the Southwesterly line of last mentioned lands and along the Southwesterly line of lands recorded in Official Records Volume 4170, Page 823 of said Current Public Records, 187.40 feet; thence South 58145'33"East,continuing along the Southwesterly line of said last mentioned lands, 117.92 feet to an angle point in said boundary line, which lies North 22°45'18 West, 1928.97 feet from the Point of Beginning;thence South 12°43'00" East along the Westerly line of last mentioned lands, 46 feet, more or less, to the Southwest corner thereof and the intersection with the Westerly shoreline of a drainage ditch and/or canal;thence Southerly along the Westerly shoreline of said drainage ditch and/or canal,2026.00 feet,more or less,to a point which lies South 77°43'20" West, 332 feet,more or less,from said Reference Point"A";thence North 77°43'20"East,along the Westerly prolongation of the Southerly line of i Page 1 of 5 JAX ACTIVE 3387988.1 i I said Lot 1,a distance of 32 feet,more or less,to the Southwest comer of said Lot 1, which lies South 77°43'20" West, 300.00 feet from said Reference Point"A';thence North I2116'40"West along the Westerly line of said Lot 1, a distance j of 174.55 feet.to the Northwest comer thereoP, thence North 77°4370" East, along the Northerly line of said Lot 1, a distance of 300.00 feet to the POINT OF BEGINNING. Less and Except: SUBDMSION PARCEL THAT CERTAIN TRACT OR PARCEL OF LAND BEING ALL OF LOT 5 OF DONNER'S REPLAT, ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 19,PAGES 16 AND 16A OF THE PUBLIC RECORDS OF DUVAL COUNTY, FLORIDA AND A PORTION OF SECTION 8, SECTION 16 AND SECTION 17; ALL IN TOWNSHIP 2 SOUTH, RANGE 29 EAST, DUVAL COUNTY, FLORIDA, BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS: COMMENCING AT THE NORTHEAST CORNER OF LOT 1, BLOCK 9, SELVA MARINA UNIT N.O. 5, i ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 30,PAGE 29 OF THE CURRENT PUBLIC RECORDS OF DUVAL COUNTY,FLORIDA;THENCE SOUTH 12°I6'40"EAST ALONG THE EASTERLY LINE OF SAID LOT I AND ITS SOUTHERLY EXTENSION THEREOF,SAID LINE ALSO BEING THE WESTERLY RIGHT OF WAY LINE OF SELVA MARINA DRIVE(A 100 FOOT RIGHT OF WAY),A DISTANCE OF 785.26 FEET TO THE POINT OF BEGINNING;THENCE CONTINUE SOUTH 12016'40"EAST ALONG SAID WESTERLY RIGHT OF WAY LME, •100.00 FEET TO A POINT ON A CURVE CONCAVE SOUTHWESTERLY; THENCE NORTHWESTERLY ALONG THE ARC OF SAID CURVE,HAVING A RADIUS OF 25.00 FEET ANDA CENTRAL � ANGLE OF 8905825", 39.26 FEET AND BEING SUBTENDED BY A CHORD BEARING AND DISTANCE OF NORTH 57015'53" WEST, 35.35 FEET TO A POINT OF TANGENCY;,THENCE SOUTH 77644'55" WEST, 92.32 FEET TO A POINT OF CURVATURE OF A CURVE CONCAVE NORTHERLY;THENCE WESTERLY ALONG THE ARC OF SAID CURVE, HAVING A RADIUS OF 375.00 FEET AND A CENTRAL ANGLE OF 47°40'31", 312.03 FEET AND BEING SUBTENDED BY A CHORD BEARING AND DISTANCE OF NORTH 78024'49" WEST, 303.11 FEET TO A POINT OF REVERSE CURVATURE OF A CURVE CONCAVE SOUTHWESTERLY; THENCE NORTHWESTERLY ALONG THE ARC OF SAID CURVE,HAVING A RADIUS OF 105.00 FEET AND A CENTRAL ANGLE OF 4601 P28", 84.65 FEET AND BEING SUBTENDED BY A CHORD BEARING AND DISTANCE OF NORTH 77040'18" WEST, 82.38 FEET TO A POINT OF TANGENCY; THENCE SOUTH 79°13'58" .WEST, 80.78 FEET TO A POINT OF CURVATURE OF A CURVE CONCAVE SOUTHEASTERLY;THENCE SOUTHWESTERLY ALONG THE ARC OF SAID CURVE, HAVING A RADIUS OF 135.00 FEET AND A CENTRAL ANGLE OF 13009'05",30.99 FEET AND BEING SUBTENDED BY A.CHORD BEARING AND DISTANCE OF SOUTH 72039'25" WEST, 30.92 FEET TO A POINT OF REVERSE CURVATURE OF A CURVE CONCAVE NORTHERLY; THENCE WESTERLY ALONG THE ARC OF SAID CURVE, HAVING A RADIUS OF 300.00 FEET AND A CENTRAL ANGLE OF 34044'38", 181.92 FEET AND BEING SUBTENDED BY A CHORD BEARING AND DISTANCE OF I SOUTH 83027'12" WEST, 179.14 FEET TO A POINT OF COMPOUND CURVATURE OF A CURVE CONCAVE NORTHEASTERLY; THENCE NORTHWESTERLY ALONG THE ARC OF SAID CURVE, HAVING A RADIUS OF 400.00 FEET AND A CENTRAL ANGLE OF 36053'28", 257.55 FEET AND BEING SUBTENDED BY A CHORD BEARING AND DISTANCE OF NORTH 60043'46" WEST, 253.12 FEET TO A POINT OF TANGENCY; THENCE NORTH 42017'02"WEST,222.87 FEET;THENCE SOUTH 41020'48"WEST,90.00 FEET;THENCE SOUTH 80°05'47" WEST, 39.51 FEET; THENCE NORTH 56°23'49" WEST, 44.74 FEET; THENCE NORTH 73020'05" WEST, 67.99 FEET; THENCE NORTH 80°24'17" WEST, 466.10 FEET TO A POINT OF CURVATURE OF A CURVE CONCAVE SOUTHWESTERLY;THENCE NORTHWESTERLY ALONG THE ARC OF SAID CURVE, HAVING A RADIUS OF 300.00 FEET AND A CENTRAL ANGLE OF 9003'22", 47.42 FEET AND BEING SUBTENDED BY A CHORD BEARING AND DISTANCE OF NORTH 84055'58" WEST, 47.37 FEET TO A POINT OF TANGENCY; THENCE NORTH 89027'38"WEST,73.52 FEET TO A POINT ON A CURVE CONCAVE WESTERLY;THENCE SOUTHERLY ALONG THE ARC OF SAID CURVE, HAVING A RADIUS OF 200.00 FEET AND A CENTRAL ANGLE OF Page 2 of 5 JAX ACTIVE 3387988.1 i I 901'2'I3",32.13 FEET AND BEING SUBTENDED BY A CHORD BEARING AND DISTANCE OF SOUTH 04°03'45" EAST, 32.09 FEET TO A POINT OF TANGENCY;THENCE SOUTH 0°32122" WEST, 80.00 FEET TO A POINT OF j CURVATURE OF A CURVE CONCAVE NORTHWESTERLY;THENCE SOUTHWESTERLY ALONG THE ARC OF j SAID CURVE, HAVING A RADIUS OF 200.00 FEET AND A CENTRAL ANGLE OF 65000'09' 226.90 FEET AND BEING SUBTENDED BY A CHORD BEARING AND DISTANCE OF SOUTH 3300226" WEST,214.93 FEET TO A POINT OF TANGENCY; THENCE SOUTH 651132'30" WEST, 135.37 FEET TO A POINT ON THE NORTHERLY LINE OF SELVA LINKSIDE UNIT 2,ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 47, PAGES 85, 85A AND 85B OF THE PUBLIC RECORDS OF DUVAL COUNTY, FLORIDA; THENCE SOUTH 89007'49" WEST ALONG SAID NORTHERLY LINE, 2.04 FEET TO THE NORTHWEST CORNER OF SAID PLAT j AND A POINT ON THE EASTERLY LINE OF DONNER'S REPLAT, ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 19, PAGES 16 AND 16A OF SAID PUBLIC RECORDS; THENCE NORTH 0132'35" WEST,4.00 FEET TO THE SOUTHEAST CORNER OF LOT 5, BLOCK I OF SAID DONNER'S REPLAT; THENCE SOUTH 89007'49" WEST ALONG THE SOUTH LINE OF SAID LOT 5, 175.90 FEET TO THE SOUTHWEST �. CORNER OF SAID LOT 5; THENCE NORTH 0°32'35" WEST ALONG THE WEST LINE OF SAID LOT 5, 70.96 FEET TO THE NORTHWEST CORNER OF SAID LOT 5, SAID POINT ALSO BEING ON THE SOUTH LINE OF THE AFOREMENTIONED SECTION 8; THENCE NORTH 89°07'49" EAST ALONG SAID SOUTH LINE OF SECTION 8,3.89 FEET TO A POINT ON A CURVE CONCAVE SOUTHERLY;THENCE EASTERLY ALONG THE ARC OF SAID CURVE, HAVING A RADIUS OF 165.00 FEET AND A CENTRAL ANGLE OF 59-33,27", 171.51 FEET AND BEING SUBTENDED BY A CHORD BEARING AND DISTANCE OF NORTH 81001'29" EAST, 163.89 FEET TO A POINT OF REVERSE CURVATURE OF A CURVE CONCAVE NORTHERLY; THENCE EASTERLY ALONG THE ARC OF SAID CURVE, HAVING A RADIUS OF 150.00 FEET AND A CENTRAL ANGLE OF 31048'04",83.25 FEET AND BEING SUBTENDED BY A CHORD BEARING AND DISTANCE OF SOUTH 85005'50" EAST, 82.19 FEET; THENCE NORTH 032'22" EAST, 772.85 FEET; THENCE NORTH 10°02'38" WEST, 119.27 FEET TO A POINT OF CURVATURE OF A CURVE CONCAVE EASTERLY;THENCE NORTHERLY ALONG THE ARC OF SAID CURVE, HAVING A RADIUS OF 335.00 FEET AND A CENTRAL ANGLE OF 21°57'44", 128.41 FEET AND BEING SUBTENDED BY A CHORD BEARING AND DISTANCE OF NORTH 0°56'14" EAST, 127.62 j FEET TO A POINT OF TANGENCY; THENCE NORTH 11°55106" EAST, 86.85 FEET; THENCE NORTH 748'24" WEST, 45.00 FEET; THENCE NORTH 38°22'36" WEST, 534.60 FEET; THENCE NORTH 67°55'47" WEST, 63.22 FEET; THENCE NORTH 27°55'12" WEST, 130.72 FEET; THENCE NORTH 2°13'42" EAST, 77.21 FEET; THENCE NORTH 37055'35"EAST,63.03 FEET;THENCE NORTH 51°55'28" EAST, 80.74 FEET;THENCE NORTH 58°54'54" EAST,37.77 FEET;THENCE NORTH 89°58'05"EAST,98.10 FEET;THENCE SOUTH 47°20'52"EAST, 140.92 FEET; THENCE SOUTH 19018'48" EAST, 95.34 FEET; THENCE SOUTH 38°23'04" EAST, 502.15 FEET TO A POINT OF CURVATURE OF A CURVE CONCAVE SOUTHWESTERLY;THENCE SOUTHEASTERLY ALONG THE ARC OF i SAID CURVE,HAVING A RADIUS OF 320.00 FEET AND A CENTRAL ANGLE OF 33°1749", 185.96 FEET AND BEING SUBTENDED BY A CHORD BEARING AND DISTANCE OF SOUTH 21044'09" EAST, 183.36 FEET; I. THENCE SOUTH 54°27'55" EAST, 182.60 FEET; THENCE NORTH 85°35'25" EAST, 66.34 FEET TO A POINT OF CURVATURE OF A CURVE CONCAVE NORTHWESTERLY;THENCE NORTHEASTERLY ALONG THE ARC OF SAID CURVE, HAVING A RADIUS OF 180.00 FEET AND A CENTRAL ANGLE OF I0°02'50", 31.56 FEET AND BEING SUBTENDED BY A CHORD BEARING AND DISTANCE OF NORTH 8034'00" EAST,31.52 FEET TO A POINT OF TANGENCY;THENCE NORTH 75°32'35"EAST,33.25 FEET;THENCE NORTH 14°27'25"WEST, 135.00 FEET;THENCE NORTH 75°32'35" EAST, 120.00 FEET; THENCE NORTH 14°27'25"WEST,20.00 FEET;THENCE SOUTH 7532'35" WEST, 120.00 FEET; THENCE NORTH 14°27'25" WEST, 37.76 FEET TO A POINT OF CURVATURE OF A CURVE CONCAVE SOUTHWESTERLY;THENCE NORTHWESTERLY ALONG THE ARC OF SAID CURVE, HAVING A RADIUS OF 150.00 FEET AND A CENTRAL ANGLE OF 18°13'51",47.73 FEET AND BEING SUBTENDED BY A CHORD BEARING AND DISTANCE OF NORTH 23°34120" WEST,47.53 FEET TO A POINT OF TANGENCY; THENCE NORTH 32°41'16" WEST, 1333.06 FEET; THENCE NORTH 09°31'53" WEST, 178.01 FEET;THENCE NORTH 57°18'44"EAST,50.00 FEET;THENCE NORTH 32°4PI6"WEST,75.93 FEET TO A POINT OF CURVATURE OF A CURVE CONCAVE NORTHEASTERLY; THENCE NORTHWESTERLY ALONG THE ARC OF SAID CURVE,HAVING A RADIUS OF 200.00 FEET AND A CENTRAL ANGLE OF 23°09'23", 80.83 Page 3 of 5 JAX ACTIVE 3387988.1 I i j I FEET AND BEING SUBTENDED BY A CHORD BEARING AND DISTANCE OF NORTH 21006'34" WEST, 80.28 FEET TO A POINT OF TANGENCY; THENCE NORTH 9131'53" WEST, 176.09 FEET TO A POINT OF CURVATURE OF A CURVE CONCAVE SOUTHWESTERLY;THENCE NORTHWESTERLY ALONG THE ARC OF SAID CURVE, HAVING A RADIUS OF 25.00 FEET AND A CENTRAL ANGLE OF 48°11'23", 21.03 FEET AND BEING SUBTENDED BY A CHORD BEARING AND DISTANCE OF NORTH 33037'34" WEST,20.41 FEET TO A POINT OF REVERSE CURVATURE OF A CURVE CONCAVE EASTERLY;THENCE NORTHERLY ALONG THE ARC OF SAID CURVE, HAVING A RADIUS OF 50.00 FEET AND A CENTRAL ANGLE OF 91°04'21",79.48 FEET f AND BEING SUBTENDED BY A CHORD BEARING AND DISTANCE OF NORTH l2°11'05" WEST, 71,37 FEET; THENCE NORTH 7003T54"WEST,40.35 FEET;THENCE NORTH 01 139'36"WEST, 130.26 FEET;THENCE NORTH 8802024" EAST, 103.38 FEET TO A POINT OF CURVATURE OF A CURVE CONCAVE SOUTHWESTERLY; THENCE SOUTHEASTERLY ALONG THE ARC OF SAID CURVE, HAVING A RADIUS OF 170.00 FEET AND A CENTRAL ANGLE OF 11303544", 337.04 FEET AND BEING SUBTENDED BY A CHORD BEARING AND i DISTANCE OF SOUTH 34°51'44" EAST, 284.49 FEET; THENCE SOUTH 0931'53" EAST, 178.14 FEET;THENCE SOUTH 20011'06"EAST,53.95 FEET;THENCE SOUTH 32141'16"EAST, 1225.00 FEET;THENCE NORTH 54°09'28" EAST, 177.04 TO A POINT OF CURVATURE OF A CURVE CONCAVE SOUTHWESTERLY; THENCE SOUTHEASTERLY, SOUTHERLY AND SOUTHWESTERLY ALONG THE ARC OF SAID CURVE, HAVING A RADIUS OF 170.00 FEET AND A CENTRAL ANGLE OF 189°10'44",561.30 FEET AND BEING SUBTENDED BY A CHORD BEARING AND DISTANCE OF SOUTH 31015'10" EAST, 338.91 FEET TO A POINT OF TANGENCY; THENCE SOUTH 63°20'12" WEST, 171.66 FEET TO A POINT ON A CURVE CONCAVE SOUTHWESTERLY; THENCE SOUTHEASTERLY ALONG THE ARC OF SAID CURVE, HAVING A RADIUS OF 440.00 FEET AND A CENTRAL ANGLE OF 12°12'23", 93.74 FEET AND BEING SUBTENDED BY A CHORD BEARING AND DISTANCE OF SOUTH 20033'37" EAST, 93.56 FEET TO A POINT OF TANGENCY; THENCE SOUTH 14027125" EAST, 1.22 FEET;THENCE SOUTH 75°32'35"WEST, 120.00 FEET;THENCE SOUTH 14°27'25"EAST,20:00 FEET; THENCE NORTH 75032'35"EAST, 120.00 FEET;THENCE SOUTH 1427'25"EAST,784.82 FEET;THENCE SOUTH 10°17'57" EAST,247.52 FEET;THENCE SOUTH 47°42'58"WEST,91.41 FEET;THENCE SOUTH 42°17'02"EAST, f 222.87 FEET TO A POINT OF CURVATURE OF A CURVE CONCAVE NORTHEASTERLY; THENCE SOUTHEASTERLY ALONG THE ARC OF SAID CURVE,HAVING A RADIUS OF 350.00 FEET AND A CENTRAL ANGLE OF 36°53'28", 225.35 FEET AND BEING SUBTENDED BY A CHORD BEARING AND DISTANCE OF SOUTH 60043'46" EAST, 221.48 FEET TO A POINT OF COMPOUND CURVATURE OF A CURVE CONCAVE NORTHERLY; THENCE EASTERLY ALONG THE ARC OF SAID CURVE, HAVING A RADIUS OF 250.00 FEET AND A CENTRAL ANGLE OF 34°44'38", 151.60 FEET AND BEING SUBTENDED BY A CHORD BEARING AND E DISTANCE OF NORTH 83027'12" EAST, 149.29 FEET TO A POINT OF REVERSE CURVATURE OF A CURVE j j CONCAVE SOUTHEASTERLY; THENCE NORTHEASTERLY ALONG THE ARC OF SAID CURVE, HAVING A RADIUS OF 185 FEET AND A CENTRAL ANGLE OF 13009'05", 42.46 FEET AND BEING SUBTENDED BY A CHORD BEARING AND DISTANCE OF NORTH 72039'25" EAST, 42.37 FEET TO A POINT OF TANGENCY; I: THENCE NORTH 79013'58" EAST, 80.78 FEET TO A POINT OF CURVATURE OF A CURVE CONCAVE ! SOUTHWESTERLY;THENCE SOUTHEASTERLY ALONG THE ARC OF SAID CURVE,HAVING A RADIUS OF i 155.00 FEET AND A CENTRAL ANGLE OF 46011'28", 124.96 FEET AND BEING SUBTENDED BY A CHORD ! BEARING AND DISTANCE OF SOUTH 77040'18"EAST, 121.60 FEET TO A POINT OF REVERSE CURVATURE OF A CURVE CONCAVE NORTHEASTERLY;THENCE SOUTHEASTERLY ALONG THE ARC OF SAID CURVE, HAVING A RADIUS OF 325.00 FEET AND A CENTRAL ANGLE OF 47°40'31", 270.43 FEET AND BEING ! SUBTENDED BY A CHORD BEARING AND DISTANCE OF SOUTH 78"24'49"EAST,262.70 FEET TO A POINT OF TANGENCY; THENCE NORTH 77°44'55" EAST, 92.27 FEET TO A POINT OF CURVATURE OF A CURVE CONCAVE NORTHWESTERLY; THENCE NORTHEASTERLY ALONG THE ARC OF SAID CURVE, HAVING A RADIUS OF 25.00 FEET AND A CENTRAL ANGLE OF 90001'35", 39.28 FEET AND BEING SUBTENDED BY A CHORD BEARING AND DISTANCE OF NORTH 3244'07"EAST,35.36 FEET TO THE POINT OF BEGINNING. Further Less and Except: i Page 4 of 5 i JAX_ACI'IVE 3387988.1 I i `I , I CLUBHOUSE PARCEL LOT 1,BLOCK 9,SELVA MARINA UNIT X0.5,ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 30, PAGES 29 AND 29A OF THE CURRENT PUBLIC RECORDS OF DUVAL COUNTY, FLORIDA, TOGETHER WITH A PORTION OF SECTION 8, SECTION 9, SECTION 16 AND SECTION l7, TOWNSHIP 2 I SOUTH,RANGE 29 EAST,AND BEING MORE PARTICULARL Y DESCRIBED AS FOLLOWS; BEGINNING A T THE NORTHEAST CORNER OF SAID LOT 1, BLOCK 9; THENCE SOUTH 121116'40" EAST, 752.34 FEET ALONG THE WESTERLY RIGHT OF WAY LINE OF SELVA MARINA DRIVE(A 100 FOOT RIGHT OF WAY AS NOW ESTABLISHED), 752.34 FEET TO THE POINT OF CURVATURE OF A CURVE CONCAVE NORTHWESTERLY,THENCE SOUTHWESTERLY ALONG THE ARC OF SAID CURVE,HAVING A RADIUS OF 25.00 FEET AND A CENTRAL ANGLE OF 90'02'50", AN ARC DISTANCE OF 39.29 FEET AND BEING SUB TENDED BY A CHORD BEARING AND DISTANCE OF SOUTH 32644'45"WEST,35.37 FEET TO THE POINT OF TANGENCY, THENCE SOUTH 71'46'10" WEST, 163.32 FEET TO THE POINT OF CUR VA TURF OF A CURVE CONCAVE NORTHEASTERLY, THENCE WESTERLY ALONG THE ARC OF SAID CURVE',HAVING A RADIUS OF 225.00 FEET AND A CENTRAL ANGLE OF 46"20'33", AN ARC DISTANCE OF 181.99 FEET AND BEING SUBTENDED BY A CHORD BEARING AND DISTANCE OF NORTH 79'03'34" WEST, 177,07 FEET TO THE POINT OF REVERSE CURVATURE OF A CURVE CONCAVE SOUTHWESTERLY;THENCE WESTERLY ALONG THE ARC OF SAID CURVE, HAVING A RADIUS OF 175.00 FEET AND A CENTRAL ANGLE OF 44°52'45",AN ! ARC DISTANCE OF 137,08 FEET AND BEING SUBTENDED BY A CHORD BEARING AND DISTANCE OF NORTH 78019'39" WEST, 133.60 FEET,' THENCE NORTH 01'36`42" EAST ALONG THE OPEN WATERS OF SHERMAN'S CREEK, 508.98 FEET TO THE SOUTHWEST CORNER OF SAID LOT 1,BLOCK 9;THENCE NORTH 12016'40" WEST ALONG THE WESTERLY LINE OF SAID LOT 1,BLOCK 9, 174.55 FEET TO THE NORTHWEST CORNER OF SAID LOT 1, BLOCK 9; THENCE NORTH 71'43'20" EAST ALONG THE NORTHERL Y LINE OF SAID LOT 1,BLOCK 9,300.00 FEET TO THEPOINT OF BEGINNING. f I Page 5 of 5 JAX ACTIVE 3387988.1 I FILE COPY : Zeyn B. Uzman, P.E. Project atlantic Beach Country Club 305 Charleston Greene Project# FL-0575 Malvern,PA 19355 Designer zbu Date 27-Feb-14 (217)652-6737 Checked Date Project Data: Atlantic Beach Country Club Vehicular/Pedestrian Bridge Jacksonville, Florida Client: York Bridge Concepts Tam a,Florida y,,4 , LlC E NsF ??q2 No. 58874 �• STATE OF I /©NAL �1;ftl4t10% The following calculations have been ct s n. Signature 2/27/2 Date 2/28/2015 Expiration Date Ln 0 0 a EO w w Q� LL a m w LLx o f it J � J_ 0 m � 2 LL LL W Q a w ~ a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a- >- r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r a 0 0 0 m 8 LL W N N N N N N N N N N N o N N N N N N N N N N N N N N N N N N N N N N � m w m O O � a a r r N N N ¢ N N ¢ N N N N N N N N N N N N N N N N N Q N N N N N N N N N N N ❑ ❑ v v v v o 0 o v v c v o v o o c v v v v v v v Z Z a Z N N OfN N N N N N N N N N N N Z N N N N N N N N N LL O7 O7 x N Q Q z � � r Cl) Cl) z > w ❑ 0 a a a a a Q a a ¢ a ¢ ¢ ¢ a Q a ¢ a a a a Q a Q ¢ ¢ a ¢ a a a a a z z Q U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U IL U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U Q I z z w w a a U U z a a Z H r ~ mm J Z 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 w O O w ( 1 F V w � Q ¢ 0 U U U U m w z 0� z Q.LliQ N N ¢ N ❑ ❑ ❑ 0 0 ❑ ❑ ¢ N ❑ 0 0 p J Z # # Z # # u # # # # # # # # § # # # Z # # # # # # it # # # LL m O w r � J _LLJ > _ z ~ o - 0 0 0 0 0 0 0 0 0 0 ❑ V O C7 0 � bv o 0 0 � o o N bv o io io 0 o Q LL Z C1 m O m m m m O O O O m w Q W z m ^ w a o0 m m b LU x x � � am m m "v io m o o m "a X m K X X X X X X X o o U Q w m X X m X X X X X X x X X X X X X X . X _ _ x X - - - - X 0 X X - N LlJ z N '-XQ N V x - iV V M [V l7 V iV c. O V V N N v- [V (V d. R fV O N X C LL W N C r N X X mr 0 N ~ W W N m C W O W z 0LD LL LL W z U O Z O w O Z U U C Y Z Z w Y Y a w w ? a a a0 U O O O w a�G O O z z z ¢ ¢ O n N N J a J Q m m U W w U j ¢ Q Y 0 m m U J m K a Q Q Q Q Q f W W U' O x w Z 07 a 7 Z U' w 0 N x Q Q co N O ¢ yJ 0 0 p z m W m w w U z ¢ v Y z ❑ m Z 6 Z W ❑ C7 c7 (7 U' C Z Z d U N N N N ❑ U J = O U Q � U K �_ j O o z z z z W 0 w O 0 0 0 0 0 0 0 g w ¢ W w w O 0 U U > > �n a a x n N m N 0 a s a s a s U ❑ a > m 0 3 a s a N U U 07 o c� cD m Ca Lo °w ° m 0 0 m ~ 1st 199 Zeyn B. Unman, P.E. Project Atlantic Beach Country Club 305 Charleston Greene Project# FL-0575 Malvern,PA 19355 Designer zbu Date 27-Feb-14 (217)652-6737 Checked Date INPUT DATA Design Loads Vehicular: Design Load: 72 kip Wheel Load: kip Pedestrian: Uniform Loading: K psf Geometry and Loads: SPAN 1 Pedestrian Vehicular Decking: 3 x 8 in. RS 1 Decking: 4 x 12 in. RS 1 0=S4S Wood: Southern Pine Grade No.1 Wood: Southern Pine Grade No.1 1=RS Fb: 1500 psi Fb: 1350 psi Stringer: 3 x 8 inch S4S 0 Wood: Southern Pine Grade No.1 Fb: 1500 psi Fv: 175 psi Spacing: 1.333 ft Span: 6 ft Load Beam: 4 x 12 inch RS 1 O=S4S Wood: Southern Pine Grade No.1 1=RS Fb: 1350 psi Fv: 165 psi Spacing 6 ft San: 8 ft SPAN 1 Glulam: 6.75x37 in. Glulam: 6.75x34.5 in. Width: 6.75 in. Width: 6.75 in. Depth: 37 in. Depth: 34.5 in. Wood: Southern Pine Grade 24F-V4 Wood: Southern Pine Grade 24F-V4 Fb: 2400 psi Fb: 2400 psi Fv: 190 psi Fv: 190 psi Trib.Area: 4.00 ft Trib.Area: 2.25 ft Span: 53 ft San: 53 ft ABUTMENT DESIGN 1 Size: 12 x 12 inch RS 1 Pile Spacing: 4.96 ft Fb: 850 psi #of Piles: 5 Fv: 165 psi #of Stringers: 10 Total Dead Load: 25.546 kis Total Live Load: 119.200 kips ABUTMENT PILE DESIGN Pile Size: 14 in dia. Hgt of pile above ground: ft Skin Friction: 400 psf I F,: 0 psi PEDESTRIAN RAILING DESIGN Post Spacing: 5 0� foot Rail Size: 2 x 8 in Height: 42 Inch Post Size: 8 x 8 in Rail 53 Ib/ft Size: 2 x 8 Loading: 200 lbs. Fb: 1,350 psi Fv: 165 psi Bolt Load: 1125 Ibs/bo@ Bolt Allowable: 6100 lbs/bolt VEHICULAR RAILING DESIGN Post Spacing: 5 foot Rail Size: 6 x 10 in Height: 22.5 inch Post Size: 10 x 10 in Rail 0 Ib/ft Fb: 1,350 psi Loading: 10000 lbs. Fv: 165 psi Rail Shear: 10000 lbs. Post Top Force: 10000 lbs. Bolt Load: 11338 lbs/bolt Post Shear: 10000 lbs. Bolt Allowable: 24500 Ibs/boft Zeyn B.Uzman, P.E. Project Atlantic Beach Country Club 305 Charleston Greene Project# FL-0575 Malvern,PA 19355 Designer zbu Date 27-Feb-14 (217)652-6737 Checked Date PILE DRIVING CAPACITY Compactor Model: C86 Soil Coef: 0 0025 Factor of Safety: Insertion Rate: e in/min Zeyn B.Uzman,P.E. Project Atlantic Beach Country Club 305 Charleston Greene Project# FL-0575 Malvern,PA 19355 Designer zbu Date 27-Feb-14 (217)652-6737 Checked Date SPAN 1 -PEDESTRIAN DECKING DESIGN Allowable Stresses: Design Data: Size: 3 x 8 inch Stringer Spacing: 1.333 foot Fb: 1,500 psi Wood Grade: Southern Pine Grade No.1 RS Design Load: 0 kips Fb=FbC.CDCFCvCLCf„C, Wheel Load: 0 kips Uniform Loading: 85 psf Cm 0.85 Actual Member Properties: CD 1 Thickness: 3 in S= 12.00 in' CF 1 Width: 8 in A= 24.00 in` Cv 1 CL 1 Cf. 1.15 Cr 1.15 Fb: 1,686 psi Bending: Distribution: Area: 0.00 int Length: 8.75 in Width: 21.88 in Loading: 0.00 k/ft Dead Load Moment: 0.001 k-ft Truck Moment: 0.000 k-ft Uniform Moment: 0.013 k-ft fb= 14 psi OK Zeyn B.Uzman,P.E. Project Atlantic Beach Country Club 305 Charleston Greene Project# FL-0575 Malvern,PA 19355 Designer zbu Date 27-Feb-14 (217)652-6737 Checked Date SPAN 1 -PEDESTRIAN STRINGER DESIGN Allowable Stresses: Design Data: Size: 3 x 8 inch Fb: 1,500 psi Stringer Spacing: 1.333 foot F,,: 175 psi Span: 6 foot Wood Grade: Southern Pine Grade No.1 S4S F'b=FbCmCDC+FCVCLC+fuCr Design Load: 0 kips P„=F„CmCD Wheel Load: 0 kips Uniform Loading: 85 psf Cm 0.85 0.97 CD 1.15 Actual Member Properties: CF 1 Thickness: 2.5 in S= 21.90 in' Cv 1 Width: 7.25 in A= 18.13 in` CL 1 1= 79.39 in' Cfu 1 Cr 1.15 Distribution: DF=S/4 F'b: 1,686 psi DF= 0.33325 F',,: 195 psi Wheel Load= 0.00 kips Bending: Shear: Dead Load Moment: 0.09 k-ft w12/8 Dead Load Shear: 0.06 kips Truck Moment: 0.00 k-ft PL/4 Truck Shear: 0.00 kips Uniform Moment: 0.51 k-ft w12/8 Uniform Shear: 0.34 kips fb= 330 psi OK fv= 33 psi OK Deflection: Dead Load 0.00 in Truck Live Load 0.00 in Unit.Live Load 0.03 in U240= 0.30 in OK U360= 0.20 in OK Zeyn B.Uzman, P.E. Project Atlantic Beach Country Club 305 Charleston Greene Project# FL-0575 Malvern,PA 19355 Designer zbu Date 27-Feb-14 (217)652-6737 Checked Date SPAN 1 -PEDESTRIAN LOAD BEAM DESIGN Allowable Stresses: Design Data: Size: 4 x 12 inch Fb: 1,350 psi Beam Spacing: 6 foot F,,: 165 psi Span: 8 foot Wood Grade: Southern Pine Grade No.1 RS Dead Load: 0.105 kip/ft F'b=FbCMCDCFCVCLCfuCr Design Load: 0 kips F„=F„Cr CD Wheel Load: 0 kips Uniform Loading: 85 psf Cm 0.85 0.97 CD 1.15 Actual Member Properties: CF 1 Thickness: 4 in S= 96.00 in' CV 1 Width: 12 in A= 48.00 in` CL 1 1= 576.00 in' Cru 1 Cr 1 F b: 1,320 psi F',: 184 psi Bending: Shear: Dead Load Moment: 0.84 k-ft w12/8 Dead Load Shear: 0.42 kips Truck Moment: 0.00 k-ft P(L-6) Truck Shear: 0.00 kips Uniform Moment: 4.08 k-ft w12/8 Uniform Shear: 2.04 kips fb= 615 psi OK fv= 77 psi OK Deflection: Dead Load 0.01 in Truck Live Load 0.00 in Unif.Live Load 0.05 in U240= 0.40 in OK U360= 0.27 in OK Zeyn B. Unman, P.E. Project Atlantic Beach Country Club 305 Charleston Greene Project# FL-0575 Malvern,PA 19355 Designer zbu Date 27-Feb-14 (217)652-6737 Checked Date SPAN 1 -PEDESTRIAN GLULAM STRINGER DESIGN Allowable Stresses: Design Data: Size: 6.75x37 inch Fb: 2,400 psi Tributary Area: 4.00 foot Fv: 190 psi Span: 53 foot Wood Grade: Southern Pine Grade 24F-V4 Dead Load: 0.138 kip/ft F'b=FbCmCDCFCvCLC,uCr Design Load: 0 kips F'v=F„CmCD Wheel Load: 0 kips Uniform Loading: 85 psf Cm 0.8 0.875 CD 1.15 Actual Member Properties: CF 1 Thickness: 6.75 in S= 1540.13 in' Cv 0.89 Width: 37 in A= 249.75 in` CL 1 J= 28492.31 in' Cf� 1 Cr 1 Distribution: DF=S/4 F'b: 1,965 psi DF= 1 F',,: 191 psi Wheel Load= 0.00 kips Bending: Shear: Dead Load Moment: 48.47 k-ft w12/8 Dead Load Shear: 3.66 kips Truck Moment: 0.00 k-ft PL/4 Truck Shear: 0.00 kips Uniform Moment: 119.38 k-ft w12/8 Uniform Shear: 9.01 kips fb= 1,308 psi OK fv= 76 psi OK Deflection: Dead Load 0.54 in Truck Live Load 0.00 in Unit.Live Load 1.32 in L/240= 2.65 in OK L/360= 1.77 in OK Zeyn B.Unman,P.E. Project Atlantic Beach Country Club 305 Charleston Greene Project# FL-0575 Malvern,PA 19355 Designer zbu Date 27-Feb-14 (217)652-6737 Checked Date SPAN 1 -VEHICLE DECKING DESIGN Allowable Stresses: Design Data: Size: 4 x 12 inch Stringer Spacing: 2.25 foot Fb: 1,350 psi Wood Grade: Southern Pine Grade No.1 RS Design Load: 72 kips Fb=FbCICOCFCvCLCfXr Wheel Load: 16 kips Uniform Loading: 85 psf Cm 0.85 Actual Member Properties: Co 1 Thickness: 4 in S= 32.00 in' CF 1 Width: 12 in A= 48.00 in` Cv 1 CL 1 Cm 1.15 Cr 1.15 Fb: 1,518 psi Bending: Distribution: Area: 160.00 int Length: 12.75 in Width: 31.88 in Loading: 6.02 k/ft Dead Load Moment: 0.008 k-ft Truck Moment: 3.049 k-ft Uniform Moment: 0.054 k-ft fb= 1146 psi OK Zeyn B.Uzman,P.E. Project Atlantic Beach Country Club 305 Charleston Greene Project# FL-0575 Malvem,PA 19355 Designer zbu Date 27-Feb-14 (217)652-6737 Checked Date SPAN 1 -VEHICLE GLULAM STRINGER DESIGN Allowable Stresses: Design Data: Size: 6.75x34.5 inch Fb: 2,400 psi Tributary Area: 2.25 foot F,,: 190 psi Span: 53 foot Wood Grade: Southern Pine Grade 24F-V4 Dead Load: 0.097 kip/ft Fb=FbCmCDCFCvCLCf„Cr Design Load: 72 kips F„=F„CmCD Wheel Load: 16 kips Uniform Loading: 85 psf Cm 0.8 0.875 CD 1.15 Actual Member Properties: CF 1 Thickness: 6.75 in S= 1339.03 in' CV 0.89 Width: 34.5 in A= 232.88 in` CL 1 J= 23098.29 in' C, 1 Cr 1 Distribution: DF=S/4 Fb: 1,972 psi DF= 0.5625 F'": 191 psi Wheel Load= 9.00 kips Bending: Shear: Dead Load Moment: 34.00 k-ft w12/8 Dead Load Shear: 2.57 kips Truck Moment: 185.91 k-ft PL/4 Truck Shear: 15.62 kips Uniform Moment: 67.15 k-ft w12/8 Uniform Shear: 5.07 kips fb= 1,971 psi OK fv= 117 psi OK Deflection: Dead Load 0.51 in Truck Live Load 1.31 in Unit.Live Load 0.92 in U240= 2.65 in OK U360= 1.77 in OK Zeyn B.U2man,P.E. Project Atlantic Beach Country Club 305 Charleston Greene Project# FL-0575 Malvern,PA 19355 Designer zbu Date 27-Feb-14 (217)652-6737 Checked Date ABUTMENT DESIGN 1 Allowable Stresses: Design Data: Size: 12 x 12 inch Fb: 850 psi Pile Spacing: 4.96 ft F,,: 165 psi Number of Piles: 5 Number of Stringers: 10 F'b=FbCmCDCFCVCLCfuCr F'„=F„CmCD Total Dead Load: 25.55 kips Cm 1 1 Total Live Load: 119.20 kips CD 1.15 CF 1 Load/pile: 28.95 kips CV 1 CL 1 Actual Member Properties: Cf„ 1 Thickness: 12 in S= 288.00 in' Cr 1.15 Width: 12 in A= 144.00 int F'b: 1,124 psi F',: 190 psi Bending: Shear: Dead Load Moment: 3.17 k-ft Dead Load Shear: 4.26 kips Live Load Moment: 14.78 k-ft Live Load Shear: 19.87 kips fb= 748 psi OK f„= 251 psi NG ABUTMENT PILE DESIGN Pile Size: 14 in dia. Area: 153.94 int Surface area: 3.67 int fa= 188.06 psi Pile Load: 29 kips Fc: 1200 psi Skin Friction: 400 psf F'c=F�CDCACWCPCM Hgt of pile above ground: 2 ft CD= 0.9 Cf= 1 Embedment length: 20.00 ft C„= 1.18 Cap= 0.8 Total Length: 24.00 ft Ca= 1 Ke= 0.8 Drive pile to: 22 ft or to 14 Tons I/d= 4.8 OK C= 0.85 KcE= 0.3 FcE = 19531 psi F'�= 1020 psi Cp= 0.99 F'c= 1,011 psi OK Zeyn B.Uzman,P.E. Project Atlantic Beach Country Club 305 Charleston Greene Project# FL-0575 Malvern,PA 19355 Designer zbu Date 27-Feb-14 (217)652-6737 Checked Date PEDESTRIAN RAILING DESIGN Post Spacing: 5.00 foot Allowable Stresses: Height: 42 inch Size: 8 x 8 Fb: 1,350 psi Use Pedestrian Loading Fv: 165 psi Fib=FbCmCDCFCVCLCf.Cr Top Rail: 2 x 8 Top Rail F'„=F„CmCD Loading: 50lb/ft Cm 1 1 200 lbs. CD 1.15 Moment: 250 lb-ft CF 1 fb= 228 psi OK Cv 1 CL 1 Shear: 125 lbs. Cf. 1 fv= 17 psi OK Cr 1.15 Post: 8 x 8 Post Top Force: 250 lbs. F'b: 1,785 psi F'v: 190 psi Moment: 10500 Ib-in fb= 149 psi OK Shear: 250 lbs. fv= 7 psi OK Anchor Bolts: Load on Bolt: 1125.00 lbs./bolt Allowable: 6100 lbs./bolt OK Zeyn B.Uzman, P.E. Project Atlantic Beach Country Club 305 Charleston Greene Project# FL-0575 Malvern,PA 19355 Designer zbu Date 27-Feb-14 (217)652-6737 Checked Date VEHICULAR RAILING DESIGN Post Spacing: 5 foot Allowable Stresses: Height: 22.5 inch Size: 6 x 10 & 10 x 10 Fb: 1,350 psi Use 10,000 pound Concentrated Load Fv: 165 psi Rail: 6 x 10 in.Top Rail F'b=FbC.CDCFCVCLCf,C, F'v=F,C.C'D Loading: 0 Ib/ft 10000 lbs. Cr 1 1 Moment: 12500 Ib-ft CD 2 fb= 3132 psi OK CF 1 Cv 1 Shear: 10000 lbs. CL 1 fv= 287 psi OK Cb, 1 Cr 1.15 Post: 10 x 10 in.Posts Top Force: 10000 lbs. F'b: 3,260 psi FV 330 psi Moment: 225000 Ib-in fb= 2526 psi OK Shear: 10000 lbs. fv= 211 psi OK Anchor Bolts: Load on Bolt: 11338 lbs./bolt Allowable: 24500 lbs./bolt 1-1/4 Bolts OK Zeyn E.Uzman,P.E. Project Atlantic Beach Country Club 305 Charleston Greene Project# FL-0575 Malvern,PA 19355 Designer zbu Date 27-Feb-14 (217)652-6737 Checked Date PILE DRIVING CAPACITY Compactor Model C8B Weight: 2170 pounds Factor of Safety: 3 Oper.Pressure: 2250 psi Hydraulic Flow: 38 GPM Cycles: 2000(cyc/min) Soil Coef: 0.0025 (0.0025 Sand/0.0008 Clay) Insertion Rate 6 in/min Power: 25714 lbs.-ft./sec Pu= 140457 Allowable Pile Capacity: 23 tons 632 HIGHWAY BRIDGES App.A LOADING--HS 20-44 (MS18) TABLE OF MAXIMUM MOMENTS, SHEARS, AND REACTIONS-- SIMPLE SPANS, ONE LANE Spans in feet; moments in thousands of foot-pounds; shears and reactions in thousands of pounds. These values are subject to specification reduction for loading of multiple lanes. Impact not included. End shear End shear and end and end Span Moment reaction(a) Span Moment reaction(a) 1 8.0(b) 32.0(b) 42 485.3(b) 56.0(b) 2 16.0(b) 32.0(b) 44 520.9(b) 56.7(b) 3 24.0(b) 32.0(b) 46 556.5(b) 57.3(b) 4 32.0(b) 32.0(b) 48 592.1(b) 58.0(b) 5 40.0(6) 32.0(b) 50 627.9(b) 58.5(6) 6 48.0(b) 32.0(b) 52 663.6(b) 59.1(b) 7 56.0(b) 32.0(b) 54 699.3(b) 59.6(b) 8 64.0(b) 32.0(b) 56 735.1(b) 60.0(b) 9 72.0(b) 32.0(b) 58 770.8(b) 60.4(b) 10 80.0(b) 32.0(b) 60 806.5(b) 60.8(b) 11 88.0(b) 32.0(6) 62 842.4(b) 61.2(b) 12 96.0(b) 32.0(b) 64 878.1(b) 61.5(b) 13 104.0(b) 32.0(b) 66 914.0(b) 61.9(b) 14 112.0(b) 32.0(b) 68 949.7(b) 62.1(b) 15 120.0(b) 34.I(b) 70 985.6(b) 62.4(b) 16 128.0(b) 36.0(b) 75 1,075.1(b) 63.1(b) 17 136.0(b) 37.7(b) 80 1,164.9(b) 63.6(b) 18 144.0(b) 39.1(b) 85 1,254.7(b) 64.1(b) 19 152.0(b) 40.4(b) 90 1,344.4(b) 64.5(b) 20 160.0(b) 41.6(b) 95 1,434.1(b) 64.9(b) 21 168.0(b) 42.7(b) 100 1,524.0(6) 65.3(b) 22 176.0(b) 43.6(b) 110 1,703.6(b) 65.9(b) 23 184.0(b) 44.5(b) 120 1,883.3(b) 66.4(b) 24 192.7(6) 45.3(b) 130 2,063.1(b) 67.6 25 207.4(b) 46.1(b) 140 2,242.8(b) 70.8 26 222.2(b) 46.8(b) 150 2,475.1 74.0 27 237.0(b) 47.4(b) 160 2,768.0 77.2 28 252.0(b) 48.0(b) 170 3,077.1 80.4 29 267.0(b) 48.8(b) 180 3,402.1 83.6 30 282.1(b) 49.6(b) 190 3,743.1 86.8 31 297.3(b) 50.3(b) 200 4,100.0 90.0 32 312.5(b) 51.0(b) 220 4,862.0 96.4 33 327.8(b) 51.6(b) 240 5,688.0 102.8 34 343.5(b) 52.2(6) 260 6,578.0 109.2 35 361.2(b) 52.8(b) 280 7,532.0 115.6 36 378.9(b) 53.3(b) 300 8,550.0 122.0 37 396.6(b) 53.8(b) 38 414.3(b) 54.3(b) 39 432.l(b) 54.8(b) 40 449.8(b) 55.2(b) (a)Concentrated load is considered placed at the support. Loads used are those stipulated for shear. (b) Maximum value determined by Standard Truck Loading.Otherwise the Standard Lane Loading governs. 14 SECTION PROPERTIES Table iB Section Properties of Standard Dressed (S4S) Sawn Lumber X-X AXIS Y-Y AXIS Standard Area Moment Moment Nominal Dressed of Section of Section of Approximate weight in pounds per linear foot(IbM) Size Size(S4S) Section Modulus Inertia Modulus Inertia o1 piece when density of wood equals: bxd bxd A Six Imo, SYY IYY inches x inches int in3 in4 in3 04 25 IWO 30 Ib/ft3 35 IbM3 40 Ip/ft3 45 Ib/113 50 I13/0 1 x 3 3/4 x 2-1/2 1.875 0.781 0.977 0.234 0.088 0.326 0.391 0.456 0.521 0.586 0.651 1 x 4 314 x 3-1/2 2.625 1.531 2.680 0.328 0.123 0.456 0.547 0.638 0.729 0.820 0.911 1 x 6 314 x 5-112 4.125 3.781 10.40 0.516 0.193 0.716 0.859 1.003 1.146 1.289 1.432 1 x 8 3/4 x 7-1/4 5.438 6.570 23.82 0.680 0.255 0.944 1.133 1.322 1-510 1.699 1.888 1 x 10 314 x 9-1/4 6.938 10.70 49.47 0.867 0.325 1.204 1.445 1.686 1.927 2.166 2.409 1 x 12 3/4x 11-1/4 8.438 15-82 88.99 1.055 0.396 1.465 1.758 2.051 2.344 2.637 2.930 2 x 3 1-1/2 x 2-112 3.750 1.563 1.953 0.938 0.703 0.651 0.781 0.911 1.042 1.172 1.302 2 x 4 1-1/2 x 3-112 5.250 3.063 5.359 1.313 0.984 0.911 1.094 1.276 1.458 1.641 1.823 2 x 5 1-1/2 x 4-1/2 6.750 5.063 11.39 1.688 1.266 1.172 1.406 1.641 1.875 2-109 2.344 2 x 6 1-1/2 x 5-112 8.250 7.563 20.60 2.063 1.547 1.432 1.719 2.005 2.292 2.578 2.865 2 x 8 1-1/2 x 7-1/4 10.88 13.14 47.63 2.719 2.039 1.888 2.266 2.643 3.021 3.398 3.776 2 x 10 1-1/2 x 9-1/4 13.88 21.39 98.93 3.469 2.602 2.409 2.891 3.372 3.854 4.336 4.818 2 x 12 1-1/2)<11-1/4 16.88 31.64 178.0 4.219 3.164 2.930 3.516 4.102 4.688 5.273 5.859 2 x 14 1-1/2 x 13-1/4 19.88 43.89 290.8 4.969 3.727 3.451 4.141 4.831 5.521 6.211 6.901 3x 4 2-1/2x 3-1/2 8-750 5.104 8.932 3.646 4.557 1.519 1.823 2.127 2.431 2.734 3.038 3X 5 2-112 x 4-1/2 11.25 8.438 18.98 4.688 5.859 1.953 2.344 2.734 3.125 3.516 3.906 3x 6 2-1/2 x 5-1/2 13.75 12.60 34.66 5.729 7.161 2.387 2.865 3.342 3.819 4.297 4.774 3x 8 2-1/2 x 7-1/4 18.13 21.90 79.39 7.552 9.440 3.147 3.776 4.405 5.035 5.664 6.293 3 x 10 2-1/2 x 9-114 23.13 35.65 164.9 9.635 12.04 4.015 4.818 5.621 6.424 7.227 8.030 3 x 12 2-1/2 x 11-1/4 28.13 52.73 296.6 11.72 14.65 4.883 5.859 6.836 7.813 8.789 9.766 3x14 2.1/2x13-1/4 33.13 73.15 464.6 13.80 17.25 5.751 6.901 8.051 9.201 10.35 11.50 3 x 16 2-1/2 x 15-1/4 38.13 96.90 738.9 15.89 19.86 6.619 7.943 9.266 10.59 11.91 13.24 4 x 4 3-1/2 x 3-112 12.25 7.146 12.51 7.146 12.51 2.127 2.552 2.977 3.403 3.828 4.253 4x 5 3.1/2 x 4-1/2 15.75 11.81 26.58 9.188 16.08 2.734 3.281 3.828 4-375 4.922 5.469 4x 6 3-112 x 5-1/2 19.25 17.65 48.53 11.23 19.65 3.342 4.010 4.679 5.347 6.016 6.684 4x 8 3-1/2 x 7.1/4 25.38 30.66 111.1 14.80 25.90 4.405 5.286 6.168 7.049 7.930 8.811 4 x 10 3-112 x 9-1/4 32.38 49.91 230.8 18.89 33.05 5.621 6.745 7.869 8.993 10.12 11.24 4x 12 3-1/2x 11-1/4 39.38 73.83 415.3 22.97 40.20 6.836 8.203 9.570 10.94 12.30 13.67 4x 14 3-1/2 x 13-1/4 46.38 102.4 678.5 27.05 47.34 8.051 9.661 11.27 12.86 14.49 16.10 4 x 16 3-1/2 x 15-1/4 53.38 135.7 1034 31.14 54.49 9.266 11.12 12.97 14.83 16.68 18.53 5x 5 4-1/2 x 4-1/2 20.25 15.19 34.17 15.19 34.17 3.516 4.219 4.922 5-625 6.328 7.031 6x 6 5-1/2 x 5-112 30.25 27.73 76.26 27.73 76.26 5.252 6.302 7.352 8.403 9.453 10.50 BX 8 5-112 x 7-1/2 41.25 51.56 193.4 37-81 104.0 7-161 8.594 10.03 11.46 12.89 14.32 6 x 10 5-1/2 x 9-1/2 52.25 82.73 393.0 47.90 131.7 9.071 10.89 12.70 14.51 16.33 18.14 6 x 12 5.112 x 11-1/2 63.25 121.2 697.1 57.96 159.4 10.96 13.18 15.37 17.57 19.77 21.96 6 x 14 5-112 x 13.1/2 74.25 167.1 1126 68.06 187.2 12.89 15.47 18.05 20.63 23.20 25.78 6 x 16 5-1/2 x 15-1/2 85.25 220.2 1707 78.15 214.9 14.80 17.76 20.72 23.68 26.64 29.60 6 x 18 5-112 x 17-112 96.25 280.7 2456 88.23 242.6 16.71 20.05 23.39 26.74 30.08 33.42 6 x 20 5-1/2 x 19-1/2 107.3 346.6 3398 98.31 270.4 18.62 22.34 26.07 29.79 33.52 37.24 6 x 22 5-1/2 x 21-1/2 118.3 423.7 4555 108.4 298.1 20.53 24.64 28.74 32.85 36.95 41.06 6 x 24 5-1/2 x 23-112 129.3 506.2 5948 118.5 325.8 22.44 26.93 31.41 35.90 40.39 44.88 8X 8 7-1/2 x 7.1/2 56.25 70.31 263.7 70.31 263.7 9.766 11.72 13.67 15.63 17.58 19.53 B x 10 7-1/2 x 9-1/2 71.25 112.8 535.9 89.06 334.0 12.37 14.64 17.32 19.79 22.27 24.74 8 x 12 7-1/2 x 11-112 86.25 165.3 950.5 107.8 404.3 14.97 17.97 20.96 23.96 26.95 29.95 8 x 14 7-1/2 x 13-1/2 101.3 227.8 1538 126.6 474.6 17.58 21.09 24.61 28.13 31.64 35.16 8 x 16 7-1/2 x 15.1/2 116.3 300.3 2327 145.3 544.9 20.18 24.22 28.26 32.29 36.33 40.36 8 x 18 7-1/2 x 17-112 131.3 382.8 3350 164.1 615.2 22.79 27.34 31.90 36.46 41.02 45.57 8 x 20 7-1/2 x 19-1/2 146.3 475.3 4634 182.8 685.5 25.39 30.47 35.55 40.63 45.70 50.78 8 x 22 7-1/2 x 21-1/2 161.3 577.8 6211 201.6 755.9 27.99 33.59 39.19 44.79 50.39 55.99 8 x 24 7-1/2 x 23-1/2 176.3 690.3 8111 220.3 826.2 30.60 36.72 42.84 48.96 55.08 61.20 10 x 10 9-1/2x 9-1/2 90.25 142.9 678.8 142.9 678.8 15.67 18.80 21.94 25.07 28-20 31.34 10 x 12 9-112 x 11-1/2 109.3 209.4 1204 173.0 821.7 18.97 22.76 26.55 30.35 34.14 37.93 10 x 14 9-112 x 13-1/2 128.3 288.6 1948 203-1 964.5 22.27 26.72 31.17 35.63 40.08 44.53 10 x 16 9.1/2 x 15-1/2 147.3 380.4 2948 233.1 1107 25.56 30.68 35.79 40.90 46.02 51.13 10 x 18 9-1/2 x 17.1/2 166.3 484.9 4243 263.2 1250 28.86 34.64 40.41 46.18 51.95 57.73 10 x 20 9-112 x 19-1/2 185.3 602.1 5870 293.3 1393 32.16 38.59 45.03 51.46 57.89 64.32 10 x 22 9-1/2 x 21-112 204.3 731.9 7868 323.4 1536 35.46 42.55 49.64 56.74 63.83 70.92 10 x 24 9-1/2x23-1/2 223.3 874.4 10270 353.5 1679 38.76 46.51 54.26 62.01 1 69.77 1 77.52 AMERICAN WOOD COUNCIL DESIGN VALUES FOR WOOD CONSTRUCTION -NDS SUPPLEMENT 15 Table 1B Section Properties of Standard Dressed (S4S) Sawn Lumber (Cont.) X-X Axis Y-Y Axis Standard Area Moment Moment Nominal Dressed of Section of Section of Approximate weigh in pounds per linear foot(Ih.ltt.) Size Size(S4S) Section Modulus Inertia Modulus Inertia of piece when density o1 wood equals: bxd bxd A Sx I„ SY ly inches x inches m? In.3 in4 in.3 in.4 25 lblk.3 30 IbAt.3 35 IbA.3 40 IbJft.3 45 lblft.3 50 lb_M.3 12x12 11-1/2x11-1/2 132.3 253.5 1458 253.5 1458 22.96 27.55 32.14 36.74 41.33 45.92 12x14 11-1/2x13-112 155.3 349.3 2358 297.6 1711 26.95 32.34 37.73 43.13 48.52 53.91 12x 16 11-1/2x 15-1/2 178.3 460.5 3569 341.6 1964 30.95 37.14 43.32 49.51 55.70 61.89 12 x 18 1 1-1/2 x 17-112 201.3 587.0 5136 385.7 2218 34.94 41.93 48.91 55.90 62.89 69-88 N 12 x 20 11-1/2 x 19-1/2 224.3 728.8 7106 429.8 2471 38.93 46.72 54.51 62.29 70.08 77.86 R1 12 x 22 11-112 x 21-1/2 247.3 886.0 9524 473.9 2725 42.93 51.51 60.10 68.68 77.27 85.85 n 12 x 24 11-1/2 x 23-1/2 270.3 1058 12440 518.0 2978 46.92 56.30 65.69 75.07 84.45 93.84 14 x 14 13-1/2 x 13-1/2 182.3 410.1 2768 410.1L4818 31.64 37.97 44.30 50.63 56.95 63.28 C 14x 16 13-112 x 15-1/2 209.3 540.6 4189 470.836.33 43-59 50-86 58.13 65.39 72.66 Z 14x 18 13-1/2 x 17-112 236.3 689.1 6029 531.641.02 49.22 57.42 65.63 73.83 82.03 14 x 20 13-112 x 19-112 263.3 855.6 8342 592.345.70 54.84 63.98 73.13 82.27 91.41 iv 14 x 22 13-1/2 x 21-112 290.3 1040 11180 653.150.39 60.47 70.55 80.63 90.70 100.8 14 x 24 13-1/2 x 23-1/2 317.3 1243 14600 713.855.08 66.09 77.11 88.13 99.14 110.2 m 16x 16 15-1/2 x 15-1/2 240.3 620.6 4810 620.6 4810 41.71 50.05 58.39 66.74 75.08 83.42 16 x 18 15-1/2 x 17-1/2 271.3 791.1 6923 700.7 5431 47.09 56.51 65.93 75.35 84.77 94.18 16 x 20 15-1/2 x 19-112 302.3 982.3 9578 780.8 6051 52.47 62.97 73.46 83.96 94.45 104.9 m 16 x 22 15.112 x 21-1/2 333.3 1194 12840 860.9 6672 57.86 69.43 81.00 92.57 104.1 115.7 16 x 24 15-112 x 23-112 364.3 1427 1 16760 941.0 1 7293 63.24 75.69 88.53 101.2 113.8 126.5 1 B x 1 B 17-1/2 x 17-1/2 306.3 893.2 7816 893.2 7816 53.17 63.80 74.44 85.07 9510 106.3 18 x 20 17-1/2x 19-112 341.3 1109 10810 995.3 8709 59.24 71.09 82.94 94.79 106.6 118.5 18)<22 17-1/2 x 21-112 376.3 1348 14490 1097 9602 65.32 78.39 91.45 104.5 117.6 130.6 18 x 24 17-1/2 x 23-1/2 411.3 1611 18930 1199 10500 171.40 85.68 99.96 114.2 128.5 142.B 20 x 20 19-1/2 x 19-1/2 380.3 1236 12050 1236 12050 66.02 79.22 92.42 105.6 118.8 132.0 20 x 22 19-1/2 x 21-1/2 419.3 1502 16150 1363 13280 72.79 87.34 101.9 116.5 131.0 145.6 20 x 24 19-112 x 23-1/2 458.3 1795 21090 1489 14520 79.56 95.47 111.4 127.3 143.2 159.1 22 x 22 21-1/2 x 21-1/2 462.3 1656 17810 1656 17810 80.25 96.30 112.4 128.4 144.5 160.5 22 x 24 21-1/2 x 23-112 505.3 1979 23250 1610 19460 87.72 105.3 122.8 140.3 157.9 175.4 24 x 24 23-1/2 x 23-1/2 552.3 2163 25420 1 2163 25420 95.88 115.1 134.2 153.4 172.6 191.8 ARIIIIIIIIIIII AMERICAN FOREST&PAPER ASSOCIATION DESIGN VALUES FOR WOOD CONSTRUCTION - NDS SUPPLEMENT 37 Table 413 Design Values for Visually Graded Southern Pine Dimension:?Lumber W-4" thick}1,2,3,4 (Tabulated design values are for normal load duration and dry service conditions,unless specified otherwise.See NOS 4.3 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 Rules commeraal grade classirrcatlon Fb F, F„ Fci Fc E Agency SOUTHERN Dense Select Structural 3050 1650 175 660 2250 1,900,000 Select Structural 2850 1600 175 565 2100 1,800,000 Non-Dense Select Structural 2650 1350 175 480 1950 1,700,000 No.1 Dense 2000 1100 175 660 2000 1,800,000 NoA 1850 1050 175 565 1850 1,700,000 m No.1 Non-Dense 1700 900 175 480 1700 1,600,000 N No.2 Dense 2'-4'wide 1700 875 175 660 1850 1,700,000 No.2 1500 825 175 565 1650 1,600,000 Z No.2 Non-Dense 1350 775 176 480 1600 1,400,000 L No.3 and Stud 850 475 175 565 975 1,400,000 Construction 1100 625 175 565 1800 1,500,000 r C Standard 4'wide 625 350 175 565 1500 1,300,000 m utility 300 175 175 565 975 1,300,000 N Dense Select Structural 2700 1500 175 660 2150 1,900,000 Select Structural 2550 1400 175 565 2000 1,800,000 Non-Dense Select Structural 2350 1200 175 480 1850 1,700,000 No.1 Dense 1750 950 175 660 1900 1,800,000 No.1 1650 900 175 565 1750 1,700,000 No.1 Non-Dense 1500 800 175 480 1600 1,600,000 No.2 Dense 5'-6'wide 1450 775 175 660 1750 1,700,000 No.2 1250 725 175 565 1600 1,600,000 No-2 Non-Dense 1150 675 175 480 1500 1,400,000 No.3 and Stud 750 425 175 565 925 1,400,000 SPIB Dense Select Structural 2450 1350 175 660 2050 1,900,000 Select Structural 2300 1300 175 565 1900 1,800,000 Non-Dense Select Structural 2100 1100 175 480 1750 1,700,000 No.1 Dense 1650 875 175 660 1800 1,800,000 No.1 1500 825 175 565 1650 1,700,000 No.1 Non-Dense 8'wide 1350 725 175 460 1550 1,600,000 Not Dense 1400 675 175 660 1700 1,700,000 Not 1200 650 175 565 1550 1,600,000 No.2 Non-Dense 1100 600 175 480 1450 1,400,000 No.3 and Stud 700 400 175 565 875 1,400,000 Dense Select Structural 2150 1200 175 660 2000 1,900,000 Select Structural 2050 1100 175 565 1850 1,800,000 Non-Dense Select Structural 1850 950 175 480 1750 1,700,000 No.1 Dense 1450 775 175 660 1750 1,800,000 No.1 1300 725 175 565 1600 1,700,000 No.1 Nan-Dense 10'wide 1200 650 175 480 1500 1,600,000 No.2 Dense 1200 625 175 660 1650 1,700,000 No.2 1050 575 175 565 1500 1,600,000 No.2 Non-Dense 950 550 175 480 1400 1,400,000 No.3and Stud 600 325 175 565 850 1,400,000 Dense Select Structural 2050 1100 175 660 1950 1,900,000 Select Structural 1900 1050 175 565 1800 1,800,000 Non-Dense Select Structural 1750 900 175 480 1700 1,700,000 No.1 Dense 1350 725 175 660 1700 1,600,000 No.1 1250 675 175 565 1600 1,700,000 No.1 Non-Dense 12'wide' 1150 600 175 480 1500 1,600,000 No.2 Dense 1150 575 175 660 1600 1,700,000 No,2 975 550 175 565 1450 1,600,000 No.2 Non-Dense 800 525 175 480 1350 1,400,000 No.3 and Stud 575 325 175 565 825 1,400,000 AMERICAN FOREST&PAPER ASSOCIATION DESIGN 1 111 CONSTRUCTION — NDS i Table 4D Design Values for Visually Graded Timbers (5" x 5" and larger)1 jj (Cont.) (Tabulated design values are for normal load duration and dry service conditions,unless specified a, otherwise.See NDS 4.3 for a comprehensive description of design value adjustment factors.) USE WITH TABLE 4D 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 Rules commercial grade classification Fy F, F„ F, F� E Agency Select Structural Beams and 1350800 155 820 825 1,200,000 t No.1 Stringers 1150 550 155 820 700 1,200,000 No.2 725 375 155 820 450 1,000,000 NELMA Select Structural Posts and 1250 850 155 820 875 1,200,000 No.1 Timbers 1000 675 155 820 775 1,200,000 No.2 575 400 155 820 350 1,000,000 m RED PINE N Select Structural Beams and 1050 625 130 440 725 1,100,000 l7 No.1 Stringers 875 450 130 440 600 1,100,000 Z No.2 575 300 130 440 375 900,000 NLGA Select Structu ral Posts and 1000 675 130 440 775 1,100,000 r No.1 Timbers 800 550 130 440 675 1.100,000 m No.2 475 325 130 440 475 900,000 N REDWOOD Clear Heart Structural or Clear Structural 1850 1250 145 650 1650 1,300,000 Select Structural 5'x 5' 1400 950 145 650 1200 1,300,000 Select Structural OG 1100 750 145 420 900 1,000,000 No.1 &larger 1200 800 145 650 1050 1,300,000 RIS No.1 OG 950 650 145 420 800 1,000,000 No.2 975 650 145 650 900 1,100,000 No.2 OG 750 400 145 420 650 900,000 Select Structural Beams and 1200 675 140 435 825 1,300,000 No.11 Stringers 1000 500140 435 675 1,300,000 No.2 650 325 140 435 450 1,000,000 WCLIB Select Structural Posts and 1150 750 140 435 875 1,300,000 No.1 Timbers 925 600 140 435 750 1,300,000 No.2 550 350 140 435 525 1,000,000 Select Structural Beams and 1200 675 140 435 825 1,300,000 No.1 Stringers 1000 500 140 435 675 1,300,000 No.2 650 325 140 435 450 1,100,000 WWPA Select Structural Posts and 1150 750 140 435 875 1,300,000 No.1 Timbers 925 600 140 435 750 1,300,000 No.2 550 350 140 435 1 525 1.100,000 SOUTHERN PINE (Wet Service Conditions) Dense Select Structural 1750 1200 165 440 1100 1,600,000 Select Structural 1500 1000 165 375 950 1,500,000 No.1 Dense 1550 1050 165 440 975 1,600,000 No.1 5'x 5' 1350 900 165 375 825 1,500,000 No.2 Dense &larger 975 650 165 440 625 1.300,000 SPIB No.2 850 550 165 375 525 1,200,000 Dense Structural 86 2100 1400 165 440 1300 1,600,000 Dense Structural 72 1750 1200 165 440 1 100 1,600,000 Dense Structural 65 1600 1 1050 1 165 1 440 1 1000 1,600,000 Select Structural Beams and 1100 650 125 425 775 1,300,000 No.1 Stringers 900 450 125 425 625 1.300,000 No.2 600 300 125 425 425 1,000,000 NLGA Select Structural Pasts and 1050 700 125 425 800 1,300,000 No.1 Timbers 850 550 125 425 700 1,300,000 No.2 500 1 325 125 425 500 1,000,000 AMERICAN FOREST&PAPER ASSOCIATION ASD TIMBER POLES AND PILES SUPPLEMENT PP-13 I Table 4.1 Design Values for Poles Graded in Accordance with fiAA ASTM D3200 :1Y - Design values in pounds per square inch (psi) Compression Compression perpendicular parallel Modulus of Bending Shear to grain to grain Bearing Elasticity Species Fb F„ FeyF, F9 E Pacific Coasl Douglas-Fir 1850 115 375 1000 1200 1,500,000 Jack Pine Lodgepole Pine 1350 85 240 700 875 1,080,000 Northern White Cedar Ponderosa Pine 1300 90 320 650 825 1,000,000 p Red Pine rn Southern Pine 1700 105 320 900 1125 1,400,000 G7 Z Western Hemlock Western Larch 2050 120 375 1075 1125 1,460,000 I� Western RedCedar N i . Table 4.2 Design Values for Treated Round Timber Piles Graded in Accordance with ASTM D25 'a Design values in pounds per square inch (psi) Species Fc Fb Fv Fu E Pacific Coast Douglas Fir' 1250 2450 115 230 1,500,000 Red Oak2 Red Pine3 900 1900 85 155 1,280,000 Southern Pine' L Pacific Coast Douglas Fir design values apply to this species as defined in ASTM Standard D1760-86. For connection design use Douglas Fir-Larch design values. 2. Red Oak design values apply to Northern and Southern Red Oak. i,I 3. Red Pine design values apply to Red Pine grown in the United States. For connection design use Northern Pine design values. 4. Southern Pine design values apply to Loblolly,Longleaf,Shorticaf,and Slash Pines. i s i i I1 i I I. 1 AMERICAN FOREST&PAPER ASSOCIATION I Zeyn B.Uzman,P.E. Project Atlantic Beach Country Club 305 Charleston Greene Project# FL-0575 Malvern,PA 19355 Designer zbu Date 27-Feb-14 (217)652-6737 Checked Date Project Data: Atlantic Beach Country Club Vehicular/Pedestrian Bridge Jacksonville, Florida Client: York Bridge Concepts lorida Tamph� No. 58874 STATE OF 'ttr FSC, ,,.•�Cj 1181©NA1. The following calculations have been w6tinde dire ion. 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Project Atlantic Beach Country Club 305 Charleston Greene Project# FL-0575 Malvern,PA 19355 Designer zbu Date 27-Feb-14 (217)652-6737 Checked Date INPUT DATA Design Loads Vehicular: Design Load: 72 kip Wheel Load: kip Pedestrian: Uniform Loading: 3 psf Geometry and Loads: SPAN 1 Pedestrian Vehicular Decking: 3 x 6 in. RS 1 Decking: 4 x 12 in. RS 1 0*84S Wood: Southern Pine Grade No.1 Wood: Southern Pine Grade No.1 * $ Fb: 1500 psi Fb: 1350 psi Stringer: 3 x 8 inch S4S 0 Wood: Southern Pine Grade No.1 Fb: 1500 psi Fv: 175 psi Spacing: 1.333 ft Span: 6 ft Load Beam: 4 x 12 inch RS * Wood: Southern Pine Grade No.1 gift Fb: 1350 psi Fv: 165 psi Spacing 6 ft San: 8 ft SPAN 1 Glulam: 6.75x37 in. Glulam: 6.75x34.5 in. Width: 6.75 in. Width: 6.75 in. Depth: 37 in. Depth: 34.5 in. Wood: Southern Pine Grade 24F-V4 Wood: Southern Pine Grade 24F-V4 Fb: 2400 psi Fb: 2400 psi Fv: 190 psi Fv: 190 psi Trib.Area: 4.00 ft Trib.Area: 2.25 ft Span: 53 ft San: 53 ft ABUTMENT DESIGN 1 Size: 12 x 12 inch RS 1 Pile Spacing: 4.96 ft teS4S Fb: 850 psi #of Piles: 5 ' Fv: 165 psi #of Stringers: 10 Total Dead Load: 25.546 kis Total Live Load: 119.200 kips ABUTMENT PILE DESIGN Pile Size: 14 in dia. Hgt of pile above ground: 2 ft Skin Friction: 400 psf I F�: 1200 psi PEDESTRIAN RAILING DESIGN Post Spacing: ,:S foot Rail Size: 2 x 8 in Height: a.' inch Post Size: 8 x 8 in Rail 5`; Ib/ft Size: 2 x 8 Loading: 2C0 lbs Fb: 1,350 psi Fv: 165 psi Bolt Load: 1125 lbs/bolt Bolt Allowable: 6100 lbs/bolt VEHICULAR RAILING DESIGN Post Spacing: 5 foot Rail Size: 6 x 10 in Height: 22.5 inch Post Size: 10 x 10 in Rail 0 Ib/ft Fb: 1,350 psi Loading: 10000 lbs. Fv: 165 psi Rail Shear: 10000 lbs. Post Top Force: 10000 lbs. Bolt Load: 11338 lbs/boR Post Shear: 10000 lbs. Bolt Allowable: 24500 lbs/boll Zeyn B.Uzman,P.E. Project Atlantic Beach Country Club 305 Charleston Greene Project# FL-0575 Malvern,PA 19355 Designer zbu Date 27-Feb-14 (217)652-6737 Checked Date PILE DRIVING CAPACITY Compactor Model: C88 Soil Coef: 0.0025 Factor of Safety: 3 Insertion Rate: 6 in/min Zeyn B.Uzman,P.E. Project Atlantic Beach Country Club 305 Charleston Greene Project# FL-0575 Malvern,PA 19355 Designer zbu Date 27-Feb-14 (217)652-6737 Checked Date SPAN 1 -PEDESTRIAN DECKING DESIGN Allowable Stresses: Design Data: Size: 3 x 8 inch Stringer Spacing: 1.333 foot Fb: 1,500 psi Wood Grade: Southern Pine Grade No.1 RS Design Load: 0 kips F'b=FbC.CDCFC„CLCf„C, Wheel Load: 0 kips Uniform Loading: 85 psf C,n 0.85 Actual Member Properties: CD 1 Thickness: 3 in S= 12.00 in' CF 1 Width: 8 in A= 24.00 in` Cv 1 CL 1 Cf„ 1.15 C, 1.15 F'b: 1,686 psi Bending: Distribution: Area: 0.00 int Length: 8.75 in Width: 21.88 in Loading: 0.00 k/ft Dead Load Moment: 0.001 k-ft Truck Moment: 0.000 k-ft Uniform Moment: 0.013 k-ft fb= 14 psi OK Zeyn B. Uzman, P.E. Project Atlantic Beach Country Club 305 Charleston Greene Project# FL-0575 Malvern,PA 19355 Designer zbu Date 27-Feb-14 (217)652-6737 Checked Date SPAN 1 -PEDESTRIAN STRINGER DESIGN Allowable Stresses: Design Data: Size: 3 x 8 inch Fb: 1,500 psi Stringer Spacing: 1.333 foot F,,: 175 psi Span: 6 foot Wood Grade: Southern Pine Grade No.1 S4S F b=FbCmCDCFCVCLCfuCr Design Load: 0 kips F„=F„CmCD Wheel Load: 0 kips Uniform Loading: 85 psf Cm 0.85 0.97 CD 1.15 Actual Member Properties: Cr 1 Thickness: 2.5 in S= 21.90 in' Cv 1 Width: 7.25 in A= 18.13 in` CL 1 I= 79.39 in' Cf„ 1 Cr 1.15 Distribution: DF=S/4 F'b: 1,686 psi DF= 0.33325 F',,: 195 psi Wheel Load= 0.00 kips Bending: Shear: Dead Load Moment: 0.09 k-ft w12/8 Dead Load Shear: 0.06 kips Truck Moment: 0.00 k-ft PL/4 Truck Shear: 0.00 kips Uniform Moment: 0.51 k-ft w12/8 Uniform Shear: 0.34 kips fb= 330 psi OK fv= 33 psi OK Deflection: Dead Load 0.00 in Truck Live Load 0.00 in Unif.Live Load 0.03 in U240= 0.30 in OK U360= 0.20 in OK Zeyn B.Unman, P.E. Project Atlantic Beach Country Club 305 Charleston Greene Project# FL-0575 Malvern,PA 19355 Designer zbu Date 27-Feb-14 (217)652-6737 Checked Date SPAN 1 -PEDESTRIAN LOAD BEAM DESIGN Allowable Stresses: Design Data: Size: 4 x 12 inch Fb: 1,350 psi Beam Spacing: 6 foot F,,: 165 psi Span: 8 foot Wood Grade: Southern Pine Grade No.1 RS Dead Load: 0.105 kip/ft Fb=FbCmCDCFCvCLCf�Cr Design Load: 0 kips Fv=F,CmCD Wheel Load: 0 kips Uniform Loading: 85 psf Cm 0.85 0.97 CD 1.15 Actual Member Properties: CF 1 Thickness: 4 in S= 96.00 in' Cv 1 Width: 12 in A= 48.00 in` CL 1 I= 576.00 in' Cf„ 1 C, 1 Fb: 1,320 psi F,,: 184 psi Bending: Shear: Dead Load Moment: 0.84 k-ft w12/8 Dead Load Shear: 0.42 kips Truck Moment: 0.00 k-ft P(L-6) Truck Shear: 0.00 kips Uniform Moment: 4.08 k-ft w12/8 Uniform Shear: 2.04 kips fb= 615 psi OK fv= 77 psi OK Deflection: Dead Load 0.01 in Truck Live Load 0.00 in Unit.Live Load 0.05 in U240= 0.40 in OK U360= 0.27 in OK Zeyn B.UZman,P.E. Project Atlantic Beach Country Club 305 Charleston Greene Project# FL-0575 Malvern,PA 19355 Designer zbu Date 27-Feb-14 (217)652-6737 Checked Date SPAN 7 -PEDESTRIAN GLULAM STRINGER DESIGN Allowable Stresses: Design Data: Size: 6.75x37 inch Fb: 2,400 psi Tributary Area: 4.00 foot F,: 190 psi Span: 53 foot Wood Grade: Southern Pine Grade 24F-V4 Dead Load: 0.138 kip/ft Fb=FbCmCOCFCvCLCf„Cr Design Load: 0 kips F„=F„C,CD Wheel Load: 0 kips Uniform Loading: 85 psf Cm 0.8 0.875 CD 1.15 Actual Member Properties: CF 1 Thickness: 6.75 in S= 1540.13 in' CV 0.89 Width: 37 in A= 249.75 in` CL 1 1= 28492.31 in' Cf„ 1 Cr 1 Distribution: DF=S/4 Fb: 1,965 psi DF= 1 F',: 191 psi Wheel Load= 0.00 kips Bending: Shear: Dead Load Moment: 48.47 k-ft w12/8 Dead Load Shear: 3.66 kips Truck Moment: 0.00 k-ft PL/4 Truck Shear: 0.00 kips Uniform Moment: 119.38 k-ft W12/8 Uniform Shear: 9.01 kips fb= 1,308 psi OK fv= 76 psi OK Deflection: Dead Load 0.54 in Truck Live Load 0.00 in Unif.Live Load 1.32 in U240= 2.65 in OK U360= 1.77 in OK Zeyn B.Uzman,P.E. Project Atlantic Beach Country Club 305 Charleston Greene Project# FL-0575 Malvern,PA 19355 Designer zbu Date 27-Feb-14 (217)652-6737 Checked Date SPAN 1 -VEHICLE DECKING DESIGN Allowable Stresses: Design Data: Size: 4 x 12 inch Stringer Spacing: 2.25 foot Fb: 1,350 psi Wood Grade: Southern Pine Grade No.1 RS Design Load: 72 kips Fb=FbCmCDCFCVCLCf Cr Wheel Load: 16 kips Uniform Loading: 85 psf C,,, 0.85 Actual Member Properties: CO 1 Thickness: 4 in S= 32.00 in' CF 1 Width: 12 in A= 48.00 in` Cv 1 CL 1 Cr„ 1.15 Cr 1.15 Fb: 1,518 psi Bending: Distribution: Area: 160.00 int Length: 12.75 in Width: 31.88 in Loading: 6.02 k/ft Dead Load Moment: 0.008 k-ft Truck Moment: 3.049 k-ft Uniform Moment: 0.054 k-ft fb= 1146 psi OK Zeyn B.Liman,P.E. Project Atlantic Beach Country Club 305 Charleston Greene Project# FL-0575 Malvern,PA 19355 Designer zbu Date 27-Feb-14 (217)652-6737 Checked Date SPAN 1 -VEHICLE GLULAM STRINGER DESIGN Allowable Stresses: Design Data: Size: 6.75x34.5 inch Fb: 2,400 psi Tributary Area: 2.25 foot F,,: 190 psi Span: 53 foot Wood Grade: Southern Pine Grade 24F-V4 Dead Load: 0.097 kip/ft F'b=FbCmCpCFCVCLC,Xr Design Load: 72 kips F„=F„CmCD Wheel Load: 16 kips Uniform Loading: 85 psf Cm 0.8 0.875 CD 1.15 Actual Member Properties: CF 1 Thickness: 6.75 in S= 1339.03 in' CV 0.89 Width: 34.5 in A= 232.88 in` CL 1 1= 23098.29 in' Cf„ 1 Cr 1 Distribution: DF=S/4 F'b: 1,972 psi DF= 0.5625 F',: 191 psi Wheel Load= 9.00 kips Bending: Shear: Dead Load Moment: 34.00 k-ft w12/8 Dead Load Shear: 2.57 kips Truck Moment: 185.91 k-ft PL/4 Truck Shear: 15.62 kips Moment: 67.15 k-ft w12/8 Uniform Shear: 5.07 kips Uniformo p fb= 1,971 psi OK fv= 117 psi OK Deflection: Dead Load 0.51 in Truck Live Load 1.31 in Unif.Live Load 0.92 in U240= 2.65 in OK U360= 1.77 in OK Zeyn B.Uzman,P.E. Project Atlantic Beach Country Club 305 Charleston Greene Project# FL-0575 Malvern,PA 19355 Designer zbu Date 27-Feb-14 (217)652-6737 Checked Date ABUTMENT DESIGN 1 Allowable Stresses: Design Data: Size: 12 x 12 inch Fb: 850 psi Pile Spacing: 4.96 it F,,: 165 psi Number of Piles: 5 Number of Stringers: 10 F'b=FbCmCDCFCVCLCNCr F„=F„CmCD Total Dead Load: 25.55 kips Cm 1 1 Total Live Load: 119.20 kips CD 1.15 CF 1 Load/pile: 28.95 kips CV 1 CL 1 Actual Member Properties: Cf„ 1 Thickness: 12 in S= 288.00 in' Cr 1.15 Width: 12 in A= 144.00 int F'b: 1,124 psi F',,: 190 psi Bending: Shear: Dead Load Moment: 3.17 k-ft Dead Load Shear: 4.26 kips Live Load Moment: 14.78 k-ft Live Load Shear: 19.87 kips fb= 748 psi OK f„= 251 psi NG ABUTMENT PILE DESIGN Pile Size: 14 in dia. Area: 153.94 int Surface area: 3.67 int %= 188.06 psi Pile Load: 29 kips F�: 1200 psi Skin Friction: 400 psf Fc=FcCAC„CsPCPCa Hgt of pile above ground: 2 ft CD= 0.9 Cf= 1 Embedment length: 20.00 ft C„= 1.18 C.,= 0.8 Total Length: 24.00 ft Ca= 1 Ke= 0.8 Drive pile to: 22 ft or to 14 Tons I/d= 4.8 OK C= 0.85 KcE= 0.3 FcE = 19531 psi Fc= 1020 psi Cp= 0.99 F'c= 1,011 psi OK Zeyn B.Unman,P.E. Project Atlantic Beach Country Club 305 Charleston Greene Project# FL-0575 Malvern,PA 19355 Designer zbu Date 27-Feb-14 (217)652-6737 Checked Date PEDESTRIAN RAILING DESIGN Post Spacing: 5.00 foot Allowable Stresses: Height: 42 inch Size: 8 x 8 Fb: 1,350 psi Use Pedestrian Loading Fv: 165 psi F b=FbCmCDCFCVCLCfuCr Top Rail: 2 x 8 Top Rail F'v=F„CmCD Loading: 50lb/ft Cm 1 1 200 lbs. CD 1.15 Moment: 250 Ib-ft CF 1 fb= 228 psi OK Cv 1 CL 1 Shear: 125 lbs. Cf. 1 fv= 17 psi OK Cr 1.15 Post: 8 x 8 Post Top Force: 250 lbs. F'b: 1,785 psi F'v: 190 psi Moment: 10500 Ib-in fb= 149 psi OK Shear: 250 lbs. fv= 7 psi OK Anchor Bolts: Load on Bolt: 1125.00 lbs./bolt Allowable: 6100 lbs./bolt OK Zeyn B.Unman,P.E. Project Atlantic Beach Country Club 305 Charleston Greene Project# FL-0575 Malvern,PA 19355 Designer zbu Date 27-Feb-14 (217)652-6737 Checked Date VEHICULAR RAILING DESIGN Post Spacing: 5 foot Allowable Stresses: Height: 22.5 inch Size: 6 x 10 & 10 x 10 Fb: 1,350 psi Use 10,000 pound Concentrated Load Fv: 165 psi Rail: 6 x 10 in.Top Rail F'b=FbCmCDCFCVCLCruC, F'„=F,CmCD Loading: 0 Ib/ft 10000 lbs. Cm 1 1 Moment: 12500 lb-ft CD 2 fb= 3132 psi OK CF 1 Cv 1 Shear: 10000 lbs. Cc 1 fv= 287 psi OK Cb, 1 Cr 1.15 Post: 10 x 10 in.Posts Top Force: 10000 lbs. F'b: 3,260 psi FV 330 psi Moment: 225000 Ib-in fb= 2526 psi OK Shear: 10000 lbs. fv= 211 psi OK Anchor Bolts: Load on Bolt: 11338 lbs./bolt Allowable: 24500 lbs./bolt 1-1/4 Bolts OK Zeyn B.Uzman,P.E. Project Atlantic Beach Country Club 305 Charleston Greene Project# FL-0575 Malvern,PA 19355 Designer zbu Date 27-Feb-14 (217)652-6737 Checked Date PILE DRIVING CAPACITY Compactor Model C86 Weight: 2170 pounds Factor of Safety: 3 Oper.Pressure: 2250 psi Hydraulic Flow: 38 GPM Cycles: 2000 (cyc/min) Soil Coef: 0.0025 (0.0025 Sand 10.0008 Clay) Insertion Rate 6 in/min Power: 25714 lbs.-ft./sec Pu= 140457 Allowable Pile Capacity: 23 tons 632 HIGHWAY BRIDGES App.A LOADING--HS 20-44 (MS18) TABLE OF MAXIMUM MOMENTS, SHEARS, AND REACTIONS-- SIMPLE SPANS, ONE LANE Spans in feet; moments in thousands of foot-pounds; shears and reactions in thousands of pounds. These values are subject to specification reduction for loading of multiple lanes. Impact not included. End shear End shear and end and end Span Moment reaction(a) Span Moment reaction(a) 1 8.0(b) 32.0(b) 42 485.3(b) 56.0(b) 2 16.0(b) 32.0(b) 44 520.9(b) 56.7(b) 3 24.0(b) 32.0(b) 46 556.5(b) 57.3(b) 4 32.0(b) 32.0(b) 48 592.1(b) 58.0(b) 5 40.0(6) 32.0(b) 50 627.9(b) 58.5(b) 6 48.0(b) 32.0(6) 52 663.6(b) 59.1(b) 7 56.0(b) 32.0(6) 54 699.3(b) 59.6(b) 8 64.0(b) 32.0(b) 56 735.1(b) 60.0(b) 9 72.0(b) 32.0(b) 58 770.8(b) 60.4(b) 10 80.0(b) 32.0(b) 60 806.5(b) 60.8(b) 11 88.0(b) 32.0(b) 62 842.4(b) 61.2(b) 12 96.0(b) 32.0(b) 64 878.1(b) 61.5(b) 13 104.0(b) 32.0(b) 66 914.0(b) 61.9(b) 14 112.0(b) 32.0(b) 68 949.7(b) 62.1(b) 15 120.0(b) 34.1(b) 70 985.6(b) 62.4(b) 16 128.0(b) 36.0(b) 75 1,075.1(b) 63.1(b) 17 136.0(b) 37.7(b) 80 1,164.9(b) 63.6(b) 18 144.0(b) 39.l(b) 85 1,254.7(b) 64.1(b) 19 152.0(b) 40.4(b) 90 1,344.4(b) 64.5(b) 20 160.0(b) 41.6(b) 95 1,434.1(b) 64.9(b) 21 168.0(b) 42.7(b) 100 1,524.0(b) 65.3(b) 22 176.0(b) 43.6(b) 110 1,703.6(b) 65.9(b) 23 184.0(b) 44.5(b) 120 1,883.3(b) 66.4(b) 24 192.7(b) 45.3(b) 130 2,0611(b) 67.6 25 207.4(b) 46.1(b) 140 2,242.8(b) 70.8 26 222.2(b) 46.8(b) 150 2,475.1 74.0 27 237.0(b) 47.4(b) 160 2,768.0 77.2 28 252.0(b) 48.0(b) 170 3,077.1 80.4 29 267.0(b) 48.8(b) 180 3,402.1 83.6 30 282.1(b) 49.6(b) 190 3,743.1 86.8 31 297.3(b) 50.3(b) 200 4,100.0 90.0 32 312.5(b) 51.0(b) 220 4,862.0 96.4 33 327.8(b) 51.6(b) 240 5,688.0 102.8 34 343.5(b) 52.2(b) 260 6,578.0 109.2 35 361.2(b) 52.8(b) 280 7,532.0 115.6 36 378.9(b) 53.3(b) 300 8,550.0 122.0 37 396.6(b) 53.8(b) 38 414.3(b) 54.3(b) 39 432.1(b) 54.8(b) 40 449.8(b) 55.2(b) (a)Concentrated load is considered placed at the support.Loads used are those stipulated for shear. (b) Maximum value determined by Standard Truck Loading.Otherwise the Standard Lane Loading governs. 14 SECTION PROPERTIES Table 1B Section Properties of Standard Dressed (S4S) Sawn Lumber X-X AXIS Y-Y AXIS Standard Area Moment Moment Nominal Dressed of Section of Section of Approximate weight in pounds per linear foot(Ibrft) Size Size(S4S) Section Modulus Inertia Modulus Inertia of piece when density of wood equals: bxd bxd A S. I� Syr Ivr inches x inches Int in3 in4 in3 in4 25 Ib/113 30 Ib/ft3 35 ftft3 40 bM3 45 IbM3 50 lbtft3 1 x 3 3/4 x 2-1/2 1.875 0.781 0.977 0.234 0.088 0.326 0.391 0.456 0.521 0.586 0.651 1 x 4 314 x 3-1/2 2.625 1.531 2.680 0.328 0.123 0.456 0.547 0.638 0.729 0.820 0.911 1 x 6 314 x 5-112 4.125 3.781 10.40 0.516 0.193 0.716 0.859 1.003 1.146 1.289 1.432 1 x 8 3/4x 7-1/4 5.438 6.570 23.82 0.680 0.255 0.944 1.133 1.322 1.510 1-699 1.888 1 x 10 3/4 x 9-1/4 6.938 10.70 49.47 0.867 0.325 1.204 1.445 1.686 1.927 2.168 2.409 1 x 12 3/4 x 11-1/4 8.438 15.82 88.99 1.055 0.396 1.465 1.758 2.051 2.344 2.637 2.930 2 x 3 1-112 x 2-1/2 3.750 1.563 1.953 0.93B 0.703 0.651 0.781 0.911 1.042 1.172 1.302 2 x 4 1-112 x 3-112 5.250 3.063 5.359 1.313 0.984 0.911 1.094 1.276 1.458 1.641 1.823 2 x 5 1-112 x 4-112 6.750 5.063 11.39 1.688 1.266 1.172 1.406 1.641 1.875 2.109 2.344 2 x 6 1.1/2 x 5-112 8.250 7.563 20.60 2.063 1.547 1.432 1.719 2.005 2.292 2.578 2.865 2 x 8 1-1/2 x 7-1/4 10.88 13.14 47.63 2.719 2.039 1.888 2.266 2.643 3.021 3.398 3.776 2x 10 1-1/2 x 9-1/4 13.88 21.39 98.93 3.469 2.602 2.409 2.891 3.372 3.854 4.336 4.818 2x 12 1-1/2 x 11-1/4 16.88 31.64 178.0 4.219 3.164 2.930 3.516 4.102 4.688 5.273 5-859 2 x 14 1-1/2 x 13-1/4 19.88 43.89 290.8 4.969 3.727 3.451 4.141 4.831 5.521 6.211 6.901 3x 4 2-1/2 x 3-112 8.750 5.104 8.932 3.646 4.557 1.519 1.823 2.127 2.431 2.734 3.038 3x 5 2-112 x 4-1/2 11.25 8.438 18.98 4.688 5.859 1.953 2.344 2.734 3.125 3.516 3.906 3x 6 2-1/2 x 5-112* 13.75 12.60 34.66 5.729 7.161 2.387 2.865 3.342 3.819 4.297 4.774 3x 8 2-1/2 x 7-1/4 18.13 21.90 79.39 7.552 9.440 3.147 3.776 4.405 5.035 5.664 6.293 3 x 10 2-1/2 x 9-1/4 23.13 35.65 164.9 9.635 12.04 4.015 4.818 5.621 6.424 7.227 8.030 3x 12 2-1/2 x 11-114 28.13 52.73 296.6 11.72 14.65 4.883 5.859 6.836 7.813 8.789 9.766 3x14 2-1/2x13-1/4 33.13 73.15 484.6 13.80 17.25 5.751 6.901 8.051 9.201 10.35 11.50 3 x 16 2-112 x 15-1/4 38.13 96.90 738.9 15.89 19.86 6.619 7.943 9.266 10.59 11.91 13.24 4x 4 3-1/2 x 3-1/2 12.25 7.146 12.51 7.146 12.51 2.127 2.552 2.977 3.403 3.828 4.253 4 x 5 3.112 x 4-1/2 15.75 11.81 26.58 9.188 16.08 2.734 3.281 3.828 4.375 4.922 5.469 4x 6 3-112 x 5-1/2 19.25 17.65 48.53 11.23 19.65 3.342 4.010 4.679 5.347 6.016 6.684 4x 8 3-112 x 7-1/4 25.38 30.66 111.1 14.80 25.90 4.405 5.286 6.168 7.049 7.930 8.811 4 x 10 3-1/2 x 9-114 32.38 49.91 230.8 18.89 33.05 5.621 6.745 7.869 8.993 10.12 11.24 4x 12 3-1/2x 11-1/4 39.38 73.83 415.3 22.97 40.20 6.836 8.203 9.570 10.94 12.30 13.67 4 x 14 3-1/2 x 13-1/4 46.38 102-4 678.5 27.05 47.34 8-051 9.661 11.27 12.88 14.49 16.10 4 x 16 3-112 x 15.114 53.38 135.7 1034 31.14 54.49 9.266 11.12 12.97 14.83 16.68 18.53 5x 5 4-1/2 x 4-1/2 20.25 15.19 34.17 15.19 34.17 3.516 4.219 4.922 5.625 6.328 7.031 6X 6 5-1/2 x 5-1/2 30.25 27.73 76.26 27.73 76.26 5.252 6.302 7.352 8.403 9.453 10.50 6X 8 5-1/2 x 7-1/2 41.25 51.56 193.4 37.81 104.0 7-161 8.594 10.03 11.46 12.89 14.32 6 x 10 5-1/2 x 9-1/2 52.25 82.73 393.0 47.90 131.7 9.071 10.89 12.70 14.51 16.33 18.14 6 x 12 5-112 x 11-112 63.25 121.2 697.1 57.98 159.4 10.913 13.18 15.37 17.57 19.77 21.96 6 x 14 5-1/2 x 13.112 74.25 167.1 1128 68.06 187.2 12.89 15.47 18.05 20.63 23.20 25.78 6 x 16 5-1/2 x 15-112 85.25 220.2 1707 78.15 214.9 14.80 17.76 20.72 23.68 26.64 29.60 6 x 18 5.112 x 17-112 96.25 280.7 2456 88.23 242.6 16.71 20.05 23.39 26.74 30.08 33.42 6 x 20 5.1/2 x 19-112 107.3 348.6 3398 98.31 270.4 18.62 22.34 26.07 29.79 33.52 37.24 6 x 22 5-1/2 x 21-1/2 118-3 423.7 4555 108.4 298.1 20.53 24.64 28.74 32.85 36-95 41.06 6 x 24 5-112 x 23-112 129.3 506.2 5948 118.5 325.8 22.44 26.93 31.41 35.90 40.39 44.88 8X 8 7-1/2 x 7.1/2 56.25 70.31F2327 70.31 263.7 9.766 11.72 13.67 15.63 17.58 19.53 8 x 10 7-1/2x 9-1/2 71.25 112.8 89.06 334.0 12.37 14.84 17.32 19.79 22.27 24.74 8 x 12 7-1/2 x 11-1/2 86.25 165.3 107.6 404.3 14.97 17.97 20.96 23.96 26.95 29.95 8 x 14 7-1/2 x 13-112 101.3 227.8 126.6 474.6 17.58 21.09 24.61 28.13 31.64 35.16 8 x 16 7-112 x 15-1/2 116.3 300.3 145.3 544.9 20.18 24.22 28.26 32.29 36.33 40.36 8 x 18 7-1/2 x 17-1/2 131.3 382.8 3350 164.1 615.2 22.79 27.34 31.90 36.46 41.02 45.57 8 x 20 7-1/2 x 19-1/2 146.3 475.3 4634 182.8 685.5 25.39 30.47 35.55 40.63 45.70 50.78 8 x 22 7-1/2 x 21-1/2 161.3 577.8 6211 201.6 755.9 27.99 33.59 39.19 44.79 50.39 55.99 8 x 24 7-112 x 23-112 176.3 690.3 8111 220.3 826.2 30.60 36.72 42.84 48.96 55.08 61.20 10 x 10 9.112 x 9.112 90.25 142.9 678.8 142.9 678.8 15.67 18.80 21.94 25.07 28.20 31.34 10 x 12 9-112 x 11-1/2 109.3 209.4 1204 173.0 821.7 18.97 22.76 26.55 30.35 34.14 37.93 10 x 14 9-112 x 13-1/2 128.3 288.6 1948 203.1 964.5 22.27 26.72 31.17 35.63 40.08 44.53 10 x 16 9-1/2 x 15-1/2 147.3 380.4 2948 233.1 1107 25.56 30.68 35.79 40.90 46.02 51.13 10 x 18 9-1/2 x 17.1/2 166.3 484.9 4243 263.2 1250 28.86 34.64 40.41 46-18 51.95 57.73 10 x 20 9-112 x 19-1/2 185.3 602.1 5870 293.3 1393 32.16 38.59 45.03 51.46 57.89 64.32 10 x 22 9-1/2 x 21-1/2 204.3 731.9 7868 323.4 1536 35.46 42.55 49.64 56.74 63.83 70.92 10 x 24 1 9.1/2 x 23-1/2 1 223.3 874.4 10270 353.5 1679 38.76 46.51 54.26 62-01 1 69.77 77.52 0j, AMERICAN WOOD COUNCIL DESIGN VALUES FOR WOOD CONSTRUCTION - NDS SUPPLEMENT 15 Table iB Section Properties of Standard Dressed (S4S) Sawn Lumber (Cont.) X-X Axis Y-Y Axis Standard Area Moment Moment Approximate weight in pounds per linear toot(Ib./tt.) Nominal Dressed of Section of Section of of piece when density o1 wood equals! Size Size(S4S) Section Modulus Inertia Modulus Inertia bxd bxd A S, Ix SY lY inches x inches m? in.3 in! In.3 in! 25 Iblft 3 30 IbJ1t.3 35 Iblf1.3 40 IbJft 3 45 Iblil3 50 W11.312 x 12 11-112 x 11-1/2 132.3 253.5 1458 253.5 1458 22.96 27.55 32.14 36.74 41.33 45.92 12x14 11-1/2x13-1/2 155.3 349.3 2358 297.6 1711 26.95 32.34 37.73 43.13 48.52 53.91 12 x 16 11-1/2 x 15-1/2 178.3 460-5 3569 341.6 1964 30.95 37.14 43.32 49.51 55.70 61.89 12x 18 11-1/2 x 17.112 201.3 587.0 5136 385.7 2218 34.94 41.93 48.91 55.90 62.89 69.88 N 12 x 20 11-1/2 x 19-1/2 224.3 728.8 7106 429.8 2471 38.93 46.72 54.51 62.29 70.08 T7.86 M 12 x 22 1 1-1/2 x 21-1/2 247.3 886.0 9524 473.9 2725 42.93 51.51 60.10 68.68 77.27 85.85 n 12 x 24 11-1/2 x 23-1/2 270.3 1058 12440 518.0 2978 46.92 56.30 65.69 75.07 84.45 93.84 14x 14 13-1/2 x 13-1/2 182.3 410.1 2768 410.1 2768 31.64 37.97 44.30 50.63 56.95 63.28 14x 16 13-1/2x 15-1/2 209-3 540.6 4189 470.8 3178 36.33 43-59 50.86 58.13 65.39 72.66 z 14x 1B 13-1/2 x 17-1/2 236.3 689.1 6029 531.6 3588 41.02 49.22 57.42 65.63 73.83 82.03 14 x 20 13-1/2 x 19-1/2 263.3 855.6 8342 592.3 3998 45.70 54.84 63.98 73.13 82.27 91.41 r� 14 x 22 13-1/2x 21-1/2 290.3 1040 11180 653.1 4408 50.39 60.47 70.55 80.63 90.70 100.8 2 14 x 24 13-1/2 x 23-112 317.3 1243 14600 713.8 4818 55.08 66.09 77.1 1 88.13 99.14 110.2 m 16x 16 15-112 x 15-1/2 240.3 620.6 4810 620.6 4810 41.71 50.05 58.39 66.74 75.08 83.42 16 x 18 15-1/2 x 17-1/2 271.3 791.1 6923 700.7 5431 47.09 56.51 65.93 75.35 84.77 94.18 _ 16 x 20 15-1/2 x 19-1/2 302.3 982.3 9578 780.8 60511 52.47 62.97 73.46 83.96 94.45 104.9 m 16x 22 15.11/2 x 21-112 333.3 1194 12840 860.9 6672 57.86 69.43 81.00 92.57 104.1 115.7 16x24 15-1/2x23-1/2 364.3 1427 16760 941.0 7293 63.24 75.89 88.53 101.2 113.8 126.5 1 B x 1 B 17-1/2 x 17-1/2 306.3 893.2 7816 893.2 7816 53.17 63.80 74.44 85.07 95.70 106.3 18 x 20 17-112 x 19-1/2 341.3 1109 10810 995.3 8709 59.24 71.D9 82.94 94.79 106.6 118.5 18 x 22 17-1/2 x 21-1/2 376.3 1348 14490 1097 9602 65.32 78.39 91.45 104.5 117.6 130.6 18 x 24 17-1/2 x 23-1/2 411.3 1611 18930 1199 10500 71.40 85.68 99.96 114.2 128.5 142.8 20 x 20 19-1/2 x 1 9-1/2 380.3 1236 12050 1236 12050 66.02 79.22 92.42 105.6 118.8 132.0 20 x 22 19-1/2 x 21-1/2 419.3 1502 16150 1363 13260 72.79 87.34 101.9 116.5 131.0 145.6 20 x 24 19 1l2 x 23 1/2 458.3 1795 21090 1489 14520 79.56 95.47 111.4 127.3 143.2 159.1 4 -22 x 22 21-1/2 x 21-1/2 462.3 1656 17610 1656 17810 80.25 96.30 112.4 128.4 144.5 160.5 22 x 24 21-1/2 x 23-1/2 505.3 1979 23250 1810 19460 87.72 105.3 122.8 140.3 157.9 175.4 24 x 24 23.1/2 x 23-1/2 552.3 2163 25420 2163 25420 95.88 115.1 134.2 153.4 1 172.6 1 191.8 AMERICAN FOREST&PAPER ASSOCIATION DESIGN VALUES FOR WOOD CONSTRUCTION - NDS SUPPLEMENT T_ r^ Table 413 Design Values for Visually Graded Southern Pine Dimensionz Lumber } (2"-4" thickyr2r$r4 (Tabulated design values are for normal load duration and dry service conditions,unless specified otherwise.See NDS 4.3 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 bD grain to grain Elasticity Rules corwWcisl grade classification Fe Fr F� FC1 E Agency SOUTHERN , Dense Select Structural 3050 1650 175 660 2250 1,900,000 Select Structural 2850 1600 175 565 2100 1,800,000 Non-Dense Select Structural 2650 1350 175 480 1950 1,700,000 No.1 Dense 2000 1100 175 660 2000 1,600,000 0 No 1 1850 1050 175 565 1850 1,700,000 X717 No.1 Non-Dense 1700 900 175 480 1700 1,600,000 N No.2 Dense 2'-4'wide 1700 875 175 660 1850 1,700,000 Not 1500 825 175 565 1650 1,600,000 Z No.2 Non-Dense 1350 775 175 480 1600 1,400,000 C )01 No.3 and Stud 850 475 175 565 975 1,400,000 Construction 1100 625 175 565 1800 1,500,000 C Standard 4'wide 625 350 175 565 1500 1,300,000 M Utility 300 175 175 565 975 1,300,000 N Dense Select Structural 2700 1500 175 660 2150 1,900,000 Select Structural 2550 1400 175 565 2000 1,800,000 Non-Dense Select Structural 2350 1200 175 480 1850 1,700,000 No.1 Dense 1750 950 175 660 1900 1,800,000 No.1 1650 900 175 565 1750 1,700,000 No.1 Non-Dense 1500 800 175 480 1600 1,600,000 No.2 Dense 5'-6'wide 1450 775 175 660 1750 1,700,000 N0.2 1250 725 175 565 1500 1,600,000 Not Non-Dense 1150 675 175 480 1500 1,400,000 _0No.3 and Stud 750 425 175 565 925 1,400,000 SPIE Dense Select Structural 2450 1350 175 660 2050 1,900,000 Select Structural 2300 1300 175 585 1900 1,800,000 Non-Dense Select Structural 2100 1100 175 480 1750 1,700,000 No.1 Dense 1650 875 175 660 1800 1,800,000 No.1 1500 825 175 565 1650 1,700,000 No.1 Non-Dense 8'wide 1350 725 175 480 1550 1,600,000 No-2 Dense 1400 675 175 660 1700 1,700,000 No.2 1200 650 175 565 1550 1,600,000 No.2 Non-Dense 1100 600 175 480 1450 1,400,000 No.3 and Stud 700 400 175 565 875 1,400,000 Dense Select Structural 2150 1200 175 660 2000 1,900,000 Select Structural 2050 1100 175 565 1850 1,800,000 Non-Dense Select Structural 1850 950 175 480 1750 1,700,000 No.1 Dense 1450 775 175 660 1750 1,600,000 No.1 1300 725 175 565 1600 1,700,000 No.1 Non-Dense 10'wide 1200 650 175 480 1500 1,600,000 No.2 Dense 1200 625 175 660 1650 1,700,000 No.2 1050 575 175 565 1500 1,600,000 No.2Non-Dense 950 550 175 480 1400 1,400,000 No.3and Stud 600 325 175 565 850 1,400,000 Dense Select Structural 2050 1100 175 660 1950 1,900,000 Select Structural 1900 1050 175 565 1800 1,800.000 Non-Dense Select Structural 1750 900 1.75 480 1700 1,700,000 No.1 Dense 1350 725 175 660 1700 1,800,000 No.1 1250 675 175 565 1600 1,700,000 No.1 Non-Dense 12'wide' 1150 600 175 480 1500 1,600,000 No.2 Dense 1150 575 175 660 1600 1,700,000 Not 975 550 175 565 1450 1,600,000 No.2 Non-Dense 900 525 175 480 1350 1,400,000 No.3 and Stud 575 1 325 175 1 565 1 825 1,400,000 AMERICAN FOREST&PAPER ASSOCIATION DESIGN 1 ' WOOD CONSTRUCTION — NDS !, Table 4D Design Values for Visually Graded Timbers (5rr x 5" and larger)" j� (Cont.) (Tabulated design values are for normal load duration and dry service conditions,unless specified otherwise.See NDS 4.3 for a comprehensive description of design value adjustment factors.) USE WITH TABLE 4D 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 Rules conmercial grade classification Fb F, F„ FL F, E Agency RED OAK Select Structural Beams and 1350 600 155 820 825 1,200,000 t No.1 Stringers 1150 550 155 820 700 1,200,000 No.2 725 375 155 820 450 1,000,000 NELMA Select Structural Posts and 1250 850 155 820 875 1,200,D00 No.1 Timbers 1000 675 155 820 775 1,200,000 No.2 575 400 155 820 350 1,000,000RED PINE m N SeledStructural Beams and 1050 625 130 440 725 1,100,000 Z No.i Stringers 875 450 130 440 600 1,100,000 C 440 375 900,000 NLGA No.2 575 300 130 Select Structural Posts and 1000 675 130 440 775 1,100,000 C Na.1 Timbers 800 550 130 440 675 1,100,000 m Not 475 325 130 440 475 900,000 N REDWOOD Clear Heart Structural or Clear Structural 1850 1250 145 650 1650 1,300,000 Select Structural 5'x 5' 1400 950 145 650 1200 1,300,000 Select Structural OG 1100 750 145 420 900 1,000,000 No.1 &larger 1200 800 145 650 1050 1,300,000 RIS Nc i OG 950 650 145 420 800 1,000,000 No.2 975 650 145 650 900 1,100,000 t� No.2 OG 750 400 145 420 650 900,000 SITKA SPRUCE Select Structural Beams and 1200 675 140 435 825 1,300,000 No.1 Stringers 1000 500 140 435 675 1,300,000 Not 650 325 140 435 450 1,000,000 WCLIB Select Structural Posts and 1150 750 140 435 875 1,300,000 No.1 Timbers 925 600 140 435 750 1,300,000 Not 550 350 140 435 525 1,000,000 Selectlructural 8eamsand 1200 675 140 435825 1,300,000 Stringers 1000 500 140 435 675 1,300,000 650 325 140 435 450 1,100,000 WWPA SelectStructural Posts and 1150 750 140 435 875 1,300,000 No.1 Timbers 925 600 140 435 750 1,300,000 No.2 550 350 140 435 525 1 100.000 SOUTHERN PINE (Wet Service Conditions) Dense Select Structural 1750 1200 165 440 1100 1,600,000 Select Structural 1500 1000 165 375 950 1,500,000 No.1 Dense 1550 1050 165 440 975 1,600,000 No.1 5"x 5' 1350 900 165 375 825 1,500,000 No.2 Dense &larger 975 650 165 440 625 1.300,000 SPIB No.2 850 1 550 165 375 525 1,200,000 Dense Structural 86 2100 1400 165 440 1300 1,600,000 Dense Structural 72 1750 1200 165 440 1100 1,600,000 Dense Structure!65 1600 1050 165 440 1000 1,600,00() Select Structural Beams and 1 100 650 125 425 775 1,300,000 No.1 Stringers 900 450 125 425 625 1,300,000 No.2 600 300 125 425 425 1,000,000 NLG. Select Structural Posts and 1050 700 125 425 800 1,300,000 No.1 Timbers 850 550 125 425 700 1,300,000 No.2 500 325 125 425 500 1,000,000 AMERICAN FOREST&PAPER ASSOCIATION I TIMBER POLESI PILES SUPPLEMENT PP-13 Table 4_1 Design Values for Poles Graded in Accordance with ASTM D3200 Design values in pounds per square inch (psi) Compression Compression perpendicular parallel Modulus of Bending Shear to grain to grain Bearing Elasticity Species Fb F, F.l Fc F9 E Pacific CoaslDouglas-Fir 1850 115 375 1000 1200 1,500,000 Jack Pine Lodgepole Pine 1350 85 240 700 875 1,080,000 Northern White Cedar Ponderosa Pine 1300 90 320 650 825 1,000,000 p _ m Red Pine N Southern Pine 1700 105 320 900 1125 1,400,000 Z Western Hemlock a Western Larch 2050 120 375 1075 1125 1,460,000 C Western Red Cedar m N ' Table 4.2 Design Values for Treated Round Timber Piles Graded in Accordance with ASTM D25 4 Design values in pounds per square inch (psi) Species Fe Fb F„ FL E Pacific Coast Douglas Fir' 1250 2450 115 230 1,500,000 Red Oak2 MIMI Red Pine3 900 1900 85 155 1,260,000 Southern Pine° 1. Pacific Coast Douglas Fir design values apply to this species as defined in AS flvf Standard D 1760-86. For connection design use Douglas Fir-Larch design values. 2. Red Oak design values apply to Northern and Southern Red Oak. 3. Red Pine design values apply to Red Pine grown in the United States. For connection design use Northern Pine design values. 4. Southern Pine design values apply to Loblolly,Longleaf,Shortleaf,and Slash Pines. i { I .I ,r I s AMERICAN FOREST&PAPER ASSOCIATION i BUILDING PERMIT APPLICATION CITY OF ATLANTIC BEACH FILE C e Road, Atlantic Beach FL 32233 800 Semmol o , Office (904) 247-5825 Fax (904)247-5845 Job Address: 1600 Selva Marina Drive Permit Number: U -� Legal Description See Attached Parcel# See Attached Floor Area of Sq.Ft. NA Sq.Ft N/A Valuation of Work $ 300,000 Proposed Work heated/cooled N/A non-heated/cooled N/A Class of Work(circle one): © Addition Alteration Repair Move Demolition pool/spa window/door Use of existing/proposed structure(s) (circle one): lCommer Residential If an existing structure,is a fire sprinkler system installed: (Circle one): Yes No Florida Product Approval#N/A For multiple products use product approval form Describe in detail the type of work to be performed: ABCC Vehicular and Pedestrian Bridge Property Owner Information: Name Atlantic Beach Partners LLC Address: 414 Old Hart Road.Suite 502 City Fleming Island State FL Zip 32003 Phone 904-264-655 E-Mail or Fax#(Optional)904-269-2729 9 75q-/9 /39S' Contractor Information: �� / Aar 9�1d,SRA G'amGASr 0, ComQany Name: Barco Duval Engineering, Qualifying Agent: Shane Ricci (CGC1517937) Address 7587 Wilson Blvd City Jacksonville State FL Zip 32210 Office Phone 904-772-131.3 Job Site/Contact Number 904-772-1313 Fax#904-771-7912 State Certification/Registration#CBC057508 Architect Name&Phone#N/A Engineer's Name&Phone#Baker Klein Engineering Debbie Klein(904)356-8520 Fee Simple Title Holder Name and Address Atlantic Beach Partners 414 Old Hart Road Suite 502 Fleming Island.FL 32003 Bonding Company Name and Address N/A Mortgage Lender Name and Address N/A Application is hereby made to obtain a permit to do the work and installations as Indicated 1 certify that no work ar installation has commenced prior•to the issuance of a permit and that all work ivill be performed to meet the standards of all laws regulating construction in this jurisdiction. This permit becontes"till and void rfwor•k isnot commenced within six(6)months, or if construction or work is suspended or abondoned for agriod of sitP6)months at any time after work is conmtenced. 1 understand that separate permits trust be sectir•ed for Electrical Nork,Pltunbing,Signs, Neils,Pools, urnaces,Bailers, Heaters, Tanks anti Air Conditioners,eta 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. 1 hereb certify that 1 have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this h pe of yllork will be complied with whether specs red herein or not. The granting of a permit does not presttnte to give authority to violate or cancel the provisions ofay otherfederal,state,ar local law regtdati ng con traction or the perfontance ofcorrstruction. Signature of Owner - /� � Signature of Contractor g A¢/GiI?f1Ga Print Name Print Name 1G K. Q . -�' - ___ __GZr .w....._._....._. ---.tR._/...�..__._._..__......... Sworn to and subscribed be for me Sworn o and subscribed bef re me this Da 20 this 0 Day of ' " ' JA E S AN Q P lic,State of Florida SANDRA SPENCER Notary Public "= MY COMMISSION#EEO u ,�XS� Commission No.EE 163470 EXPIRES June 04,2015 Revised 01.26.10 %„ori`3 • (407)398-0153, FloridaNOWYSsrvice.com I 'Pe r rn ,l 7tT - OT I <1 - FILE Prepared By and Return To: Frank E.Miller,Esq. COPY 225 Water Street,Suite 1750 _, - Jacksonville,Florida 32202 Permit No. Tax Folio No. AMENDED NOTICE OF COMMENCEMENT THIS AMENDED NOTICE OF COMMENCEMENT AMENDS THAT CERTAIN NOTICE - OF COMMENCEMENT RECORDED JANUARY 14, 2014, IN OFFICIAL RECORDS BOOK 16660, PAGE 1345, PUBLIC RECORDS OF DUVAL COUNTY, FLORIDA. THIS AMENDED NOTICE OF COMMENCEMENT IS BEING RECORDED IN ORDER TO ADD A PARTY FOR NOTICE UNDER ITEM 9 BELOW. State of Florida County of Duval THE UNDERSIGNED hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes,the following information is provided in this Amended Notice of Commencement. 1. Description of property (legal description of the properly): A portion of tax folio No. as more particularly described on Exhibit"A"attached hereto. 2. Street address(if available): 1600 Selva Marina Drive,Atlantic Beach,FL 32233 0 WX Z o i M°; 538 3. General description of improvements: New Construction of Clubhouse Pool, o z?a m U, Pool Bathhouse,Tennis Courts and Accessory Buildings N N i 4. Owner information: m '` a �A 0 (a) Name and address: 00 W 555 08 Atlantic Beach Partners,LLC _,> 414 Old Hard Road,Suite 502 0 w Fleming Island,FL 32003-3411 N A C O (b) Interest in property: Fee Simple. v r , (c) Name and address of fee simple titleholder(if other than Owner): N/A 5. Contractor(name and address): RPC General Contracting,Inc. 248 Levy Road Atlantic Beach,FL 32233 Phone: 904-241-4416;fax:904-2414427 6. Surety: (name and address): 7. Lender(name and address): County Club Funding,LLC c/o Commercial Loan Administrative Solutions,Inc. Attn Rae Jean Zaricor 4720 US Highway 17, Suite 204 Fleming Island,FL 32003 JAX—ACTIVE 3396456.1 8. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by§713.13(1)(a)7.,Florida Statutes: (name and address). i 9. In addition to himself, Owner designates : Commercial Loan Administrative Solutions Inc., Atte: Mindy Lemen, 3168 US Highway 17 Suite D Fleming Island FL 32003 to receive a copy of the Lienor's Notice as provided in Section 713.13(1)(b),Florida Statutes. 10. Expiration date of notice of commencement (the expiration date is one year from the date of recording unless a different date is specified): i WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED 11"ROPER PAYMENTS UNDER CHAPTER 713 PART I SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR ' PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING CONSULT WITH YOUR -LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF i COMMENCEMENT. ATLANTIC BEACH PARTNERS,LLC,a Florida Iimited liability company By: Wood Development Company of Jacksonville,a Florida corporation,Its Managing Member By: i. J s R.Wood President STATE OF FLORIDA } }SS � COUNTY OF DUVAL } I Sworn to and subscribed before me thisday of Jrary, 2014, James R.Wood,President of Wood Development Company of Jacksonville, a Florida corporation, Managing Member of ATLANTIC BEACH PARTNERS, LLC, a Florida limited liability company, on behalf of the company. SANDRA SPENCER (Print Name : Sandra Spencer ) � * MY COMMISSION#EEO89o96 NOTARY PUBLIC All EXPIRES June o4,2015 State of Florida at Large 1 1 u (407)398-0153 Florldallotary5ervice.com Commission# My Commission Expir Personally known ✓or Produced I.D. Type of Identification Produced: ]AX ACTIVE 3396456.1 2 City of Atlantic Beach APPLICATION NUMBER �s Building Department o be assigned b the Building Department.) r ` 800 Seminole Road �r Atlantic Beach, Florida 32233-5445 Phone(904)247-5826 • Fax(904)247-5845 �? E-mail: building-dept@coab.us Date routed: City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: p�0 S4r_1y_4:h944J4 AA_ D Tent review required Yes No Buil Applicant: v� �-� Planning Zonin ree ator Project: A'� , m )� ublic Public a_ety / Fire Serv.:as Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt Date of Permit Verified B Florida Dept.of Environmental Protection Florida Dept. of Transportation St.Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICAT40N STATUS Reviewing Department First Review: pproved. ❑Denis ' (Circle one.) Comments: BUILDING [� PLANNING &ZONING Reviewed bi. Date: T TREE ADMIN. Second Review: ❑Approved as revi ed. ❑Denied. PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: ❑Approved as revised. ❑Denie Comments: Reviewed by: Date: Revised 05/14/09 at�•:a��1i �� City of Atlantic Beach APPLICATION NUMBER Building Department FZECEIVED be assigned b the Building Department.) 800 Seminole Road O j � Atlantic Beach, Florida 32233-5445 MAR 0 7 2014 j// Phone(904)247-5826 • Fax(904)2 -5845 of � E-mail: building-dept@coab.usBY: t )ate routed: ZY City web-site: http://vmw.coab.us - APPLICATION REVIEW AND TRACKING FORM Property Address: �Q00 JF/(rA)fi44--A4- -Qgj1arLment review required Yes No / By Applicant: L �-�' Planning Zonin �} / reg ator Project: (� 09A/I Jaz �-ri ublic V rk � = tie&-7� &IJf j Public qty / Fire Ser ;�s Review fee $ �. Dept Signature 9 Other Agency Review or Permit Required Review or Rec Date of Permit Verifie, Florida Dept. of Environmental Protection Florida Dept. of Transportation St. Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: PApproved. ❑Deni, (Circle one.) Comments: BUILDING PLANNING &ZONING Reviewed by:_�f Dater' TREE ADMIN. Second Review: [—]Approved as revised. ❑Deni *PUBLIC Comments: ES c SAFReviewed by: Date: FIRE SERVICES Third Review: []Approved as revised. ❑Denie, Comments: Reviewed by: Date: Revised 05/14/09 rt! �,i City of Atlantic Beach APPLICATION NUMBER JS t� Building Department RECEIVED (To be assigned b the Building Department.) 1 s 800 Seminole Road Atlantic Beach, Florida 32233-5445 ® 7 204 O Phone (904)247-5826 Fax(904, 247-5 UFt��' E-mail: building-dept@coab.us Date routed: City web-site: http://www.coab.us BY: APPLICATION REVIEW AND TRACE ING FORM Property Address: &190 JAI�� a�� D t nt review required Yes No / Buil Applicant: va, L rr, Planning: :. Zonin Project: ublic 4V k if tilitie T, - Ebijrr �Q� /�l�1� Public aety // Fire Services Review fee Dept Signature ILe-- Other Agency Review or Permit Required Review or Recei Date of Permit Verifiec' Florida Dept. of Environmental Protection Florida Dept. of Transportation St. Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: ❑Approved. [ADenied. (Circle one.) Comments: BUILDING PLANNING &ZONING Reviewed by: Date:d/ V/,//� TREE ADMIN. Second Review: Approved as revised. ❑Denied. PUBLIC WORKS Comments: � ►�►�Eu i PUBLIC UTILITIES /�� / f�L/�� 1 -� C/Ty PUBLIC SAFETY i �S Reviewed by: Date: 3 �A FIRE SERVICES Third Review: ❑Approved as revised. ❑Denie- Comments: - Reviewed by: Date: Revised 05/14/09 _1 VJw ,J City of Atlantic Beach APPLICATION NUMBER J r SBuilding Department (To be assigned b the Building Department.) 800 Seminole Road O Atlantic Beach, Florida 32233-5445 Phone (904)247-5826 • Fax(904) 247-5845 E-mail: building-dept@coab.us Date routed: Ce City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: /1Qoa �a� a�� D ment review required Ye No Bui Applicant: �/� t�-i' Planning &Zonin vi Tree rator �'n Project: � ��J�� ,� ublic Work tilitie Public a ety Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt Date of Permit Verified B Florida Dept. of Environmental Protection Florida Dept. of Transportation St. Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: pA proved. ❑Denied. (Circle one.) Comments: BUILDING � PLANNING & ZONING Reviewed by: /71 I Date: TREE ADMIN. Second Review: ❑Approved as revised. ❑ enied. PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: ❑Approved as revised. ❑Denied. Comments: Reviewed by: Date: Revised 05/14/09 Zeyn B.Uzman, P.E. Project Atlantic Beach Country Club 305 Charleston Greene Project# FL-0575 Malvern,PA 19355 Designer zbu Date 27-Feb-14 (217)652-6737 Checked Date Project Data: Atlantic Beach Country Club Vehicular/Pedestrian Bridge Jacksonville, Florida Client: York Bridge Concepts Tampa, Florida (813)QJ3-t1W,4 % �aN)R tAty Uri, • No. 58874 STATE OF P r S S fV The fol been prepared and S on. 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Uzman, P.E. Project Atlantic Beach Country Club 305 Charleston Greene Project# FL-0575 Malvern,PA 19355 Designer zbu Date 27-Feb-14 (217)652-6737 Checked Date INPUT DATA Design Loads Vehicular: Design Load: 72 kip Wheel Load: 16 kip Pedestrian: Uniform Loading: 85 psf Geometry and Loads: SPAN 1 Pedestrian Vehicular Decking: 3 x 8 in. RS Decking: 4 x 12 in. RS 1 0=S4S Wood: Southern Pine Grade No.1 Wood: Southern Pine Grade No.1 1=RS Fb: 1500 psi Fb: 1350 psi Stringer: 3 x 8 inch S4S Wood: Southern Pine Grade No.1 Fb: 1500 psi Fv: 175 psi Spacing: 1.333 ft Span: 6 ft Load Beam: 4 x 12 inch RS 1 0=S4S Wood: Southern Pine Grade No,1 1=RS Fb: 1350 psi Fv: 165 psi Spacing 6 ft San: 8 ft SPAN 1 Glulam: 6.75x37 in. Glulam: 6.75x34.5 in. Width: 6.75 in. Width: 6.75 in. Depth: 37 in. Depth: 34.5 in. Wood: Southern Pine Grade 24F-V4 Wood: Southern Pine Grade 24F-V4 Fb: 2400 psi Fb: 2400 psi Fv: 190 psi Fv: 190 psi Trib.Area: 4.00 ft Trib.Area: 2.25 ft Span: 53 ft San: 53 ft ABUTMENT DESIGN 1 Size: 12 x 12 inch RS 1 Pile Spacing: 4.96 ft 0=S4S Fb: 850 psi #of Piles: 5 1=RS Fv: 165 psi #of Stringers: 10 Total Dead Load: 25.546 kis Total Live Load: 119.200 kips ABUTMENT PILE DESIGN Pile Size: 14 in dia. Hgt of pile above ground: 2 ft Skin Friction: 400 psf I F�: 1200 psi PEDESTRIAN RAILING DESIGN Post Spacing: 5.00 foot Rail Size: 2 x 8 in Height: 42 inch Post Size: 8 x 8 in Rail 50 Ib/ft Size: 2 x 8 Loading: 200 lbs. Fb: 1,350 psi Fv: 165 psi Bolt Load: 1125 lbs/bolt Bolt Allowable: 6100 Ibs/boft VEHICULAR RAILING DESIGN Post Spacing: 5 foot Rail Size: 6 x 10 in Height: 22.5 inch Post Size: 10 x 10 in Rail 0 Ib/ft Fb: 1,350 psi Loading: 10000 lbs. Fv: 165 psi Rail Shear: 10000 lbs. Post Top Force: 10000 lbs. Bolt Load: 11338 lbs/bole Post Shear: 10000 lbs. Bolt Allowable: 24500 Ibs/boft Zeyn B. Uzman, P.E. Project Atlantic Beach Country Club 305 Charleston Greene Project# FL-0575 Malvern,PA 19355 Designer zbu Date 27-Feb-14 (217)652-6737 Checked Date PILE DRIVING CAPACITY Compactor Model: C8B Soil Coef: 0 0025 Factor of Safety: Insertion Rate: 6 in/min Zeyn B.Unman,P.E. Project Atlantic Beach Country Club 305 Charleston Greene Project# FL-0575 Malvern,PA 19355 Designer zbu Date 27-Feb-14 (217)652-6737 Checked Date SPAN 1 -PEDESTRIAN DECKING DESIGN Allowable Stresses: Design Data: Size: 3 x 8 inch Stringer Spacing: 1.333 foot Fb: 1,500 psi Wood Grade: Southern Pine Grade No.1 RS Design Load: 0 kips F'bFbCmCDCFCVCLCfuCr Wheel Load: 0 kips Uniform Loading: 85 psf Cm 0.85 Actual Member Properties: CD 1 Thickness: 3 in S= 12.00 in' CF 1 Width: 8 in A= 24.00 in` CV 1 CL 1 Cm 1.15 Cr 1.15 F'b: 1,686 psi Bending: Distribution: Area: 0.00 int Length: 8.75 in Width: 21.88 in Loading: 0.00 k/ft Dead Load Moment: 0.001 k-ft Truck Moment: 0.000 k-ft Uniform Moment: 0.013 k-ft fb= 14 psi OK Zeyn B.Unman,P.E. Project Atlantic Beach Country Club 305 Charleston Greene Project# FL-0575 Malvern,PA 19355 Designer zbu Date 27-Feb-14 (217)652-6737 Checked Date SPAN 1 -PEDESTRIAN STRINGER DESIGN Allowable Stresses: Design Data: Size: 3 x 8 inch Fb: 1,500 psi Stringer Spacing: 1.333 foot F,,: 175 psi Span: 6 foot Wood Grade: Southern Pine Grade No.1 S4S F'b=FbCmCDCFCVCLCfuCr Design Load: 0 kips F„=F„C.CD Wheel Load: 0 kips Uniform Loading: 85 psf Cm 0.85 0.97 CD 1.15 Actual Member Properties: CF 1 Thickness: 2.5 in S= 21.90 in' CV 1 Width: 7.25 in A= 18.13 in` CL 1 1= 79.39 in' Cm 1 Cr 1.15 Distribution: DF=S/4 F'b: 1,686 psi DF= 0.33325 F'v: 195 psi Wheel Load= 0.00 kips Bending: Shear: Dead Load Moment: 0.09 k-ft w12/8 Dead Load Shear: 0.06 kips Truck Moment: 0.00 k-ft PL/4 Truck Shear: 0.00 kips Uniform Moment: 0.51 k-ft w12/8 Uniform Shear: 0.34 kips fb= 330 psi OK fv= 33 psi OK Deflection: Dead Load 0.00 in Truck Live Load 0.00 in Unif.Live Load 0.03 in U240= 0.30 in OK U360= 0.20 in OK Zeyn B.UZman, P.E. Project Atlantic Beach Country Club 305 Charleston Greene Project# FL-0575 Malvern,PA 19355 Designer zbu Date 27-Feb-14 (217)652-6737 Checked Date SPAN 1 -PEDESTRIAN LOAD BEAM DESIGN Allowable Stresses: Design Data: Size: 4 x 12 inch Fb: 1,350 psi Beam Spacing: 6 foot F,,: 165 psi Span: 8 foot Wood Grade: Southern Pine Grade No.1 RS Dead Load: 0.105 kip/ft F'b=FbCmCDCFCVCLCNCr Design Load: 0 kips F„=F„CmCD Wheel Load: 0 kips Uniform Loading: 85 psf Cm 0.85 0.97 CD 1.15 Actual Member Properties: CF 1 Thickness: 4 in S= 96.00 in' CV 1 Width: 12 in A= 48.00 in` CL 1 1= 576.00 in' Cfu 1 Cr 1 F'b: 1,320 psi F',,: 184 psi Bending: Shear: Dead Load Moment: 0.84 k-ft w12/8 Dead Load Shear: 0.42 kips Truck Moment: 0.00 k-ft P(L-6) Truck Shear: 0.00 kips Uniform Moment: 4.08 k-ft w12/8 Uniform Shear: 2.04 kips fb= 615 psi OK fv= 77 psi OK Deflection: Dead Load 0.01 in Truck Live Load 0.00 in Unif.Live Load 0.05 in U240= 0.40 in OK U360= 0.27 in OK Zeyn B.UZman,P.E. Project Atlantic Beach Country Club 305 Charleston Greene Project# FL-0575 Malvern,PA 19355 Designer zbu Date 27-Feb-14 (217)652-6737 Checked Date SPAN 1 -PEDESTRIAN GLULAM STRINGER DESIGN Allowable Stresses: Design Data: Size: 6.75x37 inch Fb: 2,400 psi Tributary Area: 4.00 foot F,,: 190 psi Span: 53 foot Wood Grade: Southern Pine Grade 24F-V4 Dead Load: 0.138 kip/ft Fb=FbC,CDCFCVCLC,uC, Design Load: 0 kips F„=F„C,,,CD Wheel Load: 0 kips Uniform Loading: 85 psf Cm 0.8 0.875 CD 1.15 Actual Member Properties: CF 1 Thickness: 6.75 in S= 1540.13 in' Cv 0.89 Width: 37 in A= 249.75 in` CL 1 I= 28492.31 in' Cm 1 C, 1 Distribution: DF=S/4 Fb: 1,965 psi DF= 1 F',,: 191 psi Wheel Load= 0.00 kips Bending: Shear: Dead Load Moment: 48.47 k-ft W12/8 Dead Load Shear: 3.66 kips Truck Moment: 0.00 k-ft PL/4 Truck Shear: 0.00 kips Uniform Moment: 119.38 k-ft w12/8 Uniform Shear: 9.01 kips fb= 1,308 psi OK fv= 76 psi OK Deflection: Dead Load 0.54 in Truck Live Load 0.00 in Unif.Live Load 1.32 in U240= 2.65 in OK L/360= 1.77 in OK Zeyn B.Unman,P.E. Project Atlantic Beach Country Club 305 Charleston Greene Project# FL-0575 Malvern,PA 19355 Designer zbu Date 27-Feb-14 (217)652-6737 Checked Date SPAN 1 -VEHICLE DECKING DESIGN Allowable Stresses: Design Data: Size: 4 x 12 inch Stringer Spacing: 2.25 foot Fb: 1,350 psi Wood Grade: Southern Pine Grade No.1 RS Design Load: 72 kips F'b=FbCICDCFCVCLCf„C, Wheel Load: 16 kips Uniform Loading: 85 psf Cm 0.85 Actual Member Properties: CD 1 Thickness: 4 in S= 32.00 in' CF 1 Width: 12 in A= 48.00 in` CV 1 CL 1 Cf. 1.15 Cr 1.15 F'b: 1,518 psi Bending: Distribution: Area: 160.00 int Length: 12.75 in Width: 31.88 in Loading: 6.02 k/ft Dead Load Moment: 0.008 k-ft Truck Moment: 3.049 k-ft Uniform Moment: 0.054 k-ft fb= 1146 psi OK Zeyn B. UZman, P.E. Project Atlantic Beach Country Club 305 Charleston Greene Project# FL-0575 Malvern,PA 19355 Designer zbu Date 27-Feb-14 (217)652-6737 Checked Date SPAN 7 -VEHICLE GLULAM STRINGER DESIGN Allowable Stresses: Design Data: Size: 6.75x34.5 inch Fb: 2,400 psi Tributary Area: 2.25 foot F,,: 190 psi Span: 53 foot Wood Grade: Southern Pine Grade 24F-V4 Dead Load: 0.097 kip/ft F'b=FbCmCDCFCVCLCfuCr Design Load: 72 kips P„=F„CmCD Wheel Load: 16 kips Uniform Loading: 85 psf Cm 0.8 0.875 CD 1.15 Actual Member Properties: CF 1 Thickness: 6.75 in S= 1339.03 in' Cv 0.89 Width: 34.5 in A= 232.88 in` CL 1 1= 23098.29 in' Cm 1 Cr 1 Distribution: DF=S/4 F'b: 1,972 psi DF= 0.5625 F',,: 191 psi Wheel Load= 9.00 kips Bending: Shear: Dead Load Moment: 34.00 k-ft wl2/8 Dead Load Shear: 2.57 kips Truck Moment: 185.91 k-ft PL/4 Truck Shear: 15.62 kips Uniform Moment: 67.15 k-ft w12/8 Uniform Shear: 5.07 kips fb= 1,971 psi OK fv= 117 psi OK Deflection: Dead Load 0.51 in Truck Live Load 1.31 in Unif.Live Load 0.92 in U240= 2.65 in OK U360= 1.77 in OK Zeyn B.Uzman,P.E. Project Atlantic Beach Country Club 305 Charleston Greene Project# FL-0575 Malvern,PA 19355 Designer zbu Date 27-Feb-14 (217)652-6737 Checked Date ABUTMENT DESIGN 1 Allowable Stresses: Design Data: Size: 12 x 12 inch Fb: 850 psi Pile Spacing: 4.96 ft F,,: 165 psi Number of Piles: 5 Number of Stringers: 10 F'b=FbCmCDCFCVCLCf�Cr F'„=F„CmCD Total Dead Load: 25.55 kips Cm 1 1 Total Live Load: 119.20 kips CD 1.15 CF 1 Load/pile: 28.95 kips CV 1 CL 1 Actual Member Properties: Cf. 1 Thickness: 12 in S= 288.00 in' Cr 1.15 Width: 12 in A= 144.00 in F'b: 1,124 psi F',,: 190 psi Bending: Shear: Dead Load Moment: 3.17 k-ft Dead Load Shear: 4.26 kips Live Load Moment: 14.78 k-ft Live Load Shear: 19.87 kips fb= 748 psi OK f„= 251 psi NG ABUTMENT PILE DESIGN Pile Size: 14 in dia. Area: 153.94 int Surface area: 3.67 in %= 188.06 psi Pile Load: 29 kips F�: 1200 psi Skin Friction: 400 psf F'c=FcCDCtC„CsPCPCm Hgt of pile above ground: 2 ft CD= 0.9 Cf= 1 Embedment length: 20.00 ft Cu= 1.18 C.P= 0.8 Total Length: 24.00 ft C�= 1 Ke= 0.8 Drive pile to: 22 ft or to 14 Tons lid= 4.8 OK C= 0.85 KcE= 0.3 FcE = 19531 psi F'�= 1020 psi Cp= 0.99 F'c= 1,011 psi OK Zeyn B.Unman,P.E. Project Atlantic Beach Country Club 305 Charleston Greene Project# FL-0575 Malvern,PA 19355 Designer zbu Date 27-Feb-14 (217)652-6737 Checked Date PEDESTRIAN RAILING DESIGN Post Spacing: 5.00 foot Allowable Stresses: Height: 42 inch Size: 8 x 8 Fb: 1,350 psi Use Pedestrian Loading Fv: 165 psi F'b=FbCmCDCFCVCLCfuCr Top Rail: 2 x 8 Top Rail F'„=F„CmCD Loading: 50lb/ft Cm 1 1 200 lbs. CD 1.15 Moment: 250 lb-ft CF 1 fb= 228 psi OK Cv 1 CL 1 Shear: 125 lbs. Cf„ 1 fv= 17 psi OK Cr 1.15 Post: 8 x 8 Post Top Force: 250 lbs. F'b: 1,785 psi F'v: 190 psi Moment: 10500 Ib-in fb= 149 psi OK Shear: 250 lbs. fv= 7 psi OK Anchor Bolts: Load on Bolt: 1125.00 lbs./bolt Allowable: 6100 lbs./bolt OK Zeyn B.Unman, P.E. Project Atlantic Beach Country Club 305 Charleston Greene Project# FL-0575 Malvern,PA 19355 Designer zbu Date 27-Feb-14 (217)652-6737 Checked Date VEHICULAR RAILING DESIGN Post Spacing: 5 foot Allowable Stresses: Height: 22.5 inch Size: 6 x 10 & 10 x 10 Fb: 1,350 psi Use 10,000 pound Concentrated Load Fv: 165 psi Rail: 6 x 10 in.Top Rail F'b=FbCmCDCFCVCLCMCr F'v=FvCmCD Loading: 0 Ib/ft 10000 lbs. Cm 1 1 Moment: 12500 lb-ft CD 2 fb= 3132 psi OK CF 1 Cv 1 Shear: 10000 lbs. CL 1 fv= 287 psi OK C, 1 C, 1.15 Post: 10 x 10 in.Posts Top Force: 10000 lbs. F'b: 3,260 psi F'v: 330 psi Moment: 225000 Ib-in fb= 2526 psi OK Shear: 10000 lbs. fv= 211 psi OK Anchor Bolts: Load on Bolt: 11338 lbs./bolt Allowable: 24500 lbs./bolt 1-1/4 Bolts OK 632 HIGHWAY BRIDGES App.A LOADING---HS 20-44 (MS18) TABLE OF MAXIMUM MOMENTS, SHEARS, AND REACTIONS-- SIMPLE SPANS, ONE LANE Spans in feet; moments in thousands of foot-pounds; shears and reactions in thousands of pounds. These values are subject to specification reduction for loading of multiple lanes. Impact not included. End shear End shear and end and end Span Moment reaction(a) Span Moment reaction(a) 1 8.0(b) 32.0(b) 42 485.3(b) 56.0(b) 2 16.0(b) 32.0(b) 44 520.9(b) 56.7(b) 3 24.0(b) 32.0(b) 46 556.5(b) 57.3(b) 4 32.0(b) 32.0(b) 48 592.1(b) 58.0(b) 5 40.0(b) 32.0(b) 50 627.9(b) 58.5(b) 6 48.0(b) 32.0(b) 52 663.6(b) 59.1(b) 7 56.0(b) 32.0(b) 54 699.3(b) 59.6(b) 8 64.0(b) 32.0(b) 56 735.1(b) 60.0(6) 9 72.0(b) 32.0(b) 58 770.8(b) 60.4(b) 10 80.0(b) 32.0(b) 60 806.5(b) 60.8(b) 11 88.0(b) 32.0(b) 62 842.4(b) 61.2(b) 12 96.0(b) 32.0(b) 64 878.1(b) 61.5(b) 13 104.0(b) 32.0(b) 66 914.0(b) 61.9(b) 14 112.0(b) 32.0(b) 68 949.7(b) 62.1(b) 15 120.0(b) 34.1(b) 70 985.6(b) 62.4(b) 16 128.0(b) 36.0(b) 75 1,075.1(b) 63.1(b) 17 136.0(b) 37.7(b) 80 1,164.9(b) 63.6(b) 18 144.0(b) 39.1(b) 85 1,254.7(b) 64.1(b) 19 152.0(b) 40.4(b) 90 1,344.4(b) 64.5(b) 20 160.0(b) 41.6(b) 95 1,434.1(b) 64.9(b) 21 168.0(b) 42.7(b) 100 1,524.0(6) 65.3(b) 22 176.0(b) 43.6(b) 110 1,703.6(b) 65.9(b) 23 184.0(b) 44.5(b) 120 1,883.3(b) 66.4(b) 24 192.7(b) 45.3(b) 130 2,063.1(b) 67.6 25 207.4(b) 46.1(b) 140 2,242.8(6) 70.8 26 222.2(b) 46.8(b) 150 2,475.1 74.0 27 237.0(b) 47.4(b) 160 2,768.0 77.2 28 252.0(b) 48.0(b) 170 3,077.1 80.4 29 267.0(b) 48.8(b) 180 3,402.1 83.6 30 282.1(b) 49.6(b) 190 3,743.1 86.8 31 297.3(b) 50.3(b) 200 4,100.0 90.0 32 312.5(b) 51.0(b) 220 4,862.0 96.4 33 327.8(b) 51.6(b) 240 5,688.0 102.8 34 343.5(b) 52.2(b) 260 6.578.0 1092 35 361.2(b) 52.8(b) 280 7,532.0 115.6 36 378.9(b) 53.3(b) 300 8,550.0 122.0 37 396.6(b) 53.8(b) 38 414.3(b) 54.3(b) 39 432.l(b) 54.8(b) 40 449.8(b) 55.2(b) (a)Concentrated load is considered placed at the support. Loads used are those stipulated for shear. (b) Maximum value determined by Standard Truck Loading.Otherwise the Standard Lane Loading governs. 14 SECTION PROPERTIES Table 113 Section Properties of Standard Dressed (S4S) Sawn Lumber X-X AXIS Y-Y AXIS Standard Area Moment Moment Approximate weight in pounds per linear foot(lb/ft) Nominal Dressed of Section of Section of Size Size(S4S) Section Modulus Inertia Modulus Inertia of piece when density of wood equals: bxd bxd A S. I_ SYY IYy inches x inches int in3 in4 in3 in4 25 Ib/t13 30 IbM3 35 Iblft3 40 IbM' 45 Ib/ft3 50 IbM3 1 x 3 314 x 2-1/2 1.875 0.781 0.977 0-234 0.088 0.326 0.391 0.456 0-521 0.586 0.651 1 x 4 3/4 x 3-112 2.625 1.531 2,680 0.328 0.123 0.456 0.547 0.638 0.729 0.820 0.911 1 x 6 3/4 x 5-112 4.125 3.781 10.40 0.516 0.193 0.716 0.859 1.003 1.146 1.289 1.432 1 x 8 3/4 x 7-1/4 5.438 6.570 23.82 0-680 0.255 0.944 1.133 1.322 1.510 1.699 1.888 1 x 10 314 x 9-1/4 6.938 10.70 49.47 0.867 0.325 1.204 1.445 1.686 1.927 2.168 2.409 1 x 12 314x 11-1/4 8.438 15-82 88.99 1.055 0.396 1.465 1.758 2.051 2.344 2.637 2.930 2 x 3 1-112 x 2-112 3.750 1.563 1.953 0.938 0.703 0.651 0.781 0.911 1.042 1.172 1.302 2 x 4 1-1/2 x 3-112 5.250 3.063 5.359 1.313 0.984 0.911 1.094 1.276 1.458 1.641 1.823 2x 5 1-112x 4-1/2 6.750 5.063 11-39 1.688 1.266 1.172 1.406 1.641 1.875 2.109 2.344 2x 6 1-1/2x 5-1/2 8.250 7.563 20.80 2.063 1.547 1.432 1.719 2.005 2-292 2.578 2.865 2x 8 1-1/2x 7-1/4 10.88 13.14 47.63 2.719 2-039 1-888 2.266 2.643 3.021 3.398 3.776 2 x 10 1-1/2 x 9-114 13.88 21.39 98-93 3.469 2.602 2.409 2.891 3.372 3.854 4.336 4.818 2 x 12 1-1/2 x 11-1/4 16.88 31.64 178.0 4219 3.164 2.930 3.516 4.102 4.688 5.273 5.659 2 x 14 1-112 x 13-1/4 19.88 43.89 290.8 4.969 3.727 3.451 4.141 4.831 5.521 6.211 6.901 3x 4 2-1/2x 3.1/2 8.750 5.104 8.932 3.646r7.1 1.519 1.823 2.127 2.431 2.734 3.038 3x 5 2-1/2 x 4-112 11.25 8.438 18.98 4.6881.953 2.344 2.734 3.125 3.516 3.906 3x 6 2.1/2 x 5-1/2' 13.75 12.60 34.66 5.7292.387 2.865 3.342 3.819 4.297 4.774 3x 8 2-1/2 x 7-1/4 18.13 21.90 79.39 7.5523.147 3.776 4.405 5.035 5.664 6.293 3 x 10 2-1/2 x 9-1/4 23.13 35.65 164.9 9.6354.015 4.818 5.621 6.424 7.227 8.030 3 x 12 2-1/2 x 11-114 28.13 52.73 296.6 11.72 14.65 4.883 5.859 6.836 7.813 8.789 9.766 3 x 14 2-112 x 13-114 33.13 73.15 484.6 13.80 17.25 5.751 6.901 8.051 9-201 10.35 11.50 3 x 16 2-112 x 15-1/4 38.13 96.90 738.9 15.89 19.86 6.619 7.943 9.266 10.59 11.91 13.24 4x 4 3-1/2 x 3.1/2 12.25 7.146 12.51 7.146 12.51 2.127 2.552 2.977 3.403 3.828 4253 4x 5 3.112 x 4-112 15.75 11.81 26.58 9.188 16.08 2.734 3.281 3.828 4.375 4.922 5.469 4x 6 3-1/2 x 5-112 19.25 17.65 48.53 11.23 19.65 3-342 4.010 4.679 5.347 6.016 6.684 4x 8 3-1/2 x 7-1/4 25.38 30.66 111.1 14.80 25-90 4.405 5.286 6.168 7.049 7.930 8.811 4 x 10 3-1/2 x 9-114 32.38 49.91 230-8 18.89 33.05 5.621 6.745 7.869 8.993 10.12 11.24 4 x 12 3-112 x 11-1/4 39.38 73.83 415.3 22.97 40.20 6.836 8.203 9,570 10.94 12.30 13.67 4 x 14 3-112 x 13-1/4 46.38 102.4 678.5 27.05 47.34 8.051 9.661 1127 12.88 14.49 16.10 4 x 16 3-112 x 15-1/4 53.38 135.7 1034 31.14 54.49 9-266 11.12 12.97 14.83 16.68 18.53 5x 5 4-1/2 x 4-1/2 20.25 15.19 34.17 15.19 34.17 3.516 1 4.219 4.922 5.625 6.328 7.031 6x 6 5-1/2 x 5-1/2 30.25 27.73 76.26 27.73 76.26 5.252 6.302 7.352 8.403 9.453 10.50 6 x 8 5-1/2 x 7-1/2 41.25 51.56 193.4 37.81 104.0 7.161 8.594 10.03 11.46 12.89 14.32 6 x 10 5-1/2 x 9-1/2 52.25 82.73 393.0 47.90 131.7 9.071 10.89 12.70 14.51 16-33 18.14 6 x 12 5-1/2 x 11-1/2 63.25 121.2 697.1 57.98 159.4 10.98 13.18 15.37 17.57 19.77 21.96 6 x 14 5-1/2 x 13.112 74.25 167.1 1128 68.06 187.2 12.89 15.47 18.05 20.63 23.20 25.78 6 x 16 5-112 x 15-112 85.25 220.2 1707 78-15 214.9 14.80 17.76 20.72 23.68 26.64 29.60 6 x 18 5.112 x 17-1/2 96.25 280.7 2456 88.23 242.6 16.71 20-05 23.39 26.74 30.08 33.42 6 x 20 5-1/2 x 19.112 107.3 348.6 3396 98.31 270.4 18.62 22.34 26.07 29.79 33.52 37.24 6 x 22 5-112 x 21-112 118-3 423.7 4555 108.4 298.1 20-53 24.64 28.74 32.85 36-95 41.06 6 x 24 5-1/2 x 23-112 129.3 506.2 5948 118.5 325.8 22.44 26.93 31.41 35.90 40.39 44.88 8X B 7.1/2 x 7.1/2 56.25 70.31 263.7 70.31 263-7 9.766 11.72 13.67 15.63 17.58 19.53 8 x 10 7-112 x 9-112 71.25 112.8 535.9 89.06 334.0 12.37 14.84 17.32 19.79 22.27 24.74 8 x 12 7-112 x 11-1/2 86.25 165.3 950.5 107.8 404.3 14.97 17.97 20.96 23.96 26.95 29.95 8 x 14 7-1/2 x 13-1/2 101.3 227.8 1538 126.6 474.6 17.58 21.09 24.61 28.13 31.64 35.16 8 x 16 7-1/2 x 15-1/2 116.3 300.3 2327 145.3 544.9 20.18 24.22 28.26 32.29 36.33 40.36 8 x 18 7-1/2 x 17-1/2 131.3 382.8 3350 164.1 615.2 22.79 27.34 31.90 36.46 41.02 45.57 8 x 20 7-112 x 19-112 146.3 475.3 4634 182.8 685.5 25.39 30.47 35.55 40.63 45.70 50.78 8 x 22 7-1/2 x 21-1/2 161.3 577.8 6211 201.6 755.9 27.99 33.59 39-19 44.79 50.39 55.99 8 x 24 7-1/2 x 23-1/2 176.3 690.3 8111 220.3 826.2 30-60 36.72 42.84 48.96 55.08 61.20 10 x 10 9.112 x 9-112 90.25 142.9 678.8 142.9 678.8 15.67 18.80 21.94 25.07 28.20 31.34 10 x 12 9-112 x 11-1/2 109.3 209.4 1204 173.0 821.7 18.97 22.76 26.55 30.35 34.14 37.93 10 x 14 9-112 x 13-1/2 128.3 288.6 1948 203.1 964.5 22.27 26.72 31.17 35.63 40.08 44.53 10 x 16 9.112 x 15-1/2 147.3 380.4 2948 233.1 1107 25.56 30.68 35.79 40.90 46.02 51.13 10 x 18 9-1/2 x 17.1/2 166.3 484.9 4243 263.2 1250 28.86 34.64 40.41 46.18 51.95 57.73 10 x 20 9-112 x 19-1/2 185.3 602.1 5870 293.3 1393 32.16 38.59 45.03 51.46 57.89 64.32 10 x 22 9-112 x 21-112 204.3 731.9 7868 323.4 1536 35.46 42.55 49.64 56.74 63.83 70-92 10 x 24 9.112 x 23-1/2 223.3 874.4 10270 353.5 1 1679 1 36.76 46.51 54.26 1 62.01 69.77 77.52 AMERICAN WOOD COUNCIL DESIGN VALUES FOR WOOD CONSTRUCTION Table 1B Section Properties of Standard Dressed (S4S) Sawn Lumber (Cont.) X-X Axis Y-Y Axis Standard Area Moment Moment Approximate weight in pounds per linear foot(lb.ltt.) Nominal Dressed of Section of Section of of piece when density of wood equals Size Size(S4S) Section Modulus Inertia Modulus Inertia bxd bxd A S, I, Sy y inches x inches in? n3 in4 In.3 in.4 25 lb At 3 30 IbAt.3 35 kblft.3 40 Ib.ltl.3 45 Iblft.3 50 Iblit.3 12 x 12 11-1/2 x 11-112 132.3 253.5 1458 253.5 1458 22.96 27.55 32.14 36.74 41.33 45.92 12x14 11-1/2x13-112 155.3 349.3 2358 297.6 1711 26.95 32.34 37.73 43.13 48.52 53.91 12 x 16 11-1/2x 15-1/2 178.3 460.5 3569 341.6 1964 30.95 37.14 1 43.32 49.51 55.70 61.89 12x18 11-1/2x17-1/2 201.3 587.0 5136 385.7 2218 34.94 41.93 48.91 55.90 62,89 69.88 12 x 20 11-1/2 x 19-112 224.3 728.8 7106 429.8 2471 1 38.93 46.72 54.51 62.29 70.08 77.86 R1 12 x 22 1 1-1/2 x 21-112 247.3 886.0 9524 473.9 2725 42.93 51.51 60.10 68.68 77.27 85.85 n 12 x 24 11-1/2 x 23-1/2 270.3 1058 12440 518.0 2978 46.92 56.30 65-69 75.07 84.45 93.84 14 x 14 13-1/2 x 13-112 182.3 410.1 2768 410.1 2768 31.64 37.97 44.30 50.63 56.95 63.28 z 14x 16 13-112 x 15-1/2 209-3 540.6 4189 470.8 3178 36.33 43-59 50-86 58.13 65.39 72.66 Z 49.22 57.42 65.63 73.83 82.03 '10 14 x 1 B 13-1/2 x 17-112 236.3 689.1 6029 531.6 3586 41.02 14 x 20 13-1/2 x 19-112 263.3 855.6 8342 592.3 3998 45.70 54.84 63.98 73.13 82.27 91.41 ;1) 14 x 22 13-112 x 21 112 290.3 1040 11180 653.1 4408 50.39 60.47 70.55 80.63 90.70 100.8 C 14 x 24 13-112 x 23-112 317.3 1243 14600 713.8 4818 55.08 66.09 77.11 88.13 99.14 110.2 m 16 x 16 15-1/2 x 15-112 240.3 620.6 4810 620.6 4810 41.71 50.05 58.39 66.74 75.08 83.42 -4 16 x 18 15-1/2 x 17-1/2 271.3 791.1 6923 700.7 5431 47.09 56.51 65.93 75.35 84.77 94.16 _ 16 x 20 15-1/2 x 19-1/2 302.3 982.3 9578 780.8 6051 52.47 62.97 73.46 83.96 94.45 104.9 M 16x22 15.1/2x21-1/2 333.3 1194 12840 860.9 6672 57.86 69.43 81.00 92.57 104.1 115.7 Irl 16 x 24 15.112 x 23-112 364.3 1427 16760 941.0 7293 63.24 75.89 88.53 101.2 113.8 126.5 1 B x 1 B 17-112 x 17-112 306.3 893.2 7816 893.2 7816 53.17 63.80 74.44 85.07 95.70 106.3 18 x 20 17-1/2 x 19-112 341.3 1109 10810 995.3 B709 59.24 71.09 82.94 94.79 106.6 118.5 18 x 22 17-112 x 21-1/2 376.3 1348 14490 1097 9602 65.32 78.39 91.45 104.5 117.6 130.6 18 x 24 17-1/2 x 23-112 411.3 1611 18930 1199 10500 71.40 85.68 99.96 114.2 128.5 142.8 20 x 20 19-112 x 19-112 380.3 1236 12050 1236 12050 66.02 79.22 92.42 105.6 118.8 132.0 20 x 22 19-112 x 21-112 419.3 1502 16150 1363 13280 72.79 87.34 101.9 1 16.5 131.0 145.6 20 x 24 19-1/2 x 23-1/2 458.3 1795 21090 1489 14520 79.56 95.47 111.4 127.3 143.2 159.1 22 x 22 21-1/2 x 21-112 462.3 1656 17810 1656 17810 80.25 96.30 112.4 128.4 144.5 160.5 22 x 24 21-1/2 x 23-1/2 505.3 1979 23250 1810 19460 87.72 105.3 122.8 140.3 157.9 175.4 24 x 24 1 23-112 x 23-1/2 1 552.3 2163 25420 2163 25420 95.88 115.1 134.2 153.4 172.6 191.8 AMERICAN FOREST&PAPER ASSOCIATION DESIGN VALUES • ' WOOD CONSTRUCTION Table 413 Design Values for Visually Graded Southern Pine DimensionAtimber (2"-4" thick)1r2r8r4 (Tabulated design values are for normal load duration and dry service conditions,unless specified otherwise.See NDS 4.3 for a comprehensive description of design value adjustment factors.) USE WITH TABLE 413 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 Rules cornmetpal grade classificatlon Fb Fr F„ Fi F� E Agency L SOUTHERN Dense Select Structural 3050 1650 175 660 2250 1,900,000 Select Structural 2850 1600 175 565 2100 1,800,000 Non-Dense Select Structural 2650 1350 175 480 1950 1,700,000 No.1 Dense 2000 1100 175 660 2000 1,800,000 0 No.1 1850 1050 175 565 1850 1,700,000 m No-1 Non-Dense 1700 900 175 480 1700 1,600,000 N No.2 Dense 2'-4'wide 1700 875 175 660 1850 1,700,000 No.2 1500 825 175 565 1650 1,600,000 Z No.2 Non-Dense 1350 775 175 480 1600 1,400,000 a No.3 and Stud 850 475 175 565 975 1,400,000 r Construction 1100 625 175 565 1800 1,500,000 C Standard 4'wide 625 350 175 565 1500 1,300,000 X77 utility 300 175 175 565 975 1,300,000 N Dense Select Structural 2700 1500 175 660 2150 1,900,000 Select Structural 2550 1400 175 565 2000 1,600,000 Non-Dense Select Structural 2350 1200 175 480 1850 1,700,000 No.1 Dense 1750 950 175 660 1900 1,800,000 No.1 1650 900 175 565 1750 1,700,000 No.1 Mon-Dense 1500 BOD 175 480 1600 1,600,000 No.2 Dense 5'-6'wide 1450 775 175 660 1750 1,700,000 y� No.2 1250 725 175 565 1600 1,600,000 r}� No.2 Non Dense 1150 675 175 480 1500 1,400,000 No.3 and Stud 750 425 175 565 925 1,400,000 SPIB Dense Select Structural 2450 1350 175 660 2050 1,900,000 Select Structural 2300 1300 175 565 1900 1,800,000 Non-Dense Select Structural 2100 1100 175 480 1750 1,700,000 No.1 Dense 1650 875 175 660 1800 1,800,000 No.1 1500 825 175 565 1650 1,700,000 No.1 Non-Dense 8'wide 1350 725 175 480 1550 1,600,000 No.2 Dense 1400 675 175 660 1700 1,700,000 No.2 1200 650 175 565 1550 1,600,000 No.2 Non-Dense 1100 600 175 460 1450 1,400,000 No.3 and Stud 700 400 175 565 875 1,400,000 Dense Select Structural 2150 1200 175 660 r1750 0 1,900,000 Select Structural 2050 1100 175 565 0 1,800,000 Non-Dense Select Structural 1850 950 175 480 1,700,000 No.1 Dense 1450 775 175 660 0 1,800,000 No.t 1300 725 175 Sfi5 0 1,700,000 No.1 Non-Dense 10'wide 1200 650 175 480 1500 1,600,000 1200 625 175 660 1650 1,700,000 No.2 Dense No.2 1050 575 175 565 1500 1,600,000 No.2 Non-Dense 950 550 175 480 14DO 1,400,000 No.3and Stud 600 325 175 565 850 1,400,000 Dense Select Structural 2050 1100 175 660 1950 1,900,000 Select Structural 1900 1050 175 565 1800 1,800.000 1,700,000 Non-Dense Select Structural 1750 900 175 480 No.1 Dense 1350 725 175 660 1700 1,800,000 No.1 1250 675 175 565 1600 1,700,000 No.1 Non-Dense 12'wide' 1150 600 175 480 1500 1,600,000 No.2 Dense 1150 575 175 660 1600 1,700,000 No.2 975 550 175 565 1450 1,600,000 800 525 175 480 1350 1,400,000 No.2 Non-Dense825 1,400,000 No.3 and Stud 575 325 175 565 AMERICAN FOREST&PAPER ASSOCIATION DESIGN VALUES FOR WOOD CONSTRUCTION - NDS SUPPLEMENT 47 Table 4D Design Values for Visually Graded Timbers (5" x 511 and larger), 1, (Cont.) (Tabulated design values are for normal load duration and dry service conditions,unless specified {{, otherwise.See NDS 4.3 for a comprehensive description of design value adjustment factors.) USE WITH TABLE 4D 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 Rules commercial grade classification Fb F, F„ F, F� E Agency REDOAK Select Structura I Beams and 1350 600 155 820 825 1,200,000 No.1 Stringers 1150 550 155 820 700 1,200'000 No.2 725 375 155 820 450 1,000,000 NELMA Select Structural Posts and 1250 650 155 620 875 1,200,000 No.1 Timbers 1000 675 155 820 775 1,200,000 0 N0.2 575 400 155 820 350 1,000,000 R1 N RED PINE Select Structural Beams and 1050 625 130 440 725 1,100,000 Z No.1 Stringers 875 450 130 440 600 1,100.000 C No.2 575 300 130 440 375 900,000 NLGA a Select Structural Posts and 1000 675 130 440 775 1,100,000 C No.1 Timbers 800 550 130 440 675 1,100,000 flI No.2 475 325 130 1 440 475 900,000 N ra aa� Clear Heart Structural or Clear Structural 1 B50 1250 145 650 1650 1,300,000 Select Structural 5'x S" 1400 950 145 650 1200 1,300,000 Select Structural OG 1100 750 145 420 900 1,000,000 No.1 &larger 1200 800 145 650 1050 1,300,000 RIS 5 No 1 OG 950 650 145 420 800 1,000,000 No.2 975 650 145 650 900 1,100,000 No.2 OG 750 400 145 420 650 900,000 SITKA SPRUCE -- 1,300,000 Select Structural Beams and 1200 675 140 435 825 No.1 Stringers 1000 500 140 435 675 1,300,000 No.2 650 325 140 435 450 1,000,000 WCLIB Select Structural Posts and 1150 750 140 435 875 1,300,000 No.1 Timbers 925 600 140 435 750 1,300,000 No.2 550 350 140 435 525 1,000,000 Select Structural Beams and 1200 675 140 435 825 1,300,000 No.1 Stringers 1000 500 140 435 675 1,300,000 No.2 650 325 140 435 450 1,100,000 WWPA Select Structural Posts and 1150 750 140 435 875 1,300,000 No.1 Timbers 925 600 140 435 750 1,300,000 No.2 550 350 140 435 1 525 1 1,100,000 a UTHERN (Wet Service Conditions) Dense Select Structural Nor 1750 1200 165 440 1100 1,600,000 Denselect Select St 1500 1000 165 375 950 1,500,000 No.1 Dense 1550 1050 165 440 975 1,600,000 No.1 5"x 5 1350 900 165 375 825 1,500,000 No.2 Dense &larger 975 650 165 440 625 1,300,000 SPIB Na 2 850 550 165 375 525 1,200,000 Dense Structural 86 2100 1400 165 440 1300 1,604,000 Dense Structural 72 1750 1200 165 440 1100 1,600,000 Dense Structural 65 1600 1050 165 1 440 1 1000 1.600000 SPRUCIE-PINE-FIIR --- Select Structural Beams and 1 100 650 125 425 775 1,300,000 No.1 Stringers 900 450 125 425 625 1,300.000 No.2 600 300 125 425 425 1,000,000 NLGA Select Structural Posts and 1050 700 125 425 800 1,300,00 100,00 No.1 Timbers 850 550 125 425 700 ,300 No.2 5010 325 125 425 500 1,000,000 AMERICAN FOREST&PAPER ASSOCIATION ASD TIMBER POLES AND PILES SUPPLEMENT PP-13 Table 4.1 Design Values for Poles Graded in Accordance with ASTM D3200 Design values in pounds per square inch Compression Compression perpendicular parallel Modulus of Bending Shear to grain to grain BearingElasticity Species Fb FV F j, F° F9 E Pacific Coasi Douglas-Fir 1850 115 375 1000 1200 1,500,000 Jack Pine ' Lodgepole Pine 1350 85 240 700 875 1,080,000 Northern While Cedar Ponderosa Pine 1300 90 320 650 825 1,000,000 p 90 - N Red Pine ' Southern Pine 1700 105 320 900 1125 1,400,000 Z Western Hernlock a Western Larch 2050 120 375 1075 1125 1,460,000 C M Western Red Cedar to Table 4.2 Design Values for Treated Round Timber Piles Graded in Accordance with ASTM D25 _ Design values in pounds per square inch (psi) �. Fe Fb Fv FL E Species j Pacific CoastDouglas Fir' 1250 2450 115 230 1,500,000 Red Oali Red Pine3 900 1900 85 155 1,280,000 Ilili'lli�llil iiii::111 -_ Southern Pine4 I- Pacific Coast Douglas Fir design values apply to this species as defined in ASTM Standard D1760-86. For connection design use Douglas Fir-Larch design values. 2- Red Oak design values apply to Northern and Southern Red Oak. 3. Red Pine design values apply to Red Pine grown in the United States. For connection design use Northern Pine design values. 4. Southern Pine design values apply to Loblolly,Longleaf,Shortleaf,and Slash Pines. i I i y I AMERICAN FOREST&PAPER ASSOCIATION I)