Loading...
1600 Selva Marina Drive 14-00000977 (Peds Bridge-12th Hole) CITY OF ATLANTIC BEACH f 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247-5814 Application Number . . . . . 14-00000977 Date 6/27/14 Property Address . . . . . . 1600 SELVA MARINA DR Tenant nbr, name . . . . . . HOLE 12 PED BRIDGE Application type description COMMERCIAL OTHER Property Zoning . . . . . . . TO BE UPDATED Application valuation . . . . 10000 - ------------- -- ----- -- - - - -- - --- - ----- -- Application desc ABCC ;We AND PEDS BRIDGE ------ - - - ----- ---------- -- --- - --- ------ - ------- -- - -- --- --------- ------- ----- Owner Contractor _ _ ----- -- ------ - ----- ----- ATLANTIC BEACH PARTNERS, LLC MAIER DEVELOPMENT SOLUTIONS 414 OLD HARD RD SUITE 502 12786 HUNT CLUB RD N ORANGE PARK FL 32003 JACKSONVILLE FL 32224 (904) 759-1395 --- Structure Information 000 000 PEDS BRIDGE Occupancy Type . . . . . . BUSINESS ---- - - -- --- Permit . COMMERCIAL ALTERATION/OTHER Additional desc . 50 . 00 Permit Fee 100 . 00 Plan Check Fee . Issue Date . . . Valuation 10000 Expiration Date . . 12/24/14 ------- - - ----- --- --------- ------------- Special Notes and Comments All golf cart bridges will be privately maintained. 2010 FLORIDA BUILDING CODE, FLORIDA FIRE PREVENTION CODE 2008 NATIONAL ELECTRIC CODE _ ---- - - -- - ----- - ----- ---- - ---- -- Other Fees _ STATE DCA SURCHARGE 2 . 00 ENG REV PRE APP > 3 HRS 25 . 00 STATE DBPR SURCHARGE 2 . 00 ------------- --- ------ -------- - ----- - ---- - ------ --- -- - -- ------ --------- ----- Fee summary Charged Paid Credited - --Due - --------- -- ----- - ---- --- --- - --------- - Permit Fee Total 100 . 00 100 . 00 . 00 . 00 Plan Check Total 50 . 00 50 . 00 . 00 . 00 Other Fee Total 29 . 00 29 . 00 . 00 . 00 Grand Total 179 . 00 179 . 00 . 00 . 00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. 800 Seminole Road, Atlantic Beach, FL 32233 Office (904) 247-5826 Fax (904)247-5845 Job Address: 1600 Selva Marina Drive(Hole 12 Pedestrian Bridge Permit Number: 7 7 7 Legal Description See Attached Parcel# See Attached r NA S .Ft N/A FILE C Floor Area of Sq.Ft. _ q , , 000 Proposed Work heated/cooled N/A non-heated/cooled N/A - s, „ :. • ;.'; -;r Valuation of Work $ 10, . - •�- •� ,,..,,'mow.-, Class of Work(circle one): © Addition Alteration Repair Move Demolition pool/spa window/door Use of existing/proposed structure(s)(circle one): ommercia 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 and Pedestrian Bridge Property Owner Information: Name Atlantic Beach Partners LLC Address: 414 Old Hart Road Suite 502 Ci Flemin Island State FL Zi 32003 Phone 904-264-655: E-Mail or Fax#(Optional)904-269-2729 Contractor Information: Company Name MAIER DEVELOPMENT SOLUTIONS<LLC Qualifying Agent: Douglas Maier (CGC 15101 Address: 12786 Hunt Club Road North City Jacksonville State FL zip 32224 Office Phone 904-821-8188 Job Site/Contact Number 904-759-1395 Fax#904-821-8188 State Certification/Registration#CGC 1510122 Architect Name& Phone#York Bridge Concepts 1-800-226-4178 Engineer's Name&Phone#York Bridge Concepts 1-800-226-4178 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. !certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in thisjurisdiction. This permit becomes null and work void if mmenced.ot commenced within six!understand that separate permits muor fst be secured for Electricalconstruction or work is pended or Work, Plumbing,Signs,aWdis, Poeriod fols, Airnaces, Boilerx(6)months at s,Heaters, Heal after Tanks and Air Conditioners,etc 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 BE OR ENTE RECORDING YOUR NOTICE OF COMME1 hereb certify that! av read and examined this a plication and know the same to be true and correct. All pr vi4o- V, nd ordinances governing this type of work will be m ied wi whether spped ied herein or not. The granting of a permit does not pres orny to violate or cancel the provisions of arty othe ed al,st or to l la regulating construction or the performance ofconstruction. Signature of Owner %0 - ""r" Signature of Contractor Print Name �o•;.. . 9.......... 'M� ...... Print Nam -+-.......... t. '..................................... Sworn and u scribed before m J Swo to d subscribe be re this 20 this Dof 20 Notary Publ biic state 10 a Notary Pu Notary .AV r Notary P otic tate of Florida Shine L Graham Shirley jj 01. 10 My Commission FF 0 My COmmissiOlt OF Expires 0211412018 -0 Oil Qxpites 021141201 1111 City of Atlantic Beach APPLICATION NUMBER _ be assigned b the BuildingDepartment.) 's Building Department g Y _ x . IL" (, 1 800 Seminole Road Atlantic Beach, Florida 32233-544 Phone(904)247-5826 - Fax(90 ) 247-WN 18 2014 g p @ ate routed: 7 E-mail: buildin de t coab.us City web-site: http://www.coab.us. APPLICATION REVIEW AND TRACKING FORM 2CIVA, (,�»C17jt� j' Departrr ntreviewrequired Yes No Property Address: U/d� uil Applicant: a� C� ��'g� �^ Planning Zonin pp Tree Ad: ,�slra or Project: ublic V�:^ IS ublic ae> -?SdeS 5 Q.7) Bride- Public S y Fire Ser Review fee $ C Dept Signature Other Agency Review or Permit Required Review or Receir Dateof Permit Verified By 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:P—t/� ved. ❑Deni. (Circle one.) Comments: G /� CG-✓)—4 1/ 4 BUILDING r- ✓ fk"L- 74-1 h41 PLANNING &ZONING Reviewed by: � Date: 0)JO/ TREE ADMIN. Second Review: ❑Approved as revised. ❑Denied. PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: ❑Approved as revised. ❑Denic Comments: Reviewed by: Date: Revised 05114109 i.sLl; City of Atlantic Beach APPLICATION NUMBER Building Department be assigned by the Building Department.) 800 Seminole Road C/ — 7 Atlantic Beach, Florida 32233-5445 Phone(904)247-5826 • Fax(904)247-5845 Date routed: 7 x"�ti E-mail: building-dept@coab.us City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: I&da 2fly'a, a��jt� ;Fire : nt review required Ye No 9V Applicant: a c &0f�� Zoninnirns ra or Project: orks`�`�f 4 cAS741A:7) ,6riJly .es Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt Dateof 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 c i Reviewing Department First Review: QApproved. []Deni, (Circle one.) Comments: BUILDING PLANNING &ZONING Reviewed by: Date: TREE ADMIN. Second Review: ❑Approved as revised. ❑De * d. PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: ❑Approved as revised. ❑Denis: . Comments: Reviewed by: Date: Revised 05/14/09 y; City of Atlantic Beach APPLICATION NUMBER Building Department CIVED be assigned by the Building Department.) Y 800 Seminole Road Atlantic Beach, Florida 32233-5445 II III 1 g 2��� Phone(904)247-5826 - Fax(904) 247-98#3 x J��j E-mail: building-dept@coab.us )ate routed: 7 City web-site: hftp://www.coab.u5) ay:: APPLICATION REVIEW AND TRACE' 1NG FORM Property Address: Am 2r1r4, 2&el-AVA, 24 Departr qnt review required Yes No � /_ uil Applicant: � '! Q,�Efi��i o �/y Plannir ronin Tree Ad, +s ra or Project: �I '�'J ublic v�.orks ublic i Public C y f Fire Ser -es Review fee $ - Dept Signature Other Agency Review or Permit Required Review or Receir. of Permit Verified Date 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. ❑Deni. (Circle one.) Comments: BUILDING PLANNING &ZONING Reviewed by: Date: TREE ADMIN. Second Review: ❑Approved as revised. ❑Denie, Comments: 4PU IES Reviewed by: Date: FIRE SERVICES Third Review: ❑Approved as revised. []Den; Comments: Reviewed by: Date: Revised 05/14/09 S�Ly; City of Atlantic Beach APPLICATION NUMBER Building Department be assigned by the Building Department.) 1 800 Seminole Road (/ 9. 77 t � Atlantic Beach, Florida 32233-5445 Phone(904)247-5826 - Fax(904) 247-5845 E-mail: building-dept@coab.us -ite routed: b 7 L11 City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Address: 2flra, a lei Department review required Yes No Property Add �d� /_ uil Applicant: ���� fil���o sr� Planning ?onin Tree Ad; is ra or Project: 66rP-u-b-lic 1Nc; ics ublic Uti.,Z Public S Y Fire Sen :es Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipiof Permit Verified i?y Date 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. []Deni. (Circle one.) Comments: BUILDING PLANNING &ZONING Reviewed by: 9f Date: TREE ADMIN. Second Review: []Approved as re ed. ❑Denied PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: ❑Approved as revised. []Denis, Comments: Reviewed by: Date: Revised 05114/09 rtM 4' 7 Zeyn B.Uzman,P.E. Project ATLANTIC BEACH COUNTRY CLUB 305 Charleston Greene Project# FL-0601 Malvern,PA 19355 Designer zbu Date 11-Jun-14 (217)652-6737 Checked Date Project Data: ATLANTIC BEACH COUNTRY CLUB Pedestrian Bridge Atlantic Beach, Florida Client: York Bridge Concepts Tampa, Florida (813)f f y�-1304 ����urrtHAlV,�rr, ♦ s No.58874 S Ar STATE OF The 16Ibtrri���g h"A ve been prepared under my J J boo ature 6/11/20 S Date ... 2/28/2015 Expiration Date 1 I a W �s A � o � a � 0 Ao i; | C) | C) | § U-) | : \cf� LUm ( \ | \ _ \ , » % % % / $ % < < < | a z z z LLm \ \ \ z z z w / / / uj } 0 G25 U 0 000 LU EE � < U) < < < LLJ § \ \ \ / _ U « ( % \ \ % % % % % % % % % % % % % 2 \ > > > § ) ( co LL ± \ W 3 a } z z / @ / / \ \ \ \ / \ & w o c2 2 \ < / z j ® me ® U / § < < < < < < < < « 00000 < < o / [ \ z - b � 5 ooeeoo 00o4 > & 4kee2 > z = 2 000000 oeoe0000eeo � o oc / ( ± 0 ® 22 » / � / % � / § y \ < z { 2 ) ! }, / O < § / � ® E ° \ = U � < U) 16 F- M z ° ( ) \ LU 3 o § ( - / « o - w < / m = w 2 \ } k2 ) kw � occc � ; z \ / 0- / co w � » � � _ LLJ P - - - < LL L g e LU / / 0 = o ® \ \ / / 7 / » / 7 / § § 7 2 § § $ ° \ } [ ¢ _ _ - , - - - a u \ \ \ \ ) , . \ QLo :- _ < z - • \ 22 \ \} - & < z C) - \ ' z/ § § ® � ) ( k z » \ 5 § C > 2 . § 2 / \ \ ( \ / ) oe ° } \ y ) - a m 9 (j ! L / ) < zy / ma- 0 o $ $ 444 eoz 4u < = = a { o < = 2 e e > > 5 0 » � § M < zzz ■ % / § 2 / / / / 2 ® a 2 [ \ 5 . EE .221 = 4a4 . = ee = = = auo4z e e « < fie (| Ill N O z J a mO m z 9 J LL 00 a O .ZQ, zg CL LU Rt O a d w O pl I Ip 91N39 W 0 co LU a m U. g o a 0 m � Z � � F- a Q J LL =O U u " ra ZD w Q I g �Ci c � m U) "' " F- * I I I Jqq Z a x Q z z sg � Oa a a U LU = m W m Lz Z a a aR gyp = �8 Wp d1N39 9 vp ` Z (D s s� CM -.z:F O V m O.O E ' .Ot—.s: 0 (2 = f 0- / | \ \ � \ �o� k 3: aO )j ®� �( \ | / \j\\ �� . \ � ( - ± ■ \ + m w 2#mal(T) ? | WGg2mdG R) w } . (D 5 7 C; D w 2�ma7 R) ca \ . . . � � � U-1 3 m d § \ U. Fn w 2 2md7%) / q < \ / \ o m / k � p z m _ LO 0 0 \ \ < _j _ ± § \ \ -M - w22md7R) / ) $ � § \\ : § $ Z \ LLJ \ \ u 2 CD 0 z1 u 2 w 2 2ma7%) _ /j \ U-1 < a / ui X ca q \ r oil \ _ wS92mdG(T) b | w£2ma7 R) 2� / } w a 2gd7 R) � : W e , z� mom — moll, \ -} �d— Ic C) jsit \�! � �� { g .Z-,9:F {! � aso �Q \ �! }/ _ N' VIII _11111111_-111 —1•' IIIIL �ICD =1ILI_II� � W g =1 o IJ I1 11III1= I } II III 1 m I 1` m III 1111 II I II I I o w N a LL — > U_ W I i 111=111 w o w • • -- ----------- I I � 1111111�:111�. I1�11 Z 1- W I11_� I I j III I I II1-111- uj 1111111-11.1 w � 11=T1z 0 v �1I1111 1lil co LL XO-,« IIIIIi1=11r g Z EM J 1111111-111 u o z 0 U) . W 11I I Z � Q , � um . I III III" w � U aoi III —=1 w I III=11 X1 1 L I LEI 11=1 I L 11 =1II —I c77 > LU g VIII T II1=111= o a 1 1111 l 11 l it illll LU o ::: _ U . . l11111- 1IIIIl_IiIm a _ m �, III II III�I11= I l 11 l 11 l 1=111 j I �- 111 I I 11111 II I I=1 I I� a � I ��I VIII = 11111111 II=� a jl I r(IIII I11II I�1II-II o III III 11 III SII LU a III- 1EIIF= I1EEIIII1 0L6 I,, LI. 111, lll�i� ' z z w o W mQ o � o � 0 H �~ h H 1 N LL o oOD D zL LU IIIA LUOf I —IEI !II— IF �� � z (3 o-6O v0 m �� I I II - 11 —I' m � zo Wa I III— =111- 11 _z o � M �. t,'i� � 1 111111 IIE l oz Xao �. II111I '11111 ! , o o Q � m� � �- �ill1_ II�i�II1-Ii1' I I ` 111 l I_ I III I II I III I I t o El I I —III —I N �' � 1,I1�___ II11i IIII1)I1�111� 1 1 711 IIIIIIIIIII o z " ' II1IIIII w _ LU I- 11 1�1-1�k a LU LU N L- IIIIICA III (11 Q II-lII_� it I i W W IIJIII_ w III IElII—= I- I IJ I kJ I I_ ~ W ILL � 111( I Ed 0 1 1=1 I I=111= o i 11 I I I ISI I I- LUV) z I I i� —I Z a J LL o II—II1-111 LU aol III =1 L W W +� .0-.o« I 1 111-1 11= � GC - 1LLJ I-JI1-1If o a z Z I I i I I— —1 F m � O LU LU V !I 111_ I II I I I 1 I_I 1 Il W W CL = t 111 I!= 1111 II 1111LU W M11 I I l--1 l I--1 11- I I I��-_I z I IE!I I- 11 l I(=I 11= I= ll I F! 1111.1= ill III— II II11�1 AM 1777 11— 711171 ° I I—1 I LEI z Q 111= 1I 111 o � o 11 I 111= 11 III-1 0 0 to z I ��-- -- —-I=---; . . I --- d E z s g _ I] mN o � V � �s 0 LLT ---= ---- �,_ z CD a 9 3 m v 1 1 ISI �W r 3 � 0 fn 711_ Z m o �■ Ei II - � XaCD a III—I —)11- 111— I w w W w w va I IIIA 111 I1 (li o oae -j � Q z m 3 I I I-1 —III— III- I' z � Q 1-1 C) J Q m z W gp O 9 - W Q 2 d W to a W 0 L w LL d Q O U U O O a < m m Q z U � U (~A N w d QUO N U a w w d a K :3 0- ¢ _ _ 73 U U1 m O Ne0 m O M 3 O Z x laJ j7 e N(/j x j� e& X p O Ofx 7 x J X J a0 O m� �N Nm N m O W I I � 7r' 7r ca I I � N I I � I II II II II II � W ce W W Q <� � o U m UNp Q ti •O of S w m LL N woo ° J Ma SmU LU O .I ^= NaJ S U U z Z J m LU z x w w >. a wuj Z U UQ w_ � W m W Y LLIZ I m li O O w %' M7 X Z Q Z Z °° m N o o cl� m Nim �, OQ xx I LU o u N LU N_= d U '� � Q j i � II II II II `� m W m 11V I I ~ Z Q J QQ Vl Y N w H U O w J O O J m U Y p O m N 3 Q Q U p M �z a- ar ion mrW m;� <= o co U w M W- m x Z x QU m N t Nv xN r7 =O W—Z V W N X af x p = x a0 X O v n M in U 3 p X Nv x W t0� p X O co NU M� N N J X OJ C - d� 0 a a z @ vOm � O W fit £ sm t7 E sa m . g` €€ $ea m 1-4C) LO z O z z w z cn Q uj rn < w o L LL 1HO13H IWCINVH -ZIT LLI I I Q I I � m -I�I �I++I - IBJ =_ LLJ � Q +1 2 m 1 z J O N -H 0 1 U U W K 1 I O 00 ^� Q J u CD -HU H'D 100 �i0 W W O m w N o O Q o +, V 1i I w = * I x,11 II I LUW m r"71 r5zl V I I N Z Q Ln � J z � � HION31 N3MOl 1VOI183A .4 Q . z r W LL HiDN31 iSOd 4X4 .b�£L-,44 M, HiJN31 1SOd BXS d Q ��5-,91 W T 'g Li LL o a d� E Ig bZ m co a ul 0omAll W E N 3 Zeyn B.Uzman,P.E. Project ATLANTIC BEACH COUNTRY CLUB 305 Charleston Greene Project# FL-0601 Malvern,PA 19355 Designer zbu Date 11-Jun-14 (217)652-6737 Checked Date INPUT DATA Design Loads Vehicular: Design Load: 0 kip Wheel Load: 0 kip Pedestrian: Uniform Loading: 100 psf Geometry and Loads SPAN 1 Pedestrian Vehicular Decking: 2 x 8 in. S4S Decking: 2 x 8 in. S4S 0 0=S4S Wood: Southern Pine Grade No.1 Wood: Southern Pine Grade No.1 1=RS Fb: 1250 psi Fb: 1350 DSi Stringer: 2 x 8 inch S4S Stringer: 2 x 8 inch S4S 0 Wood: Southern Pine Grade No.1 Wood: Southern Pine Grade No.1 Fb: 1250 psi Fb: 1500 psi Fv: 175 psi Fv: 175 psi Spacing: 1.36 ft Spacing: 1.59 ft Span: 7 ft San: 7.5 ft Load Beam: 3 x 10 inch S4S Load Beam: 4 x 10 in. S4S 0 0=S4S Wood: Southern Pine Grade No.1 Wood: Southern Pine Grade No.1 1=RS Fb: 1300 psi Fb: 1300 psi Fv: 175 psi Fv: 175 psi Spacing 7 ft Spacing 7.5 ft Span: 5 ft San: 6.29 ft SPAN 1 Glulam: 6.75x36 in. Glulam: 5 x 38.5 in. Width: 6.75 in. Width: 5 in. Depth: 36 in. Depth: 38.5 in. Wood: Southern Pine Grade 24F-V4 Wood: Southern Pine Grade No,1 Fb: 2400 psi Fb: 2400 psi Fv: 190 psi Fv: 190 psi Trib.Area: 3.00 ft Trib.Area: 3.96 ft Span: 58 ft San: 17 ft ABUTMENT DESIGN 1 Size: 10 x 10 inch RS Pile Spacing: 3.13 ft 0=S4S Fb: 1,350 psi #of Piles: 3 1=RS Fv: 165 psi #of Stringers: 2 Total Dead Load: 4.640 kis Total Live Load: 20.300 kips ABUTMENT PILE DESIGN Pile Size: 10 in dia. Hgt of pile above ground: ft Skin Friction: 300 psf F,: psi PEDESTRIAN RAILING DESIGN Post Spacing: 500 foot Rail Size: 2 x 6 in Height: 42. inch Post Size: 8 x 8 in Rail 50 Ib/ft Size: 2 x 6 Loading: 200 lbs Fb: 1,350 psi Fv: 165 psi Bolt Load: 1125 lbs/bolt Bolt Allowable: 6100 lbs/bolt PILE DRIVING CAPACITY Compactor Model: C4C 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-0601 Malvern,PA 19355 Designer zbu Date 11-Jun-14 (217)652-6737 Checked Date SPAN 1 -PEDESTRIAN DECKING DESIGN Allowable Stresses: Design Data: Size: 2 x 8 inch Stringer Spacing: 1.36 foot Fb: 1,250 psi Wood Grade: Southern Pine Grade No.1 S4S Design Load: 0 kips Fb=FbCmCDCFCVCLCr„C, Wheel Load: 0 kips Uniform Loading: 100 psf Cm 0.85 Actual Member Properties: CD 1 Thickness: 1.5 in S= 2.72 in' CF 1 Width: 7.25 in A= 10.88 in` Cv 1 CL 1 Cr„ 1.15 C, 1.15 Fb: 1,405 psi Bending: Distribution: Area: 0.00 int Length: 8.00 in Width: 20.00 in Loading: 0.00 ktft Dead Load Moment: 0.001 k-ft Truck Moment: 0.000 k-ft Uniform Moment: 0.014 k-ft fb= 64 psi OK Zeyn B.Unman, P.E. Project ATLANTIC BEACH COUNTRY CLUB 305 Charleston Greene Project# FL-0601 Malvern,PA 19355 Designer zbu Date 11-Jun-14 (217)652-6737 Checked Date SPAN 1 -PEDESTRIAN STRINGER DESIGN Allowable Stresses: Design Data: Size: 2 x 8 inch Fb: 1,250 psi Stringer Spacing: 1.36 foot Fv: 175 psi Span: 7 foot Wood Grade: Southern Pine Grade No.1 S4S F'b=FbC,CpCFCVCLC,UC, Design Load: 0 kips F'v=F,C,CD Wheel Load: 0 kips Uniform Loading: 100 psf Cm 0.85 0.97 Co 1.15 Actual Member Properties: CF 1 Thickness: 1.5 in S= 13.14 in' CV 1 Width: 7.25 in A= 10.88 in` CL 1 I= 47.63 in' Cfu 1 Cr 1.15 Distribution: DF=S/4 F'b: 1,405 psi DF= 0.34 F',,: 195 psi Wheel Load= 0.00 kips Bending: Shear: Dead Load Moment: 0.07 k-ft w12/8 Dead Load Shear: 0.04 kips Truck Moment: 0.00 k-ft PL/4 Truck Shear: 0.00 kips Uniform Moment: 0.83 k-ft w12/8 Uniform Shear: 0.48 kips fb= 822 psi OK fv= 71 psi OK Deflection: Dead Load 0.00 in Truck Live Load 0.00 in Unif.Live Load 0.10 in U240= 0.35 in OK U360= 0.23 in OK Zeyn B.Unman,P.E. Project ATLANTIC BEACH COUNTRY CLUB 305 Charleston Greene Project# FL-0601 Malvern,PA 19355 Designer zbu Date 11-Jun-14 (217)652-6737 Checked Date SPAN 1 -PEDESTRIAN LOAD BEAM DESIGN Allowable Stresses: Design Data: Size: 3 x 10 inch Fb: 1,300 psi Beam Spacing: 7 foot F,: 175 psi Span: 5 foot Wood Grade: Southern Pine Grade No.1 S4S Dead Load: 0.112 kipfft Fb=FbCmCDCFCVCLCf„C, Design Load: 0 kips F.=F.,C,CD Wheel Load: 0 kips Uniform Loading: 100 psf Cm 0.85 0.97 CD 1.15 Actual Member Properties: CF 1 Thickness: 2.5 in S= 35.65 in' CV 1 Width: 9.25 in A= 23.13 in` CL 1 I= 164.89 in' C,u 1 Cr 1 F'b: 1,271 psi F'v: 195 psi Bending: Shear: Dead Load Moment: 0.35 k-ft W12/8 Dead Load Shear: 0.28 kips Truck Moment: 0.00 k-ft P(L-6) Truck Shear: 0.00 kips Uniform Moment: 2.19 k-ft W12/8 Uniform Shear: 1.75 kips fb= 854 psi OK fv= 132 psi OK Deflection: Dead Load 0.01 in Truck Live Load 0.00 in Unit.Live Load 0.04 in U240= 0.25 in OK L1360= 0.17 in OK Zeyn B.Uzman, P.E. Project ATLANTIC BEACH COUNTRY CLUB 305 Charleston Greene Project# FL-0601 Malvern,PA 19355 Designer zbu Date 11-Jun-14 (217)652-6737 Checked Date SPAN 1 -PEDESTRIAN GLULAM STRINGER DESIGN Allowable Stresses: Design Data: Size: 6.75x36 inch Fb: 2,400 psi Tributary Area: 3.00 foot F�: 190 psi Span: 58 foot Wood Grade: Southern Pine Grade 24F-V4 Dead Load: 0.121 kip/ft F'b=FbCmCDCFCVCLCf„Cr Design Load: 0 kips F',=F„CmCD Wheel Load: 0 kips Uniform Loading: 100 psi Cm 0.8 0.875 CD 1.15 Actual Member Properties: CF 1 Thickness: 6.75 in S= 1458.00 in' CV 0.89 Width: 36 in A= 243.00 in` CL 1 1= 26244.00 in' Cf„ 1 Cr 1 Distribution: DF=S/4 F'b: 1,959 psi DF= 0.75 F'": 191 psi Wheel Load= 0.00 kips Bending: Shear: Dead Load Moment: 50.85 k-ft WI2/8 Dead Load Shear: 3.51 kips Truck Moment: 0.00 k-ft PL/4 Truck Shear: 0.00 kips Uniform Moment: 126.15 k-ft WI2/8 Uniform Shear: 8.70 kips fb= 1,457 psi OK fv= 75 psi OK Deflection: Dead Load 0.73 in Truck Live Load 0.00 in Unif.Live Load 1.82 in U240= 2.90 in OK U360= 1.93 in OK Zeyn B.Uzman,P.E. Project ATLANTIC BEACH COUNTRY CLUB 305 Charleston Greene Project# FL-0601 Malvern,PA 19355 Designer zbu Date 11-Jun-14 (217)652-6737 Checked Date ABUTMENT DESIGN 1 Allowable Stresses: Design Data: Size: 10 x 10 inch Fb: 1,350 psi Pile Spacing: 3.13 ft F,: 165 psi Number of Piles: 3 Number of Stringers: 2 F'b=FbCmCDCFCVCLCfuCr F'v=F,CmCD Total Dead Load: 4.64 kips Cm 1 1 Total Live Load: 20.30 kips CD 1.15 CF 1 Load/pile: 8.31 kips CV 1 CL 1 Actual Member Properties: Cfu 1 Thickness: 10 in S= 166.67 in C, 1.15 Width: 10 in A= 100.00 in F'b: 1,785 psi F',,: 190 psi Bending: Shear: Dead Load Moment: 0.73 k-ft Dead Load Shear: 1.16 kips Live Load Moment: 3.17 k-ft Live Load Shear: 5.08 kips fb= 281 psi OK fV= 94 psi OK ABUTMENT PILE DESIGN Pile Size: 10 in dia. Area: 78.54 in Surface area: 2.62 in fa= 105.85 psi Pile Load: 8 kips F�: 1200 psi Skin Friction: 300 psf F'�=F,CDCtC„CgPCPC- Hgt of pile above ground: 2 ft CD= 0.9 Ct= 1 Embedment length: 10.58 It Cu= 1.18 CsP= 0.8 Total Length: 14.58 ft C.= 1 Ke= 0.8 Drive pile to: 13 ft or to 4 Tons Ild= 6.72 OK C= 0.85 KcE= 0.3 FcE = 9965 psi F'�= 1020 psi Cp= 0.98 F'c= 1,003 psi OK Zeyn B.Uzman,P.E. Project ATLANTIC BEACH COUNTRY CLUB 305 Charleston Greene Project# FL-0601 Malvern,PA 19355 Designer zbu Date 11-Jun-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=FbCmCDC'FCVCLCWC1 Top Rail: 2 x 6 Top Rail F',=F,CmCD Loading: 50lb/ft Cm 1 1 200 lbs. CD 1.15 Moment: 250 lb-ft CF 1 fb= 397 psi OK Cv 1 CL 1 Shear: 125 lbs. Cf. 1 fv= 23 psi OK C, 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-0601 Malvern,PA 19355 Designer zbu Date 11-Jun-14 (217)652-6737 Checked Date PILE DRIVING CAPACITY Compactor Model C4C Weight: 910 pounds Factor of Safety: 3 Oper.Pressure: 1750 psi Hydraulic Flow: 20 GPM Cycles: 2000(cyctmin) Soil Coef: 0.0025 (0.0025 Sand 10.0008 Clay) Insertion Rate 6 in/min Power. 10526 lbs.-ft./sec Pu= 57499 Allowable Pile Capacity: 10 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(6) 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(6) 50 627.9(b) 58.5(6) 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(6) 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(6) 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(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 6,578.0 109.2 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 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(Ib/ft) 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 Six Ix Sn, lyy inches x inches int in3 in' in3 in4 25 Ib/113 30 IbM3 35[b/ft-3 40 b'ft3 45 Ib1ft3 50 fbM3 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 3/4 x 5-1/2 4.125 3.781 10.40 0.516 0.193 0.716 0.859 1.003 1.146 1.289 1.432 1 x 8 314 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 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 11-114 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 r0-6510.781 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 1.094 1.276 1.4581.641 1.823 2 x 5 1-112 x 4-1/2 6.750 5.063 11-39 1.688 1.266 1.406 1.641 1.8752.109 2.344 2 x 6 1.1/2 x 5-112 8.250 7.563 20.80 2.063 1.547 1.719 2.005 2.292 2.578 2.865 2 x 8 1-1/2 x 7.114 10.88 13.14 47.63 2.719 2.039 2.266 2.643 3.021 3.398 3.776 2x 10 1-1/2x 9-1/4 13.88 21.39 98.93 3.469 2.602 2.4 2.891 3.372 3.854 4.336 4.818 2x 12 1-112>(ll-l14 16.88 31.64 178.0 4.219 3.164 2.930 3.516 4.102 4.688 5.273 5-859 2x 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 2-1/2 x 3-112 8.750r21.90 8.932 3.646 4.557 1.519 1.623 2.127 2.431 2.734 3.038 3 x 5 2 112 x 4-112 11.25 18.98 4.688 5.859 1.953 2.344 2.734 3.125 3.516 3.906 3 x 6 2-1/2 x 5-1/2 13.75 34.66 5.729 7.161 2.387 2,865 3.342 3.819 4.297 4.774 3 x 8 2-112 x 7-1(4 18.1379.39 7.552 9.440 3.147 3.776 4.405 5.0355.664 6.293 3x10 2-1/2 x 9-114 23.13 164.9 9.635 12.04 4.015 4.818 5.621 6.424 7.227 8.030 3 x 12 2 1/2 x 11-114 28.13 5 . 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 2-1/2 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 3-1/2 12.25 7.146 12.51 7.146 12.51 2.127 2.552 r4.679 3.403 3.828 4.253 4x 5 3.112 x 4-112 15.75 11.81 26.58 9.188 16.08 2.734 3.281 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 5.347 6.016 6.864 4x 8 3-1/2 x 7-114 25.38 30.66 111.1 14.80 25.90 4.405 5.286 7.0497.930 8.811 10.12 11.24 4 x 10 3-1/2 x 9-1/4 32.38 49.91 230.8 18.89 33.05 5.621 6.745 809 12.30 13.67 -94 4 x 12 3-112 x 11 114 39.38 73.83 415.3 22.97 40.20 6.836 8.203 9.570 4x14 3-1/2x13-1/4 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 3-1/2 x 15-1/4 53.38 135.7 1034 31.14 54.49 9.266 11.12 12.97 14.63 16.68 18.53 5x 5 4.1/2 x 4-112 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 6 x 8 5-112 x 7-112 41.25 51.56 193.4 37-81 104.0 7.161 8.594 10.03 11.46 12.89 14.32 6 x 8 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 i/2 x 13.112 74.25 167.1 1128 68.06 167.2 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 17-1/2 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 19-1/2 107.3 348.6 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 23-1/2 129.3 506.2 5948 118.5 325.8 22.44 26.93 31.41 35.90 40.39 44.88 ox 8 7-1/2 x 7.112 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 7-1/2x 9-112 7125 112.8 535.9 89.06 334.0 12.37 14.84 17.32 19.79 22.27 24.74 97 17.97 20.96 23.96 26.95 29.95 6 x 12 7-1/2 x 11-1/2 86.25 165.3 950-5 107.8 404-3 14. 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 15-112 116.3 300.3 2327 145.3 544.9 20.18 24.22 28.26 32.29 36.33 a0.36 8 x 18 7-1/2 x 17-1 f2 131-3 382.8 3350 164-1 615.2 22.79 27.34 31.90 36.46 41.02 45.57 4634 182.8 685-5 25.39 30.47 35.55 40.63 45.70 50.78 8 x 20 7-1/2 x 19-112 146.3 475.3 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 Bill 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 9-1/2 x 11-1/2 109.3 209.4 1204 173.0 621.7 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 40-90 46.08 44.53 10 x 16 9.112 x 15 1/2 147.3 360.4 2948 233.1 1107 25.56 30,68 35.79 40.90 46.02 51-13 10 x 18 9 1/2 x 17-112 166.3 484.9 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 49.64 56.74 63.83 70.92 10 x 22 9-112 x 21-1/2 204.3 731.9 7868 323.4 1536 35.46 42.55 10 x 24 9.112 x 23.1/2 223.3 874.4 10270 353.5 1679 38.76 46.51 54.26 62.01 69.77 77.52 AMERICAN WOOD COUNCIL DESIGN VALUES FOR • • 1 CONSTRUCTION -NDS Table 11 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.lft.) Nominal Dressed of Section of Sect on of piece when density of wood equals: Size Size(S45) Section Modulus Inertia Modulus Inertia bxd bxd A S, Ix Sy ly inches x inches in? n3 in! in.3 in! 251bJft3 301bAt.3 351bA.3 40lb.1ft.3 451b1ft3 SOlbllt3 12x12 11-1/2x11-112 132.3 253.5 1458 253.5 1458 22-96 27.55 32.14 36.74 41.33 45.92 12 x 14 t 1-1/2 x 13-1/2 155.3 349.3 2358 297.6 1711 26.95 32.34 37.73 43.13 48.52 53.91 12 x 16 11-112 x 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 11-1/2 x 17-1/2 201.3 587-0 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 m 12 x 22 1 1.1/2 x 211-1/2 247.3 886.0 9524 473.9 2725 42.93 51.51 60.10 68.66 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 -1 14 x 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 6328 Q 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 14 x 18 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 M 14 x 20 13-112 x 19-1/2 263.3 855.6 8342 592.3 3998 45.70 54.64 63.98 73.13 82.27 91.41 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 14 x 24 13 112 x 23-1/2 317.3 1243 14600 . 713.8 4818 55.08 66.09 77.1 1 88.13 99.14 1102 m 16 x 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 19-1/2 302.3 982.3 9578 780.8 6051 52.47 62.97 73.46 83.96 94.45 104.9 m 16 x 22 15-1/2 x 21.1/2 333.3 1194 12840 860.9 6672 57.86 69.43 81.00 92.57 104.1 115.7 W 16 x 24 15-1/2 x 23-1/2 364.3 1427 16760 941.0 7293 63.24 75.69 88.53 101,2 113.8 126.5 18 x 18 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 i 106.3 18 x 20 17-1/2 x 19-112 341.3 1109 10810 995.3 6709 59.24 71.09 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 19-1/2 380.3 1236 12050 1236 12050 66.02 79.22 92.42 105.6 118.8 132.0 20 x 22 19-112 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 19-1/2 x 2 3-1/2 458.3 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 17610 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 1810 19460 87.72 105.3 122.8 140.3 157.9 175.4 24 x 24 23-112 x 23-1/2 552.3 2163 25420 2163 25420 95.88 115.1 134.2 153.4 172.6 191.8 E r` AMERICAN FOREST&PAPER ASSOCIATION 37 DESIGN VALUES FOR WOOD CONSTRUCTION - NDS SUPPLEMENT Table 413 Design Values for Visually Graded Southern Pine Dimension Lumber W-4" thickyr2r3r4 (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) Lp'arallel Shear Compression Compression Modulus parallel perpendicular parallel of Grading Species and Sae Bendingto grain to grain to grain ElasticityRules F F� E Agency commercial grade classirrcailon FeF u i 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, 0 No.1 Dense 2000 1100 175 660 2000 1,800,000 No-1 1650 1050 175 565 1850 1,700,000 N 1700 900 175 480 1700 1,600,000 No.1 Non-Dense a) No.2 Dense 2'-4'wide 1700 875 175 660 1650 1,700,000 1500 625 175 565 1650 1,600,000 Z No-2 1600 1,400,000 C No.2 Non-Dense 1350 775 175 480 No.3 and Stud 850 475 175 565 975 1,400,000 r 1100 625 175 565 1800 1,500,000 C Construction 625 350 175 565 1500 1,300,000 N Standard 4'wide 0 300 175 175 565 975 1,300, 00 Utility Dense Select Structural 2550 1500 175 660 2150 1,900,000 2550 1400 175 565 2000 1,600,000 Select Structural Non-Dense Select Structural 235Q 1200 175 480 1850 1,700,000 00 No.1 Dense 1750 950 175 660 1900 1,800,0 No.1 1650 900 175 565 1750 1,700,000 1500 B00 175 480 1600 1'600'000 No.1 Non-Dense n5 175 660 1750 1,700,000 No.2 Dense 5'-6'wide 1450 No.2 1250 725 175 565 100 1,600,000 1150 675 175 480 15500 1.400,000 No.2 Non-Dense 750 425 175T565 925 1,400,000 SPIB No.3 and StudDense Select Structural 2450 1350 175660 20501,900,000 2300 1300 175565 1900 1,800,000 Select Structural 175480 1750 1,700,000 Non-Dense Select Structural 2100 11001654 875 175660 1800 1,800,000 No-1 Dense 1500 825 175565 1650 1,700,000 No.1 725 175480 1550 1,600,000 No.1 Non-Dense 8'wide 1350 1700 1,700,000 No.2 Dense 1400 675 175 660 No.2 1200 650 175 565 1550 1,600,000 No.2 Non-Dense 1100 600 175 480 1450 1,400,000 700 400 175 565 875 1,400.000 No.3 and Stud 2000 1,900,000 Dense Select Structural 2150 1200 175 560 1850 1,800,000 Select Structural 2050 1 100 175 565 Non-Dense Select Structural 1850 950 175 480 1750 1,700,000 1450 775 175 660 1750 1,800,000 No.1 Dense 1300 725 175 565 1600 1,700,000 No.1 650 175 480 1500 1,600,000 No.1 Non-Dense 10'wide 1200 175 660 1650 1,700,000 No.2 Dense 1200 625 175 565 1500 1,600,000 No.2 1050 575 00 480 1400 1,400, 0 No.2 Non-Dense 950 550 175 850 1,400,000 No.3 and Stud 600 325 175 565 2050 1100 175 660 1950 1,900,000 Dense Select Structural 1900 1050 175 565 1600 1,800.000 Select Structural 1750 900 175 480 1700 1,700,000 Non-Dense Select Structural 1350 725 175 660 1700 1,800,000 No.1 Dense 1250 675 175 565 1600 1,700,000 No.1 , 175L480 1500 1,600,000 No.1 Non-Dense 12'wide 1150 6001600 1,700,000 No.2 Dense 1150 575 175560 1450 1,600,000 No.2 975 550 175565 1350 1,400,000 No.2 Non-Dense 900 525 175480 825 1 400,000 No-3 and Stud 575 325 175565 AMERICAN FOREST&PAPER ASSOCIATION DESIGN VALUES FOR WOODNDS SUPPLEMENT 47 r i Table 4D Design Values for Visually Graded Timbers (5" x 5" and largery. (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 perpendicular parallel of Grading parallel parallel Rules Species and Size bending to grain to grain to grain to grain Elasticity 9 commercial grade classification Fb F, F„ F, Agency FIEDOAK Select Structural Beams and 1350 800 155 8200 825 1,200,000 No.1 Stringers 1150 550 155 700 1'200'000 No.2 725 375 155 820 450 1,000,000 NELMA Sole ctStructural Posts and 1250 850 155 820 875 1,200,D00820 775 1,200,000 G No.1 Timbers 1000 675 155 No.2 575 400 155 820 350 1,000,000 R1 RED PINE a4o 72s 1,soo,00a G} Select Structural Beams and 1050 625 130 Z 100,000 No-1 Stringers 875 450 130 440 600 1, C No.2 575 300 130 440 375 900,000 NLGA a r Select Structural Posts and 1 775 1,100,000000 675 130 440 C No.1 Timbers 800 550 130 440 675 1,100,000 n1 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 Seled Structural 5'x 5' 1400 950 145 650 1200 1,300,000 Select Structural OG 1100 750 145 420 900 1,000,000 RIS No.1 &larger 1200 800 145 650 1050 1,300,000 No.t OG 950 650 145 420 800 1,000,000 975 650 145 650 900 1,100,000 No.2 OG 750 400 145 420 650 900,000 No 2 SITKA SPRUCE Select Structural Beams and 1200 675 140 435 825 1,300,OOa No 1 Stringers 1000 500 140 435 675 1,300,000 No.2 650 325 140 435 450 1,000,000 WCLIB $elect Structural Posts and 1150 750 140 435 875 1,300,000 Timbers 925 600 140 435 750 1,300,000 No.1 550 350 140 435 525 1,000,000 No.2 SelectStructural Beams 1200 675 140 435 825 1,300,000 500 140 435 675 1,300,000 No.1 Stringers 1000435 450 1,100,000 WWPA No.2 650 325 140 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 1 100 000 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 1550 1050 165 440 975 1,600,000 No.1 Dense 5"x 5' 1350 900 165 375 825 1,500,000 No.1 No.2 Dense 8larger 975 650 165 440 625 1,300,000 SPlB No 2 850 550 165 375 525 1,200,000 DenseStructura186 2100 1400 165 440 1300 1,600,000 Dense Structural 72 1750 1200 165 440 1100 1,600,000 1600 1050 165 440 1 1000 1 1 600 000 Dense 5tructuraE 65 Select Structu rat Beams and 1100 650 125 425 775 1,300,000 No.1 Stringers 900 45D 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 1,300,000 550 125 425 700 1,300,000 No.1 Timbers 850 1,000,000 No.2 500 325 125 425 500 AMERICAN FOREST&PAPER ASSOCIATION ASO TIMBER POLES 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 Bearin Elasticity Species Fb FV F,l F, 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 - £3�s° Ponderosa Pine 1300 90 320 650 825 1,000,000 p M N Red Pine Southern Pine 1700 105 320 900 1125 1,400,000 z z Western Hernlock Western Larch 2050 120 375 1075 1125 1,460,000 C Western Red Cedar m i. N f Table 4.2 Design Values for Treated Round Timber Piles Graded in Accordance with ASTM D2S ' Design values in pounds per square inch (psi) Species F, Fb F, FL E Pacific Coast Douglas Fir' 1250 2450 115 230 1,500,000 Red Oak2 MAIN=Mason NIMMUN Red Pine3 900 1900 85 155 1,280,000 all Southern Pine4 1. 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. AMERICAN FOREST&PAPER ASSOCIATION