The URL can be used to link to this page

Home My WebLink AboutBLD2019-01064 Specs 3 Floats - BLD Engineering / Geo-tech Reports - 7/31/2019 UNDERHILL RESIDENTIAL PIER 422 E CRONQUIST RD ALLYN, WA 98524 CALCULATIONS PREPARED FOR MARINE FLOATS 1208 EAST D STREET TACOMA, WA 98421 ° WcU. 35799 O+t rUh'AL 07/31/19 PREPARED BY Sitts & Hill Engineers, Inc. 4815 Center Street Tacoma, WA 98409 July 31, 2019 S & H Job Number: 18,469 SITTS& HILL ENGINEERS, INC. DESIGNED JMLS DATE 7/15/2019 JOB 18,469 TACOMA,WASHINGTON (253)474-9449 CHECKED CJT DATE 7/16/2019 PROJECT UNDERHILL RESIDENTIAL PIER PAGE 1 CALCULATION INDEX BASIS 2 GEOMETRY 3 DESIGN LOADS 4 - 5 LATERAL DESIGN 6 - 9 APPENDICES 11 x 17 DRAWING SITTS&HILL ENGINEERS, INC. DESIGNED JMLS DATE 7/15/2019 JOB 18,469 TACOMA,WASHINGTON (253)474-9449 CHECKED CJT DATE 7/16/2019 PROJECT UNDERHILL RESIDENTIAL PIER PAGE 2 BASIS FOR DESIGN BUILDING CODE: 2015 Edition of the International Building Code SCOPE OF WORK: Replace(3)existing float piles LATERAL LOAD CRITERIA: Wind Speed=110 mph, Exposure: D. Seismic Site Class: D. Seismic Design Category: D. STRUCTURAL STEEL: Bolts AS TM A307 unless otherwise noted Piles ASTM A53 Grade B 35 ksi All Other Structural Steel Shapes IASTIVI A36 36 ksi WOOD: Joists 2x4 HF#2 2x6 and larger HF#2 Beams 4"width or less HF#2 Greater than 4"width DF#2 ledger 4"width or less HF#2 SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253)474-9449 JOB: 18.469 DESIGNED: JMLS DATE: 07/15/2019 3 PROJECT: UNDERHILL RESIDENTIAL PIER CHECKED: CJT DATE: 07/16/2019 PIER GEOMETRY: EXISTING DOCK, RAMP AND PILES TO REMAIN. REPLACE EXISTING WOOD PILES WITH STEEL PILES. O � q EXISTING FLOAT ^°^ TO REMAIN. NA-M R4W AM FLOAT SCIL 1LiS M'IOR StAOM!■O11 xVNdC$. aLNAIM-P6L RW NO FLOAT ;rr[ , SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253)474-9449 JOB: 18.469 DESIGNED: JMLS DATE: 07/15/2019 4 PROJECT. UNDERHILL RESIDENTIAL PIER CHECKED: CJT DATE: 07/16/2019 Wind Lateral Force(s): Wind Load Terrain Exposure Cunst:anls Table 26.9-1 Exposure a k(ftl Q b c (tW B 7.0 1200 V7 0.84 114.0 0.45 0.30 320 113.0 30 c U 900 U9.5 1110 116.5 0.65 0.20 500 115.0 Is D 11.5 V) 1111.5 1-(r7 119A 0.80 0.15 650 U8.0 7 'z-$minimum height used to ensure that the equivalent height 2 is greater of 0.6h or z_. For buildings with h<_z_.Z shall be taken as z... Z9:=700 a:=11.5 Per ASCE 7-10 Table 26.9-1 2 Kz 15.75:=2.01- Z Kz=1.039 Per ASCE 7-10 Table 29.3-1 9 K-t:=1.0 Per ASCE 7-10 26.8 Kd:=0.85 Per ASCE 7-10 Table 26.6-1 G:=0.85 Per ASCE 7-10 26.9 B:=42 f t Length of pier V:=110 mph qz:=0.00256-Kz-Kzt-Kd-V2 -psf=27.357 psf SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253)474-9449 JOB: 18,469 DESIGNED: JMLS DATE: 07/15/2019 5 PROJECT: UNDERHILL RESIDENTIAL PIER CHECKED: CJT DATE: 07/16/2019 Wind at float B:=20 ft Length of dock s:=10 ft height of craft B =2 s Cf:=1.40 Per ASCE 7-10 Table 29.4-1 (interpolation) Af._s. 30 ft + 32 ft .4 ft•0.75=198 ft2 Ffloati:=0.5•gz.G•Cf•Af•0.6=1.934 kip Wind at end of float B:=20 ft Length of dock s:=10 ft height of craft B —=2 s C f:=1.40 Per ASCE 7-10 Table 29.4-1 (interpolation) s•30 ft Af:= =150 ft' 2 Ff1oat2:=gZ.G•Cf•Af•0.6=2929.9 lbf Per pile, allowable SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253)474-9449 JOB: 18.469 DESIGNED:,JMLS DATE: 07/15/2019 6 PROJECT UNDERHILL RESIDENTIAL PIER CHECKED: CJT DATE: 07/16/2019 PILE AT FLOAT- EMBEDMENT ANALYSIS: The pile shall be analyzed as a non-constrained embedded pole foundation in accordance with Section 1807.3.2.1 of the International Building Code P:=Fftoati=1933.734 lbf (Lateral Load at Top of Single Pier Pile) b:=10.8 in (Diameter of Pier Pile) hl:=12.75 ft (Distance From Ground Surface to Point of Load Application) h:=(hi+5 ft) (Distance from Fixity to Point of Load Application) Sl:=100 ff (Allowable Lateral Bearing Pressure) t �C d:=15 ft (Guess a Value of"d") V) W v D d_ 1 • 2.3 •P 1+ 1+ 4.36•h N 4 2 Sj_ d•b 2.34•P (IBC Equation 18-1) 0 3 d Sl•3•b >C D:=Find(d) 0 D=17.754 ft Use an Embedment Depth of 18'-0" Minimum SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253)474-9449 JOB: 18.469 DESIGNED: JMLS DATE: 07/15/2019 7 PROJECT. UNDERHILL RESIDENTIAL PIER CHECKED: CJT DATE: 07/16/2019 STEEL PILE ANALYSIS: PILE AT FLOAT THE DESIGN NOMINAL FLEXURAL STRENGTH, Mn/ S?,SHALL BE THE LOWER VALUE OBTAINED ACCORDING TO THE LIMIT STATES OF YIELDING (PLASTIC MOMENT)AND LOCAL BUCKLING Mnw .t:=Fft.ti•h M,,,,,, ,,t=411.885 kip•in The moment at pile base Z:=36.9 in The plastic section modulus M 35 ksi•Z Mn_773.353 kipn The limiting"�_ 1.67 �i g state of yielding Check:=if(Mmrnraent<Mn,"Adequate","N.G.") Check="Adequate" Do_D.:=10.8 in Outside Diameter t:=0.340 in Design wall thickness D°'D' =31.765 Width thickness ratio t 0.07.29000 ksi AP:= =58 Limiting width thickness ratios 35 ksi Com act( p ) per AISC Table B4.1 0.31.29000 ksi =256.857 Limiting width thickness ratios 35 ksi (Noncompact) per AISC Table B4.1 Check:=if D O.D. <AP,"Compact",if D.D. >A,.,"Slender","Noncompact" Since the cross section falls under Compact Check="Compact" Sections,The limiting State of Flange Local Buckling Does not Apply. Therefore use (2) 10"Standard Weight Steel Pile SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253)474-9449 JOB: 18,469 DESIGNED: JMLS DATE: 07/15/2019 8 PROJECT: UNDERHILL RESIDENTIAL PIER CHECKED: CJT DATE: 07/16/2019 PILE AT END OF FLOAT - EMBEDMENT ANALYSIS: The pile shall be analyzed as a non-constrained embedded pole foundation in accordance with Section 1807.3.2.1 of the International Building Code P:=Ffl.t2=2929.9 lbf (Lateral Load at Top of Single Pier Pile) b:=10.6 in (Diameter of Pier Pile) hl:=15.75 ft (Distance From Ground Surface to Point of Load Application) h:=(h1+5 ft) (Distance from Fixity to Point of Load Application) S1:=100 f f (Allowable Lateral Bearing Pressure) t d:=15 ft (Guess a Value of"d") U) N ,3 V d— 1 • 2.34•P l+ l+ 4.36•h 2 d•b 2.34•P S1 , (IBC Equation 18-1) C 3 d 0 S, •3•b > D:=Find(d) 0 D=21.785 ft Use an Embedment Depth of 22'-0" Minimum SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253)474-9449 JOB: 18.469 DESIGNED: JMLS DATE: 07/15/2019 9 PROJECT. UNDERHILL RESIDENTIAL PIER CHECKED: CJT DATE: 07/16/2019 STEEL PILE ANALYSIS: PILE AT END OF FLOAT THE DESIGN NOMINAL FLEXURAL STRENGTH, Mn/ S?,SHALL BE THE LOWER VALUE OBTAINED ACCORDING TO THE LIMIT STATES OF YIELDING (PLASTIC MOMENT)AND LOCAL BUCKLING Mmo .t:=Ff1.t2•h M.nt=729.545 kip in The moment at pile base Z:=36.9 in The plastic section modulus M _ 35 ksi•Z M =773.353 kipin The limiting state of yielding "'� 1.67 n • g Y� g Check:=if(M,,,a„tent<Mn,"Adequate","N.G.") Check="Adequate" D°_D.:=10.8 in Outside Diameter t:=0.340 in Design wall thickness D°'D' =31.765 Width thickness ratio t 0.07.29000 ksi A:_ 35 Limiting width thickness ratios 35 ksi (Compact) per AISC Table B4.1 0.31.29000 ksi A,.:= =256.857 Limiting width thickness ratios 35 ksi Noncom act( p ) per AISC Table B4.1 Check:=if D O'D' <AP,"Compact",if D O'D' >�, ,"Slender","Noncompact" Since the cross section falls under Compact Check="Compact" Sections,The limiting State of Flange Local Buckling Does not Apply. Therefore use (1) 10" Standard Weight Steel Pile APPENDIX A 11 x 17 DRAWINGS SITTS & HILL ENGINEERS, INC. 1 4 GENERAL STRUCTURAL NOTES SCOPE OF WORK: REPLACE(3)EXISTING WOOD PILES AT FLOAT WrTH(3)STEEL PILES. BUILDING CODE 2015 EDITION OF THE INTERNATIONAL BUILDING CODE SEE GENERAL STRUCTURAL NOTES. MATH MARINE FLOATS DRAWINGS PRIOR TO START OF CONSTRUCTION; RESOLVE ANY MINDLOADS.. SLOAD- 110 MPH BASIC WIND SPEED.EXPOSURE D WEER_ SEISMIC DESIGN CATEGORY D GS MAY NOT BE SHOWN ON THE FRAMING PLANS. FOR EXACT SIZE,NUMBER,AND A GS.SEE MARINE FLOATS.MECHANICAL,ELECTRICAL AA PLUMBING DRAWINGS. FOR 11171 PIPE�S' EE TYPICAL STRUCTURAL DETAILS.VERIFY ALL SIZES,WEIGHTS AND LOCATIONS OF ALL STEEL RUNG SHALL CONFORM TO ASTM A53 GRADE B(Fy=35 KSI)PIPE WITH PLAIN ENDS. VITH MECHANICAL ENGINEER AND MECHANICAL CONTRACTOR THROUGH MARINE PILE DAMETER SHALL NOT VARY MORE THAN 1%(+/-)FROM THE SPECIFED DIAMETER.INCLUDING 0 REMAIN UNCHANGED o' OUTSIDE DIAMETER AT WELDS. THE WEIGHT OF THE PILE SHALL BE NOT MORE THAN 15%HEAVIER NC H 5%LIGHTER THAN SPECIFIED PER ASTM A53. PILE NOMINAL WALL THICKNESS AT ANY POINT SHALL N;UNCHANGED.. BE LESS THAN 12.5%UNDER SPECIFIED WALL THICKNESS. PILE SHALL BE REASONABLY STRAIGHT. PI SURFACE IMPERFECTION SHALL NOT EXCEED A DEPTH GREATER THAN 25%OF THE NOMINAL WALL V UNCHANGED THICKNESS. PILE CWNG SYSTEM SHALL NOT BE DAMAGED UPON DELIVERY AND UNLOADING. REPAK OF DEFECTS BY WELDING IS STRUCTURALLY ACCEPTABLE WHEN THE DEPTH IS NOT MORE THAN 33%OPILES WITH TO-NOMINAL STANDARD WEIGHT GALVANIZED STEII.PILES PER CSN THE NOMINAL WALL THICKNESS. HAMMER TO A MINIMUM EMBEDMENT DEPTH OF 22'-0'OR UNTIL REFUSAL. snwcTL%L SLffL 3 -- ALL STRUCTURAL STEEL SHALL BE ASTM A36(Fy=36 KSI). ALL BOLTS SHALL BE ASTM A307, UNLESS NOTED OTHERWISE. ALL CONSTRUCTION PER LATEST MSC HANDBOOK ALL EXPANSION AND EPDXY BOLTS TO HAVE I.C.C.RATING FOR MATERIAL INTO WHICH INSTALLATION TAKES PLACE ALL L BOLTS,ANCHOR BOLTS,EXPANSION BOLTS,ETC.,SHALL BE INSTALLED WITH STEEL WASHERS AT FACE Q�'o W"1, s WOOD OR AT SLOTTED HOLES IN STEEL SECTIONS. ALL WELDING SHALL BE PERFORMED BY WELDERS `Ss o HOLDING VNJD CERTIFICATES AND HAVING CURRENT EXPERIENCE IN THE TYKE OF WELD SHOWN ON Fill : m a m DRAWINGS OR NOTES. CERTIFICATES SHALL BE THOSE ISSUED BY AN ACCEPTED TESTING AGENCY. AL -' WELDING DONE BY E70 SERIES LOW HYDROGEN RODS UNLESS NOTED OTHERWISE. ALL WELDING PER LATEST AM ERICAN WELDING SOCIETY STANDARDS. THESE DRAWINGS DO NO-DISTINGUISH BETWEEN SHC AND FIELD WELDS:THE CONTRACTOR MAY SHOP WELD OR FIELD WELD AT THEIR DISCRETION. SHOP WELDS AND FIELD WELDS SHALL BE SHOWN ON THE SHOP DRAWINGS SUBMITTED FOR REVIEW. �F7 4R e 6 JZ Z ° < a _ .. In 3a C • Q � e 42'-0' � W � H �F 0W UN I— Z Uf z o _ w n 0 J v 5 m Z 0 0 W o O W ° C EXrnNC REMAINIER, Q O' Z TO O to 0 LL Z r = PLAN-PER,RAMP AND FLOAT z 3 SCALE:N.T.S. Q p Q EXISTING PIER, o � U g W (L Fw-J J 0(L 1— Z L v J W ILM) jr m -rn �QUQ Whofro �J J 0 Z cr)OWa:in LLi WW� = w°- N- = DMZ ��a ELEVATION -PIER, RAMP AND FLOAT S1.0 �kaFa r,_ 18,469