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HomeMy WebLinkAboutStructural analysis/boulder wall , � � RECE►��ED SEP 2� ?p�5 CITy OF oRONO STRU �T ALYSfS B R WALL �o� 1065 Linder � Orono , BY J. . K! ENGINEERlNG ��r ca�r�r�cxaur�a�s . ¢��JtE A. ,�.f� �NAS PREP�RfD B�i��IID ilillt I�ii � �v �ti�`���, �OULY ll�IfS�PII�ES�ON�I.E1161�' � 8E6�S��E.��`i';, �'�'. FAEIFE l�IDER�tAWS OF 1HE SfATE OF EME i ' MINNES TA. �� �T6Z ��,,;; SIGNED: . ��, J:� ����V�� :,t�'�•� � �•!`:::;t;t; A �'��'g����'...�;�r� �f2`f���'.5" � REG. . 7 2 (0(pcj L(nO�,U'i�.A�- Zolq--0lL��o , . � �y����� �C�" L.�r�,fl��e L��s�� , ���a�o il 1�' r+;.�"'"�� ,.,---..- : � �—.- .�--.. __w -�_ ��� �, r � � � � f ,rt'�� �� � �,»��«��.� � ""�-,� ,��, . .. �„» � �, ,... � ;��; ,.,��� 4 „ �� � ' �' -�..�, � .. `� 1 {° j . � . r" -"i. 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ANGL.E FCiR FOUNDA710N SO1�..S FfGURE 4-S: BEARiNG CAPACITY FAC70R5 (AFTER Vesic, Ref.13} 76 Design Manuai for Segmenta�Retaizung WaIIs 2. Inclination of net foating loads is ignored in order to avoid excess conservativeness in � bearing capacity calculations and to be consistent with conventional ctice for rigid � gravity wall stn�ctures. The conservatism is created by the design assrzamption to ignore vefical component of Pe Similarly, corrections for footin� shape and length are also ignareei in this set of calculations. � � � 3. The effect of embedment depttz 8„�to the tap of the aggregate pad {footing) is a��aunted for as a d�ad load surcharge. The soil in front of the wall is assumed to h��ve no shear � resistance in bearing capacity analyses. The assurnption of a penmar�ent snrcharge mass ` must only be exercised if latge excavations in front of tSxe wall w.ill not occur for the life of � the shvcture.If excavatians are made they sizould�o ally be res�ricted to short excavation � Iengths in order to minirnize the potenti�I lass of toe suppart at the wall. � The factor of safety FS� with respect to bearing capacity failure of the foa�ndadoan soils can be � expressed as fallaws: e t�-¢1 s� � Fs,� ��,,/Qa i ¢ where Q,�represents the ultimate bearing capacity of the foundation soa�s and Q,the applied � 6earing stress. The magnitude of QA�xs calculated as�ollows: � I ,j� � � � 3ab �-� ���,'�����Za.�:(3� '�` � � �� � [Eq.4-20 � Q�,_ �,N + oS y B�N,.+ y,hi,,,,�1V ; � Ttzis is the classicaI bearing capacity eguation for a continuous footing jRef. 13�. The quantities N4, Nr and N, aze dimensionless be 'ng capaezty coefficients that can be obtanzed from a re 45 using the peak�richon angle of the foundatian soil �f. The quantity f �s the ec�uivaient fa►ting width due to eccentric footing loads and"zs calculated as: ', [Eq. 4-21] B�'=Bj.- 2e F�ccenEticity can � calculated by summir�g mornents about the center of the footing base. The center of rotat�on is taakken as the point Iocated a horizontal dis ce 'Wa ! 2 from the tae of the bottom �RW unit Moments are considered pasitive in a cat�rater-elockwise direction in this calculation set. Bccentricity is calculateci as: [Eq•4-22] e = (P, Ys+ Py Y - Ww�uJ�Wtii� where: [Eq.4-23� e�, = XW-0.5 tJV b8 D�sign Manual for Segmenta]Retaining Walls � i Section 4.3 � l0�CI1vIMUM FACTORS OF SAFETY FUR ST "Y ANALYSES '; Seiection of appropriate fa,cto�ts Qf safety should be based on the certainty with which design a parazneters and the consequences�f faiIure are known. Table 411ists the re�ommendeci minimum ` safety faciois far gravity SRWs. cluded in these recommended minsmums aze ty�a levels af ; uncertainry izi wall geometry and amposed loada,ngs. � `s TABLE 4-1 ` Recommended Minimum Factors of Safety for Design of C�onventtona!SRWs �'S � Failure Modes ` � Base Sliding FS,, 1.5 � Overturning FS� � 1.5 Bearing Capacity FS& 2.� ' Internal Shear Capacity FS� 1.5 � Global Stabiiity FS�, 1.3 - 1.5 Section 4.4 . SEGMFNTAL UI�IIT PRQPERI`IES Dimensions and rnechanical properties of segenental units must be established priar to design. es€pazameters are: H� = SRW unit heig�t(ft} H�= SRW unft ca�(coping)�eight{ft} Nj� = SRW unit w�dth{ft) y„ = weight of segmenta] unit per unit volume as plaa�d(includes stone�Il if applicable) PG� G� = distance to center of g�°av�ty c�9F horizontat SRW Unit, including drairnage fi11, meas��ned from the front face of the urut(ft) _____-— ----- ___-- —.....................___..... �t--��r�}-bat#e� �fPTen���ac-Tc per course{deg) � = i�te�'ace friction coe�cient for base segmental unit sliding on bearing st�xls a�,,, = apparent minimum shear capacity between segmental units(lblft) a.,, apparent angle of friction Uetween se ental units(deg} dr, = setback per course Hp (in.} 72 Desi Manual for Se ntai Retainin Wa}ls � � 4.5.2 VJEIGHT OF SEGMENTAL,RETAINING WALL � ; � � The weight Ww of the column af SR�V units on the leveYing pa+d is bas�d on the hittge b:ei,ght H� of 4 the wall facing (Equatio�4-1 or 4-2) and the weight per unit vol�me of SRW units yr. The SRW { wall weight W,Y per Iineal foot acting at the base will be Iimited by the hinge height Hh and car�be calculated as: [Eq.4-9] � � � W�,•=HtiYuW t ff the hinge height calculatcd accarding to Equataon 4-1 is larger ti�an the actuat wall height.I�, then 3 i the wat!height H shauld bc useti as ttle Ilit3ge height(i.e.,,i�h=A}as in Fquatian 4-2. ; ; � 4.5.3 BASE SLIDING � ; The exterrnal forces acting to destabiaize tho conventional single depth SRW aze shown in Figure 4- � 4. � ; 4 The base sliding resistance is calculated as fol4ows: ° ; [Eq. 4-10] Rsnv� -f�n E�i,��an ¢ -y- c GV} The SRW weight Ww zs calcvlated us:ung Equation 49. The soil str�ng[h parameters c and �shvuld be selected accarding to the soal type upon which�he SRW unit is founcted. Narn�aliy, this vu�ll be an aggregate Ieveling pad_ For some pro�ects, thc base unit may rest on the foutldation soils. Tt� either case,the available sliding resi�tanc� must be rac3uced by a masonry friction reduction factor,ub applied to thc u�derlying soal frictiran coeffieient t�n �and e. This fac;to�'aCCotii�is fpc r�edueed s�ear resistat�ce dt�e to the reiatively smooth m�,sonry unit sliding acro§s soil deternuned from lazge scale test�ng. Actual tcst data specifiC to Soil type atid SRW unit shou�d be used in design. In the absence of specific test data a reasonable v��ae for� may be selected using`Table 42. TABLE 4-2 t'�iasonry Friction Reductian Factor,�,, [Itef.27] Soii Soi! Masonry Friction Type � Reductian F�coor (USCS) {Deg} ,�.r,, (3W,GP 37-42 0.7 GM,SW,SP 3�-4[l O.GS GC,SM,SC 28-35 Q.�i ML,CL 25-32 D.SS ,9/14/2015� Gmail-Re:1065 Lir�er t.ane �� � � bob schroeder<bouiderbob23@gmail.com> �.,t`�kx��,�1�. Re: 1065 Linder L ne jrkingeng�comcastnet jrlcingeng p�comcast.net> Fri, Aug 21, 2015 at 9:26 AM To: bob schroeder<�uld b23Qgmail.com> To: Christine, Oron Planning Department From: J.R. King En ineering The retaining wall a 1065 Linder Lane meets the requirements vf the Minnesota State Building Code, Sect on 1807.2 Retaining Walls. Jerome R. King PE 8762