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HomeMy WebLinkAboutB08-0277 Structural Calculations Strata Vail Pools- ,. . OFFICE COPY STRUCTURAL CALCULATIONS 0 Strata Vail Pools Vail, Colorado .,�_ � � ...J ..�i r _ i�'= � - . ���, '0,��:.•v4.. V� �� � •1� �. 7• ��� .Cn V�:JJI ��1. �' � ��. ��1S�v�1 �<; ' o,��,. .•, ., ,� ss/Q�AL ��°c' °=� Prepared By: � i� «;; _ , .� D� !�� i i"`�,�1'\ � `? :`.Es�,;� ' �t��� � ��.� � �- 4.!;� � �_ KYSE—STRUCTIJRAL LLC 1 888 SHERMAN ST� SUITE 770 DENVER� CO 802�3 7Z0-932-3744 January 15, 2009 ��610�Oa 1�����dS 600Z � 7 �Hw �8 Q3M31A3d �. �' �ent�e � � � KYSE-Structural Engineers LLC � File name:Z:10LC12009.03 Strat Vail Pool�EngineeringlPooi Wall.rtw\ Units system:English Current Date:1/15/200910:56 AM , T`� I� I G,� L '(�c�oL LJ A t�l.�v � Base (C Water � _ U.W.=62.4 Lb/ft3 ' . . Phi=O° � ". .: . c=0 Lb/ft2 —�:01 �; fL v G-r, S l.A t� C��s �ruc�.$) REVIEWED �Y MAY 2 � �U09 SAFEBuilt Coiorad� , Assumutions Active pressures calculation method Calculation method for lateral soil pressures Calculation method for soil bearing pressures Frost depth Undermining depth RESULTS: Status . OK Asreq > Asprov (Stem) Calculation of resistins� forces YYIV Description Weight of soil over heel (W1) Surcharge over heel (W3) Weight of soil over tce (VV5) Stem weight (W7) Base weight (V119) Total Toe horizontal soil pressure against sliding (Pp) Calculation of destabilizin� forces Description Heel horizontal soil pressure (Pah) Water pressure resultant (Pu) Global stabilitv Minimum additional safety fador for soil pressures 4 Force [K�PI 0.75 0.15 0.00 0.45 0.38 1.72 0.10 Force IK�PI 0.23 0.68 Page3 Distance [�I 2.27 2.27 0.05 0.43 1.88 0.22 Distance [�] 2.33 1.56 Rankine Boussinesq Hansen 0.00 [ft] 0.00 [ft] Moment [Kip�ftj 1.70 0.34 0.00 0.19 0.71 2.94 0.02 Momerrt IK�P'�] 0.54 1.06 1.00 ��v ��W �� �V �A� � � `CUiI� �A�Eg��t �ororado �� . � Load case qmax qa Soii Pres. RM OTM [Kip/ft2] [Kip/ft2] SF [Kip'ft] [Kip'R] Bendina and Shear aer element Element: Toe Station d Mu[Kip`ft] �•Mn[Kip'ft] Nr. Dist [in] neg pos neg pos 1 0°�6 8.00 0.00 0.01 -1.86 1.86 2 10°� 8.00 0.00 0.01 -1.86 1.86 3 20% 8.00 0.00 0.00 -1.86 1.86 4 30°k 8.00 0.00 0.00 -1.86 1.86 5 40% 8.00 0.00 0.00 -1.86 1.86 6 50% 8.00 0.00 0.00 -1.86 1.86 7 60% 8.00 0.00 0.00 -1.86 1.86 8 70°h 8.00 0.00 0.00 -1.86 1.86 9 SO°h 8.00 0.00 0.00 -1.86 1.86 10 90°k 8.00 0.00 0.00 -1.86 1.86 11 100% 8.00 0.00 0.00 -1.86 1.86 C 0% 8.00 0.00 0.01 -1.86 1.86 Maximum allowed spacing between bars Base transverse reinforcement: Top reinforoement Bottom reinforcement Minimum shrinkage and temperature reinforcement TOE: : Diagrams hAu - Phi'�Mn � � ����. � ry t.�� ��... .it.`.����,:C � ��r..:; III �� • Statlon Nr. 1 2 3 4 5 6 7 8 9 10 11 Dist 0% 10°k 20% 30% 40% 50% 60% 70% 80°k 90°k 100°k Vu IK�PI 0.15 0.14 0.12 0.11 0.09 0.08 0.06 0.05 0.03 0.02 0.00 Vc [Kip] 7.59 7.59 7.59 7.59 7.59 7.59 7.59 7.59 7.59 7.59 7.59 �'Vn IK�P) 5.69 5.69 5.69 5.69 5.69 5.69 5.69 5.69 5.69 5.69 5.69 Page4 Overt. Res F Slid F SF [Kip] [Kip] Asreq [in2] ext int 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Vu/( �*Vn} 0.03 0.02 0.02 0.02 0.02 0.01 0.01 0.01 0.01 0.00 0.00 Asprov [in2] ext int 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 18.00 [in] 0.30 [in2] 0.00 [in2] 0.19 [in2] Slid. Defl SF [in] sb �ir�] MW(�*Mn) ext int - - 0.00 - - 0.00 - - 0.00 - - 0.00 - - 0.00 - - 0.00 - - 0.00 - - 0.00 - - 0.00 - - 0.00 - - 0.00 - - 0.00 REVIEWED �° , : 2 8 2009 �,�l�'�'�i9i�$ �QIA���� . C 0°� 0.15 7.59 5.69 0.03 TOE: : Diagrams Vu - Phi'Vn � VU � Phl'V�t Element: Heel Station d Mu[Kip'ftJ Nr. Dist [in] neg pos 1 0°h 8.00 -2.25 0.00 2 10% 8.00 -1.82 0.00 3 20% 5.00 -1.44 0.00 4 30% 8.00 -1.10 0.00 5 40% 8.00 -0.81 0.00 6 50% 8.00 -0.56 0.00 7 60°r6 8.00 -0.36 0.00 8 70% 8.00 -0.22 0.00 9 80°k 8.00 -0.11 0.00 10 90°r6 8.00 -0.03 0.00 11 100% 8.00 0.00 0.00 C 0% 8.00 -2.25 0.00 Maximum allowed spacing between bars I HEEL: : Diagrams Mu - Phi"Mn �'Mn[Kip'ft] Asreq [in2] Asprov [in2] sb [in] Mu/(�*Mn) neg pos e� int ext int ext int -5.98 1.$6 0.11 0.00 0.29 0.00 +8.00 - 0.38 -6.11 1.86 0.09 0.00 0.30 0.00 8.00 - 0.30 -6.11 1.86 0.07 0.00 0.30 0.00 8.00 - 0.24 �.11 1.86 0.05 0.00 0.30 0.00 8.00 - 0.1 B -6.00 1.86 0.04 0.00 0.29 0.00 8.00 - 0.13 -4.88 1.86 0.03 0.00 0.24 0.00 8.00 - 0.12 -3.75 1.86 0.02 0.00 0.18 0.00 8.00 - 0.10 -2.59 1.86 0.01 0.00 0.12 0.00 8.00 - 0.09 -1.86 1.86 0.00 0.00 0.07 0.00 8.00 - 0.06 -1.86 1.86 0.00 0.00 0.01 0.00 8.00 - 0.02 -1.86 1.86 0.00 0.00 0.00 0.00 - - 0.00 -5.98 1.86 0.11 0.00 0.29 0.00 8.00 - 0.38 . 18.00 [inJ ���'������������/�w��....���-- --- E �; ��� � • --- Page5 �E� ���1UED BY MAi � a 2�09 SAEEg�,n Coiorado r � . Station Nr. 1 2 3 4 5 6 7 8 9 10 11 C Dist 0% 10% 20% 30°h 40% 50% 60% 70°r6 80% 90°k 100% 0% Vu L�PI 1.50 1.35 1.20 1.05 0.90 0.75 0.60 0.45 0.33 0.19 0.00 1.50 Vc IK�P) 7.21 7.21 7.21 7.21 7.21 7.21 7.21 7.21 7.21 7.21 7.59 7.21 �"Vn [Kip] 5.41 5.41 5.41 5.41 5.41 5.41 5.41 5.41 5.41 5.41 5.69 5.41 HEEL: : Diagrams Vu - Phi'Vn _ t. ����������1�1�����r��s ■ ��.....------ � Vu � PhitVn Element: 3tem (Blxk 1) 3tation d Mu[Kip`ft] m'Mn[Kip'ftj Nr. Dist [in] neg pos neg pos 1 0% 8.00 0.00 1.70 -5.61 1.86 2 10% 8.00 0.00 1.25 -6.11 1.86 3 20% 8.00 0.00 0.88 -G.11 1,86 4 30°k 8.00 0.00 0.59 �.11 1.86 5 40% 8.00 0.00 0.37 -6.11 1.86 6 50% 8.00 0.00 0.21 -6.11 1.86 7 60% 8.00 0.00 0.10 -6.00 7.86 8 70% 8.00 0.00 0.04 -4.32 1.86 9 80% 8.00 0.00 0.01 -2.59 1.86 10 90°k 8.00 0.00 0.00 -1.86 1.86 11 100°k 8.00 0.00 0.00 -1.86 1.88 C 0% 8.00 0.00 1.70 �-5.61 � 1.86 Maximum allowed spacing between bars � Stem transverse reinforcement: Exterior reinforcement Interior reinforcement Minimum shrinkage and temperature reinforcement Page6 Vu/(;'Vn) 0.28 0.25 0.22 0.19 0.17 0.14 0.11 0.08 0.06 0.03 0.00 0.28 Asreq [in2] ext int 0.00 0.08 0.00 0.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.08 Asprov [in2] ext int 0.27 0.00 0.30 0.00 0.30 0.00 0.30 0.00 0.30 0.00 0.30 0.00 0.29 0.00 0.21 0.00 0.12 0.00 0.04 0.00 0.00 0.00 0.27 0.00 18.00 [in] sb [in] MW(�*Mn) ext int 8.00 - 0.92 8.00 - 0.67 8.00 - 0.47 8•00 - 0.32 8.00 - 0.20 8.00 - 0.11 8.00 - 0.06 8.00 - 0.02 8.00 - 0.00 8.00 - 0.00 - - 0.00 5.00 - 0.92 0.00 [in2] 0.30 [in2] 0.19 [in2] ��� li�$t'a% ;_ , . V �Hi f, r � SAFE�u�11 Goror ai�c . � I STEM: : Diagrams Mu - Phi'Mn ���������11����.._.. _ . �_:�;. ��_����:y� •�� �: III �� 3tation Nr. Dist 1 2 3 4 5 6 7 8 9 10 11 C 0% 10% 20% 30% 40% 50% 60% 70% 80°k 90% 100% 0% Vu [Kip] 1.12 0.91 0.73 0.56 0.42 0.29 0.19 0.10 0.04 0.00 0.00 1.12 Vc IK�PI 7.59 7.59 7.59 7.59 7.59 7.59 7.59 7.59 7.59 7.59 7.59 7.59 �'Vn IK�PI 5.69 5.69 5.69 5.69 5.69 5.69 5.69 5.69 5.69 5.69 5.69 5.69 STEM: : Diagrams Vu - Phi'Vn � , „y' � w.-.. .s'; -, t x'm_ . I���i���■.■�■..�..._.._ � Vu � PhilVn Vu/( �'Vn) 0.20 0.16 0.13 0.10 0.07 0.05 0.03 0.02 0.01 0.00 0.00 0.20 Notes ' The soil beneath the wall is considered elastic and homogeneous. A linear variation of pressures is adopted. ' The required reinforcement for bending takes into account the minimum reinforcement ratio given by Code. ' For bending and shear design, the critical section is adopted at the support faces and axial forces are not conside�v'EwE�' �� �p� ;, � ��iiuy SAGE�u��t �o►or�dQ Page7 . 1 �� ' Shear reinforcement is not considered. / ' Values shown in red are not in compliance with a provision of the code " Ld,Ldh = Development length of each bar. If the bar ends with a hook, it considers the Ldh length. 'qprom = Mean compression pressure on soil. `qmax = Maximum compression pressure on soil. ' SF = Safety factor, RM = Resisting moment, OTM = Overtuming moment. ` ResF = Resisting force, SIidF = Sliding force, Defl = Deflection. ' sb = Free distance between bars. ' If the section at which member flexural strength is being calculated is within the development length of a group of ba�s, the bars wilf contribute to the bending capacity an amount proportional to their actual length / their full development length. ' Asprov is the provided reinforoement, considering the reduction due to the development length as described previously. REVIEWE� BY Mp� r r� 2009 SpEEguilt �orarado Page8