238 HIGHLAND RD 2016 Plans 2022-12-06

CALCULA TIONS THIS DETAIL TO BE USED WHEN EIINER OF ,A, 7HE FOLLOWING (2) CONDITIONS EXIST: METHODOLOGY: BESISTING MOMENT: �• 'A' +s �ss n�AN �o'—o�. -COPWG. y = EQUIVALENT FLUID PRESSURE 2 ALTERNATE CONDI710N BELOW. RESISTING MOMENT ABOUT POINT A OPTIONAL BOND BEAM PER STANDARD TOP OF BOND BEAM CASE I RM = W�d� t WZdp + ... W�dn CONC. DECK. STRUC7URAL PLAN, DTL. �1 (WALL W� R.B.B.� OTM = 1/6 y H3 WHERE y = 60 pcf I d� d� & #12 W 4 #4 BARS. NEf MOM = OTM - RESISTING MOMENT W� v Wi � 2 CASE II �':. ` OTM = 1/6 y H3 WHERE y = 62.4 pcf WZ � d3 W2 � d3 HORIZONTAL STEEL w F- �m W �— °° o � d #3 BARS @ 12" O.C. a o � rn � NET MOM = OTM + RESISTING MOMENT W3 C�4 3 W� - N't• TYP. THROUGHOUT. � o W LLj ai .� � <? of segment� W4 W4 VERIICAL STEEL � m = > � o fs - M(12 in/ft) _ Mt (12) d d SEE TABLE 501. TOP OF BOND BEAM �v w I U Q o C° c`'�c . As j d As (0.887) d Ws � � WS � (STANDARD WALL) ¢ 2 � � � � � fc = M(2) 12 in2 ft W6 d s A WB I ds L (EXPANSIVE SOIL) Q — � � U � � � v j k b d � i STANDARD BOND BEAM—�I— � Z • rv �- MAY BE PLACED � TOP I r�,�r�vMr�,�r � .- t c _ Mt (2)(12) � �125 Si CASE I CASE II � OF WALL or A WATERLINE. ` �—WATER LINE. � �� ¢ � o � c � t ' (0.887)(0.339)(12) d2 P = \ � Q 3 � � _ � r- Q u. a ��2� y � LOADING DIAGRAM: o BEGINNING � D = 5-0" d2 . d1 � � o � � � - THIS DETAtL IS DESIGNED FOR �, USE #3 BARS � 12" O.C. i � � (12 in/ft) j d EACH OF THE LOAD CASES DEFINED BELOW. � — X _ y HZ � BEGINNING � D = 6'-0" Q - < 55 psi � OR MORE USE #4 BARS Q.� � � � � U (2)(i2)(o.as�) d � �2p o.c. �� o`� � o .L .� � o � � f'c = 2,500 psi �Q.�OQ.��, � � Fs = 20,000 psi �UNDISTURBED SOIL `L `��0�'� � 1500 PSF MIN. � � `��" �P O .� fc = 0.45 f'c = 1125 psi BEARIN6 VALUE� a `� HORIZONTAL STEEL � � � o � I � a � �3 BARS � 12' O.C. � � , Vc = 1.1 � = 55 psi TYP. THROUGHOUT. - 1 - z y = 6O P.C.F. y = 62.4 P.C.F. Dlsrrv�CE TO DAYUGHr - 'Q' � � CASE I CASE II �Q� = h�6 (1U'-0" MIN., 20'-0" MAX.) OR PER SOILS REPORT. � IF 'Q' IS LESS TFIAN h/6 (10'-0" MIN.), USE DETAIL �552. SEE ' CALCULAl10N RESU T�� " -ras�E 50, ALT�RNATE CONDITION VERTICAL STEEL. TRANSITION WALL FREESTANDING WALL SEE TABLE 50i. TO FLOOR STEEL EXPANSIVE SOIL 10'-0' OR LESS dt dc d2 TO BE & THICKNESS EQUIVALENT FLUID PRESSURE = 60 P.C.F. RESULTS FOR NO RAISED BOND BEAM CHANGED UNIFORMLY. SEE TABLE 501. DEPTH SOIL WATER SOIL WATER CASE I CASE II TABLE 501 OTM OTM RM RM N� dt d2 VERTICAL fs fc vc H � ft-# ft-� ft-� ft-� Mom SOIL WATER STEEL p.s.i. p.s.i. p.s.i. 'D' OR 'H' IS DISTANCE FROM TOP OF POOL WALL DOWNWARD. RETAINING 3'-6" 429 446 106 -53 393 3" 3" #3 � 12" 15354 427 10.6 WALL. BEGIN SPECIFIED STEEL & GUNITE THICKNESS AT INDICATED ':~' OR 'H' DEPTH. (SEE STANDARD STRUCTURAL PLAN, DETAIL #2) 4'-0" 640 666 124 -55 611 3" 3" #3 � 6" 12275 508 13.9 POOL TOTAL 2'-6" MAX. RAISED BOND Q �"�� +q z z ` 5'-0" 1250 1300 230 -57 1020 3�� 4�" r 17454 660 17.9 � DEPTH NO RAISED BOND BEAM HEIGHT gEqM Q � � REQ'D REQ'D OF' y � g 6'-0" 2160 2246 497 -2 1663 4' 5�" add 3 #4 8283 580 22.5 D d 1 d2 VERTICAL T�S• H d 1 � d2 VERTICAL �S• ��.'��' ' ��'V � Z z � 7'-0" 3430 3567 1046 315 3882 4" 5�� " 13807 832 30.6 �ICAL REBAR STEEL � S7EEL h O w g � Q p�� 0 to 3'6" 3" 3" Z z � z � 8'-0" 5120 5325 2259 971 6296 4" 6� " " [iLE`��C�N� ��R�1� #3 � 12" 2'-0" 0 to 3'6" 3" 3" #3 � 12" 2'-0" O � ' fz 18781 998 40.0 - z Z v v 4'-0" 3" 3" #3 � 6" 2'-0" 4'-0" 3" 3" #3 � 6" 2'-0" � � w � z � 8'-6" 6141 6387 4820 888 7275 4" 7�/z" " 18671 889 45.2 TOP OF POOL WALL .. � 4__35pq �"°" = Y — � 4'-6" 3" 3�� 2'-0" 4'-6" 3" 3� ' 2'-p" �4,j'�.� � z w N RESULTS FOR 2'-6" MAX. RAISED BOND BEAM = � ,tn�� 3 o N J 5'-0" 3Yz" 4'/z" 2'-0" 5'-0" 3yz» � 3» � 2�_�� '�VALE� } w � O SOIL WATER SOIL WATER CASE I CASE II � HEIGHT OTM OTM RM RM N�T VERTICAL fs fc vc o 5�-6" 4" 5�" " 2�-0" 5'-6� 4� 3" " J � O 2'-0" r Z W � �H� Mom d� d2 STEEL s.i. BASIC GRID � Z m o ft-# ft-� ft-� ft-� SOIL WATER P• p.s.i. p.s.i. #3 BARS 6'-0" 4" 5�" add 3 #4 2'-0" 6'-0" 4�" 3" #3 � 3" 2'-0" � p � 3'-6" 429 10 106 -53 323 3" 3" #3 � 12" 12607 351 10.2 � �2� ��• „ o w F- Q EACH WAY. 6-6� 4 5�� 2'-0" 6'-6" 4��" 3" " 2'-p" j � � Z 4'-0" 640 35 116 -63 524 3" 3" #3 � 6" 10537 436 13.3 7'-0" 4" 5�" " 2'-0" 7'-0" 5" 3" " 2'-g" Z � Q c�i�i 5'-0" 1250 163 135 -99 1115 3�" 3� " 19071 722 17.9 7'-6" 4� 5�» ,• 2'_p" 7'-6^ 6^ 3» � 2•_8� DATE: 12/20/10 � N = • 6'-0" 2160 446 163 -165 1997 4�" 3" #3 � 3" 13563 666 20.0 • CALCS BY: A.C. _ � 8'-0" 4" 6�" 2'-0" 8'-0� 6� 3" add 3 #4 2'-10" � 7'-0" 3430 948 251 -163 3179 5" 3" " 19325 891 24.5 g'-g" 4" 7�' " 2'-0" 8'-6" 6" 3�{Z" " 2'-11" CHECKED BY: R.L.L. a 8'-0" 5120 1730 508 -82 4612 6" 3" add 3 #4 14965 938 26.7 � 9'-0" 7290 2856 1031 195 6259 6�" 4" " 18669 1064 31.2 VERTICAL REINFORCEMENT AS SPECIFIED 9-�� 6�� ( 4� � 3'-0" � IN TABLE STARTS A DISTANCE 'D' OR 'H' 9'-6" 7" � 5" 3'-2� FREESTANDING WALL � 10'-0" 10000 4388 2082 611 7918 8" 5�� " 18993 1021 31.3 � n EXPANSIVE SOIL DOWN FROM TOP OF POOL WALL. 10'-0" 8" � 5�" " 3'_2' m 11'-0" 13310 6387 6678 291 6678 8�� 6�/�" " 19921 1034 35.6 REINFORCEMENT OTHER THAN BASIC GRID EQL�II/ALENT FLUID PRESSURE = 60 P.C.F. NEED NOT EXTEND TO TOP OF POOL 10'-6" 8�/z" 6�� " 3'-2" WALL. ADD BARS TO BE EQUALLY SPACED BETWEEN BASIC GRID. 11'-0" 8�" 6�/�" " 3'-2° DETAIL #501 DETAIL 501 IS�ART OF CITY OF SAN DIEGO MASTER PIqN 92. THISDETAILSHALLBEAiTACHE�TOAN�APPROVEI)'NIiMTHECITVOF51MIVqLLEVSTANDAR9opp�p�qrypSp_� COPIRIGHT 2011,PW�ENGINEERING INC.