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PRJ03-0468 E07-0021 TEMPORARY POWER.pdf
� ' sheet � �� REAVELEY project U�-� �- �' v'�i��b�1 s ` C�-�N � F-r"�� ' ENGINEERS+ASSOCIATES Consulting Structural Engineers location date D by '� ' __ _. _..... __.. .._ � ° � ` � 1 , ��s-� � To�.� �� � . i :y : . . f . . . . . . . i � . _ . �.�G�`1 Ci t.�" � i x 1 f : � � � ���� � � � . . _ . _� . /� 9 , i : Y . . . � �l � �l: ' �����. '�.'a� � ; � � ���t���: {� X���� , . � ``�i-� 1 C,1L �tJ� ; � Foa�� �J� ; ► ' , I i . . . i. ;� . _._. . ,_ . _ � _. . � ��..�� ���� g �� ___ i �� !� , �0 , _ _.: ._ ; , , i � ; , ; � ; l.� ' ; _ . _ . f ' : .. . ,. � j ' : ' ' .li ; : _ ' ......._ ..._.; .. ' . . ....... . . :...... . 1 ` � _ ' : ; � ' . _ , _ � _ '..... .......... ..�_ : ....._..,. .... . - .. . . � :, . ., -..� \: � " ': : . �; : ' - ' �- . � . ...j ._. _ � . . .. : ..�.. ,. , ... 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' . ' _ ' � - . 1 - ; ..._... _.. _.._..__ ..._.. __.. �....._.... { ....... � . . . _ ._...._ . i__.:_ � , _.., � , � i ! � � r ' __ . __ � ; ; _...... _.. _ .. . ... _._ . �� sheet �■ REAVELEY project ��1 L � ����►�S �- ��.�u� `��s.. ENGINEERS+ASSOCIATES Consulting Structural Engineers location date � � ( by � �� � _.... . ,. . r� , , , p:��;�—. ��'� � �-� � � i � ��. � ? . ; x ; � � e � � ; :� _ � _ ,_ . _. __ , ._ ;. � , �/���� ` . . . 9 V ��� 1 '� � : _ : - �. .:_ : 1 . . : . � ' ' : ' : � . . ; ' ' . ' : . , _ - _ .. � . ��� x r a I � ' til "DF �1�-�1� : � ,_ � �.0 3,�� � � Rd - ��, ; ; � � �- �.� � Z°I° T��1 � j�--- ��1�l:�� ; ' ,i „ . _ _ . _ _ , � _ _. . . _. 1'���;��j , r�Cr�l i� C� , ..�- �� �.�. , �I 1 �t ' i = ; tl� � � � �l�C t� ��`� �� -� _ . 15-rQ ; ,.� . �� i ° . �-�i i i ' , , ' , �, _ , ' � � ` � ; _ , �-� � —;� � . . , ; + � . ' , � ; : ,_ : . . , . . , : p ., _ _ :...� . ..... _ . ,. , . ; . � � ` _ . : . _ , , .. , ._. _. . .__ : ...., , . - . . . . . - . . - . � _ �� i: . . � : i � . - . � . .__....: __._.... . ..... . :. � ' ' ;' . . . . . ' ( . _._ ......... . ,. _ _ _..� ...;.... - � - _�._ � . _ _..... , . .........,. . . .. , _ ........_. ............ ...__. _ , _ �j ��!����.- � �� �� � , . ���� . . -i ! I i , f.... P���� ���-r���:� p� � __ _ a : , 3�, .� � � (-� ;��� ' �-`' � - , 1�Tuf���� ; ; � ���� � �b , � �,� � ; .� , N�-T;I� � ��;� � i���.: � ����-. ���Y �--�=-� sD,� - �.�Mo� � �-� ! g d�n.� ` � ����-�-i_►� � ���L_ �t�� . � _ , . _ _ _ t��-- �����::�, �c�;�.-.:� ; ; � � + , Co�c���_-�1.�:� �,.floc�.�s�, _ . � ._ . _ .,_ , __ _ (�.�13��- ' �:�p� �,� ; ; j _ : . _ __ _. _ _ _ _. _ _: . . . _ ;_ e____. . . : � ' � ; i � ; ; r ; ; ; ' ; ,. , > , : � .:�r. .. ....._. ,�.� ��-----_�.-._ .. __. ��_.,�.�„����,.�-.�....�.�,�„���T-�;.�LIEBHERR��......�..� ` Foundation reaction forces without climbing equipment 420 EC-H 16 (WIW 301 JX 408/110 kW) Crane stationary on 550 HC tower �� and 550 HC foundation anchors Radius: �d��r� Tower section: 5.80 m . �� � � � � . �����.- � [ � 2.7 m position of trolley � out of operation Conditions for crane stabifity are: � Jib must�be free to weathervane when out of operation! � Eccentricity; e= M+(H•h) � L V+G 3 OGround pressure must not exceed maximum - Q allowable soil pressure! � ' 2•(V+G) O 6B — � 6Bperm. 3•L•c � - - L � = �`���� �`��j�� ;� �� ���;� � . _ ' c= 2 —e � ������ �` ������� � + � �� ����,=Y„ �__ : Q G=Weight of foundation h Position of trolley out of operation: 2.7 m !�r �� �� �,�X b,��-��� . A G�e c The loadings given do not include factors _... �! �� for dynamic effects. "�`� i . . r,...�....,,.�.,a�..,. H�_ M D Slewing moment in operation MD=320 kNm f ,�, �� ��1.<��I � �-- � � it���� - .i.: � ����� � � �� Nr. Height Crane in operation Crane out of operation Crane in erection -• of under Storm from rear Storm from front �J ?� sect. hook M [kNm] H [kN7 V [kN) M [kNm] H [kN] V [kN] M [kNm] H [kN7 V [kN) M [kNm7 H [kN7 V [kN] � 3 20.2 3703 35 888 885 79 795 3577 63 795 3526 21 564 4 26.0 3917 38 951 255 95 859 4081 76 854 3658 24 627 5 31.8 4151 42 1015 437 109 922 4635 88 922 3811 28 691 6 37.6 4405 45 1078 1214 124 986 5256 99 986 3982 31 754 7 43.4 4677 48 1142 2077 139 1049 5947 111 1049 4174 34 818 � ����� 49.2 4970 2 1 5 3026 154 1113 6706 123 1113 4384 3B 881 9 .0 5282 55 1269 4060 169 1176 T533 '' 135 1176 4614 41 945 3 b� �"� 10 60.8 5613 59 1332 5181 783 1240 8429 147 1240 4864 44 1008 11 66.6 5964 62 1396 6386 198 1303 9394 158 1303 5133 48 1072 12 72.4 6334 65 1459 7678 213 1367 10427 170 1367 5422 51 1135 13 78.2 67Z4 69 1523 9055 228 1430 11529 182 1430 5T30 55 1199 s.. Erection and dismantling of the crane � = � without climbin e ui menfi ! 9 q P �■ sheet ��■ REAVELEY project v� iL � �����►s - ��� ���d ENGINEERS+ASSOCIATES Consulting Structura►Engineers location date � by � � �' ._..... __. _ . . � � O�t,�'�� G�1�� �- : � o , �� � ; � -- �� ��� ��-�. V Z�o , z�1'- �;- � �F� ► `� 1�— x . , M� 5,I�2,Rl--�� 1t� r ; � � , � ; o � � � �, � � .._. � . ._ . ,.1� � � , � � 6 �� �1 � ,`�; �,1�, _ y,���� ����- . _ � _ _ . � y � 4 ��: , �� � �- �!)�Z� ,� k.,) — �il� �'-�--� ; ; ; � , . � ; _ a • �� � � �• U�� ���' �� �."�J_ , �Q�c��- _����� �--�- _ �,_ _ o_ � . _ - ; � .� ; ��►'i-�►'d��r �°- ; ����9 , . _ 1 , � ����� ; ,� ��� ; . , _ __ _ f _ . _ ?� ��.�' ' � 3 _ ' : � � y . - � ' ; ; : i . .. � �. i. �. - . . . � . . - �. ..:. A , � I � �... , � , .. . � tV� ��IZ�. i 13�� . �` - . � ; , : +� � +��b� ; : ; . : , _ __ ; ; r � _ . . _ �w�� ��l ��� � _ __ . , _ . _ . . ;. . _ r�� , ! , � � 1� )�, I�- _ . ; � . ; . ; ; ��7 =- 5,�8 , _ . , �� , s � i� �'�° ; , , ; � � � � q�c � � � p vt ��� G C, a�.� : ; � � _ , _. � . _�. _ _ __.. _. � _ _ . ; , � � � ��ua� '� �� .� -- �-- _ � R � `.` � ' � x� � � � , , �''I.� '����f� �--�- � 7, ��J__ � �_�� �- ;_ ��-1� �� � � �� _. ►� �� ��`�7 � ���� ; �, ,�� � � �. ; ; _, , ; . � . , . __ _ ;. . _ . _ _ . L _._. _ !.... rr / J1 ^.�/� � ' � .f...... �.. V �� �� /....., • _ (�L^°' ��P ' - ' � }n �.�p � �.. �- � �2.;� r.��6 ! '1, �Z' � � � �f �----r---�-�--� � � ; i u-+���t� u � �� ; _ _ i�v-._% ;.�_.__. �.-- I�%. � �0�5���c��� ' � � :.. �_ .;.. _. _. __.._ . ; � .. , . • . {� .'' ; i[ , � �' : w� bo= � ��_� } Z� � . � c -�, C�:� �s� �� �/� '�nc �.� z-��`' �'��" l��� �— :�, �v�- � � � ) i � t . � �,� , _ � ��, _:_ ��_... 6�►�� . ���2� _ .� `_���� J�- a�`' �� � . � �� Calculation Sheet# ■■ REAVELEY ENGINEERS+ASSOCIATES SPOT FOOTING DESIGIV PROGRAM Consulting Structural Engineers AC!378-02 Bul/ding Code for SYiucturo/Concnete(Chnpter 75) PRQJECT Vail Four Seasons Resort ENGINEER JM DESCRIPTION Footing for tower crane #1 - load toward short side DATE 1/25/2007 INPUT Length(L) 23.00 ft Axial Load 250.0 kips Width�W) 30.00 ft Moment 5112.0 k-ft , Thickness 72.00 in Eccentricity (e) 42.00 in � CoL Length (L'} 48.00 in Soil Pressure 5000 psf ' Col. Width (W') 48.00 in fy 60 ksi � Footing f'c 3000 psi Bar Size # 1 1 , �Include Ftg Weight Below Grade 0.00 ft � ❑Include Weight of Soil "- �- " - " ❑Use Allowable Bearing Pressure for Footing Shear Design Plan View � SOIL BEARING (Soil Mechanics) Peffective 871.0 kips � Meffective 5987.0 k-ft e effective 82.48 in OUT OF KERN Soil Bearing 4184 psf Toe Soil Bearing 0 psf Heel Zero @ X= 109.45 in SOIL BEARING PRESSURE @ TOE 4184 psf ENGINEER MUST CHECK BEARING STRENGTH (10.17) FOOTING SHEAR DE51GN iE1C1 71.72) One-Way Shear(9 9.12. 9.1J Two-Way Shear (91. 92.1.2) � Tributary Area 169.39 sqft Tributary Area 220.94 sqft Area 597.2 sqft Vu 1133.9 kips Vu 1479.0 kips bo 462.50 in Vc 2044.6 kips Vc 2044.6 kips Vu 3997.4 kips �Vc 1533.4 kips �Vc 1533.4 kips �Vc 5139.3 kips FOOTING PLEXURAL DESIGN (ACI 75.4) Depth of Member 67.6� in Beta 0.85 Critical Area N/A Concrete Strain 0.003 Depth of Block 21.56 in Mu 16969.6 k-ft Steel Strain 0.005 j 0.84 in �Mn 16969.6 k-ft Depth to N.A. 25.36 in Asreq 66.34 sqin As_ 66.34 sqin__ No. of Bars 43 As min 46.66 sqin FOOTING ECONOMICS FDOTING DESIGN CUBIC YARDS 153.33 LENGTH 23.00 ft w/ 10% LOSS 169.00 WIDTH 30.00 ft COST /YARD 5185 THICKNESS 72.00 in �"� ' STEEL WT 5150 Ib REIN�ORCING � � TO L � 43 ) #11 � 8,5 in. o.c. C%��`� FOOTING COST 532,810 (c)Copyright Reavetey Engineers Associates,Inc. Author: J.Ambrose � Software Version: 1.2U �� Calculation Sheet# �■ REAVELEY ENGINEERS+ASSOCIATES SPOT FOO1"ING DESI�N PR�GRAM Consulting Structural Engineers AC/378-02 Bui/ding Code fo�Structura/Concrete(Chepter 751 PROJECT Vail Four Seasons Resort ENGINEER JM DESCRIPTION Footing for tower crane #!1 - load toward long side DATE 1l25/2007 INPUT Length(L) 23.00 ft Axial Load 250.0 kips Width(W) 30.00 ft Moment 51 12.0 k-ft , Thickness 72.00 in Eccentricity (e) -42.00 in � Col. Length (L') 48.00 in Soil Pressure 5000 psf � Col. Width (W') 48.00 in fy 60 ksi , Footing f'c 3000 psi Bar Size �l 1 1 , ��nclude Ftg Weight Below Grade 0.00 ft � ❑InGude Weight of Soil " - �- -� - - ❑Use Allowable Bearing Pressure for Footing Shear Design Plan �ew � SOIL BEARING (Soil Mechanics) � I Peffective 871 A kips � Meffective 4237.0 k-ft e effective 58.37 in OUT OF KERN Soil Bearing 2917 psf Toe Soil Bearing 0 psf Heel Zero @ X= 37.12 in SOIL BEARING PRESSURE @ TOE 2917 psf ENGINEER PdIUST CHECK BEARING STRENGTH (10.17) FOOTING SHEAR DESIGN {ACI 19.12) One-Way Shear(11. 12.1.9J Two-Way Shear(9�.92. 1.2J � Tributary Area 169.39 sqft 7ributary Area 220.94 sqft Area 597.2 sqft Vu 790.6 kips Vu 1031.2 kips bo 462.50 in Vc 2044.6 kips Vc 2044.6 kips Vu 2787.0 kips �Vc 1533.�4 kips c�Vc 1533.4 kips �Vc 5139.3 kips FOOTING FLEXURAL DESIGN (ACI 15.4J Depth of Member 67.63 in Beta 0,85 Critical Area 299.0 sqft Concrete Strain 0.003 Depth of Block 21.56 in Mu 9070.6 k-ft Steel Strain 0.005 j 0.84 in �Mn 11935.2 k-ft Depth to N.A. 25.36 in Asreq 35.46 sqin As 46.66 sqin No. of Bars 30 As min 46.66 sqin FOOTING ECONOMICS FOOTING DESIGN CUBIC YARDS 153.33 LENG7H 23:00 ft w/ 10% LOSS 169.00 WIDTH 30.00 ft COST / YARD S 185 THICKNESS 72.00 in ' STEEL WT 3590 Ib REINFORCING � � TO L ( 30 ) #11 @ 12.3 in. o.c. FOOTING COST 532.342 (c)Copyright Reaveley Engineers Associates,Inc. Author: J.Ambrose , Soflware Version: 1.20 � Calculation Sheet# ■■ REAVELEY ENGINEERS+ASSOCIATES SPOT FOOTIIVG DESIGN PROGRAM Consulting Structural Engineers AC/318-02 Buii�ng Code for SYructure/Concrete/Chapier 75) PROJECT Vail Four Seasons Resort ENGINEER JM DESCRIPTION Footing for tower crane #/1 - load in long direction of ftg. DATE 1/25/2007 INPUT Length(L) 30.00 ft Axial Load 250.0 kips Width�W) 16.00 ft Moment 51 12.0 k-ft Thickness 72.00 in Eccentricity {e) 0.00 in Col. Length (L') 48.00 in Soil Pressure 5000 psf Col. Width f\N') 48.00 in fy 60 ksi Footing f'c 3000 psi Bar Size # 1 1 ❑� Include Ftg Weight Below Grade 0.00 ft ❑Include Weight of Soil � ❑Use Allowable Bearing Pressure for Foatang Shear Design I � Plan View ----- . �- SOIL BEARING (Soil Mechanics) � Peffective 682.0 kips I � Meffective 51 12.0 k-ft e effective 89.95 in OUT OF KERN Soil Bearing 3787 psf Toe Soil Bearing 0 psf Heel Zero @ X= 89.84 in SOIL BEARING PRESSURE @ TOE 3787 psf ENGINEER MUST CHECK BEARING STRENGTH (10.17) FOOTING SHEAR DESIGN (ACI 11.12) One-Way Shear(11,12.1.1) Two-Way Shear(11.12.1.21 Tributary Area 10.94 sqft Tributary Area 117.83 sqft Area 387.2 sqft Vu 66.3 kips Vu 713.9 kips bo 462.50 in Vc �666.9 kips Vc 2666.9 kips Vu 2345.7 kips �Vc 2000.1 kips ¢Vc 2000.1 kips �Vc 5139.3 kips FOOTING FLEXURAL D�SIGN (ACI 1 b.4) Depth of Member 67.63 in Beta 0.85 Critical Area N/A Concrete Strain 0.003 Depth of Block 21.56 in Mu 8191.3 k-ft Steel Strain 0.005 j 0.84 in ¢Mn 8191.3 k-ft Depth to N.A. 25.36 in Asreq 32.02 sqin As 32.02 sqin No. of Bars 21 As min 24.88 sqin FOOTING ECONOMICS FOOTING DESIGN CUBIC YARDS 106.67 LENGTH 30.00 ft w/ 10% LOSS 116.00 WIDTH 16.00 ft COST / YARD 5185 THICKNE5S 72.00 in STEEL WT 330U Ib REINFORCING � � TO L ( 21 ) #11 @ 9.3 in. o.c. FOOTING COST �22,820 (c)Copyright Reaveley Engineers Associates,Inc. Author: J.Ambrose Software Version: 1.20 , �� Calculation Sheet# ■■ REAVELEY ENGINEERS+ASSOCIATES SPOT FOOTlNG DESIGN PROCRAM Consulting Structural Engineers qC/318-02 Bui/�ng Code fo�St�uciuia/Conc�te/Chaptei 751 PROJECT Vail Four Seasons Resort ENGINEER JM DESCRIPTION Footing for tower crane #1 - DL & LL only DATE 2/7/2007 INPUT � Length(L) 23.00 ft Axial Load 271.0 kips Width(W) 30.00 ft Moment 3736.0 k-ft , Thickness 72.00 in Eccentricity Ie) 42.00 in � Col. Length (L') 48.00 in Soil Pressure 4000 psf � Col. Width (W') 48.00 in fy 60 ksi Footing f'c 3000 psi Bar Size # 1 1 �Include Ftg Weight Below Grade 0.00 ft � ❑Include Weight of Soil '- �- '-' [�Use Allowable Bearing Pressure for Footing Shear Design Plan �ew � SOIL BEARING iSoil Mechanics) Peffective 892.0 kips � Meffective 4684.5 k-ft e effective 63.02 in OUT OF KERN 5oil Bearing 3972 psf Toe Soil Bearing 0 psf Heel Zero @ X= 51.06 in SOIL BEARING PRESSURE @ TOE 3'172 psf ENGINEER MUST CHECK BEARING S7RENGTH (10.17) - FOOTING �HEAR DESIGN (ACI 11.12] One-Way Shear(91. 92•9.�J Two-Way Shear(1�. 92. 9.2J � Tributary Area 169.39 sqft Tributary Area 220.94 sqft Area 597.2 sqft Vu 859.8 kips Vu 1 121.4 kips bo 482.50 in Vc 2044.6 kips Vc 2044.6 kips Vu 3031.1 kips ¢Vc 1533.4 kips �Vc 1533.4 kips �Vc 5139.3 kips FOOTIIIIG FLEXURAL DESIGN �ACt 75.4) Depth of Member 67.63 in Beta 0.85 Critical Area N/A Concrete Strain 0.003 Depth of Block 21.56 in Mu 12867.3 k-ft Steel Strain 0.005 j 0.84 in �Mn 12867.3 k-ft Depth to N.A. 25.36 in Asreq 60.30 sqin As 50.30 sqin No. of Bars 33 As min 46.66 sqin FOOTING ECONOMIC5 FOOTING DESIGN CUBIC YARDS 153.33 LENGTH 23.00 ft w/ 10% LOSS 169.00 WIDTM 30.00 ft COST / YARD S 185 THICKNESS 72.00 in - STEEL WT 3950 Ib REINFORCING � � TO L ( $3 1 #11 (� 11.1 in. o.c. FOOTING COST 532,450 (c)Copyright Reaveley Engineers Associates,Inc. Author: J.Ambrose Software Version: 1.20 - '�LIEBHERR""" ' ' Foundation reaction forces without climbing equipment 420 EC-H 16 (WiW 301 JX 408/110 kW) Crane stationary on 550 HC tower �"� and 550 HC foundation anchors Radius: ��Oy�f�='t�, , `iower section: 5.80 m � Z � �� � � � 2.7 m �`�-�`� �'' �° � position of trolley � out of operation Conditions for crane stability are: � Jib must be free to weathervane when out'of operation! �i Eccentricity; e- M+(H•h) � L V+G 3 OGround pressure must not exceed maximum �`'. Q allowable soil pressure! ' 2�(V + G) 0 �B — � �B perm. 3•L•c � � L � � ����i� � � � � = z -e �����'�� � � �i � V � �������� + M G=Weight of foundation �t 4 h 1 Position of trolley out of operation: 2.7 m ! � � � ��� � � � . A G,�e c The loadings given do not include factors � ���f �� for dynamic effects. ��� �� �� � H ' � M p Slewing moment in operation MD =450 kNm �� � � _.._ =-�-- - � .� �� � � - , ��� ��` �� �� � ��► ��� Nr. Height Crene in operation Crane out of operaiion Crane in erection "' of under Storm from rear Storm from front � *' sect. hook M [kNm7 H [kN7 V [kNI M [kNm7 H [kN] V [kN7 M [kNm] H [kH7 V CkN] M [kNm] H [kN] V [kN] � 3 20.2 3239 59 941 273 79 895 2965 63 895 3526 21 564 4 26.0 3453 62 1004 357 95 958 3469 76 958 3658 24 627 5 31.8 3687 66 1068 1049 109 1022 4023 88 1022 3811 28 691 6 37.6 3940 70 1131 1826 124 1085 4644 99 1085 3982 31 754 7 43.4 4212 74 1195 2689 139 1149 5335 111 1149 4174 34 818 8 49.2 4505 77 1258 3638 154 1212 6094 123 1212 4384 38 881 9 55.0 4816 81 1322 4673 169 1276 6921 135 1276 4614 41 945 10 60.8 5148 84 1385 5793 183 1339 7817 147 1339 4864 44 1008 11 66.6 5579 88 1449 6998 198 1403 8782 158 14D3 5133 48 1072 12 72.4 6D38 92 1512 8290 213 1466 9815 170 7466 5422 51 1135 �'�78.2 652 9S 1576 9667 228 15'�0 10917 182 7530 5730 55 1199 k�� � � ��� Erection and disn�antling of the crane . �� � without climbin e ui ment ! , 9 q p sheet � ■s REAVELEY project U� � �. �- ���s -C►����- ��, ENGINEERS+ASSOCIATES Consulting Structural Engineers location date �/0 / by _ �/ � � _ L- , _ _ _.._ � ��� ��!� � � , � �� i 9 �,�. �,��� �:�� � � �y�,�� 0 � ��� � �--�- �1�01� : ; � — � � � . .__ _ . � � .� __ � . � c ,�.������ ►� ��-1 � I, ►r', � � ; , r C,� ' ► 2�� �:, �z��l�--� �.��G� �.� � ��_� _ ; l�� � $, Z��� �- , ; ; { . ; _ _ � � � , �e�'��c�,u� � ��j�1S 1�-- �, Z��-� � '�' . ��1 � `'�'�-�'� � � E� � , ` �_Jo ����C�� �� ���53� , ; �- �-�� �'�-� ��- _ . _ : � J , � _ . ': f��'���� �J�/ ; �: �,�.�� : � g�at ' � , !9a 5R� k�� _ _ _. � .. . . _ � __ . _ . _ _. _ � ' ' . � � . .�1,�/�� � j - . . -. - i � . . . � . . � . � e uuU ��` ; � , . � d�� _ _ _ � _ . _ _• , . . ' �.:1_. ,._.__.. ; � � ��, �c��.� 6T� �!��� � C w-c�..u-�. r _; _ ; __ _ . _ ,_ _ �� p��� �� �.�D�� �:=� �- -� �-- � . ;� � ;'1�22� `�� � ; � � ; ; . � _ `_ __ _ . ,_ � _. L-G� u.� ; �Q� � . .; e��2 d�—l�= � 3,� b . ► �-- � 3�- . ; �Zz �J`z � �-- � ; � ; � . . .. 1 . ; _ I � l� �I��' �� ��� �� ��..t��a-��' -� �' ; ; I � . i , � : _ . ._ _ _ _ __ __ __. ____ __.: ' �� Calcula#ion Sheet# ■■ REAVELEY ENGINEERS+ASSOCIATES SPOT FOOTING DESIGN PROGRAM Consulting Structurai Engineers AC!318-02 Bui/ding Cpde for SYraCtuia!Concrete(Chepter 15J PROJEC7 Vail Four Seasons Resort ENGINEER .,IM DESCFiIPTION Footing for tower crane #2 DATE 2/7/2007 INPUT Length(L) 30.00 ft Axial Load 344.0 kips Width�W) 30.00 ft Moment 8298.0 k-ft Thickness 72.00 in Eccentricity le) 0.00 in � Col. Length (L') 48.00 in Soil Pressure 4000 psf � Col. Width (W'} 48.00 in fy 60 ksi . Footing f'c 3000 psi Bar Size # 1 1 , 0✓ Include Ftg Weight Below Grade 0.00 ft ❑Include Weight of Soil " -�-� ❑Use Allowable Bearing Pressure for Footing Shear Design Plen �ew � SOIL BEARING {Soil Mechanics) � Peffective 1154.0 kips � Meffective 8296.0 k-ft e effective 86.29 in flUT OF KERN Soil Bearing 3284 psf Toe Soil Bearing 0 psf Heel Zero @ X� 78.86 in SOIL BEARING PRESSURE @�'OE 3284 psf E�IGINEER MUST CHECK BEARING STRENGTH (10.17) FOOTING BHEAR DESIGN (ACI 11.12) One-Way Shear(19.�2.1.9J Twa-Way Shear(11. 12.1.2) 7'ributary Area 220.94 sqft Tributary Area 220.94 sqft Area 807.2 sqft Vu 1160.8 kips Vu 1160.8 kips bo 462.50 in Vc 2666.9 kips Vc 2666.9 kips Vu 4240.9 kips �Vc 2000.1 kips c�Vc 2000.1 kips cpVc 5139.3 kips FQIOTING FLEXURAL DESIGN (ACI 15.4) Depth of Member 67.63 in Beta 0.85 Critical Area 390.0 sqft Concrete Strain 0.003 Depth of Block 21.56 in Mu 13319.1 k-ft Steel Strain 0.005 j 0.84 in �Mn 13399.1 k-ft Depth to N.A. 25,36 in Asreq 52.07 sqin As 52.07 sqin No. of Bars 34 As min 46.66 sqin FOOTING EC�NOMICS FOOI'ING DESIGN CUBIC YARDS 200.00 LENGTH 30.00 ft w/ 10% LOSS 22Q.00 WIDTH 30.00 ft COST/YARQ 5185 THICKNESS 72.00 in � STEEL WT 5330 Ib REINFORCING � � TO L ( 34 ) #11 C� 10.8 in. o.c. FOOTING COST 542,299 �--���'�� (c)Copyright Reaveley Engineers Assoclates,Inc. Author: J.Ambrose , Software Version: 1.20 Calculation Sheet# REAVELEY ENGI�lEERS+ASSOCIATES SPOT FOOTlNG DESIGIV PROGRAM Consuiting Structural Engineers AC/318-02 Bui/ding Code for SYruciu�a/Concrete(Chapier 15J PROJECT Vail Four Seasons Resort ENGINEER .�.IM :SCRIPTION Footin for tower crane #2 DATE 1/25/2007 T Length{L) 28.50 ft Axial Load 344.0 kips � Width(W) 28.50 ft Moment 8298.0 k-ft � Thickness 72.00 in Eccentricity (e) 0.00 in I Length iL') 48.00 in Soil Pressure 5000 psf � Width (W') 48.00 in fy 60 ksi Footing f'c 3000 psi Bar Size � 11 � ❑� Include Ftg Weight Below Grade 0.00 ft .___ __ _ �. _ _ .- _ _ ❑Include Weight of Soll d Use Altowable Bearing Pressure for Footing Shear Design Plan �ew � BEARING (Soil Mechanics? � I Peffective 1075.0 kips � Meffective 8298.0 k-ft e effective 92.63 in OUT OF KERN Soil Bearing 3850 psf Toe Soil Bearing 0 psf Heel Zero @ X= 106.88 in SOIL BEARING PRESSLIRE @ TOE 3850 psf ENGINEER MUST CHECK BEARING STRENGTH (10.17) �ING SHEAR DESIGN (ACI 11.12) One-Way Shear(11.92.1.1) Two-Way Shear(11.?2.1.21 butary Area 18$.52 sqft Tributary Area 188.52 sqft Area 719.4 sqft Vu 1 161.3 kips Vu 1161.3 kips bo 462.50 in Vc 2533.5 kips Vc 2533.5 kips Vu 4431.9 kips ¢Vc 1900.1 kips �Vc 1900.1 kips c�Vc 5139.3 kips �ING FLEXURAL DESIGN iACI 75.4) � of Member 67.63 in Beta 0.85 Critical Area 349.1 sqft �crete Strain 0.003 Depth of Block 21.56 in Mu 13173.5 k-ft Steel Strain 0.005 j 0.84 in �Mn 13173.5 k-ft ;pth to N.A. 25.36 in Asreq 51.50 sqin As 51.50 sqin No. of Bars 34 As min 44.32 sqin FOOTING ECONOMICS FOOTING DE�IGN iBIC YARDS 980.50 LENGTH 28.50 ft 10% LOS$ 199.0� WIDTH 28.50 ft 7ST /YARD 5185 THICKNESS 72.00 in STEEL WT 5060 Ib REINFORCING � � TO L ( 34 ) #11 @ 70.2 in. o.c. �-----e_.�---�--�-.. TING COST �38,333 pyright Reaveley Engineers Associates,Inc. �: J.Ambrose are Version: 1.20 t��� � '".� %/�--�1�`;a " i a � ,1�.� . ,,; ,. He�?word�-Pa�a�lak Geo�eclu�i�aL,Inc. 2,2� � �02Q Counc�•P.aad 1�4 Glemvoi,d Springs, Cc�lorado S]601 ����� Ph��ne:970-94�-7�SS � � HEPWORTH-PAWLAK GEOTECHNICAL F�,�.970.94�.845� � email: h�>geo�llpgeotecl7.com GEOT�CHNICAL ENGINEERING STLTDY PROPOS�D FC►UR SEASONS R�SORT VAIL ROAD AND SC►L1TH FRONTAGE ROAD WEST VAIL, COLORADO JOB N0. 105 291 JLTNE 22, 2005 � PREPARED FOR: VAIL DEVELOPMENT, LLC � ATTN: DOUGLAS G. HIPSKIND 50 SOUTH SIXTH STREET SU�TE 1480 MINNEAPOLIS, M�NNESO'�'A 55402 i Parker 303-84'1-7119 � Colorado Springs 719-633-5562 � Silverthorne 970-468-1�89 �j � � � � 11 � •] /� � TABLE OF CONTENTS PURPOSEATiD SCOPE 4F STUDY............................................................................- 1 - PROPOSEDCONSTRUCTION..........................................................:..........................- 1 - SITECONDITIONS .......................................................................................................-2 - F'IELD EXPLORATION.................................................................................................- 2 - SUBSURFACECONDITIONS......................................................................................- 3 - ENGINEERINGANALYSIS.........................................................................................- 4 - DESIGN RECOMMENDATIONS.................................................................................- 4 - FOLTNDATIONS.........................................................................................................- 4 - FOUNDATION AND RETAINING WALLS.................................................:..........- 5 - FLOORSLABS ..........................................................................................................- 7 - UNDERDRAINSYSTEM..........................................................................................- 7.- SITEGRADING.............................................:....:......................................................- S-: � . . . SURFACE DRAINAGE .............................................................................................- 9 - . . . � .. LIMITAT•IONS....:..........................................................................................................-:9-. REFERENCE................................................................................................................-.1.1.- : FIGURE 1 - LOCATION OF EXPLORATORY BORINGS FIGURES 2 through 5 -LOGS OF EXPLORATORY BORI]�GS FIGURE 6 -LEGEND AND NOTES PIGURES 7 through 15 - GRADATION TEST RESULTS TABLE 1- SUMMARY OF LABORA.TORY TE5T R.ESLTLTS � TABLE 2— SUMMARY OF GROLTNDWATER LEVELS i �, , ,. � � ' � PURPOSE AND SCOPE C1F STUDY This report presents the results of� subsoil study for the proposed Four Seasons Resort to be located at the southwest corner of Vail Road and South Fi•oiitage Road West, Vail, Colorado. The project si,te is show�� on Figure 1. The purpose of the study was to develop recommendations foi•tl�e foundation design. The study was conducted in accordance with our proposal for geotechnical engineering services to Vail Developinent, LLC dated April 5, 2005. A field exploration program consisi:ing of exploratory borings was conducted to obtain information on the subsurface conditions. Samples of the subsoils obtained during the field exploration were tested in the laboratory to deterinine their classification and other engineering characteristics. The results of the field exploration and laboratozy testing were analyzed to develop recommendations for foundation types, depths and allowable pressures for the proposed building foundation. This report,summarizes the data obtained. i during this study and presents our conclusions, design recom�.nendations and other ,� geotechnical engineering considerations based on the proposed construction and the subsurface conditions eilcountered. � PROPOSED CONSTRUCTI�N . The above grade portion of the proposed building footprint will cover znost of the . property as shown on Figure 1. The proposed building will be multiple stories above ground with below ground parking located prirnarily below the north half of the buildii�g. The existing hotel and gas station facilities will be removed prior to the new construction. Groui�d floors will be slab-on-grade. Gradii�g for the structure, particularly the below ground parking area, will be relatively extensive, with cut depths of roughly 30 to 40 feet. The basement of the south half of the building will be one level higher tlian the noi-th 11a1F. . Temporary dewateriz�g ai�d excavation shoring will be requiz•ed for the foundatioi� construction. We assume moderate to relatively heavy fotuldation loadiz�gs carried Uy pez•imeter walls and interior colun�.ns. � JoU No. 105 29 t H��h ' � . . , . -2 - � � If building loadings, location or �•ading plans change significaiitly from those described above, we should be iiotified to re-evaluate tl�e recon�ineildations contained iYl this report. SITE CONDITIONS The site is currently occupied by a.n existing liotel and gas station. These buildings and related facilities will be removed prior to the new construction. The property is bordered by Vail Road, South Frontage Road West and West Meadow Drive to tlie east, north and south, respectively. The ground surface is relatively flat and slightly izregular due to previous site grading and landscaping, generally with a gentle slope down to tl�e south. There is about 20 feet of elevation difference across the property. T"he buildings are surrounded by asphalt and concrete pavement, and landscaped areas. FIELD E�PLORATION � The f eld exploration for the project was conducted between Apri125 and June 6,2005. 1 Eighteen explorat�ry borulgs were�drilled at tlie locations showii on Figure 1 to eva�uate _,, : `. � fhe subsurface conditions. Boring l�was advaneed with 33/4-inch I,D. hollow stem augers � powered by a truck-mounted Longyear BK-S 1HD drill rig. Borings 2 thxougli 17 were • advanced witli 4-inch diameter continuous flight augers powered by tnick-mou�lted CME- 45B and Longyear BK-S1HD drill rigs. Borings Z, 9 and 15 ware advanced past the auger refusal depth with 6-inch diameter, rotary/percussion casing advancer (ODEXj powered by a truck-mounted CNIE-55 drill rig. Boring 18 was advanced the entire. depth with the C►DEX systein. The borings were logged by representatives of Hepworth- Pawlak Geotechnical,Inc. Slotted PVC pipe, 1'/2 or 2-inch diameter, was installed in Borings 1,2, 3, 6, 9, 10, 12 to 16, atid 18 for groundwater level moi�itoring. . Samples of the subsoils were taken with 13/8 incli aud 2 inch I.D. spoon samplers. The samplers were driven into the subsoils at various deptl�s with blows frorn a 140 pound hanrul�er falling 30 inches. This test is similar to the standard penetratioi� i:est described by ASTM Method D-1586. The penetration resistance valt�es are an indication of t11e ��elative density or consist�iicy of tlle subsoils. Depths at which the samples were takezi / ! and tl�e penetration resistance values are shown on the Logs of Exploratory Borings, JobNo. ]0�29] GCCPteCh , � � . � � - � - � Figures 2 tlirough 5. The sainples wei•e returned to our laboratory for re��iew by the project engineer and testing. SUBSURFAC� CONDITIONS . Graphic logs of the subsurface conditions encouiitered at the site are shown on Figures 2 through 5. The subsoils general.ly consist of about 3 to 11 feet of typically granular fill overlying relatively dense, stratified silty sand and gravel containing occasional zones of cobbles and boulders. Silty sand lenses, varying from 2 to 11 feet tliick, were occasionally encountered in the borings. The sand layer encountered at Boring 16 was about 18 feet thick and stratified with sandy clayey silt layers/lenses. A shallow depth of topsoil was encountered above the fill in lawn areas at Borings 1, 9, 10, and 13 through 15. Asphalt or concrete pavement was encountered above the fill in the remaiiung borings, except at Boring 3. Drilliiig in the dei�se granular soils witli hollow stem and solid flight auger equipment was difficult due to the cobbles and boulders and drillizig , ; � � �refusal was encountered,at relatively shallow depths in tlie deposit at Borings 4,7, 8,•.1.1 . � `. and 17. ` � . . . . , � Laborato'ry testing'performed on samples obtairied from t11e borings included natural � moisture content, gradation analyses and Atterberg lixnits. Results of gradation analyses performed on small diameter drive samples (minus 1'/2 inch fraction) of the coarse granular subsoils are shown on Figures 7 through 17. Atterberg limits tests were performed on the more clayey soils and iildicate the existing fill soils and silt layers have low plasticity. The laboratory testing is summarized in Table 1. � Grouudwater was measured in the deeper borings between depths of about 18 and 30 feet. Tlae subsoils above the water level were typically moist. A suminary of the groundwater � level meast�reznents is presez�ted oi�Table 2. � A subsurface study report by Paragon Consulting Group (2002) fox an enviroiunental site assessment at tlie existing gas station was provided to us. Seven borings were drilled down iiito the grouzldwater to a total depth of 40 feet. The borii�g logs indicate the � subsoils are mainly silty sand and gravel with cobbles and occasional sandy silt and silty J ob N o. ]0�241 H Ptt�Cl�i . , , • - 4 - � i clayey sand layers. Groundwater le��el was measured at elepths of 35 to 36 feet in November 2002. ENGINEERING ANALYSIS . The natural granular soils encountered below the existing fill are suitable for support of spread footings with moderate bearing capacity and relatively low settleinent potential. The proposed relatively deep cuts will tend to increase the risk of construction-induced slope instability. We expect that excavations for belorv grade areas will require shoring to maintain cut slope stability. Due to the extensive cuts, underpiiuiing of nearby buildings or facilities may also be needed depending oi1 the relative bearing elevations. The building fol.uidation walls will need to be designed to resist appropriate lateral earth (backf'ill) pressures. The proposed lower level of the parking garage aiid adj acent basement level and is near to beloW the existing groundwater level. Excavation dewatering will likely be iieed'ed throughout the entir.e building footprint for coi�.struction - in the d � � � ��:������1. ��� $,1 E :�i�c�1'�`d�u=o���'���1�����1�`�i������ �''• i. ��,:�I�� �� > d�i�.�a�`��l=.,�el'��z r� `'�b�'lo�., ;a, e ai`ea-sYi��`�d�e�d� �,;-e�� � � � +�:�����Y� ���s'. DESIGN RECOMMENDATIONS FOUNDATIONS Considering the subsurface conditions encountered in the eaploratory borings and tlie nature of tl�e proposed construction, we recoznnlend the building be founded witl�.spz•ead footings bearing on the natural granular soils. . The design and constz•uctioi� criteria presented below should be observed for a spread footing foundation syste�n. - 1) Eootirigs plaeed on tkie undisturbed natui•al graiiular'soils sl�oiild be ` design:ed for at�allowable bearing pressut•e of 4,000 psf.°Based on experience,u�e expect settleinent of footizigs designed and coilstructed as • discussed in tlus section will be up to about 1 izlch and essez�tially occur Job No. ]0�291 c�-�n - 5 - i during construction. We should conduct a settlement aualysis tivhen dasign foundation loads have been determined. 2) Tl?e footings should liave a minimum width of 24 inclies for continuous walls aiid isolated pads. 3) Exterioi•footings and footings bez�eath ui�lieated areas should be pz'ovided with adequate soil covei• above tlieir bearing elevation for frost protectioii. Placement of foundations ai least 48 inches below exterior grade is typically used in this area. 4) Continuous fouiadation walls should be reinforced top and bottom to span local anomalies such as by assuming ail unsupported length of at least 12 feet. Foundation walls acting as retaining structures should also be designed to resist lateral eartli pressures as discussed in the "Foundation and Retaining Walls" section of this report. 5) All existing fill, debris from prior site development,topsoil and any loose - . or disturbed soils should be removed and the footing bearing��evel , .. • �extended�d"own to:the relatively dense natural granular soils. Silt:and sand. ! � . . soils may need to be subexcavated and backfilled with compacted sand. _� and gravel or with concrete. Tlie exposed soils in footing areas should .. � then be moisture treated and coinpacted. If water seepage is encountered, the footing areas should be dewatered before concrete placeinent. 6) A representative of the geotechnical engineer should obseive all footiiig excavations prior to concrete placeinezzt to evaluate bearing conditions. 7) An IBC seismic site Class of C can be assuined for the foundatioiZ placed in the relatively dense granular soils. FOLTNDATION AND RETAlNING WALLS , . Foundation walls and zetainiiig structures up to about 12 feet tall wh�ch are laterally supported and can be expected to unde�•go only a slight amount of deflection should be designed for a lateral eart11 pressure coniputed on the basis of an eqtiivalez�t fluid ttuit weight of at least 50 pcf for backfill consisting of the on-site granular soils. Cantilevered retaining structures up to about 12 feet tall which az•e separate from tl�e bLiilding and can ! be expected to deflect sufficiently to mobilize tlie full active earth pressure coi�dition 7ob N.o. ]0�291 �t�Ch '. ' - 6 - ,� j should be designed for a lateral earth pressul•e computed on the basis of an equivale�it fluid uiiit weight of at least 40 pcf for backfill consisting of the on-site granular soils. Foundation walls and retaining stt•uctures greater i:l�au 12 feet tall should be designed for a uniform lateral earth pressure in psf of 24 aud 18 times the wall height in feet for the restrained condition and active condition, respectively. Backfil.] sl�ould not contain debris, vegetation, topsoil or oversizecl rock. All foundation and retaining structures sl�ould be designed for appropriate hydrostatic and surcharge pressures such as adjacent footiilgs, tra�c, cozistruction materials and equipment. The pressures recoininended above assume drained conditions behind the walls and a horizontal backfill surface. The buildup of water behi�id a wall or an upward sloping backfill surface will increase the lateral pressure imposed on a foundation wall or retaining structure. An underdrain should be provided to prevent l�ydrostatic pressure buildup behind walls. .- � _.. .$ackfill should.be placed in uniform l.ifts and compacted to at least 95% of the maxunum. _ , i � _ . standard Pro.ctor density at a moisture content near opfimum. .Backfill in landscape only - . • � areas should be compacted to at.leasl:90%:of the maximum standard Proctor density. Care should be taken not to overcompact the backfill or use large equipmeiit near the wall, since this could cause excessive lateral pressure on the wall. Some settlement of deep fouildation wall backfill should be expected, even if tl�e material is placed correctly, and could result in distress to facilities constructed on the backfill. A higher coinpaction level of 98% of standard Proctor density and use of coarse granular soils could be used to lielp reduce the settleznent risk. We recommend granular soils for backfillillg foundation walls and z�etaining stz•uctures because their use results in lower lateral earth pz�essures a�zd the bacicfill will help the subsurface drainage. Subsuz'face drainage recoininendations are discussed in more detail in the "Underdrain System" section of this report. Grauulai•wall backfill should contaiii less than ]5%passing tlle No. 200 sieve and have a inaxiinum size of 6 inches. Tl�e lateral resistance of foundation or retai�iizlg wall footings will be a combinatioi� of the � sliding resistance of the footizlg on the foundation iilaterials and passive earth pz-essure ]ob No. ]0�291 C'�Pt�Ch - � - � 1 agaiilst the side of the footing. Resistance to sliding at the bottoms of the footiilgs caii be calculated based on a coeff cient of friction of 0.50. Passive pressure of compacted backfill agaizist tl�e sides of the footitigs can be calculated using ail equivalent�7uic� unit weight of 400 pcf for dry bacicfill and 2�0 pcf for submei•ged bacicfill conditions. The coefficient of friction and passive pressure values recommended above assume ultin�ate . soil strength. Suitable factors of safety should be included in the design to limit the strain which will occur at the ultiinate strength,pai-ticularly in the case of passive resistance. Fill placed against the sides of the footiugs to resisi lateral loads should be compacted to at least 95% of the maximum standard Proctor density at a moisture content near optimum. r'LOOR SLABS Tlie natural on-site granular soils, exclusive of existing fill a�id topsoil, are suitable to - support lightly loaded slab-on-grade eonstruction. To reduce the effects of some , . � differential mo�ement;non-sfructural floor slabs should be separated from all bearing ,. ! walls and columns with expansion jo.ints which allow uru�estr.auied vertical rnovernent. . � Floor{slab eontrol joints should be used to reduce damage due to sluinkage erackiiig. The. :• .:: - requirements for joinf spacing and slab reinforcement should be established by the - designer based on experience and the iiitended slab'use. A minimum 4 inch layer of free- draining gravel should be placed beneath baseinent level slabs to facilitate drainage. This znaterial should consist of minus 2 inch aggregate with at least 50%retained on the No. 4 sieve and less than 2%passing tlie No. 200 sieve. All fill materials for sttpport of floor slabs should be coinpacted to at least 95% of inaximum standard Proctor density at a moisture coiltent i�ear optimum. Required fill cail consist of the on-site granular soils devoid of debris,vegetatioi-�,topsoil and oversized rock. U1�DERDRAIN SYSTEM Groundwater was encountei�ed near to above the expected depths of the excavation and it ' has been our experience in the area that the water level can rise az�d local perched Job No. 10�291 �PjteCh , ' I � 8 � , groundwater cail develop during tinies of hea��y precipitatioil or seasonal runoff. Frozen ground during spring runoff can create a pez•ched condition. V4�e recommend below-grade construction, such as retaining walls, basement areas and the below ground parking area, be protected froin wetting and hydrostatic pressure buildup by an under•drain system. As an alternative,the strl�cture could be designed to be watertight and resist potential hydrostatic pressure uplift. The underdrain should be comprehensive and consist of an underslab fi-ee-draining gravel layer tilat is connected to perimeter ai�d interior lateral drains. The perimeter drain should consist of drainpipe placed in the bottom of the wall backf`ill surrouuded above the invert level with free-draining granular material. The drain should be placed at each level of excavation at least 2 feet below lowest adjacent finish grade and sloped at a minimum 1% to a suitable gravity outlet. The interior lateral drains should consist of a perforated pipe placed in gravel filled trenches on about 20 to 25 foot centers that coruiects to the . . � . und�rslab,gravel and sloped.to a,minimum 1/z%to the perzineter drain system.. T�he pipe_.. :., ; �. . „ � • �.�� � �� inverG�of the•perirrieter.and.inter�ior lateral drains should•be at least.:2 feet below.tlie lower:. : ,,_.: , � j�. � ;� -• � fuushed fl'oor level.:- F,ree-draizung granular material.used in:.tlie underdr.aul.system should . ,_ . �:- �. � - _ contain less than.2%passing tlie No:.200 sieve, less.than 50% passing.tlle No,;4 sieve anel; �:. . . , � , have a maximum:�size of 2 inclies. The drain gravel backfill should:.be at least 2 feet de:ep� ; : ,:;-. : ,.� and exterid up to at least the line of seepage in the cut face. A drainage mat should be , �. placed against the backside of the foundatioii wall that connects to the perimeter drain gravel. A sump and pump systezn should be provided to remove the drain water as needed. We should review tlle underdrain plaii when it has been developed. SITE GRADING Excavation for the basement and below grade parkii�g areas is �roposed to be relatively exte�7sive and there is a risk of construction-induced slope izlstability. Teniporary cut slopes steeper than about 1'/z llorizontal to 1 vertical sl�ould be supported witl� shoriiig or . stabilized. Possible methods of shoring cousist of soldier pile and timber lagging, soil nailing and micro piles. Soil nailirig and tiebacks sl�ould be feasible where there is adequate distance or easement back from the face of the excavation wall for nail or ! anchor embedment of the reinforcement. Tlze gra�nilar soils and existing�ill materials Job No. 10�297 ��.�,�h � ' � - _ 9 could tend to cave prior to constructing the shoriug wall face. The subsoils are sti•atified alluvial deposits and layers of higher silt fi•action could limit the effectiveness of the nails or anchors. The excavation shoring should be desigi�ed and built by qualified engineers and coi�tractors that specialize in ihe selected inethods and that are familiar with tlle subsurface conditions in the area. F'or preliminary design, tl�e natural granular soils can be assumed to have an internal fi•iction angle of 34 degrees, a cohesion of 0 psf and a moist unit weight of 130 pcf. We sliould review the proposed grading and excavation shoring plans prior to construction. SURFACE DRAINAGE The following drainage precautions should be observed during construction and maintained at all times after the building has been completed: 1) Inundation of the faundation excavations and underslab areas should be • . . . . .. . avoided during-construction. � � �_ . .. ...� 2)-. Exterior backfi.11 should be adjustecl�to near optimuin moisture:aaid � - . = compacted to�at least 9.5% of tl�e:maximum standard Proctor density in . � . . .: pavement and.slab areas a.tid to at Ieast.90% of the maximum-standard . _ • Proctor density iri 13�dscape�areas. . . 3) The ground surface surrounding the exterior of the building should be sloped to drain away fi�om the foundation in all directions. We recommend a minimum slope of 6 inches in the first 10 feet in unpaved areas and a minimum slope of 3 inches iti the first 10 feat in paved areas. 4) Roof dowiispouts and draiiis slzould discharge well beyond the limits of all backfill. LIMITATIONS This study has been conducted in accoz-dance with genei•ally accepted geotechnical engineering principles and practices in tlus area at this time. We make no warranty either express or iinplied. Tl1e coi�clusions and recomn�endatioz�s submitted in thi.s report are based upon the data obtained fi•ozn the ex.ploratory borings drilled at the locations � izldicated oil Figure l, the proposed type of construction aiad our experience in the area. Job No. ]OS 291 �Pt�� - 10 - Our services do not include determining the presence, prevention or possibility of.mold or other biological conta�ninants (MOBC) developing in the future. If tl�e client is cozlcerned about MOBC,then a pt'ofessiona] in this special field of practice should be consulted. Our findings include interpolation and extrapolation of the subsurFace cotaditions identified at the exploratory borings aiad variations in the subsurface conditions inay noi become evident until excavation is perfortned: If conditions encountered during colistruction appear differeiit from those described in this report, we should be notified so tl�at re-evaluation of the recomrnendations may be made. This report has been prepared for the exclusive use by our clieilt for design purposes. We are not responsible for tecluiical interpretations by others of our information. As the project evolves, we should provide continued consultatioil and field services during construction to review and monitor the implementation of our recorrunendations, and to verify that the recoinmendations have been�appro.priately iriterpreted. Significant design changes�rnayrequir•e additional analysis or modifications;to the recommendations - 'presented�hereiii:-�--We-recominei�.d on=site observation,of excavations,and foundation, �:.�: ;. ,� bearirig sfrata and't�sting of sfruetural f ll.:by.:a representative of the geotechnical . .-:: . . . .: . ..,. :. , : , . . . , �erigineer: . .... _ . . ; .., Respectfi.tlly Submitted, HEPWORTH -PAWLAK GEOTECHNICAL, INC. � �!""1 �• .�-�`-��.. Trevor L. Knell,P.E. Reviewed by: ��L F� �``/����//��s''a��,�� •• . 'C���� � i��V a P.E �: 15222 ,��' Steven L. Pawlak, / �3 �����0/2��5 `�+: • �. �$. TLK/ksw ,r;.,�s��,rt��E��p� cc: Alpine Engineerin ' "��'�°���� eil �.. � The 7o1u1 Hardy Group— n: Peter Spetl�, David Brooks ]ob No. 10�291 G��t�Ch - 11 - ;� ItEFERENC� Paragon Consulting Group, 2002,AlpiJ�e Slai�dard LimiJed Pl2ase II E1zt�i�°onnzei2tal Site Assess»ient, 28 Soirtl�Fi°ontage Road, Vail, Colorado, Prepared for HB Development Company, report dated Decen�ber 16, 2002,Project Nutnbez- 2002036. , � . . Job No. 105 291 �-,�P.�ch � - � . l� � ► . _.�` g �:j,� � � �_ � _�' �� � -- �,\ � �� - . .'I �`\ l // ,/ .,`�� _y-`.�,�� `� r /^ \� . �T} / /// / �`_' � -�-�..^.�.�..,y,J--_,'` �/ \ \ � �r / /Y/ r+ • �W �� ��� / ,� .'1"�-•B '12 � �' � / �� i � � � ��% /!� / /�� \ BO/RING 6 � ���'� J� / I � °�• f,. / ✓ ,/% � ; � BORING 1 L/, � r l� � PROPOSED � � � � ABOVE—GROUND �, � p � BUILDING I � 3 FOOTPRINT , � ° � BORING � Ih o '"'� . r �� .g�� � ' � $ BORING 18 � ' ,�,� � � � , r�" • � � , \ �.'� �' � � � f� \ �. �� f ; . � � � � �'�/ � ; . I � � � � . � �� � � - 8�� ,� �� � ��� � � � r �� � �� ��, ; � 1° , ���:� , . �.°' �� �,� �.y,� � � BORING 13 � r,Ef�RING 2 �� �,sF % � '. ..�� a� v►-i �. � r � .�"�..�_- l� � / %:, , BORIJ�� 15� J BORING.7 • � o . —�.�1 [,(' f �" � +'�' . . , � .' .: .. � . . . " /' . / 5 �. . - _: � . -. , .., . _ _ . . .� i :.��1� '. ' : .�,� .� ' . ..•I � � /j � I 4-�� � � ' ` Q. ._).. /�lr� .. . - � � . .. - ' ' �° - � .i �-� '. ��,�Z / � EXIS7ING" , \ , } o HOTEL . x � ::. . � � � s,,, � '�° r i �. ; :a .� , �1,.'" y , o' `� /�BORING 11 fj _ N ` /'ai' BORING 3 j n ��,;� � ��� `�� B�: l,�.,��� <' � // / ��. I ��— � � �a /�`-``` • y 1 . ,'•�,'�� � � BO ING 9 ;� � ,�� \�:� �BORING 16 �r j B.I 4 � s � $ � � / � �/ � �� _ / { � %' ( �/ , / EXISl1NG GAS �� j�� V STATION ;� , i 1 /, � � � � � ,�'� ; � .��`"� _ s � t, � �, `, � .�� � � a ;,, _,,� � , � BORING 10 ��/ ! �-�� �''� " ,�y80RING 5 �' !1 � :� ,. ''- J � � �.,... � - � ��►� f�' 1 �.���. �~:f � �_ /-_`�T`3_!-f� ;. �� .' j \�.�'' � / VAIL ROAD Note: Slte plan provided by Alpine Englneering, Inc. Not for construction, for boring APPROXIMATE SCALE: ;� locatlon reference only. �" = s�� 105 291 �aW 1 LOCA1"ION OF EXPLORATORY BORINGS Figure 1 , HEPWOR7}FPAWLAK GEOTECHNICAL f� Pos�-Tension Materials \ Technical Produc� lnformation Package � ��° ��°��s"��s��sdbo=� � �— ��� ,�►P����'�� z � �� � ����� ������ s�� �. ..,,� � �'� � �� Subject to inspection and Cpmpliance to all � � 8������.�'����� �����a relevant Adopted Building and Munpipal Codes. � � �o�� W d ������,�$� ��� Changes in Pla `fVTfJ�T be roved. �w"' �Y� � s��'����..� ... \ ,n '� �,ry:, „���`�;.�� � g•D � Date t2-��.�., By ..,... � Cl CI � � ���� �� ��� € � U� � Coae: 2c�o3 � �� �n . � �g �����w �'��,�����G��� x, -----�AF- uilt Colorado �' � o��, ��� r� " �'�`�.� � ��� ..�J �'���',!�CG�ru$p�.�'ti0�� � ����,'����.�`���� �� � � ,� �,�,����8�ev� ° ,�. A '�.�;= ° � � v,,� w �i k 3 �d�'�� ��sa�� �y .+ � y R.«, 4�QQ � � ��O�vw� wmg�o�� B�N�� �C`� ��� � � ���� � SAf�Ebu� � r � �.AT1�C}�V SYST'E M NC�SHyW� Z�4 Q"� • N `�;����''� 8 x°a�',m��a � �QO��"c°.� :��yd�y'N C.� �O EXCEPT[ONS 7'AKEN �p m��o o� z �MAI�CORRECTIONS NOTED M �J�z° � —REVISE AS NOTED A�D RESUBh11T � `"a J a°C -'�REJECTEp I RESUBI111T AS SPECIFIED � Y��,z�o 0 —REVIEWED FOR LUAD TO STRUCfURE ONLY r¢o�.� � —SUBMITTED PREVIQUSLY: ��a W� o — • Not Revfewed �0 e�� • Reriewed,idenilfied�ddilion�l data only ~���d w � Notytiops Do No1 Autlorize Change�To Contract Sum. � C?0 yv,��� � Su�millal w�s re��iewed for struclural dtsign rontormltJ and Q FW..���4'�N N��� W� geaenl coaform�nce lo contract documenis nnli,Cbnlrartor Is '` �y,����� _� respoa�fble lor coaflrming and correiating dimensfons at Job � W��� � dtes for Ioleraace�,darances,quuntitie�,fal�ric�tion processss � V. �a p� �� �ad teehaiqnes of eons�ruction,coardin�tion uf his+rork xilh Q OC,y u� �� ot6er Ir�des aad full tompll�nce with contracl documents. \ 0�y Q� y,Q 17�* VJtbaxU� yJ D�te���8v_ -Y - y�j W H a=_� O NISHKIAN i11EN NGER a ►-~_- uyi cWi�"' "g a � Consulting&Structural Engincers ¢a�o a o � � � m yJ O�utta Z � =w o Z= o h H���H� v Suncoasi Post-7ension 15422 Lillja Rd. Houston,TX 77060 2811445-8886 Fax 281/445-9633 i fILE Nl�1E: PLOT SCALE: PLOT DATE: 75" TUB[ w/ SEAL (SEAL IS AIRFADY INSTALLED IN 7UBE) �PQSIi1VE LOCK RING ' BE SURE STRIPPED END OF \ POSRIVE LOCK GROOVE PLASTIC SHeATHING IS 4' j[Q�pF DkAD—EN� ANCHQR TUBE AFTER TUBE IS ATTACHED (NO MEiAL RING) TO ANCHOR. TRUhiPET �'�ANDARD 0.5" R'EDGES � �� `� PosmuE �ocK D_FAD—END ANCHORAG£ �� RfNG S ATlNG T00 INSTALLATION PROCEDURE: 1) Po�itive Lock systam instollod during fobricotion. 2) Install onchors providing o 2' min. GREASE FILLED CAP cicaroncc bc�waan anahor and torm. Te anchors to back—up bars. (UO NOT NAIL TO FORMS) 12" TUBE w/ SF.qL SPUT fjU89ER SEAL � /—�SFAL IS ALREADY INSTALLEO IN IUBE) TO BE INS7ALLED AFTER 12' TUBE NAS BEEN �PpSITfVE LOCK GROOVE SUD INTO PLACE POSITfVE LOCK RING � STRESS—END ANCHOR 12" 7Uf3E — NO SGL (WffH METAL RING) POSITIVE LOCK GR00� 5" DRY WAL.L SCREW ORJ •� � �INTERIdE�WTE STRESS 40d RINC SHANK NNL POSRIVF_i-- NJCFIOR (NO MEfAL BY OTHERS LQCK RING � RING) �� ,��•r� INTERMEDIATE � � S' DRY V/AI1 SCREIY OR� '�J CAP k 0—RING 40d RING SHANK NAI� • BY OTHERS �pkDARU 0.5' 'NEDGFS'� P�SITNE LOCK RING GREASE FILLED CAP—� TO 9E 1NSTALLED AFTER POSITNE IOCK GROOVfi STFZESSING TAI� HAS BEEN CUT OR BURNED OFF INrERMEOlATE ANCHORAGE za" nee-� � INSTAUATION PHOCEDURE: NO SEAL SJRF$S—END ANCNORAGE 1) Scrow or Noil onchor to form. � INSTALIATION PROCFDURE: 2) Cut and remove tondon shsathing 7"max. SPlff RUBBER SEAIJ 1) Screw or Nail anchor w/ pocket former behind the trumpet of lho onchor and TD BE INSTALLEp AF'TER to form. 12" max. past the form (to allow for Z'+� "R1BE HAS OEEN Z placo tendon over anchor and cut shoathinc stressin ). SLJD IhlTO PLACE � ,� 1" max. behind tbe trumpet of the onchor. 3) Siide 12 tube onto trumpet of onchor 3) Instoll tendon thru onchor, allowing the and of the tubo lo extend a) Siido 12' tube w/ seal onto trumpat ollowing 1/4` min. post the Positive Lock groovo. end of tube to extend 1/4' min. post tho 4) Slido Po�it�va Lock ring up onto tho groove Positive Lock groovc. �sing tho Pasitivo Lock ooating tool. 5) Slida Positiva Lock ring onto tha groovo 5) Inatall sptit oeol at and of tubo. u9ing tha Positiva Lock aeating tool. G) Aftar stressing, install tha intermediote cap - (see above) &. O—Ring into onchor and lollow Ihc Poeitiva Lock procadura abovc. 7) Install split seol at ond of t�bo. � ENCAPSULAfED ANCHORAGE SYSTEM w/ P051TIVE LOCK RING PT-��� rao scn�� ° SUI�CC)�►�T PCIST' ■ �11����� �r�■ 15422 Lill'a Houston, TX. �7060 SU�ICOAST Tel: (281)445-8886 Fax: (281)445-9655 �� PROJECT: LOCATION: `�� CONTRACTOR: A 1C�LLER Company ► JOB : SHT : DATE: REV: FII.E NM1,�; PLO'f SCkLE: 7 J'8"=1'-0" PLOT pA1E: 01/O1/a9 �12" SLEEVE w/ SE1+L (SEAL IS ALREADY INSTALLED) / ^`, � „ i � \ ti � ,`� � � � POSITIVE LOCK GROOVE POSf�1VE LOCK RING� � 5" DRY WALL SCREW OR-� 40d RING SHANK NAIL 1 Q STRESS-FND ANCHOR 1 (WITFI ME7AL R1NG) STANDARD 0.5" WEDGES-� \ GREASE FILLED CAP� 'f0 �E INS7ALLED AFiER STRESSWG TAIL HAS BE[N CUf OR BURNED OFF ENCAPSULATED STRESS—FND ANCHORAGE INSTALIAIION PROC[DURE: NO SCALE 1 Screw or nail the onchor w� pockef former to the form. 2 Pioce the tendon over the anchor ond c�t ihe sheathing 1" max. behind the trumpet of the anchor. 3 Instail the tendon thru the anchor. � Slide the 1?" slceve w/ soal onto the trumput ollowing the end of the slcevc to extend 1/4" min. post. the Posiiive Lock Groove. �) Slide the Positive Lock ring onto th� groove using the Positive Lock sea'ting tool. (see sht. 1 af 3) �UN�ST P05'T--T�iISlON �� 15422 LILWA HOUSTON, TX. 77060 (281)445-8886 (281)445-9655 SUnC�AST PROJECT: LOCATION: , �.- CONTRACTOR: _ JOB : SHT : 3 of 3 DATE: 01 01 99 REV: 1 t FILE NAME: PLOT SCALE: i/8`=1'-0- PLOT DAIE: Ot/pt/99 SPLIT RUB6ER SEAL TO 8E IJ�STALLED AFTER 12" SLEEVF HAS BEEN PI.,�C E D 12° SLEEVE — NO StAI_ , POSITIVE LOCK RING POSITIVE LOCK GROOVE 0 5" DRY WALL SCREW OR-, 40d RING SHANK NAI� O �ICNT�ER�MEpIARING SPLIT RUBBER SFAL TO BE INSTALL[D AFTER SI_EEVE HAS BEEN PI�,CED INTERMEDIATE� STRESSING ANCHOR {NO METAL RING) STANDARD 0.5" WEDGES� / POSITIVE LOCK GROOVE / POSITIVr LOCK R1NG� SLEEVE, NO SFAL� LENGTH VAft1ES QEPENDING ON ELONGA710N ENCAPSULATED INTERMEDIATE ANCHORAGE ItJS7ALLATION PROCEDURE: NO SCALE 1) Srew or nail ahchor to the form. 2) Cut and remove the tendon sheathing 1" max. Uehind the trumpet of the anchor and 12° mox, past the iorm (to allow for stressing). 3) Slide 12" sleevc onto the trumpet of ihe anchor allowing the end of the sler,ve 'to extend � 1/4" min. past the Positive Lock groove. �i) Slide the Posiiive �oc4c ring up onto the groove using the Positive Lock seating tool. (see sht. 1 of 3) 5 Install the split eoal at tho ond of the eleeve. 6 Afler stressing, install the intermediate cap & 0—Ring into the anchor ond follow the Positive Lock procedure obovo. 7) I�stall the split seal ot the end of the sleeve. sun�c�a�- �osr-r�vs�oN �� 15422 LILLJA HQUSTQN, TX. 77060 (281)445-8886 (281)445-9655 SUnCOAST PROJECT: LOCATION: ,, � CONTRACTOR: JOB : SHT : 2 of 3 DATE: 01 01 99 REV: 1 1 FILE NAFAE: PLOT SCALE: 1/8"�1'-0' Pl,OT DATE: 01/Ot/99 ,. 15" SLEcVE w/ SEAL (SEAL IS ALREADY INSTALLEQ) �/^ � ,,�� `��, POSITIVE LOCK �� �POSITNF I.00K RING RING SEATING TDO �� � �„ � RUBBER SLEEVE SEAL (ALREADY INS7ALLED IN 'fUBE) � `� POSITIV� LOCK GROOVE �TRUMPET * BE SURE DEAD—END GRIPPER—� MARKS & S7RIPFEU END OF PtASTIC SHEATHING ARE.1d�(Q,E O SLEEVE AFT�R ANCHOR IS ATfACHED � DEAD—[ND ANCMOR—� (NO METAL RING) STANDARD 0.5" WEDGcS—� GREASE FILLED CAP-� ENCAPSULATED DF4D--END ANCHORAGE INSTALLATION PROCEDURE� NO SCALE 1) Positive Lock system instolled during fabricotion. 2) Install the anchors providing a 2" min. cleorance betweon the onchor ond the form. Tie the anchors to the bock—up bars. (DO P�OT NAIL TO FORUS) �V�4�1�/�7V/ ��`��/�� � 15422 LILLJA HOUSTON, TX. 77060 (281)445-8886 (281)445-9655 SUfICt�AST PROJECT: � LOCATION: „ r..,,�.- CONTRACTOR: JOB : SHT : 1 of 3 DATE: 01 /01 99 REV: 1 T,�� ?YJ�aril" 'ar-�pany .�. I ��]?Sl�.'i:�S9;1P,Y�(t;�jft;j.9J(��lYwla�;�T'a77CO9 --`--'----.-, I ____u.dlotD�l,aan'/.ao:i:�,n16��vii�loc^ar➢3ny��ti_o'rr � , R°por 6Vo. 5 � Hayes i�ilust�ies, Lte�. � 1•ai��G :=lorLnce Rd. . � Sugar Lanti, ;�x�s 7'�78 t'��in: iv'sr, hoTris f-iayes � �� f�ete�-enre; H�yes Live Enu Gr�ase Ca�, t�ri�lurn�er��G�i.E�9 T3�;C: 213D3 • �n.Jf�ly 22,2004,� represar,i�iiv� 'rrom�#n� l�r�u�i(�io Gompany wi�nessed the hydrastatic i�s�inG oi iC1Q �aye& �iv€;;nd Cap, ?art N�rnber Ff'GC!_�-�. The tes? �r��s condueted�,vjthin 2 hy�r.o��afic pressur� chamoer anr�t9-,e sp�cimens we�re + � a�r�r.qed ir a;.io�>ontal pos7ti�ion to��nsure eqiJal�;ydrostaticpressur� af�f 4e�s� 1?5 I p�;i,vr threc fe�t of i�udrostatic SEarS. Ti'��rFpr�se�ta.avc c�fe�sr�ca�s anc�enca�su�atec 3r�ehoracss avere from � prc�cfuv`ive;.uns selact�� �n� �^s�m�leci by F;�y�o !nei�siri�s'[2t�hn��inns. Thr�p., j s#reCsint�end ar,chor�ssembiies v:�'rth Liv��nd �rease Caps (��r± pd.�:mber FP�'CLE. �)we�:Q±ested_ Tq d�t�ti?for l�a�ts, �esst Te�sion �re�se wit�urhi"t�:�ic�m�nt v,aas piaesd insi�c:hp a,vedge�av�ty and g.r�as�ca.p{�ror ii�a,ss�m��jr. r�.�ed colcra� dy� w�s ae!a�c���th�w�ater i��i�e the tesl chamb.e�to ��r��as±witi��r�:Lvhi�� c��o;o; �t�e Post T�ns;on gre�zs°. Th�"�ass"cr�t�ria�vas �o e�l�r�el�iye st�i+�in��n�,rwher� on th�+,vhite �'ost tsnsi�n �oatii�g,ins,a�t�e erte�psuia#ad sysx�m. T�e s�rr�pl� rem�i�nr�ivithin�he chamb�r for a?� hour pe�iod, af tiWnich tim�� r��res��ta`�ive froi-i7 P�urillo Co��any wt{ne�s the�r r•e,,7�val. At�m�.�al,tn�re �ya�, riq � presenae o;red�+ye ;n the �cst�ensi��coating wit�in the an�hor c2vity or g��as2 ca�. _ This is io ceni�y't,5ai ihE,-iayes live Gn� Cr�ase Cap (F'Nr�Nus?�b�r Ft GCLE- �)�rras t�st�d p�r al] s.et.up and ies r���;ire�Errs�c�r the Pa�t.�,;�a�.�in�.}n�e�;�tes rielo.�rocedures 1,9an�.ial, 3` �c}iiion Specii:c�tien f+�r Ur��;�, � ` ' `s��r�dons�3`� Ed't�ion, and mct or excevdFCi ali r�quir�me�s_:•' �'����r�ne a _�� I � i�IJ�/�4(lJi. V4�.J. IV�Cthl�s 1����f�'�-��?�'� • ..•J i/ . ~ 1•+� ' •'. ''1• ._.� �4 . ��s�r� : . 1 ;���sE��c.tful��.�Su�mitt2d, ia� '.� : �y ; � � r�Ti' „ ' i4�� '��'C�;5�9'•,��.- �� !.b-rifi'ra.i ik��O�VAL�hG\T�w , '�,�"`" J. N�y M�.�rifio, P:�. ' cc: ; `=�yes Ir�t;stcies, L2�. � { � _ � r ; �--- � . � _ A�l / �1 P i j �'�lC� �'��i'i1� �i1��81}�� ��i2$laN�;iB'J�Y�.[2$7:,.f17-O:R:�!=U157w: i%i?9�7y' . � u„l:at:�npa5yccro•�n�ofGnv��Y�aco�,r,9, -._ _' ._..._�__ny.cr � � i � 1 .'��'.EpO,"': i\C1. i. � I I ; j , � i'!c�VWS, �fiQJC�t'i°$. �i�. 1�,030�Ivrence Rc;. I �7U'.�8t Lr7�u, TG'.);SS f7�7v ; 1 .-^,?�,�: �vir. N�~r,s H�y�� . � k�feren;:e: �ayes Dea� End GraasL C��, �ar �iurn+�e;;P C � G D�-� , , �rr.%��. 2���:a� ; Un,u15+22, �CQ4, a r�pres.�2niative frGm The t��1=�rllc Co.rnp3ny v,�;;r:��sCd ir�e ; � hyfjfOS�,r3ttC l�SiiRG O�Iflf,• f�Qj/PS �Bu�C c.ilL' t".-8�i, r r.'�I'f t`4lJfCt�gT��3CD�-r. Tht.f�9i �j�a5 currduc;ted�N;i:hin < hydrosia�c Fr�ss�:rs chamber.and tne s?eci:�ens�,vsr� ar_r�rng�d in a h�ri.�a�ttiE;�asiti�n Fo er$u���qual���dr�sta�"rc prassure�f�i ;e�st ?.�.� �si.�r t�;e�Se�t cf 1-���rQS�aric h�ad. The r?�rns�ntative �r•�ase ca�s and en�a�sulai::� ai�,.h�r�G�s+,vere ir�:�: F���v��fve runs sGlatir�o 4;,d ess�mblgc� b;�i-!z�+es lndustr�zs't�;chnicizns. Three, � : ,�r�sstr,g en,d anch�r assen�s�1���aJi,h D�a��r,a Gr��se Ca�JS�Pr3r'� IWU�1'ID�r � j r�PGCDc �j w�r� iSS��G. �e^. �L'i�Ci iOf �2n�iS, DJS1 i t'�iairJCi �"�+T'8uS$V�'�:�1�.MI'11T�^- � ; j nit�:m�er�tµras pi�ead inss�e fne w�ed.��crv;h��nC graa��cep pr'ior}r, cssem�iy H ;rri 1 I C�7�GfQ�1 dy8 i�1��S ccCi�.EC� �.�7�fl�V`,�e��l"I:lSil�-�i>t�'i�i�Se Ci��iTli7v�f iD Cniltf 85i'NI;!1 tfi� V.%hI�E i � ccic�r of t�ie Past Tensi�{n gre3se. Tye "p�ys°cr't�ri2�a�2s nc:pi�r�c� dy�s�ainir,r � + G�lj�+;s!.�7t,'��-vl�if��1Nf:li@ �c'�8�t2t1S;0?'r.COS11,�t�, Ii1SIdB Ltlr, allCu�181}I.�k�d SVS(+�m. � Tr���arr}�ic remaincd wi�nin the c�arrber sor a 24 �o�r perioc,a;u��;i:,i: i„a� a � � � r�E:,fesen��,�i�ve irr�r;i �,nu���c Co�pany w��ess tneir removai. ,�±�n;oval. !F��,E :��s�o � �rQ�ence oi r��d�f�i�the Po�i 7�nsior:coa�ting tivi�hin#���ncnor cavitp�r grr.as� � j � cs�. � � Tnis is to r�riy th`+, th�NaveS Dend �nd �rease�a� (�a�N�m�,�r I � r=�GC�� �)�va� tYstvU �er ail sEtup�-nd tast re ui.r�mcr;fis� � � � q w�.�.�f'.,�s�T.,n iorir�s:; �nstitu',e,, -'icid P�c��u�cs ����nuai. 3�'Edi�i�n,�pe�i ic�������j~�,�',�e� �in�le ` �trani3 ?erauns�ftl Edi�icr, a�d r,-,�t or exczedee; all r�cy�(r�� Y `'�' i�� � i � �,�`� '•�`;s � InspECtor� uv.J, iviuiht� a + #.� I , �_'��, ,. `,��,;;� f ! . � . a�a� 'r� I � �+°S;U"C;fUIIY�.�'IJG�ilii�2t3, d�'�9Qn� O ,•�2'�r � ,(� �,��� d�t� ��'°����: �irGJ. � r� ��S�DAI;�L�.«��`ro I ` .;. Naylti4Urillo. P.*•. i c�. � � • � ;��v��s lndust-ie�, ��d. � i j �---- + , i �iY ,�'� � {�.F''��.: } }x"� 1 �...� —_ � � ' �'`�—����_��_�� ' e f' J I ! , ' I �^2_-E(,' 1 j � � � ! I +'�' 1 ' � � M ' +"' �f=.��� .. i ' �r � ' I �,j �'y � I " ~ i � ' n C7 i I 1 � { � r , .�,;, � � > � :, � �3, I ���° j + � ` '� j �� I � . , j �f y ; I � �s ; � � Y ° � � �,�Y i t��:�;.: ' ,��' o g�� � f C {:..� � i j U °� �I a ��r I 1,'. j C � T ��c�� � � I � � �� � �� ' I � , i � ! � � � � � � ��` � �F:; � � �i n i �� � � � � � �� � . I � � - � 1 � J � � c� � `5' � ` �:�` :�� .�_�:�� i � a I �< . � f �J (� f�7 � a � � ���,,, �;'�: � �'' � I Q .i� � . �- � � ^ I�iYIi".� `d1�j i ( � �� `r" � '� I rl���x y�r�.��t I ` � � `� `�> > � � � � �--� � 1 ��h... ; I ' � � —' � � v�.���1 I �� ` i �.. . �, � v � !�r� �`� . ��I ;. . ; � ucv �.� � ; '~ T3arf � b °�� � � � t� � �� j ��: :� i , , � . � ;f� ;{.� � ; ; , , � �- ' I P" � �i_I`,�f -IJ tY J - L « : i-- Y, J ,��� i � t{ (� ��� � � ; � ��'� I i ,; , � � � , � � i � , � � �+''`' � � �{til.�f � ' � � �i7 v.� � � � �;i.'-: t�J�� � � ! ' Ji�l � � � • � � C.�i_7� �. ' S � ��i;. ; � T� o L I � I �� � � a ?' i I `` � � c,; � y �, � ��;}-. , � � � � � > ' i 1 'f•.` i � ` i � � � J � f�'; � i � J I �.�..��i�.: J � M- ` � i � � I , ; - � � � � � r ? , �y �-_ '� ,r. - / � � � � � ., I �, f ' ����' ` ,. � � t ; :�_' ' ' ! � �_>� ! � � � � �,��.. ; � � � ! � �`��=' � U � ? � i ,r�"�� U � � ` , j -`�� . i r-� F r i r- � � i;.� i k. � �� � � ,� i ; ,;��� _ ; ( ; � � �� ; � I i .:>:_. ------- . ..-... _ _ _�� , — _ . : . ;m : � , - ------ . � • --- -- --- ---;�.�o � �,� ti \9. �, ��'�i���� . � s<. �y�. ; 3 ��; � ����'�:� �l��u�����, ���.. .���,; J, � � , ���'%?;:., �:�;Y. ; �'�, , c� p�1 , �ro� � r��J'C'Y�"�LY ;��`�T�V'�-�iT''�������J � �i�'�`Y'; '{ ,'�'�������� ;r����lure�cr the f��yes inca.psulafed Anchorage Sys�em, .5" ��;d .G". `L ��`q;��,; f- �;xed End ,=;r�ch�raqa �;. � r!a;... � fi�_. _. '�� Sie �: AB iixed �; hor_age c�mponents should f�e in.�p�ctecJ crior to G � ia �rc, � ��4 '�°�, , rnstallatier� to verify the no component has bsan damaged. Th�:,e {Sivi :,. � �k�^s# corn;cnenT� include: ;iixed �nci c�p fill�d wiin P-T.coa�ing, iixed e>>c ���y,: ," ��nc��psu;ai2�ancn�r, �,ar�ition ti:tbe, focking rmg, and terdor; 8h�2t�7 IG ���N, ; iransi'tion iube seai.) :.�T�S.�f1_,, .. [�„` ,'` �����f ,' Step 2: I he P-T ten�on sheati� shall be r2rnoved to the lenath r�q�;ir�ci ' ��� for th� �nchora�e and ti�aedge i��s'ta�lation. This lengtn m��� van� due io tt�e , '��V s` - ::''' . ��,;�, tyPe c� se2tin� eq��iprnent Gsed_ �3�;;.: ¢ '���� ,. S��p 3: T�e tube �ssembly s�all be slid cv.�r tne �encion �nd witn ;,acE ���_ ;;� tak�n 1c not �i��t�age ��e�hydrastatic seal on tl-�e Iz�ding Gnd ai tne tube: ��_�,, , T,tie�tu�� ass:e-r�biy s�ot�td be siid ao�rm�ih� �-T tendcn ,o allo�,u seating of ��,�t the wedae,a��er s�ating of thE wedg.e th���tbe shouid slid�� back over th� � _. t ' �� �t�,�� �ncap�ula��o;:c�uct��d �he locki:�g ring. S�t�nto zhe ioc'r. position. > � ?,v�•f�i�,��t:.: kT�.y3 . . �`���'�, :`� �3�,��: Th� i�ixe�:f�e�nc3�ap shall��be rnspe�.c�ed ror dam�ge, v�r�fy t4�t�: o-rin� ' 3tt ' is p�o.p�rly i��t�J�eci,�nti ihe ca.p i���Il�d w'ith P-T coating. A�tlais po'rnt i�� �';�`"" -� �nd cMp sna(1 be �^st�lled inta tne 2nci�e;r�ge�vith the use or a rUbber � ��;; `. ma!I�i. C�zr.e sho��id b2 ta,ken to in5p�ci the cap has me�ti�� d�pth ° ��`'�'��; � ; requi�ed io inck into the licking graove. , � �:,;,1(:F,"� � � S�e� �: Tl�e final insp�ction�of tPie�ixeci �nci sh�,li be Yo insr ec �i�` ' � ,� t ihe t�nc�on ��> ,, snea�hi�g has a minirnum of��" ov�� lap �rorr, enu ai tf�e #ransitiQ�� tube te �-" �tl�e�nd of t:re t��don sheath. �r r _ �t{ �w ' ' !I. StrE�sinc� �;�d Anef�o��ae ��; ,�� 4���� .' Sr�� i: .�If stressing end ancharaae compo��ents sr��uld be ii�s�acted �����r pr;cr to insial�aiior i0 vecify tha: ro com;�onen� had bc�n oamage�. �hcse x}': ccmporar�ts inclurie: {stress�ng end cap filled ��ri�n P-T coating, stressine� '3rk;; ; er�d Pncaps,aiat�d anchor, transition tube, locking ring; and ter,ao� sheath �`_''= � 'to ,r�xn5itipn tl:U�s�:�tl.) �.S,:.'fr,,:;�'. :`b�n, yt��:��' '_ . ��#,� Step �: The str2ssing end anc��orage is typicaily iiel� inst�lled. C�r� ��.�°;.�' snould be tak�n in packagina; shippin� an�job-site s�orcge io,2void �r:�. .. ;.r��:>;>-. ri�.ama ��o thc�;xed i�i com.ponen�s. � ���; 9 F�;�' :�:��;_ . ��=�:;: �E:� , ���;;. : !��:�;0 Floz-ez��e Ro�c� � �u�ar Lard, �'e�as -�4'7b �,-,:. Y-... ' ��� �• Y�,:oxie_ �2�1? 5{::�-�1z� � I�a�x: ('?�1}�h5-�:Li6 ��: �� `. . � �� . �.i, . . . if: ' ,� � 5 �,�'� � � .'�y!�,! ' 1�� �`f t � � �% ������N . ��. p�sS� ����" 4 u.�s:':,� c-� .[� , ����r�.,� ��:��;�.s�r��.�, ���.. ��� � � � „ r��{�;��;� � , �F ���ll.;`' . ���' . ��� t ` �tep �: Tn�iandon mus�ae rolled o�i onto tne slab �nd the fixed en;1 ���s�, :. att�►c�7ea !o?hE IJCatiOr? specir`ied in fhe engineerad p{ar,s. Car� should be �;' �`. , ia�;�n to uvo�d damage to tfi�t�ndon ar any othar com�onenis. Th� ��y��t � trdr��iticr� tube �nd tendon sheain shoutd be inspec:red io ver�ii��that tne ���5,. r�r�i�irad =�� ovarlap has been achiev�d. s yr;�.s;',: or�u ti. � r ���`� ���p 4: The strassmq and encap�ulaiian ai this poini should be ���r��s���'„ �s�embled pe.r ih�a�sembly druwirt� �See Tab Vl�. The transitia�� iube �- '���"�;. vhriih �e�f should b2 installed ont� encaps.ulaiion duce. The fockir�g ring s�id e�,�, : s. i'�+�3`�i; Cl0YyC1 fiG �C�'tlEi/@ c�l bnSlilVE? IOC;;C1nC�-0f th2 trr�ilSlcl�T! �L�J?IO i�'1° Sil'°5Slili� , �E,� ; � 1 `�fi : ��d encapsul�ied a�chorage. Th�packe�7arrner shauld �G ;nstall�ci onto ' '��z ��` , ` �h� strESSing end enc�n�ula�io,� and trten att�ched io the �on�n;nq �dg�per s �� r '����x'� -- ' f�ic 21lCJfI1�2f�G� �tc'i1iS. Thi5 3��aCI'1TT18ClI IS pBlit"�LlTiEo 1]�iF1P USL'�T Rc�fl, tl2 � ;r����` � �� . Nrir� or other m�t�;oes, The tr�nsitiorriub� used shouid be pre-Tilled �r �, =��'�,��, ,;. .�. fi�ld iflled 4tiitn P-T coaiinc� ma-ierial in order to reduce air voi�s. ����r� ����� �: z, Step 5: The tendon shouf� thzn b� I�id o�izr the 'top o�the str�ssin� �nd � ���tr>% '. enca�sula�ion. Th� tendon sh�.uld;.be E�narked�arc� re�rioved f;am �he�back ��'z� . � orthe ��rtchorage to the er;d of thE te;nd�ra. i�8":io �4�' shoul� ��tenu pas± § ` ��'�°ti�� = the iorm;n� in crc��r�n�llc�w ro er s�r�ssi�� *t�'.��4 � (� � C�• ��tY���, A'�;4 Y'��� � > St°� 6: The rorming material shocrid be rerr�aved�Io �ccess the pc�c�C�� �����'� ' ;.arrne;and tLr7cJon tal!. The�ccket farrr,er ss'3ou1d ihen be rema4Gd,- tF,e , '���,�����jr,� ;:; ,nr�d.yQs inser��d�nd�i�� str�ssing comp.l�te� in �cc�rdar,ce tu�ith p��p�r ������ ;�'. �rt�c��iures_ .�§�t�.� � ..�",��� z� '"' - ,,���t ����7: i��e iinish'tng af i,'�e iendon �r�rl�st�oUld �,e �ample�er� in �,•� 1 },�,��4' .�„' �rcor:ciarrc� u.�h t#-,E �rcp�r �rocedures fior cutting ten�or, mea5tiri�r� �f � ��" � ` �longati�n; cle�n"inc� ri pocke.i�; ;�lacemeni ofi s#re:s�ing end cap- ��, t � ��' �,,� . �i�t S�=p�: TY�e atressir�g po�f�P� should be cle�r��r! and i.n���cteo fc��ebris � ����:, ' � o=dar�acr�to ine meiai seali�� nng. The strzssiri� enrl cap ���iif�, c-rin� �� 7 � and P-T eoaiing s�ould#hen b'e inserted into the r�eial s�alinc ;in� t�seaf � ,';2' ti�e siressing er�d encapsula�ion. Care �hould be tak�r ��v�ri�y minimum �j r�.:rx , . Y = ' air vaiGS in �he cap ard to insaect Ta.r praper insert�on or ca� into • �, �� anchor�gQ. ' ,":,,;°�:::�' , � �n�;'� . �. ` �t�r.i�E,��� , Siep 9� "�"he sTressinc� enc ere�:psuld[�on is co�r;pleie ai rh�s poin;. �- _ ���p;=:,:� . �'� ; Stsp 1�: Tha stressir,g pack�t S�1011ICj b(,' CIQ�zfIP,� anG �j.TOU��'� tt5il;�the ��N''�' prv��r groui�n� proc�dure. 4 iSiv:, 1 ..�.1-'.;� f�` �it;'• ",i`- i'+��,'x.1{`)}`� �� i � � � x t♦ �� ,R;' 1����;3U f�1c�r�zlc� ,F�o�?d � �ugzz Laz��., Tes�is l;�;8 , Pi�o�r�: (?;,�) ;,�;;-5111 �+ Fa.�: (2�1 j �C->�-S�.la �. • �;.. � ��,� ., ,.. :x��'� ' .� ���� t . , .��.v�� :���:u��:��e�, �,��. ,� , �' ',; !1�, irt�rmet�;3t� !=nc�psuiation Anchor�ae £ ,: S�:�p 1: �n �nierme�ia_�e�ncapsulation shc�uld b� inspecie� F�rior t� in�tallaticr to veriiy��;�at no cornpor�r�t has been damage�. Als� gr�a� c�re sheufd ba :�ken to veriry tha7 a�i compon�nts ar� irstalled over ti�i� t�ndon in tne cor;ect order.and str�ssirg dir�c,ior,. T�ese com�orents include: {2^_,° �ube, split iube seals (�j; 72" cub�, ;niermediate ca� lockinC, � ` in�ermedi�ie oocket rc�rrr�er, ring, enc�psu�lated ar,chor.) �-; �; Step 2: The in�ermediate encapsulated ancharac,�e sno�ld be slid over th� �endon �it f�;�!"ICcltl0fl O! on fhe job site. Care shouid ?�e iaken to v.erlty�he ��'� proper compon�nt sequence an� dir�ction o�f stress:+i;� p�eke� i�ccrr�ct. �: =-� �fl :. Step �: T:F�� ie�don sho�id be rolled out on tn� slab tieck 7 0 to 2G s�cz - beyorTd the pour sirip. AI int�rmediate compenen�s slid into proper p��iiion a�d aiiached tc, the paur sir�iq ior tne inter.medi�t� po�ir. �tEp 4: Th� ir�errr��diate encapsulat�d ancho;�vi�-h i2���ube sh��ld �e �� slid in placa���ritr t}�e interrnediate pacfei farrner inst�lled. Then the an;;horuc�e �houfd be n�iled or win�cJ in positian_ The in�errr�diate c�p ��� a�ith ��;"tube and ioekin� ring should be sfid �asi the �our are� ana care ��", ;�ken nc��to damage. �,... Sie� �: i;-�� ie^don s;�eath shou?d be removed s��rting �t the lockirt� rin� ��� th;u �he �vedc�e. caviiy ior 18" bey�nd �i�e;�our s�rip. This is to alio��r 5�a�s foj-tY�e stressing x�m to �ccess tne tendon. .� ,�.-r St°p 6: Ttie s�,ii# s��l shauid 1h�n �e insG�te� over C;�� tQna�n at�d ir,'to �` �he 12"iubG in order to achie�e G waiF:rtight cc�nne�tion. Th� se�i shoul� � be 4ubric�i�d aavi�h �-T coati�;g ma:terial prior io ;��stallaiion. `'��n , StFp 7: Th� zina! s'ie.p tivill b�t.o use a gr�Us� ��n �iifer.� wi�h P-7 coat�nc� niaterial to f:l! tr� �2" tube u�#'il a5 m�t�y void a.s posSiLle a.re fiillEd tivith P- t"�'" �co.aiing m�t�r+al, ?ne anchora�e is no�v ready fior inspe�ticn. ��,�. �, ���:: Step 8: The �our has bFen complete� and f�rn;inc� rQ��flued, w� no�,�car�� ��� f,,�, �emove ihe iri��meciiate pocket rormer. The int�r�ediat� c���rrith 2�" "�`" tuo� ins'�alled can no�rJ be shippsd inio place�or fi�ai c�m�lezic�r: �r the '�� ii�terrnediate archora�e. The second splii sp�l can now be �laced ov�r g;�;, the terinor, ��xl sli� ir��to tn� end of�he 24" 'tul�e. I he seal sho�Id be I�bric�te� kt��th P-� r;oatin� mat�ri�i prior za inspr�ion. i he 2�" t�b� shaG!d � be fil;ad v�i?h P-�f c�nring material in crd�r to re��c? as many as possibie ,_�. � ,���• air pec;<ets. Tre c.n �e �o��e �uith ihe use,af a grcasQ g,�n `iiled �n�it"� P.; '�;`:`' ^c?ting ,��ateriG'. ,<:,�:.- ,+' � �?��;',c) �1c.�rEz.ce Road a St��ar L�inr?: Tc�:as 77=�7� ��,-� �'ha_n,k,: i;�?1 i j�5�-517.1 � i��x: (2�1)567-811t� � „_. . _ _..._..._.__ :�j ” _._._..._._.... _ L�r�;;�r�,.�:�'°,�,�,� �. {a� ,_._,�..� „�.,�.. t � �iS�� . �i ����' � � �Y ,��ye� .��1�u:S��'1�5, L,��, .,Y�tiy� �r•,'•1,!", :�i':' lb�•i .j-��• ��� . Step�: � iir,�l inspecrian o`the interm�di�;ia anchorage shouieJ.be ; r � �re1orm�c �e�or to the n�at pour. P-T install�rs should cansul�with th� ��..;.. �;�a;;;... °rgine�r or�i�e �roject icr inspec�ing steps. - r7!^'" .��»_, `lf" �i�i 'S..;.'. �''� �. � ,�;�i�... h .�_', i �'. �fi', ��: .Y�, k�� .v;�u' '�. �' ��'. .�4- . .�h' t : �r j; �� � 4 h'^ v�#'T 'iv, : i�.� .'� :1+.`��, ;<� "5:�. f.`�. ,+`fi-t�, .� rf �� i`�C);;fl ?�'lur���c.e �2�ad � Su�ar Land, Texas ;7�-75 ;��,�,. �` �'h�,�n�;: (?g�;�n�-S111 � ����.: {281; �b:;,-gli6 � �' 13 /30 %Jr� �� � .; � �-�a��s �1���.��x���� :�,�t�, �� � ��������� ����������. ������ ����� �----- I �. � ' � � I :� _� ,� .,:. k ..y a ��' � � ' w�. k' .,�', `� ��,. �-- ? � °�fn. 7 i � �'i`'`e;- .. 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'�— � ! , � di ��� � I ¢. �^� ,�7 • � ` ��.:� - • F`� � �'. , — ���.z:_� l t 1 - � � �� � J w j , �:14 , ....w s � � N A •6NCL i W'0 iz� . '��'�. I} � I ; . �. I YK�,� I� � I :b._ ... j � � _, d- ._ ' ' ; '�tH . -_ �' ;n ��n LT1 LT1 J • 5 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - _ LEVEL 10 KeyNotes� 17,790 SF O1 4 SETS (4-350 kcmil Cu) 3"C OR 4 SETS LTl �T� (4-500 kcmil AL XHHW) 3�C. ` r w l l' '� � � O (3-250 kcmil AL, 1-4AL AWG GRND) 2'C OR - �V �"f" t, � � �� (4/0 TYPE G OR W CABLE). O3 5/C-3/0 AWG CU IN EXTRA HARD USAGE ��''� ,� 'r� � Q ti C�S � �� CORD, TYPE S0, W. OR G. � Oj3-1 AWG AL, 1-6 AWG GRND) 1-1/2"C. 5 O SOWA CORD-5-4AWG. � - - - - - - - - 3 �T-� - - - - - - - - - - - - - - - - - - - - - - - 50 kcmil AL. 1-2AWG AL) 2-1/2"C. - - - - - - - - - - - - - - - - - - - - – - - - - - - - - - - _ LEVEL9 6 �3 !� 24,040 SF Oj 1-�6, qZOUND TO GROUND ROD. � � - - - - - T HTD - - - - � � �� �T� LT� OS WHEN DEWATERING IS REMOVED USE EXISTING I = 45KVA 150 I � SWITCH FOR TEMPORARY ELEYATOR POWER. A � n 1 �n � I /� 208/120 V � ��'O u �U Z' � 1 �6`�.'Z' S S i 2 Z� �- S v Q�o r �'7'� �? � �� C- 3 � � `'� � � 70A 3PH 50 � O � I #6 CU GRND � � _ _ _ _ _ _ TO 6LDG STEEL 50 � GENERAL NOTES� a � — O O 5 1. HT PANELS ARE RATED FOR 14k. � Q� _ _ _ _ _ _ _ _ 2• - kAIC. THE � i-�� � - - - - - - - - - - - - - - - LTC - - - - - - - - - - - - - HTC - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - LEVEL8 TR NSFORIAERSARE�LE SETH5N 10.00OAMPS. � Q� O � � � 40,390 SF � � I 150 T I 3. ALL FUSE SIMTCHES IN 1200A TEMPORARY � /\ 45KVA = BOARD SNALL 8E MINIMUM 25kA1C RATING. T � � 50 480V- I v 1 n 208/120V � �� 3PH I LT1 LT1 n n � J � 50 70A ^ I POINT A �6 CU GRND — � 50— TO BLDG STEEL _ _ _ _ _ _ � � Point to Point Method ?nree�ase at3olm • ( O Length (distance) L = �;��:���� � plumnum In Nonmetal�c rtaoeway • ( '1.732 x L x i (ASC) lacs 'f'factor= �T , Y N x C x f�-H #conductors per phase N ='�' a' �" T �■■■q �������� – – – – – – – – – – – – – – – – – – – – – _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ �� � Phase conductorconstant C = � � Phase Conductor 5001aQri +� – – – – – – – – 48.210 SF Volt Llne to Line E L-L =` ����"��� 'Volt f – TEMPORARY Neutral conductorconstant C = ` Neutral Conducto 5001amu • FoR Multiplier Volt t.6�e to r�euast E�-N = ��������Volt ELEVATOR f LT1 �T� TOWER TOWER SKIP SKIP M_ ' - LT1 � CRANE CRANE � � a +f Line to Line M - "� y M M M M tine to Neutral M - POINT B POINT B POINT 8 POINT B lsc=16,$57A 5 5 Isc=11,413A Isc=11,413A 1sc=11,413A 1sc=11.413A $ - - - - - - - - - - - - - - - - - - - - - - - - - - - - – - - - - - - - - - - - - - - - - - - - - - - - - - - - - LEVEL6 FOR 43,360 SF DEWATERING HTDW3� - - - - - - - T - - - - ^ � ( = 45KVA n� I � 48aV- 50 � n 208/120V 70A �'H � I C�", � � n � � #6 CU GRND TO � � � _ _ _ _ _ _ GROUND ROD_ _�� � Q'i � � POINT B �^ °L �-l°� Z- U�S �1�'K ► ��'1e �O r� S (N�� � � � z O p �Y�O U� � C .�.� � T � Isc=11,413A FOR �q S-2 b �� s� � l"..C7�c (3� g (N�. � � Yl�� � Z �� \ O W'�' � H � � � DEWATERING C � � �� � � � a H TD W2� — — — — — — — T — — — — ^ � `I !I� Q '� t C! ^7 `j G �J J Z' t�' �� �h�S�C q � V�m Yv���-- ' i� � � '�M 5 � =45KVA �5� � o �, �(0�� g` � � � rn A t^ � � �8ov- 5o I o 0 0 � r-, 2os/�2ov � ,o p � � 70A 3PH � 50 I �7 a p l � M W �t p J: � Z � �r ��� 1` �� �cw v. v�.t� i �� c\� ��-o c� � 1� t1 �"�� o _ ^ � v #6 CU GRND TO 50 � � — — — — — — GROUND ROD _ � , L �`oo � O��1(` � �� V�� � t�ou��f e FOR � � �I'S \ C O✓�� a��e�� � -�— '� � DE WATERI N G HTDIN'I � - - - - - - - T - - - � n �L�-P C,�r c� c� � `-o�n a�-�n � o Y' �ro wt '�'��e � 2U O Q �"L-� � ?48o�A ^� � �' ,�,, M Q P � �� C—�. � r, � � � � -e �--�V�• � � I r, 2oa/,2ov ,5.�° � Z � ►—� �' � 70A �H 50 I ✓ � 6 6 4 4 2 2 � n I 2 71i0LYA ^ r , M--�1 V #6 CU GRND TO—�0 � CROSS � r, GROUND ROD TRANSFORMER M-+-� I — — — — — — — UTILITY 480/277V _ � a METER SECONDARY rT, 2 �'`'� M � — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — � T ��9��;�i��� �,�'� i;�;�9�� 100A �,_�� ��,..�T. _ � __, �°. � ��,�>` ,�> 250A FRS 250A FRS 100A FRS 100A FRS 200A FRS FRS 100A FRS 200A FRS 200A �RS 200A FRS , 4r 5 ` , � Isc=17,100A �a ' ` - ' � �" �F,-� ,�� 400A 400A 100A 100A 200A 100A 100A 200A 200A 200A � ; �; . LT1 LT1 LT1 - � � � 1 N c 1200A CT I POINT A ISSUED FOR: DATE: KRPC � �sc=�6,857A FOR CONSTRUCTION 02 23 07 — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — ]200A TEMPORARY 80ARD. 480/277V. 3�. 4W. MLO, 25KAIC. tJ3R 7 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - LEVEL5 fi0,000 SF J � 4 4 - LT1 5 5 LT1 LT1 5 5 - /1 - - - - L� �- - - - - -- - - -- - - � HTB - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - LEVEL4 150 44.880 SF � I T n 45KVA = I � 480V- I n 208/120V 50 3PH I � n LT2 LT2 ���..=-. 50 70A � #6 CU GRND I , DFT. C.JM DATB a2 20 07 � _ _ TO BLDG STEEL �N• �$ 5 - - - - - - � 5 5 , CS. CAD FILS 5 J J - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 74,OOOSF ����0��� �o`�Q.D� RE��J'j°�, – – – – – – – – – – – – – – – – – – LEVEL 3 ����,,����,,,,,�� SubJect to inspection and Compliance to all ' �p��.••'pAMp'•.F�P�' relevant Adoptetl Buiiding and Municipal Codes ��'�o��y N''q���' 5 Changes in Plans MUST be approved = � ;� o; ' 5 �T2 oate,;;�� -Z,o�gy � c . =� ;� 33383 �?� ; . � Code ?po-Z yV C : .a '• ' : � LT2 . � _ Colorado Ins e� ' �' �' •' '`L�`� p tion A�ency � :, '. ����.•• ����.` • �' .�.� . Y �♦ � i�� �����A � ��lll��1� 1 -� s 'V i - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - LEVEL2 `� � 62,495 SF � 5 TEMPORARY - - - - - - - - - ROJBCT � OFFlCES LTAr '� 45KVA �HTA REVIEWED BY FOUft SEASONS VAIL �8ov– � LT2 I 2os/�2ov � VAIL, COLORADO � I 3PH T r, MAR 1 4 2007 TEMPORARY POIPER o � _ 70A � TO BLDG STEEL I COLORADO INSPECTION DBAwIIdG T1TLB AGENCY � — — — — — — — — — — — � TEMPORARY ONE–LINE DIAGRAM a a � — — — — — — — — — — � – - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - – – LEVEL 1 PROJBCE NUl[BER g - - - - - - o - - so,000 SF 7060 � ss�gr Ntn�Bx � d � LE0 . 01 9 TEMPORARY ONE-LINE DIAGRAM � � � P� �� � � PANEl: HTA PANEL: LTA � PANEL: HTB PANEL: LTB � rT1 F�t ML : 200 A SURFACE: X MLO: SURFACE: X MLO' 200 A SURFACE: X MLO: SURFACE: X MCB: RECESSED MCB: 150 A RECESSED MCB: RECESSED MCB. 150 A RECESSED � � AMPACITI(= 200 200% NTRL. AMPACIIY= 225 200% NTRL• AMPACIN = 200 200% NTRL: AMPACIIY= 225 200% NTRL• Q � AIC= GRND BAR: X AIC= 10000 GRND BAR. X q�C= GRND BAR: X AIC= 10000 GRND BAR. X A a VOLTAGE = 480 /277 3PH 4W VOLTAGE = 208 /120 3PH 4W VOLTAGE = 480 /277 3PH 4W VOLTAGE = 208 /120 3PH 4W �� Q+ VA DESCRIPTION P CB CKT PH CKT CB P DESCRIPTION VA VA DESCRIPTION P CB CKT PH CKT CB P DESCRIPl10N VA � VA DESCRIP110N P CB CKT PH CKT CB P DESCRIPTION VA VA DESCRIPTION P CB CKT PH CKT CB P DESCR�Pl10N VA � � � 3680 Temp Lighting 1 1 20 1 A 2 20 1 Spare 1080 Future Office Pwr 1 20 1 A 2 20 1 Futur�e Office Pwr 1080 2760 Temp Lighting 1 20 1 A 2 20 1 Spane 750 Power 1 20 1 A 2 20 1 Power 750 � Q� 3680 Temp Lighting 1 1 20 3 B 4 20 1 Spare 1080 Future Office Pwr 1 20 3 B 4 20 1 Future Office Pwr 1080 3680 Temp Lighting 1 20 3 B 4 20 1 Spare 750 Power 1 20 3 B 4 20 1 Power 750 O � ^ 3680 Temp Lighting 2 1 20 5 C 6 20 1 Spare 1080 Future Oi�ice Pwr 1 20 5 C 6 20 1 Futune Office Pwr 1080 Spane 1 20 5 C 6 20 1 Spare Spare 1 20 5 C 6 20 1 Spar�e �n � 3680 Temp Lighting 2 1 20 7 A 8 70 3 Panel LTA 4000 108U Future Office Pwr 1 20 7 A 8 20 1 Future Office Pwr 1080 Spare 1 20 7 A 8 70 3 LTB 10045 4500 Panel LT 1 (2)4 50 3 7 A 8 20 1 Spare `� ` a � Spare 1 20 9 B 10 4000 1080 Future Offce Pwr 1 20 9 B 10 20 1 Future Of6ce Pwr 1080 g�� 1 2 0 9 B 1 0 1 0 0 4 5 4 5 0 0 9 B 1 0 3 0 2 S p a r e P A N E L S L T 1 A N D L T 2 ~ S p a r e 1 2 0 1 1 C 1 2 4000 1 0 8 0 F u ture O ff ice Pwr 1 20 11 C 12 20 1 Futur+e Office Pwr 1080 g�� 1 20 11 C 12 10045 4500 11 C 12 AR E TYP I CAL � � Q Spar�e 50 3 13 A 14 50 3 Spane 2250 Panel LT 1 (1)4 50 3 13 A 14 50 3 Panei LT 2(3) 1-2 4500 � � � Connected Load Demand Demand Code Derated Demand 15 B 16 Connected Load Demand Demand Code Derated Demand 2250 15 B 16 4500 Load Type (VA) Factor Load(VA) Factor Load(VA) �� C 18 Load T PANEL: LT-'t T� � ype (VA) Factor Load (VA) Factor Load(VA) 2250 17 C 18 4500 �J 1 Light�ng 14,720 1.0 14,720 1 25 18,400 Space 19 A 20 50 3 Spar�e Lighting 6,440 1.0 6,440 1 25 8,050 Space 19 A 20 50 3 Panet LT 2(3) 1-2 4500 MLO: 100 A SURFACE• X � Po�wer 1st 10 KVA 0 1.0 0 1.0 0 Spar�e 2 30 21 B 22 Power 1st 10 KVA 0 1.0 0 1.0 0 Spar�e 2 30 21 B 22 4500 MCB� RECESSED Power Remaining 0 0.5 0 1.0 0 23 C 24 AMPACITY= 100 200% NTRL: � Power Remaining 0 0.5 0 1.0 0 23 C 24 4500 � ' Largest Motors 0 1.0 0 1 25 0 Langest Motors 0 1.0 0 1.25 0 AIC= 10000 GRND BAR: X Remaining Motors 0 1.0 0 1.0 0 Connected Load Demand Demand Code Derated Demand Remairnng Motors 0 1.0 0 1.0 0 Connected Load Demand Demand Code Derated Demand VOLTAGE = 208 /120 3PH 4W Other 12,OOQ 1.0 12,OOQ 1.0 12,000 Load Type (VA) Factor Load(VA) Factor Load(VA) Other 30,135 1 0 30,135 1 0 30,135 Load T � TOTAL VA YPe (VA) Factor Load(VA) Factor Load A ; 3p,�pp Lighting 0 1.0 0 1_25 O TOTAL VA 38,185 Ughting 0 1.0 0 1.25 0 VA DESCRIPTION P CB CKT PH CKT CB P DESCRIPTION VA Power 1 st 10 KVA 10,000 1.0 10,000 1 0 10,000 Power 1 st 10 KVA 10,000 1.0 10,000 1.0 10,000 750 Power 1 20 1 A 2 20 1 Power 750 � Phase Totals A= 11,360 B= 7,680 C= 7,680 Power Remairnng 2,960 0.5 1,480 1 0 1,480 Phase Totals A= 12,805 6= 13,725 C= 10,045 Power Remaining 40,250 0.5 20,125 1 0 20,125 750 Power 1 20 3 B 4 20 1 Power 750 D D LOAD(AMPS� 36.57 ��'9est Motors 0 1.0 0 1.25 0 D D LOAD(AMPS}= 45.93 ��9�t Motors 0 1.0 0 1 25 0 750 Pawer 1 20 5 C 6 20 1 Power 750 � Remaining Motors 0 1 0 0 1 0 0 Remaining Motors 0 1.0 0 1 0 0 750 Power 1 20 7 A 8 Space Other 0 1.0 0 10 0 Other 0 10 0 1.0 0 750 Power 1 20 9 B 10 Space TOTAL VA 11,480 TOTA!VA 30,125 750 Power 1 20 11 C 12 Space Space 13 A 14 Space Phase Totals A= 4,320 6= 4,320 C= 4,320 Phase Totals A= 17,250 B= 17,250 C= 15,750 Space 15 B 16 Space D D LOAD(AMPSr 31.87 D D LOAD(AMPS� 83.62 Space 17 C 18 Space Space 19 A 20 Space SPa�e 21 B 22 Space P��� HTC PANEL: LTC PANEL: HTD PANEL: LTD Space 23 C 24 Space MLO: 200 A SURFACE• X MLO: SURFACE: X MLO. 200 A SURFACE: X MLO: SURFACE: X CB� RECESSED MCB: 150 A RECESSED. MCB: RECESSED: MCB: 150 A RECESSED Connected Load Demand Demand Code Derated Demand AMPACI7Y= 200 200% NTRL. AMPACITY= 225 200% NTRL: AMPACITY = 200 200% NTRL� o Load Type (VA} Factor Load(VA) Factor Load(VA} AMPACIIY = 225 200/o NTRL: Lighting 0 1.0 0 1.25 0 AIC= GRND BAR: X AIC= 10000 GRND BAR: X A�C= GRND BAR. X AIC= 10000 GRND BAR: X Power 1st 10 KVA 6,750 1 0 6,750 1 0 6,750 VOLTAGE = 480 /277 3PH 4W VOLTAGE = 208 /120 3PH 4W VOLTAGE = 480 /277 3PH 4W VOLTAGE = 208 /120 3PH 4W Power Remaining 0 0.5 0 1 0 0 Largest Motors 0 1 0 0 1 25 0 A DESCRIPTION P CB CKT PH CKT CB P DESCRIPTION VA VA DESCRIPTION P CB CKT PH CKT CB P DESCRIP110N VA VA DESCRIPTION P CB CKT PH CKT CB P DESCRIPTION VA VA DESCRIP110N P CB CKT PH CKT CB P DESCRIPl10N VA Remairnng Motors 0 1.0 0 1 0 0 2760 Temp Lighting 1 20 1 A 2 20 1 Spare 750 Power 1 20 1 A 2 20 1 Power 750 2760 Temp Lightmg 1 20 1 A 2 20 1 Spare 750 Power 1 20 1 A 2 20 1 Power 750 Other 0 1.0 0 1 0 0 3680 Temp Lighting 1 20 3 B 4 20 1 Spare 750 Power 1 20 3 B 4 20 1 Power 750 3680 Temp Lighting 1 20 3 B 4 20 1 Spane 75Q Power 1 20 3 B 4 20 1 Power 750 TOTAL VA 6�750 Spare 1 20 5 C 6 20 1 Spare Spare 1 20 5 C 6 20 1 S � Spare 1 20 5 C 6 20 1 S re � o Pa Pa Spar+� 1 20 5 C 6 20 1 Spane Spane 1 20 7 A 8 70 3 LTB 11200 4500 Panel LT 1 (2)5th 50 3 7 A 8 20 1 Spare Spa�+e 1 20 7 A 8 70 3 LTB 11200 4500 Panel LT 1 (2)8th 50 3 7 A 8 20 1 S r�e � c� � Phase Totals A= 2,250 B= 2,250 C= 2,250 pane 1 20 9 B 10 11200 4500 9 B 10 30 2 Spare Spane 1 20 9 B 10 11200 4500 9 B 10 30 2 Spare D D LOAD(AMPS}= 18.74 � ~ Spare 1 20 11 C 12 11200 450Q 11 C 12 Spar+e 1 20 11 C 12 11200 4500 11 C 12 w � 450Q Panel LT 1(2) 50 3 13 A 14 50 3 Panel LT 1 (2)6th 4500 Space 13 A 14 50 3 Panel LT 1 (2)9th 4500 �„a O � � Connected Load Demand Demand Code Derated Demand 4500 5th/6th 15 B 16 4500 Connected Load Demand Demand Code Derated Demand Space 15 B 16 4500 w � � Load Type (VA) Factor Load(VA) Factor Load (VA) 4500 17 C 18 4500 Load Type (VA) Factor Load(VA) Factor Load (VA) Space 17 C 18 4500 PANEL• LT-Z E � � S Lighting 6,440 1.0 6,440 1.25 8,050 Space 19 A 20 50 3 Panel LT 1 (2)7th 4500 Lighting 6,440 1 0 6,440 1.25 8,050 Space 19 A 20 50 3 Panel LT 1 (2) 10th 4500 ' O 1 Q Power 1st 10 KVA 0 1 0 0 1.0 0 Spar+e 2 30 21 B 22 4500 P�er 1st 10 KVA 0 1.0 0 1.0 0 Spare 2 30 21 B 22 4500 MLQ: 100 A SURFACE: X C-x-� O o�p '� Pawer Remaining 0 0.5 0 1.0 0 23 C 24 4500 P�er Remainmg 0 0 5 0 1.0 0 23 C 24 4500 MCB: RECESSED 0 � � � Lar+gest Motors Q 1.0 0 1 25 0 Largest Motors 0 1.0 0 1 25 0 AMPACITY= 100 200% NTRL: � " ^ � Remaining Motors 0 1.0 0 1.0 0 Connected Load Demand Demand Code Derated Demand Remaining Motors 0 1.0 0 1.0 0 Connected Load Demand Demand Code Derated Demand AIC= 10000 GRND BAR: X p O O � Other 33,600 1.0 33,600 1.0 33,600 Load Type (VA) Factor Load (VA) Factor Load (VA) Other 33,600 1.0 33,600 1.Q 33,600 L.o a d T y p e (V A) F a c t o r L o a d(V A) F a c t o r L o a d(V A) V OLTAGE = 208 /120 3PH 4W p O � � T O T A t V A 41,65Q Li g h t i n g 0 1.0 0 1 2 5 0 � w � 47,650 Lightmg 0 1 0 0 1 25 0 TOTAL VA Power 1 st 10 KVA 10,000 1.0 10,000 1 0 10,000 Power 1 s t 1 0 K V A 1 0,0 0 0 1 0 1 0,0 0 0 1 0 1 0,0 0 0 °y VA DESCRIP710N P CB CKT PH CKT CB P DESCRIP110N VA � � Phase Totals A= 13,960 6= 14,880 C= 11,200 Power Remaining 47,000 0 5 23,500 1.0 23,500 Phase Totals A= 13,960 6= 14,880 C= 11,200 Power Remaining 33,500 0.5 16,750 1 0 16,750 750 Power 1 20 1 A 2 20 1 Power 750 D D LOAD(AMPS}= 50.10 Largest Motors 0 1.0 0 1.25 0 D D LOAD(AMPSr 50.10 Largest Motors 0 1 0 0 1.25 0 750 Power 1 20 3 B 4 20 1 Power 750 e Remaining Motors 0 1 0 0 1.0 0 Remainmg Motors 0 1.0 0 1 0 0 750 Power 1 20 5 C 6 20 1 Power 750 Other 0 1.0 0 1.0 0 Other 0 10 0 1.0 0 Space 7 A 8 Space TOTAL VA 33,500 TOTAL VA 26�75Q Space 9 B 10 Space Space 11 C 12 Space � � ~ ase otals A= 19,500 6= 19,500 C= 18,000 Phase Totals A= 15,000 6= 15,000 C= 13,500 Space 13 A 14 Space ry D D LOAD(AMPS� 74.25 Space 15 B 16 Space ~ ���'� D LOAD(AMPS� 92.99 � � Space 17 C 18 Space ^ S pace 19 A 20 S pace ` �-�d � PANEL:HT-DW1 PANEL:HT-DW2 PANEL:HT-DW3 Space 21 B 22 Space ,,A � w Space 23 C 24 S ace ML : 200A SURFACE: MLO: 200A SURFACE: MLO: 200A SURFACE: p F-� ►� MCB: RECESSED• MCB: RECESSED: MCB: AMPACITY= 200% NTRL: AMPACITY = 200% NTRL: AMPACITY = 2�oEN�D Connected Load Demand Demand Code Derated Demand w Load Type (VA) Factor Load (VA) Factor toad (VA) AIC= GRND BAR: X AIC= GRND BAR: X AIC= GRND BAR: X Lighting 0 1.0 0 1.25 0 VOLTAGE= 480 /277 3PH VOLTAGE = 480 /277 3PH VOLTAGE = 480 /277 3PH Po�wer 1st 10 KVA 4,500 1.0 4,500 1.0 4,500 Four Season's Vai{ Temporary Power-Load Calculations Power Remaining 0 0.5 0 1 0 0 DESCRIPTION P CB CKT PH CKT CB P DESCRIP110N VA VA DESCRIPTION P CB CKT PH CKT CB P DESCRIPTION VA VA DESCRIPTION P CB CKT PH CKT CB P DESCRIPTION VA Largest Motors 0 1.0 0 1.25 0 2/14/2007 3044 D WTR PUMP 3 20 1 A 2 2Q 3 D WTR PUMP 3044 3044 D WTR PUMP 3 20 1 A 2 20 3 D WTR PUMP 3044 3044 D WTR PUMP 3 20 1 A 2 20 3 D WTR PUMP 3044 Remaining Motors 0 1.0 0 1.0 o ISSUED FOR: DATE: Amps @ 3� 3 B 4 3044 3044 3 B 4 3044 3044 3 B 4 3044 Othe� 0 1.0 0 1.0 0 Item Vdtage 480V QuaMity VA 3044 5 C 6 3044 3044 5 C 6 3044 3044 5 C 6 3044 TOTAL VA 4,5pp FOR CONSTRUCTION 02 23 07 Tower Crane#'f 48d 200 1 166,000 3044 D WTR PUMP 3 20 7 A 8 20 3 D WTR PUMP 3044 3044 D WTR PUMP 3 20 7 A 8 20 3 D WTR PUMP 3044 3044 D WTR PUMP 3 20 7 A 8 20 3 D WTR PUMP 3044 Tower Crane#2 480 200 1 166,000 3� 9 B 10 3044 3044 9 B 10 3044 3044 9 B 10 3044 Phase Totals A= 1,500 B= 1,500 C= 1,500 3044 11 C 12 3044 3044 D D LOAD(AMPS� 12.49 Skip#1 480 79.5 1 65,985 11 C 12 3044 3044 11 C 12 3044 HTA Future temp offices 480 37 1 30,353 3044 D WTR PUMP 3 20 13 A 14 20 3 D WTR PUMP 3044 3044 D WTR PUMP 3 20 13 A 14 20 3 D WTR PUMP 3044 3044 D WTR PUMP 3 20 13 A 14 20 3 D WTR PUMP 3044 hITB 480 46 1 38,122 3�' 15 B 16 3044 3044 15 B 16 3044 3044 15 B 16 3p44 HTC 480 5Q 1 41,500 3� 17 C 18 3044 3044 17 C 18 3044 3044 17 C 18 3044 30�4 D WTR PUMP � zo 79 A zo zo 3 D WTR PUMP 3044 3044 D WTR PUMP 3 20 19 A 20 20 3 D WTR PUMP 3044 3044 D WTR PUMP 3 20 19 A 20 20 3 D WTR PUMP 3044 HT DW1 48Q 11 12 109,560 3� 21 B 22 3044 3044 21 B 22 3044 3044 2� g 22 3044 ' HT DW2 480 11 12 109,560 3� 23 C 24 3044 3044 23 C 24 3044 3044 23 C 24 3p44 HT DW3 480 11 13 118,690 3044 D WTR PUMP 3 20 25 A 26 2Q 3 D WTR PUMP 3044 3044 D WTR PUMP 3 20 25 A 26 20 3 D WTR PUMP 3044 3044 D WTR PUMP 3 20 25 A 26 20 3 D WTR PUMP 3044 3044 27 B 28 3044 3044 27 B 28 3044 3044 27 B 28 3p44 Largest Motor @ 25% 41,500 3� 29 C 30 3044 3044 29 C 30 3044 3044 29 C 30 3044 Total VA 887,270 VA 3044 D WTR PUMP 3 20 31 A 32 20 3 D WTR PUMP 3044 3044 D WTR PUMP 3 20 31 A 32 20 3 D WTR PUMP 3044 3044 D WTR PUMP 3 20 31 A 32 20 3 D WTR PUMP 3044 1,069 Amps @ 480 V 3� � B �' 3044 3U44- 33 B 34 3044 3044 33 B 34 3p44 3044 35 C 36 3044 3044 35 C 36 3044 3044 35 C 36 3044 37 A 38 70 3 45kVA�MR 0 37 A 38 70 3 45kVA�MR 0 3044 D WTR PUMP 3 20 37 A 38 70 3 45kVA�'MR 0 Futur�e Loads AFTER Dewatering is removed(HT DW1, HT DW2, HT DW3) 39 B 4Q 0 39 B 40 0 3044 39 B 40 p Skip#2 480 79.5 1 65,985 41 C 42 0 41 C 42 p 3044 41 C 42 p Ele�etor Temp Power 480 150 1 124,500 HTD 480 75 1 62,250 Connected Load Demand Demand Code Derated Demand Connected Load Demand Demand Code Derated Demand Connected Load Demand Demand Code Derated Demand Load Type (VA) Factor Load(VA) Factor Load(VA) Load Type (VA) Factor Load(VA) Factor Load(VA) Load Type (VA) Factor Load(VA) Factor Load (VA) DpT. CJM DATg 02 22 07 Tower Crane#'t 480 200 1 166,000 Lighting 0 1.0 0 1 25 0 Lighting 0 1.0 0 1.25 0 LigMing 0 1.0 0 1.25 0 �N. �yg 0 Tawer Crane#2 480 200 1 166,000 Power 1st 10 KVA 0 1.0 0 1 Q 0 Power 1st 10 KVA 0 1 0 0 1 0 0 Pawer 1st 10 KVA 0 1.0 0 1.0 0 Skip#1 480 79.5 1 65,985 ower Remaining 0 0.5 0 1.0 0 Power Remaining 0 0.5 0 1.0 0 Power Remaining 0 0 5 0 1 0 0 CB. CAD FILB HTA Future temp offices 480 37 1 30,353 Largest Motors 9,132 1.0 9,132 1.25 11,415 Largest Motors 9,132 1.0 9,132 1.25 11,415 Lar�gest Motors 9,132 1.0 9,132 1.25 11,415 Remaining Motors 97,408 1.0 97,408 1.0 97,408 Remaining Motors 97,408 1.0 97,408 1.0 97,408 Remain�ng Motors 106,540 1.0 106,540 1.0 106,540 ,,.�'�,����itGf�''� HTB 480 46 1 38,122 ,. Other 0 1.0 0 1.0 0 Other 0 1.0 0 1.0 0 Other 0 1 0 0 1.0 0 .� t�� ..•••.. lF '� HTC 480 50 1 41,500 TOTAL VA 117 :�.,u;••ppMOry••. 'p '; 108,823 TOTAL VA 108,823 TOTA�VA �gr�r ' � •��J Aq•�r•o � Total VA 760,695 :o,� �,• ' 916.5 Amps @ 480 V Phase Totals A= 36,528 B= 36,528 C= 36,528 Phase Totals A= 36,528 B= 36,528 C= 36,528 Phase Totals A= 39,572 6= 39,572 C= 39,572 :� s� 33383 z;� = D D LOAD AMPS = 130.89 ��p�t���€� : : � � � D D LOAD(AMPS� 730.89 D D LOAD(AMPS)= 141.88 Sub�ect to inspection and Compliance to all : .o�� ;��; 208/120V PANEL WILL NOT HAVE ANY LOAD 208/120V PANEL WILL NOT HAVE ANY LOAQ 208/120V PANEL WILL NOT HAVE ANY LOAD relevant Adopted Building and Municipal Codes =, "•. ..•�,����� Changes m Plans MUST be approved '� '' •"'' '� . � . '�+ � 1L �-��.�. Date_�,�BY -c� C� ��.�������� Ct3de o C__. �.�`�� �, H���Ctiart A�ency P�OJSCf RE�i��VED BV FOUR SEASONS VAIL VAIL, COLORADO TEMPORARY POWER ��IAR 1 � 2�07 DRA�IIdG 1TTLB COLORADO INSPECTION TEMPORARY PO�PER AGENCY p�L SCHEDULES PxWBCT N[JI�BR 7060 ssger xu�BBx L� o . a2 � � a