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HomeMy WebLinkAboutB10-0110 shoring permit and Design Caluations May 15, 2010 NOTE: THIS PERMIT MUST BE POSTED ON JOBSITE AT ALL TIMES .� �wxoFV�, � Town of Vail, Community Development, 75 South Frontage Road,Vail, Colorado 81657 p. 970.479.2139, f. 970.479.2452, inpsections 970.479.2149 ADD/ALT COMM BUILD PERMT Permit #: B10-0110 Project #: Job Address: 2399 N FRONTAGE RD W VAIL Status . . : ISSUED Location......: FIRE STATION#3 Applied . . : 05/17/2010 Parcel No....: 210311415019 Issued. .. : O6/07/2010 Expires . ..: 12/04/2010 OWNER TOWN OF VAIL 05/17/2010 75 S FRONTAGE RD VAIL CO 81657 APPLICANT DRAHOTA COMMERCIAL LLC 05/17/2010 Phone: 970-204-0100 4700 INNOVATION DR, BLDG C FORT COLLINS CO 80525 License:377-A CONTRACTOR DRAHOTA COMMERCIAL LLC 05/17/2010 Phone: 970-204-0100 4700 INNOVATION DR, BLDG C FORT COLLINS CO 80525 License: 377-A Description: NEW COMMERCIAL BUILDING(FIRE STATION#3):TEMPORARY SHORING AND MSE WALLS Occupancy: Valuation: $220,000.00 Type Construction: Total Sq Ft Added: 0 ..................»,......,_.,,....,,......,,........._...,....,........,,_,,.,... FEE SUMMARY =.,......,,..,,...,,..............,..,,,,,...,...........,.,.,.,,,..,.......... Building Permit Fee------> $1,665.75 Will Cal Fee---------------------> $4.00 Total Calculated Fees-------------> $6,952.49 Plan Check--------------------> $1,082.74 Use Tax Fee---------------------> $4,200.00 Additional Fees-----------------------> $6,952.49) Add'I Plan Check Hours-> $0.00 Restuarant Plan Review-----> $0.00 TOTAL PERMIT FEES--------------> $0.00 Investigation----------------> $0.00 Recreation Fee-----------------> $0.00 Payments-------------------------------> $0.00 Total Calculated Fees--------> $6,952.49 BALANCE DUE------------------------> $0.00 ...............................................................................�............................�....,.........,,..,..,..+.>.,.�,..................,.._._............,..,t DECLARATIONS I hereby acknowledge that I have read this application,filled out in full the information required, completed an accurate plot plan, and state that all the information as required is correct. I agree to comply with the information and plot plan,to comply with all Town ordinances and state laws,and to build this structure according to the towns zoning and subdivision codes,design review approved, International Building and Residential Codes and other ordinances of the Town applicable thereto. REQUESTS FOR INSPECTION SHALL BE MADE TWENTY-FOUR HOURS IN ADVANCE BY TELEPHONE AT 970.479.2149 OR AT OUR OFFICE FROM 8:00 AM-4:00 PM. �o Signature wner or Contractor Date �� � �il��''(�r- Print Name bld_alt_construction_perm it_041908 kkkti���fixf#**ff#xR}ftftw*w�wkf�Yww***kx�/f�f*tf**4�A�/f�xxY#iitfttwtfNkkww/+iiiiftfitfwwkw�www#wi�rtw#w***R*f��*t*4R�tf��f**R14*#ff*+**/1f#+*f���f4t4f!l�Rf#*i#fwffi}f�4lAtf*Rf�f#fft APPROVALS Permit#: B10-0110 as of 06-07-2010 Status: ISSUED ...........................................................................................................................................x.,,...........,,.,.,,..............,,.,,. Item: 05100 BUILDING DEPARTMENT 06/03/2010 mh Action: AP Item: 05400 PLANNING DEPARTMENT 05/17/2010 bgibson Action: AP Retaining wall height variance approved by PEC. Plans routed to Martin Haeberle. Item: 05500 PUBLIC WORKS 06/01/2010 TK Action: AP Approved for Demo of existing walls, and construction of new shoring and MSE walls ONLY. ..................................................................................................................................................................................... See the Conditions section of this Document for any that may apply: b I d_a It_co n st ru ct i o n_pe rm it_041908 ..........................................................................�...«,.......,.......,,...�...,........,,....,.,..,.,,.,.,.....,.,...,,..,,....,,,,..,,.....,.......,,,..., CONDITIONS OF APPROVAL Permit#: 610-0110 as of 06-07-2010 Status: ISSUED •'R�x#e4yrrtrtYrrtf#'�rtfi(��f f�xtf�trttxtrhhrt+f#'rt�f4f4R1(fr4ftfff x'ktkh#h#rtY't#Mai(4tirir/YrLir1`#1`**#RAfwRiit4i4trNiVhhrtrtM'R4#tetrrtfifxxfyr'4itwY�hi1'#'�ktrMf4/f4RA#44l44#xffwsel�fNfffi4hhtrM'�kM'fYef4f4ti#t+lf�fffRxfxlrRfitt Cond: 1 (FIRE): FIRE DEPARTMENT APPROVAL IS REQUIRED BEFORE ANY WORK CAN BE STARTED. Cond: 12 (BLDG.): FIELD INSPECTIONS ARE REQUIRED TO CHECK FOR CODE COMPLIANCE. bld_a It_construction_pe rm it_041908 � ,� � w�h } � . ,. . , ` � ��, �� r.. . . s�� �' +a �p�t�j �•, • J r e � ��� � � ' ���� � .? ''t� � . . f-.-� 'a ��. d�� ��' T� ';L�, q t '^� :+T � � ��T �'!iA"� �. . wd'J�.s_ . .;,!.r,� .��:i :�i�... BUILDING PERMIT APPLICATION Separate permits are required for electrical, plumbing, mechanical,fireplace, etc. v G°I�OGo1 Project Street Address: Office Use: / 2399 N. Frontage Road West Project#: ��J ' �' ���'�O (Number) (Street) (Suite#) DRB#: Building/Complex Name: West Vail Fire Station#3 Building Permit#: � �V'�v � t�� �.�Ge,l }4� C.fsu✓ -k'G+-C�►- �� VQi( �5 Contractor Information: . Company: Drahota Commercial , LLC SG�LG✓t�2- �I(t � Company Address: 4700 Innovation Drive, Building C Detailed Scope and Location of Woric: �;�y. Fort Collins State: CO ZiP:80525 Temporary Shoring and MSE Walls for West Vail Fire Contact Name: Scott Warner Station No. 3 Contact Phone: 9�0-871-7823 E-Mail scott.wamer@drahota.com (use additional sheet if necessary) 377-A Work Class: Town of Vail Co tractor Registration No.: �✓� � � � � p � � � � New Addition Remodel Re air Other �( Work TYPe Contra or natu e(re ir ) Interior( ) Exterior(�/) Both( ) Property Infortnation Type of Building: Parcel#: 210311415019 Single-Family( ) Duplex( ) Multi-Family( ) (For parcel#,contact Eagle County Assessors Office at 970-328-8640 or visit www.eaglecounty.us/patie) CommerCial(✓) Other( ) Tenant Name: Town of Vail Dces a Fire Alarm Exist? Yes(�) No( ) Owner Name: Town of Vail Monitored Alarm? Yes(� No( ) Dces a Sprinkler System Exist? Yes(� No( ) Valuations(Labor&Materials) #&Type of Existing Fireplaces: Gas Appliances Gas Log Wood/Pellet Wood Burning Building: $ a�.ooc� #&Type of Proposed Fireplaces: Gas Appliances Plumbing: $ Gas Log Wood/Pellet Wood Burning Electrical: $ Mechanical: (including fireplace) $ Da � � � M I� Total: $ a� ���v D MAY 17 2010 TOWN OF VAIL oi-J�,-lo �� SCANNED ; � ��'PR01fED 1 `3� I�/��r r L--�.: Com nun�ry Gcvelopment DepartmQnt !V f i� ' • "�.F' C,U;�''�' � r� _ �f ui;�I ��1rn(. "'N�.:.�,..�.. j ' '� '�S D���GN GAI,.�_.ULAT�IOl�N_S _ . -.,._ _._�, . � .,�.. ° -��'' _.. . - - . , _ • . _..,.... ,,,.. �.._ •._ ... . . � � 11Ct� � '�!_� � ��''���� ,....^ a ` ' ,r,-.`:r, c r �' an, �a�.^� � �: ju-i,: Subzni�ted�o^...�cr cf c�y c.;-_, c,,. � - . � _ _ ::t Pa�'�� � rc� ,�r�t��..�r.,cfi`,�� � � . � -.i`��e o��: Drahota ��o�s�t����,�� . -' ��,�..,_.:_.:�-.�:co C ,� -"�.'a.; ccc::-^--:��nd cr. � . 'y�►,y�Q_�,:: ;,�c.`„c;�l f: ;, :_:,;7`,� b�. May'�Jp 1�ai , y ;� �yu t„ stru =_ � .;c„ -�`'`'�J c � r cc'a.The ._ ' �c , , .:c_„ , .��cr��a cf a th�s� �;... for. ����cr cf� ,ry c,her or��„ances of PLANS tXAMINER: 3 / I,o DATE: ° � � � � 0 � � Vail Fire Station #3 D MAY 17 Zp1p Vail, Colorado TOWN OF VAIL by: SCHNABEL FOUNDATION COMPANY � Job No. 07-4470 Z� Z23 —O �: ... � _� COt1v�. _,�- � . �, �'��� ����t �7�-20«� '_. ;�,.�'s�:�;�F.��� -- �.��� ,� ! ���';��� ��•�� � .o �� , ;- , _.�`�:D O � , :� . . , : �4D AS NOTED C] ��t�,,'•.����1��� ��:D RESUBYR Li �`���=,:��,L�`�� .��ROVED O � DATE �� �� � Todd L. Duncan ,. Colorado P.E. 35225 _ '=��"'�"�CG�RJTr aCTCR'S AP�'�C`.`.',�' �. , � t t'� E�:�iY ��l.l�. v� ,.,'3 1 E' Schnabel FOUNDATION COMPANY � . � C h �l a.� e 1 Caiculatson Sh�ets FOtiNDATION COD4PANY Project � a�� ��'r� � °'�0>, Contract No.G�7°�t�I�D Loca#ion �,j G.�� C '� Sheet No. ` ���3 n Architech/Engineer ���� �a:�� s'� ; � i����°�� ���'��� Date �t�t��it � ue��2ral Contractor �'�"t"��a BY ��°�� , _ _ .1 ; ;� 7 S 9 10 f� 13 1? ,- ,. Ih I- ., i9 -U �� -- -- �� __ �6 _. '_a� ,9 ;U _ _ 1�, �,�-�,,,� ;e�.� �j j r��,�. `�`1' c.a �1 �-t3�G� �-`�''�J�s �'/�;,{� � t.�e 1 �'�1(.v'�dj•�4 '�'S` 6^�°`•.�3^<1 '���',� 'fo.l� �t.� `�� °, �. �E f t Y4�� �f�i.i� _ \i `� `j V t.�l.� Y�"P`"1° t�-r>"Ci''t"_� �„�''�� `�... E���� R,�F.�� � � �f t ''7'� �+'� �"��0. �� �l � .�+�.- t v°+. E�+�"d'ri+�.t� ''C;°�', `f�J.�-���.� r.';� � � `7,�`i(`.�4-t;«�,.�y i ` �s�''°-f b"�c 2•i�^.�-�s'�tm G� . .d �; � o ` ` +� -�t7 � � C�ti L-�I �Z(�t� !( � �w�' 4`°:� �� w i �{;":1. " � rv�� f. � • ��. � ,� • 5m � 1 ,r-L�o Y-4 c(� Ss�� �`� 1s � o �' � �s cssL1� ef�ss !3 f"''�r'�C�d �r� t IP 1 ���C�S � � N, (� �s�n. Cesr "( ? T _ � �Gr.�. 9c- ����� Lto�,�, `�-� :� ?(' �'.,D 3e�s.. �..G,�ta�--':•�, �.� ,�,a. ��; �� P �5.:�E t�'� `a �., �� `= �-� � E� � � h ��, = � k� 4 ` � Z'� �'��` , l�� '� ,�. = , � 3 _ � � , D _ ��� a T��z ��t�- �> � = 3 � - -c. __ o g� � � .�-���e ,,.�" -� !-� � C �b��':�` ° _- c ��.� '� -��'t��� �•�.��� _� � �..' � e��'� � � �'r� -"" (� `' � ~ f s , ;,, � ��� - I��s� �`� �Z.� �o c � f � = � �?�� , � ��.�� �C��� . . . Date: 05-14-2010 Snail�in 3.�.� Flle= vailex M i n i mum Fact o r of Saf et y = 1 . �4 47.9 ft Behind Wall Crest At Wall Tae .�'' ! `f� r/ � ���`l � LEGEND: H= 20.0 ft �,,/" � FS= 25.0 Hips �-'' �f FY= 41.3 Hs i � Sh= 5.0 ft � S�= 5.0 ft �f GAM PHI COH SIG ��r pcf deg psf psi l��; i 120.F� 30 500 10.� ,/ 4�e j 6 � � Scale = 10 ft /' ,� �p t V � � t ` ���f �•y �i y.��� C y}, �� e � `�'^f'. F"� . ��'"+P�4`��+'".� ��:�..�":. r � �,,�:: t ' ��o File: vailex Page - 1 �"r �`M *************************************************** * CALIFORNIA DEPARTMENT OF TRANSPORTATION * * ENGINEERING SERVICE CENTER * * DIVISION OF MATERIALS AND FOUNDATIONS * * Office of Roadway Geotechnical Engineering * * Date: 05-14-2010 Time: 10:16:08 * *************************************************** Project Identification - Vail Fire Station Temporary Excavation --------- WALL GEOMETRY --------- Vertical Wall Height = 20.0 ft Wall Batter = 6.0 degree Angle Length (Deg) (Feet) First Slope from Wallcrest. = 33.0 10.0 Second Slope from ist slope. = 27.0 50.0 Third Slope from 2nd slope. = 0.0 0.0 Fourth Slope from 3rd slope. = 0.0 0.0 Fifth Slope from 3rd slope. = 0.0 0.0 Sixth Slope from 3rd slope. = 0.0 0.0 Seventh Slope Angle. = 0.0 --------- SLOPE BELOW THE WALL --------- There is NO SLOPE BELOW THE TOE of the wall --------- SURCHARGE --------- There is NO SURCHARGE imposed on the system. --------- OPTION #1 --------- Factored Punching shear, Bond & Yield Stress are used. --------- SOIL PARAMETERS --------- Unit Friction Cohesion Bond* Coordinates of Boundary Soil Weight Angle Intercept Stress XS1 YS1 XS2 YS2 Layer (Pcf) (Degree) (Psf) (Psi) (ft) (ft) (ft) (ft) 1 120.0 30.0 500.0 10.0 0.0 0.0 0.0 0.0 * Bond Stress also depends on BSF Factor in Option #5 when enabled. � ' ��� � File: vailex Page - 2 �"t��� --------- WATER SURFACE --------- NO Water Table defined for this problem. --------- SEARCH LIMIT --------- The Search Limit is from 0.0 to 50.0 ft You have chosen NOT TO LIMIT the search of failure planes to specific nodes. --------- REINFORCEMENT PARAMETERS --------- Number of Reinforcement Levels = 4 Horizontal Spacing = 5.0 ft Yield Stress of Reinforcement = 41.3 ksi Diameter of Grouted Hole = 6.0 in Punching Shear = 25.0 kips ---------- (Varying Reinforcement Parameters) --------- Vertical Bar Level Length Inclination Spacing Diameter Bond Stress (ft) (degrees) (ft) (in) Factor 1 20.0 15.0 2.5 0.75 1.00 2 15.0 15.0 5.0 0.75 1.00 3 15.0 15.0 5.0 0.75 1.00 4 10.0 15.0 5.0 0.75 1.00 � ' ���� File: vailex Page - 3 �� �_ � MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) Toe 3.365 6.9 63.6 15.5 89.9 9.2 Reinf. Stress at Level 1 = 41.250 Ksi (Yield Stress controls. ) 2 = 41.250 Ksi (Yield Stress controls. ) 3 = 41.250 Ksi (Yield Stress controls. ) 4 = 41.250 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 2 2.817 11.7 0.0 1.2 68.0 28.1 Reinf. Stress at Level 1 = 41.250 Ksi (Yield Stress controls.) 2 = 41.250 Ksi (Yield Stress controls.) 3 = 41.250 Ksi (Yield Stress controls.) 4 = 41.250 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 3 2.477 16.5 40.9 8.7 66.6 24.8 Reinf. Stress at Level 1 = 41.250 Ksi (Yield Stress controls.) 2 = 37.748 Ksi (Pullout controls. . . ) 3 = 41.250 Ksi (Yield Stress controls. ) 4 = 40.567 Ksi (Pullout controls. . . ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 4 2.246 21.3 41.1 14.1 63.9 24.1 Reinf. Stress at Level 1 = 41.250 Ksi (Yield Stress controls. ) 2 = 25.752 Ksi (Pullout controls. . .) 3 = 41.250 Ksi (Yield Stress controls. ) 4 = 40.651 Ksi (Pullout controls. . .) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 5 2 .056 26.1 40.5 20.6 62.5 22.6 Reinf. Stress at Level 1 = 28.198 Ksi (Pullout controls. . . ) 2 = 23.051 Ksi (Pullout controls. . . ) 3 = 41.250 Ksi (Yield Stress controls. ) 4 = 40.450 Ksi (Pullout controls. . . ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) , ' NODE 6 t,���O 1.941 30.8 30.1 21.4 63.8 27.9 Reinf. Stress at Level 1 = 8.788 Ksi (Pullout controls. . . ) ���.�� 2 = 3.487 Ksi (Pullout controls. . . ) 3 = 32.812 Ksi (Pullout controls. . . ) 4 = 36.537 Ksi (Pullout controls. . . ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 7 1.851 35.6 32.8 21.2 56.4 32.2 Reinf. Stress at Level 1 = 12.503 Ksi (Pullout controls. . . ) 2 = 9.081 Ksi (Pullout controls. . . ) 3 = 36.169 Ksi (Pullout controls. . . ) 4 = 37.656 Ksi (Pullout controls. . . ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE S 1.789 40.4 31.1 23.6 54.6 34.9 Reinf. Stress at Level 1 = 3 .859 Ksi (Pullout controls. . . ) 2 = 5.646 Ksi (Pullout controls. . . ) 3 = 34.107 Ksi (Pullout controls. . . ) 4 = 36.969 Ksi (Pullout controls. . . ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 9 1.756 45.2 29.8 26.0 53.2 37.7 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 2 .707 Ksi (Pullout controls. . . ) 3 = 32.344 Ksi (Pullout controls. . . ) 4 = 36.381 Ksi (Pullout controls. . . ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE10 1.741 50.0 28.7 28.5 51.9 40.5 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 0.165 Ksi (Pullout controls. . . ) 3 = 30.819 Ksi (Pullout controls. . . ) 4 = 35.873 Ksi (Pullout controls. . . ) ******************************************************************** - * For Factor of Safety = 1.0 * * Maximum Average Reinforcement Working Force: * * 0.000 Kips/level * ******************************************************************** . • ���� �f �=� w s • . '- . . . Date: 05-14-201� Snail�in � . 1� File_ vailperw MI i n i mum Fact o r of Saf et y = 2. 24 49.6 ft Behind wall Crest At wall Tae �,/ �� LEGEND: �-�'" FS= 25.0 ]{ips �`� FY= 41.3 Ks i H= 6.0 f t `„--'`� ,,�'� S h= 6.0 f t -'` � ,�'� S�= 7.5 f t q GAM PHI COH SI6 pcf deg psf psi F i 120.0 30 500 10.0 �� a a` Scale = 10 f t ' � Gt�-�e� File: vailperm Page - 1 �'� �,p� *************************************************** * CALIFORNIA DEPARTMENT OF TRANSPORTATION * * ENGINEERING SERVICE CENTER * * DIVISION OF MATERIALS AND FOUNDATIONS * * Office of Roadway Geotechnical Engineering * * Date: 05-14-2010 Time: 10:04:57 * *************************************************** Project Identification - Vail Fire Station Permanent Soil Nail Retaining Wall, MSE Faced --------- WALL GEOMETRY --------- Vertical Wall Height = 6.0 ft Wall Batter = 4.0 degree Angle Length (Deg) (Feet) First Slope from Wallcrest. = 6.0 6.0 Second Slope from ist slope. = 86.0 6.0 Third Slope from 2nd slope. = 6.0 6.0 Fourth Slope from 3rd slope. = 86.0 6.0 Fifth Slope from 3rd slope. = 26.0 50.0 Sixth Slope from 3rd slope. = 0.0 0.0 Seventh Slope Angle. = 0.0 --------- SLOPE BELOW THE WALL --------- There is NO SLOPE BELOW THE TOE of the wall --------- SURCHARGE --------- There is NO SURCHARGE imposed on the system. --------- OPTION #1 --------- Factored Punching shear, Bond & Yield Stress are used. --------- SOIL PARAMETERS --------- Unit Friction Cohesion Bond* Coordinates of Boundary Soil Weight Angle Intercept Stress XS1 YS1 XS2 YS2 Layer (Pcf) (Degree) (Psf) (Psi) (ft) (ft) (ft) (ft) 1 120.0 30.0 500.0 10.0 0.0 0.0 0.0 0.0 * Bond Stress also depends on BSF Factor in Option #5 when enabled. . � �c�'��? File: vailperm Page - 2 ���,Q --------- WATER SURFACE --------- � NO Water Table defined for this problem. --------- SEARCH LIMIT --------- The Search Limit is from 0.0 to 50.0 ft You have chosen NOT TO LIMIT the search of failure planes to specific nodes. --------- REINFORCEMENT PARAMETERS --------- Number of Reinforcement Levels = 3 Horizontal Spacing = 6.0 ft Yield Stress of Reinforcement = 41.3 ksi Diameter of Grouted Hole = 6.0 in Punching Shear = 25.0 kips ---------- (Varying Reinforcement Parameters) --------- Vertical Bar Level Length Inclination Spacing Diameter Bond Stress (ft) (degrees) (ft) (in) Factor 1 20.0 10.0 12.0 0.75 1.00 2 16.0 10.0 7.5 0.75 1.00 3 10.0 10.0 7.5 0.75 1.00 , • ���� File: vailperm Page - 3 ���`�� MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) Toe 9.082 5.4 22.0 5.2 83.3 4.6 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 0.000 Ksi 3 = 26.992 Ksi (Pullout controls. . . ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 2 5.856 10.3 11.8 6.3 70.5 12.4 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 39.234 Ksi (Pullout controls. . . ) 3 = 18.933 Ksi (Pullout controls. . . ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 3 5.560 15.3 26.4 13.7 77.8 14.5 Reinf. Stress at Level 1 = 34.539 Ksi (Pullout controls. . . ) 2 = 19.538 Ksi (Pullout controls. . . ) 3 = 28.825 Ksi (Pullout controls. . . ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 4 3.342 20.3 10.6 12.4 68.3 22.0 Reinf. Stress at Level 1 = 19.124 Ksi (Pullout controls. . . ) 2 = 10.564 Ksi (Pullout controls. . . ) 3 = 8.780 Ksi (Pullout controls. . . ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 5 2.579 25.2 11.3 12.9 60.8 25.9 Reinf. Stress at Level 1 = 7.764 Ksi (Pullout controls. . .) 2 = 4.620 Ksi (Pullout controls. . .) 3 = 10.226 Ksi (Pullout controls. . . ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 6 2.378 30.2 12.8 12.4 53.8 30.7 Reinf. Stress at Level 1 = 1.274 Ksi (Pullout controls. . . ) 2 = 3.634 Ksi (Pullout controls. . .) . � 3 = 13.234 Ksi (Pullout controls. . . ) ���� MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE EF� �� FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 7 2 .341 35.1 12.0 14.4 52.0 34.2 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 0.000 Ksi 3 = 11.733 Ksi (Pullout controls. . . ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 8 2.258 40.1 15.1 12.5 46.1 40.4 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 0.623 Ksi (Pullout controls. . . ) 3 = 16.831 Ksi (Pullout controls. . . ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 9 2.258 45.0 14.4 14.0 44.8 44.4 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 0.000 Ksi 3 = 15.874 Ksi (Pullout controls. . .) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE10 2.238 50.0 13.9 15.5 43.7 48.4 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 0.000 Ksi 3 = 15.068 Ksi (Pullout controls. . . ) ******************************************************************** * For Factor of Safety = 1.0 * * Maximum Average Reinforcement Working Force: * * 0.000 Kips/level * ******************************************************************** Schnabel �`�`�'� ►� �� FOUNDATION COMPANY � � Schnabel Foundation Company Vail Fire Station May 14,2010 FHWA Design Procedure for Determining Nail Head Strengths for a Specified Soil Nail Wall Facing Version 3.10 (Updated 10/17/2007) Summary: This program utilizes FHWA's DP103 design guidelines to calculate the nail head strength for a soil nail wall facing. Both temporary and permanent shotcrete or cast-in-place(CIP)concrete facings can be analyzed. The procedure considers earth pressure redistribution on relatively thin temporary construction facings. The program considers three potential failure modes: flexural failure, punching shear failure, and tensile failure of headed studs. Both nominal (ultimate) and allowable nail head loads are given. An empirical earth pressure formula is used to es6mate nail head service loads for comparison with the computed allowable loads. The allowable load shall be greater than the load given by the empirical earth pressure formula. The capacity of the upper cantilever portion of the facing is also checked. AASHTO requirements taken from "Standard Specifications for Highway Bridges",16th Edition,1996. Tables and figures referred to in the calculations are taken from FHWA's "Manual for Design and Construction Monitoring of Soil Nai�Walls-Demonstration Project 103", 1996. Please enter project information: v�E ,-; nab�F._o�nciatia� :m��ry��� ..: �� �I .i�B faflGJfy ���. .��'�„a ��`:� ��t�4�,� ;, , ': � ;'. Introductfon Copyright 2004 Schnabel Foundation Company . ' *�#^�E ?� Schnabel � FOUNDATION COMPANY f �y�;,�� Schnabel Foundation Company Vail Fire Station May 14,2010 �� �, ..r� � �,�. .�������� �. �. �,�z ��"`������'��.�',������',� �� Enter the following variables: Note:Enter 0 if not applicable AASHTO Load Combination 1,4 or 7:(Table 4.3) °?;= 1 �_ Nail Spacing Horizontal nail spacing:(ft) �DO T Vertical nail spacing:(ft) =�a�IQ ; Shotcrete Thickness and Strength Shotcrete/concrete thickness:(in) �:��i10 ��' Shotcrete/concrete compressive strength:(psi) '�.�Qt30�" Welded Wire Mesh Area of inesh:(in^2/ft)(See Table F.1) 3 r�Q�80�'; Wire spacing:(in) ,..,;���, ��«,v� Required�en9m onap spree�in)= e.00 Yield stress:(ksi) ��,�,�";; AASHTO,16th Edition,Article 8.32.6.1,p.191 Horizontal Waler Bars Quantity of bars per nail: '�� _ a� Required length of lap splice(in)= 20.52 B8f SIZ2#:(3-9) �°��+� �?: AASHTO,16th Edition,Article 8.32.1.4,p.193 Yield stress:(ksi) ,��;jl;�� ,�:: Non-contact lap splices see Article 8.32.1.3 Vertical Bearing Bars _ __ __ _. Quantiry of bars per nail: =-� �,���" Barsize#:(3-9) =�-�4 �:' Yield stress:(ksi) �, �r� :_ `, Bearing Plate Details Bearing plate width:(in) ��;i3€3:°'= Bearing plate thickness:(in) ��'�� _== Diameter of nail tendon hole:(in) �':�(�5 �_ Yield Stress:(ksi) '��, � Drill Hole Diameter:(in) �'�flt� .--- Temporary Facing Copyright 2004 Schnabel Fou�dation Company . ' �� �€ �� Minimum and Maximum Reinforcement Ratio Check AASHTO Requirements: j�/�3'� f . --►To Ensure Ductile Failure: Minimum reinforcement ratios: (requirement waived per FHWA, DP 103,Section 4.7.1,p. 106) Maximum horizontal reinforcement ratio: �� � aasHro,16th Edition,Artkle 8.16.3.1J,eq.s-�a Maximum vertical reinforcement ratio: ;;U�1�'t��� aasHro,16th Edition,Article 8.16.3.1.1,Eq.8-18 Checking AASHTO maximum steel requirement... OK —►Shrinkage and Temperature Reinforcement: None required per FHWA,DP 103,Section 4.7.1,p. 106 FHWA Requirements: A reinforcement ratio(based on gross area)of no more than 0.0035 should be considered if Cf>1. FHWA,DP 103,Section 4.5.2,p.89 Checking FHWA maximum steel requirement... OK Flexural Strength Calculations Flexure Pressure Factor,C.�,(Table 4.2)_ ��,�3=�: Horizontal Positive Moment Capacity(kip-ft/ft)= 1.51 Horizontal Negative Moment Capacity(kip-ff/ft)= 1.51 Vertical Positive Moment Capacity(kip-ft/ft)= 0.78 Vertical Negative Moment Capacity(kip-ff/ft)= 0.78 Nom.Nail Head Strength for Flexure,T�,(kips)= 24.85 "Vertical moment capacities govern. Allowable Nail Head Load for Flexure,Tf(kips)_ �;„��' *'See Table 4.4 == CONTROLS Punching Shear Calculation Intemal Punching Shear Strength,V„(kips)= 38.15 Do you wish to consider soil reaction contribution to punching capacity? ;Y�,+=F; Shear Pressure Factor,Cs,(Table 4.2)_ ��.�3��-= Nominal Punching Shear Strength,Tfi(kips)= 42.24 Allowable Nail Head Load for Punching,T,(kips)= o��°��',. *'See Table 4.4 Empirical Minimum Allowable Nail Head Service Load Check Enter the following variables: Empirical coefflcient F:(0.3-0.7,use 0.5) '�; �15..:;_. Active earth pressure coefficient Ke:" _°'�;0.33'.`.�� Soil Unit Weight:(pcfl ": #2t�". - Wall Height:(ft) �;25.t�;_".� *If Ka is not known,enter Ka=0 above and estimate active load Pa:(kips/ft of wall) {};{}.;..; Estimated Nail Head Service Load(kips)_ ";°���< Facing design exceeds estimated service load requirements. No revision required. Temporary Facing Copyright 2004 Schnabet Foundation Company Schnabel � ��`� FOUNDATION COMPANY � ����� Schnabel Foundation Company Vail Fire Station May 14,2010 ��c ��� y �`�tt i ��'����� �` ':w� � x ��' �`3������,__ � "` � tYr � � ��e.`���� C� '�s�� �� oy.,t .�.�{ �.�.�".'Y���. � �°�;,'�w�a m h����., . �Z��s ���v�.� .,��...����'���� �'.�..�o...;4F; ..�i r "�S:'3����`.'.� � .,"k���."�`a.. Enter the following variables: Note:Enter 0 if not applicable AASHTO Load Combination 1,4 or 7:(Table 4.3) � Nail Spacing Horizontal nail spacing:(ft) A 8 DO., :, Vertical nail spacing:(ft) 6.0€}_ ; Facing Properties and Thickness: Material:shotcrete or CIP concrete? ���t��cr�fe; Shotcrete/concrete thickness:(in) �a 7��;�; Shotcrete/concrete compressive strength:(psi) � ,40Cf0�=��-? Horizontal Reinforcement Bar spacing: (in) "f�.� ,' _ Bar size#:(3-9) +t�.�„�`�;� Required/ength of/ap splice(ln)= 20.52 Yield stress:(ksi) -�Q���,'� AASHTO,16th Edition,Article 8.321.4,pJ93 Non-contact/ap sp/ices see Article 8.32.1.3 Vertical Reinforcement Bar spacing: (in) ���� ��,���.; Bar size#:(3-9) `:,., 4���"� Required/ength oflap splice(in)= 20.52 Yield stress:(ksi) „ BU '-` � a4sHro,16th Editfon,Article 8.321.4,p.193 Non-contact/ap sp/ices see Article 8.32.1.3 Bearing Plate Details Bearing plate width:(in) � 8 t3g�:��> Bearing plate thickness:(in) � ��5-��i Yield Stress:(ksi) �,,.�..�36 �_ Headed Stud Details(See Table F.3) Note:Design assumes 4 studs per plate Stud spacing(cc):(in) G�°:: i Stud length(after weld):(in) , ,��=�r; Diameter of stud body:(in) t��rv':; Diameter of stud head:(in) '; 9{�:;`' � Head thickness:(in) {���-,_,;; Ultimate Stress:(ksi) 6t� �"�, Drill Hole Diameter:(in) ��I �{�I�_��`�� Permanent Facing Copyright 2004 Schnabel Foundatlon Company . ' ,� ;� „�� Minimum and Maximum Reinforcement Ratio Check AASHTO Requirements: � ���� �To Ensure Ductile Failure: Minimum horizontal reinforcement ratio: (requirement waived per FHWA, DP 103,Section 4.7.1,p. 106) Maximum horizontal reinforcement ratio: r i3L?2��� Maximum vertical reinforcement ratio: ; �3 @����� Checking AASHTO maximum steel requirement... OK �Shrinkage and Temperature Reinforcement: Minimum reinforcement=0.125 inZ per foot, reqardless of wall thickness. AASHTO.16th Edition.Article 8.20.1.o. 187 Checking AASHTO minimum steel requirement for shrinkage and temperature... OK FHWA Requirements: No additional requirements for permanent walls. Flexural Strength Calculations Flexure Pressure Factor,G,(Table 4.2)= 1.0 Horizontal Positive Moment Capacity(kip-ft/ft)= 2.71 Horizontal Negative Moment Capacity(kip-ft/ft)= 2.71 Vertical Positive Moment Capacity(kip-ft/ft)= 2.71 Vertical Negative Moment Capacity(kip-ft/ft)= 2.71 �. . .,. Nom. Nail Head Strength for Flexure,Tfi(kips)= 43.29 ""Both vertica/and horizonta/moment capacities govem. Ailowable Nail Head Load for Flexure,Tf(kips)_ � "*See Table 4.4 Punching Shear Calculation Intemal Punching Shear Strength,�(kips)= 40.58 "Group pulloutofstudsgoverns. Do you wish to consider soil reaction contribution to punching capacity? ��„��� �: Shear Pressure Factor,C$,(Table 4.2)= 1.0 Nominal Punching Shear Strength,T�,(kips)= 41.89 Allowable Nail Head Load for Punching,Tf(kips)_ ��2$,'�,�:1 == CONTROLS **See Table 4.4 Headed Studs Tensile Strength Calculation Nominal Headed Stud Tensile Strength,Tfi,(kips)= 47.12 Allowable Nail Head Load for Tension,Tf(kips)_ ��31:��'' Empirical Minimum Allowable Nail Head Service Load Check Enter the foilowing variables: Empirical coefficient F:(0.3-0.7,use 0.5) D_5�-���:',: Active earth pressure coefficient I�:` t�.38;�-; Soii Unit Weight:(pc� ��(?���,; Wall Height:(ft) i 25-0�'. � *If Ka is not known,enter�=0 above and estimate active load Pa:(kips/ft of wall) -� Estimated Nail Head Service Load(kips)_ ��; . . Facing design exceeds estimated service load requirements. No revision required. Permanent Facing Copyright 2004 Schnabel Foundation Company ���� Schnabel ' ��� � FOUNDATION COMPANY Schnabel Foundation Company Vail Fire Station May 14,2010 ,,�� ����, � ��_. � �� � � � ��x � : ; ��� ������ �� � �� ,<� ���� z� `� �� � �,� � �� �i��,�A.� .�� a..,u �,�,..� �,__� r�n�u,� r�� FHWA requires that the upper cantilever portion of soil nail wall facings be checked for structural adequacy. This check is required because the upper cantilever is unable to distribute load by soil arching to adjacent spans. Permanent facings must also be checked for serviceability. IMPORTANT: Do you wish to calculate values corresponding to the Temporary Facing or Permanent Facing worksheet? ,� �Per�ar�tit Enter the following variables: _________ Upper cantilever span:(ft) .��.:.:�;(��,._ Active earth pressure coefficient Ka:' � `, ���; Soil unit weight: (pcf) 1�U��;°' Surcharge load:(psfl � `��;��= *If Ka is not known: 1.Enter Ke=0 above 2. Estimate active load Pa:(kips/ft of wall) � r� 3. Enter point of application:(ft above the nail head) ���,� '�; Shear Capacity Nominal shear strength of cantilever:(kips/ft) 5.31 Allowabie shear strength of cantilever:(kips/ft) ,; ,�; Estimated service shear:(kips/ft) Shear capacity OK. No revision required. Moment Capacity Nominal moment capacity of cantilever:(kip-ft/ft) 2.71 Allowable moment capacity of cantilever.(kip-ft/ft) �;;:��"1�, " Estimated service moment:(kip-ft/ft) �°��,, � MomeM capacity OK. No revision required. Serviceability Check Service steel stress limit:(ksi) ;����,; �; Service steel stress:(ksi) �x'#��36°�'; Seviceability check OK. No revision required. Upper Cantilever Copyright 2004 Schnabel Foundation Company �,f��� Schnabel i���� � FOUNDATION COMPANY Schnabel Foundation Company Vail Fire Station May 14,2010 '�'`�-'��...��.� vx ^k`wz �& �a� ...= �"�.� �*,aa:�� � E �f �k� ��� � ��. '.,�� �''� �. ::>. � `��'�i ��"������� .��M�. ����.., ..-������y; �,����� xy�� ,_(� �� . r�. t:: ,.y ..., � .' .� <.. .a � � �. ,.',:�..,d >.....;�<�, ,. . �o-'„,�,,,,.��` ,F. �, .�.,..�,�.:w, ... ���•�i: FHWA Requires: (1)bearing stresses to be checked when plate width<8 in. (2)moment capacity to be checked when plate thickness<3/4 in. FHWA,DP 103,Section 4.5.1,p.86 Bearing Stresses According to PTI,the allowable bearing stress beneath a plate is equal to 1.25'P�. The stress level will never govem design. Plate width should therefore be determined based on punching shear of concrete facing. PTI,5th Edition,Section 3.1.7,p.213-214 Moment Capacity Allowable Nail Head Load(kips) ;', �°�, vz (0.75*NailLoac,�Plate Widtyi -►Based on required thickness t= D,*(Plate Widt�r HoleDiamet)*Allowable�ess where D�=ductile plate load redistribution factor=2.5 Allowable Stress=0.75 Yield Stress based on AISC,9th Edition,Equation F2-1,p.5-48 Bearing Plate Copyright 2004 Schnabel Foundation Company ;.��;��� Schnabel r���� � FOUNDATION COMPANY Schnabel Foundation Company Vail Fire Station May 14,2010 S�D � � �������-��,.�, a n��,, � s� � � � � �� � � �� � � v ����`� � u� �'�� � x�� �"��*' . �t;� °��a�� ������� .�`�' ���� ,��a�-a`�����r"� ..,���S��a�i���� .��?, �. `�������:��� �„r� Table 4.2 Facing Pressure Factors Recommended for Design Temporary Facings Permanent Facings Nominal Facing Flexure Pressure Shear Pressure Flexure Pressure Shear Pressure Thiclmess(in) Factor CF Factor Cs Factor CF Factor Cs 4 2.0 2.5 1.0 1.0 6 1.5 2.0 1.0 1.0 8 1.0 1.0 1.0 1.0 Table 43 Load Combinations in AASHTO Specifications Group D L E B RST EQ % I 1 1 1 1 0 0 100 IV 1 1 1 1 1 0 125 VII 1 0 1 1 0 1 133 Notes: D=dead load L=live load E=earth pressure B=buoyancy RST=rib shortening,shrinkage,temperature EQ=earthquake Table 4.4 Nail Head Strength Factors-SLD Failure Mode Nail Head Strength Nail Head Strength Nail Head Strength Factor Factor aF(Group n Factor aF(Group I� aF(Group VII) FacingFlexure 0.67 1.25(0.67)=0.83 1.33(0.67)=0.89 Facing Punching Shear 0.67 1.25(0.67)=0.83 1.33(0.67)=0.89 Headed Stud Tensile Fradure ASTM A307 Bolt Material 0.50 1.25(0.50)=0.63 1.33(0.50)=0.67 ASTM A325 Bolt Material 0.59 1.25(0.59)=0.74 1.33(0.59)=0.78 Tables Copyright 2004 Schnabel Poundation Company • �*;�*� b.� Table F.1(modified) �,.,a ��� � Common Stock Styles of Welded Wire Fabric ' c �, r Style Designation Steel Area(in2/ft) Metric Style Designation New Old 6x6-W1.4xW1.4 6x6-1Ox10 0.029 152x152MW9.1 xMW9.1 6x6-W1.7xW1.7 6x6-9x9 0.034 6x6-W2.1xW2.1 6x6-8x8 0.041 152x152MW13.3xMW13.3 6x6-W2.SxW2.5 6x6-7x7 0.050 6x6-W2.9xW2.9 6x6-6x6 0.058 152x152MW18.7xMW18.7 6x6-W3.4xW3.4 6x6-Sx5 0.067 6x6-W4.OxW4.0 6x6-4x4 0.080 152x152MW25.8xMW25.8 6x6-W4.7xW4.7 6x6-3x3 0.094 6x6-W5.4xW5.4 6x6-2x2 0.108 152x152MW34.9xMW34.9 6x6-W6.3xW6.3 6x6-lxl 0.126 6x6-W7.4xW7.4 6x6-Ox0 0.148 4x4-W1.4xW1.4 4x4-10�c10 0.043 102x102MW9.1 xMW9.1 4x4-W1.7xW1.7 4x4-9x9 0.052 4x4-W2.1xW2.1 4x4-8x8 0.062 102x102MW13.3xMW13.3 4x4-W2.SxW2.5 4x4-7x7 0.075 4x4-W2.9xW2.9 4x4-6x6 0.087 102x102MW18.7xMW18.7 4x4-W3.4xW3.4 4x4-Sx5 0.101 4x4-W4.OxW4.0 4x4-4x4 0.12 102x102MW25.8xMW25.8 4x4-W4.7xW4.7 4x4-3x3 0.140 4x4-W5.4xW5.4 6x6-2x2 0.162 4x4-W63xW6.3 6x6-lxl 0.189 4x4-W7.4xW7.4 6x6-Ox0 0221 Tables Copyright 2004 Schnabel Foundation Company � �.:���"p� ����� Table F3 Dimensions of Stock Size Headed Studs Anchor Size Nominal Area(in2) After Weld Length(in) Head Diameter(in) Head Thickness(in) 1/4 x 2 11/16 0.049 2 9/16 0.500 0.187 1/4 x 4 1/8 0.049 4 0.500 0.187 3/8 x 4 1/8 0.110 4 0.750 0.281 3/8 x 6 1/8 0.110 6 0.750 0.281 %:x 2 1/8 0.196 2 1.000 0312 %Z x 3 1/8 0.196 3 1.000 0.312 %:x 4 1/8 0.196 4 1.000 0.312 '/z x 5 5/16 0.196 5 3/16 1.000 0.312 '/2 x 6 1/8 0.196 6 1.000 0312 '/x x 8 1/8 0.196 8 1.000 0.312 5/8 x 2 11/16 0.307 2%z 1.250 0.312 5/8 x 6 9/16 0307 6 3/8 1.250 0.312 5/8 x 8 3/16 0.307 8 1.250 0.312 3/4 x 3 3/16 0.442 3 1.250 375 3/4 x 3 11/16 0.442 3%2 1.250 375 3/4 x 4 3/16 0.442 4 1.250 375 3/4 x 5 3/16 0.442 5 1.250 .375 3/4 x 6 3/16 0.442 6 1.250 375 3/4 x 7 3/16 0.442 7 1.250 375 3/4 x 8 3/16 0.442 8 1.250 375 7/8 x 3 11/16 0.601 3'/2 1375 .375 7/8 x 4 3/16 0.601 4 1375 375 7/8 x 5 3/16 0.601 5 1.375 .375 7/8 x 6 3/16 0.601 6 1.375 .375 7/8 x 7 3/16 0.601 7 1.375 375 7/8 x 8 3/16 0.601 8 1375 .375 Tables Copyright 2004 Schnabel Foundation Company ' � ��-�O Schnabel �Zl ��� FOUNDATION COMPANY � Schnabel Foundation Company Vail Fire Station May 14,2010 �� �� � � � ��` °,�� ��R� ' R'��; '���! t� . � a ��.�� �� ,,�',?���. : ��� �' ����,��, ���`�� ��`�� �� �„ .�`. ,�'�•.�, z., � __��,±WI �, ���v�,�� ���..s...s,�;i, • . . shoicreie wira�t+e�3 vsix bars tirrtical baarin4 bus soii nail {tiy r11oR�en! [-�ft70Rtefll � Hartzontal Section and NiQ�ne�ts � i i I �� horieanlal vwia�ha�s - soi�nsil I t-J mvtnent 1 � l�OtC�01e i = jr}moment � Miro m�sh � � f rsr'l�sl boarirg ba�s •�I i .� i � f � � Vertir.al Section and Nio�nents F�gure 4 Typica� Section�ews with Motn�nt�iagrams Figures Copyright 2004 Schnabel Foundation Company k��� 1����� vlaler bers �L--�i r tnternal Facing Camponent Faitura Sur�acQ . I ol Resistance,Vk I l • I � ( ��PL J '�. - fl� �, T � � � � � Critira!�iameter fnr Slrength Catculatioa . Lqcated at Mid-dep[h od Cone ' Sa7 Crxnponent . �� of Resistance _ �� - nate: . �.�.'_�cc'� A� = A DG/4 D'�= D�-h� � �c=xQ��l4 =b��h� . "femporary8earirtg-Plaie Go�rtect'son . Failure SurEaca Ir•temal Facing Comportent r . Q ,�of Piesistance.VH . � i--ss�s� - � , . . _ , .• D•� +� , 4+s hc � -- 1 � f Critical p9ameter for � .Strersgth CaECUIai{en . _ Locat�d at Mid-tlepi� � . . of Cone . . Soi1 Cempanent _ � _ . af Resistance I�lote: � �� Nate: 'Fernporary tacing not shown for olarity. ��Q�c� . A� ; s Q�!4 D'�= D�-h� . � . '4�C=x D��J4 � - =SgH t h� Permanent Headed-Stud Cannectlon F'sg�+re 4.9 Punching Shear af �lasl Head Connecf3ons ' Figures Copyright 2004 Schnabel Foundatton Company k��� � :�.�e�,�, z��� ; . � �� .���� ���� �� �� $�.� . � � K��' �r� � L`MtaNN1Q 4{� ` � . Rlpper NaU Raw ��Cckical SaGtion�or ChedclnD ' � Shesr and Ftexu►y Fjgure 4.93 Upper Cant�lever Des�g� Figures Copyright 2004 Schnabel Foundation Company S chnab e1 c�iC�va$�o�, sh�e�� FC7LiNDATION COMPANY Prc�ject ��,+� 1` �''�. ��'+��""' �,^= Contract No. �f�'�1n Location �,�r��� �`� Sheet No. Z� Architech/Engineer Date ��`Q�lr� General Contractor _ gy�'� , _ . �� - F, ti a :i� u _ �? �� �; i�, �� ���ti �9 '� -� -- - _-i 'S �6 _- 's _. ;r� _ �-���.,���� �,r� s�� ,� +�. �:��!�� w�-���� �, w�.S�= ���'►-� yy��,� 1� _, ��� ��4 �,�� (M�s,� l'jtx...� � `� sl�.v�-( c�,r�-,�-t- ,r-t.'��c� - .�.-.--°�'� ,. t� t-t C� � s{'c c e.-•� ������� _ ` � �' 4 xk �t w �(.n� '^�.y,0 �: � � � F�s h� Z t a 7�t.-S �`' 1Z� �� . i ' ,-(--e n�4 r tst 1L j@ b O `t,c�:; � . . , , _ �-�r��c 2 ' ec t��,� , , ° t�� 'y°a'1 t�.� t � l)�i'+�'CG� t � r ' ��i�t�r4 t�--� �°1�..��r � � "�� �"GE ko��t�E. �1 �� t.+�.3G.�'�` (°-� � ,I"v t �� � �.�, �. -� �, _ , l� , %rt.G. a(,r•c� �:.�'�� �1 l,:{ �"s CkY �Q a�E-�`�!�4 t� � ., J �'C�` � y4p��,..v�� r � �.� �5,,�^ `� ;�'` � � �^f N�V.�Gw✓ , ��� � �„�,�c�`J c4,^�--c� '`�`t,a.-A� u -, f��� .�---�-._ �., S c h� a b e 1 Calculation Sh�e#s FOtiNDAT10N COMPANY Project `✓C, t� F��-�. �o�--�c� Contract No. ��'t�?� Location C.'� ! � �� Sheet No. �Gc f �� Architech/Engineer Date ����d��'� Genera! Contractor By "'�, C"� i _ � 5 6 7 � �� :1 �� �_ i? . - i�, ,7 �s ,<, ,�, ,, __ 'a _- '_6 _� _S �9 ;o , ��� �'"/Y �ci �Q�6�1 v�G.�"1�'►`a _ �zf x �z,oc-> = 1, 3i o ��� , �'jd�� �—� .�.. �? 5 �;��� — � ��/�� * d�-�����:c,o �����.� � �k 6 ` l �-S' =���r �: � � tin .,, I�� � �-O'-'�'�„�....Ji ��a � F�' �. 6'�j �-I'�w��.�o �t� � ��a _ �j`�� '�l u� �.3� � i= ,_ �1.�.�.- � `t4�,,,c�� � ` t.'� :.�.�r� ,- {� �'��f'G��� '� � $r �<,3 � �� I �"��r �/ � `J`�`�� �� - „` �� ic _'!i ='ii �,� . � �� �fl �,1�� �� Tensar Intemational Corporation 5883 Glenridge Drive,Suite 200 Atlanta,Georgia 30328-5363 ��ns��.` Phone:800-TENSAR-1 �4`:���'��'<�'- xnvw.tensar-international.com Product Specification - Biaxial Geogrid BX1200 Tensar lntemational Corporation reserves the right to change its product specifications at any time. It is the responsibility of the specifier and purchaser to ensure that product specificafions used for design and procurement purposes are current and consistent with the products used in each instance. Product Type: Integrally Formed Biaxial Geogrid Polymer: Polypropylene Load Transfer Mechanism: Positive Mechanical Interlock Primary Applications: Spectra System(Base Reinforcement,Subgrade Improvement) Product Properties Index Properties Units MD Values' XMD Values' ■ Aperture Dimensions mm(in) 25(1.0) 33(1.3) ■ Minimum Rib Thickness2 mm(in) 1.27(0.05) 1.27(0.05) ■ Tensile Strength @ 2%Strain3 kN/m(Ib/ft) 6.0(410) 9.0(620) ■ Tensile Strength @ 5%Strain3 kN/m(Ib/ft) 11.8(810) 19.6(1,340) ■ Uitimate Tensile Strength3 kN/m(Ib/ft) 19.2(1,310) 28.8(1,970) Structural Integrity ■ Junction Efficiency° % 93 ■ Flexural Stiffness5 mg-cm 750,000 ■ Aperture Stabilitys m-N/deg 0.65 Durability ■ Resistance to Installa6on Damage' %SC/%SW/%GP 95/93/90 ■ Resistance to Long Term Degradation8 % 100 ■ Resistance to UV Degradation9 % 100 Dimensions and Delivery The biaxial geogrid shall be delivered to the jobsite in roll form with each roll individually identified and nominally measuring 3.0 meters (9.8 feet)or 4.0 meters(13.1 feet)in width and 50.0 meters(164 feet)in length. A typicat truckload quantity is 160 to 210 rolls. Notes 1.Unless indicated otherwise,values shown are minimum average roll values determined in accordance with ASTM D4759-02. Brief descriptions of test procedures are given in the following notes. 2.Nominal dimensions. 3.True resistance to elongation when initially subjected to a load determined in accordance with ASTM D6637-01 without deforming test materials under load before measuring such resistance or employing"secant"or"offset"tangent methods of ineasurement so as to overstate tensile properties. 4.Load transfer capability determined in accordance with GRI-GG2-05 and expressed as a percentage of ultimate tensile strength. 5.Resistance to bending force determined in accordance with ASTM D5732-01,using specimens of width two ribs wide,with transverse ribs cut flush with exterior edges of longitudinal ribs(as a"ladde�'),and of length sufficiently long to enable measurement of the overhang dimension. The overall Flexural Stiffness is calculated as the square root of the product of MD and XMD Flexural Stiffness values. 6.Resistance to in-plane rotational movement measured by applying a 20 kg-cm(2 m-N)moment to the central junction of a 9 inch x 9 inch specimen restrained at its perimeter in accordance with U.S.Army Corps of Engineers Methodology for measurement of Torsional Rigidity. 7.Resistance to loss of bad capacity or structural integrity when subjected to mechanical installation stress in clayey sand(SC),well graded sand(SW),and cnished stone classified as poorly grdded gravel(GP).The geogrid shall be sampled in accordance with ASTM D5818-06 and load capacity shall be determined in accordance with ASTM D6637-01. 8.Resistance to loss of bad capaciry or structural integrity when subjected to chemically aggressive environments in accordance with EPA 9090 immersion testing. 9.Resistance to loss of bad capacity or structural integrity when subjected to 500 hours of ultraviolet light and aggressive weathering in accordance with ASTM D4355-05. Taisar Intematbnal Corporation wartants Nat at the time of delivery the geogrid d� fumished hereunder snan co�orm io me specficac�on stated herein. My omer This product specification supersedes all prior specifications for the produc� wartanty induding merchanhability and fiNess for a particular purpose, are hereby exduded.If the geogrid dces not meet the specfipGans on this page and Tensar is described above and is not applicable to any products shipped prior to June 1,2007 notified prior ro inshallation,Tensar will replace the geogrid at no wst to the customer. � C �1��b � � Ca9cuEat�o� Shee�s FOUNDATION COMPANY Project '�✓�`� rt"°`�� �`'�� � Contract No. c1�'�� Location Sheet No. ���.'� Architech/Engineer . Date General Contractor By I _ . -t j l 7 S 9 10 II I' 13 1-} I> 16 17 J! 19 '0 ''I ''' "'� 'J ?j ?6 ?7 '_R ?9 30 � Tr�ES� c��cv�,�-,��-�.�5 r��.� i3.a�� ����•��� �►�- r� n2s��.✓ ,4�.,r� C't�'�t-�tr��c��l 0�= ��t� �S� (,v�t-�.v-j YU�'c- �?fr� .f��'�S t'L(.� (/R-i� ��.� S%�?U v f�Ji�i. ' _ Tlfi�� c.��c.� �3�E o�� � 7'�v �ra l'Ltr���. %7�-+e-��,� �-�.� �.� ��h� - ��J rf�T. �Tf'/� �nP r�t�c-` Gr¢-c,c.vcrrt-r"7v�J, GG K 2r'�S i2u s.� �b i'7{�, i'"v A (rJrt-�-E.- <y� � � �i�rL�� tN rrLL D►�- I«tr�L. Im,- � i u G C.t�.- f7/�-� �+9-<CR. ,, �� ��Z7z�� !N't4-L-L. L'_r1-LcvL�'7Zv�vS �K-(L-2'�Si��ti'4 � TFf-�- :�✓�—LC.S ` ON A �e,.., o Tr��.-�O w�-c�. �.,�o Ta�'� F� �T*v,.�-z Tr..a� /�1 e�-�T� D�J �' � �t�.�-r�U t�3'°�C.-C._. y . . . . �f . . . . . . ;, �Jf/� S�✓r�t,��/� LO�¢0 T�f"�"' !S �F�f�c!�/� �'ta hf-i� i�.0 .tr�� ����.'3 �� C..I�'G E ve��9�-a�`F C�°�.5 d� !��i��!`f�.ff7��' ��"�f� �'1�'�°" { c` iy B►�'-T7Fi�� /'.�� f� /��. �c�►� t�s�°`�C- ;= , i� ._ _ i:� _ n . . . . . .. . . i n . . . . . . . . ... . i,� . . . . . .. . _ . .. . . . .. �`� . . . . . .. . . . . . . .... . . . . �' . . . . . . .. .. . .�_i . .. . . . . . . � ��, ,� . . . . . . . . . . . ... . .. . . . . �. . �` . ... . . . . . . . . . . . . . . 'iC� _ ,., 3; _ � � C �11Z� b (� � Calculati�n �heets FOUNDATION COMF'ANY Project (f!�-iY� ��� �-►'�-r"7�✓ Contract No. ���� Location� Lo Sheet No. -��e`�-�— Archit?ch/Engineer I Date �fs�C o Generak Contractor �`�„ �tk��4- 6y �Sr2- i _ . -t i h 7 S 9 10 11 i'_ I; I-1 li 16 I7 IR I J '0 '_I " _., �� '� '_(> =7 '_R �9 ;0 _ `,� � �: 3� i f 5' � (� �C l c�U U � . _ -�,�t'5r� t�—Fcv C�-t� 5 ' _ . S , �, _ _. ,� ; , _ . _ . . 6JT`�le.c..� Gd.yA-(�tTCA � s� li; �(1�t/c.91'}-(9�� V�caC.�iL - - - �D .ZStr — �•S�� (/`f�if�' l _. ,, Gg�s 2`?'{s„".' Ec��'o r-�.��5 i a� �, LZS '��lr��3 _ � ��r° ,_ , ,� , � ' �O. (. s' ,2,t,Nus 4�vtavc...trz.�t-GG[-r�.te,�,-r�. �, ` — f �` G ► p \ i r, � ��.� ! � . - i t ��; , , � ,�� � �Zrr � � �i , � �, v!�(iti.b ,, i _ _ „ � . ✓P� (�t X ;S�p _' � o, T�-R. G i� „ Glrrc:(� ,; -- � o' ;??f tS�� '��.�.Y-d�F� ,� _ , _� .. ` Gi�.c�c�.e� , r -_ ' � , =r, t ,� '" 1 Z' �, _ ,�, ,.� ,tr .� - �.�,�.�,,a, �,t� I Z� ; ;. _ _ _ _ _ z ,� _ �. ,..,,.�,�,,.�,v,.�,o...,.�.,�,.�.v,.vo�r.,..�o,._..�.�..vo�,,.vo�.,�o.�.,e.�.vo,a.�.�.,.vo,v.,�,�,�.vo�,.,��..=�o�,.vo�.,.�,o,,..�.>w�.,..,e„�,.��.,.��,.v.v.,v,.,�o.".,�,,..,.��.�.�.,.�, MESA--Tensaz International Corporation Vail Fire Station-Top wall heseat Date/1'�e:Thu May 13 15:29:09 2010 Copyright(c)1998 ADAMA Engmeeimg,Inc. xw,iw.L.w.veuon.a�or...voua.:iorr.�a,rn.zwr.o.xwu.n.vu,r.voron.iiour�.vu.dn.zior..n.vo.rm.v.uon.vu.vn.:�or.�.va.w..vu�..e.>w.dn.>�o.w.uo.r.n.aiuuw.:aro..:iou�..swnwvn�rn.vouen.�ur�..a.u�n. �v��� Vail Fire Station-Top wall AASHTO DESIGN METHOD PROJECT IDENTIFICATION Title: Vail Fire Station-Top wall Project Number: Client: DesiQner: MSR Station Number: Description: Company's information: Name: Schnabel Foundation Company Street: 2950 S Jamaica Court,Suite �07 Aurora,CO 80014 Telephone#: 303-696-7268 Fax#:. 303-745-0887 E-Mail: Ori�,inal file path and name: C:�Program Files�ADAMA�IvIESAPro23\VFS-top wall.DOV Original date and time of c�eating this file: Thu May 13 09:15:59 2010 PR06RAM MODE: ANALYSIS of a SIIvIPLE STRUCTURE using GEOGRID as reinforcing material. v,a.�o.�.�.�,.uo,�,.�.�,..��o,�.,.��,.�o.�.,�„a.�,o�.,��.�o.r.,.�ow...�a,r.,�.r..��.�u�,.vaw.�.�..r,.>,o�...�w.,.a.vo�,.�»Y..,.��o.�.�.�,.>�ow.�.�»....>,o�...�..�..>b.r.�.�.. Vail Fue Station-Top wall # - Page 1 of 10 I C:�Program Files�ADAMAUvIPSAPro23\VFS-top wa11.DOV Designer:MSR at station: . �✓�LOY�1�}.I011�lw`JO�W e i1011�Iw iN Y�Yw 110W1e LO Mrtw L0�w1e`JO Mnln 11Y Ndm JO N�In JO MoM LO N��110 N�I�iN 1YYn L0)1�b La aYJ�e 210 urlw Lo Mrin 110Y�M�LCY�lr+J0Yr11s 210Yr1w 110 MrM L0lYYn 110}IM�1N�YMa 110YrIw 310Y�tn LOYM�i1sY�1�11p MESA--Tensaz Intemational Corporation Vail Fire Station-Top wall Pteaent Dete/fime: Thu May 13 15:29:09 2010 Copyright(c)1998 ADAMA Eugi�etmg,Inc. �r.n.xwu�n.:wu.r.�euw.iiewr.sxr.r.,vo��r.swarn.=ww..n.>ia�rn.=rou..n.vou..n.a�ar.nevawert.s�a.wn.�ouw.�o.v..an�ww.a�aarnr_rou��e.>ia�rn.voreer.x�ouen.xaa�wn.x�o.rn.�e�rn.vou..r.iwr..neiiou.w.vourwiwr..r,.vexr.vo SOIL DATA ��/�� 1 REINFORCED SOIL Unit wei�ht, v 125.0 lb/ft 3 Design value of internal angle of friction, � 34.0° RETAINED SOIL Unit weight, v 125.0 lb/ft 3 Design value of intemal angle of friction, � 34.0° FOLTNDATION SOIL(Considered as an equivalent uniform soil) Equivalent unit weight,v���;�. 120.0 lb/ft 3 Equivalent intemal angle of friction, �w,,, 30.0° Equivalent cohesion, c�,,;,.. O.O lb/ft 2 Characterization of Reinforced soil: 1.5"minus angulaz aggregate(CRUSHED STONE) Water table does not affect bearing capacity IATERAL EARTH PRESSURE COEFFICIENTS Ka(internal stability)=0.2827 (if batter is less than 10°,Ka is calculated from eq. 15. Otherwise,eq.38 is utilized) Inclination of internal slip plane, tu=62.00° (see Fig.28 in DEMO 82). Ka(extemal stability)=0.3381 (if batter is less than 10°,Ka is calculated from eq. 16. Otherwise,eq. 17 is utilized) BEARING CAPACITY Bearing capacity coefficients(calculated by MESA): Nc=30.14 N Y=22.40 SEISMICITY ; Not Applicable ! r.n.�suwrsurrrzrour.z�a r.r.vow..r.aro.rr.sxw..n.sw�rr.�our.ve�rar ve.dn._io��er vor..n.>�o�rn.�o.rn.:w��rr_w�r�.iio�v,.xw�rn.xie.rrr��rr.zior�r.vs�rn.>io�v,.>ro�r1.�ou�r.�o�v.e_wr�n.siorrriw.r..s»u..n.sw Vail Fire Station-Top wall # - . Page 2 of 10 C:�Program F1esWDAMAUvIESAPro23\VFS-top wall.DOV . Designer:MSR at station: 0� N�11�1 N�f�2M�1�IU110Ye1w11<YrM2NMnlwy�oN�lelroWRie210N�M2N�WeLOM�I�110Ne1o11oYrRLONM�IMN�IbSM11�I�iM1✓�LOY�RS�OU�M11011��w3WYafn11D�YNaiIONeInLOWY1e110�Y/e3J0YM�2WNN�J0YYe110�Ir11�110NW��tIOtl�I��11�1�e210 MESA--Tensar Intemational Corporation Vail Fire Station-Top wall Present Dete/1'�e:7'hu May 1315.29:09 2010 Copyiight(c)1998 ADAMA Fsngmusing,Inc. Iloi1st10YM�tMY�fl�LOY�Iw110YM�ipMrIw110 WfwLOYrIieLOYrfwJal,YVIe11Elr1`1�OYrIn110NeML0�W1f�2pMM1N11�siNY�IM110YnM1104r1w110 WIw1101YYnL0YrIw110AVIe1roYMe110Mr�w JOYe1eLOMW�INYM�iW NM�SMYelw110Me11�ypYel�sLO INPUT DATA: Geogrids �� (Matysis) �� D A T A Geogrid Geogrid GeoQrid Geogrid Geogrid type#1 type#2 type#3 type#4 type#5 UX1000MSE LTX1100MSE UX1400MSE UX1500MSE UX1600MSE Tult (lb/ft1 3151.9 3974.1 4796.3 7811.2 9866.7 Durability reduction factor,RFd 1.0 1.0 1.0 1.0 1.0 Installation-dama�e reduction factor,RFid 1.25 1.25 125 1.25 1.25 Creep reduction factor,RFc 2.60 2.60 2.60 2.60 2.60 Fs-overall for strength N/A N/A N/A N/A N/A Coverage ratio,Rc 1.00 1.00 1.00 1.00 1.00 Friction angle alon�geogrid-soil interface, p 28.35 2835 28.35 28.35 28.35 Pullout resistance factor,F* 0.8•tan� 0.8•tan� 0.8•ta.n� 0.8•tan� 0.8•tan� Scale-effect conection factor, a 1.0 1.0 1.0 1.0 1.0 I i i �..�Y...>�.�.�,�.,.>�o,...,�.�..��e.".�.�,,.�o�..vo.�,.vo�..�.�W.�o�..,.��vo�._a.�..,.�o�...�.��.�.,.��..�...,��..>�ow.�..p�.��o,�,,.,�,r.._�o,�..�.,�Y..�,.�o,�,.�,�.=�,�.,.�..�..>�o.�..�.�.�...��. Vail Fire Station-Top wall # - Page 3 of 10 C:�Program Files�ADAMAVvIESAPro23\VFS-top wall.DOV Designer:MSR at staaon: _ lYSIb110Y�e1N11�A310lIdioL011��nLON�ha110Y�M31o�YYwLOMOh11011�I�1W N�I�1q�1�Fe1roN.Neiro�wneLO�WwiNY�M310YM�J0Y�IwLO�YYMLOMeInLO1.Y�IwL0YWa11<i1M310�YYn210Nr1eY0�Y�M1�1W YWe110Y�tnilOY�le11011YwL0�Y�1�e1roN�IisLO MESA--Tensaz International Corporation Vail Fire Station-Top wall Preaent Date/I"vue: Thu M�13 1529:09 2010 Copyright(c)1998 ADAMA fingmeering,Inc. Y�1nil0�YYwL01YrI�LOYMaL0Y�1�LOYrlw1W YM�iroYrM2roYrIwLO Wln110YrM110YrInLOE1�MJ0?w�Ire�laLrRLOMr11�110Nre�0YrMLOMrAeJal,W1p110u�Ne1W Y�IwL10N�1rL0Y�Iw110�YYw110 WYnLO1WSSq1Yie110Y�1uL011�fwLOMeR110 Ww110 `�3/ INPUT DATA: Facia and Connection /�0� (Analysis) FACIA type: MESA Standard 1 (setback=0.0625 inch,batter=0.45 °) Depth/height of block is 0.917/0.667 ft. Horizontal distance to Center of Gravity of block is 0.411 ft. Average unit weight of block is yf=82.0 lb/ft 3 Geogrid Type#1 Geogrid Type#2 Geogrid Type#3 Geogrid Type#4 Geogrid Type#5 6 �'�CRu�Z� 6 CRu a CRu 6 CRu 6 CRu 480.0 1.00 504.0 1.00 864.0 1.00 1152.0 1.00 1295.9 1.00 Geogrid Type#1 Geogrid Type#2 Geogrid Type#3 Geogrid Type#4 Geogrid Type#5 6 CRs�3� 6 CRs 6 CRs a CRs 6 CRs 480.0 0.27 504.0 0.27 864.0 0.27 1152.0 0.27 1296.0 0.27 � �'�a =ConfininQ sttess in between stacked blocks [lb/ft z] ��CRu=Tult-c/Tult �3>CRs=Tpo-c/Tult D A T A (for connection only) Type#1 Type#2 Type#3 Type#4 Type#5 Durability reduction factor,RFd 1.00 1.00 1.00 1.00 1.00 Creep reduction factor,RFc 2.60 2.60 2.60 2.60 2.60 Overall factor of safety:connection break,Fs N/A N/A N/A N/A N/A Overall factor of safety:connection pullout,Fs N/A N/A N/A N/A N/A � ,r..�.�..��o�...�.,v..�o�.�.�.uo.�.�.,�..�.�o.r.,.,��.,�,r.�.�.�,.��.,��..�.=a,a.,��..>,o�.._.�,.�o�.,��.�o�.vo�._�o,,....,�,".>a�...,��,,.>b�..�e�,.>�o,�,.,��,.vo W..,�y....� Vail Fire Station-Top wall # - Page 4 of 10 C:�Program FilesWDAMAVvIESAPro23\VFS-top wall.DOV Designer.MSR at station: � WFLOWfeLONeIisSl0YMe110NM3101YMe110�Yiw110Nw�s11o1,IwnLOYr�sLONM�JONrImlloYOlwiqMnln�ro�Wel10�YYn310iY'MSwY�ReY10NWwL0Y�He110N��IwLOWlw110YeMJOWM1Wll�n�_IOYelnilou��aip)w/mJOi�e110M�Iw110N�IfespM�fn310 MESA--Tensar International Corporation Vail Fire Station-Top wall Pcea�t DetdlSme:1Lu May 13 15:29:09 2010 Copyright(c)1998 ADP.MA Engmxrrog,Ix. uon.anr.r�.ve�r.iwuor.i�wr�.vou..n.:iarw.>io.�n.ziaron.im.r.n.:�o.wvon..e.evo.w.v�ua..n.vu.rr..�o.r.n.:w.r.�o.rr�._iaua._m,vn.ro.�..n.uu.r.n.a�uuow.x�u.w..s�u�rn.vurw.:w.r,.:io.d...zm�v.,:�o�rn.>ioron.vor..n:io INPUT DATA: Geometry and Surcharge loads (ot a SIMPLE STRUCTURE) ��C��� Design height,Hd 6.67 [ft] { Embedded depth is E=0.67 ft,and height above top of finished bottom grade is H=6.00 ft } B atter, c� 4.5 f deg� NOTE:Specified batter combined with MESA block setback implies the LEVELING PAD is inclined at+4.050°to the horizontal. Backslope, (i 20.0 (deg) Backslope rise 50.0 [ft] Broken back equivalent angle,I=20.00° (see Fig.25 in DEMO 82) UNIFORM SURCHARGE Uniformly distributed dead load is 0.0[lb/ft z) ANALYZED REINFORCEMENT LAYOUT: SCA1 F• 0 2 4 6[ft] rrrvor..n.isur.�o�rn.ua�en.vou..n.aour.vsu..ir_io�v.._�o�rn�xio�rn.z�a.�n.voirr.�o�v,.�o.rn.xxr.n.vor..r.vwrn.sw��.wxie�rn.vou..n.:wu..n.uoav,.ve�r.n.siou.�wvo�rn.vo�rn._ww.n.:io�r.n.�or..n.iro�rn.vs�rr.sw Vail Fire Station-Top wall # - , Page 5 of 10 C:�Program Files�ADAMAVvIESAPro23\VFS-top wall.DOV Designer:MSR at station: � �rrxw�rn.aio�rn.�e�rne_rorrrvwron.siaroirviow�novo�rn.sauen.xio�vx.a�oirneaia�rx.vo�wr.x�ourr>riririw�w1rsw�rr.iia�wvauen.vowen.awuor�e=ww.wva�ro-von..iwvo�wrws�oir.n.�or�n.zio�vr.vowen._�o�rn.:w�rir>ie MESA--Tensar Intemational Corporation Vail Fire Station-Top wall Present DazdT�e:Thu May 13 15:29:09 2010 Copytight(c)1998 ADAMA Engmarmg,Iuc. Yn1Y110Y�Iw110Me14L0�,YYI�LON�1�21pNNrs]AON�YUL0YWO1W4nIw3104rfnL0�Wn110N�Ne JO��/wJONMeLONnl�ilOY�YaLONWf iN�WniIONWniW NoIn110�YJwL01W�eSiOMn�siroY�Ra1W Ndw1NY�I�sUONeInLOY�IwS10).Y01si1011�11�L101Y�IwiroNWwi10 Efficiency:Grid strength static=30% Efficiency:Connection strength sta.tic=24% � � ANALYSIS: CALCULATED FACTORS (Static conditions) �� Bearing capacity, Fs=5.21, Foundation Interface:Fs-direct sliding=2.071,Eccentricity, e/L=0.0640. GEOGRID CONNECTION Fs-overall Fs-overall Fs-overall Geogrid Pullout Direct Ecceniricity Elev. Len�tt► Type Rc f pullout f connection f g��'id strength resistance sliding e/L [ft] [ft] resistance] break] strength] Fs Fs Fs 0.67 5.00 ..1000M.. 1.00 2.64 3.76 3.00 3.005 13.261 2.073 0.0461 2.00 5.00 ..1000M.. 1.00 3.28 4.67 3.74 3.735 11.929 2.417 0.0137 3.33 5.00 .:1000M.. 1.00 4.32 6.15 4.92 4.918 10.565 2.892 -0.0152 4.67 5.00 ..1000M.. 1.00 6.33 9.01 7.21 7.212 9.371 3.582 -0.0454 6.00 5.00 ..1000M.. 1.00 11.91 16.97 13.57 13.574 8.841 4.532 -0.0965 � N�M1SION�Ir110tlM�3NY�ti2W YnIw210Y�IwLONM�3JON�1�110Yr1`LOYM�110Nr�LON�1n110)IWw1NY�Y�1W N�1�2KYrM1 LOlI�I�JOYnMilou�MJpYeIn_IO�YY�LO WNe JO WI`ibu�n�2p��l�JOirn�210NrwJ0Y�In�l0YMJ0Y�M1iw�v�SOY�M1�LO Vail Fue Station-Top wall # - Page 6 of 10 C:�Program Files�ADAMAUvIESAPro23\VFS-top wall.DOV Designer:MSR at station: . �✓�2MlIM�L0YO1�sLO��RLYN�hL0YMa210�w1�Lro WMLION�1�210)IM�LY�d1wLOYeRL<NM�LONeMLOtl�i�3M11�Iw2N���L�11�Re110Y�1�e11eYrM2lou�Y�L0Y�M110MNw3MY�eiIOMWw1MYWwLOM�I�110YYwLOM�11�iHYYwJONOfwLO W Ws110 MESA--Tensaz Intemational Corporation Vail Fire Station-Top wall Pneaent Date(I'�e:Tlw May 13 15:29:09 2010 � Copyright(c)1998 ADAMA Eogmeering.Inc. u.w sw�wn.:iour.swwroaio�rn.sro�v.esio�r�ruwrrw>�o�uwx,or..n.uo��n.aew..n._ia.a.a�er�1w:io�v.uu..n.�o�v.vo�v�.sio�rn.x�a�.rn.swu..n.�.w..n.siau..n.s�euw.aiow.n.�euon.z�au..n.xnrr�.s�.�v.sror.n.�ou..n.zwra.iio BEARING CAPACITY for GIVEN LAYOUT ��o/� !E��' STATIC SEISMIC LTNITS Ultimate beazing capacity,q-ult 5861 N/A (lb/ft 21 Meyerhof stress, 6� 1124.09 N/A �lb/ft 2] Eccentricity, e 0.32 N/A [ft] Eccentricity, e/L 0.064 N/A Fs calculated 5.21 N/A Base length 5.00 N/A [ft] SCALE: 0 2 4 6[ft] N��1pN�1e110Y�lwJa�Yps110Nd�21oprIR21o1,1o11eLO1wls110M✓nL0 Wlq2W YM�JOY��n�IONrI�L1aYYw2101Wti3l0 WYn110NNwJ0Y�M1�loMMLea�IwliONY�L0YrM110Yr�s1pY�1wLOM��e110Yr1�sL0Y�i�La�dfelro��lrJY11�IeJON�I�LON�I�ilo Vail Fire Station-Top wall # - Page 7 of 10 C:�Program F1es�ADAMAUvIESAPro23\VFS-top wall.DOV Designer:MSR at station: I . M�t� YrR�LC11�I�2roYw�s110YMSilOY�YwSW11Me110YrA110Yr�1qN�e3pWReL0YrM110YrIwJ0YnM2n�1�1�1NWIMINY�I�1pY��IwJOYM�LOYNnilO�irIw1NMrM110lIVw110YWie2NMML0Y�N110WJwilONWeLOY��i10lY✓wLOa�JONM�110 MESA—Tensar Intemational Corporation Vail Fire Station-Top wall P�esent Dete(1`�e:Thu May 13 15:29:09 2010 Copy[ight(c)1998 ADAMA Engmaring.Inc. Y�I�LOHe11�},pyy��ypy�Iw110Ye1`SbY�YieLO WMLOYeRU110NelUlbYWe21011�In110 WYnS10YefwLOMWwLOEYYw 3lCYrlwtlplWa La W�eJOIWwLONrM21o�YMoL01Y�Ira110EYRw JOYWielloNrlre210M�Ne210l1eM1J0 WNe1MNM11oMM�LOYN JOIIeMi10 DIRECT SUDIN6 for GIVEN LAYOUT ��/G�� (for GEOGRID reinforcements) Along reinforced and foundation soils interface: Fs-static=2.071 # GeoQrid Geogrid Fs Fs Geogrid Elevation LenQth Static Seismic Designadon [ft] [ft] 1 0.67 5.00 2.073 N/A LTX1000MSE 2 2.00 5.00 2.417 N/A iJX1000MSE 3 3.33 5.00 2.892 N/A UX1000MSE 4 4.67 5.00 3.582 N/A UX1000MSE 5 6.00 5.00 4.532 N/A LTX1000MSE ECCENTRICITY for GIVEN LAYOUT Along reinforced and foundation soils interface: e/L static=0.0640 # GeoQrid Geo�rid e/L e/L Geogrid Elevation Len�th Static Seismic Type # [�] [ftl 1 0.67 5.00 0.0461 N/A ITX1000MSE 2 2.00 5.00 0.0137 N/A LTX1000MSE 3 3.33 5.00 -0.0152 N/A UX1000MSE 4 4.67 5.00 -0.0454 N/A LTX1000MSE 5 6.00 5.00 -0.0965 N/A UX1000MSE �,,.,�,�..,�.�_,.�»,....��o W.,.�,�.��.�,".��a,".�.,.�.�.�..zo,r..vo�...�..�,.�o�,.�o,..,,.vo�.,�,r,,.zn�..,��..,,._�o.�.vo�..��o�.��..>a,�.,��,.�w.r..,�.�.,.��..�.,�..,��....�,,,r._�. Vail Fire Station-Top wall # - Page 8 of 10 C:�Ptogram F1es�ADAMAUvIESAPro23\VFS-top wall.DOV Designer:MSR at station: �Y�in]YlIMeL011M�L0Ye�n1101I�1�iNMMe2101YY�2104M�1�011�I�iYYr11s11CYMS1oMrMJ0Y�1yLON�I'�110 W�SNl1�1�UYN��M1310Y�N�LOIwmLOlWw110YO1w1pNMailONefnilC WlnilOMeMLO�Wis2lowYw3ro�Me210Y�IwilaMOM11oM�1�L0 WM3�0 MESA--Tensaz International Corporation Vail Fire Station-Top wall P�eaent Date/f�e:Thu May 13 1529:09 2010 Copyright(c)1998 ADAMA Fmg'meeta�g.I�. N�I`1KYeIw110Y�N110YO�wLO�YYn110 WMilOYOIe 210Y�lw110YeM110NrM110NaA2NNWie210?WI`SaaY�wLONY�LOY�fw1roYWn110MnM110MW��NMOM110YrIw�l0YMe2�auuRJO�Ww�lOYWwJOYnIw2louoleJOLMa_IOYeM_IO�YMeLONM�voY�Ne110 RESULTS tor STRENGTH ����'f.`� # GeoQrid Tallowable Tmax Tmd Specified Actual Specified Actual Geogrid Elevation [lb/ft] [lb/ft] [lb/ft] minimum calculated minimum calculated Designation [ft] Fs-overall Fs-overall Fs-overall Fs-overall static stadc seismic seismic 1 0.67 970 322.8 N/A N/A 3.005 N/A N/A LTX1000MSE 2 2.00 970 259.6 N/A N/A 3.735 N/A N/A UX1000MSE 3 3.33 970 197.2 N/A N/A 4.918 N/A N/A LTX1000MSE 4 4.67 970 134.5 N/A N/A 7.212 N/A N/A LTX1000MSE 5 6.00 970 71.4 N/A N/A 13.574 N/A N/A UX1000MSE RESULTS for PULLOUT # GeoQrid Coverage Tmax Tmd Le La Avail.Static Specified Actual Avail.Seism. Specified Actual Elevation Ratio [lb/ft] [lb/ft] [ft] [ft] Pullout,Pr Static Static Pullout,Pr Seismic Seismic [ft] [lb/ft] Fs Fs [lb/ft] Fs Fs 1 0.67 1.00 323 N/A 4.70 0.30 4280.0 N/A 13.261 N/A N/A N/A 2 2.00 1.00 260 N/A 4.09 0.91 3097.3 N/A 11.929 N/A N/A N/A 3 3.33 1.00 197 N/A 3.49 1.51 2083.4 N/A 10.565 N/A N/A N/A 4 4.67 1.00 134 N/A 2.89 2.11 1260.2 N/A 9.371 N/A N/A N/A 5 6.00 1.00 71 N/A 228 2.72 631.6 N/A 8.841 N/A N/A N/A IIM�SJOY�l�210 WyL0i1�M210N�Iw2WaYM�11o�YNS31oIM�]JOYrInLO�vwLO�YNSLOU�Iw JOY�rwvou�YbYOY�I�1qY�e110M�MLOive1lat,Wti31p�w1eLa�wtleLOY�Iw110Ywl�LaYrMLO1YJ�LOl1�Iw�lOY�e•JalYJwl�4NrMJONef�LOY�M1�11e�M�Lo Vail Fire Station-Top wall # - Page 9 of 10 C:�Program Files�lDAMAUv1ESAPro23\VFS-top wall.DOV Designer:MSR at station: , �.��,.�,.r.,.>a.�.�ow..�....�.vo.�,,.�.Y..�.=,a,�.�„�.�,�.vo.�.,��,.��..�w..��,,.�.,r,..�.�.�,a�.�,o,�,.,��,.��..�.=,a„_..,e...�.�w,r..�ww..=a,W.:.�..>�a�.vo�.v<�..,����o MESA--Tensar Intemational Corporation Vail Fire Station-Top wall Pcesent DeteJl"�e:Thu May 13 1529:09 2010 Copyright(o)1998 ADAMA E¢gmeerrog,Iuc. �v1oSlaMwMJ�lI�I�SNY�InilOYnlw110YeMLONr1f�210MO1w]ION�fuilONa�oilaNWUiIOYrIwlloYrl�JO�YYwvoYORiwuona ilaurlw_NYrfnilO�wNsllaYO�nllaLrRLOYeIn110MrTe210�YNe11a1t�fe110YwIw2loNrlw_NNeM110NYRLON�Jwi10MeIaLOY�Ym110 RESULTS for CONNECTION (static condiUons) � !�� # Geogrid Connection Reduction Reduction Available Available Available Fs-overall Fs-overall Fs-overall Elevation foroe,To factorfor factorfor connection connection Geogrid connection connection Geogrid [ft] [Ib/ft] connection connectlon strength, strength, strength, break pullout strength break, pullout, Tc-break Tc-pullout Tavailable CRu CRs criterion criterion (Ib/ft] Spec�ed Actual Specified Actual Specified Actual [Ib/ft] [Ib/ft] 1 0.67 323 1.00 0.27 1212 851 970 N/A 3.76 N/A 2.64 N/A 3.00 2 2.00 260 1.00 0.27 1212 851 970 N/A 4.67 N/A 3.28 N/A 3.74 3 3.33 197 1.00 0.27 1212 851 970 N/A 6.15 N/A 4.32 N/A 4.92 4 4.67 134 1.00 027 1212 851 970 N/A 9.01 N/A 6.33 N/A 7.21 5 6.00 71 1.00 0.27 1212 851 970 N/A 16.97 N/A 11.91 N/A 13.57 ,�,.�»�.�.�..�.�..>,o,,...�.�.,.vo.r..,��.�,o.�.=a„�.=w�.vo.W,.=w�,._b,v.>�e�,.�.W.,.vo�,.�.�....>�o..d,.�oy...,._,o,v..=a.v.�,o,v..�.,,....veY..�,.uo,,....,��,.,�,..,,.=,o..d..,��..v.�,.��,..�o Vail Fire Staaon-Top wall # - Page 10 of 10 C:�Program Files�ADAMA�MESAPro23\VFS-top wall.DOV Designer:MSR at station: . 310YWieYO WMLeIYYwY10�w11�ipYW'oLOYOML0YOb11oYrIpiUMOMi10YeIwiNYrin110 Ww3J0 W�e1M W1�IMLMSW�LO�wHS11o�Y�IwLOMrInllaMOfnLO�WfnS10u�YS1W�YNaiION�h3J0I1MeL0Y�YY1NllN<L0)I�R�LOYWwL011�I�y9YWU11 MESA—Tensaz Intemational Corporation Vail Fire Station-Bottom walls ?teaent Date/1'�e:Fti May 14 16:4025 2010 Copyright(c)1998 ADAMA fingmeetmg,Inc. v o r r r r.ro r.n.z u�r n e s�e w.a w i i o u o rn v o u r.z�o.r.n.:i o y..n.v o r w e v o�w.>�.�r w a i o�r n.v w u..n.v o w r.v e�r n.i i o u..e.v o u..n.u o r m n.v o�r n.v o u..n.:i a u.w i i o r.w x w a r n.:i o u..n.z w�r n.i i o r..n.s ro r o n.i�e r�n.v w r.n.v e r�n.s n�..n. y`�/�� Vail Fire Station-Bottom walls AASHTO DESIGN METHOD PROJECT IDENTIFICATION Tifle: Vail Fire Station-Bottom walls Project Number: Client: Desi�ner: MSR Station Number: Description: Company's information: Name: Schnabel Foundation Company Street: 2950 S Jamaica Court,Suite 107 Aurora,CO 80014 Telephone#: 303-696-7268 Fax#: 303-745-0887 E-Mail: Ori�inal file path and name: C:�Program Files�ADAMA�MESAPro23\VFS-bottom wa11s.DOV Original date and time of creating this file: Thu May 13 09:15:59 2010 PROGRAM MODE: ANALYSIS of SUPERIlVIPOSED WAT•T• using GEOGRID as reinforcing material. a �.�,.,�,r..��,,.zow..��,.vo,�...va�.vow..,��..��a�.vo.�...,.��o,�...,��..�„d.�Y..�.��..�o�,.>�o„�.,.,��,.�o.�..,��,.,��.��.,�,�.,.zo�,.��vy....vo�.>�.�.,.�.�..�.�..��.�.uo Vail Fire Station-Bottom walls # - Page 1 of 10 I C:�Program Files�ADAMAUvIESAPro23\VFS-bottom walls.DOV Designer:MSR at station: � Y�I�LYNMeL01Yib1p1✓�s110Y�1��LON�In11p�1�IwLYYr1w110YYR1104r11e1WM�M�LOYeMLOMrMLOMMOLOY�I�ip�l�wiN1✓�SIOYnIw110YrIML0YWn110YrM11101YYb110�WItiiNMrMLOY�MiNYn1`110W1�]NY�M�aiION�M1�1qY�lniM�YY�LOY�Iw2N MESA—Tensar International Corporation Vail Fire Station-Bottom walls Preaent Datdf'�e:Fri May 1416:40:25 2010 Copyright(c)1998 ADAMA Engroee:mg,Iac. r r.a m u.n.v o r.m v e u�n.v o y r.v.,�..n.:i o u..n.n o.r n.>�o.w.v n.r n.u.rr r�.v o r..n.:�e w..,.x u w.:i o�r.,.u o r..n.xa e r.u.v w u r r.u e.r...v w.r n.v o e w.v o u..n.a�o�r n.�o�..r.a a w....s�o r r�.i�o r.n.s i.r�n.i i e r.n.v o�r n.a m.v.x i e r w�.z w SOIL DATA ��/y,� � REINFORCED SOIL Unit weight, v 125.0 lb/ft 3 Design value of intemal angle of friction, � 34.0° RETAINED SOIL Unit weight, v 125.0 lb/ft 3 Design value of intemal angle of friction, � 34.0° FOUNDATION SOIL(Considered as an equivalent uniform soil) Equivalent unit weight,v m,,;,,. 120.0 lb/ft 3 Equivalent internal angle of friction, ��;,,, 30.0° Equivalent cohesion, c�,��. O.O lb/ft 2 Characterization of Reinforced soil: 1.5"minus angulaz aggregate(CRUSHED STONE) Water table does not affect beazing capacity LATERAL EARTH PRESSURE COEFFlCIENTS Ka(internal stability)=0.2827 (if batter is less than 10°,Ka is calculated from eq. 15. Otherwise,eq. 38 is urilized) Inclination of intemal slip plane, �=62.00° (see Fig.28 in DEMO 82). Ka(extemal stability)=0.2827 (if batter is less than 10°,Ka is calculated from eq. 16. Otherwise,eq. 17 is utilized) BEARING CAPACITY Bearing capacity coefficients(calculated by MESA): Nc=30.14 N�y=22.40 SEISMICfIY Not Applicable �I Y�I�LON�1`1p1r1�310���i10�M110Y�1�J0Y�f�1W N�Iie1W Y�H�3NM�Iie21011�MLa WY`LalIOMYO�r/�Zlo�v�JOYWbLONM�JOY�MO_IOY�I�SIaM�fI�1N��1�210YWw210Y�1421011re1W Y�Iwi1C1Y�InLO��teSpYw1u210Y�M1�L011�1�310Y�l�TYN�14110 Vail Fire Station-Bottom walls # - Page 2 of 10 C:�Program Files�ADAMAUvIESAPro23\VFS-bottom walls.DOV Designer:MSR at station: . II�M1LOII�MSIOY�I�110�WIw110 WY�i1011�Ip1NY�wLNWnL0Ye11�SpYMeL01YNe11oY�NoL01,W]JON�M1SMIIrfwiMlYI�L011�IwL0 WuM1roYW�110�W�w110N�IwL01i�bLOlI��aLON�ML10Yr��LO WMLOYrldJOY�IniNN�rw310Y�In1Po11�11�L01rMip MESA-Tensaz International Corporation Vail Fire Station-Bottom walls Praent DatdT'�e:Fri May 1416:40:25 2010 Copyright(c)1998 ADAMA Engmeaing,Inc. rr.vouor.axr.isver�n.sie�rn.voren.aaa�rir�ouon._io�v.ao�n.s�or�n.vo.wr�.:ia.r1r�ou..n.vo.r.n.vow..n.�.wwon.vow.umi�auen.vou..n.vo.wn.vo�rneviow.r..vo�rn.iiow..n.xrowo1w>�e�v.swu�ne:ww..n.swro�.ve�wn.swwwen.iw INPUT DATA: Geogrids � / �� (Analysis) D A T A Geo�rid Geoprid Geogrid Geo�rid Geogrid type#1 type#2 type#3 type#4 type#5 iJX1000MSE UX1100MSE UX1400MSE UX1500MSE LTX1600MSE Tult (lb/ft1 3151.9 3974.1 47963 7811.2 9866.7 Durability reduction factor,RFd 1.0 1.0 1.0 1.0 1.0 Installation-dama�e reduction factor,RFid 1.25 125 1.25 1.25 1.25 Creep reducfion factor,RFc 2.60 2.60 2.60 2.60 2.60 Fs-overall for strength N/A N/A N/A N/A N/A Coverage ratio,Rc 1.00 1.00 1.00 1.00 1.00 Friction angle alonQ geogrid-soil interface, p 28.35 28.35 28.35 28.35 28.35 Pullout resistance factor,F* 0.8•tan� 0.8•tan� 0.8•tan� 0.8•tan� 0.8•tan� Scale-effect correction factor, a 1.0 1.0 1.0 1.0 1.0 WFLalAOM11�ON�1�2N1YW ilOY�lwiroll��sLOlwY`LOY�IwLOMwM1SIUU�M1La�wYa2loYrleLO��W Lo�wI�JONM�J0YeM110�v1y2w�e1dsloNN�JYNeM1_Ia�YM�SIO WfeLO�YYeibYeMLOYW�LOYrIw2W�✓�iroYMSLOM�tailoY�nsY0�1�Jy2p�w�e3lo Vail Fire Station-Bottom walls # - Page 3 of 10 C:�Program Files�ADAMAUvIESAPro23\VFS-bottom walls.DOV Designer:MSR at station: � IW�SIOWIwJ0Ye1rLOMNn11o11MeLOMn11a110�Y�11�iM11��e110YeM110YeM110YelwLOWaInLO�YY`SIOYM��LOYeM131011��L0Y�I�1N�irl�eSlou�1`LOY�MS210Y�Ia110Y�1ie11oYOlwip)YNSL10�Mil0Y�f�ip�Ww11011�1`1N11YnSMN�0a1W)IOMLON��a110 MESA--Tensar Intemational Corporation Vail Fire Station-Bottom walls Present Date/I"�e:Frt May 1416:40:25 2b10 Copyright(c)1998 ADAMA&nginwmg,Inc. 11�M1ipYxM110 WF210 WIS110Y�1u110YO1wL0LrInJOYrIn110YOMLONrIn110�YNSSIOMWULO WM11oMr�e110?YUeLO1lMeilON�l�ilOY�Yw110YWw110 WMe11oMrin1104o1milOMrlie110�WM210Lr1wJ0YiM�1Mtl��wLaY�14L0 Wfi�ipMnllsSroYOMLOl1�Iwlp I INPUT DATA: Facia and Connection ���� (Analysis) FACIA type: MESA Standard 1 (setback=0.0625 inch,batter=0.45 °) Depth/height of block is 0.917/0.667 ft. Horizontal distance to Center of Gravity of block is 0.411 ft. Average unit weight of block is ^(r=82.0 lb/ft 3 Geogrid Type#1 Geogrid Type#2 Geogrid Type#3 Geogrid Type#4 Geogrid Type#5 6 �'>CRu�2� 6 CRu 6 CRu a CRu a CRu 480.0 1.00 504.0 1.00 864.0 1.00 1152.0 1.00 1295.9 1.00 Geogrid Type#1 Geogrid Type#2 Geogrid Type#3 Geogrid Type#4 Geogrid Type#5 6 CRS�3j 6 CRS 6 CRS a CRs 6 CRS 480.0 0.27 504.0 0.27 864.0 0.27 1152.0 0.27 1296.0 0.27 �l> 6 =Confinin�stress in between stacked blocks [lb/ft 2] ��CRu=Tult-c/Tult �3>CRs=Tpo-c/Tult D A T A (for connection only) Type#1 Type#2 Type#3 Type#4 Type#5 Durability reduction factor,RFd 1.00 1.00 1.00 1.00 1.00 Creep reduction factor,RFc 2:60 2.60 2.60 2.60 2.60 Overall factor of safety:connection break,Fs N/A N/A N/A N/A N/A Overall factor of safety:connection pullout,Fs N/A N/A N/A N/A N/A 11��ipY�ISiM�w1`JOY�NsL011�1rJ0Y�MS JO�Ww1NY�Yw1ro�Y�LaNMeJOMOIwJ0Yr1e1wYOtiiW Y.Mw_IOIY��a1pYrI�eLO\YIn1W uW�110YW�e210YO1m110tl�Yw1loNrIw110�YI�eLOUrle1�ONM_W 1w11eL0Y�Y�110�wIe110 Ww2MY�Iw110NM�31oNeIeLO Vail Fire Station-Bottom walls # - Page 4 of 10 C:�Program Files�ADAMAUvIPSAPro23\VFS-bottom walls.DOV Designer:MSR at station: . Y�I�110 110YMi1011�Iw110MW�2MYr1w11011M�1W IIMULON�JwLOYWwilO�WwiNYM�11a1.WwJ0Yres10YrIw3MY�1w11o1FI�110YMeL0��s1u110NMS210YNn2p�WeiluYrlwJON�In110MeM11o��a11YNrlrsiloYelw110llolie Lo Ww110�YJaLONNnLO W MESA—Tensaz International Corporation Vail Fire Station-Bottom walls Present Detdf'm�e:Fti May 14 16:40:25 2010 � Copyright(c)1998 ADAMA Engineecmg,I�. rr.zw.�..n.xw�.+rawr.r.s�o�v.>wr..n.a�on..r.va�v�.xia.vn.uuu�n.zionr�.vn.v.iiou....ve.rn.iiu.v.zw�r.,.:ww..n.vu.rn.>w.w>ie.i..n.iioron.vo�rw:ior..n.vowa.uo�wn.swrr.iiow.n.ueu�n.im.`.wvn.r1.iwr..x.�ouon.�e INPUT DATA: Geometry and Surcharge loads (of SUPERIMPOSED wall) ��j�� Design height,Hd 13.46 [ft] { Embedded depth is E=0.67 ft,and height above top of finished bottom grade is H= 12.79 ft,where H1=6.00 and H2=6.00 } Batter, u� 0.0 fdegl NOTE:Specified batter combined with MESA block setback unplies the LEVELING PAD is inclined at--0.450°to the horizontal. Backslope, (3 0.0 �deg] Backslope rise 0.0 [ft] Broken back equivalent angle,I=0.00° (see Fig.25 in DEMO 82) Offset of upper segment from lower one,Offset=5.0 ft, Blackslope2=9.0 deg. and Backslope rise,S2= 1.0 ft. UNIFORM SURCHARGE Uniformly distributed dead load is 1125.0[lb/ft z] � � ANALYZED REINFORCEMENT LAYOUT: SCALE: 0 2 4 6 8 10 [ft] Y�I,�1qY�/YeLOYoI�LOL�/r}J0�1�1u1NY�M21oNrlpiu WIe1loYrlb]Je�r1�J0Yd�iW Yr,w110NrfwLONrIbL0YM�3J0Y�I�LO�Yir2bN�IieLOYrRJON�1�s110lIwIw110Y�1w1q�Wfw1NIw�eLONeInLOYrIS]AOY�M2uYrIwLOM�Ie1N1YYM110YOM3J0Y�InLO Vail Fire Station-Botiom walls # - Page 5 of 10 C:�Program Files�ADAMAUvIESAPro23\VFS-bottom walls.DOV Designer:MSR at station: I - _ - _ - _ - - = - — - - - _ � �Y�wL lY�IS110���31CIWU110��IwJO�rinibu�Iw1uYrlie110Y�MJ0�YNOLON�fieJaliNeLOY�IwLOMeMipMOM1LOYelwipW�310�YYwilaMNwJ0YWe110NM�11aN.Ne�ION�InL0YrM1101.Y�1�1MYWS11oYrIwLO�YNeiw�wlpllaY��nLOYnI�3tl�Yi�eJO MESA--Tensaz Intemational Corporation Vail Fire Station-Bottom walls Presen[Date/1'�e:Fri May 1416:40:75 2010 CopyrigM(c)1998 ADAMA Engmeac�g,Itt. urwuo.dn.vo�wovs Wm.:ioyw.veu�1roaw�rr.iier..n.vawr..vo�r.�vow.uwzwuoiraia�rr.>�e.rn.>w.en.zwu�n.viou..n.irou..n.siouon.veu..n.uouor.veuor.siux�.x.vor�ne:�anrn.:ior.n.ti.�rn.vo�rn.swr..neswuon.vro�dr.va�rr.sio Efficiency: Grid strength static=44% Efficiency:Connection strength static=35% ����� ANALYSIS: CALCULATED FACTORS (Static conditions) `� Bearing capacity, Fs=7.04, Foundation Interface:Fs-direct sliding= 1.857,Eccentricity, e/L=0.0321. GEOGRID CONNECTION Fs-overall Fs-overall Fs-overall Geogrid Pullout Direct Eccentricity Elev. Length Type Rc fUullout (connection fg��'id strength resistance sliding e/L [ft] [ft] resistance] break] strength] Fs Fs Fs 0.67 12.00 ..1500M.. 1.00 225 3.21 2.57 2.569 32369 1.788 0.0161 2.00 12.00 ..1500M.. 1.00 2.41 3.43 2.75 2.747 30.896 1.906 -0.0164 3.34 10.00 ..1500M.. 1.00 2.60 3.71 2.97 2.967 22.675 1.532 -0.0131 4.67 10.00 ..1500M.. 1.00 2.83 4.03 3.23 3.225 21.293 1.636 -0.0631 6.00 10.00 ..1500M.. 1.00 1.86 2.65 2.12 2.120 12.177 1.761 -0.1184 7.50 10.00 ..1500M.. 1.00 5.77 8.22 6.58 6.576 40.951 4.000 0.0369 8.83 10.00 ..1500M.. 1.00 3.28 4.67 3.74 3.739 19.526 4.967 0.0234 10.17 10.00 ..1500M.. 1.00 3.64 5.18 4.14 4.145 18.201 6.700 0.0126 11.50 10.00 ..1500M.. 1.00 4.09 5.83 4.67 4.666 16.855 10.700 0.0048 12.83 10.00 ..1500M.. 1.00 4.78 6.81 5.45 5.448 16.047 31.373 0.0005 � E Y�M1ipN�IS110M�I�JOY�Iw210�✓�110YwIw11o�W�LOU�R JOYrIwJ011rF�110YrMJONeIreSW MrM2101YISSro�Yi�lw W�teJOIYY�JOYOM1e110Yr�s110Y�Ywl1o4�I�JOMMe1�ONWe210 WYe21011�1�iN WYS11o1oW��0Y�neLOY�Ma�N WI�LO�YwJO�YMela Vail Fire Station-Bottom walls # - Page 6 of 10 C:�Progcam Files�ADAMAUvIESAPro23\VFS-bottom walls.DOV Designer:MSR at stadon: � . He11�310YnMSM11M�TYWIpLONNSJOWM210Nde1roYMeLONeH�LOMwIwLY�YMe1WYe11e11a��1w]Ia�v�110Nef�JOWIn3p�✓a11e�YNaS10YrIw11011�InLON�1��310YOM210�YJesNY�YwJOMefaLOYM�LI0�a�11011Me11oNMe]JOYe1w110NM�yYNM�ip '. MESA—Tensar Intemational Corporation Vail Fire Station-Bottom walls Ptesent Datdf'�e:Fri Mey 1416:40:25 2010 Copyright(c)1998 ADAMA Engmeetrog,Inc. r.w.sio�rn.vourr:rorou.n.>ior.wsio�rn.LOUrwvoron.uouon.s�ou..rexio�w.n.z�ou..n.iio�wn.:ieu..n.zrown.zro�re.vou..x.�o.r.nexwarroa.�w.n.�ou..n.iwr.n.�ow..r.:�o�drwxioaa�.vo�rr.z�owx..sw�r�.xio�rn.i�or..rw:iau..e,.vor..n.>w ��� BEARING CAPACITY for GIVEN lAYOUT �,� 4 STATIC SEISMIC LTNITS Ultimate bearinQ capacity,q-ult 15093 N/A flb/ft z1 Meyerhof stress, a� 2143.25 N/A (lb/ft z] Eccentricity, e 0.39 N/A [ft] Eccentricity, e/L 0.032 N/A Fs calculated 7.04 N/A Base length 12.00 N/A [ft] SCALE: 0 2 4 6 8 10 [ft] �,.�,,....��.��.,�Y.�.�Y..�.��,.�,�va�....��.�.<�..,.vo,�,.,e�.,�.r,,.��o�..,.�.�.=bY.�.,��.=�o.r..�..,�,.�a�...,��,,.�o�,,.��,.�,o.�.�o...�.>�o„d.��,.vo.r..�.�...��,.��,.� Vail Fire Station-Bottom walls # - Page 7 of 10 C:�Program FilesWDAMAUvIESAPro23\VFS-bottom walls.DOV Designer.MSR at station: � - _ _ - ° _ _ — - — _ _ _- — ..�_.,..�.�._._....,.._.d.._,. _.....__.... _._. ............. .......••_ • �IM�LOH�3MY�M2roYWnLONel�110Nntis2la���LOY�Yn310urF�SIONWeLON�IULOMrIw110NM�L0Y�Me2ro�YY�1l��YYw1W W1��NYOIwlpdoML011M�11oM�IwLO�Wia110YO1eL0 WFe110 WIs1MYr1�110N�1�L0Y�fI�21011eI�210Y�IS2101YYw11o�wIw2N MESA-Tensaz International Corporation Vail Fire Station-Bottom walls Ptesen[Date/ISme:Fri May 14 16:4025 2010 Copyright(c)1998 ADAMA Engmeeriog,Iac. �Ya1b110 W11sL0 W�11011�InLY W�li01W�s110YeIw110Y�Iie110 WaMLOl�MSIa�YNnllaurMlroMrinLOY�Iw110N�IrLOY�Iw210EYIn1N�wMSIOal�levo�wlwi�ONrIw2W Mrini�aNO1r110YrRe2lo�wR LoYO1m210Nr1�J0YNwLO�M�110YrI�L�ONrlriNM�MiM DIRECT SLIDING for GIVEN LAYOUT �����r� (for GEOGRID reinforcements) Along reinforced and foundation soils interface: Fs-static= 1.857 # GeoQrid Geogrid Fs Fs Geogrid Elevation Length Static Seismic Designation [ft] [ft] 1 0.67 12.00 1.788 N/A UX1500MSE 2 2.00 12.00 1.906 N/A L1X1500MSE 3 3.34 10.00 1.532 N/A LJX1500MSE 4 4.67 10.00 1.636 N/A LTX1500MSE 5 6.00 10.00 1.761 N/A UX1500MSE 6 7.50 10.00 4.000 N/A UX1500MSE 7 8.83 10.00 4.967 N/A LTX1500MSE 8 10.17 10.00 6.700 N/A UX1500MSE 9 11.50 10.00 10.700 N/A UX1500MSE 10 12.83 10.00 31.373 N/A UX1500MSE ECCENiRICITY for GIVEN LAYOUT Along reinforced and foundation soils interface: e/L static=0.0321 # Geogrid Geogrid e/L e/L Geogrid Elevation Length Static Seismic Type # [ft] [ft] 1 0.67 12.00 0.0161 N/A iTX1500MSE 2 2.00 12.00 -0.0164 N/A LTX1500MSE 3 3.34 10.00 -0.0131 N/A UX1500MSE 4 4.67 10.00 -0.0631 N/A iTX1500MSE 5 6.00 10.00 -0.1184 N/A UX1500MSE 6 7.50 10.00 0.0369 N/A LJX1500MSE 7 8.83 10.00 0.0234 N/A UX1500MSE 8 10.17 10.00 0.0126 N/A iJX1500MSE 9 11.50 10.00 0.0048 N/A I7X1500MSE 10 12.83 10.00 0.0005 N/A LTX1500MSE W..�.,w.��..,.,.,�.,.�,,..,.,o�,.>,o�...,�.,....,�o.,d.��,.vo.r...�.�.�w.�.�.,..,.,�„_..,e...�.>,o�,.,�.�.._�o,a.�,�.,.>�a�.,.vo.W,.vo�..,��,._,o.,r.��.�wW..z.�.,._�o,�.�„�._,e.v.�»Y..,.vo Vail Fire Station-Bottom walis # - Page 8 of 10 C:�Program Files�ADAMAUvIESAPro23\VFS-bottom walls.DOV Designer:MSR at staaon: r r.v o u.�.u o u r r v e.r n e u w r.r.a ro�v,.v e.v..r w�n,a i o w n.v o�r r�.u a�r r.v o�w n.z i o�r.ro�o u r w v w u�n.v o�v�.v e�r..a w�r.n.i i o.w n.s i o.r n.v o u e n.v o u..n.v o�w n.v o.w n e u o r r u v o�r�e s i a�w r.v a r a n.>i o�r a.,z�e u e n e s i o w..n.v o r.r.u o MESA-Tensar International Corporation Vail Fire Station-Bottom walls P2awt Datelf'�e:Fri May 14 16:40:25 2010 Copyrig6t(c)1998 ADAMA Engmeermg,Inc. �eL011MSSMY�1��iMM�I�eLO11�1r1o�s210Me�wLOYrMS1ia��MLOYMe1101.1oM21aa�ohe210NwInJOlY�1a110YwM2q WIw110urM110 WT�11a WNe�ourMVOUOnsuourMiW Melw�O WIO11o4.u`LO�wnsii0 WwLOWN�s�O�Wezw WN.il0Y�1wL0Y��1o110 RESULTS for STRENGTH �`���f� # Geogrid Tallowable Tmax Tmd Specified Actual Specified Actual Geogrid Elevation [lb/ft] [lb/ft] [lb/ft] minimum calculated minimum calculated Designation (ft] Fs-overall Fs-overall Fs-overall Fs-overall static static seismic seismic 1 0.67 2403 935.7 N/A N/A 2.569 N/A N/A LTX1500MSE 2 2.00 2403 874.9 N/A N/A 2.747 N/A N/A iJX1500MSE 3 3.34 2403 810.0 N/A N/A 2.967 N/A N/A iJX1500MSE 4 4.67 2403 745.2 N/A N/A 3.225 N/A N/A LTX1500MSE 5 6.00 2403 1133.8 N/A N/A 2.120 N/A N/A UX1500MSE 6 7.50 2403 365.5 N/A N/A 6.576 N/A N/A iJX1500MSE 7 8.83 2403 642.9 N/A N/A 3.739 N/A N/A UX1500MSE 8 10.17 2403 579.9 N/A N/A 4.145 N/A N/A UX1500MSE 9 11.50 2403 515.1 N/A N/A 4.666 N/A N/A LTX1500MSE 10 12.83 2403 441.1 N/A N/A 5.448 N/A N/A iJX1500MSE RESULTS for PULLOUT # Geogrid Coverage Tmax Tmd Le La Avail.Static Specified Actual Avail.Seism. Specified Actual Elevation Ratio [lb/ft] [lb/ft] [ft] [ft] Pullout,Pr Static Static Pullout,Pr Seismic Seismic [ft) [lb/ft] Fs Fs [lb/ft] Fs Fs 1 0.67 1.00 936 N/A 11.65 0.35 30287.5 N/A 32.369 N/A N/A N/A 2 2.00 1.00 875 N/A 10.94 1.06 270323 N/A 30.896 N/A N/A N/A 3 3.34 1.00 810 N/A 8.22 1.78 18366.0 N/A 22.675 N/A N/A N/A � 4 4.67 1.00 745 N/A 7.52 2.48 15868.2 N/A 21.293 N/A N/A N/A 5 6.00 1.00 1134 N/A 6.81 3.19 13807.0 N/A 12.177 N/A N/A N/A 6 7.50 1.00 365 N/A 9.98 0.02 14966.6 N/A 40.951 N/A N/A N/A 7 8.83 1.00 643 N/A 9.27 0.73 12552.6 N/A 19.526 N/A N/A N/A 8 10.17 1.00 580 N/A 8.56 1.44 10554.4 N/A 18.201 N/A N/A N/A 9 11.50 1.00 515 N/A 7.85 2.15 8681.8 N/A 16.855 N/A N/A N/A 10 12.83 1.00 441 N/A 7.14 2.86 7078.6 N/A 16.047 N/A N/A N/A Y�I�]JO W1e1M1Y�1�iM�NLO4MSM�wIm110Yr1r11oNWieUONwM11b�w�e210urI�1W Yrlwilal,v��iro�✓ie2H�Y�MLONasJOYeIS2NYeMLOIwOeLO�wFellaYr�w�w W�o�IONW�110Ne1wal0Y�wJOIIrIeLONOM1La�MSJYtlr�1NYW�e2NM�fw3lYYrM1Sp Vail Fire Station-Bottom wa1Ls # - Page 9 of 10 C:�Progiam Files\ADAMAVv1ESAPro23\VFS-bottom walls.DOV Designer:MSR at station: Y��SNY�Ie2MY�I�210Yr11s110�w1�LOlYNSS1oYwLOtl�Ie1101a�fwLOY�M11YMVwJO WYn210�YNe2NY�11�ilONM�iM WIeLYMti1�210YOM110�W,n21111��n]AOlYileJOYMnL01W�L0YeIw110M�Ywt10Y�I1�i1011�Id3l0YWeL0Y�InYOLVn210Nrl�310Y�IwiK MESA--Tensar Intemational Corporation Vail Fire Station-Bottom walls Present Date/1'�e: Fri May 14 16:40:25 2010 Copyright(c)1998 ADAMA Engmeenmg,Inc. �v.�eur.xw.v..rx.rn.aio�r.e._wu..n.ix�ri.xwu..n.siou..n.vawn.vown.�ouor�.v�ou..n.ve.wn.s�o�urvwrn.vourwveuen.vio��r�.va.wr�.:iou..r�.�au..neiiou..n.:ior..r.iw�ve..vo�we.>ro.v.sw.rn.:ior.+�.�u..n.sia�u._w.rn.vo RESULTS for CONNECTION (static conditions) ��,�'�� # Geogrid Connecction Reduction Reduction Available Available Available Fs-overall Fs-overall Fs-overall Elevation force,To factorfor factorfor connection connection Geogrid connection connection Geogrid [ft] [Ib/ft] connection connection strength, strength, strength, break pullout strength break, pullout, Tc-break Tc-pullout Tavailable CRu CRs criterion criterion [Ib/ft] Spec�ed Actual Specified Actual Spec'rfied Actuai [Ib/ft] (Ib/ft] 1 0.67 936 1.00 0.27 3004 2109 2403 N/A 3.21 N/A 2.25 N/A 2.57 2 2.00 875 1.00 0.27 3004 2109 2403 N/A 3.43 N/A 2.41 N/A 2.75 3 3.34 810 1.00 0.27 3004 2109 2403 N/A 3.71 N/A 2.60 N/A 2.97 4 4.67 745 1.00 0.27 3004 2109 2403 N/A 4.03 N/A 2.83 N/A 3.23 5 6.00 1134 1.00 0.27 3004 2109 2403 N/A 2.65 N/A 1.86 N/A 2.12 6 7.50 365 1.00 0.27 3004 2109 2403 N/A 8.22 N/A 5.77 N/A 6.58 7 8.83 643 1.00 0.27 3004 2109 2403 N/A 4.67 N/A 3.28 N/A 3.74 8 10.17 580 1.00 0.27 3004 2109 2403 N/A 5.18 N/A 3.64 N/A 4.14 9 11.50 515 1.00 0.27 3004 2109 2403 N/A 5.83 N/A 4.09 N/A 4.67 10 12.83 441 1.00 0.27 3004 2109 2403 N/A 6.81 N/A 4.78 N/A 5.45 i � Y�IF2p11eFeJO�YISJU1rIR210WY�1NYeML0�w1ail0Y�M1W�YIa2W�rIaL0Yr1�2WMnfnL�aurlwlla�w�wLO�✓�zNWlwiplld�irolWMLOMWet1o4�Iw110YwMlJOWNe11o1,YYpLOYe�w110�YNeJeMM�iloNrRJO�YYw210��OwL��Y�IdiIONw�2pud�1l0 ',. 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