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Home My WebLink AboutB08-0013TOWN OF VAIL 75 S. FRONTAGE RI�AD VAIL, CO 81657 970-479-2138 DEPARTMENT OF COMMUNITY DEVELOPMENT NOTE: THIS PERMIT MUST BE POSTED ON JOBSITE AT ALL TIMES ADD/ALT COMM BUILD PERMT Job Address: 2171 N FRONTAGE RD WEST VAIL Location.......: SAFEWAY STORE Parcel No....: 2103 ] 1415011 OWNER SAFEWAY STORES 46 INC Ol/29/2008 1371 OAKLAND BLVD 200 WALNUT CREEK CA 94596-4349 Permit # B08-0013 Project # � ��SU � � �- C�� Status . . . : ISSUED Applied .. . : O1/29/2008 Issued . . . : 04/14/2008 Expires.....: 10/11 /2008 APPLICANT PIONEER GENERAL CONTRACTORS O1/29/2008 Phone: 806-622-3100 P.O. BOX 7968 / 3850 MACK ROAD AMARILLO TX 79114 License: 268-A CONTRACTOR PIONEER GENERAL CONTRACTORS Ol/29/2008 Phone: 806-622-3100 P.O. BOX 7968 / 3850 MACK ROAD AMARILLO TX 79114 License: 268-A Desciption: SAFEWAY TENANT IMPROVEMENTS/EXPANSION OF EXISTING STORE Occupancy: M Type Construction: IIIB V aluation: 2,405,000.00 Revision Valuation: $0.00 Total Sq Ft Added: 1903 1,Lc � 3 . 1�� V�`� �— ********�*�****�*+�**a*e**►r*sa**��**+r�r►r*r*►*�****�*+�**�***x*s�� FEE SUMMARY *t*►**�*�****�************�+**�******t*►e�*****s+��xa**�►+*t Building------> $10, 737. 00 Restuarant Plan Review--> $0.00 Total Calculated Fees--> $67, 633 .OS Plan Check---> ' $1, 903 . 00 Additional Fees----------> $ 6, 9 7 9. 0 5 Recreation Fee--------------> $ 71, 6 4 8. 4 9 Investigation-> $0.00 TOTAL FEES-------------> $67, 633 . OS Total Permit Fee---------> 139, 281. 54 W ill Call-----> $ 4. 0 0 Payments-------------------> 13 9, 2 81 . 5 4 BALANCE DUE---------> $0. 00 ■*r**+**��****+***�*r*�*+***�++**�+«**�►*+��***►*�r»*�***.+*�►*ax�***«**r**�►rs+s�:s*s**�•*:r*�**r*�*+rr+*►a**+.***+***�**+«++�*�*+►r�s*�*+*+a*+� Approvals: Item: 05100 BUILDING DEPARTMENT 02/13/2008 cgunion Action: CR F:\cdev\CHRIS\PERMIT.COMMENTS\B08-0013\B08-0013.DOC 03/31/2008 cgunion Action: AP APPROVED REVISED/CORRECTED PLANS WITH REVISION DATE OF 3/7/08 07/31/2008 cgunion Action: AP APPROVED REVISED STRUCTURAL AND REVISED MECHANICAL SHEETS Item: 05400 PLANNING DEPARTMENT 02/21/2008 rlf Action: CR F:\cdev\CHRIS\PERMIT.COMMENTS\B08-0013\B08-0013 Planning commertU.�doc 04/11/2008 RLF Action: AP DRB CONDITIONS FROM 12/4/07 MET. 08/26/2008 Warren Action: AP The revisions to add accent lighting has been approved. I reviewed this application in Rachel's absence. I had a conversation with Michael Bolton about the lighting and its low intensity. Item: 05600 FIRE DEPARTMENT 02/13/2008 cgunion Action: CR per email from Mike Vaughan 04/10/2008 mvaughan Action: COND l. No fire protection engineer is shown 2. Shop fire alarm and sprinkler drawings (engineer stamped) required. 3. Janitors closet shown with shelving for haz mat storage. Cabinets required. 4. Gas fireplace shutoff shall be minimum 6 ft from appliance. 5. E.M. lighting appears inadequate at front of store . 6. No licensed fire protection contractors are listed. 05/09/2008 jgulick Action: AP l., 2. and 6. are corrected with resubmittal. Item: 05500 PUBLIC WORKS 01/30/2008 TEK Action: NA No PW issues Item: 05700 ENVIRONMENTAL HEALTH 04/09/2008 cgunion Action: AP APPROVED PER EMAIL FROM BILL CARLSON Item: 05101 BUILDING DEPT REVISION 08/29/2008 Martin Action: CR F:\cdev\CHRIS\PERMIT.COMMENTS\B08-0013\B08-0013 Revision 1.DOC 09/12/2008 mh Action: AP *.**.*.��*...*�.�+��*.++��.**�*.+,*�*«....�.*.:...*+*.*.*,�*.�:�*.*.*�.***.�*«*.*.***.*.��.*.+.**�.+.....«*...��.*+..*�.*+..:....+....+�.*..�*�*. See the Conditions section of this Document for any conditions that may apply to this permit. DECLARATIONS 1 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-FO�t-I�QURS IN AI�A� TELEPHONE AT 479-2149 OR AT OUR OFFICE FROM 8:00 AM 4 PM. �' � � i ! �_. R OR CONTRACTOR FOR HIMSELF AND OWNER **#**********#�##�T#*#***#*********#*********#*****************************************#*******#******** CONDITIONS OF APPROVAL Permit #: B08-0013 as of 09-12-2008 Status: ISSUED ******************************************************************************************************** Permit Type: ADD/ALT COMM BUILD PERMT Applied: Ol/29/2008 Applicant: PIONEER GENERAL CONTRACTORS INC Issued: 04/14/2008 806-622-3100 To Expire: 10/11/2008 Job Address: 2171 N FRONTAGE RD WEST VAIL Location: SAFEWAY STORE Parcel No: 210311415011 Description: SAFEWAY TENANT IMPROVEMENTS/EXPANSION OF EXISTING STORE ***********************************************Condltions:************************************************ 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. Cond: 34 (BLDG.): A COPY OF THE SOILS REPORT WILL BE REQUIRED BEFORE A FOOTING INSPECTION WILL BE CALLED FOR. Cond: CON0009845 SPECIAL INSPECTIONS REQUIRED PER IBC CH 17. ALL REPORTS TO BE SUBMITTED TO BUILDING DEPT. FOR REVIEW SEE STATEMENT OF SPECIAL INSPECTION Cond: CON0009878 Stamped engineered fire protection plans for sprinkler and alarm are required. *******************************************++**+++*********************++***************++** TOWN OF VAIL, COLORADO Statement *****************�*********�***********+*+*********************�**************************** Statement Number: R080001638 Amount: $128.25 09/12/200803:21 PM Payment Method: Check Init: SAB Notation: 2282 PIONEER GENERAL Permit No: B08-0013 Type: ADD/ALT COMM BUILD PERMT Parcel No: 2103-114-1501-1 Site Address: 2171 N FRONTAGE RD WEST VAIL Location: SAFEWAY STORE Total Fees: 139,281.54 This Payment: $128.25 Total ALL Pmts: 139,281.54 Balance: $0.00 ***********************+****************************************************************+*** ACCOUNT ITEM LIST: Account Code Description Current Pmts -------------------- ------------------------------ ------------ BP 00100003111100 BUILDING PERMIT FEES 18.25 PF 00100003112300 PLAN CHECK FEES 110.00 TOWN OF VAIL 75 S. FRONTAGE ROAD VAIL, CO 81657 970-479-213 8 DEPARTMENT OF COMMUNITY DEVELOPMENT NOTE: THIS PERMIT MUST BE POSTED ON JOBSITE AT ALL TIMES ADD/ALT COMM BUILD PERMT Job Address: 2171 N FRONTAGE RD WEST VAIL Location.......: SAFEWAY STORE Parcel No....: 210311415011 OWNER SAFEWAY STORES 46 INC O1/29/2008 1371 OAKLAND BLVD 200 WALNUT CREEK CA 94596-4349 APPLICANT PIONEER GENERAL CONTRACTORS Ol/29/2008 P.O. BOX 7968 / 3850 MACK ROAD AMARILLO TX 79114 License: 268-A CONTRACTOR PIONEER GENERAL CONTR.ACTORS O1/29/2008 P.O. BOX 7968 / 3850 MACK ROAD AMARILLO TX 79114 License: 268-A Permit # B08-0013 Project # —1�> 1'� C�`� �' ,"; `� � Status . . . : ISSUED Applied .. . : O1/29/2008 Issued . . . : 04/14/2008 Expires.....: 10/ 11 /2008 Phone: 806-622-3100 Phone: 806-622-3100 Desciption: SAFEWAY TENANT IMPROVEMENTS/EXPANSION OF EXISTING STORE Occupancy: M Type Construction: IIIB Valuation: 2,400,000.00 Revision Valuation: $0.00 Total Sq Ft Added: 1903 *+*r+r*r*************+**+*�sr+*�*�s*********��***�►**s►s�rrr»e�*s**♦ FEE SUMMARY ****ers*x�rsr***�a*+s**e**st�****+**t*t****+*s►s*rr*a**r***r Building------> $10, �18. 75 Restuarant Plan Review--> $o. 00 Total Calculated Fees--> $19, 592. 94 Plan Check---> $ 6, 96 7. 19 Recreation Fee--------------> $1, 9 0 3. 0 0 Additional Fees----------> 119 , 5 6 0. 3 5 [nvestigation-> $ o. o o TOTAL FEES-------------> $19 , 5 92 . 94 Total Permit Fee---------> 13 9, 153 . 2 9 W ill Call-----> $ 4. 0 0 Payments-------------------> 13 9, 15 3. 2 9 BALANCE DUE---------> $ 0. 0 0 «*******r***r*rr►*�a+»+**�*+*�*r►+�**�*�►�*�t***��*****+****�sa**.*+:►.*****r**»**��+***+*+�***■+�.*rs*�****r**►+►+***s*******rrr■**r►*�:+��t*�� Approvals: Item: 05100 BUILDING DEPARTMENT 02/13/2008 cgunion Action: CR F:\cdev\CHRIS\PERMIT.COMMENTS\B08-0013\B08-0013.DOC 03/31/2008 cgunion Action: AP APPROVED REVISED/CORRECTED PLANS WITH REVISION DATE OF 3/7/08 Item: 05400 PLANNING DEPARTMENT 02/21/2008 rlf Action: CR F:\cdev\CHRIS\PERMIT.COMMENTS\B08-0013\B08-0013 Planning comments.doc 04/11/2008 RLF Action: AP DRB CONDITIONS FROM 12/4/07 MET. Item: 05600 FIRE DEPARTMENT 02/13/2008 cgunion Action: CR per email from Mike Vaughan 04/10/2008 mvaughan Action: COND l. No fire protection engineer is shown 2. Shop fire alarm and sprinkler drawings (engineer stamped) required. 3. Janitors closet shown with shelving for haz mat storage. Cabinets required. 4. Gas fireplace shutoff shall be minimum 6 ft from appliance. 5. E.M. lighting appears inadequate at front of store . 6. No licensed fire protection contractors are listed. Item: 05500 PUBLIC WORKS O1/30/2008 TEK Action: NA No PW issues Item: 05700 ENVIRONMENTAL HEALTH 04/09/2008 cgunion Action: AP APPROVED PER EMAIL FROM BILL CARLSON *.*�.��*.*.*.*«*.*,*�*,.,.,.*.�**.+�*.*...*..*+..***.+...*.*..**....+.s****.**�*.....*+��.****.**s*.,��*..*.*.�*.***s*..++..*..*+***�.�++*.*.�* See the Conditions section of this Document for any conditions that may apply to this permit. 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 ordinance,� of the Town applicable thereto. REQUESTS FOR INSPECTION SHALL BE MADE TWENTY-FOURjL9�Si� A�A1�l�J'� BY TELEPHONE AT 479-2149 OR AT OUR OFFICE FROM 8:00 AM • 4PM. / � �� // ATIIRE OF OWNER OR CONTRACTOR FOR HIMSELF AND OWNER **++*********************+*****************�+*********************************************** TOWN OF VAIL, COLORADO Statement **************************************+*************+++***+********************************* Statement Number: R080000437 Amount: $12,625.7504/14/200810:36 AM Payment Method: Check Init: DDG Notation: Safeway 050- 0003083 ----------------------------------------------------------------------------- Permit No: B08-0013 Type: ADD/ALT COMM BUILD PERMT Parcel No: 2103-114-1501-1 Site Address: 2171 N FRONTAGE RD WEST VAIL Location: SAFEWAY STORE Total Fees: 139,153.29 This Payment: $12,625.75 Total ALL Pmts: 139,153.29 Balance: $0.00 ***********�******************************************************************************** ACCOUNT ITEM LIST: Account Code Description Current Pmts -------------------- ------------------------------ ------------ BP 00100003111100 BUILDING PERMIT FEES 10,718.75 RF 11100003112700 RECREATION FEES 1,903.00 WC 00100003112800 WILL CALL INSPECTION FEE 4.00 ,' �rowr�oFV� � ASBESTOS TESTING REQUIREMENTS � THE TOWN OF VAIL AND STATE OF COLORADO DEPARTMENT OF PUBLIC HEALTH REQUIRE ASBESTOS TESTING ANY TIME WHEN MORE THAN 160 S.F. OF MATERIAL WILL BE DISTURBED OR REMOVED. AN ASBESTOS TEST AND REPORT IS REQUIRED TO BE SUBMITTED WITH YOUR BUILDING PERMIT APPLICATION FOR ALL REMODEL, ADDITION OR OTHER PROJECTS INVOLVING ANY DEMOLITION OR REMOVAL OF BUILDING MATERIALS THAT MAY CONTAIN ASBESTOS. BUILDINGS CONSTRUCTED AFTER OCTOBER 12, 1988 THAT HAVE NO ASBESTOS CONTAINING MATERIALS ARE EXEMPT. A COPY OF THE REPORT MUST BE SUBMITTED WITH YOUR BUILDING PERMIT APPLICATION • I have included the asbestos test and report with my building permit application applicant signature OR date � • I certify my project will not disturb or remove more than 160 s.f. of building material. The construction plans submitted with my application clearly indicate this information. (This will be verified during plan review, and will delay your project if found to be inaccurate) applicant signature OR date • The building was constructed after October 12, 1988. The date of construction was applicant signature date original construction date http://www.vailgov.com/docs/dl_forms/building�ermit_4-17-2007.DOC Page 5 of 7 04/17/2007 ******************************************************************************************** TOWN OF VAIL, COLORADO Statement ********************************************************************+*********************** Statement Number: R080000116 Amount: $6,967.19 O1/29/200803:39 PM Payment Method: Check Init: JS Notation: 2179/PIONEER GENERAL CONTRACTORS ----------------------------------------------------------------------------- Permit No: B08-0013 Type: ADD/ALT COMM BUILD PERMT Parcel No: 2103-114-1501-1 Site Address: 2171 N FRONTAGE RD WEST VAIL Location: SAFEWAY STORE Total Fees: $17,689.94 This Payment: $6,967.19 Total ALL Pmts: $6,967.19 Balance: $10,722.75 ********�***********************************************************************�x*********** ACCOUNT ITEM LIST: Account Code Description Current Pmts -------------------- ------------------------------ ------------ PF 00100003112300 PLAN CHECK FEES 6,967.19 �/ _ �' �� ,� � 75 S. Frontage Rd. Vail Colorado 81657 � APPLICATION WILL NOT BE ACCEPTED IF INCOMPLETE OR UNS�� S� � Project #: ,,_, � � � Building Perm�t #: �� 970,-47�'-�,1.49. ��ns�e,c.,tions) � TOWN OF VAIL BUILDING PERMIT APPLICAT Separate Permits are required for electrical, plumbing, mecF CONTRACTOR INFORMATION General Contractor: Town of Vail Reg. No.: Pearre Chase Pioneer General Contractors, Inc. ��-� 806-622-3100 Email address: Pearre.chase@pioneergc.com Fax #: 806-622-3803 Contractor Signature: ��.. I�C._.� �� lV/ � et�QIV � COMPLETE VALUATIONS FOR BUILDING PERMIT (Labor 8� Materials) BUILDING: $ 1,915,000.00 ELECTRICAL: $ 300,000.00 OTHER: $ N/A PLUMBING: $ 100,000.00 Mechanical:$ 85,000.00 Total:$ 2,400,000.00 For Parcel # Contact �=�w.�� a'�„ �.;`'F,�'1�31.1415011r Job Name: Safeway #631 Legal Description I Lot: 3 Owners Name: Safeway, Inc. Peterson-Staggs Architects Engineer: EHM Engineers description Assessors Office at 970-328-8640 or visit Job Address: 2131 North Frontage Road West Vail, CO 81657 Block: 0247 I Filing: 3 � Address: 6900 South Yosemite Englewood, CO 80112 Address: 3200 West State Street Boise, ID 83703 � Address: 3501 West Elder Street Boise, ID 83703 Grocery Subdivision: Vaildas-Shone e: Work Class: New ( ) Addition ( ) Remodel (X ) Repair ( ) Demo ( ) Other ( ) Work Type: Interior () Exterior () Both (X ) Does an EHU exist at this location: Yes () No ( X) Type of Bldg.: Single-family ( ) Two-family ( ) Multi-family ( ) Commercial ( X ) Restaurant ( ) Other ( ) No. of Existing Dwelling Units in this building: N/A No. of Accommodation Units in this building: N/A No/Type of Fireplaces Existing� Gas Appliances () Gas Logs () Wood/Pellet () Wood Burning () N/A No/Type of Fireplaces Proposed: Gas Appliances (X ) Gas Logs ( X) Wood/Pellet () Wood Burning (NOT ALLOWED) Does a Fire Alarm Exist: Yes ( X) No () Does a Fire Spnnkler System Exist: Yes (X ) No () *********************************************FOR OFFICE USE ONLY***************************************************** Date Received: http://www.vailgov.com/doa/dl_forms/building�ermit_4-17-2007.D0� Page 1 of 7 04/17/2007 SEP,25,2008 3:13PM � KUMAR & ASSOCIATES INC � •G�'�' �a,�_ V' iA� � l. Kamar �, Ass�ciabess Inc- �—�— Gentechnical and Materials Engirreers and Environm�ental Scientists N0. 860 P. 1 2390 S. Lipan St. Denver, CO 80223 Phone:303-742-9700 Fax:303-742-9666 www.kumarusa.com Fax Transxnit�al Loe9tions: Denver, �'ort Collans, Colorado Springs, Pueblo and Winter ParlJFraser, Colorado To: (h �,�� ('�u�-c w�z From: C.a,x�� DU� 5 Of: FaX: i- q�(� - 32$ - 1�g � Phone: Date: September 25, 2008 No. o£ Pages (including cove�) Z Project Number: Subject: �grEwe,� VAz� ��xY p��vA�-�.,� The contents of this transmittial are solely for che individual to whom this transmiL�al is direeted. This information fs ro be considcred CONFTDENTIAL. COTI1ri1f21CS: GEOTECHNICAL ENGCN�ERING: • Found�tion Studics • Geotechnical D�sign of Slopes and Slope Retendon Systems • Geotcchnicallnswmcntation • �orettisic Studies • psveroent Thiekne3s Design and Pavement Rehabili�ation • Landslide Idenufication and� MiLig3tioD Studies • Nondes�ructive Pavement Suvctural Evaluation Using FWD ENVtRONMENTAL 5CIENCFS: • .ASTM 7rsnsacdon Scrans � Phase I snd il Environmental Site Assessmencs • Soil and Groundwacer Remedietion Dcsi;n, ConQacting, Ove�sight and Repordng • Asbestos and Lead-Based Paint Sur�cys • Undesground Euel Storage Tank Removal snd Site Characceriration • Discharge Permitting • Asbesws Air Monitoring • Mold Znvestigations • Property Condirion Asscssmtncs ;� � � � � p �,; `� t � ', b �' + , F'. �' MATERIALS TESTING, CoNSTRUCTION ��RVATION AND INSPECTION: • �arthwork � Foundation ConSflrucrion � COntre[e � Reinforcing Sucl • Masonry • StructuYal Steel • Fireproofino • Asphalt • Geotechnical Specialry Construction -� 6 ENGIN�ertnvG GEOLA�Y: � Expansivc Soils • Unstable Slopes � Rockfall • Debris Flows • Subsidcnc� Over Undcrgound Cavitics LABORA7'oR7 SERYICFs: • Soils • Aggregaics • Concrece • Asphalt • Chcmically Stabilizcd Soils and Sases • Asphal; Concrete and Chemical Stabilization Mix Desigi Scrvices �� . 239U 5ou1h Lipon Sveel Kumar& Associates, Inc. Dem�e[,coson� phone:307-742-9700 Geotechnlcaland Matena[sEnglneers fx:c:303•7d2-95fi6 a�d Envtronmental Scientists unail= kadem�r�@kumarus�com wtivw.ku marus�oom � OLhu OClice Loca�iuns: Colofado Springs, Pori Collins, I'ueblo, and Winter Packl�raser, Color.�do � REfNFORCI{�G STEEL OBSERVAiION_REPORT Brian Han�ig PROJECi NO. 08-1-261 � Safeway, Inc. DAILY REPORT t�0. 4 � 8900 S. Yosemiie Streei Safeway StorE tt611 o Englewaod, CO 60112 � Vail, CO Structure: Footing Elevation: 3'BG Location: Southwest corner and southeast corner af b�tilding � z w � Q U O c� cr� Q azs d Q � � �C � � �-, ,� 0 0 . �; � � �� .�� Structura4 Plan 8 Sheet No. See Atlachments Architectura� Plan & Sheet No. Grade: 60 Size: YES � NO ❑ Length: YES 0 NO ❑ Loeation: YES❑� NO❑ REFERENCE Shop Drawing Sheet lVo. Other: REINFORCING STE�L COMPLIANCE Quantity: YES ❑� NO ❑ NIA ❑ N1q ❑ Spacing: YES ❑� NO ❑ NIA ❑ N!A ❑ Clearance: YES � NO ❑ fVlA ❑ NIA❑ Cleanlioess: YES� NO❑ NlA❑ NON-COMPLIANCE I�iFORIUTAiION Support: Splice: Dowels: Qih er: YES ❑� YES ❑ YES ❑� YES � Date: 9I24/2008 SHEET 'f OF 1 �O ❑ NO ❑ NO❑ NO ❑ N�A ❑ N1A ❑f PlIA ❑ N/A ❑ �rogress Report: Drilled and epoxied bars. One Simpson set 22 epoxy. ❑ FULL-TIME OBSERVATIdN � PAR�-T�ME OBSERVATION Field Observer: David Bofioms Cc: book, file, Pioneer Genera) CONTRACTOR ADVISED: ❑� YES ❑ NO IH CENERAL COMPLfANCE: �YES ❑ IVO Reviewed By: ScctEt B. Hougard, Project Supervisor �� 2390 South Lipan Street Kumar & Associates, Inc. Denver, co sozzs phone:303-742-9700 Geotechnical and Materiais Engineers fax: 303-742-9666 � � email: kadenver@kumarusa.com .�--�,.`,�,, and Enviro�mentai Scientists www.kumarusa.com Other Office Locations: Colorado Springs, Fort Collins, Pueblo, and Winter Park/Fraser. Colorado CONCRETE TEST RESULTS (ASTM C39) Brian Hannig Safeway, I nc. 6900 S. Yosemite Street Englewood, CO 80112 PROJECT N0. OS-1-261 Safeway Store #611 Vail, CO Sample Location Foundation wall F.3-H/7-6 Date Sampled 6/26/2008 No. of Specimens 4 Supplier B&B Truck Number 6042 Mix Design 36042474 Slump 3 in. Air Temperature 73 Water Added Time Sampled 10:35 AM Curing Method Lab Ticket Number 32123466 Date Received in Lab 6/27/2008 Air Content 4 % Concrete Temperature 74 Sampled By AW Batch Size 10 CY Batch Time 9:28 AM Unit Weight 144.4 pcf STRENGTH TEST DATA Average Specimen Diameter 4 in. Area 12.57 sq. in. Design Strength 4000 psi Percent Type of Specimen Test Date Age (days) Load (Ibs) Strength (psi) of Design Fracture C9504-1 7/3/2008 7 46820 3730 93 A Reported By Scott B. Hougard, Project Supervisor cc: book, file, B&B Pioneer General These test results only apply to the samples which were tested. The testing report shall not be reproduced, except in full, without the written approval of Kumar and Associates, Inc. Testing performed in accordance with ASTM C31, C39, C138, C143, C231, and C1231. �,�.� Kumar 8� Associates IIIC. 2390 South Lipan Street � Denver, CO 80223 phone:303-742-9700 ��, Geotechnicai and Materials Engineers fax: 303-742-9666 �� and Environmental Scientists ema� : a enverc kumarusa.com � www. kumarusa. com Other Office Locations: Colorado Springs, Fort Collins, Pueblo, and Winter Park/Fraser. Colorado Brian Hannig Safeway, Inc. 6900 S. Yosemite Street Engiewood, CO 80112 PROJECT NO. 08-1-261 Safeway Store #611 Vail, CO Sample Location Stem wall A.9-C.7 Date Sampled 6/25/2008 No. of Specimens 4 Supplier B&B Truck Number 6003 Mix Design 36042474 Slump 3.0 in. Air Temperature 80 Water Added CONCRETE TEST RESULTS (ASTM C39) Time Sampled 2:18 PM Curing Method Lab Ticket Number 32123417 Date Received in Lab 6/26/2008 Air Content 4.9 % Concrete Temperature 74 Sampled By BH Batch Size 10 CY Batch Time 1:06 PM Unit Weight 143.3 pcf STRENGTH TEST DATA Average Specimen Diameter 4 in. Area 12.57 sq. in. Design Strength 3000 psi Percent Type of Specimen Test Date Age (days) Load (Ibs) Strength (psi) of Design Fracture C9391-1 7/2/2008 7 39680 3160 105 A Reported By Scott B. Hougard, Project Supervisor cc: book, file, B&B Pioneer General These test results only apply to the samples which were tested. The testing report shall not be reproduced, except in full, without the written approval of Kumar and Associates, Inc. Testing performed in accordance with ASTM C31, C39, C138, C143, C231, and C1231. �� 2390 South Lipan Street Kumar & Associates, Inc. Denver, co sozz3 phone:303-742-9700 y..�� Geotechnical and Materials Engineers fax: 303-742-9666 � emaiL kadenver@kwnarusa.com ..�� and Environmental Scientists www.kumarusa.com Other Office Locations: Colorado Springs, Fort Collins, Pueblo, and W inter Park/Fraser. Colorado CONCRETE TEST RESULTS (ASTM C39) Brian Hannig Safeway, Inc. 6900 S. Yosemite Street Englewood, CO 80112 PROJECT NO. 08-1-261 Safeway Store #611 Vail, CO Sample Location Pilasters on south side of building Date Sampled 7/7/2008 No. of Specimens 4 Supplier B&B Truck Number 6092 Mix Design 36042474 Slump 4 in. Air Temperature 65 Water Added 5 gals Time Sampled 2:00 PM Curing Method Lab Ticket Number 32123897 Date Received in Lab 7/8/2008 Air Content 5.0 % Concrete Temperature 68 Sampled By DB Batch Size 10 CY Batch Time 1:15 PM Unit Weight 142.4 pcf STRENGTH TEST DATA Average Specimen Diameter 4 in. Area 12.57 sq. in. Design Strength 4000 psi Percent Type of Specimen Test Date Age (days) Load (Ibs) Strength (psi) of Design Fracture C9532-1 7/14/2008 7 39080 3110 78 A Reported By cott B. Hougard, Project Supervisor cc: book, file, B&B Pioneer General These test results only apply to the samples which were tested. The testing report shall not be reproduced, except in ful�, without the written approval of Kumar and Associates, Inc. Testing performed in accordance with ASTM C31, C39, C138, C143, C231, and C1231. �� -..�...,�.1' ..—e.�...,�..'^ �� Kumar � Associates, Inc. Geotechnical and Materials Engineers and Environmental Scientists 2390 South Lipan Street Denver, CO 50223 phone:30S-742-9700 fax:303-742-96ti6 emaiC kadenver@kwnarusa.com www.kumarusa.com Brian Hannig Safeway, Inc. 6900 S. Yosemite Street Englewood, CO 80112 WEATHER CONDITIONS: (AM) Clear, 45° CONTRACTORS EQUIPMENT: Other Office Locations: Colorado Springs, Port Collins, Pueblo, and Winter Park/Fraser, Colorado CONSTRUCTION OBSERVATION REPORT PROJECT NO. 08-1-261 Date: 4/28/2008 DAILY REPORT NO. 1 SHEET 1 OF 1 Safeway Store #611 Vail, CO (PM) CONSTRUCTION OBSERVATION AND COMMUNICATION: When we arrived on site the contractor was excavating a smail area outside of the proposed footing line. The hole was excavated to a depth of 6'. The top 3' was fill and the bottom 3' was a very damp siity clay. We asked the contractor is he could get in the area of the footing. A smali section of sidewalk was removed and a hole was excavated to a depth of 6'. The top 3' to 3 1/2' appeared to be road base (sand and gravel) and the remaining material was the silty clay. The contractor informed us that he would excavate down 2' below the bottom of the footing and use structural fill in the bottom 2'. Fieid Observer: Darrell C. Huss Cc: book, file, Pioneer General Reviewed By: Scott B. Hougard, Project Supervisor �� Kumar & Associates, �nc. Geotechnical and Materials Engineers and Environmental Scientists Brian Hannig Safeway, I nc. 6900 S. Yosemite Street Englewood, CO 80112 WEATHER CONDITIONS: (AM) Clear, 62° CONTRACTORS EQUIPMENT: 2390 Sou[h Lipan Street Denver, CO SC223 phone: 303 J42-9700 fax:303-742-9666 email: kadenver@kumarusacom www.kumarusa com Other Office Locations: Colorado Springs, Fort Collins, Pueblo, and W inter Park/Fraser, Colorado CONSTRUCTION OBSERVATION REPORT PROJECT NO. 08-1-261 DAILY REPORT NO. 2 Safeway Store #611 Vail, CO (PM) Date: 5/5/2008 SHEET 1 OF 1 CONSTRUCTION OBSERVATION AND COMMUNICATION: A test pit was excavated at the southeast corner of the existing building. The top 6' of material was silty damp black clay. Under the clay was red sand, gravel and large rocks. We informed the contractor that this native material was suitable for footing to bear on. We also informed him that this material should be compacted prior to placement of any fill and/or concrete. Field Observer: Darrell C. Huss Cc: book, file, Pioneer General Reviewed By: Scott B. Hougard, Project Supervisor � 2390 South Lipan Street "�"" Kumar & Associates, inc. Denver,CO80223 phone:303-742-9700 r�,��, Geotechnical and Materials Engineers fax: 303-742-9666 and Environmental Scientists ...•--� email: kadenver@kumarusa.com www.kumarusa.com Other Office Locations: Colorado Springs, Fort Collins, Pueblo, and Winter Park/Fraser_ Colorado Brian Hannig Safeway, Inc. 6900 S. Yosemite Street Engiewood, CO 80112 Structure: Stem walls Location: A.9-C.7, H.1-F.3 Structural Plan & Sheet No. S1.1, S2.1 Architectural Plan & Sheet No. Grade: 60 Size: YES 0 NO ❑ Length: YES ❑� NO ❑ Location: YES � NO ❑ REINFORCING STEEL OBSERVATION REPORT PROJECT NO. 08-1-261 DAILY REPORT NO. 1 Safeway Store #611 REFERENCE Vail, CO Elevation: 96' to 100' Shop Drawing Sheet No. Other: REINFORCING STEEL COMPLIANCE Quantity: YES � NO ❑ N/A ❑ N/A ❑ Spacing: YES � NO ❑ N/A ❑ N/A ❑ Clearance: YES � NO ❑ N/A ❑ N/A ❑ Cleanliness: YES � NO ❑ N/A ❑ NON-COMPLIANCE INFORMATION Support: Splice: Dowels: Other: YES �✓ YES ❑� YES 0 YES ❑ Date: 6/25/2008 SHEET 1 OF 1 NO ❑ NO ❑ NO ❑ NO ❑ N/A ❑ N/A ❑ N/A ❑ N/A ❑ rrogress Report: ❑ FULL-TIME OBSERVATION ❑`� PART-TIME OBSERVATION Field Observer: Brad Henderson Cc: book, file, Pioneer General CONTRACTOR ADVISED: ❑� YES ❑ NO IN GENERAL COMPLIANCE: � YES ❑ NO Reviewed By: Scott B. Hougard, Project Supervisor �� 2390 South Lfpan Street Kumar & Assoeiates, If1C. Denver, co so2�� phone:303-742-9700 �� Geotechnical and Materials Engineers fax: 303-742-9666 dnd EnVlronmental SClentist5 email: kadenver@kumarusa.com www.kumarusa.com Other Office Locations: Colorado Springs, Fort Collins, Pueblo, and W inter Park/Fraser, Colorado Brian Hannig Safeway, Inc. 6900 S. Yosemite Street Englewood, CO 80112 PIER OBSERVATION REPORT PROJECT NO. 08-1-261 DAILY REPORT NO. 2 Safeway Store #611 Vail, CO Date: 6/19/2008 DEPTH VARIATION N IN IN �= C7= pZ OVER- BED- TOTAL ELEV. ELEV. OVER UNDER CONDITION �~ Z� a PIER PIER BURDEN ROCK HOLE GROUND TOP OF BOTTOM OF � w Q w O � WATER SUPPORTING NO. DIAM. DEPTH ELEV. PIER OF PIER WALLS 1 �� v o m v 3 STRATUM 7/A.9 36" 6'6" 96' 96' 89'6" -- -- NA -- -- Dry NA 8/B.1 48" 6'6" 96' 96' 89'6" -- -- NA -- -- Dry NA 7/B.9 48" 6' 96' 96' 90' -- -- NA -- -- Dry NA 8/C.6 48" 6' 96' 96' 90' -- -- NA -- -- Dry NA 7/C.7 48" 8'6" 99'6" 96' 91' -- -- NA -- -- Dry NA � i� in oeanng sirawm. �[7 ueptn to top oi swrry. (3) uepth ot water in bottom of hole. PROGRESS REPORT: Pier 7lD.7 at existing doorway. Cc: book, file, Pioneer General Field Observer: Dana Cotter Reviewed By: Scott B. Hougard, Project Supervisor Page: � End of Daily Report 2 This report is intended for the client and distribution as indicated. The report shall not be reproduced, except in full, without the written approval of Kumar and Associates, Inc. � x ,i� r Kumar & Associates, Inc. Geotechnical and Materials Engineers and Environmental Scientists Brian Hannig Safeway, I nc. 6900 S. Yosemite Street Englewood, CO 80112 2390 South Lipan Street Denver, CO 80223 phone:303-742-9700 fax:303-742-9666 emaiC kadenver@kumarusa.com www.kumarusa.com Other Office Locations: Colorado Springs, Fort Collins, Pueblo, and Winter Park/Fraser, Culorado PIER OBSERVATION REPORT PROJECT NO. 08-1-261 DAILY REPORT NO. 3 Safeway Store #611 Vail, CO Date: 6/20/2008 DEPTH VARIATION IN IN �2 ?= OZ OVER- BED- TOTAL ELEV. ELEV. OVER UNDER CONDITION �~ �' � Q PIER PIER BURDEN ROCK HOLE GROUND T.OP OF BOTTOM OF � w Q w O � WATER SUPPORTING NO. DIAM. DEPTH ELEV. PIER OF PIER WALLS 1 N O v o m v 3 STRATUM 7/E.7 9�6�� 99�6�� g6� 90' -- -- NA -- -- Dry NA 7/F.7 9'6" 99'6" 96' 90' -- -- NA -- -- Dry NA 8/G.3 9' 99'6" 96' 90'6" -- -- NA -- -- Dry NA 7/G.5 9'6" 99'6" 96' 90' -- -- NA -- -- Dry NA 7/H.1 9'6" 99'6" 96' 90' -- -- NA -- -- Dry NA 8/H.3 8'6" 99'6" 96' 91' -- -- NA -- -- Dry NA � � � n � ueanng s�ra�um. <<� uep[n to top or siurry. �3) uepth ot water in bottom of hole. PROGRESS REPORT: Pier 7/D.7 at existing doorway. Cc: book, file, Pioneer General Field Observer: Dana Cotter Reviewed By: Scott B. Hougard, Project Supervisor Page: 1 End of Daily Report 3 This report is intended for the client and distribution as indicated. The report shall not be reproduced, except in full, without the written approval of Kumar and Associates, Inc. �� Kumar & Associates, Inc. Geotechnical and Materials Engineers and Environmental Scientists 2390 Sou[h Lipan Stree[ Denver, CO 80223 phone:303-742-9700 fax:303-742-9666 email: kadenver@kumarusa.com www.kumarusa.com Brian Hannig Safeway, Inc. 6900 S. Yosemite Street Engiewood, CO 80112 Other Office Locations: Colorado Springs, Fort Collins, Pueblo, and W inter Park/Fraser, Colorado CONSTRUCTION OBSERVATION REPORT PROJECT NO. 08-1-261 DAILY REPORT NO. 1 Safeway Store #611 Vaii, CO Date: 6/4/2008 SHEET 1 OF 1 Cc: book, file, Pioneer General �� .�.,�..� Kumar & Associates, Inc. Geotechnical and Materials Engineers and Environmental Scientists 2390 South Lipan Stree[ Denver, CO 80223 phone:303-742-9700 fax:303-742-9666 email: kadenver a kumarusa.com www.kumarusa.com Brian Hannig Safeway, Inc. 6900 S. Yosemite Street Englewood, CO 80112 Other Office Loca[ions: Colorado Springs, Fort Collins, Puebio, and W inter Park/Fraser, Colorado CONSTRUCTION OBSERVATION REPORT PROJECT NO. 08-1-261 Date: 6/18/2008 DAILY REPORT NO. 1 SHEET 1 OF 1 Safeway Store #611 Vail, CO C;c: booK, tile, Nioneer General 1�-�� '�*�rw.,..�,./' �-�+.."��'"�.�..� Kumar & Associates, Inc. Geotechnical and Materials Engineers and Environmental Scientists 2390 South Lipan Street Denver, CO 80223 phone:303-742-9700 fax:303-742-9666 email: kadenver(c�kumarusa.com www.kumarusacom Brian Hannig Safeway, Inc. 6900 S. Yosemite Street Englewood, CO 80112 Other Office Loca[ions: Colorado Springs, Fort Collins, Pueblo, and W inter Park/Fraser_ Colorado CONSTRUCTION OBSERVATION REPORT PROJECT NO. 08-1-261 DAILY REPORT NO. 2 Safeway Store #611 Vail, CO Date: 6/16/2008 SHfET 1 OF 1 Cc: book, file, Pioneer General �I�� Z390 South Lipan Street Kumar 8� Associates, �IIC. Denver, CO 80223 phone:303-742-9700 .�.� Geotechnical and Materials Engineers fax: 303-742-9666 ��.J' email: kadenver cr kumarusa.com ,. � and Environmental Scientists www. kumarusa. com Other Office Locations: Colorado Springs, Fort Collins, Pueblo, and W inter Park/Fraser, Colorado WELDING INSPECTiON REPORT Brian Hannig Safeway, inc. 6900 S. Yosemite Street Englewood, CO 80112 SHOP OR FIELD WELDING: Field WEATHER CONDITIONS: Clear, 60° VT � MT ❑ UT ❑ Electrodes: E-70XX LOCATION AND DESCRIPTION OF WORK: 1. We visited the project site in Vail as requested. PROJECT NO. 08-1-261 DAILY REPORT NO. 2 Safeway Store #611 Vail, CO STANDARD OR CODE: AWS D1.1 Date: 6/16/2008 SHEET 1 OF 1 Type of Welds: Various Weld Size: Various 2. Requested welder certification. No certification available. Specifications require welders to be certified to AWS D1.1. All welds shall be removed and rewelded by a certified welder. 3. Bolts too short at column F.3. 4. Existing welding is of very poor quality and shall be rejected for insu�cient size, incomplete fusion, incomplete penetration. Please see OD list. � REMARKS: See OD List Welds in the above described items were determined to be in general accordance with project specifications, standards and code, unless otherwise noted. Field Observer: Michael Shearer, CWI Cc: book, file, Pioneer General Reviewed By: Scott B. Hougard, Project Supervisor Kurt�r & Associates, tnc. 2390 South Lipan Street —�— Geotechnical and Materiais Engineers Denver, CO 80223 and Environmental 5cientists Phone: (303) 742-9700 Fax: (303) 742-9666 �_� Email: kadenver@kumarusa.com www.kumarusa.com Office Locations: Denver, Colorado Springs, Fort Collins, Colorado Branch Office: Pueblo, Colorado LIST OF OUTSTANDING DISCREPANCIES PROJECT:SAFEWAY VAIL, CO INSPECTOR: PROJECT N0.:08-1-261 DATE: 6-16-08 ITEM LOCATION AND DESCRIPTION DATE NUMBER ACCEPTED OQ1 WELDER HAS NO CERTIFICATION SPECIFICATIONS REQUIRE ALL WELDERS CERTIFIED TO AWS D1.1 Q()2 BOLTS TO SHORT AT COLUMN F.3 OQ3 EXISTING WELDING 1S OF VERY POOR QUALITY, INSUFFICIENT SIZE, 1NCOMPLETE FUS10N, INCOMPLETE PENETRATION. �� Kumar & Associates, Inc. Geotechnical and Materials Engineers and Environmental 5cientists 2390 South Lipan Street Denver, CO 80223 phone:303-742-9700 fax:303-742-9666 emait kadenver@kumarusa.com www.kumarusa.com CONSTRUCTION OBSERVATION REPORT Brian Hannig Safeway, Inc. 6900 S. Yosemite Street Englewood, CO 80112 WEATHER CONDITIONS: (AM) Cloudy, Light Snow, 46° CONTRACTORS EQUIPMENT: (Masonry) Other Of6ce Locations: Colorado Springs, Fort Collins, Pueblo, and Winter Park/Praser, Colorado PROJECT NO. 08-1-261 DAILY REPORT NO. 1 Safeway Store #611 Vail, CO (PM) Date: 6/11 /2008 SHEET 1 OF 1 CONSTRUCTION OBSERVATION AND COMMUNICATION: 7/8" diameter holes, 6 1/2" deep were drilled into the column pad at grid line G3 and Hilti HY150 epoxy was injected into each hole. Ten inch long, 3/4" diameter, Hilti bolts were set in each hole. All holes were cleaned with forced air prior to epoxy. 3/4" diameter holes, 6 1/2" deep were drilled into the existing foundation wall at grid line C2, C6 and E6. The holes were cleaned and 5/8" diameter Hilti anchor bolts were set in HY150 epoxy. Field Observer: Darrell C. Huss Cc: book, file, Pioneer General Reviewed By: Scott B. Hougard, Project Supervisor �� -�`r" �� Kumar & Associates, Inc. Geotechnical and Materials Engineers and Environmental Scientists Brian Hannig Safeway, Inc. 6900 S. Yosemite Street Englewood, CO 80112 2390 South Lipan Street Denver, CO 80223 phone:303-742-9700 fax: 303-742-9666 email: kadenver@kumarusa.com www.kumarusa.com Other Office Locations: Colorado Springs, Fort Collins, Pueblo, and Winter Park/Fraser, Colorado CONSTRUCTION OBSERVATION REPORT PROJECT NO. 08-1-261 DAILY REPORT NO. 2 Safeway Store #611 Vail, CO Date: 6/10/2008 SHEET 1 OF 1 Cc: book, file, Pioneer General �� Kumar 8� Associates �fiC. 2390 South Lipan Street � Denver, CO 80223 phone:303-742-9700 l,,,, Geotechnical and Materiais Engineers fax: 303-742-9666 ,r.,. �`�,..� emaiL kadenver@kumarusa.com r�� and Environmental Scientists www.kuman�sa.com Other Office Locations' Colorado Springs, Fort Collins, Pueblo, and W inter Park/Fraser. Colorado CONCRETE TEST RESULTS (ASTM C39) Brian Hannig Safeway, Inc. 6900 S. Yosemite Street Engiewood, CO 80112 PROJECT NO. 08-1-261 Safeway Store #611 Vail, CO Sample Location Piers 7/E.7, 7/F.7, 8/G.3 Date Sampled 6/20/2008 No. of Specimens 4 Supplier B&B Truck Number 6042 Mix Design 36042474 Slump 6 in. Air Temperature 75 Water Added 5 gals Time Sampled 10:10 AM Curing Method Lab Ticket Number 32123150 Date Received in Lab 6/23/2008 Air Content Concrete Temperature 73 Sampled By DC Batch Size 10 CY Batch Time 9:08 AM Unit Weight STRENGTH TEST DATA Average Specimen Diameter 4 in. Area 12.57 sq. in. Design Strength 3000 psi Percent Type of Specimen Test Date Age (days) Load (Ibs) Strength (psi) of Design Fracture C9343-1 6/27/2008 7 29410 2340 78 A r Reported By Scott B. Hougard, Project Supervisor cc: book, file, B&B Pioneer General These test results only apply to the samples which were tested. The testing report shall not be reproduced, except in full, without the written approval of Kumar and Associates, Inc. Testing performed in accordance with ASTM C31, C39, C138, C143, C231, and C1231. 1�� Kumar 8� Associates Inc. z390 so�cn L�Pa� sc�eet � Demer, CO 30223 phone:303-742-9700 �„�l�, Geotechnical and Materials Engineers fax: 303-742-9666 email: kadenver@kumarusa.com �'**�� and Environmental Scientists '"�~"��„�.�.�' www. kumanisa. com Other Office Locations: Colorado Springs, Fort Collins, Pueblo, and W inter Park/Fraser, Colorado CONCRETE TEST RESULTS (ASTM C39) Brian Hannig Safeway, I nc. 6900 S. Yosemite Street Englewood, CO 80112 PROJECT NO. 08-1-261 Safeway Store #611 Vail, CO Sampie Location Pier 7/A.9, 8/B.1, 7/B.9 Date Sampled 6/19/2008 No. of Specimens 4 Supplier B&B Truck Number 6091 Mix Design 36042474 Slump 5 in. Air Temperature 80 Water Added 10 gals Time Sampled 2:30 PM Curing Method Lab Ticket Number 32123125 Date Received in Lab 6/20/2008 Air Content Concrete Temperature 72 Sampled By DC Batch Size 10 CY Batch Time 1:09 PM Unit Weight STRENGTH TEST DATA Average Specimen Diameter 4 in. Area 12.57 sq. in. Design Strength 3000 psi Percent Type of Specimen Test Date Age (days) Load (Ibs) Strength (psi) of Design Fracture C9344-1 6/26/2008 7 34130 2720 91 A Reported By Scott B. Hougard, Project Supervisor cc: book, file, S&B Pioneer General These test results only apply to the samples which were tested. The testing repoR shall not be reproduced, except in full, without the written approval of Kumar and Associates, Inc. Testing performed in accordance with ASTM C31, C39, C138, C143, C231, and C1231. � Kumar & Associaies, Inc. Geolechnical and Matenals Engineers and Environmenlal Scientisls June 4, 2008 Mr. Brian Hannig Safeway, Inc. 6900 South Yosemite Street Centennial, Colorado 80112-1412 r.----�.. ACEC MEMBER 2390 South Lipan Street Denver, CO 80223 phone:(303)742-9700 fax:(303)742-9666 e-mail: kadenver@kumanisa.com www.kt�marusa.com Other Office Locations: Colorado Springs, Fort Collins, Pueblo and Winter Park/Fraser, Colorado Subject: Preliminary Results of Geotechnical Engineering Study, Proposed Additions to Safeway No. 0631, 2131 North Frontage Road, Vail, Colorado Project No. 08-1-320 Dear Mr. Hannig: This report presents preliminary results of a geotechnical engineering study for the proposed addition to Safeway No. 0631 located at the subject address. Proposed Construction: We understand the proposed construction consists of addition of canopy in front (south) of the Safeway store and construction of decorative planters and support columns. We understand the proposed column loads vary between 40 to 89 kips. Existinq Conditions: At the time of our study, the construction of the various parts of the addition were underway. An earlier report prepared by Geotek, Inc. under their Project No. 15474 dated October 7, 1976 was being utilized for information on geotechnical conditions for this addition. Four borings were drilled for that geotechnical report along the west expansion during that time. The geotechnical report recommended overexcavation of existing fill and replacement by compacted structural filt with expansion to be founded on spread footing foundation system designed for an allowable soil bearing pressure of 4,000 psf. Earlier attempt to install steel helical piers were not successful because enough torque could not be imparted on the helical piers to ensure the adequate bearing capacity. Subsurtace Conditions: Three exploratory borings were drilled near the proposed foundation areas as determined by Mr. Michael Bolton of Pioneer General Contractors. The approximate locations of the exploratory borings are shown on Fig. 1. Logs of exploratory borings are presented on Fig. 2 and legend and notes on Fig. 3. The laboratory tests on selected samples obtained from the exploratory borings is currently underway. The final report will include the results of laboratory testing. The borings encountered 8 to 10 feet of man-placed fill consisting of sandy clay with fine to medium grained gravel with non-plastic to low-plasticity, with blow counts between 8 to 34 in the fill. The higher blow counts in the fill were probably due to large size gravel or cobble within the fill material. Below the fill, the borings encountered poorly graded gravel with sand and clay with cobbles which are to coarse grained and dense to very dense based on blow counts between 54 for 8 inches to 54 for 11 inches of sample penetration. Ground water was not encountered in the borings. Foundation Recommendations: Based on the subsurface conditions encountered in the exploratory borings and the proposed nature of the construction, we recommend the foundation for the proposed addition consist of spread footings. The existing fill does not Safeway, Inc. June 4, 2008 Page 2 appear to be piaced in controlled and compacted conditions. Footings placed on the existing fill will be subject to future settlement and distress. Therefore, we recommend the existing fili be overexcavated on footing placed below the fill. The footings should be founded either on the natural poorly graded gravel with sand and clay below the fill or on compacted structural fill. Footings placed on the gravel layer below the fill and with long-stem walls may be designed for allowable end bearing pressure of 5,000 psf. The excavated material may be used as backfill around the stem wall and compacted to at least 95% of standard Proctor density as determined by ASTM D 698 at moisture content of ±2 percent of the optimum moisture content. Alternately, the existing fill should be excavated below the footings and in a footprint area defined by 1.5 horizontal to 1 vertical. The excavated material may be placed back in 1-foot thicknesses and compacted to at least 98% of the standard Proctor density at the moisture content of ±2 percent of the optimum. The footings placed on the structural fill should be designed for an allowable soil bearing pressure of 4,000 psf. Exterior footings should be provided with adequate cover above their bearing elevations for frost protection. Continuous foundation walls should be reinforced top and bottom to span an unsupported length of at least 10 feet. Areas of loose or soft material encountered at the foundation bearing level within excavation should be removed and the footings extended down to adequate natural bearing material. Other good construction techniques which are applicable should also be followed. The existing fill materials classify as Type C soil requiring 1.5 horizontal to 1 vertical slope for unbraced construction. Alternately, the excavation should be braced or protected by trench shield for safe construction procedures. All safety requirements by OSHA on other government agencies should be followed for excavations at the site. Other foundation types including, rammed geopiers, drilled piers or steel helical piers with considerably higher torque, may also be considered for support of the foundations loads. We can provide recommendations for these alternates, if requested. If you have questions or need additional information, please call. Sincerely, KUMAR & ASSOCIATES, INC. Narender (Ned) Kumar, P.E. OQ`PDO ER G/s� �o : ��ao k��Fo 1707� � ; - . �. � �- v-� �� ••a...o. NK/mj F'��'l�N�� /� �a � cc: book, file cc: Petersen Staggs Architects, Attn: Todd Poirier (email) Core Engineering, Attn: Michael K. Brown (email) Pioneer General Contractors, Attn: Pearre Chase (email) 0&1 �2011r k Kumar & Associates, Inc. LEGEND �FILL: SANDY CLAY WITH FINE TO MEDIUM GRAINED GRAVEL, NON PLASTIC TO LOW PLASTICITY, SLIGHTLY MOIST, BROWN AND RED. b' : �� POORLY GRADED GRAVEL WITH SAND AND CLAY (GP—GC), WITH COBB�ES, FINE TO COARSE ��.o GRAINED, DENSE TO VERY DENSE, SLIGHTLY MOIST, BROWN AND REDDISH BROWN. � DRIVE SAMPLE, 2—INCH I.D. CALIFORNIA LINER SAMPLE. � DRIVE SAMPLE, 1 3/8—I.D. SPLIT SPOON SAMPLE, STANDARD PENETRATION TEST. � �� 2 DRIVE SAMPLE BLOW COUNT. INDICATES THAT 10 BLOWS OF A 140—POUND HAMMER FALLING 30 INCHES WERE REQUIRED TO DRIVE THE SAMPLER 12 INCHES. NOTES 1. THE EXPLORATORY BORINGS WERE DRILLED ON MAY 30, 2008 WITH A 4—INCH DIAMETER CONTINUOUS FLIGHT POWER AUGER. 2. THE EXPLORATORY BORINGS WERE LOCATED.BY PIONEER GENERAL CONTRACTORS. 3. THE ELEVATIONS OF THE EXPLORATORY BORINGS WERE NOT MEASURED AND THE LOGS OF THE EXPLORATORY BORINGS ARE PLOTTED TO DEPTH. 4. THE EXPLORATORY BORING LOCATIONS SHOULD BE CONSIDERED ACCURATE ONLY TO THE DEGREE IMPLIED BY THE METHOD USED. 5. THE LINES BETWEEN MATERIALS SHOWN ON THE EXPLORATORY BORING LOGS REPRESENT THE APPROXIMATE BOUNDARIES BETWEEN MATERIAL TYPES AND THE TRANSITIONS MAY BE GRADUAL. 6. GROUND WATER WAS NOT ENCOUNTERED IN THE BORINGS AT THE TIME OF DRILLING. 7. LABORATORY TEST RESULTS: WC = WATER CONTENT (%) (ASTM D 2216); DD = DRY DENSITY (pcf) (ASTM D 2216); +4 = PERCENTAGE RETAINED ON N0. 4 SIEVE ASTM D 422); —200 = PERCENTAGE PASSING N0. 200 SIEVE ASTM D 1140); LL = LIQUID LIMIT (ASTM D 4318); PI = PLASTICITY INDEX (ASTM D 4318); NP = NON—PLASTIC (ASTM D 4318). �� o� ,� m% �a 08-1-320 Kumar & Associates LEGEND AND NOTES Fig. 3 ;> f � Kumar & Associates, Inc. Geotechnical and Matenals Engineers and Environmental Scientists June 19, 2008 Mr. Brian Hannig Safeway, Inc. 6900 South Yosemite Street Centennial, Colorado 80112-1412 �� ACEC MEMBER 2390 South Lipan Street Denver, CO 80223 phone:(303)742-9700 fax:(303)742-9666 e-mail: kadenver@kumarusa.com www.kumarusa.com Other Office Locations: Colorado Springs, Fort Collins, Pueblo and Winter Park/Fraser, Colorado Subject: Geotechnical Engineering Study, Proposed Additions to Safeway No. 0631, 2131 North Frontage Road, Vail, Colorado Project No. 08-1-320 Dear Mr. Hannig: This report presents results of a geotechnical engineering study for the proposed addition to Safeway No. 0631 located at the subject address. Preliminary results of the study were p�esented by us in a letter prepared under our subject project number dated June 4, 2008. Proposed Construction: We understand the proposed construction consists of addition of canopy in front (south) of the Safeway store and construction of decorative planters and support columns. We understand the proposed column loads vary between 40 to 89 kips. Existina Conditions: At the time of our study, the construction of the various parts of the addition were underway. An earlier report prepared by Geotek, Inc. under their Project No. 15474 dated October 7, 1976 was being utilized for information on geotechnical conditions for this addition. Four borings were drilled for that geotechnical report along the west expansion during that time. The geotechnical report recommended overexcavation of existing fill and replacement by compacted structural fill with expansion to be founded on spread footing foundation system designed for an allowable soil bearing pressure of 4,000 psf. Earlier attempt to install steel helical piers were not successful because enough torque could not be imparted on the helical piers to ensure the adequate bearing capacity. Subsurface Conditions: Three exploratory borings were drilled near the proposed foundation areas as determined by Mr. Michael Bolton of Pioneer General Contractors. The approximate locations of the exploratory borings are shown on Fig. 1. Logs of exploratory borings are presented on Fig. 2 and legend and notes on Fig. 3. The borings encountered 8 to 10 feet of man-placed fill consisting of sandy clay with fine to medium grained gravel with low-plasticity, with blow counts beiween 8 to 34 in the fill. The higher blow counts in the fill were probably due to large size gravel or cobble within the fill material. Below the fill, the borings encountered poorly graded gravel to sand with silt and cobbles which are to coarse grained and dense to very dense based on blow counts between 54 for 8 inches to 54 for 11 inches of sample penetration. Ground water was not encountered in the borings. The laboratory tests on selected samples consisted of swell-consolidation and classification test on a sample of fill material indicated no swell potential upon loading and wetting. The gradation tests indicate the coarse grained soils are fine to coarse-grained. The results of laboratory testing are graphically plotted on Figs. 4 and 5 and summarized in Table I. Safeway, inc. June 19, 2008 Page 2 Foundation Recommendations: Based on the subsurFace conditions encountered in the exploratory borings and the proposed nature of the construction, we recommend the foundation for the proposed addition consist of spread footings. The existing fill does not appear to be placed in controtled and compacted conditions. Footings placed on the existing fill will be subject to future settlement and may cause distress to the structure. Therefore, we recommend the existing fill be overexcavated and footing placed below the fill. The footings should be founded either on the natural gravel to sand with silt and cobbles below the fill or on compacted structural fill. Footings placed on the gravel to sand layer below the fill and with long-stem walls may be designed for allowable end bearing pressure of 5,000 psf. The excavated material may be used as backfill around the stem wall and compacted to at least 95% of standard Proctor density as determined by ASTM D 698 at moisture content of ±2 percent of the optimum moisture content. Alternately, the existing fill should be excavated below the footings and in a footprint area defined by 0.5 horizontal to 1 vertical. The excavated� material may be placed back in 1-foot thicknesses and compacted to at least 98°/a of the standard Proctor density at the moisture content of ±2 percent of the optimum. The footings placed on the structural fill should be designed for an allowable soil bearing pressure of 4,000 psf. Exterior footings should be provided with adequate cover above their bearing elevations for frost protection. Continuous foundation walls should be reinforced top and bottom to span an unsupported length of at least 10 feet. Areas of loose or soft material encountered at the foundation bearing level within excavation should be removed and the footings extended down to adequate natural bearing material. Other good construction, techniques which are applicable should also be followed. The existing fill materials classify as Type C soil requiring 1.5 horizontal to 1 vertical slope for unbraced construction. Alternately, the excavation should be braced or protected by trench shield for safe construction procedures. All safety requirements by OSHA on other govemment agencies should be followed for excavations at the site. Other foundation types including, rammed geopiers, drilled piers or steel helical piers with considerably higher torque, may also be considered for support of the foundations Ivads. We can provide recommendations for these alternates, if requested. If you have questions or need additional information, please call. Sincerely, KUMAR & ASSOCIATES, INC. Narender (Ned) Kumar, P.E. O�p,p 0 RE�js� G��.•q'r�,��ER /fC%',��r^ 2�' o — _ � � s�e`77� �: NK/mj " �" ��'c'r�.• �ao�°�"�� /, � / / � Attachments ` � ;`�`��A� ��` b � J � cc: Petersen Staggs Architects, Attn: Tod` � dirier (email) Core Engineering, Attn: Michael K. Brown (email) Pioneer General Contractors, Attn: Pearre Chase (email) Book, file n&1•32(Itlr/21 nk Kumar & Associates, Inc. LEGEND �FIL�: SANDY CLAY WITH FINE TO MEDIUM GRAINED GRAVEL, NON PLASTIC TO LOW PLASTICITY, SLIGHTLY MOIST, BROWN AND RED. �POORLY GRADED GRAVEL TO SAND WITH 51LT (GM-5M), WITH COBBLES, FINE TO COARSE o GRAINED, DENSE TO VERY DENSE, SLIGHTLY MOIST', BROWN AND REDDISH BROWN. � DRIVE SAMPLE, 2—INCH I.D. CALIFORNIA LINER SAMPLE. � DRIVE SAMPLE, 1 3/8—I.D. SPLIT SPOON SAMPLE, STANDARD PENETRATION TEST. 10/12 DRIVE SAMPLE BLOW COUNT. INDICATES THAT 10 BLOWS OF A 140—POUND HAMMER FALLING 30 INCHES WERE REQUIRED TO DRIVE THE SAMPLER 12 INCHES. NOTES 1. THE EXPLORATORY BORINGS WERE DRILLED ON MAY 30, 2008 WITH A 4—INCH D�AMETER CONTINUOUS FLIGHT POWER AUGER. 2. THE EXPLORATORY BORINGS WERE LOCATED BY PIONEER GENERAL CONTRACTORS. 3. THE ELEVATIONS OF THE EXPLORATORY BORINGS WERE NOT MEASURED AND THE LOGS OF THE EXPLORATORY BORINGS ARE PLOTTED TO DEPTH. 4. THE EXPLORATORY BORING LOCATIONS SHOULD BE CONSIDERED ACCURATE aNLY TO THE DEGREE IMPLIED BY THE METHOD USED. 5. THE LINES BETWEEN MATERIALS SHOWN ON THE EXPLORATORY BORING LOGS REPRESENT THE APPROXIMATE BOUNDARIES BETWEEN MATERIAL TYPES AND THE TRANSITI�NS MAY BE GRADUAL. 6. GROUND WATER WAS NOT ENCOUNTERED IN THE BORINGS AT THE TIME OF DRILLING. 7. LABORATORY TEST RESULTS: WC = WATER CONTENT (%) (ASTM D 2216); DD = DRY DEN5ITY (pcf) (,asrM � 2z� s); +4 = PERCENTAGE RETAINED ON N0. 4 SIEVE ASTM D 422); —200 = PERCENTAGE PASSING N0. 200 SIEVE �ASTM D 1140); LL = LIQUID LIMIT (ASTM D 4318). �o m% °� 08-1-320 Kumar & Associates LEGEND AND NOTES Fig. 3 ;> - ,-. \ .. p J J W � —� N � O —2 �- a 0 J � —3 N z 0 U —4 —5 SAMPLE OF: Fill: Sandy Lean Clay FROM: Boring 2 � 4.5' WC = 19.6%, DD = 107.5 pcf —200 = 70%, LL = 28, PI = 10 ADDITIONAL COMPRESSION UNDER CONSTANT PRESSURE DUE TO WETTING The�e lM resulta oppy only W the somplu lealed, fie le�tlnq rtpoA shall nat W �eprvtlueel, ¢MCepl h IWI, wiUwut the wrilten opprovol of Kumor md Nsocbtes, Me. Sxdl . ComolfdaUon leslin9 p �� M xcordoixe wiU� �ISIM D-4556. .t 1.0 APPLIED PRESSURE — KSF 10 100 E� °i om o% �o a Y „ O — °`�° 08-1-320 �� » Kumar & Associates � SWELL—CONSOLIDATION TEST RESULT � Fig. 4 PROJECT NO.: PROJECT NAME: DATE SAMPLED: DATE RECEIVED TABLE 1 SUMMARY OF LABORATORY TEST RESULTS 08-1-320 Safeway No. 631, Vaii 5-30-08 6-2-08 SAMPLE LOCATION NATURAL NATURAL GRADA'fION PERCENT ATTERBERG LIMITS DEPTH DATE MOISTURE DRY GRAVEL SAND PASSING LIQUID PLASTICITY SOIL OR BEDROCK TYPE BORING TESTED CONTENT DENSITY N0.200 LIMIT INOEX (feet) (%) (P� �%� ��0� SIEVE "k % 1 5 6-2-08 21.7 103.6 61 27 7 Fill: Sandy Silty Clay 2 4.5 6-2-08 19.6 107.5 70 28 10 Fill: Sandy Lean Ciay 2 9 6-2-08 39 43 18 Gravelly Sand with Silt 3 14.5 6-2-08 52 37 11 Sandy Gravel with Silt ' �. J MICHAEL K. BROWN Registered Professional Structural Engineer In Partners With C�Inr7J11�r�1_l� Engineers Inc. ENGINEERS/SURVEYORS/PLANNERS STRUCTURAL DESIGN CALCULATIONS FOR SAFEWAY STORE #0631 2131 NORTH FRONTAGE ROAD VAIL, COLORADO EHM JOB # B07-540 DESIGN INFORMATION: USED 2003 IBC, ALLOWABLE STRESS DESIGN ROOF DEAD LOAD: ROOF SNOW LOAD: WIND SPEED: EXPOSURE TYPE: SEISMIC PARAMETERS: SITE CLASS: SEISMIC USE GROUP: SEISMIC DESIGN CATEGORY: ALLOWABLE SOIL BEARING PRESSURE: 20 PSF 100 PSF 90 MPH C SS = 28.5% S1= 6.8% D II C 4,000 PSF PER GEOTECHNICAL REPORT WRITTEN BY: GEOTEK, INC. CONSTULTING AND MATERIALS ENGINEERS, PROJECT #15474, DATED: 10/7/1976 3501 W. Elder, Suite 100 • Boise, Idaho 83705 •(208) 386-9170 • FAX (208) 386-9076 0 0 , Conterminous 48 States - 2003 NEHRP Seismic Design Provisions Zip Code = 81657 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Ciass B- Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05 deg grid spacing Period Centroid Sa (sec) (g) 0.2 0.285 (Ss, Site Class B) 1.0 0.068 (S1, Site Class B} Period Maximum Sa (sec) (g) 0.2 0.306 (Ss, Site Class B) 1.0 0.071 (S1, Site Class B) Period Minimum Sa (sec) (g) 0.2 0.274 (Ss, Site Class B) I i Safewav, Vail WIND LOAD - IBC 2000 (ASCE7-981, 90 mph, Exposure C, 1=1.00, Mean Roof Height = 30.00 ft IEzt at Base = 1 Kd = 0.85 , Roof Slope 22.62 degrees (5:12) Enclosed Building, GCpi = 0.18 Main Wind Force Resisfina Svstem with Gable Roof Building Width = 80.0 ft; Building Breadth = 40.0 ft; Rid�e Parallel to Width Build'ing Frequency Normal to Width = 2.0 Nz ; Build'ing Frequency Nortnal to Breadth = 2.0 Hz Gust Factor for Wind Normal to Width (80.0 ft Dim'n) G=0.85 Gust Faetor for Wind Normal to Breadth (40.0 R Dim'n) G=0.85 q(h) =17.31 psf ; K(h) =0.98 ; q(h)"GCpi =3.12 psf Wind Pressures (ps� by Zone Zone 1 - Windward Wall Height Wind Normal to �dth Wind Normal to B�eadth (ft) Kz qz (ps� Cp Max Min Max Min 0- 15 0.85 14.96 0.80 13.3 7.1 13.3 7.1 20 0.90 15.90 13.9 7.7 13.9 7.7 25 0.95 16.66 14.4 8.2 14.4 8.2 2b - 30 0.98 17.31 14.9 8.7 14.9 8.7 Zone 2- Stoped Windward Roof Wind Normal to Width Zones 2- Windward Roof at Flat Portion Parallel to Ridge Wind Normal to Breadth Distance to 100 Windward Edge Cp Max Min < h/2 -0.90 -10.1 -16.4 < h -0.90 -10.1 -16.4 < 2h -0.50 -4.2 -10.5 > 2h -0.30 -1.3 -7.5 Zone 3 - Leeward Roof 4 - Leeward Wall 5 & 6 - Sidewalls Max/Min Cp Max 0.05 Min -0.47 Tributary Area 200 Cp Max Min -0.90 -10.1 -16.4 -0.90 -10.1 -16.4 -0.50 -42 -10.5 -0.30 -1.3 -7.5 Wind Nomtal to Max/Min Width Max Min Width Max Min Breadth Max Min Width Breadth Zone 7- Bottom Face of UnenGosed Overhangs at Roof Elevation SEISMIC LOADS IBC 2000, Site Glasa D p (Psfl 3.9 -10.1 1000 Cp Max Min -0.90 -10.1 -16.4 -0.90 -10.1 -16.4 -0.50 -4.2 -10.5 -0.30 -1.3 -7.5 CP P iPgfl -0.60 -5.7 -11.9 -0.50 -4.2 -10.5 -�.30 -1.3 -7.5 Max -0.70 Min Max -0.70 Min Wind Normal to Cp Width 0.8 Sreadth 0.8 -7.2 -13.4 -7.2 -13.4 P (Ps� 11.8 11.8 � y Short period spectral acceleration, Ss = 0.29 LATERAL FORCE RESISTING SYSTEM - STRENGTH/LRFD LEVEL FORCES 1-Second spectral acceleratio�, S1 = 0.07, Building Height, Hr = 30 ft Seismic Use Group 1, Seismic Design Category - B, I= 1.0 SDs � 0.30, SD1 s 0.11, Fa = 1.57, Fv = 2.40 Bearing Wall Systems K. Light frame walls with shear panels-wood structurai panels/sheet steel panels R= 6, Omega o= 3, Cd = 4, Ct = 0.02, PERIOD per Eqn 16-39 T= 0.256 Seco�ds Eq 16-35 Cs=Sds"le/R = 0.05 Eq 16-36 Cs=Sd1'le/(R''n = 0.071 Eq 16-37 Cs=0.044*Sds*le = 0.013 Cs = 0.0498 � Safewav. Vail SEISMIC LOADS IBC 2000. Site Class D Short period spectral acceleratian, Ss = 0.29 LATERAL FORCE RESISTING SYSTEM - STREN6TH/LRFD LEVEL FORCES 1-Second spectral acceleration, S1 = 0.07, Buiiding Height, Hr = 30 ft Seismic Use Group I, _ Seismic Design Cate�ory - B, I= 1.0 SDs = 0.30, SD1 = 0.11, Fa = 1.57, Fv = 2.40 Bearing Wall Systems G. tntermediate reinforced masonry shear walls R= 3.5, Omega o= 2.5, Cd = 2.25, Ct = 0.02, PERIOD per Eqn 16-39 T= 0.256 Seconds Eq 16-35 Cs=Sds'le/R = 0.085 Eg '16-36 Cs=Sd1*le%(R"T) = 0.121 Eq 16-37 Cs=0.044•Sds*le = 0.013 Cs = 0.0853 L� C -�E HM� EHM Engineers, Inc. 621 North College Road, Suite 100 Twin Falls, Idaho 63301 208/734-4888 FAX 2D8/7346049 2404 Bank Drive, Suite 100 Boise, Idaho 837D5 208/366-9170 FAX 208/386-9076 JOB NAME ��C D` �' (il%�.�i� �/ GC r(� JOB N0. `-� � r�� G'' BY ��S DATE t�/��/� 7 SHEET OF 1� �� — ,�(.Q � : o :1"' �Yi�_;, C � �j, � ..� y �Q/�!ti � '�� '�` � �l��l�� , � , .�L _ �i,' . Id'` - _, (�,� .;�/'�: _ _ _ _ _. , ; ;�.7; ,J�'` - °�.;��;�„',/�=, _ ; :;-:: . �', , �i _ , � _ �� ' _ wz �� t�r '� � � 6 3� k �- `1-- � �� c/�r�%� l�v� � `'") _ — �— — Ea.✓� �r'✓i : �N� � ) � � v��' 1 � � S � �%' � :�>` �'?'../' �' � L = ?�(� ' ( �' = 31�19p/ � _ _ _ �L � l�y'u-J,ZS-�s= )��;s�!� _ _ � �_ � �cu�t u s'� � ��.� �`� ,' � ;� �'�� w�,� _ , ,t , ' '�� . =�� - . �� , �� , � �' �m�l��v� �_____--- �� - �d j,a L Zep� � L �- - ��y . ►. 2� -I,p - = ��z.S,,r '� - ,Vj�m� � _ � g '� �' � _ � y,,.� �� < �, l- � � � _ _ _ _ _ . �-�,,�,K ` , � �� ` ) �� ' � /yl � -� �� , ' ��z1��3 M wy cc�, f �/� - 4,� `� �•v"' n�v/.; -� � � ,� SDkzZ �' ►'�+(�,'�`� � � e � Z� o = ?,� -s y > �� s �t� ,� id �< << �v,� �� 5 �.� �-� � _ �� J� ,,� r ��,.y y , r� �,� _ �� ` � � f . ^ . . ... .. . ... . . . .. .. . . . . . . . . .. . . .. .. .. . . . . l pl + . . � .. . . . . .. . ... . . . LC ! ! y��l� �= ��May� _ ��Iq n�` �� `— l, �.�� 6�� = , »« �,;,�� 3, oo a�`i �� S � �Z_ 5� 6 +� ,,l � �R �� ' ,�r �, � I�y ~ � �, .. �.- �- .� _ �, 7 .-,a � ��,�,�,�� , �. ��.,�� . �„�,T.,�� .� � EHM Engineers, lnc Title : 3501 W. Elder, Ste. 100 Dsgnr: 6escription : _ Boise, Id 83705 Scope: Rev: 580004 User:KW-0605725e�e�5.a.o,,-0�2�3 ___ General Timber Beam Description Glulam Ridge Beam, grid C 8� G.8 Job # Date: 2:16PM, 9 JAN 08 Page 1 I General information Code Refi 1997l2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined � Section Name 6.75x27 Center Span 18.00 ft.....Lu 0.00 ft Beam Width 6.750 in Left Cantilever 10.00ft .....lu 0.00 ft Beam Depth 27.000 in Right Cantifever 5.00ft .....Lu O.QO ft Member Type GluLam Douglas Fir, 24F - V4 Bm Wt. Added to Loads Fb Base Allow 2,400.0 psi Load Dur. Factor 1.150 Fv Allow 240.0 psi Beam End Fixity Pin-Pin Fc Atlow 650.0 psi Wood Density 31.00Opcf E 1,800.0 ksi Full Length Uniform Loads � Center DL 360.00 �/ft LL 1,800.00 #fft Left Cantilever DL 360.00 #/ft LL 1,800.00 #lft Right Cantilever DL 360.00 #!it LL 1,800.00 #/ft Beam Design OK Span= 18.00ft, Left Cant= 10.00ft, Right Cant= 5.00ft, Beam Width = 6.750in x Depth = 27.in, Ends are Pin-Pin Max Stress Ratio o��o : 1 Maximum Moment -»o.o x-n Maximum Shear • 1.5 Allowable ��•$ k-ft Allowabie Max. Positive Moment 76.75 k-ft at 9.328 ft Shear: @ Left Max. Negative Moment -19.96 k-ft at 0.000 ft @ Right Max (d,� left Support -109.96 k-ft Camber: (a'� Left Max � Right Support -27.49 k-ft � Center Max. M allow 171.84 @ Right Reactions... fb 1,608.95 psi fv 170.47 psi Left DL 8.42 k Max Fb 2,514.34 psi Fv 276.00 psi Right DL 4.76 k Max Deflections 31.1 k 50.3 k 25.62 k 20.21 k 0.112 in 0.007 in 0.000 in 47.62 k 31.21 k Center Span... a L ad Tatal Load Left Carnilever... Dead load To4al Load Deflection -0.005 in -0.217 in Deflection -0.075 in -0.791 in ...Location 11.562 ft 9.197 ft ...Length/Defl 3,200.3 303.6 ...length/Defl 44,955.9 995.95 Right Carrtllever... Camber ( using 1.5 * D.L. Defl )... Deflection 0.000 in 0.183 in � Center 0.007 in ...Length/Defl 2095,575.5 654.5 @ Left 0.112 in @ Right 0.000 in L $treSS Calcs � Bending Analyais Ck 20.711 Le 0.000 R S�oc 820.125 in3 Area 182.250 in2 Cv 0.911 Rb 0.000 CI 0.000 � Center (� Left Support � Right Support Shear Analysis 6esign Shear Area Required Fv: Allowable Bearing Q Supports Max. Left Reaction Max. Ffight Fteaction Mex M6m�nt 76.75 k-ft 109.96 k-ft 27.49 k-ft � Left Support 31.67 k 112.569 in2 276.00 psi 47.62 k 31.�1 k Ssac R�a'd 366.29 in3 524.81 in3 131.20 in3 @ Right Support 22.95 k 83.148 in2 276.00 psi Bearing Length Req'd 8earing Length i�eq'd Rllowable fb 2,514.34 psi 2,514.34 psi 2,514.34 psi 10.853 in �.1'f 3 in � EHM Engineers, Inc Titie : Job # 3501 W. Elder, Ste. 100 Dsgnr: Date: 2:16PM, 9 JAN 08 - Boise, Id 83705 6escription : Scope : ' Rev: 580004 User:KW-0605725,�e�5.6.o,,-oe�-zoo3 General Timber Beam Page 2 Description Glulam Ridge Beam, grid C 8� G.8 Query Values ---� M, V, & D� Specified Locations Moment Shear Deflectlon � Center Span Location = 0.00 ft -109.96 k-ft 24.37 k 0.0000 in @ Right Cant. Location = 0.00 ft =109.96 k=ft 24.37 k 0.0000 in @ Left Cant. Location = 0.00 ft -109.96 k-ft 24.37 k 0.0000 in � EHM Engineers, Inc Titie : 3501 W. Elder, Ste. 100 Dsgnr: - Boise, Id 83705 6escription : Scope: Rev: 580004 User. KW-0605725, Ver 5.8.0, 1-Dea2003 ,_„�e, ��, �.,�o,.�, ,. �__.____.__ ��...___ General Timber Beam Description Glulam Eave Beam Job � Date: 2:15PM, 9 JAN OS Page 1 � General Information Code Ref: 1997/200i NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowabies are user defined � Sect(on Name 6.75x27 Center Span 18.00 ft.....Lu 0.00 ft Beam Width 6.750 in Left Cantilever 10.00ft .....Lu 0.00 ft Beam Depth 27.000 irt Right Cantilever 5.00ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V4 Bm Wt. Added to Loads Fb Base Allow 2,400.0 psi Load Dur. Factor 1.150 Fv Allow Z40.0 psi Beam End Fixity Pin-Pin Fc Aflow 650.0 psi WoodDensity 31.00Opcf E 1,800.Oksi Full Length Uniform Loads --� � Center DL 300.00 #Ht LL 1,875.00 #Ht Left Cantilever DL 300.00 #/ft LL 1,875.00 #!ft Right Cantilever DL 300.00 #/ft LL 1,875.00 #!ft Beam Design OK Span= 18.00ft, Left Cant= 10.00ft, Right Canh 5.00ft, Beam Width = 6.750in x Depth = 27.in, Ends are Pin-Pin Max Stress Ratio o•� : 1 Maximum Moment -i�o.� k-ft Maximum Shear * 1.5 Allowable 171.8 k-ft Allowable Max. Positive Moment 79.19 k-ft at 9.328 ft Shear. � Left Max. Negative Moment -16.96 k-ft at 0.000 ft � Right Max (a� Left Support -11 d.71 k-ft Camber. � Left Max @ Right Support -27.68 k-ft � Center Max. M ailow 171.84 � Right Reactions... fb 1,619.92 psi fv 172.00 psi Left DL 7.15 k Max Fb 2,514.34 psi Fv 276.00 psi Right DL 4.04 k Max Deflections 31.3 k 50.3 k 25.84 k 20.52 k 0.096 irt 0.006 in 0.000 in 47.99 k 31.59 k Center Span... Dead Load Tatal Load Left Carrtilever... Dead Load T I Load Deflection -0.004 in -0.225 in Deflection -0.064 in -0.807 in ...Lacation 11.562 ft 9.D66 ft ...Length/Defl 3,766.4 297.6 ...l.engthlDefl 52,907.2 959.07 Right Carrtilever... Camber ( using 1.5 * �.L. Defl )... Deflection 0.000 i� 0.194 in (� Center 0.006 in ...Length/Defl 2466,217.6 617.1 � Left 0.096 in � Right 0.000 in 1 Stress Calcs � Bending Analysls Ck 20.711 Le 0.000 ft S�oc 820.125 in3 Area 182.250 in2 Cv 0.911 Rb 0.000 CI 0.000 � Center (� Left Support � Riqht Support Shear Analysis Design Shear Area Required Fv: Altowable Bearing � Supports Max. Left Reaction Max. f�ight C�eaction Masc M6tsi�nt 79.19 k-ft 110.71 k-ft 27.68 k-ft @ Left Support 31.35 k 113.573 in2 276.00 psi 47.99 k 3i.�S k Sxsc R�a'd 377.93 in3 528.38 in3 132.10 in3 @ Right Support 23.37 k 84.662 in2 276.00 psi Bearing Length Req'd Bearing Length !'�eq'd Allowable fb 2,514.34 psi 2,514.34 psi 2,514.34 pst 10.937 in 7.g61 in �� EHM Engineers, Inc Title : ,lob # 3501 W. Elder, Ste. 100 Dsgnr: Date: 2:15PM, 9 JAN 08 - Boise, Id 83705 6escripEion : Scope: Rev: 580004 Pa e 2 use�°icw-osos�zS�Ver5.8.0, 1-Dec-2003 General Timber Beam 9 Description Glulam Eave Beam Query Values � M, V, & D� Specified Locatioes Moment Shesr Deflaetion � Center Span Location = 0.00 ft -110.71 k-ft 24.54 k 0.0000 in � Right Cant. Location = 0.00 ft =110.71 k=ft 24.54 k 0.0000 in Q Left Cant. Location = 0.00 ft -110.71 k-ft 24.54 k 0.0000 in I . E� H M� EHM Engineers, Inc. 6 2 1 N o rt h C o l l e g e R o a d, S u i t e 1 0 0 T w i n F a l i s, I d a h o 8 3 3 0 1 2 0 8/ 7 3 4- 4 8 8 8 FAX 208/7346049 � 3501 Elder St., Suite 100 Boise, Idaho 83705 208/386-9170 FAX 2p8/386-9076 JOB NAME JOB N0. BY DATE SHEET OF - ,�� '` /�c:� � _ 6 �✓- s .__�___------ ��, �,, � � 1 ' �� = Zg� �l/� �t �� - s�ad �� _ G L = d`�o o,�. �= _ ��, � rE �� ,�� LlX Gd �'�� _ Gy� (rv► ' �'1 � �'� � �� ` )�' � 1 � �' _ � � _G'� Y t; . �L— 3��n� � � �'•�x ;�;, g� �(. � ._�1 `l U �l � '3 �;,� � 'Y� _ _ _ �� ZNx�S✓��l� _ .. , � � �� = zz �, ,� ��`�o � Z�' _ _ , _ _ aG` S��n�'"� _ _ _ _ _ _ �c = Z�� : r �'`' �1 ��y`u�r:C ��. �% �' S �.-�',� - r, --,----------- �-�- _ , - c�,�, = 13 ,,,,,a,r �,,,f v ' �� ` _ .DG = Z3',�r � �,�i�� r.�:' � � � � i .,�'+�� r ��:;� �,% �� F�� Z`1 k �$ �; �' ;' , l ��' ��t� ��' ;,✓� G� � � �, _ �� Z� � � v �L,�� b� � ZrS�9;o/ � 1�L � !� Z�� j;� � yri �/✓n �vY� P/�'' �`!l �.(�� '�%Zy x �� ,./�%, %i. r'�'I S� , Ib � Description EHM Engineers, Inc Titie : 3501 W. Elder, Ste. 100 Dsgnr: Boise, Id 83705 6escription : Scope : 5.8.0, 1-Dec-2003 Steel Beam Design C Enaineerina Software Typ Beam, line 7 General Information Stee{ Section : W24X55 Job # Date: 1:52PM, 16 JAN 08 Page 1 Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Pinned-Pinned Load Duration Factor 1.00 Center Span 32.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL 8 ST Act Together Right Cant 0.00 ft Lu : Urtbraced Length 0.00 ft � Distributed Loads Note! Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 DL 0.200 k/ft LL 1.250 Wft ST �c/{�, Start Location ft End Location ft Using: W24X55 section, Span = 32.00ft, Fy = 50.Oksi End Fixity = Pinned-Pinned, Lu = O.00ft, LDF = 1.000 Adua1 Allowabie Moment 192.643 k-ft 316.250 k-ft fb : Bending Stress 20.102 ksi 33.000 ksi fb / Fb 4.609 : 1 Shear fv : Shear Stress fv / Fv 24.080 k 186.203 k 2.588 ksi �6.066 ksi 0.129 : 1 Beam OK Sfafic Loac� Case Goveriis Sfress Max. DeflecYion -0.907 in Lertgth/DL Defl 2,498.7 : 1 Length/(DL+�L Defl) 423.4 : 1 Force 8� Stress Summary <<- Thase columns are Dead + Live Load piaced as noted -» DL LL LL+ST LL LL+ST Maximum Onlv enter Center Cants Cants Max. M+ 182.64 k-R 32.64 182.64 k-ft Max. M - Max: M Q �eft Max. M � Right Shear (� Left 24.08 k Shear � Right 24.08 k Center Defl. -0.907 in Left Cant Defl �.bObin Right Cant Defl 0.000 in .,.Query Defl � 0.000 ft Reaction � left 24.08 Reaction @ Rt 24.08 4.08 24.08 4.08 24.08 -0.154 -0.907 0.000 b.Ob� 0.000 O.OQO 0.000 0.000 4.08 24.08 4.08 24.08 Fa calc'd per Eq. E2-1, K'Ur < Cc I Beam Passes Table 65.1, Fb per Eq, F1-1, Fb = 0.66 Fy k-fi k-ft k-ft k k -0.907 0.000 0.000 in b.0�b 0.000 0.000 in 0.000 0.000 0.000 in 0.000 0.000 0.000 in 24.08 k 24.08 k � EHM Engineers, Inc Title : Job # 3501 W. Elder, Ste. 100 Dsgnr: Date: 1:52PM, 16 JAN OS . 8oise, Id 83705 6escription : Scope : - Rev: 580007 - User: KW-0605725, Ver5.8.0, 1-Dec-2003 Steel Beam Design Page 2 c 1983-2003 ENERCALC Enaineerina Soflware enerca�c e�w•Calculatiom Description Typ Beam, line 7 Section Properties W24X55 Depth 23.570 in Weight 55.03 #/ft WebThick 0.395in i�oc 1,350.00Oin4 Width 7.005 in �yy 29.100 in4 Fiange Thick 0.505 in S�oc 115.000 in3 Rrea 16.20 irt2 Syy 8.300 irt3 Rt 1.680 in R-�a 9.130 in Values for LRFD Design.... R-ri 1.340 in J 1.180 in4 Zx 135.000 in3 G1iv 3,870.00 in6 ZY 13.400 in3 K 1.110 in �� EHM Engineers, Inc. 621 North College Road, 5uite 100 Twin Falls, Idaho 83301 208/734-4888 FAX 208/734-6049 3501 West Elder St., Suite 100 Boise, Idaho 83705 208/386-9170 FAX 208/386-9076 JOB NAME JOB N0. � BY DATE SHEET OF � L ��/{/� �, �% �M 5 . `,'�y►1 � , : � 19�s �^� SU�'1 Q �i+� �r/ S,�av� � Z'7� �C� `� �� ` 7.�p/ � �L = �� ZSo�i �' � l�'Y1 � �G��G �s 2 1'v` � 1 � c/ �/ V' _ �,�rr� " Z `� � �c9v►'1 � �'^u�'� +�,5e- � �1 �X � 5 c./�0� _ 5�o�vn � Z � _ �i� � e��l� us e�� 6k� ��i�G� �1�3 ENGINEERS / PL1aNNERS / SIJRVEYORS Rev: 580007 ' User KW-0605725, c 1983-2003 ENER Description EHM Engineers, Inc Title : 3501 W. Elder, Ste. 100 Dsgnr: Boise, Id 83705 Description : Scope : 1-Dec-2003 Steei Beam Design heerin9 Sottware Typ Beam, line 7 Generai Information Steel Section : W21 X44 Job # Date: 4:18PM, 5 MAR 08 Page 1 Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Pinned-Pinned Load Duration Fador 1.00 Center Span 27.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL 8� ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 0.00 ft Distributed Loads Note! Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 DL 0.200 � LL 1.250 � ST �� Start Location {� End Location �{ Using: W21X44 section, Span = 27.00ft, Fy = 50.Oksi End Fixity = Pinned-Pinned, Lu = O.00ft, LDF = 1.000 Aduai Allowable Moment 136.155 k-ft 224.400 k-ft fb : Bending Stress 20.023 ksi 33.000 ksi fb I �b 6.60T : 1 Shear fv : Shear Stress fv / Fv 20.171 k 144.620 k �.�96 ksi �O.b00 ksi 0.139 : 1 Beam OK Sfafic Load Case Govern§ Sfre§s Max. Deflection -0.731 in Length/DL Defi 2,713.2 : 1 Length/(DL+LL Defl) 443.4 : 1 Force 8� Stress Summary «- These columns are Dead + Live Load placed as noted -» DL LL LL+ST LL IL+ST Maximum Onlv Center Center ant Cents AAax. fil� + 136.15 k-ft 22.25 136.15 k-i� Max. M - Max: M � �eft Max. M � Right Shear (a� Left Shear � Right Center Defl. Le� �ant 6efl Right Cant Defl ,,,Query Defl � 20.17 k 3.30 20.17 20.17 k 3.30 20.17 -0.731 in -0.119 -0.731 -0.731 0.000 in 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 ft 0.000 0.000 0:000 Reaction @ Left 20.17 3.30 20.17 Reaction � Rt 20.17 3.30 20.17 Fa calc'd per Eq. E2-1, K`L/r < Cc I Beam Passes Table 65.1, Fb per Eq. F1-1, Fb = 0.66 Fy 20.17 20.17 k-ft k-ft k-ft k k 0.000 0.000 i� 0.000 0.000 in 0.000 0.000 in 0.000 0.000 in I� 0 nev: oauuu� User: KW-0605725, c 1983-2003 ENER Description EHM Engineers, Inc Title : 3501 W. Elder, Ste. 100 Dsgnr: Boise, Id 83705 Description : Scope : 5.8.0, 7-Deo-2003 Steel Beam Design C Engineering Software Typ Beam, line 7 Section Properties W21X44 Deptfi 24.660 in Weight 44.16 #fft Web Thick 0.350 in I�oc 843.000 in4 Width 6.500 in lyy 20.700 in4 Flange Thick 0.450 in S�oc 81.600 in3 Area 13.00 irt2 Syy 6.370 in3 Rt 1.570 in R-�oc 8.060 in Values for LRFD Design.... R-yy 1.260 in J 0.770 in4 Zx 95.400 in3 G1iv 2,110.00 in6 ZY 1Q.20Q in3 K 0.950 in Job # Date: 4:18PM, 5 MAR 08 Page 2 l5 • Rev: 580007 User. KW-0605725, (c)1983-2003 ENER Description EHM Engineers, Inc Title : 3501 W. Elder, Ste. 100 Dsgnr: Boise, Id 83705 DescripEion : Scope : �e�5.8.0, 1-Dec-2�03 Steel Beam Design r.ai r. F.,�c�RP�� s��a�A Typ Beam, line 7 Job # Date: 4:19PM, 5 MAR 08 Page 1 Generai Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Stee{ Section : W18X35 Fy so.00tcsi Pinned-Pinned Load Duration Factor 1.00 Center Span 24.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 0.00 ft Distributed Loads Note! Short Term Loads Are WIND Loads. #1 #2 #3 #4 i!5 #6 #7 DL 0.200 k/ft LL 1.250 k/ft ST WR Start Location ft End Location ft Using: W18X35 section, Span = 24.00ft, Fy = 50.Oksi End Fixity = Pinned-Pinned, Lu = O.00ft, LDF = 1.000 Actual Moment 106.919 k-ft fb : Bending Stress 22.275 ksi fb / Fb 6.675 :1 Shear 17.820 k fv : Shear Stress 3.3�fi ksi tv / Fv 0.168 : 1 Force 8� Stress Sum DL Maximum Onlv tJVax. NI + 106.92 k-ft 16.92 Max. M - Max: M @ 6eft Mex. M � Right Shear � Left 17.82 k 2.82 Shea� � Right 17.82 k 2.82 Center Defl. -0.749 �� -0.119 Lefit Cant �e#! O.00Oin 0.000 Right Cant Defl 0.000 in 0.000 ,.,Query Defl � 0.000 ft 0.000 Reaction @ Left 17.82 2.82 Reaction @ Rt 17.82 2.82 Fa calc'd per Eq. E2-1, K'Ur < Cc I Beam Passes Table 85.1, Fb per Eq. F1-1, Fb = 0.66 Fy Beam OK Sfatic Load Case Governs Sfres§ Allowable 158.400 k-ft Max. Deflection 33.000 ksi LertgthlDL Defl Length/(DL+LL Defl) 106.200 k 26.006 ksi -�.749 in 2,428.3 : 1 384.3 : 1 «_ These columns are Dead + Live Load placed as noted -» LL LL+ST LL LL+ST Center Center ants Cants 106.92 k-fi k-ft k-ft k-ft 17.82 k 17.82 k -0.749 -0.749 0.000 0.000 in - -- - --- - -- - -- 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 in 17.82 17.82 k 17.82 17.82 k �I ✓ �b . �e�: ss000� User: KW-06�5725, �1983-2003 ENER Description EHM Engineers, inc Title : 3501 W. Elder, Ste. 100 Dsgnr: Boise, Id 83705 6escription : Ver 5.8.0, 1-Dec-2003 CALC Enaineeri�a Software Typ Beam, line 7 Scope : Steel Beam Desiqn Section Properties W18X35 Depth 17.744 in Weight 34.99 #/fl Web Thick 0.300 in i�oc 510.000 in4 Width 6.000 in lyy 15.300 in4 Flange Thick 0.425 in S�oc 57.600 in3 area 10.30 irt2 Syy S.12Q irt3 Rt 1.490 in R-�a 7.040 in Values for LRFD Design.... R-yy 1.220 in J 0.510 in4 Zx 66.500 in3 Gtiv 1,140.00 in6 ZY 8.060 in3 K 0.827 in Job # Date: 4:19PM, 5 MAR 08 Page 2 !� EHM Engineers, Inc Title : 3501 W. Elder, Ste. 100 Dsgnr: 6escnption : . Boise, !d 83705 Scope : � Rev: 580007 User: KW-0605725, Ver5.8.0, 1-Dec-2003 Steei Beam Design !cl'19H3-2003 ENERCALC Enoineerina S�ftware Description Typ Beam, line 7 General Information Stee{ Section : W16X31 Job # Date: 4:21 PM, 5 MAR 08 Page 1 Code Ref: AISC 9th ASD, 1997 UBC, 20031BC, 2003 NFPA 5000 Pinned-Pinned Load Duration Factor 1.OD Center Span 21.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Urtbraced Length 0.00 ft Distributed Loads Note! Short Term Loads Are WIND Loads. #a #2 #s #a #5 #s #� DL 0.200 k/it LL 1.250 k/ft ST k/St Start Location ft End Location ft Using: W16X31 section, Span = 21.00ft, Fy = 50.Oksi End Fixity = Pinned-Pin�ed, Lu = O.00ft, LDF = 1.000 Actuai Allowable Moment 81.639 k-ft 129.800 k-ft fb : Bending Stress 20.756 ksi 33.000 ksi fb / Fb 4.629 : 1 Shear fv : Shear Stress Tv/Fv 15.550 k 87.340 k 3.56'1 ksi 26.000 ksi 0.178 : 1 Beam OK Sfa�c Load Case GoVern§ Sfres§ Max. Deflection -0.596 in LengthlDL Defl 2,711.5 : f Length/(DI+LL Defl) 422.9 : 7 Force 8� Stress Summary «_ These columns are Dead + Live Load placed as noted -» DL LL LI+ST LL LL+ST Maximum Onlv (c� Center Center Cants Cants Max. M+ 61.64 k-ft 12.73 81.64 k-ft Max. M - Max: M � �eft Max. M (d� Right Shear @ Left 15.55 k Sheac � Right 15.55 k Center Defl. -0.596 �n Le�t �ant De�l 0.000 in Right Cant Defl 0.000 in ,.,Query Defl (r� 0.000 f� Reaction � Left 15.55 Reaction � Rt 15.55 k-R k-ft k-ft 2.43 15.55 k 2.43 15.55 k -0.093 -0.596 -0.596 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 in 0.000 0.000 0:000 0.000 0.000 in 2.43 15.55 15.55 k 2.43 15.55 15.55 k Fa calc'd per Eq. E2-1, K'Ur < Cc I Beam Passes Table B5.1, Fb per Eq. F1-1, Fb = 0.66 Fy ;� � i EHM Engineers, Inc TiUe : �ob # 3501 W. Elde�, Ste. 100 Dsgnr: Date: 4:21 PM, 5 MAR 08 - 6escnption : . Boise, Id 83705 Scope : Steel Beam Design Description Typ Beam, line 7 Page 2 Section Properties W16X31 � Depth 15.880 in Weight 3d.98 #/ft Web Thick 0.275 in I�oc 375.000 in4 Width 5.525 in lyy 12.400 in4 Flange Thick 0.440 in S�oc 47.200 in3 Area 9.12 in2 Syy 4.490 irt3 Rt 1.390 in R-�oc fi.410 in Values fo� LRFD Design.... R-YY 1.170 in J 0.460 in4 Zx 54.000 in3 Cw 739.00 in6 ZY 7.03Q in3 K 0.842 in � `� � Ll L�'� JOB NAME BY EHM En ineers, Inc. 621 North College Road, Suite 100 Twin Falls, Idaho 83301 208/734-4888 FAX 208/734-6049 3501 West Elder St., Suite 100 8oise, Idaho 83705 208/386-9170 FAX 208/386-9076 JOB N0. _ DATE SHEET OF �I — ��,� � ��s d r�. 6 �-o C. ? . �� = � b , �� z zy' _ _ _ __ DC ` Zt9' Zy� �� 8.4 PI f �- 8y1� +� � g' �� els n��(�e �CY ►�;�, Zy � �,y�p�f { �9,�� 4� �c�Cr u�se � Zy� SS _ ✓��f2 _ '' - �. z fn c. 6 : �,��;� � o ` t�� = ? �' PL <. �. Z� r_: c� p� � �- L` I 8'� � Z 1�' = Z, �/%0 �/ P� �� r� �� 'r-�/ I �x�a ��fe _ � 6�� P, � ��,�y� Z �„:��Z�- pG= S�iU�I� u = Z, f �r� � �� ✓'co�t �C �c �^✓ � y x Z Z c/'�r2 - D�l ��.9 �' ��c�� Z�' -lr-`!�' z�° w/'7 �c�i��e�. , t� � ` S �P/ � _ ;� l -- -, ;��;,�� ( _ �,. ;-;,� -�r,� -�,�n �,�� .�. �,� ,1 zy X.� s ,�� ENGINEERS / PI ANNFRS / SLJRVFY(lRR d� EHM Engineers, Inc Title : 3501 W. Elder, Ste. 100 Dsgnr: ,- Boise, Id 83705 Description : Scope : � Rev:580007 User: KW0605725, Ver 5.8.0, 1-Deo-2003 Steel Beam Design (cM983-2003 FNFRCCI C. Fnainwarine Snfhuara Description 6.6 to C.2 General Information Job # Date: 3:58PM, 6 MAR 08 Page 1 Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : W24X55 . Fy 5o.00ksi Pinned-Pinned Load Duration Factor 1.00 Center Span 16.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 6.00 ft DISt�ibUt@d L08dS Note! Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 DL 0.480 k/ft LL 2.400 k/ft ST Start Location End Location Point Loads #� Dead Load 8.400 Live Load 39.200 Short Term Location 8.000 Using: W24X55 section, Span = 16.00ft, Fy = 50.Oksi End Fixity = Pinned-Pinned, Lu = 6.00ft, LDF = 1.000 Actual Moment 284.321 k-ft fb : Bending Stress 29.668 ksi fb / Fb 0.989 : 1 Shear 47.280 k fv : Shear Stress 5.078 ksi fv / Fv 0.254 : 1 Wft ft ft Note! Short Term Loads Are WIND Loads. #4 #5 #6 #7 k k k ft Beam OK Static Load Case Governs Stress Allowable 287.500 k-ft 30.000 ksi 186.203 k 20.000 ksi Max. Deflection -0.290 in Length/DL Defl 3,707.4 : 1 Length/(DL+LL Defl) 662.5 : 1 Force 8 Stress Summary «- These columns are Dead + Live Load placed as noted --» DL LL LL+ST LL LL+ST Maximum Onlv � Center Center Cants Cants Max. M+ 284.32 k-ft 50.72 284.32 k-ft Max. M - k-ft Max. M @ Left k-ft Max. M @ Right k-ft Shear @ Left 47.28 k 8.48 47.28 k Shear @ Right 47.28 k 8.48 47.28 k Center Defl. -0.290 �� -0.052 -0.290 Left Cant Defl 0.000 in 0.000 0.000 Right Cant Defl 0.000 in 0.000 0.000 ...Query Defl � 0.000 ft 0.000 0.000 Reaction @ Left 47.28 8.48 47.28 Reaction @ Rt 47.28 8.48 47.28 Fa calc'd per Eq. E2-2, K*Ur> Cc I Beam, Maior Axis, LIrT <(102,000 ` Cb / Fy)^,5, Fb = 0.6 Fy (F3) -0.290 0.000 0.000 0.000 47.28 47.28 0.000 0.000 in 0.000 0.000 in 0.000 0.000 in 0.000 0.000 in k k C�/6 EHM Engineers, Inc Title : �ob # 3501 W. Elder, Ste. 100 Dsgnr: Date: 3:58PM, 6 MAR 08 Description : . Boise, Id 83705 Scope : ' ReV:580007 User: KW-0605725, ver s.s.o. ��oec•zooa Steel Beam Design Page 2 (c11983-2003 ENERCALC Englneering Software enercalc.ecw:Calculatlon Description B.6 to C.2 Section Properties W24X55 Depth 23.570 in Weight 55.03 #/ft Web Thick 0.395 in I�oc 1,350.000 in4 Width 7.005 in lyy 29.100 in4 Flange Thick 0.505 in Sxx 115.000 in3 Area 16.20 in2 Syy � 8.300 in3 Rt 1.680 in R-�oc 9.130 in Values for LRFD Design.... R-yy 1.340 in J 1.180 in4 Zx 135.000 in3 Cw 3,870.00 in6 ZY 13.400 in3 K 1.110 in Z.�L � User: KW-0605725, Ver (c)1983•2003 ENERCALC Description EHM Engineers, Inc Title : 3501 W. Elder, Ste. 100 Dsgnr: Boise, Id 83705 Description : Scope: 1-Dec•2003 Steel Beam Design iaarinn SnfMiaro C.2 to C.6 Job # Date: 3:58PM, 6 MAR 08 Page 1 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : W14X22 Fy 5o.00ksi Pinned-Pinned Load Duration Factor 1.00 Center Span 10.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft � Lu : Unbraced Length 6.00 ft Distributed Loads Note! Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 DL 0.520 k/ft LL 2.600 k/ft ST k/ft Start Location ft End Location ft ummary Using: W14X22 section, Span = 10.00ft, Fy = 50.Oksi End Fixity = Pinned-Pinned, Lu = 6.00ft, LDF = 1.000 Actual Allowable Moment 39.276 k-ft 67.454 k-ft fb : Bending Stress 16.252 ksi 27.912 ksi fb / Fb 0.582 : 1 Shear fv : Shear Stress fv / Fv 15.710 k 63.204 k 4.971 ksi 20.000 ksi 0.249 : 1 Beam OK Static Load Case Governs Stress Max. Deflection -0.122 in Length/DL Defl 5,678.4 : 1 Length/(DL+LL Defl) 979.6 : 1 Force & Stress Summary «_ These columns are Dead + Live Load placed as noted -» DL LL LL+ST LL LL+ST Maximum Onlv Center Center Cants Cants Max. M+ 39.28 k-ft 6.78 39.28 k-ft Max. M - Max. M @ Left Max. M @ Right Shear @ Left 15.71 k Shear @ Right 15.71 k Center Defl. -0.122 �� Left Cant Defl 0.000 in Right Cant Defl 0.000 in ...Query Defl @ 0.000 ft Reaction @ Left 15.71 Reaction @ Rt 15.71 2.71 15.71 2.71 15.71 -0.021 -0.122 0.000 0.000 0.000 0.000 0.000 0.000 2.71 15.71 2.71 15.71 k-ft k-ft k-ft k k -0.122 0.000 0.000 in 0.000 0.000 0.000 in 0.000 0.000 0.000 in 0.000 0.000 0.000 in 15.71 k 15.71 k Fa calc'd per Ep, E2-2, K'Ur > Cc I Beam, Malor Axis, (102,000' Cb / Fy)^.5 <= UrT <_ (510,000 * Cb / Fy)".5 , Fb per Eq. F1-6 z LiD EHM Engineers, Inc Title : 3501 W. Elder, Ste. 100 Dsgnr: Boise, Id 83705 Description : Scope : Rev: 580007 User: KW0605725, Ver 5.8.0, 1•Dec•2003 Steel Beam Design lc)1983-2003 ENERCALC Englneering Software Description C.2 to C.6 Section Properties W14X22 Depth 13.740 in Weight 22.04 #/ft Web Thick 0.230 in I�oc 199.000 in4 Width 5.000 in lyy 7.000 in4 Flange Thick 0.335 in S�oc 29.000 in3 Area 6.49 in2 Syy 2.800 in3 Rt 1.250 in R-�oc 5.540 in Values for LRFD Design.... R-yy 1.040 in J 0.210 in4 Zx 33.200 in3 Cw 314.00 in6 ZY 4.390 in3 K 0.735 in Job # Date: 3:58PM, 6 MAR 08 Page 2 �V � • Rev: 580007 User: KW-0605725 lc)1983-2003 ENER Description EHM Engineers, Inc Title : 3501 W. Elder, Ste. 100 Dsgnr: Boise, Id 83705 Description : Scope : i, 1•Dec•2003 Steel Beam Design Ineerina Software C.6 to D.1 General Information Steel Section : W14X22 Job # Date: 3:58PM, 6 MAR 08 Page 1 Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Fy 50.00ksi Pinned-Pinned Load Duration Factor 1.00 Center Span 12.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 6.00 ft Distributed Loads Note! Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 DL 0.520 k/g LL 2.600 k/ft ST k/ff Start Location g End Location ft Using: W14X22 section, Span = 12.00ft, Fy = 50.Oksi End Fixity = Pinned-Pinned, Lu = 6.00ft, LDF = 1.000 Actual Allowable Moment 56.557 k-ft 67.454 k-ft fb : Bending Stress 23.403 ksi 27.912 ksi fb / Fb 0.838 : 1 Shear fv : Shear Stress fv / Fv 18.852 k 63.204 k 5.966 ksi 20.000 ksi 0.298 : 1 Beam OK Static Load Case Governs Stress Max. Deflection -0.254 in Length/DL Defl 3,286.1 : 1 Length/(DL+LL Defl) 566.9 : 1 Force 8� Stress Summary «_ These columns are Dead + Live Load placed as noted -» DL LL LL+ST LL LL+ST Maximum Only Center Center Cants Cants Max. M+ 56.56 k-ft 9.76 56.56 k-ft Max. M - k-ft Max. M @ Left k_n Max. M � Right k-ft Shear @ Left 18.85 k 3.25 18.85 k Shear � Right 18.85 k 3.25 18.85 k Center Defl. -0.254 in -0.044 Left Cant Defl 0.000 in 0.000 Right Cant Defl 0.000 in 0.000 ...Query Defl @ 0.000 ft 0.000 -0.254 -0.254 0.000 0.000 0.000 0.000 0.000 0.000 Reaction @ Left 18.85 3.25 18.85 18.85 Reaction @ Rt 18.85 3.25 18.85 18.85 Fa calc'd per Eq. E2-2, K*Ur > Cc I Beam, Malor Axis, (102,000 " Cb / Fy)^.5 <= LIrT <_ (510,000 * Cb / Fy)".5 , Fb per Eq. F1-6 0.000 0.000 in 0.000 0.000 in 0.000 0.000 in 0.000 0.000 in k k ��F � EHM Engineers, Inc Title : Job # 3501 W. Elder, Ste. 100 Dsgnr: Date: 3:58PM, 6 MAR 08 . Boise, Id 83705 Description : Scope : , Rev:580007 User: KW0605725, Ver5.8.0, 1-Dec•2003 Steel Beam Design Page 2 lc)1983-2003 ENERCALC Engineering Software enercalc.ecw:Calcutatlon Description C.6 to D.1 Section Properties W14X22 Depth 13.740 in Weight 22.04 #/ft Web Thick 0.230 in I�oc 199.000 in4 Width 5.000 in lyy 7.000 in4 Flange Thick 0.335 in S�oc 29.000 in3 Area 6.49 in2 Syy 2.800 in3 Rt 1.250 in R-�oc 5.540 in Values for LRFD Design.... R-YY 1.040 in J 0.210 in4 Zx 33.200 in3 Cw 314.00 in6 ZY 4.390 in3 K 0.735 in L.t.J� � ver (c)1983-2003 ENEF � Description EHM Engineers, Inc Title : 3501 W. Elder, Ste. 100 Dsgnr: Boise, Id 83705 Description : Scope: 'I•Det•2003 Steel Beam Design iaarina SnfTwara D.1 to D.9 Job # Date: 3:58PM, 6 MAR OS Page 1 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : W24X55 Fy eo.00ksi Pinned-Pinned Load Duration Factor 1.00 Center Span 22.00 ft Bm Wt. Added to l,oads Elastic Modulus 29,000.0 ksi Left Cant. 7.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 6.00 ft Distributed Loads Note! Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 DL 0.520 k/ft LL 2.600 k/ft ST k/ft Start Location ft End Location ft Using: W24X55 section, Span = 22.00ft, Fy = 50.Oksi, Left Cant. = 7.00ft, Right Cant. = O.00ft End Fixity = Pinned-Pinned, Lu = 6.00ft, LDF = 1.000 Actual Allowable Moment 185.108 k-ft 287.500 k-ft fb : Bending Stress 19.316 ksi 30.000 ksi fb / Fb 0.644 : 1 Shear fv : Shear Stress fv / Fv 35.566 k 186.203 k 3.820 ksi 20.000 ksi 0.191 : 1 Beam OK Static Load Case Governs Stress Max. Deflection -0.409 in Length/DL Defl 4,276.4 : 1 Length/(DL+LL Defl) 421.8 : 1 Force 8� Stress Summary «_ These columns are Dead + Live Load placed as noted -» DL LL LL+ST LL LL+ST Maximum Onlv Center Center Cants Cants Max. M+ 185.11 k-ft 28.10 185.11 6.77 k-ft Max. M - -14.09 -14.09 -77.79 k-ft Max. M @ Left -14.09 -14.09 -77.79 k-ft Max. M � Right k-ft Shear @ Left 35.57 k 6.97 35.57 21.85 k Shear @ Right 34.28 k 5.68 34.28 2.79 k Center Defl. -0.409 �� -0.059 -0.409 Left Cant Defl 0.398 in 0.039 0.398 Right Cant Defl 0.000 in 0.000 0.000 ...Query Defl @ 0.000 ft 0.000 0.000 Reaction @ Left 60.69 10.99 39.59 Reaction � Rt 34.28 5.68 34.28 Fa caic'd per Eq. E2-2, K*Ur > Cc I Beam, Malor Axis, L/rT <(102,000' Cb / Fy)",5, Fb = 0,6 FV (F3) -0.409 0.036 0.036 in 0.398 -0.139 -0.139 in 0.000 0.000 0.000 in 0.000 0.000 0.000 in 39.59 32.09 32.09 k 34.28 2.79 2.79 k W� � EHM Engineers, Inc Title : Job # 3501 W. Elder, Ste. 100 Dsgnr: Date: 3:58PM, 6 MAR 08 , Boise, Id 83705 Description : Scope : - Rev: ss000� Pa e 2 User: KW0605725, Ver 5.8.0, 1-Dec2003 Steel Beam Design 9 lc)1983-2003 ENERCALC Enalneerina Software enerealc_ecw�Caleularinn Description D.1 to D.9 Section Properties W24X55 Depth 23.570 in Weight 55.03 #/ft Web Thick 0.395 in I�oc 1,350.000 in4 Width 7.005 in lyy 29.100 in4 Flange Thick 0.505 in S�oc 115.000 in3 Area 16.20 in2 Syy 8.300 in3 Rt 1.680 in R-�oc 9.130 in Values for LRFD Design.... R-yy 1.340 in J 1.180 in4 Zx 135.000 in3 Cw 3,870.00 in6 ZY 13.400 in3 K 1.110 in �x �� EHM En ineers, Inc. L5 621 North College Road, Suite 100 Twin Falls, Idaho 83301 208/734-4888 FAX 208/734-6049 , 3501 West Elder St., Suite 100 Boise, Idaho 83705 208/386-9170 FAX 208/386-9076 ', JOB NAME JOB N0. II � BY DATE SHEET OF ' - �,�,� 6� ��s _�,�. � - � �-� �_6 f � � Y �� r�, I __ _ _ I � � � �'v1�% � ' ' � r_ � Z�pP�`� ' �/`l�'1 � �t/'G�� l �.� (�� W` c.'' ( �'' �i° �!/��^� � _ _ _ _ _ I '' � � ` 1 , !� ' I �, 1� �� S��w, � 1 �� Z- Z r� �i� l�,r� � pc� 5�� _ _ _ ' r� � � � +� �;` _ . _ � ,, � �- 3/� , �r �✓► i �,n �iY'e�'�c �s � W ZyX (�� c/�E� - G. 3 � �, % � >,��wr � Zy'. � ,, _ � ��= �� 8' t �0-6' � v�p�,� t�il� � J � � � � � ��- i�' � �S. � � � � ys�,�� F �q � � , � r�w� � v,��l� �t s � �1 Z y k � � ✓��k �' ENGINEERS/ PLANNERS/ SURVEYORS - Rev: user: EHM Engineers, Inc Title : 3501 W. Elder, Ste. 100 Dsgnr: Boise, Id 83705 Description : Scope : 1•Dec•2003 Steel Beam Design ieerina Software Description (E) W21x44 General Information Job # Date: 4:OOPM, 6 MAR 08 Page 1 Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : W21X44 Fy 50.00ksi Pinned-Pinned Load Duration Factor 1.00 Center Span 16.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 0.00 ft Distrlbuted Loads Note! Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 DL 0.520 k/ff LL 2.600 k/ft ST k/ft Start Location ft End Location ft Using: W21X44 section, Span = 16.00ft, Fy = 50.Oksi End Fixity = Pinned-Pinned, Lu = O.00ft, LDF = 1.000 Actual Moment 101.253 k-ft fb : Bending Stress 14.890 ksi fb / Fb 0.451 : 1 Shear 25.313 k fv : Shear Stress 3.501 ksi fv / Fv 0.175 : 1 Force 8 Stress Summa DL Maximum Onlv Max. M+ 101.25 k-ft 18.05 Max. M - Max. M @ Left Max. M � Right Shear� Left 25.31 k 4.51 Shear � Right 25.31 k 4.51 Center Defl. -0.191 �� -0.034 Left Cant Defl 0.000 in 0.000 Right Cant Defl 0.000 in 0.000 ...Query Defl @ 0.000 ft 0.000 Reaction � Left 25.31 4.51 Reaction � Rt 25.31 4.51 Fa calc'd per Eq. E2-1, K*L/r < Cc I Beam Passes Table B5.1, Fb per Eq. F1-1, Fb = 0.66 Fy Allowable 224.400 k-ft 33.000 ksi 144.620 k 20.000 ksi Beam OK Static Load Case Governs Stress Max. Deflection -0.191 in Length/DL Defl 5,642.6 : 1 Length/(DL+LL Defl) 1,006.0 : 1 «_ These columns are Dead + Live Load placed as noted -» LL LL+ST LL LL+ST Center Center Cants Cants 101.25 k-ft k-ft k-ft k-ft 25.31 k 25.31 k -0.191 -0.191 0.000 0.000 0.000 0.000 0.000 0.000 25.31 25.31 25.31 25.31 0.000 0.000 in 0.000 0.000 in 0.000 0.000 in 0.000 0.000 in k k � 0 � • Rev:580007 User: KW-0605725 1c11983•2003 ENEF Description EHM Engineers, Inc Title : 3501 W. Elder, Ste. 100 Dsgnr: Boise, Id 83705 Description : Scope : 003 Steel Beam Design cnfrw�rn (E) W21x44 Section Properties W21X44 Depth 20.660 in Weight 44.16 #/ft Web Thick 0.350 in i�oc 843.000 in4 Width 6.500 in lyy 20.700 in4 Flange Thick 0.450 in S�oc 81.600 in3 Area 13.00 in2 Syy 6.370 in3 Rt 1.570 in R-�oc 8.060 in Values for LRFD Design.... R-yy 1.260 in J 0.770 in4 Zx 95.400 in3 Cw 2,110.00 in6 ZY 10.200 in3 K 0.950 in Job # Date: 4:OOPM, 6 MAR 08 Page 2 Z�L • Rev:580007 User: KW0605725, Ver lc)9983-2003 ENERCALC �� Description EHM Engineers, Inc Title : 3501 W. Elder, Ste. 100 Dsgnr: . Description : Boise, Id 83705 Scope : 1-Dec-2003 Steel Beam Design iaerinn Cnffuiaro F.1 to G.3 Job # Date: 4:OOPM, 6 MAR 08 Page 1 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : W24X68 Fy 5o.00ksi Pinned-Pinned Load Duration Factor 1.00 Center Span 31.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 2.20 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 6.00 ft Distributed Loads Note! Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 DL 0.520 k/ft LL 2.600 k/ft ST k/ft Start Location ft End Location ft Using: W24X68 section, Span = 31.00ft, Fy = 50.Oksi, Left Cant. = 2.20ft, Right Cant. = O.00ft End Fixity = Pinned-Pinned, Lu = 6.00ft, LDF = 1.000 � Actual Allowable Moment 382.279 k-ft 423.500 k-ft fb : Bending Stress 29.788 ksi 33.000 ksi fb / Fb 0.903 : 1 Shear fv : Shear Stress fv / Fv 49.464 k 196.959 k 5.023 ksi 20.000 ksi 0.251 : 1 Beam OK Static Load Case Governs Stress Max. Deflection -1.246 in Length/DL Defl 1,033.9 : 1 Length/(DL+LL Defl) 187.1 : 1 Force 8� Stress Summary «- These columns are Dead + Live Load placed as noted -» DL LL LL+ST LL LL+ST Maximum Oniv Center Center Cants Cants Max. M+ 382.28 k-ft 69.96 382.28 66.86 k-ft Max. M - -1.42 -1.42 -7.72 k-ft Max. M � LeR -1.42 -1.42 -7.72 k-ft Max. M (� Right k-ft Shear @ Left 49.46 k 9.16 49.46 9.37 k Shear @ Right 49.37 k 9.07 49.37 8.87 k Center Defl. Left Cant Defl Right Cant Defl ...Query Defl @ Reaction @ Left Reaction @ Rt -1.246 in .0.228 0.282 in 0.051 0.000 in 0.000 0.000 ft 0.000 56.68 10.46 49.37 9.07 Fa calc'd per Eq, E2-1, K*Llr < Cc I Beam Passes Table 65,1, Fb per Eq, F1-1, Fb = 0.66 Fv -1.246 -1.246 0.282 0.282 0.000 0.000 0.000 0.000 50.76 50.76 49.37 49.37 -0.215 -0.215 in 0.046 0.046 in 0.000 0.000 in 0.000 0.000 in 16.38 16.38 k 8.87 8.87 k Z�iM , Rev:580007 User: KW0605725 Ic)1983-2003 ENER Description EHM Engineers, Inc Title : 3501 W. Elder, Ste. 100 Dsgnr: Boise, Id 83705 Description : Scope : F.1 to G.3 Steel Beam Design Section Properties W24X68 Depth 23.730 in Weight 68.27 #/ft Web Thick 0.415 in I�oc 1,830.000 in4 Width 8.965 in lyy 70.400 in4 Flange Thick 0.585 in S�oc 154.000 in3 Area 20.10 in2 Syy 15.700 in3 Rt 2.260 in R-�oc 9.550 in Values for LRFD Design.... R-yy 1.870 in J 1.870 in4 Zx 177.000 in3 Cw 9,430.00 in6 ZY 24.500 in3 K 1.090 in Job # Date: 4:OOPM, 6 MAR OS Page 2 � �� Rev: 580007 • User: KW0605725 1C11983-2003 ENEF Description EHM Engineers, Inc Title : 3501 W. Elder, Ste. 100 Dsgnr: Boise, Id 83705 Description : Scope : s��,�,a�p Steel Beam Design G.3 to G.9 General Information Job !� Date: 3:59PM, 6 MAR 08 Page 1 Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : W24X68 Fy 50.00ksi Pinned-Pinned Load Duration Factor 1.00 Center Span 24.50 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL 8 ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 6.00 ft Distributed Loads Note! Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 DL 0.420 k/ft LL 1.950 k/ft ST k/ft Start Location ft End Location ft Point Loads #1 #2 #3 Dead Load 8.400 Live Load 39.200 Short Term Location 7.000 Using: W24X68 section, Span = 24.50ft, Fy = 50.Oksi End Fixity = Pinned-Pinned, Lu = 6.00ft, LDF = 1.000 Actual Allowable Moment 387.295 k-ft 423.500 k-ft fb : Bending Stress 30.179 ksi 33.000 ksi fb / Fb 0.915 : 1 Shear 63.869 k 196.959 k fir : Shear Stress 6.485 ksi 20.000 ksi fv / Fv 0.324 : 1 Note! Short Term Loads Are WIND Loads. #7 k k k ft Beam OK Static Load Case Governs Stress Max. Deflection -0.738 in Length/DL Defl 2,115.2 : 1 Length/(DL+LL Defl) 398.6 : 1 Force 8 Stress Summary «- These columns are Dead + Live Load placed as noted -» DL LL LL+ST LL LL+ST Maximum Oniv Center Cm Center Cants Cants Max. M+ 387.30 k-ft 71.93 387.30 k-ft Max. M - k-ft Max. M @ Left k_n Max. M @ Right k_n Shear @ Left 63.87 k 11.98 63.87 k Shear � Right 43.47 k 8.38 43.47 k Center Defl. -0.738 in -0.139 Left Cant Defl 0.000 in 0.000 Right Cant Defl 0.000 in 0.000 ...Query Defl @ 0.000 ft 0.000 -0.738 0.000 0.000 0.000 Reaction � Left 63.87 11.98 63.87 Reaction @ Rt 43.47 8.38 43.47 Fa calc'd per Eq. E2-1, K*Ur < Cc I Beam Passes Table 65.1, Fb per Ep. F1-1, Fb = 0.66 Fy -0.738 0.000 0.000 0.000 63.87 43.47 0.000 0.000 in 0.000 0.000 in 0.000 0.000 in 0.000 0.000 in k k �-�D � EHM Engineers, Inc Title : Job # 3501 W. Elder, Ste. 100 Dsgnr: Date: 3:59PM, 6 MAR 08 , Boise, Id 83705 Description : Scope : • aev: sa000� Pa e 2 User: KW0605725, Ver 5.6.0, 1•Dec-2003 Steel Beam Design 9 (e1�983•2003 ENERCALC Englneering Soflware enercalc.ecw:Calculatlon Description G.3 to G.9 Section Properties W24X68 Depth 23.730 in Weight 68.27 #/ft Web Thick 0.415 in I�oc 1,830.000 in4 Width 8.965 in lyy 70.400 in4 Flange Thick 0.585 in Sxx 154.000 in3 Area 20.10 in2 Syy 15.700 in3 Rt 2.260 in R-�a 9.550 in Values for LRFD Design.... R-Y�' 1.870 in J 1.870 in4 Zx 177.000 in3 Cw 9,430.00 in6 ZY 24.500 in3 K 1.090 in 7�.�P � LE�H M� EHM Engineers, Inc 621 North College Road, Suite 100 Twin Falls, Idaho 83301 208/734-4888 FAX 208/734-6049 � 3501 Elder St., Suite 100 Boise, Idaha 83705 208/3B6-9170 FAX 208/386-9076 JOB NAME JOB N0. � BY DATE SHEET OF � � `��/� �� c��c.� � _�y��= � 6 ' _ T� -�-�'' �a� �= � ,�� ` �: ! !�('��i, !�'7/u"1 GG � Z(, �t /� _ / _ �r'..-�r� �-�i�, �.�r.�!(� u,� �Z � (� �� k� �' '� � � � t'�,� _ v� , � ��'� - P,�c(��,,� ti m �.- �'�� c� �f _; �►,�� : Z.�' ��, � z�� _ �L = � � � z � ti � (� �e � .�, h�►9 � $ ll �, u k� s �. �, ; �,�„�,, LL = �� `�$� = ��r,p � � � _ � +�51�ce� a+� cd1, �� l� �+'�t� � �� k.� �' ��i'k�'� ��' _ _ _ _ _ __ _ _ _ _ _ __ _ _ _ _ _ _ I ��,�,�,�� , �. ....,�.... . �. ,�.,�,�� L.� I EHM Engineers, inc Title : 3501 W. Eider, Ste. 100 Dsgnr: . Boise, Id 83705 6escription : Scope: I�Se�:'°"-°6°5'Z5,"e�5.e.°,,-°�Z°°3 General Timber Beam !cl'19A3-9(l03 FNFRCGI C Fnninnnrin.. s..ln..�.e Description Entry Tnass Bottom Chord Job # Date: 2:17PM, 9 JAN 08 Page 1 General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Sectlon Name 6.75x27 Center Span 36.00 ft.....Lu 18.00 ft Beam Width 13.500 in Left Cantilever ft.....Lu 0.00 ft Beam Depth 27.000 in Right Cantilever ft.....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V4 Fb Base Allow 2,400.0 psi Load Dur. Factor 1.150 Fv Aliow 240.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi E 1,800.0 ksi Point Loads Live Load 26,450.0 Ibs Ibs Ibs Ibs fbs Ibs Ibs ...distance 18.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Span= 36.00ft, Beam Width = 13.500in x Depth = 27.in, Ends are Pin-Pin Max Stress Ratio o.ss7 : � Maximum Moment 2sa.7 k-st Maximum Shear'� 1.5 Ailowabie 303.8 k-ft Allowabie Max. Pa�ifiv� Mbliier�f 284.65 li-ft af 18.000 ft Sfiear (�,D Leff Max. Negative Moment 0.00 k-ft at 36.000 ft � Right Max � Left Support 0.00 k-ft Camber. Q Left Max � Right Support 0.00 k-R � Center Max. M allow 303.82 � Right Raactians.,. fb 2,082.50 psi iv 65.08 psi left DL 2.59 k Max Fb 2,222.77 psi Fv 276.00 psi Right DL 2.59 k Max Deflections Beam Design OK �3.7 k 100.6 k 15.81 li 15.81 k 0.000 in 0.3271n 0.000 in 15.81 k 15.81 k Center Span::: Dead Load To I oad Laft Ca�lavar... Dea Load Total Load Deflection -0.218 in -1.333 in Deflection 0.000 in 0.000 in .:.Location 18.000 ft 18.000 ft ...Length/Defl 0.0 0.0 ...Length/Defl 1,979.9 324.13 RtghtCantltavar... Camber ( using 1.5 * D.L. Defl )... Deflection 0.000 in 0.000 in !� Center 0.327 in ...Length/Defl 0.0 0.0 � Left 0.000 in (fa Right 0.000 in y Stress Cafcs � Bending Analysis Ck 20.711 Le 35.896 ft S�oc 1,640.250 in3 Area 364.500 in2 Cv 0.811 Rb 7.990 CI 0.993 (a� Center @ LeR Support (d� Right 5upport Shear Analysis Design Shear Area Required Fv: Allowable Bearing � Supports Max. Left Reaction Max. Right Reaction Max Moment 284.65 k-ft 0.00 k-ft O.OU k-ft (�D Left Support 23.72 k 85.946 in2 276.00 psi 15.81 k 15.81 k �oc 'd 1,536.74 in3 0.00 in3 0.00 in3 @ Right Support 23.72 k 85.946 in2 276.00 psi Bearing Length Req'd Bearing Length Req'd Al�ewable fb 2,222.77 psi 2,239.29 psi 2,239.29 psi 1.802 in 1.802 in L � EHM Engineers, Inc Title : 3501 W. Elder, Ste. 100 Dsgnr: • Boise, Id 83705 6escripfion : _ Scope: Description -Dec-2003 General Timber Beam Entry Truss Bottom Chord Jo6 # Date: 2:17PM, 9 JAN 08 Query Values NI, V, 8 D� Specified Locations Momant Stwar Daflaction (� Center Span Location = 0.00 ft 0.00 k-ft 15.81 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k=ft 0.00 k 0.0000 in � Left Cant. Location = 0.00 ft 0.00 k-ft 0.00 k 0.0000 in Page 2 �, `� �> EHM Engineers, Inc Titie : 3501 W. Elder, Ste. 100 Dsgnr: ' Boise, Id 83705 6escription : _ Scope: User: KW-0605725, Ver5.8.0, 1-Dac-2003 Steel Beam Design (c)1983-2003 ENERCALC Enaineerin Software Description Pick up beam for (E) column General Information Job # Date: 10:39AM, 22 JAN 08 Page 1 Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Stee{ Section : W24X55 Fy 50.00ksi Pinned-Pinned Load Duration Factor 1.00 Center Span 23.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 0.00 ft DISt�IbUted L08dS Note! Short Term Loads Are WIND l.oads. #1 #2 #3 #4 #5 #6 #7 DL 0.476 �{ LL 2.800 wg ST � StaR Location {� End Location � Using: W24X55 section, Span = 23.00ft, Fy = 50.Oksi End Fixity = Pinned-Pinned, Lu = O.00ft, LDF = 1.000 Actual Allowable Moment 220.264 k-ft 316.250 k-R fb : Bending Stress 22.984 ksi 33.000 ksi fb ! Fb 0.696 : 1 Shear 38.307 k 186.203 k fv : Shear Stress 4.115 ksi 2d.b66 ksi iv / Fv 0.206 : 7 Beam OK Sfa�c Load Case Governs Sfress Max. Deflection -0.536 in Lertgth/DL Defl 3,231.8 : 1 Length/(DL+LL Deft) 515.2 : 1 Force � Stress Summary «- These columns are Dead + Live Load placed as noted -» DL LL LL+ST LL LL+ST Maximum Onlv en r Center Can ants Max. M+ 220.26 k-R 35.11 220.26 k_p� Max. M - Max: M (a� 6eft Max. M � Rlght Shear (� Left Shear (dl Right Center Defl. Left Cant befl Right Cant Defl ...Query Defl � k-ft k-ft k-R 38.31 k 6.11 38.31 k 38.31 k 6.11 38.31 k -0.536 �n -0.085 -0.536 -0.536 0.000 0.000 in b.Obb in 6.000 O.ObO b.000 0.000 0.000 in 0.000 in 0.000 0.000 0.000 0.000 0.000 in 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction � Left 38.31 6.11 38.31 Reaction � Rt 38.31 6.11 38.31 Fa calc'd per Eq. E2-1, K'Ur < Cc t Beam Passes Tabte B5.1, Fb per Eq. F1-1, Fb = 0,66 Fy 38.31 38.31 � � � EHM Engineers, inc Title : 3501 W. Elder, Ste. 100 Osgnr: BOise, Id 83705 6escripfion : Scope: User: KW-0605725, Ver5.8.0, i-Dec-2003 Steel Beam Des {c)1983-2003 ENERCALC En9ineerina Software Description Pick up beam for (E) column Section Properties W24X55 Depth 23.57d in Weight 55.03 #!ft Web Thick 0.395 in boc 1,350.000 in4 Width 7.005 in lyy 29.100 in4 Flange Thick 0.505 in 5bc 115.000 in3 Rrea 16,20 in2 Syy 5.300 irt3 � 1.680 in R-�ac 9.130 in Values for LRFD Design.... R-YY 1.340 in J 1.180 in4 Zx 135.000 in3 Cw 3,870.00 in6 ZY 13.400 in3 K 1.110 in Job # Date: 10:39AM, 22 JAN 08 Page 2 ~ J . LE�H' _ JOB NAME f BY 5� � � ,� EHM Engineers, Inc. 621 North College Road, Suite 100 Twin Falis, Idaho 83301 208j734-4888 FAX 208/734-6049 3501 West Elder St., Suite 100 Boise, Idaho 83705 208/386-9170 FAX 208/386-9076 JOB N0. DATE SHEET OF ��t dv�/ �✓�r` T 7' Cl�1 �C K b �'g ` ��ps � i r lO� 1,�� o L�, - �so �� „�Ps��;�� p�E �� _ +"1 � ` S'- 6 r ' ��y ` _ Gl'`, Z' . 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CE�H M� JOB NAME BY - �l (.�1(� S 4 r _ T �, �, � � ,_�.—'- • �Lrnw `� EHM Engineers, Inc. 621 Narth College Road, Suite 100 Twin Falis, Idaho 83301 208/734-4888 FAX 2D8/734•6�49 3501 Elder St., Suite 100 Boise, Idaho 83705 208/386•9170 FAX 208/386-9076 JOB N0, _DATE SHEET _ _ _ OF r �� ZZ- �'` n; �� r.r,�,�:'�l,,�. �G`° �•�i< X �Z a 3q, f � _ _ _ __ _ ___ �� v�, �err�, � Vr,� c_ T s �j�r ��` �> �j � �� i� � /�' __ _ _ T��a� � c� = �- q k� z� %�C � � CD�s �< : �� .�x �- i �, �.L - �ZS;� _ _ �`�Lw1 Giv► eNCA �l +�'( � �. ; =� %9 r!' / �i' S�/ �j ' I/l,p � _ �- 1 �, �,W�� _ _ _ _ __ TL �,a� --�. p� _ �. � _ _ _ . � __ �L -' �Ic�. z� _ _ _ _ ; _ _ �''� �rn,rw�r1C ��e �� r�� `�y (/�c9� �y��`�'� _ _ ,, - � ��r C�, C�„�,, �, , t� = �5, �� _ 3 s�8 _ �� ,� n�= y.yl� L� = Z � ,5,�' � � �►-,� �., �� !.� � � � �►� � f'/w g ! 6l��'c�� h = i�' ; � L= ��n� l� t► �I . Z I( ` � g, I: bL� i�K L��' �SK �/'� � �'/��C �� l`� (��'G�' �� r,�,�� ,�, �.,.,�.,� ,..,,,.,,...,,..... � �I� � EHM Engineers, Inc Title : 3501 W. Elder, Ste. 100 Dsgnr: . • BoiSe, id 83705 6escriptfon : • IRev: 560010 User. KW-0605725, Ver 5.8.0, 1-Deu2003 Description Steel Column, @ high canopy 3cope : Steel Column Job # Date: 2:12PM, 9 JAN 08 Page 1 � General Information Code Ref. AISC 9th ASD, 1997 UBC, 200316C, 2003 NFPA 5000 � Steel Section TS6X6X5l16 Fy 46.00 ksi X-X Sidesway : Restrained Duration Factor 1.000 Y-Y Sidesway : Restrained CblUmn Height 25.OQ0 ff @lastic Modulus 29,000.00 ksi End Fixity Pin-Pin X-X Unbraced 22.500 ft K�oc 1.000 Live & Short Term Loads Combined Y-Y Unbraced ��:500 ft Kyy 1.000 Loads r �� Axtal l.oad... Dead load 8.30 k Ecc. for X-X Axis Moments 1.000 in Live Load 39.10 k E�. fo� Y-Y Aici§ M3ti5enf§ 0.000 in Short TeRn Load k ""1f°'y ■ Cofumn Design OK Section : TS6X6X5/16, Height = 25.00ft, Axiai Loads: DL = 8.30, LL = 39.10, ST = O.00k, Ecc. = 1.00Oin Unbraced Lengths: X-X = 22.50ft, Y-Y = 22.50R Combined 5tress Ratios Dead Live DL + LL DL + ST +(LL if Chosen) AISC Formuta N1 - 1 0.6605 0.8510 0.8510 AISC Formuta H1 - 2 0.3129 �.3794 0.3794 AI5C Fortnula H1 - 3 f�.134� XX Axis : Pa caic'd per Eq. E2-2, K*Llr > Cc YY Axis � Fa r_air'd ner Ea_ E2-2_ K*Llr > Cr_ Stresses Allowable 8� Actual Stresses Fa : A41a++abk fa : Actual Fb:�oc : Atlow [F1-6] Fb:�oc : Allow [F1-7j & [F1-8] tb : bc Actual Fb:yy : Allow [Fi-G] Fb:yy : Allow [F1-� & (F1-8] Dead 10.84 ksi 1.21 ksi 30.36 ksi 30.36 ksi 0.69 ksi 38.3� ksi 30.36 ksi Live Dl + LL DL + Short 10.84 ksi 14.84 Vcai 10.84 Vcai 5.70 ksi 6.91 ksi 6.91 ksi 30.36 ksi 30.36 ksi 3.23 ksi 3�.3G ksi 30.36 ksi 30.36 ksi 30.36 ksi 3.92 ksi 3b.3� ksi 30.36 ksi 30.36 ksi 30.36 ksi 3.92 ksi 36.36 ksi 30.36 ksi ib : yy Actual 0.00 ksi 0.00 ksi 0.00 4csi 0.00 ksi Analysis Values F'ex : DL+LL 10,839 psi Cm:x DL+LL 0.60 Cb:x DL+LL 1.00 F'ey : DL+LL 10,839 psi Cm:y DL+LL 0.60 Cb:y DL+LL 1.00 F'ex : DL+LL+ST 10,839 psi Cm:x DL+LL+ST 0.60 Cb:x DL+LL+ST 1.00 F'ey : DL+LL+ST 10,839 psi Cm:y DL+LL+ST 0.60 Cb:y DL+LL+ST 1.00 Max X-X Axis Deflection -0.260 in at 14.500 ft Max Y-Y Axis Deflection 0.000 in at 0.000 ft (..� � Rev: 560010 User: KV1l-0605725, c 1963-2003 ENER Description EHM Engineers, Inc 3501 W. Elder, Ste. 100 Boise, Id 83705 1-Dec-2003 ineerinA Software Steel Column, @ high canopy TiNe : Dsgnr: 6escripfion : Scope : Steel Column Job # Date: 2:12PM, 9 JAN OS Page 2 Section Properties TS6X6X5/16 � Depth 6.00o in Weight z3.3o #!ft Values for LRFD Design.... Thickness 0.313 in I�oc 36.300 in4 J 58.900 j�4 Width 6.000 in tyy 36.300 in4 0.00 S�oc 12.100 in3 Zx 14.400 in3 Area 6.86 in2 Syy 12.10o in3 Zy 14.a00 in3 Rt 3.000 in Rxac 2.300 in 0.000 Ryy 2.300 in Section Type = TS-Square � G 1> • Rev: 580010 User: KW-0605725, c 1983-2003 ENER Description EHM Engineers, Inc 3501 W. Elder, Ste. 100 Boise, Id 83705 Ver 5.8.0, 1 TS Column Titte : Dsgnr: Description : Scope : Steel Column Job � Date: 1:19PM, 6 MAR 08 Page 9 Generai information Code Ref: AISC 9th ASD, 'l997 UBC, 2003 iBC, 20D3 NFPA 5000 Steel Section TS6X6X5/16 Fy 46.00 ksi X-X Sidesway : Restrained Duration Factor 1.330 Y-Y Sidesway : Restrained Column Heighf 18.000 ff �lastic Mtidulus 29,000.00 ksi End Fixity Pin-Pi� X-X Unbraced 18.000 it lUa 1.000 Live & Short Term Loads Combined Y-Y Unbraced 15:000 ft Kyy 1.000 Loads Axial Load... Dead Load 10.50 k Ex. for X-X Axis Moments 1.000 in Live Load 52.50 k EcC, tor Y-Y Aiti§ Moi►ierifs 0.000 in Short Term Load k a111°' y � Cotumn Design OK Section : TS6X6X5/16, Height = 18.00ft, Axial Loads: DL = 10.50, LL = 52.50, ST = O.00k, Ecc. = 1.00Oin Unbraced Lengths: X-X = 18.00R, Y-Y = 18.00ft Combined Stress Ratios Dead Live DL + LL DL + ST + fLL if Chosen) AtSC Forcnuta H1 - 1 0.6636 0.8371 0.5872 AISC Fortnula H1 - 2 0.4345 0.5214 0.3920 AI5� Formula Hi - 3 0.1297 XX Axis : Fa caic'd pei Eq. E2-1. K*Llr < Cc YY Axis � F'a cair.'d ner �n_ F2-9 _ K*i_fr < Cr_ Stresses Allowable � Actual Stresses Fa : Aftowable fa : Actual Fb:�oc : Allow [F1-6] Fb:�oc : Allow [F1-7] 8� [F1-8] Po : bc Actual �b:yy : Allow (�'1-fi] Fb:yy : Allow [F1-7] 8� [F1-8] Dead 15.57 ks's 1.53 ksi 27.60 ksi 27.60 ksi 0.87 ksi 2�`.60 ksi 27.60 ksi Live DL + LL DL + Short 15.57 k�i 15.57 ksi 20.71 kai 7.65 ksi 9.18 ksi 9.18 ksi 27.60 ksi 27.60 ksi 4.34 ksi 27.�0 ksi 27.60 ksi 27.60 ksi 27.60 ksi 5.21 ksi ��.�0 ksi 27.60 ksi 36.71 ksi 36.71 ksi 5:2i ksi 36.71 ksi 36.71 ksi th : yy Actua4 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi I Analysis Values F'ex : DL+LL 16,937 psi Cm:x DL+LL 0.60 Cb:x DL+�L 1.00 F'ey : DL+LL 16,937 psi �m:y DL+LL 0.60 Gb.y 91�+L6 1:00 F'ex : D�+LL+ST 22,526 psi Cm:x DL+LL+ST 0.60 Cb:x DL+LL+ST 1.00 F'ey : DL+LL+ST 22,526 psi Cm:y DL+LL+ST 0.60 Cb:y DL+LL+ST 1.00 Max X-X Axis Deflection -0.179 in at 10.440 ft Max Y-Y Axis Deflection 0.000 in at 0.000 ft �� EHM Engineers, Inc 3501 W. Elder, Ste. 100 Boise, Id 83705 User: KUV-0605725, Ver 5.6.0, 1-Dao-2003 jc11983-2003 ENERCALC Enaineerina Softwere Description TS Column TiUe : Dsgnr: Description : Scope : Steei Column Job # Date: 1:19PM, 6 MAR 08 Page 2 rSection Properties TS6X6X5/16 Depth s.�00 in Weight 23.30 #/ft Values for LRFD Design.... Thickness 0.313 in I�oc 36.300 in4 J 58.900 in4 Width 6.�00 in lyy 36.30o in4 0.00 S�oc 12.100 in3 Zx 14.400 in3 Area s.86 in2 Syy 12.100 in3 Zy 1a.a0o in3 Rt 3.000 in Rxx�cc 2.300 in 0.000 Ryy 2.300 in Section Type = TS-Square Z� . Rev:580010 User: KW-0605725 Ic11983-2003 ENEF Description EHM Engineers, Inc 3501 W. Elder, Ste. 100 Boise, Id 83705 TS Column Title : Dsgnr: Description : Scope : Steei Column Job # Date: 1:44PM, 9 JAN 08 Page 1 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section TS6X6X1/4 Fy 46.00 ksi X-X Sidesway : Restrained Duration Factor 1.000 Y-Y Sidesway : Restrained Column Height 11.000 ft Elastic Modulus 29,000.00 ksi End Fixity Pin-Pin X-X Unbraced 11,000 ft K�a 1.000 Live & Short Term Loads Combined 1'-Y Unbraced 11.000 ft Kyy 1.000 Loads Axfal Load... Dead Load 9.10 k Ecc. for X-X Axis Moments 1.000 in Live Load 40.20 k Ecc. for Y-Y Axis Moments 0.000 in Short Term Load k """"°'r ■ Column Design OK Section : TS6X6X1/4, Height = 11.00ft, Axial Loads: DL = 9.10, LL = 40.20, ST = O.00k, Ecc. = 1.00Oin Unbraced Lengths: X-X = 11.00ft, Y-Y = 11.00ft Combined Stress Ratios Dead Live DL + LL DL + ST +(LL if Chosen) AISC Formula H1 - 1 0.4328 0.5363 0.5363 AISC Formula H1 - 2 0.4048 0.4964 0.4964 AISC Formula H1 - 3 0.1075 XX Axis : Fa calc'd per Eq. E2•1, K*Ur < Cc YY Axis : Fa calc'd oer Ea. E2-1. K*Ur < Cc Stresses Allowable 8 Actual Stresses Fa : Allowable fa : Actual Fb:�oc : Allow [F1-6] Fb:�oc : Allow [F1-7] & [F1-8] fb : �oc Actual Dead 21.76 ksi 1.63 ksi 27,60 ksi 27.60 ksi 0.90 ksi Live DL + LL 21.76 ksi 21.76 ksi 7.19 ksi 8.82 ksi 27.60 ksi 27.60 ksi 27.60 ksi 27.60 ksi 3.98 ksi 4.88 ksi DL + Short 21.76 ksi 8.82 ksi 27.60 ksi 27.60 ksi 4.88 ksi Fb:yy : Allow [F1-6] 27.60 ksi 27.60 ksi 27.60 ksi 27.60 ksi Fb:yy : Allow [F1-7J &[F1-8] 27.60 ksi 27.60 ksi 27.60 ksi 27.60 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values F'ex : DL+�L 46,455 psi Cm:x DL+LL 0.60 Cb:x DL+LL 1.00 F'ey : DL+LL 46,455 psi Cm:y DL+LL 0.60 Cb:y DL+LL 1.00 F'ex : DL+LL+ST 46,455 psi Cm:x DL+LL+ST 0.60 Cb:x DL+LL+ST 1.00 F'ey : DL+LL+ST 46,455 psi Cm:y DL+LL+ST 0.60 Cb:y DL+LL+ST 1.00 Max X-X Axis Deflection -0.063 in at 6.380 ft Max Y-Y Axis Deflection 0.000 in at 0.000 ft ti � J � . Rev:580010 User: KW-0605725 lc)1983•2003 ENER Description EHM Engineers, Inc 3501 W. Elder, Ste. 100 Boise, Id 83705 TS Column Title : Dsgnr: Description : Scope : Steel Column Job # Date: 1:44PM, 9 JAN 08 Page 2 Section Properties TS6X6X1/4 Depth 6.000 in Weight 18.99 #/ft Values for LRFD Design.... Thickness 0.250 in Ixx 30.300 in4 J 48.50o in4 Width 6.000 in lyy 30.300 in4 0.00 S�oc 10.10o in3 Zx 11.900 in3 Area 5.59 in2 Syy 10.100 in3 Zy 11.900 in3 Rt 3.000 in Raoc 2.330 in 0.000 Ryy 2.330 in Section Type = TS-Square �V • �e�: se000s (User: KW-0605725, (c)1983-2003 ENER Description EHM Engineers, Inc Tit1e : 3501 W. Elder, Ste. 100 Dsgnr: Boise, Id 83705 bescription : Scope : �a�5.e.o, 1-Dec-2003 Timber Column Design CALC Enaineerina Software Canopy Column General Information Redangular Column Golumn Depth Width GluLam Job # Date: 11:03AM, 22 JAN 08 Page 1 �de Ref: 1997/2001 NDS, 2000/20031BC, 2003 NFPA 5000. Base allowables are user defined ��• d�,,usad (along y-y a�s) � (along x-x axis) Load Duration Fador 1.15 9.25in Fc 1,650.00 psi 9.25 in Fb 2,400.00 psi E- Elastic Modulus 1,800 ksi Douglas Fir, 24F - V4 Unbraced length for "y-y" axis sideways defiection 23.00 ft Unbraced length for "x-x" axis sideways deflection 23.00 ft Lu XX for Bending 23.00 ft Loads 6ead Load Live Load Short �erm Load Axiat Load 2,200.00 Ibs 13,750.00 Ibs 0.00 Ibs Eccentricity O.00Oin Column OK Using : 8.75x9, Width= 9.25in, Depth= 925in, Total Column Ht= 23.00ft DL+LL DL+LL+ST DL+3T fc : Compression 186.41 psi 186.41 psi 25.71 psi Fc : Allowable 762.95 psi 778.72 psi 778.72 psi fbx : Flexural 0.00 psi F'bx : A!(owable 2,146.24 psi 0.00 psi 2.4�1.28 psi 0.00 psi �,4fi'1.�8 psi I Interaction Value 0.2443 0.2394 0.0330 � Stress Details Fc : X-X 762.95 psi For Bending Str�s Calcs... Fc : Y-Y 762.95 psi Max k'Lu / d 50.00 F'c : Alloweble 762.95 psi Le : Bending 42.32 ft F'c:Allow' Load Dur Factor 778.72 psi (tu-xx `NDS Table 3.3.3 factor) PtsX 2,140.24 psi Rb :(Le d/ b^2) ^.5 7.410 F'bx' Load Duration Factor 2,461.28 psi Min. Allow k'Lu / d 11.00 Cv:Bending 0.8�2 For Axial Stress Calcs... Cf : Axial 0.892 Axial X-X k Lu / d 29.64 Axial Y-Y k Lu / d 29.84 � � � Description EHM Engineers, Inc Title : Job � 3501 W. Elder, Ste. 100 Dsgnr: Date: 1:32PM, & MAR 08 Description : Boise, Id 83705 TS column Scope : Steel Column Page 1 General information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 � �� Steel Seotion TS6X6X1I2 Fy 46.00 ksi X-X Sidesway : Restrained Duration Factor 1.330 Y-Y Sidesway : Restrained Column Heighf 18.OQO ff �lastia lCAodulus 29,OOQ.00 ksi End Fixity Pin-Pin X-X Unbraced 1$.000 ft IGoc 1.000 Live 8� Sho�t Term Loads Gombined Y-Y Unbraced 18:000 ft lEyq 1.000 Loads Axiat Load... Dead Load 13.00 k Ecc. for X-X Axis Moments 1.500 in Live Load 65.00 k Ecc. fo� Y-Y Azis Momenf§ O.00d in Short TeRn Load k """'°' y � Cofumn Deaign OK Section : TS6X6X1/2, Height = 18.00ft, Axial Loads: DL = 13.00, LL = 65.00, ST = O.00k, Ecc. = 1.500in Unbraced Lengths: X-X = 18.00ft, Y-Y = 18.00ft Combined Stress Ratios Dead Live DL + LL DL + ST +(LL if Chosenl AISC Forcnuta H1 - 1 0.6340 0.8002 0.5603 AISC Fortnula H7 - 2 0.4367 0.5241 0.3940 AISC Formula Hi - � i3.12�7 XX Axis : Fa ca{c`d per Eq. E2-1, K*L!r < Cc YY Axis � F� caic`d ner Ea. E2-1. K*Lfr < Cc Stresses Allowable 8� Actual Stresses Fa : ABowable fa : Actual Fb:�oc : Allow [F1-6] Fb:�oc : Allow [F1-7] & [F1-8j fb : �oc Adual Fb:yy : Allow (F1�] Fb:yy : Allow [F1-7] & [F7-S] Dead 14.78 ksi 1.25 ksi 27.60 ksi 27.60 ksi 1.16 ksi 2�.66 ksi 27.60 ksi Live DL + LL DL + Short 14.78 ksi 14.76 ksi 19.65 kai 6.25 ksi 7.50 ksi 7.50 ksi 27.60 ksi 27.60 ksi 5.80 ksi 2�.60 ksi 27.60 ksi 27.60 ksi 27.60 ksi 6.96 ksi 27.�0 ksi 27.60 ksi 36.71 ksi 36.71 ksi 6.96 ksi 36.71 ksi 36.71 ksi tb : yy Retuat 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi � Analysis Values F'ex : DL+LL 15,542 psi Cm:x DL+LL 0.60 Cb:x DL+LL 1.00 F'ey : DL+�L 15,542 psi Cm:.y DL+�6 0:60 Cb.y 96+6� 1:00 F'ex : OI+LL+ST 20,671 psi Cm:x DL+LL+ST 0.60 Cb:x DL+LL+ST 1.OQ F'ey : DL+LL+ST 20,671 psi Cm:y DL+LL+ST 0.60 Cb:y DL+LL+ST 1.00 Max X-X Axis Deflection -0.239 in at 7 0.440 ft Max Y-Y Axis Deflection 0.000 in at 0.000 ft �j �a � • Rev: 580010 Description EHM Engineers, !nc 3501 W. Elder, Ste. 100 Boise, ld 83705 1-Dec-2003 inaerina Software TS column TitFe : Dsgnr: Description : Scope: Steel Column Job # Date: 1:32PM, 6 MAR 08 Page 2 Section Properties TS6X6X1i2 Depth 6.00o in Weight 35.33 #/ft Values for LRFD Qesign.... Thickness 0.500 in I�a 50.500 in4 J 85.600 in4 Width 6.000 in lyy 50.500 in4 0.00 S�oc 16.800 in3 Zx 20.900 in3 Area 10.40 in2 Syy 16.800 in3 Zy 20.904 in3 Rt 3.000 in R�c�c 2.210 in 0.000 Ryy 2210 in Section Type = TS-Square �Z� -�E H M� _ EHM Engineers, Inc. 621 North College Foad, 5uite 100 Twin Falls, Idaho 83301 208/734-4888 FAX 208/734-6049 3501 West Elder St., Suite 100 Boise, Idaho 83705 200/386-9170 FAX 208/386-9076 JOB NAME JOB N0. BY DATE SHEET OF ' T`� G��,�,,,,.� �� l� - 1� S` � r�� y�k+ y�-`iK � y3.5K TG= ��.9:�� _ _ Tp� = z�,sK . T�� : � i �, y i� �� r/'�u�i _ ��'� � �`� Gk (yk 9�6 �� F�If;IAIFFGC / PI AAIAIFGC / CI IGVFVfIGC �Z� � � Rev: 560010 User. KW-0605725, Ver 5.8.0, 1 EHM Engineers, Inc Title : 3501 W. Elder, Ste. 100 Dsgnr: Boise, id 83705 �escription : Description TS column Scope : Steel Column Job i� Date: 2:03PM, 6 MAR OS Page 1 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section TS6X6X9116 Fy 46.Ofl ksi X-X Sidesway : Restrained Duration Factor 1.330 Y-Y Sidesway : Restrained Column Heigfif 15.QQ0 ff Etastic Modulus 29,0OO.OQ ksi End Fixity Pin-Pin X-X Unbraced 15.000 ft IGoc 1.00d Live 8� Short Term Loads Combined Y-Y Unbraced 15:000 f� IEyy 1.000 Loads Axial Load... Dead Load 23.50 k Ecc. for X-X Axis Moments 0.750 in Live Load 117.40 k Ecc. fo� Y-Y Aici§ Momenf§ 0.000 in Short Term Load k """/Q'y ■ Column Design OK Section : TS6X6X9/16, Height = 15.00ft, Axial Loads: DL = 23.50, LL = 117.40, ST = O.00k, Ecc. = 0.750in Unbraced Lengths: X-X = 15.00ft, Y-Y = 15.00ft Combined Stress Ratios Dead Live DL + LL DL + ST +(LL if Chosen) AtSC Focmula H1 - 1 0.7851 0.9946 0.6940 AISC Formula H1 - 2 0.5504 0.6605 0.4966 AISC Formula Hi - 3 0.152d XX Aacis : Fa caic"d per Eq. E2-1, K*L!r < Cc YY Axis : Fa caic'd per Eq. E2-1, K�`Llr < Cc Stresses Allowable � Actual Stresses Fa : A{lowab{e fa : Actuai Fb:�oc : Aliow [F1-6J Fb:�oc : Allow [F1-� 8� [F1-8] fb : bc Actuai Fb:yy : Allow [F1-6j Fb:yy : Allow [F1-7] 8� [F1-8) Dead 17.63 ksi 2.06 ksi 27.60 ksi 27.60 ksi 0.98 ksi �7.6b ksi 27.60 ksi Live DL + LL 17.63 ksi 17.63 ksi 10.30 ksi 12.36 ksi 27.60 ksi 27.60 ksi 27.60 ksi 27.60 ksi 4.89 ksi 5.87 ksi 2�.t6 ksi �7.�6 ksi 27.60 ksi 27.60 ksi DL + Short 23.45 ksi 12.36 ksi 36.71 ksi 36.71 ksi 5.B7 ksi 3B.71 ksi 36.71 ksi fb : yy Aetuai 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values F'ex: DL+LL 21,873 psi Cm:x DL+LL 0.60 Cb:x DL+LL 1.00 F'ey : DL+LL 21,873 psi Gm:y DL+LL 0.60 6b,y 9L+LL 1:00 F'ex : DL+LL+ST 29,090 psi Cm:x DL+LL+ST 0.60 Cb:x DL+LL+ST 1.00 F'ey : DL+LL+ST 29,090 psi Cm:y DL+LL+ST 0.60 Cb:y DL+LL+ST 1.00 Max X-X Axis Deflection -0.140 in at 8.700 ft Max Y-Y Axis Deflection 0.000 in at 0.000 ft � �D � Description EHM Engineers, inc 3501 W. Elder, Ste. 100 Boise, Id 83705 1-Deo-2003 ineerina Software � TS column Title . Dsgnr: Description : Scope: Steel Column Job # Date: 2:03PM, 6 MAR 08 Page 2 Section Properties TS6X6X9/16 Depth s.000 in Weight 38.72 #/ft Values for LRFD Design.... Thickness 0.563 in I�oc 54.100 in4 J 92.900 in4 Width 6.00o j� �yy 5a.100 in4 0.00 S�oc 18.000 in3 Zx 22.700 in3 Area 11.40 in2 Syy 18.000 in3 Zy 22.700 in3 Rt 3.000 in Rx�c 2.180 in 0.000 Ryy 2.180 in Section Type = TS-Square � �� E H M� '- JOB NAME EHM En ineers, Inc. 621 North College Road, Suite 100 Twin Falls, Idaho 83301 20B/734-4888 FAX 208/734-6049 3501 Elder St., Suite 100 Boise, Idaho 83705 208/386-9170 FAX 208/386-9076 JOB N0. BY DATE SHEET OF � �-,"h� s % _ — ��,,�(� �, � , l : ! __� I�L� .Z ��6 y 3, z J< z3,Z , _ LG = � , z5 �G' - Z�y /� �� `_....- _ �•� ► _ �I�D � s 2 Z`- b xt'�j�k � L i� �i C� �,� ,,�/ .(� �� Y�,�,,, �,,��,� �`.z. IZ` 4 Z-yk _ �� i�Z5�1Z' = 1 �� '� -Z,� r � y, o �l 4 � �,r d ��X ��,� �' X 1 l �� l1� +� �� Lv. +1�� _ _ _ ��t� � �,� �' � - r �� 8 � �' � �� _ _ rL � ti 7.� k✓'e Fry✓ �. b+�v� y,� ► ,- _ ��L6��,� X � t ,� � � � �-/�.� � S � ��,� _ T� � z�� k�- i�Z 1 k� t zZ��' ,�z s _ � �� 5.6+, _ y 6,a� +� � e ��,6 ��x � � x � �;�4 �, �= �� r �1�j ) � � e� , �� T�` i�.�� l Ik si,i _ � �� ` - r� ��o , , � 5 e � x � � k f Z �� r�t.'�i l �� w�. f �� > �1 � �, � �•'��:-,� ��y ��, : ,---- D L = `�- �l l< e �; � ��,� ', 3 �, q �. N, � , ��= z�,si< �� S � � e S X s I� � Z � �'l fl �� -� � : c•''' � �' '�°' ;/�=�� 2: F�. �-►� ��.C� GAIf_In�CCOC i ni n ninicnc i c� in��ninnc• �� EHM Engineers, lnc Title : 3501 W. Elder, Ste. 100 Dsgnr: 6escription : Boise, ld 83705 Scope : ' Re 58 QOOv 0 • �User. KW-0605725, Ver5.8.0, t-Dea2003 Square FootinA Desiqr r..��naz_�rviz cuoorn� r c....:..m.;.... e..sw..�.� Description Pad Footing Joh # Date: 2:23PM, 6 MAR 08 Page 1 Generai information Code Ref: ACI 31&02, t997 UBC, 2003 {BC, 2d03 NFPA 5000 Dead Load 23.500 k Footing Dimension 6.��0 R Live Load 117.400 k Thickness 16.00 in Short TeRn Load 0.000 � # of Bars 10 Seismic Zone 2 �ar Size 5 Overbdrden Weigh4 9:098 psf Rebar Cover 3.000 Conc�ete Weight p,pp p� fc 2,500.0 psi LL & ST Loads Combine Fy 60,000.0 psi Load Duration Factor 1.000 Column Dimension 12.00 in Allowable Soil Bearing 4,000.00 psf Note: Load factoriag suppotts 2003 lBC and 2003 NFPA 5000 by virtue of their references to ACl 31&02 for coacrete design. Factoring of entered toads to uftimate ioads within this program is according to AC1318-02 C.2 Reinforcing Rebar Requirement Actual Re6ar "d" depth used 12.688 in As to USE per foot of Width 0.487 in2 200/Fy 0.0033 Total As Req'd 2.920 in2 As Req'd by Anelysis O.OU24 in2 Min Allow % Reinf 0.0014 Min. Reinf % to Req'd 0.0032 °�6 6.00ft square x 16.Oin thick with 10- #5 bars Max. Static Soil Pressure 3,913.89 psf Atlow Static Soi1 Pressure 4,000.00 psf Max. 5hort 7erm Soil Fressure Allow Short Term Soit Pressure Mu : Actual Mn' Phi : Capacity 3,913.89 psf 4,000.00 psf 20.18 k-B / R 28.08 k-ft / ft Vu : Actual One-Way Vn'Phi : Allow One-Way Vu : Actual Two-Way Vn•Phi : Allow TwaWay ,4lfemate I�ebar Selections... 15 # 4's 10 # 5's 5 # 7's 4 # 8's Footing OK 61.19 psi 85.00 psi 163.74 psi 170.00 psi 7 # 6's 3 # 9's 3 # 10's �� C�H M� C� JOB NAME BY �,�� { ' EHM Engineers, Inc. 621 North College Aoad, Suite 100 Twin Falls, Idaho 83301 208/734�888 FAX 208/734-6049 3501 Eider St., Suite 100 Boise, Idaho 83705 2�8/386-9170 FAX 208/386-9076 DATE �,� /� �� SHEET OF - ��= �5�� s'= zZ��,� _ �cs� � 6,,krZ Y �1� �� r�� .� �� v�� _. __ _ _ ____ - <<v ) /� � �., (� � c�u { �� (�� s� �, C b�� = �, ��o � � �-� � �� # �� kp f �� _~� F��:�,� C. _G�� p( '�f� �!/' 19' f ch�/¢ , _ �� r�u�t �/[y/� 9 � z, �u �� Y r��ts ,�� S ;� e °'� '' S'x5' _ _ z.;'� __ TL � i ��.� � ) ,� t- ?',o,� �' � �' � �. � : �/�y/� t� 7 Z �� w �,�' �d �u�s � r � �i 1�/ Zs//9 9�J '�� rc.� �l u�,� �,7a= �S'��.� ��'� _ I �; �� )• 35.5- Z6,Zs � �.3� �6�� :r Z1��z _ y�..� �-�a �� = y. G ' �--j � S � s � s' �= _ �,�r�� C�/) l�-�.c,��' he $ h�g- �,� t;-�� .�, �� s ,�i 5, � �__ � � � � - � p� �� o� �G�� " ��.) �r� � �a(,� w� � �1�►� � ��.wt� ;, i,�,, � ��,-°,� �r �%° V ( � rG`�'i �il. �, �'�'' � ✓� �9 � / /�✓` nt J� � �„� � � � n � � � � � � +� �� rit�l !�f � %; � � 1�� e .SCyy� c� `�; �,�7 � � � �� ; / �, �; ��(/'� � �� k p� .. y�.� K �c. �jr`� �yv� C-� 1/i ,�� .P G- 31��,/� L� - ► � u,,�'6 I"Y` �'V4 j Wvt �Viv'I�GC- ��C +°� �",� � ��,,, ��`r : t �� ( � � '� !t '✓ �'tr � �"�i `'.!� ��,�" v�"lC;�� '�'�f �z''k��,� �� ,p� F�N;I�IFFGC i PI ��I�IGOC / CI 10\/[VllOc �� EHM Engineers, Inc Title : Job # 3501 W. Elder, Ste. 100 Dsgnr: Date: 1:43PM, 9 JAN 08 Description : , Boise, Id 83705 . � Scope : � Rev:580000 User: KW0605725, Ver 5.8.0, 1-Dec•2003 Masonry Flush Wall Pilaster/Column 1c11983-2003 ENERCALC Engineering Software Description Bearing on CMU Page 1 General Information coae Ref: aci 530-02 Wall Height 18.000 ft Block Type Medium Wt fm 1,500.0 psi Thickness 12 in Bearing Plate Width 12.000 in Fs 20,000.0 psi Rebar Size 6 Column Width 48.000 in Em = fm " 900.0 Rebar Spacing 48.000 in Special Inspection Rebar Location Center Column Width used 48.000 in Grout @ Rebar Only E 1350,000.0 psi Seismic Factor 0.240 Load Duration Factor 1.000 n 21.481 Seismic Zone 2 Wall Wt Multiplier 1.000 Applied Loads Uniform Loads Girder Load Dead Load 360.00 #/ft Dead Load 7,000.00 Ibs Live Load 1,800.00 #!ft Live Load 40,800.00 Ibs ...eccentricity 0.000 in ...eccentricity 0.500 in ...load Type Roof ...load Type Roof Wind Load 17.00 psf Design Values Allow Brg. Stress 390.00 psi Rebar Area 0.440 in2 Allow Axial Stress 330.46 psi Rebar Depth 5.750 in Reduction Factor 0.84 Wall Weight 75.000 psf Allow Masonry Bending 495.00 psi np 0.0342 k 0.2297 j 0.9234 2/kj 9.4292 Max. Allow Moment w/o Axial Load 3,893.82 ft-# Radius of Gyration 3.859 in Max. Axial Load w/o Moment 103,104.93 Ibs Moment of Inertia 1161.640 in4 Load Combinations 8� Stress Details Top of Wall DL + LL Btwn. Base & Top of Wall DL + LL + Wind DL + LL + Seismic Required Bearing Area Moment ft-# 1,991.67 2,899.83 3,061.83 122.56 in2 Axial Ibs Steel Masonrv Axial Stress 56,440.0 10,229.89 142.00 180.90 11,140.0 14,894.54 206.75 35.71 11,140.0 15,726.64 218.30 35.71 Req'd Bearing Length 10.21 in �-----' Pilaster Design OK 18.00ft high, 12.00in thick w/ #6 @ 48.00in o.c. at center, Special Inspection, Grout @ Rebar Only Max. Bending + Axial Comp. Stress . . . . . . . . . Allowable . . . . . . . . . . . . . . . . . . . . Max. Axial Only Compressive Stress . . . . . . . . . Allowable . . . . . . . . . . Max Steel Bending Stress . . . . . . . . . . . . . . Allowable . . . . . . . . . . of Loads 8� Moments Girder + Uniform Dead Load Girder + Uniform Live Loads Wall Weight � mid-height flL Moments @ mid-height LL Moments @ mid-height 48,000.00 Ibs 2,700.00 Ibs 0.00 ft-# 0.00 ft-# 322.90 psi 495.00 OK 180.90 psi 330.46 OK 15,726.64 psi 20,000.00 OK Girder DL Moments Girder LL Moments Wind Moment @ Mid-Ht Seismic Moment @ Mid-Ht fOW � Mid-Ht 291.7 145.8 ft-# 1,700.0 850.0 ft-# 2,754.00 ft-# 2,916.00 ft� �.,`' ;� �',�' � E H M� � �r � JOB NAME � BY _T�� EHM Engineers, inc. 621 North College Road, Suite 100 Twin Falls, Idaho 83301 208/734�888 FAX 208/734-6049 3501 Eider St., Suite 1 �0 Boise, Idaho 83705 208/386-9170 FAX 208/38fi-9076 TE JOB N0, SHEET OF y�" +�,� e. r��u.�; � -�+ `� 1c i- � �� l� � y'� �,3� � s, �>k'� S (�. �a�� k -�--.., .� yk�F _ ��, y�r x g�, �� '�� s �i"�� t�'�. ` � �_gY tn�,:��f e k )Z�� a`G' (�"' _ _ L"'� (z � � � �� ,.�"i �;� `' � � _ 1�•Il' � g, �(�j' l�,t�j�'��VI !�'�l,ru _ _ _ c�., _. �, � ! � _ : _ _ _ TL ' _ �'1� �Y� e � a,5 � �'�(c G� : ��d = y �� • 1, �i `� ' ' ' � G` L _ _ _ _C�� 1� �� ,�, �-� __ _. L� L,�,��-d = i�'.. 6_`` TL =��, 6� r�_� 0 5(�,.u�u �z' c�� y��' z�.� u i� ��.. 1 k� � 7�or �,�,,�,,P- ��, �� Z. 1$�L� _ �' �_ ,�y�� ✓�� — --- �z � . _ _ _ --�- -------� � �y1 �? I� e d_ �v-r�.� S l0 � (�'� 'I � � _ , ��_ _ ° _ 'I ' �� I __ __--- � --__�.�_ i : _ 1 � �t � '� S y1C�� -�' 6,�8 i<GF , ,, ��' ?��rZ �CG � �.-y � � � �� . � � �I/'� �' �-��es � •.� u�� .s k � x I , , sK �� , �, � � 39•�ik' ' IS ►1 M � u� , � � �a � ►� �x 3 � , y --� ,/�( z I 1l ° > � � —� ul/�� ` � . (� � t'I,c� �:�,,;�; � ' Ncc !�Q (,� !� �iI � i_ � 11 � �` � / n t I� 1 � (( (i� /! /r N' � Gfi1 c ,{..7 �" 357 {<, !�.0/ �" .�+ �� 4`a.f J � C �y G�a/l+�g # �✓:�� '� E� �#S i��v,s t� �Z,l �. Ce ,�'►'I�d � i �� ✓�t9h. ,�, �r,�� , .,, �...,��.. , �. ,.,,,...�..� �� <� � ' r .` . �w� JOB NAME BY EHM Engineers, Inc. 621 North College Road, Suite 100 Twin Falis, Idaho 83301 208/734-4888 FAX 208/734-fi049 3501 West Elder 5t., Suite 100 Boise, Idaho 83705 208/386-9170 FAX 208/386-9076 JOB N0. DATE SHEET OF .�� o �h � � : fl ` =� _��. � K � LL = ��-�tK � , _,f : - (F ) ��i�Ce � Yn = � �, �L�� , � �� (� . '✓��' ",!" (�� " � J ►�,-� '� �ap � �� ) � 4 "' �.► �( _ _ ` r P �Z•1k I �`� � , ` '� w 1 I , $' ,�e�� ,,,1� ,� �, i �• �� iKsf ' �1�2 IZ` _ � ' � � �- � � i' I' ��1,, � 6 �.R ,�' s,�z K� f ' 3!•NS K ' , ' I /"I�� - Qyx � }_ ��J✓1 _ �+'�� I Z`` �I�P�v►tI w�ct (/ � �' 8 �� = ) � ��e ) t�iVi � 1 Z " � (�? � � � �j �1 �� ' GZ�qI� 6-� � ��y� �� , I�b��y � 1 � � , , � �- �i�l� �'1 r�11�' �•G�K�� 1.ys .--�---�`'. M ►�viax � �1 �' �,' > ��i � � , ' ° �� '� �'�� ig /� �e � e�u.vr car�, ��'r �� e a` � sc�� :F(,:�'t�i �+9�`�a ��r��9v�� w�mr.� � ��J�i �,�'��'� ENGINEERS/ PIANNEAS/ SURVEYORS b . � � �E H M� EHM Engineers, Inc. 621 North College Road, Suite 100 Twin Falls, Idaho 83301 208/734-4888 FAX 208/734-6049 ' ,r 3501 West Elder St., Suite 100 Boise, Idaho 83705 208/386-9170 FAX 20B/386-9076 � JOB NAME JOB N0. . BY DATE SHEET OF _ �� s o ��aX ` z , G,, �� , � _ _ 7�Lw, �.r ` Z I �l �/�' � �c �� prl�:�,� _ iz , z � �� = � � � � � e,v, �" _ _ _ �cs� 8'`n�" sc��, o� ��f� � �� r,nb� �a-�fs� [�^�'t ��✓'G�iC (�1.�ie_ �r��l� w�l� +��/ 3 =c9`' m�� v�r,��lr�i� . _ _ __ _ _ �6� ENGINEERS/ PLANNERS/ SURVEYORS . . � � • �v: se0002 u�� icw-0sos�zs, � (c11983-2003 ENER Description EHM Engineers, inc Title : 3501 W. Elder, Ste. 100 Dsgnr: Boise, ld 83705 Description : Ver 5.8.0, 1-Dec-2003 CALC Enaineerina Softwara Planter Wail General Information Allow Passive Max Passive Load duration fador Pole is Rectangular Width No 5usfacz Restsaint AllomenEs � �ueface.__ Point load [Sistributed load Withau� Sufiace Restrain�... Required Depth Press � 1/3 Embed... Actual Allowa6le Scope : Pole Embedment in Soil Job # Date: 3:03PM, 6 MAR 08 Page 1 Code Ref: 1997 UBC 1806.8.2.1, 2003 iBC 1805.7.2, 2003 NFPA 5000 36.4.3 250.Q0 pcf ,4pplied Loads... 1,500.00 Psf Poirrt Load 143.00 Ibs 1.000 distance from base 2.500 ft B.00D in Distributed Load 0.00 #/ft d'+stance to top 0.000 R dista�ce to bottom 0.000 ft 357.50 ft-# if.00 3.000 #t 239.31 psf 140.84 psf Total Moment total Laterai 357.50 ft-# 1.43.00 Ibs 36p r . � ,� EHM Engineers, Inc. 5�� -��Ji 621 North College Road, Suite 100 Twin Falls, Idaho 83301 208/734-4888 FAX 208/734•6049 3501 Elder St., Suite 100 Boise, Idaho 83705 208/386-9170 FAX 20B/386-9076 JOB NAME JOB N0. BY � 1�P�v'a i �l'v�Utys�S � v�� _ �p�� , Z$�e LL = zSps � i�v►.� = � � n� �' �e�`�m��= . f�yq� ' �'✓ ; , d�S3 ' W DATE SHEET OF �. _ _ _ 1¢��► E _ �� / � �v �� •� /s '° �-�tc�l w��l�'c �� — — — — -- _�._ --_. ..� _. _ ( � �t., � _ _ _ _ i _ _ � _ - _ _ _ __ _ , � � _ i �z � � � �� ' i _ . � 8 �- �. _;- -- � `- — �-_. — — -�— . N _ �" .:._ � i�� o' � �F� c� �1 � h � ��L�- � L� e� k ; �.�s � �r�,� `z-2 � _ __ �_ _ :�1 w � w� � :`%�.�^�� _ _ _ w�� i�,,s�, (�}s`>.�6�'� 3s,�� _ _ 5�,��,,'�° •�$53'�1G3�Z�S'CZ��zS%� ��'`�Z�oq`'�� ' l�fZ,ZK - s G�� ,� <<� �. ti = l �'' L � 5 0 ' �ZS � .� Zs�_� � � 3�k � �q��l ,� � = ��Z/<� ��,G� ��✓��s _ Z"' � "' y � (7 ` � �/ �� '`h Z �' , �/ �' ��, � ��,� ,� � , y� ,�, z � �,d,�� ,,�� i/► �,v�, ,`��`� � ��v- � 1 : ��v,� � i'�� `� � 18 �' � = 3�,`� k Se,yw,,Y,�� .(�I�1�� _zH'� i'�s'• (?�r9� �s�'� Z'iS�� 1��. �5�-�� = ZF�� liv� `_ �'�d �r�•v ev�► s ' 3 �j � % I< FNf:INFFFIC / PI n�I�IFl7C / CI I�l/LVnOc i� � �� . r . ,�, ~� i Rev:580004 User: KW-0605725 Ic)1983-2003 ENEF Description EHM Engineers, Inc Title : 3501 W. Elder, Ste. 100 Dsgnr: Boise, Id 83705 Description : Scope : Ver 5.8.0, 1-Dec-2003 Masonry Pier Analysis & Design .ALC Engineering Software Existing CMU shear pier Job # Date: 1:42PM, 9 JAN 08 Page 1 � General Information Code Ref: ACI 530-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 � Total Lateral Force 68.60 k Moduli: Em = Pm * 900.00 Seismic Zone 2 Moduli: Ev = Em ` 0.40 Load Duration Factor 1.33 Shear Pier Data Pier #1 Pier #2 Pier Height 18.00ft 18.00 ft Pier Length 25.00 ft 25.00 ft Wall Thickness 12 in 12 in "j" : Depth Mult. 0.90 0.90 Pier Fixity Fix-Fix Fix-Fix fm 1,500psi 1,500psi Fs 24,000 psi 24,000 psi Sp Insp No No Grout Spacing 48 in 48 in HeighULength (H/L)^3 Rel. Defl Sum Rigidity Rigidity = .001/Defl % Force to Pier Shear to Pier Relative Defl * 10^5 M ! (V"Depth) Em Ev Shear Reinforcing... fv=V/(12*est'jd) Fv: w/o Reinf. Fv: w/ Reinf. Horiz. Shear Av Req'd Bending Reinforcing... Moment � End "d" to tension As Bending As Req'd Pier #1 0.7200 0.3732 0.1564 12,789.90 6,394.952 0.50 34.300 k 0.00 in 0.400 1350,000.0 540,000.0 0.7200 0.3732 0.1564 6, 394.952 0.50 34.300 k 0.00 in 0.400 1350,000.0 540,000.0 Pler #1 Pler #2 19.54 psi 19.54 psi 30.91 psi 30.91 psi 46.36 psi 46.36 psi Not Req'd in^2/ft Not Req'd in^2/ft 308.70 k-ft 308.70 k-ft 22.50 ft 22.50 ft 0.43 in2 0.43 in2 psi psi s.,y ��.'+9 i`� V . . ; CE�H M� — � � � JOB NAME s BY � j�,� �- Z . EHM Engineers, Inc. 621 North Callege Road, Suite 100 Twin Falls, Idaha 83301 208/734-4888 FAX 208/734-6049 3501 Elder St., Suite 100 Boise, Idaho 83705 208/386-9170 FAX 208/386-9076 JOB N0. _ DATE SHEET OF __ �v+.� ` � �ny � � LZ�1 �, � Z� � ` �8y' 6� _ _ _ �'�'t��M;tj` ��i'�`�`��/i�':,�i�lr' Z7�� (��Z� /� �'� /.' 7i�/��s�3 r ISi��/� YC° G, aLik ��,� �-L = 15-y �t � _ . _ - I/ I< s�e � M. ti g c�•t/ �i•v� s _ _ _ t ��t : �e�� .. � � � 5 � � l, a,� _ _ __ _ _ _ _. ,__ __ __ __ _ - _ � ��`,,,�K,� � ; _ _ _ _ - � 1-r � . _ --._._.. � V'��„ ux = �1�,'� K _ _ _ _ _ . �--L = ��.� k � sZt�� Z � s.3�� _ �,�� U= �� ,� _ � G„ � � ` � s G,�`'`�� '' s _ _ _ � �� / J� ' u � �, 1 .. '/ . � . j p f�]�� y� . U � , T/ � ,.S�`� �/l,l`%4. � :.r'''•I 1.�� '�I'� ,.r,-(�� l, i 1G .��+�� '...-�..� �_ /{��/��R... V�t9� � ..... . � . �r i�= 3�. �- ��:��'l� � Z. �5,� �- E�, _ v,_ �Sq�i � (� g�' �`� S D i F'� F Q,,�/'� - �(� ��i 5G! �'`� , �0 sw�au-�, ��\•"�Z� p�rYe�►�� v� l��it/,,�,,,,-''s 3S�,>/ � � TC = �G-�- Sy�d' �lz ' �.�{K � `�/� U_ jy�p�,�. _ � � g �, � � � �u� �Wk � y � �� i�� '�s, 3" ��z��a�r`� ✓r�k T�,fd'a,,,�� ' bi�PO t � - ��v Z�� .. � (/'.��,uk � 11, v k 7� � 1�,�-�� - 5,�� .� �Z� V- � �Z �r�, � � o�� s��8`�vP 5�►�'g �-$5�� y1;�Z" �u�-� :�� i ��/l�.a.� �- ) `�S �o� � . - %L�:-�ssc,�' � ''15�,�; � 3q' ENGINEERS / PI ANNFRG / Sl1RVFY�RR r ., �_ • � � s �E H M� JOB NAME BY EHM Engineers, Inc. 621 North College Road, Suite 100 Twin Falls, Idaho 83301 208/734-4888 FAX 2D6/734-6049 2404 Bank Drive, Suite 100 Boise, klaho 83705 208/386-917❑ FAX 208/386-9076 JOB N0. I�L�� _SHEET OF _ !Ce % �t� �f �r�� ``'� = e�`'�� _ U,�ak� I ��s�� Z`- 3'�%_� 3�� L= ll' �` ` 3y3,o� � _ �i �e 5� �� <�:; h �� r � .� s �,�us, �``: �Z `` �� . �`��/�'`�r = 3 `! � �/ � - I�� jy✓��,ay (�u�o � l� ^�,� �iu� �a%1 ri�`i� � f� ' _ - , �' 'l`r,�t�,� � i f �� ;� ' 9 �' y� � � ' i� y �/ � _ T�` �3yy'�� -' `��Z � �= 3y� L�� 1u��, � . „ �� SIa r�sz�s�� ,� a��.� c 6�.rz`'�Q�� ,��_ �j ,��. �`��t �6vi ��/ y � � �r-rn- �q%� � � � ✓' � `f,�S '1� . � l�, 5 �j/��-� ��,�- = 73yy� ��lZ � 3��z� �- �` U�- s? S p� �_ , , (� �e �Y nc G s �� ,pri r��%1 ,�:% � V.�,uK= 3 G� Z� L= �8� (/' `�`r/�l � �g�� g� ��', � G�3 c�l�, v( � C �y/Je �� S(il P,� w°a//�r9� I. `r!`( �1M/ ` 3� S�O �'�' , �_ U�� = � � �, s f � Gg � � � i � , y k � 3 � ��s � � � � �'. � �.,�� -, T� = i�. y �'/L = s• z �� = ��` U = ?� � �r � I� S �- 5 �I �U+' ��if ,��C � f.: � I" Lr� �%,r� _ �� ,� �/ � ENGINEERS / PLANNERS / SURVEYORS , �� ,i r `� � � ► CE�H M� JOB NAME BY EHM Engineers, Inc. 621 North College Road, Suite 100 Twin Falls, Idaho 83301 208/734-4888 FAX 208/734-6049 3501 Elder St., Suite 100 Boise, Idaho 83705 208/386-9170 FAX 2p8/386-9076 JOB N0, DATE SHEET OF — i�V �' ,��,.� f'vt � ; _ ....� TL= s��< � ��,:r�� Q,st �'S . �I�r � � �� 3 k' „ �r / . _ _ "�rrs - f3 � � � �� !` ' � > ` l� (9S5 �� : (d,;� ��`� � � �i', �� .�' _ _ _ _ __ _ _ ,,,,�_ r� 11� �. _ � . �� .. �} t� l y „/r';� � '��,� �' s �-S '�" __ T� `� d1�� c�' g r�� (�,S ___ ��- � G �, > K � : _ _. 'v�,�� = L�s � C�� . '►%3 = � 65 �� _ _ _ _ u.� �-�t � � � y d y # . _ _ _ _ �c � s ��.,,, �.� ��1� r�ty �� % �° �:��;�, � � `? �s �� _ . � %�L� Z ��SiL �: .�,��"L(� �� l�� _� ✓'iJr ` L31, �s 1� � Z� Ni,�� ' /3 � � � s- � j � ' � L� �,�,�0 �� = �, z y S,�- _ :,r.� � �. '�!�� .s� s� � G� 8' c/f �o�( T Lq/�� ' ?,3 zs � -b�'�; ', 1�� .___---� ,` 11�►�x �� I 7,,= � , � z �. �� = �l 1y � B � il' �1 � e. � ,v�►°� � � �� S/�t'l � 7" Z 7 r/�(: % , ��al�%'w,� `� �,. `��' ,��-... �� s�� a�� / M 5 � 7 Z �./ 'l�► k � �/�, �-; �.�� ''�. �, �� o �NGINEERS j PLANNERS / SURVEYORS '� U �/ MICHAEL K. BROWN Registered Professional Structural Engineer In Partners With � rrl�� Engineers Inc. ENGINEERS/SIJRVEYORS/PLANNERS March 18, 2008 Todd J. Poirier PETERSEN-STAGGS ARCHITECTS 5200 W. State Street Boise, ID 83703 P: (208) 345-1462 F: (208) 345-1532 RE: Safeway Building Remodel/Addition Special Inspections Letter EHM Job #607-540 Dear Todd, This letter lists the required special inspections for the above-referenced project. Special Inspection: 1. Special Inspector shall be a qualified person who shall show competence to the satisfaction of the building official, owner, architect, and engineer for the particular operation. 2. Continuous Speeial Inspection shall be provided during structural welding including welding of reinforcing steel. a. The special inspector does not need to be continuously present during the welding of the following items, provided that the materials, welding procedures, and welder qualifications are verified prior to the start of any work; periodic inspections are made during the work in progress; and a visual inspection is made prior to completion or shipment of the work: i. Single pass fillet welds not exeeeding 5/16" in size. ii. Floor and roof deck welding. iii. Welded sheet steel for cold formed steel framing member�. 3. Special Inspection shall be provided for the installation of expansion bolts and epoxy anchors, as required by the manufacture's ICC report. 4. Periodic Special Inspection shall be provided during the installation of high strength bolts, in accordance with AISC specifications. a. High strength bolts shall be "snug tight" in accordance with AISC specifications. 5. Special Inspection shall be provided for the following in the concrete constructiona a. Periodic Special Inspection shall be provided for the placement of reinforcing steel in concrete. 3501 W. Elder St., Sulte 100 • Boise, Idaho 83705 •(208) 386-9170 • FAX (208) 386-9076 . MICHAEL K. BROWN Registered Professional Strudural Engineer In Partners With � N�� Engineers Inc. ENGINEERS/SURVEYORS/PLANNERS b. Continuous Special Inspection shall be provided for placement of anchor bolts installed in concrete prior to and during concrete placement. c. Periodic Special Inspection shall be provided for maintenance of specified curing temperatures and techniques. d. Periodic Special Inspection shall be provided for formwork shape, location, and dimensions of the concrete being formed. e. Concrete Specimens and Tests shall be provided as follows: i. Samples for strength tests of each class of concrete placed each day shall be taken at least once a day, once for every 150 cubic yards, and once for every 5,000 square feet of surface area for slabs or walls. ii. If the total volume of concrete for a given class of concrete would provide for less than five strength tests, tests shall be made from at least five randomly selected batches or from each batch if fewer than five batches are used. iii. Strength tests shall be the average of the strengths of two cylinders made from the same sample of concrete tested at 28 days, or at the test age designated for the determination of f' c. Every average of any three consecutive strength tests shall equal or exceed f' c. No individual strength test shall fall below f� c by more than 500 PSI. iv. One Slump test shall be provided for each set of compressive strength specimens. 6. Special Inspection shall be provided for the following in Soils and Earthwork: a. Periodic Special Inspection shall be provided to verify the materials below footings are adequate to achieve the design bearing pressure. b. Periodic Special Inspection shall be provided to verify that excavations are extended to the proper depth and have reached proper material. c. Periodic Special Inspection shall be provided to classify and test controlled fill materials. d. Continuous Special Inspection shall be provided to verify the use of proper materials, densities, and lift thicknesses during the placement and compaction of controlled fill. e. Periodic Special Inspection shall be provided to observe sub-grade and verify the site has been properly prepared for the placement of controlled fill. 3501 W. Elder St.� Suite 100 • Boise, Ideho 83705 •(208) 386-9170 • FAX (208) 386-9076 MICHAEL K. BROWN Registered Professional Structural Engineer In Partners With � H�r�� Engineers Inc. ENGINEERS/SURVEYORS/PLANNERS 7. Special Inspections shall be provided by Kumar and Associates, Inc. Scott Hougard will be the individual performing the special inspections, located in their Denver office. Contact information is as foilows: 2390 South Lipan St.; Denver, CO 80223; 303-742-9700. If you have any questions or comments, please do not hesitate to contact our office. Sincerely, ��'� ��7/" �� David Sansotta, E.I.T. ichael K. Brown, P.E., S.E. EHM Engineers, Inc. EHM Engineers, Inc. 3501 W. Elder St., Suite 100 • Boise, Idaho 637A5 •(208) 386-9170 • FAX (208) 386�g076 B & B Balancin Inc. g� CERTIFIED AIR TEST, ADJUST AND BALANCE REPORT SEPTEMBER 29, 2008 Project: Safeway #0631 Address: 2131 North Frontage Road — Vail, Colorado General Contractor: Pioneer Construction Mechanical Contractor: Westech Mechanical, Inc. Mechanical Engineer: D.C. Engineering Prepared By: B & B Balancing, Inc. 8672 E. 148�' Lane Thornton, CO 80602 (303) 655-7643 - Phone (303) 655-7981 — Fax NEBB Certification # 3255 % r w� `` � � �� LARiiY G. SAR7LEY cE�s,�-�r� � , � �a�o , i w"r- .i � s ■ � � J1 � _ f;1 PROJECT: SAFEWAY #0631 2131 NORTH FRONTAGE ROAD VAIL, COLORADO Certification THE DATA PRESENTED IN THIS REPORT IS A RECORD OF SYSTEM MEASUREMENTS AND FINAL ADJUSTMENTS THAT HAVE BEEN OBTAINED IN ACCORDANCE WITH THE CURRENT EDITION OF THE NEBB PROCEDIIRAL STANDARDS FOR TESTING, ADJ�ISTING, AND BALAIVCING OF ENVIRONMENTAL SYSTEMS. ANY VARIANCES FROM DESIGN QUANTITIES, WHICH EXCEED NEBB TOLERANCES, ARE NOTED IN THE TEST-ADNST-BALANCE REPORT PROJECT SUMMARY. SUBMITTED & CERTIFIED BY: NEBB TAB FIRM: B & B BALANCING, INC. 8672 E. 148� LANE THORNTON, CO 80602 (303) 655-7643 - PHONE (303) 655-7981 - FAX TAB SUPERVISOR: LARRY G. BARTLEY REG. NO. 3255 DATE: 9/29/2008 SIGNATURE: ., r CERTIFiCA7'ION 3255 Exp. 3�31�to ,i -.._ � s ■ � � � — � Project: Address: Safeway #0631 B & B Balancing, Inc. Certified Test, Adjust and Balance Report September 29, 2008 2131 North Frontage Road — Vail, Colorado Instruments Used: Alnor EBT-721 Capture Hood w/Digital Manometer, Velocity Matrix, Airfoil, and Humidity & Temperature Probes Serial # 90801001; Certification Date: 1/7/2008 Fluke 337 Digital Clampmeter Serial # 83707731; Certification Date: 11/13/2007 Omega Pocket Photo/Digital Tachometer Serial # 1822060; Certification Date: 3/4/2008 Prepared By: B & B Balancing, Inc. 8672 E. 148�' Lane Thornton, CO 80602-5800 (303) 655-7643 - Phone (303) 655-7981 — Fax / 0 �` ' � 4� � �, ' � �, � � �� LARRY G.BARTLEY CERiIF6CAT10N 3255 Exp.3l31/10 , nic ..� �& �B �a�I�n.ci�.�r, In�c. Roof Top Unit Report PROJECT: Safeway #0631 DATE: 9/29/2008 LOCATION: Vail, CO CONTACT: Larry Bartley SYSTEM/UN/T: HV-1 Tested By: Eric Bowhay AREA: Test Date: September 29, 2008 Unit Manufacturer Unit Model Number Unit Serial Number Unit Discharge Unit Fiker Quantity Unit Filter Size Reznor HRP6300 Not Legible Vertical/Down 1/1 45x20x1/45x30x1 Total CFM Design 4000 CFM Total CFM Actual 4119 CFM Outside Air CFM Design 4000 CFM Outside Air CFM Actual 4119 CFM Return Air CFM Design N/Appl. CFM Retum Air CFM Actual N/Appi. CFM Suoolv Fan Fan RPM Design 1240 RPM Fan RPM Actual 7241 RPM Motor Volts 1 206 Volts Motor Amps 1 5.70 Amps Motor Amps 2 5.40 Amps Motor Amps 3 5.50 Amps HV-1 Supp/y Out/ef ��t� � OuUet-01 SG-1 i OuGet-02 SG-1 i OuUet-03 SG-1 i OuUet-04 SG11 Outlet-08 � SG-1 Motor Manufacturer Motor Ftame Motor HP Motor RPM Motor Rated Voks Motor Phase Motor FL Amps Motor Service Factor Magnatek M56 2 HP 1725 RPM 208 Volts 3 7.0 Amps 1.0 Motor Sheave Make Browning Motor 5heave Model 1 VL44x5/8 Fan Sheave Make Browning Fan Sheave Model AK56x1 Number of Belts 1 Belt Size A37 Sheave Center Line 12 in. Fan SP In Actual 0.48 in. wc Euternal SP In Actual 0.33 i�. wc Extemal SP Out Actuai 0.25 in. wc Total SP 0.73 in, wc Filter Pressure Drop 0.13 in. wc. Cooling Coil Pressure DropN/Appl. in. wc. 30 x 10 93 101 500 467 30 x 10 95 103 500 475 30 x 10 90 98 500 451 30 x 10 101 109 500 503 30 x 10 92 100 500 461 30 x 10 95 104 500 475 30 x 10 99 108 500 497 30 x 10 94 102 500 472 514 488 545 499 519 510 8& B Ba/ancing, Inc Page 1 of 3 Roof Top Unit Repo�t � � .�3 �c�rlc�t�.cin�r, .��.+�. Roof Top Unit Report PROJECT: Safeway #0631 DA7E: 9/29/2008 LOCATION: Vail, CO CONTACT: Larry Bartley SYSTEM/UN/T: HVAC-2 AREA: Unit Manufacturer Unit Model Number Unit Serial Number Unit Discharge Unit Filter Quantity Unit Fiker Size Total CFM Design Total CFM Actuai Outside Air CFM Design Outside Air CFM Actual Retum Air CFM Design Return Air CFM Actual Fan RPM Design Fan RPM Actual Motor Volts 1 Motor Amps 1 Motor Amps 2 Motor Amps 3 TRANE YHC043A3RHA08BP 830101817L Horizontal 2 20x30x1 1990 CFM 2020 CFM 525 CFM 525 CFM 1465 CFM 1495 CFM 1168 RPM 1165 RPM 209 Volts 3.30 Amps 3.10 Amps 2.90 Amps HVAC-2 Supp/y Outlet Summary Tested By: Eric Bowhay Test Date: Septembe� 26, 2008 Motor Manufacturer Motor Frame Motor HP Motor RPM Motor Rated Volts Motor Phase Motor FL Amps Motor Service Factor Motor Sheave Make Motor Sheave Model Fan Sheave Make Fan Sheave Model Number of Belts Belt Size Sheave Center Line General Electric 56 1 HP 1725 RPM 200 Volts 3 4,0 Amps 1.5 Browning 1 VL34x5/8 PRP AK39x3/4 1 AX26 9 1/4 in. Fan SP In Actual 0.49 in. wc Extemal SP In Actual 0.22 in, wc External SP Out Actual 0.31 in. wc Total SP 0.80 in. wc Filter Pressure Drop 0.01 in. wc. CooUng Coii Presaure Drop0.25 in. wc. 8& B Balancing, lnc. Page 2 of 3 Roof Top Unit Report .B' � � .�3ar��rn�ing►� ��t�. Roof Top Unit Report PROJECT: Safeway #0631 LOCATION: Vail, CO SYSTEMNN/T: HVAC-2 (Cont.) AREA: HVAC-2 Retum inlet Summary DATE: 9/29/2008 CONTACT: Larry Bartley Tested By: Eric Bowhay Test Date: September 26, 2008 * Notes B& B Balancing, lnc. Page 3 of 3 Roof Top Unit Repoit � � B .��Ia�r�c�r�.�r, Ir�.�c� Fan Unit Report PROJECT: Safeway #0631 DATE: 9/29/2008 LOCATION: Vaii, CO CONTAGT: Larry Bartley SYSTEM/UNlT: EF-8 AREA: �,�....:: . _ ,. Fan Manufacturer Loren Cook Fan Model Number 90 ACEH Fan Serial Number 007SC1 2 1 97-0 110 00 070 Motor Volts 1 Motor Amps 1 Total CFM Design Total CFM Actual SP Out Actual Fan RPM Design Fan RPM Actual SP In Actual Motor Amps 2 Motor Amps 3 120 Volts 1.00 Amps 360 CFM 377 CFM N/Appl. in. wc N/Appl. RPM N/Access. RPM Q.21 in. wc NlAppl. Amps N/Appl. Amps Tested By: Eric Bowhay Test Date: September 26, 2008 Motor Rated Voks Motor FL Amps Motor Phase Motor RPM Motor HP Motor Manufacturer Motor Frame Motor Service Factor Motor Sheave Make Motor Sheave Modei Fan Sheave Make Fan Sheave Model Number of Belts Belt 5ize Sheave Center Line 115 Volts 1.7 Amps 1 1600 RPM 1/8 HP Queace 48Y 1.0 Direct Drive Direct Drive Direct Drive Direct Drive Direct Drive Direct Drive in. Direct Drive in. * Notes B& B Ba/ancing, /nc Page 1 of 2 Fan Unit Report � � .B �3c�tc�n.�in.gr, Irt+�. Fan Unit Report PROJECT: Safeway #0631 DATE: 9/29/2008 LOCATION: Vail, CO CONTACT: Larry Bartley SYSTEM/UNIT: EF-9 AREA: U� �t Fan Manufacturer Loren Cook Fan Model Number 150VCRH Fan Seriai Number 007SC1 2 1 97-01 /0002001 Motor Volts 1 Motor Amps 1 Total CFM Design Total CFM Actual SP Out Actual Fan RPM Design Fan RPM Actual SP In Actual Motor Amps 2 Motor Amps 3 120 Volts 4.50 Amps 700 CFM 71 S CFM N/Appl. in. wc 1254 RPM 1250 RPM N/Appl. in. wC N/Appl. Amps N/Appl. Amps Tested By: Eric Bowhay Test Date: September 23, 2008 Motor Rated Voks Motor FL Amps Motor Phase Motor RPM Motor HP Motor Manufacturer Motor Frame Motor Servfce Factor Motor Sheave Make Motor Sheave Model Fan Sheave Make Fan Sheave Model Number of Balts Belt Size Sheave Center Line * Notes EF-9 23-Sep-08 Grease trap not installed 115 Volts 5.5 Amps 1 1725 RPM 1!3 HP Marathon 48Y 1.35 Browning 1VL34x1/2 Maska AK39x3/4 1 4L210 in. 5 3/8 in. B& B Ba/ancing, /nc. Page 2 of 2 Fan Unit Report � ' �� . 3 . . �a,..,� I I � ! � !�!�Y , � _ . � , � � �y ��d � ��p �F�IIm � � � .^lJJY .^l�%_. . �3Ct wn I � m 11� x �; � i a � zyoo-ooC-�£F.7S0'ON1�3P0?Jd � I � aCJ• A� =p• ON/Y9�N/O 3 �� i I iM 1 I 1 III ! �� IW I� C) � i �i ��ii�� II� I �Ilf�l �t� � ._u �ac r_c:.s. :.r v � �t � r j �� ' 4� ar r� � r� - - � � � s oce��d�o� "Ilv�i� +V � � � � j e � I� ;� s ;� �..�''.;.1�? � ��ra ii ;.C'' _ ;�� t; .£�.�'i� =�:'� } S 1.t1M��t/S ,'� � ' G,�"'.r—., � �� A g , �_____ �� R � •� R� I I a � $ ,. 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W15M)[ �M M000. �ND ii0 �Mi COH�EWOICE W11Fi (tiELO POV.fREO). VRONpE CUPB AO�PIER. - - __ - - - ?'M �z, zo.zo �� a� � �.• ��a .� � � �E a��,� ,� s«„ �n � � � ��,�,. m .._... � _,�-�4 — 3 LF�FT ENTRY HVAC SECTION � �,, � ��, .'� ,..- �; — —_ �:. ' � �I :� � � �K =-T a;ahR�' .w � . i y� xx - , �HI'�1 i ,., n, � �.k. ,. �E �ts _'__ /. 1_ � � LEFT ENTRY HVAC SECTION PESY�.1 m I.�C YIMK� M1NG M[ 11M91 93E .�C[SSdbEf m-� �e �aw u+�-w a a'� s��aw i�xaisw xm . . s�i �nn nui u�x-u m- rt•� oiai aut. nvm n�rcs i�x' . u •a w�un . a oEarc[ omrtnox. r ur-w a' us�a uwwt. n�awrcn. Iq-� ATX 154 �Y .M 6t-YMI[ 9 SRLt QM1IG iliu➢ M�O[5 /YUv xw a cxwn �vw�e� oc.. o xa¢ ovuxnol. fbi -M P AMK[ uaw rs x[pwm. [4 nM riR ' ''�w 1Ql UMIL vm BL�CE9 � l. NY x. tlf iF �5 ] il � ry 9WiMF QlHM1I 9�OIM OC.. 0 MQtt OfRCCMN. f__ 9MML uOLMi. AS P(WIREO..—_ . �� SAFEWAY �e,�� iarons�ru�eun.aM � ocai V 2 \ �' � �� NOTE: THIS PERMIT MUST BE POSTED ON JOBSITE AT ALL TIMES : �owxo�v�, � Town of Vail, Community Development, 75 South Frontage Road, Vaii, Colorado 81657 p. 970.479.2139 f. 970.479.2452 inspections 970.479.2149 ELECTRICAL PERMIT Permit #: E08-0066 ACOM Project #: Job Address: 2171 N FRONTAGE RD WEST VAIL Location.....: SAFEWAY STORE Parcel No...: 210311415011 OWNER SAFEWAY STORES 46 INC 04/28/2008 1371 OAKLAND BLVD 200 WALNUT CREEK CA 94596-4349 APPLICANT PAGETT ELECTRIC COMPANY 8081 E. ORCHARD RD. #190 GREENWOOD VILLAGE COLORADO 80111 License: 415-E CONTRACTOR PAGETT ELECTRIC COMPANY 8081 E. ORCHARD RD. #190 GREENWOOD VILLAGE COLORADO 80111 License: 415-E 04/28/2008 Phone: (303) 706-9260 04/28/2008 Phone: (303) 706-9260 Desciption: SAFEWAY TENANT IMPROVEMENTS/EXPANSION OF EXISTING STORE- ELECTRICAL PERMIT Valuation: $274,000.00 Square feet: 44711 Status . . . : Applied . . : Issued . . . Expires . .: PRJ07-0598 ISSUED 04/28/2008 05/01 /2008 10/28/2008 „�,,,�..,�,,,.......*...�.*.**.,,*«*****.***«*.,*****«**«.***.,*.,*«*****.*. „*.**.**.,,...*..,,.,.,..,.*„*...,,..*.�*...�.,.,<*,.�„*.,,.,.,,..,,.*.,.*..*.�*.«*. Electrical Permit Fee---------> Investigation Fee--------------> Will Call Fee--------------------> FEE SUMMARY $5,729.30 Total Calculated Fees--> $5,733.30 $0.00 Additional Fees----------> $0.00 $4.00 Use Tax Fee-------------------> $0.00 TOTAL PERMIT FEE---> $5,733.30 Total Calculated Fees-------> $5,733.30 Payments-----------------> $5,733.30 BALANCE DUE----------> $0.00 .**..***««.««.«„«„*.,*.,..,«.*.*.***«*....*....*.....,.,,.......*.,..*,,.,*,,,,.....�..*.*„*****.,.*.«.«***.**.*..*...,*...,*...,*..*.,,.**...*..«.**..****.....*.*.*.,,*.«.,,.., APPROVALS Item: 06000 ELECTRICAL DEPARTMENT 05/01/2008 shahn Action: AP per approved plans Item: 05600 FIRE DEPARTMENT Item: 05101 BUILDING DEPT REVISION 08/29/2008 Martin Action: DN F:\cdev\CHRIS\PERMIT.COMMENTS\608-0013\608-0013 Revision 1.DOC 09/15/2008 SHAHN Action: AP .,,,.,,.,*..,**x,,....,..*,,.,.,,.,...,,,,,.,.,�.�.,.,.,,.,.,,,,,..,..,..,�„�„�.«,.,,*».*«...,.,*.,«.,***,,..*.,�..,,.,,.,�*,.,.*�.�„�*.,«*«�„«..,«.,««�«�.**«.,«„****„*.,,,«.,**.*«,.,,,.*„**,.«**.,.,.*�*,.*�** CONDITIONS OF APPROVAL Cond: 12 (BLDG.): FIELD INSPECTIONS ARE REQUIRED TO CHECK FOR CODE COMPLIANCE. ************R*************************************************�k********MW********k*rt****iF*f**********************************************************************'k DECLARATIONS I hereby acknowledge that I have read this application, filled out in full the information required, completed an accurate ptot 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 PM. elec_prm_041908 t� o Owner or Contractor Print Name elec_prm_041908 Date *****+***************************************************�+***+***********+***************** TOWN OF VAIL, COLORADO Statement *****++********++*******************************+*+****�******+****�*******++*******�******* Statement Number: R080001665 Amount: $207.00 09/17/200809:30 AM Payment Method: Check Init: DDG Notation: PGC 2283 ----------------------------------------------------------------------------- Permit No: E08-0066 Type: ELECTRICAL PERMIT Parcel No: 2103-114-1501-1 Site Address: 2171 N FRONTAGE RD WEST VAIL Location: SAFEWAY STORE Total Fees: $5,733.30 This Payment: $207.00 Total ALL Pmts: $5,733.30 Balance: $0.00 *********************************+++*****************�*****************************+******** ACCOUNT ITEM LIST: Account Code -------------------- EP 00100003111100 Description Current Pmts ------------------------------ ------------ ELECTRICAL PERMIT FEES 207.00 ----------------------------------------------------------------------------- NOTE: TH/S PERMIT MUST BE POSTED ON JOBSITE AT ALL TIMES .� TOWNOFYAII„ ' Town of Vail, Community Development, 75 South Frontage Road, Vail, Colorado 81657 p. 970.479.2139 f. 970.479.2452 inspections 970.479.2149� �. 6� t3 ELECTRICAL PERMIT ACOM Job Address: 2171 N FRONTAGE RD WEST VAIL Location.....: SAFEWAY STORE Parcel No...: 210311415011 OWNER SAFEWAY STORES 46 INC 04/28/2008 1371 OAKLAND BLVD 200 WALNUT CREEK CA 94596-4349 APPLICANT PAGETT ELECTRIC COMPANY 8081 E. ORCHARD RD. #190 GREENWOOD VILLAGE COLORADO 80111 License: 415-E CONTRACTOR PAGETT ELECTRIC COMPANY 8081 E. ORCHARD RD. #190 GREENWOOD VILLAGE COLORADO 80111 License: 415-E 04/28/2008 Phone: (303) 706-9260 Permit #: Project #: 04/28/2008 Phone: (303) 706-9260 Desciption: SAFEWAY TENANT IMPROVEMENTS/EXPANSION OF EXISTING STORE- ELECTRICAL PERMIT Valuation: $264,000.00 Square feet: 44711 Status . . . : Applied . . : Issued . . . Expires . .: E08-0066 PRJ07-0598 ISSUED 04/28/2008 05/07 /2008 10/28/2008 .,,****,,.,,,,..�,��,.�«,,.,,*...,,,,,,,,�.,.��«.***.,,,,..,..��.*«*«*.**,,,.,,..,. FEE SUMMARY „�„*«*«*„*.»�..�.,,,,�„�*�****.,,.�,,..,,.,,«„*«**„****.*.,.,,�..,.�...�«�„�«„�«*,,. Electrical Permit Fee---------> Investigation Fee--------------> Will Call Fee--------------------> $5,522.30 Total Calculated Fees--> $5,526.30 $0.00 Additional Fees----------> $0.00 $4.00 Use Tax Fee-------------------> $0.00 TOTAL PERMIT FEE---> $5,526.30 Total Calculated Fees-------> $5,526.30 Payments-----------------> $5,526.30 BALANCE DUE----------> $0.00 „«*�*�«*.,*..,..,.,.,.�.,�„�«**..,,.�.�.,..*«„*****.,,.�,,..,��„�„«„****„**,,,�,,,..,.��.,,*«,«„**„*.,*.�,.�.�,..,,.,.**«*«*„***,,.,...«.�.��„*«*«.,*.*.**.,*�.�,..�.�„*,,.,.�*«**,.,.*.,«..,. APPROVALS Item: 06000 ELECTRICAL DEPARTMENT 05/01/2008 shahn Action: AP per approved plans Item: 05600 FIRE DEPARTMENT �.,,,..>...,,,.<,,,.,.��.,..,�„«�.,,.,,.,.,.,,�,,.,,.,,�...�.,,.,,,,.�,.,.�,,.,,,,«�«*..*.,�.,..,,,,.,,��.*..��*�«**„*„��...�„*„**„***„��..,,,,�.*,,.«**.****�.,..�.,.�.,****.,.«*****„*,....,,�.�„ CONDITIONS OF APPROVAL Cond: 12 (BLDG.): FIELD INSPECTIONS ARE REQUIRED TO CHECK FOR CODE COMPLIANCE. ��**.«,.,,.*.,.,,,,�.��.,�.�*,,,.«,..�,,.,,.,,.�.*«�««*«*.**.�,,,..,.�„�„�,,,�„***.*.,«.,**,.��...,,..�..�«.«***..*.,��„�„�,.**..*.*.,�.,,.,,�«�«�«*. ***,,«.,,�.,,,,�.,�«,,,,�„�.,�*.:..*.*.�.,�,,.,,.,,,� 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 PM. �� Signature of Owner or Contractor elec_prm_041908 / . ' ��: �. - ****************************************************+************************************+** TOWN OF VAIL, COLORADO Statement ****+*****************************+************+******************************************** Statement Number: R080000599 Amount: $5,526.30 05/O1/200803:40 PM Payment Method: Check Init: DDG Notation: Pagett Electric 13794 ----------------------------------------------------------------------------- Permit No: E08-0066 Type: ELECTRICAL PERMIT Parcel No: 2103-114-1501-1 Site Address: 2171 N FRONTAGE RD WEST VAIL Location: SAFEWAY STORE Total Fees: $5,526.30 This Payment: $5,526.30 Total ALL Pmts: $5,526.30 Balance: $0.00 *************************+**+**********************************************�**************** ACCOLINT ITEM LIST: Account Code Description Current Pmts -------------------- ------------------------------ ------------ EP 00100003111100 ELECTRICAL PERMIT FEES 5,522.30 WC 00100003112800 WILL CALL INSPECTION FEE 4.00 ----------------------------------------------------------------------------- APPLICATION WILL NOT BE ACCEPTED IF INCOMPLETE OR UNS GNED � Project #: Building Permit #: 1 � . �' Electrical Permit #: • 6 ��ry�+ �,� rt � 970-479-2149 (Inspect�ons) lH" NZ 75 S. Frontage Rd. Vail, Colorado 81657 TOWN OF VAIL ELECTRICAL PERMIT APPLICATION CONTRACTOR INFORMATION COMPLETE SQ. FOOTAGE FOR AREA OF WORK AND VALUATION OF WORK (Labor & Materials) AMOUNT OF SQ FT IN STRUCTURE: ��J, '7 Contact Eag/e County � Parcel# ��3,(e ]oh Name: �'a1�,_ � t�e.w� Legal Description Lot: � Block: Filing: � Address: ►�? i � Engineer: kuRT t LEGNT�NQ�uStfr, P� Detailed description of work: � � e-t�Y� �� ELECTRICAL VALUATION: $ visit c7 fo� Parce/ # Job Address: 2 �� N F�n►'r{' c�2 (Zr:� ►.,�_.► �� .� 5 ORCN �KtO �,;,� Subdivision: ' o Phone: � Phone:C�oB) 3 �' Work Class: New () Addition (� Remodel h( ) Repair () Temp Power () Other () Work Type: Interior O Exterior O Both (� D�es n EHU exist at this location: Yes O No O Type of Bldg.: Single-family () Duplex () Multi-family (x) ommercial . Restaurant () Other () No. of Existing Dwelling Units in this building: � No. of Accommodation Units in this building: Is this rmit for a hot tub: Yes No Does a Fire Alarm Exist: Yes ('�(') No () Does a Fire Sprinkler System Exist: Yes �•) No () �� ,, � � � D �� ,�� = _ � �,, ******************* i d1N`N �i� \i�;�. �,�****��****FOR OFFICE USE ONLY�**�*�**��********,�*****�******�**,�** ier Fees• B Fees� � nner Siqn-off: ceived� a s,r: F:\cdev\FORMS\Permits\Building\electical�ermit_i1-23-2005.DOC Page 1 of 2 11/23/2005 t . "�i4fi�QFY�, ' Amendment to the 2002 N.E.C. Town of Vail Ordinance 4, Series of 2005 ❑ Overhead services are not allowed in the Town of Vail. ❑ Underground services sha// be in conduit (PVC) from the uti/ity transformer to the electric meter, main disconnect switch, and to the first electrical distribution circuit breaker panel. ❑ The main disconnect switch shall be readi/yaccessib/e, and located next to the meter on the exterior wall of the structure. All underground conduits are required to be inspected before back-filling the trench. ❑ In multi-family dwelling units, no electrical wiring or feeder cables shall pass from one unit to another. Common walls and spaces are exempt, o NM Cable (Romex) can be used on/y in sing/e and mu/ti-fami/y dwe//ings not exceeding 3 st�v�ies Type NM cannot be used in any bui/ding mixed with Type A,B,E,F,H,I,M &S occupancies ❑ A/uminum conductorssmaller than size #8 are not permitted. TOWN OF VAIL ELECTRICAL PERMIT GUIDELINES o All installations of exterior hot tubs or spa's require a DRB approval from planning. This application will not be accepted without a copy of the DRB approval form attached (if applicable). ❑ If this permit is for installation of an eacterior hot tub or spa on a new elevated platf�rrei or deck o��er 30" above grade, you must also obtain a building permit. o If this permit is for installation of an exterior hot tub or spa on any existing deck or elevated platform, a structural engineer must review the existing condition and verify that it will support the added concentrated load. Please provide a copy of the structural engineers wet stamped letter or drawing with this application. ❑ If this is a remodel in a multi-family building with a homeowners association, a letter of permission from the association is required. o If this permit is for a commercial space, two (2) sets of stamped drawings are required. E/ect�ica/ one-/ine and pane/ schedu/es are �equired if /oad is addeal o� dist�ibution is a/ter�ed, I have read and understand the above. � Zoo� Signature Date Signed If you have any questions regarding the above information or have additional questions, please contact the Town of Vail Electrical Inspector at 970-479-2147. The inspector can be reached on Monday thru Friday mornings between the hours of 8am and 9am. You may also leave a voice mail and the inspector will call you back. F:\cdev\FORMS\Permits\Building\electical_permit 11-23-2005.DOC Page 2 of 2 11/23/2005 TOWN OF VAIL FIRE DEPARTMENT 75 S. FRONTAGE ROAD VAIL, CO 81657 970-479-2135 VAIL FIRE DEPARTMENT NOTE: THIS PERMIT MUST BE POSTED ON JOBSITE AT ALL TIMES �� _,J�� SPRINKLER PERMIT Job Address: 2171 N FRONTAGE RD WEST VAIL Location.....: SAFEWAY STORE Parcel No...: 210311415011 Project No : OWNER SAFEWAY STORES 46 INC 1371 OAKLAND BLVD 200 WALNUT CREEK CA 94596-4349 APPLICANT PRECISION FIRE PROTECTION, I 5135 W. 58TH AVENUE , UNIT 7 ARVADA COLORADO 80002 License: 813-5 CONTRACTOR PRECISION FIRE PROTECTION, I 5135 W. 58TH AVENUE , UNIT 7 ARVADA COLORADO 80002 License: 813-5 05/09/2008 Permit # Status . . . : Applied . . : Issued . . . Expires . .: F08-0027 ISSUED OS/09/2008 06/10/2008 05/09/2008 Phone: (303) 432-8181 05/09/2008 Phone: (303) 432-8181 Desciption: SAFEWAY TENANT IMPROVEMENTS/EXPANSION OF EXISTING STORE- FIRE SPRINKLERS Valuation: $19,400.00 *+�r***��*��*r*r�rr**+r**+�*******�+*��*►��***�*►*�*�***v*****�**++ FEE SUMMARY *+r�***r�******�****r*►**r*�*+***ar+++****s#*+�***�***w**r*r Mechanical---> $ 0. 0 0 Restuarant Plan Review--> $ 0. 0 o Total Calculated Fees---> $1, 1 � 4. 5 0 Plan Check---> $350. 00 DRB Fee---------------------> $0. 00 Additional Fees-----------> $368. o0 Investigation-> $0. 00 TOTAL FEES--------------> $1, 174. 50 Total Permit Fee----------> $1, 542. 50 W il) Call-----> $ o. 0 o Payments-------------------> $1, 5 4 2. 5 0 BALANCE DUE---------> $ o. 0 0 **r�*�*r»****<*t***►rr****+**r*.+*.*.:*.**..*.s►*****«***t*�**t***t*t*►**t*t+�*�*»***s***s*«***r«a:**►r*r.+�x*****a*�****r*r******:r►+**�****s**** Item: 05100 BUILDING DEPARTMENT Item: 05600 FIRE DEPARTMENT 05/13/2008 McGee Action: DN l. PRV required per ERWSD requirements. 2. Provide hydraulic calculations. 3. High temp heads required in proximity to kitchen hoods. 4. Pipe for new work not specified. 5. No flow data provided. 6. Material cut sheets not provided. 7. Permit application form incomplete. I b c= 3 � Resubmit required. 06/09/2008 McGee Action: AP See Conditions: 2nd submittal reviewed. Duscussed minor issues with Rick Jefferies. Visual inspection ot cross mains required. Flushing or replacement may be requirec by Fire Dept is required. Verification of existing pipe schedule is required. Provide data on existing pipe to support hydraulic calculations. Conduct flow test to confirm results. Fire Dept must witness test to be valid. 200 lb hydro test ot entire system and tunctional tests ot all control and alarm , required. 12/05/2008 mvaughan Action: AP revision submittal for antifreeze system. CONDITION OF APPROVAL Cond: 12 (BLDG.): FIELD INSPECTIONS ARE REQUIRED TO CHECK FOR CODE COMPLIANCE. Cond: CON0010065 Verification of Existing Conditions is required. See Conditions: 2nd submittal reviewed. Duscussed minor issues with Rick Jefferies. Visual inspection of cross mains required. Flushing or replacement may be required. Witness by Fire Dept is required. Verification of existing pipe schedule is required. Provide data on existing pipe to support hydraulic calculations. Conduct flow test to confirm results. Fire Dept must witness test to be valid. 200 lb hydro test of entire system and functional tests of all control and alarm valves is required. «*,*�****«******�*.*�****.*.**�***.****»***«*.*.*.*.*.*.**�.*.*.�.*�.*..��.***«,:.*«*.*.*.��***.*******.******.*»*�.*.�*.,:.***�***.*****�****�**� 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 SEVENTY-TWO HOURS IN ADVANCE BY TELEPHONE AT 970-479-2252 FROM 8:00 AM - 5 PM. �� J �� 3 �� "� ************+******************************************************************************* TOWN OF VAIL, COLORADO Statement ****************************�*************************************************************** Statement Number: R080002350 Amount: $58.00 12/11/200801:56 PM Payment Method: Check Init: DDG Notation: Precision Fire Protection 8910 ----------------------------------------------------------------------------- Permit No: F08-0027 Type: SPRINKLER PERMIT Parcel No: 2103-114-1501-1 Site Address: 2171 N FRONTAGE RD WEST VAIL Location: SAFEWAY STORE Total Fees: $1,542.50 This Payment: $58.00 Total ALL Pmts: $1,542.50 Balance: $0.00 *********************�****************+*******+****************+*******************�******** ACCOUNT ITEM LIST: Account Code PF 00100003112300 Description Current Pmts ------------------------------ ------------ PLAN CHECK FEES 58.00 ----------------------------------------------------------------------------- � Transmittal Form Revision Submittals: 1. "Field SeY' of approved plans MUST accompany revisions 2. No further inspections will be performed until the revisions are approved & the permit is re-issued. 3. Fees for reviewing revisions are $55.00 per hour (2 hour minimum), and are due upon issuance. Permit #(s) information applies to ��J C�� -05� �' �'" � � � O (� �- �- Attention: �j � � t Project Address: � � _ _ � drP i�l(n�� Contact Information Company: "� r< <. i 5 S vr. }- � r e Company Ph: 3 03 �{ 3 Z g I'� Fax: 30`� 'i-3 Z'� 1�� Contact Nam��r..�� , e S Z S� ^ Contact Ph: Cell: 3D3 � ��j E-Mai�v—C L:Sinn �: r-c.". N c(`�� /�. C7_L' Tow f Vail Contractor Registration No: \ X � Si atUl'G (required) Revised ADDITIONAL Valuations (Labor & Materials) (DO NOT include original valuation) ��' � ��: Building $ Plumbing $ Electrical $ Mechanical $ Fire Sprinkler/Alarm $ Total $ L� c�00 �°l �:;;��; ( ) Revisions ( ) Response to Correction Letter attached copy of correction letter ( ) Deferred Submittal ( ) Other Description / List of Changes: �e.�� se -�c r- ,4 n�� : �'� ��Z� 1� ;" . ! �„'".i . �, 'r : � r:�1 � . _ �, �f �` fi,;;: ' ; ; t � �. , M . Z� - ��s �� (Use additional sheet if necessary) , Date Received: `l D� � � i � l;. � �� J �I�� .. .� i I�� ,,:, � � ,� ��=' � ��L�:��,� ��: �g'��l�, � ' f ;,F ;; �;�;� , s i; �'1� TOWN OF VAIL FIRE DEPARTMENT 75 S. FROi�TAGE ROAD VAIL, CO 81657 970-479-2135 VAIL FIRE DEPARTMENT NOTE: THIS PERMIT MUST BE POSTED ON JOBSITE AT ALL TIMES SPRINKLER PERMIT Job Address: 2171 N FRONTAGE RD WEST VAIL Location.....: SAFEWAY STORE Parcel No...: 210311415011 Project No : OWNER SAFEWAY STORES 46 INC 05/09/2008 1371 OAKLAND BLVD 200 WALNUT CREEK CA 94596-4349 APPLICANT PRECISION FIRE PROTECTION, I 05/09/2008 5135 W. 58TH AVENUE , UNIT 7 ARVADA COLORADO 80002 License: 813-5 CONTRACTOR PRECISION FIRE PROTECTION, I 05/09/2008 5135 W. 58TH AVENUE , UNIT 7 ARVADA COLORADO 80002 License: 813-S Permit # Status . . . : Applied . . : Issued . . . Expires . .; F08-0027 ( �-� � �'�' « "�' i�, � U � - � �� 1 � ISSUED 05/09/2008 06/10/2008 Phone: (303) 432-8181 Phone: (303) 432-8181 Desciption: SAFEWAY TENANT IMPROVEMENTS/EXPANSION OF EXISTING STORE- FIRE SPRINKLERS Valuation: $9,400.00 ar***�*r�r�+r*�r�*r**a*r*r*+*r*r*+*+++s**�rr***►+�*�**►++*a***��ra** FEE SUMMARY *�******�r*�r+*+�****�s�*��*a►**r***a*+***�*+*�r**rr*�*r*�*■ Mechanical---> $0.0o RestuarantPlanReview--> $0.00 'I'otalCalculatedFees---> $�49.50 Plan Check---> $350. 00 DRB Fee---------------------> $0. 00 Additionai Fees-----------> $310. 00 Investigation-> $ o. 0 0 TOTAL FEES--------------> $ 74 9. 5 o Total Permit Fee----------> $ i, 0 5 9. 5 0 W i I I Cal 1-----> $ o. 0 o Payments-------------------> $1 , 0 5 9. 5 0 BALANCE DUE---------> $ o . 00 ��►«**+***.***�a�**s�.r*****r+�******rrr*tr►*r**►*t*t****.vrs***.rsr*+**r**f*�s*.�r*a**�r*****��**r*�r�*****�*******►*►**+*t*�t**ss*��*��**s*r.�• Item: 05100 BUILDING DEPARTMENT Item: 05600 FIRE DEPARTMENT 05/13/2008 McGee Action: DN 1. PRV required per ERWSD requirements. 2. Provide hydraulic calculations. 3. High temp heads required in proximity to kitchen hoods. 4. Pipe for new work not specified. 5. No flow data provided. 6. Material cut sheets not provided. 7. Permit application form incomplete. - ReQubmit required. 06/09/2008 McGee 2nd submittal reviewed. Action: AP See Conditions: Duscussed minor issues with Rick Jefferies. Visual inspection ot cross mains required. Flushing or replacement may be require� by Fire Dept is required. Verification of existing pipe schedule is required. Provide data on existing pipe to support hydraulic calculations. Conduct flow test to confirm results. Fire Dept must witness test to be valid. 200 lb hydro test ot entire system and tunctional tests ot all control and alarm � required. CONDITION OF APPROVAL Cond: 12 (BLDG.): FIELD INSPECTIONS ARE REQUIRED TO CHECK FOR CODE COMPLIANCE. Cond: CON0010065 Verification of Existing Conditions is required. See Conditions: 2nd submittal reviewed. Duscussed minor issues with Rick Jefferies. Visual inspection of cross mains required. Flushing or replacement may be required. Witness by Fire Dept is required. Verification of existing pipe schedule is required. Provide data on existing pipe to support hydraulic calculations. Conduct flow test to confirm results. Fire Dept must witness test to be valid. 200 lb hydro test of entire system and functional tests of all control and alarm valves is required. *��.*«**.*.**�.*.*.*.�*�».****.**...,.:...*......�.*.**.*,�....*,:*,:.*,�.�*��*�*.�..�*«+***,*�**********.*....,..,...�.*.....�..,�.�.*.*.+......**. 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 SEVENTY- FROM 8:00 AM - 5 PM. BY TELEPHONE AT 970-479-2252 r • � *****************************************�************************************************** TOWN OF VAIL, COLORADO Statement *************++********+******+*+**********************************+************************ Statement Number: R080000918 Amount: $1,059.50 06/10/200809:18 AM Payment Method: Check Init: DDG Notation: Precision Fire Protection 8350 ----------------------------------------------------------------------------- Permit No: F08-0027 Type: SPRINKLER PERMIT Parcel No: 2103-114-1501-1 Site Address: 2171 N FRONTAGE RD WEST VAIL Location: SAFEWAY STORE Total Fees: $1,059.50 This Payment: $1,059.50 Total ALL Pmts: $1,059.50 Balance: $0.00 *******************************************************�******�+*********++***************** ACCOUNT ITEM LIST: Account Code Description Current Pmts -------------------- ------------------------------ ------------ BP 00100003111100 SPRINKLER PERMIT FEES 709.50 PF 00100003112300 PLAN CHECK FEES 350.00 ----------------------------------------------------------------------------- NOTE: TH/S PERMIT MUST BE POSTED ON JOBS/TE AT : TOWNOFVAII, ' Town of Vail, Community Development, 75 South Frontage Road, Vail, Colorado 81657 p. 970-479-2139 f. 970.479.2452 inspections. 970.4792149 MECHANICAL PERMIT ACOM Job Address: 2171 N FRONTAGE RD WEST VAIL Location.....: SAFEWAY STORE Parcel No...: 210311415011 OWNER SAFEWAY STORES 46 INC 1371 OAKLAND BLVD 200 WALNUT CREEK CA 94596-4349 APPLICANT HUSSMANN CORPORATION 11929 E 51ST AVE DENVER CO 80239 License: 390-M CONTRACTOR HUSSMANN CORPORATIOP 11929 E 51ST AVE DENVER CO 80239 License: 390-M 05/09/2008 05/09/2008 Phone:303-371-5447 05/09/2008 Phone:303-371-5447 Desciption: SAFEWAY TENANT IMPROVEMENTS/EXPANSION OF EXISTING STORE Valuation: $90,854.00 ALL TIMES Permit #: M08-0101 Project #: PRJ07-0598 Status . . . : ISSUED Applied . . : 05/09/2008 Issued . . . 05/12/2008 Expires . .: 11/08/2008 ....,,....,«..,,...........��...,�,..�..�* ................��....�....��.�.......*„FEE SUMMARY.....��.�#...,.......�....�....�.�....�.,..#..,.�...............�.....��.............�� Mechanical Permit Fee---> $1,820.00 Will Call------------> $4.00 Total Calculated Fees---> $2,279.00 Plan Check-------------------> $455.00 Use Tax Fee------> $0.00 Additional Fees-----------> $0.00 Investigation-----------------> $0.00 TOTAL PERMIT FEE---> $2,279.00 Total Calculated Fees--> $2,279.00 Payments-----------------> $2,279.00 BALANCE DUE---------> $0.00 >......�.:...��.., ....................,.............�..:.............�...�........�....**.«....*....+....................«..,,,.*..........+._.............,..�..,.�..,........................ APPROVALS Item: 05100 BUILDING DEPARTMENT 05/09/2008 RLF Action: AP Item: 05600 FIRE DEPARTMENT ......._,...........:..«�..�.......»...:.::.......��..,��.......«.,........�.:.:.,........�..,..*....�*.........: .............�..��*......*................�..,.....::.:.....:......��,....�... CONDITION OF APPROVAL Cond: 12 (BLDG.): FIELD INSPECTIONS ARE REQUIRED TO CHECK FOR CODE COMPLIANCE. Cond: 22 (BLDG.): COMBUSTION AIR IS REQUIRED PER CHAPTER 7 OF THE 2003 IMC AND SECTION 304 OF THE 2003 IFGC AS MODIFIED BY TOWN OF VAIL. Cond: 23 (BLDG.): BOIILER INSTALLATION MUST CONFORM TO MANUFACTURER'S INSTRUCTIONS AND CHAPTER 10 OF THE 2003 IMC. Cond: 25 (BLDG.): GAS APPLIANCES SHALL BE VENTED ACCORDING TO CHAPTER 5 OF THE 2003 IFGC. Cond: 29 (BLDG.): ACCESS TO MECHANICAL EQUIPMENT MUST COMPLY WITH CHAPTER 3 OF THE 2003 IMC AND CHAPTER 3 OF THE 2003 IFGC.. Cond: 31 (BLDG.): BOILERS SHALL BE MOUNTED ON FLOORS OF NONCOMBUSTIBLE CONST. UNLESS LISTED FOR MOUNTING ON COMBUSTIBLE FLOORING. Cond: 32 (BLDG.): PERMIT,PLANS AND CODE ANALYSIS MUST BE POSTED IN MECHANICAL ROOM PRIOR TO AN INSPECTION REQUEST. Cond: 30 (BLDG.): BOILER ROOMS SHALL BE EQUIPPPED WITH A FLOOR DRAIN OR OTHER APPROVED MEANS FOR DISPOSING OF LIQUID WASTE PER SECTION 1004.6. m ech ca n ica I_perm it_041908 YY*#**w*##*�f#YRfYw*fw#lwwwwww*�##wY#ww�*wwwY#ww*i*w*#fw#w##***#****if#ii*******iii#t****�*******#*#�i*************#*##ii***f#R****f*******x*****R***�**�*��**#�ww**#***#*##**�#i�*}**** 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 8:0( AM - 4 PM. � � of Owner or �� mechcanical_perm it_041908 s--�z-� Date **********************************************************************++******************** TOWN OF VAIL, COLORADO Statement **++++*+***+*******+**+*+*****+**********************************************************+** Statement Number: R080000665 Amount: $2,279.00 05/12/200802:29 PM Payment Method: Check Init: DDG Notation: Hussmann Corp 000452 ----------------------------------------------------------------------------- Permit No: M08-0101 Type: MECHANICAL PERMIT Parcel No: 2103-114-1501-1 Site Address: 2171 N FRONTAGE RD WEST VAIL Location: SAFEWAY STORE Total Fees: $2,279.00 This Payment: $2,279.00 Total ALL Pmts: $2,279.00 Balance: $0.00 **************************************+****+*+**+******************************************* ACCOUNT ITEM LIST: Account Code Description Current Pmts -------------------- ------------------------------ ------------ MP 00100003111100 MECHANICAL PERMIT FEES 1,820.00 PF 00100003112300 PLAN CHECK FEES 455.00 WC 00100003112800 WILL CALL INSPECTION FEE 4.00 APpLICATlQN WILL NOT �E ACC�PTED �F INCQMPLE'E'� OR UNSIGNED �rav p,�� #: Pf LJ b'{- • 05q � Building Permit #: " O . – ��A,� j ��a�s ��4 (Y �ec.#tions) 0 ( l � l T01NN OF VAIL MECWA�1tICAL PERMI7" APp!„ICATI4N �5 S, Frontaga Rd� Permit wil[ not be acc�pted withou� t�e following: Vail, Colorado 816�? Provide Mechanical Room Layput drawn t�o scale to include: o Mechanical Room Dimensions o Combustion Air Duct �ze ar�d Loqtion a Flue, Vent and Gas I�irfe Size and Lo�ation ❑ Heat Loss Cala. n Equipm�nt CutJSpec She�ts . .__.._...w. ......�..,�.r... . � HUSSMANN CORPORATION E-Mai{ Address: � arry_1 oss@i rco. com Gontractor S�gnature: � �� COMPLETE VALUATIt MECMANICAL: $ 90,854. # 210311415011 Job Name: SAFEWAY #631 Legal Descrip�ion �� Biock: Owners Name: SqFEIUIY STORES 46 i n Ac �ngineer: Ac Qetailed description o€ work: Town _� �R Filing: aR�#.TIUN' . Cont�ct person and Phone � LARRY LOSS 303-371-5447 FaX#; 303-371-5995 IGA� P�I�MIT' Cl.�bor & Mate 40 or �risi#' w►�vw.eaa/e-countv.c Jab Address: 2171 N FRONTAGE RD, WEST VAIL � Subdivision: Q_BLVD 200 Phone; �tnnry� 1MPROVEMENTS/EXPANSION OF EXISTING STORE Work Class: New ( ) Add�tion { ) Aiteration ( ) Repair ( ) Ot�er ( ) Boifer Locatfon: Interior () Ext�rior () Other () Does an EMU exist at this iocation: Yes () No () Type of Bidg: Singl�'Family ( } buplex ( ) Multi-familY ( ) Comrnercia! ( ) Rey�taurant ( ) 4ther ( ) No. of Existing Dwe(ling Un�s in this building: No. of Accommodat�on Units in this building: No/"fype of �ireplaces-Propoc.�ed: Gas Appliarroes () Gas Logs () Wood/Pelf�t () Wood Burning (NOT ALLOWED) �s this a�ersion fcom a wood burning fireplace to an �PA Ph�se II device? Yes () No () ��;***��***x��***x�**�**�x*FOR O��CE �:jcdev\FORM5IPERMITS�BUiEding\methaniCa�permit ,i1-23-2005.DOC �ONL"Y*�x****��x*** � Z2�1 6d WdZZ:iO 80aZ 80 'hpW BI0Z9Lb0Z6 :'ON Xd� �c�� — MAY 0 9 1008 TQV'��` �'�iL �N I —�Jd : W0�1� NOTE: TH/S PERMIT MUST BE POSTED : TOWNOFVAII, ' ON JOBSITE AT ALL TIMES Town of Vail, Community Development, 75 South Frontage Road, Vail, Colorado 81657 p. 970-479-2139 f.970.479.2452 inspections. 970.479.2149 MECHANICAL PERMIT Permit #: M08-0252��- ��'�� ACOM Job Address: 2171 N FRONTAGE RD WEST VAIL Location.....: SAFEWAY STORE Parcel No...: 210311415011 OWNER SAFEWAY STORES 46 INC 10/02/2008 1371 OAKLAND BLVD 200 WALNUT CREEK CA 94596-4349 APPLICANT WESTECH MECHANICAL, INC. 4755 FOX STREET DENVER COLORADO 80216 License: 407-M CONTRACTOR WESTECH MECHANICAL, INC 4755 FOX STREET DENVER COLORADO 80216 License: 407-M Desciption: HVAC FOR REMODEL Valuation: $36,258.84 10/02/2008 Phone: (303) 986-0366 10/02/2008 Phone: (303) 986-0366 Project #: Status . . . : Applied . . : Issued . . . Expires . .: PRJ07-0598 ISSUED 10/02/2008 10/03/2008 04/01 /2009 ...,��..��..,..<.��......�..�..*��*�..**��<.�.....<...�,t,�.,��.�..�......�..�..FEE SUMMARY>.x�.........��*..#.*..*..�......>.....��..�,��.....��*..«.�<.**..*...**,.�,.�.�...... Mechanical Permit Fee---> $740.00 Will Call------------> $4.00 Total Calculated Fees---> $929.00 Plan Check-------------------> $185.00 Use Tax Fee------> $0.00 Additional Fees-----------> $0.00 Investigation-----------------> $0.00 TOTAL PERMIT FEE---> $929.00 Total Calculated Fees--> $929.00 Payments-----------------> $929.00 BALANCE DUE---------> $0.00 *..�.,...»�..«.....,..,..<...,....��...�.,.��..,..,w„«,��............�.,.�.�.,,.»............,��.��...��...�,.,.�...�.�+ .................�.��.......��.��....,...�......�......,....��,�..., APPROVALS Item: 05100 BUILDING DEPARTMENT 10/02/2008 JLE Action: AP �......��.��<....«....��....�,�.....*�..��.......,....�....,.,:��..*....�t...�««.<.......�....�,�:��..*�..,�.»..«...........,�....,��.�.��.�..��,..�..,�....«�.........«>....,<......, CONDITION OF APPROVAL Cond: 12 (BLDG.): FIELD INSPECTIONS ARE REQUIRED TO CHECK FOR CODE COMPLIANCE. Cond: 22 (BLDG.): COMBUSTION AIR IS REQUIRED PER CHAPTER 7 OF THE 2003 IMC AND SECTION 304 OF THE 2003 IFGC AS MODIFIED BY TOWN OF VAIL. Cond: 23 (BLDG.): BOIILER INSTALLATION MUST CONFORM TO MANUFACTURER'S INSTRUCTIONS AND CHAPTER 10 OF THE 2003 IMC. Cond: 25 (BLDG.): GAS APPLIANCES SHALL BE VENTED ACCORDING TO CHAPTER 5 OF THE 2003 IFGC. Cond: 29 (BLDG.): ACCESS TO MECHANICAL EQUIPMENT MUST COMPLY WITH CHAPTER 3 OF THE 2003 IMC AND CHAPTER 3 OF THE 2003 IFGC.. Cond: 31 (BLDG.): BOILERS SHALL BE MOUNTED ON FLOORS OF NONCOMBUSTIBLE CONST. UNLESS LISTED FOR MOUNTING ON COMBUSTIBLE FLOORING. Cond: 32 (BLDG.): PERMIT,PLANS AND CODE ANALYSIS MUST BE POSTED IN MECHANICAL ROOM PRIOR TO AN INSPECTION REQUEST. Cond: 30 (BLDG.): BOILER ROOMS SHALL BE EQUIPPPED WITH A FLOOR DRAIN OR OTHER APPROVED MEANS FOR DISPOSING OF LIQUID WASTE PER SECTION 1004.6. ,....�,,...,,.,,......,t�,�...,�...,�.,....,�.,.....�..��.��,,.,.�.....»,...>...«...>...�.....��*...��+,..�..�......,.«.�,�<....��....�,..��:��.�,....�..�......,.�...,�.�,:.........,.�..,......��.... DECLARATIONS mechcan ica I_permit_041908 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. 1 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. 4P FOR INSPECTION SHALL BE MADE,�IE�-FOUR HOURS IN ADVANCE BY TELEPHONE AT 970.479.2149 OR AT OUR OFFICE FROM 8:0( ��jnG�:�;'�" �.... ( G�� —v � G of Owner or Contractor Date .cil_�-i� tr � I w Print Name mech ca n ica I_pe rm it_041908 091.30I2008 19:33 303-762-1767 WESTECH MECH PAGE 02/12 The ioilowina i�ams MUST be �ched to di� nerml! aeol' gtion AAechanical Roam l,.awu! dravm �o scale ta include• _. MechanN:al Ro�n plmensions �� ,_ Combustion AI� Duct Size and Locatlan _ Flue, Vent and Gas Une Sin� and LoCation _ Heat Loss Catculations „ �quipment Cut / Spec Sheeta ,..... . ......, . ...... .._.......___..... ..___..... .... • .._....... �....._. .., . .. _. Projecl Addresa vZ �-I + N � W �� . .. ... : P�� G� - C�,�1� , C� " �` � ._.... ...___._— ........ ......_.__.._._......_ ......._._.--•----...._.......__..��__..:..,.�.,.._._---'1 BuHOing Permiti�: � Contrar,tar Inlom,ation , - Company:�t?��%lL1�� , %��, , /� ,��` � Company,�dd�ess: �7�7 f�/�- ,�j]`� � Gity: !/'��'�!'�-� State- W Zq�• � Z l F'1 ' Contatt Name: (�L. ,d/ / � � , Contack Ph�: 303 -��6 �o36k ce,,: ��3- �7 z-os I o ; E-Mail• ..�a� � � u��eGhn��,lna ni cA. I, �a �► Town of Vaii Conqa r � don No: ��% �� I � I Mecharii�al Rermit � �¢7 `P � �'� 02- .. ---•a---._...... . . .._...._.____... .. ._....._ :.. .... . . ...... ... _.�. . W Descripflon of MYork : �UA'C� ��DOCLr �OD/ �D� S ;(Use adtlitional sheet r� necesd ny) ._._ _....,�....,...__�.._........___.__ ...... . ..__---. ... ....._..___ � Complebe Vsluation for Med�ar �a1 Rermi� , y : c/ � A g I Mechenical $ �� . � / � CoM.Ta�ctor Sig�na �r�quined► ____.. . .._.__..... .___...._.. _._..._._.._..... ....__..... Properb� Ilrpformatlon .. P�� :� _� i � � i � �+ � �c� i 1 ....__�:..___ ........ .. ... __.__.. _.. , : Work Clp�s: ; Lega1 Description; Lot � g� � ' Subdivisiwn: ' 5,�.��►r�y..�4fo 31 JoD Name: ' Owner Name: �i�'�l�� f��•r • ! Mailing Addae6s;(v"I�%� 'S� rD�yr /%��r, �(,�hl�Y � :(For Paroel � Con� Ea810 Counqr essessors Offioe a 970328�8640 or •- www.eaglcraounty.uB/paliej Q„ � � Z. -�---._.. �.---_... ......_.__........ .._..__._._._.. . ..._.__.__._... G��.__.. � Ar+chibacx ��' Dasigoet j � Enginser ( ) Name: �� 'j 1�7 1 %{�% Pbone: J(� � z- � Fax: � �-Men: _. �� v �� 1 C✓�'i nlD�lc.n�t ; .t�w ( j AddlUon Remodel�yy Repeir ( ) Qther ( ) . , .,._:;: ; ,. �.._:-:::. Y�±,,, . .�........ . ; Boiler Lbcation: . ... . � I�Merior ( ) Exterior ( ) Olhe� ( ) � , .._._...._�w .,,..__.-._.._....,..,. _,_...,_.... ...._..�_._.. .. ..�.___. � Nol'1'j�e; F.xletl�g Firsplaces: ; Gas,4ppGanoe�! 1 �g �-o9g ( ) WoodlPel�et ( ) � . ._,,._ ......... . ... .._ ....... . . . ; NMypa' Propoeed Flrepl�s �.. � Gas Applienc�s( ) Gas Logs () Wood/PelQet ( j : �-_....,.... ,_...._.�.___...._.... ....._____ ... . ..._..__�_.... . ..._....._.... euild'mg:7j�p�e: . ; Singte-FAmily () Two-Famiry � j Muld,Family () ; .: Commercial(� Townhome ( ) Othe� ( ) . Date ReaeNed, ��-o�� i ► � � **+***+**********************+++******************************************+++*++************ TOWN OF VAIL, COLORADO Statement ***********************************************************************+***++++***+********* Statement Number: R080001821 Amount: $929.00 10/02/200809:58 AM Payment Method:Credit Crd Init: JLE Notation: ERIC NELSON ----------------------------------------------------------------------------- Permit No: M08-0252 Type: MECHANICAL PERMIT Parcel No: 2103-114-1501-1 Site Address: 2171 N FRONTAGE RD WEST VAIL Location: SAFEWAY STORE Total Fees: $929.00 This Payment: $929.00 Total ALL Pmts: $929.00 Balance: $0.00 ********************************************+***++****************************************** ACCOUNT ITEM LIST: Account Code Description Current Pmts -------------------- ------------------------------ ------------ MP 00100003111100 MECHANICAL PERMIT FEES 740.00 PF 00100003112300 PLAN CHECK FEES 185.00 WC 00100003112800 WILL CALL INSPECTION FEE 4.00 NOTE: THIS PERMIT MUST BE POSTED ON JOBSITE AT ALL TIMES .� �ow�o�vnn. � Town of Vail, Community Development, 75 South Frontage Road, Vail, Colorado 81657 p. 970.479.2139 f. 970.479.2452 inspections 970.479.2149 � J�-(� O�� PLUMBING PERMIT ACOM Job Address: 2171 N FRONTAGE RD WEST VAIL Location.....: SAFEWAY STORE Parcel No...: 210311415011 OWNER SAFEWAY STORES 46 INC 05/02/2008 1371 OAKLAND BLVD 200 WALNUT CREEK CA 94596-4349 CONTRACTOR H20 PLUMBING AND HEATING, IN 05/02/2008 Phone: 720-344-1354 147 SCOTCH PINE CIRCLE PARKER CO 80138 License: 382-P APPLICANT PETERSON STAGGS ARCHITECTS 05/02/2008 Phone: 208-345-1462 TODD POIRER 5200 W. STATE ST. BOISE ID 83703 Desciption: Valuation: SAFEWAY TENANT IMPROVEMENTS/EXPANSION OF EXISTING STORE $149,000.00 Permit #: Project #: Status . . . : Applied . . : Issued . . . Expires . .: P08-0034 PRJ07-0598 ISSUED 05/02/2008 05/07I2008 11 /03/2008 ...�..�.........�.......*,......,. ....................*........�...�.....,..*...... FEE SUMMARY .,.....�........».....................�..*.�......�.....*.....�.........*....�..... Plumbing Permit Fee---> $2,235.00 Will Call------------------> $4.00 Total Calculated Fees---> $2,797.75 Plan Check----------------> $558.75 Use Tax Fee------------> $0.00 Additional Fees------------> $75.00 Investigation--------------> $0.00 TOTAL PERMIT FEES--> $2,872.75 Total Calculated Fees--> $2,797.75 Payments-------------------> $2,872.75 BALANCE DUE-----------> $0.00 .......................,..............,....*.......,...................�......................,.......................«...............:....,.+................«.,,........................ APPROVALS Item: 05100 BUILDING DEPARTMENT 05/06/2008 JRM Action: AP Item: 05600 FIRE DEPARTMENT .,.,...,, .....................................................,.,....,..=.=x.,,,.............,..._..,..._.,,.,................,..___,�..,,.....,.,,......,.__..........,.,,..._..._,......., CONDITION OF APPROVAL Cond: 12 (BLDG.): FIELD INSPECTIONS ARE REQUIRED TO CHECK FOR CODE COMPLIANCE. � ................�....�......,....«...»...........................,.......+.....�.........................�.««..�.....................�.,......:.........»........��......�.....�.......... 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. / REQ� UE_S�S F�f� INSP,.�¢TION SHALL BE MADE TWENTY-FOUR HOURS IN ADVANCE BY TELEPHONE AT 970.479.2149 OR AT OUR OFFICE FROM 8:0( / / / / �t re o�ner or ontractor �� Print Name plmbpermt1_041908 �� Date ******************************************************************************************** TOWN OF VAIL, COLORADO Statement **********************************************************************+++******************* Statement Number: R080000637 Amount: $2,239.00 05/07/200802:48 PM Payment Method: Check Init: DDG Notation: Pioneer General Contractors 2195 ----------------------------------------------------------------------------- Permit No: P08-0034 Type: PLUMBING PERMIT Parcel No: 2103-114-1501-1 Site Address: 2171 N FRONTAGE RD WEST VAIL Location: SAFEWAY STORE Total Fees: $2,872.75 This Payment: $2,239.00 Total ALL Pmts: $2,872.75 Balance: $0.00 ***************+****************************************+*********************************** ACCOUNT ITEM LIST: Account Code Description Current Pmts -------------------- ------------------------------ ------------ PP 00100003111100 PLUMBING PERMIT FEES 2,235.00 WC 00100003112800 WILL CALL INSPECTION FEE 4.00 ----------------------------------------------------------------------------- � 08'-•9013 APPLICATION WILL NOT BE ACCEPTED IF INCOMPP E�O�R�UNSIGNEDn�� -� _� 5�� I IJ Building Permit #: '�' � og-oo�3 i� Plumbing Permit #: P�'C •G2'�?�..,.�} ��t�� • 970-479-2149 (Inspections) � 75 S. Frontage Rd. Vail, Colorado 81E �2 �-6�'�5 �, )NTRACTOR INFORMATION "own of Vail Reg. No.: Conta � �2' � V i � . ,._.. . _ . �?"'c„�, Fax #: and �� COMPLETE VALUATION FOR PLUMBING PERMIT (Labor & Materiais) PLUMBING: $ ��pQQ o 9 3 �I�M��s �l�.�s �t o� ��-I-� *�**�***�**�*****�**�**�***�*�******�**FOR OFFICE USE ONLY*�********�,��**�*****��*******�*��** Other Fees: Date Received: ACce B • � � � I�I� �' i MAY 0 � 2008 F:\cdev\FORMS\PERMITS\Building�plumbing_permit_11-23-2005.doc Page 1 of 1 I" " il/23/2 TOWN OF VAIL 0 �k�k�k#**#######****#*#**####****�k+k�k�k####***�k*##**#*�k***�k�k*****+k##�k�k######*#***$*##******�k#�k�k** TOWN OF VAIL, COLORADO Statement ******************************************************************************************** Statement Number: R080000602 Amount: $558.75 05/02/200812:04 PM Payment Method: Check Init: RLF Notation: 2769 H20 PLUMBING AND HEATING ----------------------------------------------------------------------------- Permit No: P08-0034 Type: PLUMBING PERMIT Parcel No: 2103-114-1501-1 Site Address: 2171 N FRONTAGE RD WEST VAIL Location: SAFEWAY STORE Total Fees: $2,797.75 This Payment: $558.75 Total ALL Pmts: $558.75 Balance: $2,239.00 *********�********************************************************************************** ACCOUNT ITEM LIST: Account Code Description Current Pmts -------------------- ------------------------------ ------------ PF 00100003112300 PLAN CHECK FEES 558.75 ----------------------------------------------------------------------------- 02:19-2009 Inspection Request Reporting ( P Requested Inspect Date: Friday, February 20, 2009 Inspection Area: CG Site Address: 2171 N FRONTAGE RD WEST VAIL SAFEWAY STORE A/P/D Information Activity: 608-0013 Type: A-COMM Const Type: Occupancy: Owner: SAFEWAY STORES 46 INC Contractor: PIONEER GENERAL CONTRACTORS INC Description: BLDG-Final C/O NEER GENERAL CONTRACTO S INC C mments: WC 303-472-5802 Ass qned To: JMONDRAGON Inspection History Item: 10 Item: 20 Time Sub Type: ACOM Use: IIIB Phone: 806-622-3100 ION OF EXISTING STORE Status: ISSUED Insp Area: CG Requested Time: 01:00 PM Phone: 806-622-3100 �� Entered By ,�n � �� N K � � BLDG-FOOTING `" Approved "* 07/17/OS Inspector: GCD Action: CR CORRECTION RE IRED Comment: AS BUILT FOUNDATION WALL DOES NOT MEET APPROVED PLANS. RPOVIDE ENG SATMPED PLANS FOR REVIEW AND APPROVAL. DO NOT POUR UNTIL REVISIONS ARE APPROVED. 08/01/08 Inspector: JGG Action: PA PARTIAL APPROVAL Comment: Partial approval for foundation wall and planter walls. OK to pour. 08/27/08 Inspector: GCD Action: PA PARTIAL APPROVAL Comment: GRADE BEAM 09/03/08 Ins� pector: GCD Action: PA PARTIAL APPROVAL Comment: INTEROPR SLAB AND THICKENED FOOTINGS. 5/8" ALL THREAD BEING TIED IN TO FOOTING FOR HOLD DOWNS. 09/08/08 Ins ector: GCD Action: PA PARTIAL APPROVAL Comment: EA�T ENTRY SLAB WITH THICKENED EDGE 09/10/08 Ins ector: GCD Action: NO NOTIFIED Comment: NO� A REQD INSPECTION 09/18/08 Inspector: JGG Action: AP APPROVED Comment: Footin for thickened slab had #5 rebar overla and 6x6 mesh. OK 09/23/08 In�sp ec�or: SHAHN Action: N� NOTIFIED Comment: PM FOOTING INSPECTION CANCELED AT 2:15. BLDG-Foundation/Steel `" Approved "" 08/08/08 Inspector:. JGG Action: PA PARTIAL APPROVAL Comment: 3#4 bars in footing under shear wall. 6" concrete slab. 08/25/08 Insp ector: GCD Action: DN DENIED Comment: VISITED JOB 3 TIMES 11:45/1:15/ AND 325 CAISSON POURED WITHOUT INSPECTION BY TOWN OF VAIL. 08/27/08 Inspector: GCD Action: AP APPROVED Comment: GRADE BEAM 09/25/08 Inspector: mgsafe Action: PA PARTIAL APPROVAL Comment: three pedestals J,I,A lines @ 6 line. #5 rebar 16in. oc 42 inches deep. sheet s1.1 #1 cut s2.1- 14. partial approval. special ins ection approval required for dowels drill and expoxy per plans, sheet s1.1 note numbers 3 and 6� 10/07/08 Inspe�ctor: GCD Action: AP APPROVED Comment: FOUNDATION WALL ON EAST SIDE OF BUILDING ON GRIDS J.1 TO 3.2 FOR WATERPROOFING DETAIL. REPT131 Run Id: 9242 E08-0066: Entries for Item:190 - ELEC-Final 08:34 01/31/2013 Action Comments By Date Unique_ Ke PA ALL WALKABLE AREAS OK INCLUDING shahn 10/03/2008 A000118 REAR AND DELI, BAKERY, REST ROOMS, 353 CAHSIER, FRONT SEATING. DETERMINED NO SHOW WINDOW RECEPT REQUIRED. AP shahn 10/21/2008 A000119 014 Total Rows: 2 Page 1 M08-0101: Entries for Item:390 - MECH-Final 08:34 01/31/2013 Action Comments By Date Unique_ Ke PA OK FOR TCO GCD 10/01/2008 A000118 PROVIDE ORIGINAL BALANCE REPORT 252 FOR NEW HVAC EQUIPMENT AND SUPPLY/RETURN ONLY. PROVIDE ACCESS AT SLOPED ROOF TO WEST EQUIPMENT PER IFGC. WESTECH IS WORKING UNDER HUSSMAN PERMIT. SHOULD HAVE THIER OWN AP GCD 10/07/2008 A000118 456 Total Rows: 2 Page 1 M08-0252: Entries for Item:390 - MECH-Final 08:34 01/31/2013 Action Comments By Date Unique_ Ke PA PRELIMINARY BALANCE REPORT GCD 10/07/2008 A000118 RECEIVED. 458 OK FOR TCO Total Rows: 1 Page 1 P08-0034: Entries for Item:290 - PLMB-Final 08:34 01/31/2013 Action Comments By Date Unique_ Ke CR 1.EEMAX IS TO SERVE A SINGLE FAUCET GCD 09/26/2008 A000118 ONLY. PROVIDE AREATOR AS NOTED IN 082 INSTRUCTIONS. 2.PROVIDE AAV IN BAKERY NO CANCELED BY CONTRACTOR GCD 09/30/2008 A000118 185 AP EEMAX WATER HEATER HAS BEEN GCD 10/01/2008 A000118 REPLACE WITH MULTI SINK TYPE. 253 AREATORS HAVE BEEN INSTALLED. AAV IN BAKERY INSTALLED ROOF TOP GAS PIPE SUPPORT BEING CHANGE TO APPROVED TYPE. Total Rows: 3 Page 1