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899 Atlantic Blvd Panera 2014 Docs �"V CITY OF ATLANTIC BEACH j 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247-5814 Application Number . . . 14-00000050 Date 3/26/14 Property Address . . . . . . 899 ATLANTIC BLVD Tenant nbr, name . . . . . . LA FITNESS PARKING LOT Application type description CIVIL AND SITE PLAN REVIEW Property Zoning . . . . . . . COM GENERAL DISTRICT Application valuation . . . . 0 -------------------------------------------------------- Application desc NEW PANERA BREAD CIVIL PLNS --------------------------------------------------------- Owner Contractor - ------------------------ ----------------------- EQUITY ONE ATLANTIC VILLAGE OWNER 1600 NE MIAMI GARDENS DR ATTN:TREASURY DEPT MIAMI BEACH FL 33179 -------------------------------------------------------- Permit . . . . . . CIVIL AND SITE PLAN REVIEW Additional desc . Permit Fee 300 . 00 Plan Check Fee . 00 Issue Date . . . . 3/26/14 Valuation 0 Expiration Date . . 9/22/14 ----------------------------------------------------- Special Notes and Comments On sheet No. C-8 , Potable Water Schedule -- change note 6 to read Reduced Pressure Zone Backflow Preventer. Roll off container company must be on City approved list and container cannot be placed on City Right-of-Way. (Approved: Advanced Disposal, Realco, Shappelle ' s and Waste Management . ) Full erosion control measures must be installed and approved prior to beginning any earth disturbing activities . Contact Public Works (247-5834) for Erosion and Sediment Control Inspection prior to start of construction. --------------------------------------------------- Fee summary Charged Paid Credited Due ----------------- ---------- ---------- --------- Permit Fee Total 300 . 00 300 . 00 . 00 . 00 Plan Check Total . 00 . 00 . 00 . 00 Grand Total 300 . 00 300 . 00 . 00 . 00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. CITY OF ATLANTIC BEACH s 800 SEMINOLE ROAD j ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247-5814 Application Number . . . 14-00000050 Date 3/26/14 Property Address . . . . . . 899 ATLANTIC BLVD Tenant nbr, name . . . . . . LA FITNESS PARKING LOT Application type description CIVIL AND SITE PLAN REVIEW Property Zoning . . . . . . . COM GENERAL DISTRICT Application valuation . . . . 0 ------------------------------------------------------- Application desc NEW PANERA BREAD CIVIL PLNS --------------------------------------------------------- Owner Contractor - ------------------------ ----------------------- EQUITY ONE ATLANTIC VILLAGE OWNER 1600 NE MIAMI GARDENS DR ATTN:TREASURY DEPT MIAMI BEACH FL 33179 --------------------------------------------------------- Permit . . . . . . CIVIL AND SITE PLAN REVIEW Additional desc . . Permit Fee 300 . 00 Plan Check Fee . 00 Issue Date . . . . 3/26/14 Valuation . . . . 0 Expiration Date . . 9/22/14 ----------------------------------------------------------- Special Notes and Comments On sheet No. C-8 , Potable Water Schedule -- change note 6 to read Reduced Pressure Zone Backflow Preventer. Roll off container company must be on City approved list and container cannot be placed on City Right-of-way. (Approved: Advanced Disposal, Realco, Shappelle ' s and Waste Management . ) Full erosion control measures must be installed and approved prior to beginning any earth disturbing activities . Contact Public Works (247-5834) for Erosion and Sediment Control Inspection prior to start of construction. ---------------------------------------------------------- Fee summary Charged Paid Credited Due ----------------- ---------- ---------- ---------- ---------- Permit Fee Total 300 . 00 300 . 00 . 00 . 00 Plan Check Total . 00 . 00 . 00 . 00 Grand Total 300 . 00 300 . 00 . 00 . 00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. svr , City of Atlantic Beach �D APPLICATION NUMBER n� Building Department 800 Seminole Road M,R 0 2014 (To be assigned by the Building Department.) Atlantic Beach, Florida 32233-54 Phone(904)247-5826 - Fax(9 _ yy E-mail: building-dept@coab.us Date routed: 3 City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM V Property Address: Sq � /��611j]� szlrd Department p review required es No �A Applicant: � Buil -00Ian inn &Zo 'A Tree Administrator Project: —n ublic Wor s f u is i i ies Public Safety Fire Services ;Review fee $ - - - - - -� d Dept_ Signature Other Agency Review or Permit Required Review or Receipt / of Permit Verified By Date Florida Dept. of Environmental Protection n-T Florida Dept. of Transportation rt IJ St. Johns River Water Management District �� Army Corps of Engineers u (�(/ Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: Approved. []Denied. l�f� (Circle one.) Comments: JJ�� BUILDING PLANNING &ZONING Reviewed by: Date: —l7 4PUBSAFETY MIN. Second Review: [Approved as revised. []Denied. O omments: ILITI FIL E L;i.o ii Reviewed by: Date: FIRE SERVICES Third Review: []Approved as revised. ❑Denied. Comments: Reviewed by: vised 05/14/09 City of AtlanticBeach REC 'jVE Building Department APPLICATION NUMBER 800 Seminole Road MAR 0 3 2014 (To be assigned by the Building Department.) �r Atlantic Beach, Florida 32233-5445 Phone(904)247-5826 • Fax(904)24 I V DID, E-mail: building-dept@coab.us Date routed: City web-site: http://www.coab.us hV APPLICATION REVIEW AND TRACKING FORM Property Address: S99 le7l Department review required q ed Yes No � Applicant: � A Buil -Ian ing &Zo Tree Administrator Project: —n ublic Wor s u is i i ies L 7/4, 49 — Public Safety Fire Services Review fee $ t Dept Signature_ lc<L - - 60h Other Agency Review or Permit Required Review or Receipt I 5- of Permit Verified By Date Florida Dept. of Environmental Protection Florida Dept. of Transportation W IJ St. Johns River Water Management District Army Corps of Engineers U (�(J f•, Division of Hotels and Restaurants d - e999 Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS /ll�iL (>QLSZ�IJSJ�'1® C hCer�. Reviewing DepartmentFirst Review: �pproved. ❑Denied. (Circle one.) Comments: BUILDING PLANNING &ZONING Reviewed by: Date: TREE ADMIN. _=V� Second Review: DApproved as revised. ❑Denied. PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: []Approved as revised. ❑Denied. Comments: Reviewed by: Date: vised 05/14/09 City of Atlantic Beach APPLICATION NUMBER Building Department r S,� (To be assigned by the Building Department.) J � 800 Seminole Road Atlantic Beach, Florida 32233-5445 Phone(904)247-5826 • Fax(904)247-5845 E-mail: building-dept@coab.us Date routed: 3 City web-site: http://www.coab.us wo APPLICATION REVIEW AND TRACKING FORM Property Address: S99 ,�i�a�/ , ,�t�d Department review required Yes No Buil Applicant: �oej &Laaaing &Ko Tree Administrator Project: A -nfled. ublic Wor s u Ic i i ies Public Safety Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By Florida Dept. of Environmental Protection Florida Dept. of Transportation St. Johns River Water Management District Army Corps of Engineers 1J w Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS M.4/Z C)dzSZ� lt��kl'A C hCer�. Reviewing Department First Review: [ proved. ❑Denied. (Circle one.) Comments:fttVS�lt'16#44- 5�pte'cq_ '�14445 BUILDING NCJI `+�,.,, UA 160PLANNING &ZONING Reviewed b Date: TREE ADMIN. Second Review: DApproved as revised. ❑Den PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: DApproved as revised. ❑Denied. Comments: Reviewed by: Date: Revised 05/14/09 c • h l� 5200 Belfort Road Suite 220 Jac vi e, Letter Of Transmittal Phone:904.332.0999, 1397 Date: February 27,2014 To: Jeremy Hubsch Redevelopment and Zoning Coordinator City of Atlantic Beach 800 Seminole Road Atlantic Beach, FL 32233 (904) 247-5817 ihubsch@coab.us Re: Panera @ Atlantic Village-Civil Construction Plan Review CPH Job No. A13201 WE ARE SENDING YOU THE ATTACHED ITEM(S): NO. OF COPIES DESCRIPTION 5 Sets of Signed and Sealed Civil Construction Plans 1 Review Fee in the Amount of$300 THESE ITEMS ARE TRANSMITTED AS INDICATED BELOW: x For Your Use x For Review&Comment As Requested For Bids Due REMARKS: COPY TO: ED: Wade P. Olszewski P.E. If enclosures are not as noted,kindly notify us a�wwe. WL57-E ws Cph 66Y, 60A w w w . c p h c o r p . c o m c • h /n 5200 Belfort Road Suite 220 Jac vi e, 904-332-.09-97 Letter Of Transmittal Phone:904.332.0999�. Date: February 27,2014 To: Jeremy Hubsch Redevelopment and Zoning Coordinator City of Atlantic Beach 800 Seminole Road Atlantic Beach,FL 32233 (904) 247-5817 ihubsch@coab.us Re: Panera @ Atlantic Village-Civil Construction Plan Review CPH Job No. A13201 WE ARE SENDING YOU THE ATTACHED ITEM(S): NO. OF COPIES DESCRIPTION 5 Sets of Signed and Sealed Civil Construction Plans 1 Review Fee in the Amount of$300 THESE ITEMS ARE TRANSMITTED AS INDICATED BELOW: x For Your Use x For Review&Comment As Requested For Bids Due REMARKS: COPY TO: ED: Wade P. Olszewski P.E. If enclosures are not as noted,kindly notifij us at once. WL57-E ws k UrP, 6DA W W W r n h r o r n c - h /n 5200 Belfort Road Suite 220 Jac vi e, Letter Of Transmittal Phone:904.332.0999, 2:07a� Date: February 27,2014 To: Jeremy Hubsch Redevelopment and Zoning Coordinator City of Atlantic Beach 800 Seminole Road Atlantic Beach,FL 32233 (904) 247-5817 ihubsch@coab.us Re: Panera @ Atlantic Village-Civil Construction Plan Review CPH Job No. A13201 WE ARE SENDING YOU THE ATTACHED ITEM(S): NO. OF COPIES DESCRIPTION 5 Sets of Signed and Sealed Civil Construction Plans 1 Review Fee in the Amount of$300 THESE ITEMS ARE TRANSMITTED AS INDICATED BELOW: x For Your Use x For Review&Comment As Requested For Bids Due REMARKS: COPY TO: ED: Wade P. Olszewski P.E. If enclosures are not as noted,kindly notifij its at once. �D �SZ�hSki® C�hCorp, W w w . c n h r n r n r n 11 Graham, Shirley From: Graham, Shirley Sent: Wednesday, March 26, 2014 11:01 AM To: 'sigou@arcv.com' Cc: 'jwalker@coab.ga Jones Mike; Hubsch, Jeremy; Carper, Rick; Kaluzniak, Donna; 'Ratliff, Bo ' Subject: anera 899 Atlantic Blvd# 1781 Attachments: L Samantha,All the civil plans have been reviewed and approved.We are still waiting for 3 more sets of the Permit Bid Set project#130605 for the actual building addressing the fire issues that are attached, also for Public Works and Public Utilities to review. We also need a product approval worksheet for the components and the cladding. Thanks, looking forward to hearing fro,: you. shLrLeu c1rulnolm Building Permits Technician 800 Seminole Rd Atlantic Beach, Fl 32233 904 247 5800 sgraham@coab.us 1 rt�L�may, City of Atlantic Beach APPLICATION NUMBER Building Department (To be assigned by the Builfii ^ r) ^prtmpn+ 800 Seminole Road Atlantic Beach, Florida 32233-5445 Phone(904)247-5826 • Fax(904)247-5845 E-mail: building-dept@coab.us Date routed: -' City web-site: hftp://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: 9 f�� a�� C r(J Department review required Yes No uildi Applicant: 6 anning & Zoninp ree Administrator Project: G _Ku s Fru-Mc Utilities 0 _7_u5 is Safety ire Service Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt Date of Permit Verified B Florida Dept. of Environmental Protection Florida Dept. of Transportation St.Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: []Approved. Denied. (Circle one.) Comments: BUILDING �'(/► PLANNING &ZONING Reviewed by: Date: TREE ADMIN. Second Review: ❑Approved as revised. ❑Denied. PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAE-ETY Reviewed by: Date: FIRE SERVICES Third Review: ❑Approved as revised. ❑Denied. Comments: Reviewed by: Date: Revised 05/14/09 Plan Review Comments Panera#1781 899 Atlantic Blvd. Please correct or provide the following to obtain plans approval. When resubmitting corrected sheets, please provide a written narrative letter responding to our comments, along with clouded areas on revised sheets clearly showing areas where changes or corrections have`occurred. 1. Provide site plan indicating fire hydrant within 500' of the remote point of the structure, measured along a drivable path. ' 2. Provide flow test from above noted fire hydrant proving minimum fire flow available for this project. 3. Per Florida Administrative Code 61G15-32.004 Design of Water Based Fire Protection Systems,provide the design criteria for the proposed fire sprinkler system. 4. NFPA 101 - 7.10.1.3 Exit Door Tactile Signage. Tactile signage shall be provided to meet the following criteria, unless otherwise provided in 7.10.1.4: (1)Tactile signage shall be located at each exit door requiring an exit sign. (2)Tactile signage shall read as follows: EXIT. (3)Tactile signage shall comply with ICC/ANSI A117.1, American National Standard for Accessible and Usable Buildings and Facilities. Provide Exit Door Tactile Signage. 5. NFPA 101 - 12.2.9.1 Emergency lighting shall be provided in accordance with Section 7.9. Provide additional emergency lighting in Dining area. 6. NFPA 1 —Provide fire extinguishers per Table 13.6.2 Portable Fire Extinguishers Required. 7. NFPA 1 - 11.1.9.3.1 Each disconnecting means shall be legibly marked to indicate its purpose unless located and arranged so the purpose is evident. Provide labeling of disconnecting means. 8.Provide a Life Safety Plan indicating common path of travel,maximum travel distances, occupant load, egress width,fire extinguishers and all other Life Safety features. r BUILDING PERMIT APPLICATION CITY OF ATLANTIC BEACH 800 Seminole Road,Atlantic Beach,FL 32233 /^� �/� Office(904)247-5826 Fax(904)247-5845 Job Address:(0 d 11Ckrt+AL *%''U 8 Permit Number: Legal Description Parcel# Floor Area o q. t. r1 q t Valuation of Work SlAno.jim Proposed Work heated/cooled non-heated/cooled G Class of Work(circle one): Addition Alteration pair Move Demolition pool/spa window/door Useofexisting/propposed structure(s) circle one): ommerci Residential If an existing structure,is a fire sprinkler system ins led? cle one): Yes No N/A Florida Product Approval# For multiple products use product approva orm Describe in detail the type of work to be performed: O.L Ill V6-yV–Y6L- Y r42 aA 4-p be b U\ Property{Owner infnrmatinn: Name:_ PCLY�r�l, �V Qael 1 KC, Address: 31�3p �, G,e-je_r Vcj 1 DL City EU1rl`ZP�r`� l I GS '9tatrQZip E-Mail or Fax#(Optional) Contractor Information: -T 15Q Company Name: Qualifying Agent: Address: City State Zip Office Phone Job Site/Contact Number Fax# State Certification/Registration# Architect Name&Phone# Engineer's Name&Phone# Fee Simple Title Holder Name and Address Bonding Company Name and Address Mortgage Lender Name and Address Application is hereby made to obtain a permit to doe'h ework and installations asindicaorIns1a(lation has commencedprior to thessuancetjapermiand thataorw1J!beper ored tomeet thestanrdsojal!lawsreguaring construction!nthis jurisdiction. Thfspermit becomes nulld void fwork is not commencedwnsix(6)jmouhsoIjosuclnorworkis suspended or abandonedjorapertod ofs x/6)months ar any time alterwok is comed, 1 understandthat separate prmits must be secured for Elechicat Work,Plumbing,Signs,Welts,Pools,Furnaces,Boilers,Heaters, Tanks mid A WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. i hereby certify that i have read and ex mined this, licalion and know the same to be true and correct A!!provisions ojlaws and ordinances governing this type o1 work will be complied with ether ppeec'ted here' or not. The granting of a permit does not presume to give authority to violate or cancel the provisions ofany otherjederal,st ,or to law r la g construction or the performance ojcoru9n4clion. Signature of Owner Signature of Contractor Print Named Print Name _.....__........_..............._.................................... _..__..._ Swo and subsAbed before meL Swom to and subscribed before me this ay f 201 this —Day of 20 "Notary Publi t Notary Public Revised 01.26.10 STEFANIE MDOYLE Notary Public, Notary Seal State of Missouri St. Louis City Commission # 13403344 My Commission Expires July 16, 2011 BUILDING PERMIT APPLICATION CITY OF ATLANTIC BEACH 800 Seminole Road,Atlantic Beach,FL 32233 /^ � Office(904)247-5826 Fax(904)247-5845 Job Address:l O d Ct 14A G*�A U 8 Permit Number: Legal Description Parcel# Floor Area of q, t Valuation of Work S Proposed Work heated/cooled j as non-heated/cooled Class of Work(circle one): (Ney► Addition Alteration pair Move Demolition pool/spa window/door Uscofexisting/proposed structuvre(s)(circle one):, mmerei Residential If an existing structure,is a fire sprinkler system in s Icd? cle one): Yes No N/A Florida Product Approval# For multiple products use product approva-r7orm 1_ Describe in detail the type of work to be performed: W V0-y2.Y� gYp 0A +0 Ue rlU\ Pro rtv Owner Information: Name:_ P(LY\&y4- Vi--1y Qae4 l �hG Address: 3� �. G1 e`1�'r �2c1 DCS City C uAc'eln&1 1 CS Statc&QZipkgj ZPhone l - Z Cba S E-Mail or Fax#(Optional) Contractor Information: -T 13Q Company Name: Qualifying Agent: Address: City State Zip Office Phone Job Site/Contact Number Fax# State certification/Registration# Architect Name&Phone# Engineer's Name&Phone# Fee Simple Title Holder Name and Address Bonding Company Name and Address Mortgage Lender Name and Address Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation hat commenced prior to the issuance c f a permit and that all work will be per ormed to meet the standards of ad laws regulating construction in chis furlsdiction. This permit becomes mi!l and void if work is not commenced within six(6�months,or if construction or work is suspended or abandoned for o perlod of six ).months at any time alter work is commenced. 1 understand that separate permits must be secured for Electrkar Work,Plumbing,Signs,WeUs,Pooia,FLrnaces,BnUeM Healers, ranks and Air Conditioners,etc. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY.IF YOU INTEND TO OBTAIN FINANCING CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. !hereby certify that I have read and ex mined this17 plicalion and know the sante to he true and correct. All provisions oJlaws and ordinances governing this type V work will be compiled with ether pec,red here' or not. The granting of a permit does not presume to give authority to violate or cancel the provisions ofany other federal,st ,or to law la Kg construction or the performance of construction. Signature of Owner Signature of Contractor Print Name1� Y.a Print Name Swo and subs'bed before meL Sworn to and subscribed before me this ay f 20 this _Day of 20 otary Publi Notary Public Revised 01.26.10 STEFANIE M. DOYLE Notary Public, Notary Seal State of Missouri St. Louis City Commission # 13403344 My Commission Expires July 16, 2017 AR - ION t N C O R P O R A T E D Architecture•Engineering•olore Planning -galwl f(& g___ St. Louis Office ��L//C�_•M7/_L`_/ 1950 Craig Rd. Ste 300 sigou@arcv.com St.Louis,MO 63146 314.415.2400 o SAINT LOUIS 800.489.2233 314.415.2300 f DALLAS LAS VEGAS ORLANDO SEATTLE BUILDING PERMIT APPLICATION CITY OF ATLANTIC BEACH 800 Seminole Road,Atlantic Beach,FL 32233 Office(904)247-5826 Fax(904)247-5845 Job Address:( a r4i L '�11 U C' Permit Number: Legal Description Parcel# Floor Area o q. t. q. t Valuation of Work S Proposed Work heated/cooled as non-heated/cooled Class of Work(circle one): (Neu) Addition Alteration pair Move Demolition pool/spa window/door Uscofexisting/proposed structuvre(s)(circle one): mmerc' Residential If an existing structure,is afire sprinkler system ins led? cie one): Yes No N/A Florida Product Approval# For multiple products use pro uct approval form Describe in detail the type of work to be performed:L W V(LYV—Y O—, g YQ 0LC( +0 t2e- b U\ Property Owner inforM2tion: Name:_ Y�r0._ Address:_ 3� C�12ti Gr tc I C) City >;U1f�5 l I CS '9tate�QZi ZPbone ?P I - -11n'1 S E-Mail or Fax#(Optional) Contractor Information: -T 13D Company Name: Qualifying Agent: Address: City State Zip Office Phone Job Site/Contact Number Fax# State Certification/Registration# Architect Name&Phone# Engineer's Name&Phone# Fee Simple Title Holder Name and Address Bonding Company Name and Address Mortgage Lender Name and Address Application is hereby made to obtain a permit to do the work and installations as indicated I certo that no work or Installation has commenced prior to the issuance(!fa permit and than all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. This permit becomes mutt and void jwork is not commenced within sus(6)months,or if construction or work is susperxled or abandoned for a perlod of six(6)months at any time after work!s commenced I understand that separate permits must be secured for Elech*a!Work,Plumbing,Signs,Wens,Pools,F7rrnaces,Boilers,Heaters, Tanks and AIr Conditioners,etc. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY.IF YOU INTEND TO OBTAIN FINANCING CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. I hereb certify that/have read and ex mined this application and know the same to he true and correct. All provisions of laws and ordinances governing this type owork will be compiled with ether pec red here or not. The granting of permit does not presume to give authority to violate or cancel the provisions ojary other federal,st ,or!o taw /a'g construction or the performance ojconslruction. Signature of Owner Signature of Contractor Print Name Print Name Swoand subs 'bed before me L Sworn to and subscribed before me this ay f0% .201 this _Day of .20 "Notary Publi Notary Public Revised 01.26.10 STEFANIE M. DOYLE Notary Public, Notary Seal State of Missouri St. Louis City Commission # 13403344 My Commission Expires July 16, 2017 SAINT LOUIS 1�1 ORLANDO AR S I O N DALLAS V LAS VEGAS I N C O R P O R A T E D SEATTLE ARCHITECTURE • ENGINEERING • STORE PLANNING TRANSMITTAL LETTER TO: City of Atlantic Beach Building Department DATE: 1-14-14 800 Seminole Atlantic Beach, FL 32233 L O 904-247-5814 Qp q Q I ,C sv �( . 1 Atlanti_cl Blvd 7 6 RE: Panera @ O PROJECT NO. ' 130605 SENT VIA: NEXT DAY AIR ENCLOSED PLEASE FIND THE FOLLOWING: QUANTITY DESCRIPTInN COMMENTS 2 Full Size Plans Sign/Seal 2 Input Reports Sign/Seal 2 Output Reports Sign/Seal 1 Check $2010.004' �Ijenk� 1 Application /. 2 Structural Calcs Sign/Seal Remarks: Please find items enclosed for your review. If you have any questions please contact me at 314-415-2400 or sigou@arcv.com ArcVision Inc. -P ,�GT- I'4� SPnthagou /'si ou@arcv.com CC: File, J:\Clients\ 1950 Craig Road,Suite 300•St. Louis, MO 63146• Phone (314) 415-2400• Fax(314) 475-2300 SAINT LOUIS A R SIO N ORLANDO DALLAS LAS VEGAS I N C O R P O R A T E D ARCHITECTURE • ENGINEERING • STORE PLANNING SEATTLE TRANSMITTAL LETTER TO: City of Atlantic Beach Building Department DATE: 1-14-14 800 Seminole Atlantic Beach, FL 32233 904-247-5814 6 q q RE: Panera @ 1 Atlantic Blvd PROJECT NO. 130605 SENT VIA: NEXT DAY AIR ENCLOSED PLEASE FIND THE FOLLOWING: QUANTITY DESCRIPTION COMMENTS 2 Full Size Plans Sign/Seal 2 Input Reports Sign/Seal 2 Output Reports Sign/Seal 1 Check $2010.00 1 Application 2 Structural Calcs Sign/Seal 7 Remarks: Please find items enclosed for your review. If you have any questions please contact me at 314-415-2400 or sigou@arcv.com ArcVision Inc. 'In ORA S ntha Igou ,,si ou@arcv.com CC: File, J:\Clients\ 1950 Craig Road,Suite 300•St. Louis, MO 63146• Phone (314) 415-2400• Fax (314) 475-2300 SAINT LOUIS A R S 10 N ORLANDO DALLAS LAS VEGAS I N C O R P O R A T E D ARCHITECTURE • ENGINEERING • STORE PLANNING SEATTLE TRANSMITTAL LETTER TO: City of Atlantic Beach Building Department DATE: 1-14-14 800 Seminole Atlantic Beach, FL 32233 904-247-5814 6 Q q RE: Panera @Atlantic Blvd PROJECT NO. 130605 SENT VIA: NEXT DAY AIR ENCLOSED PLEASE FIND THE FOLLOWING: QUANTITY DESCRiPTInN COMMFNTC 2 Full Size Plans Sign/Seal 2 Input Reports Sign/Seal 2 Output Reports Sign/Seal 1 Check $2010.00—'J i7c engA 1 Application /4 . /t 2 Structural Calcs Sign/Seal Remarks: Please find items enclosed for your review. If you have any questions please contact me at 314-415-2400 or sigou@arcv.com ArcVision Inc. )S /' ntha Igou ou@arcv.com 1 CC: File, J:\Clients\ 1950 Craig Road,Suite 300•St. Louis, MO 63146• Phone (314) 415-2400• Fax (314) 475-2300 BUILDING PERMIT APPLICATION CITY OF ATLANTIC BEACH 800 Seminole Road,Atlantic Beach,FL 32233 Office(904)247-5826 Fax(904)247-5845 Job Address: lan-h G "�A V Ck Permit Number: Legal Description Parcel# Floor Area of Sq.Ft. Sq.F_ Valuation of Work$ G anZProposed Work heated/coolednon-heated/cooled Class of Work(circle one): Addition Alteration air Move Demolition pool/spa window/door Uscofexisting/pro used structure(s) circle one): ommerc' Residential If an existing struc�ure,is a fire sprinkler system ins led? cle one): Yes No N/A Florida Product Approval# For multiple products use product approvarTorm Describe in detail the type of work to be performed: W '�G�Y�2Y� g r42 ae( +u be 'p U\ Property Owner information: Name:_ CI.�YQ_, �V bete' l I V\G Add �lr230 �: C-,e��r 12.1=1 A D) City UtASe�r`�t ( ICS &atAkZZip Press:_hone - al In S E-Mail or Fax#(Optional) Contractor Information: "[ 15 Company Name: Qualifying Agent: Address: City State Zip Office Phone Job Site/Contact Number Fax# State Certification/Registration# Architect Name&Phone# Engineer's Name&Phone# Fee Simple Title Holder Name and Address Bonding Company Name and Address Mortgage Lender Name and Address Applicotion is hereby made to obtain a permit to do the work and installations as indicated. l cert that no wark or Installation hae commenced prior to the Issuance t fa permit and that a!1 work w p be performed to meet the standards of all laws regulating construction In this jurisdiction. Th1s permit becomes null and void rf work isnot commenced within six(6)motttlu,or If construction or work Is sus nded or abandoned for aperlod of six(6)months at any time a/tcr workls commencer( 1 understand That separate permits must be secured for Electrical Work,Plumbing,Signs,Wells,Pools, urnaces,Boilers,Hea ers, Tanks ottd Air Conditioners,etc. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. I herehy certify that I have read and ex mined this I' lion and know the some to he true and correct. All provisions of laws and ordinances governing this type o work will be compiled with ether cite here' or not. The granting of a permit does not presume to give authority to violate or cancel the pravisioms ofany other federal,st ,or to law r la'g construction or the performance of construction. Signature of Owner Signature of Contractor Print Named j A.�. �j Print Name .__..._.._................................. Mdbs�ibed before me Swornto and subscribed before me f .201 this —Day of 20 --Notary Publi Notary Public Revised 01.26.10 STEFANIE M. DOYLE Notary Public, Notary Seal State of Missouri St. Louis City Commission # 13403344 My Commission Expires July 16, 2017 �1 yLyr CITY OF ATLANTIC BEACH s 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247-5814 Application Number . . . . . 14-00000457 Date 7/08/14 Property Address . . . . . . 899 ATLANTIC BLVD Application type description COMMERCIAL NEW CONSTRUCTION Property Zoning . . . . . . . COM GENERAL DISTRICT Application valuation . . . . 1670000 ---------------------------------------------------------------------------- Application desc NEW PANERA BUILDING ---------------------------------------------------------------------------- Owner Contractor ------------------------ ------------------------ EQUITY ONE ATLANTIC VILLAGE OWNER 1600 NE MIAMI GARDENS DR ATTN:TREASURY DEPT MIAMI BEACH FL 33179 --------------------- Structure Information 000 000 ---------------------- Construction Type . . . . . TYPE I-A Occupancy Type . . . . . . ASSEMBLY Flood Zone . . . . . . . . ZONE A ---------------------------------------------------------------------------- Permit . . . . . . COMMERCIAL NEW Additional desc . . Permit Fee . . . . 4020 . 00 Plan Check Fee 2010 . 00 Issue Date . . . . Valuation . . . . 1670000 Expiration Date . . 1/04/15 ---------------------------------------------------------------------------- Special Notes and Comments Avoid damage to underground water/sewer utilities . Verify vertical and horizontal location of utilities . Hand dig if necessary. If field coordination is needed, call 247-5834 . Ensure all meter boxes, sewer cleanouts and valve covers are set to grade and visible . If fire sprinkler system is provided, contact Malcolm Clemons at 247-5839 for backflow requirements . At a minimum, will require double check backflow preventer. Fire lines must be metered with a Sensus touch-read meter. Meters larger than 2" must be installed in a vault as noted in JEA specifications . ---------------------------------------------------------------------------- Other Fees . . . . . . . . . STATE DCA SURCHARGE 60 . 30 DEV REVIEW-PUBLIC/INSTITU 300 . 00 ENG REV COMMERCIAL BLDG 150 . 00 STATE DBPR SURCHARGE 60 . 30 SEWER SDC-SYSTEM DEV CHG 13487 . 00 UTIL REV COMMERCIAL BLDG 75 . 00 PERMIT IS APPROVED ONLV IN ACCORDANCE WITH ALL CITWUNAAFLA WHEW cWi?)b THE FI,5&{)A00 BUILDING CODES. BEACH CITY OF ATLANTIC J 800 SEMINOLE ROAD ATLANTIC BEACH,FL 32233 .3 INSPECTION PHONE LINE 247-5814 Page 2 Application Number . . . . . 14-00000457 Date 7/08/14 ------------------------------------------------------------------ Other Fees . . . . . . . . . WATER CROSS CONNECTION 50 . 00 WATER SDC-SYSTEM DEV CHG 5700 . 00 ----------------------------------------------------------------- Fee summary Charged Paid Credited Due ----------------- ---------- ---------- ---------- ------ Permit Fee Total 4020 . 00 4020 . 00 . 00 . 00 Plan Check Total 2010 . 00 2010 . 00 . 00 . 00 Other Fee Total 20432 . 60 20432 . 60 . 00 . 00 Grand Total 26462 . 60 26462 . 60 . 00 . 00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. -9 Z Graham, Shirley From: Kaluzniak, Donna Sent: Tuesday, April 22, 2014 9:49 AM To: Carper, Rick; Graham, Shirley Cc: Walker, Jennifer; Hubsch, Jeremy; Jones, Mike Subject: RE: Panera Bread Cafe 899 Atlantic Blvd No issues here either—Donna Donna Kaluzniak, Utility Director City of Atlantic Beach 902 Assisi Lane Atlantic Beach,FL 32233 (904)270-2535 dkaluzniak@coab.us From: Carper, Rick Sent: Tuesday, April 22, 2014 9:42 AM To: Graham, Shirley; Kaluzniak, Donna Cc: Walker, Jennifer; Hubsch, Jeremy; Jones, Mike Subject: RE: Panera Bread Cafe 899 Atlantic Blvd No issues. Rick Ricky L. Carper, P.E. Public Works Director/City Engineer City of Atlantic Beach 1200 Sandpiper Lane Atlantic Beach, FL 32233 rcarper(acoab.us PH: (904)247-5834 FIL COP Fax: (904)247-5843 Florida Public Works-First to Respond, Lost to Leave www.apwaflorida.com From: Graham, Shirley Sent: Tuesday, April 22, 2014 9:41 AM To: Kaluzniak, Donna; Carper, Rick Cc: Walker, Jennifer; Hubsch, Jeremy; Jones, Mike Subject: Panera Bread Cafe 899 Atlantic Blvd Importance: High The fire dept signed off on Panera yes`erday, if no one has any questions or concerns Jenny and I will issue this permit, please let me know via email yea or nay. Thanks SKKeU crAkC1K& i Building Permits Technician 800 Seminole Rd Atlantic Beach, Fl 32233 904 247 5800 sgraham@coab.us 2 Graham, Shirley From: Hubsch, Jeremy Sent: Tuesday, April 22, 2014 10:00 AM To: Kaluzniak, Donna; Carper, Rick; Graham, Shirley Cc: Walker, Jennifer; Jones, Mike Subject: RE: Panera Bread Cafe 899 Atlantic Blvd No issues here either. Jeremy Hubsch Redevelopment and Zoning Coordinator City of Atlantic Beach 800 Seminole Road Atlantic Beach, FL 32233 (904) 247-5817 ihubsch(a�coab.us From: Kaluzniak, Donna Sent: Tuesday, April 22, 2014 9:49 AM To: Carper, Rick; Graham, Shirley Cc: Walker, Jennifer; Hubsch, Jeremy; Jones, Mike Subject: RE: Panera Bread Cafe 899 Atlantic Blvd No issues here either—Donna Donna Kaluzniak, Utility Director City of Atlantic Beach 902 Assisi Lane Atlantic Beach,FL 32233 (904)270-2535 dkaluzniak@coab.us From: Carper, Rick Sent: Tuesday, April 22, 2014 9:42 AM To: Graham, Shirley; Kaluzniak, Donna Cc: Walker, Jennifer; Hubsch, Jeremy; Jones, Mike Subject: RE: Panera Bread Cafe 899 Atlantic Blvd No issues. Rick Ricky L. Carper, P.E. Public Works Director/City Engineer City of Atlantic Beach 1200 Sandpiper Lane Atlantic Beach, FL 32233 rcarper(c)-coab.us PH: (904)247-5834 1 Fax: (904) 247-5843 Florida Public Works-First to Respond, Last to Leave www.apwaflorida.com From: Graham, Shirley Sent: Tuesday, April 22, 2014 9:41 AM To: Kaluzniak, Donna; Carper, Rick Cc: Walker, Jennifer; Hubsch, Jeremy; Jones, Mike Subject: Panera Bread Cafe 899 Atlantic Blvd Importance: High The fire dept signed off on Panera yesterday, if no one has any questions or concerns Jenny and I will issue this permit, please let me know via email yea or nay. Thanks sKrLe� crahaw. Building Permits Technician 800 Seminole Rd Atlantic Beach, F132233 904 247 5800 sgraham@coab.us 2 Graham, Shirley From: Carper, Rick Sent: Tuesday, April 22, 2014 9:42 AM To: Graham, Shirley; Kaluzniak, Donna Cc: Walker, Jennifer; Hubsch, Jeremy; Jones, Mike Subject: RE: Panera Bread Cafe 899 Atlantic Blvd No issues. Rick Ricky L. Carper, P.E. Public Works Director/City Engineer City of Atlantic Beach 1200 Sandpiper Lane Atlantic Beach, FL 32233 rcarper(aD-coab.us PH: (904) 247-5834 Fax: (904) 247-5843 Florida Public Works-First to Respond, last to Leave www.apwaflorida.com From: Graham, Shirley Sent: Tuesday, April 22, 2014 9:41 AM To: Kaluzniak, Donna; Carper, Rick Cc: Walker, Jennifer; Hubsch, Jeremy; Jones, Mike Subject: Panera Bread Cafe 899 Atlantic Blvd Importance: High The fire dept signed off on Panera yes Jay, if no one has any questions or concerns Jenny and I will issue this permit, please let me know via email yea or nay Thanks sKrLeU crahant Building Permits Technician 800 Seminole Rd Atlantic Beach, F132233 904 247 5800 T COPI sgraham@coab.us IL — 1 tr,:Lyj j� City of Atlantic Beach APPLICATION NUMBER Js Building Department (To be assigned by the Building Department.) `i 800 Seminole Road r� Atlantic Beach, Florida 32233-5445 Phone(904)247-5826 • Fax(904)247-5845 E-mail: building-dept@coab.us Date routed: City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: �/ Department review required Yes No Building Applicant: Planning &Zoning Tree Administrator Project: Public Works Public Utilities Public Safety Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt Date of Permit Verified B Florida Dept. of Environmental Protection Florida Dept. of Transportation St.Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: [-]Approved. ❑Denied. (Circle one.) Comments: BUILDING PLANNING &ZONING Reviewed by: Date: TREE ADMIN. Second Review: ❑Approved as revised. ❑Denied. PUBLIC WORKS Comments: PUBLIC UTILITIES �SERVICES Reviewed by: Date: )hird Review:>�p�p�roved as revised. []Denied. Comments: Reviewed by:'Z� Date: Revised 05/14/09 CITY OF ATLANTIC BEACH PUBLIC UTILITIES 1200 Sandpiper Lane ATLANTIC BEACH, FL 32233 �J1119" (904) 270-2535 or (904) 247-5874 NEW WA k ER/SEWER TAP REQUEST Date: 4/11/14 Project Address: 899 Atlantic Blvd. No. of Units: 1 Commercial X Residential Multi-Family New Water Tap(s) & Meter(s) 1 Meter Size(s)-l.5" New Irrigation Meter 1 @ 1-inch Upgrade Existing Meter from to (size) New Connection to City Sewer X Name: Panera Bread _ Applicant Address: City: tate: FL Zip: Phone Number: 314-984-262 Cell Number: Email Address Fax: Signature: _ (Applicant) CITY STAFF USE ONLY Application# 14-457 Water SDC = Water System Development Charge $_5,700_ 1.5-inch Bldg Meter= $3,796 Sewer System Development Charge $13,487 1-inch Irrig. Meter= $1,904 Water Meter Only $ 550 Total Water SDC = $5,700 Water Meter Tap $ N/A Sewer Tap $ N/A 1.5-inch Meter= $ 330 Cross Connection $ 50 1-inch Meter= $ 220 Other $ Total for Water Meters= $ 550 TOTAL $ 19.787 Sewer SDC for 1.5"mtr= $13,487 APPROVED: Donna Kaluzniak -+A 1/14 (UtilityDirec[, -or Authorized Signature) ALL TAP REQUEST MUST Bt' APPROVED BY UTLITIES DEPARTMENT BEFORE FEES CAN BE ASSESSED A R ION APPLICATION NUMBER N o R P o R A T E o (To be assigned by the Building Dep ennt.) z Architecture•Engineering•'store Planning Samantha/gou / St. Louis Office �E ED sigou@arcv.com IV ED Craig Rd. Ste 300 g y-5845 / / / St.Louis,MO 63146 314.415.2400 APR 0 2 2014 Date routed: 800.489.2233 314.415.2300 SAINT LOUIS DALLAS L �• LAS VEGAS lam`, ACKING FORM ORLANDO SEATTLE Property Address: 9 /J Q/l T� /✓U De artment review required Yes No p Y uildin Applicant: Tree Administrator Project:/ " ��/V �� G Public Works Public Utilities 78 Public Safety e ervices Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt Dateof Permit Verified By Florida Dept. of Environmental Protection !!'' Florida Dept.of Transportation u� St.Johns River Water Management District ` l Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: (Approved. ❑Denied. J (Circle one.) Comments: BUILDING PLANNING &ZONING Reviewed by: Date: TREE ADMIN. Second Review: [—]Approved as revised. ❑Denied. I Comments: TI IC S ETY Reviewed by: Date: FIRE SERVICES Third Review: ❑Approved as revised. ❑Denied. Comments: Q A a #a Reviewed by: Date: Revised 05/14/09 * L z- a- Z arae- -T)a7",11,�- at#1k..'..a�"�'^N"zw.•r:y .0 x-��t .xst w:: �y�,.ytyahra�aKs�si BUILDING PERMIT APPLICATION CITY OF ATLANTIC BEACH FILE N Seminole Road,Atlantic Beach,FL 32233 Office(904)247-5826 Fax(904)247-5845 x � + * *� i ►'' "'"' Job Address: d 1 T 1Cl n G �V 8 Permit Number: Legal Description Parcel# Floor Area o q. t. q• t Valuation of Work S . )tb-Proposed Work heated/cooled_ t as non-heated/cooled Class of Work(circle one): (Ney► Addition Alteration pair Move Demolition pool/spa window/door uscefexisting/proposed struct`urree(s)(circle one): mmerc' Residential If an existing structure,is a fire sprinkler system ins led? cle one): Yes No N/A Florida Product Approval# For multiple products use product-approval form Describe in detail the type of work to be performed: W V O-yVLY CA' YYp aA +v Ue b U\ 0- Property Owner 1nfnrm2tion: 11 Name:_ ��Y�Yq �V!l CLA I � hG Address: 3d G,e!►�r 12 1 1 DL City r- se �:" t CS '9tate> Zi Z_Phone l E-Mail or Fax#(Optional) Contractorinformation: Company Name: Qualifying Agent: Address: City State Zip Office Phone Job Site/Contact Number Fax# State Certification/Registration# Architect Name&Phone# Engineer's Name&Phone# Fee Simple Title Holder Name and Address Bonding Company Name and Address Mortgage Lender Name and Address Application is hereby made to obtain a permit to do the work and installations as Indicated. 1 certify Char no work or Installation hoc commenced prior to the issuance tea permit and that all work wt l!be perfjormed to meet the standards of all laws regulating construction In this jurisdiction. This permit becomes null and void ufwork is not commenced within six(6jmontlu,or ijconstructlon or work is suspended or abandoned far a perlod ofs x p6) tomhs at any time after work is commenced. I understand that separate permits tutus!be securrd for Electrical Work,Plumbing,Signs,Wells,Pools, urnaces,Boilers,Heaters, Tanks and Air Conditioners,etc. WARNING TO OWNER:YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY.IF YOU INTEND TO OBTAIN FINANCING CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFR ENTE RECORDING YOUR NOTICE OF I hereb certify that I have read and ex mined this plication and know the some to be true and correct. All provisions oflaws and ordinances governing this type oI I Irk will be compiled with tether peer ted here or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of airy other federal,sl ,or to law r la'g construction or the performance of construction. Signature of Owner Signature of Contractor Print Name 'Ke- _(�Q.. t�. ....... Print Name _ .................... _AswoandsubsW'bed before me Sworn to and subscribed before me y f 20l this _Day of .20 A Notary Public Revised 01.26.10 STEFANIE M. DOYLE Notary Public, Notary Seal State of Missouri St. Louis City Commission # 13403344 My Commission Expires July 16, 2017 CITY OF ATLANTIC BEACH PUBLIC UTILITIES 1200 Sandpiper Lane ATLANTIC BEACH, FL 32233 M I t (904) 270-2535 or (904) 247-5874 NEW WATER/SEWER TAP REQUEST Date: 4/11/14 Project Address: 899 Atlantic Blvd. No. of Units: 1 Commercial X Residential Multi-Family New Water Tap(s) & Meter(s) 1 Meter Size(s)-l.5" New Irrigation Meter__j_@. Upgrade Existing Meter from to (size) New Connection to City Sewer_X Name: Panera Bread Applicant Address: City: State: FL Zip: Phone Number: 314-984-2625 Cell Number: Email Address Fax: Signature: (Applicant) CITY STAFF USE ONLY Application# Water SDC = Water System Development Charge $_5,700_ 1.5-inch Bldg Meter= $3,796 Sewer System Development Charge $13,487 1-inch Irrig. Meter= $1,904 Water Meter Only $ 550 Total Water SDC = $5,700 Water Meter Tap $ N/A Sewer Tap N/A 1.5-inch Meter= $ 330 Cross Connection $ 50 1-inch Meter= $ 220 Other $ Total for Water Meters= $ 550 TOTAL $ 19.787 Sewer SDC for 1.5"mtr= $13,487 APPROVED: Donna Kaluzniak 4/11/14 (Utility Director or Authorized Signature) ALL TAP REQUEST MUST BE APPROVED BY UTLITIES DEPARTMENT BEFORE FEES CAN BE ASSESSED 71 D � a BUILDING PERMIT APPLICATION CITY OF ATLANTIC BEACH . 800 Seminole Road,Atlantic Beach,FL 32233 Office(904)247-5826 Fax(904)247-5845 FILE Job Address: O a n ICIn�G 1��U GI Permit Number: I 4-71 Y5 Legal DescriptionParcel# Floor Area of Sq. t. q• t Valuation of Work S Proposed Work heated/cooled as non-heated/cooled Class of Work(circle one): (Ney+ Addition Alteration pair Move Demolition pool/spa window/door Use of existing/proposed structure(s)(circle one): mmerc Residential If an existing structure,is a fire sprinkler system itis led? cle one): Yes No N!A Florida Product Approval# For multiple products use product approval form p Describe in detail the type of work to be performed: �Il) a'�-y� Y>Y42 Re( 'IrD u V Property Owner informatitonn., ,f Name:_ PC-�r0._ 7,V QaA I �hG Address: Gr VC1 City C-ol6beIL" l 1 CS $tat40AZip Phone 3 le- E-Mail or Fax#(Optional) Contractor Information: —T I&Q Company Name: Qualifying Agent: Address: City State Zip Office Phone Job Site/Contact Number Fax# State Certification/Registration# Architect Name&Phone# Engineer's Name&Phone# Fee Simple Title Holder Name and Address Bonding Company Name and Address Mortgage Lender Name and Address Application is hereby made to obtain a permit todothe work and installations as indicated. I certify that no work or Installation has commenced prior to the and void ofwork is nit o commenced within lhlnisrx 6Jmo„d ort jcotnsetruet or ork l susall laws rptended or abandotnsd fntion lr a perod of sus(6)morths atanytime�cr work is commenced. 1 understand that separate permits must be secured for Electrka/Work,Plumbing,Signs,Wells,Pools,Furnaces,Boilers,Heaters, Tanks and Air Conditioners,etc. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TOYOUR LENDER OR AN ATTORNEY BEFORE RECORDING D TO OBTAIN YOUR OTLT II YOUR PROPERTY.IF NOTICE COMMENCEMENT. I hereb certify that I have read and ex mined this7plicalion and know the same to be true and correct. All provisions of taws and ordinances governing this plo isiow n a ill o hers ail a s!!th or to r creed la g construction not. A gn tpe8formapermit ce f onstres ucrionr me ro give authority to violate or cancel the p f „Y f Signature of Owner Signature of Contractor m Print Nae1�.._........_.__._.._...... ... Print Name AotaryPubli bs¢'bed before me;Z� L Sworn to and subscribed before me f 2 this _Day of 20 Notary Public Revised 01.26.10 STEFANIE M. DOYLE Notary Public, Notary Seal State of Missouri St. Louis City Commission # 13403344 My Commission Expires July 16, 2017 1�AJV� City of Atlantic Beach . APPLICATION NUMBER Building Department (To be assigned by the Building Dep e . IS 7 800 Seminole Road / Atlantic Beach, Florida 32233-5445 ' Phone(904)247-5826 • Fax(904)247-5845 k,�0l3J�` E-mail: building-dept@coab.us Date routed: City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: e / / Del3artment review required Yes No uildin Applicant: /,> in & - / � c Tree Administrator Project: / G ��7N �. �� G Public Works Public Utilities 78 Public Safety J,RL--S_erv_ice__s---, Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt Date of Permit Verified B Florida Dept.of Environmental Protection Florida Dept. of Transportation St.Johns River Water Management District / Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: ❑Approved. ❑Denied. (Circle one.) Comments: BUILDING PLANNING &ZONING Reviewed by: Date: TREE ADMIN. Second Review: [-]Approved as revised. ❑Denied. 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J u .+ O O O O O OO O O O w O O O O O O - O O O O '' O O O O O O O O O O O O O O O O O O O "•� � O O O 'Z TQ 00 O -h O CD w — C 00 n = w S S S v Noc o Z Tr co C = _ ❑ 00000 0 000 0 N O A %N X' O O 3 � o z 3 0 0 0 0 0 o z ?� � o -- 00 O y 41 3 C O � C7 n c'o C aCA cDCD ia = o � z m NCD o � � o ,�� CD _ 00 w CDz K K O O O O t-j N 7 o = a o = a = O S n o � w f) — TfD TI mw C:, m a� 0 0 0 0 0 0 0 00 ° 0 0 c:> 0 0 0 _ f, — � ZD CC CA o m — fDtJ OC n y Oc A S Fr _ FILE COPY " Florida Energy Efficiency Code For Building construction -:-- EnergyGauge Summit® Fla/Com-2010, Effective Date: March 15, 2012 -- Form 506-2010 Total Building Performance Method for Commercial Buildings PROJECT SUMMARY Short Desc: New Prj Description: #130605 Owner: PANERA Addressl: 1021 ATLANTIC BLVD. City: ATLANTIC BEACH Address2: SEA SHELL COLLECTIONS State: FL Zip: 32233 Type: Dining: Cafeteria/Fast Food Class: New Finished building Jurisdiction: ATLANTIC BEACH,DUVAL COUNTY,FL(261100) Conditioned Area: 3845 SF Conditioned &UnConditioned Area: 3845 SF No of Stories: 1 Area entered from Plans 4125 SF Permit No: 0 Max Tonnage 10 If different,write in: EnergyGauge Summit®Fla/Com-2010. Section 506.4 Compliant Software. Effective Date:March 15,2012 1/13/2014 Page 1 of 9 Compliance Summary Component Design Criteria Result Gross Energy Cost (in $) 3,484.0 4,063.0 PASSED LIGHTING CONTROLS PASSES EXTERNAL LIGHTING None Entered HVAC SYSTEM PASSES PLANT None Entered WATER HEATING SYSTEMS PASSES PIPING SYSTEMS None Entered Met all required compliance from Check List? Yes/No/NA IMPORTANT MESSAGE Info 5009 -- -- -- An input report of this design building must be submitted along with this Compliance Report EnergyGauge Summit®Fla/Com-2010.Section 506.4 Compliant Software.Effective Date:March 15,2012 1/13/2014 Page 2 of 9 CERTIFICATIONS I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code Prepared By: Building Official: Date: Date: I certify that this building is in compliance with the FLorida Energy Efficiency Code Owner Agent: Date: If Required by Florida law, I hereby certify(*)that the system design is in compliance with the Florida Energy Efficiency Code Architect: Reg No: Electrical Designer: Qv r:&33i22A Reg No: fp 3-7 2 S Lighting Designer: Reg No: Mechanical Designer: Reg No: Plumbing Designer: Reg No: (') Signature is required where Florida Law requires design to be performed by registered design professionals. EnergyGauge Summit@ FlalCom-2010.Section 506.4 Compliant Software. Effective Date: March 15,2012 1/13/2014 Page 3 of 9 Project: New Prj Title: #130605 Type: Dining: Cafeteria/Fast Food (WEA File: FL_JACKSONVILLE_INTL_ARPT.tm3) Building End Uses 1) Proposed 2) Baseline Total 255.00 375.60 $3,484 $5,079 ELECTRICITY(MBtu/kWh]$) 206.40 299.30 60470 87644 $3,241 $4,698 AREA LIGHTS 59.50 84.80 17433 24836 $934 $1,331 MISC EQUIPMT 37.60 37.60 11010 11010 $590 $590 PUMPS & MISC 0.50 0.60 146 167 $8 $9 SPACE COOL 79.60 90.40 23321 26475 $1,250 $1,419 VENT FANS 29.20 85.90 8560 25156 $459 $1,348 NATURAL-GAS(MBtuttherm/$) 48.60 76.30 486 763 $243 $382 SPACE HEAT 48.60 76.30 486 763 $243 $382 EnergyGauge Summit®Fla/Com-2010.Section 506.4 Compliant Software.Effective Date:March 15,2012 1/13/2014 Page 4 of 9 Credits Applied: None PASSES Passing Criteria =4063 Design (including any credits) =3484 Passing requires Proposed Building cost to be at most 80% of Baseline cost. This Proposed Building is at 68.6% External Lighting Compliance Description Category Tradable? Allowance Area or Length ELPA CLP (W/Unit) or No. of Units (W) (W) (Sgft or ft) None Project: New Prj Title: #130605 Type: Dining: Cafeteria/Fast Food (WEA File: FL JACKSONVILLE INTL ARPT.tm3) Lighting Controls Compliance Acronym Ashrae Description Area Design Min Compli- ID (sq.ft) CP CP ance BAK SERV 25,001 Sales Area 542 2 1 PASSES CAFE 8 Food Service-Leisure Dining 331 4 1 PASSES ENTRY 5 Corridor 67 2 1 PASSES QUE 5 Corridor 262 2 1 PASSES DINING 8 Food Service-Leisure Dining 438 4 1 PASSES SMART RM 8 Food Service-Leisure Dining 256 3 l PASSES W TLT 6 Toilet and Washroom 130 3 1 PASSES M TLT 6 Toilet and Washroom 115 3 1 PASSES CORR 5 Corridor 37 1 1 PASSES PATIO 8 Food Service-Leisure Dining 160 2 1 PASSES D/T CONSO 7 Food Service-Kitchen 248 5 1 PASSES CONSO 7 Food Service-Kitchen 91 3 1 PASSES BAK REAR 7 Food Service-Kitchen 395 3 1 PASSES KITCHEN 7 Food Service-Kitchen 645 2 1 PASSES UTILITY 3 Storage&Warehouse-Bulky 91 1 1 PASSES Active Storage OFFICE 17 Office-Enclosed 37 1 1 PASSES PASSES EnergyGauge Summit®Fla/Com-2010.Section 506.4 Compliant Software. Effective Date: March 15,2012 1/13/2014 Page 5 of 9 Project: New Prj Title: #130605 Type: Dining: Cafeteria/Fast Food (WEA File: FL-JACKSONVILLE_INTL_ARPT.tm3) System Report Compliance RTU-1 System 1 Constant Volume Packaged No. of Units System 1 Component Category Capacity Design Eff Design IPLV Comp- Eff Criteria IPLV Criteria liance Cooling System Air Conditioners Air Cooled 12.00 11.20 12.50 11.40 PASSES 65000 to 135000 Btu/h Cooling Capacity Heating System Warm Air Gas Furnace< 80.00 80.00 PASSES 225000 Btu/h Air Handling Air Handler(Supply)- 0.40 0.82 PASSES System-Supply Constant Volume Air Distribution ADS System(Sup) 6.00 4.20 PASSES System(Sup) Air Distribution ADS System(Ret) 6.00 PASSES System(Ret) RTU-2 System 2 Constant Volume Packaged No. of Units System I Component Category Capacity Design Eff Design IPLV Comp- Eff Criteria IPLV Criteria liance Cooling System Air Conditioners Air Cooled 12.50 11.20 14.00 11.40 PASSES 65000 to 135000 Btu/h Cooling Capacity Heating System Warm Air Gas Furnace< 80.00 80.00 PASSES 225000 Btu/h Air Handling Air Handler(Supply)- 0.40 0.82 PASSES System-Supply Constant Volume Air Distribution ADS System(Sup) 6.00 4.20 PASSES System(Sup) Air Distribution ADS System(Ret) 6.00 PASSES System(Ret) RTU-3 System 3 Constant Volume Packaged No.of Units System 1 Component Category Capacity Design Eff Design IPLV Comp- Eff Criteria IPLV Criteria liance Cooling System Air Conditioners Air Cooled 11.20 11.20 11.80 11.40 PASSES 65000 to 135000 Btu/h Cooling Capacity Heating System Warm Air Gas Furnace< 80.00 80.00 PASSES 225000 Btu/h EnergyGauge Summit®Fla/Com-2010.Section 506.4 Compliant Software. Effective Date: March 15,2012 1/13/2014 Page 6 of 9 Air Handling Air Handler(Supply)- 0.40 0.82 PASSES System-Supply Constant Volume Air Distribution ADS System(Sup) 6.00 4.20 PASSES System(Sup) Air Distribution ADS System(Ret) 6.00 PASSES System(Ret) RTU-4 System 4 Constant Volume Packaged No. of Units System 1 Component Category Capacity Design Eff Design IPLV Comp- Eff Criteria IPLV Criteria liance Cooling System Air Conditioners Air Cooled 11.20 11.20 11.80 11.40 PASSES 65000 to 135000 Btu/h Cooling Capacity Heating System Warm Air Gas Furnace< 80.00 80.00 PASSES 225000 Btu/h Air Handling Air Handler(Supply)- 0.40 0.82 PASSES System-Supply Constant Volume Air Distribution ADS System(Sup) 4.20 4.20 PASSES System(Sup) Air Distribution ADS System(Ret) 4.20 PASSES System(Ret) PASSES Plant Compliance Description Installed Size Design Min Design Min Category Comp No Eff Eff IPLV IPLV liance None Project: New Prj Title:#130605 Type: Dining: Cafeteria/Fast Food (WEA File: FL_JACKSONVILLE_INTL ARPT.tm3) Water Heater Compliance Description Type Category Design Min Design Max Comp Eff Eff Loss Loss liance Water Heater 1 Electric water heater > 12 [kW] 200.00 328.01 PASSES PASSES EnergyGauge Summit®Fla/Com-2010.Section 506.4 Compliant Software.Effective Date:March 15,2012 1/13/2014 Page 7 of 9 Piping System Compliance Category Pipe Dia Is Operating Ins Cond Ins Req Ins Compliance [inches] Runout? Temp [Btu-in/hr Thick[in] Thick[in] [F] SF.F] None EnergyGauge Summit®Fla/Com-2010.Section 506.4 Compliant Software. Effective Date:March 15,2012 1/13/2014 Page 8 of Project: New Prj Title: #130605 Type: Dining: Cafeteria/Fast Food (WEA File: FL JACKSONVILLE_INTL_ARPT.tm3) Other Required Compliance Category Section Requirement(write N/A in box if not applicable) Check Report 506.4.2 Input Report Print-Out from EnergyGauge F1aCom attached F1 Operations Manual 303.3.1, Operations manual provided to owner 503.2.9.3, 505.7.4.2 Windows&Doors 502.3.2 Glazed swinging entrance&revolving doors:max. 1.0 cfin/ft2;all other products: 0.3 cfin/ft2 Joints/Cracks 502.3.3 To be caulked,gasketed,weather-stripped or otherwise sealed ❑ Dropped Ceiling Cavity 502.3 Vented: seal&insulated ceiling.Unvented seal&insulate roof& side walls HVAC Efficiency 503.2.3 Minimum efficiencies: Tables 503.2.3(1)-(8) ❑ HVAC Controls 503.2.4 Zone controls prevent reheat(exceptions);separate thermostatic control per zone; Ventilation 503.2.5 Outdoor air supply&exhaust ducts shall have dampers that automatically shut when systems or spaces served are not in use. Exhaust air energy recovery required for cooling systems (Exceptions). ADS 503.2.7.5 Duct sizing and Design have been performed HVAC Ducts 503.2.7 Air ducts,fittings,mechanical equipment&plenum chambers shall be mechanically attached, sealed, insulated&installed per Table 503.2.7.2.Fan power limitations. Balancing 503.2.9.1 HVAC distribution system(s)tested&balanced.Report in El construction documents. Piping Insulation 503.2.8 HAC and service hot water. In accordance with Table 503.2.8. El Water Heaters 504 Performance requirements in accordance with Table 504.2.Heat trap required. Swimming Pools 504.7 Vapor-retardant or liquid cover or other means proven to reduce heat loss on heated pools;Time switch(exceptions);readily accessible on/off switch. Motors 505.7.5 Motor efficiency criteria have been met El Lighting Controls 505.2, 502.3 Automatic control required for interior lighting in buildings>5,000 s.f.; Space control;Exterior photo sensor;Tandom wiring with 1 or 3 linear fluorescent lamps>30W EnergyGauge Summit®Fla/Com-2010. Section 506.4 Compliant Software. Effective Date: March 15,2012 1/13/2014 Page 9 of 9 d U O y � Cu o cz �d > L7 a o cc o m .a U aj bA W a > y� O CM M Q 00 N "t 00 i. "t O CC N �+ 04 H a � f r r s O ✓ W a� •o a. x a a CZ H N N L W w n Lli E > x 0o CA M Q O O J O U U ' L -� z N � � � O ,� C U O cN > c Q Fy L. _o ElCQ y_ s � Lr LL � = E o c U r U u O c� w m Q :E r -� a' p � O O � z Q N O Q Q Q Q Q Q Q Q Q Q Q Q Q Q a x 0 3 3 Y z z z z v z z z z z z z O z z z z c� 3 00 U pp oho � O ai C N V3 O = D O O N a (Q O vCi by O CIZ Ocn > O O Q E _ OU O .3 zCS U tL C Z; YO N O vO O O L • W '3 o A o o x 3 L V5 J) CC Q v; ri M 00 a; o -� L �- a. f « . c LO C14 "t 00 CD k 7 00 N or) C � % ■ 2 2 . 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Cd \ _ ƒ k JD cl 2 It Q) / / § © § § d t ® ° / c 2 E 2 2 k k / \ / 2 CA `« .� > o Q E @ k ƒ t ( U� k § k q ./ 5 \ s_w \ . z § 7 q 3 s / \ \ 0 rA� o / 7 / u c o ! , 45. 7 b & / � \ k \ a ƒ k Q ¢ 3 u § � , . A R ` ION APPLICATION NUMBER N o a P o R A T E U (To be assigned by the Building Dep ent.) Architedure•Engineering•Store Planning Samandya/gou P M C EI W EjD / St. Louis Office A W 1950 Craig Rd. Ste 300 sigouQarcv.com 7Pd5o 2 201A / St.Louis,MO 63146 314.415.2400 t� �F Date routed: s 800.489.2233 314.415.2300 SAINT LOUIS BY: DALLAS LAS VEGAS _VIEW AND TRACKING FORM ORLANDO SEATTLE Property Address: D / %J ��Q/1 T�� /✓O De ar_ t review required Yes No p Y uildin Applicant: /,> nnin & /(�� C Tree Administrator Project: / " ?A,11�� . �� G Public Works Public Utilities 4- 1 78 Public Safety g- ervices Review fee $ Dept Signature /-,C 1 Review or ceipt Other Agency Review or Permit Required of Permit Verified By Date , Florida Dept.of Environmental Protection Florida Dept. of Transportation u� St.Johns River Water Management District l Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: pproved. ❑Denied. (Circle one.) Comments: BUILDING PLANNING &ZONING Reviewed by: Date: TREE ADMIN. Second Review: ❑Approved as revised. ❑Denied. PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: ❑Approved as revised. -]Denied. Comments: Reviewed by: Date: )a7-,i:�, Revised 05/14/09 BUILDING PERMIT APPLICATION CITY OF ATLANTIC BEACH FILECu'ry t 800 Seminole Road,Atlantic Beach,FL 32233 _ ��. Office(904)247-5826 Fax 904 247-5845 Job Address: A-ICI.n+i U 8 Permit Number: Legal Description Parcel# Floor Area o 9• t• nonheated/cooled Valuation of WorkSlj � Proposed Work heated/cooled gas Class of Work(circle one): (Ney► Addition Alteration pair Move Demolition pool/spa window/door Use of existin ropposed structure(s)(circle one): mmerc- Residential If an existing strruciurc,is a fire sprinkler system ms led? cle one): Yes No N/A Florida Product Approval# For multiple products use pro act approve orm '^ Describe in detail the type of work to be performed: W a,yV-Y C4— g re a.e( +0 Property Owner information: Name:_ 1\ �Cl. Q'Q- SSV Q C'A I ` hG Address: &P-73D G,e�l t:r kzc 1 1 D� City r r�vl�,o�-'1i1 i 1 f5 '9tatAaZipPhone ?;l aS703S E-Mail or Fax#(Optional) Contractorinformation: "( ISQ Company Name: Qualifying Agent: Address: City State Zip Office Phone Job Site/Contact Number Fax# State Certification/Registration# Architect Name&Phone# Engineer's Name&Phone# Fee Simple Title Holder Name and Address Bonding Company Name and Address Mortgage Lender Name and Address Application is hereby made to obtain o permit!o do the work and installations as indicag I cert that no work or Installation has commenced prior to the issuance o a permit and that all work will be performed to meet the standards of all lawsgulating constractlon In thisjurisdiction, This permit becomes null and void tf work is not conmtenced within six(ti)monilu,or ijconslructlon or work is sunded or abandoned fpr a period of six(6)months at any lime after work is commenced. 1 understand that separate permiLr marl be secured for ElecMcaYork,Plumbing,Signs,Wells,PnoLs,Furnaces,Sailers,Heaters, k, and AIr Conditioners,etc. WARNING TO OWNER:YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY.IF YOU INTEND TO OBTAIN FINANCING CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFR ENTE RECORDING YOUR NOTICE OF I hereb certify that/have read and ex mined tltisgplicalion and know the some to be true and correct. All provisions of laws and ordinances governing this type o�work will be complied with +ether ppeect ted here or not. The granting of a permit does not presume to give authority to violate or cancel the prov,.ctons njarry oilier federal,st ,or to !law r to g consintction or the performance of consinxtion. Signature of Owner Signature of Contractor PrintName �� ..... ... Print Name ___._._. ._.__........_......._.__._.__....__.__..._....__....._....._....._.__ Ad subsg&ed before me t Sworn to and subscribed before me ay f - � 2U this Day of ,20Ai Notary Public Revised 01.26.10 STEFANIE M. DOYLE Notary Public, Notary Seal State of Missouri St. Louis City Commission # 13403344 My Commission Expires July 16, 2017 a - h l� 5200 Belfort Road Suite 220 Jacksonville,FL 32256 Letter Of Transmittal Ph one:904.332.0999 Fax:904.332.0997 Date: April 18,2014 To: Jeremy Hubsch Redevelopment and Zoning Coordinator City of Atlantic Beach 800 Seminole Road Atlantic Beach,FL 32233 (904) 247-5817 ihubsch@coab.us Re: Panera @ Atlantic Village-Civil Construction Plan Review CPH Job No. A13201 WE ARE SENDING YOU THE ATTACHED ITEM(S): NO.OF COPIES DESCRIPTION 5 Sets of Signed and Sealed Revised Civil Construction Plans 5 Sets of Signed and Sealed Revised Offsite Civil Construction Plans THESE ITEMS ARE TRANSMITTED AS INDICATED BELOW: X For Your Use x For Review&Comment As Requested For Bids Due REMARKS: Plans have been revised to add the fire protection connection. Should you have any questions, do not hesitate to contact me at 904-332-0999 or by email at wadeo@cphcorp.com COPY TO: �� SIGNED: Wade P. Olszewski P.E. If enclosures are not as noted,kindly notify ns at once. w w w c p h c o r p . c o m 61G15-32.004 Design of Water Based Fire Protection Systems. (1)Water Based Fire Protection Systems include,but are not limited to,automatic sprinkler systems of wet,dry,fine water spray (mist), manual, and deluge valve controlled types, pumping systems, standpipes, fire water mains and dedicated fire protection water sources. (2) To ensure minimum design quality in Fire Protection System Engineering Documents, said documents shall include as a minimum the following information when applicable: (a)The Point of Service for the fire protection water supply as defined by Section 633.021(18),F.S. (b) Applicable NFPA standard to be applied, or in the case where no such standard exists, the engineering study, judgments,and/or performance based analysis and conclusions. (c)Classification of hazard occupancy for each room or area. (d)Design approach,which includes system type,densities,device temperature rating,and spacing for each separate hazard occupancy. (e)Characteristics of water supply to be used, such as main size and location,whether it is dead-end or circulating; and if dead-end,the distance to the nearest circulating main, as well as its minimum duration and reliability for the most hydraulically demanding design area. (f)When private or public water supplies are used,the flow test data,including date and time of test,who conducted test or supplied information,test elevation, static gauge pressure at no flow, flow rate with residual gauge pressure, hydrant butt coefficient,and location of test in relation to the hydraulic point of service. (g)Valving and alarm requirements to minimize potential for impairments and unrecognized flow of water. (h) Microbial Induced Corrosion (MIC). The Engineer of Record shall make reasonable efforts to identify water supplies that could lead to Microbial Induced Corrosion (MIC). Such efforts may consist of discussions with the local water purveyor and/or fire official, familiarity with conditions in the local area, or laboratory testing of water supplies.When conditions are found that may result in MIC contamination of the fire protection piping,the engineer shall design corrective measures. (i)Backflow prevention and metering specifications and details to meet local water purveyor requirements including maximum allowable pressure drop. 0)Quality and performance specifications of all yard and interior fire protection components. (3) Contractor submittals which deviate from the above minimum design parameters shall be considered material deviations and require supplemental engineering approval and documentation. (4)In the event the Engineer of Record provides more information and direction than is established above,he or she shall be held responsible for the technical accuracy of the work in accordance with applicable codes, standards,and sound engineering principles. Specific Authority 471.008, 471.033(2)FS. Law Implemented 471.005(7),471.033(2)FS. History—New 5-19-93, Formerly 21H- 32.004,Amended 4-2-00,6-26-01. Job No. 13-1329 Sheet No. Cover By APB Date 01.13.14 CARUSO TURLEY CLIENT: SCOTT G * ° structural Arcvision S °°% E21950 Craig Rd °� �engineers /J \ A(CVili-1I'll. St. Louis, MO 63146 _ 393 % oSTATEo OF�°° p, ° OR10 Sr) '00000aNv\``` PROJECT: °' °0NoA➢LeV``` New Ground-up Store for rtilelPanera Bread Cafe #1781 'Gt BRf�D® 1021 Atlantic Blvd. Atlantic Beach, FL 32233 ' STRUCTURAL ENGINEERING EXCELLENCE PARTNERS Richard Turley,PE Paul Scott,PE,SE Sandra Herd,PE,SE,LEED AP Chris Atkinson,PE,SE,LEED AP GENERAL INFORMATION: Thomas Moms,PE,LEED AP Richard Dahlmann,PE BUILDING CODE: 2010 FBC SOILS INFORMATION: 2500 psf min. allowable bearing pressure at 18" min below grade ' 1215 W.Rio Salado Pkwy. Suite 200 Tempe,AZ 85281 T:(480)774-1700 F:(480)774-1701 www.CTSAZ.00m File:Calc Cover 11.doNAAL YOUR VISION IS OUR MISSION Job Name Panera CARUSO 1215 W.Rio Salado Pkwy. Job NO. 13-846 Sheet N0. TURLEY Suite 200 SCOTT Tempe,AZ 85281 By SMK Date consulting T:(480)774-1700 structural F:(480)774-1701 engineers CALCULATION INDEX SHEET SHEET# DESCRIPTION 1.1 - 1.8 Basis for Design 2.1 -2.28 Roof Framing 3-1 -3.32 Column,Wall, and Footing Design 15-33—3-3 W S+e-k aL+- t`.�p �- 4.1 -4.19 Jamb Design 5.1 —5.35 Lateral Design CARUSO TURLEY SCOTT Job Name structural engineers 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No. Sheet No. T:480""00 • F:480"'01 q www.ctsaz.com By f/ Date ►r�jPj � `� FCS rtaUx� 0 zx , 3 -a z& e,- J 1 CARUSO TURLEY SCOTT Job Name structural engineers 1 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281Job No. I Sheet No t" T �-' . 1 T.480 774-1700 • F:480 774-1701 www.ctsaz.com By Date 1 1 PIR 1 Cf 0,;G AA 1 g (�a CARUSO TURLEY SCOTT Job Name structural engineers 1 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No. A Sheet No. T.480 774-1700 • F:480 774-1701 www.ctsaz.com By Date s wwp) V 1 1 1 + 4 �P to i �j 30,sn CARUSO TURLEY SCOTT Job Name structural engineer$ t1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 i Job No. Sheet No. T.480 774-1700 • F:480 774-1701 /}} www.ctsaz.com By Date 69M FOW,47, Ir j c^ i4 (-P'.) VV 1WAA14 &r g ,� Air (A, = �s'x 2:), . CARDS© TURLEY SCOT Job Name structural engineers 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job Noi . T.480 774-1700 a F:480 774-1701 Sheet No. P vmy.ctsaz.com By g Date to 0 1. 2-a, ti '^2F.2o per. 28,38 31,11 I2,+3 tip 1 CARUSO TURLEY SCOTT Job Name structural engineers 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No. '- Sheet No. ., T.480 7741700 • F:480 7741701 www.ctsaz.com By. Date )1)9�9�wem — [A Se_\,E� 0 /'farov 0"? =;t> )e4P,*7S IF , . _ ACO AAqVIL �Zf AA E Andrew Bernardez From: Griffin, Michael <mgriffin@coab.us> Sent: Thursday, December 05, 2013 8:48 AM To: Andrew Bernardez Cc: astogsdill@arcv.com Subject: RE: Design Loads for New Project- Ground up Cafe Andrew, Exposure C when more than 1500 feet from open water beach or intracoastal . You should be C. Michael Griffin, CBO, CFM Director, Building and Zoning City of Atlantic Beach 800 Seminole Road Atlantic Beach, Florida 32233 ' Telephone (904)247-5813 From: Andrew Bernardez jmailto:ABernardez(�i)ctsaz.com1 Sent: Thursday, December 05, 2013 10:44 AM To: Griffin, Michael Cc: astogsdill()arcv.com Subject: RE: Design Loads for New Project- Ground up Cafe Michael, ' Thanks again for your assistance. One more thing to confirm—are you under Exposure D? Thank you, ' Andrew Bernardez, PE (480)774-1708 Direct I E:abemardezOctsaz.com CARUSO TURLEY SCOTT, INC From: Griffin, Michael [mailto:m riffn adcoab.us ] Sent: Tuesday, December 03, 2013 1:26 PM To: Andrew Bernardez Cc: astogsdillCcbarcv.com Subject: RE: Design Loads for New Project- Ground up Cafe Andrew, we use120�h. as the wind design. See Notes: section 3. of table 1609 A which allow Islands an cel areas outside the last contour shall use the last wind speed contour of the coastal area. Thanks Michael Griffin, CBO, CFM Director, Building and Zoning 1 City of Atlantic Beach 800 Seminole Road Atlantic Beach, Florida 32233 Telephone (904)247-5813 From: Andrew Bernardez fmailto:ABernardez(abctsaz.coml Sent:Tuesday, December 03, 2013 3:16 PM To: Griffin, Michael Cc: astogsdill(abarcv.com Subject: RE: Design Loads for New Project - Ground up Cafe Hi Michael, LCertainly. I don't have the parcel number, but the cafe (Panera Bread) address is: 1021 Atlantic Blvd.,Atlantic Beach, FL 32233 The architect we're working for is Arcvision. Thanks, Andrew Bernardez, PE (480)774-1708 Direct I E:abemardezOctsaz.com CARUSO TURLEY SCOTT, INC From: Griffin, Michael [mailto:mgriffin@coab.us] Sent: Tuesday, December 03, 2013 1:01 PM To: Andrew Bernardez Subject: RE: Design Loads for New Project- Ground up Cafe Hello Andrew, before I respond please provide the address or parcel number of the proposed site. Thanks r Michael Griffin, CBO, CFM Director, Building and Zoning City of Atlantic Beach 800 Seminole Road Atlantic Beach, Florida 32233 Telephone (904)247-5813 From: Andrew Bernardez rmailto:ABernardez(abctsaz.coml Sent: Tuesday, December 03, 2013 2:58 PM To: Griffin, Michael Subject: Design Loads for New Project - Ground up Cafe Good afternoon, We are designing for a new+/-4,000 sf store in your city. The city website lists the 2010 Florida Building Code,do you have amendments to it as well? 2 Also if you can confirm what the cit requires for 7 y y q s o the design wend speed for a Category II structure. Per Fig 1609A, Duval County is at 140mph? Thank you for your assistance, Andrew Bernardez, PE Structural Engineer 480.774.1708 Direct I abernardez()ctsaz.com 1215 W.Rio Salado Pkwy Suite 200 CARu&O Tempe,AZ 85281 . earv. TSI01� T:(480)774-1700 P F:(480)774-1701 Y;4,,,, struciurai www.ctsaz.com imgm ert Professional Registration in All 50 States Washington DC,US Virgin Islands,Puerto Rico,Saskatchewan #1 STRUCTURAL ENGINEERING FIRM 2013 Ranking Arizona-Best of Arizona Business t t t t t t 3r U .O q q �� 3 'C S SS '>.h S� Ley tV Z k��S �� pis k}�}�•`.}'.a �� •G�4,.�4{�}.'"��l'[.ity Y. rV �iYb; '•,.`:}. t+.�.SkrS 1� I ,.'` �r r tiz ti r'S.N � � z r" .,�y-,�N�;4 A p�� yyn��,�s�'�'"G�",�"a'k`'_''h`r•N� r,, 4,,"Y''zx< r v��c�,��.. •. y.:a'` # N Myr`,y C '' YM IN '¢ °=U " s, `)3#�/ '�` •� '`•`�„k •-+• } '" '-, ,� � k3�� p�pr�i r ��F�'� f>r'J�kLi'ne��y��`Sflz.� ,�✓ti�Nt`�,,Gt�,ti�'�+� r.n.'�' i�.. `es' ��`�- ;2$ a�.tiiz>s�'y�•i�•,�s� ef, 'S.k�V'�s.�ri�':� w�S��k'�d4 �$��j��wy Y+"`.�'';,c.,,-'c�i,�r'C'`}, 1 4'r � §,�y,l"4}L.r A a r w. Sze s;.c s ca i S.� � :� t ', ,y.T,,✓' z z O J c 1 j r y ❑ +t T� W 0 z t -- -- � � cc 401 II v Cl w Q ' �Qj f 9 W O P/1 �_ .-.i fes.-- ¢ -` m b ❑ LL 6 � z o ' V-f C m r L �o ] LU �F o T W a ..,,t•.. m m r y uy ryYry i n Y Ip I C O ~ 6 C O ■ Y R C7(n La ui 1 v L O O O N i cl Z Kt p Y 4 C 2 N G C E b n Y q C7 v T n 9 n N G N D y T to LA ,ipJ C� A L O O Y O G 6! n ♦1 O L O gyp' W OI > b �! c N CL ❑ A - N y ..p - n c s- '.J Il� -yI P 'II l�I (J� 1" n rt n Al N '010 i•+� CARUSO TURLEY SCOTT,INC Project Title: Panera Cafe#1781 1215 W.RIO SALADO PARKWAY#200 Engineer: APB Project ID: 13-1329 TEMPE,AZ 85281 Project Descr: scorn (480)774-1700 ate nng (480)774-1701 croinait www,ctsaz.com Printed:4 DEC 2013,7:36AM ASCE Seismic Base Shear File=HA CBF16-11131329-11CALCUL-1113-132-1.EC6 ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.10.31 LI)Seismic Loads �5 ufts- Risk Category Calculations per ASCE 7-10 Risk Category of Building or Other Structure: "II":All Buildings and other structures except those listed as Category I,III,and IV ASCE 7-10,Page 2,Table 1.5-1 Seismic Importance Factor = 1 ASCE 7-10,Page 5, Table 1.5-2 Gridded Ss&S1values ASCE-7-10 Standard ASCE 7-10 11.4.1 Max.Ground Motions,5%Damping: Latitude = 30.325 deg North SS _ 0.1137 g,0.2 sec response Longitude = 81.411 deg West S1 0.05990 g,1.0 sec response Site Class,Site Coeff.and Design Category _ Site Classification "D":Shear Wave Velocity 600 to 1,200 fUsec D ASCE 7-10 Table 20.3-1 Site Coefficients Fa&Fv Fa = 1.60 ASCE 7-10 Table 11.4-1&11.4-2 (using straight-line interpolation from table values) Fv 2.40 Maximum Considered Earthquake Acceleration S MS=Fa'Ss 0,182 ASCE 7-10 Eq.11.4-1 S M1 =Fv*S1 = 0.144 ASCE 7-10 Eq.11.4-2 Design Spectral Acceleration S DS S MS 213 - 0.121 ASCE 7-10 Eq.11.4-3 S D1 S M1 2l3 = 0.096 ASCE 7-10 Eq.11.4-4 Seismic Design Category = B ASCE 7-10 Table 11.6-1&-2 Resisting System ASCE 7-10 Table 12.2-1 Basic Seismic Force Resisting System... Bearing Wall Systems Intermediate reinforced masonry shear walls Response Modification Coefficient "R" 3.50 Building height Limb: System Overstrength Factor"Wo" 2.50 Category"A&B"Limit No Limit Deflection Amplification Factor "Cd" = 2 25 Category"C"Limit No Limit Category"D"Limit Not Permitted NOTE!See ASCE 7-10 for all applicable footnotes. Category"E"Limit Not Permitted Category"F"Limit Not Permitted Redundancy Factor ASCE 7-10 Section 12.3.4 Seismic Design Category of A,B,or C therefore Redundancy Factor"p"=1.0 Lateral Force Procedure ASCE 7-10 Section 12.8.2 Equivalent Lateral Force Procedure The"Equivalent Lateral Force Procedure"is being used according to the provisions of ASCE 7-1012.8 Determine Building Period Use ASCE 12.8-7 Structure Type for Building Period Calculation: All Other Structural Systems "Ct"value 0.020 "hn":Height from base to highest level = 20,0 ft " x"value 0.75 "Ta"Approximate fundemental period using Eq.12.8-7 : Ta=Ct*(hn"x) = 0.189 sec "TL":Long-period transition period per ASCE 7-10 Maps 22-12->22-16 8.000 sec - Building Period"Ta"Calculated from Approximate Method selected 0,189 sec "Cs"Response Coefficient S DS:Short Period Design Spectral Response = 0.121 From Eq.12.8-2, Preliminary Cs = 0.035 R":Response Modification Factor 3.50 From Eq.12.8-3&12.8-4,Cs need not exceed 0.145 "I":Seismic Importance Factor = 1 From Eq.12.8-5&12.8-6, Cs not be less than 0.010 Cs:Seismic Response Coefficient = = 0.0347 CARUSO TURLEY SCOTT,INC Project Title: Panera Cafe#1781 1215 W.RIO SALADO PARKWAY#200 Engineer: APB Project ID: 13-1329 ' TEMPE,AZ 85281 Project Descr: Tun[" scone (480)774-1700 _�*• (480)774-1701 �Mi"tt l" www.ctsaz.com Printed:4 DEC 2013,7:36AM ASCE Seismic Base Shear File=HA-CBF16-11131329-11CALCUL-1113132-1.EC6 ENERCALC,INC.19832013,Build:6.13.8.31,Ver:6.13.10.31 0.rrr. scott Seismic Base Shear ASCE 7-10 Section 12.8.1 Cs = 0.0347 from 12.8.1.1 W(see Sum Wi below) = 381,92 k Seismic Base Shear V= Cs*W = 13.23 k Vertical Distribution of Seismic Forces ASCE 7-10 Section 12.8.3 "k":hx exponent based on Ta= 1.00 Table of building Weights by Floor Level.. Level# Wi:Weight Hi:Height (Wi*Hi)^k Cvx Fx=Cvx*V Sum Story Shear Sum Story Moment 1 381.92 18.00 6,874.56 1.00 13.23 13.23 0.00 Sum Wi= 381,92 k Sum Wi*Hi = 6,874.56 k-ft Total Base Shear= 13.23 k Base Moment= 238.2 k-ft Diaphragm Forces:Seismic Design Category"B"to 7" ASCE 7-10 12.10.1.1 Level# Wi Fi Sum Fi Sum Wi Fpx 1 381.92 13.23 13.23 381.92 13.23 Wpx.......................... Weight at level of diaphragm and other structure elements attached to it. Fi............................ Design Lateral Force applied at the level. Sum Fi... ..................... Sum of"Lat.Force"of current level plus all levels above MIN Req'd Force @ Level......... 0.20*Sps *I*Wpx MAX Req'd Force @ Level........ 0.40*SDS *I*Wpx Fpx:Design Force @ Level....... Wpx*SUM(x->n)Fi / SUM(x->n)wi, x=Current level,n=Top Level i i 1 1 � rr _ m y 'l= N {,L 1' ---r t•._ •; �•• ..aT"r_..Q1F r�_• ��' �� •}�t St3 �.ii !'s, ; !r. 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I t 3,ys;r4A'�n t ._.. asp\e _ •4 c �i � -pH i o ` .p ` + i _ �;'. g• av 'M1 C pr C 10 4y Poo^,a 3• '3 a rf• ®�+ ``}r-8 �� j' Yt` + .��+ v .� �_ v'•.t 'T p. .!• y d Atreal0.((• t ., a oo r-_. J a CARUSO TURLEY SCOTT Job Name structural engineers �- 1215 W. Rio Salado Parkway, Suite 200 Tempe,Arizona 85281 T:480 774-1700 • F:480 774-1701 Job No. ,q/3 ' �j�� Sheet No. www.ctsaz.com By /r/� Date (Wn i hP 6 YOUR VISION IS OUR MISSION Job Name Panera Job No. 13-846 Sheet No. - CARUSO 1215 W.Rio Salado Pkwy. TURLEY Suite 200 By Date SCOTT Tempe,AZ 85281 consulting F:(480)774-1701 structuralF: DESIGN LOADS engineers Page 1 of 1 ROOF DEAD: Built-Up Roof= 4.0 psf Rigid Insulation= 1.2 Steel Deck= 2.3 Sprinklers= 1.5 Suspended Ceiling= 1.5 Steel Joists= 2.0 Steel Beams= 1.0 Misc= 1.0 MP&E= 1_5 Total= 16.0 PSF ROOF LIVE: 20 PSF ROOF WIND(DOWNWARD): 18.2 PSF (UNREDUCIBLE) MASONRY WALL DEAD: 8"CMU= 63.0 psf Stucco= 10.0 Misc= 2.0 ' Total= 75.0 PSF CARUSO TURLEY SCOTT Job Name structural engineers 1215 W.Rio Salado Parkway,Suite 200 ' Tempe,Arizona 85281 T.480 774-1700 • F:480 774-1701 Job No. ��-�+Ca Sheet No. www.ctsaz.com By Date 0� "Race' 7-rc", " r-,%--- A T %AT = �a! x 1 Ca` _ �to�'�� ' \00 4z tr . - coo. �..a�r rc = •c1 Q 5 . o'1 (�O'} �P AT � 1 1 mill oil... 0 0 - �j 4n IIi1111„nfI11,111nIHitildm/fllli y = +� ,11lilHiflm111111„181111111/illfll' i11111Hmnn111fl11!®i111 H,n„fl1 MINI INN 1111l1i!111l111l1m1m1i11l1ll1HpH®i111111l11l1111,l11niiflull, lnli millmmi,ln'llll Niln MINN Ilaiiu „uniauii �0IiIiilium l�IilllIllmmmfll1nuUli/mimr1i _-.--- Ilm111�1l1 -iGi111iflllami �1m11i11l�14lI1N11iN MINN ugln � lIlIlmililIi11Un% i1np6iI CA MINI nnmI WIN MINI nm Mill111MINI11 111ml cc c oo c c 4o w s nIll/II11n , n,1I ,.. 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IEIIMa111EIIM111Nil IIEINMI I - 1Im11N/IINil IM1llNlim IMI - 11E11lPi1l�IIIIEIIMIIMIIM�NNI INMI I IMIII NIINN1 11M1 11M��lE��t1111InMINIM 1M11111IM1 1:�111In11m11M111n111n NEI Job Name: Panera CARUSO 1215 W.Rio Salado Pkwy TURLEY Suite 200 Job No.: 13-846 Sheet No.: SCOTT Tempe,AZ 85281 consulting T: 4480-7741700 By: SMK Date: August 2013 structural engineers F: 4480-774"1701 s s s s s s p P p e O n 1� O n n 771 O h 'n O N ` g N b Q H b l 1 l $ C o o R o 0 0 o c o 0 0 0 0 0 0 o Z z z Z z 2 N b 000 0 000 C Q T ` n n O O ` n n O. O O b s s s X oo0 0 ^ o y O U V rtNj 4 .� 4 0o O .� oo O U oo h O Q N h T ^l R V i0 O lu ri ri Y ri Vi� 3 U C V " 1`0 1 xt N A N A N A ^ Q A " � Q A N A 7 A �Q n � a:ob e o c 7vNNvQNvNN N w � Q vQN v QQ v Q QvQ o °.o k o w II II II II a a N $ u u I LLL II II II IIp g �' L O 'V a o' } ¢ b R Z4 O g e"' - No os a q _ h i r d II _ N N N I v e Q H Oo II II II I 1 1+ v " v ° N p w 0 4 (V r N N A N � •d r v O ri (7 U O oD a0 N o0 ^ U u II a 11 � S E 6 a W U y L n U U 0 o O O O o 0 7 O O N p O O O [tsdJ amssaid Pa!dA r CARUSO TURLEY SCOTT r.. INC. consulting structural engineers Job Name: Panera Job No.: 13-846 Sheet No.: .r 1215 W.Ria Salado Pkwy Sane 200 By: SMK Date: August 2013 Tempe,Arizona 85281 480-774-1700 FAX 480-774-1701 ra NMFRS Roof • • a • • building •• • • r height16 1 • Exposure roofs • parallel • ridge] ASCE 1 Section 27.4-1 Rigid Buildings VU= 160 (mph-sand speed-3 sagas!] G= 0.85 [Section 26.9.1 ASCE 7-10,page 154(for most baibi'ng,xn defmdk of 0.85)] Fxpos re= C [6,C,D-Section 26.7.3 ASCE 7-10] GC,;= 0.18 [Table 16.11-1 ASCE 7-10,page 258] K.n= 1 [Figan 26.8-1 ASCE 7-10,page 252&253] z'= 900 [Table 26.9-1 ASCE 7-10,page 256] K,= 0.85 [Table 26.6-1 ASCE 7-10,page 250((erall braldings,Ke=0.85)] a= 9.5 [Table 26.9-1 ASCE 7-10,page 156] �•• It= 16.0 (coat hdgbt] L= Horizontal bm'ldisrg dimension meawnd parallel to sand&are ion Horizontal Length[ftl UN multiplied ® Design Equations 7p.- -0.90 -0.50 -0.30 pmFr= ga(G*C,±GC,) [,127.4-1] G -0.95 -0.67 -0.44 1a= 0.00256*K,*K,*Ka*V1 [eg 27.3-11 45.3 -29.0 -20.9 K,= 2.01(h/zi)2r"= 0.86 [tabk273-1] Will C, -1.30 -0.70 -0.70 pmwFt,= 47.93 (G*Ca±GCp) V G' ±G -1.29 -0.78 -0.78 -67.6 -37.7 -37.1 note: Negotiaz pnsmnr ort perymdimlar an'ay from the roti/ -0.18 -0.18 -0.18 sarf=whik po.akar pnaanr ur'pomdimlar toward the mrfaa. dr G-C, G ; -0.33 -0.33 -0.33 r < p- 1 -16.0 -16.0 MWFRS Roof Pressures-Flat Roofs .1zYh -L<h -0-AII Rook 0.0 0.0 0.5 1.0 1.5 '.2.0- 2.5 I I I I -10.0 I -20.0 i I + I t -30.0 m v II w - w -40.0 A 000, I { C i i I -50.0 i I I -60.0 1 I I % � I -70.0 Horizontal Length[chart value multiplied by mean roof height-feet] Chea P.m.& 8/21/2013 Job Name: Panera CARUSO 1215 W.Rio Salado Pkwy TURLEY Suite 200 Job No.: 13-846 Sheet No.: �.4 SCOTT consulting Tempe,AZ 85281 structural T 4480-774-100 By: SMK Date: August 201 engineers p: 4480-774-1701 c M N N N N V N .n r a C o d o d r',Uw W W V V U w U pl q 7 R (V N N N v C' r x N M U1 O 3 v' eft V' oC G� T N "t vt V R ^1 vel ✓cl �lCj �C^. � `^, CV' � � � V' v � � o x c 71N 7 Q U a o `'� oo x .6 ao x h • II $ .n u� �n .n �n �n .n �n In .n vl .� v C $ �' � o ?o b • � fi .� � � c .-. N a � x c, .- ry a �n r oo c: ,-. •y � � � � -`c o fi � Vt Vl V1 Vl tl1 it1 V1 Vl tl1 Vl � vt N u1 �l1 Q * O * b a N ': x Kt vl �n- - - vl u-. .n - �n vl In �n - voci x opo opo vaci W N N II II UC ti U v' r r r r f� r cG oD aC x a0 x u't C` `O O o N 1-� c .� .n '7 r cl N M u� .� r II II II II N U - - - - in - � ^ — cc x .n u� �n �n .n .n �n �n �n .n - .n vl vi vi .6 '_6 .6 U vl '. p p �/t ill .n v1 .n vl .n V1 ✓t .n u'1 .11 �+'t vl ill �n .n vl u't alt II II II II II M � x � cn �n r c� '• en .n r c - - - - - - - :4 •*• V v'1 ill Vt ill V1 �l'1 Vl �It �fl u'1 �fl u'1 Vl �t1 u1 V1 Vl V1 Vl �f'� Vl 7 O a x W o o c o 0 0 0 0 0 0 0 0 o g o 0 0 0 0 o 0 0 o c o 00 Oi, O NI Ni 4 ✓t r oo O� C .-• (V M � vi � f� � C CARUSO Job Name: Panera TURLEY 1215 W.Rio Salado Pkwy SCOTT Suite 200 Job No.: 13-846 Sheet No.:'l consulting Tempe,AZ 85281 -q structural T: 4480-774-1700 By: SMK Date: August 2013 engineers F: 4480-774-1701 to - - - - N M M - - N r M 0 N N n o 0 u fTt r m oo x 00 r r V' M .--� O m V' M .-� a0 V' M O r 7 C r M C A V N M Vl V 1, co O (V M M 7 it1 V' f- x G; cP O .--� .--� N cn 4 G � � �C �C U v a a tl D S � y N cl r Io 11 to r P v O r C O CT c, c\ cl P cl O C C O y m \� WCn A E W 0 n r oo m o0 0o r r a M o co .� M co M o r v o r o _ o N a oo o c M K r .� r w c: c o �, .C1 N M M M M M M M M d' 7 � 7 � 7 � 7 'rt 7 � } � V1 tt1 u1 v y l 0 z `" II II II - • aJ O cV M 7 U1 r a0 P C (V M M 7 V1 V V' 1- w cl cl O N M M M M M M M M M <} -It N O M V' X VJ C N 7 r C M N N N N M M M M ? 7 7 u1 v� v� cl GT L, .'1 cl G� G1 C.� c' c� P P P CT cl G� W . • O I I o� c0 c0 r r V M .-+ O c0 V' M r-+ a0 V u1 CO cl O N M 7 v'1 '6 r m .'1 O N M M7 v1 V' r x P Y N N N M M M M M M M M M M }' y O N w .: o 14) W c, V^� N h c U' a• �' N b II II II 11 o N mm oo V cq G\ CV �1 V c0 O cV M to r oo O N N N N N M M M M M M M M M II II II II v x y o 0 0 0 0 0 0 o c o 0 0 0 0 0 0 0 0 0 0 0 0 o g o 0 cl N M M M M M M M M M M W 1 1 _ J t 1 1 � t ..r �-! t hr v} r3 L� � c-b t `J f t CARUSO TURLEY SCOTT Job Name ko ro., ad structural engineers 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No. 13-95�'-A Co Sheet No. J- 1480 774-1700 • F:480 774-1701 www.ctsaz.com By Date cop k 20f-,1� P1�� c�,r.,� = �8,2Qa��.C�'� = ►off P1�w� w _ �Co �1 + ,11S(i2I-e:_L. + 109 _!x. _ �, 5 Ifi ' P 120 I o"1 P USe. iCo" c� a 1C zA S S F> 3� cn 1 W 00 F1 ,. Q 1 � 9 STANDARD ASD LOAD TABLE OPEN WEB STEEL JOISTS, K-SERIES Based on a 50 ksi Maximum Yield Strength Adopted by the Steel Joist Institute November 4, 1985 Revised to November 10, 2003- Effective March 01, 2005 The black figures in the following table give the TOTAL safe The approximate joist weights per linear foot shown in these uniformly distributed load-carrying capacities, in pounds per tables do not include accessories. linear foot, of.ASD K-Series Steel Joists. The weight of The approximate moment of inertia of the joist, in inches'is; DEAD loads; including the joists, must be deducted to determine the LIVE load-carrying capacities of the joists. li=26.767(W,,)(L1)(10s), where WLL= RED figure in the Sloped parallel-chord joists shall use span as defined by the Load Table and L=(Span-0.33) in feet. length along the slope. For the proper handling of concentrated and/or varying loads, The figures shown in RED in this load table are the nominal see Section 6.1 in the Code of Standard Practice for Steel Joists rw LIVE loads per linear foot of joist which will produce an and Joist Girders. approximate deflection of 1/360 of the span. LIVE loads Where the joist span exceeds the unshaded area of the which will produce a deflection of 1/240 of the span may be Load Table, the row of bridging nearest the mid span shall J obtained by multiplying the figures in RED by 1.5. In no be diagonal bridging with bolted connections at the chords case shall the TOTAL load capacity of the joists be exceeded. and intersections. ASD STANDARD LOAD TABLE FOR OPEN WEB STEEL JOISTS, K-SERIES Based on a 50 ksi Maximum Yield Strength-Loads Shown in Pounds per Linear Foot(plf) DesJoist nation 8K1 10K1 12K1 I 12K3 I 12K5 i I 14K1 I 14K3 14K4 i 14K6 16K2 16K3 16K4 16K5 I 16K6 16K7 16K9 Depth in. 8 10 12 12 12 14 14 14 I 14 16 16 16 16 16 16 16 Approx.Wt 5.1 5.0 5.0 5.7 I 7.1 5.2 6.0 6.7 7.7 5.5 6.3 7.0 7.5 8.1 8.6 10.0 W Span(n_) 8 50 i 550 550 4 i 0 550 I 550 480 550 11 532 50 377 542 444 55 12 0 550 288 455 I 550 550 550 13 377 479 550 550 550 225 363 1 1 510 510 510 14 179 289 4�5 463 460550 5b3 550 550 1 550 550 550 1 550 I 5 0 15 281 358 I 434 543 550 511 I 550 550 550 145 234 344 428 434 475 507 1 507 507 0 550 16 24s I 392 282 356 396 550 T803 D 467 467 467 550 5 50 50 550 5 0 I 550 550 5 550 550 550 550 512 550 550 550 36 3 42 550 395 7 49-5 1 550 55 51 17 259 2 550 550 550 34 296 366 324 1 404 11 443 I 449 I 488 526 526 526 I 526 526 526 550 18 234 2 245 367 I 272 374 2 339 97 408 409 I 4550 456 96 I 490 490 490 8 550 550 550 4 0 I 490 19 335 223 268 I 07 269 23395 475 0 287 I 336 383 3 335 4"9T_ 315 39 475 550 48 386 455 452 455 I 455 456 45b 20 9 9 I 242 I 302 29� 2 246 288 I 347 493 550 550 550 29 525 8 330 386 4 B 426 426 426 21 I I 218 273 I 370 257 322 388 I 475 333 I 285 333 373 I 405 406 406 123 153 198 170 212 248 299 25 22 199 11 106 232 331 247 94 263 259 292 247 289 323 I 356 385 I 385 23 I I I 18 226 3080 I 21248 260 I 322 395 308 371 418 455 50739 5.5 188 226 194 216 252 282 307 3 363 24 I 4 16 465. 550 186 2008 232 113 1 196 245 265 399 ?0 I 54 289 I 226 2 8 269 298 346 25 180 226 272 334 234 260 313 353 384 428 514 IJ II 100 124 145 I 175 150 167 195 219 238 263 311 166 209 251 308 215 240 289 326 355 395 474 .. 26 88. 110 129 156 II 133 148 1 173 194 211 233 276 27 I I. •, 179. I•t�98 235 I 285 119 1 200 222 1 155 268 303 388 208 29 1 366 246 28 143 .• ,180 216 1 265 186 207 249 281 306 340 408 70, "88 103 1 124 106 118 138 155 168 186 220 29 I 180 195 106 73 93 224 239 61 255 367 17 398 � 30 186 1 216 226 286 I 256 37 96 12 8 71 151 168 203228 249 277 332 31 I 78 87 I 101 114 124 1 137 161 a 32 I 142 I 156 192 03 I 2132 224 347 Z: AOM g . 25 ASD STANDARD LOAD TABLE FOR OPEN WEB STEEL JOISTS, K-SERIES Based on a 50 ksi Maximum Yield Strength-Loads Shown in Pounds per Linear Foot(pifl Joist . j 18K3 18K4 18K5 18K6 18K7 18K9 18K10 20K3 20K4 20K5 20K6 20K7 20K9 20K10 22K4 22K5 22K6 22K7 22K9 22K1022K11 Desi nation Depth In. 18 18 18 18 18 18 18 20 20 20 20 20 20 20 22 22 22 22 22 22 22 Approx.Wt. 6.6 7.2 7.7 8.5 9 10.2 11.7 6.7 7.6 8.2 8.9 9.3 10.8 12.2 8 8.8 9.2 9.7 11.3 12.6 13.8 Ibs.tft. Span(ft.) 18 550 550 550 550 550 550 550 550 550 550 550 550 550 550 19 514 550 550 550 550 550 550 R is 494 523 523 523 523 523 523 Iij 20 463 550 550 550 550 550 550 517 550 550 550 550 550 550 423 490 490 490 490 490 490 517 550 550 550 550 550 550 21 420 506 550 550 550 550 550 468 550 550 550 550 550 550 364 426 460 460 460 460 460 453 520 520 520 520 520 520 22 382 460 518 550 550 550 550 426 514 550 550 550 550 550 550 550, 550 550 550 550 550 316 370 414 438 438 438 438 393 461 490 490 490 490 490 548 548 548 548 548 548 548 23 349 420 473 516 550 550 550 389 469 529 550 550 550 550 518 550 550 550 550 550 550 276 323 362 393 418 418 418 344 402 451 468 468 468 468 491 518 518 518 518 518 518 24 320 385 434 473 526 550 550 357 430 485 528 550 550 550 475 536 550 550 550 550 550 242 284 318 345 382 396 396 302 353 396 430 448 448 448 431 483 495 495 495 495 495 25 294 355 400 435 485 550 550 329 396 446 486 541 550 550 438 493 537 550 550 550 550 214 250 281 305 337 377 377 266 312 350 380 421 426 426 381 427 464 474 474 474 474 26 272 328 369 402 448 538 550 304 366 412 449 500 550 550 404 455 496 550 550550 550 190 222 249 271 299 354 361 236 277 310 337 373 405 405 338 379 411 454 454 454 454 27 252 303 342 372 415 498 550 281339 382 416 463 550 550 374 422 459 512 550 550 550 169 198 222 241 267 315 347 211 247 277 301 333 389 389 301 337 367 406 432 432 432 28 234 282 318 346 385 463 548 261 315 355 386 430 517 550 348 392 427 475 550 550 550 151 177 199 216 239 282 331 189 221 248 269 298 353 375 270 302 328 364 413 413 413 29 2 532 550 550 36 ?9 163 299 1322 94 255 254 298 1 511 243 299 223 330 242 268 3187 39 242 2324 72 295 3 398 � 1 387 399 399 30 203 245 276 301 335 1402 477 227 274 308 336 374 450 533 302 341 371 413 497 550 550 123 144 161 175 194 229 269 153 179 201 218 242 286 336 219 245 266 295 349 385 385 31190 229 258 281 313 376 446 212 256 289 314 350 421 499 283 319 347 387 465 550 550 -j. 111 130 146 158 175 207 243 138 162 182 198 219 259 304 198 222 241 267 316 369 369LO 32 178 215 242 264 294 353 418 199 240 271 295 328 395 468 265 299 326 363 436 517 549 101 118 132 144 159 188 221 126 147 165 179 199 235 276 180 201 219 242 287 337 355 33 168 202 228 248 276 332 393187 226 254 277 309 371 440 249 281 306 341 410 486 532 92 108 121 131 145 171 201 114 134 150 163 181 214 251 164 183 199 221 261 307 334 34 158 190 214 233 260 312 370176 212 239 261 290 349 414 235 265 288 321 386 458 516 84 98 110 120 132 156 184 105 122 137 .149 165 195 229 149 167 J.U,1 202, 239 280 314 35 149 179 202 220 245 294 349 166 200 226 246 274 329 390 221 249 272 303 364 432 494 77 90 101 110 121 143 168 96 112 126 137 151 179 210 137 153 167 185 219 257 292 36 141 169 191 208 232 278 330 157 189 213 232 259 311 369 209 i 236 257 286 344 408 467 70 82 92 101 111 132 154 88 1 03 115 125 139 164 193 126 141 153 169 201 236 269. ae 37 148 179 202 220 245 294 349 198 223 243 271 325 386 442 81 95 106 115 128 151 178 116 130 141 156 185 217 247 38 141 170 191 208 232 279 331 187 211 230 256 308 366 419 74 87 98 106 118 139 164 107 119 130 144 170 200 228 39 133 161 181 198 220 265 314 178 200 218 243 292 347 397 69 81 90 -98 109 129 151 98 110 120 133 157 185 211 ` 40 127 153 172 188 209 251 298 169 190 207 231 278 330 377 64 75 84 91 101 119 140 91 102 111 123 146 171 195 44 41 161 181 197 220 264 314 359 � 85 95 103 114 135 159 181 42 153 173 188 209 252 299 342 79 88 96 106 126 -1-48 168 43 146 165 179 200 240 285 326 73 82 89 99 117 138 157 44 139 157 171 191 229 272 311 68 76 83 92 109 128 146 I # 26 CARUSO TURLEY SCOTT Job Name �- structural engineers 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No. �� ' `I Sheet No.r ,S 1480 774-1700 • F:480 774-1701 www.ctsaz.com By Date '13 :�, _ G.�t E c �� - �"�-: u �-�--��►ra r.. _r�� Nr�.c.-� -��,.� -F��.. �x::� � �_f*'7` co 6K L2 I �P-/O I Lf 7 � ��- CARUSO TURLEY SCOTT Job Name4f�erc�. structural engineers 1215 W. Rio Salado Parkway, Suite 200 Tempe,Arizona 85281 T:480 774-1700 • F:480 774-1701 Job No._ ?�— --�(�, Sheet No. www.(tsaz.com By Date r w`� � 2oP��.�,.. CZ's - tioQ��` ■ LA _),z..= 4�, j - F-59 (sem i 1 1 1 1 1 1 1 2001 NASPEC w/2004 Supplement Project: Date: 8/19/2013 Model: A Unif Ld 97.0 Ib/ft R R2 1 6.00 ft Section : 60OS162-54 Single C Stud (X-XAxis) Fy = 50.0 ksi Maxo= 2527.1 Ft-Lb Moment of Inertia, I = 2.860 in14 Va= 2822.9 Ib Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Center Span 436.5 0.173 436.5 None 1506.6 0.290 0.034 L/2148 Combined Bending and Web Crippling Reaction or Load Brng Pa Pn Mmax Intr. Stiffen it Pt Load P(lb) (in) (lb) (lb) (Ft-Lb) Value Req'd ? R1 291.0 1.00 598.9 1048.1 0.0 0.25 No R2 291.0 1.00 598.9 1048.1 0.0 0.25 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (Ib) (Ft-Lb) Factor V/Va M/Ma Unstiffen Stiffen R1 291.0 0.0 1.00 0.10 0.00 0.01 NA R2 291.0 0.0 1.00 0.10 0.00 0.01 NA CARUSO TURLEY SCOTT Job Name structural engineers 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No. i� Sheet No. T:480 774-1700 • F:480 774-1701 www.ctsaz.com By Date po Z0 '/2- +2z' h)= ��1 e�P 1 Pl—` r r U`.�2 V.J 1(�x3Co � ., fir`,�4��a•�-� r ,4- 21i 1 1 L15 Cs, P �� 519 pts„_ r 1 r r 1 1 ' CARUSO TURLEY SCOTT,INC Project Title: �{ 1215 W.RIO SALADO PARKWAY#200 Engineer: Proiect ID: 1 TEMPE,AZ 85281 Project Descr: TUMEY s- (480)774-1700 roe my *�w• (480)774-1701 www.ctsaz.com Printed 19 AUG 2013,4:31 PM File=h:1_CBF16-1113846P-1\CALCUL-1lpanera.ec6 Steel Beam ENERCALC,INC.1983-2013,Build:6.13.3.31,Ver:6.13.3.31 Description: B1 CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam bracing is defined as a set spacing over all spans E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-05 Unbraced Lengths First Brace starts at 1.0 ft from Left-Most support Regular spacing of lateral supports on length of beam=6.0 ft i D(0.456) Lr(0.57)W(0.519) I Span = 26.50 ft W1 6x36 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weiqht calculated and added to loads Uniform Load: D=0.4560, Lr=0.570, W=0.5190 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY _ .._._..--- Maximum Bending Stress Ratio 0.720: 1 Maximum Shear Stress Ratio= 0.185 : 1 Section used for this span W1 6x36 Section used for this span W1 6x36 Ma:Applied 114.891 k-ft Va:Applied 17.342 k Mn/Omega:Allowable 159.681 k-ft Vn/Omega:Allowable 93.810 k Load Combination +D+0.750Lr+0.750L+0.750W+H Load Combination +D+0.750Lr+0.750L+0.750W+H Location of maximum on span 13.250ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.490 in Ratio= 648 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 1.361 in Ratio= 234 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn.L= 0.93 ft 1 0.037 0.070 5.84 5.84 266.67 159.68 1.82 1.00 6.52 140.72 93.81 Dsgn.L= 5.96 It 1 0.208 0.065 33.24 5.84 33.24 266.67 159.68 1.41 1.00 6.06 140.72 93.81 Dsgn.L= 6.10 ft 1 0.270 0.033 43.18 33.24 43.18 266.67 159.68 1.06 1.00 3.13 140.72 93.81 Dsgn.L= 5.96 ft 1 0.271 0.030 43.20 35.21 43.20 266.67 159.68 1.04 1.00 2.80 140.72 93.81 Dsgn.L= 5.96 ft 1 0.220 0.061 35.21 9.74 35.21 266.67 159.68 1.32 1.00 5.74 140.72 93.81 Dsgn.L= 1.59 ft 1 0.061 0.070 9.74 9.74 266.67 159.68 1.64 1.00 6.52 140.72 93.81 +D+L+H Dsgn.L= 0.93 ft 1 0.037 0.070 5.84 5.84 266.67 159.68 1.82 1.00 6.52 140.72 93.81 Dsgn.L= 5.96 ft 1 0.208 0.065 33.24 5.84 33.24 266.67 159.68 1.41 1.00 6.06 140.72 93.81 Dsgn.L= 6.10 ft 1 0.270 0.033 43.18 33.24 43.18 266.67 159.68 1.06 1.00 3.13 140.72 93.81 Dsgn.L= 5.96 ft 1 0.271 0.030 43.20 35.21 43.20 266.67 159.68 1.04 1.00 2.80 140.72 93.81 Dsgn.L= 5.96 ft 1 0.220 0.061 35.21 9.74 35.21 266.67 159.68 1.32 1.00 5.74 140.72 93.81 Dsgn.L= 1.59 It 1 0.061 0.070 9.74 9.74 266.67 159.68 1.64 1.00 6.52 140.72 93.81 I +p Dsgn. Dsgn.L= 0.93 ft 1 0.079 0.150 12.60 12.60 266.67 159.68 1.82 1.00 14.07 140.72 93.81 Dsgn.L= 5.96 ft 1 0.449 0.140 71.75 12.60 71.75 266.67 159.68 1.41 1.00 13.09 140.72 93.81 Dsgn.L= 6.10 it 1 0.584 0.072 93.19 71.75 93.19 266.67 159.68 1.06 1.00 6.75 140.72 93.81 ' Dsgn.L= 5.96 It 1 0.584 0.065 93.23 75.99 93.23 266.67 159.68 1.04 1.00 6.05 140.72 93.81 Dsgn.L= 5.96 ft 1 0.476 0.132 75.99 21.03 75.99 266.67 159.68 1.32 1.00 12.38 140.72 93.81 Dsgn.L= 1.59 It 1 0.132 0.150 21.03 21.03 266.67 159.68 1.64 1.00 14.07 140.72 93.81 CARUSO TURLEY SCOTT,INC Project Title: e 1215 W.RIO SALADO PARKWAY#200 Engineer: Project ID: T- TEMPE,AZ 85281 Project Descr: TUHM seorr (480)774-1700 'euntlnq rngincciv (480)774-1701 www.ctsaz.com Pr Med:19 AUG 2013,4:31 PM Steel Beam File=h:\_CBF16-1\13846P-1\CALCUL-1\panera.ec6 ENERCALC,INC.1983-2013,Build:6.13.3.31,Ver:6.13.3.31 0.r0r. Description: 131 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+S+H Dsgn.L= 0.93 ft 1 0.037 0.070 5.84 5.84 266.67 159.68 1.82 1.00 6.52 140.72 93.81 Dsgn.L= 5.96 ft 1 0.208 0.065 33.24 5.84 33.24 266.67 159.68 1.41 1.00 6.06 140.72 93.81 Dsgn.L= 6.10 ft 1 0.270 0.033 43.18 33.24 43.18 266.67 159.68 1.06 1.00 3.13 140.72 93.81 me Dsgn.L= 5.96 ft 1 0.271 0.030 43.20 35.21 43.20 266.67 159.68 1.04 1.00 2.80 140.72 93.81 Dsgn.L= 5.96 ft 1 0.220 0.061 35.21 9.74 35.21 266.67 159.68 1.32 1.00 5.74 140.72 93.81 Dsgn.L= 1.59 ft 1 0.061 0.070 9.74 9.74 266.67 159.68 1.64 1.00 6.52 140.72 93.81 +D+0.750Lr+0.750L+H Dsgn.L= 0.93 ft 1 0.068 0.130 10.91 10.91 266.67 159.68 1.82 1.00 12.18 140.72 93.81 Dsgn.L= 5.96 ft 1 0.389 0.121 . 62.12 10.91 62.12 266.67 159.68 1.41 1.00 11.33 140.72 93.81 Dsgn.L= 6.10 ft 1 0.505 0.062 80.69 62.12 80.69 266.67 159.68 1.06 1.00 5.85 140.72 93.81 Dsgn.L= 5.96 ft 1 0.506 0.056 80.72 65.80 80.72 266.67 159.68 1.04 1.00 5.24 140.72 93.81 Dsgn.L= 5.96 ft 1 0.412 0.114 65.80 18.21 65.80 266.67 159.68 132 1.00 10.72 140.72 93.81 Dsgn.L= 1.59 ft 1 0.114 0.130 18.21 18.21 266.67 159.68 1.64 1.00 12.18 140.72 93.81 +D+0.750L+0.750S+H Dsgn.L= 0.93 ft 1 0.037 0.070 5.84 5.84 266.67 159.68 1.82 1.00 6.52 140.72 93.81 Dsgn.L= 5.96 ft 1 0.208 0.065 33.24 5.84 33.24 266.67 159.68 1.41 1.00 6.06 140.72 93.81 Dsgn.L= 6.10 ft 1 0.270 0.033 43.18 33.24 43.18 266.67 159.68 1.06 1.00 3.13 140.72 93.81 Dsgn.L= 5.96 ft 1 0.271 0.030 43.20 35.21 43.20 266.67 159.68 1.04 1.00 2.80 140.72 93.81 Dsgn.L= 5.96 ft 1 0.220 0.061 35.21 9.74 35.21 266.67 159.68 1.32 1.00 5.74 140.72 93.81 Dsgn.L= 1.59 ft 1 0.061 0.070 9.74 9.74 266.67 159.68 1.64 1.00 6.52 140.72 93.81 +p+W+H , Dsgn.L= 0.93 ft 1 0.075 0.143 11.99 11.99 266.67 159.68 1.82 1.00 13.40 140.72 93.81 Dsgn.L= 5.96 ft 1 0.428 0.133 68.31 11.99 68.31 266.67 159.68 1.41 1.00 12.46 140.72 93.81 Dsgn.L= 6.10 ft 1 0.556 0.069 88.72 68.31 88.72 266.67 159.68 1.06 1.00 6.43 140.72 93.81 Dsgn.L= 5.96 ft 1 0.556 0.061 88.75 72.34 88.75 266.67 159.68 1.04 1.00 5.76 140.72 93.81 Dsgn.L= 5.96 ft 1 0.453 0.126 72.34 20.02 72.34 266.67 159.68 1.32 1.00 11.79 140.72 93.81 Dsgn.L= 1.59 ft 1 0.125 0.143 20.02 20.02 266.67 159.68 1.64 1.00 13.40 140.72 93.81 +D+0.70E+H Dsgn.L= 0.93 ft 1 0.037 0.070 5.84 5.84 266.67 159.68 1.82 1.00 6.52 140.72 93.81 Dsgn.L= 5.96 ft 1 0.208 0.065 33.24 5.84 33.24 266.67 159.68 1.41 1.00 6.06 140.72 93.81 Dsgn.L= 6.10 ft 1 0.270 0.033 43.18 33.24 43.18 266.67 159.68 1.06 1.00 3.13 140.72 93.81 Dsgn.L= 5.96 ft 1 0.271 0.030 43.20 35.21 43.20 266.67 159.68 1.04 1.00 2.80 140.72 93.81 Dsgn.L= 5.96 ft 1 0.220 0.061 35.21 9.74 35.21 266.67 159.68 1.32 1.00 5.74 140.72 93.81 Dsgn.L= 1.59 ft 1 0.061 0.070 9.74 9.74 266.67 159.68 1.64 1.00 6.52 140.72 93.81 +D+0.750Lr+0.75OL-#0.750W+H Dsgn.L= 0.93 ft 1 0.097 0.185 15.52 15.52 266.67 159.68 1.82 1.00 17.34 140.72 93.81 Dsgn.L= 5.96 ft 1 0.554 0.172 88.42 15.52 88.42 266.67 159.68 1.41 1.00 16.13 140.72 93.81 Dsgn.L= 6.10 ft 1 0.719 0.089 114.84 88.42 114.84 266.67 159.68 1.06 1.00 8.32 140.72 93.81 Dsgn.L= 5.96 ft 1 0.720 0.079 114.89 93.65 114.89 266.67 159.68 1.04 1.00 7.46 140.72 93.81 Dsgn.L= 5.96 ft 1 0.586 0.163 93.65 25.92 93.65 266.67 159.68 1.32 1.00 15.26 140.72 93.81 Dsgn.L= 1.59 ft 1 0.162 0.185 25.92 25.92 266.67 159.68 1.64 1.00 17.34 140.72 93.81 +D+0.750 L+0.750 S+0.750 W+H Dsgn.L= 0.93 ft 1 0.065 0.124 10.45 10.45 266.67 159.68 1.82 1.00 11.68 140.72 93.81 Dsgn.L= 5.96 ft 1 0.373 0.116 59.54 10.45 59.54 266.67 159.68 1.41 1.00 10.86 140.72 93.81 Dsgn.L= 6.10 ft 1 0.484 0.060 77.33 59.54 77.33 266.67 159.68 1.06 1.00 5.61 140.72 93.81 Dsgn.L= 5.96 ft 1 0.484 0.054 77.36 63.06 77.36 266.67 159.68 1.04 1.00 5.02 140.72 93.81 Dsgn.L= 5.96 ft 1 0.395 0.110 63.06 17.45 63.06 266.67 159.68 1.32 1.00 10.28 140.72 93.81 Dsgn.L= 1.59 ft 1 0.109 0.124 17.45 17.45 266.67 159.68 1.64 1.00 11.68 140.72 93.81 +D+0.750Lr+0.750L+0.5250E+H Dsgn.L= 0.93 ft 1 0.068 0.130 10.91 10.91 266.67 159.68 1.82 1.00 12.18 140.72 93.81 Dsgn.L= 5.96 ft 1 0.389 0.121 62.12 10.91 62.12 266.67 159.68 1.41 1.00 11.33 140.72 93.81 Dsgn.L= 6.10 ft 1 0.505 0.062 80.69 62.12 80.69 266.67 159.68 1.06 1.00 5.85 140.72 93.81 Dsgn.L= 5.96 ft 1 0.506 0.056 80.72 65.80 80.72 266.67 159.68 1.04 1.00 5.24 140.72 93.81 Dsgn.L= 5.96 ft 1 0.412 0.114 65.80 18.21 65.80 266.67 159.68 1.32 1.00 10.72 140.72 93.81 Dsgn.L= 1.59 ft 1 0.114 0.130 18.21 18.21 266.67 159.68 1.64 1.00 12.18 140.72 93.81 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 0.93 ft 1 0.037 0.070 5.84 5.84 266.67 159.68 1.82 1.00 6.52 140.72 93.81 Dsgn.L= 5.96 ft 1 0.208 0.065 33.24 5.84 33.24 266.67 159.68 1.41 1.00 6.06 140.72 93.81 Dsgn.L= 6.10 ft 1 0.270 0.033 43.18 33.24 43.18 266.67 159.68 1.06 1.00 3.13 140.72 93.81 Dsgn.L= 5.96 ft 1 0.271 0.030 43.20 35.21 43.20 266.67 159.68 1.04 1.00 2.80 140.72 93.81 Dsgn.L= 5.96 ft 1 0.220 0.061 35.21 9.74 35.21 266.67 159.68 1.32 1.00 5.74 140.72 93.81 Dsgn.L= 1.59 ft 1 0.061 0.070 9.74 9.74 266.67 159.68 1.64 1.00 6.52 140.72 93.81 +0.60D+W+H Dsgn.L= 0.93 ft 1 0.060 0.115 9.66 9.66 266.67 159.68 1.82 1.00 10.79 140.72 93.81 Dsgn.L= 5.96 ft 1 0.344 0.107 55.01 9.66 55.01 266.67 159.68 1.41 1.00 10.03 140.72 93.81 Dsgn.L= 6.10 ft 1 0.447 0.055 71.45 55.01 71.45 266.67 159.68 1.06 1.00 5.18 140.72 93.81 Dsgn.L= 5.96 ft 1 0.448 0.049 71.48 58.26 71.48 266.67 159.68 1.04 1.00 4.64 140.72 93.81 Dsgn.L= 5.96 ft 1 0.365 0.101 58.26 16.12 58.26 266.67 159.68 1.32 1.00 9.49 140.72 93.81 CARUSO TURLEY SCOTT,INC Project Title: Engineer: Project ID: 1215 W.RIO SALADO PARKWAY#200 o Project Descr: TEMPE,AZ 85281 ' r n- (480)774-1700 roun[Ip _�w• (480)774-1701 yiww.ctsaz.com Printed:l9AUG 2013,4:31 PM File=h:1 CBF16-1113846P-11CA1CUL-1lpanera.ec6 Steel Beam ENERCALC,INC.19832013,Build:6.13.3.31,Ver:6.13.3.31 . 1.11 I Dyz, Description: B1 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn.L= 1.59 ft 1 0.101 0.115 16.12 16.12 266.67 159.68 1.64 1.00 10.79 140.72 93.81 +0.60D+0.70E+H Dsgn.L= 0.93 ft 1 0.022 0.042 3.50 3.50 266.67 159.68 1.82 1.00 3.91 140.72 93.81 Dsgn.L= 5.96 ft 1 0.125 0.039 19.95 3.50 19.95 266.67 159.68 1.41 1.00 3.64 140.72 93.81 Dsgn.L= 6.10 ft 1 0.162 0.020 25.91 19.95 25.91 266.67 159.68 1.06 1.00 1.88 140.72 93.81 Dsgn.L= 5.96 ft 1 0.162 0.018 25.92 21.13 25.92 266.67 159.68 1.04 1.00 1.68 140.72 93.81 Dsgn.L= 5.96 ft 1 0.132 0.037 21.13 5.85 21.13 266.67 159.68 1.32 1.00 3.44 140.72 93.81 Dsgn.L= 1.59 ft 1 0.037 0.042 5.85 5.85 266.67 159.68 1.64 1.00 3.91 140.72 93.81 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max.'+"Defl Location in Span D+ir+W 1 1.3611 13.383 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 20.949 20.949 D Only 6.520 6.520 Lr Only 7.553 7.553 W Only 6.877 6.877 D+Lr 14.073 14.073 D+W 13.397 13.397 D+Lr+W 20.949 20.949 ! ! CARUSO TURLEY SCOTT, INC Project Title: _) 1215 W.RIO SALADO PARKWAY#200 Engineer: Proiect ID: TEMPE,AZ 85281 Project Descr: sdorr (480)774-1700 "'Soong nu,n,° (480)774-1701 ' Pog www.ctsaz.com Printed:21 AUG 2013,4:57PM Steed Beam File=h:1-CBF16--1113846P-11CALCUL-1lpanera.ec6 ENERCALC,INC.1983-2013,Build:6.13.3.31,Ver:6.13.3.31 1.111. Description: B2 CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam bracing is defined as a set spacing over all spans E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-05 Unbraced Lengths First Brace starts at 1.0 ft from Left-Most support Regular spacing of lateral supports on length of beam=6.0 ft D 0.456 Lr 0.57 W 0.519 D 0.7SP = "(§1") Span =21.Oft 0ft W1 2x26 W 12x26 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weiqht calculated and added to loads Load for Span Number 1 Uniform Load: D=0.4560, Lr=0.570, W=0.5190 k/ft, Tributary Width=1.0 ft Load for Span Number 2 Uniform Load: D=0.4560, Lr=0.570, W=0.5190 k/ft, Tributary Width=1.0 ft Point Load: D=6.520, Lr=7.550, W=6.880 k(a)1.0 ft DESIGN SUMMARY ,- -- ---- _--...-- ----- ------ ._.._ Maximum Bending Stress Ratio = 0.687: 1 Maximum Shear Stress Ratio= ' 0.332 : 1 Section used for this span W1 2x26 Section used for this span W1 2x26 Ma:Applied 62.882 k-ft Va:Applied 18.641 k Mn/Omega:Allowable 91.490 k-ft Vn/Omega:Allowable 56.120 k Load Combination +D+0.750Lr+0.750L+0.750W+H Load Combination +D+0.750Lr+0.750L+0.750W+H I Location of maximum on span 9.854ft Location of maximum on span 21.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.363 in Ratio= 693 Max Upward L+Lr+S Deflection -0.047 in Ratio= 505 Max Downward Total Deflection 1.000 in Ratio= 252 Max Upward Total Deflection -0.131 in Ratio= 184 __.............. .-._................. .._.._.._.._..__... .....__...._._.._..._... - ..._.._ Maximum Forces&Stresses for Load Combinations , Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn.L= 0.97 ft 1 0.047 0.084 4.37 4.37 155.00 92.81 1.76 1.00 4.74 84.18 56.12 Dsgn.L= 5.98 ft 1 0.229 0.076 21.29 4.37 21.29 155.00 92.81 1.35 1.00 4.27 84.18 56.12 Dsgn.L= 5.98 ft 1 0.255 0.027 23.30 21.00 23.30 152.79 91.49 1.01 1.00 1.49 84.18 56.12 Dsgn.L= 5.98 ft 1 0.226 0.078 21.00 3.48 21.00 155.00 92.81 1.34 1.00 4.37 84.18 56.12 Dsgn.L= 2.10 ft 1 0.073 0.125 3.48 -6.76 6.76 155.00 92.81 2.09 1.00 7.00 84.18 56.12 Dsgn.L= 1.00 ft 2 0.073 0.125 -6.76 6.76 155.00 92.81 1.00 1.00 7.00 84.18 56.12 +D+L+H Dsgn.L= 0.97 ft 1 0.047 0.084 4.37 4.37 155.00 92.81 1.76 1.00 4.74 84.18 56.12 Dsgn.L= 5.98 ft 1 0.229 0.076 21.29 4.37 21.29 155.00 92.81 1.35 1.00 4.27 84.18 56.12 Dsgn.L= 5.98 ft 1 0.255 0.027 23.30 21.00 23.30 152.79 91.49 1.01 1.00 1.49 84.18 56.12 Dsgn.L= 5.98 ft 1 0.226 0.078 21.00 3.48 21.00 155.00 92.81 1.34 1.00 4.37 84.18 56.12 Dsgn.L= 2.10 ft 1 0.073 0.125 3.48 -6.76 6.76 155.00 92.81 2.09 1.00 7.00 84.18 56.12 Dsgn.L= 1.00 ft 2 0.073 0.125 -6.76 6.76 155.00 92.81 1.00 1.00 7.00 84.18 56.12 +D+Lr+H Dsgn.L= 0.97 ft 1 0.103 0.184 9.54 9.54 155.00 92.81 1.76 1.00 10.35 84.18 56.12 Dsgn.L= 5.98 ft 1 0.501 0.166 46.52 9.54 46.52 155.00 92.81 1.35 1.00 9.33 84.18 56.12 CARUSO TURLEY SCOTT,INC Project Title: 1215 W.RIO SALADO PARKWAY#200 Engineer: Project ID: TEMPE,AZ 85281 Project Descr: scow (480)774-1700 ,,r,.d•, •w• (480)774-1701 www.ctsaz.com Printed:21 AUG 2013,4:57RA File=h:\_CBF16-1113846P-11CALCUL-1lpanera.ec6 Steel Beam ENERCALC,INC.1983-2013,Build:6.13.3.31,Ver6.13.3.31 Description: B2 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Me-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn.L= 5.98 ft 1 0.557 0.058 50.93 45.92 50.93 152.79 91.49 1.01 1.00 3.24 84.18 56.12 Dsgn.L= 5.98 ft 1 0.495 0.170 45.92 7.74 45.92 155.00 92.81 1.34 1.00 9.53 84.18 56.12 Dsgn.L= 2.10 ft 1 0.157 0.269 7.74 -14.60 14.60 155.00 92.81 2.09 1.00 15.12 84.18 56.12 Dsgn.L= 1.00 ft 2 0.157 0.269 -14.60 14.60 155.00 92.81 1.00 1.00 15.12 84.18 56.12 +D+S+H Dsgn.L= 0.97 ft 1 0.047 0.084 4.37 4.37 155.00 92.81 1.76 1.00 4.74 84.18 56.12 Dsgn.L= 5.98 ft 1 0.229 0.076 21.29 4.37 21.29 155.00 92.81 1.35 1.00 4.27 84.18 56.12 Dsgn.L= 5.98 ft 1 0.255 0.027 23.30 21.00 23.30 152.79 91.49 1.01 1.00 1.49 84.18 56.12 Dsgn.L= 5.98 ft 1 0.226 0.078 21.00 3.48 21.00 155.00 92.81 1.34 1.00 4.37 84.18 56.12 Dsgn.L= 2.10 ft 1 0.073 0.125 3.48 -6.76 6.76 155.00 92.81 2.09 1.00 7.00 84.18 56.12 Dsgn.L= 1.00 ft 2 0.073 0.125 -6.76 6.76 155.00 92.81 1.00 1.00 7.00 84.18 56.12 +D+0.750Lr+0.750L+H Dsgn.L= 0.97 ft 1 0.089 0.159 8.25 8.25 155.00 92.81 1.76 1.00 8.95 84.18 56.12 Dsgn.L= 5.98 ft 1 0.433 0.144 40.21 8.25 40.21 155.00 92.81 1.35 1.00 8.07 84.18 56.12 Dsgn.L= 5.98 ft 1 0.481 0.050 44.02 39.69 44.02 152.79 91.49 1.01 1.00 2.81 84.18 56.12 Dsgn.L= 5.98 ft 1 0.428 0.147 39.69 6.68 39.69 155.00 92.81 1.34 1.00 8.24 84.18 56.12 Dsgn.L= 2.10 ft 1 0.136 0.233 6.68 -12.64 12.64 155.00 92.81 2.09 1.00 13.09 84.18 56.12 Dsgn.L= 1.00 ft 2 0.136 0.233 -12.64 12.64 155.00 92.81 1.00 1.00 13.09 84.18 56.12 +D+0.750L+0.750S+H Dsgn.L= 0.97 ft 1 0.047 0.084 4.37 4.37 155.00 92.81 1.76 1.00 4.74 84.18 56.12 Dsgn.L= 5.98 ft 1 0.229 0.076 21.29 4.37 21.29 155.00 92.81 1.35 1.00 4.27 84.18 56.12 Dsgn.L= 5.98 ft 1 0.255 0.027 23.30 21.00 23.30 152.79 91.49 1.01 1.00 1.49 84.18 56.12 Dsgn.L= 5.98 ft 1 0.226 0.078 21.00 3.48 21.00 155.00 92.81 1.34 1.00 4.37 84.18 56.12 Dsgn.L= 2.10 ft 1 0.073 0.125 3.48 -6.76 6.76 155.00 92.81 2.09 1.00 7.00 84.18 56.12 Dsgn.L= 1.00 ft 2 0.073 0.125 -6.76 6.76 155.00 92.81 1.00 1.00 7.00 84.18 56.12 +O Dsgn. Dsgn.L= 0.97 ft 1 0.098 0.175 9.08 9.08 155.00 92.81 1.76 1.00 9.85 84.18 56.12 Dsgn.L= 5.98 ft 1 0.477 0.158 44.26 9.08 44.26 155.00 92.81 1.35 1.00 8.88 84.18 56.12 Dsgn.L= 5.98 ft 1 0.530 0.055 48.45 43.69 48.45 152.79 91.49 1.01 1.00 3.09 84.18 56.12 Dsgn.L= 5.98 ft 1 0.471 0.162 43.69 7.36 43.69 155.00 92.81 1.34 1.00 9.07 84.18 56.12 Dsgn.L= 2.10 ft 1 0.150 0.257 7.36 -13.90 13.90 155.00 92.81 2.09 1.00 14.40 84.18 56.12 Dsgn.L= 1.00 ft 2 0.150 0.257 -13.90 13.90 155.00 92.81 1.00 1.00 14.40 84.18 56.12 +D+0.70E+H Dsgn.L= 0.97 ft 1 0.047 0.084 4.37 4.37 155.00 92.81 1.76 1.00 4.74 84.18 56.12 Dsgn.L= 5.98 ft 1 0.229 0.076 21.29 4.37 21.29 155.00 92.81 1.35 1.00 4.27 84.18 56.12 Dsgn.L= 5.98 ft 1 0.255 0.027 23.30 21.00 23.30 152.79 91.49 1.01 1.00 1.49 84.18 56.12 Dsgn.L= 5.98 ft 1 0.226 0.078 21.00 3.48 21.00 155.00 92.81 1.34 1.00 4.37 84.18 56.12 Dsgn.L= 2.10 ft 1 0.073 0.125 3.48 -6.76 6.76 155.00 92.81 2.09 1.00 7.00 84.18 56.12 Dsgn.L= 1.00 ft 2 0.073 0.125 -6.76 6.76 155.00 92.81 1.00 1.00 7.00 84.18 56.12 +D+0.750Lr+0.750L+0.750W+H Dsgn.L= 0.97 ft 1 0.127 0.228 11.78 11.78 155.00 92.81 1.76 1.00 12.78 84.18 56.12 Dsgn.L= 5.98 ft 1 0.619 0.205 57.44 11.78 57.44 155.00 92.81 1.35 1.00 11.52 84.18 56.12 Dsgn.L= 5.98 ft 1 0.687 0.071 62.88 56.71 62.88 152.79 91.49 1.01 1.00 4.00 84.18 56.12 Dsgn.L= 5.98 ft 1 0.611 0.210 56.71 9.58 56.71 155.00 92.81 1.34 1.00 11.77 84.18 56.12 Dsgn.L= 2.10 ft 1 0.194 0.332 9.58 -17.99 17.99 155.00 92.81 2.09 1.00 18.64 84.18 56.12 Dsgn.L= 1.00 ft 2 0.194 0.332 -17.99 17.99 155.00 92.81 1.00 1.00 18.64 84.18 56.12 +0+0.750L+0.750S+0.750W+H Dsgn.L= 0.97 ft 1 0.085 0.153 7.90 7.90 155.00 92.81 1.76 1.00 8.57 84.18 56.12 Dsgn.L= 5.98 ft 1 0.415 0.138 38.52 7.90 38.52 155.00 92.81 1.35 1.00 7.73 84.18 56.12 Dsgn.L= 5.98 ft 1 0.461 0.048 42.16 38.02 42.16 152.79 91.49 1.01 1.00 2.69 84.18 56.12 Dsgn.L= 5.98 ft 1 0.410 0.141 38.02 6.39 38.02 155.00 92.81 1.34 1.00 7.90 84.18 56.12 Dsgn.L= 2.10 ft 1 0.131 0.224 6.39 -12.12 12.12 155.00 92.81 2.09 1.00 12.55 84.18 56.12 Dsgn.L= 1.00 ft 2 0.131 0.224 -12.12 12.12 155.00 92.81 1.00 1.00 12.55 84.18 56.12 +D+0.750Lr+0.750L+0.5250E+H Dsgn.L= 0.97 ft 1 0.089 0.159 8.25 8.25 155.00 92.81 1.76 1.00 8.95 84.18 56.12 Dsgn.L= 5.98 it 1 0.433 0.144 40.21 8.25 40.21 155.00 92.81 1.35 1.00 8.07 84.18 56.12 Dsgn.L= 5.98 ft 1 0.481 0.050 44.02 39.69 44.02 152.79 91.49 1.01 1.00 2.81 84.18 56.12 Dsgn.L= 5.98 ft 1 0.428 0.147 39.69 6.68 39.69 155.00 92.81 1.34 1.00 8.24 84.18 56.12 Dsgn.L= 2.10 ft 1 0.136 0.233 6.68 -12.64 12.64 155.00 92.81 2.09 1.00 13.09 84.18 56.12 Dsgn.L= 1.00 ft 2 0.136 0.233 -12.64 12.64 155.00 92.81 1.00 1.00 13.09 84.18 56.12 +0,+0.750L+0.750S+0.5250E+H Dsgn.L= 0.97 ft 1 0.047 0.084 4.37 4.37 155.00 92.81 1.76 1.00 4.74 84.18 56.12 Dsgn.L= 5.98 ft 1 0.229 0.076 21.29 4.37 21.29 155.00 92.81 1.35 1.00 4.27 84.18 56.12 Dsgn.L= 5.98 ft 1 0.255 0.027 23.30 21.00 23.30 152.79 91.49 1.01 1.00 1.49 84.18 56.12 Dsgn.L= 5.98 ft 1 0.226 0.078 21.00 3.48 21.00 155.00 92.81 1.34 1.00 4.37 84.18 56.12 Dsgn.L= 2.10 ft 1 0.073 0.125 3.48 -6.76 6.76 155.00 92.81 2.09 1.00 7.00 84.18 56.12 Dsgn.L= 1.00 ft 2 0.073 0.125 -6.76 6.76 155.00 92.81 1.00 1.00 7.00 84.18 56.12 +0.60D+W+H Dsgn.L= 0.97 ft 1 0.079 0.142 7.33 7.33 155.00 92.81 1.76 1.00 7.95 84.18 56.12 CARUSO TURLEY SCOTT,INC Project Title: { 1215 W.RIO SALADO PARKWAY#200 Engineer: Project ID: TEMPE,AZ 85281 Project Descr: 7URUY scow (480)774-1700 ;a[u[Ing „a,a,• (480)774-1701 rn9inrcis www.ctsaz.com Printed:21 AUG 2013,4:57PM Steed Beam File=h:1_CBF16-1113B46P-11CALCUL-1lpanera.ec6 ENERCALC,INC.1983-2013,Build:6.13.3.31,Ver:6.13.3.31 0.rrr. Description: B2 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn.L= 5.98 ft 1 0.385 0.128 35.75 7.33 35.75 155.00 92.81 1.35 1.00 7.17 84.18 56.12 Dsgn.L= 5.98 ft 1 0.428 0.044 39.13 35.29 39.13 152.79 91.49 1.01 1.00 2.49 84.18 56.12 Dsgn.L= 5.98 ft 1 0.380 0.130 35.29 5.96 35.29 155.00 92.81 1.34 1.00 7.32 84.18 56.12 Dsgn.L= 2.10 ft 1 0.121 0.207 5.96 -11.20 11.20 155.00 92.81 2.09 1.00 11.60 84.18 56.12 Dsgn.L= 1.00 ft 2 0.121 0.207 -11.20 11.20 155.00 92.81 1.00 1.00 11.60 84.18 56.12 +0.60D+0.70E+H Dsgn.L= 0.97 ft 1 0.028 0.051 2.62 2.62 155.00 92.81 1.76 1.00 2.84 84.18 56.12 Dsgn.L= 5.98 ft 1 0.138 0.046 12.78 2.62 12.78 155.00 92.81 1.35 1.00 2.56 84.18 56.12 Dsgn.L= 5.98 ft 1 0.153 0.016 13.98 12.60 13.98 152.79 91.49 1.01 1.00 0.89 84.18 56.12 Dsgn.L= 5.98 It 1 0.136 0.047 12.60 2.09 12.60 155.00 92.81 1.34 1.00 2.62 84.18 56.12 Dsgn.L= 2.10 ft 1 0.044 0.075 2.09 -4.06 4.06 155.00 92.81 2.09 1.00 4.20 84.18 56.12 Dsgn.L= 1.00 ft 2 0.044 0.075 4.06 4.06 155.00 92.81 1.00 1.00 4.20 84.18 56.12 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max."'Defl Location in Span Load Combination Max."+"Defl Location in Span D+Lr+W 1 1.0003 10.338 0.0000 0.000 2 0.0000 10.338 D+Lr+W -0.1305 1.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 15.461 40.052 D Only 4.739 12.385 Lr Only 5.612 14.478 W Only 5.110 13.188 D+Lr 10.351 26.864 D+W 9.849 25.574 D+Lr+W 15.461 40.052 f t i t 1 CARUSO TURLEY SCOTT Job Name � `•st .t' : structural engineers 1215 W. Rio Salado Parkway, Suite 200 Tempe,Arizona 85281 Job No. -b LA Sheet No.p�t T:480 774-1700 - F:480 774-1701 www.clsaz.com By Date 3- �p� � 25,33 - + �1SQ��v�.``1 = co ` w,.� = X8.2 �s�,►a� Cco'� = log Q!- WL.- Use, W t2 x2C8 (Se SLn1-b�r4- � 1 CARUSO TURLEY SCOTT,INC Project Title: 1215 W.RIO SALADO PARKWAY#200 Engineer: Project ID: CAR". TEMPE,AZ 85281 Project Descr: TURLEY 5- (480)774-1700 f.-rig !w (480)774-1701 rn9in.... www.ctsaz.com Printed:21 AUG 2013,4:58PM Steel Beam File=h:1_CBF16-1113B46P-11CALCUL-tlpanera.ec6 r.rrr. ENERCALC,INC.1983-2013,Build:6.13.3.31,Ver:6.13.3.31 _ _ Description: B3 ai CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set :ASCE 7-05 f n► Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-05 --..._._ ......... _ --...--------- I D 0.712 Lr 0.28 W 0.255 i Span =25.330 ft W21x44 -- ..._._..---------------...---................._......_._....._.....__....._....._.._.._._...._...._._............... ........................ ...-........_..-------....._._..._......__........._........._.. Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weiqht calculated and added to loads Uniform Load: D=0.7120, Lr=0.280, W=0.2550 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY _� • Maximum Bending Stress Ratio ------ --------- 9 = 0.390: 1 Maximum Shear Stress Ratio= 0.101 : 1 Section used for this span W21x44 Section used for this span W21x44 Ma :Applied 92.833 k-ft Va:Applied 14.660 k Mn/Omega:Allowable 238.024 k-ft Vn/Omega:Allowable 144.90 k Load Combination +D+0.750Lr+0.750L+0.750W+H Load Combination +D+0.750Lr+0.750L+0.750W+H Location of maximum on span 12.665ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.107 in Ratio= 2,842 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<600 Max Downward Total Deflection 0.493 in Ratio= 616 Max Upward Total Deflection 0.000 in Ratio= 0<600 . __ .......____ _.. - --- Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn.L= 25.33 ft 1 0.255 0.066 60.65 60.65 397.50 238.02 1.00 1.00 9.58 217.35 144.90 +D+L+H Dsgn.L= 25.33 ft 1 0.255 0.066 60.65 60.65 397.50 238.02 1.00 1.00 9.58 217.35 144.90 +D+Lr+H Dsgn.L= 25.33 ft 1 0.349 0.091 83.11 83.11 397.50 238.02 1.00 1.00 13.12 217.35 144.90 +D+S+H Dsgn.L= 25.33 ft 1 0.255 0.066 60.65 60.65 397.50 238.02 1.00 1.00 9.58 217.35 144.90 +D+0.750Lr+0.750L+H Dsgn.L= 25.33 It 1 0.326 0.084 77.49 77.49 397.50 238.02 1.00 1.00 12.24 217.35 144.90 +0+0.750L+0.750S+H Dsgn.L= 25.33 ft 1 0.255 0.066 60.65 60.65 397.50 238.02 1.00 1.00 9.58 217.35 144.90 +D+W+H Dsgn.L= 25.33 It 1 0.341 0.088 81.10 81.10 397.50 238.02 1.00 1.00 12.81 217.35 144.90 +D+0.70E+H Dsgn.L= 25.33 It 1 0.255 0.066 60.65 60.65 397.50 238.02 1.00 1.00 9.58 217.35 144.90 +D+0.750Lr+0.750L+0.750W+H Dsgn.L= 25.33 ft 1 0.390 0.101 92.83 92.83 397.50 238.02 1.00 1.00 14.66 217.35 144.90 +D+0.750L+0.750S+0.750W+H Dsgn.L= 25.33 ft 1 0.319 0.083 75.99 75.99 397.50 238.02 1.00 1.00 12.00 217.35 144.90 +D+0.750Lr+0.750L+0.5250E+H Dsgn.L= 25.33 It 1 0.326 0.084 77.49 77.49 397.50 238.02 1.00 1.00 12.24 217.35 144.90 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 25.33 It 1 0.255 0.066 60.65 60.65 397.50 238.02 1.00 1.00 9.58 217.35 144.90 CARUSO TURLEY SCOTT,INC Project Title: a Project ID: 1215 W.RIO SALADO PARKWAY#200 Engineer: �o TEMPE,AZ 85281 Project Descr: sco (480)774-1700 _�w• (480)774-1701 rngimci= Printed:21 AUG 2013,4:58Pkt www.ctsaz.com File=h:\CBF16-1\13846P-1\CALCUL-1\panera.ec6 Steel Beam ENERCALC,INC.1983-2013,Build:6.13.3.31,Ver:6.13.3.31 Description: B3 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +0.60D+W+H Dsgn.L= 25.33 It 1 0.239 0.062 56.84 56.84 397.50 238.02 1.00 1.00 8.98 217.35 144.90 +0.60D+0.70E+H 36.39 397.50 238.02 1.00 1.00 5.75 217.35 144.90 Dsgn.L= 25.33 ft 1 0.153 0.040 36.39 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.''Defl Location in Span Load Combination Max.'+"Defl Location in Span D+Lr+W 1 0.4931 12.792 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 16.354 16.354 D Only 9.578 9.578 Lr Only 3.546 3.546 W Only 3.230 3.230 D+Lr 13.124 13.124 Dory 12.808 12.808 D+Lr+W 16.354 16.354 CARUSO TURLEY SCOTT,INC Project Title: tr 1215 W.RIO SALADO PARKWAY#200 Engineer: Project ID: T- TEMPE,AZ 85281 Project Descr: TURM sca- (480)774-1700 rouu tlnp • (480)774-1701 lf,g IIICCIf www.ctsaz,com Printed:20 AUG 2013.11:14MA Steel Beam File=h:1-CBF16-1113846P-1tCALCUL-1lpanera.ec6 rf ENERCALC,INC.1983-2013,Build:6.13.3.31,Ver:6.13.3.31 Description: B4 CODE REFERENCES Calculations per AISC 360-05, IBC 2006,CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-05 -----... ------ ---....._...---- __..._._-...._-...----.._.._...-..._........_....._................_...-....._..........-....--------...---........---._............... - ---- D 0.621 Lr 0.12 W 0.109 I � j Span = 10.0 ft W1 2x26 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weiqht calculated and added to loads Uniform Load: D=0.6210, Lr=0.120, W=0.1090 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY _ ....... -_..__.... .. ... _ ...._.._ _ .__.._._ Maximum Bending Stress Ratio = 0.110: 1 Maximum Shear Stress Ratio= 0.073 : 1 Section used for this span W12x26 Section used for this span W1 2x26 Ma:Applied 10.235 k-ft Va:Applied 4.094 k Mn/Omega:Allowable 92.814 k-ft Vn/Omega:Allowable 56.120 k Load Combination +D+0.750Lr+0.750L+0.750W+H Load Combination +D+0.750Lr+0.750L+0.750W+H Location of maximum on span 5,000ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.005 in Ratio= 26,084 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<600 Max Downward Total Deflection 0.034 in Ratio= 3573 Max Upward Total Deflection 0.000 in Ratio= 0<600 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn.L= 10.00 ft 1 0.087 0.058 8.09 8.09 155.00 92.81 1.00 1.00 3.24 84.18 56.12 +D+L+H Dsgn.L= 10.00 ft 1 0.087 0.058 8.09 8.09 155.00 92.81 1.00 1.00 3.24 84.18 56.12 +D+Lr+H Dsgn.L= 10.00 ft 1 0.103 0.068 9.59 9.59 155.00 92.81 1.00 1.00 3.84 84.18 56.12 +D+S+H Dsgn.L= 10.00 ft 1 0.087 0.058 8.09 8.09 155.00 92.81 1.00 1.00 3.24 84.18 56.12 +D+0.750Lr+0.750L+H Dsgn.L= 10.00 ft 1 0.099 0.066 9.21 9.21 155.00 92.81 1.00 1.00 3.69 84.18 56.12 +0+0.750L+0.750S+H Dsgn.L= 10.00 ft 1 0.087 0.058 8.09 8.09 155.00 92.81 1.00 1.00 3.24 84.18 56.12 +D+W+H Dsgn.L= 10.00 ft 1 0.102 0.067 9.45 9.45 155.00 92.81 1.00 1.00 3.78 84.18 56.12 +D+0.70E+H Dsgn.L= 10.00 ft 1 0.087 0.058 8.09 8.09 155.00 92.81 1.00 1.00 3.24 84.18 56.12 +D40.750Lr+0.750L+0.750W+H Dsgn.L= 10.00 ft 1 0.110 0.073 10.23 10.23 155.00 92.81 1.00 1.00 4.09 84.18 56.12 +D+0.750L+0.750S+0.750W+H Dsgn.L= 10.00 ft 1 0.098 0.065 9.11 9.11 155.00 92.81 1.00 1.00 3.64 84.18 56.12 +D+0.750Lr+0.750L+0.5250E+H Dsgn.L= 10.00 ft 1 0.099 0.066 9.21 9.21 155.00 92.81 1.00 1.00 3.69 84.18 56.12 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 10.00 ft 1 0.087 0.058 8.09 8.09 155.00 92.81 1.00 1.00 3.24 84.18 56.12 CARUSO TURLEY SCOTT,INC Project Title: t f 1215 W.RIO SALADO PARKWAY#200 Engineer: Proiect ID: ' 7 � TEMPE,AZ 85281 Project Descr: scorr (480)774-1700 (480)774-1701 rmrwr• er�lirrers Printed:20 AUG 2013.11:14AM www.ctsaz.com File=h:1_CBFt6-1113846P-11CALCUL-1lpanera.ec6 Steel Beam ENERCALC,INC.1983-2013,Build:6.13.3.31,Ver:6.13.3.31 Description: B4 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega -f9.60D+W+H Dsgn.L= 10.00 ft 1 0.067 0.044 6.22 6.22 155.00 92.81 1.00 1.00 2.49 84.18 56.12 +0.60D+0.70E+H 4.85 155.00 92.81 1.00 1.00 1.94 84.18 56.12 Dsgn.L= 10.00 ft 1 0.052 0.035 4.85 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.-'Defl Location in Span Load Combination Max.'+^Defl Location in Span D+Lr+W 1 0.0336 5.050 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.380 4.380 D Only 3.235 3.235 Lr Only 0.600 0.600 W Only 0.545 0.545 D+Lr 3.835 3.835 D+W 3.780 3.780 D+Lr+W 4.380 4.380 i t CARUSO TURLEY SCOTT Job Name _'1111 01 structural engineers 1215 W. Rio Salado Parkway, Suite 200 Tempe,Arizona 85281 T:480 774-1700 • F:480 774-1701 Job No. Sheet No. -712-'0- www.ctsaz.com By Date y,'7y kr, + , r7s(s,(0� � �- .''15 (5 .1 kw�� + 2- 1 4.6 k_TL co"x (y" _ 8y ^'L I M 1-41 Va. — I ''��' _ r-1G12 Ib',� der ; ��.�, �aP I S ce _ 9 9 2 110',., Ccs (.bzq'w U x „ CARUSO TURLEY SCOTT Jo b Name structural engineers 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No. 13 —O'J Sheet No. T:480 774-1700 • F:480 774-1701 B S M 1L Date www.dsoz.com y 65 � 0 t ao p L C 14C�`f� r ,-A\, r S� f�A, o v-I LtD V o �- F � Caruso Turley Scott,Inc Project Title: Panera y� 1215 W.Rio Salado Pkwy,Suite 200 Engineer: SMK Proiect ID: 13-846 TcARu50 Tempe,AZ 85281 Project Descr: TURLEY scOTT www.ctsaz.com nsulling :Inline 480-774-1700 engin Printed:27 AUG 2013,8:07PPd Steel Beam File=H:1—CBF16-1113846P-11CALCUL-1lpanera.ec6 1ENERCALC,INC.1983-2013,Build:6.13.3.31,Ver:6.13.3.31 • 1. 11. Description: B5 CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 46.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-05 --..._.. ---.........__.._._._..--._........--..._........- .--.._........_._......_...._..-._..------.--- --- ------- I D 0.048 Lr 0.06 Span =25.0 ft HSS8x6x3/8 .....................-- Applied Loads Service loads entered Load Factors will be applied for calculations Beam self weight calculated and added to loads Uniform Load: D=0.0480, Lr=0.060 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY - ■■ _......... --m-* _._._ — Maxlmum Bendin Stress Ratio ------ --------- ---- --------- 9 0.198: 1 Maximum Shear Stress Ratio= 0.022 : 1 Section used for this span HSS8x6x3/8 Section used for this span HSS8x6x3/8 Ma:Applied 10.977 k-ft Va:Applied 1.756 k Mn/Omega:Allowable 55.319 k-ft Vn/Omega:Allowable 80.208 k Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span 12.500ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.232 in Ratio= 1,294 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.543 in Ratio= 553 Max Upward Total Deflection 0.000 in Ratio= 0<240 -- _.-...........--..._._._.........._......_........_.__..........._._..........._................__..._.........._...._.__..........._................_._._.._.. ------- Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.'"Defl Location in Span Load Combination Max."+"Defl Location in Span D+Lr 1 0.5427 12.625 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.756 1.756 D Only 1.006 1.006 Lr Only 0.750 0.750 D+Lr 1.756 1.756 Project Title: Panera Caruso Turley Scott,Inc Engineer: SMK Project ID: 13-846 Irr 1215 W.Rio Salado Pkwy,Suite 200 Project Descr: nau Tempe,AZ 85281 xon www.ctsaz.com Desalting +i 480-774-1700 Printed:27 AUG 2013,8:05Pk1 engineers File�H.�_ �,-I\CALCUL-1�panera.ej 6St@@I B@antENERCAl&6.13.3.31, • Description: B5 Weak Axis CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-05 Material Properties Fy:Steel Yield: 46.0 ksi Analysis Method: Allowable Strength Design E:Modulus: 29,000.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling Bending Axis: Major Axis Bending Load Combination ASCE 7-05 ---------- i W'111 161 .. ... ...... . ..... ._. __. . . . .. Span =25.0 ft HSS8x6x3/8 __------_ ----..._ - Service loads entered.Load Factors will be applied for ca cu I a tions. Applied Loads Beam self weiqht calculated and added to loads Uniform Load: W=0.1610 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY _..... ......_ 0.030 : 1 -- - - 0.273: 1 Maximum Shear Stress Ratio= � Maximum Bending Stress Ratio = n used for this span HSS8x6x3/8 Sectio Section used for this span HSS8x6x3/8 Va:Applied 2.419 k Ma:Applied 15.118 k-ft 80.208 k Mn/Omega:Allowable 55.319 k-ft Vn/Omega:Allowable +D+W+H Load Combination +D+W+H Load Combination 12.500ft Location of maximum on span 0.000 ft Location of maximum on span San#1 Span#where maximum occurs Span#1 Span#where maximum occurs P Maximum Deflection Ratio= 0<360 Max Downward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Upward L+Lr+S Deflection 0.000 in Max Downward Total Deflection 0.747 in Ratio= 401 Max Upward Total Deflection 0.000 in Ratio= 0<240 Overall Maximum Deflections-Unfactored Loads Max."+"Dell Location in Span Load Combination an Max."'Defl Location in Span Load Combination 0.0000 0.000 D+W 1 0.7474 12.625 Support notation:Far left is#1 Values in KIPS Vertical Reactions-Unfactored Load Combination Support 1 Support 2 Overall MAXimum 2.419 2.419 D Only 0.406 0.406 W Only 2.013 2.013 D+W 2.419 2.419 CARUSO TURLEY SCOTT Job Name structural engineers 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 T.480 774-1700 - F:480 774-1701 Job No, �� -�ir3�1(o Sheet No. www.ctsaz.com By Date LA.b9 SD P1�� w�� = 2OPs4'L�..�1c..'lz) r-L'._ i l>�v� = ICpps �"3S'IZ� - S Ip PLAr 319 Lo, I los PI ,�-+ ,�i5(3 G�p1 ,`� ,rte 03t�QE z� CARUSO TURLEY SCOTT Job Name OiA 4' Estructural engineers 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No. 1'�> — 4' Sheet No. •�``�� T:480 774-1700 • F:480 774-1701 www.ctsaz.com By Date LLS2 CARUSO TURLEY SCOTT Job Name a} -e✓1 6k_ structural engineers 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No. Sheet No. �ib T:480 774-1700 • F:480 774-1701 IN www.ctsaz.com BDate la—16 0 + -,;L-o PS -C I 1�1__) IQ,L3L Lo .� I f CARUSO Job Name +w TURLEY scoTr,INC. DESIGN No. Page DESIGN DATA: By Date b fm= 1,500 psi Specified masonry compressive strength Fb= 500 psi Allowable Bending Stress ~ Fv= 38.7 psi Allowable Shear Stress b= 7.625 in. Actual masonry thickness or width coverE = 4 in. Cover at reinforcing-bottom face to steel centroid Special Inspection= es ("yes"or"no') Special Inspection-for full allowable stress values n= 21.48 Modular Ratio-Em=900'fm 8" Masonry Lintel Capacities (2006 IBC) Special Inspection Required The Shear Stress is determined at the reaction.(sec 2.3.5.5 in ACI 530-051 ALLOWABLE UNIFORM LOAD (plf) Allowable Allowable Shear(#) LINTEL LENGTH(ft) Lintel Height Reinforcing Moment(ft-#] [no steel] [with steel] 2 3 4 5 6 7 8 9 10 y5�440 631 544711A,- ".". 7izrz _1#iat 1116, : m5 : V-4" 16 2#5 [60ksi) 8,125 3,544 10,631 3,544 2,363 1,772 1,418 1,181 1,013 -886 788 650 -,xF''- _ .�=_9 .� ' �i44_; - s' �_ i_3l?,_�__e��8�,.� 1,"18.', 133e�. ��99:a:%• 24 2#4 [40ksil 9,488 5,906 17,719 5,906 3,938 2,953 2363 1,9_69 1,549 1,186 937 759 3 , ;�aMq 3r 24 2#6 60ksi 21,548 5,906 17,719 5,906 3,938 2953 2,363 1,969 1,668 1,477 1,313 1,181 �zC .r i r9 '� 467 a B.269 * 7�BO6 88 9 2'-8•' 32 2#5 [60ksi] 24,786 8,269 24,806 8,269 5,513 4.134 3,308 2,756 2,363 2,067 1,838 1 654 40 2#4~[40ksi] 17,473 10,631 31,894 10,631 7,0885 316 4,253 3,544 2,853 2,184 1,726 1.398 : kSs2k5 [661C5 2f4? 1Q83 31e89q a 'Id_631 w1a .. 5318 r` 4g533544"� 40 2#6 [60ksil 45,650 10,631 31,894 10,631 7,088 5.316 4,253 3,544 3,038 2,658 2,363 2,126 38 2�'y L 1_2994„may`T 8:663 6497 519_8 e�4 331_ ��a, _3 570 2 5, 87. Lg% 123 4� 720 4'-0" 48� 2#5 [60ksij 39,687 12,994 38,982 12,994 8,663 6 497 5 198 4 331 3,713 3,248 2 888 2 599 pg;; '�'','„d8= 2#6 6 STM304W 1V 12:994` -. ..12:994 9;663 -.6,497..;»x-' '5.198 56 2#4 [40ksi] 25,538 _ 15,356 46.069 15,356 10,238 7 678 6 143 5 1 t9 4,169 3,192 2 522 2043 8 " $/ I60ks1 4 192 ; `5 X46 069,E 'j` -' E 676 u�. 35�19 t -xwti0 56 2#6 160ksl 67,014 15,356 46.069 15,356 10,238 7 676 6 143 5 119 4,388 3,839 3,413 3,071 to 64: "� 40ksi_`='29,589 i7 T19= .> 3157 f1F719 11&13 8 859 _ T 088au3 °¢= 4:831 z" 3'6 - 922 r2 36T 5'-4' 64 2#5 [60ksi] 54,723 17,719 53,157 17,719 11,813 8 859 7 088 5,906 5,063 4,430 3 938 3,544 64 . 72 2#4 [40ksil33 648 20,081 60,244 20,081 13,388 10,041 8,033 6,694 5,494 4,206 3,323 2,692 T^�-'•-^s --^_•-'�'�-^'r�p�5� �4:� 0.060 Ci:20{'-D81". -^13398 :J0041 $033 ��693c�� s__5938_�_�:- �" d,Otsxa 72 2#6 [60ksi] 88,556 20,081 60,244 20,081 13,388 10,041 8,033 6,694 5,738 5,020 4,463 4,016 ALLOWABLE UNIFORM LOAD (plf) LINTEL LENGTH(ft) Lintel Height Reinforcing 12 14 16 18 20 22 24 26 28 30 32 34 6 t x 3JF ?401w] ;4309 a E227 as ¢+0, 9 X137 111 � 92�t0�a= 77 66 rs� 57� k��9zf �r��"�-a��+�� - ",' etc. [ 1'-4 16 2#5 (60ksl 451 332 254 201 163 1 113 96 63 72 63 56 s.ax126 107>, t ' , �7= 503,rii3 - 283 24 2#4 [40ks527 387 297 234 190 157 132 112 97 84 74 66 '= 242 206-'. 17 ic, � 36 � ' t 7", 24 25�60al�968 3 11 §3_Dc3 �_.. ,. 24 2#6 60ksi 984 844 673 532 431 356 299 255 220 192 168 149 32 Zt4.[gDlcsJ _ `748 _ 550 421 S ^` p 333 g 269 223 a �� 187 159 Y3Tf '120 'h��105 s� *x_93 2'-8 32 2#5 [60ksi] 1,377- 1,012 775 TT 612 _496 410 344 293 253 220 194 172 - 7732 M_.?N6F 60ksi 3 B ti'.-"&1 181 "f 1.034'.+''+f..;:'-8863 .F »x:701 fi " 580 +`•i X487` 415- u:358 v "* 31 -"- �!$ 2Tk"` :i.-,.'- 243 '-< 40 2#4 (40ksi] 971 713 546 431 349 289 243 207 178 155 137 121 w 4p .yt5 60ksi�_ 5. t1 Aa7,-T` T9.5 c La. �.w ws332 +' 447 ' ti 38,? .*c ,p286 �252 � 223-' 40 s 2#6 60ksi 1 772 1 519 1 329 1,127 913 755 634 540 466 406 357 316 3" 48 ' 40ksi r 184 a 877 a" Asa 254 ^ 279 191 `" 68 49>'-. X405 ��J 3 ..� 4'1 48 2#5 [60ksi] 2166 1 620 1 240 980 794 656 551 470 4_05 X353 h310 275 � a 66 y z : -- 0,_.�___'- , .'R 782 i 6G6 i 5T1 ...�' 27 .c�200 177 �,?$6;BOks '�'2��`.,75.1 858 1, 56 2#4 [40ks+] 1 419 1 042 _ 798 _631 511 422 355 302 261 227 200 177 56 2#6 60ksi 2,559 2,194 1,920 1,655 1,340 1108 931 793 684 596 524 464 231� �rix205 X 642 6r.k'si' 5'-4" 64 2#5 [60ksi] 2,953 2 234 1,710 1,351 1 094 905 760 648 558 486 428 379 ., - 953 a �3 2 2 5 3 t 920. �s�i 285 �1 080 2O w 3 94� a 69 1 72 2#4 t40ksil 1 869 1 373 1,052 631 673 556 467 398 343 299 263 233 e 54 sae rv}za6 - o2s _ ess� •aS OF�s7 �- � ' _ o.. T22rxstseksiL:' `: _ � �_ 72 2#6 (60ksi] 3,347 2,869 2,510 2,187 1,771 1,464 1,230 1,048 904 787 692 613 DESIGN FORMULAS: Mm- Fb'j'k'b'dz/2 where: Fb=""(113)*fm (allowable masonry compressive stress) Ms= Fs'As'j'd where: Fs="16ksi 1#4 and smaller] & 19.2ksi 1#5 and larger] .,-_ c.,'b•d where: Fv= fm`"550psi(allowable shear stress-.no shear reinforcement required) 3'fm"`5150psi(allowable shear stress-with shear reinforcement) s= Av'Fs/(Fv'b) (spacing of shear reinforcing-'ref required) (U t" CARUSO TURLEY Job Nagle SCOTT,INC. Job No. Page DESIGN DATA: I'm= 1,500 psi s BY Date�� Specified masonry compressive strength Fb= 500 psi Allowable Bending Stress Fv= 38.7 psi Allowable Shear Stress b= 11.625 in. Actual masonry thickness or width cover= 4 in. Cover at reinforcing-bottom face to steel centroid Special Inspection= es ("yes'or"no") Special Inspection-for full allowable stress values n= 21.48 Modular Ratio-Em=900`fm 12" Masonry Lintel Capacities (2006 IBC) Special Inspection Required The Shear Stress is determined at the reaction.(sec 2.3.5.5 in ACI 530-051 ALLOWABLE UNIFORM LOAD (pif) Allowable Allowable Shear(#) LINTEL LENGTH(ft) Lintel Height Reinforcing Moment(ft-# (no steel] [with steel] 2 3 4 5 6 7 g . � L401 st7: s s7t ' d�s 4u3 r5 9 10 09 ,.�-.3.•-.:7...t.,.. 6`�"�`�,t ,,.,.....i�`:` _2fi- .A. '"-"w560 : 1'-4' 16 2#5 [60ksi] 10,405 5 403 16,208 5,403 3,602 2,701 2,161 1,801 s �0 r�. .r� ea 24 2#4 [40ks] 9 650 9 005 -per" ,5 1301 1,028 832 27 014 9,005 6,003 �9 ?__ x ��, 27 , 953 772 E az�� 3 _ 61 3502 �+a32y OOZ- 24 2#6 [60ksi 25,159 9,005 27,014 9,005 6,003 4 502 3 602 3,002 2,573 a�f 2,251 2,001 1,801 2' 25 `k?�7• r ? Ss:4f�a� "630 ^as�a � i3?�. ,� f -8' 32 2#5 [60ksi it 25,226 226 12,607 37.820 12,607 8,404 6,303 5,043 4,202 3,602 3,152 2,491 2018 h'� 2% sokst �r782 d 12 07 r 37820 r 26074 4- 63os 2,01i _ 40 2#4 [40ksiJ 17 708 16,208 48 625 16,208 10,806 8.104 5 667 3,935 2,891 2,214 1 749 1 417 4" ' 4b� 'I ks!7 ?7 6208 �48,fi 18-as' s3 �°ts= 40 2#6 60ksi 46,496 �4.,._. .gam-52„' �i `3233- "",�;r61 - 16 208 48,625 16,208 10 806 8,104 6,483 5,403 4,631 4,052 3 602 3 242 �na@Z '�"j..._ s X21 7.65 ';�i ,'i `59'48 yet g;81p 's+ 3 2pZ. {r;(9 905 .G 965 u w 4�. :`t "TM3 553 . 2=721 2�5p ak' 4'-0" 48 2#5 [60ksi] 40 278 19 810 59,431 19,810 13,207 9,905 7,924 6603 5.;j 660 4,953 3 978 3 222 9;810 tr13 207 _.�i 9p5.r3 r.j T924 .x��6803-s S 8604 95 56 2#4 [40ks� 25 832 23 412 70 237 - 23,412 15,608 11 706 8 266 5 741 4 218 ,� 1 e7 049 4 �aT s 2 b ys 6F__ ., ss �7 3- z ssl ossz- 56 2#6 60ksi 68,094 23,412 70 237 23 412 15,608 11,7D6 9,365 7 6689 5,853 5,203� 628 21� "w77b14�.�t8 009,x 3,507 � a sat e "'�'�`=tr�57! rt"„8646�,�4-883.inr'r., 3739 5'4" 64 2#5 [60ks] 55,441 27,014 81,042 27 014 18,009 13,507 10,806 9,005 7,718 i �•- �1#&`60'w .•, 78 952 p4 042c',27,014 '�`% 8;009- X13 507 �sO'�:t7�x -- 6,754 5,476 4 435 72 2#4 [40ksi] 33,993 30,616 91 848 30,616 20,411 15,308 10.878 7,554 5,550 4,249 357 x032 79 , f : �1060W_:s.�3:_C9 s1a =: ,�9�a��st� .°�2p'a�tls30s;Mr� 72 2#6 [60ksi] 89,838 30,616 91,848 30,616 20,411 15,301122g6� p. 8,747� 65go-sup l ' 7654-6,804 6,123 ALLOWABLE UNIFORM LOAD (plf) Lintel Height Reinforcing LENGTH(ft) ng 12 14 16 18 20 22 24 26 28 30 32 34 s ?iF4_[40ks� s 315 x 231i�S$ 1 � t gam'. 'Ii3t 94 79s p!�67- t 1'-4" 16 2#5 [60ks, 578 425 325 - y zs '�"' "' .�'F'tr�Yx:.ice.-.s 'd{t`t,2rgrt39 ';: 257 208 172 145 24MM#s'60 l Ts s7s 380 ,g pp_ r z01 16 123 106 92 72 49F «e C�43 9 u� 4d ''s 4; r92 a``1 t 24 2#4 [40kst] _536 394 302 238 193 160 134 z;. .�_s'' s,."wg' '- _il .��,]t�,.. 0s 4 98 86 75 67 24 2#6 60kst 1,398 1 027 786 621 503 2i � TP '� F33a?r' f 32K12if4':.(4oks1� � rL558 �wr� 427cE .37,? t x 273 ��:226 : 1909 r Z-8" 32 2#5 (60kst] 1,401 1 030 788 623 505 299 ' _r $12 z 257 1 174 139'-' 3 OT cs'9F9 '"• _ ,�� 417 350 257 224 197 322#6 601W y;988 y?],K60•:s ,- tV5111 _ r 175 S :s P84k »� 716 X1691 497 423 " 2#4 [40ksij 984 723 553 437 354 293 246 210 40 �- ra(60(cs� ,a:.;gJg "•;; 3361 023' g 3•,� 181 157 138 123 k. . `" 5_ 's41� assai �3z9I� 2- : 40 2#6 60kst 2,583 1898 1,453 1,148 930 # - S �[40kst) #.1209,*tr. . 6 550 769 64 474 413 256 x. 4-0" 48 2#5 [60ksi) 1025 2,238 1644 1,259 995 806 666 559 370 S '` - ` ,�. 477 411 358 315 279 82t'gt:�2338 3:7.90 e 4.14A4aid� 73T - T95 F6�8 `' �°'" F -ea _ 56 2#4 [40ksi] 1,435 1 054 807 638 517 427 359 306 264 •x$09 e°t> •447 396 "s....:m.- CCkst �,• ``"o'r'' "I'.44-eve "'. 181 k�,. y ntt'rt- " ',xv' ,'�e i '-r.- t.y 230 _ �,r�x nra s a # . 1665* .y ..k488z :425_ als�3� 56 2#6 60k806 si 3,763 2779 2128 1,681 1,362 1,126 946 v _ sei4 49 �[is ti a05s ' 605 532 � 471T 40 5'4" 64 2#5 [60ks] 3 080 2 263 1,733 1 369 1 109 656 "1�� 68i,'� T• T 916 770 566 493 433 384 .�c 72 2#4 [40ks] 1,888 1 387 1 062 639 0973� '94 ,; ,rRw -r-�.- _ 680 562 472 402 347 302 266 235 6� " 2 'S03 72 2#6 MOksi]n4,991 3,667 2,807 2,218 1,797 1,485 1,248 1,063 917 799 702 622 � DESIGN FORMULAS: Mm= Fb'j'k`b`dZ/2 'Iwhere: Fb= (1r3)-fm (allowable masonry compressive stress) pr Ms= Fs'As'j'd where: , Fs r.,16ksi[#4 and smaller) & 19.2ksi[#5 and larger] V= Fv`b'd Fv= fm's SSCpsi(allowable shear stress-..o shear,ainforcement required) 3'fm"s150psi(allowable shear stress-with shear reinforcement) s= Av"Fs/(Fv"b) (spacing of shear reinforcing-'if required) �r I� �p Caruso Turle Scott,Inc Project Title: Panera 1215 W.Rio Salado Pkwy,Suite 200 "- y Engineer: SMK Project ID: 13-846 np Tempe,AZ 85281 Protect Descr: s<on www.ctsaz.com cons"Icing 480-774-1700 enymm. Pnnled:14 OCT 2013,4:45PM M File=H:\_CBF16-1\13846P-1\CALCUL-1\panera.ec6 Masonry Lintel ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31 rr. Description: L3 Code References Calculations per ACI 530-05, IBC 2006,CBC 2007,ASCE 7-05 Load Combinations Used :ASCE 7-05 General Information fm 1,500.0 psi Clear Span 7.250 ft Rebar Size Fs 19,200.0 psi Lintel Depth 4.0 ft #Bars EIF 2 Em=fm* 900.0 Thickness 12 in Top Clear 6.0 in Wall Wt Mult 1.0 End Fixity Pin-Pin Btm Clear 4.0 in Block Type Medium Wt Equiv.Solid Thick 11.60 in #Bar Sets 1 Lateral Wind Load 32.40 psf Wall Weight 124.0 psf Bar Spacing 5.0 in Lateral Wall Weight Seismic Factor E 1,350.0 ksi Calculate vertical lintel weight? Yes n 21.481 Note!Shear calculated at"d/2"from edge of lintel Ld#1 a Left idge fight Edge 2-#5bars 7.25ft Span Length • Point Loads Distance Dead Load L:Floor Live Lr:Roof Live S:Snow W:Wind E:Earthquake #1 5.50 ft 4.70 5.60 5.10 k #2 ft k k #3 ft k #4 ft Uniform Loads Start X End X Dead Load L:Floor Live Lr:Roof Live S:Snow W:Wind E:Earthquake #1 ft 7.250 ft 2.239 0.060 0.0550 kklft #2 ft ft ft k/ft #3 ft ft k/ft #4 ft ft Design OK DESIGN SUMMARY Maximum Stress Ratios... vertical Lateral Combined Maximum Moment Aral Allowable k ft fb/Fb 0.3953 0.1117 0.4107 :1.00 Vertical Loads 31.343 k-ft 79.299 k-ft for Load Combination:+D+0.750Lr+0.750L+0.750W+H fv/Fv 0.4110 0.03040 0.4121 :1.00 Lateral Loads 0.8512 k ft 7.622 for Load Combination: +D+W+H Maximum Shear Actual Allowable Vertical Loads 15.916 psi 38.730 psi for Load Combination: +D+0.750Lr+0.750L+0.750W+H Minimum Mn=1.3*Fcr*S = 37.20 k-ft Lateral Loads 1.177 psi 38.730 psi for Load Combination: +D+W+H Caruso Turley Scott,Inc Project Title: Panera 1215 W.Rio Salado Pkwy,Suite 200 Engineer: SMK Proiect ID: 13-846 -Ru-Tempe,AZ 85281 Project Descr: TURLEY x�** www.ctsaz.com nsulting 480-774-1700 Printed:14 OCT 2013,4:45PM onry L Masintel File=H:1_CBF16-1113846P-11CALCUL-1lpanera.ec6 ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31 KW-06000624 Licensee:CARUSO TURLEY SCOTT Description: U Vertical Strength Lateral Strength (Checking lateral bending for span) As 1.240 in12 As 0.620 in12 rho 0.002424 rho 0.001554 np 0.05208 np 0.03338 > k:((np)^2+2np)^.5-np 0.2748 k:(np^2+2np)^.5-np 0.2271 j=1-k/3 0.9084 j=1-k/3 0.9243 M:mas=Fb k j b d^2/2 115.884 k-ft M:mas=Fb k j b d^2/2 14.362 k-ft M:Stl=Fs As j d 79.299 k-ft M:StI=Fs As j d 7.622 k-ft Detailed Load Combination Results Load Combination Vertical Lateral Mmax Mallow fv:Vert Fv:Vert Mactual Mallow fv Fv k-ft k-ft psi psi k-ft k-ft psi psi D Only 22.32 79.30 11.83 38.73 0.00 7.62 0.00 38.73 +D+L+H 22.32 79.30 11.83 38.73 0.00 7.62 0.00 38.73 +D+Lr+H 28.48 79.30 14.68 38.73 0.00 7.62 0.00 38.73 +D+S+H 22.32 79.30 11.83 38.73 0.00 7.62 0.00 38.73 +D+0.750Lr+0.750L+H 26.88 79.30 13.97 38.73 0.00 7.62 0.00 38.73 +D+0.750L+0.750S+H 22.32 79.30 11.83 38.73 0.00 7.62 0.00 38.73 +D+W+H 27.91 79.30 14.43 38.73 0.85 7.62 1.18 38.73 +D-1.OW+H 17.26 79.30 9.49 38.73 0.85 7.62 1.18 38.73 +D+0.70E+H 22.32 79.30 11.83 38.73 0.00 7.62 0.00 38.73 +D-0.70E+H 22.32 79.30 11.83 38.73 0.00 7.62 0.00 38.73 +D+0.750Lr+0.750L+0.750W+H 31.34 79.30 15.92 38.73 0.64 7.62 0.88 38.73 +D+0.750Lr+0.750L-0.750W+H 22.71 79.30 12.02 38.73 0.64 7.62 0.88 38.73 +D+0.750L+0.750S+0.750W+H 26.46 79.30 13.78 38.73 0.64 7.62 0.88 38.73 +D+0.750L+0.750S-0.750W+H 18.47 79.30 9.88 38.73 0.64 7.62 0.88 38.73 +D+0.750Lr+0.750L+0.5250E+H 26.88 79.30 13.97 38.73 0.00 7.62 0.00 38,73 +D+0.750Lr+0.750L-0.5250E+H 26.88 79.30 13.97 38.73 0.00 7.62 0.00 38.73 +D+0.750L+0.750S+0.5250E+H 22.32 79.30 11.83 38.73 0.00 7.62 0.00 38.73 +D+0.750L+0.750S-0.5250E+H 22.32 79.30 11.83 38.73 0.00 7.62 0.00 38.73 +0.60D+W+H 19.15 79.30 9.70 38.73 0.85 7.62 1.18 38.73 +0.601D-1.0W+H 8.52 79.30 6.58 38.73 0.85 7.62 1.18 38.73 +0.60D+0.70E+H 13.39 79.30 7.10 38.73 0.00 7.62 0.00 38,73 +0.60D-0.70E+H 13.39 79.30 7.10 38.73 0.00 7.62 0.00 38.73 CARUSO TURLEY SCOTT Job Name -�' structural engineers 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No. k Z--1;1, (r- Sheet No. T:480 774-1700 • F:480 774-1701 www.ctsaz.com By Date e - Z use , qY �Y eoa�� fel ams 6?75 CARUSO TURLEY SCOTT Job Name structural engineers 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 T.480 774-1700 • F:480 774-1701 lob No. I'� '5 1 Sheet No. www.ctsaz.com By 5 AA. Date 4B_'C_;7_ q ea ex LI (t SoP�F)/Q,fi�-)(434`�) Caruso Turley Scott,Inc Project Title: Engineer: Project ID: 1215 W.Rio Salado Pkwy,Suite 200 Project Descr: CARUS Tempe,AZ 85281 sc- www.ctsaz.com -sulting n •,. 480-774-1700 engine..: Printed:27 AUG 2013,3:39Fh1 r File=H:\CBF16-1\13846P-1\CALCUL-1\panera.ec6 Steel Column ENERCALC,INC.1983-2013,Build:6.13.3.31,Ver:6.13.3.31 III L-141 • �. Description: C1 Code References Calculations per AISC 360-05, IBC 2006,CBC 2007,ASCE 7-05 low Load Combinations Used :ASCE 7-05 General Information Steel Section Name: HSS4x4x318 Overall Column Height 16. ft Analysis Method: Allowable Strength Top&Bottom Fixity Top& Bottom Pinned Brace condition for deflection(buckling)along columns: Steel Stress Grade X-X(width)axis Fy:Steel Yield 46.0 ksi E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=16.0 ft,K=1.0 Load Combination: ASCE 7-05 Y-Y(depth)axis Un race Length for Y-Y Axis buckling=16.0 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:275.159 lbs'Dead Load Factor AXIAL LOADS... Axial Load at 16.0 ft,Xecc= 0.500 in,D=12.390,LR=14.50,W=13.20 k DESIGN SUMMARY Bending &Shear Check Results Maximum SERVICE Load Reactions.. PASS Max.Axial+Bending Stress Ratio = 0.8772 :1 Load Combination +D+0.750Lr+0.750L+0.750W+H Top along X-X 0.1044 k Location of max.above base 15.893 ft Bottom along X-X 0.1044 k At maximum location values are... Top along Y-Y 0.0 k Pa:Axial 33.440 k Bottom along Y-Y 0.0 k Pn 1 Omega:Allowable 42.115 k 0.0 k-ft Maximum SERVICE Load Deflections... Ma-x:Applied Along Y-Y 0.0 in at 0.0ft above base Mn-x I Omega:Allowable 14.668 k-ft for load combination Ma-y:Applied -1.373 k-ft Mn-y I Omega:Allowable 14.668 k-ft Along X-X -0.1601 in at 9.342ft above base for load combination:D+Lr+W PASS Maximum Shear Stress Ratio= 0.002535 :1 Load Combination +D+0.750Lr+0.750L+0.750W+H Location of max.above base 0.0 ft At maximum location values are... 0.08637 k Va:Applied Vn I Omega:Allowable 34.065 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location D Only 0.332 PASS 15.89 ft 0.001 PASS 0.00 ft +D+L+H 0.332 PASS 15.89 ft 0.001 PASS 0.00 ft +D+Lr+H 0.712 PASS 15.89 ft 0.002 PASS 0.00 ft +D+S+H 0.332 PASS 15.89 ft 0.001 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.617 PASS 15.89 ft 0.002 PASS 0.00 ft +D+0.750L+0.750S+H 0.332 PASS 15.89 ft 0.001 PASS 0.00 ft H 0.678 PASS 15.89 ft 0.002 PASS 0.00 ft +p+W+ +D+p.70.332 PASS 15.89 ft 0.001 PASS 0.00 ft 0.003 PASS 0.00 ft +D+0.750Lr+0.750L+0.750W+H 0.877 PASS 15.89 ft 0.002 PASS 0.00 ft +D+0.750L+0.750S+0.750W+H 0.592 PASS 15.89 ft +D+0,751Lr+0,750L+0,1250E+H 0.617 PASS 15.89 ft 0.002 PASS 0.00 ft +D+0.750L+0.750S+0.5250E+H 0.332 PASS 15.89 ft 0.001 PASS 0.00 ft +0.60D+W+H 0.546 PASS 15.89 ft 0.002 PASS 0.00 ft +0.60D+0.70E+H 0.180 PASS 0.00 ft 0.001 PASS 0.00 ft - 1 Caruso Turley Scott,Inc Project Title: ^�- 1215 W.Rio Salado Pkwy,Suite 200 Engineer: Proiect ID: � "Ruso Tempe,AZ 85281 Project Descr: TURLEY P ' sc- www.ctsaz.com selling ;<gin , 480-774-1700 engine Printed:27 AUG 2013,3:39PM Steel Column File=H:1-CBF16-1113846P-11CALCUL-1lpanera.ec6 ENERCALC,INC.1983-2013,Build:6.13.3.31,Ver:6.13.3.31 Description: C1 q Maximum Reactions-Unfactored Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base D Only 0.032 0.032 k k 12.665 k Lr Only 0.038 0.038 k k 14.500 k W Only 0.034 0.034 k k 13.200 k D+Lr 0.070 0.070 k k 27.165 k D+W 0.067 0.067 k k 25.865 k D+Lr+W 0.104 0.104 k k 40.365 k Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only -0.0495 in 9.342 ft 0.000 in 0.000 ft Lr Only -0.0579 in 9.342 ft 0.000 in 0.000 ft W Only -0.0527 in 9.342 ft 0.000 in 0.000 ft D+Lr -0.1074 in 9.342 ft 0.000 in 0.000 ft D+W -0.1022 in 9.342 ft 0.000 in 0.000 ft D+Lr+W -0.1601 in 9.342 ft 0.000 in 0.000 ft Steel Section Properties : HSS4x4x318 Depth = 4.000 in I xx = 10.30 in"4 J = 17.500 in^4 S xx = 5.13 in^3 Width = 4.000 in R xx = 1.470 in Wall Thick = 0.375 in Zx = 6.390 in^3 Area = 4.780 in^2 1 yy = 10.300 in^4 C = 9.140 in^3 Weight = 17.197 plf S yy = 5.130 in^3 R yy = 1.470 in Yog = 0.000 in N.OYOk I C c Load 1 X c v tO u _ L 4.00in -- _ Loads are total entered value.Arrows do not reflect absolute direction. CARUSO TURLEY SCOTT,INC Project Title: ; .•.� 1215 W.RIO SALADO PARKWAY#200 Engineer: Project ID: Project Descr: TEMPE,AZ 85281 no** (480)774-1700 asusi.g _�"�_"�• (480)774-1701 rn0i rceis r„ wwW.ctsaz.com Printed:,sAUG sa,3,5: File=h:1_CBF16-1113846P-11CALCI L-1lpanera.ec6 LeeLlBase Plate ENERCALC,INC.1983-2013,Build:6.13.3.31,Ver:6.13.3.31 Description: C1 Baseplate Code References Calculations per AISC 360-05&Design Guidel;1, IBC 2006,CBC 2007,ASCE 7-05 Load Combination Set ASCE 7-05 General Information L Material Properties AISC Design Method Load Resistance Factor Design d5 c :LRFD Resistance Factor 0.60 Steel Plate Fy = 36.0 ksi Concrete Support f c = 2.50 ksi Assumed Bearing Area:Full Bearing Allowable Bearing Fp per J8 4.250 ksi Column&Plate - 17 Column Properties Steel Section: HSS4x4x3/8 4.78 in Depth 4 in Area �'`'��''r�`':,�•;'c..r. - «Y`:s .-'Y�`:i. � Y 4 Ixx 10.3 in"4 in Width =t: .. :[.'•.•..: .:.; , •. 10.3 in"4 :�;:'':�=:^.:.,.-,;,+i....Z..., �.,.:.:f;:'`F.••;.,.'4-:��i-. Flange Thickness 0.349 in lyy ;,y �:,` � f.`;�. Web Thickness 0 in PY f 2Y t 24 i$ = Y Support Dimensions '-�.'r;::.,, ;,•..: ... .�•-.�a>...4•-,-;t,..-,:.::'4_::- Plate Dimensions pP i° N:Length 10.0 in Width along"X' 48.0 in w ,r B:Width 10.0 in Length along"Z' 48.0 in Thickness 0.750 in �r :,.: .s:: _=•r ;st _ =:S �,. �':;� -.�.�".Ks ._�,: •- .r Column assumed welded to base plate. „Yc;`,. vYr`,iii s'"• ':Y','i ,. :Yc;'<e� '^:Y!� ----'--- "=i{' !dx;y�: "•sic,' �..r:�r:••:[ .i-i=.�.�:+ it +�`.::.•z�. .;w,�. s;r..,�:+.'S,'+;'" r - r��--------- -_-----'- - - - -- f - .., _ ��f"-� t .;;'.: :.....�..• t..� <.::.. i�.`:+Ar`•`_tom,- - - '.'!•.a.j/';:.y�.! �': ..:j.+:+.a-�i'�iii �•: L.:r• ��.'`L�W.jl1..:L�wy �'.L.w.Y:•��':, `.%- ';ir`' Applied Loads + ...... -- D:Dead Load....... 12.390 k 0.0 k 0.0 k-ft + L:Live....... 0.0 k 0.0 k 0.0 k-ft Lr:Roof Live......... 14.50 k 0.0 k 0.0 k-ft S:Snow................ 0.0 k 0.0 k 0.0 k-ft +, � W:Wind................ 13.20 k 0.0 k 0.0 k-ft E:Earthquake.............. 0.0 k 0.0 k 0.0 k-ft +Z H:Lateral Earth......... 0.0 k 0.0 k 0.0 k-ft +Z "P"=Gravity load,"+"sign is downward. "+" Moments create higher soil pressure at+Z edge. +" Shears push plate towards+Z edge. Anchor Bolts .�� Anchor Boft or Rod Description 11/2" -*- - *- Max of Tension or Pullout Capacity........... 0.0 k T Shear Capacity......................................... 0.0 k i Edge distance:boft to plate................... 1.250 in Number of Bolts in each Row................... 2.0 Number of Bolt Rows........................ 1.0 . CARUSO TURLEY SCOTT,INC Project Title: 1215 W.RIO SALADO PARKWAY#200 Engineer: Proiect ID: - TEMPE,AZ 85281 Protect Descr: scorn (480)774-1700 nuu[Ing "• (480)774-1701 rnginrc[[ www.ctsaz.com Printed:19 AUG 2013,5:09PM Steel Base Plate File=h:i_CBF16-1u3B46P-11CALCUL-1lpanera.ecs ENERCALC,INC.1983-2013,Build:6.13.3.31,Ver.6.13.3.31 0.0rr. Description: C1 Baseplate - - -- ------- GOVERNING DESIGN LOAD CASE SUMMARY Mu:Max.Moment..................... 2.337 k-in tb:Max.Bending Plate Design Summary 9 Stress............... 16.616 ksi Design Method Load Resistance Factor Desiqn Fb:Allowable: 32.400 ksi Governing Load Combination +1.20D+1.60Lr+0.80W Fy*Phi Governing Load Case Type Axial Load Only Bending Stress Ratio 0.513 Design Plate Size 10"x 10"x 0-314" Bending Stress OK Pu:Axial......... 48.628 k fu:Max.Plate Bearing Stress.... 0.486 ksi Mu:Moment........ 0.000 k-ft Fp:Allowable: 2.550 ksi min(0.85*fc*sgrt(A2/A1),1.7*fc)*Phi Bearing Stress Ratio 0.191 Bearing Stress OK Load Comb. : +1.40D Axial Load Only,No Moment Loading Bearing Stresses Pu:Axial......... 17.346 k Fp:Allowable ............................... 2.550 ksi P Design Plate Height......... 10.000 in fu:Max.Bearing Pressure 0.173 ksi Design Plate Width......... 10.000 in Stress Ratio....................... 0.068 Will be different from entry if partial bearing used. Plate Bending Stresses Al:Plate Area......... 100.000 in^2 Mmax=Fu*1-112/2................... 0.833 k-in A2:Support Area.................. 2,304.000 in^2 fb:Actual................................ 5.927 ksi sgrt(A2/A1) 2.000 Fb:Allowable.............................. 32.400 ksi Stress Ratio..................... 0.183 Distance for Moment Calculation "m......I............... 3.100 in "n"..................... 3.100 in X.............................. 0.000 in12 Lambda...................... 0.000 n'........................................ 1.010 in n'*Lambda.................................. 0.000 in L=max(m,n,n")......................... 3.100 in -A Load Comb. : +1.20D+0.50Lr+1.60L+1.60H Axial Load Only,No Moment Loading Bearing Stresses Pu:Axial......... 22.118 k Fp:Allowable ............................... 2.550 ksi Design Plate Height......... 10.000 in fu:Max.Bearing Pressure 0,221 ksi Design Plate Width......... 10.000 in Stress Ratio....................... 0.087 Will be different from entry if partial bearing used. Plate Bending Stresses Al:Plate Area......... 100.000 in^2 Mmax=Fu*L"2/2................... 1.063 k-in A2:Support Area.................. 2,304.000 in^2 fb:Actual................................ 7.557 ksi sgrt(A2/A1) 2.000 Fb:Allowable.............................. 32.400 ksi Stress Ratio..................... 0.233 Distance for Moment Calculation "m...................... 3.100 in "n...................... 3.100 in X.............................. 0.000 in^2 Lambda...................... 0.000 n'........................................ 1.010 in 441 n'*Lambda.................................. 0.000 in L=max(m,n,n")......................... 3.100 in CARUSO TURLEY SCOTT Job Name structural engineers 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No. I 'Z—ay Co Sheet No. 3, 1480 774-1700 - F:480 774-1701 www.ctsaz.com By Date .� Mes,F, 'vr LO Lt- W w -- e = H e - y ir V�Q 2 CMV c.u� CJ `1 �Ly b, C. Caruso Turley Scott,Inc Project Title: Panera 1215 W.Rio Salado Pkwy,Suite 200 Engineer: SMK Proiect ID: 13-846 -Ru-Tempe,AZ 85281 Project Descr: TURLEY xoTT www.ctsaz.com nsulting rnrinr,i 480-774-1700 engineers Pdnted:11 OCT 2013,4:08PM Masonry Slender Wall He=H:\_CBF16-1\13846P-1\CALCUL-1\paneraec6 4i ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31 Description: Bearing Wall at Rear Code References we Calculations per ACI 530-05/MSJC 2005 Sec. 3.3.5, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used :ASCE 7-10 w General Information Calculations per ACI 530-05/MSJC 2005 Sec.3.3.5,IBC 2006,CBC 2007,ASCE 7-05 Construction Type:Grouted Hollow Concrete Masonry �j F'm = 1.50 ksi Nom.Wall Thickness gin Temp Diff across thickness = deg F Fy-Yield = 60.0 ksi Actual Thickness 7 in Min Allow Out-of-plane Defl Ratio= 150.0 Fr-Rupture = 61.0 psi Rebar"d"distance ( .80 in Minimum Vertical Steel% = 0.0020 Em=f m* = 900.0 Lower Level Rebar... t�•� Max%of p bal. = 0.006833 Bar Size # Grout Density = 140 pcf Bar Spacing (�4`�in Block Weight Medium Weight ��JJ Wall Weight = 58.0 psf Wall is grouted at rebar cells only One-Story Wall Dimensions A Clear Height = 16.0 It B Parapet height = 6.0 ft B r Wall Support Condition Top&Bottom Pinned — A 3. k Floor Attachment' Vertical Loads Vertical Uniform Loads... (Applied per foot of Strip Width) DL:Dead Lr:Roof Live Lf:Floor Live S:Snow W:Wind Ledger Load Eccentricity 2.10 in 0.280 0.350 0.3190 klft Concentric Load k/lt Lateral Loads Full area WIND load 54.0 psf Wall Weight Seismic Load Input Method: ASCE seismic factors entered Fp=Wall Wt* 0.04080 = 2.366 Psf SDS Value per ASCE 12.11.1 SDS = 0.1020 Endpoints from Base (Applied to full"STRIP Width) op ffom Distributed Lateral Load 0.0480 kilt 22.0 16.0 kilt ! Caruso Turley Scott,Inc Project Title: Panera \ 1215 W.Rio Salado Pkwy,Suite 200 Engineer: SMK Proiect ID: 13-846 -Ru-Tempe,AZ 85281 Project Descr: TURLEY Scop www.ctsaz.com tonsulsing 480-774-1700 nglneers Pnntetl:11OCT 2013,4:08PlA Masonry Slender Wall ENEFIie=H:\_cBF1s-1t,3aasP-ncALcuL-t\Paneraecs RCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31 Description: Bearing Wall at Rear DESIGN SUMMARY Results reported for"Strip Width"of 12.0 in Governing Load Combination. Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.7613 +1.20D+0.50Lr+0.50L-1.0W Max Mu 1.870 k-ft Phi*Mn 2.456 k-ft PASS Service Deflection Check Min.Defl.Ratio 331.875 Max Allow Ratio 150.0 D+ L+VV Max.Deflection 0.5785 in Max.Allow.Defl. 1.280 in PASS Axial Load Check Max Pu/Ag 24.793 psi 0.2*fm 300.0 psi +1.20D+0.50Lr+0.50L-1.0W Location 15.733 ft PASS Reinforcing Limit Check Controlling As/bd 0.003377 As/bd006833 rho bal 0.006833 PASS Minimum Moment Check Mcracking 0.4715 k-ft Minimum Phi Mn 3.193 k-ft +1.40D Maximum Reactions... for Load Combination.... Top Horizontal W Only 1.146 k Base Horizontal D+L+W+S/2 0.3318 k Vertical Reaction D+L+Lr 1.906 k Design Maximum Combinations-Moments Axial Load Moment Values 0.6 Load Combination Pu 02*fm*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal k_--__._...._._._k._.._._.._.----k-ft- --.....k-ft ..._._..._._._ k-ft _.__!n12_ _.._._.--. _.- +1.40D at 15.47 to 16.00 0.000 18.720 0.47 0.07 0.90 2.46 0.155 0.0034 0.0068 +1.20D+0.50Lr+1.60L at 15.47 to 16.00 0.000 18.720 0.47 0.09 0.90 2.46 0.155 0.0034 0.0068 +1.20D+1.60L+0.50S at 15.47 to 16.00 0.000 18.720 0.47 0.06 0.90 2.46 0.155 0.0034 0.0068 +1.20D+1.601-r+0.50L at 15.47 to 16.00 0.000 18.720 0.47 0.16 0.90 2.46 0.155 0.0034 0.0068 +1.20D+1.6OLr+0.50W at 15.47 to 16.00 0.000 18.720 0.47 0.73 0.90 2.46 0.155 0.0034 0.0068 +1.20D+1.6OLr-0.50W at 15.47 to 16.00 0.000 18.720 0.47 1.05 0.90 2.46 0.155 0.0034 0.0068 + 1 .00 0.000 18.720 0.47 0.06 0.90 2.46 0.155 0.0034 0.0068 +1.20D+0.50L 1.60S at 15.47 to 6 +1.20D+1.60S+0.50W at 15.47 to 16.00 0.000 18.720 0.47 0.83 0.90 2.46 0.155 0.0034 0.0068 +1.20D+1.60S-0.50W at 15.47 to 16.00 0.000 18.720 0.47 0.95 0.90 2.46 0.155 0.0034 0.0068 +1.20D+0.5OLr+0.50L+W at 15.47 to 16.00 0.000 18.720 0.47 1.69 0.90 2.46 0.155 0.0034 0.0068 +1.20D+0.501-r+0.50L-1.0W at 15.47 to 16.0 0.000 18.720 0.47 1.87 0.90 2.46 0.155 0.0034 0.0068 +1.20D+0.50L+0.50S+W at 15.47 to 16.00 0.000 18.720 0.47 1.72 0.90 2.46 0.155 0.0034 0.0068 +1.20D+0.50L+0.50S-1.0W at 15.47 to 16.00 0.000 18.720 0.47 1.84 0.90 2.46 0.155 0.0034 0.0068 +1.20D+0.50L+0.20S+E at 8.00 to 8.53 1.310 18.720 0.47 0.08 0.90 2.77 0.155 0.0034 0.0068 +0.90D+W at 15.47 to 16.00 0.000 18.720 0.47 1.74 0.90 2.46 0.155 0.0034 0.0068 +0.90D-1.OW at 15.47 to 16.00 0.000 18.720 0.47 1.82 0.90 2.46 0.155 0.0034 0.0068 +0.90D+E at 8.00 to 8.53 0.983 18.720 0.47 0.08 0.90 2.69 0.155 0.0034 0.0068 Design Maximum Combinations-Deflections Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio k K ft k-ft......----- i�n4--- in14 -........_ n`4- -in ---- _ --- D-+L+Lr at 9.07 to 9.60 1.380 0.47 0.07 353.60 33.15 353.600 0.007 29,026.4 D+L+W at 6.40 to 6.93 1.504 0.47 1.09 353.60 33.44 34.109 0.579 331.9 D+L+W+S/2 at 6.40 to 6.93 1.504 0.47 1.09 353.60 33.44 34.109 0.579 331.9 D+L+S+W/2 at 6.40 to 6.93 1.344 0.47 0.53 353.60 33.07 49.337 0.068 2,843.6 D+L+S+E/1.4 at 8.00 to 8.53 1.092 0.47 0.06 353.60 32.48 353.600 0.006 30,241.6 ii D+0.5(L+Lr)+0.7W at 6.40 to 6.93 1.583 0.47 0.77 353.60 33.63 36.024 0.282 679.7 D+0.5(L+Lr)+0.7E at 8.00 to 8.53 1.267 0.47 0.08 353.60 32.89 353.600 0.008 23,717.7 Reactions-Vertical Sr Horizontal Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0.0 k 0.00 k 1.556 k S Only 0.0 k 0.00 k 0.000 k Caruso Turley Scott, Inc Project Title: Panera (� 1215 W.Rio Salado Pkwy,Suite 200 Engineer: SMK Project ID: 13.846 -Ru-Tempe,AZ 85281 Project Descr: TURLEY sc— www.ctsaz.com ons 1 ing 480 ;Irottar.l engineers -774-1700 Pnnted:11OCT 2013,4:08PPA File=H:LCBF16-1113846P-11CALCUL-4aneraec6 Masonry Slender Wall ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31 Lic.#:KW-06000624 Licensee:CARUSO TURLEY SCOTT Description: Bearing Wall at Rear No Reactions-Vertical&Horizontal Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base _...._._.__._......_.....--.--...._._.._.__...........--...__...-----------...._......._......_..-------- —.._..----- .......------- -....------—-----._....._.......__... ......._._......._.........-----...-----.—............ --- W Only 0.3 k 1.15 k 0.319 k E Only 0.0 k 0.04 k 0.000 k D+L+Lr 0.0 k 0.01 k 1.906 k D+L+S 0.0 k 0.00 k 1.556 k D+L+W+Sl2 0.3 k 1.14 k 1.875 k D+L+S+Wl2 0.2 k 0.57 k 1.716 k D+L+S+El1.4 0.0 k 0.02 k 1.556 k { Caruso Turley Scott,Inc Project Title: Panera 3- 1215 W.Rio Salado Pkwy,Suite 200 Engineer: SMK Proiect ID: 13-846 NR-Tempe,AZ 85281 Project Descr: sc— www.ctsaz.com struct,r"nsulting 480-774-1700 Printed:11 OCT 2013,4:1 ORA File=H:\CBF16-1113MP-11CALCUL—l\panera.ec6 Masonry Slender Wall ENERCALC,INC.19832013,Build:6.13.8.31,Ver:6.13.8.31 Description: 12"Bearing Wall at Rear Code References Calculations per ACI 530-05/MSJC 2005 Sec.3.3.5, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used :ASCE 7-10 ' Calculations per ACI 530-05/MSJC 2005 Sec.3.3.5,IBC 2006,CBC 2007,ASCE 7-05 General Information Construction Type:Grouted Hollow Concrete Masonry - Fm 1.50 ksi Nom.Wall Thickness in Temp Diff across thickness deg F Fy-Yield = 60.0 ksi Actual Thickness 11in Min Allow Out-of-plane Defl Ratio= 150.0 Fr-Rupture = 61.0 psi Rebar'd'distance 80 in Minimum Vertical Steel% - 0.0020 Em=fm' = 900.0 Lower Level Rebar... Max%of P bal. = 0.006052 Bar Size # P Grout Density 140 cf Bar Spacing = Block Weight Medium Weight Wall Weight 94.0 psf Wall is grouted at rebar cells only One-Sto Wall Dimensions A Clear Height = 16.0 It B Parapet height = 8.50 ft B Wall Support Condition Top&Bottom Pinned A Vertical Loads Vertical Uniform Loads... (Applied per foot of Strip fdth) DL:Dead Lr:Roof Live U:Floor Live S:Snow W:Wind Ledger Load Eccentricity 4.0 in 0.280 0.350 0.3190 kfft Concentric Load kilt Lateral Loads Full area WIND load 54.0 psf Wall Weight Seismic Load Input Method: ASCE seismic factors entered Fp=Wall Wt' 0.04080 = 3.835 Psf SDS Value per ASCE 12.11.1 SDs 0.1020 Endpoints from Base (Applied to full'STRIP Width") op ttom Distributed Lateral Load 0.0480 k/ft 24.50 16.0 klft i Caruso Turley Scott,Inc Project Title: Panera 1215 W.Rio Salado Pkwy,Suite 200 Engineer: SMK Proiect ID: 13-846 nRus Tempe,AZ 85281 Project Descr: xon www.ctsaz.com nsulting rnr n,n 480-774-1700 engineers Printed:11 OCT 2013,4:10P1d File=W_CBF16-1113846P-11CALCUL-1lpanera.ec6 Mill Masonry Slender Wall ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31 Description: 12"Bearing Wall at Rear DESIGN SUMMARY Results reported for"Strip Width"of 12.0 in Governing Load Combination... Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.6673 +1.20D+0.50I-r+0.50L-1.0W Max Mu 3.749 k-ft Phi*Mn 5.617 k-ft PASS Service Deflection Check Min.Defl.Ratio 2,463.55 Max Allow Ratio 150.0 D+L+W Max.Deflection -0.07794 in Max.Allow.Defl. 1.280 in PASS Axial Load Check Max Pu/Ag 20.928 psi 0.2*fm 300.0 psi +1.20D+0.50Lr+0.50L-1.0W Location 15.733 ft PASS Reinforcing Limit Check Controlling As/bd 0.003326 As/bd006052 rho bal 0.006052 PASS Minimum Moment Check Mcracking 1.042 k-ft Minimum Phi Mn 7.303 k-ft +1.40D Maximum Reactions... for Load Combination.... Top Horizontal W Only 1.509 k Base Horizontal D+L+VII+S/2 0.2281 k Vertical Reaction D+L+Lr 2.933 k Design Maximum Combinations-Moments Axial Load Moment Values 0.6 Load Combination Pu 0.2*fm*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal ----.._..__....---.-............---...............-------....-----k--- k - +1.40D at 15.47 to 16.00 0.000 30.600 1.04 0.13 0.90 5.62 0.233 0.0033 0.0061 +1.20D+0.5OLr+1.60L at 15.47 to 16.00 0.000 30.600 1.04 0.17 0.90 5.62 0.233 0.0033 0.0061 +1.20D+1.60L+0.50S at 15.47 to 16.00 0.000 30.600 1.04 0.11 0.90 5.62 0.233 0.0033 0.0061 +1.20D+1.6OLr+0.50L at 15.47 to 16.00 0.000 30.600 1.04 0.30 0.90 5.62 0.233 0.0033 0.0061 +1.20D+1.6OLr+0.50W at 15.47 to 16.00 0.000 30.600 1.04 1.49 0.90 5.62 0.233 0.0033 0.0061 +1.20D+1.6OLr-0.50W at 15.47 to 16.00 0.000 30.600 1.04 2.09 0.90 5.62 0.233 0.0033 0.0061 +1.20D+0.50L+1.60S at 15.47 to 16.00 0.000 30.600 1.04 0.11 0.90 5.62 0.233 0.0033 0.0061 +1.20D+1.60S+0.50W at 15.47 to 16.00 0.000 30.600 1.04 1.68 0.90 5.62 0.233 0.0033 0.0061 +1.20D+1.60S-0.50W at 15.47 to 16.00 0.000 30.600 1.04 1.90 0.90 5.62 0.233 0.0033 0.0061 +1.20D+0.50Lr+0.50L+W at 15.47 to 16.00 0.000 30.600 1.04 3.41 0.90 5.62 0.233 0.0033 0.0061 +1.20D+0.50Lr+0.50L-1.0W at 15.47 to 16.0 0.000 30.600 1.04 3.75 0.90 5.62 0.233 0.0033 0.0061 +1.20D+0.50L+0.50S+W at 15.47 to 16.00 0.000 30.600 1.04 3.47 0.90 5.62 0.233 0.0033 0.0061 +1.20D+0.50L+0.50S-1.OW at 15.47 to 16.00 0.000 30.600 1.04 3.69 0.90 5.62 0.233 0.0033 0.0061 +1.20D+0.50L+0.20S+E at 7.47 to 8.00 2.257 30.600 1.04 0.11 0.90 6.43 0.233 0.0033 0.0061 +0.90D+W at 15.47 to 16.00 0.000 30.600 1.04 3.49 0.90 5.62 0.233 0.0033 0.0061 +0.90D-1.OW at 15.47 to 16.00 0.000 30.600 1.04 3.66 0.90 5.62 0.233 0.0033 0.0061 +0.90D+E at 6.93 to 7.47 1.738 30.600 1.04 0.10 0.90 6.25 0.233 0.0033 0.0061 Design Maximum Combinations-Deflections Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl.Ratio k k ft k-ft -in"4 --- in14 in14 in _ D+L+Lr at 9.07 to 9.60 2.081 1.04 0.12 1,191.10 115.83 1191.100 0.004 51,635.5 D+L+W at 12.80 to 13.33 1.699 1.04 1.65 1,191.10 113.75 123.029 0.078 2,463.6 D+L+W+S/2 at 12.80 to 13.33 1.699 1.04 1.65 1,191.10 113.75 123.029 0.078 2,463.6 D+L+S+W/2 at 12.80 to 13.33 1.539 1.04 0.78 1,191.10 112.87 1191.100 0.010 19,035.6 D+L+S+E/1.4 at 7.47 to 8.00 1.881 1.04 0.09 1,191.10 114.74 1191.100 0.002 79,294.0 D+0.5(L+Lr)+0.7W at 12.80 to 13.33 1.778 1.04 1.08 1,191.10 114.18 251.133 0.028 6,942.3 D+0.5(L+Lr)+0.7E at 8.00 to 8.53 2.006 1.04 0.11 1,191.10 115.42 1191.100 0.003 56,128.1 Reactions-Vertical&Horizontal Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0.0 k 0.01 k 2.583 k S Only 0.0 k 0.00 k 0.000 k Caruso Turley Scott,Inc Project Title: Panera i 1215 W.No Salado Pkwy,Suite 200 Engineer: SMK Project ID: 13-846 nR Tempe.AZ 85281 Project Descr: — www.ctsaz.com "'480-774-1700 nyfn<.rs Printed:11 OCT 2013,4:10PM r File=H:LCBF16-1\13B46P-11CALCUL-1lpaneraec6 Masonry Slender Wail ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver.6.13.8.31 Description: 12"Bearing Wall at Rear Reactions-Vertical&Horizontal Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base .... —-...__.....--- W Only 0.2 k 1.51 k 0.319 k E Only 0.0 k 0.07 k 0.000 k D+L+Lr 0.0 k 0.01 k 2.933 k D+L+S 0.0 k 0.01 k 2.583 k D+L+W+S12 0.2 k 1.50 k 2.902 k D+L+S+W12 0.1 k 0.75 k 2.743 k D+L+S+El1.4 0.0 k 0.05 k 2.583 k f ' CARUSO TURLEY SCOTT Job Namea�e�-Q ' structural engineers 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No. Sheet No. T.480 774-1700 • F:480 774-1701 www.ctsaz.com By Date ■ He 1 )off co paz�, so mal use �, C.M v w/ �Z' E—, o,c, cer'�Q� P = 1 1 1 i Caruso Turley Scott,Inc Project Title: Panera 1215 W.Rio Salado Pkwy,Suite 200 Engineer: SMK Project ID: 13-846 -Ru-r Tempe,AZ 85281 Project Descr: xo** www.ctsaz.com � onsulsi"g n 480-774-1700 engineers Pdnted:11OCT 2013,4:11 RA i>r File=H:1_CBF16-1113MP-11CALCUL-1lpanera.ec6 [Masonry Slender Wall ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver.6.13.8.31 KW-06000624 Licensee:CARUSO TURLEY SCOTT Description: Non-Bearing 8"Wall Code References Calculations per ACI 530-05/MSJC 2005 Sec.3.3.5, IBC 2006,CBC 2007,ASCE 7-05 Load Combinations Used :ASCE 7-10 General Information Calculations per ACI 530-05/MSJC 2005 Sec.3.3.5,IBC 2006,CBC 2007,ASCE 7-05 Construction Type:Grouted Hollow Concrete Masonry F'm 1.50 ksi Nom.Wall Thickness Gin Temp Diff across thickness deg F Fy-Yield = 60.0 ksi Actual Thickness 7.6 in Min Allow Out-of-plane Defl Ratio= 150.0 Fr-Rupture = 61.0 psi Rebar"d"distance f�3,80 in Minimum Vertical Steel% = 0.0020 Em=fm' = 900.0 Lower Level Rebar... Max%of p bal. = 0.006833 Bar Size # Grout Density = 140 pcf Bar Spacing e-0 in Block Weight Medium Weight Wall Weight 58.0 psf Wall is grouted at rebar cells only One-Story Wall Dimensions A Clear Height = 16.0 ft ` B Parapet height = 6.0 ft B Wall Support Condition Top&Bottom Pinned a � uF Vertical Loads Vertical Uniform Loads... (Applied per foot of Strip Width) DL:Dead Lr:Roof Live Lf:Floor Live S:Snow W:Wind Ledger Load Eccentricity 2.0 in 0.0480 0.060 0.0550 kfft kift Concentric Load Lateral Loads Full area WIND load 54.0 psf Wall Weight Seismic Load Input Method: ASCE seismic factors entered Fp=Wall Wt` 0.04080 = 2.366 Psf SDS Value per ASCE 12.11.1 S Ds - 0.1020 Endpoints from Base (Applied to full*STRIP Width) tD U L top bottom Distributed Lateral Load 0.0480 klft 22.0 16.0 k/ft Caruso Turley Scott,Inc Project Title: Panera 2 i 1215 W.Rio Salado Pkwy,Suite 200 Engineer: SMK Proiect ID: 13-846 c-USO Tempe,AZ 85281 Project Descr: TURLEY xon www.ctsaz.com _< 480-774-1700 Pnnted:11OCT 2013,4:11 PM Masonry Slender Wall FIe=H:1_CBF16-1113846P-11CALCUL-1lpanera.ec6 ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31 KW-06000624 • TURLEY SCOTT-! Description: Non-Bearing 8"Wall DESIGN SUMMARY Results reported for"Strip Width"of 12.0 in Governing Load Combination... Actual Values... Allowable Values... ' PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.7498 +1.20D+0.50Lr+0.50L-1.0W Max Mu 1.841 k-ft Phi*Mn 2.456 k-ft PASS Service Deflection Check Min.Defl.Ratio 368.060 Max Allow Ratio 150.0 ' D + L+W Max.Deflection 0.5217 in Max.Allow.Defl. 1.280 in PASS Axial Load Check Max Pu/Ag 10.783 psi 0.2*fm 300.0 psi +1.20D+0.50Lr+0.50L-1.0W Location 15.733 ft PASS Reinforcing Limit Check Controlling As/bd 0.003377 As/bd006833 rho bal 0.006833 PASS Minimum Moment Check Mcrackin 0.4715 k-ft "r g Minimum Phi Mn 3.193 k-ft +1.40D Maximum Reactions... for Load Combination.... Top Horizontal D+L+W+S/2 1.150 k Base Horizontal W Only 0.3274 k Vertical Reaction D+L+Lr 1.384 k Design Maximum Combinations-Moments Axial Load Moment Values 0.6' Load Combination Pu 0.2*fm*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal -- --- --- ---.�.k-- k. k-ft_.....�k-ft.---- --- k-ft in"2-.. _ - _..... +1.40D at 15.47 to 16.00 0.000 18.720 0.47 0.01 0.90 2.46 0.155 0.0034 0.0068 +1.20D+0.50Lr+1.60L at 15.47 to 16.00 0.000 18.720 0.47 0.01 0.90 2.46 0.155 0.0034 0.0068 - +1.20D+1.60L+0.50S at 15.47 to 16.00 0.000 18.720 0.47 0.01 0.90 2.46 0.155 0.0034 0.0068 +1.20D+1.6OLr+0.50L at 15.47 to 16.00 0.000 18.720 0.47 0.03 0.90 2.46 0.155 0.0034 0.0068 +1.20D+1.6OLr+0.50W at 15.47 to 16.00 0.000 18.720 0.47 0.89 0.90 2.46 0.155 0.0034 0.0068 +1.20D+1.6OLr-0.50W at 15.47 to 16.00 0.000 18.720 0.47 0.94 0.90 2.46 0.155 0.0034 0.0068 +1.20D+0.50L+1.60S at 15.47 to 16.00 0.000 18.720 0.47 0.01 0.90 2.46 0.155 0.0034 0.0068 +1.20D+1.60S+0.50W at 15.47 to 16.00 0.000 18.720 0.47 0.90 0.90 2.46 0.155 0.0034 0.0068 +1.20D+1.60S-0.50W at 15.47 to 16.00 0.000 18.720 0.47 0.92 0.90 2.46 0.155 0.0034 0.0068 +1.20D+0.5OLr+0.50L+W at 15.47 to 16.00 0.000 18.720 0.47 1.81 0.90 2.46 0.155 0.0034 0.0068 +1.20D+0.50Lr+0.50L-1.0W at 15.47 to 16.0 0.000 18.720 0.47 1.84 0.90 2.46 0.155 0.0034 0.0068 ' +1.20D+0.50L+0.50S+W at 15.47 to 16.00 0.000 18.720 0.47 1.82 0.90 2.46 0.155 0.0034 0.0068 +1.20D+0.50L+0.50S-1.OW at 15.47 to 16.00 0.000 18.720 0.47 1.84 0.90 2.46 0.155 0.0034 0.0068 +1.20D+0.50L+0.20S+E at 6.93 to 7.47 1.106 18.720 0.47 0.06 0.90 2.72 0.155 0.0034 0.0068 ' +0.90D+W at 15.47 to 16.00 0.000 18.720 0.47 1.82 0.90 2.46 0.155 0.0034 0.0068 +0.90D-1.OW at 15.47 to 16.00 0.000 18.720 0.47 1.83 0.90 2.46 0.155 0.0034 0.0068 +0.90D+E at 6.93 to 7.47 0.830 18.720 0.47 0.06 0.90 2.65 0.155 0.0034 0.0068 Design Maximum Combinations-Deflections Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio k _.........k'ft--- k-ft m`4 n^4 n14n ' D+L+Lr at 9.07 to 9.60 0.858 0.47 0.01 353.60 31.93 353.600 0.001 178507.3 D+L+W at 6.40 to 6.93 1.008 0.47 1.03 353.60 32.28 33.080 0.522 368.1 D+L+W+S/2 at 6.40 to 6.93 1.008 0.47 1.03 353.60 32.28 33.080 0.522 368.1 ' D+L+S+W/2 at 6.40 to 6.93 0.980 0.47 0.50 353.60 32.22 61.228 0.045 4,242.2 D+L+S+E/1.4 at 7.47 to 8.00 0.891 0.47 0.04 353.60 32.01 353.600 0.004 48,545.1 D+0.5(L+Lr)+0.7W at 6.40 to 6.93 1.021 0.47 0.71 353.60 32.31 35.521 0.225 852.5 D+0.5(L+Lr)+0.7E at 7.47 to 8.00 0.921 0.47 0.05 353.60 32.08 353.600 0.004 46,001.3 , Reactions-Vertical&Horizontal Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0.0 k 0.00 k 1.324 k S Only 0.0 k 0.00 k 0.000 k Caruso Turley Scott,Inc Project Title: Panera Project ID: 13-846 1215 W.No Salado Pkwy,Suite 200 Engineer: SMK TURM Tempe,AZ 85281 Project Descr: xon www.ctsaz.com snsvltivg t"ttn,.i 480-774-1700 .nyi"".t: Printed:11OCT 2013,4:11P0.1 File=H:\CBR 6-1\13MP-1\CALCUL-1\panera.ec6 Masonry Slender Wall ENERCALC,INC.19832013,Build:6.13.8.31,Ver.6.13.8.31 Description: Non-Bearing 8"Wall Reactions-Vertical&Horizontal Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base _..._.._..__---....__----......__.......__......._....._.—..----._..—......__....-----.....---....___----------- -----......_ _ ------__——0.055 k W Only 0.3 k 1.15 k E Only 0.0 k 0.04 k 0.000 k p+L+Lr 0.0 k 0.00 k 1.384 k p+L+S 0.0 k 0.00 k 1.324 k 0.3 k 1.15 k 1.379 k p+L+W+S�2' p+L+S+Wl2 0.2 k 0.57 k 1.351 k p+L+S+FJ1.4 0.0 k 0.03 k 1.324 k Caruso Turley Scott,Inc Project Title: Panera 1215 W.Rio Salado Pkwy,Suite 200 Engineer: SMK Project ID: 13-846 7" C CAR—Tempe,AZ 85281 Project Descr: TURLEY uOTT www.ctsaz.com nulting ""1Ytei 480-774-1700 engineers Pdnted:11 OCT 2013,4:12PM Masonry Slender Wall File=H:�_CBF16-1113846P-nCALCUL-1lpanera.Ea g.ggr. ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver.6.13.8.31 Description: Non-Bearing 12"Wall Code References Calculations per ACI 530-05/MSJC 2005 Sec. 3.3.5, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used :ASCE 7-10 General Information Calculations per ACI 530-05/MSJC 2005 Sec.3.3.5,IBC 2006,CBC 2007,ASCE 7-05 Construction Type:Grouted Hollow Concrete Masonry F'm = 1.50 ksi Nom.Wall Thickness Oin Temp Diff across thickness = deg F Fy-Yield = 60.0 ksi Actual Thickness 11.625 in Min Allow Out-of-plane Defl Ratio= 150.0 Fr-Rupture = 61.0 psi Rebar"d"distance / 8�1 in Minimum Vertical Steel% — 0.0020 Em=fm' = 900.0 Lower Level Rebar... Max%of P bal. = 0.007138 Bar Size # �� Grout Density = 140 pcf Bar Spacing .06 0 1'F1 Block Weight Medium Weight Wall Weight = 124.0 psf Wall is grouted at rebar cells only One-Story Wall Dimensions A Clear Height = 16.0 ft B Parapet height = 11.0 ft B § �. Wall Support Condition Top&Bottom Pinned RoorAttachment.r >. t. A Z ' Attactmlenkxkx- Vertical Loads Vertical Uniform Loads... (Applied per foot of Strip Mdth) DL:Dead Lr:Roof Live Lf:Floor Live S:Snow W:Wind Ledger Load Eccentricity 4.0 in 0.0480 0.060 0.0550 klft Concentric Load , Lateral Loads ktft Full area WIND load 54.0 psf Wall Weight Seismic Load Input Method: ASCE seismic factors entered Fp=Wall Wt0.04080 = 5.059 Psf SDS Value per ASCE 12.11.1 S DS = 0.1020 Endpoints from Base (Applied to full"STRIP Width,) D VV op -----bottom Distributed Lateral Load 0.0480 Wit 27.0 16.0 klft r Caruso Turley Scott, Inc Project Title: Panera .j `a ' 1215 W.Rio Salado Pkwy,Suite 200 Engineer: SMK Project ID: 13-846 Tempe,AZ 85281 Project Descr: TURLEY SCOTT www.ctsaz.com n.ult ing 480-774-1700 engineers Pnnted:11 OCT 2013,4:12PPd Masonry Slender Wall FIe=H:1-CBF16-1113846P-11CALCUL-1lpanera.ec6 ENERCALC,INC.1963-2013,Build:6.13.8.31,Ver:6.13.8.31 Description: Non-Bearing 12"Wall DESIGN SUMMARY Results reported for"Strip Width"of 12.0 in ' Governing Load Combination... Actual Values... Allowable Values.. . PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.6013 +1.20D+0.50Lr+0.50L-1.0W Max Mu 6.182 k-ft Phi*Mn 10.281 k-ft PASS Service Deflection Check Min.Defl.Ratio 836.98 Max Allow Ratio 150.0 D+ L+W Max.Deflection -0.2294 in Max.Allow.Defl. 1.280 in PASS Axial Load Check Max Pu/Ag 15.531 psi 0.2*fm 300.0 psi +1.20D+0.50Lr+0.50L-1.OW Location 15.733 ft PASS Reinforcing Limit Check Controlling As/bd 0.006652 As/bd007138 rho bal 0.007138 PASS Minimum Moment Check Mcracking 1.374 k-ft Minimum Phi Mn 13.365 k-ft +1.40D Maximum Reactions... for Load Combination.... Top Hodzontal W Only 1.921 k Base Hodzontal D+L+W+S/2 0.06748 k Vertical Reaction D+L+Lr 3.456 k Design Maximum Combinations-Moments Axial Load Moment Values 0.6 Load Combination Pu 0.2*fm*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal k-ft. +1.40D at 15.47 to 16.00 0.000 41.760 1.37 0.02 0.90 10.28 0.465 0.0067 0.0071 +1.20D+0.5OLr+1.60L at 15.47 to 16.00 0.000 41.760 1.37 0.03 0.90 10.28 0.465 0.0067 0.0071 +1.20D+1.60L+0.50S at 15.47 to 16.00 0.000 41.760 1.37 0.02 0.90 10.28 0.465 0.0067 0.0071 +1.20D+1.6OLr+0.50L at 15.47 to 16.00 0.000 41.760 1.37 0.05 0.90 10.28 0.465 0.0067 0.0071 +1.20D+1.60Lr+0.50W at 15.47 to 16.00 0.000 41.760 1.37 3.03 0.90 10.28 0.465 0.0067 0.0071 +1.20D+1.6OLr-0.50W at 15.47 to 16.00 0.000 41.760 1.37 3.13 0.90 10.28 0.465 0.0067 0.0071 +1.20D+0.50L+1.60S at 15.47 to 16.00 0.000 41.760 1.37 0.02 0.90 10.28 0.465 0.0067 0.0071 ' +1.20D+1.60S+0.50W at 15.47 to 16.00 0.000 41.760 1.37 3.06 0.90 10.28 0.465 0.0067 0.0071 +1.20D+1.60S-0.50W at 15.47 to 16.00 0.000 41.760 1.37 3.10 0.90 10.28 0.465 0.0067 0.0071 +1.20D+0.5OLr+0.50L+W at 15.47 to 16.00 0.000 41.760 1.37 6.12 0.90 10.28 0.465 0.0067 0.0071 +1.20D+0.50Lr+0.50L-1.0W at 15.47 to 16.0 0.000 41.760 1.37 6.18 0.90 10.28 0.465 0.0067 0.0071 +1.20D+0.50L+0.50S+W at 15.47 to 16.00 0.000 41.760 1.37 6.13 0.90 10.28 0.465 0.0067 0.0071 +1.20D+0.50L+0.50S-1.OW at 15.47 to 16.00 0.000 41.760 1.37 6.17 0.90 10.28 0.465 0.0067 0.0071 +1.20D+0.50L+0.20S+E at 15.47 to 16.00 0.000 41.760 1.37 0.29 0.90 10.28 0.465 0.0067 0.0071 +0.90D+W at 15.47 to 16.00 0.000 41.760 1.37 6.14 0.90 10.28 0.465 0.0067 0.0071 +0.90D-1.OW at 15.47 to 16.00 0.000 41.760 1.37 6.17 0.90 10.28 0.465 0.0067 0.0071 +0.90D+E at 15.47 to 16.00 0.000 41.760 1.37 0.29 0.90 10.28 0.465 0.0067 0.0071 Design Maximum Combinations-Deflections Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl.Ratio I k K ft k-ft_ in^4 n'4in^4 in D+L+Lr at 9.07 to 9.60 2.332 1.37 0.02 1,571.00 182.11 1571.000 0.000 397560.5 w D+L+W at 11.20 to 11.73 2.062 1.37 2.83 1,571.00 181.01 186.326 0.229 837.0 D+L+W+S/2 at 11.20 to 11.73 2.062 1.37 2.83 1,571.00 181.01 186.326 0.229 837.0 D+L+S+W/2 at 11.73 to 12.27 1.969 1.37 1.55 1,571.00 180.63 261.460 0.052 3,660.0 D+L+S+E/1.4 at 12.27 to 12.80 1.875 1.37 0.08 1,571.00 180.25 1571.000 0.001 360016.4 D+0.5(L+Lr)+0.7W at 11.20 to 11.73 2.076 1.37 1.96 1,571.00 181.07 203.066 0.116 1,651.2 D+0.5(L+Lr)+0.7E at 12.80 to 13.33 1.839 1.37 0.09 1,571.00 180.10 1571.000 0.000 456319.1 Reactions-Vertical&Horizontal Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0.0 k 0.00 k 3.396 k S Only 0.0 k 0.00 k 0.000 k Caruso Turley Scott,Inc Project Title: Panera 1215 W.Rio Salado Pkwy,Suite 200 Engineer: SMK Proiect ID: 13-846 -Ru Tempe,AZ 85281 Project Descr: scorn www.ctsaz.com ,.!, g s�rncrnr.i480-774-1700 42 engineers Pdnted:11 OCT 2013,4:12PM Mason Slender Wall File=H:\_CBF16-1\13846P-1\CALCUL-1\panera.ec6 —11111 Masonry ENERCALC,INC.19832013,Build:6.13.8.31,Ver:6.13.8.31 Description: Non-Bearing 12"Wall Reactions-Vertical&Horizontal Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base ' -...._................ ---------- --- ----------.._.._..........._...---._...._.....----- -- ---- ---- ..........._...._.... -- W Only 0.1 k 1.92 k 0.055 k E Only 0.0 k 0.12 k 0.000 k D+L+Lr 0.0 k 0.00 k 3.456 k ' D+L+S 0.0 k 0.00 k 3.396 k D+L+W+Sl2 0.1 k 1.92 k 3.451 k D+L+S+Wl2 0.0 k 0.96 k 3.423 k ' D+L+S+El1.4 0.0 k 0.08 k 3.396 k ' CARUSO TURLEY SCOTT Job Name ��-� 1 structural engineers 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No. 1 v-$`4 Le Sheet No.� T:480 774-1700 - F:480 774-1701 www.ctsaz.com By Date �2car n� Wall LZ Coo P If:, = 2" P 1� PsrwL �M 1(.,,,(..r7' +v �y 1 LA,c.,'7' Z ` ick F e 5 wD�. t.J w�..= !�•Z ��w��22' l2_) = 20C� (�1�w l.. 1 0�PsFwL P s � -- LI g P s�W N, Ica a Caruso Turley Scott,Inc Project Title: Panera 1215 W.Rio Salado Pkwy,Suite 200 Engineer: SMK Proiect ID: 13-846 ' aRuso Tempe,AZ 85281 Project Descr: TURLEY u�** www.ctsaz.com <"nsnliing n 480-774-1700 engineers Printed:11OCT 2073,4:13PPd Masonry Slender Wall File=H:1 CBF16-1113846P-11CALCUL-1lpanera.ec6 ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31 Description: Bearing Wall at Entry Code References Calculations per ACI 530-05/MSJC 2005 Sec. 3.3.5, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used ASCE 7-10 General Information Calculations per ACI 530-05/MSJC 2005 Sec.3.3.5,IBC 2006,CBC 2007,ASCE 7-05 .NI Construction Type:Grouted Hollow Concrete Masonry F'm = 1.50 ksi Nom.Wall Thickness �in Temp Diff across thickness = deg F Fy-Yield = 60.0 ksi Actual Thickness 7�Q� in Min Allow Out-of-plane Defl Ratio= 150.0 Fr-Rupture = 61.0 psi Rebar"d"distance Vin Minimum Vertical Steel% = 0.0020 Em=fm* = 900.0 Lower Level Rebar... Max%of p bal. = 0.007138 Bar Size # Grout Density = 140 pcf Bar Spacing 0 In Block Weight Medium Weight Wall Weight = 78.0 psf ' Wall is grouted at rebar cells only One-Story Wall Dimensions -1---- A Clear Height = 16.670 ft B Parapet height = 11.0 ft B Wall Support Condition Top& Bottom Pinned A Vertical Loads Vertical Uniform Loads... (Applied per foot of Strip Width) DL:Dead Lr:Roof Live Lf:Floor Live S:Snow W:Wind Ledger Load Eccentricity 2.0 in 0.1280 0.160 0.1460 klft Concentric Load ktft ' Vertical Concentrated Loads... (Applied to full"Strip Width") DL:Dead Lr:Roof Live U:Floor Live S:Snow W:Wind Beam Load#1 Eccentricity in 4.50 0.590 0.540 k Dist.from Base 9.330 ft Lateral Loads Full area WIND load 54,0 psf Wall Weight Seismic Load Input Method: ASCE seismic factors entered Fp=Wall Wt* 0.04080 = 3.182 Psf SDS Value per ASCE 12.11.1 S DS = 0.1020 Endpoints from Base (Applied to full"STRIP Width) op ttom Distributed Lateral Load 0.0480 k/ft 27.0 16.6.6 70 k/ft Caruso Turley Scott,Inc Project Title: Panera ' 1215 W.Rio Salado Pkwy,Suite 200 Engineer: SMK Project ID: 13-846 R�Tempe,AZ 85281 Project Descr: xon www.ctsaz.com ;.'480-774-1700 slrn"-I e, a..,. Nnted:11 OCT 2013,4:13PM File=H:tCBF16-1113WP-11CALCUL--1lpanera.w6 Masonry Slender Wall ENERCALC,INC.1983-2013,Build:6.13.8.31,Ve::6.13.8.31 Description: Bearing Wall at Entry DESIGN SUMMARY Results reported for"Strip Width"of 12.0 in Governing Load Combination... Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.5956 +1.20D+0.50Lr+0.50L-1.0W Max Mu 5.843 k-ft Phi*Mn 9.810 k-ft PASS Service Deflection Check Min.Defl.Ratio 585.11 Max Allow Ratio 150.0 D+L+W Max.Deflection -0.3419 in Max.Allow.Defl. 1.334 in PASS Axial Load Check Max Pu/Ag 17.737 psi 0.2*fm 300.0 psi +1.20D+0.50Lr+0.50L-1.0W Location 16.392 ft PASS Reinforcing Limit Check Controlling As/bd 0.006920 As/bd007138 rho bal 0.007138 PASS Minimum Moment Check Mcracking 0.5911 k-ft Minimum Phi Mn 12.753 k-ft +1.40D Maximum Reactions... for Load Combination.... Top Horizontal W Only 1.871 k Base Horizontal D+L+W+S/2 0.1288 k Vertical Reaction D+L+Lr 7.536 k ' Design Maximum Combinations-Moments Axial Load Moment Values 0.6` Load Combination Pu 0.2*fm*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal ...._.....k..._..----k_........_._...._...-_.k-ft_.....__........... ---- +1.40D at 16.11 to 16.67 0.000 27.360 0.59 0.03 0.90 9.81 0.465 0.0069 0.0071 +1.20D+0.50Lr+1.60L at 16.11 to 16.67 0.000 27.360 0.59 0.04 0.90 9.81 0.465 0.0069 0.0071 +1.201)+1.601-+0.501 at 16.11 to 16.61 0.000 27.360 0.59 0.03 0.90 9.81 0.465 0.0069 0.0071 +1.20D+1.6OLr+0.50L at 16.11 to 16.67 0.000 27.360 0.59 0.07 0.90 9.81 0.465 0.0069 0.0071 +1.20D+1.6OLr+0.50W at 16.11 to 16.67 0.000 27.360 0.59 2.83 0.90 9.81 0.465 0.0069 0.0071 +1.20D+1.60Lr-0.50W at 16.11 to 16.67 0.000 27.360 0.59 2.97 0.90 9.81 0.465 0.0069 0.0071 +1.20D40.50L+1.60S at 16.11 to 16.67 0.000 27.360 0.59 0.03 0.90 9.81 0.465 0.0069 0.0071 +1.20D+1.6OS+0.50W at 16.11 to 16.67 0.000 27.360 0.59 2.88 0.90 9.81 0.465 0.0069 0.0071 +1.20D+1.60S-0.50W at 16.11 to 16.67 0.000 27.360 0.59 2.93 0.90 9.81 0.465 0.0069 0.0071 +1.20D+0.5OLr+0.50L+W at 16.11 to 16.67 0.000 27.360 0.59 5.76 0.90 9.81 0.465 0.0069 0.0071 +1.20D+0.5OLr+0.50L-1.OW at 16.11 to 16.6 0.000 27.360 0.59 5.84 0.90 9.81 0.465 0.0069 0.0071 +1.20D+0.50L+0.50S+W at 16.11 to 16.67 0.000 27.360 0.59 5.78 0.90 9.81 0.465 0.0069 0.0071 +1.20D+0.50L+0.50S-1.OW at 16.11 to 16.67 0.000 27.360 0.59 5.83 0.90 9.81 0.465 0.0069 0.0071 +1.20D+0.50L+0.20S+E at 16.11 to 16.67 0.000 27.360 0.59 0.17 0.90 9.81 0.465 0.0069 0.0071 +0.90D+W at 16.11 to 16.67 0.000 27.360 0.59 5.78 0.90 9.81 0.465 0.0069 0.0071 +0.90D-1.OW at 16.11 to 16.67 0.000 27.360 0.59 5.82 0.90 9.81 0.465 0.0069 0.0071 +0.90D+E at 16.11 to 16.67 0.000 27.360 0.59 0.17 0.90 9.81 0.465 0.0069 0.0071 Design Maximum Combinations-Deflections Axial Load Moment Values Stiffness Deflections ' Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl.Ratio-_k---k-ft------ k.-ft in"_d_._.....--- m14 - m14 -- in D+L+Lr at 9.45 to 10.00 1.709 0.59 0.03 443.30 163.84 443.300 0.003 78,955.8 D+L+W at 11.11 to 11.67 1.565 0.59 2.22 443.30 163.31 163.764 0.342 585.1 ' D+L+W+S/2 at 11.11 to 11.67 1.565 0.59 2.22 443.30 163.31 163.764 0.342 585.1 D+L+S+W/2 at 11.11 to 11.67 1.492 0.59 1.10 443.30 163.03 167.998 0.141 1,423.4 D+L+S+E/1.4 at 5.00 to 5.56 6.396 0.59 0.03 443.30 180.49 443.300 0.001 172450.4 D+0.5(L+Lr)+0.7W at 11.11 to 11.67 1.602 0.59 1.54 443.30 163.44 164.962 0.219 911.4 D+0.5(L+Lr)+0.7E at 6.11 to 6.67 6.684 0.59 0.04 443.30 181.47 443.300 0.002 116336.2 Reactions-Vertical&Horizontal Top Horizontal Vertical @Wall Base Load Combination Base Horizontal D Only 0.0 k 0.00 k 6.786 k S Only 0.0 k 0.00 k 0.000 k Caruso Turley Scott,Inc Project Title: Panera ay 1215 W.Rio Salado Pkwy,Suite 200 Engineer: SMK Proiect ID: 13-846 URS-Tempe,AZ 85281 Project Descr: iURIEY x�T* www.ctsaz.com nsulting 480 774-1700 Printed:11OCT 2013,4:13PM Masonry Slender Wail File_H:1_CBF16—1113846P— 11CALCUL-1lpanera.ec6 ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31 KW-06000624 Licensee: • TURLEY SCOTT: ' Description: Bearing Wall at Entry Reactions-Vertical 8r Horizontal Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base , _........_......_.._._.....__.......--............_.._..—_.._...._._._,.....__...---.._.....................__....._..------- ----......--..._...._..-..._..-....... .. W Only 0.1 k 1.87 k 0.686 k E Only 0.0 k 0.07 k 0.000 k D+L+Lr 0.0 k 0.00 k 7.536 k D+L+S 0.0 k 0.00 k 6.786 k D+L+W+S/2 0.1 k 1.86 k 7.472 k D+L+S+W/2 0.1 k 0.93 k 7.129 k D+L+S+E/1.4 0.0 k 0.05 k 6.786 k 1 Caruso Turley Scott,Inc Project Title: Panera •a 1215 W.Rio Salado Pkwy,Suite 200 Engineer: SMK Proiect ID: 13-846 -R-Tempe,AZ 85281 Project Descr: Xo** www.ctsaz.com nnnsniri",480-774-1700 rncr.nl engineers Pnnted:11OCT 2013,4:17P?A Masonry Slender Wall ENEFile=H:1_CBF16-1113846P-11CALCUL-1lpanera.ec6 RCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31 Lic.#: KW-06000624 Licensee:CARUSO TURLEY SCOTT: Description: Bearing Wall at Front Code References Calculations per ACI 530-05/MSJC 2005 Sec. 3.3.5, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used :ASCE 7-10 General Information Calculations per ACI 530-05IMSJC 2005 Sec.3.3.5,IBC 2006,CBC 2007,ASCE 7-05 Construction Type:Grouted Hollow Concrete Masonry Fm 1.50 ksi Nom.Wall Thickness 8 in Temp Diff across thickness deg F Fy-Yield 60.0 ksi Actual Thickness 7 , in Min Allow Out-of-plane Defl Ratio= 150.0 Fr-Rupture = 61.0 psi Rebar'd"distance .8 in Minimum Vertical Steel% = 0.0020 Em=fm* = 900.0 Lower Level Rebar... t Max%of p bal. = 0.006833 Bar Size # Grout Density = 140 pcf Bar Spacing /0- in Block Weight Medium Weight Wall Weight = 58.0 psf Wall is grouted at rebar cells only One-Story Wall Dimensions A Clear Height 16.670 ft � B Parapet height = 5.330 ft B P Wall Support Condition Top& Bottom Pinned s [ Nr' A Vertical Loads Vertical Uniform Loads... (Applied per foot of Strip Width) DL:Dead Lr:Roof Live Lf:Floor Live S:Snow W:Wind 1 Ledger Load Eccentri* 2.0 in 0.1760 0.220 0.20 k/ft Concentric Load ktft Lateral Loads Full area WIND load 54.0 Psf Wall Weight Seismic Load Input Method: ASCE seismic factors entered Fp=Wall Wt* 0.04080 = 2.366 Psf SDS Value per ASCE 12.11.1 SIDS - 0.1020 Endpoints from Base (Applied to full'STRIP Width") ' D E top 15oftorn Distributed Lateral Load 0.0480 ktft 22.0 16.670 ktft Caruso Turley Scott,Inc Project Title: Panera 3 "a 1215 W.Rio Salado Pkwy,Suite 200 Engineer: SMK Project ID: 13-846 ' CAR uso Tempe,AZ 85281 Project Descr: TURLEY scorn www.ctsaz.com ning - << 480-774-1700 119-111 Printed:11 OCT 2013,4:17PE1 Mason Slender Wall File=H:1_CBF16-1113846P-11CALCUL-llpanera.ec6 11111 ry ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31 Description: Bearing Wall at Front DESIGN SUMMARY Results reported for"Strip Width"of 12.0 in Governing Load Combination... Actual Values... Allowable Values. , PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.5982 +1.20D+0.50Lr+0.50L-1.0W Max Mu 1.469 k-ft Phi*Mn 2.456 k-ft PASS Service Deflection Check Min.Defl.Ratio 188.677 Max Allow Ratio 150.0 ' D+L+W Max.Deflection 1.060 in Max.Allow.Defl. 1.334 in PASS Axial Load Check Max Pu/Ag 17.802 psi 0.2*fm 300.0 psi +120D+0.5OLr+0.50L-1.OW Location 16.392 ft PASS Reinforcing Limit Check Controlling As/bd 0.003377 As/bd006833 rho bal 0.006833 PASS Minimum Moment Check Mcracking 0.4715 k-ft Minimum Phi Mn 3.193 k-ft +1.40D Maximum Reactions... for Load Combination.... Top Horizontal D+L+W+S/2 1.071 k Base Horizontal W Only 0.3737 k Vertical Reaction D+L+Lr 1.672 k Design Maximum Combinations-Moments Axial Load Moment Values 0.6 Load Combination Pu 0.2*fm*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal _--- ............... -. k_... ....._. k-ft ...-...--................_. _-..__k_ft in^2 +1.40D at 16.11 to 16.67 0.000 18.720 0.47 0.04 0.90 2.46 0.155 0.0034 0.0068 +1.20D+0.5OLr+1.60L at 16.11 to 16.67 0.000 18.720 0.47 0.05 0.90 2.46 0.155 0.0034 0.0068 +1.20D+1.601-+0.50S at 16.11 to 16.67 0.000 18.720 0.47 0.04 0.90 2.46 0.155 0.0034 0.0068 +1.20D+1.6OLr+0.50L at 16.11 to 16.67 0.000 18.720 0.47 0.09 0.90 2.46 0.155 0.0034 0.0068 +1.20D+1.6OLr+0.50W at 6.67 to 7.22 1.730 18.720 0.47 0.72 0.90 2.86 0.155 0.0034 0.0068 +1.20D+1.6OLr-0.50W at 16.11 to 16.67 0.000 18.720 0.47 0.80 0.90 2.46 0.155 0.0034 0.0068 +1.20D+0.50L+1.60S at 16.11 to 16.67 0.000 18.720 0.47 0.04 0.90 2.46 0.155 0.0034 0.0068 +1.20D+1.60S+0.50W at 6.67 to 7.22 1.378 18.720 0.47 0.69 0.90 2.78 0.155 0.0034 0.0068 +1.20D+1.60S-0.50W at 16.11 to 16.67 0.000 18.720 0.47 0.74 0.90 2.46 0.155 0.0034 0.0068 +1.20D+0.5OLr+0.50L+W at 6.67 to 7.22 1.588 18.720 0.47 1.44 0.90 2.83 0.155 0.0034 0.0068 +1.20D+0.50Lr+0.50L-1.0W at 16.11 to 16.6 0.000 18.720 0.47 1.47 0.90 2.46 0.155 0.0034 0.0068 +1.20D+0.50L+0.50S+W at 6.67 to 7.22 1.478 18.720 0.47 1.42 0.90 2.81 0.155 0.0034 0.0068 +1.20D+0.50L+0.50S-1.OW at 16.11 to 16.67 0.000 18.720 0.47 1.45 0.90 2.46 0.155 0.0034 0.0068 +1.20D+0.50L+0.20S+E at 8.34 to 8.89 1.162 18.720 0.47 0.08 0.90 2.73 0.155 0.0034 0.0068 +0.90D+W at 6.67 to 7.22 1.159 18.720 0.47 1.39 0.90 2.73 0.155 0.0034 0.0068 +0.90D-1.0W at 16.11 to 16.67 0.000 18.720 0.47 1.44 0.90 2.46 0.155 0.0034 0.0068 +0.90D+E at 7.78 to 8.34 0.901 18.720 0.47 0.08 0.90 2.67 0.155 0.0034 0.0068 ' Design Maximum Combinations-Deflections Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio -k ___ k-ft k-ft in14 in14 in^4 in ' D+L+Lr at 9.45 to 10.00 1.124 0.47 0.04 353.60 32.56 353.600 0.004 46,596.4 D+L+W at 7.22 to 7.78 1.233 0.47 1.40 353.60 32.81 33.095 1.060 188.7 D+L+W+S/2 at 7.22 to 7.78 1.233 0.47 1.40 353.60 32.81 33.095 1.060 188.7 , D+L+S+Wl2 at 7.22 to 7.78 1.133 0.47 0.68 353.60 32.58 36.584 0.240 832.0 D+L+S+E/1.4 at 8.34 to 8.89 0.969 0.47 0.06 353.60 32.19 353.600 0.007 30,634.8 D+0.5(L+Lr)+0.7W at 7.22 to 7.78 1.283 0.47 0.98 353.60 32.93 33.886 0.588 340.1 D+0.5(L+Lr)+0.7E at 8.34 to 8.89 1.079 0.47 0.07 353.60 32.45 353.600 0.008 26,265.8 ' Reactions-Vertical&Horizontal Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0.0 k 0.00 k 1.452 k , S Only 0.0 ,k 0.00 k 0.000 k Project Title: Panera Caruso Turley Scott,Inc Engineer: SMK Project ID: 13-846 1215 W.Rio Salado Pkwy,Suite 200 Project Descr: -RU Tempe,AZ 85281 TURMY xon www.ctsaz.com .t. SlfY .1480-774-1700 .Y .y;Y..,. Printed:it OCT 2013,4:17PM File HA CBF16-1\13846P-1\CALCUL-1\panera.ec6 Masonry Slender Wail ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver.6.13.8.31 rrr. . Description: Bearing Wall at Front Reactions-Vertical 8r Horizontal -- - .-..tial o. k Load Combination Base Horizontal _ Top Horizontal Vertical @Wall Base -- �_ _._--......._ 200 W Only _...._ 0.4 k 1.07 k E Only 0.0 k 0.03 k 0.000 k p+L+Lr 0.0 k 0.00 k 1.672 k 0.0 k 0.00 k 1.452 k p+L+S 1.07 k 1.652 k p+L+W+Sl2 0.4 k p+L+g+Wl2 0.2 k 0.53 k 1.552 k p+L+$+E/1.4 0.0 k 0.02 k 1.452 k 1 CARUSO TURLEY SCOTT Job Name structural engineers 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No. �—` `� (e Sheet No. 3 '� T.480 774-1700 • F:480 774-1701 ' www.ctsaz.com By Date wait T)es-, �z L4 k + 2k, w.4.�, J/2, Lrir a = 2- PSq Use C w/ S `(` o,C, �eereo� ��.�Q.� "P�t�� 1 Caruso Turley Scott,Inc Project Title: Panera 3 } 1215 W.Rio Salado Pkwy,Suite 200 Engineer: SMK Proiect ID: 13-846 -R-Tempe,AZ 85281 Project Descr: xo** www.ctsaz.com ons"Iti"g 480-774 ngin.... Printed:71OCT 2013,4:74W.9 Masonry Slender Wall ENEFile=H:LCBF16-1\13846P-1\CALCUL-1\panera.ec6 RCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31 Description: Beam Bearing 8"Wall Code References Calculations per ACI 530-05/MSJC 2005 Sec.3.3.5, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used ASCE 7-10 General Information Calculations per ACI 530-05/MSJC 2005 Sec.3.3.5,IBC 2006,CBC 2007,ASCE 7-05 Construction Type:Grouted Hollow Concrete Masonry //nn Fm 1.50 ksi Nom.Wall Thickness in Temp Diff across thickness deg F Fy-Yield = 60.0 ksi Actual Thickness 7.6A in Min Allow Out-of-plane Def!Ratio= 150.0 Fr-Rupture = 61.0 psi Rebar"d"distance 80 in Minimum Vertical Steel% = 0.0020 Em=fm' = 900.0 Lower Level Rebar. . Max%of P bal. = 0.006833 Bar Size # Grout Density = 140 pcf Bar Spacing 4. in Block Weight Medium Weight Wall Weight 58.0 psf Wall is grouted at rebar cells only One-Story Wall Dimensions A Clear Height = 16.0 ft B Parapet height = 6.0 ft B f tWall Support Condition Top&Bottom Pinned oa�� A i R FborAttacliment, e Vertical Loads Vertical Uniform Loads... (Applied per foot of Strip Width) DL:Dead Lr:Roof Live Lf:Floor Live S:Snow W:Wind Ledger Load Eccentriaty 2.0 in 2.520 2.10 1.910 klft Concentric Load ktft Lateral Loads Full area WIND bad 54.0 psf Wall Weight Seismic Load Input Method: ASCE seismic factors entered Fp=Wall Wt0.04080 = 2.366 Psf SDS Value per ASCE 12.11.1 SDS = 0.1020 Endpoints from Base (Applied to full'STRIP Width) op ttom Distributed Lateral Load 0.0480 klft 22.0 16.0 ktft 11 Caruso Turley Scott,Inc Project Title: Panera ' 1215 W.Rio Salado Pkwy,Suite 200 Engineer: SMK Project ID: 13-846 CARUSO Tempe,AZ 85281 Project Descr: TURLEY uon www.ctsaz.com nsul,in9 - - I� 480-774-1700 Printed 11 OCT 2013,4:14Pt:1 Masonry Slender Wall File-H:1_CBF16-1113846P 11CALCUL 1lpanera.ec6 ENERCALC,INC.19832013,Build:6.13.8.31,Ver:6.13.8.31 KW-06000624 Licensee:CARUSO TURLEY SCOT[ Description: Beam Bearing 8"Wall DESIGN SUMMARY Results reported for"Strip Width" of 12.0 in Governing Load Combination... Actual Values... _ Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.8944 .� +1.20D+0.5OLr+0.50L-1.0VV Max Mu 2.197 k-ft Phi'Mn 2.456 k-ft PASS Service Deflection Check Min.Defl.Ratio 173.893 Max Allow Ratio 150.0 D+ L+W Max.Deflection 1.104 in Max.Allow.Defl. 1.280 in PASS Axial Load Check Max Pu/Ag 125.422 psi 0.2'fm 300.0 psi +1.20D+0.50Lr+0.50L-1.0W Location 15.733 ft PASS Reinforcing Limit Check Controlling As/bd 0.003377 As/bd006833 rho bal 0.006833 PASS Minimum Moment Check Mcracking 0.4715 k-ft Minimum Phi Mn 3.193 k-ft +1.40D Maximum Reactions... for Load Combination.... Top Horizontal W Only 1.129 k Base Horizontal D+L+W+S/2 0.3697 k Vertical Reaction D+L+Lr 5.896 k Design Maximum Combinations-Moments Axial Load Moment Values 0.6 Load Combination Pu 0.2`fm`b`t Mcr Mu Phi Phi Mn As As Ratio rho bal ----- .................... +1.40D at 15.47 to 16.00 0.000 18.720 0.47 0.59 0.90 2.46 0.155 0.0034 0.0068 +1.20D+0.5OLr+1.60L at 15.47 to 16.00 0.000 18.720 0.47 0.68 0.90 2.46 0.155 0.0034 0.0068 +1.20D+1.60L+0.50S at 15.47 to 16.00 0.000 18.720 0.47 0.50 0.90 2.46 0.155 0.0034 0.0068 +1.20D+1.60Lr+0.50L at 14.93 to 15.47 6.876 18.720 0.47 1.07 0.90 3.99 0.155 0.0034 0.0068 +1.20D+1.60Lr+0.50W at 8.00 to 8.53 8.313 18.720 0.47 1.82 0.90 4.28 0.155 0.0034 0.0068 +1.20D+1.6OLr-0.50W at 15.47 to 16.00 0.000 18.720 0.47 1.82 0.90 2.46 0.155 0.0034 0.0068 m +1.20D+0.50L+1.60S at 15.47 to 16.00 0.000 18.720 0.47 0.50 0.90 2.46 0.155 0.0034 0.0068 +1.20D+1.60S+0.50W at 7.47 to 8.00 4.991 18.720 0.47 0.96 0.90 3.59 0.155 0.0034 0.0068 +1.20D+1.60S-0.50W at 15.47 to 16.00 0.000 18.720 0.47 1.26 0.90 2.46 0.155 0.0034 0.0068 +1.20D+0.5OLr+0.50L+W at 6.93 to 7.47 7.033 18.720 0.47 2.19 0.90 4.03 0.155 0.0034 0.0068 +1.20D+0.50Lr+0.50L-1.0W at 15.47 to 16.0 0.000 18.720 0.47 2.20 0.90 2.46 0.155 0.0034 0.0068 +1.20D+0.50L+0.50S+W at 6.93 to 7.47 5.983 18.720 0.47 1.89 0.90 3.81 0.155 0.0034 0.0068 +1.20D+0.50L+0.50S-1.0W at 15.47 to 16.00 0.000 18.720 0.47 2.02 0.90 2.46 0.155 0.0034 0.0068 +1.20D+0.50L+0.20S+E at 15.47 to 16.00 0.000 18.720 0.47 0.46 0.90 2.46 0.155 0.0034 0.0068 +0.90D+W at 6.93 to 7.47 4.964 18.720 0.47 1.68 0.90 3.59 0.155 0.0034 0.0068 +0.90D-1.OW at 15.47 to 16.00 0.000 18.720 0.47 1.90 0.90 2.46 0.155 0.0034 0.0068 +0.90D+E at 15.47 to 16.00 0.000 18.720 0.47 0.34 0.90 2.46 0.155 0.0034 0.0068 Design Maximum Combinations-Deflections Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio k -.k-ft k-ft m^4 n'4 -m 4- in------.-. _ ....._ ._____ n1 --- n ---- .._---- -- D+L+Lr at 10.67 to 11.20 5.277 0.47 0.58 353.60 41.63 52.239 0.123 1,559.5 D+L+W at 7.47 to 8.00 5.273 0.47 1.75 353.60 41.62 41.792 1.104 173.9 D+L+W+S/2 at 7.47 to 8.00 5.273 0.47 1.75 353.60 41.62 41.792 1.104 173.9 D+L+S+Wl2 at 7.47 to 8.00 4.318 0.47 0.88 353.60 39.65 41.343 0.394 487.4 D+L+S+E/1.4 at 8.53 to 9.07 3.301 0.47 0.28 353.60 37.47 353.600 0.029 6,631.6 D+0.5(L+Lr)+0.7W at 7.47 to 8.00 5.750 0.47 1.44 353.60 42.59 42.912 0.859 223.5 D+0.5(L+Lr)+0.7E at 9.60 to 10.13 4.289 0.47 0.42 353.60 39.59 353.600 0.048 3,965.9 Reactions-Vertical&Horizontal Load Combination Base Horizontal _ Top Horizontal Vertical @ Wall Base D Only 0.0 k 0.03 k 3.796 k ' S Only 0.0 k 0.00 k 0.000 k Project Title: Panera 3 Pro :a Caruso Turley Scott,Inc j 1215 W.Rio Salado Pkwy,Suite 200 Engineer: SMK Project ID: 13-846 �� Tempe,AZ 85281 Project Descr: scan www.ctsaz.com n5u1.1.1,.-'48U74-1700 os�e.r. Printed:11OCT 2013,4:14PM File=HA—CBF 16-1\13MP-11CALCUL-4anera.ec6 Masonry Slender Wall ENERCALC,INC.1963-2013,Build:6.13.8.31,Ver:6.13.8.31 Description: Beam Bearing 8-Wall Reactions-Vertical&Horizontal Load Combination Base Horizontal Top Horizontal Vertical @Wall Base W Only 0.3 k 1.13 k 1.910 k E Only 0.0 k 0.04 k 0.000 k D+L+Lr 0.0 k 0.05 k 5.896 k p+L+S 0.0 k 0.03 k 3.796 k p+L+W+Sl2 0.4 k 1.11 k 5.706 k ID+L+S+Wl2 0.2 k 0.54 k 4.751 k p+L+S+El1.4 0.0 k 0.00 k 3.796 k i i I t 1 r CARUSO TURLEY SCOTT Job Name 7`101.1 0111 structural engineers 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 T.480 774-1700 • f:480 7741701 Job No. 131-224(,* Sheet No. www.ctsaz.com By Date W= 6 rte. CARUSO TURLEY SCOTT Job Name structural engineers 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No. 3 y 4 Sheet No. 3�3 T:480 774-1700 • F:480 774-1701 www.ctsaz.com By �/t't Date v2(� KCAL LvacS� = O i 16-D --3� i 1 1 t t t 1 t t 1 �9 Ll O 2001 NASPEC w/2004 Supplement Project: Panera Date: 10/11/2013 Model: Steel Studs at Gridline 7 32.0 Unif Ld Ib/ft R2 10.00 ft Section : 362S162-33 Single C Stud (X-X Axis) Fy= 33.0 ksi Maxo= 440.9 Ft-Lb Moment of Inertia, I = 0.551 in14 Va= 1023.6 Ib Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Center Span 400.0 0.907 400.0 Full 440.9 0.907 0.443 L/271 Combined Bending and Web Crippling Reaction or Load Brng Pa Pn Mmax Intr. Stiffen Pt Load P(lb) (in) (lb) (Ib) (Ft-Lb) Value Req'd ? R1 160.0 1.00 165.2 289.1 0.0 0.50 No R2 160.0 1.00 165.2 289.1 0.0 0.50 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (lb) (Ft-Lb) Factor V/Va M/Ma Unstiffen Stiffen R1 160.0 0.0 1.00 0.16 0.00 0.02 NA R2 160.0 0.0 1.00 0.16 0.00 0.02 NA CARUSO TURLEY SCOTT Job Name � '� structural engineers 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No.��— `� Sheet No. q> 1480 774-1700 • F:480 774-1701 www.ctsaz.com BDate C �a 5 Di t i 61 14 1 t i I Job Name c�1''�l ' 'i'C CARUSO TURLEY SCOTT � A, structural engineers 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No. rv— r �-1 Sheet No.H Ira 1480 774-1700 • F:480 774-1701 www.ctsaz.com By /L 1. _ Date V--N,LIP 1 - Sad v e-{ i C c?rc c��t - t S �- d �L � a �s t Cs e, s CS.,a tc-&) l 15 f f � T aVALp h D ► a LI LI �c�wtt� QRZ- ►'�- ar Caruso Turley Scott,Inc Project Title: Panera 1215 W.No Salado Pkwy,Suite 200 Engineer: SMK Project ID: 13.846 GRU50 Tempe,AZ 85281 Project Descr: TURLEY scorr www.ctsaz.com 480-774-1700 .9i ,"y."..r: Panted 14 OCT 2013,6:58ArA File=H:LCBF16-1\13846P-1\CALCUL-1\panera.ec6 Masonry Slender Wall ENERCALC,INC.19832013,Build:6.13.8.31,Ver.6.13.8.31 Description: Jamb A Code References Calculations per ACI 530-05/MSJC 2005 Sec.3.3.5, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used'ASCE 7-05 Calculations per ACI 530-05/MSJC 2005 Sec.3.3.5,IBC 2006,CBC 2007,ASCE 7-05 General Information Construction Type:Grouted Hollow Concrete Masonry = Fm 1.50 ksi Nom.Wall Thickness 8 in Temp Diff across thickness deg F Fy-Yield = 60.0 ksi Actual Thickness 7.625 in Min Allow Out-of-plane Defl Ratio= 150.0 Fr-Rupture = 61.0 psi Rebar"d"distance 5.60 in Minimum Vertical Steel% 0.0020 Em=fm' = 900.0 Lower Level Rebar... Max%of p bal. = 0.006833 Bar Size # 5gar Spacing 24.0 in Grout Density = 140 pcf Block Weight Medium Weight Wall Weight 58.0 psf Wall is grouted at rebar cells only One-Story Wall Dimensions tt A Clear Height = 16.0 -_' B ft a , B Parapet height = _• x' f3oa . e, -i Wall Support Condition Top&Bottom Pinned t Y Vertical Loads Vertical Uniform Loads.,. (Applied per foot of Strip Width) DL:Dead Lr:Roof Live U:Floor Live S:Snow W:Windom Ledger Load Eccentricity 4.0 in 0.4060 0.5080 ktft Concentric Load 1.262 Lateral Loads Full area WIND load 47.0 psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Fp 1.0 = 0.0 Pst Seismic Wall Lateral Load psf r Caruso Turley Scott,Inc Project Title: Panera 1215 W.Rio Salado Pkwy,Suite 200 Engineer: SMK Proiect ID: 13-846 Np�Tempe,AZ 85281 Project Descr: xon www.ctsaz.com nsulsing n, 480-774-1700 engi veers Printed:14 OCT 2013,8:58MA Masonry Slender Wall File=H:1-CBF16-1113846P-11CALCUL-1lpanera.ec6 r.rrr- . ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver.6.13.8.31 Description: Jamb A N DESIGN SUMMARY Results reported for"Strip Width"of 12.0 in Governing Load Combination... Actual Values... Allowable Values... 1 PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.6399 --- , +1.20D+0.50Lr+0.50L+1.60W Max Mu 2.703 k-ft Phi*Mn 4.224 k-ft PASS Service Deflection Check Min.Defl.Ratio 317.531 Max Allow Ratio 150.0 D+L+W Max.Deflection 0.6047 in Max.Allow.Defl. 1.280 in PASS Axial Load Check Max Pu/Ag 36.148 psi 0.2*fm 300.0 psi +1.20D+0.5OLr+0.50L+1.60W Location 8.267 ft PASS Reinforcing Limit Check Controlling As/bd 0.002307 As/bd006833 rho bal 0.006833 PASS Minimum Moment Check Mcracking 0.4715 k-ft Minimum Phi Mn 4 +1.40D 802 k- ft Maximum Reactions... for Load Combination.... Top Horizontal W Only 0.3760 k Base Horizontal D+L+W+S/2 0.3845 k Design Maximum Combinations-Moments Vertical Reaction D+L+Lr 2.176 k Axial Load Moment Values 0 6 . . Load Combination Pu 0.2*fm*b*t Mcr Mu Phi Phi Mn As As Ratio _..........._......_..............__....._._-_...._._- k k__..- k-it.__-- k-ft_ .... k-ft in"2 rho bal +1.40D at 15.47 to 16.00 0.000 18.720 0.47 0.19 0.90 3.69 0.155 0.0023 0.0068 +1.20D+0.50Lr+1.60L at 15.47 to 16.00 0.000 18.720 0.47 0.25 0.90 3.69 0.155 0.0023 0.0068 +1.20D+1.60L+0.50S at 15.47 to 16.00 0.000 18.720 0.47 0.16 0.90 3.69 0.155 0.0023 0.0068 +1.20D+1.60Lr+0.50L at 15.47 to 16.00 0.000 18.720 0.47 0.43 0.90 3.69 0.155 0.0023 0.0068 +1.20D+1.60Lr+0.80W at 8.53 to 9.07 2.814 18.720 0.47 1.54 0.90 4.35 0.155 0.0023 0.0068 +1.20D+0.50L+1.60S at 15.47 to 16.00 0.000 18.720 0.47 0.16 0.90 3.69 0.155 0.0023 0.0068 +1.20D+1.60S+0.80W at 8.00 to 8.53 2.002 18.720 0.47 1.35 0.90 4.17 0.155 0.0023 0.0068 +1.20D+0.50Lr+0.50L+1.60W at 8.00 to 8.53 2.256 18.720 0.47 2.70 0.90 4.22 0.155 0.0023 0.0068 ' +1.20D+0.50L+0.50S+1.60W at 8.00 to 8.53 2.002 18.720 0.47 2.64 0.90 4.17 0.155 0.0023 0.0068 +1.20D+0.50L+0.20S+E at 15.47 to 16.00 0.000 18.720 0.47 0.16 0.90 3.69 0.155 0.0023 0.0068 +0.90D+1.60W at 8.00 to 8.53 1.501 18.720 0.47 2.58 0.90 4.05 0.155 0.0023 0.0068 +0.90D+E at 15.47 to 16.00 0.000 18.720 0.47 0.12 0.90 3.69 0.155 0.0023 0.0068 Design Maximum Combinations-Deflections Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl.Ratio k k ft k-ft in"4 in"4 in"4 in D+L+Lr at 9.07 to 9.60 2.176 0.47 0.18 353.60 82.07 353.600 0.018 10,438.7 D+L+W at 8.00 to 8.53 1.668 0.47 1.65 353.60 79.21 79.550 0.605 317.5 D+L+W+S/2 at 8.00 to 8.53 1.668 0.47 1.65 353.60 79.21 79.550 0.605 D+L+S+W/2 at 8.00 to 8.53 317.5 1.668 0.47 0.85 353.60 79.21 82.492 0.222 863.9 D+L+S+E/1.4 at 9.07 to 9.60 1.668 0.47 0.08 353.60 79.21 353.600 0.008 23,593.1 D+0.5(L+Lr)+0.7W at 8.00 to 8.53 1.922 0.47 1.23 353.60 80.65 81.567 0.402 477.6 D+0.5(L+Lr)+0.7E at 9.07 to 9.60 1.922 0.47 0.13 353.60 80.65 353.600 0.013 14,484.6 Reactions-Vertical S Horizontal Load Combination Base Horizontal --- -- ---- Top Horizontal Vertical @ Wall Base D Only 0.0 k 0.01 k S Only 1.668 k 0.0 k 0.00 k 0.000 k W Only 0.4 k 0.38 k Only k E On 0.0 k 0.00 k 0.000 k D+L+Lr 0.0 k 0.02 k 2.176 k D+L+S 0.0 k 0.01 k 1.668 k Caruso Turley Scott,Inc Project Title: Panera 1215 W.Rio Salado Pkwy,Suite 200 Engineer: SMK Project ID: 13-846 -Ru r. Tempe,AZ 85281 Project Desc xon www.ctsaz.com nsulting engineers 480-774-1700 Printed:14 OCT 2013,B:SSAId File=H:\_CBF16-1\13846P-1\CALCUL-i\pane'a.ec6 Masonry Slender Wall ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31 Description: Jamb A Reactions-Vertical&Horizontal Load Combination Base Horizontal Top Horizontal Vertical @Wall Base ..... ..........------------ - ._.--. ....._ ---- - - D+L+W+Sl2 0.4 k 0.37 k 1.668 k D+L+S+W/2 0.2 k 0.18 k 1.668 k D+L+S+El1.4 0.0 k 0.01 k 1.668 k CARUSO TURLEY SCOTT Job Name 106-Aer c` structural engineers 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No. �3`` �`� � �{.A T.480 774-1700 • F:480 774-1701 Sheet No. www.ctsaz.com By Date ':C �. TD sur f, 583 C F 0 pL = L3S:�,H � 5.33F42) Caruso Turley Scott,Inc Project Title: Panera 1215 W.Rio Salado Pkwy,Suite 200 Engineer: SMK Project ID: 13-846 Tempe,AZ 85281 Project Descr: Ko** www.ctsaz.com onsnlling ;Ilnll""i 480-774-1700 Printed:14OCT 2013,9:370 File=H:\_CBF16-1\13846P-1\CALCUL-llpanera.e 66 Masonry Slender Wall ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31 Description: Jamb E Code References ICalculations per ACI 530-05/MSJC 2005 Sec.3.3.5, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used :ASCE 7-05 General Information Calculations per ACI 530-05/MSJC 2005 Sec.3.3.5,IBC 2006,CBC 2007,ASCE 7-05 Construction Type:Grouted Hollow Concrete Masonry - Fm 1.50 ksi Nom.Wall Thickness 12 in Temp Diff across thickness deg F Fy-Yield - 60.0 ksi Actual Thickness 11.625 in Min Allow Out-of-plane DO Ratio= 150.0 Fr-Rupture = 61.0 psi Rebar'd"distance 9.60 in Minimum Vertical Steel% = 0.0020 Em=fm' = 900.0 Lower Level Rebar... Max%of P bal. = 0.005691 Bar Size # 24.0 in Grout Density = 140 pcf Bar Spacing Block Weight Medium Weight Wall Weight 85.0 psf Wall is grouted at rebar cells only One-Story Wall Dimensions �— A Clear Height - 16.0 ft B Parapet height = ft Id w r Wall Support Condition Top&Bottom Pinned x /{ g • r P ; i Vertical Loads Vertical Q dorm Loads... (Applied per foot of Strip KOM) DL:Dead Lr:Roof Live U:Floor Live S:Snow W:Wind Ledger Load Eccentricity 4.0 in 0.1360 0.160 ktft klft Concentric Load 5.839 Lateral Loads Full area WIND load 86.0 psi Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Fp 1.0 = 0.0 p Seismic Wall Lateral Load psf Caruso Turley Scott,Inc Project Title: Panera 1215 W.Rio Salado Pkwy,Suite 200 Engineer: SMK Proiect ID: 13-846 "Rus Tempe,AZ 85281 Project Descr: TURLEY xon www.ctsaz.com t nsulHng rrn„ 480-774-1700 engineers PrintEd:14 OCT 2013,9:37NA Masonry Slender Wall File=H:1-CBF16-1113B46P-11CALCUL-1lpanera.ec6 ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31 Description: Jamb E DESIGN SUMMARY Results reported for"Strip Width"of 12.0 in Governing Load Combination... Actual Values... Allowable Values... 1 PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.5387 +0.90D+1.60W Max Mu 4.585 k-ft Phi*Mn 8.512 k-ft PASS Service Deflection Check Min.Defl.Ratio 789.0 Max Allow Ratio 150.0 D+ L+W Max.Deflection 0.2433 in Max.Allow.Defl. 1.280 in PASS Axial Load Check Max Pu/Ag 80.556 psi 0.2*fm 300.0 psi +1.20D+0.50Lr+0.50L+1.60W Location 8.267 ft PASS Reinforcing Limit Check Controlling As/bd 0.001345 As/bd005691 rho bal 0.005691 PASS Minimum Moment Check Mcracking 0.9310 k-ft Minimum Phi Mn 8.429 k-ft +1.40D Maximum Reactions... for Load Combination.... Top Horizontal W Only 0.6880 k Base Horizontal D+L+W+S/2 0.6908 k Design Maximum Combinations-Moments Vertical Reaction D+L+Lr 6.135 k Axial Load Moment Values Load Combination Pu 0.2*fm*b*t Mcr Mu Phi Phi Mn As As Ratio 0.6* rho bal ......_..........._................._............__......._......._-._.._... _.....-........_..._._k_._........._.........__k....__..........._......__.._k_ft..........._...._ k-ft... k-ft in^2 -..__..... ---._...._..---...._................_..........._..------------- .........._.......... +1.40D at 15.47 to 16.00 0.000 27.000 0.93 0.06 0.90 6.48 0.155 0.0013 0.0057 +1.20D+0.50Lr+1.60L at 15.47 to 16.00 0.000 27.000 0.93 0.08 0.90 6.48 0.155 0.0013 0.0057 +1.20D+1.60L+0.50S at 15.47 to 16.00 0.000 27.000 0.93 0.05 0.90 6.48 0.155 0.0013 0.0057 +1.20D+1.60Lr+0.50L at 15.47 to 16.00 0.000 27.000 0.93 0.14 0.90 6.48 0.155 0.0013 0.0057 +1.20D+1.60Lr+0.80W at 8.00 to 8.53 7.426 27.000 0.93 2.37 0.90 9.25 0.155 0.0013 0.0057 +1.20D+0.50L+1.60S at 15.47 to 16.00 0.000 27.000 0.93 0.05 0.90 6.48 0.155 0.0013 0.0057 +1.20D+1.60S+0.80W at 8.00 to 8.53 7.170 27.000 0.93 2.32 0.90 9.16 0.155 0.0013 0.0057 +1.20D+0.50Lr+0.50L+1.60W at 8.00 to 8.53 7.250 27.000 0.93 4.65 0.90 9.19 0.155 0.0013 0.0057 +1.20D+0.50L+0.50S+1.60W at 8.00 to 8.53 7.170 27.000 0.93 4.63 0.90 9.16 0.155 0.0013 0.0057 +1.20D+0.50L+0.20S+E at 15.47 to 16.00 0.000 27.000 0.93 0.05 0.90 6.48 0.155 0.0013 0.0057 +0.90D+1.60W at 8.00 to 8.53 5.378 27.000 0.93 4.59 0.90 8.51 0.155 0.0013 0.0057 +0.90D+E at 15.47 to 16.00 0.000 27.000 0.93 0.04 0.90 6.48 0.155 0.0013 0.0057 Design Maximum Combinations-Deflections Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio ----- k k-ft k-ft in^4 in14 in^4 in D+L+Lr at 9.07 to 9.60 6.135 0.93 0.06 1,064.50 340.99 1064.500 0.002 97,143.2 D+L+W at 8.00 to 8.53 5.975 0.93 2.89 1,064.50 338.13 340.045 0.243 789.0 D+L+W+Sl2 at 8.00 to 8.53 5.975 0.93 2.89 1,064.50 338.13 340.045 0.243 789.0 D+L+S+W/2 at 8.00 to 8.53 5.975 0.93 1.44 1,064.50 338.13 360.555 0.082 2,350.6 D+L+S+E/1.4 at 9.07 to 9.60 5.975 0.93 0.03 1,064.50 338.13 1064.500 0.001 211516.9 D+0.5(L+Lr)+0.7W at 8.00 to 8.53 6.055 0.93 2.03 1,064.50 339.56 345.775 0.149 1,288.9 D+0.5(L+Lr)+0.7E at 9.07 to 9.60 6.055 0.93 0.04 1,064.50 339.56 1064.500 0.001 133149.7 Reactions-Vertical&Horizontal Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only - 0.0 k 0.00 k 5.975 k S Only 0.0 k 0.00 k 0.000 k W Only 0.7 k 0.69 k 0.000 k E Only 0.0 k 0.00 k 0.000 k D+L+Lr 0.0 k 0.01 k 6.135 k D+L+S 0.0 k 0.00 k 5.975 k Project Title: Panera Caruso Turley Scott,Inc Prosect ID: 13-846 1215 K No Salado Pkwy,Suite 200 Engineer: SMK -Ru-Tempe,AZ 85281 Project ect Descr: TURLEY SCOTT www.ctsaz.com c.nnul,ing n n n 480-774-1700 <ny{..... Nnted:14 OCT 2013,9:37MA File=H:\CBF16-1113MP--11CALCUL-1lpanera.ec6 Masonry Slender Wall ENERCALC,INC.1983-2013,Buiid:6.13.8.31,Ver.6.13.8.31 • Description: Jamb E Reactions-Vertical&Horizontal — Load Combination Base Horizontal Top Horizontal Vertical @Wall Base ..._.� . . _...._._ ._ ..._.... _-- 0.7 k 0.69 k 5.975 k p+L+W+Sl2 p+L+$+W12 0.3 k 0.34 k 5.975 k p+L+S+El1.4 0.0 k 0.00 k 5.975 k CARUSO TURLEY SCOTT Job Name 1 a,VI-11-0—VI structural engineers 1215 W. Rio Salado Parkway, Suite 200 Tempe,Arizona 85281 Job No, -51 Sheet No. T: 480 774-1700 • F:480 774-1701 www.ctsaz.com By M{! Date sa�b w-At►j = � � .1 -,?-,L/,-,7- _-� F,403 LI pZFD 12) L O t t tC= fJc L t O✓r --ac./— Lm a rp 5cl Ps- Caruso Turley Scott,Inc Project Title: Panera 1215 W.Rio Salado Pkwy,Suite 200 Engineer: SMK Project ID: 13-846 ups-Tempe,AZ 85281 Project Descr: TURLEY sc— www.ctsaz.com " 480-774-1700 y «<s Printed:14 OCT 2013,9:08AM File=H:LCBF16-1113846P-11CALCUL-llpanera.ec6 Masonry Slender Wall ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver.6.13.8.31 Description: Jamb D2 Code References Calculations per ACI 530-05/MSJC 2005 Sec.3.3.5, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used :ASCE 7-05 General Information Calculations per ACI 530-05/MSJC 2005 Sec.3.3.5,IBC 2006,CBC 2007,ASCE 7-05 Construction Type:Grouted Hollow Concrete Masonry Fm 1.50 ksi Nom.Wall Thickness 8 in Temp Diff across thickness deg F Fy-Yield - 60.0 ksi Actual Thickness 7.625 in Min Allow Out-of-plane Defl Ratio= 150.0 Fr-Rupture = 61.0 psi Rebar"d"distance 5.60 in Minimum Vertical Steel%, = 0.0020 Em=f m* = 900.0 Lower Level Rebar... Max%of P bal. = 0.006833 Bar Size # 5 P Grout Density 140 cf Bar Spacing 24.0 in = Block Weight Medium Weight Wall Weight 58.0 psf Wall is grouted at rebar cells only One-Story Wall Dimensions A Clear Height = 16.0 ft B Parapet height = 0.0 ft B t"' Wall Support Condition Top&Bottom Pinned v . �N 4 Vertical Loads Vertical Uniform Loads... (Applied per foot of Strip Width) DL:Dead Lr:Roof Live U:Floor Live S:Snow W:Wind Ledger Load Eccentricity 4.0 in 0.0930 0.110 0.0 0.0 0.0 klft Concentric Load 1.347 0.0 0.0 0.0 0.0 k/ft Lateral Loads Full area WIND load 59.0 psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Fp 1.0 = 0.0 psf Seismic Wall Lateral Load 0.0 psf Caruso Turley Scott,Inc Project Title: Panera 1215 W.Rio Salado Pkwy,Suite 200 Engineer: SMK Prosect ID: 13-846 -RU50 Tempe,AZ 85281 Project Descr: TURLEY xo** www.ctsaz.com ronsniting 480-774-1700 Printed:14 OCT 2013,9:08ml Masonry Slender Wall File=H:1-CBF16-1113846P-11CALCUL-1lpaneraec6 ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31 Description: Jamb D2 DESIGN SUMMARY Results reported for"Strip Width"of 12.0 in Governing Load Combination... Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio--- o.7881 +0.90D+1.60W Max Mu 3.153 k-ft Phi*Mn 4.001 k-ft PASS Service Deflection Check Min.Defl.Ratio 250.239 Max Allow Ratio 150.0 D+L+VV Max.Deflection 0.7673 in Max.Allow.Defl. 1.280 in PASS Axial Load Check Max Pu/Ag 28.574 psi 0.2*fm 300.0 psi +1.20D+0.50Lr+0.50L+1.60W Location 8.267 ft PASS Reinforcing Limit Check Controlling As/bd 0.002307 As/bd006833 rho bal 0.006833 PASS Minimum Moment Check Mcracking 0.4715 k-ft Minimum Phi Mn 4.802 k-ft +1.401D Maximum Reactions... for Load Combination.... Top Horizontal W Only 0.4720 k Base Horizontal D+L+W+S/2 0.4739 k Vertical Reaction D+L+Lr 1.550 k Design Maximum Combinations-Moments Axial Load Moment Values 0.6 Load Combination Pu 0.2*fm*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal _................-................_. _........._-.........._..._._.-...-----k---._..k-....------------k jL--..._....__....._K ft_. k-it_ in^2 +1.401) at 15.47 to 16.00 0.000 18.720 0.47 0.04 0.90 3.69 0.155 0.0023 0.0068 +1.20D+0.50Lr+1.60L at 15.47 to 16.00 0.000 18.720 0.47 0.06 0.90 3.69 0.155 0.0023 0.0068 +1.20D+1.60L+0.50S at 15.47 to 16.00 0.000 18.720 0.47 0.04 0.90 3.69 0.155 0.0023 0.0068 +1.20D+1.60Lr+0.50L at 15.47 to 16.00 0.000 18.720 0.47 0.10 0.90 3.69 0.155 0.0023 0.0068 +1.20D+1.60Lr+0.80W at 8.00 to 8.53 1.904 18.720 0.47 1.64 0.90 4.14 0.155 0.0023 0.0068 +1.20D+0.50L+1.60S at 15.47 to 16.00 0.000 18.720 0.47 0.04 0.90 3.69 0.155 0.0023 0.0068 +1.20D+1.60S+0.80W at 8.00 to 8.53 1.728 18.720 0.47 1.60 0.90 4.10 0.155 0.0023 0.0068 +1.20D+0.50Lr+0.50L+1.60W at 8.00 to 8.53 1.783 18.720 0.47 3.21 0.90 4.11 0.155 0.0023 0.0068 +1.20D+0.50L+0.50S+1.60W at 8.00 to 8.53 1.728 18.720 0.47 3.20 0.90 4.10 0.155 0.0023 0.0068 +1.20D+0.50L+0.20S+E at 15.47 to 16.00 0.000 18.720 0.47 0.04 0.90 3.69 0.155 0.0023 0.0068 +0.90D+1.60W at 8.00 to 8.53 1.296 18.720 0.47 3.15 0.90 4.00 0.155 0.0023 0.0068 +0.90D+E at 15.47 to 16.00 0.000 18.720 0.47 0.03 0.90 3.69 0.155 0.0023 0.0068 Design Maximum Combinations-Deflections Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl.Ratio k k-ft k-ft in14 in14 in14 in D+L+Lr at 9.07 to 9.60 1.550 0.47 0.04 353.60 78.54 353.600 0.004 47,229.4 D+L+W at 8.00 to 8.53 1.440 0.47 1.99 353.60 77.91 78.094 0.767 250.2 D+L+W+S/2 at 8.00 to 8.53 1.440 0.47 1.99 353.60 77.91 78.094 0.767 250.2 D+L+S+W/2 at 8.00 to 8.53 1.440 0.47 0.99 353.60 77.91 79.769 0.292 656.8 D+L+S+E/1.4 at 9.07 to 9.60 1.440 0.47 0.02 353.60 77.91 353.600 0.002 103180.3 D+0.5(L+Lr)+0.7W at 8.00 to 8.53 1.495 0.47 1.41 353.60 78.22 78.799 0.491 391.0 D+0.5(L+Lr)+0.7E at 9.07 to 9.60 1.495 0.47 0.03 353.60 78.22 353.600 0.003 64,808.6 Reactions-Vertical&Horizontal Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base --------- --- ----.._....----- ---._._...-----....-----------........ .-----............._.. my 0.0 k 0.00 k 1.440 k S Only 0.0 k 0.00 k 0.000 k W Only 0.5 k 0.47 k 0.000 k E Only 0.0 k 0.00 k 0.000 k D+L+Lr 0.0 k 0.00 k 1.550 k D+L+S 0.0 k 0.00 k 1.440 k P"' Pro Project Title: Panera Caruso Turley Scott,Inc IProsect ID: 13-846 we 1215 W.Rio Salado Pkwy,Suite 200 Engineer: SMK n u Tempe,AZ 85281 Project Descr: LEY scow www.ctsaz.com nsultN5 t�tttl,t 480-774-1700 Printed:14 OCT 2013,9:08AM to File=H:LCBF16-1113846P-1\CALCUL-1lpanera.ec6 MaS01117/ Slender Wall ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver.6.13.8.31 r. Description: Jamb D2 Reactions-Vertical&Horizontal Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base ----.....__....-.._.....-_.-. ----..__..._---- -----._._....._..___ s— --- 1.440 k � _...__........�._.__...-------........__........._. 0.47 k D+L+W+S12 0.5 k p+L+S+WIZ 0.2 k 0.23 k 1.440 k p+L+S+FJ1.4 0.0 k 0.00 k 1.440 k CARUSO TURLEY SCOTT Job Name t' A,yL-e. (' structural engineers 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 ( �� T.480 774-1700 • F:480 774-1701 Job No. Sheet No. www.ctsaz.com BDate t O 3 ED) 1) -•f•- 6 ,r 3 � a• 6�- �-� = I t3 psi f i Caruso Turley Scott,Inc Project Title: Panera 1215 W.Rio Salado Pkwy,Suite 200 Engineer: SMK Project ID: 13-846 -Ru-Tempe,AZ 85281 Project Descr: TURLEY SCOTT www.ctsaz.com y "nsul EC�'rI s«"�t— n�a!480-774-1700 '""" Printed:14 OCT 2013,9:17Ard Masonry Slender Wall File LC,INC. 9a 013,BP-1\CALCUL,Ver:6.13.8.6 ENERCALC,IN .19832013,Build:6.13.8.31,Ver:6.13.8.31 • - :M-46(611A gal t Description: Jamb D3 Code References Calculations per ACI 530-05/MSJC 2005 Sec.3.3.5, IBC 2006,CBC 2007,ASCE 7-05 Ilr Load Combinations Used :ASCE 7-05 General Information Calculations per ACI 530-05/MSJC 2005 Sec.3.3.5,IBC 2006,CBC 2007,ASCE 7-05 Construction Type:Grouted Hollow Concrete Masonry - F rn 1.50 ksi Nom.Wall Thickness 8 in Temp Diff across thickness deg F Fy-Yield = 60.0 ksi Actual Thickness 7.625 in Min Allow Out-of-plane Defl Ratio= 150.0 Fr-Rupture = 61.0 psi Rebar"d"distance 5.60 in Minimum Vertical Steel% = 0.0020 Em=f m` = 900.0 Lower Level Rebar... Max%of p bal. = 0.007138 Bar Size # 5 Grout Density = 140 pcf Bar Spacing 8.0 in Block Weight Medium Weight Wall Weight 78.0 psf Wall is grouted at rebar cells only One-Story Wall Dimensions A Clear Height - 16.0 ft - B B Parapet height = 0.0 ft Wall Support Condition Top& Bottom Pinned - t f A fl Roor Attachment Vertical Loads Vertical Uniform Loads— 'Applied per foot of Stdp width) DL:Dead Lr:Roof Live U:Floor Live S:Snow W:Wind Ledger Load Eccentricity 4.0 in 0.1780 0.210 0.0 0.0 0.0 k/ft Concentric Load 2.568 0.0 0.0 0.0 O.Ok/ft Lateral Loads Full area WIND load _ 113.0 psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Fp 1.0 0.0 Psf Seismic Wall Lateral Load 0.0 psf Caruso Turley Scott,Inc Project Title: Panera 1215 W.Rio Salado Pkwy,Suite 200 Engineer: SMK Proiect ID: 13-846 NR Tempe,AZ 85281 Project Descr: EY xo*T www.ctsaz.com nsuising s�n1Y1a1480-774-1700 engineers Printed:14 OCT 2013,9:17AM Masonry Slender Wall File=H:1-CBF16-M3846P-11CALCUL-1lpanera.ec6 ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31 Description Jamb D3 DESIGN SUMMARY Results reported for"Strip Width"of 12.0 in Governing Load Combination... Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.5995 +1.20D+0.50Lr+0.50L+1.60W Max Mu 6.169 k-ft Phi*Mn 10.289 k-ft PASS Service Deflection Check Min.Defl.Ratio 261.159 Max Allow Ratio 150.0 D+L+W Max.Deflection 0.7352 in Max.Allow.Defl. 1.280 in PASS Axial Load Check Max Pu/Ag 37.283 psi 0.2*fm 300.0 psi +1.20D+0.50Lr+0.50L+1.60W Location 8.267 It PASS Reinforcing Limit Check Controlling As/bd 0.006920 As/bd007138 rho bal 0.007138 PASS Minimum Moment Check Mcracking 0.5911 k-ft Minimum Phi Mn 12.753 k-ft +1.401) Maximum Reactions... for Load Combination.... Top Horizontal W Only 0.9040 k Base Horizontal D+L+W+S/2 0.9077 k Vertical Reaction D+L+Lr 2.956 k Design Maximum Combinations-Moments Axial Load Moment Values 0.6 Load Combination Pu 0.2*fm*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal ..............----.........__...--..................--- ... ---------.................................._....._..__K_..__..................--._K. ......._................_k-ft..__............--- kft in^2 +1.401) at 15.47 to 16.00 0.000 27.360 0.59 0.08 0.90 9.81 0.465 0.0069 0.0071 +1.20D+0.50Lr+1.60L at 15.47 to 16.00 0.000 27.360 0.59 0.11 0.90 9.81 0.465 0.0069 0.0071 +1.20D+1.60L+0.50S at 15.47 to 16.00 0.000 27.360 0.59 0.07 0.90 9.81 0.465 0.0069 0.0071 +1.20D+1.60Lr+0.50L at 15.47 to 16.00 0.000 27.360 0.59 0.18 0.90 9.81 0.465 0.0069 0.0071 +1.20D+1.60Lr+0.80W at 8.00 to 8.53 3.631 27.360 0.59 3.16 0.90 10.32 0.465 0.0069 0.0071 +1.20D+0.50L+1.60S at 15.47 to 16.00 0.000 27.360 0.59 0.07 0.90 9.81 0.465 0.0069 0.0071 +1.20D+1.60S+0.80W at 8.00 to 8.53 3.295 27.360 0.59 3.08 0.90 10.28 0.465 0.0069 0.0071 +1.20D+0.50Lr+0.50L+1.60W at 8.00 to 8.53 3.400 27.360 0.59 6.17 0.90 10.29 0.465 0.0069 0.0071 +1.20D+0.50L+0.50S+1.60W at 8.00 to 8.53 3.295 27.360 0.59 6.14 0.90 10.28 0.465 0.0069 0.0071 +1.20D+0.50L+0.20S+E at 15.47 to 16.00 0.000 27.360 0.59 0.07 0.90 9.81 0.465 0.0069 0.0071 +0.90D+1.60W at 8.00 to 8.53 2.471 27.360 0.59 6.05 0.90 10.16 0.465 0.0069 0.0071 +0.90D+E at 15.47 to 16.00 0.000 27.360 0.59 0.05 0.90 9.81 0.465 0.0069 0.0071 Design Maximum Combinations-Deflections Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio -----......----........---... --- ....._..._...-----k--...- -._.....__k-ft.......--...__.._.__k_....-------- -in^4 in"4 in^4 in -- D+L+Lr at 9.07 to 9.60 2.956 0.59 0.08 443.30 168.40 443.300 0.006 30,784.1 D+L+W at 8.00 to 8.53 2.746 0.59 3.81 443.30 167.64 167.728 0.735 261.2 D+L+W+S/2 at 8.00 to 8.53 2.746 0.59 3.81 443.30 167.64 167.728 0.735 261.2 D+L+S+W/2 at 8.00 to 8.53 2.746 0.59 1.91 443.30 167.64 168.398 0.334 574.5 D+L+S+E/1.4 at 9.07 to 9.60 2.746 0.59 0.04 443.30 167.64 443.300 0.003 67,190.3 D+0.5(L+Lr)+0.7W at 8.00 to 8.53 2.851 0.59 2.69 443.30 168.02 168.276 0.501 383.2 D+0.5(L+Lr)+0.7E at 9.07 to 9.60 2.851 0.59 0.06 443.30 168.02 443.300 0.005 42,233.4 Reactions-Vertical&Horizontal Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base ---....__._..............._....__...--- ---..-. _..... -..._........------ --- D Only 0.0 k 0.00 k 2.746 k S Only 0.0 k 0.00 k 0.000 k W Only 0.9 k 0.90 k 0.000 k E Only 0.0 k 0.00 k 0.000 k D+L+Lr 0.0 k 0.01 k 2.956 k D+L+S 0.0 k 0.00 k 2.746 k Caruso Turley Scott,Inc Project Title: Panera Project ID: 13-846 1215 W.Rio Salado Pkwy,Suite 200 Engineer: SMK GRU50 Tempe,AZ 85281 Project Descr: TUM" x— www.ctsaz.com Desalting s.Y11nra1480-774-1700 Printed:14 OCT 2013,9:17AM Mil File=H:1_CBF16-1113MP-11CALCUL-1lpanera.ec6 Masonry Slender Wali ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31 Description: Jamb D3 iM. Reactions-Vertical&Horizontal " Load Combination Base Horizontal - _— _._Top Horizontal Vertical @Wall Base r D+L+W+Sl2 ----- 0.9 k 0.90 k 2.746 k p+L+S+Wl2 0.5 k 0.45 k 2.746 k D+L+S+El1.4 0.0 k 0.00 k 2.746 k CARUSO TURLEY SCOTT Job Name �dt✓12�'c� structural engineers 1215 W.Rio Salado Parkway, Suite 200 Tempe,Arizona 85281 T:480 774-1700 - F:480 774-1701 Job No. 1 9 6 Sheet No. www.cfsaz.com By 'C6 /,A Date j'9 —1 9—At Opti (�S-E L,,) C3 -r-0 Ch.G�f �- (�� s�-t�� C 6,6-� �-�) l to - �►� ��] .� -� -33 �-� fpLF4 1-tpL'4-� Load f'� r5 3 �ettca Caruso Turley Scott,Inc Project Title: Panes Project ID: 13-846 1215 W.Rio Salado Pkwy,Suite 200 Engineer: SMK Protect Descr: Ups-Tempe,AZ 85281 TURLEY uoYY wuvw.ctsaz.com -'. 480-774-1700 Printed:l4 OCT 2013,9:25AM File=H:1_CBF16-1113846P-1\CALCUL-1\Paneraec6 Masonry Slender Wall ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31 Description: Jamb D4 Code References Calculations per ACI 530-05/MSJC 2005 Sec.3.3.5, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used :ASCE 7-05 Calculations per ACI 530-05fMSJC 2005 Sec.3.3.5,IBC 2006,CBC 2007,ASCE 7-05 General Information Construction Type:Grouted Hollow Concrete Masonry = F'm 1.50 ksi Nom.Wall Thickness 8 in Temp Diff across thickness deg F 7 Actual Thickness .625 in Min Allow Out-of-plane Deft Ratio= 150.0 60.0 ksi Fy-Yield Rebar Th distance 5.60 in Minimum Vertical Steel% = 0.0020 Fr-Rupture 61.0 psi Em=Pm� 900.0 Lower Level Rebar... = 0.006833 Bar Size # 5 Max%of P bal. Bar Spacing 24.0 in Grout Density = 140 pcf Block Weight Medium Weight Wall Weight 58.0 psf Wall is grouted at rebar cells only One-Story Wall Dimensions A Clear Height = 16.0 ft B B Parapet height = 0.0 ft Wall Support Condition Top&Bottom Pinned 2 A $`k a N'• .�e�b h' • v: _ 3Y $ Vertical Loads Vertical Uniform Loads... (Applied per foot of Strip Width) DL:Dead Lr:Roof Live Lf:Floor Live S:Snow W:Wind Eccentriaty 4.0 in 0.1020 0.120 0.0 0.0 0.0 klft Ledger Load 1.472 0.0 0.0 0.0 0.0 klft Concentric Load Lateral Loads Full area WIND load 65.0 psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Fp 1.0 0.0 psf Seismic Wall Lateral Load 0.0 psf Caruso Turley Scott,Inc Project Title: Panera 1215 W.Rio Salado Pkwy,Suite 200 Engineer: SMK Proiect ID: 13-846 nRu5r Tempe,AZ 85281 Project Descr: uOTT www.ctsaz.com nsulting 480-774-1700 engineers Printed:14 OCT 2073,9:29AM Masonry Slender Wall File=H:LCBF16-1\13846P-1\CALCUL-1\panera.ec6 r.rrr. ENERCALC,INC.19832013,Build:6.13.8.31,Ver:6.13.8.31 Description: Jamb D4 DESIGN SUMMARY Results reported for"Strip Width"of 12.0 in Governing Load Combination... Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.8655 +0.90D+1.60W Max Mu 3.487 k-ft Phi*Mn 4.030 k-ft PASS Service Deflection Check Min.Defl.Ratio 223.932 Max Allow Ratio 150.0 D+L+W Max.Deflection 0.8574 in Max.Allow.Defl. 1.280 in PASS Axial Load Check Max Pu/Ag 31.231 psi 0.2*fm 300.0 psi +1.20D+0.50Lr+0.50L+1.60W Location 8.267 ft PASS Reinforcing Limit Check Controlling As/bd 0.002307 As/bd006833 rho bal 0.006833 PASS Minimum Moment Check Mcracking 0.4715 k-ft Minimum Phi Mn 4.802 k-ft +1.40D Maximum Reactions... for Load Combination.... Top Horizontal W Only 0.520 k Base Horizontal D+L+W+S/2 0.5221 k Vertical Reaction D+L+Lr 1.694 k Design Maximum Combinations-Moments Axial Load Moment Values 0.6 Load Combination Pu 0.2*fm*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal _.._.............._...._._...._........................__..__.._._._._................._....._._..._........_._$....._._...._..-___....._k ---.......-----...kin--.....in 2 +1.40D at 15.47 to 16.00 0.000 18.720 0.47 0.05 0.90 3.69 0.155 0.0023 0.0068 +1.20D+0.50Lr+1.60L at 15.47 to 16.00 0.000 18.720 0.47 0.06 0.90 3.69 0.155 0.0023 0.0068 +1.20D+1.60L+0.50S at 15.47 to 16.00 0.000 18.720 0.47 0.04 0.90 3.69 0.155 0.0023 0.0068 +1.20D+1.60Lr+0.50L at 15.47 to 16.00 0.000 18.720 0.47 0.10 0.90 3.69 0.155 0.0023 0.0068 +1.20D+1.60Lr+0.80W at 8.00 to 8.53 2.081 18.720 0.47 1.82 0.90 4.18 0.155 0.0023 0.0068 +1.20D+0.50L+1.60S at 15.47 to 16.00 0.000 18.720 0.47 0.04 0.90 3.69 0.155 0.0023 0.0068 +1.20D+1.60S+0.80W at 8.00 to 8.53 1.889 18.720 0.47 1.77 0.90 4.14 0.155 0.0023 0.0068 +1.20D+0.50Lr+0.50L+1.60W at 8.00 to 8.53 1.949 18.720 0.47 3.56 0.90 4.15 0.155 0.0023 0.0068 +1.20D+0.50L+0.50S+1.60W at 8.00 to 8.53 1.889 18.720 0.47 3.54 0.90 4.14 0.155 0.0023 0.0068 +1.20D40.50L+0.20S+E at 15.47 to 16.00 0.000 18.720 0.47 0.04 0.90 3.69 0.155 0.0023 0.0068 +0.90D+1.60W at 8.00 to 8.53 1.417 18.720 0.47 3.49 0.90 4.03 0.155 0.0023 0.0068 +0.90D+E at 15.47 to 16.00 0.000 18.720 0.47 0.03 0.90 3.69 0.155 0.0023 0.0068 Design Maximum Combinations-Deflections Axial Load M Moment Values ual -I gross I cracked I effective Deflection Defl.Ratio _...... _ ...--- ------ __in -- -- ....._..--- --- ------- _ _ D+L+Lr at 9.07 to 9.60 1.694 0.47 0.04 353.60 79.36 353.600 0.004 43,138.9 D+L+W at 8.00 to 8.53 1.574 0.47 2.21 353.60 78.67 78.809 0.857 223.9 D+L+W+S/2 at 8.00 to 8.53 1.574 0.47 2.21 353.60 78.67 78.809 0.857 223.9 D+L+S+W/2 at 8.00 to 8.53 1.574 0.47 1.10 353.60 78.67 79.987 0.342 561.5 D+L+S+E/1.4 at 9.07 to 9.60 1.574 0.47 0.02 353.60 78.67 353.600 0.002 93,978.3 D+0.5(L+Lr)+0.7W at 8.00 to 8.53 1.634 0.47 1.56 353.60 79.01 79.431 0.557 344.8 D+0.5(L+Lr)+0.7E at 9.07 to 9.60 1.634 0.47 0.03 353.60 79.01 353.600 0.003 59,143.9 Reactions-Vertical&Horizontal Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base . . .... _ _....._...._-._..-. -..._._......_...__... _....._.._ ...-. ._._....._....._..........- _.._..- -- --.._..._...._ . ------ DOnly 0.0 k 0.00 k 1.57.4 4_..k - S Only 0.0 k 0.00 k 0.000 k W Only 0.5 k 0.52 k 0.000 k E Only 0.0 k 0.00 k 0.000 k D+L+Lr 0.0 k 0.00 k 1.694 k D+L+S 0.0 k 0.00 k 1.574 k Caruso Turley Scott,Inc Project Title: Panera r 1215 W.No Salado Pkwy,Suite 200 Engineer: SMK Proiect ID: 13-846 Tempe,AZ 85281 Project Descr: YURLEY sc— www.ctsaz.com 480-774-1700 trvui al <ny n<us Printed:14 OCT 2013,9:29A1d File=H:\_CBF16-1\13846P-I\CALCUL-I\panera.ec6 Slender Wall ENERCALC,INC.19832013,Build:6.13.8.31,Ver,6.13.8.31 Description: Jamb D4 Reactions-Vertical&Horizontal Load Combination Base Horizontal Top Horizontal .__ Vertical @Wall Base _.... _ ... __.. __._. __._ D 0.52 k 1.574 k +L+W+SIZ 0.5 k p+L+S+Wl2 0.3 k 0.26 k 1.574 k p+L+S+FJ1.4 0.0 k 0.00 k 1.574 k CARUSO TURLEY SCOTT Job Name P�_Q V_ structural engineers 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 `� _13 y fO T.480 774-1700 - F:480 774-1701 lob No. Sheet No.L4 l www.ctsaz.com By SAA.Y-- Date �B s —1 - SiaL� p� 4yq.34-it-3D�'� �� 0 4- 656. pL � c� it ytD &,'-,LeLL. Lo rR 'q:33 EC-) 13 u Se r, P-� a VA � Caruso Turley Scott,Inc Project Title: Panera r 1215 W.Rio Salado Pkwy,Suite 200 Engineer: SMK Project ID: 13-846 URU50 Tempe,AZ 85281 Project Descr: TURLEY SCOTT www.ctsaz.com o n..W.9 ,errn,.r 480-774-1700 nyi"ev, Nnted:14 OCT 2013,9:43MA File=H:LCBF16-1\13WP-1\CALCUL-l\panera.m6 Masonry Slender Wall ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver6.13.8.31 Ow Description: Jamb F Code References Calculations per ACI 530-05/MSJC 2005 Sec. 3.3.5, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used :ASCE 7-05 Calculations per ACI 530-05/MSJC 2005 Sec.3.3.5,IBC 2006,CBC 2007,ASCE 7-05 General Information Construction Type:Grouted Hollow Concrete Masonry = Fm 1.50 ksi Nom.Wall Thickness 12 in Temp Diff across thickness deg F Fy-Yield = 60.0 ksi Actual Thickness 11.625 in Min Allow Out-of-plane Defl Ratio= 150.0 Fr-Rupture = 61.0 psi Rebar"d"distance 9.60 in Minimum Vertical Steel% 0.0020 Em=fm' = 900.0 Lower Level Rebar... Bar Size # 5 = 0.005510 Max%of p bal. Grout Density = 140 pct Bar Spacing 32.0 in Block Weight Medium Weight Wall Weight 80.0 psf Wall is grouted at rebar cells only One-Story Wall Dimensions A Clear Height = 16.0 ft B B Parapet height = tt Wall Support Condition Top&Bottom Pinned A r 4> Vertical Loads Vertical Uniform Loads... (Applied per foot of Strip Width) DL:Dead Lr:Roof Live Lf:Floor Live S:Snow W:Wince Ledger Load Eccentricity 4.0 in 0.1780 0.210 k/ft Concentric Load 7.656 Lateral Loads Full area WIND load - 113.0 psf Wall Weght Seismic Load Input Method: Direct entry of Lateral Wall Weight Seismic Wall Lateral Load psf Fp 1.0 0.0 PSI` Caruso Turley Scott,Inc Project Title: Panera 1215 W.Rio Salado Pkwy,Suite 200 Engineer: SMK Proiect ID: 13-846 Na�Tempe,AZ 85281 Project Descr: - www.ctsaz.com fl...It'ng rnineersr1 rel 480-774-1700 eng Pnnted:14 OCT 2013,9:43AM Masonry Slender Wall File=H:1-CBF16-tn13646P-nCALCUL-1lpanera.ecs ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31 Description: Jamb F DESIGN SUMMARY Results reported for"Strip Width"of 12.0 in Governing Load Combination... Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.8039 +0.90D+1.60W Max Mu 6.121 k-ft Phi*Mn 7.613 k-ft PASS Service Deflection Check Min.Defl.Ratio 530.49 Max Allow Ratio 150.0 D+L+W Max.Deflection 0.3619 in Max.Allow.Defl. 1.280 in PASS Axial Load Check Max Pu/Ag 113.164 psi 0.2*fm 300.0 psi +1.20D+0.50Lr+0.50L+1.60W Location 8.267 It PASS Reinforcing Limit Check Controlling As/bd 0.001009 As/bd005510 rho bal 0.005510 PASS Minimum Moment Check Mcracking 0.8756 k-ft Minimum Phi Mn 6.374 k-ft +1.40D Maximum Reactions... for Load Combination.... Top Horizontal W Only 0.9040 k Base Horizontal D+L+W+S/2 0.9077 k Vertical Reaction D+L+Lr 8.044 k Design Maximum Combinations-Moments Axial Load Moment Values0.6 Load Combination Pu 0.2*fm*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal _..__. -....._._........_._...........-------_._k..-__..-k-------_._...._.._k-ft......--..._....._.._k-ft k_ft----in^2---- +1.40D at 15.47 to 16.00 0.000 25.200 0.88 0.08 0.90 4.90 0.116 0.0010 0.0055 +1.20D+0.50Lr+1.60L at 15.47 to 16.00 0.000 25.200 0.88 0.11 0.90 4.90 0.116 0.0010 0.0055 +1.20D+1.60L+0.50S at 15.47 to 16.00 0.000 25.200 0.88 0.07 0.90 4.90 0.116 0.0010 0.0055 +1.20D+1.60Lr+0.50L at 15.47 to 16.00 0.000 25.200 0.88 0.18 0.90 4.90 0.116 0.0010 0.0055 +1.20D+1.60Lr+0.80W at 8.00 to 8.53 9.737 25.200 0.88 3.17 0.90 8.58 0.116 0.0010 0.0055 +1.20D+0.50L+1.60S at 15.47 to 16.00 0.000 25.200 0.88 0.07 0.90 4.90 0.116 0.0010 0.0055 +1.20D+1.60S+0.80W at 8.00 to 8.53 9.401 25.200 0.88 3.10 0.90 8.46 0.116 0.0010 0.0055 +1.20D+0.50Lr+0.50L+1.60W at 8.00 to 8.53 9.506 25.200 0.88 6.22 0.90 8.50 0.116 0.0010 0.0055 +1.20D+0.50L+0.50S+1.60W at 8.00 to 8.53 9.401 25.200 0.88 6.20 0.90 8.46 0.116 0.0010 0.0055 +1.20D+0.50L+0.20S+E at 15.47 to 16.00 0.000 25.200 0.88 0.07 0.90 4.90 0.116 0.0010 0.0055 +0.90D+1.60W at 8.00 to 8.53 7.051 25.200 0.88 6.12 0.90 7.61 0.116 0.0010 0.0055 +0.90D+E at 15.47 to 16.00 0.000 25.200 0.88 0.05 0.90 4.90 0.116 0.0010 0.0055 Design Maximum Combinations-Deflections Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio k k-ftk-ft in"4 n"4 in"4 in D+L+Lr at 9.07 to 9.60 8.044 0.88 0.08 1,001.20 333.55 1001.200 0.003 69,266.6 D+L+W at 8.00 to 8.53 7.834 0.88 3.87 1,001.20 329.77 330.361 0.362 530.5 D+L+W+S/2 at 8.00 to 8.53 7.834 0.88 3.87 1,001.20 329.77 330.361 0.362 530.5 D+L+S+W/2 at 8.00 to 8.53 7.834 0.88 1.93 1,001.20 329.77 335.533 0.147 1,307.3 D+L+S+E/1.4 at 9.07 to 9.60 7.834 0.88 0.04 1,001.20 329.77 1001.200 0.001 151073.3 D+0.5(L+Lr)+0.7W at 8.00 to 8.53 7.939 0.88 2.73 1,001.20 331.66 333.474 0.236 813.9 D+0.5(L+Lr)+0.7E at 9.07 to 9.60 7.939 0.88 0.06 1,001.20 331.66 1001.200 0.002 94,993.8 Reactions-Vertical&Horizontal Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base Only 0.0 k 0.00 k 7.834 k S Only 0.0 k 0.00 k 0.000 k W Only 0.9 k 0.90 k 0.000 k E Only 0.0 k 0.00 k 0.000 k D+L+Lr 0.0 k 0.01 k 8.044 k D+L+S 0.0 k 0.00 k 7,834 k Caruso Turley Scott,Inc Project Title: Panera Yr 1215 W.Rio Salado Pkwy,Suite 200 Engineer: SMK Project ID: 13-846 -Ru Tempe,AZ 85281 Project Descr: TURLEY Xo** www.ctsaz.com nsulsing n,. 480-774-1700 en9in— Pdnted:14 OCT 2013,9:43AM File=H:LCBF16-1113846P-11CALCUL-1lpanera.ec6 Masonry Slender Wall ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver.6.13.8.31 1111 - Description: Jamb F Reactions-Vertical&Horizontal Load Combination Base Horizontal, Top Horizontal Vertical @Wall Base . .__..... __...._.._ 7.834 k - ._.... _......_ 0.90 k D+L+W+Sl2 0.9 k D+L+S+Wl2 0.5 k 0.45 k 7.834 k D+L+S+El1.4 0.0 k 0.00 k 7.834 k CARUSO TURLEY SCOTT Job Name 0-Ae_r0 structural engineers 1215 W.Rio Salado Parkway,Suite 200 j Tempe,Arizona 85281 Job No. Sheet No. -� T:480114-1700 • F:480 774-1701 www.ctsaz.com By ILA, Date ! (,t 5 r s tri F T o_Se S 1r. S AA- a CARUSO TURLEY SCOTT Job Name 1 0.y-vie— structural engineers 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No. Sheet No, 1480 174-1700 • F:480174-1701 �� r g t www.ctsaz.com By c�3•� — Date ` K— 4— . c6L t z ic 0 L C'� i I 6 10 4- 5o--?-o r tD r q o'AJ O�L Lecce C- = CSS-,-i -P. — LI q PS� 10 elk, Caruso Turley Scott,Inc Project Title: Panera 1215 W.Rio Salado Pkwy,Suite 200 Engineer: SMK Project ID: 13-846 -Ru-Tempe,AZ 85281 Project Descr: TUR EY — www.ctsaz.com nsulting rnr n„ 480-774-1700 engineers Printed:14 OCT 2013,9:56AN1 Masonry Slender Wall File=H:LCBF16-1113646P-11CALCUL-1lpanera.ec6 ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31 0.r0r. • TURLEY SCOTT Description: Jamb K ■ll Code References Calculations per ACI 530-05/MSJC 2005 Sec. 3.3.5, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used :ASCE 7-05 General Information Calculations per ACI 530-05/MSJC 2005 Sec.3.3.5,IBC 2006,CBC 2007,ASCE 7-05 Construction Type:Grouted Hollow Concrete Masonry Fm = 1.50 ksi Nom.Wall Thickness 8 in Temp Diff across thickness = deg F Fy-Yield = 60.0 ksi Actual Thickness 7.625 in Min Allow Out-of-plane Defl Ratio= 150.0 Fr-Rupture = 61.0 psi Rebar nd"distance 5.60 in Minimum Vertical Steel% = 0.0020 Em=fm' = 900.0 Lower Level Rebar... Max%of p bal. = 0.006794 Bar Size # 5 Grout Density = 140 pcf Bar Spacing 32.0 in Block Weight Medium Weight Wall Weight = 55.0 psf Wall is grouted at rebar cells only One-Story Wall Dimensions A Clear Height = 16.0 ftr �r � B Parapet height = ft Bx Y Wall Support Condition Top& Bottom Pinned — '9 i. E k Vertical Loads Vertical Uniform Loads... (Applied per foot of Strip Width) DL:Dead Lr:Roof Live Lf:Floor Live S:Snow W:Wind Ledger Load Eccentricity 0.0 in 1.168 1.374 k/ft Concentric Load 5.070 Wft Lateral Loads Full area WIND load 49.0 psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Fp 1.0 = 0.0 psf Seismic Wall Lateral Load psf Project Caruso Turley Scott,Inc Title: Panera r. 1215 W.Rio Salado Pkwy,Suite 200 Engineer: SMK Protect ID: 13-846 -Ru-Tempe,AZ 85281 Project Descr: scan www.ctsaz.com consuming n i 480-774-1700 � engineers Printed:14OCT 2013,9:56APd File K\CBF16-1\13B46P-1\CALCUL-1\panera.ec6 Masonry Slender Wall ENERCALC,INC.1983 2013,Build:6.13.8.31,Ver:6.13.8.31 g.ggg. rr Description: Jamb K DESIGN SUMMARY Results reported for"Strip Width" of 12.0 in Governing Load Combination... Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.7118 +0.90D+1.60W Max Mu 2.951 k-ft Phi*Mn 4.146 k-ft PASS Service Deflection Check Min.Defl.Ratio 311.545 Max Allow Ratio 150.0 D+L+W Max.Deflection 0.6163 in Max.Allow.Defl. 1.280 in PASS Axial Load Check Max Pu 1 Ag 138.990 psi 0.2*fm 300.0 psi +1.20D+0.50Lr+0.50L+1.60W Location 8.267 ft PASS Reinforcing Limit Check Controlling As/bd 0.001730 As/bd006794 rho bal 0.006794 PASS Minimum Moment Check Mcracking 0.4565 k-ft Minimum Phi Mn 3.653 k-ft +1.40D Maximum Reactions... for Load Combination.... Top Horizontal D+L+W+S/2 0.3920 k Base Horizontal W Only 0.3920 k Vertical Reaction D+L+Lr 7.612 k Design Maximum Combinations-Moments Axial Load Moment Values 0.6 Load Combination Pu 0.21m*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal k...--.._k.....__...- ---k-0.00- _ft._._..._.__.......__k-n_...__....--._._...............---k-ft--....._.._.._.._r!°2_.....__........__..._-__................_ 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 +1.20D+1.60Lr+0.80W at 8.00 to 8.53 9.684 17.640 0.46 1.57 0.90 5.02 0.116 0.0017 0.0068 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 +1.201)+1.60S+0.80W at 8.00 to 8.53 7.486 17.640 0.46 1.50 0.90 4.56 0.116 0.0017 0.0068 +1.20D+0.50Lr+0.50L+1.60W at 8.00 to 8.53 8.173 17.640 0.46 3.12 0.90 4.70 0.116 0.0017 0.0068 +1.20D+0.50L+0.50S+1.60W at 8.00 to 8.53 7.486 17.640 0.46 3.08 0.90 4.56 0.116 0.0017 0.0068 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 +0.90D+1.60W at 8.00 to 8.53 5.614 17.640 0.46 2.95 0.90 4.15 0.116 0.0017 0.0068 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 Design Maximum Combinations-Deflections Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl.Ratio k k-ft k_ft_- ._-. in14 in"4 _...._- in"4 -- in ---- _ -............. - _.._- ------ 0,000 0.00 0.00 0.00 0.00 0.000 0.000 0. D+L+W at 7.47 to 8.00 6.238 0.46 1.88 342.40 91.56 91.778 0.616 311.5 D+L+W+0 at 7.47 to 8.00 6.238 0.46 1.88 342.40 91.56 91.778 0.616 311.5 D+L+S+W/2 at 7.47 to 8.00 6.238 0.46 0.90 342.40 91.56 94.197 0.218 880.4 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 D+0.5(L+Lr)+0.7W at 7.47 to 8.00 6.925 0.46 1.31 342.40 95.18 95.913 0.375 511.6 0,000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 Reactions-Vertical&Horizontal Load Combination Base Horizontal Top Horizontal Vertical @Wall Base --- -------------- D Only 0.0 k 0.00 k 6.238 k S Only 0.0 k 0.00 k 0.000 k W Only 0.4 k 0.39 k 0.000 k 0.0 k 0.00 k 0.000 k E Only D+L+Lr 0.0 k 0.00 k 7.612 k D+L+S 0.0 k 0.00 k 6.238 k Caruso TurleyScott Inc Project Title: Panera 1215 W.Rio Salado Pkwy,Suite 200 Engineer: SMK Proiect ID: 13-846 nR E-Tempe,AZ 85281 Project Descr: Kori www.ctsaz.com u!uinq r480-774-1700 engineers Printed:14 OCT 2013,9:56AM Masonry Slender Wall File=H:LCBF16-1113846P-11CALCUL--1lpanera.ec6 ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31 Description: Jamb K rr Reactions-Vertical 8r Horizontal Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base _..._............------ _.. --- ----- ..... ........ .... ......__. .._._.. _... — -- D+L+W+S/2 0.4 k 0.39 k 6.238 k D+L+S+W/2 0.2 k 0.20 k 6.238 k D+L+S+E/1.4 0.0 k 0.00 k 6.238 k i I O CARUSO TURLEY SCOTT Job Name 0 CSS ✓Ie— structural engineers 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No. '—S "g L?t Sheet No. T:480 774-1700 • F:480 774-1701 www.ctsaz.com By S/LA Date i L ��5-En -r -C t '� PS r � � � L b 4 i 40-31`t PL-F n � �Yo �� -� � f 65 �s F 1?Z'S �' F Caruso Turley Scott,Inc Project Title: Panera 1215 W.Rio Salado Pkwy,Suite 200 Engineer: SMK Proiect ID: 13-846 -Ru-Tempe,AZ 85281 Project Descr: TURLEY www.ctsaz.com n uleing ��rnrrnrn480-774-1700 engineers Printed:14 OCT 2013.10:08AM Mason Slender Wall File=H:LCBF16-1113646P-11CALCUL-1lpanera.ec6 Masonry ENERCALC,INC.1983-2013,Build:6.13.8.31,ver.6A3.8.31 Description: Jamb L&N Code References Calculations per ACI 530-05/MSJC 2005 Sec. 3.3.5, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used :ASCE 7-05 General Information Calculations per ACI 530-05/MSJC 2005 Sec.3.3.5,IBC 2006,CBC 2007,ASCE 7-05 Construction Type:Grouted Hollow Concrete Masonry Fm = 1.50 ksi Nom.Wall Thickness 8 in Temp Diff across thickness = deg F Fy-Yield = 60.0 ksi Actual Thickness 7.625 in Min Allow Out-of-plane Defl Ratio= 150.0 Fr-Rupture 61.0 psi Rebar"d"distance 5.60 in Minimum Vertical Steel% = 0.0020 Em=fm' = 900.0 Lower Level Rebar... Max%of P bal. = 0.006833 Bar Size # 5 Grout Density = 140 pcf Bar Spacing 24.0 in Block Weight Medium Weight Wall Weight = 58.0 psf Wall is grouted at rebar cells only One-Story Wall Dimensions A Clear Height = 16.0 tt B Parapet height = ft B Wall Support Condition Top&Bottom Pinned -- �� --- A5 $F Y� C r. — Vertical Loads Vertical Uniform Loads... (Applied per foot of Strip Width) DL:Dead Lr:Roof Live Lf:Floor Live S:Snow W:Wind Ledger Load Eccentricity 4.0 in 0.3740 0.440 k/ft Concentric Load 1.624 klft Lateral Loads Full area WIND load 65.0 psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Fp 1.0 = 0.0 psf Seismic Wall Lateral Load psi ' Caruso Turley Scott,Inc Project Title: Panera 1215 W.Rio Salado Pkwy,Suite 200 Engineer: SMK Prosect ID: 13-846 -Ru-Tempe,AZ 85281 Project Descr: sco- www.ctsaz.com nsulting 480-774-1700 Printed:14 OCT 2013.10:08AM File-H:\_CBF16-1\13846P-lkCALCUL-l\panera.ec6 Masonry Slender Wall ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31 Description: Jamb L&N DESIGN SUMMARY Results reported for"Strip Width"of 12.0 in Governing Load Combination... Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.8671 +0.90D+1.60W Max Mu 3.571 k-ft Phi'Mn 4.118 k-ft ' PASS Service Deflection Check Min.Defl.Ratio 220.415 Max Allow Ratio 150.0 D+L+W Max.Deflection 0.8711 in Max.Allow.Defl. 1.280 in PASS Axial Load Check Max Pu/Ag 41.949 psi 0.2'fm 300.0 psi +1.20D+0.50Lr+0.50L+1.60W Location 8.267 ft ' PASS Reinforcing Limit Check Controlling As/bd 0.002307 As/bd006833 rho bat 0.006833 PASS Minimum Moment Check Mcracking 0.4715 k-ft Minimum Phi Mn 4.802 k-ft +1.40D Maximum Reactions... for Load Combination.... Top Horizontal W Only 0.520 k Base Horizontal D+L+W+S/2 0.5278 k Vertical Reaction D+L+Lr 2.438 k Design Maximum Combinations-Moments Axial Load Moment Values 0.6 Load Combination Pu 0.2'Pm'b't Mcr Mu Phi Phi Mn As As Ratio rho bal ----k ft--- �n".2..... - --- -- +1.40D at 15.47 to 16.00 0.000 18.720 0.47 0.17 0.90 3.69 0.155 0.0023 0.0068 +1.20D+0.50Lr+1.60L at 15.47 to 16.00 0.000 18.720 0.47 0.22 0.90 3.69 0.155 0.0023 0.0068 +1.20D+1.60L+0.50S at 15.47 to 16.00 0.000 18.720 0.47 0.15 0.90 3.69 0.155 0.0023 0.0068 ' +1.20D+1.60Lr+0.50L at 15.47 to 16.00 0.000 18.720 0.47 0.38 0.90 3.69 0.155 0.0023 0.0068 +1.20D+1.60Lr+0.80W at 8.00 to 8.53 3.102 18.720 0.47 2.02 0.90 4.42 0.155 0.0023 0.0068 +120D+0.50L+1.60S at 15.47 to 16.00 0.000 18.720 0.47 0.15 0.90 3.69 0.155 0.0023 0.0068 +1.20D+1.60S+0.80W at 8.00 to 8.53 2.398 18.720 0.47 1.86 0.90 4.26 0.155 0.0023 0.0068 +1.20D+0.50Lr+0.50L+1.60W at 8.00 to 8.53 2.618 18.720 0.47 3.71 0.90 4.31 0.155 0.0023 0.0068 +1.20D+0.50L+0.50S+1.60W at 8.00 to 8.53 2.398 18.720 0.47 3.65 0.90 4.26 0.155 0.0023 0.0068 +1.20D+0.50L+0.20S+E at 15.47 to 16.00 0.000 18.720 0.47 0.15 0.90 3.69 0.155 0.0023 0.0068 +0.90D+1.60W at 8.00 to 8.53 1.798 18.720 0.47 3.57 0.90 4.12 0.155 0.0023 0.0068 +0.90D+E at 15.47 to 16.00 0.000 18.720 0.47 0.11 0.90 3.69 0.155 0.0023 0.0068 Design Maximum Combinations-Deflections Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl.Ratio k k-ft k-ft in14----in14-..---....._._.!n14 ---in ------- D+L+Lr at 9.07 to 9.60 2.438 0.47 0.16 353.60 83.53 353.600 0.016 11,697.1 D+L+W at 8.00 to 8.53 1.998 0.47 2.28 353.60 81.07 81.199 0.871 220.4 D+L+W+S/2 at 8.00 to 8.53 1.998 0.47 2.28 353.60 81.07 81.199 0.871 220.4 D+L+S+W/2 at 8.00 to 8.53 1.998 0.47 1.16 353.60 81.07 82.186 0.366 525.1 D+L+S+E/1.4 at 9.07 to 9.60 1.998 0.47 0.07 353.60 81.07 353.600 0.008 25,546.0 D+0.5(L+Lr)+07W at 8.00 to 8.53 2.218 0.47 1.66 353.60 82.31 82.654 0.589 325.8 D+0.5(L+Lr)+0.7E at 9.07 to 9.60 2.218 0.47 0.12 353.60 82.31 353.600 0.012 16,056.9 Reactions-Vertical 8r Horizontal Load Combination Base Horizontal Top Horizontal Vertical @Wall Base 0.0 k 0.01 k 1.998 k D Only 0.00 k 0.000 k S Only 0.0 k W Only 0.5 k 0.52 k 0.000 k E Only 0.0 k 0.00 k 0.000 k D+L+Lr 0.0 k 0.02 k 2.438 k D+L+S 0.0 k 0.01 k 1.998 k Caruso Turley Scott,Inc Project Title: Panera 1215 W.Rio Salado Pkwy,Suite 200 Engineer: SMK Project ID: 13-846 -Ru-Tempe,AZ 85281 Project Descr: TURLET xoTT www.ctsaz.com nsulting rnrru,n 480-774-1700 engineers Printed:14 OCT 2013,10:08AM Mason Slender Wall File=H:1_CBF16-1113846P-11CALCUL-4aneraec6 ENERCALC,INC.19n2013,Build:6.13.8.31,Ver.6.13.8.31 r.rrr. • TURLEY SCOTT ' Description: Jamb L&N Reactions-Verti.............cal&Horizontal Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base _. . -._ .._._. _. --. ....---.-- .._.._.. ........ ......... ............ D+L+W+S/2 0.5 k 0.51 k 1.998 k D+L+S+Wl2 0.3 k 0.25 k 1.998 k D+L+S+E/1.4 0.0 k 0.01 k 1.998 k CARUSO TURLEY SCOTT Job Name structural engineers 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No. '8 �t Sheet No. � 1 1480 774-1700 • f:480 774-1701 _ �-�_k3 ww w .ctsaz.com By w/ -- Date 1 -o- 1 1� T 1 �C'x p LA— V-." im- 1 i i i CARUSO TURLEY SCOTT Job Name-2 ex A--e_. cry structural engineers 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 T:480 774-1700 • F:480 774-1701 Job No. Sheet No. 5• www.ctsaz.com By Elul r-- Date 1,P,-rF(2-A-L AtVASSS KEX PLAN LI ci_3 �s 3:L - - -q et )0 L as LF ti ;&A pct F•k h � �� 6� �� CARUSO TURLEY SCOTT Job Name &y-,-*-,- structural engineers 1215 W. Rio Salado ParkwaY,Suite 200 Tempe,Arizona 85281 Job No. 13 L.6 Sheet No. 5 T:480 774-1700 • F:480 774-1701 www.ctsaz.(om By r.1'u^. - Date d' C?�_) YZ 125 651 �� PS > i L. i _ CARUSO TURLEY SCOTT Job Name Ct structural engineers 1 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No. i _ "j Sheet No. 5 1480 774-1700 • F:480 774-1701 www.ctsaz.com By —Datea 1 1 b 1 I 5� 16 ' 1 1 1 1 1 1 1 1 1 1 CARUSO TURLEY SCOTT Job Name structural engineers 1215 W. Rio Salado Parkway,Suite 200 � Tempe,Arizona 85281sj�'� Sheet No J' T:480 774-1700 • F:480 774-1701 Job No. By—'3'3-A-A, )(^L.- Date �-�- t www.ctsaz.com Y t4 e 4e- F'o►2. c S 41( 4.3 pc6rtk3 3 a- L 4. r S03 13 g CARUSO TURLEY SCOTT Job Name . P(x v•4-- .t eA structural engineers 1215 W. Rio Salado Parkway,Suite 200 ' Tempe,Arizona 85281 �—? T:480 774-1700 - F:480 774-1701 Job No. J ``�� Sheet No. 5. 5 www.ctsaz.comBy Date tl (tS33 4- 3� B©rte -r-oiw;L c IC) 4— ' 1 1 ' �' Job Name CARUSO TURLEY SCOT structural engineers 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No. l-- Sheet No. T:480 774-1700 • f:480 774-1701 By c°j/�,.�- Date %wWctsaz.com y Lig. 'DS- A-P �A 6t M Cr 0..S�- 5 '��@.Gt � �e = Jer 1<; calz < <" G� C L13 1 6 p5-� L9 c k- d A(e L e`d � �. J� -z F, 5t<D-C4- e-_'L 50 ( P0r+S oc � . � r�;.� , b- >DLf CA Y' J Type PLB -36 or HSB°-36 11/2" (38 mm) Deep Roof Deck . Primer Painted or Galvanized . ALLOWABLE UNIFORM LOADS (psf, N/m� SPAN(ft-in.,mm) 4'-0"_ 5'-0" 5'-6" 6'-0" 6'-6" T-0" T-6" 8'-0" 8'-6" 9'-0" 9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" SPAN GAGE 1,220 1,520 1,680 1,830 1,980 2,130 2,290 2,440 2,590 2,740 2,900 3,050 3,200 3,350 3,500 3,660 r 178 114 94 79 67 58 51 44 39 35 31 28 . O.~� STRESS 8,523 5,458 4,501 3,783 3,208 2,777 2,442 2,107 1,867 1,676 1,484 1,3410. 22 92 69 53 42 34 27 22 19 16 13 11 U240 ♦++ 4,405 3,304 2,538 2,011 1,628 1,293 1,053 910 766 622 527 STRESS 223 143 118 99 85 73 64 56 49 44 40 36 32 30 27 25 W 20 10,677 6,847 5,650 4,740 4,070 3,495 3,064 2,681 2,346 2,107 1,915 1,724 1,532 1,436 1,293 1,197 J U240 222 113 85 66 52 41 34 28 23 19 17 14 12 11 9 8 10,629 5,410 4,070 3,160 2,490 1,963 1,628 1,341 1,101 910 814 670 575 527 431 383 Z 300 196 162 136 116 100 87 76 68 60 54 49 44 40 37 34 Cn 18 STRESS 14,364 9,385 7,757 6,512 5,554 4,788 4,166 3,639 3,256 2,873 2,586 2,346 2,107 1,915 1,772 1,628 159 119 92 72 58 47 39 32 27 23 20 17 15 13 11 0240 +++ 7,613 5,698 4,405 3,447 2,777 2,250 1,867 1,532 1,293 1,101 958 814 718 622 527 STRESS 300 250 207 174 148 127 111 98 86 77 69 62 57 52 47 43 16 14,364 11,970 9,911 8,331 7,086 6,081 5,315 4,692 4,118 3,687 3,304 2,969 2,729 2,490 2,250 2,059 U240 +++ 198 149 115 90 - 72-) 59 48 40 34 29 25 21 19 16 14 ' 9,480 7,134 5,506 4,309 .3,447 2,825 2,298 1,915 1,628 1,389 1,197 1,005 910 766 670 STRESS 188 120 99 84 71 61 54 47 42 37 33 30 22 9,001 5,746 4,740 4,022 3,399 2,921 2,586 2,250 2,011 1,772 1,580 1,436 U240 +++ ++♦ +++ +++ +++ ++♦ +++ +++ +++ ♦♦+ 32- 28 , 1,532 1,341 STRESS 236 151 125 105 89 77 67 59 52 47 , 42 38 34 31 29 26 uj20 11,300 7,230 5,985 5,027 4,261 3,687 3,208 2,825 2,490 2,250 2,011 1,819 1,628 1,484 1,389 1,245 ' U240 +++ ++♦ +++.+++ +++ +++ ♦++ +++ ♦++ 47 40 34 29 26 22 20 2,250 1,915 1,628 1,389 1,245 1,053 958 300 204 168 141 121 104 91 80 70 63 56 51 46 42 39 35 ' Q ♦ O STRESS 14,364 9,768 8,044 6,751 5,794 4,980 4,357 3,830 3,352 3,016 2,681 2,442 2,202 2,011 1,867 1,676 1 v U240 +t+ +++ +++ +++ +++ +++ +++ +++ +++ +++ 56 48 41 36 31 28 2,681 2,298 1,963 1,724 1,484 1,341 t STRESS 300 254 210 176 150 129 113 99 88 78 70 63 57 52 48 44 C 14,364 12,162 10,055 8,427 7,182 6,177 5,410 4,740 4,213 3,735 3,352 3,016 2,729 2,490 2,298 2,107 V U240 +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ 70 60 51 45 39 34 3,352 2,873 2,442 2,155 1,867 1,628 ' STRESS 235 150 124 13,783 89 77 67 59 52 46 42 38 22 11,252 7,182 5,9 261 3,687 3,208 2,825 2,490 2,202 2,011 1,819 U240 +++ +++ +++ 79 63 51 42 35 30 25 , 22 3,016 2,442 2,011 1,676 1,436 1,197 1,053 STRESS 295 188 156 131-. . 112 96 . 84 74 65 58 52 47 43 39 36 33 14,125 9,001 7,469 .6,272':13;363.4,597 4,022 3,543 3,112 2,777 2,490 2,250 2,059 1,867 1,724 1,580 W 20 'l '124 97 78 63 52 44 37 31 27 23 20 18 15 CL U240 ♦++ ++♦ +,++• 5,937 4,644''``3'735 3,016 2,490 2,107 1,772 1,484 1,293 1,101 958 862 718 cc STRESS 300 255 '21b 177 151 '1$0 113 99 88 79 71 64 58 53 48 44 Q 14,364 12,209 10,055 8,475 7,230 6,224 5,410 4,740 4,213 3,783 3,399 3,064 2,777 2,538 2,298 2,107 18 U240 +++ +++ +++ 173 136 109 89 73 61 51 44 37 32 28 25 22 •8,283 6,512 5,219 4,261 3,495 2,921 2,442 2,107 1,772 1,532 1,341 1,197 1,053 300 300 262 220 188 162 141 124 110 98 88 79 72 65 60 55 STRESS 14,364 14,364 12,545 10,534:9,001 7,757 6,751 5,937 5,267 4,692 4,213 3,783 3,447 3,112 2,873 2,633 1 s 0240 ♦++ +++ +++ 216 170 136 111 91 76 64 54 47 40 35 31 > 27 10,342 8,140 6,512 5,315 4,357 3,639 3,064 2,586 2;250 1,915 1,676 1,484 1,293 Catalog VR2 VERCO DECKING, INC. , 27 Type PLB TM-36 ■ 4 Weld Pattern at Supports ■ Sidelaps Connected with PunchLoO Tool ■ Primer Painted or Galvanized Allowable Diaphragm Shear Values, q (plf, kN/m)and Flexibility Factors, F((in./lb)x106, (mm/N)x106) SIDELAP SEAN(ft-in.,mm) ATTACH- 4'-0" 5'-0" 6'-0" 7'-0' 8'-0" 9'-0" 10'-0" 11'-0" 12'-0" GAGE MENT 1,220 1,520 1,830 2,130 2440 . 2,740 3,050 3,350 3,660 545 497 434 417 380• 374 349 .a q 7.95 7.25 6.33 6.09 5.55 5.46 5.09 VSC @ 24" - - --�-- F 13.7+161R 16.4+115R 20.2+87R 22.7+69R 26.6+57R 29.0+48R 32.9+41 R 78.2+919R 93.6+657R 115.3+497R 129.6+394R 151.9+325R 165.6+274R 1879+234R 590 531 465 443 426 395 387 q 8.61 7.75 6.79 _ 6.47 6.22 5.76 5.65 e VSC @ 18" 12.8+161R 15.5+115R 19.0+87R 21.6+69R 24.0+57R 27.6+48R 29.9+41 R F 73.1+9198 88.5+657R 108.5+497R 123.3+394R 137.0+325R 1576+274R 170.7+234R 627 561 518 487 465 449 436 q 9.15 8.19 7.56_ 711 6.79 6.55 6.36 VSC @ 12° 12.2+161 R 14.8+115R 17.4+87R 19.9+69R 22.3+57R 24.6+48R 26.9+41R F 69.7+919R 84.5+657R 99.4+497R 113.6+394R 127.3+325R 140.5+274R 153.6+234R 22 691 636 582 561 531 522 503 q 10.08 9.28 8.49 8.19 7.75 7.62 734 VSC @ 81, 11.4+161R 13.4+115R 15.8+87R 17.6+69R 19.9+57R 21.6+48R 23.7+41R F 65.1+979R 76.5+657R 90. 4 R 100.5+394R 113.6+325R 123.3+274R 135.3+234R 744 679 636 607 586 571 559 N q 10.86 9.91 9.28 8.86 8.55 8.33 8.16 Q VSC @ 6" - - W F 10.8+161 R 12.8+115R 1 7R 16.5+69R 18.2+57R 19.9+48R 21.6+41R 61.7+919R 73.1+657R 83.9+497R 94.2+394R 103.9+325R 113.6+274R 123.3+234R 833 769 727 699 679 665 654 q 12.16 11.22 10.61 10.20 9.91 9.70 9.54 VSC @ 4" -- F 9.9+161 R 11.6+115R 13.2+87R 14.7+69R 16.1+57R 17.5+48R 18.9+41R 56.5+919R 66.2+657R 75.4+497R 83.9+394R 91.9+325R 99.9+274R 1079+234R 802 722 628 598 544 532 496 492 466 q 11.70 10.54 9.16 8.73 7.94 7.76 7.24 7.18 6.80 VSC @ 24" F 10.4+111 R 12.6+80R 15.6+61 R 17.8+48R 20.9+39R 22.9+33R 26.1+28R 28.0+24R 31.2+21 R 59.4+634R 71.9+457R 89.1+348R 101.6+274R 119.3+223R 130.8+188R 149.0+160R 159.9+137R 178.2+120R 861 767 670 633 606 560 547 537 510 q 12.57 11.19 9.78 9.24 8.84 8.17 7.98 7.84 7.44 VSC @ 18" _ F 9.9+111 R 12.0+80R 14.8+61 R 16.9+48R 19.0+39R 21.9+33R 23.8+28R 25.8+24R 28.7+21 R 56.5+634R 68.5+457R 84.5+348R 96.5+274R 108.5+223R 125.1+188R 135.9+160R 1473+137R 163.9+120R 910 807 739 692 658 632 612 596 584 q 13.20 11.78 10.78 10.10 9.60 9.22 8.93 8.70 8.52 VSC @ 12" F 9.5+111 R 11.6+80R 13.6+61 R 15.7+48R 17.7+39R 19.6+33R 21.6+28R 23.5+24R 25.3+21 R 2U 54.2+634R 66.2+457R 777+348R 89.6+274R 101.1+223R 111.9+188R 123.3+160R 134.2+137R 144.5+120R 994 906 824 789 745 729 701 694 675 q 14.51 13.22 12.03 11.51 10.87 10.64 10.23 10.13 9.85 VSC @ 8" F 8.9+111 R 10.6+80R 12.5+61 R 14.0+48R 15.9+39R 17.3+33R 19.1+28R 20.5+24R 22.2+21 R 50.8+634R 60.5+457R 71.4+348R 79.9+274R 90.8+223R 98.8+188R 109.1+160R 1171+1.37R 126.8+120R ' 1064 962 896 851 818 794 776 762 688 VSC @ 6" - q 15.53 14.04 13.08 12.42 11.94 11.59 11.32 11.12 10.04 F 8.4+111 R 10.1+80R 11.7+61R 13.2+48R 14.7+39R 16.1+33R 17.5+28R 18.9+24R 20.2+21 R 48.0+634R 57.7+457R 66.8+348R 75.4+274R 83.9+223R 91.9+188R 99.9+160R 1079+137R 115.3+120R ' 1181 1081 1016 972 941 918 902 818 688 q 17.24 15.78 14.83 14.19 13.73 13.40 13.16 11.94 10.04 VSC @ 4" 7.8+111 R 9.2+80R 10.5+61 R 11.8+48R 13.0+39R 14.2+33R 15.4+28R 16.5+24R 17.6+21 R F 44.5+634R 52.5+457R 60.0+348R 674+274R 74.2+223R 81.1+188R 879+160R 94.2+137R 100.5+120A 1 VSC=Verco Sidelap Connection ' 42 ■ VERCO DECKING,INC. Catalog VR2 CARUSO TURLEY SCOTT Job Name structural engineers , 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No. Sheet No..'� 1480 774-1700 • F:480114-1701 www.ctsaz.com By Date ` e�� (J90 C54— C C._LQ_ l;o ae c/1_ LI L P i._ L r 6� psi d t�c y� ¢. 1�►c r �a n eA.ti l+r s�� Cll ) 1 t red Lok f r-e f VI t GL r7�J V t O 1112-� o o� C eL e d P ,4-Y,(V oY^ 4-- {/ 1 319 � 5 AA 04 ,� o = �� _�o.S CTt'� �� ls©�j�a �.,� � � C• �5 ?LOdO�(1a ) ' _ " t'b';-) ."3� � t a I ' ►u04 Ikea r . .3�-5 j�f`► L f�t��C�t�'�C•3'�5�) C 3� � Job Name �� CARUSO TURLEY SCOTT structural engineers 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No. ��'" ` I �' Sheet No. i T:480 774-1700 • F:480 774-1701 www.ctsaz.com B- j Date l Cie S "er/7 =` l •Ci Fj z.?-}- yr � � l_Q a'+-2 CS- ✓+ rte( pL N �-- Ta V � 0 1e7p C� � - 5°3 ` ' m Jl�—2 �r CL L-�4 a ✓' �� L+— to v-e f let .10 ✓ i4vKti r-e = C9 .� �. �- l• O � �� li to Le r'}-mac ut�Q✓a4"C' i CARUSO TURLEY SCOTT Job Name v�� 1.L-' '/'� structural engineers 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No. V� S9 toSheet No. - T:480 774-1700 • F:480 774-1701 www.ctsaz.com BDate ` s —1 t rj l -PL � , �IAi L! x I! L'_-'.e t d ae f 3ly AJS CARUSO TURLEY SCOTT Job Name Q• '`�-� _ structural engineers 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No. Sheet No. 1480 774-1700 • F:480 774-1701 www.ctsaz.com By �t� Date ` Wit, :-rT )A, 'V-t 0'Q-T i E(--!:P3,7 io s,4 r V = 3�a Gl�f' y CT�•5 � � �� J�'��n r.�--, r CARUSO TURLEY SCOTT Job Name structural engineers ' 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 1480 774-1700 • F:480 774-1701 Job No. Sheet No. 1 www.(tsaz.com By 1-- Date i 00 03 G 4' r 0 r M YOUR VISION IS OUR MISSION Job Name Panera Job No. 13-846 Sheet No. CARUSO 1215 W.Rio Salado Pkwy. TURLEY Suite 200 g SMK Date 8-21-13 SCOTT Tempe,AZ 85281 y consulting T:(480)774-1700 structural F:(480)774-1701 to engineers Gridline A w Shear Force to Wall = 0.6*V= 27737 # Wall Height= 16 ft Tensile Stress at Wall Segment Shear Allowable Shear Jamb Segment Length Rigidity Force Moment M/Vd Shear Area Stress Steel (ft) (#) (ft-#) (psi) (in"2) (psi) POS 17.44 1.702 17984 287746 0.9 40 898 20 15844 P 12.14 0.76 8031 128488 1.3 35 625 13 0 4.67 0.058 613 9806 3.4 35 651 1 0 N 4.33 0.047 497 7946 3.7 35 604 1 0 M 4.67 0.058 613 9806 3.4 35 651 1 0 Gridline B Shear Force to Wall = 0.6*V= 30411 # Wall Height= 16 ft Tensile Stress at Wall Segment Shear Allowable Shear Jamb Segment Length Rigidity Force Moment M/Vd Shear Area Stress Steel (ft) (#) (ft-#) (psi) (in"2) (psi) Ir EEE27.67 0.237 19169 306698 2.1 35 696 28 16921 �-erls 5.33 0.085 6875 109997 3.0 35 1272 5 12308 2.67 0.011 890 14235 6.0 35 244 4 6876 E3 3.33 0.022 1779 28470 4.8 35 305 6 11734 E4 2 0.005 404 6470 8.0 35 279 1 1978 1 E5 2.67 0.011 890 14235 6.0 35 372 2 4274 E6 2 0.005 404 1 6470 8.0 35 279 1 1978 l� ,I Q ear �J�. ,�-E� t G )pct.r fid' Y r:�i C. C-4 4' >9C vie 0-4,- 0 ck-V)C kon L..)'a. t `a 54- 4o 1 t YOUR VISION IS OUR MISSION Job Name Panera CARUSO 1215 W.Rio Salado Pkwy. Job No. 13-846 Sheet No. • l�7 TURLEY Suite 200 SCOTT Tempe,Az 85281 By SMK Date 10-14-13 consulting T:(480)774-1700 structural F:(480)774-1701 engineers SHEAR WALL DESIGN Gridline 1 Shear wall is okay by inspection, no shear reinforcing is required. Gridline 2 r Shear Force to Wall= 0.6*V= 23568 # Wall Height= 16 ft , Tensile Stress at ' Wall Segment Shear Allowable Shear Jamb Segment Length Rigidity Force Moment M/Vd Shear Area Stress Steel (ft) I I (#) I (ft-#) I I (psi) I (in^2) I (psi) I ,,(#1" A 12.67 0.849 2662 42595 1.3 35 961 3 0 B 24 3.112 9758 156133 0.7 43 927 11 0 C 25.67 3.555 11147 178359 0.6 44 2335 5 0 Gridline 3 Shear Force to Wall= 0.6*V= 23345 # Wall Height= 16 ft Tensile Stress at Wall Segment Shear Allowable Shear Jamb Segment Length Rigidity Force Moment M/Vd Shear Area Stress Steel (ft) I I (#) (ft-#) I I (psi) (in^2) I (psi) K F 2.33 0.008 881 14095 6.9 35 213 4 7687 G 3.33 0.022 2423 38762 4.8 35 304 8 15816 11 2.67 0.011 1211 19381 6.0 35 137 9 10059 12 2.67 0.011 1211 19381 6.0 35 137 9 10059 1 4.67 0.058 6387 51095 1.7 35 240 27 14764 K 5.67 0.102 11232 89856 1.4 35 308 36Q� a.yJ1Ea ��°�. ; ct c pct . i ►I A G.-Z- S30 eULD0 5 Gey` to J r °. { +'kE 10 e v"5 c..a 0 Kik L c-, c` �' YOUR VISION IS OUR MISSION Job Name Panera Job No. 13-846 Sheet No. '5 CARUSO 1215 W.Rio Salado Pkwy. TURLEY Suite 200 g SMK Date 8-21-13 SCOTT Tempe,AZ 85281 y consulting T:(480)774-1700 structural F:(480)774-1701 engineers Wall Footing Design r Allowable soil bearing value= 2500 per soils report. Governing lateral load is 0.6W. Wall Segment A Wall Length = 12.67 ft Overturning Moment= 42595 ft-# 1 VA-e-r�F,S Dead Load From Above = 19936 # Live Load From Above= 4435 Allowable Bearing Pressure= 2500 psf Left Footing Extension = 1 ft Right Footing Extension = 1 ft Footing Width = 1.5 ft Footing Thickness= 1 ft Stem Width = 0.67 ft ' Stem Height= 0.5 ft Weight of Footing= 3937 # Eccentricity= 1.78 ft / Base/6= 2.11 ft -CD f ` b ' Bearing Pressure = 2225 psf q Moment Resisting= 93105 ft-# YOUR VISION IS OUR MISSION CARUSO 1215 W.Rio Salado Pkwy. TURLEY Suite 200 r SCOTT Tempe,AZ 85281 consulting T:(480)774-1700 structural F:(480)774-1701 engineers Wall Segment B Wall Length = 24 ft Overturning Moment= 156133 ft-4 Dead Load From Above = 37764 # Live Load From Above= 6552 Allowable Bearing Pressure= 2500 psf Left Footing Extension = 1 ft Right Footing Extension = 1 ft Footing Width = 1.5 ft Footing Depth = 1 ft Stem Width = 0.67 ft Stem Height= 0.5 ft Weight of Footing= 7056 # Eccentricity= 3.48 ft Base/6= 4.00 ft Bearing Pressure = 2376 psf Moment Resisting= 326938 ft-# YOUR VISION IS OUR MISSION ' CARUSO 1215 W.Rio Salado Pkwy. TURLEY Suite 200 SCOTT Tempe,AZ 85281 consulting T:(480)774-1700 structural F:(480)774-1701 we engineers Wall Segment C Wall Length = 25.67 ft Overturning Moment = 178359 ft-# Dead Load From Above = 66755 # Live Load From Above= 6738 Allowable Bearing Pressure = 2500 psf Left Footing Extension = 1 ft Right Footing Extension = 1 ft Footing Width = 2 ft Footing Depth = 1 ft Stem Width = 0.67 ft Stem Height = 0.5 ft Weight of Footing= 9591 # Eccentricity= 2.34 ft Base/6= 4.28 ft Bearing Pressure= 2262 psf Moment Resisting= 593694 ft-# + - kYOUR VISION IS OUR MISSION CARUSO 1215 W.Rio Salado Pkwy. TURLEY Suite 200 SCOTT Tempe,AZ 85281 consulting T:(480)774-1700 structural F:(480)774-1701 engineers Wall Segment D Wall Length = 7.67 ft Overturning Moment = 306698 ft-# Dead Load From Above= 18704 # Live Load From Above= 460 Allowable Bearing Pressure= 2500 psf Left Footing Extension = 8 vMOTU W ft RK Right Footing Extension = 8 ft Footing Width = 6 ft Footing Depth = 2 ft Stem Width= 0.67 ft Stem Height= 0.5 ft Weight of Footing= 42991 # Eccentricity= 4.97 ft Base/6= 3.95 ft Bearing Pressure = 111 psf Moment Resisting = 348320 ft-# Y YOUR VISION IS OUR MISSION CARUSO 1215 W.Rio Salado Pkwy. TURLEY Suite 200 SCOTT Tempe,AZ 85281 consulting T:(480)774-1700 structural F:(480)774-1701 1b engineers � Wall Segment E-E3 Wall Length= 24.67 ft Overturning Moment= 152702 ft-# Dead Load From Above = 32737 # Live Load From Above= 1480 Allowable Bearing Pressure= 2500 psf Left Footing Extension = ft Right Footing Extension = 1 ft Footing Width = 1.5 ft Footing Depth = 1 ft Stem Width= 0.67 ft Stem Height= 0.5 ft Weight of Footing= 7240 # Eccentricity= 3.82 ft rBase/6= 4.11 ft Bearing Pressure = 1927 psf Moment Resisting= 300217 ft-# YOUR VISION IS OUR MISSION + CARUSO 1215 W.Rio Salado Pkwy. TURLEY Suite 200 SCOTT Tempe,AZ 85281 consulting T:(480)774-1700 structural F:(480)774-1701 engineers Wall Segment E4-E6 Wall Length = 20 ft ' Overturning Moment= 27175 ft-# Dead Load From Above = 67980 # Live Load From Above = 1200 Allowable Bearing Pressure= 2500 psf Left Footing Extension = 1 ft Right Footing Extension = 1 ft Footing Width = 1.5 ft Footing Depth = 1 ft Stem Width = 0.67 ft Stem Height= 0.5 ft Weight of Footing= 5955 # Eccentricity= 0.37 ft Base/6= 3.33 ft Bearing Pressure = 2505 psIf' Moment Resisting= 447183 ft-# � � C> YOUR VISION IS OUR MISSION CARUSO 1215 W.Rio Salado Pkwy. TURKEY Suite 200 SCOTT Tempe,AZ 85281 consulting T:(480)774-1700 structural F (480)774-1701 engineers Wall Segment F-G Wall Length= 19.5 ft Overturning Moment= 52857 ft-# Dead Load From Above = 29445 # Live Load From Above = 3023 Allowable Bearing Pressure= 2500 psf Left Footing Extension = 1 ft Right Footing Extension = 1 ft Footing Width = 1.5 ft Footing Depth = 1 ft !" Stem Width= 0.67 ft Stem Height = 0.5 ft Weight of Footing= 5817 # Eccentricity= 1.50 ft Base/6= 3.25 ft Bearing Pressure = 1684 psf Moment Resisting= 209775 ft-# r t YOUR VISION IS OUR MISSION CARUSO 1215 W.Rio Salado Pkwy. TURLEY Suite 200 SCOTT Tempe,AZ 85281 consulting T:(480)774-1700 structural F:(480)774-1701 engineers Segment I1-I2 Wall Length = 8 ft Overturning Moment= 38762 ft-# Dead Load From Above= 7236 # Live Load From Above= 1800 Allowable Bearing Pressure= 2500 psf Left Footing Extension = 1 ft Right Footing Extension= 1' ft Footing Width = 2 ft Footing Depth = r2 ft Stem Width = 0.67 ft Stem Height= 0.5 ft Weight of Footing= 6402 # Eccentricity= 2.84 ft Base/6= 1.33 ft Bearing Pressure= 337p sf Moment Resisting= 36572 ft-# Additional moment resistance from adjacent wall, H. =.6*(4ft * 22ft * 58psf* 8ft)=24499 ft-lb. By inspection, the point load from the steel lintel on the left side will be enough to reswist the overturning on the left side. Resisting moment is greater than overturning moment. YOUR VISION IS OUR MISSION CARUSO 1215 W.Rio Salado Pkwy. TURLEY Suite 200 SCOTT Tempe,AZ 85281 consulting T:(480)774-1700 structural F:(480)774-1701 engineers Wall Segment J-K > Wall Length = 18 ft Overturning Moment= 140951 ft-# Dead Load From Above = 26411 # Live Load From Above= 4050 Allowable Bearing Pressure= 2500 psf Left Footing Extension = 1 ft Right Footing Extension = 1 ft Footing Width = 1.5 ft Footing Depth = 1 ft Stem Width = 1:. 0.67 ft Stem Height= 0.5 ft Weight of Footing= 5405 # Eccentricity= 4.43 ft Base/6= 3.00 ft Bearing Pressure = 754 psf Moment Resisting= 175046 ft-# e� YOUR VISION IS OUR MISSION CARUSO 1215 W.Rio Salado Pkwy. TURLEY Suite 200 SCOTT Tempe,AZ 85281 consulting T:(480)774-1700 structural F:(480)774-1701 engineers Wall Segment M-O Wall Length = 17 ft NJ Overturning Moment= 27558 ft-# Dead Load From Above = 57783 # f Live Load From Above= 1020 .II Allowable Bearing Pressure= 2500 psf Left Footing Extension = 1 ft Right Footing Extension = 1 ft Footing Width = 2 ft Footing Depth = 1 ft Stem Width = 0.67 ft Stem Height= 0.5 ft Weight of Footing = 6554 # Eccentricity= 0.43 ft Base/6 = 2.83 ft Bearing Pressure= 1953 psf Moment Resisting = 332053 ft-# YOUR VISION IS OUR MISSION CARUSO 1215 W.Rio Salado Pkwy. TURLEY Suite 200 SCOTT Tempe,AZ 85281 consulting T:(480)774-1700 structural F:(480)774-1701 w engineers Wall Segment P Wall Length = 12 ft Overturning Moment= 128488 ft-# Dead Load From Above= 20663 # Live Load From Above= 720 Allowable Bearing Pressure = 2500 psf Left Footing Extension = 1 ft Right Footing Extension= 1 ft Footing Width = E' 3 ft '. Footing Depth= 2 ft Stem Width = 0.67 ft Stem Height= 0.5 ft Weight of Footing= 13203 # Eccentricity= 3.79 ft Base/6= 2.00 ft Bearing Pressure = 450 psf Moment Resisting= 129839 ft-# r r� YOUR VISION IS OUR MISSION CARUSO 1215 W.Rio Salado Pkwy. TURLEY Suite 200 SCOTT Tempe,AZ 85281 consulting T:(480)774-1700 structural F.(480)774-1701 engineers Wall Segment S Wall Length = 17.33 ft Overturning Moment= 287746 ft-# Dead Load From Above = 22997 # Live Load From Above= 1040 Allowable Bearing Pressure= 2500 psf Left Footing Extension = 2 ft Right Footing Extension= 2 ft Footing Width = 3 ft Footing Depth = 2 ft Stem Width= 0.67 ft Stem Height= 0.5 ft Weight of Footing= 20068 # Eccentricity= 6.68 ft Base/6= 2.89 ft BearingPressure= 349 psf Moment Resisting= 247975 ft-# Additional resisting moment from adjacent wall = 0.6 * (58 psf* 4ft * 20 ft * 17.33 ft)=48247. Resisting moment=247975 ft-# +48247 ft-# =296222 ft-#. Resisting moment is greater than overturning moment. r CARUSO TURLEY SCOTT Job Name {' 1 structural engineers 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 �_ rjw .g T:480 774-1700 - F:480 774-1701 Job No. �. ' Sheet No. www.ctsaz.com BDate d?D` 0 r :G�N G� -:LV L 2 Iy z( t`'c ¢�- t-.�t"t`C Y;-►Q t- �1 4_-� 13 C a(O uA� 0 -a- co OS r �4 � I i Caruso Turley Scott,Inc Project Title: Panera 1215 W.Rio Salado Pkwy,Suite 200 Engineer: SMK Proiect ID: 13-846 CAR-Tempe,AZ 85281 Project Descr: TURLEY sc- www.ctsaz.com nsulsing rn,rnre 480-774-1700 engineers Printed:14 OCT 2013,SAKI Steel Column RIe=H:1_CBF16-1113846P-11CALCUL-1lpanera.ec6 ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31 Description: C2 Code References Calculations per AISC 360-05, IBC 2006,CBC 2007,ASCE 7-05 Load Combinations Used :ASCE 7-05 ,pr General Information Steel Section Name: HSS6x6x1/2 Overall Column Height 13.0 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Brace condition for deflection(buckling)along columns Fy:Steel Yield 46.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=13.0 ft,K=1.0 Load Combination: ASCE 7-05 Y-Y(deaxis: Unbrapth Length for Y-Y Axis buckling=13.0 It,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:456.423 lbs'Dead Load Factor AXIAL LOADS... Axial Load at 13.0 ft,D=0.570,LR=0.780,W=0.760 k BENDING LOADS... Lat.Point Load at 13.0 ft creating Mx-x,W=0.8630 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.2515 :1 Maximum SERVICE Load Reactions.. Load Combination +D+W+H Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 0.0 k Pa:Axial 1.786 k Bottom along Y-Y 0.8630 k Pn I Omega:Allowable 193.034 k Ma-x:Applied -11.219 k-ft Maximum SERVICE Load Deflections... Mn-x I Omega:Allowable 45.449 k-ft Along Y-Y 0.7758 in at 13.0ft above base Ma-y:Applied 0.0 k-ft for load combination:W Only Mn-y I Omega:Allowable 45.449 k-ft Along X-X 0.0 in at 0.0ft above base for load combination PASS Maximum Shear Stress Ratio= 0.01219 :1 Load Combination +D+W+H Location of max.above base 0.0 ft At maximum location values are... Va:Applied 0.8630 k Vn I Omega:Allowable 70.779 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location D Only 0.005 PASS 0.00 It 0.000 PASS 0.00 ft +D+L+H 0.005 PASS 0.00 ft 0.000 PASS 0.00 ft +D+Lr+H 0.009 PASS 0.00 ft 0.000 PASS 0.00 ft +D+S+H 0.005 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+4D.750L+H 0.008 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750L+0.750S+H 0.005 PASS 0.00 ft 0.000 PASS 0.00 ft +D+W+H 0.251 PASS 0.00 ft 0.012 PASS 0.00 ft +D+0.70E+H 0.005 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.75OL+0.750W+H 0.191 PASS 0.00 ft 0.009 PASS 0.00 ft +D+0.750L+0.750S+0.750W+H 0.189 PASS 0.00 ft 0.009 PASS 0.00 ft +D+0.750Lr+0.750L+0.5250E+H 0.008 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750L+0.750S+0.5250E+H 0.005 PASS 0.00 ft 0.000 PASS 0.00 ft +0.60D+W+H 0.250 PASS 0.00 ft 0.012 PASS 0.00 ft +0.60D+0.70E+H 0.003 PASS 0.00 ft 0.000 PASS 0.00 ft Caruso Turley Scott,Inc Project Title: Panera J' J 1215 W.Rio Salado Pkwy,Suite 200 Engineer: SMK Project ID: 13-846 -Ruso Tempe,AZ 85281 Project Descr: TURLEY scoYr www.ctsaz.com nsulting 480-774-1700 engine.rs Pnnted:14 OCT 2013,5:13PM Steel Column File=H:LCBF16-1113846P-11CALCUL-1lpanera.ec6 ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver.6.13.8.31 r.trr. • TURLEY SCOTT Description: C2 Maximum Reactions-Unfactored Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base D Only k k 1.026 k ' Lr Only k k 0.780 k W Only k -0.863 k 0.760 k D+Lr k k 1.806 k D+W k -0.863 k 1.786 k D+Lr+W k -0.863 k 2.566 k Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.776 in 13.000 ft D+Lr 0.0000 in 0.000 ft 0.000 in 0.000 ft D+W 0.0000 in 0.000 ft 0.776 in 13.000 ft D+Lr+W 0.0000 in 0.000 ft 0.768 in 12.913 ft Steel Section Properties : HSSUU112 Depth = 6.000 in I xx = 48.30 in^4 J = 81.100 in^4 S xx = 16.10 in"3 Width 6.000 in R xx 2.230 in Wall Thick 0.500 in 7x 19.800 in A3 Area = 9.740 in A2 I yy = 48.300 in"4 C = 28.100 in"3 Weight = 35.109 plf S yy = 16.100 in"3 R yy = 2.230 in 1 Yog = 0.000 in MwLoads x u s. Load 1 X (o n - L i Y 6.00in Loads are total entered value.Arrows do not reflect absolute direction. Caruso Turley Scott,Inc Project Title: Panera ' 1215 W.Rio Salado Pkwy,Suite 200 Engineer: SMK Proiect ID: 13-846 -RU-Tempe,AZ 85281 Project Descr: TURLEY SCOTT www.ctsaz.com nn"Illnq l rnrrnr" 480 -774-1700 nngi veers Printed:15 OCT 2013,7:229d File=H:\_CBF16-1\13846P-1\CALCUL-1\panera.ec6 Steel Base Plate ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31 Lie.#: KW-06000624 Licensee:CARUSO TURLEY SCOTT : Description: C2 Baseplate Code References Calculations per AISC 360-05&Design Guide#1, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-05 ., General Information Material Properties AISC Design Method Allowable Strength Design Steel Plate Fy = 36.0 ksi Concrete Support fc = 2.50 ksi 0 c :ASD Safety Factor. 2.50 Assumed Bearing Area:Full Bearing Allowable Bearing Fp per J8 2.125 ksi Column&Plate Column Properties Steel Section: HSS4x4xl/4 Depth 4 in Area 3.37 102 Width 4 in Ixx in^4 Flange Thickness 0.233 in lyy in^4 Web Thickness in Plate Dimensions Support Dimensions a , N:Length 12.0 in Width along"X" 12.0 in ,f B:Width 12.0 in Length along"Z' 12.0 in Thickness 1.0 in r m Column assumed welded to base plate. { ' t a r Fes. f y t 111 �a Applied Loads +G P•Y V-Z M-X +�rj X D:Dead Load....... 1.026 k k k-ft , L:Live....... k k k-ft Lr:Roof Live......... 0.780 k k k-ft S:Snow................ k k k-ft +1�Z W:Wind................ 0.760 k 0.8630 k 11.219 k-ft , E:Earthquake.............. k k k-ft H:Lateral Earth......... k k k-ft +Z +Z "P"=Gravity load,"+"sign is downward. "+" Moments create higher soil pressure at+Z edge. Shears push plate towards+Z edge. Z E L•axe Anchor Bolts Anchor Bolt or Rod Description 1 T Max of Tension or Pullout Capacity........... 16.0 k -* -- Shear Capacity......................................... 2.70 k Edge distance:bolt to plate................... 2,0 in x Number of Botts in each Row................... 2,0 Number of Bolt Rows........................ 1.0 • z Project Title: Panera Caruso Turley Scott,Inc Pro i. Project ID: 13-846 1215 W.Rio Salado Pkwy,Suite 200 Engineer: SMK CARu-Tempe,AZ 85281 Prosect Descr: TURLEY SCOTT www.ctsaz.com ""'tll�'480-774-1700 ua W .....i" Pdnted:15 OCT 2013,7:22AIA File=H:1 CBF16-1113846P-11CALCUL-1lpanera.ec6 Steel Base Plate ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver.6.13.8.31 Description: C2 Baseplate GOVERNING DESIGN LOAD CASE SUMMARY Mu:Max.Moment..................... 4.041 k-in fb:Max.Bending Stress............... 16.162 ksi Plate Design Summary21.557 ksi Design Method Allowable Strenqth Desiqn Fb:Allowable Governing Load Combination +D+W+H Fy I Omega Bending Stress Ratio 0.750 Governing Load Case Type Axial+Moment,U2<Eccentricity,Tension on Bc Bending Stress OK Design Plate Size 1'-0"x 1'-0"x 1" Pa:Axial Load.... 1.786 k fu:Max.Plate Bearing Stress.... 0.850 ksi Ma:Moment........ 11.219 k-ft Fp:Allowable: 0.850 ksi min(0.85*fc*sgrt(A2IA1),1.7*fc)IOmega Bearing Stress Ratio 1.000 Bearing Stress OK Tension in each Bolt................... 7.013 Allowable Bolt Tension............... 16.000 Tension Stress Ratio 0.438 i 1 1 i 1 1 1 1 -. _.ZW Mill www.hilti.us Profis Anchor 2.4.2 Company: Caruso Turley Scott,Inc. Page: 1 Specifier: 1215 W.Rio Salado Parkway,#200 Project: Panera Address: Tempe,AZ 85281 Sub-Project I Pos.No.: Job No. 13-846 Phone I Fax: (480)774-1700 1(480)774-1701 Date: 10/15/2013 E-Mail: Specifier's comments: 1 Input data Anchor type and diameter: Hex Head ASTM F 1554 GR.36 1 Effective embedment depth: hef=15.000 in. Material: ASTM F 1554 Proof: design method ACI 318/CIP Stand-off installation: without clamping(anchor);restraint level(anchor plate):2.0;eb= 1.000 in.;t=0.500 in. Hilti Grout:CB-G MG(50),multipurpose,f�.urow=6962 psi Anchor plate: Ix x ly x t= 12.000 in.x 12.000 in.x 0.500 in.;(Recommended plate thickness:not calculated) Profile: Square HSS(AISC);(L x W x T)=4.000 in.x 4.000 in.x 0.250 in. Base material: cracked concrete,2500,f�=2500 psi;h=24.000 in. Reinforcement: tension:condition B,shear:condition B; edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) no Geometry[in.]&Loading[lb,in.lb] 1 LO W W !' VIASI- ' t►.5 li adv ' 'syyjy # *F'S .€ ff' a x Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor(c)2003-2009 Hilt!AG,FL-9494 Schaan Hilb is a registered Trademark of HIM AG,Schaan www.hilti.us Profis Anchor 2.4.2 Company: Caruso Turley Scott,Inc. Page: 2 Specifier: 1215 W.Rio Salado Parkway,#200 Project: Panera Address: Tempe,AZ 85281 Sub-Project I Pos.No.: Job No. 13-846 Phone I Fax: (480)774-1700 1(480)774-1701 Date: 10/15/2013 E-Mail: 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity bN/by[%] Status Tension Pullout Strength 12373 16282 761- OK Shear Steel failure(with lever arm) 345 2693 413 13 OK Loading bN b V Utilization bN,v N Status Combined tension and shear loads 0.760 0.128 5/3 67 OK 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. 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Input data and results must be checked for agreement with the existing conditions and for plausibility) ' PROMS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan Caruso Turley Scott,Inc Project Title: Panera > ZJ 1215 W.Rio Salado Pkwy,Suite 200 Engineer: SMK Proiect ID: 13-846 -Ru-Tempe,AZ 85281 Project Descr: TURLEY s— www.ctsaz.com nsulting s�rnrrn,es 480-774-1700 engineer Printed:15 OCT 2013,7:1 Wil General Footing File=H:1_CBF16-1113846P-11CALCUL-1loanera.ec6 1111 g ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31 KW-06000624 Licensee:CARUSO TURLEY SCOTT Description: C2 Footing ' Code References Calculations per ACI 318-05, IBC 2006,CBC 2007,ASCE 7-05 Load Combinations Used :ASCE 7-05 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 2.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pd Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of deptl= ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of dept= ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater4 ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 5.50 ft Length parallel to Z-Z Axis = 5.50 ft Footing Thicknes = 24.0 in r Pedestal dimensions... px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in Height - in Rebar Centerline to Edge of Concrete.. at Bottom of footing = 3.0 in Reinforcing 5'6" Bars parallel to X-X Axis Number of Bars = 7 Reinforcing Bar Size = # 6 Bars parallel to Z-Z Axis Number of Bars = 7 Reinforcing Bar Sizf = # 6 111111-11111111 F , IIIIIIII 1=11111111 §� T.�r�, IIIIIIII-1111 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 1.026 0.780 -0.8960 k ' OB:Overburden = ksf M-xx M-zZ -- ------. 11.219 k ft k-ft V-z = k k Caruso Turley Scott,Inc Project Title: Panera 15 1215 W.Rio Salado Pkwy,Suite 200 Engineer: SMK Project ID: 13-846 nau Tempe,AZ 85281 Protect Descr: xonn9 www.ctsaz.com „i 480-774-1700 engineers Printed:15 OCT 2013,7:10N File=H:\_CBF16-1\13846P-1\CALCUL-1\panera.ec6 General Footing ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31 Description: C2 Footing DESIGN SUMMARY Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.4696 Soil Bearing 1.174 ksf 2.50 ksf +0.60D+W+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overtuming PASS 1.182 Overturning-Z-Z 13.683 k-ft 16.168 k-ft 0.6D+W PASS 6.562 Uplift -0.8960 k 5.879 k +0.60D+W PASS 0.06379 Z Flexure(+X) 3.270 k-ft 51.260 k-ft +1.20D+0.50Lr+0.50L+1.60W PASS 0.03345 Z Flexure(-X) 1.715 k-ft 51.260 k-ft +1.40D PASS 0.03345 X Flexure(+Z) 1.715 k-ft 51.260 k-ft +1.40D PASS 0.03345 X Flexure(-Z) 1.715 k-ft 51.260 k-ft +1.40D Ilil� PASS 0.02419 1-way Shear(+X) 1.815 psi 75.0 psi +1.40D PASS 0.02419 1-way Shear(-X) 1.815 psi 75.0 psi +1.40D PASS 0.02419 1-way Shear(+Z) 1.815 psi 75.0 psi +1.40D PASS 0.02419 1-way Shear(-Z) 1.815 psi 75.0 psi +1.40D PASS 0.04608 2-way Punching 6.913 psi 150.0 psi +1.40D 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD ATLANTIC BEACH,FL 32233 Application Number . . . . . 14-00000457 Date 7/30/14 Property Address . . . . . . 899 ATLANTIC BLVD Application type description COMMERCIAL NEW CONSTRUCTION Property Zoning . . . . . . . COM GENERAL DISTRICT Application valuation . . . . 1670000 -------------------------------------------- Application desc NEW PANERA BUILDING ------------------------------------------- Owner Contractor - ------------------------ ----------------------- EQUITY ONE ATLANTIC VILLAGE OWNER 1600 NE MIAMI GARDENS DR ATTN:TREASURY DEPT MIAMI BEACH FL 33179 _____________________ Structure Information 000 000 ---------------------- Construction Type . . . . . TYPE I-A Occupancy Type . . . . . . ASSEMBLY -----Flood ---- - FloodZoneZONEA ------------------- - ------------------------------------ Permit . . . . . . PLUMBING PERMIT Additional desc . • Sub Contractor . . CAMPBELL PLUMBING . 00 Permit Fee 447 . 00 Plan Check Fee . Issue Date . . . Valuation 0 Expiration Date . . 1/26/15 ------------------------------------ Special Notes and Comments Avoid damage to underground water/sewer utilities . Verify vertical and horizontal location of utilities . Hand dig if necessary. If field coordination is needed, call 247-5834 . Ensure all meter boxes, sewer cleanouts and valve covers are set to grade and visible. If fire sprinkler system is provided, contact Malcolm Clemons at 247-5839 for backflow requirements . At a minimum, will require double check backflow preventer. Fire lines must be metered with a Sensus touch-read meter. Meters larger than 2" must be installed in a vault as noted in JEA specifications . --------------- -__ --------------------------------- Other Fees STATE PLBG DCA SURCHARGE 6 • 71 • . � STATE PLBG DBPR SURCHARGE 6 . 71 Fee summary Charged Paid Credited Due ----------------- ---------- ------ PERMIT ISp&j7g(�&DfteY WPX49C74RDANCE V41WAO-OCITY OF A*4p' T1QQ1EACH ORDINANEWAND THE FLORID BUILDING CODES. CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD ATLANTIC BEACH,FL 32233 Page 2 Application Number . . . . . 14-00000457 Date 7/30/14 Plan Check Total . 00 . 00 . 00 . 00 Other Fee Total 13 .42 13 .42 . 00 . 00 Grand Total 460 .42 460 .42 . 00 . 00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. PLUMBING PERMIT APPLICATION CITY OF ATLANTIC BEACH 800 Seminole Rd Atlantic Beach, FL 32233 Ph(904) 247-5826 Fax (904) 247-5845 JOB ADDRESS: Tior 41 A,.,T,'c, id Ivol PERMIT# NEW OR REPLACEMENT INSTALLATION: Project Value$ 561, 6s0 10 TYPE OF FIXTURE QTY TYPE OF FIXTURE QTY Bathtub Septic Tank&Pit Clothes WasherShower Dishwasher 77_ Shower Pan Drinking Fountain Slop Sink Floor Drain -7 Three Compartment Sink Floor Sink 6 Toilet 3 Hose Bibs 3 Urinal �— Kitchen Sink Vacuum Breakers /D Laundry TrayWater Connected Appliances ID Lavatory �— Water Heater Other Fixtures Water Treating System ] RE-PIPE: U TYPE OF FIXTURE QTY TYPE OF FIXTURE QTY Bathtub Septic Tank&Pit Clothes Washer Shower Dishwasher Shower Pan Drinking Fountain Slop Sink Floor Drain Three Compartment Sink Floor Sink Toilet Hose Bibs Urinal Kitchen Sink Vacuum Breakers Laundry Tray Water Connected Appliances Lavatory Water Heater Other Fixtures Water Treating System MISCELLANEOUS: ❑ Sewer Replacement ❑ Back Flow Preventer ❑ Grease Interceptor(Trap) gallons(Requires 3 sets of plans) ❑ Lawn Sprinkler System-Number of Heads ❑ Well ** **SJRWD Well Completion Form. Completed form to be submitted to the Building Department for final inspection.** ❑ Other Permit becomes void if work does not commence within a six month period or work is suspended or abandoned for six months I hereby certify that I have read this application and know the same to be true and correct. All provisions of laws and ordinances governing this work will be complied with whether specified or not. The permit does not giveM:;�� oihiiof any other state or local law regulation construction or the performance of construction. Property Owners Name Phone Number Plumbing Company' u�nb"�c► Co i f rac` ws Office Phone cl o4-3 97-1"6 Fax 397 "1069 Pa, Cit S%ek o�►y�'f � State /�� Zip Z Co. Address: IM-2 '� Co�%,�,�ia k Y - 19 Xr, La ��/� State Certification/Registration# e-FC /y2 6/77 License Holder(Print): �7� ."�° o igna u u ense older ,Ifs, � :Z� da of 201 1, NOWY PubilE 1101 f(orids' Sworn and subscribed before me this y =04 comm.Expims fab 27.2018 s;;.OF 4 `Comm6sma.M o9804s Signature of Notary Public �`--