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CNEW2006-00859
vb-vl�0�-1 m Date Permit # ; jo- 69 ' Project Name COMMERCIAL C® Planning khffe) e. (Lindsay Boyer, Jennifer Prochazka, Jennifer Reeves, Molly itchcock, Trey Fletcher) Bridgette George Development Engineers (Alan Gibbs, Josh Norton, Carol Cotter) City Engineer (Bob Mosley, Jerry Jones, John Logan, Robert B mpurs, William Ethridge) Environmental Services d K (Eaphrame Thomas, James Boykin, Pete Garcia) V _ Fire Departmentr„tA (Eric Hurt, Eric Dotson, Jerry Duffey, Steve Smith) Drainage (Donnie Willis) Public Works - Sanitation (Wally Urrutia) Electrical Services (Tony Michalsky) Miscellaneous Notes r �� ♦ / � H�/`�E GOURp1lF+ T Boston's - Aggieland 820 University Dr. E College Station, TX 77840 (979)260-8646 Boston's - Aggieland 820 University Dr. E College Station, TX 77840 (979)260-8646 A0,WI►ELA n Alan Miller'91 Gene, al Manager (979)218-9271 -Info@bostonsaggiOlartd.com Fax'-(979)846-2491 /�cdI__ L/l� Nick Copeland Kitchen Manager info@bostonsaggieland.com Fax: (979)846-2491 Kim Wolfe Re Calling for CO @ 820 University Dr E (Boston Pizza) Page 1 From: John Logan To: Alan Gibbs; Benjamin McCarty; Bob Mosley; Carol Cotter; Chris Haver; Crissy Hartl; Donnie Willis; Eaphrame Thomas; Eric Dotson; Eric Hurt; Gina Southerland; James Boykin; Jennifer Prochazka; Jennifer Reeves; Jerry Duffey; Jerry Jones; Josh Norton; Kim Wolfe; Lindsay Boyer; Molly Hitchcock; Pete Garcia; Robert Bumpurs; Steve Smith; Tony Michalsky; Wally Urrutia; William Ethridge Date: 8/16/2006 10:53:37 AM Subject: Re: Calling for CO @ 820 University Dr E (Boston Pizza) Engineering Inspection is OK. Kim Wolfe Re: Calling for CO @ 820 University Dr E (Boston Pizza) Page 1 i From: Eaphrame Thomas To: Agibbs@cstx.gov,BMcCarty@cstx.gov,Ccotter@cstx.gov,Chartl@cstx.gov,Chaver@cst x.gov,Dwillis@cstx.gov,Glsoutherland@cstx.gov,Jnorton@cstx.gov,JProchazka@cstx.gov,JREEVES@cst x.gov,Kwolfe@cstx.gov,Lboyer@cstx.gov,Mhitchcock@cstx.gov,Edotson@cstx.gov, EHURT@cstx.gov,Jd uffey@cstx.gov,Ssmith@cstx.gov,W urrutia@cstx.gov,Bmosley@cstx.gov,Jjones@cstx.gov,Jlogan@cstx. gov,Rbumpurs@cstx.gov,W ethridge@cstx.gov,Jboykin@cstx.gov,pgarcia@cstx.gov,Tmichalsky@cstx.go v Date: 8/16/2006 10:52:17 AM Subject: Re: Calling for CO @ 820 University Dr E (Boston Pizza) All issues has been taking care of. they are good with W/WW Environmental Services. Eaphrame A. Thomas Environmental Technician City of College Station Public Utilities and Environmental Services 979.764.6342 Have A Bless Day! >>> Kim Wolfe 08/04/06 16:08 PM >>> Looking for CO sometime next week. Are there any issues? BP # 06-859 Thanks Kimberly Wolfe City of College Station Planning & Development Services (979) 764-3570 www.cstx.gov CC: ethomas@cstx.gov Kim Wolfe Re Calling for CO @ 820 University Dr E Boston Pizza)Page 1 -- �. From: Eaphrame Thomas To: Alan Gibbs; Bob Mosley; Brittany Korthauer; Chris Haver; Donnie Willis; Eaphrame Thomas; Gina Southerland; James Boykin; Jennifer Prochazka; Jennifer Reeves; Jerry Duffey; Jerry Jones; John Logan; Josh Norton; Kim Wolfe; Lance Simms; Lindsay Boyer; Molly Hitchcock; Pete Garcia; Robert Bumpurs; Tammy Thomas; Tony Michalsky; Wally Urrutia Date: 8/7/2006 4:27:46 PM Subject: Re: Calling for CO @ 820 University Dr E (Boston Pizza) No for CO several issue: 1.Need backflow test report on anti freeze loop backflow device. 2.Need test report on lawn irrigation. 3.Need man hole lids on grease trap and sample well grouted so they are resist from infiltration. I attached a couple of pictures of grease trap Eaphrame A. Thomas Environmental Technician Water Services Department Environmental Services 979.764.3663 Have A Wonderful Bless Day:) >>> Kim Wolfe 8/4/2006 4:08 pm >>> Looking for CO sometime next week. Are there any issues? BP # 06-859 Thanks Kimberly Wolfe City of College Station Planning & Development Services (979) 764-3570 www.cstx.gov TEMPORARY POLE PERMIT CITY OF COLLEGE.STATION 1101 TEXAS AVE COLLEGE STATION, TX 77840 PHONE: (979)764-3570 FAX: (979)764-3496 ---------------------------------------------------------------------------- Application Number . . . . . 06-00001268 Date 4/21/06 Property Address . . . . . . 820 UNIVERSITY DR E Property ID: - - R #. Application type description TEMP POLE Subdivision Name . . . . . . Property Use . . . . . . . . Property Zoning . . . . . . . GENERAL COMMERCIAL Application valuation . . . . 0 Owner Contractor ------------------------ ------------------------ CUSTOM DESIGNERS & BUILDERS 9240 SO. 88TH EAST AVE TULSA OK 74133 (918) 250-1658 ---------------------------------------------------------------------------- Permit TEMP POLE PERMIT Additional desc BK Permit Fee . . . . 20.00 Issue Date . . . . 4/21/06 Valuation . . . . 0 ---------------------------------------------------------------------------- Other Fees . . . . . . . . . TEMP ELECT POLE CONNECT 45.00 ---------------------------------------------------------------------------- Fee summary Charged ---------- Paid Credited ------------------------------ Due ----------------- Permit Fee Total 20.00 20.00 .00 .00 Other Fee Total 45.00 45.00 .00 .00 Grand Total 65.00 65.00 .00 .00 ----------------------- -_ -- ---------------------------- BUILDING DEPT REPRESENTATIVE: n A P P L I CANT : City of College Station 1101 TEXAS AVENUE COLLEGE STATION TX 77840 C E R T I F I C A T E O F O C C U P A N C Y P E R M A N E N T Issue Date . . . . . . Parcel Number . . . . . Property Address . . . Subdivision Name . . . Legal Description . . . Property Zoning . . . . Owner . . . . . . . . . Contractor . . . . . . 9/15/06 820 UNIVERSITY DR E COLLEGE STATION TX 77840 GENERAL COMMERCIAL CUSTOM DESIGNERS & BUILDERS 918 250-1658 Application number 06-00000859 000 000 Description of Work COMMERCIAL, AMUSEMENT/SOCIAL/RECREATION Construction type . . . COMBUSTIBLE (UNPROTECTED) Occupancy type . . . . ASSEMBLY (IBC) Flood Zone . . . . . . Approved . . . . . . . C AAA Building Ifficial VOID UNLESS SIGNED BY BUILDING OFFICIAL City of College Station 1101 TEXAS AVENUE COLLEGE STATION TX 77840 T E M P O R A R Y C O T E M P O R A R Y Issue Date . . . . . . Expiration Date . . . . Parcel Number . . . . . Property Address . . . Subdivision Name . . . Legal Description . . . Property Zoning Owner . . . . . . . . . Contractor . . . . . . 8/16/06 9/15/06 820 UNIVERSITY DR E COLLEGE STATION TX 77840 GENERAL COMMERCIAL CUSTOM DESIGNERS & BUILDERS 918 250-1658 Application number 06-00000859 000 000 Description of Work COMMERCIAL, AMUSEMENT/SOCIAL/RECREATION Construction type . . . COMBUSTIBLE (UNPROTECTED) Occupancy type ASSEMBLY (IBC) Flood Zone Special conditions R Approved Q A A J Building O ficial VOID UNLESS SIGNED BY BUILDING OFFICIAL Chris Haver - boston pizza From: Jerry Duffey To: Chris Haver; Gina Southerland; Kim Wolfe Date: 9/6/2006 10:16:47 AM Subject: boston pizza okay for a co Jerry Duffey '78 Deputy Fire Marshal College Station Fire Dept. 979-764-3400 City of College Station 1101 TEXAS AVENUE COLLEGE STATION TX 77840 T E M P O R A R Y C O T E M P O R A R Y Issue Date . . . . . . Expiration Date . . . . Parcel Number Property Address . . . Subdivision Name Legal Description Property Zoning . Owner . . . . . . . 8/16/06 8/31/06 820 UNIVERSITY DR E COLLEGE STATION TX 77840 GENERAL COMMERCIAL Contractor . . . . . . CUSTOM DESIGNERS & BUILDERS 918 250-1658 Application number 06-00000859 000 000 Description of Work COMMERCIAL, AMUSEMENT/SOCIAL/RECREATION Construction type . . . COMBUSTIBLE (UNPROTECTED) Occupancy type . . . . ASSEMBLY (IBC) Flood Zone . . . . . . Special conditions NEED TO INSTALL CHAIN LINK FENCE. NEED TO PAY ELECTRICAL REINSPECT FEE. ESTABLISH GROUND COVER. NEED KEYS FOR KNOX BOX. PAY FOR ALARM:TEST. ADD THREE HORN STROBES. Approved . . . . . . . L--4fficial VOID UNLESS SIGNED BY BUILDING OFFICIAL Kim Wolfe - Re: Calling for CO @ 820 University Dr E„(Boston Pizza) Page 1 From: Jerry Duffey To: Kim Wolfe Date: 8/4/2006 4:35:55 PM Subject: Re: Calling for CO @ 820 University Dr E (Boston Pizza) Needs Alarm test, sprinkler test, fire lanes etc etc......... Will check with them next Thursday >>> Kim Wolfe 08/04/06 4:08 PM >>> Looking for CO sometime next week. Are there any issues? BP # 06-859 Thanks Kimberly Wolfe City of College Station Planning & Development Services (979) 764-3570 www.cstx.gov CC: Benjamin McCarty; Brittany Korthauer; Chris Haver; Eric Dotson; Eric Hurt; Gina Southerland; Steve Smith Kim Wolfe Boston Pizza,Page 11 From: Jerry Duffey To: Benjamin McCarty; Brittany Korthauer; Chris Haver; Eric Dotson; Eric Hurt; Gina Southerland; Kim Wolfe; Steve Smith Date: 8/4/2006 4:37:55 PM Subject: Boston Pizza They are okay for a temp CO ... to move equipment and train people, the sprinkler system is working. Thanks Application to Stock/Fixture/Move-in Prior to 7[ Issuance of a Certificate of Occupancy CITY OF COLLEGE STATION Business Name: A?ZAA, Property Owner or Manager Information: Phone:Address: 143W4&uv4zmtrc _ . i 8%rp • • `. Construction Company Information: I am applying for permission to: r0 Mobile: Move furniture and/or equipment into the building Fixture and/or stock the building Conduct training for staff members only Other (Be Specific) V J I hereby make application to the City of College Station to perform the action(s) indicated above without the benefit of a Certificate of Occupancy. I certify that the above statements are true and correct. I understand that occupancy of a structure prior to obtaining a Certificate of Occupancy is a code violation and may result in the issuance of citation(s). I further understand that fines associated with citations range up to $2,000.00 per day. Applicant Signature: Printed Name: Jp QK Date: $ ♦♦����1��������������1................. +........................... Building Department Representative: C n , Comments: Date: Aug 09 06 08:31 a 979-776-9933 p.1 Forward This Original Report Upon completion to: College Station Utilities Backilow Prevention Public Water System ID: 0210002 P.O. Boa 9%0 College Station Utilities College Station, TX 77842 Reliable, Affordable, Community Otvned Backflow Prevention Assembly Test and Maintenance Report :. _ :.::�le�ib�� or. Y�co�ptet�`reports �It:rior be acce�t�d Bacldlow Assembly Information Please Print Serial Number. ro Manufacturer. �- � C Model: v_ Size: Type of Assembly: ❑ RP '-U DCA ❑ PVB ❑ RP D 0 DCA-D El SRPVB Resident / Business Name: Physical Address: Assembly location on the property: Reason the assembly is installed: Fireline: 0 Domestic Q hrigation-."El Is the assembly installed in accordance tsnth manufacturer recommendations and/or local oodes? Yes 0 No Reduced Pressureel�oas -Pies eutun Assetnbl�essrtre Yattrtm;$rgaker _ �} Dbttble�Cl3ec>� Vahe Aelt . .c nd i Initial 1 Check 2 Check Rehef I e :: Chi fah e Test Held at Held at Opened at Opened at Held at PSID PSID Closed Tigl� ���� Closed Tigi►t�l Did Not Open PSID Did Not Open PSID Leaded Leaked ❑ Leaked O O ❑ ❑ Repairs . . and tuateriai used Held at Held at Test PSID PSID Opened at Opened at Held at After Repa" Closed Tight 0 Closed Tight ❑ —.—PSI —.—Psi —PSI — PSI The bacUow prevention assembly listed has been tested and maintained b}TCEQ Regulations and is certified to be operating Yes 0 No within acceptable parameters. 1 certify that all information on this Grange Test Date: 08/05/2005 Gauge Serial #: 836847 t is true and correct at the time of testing. Grange Model: 40200TK5U Certification #: BP8999 Date: 05/25/2005 Firm Name: Texas Landscape Creations Backflow Firm Address: 10500 Hwy 30 Ste i 15 C 5. TX 77845 Technician: Mark Deike PLEASE PRINT Firm Phone Number: (2L9) 776-4n Date: I '� I �� Signature: Kim Wolfe - Re: Calling for C0 @ 820 University Dr E (Boston Pizza) Page 1 From: Tony Michalsky To: Kim Wolfe Date: 8/4/2006 4:15:51 PM Subject: Re: Calling for CO @ 820 University Dr E (Boston Pizza) okay with us >>> Kim Wolfe 8/4/2006 4:08 PM >>> Looking for CO sometime next week. Are there any issues? BP # 06-859 Thanks Kimberly Wolfe City of College Station Planning & Development Services (979) 764-3570 www.cstx.gov WFO806256 / 001 City of College Station PAGE 1 REQ. DATE: 07/26/06 07/26/06 9:27:09 LOCATION: 820 UNIVERSITY DR E LOC ID: 204252 EXT. ADDR.: BOSTON'S PIZZA REF NBR: REQUESTOR: BCS PIZZA SOLUTIONS ORIGIN: CUSTOMER -WALK IN REQ. USER: KWOLFE AUTH. USER: KWOLFE WORK TYPE: ROUT 3/4" WTR TAP - IRRIGATION ******************************************************************************** CUSTOMER ID 293479 ******************************************************************************** TASK: SET UP NEW UTILITY ACCT SET READY SCHED START: 07/26/06 SCHED COMPLETION: 07/26/06 ******************************************************************************** JOB ORDER RESULT CONIlKEIJ'TS WF0762653 / 001 City of College Station PAGE 1 REQ. DATE: 04/24/06 04/24/06 15:54:11 LOCATION: 820 UNIVERSITY DR E LOC ID: 204252 EXT. ADDR.: BOSTON'S PIZZA REF NBR: REQUESTOR: CUSTOM DESIGNERS & BUILDERS ORIGIN: CUSTOMER -WALK IN REQ. USER: KWOLFE AUTH. USER: KWOLFE WORK TYPE: ROUT TEMP POLE PASSED ******************************************************************************** TASK: SET UP NEW UTILITY ACCT SET READY SCHED START: 04/24/06 SCHED COMPLETION: 04/24/06 ******************************************************************************** JOB ORDER RESULT CONIIKEA�iTS WF0764127 / 001 City of College Station PAGE 1 REQ. DATE: 04/27/06 04/27/06 15:57:20 LOCATION: 820 UNIVERSITY DR E LOC ID: 204252 EXT. ADDR.: BOSTON'S PIZZA REF NBR: REQUESTOR: BRYAN COLLEGE STATION PIZZA SO ORIGIN: CUSTOMER -WALK IN REQ. USER: KWOLFE AUTH. USER: KWOLFE WORK TYPE: ROUT 6" SWR TAP 2" WTR TAP ******************************************************************************** TASK: SET UP NEW UTILITY ACCT SET READY SCHED START: 04/27/06 SCHED COMPLETION: 04/27/06 ******************************************************************************** JOB ORDER INSTRUCTIONS BILL: BRYAN COLLEGE STATION PIZZA SOLLUTIONS LTD 7770 JEFFERSON NE STE 325 ALBUQUERQUE, NM 87109 ******************************************************************************** JOB ORDER RESULT COMIENTS t `A ALProjRegForm Page 1 of 2 i Texas Department of Licensing and Regulation Architectural Barriers Project Registration Confirmation Page Tuesday, March 14, 2006 EABPRJA6811067 _................ PERSON FILING FORM Name: Terah Rios Email: trios@camargocopeland.com Phone: 972-934-7600 ext. 222 Project Name: Boston's The Gourmet Pizza Restaurant & Sports Bar Project Address: Boston's The Gourmet Pizza Restaurant & Sports Bar University Drive College Station, TX 77840 County: Brazos TENANT Name: Phone: -- Tenant Address: Contact Name: Phone: -- Contact Address: BUILDING/FACILITY Name: Boston's The Gourmet Pizza Restaurant & Sports Bar FACILITY Owner: North American Pizza Solutions Phone: 505-670-8676 Owner Address: 7770 Jefferson Avenue, Suite 325, Albuquerque, NM 87109 Contact Name: Ashton Hecker Phone: 972-277-5358 Contact Address: 1501 LBJ Freeway, Suite 450, Dallas, TX 75234 ......... __ ......... ............... _. .. .......... DESIGN FIRM Name: CamargoCopeland Architects Phone: 972-934-7600 Firm Address: 14755 Preston Road, Suite 845, Dallas, TX 75254 Designer Name: E.J. Copeland, AIA Email: edcopeland@camargocopeland.com Type of License: Architect License Number: 10191-2 PROJECT DESCRIPTION Date Construction Documents Issued: 03/14/2006 Start Date: 04/2006 Completion date: 07/2006 Estimated Cost: $900,000.00 Type of Work: New Construction Does this building(s) have more than one level? No Are there any elevators, escalators, or platform lifts in this building? No Type of Funds: This project is privately funded, on private land for private use. State Lease No. : Scope of Work: Restaurant and Sports Bar I will submit this AB Confirmation Page with a complete set of construction documents and applicable fees to a Registered Accessibility Specialist (RAS) or Contract Provider. I hereby notify the Texas Department of Licensing and Regulation of the described project and of my intent to perform, or cause to be performed, all services necessary to design said project in accordance with the provisions of Texas Government Code, Chapter 469. 1 certify that I am the registered design professional with overall responsibility for the design of the project and whose seal is affixed to the construction documents. Signature of Design Professional Date Email Address OR I hereby notify the Texas Department of Licensing and Regulation of my intent to comply with the provision of Texas Government Code, Chapter 469. Signature of Building Owner or Designated Agent Date Email Address Signature of RAS OR Name of CP RAS/CP# Date Construction Documents Received by RAS Enter Another Project Print this Page http://www.license.state.tx.us/abprojectregistration/ABProjRegFormVerification.aspx?strR... 3/14/2006 r Page 1 of 1 Terah Rios From: Daniel Lunsford[dlunsford@Gessnerengineering.com] Sent: Tuesday, March 14, 2006 9:29 AM To: Terah Rios Subject: RE: DLunsford0313O6/Bostons/College Station Legal Description (S`u6ject"Lot) Boston Pizza Lease Tract University Town Center North America Pizza Solutions Richard Carter Survey, A-8 College Station, Brazos County, Texas 0.33 Ac. Legal Description (Parent Tract) University Town Center Sahara Reality Group, Ltd. Vol. 6078, Pg. 247 7.263 Ac. From: Terah Rios [mailto:trios@camargocopeland.com] Sent: Monday, March 13, 2006 4:17 PM To: Daniel Lunsford Subject: DLunsforcl031306/Bostons/College Station Daniel, Can you send me the legal description for Bostons/College Station? I need this information for our permit application. Thank you, Terah Rios CamargoCopeland Architects, LLP 14755 Preston Road, Suite 845 Dallas, Texas 75254 PH 972.934.7600 Ext 222 FX 972.934.7601 3/14/2006 _ w' 'i i� ! r Envelope Compliance Certificate 2003 IECC COMcheck-EZ Software Version 3.0 Release 2 Data filename: M:\060201\0201-mec}t.cek Section l: Project Information Project Name: Boston's Pizza University Town Center University Drive College Station, TX Designer/Contractor: Lippe and Associates 15950 Midway Road Addison, TX 75001 Document Author: Gerry Bradford Section 2: General Information Building Location (tor weather data): College Station, Texas Climate Zone: 4b Heating Degree Days (base 65 degrees F): 1788 Cooling Degree Days (base 65 degrees F): 2776 Project Type: New Construction Window / Wall Ratio: 0.14 Permit Number Checked By/Date Building Type Floor Area Restaurant 6580 Section 3: Requirements Checklist Bldg Dept Use Air Leakage, Component Certification, and Vapor Retarder Requirements [ ) 1. All joints and penetrations are caulked, gasketed, weather-stripped, or otherwise scaled. [ ] 2. Windows, doors, and skylights certified as meeting leakage requirements. [ ] 3. Component R-values & U-factors labeled as certified. [ ] 4. Stair, elevator shaft vents, and other dampers integral to the building envelope are equipped with motorized dampers. [ J 5. Cargo doors and loading dock doors are weather scaled. 1 1 6. Recessed lighting fixtures are: (i) Type IC rated and sealed or gasketed; or (ii) installed inside an appropriate air -tight assembly with a 0.5 inch clearance fi-om combustible materials and ---with.3 inches clearance from insulation material. Climate -Specific Requirements Component Name/Description Roof 1: All -Wood Joist/Rafter/Truss Exterior Wall 1: Wood Frame, Any Spacing Window 1: Metal Frame with Thermal Break:Double Pane Clear, SHGC 0.85 Door 1: Glass, Clear, SHGC 0.85 Door 2: Solid Floor 1: Slab -On -Grade: Unheated Gross . Area or Cavity Cont. Proposed Budget Perimeter R-Value R-Value U-Factor U-Factor 6580 0.0 30.0 0.032 0.063 5408 19.0 0.0 0.068 0.207 663 --- --- 0.650 1.230 105 --- --- 0.650 1.230 21 --- -- 0.250 0.339 338 -- --- --- --- (a) Budget U-tactors are used for 5offware baseline calculations ONLY, and are not code requirements. Envelope PASSES: Design 13% better than code Section 4: Compliance Statement The proposed envelope design represented in this document is consistent with the building plans, specifications and other calculations submitted with this permit application. The proposed envelope system has been designed to meet the 2003 IECC requirements in COMcheck-EZ Version 3.0 Release 2 and to comply with the mandatory requirements in the Requirements Checklist. Principal Envelope Designer -Name Signature Date xi. GREG RILEY PROFESSIONAL ENGINEER STRUCTURAL ENGINEERING CONSULTANTS , INC. 27200 TOURNEY ROAD SUITE 390 SANTA CLARITA CA 91355 TELE: 661.287.5800 FAX: 661.287.5855 E-MAIL: grileype(a�aolxom WWW.STRUCTURALCONSULTING.COM Structural Engineering Calculations Prepared For: Camargo Copeland Architects Project: Boston's Pizza Restaurant University Town Center University Drive College Station, TX Engineer of Record: Greg Riley P.E. P.E. #87268 Project Engineer: Alex Chavarry GR Job Number: 06-025 FEBRUARY 14, 2006 GREGORY LEO RILEY so ,0 ........................ ',#, .oo • 87268 •��� N I `b 1 Loads: Roof DL = 20 psf LL = 20 psf 1 S` Floor Walls 16 psf Foundation 150 pcf Wind Design: (Exposure Q Per IBC 1609 & ASCE 7 Section 6 V = 90 mph I = 1.0 (Table 6-1) Partially enclosed building Roof Angle: 0 deg Mean Roof Height: 30 ft From Table 6-2: Wind design pressure, ps3o = 12.8 psf (Roof Zones) Wind design pressure, ps3o = 12.8 psf (Roof Zones) ps = Hps30 = (1.4)(12.8 psj) = 17.92 psf (Wall Zones) ps = Hps3o = (1.4)(21.6 psj) = 30.2 psf (Roof Zones) Seismic Design: Per 2003 IBC: Required Coefficients Site Class B MCE short period SRA SS: 0.15g (per Figure 1615) Site Class B MCE long period SRA S,: 0.06g (per Figure 1615) Site Coefficient at short period Fa: 1.6 (per Table 1615.1.2(1)) Site Coefficient at long period F,,: 2.4 (per Table 1615.1.2(2)) Site Class D MCE short period SRA SMs: 0.25g (per Table 1615.1.2) Site Class D MCE long period SRA SM,: 0.144g (per Table 1615.1.2) PA Design MCE short period SRA SDs: Design MCE long period SRA SDI: Seismic Use Group: I Seismic Design Category: D R: 6.0 (Table 1617.6) 0.17g (Eq. 16-18) 0.096g (Eq. 16-19) Analysis Procedure: Simplified Analysis Procedure per 1616.6.1 and 1617.5 W = (20 psf + 5 psj) = 25 psf (1.2)(SDs ) (1.2)(0.17 ) V _ (R) W (6.0) (25psf) = 0.85 psf F negligible Therefore, wind governs the design. Tnwnr Din" Fwlna = (5.5 ) (17.92 ps)) (19.5 ) = 1. 9 kips (5.5 )(17.92 ps))(19 )= 1.9 kips Check diaphragm ratio: 19.5' / 19' = 1.03:1 < 3.5:1-----o.k. v = (F / 2) / diaphragm length Shearwall Design Shear through 19.5' line = 1.9 kips/19.5' = 97 #/ft Therefore use Shearwall #3 = 320 #/ft > 100 #/ft --- o.k. Shear through 19' line = 1.9 kips/19' = 100 #/ft Therefore use Shearwall #3 = 320 #/ft > 100 #/ft --- o.k. Holdown Design Check worse case scenario Holdown force = (1900#)(1 l') — (1 6p �)(11')(19')(.5)(19') =_ 572 # 3 Therefore use HDSA = 4010 # > - 572 # --- o.k. Main Floor Plan FN,11d = (8 ) (17.92 psi (95) = 13.6 kips (8 ) (17.92 psj) (70 ) = 10. 0 kips Check diaphragm ratio: 95' / 70' = 1.36:1 < 3.5:1-----o.k. v = (F / 2) / diaphragm length Shearwall Design Line B: v=[(70'/2)(17.92 psj)(16) + (5)(16)(17.92 psj)J/47.58' = 241 #/ft Therefore use Shearwall #3 = 320 #/ft > 241 #/ft --- o.k. Line D: v =[(70 '/2) (17.92 psj) (16) + (19 ) (11) (17.92 psfiJ/34. 5 ' = 399 #/ft Therefore use Shearwall #7 = 650 #/ft > 399 #/ft --- o.k. Line 0.8A: v=[(10'/2) (17.92 psf) (10 )J/45.5 ' = 19.7 #/ft Therefore use Shearwall #2 = 210 #/ft > 19.7 #/ft --- o.k. Line A: v =[(8 '/2) (17.92 psj) (16 )J/9 ' = 128 #/ft Therefore use Shearwall #2 = 210 #/ft > 128 #/ft --- o.k. Line 7: v =[(95 '/2) (17.92 psi (16 )J/24 ' = 567 #/ft Therefore use Shearwall #7 = 650 #/ft > 567 #/ft --- o.k. Line 1: v =[(95 '/2) (17. 92 psj)(16 )J/29. 5 ' = 462 #/ft Therefore use Shearwall #5 = 500 #/ft > 462 #/ft --- o.k. I 4 Holdown Design Check worse case scenario: E-W shearwall line: F = (462 Aft) (12. 75) = 5891 # MOT = (5891 #) (16) = 94,248 #-ft Weight of wall: wwarr = (16 psj)(16)(12. 75) = 3264 # Weight of roof wooff = (15 psf)(17)(12.75) = 3251 # Tower beam reaction = 8000 # Holdown Force: = 94,248#- ` (3264#)(6.375) — (3251 #)(6.375) — (8000#)(1) = 44715 #- `/12.75' 3507 # Therefore use HD8A = 7460 # > 3507 # --- o.k. Roof Framing Design: Tower Level T3. Max. Length = 18 ft Load: w = (40 psj)(32 "/12) = 107 #/ft From TJI --;� 11.875" TJIIL65 @ 32"o.c.--- o.k. Main Floor Level TI: Max. Length = 35 ft Load: w = (40 psj)(32 " /12) = 107 #/ft From TJI 4 32 " TA @ 32 " o. c. --- o. k. T2: Max. Length = 35 ft I I I 5 Load: w = (40 psfl (24 " /12) = 80 #/ft Point Load from Tower Above = [(40 psJ)(3) +(16psJ)(12)J(2' o.c.) = 630 # From TJI -:� 32 " TJW @ 24 " o. c. --- o. k. Cooler Rafters Max. Length = 9 ft Load: w = (40psJ)(16"/12) = 107 #/ft From Woodworks 4 2 x 8 @ 16 " o. c. --- o. k. Tower RBI Length = 24' Load Case 1: DL + LL Load: w = (20 + 20 psJ)(2) = 80 From Woodworks -:� 5.125 " x 10.5 " Glulam 24F- V4 Reaction = 1.14 kips Load Case 2: DL + WL Load: wl = (20 psfi(2 ) = 40 #/' w2 = -(30.2 psf)(2) = -61 #/' From Woodworks -:� 5.125 " x 10.5 " Glulam 24F- V4 Reaction = 630 # Tower RB2 Length = 16' with 4' cantilever on each end Load Case 1: DL + LL Load: w = (20 + 20 psJ)(2) = 80 #/' at midspan P = 1.14 kips @ ends From Woodworks 4 5.125 " x 10.5 " Glulam 24F- V4 2 Reaction = 2.0 kips Load Case 2: DL + WL Load: w, = (20 ps))(2 ) = 40 #/' at midspan w2 = -(30.2 psj)(2) = -61 #/' P=630#@ends From Woodworks 4 5.125 " x 10.5 " Glulam 24F- V4 Reaction = 1.1 kips Tower RB3 Length = 16' with 4' cantilever on each end Load Case 1: DL + LL Load.- w = (20 + 20 psj)(2) = 80 #/' at cantilevers P = 2.0 kips @ ends From Woodworks -:� 5.125 " x 10.5 " Glulam 24F-V4 Reaction = 3.2 kips Load Case 2: DL + WL Load: wl = (20 ps))(2 ) = 40 #/' at cantilevers w2 = -(30.2 ps))(2 ) = -61 #/'at cantilevers P=1106#@ends From Woodworks 4 5.125 " x 10. 5 " Glulam 24F- V4 Reaction = 2.3 kips Tower Support Beam (At Tower Base) Length = 35' Load: wl = (20 + 20 psj)(2) = 80 #/' from 14'-35' w2 = (40 psfi(9.5) + (16 psj)(12) = 572 #/' from 0'-14' Point Load from Tower Above = [(40 psj)(3) +(16ps))(12)J(2' o.c.) = 624 # i r. 7 From Woodworks -:� 5.125 " x 24 " Glulam 24F- V4 Reaction Right = 3.6 kips Reaction Left = 8.0 kips Steel Beam Max. Length = 56' Load: w = (40 ps))(35) = 1400 #/ft Reaction from tower support = 3.6 kips @ 12' from left From Enercalc 4 W30x148 --- o.k. Reaction Left = 46.2 kips Reaction. Right = 44.1 kips For 38.5 ft Span Load: w = (40 psf)(35') = 1400 #/ft Reaction from tower support = 3.6 kips @ 35' from left From Enercalc 4 W24x68 --- o.k. Reaction Left = 28.6 kips Reaction Right = 31.5 kips Exterior Steel Columns Height = 16 ft Max. Axial Load = 44.1 kips From Enercalc 4 TS5x5x1 /4 " --- o. k. Interior Steel Column Height = 16 ft Max. Axial Load = 77.7 kips From Enercalc -:� TS6x6x1 /2 " --- o.k. Check Entry Header Length = 19' Load: w = (20 + 20 psj)(17.5 ) = 700 #/' From Woodworks 4 5.125 " x 18 " Glulam 24F-V4 Reaction = 6.65 kips Grade Beam Design: Dead Loads: Live Loads: Roof (20 psj)(17' trib.) = 340 # /ft Wall (16 psj)(16' tall) = 256 # /ft Total WD = 596 # / ft WuD = 1.4 (596 # / ft) = 834 # / ft Roof (20 psf)(17' trib.) = 340 # /ft Total WL = 340 # / ft WUL=1.7(340#/ft)=578#/ft Total Working Stress Load = 936 # / ft Total Ultimate (Conc.) Load = 1412 #/ft Check Shear Effects Total Ultimate (Cone) Load = 1412 #/ft Span of Grade Beam = 20 ft Vu = (w x L) _ (1412 x 20') = 14120 # 9 V, = 2 f, b,,, d = 2 3000psi (18')(18') = 35492 # Check if V _<0.50 V, 0.5 (0.85)(35492) = 15084 # >Vu = 14120 # No reinforcement nor transversal reinforcement required. Friction Pile Design: End Bearing Capacity = (9,000 psfi (Pile Area) Check Exterior Column (Grid C7-Worse Case) Maximum Point Load = 44.1 kips End Bearing Capacity = (9000 psj)(:r)(15"112)2(l.25) = 55.2 kips Therefore, use 3 0 " diameter pile at exterior columns Check Interior Column (Grid C4) Maximum Point Load = 77.7 kips End Bearing Capacity = (9000 psj)(:r)(18 ,112)2(l.25) = 79.5 kips Therefore, use 3 6 " diameter pile at interior column Pile Rebar: Per ACI 318-95: 1 % of gross area AS = (0.01)()rx d2/4) where d = 36" 4As(req'd) = 10.17 in As of (14) #8 bars = IL 06 in > 10.17 in --- use (14) #8 bars w/#4 ties @ 8 " o. c. RTU Calculation Roof DL = 20 psf LL = 20 psf 10 RTU I Weight = 2560 # Check capacity of truss @ RTU.• (N) 32 " TJW Open Web Truss L = 33 '-6 " Point Loads from RTU = 2560 #/ 4 trusses = 640 #12 point loads = 320 # w = (40 psj)(32"/12) = 107 #/ft From TJI -:� 32 " TJW @ 32 " o. c. --- o. k. RTU 2 Weight = 1615 # Check capacity of truss @ RTU.• (N) 32" TJW Open Web Truss L = 34'-6" Point Loads from RTU = 1615 #/ 3 trusses = 538 #12 point loads = 270 # w = (40 psj)(32 " /12) = 107 #/ft From TJI --;� 32 " TJW @ 32 " o. c. --- o. k. Trellis Design Loads: Roof DL = 5 psf LL = 10 psf Per Wind Design: V=30.2psf Taking the worst case F = (30.2 psj) (I5' x 44 )/2 = 10.0 kips Fp per column = 10.0 kips/3 posts -:� Fp per post = 3.33 kips 11 Beam Design: Max. Length = 17' Load: w = (15 psj)(18) = 270 #/ft From Woodworks 4 (2) 3-118 " x 12 " Glulam --- o.k. Reaction = 2300 # Column Design: Height = 10' Axial Load from beams = 4.6 kips Lateral Force = 2.7 kips From Enercalc -:� TS 5 "x5 "x3/16 " --- o. k. Light Pole Pier Design Height of pole = 22' d = A x [1 + (1 + 4.36h )„ 2 where A = 2.34P 2 A S,b b = diameter of pile = 2.Oft d = depth of embedment in earth h = distance in feet from ground surface to application of P = 22.Oft P = applied lateral force = (30.2 p@(22 )(1 unit foot) = 665 # Sl = allowable lateral soil bearing pressure = 2000 psf A = 2.34(665#) = 0.39 (2000psf)(2.0 ft) d = 0.39 x [1 + (1 + 4.36(22 ft) )„ 21 = 3.1 ft 2 0.39 Therefore, embed into soil a minimum of 3.5 ft --- o.k. Reinforce with (8) #6 vertical and #3 ties @ 12" o.c. See Enercalc for Design of light pole -:> 6 "min. diameter --- o.k. � t _AVGbycrliaeuser Business TJ-Beam® 6.20 Serial Number: 7004102732 U 2 3/9/2006 8 04:15 AM 11 7/8" TJI®/L65 @ 32" o/c ser. Page Engine Version:6.20.16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 042 Roof SlopeOA2 F___ 0 F All dimensions are horizonAal. Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Roof (psf): 20.0 Live at 125 % duration, 20.0 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Width Length Live/Dead/Upliftrrotal 1 Stud wall 3.50" 3.50" 480 / 480 / 0 / 960 2 Stud wall 3.50" 3.50" 480 / 480 / 0 / 960 DESIGN CONTROLS: Detail Other End, TJI Blocking 1 Ply 11 7/8" TJI®/L65 End, TJI Blocking 1 Ply 11 7/8" TJI®/L65 Maximum Design Control Control Location Shear (Ibs) 938 -929 2406 Passed (39%) Rt. end Span 1 under Roof loading Vertical Reaction (Ibs) 938 938 2356 Passed (40%) Bearing 2 under Roof loading Moment (Ft-Lbs) 4122 4122 8437 Passed (49%) MID Span 1 under Roof loading Live Load Defl (in) 0.287 0.586 Passed (U736) MID Span 1 under Roof loading Total Load Defl (in) 0.573 0.879 Passed (U368) MID Span 1 under Roof loading -Deflection Criteria: STAN DARD(LL: U360,TL: U240). -Bracing(Lu): All compression edges (top and bottom) must be braced at 4' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. PROJECT INFORMATION: Copyright ® 2005 by Trus Joist, a Weyerhaeuser Business TJI® and TJ-Beam® are registered trademarks of Trus Joist. e-I Joist',Pro' and TJ-Pro' are trademarks of Trus Joist. S:\Autocad\Cad Files\2006 CAD\06-025\Calculations\TJI\T3.sms OPERATOR INFORMATION: Alex Chavarry The Structural Engineering Consultants, Inc. 27200 Tourney Road Suite 390 Valencia, CA 91355 Phone:661-287-5800 Fax :661-287-5855 alexc@structuralconsulting.com 1 " rhnLL 2 11 7/8" TJI®/L65 @ 32" o/c TJ-Beam® 6.20 Serial Number: 7004102732732 Paget Engine Version6AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 2 Engine Version: 6.20.16 CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 17' 7.00" Max. Vertical Reaction Total (lbs) 960 960 Max. Vertical Reaction Live (lbs) 480 480 Selected Bearing Length (in) 3.50(W) 3.50(W) Max. Unbraced Length (in) 56 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 464 -464 Max Shear at Support (lbs) 469 -469 Member Reaction (lbs) 469 469 Support Reaction (lbs) 480 480 Moment (Ft-Lbs) 2061 Loading on all spans, LDF = 1.25 , 1.0 Dead + 1.0 Floor + 1.0 Roof Shear at Support (lbs) 929 -929 Max Shear at Support (lbs) 938 -938 Member Reaction (lbs) 938 938 Support Reaction (lbs) 960 960 Moment (Ft-Lbs) 4122 Live Deflection (in) 0.287 Total Deflection (in) 0.573 PROJECT INFORMATION: Copyright ° 2005 by Trus Joist, a Weyerhaeuser Business TJI® and TJ-Beam® are registered trademarks of Trus Joist. e-I Joist'",Pro' and TJ-Pro' are trademarks of Trus Joist. S:\Autocad\Cad Files\2006 CAD\06-025\Calculations\TJI\T3.sms OPERATOR INFORMATION: Alex Chavarry The Structural Engineering Consultants, Inc. 27200 Tourney Road Suite 390 Valencia, CA 91355 Phone:661-287-5800 Fax :661-287-5855 alexc@structuralconsulting.com _A\*)m aeu,erBusiness TJ-Bean@6.20Serial Number: 7004102732 32�� TJL Open Web Truss @ 32" o/c User 2 3/9/2006 8:04:54 AM Page Engine Version:6.20.16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 042 Roof Slope012 F_ I All dimensions are horizoirtal. LOADS: Analysis is for a Joist Member. Primary Load Group - Roof (psf): 20.0 Live at 125 % duration, 15.0 Dead SUPPORTS: Input Width 1 Stud wall 3.50" Vertical Reactions (Ibs) Live/Dead/Uplift/Total 933 / 700 / 0 / 1633 2 Stud wall 3.50" 933 / 700 / 0 / 1633 33' Detail Other Wall 2x_ Blocking Wall 2x_ Blocking Product Diagram is Conceptual. -Left Support: Top -All, Approx. clip height: 1 5/8", Approx. clip width: 7 3/16", Allowed choice(s): TOP (NO-NOTCH),TOP (U-CLIP) -Right Support: Top -All, Approx. clip height: 1 5/8", Approx. clip width: 7 3/16", Allowed choice(s): TOP (NO-NOTCH),TOP (U-CLIP) DESIGN CONTROLS: Maximum Shear (Ibs) 1618 Moment (Ft-Lbs) 14207 Live Load Defl (in) Total Load Defl (in) Design Control Control 1618 2664 Passed (61 %) 13926 23319 Passed(60%) 0.409 1.156 Passed (U999+) 0.716 1.733 Passed (L/581) Location Rt. end Span 1 under Roof loading MID Span 1 under Roof loading MID Span 1 under Roof loading MID Span 1 under Roof loading -Deflection Criteria: STAN DARD(LL: U360,TL: L/240). -Bracing(Lu): All compression edges (top and bottom) must be braced at 6' 10" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. -The open web truss analysis presented is approximate. All open web trusses are custom designed to carry the specific design loads for each project. Actual truss capacity when fabricated is limited to that required to resist the specified loads. Do not use this analysis to verify the capacity of existing trusses. -Pricing Load (plf) = 93 (#) PROJECT INFORMATION: Copyright ® 2005 by Trus Joist, a Weyerhaeuser Business TJM® is a registered trademark of Trus Joist. TJH', TJL", TJLM'", TJLX'", TJS' and TJW' are trademarks of Trus Joist. S:\Autocad\Cad Files\2006 CAD\06-025\Calculations\TJI\Tl.sms OPERATOR INFORMATION: Alex Chavarry The Structural Engineering Consultants, Inc. 27200 Tourney Road Suite 390 Valencia, CA 91355 Phone:661-287-5800 Fax :661-287-5855 alexc@structuralconsulting.com _AW'y rha mwr ® Business �� TJ-Beam6.20 Serial Number: 7004102732 32 TJ L Open Web Truss @ 32 o/c Paget Engine Versio:54AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 2 Engine Version: 6.20.16 CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 34' 8.00,, Max. Vertical Reaction Total (lbs) 1633 1633 Max. Vertical Reaction Live (lbs) 933 933 Assumed Bearing Length (in) 1.75 1.75 Max. Unbraced Length (in) 82 Loading on all spans, LDF = 0.90 , 1.0 Dead Max Shear at Support (lbs) 693 -693 Member Reaction (lbs) 693 693 Support Reaction (lbs) 700 700 Moment (Ft-Lbs) 6009 Loading on all spans, LDF = 1.25 1.0 Dead + 1.0 Floor + 1.0 Roof Max Shear at Support (lbs) 1618 -1618 Member Reaction (lbs) 1618 1618 Support Reaction (lbs) 1633 1633 Moment (Ft-Lbs) 14021 Live Deflection (in) 0.409 Total Deflection (in) 0.716 PROJECT INFORMATION: Copyright ® 2005 by Trus Joist, a Weyerhaeuser Business TJM® is a registered trademark of Trus Joist. TJH'",TJL'",TJLM'",TJLX'",TJS' and TJW' are trademarks of Trus Joist. S:\Autocad\Cad Files\2006 CAD\06-025\Calculations\TJI\Tl.sms OPERATOR INFORMATION: Alex Chavarry The Structural Engineering Consultants, Inc. 27200 Tourney Road Suite 390 Valencia, CA 91355 Phone:661-287-5800 Fax :661-287-5855 alexc@structuralconsulting.com "Wr 70010273 m"` 32" TJW Open Web Truss @ 24" o/c TJ-Beam® 6.20 Serial Number: 7004102732 User: 2 3/9/2006 8:05:09 AM Pagel Engine Version:6.20.16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: Oil Roof SlopeO,,12 F___ I M 35' All dimensions ate horizontal. Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Roof (psf): 20.0 Live at 125 % duration, 20.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Point(lbs) Roof(1.25) 120 504 1119.1 - SUPPORTS: Input Width 1 Stud wall 3.50" 2 Stud wall 3.50" Vertical Reactions (Ibs) Live/Dead/Uplift/Total 780 / 1036 / 0 / 1816 740 / 868 / 0 / 1608 Detail Other Wall 2x_ Blocking Wall 2x_ Blocking -Left Support: Top -All, Approx. clip height: 1 5/8", Approx. clip width: 8 7/16", Allowed choice(s): TOP (2.75"BL NO-NOTCH),TOP (1.75"BL NO- NOTCH),TOP (U-CLIP) -Right Support: Top -All, Approx. clip height: 1 5/8", Approx. clip width: 8 7/16", Allowed choice(s): TOP (2.75"BL NO-NOTCH),TOP (1.75"BL NO- NOTCH),TOP (U-CLIP) DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 1802 576 746 Passed (77%) MID Span 1 under Dead loading Moment (Ft-Lbs) 16099 15781 31774 Passed (50%) MID Span 1 under Roof loading Live Load Defl (in) 0.238 1.156 Passed (U999+) MID Span 1 under Roof loading Total Load Defl (in) 0,556 1.733 Passed (U748) MID Span 1 under Roof loading -Deflection Criteria: STAN DARD(LL: U360,TL: U240). -Allowable moment was increased for repetitive member usage. -Bracing(Lu): All compression edges (top and bottom) must be braced at 10' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -Shear capacity is based on a perpendicular to grain control at an internal pin location. PROJECT INFORMATION: Copyright ® 2005 by Trus Joist, a Weyerhaeuser Business TJM® is a registered trademark of Trus Joist. TJH'",TJL',TJLM',TJLX'",TJS' and TJW' are trademarks of Trus Joist. S:\Autocad\Cad Files\2006 CAD\06-025\Calculations\TJI\T2.sms OPERATOR INFORMATION: Alex Chavarry The Structural Engineering Consultants, Inc. 27200 Tourney Road Suite 390 Valencia, CA 91355 Phone:661-287-5800 Fax :661-287-5855 alexc@structuralconsulting.com 1 ® Ili 1�a -AVCr:70041wer 027usiness 32" TJW Open Web Truss @ 24" o/c TJ-Beam 6.20 Serial Number: 7004102732 User 2 3/9/2006 8 05:09 AM Paget Engine Version:6.20.16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. -The open web truss analysis presented is approximate. All open web trusses are custom designed to carry the specific design loads for each project. Actual truss capacity when fabricated is limited to that required to resist the specified loads. Do not use this analysis to verify the capacity of existing trusses. -Pricing Load (plf) = 98 (#) PROJECT INFORMATION: Copyright ® 2005 by True Joist, a Weyerhaeuser Business TJM® is a registered trademark of Trus Joist. TJH",TJL',TJLM'",TJLX',TJS°1 and TJW' are trademarks of Trus Joist. S:\Autocad\Cad Files\2006 CAD\06-025\Calculations\TJI\T2.sms OPERATOR INFORMATION: Alex Chavarry The Structural Engineering Consultants, Inc. 27200 Tourney Road Suite 390 Valencia, CA 91355 Phone:661-287-5800 Fax :661-287-5855 alexc@structuralconsulting.com " O'�410273`"`� 32" TJW Open Web Truss 24" o/c TJ-Beam® 6.20 Serial Number: 7004102732 r User: 2 3/9/2006 8:05:09 AM Page Engine Version:6.20.16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 34' 8.00" Max. Vertical Reaction Total (lbs) 1816 1608 Max. Vertical Reaction Live (lbs) 780 740 Assumed Bearing Length (in) 2.75 2.75 Max. Unbraced Length (in) 128 Loading on all spans, LDF = 0.90 , 1.0 Dead Max Shear at Support (lbs) 1029 -862 Shear Within Span (lbs) 566 Member Reaction (lbs) 1029 862 Support Reaction (lbs) 1036 868 Moment (Ft-Lbs) 9282 Loading on all spans, LDF = 1.25 , 1.0 Dead + 1.0 Floor + 1.0 Roof Max Shear at Support (lbs) 1802 -1595 Shear Within Span (lbs) 876 Member Reaction (lbs) 1802 1595 Support Reaction (lbs) 1816 1608 Moment (Ft-Lbs) 15903 Live Deflection (in) 0.238 Total Deflection (in) 0.556 PROJECT INFORMATION: Copyright G 2005 by Trus Joist, a Weyerhaeuser Business TJM® is a registered trademark of Trus Joist. TJH', TJL', TJLM', TJLX1°, TJS' and TJW' are trademarks of Trus Joist. S:\Autocad\Cad Files\2006 CAD\06-025\Calculations\TJI\T2.sms OPERATOR INFORMATION: Alex Chavarry The Structural Engineering Consultants, Inc. 27200 Tourney Road Suite 390 Valencia, CA 91355 Phone:661-287-5800 Fax :661-287-5855 alexc@structuralconsulting.com COMPANY PROJECT WoodWorks® Structural Engineering Consultants 27200 Tourney Rd., Ste. 390 Valencia, CA 91355 Project Engineer: Alex Chavarry Mar. 9, 2006 08:05:36 Cooler Framing Design Check Calculation Sheet Sizer 2004 LOADS: ( Ibs, psf, or plf ) *Tributary Width (in) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 9' Lumber -soft, D.Fir-L, No.2, W" Spaced at 16" c/c; Self Weight of 2.58 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Load combinations: ASCE 7-98; SECTION vs. DESIGN CODE NDS-2001: (stress=psi, and in) Criterion Analysis Value Design Valu COMPANY PROJECT WoodWorks`�' Structural Engineering Consultants 27200 Tourney Rd., Ste. 390 Valencia, CA 91355 Project Engineer: Alex Chavarry Mar. 9, 2006 08:05:42 Tower RB1(Load Case 1) Design Check Calculation Sheet Sizer 2004 LOADS: ( Ibs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loadl Dead Full Area 20.00 (2.00)* No Load2 Constr. Full Area 20.00 (2.00)* No Dead 629 629 Live 480 480 Total 1109 1109 Bearing: LC number 2 2 Length 1.0 1.0 Valu COMPANY PROJECT WoodWorks� Structural Engineering Consultants 27200 Tourney Rd., Ste. 390 Valencia, CA 91355 Project Engineer: Alex Chavarry Mar. 9, 2006 08:05:46 Tower RB1(Load Case 2) Design Check Calculation Sheet Sizer 2004 LOADS: (lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loadl Dead Full Area 20.00 (2.00)* No Load2 Wind Full Area -30.20 (2.00)* No Dead 629 629 Live Uplift 288 288 Total 629 629 Bearing: LC number 1 1 Length 1.0 1.0 Shear fv = 16 Fv' 216 fv/Fv' = 0.08 COMPANY PROJECT WoodWorks Structural Engineering Consultants 27200 Tourney Rd., Ste. 390 Valencia, CA 91355 SOrTWAA"°R WOOD D IMN Project Engineer: Alex Chavarry Mar. 9, 2006 08:05:55 Tower RB2(Load Case 1) Design Check Calculation Sheet Sizer 2004 LOADS: ( Ibs, psf, or pif ) Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? Loadl Dead Partial Area 20.00 (2.00)* 9.00 20.00 No Load2 Constr. Partial Area 20.00 (2.00)* 4.00 20.00 Yes Load3 Dead Point 629 0.00 No Load9 Dead Point 629 24.00 No Loads Constr. Point 504 0.00 Yes Load6 Constr. Point 504 24.00 Yes Dead 1098 1098 Live 950 950 Total 2048 2048 Bearing: LC number 1 5 8 1 Length 0.0 1.0 1.0 0.0 Cb 0.00 2.56 2.56 0.00 Shear fv = 33 Fv' 300 fv/Fv' = 0.11 COMPANY PROJECT WoodWorks • ,� ���® Structural Engineering Consultants 27200 Tourney Rd., Ste. 390 \\//�\// Valencia, CA 91355 SOFTWARE FOR WOOD DESIGN Project Engineer: Alex Chavarry Mar. 9, 2006 08:06:00 Tower RB2(Load Case 2) Design Check Calculation Sheet Sizer 2004 LOADS: ( Ibs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loadl Dead Partial Area 20.00 (2.00)* 4.00 20.00 No Load3 Dead Point 633 0.00 No Load4 Dead Point 633 24.00 No Loads Wind Full Area -30.20 (2.00)* No xTrinutary wiatn (rt) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 4' 20' 24' Dead 1102 1102 Live Uplift 4 4 Total 1102 1102 Bearing: LC number 1 1 1 1 Length 0.0 1.0 1.0 0.0 Glulam-Bal., West Species, 24F-V8 DF, 5-1/8x10-1/2" Self Weight of 12.39 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ASCE 7-98; SECTION vs. DESIGN CODE NDS-2001: (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design Shear fv = 19 Fv' = 216 fv/Fv' = 0.09 Bending(-) fb = 335 Fb' = 2121 fb/Fb' = 0.16 Deflection: 0.03 = <L/999 0.53 = L/360 0.06 Interior Live Total 0.15 = <L/999 0.80 = L/240 0.19 Cantil. Live negligible Total 0.18 = L/264 0.40 = L/120 0.45 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fb'- 2400 0.90 1.00 1.00 0.982 1.000 1.00 1.00 1.00 1.00 - 1 Fv' 240 0.90 1.00 1.00 - - - - 1.00 1.00 1.00 1 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Bending(-): LC# 1 = D only, M = 2631 lbs-ft Shear : LC# 1 = D only, V = 683, V design = 672 lbs Deflection: LC# 2 = .6D+W EI= 889.9le06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSUAITC A190.1-1992 3. Grades with equal bending capacity in the top and bottom edges of the beam cross-section are recommended for continuous beams. 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). 7. The critical deflection value has been determined using maximum back -span deflection. Cantilever deflections do not govern design. WoodWorks � COMPANY Structural Engineering Consultants 27200 Tourney Rd., Ste. 390 PROJECT Valencia, CA 91355 Project Engineer: Alex Chavarry Mar. 9, 2006 08:06:04 Tower RB3(Load Case 1) Design Check Calculation Sheet Sizer 2004 LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? Loadl Dead Partial Area 20.00 (2.00)* 0.00 9.00 No Load2 Constr. Partial Area 20.00 (2.00)* 20.00 24.00 Yes Load3 Dead Point 1106 0.00 No Load9 Dead Point 1106 24.00 No Loads Constr. Point 903 0.00 Yes Load6 Constr. Point 903 24.00 Yes Load? Dead Partial Area 20.00 (2.00)* 20.00 29.00 No LoadB Constr. Partial Area 20.00 (2.00)* 0.00 4.00 Yes Dead 2261 2261 Live 1800 1800 Uplift 3167 Total 4061 4061 Bearing: LC number 1 2 1 2 1 Length 0.0 1.0 0.0 1.0 0.0 Cb 0.00 1.94 0.00 1.44 0.00 Shear fv = 64 Fv' = 300 fv/Fv' = 0.21 Bending(+) fb = 546 Fb' = 3000 fb/Fb' = 0.18 Bending(-) fb = 1118 Fb' = 2972 fb/Fb' = 0.38 Deflection: 0.02 = <L/999 0.27 L/360 0.09 Interior Live DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSUAITC A190.1-1992 3. Grades with equal bending capacity in the top and bottom edges of the beam cross-section are recommended for continuous beams. 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). 7. The critical deflection value has been determined using maximum back -span deflection. Cantilever deflections do not govern design. COMPANY PROJECT WoodWorks 0 Structural Engineering Consultants 27200 Tourney Rd., Ste. 390 Valencia, CA 91355 SOFTWARE FOR WOOD DESIGN Project Engineer: Alex Chavarry Mar. 9, 2006 08:06:08 Tower RB3(Load Case 2) Design Check Calculation Sheet Sizer 2004 LOADS: ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ Start End ft] Start End Pattern Load? Loadl Dead Partial Area 20.00 (2.00)* 0.00 9.00 No Load2 Dead Partial Area 20.00 (2.00)* 20.00 29.00 No Load4 Dead Point 1106 0.00 No Loads Dead Point 1106 24.00 No Load6 Wind Partial Area -30.20 (2.00)* 0.00 9.00 No Load? Wind Partial Area -30.20 (2.00)* 20.00 29.00 No Dead 2261 2261 Live Uplift 1692 Total 2261 2261 Bearing: LC number 1 1 1 1 1 Length 0.0 1.0 0.0 1.0 0.0 Cb 0.00 2.23 0.00 2.23 0.00 Shear fv = 35 Fv' = 216 fv/Fv' = 0.16 Bending(+) fb = 296 Fb' = 2160 fb/Fb' = 0.14 Bending(-) fb = 617 Fb' = 2151 fb/Fb' = 0.29 Deflection: negligible Interior Live Total 0.03 = <L/999 0.40 = L/240 0.08 Cantil. Live negligible Total 0.18 = L/259 0.40 = L/120 0.46 WoodWorks° COMPANY Structural Engineering Consultants 27200 Tourney Rd., Ste. 390 PROJECT Valencia, CA 91355 Project Engineer: Alex Chavarry Mar. 9, 2006 08:06:18 Tower Support Design Check Calculation Sheet Sizer 2004 LOADS: ( Ibs, psf, or pif ) *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : Ll 0' 35' Glulam-Bal., West Species, 24F-V8 DF, 5-1/8x24" Self Weight of 28.32 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ASCE 7-98; SECTION vs. DESIGN CODE NDS-2001: (stress=psi, and in) ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fb'+ 2400 1.25 1.00 1.00 1.000 0.887 1.00 1.00 1.00 1.00 - 2 Fv' 240 1.25 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Bending(+): LC# 2 = D+C, M = 52400 lbs-ft Shear : LC# 2 = D+C, V = 7970, V design = 6797 lbs Deflection: LC# 2 = D+C EI=10627.03e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSUAITC A190.1-1992 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? Load4 Dead Point 624 12.00 No Load2 Dead Partial Area 20.00 (2.00)* 14.00 35.00 No Load3 Constr. Partial Area 20.00 (2.00)* 14.00 35.00 No Loads Dead Partial Area 20.00 (9.50)* 0.00 14.00 No Load6 Constr. Partial Area 20.00 (9.50)* 0.00 14.00 No Load? Dead Partial Area 16.00(12.00)* 0.00 19.00 No LoadB Dead Point 256 14.00 No Dead 5590 2470 Live 2380 1120 Total 7970 3590 Bearing: LC number 2 2 Length 2.4 1.1 Criterion Analysis Value Desi n Valu Title : Job # Dsgnr: Date: 8:06AM, 9 MAR 06 Description Scope Rev: 580006 User: KW-0604325, Ver5.8.0, 1-Dec-2003 Steel Beam Design Page 1 (c)1983-2003 ENERCALC Engineering Software 06-025. ecw: Calculations Description Steel Beam (L=56') General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : W30X148 Fy 36.00ksi Pinned -Pinned Load Duration Factor 1.15 Center Span 56.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 2.67 ft Distributed Loads Note! Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 DL 0.700 k/ft LL k/ft ST 0.700 k/ft Start Location ft End Location ft Point Loads Note! Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 Dead Load 3.600 k Live Load k Short Term k Location 12.000 ft summary I� Beam OK Short Term Load Case Governs Stress Using: W30X148 section, Span = 56.00ft, Fy = 36.Oksi End Fixity = Pinned -Pinned, Lu = 2.67ft, LDF = 1.150 Actual Allowable Moment 628.510 k-ft 992.772 k-ft Max. Deflection -1.839 in fb : Bending Stress 17.298 ksi 27.324 ksi Length/DL Defl 646.6 : 1 fb / Fb 0.633 : 1 Length/(DL+LL Defl) 365.5 :1 Shear 46.166 k 330.132 k fv : Shear Stress 2.316 ksi 16.560 ksi fv / Fv 0.140 : 1 Force & Stress Summary <- These columns are Dead + Live Load placed as noted » DL LL LL+ST LL LL+ST Maximum Only (a) Center Center Cants Cants Max. M + 628.51 k-ft 354.27 628.51 k-ft Max. M - k-ft Max. M @ Left k-ft Max. M @ Right k-ft Shear @ Left 46.17 k 26.57 46.17 k Shear @ Right 44.11 k 24.51 44.11 k Center Defl. -1.839 in -1.039 0.000 -1.839 0.000 0.000 in Left Cant Defl 0.000in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 46.17 26.57 46.17 k Reaction @ Rt 44.11 24.51 44.11 k Fa calc'd per Eq. E2-1, K'Ur < Cc I Beam Passes Table B5.1, Fb per Eq. F1-1, Fb = 0.66 Fy Title : Dsgnr: Description Job # Date: 8:06AM, 9 MAR 06 Scope : Rev: 580006 Page 2 User: KW-0604325, Ver5.8.0, 1-Dec-2003 Steel Beam Design (c)1983-2003 ENERCALC Engineering Software 06-025. ecw: Calculations Description Steel Beam (L=56') Section Properties W30X148 Depth 30.670 in Weight 147.76 #/ft Web Thick 0.650 in Ixx 6,680.000 in4 Width 10.480 in lyy 227.000 in4 Flange Thick 1.180 in Sxx 436.000 in3 Area 43.50 in2 Syy 43.300 in3 Rt 2.700 in R-xx 12.400 in Values for LRFD Design.... R-yy 2.280 in J 14.600 in4 Zx 500.000 in3 CW 49,400.00 in6 Zy 68.000 in3 K 1.830 in Title : Job # Dsgnr: Date: 8:06AM, 9 MAR 06 Description Scope : Rev: 580006 User: KW-0604325, Ver 5.8.0, 1-Dec-2003 Steel Beam Design Page 1 (c)1983-2003 ENERCALC Engineering Software 06-025.ecw:Calculations Description Steel Beam (L=38.5') General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : W24X68 Fy 36.00ksi Pinned -Pinned Load Duration Factor 1.15 Center Span 38.50 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 0.00 ft Distributed Loads Note! Short Term Loads Are WIND Loads. #9 92 #3 #4 #5 #6 #7 DL 0.700 k/ft LL k/ft ST 0.700 k/ft Start Location ft End Location ft Point Loads Note! Short Term Loads Are WIND Loads. Dead Load 3.600 Live Load Short Term Location 35.000 Using: W24X68 section, Span = 38.50ft, Fy = 36.Oksi End Fixity = Pinned -Pinned, Lu = O.00ft, LDF = 1.150 Actual Allowable Moment 278.376 k-ft 350.658 k-ft fb : Bending Stress 21.692 ksi 27.324 ksi fb / Fb 0.794 : 1 Shear 31.537 k 163.082 k fv : Shear Stress 3.202 ksi 16.560 ksi fv / Fv 0.193 :1 #5 #6 #7 k k k ft Beam OK Short Term Load Case Governs Stress Max. Deflection -1.405 in Length/DL Defl 613.3 : 1 Length/(DL+LL Defl) 328.8 : 1 Force & Stress Summary <- These columns are Dead + Live Load placed as noted --» DL LL LL+ST LL LL+ST Maximum Only moo. Center Pa. Center Cants Cants Max. M + 278.38 k-ft 148.72 278.38 k-ft Max. M - k-ft Max. M @ Left k-ft Max. M @ Right k-ft Shear @ Left 28.59 k 15.12 28.59 k Shear @ Right 31.54 k 18.06 31.54 k Center Defl. -1.405 in -0.753 0.000 -1.405 0.000 0.000 in Left Cant Defl 0.000in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 28.59 15.12 28.59 k Reaction @ Rt 31.54 18.06 31.54 k Fa calc'd per Eq. E2-1, K*Ur < Cc I Beam Passes Table B5.1, Fb per Eq. F1-1, Fb = 0.66 Fy Title: Dsgnr: Description Job # Date: 8:06AM, 9 MAR 06 Scope: " V: oouvuo 2 User: KW-0604325, Ver5.8.0, 1-Dec-2003 Steel Beam Design Page (c)1983-2003 ENERCALC Engineering Software 06-025. ecw: Calculations Description Steel Beam (L=38.5') Section Properties W24X68 Depth 23.730 in Weight 68.27 #/ft Web Thick 0.415 in Ixx 1,830.000 in4 Width 8.965 in lyy 70.400 in4 Flange Thick 0.585 in Sxx 154.000 in3 Area 20.10 in2 Syy 15.700 in3 Rt 2.260 in R-xx 9.550 in Values for LRFD Design.... R-yy 1.870 in J 1.870 in4 Zx 177.000 in3 CW 9,430.00 in6 Zy 24.500 in3 K 1.090 in Title : Dsgnr: Description Job # Date: 8:06AM, 9 MAR 06 (c)1983-2003 ENER Description Ver5.8.0, 1-Dec-2003 CALC Enaineerino Software Exterior Columns Scope : Steel Column Page 1 06-025.ecw: Calculations General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section TS5X5X1/4 Fy 36.00 ksi X-X Sidesway : Restrained Duration Factor 1.150 Y-Y Sidesway : Restrained Column Height 16.000 ft Elastic Modulus 29,000.00 ksi End Fixity Pin -Pin X-X Unbraced 16.000 ft Kxx 1.000 Live & Short Term Loads Combined Y-Y Unbraced 16.000 ft Kyy 1.000 Loads Axial Load... Dead Load 44.10 k Ecc. for X-X Axis Moments 0.000 in Live Load k Ecc. for Y-Y Axis Moments 0.000 in Short Term Load k Section : TS5X5X1/4, Height = 16.00ft, Axial Loads: DL = 44.10, LL = Unbraced Lengths: X-X = 16.00ft, Y-Y = 16.00ft Combined Stress Ratios Dead Live AISC Formula H1 - 1 0.7408 AISC Formula H1 - 2 0.4448 AISC Formula H1 - 3 XX Axis : Fa calc'd per Eq. E2-1, K*Llr < Cc YY AYis Fa calr.'d ner Fa_ F2-1 _ K*Llr < Cr Stresses Allowable & Actual Stresses Dead Fa: Allowable 12.97 ksi fa : Actual 9.61 ksi Fb:xx : Allow [F1-6] 21.60 ksi Fb:xx : Allow [F1-7] & [F1-8] 21.60 ksi fb : xx Actual 0.00 ksi Fb:yy : Allow [F1-6] 21.60 ksi Fb:yy : Allow [F1-7] & [F1-8] 21.60 ksi Column Design OK 0.00, ST = 0.00k, Ecc. = 0.000in DL + LL DL + ST + (LL if Chosen) 0.7408 0.6441 0.4448 0.3868 Live DL + LL DL + Short 0.00 ksi 12.97 ksi 14.92 ksi 0.00 ksi 9.61 ksi 9.61 ksi 0.00 ksi 21.60 ksi 24.84 ksi 0.00 ksi 21.60 ksi 24.84 ksi 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi 21.60 ksi 24.84 ksi 0.00 ksi 21.60 ksi 24.84 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values F'ex : DL+LL 14,915 psi Cm:x DL+LL 0.60 Cb:x DL+LL 1.00 F'ey : DL+LL 14,915 psi Cm:y DL+LL 0.60 Cb:y DL+LL 1.00 F'ex : DL+LL+ST 17,152 psi Cm:x DL+LL+ST 0.60 Cb:x DL+LL+ST 1.00 F'ey : DL+LL+ST 17,152 psi Cm:y DL+LL+ST 0.60 Cb:y DL+LL+ST 1.00 Max X-X Axis Deflection 0.000 in at 0.000 ft Max Y-Y Axis Deflection 0.000 in at 0.000 ft Title : Job # Dsgnr: Date: 8:06AM, 9 MAR 06 Description Scope: KeV: JODUUO Page 2 User: KW-0604325, Ver5.8.0, 1-Dec-2003 Steel Column s (c)1983-2003 ENERCALC Engineering Software 06-025.ecw:Calculations Description Exterior Columns Section Properties TS5X5X1/4 Depth 5.000 in Weight 15.59 #/ft Values for LRFD Design.... Thickness 0.250 in Ixx 16.900 in4 J 27.400 in4 Width 5.000 in lyy 16.900 in4 0.00 Sxx 6.780 in3 Zx 8.070 in3 Area 4.59 in2 Syy 6.780 in3 Zy 8.070 in3 Rt 2.500 in Rxx 1.920 in 0.000 Ryy 1.920 in Section Type = TS-Square Title : Dsgnr: Description Job # Date: 8:06AM, 9 MAR 06 Scope : User:iwn04325,Ver5.8.0,1-Dec-2003 Steel Column Page 1 (c)1983-2003 ENERCALC Engineering Software 06-025.ecw:Calculations Description Interior Columns General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section TS6X6X1/2 Fy 36.00 ksi X-X Sidesway : Sway Allowed Duration Factor 1.150 Y-Y Sidesway : Sway Allowed Column Height 16.000 ft Elastic Modulus 29,000.00 ksi End Fixity Pin -Pin X-X Unbraced 16.000 ft Kxx 1.000 Live & Short Term Loads Combined Y-Y Unbraced 16.000 ft Kyy 1.000 Loads Axial Load... Dead Load 77.70 k Ecc. for X-X Axis Moments 0.000 in Live Load k Ecc. for Y-Y Axis Moments 0.000 in Short Term Load k 11 Summary 11 Section : TS6X6X1/2, Height = 16.00ft, Axial Loads: DL = 77.70, LL = Unbraced Lengths: X-X = 16.00ft, Y-Y = 16.00ft Combined Stress Ratios Dead Live AISC Formula H1 - 1 0.5137 AISC Formula H1 - 2 0.3459 AISC Formula H1 - 3 XX Axis : Fa calc'd per Eq. E2-1, K*Llr < Cc YY Axis : Fa calc'd ner Ea. E2-1. K*Llr < Cc Stresses Column Design OK 0.00, ST = 0.00k, Ecc. = 0.000in DL + LL DL + ST + (LL if Chosen) 0.5137 0.4467 0.3459 0.3008 Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa: Allowable 14.54 ksi 0.00 ksi 14.54 ksi 16.72 ksi fa : Actual 7.47 ksi 0.00 ksi 7.47 ksi 7.47 ksi Fb:xx : Allow [F1-6] 21.60 ksi 0.00 ksi 21.60 ksi 24.84 ksi Fb:xx : Allow [F1-7] & [F1-8] 21.60 ksi 0.00 ksi 21.60 ksi 24.84 ksi fb : xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Fb:yy : Allow [F1-6] 21.60 ksi 0.00 ksi 21.60 ksi 24.84 ksi Fb:yy : Allow [F1-7] & [171-8] 21.60 ksi 0.00 ksi 21.60 ksi 24.84 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values F'ex : DL+LL 19,670 psi Cm:x DL+LL 0.85 Cb:x DL+LL 1.75 F'ey : DL+LL 19,670 psi Cm:y DL+LL 0.85 Cb:y DL+LL 1.75 F'ex : DL+LL+ST 22,621 psi Cm:x DL+LL+ST 0.85 Cb:x DL+LL+ST 1.75 F'ey : DL+LL+ST 22,621 psi Cm:y DL+LL+ST 0.85 Cb:y DL+LL+ST 1.75 Max X-X Axis Deflection 0.000 in at 0.000 ft Max Y-Y Axis Deflection 0.000 in at 0.000 ft Title : Dsgnr: Description Job # Date: 8:06AM, 9 MAR 06 (c)l983-2003 ENERCALC Engineering Software mmm- Description Interior Columns Scope : Steel Column Page 2 06-025. ecw: Ca Icu lations Section Properties TS6X6X1/2 Depth 6.000 in Weight 35.33 #/ft Values for LRFD Design.... Thickness 0.500 in Ixx 50.500 in4 J 85.600 in4 Width 6.000 in lyy 50.500 in4 0.00 Sxx 16.800 in3 Zx 20.900 in3 Area 10.40 in2 Syy 16.800 in3 Zy 20.900 in3 Rt 3.000 in Rxx 2.210 in 0.000 Ryy 2.210 in Section Type = TS-Square COMPANY PROJECT WoodWorks� Structural Engineering Consultants 27200 Tourney Rd., Ste. 390 Valencia, CA 91355 Project Engineer: Alex Chavarry Mar. 9, 2006 08:06:55 Entry Header Design Check Calculation Sheet Sizer 2004 LOADS: ( Ibs, psf, or plf ) *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 19, Glulam-Bal., West Species, 24F-V8 DF, 5-1/8x18" Lateral support: top= full, bottom= at supports; Load combinations: ASCE 7-98; SECTION vs. DESIGN CODE NDS-2001: (stress=psi, and in) ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fb'+ 2400 1.25 1.00 1.00 1.000 0.970 1.00 1.00 1.00 1.00 - 2 Fv' 240 1.25 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Bending(+): LC# 2 = D+C, M = 31588 lbs-ft Shear : LC# 2 = D+C, V = 6650, V design = 5600 lbs Deflection: LC# 2 = D+C EI=4483.28e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSUAITC A190.1-1992 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). Load Type Distribution Magnitude Location [ft] Pattern Start End Start End L. Loadl Dead Full Area 20.00(17.50)* No Load2 Constr. Full Area 20.00(17.50)* No Dead 3325 3325 Live 3325 3325 Total 6650 6650 Bearing: LC number 2 2 Len th 2.0 2.0 Criterion Analysis Value Desi n Value Anal sis/Design Shear fv = 91 Fv' = 300 fv/Fv' = 0.30 Bending(+) fb = 1370 Fb' = 2910 fb/Fb' = 0.47 Live Defl'n 0.23 = L/996 0.63 = L/360 0.36 Total Defl'n 0.57 = L/398 0.95 = L/240 0.60 COMPANY PROJECT WoodWorks � Structural Engineering Consultants 27200 Tourney Rd., Ste. 390 Valencia, CA 91355 Project Engineer: Alex Chavarry Mar. 9, 2006 08:07:01 Beam @ Tower Posts Design Check Calculation Sheet Sizer 2004 LOADS: ( Ibs, psf, or plf ) Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? Loadl Dead Full Area 20.00 (2.67)* No Load2 Snow Full Area 20.00 (2.67)* No Load3 Dead Point 2297 1.00 No Load4 Dead Point 2297 16.75 No Loads Snow Point 2115 1.00 No Load6 Snow Point 2115 16.75 No Dead 2998 2815 Live 2694 2523 Total 5692 5338 Bearing: LC number 2 2 Length 1.4 1.4 ten, � Wl A)Xcwrl�uscr27m`""` 32" TJW Open Web Truss @ 32" o/c TJ-Beam® 6.20 Serial Number: 7004102732 PageUserl En/2006 gine Version: AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 1 Engine Version: 6.20.16 CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 012 Roof Slope012 All dilmensions are horizoiTtal. Product M /0 IN LOADS: Analysis is for a Joist Member. Primary Load Group - Roof (psf): 20.0 Live at 125 %" duration, 20.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Point(lbs) Roof(1.25) 0 320 6' - Point(lbs) Roof(1.25) 0 320 13' 6" - SUPPORTS: Input Width 1 Stud wall 3.50" 2 Stud wall 3.50" Vertical Reactions (Ibs) Live/Dead/U pl ift/Total 893 / 1348 / 0 / 2242 893 / 1078 / 0 / 1972 Detail Other Wall 2x_ Blocking Wall 2x_ Blocking -Left Support: Top -All, Approx. clip height: 1 5/8", Approx. clip width: 8 7/16", Allowed choice(s): TOP (2.75"BL NO-NOTCH),TOP (1.75"BL NO- NOTCH),TOP (U-CLIP) -Right Support: Top -All, Approx. clip height: 1 5/8", Approx. clip width: 8 7/16", Allowed choice(s): TOP (2.75"BL NO-NOTCH),TOP (1.75"BL NO- NOTCH),TOP (U-CLIP) DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 2224 2224 2841 Passed (78%") Lt. end Span 1 under Roof loading Moment (Ft-Lbs) 18134 17418 29494 Passed (59%") MID Span 1 under Roof loading Live Load Defl (in) 0.240 1.106 Passed (U999+) MID Span 1 under Roof loading Total Load Defl (in) 0.582 1.658 Passed (L/684) MID Span 1 under Roof loading -Deflection Criteria: STAN DARD(LL: U360,TL: U240). -Bracing(Lu): All compression edges (top and bottom) must be braced at 10' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. PROJECT INFORMATION: Copyright ° 2005 by Trus Joist, a Weyerhaeuser Business TJMO is a registered trademark of Trus Joist. TJH',TJL',TJLM',TJLX',TJS°1 and TJW' are trademarks of Trus Joist. S:\Autocad\Cad Files\2006 CAD\06-025\Calculations\TJI\Truss ® RTU1.sms OPERATOR INFORMATION: Alex Chavarry The Structural Engineering Consultants, Inc. 27200 Tourney Road Suite 390 Valencia, CA 91355 Phone:661-287-5800 Fax :661-287-5855 alexc@structuralconsulting.com 40 n ' .0� '. _AVk)TrhacuwrBusirims TJ-Beam®6.20Serial Number: 7004102732 32" TJW Open Web Truss @ 32" o/c User: 2 3/9/2006 8 07:14 AM Page Engine Version:6.20.16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. -The open web truss analysis presented is approximate. All open web trusses are custom designed to carry the specific design loads for each project. Actual truss capacity when fabricated is limited to that required to resist the specified loads. Do not use this analysis to verify the capacity of existing trusses. -Pricing Load (plf) = 126 (#) PROJECT INFORMATION: Copyright ® 2005 by True Joist, a Weyerhaeuser Business TJM® is a registered trademark of Trus Joist. TJH'.TJL'.TJLM'.TJLX'.TJS°1 and TJW' are trademarks of Trus Joist. OPERATOR INFORMATION: Alex Chavarry The Structural Engineering Consultants, Inc. 27200 Tourney Road Suite 390 Valencia, CA 91355 Phone:661-287-5800 Fax :661-287-5855 alexc@structuralconsulting.com S:\Autocad\Cad Files\2006 CAD\06-025\Calculations\TJI\Truss ® RTUl.sms -A\er:70 41027usinccc 32" TJW Open Web Truss @ 32" o/c TJ-Bearrt® 6.20 Serial Number: 7004102732 User: 2 3/9/2006 8:07:14 AM Page Engine Version:6.20.16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 33' 2.00,, Max. Vertical Reaction Total (lbs) 2242 1972 Max. Vertical Reaction Live (lbs) 893 893 Assumed Bearing Length (in) 2.75 2.75 Max. Unbraced Length (in) 120 Loading on all spans, LDF = 0.90 , 1.0 Dead Max Shear at Support (lbs) 1340 -1069 Shear Within Span (lbs) 1028 Member Reaction (lbs) 1340 1069 Support Reaction (lbs) 1348 1078 Moment (Ft-Lbs) 10720 Loading on all spans, LDF = 1.25 , 1.0 Dead + 1.0 Floor + 1.0 Roof Max Shear at Support (lbs) 2224 -1954 Shear Within Span (lbs) 1602 Member Reaction (lbs) 2224 1954 Support Reaction (lbs) 2242 1972 Moment (Ft-Lbs) 17894 Live Deflection (in) 0.240 Total Deflection (in) 0.582 PROJECT INFORMATION: Copyright ° 2005 by Trus Joist, a Weyerhaeuser Business TJM® is a registered trademark of Trus Joist. TJH', TJL', TJLM', TJLX1°, TJS' and TJW' are trademarks of Trus Joist. S:\Autocad\Cad Files\2006 CAD\06-025\Calculations\TJI\Truss 0 RTUl.sms OPERATOR INFORMATION: Alex Chavarry The Structural Engineering Consultants, Inc. 27200 Tourney Road Suite 390 Valencia, CA 91355 Phone:661-287-5800 Fax :661-287-5855 alexc@structuralconsulting.com ��/ ^ `h�41027`�'n"` 32" TJW Open Web Truss 32" O/C TJ-BeamQ�16.20 Serial Number: 7004102732 P PageUserl En/2006 gine Version: AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 1 Engine Version: 6.20.16 CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 012 Roof Slope0 12 b 34, 6" All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Roof (psf): 20.0 Live at 125 % duration, 20.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Point(lbs) Roof(1.25) 0 270 22' 6" - Point(lbs) Roof(1.25) 0 270 27' 6" - SUPPORTS: Input Width 1 Stud wall 3.50" 2 Stud wall 3.50" Vertical Reactions (Ibs) Live/Dead/U pl iftlTotal 920 / 1068 / 0 / 1988 920 / 1312 / 0 / 2232 Detail Other Wall 2x_ Blocking Wall 2x_ Blocking -Left Support: Top -All, Approx. clip height: 1 5/8", Approx. clip width: 8 7/16", Allowed choice(s): TOP (2.75"BL NO-NOTCH),TOP (1.75"BL NO- NOTCH),TOP (U-CLIP) -Right Support: Top -All, Approx. clip height: 1 5/8", Approx. clip width: 8 7/16", Allowed choice(s): TOP (2.75"BL NO-NOTCH),TOP (1.75"BL NO- NOTCH),TOP (U-CLIP) DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 2215 2215 2822 Passed (78%) Rt. end Span 1 under Roof loading Moment (Ft-Lbs) 18427 18064 29663 Passed (61 %) MID Span 1 under Roof loading Live Load Defl (in) 0.269 1.139 Passed (U999+) MID Span 1 under Roof loading Total Load Defl (in) 0.629 1.708 Passed (U652) MID Span 1 under Roof loading -Deflection Criteria: STAN DARD(LL: U360,TL: U240). -Bracing(Lu): All compression edges (top and bottom) must be braced at 9' 11" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. PROJECT INFORMATION: Copyright ® 2005 by Trus Joist, a Weyerhaeuser Business TJM® is a registered trademark of Trus Joist. TJH',TJL',TJLM',TJLX',TJS" and TJW' are trademarks of Trus Joist. S:\Autocad\Cad Files\2006 CAD\06-025\Calculations\TJI\Truss ® RTU2.sms OPERATOR INFORMATION: Alex Chavarry The Structural Engineering Consultants, Inc. 27200 Tourney Road Suite 390 Valencia, CA 91355 Phone:661-287-5800 Fax :661-287-5855 alexc@structuralconsulting.com ;A�0�1 A%Xtc)vr2 32" TJW Open Web Truss 32" o/c TJ-Beam® 6.20 Serial Number: 7004102732 P U 2 3/9"2 &O AM ser. Paget Engine Version:6.20.16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. -The open web truss analysis presented is approximate. All open web trusses are custom designed to carry the specific design loads for each project. Actual truss capacity when fabricated is limited to that required to resist the specified loads. Do not use this analysis to verify the capacity of existing trusses. -Pricing Load (plf) = 123 (#) PROJECT INFORMATION: Copyright G 2005 by Trus Joist, a Weyerhaeuser Business TJM® is a registered trademark of Trus Joist. TJH'",TJL'",TJLM'",TJLX',TJS' and TJW' are trademarks of Trus Joist. S:\Autocad\Cad Files\2006 CAD\06-025\Calculations\TJI\Truss ® RTU2.sms OPERATOR INFORMATION: Alex Chavarry The Structural Engineering Consultants, Inc. 27200 Tourney Road Suite 390 Valencia, CA 91355 Phone:661-287-5800 Fax :661-287-5855 alexc@structuralconsulting.com 0n�4�yA- _A V*ycrhaeuur Business TJ-BeamV6.20Serial Number: 7004102732 32�� TJW Open Web Truss @ 32" o/c User: 2 3/9/2006 8:07:29 AM Page Engine Version:6.20.16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 34' 2.00,, Max. Vertical Reaction Total (lbs) 1988 2232 Max. Vertical Reaction Live (lbs) 920 920 Assumed Bearing Length (in) 2.75 2.75 Max. Unbraced Length (in) 119 Loading on all spans, LDF = 0.90 , 1.0 Dead Max Shear at Support (lbs) 1059 -1304 Shear Within Span (lbs) -939 Member Reaction (lbs) 1059 1304 Support Reaction (lbs) 1068 1312 Moment (Ft-Lbs) 10506 Loading on all spans, LDF = 1.25 , 1.0 Dead + 1.0 Floor + 1.0 Roof Max Shear at Support (lbs) 1970 -2215 Shear Within Span (lbs) -1486 Member Reaction (lbs) 1970 2215 Support Reaction (lbs) 1988 2232 Moment (Ft-Lbs) 18187 Live Deflection (in) 0.269 Total Deflection (in) 0.629 PROJECT INFORMATION: Copyright ® 2005 by Trus Joist, a Weyerhaeuser Business TJM® is a registered trademark of Trus Joist. TJH',TJL',TJLM',TJLX',TJS' and TJW' are trademarks of Trus Joist. S:\Autocad\Cad Files\2006 CAD\06-025\Calculations\TJI\Truss ® RTU2.sms OPERATOR INFORMATION: Alex Chavarry The Structural Engineering Consultants, Inc. 27200 Tourney Road Suite 390 Valencia, CA 91355 Phone:661-287-5800 Fax :661-287-5855 alexc@structuralconsulting.com COMPANY PROJECT WoodWorks® Structural Engineering Consultants 27200 Tourney Rd., Ste. 390 Valencia, CA 91355 Project Engineer: Alex Chavarry Mar. 9, 2006 08:07:36 Trellis Beam Design Check Calculation Sheet Sizer 2004 LOADS: ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loadl Dead Full Area 5.00(18.00)* No Load2 Constr. Full Area 10.00(18.00)* No Dead 765 765 Live 1530 1530 Criterion Analysis Value Design Value Analysis/Design Shear fv = 38 Fv' = 300 fv/Fv' = 0.13 Bending(+) fb = 723 Fb' = 2981 fb/Fb' = 0.24 Live Defl'n 0.19 = <L/999 0.57 = L/360 0.34 Total Defl'n 0.34 = L/602 0.85 = L/240 0.40 ' ' 0 r Title : Job # Dsgnr: Date: 8:07AM, 9 MAR 06 Description Scope : Rev: 580008 Page 1 User: KW-0604325, Ver5.8.0, 1-Dec-2003 Steel Column (c)1983-2003 ENERCALC Engineering Software 06-025.ecw:Calculations Description Trellis Column General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section TS5X5X3/16 Fy 36.00 ksi X-X Sidesway : Restrained Duration Factor 1.330 Y-Y Sidesway : Restrained Column Height 10.000 ft Elastic Modulus 29,000.00 ksi End Fixity Fix -Pin X-X Unbraced 10.000 ft Kxx 1.000 Live & Short Term Loads Combined Y-Y Unbraced 10.000 ft Kyy 1.000 Loads Axial Load... Dead Load 4.60 k Ecc. for X-X Axis Moments 0.000 in Live Load k Ecc. for Y-Y Axis Moments 0.000 in Short Term Load k Point lateral Loads... DL LL ST Height Along Y-Y (strong axis moments) 3.300 k 9.500 ft Along X-X ( y moments ) k ft an►nraiy Column Design OK Section : TS5X5X3/16, Height = 10.00ft, Axial Loads: DL = 4.60, LL = 0.00, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths: X-X = 10.00ft, Y-Y = 10.00ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 AISC Formula H1 - 2 AISC Formula H1 - 3 0.0756 0.0756 0.1752 XX Axis : Fa calc'd per Eq. E2-1, K*Llr < Cc YY AYis Fa r_aic'd ner En_ E2-1 _ K*Llr < Cc Stresses Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa: Allowable 17.28 ksi 0.00 ksi 17.28 ksi 22.99 ksi fa : Actual 1.31 ksi 0.00 ksi 1.31 ksi 1.31 ksi Fb:xx : Allow [F1-6] 21.60 ksi 0.00 ksi 21.60 ksi 28.73 ksi Fb:xx : Allow [F1-7] & [F1-8] 21.60 ksi 0.00 ksi 21.60 ksi 28.73 ksi fb : xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 3.40 ksi Fb:yy : Allow [F1-6] 21.60 ksi 0.00 ksi 21.60 ksi 28.73 ksi Fb:yy : Allow [F1-7] & [F1-8] 21.60 ksi 0.00 ksi 21.60 ksi 28.73 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values F'ex : DL+LL 39,478 psi Cm:x DL+LL 0.60 Cb:x DL+LL 1.00 F'ey : DL+LL 39,478 psi Cm:y DL+LL 0.60 Cb:y DL+LL 1.00 F'ex : DL+LL+ST 52,505 psi Cm:x DL+LL+ST 1.00 Cb:x DL+LL+ST 1.00 F'ey : DL+LL+ST 52,505 psi Cm:y DL+LL+ST 0.60 Cb:y DL+LL+ST 1.00 Max X-X Axis Deflection -0.027 in at 6.667 ft Max Y-Y Axis Deflection 0.000 in at 0.000 ft Title : Job # Dsgnr: Date: 8:07AM, 9 MAR 06 Description Scope : "ceV: o"uu"O User: KW-0604325, Ver5.8.0, 1-Dec-2003 Steel Column Page 2 (c)1983-2003 ENERCALC Engineering Software 06-025. ecw: Calculations Description Trellis Column Section Properties TS5X5X3/16 Depth 5.000 in Weight 11.96 #/ft Values for LRFD Design.... Thickness 0.188 in Ixx 13.400 in4 J 21.300 in4 Width 5.000 in lyy 13.400 in4 0.00 Sxx 5.360 in3 Zx 6.290 in3 Area 3.52 in2 Syy 5.360 in3 Zy 6.290 in3 Rt 2.500 in Rxx 1.950 in 0.000 Ryy 1.950 in Section Type = TS-Square Title : Job # Dsgnr: Date: 8:07AM, 9 MAR 06 Description Scope Rev: 580008 Page 1 User: KW-0604325, Ver5.8.0, 1-Dec-2003 Steel Column (c)1983-2003 ENERCALC Engineering Software 06-025.ecw:Calculations Description Light Pole General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section P6STD Fy 36.00 ksi X-X Sidesway : Restrained Duration Factor 1.330 Y-Y Sidesway : Restrained Column Height 22.000 ft Elastic Modulus 29,000.00 ksi End Fixity Fix -Free X-X Unbraced 22.000 ft Kxx 1.000 Live & Short Term Loads Combined Y-Y Unbraced 22.000 ft Kyy 1.000 Loads Axial Load. Dead Load 1.00 k Ecc. for X-X Axis Moments 0.000-in Live Load k Ecc. for Y-Y Axis Moments 0.000 in Short Term Load k Point lateral Loads... DL LL ST Height Along Y-Y (strong axis moments) 0.665 k 22.000 ft Along X-X ( y moments) k ft Summary Column Design OK Section P6STD, Height = 22.00ft, Axial Loads: DL = 1.00, LL = 0.00, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths: X-X = 22.00ft, Y-Y = 22.00ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 AISC Formula H1 - 2 AISC Formula H1 - 3 0.0169 0.0169 0.6663 XX Axis : Fa calc'd per Eq. E2.1, K*L(r < Cc YY Axis : Fa calc'd per Eq. E2-1,_ K*Llr <Cc Stresses Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa: Allowable 10.62 ksi 0.00 ksi 10.62 ksi 14.12 ksi fa : Actual 0.18 ksi 0.00 ksi 0.18 ksi 0.18 ksi Fb:xx : Allow [F1-6] 23.76 ksi 0.00 ksi 23.76 ksi 31.60 ksi Fb:xx : Allow [F1-7] & [F1-8] 23.76 ksi 0.00 ksi 23.76 ksi 31.60 ksi fb : xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 20.65 ksi Fb:yy : Allow [F1-6] 23.76 ksi 0.00 ksi 23.76 ksi 31.60 ksi Fb:yy : Allow [F1-7] & [F1-8] 23.76 ksi 0.00 ksi 23.76 ksi 31.60 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values F'ex : DL+LL 10,790 psi Cm:x DL+LL 0.60 Cb:x DL+LL 1.00 F'ey : DL+LL 10,790 psi Cm:y DL+LL 0.60 Cb:y DL+LL 1.00 F'ex : DL+LL+ST 14,351 psi Cm:x DL+LL+ST 1.00 Cb:x DL+LL+ST 1.00 F'ey : DL+LL+ST 14,351 psi Cm:y DL+LL+ST 0.60 Cb:y DL+LL+ST 1.00 Max X-X Axis Deflection -5.005 in at 22.000 ft Max Y-Y Axis Deflection 0.000 in at 0.000 ft n r f Title : Job # Dsgnr: Date: 8:07AM, 9 MAR 06 Description Scope: rtev: 'ouuuo Page 2 User: KW-0604325, Ver5.8.0, 1-Dec-2003 Steel Column (c)1983-2003 ENERCALC Engineering Software 06-025.ecw:Calculations Description Light Pole Section Properties P6STD Diameter 6.630 in Weight 18.95 #/ft Values for LRFD Design.... Ixx 28.100 in4 J 56.300 in4 lyy 28.100 in4 0.00 Thickness 0.280 in Sxx 8.500 in3 Zx 11.300 in3 Area 5.58 in2 Syy 8.500 in3 Zy 11.300 in3 Rxx 2.250 in 0.000 Ryy 2.250 in Section Type = Pipe 0 1 i Title : Job # Dsgnr: Date: 8:07AM, 9 MAR 06 Description Scope: Rev. Do - User: KW-0604325, Ver5.8.0, 1-Dec-2003 Steel Column Page 1 (c)1983-2003 ENERCALC Engineering Software 06-025.ecw:Calculations Description Entry TS Col General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section TS5X5X1/4 Fy 36.00 ksi X-X Sidesway : Restrained Duration Factor 1.330 Y-Y Sidesway : Restrained Column Height 23.500 ft Elastic Modulus 29,000.00 ksi End Fixity Pin -Pin X-X Unbraced 23.500 ft Kxx 1.000 Live & Short Term Loads Combined Y-Y Unbraced 23.500 ft Kyy 1.000 Loads Axial Dead Load 2.00 k Ecc. for X-X Axis Moments 0.000 in Live Load k Ecc. for Y-Y Axis Moments 0.000 in Short Term Load k Distributed lateral Loads... DL LL ST Start End Along Y-Y 0.200 k/ft --> 23.500 ft Along X-X k/ft --> ft """"a'y Column Design OK Section : TS5X5X1 /4, Height = 23.50ft, Axial Loads: DL = 2.00, LL = 0.00, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths: X-X = 23.50ft, Y-Y = 23.50ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 AISC Formula H1 - 2 AISC Formula H1 - 3 0.0630 0.0630 0.8207 XX Axis : Fa calc'd per Eq. E2-2, K*Llr > Cc YY Axis : Fa.calc'd uer Ea. E2-2. K*L/r > Cc Stresses Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa: Allowable 6.91 ksi 0.00 ksi 6.91 ksi 9,20 ksi fa : Actual 0.44 ksi 0.00 ksi 0.44 ksi 0.44 ksi Fb:xx : Allow [F1-6] 23.76 ksi 0.00 ksi 23.76 ksi 31.60 ksi Fb:xx : Allow [F1-7] & [F1-8] 23.76 ksi 0.00 ksi 23.76 ksi 31.60 ksi fb : xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 24.44 ksi Fb:yy : Allow [F1-6] 23.76 ksi 0.00 ksi 23.76 ksi 31.60 ksi Fb:yy : Allow [F1-7] & [F1-8] 23.76 ksi 0.00 ksi 23.76 ksi 31.60 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values F'ex : DL+LL 6,914 psi Cm:x DL+LL 0.60 Cb:x DL+LL 1.00 F'ey : DL+LL 6,914 psi Cm:y DL+LL 0.60 Cb:y DL+LL 1.00 F'ex : DL+LL+ST 9,196 psi Cm:x DL+LL+ST 1.00 Cb:x DL+LL+ST 1.00 F'ey : DL+LL+ST 9,196 psi Cm:y DL+LL+ST 0.60 Cb:y DL+LL+ST 1.00 Max X-X Axis Deflection -2.800 in at 11.750 ft Max Y-Y Axis Deflection 0.000 in at 0.000 ft Title: Job # Dsgnr: Date: 8:07AM, 9 MAR 06 Description User: KW-0604325, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Description Entry TS Col Scope : Steel Column Page 2 06-025.ecw: Calculations Section Properties TS5X5X1/4 Depth 5.000 in Weight 15.59 #/ft Values for LRFD Design.... Thickness 0.250 in Ixx 16.900 in4 J 27.400 in4 Width 5.000 in lyy 16.900 in4 0.00 Sxx 6.780 in3 Zx 8.070 in3 Area 4.59 in2 Syy 6.780 1n3 Zy 8.070 in3 Rt 2.500 in Rxx 1.920 in 0.000 Ryy 1.920 in Section Type = TS-Square O D o RESTAURANT & SPORTS BAR 1501 LBJ Freeway, Suite 450 Dallas, Texas 75234 972-484-9022 Phone 972-484-0686 Fax LETTER OF TRANSMITTAL TO: Ben McCarty City of College Station 1101 Texas Avenue College Station, TX 77840 GENTLEMEN: WE ARE SENDING: ENCLOSED ® VIA FED EX PRIORITY O/N ❑ SHOP DRAWINGS ❑ COPY OF LETTER ® PERMIT DOCUMENTS ❑ PRINTS ❑ CHANGE ORDER ❑ PURCHASE ORDER DATE: March 21, 2006 RE: Boston's Pizza Restaurant Store #5205 College Station, TX ❑ UNDER SEPARATE COVER VIA ❑ PLANS ❑ SAMPLES ❑ SPECIFICATIONS ❑ INVOICE COPIES DATE NO. DESCRIPTION 2 ea Full Size Plans for your use — 1 ea Project Manual 1 ea Building Permit Application 1 ea Health Department Application 1 ea Check # 004098 in the amount of $225.00 THESE ARE TRANSMITTED AS CHECKED BELOW: ❑ FOR APPROVAL ® FOR YOUR USE ❑ AS REQUESTED ❑ FOR REVIEW AND COMMENT ❑ FORBIDS DUE: REMARKS: COPIES TO File ❑ APPROVED AS SUBMnTED ❑ APPROVED AS NOTED ❑ RETURNED FOR CORRECTIONS ❑ RESUBMIT COPIES FOR APPROVAL ❑ SUBMIT COPIES FOR DISTRIBUTION ❑ RETURN CORRECTED PRINTS SIGNED: Cindy Setser Jacob Clary, Project Manager Construction & Real Estate Development 972-888-1465 S RESTAURANT & SPORTS BAR 1501 LBJ Freeway, Suite 450 Dallas, Texas 75234 972-484-9022 Phone 972-484-0686 Fax LETTER OF TRANSMITTAL TO: Ben McCarty City of College Station 1101 Texas Avenue College Station, TX 77840 GENTLEMEN: WE ARE SENDING: ENCLOSED ® VIA FED EX PRIORITY O/N ❑ SHOP DRAWINGS ❑ COPY OF LETTER ® PERMIT DOCUMENTS ❑ PRINTS ❑ CHANGE ORDER ❑ PURCHASE ORDER DATE: March 21, 2006 RE: Boston's Pizza Restaurant Store #5205 College Station, TX ❑ UNDER SEPARATE COVER VIA ❑ PLANS ❑ SAMPLES ❑ SPECIFICATIONS ❑ INVOICE COPIES DATE NO. DESCRIPTIO 2 ea Full Size Plans for your use 1 ea Pro e 1 ea Building Permit Application 1 ea Health Department Application 1 ea Check # 004098 in the amount of $225.00 THESE ARE TRANSMITTED AS CHECKED BELOW: ❑ FOR APPROVAL ❑ APPROVED AS SUBMITTED ❑ RESUBMIT COPIES FOR APPROVAL ® FOR YOUR USE ❑ APPROVED AS NOTED ❑ SUBMIT COPIES FOR DISTRIBUTION ❑ AS REQUESTED ❑ RETURNED FOR CORRECTIONS ❑ RETURN CORRECTED PRINTS ❑ FOR REVIEW AND COMMENT ❑ ❑ FORBIDS DUE: REMARKS: Please call if any further documentation is required. COPIES TO File SIGNED: Cindy Setser Jacob Clary, Project Manager Construction & Real Estate Development 972-888-1465 From: Origin ID: (972)888.1465 ��,,� ck* Setser e• Boston Ptma Restaurants, LP Suite LBJ Freeway Suite 450 Dallas, TX 75234 nE SHIPTO: (979)764-3570 BILL SENDER Ben McCarty City of College Station 1101 Texas Avenue College Station, TX 77840 Ship Date: 21MAR06 ActWgl: 3 LB System#: 92536311INET2400 Axo": S •'•"••" Delivery Address Bar Code PRIORITY OVERNIGHT WED Deliver By: TRK# 7903 6410 0710 020r1 22MAR06 IAH AA 77840 -Tx-us 43 CLLA III 1111 1 111111111 Please fold this document in half and place it in the waybill pouch affixed to your shipment so that the barcode portion of the label can be read and scanned. —WARNING: Use only the printed original label for shipping. Using a photocopy of this label for shipping purposes is fraudulent and could result in additional billing charges, along with the cancellation of your FedEx account number. 1. Fold the printed page along the horizontal line. 2. Place label in shipping label pouch and affix it to your shipment so that the barcode portion of the label can be read and scanned. Use of this system constitutes your agreement to the service conditions in the current FedEx Service 4uide, available on fadex.com. FedEx will not be responsible for any claim in excess of $100 per package, whether the result of loss, damage, delay, non -delivery, misdalivery, or misinformation, unless you declare a higher value, pay an additional charge, document your actual loss and file a timely claim. Limitations found in tha current FedEx Sarvice 4uide apply. Your right to recover from FedEx for any loss, including intrinsic value of the package, loss of sales, income interest, profit, attorney's fees, costs, and other forms of damage whether direct, incidental, consequential, or special is limited to the greater of $100 or the authorized declared value. Recovery cannot exceed actual documented loss. Maximum for items of extraordinary value Is$500, e.g. jewelry, precious metals, negotiable instruments and other items listed in our Service 4uide. Written claims must be filed within strict time limits, see current FedEx Service 4uide. FrID: (972)888.14f35 SeLa�er CkidyBoston 104— Phn Restaurants, LP 1501 LBJ Freeway Suite 450 [E] Dallas, TX 75234 M" SHIPTO: (919)704.3570 BILL SENDER Ben McCarty City of College Station 1101 Texas Avenue College Station, TX 77840 Shlp Date: 21MAR06 Ad gl!ll0 LB Sy�stetr�rlly: 925303111NET2400 AWiM1N1Or: S RHRHRM REF: 500-College Station Docs 111111111111111111111111111111111111111111 Delivery Address Bar Code PRIORITY OVERNIGHT WED Deliver By: TRK# 7903 6410 0753 F0ORM 201 22MAR06 IAH AA 77840 "'s 43 CLLA 1 1111 1 111111111111 1111111111111111111111 Please fold this document in half and place it in the waybill pouch affixed to your shipment so that the barcode portion of the label can be read and scanned. —WARNING: Use only the printed original label for shipping. Using a photocopy of this label for shipping purposes is fraudulent and could result in additional billing charges, along with the cancellation of your FedEx account number. 1. Fold the printed page along the horizontal line. 2. Place label in shipping label pouch and affix it to your shipment so that the barcode portion of the label can be read and scanned. Use of this system constitutes your agreement to the service conditions in the current FedEx Service Guide, available on fedex.com. FedEx will not be responsible for any claim in excess of $100 per padcage, whether the result of loss, damage, delay, non -delivery, misdelivery, or misinformation, unless you declare a higher value, pay an additional charge, document your actual loss and file a timely claim. Limitations found in the current FedEx Service Guide apply. Your right to recover from FedEx for any loss, including intrinsic value of the padcage, loss of sales, income interest. profit, attorney'sfees. costs, and other forms of damage whether direct, incidental, consequential, or special is limited to the greater of $100 or the authorized declared value. Recovery cannot exceed actual documented loss. Maximum for items of extraordinary value is$500. e.g. jewelry, precious metals, negotiable instruments and other items listed in our Service Guide. Written claims must be filed within strict time limits, see current FedEx Service Guide. Page 1 of 2 De S6A11 Terah Rios From: Daniel Lunsford [dlunsford@Gessnerengineering.com) Sent: Tuesday, March 14, 2006 9:52 AM To: Terah Rios Subject: RE: DLunsford031306/Bostons/College Station I know that the Parent Tract is unplatted. I will fax you a copy of what we have from the surveyor on legals. You might have to call the City of College Station and ask them how to fill that out. I know that on the Southwest Crossing project we did in College Station last year the City did not ask to see legal description of the two pad sites (also lease spaces) we're developing only now- but that may depend on how the site was platted. City of College Station Planning and Development contact info: http://www.cstx.gov/home/index.asp?page=354 Kling Engineering (surveyor of record): (979) 846-6212 From: Terah Rios [mailto:trios@camargocopeland.com] Sent: Tuesday, March 14, 2006 9:38 AM To: Daniel Lunsford Subject: RE: D Lu nsford03 1306/ Boston s/Col lege Station Thank you The application asks for a Lot, Block & Subdivision. Do you also have that information? Terah Rios CamargoCopeland Architects, LLP 14755 Preston Road, Suite 845 Dallas, Texas 75254 PH 972.934.7600 Ext 222 FX 972.934.7601 -----Original Message ----- From: Daniel Lunsford [mailto:dlunsford@Gessnerengineering.com] Sent: Tuesday, March 14, 2006 9:29 AM To: Terah Rios Subject: RE: D Lu nsford03 1306/ Boston s/Col lege Station Legal Description (Subject Lot) Boston Pizza Lease Tract University Town Center North America Pizza Solutions Richard Carter Survey, A-8 College Station, Brazos County, Texas 0.33 Ac. Legal Description (Parent Tract) University Town Center Sahara Reality Group, Ltd. Vol. 6078, Pg. 247 7.263 Ac. From: Terah Rios [mailto:trios@camargocopeland.com] Sent: Monday, March 13, 2006 4:17 PM To: Daniel Lunsford 3/ 17/2006 Page 2 of 2 Subject: Dl-unsford031306/13ostons/College Station Daniel, Can you send me the legal description for Bostons/College Station? I need this information for our permit application. Thank you, Terah Rios CamargoCopeland Architects, LLP 14755 Preston Road, Suite 845 Dallas, Texas 75254 PH 972.934.7600 Ext 222 FX 972.934.7601 3/ 17/2006 PLAN REVIEW 2000 International Codes PROJECT IS 0 STD h IS PLAN REVIEW NO. 06 " `a s`I JURISDICTION G O C nnS DATE P • di rG % 2. $ , 2 00 BUILDING DESCRIPTION l` c5+4L k, 7 - FIRE DISTRICT 0 YES NO �Z OCCUPANCY GROUP A ^ z CONSTRUCTION TYPE: V %J Documentation Submitted Sealed State by and Registered Design Registration Number Professional Site Plan Sheets thru tf� Date Specifications Sheets thru Date Soils Report Sheets thru Date Ie Structural Calculations Sheets thru du — Date Building Design Plans Sheets thru Date Ufe Safety Plans Sheets thru Date Building Design Plans (Structural) Pages thru Date Structural Calculations Pages thru Date Mechanical Plans Pages thru Date Plumbing Plans Pages thru Date Fuel Gas Plans Pages thru Date Electrical Plans Pages thru Date Fire Protection System Sheets thru Drawings Date Fire Protection System Sheets thru Calculations Energy Conservation Sheets thru Calculations Date 2000 Plan Review Forms Page 1 of 60 O X X N 2 m Eq CA PLAN REVIEW 2000 International Codes PROJECT PLAN REVIEW NO. PLAN REVIEW WORKSHEET HEIGHT AND AREA - CHAPTER 5 ALLOWABLE AREA A - 2 Occupancy groups if mixed occupancy (separated and nonseparated) Main use Minimum Construction type MIXED OCCUPANCY - NONSEPARATED USES (302.3.2) The required type of construction for the building shall be determined by applying the height and area limitations for each of the applicable occupancies to the entire building. The most restrictive type of construction, so determined, shall apply to the entire building. MIXED OCCUPANCY - SEPARATED USES (302.3.3) For each story, the area of the occupancy shall be such that the sum of the ratios of the actual floor area of each use divided by the allowable floor area for each use shall not exceed 1. Actual Area of Occupancy" A" Actual Area of Occupancy" B" Allowable Area of Occupancy" A" + Allowable Area of Occupancy" B" 5 1 Story No. Description and Use (A) Building Area Per Story On Plans (B) Table 503 Area (C) Area for Open Space Increase' f BM, x It 100 (D) Area for Sprinkler Increase 2 u x I. 100 (E) Allowable Area (B) + (C) = (D) or Unlimited 3 (F) Maximum Building Area 4 vPei, waui afaa invuaw3 from Jecilon auo.L are compUiea InUS: a. Perimeter which fronts a public way or open space having 20 feet open minimum width = (F) b. Total Building Perimeter = (P) c. Ratio (F/P) _ (F/P) d. W = Minimum width of public way. _ (W) e. Percent of frontage increase If = 100 (F/P - .25) x W/30 = M 2The sprinkler increase per Section 506.3 is as follows: a. multistory building I, = 200 percent b. single story building I, = 300 percent 3Unlimited area applicable under conditions of sections Group B, F. M, S, A-4 (507.1, 507.2, 507.3, 507.5); Group E (507.7); Group A motion picture (507.8); Malls (402.6); and H-2 aircraft paint hangers (507.6). `Maximum Building Area (F) = total number of stories in the building x E but not greater than 3 x E. 5The maximum area of paridng garages must comply with 406.3.5. The maximum area of air traffic control towers must comply with 412.1.2. A A z m ca ur 2000 Plan Review Forms Page 2 of 60 g6 q? 0 PLAN REVIEW 2000 International Codes �( PROJECT PLAN REVIEW NO. PLAN REVIEW WORKSHEET HEIGHT AND AREA - CHAPTER 5 (continued) ALLOWABLE HEIGHT ALLOWABLE (Table 503) INCREASE FOR SPRINKLERS' SHOWN ON PLANS O.K., COMMENT Type of Construction Type V ` 6 Type V _ 0/1( Building Height in Feet'- 2.4.9.10.12 Feet 40 Feet = H + 20' = I Feet -�- * '— 3 " D t, Building Height in Stories'•' Stories I Stories + 1 = Stories I o l< 'See definition "Height, Building" (Section 502) 2See Height Modifications, (Section 504 and 508) 3See definition "Story' (Section 502) 'Automatic Sprinkler Increase (Section 504.2) °Mezzanine Exception (Section 505.1) °Basements Exception (Section 503.1.1) 'Penthouse story exception (Section 1509.2) °For mixed occupancies (nonseparated uses), compare the allowable height in stories for the main occupancy to the actual building height in stories, than check for all other occupancies to ascertain that no occupancy is located at a story height greater than allowed by Table 503 for that occupancy. (Section 302.3.2) °Hazardous H-2, and H-3 story limitations (Section 415.5) 10Special industrial occupancies (Section 503.1.2) "Unlimited height for B, M, R occupancies (Section 508.4) 12Residential R-2 height increase (Section 508.6, 508.7) "Group S-2 enclosed parking garages (Section 508.2) and parking garages (Section 406.3.5, 406.4.1) PLAN CHECK NOTES AND COMPUTATIONS: 2000 Plan Review Forms Page 3 Of 60 PROJECT PLAN REVIEW 2000 International Codes PLAN REVIEW NO. PLAN REVIEW WORKSHEET CONSTRUCTION TYPE: V FIRE PROTECTION REQUIREMENTS TABLE 601 Fire -Resistance Rating Requirements for Building Elements (hours) BUILDING ELEMENT RATING RATING O.K., REQUIRED d PROVIDED COMMENT or NIA Structural frame a. Including A. columns, girders, trusses Bearing walls Exterior f b Interior b C9 Nonbearing walls and partitions Exterior See Table 602 Interior 9 See Section 602 Floor construction Including supporting beams and joists Roof construction Including supporting beams k and joists a. i na srrucrurai name snau oe considered Woe me columns ano me giraers, Deems, trusses aria spanareis naving direct connections to the columns and bracing members designed to carry gravity loads. The members of floor or roof panels which have no connection to the columns shall be considered secondary members and not a part of the structural frame. b. Roof supports: Fire -resistance ratings of structural frame and bearing walls are permitted to be reduced by 1 hour where supporting a roof only (Type 1A and 1B). c. 1. Except in Factory -Industrial (F-1). Hazardous (H), Mercantile (M) and Moderate -Hazard Storage (S-1) occupancies, fire protection of structural members shall not be required, including protection of roof framing and decking where every part of the roof construction is 20 feet or more above any floor immediately below. Fire -retardant -treated wood members shall be allowed to be used for such unprotected members. 2. In all occupancies, heavy timber shall be allowed where a 1-hour or less fire -resistance rating is required. 3. In Type I and Type II construction, fire -retardant -treated wood shall be allowed in buildings not over two stories including girders and trusses as part of the roof construction. d. An approved automatic sprinkler system in accordance with Section 903.3.1.1 shall be allowed to be substituted for 1-hour fire -resistance -rated construction, provided such system is not otherwise required by other provisions of the code or used for an allowable area increase in accordance with Section 506.3 or an allowable height increase in accordance with Section 504.2. The 1-hour substitution for the fire resistance of exterior walls shall not be permitted (Type IIA, IIIA, and VA). e. For interior nonbeadng partitions in Type IV construction, also see Section 602.4.6. f. Not less than the fire -resistance rating based on fire separation distance (see Table 602). CONSTRUCTION TYPE V � GROUP TYPE Table 602 Fire -Resistance Rating Requirements for Exterior Walls Based on Fire Separation Distances FIRE SEPARATION DISTANCE (feet) WALL RATING REQUIRED'.d WALL RATING PROVIDED O.K., COMMENT or NIA < 50 .5 < 10 • 10 < 30 • 30 Loaa-Deanng extenor wars span also comply with the tire -resistance rating requirements or Table 601. Group R-3 and Group U when used as accessory to Group R-3, as applicable in Section 101.2 shall not be required to have a fire -resistance rating where fire separation distance is 3 feet for party walls. See Section 503.2 for party walls. See Appendix D for Fire District. 2000 Plan Review Forms Page 4 of 60 PROJECT PLAN REVIEW 2000 International Codes PLAN REVIEW NO. PLAN REVIEW WORKSHEET FIRE PROTECTION REQUIREMENTS TABLE 704.8 EXTERIOR WALL OPENINGS FIRE SEPARATION DISTANCE (ft) UNPROTECTED OPENING AREA PROTECTED OPENING AREA UNITY CHECK (1) O.K., COMMENT or N/A Allowable (au) Actual (A.) Allowable (a) Actual (A) 0 to 3'." Not Permitted 9 Not Permitted �L Greater than 3 to 5 b, f Not Permitted b, g 15% Greater than 5 to 10 b, d. r 10%9 25% Greater than 10 to 15 b, c, d, r 15%9 45% Greater than 15 to 20 a f 25%9 75% Greater than 20 to 25 c, f 45%9 No Limit Greater than 25 to 30 c" 70%9 No Umit Greater than 30 No Limit No Limit a. Values given are percentage of the area of the exterior wall. b. For occupancies in Group R-3, as applicable in Section 101.2, the maximum percentage of unprotected and protected exterior wall openings shall be 25 percent. c. The area of openings in an open parting structure with a fire separation distance of greater than 10 feet shall not be limited. d. For occupancies in Group H-2 or H-3, unprotected openings shall not be permitted for openings with a fire separation distance of 15 feet or less. e. For requirements for fire walls for buildings with differing roof heights, see Section 705.6.1. f. The area of unprotected and protected openings is not limited for occupancies in Group R-3, as applicable in Section 101.2, with a fire separation distance greater than 5 feet. g. Buildings whose exterior bearing wall, exterior nonbearing wall and exterior structural frame are not required to be fire -resistance rated shall be permitted to have unlimited unprotected openings. h. Includes accessory buildings to Group R-3 as applicable in Section 101.2. 1. Allowable area of opening A+ A. 5 1.0 (Equation 7-2) a a where: A = Actual area of protected openings, or the equivalent area of protected openings Ae (See Section 704.7). a = Allowable area of protected openings. Au = Actual area of unprotected openings. au = Allowable area of unprotected openings. ;71 2000 Plan Review Forms Page 5 of 60 PLAN REVIEW REPORT 2000 International Codes PROJECT PLAN REVIEW NO PLAN REVIEW WORKSHEET FIRE PROTECTION REQUIREMENTS TABLE 714.2 OPENING PROTECTIVE FIRE -PROTECTION RATINGS REQUIRED MINIMUM TYPE OF ASSEMBLY ASSEMBLY RATING (hours) ASSEMBLY RATING PROVIDED OPENING PROTECTION ASSEMBLY OPENING RATING PROVIDED O.K., COMMENT or (hours) Fire walls and fire barriers having a 4 3 required fire -resistance rating greater than 1 hour 3 3b 2 1 1/2 1 1/2 1 1/2 Fire barriers of 1-hour fire -resistance - rated construction: Shaft and exit enclosure walls 1 1 1 3/4 Other fire barriers Fire partitions: Exit access corridor enclosure wall 1 0.33a Other fire partitions 1 3/4 Exterior wails 3 3/4 2 1 112 1 3/4 a. For testing requirements, see Section 714.2.3. b. Two doors, each with a fire -protection rating of 1.5 hours, installed on opposite sides of the same opening in a fire wall, shall be deemed equivalent in fire - protection rating to one 3-hour fire door. EXTERIOR FIRE WINDOW ASSEMBLIES (Section 714.3.7) WALL RATING (Hr.) REQUIRED OPENING RATING (Hr.) ACTUAL OPENING RATING (Hr.) O.K., COMMENT or >1 a. b 1 1/2 1 CC 3/4 note d 3/4 a. Located in wall required by Table 602 to have a fire -resistance rating. b. Required by 704.12 to be protected. c. Required by 704.8 to be protected. d. Required by 704.8, 704.9, and 704.10 to be protected. 0l 2000 Plan Review Forms Page 6 of 60 PROJECT PLAN REVIEW 2000 International Codes PLAN REVIEW NO PLAN REVIEW WORKSHEET EXIT REQUIREMENTS EXIT WIDTH USE GROUP OR SPACE DESCRIPTION (a) (b) (c) EXIT WIDTH (in)2.3,4.5.6 AREA' sq. ft. AREA' PER OCCUPANT (TABLE 1003.2.2.2) EGRESS WIDTH PER OCCUPANT (TABLE 1003.2.3) REQUIRED WIDTH (SECTION 1003.2.3) (a + b) x c ACTUAL WIDTH SHOWN ON PLANS STAIR LEVEL STAIR LEVEL STAIR LEVEL Dee i aoie iws.c.c.t to aeiermme wnemer net or gross area is appiicao,e. See definition 'Area, Gross" and "Area, Net" (Section 1002) 2 Minimum stairway width (Section 1003.3.3); minimum corridor width (Section 1004.3.2.2), minimum door width (Section 1003.3.1) 3 Minimum width of exit passageway (Section 1005.3.3) ° See Section 1003.2.2.7 for converging exits. 5 The loss of one means of egress shall not reduce the available capacity to less than 50 percent of the total required (Section 1003.2.3). 5 Assembly occupancies (Section 1008) NUMBER AND ARRANGEMENT OF EXITS FLOOR, ROOM OR SPACE DESCRIPTION MINIMUM2 NUMBER OF EXITS TRAVEL DISTANCE ARRANGEMENT MEANS OF EGRESS"' (SECTION 1004.1) REQUIRED (SECTION 1005.2.1) SHOWN ON PLANS ALLOWABLE TRAVEL DISTANCE (TABLE 1004.2.4) ACTUAL TRAVEL DISTANCE SHOWN ON PLANS REQUIRED DISTANCE BETWEEN EXIT DOORS ACTUAL DISTANCE SHOWN ON PLANS 1 Corridor dead ends (Section 1004.3.2.3). 2 Single exits (Table 1005.2.2). 3 Common path of travel (Section 1004.2.5). 2000 Plan Review Forms Page 7 of 60 PROJECT PLAN REVIEW NO GENERAL REQUIREMENTS 2000 Intentional Building Code CODE SECTION ITEM O.K., COMMENT OR NIA 503 Building Height & Area 104.11 Aftemate Materials & Altemate Methods of Construction �/� 106 Construction Documents D (4 106.2 Site Plan Ale o/ �/1a y,� 1, c Ch. 34 Existing Building Al 14 3406.1 Historic Building App. D FIRE DISTRICT REQUIREMENTS D102.1 Types of Construction Permitted D102.2.2 Group H Prohibited D102.2.4 Roof Coverings D102.2.5 Structural Fire Rating D102.2.6 Type 11 Buildings Exterior Walls D103 Changes to Buildings D105 Fire District Exceptions 3103 Temporary Structures 312.1 Greenhouses App. C Agricultural Buildings 3104 Pedestrian Walkways 404 ATRIUMS v A 404.2 Uses of Atrium Floor 404.3 Automatic Sprinklers 404.4 Smoke Control (See 909) 404.5 Enclosures 404.6 Smoke Detectors (See 907.2.13) 404.7 Standby Power 907.1.13 Smoke Detection 909 Test of Smoke Control Systems 404.8 Interior Finish CODE SECTION ITEM O.K. COMMENT OR WA 404.9 Maximum Travel Distance 405 Underground Buildings 905.3.6 Standpipes Required fo Underground Buildings 412.4 Aircraft Paint Hangers 413.1 High Piled Storage - IFC 413.2 Attic or Underfloor Storage 416 Application of Flammable Finish 417 Drying Rooms 418 Organic Coatings 3102 Membrane Structures 505.2 Mezzanine - Maximum Area 505.4 Mezzanine - Openness 601 Building Construction Classification 602 & 603 Partition Required by Type of Construction 602.1.1 Mixed Types of Construction 704 Exterior Walls 705 Fire Walls 710 Horizontal Assemblies 712 Joints in Fire Resistant Systems 713.6 & 710.3.2 Exceptions to Fire Resistance 706, 708, & 709 Fire Barriers, Fire Partitions, and Smoke Barriers 706.3, 708.3 Fire Resistance - Fire Barriers and Fire Partitions 708.1 Fire Partitions - Dwelling Unit and Corridor Wall 704.9 Openings above another 2000 Plan Review Forms Page 8 of 60 G) m z m m c M m 9 m Till PROJECT PLAN REVIEW NO GENERAL REQUIREMENTS 2000 Intentional Building Code CODE SECTION ITEM O.K., COMMENT OR N/A T714.2 Opening Protection for Interior Walls 714 Fire Windows/Doors & Shutters 707 Shaft Enclosure 707.4 Shaft Enclosure Construction 707.3 Shaft Wall Construction Type 707.11 707.12 Enclosures at Bottom & Top 707.13 Refuse & Laundry Chutes 716 Fireblocking & Draftstopping 711 Penetrations 716.5(4) Utilities in Fire Rated Assemblies in Type I & II 603 Combustible Materials in Type I and Type II Construction 803.4 Interior Finish Requirements 803.5 Carpet on Walls & Ceilings 803.6 Expanded Vinyl Wall Coverings 804.4 Floor Finish Type I or II Construction 903.3.1 Sprinkler Systems 903.3.5 Water Supplies for Sprinkler Systems Q �( 907 Fire Alarm & Detection Systems 1003.2.3.1 Maximum Door Encroachment 1003.2.4 Minimum Ceiling Height in Means of Egress D r/ l` 1003.2.5.1 Objects Protruding from Ceiling 1003.2.7 Elevation of Less than 12 inches Ramped in Means of Egress 1003.2.8 Means of Egress - Continuous and Width not Reduced 1003.3.1.5 Landings at Doors 1 1003.3.3.E Maximum Distance Between Landings CODE SECTION ITEM O.K., COMMENT OR N/A 1004.2.3 Egress Through Intervening Spaces 1004.3.2.4 Exit Access Corridor Not Used as Plenum 1005.1 Exits Not Used for Other Purposes 1005.2.3 Exits Continuous to Exit Discharge 1005.3.4.1 Opening Limited to the Purposes of Exiting 1006.1 Exit Discharge Outside at Grade O ( L 1301 Documentation That the Building Meets the IECC ��- 1406.2.2, 1406.3 Architectural Trim, Balconies, Bay Windows M/4 T! 1507 Roof Coverings 1504 Performance of Roof Coverings 1505 Roof Covering Classification 1503.4.1 Gutters & Leaders 1509.2.1 Penthouse & Roof Structures {� 1509.2.1(5) Donner Windows 1509.3 Tanks 1509.4 Cooling Towers 1509.5 Miscellaneous Roof Structures 2306.3 Wood Diaphragms U(C 2404 Wind, Snow, and Dead Loads on Glass 2405 Sloped Glazing & Skylights 2406.1 Safety Glazing Ala 2406.2 Hazardous Locations kb)7�=— 2606 Light Transmitting Plastics A1114 2607 Light Transmitting Plastics - Wall Panel 2608 Light Transmitting Plastics - Glazing 2000 Plan Review Forms Page 9 of 60 Q A z m F X m A c M 3 m z N PROJECT PLAN REVIEW NO GENERAL REQUIREMENTS 2000 Intentional Building Code CODE SECTION ITEM O.K., COMMENT OR WA 2609 Light Transmitting Plastics - Roof Panels 'r 2610 Light Transmitting Plastics - Skylights 3105 Canopies on Exterior Walls 2603 Foam Plastic (See Also 805.3) 718 Thermal- and Sound- Insulating Materials 2111 Masonry Fireplaces 2111.16 Fresh Air Intakes for Fireplaces 2113 Masonry Chimneys 1405 VENEERED WALLS 1405.1 General Requirements 1405.5 Anchored Masonry Veneer L19f6 1405.10 Metal Veneers and Siding A/ 1405.11 Glass Veneer 0K 1405.4 Wood Siding 1405.14 Stucco p y- 1405.13 Vinyl Siding `11 1202 Ventilation 0 1203 Heat Required O K 1204 Light d(� 1205 Yard and Court Requirements Q K 1206 Sound Transmission o K 1207 Minimum Room Sizes & 1208 Attic and Crawl Space Access i9 2902 Plumbing Facilities h I CHAP. 30 Elevator Requirements VIA 2406 Glazing (9 ��- 1507 Installation of Roof Coverings (� 2000 Plan Review Forms Page 10 of 60 PROJECT PLAN REVIEW NO GENERAL REQUIREMENTS 2000 Intentional Building Code ACCESSIBILITY FOR PEOPLE WITH PHYSICAL DISABILITIES CHAPTER 11, ANSI A117.1 CODE SECTION ITEM O.K., COMMENT OR NIA Chapter 11 - IBC 1101 Where Applicable 1103.2 General Exceptions to Accessibility 1104 Accessible Routes Q K 1105 Accessible Entrances O 1106 Parking and Passenger Loading Facilities ©. V F-- 1107 Special Occupancies V 1108 Other Features and Facilities PIA 1109 Signs G K 1003.2.13 Accessible Means of Egress 1003.2.13.1.1 Elevator required • 4 Stories ��PT 1003.2.13.2 Minimum enclosed stair width 48" 1003.2.13.3 Elevator standby power & access 1003.2.13.5 Areas of Refuge 1003.2.13.5.1 Size of area of refuge 1003.2.13.5.3 Two way communication 1003.2.13.5.5 Identification 1003.2.13.7 Exterior Area for Rescue Assistance 907.9 Alarm Systems A/9 3408 Existing Buildings N//4 ANSI A117.1 101 Accessible Sites and Facilities d �C 302 Ground & Floor Surfaces 303 Changes in Level 19 304 Turning Spaces CODE SECTION ITEM O.K., COMMENT OR NIA 307 Protruding Objects 0 K 309 Controls & Operating Mechanisms 402 Accessible Route 403 Walking Surfaces 404 Doors 405 Ramps 406 Curb Ramps 407 Elevators 408 Wheel Chair and Platform Lifts 502 & 503 Parking & Passenger Loading Zones p u 504 Stairs ( 1 A 505 Handrails 506 Windows 602 Drinking Fountains & Water Coolers ©(� 603.3 Mirrors 61� 604 Water Closets 604.8 Toilet Stalls 605 Urinals 606 Lavatories and Sinks 607 Bathtubs 608 Shower Stalls 609 Handrails, & Grab Bars 610 Tub & Shower Seats 702 Alarms (Audible and Visual Required) ! / 703 Signage () 704 Telephones 2000 Plan Review Forms Page 11 of 60 r-r5-t- 0 m z m m m A c X m 3 m z m PROJECT PLAN REVIEW NO GENERAL REQUIREMENTS 2000 Intentional Building Code CODE ITEM O.K., SECTION COMMENT OR WA 705 Tactile Warnings L A 802 Assembly Areas 902 Seating, Work Surfaces & Service D �C Counters 1001, 1002, Dwelling Units 1003 2000 Plan Review Forms Page 12 of 60 PROJECT PLAN REVIEW NO STRUCTURAL DESIGN 2000 International Building Code DESIGN LOADS* CHAPTER 16 CODE SECTION ITEM O.K., COMMENT OR NIA 1603.1 Construction Documents 1604.2, 1604.3 Strength and Serviceability T1604.3 Deflection Limits 1605 Load Combinations 1606 DEAD LOADS 1606.1 Actual Weight of Material 1606.2 Weight of Fixed Service Equipment 1607 LIVE LOADS T1607.1, 1607.3 Uniform Floor Live Loads 1607.4 Concentrated Floor Live Loads 1607.5 Provision for Partitions 1607.7 Handrails and Guards 1607.8 Impact Loads 1607.9 Reductions of Uniform Live Load. 1607.10 Distribution of floor live Loads 1607.11 Roof Live Loads 1607.11.1 Distribution of Roof Live Loads 1607.11.2.3 Landscaped Roofs 1607.11.2.4 Awning and Canopies 1607.13 Interior Walls Lateral Loads 1608 SNOW LOADS 1608.2 Ground Snow Load pq 1608.3 Flat Roof Snow Load pf 1608.4 Sloped Roof Snow Load p, 1608.5 Partial Loading 1608.6 Unbalanced Snow Loads 1608.7 Drifts on Lower Roofs CODE SECTION ITEM O.K., COMMENT OR NIA 1608.8 Roof Projections 1608.9 Sliding Snow 1609 WIND LOADS 1706 Quality Assurance Plan 1609.1.1 Determination of Wind Loads 1609.1.2 Minimum Wind Loads 1609.1.3 Anchorage against Wind Loads 1609.1.4 Protection of Openings 1609.3 Basic Wind Speed (Figure 1609) 1609.4 Exposure Category 1609.5 Importance Factor (Table 1604.5) 1609.7 Roof Systems 1609.6 SIMPLIFIED WIND LOADS FOR LOW-RISE 1609.2 Simple Diaphragm Bldg. (Definition) 1609.6.2 Wind Pressures 1609.6.4 Main Wind Force Resisting System 1609.6.5 Components and Claddings 1609.1.1 WIND LOADS DETERMINED OTHER THAN IBC 1609.1.1 Wind Provisions of ASCE 7 1609.1.1 SBCCI SSTD 10 1609.1.1 AFBPA WFCM 1609.1.1 NAAMM 1001 (Flagpoles) 1614 EARTHQUAKE LOADS 1705 Quality Assurance Plan 1603.1.5 Required Earthquake Load Design Data on Plans 1615.1.3 Sfu (Spectral Response Acceleration) 1615.1.3 Sp, (Spectral Response Acceleration) 2000PIan Review Forms Page 13 Of 60 �u. c v m LA 0 Z PROJECT PLAN REVIEW NO STRUCTURAL DESIGN 2000 International Building Code 1616.2 Seismic Importance Factor and Use Group 1616.3 Determination of Seismic Design Category 1615.1.1 Site Class Definitions T1617.16 Seismic -Force- Resisting Systems (1617.6) 1617.4, 1617.5 & 1618 Analysis Procedure 1610 Solis Pressure 1611 Rain Loads 1612 Flood Loads "Engineering Calculations are reviewed only for conformation to minimum design loads and allowable materials. 200013Ian Review Forms Page 14 of 60 PROJECT PLAN REVIEW NO STRUCTURAL DESIGN 2000 International Building Code DESIGN LOADS Load Location Required Shown Uniform Floor Uve Load 1607.3 psf psf Concentrated Floor Live Loads 1607.4 Ibs Ibs Live Load of Partitions 1607.5 psf psf Handrails and Guards 1607.7 Guards and Handrails 1607.7.1 1607.1.1.1 200 Ibs 50 pif Int. rails & component 1607.7.1.2 50 Ibs./1 sq. ft. area Vehicle Barriers 1607.7.3 6,000lbs at 18 in. Impact Loads 1607.8 Bev. Crane, & Mech. Supports, Hangers for Floors Interior Wall Lateral Loads 1607.13 5 psf psf Uniform Roof Live Load 1607.11 psf psf Snow Loads 1608 psf psf Ground Snow Load pa 1608.2, Figure 1608.2 po psf psf Load Location Required Shown Flat roof snow load p, 1608.3 p, psf psf Sloped roof snow load p. 1608.4 ps psf psf Exposure Factor C. 1608.3.1, Table 1608.3.1 C. Thermal Factor C, 1608.3.2, Table 1608.3.2 C, Snow Load Importance Factor I. 1608.3.3, Table 1604.5 Soil Pressure 1610 Basement Walls & Floors Deflections Table 1604.3 Rain Loads 1611 R psf psf 2000PIan Review Forms Page 15 of 60 PROJECT PLAN REVIEW NO STRUCTURAL DESIGN 2000 International Building Code SIMPLIFIED WIND LOADS 1609.6 REQ'D SHOWN Wind Speed (Figure 1609) Importance Factor (Table 1604.5) Exposure Category(A,B,C,D) 1609.4 Mean Roof Height • 60 ft, Adjustment for Height and Exposure 1609.6.2.1.1(4) Protection of Openings in Windbome Debris Region 1609.1.4 Openings • 39 Large Missile Test Openings > 30' Small Missile Test G OK G OK Does the Building Qualify as a simple diaphragm building 1609.2 Edge Strip a & End Zone 2a, 1609.6.3 MWFRS Loads for Simple Diaphragm Buildings Table 1609.6.2.1(1)' End Zones Horizontal Loads Vertical Loads Interior Zones Horizontal Loads Vertical Loads Maximum Horizontal Wail Loads Wall Roof Windward Roof Leeward Roof Windward Overhang Wall Roof Windward Roof Windward Overhang 1 E 4E 1 4 �ssss 200013Ian Review Forms Page 16 of 60 C m m Z PROJECT PLAN REVIEW NO STRUCTURAL DESIGN 2000 International Building Code Roof Overhang Component and Cladding Pressures Table 1609.2.2.1(3) Location Effective Wind Area Required Shown 2 3 J C m m w z 2000Plan Review Forms Page 17 of 60 PROJECT PLAN REVIEW NO STRUCTURAL DESIGN 2000 International Building Code SEISMIC REQUIREMENTS SECTION 1614 REQUIREMENT DATA OK, COMMENT or NA SEISMIC DESIGN DATA Short Period Spectral Response Acceleration, Section 1615.1 S. _ 1-second Period Spectral Response Acceleration, Section 1615.1 S, = Site Class Definition (A, B, C, D, E. F), Section 1615.1.1 Site Class = F; FV SMs= SM,= Design Spectral Response Acceleration Short Periods, Section 1615.1.3 SDS= Design Spectral Response Acceleration at 1-second Periods, Section 1615.1.3 Sp,= Seismic Use Group (Group I, 11, III), Section 1616.2 Group = The Seismic Design Category, Table 1616.3(1) Category = Seismic Categories B, C, D, E, & F Designate any plan structural irregularities, Table 1616.5.1 Designate any vertical structural irregularities, Table 1616.5.2 SEISMIC DESIGN PROCEDURE USED All Categories check if used Dynamic Analysis Procedure, Section 1618 N/A Seismic Category A Minimum lateral force F., Section 1616.4.1 V = Connections designed for Fp , Section 1616.4.2 YES, NO Group I Buildings per 1616.6.1 Seismic Base Shear, Section 1617.5 V = Design Drift 0.01 x h, Section 1617.5.3 Umit = Actual Drift = Seismic Categories B, & C Seismic Base Shear, Section 1617.4 V = Allowable Story Drift, Table 1617.3 Limit = Actual Drift = Connections Designed for Fp Section 1620.1.4 YES, NO Seismic Category D, E, or F Analysis Procedure Used, Table 1616.3 ANCHORAGE OF NONSTRUCTURAL COMPONENTS Architectural Components Section 1621 Seismic anchorage Provided Exterior nonstructural wail panels, Section 1621.2.3 Suspended ceilings, Section 1621.2.5 Partitions, Section 1621.2.7 Mechanical & Electrical Equipment Seismic anchorage Provided HVAC Ductwork, Section 1621.3.9 Piping systems, Section 1621.3.10 Fire -protection sprinkler systems, Section 1621.3.10.1 Mechanical equipment, Section 1621.3.12.1 200012Ian Review Forms Page 18 of 60 W C c� c v m m G) z PROJECT PLAN REVIEW NO FOUNDATIONS 2000 International Building Code CHAPTER 18 CODE SECTION ITEM O.K., COMMENT OR N/A 1805 Footing Materials and Depth 1804 Bearing Capacity of Soil 1802.6 Soil Report and Recommendation 1805.3 Footings on or Adjacent to Slopes 1802.2.1 Questionable Soils 1802.2.3 Ground Water Table 1802.3.2, 1805.8 Expansive Soils 1804.3 Lateral Sliding Resistance 1805.4 Footing Design to Equalize Dead Load Soil Pressures 1805.4.2 Footings Light Frame Construction 1805.4.2.1 Concrete Footings F,- 2500 1805.5.1 Foundation Wall Thicknesses 1805.4.5 Timber Footings 1805.4.6 Wood Foundation System 1807 Pier and Pile Foundations G NIA 1807.2.1 Foundation Investigation 1807.2.9 Lateral Support 1807.2.4 Stability 1807.2.6 Spacing 1807.2.3 Pile Caps 1807.2.22 Special Inspection 1807.2.18 Use of Existing Piers or Piles 1807.2.8 Allowable Pier and Pile Loads 1807.2.8.2 Driving Formula Criteria 1807.2.8.3 Load Tests 1807.2.10 Use of Higher Allowable Stress 1807.2.9.3 Allowable Lateral Loads CODE SECTION ITEM O.K., COMMENT OR N/A 1807.2.8.5 Uplift Capacity 1807.2.8.6 Bearing Capacity 1807.2.23 Seismic Design 1808.3 Structural Steel Piles 1809.6 Concrete Filled Steel Pipe and Tube Piles 1809 Cast in Place Concrete Piles 1808.2 Precast Concrete Piles 1808.1 Timber Piles 1810 Composite Piles 1809.7 Caisson Piles 1806 Dampproofing and Waterproofing 1811 Pier Foundations 2000 Plan Review Forms Page 19 of 60 m O C Z v z ca PROJECT PLAN REVIEW NO CONSTRUCTION MATERIALS 2000 International Building Code CHAPTERS 19, 20, 21, 22 & 23 CODE SECTION ITEM O.K, COMMENT OR N/A Chapter 19 CONCRETE 1901.2 Design Standards 1903 Specifications for Tests and Materials 1904.4 Corrosion Protection of Reinforcement 1905.6 Evaluation of Concrete 1904 Durability Requirements Table 1907.7.1 Minimum Cover for Reinforcement 1911.1 Slab on Ground 1909 Structural Plain Concrete 1910 Seismic Design Provisions Chapter 20 ALUMINUM Ch.20 Aluminum Chapter 21 MASONRY 2101.2 Design Standards 2101.3 Construction Documents 2304.12 Support on Wood 2103 Materials 2109.2 Lateral Stability 2109.3 Compressive Stress 2109.4 Lateral Support 2109.5 Thickness of Masonry 2109.6 Bond 2109.7 Anchorage 2104.1.8, 1405.3.2 Details of Weepholes 2104.2 Corbeling 2110 Glass Block 2113 Masonry Chimneys 2111 Masonry Fireplaces 2106 Seismic Design CODE SECTION ITEM O.K, COMMENT OR N/A 2109.8 Adobe Construction Chapter 22 STEEL 2204.1 Design Standards (Structural Steel) 2205 Design Standards (Cold -Formed) 2206 Open Web Steel Joists 2207 Design Standards (Steel Cable) 2208 Design Standards (Welds) 2209 Bolts 2211 Wind and Seismic Requirements for Light Framed Cold -Formed Steel Walls 2211-2213 Seismic Requirements Chapter 23 WOOD 2301.1 Scope 2303.4.1 Truss Design Drawings 2304.2 Required Sizes 2303 Material Standards 2303.1.1 Minimum Lumber Grade 2303.2 Fire -Retardant -Treated Wood 2304 Construction Practices 2304.11 Termite and Decay Protection 2304.9 Connections and Fasteners 2308 Conventional Light Frame 2308.9.3 Wall Bracing 2308.8 Floor Joists 2308.9 Wall Framing 2308.10 Roof & Ceiling Framing 2109.7.3 Floor and Roof Anchorage 1208.2 Access to Attic Space 1202.2 Ventilation of Attic Space 2306.3.2 Wood Structural Panel Diaphragms 2000 Plan Review Forms Page 20 Of 60 n O Z c n O Z 3 M X s N PROJECT PLAN REVIEW NO CONSTRUCTION MATERIALS 2000 International Building Code CODE ITEM O.K, SECTION COMMENT OR NIA 2306.4 Shear Walls 2308.11 1 Seismic Provisions —A review of the plans for compliance with these code sections consists only of verifying that the material specifications or the design specifications used in the engineer's calculations are referenced in the plans or project specifications. 2000 Plan Review Forms Page 21 of 60 PROJECT PLAN REVIEW NO UTILITY AND MISCELLANEOUS OCCUPANCY REQUIREMENTS 2000 International Building Code CODE SECTION ITEM O.K., COMMENT OR N/A 312 Occupancy Classification 302 Use and Occupancy Separation 406.1 Private Garages and Carports - Classification 406.1.2 Private Garages and Carports - Area Increase 406.1.3 Carport Openness Table 803.4 Interior Finish 1003.3.1.2 Door Swing 1103.2.5 Accessibility Required Table 1604.3 Deflection Limits 1607.11.2.1 Greenhouse Roof Live Load 1610.2 Retaining Wall -Lateral Soil Load 1622 Nonbuitding Structures Seismic Design Required 1802 Foundation and Soils Investigation 1805.3 Footings on or Adjacent to Slopes 1911 Minimum Slab Provisions 2107.2.2 Masonry Column for Light Structures 2304.11.7 Wood -Retaining Wall and Cribs 2405 Sloped Glazing and Skylights 2406.2(7) Glazing in Walls and Fences - Swimming Pools 2606.11 light -Transmitting Plastic - Greenhouses 2607.4 Exception 3 Light -Transmitting Plastic Wall Panels - Greenhouses 2609.4 Light -Transmitting Plastic Roof Panels - Area Limitation 3102 Membrane Structures 3108 Radio and Television Towers CODE SECTION ITEM O.K., COMMENT OR N/A Appendix C - Agricultural Buildings C102.1/ Table C102.1 Allowable of Height and Area C102.2 One -Story (Unlimited Area) C102.3 Two -Story (Unlimited Area) C103 Mixed Uses C104 Exits Appendix D - Fire Districts D105 Exceptions to Restrictions in Fire District Appendix I - Patio Covers 1103 Exterior Openings 11 44 Structural Provisions 2000 Plan Review Forms Page 52 of 60 PROJECT o S ToH �S �� PLAN REVIEW NO 0G — S s17 ASSEMBLY OCCUPANCY REQUIREMENTS 2000 International Building Code A-1 ASSEMBLY A-2 ASSEMBLY A-3 ASSEMBLY • A-4 ASSEMBLY • A•5 ASSEMBLY • W/ • W/O A Stage Requiring Proscenium Opening Protection CODE SECTION ITEM O.K., COMMENT OR WA 303.1 Classification A-1, Ag?A-3, A4, OK Table 503 Building Height & Area lC 604 Height modifications 506 Area Modifications 0 Ir 507.2 Unlimited Area - One Story 507.8 Unlimited Area - Motion Picture Theaters 302.1.1 Incidental Use Areas d Table 302.3.3 Mixed Occupancy 302.2 Accessory Use Areas 0 �C Table 302.3.3 Note d & e Separation Exemptions / _ /� VIA 1007.5 Stage Means of Egress 1008.5.1 Egress Width Without Smoke Protection 1008.5.2 Egress Width With Smoke Protection 1008.1 Main Exit Fronts on a Public Place 1003.2.2 Design Occupant Load Q �C 1003.2.2.5 Occupancy Load Sign Af orF Table 1607.1 Design Loads (platforms & stages l 410.3.1 Stage Construction 410.4 Platform Construction 410.5 Dressing and Accessory Rooms 410.3.7 Stage Ventilation 410.3.4 Proscenium Wail 410.3.5 Proscenium Curtains 2000 Plan Review Forms CODE SECTION ITEM O.K., COMMENT OR N/A 410.3.2 Galleries, Gridirons, Catwalks, and Pinrails 410.3.3 Exterior Stage Doors 410.3.6 Combustibility of Scenery 409 Projection Rooms 410.7 Stage Standpipes 411 Special Amusement Buildings A11,A 411.3 Automatic Fire Detection 1008.1-1008.10 Grandstands and Bleachers 903.2.1 SPRINKLERS WHERE REQUIRED WA 903.2.12.1 Basement > 1500 sq It 410.6 Stages (Sprinklers) 1008.5.2.3 Smoke Protected Seating (Sprinklers) 411.4 Special Amusement Buildings (Sprinklers) 907.2.11 Special Amusement (Smoke Detection) Table 601 Note d Reduction of Hourly Ratings With Sprinklers 603.1 Combustible Materials in Type I and Type 11 Construction 907.2.1 Manual Fire Alarm 907.2.13.2 Fire Alarms - Atrium Table 1004.2.4 Exit Access Travel Distance 903.3.1 Sprinkler Standard NFPA 13 903.4 Sprinkler System Monitoring and Alarms !� Table 803.4 Lobby Area Interior Finish Page 24 of 60 PROJECT PLAN REVIEW NO ASSEMBLY OCCUPANCY REQUIREMENTS 2000 International Building Code CODE SECTION ITEM O.K., COMMENT OR N/A 805.1 Decoration and Trim oK 905.3 STANDARDS WHERE REQUIRED N/A 905.3.1 Buildings with floors > 30 ft above Fire Department Vehicle Access 905.3.2 Buildings with > 10,000 sq ft and > 200 ft travel to Fire Department Vehicle Access 905.3.5 Stages > 1000 sq ft 905.5.1 A-1 & A-2 with occupant load of more than 1000 persons 905.3.3 Nonsprinklered with occupant load exceeding 1000 persons 905.4-905.6 Hose Connection Location 62K 905.2 Standpipe Standard NFPA 14 0 905.9 Valves Controlling Water Supplies 905.7 Cabinets Chapter 10 Egress Requirements 1001 General 1003.2.3 Egress Width 1008.1 Capacity of Main Exit • '% Occupant Load 1008.2 Other Exits 1003.2.2.7 Converging Exits 1004 Travel Distance & Arrangement of Exits Table 1004.2.1 Two Exits (Room or Tenant Space > 50 Occupants or travel greater than 1004.2.5) 1004.2.5 Common Path of Travel • 75 ft 1004.2.2.1 Exit Separation ('% Diagonal Dimension of Building) 1005 Minimum Number of Exits CODE SECTION ITEM O.K., COMMENT OR N/A 1004.3.2.2 Minimum Width of Access Corridor N 1004.3.2.5 Exit Access Corridor Continuity Table 1005.2.2 Single Exit (One Story, 50 occupants, and 75 ft Travel Distance) Table 1003.2.3 Minimum Stair Width 1003.3.1.1 Minimum Exit Door Width D �� 714.2.3(3) Non -rated Doors in theaters /V 1007.1 Boiler, Incinerator or Furnace Rooms 1007.2 Refrigeration Machinery Rooms 1004.3.2.3 Dead End Corridor • 20 ft 1004.3.2 Exit Access Corridors 1005.3.2.5 Smokeproof Enclosures 1003.2.2.8 Mezzanines 1005.3.2 Enclosed Stairways 1008.4.1 Balcony Stairs 1005.3.6 EXTERIOR EXITWAY STAIRS 1 v 1005.3.6.1 Height • 6 stories • 75 ft 1004.2.4.2 Balcony Travel Distance Increase 1005.3.6.5 Separation Stairway Protection Building 1006.2.2 Adjacent Lot Line 1003.3.3 STAIRWAY CONSTRUCTION / 1003.3.3.5 Stairway Construction 1003.3.3.3.2 Closed/Open Risers 1005.3.2.2 Separation of Closets Below Stairways 1005.3.2.3 Stairway Identification for Stairs That Continue Below the Level of Discharge 2000 Plan Review Forms Page 25 of 60 a N rn m 3 00 PROJECT PLAN REVIEW NO ASSEMBLY OCCUPANCY REQUIREMENTS 2000 International Building Code CODE SECTION ITEM O.K., COMMENT OR NIA 1003.3.3.3 Stair Treads and Risers 1008.9.1 Aisle Treads 1008.9.2 Aisle Risers 1003.3.3.3.1 Uniform Treads & Risers 1003.3.3.7 Circular Stairs 1003.3.3.4 Landings 1003.3.3.11 Handrails 1003.3.3.2 Headroom 1003.3.3.12 Access to Roof 1005.3.2.1 Exit Stair Exterior Wall Requirements 1005.3.4 Exit Stair Openings 1005.3.5 Horizontal Exits 1005.3.6.2 Exterior Stairs Openness Requirements 1006 Exit Discharge 1006.3.1 Egress Courts Q 1005.3.3 Exit Passageway // 1003.3.1.9 Egress Doors and Hardware 1003.3.1.8 Latching and Locking Devices ! 1 1003.3.4 Ramps (� 1003.2.12, 1008.12 Guards VIA 1003.2.12.2 Guard Opening Limitations 1003.2.10 Exit Illumination & Exit Signs Q f 1004.3.1 Aisles Serving Seating at Tables PIA 1008.10 Assembly Seats Stability 1008.11 Handrails 1008.12 Assembly Guards 1008.13 Bleacher Footboards CODE SECTION ITEM O.K., COMMENT OR WA 1008.3 Foyers and Lobbies Q �L 1008.4 Interior Balconies W� 1007.5 Special Exits from Stages 1007.4 Projection Rooms 1008.9 Assembly Aisle and Stair Construction 1008.7 Assembly Aisles and Seating 2702.2.1 Emergency Power OK 1107.2 Accessibility Features 2000 Plan Review Forms Page 26 of 60 aPROJEC PLAN REVIEW NO ASSEMBLY OCCUPANCY REQUIREMENTS 2000 International Building Code INTERIOR FINISH INTERIOR FINISH SECTION 803.4 UNSPRINKLERED SPRINKLERED r REQUIRED REQUIRED ACTUAL O.K., REQUIRED REQUIRED ACTUAL O.K., A-1 3 A-2 A-3, A-4, & A-5 COMMENT A-1 & A-2 A-3, A-4, & COMMENT OR NIA A-5 OR NIA Vertical Exits and A A B B Exit Passageways b.c Exit Access A • As B B Corridors and Other /C Exitways vv Rooms and Enclosed Be C C C Spaces' Floor Covering 0.22 watt/ 0.22 watt/ 0.22 watt/ 0.22 watt/ Corridors & Exits sq cm. sq cm. sq cm. sq cm. a. Lobby areas in A-1, A-2„ and A-3 occupancies shall not be less than Class B materials. b. Class C interior finish materials shall be permitted for wainscotting or paneling of not more than 1,000 square feet of applied surface area in the grade lobby where applied directly to a noncombustible base or over furring strips applied to a noncombustible base and fireblocked as required by Section 803.3.1. C. In vertical exits of buildings less than three stories in height of other than Group 1-3, Class B interior finish for unsprinklered buildings and Class C interior finish for sprinklered buildings shall be permitted. d. Requirements for rooms and enclosed spaces shall be based upon spaces enclosed by partitions. Where a fire -resistance rating is required for structural elements, the enclosing partitions shall extend from the floor to the ceiling. Partitions that do not comply with this shall be considered enclosing spaces and the rooms or spaces on both sides shall be considered one. In determining the applicable requirements for rooms and enclosed spaces, the specific occupancy thereof shall be the governing factor regardless of the group classification of the building or structure. e. Class C interior finish materials shall be permitted in places of assembly with an occupant of 300 persons or less f. Applies when the vertical exits, exit passageways, exit access corridors or exitways, or rooms and spaces are protected by a sprinkler system installed in accordance with Section 903.3.1.1 or Section 903.3.1.2. 2000 Plan Review Forms Page 27 of 60 March 30, 2006 Application #: 06-859 Re: Boston's The Gourmet Pizza- 820 University Drive- University Town Center Dear, Mr. E. J. Copeland I have completed the plan review for the above referenced project and have the following comments. The plan review is based on the 2003 International Codes, the 2002 National Electrical Code and our local amendments. Where appropriate, I have included the applicable code sections. 1. Need a total of three full building plan sets, only two sets were submitted. 2. Provide exterior emergency exit discharge lighting with back-up power at all exterior exits to comply with section 1006.1 of the 2003 International Building Code. 3. Provide non-combustible walls and ceiling materials construction within 18" of exhaust hoods type I to comply with sections 506.3.6 and0 506.5.4 of the 2003 International Mechanical Code. 4. Sheet # M6.0 was not submitted within the building plans, three sets needed. 5. Where panic hardware is not provided exterior exit doors the following egress statement must be present on doors: "DOORS TO REMAIN UNLOCKED WHEN BUILDING IS OCCUPIED." to comply with section 1008.1.8.3 of the 2003 International Building Code. 6. Provide an exit sign at the front right corner door. 7. Provide main disconnect on the exterior of the building. 8. Provide trap seals for all fixtures including floor drains and floor sinks to comply with section 1002 of the 2003 International Plumbing Code. (PLO #9) 9. Need to provide fire sprinkler/ fire alarm plans prior to performing the work. A sprinkler system is required to increase the building area. 10. If chemicals are used to soften water a backflow device will be required on the domestic water line. 11. Provide specials inspections on structural steel beam and column connections for welded and/or high strength bolt applications. 12. Type K copper minimum under concrete slabs without joints or connections per City of College Station's Ordinance and Code Amendments. The review does not include any civil or zoning issues or NRA requirements of the Unified Development Ordinance. Please respond to the plan review comments at your convenience. Three sets of plans addressing these issues will be required. Should you have any questions, contact me at 979-764-3754. Thank You Benjamin McCarty Commercial Plans Examiner ('14.10VIF City of College Station Pa a of Building Inspection Department g PLANS EXAMINATION REPORT Address: V H �rvP�'S �' `� y ��' e Date: 94a C4 2 0 Project Name: a Soh fs P� �-� —y i'veriy�`� Drawing Number Code Ref. Number Questions or Comments A �// V// Xr�" 1J !'S 6A C+ P (__�//Ir Hl7�v� r7�af �CQ Ot'� �p i'/e� ✓�7� �m 0%T pp ,,L�� - GOwt��t T4`�� w(R lerl`u /S 05M2. � t g " o�' goo r�<<� 44,-4 C V_- 4L X1104,S� o� oo 0— 100 x TG' �' i�0 r A .`!/) !��` S C D N ✓7 C` C� e 9jtn /Fr� ZPs"e� dY�l�►�c�7�mti � 7 .i G 5 �. ;n �C�e✓ �A ✓!S y JZ,eTe 0.1A PrN� / EGG• Ar�G 7t H S !u%S w o;✓► t5 or �o�'Iv�rri�'r7✓1 AACIL-f to 4�&�p 4r- Received by: 04 & .,r o1.etoy c t o►^ tea.- l,;&"v-:�eot fi e v,er-. ,e X*'s pe" S., k,e G/ rca ye- 7—rwy-o r, o4em d r' Date: 0 t, 41 A-11 >&h CITY OF COLLEGE STATION DEVELOPMENT SERVICES 1101 Texas Avenue South, PO Box 9960 College Station, Texas 77842 Phone 979.764.3570 / Fax 979.764.3496 FACSIMILE COVER SHEET Date: A/I a •-e- A 3 0., o g # of pages including cover: Z If you did not receive a complete fax, please call our office immediately for a new transmittal. TO: M r. E. S. o/J e a - FAX: i 7 ';- - 01 3 L/ - 7 6 01 COMPANY: rcl RE: y s Ito S %"Lie ,� u ✓ wr e �, !�) zc. FROM: �J N /�ILG� ✓i� y COMPANY:_ City of College Station, Development Services REMARKS: ❑ Urgent ® For your review ❑ Replay ASAP [KFYI 191or vi 9 evc* e L-e 14C-- (*Orr CITY OF COLLEGE STATION Planning er Development SeAPpylica Re: Boston's The Gourmet Pizza- 820 University Drive- University Town Center Dear, Mr. E. J. Copeland I have completed the plan review for the above referenced project and have the following comments. The plan review is based on the 2003 International Codes, the 2002 National Electrical Code and our local amendments. Where appropriate, I have included the applicable code sections. 1. Need a total of three full building plan sets, only two sets were submitted. 2. Provide exterior emergency exit discharge lighting with back-up power at all exterior exits to comply with section 1006.1 of the 2003 International Building Code. 3. Provide non-combustible walls and ceiling materials construction within 18" of exhaust hoods type I to comply with sections 506.3.6 and0 506.5.4 of the 2003 International Mechanical Code. 4. Sheet # M6.0 was not submitted within the building plans, three sets needed. 5. Where panic hardware is not provided exterior exit doors the following egress statement must be present on doors: "DOORS TO REMAIN UNLOCKED WHEN BUILDING IS OCCUPIED." to comply with section 1008.1.8.3 of the 2003 International Building Code. 6. Provide an exit sign at the front right corner door. 7. Provide main disconnect on the exterior of the building. 8. Provide trap seals for all fixtures including floor drains and floor sinks to comply with section 1002 of the 2003 International Plumbing Code. (P l .0 #9) 9. Need to provide fire sprinkler/ fire alarm plans prior to performing the work. A sprinkler system is required to increase the building area. 10. If chemicals are used to soften water a backflow device will be required on the domestic water line. 11. Provide specials inspections on structural steel beam and column connections for welded and/or high strength bolt applications. 12. Type K copper minimum under concrete slabs without joints or connections per City of College Station's Ordinance and Code Amendments. The review does not include any civil or zoning issues or NRA requirements of the Unified Development Ordinance. Please respond to the plan review comments at your convenience. Three sets of plans addressing these issues will be required. Should you have any questions, contact me at 979-764-3754. Thank You Benjamin McCarty Commercial Plans Examiner P.O. sox 9960 • i ioi TExAs AVENUE COLLEGE STATION • TEXAS • 77842 979.764.3570 www.cstx.gov TRANSMISSION VERIFICATION REPORT DATE DIME FAX NO./NAME DURATION PAGE(S) RESULT MODE TIME 03/29/2006 19:49 NAME COCS DEVELOPMENT SER FAX 9797643496 TEL 9797643570 SER.# BROE2J341073 03/29 19:48 919729347601--170 00: 01: 07 02 OK STANDARD CITY OF COLLEGE STATION DEVELOPMENT SERVICES 1101 Texas Avenue South, F013ox 9960 College Station, Texas 77842 Phone 979.764.3570 / Fax 979.764.3496 FACSIMILE OVER SB EET Date: Ma rz� Gi "; 0,j ;� d _ # of pages including cover: I1'you didnot zw ve a corn, p,(cte fax, please cell our cif]` be irrr mediawy fax a new ftwnsmittal. TO: Mr. 5. S. ,, fa nKj PAX:q_7 �L- - q 7 6 O 1 COMPANY:��a �� b t�c�� � �a r•, 4r' . _ � rcL, � ��• �•� � RE: %� v s 7� `s T `l e rh ►r,.�-� e 1'�� FROM: (3-r- H MC-6r A4. r ' COMPANY:_ City of College Station, Development Services CITY OF COLLEGE STATION DEVELOPMENT SERVICES 1101 Texas Avenue South, PO Box 9960 College Station, Texas 77842 Phone 979.764.3570 / Fax 979.764.3496 FACSIMILE COVER SHEET Date: Marc l„ 3 ©, 2-co o G # of pages including cover: Z Ifyou did not receive a complete fax, please call our office immediately for anew transmittal. TO: A4 COMPANY: FAX:—'? 7 2- — 2- 77— 5--33 5-- RE: &5-�01_1 5//�� FROM: l3 evi Me— e— G � � y COMPANY: City of College Station, Development Services REMARKS: ❑ Urgent ❑ For your review ❑ Replay ASAP om r4 TRANSMISSION VERIFICATION REPORT DATE J I ME FAX NO./NAME DURATION PAGE(S) RESULT MODE TIME 03/29/2006 19:54 NAME COCS DEVELOPMENT SER FAX 9797643496 TEL 9797643570 SER.# BROE2J341073 03/29 19:54 919722775335--170 00: 00: 00 00 BUSY STANDARD BUSY: BUSY/NO RESPONSE CITY OF COLLEGE STATION DEVELOPMENT SERVICES 1101 Texas Avenue South, PO Sox 9964 College Station, Texas 77842 Phone 979.764,6570 / Fax 979.764.3496 FACSUWLE COVER SHEET Date; _ MA rc 3 0. P #� of pages including cover: � Mf you &d n0t mZwve 9 00MRICk fax, please call our office itnme&Wdy for a new ti'ansmtttal. TO: s4e, Ta�4 C-4; FAX: 9 - 2- 7 7 -- 5" -3 S' COMPANY: FROM:.. COMPANY:_._-_ City of College Station. Develonment Rervineuq 2,77 ,�L,o N �5 t --- ;e to CamargoCopeland Architects Date: April 7, 2006 12:47 PM To: Benjamin McCarty Commercial Plans Examiner Address: City of College Station Planning & Development Services P.O Box 9960 1101 Texas Avenue College Station, Texas 77342 Phone: 979.764.3754 Fax: 979.764.3496 CC: File Pages: 2 Subject: Boston Pizza — College Station, Texa . CaCo Project No. 0520.011 Application # 06-859 Revision #1/ 04.05.06 Please find answers, in bold & Italics, to individual comments below: General Comments: Need a total of three full building plan sets, only two sets were submitted. Refer to the Full Set of plans enclosed. � 0C � � T �r� III APR 0 7 2006 Provide exterior emergency exit discharge lighting with back-up power at all exterior exits to comply with section 1006.1 of the 2003 International Building Code. Refer to the added exterior emergency lights on Sheet E1.0 and revised specifications on Sheet E3.2 to fixture type `WP' to include emergency light. /Provide non-combustible walls and ceiling materials construction within 18" of exhaust hoods type I to comply with sections 506.3.6 and 0506.5.4 of the 2003 International Mechanical Code. Refer to the revised sheets A2.5 and A4.2. /Sheet #M6.0 was not submitted within the building plans, three sets needed. Refer to the revised MEP Sheet Index on sheet A0.1. The irformation contained herein is confidential and is intended for the exclusive use of the addressee. J:\PROJECTS\0520 BOSTON PIZZA\011 COLLEGE STATION\3_CITY & PERM ITTING\COMMENTS\CITY COMMENTS 033006 .DOCVer. 4/6/06 .i . Where panic hardware is not provided exterior exit doors the following egress statement must be present on doors- "DOORS TO REMIAN UNLOCKED WHEN BUILDING IS OCCUPIED." to comply with section 1008.1.8.3 of the 2003 International Building Code. Refer to the aalded notes on the revised sheet A2.0 Provide an exit sign at the front right corner door. Refer to the added sign on Sheet E1;0ki"t to comply: /Provide main disconnect on the exterior of the building. Refer to'the revised riser diagram --on' Sheet E3,1 'to shoal main disconnect: Provide trap seals for all fixtures including floor drains and floor sinks to comply with section 1002 of the 2003 International Plumbing Code. (P1.0 #9) bar area. 'The floor drain wash°will not require a Refer to the added trap primers llto-(3j remote area floor drains in'kitchen; and (1)104he . r Trap primer. Floor sinks under equipment,will not require trap primers: NVTJ� *V � Need to provide fire sprinkler/fire alarm plans prior to performing the work. A sprinkler system is jr,W% ' required to Increase the building area Please note The fire sprinklerlfire;alarm plans will be submitted to the city. before M_ t installation: u / If chemicals are used to soften water a backflow device will be required on the domestic water line. Main water. service to building is protected by RPZ valve in mech. room; Reference P2:0 and Detail' Sheet P3.0. Water softeners may be installed when requested by owner: Added Detail 281P3.1 Water Softener Piping Diagram with DCVA backflow preventer, this detail is for, reference only to be used when softening is, requested: Provide specials inspections on structural steel beam and column connections for welded and/or high strength bolt applications. Special inspections on structural steel beam and column connections are provided on sheet S1.0, `Special Inspection & Materials Testing' note #8C. Type K copper minimum under concrete slabs without joints or connections per City of College Station's Ordinance and Code Amendments. Referto the added note on Plan P2.0. END OF COMMENTS The information contained herein is confidential and is intended for the exclusive use of the addressee. J:\PROJECTS\0520 BOSTON PIZZA\011 COLLEGE STATION\3_CITY & PERMITTING\COMMENTS\CITY COMMENTS 033006 .DOCVer. 4/6/06 ill APR 0 7 2006 W,444 2006 p p {opMext iAlicati Re: Boston's The Goui met Pizza- 820 University Drive- University Town Center Dear, W. E. J. Copeland I have completed.the plan .review for the above referenced project and have the following cdmmetnta. The plan review is based on the 2003 International Codes, the 2002 National Electrical Code and our .Local amendments. Where appropriate, I have included the applicable code sections. 1. Need a total of 'three MI. building plan sets, only two sets were submitted. 2. Provide exterior emergency exit discharge liighttn.g with back-up power at all exterior exits to comply with section 1006.1 of the 2003 International Building Code. 3. Provide n.on-combustible walls and ceiling materials construction within 18" of exhaust goods type I to comply with sections 506, 3.6 andn 50A.5-4 of the 2003 International Mechanical. Code. 4. Sbieet # M6.0 was not submitted within the building plans, three sets needed. 5. Where panic hardware is not provided exterior exit doors the following egress statement must be present on doors: "DOORS TO REMAIN UNLOCKED WHEN 13UILDING IS OCCUPIED." to comply with section 1008.1.8.3 of the 2003 International Building code. 6_ Provide an exit saga at thti PruuL iight corner door. 7. provide main disconnect on the exterior of the building. 8. Provide -trap seals for:an Oxtures including floor drains and floes sinl q to comply with section 1002 of the 2003 International Plumbing Code. (P1.0 99) 9. Need to provide fire sprinkler! fire alarm plans prior to performing the work. A sprinkler system is required to increase the building area. M If obcmiegls are usod to soften water a backflow device will be required on thy' domestic water line. 11. Provide specials Inspections on structural steel.beam and coluzxt:i, connections , 'for welded an or high strength bolt applications. 1.2. Type K topper tWolmum under concrete slabs without joints or connections per City of Collcgc St4tioW3 Ordinance and Code Amendments. The review does not in..rhide Any civil or zoning issues or NRA requirements of the Unified Development Ordinance. please respond to the plan review comments at your conveniencc. Three sets of plans addressing these issues will be required. Sbould you have any questions, contact me at 979-764-3754. Thank You Ftenjnmin Mararty Commercial Plans Examiner P.O. Bbx 99do • I lot TMk5 AVENUr COLLEGE STATION - TRX.hS • 77842 979,7643570 www.csu.gov %� 1 BUILDING PERMIT CITY OF COLLEGE,ySTATION 1101 TEXAS AVE COLLEGE STATION, TX 77840 PHONE: (979) 764-3570� .aAX: (979) 764-3496 1.. Application Number . . . . . 06-00000859 Date 4/19/06 Property Address . . . . . . 820 \ UNIVERSITY DR E Property ID: - - R #. Tenant nbr, name . . . . . . BOSTON PIZZA Application type description COMMERCIAL, AMUSEMENT/SOCIAL/RECREATION Subdivision Name . . . . . . Property Use . . . . . . . . Property Zoning . . . . . . . GENERAL COMMERCIAL Application valuation . . . . 900000 Owner ------------------------ --- Structure Information 000 000 Construction Type . . . . . Occupancy Type . . . . . . Other struct info . . . . . Contractor ------------------------ OWNER NEW RESTAURANT BUILDING COMBUSTIBLE (UNPROTECTED) ASSEMBLY (IBC) EXTERIOR WALL TYPE BRICK IMPACT/PRORATA FEES PAID NA FOUNDATION TYPE SLAB HEATED AREA 6616.00 INTERIOR WALL TYPE SHEET ROCK SEWER TYPE PUBLIC TAZ 222.00 ---------------------------------------------------------------------------- Permit . . . . . . BUILDING PERMIT Additional desc BK Permit Fee 2460.00 Plan Check Fee .00 Issue Date 4/19/06 Valuation . . . . 900000 Expiration Date 10/16/06 Qty Unit Charge Per Extension BASE FEE 1660.00 400.00 2.0000 THOU BLDG, VAL 500001 & UP 800.00 ---------------------------------------------------------------------------- Special Notes and Comments PROVIDE ADDRESS ON COMMERCIAL BUILDINGS -FRONT 5" NUMBERS REAR - 2" HIGH NUMBERS WITH NAME OF BUSINESS NOTE FROM WATER DEPT--REDUCED PRESSURE ASSEMBLY REQUIRED FOR CAR WASH, POSTMIX CARBONATER, AND HEATING/AC WITH DIRECT CONNECTION TO WATER SUPPLY AND LAWN IRRIGATION SYSTEMS. ALL DEVICES MUST BE TESTED UPON INSTALLATION BY CERTIFIED TESTER REGISTERED WITH THE CITY OF COLLEGE STATION PUBLIC -------------------------------------------- - --- --- -- --- ------------ BUILDING DEPT PRESE�NJTATIVIE/:' APPLICANT: BUILDING PERMIT CITY OF COLLEGE STATION 1101 TEXAS AVE COLLEGE STATION, TX 77840 PHONE: (979)764-3570 FAX: (979)764-3496 ---------------------------------------------------------------------------- Application Number . . . . . 06-00000859 Page 2 Date 4/19/06 Special Notes and Comments UTILITIES DEPT. LAWN IRRIGATION MAY USE A PRESSURE VACCUM BREAKER INSTALLED PER AWWA STANDARDS AND CITY'S ORD #2394. ALL DEVICES MUST BE INSTALLED PER AWWA AND CITY'S ORD#2394 ELETRIC UTILITIES COMMENTS DEVELOPER INSTALLS CONDUIT PER CITY SPECS & DESIGN DEVELOPER PROVIDES TEMP BLANKET EASEMENT FOR CONSTRUCTION DEVELOPER POURS TRANSFORMER PAD PER CITY SPECS (IF NECESSARY) DEVELOPER PROVIDES 30' RIGID CONUDIT FOR RISER POLE (IF NECESSARY) DEVELOPER INSTALLS FIRST 10' OF CONDUIT ON RISER POLE. CITY INSTALLS REMAINING 201. DEVELOPER PROVIDES EASEMENTS FOR ELECTRIC INFRASTRUCTURE AS INSTALLED FOR ELECTRIC LINES. DEVELOPER PROVIDES DIGITAL SITE PLAN IN AUTOCADE 14 VERSION. EMAIL TO RBOLIN@CI.COLLEGE-STATION.TX.US DEVELOPER IS REPSONSIBLE FOR THE INSTALLATION OF SERVICE FROM TRANSFORMER TO BUILDING FOR QUESTIONS CONTACT RONNIE BOLIN AT 979-764-3614 PROVIDE CHEMICAL TREATMENT OR PHYSICAL BARRIER (SUCH AS METAL OR PLASTIC TERMITE SHIELDS) FOR PROTECTION AGAINST TERMITES. IF CHEMICAL TREATMENT IS USED, THE CONCENTRATION, RATE OF APPLICATION AND TREATMENT METHOD SHALL BE CONSISTENT WITH THE TERMITICIDE LABEL. ALL METHODS MUST BE USED IN CONJUNCTION WITH TREATED SILL PLATES PROVIDE COMBUSTION AIR FOR GAS FIRED APPLIANCES PER CHAPTER 17, 2003 INTERNATIONAL RESIDENTIAL CODE Electrical conduit installation shall be installed per city specs and is the responsibility of the owner and/or contractor. Contact the electrical division at (979) 764- 6314 for more information. ELECTRICAL SHALL BE INSTALLED PER 2002 National Electrical Code & LOCAL AMENDMENTS PROVIDE EXTERIOR LANDING LEVEL WITH THE INTERIOR FLOOR FOR EXIT DOOR(S) SUBMIT FIRE ALARM PLANS WITH PRODUCT DATA SHEETS - DESIGN AND INSTALL AS PER NFPA 72 NO WORK SHALL START UNTIL PLANS HAVE BEEN REVIEWED AND RETURNED PROVIDE FIRE EXTINGUISHER(S) - VERIFY LOCATION AND PLACEMENT WITH THE FIRE MARSHALL'S OFFICE (MIN. 2A10BC) - APPLICANT: BUILDING PERMIT CITY OF COLLEGE STATION 1101 TEXAS AVE COLLEGE STATION, TX 77840 PHONE: (979)764-3570 FAX: (979)764-3496 ---------------------------------------------------------------------------- Application Number . . . . . 06-00000859 Page 3 Date 4/19/06 Special Notes and Comments MINIMUM FOUNDATION STANDARD - ALL FOUNDATION SHALL COMPLY WITH THE MINIMUM FOUNDATION STANDARD AS PER CITY'S ORDINANCE (FOUNDATION DETAIL SHALL BE SHOWN ON PLANS) MAKE SURE TO INCLUDE REBAR SLAB GROUND SUBMIT FIRE SPRINKLER PLANS AND CALCULATIONS FOR REVIEW NO WORK ON SPRINKLER SYSTEM SHALL BEGIN UNTIL PLANS HAVE BEEN REVIEW AND RETURNED. SPRINKLER SYSTEM CONTROLS AND WATER FLOW SWITCHES ARE REQUIRED TO BE MONITORED BY AN APPROVED MONITORING COMPANY. A COPY OF THE MONITORING CONTRACT SHALL BE SENT TO THE COLLEGE STATION FIRE DEPARTMENT, FIRE PREVENTION DIVISION. GUARDS SHALL COMPLY WITH SECTION R-312 (2003 IRC) OR SECTION 1012 IN (2003 IBC) AS APPROPRIATE PROVIDE MINIMUM 42" CLEARANCE FROM CENTER OF WATER CLOSET TO EDGE OF LAVATORY INTERIOR BEAMS > 60' MUST BE A MINIMUM OF 30" DEEP INTERIOR FINISH MATERIAL SHALL HAVE A CLASS A RATING PROVIDE A KNOX BOX FOR FIRE DEPARTMENT ACCESS. IF LAWN SPRINKLER IS PROVIDED, PERMIT MUST BE ISSUED PRIOR TO CERTIFICATE OF OCCUPANCY. REQUIRED EXIT DOORS SHALL BE OPENABLE FROM THE INSIDE WITHOUT THE USE OF A KEY,TOOL OR SPECIAL KNOWLEDGE/EFFORT All outdoor lighting must be in compliance with Section 7.10, Outdoor lighting Standards of the City's Unified Development Ordinance All roof and ground -mounted mechanical equipment shall be sreened from view or isolated so as not to be visible from any public right-of-way or residential district within 150 feet of the subject lot, measured from a point five feet above grade. Such screening shall be coordinated with the building architecture and scale to maintain a unified appearance. Acceptable methods of screening rooftop equipment may include, but are not limited to encasement, parapet walls, or partition screens. COLLEGE STATION ELECTRICAL DIVISION REQUESTS THAT THE METER CAN/ELECTRICAL SERVICE DISCONNECT BE LOCATED ON THE STRUCTURE AS CLOSE AS POSSIBLE TO THE SECONDARY FEEDER CONDUIT FROM THE TRANSFORMER. (see site plan for location of conduit or contact electrical division) THERE SHALL BE NO COMBUSTIBLE OR FLAMMABLE MATERIALS --------------------------------------------- BUILDING DEPT REPR'ESENTATIVF4: APPLICANT: ,�L, BUILDING PERMIT CITY OF COLLEGE STATION 1101 TEXAS AVE COLLEGE STATION, TX 77840 PHONE: (979)764-3570 FAX: (979)764-3496 ---------------------------------------------------------------------------- Application Number . . . . . 06-00000859 Page 4 Date 4/19/06 Special Notes and Comments PLACED ON SITE, LOT OR SUBDIVISION WHERE WATERLINES AND FIRE HYDRANTS AS REQUIRED BY THE APPLICABLE SUBDIVISON REGULATIONS ARE NOT COMPLETED AND IN SERVICE AND WHERE ALL-WEATHER ACCESS FOR EMERGENCY VEHICLES DOES NOT EXIST TO WITHIN ONE HUNDRED FIFTY FEET (1501) OF THE MOST REMOTE PART OF THE STRUCTURE. (IFC section 501.4) CONSTRUCTION ACTIVITY BETWEEN THE HOURS OF 10:00 PM AND 7:00 AM MUST COMPLY WITH THE NOISE ORDINANCE (MAX. 55 DBA) PROVIDE PANIC HARDWARE ON EXIT DOORS If PEX water supply piping is sleeved below the slab, seal annular space at ends with caulk, foam or other means. ANY CHANGES OR ALTERATIONS TO SUBMITTED PLANS MUST BE RESUBMITTED AND APPROVED BEFORE WORK IS DONE IN ORDER TO ASSURE CODE COMPLIANCE POST PERMIT CARD ON JOB SITE WHEN WATER MAIN PRESSURE EXCEEDS 80 PSI, AN APPROVED PRESSURE REDUCING VALVE SHALL BE PROVIDED THAT LIMITS THE MAXIMUM STATIC WATER PRESSURE TO 80 PSI ALL SILLS AND BOTTOM PLATES IN CONTACT WITH CONRETE MUST BE TREATED OR NATURALLY RESISTANT TO INSECTS AND DECAY CONSTRUCTION CONTRACTS OVER $50,000 REQUIRE SUBMISSION TO THE STATE FOR ACCESSIBILITY REVIEW - CONTACT TDLR @ (512) 463-3211 FOR MORE INFORMATION TEMPERED GLASS REQUIRED IN WINDOWS WITHIN 24" OF DOORS IN ADJACENT WALLS AN APPROVED DEVICE FOR THERMAL EXPANSION CONTROL SHALL BE PROVIDED FOR BUILDINGS UTILIZING STORAGE WATER HEATING EQUIPMENT AND A PRESSURE REDUCING VALVE ALL PLUMBING, ELECTRICAL, AND HVAC (mechanical) WORK MUST BE PERFORMED BY LICENSED CONTRACTORS. CONTACT BUILDING DEPARTMENT FOR INSPECTIONS PRIOR TO COVERING ANY WORK If chemicals are used to soften water a backflow device will be required on the demestic water line. Special inspections on structural steel connections need to comply with section 1704 of the 2003 International Building Code. Main disconnect is required to be located on the building's exterior. Must provide non-combustible construction within 18" of all Type I Exhaust Hoods, including but not limited to, wall studs, trim, wall finish materials, ceilings, joists, rafters, truss systems, and roof decking. -------------------------------------- ------- -------- BUILDING DEPT REPRESENTATIVE: APPLICANT: az., Ll Gl� &,Z o BUILDING PERMIT CITY OF COLLEGE STATION 1101 TEXAS AVE COLLEGE STATION, TX 77840 PHONE: (979) 764-3570 FAX: (979) 764-3496 ---------------------------------------------------------------------------- Page 4 Application Number . . . . . 06-00000859 Date 4/19/06 ---------------------------------------------------------------------------- Special Notes and Comments PLACED ON SITE, LOT OR SUBDIVISION WHERE WATERLINES AND FIRE HYDRANTS AS REQUIRED BY THE APPLICABLE SUBDIVISON REGULATIONS ARE NOT COMPLETED AND IN SERVICE AND WHERE ALL-WEATHER ACCESS FOR EMERGENCY VEHICLES DOES NOT EXIST TO WITHIN ONE HUNDRED FIFTY FEET (1501) OF THE MOST REMOTE PART OF THE STRUCTURE. (IFC section 501.4) CONSTRUCTION ACTIVITY BETWEEN THE HOURS OF 10:00 PM AND 7:00 AM MUST COMPLY WITH THE NOISE ORDINANCE (MAX. 55 DBA) PROVIDE PANIC HARDWARE ON EXIT DOORS If PEX water supply piping is sleeved below the slab, seal annular space at ends with caulk, foam or other means. ANY CHANGES OR ALTERATIONS TO SUBMITTED PLANS MUST BE RESUBMITTED AND APPROVED BEFORE WORK IS DONE IN ORDER TO ASSURE CODE COMPLIANCE POST PERMIT CARD ON JOB SITE WHEN WATER MAIN PRESSURE EXCEEDS 80 PSI, AN APPROVED PRESSURE REDUCING VALVE SHALL BE PROVIDED THAT LIMITS THE MAXIMUM STATIC WATER PRESSURE TO 80 PSI ALL SILLS AND BOTTOM PLATES IN CONTACT WITH CONRETE MUST BE TREATED OR NATURALLY RESISTANT TO INSECTS AND DECAY CONSTRUCTION CONTRACTS OVER $50,000 REQUIRE SUBMISSION TO THE STATE FOR ACCESSIBILITY REVIEW - CONTACT TDLR @ (512) 463-3211 FOR MORE INFORMATION TEMPERED GLASS REQUIRED IN WINDOWS WITHIN 24" OF DOORS IN ADJACENT WALLS AN APPROVED DEVICE FOR THERMAL EXPANSION CONTROL SHALL BE PROVIDED FOR BUILDINGS UTILIZING STORAGE WATER HEATING EQUIPMENT AND A PRESSURE REDUCING VALVE ALL PLUMBING, ELECTRICAL, AND HVAC (mechanical) WORK MUST BE PERFORMED BY LICENSED CONTRACTORS. CONTACT BUILDING DEPARTMENT FOR INSPECTIONS PRIOR TO COVERING ANY WORK If chemicals are used to soften water a backflow device will be required on the demestic water line. Special inspections on structural steel connections need to comply with section 1704 of the 2003 International Building Code. Main disconnect is required to be located on the building's exterior. Must provide non-combustible construction within 18" of all Type I Exhaust Hoods, including but not limited to, wall studs, trim, wall finish materials, ceilings, joists, rafters, truss systems, and roof decking. -----------------------------------i�7d--------------- BUILDING DEPT REPRESENTATIVE APPLICANT: BUILDING PERMIT CITY OF COLLEGE STATION 1101 TEXAS AVE COLLEGE STATION, TX 77840 PHONE: (979)764-3570 FAX: (979)764-3496 ---------------------------------------------------------------------------- Page 5 Application Number . . . . . 06-00000859 Date 4/19/06 ---------------------------------------------------------------------------- Fee summary Charged Paid Credited Due --------------------------------------------------------- Permit Fee Total Plan Check Total Grand Total 2460.00 2460.00 .00 .00 .00 .00 .00 .00 2460.00 2460.00 .00 .00 ------------------------------ ----------------------------- BUILDING DEPT REPRESENTATIVES APPLICANT: Crry or Cot.1-1:'C S•rnrlo PLmniry rr.Ci+•r�rro-f.+rrFt2.�ra'nn �aa ADDRESS/LOCATION: APPLICATION FOR RUILDING PERMIT CITY OF COLLEGE STATION 1101 TEXAS AVENUE COLLEGE STATION, TX 77840 (979) 764-3570 (979) 764-3496 FAX WWW.CSTX.GOV ve'► UniVer411 Fw Ofte Use Only AbDATE: , Ja REGa APPLICATION # nil-� TEMP POLE # LOT BLOCK SUBDIVISION SEC/PH BUSINESS/OWNER NAME: V1'5 1W, E1d~4- PHnNF' 172-277, 5355 CONTRACTOR/HOMEOWNER: O PHONE: CONTRACTOR ADDRESS: wstwft m1tgIw5 G ELECTRICIAN: 1W PLUMBER: TOO HVAC: It* GOOD CENTS (Residential only): CLASS OF WORK ACCESSORY/STORAGE LOCATION RE -ROOF ADDITION MOVING SHELL ONLY DEMOLITION (Asbestos Survey) NEW CONSTRUCTION ' SLAB ONLY DUPLEX (Landscape Plans REMODEL/RENOVATION' SWIMMING POOL Required) DESCRIPTION OF WORK: N0vV W1101WQ b `5VOPT6. MR - STRUCTURE USE: HOMEOWNER ASSOCIATION/ARCHITECTUAL OR DESIGN REVIEW COMMITTEE APPROVAL: TEXAS ACCESSIBILITY STANDARD (TAS) PROJECT REGISTRATIO-Nf# EABPRJ /4 AS 1 / O� 7 VALUATION: $ � 00,000 TOTAL AREA: !Z 7 I HEATED AREA: 404 L (Cost of Lab r and Materials) PUBLIC SEWER NUMBER OF BEDROOMS: U SEPTIC/TREATMENT SYSTEM NUMBER OF BATHROOMS: -�I oO �[ SEWER TAP: SIZE INTERIOR WALL TYPE: 7� ()0 � WATER TAP: .21 EXTERIOR WALL TYPE: 1 lJ SIZE ❑ OTHER TAP: SIZE TEMP POLE FOUNDATION TYPE: _SWco ROOF TYPE: Vi 1 —WO GARAGE TYPE: SINGLE F7 DOUBLE F—] TRIPLE ATTACHED ADETACHED F_� CARPORT SIGNATURE OF APPLICANT: / I — • I .-- ? tbS7p,_, 1t`�jt_ArICAj, L.P. *If proposed work involves new comkercial conkruction or facade improvements/renovations to an existing commercial property, building elevations are required. see♦♦eeeeeee�eeeeeeeeeeeeeeeeeeeee�eeeeeeeeeeeeeeeeeeeeeeee Official Use Only � � nts: QY TR ES o NO Plans Examiner Zoning Official Energy Code Compliance Information % Glazing of exterior walls m d Insulation R value of exterior walls Insulation R value of ceiling 1 (flat areas) Z46 Insulation R value of ceiling 2 (vaulted areas/no attic) h'�J Glazing SHGC • 01 Glazing U-Factor R value of ductwork A/C SEER Rating