Loading...
04-6326 (CSCS)1 P.O. BOX 1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 Application Number: C11% Property Address: APN: Application descriptio Property Zoning: Application valuation: Applicant: T4t�t 4 4 a" BUILDING & SAFETY DEPARTMENT BUILDING PERMIT 04-00006326' 791-10—HIGHWAY ,l11 649-020-063- - - n: NEW COMML - STORES & CUSTOMER SERVICE . REGIONAL COMMERCIAL 1384321 Architect or Engineer: PIP --------------------------------------- LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (comment Section 7000) of Division 3 of the Business and Professionals Code, and my License is in full force License Class: B License No.: 572657 te: ractor. ------------- SEP 2 3 l2BQr5by ; OF LA OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the following reason (Sec. 7031 .5, Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).: 1 _ 1 1, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself through his or her own employees, provided that the improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that -he or she did not build or improve for the purpose of sale.). 1 _ 1 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). ( 1 I am exempt under Sec. , BAP.C. for this reason Date: Owner: CONSTRUCTION LENDING AGENCY I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097, Civ. C.). Lender's Name: Lender's Address: A LQPERMIT Owner: III VENTURE 74333 HIGHWAY 111-STE 207 PALM DESERT, CA 92260 Contractor: VRATSINAS CONSTRUCTION CO P.O. BOX 25.58 LITTLE ROCK, AR 72203 (501)376-0017 Lic. No.: 572657 VOICE (760) 777-7012 FAX (760) 777-7011 INSPECTIONS (760) 777-7-153 Date: 9/23/05 --------------------------------------- WORKER'S COMPENSATION DECLARATION der penalty of perjury one of the following declarations: a and will maintain a certificate of consent to self -insure for workers' compensation, as provided r by Section 3700 of the Labor Code, for the performance of the work for which this permit is �T i h e and will maintain workers' compensation insurance, as rcquired by Section 3700 of the Labur ode, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier TRAVELERS Policy Number VTC2KUB2859 I certify that, in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that, if I should become subject to the workers' compensation provisions of Section 'Y 3700 of the Labor Code, I shall forthwith comply with those provisions. BSfe: p1�� -S plicant: 0 WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. APPLICANT ACKNOWLEDGEMENT IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on this application. 1. Each person upon whose behalf this application is made, each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this application, the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents and employees for any act or omission related to the work being performed under or following issuance of this permit. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. , I certify that I have read this application and state that the above i o mation is correct. I agree to comply with all city and county ordinances and state laws relating to building co t ction, and hereby authorize represe a 'ves of this county to enter upon th ove-mentioned property for ' action purposes. 4nature (Applicant or Agent): v �� 1 Application Number . . . . . 04-00006326 Structure Information Construction Type . . . . TYPE V - NON RATED Occupancy Type . . . . . . MERCANTILE Flood Zone . . . . . NON -AO FLOOD ZONE Other struct info . . . . . CODE EDITION 2001 CBC �4 FIRE SPRINKLERS YES OCCUPANT LOAD 909.00 PATIO SQ FTG 2152.00 - 1ST FLOOR SQUARE FOOTAGE 30000.00 ---------------------------------------------------------------------------- 2ND FLOOR SQUARE FOOTAGE 1094.00 Permit . . . BUILDING PERMIT Additional desc . Permit Fee . . . . 4309.50 Plan Check Fee 2801.18 Issue Date . . . . Valuation . . 1384321 Expiration Date 3/23/06 Qty Unit Charge Per Extension BASE FEE 3539.50 385.00 2.0000 ---------------------------------------------------------------------------- THOU BLDG 1,000,001 - UP 770.00 Permit . . . MECHANICAL Additional desc . Permit Fee . . . . 226.50 Plan Check Fee 56.63 Issue Date . . . . Valuation . . . . 0 Expiration Date 3/23/06 Qty Unit Charge Per Extension BASE FEE 15.00 1.00 9.0000 EA MECH FURNACE <=100K 9.00 6.00 11.0000 EA MECH FURNACE >100K 66.00 1.00 9.0000 EA MECH SUSP/WALL HEATER 9.00 1.00 9.0000 EA MECH B/C <=3HP/100K BTU 9.00 6.0.0 16.5000 EA MECH B/C >3-15HP/>100K-500KBTU 99.00 2.00 6.5000 EA MECH VENT FAN 13.00 1.00 6.5000 -------------------------- EA MECH OTHER MECH EQUIPMENT ---------------------------------- 6.50 ---------------- Permit . . . ELEC-NEW COMMERCIAL Additional desc . Permit Fee . . . 679.92 Plan Check Fee.. 169.98 Issue Date Valuation . . . . 0 Expiration Date 3/23/06 Qty Unit Charge Per Extension LQPERMIT F I 4 LQPERMIT Application Number . . . . . 04-00006326 Permit . . . . . . ELEC-NEW COMMERCIAL Qty Unit Charge Per Extension BASE FEE 15.00 33246.00 .0200 ELEC GARAGE .OR NON-RESIDENTIAL 664.92 ---------------------------------------------------------------------------- r� Permit . . . PLUMBING Additional desc . Permit Fee . . . . 168.00 Plan Check Fee 42.00 Issue Date Valuation . . . . 0 Expiration Date 3/23/06 Qty Unit Charge Per Extension BASE FEE 15.00 11.00 6.0000 EA. PLB FIXTURE 66.00 1.00 15.0000 EA PLB BUILDING SEWER 15.00 4.00 6.0000 EA PLB ROOF DRAIN 24.00 1.00 7.5000 EA PLB WATER HEATER/VENT 7.50 1.00 3.0000 EA PLB WATER INST/ALT/REP 3.00 1.00 9.0000 EA PLB LAWN SPRINKLER SYSTEM 9.00 1.00 7.5000 EA PLB OTHER BACKFLOW <=2 INCH 7.50 8.00 .7500 EA PLB GAS PIPE >=5 6.00 X1.00 -------------------------------------------------------- 15.0000 EA PLB GAS METER ----------- 15.00 --------- Permit . . . GRADING PERMIT Additional desc . . Permit Fee . . . . 15.00 Plan Check Fee .00 Issue Date Valuation 0 Expiration Date 3/23/06 Qty Unit Charge Per Extension BASE FEE 15.00 ------------------------------------------------ Special Notes ---------------------------- and Comments COMMERCIAL RETAIL 31,094 SQ.FT. "M" OCCUPANCY, TYPE V -N CONSTRUCTION. 2001 CODES. "BED, BATH AND BEYOND" PERMIT DOES NOT INCLUDE BLOCK WALLS, TEMP POWER, STORAGE RACKS AND TRASH ENCLOSURE. - Other Fees ---------------------------------------------------------- . . . . . . . ACCESSIBILITY PLAN REVIEW 280.12 ART IN PUBLIC PLACES -COM 6901.60 DIF CIVIC CENTER - COMM 2953.93 ENERGY REVIEW FEE 280.12 DIF FIRE PROTECTION -COMM 995.00 I 4 LQPERMIT Application Number . . . . . 04-00006326 ----------------------------------------------------------- Other Fees . . . . . . . . . ----------------- STRONG MOTION (SMI) - COM 290.70 o DIF STREET MAINT FAC -COMM 715.16 DIF TRANSPORTATION - COMM 53606.05 Fee summary Charged Paid Credited Due 6ti----------------- ---------- ---------- ---------- ---------- Permit Fee Total 5398.92 .00 .00 5398.92 Plan Check Total 3069.79 2700.00 .00 369.79 Other Fee Total 66022.68 00 .00 66022.68 Grand•Total 74491.39 2700.00 .00 71791.39 Unit 1 79110 Highway 111 Unit 2 Unit 3 Unit 4 Unit 5 Comments Bet Bath & Beyond 31094 Unit 6 Unit 7 Unit 8 Unit 9 Unit 10 At the present time, the Desert Sands Unified School District does not collect fees on garages/carports, covered patios/walkways, residential additions under 5 00 square feet, detached accessory structures (spaces that do not contain facilities for living, sleeping, cooking, eating or sanitation) or replacement mobile ho mes. It has been determined that the above-named owner Is exempt from paying school fees at this time due to the following reason: EXEMPTION NOT APPLICABLE This certifies that school facility fees imposed pursuant to Education Code Section 17620 and Government Code 65995 Et Seq. in the amount of $0.36 X 31,094 S.F. or $11,193.84 have been paid for the property listed above and that building permits and/or Certificates of Occupancy for this square footage in this proposed project may now be issued. Fees Paid By OC/South Trust Bank -Norman Barrett Check No. 100476188 Name on the check Telephone 858-793-4777 Funding Commercial By Dr. Doris Wilson Superintendent Fee collected /exempted b aron MCGllvrey Payment Recd $11,193.84 Over/Under Signature NOTICE: Pursuant to Government Code Sectio?t 6020(d)(1), this will serve to notify you that the 90 -day approval period in which you may protest the fees o r other payment identified above will begin to run from the date on which the building or installation permit for this project is issued, or from the date on which those amounts are paid to the District(s) or to another public entity authorized to collect them on the Distdct('s) behalf, whichever is earlier. NOTICE: This Document NOT VALID if Duplicated . Embossed Original -Building Department/Applicant Copy -Applicant/Receipt Copy - Accounting r CERTIFICATE OF COMPLIANCE • Desert Sands Unified School District 4, 47950 Dune Palms Road BERMUDA DUNES r Date 3/15/05 La Quinta, CA 92253 Cr RANCHO MIRAGE u INDIAN WELLS No. 26990 (760) 771-8515 PALM LA QUINTA y °'QINDIO J r Owner Thomas Enterprises APN # 649-020-043 Address 2585 Shelter Island Drive #202 Jurisdiction La Quinta City San Diego Zip 4 Permit # Tract # Study Area 'Type Commercial No. of Units 1 Lot # No. Street S.F. Lot # No. Street S.F. Unit 1 79110 Highway 111 Unit 2 Unit 3 Unit 4 Unit 5 Comments Bet Bath & Beyond 31094 Unit 6 Unit 7 Unit 8 Unit 9 Unit 10 At the present time, the Desert Sands Unified School District does not collect fees on garages/carports, covered patios/walkways, residential additions under 5 00 square feet, detached accessory structures (spaces that do not contain facilities for living, sleeping, cooking, eating or sanitation) or replacement mobile ho mes. It has been determined that the above-named owner Is exempt from paying school fees at this time due to the following reason: EXEMPTION NOT APPLICABLE This certifies that school facility fees imposed pursuant to Education Code Section 17620 and Government Code 65995 Et Seq. in the amount of $0.36 X 31,094 S.F. or $11,193.84 have been paid for the property listed above and that building permits and/or Certificates of Occupancy for this square footage in this proposed project may now be issued. Fees Paid By OC/South Trust Bank -Norman Barrett Check No. 100476188 Name on the check Telephone 858-793-4777 Funding Commercial By Dr. Doris Wilson Superintendent Fee collected /exempted b aron MCGllvrey Payment Recd $11,193.84 Over/Under Signature NOTICE: Pursuant to Government Code Sectio?t 6020(d)(1), this will serve to notify you that the 90 -day approval period in which you may protest the fees o r other payment identified above will begin to run from the date on which the building or installation permit for this project is issued, or from the date on which those amounts are paid to the District(s) or to another public entity authorized to collect them on the Distdct('s) behalf, whichever is earlier. NOTICE: This Document NOT VALID if Duplicated . Embossed Original -Building Department/Applicant Copy -Applicant/Receipt Copy - Accounting P.O. BOX 1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 BUILDING & SAFETY DEPARTMENT (760) 777-7012 FAX (760) 777-7011 To: Greg Butler, Building &Safety Manager To CDD: L � From: Oscar Orci, Planning Manager Due date: I ! 3x $PM -0000 Status: view Building Plans Approval (This is an approval to issue a .building permit) The Community Development Department has reviewed the Building Plans for the following proiect: Description: Address or general location: 1�1-llo{�� Applicant Contact: 7&11 J (`�,) 1?a'R –9 The Community Development Department finds that: ❑ ...these Building Plans do not require Community Development Department approval. ...these Building Plans are approved by the Community Development Department. ❑ ...these Building Plans require corrections. Please forward a copy of the attached corrections to the applicant. When the corrections are made please return them to the Community Development Department for review. 2sCa;-9rci, Planning Manager Date (nk6 c,,r6 Awboyl. 5efm-6►4e— El In pt/7M T� Twyl 4 4a�rw P.O. Box 1504 78-495 CALLr_ TAMPICO LA QuINTA, CALIFORNIA 92253 BUILDING & SAFETY D6I3ARTMLN"r (760) 777-7012 FAX (760) 777-701 1 To: Greg Butler, Building & Safety Manager To CDD: October 06, 2005 From: Doug Evans, Director -CDD Due Date: October 19, 2005 Status: 1 st Review Building Plans Approval (This is an approval to issue a Building Permit) TheCommunity Development Department has reviewed the Building Plans for the following project: Description: Revisions Bed Bath & Beyond �e 4 .i, Address or General Location: 79-110 Hwy 111 Applicant Contact: Norman Barret 858-793-4777 The Community Development Department finds that: ❑ ...these Building Plans do not require Community Development Department approval. `0 ...these Building Plans are approved by the Community Development Department. ❑ ...these Building Plans require corrections. Please forward a copy of the attached corrections to the applicant. When the corrections are made please return them to the Community Development Department for review. Doug Evans, Director -CDD Date h �UG�u e'-er,aU- Urtv�ecb Zd �I a� Zo►n� Ulf G� 5� Uk 5 l Ar-ea.# IV COUNTY OF RIVERSIDE COMMUNITY HEALTH AGENCY DEPARTMENT OF ENVIRONMENTAL HEALTH PLAN CORRECTION Plan Check # N04-067 Date 10/8/04 DBA Bed Bath & Beyond Address NEC Hwy. 111 and Adams Plans Submitted by Norman Barrett Phone (858)793-4777 Owner Thomas Enterprises Address 2385 Shelter Island Dr. #202, San Phone Diego The plans are now approved subject to the conditions listed below and the attached compliance sheet. 1. This plan does not include sewage or water service approval. Prior to the final inspection provide a grease interceptor sizing form or waiver from your local water agency. For more information call County of Riverside Land Use at (760)863-7000. 2. Provide 4' feet minimum back up dry food storage shelving in storage area. Evaluation will be conducted at first inspection. 3. Install approved slim foot tile base at sealed concrete floor in Janitors room. Vinyl base is not approved. See redline correction on page A3.1 4. The mop sink must be of the floor basin style. Behind all sinks in the splash zone the finish must be water proof to a height of 8' (e.g. FRP/tile) See redline correction on page A3.1 5. Install one instantaneous electric water heater (PVI model 4.1 I-E) for each employee restroom hand sink. See redline correction on page P1.1 6. Per conversation with Norman Barrett on 10-08-04, hot water will be supplied to mop sink via approved Rinnai instantaneous hot water heater. See redline correction on page P1.1 7. The trash enclosure must meet current standards and be finished so that the interior floor and walls are smooth and easily cleanable. Seal these interior surfaces with an approved two part epoxy. 8. All exterior and restroom doors must be self closing. Exterior doors must also be sealed against entry by vermin. The delivery door air curtain must deliver air at a velocity of 1600 fps at a height of 3' above the floor. 9. A construction guide has been issued with this plan correction. All issues not otherwise addressed by this plan correction must be resolved according to the guidelines set forth therein. 10. The number of lockers provided shall be equal, or greater than the number of workers assigned to a peak shift CONSTRUCTION INSPECTIONS: Contact the Plan Checker for a Preliminary Inspection when construction is approximately 80% complete, with plumbing, rough ventilation, and rough equipment installed. Request for inspection should be made at least five (5) working days in advance. A compliance guide is attached to this plan correction sheet. All construction not otherwise addressed on the plan correction must be performed in accordance with the guidelines set forth therein. A FINAL INSPECTION MUST be made upon completion of ALL work including finished details. APPROVAL to operate shall not be granted, or remodeled areas approved to operate, until the facility has passed the FINAL INSPECTION, and "APPLICATION TO OPERATE" has been completed and PERMIT FEES have been paid. Request for inspection should be made at least five (5) working.days in advance. PLANS CHECKED BY Jerry Dubin Phone (760) 320-1048 1 acknowledge the corrections noted herein d as indicated o he a s and agree to incorporate them during construction: Signature A A A v, AtZ.r Company Date Crab Anthony Fire chief Proualy servim the areas o� de County and the Cities of: Baming a Beaumont a Calimesa t Canyon Lake i Coachella Desert Hot Springs Indian Wells Indio <• Lake Elsinore N La Quiata c Moreno Valley Palm Desert 0 Pexis F Rancho Mirage San JaciNn 0 Temecula Board of suporvi.,on Bob Buser, District 1 John Tavaeone., District 2 Jim Venable, District 3 Roy Wilson, District 4 Marion Ashley, Diapid S RIVERSIDE COUNTY FIRE DEPARTMENT In coopera Ion with the California Department of Forestry and Fire Protection 210 West San Jacinto Avenue . Perris.U96551 9M70 & (909)1• ax December 20, 2004 �' 64 To: Smith Consulting Architects 12220 El Camino Real, Suite 200 San Diego, CA 92130 Re: Water system plan review PM 29351 / The Pavilion at La Quinta The above referenced water plans have been reviewed and are acceptable by the Riverside County Fire Department. After the registered Civil Engineer. has signed and stamped the original Mylar, please submit them to this office for Fire Department signature. After all signatures are obtained on the original, one (1) print of the title sheet is required for our files. The required water system including fire hydrants shall be installed and accepted by the appropriate water agency prior to any combustible building material being placed on the construction site and/or individual lots. Blue retro -reflective pavement markers shall be mounted on private streets, public streets and driveways to indicate Iocation of fire hydrants. Any question regarding these conditions should be referred to the Fire Department Planning & Engineering staff at (760) 863.8886 Sincerely, Frank Kawasaki Battalion Chief / Co. Fire Marshal By: L ale ve n Fire Safety Specialist B*RQSICY SERVICES DIMSM - Fl r W#M SECTION . DOZO t» 82.675 Hlghrrar 111, a Fl, InQb, CA 9=1. •(760) 80,6896 • rmr (760) 863-7072 Craig E. Anthony Fire Chief Proudly serving the unincorporated areas of Riverside County and the Cities of: Banning Beaumont Calimesa E• Canyon Lake :• . Coachella 4. Desert Hot Springs Indian Wells Indio Lake Elsinore La Quinta 4. Moreno Valley .. Palm Desert .;. Penis ., Rancho Mirage San Jacinto o� Temecula Board of Supervisors Bob Buster, District 1 John Tavaglione, District 2 Jim Venable, District 3 Roy Wilson, District 4 Marion Ashley District 5 RIVERSIDE COUNTY FIRE DEPARTMENT In cooperation with the California Department of Forestry and Fire Protection 82-675 Highway 111, 2nd FI., Indio, CA 92201 • (760) 863-8886 • Fax (760) 863.7072 September 22, 2004 Smith Consulting Architects 12220 EI Camino Real, Ste. 200 San Diego, CA 92130 Re: Non -Structural Building Plan Review LAQ-04-BP-119 / Bed Bath & Beyond Fire Department personnel have reviewed and approved the plans you submitted for the above referenced project. Please be advised the following conditions apply as a part of the conditions for the issuance of a building permit. 1) The Fire Department is required to set a minimum fire flow for the remodel or construction of all commercial buildings using the procedure established in the 2001 CFC. Afire flow of 2375 gpm for a 4 -hour duration at 20 psi residual operating pressure must be available before any combustible material is placed on the job site. 2) The required fire flow shall be available from a Super hydrant(s) (6" x 4"x21/2"x21/2') located not less than 25' or more than 165' from any portion of the building(s) as measured along approved vehicular travel ways. 3) Prior to the issuance of a building permit, applicant/developer shall fumish one'blueline copy of the water system plans to the Fire Department for review. Plans shall conform to the fire hydrant types, location and spacing, and the system shall meet the fire flow requirements. Plans must be signed by a registered Civil Engineer and/or the local water company with the following certification: "I certify that the design of the water system is in accordance with the requirements prescribed by the Riverside County Fire Department". 4) Install a complete fire sprinkler system designed in accordance 1999 NFPA 13. The post indicator valve and fire department connection shall be located to the front within 25' to 50' of a hydrant, and a minimum of 25' from the building. System plans must be submitted to the Fire Department for review, along with a plan/inspection fee. The approved plans, with Fire Department Job card must be at the job site for all inspections. 5) Whenever sprinkler overhead mains of 4" size or larger are provided, the Riverside County Fire Department requires documentation from a structural engineer that the roof structural members will be capable of supporting the weight of the water filled mains and attached lines. Provide appropriate detailed documentation, with a wet stamp and signature, by the project structural engineer. 6) Install an alarm monitoring system for fire sprinkler system(s) with 100 or more heads (20 or more in Group I, Division 1.1 and 1.2 occupancies). Valve monitoring, water -flow alarm and trouble signals shall be automatically transmitted to an approved central station, remote station or proprietary monitoring station in accordance with 2001 CBC, Sec. 904.3.1. An approved audible sprinkler flow alarm shall be provided on the exterior in an approved location and also in the interior in a normally occupied location. A C-10 licensed contractor must submit plans, designed in accordance with NFPA 72, 1999 Edition, to the Fire Department for review and approval prior to installation. EMERGENCY SERVICES DIVISION • PLANNING SECTION • INDIO OFFICE 82-675 Highway 111, 2nd FI., Indio, CA 92201 • (760) 863-8886 • Fax (760) 863-7072 i 7) Install Knox Key Lock box, Model 3200, mounted per recommended standard of the Knox Company. If the ,building/facility is protected with a fire alarm system or burglar alarm system, the lock boxes will require tamper" monitoring. Special forms are available from this office for the ordering of the Key Switch, this form must be authorized and signed by this office for the correctly coded system to be purchased. 8) All egress doors shall comply with CBC Sec. 1003.3.1.8 for proper door hardware. 9) Install portable fire extinguishers per Title 19, but not less than 2A10BC in rating. Contact certified extinguisher company for proper placement of equipment. 10) All fire sprinkler systems, fixed fire suppression systems and alarm plans must be submitted separately for approval prior to construction. Contractors should contact the Planning & Engineering office for submittal requirements. 11) Approved building address shall be placed in such a position as to be plainly visible and legible from the street and rear access if applicable. Building address numbers shall be a minimum of 12° for building(s) up to 25' in height, and 24° in height for building(s) exceeding 25' in height. All addressing must be legible and of a contrasting color with the background. 12) Electrical room door.shall be posted "ELECTRICAL ROOM" on the outside of door. Please contact the Fire Department Planning & Engineering staff for final inspection prior to occupancy. Applicantliinstaller shall be responsible to contact the Fire Department to schedule inspections. Requests for inspections are to be made at least 24 hours in advance and may be arranged by calling (760) 863-8886. All questions regarding the meaning of these conditions should be referred to the Fire Department Planning & Engineering staff at (760) 863-8886. Sincerely, FRANK KAWASAKI Chief Fire Department Planner By �F Walter Brandes Fire Safety Specialist Cc: City of La Quinta — Building Dept. I r HAPE2%WP QaMUZ Q&ta1PR0JECTb1 Wk&V PC"Q44ER118.tlx C=iOF- fFwe alw Btw* saw &e aoas dBii�de Coral' and �e O ies of Bamdeg 0 Bea®omt 0 cafomesa 0 Caupw Lake 0 coachcHa 0 Desert xkc Springs 0 Dian Wells O Indio 0 Lake Elsinore 0 La Quints Moreno Valley 0 Palm Desert o� Penis 0 Rancho Mirage 4+ San Jacinto Temecula. Board of Supervisors Bob 1 District 1 John Tavagiione, District 2 Jeff Stme, District 3 Ray Witco k , District 4 Mesion Ashley, District 5 RIVERSIDE COUNTY FIRE DEPARTME NT �tl®t004�1c�J�taifipmA4u�mo� . �Ilbf�,,2�fh@1NP1i8 ` • (1�� • �%�I��h® Daiee City of L• aQuinta Building Department The Riverside, County Fi a Department is granting the Fire clumnee lbr the fbIlowiq location — Please ;if you should have questions 760-863-8586 Respectfully By �--- Terry D0SJi y Fire Systenspector I J CITY OF LA QUINTA BUILDING & SAFETY DEPARTMENT 777-7012 \SPECTION REQUEST LINE ?(da 777-7153 Owne'r.111 .E'EN Contractor= A'�'4N S q NSTRUCTION Permit Numb I'\04-026 \ '' POST JQQB ` CO UOUS PLACE INSPECT O 1�iQ(`l SILICABLE SPACES JOB ADDRESS I . NVAY III ti COININI. RETA11,31094"f",.,'' M" Oc. TYPE V -N CONST. 2001 comms. "13ED 3 mvm S KND" PERMIT DOES NOT INCLUDE BLOCK WALLS, TEiNIP.POWER STORAGE RACKS AND TRASIi ENCLOSURES TYPE OF INSPECTION DATE INSP. TEMPORARY POWER SETBACKS U/G PLUMBING / WASTE D D U/G ELECTRICAL/ GROUNDING 7. FOOTINGS / STEEL CONCRETE SLAB DO NOT POUR CONCRETE UNT L ABOVE SIGNEO ROOF NAIL / PRE -ROOF Q OKAY TO WRAP FRAMING COMBINATION ROUGH ELECTRIC ROUGH PLUMBING ROUGH MECHANICAL INSULATION S COVER F40 WOFYK UNTIL APOVF, SIGNED INTERIOR GYP. BD. DRYWALL EXTERIOR LATH GAS TEST SEPTIC ABANDONMENT SEWER CONNECTION SEPTIC / GREASE INTERCEPTOR MASONRY INSPECTIONS FOOTINGS / STEEL BOND BEAM POOL / SPA / WATER FEATURE INSPECTIONS PRE-GUNITE / SETBACKS U/G PLUMBING U/G GAS U/G ELECTRICAL PRE -PLASTER (ALARMS/ BARRIERS FINAL INSPECTIONS TEMP. USE OF PERMANENT POWER S ELECTRICAL PLUMBING MECHANICAL PUBLIC WORKS DEPARTMENT �C COMMUNITY DEVELOPMENT DEPT. tyq o FINAL / JOB COMPLETED ABOVE APPROVALS DO NOT INCLUDE RIGHT TO TURN ON UTILITIES OR OCCUPY BUILDING Certificate of Occupancy G OF95 Building & Safety Department This Certificate is issued pursuant to the requirements of Section 109 of the California Building Code, certifying that, at the time of issuance, this structure was in compliance with the provisions of the Building -Code and the various ordinances of the City regulating building construction and/or use. BUILDING ADDRESS: 79-110 HIGHWAY 111 Use classification: COMMERICAL (BED BATH & BEYOND) Building Permit No.: 04-6326 Occupancy Group: B Type of Construction: V=N Land Use Zone: CR t Owner of Building: FOURTH QUARTER PROPERTIES Address: 45 ANSLEY DR City, ST,.ZIP: NEWNAN, GA 30263 By: STEVE TRAXEL Date: 07-12-06 Building Official ... - - PncT IN A!`f'f1.ICGIPIInnc slnry -. r PO,G8sl Structural Engineers November 8, 2004 Mr. Norman Barrett, AIA Project Architect Smith Consulting Architects 12220 El Camino Real, Suite 200 San Diego, CA 92130 Tel: 858-793-4777 Fax: 858-793-4787 Re: BED BATH & BEYON @ LA QUINTA Dear Mr. Barrett: The calculations for the items listed below have been prepared by another design professional that is licensed and authorized to prepare such drawings in this state. These documents have been examined by GSSI Engineers and have been found to meet the appropriate requirements of California Building Code and the project specifications prepared by GSSI Engineers. The items listed below are acceptable for incorporation into the construction of this project for which I have been delegated responsibility for this portion of the work: Steel truss girders and joists calculations prepared by Walter F. Worthley, P. E, CA # 64116 with Valley Joist, Inc., P.O. Box 2170, 255 Logan Road, Logan Industrial Park'Fernley, NV 98408. Calculation sheets 1. through 60. Sincerely, GSSI Engineers Oscar onzarez, S.E. Principal 2445 Fifth Avenue, Suite 300, San Diego, California 92101 Tel: (619) 687-3810 Fax: (619) 687-3814 "Oscar Gonzalez" _" To <GKhamis@vccusa.com>, <mikec@sca-sd.com> <oonzalez@gssi-se.com> cc <normanb@sca-sd.com>, <jdavenport@vccusa.com>, 02/15/2006 07:29 PM <LMoody@vccusa.com>, "Sandra gssi" <Ssta mpfli@gssi-se.com> bcc Subject RE: 1582 RFI - 0128 11/S4.3 Front of Canopy - BB&B George, 1. The BBBY exterior sheathed canopy walls at are not shear walls. Therefore, blocking of the panel edges is not required structurally. 2. ICBO report 5330 specifies shot pin anchorage of wood sill plates to concrete. It does not refer to any use of the shot pins in masonry. Therefore, these shot pins in are not allowed to be used to anchor the sill plate to the masonry parapet. Thanks,' Oscar Gonzalez, S.E. Principal UF ss� �iiuiG(Ufnt €ryglir�e�s: , 2445 Fifth Avenue, Suite 300 San Diego, CA 92101 i Phone: 619-687-3810 x202 Fax: 619-687-3814 -----Original Message ----- From: GKhamis@vccusa.com [mailto:GKhamis@vccusa.com1 Sent: Wednesday, February 15, 2006 3:38 PM To: ogonzalez@gssi-se.com; mikec@sca-sd.com Ce: normanb@sca-sd.com; jdavenport@vccusa.com;-LMoody.@vcc;sa.com Subject: Fw: 1582 RFI - 0128 11/S4:3 -.Front of Canopy - BB&B cn t� f Y George Khamis 79-050-1/2 Highway 111 La Quinta, CA 92253 (502) 376-9688 4 (949) 851-4288 Fax ---- Forwarded by George KhamisNCC on 02/15/2006 02:22 NO ----- VCC s 79050 Highway 111 La Quinta, CA 92253 760-771-5333 Fax 949-851-4282 - a • j C6x20ga STEEL STUDS 0 16" O.G. 169a CONT. TRACK i 0 W/ %" DIA.xI0" HEADED I ANCHORS a 32" O.C. (9" FROM END) I 0 LEVEL W z w p Q cv -1 Y4 ' p J CONC. WALK p u PER ARCH. N Q _Z N -1 COL. PER PLAN I I _ 6E A I I I (NON -SHEAR WALL I I I I I I PANEL EDGES NOT I I I REQUIRED TO BE I I i BLOCKED) I I I N I I BASE PLATE 8 ANCHORS I PER COL. SCHEDULE AyV2" NON -SHRINK GROUT BLDG. FINISH FLOOR I I I r SPREAD FOOTING WHERE OCCURS, SEE PLAN - Valley 1 ■ a autnioiary of = Jost, Inc..e; ; i ma6uft3eI rers of joist and metal deck i NOVEMBER 2, 2004 (775) 575-7337 Fax (775) 575-7222 P.O. Box 2170 255 Logan Road Logan Industrial Park Fernley, NV 89408 ENGINEERINd REPORT COVER SHEET FOR PRELIMINARY CALCULATIONS (REV. A) FOR APPROVAL BY ENGINEER OF RECORD (FOR REVIEW ONLY) RE: BED, BATH & BEYOND LA QUINTA, CA.. � VALLEY JOIST CONTRACT NO.: 4N02102 CUSTOMER: SCF SPECIALTY FABRICATORS 30550 HIGHWAY 31 CALERA, AL. 35040 //ATTENTION: PROJECT MANAGER PHONE: 205/668-1110 THIS. ENGINEERING REPORT SIGNATURE PAGE is provided for joist marks as shown on. Calculation Pages 1.— 60. The joists are as shown -on the Customer Supplied List Sheets. The calculations are based on all bridging in place and anchored as required by the -SJI Specifications & Technical Digests. These calculations are PRELIMINARY AND FOR REVIEW ONLY. The joists described herein do not reflect the final joist configuration. Approval of these calculations does not guarantee that the joists will be manufactured as described. Approval by the.owner's representatives of the plans, section, notes and approval calculations as prepared by the Seller indicates that the Seller has correctly interpreted the contract requirements. This approval constitutes the owner's /customer's acceptance of all responsibility for the design. adequacy of any detail configuration of joist support conditions and loads shown by the Seller as a part of the preparation of these calculations. The final (joist and girder) calculations will constitute the record document for this project. Valley Joist is not responsible for changes in the joist configuration occurring between submittal of approval and final calculations. (Reference the SH Code of Standard. Practice Section 6.4 "APPROVAL") a joistsand,girders are designed in�accordance with the Steel. Joist. Institute's.standard specifications to support the loads FURNISHED AND APPROVED BY THE OWNER'S ENGINEER OF RECORD. This is not intended to certify or imply that the building does, or does not conform to any national, state or local building codes. Valley Joist is a certified, active member of the Steel Joist Institute. The steel angle shapes and round bars used for the chords and webs has a 50-ksi minimum yield strength per the SJI specifications. Valley Joist's ICBO Number is FA -363. Walter F. Worthley, P.E. CA# 64116 Chief Engineer Valley Joist / a subsidiary of EBSCO Industries, Inc. 4 CACALC 4N02102/AL 11n /7�y /// f�ff/c d �77— Valley Joist West Page 1 V1.92 Job #LA -42102 - CW By 11:48 Entered 10/15/04 Revised 11/01/04 r+�Customer: SCF SPECIALTY FABRICATORS Project: BED, BATH & BEYOND LA QUINTA, CA Comments: 92UBC97 G1 13--16G2N5.8 x 16' 0.000 Special Crimped angle Parallel chord Girder End _Length Depth Slope Holes Top Chord Ext BCX Holdback Pitch EP 1L Tag 6.000 6.000 2 0' 6.000 96.000 Opp 6.000 6.000 2 0' 6.000 96.000 SJI 1000# AddLoad on Bottom chord at panel points. Dead 1000# AddLoad on Bottom chord at panel points. TC conc loads: Load Spacing Location Point Type 5800 $,0 810 U4 SJI, Dead End loads: SJI NtUp Dead Live Eauk Wind 2Liv Qukm Left TC axial load: 0.000 0.000 0.000 0.000 23.000 0.000 0.000 0.000 Ki Right TC�axial load: 0.000 0.000 0.000 0.000 23.000 0.000 0.000 0.000 Ki 16.000 in Deep 188.000 in Design length 725 # Minimum Shear 14.739 in Effective Depth 165 in4 Ix 0 in4 Minimum Ix 11.500 in Clear Depth' L/ 0 Live Defl L/ 958 SJI Defl 487623 in -#Moment 1.000 in Chord gap 0.102 in Camber 48.000 in Interior Panel 22.000 in Left End 22.000 in Right End 4 Web Vees_ 3900 # SJI reaction 3900 # SJI reaction Top Chord: 2-LL2-1/2x.212 A = 2.030 Y = 0.703 Fy = 50000 Q = 0.967 Ix= 1.219 Iy= 4.158 Rx = 0.775 Ry = 1.431 Rz = 0.493 Center: L = 24.000 P = -33084 Paz= -48472 M = 0 No Fillers Chord shear: V = 3655 C = 33084 fv = 3448 fc = 16297 f = 8848 Bearing seats: Tag -End LLV5x3.5x.5 Weld 5.27" Opposite End LLV5x3.5x.5 Weld 5.27" Bot Chord: 2-L L2x2x.156 A = 1.199 Y = 0.558 Fy = 50000 Q = 0.935 Ix= 0.464 Iy= 1.805 Rx = 0.622 Ry = 1.227 Rz = 0.396 Center: L = 48.000 P = 21684 Pa = 35980 Chord shear: V = 3783 T = .11408 fv = 6062 ft = 9512 f = 7705 Tensile _ Compressive Weld Available Length + Area R Shear Force Allow Shear Force Allow Thick x Weld (in) Location Web Slope in Member int in lbs lbs lbs lbs lbs lbs Length Top/Bottm UO -L1 W2 56.18 26.48 2-LL1xlx.109 0.412 0.307x 3783 6797 12367 946 1699 8700 .11x2.1 7.4/ 5.8 U1 -L1 V1 0.00 14.74 1-LL1xlx.109 0.206 0.1962 0 0 6184 440 440 4116 .11xO.1 2.8/ 2.3 U2 -L1 W3 58.44 28.16 1-LL1-3/4x.143 0.480 0.346z 914 1746 14402 3655 6985 7204 .14x1.6 5.1/ 4.9 U2 -L3 W4 58.44 28.16 1-LL1-1/4x.109 0.261 0.247z 3528 6741 7819 882 1685 2982 .11x2.1 4.5/ 4.4 U3 -L3' V1 0.00 14.74 1-LLixlx.109 0.206 0.196z 0 0 6184 662 662 4116 .11xO.2 2.8/ 2.3 U4 -L3 W5 58.44 28.16 1-LL1-3/4x.125 0.422. 0.347z 850 1624 12656 3400 6497 7428 .13x1.8 5.1/ 4.9 v Valley Joist West Page 2 V1.92 Job #LA -42102 - CW By 11:48 Entered 10/15/04 Revised 11/01/04 Customer: SCF SPECIALTY FABRICATORS Project: BED, BATH,& BEYOND LA QUINTA, CA Comments: 92UBC97 G2 1.- 32G4N6 x 35' 4.000 Special Crimped angle Parallel chord Girder End Length Depth Slope Holes Top Chord Ext BCX Holdback Pitch EP 1L Tag 6.000 6.000 2 0' 6.000 106.00 Opp 6.000 6.000 2 0' 6.000 106.00 SJI 1000# AddLoad on Bottom chord at panel points. Dead 1000# AddLoad on Bottom chord atpanel points. TC conc loads: Load Spacing Location Point Type 6000 8'10 8'10 _ 8110 U4 SJI, Dead 6000 8'10 1718 U8 SJI, Dead 6000 8110 2616 U12 SJI, Dead End loads: SJI NtUp Dead Live Equk Wind 2Liv Oukm Left TC axial load: 0.000 0.000 0.000 0.000 23.000 0.000 0.000 0.000 Ki Right TC axial load: 0.000 0.000 0.000 0.000 23.000 0.000 0.000 0.000 Ki 32.000 in Deep 420.000 in Design length 2250 # Minimum Shear 30.584 in Effective Depth 933 in4 Ix 0 in4 Minimum Ix 27.000 in Clear Depth L/ 0 Live Defl L/ 485 SJI Defl 1777263 in -#Moment 1.000 in Chord gap 0.510 in Camber 53.000 in Interior Panel 24.500 in Left End 24.500 in Right End 8 Web Vees 10000 # SJI reaction 10000 # SJI reaction Top Chord: 2-LL3X3x.250 Ix= 2.488 Center: L = 26.500 Chord,shear: V = 9879 A = 2.875 Y = 0.842 Iy= 7.669 Rx = 0.930 P = -58111 Paz= -69826 C = 41203 fv = 6586 Fy = 50000 Ry = 1.633 M = 0 fc = 14331 Q = 0.961 Rz = 0.592 No Fillers f = 9732 Bearing seats: Tag End LLV5x3.5x.5 Weld 5.02" Opposite End LLV5x3.5x.5 Weld 5.02" Bot Chord: 2-L L2x2x.200 A = 1.5.20 Y = 0.574 Fy = 50000 Q = 1.000 Ix= 0.576 Iy= 2.328 Rx = 0.616 Ry = 1.238 Rz = 0.393 Center: L = 53.000 P = 44435 Pa = 45600 Chord shear: V = 9942 T = 16473 fv = 12427 ft = 10837 f = 13557 Tensile Compressive Weld Available Location Web Slope Length in Member Area R Shear Force Allow Shear Force Allow Thick x Weld (in) U0- -L1 W2 38.70 39.19 2-LL1-1/4x.109 int 0.521 in 0.387x lbs 9942 lbs 12738 lbs lbs lbs lbs Length Top/Bottm U1 -L1 V1 0.00 30.58 1-LL1xlx.109 0.206 0.196z 0 0 15637 6184 2485 3185 9677 .11x3.9 7.0/ 4.7 U2 -L1 W3 40.91 40.47 1-LL2-1/2x.212 1.015 0.493z 2470 3268 30452 486 9879 13071 486 1266 15160 .11x0.2 3.0/ 2.3 U2 -L3 W4 40.91 40.47 1-LL1-3/4x.143 0.480 0.346z 9815 12988 14402 2454 3247 5232 .19x2.3 4.9/ 4.4 U3 -L3 V1 0.00 30.58 1-LL1xlx.109 0.206 0.196z 0 0 6184 824 824 1266 .14x3.1 .11x0.3 4.2/ 3.6 3.0/ 2.3 U4 -L3 W5 40.91 40.47 1-L L2x2x.248 0.930 0.391z 2438 3226 27915 9752 12904 12933 4.4/ 3.9 U4 -L5 W6 40.91 40.47 1-LL1-1/4x.109 0.261 0.247z 3689 4882 7819 922 1220 1445 .19x2.3 .11xl.5 3.7/ 3.1 U5 -L5 V1 0.00 30.58 1-LL1xlx.109 0.206 0.196z 0 0 6184 1049 1049 1266 .11x0.3 3.0/ 2.3 U6 -L5 W7 40.91 40.47 1-LL1-3/4x.143 0.480 0.346z 907 1200 14402 3626 4798 5232 .14x1.1 4.2/ 3.6 U6 -L7 W8 40.91 ' 40.47 1-LL1-1/4x.109 0.261 0.247z 3563 4715 7819 891 1179 1445 .11xl.5 3.7/ 3.1 U7 -L7 V1 0.00 .30.58 1-LL1xix.109 0.206 0.196z 0 0 6184 1162 1162 1266 .11x0.4 3.0/ 2.3 i . � a Valley Joist West Page 3 V1.92 Job #LA -42102 - CW By 11:48 Entered 10/15/04 Revised 11/01/04 Customer: SCF SPECIALTY FABRICATORS Project: . BED, BATH & BEYOND LA QUINTA, CA Comments: 92UBC97 G3 2 - 32G4N6 x 35' 4.000 Special Crimped angle Parallel chord Girder End Length _Depth Slope Holes Top Chord Ext BCX Holdback Pitch EP 1L Tag 6.000 6.000 2 0' 6.000 106.00 Opp 6.000 -6.000 2 0' 6.000 106.00 SJI 1000# AddLoad on Bottom chord at panel points. Dead 1000# AddLoad on Bottom chord at panel points. TC conc loads:' Load Spacing Location Point Type 7800 8110 8110 U4 SJI, Dead 6000 8110 1718 U8 SJI, Dead 6000 8110 2616 U12 SJI, Dead End loads: SJI NtUp Dead Live Equk Wind 2Liv Qukm Left TC axial load: 0.000 0.000 0.000 0.000 23.000 0.000 0.000 0.000 Ki Right TC axial load: 0.000 0.000 0.000 0.000 23.000 0.000 0.000 0.000 Ki 32.000 in Deep 420.000 in Design length 2475 # Minimum Shear 30.578 in Effective Depth 978 in4 Ix 0 in4 Minimum Ix 27.000 in Clear Depth L/ 0 Live Defl L/ 470 SJI Defl 1882581 in -#Moment 1.000 in Chord gap 0.510 in Camber 53.000 in Interior Panel 24.500 in Left End 24.500 in Right End 8 Web Vees 11354 # SJI reaction 10446 # SJI reaction Top Chord: 2-LL3X3x.250 A = 2.875 Y = 0.842 Fy = 50000 Q = 0.961 Ix= 2.488 Iy= '7.669 Rx = 0.930 Ry = 1.633 Rz = 0.592 Center: L = 26.500 P = -61566 Paz= -69826 M = 0 No Fillers Chord shear: V = 11233 C = 44640 fv = 7489 fc = 15527 f = 10787 Bearing seats: Tag End LLV5x3.5x.5 Weld 5.21" Opposite End LLV5x3.5x.5 Weld 5.08" Bot Chord: 2-L L2x2x.216 A = 1.635 Y = 0.579 Fy = 50000 Q = 1.000 Ix= 0.615 Iy= 2.520 Rx = 0.613 Ry = 1.242 Rz = 0.392 Center:. L = 53.000 P = 47505 Pa = 49041 Chord shear: V = 11296 T = 18735 fv = 13074 ft = 11461 f = 14275 Tensile Compressive Weld Available Length Area R Shear Force Allow Shear Force Allow Thick x Weld (in) Location Web Slope, in Member in2 in lbs lbs lbs lbs lbs lbs Length Top/Bottm UO -L1 W2 38.70 39.18 2-LL1-1/4x.109 0.521 0.387x 11296 14475 15637 2824 3619 9678 .11x4.5 7.0/ 4.6 y U1 -L1 V1 0.00 30.58 1-LL1xlx.109 0.206 0.196z 0 0 6184 508 508 1267 .11xO.2 3.0/ 2.3 U2 -L1 W3 40.91 40.46 1-LL2-1/2x.212 1.015 ,0.493z 2808 3716 30452 11233 14864 15162 .19x2.7 4.9/ 4.4 U2 -L3 W4L 40.91 40.46 1-LL1-3/4x.156 0.522 0.345z 11170 14781 15650 2792 3695 5663 .16x3.2 4.2/ 3.6 U3 -L3 V1 0.00 30.58 1-LLlxlx.109 0.206 0.196z 0 0 6184 893 893 1267 .11x0.3 3.0/ 2.3 U4 -L3 W5 40.91 40.46 1-LL2-1/2x.212 1.015 0.4932 x2777 3674 30452 11107 14697 18539 .19x2.6 4.9/ 4.4 U4 -LS W6 40.91 40.46 1-LL1-1/4x.109 0.261 0.247z 3244 4292 7819 811 1073 1445 .11xl.3 3.7/ 3.1 US -L5 V1 0.00 30.58 1-LL1xlx.109 0.206 0.196z 0 0 6184 1134 1134 1267 .11xO.4 3.0/ 2.3 U6 -L5 W7L 40.91 40.46 1-LL1-3/4x.125 0.422 0.347z 795 1052 12656 3180 4209 4628 .13x1.1 4.2/ 3.6 U6 -L7 W8 40.91 40.46 1-LL1-1/4x.109 0.261 0.247z 3117 4125 7819 779 1031 1445 .11xl.3 3.7/ 3.1 U7 -L7 V1 0.00 30.58 1-LL1xlx.109 0.206 0.196z 0 0 6184 1231 1231 1267 .11xO.4 3.0/ 2.3 d� U8 -L7 W9L 40.91 40.46 1-LL1-3/4x.125 0.422 0.347z 764 1010 12656 3054 4042 4628 .13x1.1 4.2/ 3.6 • 1 S , f Valley Joist West Page 4 V1.92 Job #LA -42102 - CW By '11:48 Entered 10/15/04 Revised 11/01/04 Customer: SCF SPECIALTY FABRICATORS Project: BED, BATH & BEYOND LA QUINTA; CA Comments: 92UBC97 G3 2 - 32G4N6 x 35' 4.000 Special Crimped angle Parallel chord Girder Tensile Compressive Weld Available Length Area R Shear Force Allow Shear Force Allow Thick x Weld (in) Location.. Web Slope in ' Member in2 in lbs lbs lbs lbs lbs lbs Length Top/Bottm U8 -L9 W9R 40.91- 40.46 1-LL1-3/4x.143 0.480 0.346z 986 1305 14402 3946 5221 5233 .14x1.2 4.2/ 3.6 U9 -L9 V1 0.00 30.58 1-LL1xlx.109 0.206 0.196z 0 0 6184 1216 1216 1267 .11x0.4 3.0/ 2.3 U10 -L9 W8 40.91 40.46 1-LL1-1/4x.109 ,0.261 0.247z 4009 5305 7819 1002 1326 1445 .11xl.6 3.7/ 3.1 U10 -L11 W7R 40.91. 40.46 1-L L2x2x.125 0.484 0.398z 1018 1347 14531 4072 5388 6584 .13x1.5 4.4/ 3.9 Ull -L11 V1 0.00 30.58 1-LL1xlx.109 0.206 0.196z 0 0 6184 1088 1088 1267 .11x0.3 3.0/ 2.3 U12 -L11 W6 40.91 40.46 1-LL1-1/4x.109 0.261 0.247z 4135 5472 7819 1034 1368 1445 Ilxl.7 3.7/ 3.1 U12 -L13 W5 40.91 40.46 1-LL2-1/2x.212 1.015 0.493z 2550 3374 30452 10198 13495 18539 .19x2.4 4.9/ 4.4 U13 -L13 V1 0.00 30.58 1-LLlxlx.109 0.206 0.196z 0 0 6184 847 847 1267 .11x0.3 3.0/ 2.3 U14. _L13 W4R 40:91 40.46 1-LLI-3/4x.143 0.480 0.346z 10261 13578 14402 2565 3395 5233 .14x3.2 4.2/ 3.6 U14 -LIS W3 40.91 40.46 1-LL2-1/2x.212 1.015 0.493z 2581 3415 30452 10324 13662 15162 .19x2.4 4.9/ 4.4 U15 -L15 V1 0.00 30.58 1-LL1xlx.109 0.206 0.196z 0 0 6184 493 493 1267 .11x0.2 3.0/ 2.3 U16 -LIS W2 38.70 39.18 2-LL1-1/4x.109 0.521 0.387x 10387 13310 15637 2597 3328 9678 .11x4.1 7.0/ 4.6 3 t J 0 I 1 Valley Joist West Page 5 V1.92 Job #LA -42102 - CW By 11:48 Entered 10/15/04 Revised 11/01/04 Customer: SCF SPECIALTY FABRICATORS Project: BED, BATH & BEYOND LA QUINTA, CA Comments: 92UBC97 G4 1 - 32G4N6.7 x 31' 0.000 Special Crimped angle Parallel chord Girder 7,9 719 U4 End Length Depth Slope Holes Top -Chord Ext BCX Holdback Pitch EP 1L Tag 6.000 6.000 2 0' 6.000 93.000 Opp •6:000 6.000 2 0' 6.000 93.000 SJI 1000# AddLoad on Bottom chord at panel points. Dead 1000# AddLoad on Bottom chord at panel points. TC conc loads: Load Spacing Location Point Tyke 34.80 U1 8500 7,9 719 U4 SJI, Dead -L1 8500 ' , 1516 U8 SJI, Dead W41, 6700 7,9 2313 U12 SJI, Dead 0.00 End loads: SJI NtUp Dead Live Equk Wind 2Liv Oukm Left TC axial load: 0.000 0.000 0.000 0.000 23.000 0.000 0.000 0.000 Ki Right TC axial load: 0.000 0.000 0.000 0.000 23.000 0.000 0.000 0.000 Ki 32.000 in Deep 368.000 in Design length 2963 # Minimum Shear 30.572 in Effective Depth 1019 in4 Ix 0 in4 Minimum Ix 27.000 in Clear Depth L/ 0 Live Defl L/ 528 SJI Defl 1974915 in -#Moment 1.000 in Chord gap 0.392 in Camber 46.500 in Interior Panel 21.250 in Left End 21.250 in Right End 8 Web Vees 13305 # SJI reaction 12395 # SJI reaction Top Chord: 2.LL3X3x.250 A = 2.875 Y = 0.842 Fy = 50000 Q = 0.961 Ix= 2.488 Iy= 7.669 Rx = 0.930 Ry = 1.633 Rz = 0.592 Center:. L = 23.250 P = -64598 Paz= -71937 M = 0 No Fillers Chord shear: V = 13184. C = 45406 fv = 8789 fc = 15794 f = 11816 Bearing seats: Tag End LLV5x3.5x.5 Weld 5.51" Opposite End LLV5x3.5x.5 Weld 5.36" Bot Chord: 2-L L2x2x.232 A 1.748 Y = 0.585 Fy = 50000 Q = 1.000 Ix= 0.653 Iy= 2.712 Rx = 0.611 Ry = 1.246 Rz = 0.392 Center: L = 46.500 P = 51210 Pa = 52451 Chord shear: V = 13247 T = 19190 fv = 14275 ft = 10976 f = 15294 Location Web Slope ' UO -L1 W2 34.80 U1 -L1 V1 0.00 U2 -L1 W3L 37.25 U2 -L3 W41, 37.25 U3 -L3 V1 0.00 U4 -L3 WS 37.25 U4 -L5 W6L 37.25 U5 -L5 V1 0.00 U6 -L5 W7L 37.25 U6 -L7 W8L 37.25 Length Area R in Member in2 in 37.23 2-LL1-1/2x.125 0.719 0.465x 30.57 1-LL1xlx.109 0.206 0.196z 38.41 1-LL2-1/2x.230 1.097 0.492z 38.41 1-L L2x2x.156 0.600 0.396z 30.57 1-LL1xlx.109 0.206 0.196z 38.41 1-LL2-1/2x.212 1.015 0.493z 38.41 1-LL1-1/4x.109 0.261 0.247z 30.57 1-LL1xlx.109 0.206 0.196z 38.41 1-LL1-3/4x.143 0.480 0.346z 38.41 1-LL1-1/4x.109 0.261 0.247z Tensile Compressive Weld Available Shear Force Allow Shear Force Allow Thick x Weld (in) lbs lbs lbs lbs lbs lbs Length Top/Bottm 13247 16133 21563 3312 4033 15357 .13x4.3 6.9/ 4.6 0 0 6184 511 511 1267 .11xO.2 3.0/ 2.3 3296 4141 32913 13184 16563 17701 .19x3.0 4.8/ 4.2 13121 16484 17990 3280 4121 9019 .16x3.6 4.3/ 3.7 0 0 6184 908 908 1267 .11x0.3 3.0/ 2.3 3264 4101 30452 13058 16405 19335 .19x2.9 4.8/ 4.2 4494 5646 7819 1124 1412 1604 .11xl.7 3.6/ 3.0 0 0 6184 1169 1169 1267 .11x0.4 3.0% 2.3 1108 1392 14402 4431 5567 5808 .14x1.3 4.1/ 3.5 4368 5488 7819 1092 1372 1604 .11xl.7 3.6/ 3.0 • U7 -L7 V2. 0.00 30.57 1-LL1-1/4x.109 0.261 0.247z 0 0 7819 1292 1292 2531 .11x0.4 3.3/ 2.5 i ' Valley Joist West Page 6 V1.92 Job #LA -42102 - CW By '11:48 Entered 10/15/04 Revised 11/01/04 Customer: SCF SPECIALTY FABRICATORS Project: BED, BATH & BEYOND LA QUINTA, CA Comments: 92UBC97 G4 1 - 32G4N6.7 x' 31' 0.000 Special Crimped angle Parallel chord Girder Tensile Compressive Weld Available Length Area R Shear Force Allow Shear Force Allow Thick x Weld (in) Location Web Slope in Member in2 in lbs lbs lbs lbs lbs lbs Length Top/Bottm U8 -L7 W91, 37.25 38.41 1-LL1-3/4x.143 0.480 0.346z 1076 1352 14402 4305 5408 5808 .14x1.3 4.0/ 3.5 U8 -L9 W9R 37.25 38.41. 1-L L2x2x.125 0.484 0.398z 1299 1632 14531 5195 6527 6996 .13x1.8 4.3/ 3.7 U9 -L9 V1 0.00 30.57 1-LL1xlx.109 0.206 0.196z 0 0 6184 1278 1278 1267 .11x0.4 3.0/ 2.3 U10 -L9 W8R 37.25 38.41 1-LL1-1/2x.109 0.315 0.297z 5258 6606 9454 1315 1652 2817 .11x2.0 3.8/ 3.2 U10 -Lll . W7R 37.25 38.41 1-L L2x2x.125 0.484 0.398z 1330 1671 14531 5321 6685 6996 .13x1.8 4.3/ 3.7 Ull -Lll V1 0.00 30.57 1-LL1xlx.109 0.206 0.196z 0 0 6184 1128 1128 1267 .11x0.3 3.0/ 2.3 U12 -L11 W6R 37.25 .38.41 1-LL1-1/2x.109 0.315 0.297z 5385 6765 9454 1346 1691 2817 .11x2.1 3.8/ 3.2 U12 -L13 W5 37.25 38.41 1-LL2-1/2x.212 1.015 0.493z 3037 3815 30452 12148 15262 19335 .19x2.7 4.8/ 4.2 U13 -L13 V1 0.00 30.57 1-LL1xlx.109 0.206 0.196z 0 0 6184 868 868 1267 .11x0.3 3.0/ 2.3 U14 -1,13 W4R 37.25 38.41 1-LL1'-3/4x.156 0.522 0.345z 12211 15341 15650 3053 3835 6285 .16x3.3 4.1/ 3.5 U14 -L15 W3R 37.25 38.41 1-LL2-1/2x.212 1.015 0.493z 3069 3855 30452 12274 15420 16233 .19x2.8 4.8/ 4.2 U15 -L15 vi .0.00 30.57 1-LL1xlx.109 0.206 0.196z 0 0 6184 498 498 1267 .11x0.2 3.0/ 2.3 U16 -1,15 W2 34.80 37.23 2-LL1-1/2x.125 0.719 0.465x 12337 15025 21563 3084 3756 15357 .13x4.0 6.9/ 4.6 Valley Joist West Page 7 V1.92 Job #LA -42102 - CW By 11:48 Entered 10/15/04 Revised 11/01/04 Customer: SCF -SPECIALTY FABRICATORS Project: BED, BATH & BEYOND LA QUINTA, CA Comments: 92UBC97 G5 2 - 32G4N6.7-'x 31' 0.000 Special Crimped angle Parallel chord Girder End Length Depth Slope Holes Top Chord Ext BCX Holdback Pitch EP 1L Tag 6.000 6.000 2- 0' 6.000 93.000 Opp 6.000 6.000 2 0' 6.000 93.000 SJI 1000# AddLoad on Bottom chord at panel points. Dead 1000# AddLoad on Bottom chord at panel points. TC conc loads: Load Spacing Location Point Type 6700 719 7,9 719 U4 SJI, Dead 6700 , 1516 U8 SJI, Dead 6700 7,9 2313 U12 SJI, Dead End loads: SJI NtUp Dead Live Equk Wind 2Liv Oukm Left TC axial load: 0.000 0.000 0.000 0.000 23.000 0.000 0.000 0.000 Ki Right TC axial load: 0.000 0.000 0.000 0.000 23.000 0.000 0.000 0.000 Ki 32.000 in Deep 368.000 in Design length 2513 # Minimum Shear 30.597 in Effective Depth 867 in4 Ix 0 in4 Minimum Ix 21.000 in Clear Depth L/ 0 Live Defl L/ 530 SJI Defl 1738393 in -#Moment 1.000 in Chord gap 0.392 in Camber 46.500 in Interior Panel 21.250 in Left End 21.250 in Right End 8 Web Vees 11050 # SJI reaction 11050 # SJI reaction Top Chord: Center Chord shear 2-L L3x3x.227 Ix= 2.285 L = 23.250 V 10929 A = 2.621 Y = 0.834 Iy= 6.949 Rx = 0.934 P = -56816 Paz= -63243 C = 40390 fv = 8024 Fy = 50000 Ry = 1.628 M = 0 fc = 15410 Q = 0.922 Rz = 0.594 No Fillers f = 11125 Bearing seats: Tag End LLV5x3.5x.5 Weld 5.69" Opposite End LLV5x3.5x.5 Weld 5.69" Bot Chord: 2-L L2x2x.187 A = 1.426 Y = 0.569 Fy = 50000 Q = 1.000 ,Ix= 0.544 Iy= 2.173 Rx = 0.617 Ry = 1.234 Rz = 0.394 Center:' L = 46.500 P = 43079 Pa = 42782 Chord shear: V = 10992 T = 15895 fv = 14696 ft = 11146 f = 15717 Tensile Compressive Weld Available Length Area R Shear Force Allow Shear Force Allow Thick x Weld (in) Location Web Slope- in Member in2 in lbs lbs lbs lbs lbs lbs Lenqth Top/Bottm UO -L1 W2 34.78 37.25 2-LL1-1/4x.109 0.521 0.387x 10992 13383 15637 2748 3346 10074 .11x4.1 6.8/ 4.6 U1 -L1 V1 0.00 30.60 1-LL1xlx.109 0.206 0.196z 0 0 6184 479 479 1265 .11x0.1 3.0/ 2.3 U2 -L1 W3 37.23 38.43 1-LL2-1/2x.212 1.015 ,0.493z 2732 3432 30452 10929 13726 16223 .19x2.5 4.8/ 4.2 U2 -L3 W4 37.23 38.43 1-LL1-3/4x.143 0.480 0.346z 10866 13647 14402 2716 3412 5802 .14x3.2 4.1/ 3.5 U3 '-L3 V1 0.00 30.60 1-LL1xlx.109 0.206 0.196z 0 0 6184 808 808 1265 .11x0.2 3.0/ 2.3 U4 -L3 WS 37.23 38.43 1-L L2x2x.248 0.930 0.391z 2701 3392 27915 10803 13568 14062 .19x2.4 4.3/ 3.7 U4 -LS W6 37.23 38.43 1-LL1-1/4x.109 0.261 0.247z 4040 5073 7819 1010 1268 1602 .11x1.6 3.6/ 3.0 US -L5 V1 0.00 -30.60 1-LL1xlx.109 0.206 0.196z 0 0 6184 1027 1027 1265 .11x0.3 3.0/ 2.3 U6 -L5 W7 37.23 38.43 1-LL1-3/4x.125 0.422 0.347z 994 1249 12656 3976 4994 5124 .13x1.3 4.1/ 3.5 U6 -L7 WS 37.23 38.43 1-LL1-1/4x.109 0.261 0.247z 3913 4915 7819 978 1229 1602 .11x1.5 3.6/ 3.0 U7 -L7 V1 0.00 30.60 1-LL1xlx.109 0.206 0.196z 0 0 6184 1136 1136 1265 .11x0.4 3.0/ 2.3 " r Valley Joist West Page 8 V1.92 Job #LA -42102 - CW By 11:48 Entered 10/15/04 Revised 11/01/04 Customer: SCF SPECIALTY FABRICATORS Project.: BED, BATH & BEYOND LA QUINTA, CA Comments: 92UBC97 G5 2 32G4N6.7 x 31' 0.000 Special Crimped angle Parallel chord Girder � a Tensile Compressive Weld Available Length Area R Shear Force Allow Shear Force Allow Thick x Weld (in) Location Web Slope in Member int in lbs lbs lbs lbs lbs lbs Length Top/Bottm U8 -L7 W9 37.23 38.43 1-LL1-3/4x.125 0.422 0.347z 963 1209 12656 3850 4835 5124 .13x1,.3 4.1/ 3.5 s M, Valley Joist West Page 9 V1.92 Job #LA -42102 - CW By 11:48 Entered 10/15/04 Revised 11/01/04 Customer: SCF SPECIALTY FABRICATORS Project: BED, BATH & BEYOND LA QUINTA, CA Comments: 92UBC97 G6 8 - 32G4N6.7.x 31' 7.000 Crimped angle Parallel chord Girder End Length Depth Slope Holes Top Chord Ext BCX Holdback Pitch EP 1L Tag 6.000 6.000 2 0' 6.000 47.375 Opp 6.000 6.000 2 0' 6.000 47.375 SJI 1000# AddLoad on Bottom chord at panel points. Dead 1000# AddLoad on Bottom chord at panel points. TC conc loads: Load Spacing Location Point Type 6700 7110-3/4 7'10-3/4 7110-3/4 U4 SJI, Dead 6700 7'10-3/4 159-1/2 U8 SJI, Dead 6700 7110-3/4 2318-1/4 U12 SJI, Dead End loads: SJI NtUp 'Dead Live Equk Wind 2Liv Oukm Left TC axial load: 0.000 0.000 0.000 0.000 23.000 0.000 0.000 0.000 Ki Right TC axial load: 0.000 0.000 0.000 0.000 23.000 0.000 0.000 0.000 Ki 32.000 in Deep 375.000 in Design length 2513 # Minimum Shear 30.584 in Effective Depth 933 in4 Ix 0 in4 Minimum Ix 27.000 in Clear Depth L/ 0 Live Defl L/ 549 SJI Defl 1761886 in -#Moment 1.000 in Chord gap 0.407 in Camber 47.375 in Interior Panel 21.688 in Left End 21.688 in Right End 8 Web Vees 11050 # SJI reaction 11050 # SJI reaction Top Chord: 2-LL3X3x.250 A = 2.875 Y = 0.842 Fy = 50000 Q = 0.961 Ix= 2.488 Iy= 7.669 Rx = 0.930 Ry = 1.633 Rz = 0.592 Center: L = 23.,688 P = -57608 Paz= -71660 M = 0 No Fillers Chord shear: V = 10929 C = 40866 fv = 7286 fc = 14214 f = 10178 Bearing seats: Tag End LLV5x3.5x.5 Weld 5.17" Opposite End LLV5x3.5x.5 Weld 5.17" Bot Chord: 2-L L2x2x.200 A 1.520 Y = 0.574 Fy = 50000 Q = 1.000 Ix= 0.576 Iy= 2.328 Rx = 0.616 Ry = 1.238 Rz = 0.393 Center: L = 47.375 P = 43922 Pa = 45600 Chord shear: V = 10992 T = 16215 fv = 13740 ft = 10667 f = 14739 Tensile Compressive Weld Available Length Area R Shear Force Allow Shear Force Allow Thick x Weld (in) Location Web Slope in Member in2 in lbs lbs lbs lbs lbs lbs Length Top/Bottm UO -L1 W2 35.34 37.49 2-LL1-1/4x.109 0.521 0.387x 10992 13475 15637 2748 3369 10026 .11x4.26.8/ 4.6 U1 -L1 V1 0.00 30.58 1-LL1xlx.109 0.206 0.196z 0 0 6184 482 482 1266 .11x0.1 3.0/ 2.3 U2 -L1 W3 37.76 38.68 1-LL2-1/2x.212 1.015 0.493z 2732 3456 30452 10929 13824 16092 .19x2.5 4.8/ 4.2 U2 -L3 W4 37.76 38.68 1-LL1-3/4x.143 0.480 0.346z 10866 13744 14402 2716 3436 5725 .14x3.2 4.1/ 3.5 U3 -L3 V1 0.00 . 30.58 1-LL1xlx.109 0.206 0.196z 0 0 6184 817 817 1266 .11x0.3 3.0/ 2.3 U4 -L3 W5 37.76 38.68 1-L L2x2x.248 0.930 0.3912 2701 3416 27915 10803 13664 13923 .19x2.4 4.3/ 3.8 U4 -L5 W6 37.76 38.68 1-LL1-1/4x.109 0.261 0.247z 4040 5109 7819 1010 1277 1581 .11x1.6 3.6/ 3.0 U5 -L5 V1 0.00 30.58 1-LL1xlx.109 0.206 0.196z 0 0 6184 1041 1041 1266 .11xO.3 3.0/ 2.3 U6 -L5 W7 37.76 38.68 1-LL1-3/4x.125 0.422 0.347z 994 1257 12656 3976 5029 5061 .13x1.4 4.1/ 3.5 U6 -L7 W8 37.76 38.68 1-LL1-1/4x.109 0.261 0.247z 3913 4950 7819 978 1237 1581 .11x1.5 3.6/ 3.0 U7 -L7 'i V1 0.00 30.58 1-LL1xlx.109 0.206 0.196z 0 0 6184 1152 1152 1266 .11x0.4 3.0/ 2.3 U8 -L7 W9 37.76 38.68 1-LL1-3/4x.125 0.422 0.347z 963 1217 12656 3850 4870 5061 .13x1.3 4.1/ 3.5 t Valley Joist West Page 10 V1.92 r Job #LA -42102 --CW By 11:48 Entered 10/15/04 Revised 11/01/04 Customer: SCF SPECIALTY FABRICATORS Project: -BED, BATH & BEYOND LA QUINTA, CA Comments: 92UBC97 G7 4 - 32G4N6.7 x 311 7.000 Special Crimped angle 0.842 Parallel chord Girder 7.669 Rx = 0.930 End Length Depth Slope Holes Top Chord Ext BCX Holdback Pitch EP 1L Tag 6.000 6.000 C = 2 .'01 6.000 94.750 Opp 6.000 6.000 2. 0' 6.000 94.750 SJI 1000# AddLoad on Bottom chord at panel points. Dead 1000# AddLoad on Bottom chord at panel points. Fy TC conc'loads: Load Spacing Location Point Type = 1.000 7110-3/4 Ix= 0.615 8500 7110-3/4 2.520 7110-3/4 U4 SJI, Dead Rx = 6700 7110-3/4 Ry 159-1/2 U8 SJI, Dead 1.242 6700 7110-3/4 = 0.392 2318-1/4 U12 SJI, Dead Center: End loads: SJI NtUp Dead Live Equk Wind 2Liv Oukm Left TC axial load: 0.000 0.000 0.000 0.000 23.000 0.000 0.000 0.000 Ki Right TC axial load: 0.000 0.000 0.000 0.000 23.000 0.000 0.000 0.000 Ki 32.000 -in Deep 375.000 in Design length 2737 # Minimum Shear 12347 30.578 in Effective Depth 978 in4 Ix 0 in4 Minimum Ix 27.000 in Clear Depth L/ 0 Live Defl L/ 536 SJI Defl 11151 1855812 in -#Moment 1.000 in Chord gap 0.407 in Camber 47.375 in Interior Panel 21.688 in Left End 21.688 in Right End 8 Web Vees 12405 # SJI reaction 11495 # SJI reaction Compressive Top Chord: 2.=LL3X3x.250. Ix= 2.488 Center: L = 23.688 Chord shear: V = 12284 A = 2.875 Y = 0.842 Iy= 7.669 Rx = 0.930 P = -60691 Paz= -71660 C = 43931 fv = 8189 Fy = 50000 Ry = 1.633 M = 0 fc = 15280 Q = 0.961 Rz = 0.592 No Fillers f = 11200 Bearing seats: Tag End LLV5x3.5x.5 Weld 5.3711 Opposite End LLV5x3.5x.5 Weld 5.2311 Bot Chord: 2-L L2x2x.216 A = 1.635 Y = 0.579 Fy = 50000 Q = 1.000 Ix= 0.615 Iy= 2.520 Rx = 0.613 Ry = 1.242 Rz = 0.392 Center: L = 47.375 P = 46660 Pa = 49041 yChord shear: V = 12347 T = 18228 fv = 14290 ft = 11151 f = 15340 Tensile Compressive Weld Available Length Area R Shear Force Allow Shear Force Allow Thick x Weld (in) Location Web Slope in Member int in lbs lbs lbs lbs lbs lbs Length Top/Bottm UO -L1 W2L 35.35 37.49 2-LL1-1/2x.125 0.719 0.465x 12347 15137 21563 3087 3784 15305 .13x4.1 6.9/ 4.6 U1 -L1 V1 0.00 30.58 1-LL1xlx.109 0.206 0.196z 0 0 6184 502 502 1267 .11x0.2 3.0/ 2.3 U2 -L1 W3 37`76 38.68 1-LL2-1/2x.212 1.015 0.493z 3071 3885 30452 12284 15538 16094 .19x2.8 4.8/ 4.2 U2 -L3 W4L 37.76 38.68 1-LL1-3/4x.156 0.522 0.345z 12221 15458 15650 3055 3865 6197 .16x3.3 4.1/ 3.5 U3 -L3 V1 0.00 30.58 1-LL1xlx.109 0.206 0.196z 0 0 6184 879 879 1267 .11x0.3 3.0/ 2.3 U4 -L3 W5 37.76 38.68 1-LL2-1/2x.212 1.015 0.493z 3039 3845 30452 12157 15379 19231 .19x2.8 4.8/ 4.2 U4 -L5 W6 37.76 38.68 1-LL1-1/4x.109 0.261 0.247z 3594 4547 7819 899 1137 1581 .11x1.4 3.6/ 3.0 U5 -L5 V1 0.00 30.58 .1-LL1x1x.109 0.206 0.196z 0 0 6164 1116 1116 1267 .11xO.3 3.0/ 2.3 U6 -L5 WU 37.76 38.68 1-LL1-3/4x.125 0.422 0.347z 883 1117 12656 3531 4467 5062 .13x1.2 4.1/ 3.5 U6 -L7 W8 37.76 38.68 1-LL1-1/4x.109 0.261 0.247z 3468 4387 7819 867 1097 1581 .11xl.4 3.6/ 3'.0 U7 -L7 V1 0.00 30.58 1-LL1xlx.109 0.206 0.1962 0 0 6184 1214 1214 1267 .11x0.4 3.0/ 2.3 i r a t r Valley Joist West Page 11 V1.92 Job #LA -42102 - CW By 11:48 Entered 10/15/04 Revised 11/01/04 Customer: SCF SPECIALTY FABRICATORS Project: BED, BATH & BEYOND LA QUINTA, CA Comments: 92UBC97 G7 4 - 32G4N6.7 x 31' 7.000 Special Crimped angle Parallel chord Girder Tensile Compressive Weld Available Length Area R Shear., Force Allow Shear Force Allow Thick x Weld (in) Location Web Slope in Member in2 in lbs lbs lbs lbs lbs lbs Length Top/Bottm U8 -L7 W9L 37.76 38.68 1=LL1-3/4x.125 .0.422 0.347z 851 1077 12656 3405 4307 5062 .13x1.2 4.1/ 3.5 U8 -L9 W9R 3.7.76 38.68 1-LL1-3/4x.143 0.480 0.346z 1074 1358 14402 4295 5433 5727 .14x1.3 4.1/ 3.5 U9 -L9 V1 0.00 30.58 1-LL1xlx.109 0.206 0.196z 0 0 6184 1200 1200 1267 .11x0.4 3.0/ 2.3 U10 -L9 W8 37.76 38.68 1-LL1-1/4x.109 0.261 0.247z 4358 5513 7819 1090 1378 1581 .11xl.7 3.6/ 3.0 U10 -L11 W7R 37.76 38.68 1-LL1-3/4x.143 0.480 0.346z 1105 1398 14402 4422 5593 5727 .14x1.3 4.1/ 3.5 U11 -Lll V1 0.00 30.58 1-LL1xlx.109 0.206 0.196z 0 0 6184 1075 1075 1267 .11x0.3 3.0/ 2.3 U12 -Lll W6 37.76 38.68 1-LL1-1/4x.109 0.261 0.247z 4485 5673 7819 1121 1418 1581 .11x1.8 3.6/ 3.0 U12 -L13 WS 37.76 38.68 1-LL2-1/2x.212 1.015 0.493z 2812 3557 30452 11248 14228 19231 ,.19x2.5 4.8/ 4.2 U13 -L13 V1 0.00 30.58 1-LL1xlx.109 0.206 0.196z 0 0 6184 838 838 1267 .11x0.3 3.0/ 2.3 U14 -1,13 W4R 37.76 38.68 1-LL1-3/4x.143 0.480 0.346z 11311 14308 14402 2828 3577 5727 .14x3.4 4.1/ 3.5 U14 -L15 W3 37.76 38.68 1-LL2-1/2x.212 1.015 0.493z 2844 3597 30452 11374 14388 16094 .19x2.6 4.8/ 4.2 U15 -L15 V1 0.00 30.58 1-LL1xlx.109 0.206 0.1962 0 0 6184 489 489 1267 .11x0.2 3.0/ 2.3 U16 -1,15 W2R 35.35 37.49 2-LL1-1/4x.109 0.521 0.387x 11437 14022 15637 2859 3506 10027 .11x4.3 6.8/ 4.5 I Valley Joist West Page 12 V1.92 Job #LA -42102 - CW By 11:48 Entered 10/15/04 Revised 11/01/04 Customer: SCF SPECIALTY FABRICATORS Project: BED, BATH & BEYOND LA QUINTA, CA Comments: 92UBC97 G8 3 - 32G4N6.7 x' 30110.000 Crimped angle Parallel chord Girder End Length Depth Slope Holes Top Chord Ext BCX Holdback Pitch EP 1L Tag 6.000 6.000 2 0' 6.000 46.250 Opp 6.000 6.000 2 0' 6.000 46.250 SJI 1000# AddLoad on Bottom chord at panel points. Dead 1000# AddLoad on Bottom chord at panel points. TC conc loads: Load Spacing Location Point Type 6700 718-1/2 7'8-1/2 U4 SJI, Dead 6700 718-1/2 1515 U8 SJI Dead 6700 718-1/2 2311-1/2 U12 SJI, Dead 7'8-1/2 End loads: SJI NtUp Dead Live Equk Wind 2Liv Oukm Left TC axial load: 0.000 0.000 0.000 0.000 23.000 0.000 0.000 0.000 Ki Right.TC axial load: 0.000 0.000 0.000 0.000 23.000 0.000 0.000 0.000 Ki 32.000 in Deep 366.000 in Design length 2513 # Minimum Shear. 30.597 in Effective Depth 867 in4 Ix 0 in4 Minimum Ix 27.000 in Clear Depth L/ 0 Live Defl L/ 536 SJI Defl 1731619 in -#Moment 1.000 in Chord gap 0.388 in Camber 46.250 in Interior Panel 21.125 in Left End 21.125 in Right End 8 Web Vees 11050 # SJI reaction 11050 # SJI reaction Top Chord: 2-L L3x3x.227 A = 2.621 Y = 0.834 Fy = 50000 Q = 0.922 Ix= 2.285 Iy= 6.949 Rx = 0.934 Ry = 1.628 Rz = 0.594 Center: L = 23.125 P = -56594 Paz= -63310 M = 0 No Fillers Chord shear: V = 10929 C = 40257 fv = 8024 fc = 15360 f = 11107 Bearing seats: Tag End LLV5x3.5x.5 Weld 5.69" Opposite End LLV5x3.5x.5 Weld 5.69" Bot Chord: 2-L L2x2x.187 A 1.426 Y = 0.569 Fy = 50000 Q = 1.000 Ix= 0.544 Iy= 2.173 Rx = 0.617 Ry = 1.234 Rz = 0.394 Center: L = 46.250 P = 42.844 Pa = 42782 Chord shear: V = 10992 T = 15806 fv = 14696 ft = 11084 f = 15706 Tensile Compressive Weld Available Length Area R Shear Force Allow Shear Force Allow Thick x Weld (in) Location Web Slope in Member int in lbs lbs lbs lbs lbs lbs Lenqth Top/Bottm UO -L1 W2 34.62 37.18 2-LL1'-1/4x.109 0.521 0.387x 10992 13358 15637 2748 3339 10089 .11x4.1 6.8/ 4.6 U1 -L1 V1 0.00 30.60 1-LL1xlx.109 0.206 0.1962 0 0 6184 478 478 1265 .11xO.1 3.0/ 2.3 U2 -L1 W3 37.08 38.35 1-LL2-1/2x.212 1.015 0.493z 2732 3425 30452 10929 13699 16262 .19x2.5 4.8/ 4.2 U2 -L3 W4 37.08 38.35 1-LL1-3/4x.143 0.480 0.346z 10866 13620 14402 2716 3405 5825 .14x3.2 4.0/ 3.5 U3 -L3 V1 0.00 30.60 1-LL1xlx.109 0.206 0.196z 0 0 6184 805 805 1265 .11xO.2 3.0/ 2.3 U4 -L3 WS 37.08 38.35 1-L L2x2x.248 0.930 0.391z 2701 3385 27915 10803 13541 14103 .19x2.4 4.3/ 3.7 U4 -L5 W6 37.08 38.35 1-LL1-1/4x.109 0.261 0.247z 4040 5064 7819 1010 1266 1608 .11x1.6 3.6/ 3.0 US -L5 V1 0.00 30.60 1-LLlxlx.109 0.206 0.1962 0 0 6184 1023 1023 1265 .11x0.3 3.0/ 2.3 U6 -L5 W7 37.08 38.35 1-LL1-3/4x.125 0.422 0.347z 994 1246 12656 3976 4984 5143 .13x1.3 4.0/ 3.5 U6 -L7 W8 37.08 38.35 1-LL1-1/4x.109 0.261 0.247z 3913 4905 7819 978 1226 1608 .11xl.5 3.6/ 3.0 U7 -L7 V1 0.00, 30.60 1-LL1xlx.109 0.206 0.196z 0 0 6184 1132 1132 1265 .11x0.3 3.0/ 2.3 U8 -L71 ' W9 37.08 38.35 1-LL1-3/4x.125 0.422 0.3472 963 1206 12656 3850 4826 5143 .13x1.3 4.0/ 3.5 i s ,. is Valley Joist West Page 13 V1.92 Job #LA -42102 - CW By 11:48 Entered 10/15/04 Revised'.11/01/04 Customer: SCF SPECIALTY FABRICATORS Project: BED, BATH & BEYOND LA QUINTA, CA Comments: 92UBC97 . J1 3 - 18K232/128 x 30' 8.000 Special Rod web Parallel chord Shortspan End Length Depth Slope Holes Top Chord Ext BCX Holdback Pitch EP 1L Tag 5:000 2.500 34.000 Opp 5.000 2.500 -34.000 Uniform'Live load 128 #/ft full length Uniform SJI load 232 #/f.t full length Uniform Dead load 104 #/ft full length SJI 1800# AddLoad on Top chord at panel points. Dead 1800# AddLoad on Top chord at panel points. SJI 500# AddLoad on Bottom chord at panel points. Dead 500# AddLoad on Bottom chord at panel points. End loads: SJI NtUp Dead Live Equk Wind 2Liv Qukm Left TC axial load:.,0.000 0.000 0.000 0.000 6.000 0.000 0.000 0:000 Ki Right -TC axial load: 0.000 0.000 0.000 0.000 6.000 0.000 0.000 0.000 Ki 18.000 in Deep 364.000 in Design length 880 # Minimum Shear 16.945 in Effective Depth 164 in4 Ix 0 in4 Minimum Ix: 14.250 in Clear Depth L/ 711 Live Defl L/ 257 SJI Defl 537935 in -#Moment 0.500 in Chord gap 0.383 in Camber 20.000 in Interior.Panel 22.000 in Left End 22.000 in Right End 16 Web Vees' 5819 # SJI reaction 5819 # SJI reaction Top Chord: 2-L L2x2x.163' A = 1.251' Y = 0.560 Fy = 50000 Q = 0.952 Bridg < 148" Ix= 0.482 Iy= 1.303 Rx = 0.621 Ry = 1.021 Rz = 0.395 Center: L =.20.000 P = -31747 Pax= -32126 6 Fillers Sixth: L = 20.000 P = -27596 Paz= -29115 No Fillers Tag end panl: L = 22•.000 P = -12584 Paz= -25364 M = 700 No Filler First point: P = -12584 Pa = -33773 M = 938 Bearing seats: Tag End L2x2x.125 Weld 2.45" Opposite End L2x2x.125 Weld 2.45" Bot Chord: 2-LL1-3/4x.156 A = 1.043 Y = 0.495 -Ix= 0.306 Iy= 0.885 Rx = 0.541 Center: L = 20.000 P = 31249 Pa = 31300 Chord shear: V = 5404 T = 12758 fv = 9897 0 Fy = 50000 Q = 0.985 Ry = 0.921 Rz = 0.345 ft = 12229 f = 11633 Valley Joist West Page 14 V1.92 Job #LA -42102 - CW By 11:48 Entered 10/15/04 Revised 11/01/04 Customer: SCF SPECIALTY FABRICATORS Project: BED, BATH & BEYOND LA QUINTA, CA Comments: 92UBC97 J1 3 - 18K232/128 x 30' 8.000 Special Rod web Parallel chord Shortspan Tensile Compressive weld Available Length Area . R Shear Force Allow Shear Force Allow Thick x Weld (in) Location Web Slope in Member int in lbs lbs lbs lbs lbs lbs Length Top/Bottm UO -L1 W2 62.10 30.45 1- R5 - 3/4 RO 0.442 0.188 5404 11548 11928 0 0 3908 .20x1.4 U1 -L1 V1 30.55 16.55 1- R5 - 3/4 RO 0.442 0.188 0 0 13254 2260 2624 7648 .20xO.3 U2 -L1 W3 30.55 16.55 1- R5 - 3/4 RO 0.442 0.188. 0 0 13254 4935 5730 7648 .20xO.7 U2 -L3 W4 30.55 16.55 1- R5 - 3/4 RO 0.442 0.188 4485 5208 13254 0 0 1673 .20xO.7 U4 -L3 W5 30.55 16.55 1- R5 - 3/4 RO 0.442 0.188 0 0 13254 4422 5134 7648 .20xO.6 U4 -L5 W6 30.55 16.55 1- R5 - 3/4 RO 0.442 0.188 3972 4612 13254 0 0 1673 .20xO.6 U6 -L5 W7 30.55 16.55 1- R5 - 3/4 RO 0.442 0.188 0 0 13254 3909 4538 7648 .20xO.5 U6 -L7 W8 30.55 16.55 1- R5 - 3/4 RO 0.442 0.188 3459 4016 13254 0 0 1673 .20xO.6 U8. -L7• W9 30.55 16.55 1- R5 - 3/4 RO 0.442 0.188 0 0 13254 3395 3943 7648 .20xO.5 U8 -L9 W10 30.55 16.55 1- R2 - 5/8 RO 0.307 0.156 2946 3420 9204 38 44 1673 .19x0.5 U10 -L9 W11 30.55 16.55 1- R2 - 5/8 RO 0.307 0.156 101 117 9204 2882 3347 4084 .19x0.4 U10 -L11 W12 30.55 16.55 1- R2 - 5/8 RO 0.307 0.156 2433 2825 9204 338 392 1673 .19x0.4 U12, -L11 W13 30.55 16.55 1- R2 - 5/8 RO 0.307 0.156 401 465 9204 2369 2751 4084 .19x0.4 U12 -1,13 W14 30.55 16.55 1- R2 - 5/8 RO 0.307 0.156 1920 2229 9204 637 740 1673 .19x0.3 U14 -L13 W15 30.55 16.55 1- R2 - 5/8 RO 0.307 0.156 700 813 9204 1856 2156 4084 .19x0.3 U14 -L15 W16 30.55 16.55 1- R2 - 5/8 RO 0.307 0.156 1407 1633 9204 937 1088 1673 .19x0.2 U16 -L15 W17 30.55 16.55 1- R2 - 5/8 RO 0.307 0.156 1000 1161 9204 1343 1560 4084 .19x0.2 .Job #LA -42102 - CW Valley Joist West Page 15 V1.92 By 11:48 Entered 10/15/04 Revised 11/01/04 Customer: SCF SPECIALTY FABRICATORS Project: BED, BATH & BEYOND LA QUINTA, CA Comments:- 92UBC97- T2 3 - 18K232/128 x 30' 8.000 Special Rod web Parallel chord Shortspan End Length Depth Slope Holes 'Top Chord Ext BCX Holdback Pitch EP 1L Tag 5.000 2.500. 2 0' 2.000 34.000 Opp 5.000 2.500 2 0' 2.000 34.000 Uniform Live load 128 #/ft full length Uniform SJI load 232 #/ft full length Uniform Dead load 104 #/ft full length SJI 1800# AddLoad on Top chord at panel points. Dead 1800# AddLoad on Top chord at panel points. SJI 500# AddLoad on Bottom chord at panel points. .Dead 500# AddLoad on Bottom chord at panel points. End loads: SJI NtUp Dead Live Equk Wind 2Liv Oukm . Left TC axial load: 0.000 0.000 0.000 0.000 6.000 0.000 0.000 0.000 Ki Right TC axial load: .0.000 0.000 0.000 0.000 6.000 0.000 0.000 0.000 Ki 18.000 in Deep 364.000 in Design length 880 # Minimum Shear 16.945 in Effective Depth 164 in4 Ix 0 in4 Minimum Ix 14.250 in Clear Depth L/ 711 Live Defl L/ 257 SJI Defl 537935 in -#Moment 0.500 in Chord gap 0.383 in Camber 20.000 in Interior Panel 22.000 in Left End 22.000 in Right End 16 Web Vees 5819 # SJI reaction 5819 # SJI reaction Top Chord: 2-L L2x2x.163 A = 1.251 Y = 0.560 Fy = 50000 Q = 0.952 Bridg < 148" Ix= 0.482 Iy= 1.303 Rx = 0.621 Ry = 1.021 Rz = 0.395 Center: L = 20.000 P = -31747 Pax= -32126 6 Fillers Sixth: L = 20.000 P = -27596 Paz= -29115 No Fillers Tag end panl: L = 22.000 P = -12584 Paz= -25364 M = 700 No Filler First point': P = -12584 Pa = -33773 M = 938 Bearing seats: Tag End L2x2x.125 Weld 2.45" Opposite End L2x2x.125 Weld 2.45" Bot Chord: 2.-LL1-3/4x.156 A = 1.043 Y = 0.495 Fy = 50000 Q = 0.985 Ix= 0.306 Iy= 0.885 Rx = 0.541 Ry = 0.921 Rz = 0.345 Center: L = 20.000 P = 31249 Pa = 31300 Chord shear: V = 5404 T = 12758 fv = 9897 ft = 12229 f = 11633 4 Valley Joist West Page 16 V1.92 J Job #LA -42102 - CW By 11:48 Entered 10/15/04 Revised 11/01/04 Customer: SCF SPECIALTY FABRICATORS Project: BED, BATH ,& BEYOND LA QUINTA,.CA Comments: 92UBC97 •T2 3 - 18K232/128 x 30' 8.000 Special Rod web Parallel chord Shortspan r Tensile Compressive , Weld Available Length Area R ' Shear Force Allow Shear Force Allow Thick x Weld (in) Location Web Slope in - Member int in lbs lbs lbs lbs lbs lbs Lenqth Top/Bottm UO -L1 W2 62.10 30.45 1- R5•- 3/4 RO 0.442 0.188 5404 11548 11928 0 0 3908 .20x1.4 Ul -L1 V1 30.55 16.55 1- RS - 3/4 RO 0.442 0.188 0 0 13254 2260 2624 7648 .20xO.3 U2 -L1 W3 30.55 .. 16.55 1- R5 - 3/4 RO 0.442 0.188 0 0 13254 4935 5730 7648 .20xO.7 U2 -L3 W4 30.55 16.55 1- R5 - 3/4 RO 0.442 0.188 4485 5208 13254 0 0 1673 .20xO.7 U4 -L3 W5 30.55 .16.55 1- R5 - 3/4 RO 0.442 0.188 0 0 13254 4422 5134 7648 .20xO.6 U4 -L5 W6 30.55 16.55 1- R5 - 3/4 RO 0.442 0.188 3972 4612 13254 0 0 1673 .20xO.6 U6 -L5 W7 30.55 16.55 1- R5 - 3/4 RO 0.442 0.188 0 0 13254 3909 4538 7648 .20xO.5 U6 -L7 W8 30.55 16.55 1- R5 - 3/4 RO 0.442 0.188 3459 4016 13254 0 0 1673 .20xO.6 US -L7 W9 30.55 16.55 1- R5 - 3/4 RO 0.442 0.188 0 0 13254 3395 3943 7648 .20xO.5 U8 -L9 W10 30.55 16.55 1- R2 - 5/8 RO 0.307 0.156 2946 3420 9204 38 44 1673 .19x0.5 U10 -L9 W11 30.55 16.55 1- R2 - 5/8 RO 0.307 0.156 101 117 9204 2882 3347 4084 .19x0.4 U10 -L11 W12 30.55 16.55 1- R2 - 5/8 RO 0.307 0.156 2433 2825 9204 338 392 1673 .19x0.4 U12 -L11 W13 30.55 16.55 1- R2 - 5/8 RO 0.307 0.156 401 465 9204 2369 2751 4084 .19x0.4 U12 -1,13 W14 30.55 16.55 1- R2 - 5/8 RO 0.307 0.156 1920 2229 9204 637 740 1673 .19x0.3 U14 -L13 W15 30.55 16.55 1- R2 - 5/8 RO 0.307 0.156 700 813 9204 1856 2156 4084 .19x0.3 U14 -L15 W16 30.55 16.55 1- R2 - 5/8 RO 0.307 0.156 1407 1633 9204 937 1088 1673 .19x0.2 U16 -1,15 W17 30.55 16.55 1- R2 - 5/8 RO 0.307 0.156 1000 1161 9204 1343 1560 4084 .19x0.2 r Valley Joist West Page 17 V1.92 Job #LA -42102 - CW By 11:48 Entered 10/15/04 Revised 11/01/04 Customer: SCF SPECIALTY FABRICATORS Project,: BED, BATH & BEYOND LA QUINTA, CA Comments: 92UBC97 T3 4 - 18K232/128 x 30' 8.000 Special Rod web Parallel chord Shortspan , End Length Depth Slope Holes Top Chord Ext BCX Holdback Pitch EP 1L Tag 5.000 2.500 2 0' 2.000 34.000 Opp 5.000 2.500 2 0' 2.000 34.000 Uniform Live load 128 #/ft full length Uniform SJI load 232 #/ft full length Uniform Dead load 104 #/ft full length SJI 500# AddLoad on,Bottom chord at panel points. Dead 500# AddLoad on Bottom chord at panel points. End loads:. SJI N-tU-P Dead Live Equk Wind 2Liv Oukm Left TC axial load: 0.000 0.000 0.000 0.000 6.000 0.000 0.000 0.000 Ki Right TC axial load: 0.000 0.000 0.000 0.000 6.000 0.000 0.000 0.000 Ki 18.000 in 'Deep 364.000 in Design length 880 # Minimum Shear 17.088 in Effective Depth 120 in4 Ix 0 in4 Minimum Ix 14.750 in Clear Depth L/ 522 Live Defl L/ 258 SJI Defl 375096 in -#Moment 0.500 in Chord gap 0.383 in Camber 20.000 in Interior Panel 22.000 in Left End 22.000 in Right End 16 Web Vees 4019 # SJI reaction 4019 # SJI reaction Top Chord: 2-LL1-3/4x.143 A = 0.960 Y = 0.490 Fy = 50000 Q = 0.953 Bridg < 133" Ix= 0.283 Iy= 0.809 Rx = 0.543 Ry = 0.918 Rz = 0.346 Center: L = 20.000 P = -21950 Pax= -24148 2 Fillers - Eighth: L = 20.000 P = -21496 Paz= -21332 No Fillers Tag end panl: L = 22.000 P = -9431 Paz= -18409 M = 700 No Filler First point: P = -9431 Pa = -25923 M = 938 Bearing seats: Tag End L2x2x.125 Weld 2.45" Opposite End L2x2x.125 Weld 2.45" Bot Chord: 2-LL1-1/2x.125 A = 0.719 Y = 0.421 Fy = 50000 Q = 0.961 Ix= 0.156 Iy= 0.479 Rx = 0.465 Ry = 0.817 Rz = 0.296 Center:. L = 20.000 P = 21400 Pa = 21563 Chord shear: V = 3762 T = 8737 fv = 10032 ft = 12156 f = 11730 Valley Joist West Page 18 V1.92 r Job #LA -42102 -.CW By 11:48 Entered 10/15/04 Revised 11/01/04 Customer: SCF SPECIALTY FABRICATORS Project: BED, BATH & BEYOND LA QUINTA, CA Comments: 92UBC97 T3 4 - 18K232/128 x 30' 8.000 Special Rod web Parallel chord Shortspan r Tensile Compressive Weld Available Length Area R Shear Force Allow Shear Force Allow Thick x Weld (in) Location Web Slope in Member int in lbs lbs lbs lbs lbs lbs Length Top/Bottm UO -L1 W2 61.90 31.31 1- R5 - 3/4 RO 0.442 0.188 3762 7986 11928 0 0 1782 .20x1.0 U1 -L1 V1 30.34 17.09 1- RS - 3/4 RO 0.442 0.188 0 0 13254 447 518 7374 .20x0.1 U2 -L1 W3 30.34' 17.09 1- R5 - 3/4 RO 0.442 0.188 0 0 13254 3342 3873 7374 .20xO.5 U2 -L3 W4 30.34 17.09 1- RS - 3/4 RO 0.442 0.188 2942 3409 13254 0 0 1569 .20xO.5 U4 -L3 WS 30.34 17.09 1- R5 - 3/4 RO' 0.442 0.188 0 0 13254 2928 3393 7374 .20xO.4 U4 -L5 W6 30.34 17.09 1-�R2 - 5/8 RO 0.307 0.156 2528 2929 9204 0 0 1569 .19x0.4 U6 -LS W7 30.34. 17.09, 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 2514 2913 3830 .19x0.4 U6 -L7 W8 30.34 17.09 1- R2 - 5/8 RO 0.307 0.156 2114 2449 9204 0 0 1569 .19x0.3 U8 -L7 W9 30.34 17.09 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 2100 2433 3830 .19x0.3 U8, -L9 W10 30.34 17.09 1-,R2 - 5/8 RO 0.307 0.156 1699 1969 9204 0 0 1569 .19x0.3 U10 -L9 W11 30.34 17.09 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 1686 1953 3830 .19x0.3 U10 -L11 W12 30.34 17.09 1- R2 - 5/8 RO 0.307 0.156 1285 1489 9204 0 0 1569 .19x0.2 U12 -L11 W13 30.34 17.09 '1- R2 -,5/8 RO 0.307 0.156 0 0 9204 1272 1473 3830 .19x0.2 U12 -L13 W14 30.34 17.09 1- RO - 1/2 RO 0.196 0.125 880 1019 5890 0 0 1569 .17x0.1 U14 -L13 W15 30.34 17.09 1- RO - 1/2 RO 0.196 0.125 0 0 5890 880 1019 1569 .17x0.1 U14 -L15 W16 30.34 17.09 1- RO - 1/2 RO 0.196 0.125 880 1019 5890 136 157 1569 .17x0.1 U16 --L15 W17 30.34 17.09 1- RO - 1/2 RO 0.196 0.125 150 173 5890 880 1019 1569 .17x0.1 r Valley Joist West Page 19 V1.92 Job #LA -42102 - CW By 11:48 Entered 10/15/04 Revised 11/01/04 Customer: SCF SPECIALTY FABRICATORS Project: BED, BATH & BEYOND LA QUINTA, CA . Comments: 92UBC97 J4 19 - 18K232/128 x 30' 8.000 Special Rod web Parallel chord Shortspan' End Length Depth Slope Holes Top Chord Ext BCX Holdback Pitch EP 1L Tag 5.000 2.500 34.000 .Opp 5.000 2.500 34.000 Uniform Live load 128 #/ft full length Uniform 'SJI load 232 #/ft full length Uniform Dead load 104 #/ft full length SJI 500# AddLoad on Bottom chord at panel points. Dead 500# AddLoad on Bottom chord at panel points. End loads: SJI NtUp Dead Live Equk Wind 2Liv Qukm Left TC axial load: 0.000 0.000 0.000 0.000 6.000 0.000 0.000 0.000 Ki Right TC axial load: 0.000 0.000 0.000 0.000 6.000 0.000 0.000 0.000 Ki 18.000 in Deep 364.000 in Design length 880 # Minimum Shear 17.088 in Effective Depth 120 in4 Ix 0 in4 Minimum Ix 14.750'in Clear Depth L/ 522 Live Defl L/ 258 SJI Defl 375096 in -#Moment 0.500 in Chord gap 0.383 in Camber 20.000 in Interior Panel 22.000 in Left End 22.000 in Right End 16 Web Vees 4019 # SJI reaction 4019 # SJI reaction Top Chord: 2-LL1-3/4x.143 A = 0.960 Y = 0.490 Fy = 50000 Q = 0.953 Bridg < 133" Ix= 0.283 Iy= 0.809 Rx = 0.543 Ry = 0.918 Rz = 0.346 Center: L = 20.000 P = -21950 Pax= -24148 2 Fillers Eighth: L = 20.000 P = -21496 Paz= -21332 No Fillers Tag end panl: L = 22.000 P = -9431 Paz= -18409 M = 700 No Filler First point: P = -9431 Pa = -25923 M = 938 Bearing seats: Tag End L2x2x.125 Weld 2.45" Opposite End L2x2x.125 Weld 2.45" Bot Chord: 2-LL1-1/2x.125 A = 0.719 Y = 0.421 Fy = 50000 Q = 0.961 Ix= 0.156 Iy= 0.479 Rx = 0.465 Ry = 0.817 Rz = 0.296 Center: L = 20.000 P = 21400 Pa = 21563 Chord shear: V = 3762 T = 8737 fv = 10032 ft = 12156 f = 11730 Valley Joist West Page 20 V1.92 Job #LA -42102 - CW By, 11:48 Entered 10/15/04 Revised 11/01/04 Customer: SCF SPECIALTY FABRICATORS Project: BED, BATH & BEYOND LA QUINTA, CA Comments: 92UBC97 J4 19 - 18K232/128 x 30' 8.000 Special Rod web Parallel chord Shortspan 0 Tensile Compressive Weld Available Length Area R Shear Force Allow Shear Force Allow Thick x Weld (in) Location Web Slope in Member int in, lbs lbs lbs lbs lbs lbs Length Top/Bottm UO -L1 W2 61.90 31.31 1- R5 - 3/4 RO 0.442 0.188 3762 7986 11928 0 0 1782 .20x1.0 U1 -L1 V1 30.34 17.09 1- R5 - 3/4 RO 0.442 0.188 0 0 13254 447 518 7374 .20x0.1 U2 -L1 W3 30.34 17.09 1- R5 - 3/4 RO 0.442 0.188 0 0 13254 3342 3873 7374 .20xO.5 U2 -L3 W4 30.34 17.09 1- R5 - 3/4 RO 0.442 0.188 2942 3409 13254 0 0 1569 .20xO.5 U4 '-L3 WS 30.34 17.09 1- R5 - 3/4 RO 0.442 0.188 0 0 13254 2928 3393 7374 .20xO.4 U4 -L5 W6 30.34 17.09 1- R2 - 5/8 RO 0.307 0.156 2528 2929 9204 0 0 1569 .19x0.4 - U6 -L5 W7 30.34, 17.09 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 2514 2913 3830 .19x0.4 U6- -L7 W8 30.34 17.09 1- R2 - 5/8 RO ,1- 0.307 0.156 2114 2449 9204 0 0 1569 .19x0.3 U8 -L7 W9 30.34 17.09 R2 -.5/8 RO 0.307 0.156 0 0 9204 2100 2433 3830 .19x0.3 U8 -L9 W10 30.34 17.09 1- R2 - 5/8 RO 0.307 0.156 1699 1969 9204 0 0 1569 .19x0.3 U10 -L9 W11 -30.34 17.09 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 1686 1953 3830 .19x0.3 U10 -L11 W12 30.34 17.09 1- R2 - 5/8 RO 0.307 0.156 1285 1489 9204 0 0 1569 .19x0.2 ' U12 -L11 W13 30.34 17.09 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 1272 1473 3830 .19x0.2 U12 -L13 W14 30.34 17.09 1- RO - 1/2 RO 0.196 0.125 880 1019 5890 0 0 1569 .17x0.1 U14 -L13 W15 30.34 17.09 1-.RO - 1/2 RO 0.196 0.125 0 0 5890 880 1019 1569 .17x0.1 U14 -L15 W16 30.34 17.09 1- RO - 1/2 RO 0.196 0.125 880 1019 5890 136 157 1569 .17x0.1 U16 -L15 W17 30.34 17.09 1- RO - 1/2 RO 0.196 0.125 150 173 5890 880 1019 1569 .17x0.1 0 t.. Valley Joist West Page 21 V1.92 Job #LA -42102 - CW By 11:48 Entered 10/15/04 Revised 11/01/04 Customer: SCF SPECIALTY FABRICATORS Project: BED, BATH & BEYOND LA QUINTA, CA Comments: 92UBC97 J5 1 22 - 18K232'/128 x 31' 0.000 Rod web Parallel chord Shortspan End Length Depth Slope Holes Top Chord Ext BCX Holdback Pitch EP 1L Tag 5.000 2.500 36.000 Opp 5.000 2.500 36.000 Uniform Live load 128 #/ft full length Uniform SJI'load 232 #/ft full length Uniform Dead load 104 #/ft full length SJI 500# AddLoad on Bottom chord at panel points. Dead 500# AddLoad on Bottom chord at panel points. End loads: SJI NtUp Dead Live Equk Wind 2Liv Qukm Left TC axial load: 0.000 0.000 0.000 0.000 6.000 0.000 0.000 0.000 Ki Right TC axial load: 0.000 0.000 0.000 0.000 6.000 0.000 0.000 0.000 Ki 18.000 in Deep 368.000 in Design length 889 # Minimum Shear 17.026 in Effective Depth 131 in4 Ix 0 in4 Minimum Ix 14.500 in Clear Depth L/ 548 Live Defl L/ 272 SJI Defl 381495 in -#Moment 0.500 in Chord gap 0.392 in Camber 20.000 in Interior Panel 24.000 in Left End 24.000 in Right End 16 Web Vees 4057 # SJI reaction 4057 # SJI reaction Top Chord: 2-LL1-3/4x.143 A = 0.960 Y = 0.490 Fy = 50000 Q = 0.953 Bridg < 133" Ix= 0.283 Iy= 0.809 Rx = 0.543 Ry = 0.918 Rz = 0.346 Center: L = 20.000 P = -22407 Pax= -24148 4 Fillers Seventh: L = 20.000 P = -21041 Paz= -21332 No Fillers Tag end panl: L = 24.000 P = -98717 Paz= -17582 M = 853 No Filler First point: P = -9871 Pa = -25923 M = 1079 Bearing seats: Tag End L2x2x.125 Weld 2.45" Opposite End L2x2x.125 Weld 2.45" Bot Chord: 2-LL1-3/4x.125 A = 0.844 Y = 0.484 Fy = 50000 Q = 0.897 Ix= 0.251 Iy= 0.706 Rx = 0.546 Ry = 0.914 Rz = 0.347 Center: L = 20.000 P = 21924 Pa = 25313 Chord shear: V = 3779 T = 9232 fv = 8638 ft = 10941 f = 10225 Tensile Compressive Weld Available Length Area R Shear Force Allow Shear Force Allow Thick x Weld (in) Location Web Slope in Member int in lbs lbs lbs lbs lbs lbs Length Top/Bottm UO -L1 W2 63.40 32.38 1- R5 - 3/4 RO 0.442 0.188 3779 8440 11928 0 0 3456 .20x1.0 U1 -L1 V1 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 468 543 3955 .19x0.1 U2 -L1 W3 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 3340 3874 3955 .19x0.5 U2 -L3 W4 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 2940 3410 9204 0 0 1620 .19x0.5 U4 -L3 W5 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 2926 3394 3955 .19x0.4 U4 -L5 W6 30.43 16.82 1- R2 - 5/8 RO -0.307 0.156 2526 2930 9204 0 0 1620 .19x0.4 U6 -L5 W7 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 2513 2914 3955 .19x0.4 U6 -L7 W8 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 2112 2450 9204 0 0 1620 .19x0.3 U8 -L7 W9 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 2099 2434 3955 .19x0.3 U8 -L9 W10 30.43 16-.82 1- R2 - 5/8 RO 0.307 0.156 1698 1970 9204 0 0 1620 .19x0.3 U10 -L9 W11 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 1685 1954 3955 .19x0.3 t Valley Joist West Page 22 V1.92 Job #LA -42102 - CW By 11:48 Entered 10/15/04 Revised 11/01/04 ., Customer: SCF SPECIALTY FABRICATORS Project: BED, BATH & BEYOND , LA QUINTA, CA , Comments:, 92UBC97 J5 22 - 18K232/128 x '31' 0.000 Rod web Parallel chord Shortspan Tensile Compressive Weld Available 'Length Area R Shear Force Allow Shear Force Allow Thick x Weld (in) Location Web Slope in Member int in lbs lbs lbs lbs lbs lbs Length Top/Bottm U12 -L11 W13 30.43 16.82 1- R2.- 5/8 RO •0.307 0.156 0 0 9204 1271 1474 3955 .19x0.2 U12 -L13 W14 30.43 16.82 1-,R0 - 1/2 RO �- 0.196 0.125 889 1031 5890 0 0 1620 .17x0.1 U14 -L13 W15 30.43 .16.82 1- RO 1/2 RO 0'.196 0.125 0 0 5890 889 1031 1620 .17x0.1 U14 -1,15 W16 30.43 16.82 1- RO - 1/2 RO 0.196 0.125 889 1031 5890 136 158 1620 .17x0.1 �'U16 -1,15 W17 30.43 16.82 1-,R0.- 1/2 RO 0.196 0.125 150 174 5890 889 1031 1620 .17x0.1 Valley Joist West Page 23 V1.92 Job #LA -42102 - CW By 11:48 Entered 10/15/04 Revised 11/01/04 Customer: SCF SPECIALTY FABRICATORS Project: BED, BATH & BEYOND LA QUINTA, CA Comments: 92UBC97 T6 '7 - 18K232/128 x 31' 0.000 Rod web Parallel chord Shortspan End Length _Depth Slope Holes Top Chord Ext BCX Holdback Pitch EP 1L Tag 5.000 2.500 2 0' 2.000 36.000 Opp 5.000 2.500 2 0' 2.000 36.000 Uniform Live load 128 #/ft full length Uniform SJI load 232 #/ft full length Uniform Dead load 104 #/ft full length SJI 500# AddLoad on Bottom chord at panel points. Dead 500# AddLoad-on Bottom chord at panel points. End loads: SJI NtUp Dead Live Equk Wind 2Liv Oukm Left TC axial.load: 0.000 0.000 0.000 0.000 6.000 0.000 0.000 0.000 Ki Right TC.axial load: 0.000 0.000 0.000 0.000 6.000 0.000 0.000 0.000 Ki 18.000 -in Deep 368.000 in Design length 889 # Minimum Shear 17.026 in Effective Depth 131 in4 Ix 0 in4 Minimum Ix 14.500 in Clear Depth L/ 548 Live Defl L/ 272 SJI Defl 381495 in -#Moment 0.500 in Chord gap 0.392 in Camber 20.000 in Interior Panel 24.000 in Left End 24.000 in Right End 16 Web Vees 4057 # SJI reaction 4057 # SJI reaction Top Chord: 2-LL1-3/4x.143 A = 0.960 Y = 0.490 Fy = 50000 Q = 0.953 Bridg < 133" Ix= 0.283 Iy= 0.809 Rx = 0.543 Ry = 0.918 Rz = 0.346 Center: L'= 20.000 P = -22407 Pax= -24148 4 Fillers Seventh: L = 20.000' P = -21041 Paz= -21332 No Fillers Tag end panl: L =.24.000 P = -9871 Paz= -17582 M = 853 No Filler First point: P = -9871 Pa = -25923 M = 1079 Bearing seats:. Tag End L2x2x.125 Weld 2.45" Opposite End L2x2x.125 Weld 2.45" Bot Chord: 2-LL1-3/4x.125 A = 0.844 Y = 0.484 Fy = 50000 Q = 0.897 Ix= 0..251 Iy= -0.706 Rx = 0.546 Ry = 0.914 Rz = 0.347 Center: L = 20.000 P 21924 Pa = 25313 Chord shear: V = 3779 T = 9232 fv = 8638 ft = 10941 f = 10225 Tensile Compressive Weld Available Length Area R Shear Force Allow Shear Force Allow Thick x Weld (in) Location Web Slope in Member in2 in lbs lbs lbs lbs lbs lbs Length Top/Bottm UO -L1 W2 63.40 32.38 1- R5 - 3/4 RO 0.442 0.188 -3779 8440 11928 0 0 3456 .20x1.0 U1 -L1 V1 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 468 543 3955 .19x0.1 U2 7L1 W3 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 3340 3874 3955 .19x0.5 U2 -L3 W4 30.43 16.82 1- R2 - 5/8 RO 0.307 •0.156 2940 3410 9204 0 0 1620 .19x0.5 U4 -L3 WS 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 2926 3394 3955 .19x0.4 U4 -L5 W6 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 2526 2930 9204 0 0 1620 .19x0.4 U6 -L5 W7 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 2513 2914 3955 .19x0.4 U6 -L7 W8 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 2112 2450 9204 0 0 1620 .19x0.3 U8 -L7 W9 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 2099 2434 3955 .19x0.3 U8 -L9 W10 30.43 16.82. 1- R2 - 5/8 RO 0.307 0.156 .1698 1970 9204 0 0 1620 .19x0.3 U10 -L9 W11 30.43 .16.82 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 1685 1954 3955 .19x0.3 r U10 -Lll W12 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 1285 1490 9204 0 0 1620 .19x0.2 4 a , r , _ 1 y Valley Joist West Page 24 V1.92 Job #LA-42102 - CW By 11:48 Entered 10/15/04 Revised 11/01/04 J Customer: SCF SPECIALTY FABRICATORS Project: BED, BATH & BEYOND LA QUINTA, CA Comments: 92UBC97 T6 7 - 18K232/128-x 31' 0.000 Rod web Parallel chord Shortspan Tensile Compressive Weld Available Length Area R. Shear Force Allow Shear Force Allow Thick x Weld (in) Location Web Slope in Member int in lbs lbs lbs lbs lbs lbs Length Top/Bottm U12 -L11 W13 30.43 16.82 -1- R2 - 5/8 RO 0.307 0.156 0 0 9204 1271 1474 3955 .19x0.2 U12 -L13 W14 30.43 16.82 1- R0 - 1/2 RO 0.196 0.125 889 1031 5890 0 0 1620 .17x0.1 U14 -L13 W15 30.43 16.82 1- RO - 1/2 RO 0.196 0.125 0 0 5890 889 1031 1620 .17x0.1 U14.-L15 W16 30.43 16.82 1- RO - 1/2 RO 0.196 0.125 889 1031 5890 136 158 1620 .17x0.1 U16 -L15 W17 30.43 16.82 1- RO - 1/2 RO 0.196 0.125 150 174 5890 889 1031 1620 .17x0.1 • 4 . Valley Joist West Page 25 V1.92 Job #LA -42102 - CW By 11:48 Entered 10/15/04 Revised 11/01/04 Customer: SCF SPECIALTY FABRICATORS Project: BED, BATH & BEYOND LA QUINTA, CA Comments: 92UBC97 J7 1 - 18K232/128 x 30110.000 Rod web Parallel chord Shortspan End Length Depth Slope Holes Top'Chord Ext BCX Holdback Pitch EP 1L Tag '5.000 2.500 35.000 Opp 5.000 2.500 35.000 • Uniform Live load 128 #/ft full length Uniform SJI load 232 #/ft full length Uniform Dead load 104 #/ft full length SJI 500# AddLoad on Bottom chord at panel points. Dead 500# AddLoad on Bottom chord at panel points. End loads: SJI NtUp Dead Live Equk Wind 2Liv Oukm Left TC axial load: 0.000 0.000 0.000 0.000 6.000 0.000 0.000 0.000 Ki Right TC axial load: 0.000 0.000 0.000 0.000 6.000 0.000 0.000 0.000 Ki 18.000 in Deep 366.000 in Design length 885 # Minimum Shear 17.088 in Effective Depth 120 in4 Ix 0 in4 Minimum Ix 14.750 in Clear Depth L/ 513 Live Defl L/ 254 SJI Defl 378388 in -#Moment 0.500 in Chord gap 0.388 in Camber 20.000 in Interior Panel 23.000 in Left End 23.000 in Right End 16 Web Vees 4038 # SJI reaction 4038 # SJI reaction Top Chord: 2-LL1-3/4x.143 A = 0.960 Y = 0.490 Fy = 50000 Q = 0.953 Bridg < 1331" Ix= 0.283 Iy= 0.809 Rx = 0.543 Ry = 0.918 Rz = 0.346 Center: L = 20.000 P = -22143 Pax= -24148 4 Fillers Seventh: L = 20.000 P = -20781 Paz= -21332 No Fillers Tag.end-panl-: L = 23.000 P = -9638 Paz= -18000 M = 775 No Filler ,First point : ' . . P = -9638+ Pa = -'25923 M = 1006 Bearing seats: Tag End L2x2x:125 Weld 2.45" Opposite End L2x2x.125 Weld 2.45" Bot Chord: 2-LL1-1/2x.125 A = 0.719 Y = 0.421 Fy = 50000 Q = 0.961 Ix= 0.156 Iy= 0.479 Rx = 0.465 Ry = 0.817 Rz = 0.296 Center: L = 20.000 P = 21621 Pa = 21563 Chord shear: V = 3771 T = 8967 fv = 10055 ft = 12476 f = 11833 Tensile Compressive Weld Available Length Area. R Shear Force Allow Shear Force Allow Thick x Weld (in) Location Web Slope in Member in2 in lbs lbs lbs lbs lbs lbs Length Top/Bottm UO -L1 W2 62.62 32.08 1- R5 - 3/4 RO 0.442 0.188 3771 8200 11928 0 0 1699 .20x1.1 U1 -L1 V1 30.34 17.09 1- R5 - 3/4 RO 0.442 0.188 0 0 13254 457 530 7374 .20xO.1 U2 -L1 W3 30.34 17.09 1- R5 - 3/4 RO 0.442 0.188 0 0 13254 3341 3871 7374 .20xO.5 U2 -L3 W4 30.34 17.09 1- R5 - 3/4 RO 0.442 0.188 2941 3407 13254 0 0 1569 .20xO.5 U4 -L3 W5 30.34 17.09 1- R5 - 3/4 RO 0.442 0.188 0 0 13254 2927 3392 7374 .20xO.4 U4 -L5 W6 30.34 17.09 1= R2 - 5/8 RO 0.307 0.156 2527 2928 9204 0 0 1569 .19x0.4 U6 -L5 W7 30.34 .17.09 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 2513 2912 3830 .19x0.4 U6 -L7 W8 30.34 17.09 1- R2 - 5/8 RO 0.307 0.156 2113 2448 9204 0 0 1569 .19x0.3 U8 -L7 W9 30.34 17.09 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 2099 2432 3830 .19x0.3 U8 -L9 W10 30.34 17.09 -1- R2 - 5/8 RO 0.307 0.156 1699 1968 9204 0 0 1569 .19x0.3 U10 -L9 W11 30.34 17.09 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 1685 1953 3830 .19x0.3 Valley Joist West Page 26 V1.92 Job #LA -42102.- CW By 11:48 Entered 10/15/04 Revised 11/01/04 Customer: SCF SPECIALTY FABRICATORS Project: BED, BATH & BEYOND LA QUINTA, CA Comments: 92UBC97 J7 1 - 18K232/128 x .30110.000 Rod web Parallel chord Shortspan Tensile Compressive Weld Available Length Area R Shear Force Allow Shear Force Allow Thick x Weld (in) Location Web Slope in Member int in lbs lbs lbs lbs lbs lbs Length Top/Bottm U12 -1,11 W13 30.34 17.09 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 1271 1473 3830 .19x0.2 U12 -L13 W14 30.34 17.09 1- RO 1/2 RO 0.196 0.125 885 1025 5890 0 0 1569 .17x0.1 U14 -L13 W15 30.34 17.09 1-'R0 - 1/2 RO 0.196 0.125 0 0 5890 885 1025 1569 .17x0.1 U14 -L15 W16 30.34 17.09 1- RO - 1/2 RO 0.196 0.125 885 1025 5890 136 158 1569 .17x0.1 U16 -1,15 W17 30.34 17.09 1- RO - 1/2 RO 0.196 0.125 150 173 5890 885 1025 1569 .17x0.1 L t-. Valley Joist West Page 27 V1.92 Job #LA -42102 - CW By 11:48 Entered 10/15/04 Revised 11/01/04 Customer: SCF SPECIALTY FABRICATORS Project: BED, BATH & BEYOND LA QUINTA, CA Comments: 92UBC97 ,.J8 1 - 18K232/128,x.'30110.000 Special Rod web Parallel chord'Shortspan End .Length Depth Slope Holes Top Chord Ext BCX Holdback Pitch EP 1L Tag 5.000 2.500 35.000 Opp 5.000 2.5010 35.000 Uniform Live load 128 #/ft full length Uniform SJI load 232 #/ft full length Uniform Dead load 104#/ft full length SJI 1800# AddLoad on Top chord at panel points. Dead 1800# AddLoad on Top chord at panel points. SJI 500# AddLoad on Bottom chord at panel points. Dead 500# AddLoad on Bottom chord at panel points. End loads: SJI NtUp Dead Live Ectuk Wind 2Liv Oukm Left TC axial load: 0.000 0.000 0.000 0.000 6.000 0.000 0.000 0.000 Ki Right TC axial load: 0'000 0.000 0.000 0.000 6.000 0.000 0.000 0.000 Ki 18.000 in Deep 366.000 in Design length 885 # Minimum Shear 16.940 in Effective Depth 169 in4 Ix 0 in4 Minimum Ix 14.250 in Clear Depth L/ 722:Live Defl L/ 262 SJI Defl 542115 in -#Moment 0.500 in Chord gap 0.388 in Camber 20.000 in Interior Panel 23.000 in Left End 23.000 in Right End 16 Web Vees 5838 # SJI reaction 5838 # SJI reaction Top Chord: 2-L L2x2x.176 A = 1.346 Y = 0.565 Fy = 50000 Q = 0.981 Bridg < 148" Ix= 0.516 Iy= 1.410 Rx = 0.619 Ry = 1.023 Rz = 0.394 Center: L = 20.000 P = -32002 Paz= -32103 No Fillers Tag end panl: L = 23.000 P = -12885 Paz= -27444 M = .775 No Filler First point: P = -12885 Pa = -36343 M = 1006 Bearing seats:* Tag End L2x2x.125 -Weld 2.45" Opposite End L2x2x.125 Weld 2.45" Bot Chord: 2-LL1-3/4x.156 A = 1.043 Y = 0.495 Ix= 0.306 Iy=` 0.885 Rx = 0.541 Center: L = 20.000 P = 31534 Pa = 31300 Chord shear: V = 5408 T = 13078 fv = 9905 Fy = 50000 Ry = 0.921 Q = 0.985 Rz = 0.345 ft = 12535 f = 11722 Valley Joist West Page 28 V1.92 Job #LA -42102 - CW By 11:48 Entered 10/15/04 Revised 11/01/04 Customer: SCF SPECIALTY FABRICATORS Project: BED, BATH & BEYOND LA QUINTA, CA Comments: 92UBC97 J8 1 - 18K232/128 x. 30110.000 Special Rod web Parallel chord Shortspan Tensile Compressive Weld Available Length Area R Shear Force Allow Shear Force Allow Thick x Weld (in) Location Web Slope in Member int in lbs lbs lbs lbs lbs lbs Length Top/Bottm UO -L1 W2 62.83 31.20 1- R5 - 3/4 RO 0.442 0.188 5408 11843 11928 0 0 3722 .205c1.4 U1 -L1 V1 30.55. 16.55 1- R5 - 3/4 RO 0.442 0.188 0 0 13254 2271 2637 7648 .20xO.3 U2 -Ll W3 30.55 16.55 1- R5 - 3/4 RO 0.442 0.188 0 0 13254 4930 5725 7648 .20xO.7 U2 -L3 W4 30.55 16.55 1- RS - 3/4 RO 0.442 0.188 4.480 5203 13254 0 0 1673 .20xO.7 -U4 -L3 W5 30.55 16.55 1- R5 - 3/4 RO 0.442 0.188 0 0 13254 4417 5130 7648 .20xO.6 U4 -L5 W6 30.55 16.55 1- R5 - 3/4 RO 0.442 0.188 3968 4608 13254 0 0 1673 .20xO.6 U6 -L5 W7' 30.55 16.55 1- R5 - 3/4.RO 0.442 0.188 0 0 13254 3905 4535 7648 .20xO.5 U6 -L7 W8 30.55 16.55 1- RS - 3/4 RO 0.442 0.188 3456 4013 13254 0 0 1673 .20xO.6 U8 -L7 W9 30.55 16.55 1- RS - 3/4 RO 0.442 0.188 0 0 13254 3393 3940 7648 .20xO.5 U8 -L9 W10 30.55 16.55 1- R2 - 5/8 RO 0.307 0.156 2943 3418 9204 41 47 1673 .19x0.5 U10 -L9 W11 30.55. 16.55 1- R2 - 5/8 RO 0.307 0.156 103 120 9204 2880 3345 4083 .19x0:4 U10 -Lll W12 30.55 16.55 1- R2 - 5/8 RO 0.307 0.156 2431 2823 9204 340 394 1673 .19x0.4 U12 -L11 W13 30.55 16.55 1- R2 - 5/8 RO 0.307 0.156 402 467 9204 2368 2750 4083 .19x0.4 U12 -L13 W14 30.55 16.55 1- R2 - 5/8 RO 0.307 0.156 1919 2228 9204 639 742 1673 .19x0.3 U14 -L13 W15 30.55 16.55, 1- R2 -,5/8 RO 0.307 0.156 701 815 9204 1856 2155 4083 .19x0.3 U14 -L15 W16 30.55 16.55 1- R2 - 5/8 RO 0.307 0.156 1406 1633 9204 938 1089 1673 .19x0.2 U16 -LIS W17 30.55 16.55 1- R2 - 5/8 RO 0.307 0.156 1000 1162 9204 1343 1560 4083 .19x0.2 Valley Joist West Page 29 V1.92 Job #LA -42102 - CW By 11:48 Entered 10/15/04 Revised 11/01/04 Customer: SCF SPECIALTY FABRICATORS Project: BED_, BATH,& BEYOND LA QUINTA, CA Comments: 92UBC97 T9 1 - 18K232/128 x 30110.000 Special Rod web Parallel chord Shortspan End Length Depth Slope Holes Top Chord Ext BCX Holdback Pitch EP 1L Tag 5.000 2.500 -32002 2 0' 2.000 35.000 Opp 5.000 2.500. -12885' 2 .0' 2.000 35.000 Uniform Live load 128 #/ft full length 31300 Chord shear: V = 5408 Uniform SJI load 232 #/ft full length fv = 9905 Uniform Dead load 104 #/ft full length SJI 1800# AddLoad on Top chord at panel points. Dead 1800# AddLoad on Top chord at panel points. SJi 500# AddLoad on Bottom chord at panel points. Dead 500# AddLoad on Bottom chord at panel points. End loads: SJI NtUp Dead Live Equk Wind 2Liv Qukm Left TC axial load: 0.000 0.000 0.000 0.000 6.000 0.000 0.000 0.000 Ki Right TC axial load: 0.000 0.000 0.000 0.000 6.000 0.000 0.000 0.000 Ki 18.000 -in Deep 366.000 in Design length 885 # Minimum Shear 16.940 in Effective Depth 169 in4 Ix 0 in4 Minimum Ix 14.250 in Clear Depth L/ 722 Live Defl L/ 262 SJI Defl 542115 in -#Moment 0.500 in Chord gap 0.388 in Camber 20.000 in Interior Panel 23.000 in Left End 23.000 in Right End 16 Web Vees 5838 # SJI reaction 5838 # SJI reaction Top Chord: 2-L L2x2x.176 Bridg < 148" Ix= 0.516 Center: L = 20.000 Tag end panl.: L = 23.000 First point:. Bearing seats: Tag End Opposite End A = 1.346 Iy= 1.410 P = -32002 P = -12885 P = -12885' Y = 0.565 Rx = 0.619 Paz= -32103 Paz= -27444 Pa = -36343 L2x2x.125 Weld 2.45" L2x2x.125 Weld 2.45" Bot Chord: 2-LL1-3/4x.156 A = 1.043. Y = 0.495 'Ix= 0.306 Iy= 0.885 Rx = 0.541 Center: L =,'20.000 P = 31534 Pa = 31300 Chord shear: V = 5408 T = 13078 fv = 9905 Fy = 50000 Ry = 1.023 M = 775 M = 1006 Fy = 50000 Ry = 0.921 Q = 0.981 Rz = 0.394 No Fillers No Filler Q = 0.985 Rz = 0.345 ft = 12535 f = 11722 { Valley Joist West Page 30 V1.92 Job #LA -42102 - CW By 11:48 Entered 10/15/04 Revised 11/01/04 Customer: SCF SPECIALTY FABRICATORS Project: BED, BATH & BEYOND LA QUINTA, * CA Comments: 92UBC97 T9 1 - 18K232/128 x 30110.000 Special Rod web Parallel chord Shortspan Tensile Compressive Weld Available ° _Length Area R Shear Force Allow Shear Force Allow Thick x Weld (in) Location Web Slope in Member in2 in lbs lbs lbs lbs lbs lbs Length Top/Bottm UO -L1 W2 62.83 31'.20 1- R5 - 3/4 RO 0.442 0.188 5408 11843 11928 0 0- 3722 .20x1.4 Ul -L1 V1 30.55 16.55 1- R5 - 3/4 RO 0.442 0.188 0 0 13254 2271 2637 7648 .20xO.3 U2 -L1 W3 30.55 16.55 1- R5 - 3/4 RO 0.442 0.188 0 0 13254 4930 5725 7648 .20xO.7 U2 -L3 W4 30.55 16.55 1- R5 - 3/4 RO 0.442 0.188 4480 5203 13254 0 0 1673 .20xO.7 U4 -L3 W5 30.55 16.55 1--R5 - 3/4 RO 0.442 0.188 0 0 13254 4417 5130 7648 .20xO.6 ° U4 -L5 W6 30.55 16.55 1- R5 - 3/4 RO 0.442 0.188 3968 4608 13254 0 0 1673 .20xO.6 U6 -L5 W7 30.55 16.55 1- R5 - 3/4 RO 0.442 0.188 0 0 13254 3905 4535 7648 .20xO.5 U6 -L7 W8 30.55 16.55 1- R5 - 3/4 RO 0.442 0.188 3456 4013 13254 0 0 1673 .20xO.6 U8 -L7 W9 30.55 16.55 1- R5 - 3/4 RO 0.442 0:188' 0 0 13254 3393 3940 7648 .20xO.5 U8 -L9 W10. 30.55 '16.55 .1- R2 - 5/8 RO 0.307 0.156 2943 3418 9204 41 47 1673 .19x0.5 U10 -L9 W11 30.55 16.55 1- R2 - 5/8 RO 0.307 0.156 103 120 9204 2880 3345 4083 .19x0.4 U10 -Lll W12 30.55 16.55 1- R2 - 5/8 RO 0.307 0.156 2431 2823 9204 340 394 1673 .19x0.4 U12 -L11 W13 30.55 16.55 1- R2 - 5/8 RO 0.307 0.156 402 467 9204 2368 2750 4083 .19x0.4 U12 -L13 W14 30.55 16.55 1- R2 - 5/8 RO 0.307 0.156 1919 2228 9204 639 742 1673 .19x0.3 U14 -L13 W15 30.55 16.55 1- R2 - 5/8 RO 0.307 0.156 701 815 9204 1856 2155 4083 .19x0.3 U14 -L15 W16 30.55 16.55 1- R2 - 5/8 RO 0.307 0.156 1406 1633 9204 938 1089 1673 .19x0.2 U16 -L15 W17 30.55 16.55 1- R2 - 5/8 RO 0.307 0.156• 1000 1162 9204 1343 1560 4083 .19x0.2 A Job #LA -42102 - CW Valley Joist West Page 31 V1.92 By 1 11:48 Entered 10/15/04 Revised 11/01/04 Customer: SCF SPECIALTY FABRICATORS Project: BED, BATH & BEYOND LA .QUINTA, CA Comments: 92UBC97 T10 2 - 18K232/128 x 31' 0.000 Rod web Parallel chord Shortspan End Length Depth Slope Holes Top Chord Ext BCX Holdback Pitch EP 1L Tag 5.000 2.500 D 0' 0.001 2 0' 2.000 36.000 Opp 5.000 2..500 -32350 2 0' 2.000 36.000 Uniform Live load 128 #/ft full length -13218 Uniform SJI load 232 #/ft full length P = Uniform Dead -load 104 #/ft full length -36343 SJI 1.800# AddLoad on Top chord at panel points. Weld Dead 1800# AddLoad on .Top chord at panel points. SJI 500# AddLoad on Bottom chord at panel points. Dead 500# AddLoad on chord at panel points. -Bottom End loads: SJI NtUp Dead Live Equk Wind 2Liv Oukm Left TC axial load:' 0.000 "0.000 0.000 0.000 6.000 0.000 0.000 0.000 Ki .Right TC axial load: 0.000 0.000 0.000 0.000 6.000 0.000 0.000 0.000 Ki 18.000 in Deep 368.000 in Design length 889 # Minimum Shear 16.882 in Effective Depth 174 in4 Ix 0 in4 Minimum Ix 14.000 in Clear Depth L/ 728 Live Defl L/ 265 SJI Defl 546140 in -#Moment 0.500 in Chord gap 0.392 in Camber 20.000 in Interior Panel 24.000 in Left End 24.000 in Right End 16 Web Vees 5857 # SJI reaction 5857 # SJI reaction Top Chord: 2-L L2x2x.176 Bridg < 148" Ix= 0.516 Center: L = 20.000 Tag end panl: L = 24.000 First point: Bearing seats: Tag End Opposite End 0.000 in Tag TCX Defl A = 1.346 Y = 0.565 Iy= 1.410 Rx = 0.619 P = -32350 Paz= -32103 P = -13218 Paz= -26939 P = -13218 Pa = -36343 L2x2x.125 Weld 2.45" L2x2x.125 Weld 2.45" Bot Chord: 2-L L2x2x.143 A = 1.103 Y = 0.553 Ix= 0.429 ' Iy= 1.140 Rx = 0.624 Center: L = 20.-000 P = 31920 Pa = 33093 Chord shear: V = • 5413 T = 13441 fv = 9463 Fy = 50000 Ry = 1.023 M = 853 M = 1079 Q = 0.981 Rz = 0.394 No Fillers No Filler Fy = 50000 Q = 0.898 Ry = 1.017 Rz = 0.396 ft = 12185 f = 11255 Valley Joist West Page 32 V1.92 Job #LA -42102 - CW By 11:48 Entered 10/15/04 Revised 11/01/04 Customer: SCF SPECIALTY FABRICATORS Project: BED, -BATH & BEYOND LA QUINTA, CA Comments: 92UBC97 T10 2 - 18K232/128 x 31' 0.000 Rod web Parallel chord Shortspan Tensile Compressive Weld Available Length Area R Shear Force Allow Shear Force Allow Thick x Weld (in) Location Web Slope in Member int in lbs lbs lbs lbs lbs lbs Length Top/Bottm UO -L1 W2 63.59 31.48 1- R7 - 7/8 0.601 0.219 5413 12171 16236 0 0 6775 .22x1.3 U1 -L1 V1 30.64 16.27 1- R5 - 3/4 RO 0.442 0.188 0 0 13254 2282 2653 7785 .20xO.3 U2 -L1 W3 30.64 16.27 1- R5 - 3/4 RO 0.442 0.188 0 0 13254 4925 5724 7785 .20xO.7 U2 -L3 W4 30.64 16.27 1- R5 - 3/4 RO 0.442 0.188 4476 5202 13254 0 0 1730 .20xO.7 U4 -L3 W5 30.64 16.27 1- R5 - 3/4 RO 0.442 0.188 0 0 13254 4413 5129 7785 .20xO.6 U4' -L5 W6 30.64. 16.27 1- R5 - 3/4 RO, 0.442 0.188 3964 4607 13254 0 0 1730 .20xO.6 U6 -L5 W7 30.64 16.27 1- R5 - 3/4 RO 0.442 0.188 0 0 13254 3902 4535 7785 .20xO.5 U6 -L7 W8 30.64 16.27 1- R5 - 3/4 RO 0.442 0.188 3453 4013 13254 0 0 1730 .20xO.6 U8 -L7 W9 30.64 16.27 1- R5 - 3/4 RO 0.442 0.188 0 0 13254 3390 3940 7785 .20xO.5 U8 -L9 W10 30.64 16.27 1- R2 -_5/8 RO 0.307 0.156 2941 3418 9204 43 50 1730 .19x0.5 U10 -L9 W11 30.64 16.27 1- R2 - 5/8 RO 0.307 0.156 106 123 9204 2878 3345 4213 .19x0.4 U10 -L11 W12 30.64 16.27 1- R2 - 5/8 RO 0.307 0.156 2429 2823 9204 342 397 1730 .19x0.4 U12 -L11 W13 30.64 16.27 1- R2 - 5/8 RO 0.307 0.156 404 470 9204 2367 2751 4213 .19x0.4 U12 -1,13 W14 30.64 16.27 1- R2 - 5/8 RO 0.307 0.156 1918 2229 9204 640 744 1730 .19x0.3 U14 -L13 W15 30.64 16.27 1- R2 - 5/8 RO 0.307 0.156 703 816 9204 1855 2156 4213 .19x0.3 U14 -1,15 W16 30.64 16.27 1- R2 - 5/8 RO 0.307 0.156 1406 1634 9204 938 1091 1730 .19x0.2 U16 -L15 W17 30.64 16.27 1- R2. - 5/8 RO 0.307 0.156 1001 1163 9204 1343 1561 4213 .19x0.2 0 M 4 Valley Joist West Page 33 V1.92 Job #LA -42102 - CW By 11:48 Entered 10/15/04 Revised 11/01/04 Customer: SCF SPECIALTY FABRICATORS Project: BED, BATH & BEYOND LA QUINTA, CA Comments:. 92UBC97 J11 2 - 18K232/128 x 31' 0.000 Rod web Parallel chord Shortspan End Length Depth Slope Holes Top Chord Ext BCX Holdback Pitch EP 1L Tag 5.000 2.500 D 0' 0.001 36.000 Opp 5.000 2.500 = 0.981 36.000 Uniform Live load 128 #/ft full length 1.410 Uniform SJI load 232 #/ft full length - Ry = Uniform Dead load 104 #/ft full length = 0.394 SJI 1800# AddLoad on Top chord at panel points. L = 20.000 Dead 1800# AddLoad on Top chord at panel points. -32350 SJI 500# AddLoad on Bottom chord at panel points. Dead 500# AddLoad on Bottom chord at panel points. Fillers End loads: SJI NtUp Dead Live Equk Wind 2Liv Oukm Left TC axial load: 0.000 0.000 0.000 0.000 6.000 0.000 0.000 0.000 Ki Right TC axial load: 0.000 0.000 0.000 0.000 6.000 0.000 0.000 0.000 Ki 18.000 in Deep 368.000 in Design length 889 # Minimum Shear 16.882 in Effective Depth 174.in4 Ix 0 in4 Minimum Ix 14.000 in Clear Depth L/ 728 Live Defl L/ 265 SJI Defl 546140 in -#Moment 0.500 in Chord gap 0.392 in Camber 20.000 in Interior Panel 24.000 in Left End 24.000 in Right End 16 Web Vees 5857 # SJI reaction 5857 # SJI reaction 0.000 in Tag TCX Defl Top Chord: 2-L L2x2x.176 A = 1.346 Y = 0.565 Fy = 50000 Q = 0.981 Bridg < 148" Ix= 0.516 Iy= 1.410 Rx = 0.619 Ry = 1.023 Rz = 0.394 Center: L = 20.000 P = -32350 Paz= -32103 No Fillers Tag end panl: L = 24'.000 P = -13218 Paz= -26939 M = 8.53 No Filler First point: t P = -.13218 Pa = -36343 M = 1079 Bearing seats: Tag End L2x2x.125 Opposite End L2x2x.125 Bot Chord: 2-L L2x2x.143 A = 1.103 'Ix= 0.429 Iy= 1.140 Center: L = 20.000 P = 31920 .Chord.shear: V = 5413 T = 13441 Weld 2.45" Weld 2.45" Y = 0.553 Rx = 0.624 Pa = 33093 fv = 9463 Fy = 50000 Q = 0.898 Ry = 1.017 Rz = 0.396 ft = 12185 f = 11255 4 Valley Joist West Page 34 V1.92 Job #LA-42102 - CW By 11:48 Entered 10/15/04 Revised 11/01/04 Customer: SCF SPECIALTY FABRICATORS Project: BED, BATH & BEYOND LA QUINTA, CA. Comments.: 92UBC97 J11 2 - 18K232/128 x 31' 0.000 Rod web Parallel chord Shortspan Tensile Compressive Weld Available Length Area - R Shear Force Allow Shear Force Allow Thick x Weld (in) Location Web Slope in Member int in lbs lbs lbs lbs lbs lbs Length Top/Bottm UO -L1 W2 63.59 31.48. 1- R7 - 7/8 0.601 0.219 .5413 12171 16236 0 0 6775 .22x1.3 U1 -L1 V1 30.64 16.27 1- R5 - 3/4 RO 0.442 0.188 0 0 13254 2282 2653 7785 .20xO.3 U2 -L1 W3 30.64 16.27 1- R5 - 3/4 RO 0.442 0.188 0 0 13254 4925 5724 7785 .20xO.7 U2 -L3 W4 30.64 16.27 1- R5 - 3/4 RO 0.442 0.188 4476 5202 13254 0 0 1730 .20xO.7 U4 -L3 W5 30.64. 16.27 1- R5 - 3/4 RO 0.442 0.188 0 0 13254 4413 5129 7785 .20xO.6 U4 -L5 W6 30.64 16.27 1- R5 - 3/4 RO 0.442 0.188 3964 4607 13254 0 0 1730 .20xO.6 U6 -L5 W7 30.64 16.27 1- R5'- 3/4 RO 0.442 0.188 0 0 13254 3902 4535 7785 .20xO.5 U6 -L7 W8 30.64 16.27 1- R5 - 3/4 RO 0.442 0.188 3453 4013 13254 0 0 1730 .20xO.6 U8 -L7 W9 30.64 16.27 1- R5 - 3/4 RO 0.442 0.188 0 0 13254 3390 3940 7785 .20xO.5 U8 -L9 W10 30.64 16.27 1- R2 - 5/8 RO 0.307 0.156 2941 3418 9204 43 50 1730 .19x0.5 U10 -L9 W11 30.64 16.27 1- R2 - 5/8 RO 0.307 0.156 106 123 9204 2878 3345 4213 .19x0.4 U10 -1,11 W12 30.64 16.27 1-.R2 - 5/8 RO 0.307 0.156 2429 2823 9204 342 397 1730 .19x0.4 U12 -L11 W13 30.64 16.27 1- R2 - 5/8 RO 0.307 0.156 404 470 9204 2367 2751 4213 .19x0.4 U12 -L13 W14 30.64 16.27 1- R2 - 5/8 RO 0.307 0.156 1918 2229 9204 640 744 1730 .19x0.3 U14 -L13 W15 30.64: 16.27 1- R2 - 5/8 RO 0.307 0.156 703 816 9204 1855 2156 4213 .19x0.3 U14 -1,15 W16 30.64 16.27 1- R2 - 5/8 RO 0.307 0.156 1406 1634 9204 938 1091 1730 .19x0.2 U16 -L15 W17 30.64 16.27 1- R2 - 5/8 RO 0.307 0.156 1001 1163 9204 1343 1561 4213 .19x0.2 Valley Joist West Page 35 V1.92 Job #LA -42102 - CW By 11:48 Entered 10/15/04 Revised 11/01/04 Customer: SCF SPECIALTY FABRICATORS Project: BED, BATH & BEYOND LA QUINTA, CA Comments: 92UBC97 J12 18 - 18K232/128 x 31' 0.000 Special Rod web Parallel chord.Shortspan End Length Depth Slope Holes Top Chord Ext BCX Holdback Pitch EP 1L Tag 5.000 2.500 D 0' 0.001 36.000 Opp 5.000 2.500 36.000 Uniform Live load 128 #/ft full length Uniform SJI load 232 #/ft full length Uniform Dead load 104 #/ft full length SJI'500# AddLoad on Bottom chord at panel points. Dead 500# AddLoad on Bottom chord at panel points. End loads: SJI NtUp Dead Live Equk Wind 2Liv Oukm Left.TC axial load.: 0.000 0.000 0.000 0.000 6.000 0.000 0.000 0.000 Ki Right TC axial load: 0.000 0.000 0.000 0.000 6.000 0.000 0.000 0.000 Ki 18.000 -in Deep 368.000 in Design length 889 # Minimum Shear 17.026 in Effective Depth 131 in4 Ix 0 in4 Minimum Ix 14.500 in Clear Depth L/ 548 Live Defl L/ 272 SJI Defl 381495 in -#Moment 0.500 in Chord gap 0.392 in Camber 20.000 in Interior Panel 24.000 in Left End 24.000 in Right End 16 Web Vees 4057 # SJI reaction 4057 # SJI reaction 0.000 in Tag TCX Defl Top Chord: 2-LL1-3/4x.143 A = 0.960 Y = 0.490 Fy = 50000 Q = 0.953 Bridg <,133" Ix= 0.283 Iy= 0.809 Rx = 0.543 Ry = 0.918 Rz = 0.346 Center: L- 20.000 P = -22407 Pax= -24148 4 Fillers Seventh: L = 20:000 P = -21041 Paz= -21332 No Fillers Tag end panl:' L = 24.000 P = -9871 Paz= -17582 M = 853 No Filler First point: P = -9871 Pa = -25923 M = 1079 Bearing seats: Tag End L2x2x.125 Weld 2.45" Opposite End L2x2x.125 Weld 2.45" Bot Chord: 2-LL1=3/4x.125 A = 0.844 Y = 0.484 Fy = 50000 Q = 0.897 Ix= -0.251 Iy= 0.706 Rx = 0.546 Ry = 0.914 Rz = 0.347 Center: L = 20.000 P = 21924 Pa = 25313 Chord shear: V = 3779 T = 9232 fv = 8638 ft = 10941 f = 10225 Valley Joist West Page 36 V1.92 Job #LA -42102 - CW By 11:48 Entered 10/15/04 Revised 11/01/04 Customer: SCF SPECIALTY FABRICATORS Project: BED, BATH & BEYOND LA QUINTA,,CA Comments: :92UBC97 J12 18 - 18K232/128 x. 31' 0.000 Special Rod web Parallel chord.Shortspan Tensile Compressive Weld Available Length Area R Shear Force Allow Shear Force Allow Thick x Weld (in) Location Web Slope in Member int in lbs lbs lbs lbs lbs lbs Lenqth Top/Bottm UO -L1 W2 63.40 32.38 1- RS - 3/4 RO 0.442 0.188 3779 8440 11928 0 0 3456 .20x1.0 U1 -L1 V1 30.43 16.82. 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 468 543 3955 .19x0.1 U2 -L1 W3 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 3340 3874 3955 .19x0.5 U2 -L3 W4 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 2940 3410 9204 0 0 1620 .19x0.5 U4 -L3 W5 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 2926 3394 3955 .19x0.4 U4 -LS W6 30.43 16:82 1- R2 - 5/8 RO 0.307 0.156 2526 2930 9204 0 0 1620 .19x0.4 U6 -LS W7 .30.43 16.82 1- R2 -`5/8 RO 0.307 0.156 0 0 9204 2513 2914 3955 .19x0.4 U6 -L7 W8- 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 2112 2450 9204 0 0 1620 .19x0.3 U8 -L7 W9 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 2099 2434 3955 .19x0.3 U8 -L9 W10 30.43 16.82 1- R2.- 5/8 RO 0.307 0.156 1698 1970 9204 0 0 1620 .19x0.3 U10 -L9 Wll 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 1685 1954 3955 .19x0.3 U10 =Lll W12 30.43 16.82 1-'R2 - 5/8 RO 0.307 0.156 1285 1490 9204 0 0 1620 .19x0.2 U12 -Lll W13 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 1271 1474 3955 .19x0.2 U12 =113 W14 30.43 16.82 1- RO - 1/2 RO 0.196 0.125 889 1031 5890 0 0 1620 .17x0.1 U14 -L13 W15 30.43 16.82 1- RO - 1/2 RO 0.196 0.125 0 . 0 5890 889 1031 1620 .17x0.1 U14 -1,15 W16 30.43 16.82 1- RO - 1/2 RO 0.196 0.125 889 1031 5890 136 158 1620 .17x0.1 U16 -L15 W17 30.43 16.82 1- RO - 1/2 RO 0.196 0.125 150 174 5890 889 1031 1620 .17x0.1 Valley Joist West Page 37 V1.92 Job #LA -42102 - CW By 11:48 Entered 10/15/04 Revised 11/01/04 Customer: SCF SPECIALTY FABRICATORS Project: BED, BATH & BEYOND LA QUINTA, CA Comments: 92UBC97 T13 4 - 18K232/128 x 31' 0.000Special Rod web Parallel chord Shortspan End Length Depth Slope Holes Top Chord Ext BCX Holdback Pitch EP 1L Tag 5.000 2.500 D 0' 0.001 2 0' 2.000 36.000 Opp 5.000 .2.500 2 0' 2.000 36.000 Uniform Live load 128 #/ft full length Uniform' SJI load. 232 #/ft full length Uniform Dead load 104 #/ft -full length SJI 500# AddLoad on Bottom chord at panel points. Dead 500# AddLoad on Bottom chord at panel points. End loads: SJI NtUp Dead Live Equk Wind 2Liv Qukm Left TC axial load: 0.000 0.000 0.000 0.000 6.000 0.000 0.000 0.000 Ki Right TC axial load: 0.000 0.000 0.000 0.000 6.000 0.000 0.000 0.000 Ki 118.000 in Deep 368.000 in Design length 889 # Minimum Shear 17.026 in Effective Depth 131 in4 Ix 0 in4 Minimum Ix 14.500 in Clear Depth. L/ 548 Live Defl L/ 272 SJI Defl 381495 in -#Moment 0.500 in Chord gap 0.392 in Camber 20.000 in Interior Panel 24.000 in Left End 24.000 in Right End 16 Web Vees 4057 # SJI reaction 4057 # SJI reaction 0.000 in Tag TCX Defl Top Chord: 2-LL1-3/4x.143 A = 0.960 Y = 0.490 Fy = 50000 Q = 0.953 Bridg < 133" Ix= 0.283 Iy= 0.809 Rx = 0.543 Ry = 0.918 Rz = 0.346 Center: L = 20.000 P = -22407 Pax= -24148 4 Fillers Seventh: L = 20.000 P = -21041 Paz= -21332 No Fillers Tag end panl:' L = 24.000 P = -9871 Paz= -17582 M = 853 No Filler First point: P = -9871 Pa = -25923 M = 1079 Bearing seats: Tag End L2x2x.125 ' Weld 2.45" Opposite End L2x2x.125 Weld 2.45" Bot Chord: 2-LL1-3/4x.125 A = 0.844 Y = 0.484 Fy = 50000 Q = 0.897 Ix= 0.251 Iy= 0.706 Rx = 0.546 Ry = 0.914 Rz = 0.347 Center: L = 20.000 P = 21924' Pa = 25313 Chord shear: V = 3779. T = 9232 fv = 8638 ft = 10941 f = 10225 11 Valley Joist West Page 38 V1.92 Job #LA -42102 - CW By 11:48 Entered 10/15/04 Revised 11/01/04 Customer: SCF'SPECIALTY FABRICATORS Project: BED, BATH & BEYOND LA QUINTA, CA Comments: 92UBC97 T13' 4 - 18K232/128 x 31' 0.000 Special Rod web Parallel chord Shortspan Tensile Compressive Weld Available Length Area R Shear Force Allow Shear Force Allow Thick x Weld (in) Location Web Slope in Member in2 in lbs lbs lbs lbs lbs lbs Lenqth Top/Bottm UO -L1 W2 63.40 32.38 1- R5 - 3/4 RO 0.442 0.188 .3779 8440 11928 0 0 3456 .20x1.0 U1 -L1V1 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 468 543 3955 .19x0.1 U2 -L1 W3 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 3340 3874 3955 .19x0.5 U2 -L3 W4 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 2940 3410 9204 0 0 1620 .19x0.5 U4 -L3 WS 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 2926 3394 3955 .19x0.4 U4 -L5 Y W6 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 X2526 2930 9204 0 0 1620 .19x0.4 U6 -LS, W7 30.43 16..82 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 2513 2914 3955 .19x0.4 U6 -L7 W8 .30.43. 16.82 1- R2 - 5/8 RO 0.307 0.156 2112 2450 9204 0 0 1620 .19x0.3 U8 -L7 W9 30.43 16.82 1- R2 - 5/8 RO 0.307' 0.156 0 0 9204 2099 2434 3955 .19x0.3 U8 -L9 W10 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 1698 1970 9204 0 0 1620 .19x0.3 U10 -L9 W11 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 1685 1954 3955 .19x0.3 U10 -L11 W12 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 1285 1490 9204 0 0 1620 .19x0.2 U12 -Lll W13 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 1271 1474 3955 .19x0.2 U12 7L13 W14 30.43' 16.82 1- RO - 1/2 RO 0.196 0.125 889 1031 5890 0 0 1620 .17x0.1 U14 -L13 W15 30.43 16.82 1- RO - 1/2 RO 0.196 0.125 0 0 5890 889 1031 1620 .17x0.1 U14 -L15 W16 ,30.43 16.82- 1- RO - 1/2 RO 0.196 0.125 889 1031 5890 136 158 1620 .17x0.1 U16 -L15 W17 30.43 16.82 1- RO - 1/2 RO 0.196 0.125 150 174 5890 889 1031 1620 .17x0.1 Valley Joist West Page 39 V1.92 Job #LA -42102 - CW By 11:48 Entered 10/15/04 Revised 11/01/04 Customer: SCF SPECIALTY FABRICATORS Project: BED, BATH & BEYOND LA QUINTA, CA Comments: 92UBC97 J14 8 - 18K232/128 x 31' 2.000 Special Rod web Parallel ,chord Shortspan End Length Depth. Slope Holes Top Chord Ext BCX Holdback Pitch EP 1L Tag 5.000 2.500 D 0' 0.001 37.000 ` Opp 5.000 2.500 37.000 Uniform Live load 128 #/ft full length Uniform SJI load 232 #/ft full length ' Uniform Dead load 104 #/ft full length SJI 500# AddLoad on Bottom chord at panel points. Dead 500# AddLoad on Bottom chord at panel points. End loads: SJI NtUp Dead Live Equk Wind 2Liv Qukm Left TC axial load: 0.000 0.000 0.000 0.000 6.000 0.000 0.000 0.000 Ki Right TC axial load: 0.000 0.000 0.000 0.000 6.000 0.000 0.000 0.000 Ki 18.000 in Deep 370.000 in Design length 894 # Minimum Shear •17.026 in Effective Depth 131 in4 Ix 0 in4 Minimum Ix 14.500 in Clear Depth L/ 539 Live Defl L/ 267 SJI Defl 384820 in -#Moment - 0.500 in Chord gap 0.396 in Camber '20.000 in Interior Panel 25.000 in Left End 25.000 in Right End 16 Web Vees 4077.# SJI reaction 4077 # SJI reaction 0.000 in Tag TCX Defl Top Chord: 2-LL1-3/4x.143 A = 0.960 Y = 0.490 Fy = 50000 Q = 0.953 Bridg < 133" Ix= 0.283 Iy= 0.809 Rx = 0.543 Ry = 0.918 Rz = 0.346 Center: L = 20.000 P = -22602 Pax= -24148 4 Fillers Seventh: L = 20.000 P = -21237 Paz= -21332 No Fillers Tag end panl: L =.25.000 P = -10081 Paz= -17153 M = 932 No Filler First point: P = -10081 Pa = -25923 M = 1156 Bearing seats: Tag End L2x2x.125' Weld 2.45" Opposite End. L2x2x.125 Weld 2.45" Bot Chord: 2-LL1-3/4x.125 A = 0.844 Y = 0.484 Fy = 50000 Q = 0.897 Ix= 0.251 Iy= 0.706 Rx = 0.546 Ry = 0.914 Rz = 0.347 Center: L = 20.000 P = 22148 Pa = 25313 Chord shear: V = 3788 T = 9464 fv = 8658 ft = 11217 f = 10315 n Valley Joist West Page 40 V1.92 Job #LA -42102 - CW By 11:48 Entered 10/15/04 Revised 11/01/04 Customer: SCF SPECIALTY FABRICATORS Project: BED, BATH & BEYOND LA QUINTA, CA Comments: 92UBC97 J14 8 -:,18K232/128 x 31' 2.0.00 Special Rod web Parallel chord-Shortspan Tensile Compressive Weld Available Length Area R Shear Force Allow Shear Force Allow Thick x Weld (in) Location Web Slope in Member in2 in lbs lbs lbs lbs lbs lbs Length Top/Bottm UO -L1 W2 64.06 33.15 1- RS - 3/4 RO 0.442 0.188 3788 8659 "'11928 0 0 3298 .20x1.0 U1 -L1 V1 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 478 555 3955 .19x0.1 U2 -L1 W3 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 3339 3873 3955 .19x0.5 U2 -L3 W4 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 2939 3408 9204 0 0 1620 .19x0.5 U4 -L3 W5 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 2925 3393 3955 .19x0.4 U4 -L5 W6 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 2525 2929 9204 0 0 1620 .19x0.4 U6 -L5 W7 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 2512 2913 3955 .19x0.4 ' U6 -L7 WS 30.43• 16.82 1- R2 - 5/8 RO 0.307 0.156 2112 2449 9204 0 0 1620 .19x0.3 U8 -L7 W9 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 2098 2433 3955 .19x0.3 U8 -L9 W10 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 1698 1969 9204 0 0 1620 .19x0.3 U10 -L9 W11 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 1684 1953 3955 .19x0.3 U10 -L11 W12 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 1284 1489 9204 0 0 1620 .19x0.2 U12 -L11 W13 ° 30.43 • 16.82 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 1271 1474 3955 .19x0.2 U12 -L13 W14 30.43 16.82 1- RO - 1/2 RO 0.196 0.125 894 1037 5890 0 0 1620 .17x0.1 U14 -L13 W15 30.43 16.82 1- RO - 1/2 RO 0.196 0.125 0 0 5890 894 1037 1620 .17x0.1 U14 -LIS W16 30.43 16.82 1- RO - 1/2 RO 0.196 0.125 894 1037 5890 136 158 1620 .17x0.1 U16 -L15 W17 30.43 16.82 1- RO - 1/2 RO 0.196 0.125 150 174 5890 894 1037 1620 .17x0.1 n Valley Joist West Page 41 V1.92 Job #LA -42102 - CW By 11:48 Entered 10/15/04 Revised 11/01/04 Customer: SCF SPECIALTY FABRICATORS Project: BED, BATH & BEYOND LA QUINTA, CA Comments: 92UBC97 T15 2 - 18K232/128 x 31' 2.000 Special Rod web Parallel Y = chord. Shortspan _ Fy = 50000 Q End Length Depth Slope Holes Top Chord Ext BCX Holdback Pitch EP 1L Tag 5.000 2.500 D 0' 0.001 2 0' 2.000 37.000 Opp 5.000 2.500 0.918 2 0' 2.000 37.000 Uniform Live load 128 #/ft full length 20.000 P = Uniform SJI load 232 #/ft full length -24148 Uniform Dead load 104 #/ft full length Fillers Seventh: SJI 500# AddLoad on Bottom chord at panel points. P = -21237 Dead 500# AddLoad on Bottom chord at panel points. End loads: SJI NtUp Dead Live Equk Wind 2Liv Oukm Left TC axial load: 0.000 0.000 0.000 0.000 6.000 0.000 0.000 0.000 Ki Right TC axial load: 0.000 0.000 0.000 0.000 6.000 0.000 0.000 0.000 Ki 18.000 in Deep 370.000 in Design length 894 # Minimum Shear 17.026 in Effective Depth 131 in4 Ix 0 in4 Minimum Ix 14.500 in Clear Depth L/ 539 Live Defl L/ 267 SJI Defl 384820 in -#Moment 0.500 in Chord gap 0.396 in Camber 20.000 in Interior Panel 25.000 in Left End 25.000 in Right End 16 Web•Vees 4077 # SJI reaction 4077 # SJI reaction 0.000 in Tag TCX Defl Top Chord: 2-LL1-3/4x.143 A = 0.960 Y = 0.490 Fy = 50000 Q = 0.953 Bridg < 133" Ix= 0.283 Iy= 0.809 Rx = 0.543 Ry = 0.918 Rz = 0.346 Center:. L = 20.000 P = -22602 Pax= -24148 4 Fillers Seventh: 'L = 20.000 P = -21237 Paz= -21332 No Fillers Tag end panl: L = 25.000 P = -10081 Paz= -17153 M = 932 No Filler First point: -P = -10081 Pa = -25923 M = 1156 Bearing seats: Tag End . Opposite End Bot Chord: 2-LL1-3/4x.125 Ix= 0.251 Center: L = 20.000 Chord shear: V = 3788 L2x2x.125 Weld 2.45" L2x2x.125 Weld 2.45" A = 0.844 Y = 0.484 Iy= 0.706 Rx = 0.546 P = 22148 Pa = 25313 T = 9464 fv = 8658 Fy = 50000 Ry = 0.914 Q = 0.897 Rz = 0.347 ft = 11217 f = 10315 1 � � Valley Joist West Page 42 V1.92 Job #LA -42102 - CW By 11:48 Entered 10/15/04 Revised 11/01/04 Customer: SCF SPECIALTY FABRICATORS 4 Project: BED,..BATH & BEYOND LA QUINTA, CA Comments:. 92UBC97 .T15 2 - 18K232/128 x 311 2.000 Special Rod web Parallel chord Shortspan Tensile Compressive Weld Available Length Area R'' Shear Force Allow Shear Force Allow Thick x Weld (in) Location Web. Slope in Member int in lbs lbs lbs lbs lbs lbs Length Top/Bottm UO -L1 W2 64.06 33.15 1- RS - 3/4 RO 0.442 0.188 3788 8659 11928 0 0 3298 .20x1.0 U1 -L1 V1 30.43 16.82, 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 478 555 3955 .19x0.1 U2 -Ll W3 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 3339 3873 3955 .19x0.5 U2 -L3 W4 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 2939 3408 9204 0 0 1620 .19x0.5 U4 -L3 WS 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 2925 3393 3955 .19x0.4 U4 -L5 W6 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 2525 2929 9204 0 0 1620 .19x0.4 U6 -L5 W7 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 2512 2913 3955 .19x0.4 U6 -L7 W8 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 2112 2449 9204 0 0 1620 .19x0.3 U8'.' -L7 W9 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 2098 2433 3955 .19x0.3 U8 -L9 W10 30.43 •16.82 1- R2 - 5/8 RO 0.307 0.156 1698 1969 9204 0 0 1620 .19x0.3 U10 -L9 W11 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 1684 1953 3955 .19x0.3 U10 -L11 W12 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 1284 1489 9204 0 0 1620 .19x0.2 U12 -1,11 W13 30.43 16.82 1- R2.- 5/8 RO 0.307 0.156 0 0 9204 1271 1474 3955 .19x0.2 U12 -L13 W14 30.43 16:82 1- RO - 1/2 RO 0.196 0.125 894 1037 5890 0 0 1620 .17x0.1 U14 -L13 W15 30.43 16.82 1- RO - 1/2 RO 0.196 0.125 0 0 5890 894 1037 1620 .17x0.1 U14 -L15 W16 30.43 16.82 1- RO - 1/2 RO 0.196 0.125 894 1037 5890 136 158 1620 .17x0.1 U16 -LIS. W17 30.43 '16.82 1-,RO - 1/2 RO 0.196 0.125 150 174 5890 894 1037 1620 .17x0.1 a Valley Joist West Page 43 V1.92 Job.#LA-42102 - CW By 11:48 Entered 10/15/04 Revised 11/01/04 Customer: SCF SPECIALTY FABRICATORS Project: BED, BATH & BEYOND LA QUINTA, CA Comments: 92UBC97 ' J16 2 - 18K232/128 x 31' 2.000 Special Rod web Parallel 0.661 chord Shortspan -24548 P = -18772 End Length Depth Slope Holes Top Chord Ext BCX Holdback Pitch EP 1L Tag 5.000 2.500 D 0' 0.001 = 0.546 37.000 Opp 5.000 '2.500 Pa = 25313 37.000 Uniform Live load 128 #/ft full length = 10542 ft = 13757 Uniform SJI load 232 #/ft full length Uniform Dead load 104 #/ft full length SJI 500# AddLoad on Bottom chord at panel points. Dead 500# AddLoad on Bottom chord at panel points. TC conc loads: Load Spacing Location Point Type 1000 2517 517 U4 SJI, Dead End loads: SJI NtUp Dead Live Eguk Wind 2Liv Oukm Left TC axial load: 0.000 0.000 0'.000 0.000 6.000 0.000 0.000 0.000 Ki Right TC axial load: 0.000 0.000 0.000 0.000 6.000 0.000 0.000 0.000 Ki 18.000 in Deep 370.000 in Design length 1019 # Minimum Shear 17.078 in Effective Depth 132 in4 Ix 0 in4 Minimum Ix 14.750 in Clear Depth L/ 544 Live Defl L/ 245 SJI Defl 419247 in -#Moment 0.500 in Chord gap 0.396 in Camber 20.000 in Interior Panel 25.000 in Left End 25.000 in Right End , 16 Web Vees 4901 # SJI reaction 4252 # SJI reaction Top Chord: 2-LL1-1/2x.171 Bridg < 120" Ix= 0.204 Center: L = 20.000 Fourth: L = 20.000 Tag end panl: L = 25.000 First point: Bearing seats: Tag,End Opposite End 5 Bot Chord: 2-LL1-3/4x.125 Ix= 0.251 Center: L = 20.000 Chord shear: V = 4612 0.000 in Tag TCX Defl A = 0.968 Iy= 0.661 P = -24548 P = -18772 P = -11749 P = -11749 Y = 0.438 Rx = 0.459 Pax= -24496 Paz= -20607 Paz= -15660 Pa = =26123 Fy = 50000 Ry = 0.827 M = 932 M = 1156 L2x2x.125 Weld 2.73" L2x2x.125 Weld 2.49" A = 0.844 Y = 0.484 Fy = 50000 Iy= 0.706 Rx = 0.546 Ry = 0.914 P = 23983 Pa = 25313 T = 11607 fv = 10542 ft = 13757 Q = 1.000 Rz = 0.294 9 Fillers No Fillers No Filler Q = 0.897 Rz = 0.347 f = 12587 Valley Joist West Job #LA -42102 - CW By Customer: SCF SPECIALTY FABRICATORS Project: BED, BATH & BEYOND LA QUINTA, CA Comments: 92UBC97 t Page 44 V1.92 11:48 Entered 10/15/04 Revised 11/01/04 J16 2,- 18K232/128 x 31' 2.000 Special Rod web Parallel chord Shortspan Tensile Length Area R Location Web Slope in Member int in UO -L1 W2 63.99 33.63 1- R5 - 3/4 RO 0.442 0.188 U1 -L1 V1 30.35 17.09 1 -,RS - 3/4 RO 0.442 0.188 U2 -L1 W3 30.35 17.09 1- R5 - 3/4 RO 0.442 0.188 U2 -L3 W4 30.35 17.09 1- R5 - 3/4 RO 0.442 0.188 U4 -L3 W5 30.35 17.09 1- R5 - 3/4 RO 0.442 0.188 U4 -L5 W6 30.35 17.09 1- R2 - 5/8 RO 0.307 0.156 U6 -L5 W7 30.35 17.09 1- R2 - 5/8 RO 0.307 0.156 U6 -L7 W8 30.35 17.09 1- R2 - 5/8 RO 0.307 0.156 U8 -L7 W9 30.35 17.09 .1- R2 - 5/8 RO 0.307 0.156 U8 -L9 W10 30.35 17.09 1- R2 - 5/8 RO 0.307 0.156 U10 -L9 W11 30.35 17.09 1- R2 - 5/8 RO 0.307 0.156- U10 -L11 W12 30.35 17.09 1- R2 - 5/8 RO 0.307 0.156 U12 -L11 W13 30.35 17.09 1- R2 - 5/8 RO 0.307 0.156 U12 -L13 W14 30.35 17.09 1- RO - 1/2 RO 0.196 0.125 U14 -L13 W15 30.35 17.09 1- RO -'1/2 RO 0.196 0.125 U14 -1,15 W16 30.35 17.09 1- RO - 1/2 RO 0.196 0.125 U16 -L15 W17 30.35 17.09 1- RO - 1/2 RO 0.196 0.125 U16 -L17 W17 30.35 17.09 1- RO - 1/2 RO 0.196 0.125 U18 -L17 W16 30.35 17.09 1- RO - 1/2 RO 0.196 0.125 U18 -L19 W15 30.35 17.09 1- RO - 1/2 RO 0.196 0.125 U20 -L19 W14 30.35 17.09 1- RO - 1/2 RO 0.196 0.125 U20 -L21 W13 30.35 17.09 1- R2 - 5/8 RO 0.307 0.156 U22 -L21 W12 30.35 17.09 1- R2 - 5/8 RO 0.307 0.156 U22 -1,23 W11 30.35 17.09 1- R2 - 5/8 RO 0.307 0.156 U24 -L23 W10 30.35 17.09 1- R2 = 5/8 RO 0.307 0.156 U24 -L25 W9 30.35 17.09 1- R2 - 5/8 RO 0.307 0.156 U26. -L25 W8 30.35 17.09 1- R2 - 5/8 RO. 0.307 0.156 U26 -L27 W7 30.35 17.09 1- R2 - 5/8 RO 0.307 0.156 U28 -L27 W6 30.35 17.09 1- R2 - 5/8 RO 0.307 0.156 U28 -L29 WS 30.35 17.09 1- R5 - 3/4 RO 0.442 0.188 U30 -L29 W4 30.35 17.09 1- R5 - 3/4 RO 0.442 0.188 U30 -L31 W3 30.35 17.09 1- R5 - 3/4 RO 0.442 0.188 U31 -L31 V1 30.35 17.09 1- R5 - 3/4-RO 0.442 0.188 U32 -L31 W2 63.99 33.63 1- R5 - 3/4 RO 0.442 0.188 Tensile Compressive Weld Available Shear Force Allow Shear Force Allow Thick x Weld (in) lbs lbs lbs lbs lbs lbs Length Top/Bottm 4612 10517 11928 0 0 3203 .20x1.3 0 0 13254 486 563 7372 .20x0.1 0 0 13254 4164 4825 7372 .20xO.6 3763 4361 13254 0 0 1568 .20xO.6 0 0 13254 3750 4345 7372 .20xO.5 2350 2723 9204 0 0 1568 .19x0.4 0 0 9204 2336 2707 3829 .19x0.3 1936 2243 9204 0 0 1568 .19x0.3 0 0 9204 1922 2228 3829 .19x0.3 1522 1764 9204 0 0 1568 .19x0.2 0 0 9204 1509 1748 3829 .19x0.2 1109 1285 9204 0 0 1568 .19x0.2 0 0 9204 1095 1269 3829 .19x0.2 1019 1181 5890 112 129 1568 .17x0.2 125 145 5890 1019 1181 1568 .17x0.2 281 326 5890 1019 1181 1568 .17x0.2 1019 1181 5890 268 310 1568 .17x0.2 0 0 5890 1019 1181 1568 .17x0.2 1019 1181 5890 0 0 1568 .17x0.2 0 0 5890 1033 1197 1568 .17x0.2 1046 1212 5890 0 0 1568 .17x0.2 0 0 9204 1446 1676 3829 .19x0.2 1460 1692 9204 0 0 1568 .19x0.2 0 0 9204 1860 2156 3829 .19x0.3 1874 2171 9204 0 0 1568 .19x0.3 0 0 9204 2274 2635 3829 .19x0.3 2287 2651 9204 0 0 1568 .19x0.4 0 0 9204 2687 3114 3829 .19x0.4 2701 3130 9204 0 0 1568 .19x0.4 0 0. 13254 3101 3594 7372 .20xO.5 3115 3609 13254 0 0 1568 .20xO.5 0 0 13254 3515 4073 7372 .20xO.5 0 0 13254 480 556 7372 .20x0.1 3963 9038 11928 0 0 3203 .20x1.1 � Valley Joist West Page 45 V1.92 r Job #LA -42102 - CW By 11:48 Entered 10/15/04 Revised 11/01/04 Customer: SCF SPECIALTY FABRICATORS Project: BED, BATH & BEYOND LA QUINTA•, CA Comments: 92UBC97 T17 2•- 18K232/128 x .31' 2.000 Special Rod web Parallel chord Shortspan End Length Depth Slope Holes Top Chord Ext BCX Holdback Pitch EP 1L Tag 5.000 2.500 D 0' 0.001 2 0' 2.000 37.000 Opp 5.000 2.500 Rx = 2 0' 2.000 37.000 Uniform Live load 128 #/ft full length -31248 Pax= Uniform SJI load 232 #/ft full length L = 20.000 P = Uniform Dead load 104 #/ft full length -29115 Tag end panl: SJI 1200# AddLoad on Top chord at panel points. P = -14060 Dead'1200# AddLoad on Top chord at panel points. -24031 First point: SJI 500# AddLoad on Bottom chord at panel points. -14060 Pa = Dead 500# AddLoad on Bottom chord at panel points. Tag End, L2x2x.125 TC conc loads: Load Spacing Location Point Type 2.73" 1000 517 2517 517 U4 SJI, Dead End loads: SJI NtUp Dead Live Equk Wind 2Liv Oukm Left TC axial load: 0.000 0.000 0.000 0.000 6.000 0.000 0.000 0.000 Ki Right TC axial load: 0.000 0.000 0.000 0.000 6.000 0.000 0.000 0.000 Ki 18.000 in Deep .. 370.000 in Design length 1019 # Minimum Shear L = 20.000 16.945 in Effective Depth 164 in4 Ix 0 in4 Minimum Ix 14.250 in Clear Depth L/ 677 Live Defl L/ 250 SJI Defl 14498 529490 in -#Moment - 0.500 in Chord gap 0.396 in Camber 20.000 in Interior Panel 25.000 in Left End 25.000 in Right End 16 Web Vees 6101 # SJI reaction 5452 # SJI reaction 0.000 in Tag TCX Defl Top Chord: 2-L L2x2x.163 A = 1.251 Y = 0.560 Bridg < 148" Ix= 0.482 Iy= 1.303 Rx = 0.621 Center: L = 20.000 P = -31248 Pax= -32126 Sixth: L = 20.000 P = -28208 Paz= -29115 Tag end panl: L = 25.000 P = -14060 Paz= -24031 First point: P = -14060 Pa = -33773 Bearing seats: Tag End, L2x2x.125 Weld 2.73" Opposite End L2x2x.125 Weld 2.49" Bot Chord: 2-LL1-3/4x.156 A- 1.043 Y = 0.495 Ix= 0.306 Iy= 0.885 Rx = 0.541 Center: L = 20.000 P = 30723 Pa = 31300 Chord shear: V = 5699 T = 14498 fv = 10437 Fy = 50000 Ry = 1.021 M = 932 M = 1156 Q = 0.952 Rz = 0.395 5 Fillers No Fillers No Filler Fy = 50000 Q = 0.985 Ry = 0.921 Rz = 0.345 ft = 13896 f = 12538 Job #LA -42102 - CW Valley Joist West Page 46 V1.92 By 11:48 Entered 10/15/04 Revised 11/01/04 Customer: SCF SPECIALTY FABRICATORS Project: BED, BATH & BEYOND LA QUINTA, CA Comments: 92UBC97 T17 2 - 18K232/128 x 31' 2.000 Special Rod web Parallel chord Shortspan Tensile Compressive Weld Available Length Area R Shear Force Allow Shear Force Allow Thick x Weld (in) Location Web Slope in Member int in lbs lbs lbs lbs lbs lbs Length Top/Bottm UO -L1 W2L 64.17 32.70 1- R7 - 7/8 0.601 0.219 5699 13077 16236 0 0 6278 .22x1.4 U1 -L1 V1 30.55 16.55 1- R5 - 3/4 RO 0.442 0.188 0 0 13254 1696 1969 7648 .20xO.3 U2 -L1 W3 30.55 16.55 1- R5 - 3/4 RO 0.442 0.188 0 0 13254 5218 6058 7648 .20xO.7 U2 -L3 W4 30.55 16.55 1- R5 - 3/4 RO 0.442 0.188 4785 5556 13254 0 0 1673 .20xO.8 U4 -L3 WS 30.55 16.55 1- R5 - 3/4 RO 0.442 0.188 0 0 13254 4739 5503 7648 .20xO.7 U4 -L5 W6 30.55 16.55 1- R5 - 3/4 RO 0.442 0.188 3306 3839 13254 0 0 1673 .20xO.5 U6 -L5 W7 30.55 16.55 1- R5 - 3/4 RO 0.442 0.188" 0 0 13254 3260 3786 7648 .20xO.5 U6 -L7 WS 30.55 16.55 1- R5 - 3/4 RO 0.442 0.188 2828 3284 13254 0 0 1673 .20xO.5 U8 -L7 W9 30.55 16.55 1- R5 - 3/4 RO 0.442 0.188 0 0 13254 2782 3230 7648 .20xO.4 U8 -L9 W10 30.55 16.55 1- R2 - 5/8 RO 0.307 0.156 2349 2728 9204 51 60 1673 .19x0.4 U10 -L9 W11 30.55 16.55 1- R2 - 5/8 RO 0.307 0.156 97 113 9204 2303 2675 4084 .19x0.3 U10 -Lll W12 30.55 16.55 1- R2 - 5/8 RO 0.307 0.156 1871 2172 9204 317 368 1673 .19x0.3 U12 -L11 W13 30.55 16.55 1- R2 - 5/8 RO 0.307 0.156 363 421 9204 1825 2119 4084 .19xO.3 U12 -L13 W14 30.55 16.55 1- R2 - 5/8 RO 0.307 0.156 1392 1617 9204 582 676 1673 .19x0.2 U14 -L13 W15 30.55 16.55 1- R2 - 5/8 RO 0.307 0.156 628 729 9204 1346 1563 4084 .19x0.2 U14 -1,15 W16 30.55 16.55 1- R2 - 5/8 RO 0.307 0.156 1019 1183 9204 847 984 1673 .19x0.2 U16. -L15 W17 30.55 16.55. 1- R2 - 5/8 RO 0.307 0.156 1019 1183 9204 868 1007 1673 .19x0.2 U16 -1,17 W17 30.55 16.55 1- R2 - 5/8 RO 0.307 0.156 542 629 9204 1219 1415 4084 .19x0.2 U18 -L17 W16 30.55 16.55 1- R2 - 5/8 RO 0.307 0.156 1265 1469 9204 496 576 1673 .19x0.2 U18 -1,19 W15 30.55 16.55 1- R2 - 5/8 RO 6.307 0.156 276 321 9204 1698 1971 4084 .19x0.3 U20 -1,19 W14 30.55 16.55 1- R2 - 5/8 RO 0.307 0.156 1744 2024 9204 231 268 1673 .19x0.3 U20 -1,21 W13 30.55 16.55 1- R2 - 5/8 RO 0.307 0.156 11 13 9204 2176 2527 4084 .19x0.3 U22 -L21 W12 30.55 16.55 1- R2 - 5/8 RO 0.307 0.156 2222 2580 9204 0 0 1673 .19x0.4 U22 -L23 W11 30.55 16.55 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 2655 3083 4084 .19x0.4 U24 -LZ3 W10 30.55 16.55 1- R2 - 5/8 RO 0.307 0.156 2701 3136 9204 0 0 1673 .19x0.4 .U24 -1,25 W9 30.55 16.55 1- R5 - 3/4 RO 0.442 0.188 0 0 13254 3133 3638 7648 .20xO.5 U26 -L25 W8 30.55 16.55 1- R5 - 3/4 RO 0.442 0.188 3179 3692 13254 0 0 1673 .20xO.5 U26 -1,27 W7 30.55 16.55 1- R5 - 3/4 RO 0.442 0.188 0 0 13254 3612 4194 7648 .20xO.5 U28 -1,27 ' W6 30.55 16.55 1- R5 - 3/4.RO 0.442 0.188 '3658 4247 13254 0 0 1673 .20xO.6 U28 -1,29 W5 30.55 16.55 1- R5 - 3/4 RO 0.442 0.188 0 0 13254 4090 4750 7648 .20xO.6 U30 -L29 W4 30.55 16.55 1- R5 - 3/4 RO 0.442 0.188 4136 4803 13254 0 0 1673 .20xO.7 U30 -L31 W3 30.55 16.55 1- R5 - 3/4 RO 0.442 0.188 0 0 13254 4569 5305 7648.20xO.6 U31` -L31 V1 30.55 16.55 1- R5 - 3/4 RO 0.442 0.188 0 0 13254 1690 1962 7648 .20xO.3 U32 -L31 W2R 64.17 32.70 1- R5 - 3/4 RO 0.442 0.188 5050 11589 11928 0 0 3389 .20x1.4 • Valley Joist West Page 47 V1.92 Job #LA -42102 - CW By 11:48 Entered 10/15/04 Revised 11/01/04 Customer: SCF SPECIALTY FABRICATORS Project: BED, BATH & BEYOND LA QUINTA, CA Comments: 92UBC97 J18 1 - 18K232/128 x 31' 0.000 Special Rod web Parallel chord Shortspan End Length Depth Slope Holes Top Chord Ext BCX Holdback Pitch EP 1L Tag 5.000 2.500•1 D 0' 0.001 Fy 36.000 Opp 5.000 2.500 = 0.935 Bridg < 148" 36.000 Uniform Live load 128 #/ft full length Rx = 0.622 Uniform SJI load 232 #/ft full length Rz = 0.396 Uniform Dead load '104 #/ft full length P = -27727 SJI-600# AddLoad on Top chord at panel points. Dead'600# AddLoad on Top chord at panel points. Tag end panl: L = 24.000 SJI 500# AddLoad on Bottom chord at panel points. Paz= -23151 Dead 500# AddLoad on Bottom chord at panel points. No Filler TC conc loads: Load Spacing Location Point Type P = 1000 25,6 516 U4 SJI, Dead M = End loads: SJI NtUp Dead Live Equk Wind 2Liv Oukm Left TC axial load: 0.000 0.000 0.000 0.000 6.000 0.000 0.000 0.000 Ki Right TC axial load: 0.000 0.000 0.000 0.000 6.000 0.000 0.000 0.000 Ki 18.000.in Deep 368.000 in Design length 1014 # Minimum Shear 16.952 in Effective Depth . 154 in4 Ix 0 in4 Minimum Ix 14.250 in Clear Depth L/ 645 Live Defl L/ 262 SJI Defl 470031 in -#Moment 10:500 in Chord gap 0.392 in Camber 0.490 20.000 in Interior Panel 24.000 in Left End 24.000 in Right End = 0.953 ,16,Web Vees 5483 # SJI reaction 4831 # SJI reaction 0.809 0.000 in Tag TCX Defl Top Chord: 2-L L2x2x.156 A = 1.199 Y = 0.558 Fy = 50000 Q = 0.935 Bridg < 148" Ix= 0.464 Iy= 1.246 Rx = 0.622 Ry = 1.019 Rz = 0.396 Center: L = 20.000 P = -27727 Paz= -27493 No Fillers Tag end panl: L = 24.000 P = -12649 Paz= -23151 M = 853 No Filler First point: P = -12649 Pa = -32382 M = 1079 Bearing seats: Tag End L2x2x.125 Weld 2.73" Opposite End L2x2x.125 Weld 2.48" Bot Chord: 2-LL1-3/4x.143 A = 0.960 Y = 0.490 Fy = 50000 Q = 0.953 Ix= 0.283 Iy= 0.809 Rx = 0.543 Ry = 0.918 Rz = 0.346 Center: L 20.000 P = 27164 Pa = 28803 Chord shear: V = 5150 T = 12787 fv = 10289 ft = 13319 f = 12256 Valley Joist West Page 48 V1.92 Job'#LA-42102 - CW By 11:48 Entered 10/15/04 Revised 11/01/04 Customer: SCF SPECIALTY FABRICATORS Project: BED, BATH & BEYOND LA QUINTA, CA Comments: 92UBC97 J18 1.= 18K232/128 -x 31' 0.000 Special Rod web Parallel chord Shortspan Tensile Compressive Weld Available Length Area R Shear Force Allow Shear Force Allow Thick x Weld (in) Location Web Slope in Member int in lbs lbs lbs lbs lbs lbs Length Top/Hottm UO -Ll W2 63.50 31.94 1- R5 -.3/4 RO 0.442 0.188 5150 11541 11928 0 0 3553 .20x1.4 Ul' -Ll Vl 30.54 16.54,.1- RS - 3/4 RO 0.442 0.188 0 0 13254 1080 1254 7649 .20xO.2 U2 -L1 W3 30.54 16.54 1- R5 - 3/4 RO 0.442 0.188 0 0 13254 4695 5451 7649 .20xO.6 U2 -L3 W4 30.54 16.54 1- R5 - 3/4 RO 0.442 0.188 4278 4967 13254 0 0 1674 .20xO.7 U4 -L3 W5 30.54 16.54 1- R5 - 3/4 RO 0.442 0.188 0 0 13254 4248 4932 7649 .20xO.6 U4 -L5 W6 30.54 16.54 1- R2 - 5/8 RO 0.307 0.156 2832 3288 9204 0 0 1674 .19x0.5 U6 -L5 W7, 30.54 16.54 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 2802 3253 4085 .19x0.4 U6 -L7 W8 30.54 16.54 1- R2 - 5/8 RO 0.307 0.156 2385 2769 9204 0 0 1674 .19x0.4 U8 -L7 W9 30.54 16.54 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 2355 2734' 4085 .19x0.4 U8 -L9 W10 30.54 16.54 1- R2 - 5/8 RO 0.307 0,.156 1939 2251 9204 0 0 1674 .19x0:3 U10 -L9 W11 30.54 16.54 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 1909 2216 4085 .19X0.3 U10 -L11 W12 30.54 16.54 1- R2 - 5/8 RO 0.307 0.156 1492 1732 9204 111 129 1674 .19x0.2 U12 -L11 W13 30.54 16.54 1- R2 - 5/8 RO 0.307 0.156 141 164 9204 1462 1698 4085 .19x0.2 U12 -L13 W14 30.54 16.54 1- RO - 1/2 RO 0.196 0.125 1046 1214 5890 344 400 1674 .17x0.2 U14 -1,13 W15 30:'54 16.54 1- RO - 1/2 RO 0.196 0.125 374 435 5890 1016 1179 1674 .17xO.2 U14 -L15 W16 30.54 16.54 1- RO - 1/2 RO 0.196 0.125 1014 1178 5890 577 670 1674 .17x0.2 U16 -L15 W17 30.54 16.54 1- RO - 1/2 RO 0.196 0.125 1014 1178 5890 569 661 1674 .17x0.2 U16 -1,17 W17 30.54 16.54 1- RO - 1/2 RO 0.196 0.125 260 301 5890 1014 1178 1674 .17x0.2 U18 -L17 W16 30.54 16.54 1- RO - 1/2 RO 0.196 0.125 1014 1178 5890 230 267 1674 .17x0.2 U18 -1,19 W15 30.54 16.54 1- RO - 1/2 RO 0.196 0.125 26 31 5890 1364 1583 1674 .17x0.2 U20 -1,19 W14 30.54 16.54 1- RO - 1/2 RO 0.196 0.125 1394 1618 5890 0 0 1674 .17x0.2 U20 -1,21 .W13 30.54 16.54 1-"R2 - 5/8 RO 0.307 0.156 0 0 9204 1810 2102 4085 .19x0.3 U22 -L21 W12 30.54 16.54 1- R2 - 5/8 RO 0.307 0.156 1.840 2136 9204 0 0 1674 .19x0.3 U22 -1,23 Wll 30.54 16.54 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 2257 2620 4085 .19x0.3 U24 -1,23 W10 30.54 16.54 1- R2 - 5/8 RO 0.307 0.156 2286 2655 9204 0 0 1674 .19x0.4 U24 -L25 49 30.54 16.54 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 2703 3138 4085 .19x0.4 U26 -1,25 W8 30.54 16.54 1- R2 - 5/8 RO 0.307 0.156 2733 3173 9204 0 0 1674 .19x0.4 U26 -1,27 W7 30.54 16.54 1- R2_ - 5/8 RO 0.307 0.156 0 0 9204 3149 3657 4085 .19x0.5 U28 -L27 W6 30.54 _16.54 1- R2 - 5/8 RO 0.307 0.156 3179 3691 9204 0 0 1674 .19x0.5 U28 -L29 W5 30.54 16.54 1- R5 - 3/4 RO 0.442 0.188 0 0 13254 3596 4175 7649 .20xO.5 U30 -L29 W4 30.54 16.54 1- R5 - 3/4 RO 0.442 0.188 3626 4210 13254 0 0 1674 .20xO.6 U30 -L31 W3 30.54 - 16.54 1- R5 - 3/4 RO 0.442 0.188 0 0 13254 4042 4693 7649 .20xO.6 U31 -1,31 Vl 30.54 16.54 1- RS - 3/4 RO 0.442 0.188 0 0 13254 1074 1247 7649 .20xO.2 U32 -1,31 W2 63.50 31.94 1- RS - 3/4 RO 0.442 0.188 4498 10080 11928 0 0 3553 .20x1.2 Valley Joist West Page 49 V1.92 Job #LA -42102. -;CW By 11:48 Entered 10/15/04 Revised 11/01/04 Customer: SCF SPECIALTY FABRICATORS Project: BED, BATH & BEYOND LA QUINTA, CA Comments: 92UBC97 J19 8 - 18K232/128 x 31' 0.000 Special Rod web Parallel chord Shortspan End Length Depth Slope Holes Top Chord Ext BCX Holdback Pitch EP 1L Tag 5.000 2.500 D 0' 0.001 36.000 Opp 5.000, 2.500. 36.000 Uniform Live load 128 #/ft full length Uniform SJI load 232 #/ft full length Uniform Dead load 104 '#/ft full length SJI 500# AddLoad on Bottom chord at panel points. Dead 500# AddLoad on Bottom chord at panel points. TC conc loads: Load Spacing Location Point Type 1000 25,6 516 U4 SJI, Dead End loads: SJI N-tUp Dead Live Eguk Wind 2Liv Qukm Left TC axial load: 0.000 0.000 0.000 0.000 6.000 0.000 0.000 0.000 Ki Right TC axial load: 0.000 0.000 0.000 0.000 6.000 0.000 0.000 0.000 Ki 18.000 in Deep 368.000 in Design length 1014 # Minimum Shear 17.078 in Effective Depth 132 in4 Ix 0 in4 Minimum Ix 14.750 in Clear Depth L/ 553 Live Defl L/ 249 SJI Defl 415404 in -#Moment � 0.500 in Chord gap 0.392 in Camber 20.000 in Interior Panel 24.000 in Left End 24.000 in Right End 16 Web Vees 4883 # SJI reaction 4231 # SJI reaction 0.000 in Tag TCX Defl Top Chord: 2-LL1-1/2x.171 A = 0.968 Y = 0.438 Fy = 50000 Q = 1.000 Bridg < 120" Ix= 0.204 Iy= 0.661 Rx = 0.459 Ry = 0.827 Rz = 0.294 Center: L = 20.000 P = -24323 Pax= -24496 7 Fillers Fifth: L = 20.000 P = -20598 Paz= -20607 No Fillers Tag end panl: L = 24.000 P = -11495 Paz= -16267 M = 853 No Filler First point: P = -11495 Pa = -26123 M = 1079 Bearing seats: Tag End L2x2x.125 Weld 2.73" Opposite End L2x2x.125 Weld 2.48" Bot Chord: 2-LL1-3/4x.125 A = 0.844 Y = 0.484 Fy = 50000 Q = 0.897 Ix= 0.251 Iy= 0.706 Rx = 0.546 Ry = 0.914 Rz = 0.347 Center: L = 20.000 P = 23730 Pa = 25313 Chord shear: V = 4605 T = 11332 fv = 10526 ft = 13430 f = 12486 L� - Valley Joist West Page 50 V1.92 Job #LA -42102 - CW By 11:48 Entered 10/15/04 Revised 11/01/04 Customer: SCF SPECIALTY FABRICATORS Project: BED, BATH & BEYOND LA QUINTA, CA Comments: 92UBC97 J19 8 - 18K232/128 x. 31' 0.000 Special Rod web Parallel chord Shortspan Tensile Compressive Weld Available Length Area R Shear Force Allow Shear Force Allow Thick x Weld (in) Location Web Slope in Member int in lbs lbs lbs lbs lbs lbs Length Top/Bottm UO -L1 W2 63.33 32.86 1- R5 - 3/4 RO 0.442 0.188 4605 10260 11928 0 0 3356 .20x1.2 U1 -L1 V1 30.35 17.09 1- R5 -,3/4 RO 0.442 0.188 0 0 13254 475 550 7372 .20x0.1 U2 -L1 W3 30.35 17.09 1- R5 - 3/4 RO 0.442 0.188 0 0 13254 4166 4828 7372 .20xO.6 U2 -L3 W4 30.35 17.09 1- R5 - 3/4 RO 0.442 0.188 3766 4364 13254 0 0 1568 .20xO.6 U4 -L3 W5 30.35' 17.09 1- R5 - 3/4 RO 0.442 0.188 0 0 13254 3752 4348 7372 .20xO.5 U4 -L5 W6 30.35 17.09 1- R2 - 5/8 RO 0.307 0.156 X2352 2726 9204 0 0 1568 .19x0.4 U6 -L5 W7 '30.35 17.09 1-,R2 - 5/8 RO 0.307 0.156 0 0 9204 2339 2710 3829 .19x0.3 U6 -L7 WS '30.35 17.09 1- R2 -'5/8 RO 0.307 0.156 1938 2246 9204 0 0 1568 .19x0.3 U8 -L7 W9 30.35 17.09 1- R2 - 5/8.R0 0.307 0.156 0 0 9204 1925 2230 3829 .19x0.3 U8 -L9 W10 30.35 17.09 1- R2 - 5/8 RO 0.307 0.156 1525 1767 9204 0 0 1568 .19x0.2 U10 -L9 W11 30.35 17.09 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 1511 1751 3829 .19x0.2 U10 -1,11 W12 30.35 17.09 1- R2 - 5/8 RO 0.307 0.156 1111 1287 9204 0 0 1568 .19x0.2 U12 -L11 W13 30.35 17.09 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 1097 1271 3829 .19x0.2 U12 -L13 W14 30.35 17.09 1- RO - 1/2 RO 0.196 0.125 1014 1175 5890 110 127 1568 .17x0.2 U14 -L13 W15 30.35 17.09 1- RO - 1/2 RO 0.196 0.125 123 143 5890 1014 1175 1568 .17x0.2 U14 -L15 W16 30.35 17.09 1- RO - 1/2 RO 0.196 0.125 283 328 5890 1014 1175 1568 .17x0.2 U16 -L15 W17 30.35 17.09 1- RO - 1/2 RO 0.196 0.125 1014 1175 5890 269 312 1568 .17x0.2 U16 -L17 W17 30.35 17.09 1- RO - 1/2 RO 0.196 0.125 0 0 5890 1014 1175 1568 .17x0.2 U18 -L17 W16 30.35 17.09 1- RO - 1/2 RO 0.196 0.125 1014 1175 5890 0 0 1568 .17x0.2 U18 -L19 W15 30.35 17.09 1- RO - 1/2 RO 0.196 0.125 0 0 5890 1031 1195 1568 .17x0.2 U20 -L19 W14 30.35 17.09 1- RO - 1/2 RO 0.196 0.125 1045 1211 5890 0 0 1568 .17x0.2 U20 -L21 W13 30.35 17.09 1- R2.- 5/8 RO 0.307 0.156 0 0 9204 1445 1674 3829 .19x0.2 U22 -L21 W12 30.35 17.09 1- R2 - 5/8 RO 0.307 0.156 1459 1690 9204 0 0 1568 .19x0.2 U22 -L23 W11 30.35 17.09 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 1859 2154 3829 .19x0.3 U24 -L23 W10 30.35 17.09 1- R2 - 5/8 RO 0.307 0.156 1872 2170 9204 0 0 1568 .19x0.3 U24 -L25 W9 30.35 17.09 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 2273 2634 3829 .19x0.3 U26 -L25 W8 30.35 17.09 1- R2 - 5/8 RO 0.307 0.156 2286 2649 9204 0 0 1568 .19x0.4 U26 -L27 W7 30.35 17.09 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 2686 3113 3829 .19x0.4 U28 -L27 W6 30.35 17.09 1- R2 - 5/8 RO 0.307 0.156 2700 3129 9204 0 0 1568 .19x0.4 U28 -L29 WS 30.35 17.09 1- R5 - 3/4 RO 0.442 0.188 0 0 13254 3100 3593 7372 .20xO.5 U30 -L29 W4 30.35 17.09 1- R5 - 3/4 RO 0.442 0.188 3114 3608 13254 0 0 1568 .20xO.5 U30 -L31 W3 30.35 . 17.09 1- R5 - 3/4 RO 0.442 0.188 0 0 13254 3514 4072 7372 .20xO.5 U31 -L31 V1 30.35 17.09 1- R5 - 3/4 RO 0.442 0.188 0 0 13254 469 544 7372 .20xO.1 U32 -L31 W2 63.33 32.86 1- I R5 - 3/4 RO 0.442 0.188 3953 8807 11928 0 0 3356 .20x1.0 Valley Joist West Page 51 V1.92 Job #LA -42102 - CW By 11:48 Entered 10/15/04 Revised 11/01/04 Customer: SCF SPECIALTY FABRICATORS Project: BED, BATH & BEYOND LA QUINTA, CA Comments:. 92UBC97 J20 2 - 18K232/128 x 31' 0.000 Special Rod web Parallel chord Shortspan End Length Depth Slope Holes Top Chord Ext BCX Holdback Pitch EP 1L Tag 5.000 2.500 D 0' 0.001 36.000 Opp 5.000 2.500. 36.000 Uniform Live load 128 #/ft full length Uniform SJI load 232 #/ft full length Uniform Dead load 104 #/ft full length SJI 500# AddLoad on Bottom chord at panel points. Dead 500# AddLoad on Bottom chord at panel points. TC conc loads: Load Spacing Location Point Type 1000 2212 8110 U8 SJI, Dead End loads: SJI NtUp Dead Live Equk Wind 2Liv Oukm Left TC axial load: 0.000 0.000 0.000 0.000 6.000 0.000 0.000 0.000 Ki Right,TC axial load: 0.000 0.000 0.000 0.000 6.000 0.000 0.000 0.000 Ki Left BC axial load: 0".000 0.000 0.000 0.000 1.300 0.000 0.000 0.000 Ki Right BC axial load: 0.000 0.000 0.000 0.000 1.300 0.000 0.000 0.000 Ki 18.000 in Deep 368.000 in Design length 1014 # Minimum Shear 17.021 in Effective Depth 136 in4 Ix 0 in4 Minimum Ix 14.500 in Clear Depth L/ 569 Live Defl L/ 245 SJI Defl 436305 in -#Moment 0.500 in Chord gap 0.392 in Camber 20.000 in•Interior Panel 24.'000 in Left End 24.000 in Right End 16 Web Vees 4775 # SJI reaction 4340 # SJI reaction 0.000 in Tag TCX Defl Top Chord: 2-LL1-3/4x.156 A = 1.043 Y = 0.495 Fy = 50000 Q = 0.985 Bridg < 134" Ix= 0.306 Iy= 0.885 Rx = 0.541 Ry = 0.921 Rz = 0.345 Center: L = 20.000 P = -25633 Pax= -27028 5 Fillers .Sixth: L = 20.000 P = -23896 Paz= -23782 No Fillers Tag end panl: L = 24.000 P = -11306 Paz= -19535 M = 853 No Filler First point: P = -11306 Pa = -28170 M = 1079 ,Bearing seats: Tag End Opposite End Bot Chord: 2-LL1-3/4x.125 Ix= 0.251 Center: L = 20.000 Chord shear: V = 4497 L2x2x.125 ,Weld 2.68" L2x2x.125 Weld 2.51" A = 0.844 Y = 0.484 Iy= 0.706 Rx = 0.546 P = 25058 Pa = 25313 T = 11089 fv = 10278 Fy = 50000 Ry = 0.914 Q = 0.897 Rz = 0.347 ft = 13142 f = 12199 A . Valley Joist West Page 52 V1.92 Job #LA -42102 - CW By 11:48 Entered 10/15/04 Revised 11/01/04 .Customer: SCF SPECIALTY FABRICATORS Project: BED, BATH & BEYOND LA QUINTA, CA Comments: 92UBC97 J20 2 - 18K232/128 x 31' 0.000 Special Rod web Parallel chord Shortspan Tensile Compressive Weld Available Length Area R Shear Force Allow Shear Force Allow Thick x Weld (in) Location Web Slope - in Member int in lbs lbs lbs lbs lbs lbs Length Top/Bottm UO -L1 W2 63.41 32.39 1- R5 - 3/4 RO 0.442 0.188 4497 10045 11928 0 0 3454 .20x1.2 U1 -L1 V1 30.43 16.82 1- R5 - 3/4 RO 0.442 0.188 0 0 13254 474 550 7512 .20x0.1 .U2 -L1 W3 30.43 16.82 1- R5 - 3/4 RO 0.442 0.188 0 0 13254 4058 4706 7512 .20xO.6 U2 -L3 W4 30.43 16.82 1- R5 - 3/4 RO 0.442 0.188 3657 4242 13254 0 0 1620 .20xO.6 • U4 -L3 W5 30.43 16.82 1- R5 - 3/4 RO 0.442 0.188 0 0 13254 3644 4226 7512 .20xO.5 U4 -L5 W6 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 3244 3762 9204 0 0 1620 .19x0.5 U6 -L5 W7 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 3230 3746 3955 .19x0.5 U6 -L7 W8 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 2830 3282 9204 0 0 1620 .19x0.5 ' U8 -L7 W9 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 2816 3266 3955 .19x0.4 U8 -L9 W10 30.43 16:82 1- R2 - 5/8 RO 0.307 0.156 1416 1642 9204 0 0 1620 .19x0.2 U10 -L9 W11 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 1402 1626 3955 .19x0.2 U10 -L11 W12 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 1014 1176 9204 18 21 1620 .19x0.2 U12 -L11 W13 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 31 36 9204 1014 1176 3955 .19x0.2 U12 -L13 W14 30.43 16.82 1- RO - 1/2-RO 0.196 0.125 1014 1176 5890 218 253 1620 .17x0.2 U14 -L13 W15 30.43 16.82 1- RO --1/2 RO 0.196 0.125 232 269 5890 1014 1176 1620 .17x0.2 U14 -L15 W16 30.43 16.82 1- RO - 1/2 RO 0.196 0.125 174 202 5890 1014 1176 1620 .17x0.2 U16 -L15 W17 30.43 16.82 1- RO - 1/2 RO 0.196 0.125 1014 1176 5890 161 186 1620 .17x0.2 U16 -L17 W17 30.43 16.82 1- RO - 1/2 RO 0.196 0.125 0 0 5890 1014 1176 1620 .17x0.2 U18 -L17 W16 30.43 16.82 1- RO - 1/2 RO 0.196 0.125" 1014 1176 5890 0 0 1620 .17x0.2 U18 -L19 W15 30.43 16.82 1- RO - 1/2 RO 0.196 0.125 0 0 5890 1140 1322 1620 .17x0.2 U20 -L19 W14 30.43 16.82 1- RO - 1/2 RO 0.196 0.125 1153 1338 5890 0 0 1620 .17x0.2 U20 -1,21' W13 30.43 16.82 1-.R2 - 5/8 RO 0.307 0.156 0 0 9204 1554 1802 3955 .19x0.2 U22 -1,21 W12 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 1567 1818 9204 0 0 1620 .19x0.3 U22 -L23 W11 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 1967 2282 3955 .19x0.3 U24 -1,23 W10 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 1981 2298 9204 0 0 1620 .19x0.3 U24 -1,25 W9 30.43 '16.82 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 2381 2762 3955 .19x0.4 U26 -L25 W8 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 2395 2778 9204 0 0 1620 .19x0.4 U26 -L27 W7 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 2795 3242 3955 .19x0.4 U28 -L27 W6 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 2809 3258 9204 0 0 1620 .19x0.5 U28 -L29 W5 30.43 16.82 1- R5 - 3/4 RO 0.442 0.188 0 0 13254 3209 3722 7512 .20xO.5 U30 -L29 W4 30.43 16.82 1- R5 - 3/4 RO 0.442 0.188 3223 3738 13254 0 0 1620 .20xO.5 U30 -L31 W3 30.43 16.82 1- R5 - 3/4 RO 0.442 0.188 0 0 13254 3623 4202 7512 .20xO.5 U31 -L31 V1 30.43 16.82 1- R5 - 3/4 RO 0.442 0.188 0 0 13254 470 545 7512 .20x0.1 U32 -L31 W2 63.41 32.39 1- R5 - 3/4-RO 0.442 0.188 4062 9073 11928 0 0 3454 .20x1.1 ti Valley Joist West Page 53 V1.92 Job #LA742102 - CW By 11:48 Entered 10/15/04 Revised 11/01/04 Customer: SCF SPECIALTY FABRICATORS Project: BED, BATH & BEYOND LA QUINTA, CA Comments: 92UBC97 J21 2 - 18K232/128 x 311 0.000. Special Rod web Parallel chord Shortspan , End Length' Depth Slope Holes Top Chord Ext BCX Holdback Pitch EP 1L Tag 5.000 2.500 D 0' 0.001 2 0' 2.000 36.000 Opp 5.000 2.500 2 0' 2.000 36.000 Uniform Live load 128 #/ft full length Uniform SJI load 232 #/ft full length Uniform Dead load 104 #/ft full length SJI 500# AddLoad on Bottom chord at panel points. Dead 500# AddLoad on Bottom chord at panel points. TC conc loads: 'Load Spacing Location Point Type 1000 8212 8110 U8 SJI, Dead End loads: SJI NtUp Dead Live Equk Wind 2Liv Oukm Left TC axial load: 0.000 0.000 0.000 0.000 6.000 0.000 0.000 0.000 Ki Right TC axial load: 0.000 0.000 0.000 0'.000 6.000 0.000 0.000 0.000 Ki Left BC axial load: 0.000 0.000 0.000 0.000 1.300 0.000 0.000 0.000 Ki Right BC axial load: 0.000 0.000 0.000 0.000 1.300 0.000 0.000 0.000 Ki 18.000 in Deep 368.000 in Design length 1014 # Minimum Shear 17.021 in Effective Depth 136 in4 Ix 0 in4 Minimum Ix 14.500 'in Clear Depth L/ 569 Live Defl L/ 245 SJI Defl 436305 in -#Moment 0.500 in Chord gap 0.392 in Camber 20.000 in Interior Panel ' 24.000 in Left End 24.000 in Right End 16.Web Vees 4775 # SJI reaction 4340 # SJI reaction 0.000 in Tag TCX Defl Top Chord: 2-LL1-3/4x.156 A = 1.043 Y = 0.495 Bridg < 134" Ix= 0.306 Iy= 0.885 Rx = 0:541 Center: L = 20.000 P = -25633 Pax= -27028 Sixth: L = 20.000 P = -23896 Paz= -23782 Tag end panl: L = 24.000 P = -11306 Paz= -19535 First point: P = -11306 Pa = -28170 Bearing seats: Tag End L2x2x.125 Weld 2.68" Opposite End L2x2x.125 Weld 2.51" Bot Chord: 2-LL1-3/4x.125 A = 0.844 Y = 0.484 Ix= 0.251 Iy= 0.706 Rx = 0.546 Center: L = 20.000 P = 25058 Pa = 25313 Chord shear: -.V = 4497 T = 11089 fv = 10278 Fy = 50000 Ry = 0.921 M = ;853 M = 1079 Q = 0.985 Rz = 0.345 5 Fillers No Fillers No Filler Fy = 50000 Q = 0.897 Ry = 0.914 Rz = 0.347 ft = 13142 f = 12199 � � f Valley Joist West Page 54 V1.92 Job #LA -42102 - CW. By 11:48 Entered 10/15/04 Revised 11/01/04 Customer: SCF SPECIALTY FABRICATORS Project: BED, BATH & BEYOND LA QUINTA, CA Comments: 92UBC97 J21 2 18K232/128 x 311.0.000 Special Rod web Parallel chord Shortspan Tensile Compressive weld Available Length Area R Shear Force Allow Shear Force Allow Thick x Weld (in) Location Web Slope in Member int in lbs lbs lbs lbs lbs lbs Lenqth Top/Bottm UO -L1 W2 63.41 32.39 1- R5 - 3/4 RO 0.442 0.188 4497 10045 11928 0 0 3454 .20x1.2 U1 -L1 V1 30.43 16.82 1- R5 - 3/4 RO 0.442 0.188' 0 0 13254 474 550 7512 .20x0.1 U2 -L1 W3 30.43 16.82 1- R5 - 3/4 RO 0.442 0.188 0 0 13254 4058 4706 7512 .20xO.6 U2 -L3 W4 30.43 16.82 1- R5 - 3/4 RO 0.442 0.188 3657 4242 13254 0 0 1620 .20xO.6 U4 -L3 W5 30.43 16.82 1- R5 - 3/4 RO 0.442 0.188 0 0 13254 3644 4226 7512 .20xO.5 U4 -L5 I W6 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 3244 3762 9204 0 0 1620 .19x0.5 U6 -L5 W7 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 3230 3746 3955 .19x0.5 U6 -L7 W8 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 2830 3282 9204 0 0 1620 .19x0.5 Tib -L7 W9 30.43 16.82 1- R2 - 5/8 RO '0.307 0.156 0 0 9204 2816 3266 3955 .19x0.4 U8 -L9 W10 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 1416 1642 9204 0 0 1620 .19x0.2 U10 -L9 W11 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 1402 1626 3955 .19x0.2 U10 -L11 W12 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 1014 1176 9204 18 21 1620 .19x0.2 U12 -L11 W13 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 31 36 9204 1014 1176 3955 .19x0.2 U12 -L13 W14 30.43 16.82 1- RO - 1/2 RO 0.196 0.125 1014 1176 5890 218 253 1620 .17x0.2 U14 -L13 W15 30.43 16.82 1- RO - 1/2 RO 0.196 0.125 232 269 5890 1014 1176 1620 .17x0.2 U14 -L15 W16 30.43 16.82 1- RO - 1/2 RO 0.196 0.125 174 202 5890 1014 1176 1620 .17x0.2 U16 -L15 W17 :30.43 16.82 1- RO - 1/2 RO 0.196 0.125 1014 1176 5890 161 186 1620 .17x0.2 U16 -1,17 W17 30.43 16.82 1- RO - 1/2 RO 0.196 0.125 0 0 5890 1014 1176 1620 .17x0.2 U18 -1,17 W16 30.43 16.82 1- RO -,1/2 RO 0.196 0.125 1014 1176 5890 0 0 1620 .17x0.2 U18 -119 W15 30.43 16.82 1- RO - 1/2 RO 0.196 0.125 0 0 5890 1140 1322 1620 .17x0.2 U20 -1,19 W14 30.43 16.82 1- RO - 1/2 RO 0.196 0.125 1153 1338 5890 0 0 1620 .17x0.2 U20 v -L21 W13 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 1554 1802 3955 .19x0.2 U22 -L21 W12 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 1567 1818 9204 0 0 1620 .19x0.3 U22 -1,23 W11 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 1967 2282 3955 .19x0.3 U24 -1,23 W10 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 1981 2298 9204 0 0 1620 .19x0.3 U24 -1,25 W9 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 2381 2762 3955 .19x0.4 U26 -1,25 W8 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 2395 2778 9204 0 0 1620 .19x0.4 U26 -L27 W7 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 2795 3242 3955 .19x0.4 U28 -1,27 W6 30.43 16.82. 1- R2 - 5/8 RO 0.307 0.156 2809 3258 9204 0 0 1620 .19x0.5 U28 -L29 W5 30.43 16.82 1- R5 - 3/4 RO 0.442 0.188 0 0 13254 3209 3722 7512 .20xO.5 U30 -1,29 W4 30.43 16.82 1- R5 - 3/4 RO 0.442 0.188 3223 3738 13254 0 0 1620 .20xO.5 U30 -1,31 W3 30.43 16.82 1- R5 - 3/4 RO 0.442 0.188 0 0 13254 3623 4202 7512 .20xO.5 U31 -1,31 V1 30.43 16.82 1- R5 - 3/4 RO 0.442 0.188 0 0 13254 470 545 7512 .20xO.1 U32 -L31 W2 63.41 32'39 1- R5 - 3/4 RO 0.442 0.188 4062 9073 11928 0 0 3454 .20x1.1 Valley Joist West Page 55 V1.92 Job #LA -42102 - CW By 11:48 Entered 10/15/04 Revised 11/01/04 Customer: SCF SPECIALTY FABRICATORS Project: BED, BATH & BEYOND LA QUINTA, CA Comments: 92UBC97 J22 2 - 18K232/128 x 31' 0.000 Special Rod web Parallel chord Shortspan End Length Depth Slope Holes Top Chord Ext BCX Holdback Pitch EP 1L Tag 5.000 2.500 D 0' 0.001 36.000 Opp 5.000 2.500 36.000 Uniform Live load 128 #/ft full length Uniform SJI %load 232.#/ft full length Uniform Dead Toad 104 ##/ft full length SJI 500# AddLoad on Bottom chord at panel points. Dead 500# AddLoad on Bottom chord at panel points. End loads: SJI NtUp Dead Live Eauk Wind 2Liv Qukm Left TC axial load: 0.000 0.000 0.000 0.000 6.000 0.000 0.000 0.000 Ki Right TC axial load: 0.000 0.000 0.000 0.000 6.000 0.000 0.000 0.000 Ki Left BC axial load: 0.000 0.000 0.000 0.000 1.300 0.000 0.000 0.000 Ki Right BC axial load: 0.000 0.000 0.000 0.000 1.300 0.000 0.000 0.000 Ki -18.000 in Deep 368.000 in Design length 889 # Minimum Shear 17.026 in Effective Depth 131 in4 Ix 0 in4 Minimum Ix 14.500 in Clear Depth L/ 548 Live Defl L/ 272 SJI Defl 381495 in -#Moment 0.500 in Chord gap 0.392 in Camber 20.000 in Interior Panel 24.000 in Left End 24.000 in Right End 16 Web Vees 4057 # SJI reaction 4057 # SJI reaction 0.000 in Tag TCX Defl Top Chord: 2-LL1-3/4x.143 A = 0.960 Y = 0.490 Bridg < 133". Ix= 0.283 Iy= 0.809 Rx = 0.543 Center:, L = 20.000 P = -22407 Pax= -24148 Seventh: L = 20.000 P = -21041 Paz= -21332 Tag end panl:. L = 24.000- P = -9871 Paz= -17582 First point: P = -9871 Pa = -25923 Bearing seats: Tag End L2x2x.125 Weld 2.45" Opposite.End L2x2x.125 Weld 2.45" Bot Chord: 2-LL1-3/4x.125 A = 0.844 Y = 0.484 Ix= 0.251 Iy= 0.706 Rx = 0.546 Center: L = 20.000 P = 21924 Pa = 25313 Chord shear: V = 3779 T = 9232 fv = 8638 Fy = 50000 Ry = 0.918 M = 853 M = 1079 Fy = 50000 Ry = 0.914 Q = 0.953 Rz = 0.346 4 Fillers No Fillers No Filler Q = 0.897 Rz = 0.347 ft = 10941 f = 10225 4 Valley Joist West Page 56 V1.92 Job #LA -42102 - CW By 11:48 Entered 10/15/04 Revised 11/01/04 Customer: SCF SPECIALTY FABRICATORS Project: BED, BATH & BEYOND LA QUINTA, CA. Comments: 92UBC97. J22 2 - 18K232/128 x 31' 0.000 Special Rod web Parallel chord Shortspan a 1 Tensile Compressive Weld Available Length Area R Shear Force Allow Shear Force Allow Thick x Weld (in) Location Web Slope in Member int in lbs lbs lbs lbs lbs lbs Length Top/Bottm UO -L1 W2 63.40 32.38 1- R5 - 3/4 RO 0.442 0.188 3779 8440 11928 0 0 3456 .20x1.0 U1 -L1 V1 30.43 16.82 .1- R2 - 5/8 RO 0.307 0.156 0 0 9204 468 543 3955 .19x0.1 U2 -L1 W3 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 3340 3874 3955 .19x0.5 U2 -L3 W4 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 2940 3410 9204 0 0 1620 .19x0.5 U4 -L3 W5 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 2926 3394 3955 .19x0.4 U4 -L5 W6 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 2526 2930 9204 0 0 1620 .19x0.4 U6 -L5 W7 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 2513 2914 3955 .19xO.4 U6 -L7 'W8 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 2112 2450 9204 0 0 1620 .19x0.3 U8 -L7 W9 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 2099 2434 3955 .19x0.3 U8 -L9 W10 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 1698 1970 9204 0 0 1620 .19x0.3 U10 -L9 W11 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 1685 1954 3955 .19x0.3 U10 -L11 W12 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 1285 1490 9204 0 0 1620 .19x0.2 U12 -L11 W13 30.43 16.82 1- R2 - 5/8 RO 0.307 0.156 0 0 9204 1271 1474 3955 .19x0.2 U12 -L13 W14 30.43 16.82 1- RO - 1/2 RO 0.196 0.125 889 1031 5890 0 0 1620 .17x0.1 U14 -L13 W15 30.43. 16.82 1- RO - 1/2 RO 0.196 0.125 0 0 5890 889 1031 1620 .17x0.1 U14 -L15 W16 30.43 16.82 1- RO - 1/2 RO 0.196 0.125 889 1031 5890 136 158 1620 .17x0.1 U16 -L15 W17 30.43 16.82 1- RO - 1/2 RO 0.196 0.125 150 174 5890 889 1031 1620 .17x0.1 a 1 h Valley Joist West Page 57 V1.92 Job #LA -42102 - CW By 11:48 Entered 10/15/04 Revised 11/01/04 Customer: SCF SPECIALTY FABRICATORS Project: BED, BATH & BEYOND LA QUINTA, CA Comments: 92UBC97 J23 7 - 12K264/160 x 10' 6.000 Special Rod web Parallel 0.521 chord Shortspan 0.353 Fy = End Lencfth Depth Slope Holes Top Chord Ext BCX Holdback Pitch EP 1L Tag 5.000 2.500 D 0' 0.001 0.267 27.000 Opp 5.000 2.500 Ry = 27.000 Uniform Live load 160 #/ft full length Center: L = 18.000 Uniform SJI load 264 #/ft full length Paz= -10461 Uniform Dead load 104 #/ft full length No SJI 500# AddLoad on Bottom chord at panel points. L = 16.000 P = Dead 500# AddLoad on Bottom chord at panel.points. -10086 M Erid loads: SJI NtU*o Dead Live Equk Wind 2Liv Oukm Left TC axial load: 0.000 0.000 0.000 .0.000 6.000 0.000 0.000 0.000 Ki Right TC axial load: 0.000' 0.000 0.000 0.000 6.000 0.000 0.000 0.000 Ki 12.000 in Deep 122.000 in Design length 335 # Minimum Shear Bearing seats: 11.357 in Effective Depth 30 in4 Ix 0 in4 Minimum Ix 9.750 in Clear Depth L/2742 Live Defl L/1280 SJI Defl ,86021 in -#Moment 0.500 in Chord gap 0.043 in Camber 18.000, in Interior Panel 16.000 in Left End 16.000 in Right End 5 Web Vees 1 1842 # SJI reaction 1842 # SJI reaction 0.000 in Tag TCX Defl Top Chord: 2-LL1-1/4x.109 A = 0.521 Y = 0.353 Fy = 50000 Q = 0.978 Bridg < 104" Ix= 0.078 Iy= 0.267 Rx = 0.387 Ry = 0.716 Rz = 0.247 Center: L = 18.000 P = -7574 Paz= -10461 No Fillers Tag end panl: L = 16.000 P = -6293 Paz= -10086 M = 379 No Filler First point: I P = -6293 Pa = -14073 M = 650 Bearing seats: Tag End L2x2x.125 Weld 2.65" Opposite End L2x2x.125 Weld 2.65" Bot Chord: 2-LL1xlx.109 A = 0.412 Y = 0.290 Fy = 50000 Q = 1.000 Ix= 0.039 ' Iy=� 0.159 Rx = 0.307 Ry = 0.621 Rz = 0.196 Center: L = 18.000 P = 4839 Pa = 12367 'Chord shear:. V = 1564 T = 3978 fv = 7172 ft = 9649 f = 8644 Tensile Compressive Weld Available Length Area R Shear Force Allow Shear Force Allow Thick x Weld (in) Location Web Slope in Member int in lbs lbs lbs lbs lbs lbs Lenqth Top/Bottm UO -L1 W2 65.57 23.57 1- RO - 1/2 RO 0.196 0.125 1564 3780 5301 0 0 1288 .17x0.5 U1 -L1 V1 38.40 12.44 1- RO - 1/2 RO 0.196 0.125 0 0 5890 399 509 2909 .17x0.1 U2 -L1 W3 38.40 12.44 1- RO - 1/2 RO 0.196 0.125 0 0 5890 1153 1471 2909 .17xO.2 U2 -L3 W4 38.40 '12.44 1- RO - 1/2 RO 0.196 0.125 720 918 5890 0 0 2909 .17x0.1 U4 -L3 W5 38.40 12.44 1- RO - 1/2 RO 0.196 0.125 20 26 5890 683 871 2909 .17x0.1 U4 -L5 W6 38.40 12.44 1- RO - 1/2 RO 0.196 0.125 335 428 5890 213 272 2909 .17x0.1 C - I j Valley Joist West Page 58 V1.92 Job #LA -42102 = CW By. 11:48 Entered 10/15/04 Revised 11/01/04 Customer: SCF SPECIALTY FABRICATORS Project: BED, BATH & BEYOND LA QUINTA, CA Comments: 92UBC97 J24 3 - 12K264/160 x 11' 6.000 Rod web Parallel chord Shortspan End Length Depth Slope Holes Top Chord Ext BCX Holdback Pitch EP 1L Tag 5.000 2.500 D 0' 0.001 24.000 Opp 5.000 2.500 24.000 Uniform Live load 160 #/ft full.length Uniform. SJI-load 264 #/ft full length Uniform Dead load 104 #/ft full length SJI 500# AddLoad on Bottom chord at panel points. Dead 500#'AddLoad on Bottom chord at panel points. End loads: SJI NtUp Dead Live Eauk Wind 2Liv Oukm Left TC axial load: 0.000 0.000 0.000 0.000 6.000 0.000 0.000 0.000 Ki Right TC axial load: 0.000 0.000 0:000 0.000 6.000 0.000 0.000 0.000 Ki 12.000 in Deep 134.000•in Design length 369 # Minimum Shear 11.357 in Effective Depth 30 in4 Ix 0 in4 Minimum Ix 9.750 in Clear Depth L/2069 Live Defl L/ 986 SJI Defl 93630 in -#Moment 0.500 in Chord gap 0.052 in Camber 18.000 in Interior Panel 13.000 in Left End 13.000 in Right End 6 Web Vees 1974 # SJI reaction 1974 # SJI reaction 0.000 in Tag TCX Defl Top Chord: 2-LL1-1/4x.109 A = 0.521 Y = 0.353 Fy = 50000 Q = 0.978 Bridg < 104" Ix= 0.078 Iy= 0.267 Rx = 0.387 Ry = 0.716 Rz = 0.247 Center: L = 18.000 P = -8244 Paz= -10461 No Fillers Tag end panl: L = 13.000 P = -6237 Paz= -11013 M = 197 No Filler First point: P = -6237 Pa = -14073 M = 535 Bearing seats: Tag End L2x2x.125 Weld 2.66" Opposite End L2x2x.125 Weld 2.66" Bot Chord: 2-LL1xlx.109 A = 0.412 Y = 0.290 Fy = 50000 Q = 1.000 Ix= 0.039 Iy= 0.159 Rx = 0.307 Ry = 0.621 Rz = 0.196 Center: L = 18.000 P = 5823 Pa = 12367 Chord shear: V = 1749 T = 4142 fv = 8023 ft = 10047 f = 9465 - Tensile Compressive Weld Available Length Area R Shear Force Allow Shear Force Allow Thick x Weld (in) Location Web Slope in Member int in lbs lbs lbs lbs lbs lbs Lenqth Top/Bottm UO -L1 W2 62.70 21.25 1- RO - 1/2 RO 0.196 0.125 1749 3813 5301 0 0 1585 .17x0.5 U1 -L1 V1 38.40 12.44 1- RO - 1/2 RO 0.196 0.125 0 0 5890 365 466 2909 .17x0.1 U2 -L1 W3 38.40 12.44 1- RO - 1/2 RO 0.196 0.125 0 0 5890 1374 1754 2909 .17x0.2 U2 -L3 W4 38.40 12.44 1- RO - 1/2 RO 0.196 0.125 945 1205 5890 0 0 2909 .17x0.2 U4 -L3 W5 38.40 12.44 1- RO -,1/2 RO 0.196 0.125 0 0 5890 911 1163 2909 .17x0.2 U4 -L5 W6 38.40 12.44 1- RO - 1/2 RO 0.196 0.125 .482 614 5890 105 134 2909 .17x0.1 U6 -L5 W7 38.40 12.44 1- RO - 1/2 RO 0.196 0.125 138 177 5890 448 572 2909 .17x0.1 Valley Joist West Page 59 V1.92 Job #LA -42102 - CW By 11:48 Entered 10/15/04 Revised 11/01/04 Customer: SCF SPECIALTY FABRICATORS Project: BED, BATH & BEYOND LA QUINTA, CA Comments: 92UBC97 J25 5 - 12K264/160'x 11' 6.000 Rod web Parallel chord Shortspan End Length Depth Slope Holes Top Chord Ext BCX Holdback Pitch EP 1L Tag 5.000: 2.500 D 0' 0.001 24.000 Opp 5.000 2.500 24.000 Uniform Live load 160 #/ft full length Uniform SJI load 264 #/ft full length Uniform,Dead load 104 #/ft full length SJI 500# AddLoad on Bottom chord at panel points. Dead 500# AddLoad on Bottom chord at panel points. End loads: SJI NtUp Dead Live Equk Wind 2Liv Oukm Left TC axial load: 0.000 0.000 0.000 0.000 6.000 0.000 0.000 0.000 Ki Right TC axial load: 0.000 0.000 0.000 0.000 6.000 0.000 0.000 0.000 Ki 12.000 in Deep .134.000 in Design length 369 # Minimum Shear 11.357 in Effective Depth 30 in4 Ix 0 in4 Minimum Ix 9.750 in Clear Depth L/2069 Live Defl L/ 986 SJI Defl 93630 in -#Moment 0.500 in Chord gap 0.052 in Camber 18.000 in Interior Panel 13.000 in Left End 13.000 in Right End 6 Web Vees 1974 # SJI reaction 1974 # SJI reaction 0.000 in Tag TCX Defl Top Chord: 2-LL1-1/4x.109 A = 0.521 Y = 0.353 Fy = 50000 Q = 0.978 Bridg < 104" Ix 0.078 Iy= 0.267 Rx = 0.387 Ry = 0.716 Rz = 0.247 Center: L = 18.000 P = -8244 Paz= -10461 No Fillers Tag end panl: L = 13.000 P = -6237 Paz= -11013 M = 197 No Filler First point: P = -6237 Pa = -140.73 M = 535 Bearing seats: Tag End L2x2x.125 Weld 2.66" Opposite End L2x2x.125 Weld 2.66" Bot Chord: 2-LL1xlx.109 A = 0.412 Y = 0.290 Fy = 50000 Q = 1.000 Ix= 0.039 Iy= 0.159 Rx = 0.307 Ry = 0.621 Rz = 0.196 Center: L = 18.000 P,= 5823 Pa = 12367 Chord shear: V = 1749 T = 4142 fv = 8023 ft = 10047 f = 9465 Tensile Compressive Weld Available Length Area R Shear Force Allow Shear Force Allow Thick x Weld (in) Location Web Slope in Member int in lbs lbs lbs lbs lbs lbs Length Top/Bottm UO -L1 W2 62.70 21.25 1- RO - 1/2 RO 0.196 0.125 11749 3813 5301 0 0 1585 .17x0.5 U1 -L1 V1 38.40 12.44 1- RO - 1/2 RO 0.196 0.125 0 0 5890 365 466 2909 .17x0.1 U2 -L1 W3 38.40 12.44 1- RO - 1/2 RO 0.196 0.125 0 0 5890 1374 1754 2909 .17x0.2 U2 -L3 W4 38.40 12.44 1- RO - 1/2 RO 0.196 0.125 945 1205 5890 0 0 2909 .17x0.2 U4 -L3 W5 38.4d . 12.44 1- RO - 1/2 RO 0.196 0.125 0 0 5890 911 1163 2909 .17x0.2 U4 -L5W6 38.40 12.44 1- RO - 1/2 RO 0.196 0.125 482 614 5890 105 134 2909 .17x0.1 U6 -L5, W7 38.40 12.44 1- RO - 1/2 RO 0.196 0.125 138 177 5890 448 572 2909 .17x0.1 't a Calculations for 4039 Bed Bath & Beyond - The Pavilion * La Quinta Carmel Mountain Road La Quinta QP®FESS/o PPGOIy��`��. gG O No. 2529 - Exp. 3-31-07 U -1'Y CSF LA ��� * ! �3U{Lb{NG & SAFETY DEPT. APPROVED' AOR CONSTRUCTI Z �� coo6�N BATES D BY �• SMITH CONSULTING ARCHITECTS 12220 El Camino Real, Suite 200 San Diego, CA 92130 Phone: 858-793-4777 Fax: 858-793-4787 I• 7+110 lk&YCE " "iET 1 GSS'l Structural Engineers PROJECT Bed Bath & Beyond — La Quinta ENGR O. Gonzalez SHEET 2 GSSI No. 3040A DATE May , 2004 1 o0GSSI Structural Engineers SHEET ? PROJECT Bed Bath & Beyond — La Quinta GSSI NO. ENGR O. Gonzalez 3040A DATE May 2004 -X- /03 �C7I:SS-� Structu4l Engfine'ers - SHEET PROJECT' Bed.Bath & Beyond — La Quinta Gssi No. 3040A ENGFL O. Gonzalez- DATE June 2004 o0ovGSSI Structural Engineers SHEETJr — PRojEcr Bed Bath & Beyond — La Quiinta GSSI No. 3040A ENGR. 0. Gonzalez DATE May 2004 ... ... ...... .... ... ... .... . I. .... .... v .. ......... . ... ..... ....... i. A ... ... ..... ...... .. . . ....... ... ...... ... .... ..... . J J .... .... . . e.- ...... . .... ..... . ... .. .... . ..... .. .... ... .. F. . . .. ....... f . r 2 Z -in j I' .1 . �' - "-N' , ­ " -�' - . _._.. ..' � . .. - : - , .'�.. � 't� '��;'Mj.,'); ", � . � v , .. �'%t' .: . I � 1� sir _�j­ ;� , , a *.:. '.� .. .1 *: . :: :. .1, - . - t-ur"-�ZI.Z,",.;,,;""���:�.-:":"�l..', '�P�-"-. " : ­.*"Y..".�;"' '.aizi.'k:"';�'.�. .7.: �: ... ,_..;W.,�' ". ,-.'-. .. . .. . .. . � , . ­'�Oi" , _�!'_ , :­ .. ��j ,,,.�,,--i�,�,.q,.��..�-.�.�:6--�-.,..�., '.� . lyx'1��'.!.V!!%��?'�t Z.,":". '��:! A:"-�'-­';." 1 " - . . V, I - "I�.'!'. .."RN"k, ,_ �1 - i,;�a�,?;�'i.!-.,t,';',-����f...",...":.:,.,:..--..,-,.,...,,�-."�;.�-.-..,,,��..-,.,,e.""�;,,,t�-�'��"f--! - .. . :: - , �. . �' '. :-�-.:` ... . . . . . - - '?i�--"-';�.'�"' I, P. '. .' �?'�i ", , - '4t - "� '.� ';�� 1 ' ' ' . - - ... tz:'m' '- '� - . �.: ': �'�;I%' :'�'T. . . . � - �' '!', - ?. % '�­'�' - - . .. - - -� -�"'�� . �.. _,if:" , ..... . T ;i,-;---,�--,-�'-'.-'.!.'��-",�.-"',-�. �' .' . . , ., . , .. . . . . .: - , , '� . "�'_ ­".­ - � . , . .!",..*.' q - -A, -, "..1--i.i 7 ' ' .1. . .' t" -g ';"'J�r%c;'�"': A. _ .' .-;t.:�' _';%"j--' , : �'-Y-.'"-'---'x-' X,J. . ., ? I I � - '� - c: .-'- -.' .'-V� ­" . M a-- 'W" __ � ��, , � , - a �' V�' It �'.'� �..'�'. .Q;:", _:�.�'�. �! . � -1 . � .' .:. C; . : . '4 " ... . 1; - - - - ?4",�,,.ffi�;v�.,�.�.�q-4;���.:..�.,- , -•_': .. � . . . , . . IS ." i�r I , ��' _ . .' . . � "...4."J'rt --��';!"' . -'."1.'j: - .�:4;'..­'�.'."� .­�..'."­ I 11.1 ",�'r .11, -1111, .. ' . . ,-'.."Vf;' - ..-::-,! ... .... �. _.: . I , 'Ct"" 5"IMM, 1 " "' - .� 5 #) a! ;' � " . I ' " .. .. - -- _. � , �'.'-:.'.;..'.L:-.. . , '15 - � ,,, , ;. , F..!")--.��"--'."'�� .:-'- � - . .. . , . 4 9 11_*� , .A".N , .' . . . v . - N 1'11� -- ,.-.��.,.i�,�':�k,��,;��.".....�,',.�,�� .... .� . .. . - - IRA ,%;..."' . . -1 I IM, .-M-'-,,( , "... _,'if.!'�' t .'. , � - . � _,", . . I;W�R� 3�FF'A': A':Z?R'Wk:4N M - � Z a T - . .. �:--.- . " " ;� . '�'� �'�­�: �P -M I- NO � ..' "... - .; 4- I - 11 .��.'�i',,�'..�i1�'-,%�� �'�"''­': ;;. , * 17: - - . X" 'r" . , - -'s..... - ... ,�-'�� . . I � �j x . � . j. �� .­ � ". i!F,-�:K,:!-...-,��r-4��,;�,�,i' 1��'-'�.��-� .':��..-�- �'-.: . I ' - . ... ... .. ' I - .1... aw.., - -=_MM;-9-"'M` .1,-.. .'.'.""I .�:'�: ,'% -,:. � . -.1 - - - .�...:: .�...:: -@a .. ' ­� _- ..'.i".,•. ­;.-� 'i" 2 ******-.::o---';-' - - - .. ­-?vv��'-; ­.�'­' . ��"', -,7,',�:-;".,.,.��.'��t.-,-���,,.--,..-",.,-.-"-�.,"-' .....'..-....",.-.,,�,.'.,-'-�..'�..,...,.,.",.�-....*-.,,.. . I .. cam 1, "; 4';AVEC7�."�:-� a� ....'.�. ::.1 .' � . . . , . �1 '%, - - .. " .:. . .;* 1: : .."MIMM, , , � .. . . , - . . , . Q. .. " .� `".­"'P-Z-"'�Zj" , . .. "". - .; .'�.. � - . . . . ..... I "..1z .1. .1 . . .. . c . lr'�.'0�111­"' ,,, 'M t. ' i.1' - I I- . ­_* �:.­.. !17- :.:. . . . , rh . . � t� , j.. . - - - . . � ; .� t'. .... 11-1 - . . GSSINO:-� -;� -1.03 �.., I . 1l'i� R ....... I'll . . . . . i33 ',""I" lj�.:'::i.'_":"_:'�--- -.1 Ix 4114.1 .-.�.. Fro. v , , 'M t! . , �.Z�14' ."...._.r '. mw_ . - -3S§,' j! . . I -.: - . ' �%�­"W"'V..' :All I - . . . V'�z- . I.,.. - I � ....... ' fl, . . L� .. I., . ; . , - '. , .. .. - � ' ' ' ' ' � - " .� - ' � a -'�'. I Q -.:, ."."".O-, �' �'U��Vq��--��:'.. : , lf.�'�'�'�k.'� -5 if %i ,".Is --.­ ....r 0510 Go -*'----July� ,2.*o.04 'OT * ' ..'.; "'..-A, . : -� .;. ' -`-.--'� : : , , �§,' " 46 .. "r. t -.,. ::::::::::::;. , jQ, n , . - ;;;;;;; ­ " IMS. A 1 A ..%-' -'- .3 . . . . . . . . . . . . . . " � .'-*� --�'�.�-"' - .' . 1. g ".-" . 1 Am. � :';.-��.' . .......... ����­-*:'--*..*: ' .... .. . . % " . " - .'fv. . . . " � .......... .:, . , ;- t - ON'. � J. -,.)v a =w W .1.�';-'.'.%". 1 >!;.,%,�ll;��,4���,:�,,��,�",I"., -1 - ­,. I"...,- "'-.'�-�l..���;�Xl,',��-,�,'(;'�:,�.,..,,:�.,.";;L' ...... ., I 1-4.�.."..q...Ii,�.k..r�,z �"-- 377M -,,-IrA '. -I.... '_�!� '.�. ­Vt ''.1N4'%' .--.-f-1,:'- .: . ..' !'..'..'....i�.. - - L$ `F �­'­"V'1�1' A ­ I - . �'. v , . .�' "�-i�,:�-,.,t:,�.;-',.:-,",I.�., .:....- '­­., '77, TF , * ��;;' - O 4V'-:�.` . - - --M � V .., -..* � - .. :'�. 1-...r ;lt..,�,.��.,.?".,.";,.;,��- �'........"., - - .. �'. �­ - -f; +.,V"; .T I .Z. - � kLlm - . "I"'.11VIAl- C, WN - .. 1'_ g""..�!'W-� -x 1. . ", MO. '�M ," M.1.1 , --;.. . - ­ " - .... .'i; .. -� - ., .z.' - .;- �` ' - .. . - . .....Z; , . �"' , .....-'-.- ,,.-��.,-�,�-',-.Ii--.:f.".,�i�l�,.�%".:.,. . ! t -'r ...' . ! '--2-'j _._' M.'-, .-���.�l-i:".�.I..�."*:*,�...".".�l.- , - J� �i , .. . " � �A. M, __ ,. � y. , . ­ 'I . ...' , '..... . , I _'. .1 . . 1, '; . U . . ...I.-, -­ r. � , ' , . . ...'.. " �;­ .'4�!".--.��.;,.-.......,.-"�g",I��,�,�-",t,.."... .':+f - .. ; - .. , .! ... 22 �11*vz_ - - . ..'.. - '5 ;S .,�''..' - - _*; "'. ,�.5:"Ai��:`.'�%-.­.' 'W'..'.4 - � .' -:*.-.'.,..�n.�4��-..' ',--i,.-,'.��,-��,�,7�.'��.,.�:-".,.:,�..""., %."?"N_--"kN'M;x­R 9-;'N .�� . . .,::,. .."! .... q'f�1"��'_� --67.1'��Mzvwm .:.'� . . �'....::, . ... - .1'1-"�'- ­ q 2: -r., 'j'4. . . � ...... , .. . ...... . . N -9f - 'Rr--'� A*. .';fg6j�-.�,'-- 5z'--'t"t',1zq " MNQ ... . __ -.4'�'-_!-� - 9.1. ­... .�j: ,,-r. - - --f", �ja�3­w -M , . -.z. ��:::'... - ..... � , - - - .: M � " -.-.,.. - - . . ...t.'..- - . '...'-, U.- '4�)­'.Ql� -.;,-... .... ".*.",�'1�':,.�'."....I.: ':�-;.::� _.c'-.'.--'.'.. '....' -.�*.':� ".. . . ­P.aq�.1'-:-":1_1' -t�,S-,�,'.�'�7-�i�.�-4--�-""�',-6;.! . ....,.,i,-.�"..,:;..,...�".,;.... ."'V" - "-"' , " ';�­' ; Ji' Yl."�": .*�%.'-.'.': . . ' . . ON, .- .......' - ' ' ' .; '�­­" ......; .. , . ...t. � . . . . _2?1 . K� q , f : . , . 4' I,"-..,*. ."".%!��.'-;�'.,.:..._.' . ..,.,.% , . ....'....' -'�'- . ',,�'�'��.,-. I ,. ­ 4 _-.k.--_'. .. 4 ­­­'.�-­*,.';­� ... ..' '­, ... , jF..'.. .'. . _. ." _.�. A LOU ku.... -', `-, I ... . . ".. - .. - .� %­ - - " - . � ­'-'--. ..;" ;:'�'��".:"J;'_ . -�,.,-,I��';����.',-'.'..-,-?.'..Z'.�"..:�;,.-�.;:.�.:*�".��,','�- " - '*i" -� ,Z- ` "'�'��;3:v' ...... , - -;'...' .. '..'. ..' .... ..". ... W. -N A" "y...�'.4%;r..' , .�.,' .;..: ..".:7, , . � �., . .. ';:..'."..'v.-%7. - - . .' _� . �� .. , - -;-. -, ,I .: . � . " N. ., .45 �ie'.. ":�t)". . . .. . . t; �'<': ) . . . � b.-Ir..'r :-'_.�' .-�' -.;'.t.. '��u y , . ..." ,­....'�s....'�'Y"'", '�-.,':�.--: M ,. - .. � I - - i . .. " ... ... . - . . '"" .;4;' , . .. . _i� . . - � 1. - , " 1: . _P.- -. - . .1 � .. ... . . . . '..� -'i. ell'. �.i... .'�'�'. , � , .. . . . ", ­ I - . -, . . , .. P ... ".: , ., . I .' - �_.", . A , " I -M N �� .-'- ' �.".t,�,�.�-�,�y, . FZ�,- U 1, " Z-�..�j"-'�.!- ..:':­'.�.O "-." ...��. .... :..., ,�, , ". , . :.i. i" .... '.-'- "...:: ., --,.',,-'-.,:�,-,Z�.-��,."rl,:F�.:.-;�:,�.'-:- , .-., - ' T - - " % - Q 0, QM QJYM n Q ""M -:..-':v.-. I v� --,..:,!.., .. �.'c�,�,.q,,.--)��,-',-:',?!,"�'.'ti.�., iZ'1'1��" , ,. . %:.. - - . - " - . ". � I �. 16. " �­:'. ...' - - ­;- � - o', .- .;# , "U, I, � , _t�. _, ,t�':.. � .:, ... �. �--',--� * . . . . .f . - 'Jt' .::;:.fi':'."..'.... ­. �-.�"�� X, �T�.:' . ., - ' .. ­_...' - - A V,��y,-;�"zl'..�'�,-",;.i; ,*�..:"�'-'.­�-� ...',.: . i. ; . ­� .' - 11 -, � .N - ..' I .. " � -�'-* il 1. .Z., I. A 1'11'.. I I .� I : ;... yq�j yew-- ... .� " I , . . . ­" ­ - 5-1 I., - '. " . . , , .: �:%' "' "!;,-,. �- ... - - - , .... � , `( ;i.jq., ,.',','(��-_ ,. . . . . N, 'ik'.' li� ' i , ;I , , - ­' ' '. �"y" "-'-;,;.T-�,-K-��;�,��,,�"p�.1, , - - J. , _'_'." 1- �­­­.'.'.- - 9'.'T'.;?!:� -�"".vt�V�.r - , . "= - �"n �a -',..'j:' ..' .:: -'�,:... " " ...", -.1 %, 9. "�X�� - * , M , '­ 1�1 �'.;. ­, "."' 'I.�,:� .- ". g.. ."'... --11K. , `�`;' t "" - - - --­­ ­_.. - - ;R_;".,1""P1 ,',,,, "g OwN.Saw; M: I , !.1t:j.",'N'�""* g�:ii� . N"""�;' .�'W. I '. ... 13�t�' " F'. '� - W: .. � ' I_ ' r" Me - - ' 'j� _ - I - - - ­ " " :i.. I '�....�... , '.�A4- '.�,. k�;X'-;"-..� Qw� "M '�­ . IV.. " - � Z6F " " � .'-.i - '.'." "',-J i.,!'.*�;'. %-"-,'.'.-"'-':- .;"""�-'�%'; ,:.. .. .- __'1*1.'K'-��-.- -"5�'q ..."B -.� 3P`. *1_.*:.' ` ..' 1.1 ,.F!, "� .'4-��-�i , � " , . ;,;,$.��',.�,��--?V,�.!7�,,'�,,�l,�4, �. . .!_.'-�_��--i� - - ...%� , P '-P..Z'M. -�.i;.� , "!!'.;-?'Q'-- � . , � " "i�-�'i� . .. _'. - A .� 311 , 0, 5 .. &.'40.'� " �' --p"'� , . 'K'� � 4 1.4i , '; , I .. , , :�"' ­ , '. 1, 54 �' ��.�: . '�.'. jl.'�-�-k"t'.'.-" I � . . 46 . - - - ' ­ '.. �.'�". .'��' , , '�'vz""��';':::t"_­ , ;.-. - ""'r��: �:.'_'­'.' ,�.�. WTAMM17% . - .. . ..��.­"'�.... "..' ..., --. "'OYNTIMEggh.sx- "Why-yu �.�. � . .. i�. e. "V . , .. AA - . 7 :.,.,:. ..: . �At-_ -,".! .-'�'-"- ,,, - . A A-4; ' r� ""' . . . . . - �-_--"� B - , ..." . . ...'. ' � .: *. !��' I ....." "U.,Q, . � --.' -� ". . '�:��n�'_�-"-1. �".�' z1. " ; . WyNAINA ..: .�'.' .", ",.: ..-..�.N- ,.'�.,�.,'.-�.;,��;,�":�,-,�i�,r*�'�,*,.,., �--�-- 1. .11..�. ,,.,l,.-,��,*...i..: ..... . . . � J.- a.t." '.:' .. - 7�01'-.�:"::-';-". !....;:, .. - _t .. ..'­ .."..... � - -',k�.. ' .. .: • ".-E ,-�.;;.��r:,:�,;��',��,,f�T�.:�:;jj�,'I��I '!V, ..i�"":.�.-.�"'-�:'*� .::� �. ... '.�'.�� ': . . . � . -,. .. ' ' . .J .i,-,-��.�-i�:.,.�!j.��;.,r.,:i�L%�:.,.*. . ' , . 1 , , . ,%t.:'A�""S- ':"t'-v''�.. '( *' '' �-�. � ... �i�,-.�;,."-*";:�-,!',,:�:,..*-, .' .. , - � _'. , !!?;*5"�v -� �;'�.-'­'q'-­­­ ­.`.'-.... -4 .' '. , ��.�k:%J- - .�-'. .... -. - .. Moo -MmYN!". .. -1 *--.1-- I.-.1 ....1-1- I...". -Z- ..., '..... ?v mom -11 , - .... 1� - -, ...... ... ;I- ----k. )'N i. S, *31 >41 ...�-..,.,*",�,',�'.� 1 Z� . ... ... �9 - , , ­­ -, , �>"Vjsv - , -� -� '; , ""' ' ,5r , , _.n . . - . . ' 1" - " . 60� - -Mv '.: I '� .�"; *.; -f!'- 14 '. � . . , lsll� -��'. L.",-..--,�,'.'.-�t:.7-..,.".-"�� �'_-:--�-Y� -.; ., . ... .e , .. . " ." , '.--"."!��;-�- -, ,�'i' -"r.-'�. i'n . S, kips, .0 " -, - 'm 1�1 ,P4 .... Z-;' " '� e� ':7`�:'�'u­;""'X""-:,. ,. . - " , � . . -.4 ��-,�,,.. ."': - '�K"R .6 .'.;'. . ... , . ' .. - mogyms"..1 , - - - - - " ... �_' "�.---- -�I' � -_ -,,I,. . .. ... . ).'1.1.1"rk.­'.­ .-F - 'f,:-��-',;�i,�k,-,-:..:-".,i�-'-'.,�'.�,..".".,:�'-'-",".�,�; t..-.-..- ... .�..' . .-1-1 -i*".". , . '% - . - ��' ".. �.:Ii�.,',',.�.,.",;:".�,.�;.!;;:, ­"-'!'�'�- "'n,"� -,%, . .j. -:4 '� *!.",.I,:.,,.'.--',! -­'.��':'.!`� � .,�-." .... p".v -��' ..�!� -j�o. � _': .: , , til >, .1 ...'.. ..., . .. -1 ...... R .1 ­ - .. . '-�' . - I i%:.;. �: ­ . .1, - .:. ._k , - . .1. .... 1:--- - , .. :;.�­- : 'u 4 - - L', -"'-�!��'� �p4-��;1.-.*-�,'l - - - - .. - - .. - - - I 1. 11 .Z' . ...!:. . .11.1 .­ - -'._'.Y"1!;_:"' ".";.;, . . .. - - . -'.,- - V-'- '. I �, ...... 1. . ,: - 11 1 ­ - Q_ - Q � *_m -mi Q �. ." � " ...... . . . . "J�. �-" - ... � -.... .. I.,. ., .."'...."'I"..... . , -j'j'�"';;�e.i"�-;'!:'�"i' '--'�15 �-,',,....",O.-,"�,!l-..�z-'.-�i.;. � &--""_"? *. ? I " .. ' . .. . ,..:"u..-,:,��..tl::.:.:....�" i�, ;'; . Z'. '..: ..... - . . - , �:.:. ':- .: �. . !': ,_ . .-.�� . , *' , -.".* _-*";'-i"-.---;%':'-- , . " .,.�-.,"j'�.-I�-�..,.��l:.. 7' , ,;";�j. '...... ­ ,'. ;�. .-.--,. - �. . . , - .�: .1: :.:.",. .;.-'.i-'. 1, - , .. . '. . e. - ;:: _% - k�, _�!�_--:;J .' -.2-!'I'.�:-Y -'�. "I" .­'. .. .... .: ... ... ,:,-�:..�-.f�','.-,r�'.��-�,*�:�. - , ":! - --,' - -"�­`- '- -F " .....".. ... .. .­.��'­.,.-w_ , : �'-f-..-�-......,"."-.,!", '' � .: . ... , - ���.'.�'*--.'..-,�",:-""�,'%.:t:.-.�*..:.t,'::,'.;I .:.,:.:,* - .' , - . i. - . . - �� . �. . I.Ygyp" - " I .", � ;��' ,C' .. ­�� .. .. . '.!... -, "'.'.1 � - - . . . . wa; ::� - '. '� � .. . .1 . ... '. !� . .�. ; , 415, . - - . , ­U�: !, . ..... . i��. "", iy'. ':� '.'? i�',!',-.,.!,���","�?��,!i,'r-�.','i."���l.';i!,-.�; -)F;�'.'-.�' .1.1. 4�-;. .'.'f�.-.'­';z-'��-!-' - "4.. i I �;-' *.' 1e-..'_... ;_.. . - ;. ... - 2. �' _0 . , .­�'Pr -.4, '�' , .t'-'.'-:-.-.'!'; .. -1- ... .. ."'�. , L f; .....::.­'.. _-, ;.. ... �­n.'I�*At'�v� . . , _o�p;". "I .. , � ., .. - 1g�'� -R";'. ..�;�"" �"��.'�"4:f* ��.".--'�--','�.*.- ..N�45�'-""--'�'�_".:' .. , . ":.� - �' ,' .:, - N W.". -­. '.� my 0 VMwo-M-1 -M . : I '�.".;�;z�.A.�,�,..�. - '. .,�.,..�,'.'''.:,.-�-'���:..,.,.,,:,:�..-�,.-..'.,,..�;.',�,,'.' , '; .- - , _-�';'-� 1 , - - - "I'. _01a A - , . . ..': :: , - " .. wool, - ' '�4 `� �'.' .,- i. �! " � � z .' .2 " t. t , Lf., 4 �: . " -_.aQjjjjjjjj,� 'INVIX, RMNANNAMAS" Q, . . �.�;,�-:-:.z;.--���i:!,�z,���' . M :;._..� ­ . - -. `�4�v"5;1-i��".-'- -"".".. .�.. � ,:., .: -, ..';_ ;..,. '::�':!!A:1"1'*' .-1.'*'.'--_�,;!;'1,...'� ­ ­­'­'­ .1 . . . . ��:.,�.�,.�..,.*,'�,.,.",f . -4;. .I....1.1 ... 11 ­ ...-," . . . , �!'!.t �_K�Q&Tv% �%��Q§OQM" ** . . 5­�._­';.' . --,�,�'.,::%;,.��--,',.i�,�'.,'.'-..,:�:.� :: ..... --_.-"'_-?;.--�" -_��'�:�;� . . . �,:4" * .:, . . R NOMMAM " - -A M. .0.0 no, I " A � - Q " . - - . ' . ... � - _ . P-11: ';­;!� ..-r;q -.;� -. �' -,- - ��'!�7 ".'-' 4��-.6-'5 ----'z:;'.-" i'-gii�."':'� . ..' .. :. ' _? 0. "':"1-"'-;�';� "I! _'�.'�' q!' 'j'._;-.j';...!--.t�tf .-,L" 4.-..".---.-."z".;":.......-"�.e..,!�,;-�"-,..,�' ' _"'. � I ..... ;'�.'.�'.' �;� �"', ? P-V "ji�" , .�!.�- .-I - . .' -, � -%.�'--.-- ' �- "it -��!t"::--"_' . . - - --"-,-4' ''- '- '4�.'.!.l.i�?.i, - �T_7v"O 0-MMITIN&I"WOMIAW a & 1 M "AYAN: � . Ml'�4-"� i" �"".i-,-.�-,'--"�-.�l.,..,�..."4"....:...-.-.-,�,',�..:,.;�-.,��*..'-'�,..-,,�--';-,�',"!.,L,"."!*�.�.-.,::,: ..' ... . -11%_..,�� 'tgN Myth . ... M . - t ." N", '.� - I R_"' . .2 ... , .�--!":�'�� -:�. .1-vt 11 -'­ �!k�' "., -.�,' . , _� , �';`;f F'$' �'-' L,-!'.-,Ig-�i.!:�,'�,4�:rv.. - 'WA�r ,.,,-,','�'.-'"!,:'... _:', ....... ; ,'�.P.."",�--",i.:a;"�--,.'",: �M._._��_ � --!;, - - ... .. - - . . .�� .-M .. . , --- " ��.�'!�.: � � ' .Ir ...­.:-1-s.�- '­14�.�'.� O Am , .. .4'. .?) ' - , ", -;� ',� r '�.'�'.F' -;N ";!5- ,�;'�'�j� M..�at;-1' �..'-.-��-�l'.�.*�,..t.f.i,.--;"-, .. �' �'- .. � � � ,'.': -'. .-"�.': ­�._ .. � '�-..W-' U�'�':�._�."':;�:-'.-";.*'."e_.' . ." ': �� .....-.��:...il.�.'--�: ':'w . . -1 ... . . . I .­..... ...'.. ;'.' , . ...... ... - �' . � . . . . :-.11 ... % ..... . I - - - , - , �' - --I- �7.�.. ., -: ' - - -�-'�.' ?'r ---� - - - :noal qPA"j", - . . , ­ 7,; t�'.�."'.'. iw.. . '. �f�--- ... -_-�7" -;' - . _ - - ....,., '.�:-:�:q'-*'%--�..-, ' ' . � .. - -11"'­.'..�:,'z-,�.. �'.' . .. ...... I'M- _ � .. - ... . ..: _. �� - K."" -".?, , ", ;'.51" .�,;,:�",-",.,�,;�,-.*�!,�-.'��..!.,*..,r -_.� , , ?M;h �.`.'� .. .1 . �� ;1.11fo , . A, Mg gvy a 0 . 'g'� �,,�,,,.,,'�"-,-.,-f.,i��- 1, �.' Z-; -, I A. '�' -:`�!��:::-� , . '... . ....... - . AjQf 1M xh.­.'�I--�-'��Q"�',;' ;QjA"PAqO-:'-j. . . ..:. " '�.`.- i -'.-��'�.`_�.;-_.. . '. � -,". ..:..!..: .. . . - .' V... xym "w" mwv-- A '" A .- - AA.; .,• .... ..... . . ,4������."*�',!�".?�qit�-,.'*�'-'," - ,'­.' "; '. , - , ..r:. .... , '. . .. ... _j 'e.__;:�..,,r,.'�,�..-�,-....-.-- '.:,..'�..�""..'...',.,"..��.,:, - ' ��-f"' ':' . ­ .. �' .' .;'-'­:-'-` I -', -..*�",�-.,,,�;,-;,�.',-.'k-:.--.t��, -* '�%?" -�Z'-'.� ".Z'."-';'.--.'�*':---- -'*'­;.:'.: ..,,.,�;�:..,�.,..�,��;,..� _ ....�. ,:;:,."�:-.-��i��l�i,��"., - '-�-.-.�;i .. . - 1. I .�'.:"'.'; �.�"C--,I;�:� .. C. '. , . . 9'e."";�'�'�� . .A ­.','�f�--�ji!' .'., . , . ir"ir'.-'!;:��. .*, w'.A J'k-� . ., . . �;-.�' .0 . � , i . �;'. , . ; '��....' � 1. . .. M , 090 go am � .. , '.. .. . .. . , . �. to " - -;tz�-"'!• M I - : . ji.' " , " - - . �",,..,�.".;;,�'.1'.,-.","�.-��,':�,��� ....- I . .�. ..-. ' .. - . . - A . - " . . "UNT. �". ��! - . . :� .::-� ..'..... - ' --:;-.---',-'.. - .. . .It I .. . . . , ,�.,�'i;.'��.'.i.i;i,-,.,..:,�i.-;��.��..,,-��z�t,� Sy". . f. . I.... .. - - . �.'.- :"': . . M 1. 1105%.: T. w .. I � I * �'--!"- -.-'::�:.-.' �,�."�-�.�.: .1 : ...-.;. �:..� ; ym_-"'� ... � , -� .; .. .' �� ... 1 11 '"py. .. .. . : . .".I.. i:: ...; . . . . . . _... . . .. - " - ,;-.',' ','** M! 1; My M �1�. ' ' .--':-... ." I -:*'�. .. ' - - 11 :..... ... .; .. .. k' �t'--%�';"�-�,lo,-;��"l'..V�..f'':.f'. - , ':.%� �:­� *-*.';:'�.. � - : )' &;�.'�J' -..� ......- -;-_;�:.�_'...'.-.: .�. � '. " , , . � * * - - - " .' .' :..... - ..'. '. .. �'.--.'. ----�� .*-'��-:-"'.-'--�--:` , ' .. . .. .__ � , . '. '..." - " *-!�: ... .. -�.'._.. . . . -_ ...-: W".... i- . ..'­�':..;'�Ab . .­-'--"; .... , ,:. . . . ' .. . , ... , Qwij�'-' ­� ` - - -'­-�"'�� --, .' -*.4".o.j� ..,'rte;..,. � �!� , .... , , , ...' �.:-.'.. *"". .. ..::. .. , . - ' - - - -��i k ,,.!,.�,*-.-.**..4.,,�-..�...�I - ,'-�4,L-, - : -:: :. ..- .. .. - ,. - -... - . . ­�-."��':."�.:�:�: - � ; ..:. _.... . . . . . .':"'�" '. . � . . � -.::. �.. . . _ . A .Ov".. . . . . - . . ' " -, ,,, ­ . , . . . . * . . I— ' , * -"k-4 ...- - .. ' . . . . . . ' - .. b", , .. . - , . ' "I I ..,;, "'- '. .. - - .'..,.. - ..;. �.. . - - .. . ; . . . Z:"..I.T'z . . , . ev, . ... 1:.' ..:. '.'.--�: - '..' "':'.' .'.'.' . , . , . : - M � * ............. ' . . ,.I-" '...*, . ... , '. ,' ... . .... !'�; -...;-..�.-.,.-,�,-,-.,-.-%,..l.;4,:.,- :�... ....:.. . ':�i."..-.1.:.....: �� .'- ": :: : - , � .. . .. f x-:.-'-.&- - . ... . ..' .. * ­ �...' -'..�' . , �:.� . � . :;. � ; :. .. � ' I !.-.'.-D.'�';:,** :�' �. ..'. - - .....1,- ' , , , ..".4.. �:?r' - _ - - - - ­�:.'4' � �':`r'-. . . ".. - � - ....:, �: . . .- .... .. -'�­ .;!:.:. .. . ....'. �.. .. . .....,:. -..-.,. - .. ... '-.:_:!9,'f1�` ..... - - - - ,. . . , . . . - ..... _'... , - - ' .' . . . " - - - - I- .. '': . . - -!.' :.",-.: .. �. . . . : : . . :-- * . . . . .L.. -.;:-... ; t. I :� ..' -:.-..-. ._.. . - ' ' : :-.".'--"­��. .-.... ... . : .. r.�.. , � -?:.1 �. .;�' , :.:. ...�.�"."',,'!.��,:.*...,i'.-�-',.'.'..',,.�."".,.��,.-.,.:�",��'�."..--.'.'-'.'-."�".'.�.'.. '... . , . .' . . .." -, .. . ; . _. .. .. '',"''. . -. -­..- .. : ;. .. I' '. - . . � .:.,.. . ... . ... . : . ' . .�'..:..... I �. .. . " . � . . . . • . .. . .� _-. � �'�: I . . . . . . . . .� .1'1�-.` � . "'; .*".:" - ' !.'."­.�­.;,..' �. .. , .;... .. . . . � � � � � � � . . � . . � . . i' . , . , . , . , . , .c., .. . m���������������������������������������������� - - . ;:.-� .--. �".........�."..'....'.: . ... . * . . .. . . . . . .;.' �'. ....... .. ".. �" �': . :.... . .� : . . I . . .. ... . . . -.­';..-:�.-tip' '.,.. " ..' - ". �.. ' ' ' * - ­� : ; .I, - -.;�,!;.- �" . .� .1 - - . . .1 - - . BOOK-, , "��._. --'.--.. ..' :.... .. ,:.....:: . . . . --::.-.::.'-' :'. . . . . . .:.:. . . . ... . I . . 4' ,�'',1:�'..Z.r.' ... . .. • .. .�.. . �'-I I. ... . .. .-.,: . .�. ..;­.... . . . .�.'.'-. ._ .'. . - `.i;'.*.:. - - - no totgaho..,t-, -'.' " ":. .: .' :. : , : :. * .* .! .::-...-,.e.:-�,-,�,..--';�;,:�.":�., Z"' , �. !�f _., , - - ',.,i.,'-t,,-.'..--�*.-';,.-.,,.,;�.�;,����, ;.'.:.:'� -.�,�..-.�.�,.,.':�.f�..-.,."..."... . ' " . .% ;'."_,..-.-'�'::..%.1'%.. - - .; '' .. ""'*."�4".���..-.'.,.-..,-��:,... I . . ' �. . .. ` .::.: , , .­�' . :�,.:j %­ . .;, .. .* .. . � . .1.'..' - --:'- ­ , '... , .... ..: . . . ... . .. . .. .. '.': -'. .. ." , ' o * a%T 0 K". 1 � k �-' ' I : . . ..: . :. , . . .: . : . ... ,�..,:l�,.,*z��.'-.-..,�:.,.,:.,.,..,."I .. ' :..�.-�i;..-�.*'.:,.,' ,'-'_.. .. ..: - -�� : - - ...- .... .: . � . ; . . , .,..',�*,.,.,.�":, ,.:'; ,.�."",�'�...".'.,;j'�'�'-...' --"�_;.'; :. .. ..: .. '� . , '. - - ..'..'....' -� -,:. ; -� "......'. f: � � ... . . . . .. �. :... . . ..'. ,.,. ". -.: , ..' '.1z1:"- . . ....... ....... % - � ' '' . . ..:.-*... ..; ... ...... . �'�'- _1�":�-_.-:-, - ' , ­­ ' " , I'. , .;" ��. -�::� -'..', -� A,'.- �' -. -:i"..4i'; - *. - . .;'.:..:-'1:"'*;Y� � .. - .. , _ - i ;� '. .. - .;... I.;. ... . . 1-. z_' ' - *' ,", - , - : ; .. - . . . .'. ' *; - .. ;" . : . . . . . . I s . I . " ....,.,­.':' . ,.' ". -� . . ' * * ...,..' , ,��: :.i.,- ��.:��-,.-.-,;,."�.,.',-,':,:".".,i"...,t"..,;�"..*..,.:.,� t .' .. I '. . : .. - ...... .. ... 1: . - . , I ".. .:.�' ) . . :�-?'.'.�""?-.' " ' ; .: - .: . ... . ." -"'!.�.,�,...,.,.....,.-,..,..,..�;.�....,...,. .. - - - . . . � ..:. . I= � :. ..: - - . . . . . . . I , � .' "I-,.- -�,""'.'.. `.";:1% * -1'-'. , .:ti,..: , .,�l�i:,-".Il�.�::::,-.�:.--�%,,i,. ; , . .. . . :--. :.' - .. . ,..:., '. ' t 1 ... , . .........., . : ; :1 �.. � ";'..''...... . � . ­­..', .. . .. i, nhbp%510'�' PGSS1 } Structural Engineers Project: Sheet No. BBBY @ La Quinta Project No.: Engr: O. Gonzalez Date: 3039A . 2004 CONCRETE BLOCK WALL DESIGN (Slender Wall Design, 2001 CBC) Typical Block Wall Parapet ht. _ . 3.0 ft. Seismic Source Type = A Wall ht., h = 24.0 ft. Dist. to Seicmic Source = 5 km Wall, t = 8 in. Na Wall width = 12 in. t eff = 7.63 in. wu h Soil Profile Type = Sp eff. depth, d = 3.81 in. Seismic Zone = Zone Mall eff. Width = 12 in. Seismic Coeff, Ca = -4 0.48 Wall wt. = 92 psf Importance Factor, Ip = 1.00 FP = ap'Ca'IP'4`WP/Rp = 0.645 'WP Ld aP = 1.0 Fp,min=.7'Ca'Ip'W = 0.339 'Wp RP = 3.0 Fp,avg. = 0.492 *Wp wu 45.3 psf Wall anchorage force = 0.691 "Wp eccen., e = 5.6 in. =1,5'Ca'Ip'4'Wp/Rp/1.4 64 psf Pu, total = 1.5 kips Check Deflection Limitation: Vert. reinf. _ # 6 6 = 0.80 1st Iteration Rebar spacing = 16 in. Asa = 0.36 in^2 def. s(allow.) = 2.02 in. (0 As, rebar = 0.44 in"2 a = 0.70 in. fr, 4`sgrt(fm) = 219 psi As, per foot = 0.33 in^2 c = 0.87 in. Ig = 443 in.^4 Steel ratio, p = 0.0072 6Mn = 59.1 in -k Mcr = 25.5 in. -k Pb = 0.0214 Icr = 42.3 in^4 deft. cracked = 0.00 in. 0.5 -Pb = 0.0107 deflection = 0.0 in. pb<0.5Pb Steel ratio OK! Mu, bending = 39.1 in -k M, bending = 27.4 in -k fm = 3.0 ksi Mu, P -delta = 0.4 in -k M, P -delta = 0.4 in -k fy = 60.0 ksi Mu, P -deft. = 0.0 in -k M, P-defl. = 0.0 in -k Roof DL = 15.0 psf Mu, total = 39.5 in -k Ms, total = 27.8 in -k Roof LL = 20.0 psf Therefore, use equation 11-12 Roof Trib. Widtt = 4.0 ft. Pu, roof, DL = 0.06 kips Iterations Iterations Pu, roof, LL = 0.09 kips deflection, s Mu, total deflection, s Ms, total Pu, wall = 1.5 kips 2 1.50 41.8 in -k 2 0.43 28.4 in -k Es, steel = 29000 k/in^2 3 1.71 42.2 in -k 3 0.49 28.5 in -k Em, mas. = 2250 k/in^2 4 1.74 42.2 in -k 4 0.50. 28.5 in -k n = ES/Em = 12.9 5 1.74 42.2 in -k 5 0.50 28.5 in -k ( 59.1 > 42.2 in -k deflection s = 0.50 < all. ab = 1.59 in. oMn > Mu, Wall O.K. Deflection limitation is O.K. Pb = 28.9 kips PW = 1.4 kips Wall thickness 8 inches Pf = 0.1 kips Vert. reinf. _ # 6 @ 16 in. o/c PW + Pf . = 1.5 kips Horiz. reinf. _ #4 @ 24"o.c. .04`fm*A9 = 10.98 kips Pw +Pf < .04"fm`Ag. Axial load OK! Note: wt of the block wall includes 10 psf for stucco BBBY Block Wall Typical wall w CL reinforcing.xls GSS1 Structural Engineers } Project: BBBY @ La Quinta Engr: O. Gonzalez Sheet No. Project No.: Date: Q 3039A. 2004 CONCRETE BLOCK WALL DESIGN (Slender Wall Design, 2001 CBC) Typical Block Wall at a roof purlin Parapet ht. = 3.0 ft. Seismic Source Type = A Wall ht., h = 25.0 ft. Dist. to Seicmic Source = 5 km Wall, t = 8 in. Na = 1.1 Wall width = 12 in. t eff = 7.63 in. wu h Soil Profile Type = Sp eff. depth, d = 3.81 in. Seismic Zone = Zone_4 Wall eff. Width = 12 in. Seismic Coeff, Ca = 0.48 Wall wt. ' 92 psf Importance Factor, Ip = 1.00 Fp = ap*Ca*lp*4'Wp/Rp = 0.645 *Wp ap = 1.0 Fp,min=.7*Ca•lp*W = 0.339 *Wp RP = 3.0 Fp,avg. = 0.492 *Wp wu = 45.3 psf Wall anchorage force = 0.691 *Wp eccen., e = 5.6 in. =1.5*Ca*Ip*4*Wp/Rp/1.4 64 psf Pu, total = . 2.4 kips Check Deflection Limitation: Vert. reinf. _ # 6 0 = 0.80 1st Iteration Rebar spacing = 16 in. ASe = 0.37 in^2 def. s(allow.) = 2.10 in. (0 As, rebar _ 0.44 in^2 a = 0.73 in. fr, 4*sgrt(fm) = 219 psi As, per foot -, 0.33 in^2 c = 0.91 in. Ig = 443 in.^4 Steel ratio, p = 0.0072 6Mn = 69.3 in -k Mcr = 25.5 in. -k Pb = 0.0214- Icr = 43.3 in^4 defl. cracked = 0.00 in. 0.5 -Pb = 0.0107 deflection = 0.0 in. pb<0.5Pb Steel ratio OK! Mu, bending = 42.4 in -k M, bending = 29.7 in -k fm = 3.0 ksi Mu, P -delta = 5.2 in -k M, P -delta = 5.0 in -k fy. = 60.0 ksi Mu, P-defl. = 0.0 in -k M, P -deft. = 0.0 in -k 'Roof DL = 40.0 psf Mu, total = 47.7 in -k Ms, total = 34.7 in -k Roof LL = 43.0 psf Therefore, use equation 11-12 Roof Trib. Widtf = 21.0 ft. Pu, roof, DL = 0.88 kips Iterations Iterations Pu, roof, LL = 1.00 kips deflection, s Mu, total deflection, s Ms, total Pu, wall = 1.5 kips 2 2.38 53.4 in -k 2 1.12 38.3 in -k Es, steel = 29000 k/in^2 3 2.93 54.7 in -k 3 1.47 39.4 in -k Em, mas. = .2250 k/in^2 4 3.06 55.0 in -k 4 1.58 39.8 in -k n = ES/Em 12.9 5 3.09 55.1 in -k 5 1.62 39.9 in -k 61.3 > 55.1 in -k deflection s = 1.62 < all. ab = 1.59 in. oMn > Mu, Wall O.K. Deflection limitation is O.K. Pb = 28.9 kips P,N = 1.4 kips Wall thickness 8 inches Pf = 1.7 kips Vert. reinf. _ # 6 @ 16 in. o/c P,N + Pf = 3.2 kips Horiz. reinf. _ #4 @ 24"o.c. .04*fm*A9 = 10.98 kips Pw +Pf < .04*..fm*Ag. Axial load OK! Note: wt of the block wall includes 10 psf for stucco BBBY Block Wall Typical at Joist purlin w CL reinforcing.xls I Sheet No. /0 GS S I Project: BBBY @ La Quinta Project No.: 3039A . Structural Engineers Engr: O. Gonzalez Date: 2004 CONCRETE BLOCK WALL DESIGN (Slender Wall Design, 2001 CBC) Parapet ht. = 3.0 ft. Wall ht., h = 25.0 ft. Wall, t = 8 in. ' Wall width = 12 in. t eff 7.63 in. eff. depth, d = 5.25 in. Wall eff. Width = 12 in. Wall wt. 92 psf Fp = ap*Ca*lp*4'Wp/Rp = 0.645 *Wp Fp,min=.7*Ca'Ip*W = 0.339 *Wp Fp,avg. = . 0.492 *Wp wu = 45.3 psf eccen., e = 5.6 in. Vert. reinf. _ # 6 kips Rebar spacing = 16 in. As, rebar = 0.44 in^2 As, per foot = 0.33 in^2 Steel ratio, p = 0.0052 in. Pb = 0.0214 in -k 0.5*Pb = 0.0107 in^4 pb<0.5Pb Steel ratio OK! in. fm = 3.0 ksi fy = 60.0 ksi Typical Block Wall at Joist Girder wu h Pu, total = 4.9 kips o = 0.80 ft. Asa = 0.41 in^2 a = 0.81 in. C = 1.01 in. 6Mn = 95.9 in -k Icr = 99.7 in^4 deflection = 0.0 in. Mu, bending = 42.4 in -k Mu, P -delta = 17.6 in -k Mu, P-defl. = 0.0 in -k Roof DL = 210.0 psf . Mu, total = 60.0 in -k Roof LL = 170.0 psf Roof Trib. Widtr = 15.5 ft. Pu, roof, DL = 3.42 kips Pu, roof, LL = 2.91 kips Pu, wall = -1.5 kips 2 Es, steel = 29000 k/in^2 3 Em, mas. = 2250 k/in^2 4 n = Es/Em 12.9 5 Seismic Source Type = A Dist. to Seicmic Source = 5 km Na = 1.1 Soil Profile Type = Sp Seismic Zone = Zone -4 Seismic Coeff, Ca = 0.48 Importance Factor, Ip = 1.00 ap = 1.0 RP = 3.0 Wall anchorage force = 0.691 *Wp =1.5*Ca*Ip*4*Wp/Rp/1.4 64 psf Check Deflection Limitation: = 0.0 in -k 1 st Iteration = 46.4 in -k def. s(allow.) = 2.10 in. (0 fr, 4*sgrt(fm) = 219 psi 19 = 443 in.^4 Mcr = 25.5 in. -k defl. cracked = 0.00 in. M, bending = 29.7 in -k M, P -delta = 16.7 in -k M, P-defl. = 0.0 in -k Ms, total = 46.4 in -k Therefore, use equation 11-12 Iterations Iterations deflection, s Mu, total deflection, s 1.68 68.4 in -k 2 2.03 70.1 in -k 3 2.10 70.4 in -k 4 2.12 70.5 in -k 5 1.12 1.46 1.57 1.61 95.9 > 70.5 in -k deflection s = ab = 2.19 in. ' oMn > Mu, Wall O.K. Deflection limitation is O.K. Pb 47.3 kips PW = 1.4 , kips Wall thickness 8 inches Pf = 5.9 kips Vert. reinf. = # 6 @ 16 in. EF o/c PW + Pf 7.3 kips Horiz. reinf.. = #4 @ 24"o.c. .04*fm*A9 = 10.98 kips Pw +Pf < .04*fm*Ag. Axial load OK! Note: wt of the block wall includes 10 psf for stucco - BBBY Block Wall Typical at Joist girder w reinforcing EF.xls Ms, total 54.8 i n -k 57.4 in -k 58.2 in -k 58.4 in -k 1.61 < all. EGSSI Structural Engineers "i T'' . ... ........ .... ..... SHEET PROJECT Bed Bath & Beyond — La Quiinta msi No. 3040A ENGP- 0. Gonzalez DATE May , 2004 ..... ... .... ..... . ....... 1 w ..... . ...... . ............ ......... . :-- ........... ..... T-1 . ..... 44 1. ..... .. ..... ..... • .......... ......... ......... ...... .. .......... . ..... ... . .... ....... ............ . ... . ..... .. ... ..... . ..... . ..... ...... ... .. ...J. -Z 1. T" T ... . ...... cip . ..... ... . . .......... ..... ....... . . 7" T ..... .. ...... .... ............ ........ ........... I. .......... ............ ..... ..... . ... .... ..... .... ..... . ... .... .... ... ............ . .. ... .2. (pe F LJ .. .......... . . ................ . ........ .. ......... . .... ....... ....... ... . .... . Z....... . ..... ..... J. ....... ... . ....... ... . .... ........ ..... . . .. ... .. rs Its • 1. 9i .... ... . ...... . ............. . ....... ... ........ ... J, .. .... .... . ..J .. .... ... .. 1 . ..... .... F- i . ..... ..... . . ..... j......... ... ...... Project: Bed Bath and Beyond - @@ La Quinta Sheet /3 II GSSI Project No. 4039A. Structural Engineers Engr: O. Gonzalez Date: 9/6/2004 Overturning of the Mechanical Equipment Vp=ap*Ca*Ip/Rp/1.4* weight Vv=Vp/3 Size, feet ap = 2.5 Ca = 0.48 Ip = 1.00 Rp = 3.0 UBC or DSA UBC IE OTM = Vp*h/2 + Vv*wt*w/2 RM = Wt*w/2*.85 Size, feet weight, Ibs MMMM= Baa e e� GSS1 425 2 Block Wall Height 24 ft. Sheet L - I 142 Project: Bed Bath & Beyond Y - La Quinta GSSI S No. 3040A Structural Enginners 24 ft. Soffit 214 784 Soffit 132 ft. Engr O. Gonzalez Date 2004 East-West Direction: 24 ft. psf psf psf Seismic Source Type = A Loads: 366 Dist. to Seicmic Source = 5 km Flat Roof 16 psf Na = 1.1 Sloped Roof 20 psf 97,293 Block Wall 82 psf Soil Profile Type = Sp Interior Wall 8 psf Seismic Zone = Zone -4 Soffit 15 psf Seismic Coeff, Ca = 0.484 #REFI #REF! Importance Factor, Ip = 1 124 1417 R factor = 4.0 Seismic Load: V.base/1.4*weight Flat Roof 3.5 psf V = 0.3025 Sloped Roof 4.3 psf V, base/1.4 = 0.216 *W Block Wall 17.7 psf Total Interior Wall 1.7 psf 99,929 Soffit 3.2 psf W-1 w_2 w_3 2740 Flat Roof 830 83 Dia. Depth 240 ft. Sloped Roof 570 Sloped roof depth 132 ft. Block Walls 425 425 2 Block Wall Height 24 ft. Parapet Walls 142 142 2 Parapet Height 4 ft. Interior Wall 21 Wall v,allow. plf 1 Interior Wall 24 ft. Soffit 214 784 Soffit 132 ft. 1417 784 650 Dia. Depth (1-2) 24 ft. psf psf psf 124 1417 East-West Direction: 366 Roof Total From Dia. depth ft. Dia. width ft. w,plf Shear lbs. Dia. v Shear plf Wall Length ft. Wall Shear plf Wall Type Wall v,allow. plf Cant. 132 12 784 9,412 71 6 240 124 1417 87,881 366 Total 97,293 190 512 block 2740 #REFI #REF! 2L 240 124 1417 87,881 366 2R 240 17 1417 12,048 50 Total 99,929 200 500 block 2740 #REF! #REF! 1 24 17 1417 12,048 502 Cant. 240 0 1417 - 0 Total 12,048 24 502 block 2740 vall 38.7 psi vall 2740 plf sgrt(f m)*7.6*12*7/8/1.5*1.33 GSSI Dia. Dia. w,plf Sheet L - Z Dia. v Project: Bed Bath & Beyond J Y - La Quints GSSI No. 3040A Structural Enginners depth width Shear Engr O. Gonzalez Date 2004 North-South Direction: v,allow. ft. ft. Seismic Source Type = A Loads: ft. Dist. to Seicmic Source = 5 km Flat Roof 16 psf Na = 1.1 Sloped Roof 20 psf Block Wall 82 psf Soil Profile Type = _ So Interior Wall 8 psf Seismic Zone = Zone _4 Soffit 15 psf Seismic Coeff, Ca = 0.484 Importance Factor, Ip = 1 123 1049 R factor = 4.0 Seismic Load: V.base/1.4*weight plus Canopy load = 7500 Flat Roof 3.5 psf V 0.3025 Sloped Roof 4.3 psf V, base/1.4 = 0.216 *W Block Wall 17.7 psf 1023 Interior Wall. 1.7 psf Cant. Soffit 3.2 psf ' W-1 0 Flat Roof 425 Dia. Depth 123 ft. Sloped Roof 69 125,853 Sloped roof depth 16 ft. Block Walls 425 block 2 Block Wall Height 24 ft. Parapet Walls 142 4300 2 Parapet Height 4 ft. Interior Wall 21 1 Interior Wall 24 ft. Soffit 19 Soffit 12 ft. 1013 89 psf psf North-South Direction: Roof From Dia. Dia. w,plf Shear Dia. v Wall Wall • Wall Wall depth width Shear Length Shear Type v,allow. ft. ft. lbs. plf ft. plf plf Cant. 123 0 1013 - 0 A 123 240 1013 129,053 1049 Total 129,053 123 1049 block 2740 plus Canopy load = 7500 1 123 240 1013 125,853 1023 Cant. 123 0 1013 - 0 Total 125,853 120 1049 block 2740 plus Canopy load = 4300 vall 38.7 psi vall 2740 plf. sgrt(fm)*7.6`12*7/8/1.5*1.33 0 SHEET 4-3 PROJECT Bed Bath & BeyQnd - La Quiinta GSSI No. 3040A StructurbI'Engineers ENGR- O. Gonzalez DATE June , 2004 467C1244 EL - A 1; 17/ 7/0 xo' r - vi RX -Vl"' -Fir -.(IOL 4 ,Uj "o 13' •1 . 41*21 vr 91 400, Vv,SCc / 2/f f C. eV ,4o(, Li-- fzo Coll ac i .// 44 7 ¢7' #7,K Aj 2r_75= A,-58 At ?c (do 0 d vg,c. 0-o"pt- a ev, 0a" 2 //2O SHEET PROJECT Bed,'Bath & Beyond — La Quinta Gssi No. 3040A 8tructural I Engineers ENG.IL O. Gonzalez DATE June 2004 7/c S e IX 7- )e J/ S 3 7/cS k ro ic r?-; Y- SHEET G5S:1PRomm Bed Path & Beyond — La Cfuinta GSSI No. 3040A Structural Engirie'ers ENGP- O. Gonzalez DATE June 2004 /Ro.4ba 7z" P,--, J01- JO', . ... - /0-77 12A4 ri 66.r-: !, .1 744 21 c 7& 7 -c - F %u z f4-6,wi,-.3 3 PCZ ,K 4-5. Z g4- I"'q cv& a'O. KA;r y 7- .w 7?do 24 v1'/%'P 00 oado /Ro.4ba 7z" P,--, J01- JO', . ... - /0-77 12A4 ri 66.r-: !, .1 744 21 c 7& 7 -c - F %u z f4-6,wi,-.3 3 PCZ ,K 4-5. Z g4- I"'q cv& c) se ','� � / � •�✓� 9/R �� � ��5�— ooh/ - 8 t '� a/� '` 2// _ �crwd o•g y� •�sr�s Vii°%/ 9p� C) bCg�,c oi,7 � •7d �_ 0'2�� = 7% 0 1 �(. _i} s 'll " irOUZ ' aunt uva zaIezuoE) •p -dOxa saa9615u3 leanionais bOfiO£ 'oH isso ejwnt) e-1 — puo a8 T y3e8 Pa8 laaroxa ? �._,,•. __;_ .' •; _ 1 F Irt �--9 IMS M Gm%* S S I Dia. Dia. w,plf Sheet L- a Dia. v Project: J Bed Bath & Beyond Y Wall GSSI No. 4039A . Structural Enginners depth width I Length Shear Engr O. Gonzalez Date 2004A. Mezzanine East-West Direction: ft. ft. Seismic Source Type = A Loads: plf Dist. to Seicmic Source = 5 km Floor 12 psf Na = 1.1 Stucco Wall 0 psf . Interior Wall 10 psf Soil Profile Type = Sp 23 Seismic Zone = Zone -4 Total Seismic Coeff, Ca = 0.48 24 Importance Factor, Ip = 1 3L 25 R factor _ 4.5 Seismic Load: V,base/1.4*weight Floor 2.3 psf V = 0.27 Stucco Wall 0.0 psf V, base/1.4 = 0.192 *W Interior Wall 1.9 psf . . W-1 1,537 Flat Roof 58 6E 100 2L Stucco Walls 0 96 Dia. Depth 25 ft. Interior Wall 38 4 Stud Wall Height 10 ft. Parapet Walls. 0 96 480 19 96 Total psf 1,440 --7 Mezzanine East-West Direction: Roof From Dia. Dia. w,plf Shear Dia. v Wall Wall Wall Wall depth width Shear Length Shear Type v,allow. ft. ft. lbs. plf ft. plf plf Cant. 25 0 96 - 0 4 .25 12 96 576 23 Total 576 24 24 6E 100 3L 25 12 96 576 23 3R 25 20 96 960 38 Total 1,537 24 64 6E 100 2L 25 20 96 960 38 2R 25 10 ' ' 96 480 19 Total 1,440 16 90 6E 100 1 25 10 96 480 19 Cant. 25 0 96 - 0 Total 480 24 20 6E 100 C+�; S S I Dia. depth ft. Dia. width ft. Sheet L - V Project: Bed Bath & Beyond Y Wall Length ft. GSSI No. 4039A . Structural Enginners Wall v,allow. plf Cant. 41 0 133 Engr O. Gonzalez Date 2004. Mezzanine North-South Direction: Seismic Source Type = A Loads: 25 Dist. to Seicmic Source = 5 km Floor 12 psf Na = 1.1 Stucco Wall 0 psf Interior Wall 10 psf Soil Profile Type = So 41 6E Seismic Zone = Zone -4 41 25 Seismic Coeff, Ca = 0.484 41, Importance Factor, Ip = 1 Cant... R factor = 4.5 Seismic Load: V.base/1.4"weight - 0 Floor 2.3 psf V = 0.27 Stucco Wall 0.0 psf V,. base/1.4 = 0.192 *W Interior Wall 1.9 psf. W-1 46 6E 100 Flat Roof 94 Stucco Walls 0 Dia. Depth 41 ft. Interior Wall 38 4 Stud Wall Height 10 ft. Parapet Walls 0 133 psf } Mezzanine North-South Direction: Roof From Dia. depth ft. Dia. width ft. w,plf Shear lbs. Dia. v Shear plf Wall Length ft. Wall Shear plf Wall Type Wall v,allow. plf Cant. 41 0 133 - 0 A 41 25 133 1,661 41 Total 1,661 41 41 6E 100 B 41 25 133 1,661 41, Cant... 41 0 133 - 0 Total 1,661 36 46 6E 100 Shear Wall Type Schedule Wall Types Wall v,allow Nail spacing (8d) @ Edges (inches) 6E 100 plf 3/8" Plywood Sheathing on one side 4E 380 plf 3/8" Plywood Sheathing on one side SHEET Z - G 55.1. pRojEcT Bed Bath & Beyond — La Quiinta Gssi No. 3040A Steu,ctural Engineers ENGR. O. Gonzalez DATE June 2004 7e-" 7/Ao A, _rAle-OZIL e44O ACOV& O/Z 06- CSC c. /d. /2/41 1/2)c 4 3jPls jpeI13 43,7v.a>, pla, eo /0 t*.0 -Z co V 7a� Y- cra Structural Engineers BED BATH AND BEYOND *w, LA. QUINTA 4039A Ty I pe PLB TM - 36 * 7 Weld Pattern at Supports * Sidelaps Connected with Punchl-ok° Tool Primer Painted or Galvanized Allowable Diaphragm Shear Values, q (plf, kN/m) and Flexibility Factors, F ((in./lb)x106, (mm/N)x106 0 it W' e, SIDELAP 4.3+22R 836 743 SPAN (ft -in., mm) 621 ATTACH- 4'-0" 5'-0" 6'-0" 7'-0" 8'-0" 9'-0" 10'-0" 11'-0" 12'-0" GAGE MENT 1,220 -� 1,520 1,830 2,130 M 2,440 - 2,740 3,050 3,350 3,660 917 792 707 620 592 544 535 505 6.6+17R q� 11.56 10.32 9.05 8.64 7.94 7.81 7.37 VSC @ 24" 37.7+97R 44.0+86R 43.4+69R --- 48.0+57R 46.8+51R -- 3.8+22R 8.1+228 7:8+17R 9.2+15R 8.8+12R 10.0+11R 9.5+10R 10.5+9R F F 46.3+126R 44.5+97R 52.5+86R 50.2+69R 57.1+63R 54.2+57R 60.0+51R @ 4.3+22R 836 743 655 621 599 561 554 F q 12.20 10.84 9.56 9.06 8.74 8.19 8.09 VSC @ 18" 1077 992 944 917 901 894 753 6.7+7R q 15.72 6.5+22R 6.6+17R 7.7+15R 7.6+12R 7.6+11R 8.4+10R 8.2+9R VSC 4 F -37.1+126R 37.7+97R 44.0+86R 43.4+69R 43.4+63R 48.0+57R 46.8+51R 921 3.8+22R 873 774 713 673 646 628 616 F q - 12.74 11.30 10.41 9.82 9.43 9.16 8.99 VSC @ 12" 1156 1025 897 852 782 -V 766 722 721 688 C q 16.87 5.6+22R 5.9+17R 6.1+15R 6.3+12R 6.4+11 R 6.5+1 OR 6.5+9R 25.7+86R F 32.0+126R 33.7+97R 34.8+86R 36.0+69R 36.5+63R 37.1+57R 37.1+51R 22 936 853 784 757 724 718 701 q 13.66 12.45 11.44 11.05 10.57 10.48 10.23 VSC @ 8" 4.7+22R 4.8+17R 5.0+15R 5.0+12R 5.1+11 R 5.1+1 OR 5.2+9R F 26.8+126R 27.4+97R 28.6+86R 28.6+69R 29.1+63R 29.1+57R 29.7+51R 988 898 844 811 790 .778 753 q 14.42 13.11 12.32 11.84 11.53 11.35 10.99 VSC 6" 0 20 VSC @ 24 F 6.3+15R 6.2+12R 7.3+10R 7.0+9R 8.0+8R 7.6+7R 8.4+6R 8.1+6R 8.8+5R 36.0+86R 35.4+69R 41.7+57R 40.0+51R 45.7+46R 43.4+40R ' 48.0+34R 46.3+34R 50.2+29R 1216 1074 944 892 857 802 789 782 688 q 4.3+22R 4.4+17R 4.5+15R 4.5+12R 4.5+11 R 4.5+1 OR 4.6+9R !. F 24.6+126R 25.1+97R 25.7+86R 25.7+69R 25.7+63R 25.7+57R 26.3+51R 24.6+34R 24.0+34R 1077 992 944 917 901 894 753 6.7+7R q 15.72 14.48 13.78 13.38 13.15 13.05 10.99 34.8+46R VSC 4 38.3+34R 37.7+34R 40.5+29R q 1266 1117 1023 962 921 3.8+22R 3.9+17R 3.9+15R 3.9+12R 3.9+11 R 3.9+1 OR 3.9+9R 14.93 F 21.7+126R 22.3+97R 22.3+86R 22.3+69R 22.3+63R 22.3+57R 22.3+51R 20.6+69R 20.6+57R 1156 1025 897 852 782 -V 766 722 721 688 C q 16.87 14.96 13.09 12.43 yr . 11.18 10.54 10.52 10.04 20 VSC @ 24 F 6.3+15R 6.2+12R 7.3+10R 7.0+9R 8.0+8R 7.6+7R 8.4+6R 8.1+6R 8.8+5R 36.0+86R 35.4+69R 41.7+57R 40.0+51R 45.7+46R 43.4+40R ' 48.0+34R 46.3+34R 50.2+29R 1216 1074 944 892 857 802 789 782 688 q 17.75 15.67 13.78 13.02 12.51 11.70 11.51 11.41 10.04 VSC @ 18" 21.7+86R 22.3+69R 23.4+57R 23.4+51R 24.0+46R 24.0+40R 24.6+34R 24.0+34R 24.6+29R 5.1+15R 5.3+12R 6.1+10R 6.1+9R 6.1+8R 6.7+7R 6.7+6R 6.6+6R 7.1+5R F 29.1+86R 30.3+69R 34.8+57R 34.8+51 R 34.8+46R 38.3+40R 38.3+34R 37.7+34R 40.5+29R q 1266 1117 1023 962 921 893 874 818 688 18.48 16.30 14.93 14.04 44 13.03 12.76 11.94 10.04 VSC @ 12" 20.0+86R 20.6+69R 20.6+57R 21.1+51R 21.1+46R 21.1+40R 21.7+34R 21.7+34R 21.7+29R 4.5+15R 4.7+12R 4.9+10R 5.1+9R 5.2+8R 5.3+7R 5.3+6R 5.4+6R 5.4+5R F 25.7+86R 26.8+69R 28.0+57R 29.1+51R 29.7+46R 30.3+40R 30.3+34R 30.8+34R 30.8+29R VSC @ 8" 1351 1224 1120 1078 1028 1016 990 818 688 q 19.72 17.86 16.35 15.73 15.00 14.83 14.45 11.94 10.04 VSC @ 4 F 3.1+15R 3.2+12R 3.2+10R 3.2+9R 3.2+8R 3.2+7R 3.2+6R 3.2+6R 3.2+5R 17.7+86R 18.3+69R 18.3+57R 18.3+51R . 18.3+46R 18.3+40R 18.3+34R 18.3+34R 18.3+29R VSC = Verco Sidelap Connection 46 VERGO MANUF/Ar `i UR.ING CO. Catalog VR1 3.8+15R 3.9+12R 4.1+1 OR 4.1+9R 4.2+8R 4.2+7R 4.3+6R 4.2+6R 4:3+5R F 21.7+86R 22.3+69R 23.4+57R 23.4+51R 24.0+46R 24.0+40R 24.6+34R 24.0+34R 24.6+29R 1422 1284 1202 1150 11 1099 990 818 688 q 20.75 18.74. 17.54 16.78 16.33 16.04 14.45 11.94 10.04 VSC @ 6" 3.5+15R 3.6+128 3.6+1 OR 3.7+9R 3.7+8R 3.7+7R 3.8+6R 3.8+6R 3.8+5R F 20.0+86R 20.6+69R 20.6+57R 21.1+51R 21.1+46R 21.1+40R 21.7+34R 21.7+34R 21.7+29R 1542 1413 1338 1295 1270 1223 990 818 688 q 22.50 20.62 19.53 18.90 18.53 17.85 14.45 11.94 10.04 VSC @ 4 F 3.1+15R 3.2+12R 3.2+10R 3.2+9R 3.2+8R 3.2+7R 3.2+6R 3.2+6R 3.2+5R 17.7+86R 18.3+69R 18.3+57R 18.3+51R . 18.3+46R 18.3+40R 18.3+34R 18.3+34R 18.3+29R VSC = Verco Sidelap Connection 46 VERGO MANUF/Ar `i UR.ING CO. Catalog VR1 Pq KA L� 300 255 210 177 151 STRESS18 14,364 12,209 10,055 8,475 7,230 22 U240 +++ +++ ++♦ 100 79 63 Y p TM ®3 / @- 6 ,4 Z 30 25 22 44 6,224 5,410 4,740 4,213 4,788 3,783 3,016 2,442 2,011 1,676 1,436 1,197 1,053 " 89 73 61 51 44 295 188 156 131 1%2" (38 mm) Deep Roof Deck �t 58 52 47 43 39 36 33y 1,532 Primer Painted or Galvanized a 5,363 4,597 4,022 3,543 3,112 2,777 2,490 2,250 2,059 1,867 1,724 1,580 55 J20 14,364 14,364 12,545 10,534 9,001 7,757_6,751 ALLOWABLE UNIFORM LOADS (psf, N/m2) 5,267 4,692 4,213 3,783 3,447 3,112 2,873_2,633 U240 +++ +++ ♦+♦ 124 97 78 63 52 44 SPAN (ft -in., ma)) 31 27 23 20 18 15 t 40 35 5,937 4,644 3,735 3,016 2,490 2,107 1,772 1,484 1,293 1,101 958 862 718 1,484 1,293 �i 4'-0" 5'-0" 5'-6" 6'-0" 6'-6" 7'-0" 7'-6" 8'-0" 8'-6" 9'-0" 9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" SPAN GAGE 1,220 1,520 1,680 1,830 1,980 2,130 2,290 2,440 2,590 2,740 2,900 3,050 3,200 3,350 3,500 3,660 4 178 114 STRESS 94 79 67 58 2,777 51 44 39 35 31 28 �� 8,523 5,458 4,501 3,783 3,208 2,442 2,107 1,867 1,676 1,484 1,341 92 69 53 42 34 27 22 19 16 13 11 U240 +++ 4,405 3,304 2,538 2,011 1,628 1,293 1,053 910 766 622 527 10 223 143 STRESS 118 99 85 73 64 56 49 44 40 36 32 30 27 25 UJ 20 10,677 6,847 5,650 4,740 4,070 3,495 3,064 2,681 2,346 2,107 1,915 1,724 1,532 1,436 1,293 1,197 222 113 L/240 85 66 52 41 34 28 23 19 17 14 12 11 9 8 10,629 5,410 4,070 3,160 2,490 1,963 1,628 1,341 1,101 910 814 670 575 527 431 383 Z 300 196 162 136 116 100 87 76 68 60 54 49 44 40 37 34 u) A Q STRESS 14,364 9,385 7,757 6,512 5,554 4,788 4,166 3,639 3,256 2,873 2,586 2,346 2,107 1,915 1,772 1,628 1 v 159 119 92 72 58 47 39 32 27 23 20 17 15 13 11 U240 ♦+♦ 7,613 5,698 •4,405 3,447 2,777 2,250 1,867 1,532 1,293 1,101 958 814 718 622 527 STRESS 300 250 207 174 148 127 111 98 86 77 69 62 57 52 47 43 14,364 11,970 9,911 8,331 7,086 6,081 5,315 4,692 4,118 3,687 3,304 2,969 2,729 2,490 2,250 2,059 1 6 198 149 115 90 72 59 48 40 34 29 25 21 19 16 14 U240 - 9,480 7,134 5,506 4,309 3,447 2,825 2,298 1,915 1,628 1,389 1,197 1,005 910 766 670 188 120 99 84 71 61 54 47 42 37 33 30 rr�s� !y STRESS 9,001 5,746 4,740 4,022 3,399 2,921 2,586 2,250 2,011 1,772 1,580 1,436 22 U240 +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ 32 1,532 28 1,341 236 151 125 105 89 77 67 59 52 47 42 38 34 31 29 • 26 uj STRESS 11,300 7,230 5,985 5,027 4,261 3,687 3,208 2,825 2,490 2,250 2,011 1,819 1,628 1,484 1,389 1,245 J 20 U240 +++ +++ +++ +♦♦ +++ +++ +++ +++ +++ 47 40 34 29 26 22 20 an 2,250 1,915 1,628 1,389 1,245 1,053 958 300 204 168 141 121 104 '91 80 70 63 56 51 46 42 39 35 Q A STRESS 14,364 9,768 8,044 6,751 5,794 4,980 4,357 3,830 3,352 3,016 2,681 2,442 2,202 2;011 1,867 1,676 1 U240 ♦+♦ ♦+♦ ♦+♦ ♦+♦ ♦+♦ ++♦ ♦+♦ ♦+♦ ♦+♦ ♦+♦ 56 48 41 36 31 28 - 9 2,681 2,298 1,963 1,724 1,484 1,341 STRESS 300 254 210 176 8,427 150 129 113 99 88 78 70 63 57 52 48 44 14,364 12,162 10,055 7,182 6,177 5,410 4,740 4,213 3,735 3,352 3,016 2, 729 2,490 2,298 2,107 16 U240 +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ 70 60 51 45 39 34 3,352 2,873 2,442 2,155 1,867 1,628 235 150 STRESS 124 105 89 77 67 59 52 46 42 38 11,252 7,182 5,937 5,027 4,261 3,687 3,208 2,825 2,490 2,202 2,011 1,819 L� 300 255 210 177 151 STRESS18 14,364 12,209 10,055 8,475 7,230 22 U240 +++ +++ ++♦ 100 79 63 51 42 35 30 25 22 44 6,224 5,410 4,740 4,213 4,788 3,783 3,016 2,442 2,011 1,676 1,436 1,197 1,053 109 89 73 61 51 44 295 188 156 131 112 96 84 74___ 65 58 52 47 43 39 36 33y 1,532 STRESS 14,125 9,001 7,469 6,272 5,363 4,597 4,022 3,543 3,112 2,777 2,490 2,250 2,059 1,867 1,724 1,580 55 J20 14,364 14,364 12,545 10,534 9,001 7,757_6,751 5,937 5,267 4,692 4,213 3,783 3,447 3,112 2,873_2,633 U240 +++ +++ ♦+♦ 124 97 78 63 52 44 37 31 27 23 20 18 15 t 40 35 5,937 4,644 3,735 3,016 2,490 2,107 1,772 1,484 1,293 1,101 958 862 718 300 255 210 177 151 STRESS18 14,364 12,209 10,055 8,475 7,230 130 113 99 88 79 71 64 58 53 48 44 6,224 5,410 4,740 4,213 3,783 3,399 3,064 2,777 2,538 2,298 2,107 173 - 136 U240 +++ +++ +++ 109 89 73 61 51 44 37 32 28 25 22' a .wg-_ '� ��-_� _ - �'-8,283 6,512^5,219 4,261 3,495-2,921 2,442 2,107 1772 1,532 1,197 1,053 STRESS 300 300 262 220 188 162 141 124 110 98 88 79 72 -1_341 65 60 55 Q4 14,364 14,364 12,545 10,534 9,001 7,757_6,751 5,937 5,267 4,692 4,213 3,783 3,447 3,112 2,873_2,633 0240 +++ +++ +++ 216 170 136 111 91 76 64 54 47 40 35 31 27 10,342 8,140 6,512 5,315 4,357 3,639 3,064 2,586 2,250 1,915 1,676 1,484 1,293 �i ..� �W .���.. �.� Catalog VR1 lftrl'tC() MANUFACTURINGMANUFACTURINGp...._.-...-�...�..._. t1'. 27 RIB a `1%2 (38 mm) Deep Roof Deck" pfi � Primer Painted or Galvanized 66 Dimensions 1181 3%2" 2%2"" F 6 Q, fu o, �I I-- uW J . 13�„ PLB-36/HSB-36 HSB-SS-36 HSB-30.NESTABLE Standard Interlocking Screw Fastened Overlapping Sidelap Sidelap Sidelap Available 30" Wide —. Special Order j De k Weight and Section Properties -� Weight (psf, N/m2) Properties per ft (m) of Width Allowable Reactions per ft (m) of Width (Ib, N) GaIv, G60 �4 +g —S End Bearing Interior Bearing_ in. in. in. 2" 3" 4" 3" 4" Gage Z180 Painted mm4 mm3 mrn3 51 mm 76 mm 102 mm 76 mm 102 m 1.9 1.8 0.175 0.187 0.198 487 585 683 1250 1498 22 91.0 86.2 238,978 10 054 10,645 7,107 8,537 9,968 18,242 .21,862 �,j9 �,,. \E�,`4 , 'Ci�.,2.43`ti�ta tN. �2�.,��2:`2�a�gw.;i is �1� Oz. r. j•+i�� a+„ ti . a;. a iia{ {���s, v..., _� Sl 4a i�*ja v i �a?��ty4<'� t e C34\ti. \ „t,. k•� 41 - '�?xl , e :._�y.,� "_ �,,u2�+,�aq ���+s�.���..~1:�..::,.z.:,r .,� hq �- :,...2.16.;x, a�0.235 � 0 248F� � :.665 hY._,,- f:.3• \ � a�a ...V., .. ��,r , �C',��� ;,.,� �� �„•� ���oe��;:d� s � to �s= � ate, a� •.v �, �:r . c,�,r1..., � :z-3., ,. „ ,�� ,��a 784,.. ,v1r � �� ,j9.03� i., r1 f790 - �1;,`.A ��%2 o-1 si.�uu�; ,.4 tk�q . 4.���: .%,10.1 ,n x. ���? ,1, ;.. �+,"^_k+qv •.a;r�St v.., :. :� �.1:,, �;..;�n ..,. ..t t��j. ty,�.L`�0.��ta �Yr�tN,i R��p :,,� 1,,;, �+. AW.K�.�\. t . '% o- �r.•;�k rum?,:?T $ 2.9 2.8 0.302 0.322 0.335 .1226 1407 1588 3062 3551 138 9 134 1 412 408 17 312 18 011 17 892 20 534 23 175 44,687 511823 -- 1, „ � , +' . -r -�, , �'« ,:;; a�34.k�, �'�;�ti0 37t7,�,�:'�„• � . 0::411t��'�.. � 0 4�1r7:� , �5...�, , �,�;�,;.,,:. .. �ti < <,. , � , ,.` , . ' � .� ,<, +-��,:,�;,�' s.s., . �� �. ��• �A � :� t .,� t �',r�4��:�,�: $z,ney. h . � �5-,;;a ��,� ;�*``�t, ; �+.� � �• � �i� � y . . ° ti� t t, ^c Se3t+167 6 S+y y ;:\ b , : � ;; m. �, .SSa?.. $ , Y4ti^� '� 4 ,"+..,r • .{+, > . �.��_.. ��i� ., Z, r etv � z:, �i �jC,u� v; 7<•r` ��s�� �,r:r,:�...,.;ta� �:,,; :� Y162 8 3e. \ 514 82Zn t,�Cn, •,22;097 22 419 ,0.A w 32,22 a + $?, 294 69 8901+ �� 7�6 851t n•:,iti._.'ii 1, u:�:�u,h .a.. . k,... -t\..,. Y.,o:�, t, ,. Y,.S-L�..uI Y..Yc �v...2\�m ...T�.,.3Sn : ��h�'kt: .'rv_��..wl�i.:•a Note: Bending strength limited to 22,800 psi (157,200 kPa). Attachment Patterns to Supports 36/4 Metric - 36/5 ® Conversions 1Y2” 38 mm 13/4 44 mm � 2Y2„ 64 min 3” 76 mm 36/7. "� � � 4 � p 3Y2" 89 m 6" 152 mm 36" 914 mm. i 26 VERCO MANUFACTURING CO. Catalog VR1 ?rom,Preferred Customer to 16196873814 at 4/20/2004 2:26 PM ��i.�;v .: �ir•:W s: r i,1 •• � •r a' .i `'� ' i�::. (5.::' . [ ( a�• � L, t�i. fir'. _ lir>'• . y�F 81 003/001 Bza-inv El rxI T' SIE R*E 03 01"' ltmw*sopwf� *i 'Nums N 00/bl00 ulozr� Prom.PreTerred Customer to 16196873814 at 4/20/2004 2:26 PM !7 005/00 i. a f- 0 T c 7. Wf 66i ..... . . . . . . . ping. I MIS. ire Tea SI 190 i 4% gig go I* W,,.= two A aw". gug -jj. - - ------ .2q.id_ L 1JUM 72.03 1716 ---------- M I -no no ILA- As, go 3H is 0- LGAW'M 1 WX _T_SW. A01 I Ift- IL4 3 104 'ErtibblIM. oft ""I ewwkw I 'to Oka V. FAWONN11"', ... 1 7, 'S T AM AA M"134 -- ------------- VaTRM 4,P r. I 11 if- rtMA P), S"Mq 6iR3(t�11C24�i . -Ki A- so= TUP'MW TOP Ytrw am& Our-TPH'. — - — --------- I )k 21 SAm ggs wv LWTPAG MASS �IgIQ�3 16k POWNYVIew shTutt wylpwk M.A MOO. *row 4WTKMU L.006CS40 *AWW a , Oullpty W 4w ..b.K* •Qst� FeL'Ku fto�ranBowQ CAMOt ee Awtw 00A re f OAF 3x�Fa;xz MOV" it VIEW. AJr Dampaml r gxh"%O, L.Ueo* ft;.*gVtFO-Gw 4M ftg&A-lr.% 10- tR' 3.W__j ------ - ------ ---- ------- a • GEOTECHNICAL INVESTIGATION THE PAVILION AT LA QUINTA COMMERCIAL COMPLEX NEC HIGHWAY 111 AND ADAMS STREET t LA QUINTA, CALIFORNIA r -Prepared By- Sladden Engineering 39-725 Garand Lane, Suite G Palm Desert; California 92211 (760) 772-3893 Sadden Engineering 4 t. -I -T 71-��a p't Sladden Engineering 6782 Stanton Ave., Suite A. Buena Park, CA 90621 (714) 523-0952 Fax (714) 523-1369 39-725 Garand Ln., Suite G, Palm Desert, CA 92211 (760) 772-3893 Fax (760) 772-3895 February 17, 2004 Project No. 544-4016 04-02-139 i'homas Enterprises, Inc. 300 Village Green Circle - Smyrna, Georgia 30080 Attention: Mr. Kevin Case Project: The Pavilion at La Quinta Commercial Complex NEC Highway 111 and Adams Street La Quinta, California Subject: Geotechnical Investigation Presented herewith is the report of our Geotechnical Investigation conducted at the site of the proposed Pavilion at La Quinta commercial complex to be located on the northeast corner of Highway 111 and Adams Street in the City of La Quinta, California. The investigation was performed in order to provide recommendations for site preparation and to assist in foundation design for the proposed commercial development. This report presents the results of our field investigation and laboratory testing along with conclusions and recommendations for foundation design and site preparation. This report completes our original scope of services as described in our proposal dated December 15, 2003. We appreciate the +opportunity to provide service to you on this project. If you have any questions regarding this report, please contact the undersigned Respectfully submitted, SLADDEN ENGIN G yO Brett L. Anderso Principal Engineer j SER/ma Copies: 6 / Thomas Enterprises, Inc. Sladden Engineering ' a SVi GEOTECHNICAL INVESTIGATION THE PAVILION AT LA QUINTA COMMERCIAL COMPLEX NEC HIGHWAY l 11 & ADAMS STREET LA QUINTA, CALIFORNIA February 17, 2004 TABLE OF CONTENTS NTRODUCTION....................................................................................................................... 1 SCOPEOF WORK ..................................................................................................................... 1 PROJECTDESCRIPTION......................................................................................................... 1 SUBSURFACECONDITIONS.................................................................................................. 2 CONCLUSIONS AND RECOMMENDATIONS......:............................................................... 2 FoundationDesign................................................................................................................ 3 Settlements............................................................................................................................ 3 LateralDesign .............. :........................................................................................................ 4 RetainingWalls.................................................................................................................... 4 ExpansiveSoils ................................................. :................................................................... 4 ConcreteSlabs-on-Grade...................................................................................................... 4 SolubleSulfates.................................................................................................................... 4 TentativePavement Design.................................................................................................. 5 Shrinkageand Subsidence.................................................................................................... 5 GeneralSite Grading............................................................................................................ 5 1. Clearing and Grubbing............................................................................................... 5 2. Preparation of Building Areas ......................... 3. Preparation of Surfaces to Receive Compacted Fill ................................................... 6 Placementof Compacted Fill...................................................................................... 6 5. Preparation of Slab and Pavement Areas................................................................... 6 6. Testing and Inspection............................................................................................... 6 GENERAL APPENDIX A - Site Plan and Boring Logs Field Exploration APPENDIX B - Laboratory Testing Laboratory Test Results APPENDIX C - 1997 UBC Seismic Design Criteria Sladden Engineering February 17, 2004, -1- Project No. 544-4010 04-02-139 INTRODUCTION This report presents the results of our Geotechnical Investigation performed in order to provide recommendations for site preparation and the design and construction of the foundations for the proposed Pavilion at La Quinta commercial complex. The property is located on the northeast corner of Highway I I I and Adams Street in the City of La Quinta, California. The preliminary plans provided by Smith Consulting Architects indicate that the proposed commercial complex will include several major retail stores along with attached shop buildings and several detached retail pads. The associated site improvements will include paved driveways and parking lots, underground utilities, and landscape areas. SCOPE OF WORK The purpose of our investigation was to determine certain engineering characteristics of the near surface soils on the site in order to develop recommendations for foundation design and site preparation. Our investigation included field exploration, laboratory testing, engineering analysis and the preparation of Ibis report. Evaluation' of environmental issues or hazardous materials was not within the scope of services provided. Our investigation was performed in accordance with contemporary geotechnical engineering principles and practice. We make no other warranty, either express or implied. PROJECT DESCRIPTION The proposed project is located on the northeast corner of Highway 111 and Adams Street in the City of La Quinta, California. The preliminary site plan indicates that the project will include a retail complex occupying a total of 170,791 square feet and various associated site improvements. It is our assumption that the proposed commercial buildings will be of relatively lightweight reinforced masonry, steel -frame or wood -frame construction. The associated site improvements will include paved driveways and parking areas, landscape areas and various underground utilities. The project site is presently vacant and the ground surface is covered with sparse weeds. Prior to our field investigation the site was rough graded including cuts and fills that resulted in the creation of relatively level building pads. The previous rough grading is documented within our previous report dated May 3, 2000. Highway 111 and Adams Street are paved adjacent to the site and there are existing underground utilities along the streets. Commerce Way and Postal Road have also been constructed. Based upon our previous experience with similar lightweight commerciallindustrial structures, we expect that isolated column loads will be less than 80 kips and wall loading will be less than 4.0 !tips per linear Foot. Future grading is expected to include minor cuts and fills to construct a level building pad and to accommodate site drainage. This does not include removal and recompaction of the foundation bearing soils within the building areas. If the anticipated foundation loading or site grading varies substantially from that assumed, the recommendations included in this report should be reevaluated. Sladden Engineering February 17, 2004 -2- Project No. 544-4010 04-02-139 SUBSURFACE CONDITIONS The site is underlain primarily by a generally thin profile of artificial fill soils overlying native fine - trained windblown sands with scattered sandy silt layers. Recovered ring samples and sampler Penetration resistance (as measured by blowcounts) indicate that the site soils are somewhat inconsistent h density but density appears to generally increase with depth. Relatively undisturbed samples indicate dry density varying from 81 to 111 pcf. Tile site soils were found to be generally dry throughout the depth of our borings but some of the silty layers were wet. Moisture content varying from I to 42 percent was determined for the samples obtained ,within our borings. laboratory classification testing indicates that the near surface soils consist primarily of fine grained silty sands. Expansion testing indicates that the surface soils are non -expansive and fall within the "very low" ccpansion category in accordance with the Uniform Building Code classification system. The somewhat inconsistent moisture conditions suggest that some of the near surface native soils underlying tlae site may be susceptible to settlements due to hydroconsolidation and compression. Groundwater was not encountered in our borings and groundwater is expected to be in excess of 100 feet below the existing ground surface. Groundwater should not be a factor in foundation design or construction. CONCLUSIONS AND RECOMMENDATIONS Based upon our previous and recent field and laboratory investigations, it is our opinion that the proposed Pavilion at La Quinta commercial complex is feasible from a soil mechanic's standpoint provided that the recommendations included in this report are considered in building foundation design and site preparation. Due to the somewhat inconsistent conditions of the near surface soils, remedial grading including overexcavation and. recompaction is recommended for the proposed building areas. We recommend that remedial grading within the proposed building areas include overexcavation and recompaction of the primary foundation bearing soils. Specific recommendations for site preparation are presented in the site grading section of this report. Groundwater was not encountered within our borings and groundwater is expected to be in excess of 100 feet below the. existing ground surface. Due to the depth to groundwater, specific liquefaction analyses were not performed. Based upon the depth to groundwater, the potential for liquefaction and the related surficial affects of i uefaction i_ mptgite are co deed negligible. The site ismlocated within an active seismic area of Southern California within approximately 8.7 kilometers of the San Andreas fault. Strong ground motion resulting from earthquake activity along the nearby San Andreas or San Jacinto fault systems is likely to impact the site during the anticipated lifetime of the structures. Structures should be designed by professionals familiar with the geologic and seismic setting of the site. As a minimum, structure design should conform to Uniform Building Code (UBC) requirements for Seismic Zone 4. Pertinent seismic design criteria as outlined in the 1997 UBC, is summarized in Appendix C. Sladden .Engineering * 4, February 17, 2004 -3- Project No. 5444010 04-02-139 Caving did occur within each of our exploratory borings and the surface soils will be susceptible to caving within deeper excavations. All excavations should be constructed in accordance with the normal CalOSHA excavation criteria. On the basis of our observations of the materials encountered, we anticipate that the subsoils will conform to those described by CalOSHA as Type C. Soil conditions Jlould be verified in the field by a "Competent person" employed by the Contractor. The surface soils encountered during our investigation were found to be non -expansive. Laboratory testing indicated an Expansion Index of 0, which corresponds with the "very low" category in accordance with UBC Standard 18-2. If imported soils are to be used during grading, they should have an Expansion Judex of less than 20. The following recommendations present more detailed design criteria that have been developed on the basis of our field and laboratory investigation. Foundation Design: The results of our investigation indicate that either conventional shallow continuous footings or isolated pad footings that are supported upon properly compacted soils may be expected to provide satisfactory support for the proposed structures. Recompaction should be performed as described in the Site Grading Section of this report. Footings should extend at least 12 inches beneath lowest adjacent grade for single -story structures. Isolated square or rectangular footings at least 2 -feet square may be designed using an allowable bearing value of 2000 pounds per square foot. Continuous footings at least 12 inches wide may be designed using an allowable bearing value of 1800 pounds per square foot. Allowable increases of 200 psf for each additional 1 -foot of width and 200 psf for each additional 6 -inches of depth may be utilized for larger footings. The maximum allowable bearing pressure should be 3000 psf. The allowable bearing pressures are for dead and frequently applied live loads and may be increased by 1/3 to resist wind, seismic or other transient loading. Because of the hydroconsolidation potential of some of the soils underlying the site, care should be taken to see that bearing soils are not allowed to become saturated from the ponding of rainwater or irrigation. Drainage from the building areas should be rapid and complete. The recommendations made in the preceding paragraphs are based on the assumption that all footings will be supported upon properly compacted engineered fill soils. All grading shall be performed under the testing and inspection of the Soils Engineer or his representative. Prior to the placement of concrete, we recommend that the footing excavations be inspected in order to verify that they extend into compacted soil and are free of loose and disturbed materials. Settlements: Settlements may result from the anticipated foundation loads. These estimated ultimate settlements are calculated to be a maximum of 1 -inch when using the recommended bearing values. As a practical matter, differential settlements between footings can be assumed as one-half of the total settlement. &/ Sladden Engineering February 17, 2004 4- Project No. 5444010 04-02-139 Lateral Design: Resistance to lateral loads can be provided by a combination of friction acting at the base of the slabs or foundations and passive earth pressure along the sides of the foundations. A coefficient of friction of 0.45 between soil and concrete may be used with dead load forces only. A passive earth pressure of 275 pounds per square foot, per foot of depth, may be used for the sides of footings, which are poured against properly compacted native soils. Passive earth pressure should be ignored within the upper 1 -foot except where confined (such as beneath a floor slab). When used in combination, either the passive resistance or the coefficient of friction should be reduced by one-third. Retaining Walls: Retaining walls may be required to accomplish the proposed 'construction. Cantilever retaining walls may be designed using "active" pressures. Active pressures may be estimated using an equivalent fluid weight of 35 pcf for native backfill soils with level free - draining backfill conditions, For walls that are restrained, "at rest" pressures should be utilized in design. At rest pressures may be estimated using an equivalent fluid weight of 55 pcf for native backfill soils with level free -draining backfill conditions. Expansive Soils: Due to the prominence of non -expansive soils on the site, special expansive soil design criteria should not be necessary for the design of foundations and concrete slabs -on - grade. Final design criteria shoul&be established by the Structural Engineer. Concrete Slabs -on -Grade: All surfaces to receive concrete slabs -on -grade should be underlain by recompacted soils as described in the Site Grading Section of this report. Where slabs are to receive moisture sensitive floor coverings or where dampness of the floor slab is not desired, we recommend the use of an appropriate vapor barrier. Vapor barriers should be protected by at least two inches of sand in order to reduce the possibility of damage and to aid in obtaining uniform concrete curing. Reinforcement of slabs -on -grade in order to resist expansive soil pressures may not be required, however reinforcement will have a beneficial effect in containing cracking due to concrete shrinkage. Temperature and shrinkage related cracking should be anticipated in all concrete slabs -on -grade. Slab reinforcement and the spacing of control joints should be determined by the Structural Engineer. Soluble Sulfates: The soluble sulfate concentrations of the surface soils were determined to be approximately 555 parts per million (ppm). Soluble sulfate concentration will likely change as a result of the recommended site grading. Soluble sulfate content should be determined after grading and appropriate concrete mix designs should be selected in accordance with UBC Table 19-A-3. Sladden Engineering February 17, 2004 -5- Project No. 544-4010 04-02-139 Tentative Pavement Design: All paving should be underlain by a minimum compacted fill thickness of 12 inches (excluding aggregate base). This may be performed as described in the Site Grading Section of this report. R -Value testing performed during our previous investigation resulted in an R -Value of 62. On this basis, a pavement section of 3.0 inches of asphalt on 4.0 inches of base material should be applicable for the design of the majority of the onsite pavement. 'rhe appropriate pavement sections for off site improvements will be dependent upon traffic indices determined by the City of La Quinta, California. Aggregate base should conform to the requirements for Class 2 Aggregate base in Section 26 of CalTrans Standard Specifications, January 1992. Asphaltic concrete should conform to Section 39 of the CalTrans Standard Specifications. The recommended sections should be provided with a uniformly compacted subgrade and precise control of thickness and elevations during placement. Pavement and slab designs are tentative and should be confirmed at the completion of site grading when the subgrade soils are in-place. This will include sampling and testing of the actual subgrade soils and an analysis based upon the specific traffic information Shrinkage and Subsidence: Volumetric shrinkage of the material that is excavated and replaced as controlled compacted fill should be anticipated. Me estimate that this shrinkage could vary from 15 to 20 percent. Subsidence of the surfaces that are scarified and compacted should be between 0.1 and 0.2 tenths of a foot. This will vary depending upon the type of equipment used, the moisture content of the soil at the time of grading and the actual degree of compaction attained. These values for shrinkage and subsidence are exclusive of losses that will occur due to the stripping of the organic material from the site, the removal of deleterious materials and the removal of debris, and other subsurface obstructions. General Site Grading: All grading should be performed in accordance with the grading ordinance of the City of La Quinta, California. The following recommendations have been developed on the basis of our field investigation and laboratory testing: 1. Clearing and Grubbing: Proper clearing of any existing vegetation and debris will be very important. All surfaces to receive compacted fill should be cleared of roots, vegetation, debris, and other unsuitable materials which should be removed from the site. Soils that are disturbed due. to the removal of the surface vegetation, previous improvements or artificial fill material should,be replaced as controlled compacted fill under the direction of the Soils Engineer. Sladden Engineering 4 February 17, 2004 -6- Project No. 544-4010 04-02-139 2. Preparation of Building Areas: Within the building areas, removal and recompaction of the primary foundation bearing soils is recommended. As a minimum, removals within the building areas should extend to a depth of at least 3 feet below existing grade or 3 feet below the bottom of the footings, whichever is deeper. The exposed surface should be scarified, moisture conditioned and compacted so that a minimum of 90% relative compaction is attained. Once deleterious materials are removed, the native soils and artificial fill materials may be placed as controlled compacted fill. Overexcavation should be observed by a representative of Sladden Engineering and compaction should be verified by testing. Overexcavation should extend at least 5 feet laterally beyond the footings. 3. Preparation of Surfaces to Receive Compacted Fill: Other areas to receive compacted fill should be brought to near optimum moisture content and compacted to a minimum of 90% relative compaction. 4. Placement of Compacted Fill: Fill materials consisting of on-site soils or approved imported granular soils, should be spread in thin lifts, and compacted at near optimum moisture content to a minimum of 90% relative compaction. Imported material shall have an Expansion Index not exceeding 20. The contractor shall notify the Soils Engineer at least 48 hours in advance of importing soils in order to provide sufficient time for the evaluation of proposed import materials. The contractor shall be responsible for delivering material to the site that complies with the project specifications. Approval by the Soils Engineer will be based upon material delivered to the site and not the preliminary evaluation of import sources. Our observations of the material encountered during our investigation indicate that compaction will be most readily obtained by means of heavy rubber -wheeled equipment and/or vibratory compactors. At the time of our investigation, the subsoils were found to be quite dry. A more uniform moisture content should be attained during recompaction and fill placement. 5. Preparation of Slab and Pavement Areas: All surfaces to receive asphalt concrete paveinent or concrete slabs -on -grade should be underlain by a minimum compacted fill thickness of 12 inches. This may be accomplished by a.combination of scarification and recompaction of the surface soils and placement of the fill material as controlled compacted fill. Compaction of the slab and pavement areas should be to a minimum of 90 percent relative compaction. 6. Testing and Inspection: During grading tests and observations should be performed by the Soils Engineer or his representative in order to verify that the grading is being performed in accordance with the project specifications. Field density testing shall be performed in accordance with acceptable ASTM test methods. The minimum acceptable degree of compaction should be 90,percent of the maximum dry density as obtained by the ASTM D1557-91 test method. Where testing indicates insufficient density, additional compactive effort shall be applied until retesting indicates satisfactory compaction. Sladden Engineering February 17, 2004 -7- Project No. 5444010 04-02-139 GENERAL the findings and recommendations presented in this report are based upon an interpolation of the soil conditions between the exploratory boring locations and extrapolation of these conditions throughout the proposed building area. Should conditions encountered during grading appear different than those indicated in this report, this office should be notified. phis report is considered to be applicable for use by Thomas Enterprises, Inc. and its consultants for the specific site and project described herein. The use of this report by other parties or for other projects is JIM authorized. The recommendations of this report are contingent upon monitoring of the grading operations by a representative of Sladden Engineering. All recommendations are considered to be tentative pending our review of the grading operations and additional testing, if indicated. If others are employed to perform any soil testing, this office should be notified prior to such testing in order to cwordinate any required'site visits by 'our representative and to assure indemnification of Sladden Engineering. Our investigation was conducted prior to the completion of plans for the project. We recommend that a pre job conference be held on the site prior to the initiation of site grading. The purpose of this meeting vill be to assure a complete understanding of the recommendations presented in this report as they apply to the actual grading performed. } Sladden Engineering R APPENDIX A -FIELD EXPLORATION for our field investigation, 10 exploratory borings were excavated on January 16, 2004, using a truck rounted hollow stem auger rig (Mobile •B53) in the approximate locations indicated on the site plan included in this appendix. Continuous logs of the materials encountered were made on the site by a representative of Sladden Engineering. Boring logs are included in this appendix. Representative undisturbed samples were obtained within our borings by driving a thin-walled steel Penetration sampler (California split spoon sampler) or a Standard Penetration Test (SPT) sampler with a 140 pound hammer dropping approximately 30 inches (ASTM D1586). The number of blows required to drive the samplers 18 inches was recorded (generally in 6 inch increments). Blowcounts are indicated on ge boring logs. The California samplers are 3.0 inches in diameter, carrying brass sample rings having inner diameters of 2.5 inches. The standard penetration samplers are 2.0 inches in diameter with an inner diameter of 1.5 inches. Undisturbed samples were removed from the sampler and placed in moisture sealed containers in order to preserve the natural soil moisture content. Bulk samples were obtained from the excavation spoils and samples were then transported to our laboratory for further observations and testing. Samples were then transported to our laboratory for further observations and testing. Sladden Engineering :iuir l r 1 1, WMD LI-LUH 1.11 {ISI {'{n' 41 5 j', o�g Will N - �� — DEQ' �f, 100 .. ++lu•~' _�;,` � - , _.� .o..;»:.� ��. - eta _ 81 ' �� Boring .Location Map The Pavilion at La Quinta North Approximate Boring Locations NWC Highway 111 and Adams Street La Quinta, California Sladden Engineering Project Number: 544-4010 Date: 2-9-04 The Pavilion at La Quinta NWC Highway 111 and Adams Street / La Quinta, California Date: 1-16-04 Borine No. 1 Job No.: 544-4010 y y DESCRIPTION °; A c REMARKS U M ° s ° o. .. o o U ° 0 Sand: Grey brown, SP/SM slightly silty, fine grained 5 4/13/17 89 2 --- 14% passing #200 10 20/31/40 Silty Sand: Grey brown, SM 97 11 --- 40% passing #200 very silty, fine grained ,s 30/30/47 Sand: Grey brown, SP , Unrecovered Sample fine grained 20 " 95 6 3% passing #200 M21/50-6" - Recovered Sample Total Depth = 21.5' ® Disturbed Sample No Bedrock No No 25 30 35 40 45 50 r ' - Note: The stratification lines 55 represent the approximate boundaries between the soil types; the transitions may be gradual. The Pavilion at La Quinta NWC Highway 111 and Adams Street / La Quinta, California Date: 1-16-04 orin2 No. 3 Job No.: 544-4010 w ' DESCRIPTION�� 0 a REMARKS Q. Wt E L 0 r L 1�o wW� ri 0 Sand: Grey brown, SP fine grained s 10/16/13 93 3 --- 5% passing #200 .10 _ 16/30/44 97 3 -•- 3% passing #200 is - 22/45/50 105 5 - 2% passing 4200 20 Sandy Silt: Brown, ML 31/42/50 very sandy 99 13 55% passing #200 Total Depth = 21.5' - Recovered Sample No Bedrock _ No Groundwater 25 30 35 40 45 50 Note: The stratification lines 55 represent the approximate boundaries between the soil types; the transitions may be gradual. The Pavilion at La Quinta NWC Highway 111 and Adams Street / La Quinta, California Date: 1-16-04 orin2 No. 4 Job No.: 544-4010 • C 3 6 V v O DESCRIPTION F C o M a REMARKS E o a — as V o0 's � ] a a � o � U0 0 Sand: Grey brown, SP tine grained 5 10/13/17 97 2 - 2% passing #200 1019/32/40 - Silty Sand: Grey brown, SM 101 4 --- 25% passing #200 113/24/25 fine grained �s Clayey Silt: Brown, sandy ML 87 17 --- 83% passing #200 20 Sand: Grey brown, SP - 18/50-6" fine grained 98 3 --- 2% passing 9200 - Recovered Sample Total Depth = 21.5' No Bedrock No Groundwater 25 30 35 40 45 50 - Note: The stratification lines 55 represent the approximate boundaries between the soil types: the transitions may be gradual. The Pavilion at La Quinta NWC Highway 111 and Adams Street / La Quinta, California Date: 1-16-04 Borin No.5 JobNo.:544-4010 . rr DESCRIPTION 011 p REMARKS a� 94 0 Sand: Grey brown, SP finc grained s - 6/10/13 " 92 4 --- 2% passing 4200 - _ 9/23/33 No Recoverey i5 15/23/40 Silty Clay: Brown CL 92 29 ---96% passing #200 20 Sand: Grey brown, SP 27!39/5(1 fine grained No Recoverey - Recovered Sample Total Depth = 21.5' No Bedrock ® Disturbed Sample No Groundwater 25 30 35 40 b 45 50 - Note: The stratification lines 55 represent the approximate boundaries between the soil types; the transitions may be gradual. I . I 41 . r Y r v APPENDIX B Laboratory Testing Laboratory Test Results Sladden Engineering APPENDIX B LABORATORY TESTING Representative bulk and relatively undisturbed soil samples were obtained in the field and returned to our hboratory for additional observations and testing. Laboratory testing was generally performed in two mases.. The first phase consisted of testing in order to determine the compaction of the existing natural sail and the general engineering classifications of the soils underlying the site. This testing was lerfonned in order to estimate the engineering characteristics of the soil and to serve as a basis for selecting samples for the second phase of testing. The second phase consisted of soil mechanics testing. this testing including consolidation, shear strength and expansion testing was performed in order to Fovide a means of developing specific design recommendations based on the mechanical properties of U soil. CLASSIFICATION AND COMPACTION TESTING Unit Weight and Moisture Content Determinations: Each undisturbed sample was weighed and measured in order to determine its unit weight. A small portion of each sample was then subjected to testing in order to determine its moisture content. This was used in order to determine the dry density of the soil in its natural condition: The results of this testing are shown on the Boring Logs. Haximum Density -Optimum Moisture Determinations: Representative soil types were selected for maximum density determinations. This testing was performed in accordance with the ASTM Standard D1557-91, Test Method A. The results of this testing are presented graphically in this appendix. The maximum densities are compared to the field densities of the soil in order to determine the existing relative compaction to the soil. This is shown on the Boring Logs, and is useful in estimating the strength and compressibility of the soil. Classification Testing: Soil samples were selected for classification testing. This testing consists of mechanical grain size analyses and Atterberg Limits determinations. These provide information for developing classifications for the soil in accordance with the Unified Classification System. This classification system categorizes the soil into groups having similar engineering characteristics. The results of this testing are very useful in detecting variations in the soils and in selecting samples for further testing. SOIL MECHANIC'S TESTING Direct Shear Testing: Two bulk samples were selected for Direct Shear Testing. This testing measures the shear strength of the soil under various normal pressures and is used in developing parameters for foundation design and lateral design. Testing was performed using recompacted test specimens, which were saturated prior to testing. Testing was performed using a strain controlled test apparatus with normal pressures ranging from 800 to 2300 pounds per square foot. Expansion Testing: These bulk samples were selected for Expansion testing. Expansion testing was performed in accordance with the UBC Standard 18-2. This testing consists of remolding 4 -inch diameter by 1 -inch thick test specimens to a moisture content and dry density corresponding to approximately 50 percent saturation. The samples are subjected to a surcharge of 144 pounds per square foot and allowed to reach equilibrium. At that point the specimens are inundated with distilled water. The linear expansion is then measured until complete. Sladden Engineering i Ln APPENDIX C 1997 UBC Seismic Design Criteria Sladden Engineering 1997 UNIFORM BUILDING CODE SEISMIC DESIGN INFORMATION F The International Conference of Building Officials 1997 Uniform Building Code contains substantial revisions and additions to the earthquake engineering section in Chapter 16. New concepts contained in ke updated code that will likely be relevant to construction of the proposed structures are summarized telow. Ground shaking is expected to be the primary hazard most likely to affect the site, based upon proximity 10 significant faults capable.of generating large earthquakes. Major fault zones considered to be most likely to create strong ground, shaking at the site are listed below. Fault Zone Approximate Distance From Site Fault Type 1997 UBC San Andreas 8.7 km A San Jacinto 32 km A Based on our field observations and understanding of local geologic conditions, the soil profile type judged applicable to this site is S,,, generally described as stiff or dense soil. The site is located within UBC Seismic Zone 4. The following table presents additional coefficients and factors relevant to seismic mitigation for new construction upon adoption of the 1997 code. Madden Engineering Near -Source Near -Source Seismic Seismic Seismic Acceleration Velocity Coefficient Coefficient -Source Factor, Na Factor Nv Ca Cv San Andreas /1.1 1.3 0.44 Na 0.64 N„ San Jacinto . h.0 1.0 1 0.44 Na 1 0.64 N„ Madden Engineering • 4-4-4' it is 4-w x -k 4, -k :k 4- E E Q F A U L T Y Version 3.00 -, k ,.:k w k x * -k -k +.. x * 4 * x , DETERMINISTIC ESTIMATION OF PEAK ACCE�ERATlON FROM DIGITIZED FAUTTS JOB NUMBER: 544-4010 DATE: 02-0E-2004 JOB NAME: 'NWC Highway 112, & Adams Street La 'Quinti, California CALi ULP.'CION NAME: Test Run Analysis FAULT -DATA -FILE NAME: CDMGFLTE.DAT SITE COORDINATES: SITE LATITUDE: 33:7094 SITE LONGITUDE:' 116.284-4 SEARCH RADIUS: 100 'm= ATTENUATION RELATION: 5) Boore et al. (1997) Horiz. - SOIL (310) UNCERTAINTY (M=Median, S=Sigma): M Number of Sigmas: 0.0 ' .DISTANCE MEASURE: cd_2drp SCOND: 0 Basement Depth: 5.00 km Campbell SSR: Campbell SHR: COMPUTE PEAK HORIZONTAL ACCELERATION FAULT --DATA FILE USED: CDMGFLTE.DA.T MINIMUM DEPTH VALUE (km): 0.0 --------------- EQFAUL-T SUMMARY --------------- ----------------------------- DETERMINISTIC SITE PARAMETERS ----------------------------- Pare I ------------------------------------------------------------------------------- I (ESTIMATED MAX. EARTHQUAKE EVENT i APPROXIMATE I ------------------------------- ABBREVIATED I DISTANCE I MAXIMUM I PEAK JEST. SITE FAULT NAME I mi (km) IEARTHQUAKEI SITE (INTENSITY I MAG.(Mw) I ACCEL. q IMOD.MERC. SAN ANDREAS - Coachella 1 5.4; 8.7)1 7.1 1 0.311 1 IX SAN ANDREAS - Southern 1 5.4( 8.7)1 7.4 1 0.434 1 X BURNT MTN. 1 1-7.1( 27.6)1 6.4 1 0.118 1 VII EUREKA PEAK 1 18.1( 29.1)1 6.4 1 0.113 1 VII SAN ANDREAS - San Bernardino 1 18.5( 29.8)1 7.3 1 0.178 I VIII SAN JACINTO-ANZA 1 21.3( 34.3)) 7.2 1 0.152 I VIII SAN JACINTO-COYOTE CREEK 1 21.7( 34.9)1 6.8 1 0.122 1 VII PINTO MOUNTAIN 1 29.9( 48.1)1 7.0 J 0.106 1 VII EMERSON So. - COPPER MTN. 1 31.5( 50.7)1 6.9 1 0.096 1 VII LANDERS 1 32.2( 51.9)1 7.3 1 0.117 1 VII PISGAH-BULLION MTN.-MESQUITE LK 1 33.7( 54.2)1 7.1 1 0.102 1 VII SAN JACINTO - BORREGO 1 35.6( 57.3)1 6.6 1 0.075 1 VII SAD: JACIN`1'O-SAN JACINTO VALLEY 1 36.4( 58.6)1 6.9 1 0.086 1 VII NORTH FRONTAL FAULT ZONE (East) 1 37.2( 59.8)1 6.7 1 0.093 1 VII EARTHQUAKE VALLEY 1 40.3( 64.8)1 6.5 0.065 1 VI BRAWLEY SEISMIC ZONE 1 41.6( 66.9)1 6.4 1 0.060 1 VI JOHNSON VALLEY (Northern) 1 43.1( 69.3)1 6.7 1 0.068 1 VI ELSINORE-JULIAN 1 43.6( 70.2)1 7.1 1 0.083 1 VII CALICO - HIDALGO 1 44.8( 72.1)1 7.1 1 0.082 1 VII ELSINORE-TEMECULA 1 47.8( 76.9)1 6.8 1 0.066 1 VI LENWOOD-LOCKHART-OLD WOMAN SPRGSI 48.8( 78.6)1 7.3 1 0.085 1 VI1 ELMORE RANCH 1 49.0( 78.8)1 6.6 1 0.059 1 VT NORTH FRONTAL FAULT 'LONE (West; 1 49.2( 79.2)1 7.0 1 0.088 1 VII ELSINORE-COYOTE MOUNTAIN 1 51.6( 83.1)1 6.8 1 0.062 1 VI SUPERSTITION MTN. (San Jacinto) 1 53.7( 86.4)1 6.6 1 0.055 1 VI SUPERSTITION HILLS (San Jacinto)1 54.6( 87.8)1 6.6 1 0.054 1 VI HELENDALE - S. LOCKHARDT 1 56.7( 91.3)1 7.1 1 0.068 1 VI. SAN JACINTO-SAN BERNARDINO 1 58.7( 94.5)1 6.7 1 0.054 1 VI ELSINORE-GLEN IVY 1 61.3( 98.7)1 6.8 1 0.055 1 VI CLEGHORN 1 66.1( 106.3)1 6.5 1 0.044 1 VI IMPERIAL 1 68.7( 110.6)1 7.0 1 0.056. 1 VI L•AGUNA SALADA 1 71.8( 115.6)1 7.0 1 0.054 1 VI CUCAMONGA 1 73.8( 7.1.8.7)1 7.0 1 0.064 1 VI CHINO -CENTRAL AVE: (Elsinore) 1 74.3( 119.5)1 6.7 1 0.054 1 VI NEWPORT-INGLEWOOD (Offshore) 1 76.1( 122.5)1 6.9 1 0.049 1 VI ROSE CANYON 1 76.2( 122.6)1 6.9 1 0.049 1 VI WHITTIER 1 78.4( 126.1)1 6.8 1 0.045 1 VI SAN ANDREAS - Mojave 1 82.8( 133.2)1 7.1 1 0.051 I VI SAN ANDREAS - 1857 Rupture 1 82.8( 133.2)! 7.8 1 0.073 1 VII SAN JOSE 1 85.5( 137.6)1 6.5 1 0.044 1 VI ----------------------------- DETERMINTSTIC SITE PARAMETER-, r t ----------------------------- DETERMINTSTIC SITE PARAMETER-, Pace 2 ------------------------------------------------------------------------------- I ! ESTIMATED MAX. EARTHQUAKE EVENT I APPROXIVATE i------------=------- ----------- ASBREVTATED I DISTANCE MAXIMIJh'_ I PEAK JEST. S=TE _=A�11,7 NAME: I mi (rJn) iEARTHQUAKEI SITE IINTENS-TY I MAG. (Mw) I ACCEL, g IMOD. MERC. GRAVEL HILLS - HARPER LAKE 1 88.2( 142.0;; 6.9 1 0.043 1 Vi SIERRA MADRE I 88.4( 142.3)1 7.0 1 0.056 1 VI ELYSIAN PARK THRUST 1 90.6( 145.8): 6.7 i 0.047 i VT tORONADO RANK 1 91.3( 157.0)1 7.4 1 0.055 i V" NEWPORT-INGLEWOOD (L. A.5asir:) 1 94.6( 152.2)., 6.9 1 0.041. V CLAMSHEL•T,-SAWP_T 1 96.9( 156.0)1 6.5 1 0.040 I V COMPTON THRUS.' I •97.3( 156.6)1 6.8 1 0.04(a i V'1 PALOS VERDES 99.5 ( :.60.2)1 7.:I. 1 0.044 V. a# *4 #-T # k 'Y# a# a! k k 4 -END OF SEARCH- 48 FAULTS FOUND WITF.IN THE SPECIFIED SEARCH RADIUS. THE SAN ANDRE-AS - Coachella FAULT IS CLOSEST TO THE SITE. IT IS ABOUT 5.4 MILES (8.7 km) AWAY. LARGEST. A'IAXIMiJM-EAR'1'HQCAKE SITE ACCELERATION: 0.4345 g r , CALIFORNIA FAULT MAP NWC Highway I 1 I & Adams Street / La Quinla 1100 J000- 900--- 800 1000900- 800 700 600 500 400 300 200' 100 o'd� SITE 0 w -100 400 -300 -200 -100 0 100 200 300 400 500 600 r STRIKE -SLIP FAULTS 5) Boore et al. (1997) .Horiz. - SOIL (3 10) M=5 M=6 M=7 M=8 1 10, 100 Distance (adistl (km) DIP -SLIP FAULTS 5) Boore et al. (1997) Horiz. - SOIL (3 10) M=5 M=6 M=7 M=8 1 10 1 100 Distance 'fadistj (km) EARTHQUAKE MAGNITUDES & DISTANCES NWC Highway l 1 1 & Adams Street / La Quinta 7.75 .1 1 10 Distance (mi) 'CI • .7.50 7.25 a� 7.00 M N N 6.75 • moo* .1 1 10 Distance (mi) 'CI BLIND -THRUST FAULTS 5) Boore et al: (1997) Horiz. - SOIL (3 10) M=5 M=6 M=7 M=8 .001 1 10 100 Distance fadist] (km) o a� U U .001 1 10 100 Distance fadist] (km) MAXIMUM EARTHQUAKES NWC Highway 111 & Adams Street /La Quinta 10 lob Distance (mi) TITLE 24 REPORT Title 24 Report for: Bed, Bath & Beyond- The Pavillion at La Quinta NEC of Highway 111 & Adams Street La Quinta, Ca Project Designer: Smith Consulting- Architects 12220 EI Camino Real, Suite 200 San Diego, Ca 92130 858-793-4777 Report Prepared By: Krishna C. Kumar P.E. Guthrie and Associates Inc. 370 S. Crenshaw Blvd., Suite E-104 Torrance, CA 90501 (310) 787-7825 CE�_Y OF L.A QUINTA BUILDING & SAFETY DEPT. APPROVED Job Number: FC�dSUCTI N 040310-B DATE is o Date: 8/2/2004 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2001 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC (415) 883-5900. �� EnergyPro 3.1 By EnergySoft Job Number: 040310-B User Number: 1645 r-- 41 PERFORMANCE CERTIFICATE OF COMPLIANCE Part 1 of 3 PE= RF-1 PROJECT NAME Bed, Bath & Beyond- The Pavillion at La Quinta DATE 4/15/2004 PROJECT ADDRESS NEC of Highway 111 & Adams Street La Quinta DOCUMENTATION AUTHOR -- _+ PRINCIPAL DESIGNER - ENVELOPE Smith Consulting- Architects TELEPHONE 858-793-4777 Building Permit # PHASE OF CONSTRUCTION ® DOCUMENTATION AUTHOR Guthrie and Associates Inc. TELEPHONEChecked (310) 787-7825 _ by/Date Enforcement Agency Use GENERAL INFORMATION This Certificate of Compliance lists the building features and performance specifications needed to comply with Title 24, Parts 1 and DATE OF PLANS DOCUMENTATION AUTHOR BUILDING CONDITIONED FLOOR AREA 30,000Sq.Ft. CLIMATE ZONE 15 BUILDING TYPE ® NONRESIDENTIAL HIGH RISE RESIDENTIAL HOTELIMOTEL GUEST ROOM PHASE OF CONSTRUCTION ® NEW CONSTRUCTION ADDITION ❑ ALTERATION EXISTING + ADDITION STATEMENT OF COMPLIANCE This Certificate of Compliance lists the building features and performance specifications needed to comply with Title 24, Parts 1 and 6, of the State Building Code. This certificate applies only to a Building using the performance compliance approach. DOCUMENTATION AUTHOR SIG A c CI,'.,�,/ D Tq Krishna C. Kumar P.E. �(/ / f� Q The Principal Designers hereby certify that the proposed building design represented -in the construction documents and esmodelled for this permit application are consistent with all other forms and worksheets, specifications, and other calculations submitted with this permit application. The proposed building as designed meets the energy efficiency requirements of the State Building Code, Title 24, Part 6. EN LTG. ME 1. 1 hereby affirm that I am eligible under the provisions of Division 3 of the Business and Professions Code to ign this document as the person responsible for its preparation; and that I am licensed as a civil engineer, mechanical engineer, electrical engineer or architect. ❑ ❑ ❑ 2. 1 affirm that I am eligible under the provisions of Division 3 of the Business and Professions Code Section 5537.2 or 6737.3 to sign this document as the person responsible for its preparation; and that I am a licensed contractor preparing documents for work that I have contracted to perform. 3. 1 affirm that I am eligible under Division 3 of the Business and Professions Code to sign this document because it pertains to a structure or type of work described as exempt pusuant to Business and Professions Code Sections 5537, 5538, and 6737.1. (These sections of the Business and Professions Code ae printed in full in the Nonresidential Manual.) ENVELOPE COMPLIANCE Indicate location on plans of Note Block for Mandatory Measures r ENV -1 Required Forms PRINCIPAL ENVELOPE DESIGNER - NAME SIGNATURE LIC. NO. DATE Smith Consultin - Architects LIGHTING COMPLIANCE Indicate location on plans of Note Block for Mandatory Measures Lighting Compliance Not In The Scope Of Required Forms PRINCIPAL LIGHTING DESIGNER - NAME SIGNATURE LIC. NO. DATE MECHANICAL COMPLIANCE Indicate location on plans of Note Block for Mandatory Measures . 0A 3 MECH-1 ME61-1-2 MECH-3 Required Forms PRINCIPAL MECHANICAL DESIGNER - NAME IGN TURE LIC. NO. D T Guthrie and Associates Inc.c v M22�i (� d lEnergyPro 3.1 By EnergySoft User Number: 1645 Job Number: 040310-B Paae:3 of 18 PERFORMANCE CERTIFICATE OF COMPLIANCE Part 2 of 3 PERF -1 PERFORMANCE CERTIFICATE OF COMPLIANCE Part 3 of 3 PERF -1 The local enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The local enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies based on the adequacy of the secial 'ustificatior and documentation submitted. Lhe HVAC System "LENNOX LGA060- A/C' includes an Economizer. This system has a cooling output < 75,000 btuh or a supDly cfmI < The exceptional features listed in this performance approach application have specifically been reviewed. Adequate written justification and documentation for their use have been provided by the applicant. Outhorized Signature or Stamp EnergyPro 3.1 By EnergySoft User Number: 1645 Job Number: 040310-B Paae:5 of 18 1 PROJECT NAME Bed, Bath & Beyond- The Pavillion at La Quinta DATE 4/15/2004 IMIZONE INFORMATION Floor Inst. Port. Area LPD LPD System Name Zone Name Occupancy Type (sgft.) (W/sf)1 (W/sf)1 Ctrl. Credits (W/w Tailored Proc. Loads (W/sf) LPD (W/so 3 Offices- 5 Ton A/C First Floor Office 915 *1.300 Mezzanine Floor Office 915 *1.300 Sales/Stock Area -(6)17.5t a/c Sales Area/Stock Rm. Retail/Wholesale Sales 27,790 *2.000 Receiving Area (Unit Heater) Receiving Area Industrial Storage 380 *0.600 Notes: 1. See LTG -1 (items marked with asterisk, see LTG -2 by others) 2. See LTG -3 3. See LTG4 Items above require special documentation EXCEPTIONAL CONDITIONS COMPLIANCE CHECKLIST The local enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The local enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies based on the adequacy of the secial 'ustificatior and documentation submitted. Lhe HVAC System "LENNOX LGA060- A/C' includes an Economizer. This system has a cooling output < 75,000 btuh or a supDly cfmI < The exceptional features listed in this performance approach application have specifically been reviewed. Adequate written justification and documentation for their use have been provided by the applicant. Outhorized Signature or Stamp EnergyPro 3.1 By EnergySoft User Number: 1645 Job Number: 040310-B Paae:5 of 18 1 4 4 ENVELOPE COMPLIANCE SUMMARY Performance ENV -1 PROJECT NAME Bed, Bath & Beyond- The Pavillion at La Quintal DATE 4/15/2004 OPAQUE SURFACES SHGC Glazing Type Location / Comments 1 Window 380 1.190 180 0.83 Single Clear Sales Area/Stock Rm. Surface Framing # Type Type Act. Area U -Fac. Azm. Tilt Solar Gains y/N Form 3 Reference Location / Comments 1 lRoof INone 915 0.030 0 0 X11 IR-3ORoof/AcousticCeilin Mezzanine Floor 2 Roof None 27.790 0.016 180 0 X11 IR -30 Roof/No Ceiling Sales Area/Stock Rm. 3 Wall None - 926 0.690 0 90 X 8" CMU Sales Area/Stock Rm. 4 Door None 42 1 0.581 0 90 Hollow Metal Door Sales Area/Stock Rm. 5 Wall Metal 494 0.117 180 90 R-19 Frame Wall Sales Area/Stock Rm. 6 Wall None 4,604 0.690 180 1 90 X 8" CMU Sales Area/Stock Rm. 7 Door None 42 0.581 180 90 Overhang Left Fin Right Fin Len. H t. LExt.RExt. Dist. Len. H t. Dist. Len H t. Hollow Metal Door Sales Area/Stock Rm. 8 Wall None 2,806 0.690 270 90 X 8" CMU Sales Area/Stock Rm. 9 Wall None 2,785 0.690 90 90 8" CMU Sales Area/Stock Rm. 10 Door None 21 1 0.581 90 90 X11 I Hollow Metal Door Sales Area/Stock Rm. 11 Wall None 347 0.690 270 90 x1l 18" CMU Receiving Area 12 Door None 21 0.581 270 1 90 X11 I Hollow Metal Door Receiving Area 13 lWall None 531 0.690 0 1 90 x1i 181, CMU Receiving Area 14 IDoor INone 21 0.581 0 1 90 X11 I Hollow Metal Door Receiving Area 15 Wall None 303 0.690 90 90 X11 18" CMU Receiving Area 16 Door None 65 1.176 90 90 x1l I Roll Up Door Receiving Area 17 Roof None 380 0.016 180 0 X R-30 Roof/No Ceiling Receiving Area FENESTRATION SURFACES Site Assembled GlazingLl t,.necK oux a aunamg is — i 00,000 sgtt or 0-A ano — 1 U,Uuu sqtt vertical glazing then NFRC Certification is required. Follow NFRC 100 -SR PrnrPrhirAc nnri ciihmi► AIFRr I �ho1 r'arlifirern Corm # Type Area U -Fac. Act. Azm. SHGC Glazing Type Location / Comments 1 Window 380 1.190 180 0.83 Single Clear Sales Area/Stock Rm. EXTERIOR SHADING # Exterior Shade Type Window SHGC Hgt. Wd. Overhang Left Fin Right Fin Len. H t. LExt.RExt. Dist. Len. H t. Dist. Len H t. 1 None 0.76 10.0 38.0 13.0 0.1 13.0 13.0 Run Initiation Tomee 04/15/04 15:01 Run Codew 1082066496 EnergyPro 3.1 By EnergySoft User Number: 1645 Job Number. 040310-B Page:6 of 18 CERTIFICATE OF COMPLIANCE Performance MECH�1 PROJECT NAME Bed, Bath & Beyond- The Pavillion at La Quinta SYSTEM FEATURES SYSTEM NAME TIME CONTROL SETBACK CONTROL ISOLATION ZONES HEAT PUMP THERMOSTAT? ELECTRIC HEAT? FAN CONTROL VAV MINIMUM POSITION CONTROL? SIMULTANEOUS HEAT/COOL? HEATING SUPPLY RESET COOLING SUPPLY RESET HEAT REJECTION CONTROL VENTILATION ' OUTDOOR DAMPER CONTROL ECONOMIZER TYPE DESIGN O.A. CFM MECH-3, COLUMN I HEATING EQUIPMENT TYPE HEATING EQUIPMENT EFFICIENCY COOLING EQUIPMENT TYPE COOLING EQUIPMENT EFFICIENCY MAKE AND MODEL NUMBER PIPE INSULATION REQUIRED? PIPE/DUCT INSULATION PROTECTED? HEATING DUCT LOCATION I R -VALUE COOLING DUCT LOCATION R -VALUE VERIFIED SEALED DUCTS IN CEILING/ROOF SPACE DATE 4/15/2004 MECHANICAL SYSTEMS DHW Heater Offices- 5 Ton A/C I I Sales/Stock Area -(6)17.5t n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a Yes Yes n/a I n/a Programmable Switch Heating & Cooling Required n/a n/a n/a Constant Volume No No Constant Tem Constant Tem n/a Air Balance Auto Fixed Tem (Integrated) 318 cfm Gas Furnace 79% AFUE Packaged DX 12.0 SEER / 10.3 EER LENNOX LGA060- A/C Yes Yes Ducts Outdoors 4.2 Ducts in Attic 4.2 No a Ir Programmable Switch Heating & Cooling Require TIME CONTROL n/a n/a Constant Volume No No Constant Tem Constant Tem n/a Air Balance Auto Fixed Tem (integrated) 6948 cfm Gas Furnace 80% AFUE Packaged DX 11.2 EER LENNOX LGA2101-1- A/C Yes Yes Ducts in Conditioned n/a Ducts in Conditioned n/a No CODE TABLES: Enter code from table below into columns above. NOTE TO FIELD i i. i i I a Y ry i i i i i HEAT PUMP THERMOSTAT? Y: Yes W. NO TIME CONTROL SETBACK CTRL. ISOLATION ZONES FAN CONTROL ELECTRIC HEAT? S: Prog. Switch 0: Occupancy Sensor M: Manual Timer H: Heating C: Cooling B: Both Enter Number of Isolation Zones. I: Inlet Vanes P: Variable Pitch V: VFD O: Other C: Curve VAV MINIMUM POSITION CONTROL? SIMULTANEOUS HEAT I COOL? HEAT AND COOL SUPPLY RESET? VENTILATIONOUTDOOR DAMPER ECONOMIZER O.A. CFM HIGH EFFICIENCY? B: Air Balance C: Outside Air Cert. M: Out. Air Measure D: Demand Control N: Natural A: Auto G: Gravity A: Air W: Water N: Not Required EC: Economizer Control See Section AAA/w19 Enter Outdoor Air CFM. Note: This shall be no less than Col. H on MECH-3. PIPE INSULATION REQUIRED? PIPE/DUCT INSULATION PROTECTED? SEALED DUCTS IN CEILING/ROOF SPACE Run Initiation Time: 04/15/04 15:01:36 Run Code: 1082066496 EnergyPro 3.1 By EnergySoft User Number: 1645 Job Number. 040310-B Page:7 of 18 • CERTIFICATE OF COMPLIANCE Performance MECH-1 PROJECT NAME Bed. Bath & B SYSTEM NAME TIME CONTROL SETBACK CONTROL ISOLATION ZONES HEAT PUMP THERMOSTAT? ELECTRIC HEAT? FAN CONTROL VAV MINIMUM POSITION CONTROL? SIMULTANEOUS HEAT/COOL? HEATING SUPPLY RESET COOLING SUPPLY RESET HEAT REJECTION CONTROL VENTILATION OUTDOOR DAMPER CONTROL ECONOMIZER TYPE DESIGN O.A. CFM MECH-3, COLUMN I HEATING EQUIPMENT TYPE HEATING EQUIPMENT EFFICIENCY COOLING EQUIPMENT TYPE COOLING EQUIPMENT EFFICIENCY MAKE AND MODEL NUMBER PIPE INSULATION REQUIRED? PIPE/DUCT INSULATION PROTECTED? HEATING DUCT LOCATION I R -VALUE COOLING DUCT LOCATION R -VALUE VERIFIED SEALED DUCTS IN CEILING/ROOF SPACE d- The Pavillion at La Quinta MECHANICAL SYSTEMS Receiving Area (Unit Heater Programmable Switch Heating & Cooling Required n/a n/a n/a Constant Volume No No Constant Tem OA Reset n/a Air Balance Auto No Economizer 95 cfm Gas Furnace 81 %AFUE Built -Up SZ n/a LENNOX LF24-100A- UH Yes Yes Ductless / with Fan n/a Ductless n/a No DATE 4/15/2004 NOTE TO FIELD 1 i i CODE TABLES: Enter code from table below into columns above. HEAT PUMP THERMOSTAT? Y: Yes N: No TIME CONTROL SETBACK CTRL. ISOLATION ZONES FAN CONTROL ELECTRIC HEAT? S: Prog. Switch O: Occupancy Sensor M: Manual Timer H: Heating C: Cooling B: Both Enter Number of Isolation Zones. I: Inlet Vanes P: Variable Pitch V: VFD O: Other C: Curve VAV MINIMUM POSITION CONTROL? SIMULTANEOUS HEAT/ COOL? HEAT AND COOL SUPPLY RESET? VENTILATION OUTDOOR DAMPER ECONOMIZER O.A. CFM HIGH EFFICIENCY? B: Air Balance C: Outside Air Cert. A: Auto G: Gravity A: Air W: Water Enter Outdoor Air CFM. PIPE INSULATION REQUIRED? M: Out. Air Measure D: Demand Control N: Natural N: Not Required EC: Economizer Control See Section d..,-%. Note: This shall be no less than Col. H on MECH-3. PIPE/DUCT INSULATION PROTECTED? SEALED DUCTS IN CEILING/ROOF SPACE Run Initiation Time: 04/15/0415:01:36 Run Code: 1082066496 EnergyPro 3.1 By EnergySoft User Number: 1645 Job Number. 040310-B Page:8 of 18 CENTRAL SYSTEM FAN SUMMARY MECHANICAL EQUIPMENT SUMMARY Part 1 of 2 MECH-2 PROJECT NAME Bed Bath & Beyond- The Pavillion at La Quinta DATE 4/15/2004 GIQHILLER AND TOWER SUMMARY FAN RETUS N FAN System Name Fan Type Motor Location CFM Efficiency Tons PUMPS CFM Equipment Name Equipment Type Qty. Tot. Qty GPM BHP Motor Eff. Drive Eff. Pump Control 100.0% none LENNOX LGA2101-1- A/C Constant Volume Draw -Through 7,0001 3.80 86.5%.100.0% none LENNOX LF24-100A- UH Constant Volume Draw -Through 1,900 0.10 77.0% 100.0% none 1QHW / BOILER SUMMARY TANK INSUL. Energy Factor or Recovery Efficiency Standby Loss or Pilot System Name System Type Distribution Type Qty Rated Input (Gals.) Vol. Ext. R -Val. Gallon Water Heater Storage Elec. Pipe Insulation 1 10,329 6 0.96 n/a n/a CENTRAL SYSTEM RATINGS HEATING COOLING System Name System Type Qty. Output Aux. kW Eff. Out ut Sensible Efficiency Economizer Type LENNOX LGA060- A/C Packaged DX 1 98,750 0.0 79%AFUE 60,000 45,000 12.0 SEER / 10.3 EER Fixed Temp (Integrate( LENNOX LGA2101-1- A/C Packaged DX 6 208,000 0.0 80%AFUE 210,000 158,75011.2 EER Fixed Temp (Integrate LENNOX LF24-100A- UH Built -Up SZ 1 80,500 0.0 81%AFUE 0 On/a No Economizer CENTRAL SYSTEM FAN SUMMARY SUPPLY FAN RETUS N FAN System Name Fan Type Motor Location CFM BHP Motor Eff. Drive Eff. CFM I BHP Motor Eff. Drive Eff. LENNOX LGA060- A/C Constant Volume Draw -Through 2,200 0.70 77.0% 100.0% none LENNOX LGA2101-1- A/C Constant Volume Draw -Through 7,0001 3.80 86.5%.100.0% none LENNOX LF24-100A- UH Constant Volume Draw -Through 1,900 0.10 77.0% 100.0% none EnergyPro 3.1 By EnergySoft User Number: 1645 Job Number. 040310-13 Page:9 of 18 1 MECHANICAL EQUIPMENT SUMMARY Part 2 of 2 MECH-2 1 PROJECT NAME Bed Pavillion CFM Motor Drive Room Name Qty. CFM BHP Eff. Eff. DATE TERMINAL FAN BASEBOARD— Motor Drive CFM BHP Eff. Eff. Type Output Room Name q . CFM BHP Motor Eff. Drive Eff. EnergyPro 3.1 By EnergySoft User Number: 1645 Job Number: 040310-B Page: 10 of 18 MECHANICAL VENTILATION MECH-3 NAME Bed, Bath & Be JICAL VENTILATION A] md- The Pavillion at La Quinta a © a o o GI AREA BASIS COND. AREA (SF) CFM PER SF MIN. CFM (B x C) 915 0.15 137 915 0.15 137 274 27,790 0.25 6,948 6,948 6,948 3801 0.151 57 OF I PER CFM PEOPI-q PERSON (EXF) Total Total DATE 4/15/2004 REQ'D O.A. (MAX OF D OR G) DESIGN OUTDOOF AIR CFM VAVRANS MIN. RATIO FER AIR 137 159 137 159 274 318 6,948 6,948 6,948 6,948 57 95 57 95 C Minimum Ventilation Rate per Section 121, Table 1-F. E Based on Expected Number of Occupants or at least 50% of Chapter 10 1997 UBC Occupant Density. I Must be greater than or equal to H, or use Transfer Air. Design Outdoor Air includes ventilation from Supply Air System & Room Exhaust Fs K Must be greater than or equal to (H minus 1), and, for VAV, greater than or equal to (H -J). EnergyPro 3.1 By EnergySoft User Number: 1645 Job Number: 040310-B Page: 11 of 18 is PROPOSED CONSTRUCTION ASSEMBLY ENV -3 NAME DATE Bed, Bath & Beyond- The Pavillion at La Quinta I 4/15/2004 COMPONENT DESCRIPTION A ASSEMBLY NAME 6" CMU *HEAT ASSEMBLY Floor THICK- NESS (in.) CAVITY R -VALUE (Rc) TYPE (check one) XWall SPECIFIC HEAT (Btu/F-Ib) 0 W Ceiling / Roof OUTSIDE SURFACE AIR FILM F FRAMING MATERIAL None — Z — 1 O FRAMING % % Framing % 83.33 0.20 16.67 15% (16" o.c. Wall) 12% (24" o.c. Wall) 10% (16" o.c. Floor/Cell.) SKETCH OF ASSEMBLY 7% (24" o.c. Floor/Ceil.) CONSTRUCTION COMPONENTS A R -VALUE *HEAT CAPACITY (Optional) THICK- NESS (in.) CAVITY R -VALUE (Rc) WOOD FRAME R -VALUE WALL WEIGHT (lbs/sf) SPECIFIC HEAT (Btu/F-Ib) HC (A X B) (Btu/F-sf) DESCRIPTION FRAMING OUTSIDE SURFACE AIR FILM ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ — 0.170 — — — 1 Conc Block, Normal Weight, Conc Filled 8.000 0.600 83.33 0.20 16.67 2 3 4 5 6 7 8 9 *NOTE: INSIDE SURFACE AIR FILM — 0.680 1.451 Rc framing include Rf the effects — — — Weight and Specific Heat values for materials penetrated SUBTOTA by wood TOTAL HC members. 16.7 of the framing 1 / Rc 1 - (Fr -/o / 100) 1 / Rf Fr% / 100 ASSEMBLY U -VALUE COMMENTS EnergyPro 3.1 By EnergySoft User Number: 1645 Job Number. 040310-B Page: 12 of 18 C ENVELOPE MANDATORY MEASURES ENV -MM NAME DATE Bed, Bath & Beyond- The Pavillion at La Quinta 4/15/2004 DESCRIPTION Designer Enforcement ❑X §118(a) Installed Insulating Material shall have been certified by the manufacturer to comply with the California Quality Standards for insulating material, Title 20, Chapter 4, Article 3. F§ 118(c) All Insulating Materials shall be installed in compliance with the flame spread rating and smoke density requirements of Sections 2602 and 707 of Title 24, Part 2. a§ 117(a) All Exterior Joints and openings in the building that are observable sources of air leakage shall be caulked, gasketed, weatherstripped or otherwise sealed. a § 116(b) Site Constructed Doors, Windows and Skylights shall be caulked between the unit and the building, and shall be weatherstripped (except for unframed glass doors and fire doors). § 116(a)1 Manufactured Doors and Windows installed shall have air infiltration rates not exceeding those shown in Table Number 1-E. of the Standards. Manufactured fenestration products must be labeled for U -value according to NFRC procedures. a §118(e) Demising Walls in Nonresidential Buildings: The opaque portions of framed demising walls in nonresidential buildings shall have insulation with an installed R -value of no less than R-11 between framing members. EnergyPro 3.1 By EnergySoft User Number: 1645 Job Number: 040310-B Page: 13 of 18 MECHANICAL MANDATORY MEASURES Part 1 of 2 MECH-MM (PROJECT NAME DATE 16 Bed, Bath & Beyond- The Pavillion at La Quinta 4/15/2004 DESCRIPTION Designer Enforcement Equipment and Systems Efficiencies ❑X §111 Any appliance for which there is a California standard established in the Appliance Efficiency Regulations will comply with the applicable standard. ❑ § 115(a) Fan type central furnaces shall not have a pilot light X❑ § 123 Piping, except that conveying fluids at temperatures between 60 and 105 degrees Fahrenheit, or within HVAC equipment, shall be insulated in accordance with Standards Section 123. F§ 124 Air handling duct systems shall be installed and insulated in compliance with Sections 601, 603 and 604 of the Uniform Mechanical Code. Controls § 122(e) Each space conditioning system shall be installed with one of the following: a§ 122(e)1A Each space conditioning system serving building types such as offices and manufacturing facilities (and all others not explicitly exempt from the requirements of Section 112 (d)) shall be installed with an automatic time switch with an accessible manual override that allows operation of the system during off -hours for _ up to 4 hours. The time switch shall be capable of programming different schedules for weekdays and weekends; incorporate an automatic holiday "shut- off" feature that turns off all loads for at least 24 hours, then resumes the normally scheduled operation; and has program backup capabilities that prevent the loss of the device's program and time setting for at least 10 hours if power is interrupted; or I. ❑ § 122(e)1 B An occupancy sensor to control the operating period of the system; or § 122(e)1C A 4 -hour timer that can be manually operated to control the operating period of the system. ❑ § 122(e)2 Each space conditioning system shall be installed with controls that temporarily restart and temporarily operate the system as required to maintain a setback heating and/or a setup cooling thermostat setpoint X❑ § 122(g) Each space conditioning system serving multiple zones with a combined conditioned floor area more than 25,000 square feet shall be provided with isolation zones. Each zone: shall not exceed 25,000 square feet; shall be provided with isolation devices, such as valves or dampers, that allow the supply of heating or cooling to be setback or shut off independently of other isolation areas; and shall be controlled by a time control device as described above. ® § 122(a&b) Each space conditioning system shall be controlled by an individual thermostat that responds to temperature within the zone. Where used to control heating, the control shall be adjustable down to 55 degrees F or lower. For cooling, the control shall be adjustable up to 85 degrees F or higher. Where used for both heating and cooling, the control shall be capable of providing a deadband of at least 5 degrees F within which the supply of heating and cooling is shut off or reduced to a minimum.' a§ 122(c) Thermostats shall have numeric setpoints in degrees Fahrenheit (F) and adjustable setpoint stops accessible only to authorized personnel. ❑ § 112(b) Heat pumps shall be installed with controls to prevent electric resistance supplementary. heater operation when the heating load can be met by the heat pump alone. EnergyPro 3.1 By EnergySoft User Number: 1645 Job Number. 040310-13 Page: 14 of 18 C MECHANICAL MANDATORY MEASURES Part 2 of 2 MECH-MM NAME DATE Bed, Bath & Beyond- The Pavillion at La Quinta 4/15/2004 Description Designer Enforcement Ventilation 0 § 121(e) Controls shall be provided to allow outside air dampers or devices to be operated at the ventilation rates as specified on these plans. n§ 122(f) Gravity or automatic dampers interlocked and closed on fan shutdown shall be provided on the outside air intakes and discharges of all space conditioning and exhaust systems. X❑ § 122(f) All gravity ventilating systems shall be provided with automatic or readily accessible manually operated dampers in all openings to the outside, except for combustion air openings. X❑ § 121(f)1 Air Balancing: The system shall be balanced in accordance with the National Environmental Balancing Bureau (NEBB) Procedural Standards (1983), or Associated Air Balance Council (AABC) National Standards (1989); or § 121(f)2 Outside Air Certification: The system shall provide the minimum outside air as shown on the mechanical drawings, and shall be measured and certified by the installing licensed C-20 mechanical contractor and certified by (1) the design mechanical engineer, (2) the installing licenced C-20 mechanical contractor, or (3) the person with overall responsibility for the design of the ventilation system; or X] § 121(f)3 Outside Air Measurement: The system shall be equipped with a calibrated local or remote device capable of measuring the quantity of outside air on a continuous basis and displaying that quantity on a readily accessible display divice; or § 121(f)4 Another method approved by the Commission. Service Water Heating Systems § 113(b)2 if a circulating hot water system is installed, it shall have a control capable of automatically turning off the circulating pump(s) when hot water is not required. ❑ § 113(b)3B Lavatories in restrooms of public facilities shall be equipped with controls to limit the outlet temperature to 110 degrees F. § 113(b)3C Lavatories in restrooms of public facilities shall be equipped with one of the following: Outlet devices that limit the flow of hot water to a maximum of 0.5 gallons per minute. Foot actuated control valves, and outlet devices that limit the flow of hot water to a' maximum of 0.75 gallons per minute. Proximity sensor actuated control valves, and outlet devices that limit the flow of hot water to a maximum of 0.75 gallons per minute. • Self-closing valves, and outlet devices that limit the flow of hot water to a maximum of 2.5 gallons per minute, and 0.25 gallons/cycle (circulating system). Self-closing valves, and outlet devices that limit the flow of hot water to a maximum of 2.5 gallons per minute, and 0.50 gallons/cycle (non -circulating system). Self-closing valves, and outlet devices that limit the flow of hot water to a maximum of 2.5 gallons per minute, and 0.75 gallons/cycle (foot switches and proximity sensor controls). EnergyPro 3.1 By EnergySoft User Number: 1645 Job Number: 040310-B Page: 15 of 18 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE Bed, Bath & Beyond- The Pavillion at La Quinta 4/15/2004 SYSTEM NAME FLOOR AREA Offices- 5 Ton A/C 1,830 ENGINEERING CHECKS 11SYSTFM LOAn Number of Systems 1 Heating System Output per System 98,750 Total Output (Btuh) 98,750 Output (Btuh/sgft) 54.0 Cooling System Output per System 60,000 Total Output (Btuh) 60,000 Total Output (Tons) 5.0 Total Output (Btuh/sqft) 32.8 Total Output (sgft/Ton) 366.0 Air System CFM per System 2,200 Airflow (cfm) 2,200 Airflow (cfm/sqft) 1.20 Airflow (cfm/Ton) 440.0 Outside Air (%) 14.4 Outside Air (cfm/sgft) 0.17 Note: values above gl EATING SYSTEM 26.0 of Outside Air 318 cfm 70.0 of at ARI conditions YCHROMETRICS 63.6 of Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL COOLING PEAK COIL HTG. PEAK CFM Sensible Latent CFM I Sensible 1,699 22,641 4,290 117 4,443 0 113 22 0 0 318 12,582 287 318 14,979 0 0 113 22 35 45 5,6771 19 466 LENNOX LGA060-A/C 42,135 13,796 98,750 Total Adjusted System Output �2 135 13,796 98,750 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK Jul 3 pm Jan 12 am 105.5 of Heating Coil -�@J Supply Fan 2200 cfm 105.5 of -� Supply Air Ducts 105.5 of ROOMS 70.0 of h Return Air Ducts 4 (COOLING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Coolina Peak) 112.0 / 77.7 of 0 Outside Air 318 cfm 75.0/66.1 of 80.4 / 67.9 of M 62.5 / 61.4 of 62.5 / 61.4 OF Cooling Coil Supply Air Ducts Supply Fan 62.6 / 61.4 of 2200 cfm 63.0% R.H. ROOMS 75.0/66.1OF EnergyPro 3.1 By EnergySoft User Number: 1645 Job Number: 040310-B Page: 16 of 18 1 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE Bed, Bath & Beyond- The Pavillion at La Quinta 4/15/2004 YSTEM NAME FLOOR AREA Sales/Stock Area -(6)17.5t a/c 97 7Qn Number of Systems s Heating System Output per System 208,000 Total Output (Btuh) 1,248,000 Output (Btuh/sgft) 44.9 Cooling System Output per System 210,000 Total Output (Btuh) 1,260,000 Total Output (Tons) 105.0 Total Output (Btuh/sgft) 45.3 Total Output (sq%1Ton) 264.7 Air System CFM per System 7,000 Airflow (cfm) 42,000 Airflow (cfm/sgft) 1.51 Airflow (cfm/Ton) 400.0 Outside Air (%) 16.5 Outside Air (cfm/sgft) 0.25 Note: values above given at ARI conditions (EATING SYSTEM PSYCHROMETRICS 26.0 of 62.7 of Outside Air 6948 cfm 70.0 of Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL COOLING PEAK COIL HTG. PEAK CFM Sensible Latent CFM I Sensible 41,159 721,842 46,687 24,092 527,897 0 0 0 0 0 6,948 268,138 80,014 6,948 327,724 0 0 0 0 989 980 126 70 855 622 LENNOX LGA210H-A/C 1,004,722 147,232 1,248,000 Total Adjusted System Output 1 004,722 147,232 1,248,000 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK Aug 3 pm Jan 12 am Heating Coil tm Temperatures at Time 90.4 of 0: Supply Fan 42000 cfm 90.4 of Supply Air Ducts 90.4 of ROOMS 70.0 of �% Return Air Ducts 4 'UULING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Cooling Peak 112.0 / 77.7 of 82.0 / 66.7 of 59.6 / 58.3 of 59.6 / 58.3 of O Supply Air Ducts Outside Air 6948 cfm U 76.0/64.3 of Cooling Coil Supply Fan 59.6 / 58.3 F 42000 cfm 53.4% R.H. ROOMS 76.0/64.3OF h Return Air Ducts `{ I EnergyPro 3.1 By EnergySoft User Number: 1645 Job Number: 040310-B Page: 17 of 18 1 4 C SYSTEM HEATING AND COOLING LOADS SUMMARY rNAME DATE Bed, Bath & Beyond- The Pavillion at La Quinta 4/15/2004 NAME FLOOR AREA Receiving Area (Unit Heater) 380 Number of Systems 1 Heating System Output per System 80,500 Total Output (Btuh) 80,500 Output (Btuh/sqft) 211.8 Cooling System Output per System 0 Total Output (Btuh) 0 Total Output (Tons) 0.0 Total Output (Btuh/sgft) 0.0 Total Output (sgft/Ton) 0.0 Air System CFM per System 1,900 Airflow (cfm) 1,900 Airflow (cfm/sgft) 5.00 Airflow (cfmlTon) 0.0 Outside Air (%) 5.0 Outside Air (cfm/sgft) 0.25 Note: values above given at ARI conditions EATING SYSTEM 26.0 of Outside Air 95 cfm 70.0 of Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL COOLING PEAK COIL HTG. PEAK CFM Sensiblel Latent CFM I Sensible 4,479 91,225 23,557 2,554 102,193 0 0 0 0 0 95 3,870 61 95 4,481 0 0 0 0 95,0951 24,169 106,674 LENNOX LF24-100A- UH 0 0 80,500 Total Adjusted System Output 0 0 80,500 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK Jul 3 pm I Jan 12 am RICS (Airstream Temperatures at Ti 67.8 of . 107.3 of Heating Coil 0 Supply Fan 1900 cfm 107.3 of Supply Air Ducts 107.3 of ROOMS 70.0 of 1% Return Air Ducts `i ICOOLING_SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Coolina Peak) 112.0 / 77.7 of Outside 95 cfm 74.0/65.2 of 75.9/65.90F = 55.0/54.30F 55.0 / 54.3 of Cooling Coil ---�j Supply Air Ducts Supply Fan 55.0 / 54.3 of 1900 cfm 62.8% R.H. ROOMS 74.0/65.2OF h Return Air Ducts `S L EnergyPro 3.1 By EnergySoft User Number. 1645 Job Number: 040310-B Paoe:18 of 18 1 CORPORATE 2992 E. La Palma Ave., Suite A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 San Diego / Imperial County 7313 Carroll Road, Suite G San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 FIELD REPORT Inland Empire 14320 Elsworth Street, Suite C101 Moreno Valley, CA 92553 Tel: 951.653.4999 Fax: 951.653.4666 Type Of Work X INSPECTOR TECHNICIAN SSW AVAILABLE: SOIL REPORT (Y) (N) SPECS. (Y) APPROVED PLANS (Y) APPROVED SHOP DRAWINGS (Y) 12220 EI Camino Real Suite 200 San Diego, CA 92130 ARCHITECT: Smith Consulting Architects FOR WEEK ENDING 03/11/2006 PROJECT NO. 3115803 ENGINEER: CSSI 2445 Fifth Street Suite 300 San Diego, CA 92102 REPORT NO 2 PG 1 OF 1 CONTRACTOR: Vratsinas Construction Co. P.O. Box 2558 Little Rock, AR 72203 PLAN FILE NO. PERMIT NO. 04-6326 SUB -CONTRACTOR: Portola Constructios, Inc. 10722 Edison Court Rancho Cucamonga, CA 91730 PROJECT NAME: Bed Bath & Beyond INSPECTION ADDRESS: 79-110 Highway 111 La Quinta, CA ADDRESS OF PROJECT: 79-110 Highway 111 La Quinta, CA REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MANUAL / MTGL SOIL MANUAL -REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON -CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS, AND RFIS, ETC., FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTORS, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEKS REPORTS. MATERIALS USED BY CONTRACTOR: (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS): WELDING ELECTRODES SMAW E-7018 CONTRACTORS EQUIPMENT / MANPOWER USED: WELDING MACHINE: Lincoln SAE 350 AREA, GRIDLINES, PIECES OBSERVED: Items Completed: Welding of the seismic sway bracing angles at the bottom cords of mthe roof joists to the roof girders on lines 3/A to I, 4/A to I & 5/A to I. STRUCTURAL NOTES, DETAIL, OR RFIS USED: (PER APPROVED PLANS) REMARKS: INCLUDING MEETINGS: REWORK AS PERCENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETION: WEATHER: Warm SAMPLES TAKEN: Na TEMPERATURE: 74 Deg. F TESTS REQUIRED: n/a SITE TIME START: 7:00 AM SITE TIME FINISH: 10:00 AM LUNCH PERIOD: none TRAVEL TIME: VERIFIED BY Inn RV rCDTICV TUAT I u - - • -• •- • •• •�- ���� .. .,�� yr I nr- VVUMN ua I tU ACvvt ANU I HAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS, AND / OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT. otfj- 0849264-85 Signature ICBO Certification Number Steve W. Bodnar 03/08/2006 City Of La Quinta Print Name Date Of Report City / County Certification Number CORPORATE 2992 E. La Palma Ave., Suite A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 San Diego I Imperial County 7313 Carroll Road, Suite G San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 FIELD RFPnRT Inland Empire 14320 Elsworth Street, Suite C101 Moreno Valley, CA 92553 Tel: 951.653.4999 Fax: 951.653.4666 Type Of Work X INSPECTOR TECHNICIAN SSW AVAILABLE: SOIL REPORT (Y) (N) SPECS. (Y) APPROVED PLANS (Y) APPROVED SHOP DRAWINGS (Y) ARCHITECT: Smith Consulting Architects 12220 EI Camino Real Suite 200 San Diego, CA 92130 FOR WEEK ENDING 03/11/2006 PROJECT NO. 3115803 ENGINEER: CSSI 2445 Fifth Street Suite 300 San Diego, CA 92102 REPORT NO 1 PG 1 OF 1 CONTRACTOR: Vratsinas Construction Co. P.O. Box 2558 Little Rock, AR 72203 PLAN FILE NO. PERMIT NO. 04-6326 SUB -CONTRACTOR: Portola Constructios, Inc. 10722 Edison Court Rancho Cucamonga, CA 91730 PROJECT NAME: Bed Bath & Beyond INSPECTION ADDRESS: 79-110 Highway 111 La Quinta, CA ADDRESS OF PROJECT: 79-110 Highway 111 La Quinta, CA REPORTING REQUIREMENTS: (CBO FIELD INSPECTION MANUAL / MTGL SOIL MANUAL -REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON -CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS, AND RFIS, ETC., FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTORS, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEKS REPORTS. MATERIALS USED BY CONTRACTOR: (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS): WELDING ELECTRODES SMAW E-7018 CONTRACTORS EQUIPMENT f MANPOWER USED: WELDING MACHINE: Lincoln SAE 350 AREA, GRIDLINES, PIECES OBSERVED: In Progress: Welding of the seismic sway bracing angles at the bottom cords of the roof joists to the roof girders. STRUCTURAL NOTES, DETAIL, OR RFIS USED: (PER APPROVED PLANS) REMARKS: INCLUDING MEETINGS: REWORK AS PERCENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETION: WEATHER: Warm SAMPLES TAKEN: n/a TEMPERATURE: 74 Deg. F TESTS REQUIRED: Na ! SITE c I iiviE START: 10:00 Atv1 SITE Tiiv'IE FINISH: 4:30 PM ; _j h LUNCH PERIOD: 1/2 Hr. TRAVEL TIME: VERIFIED BY f -- - ---• •• • •!.-- • uwvnr��� _U VCU ^LL Vr i nr VVUrcn ua I tU At3UVt ANU I HAI I HIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS, AND / OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT. Signature Steve W. Bodnar 03/07/2006 Print Name Date Of Report 0849264-85 ICBO Certification Number City Of La Quinta City / County Certification Number CORPORATE 2992 E. La Palma Ave., Suite A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 San Diego / Imperial County 7313 Carroll Road, Suite G San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 FIELD REPORT Inland Empire 14320 Elsworth Street, Suite C101 Moreno Valley, CA 92553 Tel: 951.653.4999 Fax: 951.653.4666 Type Of Work X INSPECTOR TECHNICIAN SSW AVAILABLE: SOIL REPORT (Y) (N) SPECS. (Y) APPROVED PLANS (Y) APPROVED SHOP DRAWINGS (Y) ARCHITECT: Smith Consulting Architects 12220 EI Camino Real Suite 200 San Diego, CA 92130 FOR WEEK ENDING 03/11/2006 ___[PROJECT NO. 3115803 ENGINEER: CSSI 2445 Fifth Street Suite 300 San Diego, CA 92102 REPORT NO 2 PG 1 OF 1 CONTRACTOR: Vratsinas Construction Co. P.O. Box 2558 Little Rock, AR 72203 PLAN FILE NO. PERMIT NO. 04-6326 SUB -CONTRACTOR: Portola Constructios, Inc. 10722 Edison Court Rancho Cucamonga, CA 91730 PROJECT NAME: Bed Bath & Beyond INSPECTION ADDRESS: 79-110 Highway 111 La Quinta, CA ADDRESS OF PROJECT: 79-110 Highway 111 La Quinta, CA REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MANUAL / MTGL SOIL MANUAL -REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON -CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS, AND RFIS, ETC., FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTORS, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT ACOPY WITH YOUR WEEKS REPORTS. MATERIALS USED BY CONTRACTOR: (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS): WELDING ELECTRODES SMAW E-7018 CONTRACTORS EQUIPMENT/ MANPOWER USED: WELDING MACHINE: Lincoln SAE 350 AREA, GRIDLINES, PIECES OBSERVED: Items Completed: Welding of the seismic sway bracing angles at the bottom cords of mthe roof joists to the roof girders on lines 3/A to I, 4/A to I & 5/A to I. STRUCTURAL NOTES, DETAIL, OR RFIS USED: (PER APPROVED PLANS) REMARKS: INCLUDING MEETINGS: REWORK AS PERCENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETION: WEATHER: Warm SAMPLES TAKEN: n/a TEMPERATURE: 74 Deg. F TESTS REQUIRED: Na SITE TIME START: 7:00 AM SITE TIME FINISH: 10:00 AM LUNCH PERIOD: none TRAVEL TIME:�IrVERIFIED BY Ir)O RV CGRTMV TWAT i WAvc ----- ---- - - ----• �-w-- 11-1—mm uoi w NDvvt ANU IHAI I HIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS, AND / OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT. 0849264-85 Signature ICBO Certification Number Steve W. Bodnar 03/08/2006 City Of La Quinta Print Name Date Of Report City / County Certification Number CORPORATE 2992 E. La Palma Ave., Suite A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 San Diego / Imperial County 7313 Carroll Road, Suite G San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 FIELD RFPnRT Inland Empire 14320 Elsworth Street, Suite C101 Moreno Valley, CA 92553 Tel: 951.653.4999 Fax: 951.653.4666 Type Of Work X INSPECTOR TECHNICIAN SSW AVAILABLE: SOIL REPORT (Y) (N) SPECS. (Y) APPROVED PLANS (Y) APPROVED SHOP DRAWINGS (Y) ARCHITECT: Smith Consulting Architects 12220 EI Camino Real Suite 200 San Diego, CA 92130 FOR WEEK ENDING 03/11/2006 PROJECT NO. 31151303 ENGINEER: CSSI 2445 Fifth Street Suite 300 San Diego, CA 92102 REPORT NO 1 PG 1 OF 1 CONTRACTOR: Vratsinas Construction Co. P.O. Box 2558 Little Rock, AR 72203 PLAN FILE NO. PERMIT NO. 04-6326 SUB -CONTRACTOR: Portola Constructios, Inc. 10722 Edison Court Rancho Cucamonga, CA 91730 PROJECT NAME: Bed Bath & Beyond INSPECTION ADDRESS: 79-110 Highway 111 La Quinta, CA ADDRESS OF PROJECT: 79-110 Highway 111 La Quinta, CA REPORTING REQUIREMENTS: (CSO FIELD INSPECTION MANUAL / MTGL SOIL MANUAL -REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON -CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS, AND RAS, ETC., FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTORS, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND !� SUBMIT A COPY WITH YOUR WEEKS REPORTS. MATERIALS USED BY CONTRACTOR: (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS): WELDING ELECTRODES SMAW E-7018 CONTRACTORS EQUIPMENT / MANPOWER USED: WELDING MACHINE: Lincoln SAE 350 AREA, GRIDLINES, PIECES OBSERVED: In Progress: Welding of the seismic sway bracing angles at the bottom cords of the roof joists to the roof girders. STRUCTURAL NOTES, DETAIL, OR RFIS USED: (PER APPROVED PLANS) REMARKS: INCLUDING MEETINGS: REWORK AS PERCENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETION: WEATHER: Warm SAMPLES TAKEN: n/a TEMPERATURE: 74 Deg. F TESTS REQUIRED: n/a t n.nn /r 1 I SITE c livtE START: i u.uu Afvi SITE Tifv'iE FiiviSH: 4:30 PM ! �. LUNCH PERIOD: 1/2 Hr. TRAVEL TINIE: VERIFIED BY i i • •--- - • • • I — ' - -1 vo QMVMU MLL yr mt vvUKK LIJ I tU AbUVt ANU I HAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS, AND / OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT. 0849264-85 Signature ICBO Certification Number Steve W. Bodnar 03/07/2006 City Of La Quinta Print Name Date Of Report City / County Certification Number Corporate: 2992 E. La Palma Ave., Ste. A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 San Diego/Imperial County: 7313 Carroll Road, Suite G San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Inland Emp1._. 14320 Elsworth Street, Ste. C101 Moreno Valley, CA 92553 Tel: 951.653.4999 Fax: 951.653.4666 FIELD REPORT TYPE OF WORK XINSPECTOR O TECHNICIAN Q je AVAILABLE: SOIL REPORT JV(N) SPECS ® (N) APPROVED PLANS®(N) APPROVED SHOP DRAWING (Y) (N) ARCHITECT FOR WEEK ENDING PROJECT. NO. ENGINEER REPORT NO. PG ` OF `PERMIT CONTRACTOR PLAN FILE NO. NO. SUB -CONTRACTOR PROJECT NAME INSPECTION ADDRESS ADDRESS OF PROJECT REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MANUAUMTGL SOIL MANUAL— REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON -CONFORMING WORK AT THE END OF THE WORKDAY, OR MISSING MTRS, AND RFIS, ETC., FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT COPY WITH YOUR WEEK'S REPORTS. MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTSk CONTRACTORS EQUIPMENT/ MANPOWER USE �� N ,Lsa-z AREA, GRID LINES, PIECES OBS V D: STRUCTURAL NOTES, DETAIL. OR RFIS USEGX, ? o SO�� REMARKS, INCLUDING MEETINGS: a-, \!�-� �•.\� CS�.S 6 CA REWORK AS PERCENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETION: WEATHER: I\� SAMPLES TAKEN: TEMPERATURE: WC TESTS REQUIRED: SITE SITE TIME START:©© SITE TIME FINISH: LUNCH PERIOD: TRAVEL TIME: VERIFIED BY: I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS, AND / OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT / oG� SoBeow��l9 Signature Date of Report ICBO Certification Number Print Name City / County Certification Number t'" 0 - Rev: 7/97 MTG► Corporate: 2992 E. La Palma Ave., Ste. A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 San Diego/Imperial County: 7313 Carroll Road, Suite G San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Inland Empire' 14320 Elsworth Street, Moreno Valley, CA 925` Tel: 951.653.4999 Fax: 951.653.4666 FIELD REPORT TYPE OF WORK AINSPECTOR 0 TECHNICIAN AVAILABLE: SOIL REPORTL*) (N) SPECS fri) IN) APPROVED PLANS f*) (N) APPROVED SHOP DRAWING (`y (N) ARCHITECT/ FOR WEEK ENDING PROJECT. NO. S D S /t/ ( C 0 L6" 135&5_---Ro ENGINEER REPORT NO. PG / OF 1 r'. S T CONTCTOji //// PLAN FILE NO. PERMIT NO. - SUB -CONTRACTOR � . / / // D PROJECT NAME Rwaz\ INSPECTION ADDRESS ADDRESS OF PROJECT REPORTING REQUIREMENTS: CBO FIELD INSPECTION MANUAL IMTGI. SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON -CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS, AND RFIS, ETC., FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS): . -/ K' .c l - Q / 3 CONTRACTORS EQUIPMENT MANPOWER ED: AREA, GRID LINES, PIECESOBSERVED:/ /� ,ZZn� /MoP /'//�(�/� Figs _ / iJ !7! hlycl r' — •aur �ooiiiv6 /)/✓/� (fl /'T 1-d -/i Fool//Yl' if% min/mss 12N :24' Ili: STRUCTURAL NOTES, DETAIL, OR FIF SSUUSED: P/.11' 1 --URAL. /V677 ! 7-1 6ZzI489 IL56iily5t - C%'AlA iLE- _7 REMARKS. INCLUDING MEETINGS: ��lasrPvrc� PLCa7- n:= k,_0 -BAS Ir -/11d L /,--/hQ LNC AW'd Pitic/% 1 y 722/, 411> 7x / /0zZ. MUte-/Y h20086(/! -o PZ, i/VS •'SP,4-n RZ/14 P 6 REW RK AS PERCENT OF ALL WORK TODAY: JFCT COMPLETIM /S,67- pF 3 GOiYCr sP 6M, &: WEATHER: SAMPLES TAKEN: TEMPERATURE: Q TESTS REQUIRED: + c r T SITE TIME START: .' � SITE TIME FINISH: LUNCH PERIOD: —0r= TRAVEL TIME: VERIFIED BY: 1 t1n /`CDTICV TUAT 1 UAVC QCOCnAIAI IV nQCCQVFn AI I nF TUF wnQl( I ISTFn ARnVF ANO THAT THIS WORK COMPLIES WITH THE SOIL INVE-1AZATION RECOMMENDATI NS, AND/ rO�RROVE;lPLANS, SPECIFIC TIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT /D l�I l Gov C/— Signature Date of Report ICBO Certification Number Print Name City / County Certification Number Rev: 7/97 A94a, a":7 4 'scyoad Corporate: ( 7) San DiegoAmperial County: Inland Empire: 2992 E. La Palma Ave., Ste. A 7313 Carroll Road, Suite G 14320 Elsworth Street, Ste. C101 Anaheim, CA 92806 San Diego, CA 92121 Moreno Valley, CA 92553 rTrm Tel: 714.632.2999 Tel: 858.537.3999 Tel: 951.653.4999 Fax: 714.632.2974 Fax: 858.537.3990 Fax: 951.653.4666 FIELD REPORT TYPE OF WORK 04INSPECTOR O TECHNICIAN AVAILABLE: SOIL REPORT APPROVED PLANS Q4 (N) (N) SPECS K) (N) APPROVED SHOP DRAWING (X (N) ARCHITECZ —f O/ FOR WEEK ENDING 'N0. PROJECT. NO. —B© EN��GIINyNEER 4 5' &EPO PG OF CONTRA TOR C PLAN FILE NO. PERMIT NO. SUB -CONTRACTOR PROJECT NAME f' rl qAw =f s + INSPECTION ADDRESS A ADDRESS OF PROJECT Q REPORTING REQUIREMENTS: ICBG =13 INSPECTION MANUAL/MTGL SOIL MANUAL — REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON -CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS, AND RFIS, ETC., FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT COPY WITH YOUR WEEK'S REPORTS. MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TESIT REPORTS): CONTRACTORS EQUIPMENT/ MANPOWER USED: AREA. GRID LINES, PIECES OBSERVED: 1,16*7- i'Lfe_ic q/ Tv &u"- 1 /TT 6"i✓w C)'t' ®�fiR. /-i�nTiA/c;�//_sT b6_ /��,�.aP�r_� ✓y _S'TRFia Hi l�f.�e1��c;Yt% Lii1/r r STRUCTURAL NOTES. DETAIL. OR RFIS USED: �'TiPGIr"'TUR�9L P6C�' ,�4/OTirS'� REMARKS. IMCLUDING MEETINGS: Z-0 7-f/ 06,-7- 171rJ 8, 196157 li -1T ?bd 51M 7_&/ - zVe,12 IA' Ig. . REWORK AS PERCENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETION: WEATHER: TEMPERATURE: SAMPLES TAKEN: TESTS REQUIRED: SITE TIME START:. W00 SITE TIME FINISH: LUNCH PERIOD: — TRAVEL TIME: ��� VERIFIED BY: / 100 CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE snkAvERTMATION RECOMMENDATIONS. AND /ORT OVED PLANS, SPECIF T NS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT ig Iature Date of Report ICBO Certification Number Print Name City / County Certification Number Rev: 7/97