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0009-117 (OFC)
LICENSED CONTRACTOR DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division.3 of the Business and Professionals Code, and my License is in full force and effect. License # Lic. Class Exp. Date Date?• " O f Signature of Contractor �� t ,. :. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's License Law for the following reason: ( ) I, 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 & Professionals Code). ( ) I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business & Professionals Code). ( ) I am exempt under Section , B&P.C. for this reason Date Signature of Owner 1 WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: ( ) I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. No) I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier & policy no. are: Cartier Policy No. 3111A'1'1, FUND 14124an (This section need not be completed if the permit valuation is for $100.00 or less). ( ) 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 3700 of the Labor Code, I shall forthwith comply wi)those provisions. Date2 - L c ► Applicant V . / • .1 , r• r.% Warning: Failure to secure -Workers' Compensation cove�ge is unlawful and shall subject an employer to criminal penalties and civil fine%up to $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. IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on his 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 applicaton agrees to, & shall, indemnify & hold harmless the City of La Quinta, its officers, agents and employees. 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 information is correct. I agree to comply with all City, and State laws relating to the building construction, and hereby authorize representatives of this City to enter upon the above-mentioned property for inspection purposes. z 'z U., of Signature (owner/Agent) 1` = l �, �� 't Dat ja h ,w BUILDING PERMIT PERMIT# DATE VALUATION LOT TRACT +/- JOB SITE APN ADDRESS 6460 CaKKERCE Q:O8,1R 649-070••0.16 OWNER CONTRACTOR/DESIGNER/ENGINEER W£J1;SLD GYM' T T( N,HEART CCONJTRUIC""T.f0H. NO. PALM DF.�'F.WJ' CA 92260 PAL11 0}ZiidGS CR 92262 (760)322-1533 C.43tft 3962 USE OF PERMIT C.'0Yy1;INTI —11IA'1. %€"ai>!tMERCIAL S111L1.a N0 15,500 SQt3.13PE'fr ZOT .t1'R111 1.. 4C 1VOG. P off CONTRACT A1101J.HT La CONSTRUCTION FIRM 1131-000.43 B -M, $2,W150 PLAN CHWr F r 104 -000-439-319 s -356.w, 8q�63.xC�c(.,y��te�31111Aa'II FFR 101-000421-000 108160 + t��/yf iTl4,i1. 10y1_too!!'f 1:.51.-T.JY001 p..Y g$427..400 ail'tt,� t4r "1 101 E ,kf4F.SAIt 1140 v�ik 1 101-000-419 9-000 92*23.so STRO Q MOTION :SEE . COMM 100-000-24 1 -000 $141..42 0RADINt11; E' 101--000-42.3.000 190,00 %A:i¢lll�;�y3��I[,41,),iR�9fA�1"Li1�,1hu31hs,�c3C�T $1pyen3.1:5.50� 1112 tIIf 2ns �ro y� K p� v 1 ,kR,7.IN l�'s�e:�l.e14!"�tt!i.CIVI-�.O iv'1T d01-OatLi45;�--0130 � i�ayJiKl,W FEE OrlPQ"1T -P,50.013 n� • a a °��Q 1.r � A.,1'1Y`•. F �LTfi'.£'i;�',91�!° AVYD r'.1.AN MAM'X $26,36-2.68 �a� A MIS .Y"> F-1 AT1..f ).4W 0 -$215Oo,00 FEB 26 2001 tT L PERMT IFEEN D M.' NOW Y ur LA UUP ` WARM b RECEIPT DATE'BY `i DyT� N L INSPECTOR �15 I t INSPECTION RECORD OPERATION DATE INSPECTOR OPERATION DATE INSPECTOR BUILDING APPROVALS MECHANICAL APPROVALS Set Backs _ _ Underground Ducts Forms & Footings Q// / Ducts Slab Grade Return Air Steel Combustion Air Roof Deck ����� 1p//��� Exhaust Fans O.K. to Wrap F.A.U. Framing Compressor Insulation Vents Fireplace P.L. Grills Fireplace T.O. Fans & Controls Party Wall Insulation Condensate Lines Party Wall Firewall Exterior Lath Drywall - Int. Lath Final%�'/ Final _ POOLS - SPAS BLOCKWALL APPROVALS steel Set Backs Electric Bond Footings Main Drain Bond Beam Approval to Cover Equipment Location Underground Electric Underground Plbg. Test Final Gas Piping PLUMBING APPROVALS Gas Test Electric Final Waste Lines _ Heater Final Water Piping Plumbing Final Plumbing Top Out Equipment Enclosure Shower Pans O.K. for Finish Plaster S � Pool Cover X.ewer Connection /// /6� Encapsulation Gao :r' Gas Test Appliances Final COMMENTS: Final Utility Notice (Gas)/ �' �� -71� ELECTRICAL APPROVALS Temp. Power Pole Underground Conduit�� Rough Wiring Low Voltage Wiring Fixtures Main Service (i v Azo d"aldwo"v 1". l Sub Panels Exterior Receptacles G.F.I. Smoke Detectors Temp. Use of Power \ Final Utility Notice (Perm) Building �'' Address l T4t!t 4 4 " P.O. BOX 1504 APPLICATION ONLY 78-495 CALLE TAMPICO �t9 %2LA OUINTA, CALIFORNIA 92253 uwner \ ` ro,-1 �A I mailin Address 4i - V_t5l Cte_rcx1 n- L Jk-,A 5711 City 11 ULA Uas_ t Zip f;)4 bo Tel. �t�-�73•�-'lob Contractor lj o,j W 6_a,,ZT 0,J,. 0b -e VC TT o k_) Address io-7 � . TLAQUO Z Com+oO 3 City I Zip Tel State Lic. & Classif. City Lic. # tngr.-, Designer ,v/W'� ({vy 'kro Address J'�t(.?ow_v,, F L] `Sc City Zip \ / State CIivv\C7� 1Lic.#C,),600(4 LICENSED CONTRACTOR'S DECLARATION I hereby affirm that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. SIGNATURE DATE OWNER -BUILDER DECLARATION I hereby affirm that I am exempt from the Contractor's License Law for the following reason: (Sec. 7031.5,Business and Professions Code: Any city or county which requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance also requires the applicant for such permit to file a signed starement that he is licensed pursuant to the provisions of the Contractor's License Law, Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, or that.he 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 ($500). Il I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. (Sec. 7044, Buisness and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he did not build or improve for the purpose of sale.) 11 I, as owner of the property, am exclusively contracting with licensed contractors to con- struct the project. (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who contracts for such projects with a contractor($) licensed pursuant to the Contractor's License Law.) 11 1 am exempt under Sec. B. & P.C. for this reason Date Owner WORKERS' COMPENSATION DECLARATION Ihereby affirm that I have a certificate of consent to self -insure, or a certificate of Worker's Compensation Insurance, or a certified copy thereof. (Sec. 3800, Labor Code.) Policy No. Company C] Copy is filed with the city. ❑ Certified copy is hereby furnished. CERTIFICATE OF EXEMPTION FROM WORKERS' COMPENSATION INSURANCE (This section need not be completed if the permit is for one hundred dollars ($100) valuation or less.) I certify that in the performance of the workforwhich 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. Date Owner NOTICE TO APPLICANT: It, after making this Certificate of Exemption you should become subject to the Workers' Compensation provisions of the Labor Code, you must forthwith comply with such provisions or this permit shall be deemed •evoked. CONSTRUCTION LENDING AGENCY Ihereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued. (Sec. 3097, Civil Code.) Lender's Name Lender's Address This is a building permit when properly filled out, signed and validated, and is subject to expiration if work thereunder is suspended for 180 days. I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives -of this city to enter the above- mentioned property for inspection purposes. Signature of applicant Date Mailing Address City, State, Zip LDING: TYPE'CCO�NST 1-00- f 3 OCC. GRP. .Number al Description fAeZX_A etA- Wtys1 ject Description F Irof_� O Sq. Ft.� Size NeW% No. No. Dw Stories ;" Units Add ❑ Alter ❑ Repair ❑ Estimated Valuation PERMIT Plan Chk. Dep. Plan Chk. Bal. Const. Mech. Electrical Plumbing S.M.I. Grading Driveway Enc. Infrastructure TOTAL REMARKS Q Q) Demolition ❑ v AMOUNT —j ZONE: BY: Minimum Setback Distances: Front Setback from Center Line Rear Setback from Rear Prop. Line Side Street Setback from Center Line Side Setback from Property Line FINAL DATE INSPECTOR Issued by: '` ,� •' Date Permit Validated by: Validation: WHITE = FINANCE YELLOW = APPLICANT PINK = BUILDING DIVISION MEMORANDUM TO: Daniel P. Crawford, Jr., Building Inspector II r, FROM: Raoul Martinez, Assistant Engineer I DATE: October 2, 2001 RE: World Gym - PM 29351 The developer of the subject project has substantially completed the onsite improvements. The Engineering Department agrees with issuing a permanent Certificate of Occupancy pending clarification of the following items: 1. The handicap access ramp does not appear to meet the minimum width requirements. The curb directly behind the ramp has been removed creating a walking hazard. This should be replaced immediately. 2. A letter stating the area to the north of World Gym has been sealed to prevent any dust mitigation concerns. Information in the letter should provide the sealant type, application method, and concentration. This area was used by Lion Heart Construction, Inc. as a staging area for equipment. cc: Project 29351, File V T:\PWDEPT\STAFF\Martinez\rnemo 01\011002a.wpd Desert Sands Unified School District 47-950 Dune Palms Road Notice: La Quinta, CA 92253 Document Cannot Be Duplicated 760-771-8515 CERTIFICATE OF COMPLIANCE Date 2/23/01 No. 21707 Owner NameWorld Gym No. 44-760 Street Commerce Court City La Quinta Tract # Type of Development Comments Lot # Single Family Residence APN # Jurisdiction La Quinta 649-020-016 Permit # Log # Zip 92253 Study Area Square Footage 15500 No. of Units 1 At the present time, the Desert Sands Unified School District does not collect fees on garages/carports, covered patios/walkways, residential additions under 500 square feet, detached accessory structures or replacement mobilehomes. It has been determined the above-named owner is exempt from paying school fees at this time due to the following reason: Commercial Building EXEMPTION NOT APPLICABLE This certifies that school facility fees imposed pursuant to Government Code 53080 in the amount of .33 X 15,500 or $ 5,115.00 the property listed above and that b>_ulding,; permits and/or Certificates of Occupancy for this square footage in this proposed project may now be issued, Fees Paid By CC/Guaranty Federal Bank - Anthony Matranga Telep. e' Name on the check J By Dr. Doris Wilson Superintendent f Fee collected /exempted by Annette Barlow rutt _ (� 0 Signature 4k-6 Payment Received . $5,115.00 Check No. 1769150 40TICE: Pursuant of Assembly Bill 3081 (CHAP 549, STATS. 1996) this will serve to notify you that the 90 -day approval period in which you may protest the fees or other payment identified above will begin to run from the date on which the building or installation permit for this project is sssued or on which they are paid to the District(s) or to another public entity authorized to :ollect them on the District('s)(s') behalf, whichever is earlier. Collector: Attach a copy of county or city plan check application form to district copy for all waivers. Embossed Original- Building Dept./Applicant Copy - Applicant/Receipt Copy - Accounting -5-r2trE� i LL OF MATER 1 ALS V U LCR=T7 FILE: JOB: d� k/D9`_G YM 9 sI>uultr LIST: 3 ZOITE: L. aol 60:4, CAL / F. C:� FOR VOLCRJIFT SEO.USE MLY .ri:_ 6,eA Y FRKIING: G1.1— F9 ; a mn�', � rte■ ���� ���� ���� �� � � � r 1)&Illa 1 7 r 1 YMEW 7 e f t ROW X-BADC71) I LL OF MATER l ALS-� -L=-,LtSj St141lAitY V U L C R A T o2�a �r1E. ,�: LIST: :213 ZOrE.-,- R: Or_L_._ LOC. t4A Gt ui M rA,, Cr4,LlF, Q FOR VULO T SEQ.`` L:_, USE MLY (,.RAy rROING: h :Tl) I ► ("Ills ] 1 • h X11 m I / EAMM=�j M�■ rr_■� FM . ���rQ■�■mr�r _� �� ■■■r■�r■r■■rr�rrr■■ ■■r■ �■■■r■�r■rrsr■�■N■■r■ �■■ ■r■■r�rr■rr■■rr�tr�t h Jill :1 moo■■■■�■■■■r�r�rr■ie�r�■r■r■ ■r ■i■■■r rr■r■� ■�rr■r r■■r� ■■■ ■r ■ ■ ow" -�r--_r--i ♦ • RO .:. .: - . . : . , _. - - ■r■i■ir�ar■■■■rr�■■ MrM= ■■■rte■■ r■■■r■r■■ i■r■■■■■ ■■�r■r■■ rr■r■r r■■r■■■■r■■�■■■■■zq�GOW-6, VULCRAFT BRIDGING & ACCESSORIES BILL OF MATERIAL JOBS�Lt�V �vl ZONE AT /_,q QGlI1?"/}, rL.11�, FILE NO. LIST NO. 3/3 SHT. OF. / PAINT 6elq y REFER TO DRWG IV OF FRAMING SEQUENCE COLOR COD] READ. MARK SIZE SPACE FROMOBOTT. TOOFOP ELEV. LENGTH REMARKS NOTES/REMARKS �' ..x I 2 Z 8-0 3d 3d K oLrE 45 MILS OF PAINT 2 s X" 2 ZZ 8' 0 30 K I © USE DOMESTIC MATER 1 AL �j Z Z ZL ?OK 1/.CALL ❑ XW BOLTED AT INTERSECTION 2 0 K =p Q 2 L tC{ Q 2 L sY G] 9/16- X 1 1/2- SLOTS o SCS t 364 0 38 '7 L 14 :38 3 -L Hy I ❑ 1 1/ 16" X 1 1/2- SLOTS 34 0 35'2 L f4 3S 12 L H 1/2" X 1 1/2" BOLTS AND NUTS 2 X7 13 7 =�j 2 LH V,1,4 L L _ 3/4" X 2" BOLTS AND NUTS 4 X,8 13 38 3 L N KI ALL. ❑ SEE PLAN FOR TC PITCH 2 X'i I = 3512 Li4 W,41 LL 2 X10 3 e20 42 LAI VJod L L 350 - 39 / /Z ,BOG TS le Aj u r:5 xl! 13 ' a 1.14 WAL O X(Z 13 F' -o 35"z LY k.,.14t4 dorE� .. rt SIZE (3) = 1 X 1 X .109 (8)= 1 1/4 X 1 1/4 X .109 (13)= 1 1/2 X 1 1/2 X .113 (22)= 1 3/4"X 13/4"X .144 BALANCE TO FOLLOW DRAWN BY R. G, C CHECKED BY " ,C WL. w PAGE VERCO MANUFACTURING COMPANY 4340 NORTH 42ND AVENUE / PHOENIX, ARIZONA 85019 (802) 272-1347 OF DATE DATE 1- 00 P.O. NO. REO'D CO. NAME ADDRESS CITY/STATE JOB NAME &AW WO�e=D G YM LOCATION L A 04411-1 TA CA L - SHIP TO MATERIAL REQUIREMENTS: TYPE GAGE PTD. G60 G90 SPECIAL COAT. �• .6� R6e��� PLEASE CHECK IF APPLICABLE: FLOOR (FORMLOK) SYSTEM 80 W/SHEARTRANZ ROOF (NON EMBOSSED) VENT TABS UP 8" O.C. NESTABLE (630) LETTER OF CERTIFICATION REVERSED (BR, NR) - MILL TEST REPORT (Extra Charge) ACOUSTICAL W/BATTS U.L. LABEL (Extra Charge) CUSTOMER PHONE PROJECT MANAGER TAXABLE D RESALE NO, SIGNATURE: VERCOR VENTLOK F.M. LABEL (Extra Charge) VERCOR PREVENTED SOFTENERS (Extra Charge) VERCOR NON VENTED COVER SHEETS (Extra Charge) I L.A. CITY STAMP SHORT CUTS (Extra Charge) BUNDLE NO. NO. OFBUNDLES O COLOR CODE PIECES REQUIRED LENGTH FEET & INCHES SQUARES ESTIMATE DIE SET (Ex" amoet SPECIAL INSTRUCTIONS 32 2 G = / L 26r, .6 3�3 57.o zS C / 21 32-6 o, 47sr 31 -'IL 20.16-76 l 1 30;-7 0,5175 32-, 0196 VERCO USE ONLY 1 /88� 35-!8 • O T.A. ORDER MATERIAL ADD ON(S) 3,5!-6b /10 l % / 7-B 0.5? Ll l 20"8 0162 Z Z �4 l• 4Z F.O.B. FRT. MISC. CUSTOMER TOTAL APPROXIMATE SQUARES THIS PAGE: 130.25'25] TOTAL: PAGE ' VERCO MANUFACTURING COMPANY 4340 NORTH 42ND AVENUE / PHOENIX, ARIZONA 65019 (602) 272-1347 OF DATE DATE P.O. NO. REQ'D CO. NAME ADDRESS CITY/STATE JOB NAME AI:CW NOEL D G Y*l LOCATION L4 QU1147740 CAc-/F SHIP TO MATERIAL REQUIREMENTS: TYPE GAGE PTD. G60 G90 SPECIAL COAT. W.3 co" �8 PLEASE CHECK IF APPLICABLE: FLOOR (FORMLOK) SYSTEM 60 W/SHEARTRANZ ROOF (NON EMBOSSED) VENT TABS UP 6" O.C. NESTABLE (830) LETTER OF CERTIFICATION REVERSED (BR. NR) MILL TEST REPORT (Extra Charge) ACOUSTICAL W/BATTS U.L. LABEL (Extra Charge) CUSTOMER PHONE PROJECT MANAGER TAXABLE O RESALE NO. SIGNATURE: VERCOR VENTLOK F.M. LABEL (Extra Charge) VERCOR PREVENTED SOFTENERS (Extra Charge) VERCOR NON VENTED COVER SHEETS (Extra Charge) III L.A. CITY STAMP SHORT CUTS (Extra Charge) BUNDLE NO. NO. OF BUNDLES OR COLOR CODE PIECES REQUIRED LENGTH FEET & INCHES SQUARES ESTIMATE DIE SET (E.cro Gwpe) SPECIAL INSTRUCTIONS L l -6 O. S3 Yo 03-11 5, 74 / 22 24= o Is -,,a4 3 1 4 VERCO USE ONLY T.A. ORDER MATERIAL ADD ON(S) r / z 2-7 0, 6. 7 7 6 u 20-'11 0,6775 Vl 35-.3 1,0975 3 3 ` 7 /• OQ �5 l 31L11 O 95 75' 1 30-'3 0, 90 7✓7 Z 2 IC -6 o. 9 20-6 ?'Aa F.O.B. FRT. misc. TOTAL: 2 /60-0 o, 9so CUSTOMER TOTAL APPROXIMATE SQUARES THIS PAGE: 36, 775' PAGE VERCO MANUFACTURING COMPANY 4340 NORTH 42ND AVENUE / PHOENIX, ARIZONA 6501 g (602) 272-1347 OF 2 DATE P.O. NO. CO. NAME ADDRESS CITY/STATE ` JOB NAME ADCC& WAR G yM LOCATION Z Q CAL,/ SHIP TO MATERIAL REQUIREMENTS: TYPE I GAGE PTD. 4 G60 I G90 I SPECIAL COAT PLEASE CHECK IF APPLICABLE: T R (FORMLOK) SYSTEM 60 W/SHEARTRANZ (NON EMBOSSED) VENT TABS UP 6" O.C. BLE (B30) LETTER OF CERTIFICATION CUSTOMER PHONE PROJECT MANAGER TAXABLE Q RESALE NO. SIGNATURE- BUNDLE IGNATUREBUNDLE NO. OF BUNDLES PIECES LENGTH NO. OR COLOR CODE REQUIRED FEET & INCF a 1 3¢ /6 GA. i REVERSED (BR, NR) ACOUSTICAL W/BATTS VERCOR VENTLOK VERCOR PREVENTED VERCOR NON VENTED L.A. CITY STAMP SQUARES ESTIMATE CUSTOMER TOTAL APPROXIMATE SQUARES THIS PAGE: MILL TEST REPORT (Extra Charge) U.L. LABEL (Extra Charge) F.M. LABEL (Extra Charge) SOFTENERS (Extra Charge) COVER SHEETS (Extra Charge) SHORT CUTS (Extra Charge) DIE SPECIAL INSTRUCTIONS SET I VERCO USE ONLY T.A. ORDER — MATERIAL ADD ON(S) F.O.B. FRT. MISC. TOTAL: Jt1�r,JJ t11VHYYJIJ: JVriHGtSU/ 1LtS Jl 9EW WORLD GYM - LA QUINTA, CA BASE LENGTH WORKING LENGTH 46- 7 1/4 46- 3 1/4 i,cu - 'remecula,, CA. DEPTH 30 BC PANLS LE= 5- 0 10 BC PANELS AT 4- 0 TC PANELS LE= 3- 6 END STRUT TILTED FIRST HALF LE= 0- 3 5/8 SPECIAL 1ST COMP FIRST DIAG LE= 5- 3 5/8 DEPTHS LE= 30.000 MULTIPLE LOADING: GRAVITY CENTERLINE= 30.000 EFF DEPTH 28.95 RUN ON 1-24-01 RE= 5- 0 RE= 3- 6 RE= 0- 3 5/8 RE= 5- 3 5/8 RE= 30.000 PT LOAD OF 400 LBS AT PANEL PT 12 23.30'LE 23.30'RE EXTRA SHEAR ADDED TO EACH WEB= 200 UNIFORM TC LOAD= 280 UNIFORM BC LOAD= 0 REACTIONS R1= +6,677.92 R2= +6,677.92 MIN SHR= 1,669.48 TL= 13,355.83 ------------- STRESS ANALYSIS ------------- NO MEM TC F BC F SHEAR WEB F CSC WEB L PP DISTANCE 1 W2 -12,443 0 6,211 14,355 2.239 64.82 0- 2 TILTED END STRUT V1S -11,996 0 718 -846 1.177 34.08 3- 6 2 W3 -11,996 12,684 5,492 -5,736 -1.007 29.17 5- 0 3 W4 -16,796 12,684 4,960 6,702 1.298 37.60 5- 3 5/8 4 W5 -16,796 20,444 4,400 -5,975 -1.298 37.60 7- 3 5/8 5 W6 -23,627 20,444 3,840 5,247 1.298 37.60 9- 3 5/8 6 W7 -23,627 26,346 3,280 -4,520 -1.298 37.60 11- 3 5/8 7 W8 -28,601 26,346 2,720 3,792 1.298 37.60 13- 3 5/8 8 W9 -28,601 30,392 2,160 -3,065 -1.298 37.60 15- 3 5/8 9 W10 -31,718 30,392 1,600 2,338 1.298 37.60 17- 3 5/8 10 W11 -31,718 32,581 1,040 -2,168 -1.298 37.60 19- 3 5/8 11 W12 -32,978 32,581 480 2,168 1.298 37.60 21- 3 5/8 ----- STD VERTICALS ---- 12 SE SQ END 6,677 -6,677 1.000 28.95 13 V1 END PNL 718 -846 1.177 34.08 14 V2 INTERIOR 960 -960 1.000 28.95 MAX TC COMPRESSION= -32,978.95 MAX BC TENSION= 32,581.02 MAX INT TC PANEL LENGTH = 24.00 MAX INT BC PANEL LENGTH = 48.00 bTtll ;bb ANALYJlb: 3UKAzdU/ 12d J1 AW WORLD GYM - LA QUINTA, CA BASE LENGTH WORKING LENGTH 46- 7 1/4 46- 3 1/4 LCD - Temecula, CA. RUN ON 1-24-01 DEPTH 30 BC PANLS LE= 5- 0 10 BC PANELS AT 4- 0 TC PANELS LE= 3- 6 END STRUT TILTED FIRST HALF LE= 0- 3 5/8 SPECIAL 1ST COMP FIRST DIAG LE= 5- 3 5/8 DEPTHS LE= 30.000 I MULTIPLE LOADING: UPLIFT CENTERLINE= 30.000 EFF DEPTH 28.95 RE= 5- 0 RE= 3- 6 RE= 0- 3 5/8 RE= 5- 3 5/8 RE= 30.000 UNIFORM TC LOAD= -40 UNIFORM BC LOAD= 0 NOTE: UNIFORM LOAD IS NET UPLIFT ALL LOADS SHOWN REDUCED BY 250 REACTIONS R1= -694.06 R2= -694.06 MIN SHR= 173.52 TL= -1,388.13 ------------- STRESS ANALYSIS ------------- NO MEM TC F BC F SHEAR WEB F CSC WEB L PP DISTANCE 1 W2 1,290 0 -644 -1,442 2.239 64.82 0- 2 TILTED END STRUT V1S 1,242 0 -77 90 1.177 34.08 3- 6 2 W3 1,242 -1,313 -567 571 -1.007 29.17 5- 0 3 W4 1,736 -1,313 -510 -662 1.298 37.60 5- 3 5/8 4 W5 1,736 -2,109 -450 584 -1.298 37.60 7- 3 5/8 5 W6 2,432 -2,109 -390 -506 1.298 37.60 9- 3 5/8 6 W7 2,432 -2,706 -330 428 -1.298 37.60 11- 3 5/8 7 W8 2,930 -2,706 -270 -350 1.298 37.60 13- 3 5/8 8 W9 2,930 -3,104 -210 272 -1.298 37.60 15- 3 5/8 9 W10 3,228 -3,104 -150 -225 1.298 37.60 17- 3 5/8 10 W11 3,228 -3,303 -90 225 -1.298 37.60 19- 3 5/8 11 W12 3,327 -3,303 -30 -225 1.298 37.60 21- 3 5/8 ----- STD VERTICALS ---- 12 SE SQ END 694 -694 1.000 28.95 13 V1 END PNL -77 90 1.177 34.08 14 V2 INTERIOR -60 60 1.000 28.95 MAX.TC COMPRESSION= 0.00 MAX BC TENSION= 0.00 MAX INT TC PANEL LENGTH = 24.00 MAX INT BC PANEL LENGTH = 48.00 c. 30KA280/128 J1 NEW WORLD GYM - LA QUINTA, CA MULTIPLE ANALYSIS SUMMARY MEM TC TEN TC COM BC TEN BC COM WEB TEN WEB COM 1 1,290 -12,443 0 0 14,355 -1,442 2 1,242 -11,996 12,684 -1,313. 571 -5,736 3 1,736 -16,796 12,684 -1,313 6,702 -662 4 1,736 -16,796 20,444 -2,109 584 -5,975 5 2,432 -23,627 20,444 -2,109 5,247 -506 6 2,432 -23,627 26,346 -2,706 428 -4,520 7 2,930 -28,601 26,346 -2,706 3,792 -350 8 2,930 -28,601 30,392 -3,104 272 -3,065 9 3,228 -31,718 30,392 -3,104 2,338 -225 10 3,228 -31,718 32,581 -3,303 225 -2,168 11 3,327 -32,978 32,581 -3,303 2,168 -225 12 0 0 0 0 0 -6,677 13 0 0 0 0 90 -846 14 0 0 0 0 60 -960 MAXIMUM UNIFORM LOAD: TOP CHORD= 280 RUN ON 1-24-01 LCD - Temcula, CA. MEMBER SIZES: 30KA280/128 J1 NEW WORLD GYM - LA QUINTA, CA Fy = 50,000.000 BENDING LOAD = 0.000 OUTSIDE DEPTH - 30.000 BC = 23 AREA = 0.5700 y(x) = 0.5550 TC = 26 AREA = 0.6690 Rx = 0.6190 y = 0.5650 Sl = 0.4548 ACTUAL EFF DEPTH = 28.880 CORRECTED LOAD TC= 33,058.892 L/Rx = 38.772 USING L = 24.00 L/Rz = 30.456 USING L = 12.00 Fa = 25,506.9 USING L/R= 38.77 MAX LOAD (FILLERS)= 34,469.59 FILLER PANELS REQD = 6 Fb = 30,000.000 ASSUMED FORCE = 32,978.957 ASSUMED EFF DEPTH= 28.950 Ryy = 1.2250 Rz = 0.3960 Rz = 0.3940 Ryy = 1.2322 Ss = 0.1790 Qs = 0.9787 GAP BETWEEN CHORD= 1.000 BC = 32,660.000 L/Ryy= 29.215 USING L = 36.00 WITH FILLERS K= 1.00 F'e= 99,336.75 Cm= 0.00000 MAX LOAD NO FILLER= 29,988.60 MIN WELD LEN 2X = 0.375 TC (fa/Fa) = 0.96866 USING TC= 26 = 2 X 2 X .175 BC STRESS = 28,649.12302 USING BC= 23 = 2 X 2 X .148 END PANEL CHECK W= 280 END PANEL ALLOWABLE FORCES REDUCED 10 % END PANEL CHECK = LEFT END LENGTH = 40.00 AXIAL LOAD = 12,474.11 AXIAL STRESS fa = 9,322.95 Fa = 12,864.73 F'e = 35,761.23 fb PANEL PT = 9,613.52 fb MID -PANEL = 3,411.70 Cm = 0.921 fa/Fa = 0.724 PANEL PT= 18,936.4 MID PANEL= 0.8856 NO FILLERS L/R=101.52 BOTTOM CHORD L/Rz= 121.212 TC OAL/Ryy = 450.607 MAX BRIDGING CHECK TC= 14.88' BC= 24.50' MOMENT OF INERTIA= 514.3 LL 360= 193.9 LL 240= 290.9 TC TENSION STRESS = 2,493.29 BC COMPRESSION CENTER BC COMPRESSION ACTUAL= 3,311.09 ALLOW= 11,702.6 NO FILLER MAX BC BRDG DIST = 23- 1 3/4 FOR 1/ryy BC COMP CHECK MAX BRDG BC 1/ryy of 200 = 20.42 RUN ON 1-24-01 WEB DESIGN: 30KA280/128 J1 NEW WORLD GYM - LA QUINTA, CA TC= 26 = 2 X 2 X .175 NUMBER SZ QTY ACTUAL T 1 W2 97 1 14,355 2 W3 15 1 571 3 W4 09 1 6,702 4 W5 22 1 584 5 W6 03 1 5,247 6 W7 17 1 428 7 W8 03 1 3,792 8 W9 14 1 272 9 W10 03 1 2,338 10 W11 09 1 225 11 W12 03 1 2,168 12 SE 03 2 B 0 13 V1 03 1 90 14 V2 03 1 60 TOTAL WELD= 172 LCD - Temecula, CA. RUN ON 1-24-01 BC= 23 = 2 X 2 X .148 ------ WEB DESIGN ------ ALLOW T ACTUAL C ALLOW C WELD THK ANGLE NAME 21,417 1,442 2,173 3.0 .325 1" ROD 10,877 5,736 6,124 3.1 .125 1-1/2 X 1-1/2 X .125 9,544 662 2,488 3.4 .133 1-1/4 X 1-1/4 X .133 16,028 5,975 8,931 3.0 .137 2 X 2 X .137 6,241 506 1,041 3.3 .109 1 X 1 X .109 11,968 4,520 4,523 2.3 .138 1-1/2 X 1;1/2 X .138 6,241 350 1,041 2.4 .109 1 X 1 X .109 10,059 3,065 3,853 2.0 .115 1-1/2 X 1-1/2 X .115 6,241 225 1,041 2.0 .109 1 X 1 X .109 9,544 2,168 2,488 2.0 .133 1-1/4 X 1-1/4 X .133 6,241 225 1,041 2.0 .109 1 X 1 X .109 ---- STANDARD VERTICALS ---- 12,483 6,677 7,496 4.2 .109 1 X 1 X .109 5,617 1,011 1,140 2.0 .034 1 X 1 X .109 6,241 1,125 1,757 2.0 .037 1 X 1 X .109 K = 1.00 MIN COMP= 0.00 GUSSET PLATE / ECC CHECK / WELD DATA ***** NOTE :-JOIST IS SYMMETRIC - DATA BELOW MUST BE APPLIED TO BOTH SIDES **** ALL CHECKS O.K. J'lrcr JJ "iNliLYJ1J: lolllL ZoU/ 1Lb i1L ftW WORLD GYM - LA QUINTA, CA LC:ll - 'Temecula, CA. RUN ON 1-24-01 BASE LENGTH WORKING LENGTH DEPTH EFF DEPTH PANEL PT 28- 2 27-10 18 17.37 EXTRA BC PANLS LE= 3- 0 6 BC PANELS AT 4- 0 RE= 3- 0 TC PANELS LE= 2- 0 END STRUT TILTED RE= 2- 0 FIRST HALF LE= 1- 1 SPECIAL 1ST COMP RE= 1- 1 FIRST DIAG LE= 4- 1 RE= 4- 1 DEPTHS LE= 18.000 CENTERLINE= 18.000 RE= 18.000 MULTIPLE LOADING: GRAVITY PT LOAD OF 400 LBS AT PANEL PT 13 24.08'LE 4.08'RE EXTRA SHEAR ADDED TO EACH WEB= 200 UNIFORM TC LOAD= 280 UNIFORM BC LOAD= 0 REACTIONS R1= +3,952.95 R2= +4,240.38 MIN SHR= 1,060.09 TL= 8,193.33 ------------- STRESS ANALYSIS ------------- NO MEM TC F BC F SHEAR WEB F CSC WEB L PP DISTANCE 1 W2 -7,235 0 3,696 8,564 2.198 38.18 0- 2 TILTED END STRUT V1S 76,856 0 548 -666 1.215 21.11 2- 0 2 W3 -6,856 9,212 3,147 -4,181 -1.249 21.69 3- 0 3 W4 -12,771 9,212 2,576 4,735 1.705 29.62 4- 1 4 W5 -12,771 15,557 2,016 -3,780 -1.705 29.62 6- 1 5 W6 -17,569 15,557 1,456 2,824 1.705 29.62 8- 1 6 W7 -17,569 18,808 896 -1,869 -1.705 29.62 10- 1 7 W8 -19,272 18,808 336 1,808 1.705 29.62 12- 1 8 W8 -19,272 18,963 -223 1,808 -1.705 29.62 14- 1 9 W7 -17,881 18,963 -783 -1,808 1.705 29.62 16- 1 10 W6 -17,881 16,024 -1,343 2,632 -1.705 29.62 18- 1 11 W5 -13,394 16,024 -1,9.03 -3,588 1.705 29.62 20- 1 12 W4 -13,394 9,989 -2,463 4,543 -1.705 29.62 22- 1 13 W3 -7,418 9,989 -3,435 -4,540 1.249 21.69 24- 1 TILTED END STRUT Vis -7,797 9,989 548 -666 -1.215 21.11 26- 2 14 W2 -7,797 -0 -3,983 9,195 -2.198 38.18 25- 2 ----- STD VERTICALS ---- 15 SE SQ END 4,240 -4,240 1.000 17.37 16 V1 END PNL 548 -666 1.215 21.11 17 V2 INTERIOR 560 -560 1.000 17.37 MAX TC COMPRESSION= -19,272.98 MAX BC TENSION= 18,963.87 MAX INT.TC PANEL LENGTH = 24.00 MAX INT BC PANEL LENGTH = 48.00 J1r"L00 1JIJ: 1011tiL0U/ I z 0 1L REW WORLD GYM - LA QUINTA, CA Liu - Temecula, CA. RUN ON 1-24-01 BASE LENGTH WORKING LENGTH DEPTH EFF DEPTH 28- 2 27-10 18 17.37 BC PANLS LE= 3- 0 6 BC PANELS AT 4- 0 RE= 3- 0 TC PANELS LE= 2- 0 END STRUT TILTED RE= 2- 0 FIRST HALF LE= 1- 1 SPECIAL 1ST COMP RE= 'l- 1 FIRST DIAL LE= 4- 1 763 RE= 4- 1 DEPTHS LE= 18.000 CENTERLINE= 18.000 RE= 18.000 MULTIPLE LOADING: UPLIFT UNIFORM TC LOAD= -40 UNIFORM BC LOAD= 0 NOTE: UNIFORM LOAD IS NET UPLIFT ALL'LOADS SHOWN REDUCED BY 25% REACTIONS R1= -417.50 R2= -417.50 MIN SHR= 21.11 14 ------------- STRESS ANALYSIS ------------- -2.198 NO MEM TC F BC F SHEAR WEB F CSC 1 W2 763 0 -390 -857 2.198 TILTED END STRUT END PNL -58 71 1.215 21.11 Vis 722 0 -58 71 1.215 2 W3 722 -970 -331 413 -1.249 3 W4 1,343 -970 -270 -460 1.705 4 W5 1,343 -1,633 -210 358 -1.705 5 W6 1,841 -1,633 -150 -255 1.705 6 W7 1,841 -1,965 -90 178 -1.705 7 W8 2,006 -1,965 -30 -178 1.705 8 W8 2,006 -1,965 30 -178 -1.705 9 W7 1,841 -1,965 90 178 1.705 10 W6 1,841 -1,633 150 -255 -1.705 11 W5 1,343 -1,633 210 358 1.705 12 W4 1,343 -970 270 -460 -1.705 13 W3 722 -970 331 413 1.249 TILTED END STRUT 104.38 TL= -835.00 WEB L PP DISTANCE 38.18 0- 2 21.11 21.69 29.62 29.62 29.62 29.62 29.62 29.62 29.62 29.62 29.62 29.62 21.69 2- 0 3- 0 4- 1 6- 1 8- 1 10- 1 12- 1 14- 1 16- 1 18- 1 20- 1 22- 1 24- 1 26- 2 25- 2 V1S 763 -970 -58 71 -1.215 21.11 14 W2 763 0 390 -857 -2.198 38.18 ----- STD VERTICALS ---- 15 SE SQ END 417 -417 1.000 17.37 16 V1 END PNL -58 71 1.215 21.11 17 V2 INTERIOR -60 60 1.000 17.37 MAX TC COMPRESSION= 0.00 MAX BC TENSION= 0.00 MAX INT TC PANEL LENGTH = 24.00 MAX INT BC PANEL LENGTH = 2- 0 3- 0 4- 1 6- 1 8- 1 10- 1 12- 1 14- 1 16- 1 18- 1 20- 1 22- 1 24- 1 26- 2 25- 2 18KA280/128 J2 NEW WORLD GYM - LA QUINTA, CA MULTIPLE ANALYSIS SUMMARY MEM TC TEN TC COM BC TEN BC COM WEB TEN- WEB COM 1 763 -7,235 0 0 8,564 -857 2 722 -6,856 9,212 7970 413 -4,181 3 1,343 -12,771 9,212 -970 4,735 -460 4 1,343 -12,771 15,557 -1,633 358 -3,780 5 1,841 -17,569 15,557 -1,633 2,824 -255 6 1,841 -17,569 18,808 -1,965 178 -1,8.69 7 2,006 -19,272 18,808 -1,965 1,808 -178 8 2,006 -19,272 18,963 -1,965 1,808 -178 9 1,841 -17,881 18,963 -1,965 178 -1,808 10 1,841 -17,881 16,024 -1,633 2,632 -255 11 1,343 -13,394 16,024 -1,633 358 -3,588 12 1,343 -13,394 9,989 -970 4,543 -460 13 722 -7,418 9,989 -970 413 -4,540 14 763 -7,797 0 -0 9,195 -857 15 0 0 0 0 0 -4,240 16 0 0 0 0 71 -666 17 0 0 0 0 60 -560 MAXIMUM UNIFORM LOAD: TOP CHORD= 280 RUN ON 1-24-01 18KA280/128 J2 NEW WORLD GYM - LA QUINTA, CA CONSOLIDATE LEFT & RIGHT MEM TC TEN TC COM BC TEN BC COM WEB TEN WEB COM 1 763 -7,797 0 -0 .9,195 -857 2 722 -7,418 9,989 -970 413 -4,540 3 1,343 -13,394 9,989 -970 4,735 -460 4 1,343 -13,394 16,024 -1,633 358 -3,780 5 1,841 -17,881 16,024 -1,633 2,824 -255 6 1,841 -17,881 18,963 -1,965 178 -1,869 7 2,006 -19,272 18,963 -1,9.65 1,808 -178 8 0 0 0 0 0 -4,240 9 0 0 0 0 71 -666 10 0 0 0 0 60 -560 MAXIMUM UNIFORM LOAD: TOP CHORD= 280 RUN ON 1-24-01 LCD - Temcula, CA. MEMBER SIZES: 18KA280/128 J2 NEW WORLD GYM - LA QUINTA, CA Fy = 50,000.000 BENDING LOAD = 0.000 OUTSIDE DEPTH = 18.000 BC = 16 AREA = 0.3730 y(x) = 0.4230 TC = 18 AREA = 0.4140 Rx 0.4620 y = 0.4280 Sl = 0.2079 ACTUAL EFF DEPTH = 17.149 CORRECTED LOAD TC= 19,521.352 L/Rx = 51.948 USING L = 24.00 L/Rz = 40.677 USING L = 12.00 Fa = 24,044.1 USING L/R= 51.94 MAX LOAD (FILLERS)= 20,107.65 FILLER PANELS REQD = 6 Fb = 30,000.000 ASSUMED FORCE = 19,272.980 ASSUMED EFF DEPTH= 17.370 Ryy = 1.0326 Rz = 0.2960 Rz = 0.2950 Ryy = 1.0373 Ss = 0.0830 Qs = 1.0000 GAP BETWEEN CHORD= 1.000 BC = 19,208.266 L/Ryy= 34.702 USING L = 36.00 WITH FILLERS K= 1.00 F'e= 55,336.61 Cm= 0.00000 MAX LOAD NO FILLER= 15,671.86 MIN WELD LEN 2X = 0.375 TC (fa/Fa) = 0.98055 USING TC= 18 = 1-1/2 X 1-1/2 X .145 BC STRESS = 25,748.34672 USING BC= 16 = 1-1/2 X 1-1/2 X .130 END PANEL CHECK W= 280 END PANEL ALLOWABLE FORCES REDUCED 10 % END PANEL CHECK = LEFT END LENGTH = AXIAL LOAD = 7,898.19 AXIAL STRESS fa = Fa = 18,067.36 F'e = fb PANEL PT = 7,990.63 fb MID -PANEL = Cm = 0.956 fa/Fa = PANEL PT= 17,529.5 MID PANEL= 0.6102 NO FILLERS FIRST PANEL CHECK = AXIAL LOAD = Fa = fb PANEL PT = Cm = PANEL PT= 17,066.2 LEFT END LENGTH = 7,514.60 AXIAL STRESS fa = 18,046.86 F'e = 7,990.64 fb MID -PANEL = 0.928 fa/Fa = MID PANEL= 0.5563 NO FILLERS 22.00 9,538.88 65,855.14 1,986.60 0.527 L/R= 74.57 25.00 9,075.61 50,998.22 1,418.40 0.502 L/R= 84.74 BOTTOM CHORD L/Rz= 162.162 TC OAL/Ryy = 321.964 MAX BRIDGING CHECK TC= 12.53' BC= 20.65' MOMENT OF INERTIA= 115.7 LL 360= 200.5 LL 240= 300.8 TC TENSION STRESS = 2,455.12 BC COMPRESSION CENTER BC COMPRESSION ACTUAL= 1,990.85 ALLOW= 4,278.7 NO FILLER MAX BC BRDG DIST = 20- 4 1/4 FOR 1/ryy BC COMP CHECK MAX BRDG BC 1/ryy of 200 = 17.21 RUN ON 1-24-01 WEB DESIGN: 18KA280/128 J2 NEW WORLD GYM - LA QUINTA, CA TC= 18 = 1-1/2 X 1-1/2 X .145 NUMBER SZ QTY ACTUAL T 1 W2 95 1 9,195 2 W3 08 1 413 3 W4 09 1 4,735 4 W5 09 1 358 5 W6 03 1 2,824 6 W7 08 1 178 7 W8 03 1 1,808 8 SE 03 2 B 0 9 V1 03 1 '71 10 V2 03 1 60 TOTAL WELD= 96 LCD - Temecula, CA. RUN ON 1-24-01 BC= 16 = 1-1/2 X 1-1/2 X .130 ------ WEB DESIGN ------ ALLOW T ACTUAL C ALLOW C WELD THK ANGLE NAME 16,398 857 3,891 2.1 .304 7/8" ROD 8,029 4,540 5,188 2.8 .111 1-1/4 X 1-1/4 X .111 9,544 460 4,244 2.4 .133 1-1/4 X 1-1/4 X .133 9,544 3,780 4,244 2.0 .133 1-1/4 X 1-1/4 X .133 6,241 . 255 1,777 2.0 .109 1 X 1 X .109 8,029 1,869 3,594 2.0 .111 1-1/4 X 1-1/4 X .111 6,241 178 1,777 2.0 .109 1 X 1 X .109 ---- STANDARD VERTICALS ---- 12,483 4,240 10,165 2.7 .109 1 X 1 X .109 5,617 764 2,999 2.0 .025 1 X 1 X .109 6,241 657 4,058 2.0 .022 1 X 1 X .109 K = 1.00 MIN COMP= 0.00 GUSSET PLATE / ECC CHECK / WELD DATA ***** NOTE : JOIST IS SYMMETRIC - DATA BELOW MUST BE APPLIED TO BOTH SIDES **** ALL CHECKS O.K. J1nxJJ HLVt1LYJ15: ju&j--uj2u/buu J3 NEW WORLD GYM - LA QUINTA, CA BASE LENGTH WORKING LENGTH 24- 3 3/4 23-11 3/4 LCD - Temecula, CA. RUN ON 1-24-01 DEPTH 30 BC PANLS LE=` 4- 0 5 BC PANELS AT 4- 0 TC PANELS LE= 2- 6 END STRUT TILTED FIRST HALF LE= 0- 1 7/8 SPECIAL 1ST COMP FIRST DIAG LE= 4- 1 7/8* DEPTHS LE= 30.000 CENTERLINE= 30.000 EFF DEPTH 28.861 RE= 4- 0 RE= 2- 6 RE= 0- 1 7/8 RE= 4- 1 7/8 RE= 30.000 UNIFORM TC LOAD= 1320 UNIFORM BC LOAD= 0 REACTIONS R1= +15,826.25 R2= +15,826.25 MIN SHR= 3,956.56 TL= 31,652.50 ------------- STRESS ANALYSIS ------------- NO MEM TC F BC F SHEAR WEB F CSC WEB L PP DISTANCE 1 W2 -22,770 0 14,286 26,880 1.881 54.30 0- 2 TILTED END STRUT V1S -21,127 0 2,633 -3,103 1.178 34.01 2- 6 2 W3 -21,127 21,884 11,653 -11,677 -1.002 28.92 4- 0 3 W4 -29,568 21,884 9,240 12,017 1.300 37.53 4- 1 7/8 4 W5 -29,568 35,057 6,600 -8,583 -1.300 37.53 6- 1 7/8, 5 W6 -38,350 35,057 3,960 5,150 1.300 37.53 8- 1 7/8 6 W7 -38,350 39,447 1,320 -5,145 -1.300 37.53 10- 1 7/8 ----- STD VERTICALS ---- 7 SE SQ END 15,826 -15,826 1.000 28.86 8 V1 END PNL 2,633 -3,103 1.178 34.01 9 V2 INTERIOR 2,640 -2,640 1.000 28.86 MAX TC COMPRESSION= -38,350.05 MAX BC TENSION= 39,447.72 MAX INT TC PANEL LENGTH = 24.00 MAX INT BC PANEL LENGTH = 48.00 LCD - Temcula, CA. MEMBER SIZES: 30KA1320/800 J3 NEW WORLD GYM - LA QUINTA, CA Fy = 50,000.000 BENDING LOAD = 0.000 OUTSIDE DEPTH = 30.000 BC = 26 AREA = 0.6690 y(x) = 0.5650 TC = 28 AREA = 0.7600 Rx = 0.6160 y = 0.5740 Sl = 0.5017 ACTUAL EFF DEPTH = 28.861 CORRECTED LOAD TC= 38,350.052 L/Rx = 38.961 USING L = 24.00 L/Rz = 30.534 USING L = 12.00 Fa = 25,976.9 USING L/R= 38.96 MAX LOAD (FILLERS)= 39,879.87 FILLER PANELS REQD = 4 Fb = 30,000.000 ASSUMED FORCE =1 38,350.052 ASSUMED EFF DEPTH= 128.861 Ryy = 1.2322 Rz = 0.3940 Rz = 0.3930 Ryy = 1.2379 Ss = 0.2019 Qs = 1.0000 GAP BETWEEN CHORD= 1.000 BC = 39,447.727 L/Ryy= 29.081 USING L = 36.00 WITH FILLERS K 1.00 F'e= 98,376.21 Cm= 0.00000 MAX LOAD NO FILLER= 34,594.56 MIN WELD LEN 2X = 0.375 TC (fa/Fa) = 0.97125 USING TC= 28 = 2 X 2 X .200 BC STRESS = 29,482.60639 USING BC= 26 = 2 X 2 X .175 END PANEL CHECK W= 1320 END PANEL ALLOWABLE FORCES REDUCED 10 % END PANEL CHECK = AXIAL LOAD = Fa = fb PANEL PT = Cm = PANEL PT= 34,405.7 LEFT END LENGTH 22,770.08 AXIAL STRESS fa 22,538.95 F'e 19,425.44 fb MID -PANEL 0.937 fa/Fa MID PANEL= 0.9796 FILLERS BOTTOM CHORD L/Rz= 121.827 TC OAL/Ryy MAX BRIDGING CHECK TC= 14.95' BC= 24.64' MOMENT OF INERTIA= 593.8 LL 360=1,608.9 28.00 14,980.32 72,276.40 7,188.67 0.664 L/R= 45.45 = 232.448 LL 240=2,413.4 RUN ON 1-24-01 WEB DESIGN: 30KA1320/800 J3 NEW WORLD GYM - LA QUINTA, CA TC= 28 = 2 X 2 X .200 LCD - Temecula, CA. RUN ON 1-24-01 BC= 26 = 2 X 2 X .175 WEB DESIGN NUMBER SZ QTY ACTUAL T ALLOW T ACTUAL C ALLOW C WELD THK ANGLE NAME 1 W2 99 1 26,880 27,106 0 4,955 5.3 .346 1 1/8" ROD 2 W3 23 1 0 17,271 11,677 11,678 5.4 :148 2 X 2 X .148 3 W4 25 1 12,017 18,937 .0 10,997 5.0 .163 2 X 2 X .163 4 W5 22 1 0 16,028 8,583 8,939 4.3 .137 2 X 2 X .137 5 W6 03 1 5,150 6,241 0 1,043 3.2 .109 1 X 1 X .109 6 W7 20 1 0 '14,574 5,145 5,483 2.1 .170 1-1/2 X 1-1/2 X .170 ---- STANDARD VERTICALS ----- 7 SE 15 2 B 0 21,755 15,826 16,431 8.6 .124 1-1/2 X 1-1/2 X .125 8 V1 14 1 0 9,053 3,295 4,157 2.0 .110 1-1/2 X 1-1/2 X .115 9 V2 08 1 0 8,029 2,831 3,572 2.0 .095 1-1/4 X 1-1/4 X .111 TOTAL WELD= 140 K = 1.00 MIN COMP= 0.00 GUSSET PLATE / ECC CHECK / WELD DATA ***** NOTE : JOIST IS SYMMETRIC - DATA BELOW MUST BE APPLIED TO BOTH SIDES **** ALL CHECKS O.K. .Jlixr-Do t]LVA1.i1J1.7: JVllt]IJGU/ OVV U'1 LI.L - lC1llCUU1G, k t . 1,U LV U 11 1-L11 U1 NEW WORLD GYM - LA QUINTA, CA BASE LENGTH WORKING LENGTH DEPTH EFF DEPTH 16- 0 1/2 15- 8 1/2 30 28.95 BC PANLS LE= 4- 0 3 BC PANELS AT.4- 0 RE= 4- 0 TC PANELS LE= 2- 1 1/8 END STRUT TILTED RE= 2- 1 1/8 FIRST HALF LE= 0- 0 1/4 SPECIAL 1ST COMP RE= 0- 0 1/4 FIRST DIAG LE= 4- 0 1/4 RE= 4- 0 1/4 DEPTHS LE= 30.000 CENTERLINE= 30.000 RE= 30.000 UNIFORM TC LOAD= 1320 UNIFORM BC LOAD= 0 REACTIONS R1= +10,367.50 R2= +10,367.50 MIN SHR= 2,591.88 TL= 20,735.00 ------------- STRESS ANALYSIS ------------- NO MEM TC F BC F SHEAR WEB F CSC WEB L PP DISTANCE 1 W2 -14,452 0 9,095 17,076 1.877 54.35 0- 2 TILTED END STRUT V1S -12,442 0 2,543 -3,242 1.274 36.89 2- 1 1/8 2 W3 -12,442 12,499 6,551 -6,552 -1.000 28.95 4- 0 3 W4 -15,781 12,499 3,959 5,143 1.298 37.60 4- 0 1/4 4 W5 -15,781 16,876 1,319 -3,366 -1.298 37.60 6- 0 1/4 5 W5 -15,781 16,876 -1,320 -3,366 1.298 37.60 8- 0 1/4 6 W4 -15,781 12,499 -3,960 5,143 -1.298 37.60 10- 0 1/4 7 W3 -12,442 12.,499 -6,551 -6,552 1.000 28.95 12- 0 1/4 TILTED END STRUT V1S -14,452 12,499 2,543 -3,242 -1.274 36.89 13-11 3/8 8 W2 -14,452 -0 -9,095 17,076 -1.877 54.35 12- 0 1/2 ----- STD VERTICALS ---- 9 SE SQ END 10,367 -10,.367 1.000 28.95 10 V1 END PNL 2,543 -3,242 1.274 36.89 11 V2 INTERIOR 2,640 -2,640 1.000 28.95 MAX TC COMPRESSION= -15,781.98 MAX BC TENSION= 16,876.28 MAX INT TC PANEL LENGTH = 24.00 MAX INT BC PANEL LENGTH = 48.00 30KA1320/800 J4 NEW WORLD GYM - LA QUINTA, CA CONSOLIDATE LEFT & RIGHT MEM TC TEN TC COM BC TEN BC COM WEB TEN WEB COM 1 0 -14,452 0 -0 17,076 0 2 0 -12,442 12,499 0 0 -6,552 3 0 -15,781 12,499 0 5,143 0 4 0 -15,781 16,876 0 0 -3,366 5 0 0 0 0 0 -10,367 6 0 0 0 0 0 -3,242 7 0 0 0 0 0 -2,640 MAXIMUM UNIFORM LOAD: TOP CHORD= 1320 RUN ON 1-24-01 LCD - Temcula, CA. MEMBER SIZES: 30KA1320/800 J4 NEW WORLD GYM - LA QUINTA, CA Fy = 50,000.000 BENDING LOAD = 0.000 OUTSIDE DEPTH = 30.000 BC = 16 AREA = 0.3730 y(x) = 0.4230 TC = 22 AREA = 0.5290 Rx = 0.6240 y = 0.5510 Sl = 0.3738 ACTUAL EFF DEPTH = 29.026 CORRECTED LOAD TC= 15,740.661 L/Rx = 38.461 USING L = 24.00 L/Rz = 30.226 USING L = 12.00 Fa = 23,171.0 USING L/R= 38.46 MAX LOAD (FILLERS)= 24,760.15 NO INTERIOR FILLERS REQUIRED RUN ON 1-24-01 Fb = 30,000.000 ASSUMED FORCE = 15,781.984 ASSUMED EFF DEPTH 28.950 Ryy = 1.0326 Rz = 0.2960 Rz = 0.3970 Ryy = 1.2222 Ss = 0.1421 Qs = 0.8785 GAP BETWEEN CHORD= 1.000 BC = 16,832.096 L/Ryy= 29.452 USING L = 36.00 WITH FILLERS K= 1.00 F'e= 100,948.03 Cm= 0.00000 MAX LOAD NO FILLER= 21,854.67 TC (fa/Fa) = 0.64208 USING TC= 22 = 2 X 2 X .137 BC STRESS = 22,563.13224 USING BC= 16 = 1-1/2 X 1-1/2 X .130 END PANEL CHECK W= 1320 END PANEL ALLOWABLE FORCES REDUCED 10 % END PANEL CHECK = LEFT END LENGTH = 23.13 AXIAL LOAD = 14,414.61 AXIAL STRESS fa = 13,624.40 Fa = 20,991.96 F'e = 108,731.86 fb PANEL PT = 21,685.95 fb MID -PANEL = 6,142.80 Cm = 0.962 fa/Fa = 0.649 PANEL PT= 35,310.3 MID PANEL= 0.9339 FILLERS L/R= 37.05 BOTTOM CHORD L/Rz= 162.162 TC OAL/Ryy = 154.217 MAX BRIDGING CHECK TC= 14.76' BC= 20.65' MOMENT OF INERTIA= 369.1 LL 360=3,558.2 LL 240=5,337.4 rl WEB DESIGN: 30KA13201800 J4 NEW WORLD GYM - LA QUINTA, CA TC= 22 = 2 X 2 X .137 LCD - Temecula, CA. RUN ON 1-24-01 BC= 16 = 1-1/2 X 1-1/2 X .130 WEB DESIGN NUMBER SZ QTY ACTUAL T ALLOW T ACTUAL.0 ALLOW C WELD THK ANGLE NAME 1 W2 96 1 17,076 18,824 0 2,322 3.7 .314 15/16" ROD 2 W3 17 1 0 11,968 6,552 6,781 3.2 .138 1-1/2 X 1-1/2 X .138 3 W4 09 1 5,143 9,544 0 2,419 2.7 .133 1-1/4 X 1-1/4 X .133 4 W5 14 1 0 10,059 3,366 3,747 2.0 .115 1-1/2 X 1-1/2 X .115 ---- STANDARD VERTICALS ---- 5 SE 0812 B 0 16,059 10,367 11,246 6.3 .111 1-1/4 X 1-1/4 X .111 6 V1 14 1 0 9,053 3,320 3,503 2.0 .111 1-1/2 X 1-1/2 X .115 7 V2 08 1 0 8,029 2,718 3,462 2.0 .091 1-1/4 X 1-1/4 X .111 TOTAL WELD= 68 K = 1.00 MIN COMP= 0.00 GUSSET PLATE / ECC CHECK / WELD DATA ***** NOTE : JOIST IS SYMMETRIC - DATA BELOW MUST BE APPLIED TO BOTH SIDES **** ALL CHECKS O.K. J1't�rJJJ t1114tiL1JlJ: 1)Uru-�1JL.U/ ODU UJ U1ct, l ti. nUiV ULV 1 -[.11 -vi NEW WbRLD GYM - LA QUINTA, CA BASE LENGTH WORKING LENGTH DEPTH EFF DEPTH 7- 7 3/8 7- 3 3/8 30 29.026 BC PANLS LE- 2- 9 5/8 1 BC PANELS AT 4- 0 RE= 2- 9 5/8 TC PANELS LE= 1-11 7/8 END STRUT TILTED RE= 1-11 7/8 FIRST HALF LE= 1- 0 SPECIAL 1ST COMP RE= 1- 0 FIRST DIAG LE= 3- 9 5/8 RE= 3- 9 5/8 DEPTHS LE= 30.000 CENTERLINE= 30.000 RE= 30.000 UNIFORM TC LOAD= 1320 UNIFORM BC LOAD= 0 REACTIONS R1= +4,805.62 R2= +4,805.63 MIN SHR= 1,201.41 TL= 9,611.25 ------------- STRESS ANALYSIS ------------- NO MEM TC F BC F SHEAR WEB F CSC WEB L PP DISTANCE 1 W2 -3,934 0 3,604 5,335 1.480 42.97 0- 2 TILTED END STRUT V1S -3,119 0 2,402 -2,537 1.055 30.64 1-11 7/8 2 W3 -3,119 3,616 1,201 -1,300 -1.082 31.40 2-.9 5/8 3 W3 -3,119 3,616 -1,201 -1,300 1.082 31.40 3- 9 5/8 TILTED END STRUT V1S -3,934 3,616 2,402 -2,537 -1.055 30.64 5- 7 1/2 4 W2 -3,934 -0 -3,604 5,335 -1.480 42.97 4- 9 5/8 ----- STD VERTICALS ---- 5 SE SQ END 4,805 -4,805 1.000. 29.02 6 Vl END PNL 2,402 -2,537 1.055 30.64 7 V2 INTERIOR 0 0 0.000 0.00 MAX TC COMPRESSION= -3,934.70 MAX BC TENSION= 3,616.51 MAX INT TC PANEL LENGTH = 21.84 MAX INT BC PANEL LENGTH = 33.84 30KA1320/800 J5 NEW WORLD GYM - LA QUINTA, CA ------- CONSOLIDATE LEFT & RIGHT -------- MEM TC TEN TC COM BC TEN BC COM WEB TEN "WEB COM 1 0 -3,934 0 -0 5,335 0' 2 0 -3,119 3,616 0 0 -1,300 3 0 0 0 0 0. -4,805 4 0 0 0 0 0 -2,537 5 0 0 0 0 0 0 MAXIMUM UNIFORM LOAD: TOP CHORD= 1320 RUN ON 1-24-01 LCD - Temcula, CA. MEMBER SIZES: 30KA1320/800 J5 NEW WORLD GYM - LA QUINTA, CA Fy = 50,000.000 BENDING LOAD = 0.000 OUTSIDE DEPTH = 30.000 BC = 16 AREA = 0.3730 y(x) = 0.4230 TC = 22 AREA = 0.5290 Rx = 0.6240 y = 0.5510 Sl = 0.3738 ACTUAL EFF DEPTH = 29.026 CORRECTED LOAD TC= 3,119.823 L/Rx = 35.005 USING L = 21.84 L/Rz = 27.510 USING L = 10.92 Fa = 23,544.3 USING L/R= 35.00 MAX LOAD (FILLERS)= 25,159.03 NO INTERIOR FILLERS REQUIRED Fb = 30,000.000 ASSUMED FORCE = 3,119.823 ASSUMED EFF DEPTH= 29.026 Ryy = 1.0326 Rz = 0.2960 Rz = 0.3970 Ryy = 1.2222 Ss = 0.1421 Qs = 0.8785 GAP BETWEEN CHORD= 1.000 BC = 3,616.511 L/Ryy= 29.452 USING L = 36.00 WITH FILLERS K= 1.00 F' -e= 121,863.01 Cm= 0.00000 MAX LOAD NO FILLER= 22,629.10 TC (fa/Fa) = 0.12524 USING TC= 22 = 2 X 2 X .137 BC STRESS = 4,847.8702 USING BC= 16 = 1-1/2 X 1-1/2 X .130 END PANEL CHECK W= 1320 END PANEL ALLOWABLE FORCES REDUCED 10 % END PANEL CHECK = LEFT END LENGTH _ 21.84 AXIAL LOAD = 3,934.70 AXIAL STRESS fa = 3,719.00 Fa = 19,059.07 F'e = 121,861.33 fb PANEL PT = 19,076.97 fb MID -PANEL = 5,521.99 Cm = 0.990 fa/Fa = 0.195 PANEL PT= 22,795.9 MID PANEL= 0.4330 NO FILLERS L/R= 55.02 BOTTOM CHORD L/Rz= 114.336 TC OAL/Ryy = 71.484 MAX BRIDGING CHECK TC= 14.76' BC= 20.65' MOMENT OF INERTIA= 369.1 LL 360=#,###.# LL 240=#,###.# RUN ON 1-24-01 WEB DESIGN: 30KA1320/800 J5 NEW WORLD GYM - LA QUINTA, CA TC= 22 = 2 X 2 X .137 LCD - Temecula, CA. RUN ON 1-24-01 BC= 16 = 1-1/2 X 1-1/2 X .130 WEB DESIGN NUMBER SZ QTY ACTUAL T ALLOW T ACTUAL C ALLOW C WELD THK ANGLE NAME 1 W2 95 1 5,335 16,398 0 2,819 2.0 .130 7/8" ROD 2 W3 03 1 0 6,241 1,300 1,451 2.0 .109 1 X 1 X .109 ---- STANDARD VERTICALS ---- 3 SE 03 2 B 0 12,483 4,805 7,373 3.0 .109 1 X 1 X .109 4 V1 08 1 0 7,226 2,552 2,780 2.0 .085 1-1/4 X 1-1/4 X .111 TOTAL WELD= 24 K = 1.00 MIN COMP= 0.00 GUSSET PLATE / ECC CHECK / WELD DATA ***** NOTE : JOIST IS SYMMETRIC - DATA BELOW MUST,BE APPLIED TO BOTH SIDES **** ALL CHECKS O.K. Jlt�LJJ riiviiLlJ1J: JUt�ti1JLV/dUU jn Liu - Temecula, CA. RUN ON 1-24-01 NEW WORLD GYM - LA QUINTA, CA BASE LENGTH WORKING LENGTH DEPTH EFF DEPTH 6- 6 1/4 6- 2 1/4 30 29.026 BC PANLS LE= 2- 3 1/8 1 BC PANELS AT 4- 0 RE= 2- 3 1/8 TC PANELS LE= 1- 8 1/2 END STRUT TILTED RE= 1- 8 1/2 FIRST HALF LE= 1- 0 SPECIAL 1ST COMP RE= 1- 0 FIRST DRAG LE= 3- 3 1/8 RE= 3- 3 1/8 DEPTHS LE= 30.000 CENTERLINE= 30.000 RE= 30.000 UNIFORM TC LOAD= 1320 UNIFORM BC LOAD= 0 REACTIONS R1= +4,083.75 R2= +4,083.75 MIN SHR= 1,020.94 TL= 8,167.50 ------------- STRESS ANALYSIS ------------- NO MEM TC F BC F SHEAR WEB F CSC WEB L PP DISTANCE 1 W2 -2,651 0 3,062 4,050 1.322 38.38 0- 2 TILTED END STRUT Vis -2,189 0 2,041 -2,093 1.025 29.75 1- 8 1/2 2 W3 -2,189 2,611 1,020 -1,104 -1.082 31.40 2- 3 1/8 3 W3 -2,189 2,611 -1,020 -1,104 1.082 31.40 3- 3 1/8 TILTED END STRUT Vis -2,651 2,611 2,041 -2,093 -1.025 29.75 4- 9 5/8 4 W2 -2,651 0 -3,062 4,050 -1.322 38.38 4- 3 1/8 ----- STD VERTICALS --=- 5 SE SQ END 4,083 -4,083 1.000 29.02 6 V1 END PNL 2,041 -2,093 1.025 29.75 7 V2 INTERIOR 0 0 0.000 0.00 MAX TC COMPRESSION= -2,651.18 MAX BC TENSION= 2,611.61 MAX INT TC PANEL LENGTH = 18.56 MAX INT BC PANEL LENGTH = 30.56 30KA1320/800 J6 NEW WORLD GYM —'LA QUINTA, CA ------- CONSOLIDATE LEFT & RIGHT -------- MEM TC TEN' TC COM BC TEN BC COM WEB TEN WEB COM 1 0 -2,651 0 0 4,050 0 2 0 -2,189 2,611 0 0 -1,104' 3 0 0 0 0 0 -4,083 4 0 0 0 0 0 -2,093 5 .0 0 0 0 0 0 MAXIMUM UNIFORM LOAD: TOP CHORD= 1320 a m RUN ON 1-24-01 LCD - Temcula, CA. MEMBER SIZES: 30KA1320/800 J6 NEW WORLD GYM - LA QUINTA, CA Fy = 50,000.000 BENDING LOAD = 0.000 OUTSIDE DEPTH = 30.000 BC = 16 AREA = 0.3730 y(x) = 0.4230 TC = 22 AREA = 0.5290 Rx = 0.6240 y = 0.5510 S1 = 0.3738 ACTUAL EFF DEPTH = 29.026 CORRECTED LOAD TC= 2,189.532 L/Rx = 29.748 USING L = 18.56 L/Rz = 23.378 USING.L = 9.28 Fa = 24,082.1 USING L/R= 29.74 MAX LOAD (FILLERS)= 25,733.73 NO INTERIOR FILLERS REQUIRED Fb = 30,000.000 ASSUMED FORCE = 2,189.532 ASSUMED EFF DEPTH= 29.026 Ryy = 1.0326 Rz = 0.2960 Rz = 0.3970 Ryy = 1.2222 Ss = 0.1421 Qs = 0.8785 GAP BETWEEN CHORD= 1.000 BC = 2,611.610 L/Ryy= 2.9.452 USING L = 36.00 WITH FILLERS K= 1.00 F'e= 168,745.95 Cm= 0.00000 MAX LOAD NO FILLER= 23,736.86 TC (fa/Fa) = 0.08593 USING TC= 22 = 2 X 2 X .137 BC STRESS = 3,500.81850 USING BC= 16 = 1-1/2 X 1-1/2 X .130 END PANEL CHECK W= 1320 END PANEL ALLOWABLE FORCES REDUCED 10 % END PANEL CHECK = LEFT END LENGTH = 18.56 AXIAL LOAD = 2,651.18 AXIAL STRESS fa = 2,505.84 Fa = 19,992.20 F'e = 168,751.40 fb PANEL PT = 13,013.02 fb MID -PANEL = 4,103.56 Cm = 0.995 fa/Fa = 0.125 PANEL PT= 15,518.8 MID PANEL= 0.3001 NO FILLERS L/R= 46.75 BOTTOM CHORD L/Rz= 103.251 TC OAL/Ryy MAX BRIDGING CHECK TC= 14.76' BC= 20.65' MOMENT OF INERTIA= 369.1 LL 360=#,###.# = 60.746 LL 240=#,###.# RUN ON 1-24-01 WEB;DESIGN: 30KA1320/800 J6 NEW WORLD GYM - LA QUINTA, CA TC= 22 = 2 X 2 X .137 LCD - Temecula, CA. RUN ON 1-24-01 BC= 16 = 1-1/2 X 1-1/2 X .130 WEB DESIGN NUMBER SZ QTY ACTUAL T ALLOW T ACTUAL C ALLOW C WELD THK ANGLE NAME 1 W2 95 1 4,050 16,398 0 3,532 2.0 .130 7/8" ROD 2 W3, 03 1- 0 6,241 1,104 1,451 2.0 .109 1 X 1 X .109 ---- STANDARD VERTICALS ---- 3 SE 03 2 B 0 12,483 4,083 7,373 2.6 .109 1 X 1 X .109 4 V1 08 1 0 7,226 2,104 2,949 2.0 .070 1-1/4 X 1-1/4 X .111 TOTAL WELD= 24 K = 1.00 MIN COMP= 0.00 GUSSET PLATE / ECC CHECK / WELD DATA ***** NOTE : JOIST IS SYMMETRIC - DATA BELOW MUST BE APPLIED TO BOTH SIDES **** ALL CHECKS O.K. STRESS ANALYSIS: 42LH280/128 T1 NEW WORLD GYM - LA QUINTA, CA BASE LENGTH WORKING LENGTH 78- 1 3/4 77- 9 3/4 LCD - Temecula, CA. RUN ON 1-24-01 DEPTH EFF DEPTH 42 40.53 BC PANLS LE= 7- 0 10 BC PANELS AT 7- 0 RE= 7- 0 TC PANELS LE= 3- 6 END STRUT TILTED RE= 3- 6 FIRST HALF LE= 0-10 3/4 SPECIAL 1ST COMP RE= 0- 3 FIRST DIAG LE= 7-10 3/4 -1,302 RE= 7- 3 DEPTHS LE= 32.150 RIDGE LINE= 42.000 RE= 32.310 PITCH 0.2500":1'-0 54.29 RIDGE LINE AT 39- 4 3/4 PITCH -0.2500':1'-0 MULTIPLE LOADING: UPLIFT UNIFORM TC LOAD= -40 UNIFORM BC LOAD= 0 NOTE: UNIFORM LOAD IS NET UPLIFT ALL LOADS SHOWN REDUCED BY 25% REACTIONS R1= -1,167.19 R2= -1,167.19 MIN SHR= ------------- STRESS ANALYSIS ------------- NO MEM TC F BC F SHEAR WEB F CSC 1 W2 2,825 0 -1,117 -3,016 2.850 TILTED END STRUT 291.80 TL= -2,334.38 WEB L PP DISTANCE 87.56 G-.2 3- 6 7- 0 7-10 3/4 11- 4 3/4 14-10 3/4 18- 4 3/4 21-10 3/4 25- 4 3/4 28-10 3/4 32- 4 3/4 35-10 3/4 39- 4 3/4 42-10 3/4 46- 4 3/4 49-10 3/4 53- 4 3/4 56-10 3/4 60- 4 3/4 63-10 3/4 67- 4 3/4 70-10 3/4 74- 7 3/4 71- 1 3/4 V1S 2,675 0 -112 187 1.664 52.53 2 W3 2,675 -2,985 -1,001 995 -1.052 34.37 3 W4 4,014 -2,985 -882 -1,302 1.629 53.20 4 W5 4,014 -4,861 -777 1,095 -1.578 54.29 5 W6 5,542 -4,861 -672 -879 1.578 54.29 6 W7 5,542 -6,067 -567 693 -1.532 55.41 7 W8 6,450 -6,067 -462 -503 1.532 55.41 8 W9 6,450 -6,696 -357 435 -1.492 56.57 9 W10 6,820 -6,696 -252 -435 1.492 56.57 10 W11 6,820 -6,825 -147 425 -1.456 57.76 11 W12 6,723 -6,825 -42 425 1.456 57.76 RIDGE LINE AT VERTICAL - FORCE IN VERTICAL = -175.08734527922 12 W12 6,723 -6,804 62 425 -1.456 57.76 13 Wll 6,778 -6,804 167 425 1.456 57.76 14 W10 6,778 -6,631 272 -435 -1.492 56.57 15 W9 6,362 -6,631 377 435 1.492 56.57 16 W8 6,362 -5,954 482 -535 �-1.532 55.41 17 W7 5,404 -5,954 587 727 1.532 55.41 18 W6 5,404 -4,695 692 -914 -1.578 54.29 19 W5 3,820 -4,695 797 1,132 1.578 54.29 20 W4 3,820 -2,761 902 -1,340 -1.629 53.20 21 W3 2,674 -2,761 1,010 959 1.004 32.79 TILTED END STRUT V1S 2,811 -2,761 -103 171 -1.659 52.63 22 W2 2,811 -0 1,117 -3,003 -2.837 87.62 ----- STD VERTICALS ---- 23 SE SQ END 1,167 -1,167 1.000 30.88 24 V1 END PNL -115 187 1.664 52.63 25 V2 INTERIOR -105 105 1.000 40.53 MAX TC COMPRESSION= 0.00 MAX BC TENSION= 0.00 MAX INT TC PANEL LENGTH = 42.00 MAX INT BC PANEL LENGTH = 3- 6 7- 0 7-10 3/4 11- 4 3/4 14-10 3/4 18- 4 3/4 21-10 3/4 25- 4 3/4 28-10 3/4 32- 4 3/4 35-10 3/4 39- 4 3/4 42-10 3/4 46- 4 3/4 49-10 3/4 53- 4 3/4 56-10 3/4 60- 4 3/4 63-10 3/4 67- 4 3/4 70-10 3/4 74- 7 3/4 71- 1 3/4 42LH280/128 T1 NEW WORLD GYM - LA QUINTA, CA MULTIPLE ANALYSIS SUMMARY MEM TC TEN TC COM BC TEN BC COM WEB TEN WEB COM 1 2,825 -27,373 0 0 30,365 -3,016 2 2,675- -25,971 28,994 -2,985 995 -10,107 3 4,014 -39,064 28,994 -2,985 13,396 -1,302 4 4,014 -39,064 47,409 -4,861 1,095 -11,429 5 5,542 -54,192 47,409 -4,861 9,385 -879 6 5,542 -54,192 59,487 -6,067 693 -7,614 7 6,450 -63,444 59,487 -6,067 5,816 -503 8 6,450 -63,444 66,106 -6,696 435 -4,215 9 6,820 -67,614 66,106 -6,696 4,215 -435 10 6,820 -67,614 67,989 -6,825 425 -4,113 11 6,723 -67,361 67,989 -6,825 425 -4,113 12 6,723 -67,361 67,791 -6,804 425 -4,113 13 6,778 -67,208 67,791 -6,804 425 -4,113 14 6,778 -67,208 65,483 -6,631 4,215 -435 15 6,362 -62,593 65,483 -6,631 435 -4,507 16 6,362 -62,593 58,398 -5,954 6,131 -535 17 5,404 -52,853 58,398 -5,954 727 -7,944 18 5,404 -52,853 45,807 -4,695 9,725 -914 19 3,820 -37,185 45,807 -4,695 1,132 -11,786 20 3,820 -37,185 26,824 -2,761 13,765 -1,340 21 2,674 -25,976 26,824 -2,761 959 -9,738 22 2,811 -27,254 0 -0 30,251 -3,003 23 0 0 0 0 0 -11,297 24 0 0 0 0 1*87 -1,752 25 0 0 0 0 1,026 -1,780 MAXIMUM UNIFORM LOAD: TOP CHORD= 280 RUN ON 1-24-01 LCD - Temcula, CA. MEMBER SIZES: 42LH280/128 T1 NEW WORLD GYM - LA QUINTA, CA Fy = 50,000.000 Fb = 30,000.000 BENDING LOAD = 280.000 ASSUMED FORCE = 67,614.606 OUTSIDE DEPTH = 42.000 ASSUMED EFF DEPTH= 40.530 BC = 39 AREA = 1.1880 y(x) = 0.7170 Ryy = 1.4397 Rz = 0.4910 TC = 43 AREA = 1.4380 Rx = 0.9300 Rz = 0.5920 Ryy = 1.6328 y = 0.8420 S1 = 1.4774 Ss = 0.5764 Qs = 0.9607 ACTUAL EFF DEPTH = 40.441 GAP BETWEEN CHORD= 1.000 CORRECTED LOAD TC= 67,763.408 BC = 68,139.254 L/Rx = 33.870 USING L = 42.00 L/Ryy= 22.047 USING L = 36.00 L/Rz = 35.472 USING L = 21.00 WITH FILLERS K= 0.75 Fa = 25,500.7 USING L/R= 35.47 F'e= 130,165.51 Cm= 0.92759 MID PANEL MOMENT = 1,715.000 PANEL POINT MOM = 3,430.000 MID PANEL fb = 580.397 PANEL POINT fb = 2,975.056 fa/Fa = 0.923 BENDING RATIO = 0.022 MAX LOAD (FILLERS)= 72,384.30 MAX LOAD NO FILLER= 65,501.06 FILLER PANELS REQD = 6 MIN WELD LEN 2X = 0.730 TOP CHORD mp= 0.94676 USING TC= 43 = 3 X 3 X .250 pp= 26,536.74210 BC STRESS = 28,678.13729 USING BC= 39 = 2-1/2 X 2-1/2 X .250 END PANEL CHECK W= 280 END PANEL CHECK = LEFT END LENGTH = 40.00 AXIAL LOAD = 27,433.43 AXIAL STRESS fa = 9,538.74 Fa = 20,776.61 F'e = 80,722.95 fb PANEL PT = 4,606.66 fb MID -PANEL = 808.46 Cm - 0.964 fa/Fa = 0.459 PANEL PT= 14,145.4 MID PANEL= 0.4897 NO FILLERS L/R= 67.56 FIRST PANEL CHECK = LEFT END LENGTH = 52.75 AXIAL LOAD = 26,029.15 AXIAL STRESS fa = 9,050.47 Fa = 16,817.52 F'e = 46,416.47 fb PANEL PT = 4,606.66 fb MID -PANEL = 1,065.28 Cm = 0.922 fa/Fa = 0.538 PANEL PT= 13,657.1 MID PANEL= 0.5804 NO FILLERS L/R= 89.10 END PANEL CHECK = RIGHT END LENGTH = 40.00 AXIAL LOAD = 27,314.27 AXIAL STRESS fa = 9,497.31 Fa = 20,776.61 F'e = 80,722.95 fb PANEL PT = 3,792.55 fb MID -PANEL = 926.08 Cm = 0.964 fa/Fa = 0.457 PANEL PT= 13,289.8 MID PANEL= 0.4922 NO FILLERS L/R= 67.56 FIRST PANEL CHECK = RIGHT END LENGTH = 45.00 AXIAL LOAD = 26,034.16 AXIAL STRESS fa = 9,052.21 Fa = 19,299.16 F'e = 63,781.10 fb PANEL PT = 3,792.55 fb MID -PANEL = 653.58 Cm = 0.943 fa/Fa = 0.469 PANEL PT= 12,844.7 MID PANEL= 0.4939 NO FILLERS L/R= 76.01 RUN ON 1-24-01 BOTTOM CHORD L/Rz= 171.079 TC OAL/Ryy = 571.868 MAX BRIDGING CHECK TC= 23.13' BC= 28.79' MOMENT OF INERTIA= 2,131..8 LL 360= 169.0 LL 240= 253.5 TC TENSION STRESS = 2,376.73 BC COMPRESSION CENTER BC COMPRESSION ACTUAL= 6,840.09 ALLOW= 12,244.0 NO FILLER MAX BC BRDG DIST = 27- 3 7/8 FOR 1/ryy BC COMP CHECK MAX BRDG BC 1/ryy of 200 = 24 WEB DESIGN: 42LH280/128 T1 NEW WORLD GYM - LA QUINTA, CA TC= 43 = 3 X 3 X .250 NUMBER SZ QTY ACTUAL T 1 W2 27 2 B 30,365 2 W3 28 1 NAME 995 3 W4 20 1 .187 13,396 4 W5 15 2 B 1,095 5 W6 15 1 .200 9,385 6 W7 23 1 .170 693 7 W8 14 1 11,429 5,816 8 W9 22 1 1-1/2 435 9 W10 14 1 .125 4,215 10 W11 22 1 7,614 425 11 W12 22 1 .148 425 12 W12 22 1 .115 425 13 W11 22 1 4,215 425 14 W10 14 1 .137 4,215 15 W9 22 1 .115 435 16 W8 14 1 4,113 6,131 17 W7 25 1 .137 727 18 W6 15 1 .137 9,725 19 W5 15 2 B 1,132 20 W4 23 1 .137 13,765 21 W3 26 1 .137 959 22 W2 27 2 B 30,251 23 SE 08 2 B 0 24 V1 14 1 .137 187 25 V2 08 1 535 1,026 TOTAL WELD= 1-1/2 262 LCD - Temecula, CA. RUN ON 1-24-01 BC= 39 = 2-1/2 X 2-1/2 X .250 ------ WEB DESIGN ------ ALLOW T ACTUAL C ALLOW C WELD THK ANGLE NAME 43,207 3,016 17,416 11.0 .187 2 X 2 X .187 23,028 10,107 10,388 3.7 .187 2 X 2 X .200 14,574 1,302 3,938 5.4 .170 1-1/2'X 1-1/2 X .170 21,755 11,429 11,816 6.2 .125 1-1/2 X 1-1/2 X.125 10,877 879 2,861 5.1 .125 1-1/2 X 1-1/2 X .125 17,271 7,614 7,694 3.5 .148 2 X 2 X .148 10,059 503 2,556 3.5 .115 1-1/2 X 1-1/2 X .115 16,028 4,215 6,883 2.1 .137 2 X 2 X .137 10,059 435 2,453 2.5 .115 1-1/2 X 1-1/2 X .115 16,028 4,113 6,652 2.1 .137 2 X 2 X .137 16,028 4,113 6,652 2.1 .137 2 X 2 X .137 16,028 4,113 6,652 2.1 .137 2 X 2 X .137 16,028 4,113 6,652 2.1 .137 2 X 2 X .137 10,059 435 2,453 2.5 .115 1-1/2 X 1-1/2 X .115 16,028 4,507 6,883 2.3 .137 2 X 2 X .137 10,059 535 2,556 3.6 .115 1-1/2 X 1-1/2 X .115 18,937 7,944 8,463 3.3 .163 2 X 2 X .163 10,877 914 2,861 5.3 .125 1-1/2 X 1-1/2 X .125 21,755 11,786 11,816 6.4 .125 1-1/2 X 1-1/2 X .125 •17,271 1,340 8,176 6.3 .148 2 X 2 X .148 20,270 9,738 9,907 3.8 .175 2 X 2 X .175 43,207 3,003 17,394 10.9 .187 2.X 2 X .187 ---- STANDARD VERTICALS ---- 16,059 11,297 11,760 6.9 .111 1-1/4 X 1-1/4 X .111 10,059 2,091 2,834 2.0 .070 1-1/2 X 1-1/2 X .115 8,029 2,118 2,617 2.0 .071 1-1/4 X 1-1/4 X .111 K = 0.75 MIN COMP= 0.25 GUSSET PLATE / ECC CHECK / WELD DATA ALL CHECKS O.K. STRESS ANALYSIS: 42LH280/128 T2 NEW WORLD GYM - LA QUINTA, CA BASE LENGTH WORKING LENGTH 72- 6 1/4 72- 2 1/4 LCD - Temecula, CA. RUN ON 1-24-01 DEPTH EFF DEPTH 42 40.463 BC PANLS LE= 7- 0 9 BC PANELS AT 7- 0 RE= 7- 0 TC PANELS LE= 3- 6 END STRUT TILTED RE= 3- 6 FIRST HALF LE= 2- 3 1/4 SPECIAL 1ST COMP RE= 0- 3 FIRST DIAG LE= 9- 3 1/4 RE= 7- 3 DEPTHS LE= 33.560 PITCH 0.250011 :1'-0 MULTIPLE LOADING: GRAVITY RIDGE LINE= 42.000 RE= 32.310 RIDGE LINE AT 33- 9 1/4 PITCH -0.250011 :1'-0 PT LOAD OF 800 LBS AT PANEL PT 11 37.27'LE 35.25'RE EXTRA SHEAR ADDED TO EACH WEB= 400 UNIFORM TC LOAD= 280 UNIFORM BC LOAD= 0 REACTIONS R1= +10,495.05 R2= +10,517.45 MIN SHR= 2,629.36 TL= 21,012.50 ------------- STRESS ANALYSIS ------------- NO MEM TC F BC F SHEAR WEB F CSC WEB L PP DISTANCE 1 W2 -24,355 0 10,028 27,244 2.746 88.04 0- 2 TILTED END STRUT Vis -22,770 0 1,241 -2,013 1.621 53.34 3- 6 2 W3 -22,770 29,335 8,753 -11,080 -1.276 43.83 7- 0 3 W4 -37,508 29,335 7,455 11,177 1.579 54.25 9- 3 1/4 4 W5 -37,508 44,127 6,475 -9,351 -1.534 55.37 12- 9 1/4 5 W6 -49,338 44,127 5,495 7,469 1.534 55.37 16- 3 1/4 6 W7 -49,338 53,399 4,515 -5,809 -1.494 56.53 19- 9 1/4 7 W8 -55,845 53,199 3,535 4,142 1.494 56.53 23- 3 1/4 8 W9 -55,845 57,310 2,555 -3,833 -1.457 57.71 26- 9 1/4 9 W10 -57,719 57,310 1,575 3,833 1.457 57.71 30- 3 1/4 RIDGE LINE AT VERTICAL - FORCE IN VERTICAL = 1424.4668528024 10 W11 -57,719 59,614 595 -3,833 -1.457 57.71 33- 9 1/4 11 Wil -59,690 59,614 -1,184 3,833 1.457 57.71 37- 3 1/4 12 W10 -59,690 58,655 -2,164 3,928 -1.494 56.53 40- 9 1/4 13 W9 -56,483 58,655 -3,144 -3,928 1.494 56.53 44- 3 1/4 14 W8 -56,483 53,040 -4,124 5,136 -1.534 55.37 47- 9 1/4 15 W7 -48,281 53,040 -5,104 -6,902 1.534 55.37 51- 3 1/4 16 W6 -48,281 42,059 -6,084 8,655 -1.579 54.25 54- 9 1/4 17 W5 -34,300 42,059 -7,064 -10,663 1.579 54.25 58- 3 1/4 18 W4 -34,300 24,846 -8,044 12,609 -1.631 53.15 61- 9.1/4 19 W3 -24,063 24,846 -9,059 -8,995 1.004 32.72 65- 3 1/4 TILTED END STRUT Vis -25,344 24,846 964 -1,603 -1.661 52.59 69- 0 1/4 20 W2 -25,344 0 -10,050 28,206 -2.842 87.59 65- 6 1/4 ----- STD VERTICALS ---- 21 SE SQ END 10,517 -10,517 1.000 32.06 22 V1 END PNL 1,274 -2,013 1.661 53.34 23 V2 INTERIOR 980 -980 1.000 40.46 MAX TC COMPRESSION= -59,690.60 MAX BC TENSION= 59,614.87 MAX INT TC PANEL LENGTH = 42.00 MAX INT BC PANEL LENGTH = 84.00 STRESS ANALYSIS: 42LH280/128 T2 NEW WORLD GYM - LA QUINTA, CA BASE LENGTH WORKING LENGTH 72- 6 1/4 72- 2 1/4 LCD - Temecula, CA. RUN ON 1-24-01 DEPTH EFF DEPTH 42 40.463 BC PANLS LE= 7- 0 9 BC PANELS AT 7- 0 RE= 7- 0 TC PANELS LE= 3- 6 END STRUT TILTED RE= 3- 6 FIRST HALF Lt= 2- 3 1/4 SPECIAL 1ST COMP RE= 0- 3 FIRST DIAG LE= 9- 3 1/4 RE= 7- 3 DEPTHS LE= 33.560 PITCH 0.2500":1'-0 MULTIPLE LOADING: UPLIFT RIDGE LINE= 42.000 RE= 32.310 RIDGE LINE AT 33- 9 1/4 PITCH -0.2500":1'-0 UNIFORM TC LOAD= -40 UNIFORM BC LOAD= 0 NOTE: UNIFORM LOAD IS NET UPLIFT ALL LOADS SHOWN REDUCED BY 25% REACTIONS R1= -1,082.81 R2= -1,082.81 MIN SHR= 270.70 TL= -2,165.63 ------------- STRESS ANALYSIS ------------- NO MEM TC F BC F SHEAR WEB F CSC WEB L PP DISTANCE 1 W2 2,508 0 -1,032 -2,692 2.746 88.04 0- 2 TILTED END STRUT V1S 2,338 0 -133 215 1.621 53.34 3- 6 2 W3 2,338 -3,010 -896 1,081 -1.276 43.83 7- 0 3 W4 3,839 -3,010 -757 -1,069 1.579 54.25 9- 3 1/4 4 W5 3,839 -4,504 -652 878 -1.534 55.37 12- 9 1/4 5 W6 5,021 -4,504 -547 -679 1.534 55.37 16- 3 1/4 6 W7 5,021 -5,394 -442 504 -1.494 56.53 19- 9 1/4 7 W8 5,639 -5,394 -337 -404 1.494 56.53 23- 3 1/4 8 W9 5,639 -5,760 -232 394 -1.457 57.71 26- 9 1/4 9 W10 5,769 -5,760 -127 -394 1.457 57.71 30- 3 1/4 RIDGE LINE AT VERTICAL - FORCE IN VERTICAL = -135.323399875608 10 W11 5,769 -5,918 -22 394 -1.457 57.71 33- 9 1/4 11 W11 5,964 -5,918 82 -394 1.457 57.71 37- 3 1/4 12 W10 5,964 -5,892 187 -404 -1.494 56.53 40- 9 1/4 13 W9 5,700 -5,892 292 404 1.494 56.53 44- 3 1/4 14 W8 5,700 -5,374 397 -428 -1.534 55.37 47- 9 1/4 15 W7 4,908 -5,374 502 614 1.534 55.37 51- 3 1/4 16 W6 4,908 -4,289 607 -798 -1.579 54.25 54- 9 1/4 17 W5 3,507 -4,289 712 1,010 1.579 54.25 58- 3 1/4 18 W4 3,507 -2,547 817 -1,214 -1.631 53.15 61- 9 1/4 19 W3 2,467 -2,547 926 878 1.004 32.72 65- 3 1/4 TILTED END STRUT Vis 2,604 -2,547 -103 171 -1.661 52.59 69- 0 1/4 20 W2 2,604 -0 1,032 -2,781 -2.842 87.59 65- 6 1/4 ----- STD VERTICALS ---- 21 SE SQ END 1,082 -1,082 1.000 32.06 22 V1 END PNL -136 215 1.661 53.34 23 V2 INTERIOR -105 105 1.000 40.46 MAX TC COMPRESSION= 0.00 MAX BC TENSION= 0.00 MAX INT TC PANEL LENGTH = 42.00 MAX INT BC PANEL LENGTH = 84.00 42LH280/128 T2 NEW WORLD GYM - LA QUINTA, CA MEM TC TEN 2,508 2,338 3,839 3,839 5,021 5,021 5,639 5,639 5,769 5,769 5,964 5,964 5,700 5,700 4,908 4,908 3,507 3,507 2,467 2,604 0 0 0 -- MULTIPLE TC COM -24,355 -22,770 -37,508 -37,508 -49,338 -49,338 -55,845 -55,845 -57,719 -57,719 =59, 690 -59,690 -56,483 -56,483 -48,281 -48,281 -34,300 -34,300 -24,063 -25,344 0 0 0 ANALYSIS BC TEN 0 29,335 29,335 44,127 44,127 53,199 53,199 57,310 57,3.10 59,614 59,614 58,655 58,655 53,040 53,040 42,059 42,059 24,846 24,846 0 0 0 0 SUMMARY BC COM 0 -3,010 -3,010 -4,504 -4,504 -5,394 -5,394 -5,760 -5,760 -5,918 -5,918 -5,892 -5,892 -5,374 -5,374 -4,289 -4,289 -2,547 -2; 547 -0 0 0 0 MAXIMUM UNIFORM LOAD: TOP CHORD= 280 WEB TEN 27,244 1,081 11,177 878 7,469 504 4,142 394 3,833 394 3,833 3,928 404 5,136 614 8,655 1,010 12,609 878 28,206 0 215 1,424 WEB COM -2,692 -11,080 -1,069 -9,351 -679 -5,809 -404 -3,833 -394 -3,833 -394 -404 -3,928 -428 -6,902 -798 -10,663 -1,214 -8, 995 -2,781 -10,517 -2,013 -980 RUN ON 1-24-01 LCD - Temcula, CA. MEMBER SIZES: 42LH280/128 T2 NEW WORLD GYM - LA QUINTA, CA Fy = 50,000.000 BENDING LOAD - 280.000 OUTSIDE DEPTH = 42.000 BC = 36 AREA = 1.0150 y(x) = 0.7030 TC = 42 AREA = 1.3100 Rx = 0.9340 y = 0.8340 Sl = 1.3693 ACTUAL EFF DEPTH = 40.463 CORRECTED LOAD TC= 59,690.603 L/Rx = 33.725 USING L = 42.00 L/Rz = 35.353 USING L = 21.00 Fa = 24,579.4 USING L/R= 35.35 MID PANEL MOMENT = 1,715.000 MID PANEL fb = 626.230 fa/Fa = 0.926 MAX LOAD (FILLERS)= 63,387.05 FILLER PANELS REQD = 4 Fb = 30,000.000 ASSUMED FORCE = 59,690.603 ASSUMED EFF DEPTH= 40.463 Ryy = 1.4308 Rz = 0.4930 Rz = 0.5940 Ryy = 1.6282 Ss = 0.5272 Qs = 0.9222 GAP BETWEEN CHORD= 1.000 BC = 59,614.878 L/Ryy= 22.109 USING L = 36.00 WITH FILLERS K= 0.75 F'e= 131,287.62 Cm= 0.93058 PANEL POINT MOM = 3,430.000 PANEL POINT fb = 3,252.793 BENDING RATIO = 0.025 MAX LOAD NO FILLER= 57,590.43 MIN WELD LEN 2X = 0.643 TOP CHORD mp= 0.95238 USING TC= 42 = 3 X 3 X .227 pp= 26,035.46631 BC STRESS' = 29,366.93523 USING BC= 36 = 2-1/2 X 2-1/2 X .212 END PANEL CHECK W= 280 END PANEL CHECK = LEFT END LENGTH = 40.00 AXIAL LOAD = 24,355.90 AXIAL STRESS fa = 9,296.14 Fa = 20,201.94 F'e = 81,418.84 fb PANEL PT = 7,718.57 fb MID -PANEL = 542.00 Cm = 0.965 fa/Fa = 0.460 PANEL PT= 17,014.7 MID PANEL= 0.4815 NO FILLERS L/R= 67.34 FIRST PANEL CHECK = LEFT END LENGTH = 69.25 AXIAL LOAD = 22,771.00 AXIAL STRESS fa = 8,691.22 Fa = 10,987.13 F'e = 27,164.72 fb PANEL PT = 7,718.58 fb MID -PANEL = 2,218.71 Cm = 0.872 fa/Fa = 0.791 PANEL PT= 16,409.8 MID PANEL= 0.8938 NO FILLERS L/R=116.58 END PANEL CHECK = RIGHT END LENGTH = 40.00 AXIAL LOAD = 25,344.51 AXIAL STRESS fa = 9,673.47 Fa = 20,201.94 F'e = 81,418.84 fb PANEL PT = 4,146.60 fb MID -PANEL = 999.21 Cm = 0.964 fa/Fa = 0.478 PANEL PT= 13,820.0 MID PANEL= 0.5183 NO FILLERS L/R= 67.34 FIRST PANEL CHECK = RIGHT END LENGTH = 45.00 AXIAL LOAD = 24,064.00 AXIAL STRESS fa = 9,184.73 Fa = 18,834.86 F'e = 64,330.93 fb PANEL PT = 4,146.61 fb MID -PANEL = 705.19 Cm = 0.942 fa/Fa = 0.487 PANEL PT= 13,331.3 MID PANEL= 0.5156 NO FILLERS L/R= 75.75 RUN ON 1-24-01 BOTTOM CHORD L/Rz= 170.385 TC OAL/Ryy = 532.001 MAX BRIDGING CHECK TC= 23.06' BC 28.61' MOMENT OF INERTIA= 1,876.1 LL 360= 186.3 LL'240= 279.4 TC TENSION STRESS = 2,276.34 BC COMPRESSION CENTER BC COMPRESSION ACTUAL= 5,918.78 ALLOW= 10,546.3 NO FILLER MAX BC BRDG DIST = 26-11 3/4 FOR 1/ryy BC COMP CHECK. MAX BRDG BC 1/ryy of 200 = 23.85 WEB DESIGN: 42LH280/128 T2 NEW WORLD GYM - LA QUINTA, CA TC= 42 = 3 X 3 X .227 NUMBER SZ QTY ACTUAL T 1 W2 26 2 B 27,244 2 W3 14 2 B 1,081 3 W4 18 1 11,177 4 W5, 27 1 878 5 W6 14 1 7,469 6 W7 22 1 504 7 W8 14 1 4,142 8 W9 22 1 394 9 W10 14 1 3,833 10 Wll 22 1 394 11 W11 14 1 3,833 12 W10 14 1 3,928 13 W9 22 1 404 14 W8 14 1 5,136 15 W7 22 1 614 16 W6 14 1 8,655 17 W5 29 1 1,010 18 W4 20 1 12,609 19 W3 25 1 878 20 W2 26 2 B 28,206 21 SE 08 2 B 0 22 V1 14 1 215 23 V2 08 1 1,424 TOTAL WELD= 222 LCD - Temecula, CA. RUN ON 1-24-01 BC= 36 = 2-1/2 X 2-1/2 X .212 ------ WEB DESIGN ------ ALLOW T ACTUAL C ALLOW C WELD THK ANGLE NAME 40,541 2,692 16,164 10.5 .175 2 X 2 X .175 20,119 11,080 12,901 6.5 .115 1-1/2 X 1-1/2 X .115 12,544 1,069 3,282 5.2 .145 1-1/2 X 1-1/2 X .145 21,603 9,351 9,670 3.4 .187 2 X 2 X .187 10,059 679 2,560 4.4 .115 1-1/2 X 1-1/2 X .115 16,028 5,809 6,892 2.9 .137 2 X 2 X .137 10,059 404 2,457 2.5 .115 1-1/2 X 1-1/2 X .115 16,028 3,833 6,661 2.0 .137 2 X 2 X .137 10,059 394 2,357 2.3 .115 1-1/2 X 1-1/2 X .115 16,028 3,833 6,661 2.0 .137 2 X 2 X .137 10,059 394 2,357 2.3 .115 1-1/2 X 1-1/2 X .115 10,059 404 2,457 2.3 .115 1-1/2 X 1-1/2 X .115 16,028 3,928 6,892 2.0 .137 2 X 2 X .137 10,059 428 2,560 3.1 .115 1-1/2 X 1-1/2 X .115 16,028 6,902 7,113 3.4 .137 2 X 2 X .137 10,059 798 2,668 5.1 .115 1-1/2 X 1-1/2 X .115 24,452 10,663 11,311 3.9 .187 2 X 2 X .213 14,574 1,214 3,944 5.0 .170 1-1/2 X 1-1/2 X .170 18,937 8,995 9,250 3.8 .163 2 X 2 X .163 40,541 2,781 16,329 10.9 .175 2 X 2 X .175 ---- STANDARD VERTICALS ---- 16,059 10,517 11,540 6.4 .111 1-1/4 X 1-1/4 X .111 10,059 2,311 2,758 2.0 .077 1-1/2 X 1-1/2 X .115 8,029 1,278 2,626 2.0 .047 1-1/4 X 1-1/4 X .111 K = 0.75 MIN COMP= 0.25 GUSSET PLATE / ECC CHECK / WELD DATA ALL CHECKS O.K. STRESS ANALYSIS: 42LH280/128 T3 LCD - Temecula, CA. RUN ON 1-24-01 NEW WORLD GYM - LA QUINTA, CA 10 32.77'LE BASE LENGTH WORKING LENGTH DEPTH EFF DEPTH 64- 6 1/4 64- 2 1/4 42 40.53 TO EACH WEB= BC PANLS LE= 7- 0 8 BC PANELS AT 7- 0 RE= 7- 0 TC PANELS LE= 3- 6 END STRUT TILTED RE= 3- 6 FIRST HALF LE= 1- 3 1/4 SPECIAL 1ST COMP RE= 0- 3 FIRST DIAG LE= 8- 3 1/4 RE= 7- 3 DEPTHS LE= 35.560 RIDGE LINE= 42.000 RE= 32.310 PITCH 0.2500":l'-0 RIDGE LINE AT 25- 9 1/4 PITCH -0.2500":l'-0 MULTIPLE LOADING: GRAVITY PT LOAD OF 800 LBS AT PANEL PT 10 32.77'LE 31.75'RE EXTRA SHEAR ADDED TO EACH WEB= 400 UNIFORM TC LOAD= 280 UNIFORM BC LOAD= 0 REACTIONS R1= +9,379.89 R2= +9,392.61 MIN SHR= 2,348.15 TL= 18,772.50 ------------- STRESS ANALYSIS ------------- NO MEM TC F BC F SHEAR WEB F CSC WEB L PP DISTANCE 1 W2 -20,398 0 8,913 23,131 2.602 88.81 0- 2 TILTED END STRUT Vis -19,068 0 .1,106 -1,730 1.563 54.64 3- 6 2 W3 -19,068 22,178 7,778 -8,445 -1.085 39.23 7- 0 3 W4 -29,169 22,178 6,620 9,830 1.532 55.41 8- 3 1/4 4 W5 -29,169 34,740 5,640 -8,109 -1.492 56.57 11- 9 1/4 5 W6 -39,012 34,740 4,660 6,340 1.492 56.57 15- 3 1/4 6 W7 -39,012 42,042 3,680 -4,760 -1.456 57.76 18- 9 1/4 7 W8 -43,942 42,042 2,700 3,420 1.456 57.76 22- 3 1/4 RIDGE LINE AT VERTICAL - FORCE IN VERTICAL = 850.54475148972 8 W9 -43,942 46,724 1,720 -4,422 -1.456 57.76 25- 9 1/4 9 W10 -48,591 46,724 740 3,420 1.456 57.76 29- 3 1/4 10 W10 -48,591 48,551 -1,039 3,504 -1.492 •56.57 32- 9 1/4 11 W9 -47,418 48,551 -2,019 -3,504 1.492 56.57 36- 3 1/4 12 W8 -47,418 45,071 -2,999 3,696 -1.532 55.41 39- 9 1/4 13 W7 -41,461 45,071 -3,979 -5,388 1.532 55.41 43- 3 1/4 14 W6 -41,461 36,452 -4,959 7,094 -1.578 54.29 46- 9 1/4 15 W5 -29,970 36,452 -5,939 -9,018 1.578 54.29 50- 3 1/4 16 W4 -29,970 21,867 -6,919 10,907 -1.629 53.20 53- 9 1/4 17 W3 -21,183 21,867 -7,934 -7,926 1.004 32.79 57- 3 1/4 TILTED END STRUT V1S -22,461 21,867 965 -1,601 -1.659 52.63 61- 0 1/4 18 W2 -22,461 0 -8,925 25,131 -2.837 87.62 57- 6 1/4 ----- STD VERTICALS ---- 19 SE SQ END 9,392 -9,392 1.000 34.12 20 V1 END PNL 1,134 -1,730 1.6.59 54.64 21 V2 INTERIOR 1,780 -1,780 1.000 40.53 MAX TC COMPRESSION= -48,591.97 MAX BC TENSION= 48,551.33 MAX INT TC PANEL LENGTH = 42.00 MAX INT BC PANEL LENGTH = 84.00 STRESS ANALYSIS: 42LH280/128 T3 LCD - Temecula, CA. RUN ON 1-24-01 NEW WORLD GYM - LA QUINTA, CA BASE LENGTH WORKING LENGTH DEPTH EFF DEPTH 64- 6 1/4 64- 2 1/4 42 40.53 BC PANLS LE= 7- 0 8 BC PANELS AT 7- 0 RE= 7- 0 TC PANELS LE= 3- 6 END STRUT TILTED RE= 3- 6 FIRST HALF LE= 1- 3 1/4 SPECIAL 1ST COMP RE= 0- 3 FIRST DIAG LE= 8- 3 1/4 RE= 7- 3 DEPTHS LE= 35.560 * RIDGE LINE= 42.000 RE= 32.310 PITCH 0.2500":1'-0 RIDGE LINE AT 25- 9 1/4 PITCH -0.2500":1'-0 MULTIPLE LOADING: UPLIFT UNIFORM TC LOAD= -40 UNIFORM BC LOAD= 0 NOTE: UNIFORM LOAD IS NET UPLIFT ALL LOADS SHOWN REDUCED BY 25% REACTIONS R1= -962.81 R2= -962.81 MIN SHR= 240.70 TL= -1,925.63 ------------- STRESS ANALYSIS ------------- NO MEM TC F BC F SHEAR WEB F CSC WEB L PP DISTANCE 1 W2 2,089 0 -912 -2,262 2.602 88.81 0- 2 TILTED END STRUT V1S 1,946 0 -118 185 1.563 54.64 3- 6 2 W3 1,946 -2,262 -791 814 -1.085 39.23 7- 0 3 W4 2,966 -2,262 -667 -927 1.532 55.41 8- 3 1/4 4 W5 2,966 -3,520 -562 746 -1.492 56.57 11- 9 1/4 5 W6 3,937 -3,520 -457 -559 1.492 56.57 15- 3 1/4 6 W7 3,937 -4,222 -352 393 -1.456 57.76 18- 9 1/4 7 W8 4,388 -4,222 -247 -350 1.456 57.76 22- 3 1/4 RIDGE LINE AT VERTICAL - FORCE IN VERTICAL = -77.80793805001 8 W9 4,388 -4,634 -142 350 -1.456 57.76 25- 9 1/4 9 W10 4,780 •-4,634 -37 -350 1.456 57.76 29- 3 1/4 10 W10 4,780 -4,814 67 359 -1.492 56.57 32- 9 1/4 11 W9 4,733 -4,814 172 359 1.492 56.57 36- 3 1/4 12 W8 4,733 -4,524 277 -368 -1.532 55.41 39- 9 1/4 13 W7 4,181 -4,524 382 453 1.532 55.41 43- 3 1/4 14 W6 4,181 -3,691 487 -632 -1.578 54.29 46- 9 1/4 15 W5 3,046 -3,691 .592 835 1.578 54.29 50- 3 1/4 16 W4 3,046 -2,229 697 -1,033 -1.629 53.20 53- 9 1/4 17 W3 2,160 -2,229 806 764 1.004 32.79 57- 3 1/4 TILTED END STRUT V1S 2,297 -2,229 -103 171 -1.659 52.63 61- 0 1/4 18 W2 2,297 -0 912 -2,454 -2.837 87.62 57- 6 1/4 ----- STD VERTICALS ---- 19 SE SQ END 962 -962 1.000 34.12 20 V1 END PNL -121 185 1.659 54.64 21 V2 INTERIOR -105 105 1.000 40.53 MAX TC COMPRESSION= 0.00 MAX BC TENSION= 0.00 MAX INT TC PANEL LENGTH = 42.00 MAX INT BC PANEL LENGTH = 84.00 42LH280/128 T3 NEW WORLD GYM - LA QUINTA, CA ------- MULTIPLE ANALYSIS SUMMARY ------- MEM TC TEN TC COM BC TEN BC COM WEB TEN WEB COM 1 2,089 -20,398 0 0 23,131 72,262 2 1,946 -19,068 22,178 -2,262 .814 -8,445 3 2,966 -29,169 22,178 -2,262 9,830 -927 4 2,966 -29,169 34,740 =3,520 746 -8,109 5 3,937 -39,012 34,740 -3,520 6,340 -559 6 3,937 -39,012 42,042 -4,222 393 -4,760 7 4,388 -43,942 42,042 -4,222 3,420 -350 8 4,388 -43,942 46,724 -4,634 350. -4,422 9 4,780 -48,591 46,724 -4,634 3,420 -350 10 4,780 -48,591 48,551 -4,814 3,504 0 11 4,733 -47,418 48,551 -4,814 359 -3,504 12 4,733 -47,418 45,071 -4,524 3,696 -368 13 4,181 -41,461 45,071 -4,524 453 -5;388 14 4,181 -41,461 36,452 -3,691 7,094 -632 15 3,046 -29,970 36,452 -3,691 835 -9,018 16 3,046 -29,970 21,867 -2,229 10,907 -1,033 17 2,160 -21,183 21,867 -2,229 764 -7,926 18 2,297 -22,461 0 -0 25.,131 -2,454 19 0 0 0 0 0 -9,392 -20 0 0 0 0 185 -1,730 21 0 0 0 0 850 -1,780 MAXIMUM UNIFORM LOAD: TOP CHORD= 280 RUN ON 1-24-01 LCD - Temcula, CA. MEMBER SIZES: 42LH280/128 T3 NEW WORLD GYM - LA QUINTA, CA Fy = 50,000.000 BENDING LOAD = 280.000 OUTSIDE DEPTH = 42.000 BC = 29 AREA = 0.8070 y(x) = 0.5780 TC = 36 AREA = 1.0150 Rx = 0.7750 y = 0.7030 Sl = 0.8662 ACTUAL EFF DEPTH = 40.719 CORRECTED LOAD TC= 48,366.435 L/Rx = 40.645 USING L = 42.00 L/Rz = 42.596 USING L = 21.00 Fa = 24,726.8 USING L/R= 42.59 MID PANEL MOMENT = 1,715.000 MID PANEL fb = 989.856 fa/Fa = 0.963 MAX LOAD (FILLERS)= 48,614.93 FILLER PANELS REQD = 6 Fb = 30,000.000 ASSUMED FORCE = 48,591.978 ASSUMED EFF DEPTH= 40.530 Ryy = 1.2404 Rz = 0.3930 Rz = 0.4930 Ryy = 1.4308 Ss = 0.3388 Qs = 0.9672 GAP BETWEEN CHORD= 1.000 BC = 48,325.982 L/Ryy= 25.160 USING L = 36.00 WITH FILLERS K= 0.75 F'e= 90,392.71 Cm= 0.89456 PANEL POINT MOM = 3,430.000 PANEL POINT fb = 5,060.517 BENDING RATIO = 0.041 MAX LOAD NO FILLER= 42,323.43 MIN WELD LEN 2X = 0.521 TOP CHORD mp= 1.00499 USING TC= 36 = 2-1/2 X 2-1/2 X .212 pp= 28,886.34755 BC STRESS = 29,941.74893 USING BC= 29 = 2 X 2 X .213 END PANEL CHECK W= 280 END PANEL CHECK = LEFT END LENGTH = 40.00 AXIAL LOAD = 20,304.25 AXIAL STRESS fa = 10,002.09 Fa = 18,429.30 F'e = 56,057.60 fb PANEL PT = 8,810.06 fb MID -PANEL = 1,245.84 Cm = 0.946 fa/Fa = 0.542 PANEL PT= 18,812.1 MID PANEL= 0.5921 NO FILLERS L/R= 81.13 FIRST PANEL CHECK = LEFT END LENGTH = 57.25 AXIAL LOAD = 18,980.48 AXIAL STRESS fa = 9,349.99 Fa = 11,073.73 F'e = 27,365.51 fb PANEL PT = 8,810.07 fb MID -PANEL = 2,250.89 Cm = 0.863 fa/Fa = 0.844 PANEL PT= 18,160.0 MID PANEL= 0.9460 NO FILLERS L/R=116.12 END PANEL CHECK = RIGHT END LENGTH = 40.00 AXIAL LOAD = 22,357.54 AXIAL STRESS fa = 11,013.56 Fa = 18,429.30* F' e = 56, 057.60 fb PANEL PT = 6,451.06 fb MID -PANEL = 1,579.42 Cm = 0.941 fa/Fa =, 0.597 PANEL PT= 17,464.6 MID PANEL= 0.6613 NO FILLERS L/R= 81.13 FIRST PANEL CHECK = RIGHT END LENGTH = 45.00 AXIAL LOAD = 21,085.67 AXIAL STRESS fa = 10,387.03 Fa = 16,430.96 F'e = 44,292.43 fb PANEL PT = 6,451.07 fb MID -PANEL = 1,114.67 Cm = 0.906 fa/Fa = 0.632 PANEL PT= 16,838.1 MID PANEL= 0.6776 NO FILLERS L/R= 91.27 RUN ON 1-24-01 BOTTOM CHORD L/Rz= 213.740 TC OAL/Ryy = 538.332 MAX BRIDGING CHECK TC=' 20.26' BC= 24.80' MOMENT OF INERTIA= 1,492.6 LL 360= 210.8 LL 240= 316.2 TC TENSION STRESS = 2,344.08 BC COMPRESSION CENTER BC COMPRESSION ACTUAL= 4,792.49 ALLOW=. 5,328.4 NO FILLER MAX BC BRDG DIST = 23- 2 1/8 FOR 1/ryy BC COMP CHECK MAX BRDG BC'l/ryy of 200 = 20.67 WEB DESIGN: 42LH280/128 T3 LCD - Temecula, CA. RUN ON 1-24-01 NEW WORLD GYM - LA QUINTA, CA TC= 36 = 2-1/2 X 2-1/2 X .212 BC= 29 = 2 X 2 X .213 WEB DESIGN NUMBER SZ QTY ACTUAL T ALLOW T ACTUAL C ALLOW C WELD THK ANGLE NAME 1 W2 27 2 B 23,131 43,207 2,262 16,929 8.4 .186 2 X 2 X .187 2 W3 29 1 814 24,452 8,445 8,478 3.1.187 2 X 2 X .213 3 W4 19 1 9,830 13,362 927 3,350 4.3 .155 1-1/2 X 1-1/2 X .155 4 W5 25 1 746 18,937 8,109 8,156 3.4 .163 2 X 2 X .163 5 W6 14 1 6,340 10,059 559 2,453 3.8 .115 1-1/2 X 1-1/2 X .115 6 W7 22 1 393 16,028 4,760 6,652 2.4 .137 2 X 2 X .137 7 W8 14 1 3,420 10,059 350 2,353 2.1 .115 1-1/2 X 1-1%2 X .115 8 W9 22 1 350 16,028 4,422 6,652 2.2 .137 2 X 2 X .137 9 W10 14 1 3,420 10,059 350 2,353 2.1 .115 1-1/2 X 1-1/2 X .115 10 W10 08 1 3,504 8,029 0 1,343 2.2 .111 1-1/4 X 1-1/4 X .111 11 W9 22 1 359 16,028 3,504 6,883 2.0 .137 2 X 2 X .137 12 W8 14 1 3,696 10,059 368 2,556 2.2 .115 1-1/2,X 1-1/2 X .115 13 W7 22 1 453 16,028 5,388 7,104 2.7 .137 2 X 2 X .137 14 W6 14 1 7,094 10,059 632 2,663 4.2 .115 1-1/2 X 1-1/2 X .115 15 W5 26 1 835 20,270 9,018 9,379 3.5 .175 2 X 2 X .175 16-W4 20 1 10,907 14,574 1,033 3,938 4.4 .170 1-1/2 X 1-1/2 X .170- 17 W3 23 1 764 17,271 7,926 8,332 3.7 .148 2 X 2 X .148 18 W2 28 2 B 25,131 46,056 2,454 18,446 9.1 .187 2 X 2 X .200 WEB W2 - FULL THICKNESS WELD REQ'D 8.56 .2 ---- STANDARD VERTICALS ---- 19 SE 08 2 B 0 16,059 9,392 11,144 5.7 .111 1-1/4 X 1-1/4 X .111 20 V1 14 1 185 10,059 1,971 2,629 2.0 .066 1-1/2 X 1-1/2 X .115 21 V2 08 1 850 8,029 2,021 2,617 2.0 .068 1-1/4 X 1-1/4 X .111 TOTAL WELD= 186 K = 0.75 MIN COMP= 0.25 GUSSET PLATE / ECC CHECK / WELD DATA FULL THICKNESS WELD REQD FOR WEB'NOS. 18 STRESS ANALYSIS: 42LH280/128 T4 NEW WORLD GYM - LA QUINTA, CA BASE LENGTH WORKING LENGTH 58- 6 58- 2 LCD - Temecula, CA. RUN ON 1-24-01 DEPTH EFF DEPTH 42 40.53 BC PANLS LE= 7- 0 7 BC PANELS AT 7- 0 RE= 7- 0 TC PANELS LE= 3- 6 END STRUT TILTED RE= 3- 6 FIRST HALF LE= 2- 3 SPECIAL 1ST COMP RE= 0- 3 FIRST DIAG LE= 9- 3 RE= 7- 3 DEPTHS LE= 37.060 PITCH 0.2500":1'-0 MULTIPLE LOADING: GRAVITY RIDGE LINE= 42.000 RE= 32.310 RIDGE LINE AT 19- 9 PITCH -0.2500":1'-0 PT LOAD OF 800 LBS AT PANEL PT 9 30.25'LE 28.25'RE EXTRA SHEAR ADDED TO EACH WEB= 400 UNIFORM TC LOAD= 280 UNIFORM BC LOAD= 0 REACTIONS R1= +8,529.58 R2= +8,557.09 MIN SHR= 2,139.27 TL= 17,086.67 ------------- STRESS ANALYSIS ------------- NO MEM TC F BC F SHEAR WEB F CSC WEB L PP DISTANCE 1 W2 -17,709 0 8,062 20,308 2.509 89.40 0- 2 TILTED END STRUT Vis -16,278 0 1,241 -1,894 1.525 55.62 3- 6 2 W3 -16,278 20,870 6,791 -8,412 -1.227 46.53 7- 0 3 W4 -26,358 20,870 5,496 7,981 1.492 56.57 9- 3 4 W5 -26,358 30,554 4,516 -6,361 -1.456 57.76 12- 9 5 W6 -33,566 30,554 3,536 4,715 1.456 57.76 16- 3 RIDGE LINE AT VERTICAL - FORCE IN VERTICAL = 418.30534478186 6 W7 -33,566 37,007 2,556 -5,324 -1.456 57.76 19- 9 7 W8 -39,557 37,007 1,576 4,078 1.456 57.76 23- 3 8 W9 -39,557 41,122 596 -3,192 -1.492 56.57 26- 9 9 W9 -40,760 41,122 -1,183 -3,192 1.492 56.57 30- 3 10 W8 -40,760 39,224 -2,163 3,279 -1.532 55.41 33- 9 11 W7 -36,462 39,224 -3,143 -4,267 1.532 55.41 37- 3 12 W6 -36,462 32,348 -4,123 5,940 -1.578 54.29 40- 9 13 W5 -26,805 32,348 -5,103 -7,804 1.578 54.29 44- 3 14 W4 -26,805 19,692 -6,083 9,653 -1.629 53.20 47- 9 15 W3 -19,081 19,692 -7,098 -7,131 1.004 32.79 51- 3 TILTED.END STRUT V1S -20,359 19,692 965 -1,601 -1.659 52.63 55- 0 16 W2 -20,359 0 -8,090 22,885 -2.837 87.62 51- 6 ----- STD VERTICALS ---- 17 SE SQ END 8,557 -8,557 1.000 35.63 18 V1 END PNL 1,271 -1,894 1.659 55.62 19 V2 INTERIOR 980 -980 1.000 40.53 MAX TC COMPRESSION= -40,760.90 MAX BC TENSION= 41,122.98 MAX INT TC PANEL LENGTH = 42.00 MAX INT BC PANEL LENGTH = 84.00 STRESS ANALYSIS: 42LH280/128 T4 LCD - Temecula, CA. RUN ON 1-24-01 NEW WORLD GYM - LA QUINTA, CA BASE LENGTH WORKING LENGTH DEPTH EFF DEPTH TL= 58- 6 58- 2 42 40.53 STRESS ANALYSIS BC PANLS LE= 7- 0 7 BC PANELS AT 7- 0 RE= 7- 0 TC PANELS LE= 3- 6 END STRUT TILTED RE= 3- 6 FIRST HALF LE= 2- 3 SPECIAL 1ST COMP RE= 0- 3 FIRST DIAG LE= 9- 3 2.509 RE= 7- 3 DEPTHS LE= 37.060 PITCH 0.2500":1'-0. MULTIPLE LOADING: UPLIFT RIDGE LINE= 42.000 RE= 32.310 RIDGE LINE AT 19- 9 PITCH -0.2500":1'-0 UNIFORM TC LOAD= -40 UNIFORM BC LOAD= 0 NOTE: UNIFORM LOAD IS NET UPLIFT ALL LOADS SHOWN REDUCED BY 250 REACTIONS R1= -872.50 R2= -872.50 MIN SHR= 218.13 TL= -1,745.00 ------------- STRESS ANALYSIS ------------- NO MEM TC F BC F SHEAR WEB F CSC WEB L PP DISTANCE 1 W2 1,806 0 -822 -1,969 2.509 89.40 0- 2 TILTED END STRUT V1S 1,653 0 -133 202 1.525 55.62 3- 6 2 W3 1,653 -2,117 -686 800 -1.227 46.53 7- 0 3 W4 2,662 -2,117 -547 -734 1.492 56.57 9- 3 4 W5 2,662 -3,072 -442 563 -1.456 57.76 12- 9 5 W6 3,356 -3,072 -337 -389 1.456 57.76 16- 3 RIDGE LINE AT VERTICAL - FORCE IN VERTICAL = -34.82055473311 6 W7 3,356 -3,675 -232 440 -1.456 57.76 19- 9 7 W8 3,897 -3,675 -127 -317 1.456 57.76 23- 3 8 W9 3,897 -4,011 -22 325 -1.492 56.57 26- 9 9 W9 4,014 -4,011 82 -325 1.492 56.57 30- 3 10 W8 4,014 -3,892 187 -334 -1.532 55.41 33- 9 11 W7 3,641 -3,892 292 334 1.532 55.41 37- 3 12 W6 3,641 -3,248 397 -507 -1.578 54.29 40- 9 13 W5 2,704 -3,248 502 704 1.578 54.29 44- 3 14 W4 2,704 -1,994 607 -897 -1.629 53.20 47- 9 15 W3 1,932 -1,994 716 678 1.004 32.79 51- 3 TILTED END STRUT V1S 2,069 -1,994 -103 171 -1.659 52.63 55- 0 16 W2 2,069 0 822 -2,211 -2.837 87.62 51- 6 ----- STD VERTICALS ---- 17 SE SQ END 872 -872 1.000 35.63 18 V1 END PNL -136 202 1.659 55.62 19 V2 INTERIOR -105 105 1.000 40.53 MAX TC COMPRESSION= 0.00 MAX BC TENSION= 0.00 MAX INT TC PANEL LENGTH = 42.00 MAX INT BC PANEL LENGTH = 84.00 9 ° v 42LH280/128.T4 NEW WORLD GYM - LA QUINTA, CA MULTIPLE ANALYSIS SUMMARY MEM TC TEN TC COM BC TEN BC COM WEB TEN WEB COM 1 1,806 -17,709 0 0 20,308 -1,969 2 1,653 -16,278 20,870 -2,117 800 -8,412 3 2,662 -26,358 20,870 -2,117 7,981 -734 4 2,662 -26,358 30,554 -3,072 563 -6,361 5 3,356 -33,566 30,554 -3,072 4,715 -389 6 3,356 -33,566 37,007 -3,6.75 440 -5,324 7 3,897 -39',557 37,007 -3,.675 4,078 -317 8 3,897 -39,557 41,122 -4,011 325 -3,192 9 4,014 -40,760 41,122 -4,011 0 -3,192 10 4,014 -40,760 39,224 -3,892 3,279 -334 11 3,641 -36,462 39,224 -3,892 334 -4,267 12 3,641 -36,462 32,348 -3,248 5,940 -507 13 2,704 -26,805 32,348 -3,248 704 -7,804 14 2,704 -26,805 19,692 -1,994 9,653 1-897 15 1,932 -19,081 19,692 -1,994 678 -7,131- 16 2,069 -20,359 0 0 22,885. -2,211 17 0 0 0 0 0 -8,557 18 0 0 0 0 202 -1,894 19 0 0 0 0 418 -980 MAXIMUM UNIFORM LOAD: TOP CHORD= 280 RUN ON 1-24-01 LCD,- Temcula, CA. MEMBER SIZES: 42LH280/128 T4 NEW WORLD GYM - LA QUINTA, CA Fy = 50,000.000 Fb = 30,000.000 BENDING LOAD = 280.000 ASSUMED FORCE = 40,760.907 OUTSIDE DEPTH 42.000 ASSUMED EFF DEPTH= 40.530 BC = 27 AREA = 0.7130 y(x) = 0.5690 Ryy = 1.2346 Rz = 0.3940 TC = 33 AREA = 0.9050 Rx = 0.7780 Rz = 0.4950 Ryy = 1.4260 y = 0.6950 Sl = 0.7884 Ss = 0.3036 Qs = 0.9196 ACTUAL EFF DEPTH = 40.736 GAP BETWEEN CHORD= 1.000 CORRECTED LOAD TC= 40,554.782 BC = 40,915.024 L/Rx = 40.488 USING L = 42.00 L/Ryy= 25.244 USING L = 36.00 L/Rz = 42.424 USING L = 21.00 WITH FILLERS K= 0.75 Fa = 23,668.6 USING L/R= 42.42 F'e= 91,093.88 Cm= 0.90161 MID PANEL MOMENT = 1,715.000 PANEL POINT MOM = 3,430.000 MID PANEL fb = 1,087..522 PANEL POINT fb = 5,648.859 fa/Fa = 0.946 BENDING RATIO = 0.047 MAX LOAD (FILLERS)= 41,242.13 MAX LOAD NO FILLER= 36,169.83 FILLER PANELS REQD = 8 MIN WELD LEN 2X = 0.437 TOP CHORD mp= 0.99378 USING TC= 33 = 3-1/2 X 3-1/2 X .188 pp= 28,054.81640 BC STRESS • = 28,692.16326 USING BC= 27 = 2 X 2 X .187 END PANEL CHECK W= 280 END PANEL CHECK = LEFT END LENGTH = 40.00 AXIAL LOAD = 17,619.55 AXIAL STRESS fa = 9,734.55 Fa = 17,941.64 F'e = 56,492.44 fb PANEL PT = 13,320.00 fb MID -PANEL = 950.41 Cm = 0.948 fa/Fa = 0.542 PANEL PT= 23,054.5 MID PANEL= 0.5820 NO FILLERS L/R= 80.80 FIRST PANEL CHECK = LEFT END LENGTH = 69.00 AXIAL LOAD = 16,196.67 AXIAL STRESS fa = 8,948.44 Fa = 16, 538.88 F'e = 18, 985.06 fb PANEL.PT = 13,320.00 fb MID -PANEL = 3,822.66 Cm = 0.811 fa/Fa = 0.541 PANEL PT= 22,268.4 MID PANEL= 0.7537 FILLERS L/R= 88.68 END PANEL CHECK = RIGHT END LENGTH = 40.00 AXIAL LOAD = 209,256.28 AXIAL STRESS fa = 11,191.31 Fa = 170,941.64 F'e = 56,492.44 fb PANEL PT = 7,201.07 fb MID -PANEL = 1,735.26 Cm = 0.940 fa/Fa = 0.623 PANEL PT= 18,392.3 MID PANEL= 0.6975 NO FILLERS L/R= 80.80 FIRST PANEL CHECK = RIGHT END LENGTH = 45.00 AXIAL LOAD = 18,985.50 AXIAL STRESS fa = 10,489.22 Fa = 16,129.39 F'e = 44,636.00 fb PANEL PT = 7,201.08 fb MID -PANEL = 1,224.65 Cm = 0.906 fa/Fa = 0.650 PANEL PT= 17,690.3 MID PANEL= 0.7028 NO FILLERS L/R= 90.90 RUN ON 1--24-01 BOTTOM CHORD L/Rz= 213.197 TC OAL/Ryy = 489.472 MAX BRIDGING CHECK TC= 20.20' BC= 24.69' MOMENT OF INERTIA= 1,325.2 LL 360= 251.5 LL 240=1377.3 TC TENSION STRESS = 2,206.46 BC COMPRESSION CENTER BC COMPRESSION ACTUAL= 3,991.61 ALLOW= 4,731.7 NO FILLER MAX BC BRDG DIST = 23- 9 1/8 FOR 1/ryy BC COMP CHECK MAX BRDG BC 1/ryy of 200 = 20.58 1 c .' 0— WEB WEB DESIGN: 42LH280/128 T4 LCD - Temecula, CA. RUN ON 1-24-01 NEW WORLD GYM - LA QUINTA, CA i. TC= 33 = 3-1/2 X 3-1/2 X .188 BC= 27 = 2 X 2 X .187 NUMBER SZ QTY ACTUAL T 1 W2 20 2 B 20,308 2 W3 08 2 B 800 3 W4 15 1 7,981 4 W5 22 1 563, 5 W6 14 1 4,715 6 W7 22 1 440 7 W8 14 1 4,078 8 W9 19 1 325 9 W9 19 1 0 10 W8 14 1 3,279 11 W7 22 1 334 12 W6 14 1 5,940 13 W5 23 1 704 14 W4 19 1 9,653 15 W3 22 1 678 16 W2 27 2 B 22,885 17 SE 08 2 B 0 18 V1 14 1 202 19 V2 08 1 418 TOTAL WELD= 168 ------ WEB DESIGN ------ 1-1/2 ALLOW T ACTUAL C ALLOW C WELD THK 29,148 1,969 6,275 8.1 .170 16,059 8,412 8,481 '5.2 .111 10,877 734 2,634 4.3 .125 16, 028 6,361 6,652 3.2 .137 10,059 389 2,353 2.8 .115 16,028 5,324 6,652 2.7 .137 10,059 317 2,353 2.4 .115 13,362 3,192 3,214 2.0 .155 13,362 3,192 3,214 2.0 .155 10,059 334 2,556 2.0 .115 16,028 4,267 7,104 2.1 .137 10,059 507 2,663 3.5 .115 17,271 7,804 7,940 3.6 .148 13,362 897 3,635 4.2 .155 16,028 7,131 7,654 3.6 .137 43,207 2,211 17,394 8.3 .187 ---- STANDARD VERTICALS ---- 16,059 8,557 10,847 5.2 .111 10,059 2,096 2,538 2.0 .070 8,029 1,182 2,617 2.0 .039 K = 0.75 MIN COMP= GUSSET PLATE / ECC CHECK / WELD DATA ALL CHECKS O.K. L— ANGLE NAME 1-1/2 X 1-1/2 X .170 1-1/4 X 1-1/4 X .111 1-1/2 X 1-1/2 X .125 2 X 2 X .137 1-1/2 X 1-1/2 X.115 2 X 2 X .137 1-1/2 X 1-1/2 X .115 1-1/2 X 1-1/2 X .155 1-1/2 X 1-1/2 X .155 1-1/2 X 1-1/2 X .115 2 X 2 X .137 1-1/2 X 1-1/2 X .115 2 X 2 X .148 1-1/2 X 1-1/2 X .155 2 X 2 X .137 2 X 2 X .187 1-1/4 X 1-1/4 X .111 1-1/2 X 1-1/2 X .115 1-1/4 X 1-1/4 X .111 0.25 March 16, 2001 3:11 PM To: Dan Crawford From: David W Kretz Page: 3 of 3 State of California Department of General Services Gray Davis, Governor ryry S DIVISION OF THE STATE ARCHITECT Headquarters - 1130 K Street, Suite 101 - Sacramento, California 95814 . (916) 445-8100 - (916) 327-3371 fax s'- Regional Office • 16680 W. Bernardo Drive • San Diego, California 92127 • (619) 674-5400 • (619) 674-5471 fax January 6, 2000 David W. Kretz 3380 Avenida Fey Norte Palm Springs, CA 92262 Dear I•Ar. Kretz: APPROVAL OF SPECIAL INSPECTOR CLASSIFICATION: SPECIAL MASONRY INSPECTOR You were evaluated by the Division of the State Architect and found to be qualified to act as Special Inspector for the classification noted. It should be clearly understood that continuous inspection is required as defined in Part 1 of Title 24. Prior approval by DSA is required on the DSA Inspector Approval form (SSS -5) signed by the Architect, the Structural Engineer and the District. The approved form shall be filed with the Inspector of Record at the site. For each project for which special inspection is provided, a verified report shall be furnished to the Division of the State Architect by the Special Inspector showing that of his or her own personal knowledge the work during the period covered by the report has been performed and material installed in every material respect in compliance with the duly approved plans and specifications. The report shall identify the work of construction by project name, school districtlowner, file and application number, and shall include such other information as may be required. This approval may be rescinded for cause. Sincerely, Chris Christakos Supervising Structural Engineer Office of Regulation Services - San Diego CC:nrr cc: Dennis. Bellet, Area Principal — SACTO/DSA a Jack Bruce, Area Principal — LA/DSA ! Nat Chauhan, Area Principal - SF/DSA 1 State of California • Department of General Services • Gray Davis, Governor S DIVISION OF THE STATE ARCHITECT ' Headquarters 1130 K Street, Suite 101 • Sacramento, Callfornia 95814 • (916) 445-8100 • (916) 327-3371 fax Regional Office • 16680 W. Bernardo Drive • San Diego, California 92127 • (619) 674-5400 • (619) 674-5471 fax January 6, 2000 David W. Kretz 3380 Avenida Fey Norte Palm Springs, CA 92262 Dear Mr. Kretz: APPROVAL OF SPECIAL INSPECTOR CLASSIFICATION: SPECIAL MASONRY INSPECTOR You were evaluated by the Division of the State Architect and found to be qualified to act as Special Inspector for the classification noted. It should be clearly understood that continuous inspection is required as defined in Part 1 of Title 24. Prior approval by DSA is required on the DSA Inspector Approval form (SSS -5) signed by the Architect, the Structural Engineer and the District. The approved form shall be filed with the Inspector of Record at the site. For each project for which special inspection is provided, a verified report shall be furnished to the Division of the State Architect by the Special Inspector showing that of his or her own personal knowledge the work during the period covered by the report has been performed and material installed in every material respect in compliance with the duly approved plans and specifications. The report shall identify the work of construction by project name, school district/owner, file and application number, and shall include such other information as may be required. This approval may be rescinded for cause. Sincerely, Chris Christakos Supervising Structural Engineer Office of Regulation Services — San Diego CC:nrr cc' Dennis Bellet, Area Principal — SACTO/DSA Jack Bruce, Area Principal — LA/DSA Nat Chauhan, Area Principal — SF/DSA LION"I3EART CONSTRUCTION, INC. 3001 E. Tahquitz Canyon Way, #109 Palm Springs, California 92262 (760) 322-1553 (760) 322-1733 Fax TO C1T Y of LA QVt1'JT4 t aL-DSNa- gk S .4ary ,DF- PT. (L.c7-7rMM o99, Date/ Job No. Attention DANNY C9Aw FoRp Re Q I I dil WE ARE SENDING YOU V Attached Under separate cover via the following item:: Shop Drawings Prints Plans Samples Specifications l Copy of letter Change Order V/ Other COPIES DATE NO. DESCRIPTION I Oho dil Oil ANSWElLE- i THESE ARE TRANSMITTED as checked below: For approval _ Approved as submitted Resubmit copies for approval For your use Approved as noted Submit copies for distribution 000 As requested Returned for corrections Return corrected prints FOR BIDS DUE _ PRINTS RETURNED AFTER LOAN TO US REMARKS 4N S W E 2E 0 12-F.I. Foil Yo u k 2 EEco )Z O .s . COPY TO F2 LE x,A,jSp,EGTokS COPY LION HEART CONSTRUCTION REQUEST FOR INFORMATION oun RFI NUMBER .© / DATE: PROJECT: W o1eL ,D & Y ln— L Q c% /Tib I C INFORMATION REQUESTED FROM: ✓-z-..o �u F� Mrd /✓ DATE INFORMATION REQUIRED: INFORMATION REOUESTED: pL EA -5 E- Co AJ F.r2 M -r7- -T-5 ,f cc',0r.4BZE zti �E c✓EG,o w.¢sJ�E 2.5 . RpX Y 7'w o 151' 41-L- rAc4zD �pLTS Ta fsJC TEM/���TE Lc>c�T�ZonJS o Aj CoLu,"Ail 4,TnJ 4C� CA? o 5 S L..Zi E© 4A) /,J sr7' div 05 a r- 7w o 1t4 A5o/u2 je w fZ-L.5 LSNC 0 40 1f5 c.. ,OtS .i D=5 S LuS� FJ c.�.Z T/ Z)/tL44 t/?X 77Z . 41-4-71M,14:> f,/s4 4C_ IU 8,6,0 M Eiv I REPLY: SEE A7rAr,14 E 0 X5.1 SIGNATURE DATE 3001 EASE TAHQUITZ CANYQALVYAX,.SUUX 109, PALM SPRING, CALEMRNIA 92262 (760) 322-1533 (760) 3224733 FAX Apr -18-01 05:19P JOHNSON & NIELSEN ASSOCIA 909 686 6752 N ;S PF_cT 0 Z S C.O FIN.. FLOQR — CONC. PAD � — OR FTG. (E) ANCHOR BOLTS STL. COL. SEE PLAN I 15" ALL—THREAD BOLT SET I IN SIO—SON EPDXY ADHESIVE P.01 e as yid .......... t733 Fes`" REMEDIAL WORK AT MIS—LOCATED COLUMN ANCHOR BOLTS �oQRZFIssfpN�I JOHNSON & NIELSEN ASSOCIATES 1, y LONNIE MOUNT No. 3834 .� CONWING SMUCTUM ENGINEERS \ w rrn +� a Exp. Dote 3-31-04 oJ 6u K u� SL SAL -4a, Kw ide CIL 9601 (9o916es-51n 1 StRLCT11Zi 9 CAoE 0 PROJECT .TULE: JOB / 7-006 SCALE I m, -0' N4 C' A I,NF—W DATE : APRIL 2001 WORLD GYM CHECKED : L.M. IN LA OUINTA, CALIF. DRAWN : M.J. MARK B. VALENTINO A.I.A. ARCHITECT 44-267 MONTEREY AVE., pe PALM DESERT. CA. 92260 pmt-it°F8xNote 76?1 Date +�ofg►RS -f�0 page / (760) 346=3155 (760) 346-3155 TAX. e as yid .......... t733 Fes`" LION HEART CONSTRUCTION, INC. 3001 E. Tahquitz Canyon Way, #109 Palm Springs, California 92262 (760) 322-1553 (760) 322-1733 Fax TO Crr Y of AAA U2NT-A �JEPT. I WE ARE SENDING YOU Date �..�. o l Job No. i Attention pAN N `r c ZAVV Fo Ro Re W D!` L,✓ v Y M i oto V0.01A00ttached Under separate cover via the following items: Shop Drawings Prints Plans Samples Specifications 1 Copy of letter _ Change Order V Other A. r-. r S COPIES DATE NO. DESCRIPTION oto R.F. S, # o/o ANSWEi2EID THESE ARE TRANSMITTED as checked below: For approval _ Approved as submitted Resubmit copies for approval _Por your use Approved as noted Submit copies for distribution , As requested Returned for corrections Return corrected prints FOR BIDS DUE PRINTS RETURNED AFTER LOAN TO US REMARKS A�sujnzED R. F. _. S r-ok YOUR RECORDS. F. _. 5 r-ok YOUR RECORD S . COPY TO F= L E SIGN Order No. 2173743 TITLE TO SAID ESTATE OR INTEREST AT THE DATE HEREOF IS VESTED IN: 111 VENTURE, LLC, A CALIFORNIA LIMITED LIABILITY COMPANY THE ESTATE OR INTEREST. IN THE LAND HEREINAFTER DESCRIBED OR REFERRED TO COVERED BY THIS REPORT IS: IN FEE THE LAND REFERRED TO IN THIS REPORT IS SITUATED IN THE STATE OF CALIFORNIA, COUNTY OF RIVERSIDE, CITY OF LA QUINTA AND IS DESCRIBED AS FOLLOWS: PARCEL 8 AS SHOWN BY"PARCEI; MN AP O. 29351, —ON FILE —IN— BOOK 197 PAGES'33—THROUGH 36 OF PARCEL MAPS, RECORDS OF RIVERSIDE COUNTY, 1 CALIFORNIA. AT THE DATE HEREOF EXCEPTIONS TO COVERAGE IN ADDITION TO THE PRINTED EXCEPTIONS AND EXCLUSIONS CONTAINED IN SAID POLICY FORM WOULD BE AS FOLLOWS: 1. GENERAL AND SPECIAL TAXES FOR THE FISCAL YEAR 2000-2001, A LIEN NOT YET DUE OR PAYABLE. 2. THE LIEN OF SUPPLEMENTAL TAXES, IF ANY, ASSESSED PURSUANT TO CHAPTER 3.5 COMMENCING WITH SECTION -75 OF THE CALIFORNIA REVENUE AND TAXATION CODE. 3. ASSESSMENTS, IF ANY, OF THE COACHELLA VALLEY WATER DISTRICT. 4. AN EASEMENT IN FAVOR OF .THE PUBLIC OVER ANY PORTION OF THE _ an HEREIN DESCRIBED PROPERTY INCLUDED WITHIN PUBLIC ROADS. S. A RIGHT OF WAY AND EASEMENT OF THE COACHELLA VALLEY COUNTY WATER DISTRICT, IN FAVOR OF THE PUBLIC, FOR ALL PUBLIC ROADS, AND RIGHTS OF WAY HERETOFORE DEDICATED, ACQUIRED, RESERVED OR ACCEPTED FOR PUBLIC USE AND ALSO ANY AND ALL PRIVATE EASEMENTS AND RIGHTS OF WAY FOR ROADS, PIPELINES, DITCHES AND CONDUITS ON, OVER, UNDER OR ACROSS THE HEREIN DESCRIBED PROPERTY, EXISTING FOR THE PURPOSES OF INGRESS AND EGRESS FROM OTHER LANDS BY MEANS OF SUCH ROADS AND FOR THE PURPOSE OF CONVEYING IRRIGATING AND DOMESTIC :WATER TO SUCH OTHER LANDS BY MEANS OF SUCH PIPELINES, DITCHES AND CONDUITS. 6. A RIGHT' OF WAY FOR DITCHES OR CANALS CONSTRUCTED BY THE AUTHORITY OF THE UNITED STATES, AS RESERVED IN UNITED STATES PATENT RECORDED JULY 31 -1905 IN BOOK 3 PAGE .2 2 8 OF PATENTS RECORDS OF RIVERSIDE COUNTY, CALIFORNIA. Page 2 i Order No. `2I'73743"�� NOTE: THE FORM OF POLICY OF TITLE INSURANCE CONTEMPLATED BY THIS REPORT IS: TO BE DETERMINED EFFECTIVE JULY 1, 1999 AT 6:00 A.M., THE WIRING INSTRUCTIONS FOR FIRST AMERICAN TITLE INSURANCE COMPANY, ESCROW DEPARTMENT, RIVERSIDE OFFICE ONLY: FIRST AMERICAN TRUST COMPANY SANTA ANA BRANCH 421 NORTH MAIN STREET SANTA ANA, CALIFORNIA 92701 ABA 122241255 CREDIT TO FIRST AMERICAN TITLE INSURANCE COMPANY DEMAND ACCOUNT ACCOUNT NO. 18015 WHEN WIRING, ESCROW NUMBER MUST BE REFERENCED. PLEASE HAVE CITY NATIONAL BANK NOTIFY FIRST AMERICAN TITLE INSURANCE COMPANY, ESCROW DEPARTMENT, WHEN WIRED FUNDS ARE RECEIVED. NOTE: GENERAL AND SPECIAL PRORATED TAXES FOR THE FISCAL YEAR 1999-2000. FIRST INSTALLMENT: $4,895.27, PAID. PENALTY: $489.53. SECOND INSTALLMENT: $4,895.27, PAID. PENALTY: $499.53. CODE AREA: 020-011. A.P. NO: 649-020-016-8.-, NOTE: COPIES OF THIS PRELIM WERE SENT TO: NOT APPLICABLE PLAT ATTACHED/SB Page 5 Feb 22 01 08:07a Brad McGee (760) 772-5705 McGEE SURVEYING, INC. 73-301 Country Club Dr., Ste. 102 — Bermuda Dunes, CA 92201 Phone (760) 345-3828 — Fax (760) 772-5705 Thursday, February 22, 2001. City of La Quinta 78-495 Calle Tampico La Quinta, CA 92253 Re: Pad Certification — World Gym. Pursuant to your request a field survey was conducted on the above referenced project to determine the vertical location of the building pad. The above mentioned was found as follows: LOT ADDRESS PAD (DES) PAD (FIELD) 8 46-760 Commerce Ct. 66.50' 66.5' Sin ely Way'e A. McGee L.S. 5479 LS 5479 �• E p.2 ?t;r. Johnson. & Nielsen Associates SCarl B. endH�hnson Nielsen Per T. Ron Consulting Structural Engineers Wen Y. Lin 647 North Main Street • Suite 4-B • Riverside • CA • 92501 • (909) 686-5122 • FAX (909) 686-6752 Lonnie P. Mount Los Angeles • Riverside • Steen T Thomsen g Irvine Jackson K. Wu June 19, 2001 J & N Job No. 7-006 Mark Valentino 44-267 Monterey Ave, Ste B Palm Desert 92260 Re: World Gym La Quinta Corporate Center Highway 111 La Quinta, CA Dear Mark, This letter is to serve as written confirmation of the complete framing inspection I made at the above address on June 19, 2001. Based on this visitation, it is my opinion, that the complete framing is in compliance to plans and specs. If you have any questions, please feel free to call. Sincerely, -� - --- QApfBiSfQ� ;+ NO.383� Lonnie P. Mount, S.E. EXFl 1-2 -4 JOHNSON & NIELSEN ASSOCIATES Consulting Structural Engineers cF CA�� E:\WPDOCS\0-FORMS\INSPECTN.LTR\FRAMINS7.006 C:\WPDOCS\TEMPLATEUN•LTRHD.DOC • Mach 24, 1999 • Rcvlslun 7.0 i m S n m 0 1/4" GUSSET PLATE 3/16 . lk MARK B. VALENTINO A.I.A. ARCHITECT 44-267 MONTEREY AVE., #B PALM DESERT, CA. 92260 (760) 346-3155 (760) 346-3155 FAX. Cl 2x20.7 k'- TS4x4 LEDG ,_ I TIE / 114V 12" I 1/2"x10" 4 _ _ KNIFE PLT. Aft,," -N- 12'" 2-#7x16'-0" DRAG BARS 5 REF: s-3 ��oQRpFESS/pN9l� JOHNSON & NIELSEN ASSOCIATES EONolE3804UNT 2m JNCONSULTING STRUCTURAL ENGINEERS a Exp' Date 3-31-04 rn 647 N. Man St. We 40. Riwside G92501 (909)686-5122 9TF OF CALF PROJECT TITLE: A "NEW" WORLD GYM IN LA QUINTA, CALIF. JOB } 7-008 SCALE : 1'-11-0' DATE : JUNE 2001 CHECKED : L.M. DRAWN : A.O. SHEET N0. RS -2 OUTPLAND E0TECUNICAl7; FOUNDATION ENGINEERS AND MATERIALS LABS GROUT SPECIMEN FIELD DATA (ASTM C39 & UBC 24-28) Client: Lion Heart Construction Project No.: P01010 Sample Age (days) Project: World Gym Location: La Quinta Ultimate Load (lbs) Compressive Percent Strength of (psi) Design MIX DATA 5/28/01 Cement Type: V Cement Factor (sk/ey): 6.0 12.60 Supplier: A-1 Aggregate Max Size Agg. (in.): 3/8" 1 6/18/01 Mix No.: 60503P Admixtures: 13.87 Mix Design Strength: 2000 psi 906 6/18/01 28 SAMPLE DATA 3.75 Sample Location: Interior wall - north wall (easterly 2/3) - east wall (northerly 2/3) 42000 Building store front 21'-25'8" ASTM Measured Specs• Method Contractor: Robert Taylor Masonry Slump (in.): 8"-10" C 143 Truck/Ticket: 1644/160637 Air Temp. (°F): 95 C31 Date Batched: 05/21/01 Mix Temp. (°F): 76 C1064 Date Received: 05/23/01 Air Content (%): N/A Sampled By: Dave Kretz ASTM C1019 Batch Size: 9.5 C1019 Submittd By: Sack: 6.0 Curing Method (48 hr.): Field ASTM C1019 Water Added (gal.): 40 gal. Lab Curing: Cure Tank ASTM CIO 19 Time Batched: 9:59 AM C172 No. of Specimens: 3 ASTM C1019 Time Sampled: 11:15 AM C172 Time in Truck: 76 min. C172 LABORATORY DATA Laboratory Sample No. Sample Test Date Sample Age (days) Dimensions Face 1 Face 2 (in.) (in.) Area (s -in.) Ultimate Load (lbs) Compressive Percent Strength of (psi) Design 904 5/28/01 7 3.63 3.47 12.60 28,200 2240 905 1 6/18/01 28 3.67 3.78 13.87 43,200 43200 906 6/18/01 28 3.65 3.75 13.69 42,000 42000 Average 28 Day Strength (psi): Specified Strength: Date: Reviewed By: 1'1 2,000 780 NORTH FOURTH STREET • EL CENTRO, CALIFORNIA 92243 • (760) 370-3000 • FAX (760) 337-8900 79-607 COUNTRY CLUB DRIVE, SUITE 5 • BERMUDA DUNES, CALIFORNIA 92201 • (760) 360-0665 • FAX (760) 360-0521 5725 KEARNY VILLA ROAD, SUITE L • SAN DIEGO, CALIFORNIA 92123 • (858) 4674900.- FAX (858) 4674909 OuTI LAND E0TECNNIC4L = FOUNDATION ENGINEERS AND MATERIALS LABS GROUT SPECIMEN FIELD DATA (ASTM C39 & UBC 24-28) Client: Lion Heati Constriction Project No.: PO1010 Dimensions Face 1 Face 2 (in.) (in.) Project: World Gym Location: La Quinta Percent of Design 891 MIX DATA 7 3.S Cement Type: II/V Cement Factor (sk/cy): 6.0 100+ Supplier: A -I Aggregate Max Size Agg. (in.): 3/8" 3.80 Mix No.: 60503 Admixtures: 100+ 893 Mix Design Strength: 2000 psi 3.8 3.70 14.06 50.400 SAMPLE DATA 100+ Sample Location: Store front 5th lift to 21' Qwest wall (southerly 1/3) north Nvall east wall ASTM Measured S ccs. Method Contractor: Robert Taylor Maisoiuy Slump (in.): 8"-10" C 1..43 Truck/Ticket: A027/160287 Air Temp. (°F): 75 C31 Date Batched: 05/16/01 Mix Temp. (°F): 66 C 1064 Date Received: 05/18/01 Air Content (%): N/A Sampled By: Dave Kretz ASTM CIO 19 Batch Size: 9.5 C1019 Submittd By: Sack: 6.0 Curing Method (48 hr.): Field ASTM C 1019 `Vater Added (gal.): 10 gal. Lab Curing: Cure Tank ASTM CIO 19 Time Batched: 6:46 AM C 172 No. of Specimens: 3 ASTM C 1019 Time Sampled: 8:00 AM C172 Time in Truck: 74 minuteS C172 LABORATORY DATA Laboratory Sample No. Sample Test Date Sample Age (days) Dimensions Face 1 Face 2 (in.) (in.) Area (sq -in.) Ultimate Load (lbs) Compressive Strength (psi) Percent of Design 891 5/23/01 7 3.S 3.71 14.10 28,200 2000 100+ 892 6/13/01 28 3.7 3.80 14.06 53,600 3810 100+ 893 6/13/01 28 3.8 3.70 14.06 50.400 3580 100+ Average 28 Day Strength (psi): Specified Strength Date Reviewed By 3,700 2,000 'WWWWRUVE11PRI 780 NORTH FOURTH STREET • EL CENTRO, CALIFORNIA 92243 • (760) 370-3000 • FAX (760) 337-8900 79-607 COUNTRY CLUB DRIVE, SUITE 5 • BERMUDA DUNES, CALIFORNIA 92201 • (760) 360-0665 • FAX (760) 360-0521 5725 KEARNY VILLA ROAD, SUITE L • SAN DIEGO, CALIFORNIA 92123• (858) 467-4900 • FAX (858) 4674909 Tom Tisdale Fire Chief Proudly serving the unincorporated areas of Riverside County and the Cities of: Banning .;. Beaumont Calimesa .• Canyon Lake 4. Coachella Desert Hot Springs Indian Wells Indio Lake Elsinore La Quinta 4. Moreno Valley Palm Desert 10 Penis Rancho Mirage .;. San Jacinto .;. Temecula Board of Supervisors Bob Buster, District 1 John Tavaglione, District 2 Tim Venable, District 3 Roy Wilson, District 4 Tom Mullen, District 5 RIVERSIDE COUNTY FIRE DEPARTMENT In cooperation with the California Department of Forestry and Fire Protection 2 0 est San Jacinto Avenue • Perris, Ca i omla 92570 • 909 • Fax ( 940 0 August 16, 2001 Y City of La Quinta Building Department Re: Fire and Life Safety Clearance SDP2000-672 / World Gym The Riverside County Fire Department is granting a fire and life safety clearance for the Group B/A3 occupancy known as World Gym located at 46-760 Palmers Court. Respectfully, FRANK KAWASAKI Chief Fire Department Planner Walter Brandes Fire Safety Specialist H:%PETWPDATAI AQUINTAIPROJECTS%FINALS%SDP20DD472.doe EMERGENCY SERVICES DIVISION • PLANNING SECTION • INDIO OFFICE 82-675 Highway 111, 2^d FI., Indio, CA 92201 • (760) 863-8886 • Fax (760) 863-7072 M l' City of La Quinta Developers Project Approval Form Prior to the issuance of Building Permits for the project listed below, the following Departmental clearances must be obtained. Please return this form to the Building and Safety Department az* gfter approyal. Contact applicant for resolution of conditions preventing or delaying approval.. Project: 4760 Commerce Court (plans in Bldg. Dept.) World Gym Applicant Contact: Lionheart Construction - 760-322-1553 Application / Circulation Date: Date Ui Community Development Department Christine Di Iorio, Planning Manager Public Works Department Steve Speer, Seer. Engineer Building and Safety Department Butler, Building and Safety Department Manager Health Department Fire Department Schools Fees Paid Date Date Date Date' 7-11-v o Dat Date Ci of La Quinta Developers Project Approval Form Prior to the issuance of Building Permits for the project listed below, the following Departmental clearances must be obtained. Please return this form to the Building and Safety Department mdy afteran rn oval. Contact applicant for resolution of conditions preventing or delaying approval. Project: 4( 760 Commerce Court (plans in Bldg. Dept.) World Gym Applicant Contact: Lionheart Construction - 760-322-1553 Application / Circulation Date: i Date Community Development Department �h lsthw't''Yoro;�Planning=Manger Date' a � v �-eLs Public Works Department *k..4 4.,A.�- CO V Steve Speer, Senior Engineer Date Building and Safety Department Greg Butler, Building and Safety Department Manager Date Health Department Fire Department Schools Fees Paid Date Date Date v Larry W. L 41919 Skywood Drive Temecula, CA 92591-1877 ang,AE. January 24, 2001 Mark B. Valentino A.I.A. Architect 44-267 Monterey Avenue, #B Palm Desert, CA 92260 Re: A "New" World Gym La Quinta, CA Joist Calculations Attn: Mark B. Valentino PHIfX — (909)506-3435 Ole r ?tev COA4 LQv � CT LBY QUINTA ETY DEPT. ED CTION F 5Z -C .This letter is to certify that the Joists on the above referenced project have been designed in accordance with the latest adoption of the Steel Joist Institute specifications. This further certifies that the design calculations have been reviewed and reflect what is shown on the Structural Drawings dated December 2000. If you have any questions concerning the above please call. QRpfESS/0Nq Respectfully,�( W. F �qy yc aw P-"49 Larry.W. Lang, P.E. J,91F r fv i ``o���@. CA T Aor-18-01 09:32A JOHNSON & NIELSEN ASSOCIA 909 686 6752 _ P.02 A*l.Apr 17 01 03:26p Lion Heart Construction 790 322-1503 p,l d Apr -17-01 10:06A JOHNSON 8, N I I:LSEN ASSOG IA 909 686 6752 R►� I6 Of 04:05p Lion HOOPt Construction 760 322-1503 P-01 0.2 COPY: DANNY CRAW FOR D u0m mm"T axwmucfmm =4UM TM RWlRMA'n0W ptn In: c /o DATE:/iGlo / p!t®J zr! WoR L.Q.. M - L A Q �.Tn �Ts4eCA, DATE INF0MATXW*EgVWj f//B/o / OVl�A1NA77[3#1 Erna tare r•.." p��A,sE CDN F� RM S f S T ,t S /lcc.e� ��►61L TQ- E- r�uJ? rirE roo TriG G oti co j.,ev wi tsn,F SEc��� " Fvo rrnf, G,-�""� FROM roP vF FOpT.Z'Ner L.Z1+Jf ArJ O DRY 05wE!_ OvE"S -Mw_ f0 FoaT rN G whscyr �sy s .4PPRoX. 1Z .t_N70 c,0,rPE rHu s CRICIP .rAJa- A eECTi&v4r,4 0 saw PL X �t.f L.r •�G,E ,mac o Tr•v� Fo.e TW.L.$ PAO fl,07X IG. (SEE ArrAKM-Ea G LOUDAD AREA !i<GtiA2lMR � .. iDAME �9�mi Gy�'g6rYN�.el�a wr, CwW aanaaq cyvosiv� fOlrtt�M Masi � as�7Jl lAi m L: 1 0 15 0 16* / / MM rT Al I o.c. EA. WAY I rFLLS SOUD , I I J� `k ll WALL FOOTING r U) rs 5 cu IDo m cv c o m TYPICAL THRU-OUT V CONC. SLAB ON GRADE < H C W/14 6 24" o.c. E WAY u 0 DEPRESS AND OP PER V) CRD BM. ARCH. DI 2 (A E TOF & BT A. z b/c I W c0 V) u -1 W 61 w L )4.1) ALL 1 z 40, ca Xc z V) _j 10 z 0 r) iAtL TING M o 4- 0, X30 X3. 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L . lw 00Z ,fig vNOER 57000 Sy teov To MEAN ``UZLT 2N rNF- GoaTRoL$I �forNT AS wI1S 1�3 F.TEL p, TNI S 7EkM Ct,RRt F tC-►Tzwv w4S R E Q f - s T C Q. l3 - GS_T Y Xly S PSE c,Tc X. PLY: � 1/ K ! 0iR 3.91. W4 301 L%ff TA19QUrrZ CALWUK-WA14-%=109. PALM SP1 UM, CAI.11 VRMA92713 MG) 'LION HEART CONSTRUCTION, INC. 3001 E. Tahquitz Canyon Way, #109 Palm -Springs, California 92262 (760) 322-1553 (760) 322-1733 Fax TO C.Mlr to of LA Q usruTA 3 UiLQ=P4 Cr 4SA9LE T � Date (O Job No. Attention D&jis2?Cj—?— Re W 0 XL 0 (ir AA DESCRIPTION WE ARE SENDING YOU Attached Under separate cover via the following items _ Shop Drawings Prints Plans Samples Specifications • ,Copy of letter Change Order other R, / • e- • 15 COPIES DATE NO. DESCRIPTION R • F. xi - ou 3 wta A D THESE ARE TRANSMITTED as checked below: For approval _ Approved as submitted For your use _ Approved as noted _ Resubmit copies for approval _ Submit copies for distribution �s requested Returned for corrections Return corrected prints FOR BIDS DUE _ PRINTS RETURNED AFTER LOAN TO US REMARKS TOES & A RE T m E R • F• L1 S T04r AAF ..Awwral� .- 4 Tb pAorE W E tU! ZAt %d own Vac- TIDE Irl Sv-16 VO COPY TO Air A A ` r, • SIGN , --Apr-02-01 11:45 JOHNSON & NIELSEN ASSOCIA 909 686 6752 Mar 28 01 02:07pLion Heart Construction 760 322-1503 LION HFART CONSTRUCTION REQUEST F01t WFOS�% &qr .. RFI NUMBER; 00 I DATE: PROJECT; (XJ- Q R. L -D I, A Q ox Aj rA, c4. INFfiRMATiQN gFn11CCrIIr, J= DATE J•L /� 1 I 1 v - • - DA'T'E RiFnn�i x n1t ; Q-31 m..... • /'7 A � ./w 1 V EST, . $AR"S AT A -r X' +C.# W r/V A c w O PEN i IU & XS A,5 D 2 5 "55 E ,D V-r—A GEL.L Phi*.OU .E W z T/f 57-4N ,*jAR o . PLY- N - -- '! _ r �! 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CA[ 1PLn1Nie u�,c+ 33 nm....... a•—..-..x'.t 6WI3-9.94937 FAX Apr -02-01 11:47 JOHNSON & NIELSEN ASSOCIA 909 686 6752 P.06 Mar 28 01 02:08P Lion Heart Construction 7.60 3222.-M03 P.5 .• !i,Wjdmllr low Jk LION HEART CONSTRUCTION REQUEST FOR INFORMATION town RFI NUMBER_ D O S DATE..: 3 / Z7/0 ! PRnrFrr: f C)o;2 LLD CT`s -- L� OXAJTi4, C4 Mix"LMirA ivies WnT *cerr.r� .-....... a Li �i G FIV) A A-)KuGJ t G1J CIIVM: V y %r t .. T%A'TC T'LTCAw1I ••r.r/��t wr.�r•.w....� ? I ^7 I► I vsILtr: uNs iRM 1iV1Y REQUML D: TAT nyb ATT/1u DEOVEM : 1. v G-- w r D7 -N .L .S 2!-0'f A'S sr l.4.,J,O+5 �ocJ2E. D . (jiG' i��? Ltd.; %t' �' " i►i•TFiti �;rlb'�at..� l! r1�. ��.1Y,.v.4iTS:� tN �OcEasn�. I r Y 1V�/✓�i; j�, _ Ui1 /� -. I'✓ .' E 6'"' r1 Q IN ft' 00-=4 w gal EXP..3-31.2p04' !ul � O CCALF � r - � SIC TUBE LA1L Mel j. -W! TA= n A•••. �•••:.:.: iia. 3i;9M W0. PALM sii , . CALD VKMA 9=2 (7W) 3n.13W (7M 322-1733 FAX ^..Apr -02-01 11:47 JOHNSON & NIELSEN ASSOCIA 909 686 6752 P.07 •liar 28 01 02:08p Lion Heart Construction lou -32.2=1503 ak C- .i._- Alupwalm. LION ID ART OONSTRumm REQUEST FOR INFORMA'T'ION RFT NUMBER DO 6 DATE: PROJFCT; (X)QR LD CS'Yr''I — Lft c L)Xry tl+-) L, WFO MT-1n;J o EQ Tr�va.a Trtcrr. r+.....: 1 . oLA u • nL r.L%Vm: V.A. i' utsi� u�rVN72t11LVlrllULx�ll: .J/ Jv, v J 11►1i AD 1A A Ti/��I e�rA>r sr -rte+..- �.� . L /i a..e- L t �,, w\ L T -1-n T 10 At d 7- .• va...tv�••v• [�a1VL��'-Jl u' I a.�•-r a.� � �i1ly w.r•- Ald d. tjE x -6,q'-,,— AM/��K• /'A Awl... ` �,�L/1 .rw l PLY: t J i r b l c`_ `t �,�) 11��'1 �� :•i �. �? �'' � i i 1» '� I % � i t : ", ✓ _ � �e `fir f "1 i i.A l v . , ,..;;.,.. � ,. �,i �'• , �4���\E P M N AX ff 1 FYV.9.01.2006 I 1 NA'T11RE ,� a,.,o LA 1 L VYIt RSR l rr��rw.vwv.....� .......... ___ - -- �art1 T--Me-IVMRG, CAL�IA 92262 (760) 322-IN3 (760) 3211733 FAX __ Apr -02-01 11:47 JOHNSON & NIELSEN ASSOCIA 909 686 6752 P._08 Mar 28 01 02:09p Lion Heart Construction 760 322-1503 p.8 LION >mART CONSTRUCTION REQUEST poR WFOIM A 11 iVl\ RFI NUMBER C>07 DATE- 3/Z -//C)/ PROJECT: (� g R C. D CS Y 1 — f} Q OXAJ -rA. r4 WFORMATInN RFM rwCTL n rn...• / .. Ll , , z .� a n,,1 �.�.........__' to V/' r i -I 07 I DATE ii11Fn� M A 77AL7 r�� r,r...-.. ? / •7 / n�nanasr�n �r rte... nr C.OAU Prk M TffAT CRO v T- 0 L L3Y�.7, �,/.al s P MOrNIQ\ y I EX 00.1 1, \�� Wil: lI -f%rte% 10000, 6dCNATURE JBO! !Ag(TAHQl11TZ CAIiYO,Ot.YtAy, yLMM 109, PALM s~•M . � •w�.a2Z-u55 (i�p) 322-27i� PAx' Apr702-01 11:48 JOHNSON & NIELSEN ASSOCIA 909 686 6752 n n Nor 28 01 02:09p Lion Heart Construction •O.. Xw OF I__ LJON timer commumom REQUEST FOR INFoNATIn11T r� ttn RFI M -M- SER -- D O DATE: 3 ? -7 /o I L14FOn un s•crnw; n 1p.,r-nrrc�rr,. e,.aw l — .... Ll , c c A4.4 /U a:.a a a:t� r AVlrl: V j— I • • - — urs ■ 4 aria' i1JF(1RMAT,T W 0cnrrre•rr.v.. 01 EA CC C ,Q fX R-, 7W T d i/ ME'rAL DF -C -9- -'-A)&25 ;20 GR• 4..)O"7+ /e Ga. A5 /UC•iED aN. c5-9647- 5-?-. P.09 v_ a REPLY:- �G.:in. i ��.- t_ i.- !•�� A L � �' - � ��C ! r l i L!,9�' ' r F !/•"+ r -v �� -��. �Ap �Q r+.j•c%r F:/iN�• Imo. :/Pl41;..r r •c_r j ;g \�rFOF 0-.i%* + 01vcVA L VMM DATE 1001 BAST TABQUITZ CANyC"Vj". SULTS 109, PALL 9Rt1NC.. CA1.fpURP11 s oi�� rr_+�3Z:-' �:�. i •wnsi3-i'i-ai pAX Apr -02-01 11:48 JOHNSON & NIELSEN ASSOCIA 909 686 6752 P.10 Mar 28 01 02:09P LLCM HeBPL. Cat%struction '!bu :3!!-!7w1g, r'.— At� 7 -) LLON HEART CONSTRUCTION REQUEST FOR INFORMATION (RFi1 P.R NUMBER: 0409 DATE: punEc-r LD T1tCAD Rd�l T tAtJ D CAi TL' C•T{. T L•tf A*I• I T M �! V / F7-7 !T / � up►T£ urrvntvu+ii0rl nEtivuOu: .� ✓.. � 1u FORMA •1- N Q 1:F1i-1>: c p L E SS COo fFiR^ l7i,+ i 2! r XS fjLLow�3�c -r—o OSF- SET Z? EPaxy G.P SETTrNGr !�E L3f}/Z �T MhN j>OCK OP4A)X:%Va-.'e;? `.v p o 0 REPLY. REPLY: .,-AUtP�� A 0� 'J -0/ SIGNATM DATE and P� �Qr TAsm"TZ ^.A":Yam WA xl,, W.:z ml'!M'Bi arrow CMMORlYlXM" (7614322-1"3 (7601322-1733 FAX Mar -29-01 15:32 JOHNSON & NIELSEN ASSOCIA 909 686 6752 P.01 s� q Johnson & Nielsen Associates Cut D. S.oel". n Nielsen Pee T. Ron JN Consulting Structural Engineers wen Y. Lin 647 North Main Street -Suitt 4-B • Riverside • CA • 92501 • (909) 686-5122 • FAX (909) 686-6752 Lonnie P. MoUnl Los Angeles Riverside Irvine SInnT Tnomscn lsrckson K. wu March -28 2001 J & N Job No. 7-006 Lionheart Construction FAX 760 3221733 3001 East Tahquitz Canyon Way #109 Palm Springs, CA 92262 Attn: JimHuffman Re: World Gym La Quinta, CA Subject: RF1009 - missirig..footing dowels at door into electrical room The missing jamb dowels-frorwthe foundation can be "repaired" by drilling in the missing dowels. Simpson epoxy adhesive, Simpson Set 22, should be used to glue the dowels into 12" deep drilled holes. Instalkrtior rshould be per the instructions provided by the adhesive manufacturer. If there are any questions, --please contact -us. Sincerely, Onn�ie ePMount Vice President cc: Mark Valentino WA7-006UTTERSWID09. N0.3334 EXP 3.31.2004 s C IWM7OCSSTEMPLATiVH-LTRIID.DOC • M—n 24. 1WW • RMtbn 10 (94OUTPLAND F0TFC'WNl1r_41_—, REGISTERED INSPECTOR'S DAILY REPORT CERTIFICATE OF COMPLIANCE I declare under penalty of perjury that I have read this report and know the contents thereof; that all of the statements are true and I that know of my own personal knowledge that the work during the period covered by this report has been performed and materials used and installed conform to the duly approv- ed plans and specifications thereof. F_ N.. Ma I - — S16NATU E GISTEF� _ INSPECTOR IDATE O� REPORT REGISTRATION NUMBER ISSUING OFFICE PROJECT NO. DATE ------- COVERING WORK PERFORMED WHICH REQUIRED APPROVAL BY THE SPECIAL INSPECTOR OF REINFORCED CONCRETE El STRUCT. STEEL ASSEMBLY El GLUE. LAM. FA . BRICATION El P`RE-STRESSED CONCRETE El REINFORCED GYPSUM 0 POST -TENSIONED CONC. REINFORCED MASONRY El PILE DRIVING El OTHER XAD(30 &1 pA IE WX4r tUESS Ci- IE!�%J WoV_L�1> BUILDING PERMITNUMBER Q�k=9 - li-4 PLAN FILE NUMBER OWNER OR PROJECT NAME ARCHITECT If_iAtzLc_ 1!�,- N_/AL_ek1Ti �J n ATA CONSTR. MATL. (TYPE GRADE, ETC.) STRENGTH SOURCE OR MFGR. . ENGINEER , _-rb6JK1Sqt,1 4 J I RL -S Etl ASSnc. DESCRIBE MAT'L. (MIX DESIGN, RE -BAR GRADE & MFGR., WELDING, ETC.) 8A�klIJ2 0,M(A GENERAL CONTRACTOR I- (,otJ eAf7--r ce�Jsr. CONTR. DOING REPORTED WORK V<>t- 'r. "0 =_ NAA _%0J LAB. RECEIVING & TESTING CONSTR., MATL. SAMPLES' I -bE;z MLADA T>LAJr=9 ITEM M NO. 0 LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. INCLUDES INFORMATION ABOUT AMOUNT OF MATERIAL PLACED OR WORK PERFORMED; NUMBER, TYPE & IDENT. NO's OF TEST SAMPLES TAKEN; STRUCT. CONNECTIONS, WELDS MADE, H.T. BOLTS TORQUED, CHECKED, ETC. P-=- IZr-0V=Me 4=_1 tJAL- I bJS PEC-rjc�aj C) Ir CKAILA ge-l'-j- Is L_ r>c-.4cr uff_k�r I -IR 925&A W c,,,� :h L t>!:al, -M 2A Uki, 19A & T- Lt_ 07� V- zj�� ucr p!�LAc.Vlm v5 -,Jr rw izq, Wms� B, L_ L eve -L - (JE 0- EF'F-- S.4 Of�!L_F=_& CERTIFICATE OF COMPLIANCE I declare under penalty of perjury that I have read this report and know the contents thereof; that all of the statements are true and I that know of my own personal knowledge that the work during the period covered by this report has been performed and materials used and installed conform to the duly approv- ed plans and specifications thereof. F_ N.. Ma I - — S16NATU E GISTEF� _ INSPECTOR IDATE O� REPORT REGISTRATION NUMBER ISSUING OFFICE