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9911-031 (SFD)LICENSED CONTRACTOR DECLARATION I hereby affirm under penalty of perjury that I arh licensed under provisions of ,F- -Chapter 9 (commencing with. Section 7000) of Division 3 of the Business and C14 U) W Professionals Code, and my License is in full force and effect. • O M License # Lic. Class Exp. Date ,I LW „ . 435033 B C9 C53I4S�) 02/2$/'2( ~ Z r - k Date -r "'-��ignature of Contractor. (D d.tc r C) OWNER -BUILDER DECLARATION HW I hereby affirm under penalty of perjury that I am exempt from the Contractor's License Law for the following reason: Z_ ( ) 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 construct1he project (Sec. 7044, Business & Professionals Code). C0 zn () I am exempt under Section , B&P.C. for this reason N O rn Cd \J Date Signature of Owner' ' APN V E� OWNER CONTRACTOR/DESIGNER/ENGINEER WORKER'S COMPENSATION DECLARATION C:) � fr I hereby affirm under penalty of perjury one of the following declarations: ;r; 0 O I have and will maintain a certificate of consent to self -insure for workers' X 'LLJ LL compensation, as provided for by Section 3700 of the Labor Code, for the _�:O � * . --performance — of.the work for,which this permit is issued. — -- —� —7— < d.O �("<); I have and will maintain workers' compensation insurance, as required by 0 Q Section 3700 of the Labor Code, for the performance of the work for which this is issued. My insurance. & 0)LO F< ' permit workers' compensation carrier policy no. are: ob z ao n Carrier STATE FUND Policy No. 13428$3-00 r0 PORCN/PATIO, 3,870.06 Sig Q (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 with those provisions. t Date: F -//Applicant Warning:" Failure to secure Workers' Compensation coverage is unlawful and shall'',ubjeci;an employer to^cdminal penalties and civil fines up to $100,000, in addition to the cost of�6ompensation, -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. Signature (Owner/Agent) �'r'� 't Date z lr BUILDING PERMIT PERMIT# tt DATA �✓J VALUATION LOT TRACT TRACT s6�il,i5.fiSi 32 271728 JOB SITE ADDRESS % wq TOM jr Z10 .At 5UU1%; APN V E� OWNER CONTRACTOR/DESIGNER/ENGINEER BML\MARY PAm- i DEMUCCI WOW CO2d9MU(niON lac, 2.'x440 AW111ORNF. J3LV.P. S, 203 . 51374 29 I'AT,1a *� #201 TORRI CEE . CA _90505 YUCCA. VALLEY CA 922PA �780�365.8691 CSIR 2533 USE OF PERMIT BINcai.E vA4SL y DVJWI,mL o Si:FJ-PFAMIT 60ES NOT INCLUDE FILO K WALI.S OR POOL. TRACT 27721;. LOT ;42 � CUSTOM CONSTRUCTION 9,214,00 SF PORCN/PATIO, 3,870.06 Sig -_-OAJ3AC11YCARPORT (SES. - ------31,458.00 ESi1. WrED COST OF CONFINUCYrI011 • OW1699.00 BEIM' FEE SUAnIAR ',. . CONSTRUCTION FEE 101-000.415.000 SZ.042150 PLAN CHECK PEE 101-000.439-319 12a3643a REG DEPOSIT 101.000-439-:18 - 4000.00 MW,HANICAL ",E 101-000-421.006 $291.00 ELECTRICAL MW101.000.420.000 $444.59 a , . PLUMBIND FEE 101-000-4.19-000 S307.75 .. S 101-00021I1�C�C) .000 $54.07 +�; s " •, ORADING PEE 101-000-423-000 $20.0O DEVELOPER IMPACT FEE r�; x * � .ART rN PUBLIC PLACZ3 - R.gSM 901 X000-255-000 $1,301.'75 • � ; •;;,. 13M -TOTAL 0010 RUC1T0kT ANP) PL" CIWXK c;J $9,859.38 LF 3. FRE -FAM FM 4),000.00 WfAL P3.PRWr FUN DUE NOW • i ^ RECEIPT DATE BY DA INA E INSPECTOR INSPECTION RECORD OPERATION DATE INSPECTOR OPERATION DATE INSPECTOR BUILDING APPROVALS MECHANICAL APPROVALS Set Backs- - - no Underground Ducts Forms & Footings Ducts Slab Grade Return Air Steel Combustion Air Roof Deck z 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 - - Q (� Drywall - Int. Lath Final Final BLOCKWALL APP4&A--LS POOLS - SPAS 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 YCT Plumbing Final Plumbing Top Out Equipment Enclosure Shower Pans O.K. for Finish Plaster Sewer Lateral Pool Cover Sewer Connection Encapsulation Gas Piping Gas Test - - q-19- 027 6;:) Appliances Appliances Final Final Utility Notice (Gas)1 ELECTRICAL APPROVALS Temp. Power Pole Underground Conduit Rough Wiring Low Voltage Wiring Fixtures�7 Main Service Sub Panels Exterior Receptacles G.F.I./ Smoke Detectors(//� Temp. Use of Power Final 5 Utility Notice (Perm) COMMENTS: ksP jr] JO v /4, 4Y► A �.. . v 14 /0- l2 - vu ? q G�� J �`� ^- S GF �J �r S-C12,a c- 4,4 ✓�-- N�� r -ry Gv v�J �J-� 0 tf �t�� , /� �5 3 / A v 0— 3 `� - d�� (/////�////�//'/^--._.-+.^Y/j^1/"2_�)Y__•- •-_r.rr. „r .-. _ .� , ,... r , . � , . .-.. «, r � '.ry:. 1... .Y'�^ w ^s-.... �I�'./..",r'��T..-�`.,r-„,�,�...+'r-irrr��+.--+�. _ i .lr s. P.O. BOX 1504 APPLICATION ONLY 78-495 CALLE TAMPICO Addrress X 1,, fA i�.1n, U LA OUINTA, CALIFORNIA 92253 Owner X Pir' '- M r) � f l' T) -,e/ I, Itic ' r BUILDING: TYPE -CONST. Mailing OCC. GRP. AddressK 7 TlciT G� �t r,lv �7d ��,, j} A.P. Number _-! -, , ” , City Zip Tel. y r1i 011 r a'r -T /i%0 1t /(irr,. /%!�'D 3/�-�i%� - `'ti','?99 Legal Description Z Contractor Project Description X Address ,E. = NOV 0 4 City Zip Tel. A State Lic. C J 8 Classif. -�/ Sq. Ft. c� NF LA o. No. Dw. Arch., Engr., Size Jc 9. { Stories Units � , Designer f:« New ❑ Add ❑ Alter ❑ Repair ❑ Demolition ❑ Address Tel. X t -_`If.G- i3-4k,'L City Zip State t/ n Lic. # LICENSED CONTRACTOR'S DECLARATION I hereby affirm that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 o1 the Business and Professions Code, and my license is in full force and effect. SIGNATURE DATE OWNER -BUILDER DECLARATION Ihereby 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 statement 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). l; 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.) II 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(s) licensed pursuant to the Contractor's License Law.) 1-1 1 am exempt under Sec. B. 8 P.C. for this reason Date Owner WORKERS' COMPENSATION DECLARATION I hereby 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 I7 Copy is filed with the city. ❑ Certified copy is hereby furnished. CERTIFICATE OF EXEMPTION FROM WORKERS' COMPENSATION INSURANCE (This section need not be completed i1 the permit is for one hundred dollars (5100) valuation or less.) I certify that in the performance of thg 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. Date Owner NOTICE TO APPLICANT: If, alter 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 revoked. CONSTRUCTION LENDING AGENCY I hereby 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 abuilding 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 sof this city to enter the above- mentioned property for inspection purposes. Signature of a0plicant Date Mailing Address City, State, Zip PERMIT Plan Chk. Dep. Plan Chk. Bal. Const. Mech. Electrical Plumbing S.M.I. Grading Driveway Enc. Infrastructure TOTAL REMARKS AMOUNT'_ 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 i� b 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 4/25/00 APN # 761-531-009 No. 20336 Jurisdiction 1a Quinta Owner NameBill & Mary Ann Demucci - Permit # 991-031 No. 79451 street- Tom Fazio Lane South Log # . city La Quinta zip 92253 Study Area - t Tract # 27728 • Lot # 32 Square Footage 9214 t Type of Development Single Family Residence No'. of Units 1 Comments 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: EXEMPTION NOT APPLICABLE This certifie's that school facility fees imposed pursuant to Gov#rnment Code 53080 in the amount of 2.05 X 9,214 or $ 18,888.70 the property listed above and that building permits and/or Certificates of Occupancy for this square footage in thispioposed project may now be issued Fees Paid By CC/First Community Bank/Chad Hawkins + ; Teie hone 760-365-8691 Name on the check By Dr. Doris Wilson -" Superintendent' Fee collected /exempted b Ann L. Boa Pa ent Received ' - - .r,. . p y Mary rJ ym •; y Fti" .$18;888:70 . _ Check No. -093351 Signature [N=*.nciE,:: Pursuant.ot Assembly ill 31181 (CHAP 549, STATS. 1898) this will serve to notify you that the 90day approval period in which you may protest the fees or other payment iderltirred ill begin to run from the date on which the building or installation pennitfor this project is sssued or on which they ere paid to the Dlstrict(s) or to anoMer public entity authorized tocollct Mem on the District('s)(sq behalf, whichever Is earlier. Collector: Attach a copy of county or city plan check application form to district copy for all waivers. Embossed Original- Building DeptJApplicant Copy • Applicant/Receipt . Copy - Accounting ■i APR -25-00 TUE 10:34 AM STOKER CONSTRUCTION irR24-00 00:09 PM BILL+DEMUCCI Sant by)RUDER7 DURRN op -P-24-00 :8'i0e O�MMONW�LTH LAEVO TITLE CO. WI{Pr1v RECORDED MO- T0. rm4eb c• f.laagte Mutatt, FAolp1 & P1WkPi, � t I is$ W. Olymyw Boulevard Los At*t.r, Celifmm ll Ww VAN• TAX STATtNt>?t S To: 23440ldnuWW 11K. suite 230 7anator,Csil�mle D030S toocdn�frAttY TRAI+6F3R rAx s�,�- . ...,c.�T.todal4e MeeNwu►an er v.tu. of p�epeeb• twv�yad Ufa „.geisavd a tiro cogdaNalun er vetyalea lleee a e,aun4eec10af dlir+e•[nle. FAX NO. 7603657189 ' 760".5643585 Pnen �10Z�t65a#76byi93S03 ��• 425882 RECENED `oR REOORD Al SM AM JAN 22 699 mw=lm tler t.......,.-.. f1'AAI4A10VBT'!Ui L;t;it?4AAY�cottnfu�f vfx /f�wpW e10.d>e+�t1 a Aped i �l - rm NUN 1 ��I-53��009 a CORPORATION GRAW DEED 'AAs cu0-045' FOR A VALVA&Z COMB MAVOW, troeipr of which is hmby eaIMAO*& -it* do mmoo fw V f oord By COiumaive ial Lend flue C4ff"rj eA ■=mlrro0etiat ony,lthu nelbelt µtmined u to h 5150*P 01 u 14' iN stied uw I* a. TrmeN MZDU ColOA14Y LTa e ceapention orpttiteod ttttdot Ihf)1>wa at'the Butte of c4ifm iy dxs bm" GRANT to grntf,AAT,Li,C, a Delewst+e limited iiebilid eon►PaeR the rtesprwgV In the City of Le Qu(ute, Cook* of RivnIde, BtatD dCd&dt, deaomtbod u � OSlOt cdlh0 GountTR000tder � u'd County � �tSs�rvdoeatbep Aft4s�ed&dltbi� "A•24D, Y4!!a 1.13, inclusive oo*D�pf (tt �e Y?wtYd�� ItiK TMON HIRIACONTANY LTD., aCatifvmll capdxtbn s'IhY80P GN.Q'C�21k11 cotn�rror 1 BY Dr ltesfdeltt on b&* tee, .r�s+1+ _ (er povd to mt on the huffs of wilt r9 MAM W 1tt60k 1donw) to be do perron(O %baro n,moM llhw sub mbW to Ee r G0wfl l"* %vL%ln tn*um d end WW Wedpe to mb *et h.�IldnMiW O�fec W {fro W�y,,� tle A owe in �� amp'0h7'� IVR that ty hWlo�r to mdeelMeMR ION alhna,WrX I1 on dt• Itruumm► the pcfwlt(o or tho ondty upon W&CE .p♦p� which to perepim sobs, c w;uw the In*urnot)t, VOW sty Im►d ud utdalel miW, ei�s�!eu+ tier rM is as�Vaie1 oeteYl tuG ' 1141I11941 b"14 A 02 APR -25-00 TUE 10;35 AM STOKER CONSTRUCTION FAX NO. 7603657189 P, 03 i-- APUC--24--00 08:09 PM H I LLFDEMUCC I 7605643383 P.03 Sent 671R099RT DURAN Apr --14-00 10101 from 31e23t66ze��os�1�a J EXHIWT 'A' LOT 9z OF.TRACT N0.27726, AS SHOWN BY MAP CP N F Li IN BOOK 249 PA(IE$ 1 THROUGH 13 OF MAPS, RECORDS OF RIVER ExCEP1' oNE I1ALF OF ALL OIL, GAS AND OTHER 4R NoN•METALD� w�iCN MAY 95 AND E WRACTEO ALL MINERALS, WF4gTHIM METALLI HAT THE 6A1b OIIPN70R, HeR ByCCF.S90Ps OR OR REMOVED PROVIDED, m0WEV(R► T ASSIGNS, SHALL NOT VSE THE SURFACE OR SAID LAND OR ANY P'oRT OF PARTS WITHIN 000 F55T oR OURFACE THEREOF AND IN THE EXERCISE OR SUCH RIGHTS: . SMALL NOT DISTURB THE SURFACE OF SAID LAND OR ANY IMPROVEMf-NT9 THEREON' OR INSURE OR IMPAIR THE LATFAAL OR gOSJACENT 9UPPOkT OF SAID I -ANO CF ANY IMPROVEMENT THEREON, AS R95vAVEO IN THE DEED FROM ETHEL S, SOKOLOW, A IvIAARIEP OFFICIALRECORDS 0l�R VER9ID�2 COUNTY,CAuFORNIA 1N6TruMENT NO. 81800 OF ALSO, EXCEPT THrLAspnoM, ALL OIL, GAS AND OTHER HYDROCAAWN SUBSTANCIIS AND ALL MINERALS, WMETHER METALLIC OR NON-METALLIC, IN UNDER, OR ON, OR WHICH MAY SE PRODUCED, EXTRACTED OR REMOVED, A3 CONTAINED IN THE DIED RECORDED OCTOBEA 1S, 1961 IN BOOK 131 O PAGE 28A OF OFFICIAL RECORDS OF RIVOASIDE COUNTY, CALIFORNIA, THIS CONVEYANCE IS MADE AND ACCEPTED ANO SAID FROPIR'n IS HFRESY MADE SUBJECT TO THOSE CERTAIN COVENANTS, CONDITIONS AND RESTRICTIONS CONTAINED IN THAT CERTAIN DECLARATION OF RESTRIC11ONS RICORDED 'JUNE 16, 9904 AS INSTRUMENT N0, 142740, RECORDS GF FiIVEPISIDE COUNTY, ALL OF WHICH IN AND MAGE APART HEREOF A6 BY THIS REFERENCE ARE HERNY INCORPORATED THOUGH FULLY siET FQ"H HFREIN,.. PPR726-2000 O8:01A FROM: TO:97777O11 P:2/2 THEQiA:R'RY A T I: A 0 U 1 N T A April 25, 2000 To whom it may concern: This letter is confirmation that The Quarry at La Quinta Homeowners Association has approved the house pians for Mr. & Mrs. Demuccl on Lot # 32. We look forward to their becoming part of our community. I SIR ely, Wllliatn Morrow I QUARRY LANE • LA Q.UINTA, CALIFORNIA 92253 760.777-1100 • FAX 760.777.1107 REGISTERED INSPECTOR'S WEEKLY REPORT JON TANDY 37630 Medjool Ave. Palm Desert, CA 92211 Office (760) 772-7192 Fax (760) 772-7193 Pager (760) 776-3338 TYPE OF INSPECTION PERFORMED ❑ REINFORCED CONCRETE ❑ POST TENSIONED CONCRETE O REINFORCED MASONRY O STRUCT. STEEL ASSEMBLY O ASPHALT ❑ FIRE PROOFING O �� O OTHER JOB LOCATION / r � 1� -o� -Zt o' L� � � u t n 1 � REPORT SEQUENCE N0. TV OF STRUCTURE 0-c-; n �� 1C` PER N I V ©� Daff )7 O DAV OF WEEK MATERIAL DESCRIPTION ARCHI EC ` GJ� I p TOR _ HRS. CHARGED E I EER ASSISTANTS MRS, CHARGED INSPECTION DATE GENERALSUB CONTRACTOR -Fb t<eX— f CONTRACTOR F% S e 1 �S 411 W'OEQ� LA) '' --DU-94aJ WIZA t— I - A-(It In S l w,- au Ck ./Lot -o COPY SENT T,0 CLIENT O CONT ED ON NEXT PAGE D PAGE OF CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED TO THE BEST OF MY KNOWLEDGE ALL OF THE ABOVE REPORTED WORK UNLESS OTHERWISE NOTED. I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS. SPECIFICATIONS, AND APPLICABLE SECTIONS OF THE GOVERNING BUILDING LAWS. �ib �0-� GNATU E OF REGISTERED I PECTOR d 66 A E OF hEPORT REGISTER NUMBER OCHOA AND ASSOCIATES 73-221 HIGHWAY 111 PALM DESERT, CALIFORNIA 92260 GEOTECHNICAL ENGINEERING REPORT PROPOSED DEMUCCI RESIDENCE LOT 32, TRACT NO. 27728 THE QUARRY LA QUINTA, CALIFORNIA File No. 07285-01 99-10-700 CITY OF LA OUI�EPT. TA BUILDING & SAFETY TAD FOR CONSTRUCTI 4 DATE Z Vb BY 0 cot Earth Systems Consultants 1� Southwest 79-811B Country Club Drive 0 Bermuda Dunes, CA 92201 (760)345-1588 (800)924-7015 FAX (760) 345-7315 October 4, 1999 File No. 07285-01 99-10-700 Ochoa and Associates I73-221 Highway 111 Palm Desert, California 92260 ' Attention: Mr. Juan Ochoa Subject: Geotechnical Engineering Report ' ProJ ject: Proposed DeMucci Residence ' Lot 32, Tract 27728 The Quarry La Quinta, California IOur pleasure is to present this Geotechnical Engineering Report prepared for the proposed residence on Lot 32 located within The Quarry in the City of La Quinta, California. This report presents our findings and recommendations for general site development and foundation design, incorporating the tentative information supplied to our office. This report should stand as a whole, and no part of the report should be excerpted or used to exclusion of any other part. ' This report completes our scope of services in accordance with our agreement, dated July 16, '1999. Other services that may be required, such as plan review and grading observation are additional services and will be billed according to the Fee Schedule in effect at the time services ' are provided. Unless requested in writing, the client is responsible to distribute the report to the appropriate governing agency and other members of the design team. ' We appreciate the opportunity to provide our professional services. Please contact our office if there are any questions or comments concerning this report or its recommendations. r ' Respectfully submitted, EARTH SYSTEMS CONSULTANTS Q�pFESS/pN Southwest C-13 — L S< 1 _ C.0� �m Shelton L. Stringer No. 2266 GE 2266 .4 Ev" "0.00 �J'CHt��P��Q' SER/tg FOF CAL1F�� ' Distribution: 6/Ochoa and Associates INTA File 1/BD File 1 October 4 1999 -1- File No. 07285-01 99-10-700 Section 1 ' INTRODUCTION ` 1.1 Project Description ' This Geotechnical Engineering Report has been prepared for the proposed DeMucci Residence to be located on Lot 32 of Tract No. 27728, The Quarry in the City of La Quinta, California. The proposed residence will consist of one-story structures, a main residence and two guesthouses with central courtyard. We anticipate that the proposed structure will be of wood - frame construction and will be supported by conventional shallow continuous or pad footings. Site development will include site grading, building pad preparation, underground utility installation, street and parking lot construction, and concrete driveway and sidewalk placement. ' We used structural building column loads of up to 30 kips and a maximum wall loading of 3 kips per linear foot as a basis for the foundation recommendations. All loading is assumed to be dead ' plus actual live load. If actual loading is to. exceed these assumed values, it might be necessary to reevaluate the given recommendations. 1.2 Site Description The proposed residence is to be constructed on a previously mass -graded hillside lot within The Quarry golf course and residential development. The site location is shown on Figure 1, located in Appendix A. The project site presently consists of a lot that has been graded to consist of a level pad that rises above the street level with 2:1 (horizontal: vertical) slopes to about 15 feet high. A near vertical cut has been made on the north side of the lot to provide. an access road to the lot. Several mounds of recently placed' fill exist on the southwest part of the lot. Some of this fill has been ' spread across the lot about 1 to 2 feet thick. 1.3 Purpose and Scope of Work The purpose for our services was to evaluate the site soil conditions and to provide professional ' opinions and recommendations regarding the proposed development of the site. The scope of work included the following: ' A general reconnaissance of the site. . • Shallow subsurface exploration by drilling 4 exploratory borings to depths ranging from 16.5 to 31.5 feet. ' Laboratory testing of selected soil samples obtained from the exploratory borings. • Review of selected published technical literature pertaining to the site and previous geotechnical and grading reports prepared for The Quarry development by Buena Engineers and Earth Systems Consultants Southern California. • Evaluation of field and laboratory data. • Engineering analysis and evaluation of the acquired data from the exploration and testing ' programs. • A summary of our findings and recommendations in this written report. I EARTH SYSTEMS CONSULTANTS SOUTHWEST 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 October 4, 1999 -2- File No. 07285-01 99-10-700 This report contains the following: • Discussions on subsurface soil and groundwater conditions. • Discussion on regional geologic conditions. Graphic and tabulated results of laboratory tests and field studies. . Recommendations regarding: • site development and grading criteria, • excavation conditions and buried utility installations, • structure foundation type and design, s • allowable foundation bearing. capacity and expected total and differential settlements, • concrete slabs -on -grade, • lateral earth pressures and coefficients, • mitigation of the potential corrosivity of site soils to concrete and steel reinforcement, • seismic design parameters, • pavement structural sections. ' Not Contained In This Report: Although availablethrough Earth Systems Consultants Southwest, the current scope of our services does not include: • A corrosive study to determine cathodic protection of concrete or buried pipes. • An environmental assessment. • Investigation for the presence or absence of wetlands, hazardous or toxic materials in the soil, surface water, groundwater, or air on, below,}or adjacent to the subject property. t r EARTH SYSTEMS CONSULTANTS SOUTHWEST tOctober 4 1999 -3-File No. 07285-01 99-10-700 Section 2 ' METHODS OF INVESTIGATION 2.1 Field Exploration ' Four exploratory borings were drilled to depths ranging from 16.5 to 31.5 feet below the existing ground surface to observe the soil profile and to obtain samples for laboratory testing. The ' borings were drilled on September 23, 1999, using 8 -inch outside diameter hollow -stem augers, and powered by a CME 45 truck -mounted drilling rig. The locations of the borings are approximate, established by pacing and sighting from existing topographic features. The ' approximate boring locations are shown on Figure 2, located in Appendix A. Samples were obtained within the test borings using a Modified California (MC) ring-sampler- (ASTM ing. sampler(ASTM D 3550 with shoe similar to ASTM D 1586). The MC sampler has a 3 -inch outside diameter and a 2.37 -inch inside diameter. The samples were obtained by driving the sampler with a 140 -pound downhole hammer dropping 30 inches in general accordance with ASTM D 1586. Recovered soil samples were sealed in containers and returned to the laboratory. Bulk samples were also obtained from auger cuttings, representing a mixture of soils encountered for the depths noted. ' The final logs of the borings represent our interpretation of the contents of the field logs and the results of laboratory testing performed on the samples obtained during the subsurface ' investigation. The final logs are included in Appendix A of this report. The stratification lines represent the approximate boundaries between soil types although the transitions, however, may be gradational. 2.2 Laboratory Testing ' Samples were reviewed along with field logs to select those that would be analyzed further. Those selected for laboratory testing were considered representative of soils that would be exposed and used during grading, and those deemed to be within the influence of the proposed ' structure. Test results are presented in graphic and tabular form in Appendix B of this report. The tests were conducted in general accordance with the procedures of the American Society for Testing and Materials (ASTM) or other standardized methods as referenced below. 1 Our laboratory -testing program consisted of the following tests: ' • In-situ Moisture Content and Unit Dry Weight for the ring samples (ASTM D 2937). • Maximum density tests were performed to evaluate the moisture -density relationship of ' typical soils encountered (ASTM D 1557-91). • Particle Size Analysis (ASTM C136) to classify and evaluate soil composition. The ' gradation characteristics of selected samples were made by hydrometer and sieve analysis procedures. ' • Chemical Analyses (Soluble Sulfates & Chlorides, pH, and Electrical Resistivity) to evaluate the corrosivity of the soil on concrete and steel. ' EARTH SYSTEMS CONSULTANTS SOUTHWEST October 4, 1999 -4- File No. 07285-01 99-10-700 ' Section 3 ' DISCUSSION s 3.1 Soil Conditions ' The field exploration indicates that site soils on the lot consist primarily of well graded, slightly silty Sands (SW -SM) that are generally very dense. to dense in the upper 10 feet and variably loose to dense below 10 feet deep. The bonng logs provided in Appendix A include detailed descriptions of the soils encountered. Soils should be readily cut by normal grading equipment. 3.2 Groundwater iFree groundwater was not encountered in the borings during . exploration. - The depth to groundwater in the area is believed to be in excess of 100 feet. Groundwater should not be a ' factor in design or construction. 3.3 Geologic Setting ' The site lies on the western flank of the lower Coachella Valley near the base of the Santa Rosa Mountains. The site lies.on an alluvial fan, deposit at an elevation of about 190 feet above mean ' sea level. The Salton Trough is a large northwest -trending structural depression that extends from San Gorgonio Pass, approximately 180 miles to the Gulf of California. Much of this depression in the area of the Salton Sea is below sea level. ' The Coachella Valley forms the northerly portion of the Salton Trough. The Coachella Valley . . contains a thick sequence of sedimentary deposits that are Miocene to recent in age. Mountains surrounding the Coachella Valley include the Little San Bernardino Mountains on the northeast, foothills of the San Bernardino Mountains on the northwest, and the San Jacinto and Santa Rosa Mountains on the southwest. These mountains expose primarily Precambrian metamorphic and ' Mesozoic granitic rocks. The San Andreas Fault zone within the Coachella Valley consists of the Garnet Hill Fault, the Banning fault, and the Mission Creek Fault that traverse along the northeast margin of the valley. EARTH SYSTEMS CONSULTANTS SOUTHWEST ' October 4, 1999 -5- File No. 07285-01 99-10-700 ' Section 4 CONCLUSIONS The followingis a summa of our conclusions and professional summary o p onal opinions based on the data obtained from a review of selected technical literature and the site evaluation. ' •The primary geologic hazard relative to site development strong ground shaking m�O from earthquakes originating on nearby faults. In our opinion, a major seismic event originating on the San'Andreas or San Jacinto Fault zones would be the most likely cause of significant earthquake activity at the site within the estimated design life of the proposed development. ' 'The project site is in seismic Zone 4 as defined in the Uniform Building Code. A qualified professional who is aware of the site seismic setting should design any permanent structure constructed, on the site. Ground subsidence from seismic events or hydroconsolidation is a potential hazard in the ' Coachella Valley area. Adherence to the following grading and structural recommendations should reduce potential settlement problems from seismic forces, heavy rainfall or irrigation, flooding, and the weight of the intended structures. , ' The soils are susceptible to water erosion. Preventative measures to minimize seasonal flooding and erosion should be incorporated into site grading plans. Dust control should also ' be implemented during construction. • The upper soils were found to be relatively dense, except for recent mounds of fill placed on ' the site.. In our opinion, the soils within the building area will require removal or compaction of recent fill and moisture conditioning of the upper soils to improve bearing capacity and reduce settlement from static loading. • The near vertical cut that exists along the north property line should either be retained with a retaining wall or graded at maximum 2:1 (horizontal: vertical) inclination. • We recommend that Earth Systems Consultants Southwest (ESCSW) be retained top rovide Geotechnical Engineering services during project design, site development, excavation, ' grading,.and foundation construction phases of the work. This is to observe compliance with -the design concepts, specifications and recommendations, and to allow design changes in the event that subsurface conditions differ from those anticipated prior to the start of ' construction. • Plans and specifications should be provided to ESCSW prior to grading. Plans should include the grading plans, foundation plans, and foundation details. Preferably, structural loads should be shown on the foundation plans. I EARTH SYSTEMS CONSULTANTS SOUTHWEST ' October 4, 1999 -6- File No. 07285-01 ' 99-10-700 Section 5 ' RECOMMENDATIONS SITE DEVELOPMENT AND GRADING ' 5.1 Site Development - Grading A representative of ESCSW should observe site grading and the bottom of excavations prior to placing fill. Local variations in soil conditions may warrant increasing the depth of.. recompaction and over -excavation. rClearing and Grubbing: Prior to site grading any existing vegetation, mounds of uncompacted fill, construction debris, and trash should be removed from the proposed building and pavement areas. The surface should be stripped of organic growth along with other debris and removed from the construction area. Areas disturbed during demolition and clearing should be properly backfilled and compacted as described below. Building Pad Preparation: Because of the relatively dense nature of the majority of the upper soils beneath the recent- fill, we recommend thorough moisture conditioning of soils -in the building area. Moisture penetration to near optimum moisture should extend at least 36 inches below existing pad grade and be verified by testing. The recent fill should either be removed or compacted as described below. The upper 2 feet below existing pad grade or 1 foot below bottom of footings, whichever is lower, should be tested afterwards to verify compaction to at least 90% relative compaction. Subgrade Preparation: In areas to receive fill, pavements or hardscape, the ground surface should be moisture conditioned and compacted to at least 90% relative compaction (ASTM D1557) for a depth of 12 inches below finished subgrades. Compaction should be verified by testing. Engineered Fill Soils: The native granular soil and recent fill is suitable for use as engineered fill and utility trench backfill. The native soil should be placed in maximum 8 -inch lifts (loose) and ' compacted to at least 90% relative compaction (ASTM D1557) near its optimum moisture content. Compaction should be verified by testing. All rocks larger than 6 inches in greatest dimension should be removed from fill or backfill material. Imported fill soils (if required) should be non -expansive, granular soils meeting the USCS classifications of SM, SP -SM, or SW -SM with a maximum rock size of 3 inches and 5 to 35% ' passing the No. 200 sieve. The geotechnical engineer should evaluate the import fill soils before hauling to the site. However, because of potential variations within the borrow site, import soil will not prequalified by ESCSW. The imported fill should be placed in lifts no greater than 8 ' inches in loose thickness and compacted to at least 90% relative compaction (ASTM D1557) near optimum moisture content. ' Site Drainage: Positive drainage should be maintained away from the structures (5% for 5 feet minimum) to prevent ponding and subsequent saturation of the foundation soils. Gutters, and downspouts should be considered as a means to convey water away from foundations if adequate ' drainage is not provided. Drainage should be maintained for paved areas. Water should not pond on or near paved areas. ' EARTH SYSTEMS CONSULTANTS SOUTHWEST 1 1 Ll October 4, 1999 -7- File No. 07285-01 99-10-700 5.2 Excavations and Utility Trenches Excavations should be made in accordance with CalOSHA requirements. From our site exploration and knowledge of the general area, we believe there is a potential for caving of site excavations (utilities, footings, etc.). Excavations within sandy soil should be kept moist, but not saturated, to reduce' the potential of caving or sloughink. Where deep excavations over 4 feet deep are planned, lateral bracing or appropriate cut slopes of 1.5:1 (horizontal: vertical) should be provided. No surcharge loads from stockpiled soils or construction materials should be allowed within a horizontal distance measured from the top of the excavation slope, equal to the depth of the excavation. Utility Trenches: Backfill of utilities within road or public right-of-ways should be placed in conformance with the requirements of the governing agency (water district, road department, etc.) Utility trench backfill within private property should be placed in conformance with the provisions of this report. In general, service lines extending inside of property may be backfilled with native soils compacted to a minimum of 90% relative compaction. Backfill operations should be observed and tested by ESCSW to monitor compliance with these recommendations. 5.3 Slope Stability of Graded Slopes Unprotected permanent graded slopes should not be steeper than 3:1 (horizontal: vertical) to reduce rain erosion. Protected slopes with ground cover may be as steep as 2:1. However, maintenance with motorized equipment may not be possible at this inclination. Fill slopes should be overfilled and trimmed back to competent material. .. The near vertical cut along the north property line should either be graded at these inclinations or else retained by a retaining wall designed in accordance with Section 5.6 of this report. STRUCTURES In our professional opinion, the structure foundation can be supported on shallow foundations bearing on a zone of properly prepared and compacted soils placed as recommended in Section `.. 5.1. The recommendations that follow are based on very low expansion category soils. 5.4 Foundations Footing design widths, depths, and reinforcing are the responsibility of the Structural Engineer. Footings should be designed for structural considerations -and the geotechnical conditions described in this report. , Conventional Spread Foundations: Allowable soil bearing pressures are given below for foundations bearing on recompacted soils as described in Section 5.1. Allowable bearing pressures are net (weight of footing and soil surcharge may be neglected). ' • Continuous wall foundations, 12 -inch minimum width and 12 inches below grade: 2000 psf for dead plus design live loads. ' • Isolated pad foundations, 2 x 2 foot minimum in plan and 18 inches below grade: 2400 psf for dead plus design live loads. ' EARTH SYSTEMS CONSULTANTS SOUTHWEST ' October 4 1999 -8-File No. 07285-01 ' 99-10-700 Allowable increases of 400 psf per each foot of additional footing width and 400 psf for each ' additional 0.5 foot of footing depth may be used. (A one-third increase in bearing pressure may be used for wind and seismic loading). The maximum allowable bearing pressure should be limited to 4000 psf. The allowable bearing values indicated have been determined based upon ' the anticipated maximum loads indicated in Section 1.1 of this report. If the indicated loading is exceeded then the geotechnical engineer must reevaluate the allowable bearing values and the grading requirements. ' Alternative Footiniz Setbacks and Bearing Pressures Near Slopes: For footings that are within 3 feet of descending slopes, footings -should extend at least 2 feet below grade -and the allowable ' bearing pressure should be reduced by 50%. Minimum reinforcement for continuous wall footings should be two, No. 4 steel reinforcing bars, ' split between the top and the bottom of the footing. This reinforcing is not intended to supersede any structural requirements provided by the structural engineer. ' Foundation excavations should be observed by a representative of ESCSW during excavation and prior to placement of reinforcing steel or concrete. Local variations in conditions may require deepening of footings. ' Expected Settlement: Estimated total static settlement, based on footings founded on firm soils as recommended, should be less than 1 inch. Differential settlement between exterior and interior ' bearing members should be less than 1/2 -inch. Frictional and Lateral Coefficients: Lateral loads may be resisted by soil friction on the base of ' foundations and by passive resistance of the soils acting on foundation stem walls. Lateral capacity is based partially on the assumption that any required backfill adjacent to foundations and grade beams is properly compacted. An allowable coefficient of friction of 0.40 may be used for dead load forces. An allowable equivalent fluid pressure of 300 pcf may be included for resistance to lateral loading. These ' values include a factor of safety of 1.5. Passive resistance and frictional resistance may be combined.in determining the total lateral resistance. However, the friction factor should be reduced to 0.28 of dead load forces. A one-third (1/3) increase in the passive pressure may be used when calculating resistance to wind or seismic loads. 5.5 Slabs -on -Grade ' Subgrade: Concrete slabs -on -grade and flatwork should be supported by compacted soil placed in accordance with Section 5.1 of this report. Vapor Barrier: In areas of moisture sensitive floor coverings, an appropriate vapor barrier should be installed in order to minimize moisture transmission from the subgrade soil to the slab. We ' recommend that an impermeable membrane (6 -mil visqueen) underlie the floor slabs. The membrane should be covered with 2 inches of sand to help protect it during construction and to aide in concrete curing. The sand should be lightly moistened just prior to placing the concrete. ' Low -slump concrete should be used to help reduce the potential for concrete shrinkage. ' EARTH SYSTEMS CONSULTANTS SOUTHWEST October 4 19 O 99 -9- File No. 07285-01 ' 99-10-700 Slab thickness and reinforcement: Slab thickness and reinforcement of slab -on -grade are contingent upon the structural engineer or architect's recommendations and the expansion index of the supporting soil. Based upon our findings, a modulus of subgrade reaction of ' approximately 300 pounds per cubic inch can be used in concrete slab design for the expected very low expansion subgrade. ' Concrete slabs and flatwork should be a minimum of 4 inches thick. We suggest that the concrete slabs be reinforced [with a minimum of No. 3 rebars at 18 -inch centers, both horizontal directions, placed at slab mid -height to resist cracking. Concrete floor slabs may either be monolithically. placed with the foundations or doweled after footing placement. The thickness ' and reinforcing given are not intended to supersede any structural requirements provided by the structural engineer. The project architect or geotechnical engineer should continually observe all reinforcing steel in slabs during placement of concrete to check for proper location within the slab. Control Joints: Control joints should be provided in all concrete slabs -on -grade at a maximum spacing of 36 times the slab thickness (12 feet maximum on -center, each way) as recommended by American Concrete Institute (ACI) guidelines. All joints should form approximately square ' patterns to reduce the potential for randomly, oriented, contraction cracks. Contraction joints in the slabs should be tooled at the time of the pour or saw cut (1/4 of slab depth) within 8 hours of concrete placement. Construction (cold) joints should either be thickened butt joints with one- half inch dowels at 24 -inches on center or a thickened -keyed joint to resist vertical deflection at the joint. All construction joints in exterior flatwork should be sealed to prevent moisture or foreign material intrusion. Precautions should be taken to reduce the potential of curling -of slabs* ' in this and desert region. These procedures will reduce the potential for randomly oriented cracks, however, may not eliminate them from occurring. ' 5.6 Retaining Walls The following table presents lateral earth pressures for use in retaining wall design. The values are given as equivalent fluid pressures without surcharge loads or hydrostatic pressure. Lateral Pressures and Sliding Resistance (1) Granular Backfill Passive'Pressure 450 pef Active Pressure (cantilever walls) 30 pcf able to rotate 0.1% of structure height At -Rest Pressure restrained walls 50 cf Dynamic Lateral Earth Pressure (2) acting at mid height of structure, 20H psf where H is height of backfill in feet Base Lateral Sliding Resistance Dead load X Coefficient of Friction: 0.60 Notes: 1. These values are ultimate values. A factor of safety of 1.5 should be used in stability analysis except for dynamic earth pressure where a factor of safety of 1.2 is acceptable. 2. Dynamic pressures are based on the Mononobe-Okabe 1929 method, additive to active earth pressure. Walls retaining less than 6 feet of soil need not consider this increased pressure. EARTH SYSTEMS CONSULTANTS SOUTHWEST R L7 1 r, I October 4, 1999 -10- File No. 07285-01 99-10-700 Upward sloping backfill or surcharge loads from nearby footings can create larger lateral - pressures. Should any walls be considered for retaining sloped backfill or placed next to foundations, our office should be contacted for recommended design parameters. Surcharge loads should be considered if they exist within a zone between the face of the wall and a plane projected 45 degrees upward from the base of the wall. The increase in lateral earth pressure should be taken as 35% of the surcharge load within this zone. Retaining walls subjected to traffic loads should include a uniform surcharge load equivalent to 2 feet of native soil. Drainage: A backdrain or an equivalent system of backfill drainage should be incorporated into the retaining wall design. Backfill immediately behind the retaining structure should be a free - draining granular material. In this case, the native soils are considered free draining. « Waterproofing should be per the Architect's specifications. Water should not be allowed to pond near the top of the wall. To accomplish this, the final backfill grade should be such that all water is diverted away from the retaining wall. Backfill Compaction: Compaction on the retained side of the wall within a horizontal distance equal to one wall height should be performed by hand -operated or other lightweight compaction equipment. This is intended to reduce potential locked -in lateral pressures caused by compaction with heavy grading equipment. 5.7 Mitigation of Soil Corrosivity on Concrete Selected chemical analyses for corrosivity are being conducted on samples at the project site. The native soils are expected to have low sulfate ion concentration and low chloride ion concentrations. Sulfate ions can attack the cementitious material in concrete, causing weakening of the cement matrix and eventual deterioration by raveling. Chloride ions can cause corrosion of reinforcing steel. The Uniform Building Code does not require any special provisions for concrete for low sulfate concentrations as expected. Normal concrete mixes may be used unless modified by subsequent correspondence once test results are available. A minimum concrete cover of 3 inches should be provided around steel reinforcing or embedded components exposed to native soil or landscape water (to 18 inches above grade). Additionally, the concrete should be thoroughly vibrated during placement. Corrosion protection of steel pipes can be achieved by using epoxy corrosion inhibitors; asphalt coatings, cathodic protection, or encapsulating with densely consolidated concrete. A qualified ' corrosion engineer should be consulted regarding mitigation of the corrosive effects of site soils on metals. ' 5.8 Seismic Design Criteria This site is subject to strong ground shaking due to potential fault movements along the San tAndreas and San Jacinto Faults. Engineered design and earthquake -resistant construction are the common solutions to increase safety and development of seismic areas. The minimum seismic design should comply with the latest edition of the Uniform Building Code for Seismic Zone 4 ' using the seismic coefficients given below. EARTH SYSTEMS CONSULTANTS SOUTHWEST 1 October 4, 1999 -11- File No. 07285-01 99-10-700 UBC Seismic Coefficients for Chapter 16 Seismic Provisions Seismic Zone: Seismic Zone Factor, Z: Soil Profile Type: Seismic Source Type: Closest Distance to Known Seismic Source Near Source Factor, Na: Near Source Factor, Nv: Seismic Coefficient, Ca: Seismic Coefficient, Cv: The UBC seismic coefficients are based on scientific knowledge, engineering judgment, and compromise. Factors that play an important role in dynamic structural performance are: (1) effective peak acceleration (EPA), (2) duration and predominant frequency of strong ground motion, (3) the period of the structure, (4) soil -structure interaction, (5) total resistance capacity of the system, (6) redundancies, (7) inelastic load -deformation behavior, and (8) the modification of damping and effective period as structures behave inelastically. Factors 5 to 8 are accounted by the structural ductility factor (R) used in deriving a reduced value for design base shear. If further information on seismic design is needed, a site-specific probabilistic seismic analysis should be conducted. The intent of the UBC lateral force requirements is to provide a structural design that will resist collapse to provide reasonable life safety from a major earthquake but may experience some structural and nonstructural damage. A fundamental tenet of seismic design is that inelastic yielding is allowed to adapt to the seismic demand on the structure. In other words, damage is allowed. The UBC lateral force requirements should be considered as a minimum design criterion. The owner and the designer should evaluate -the level of risk and performance that is acceptable. Performance based criteria could be set in the design. The design engineer has the responsibility to interpret and adapt the principles of seismic behavior and design to each structure using experience and sound judgment. The design engineer should exercise special care so that all components of the design are all fully met with attention to providing a continuous load path. An adequate quality assurance and control program is urged during project construction to verify that the design plans and good construction practices are followed. This is especially important for sites lying close to the major seismic sources. 5.9 Pavements Since no traffic loadings were provided by the designer dr owner, we have assumed traffic loading for comparative evaluation. Maintenance of proper drainage is necessary to prolong the service life of the pavements. The following table provides our recommendations for pavement sections. EARTH SYSTEMS CONSULTANTS SOUTHWEST r Reference 4 Figure 16-2 0.4 Table 16-I Sp Table 16-J A Table 16-U 15 km = 9 miles (San Andreas Fault) 1.00 Table 16-S 1.00 Table 16-T 0.44 = 0.44Na Table 16-Q 0.64 = 0.64Nv Table 16-R The UBC seismic coefficients are based on scientific knowledge, engineering judgment, and compromise. Factors that play an important role in dynamic structural performance are: (1) effective peak acceleration (EPA), (2) duration and predominant frequency of strong ground motion, (3) the period of the structure, (4) soil -structure interaction, (5) total resistance capacity of the system, (6) redundancies, (7) inelastic load -deformation behavior, and (8) the modification of damping and effective period as structures behave inelastically. Factors 5 to 8 are accounted by the structural ductility factor (R) used in deriving a reduced value for design base shear. If further information on seismic design is needed, a site-specific probabilistic seismic analysis should be conducted. The intent of the UBC lateral force requirements is to provide a structural design that will resist collapse to provide reasonable life safety from a major earthquake but may experience some structural and nonstructural damage. A fundamental tenet of seismic design is that inelastic yielding is allowed to adapt to the seismic demand on the structure. In other words, damage is allowed. The UBC lateral force requirements should be considered as a minimum design criterion. The owner and the designer should evaluate -the level of risk and performance that is acceptable. Performance based criteria could be set in the design. The design engineer has the responsibility to interpret and adapt the principles of seismic behavior and design to each structure using experience and sound judgment. The design engineer should exercise special care so that all components of the design are all fully met with attention to providing a continuous load path. An adequate quality assurance and control program is urged during project construction to verify that the design plans and good construction practices are followed. This is especially important for sites lying close to the major seismic sources. 5.9 Pavements Since no traffic loadings were provided by the designer dr owner, we have assumed traffic loading for comparative evaluation. Maintenance of proper drainage is necessary to prolong the service life of the pavements. The following table provides our recommendations for pavement sections. EARTH SYSTEMS CONSULTANTS SOUTHWEST r 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 October 4, 1999 -12- File No. 07255-01 99-10-700 RECOMMENDED PAVEMENTS SECTIONS R -Value Sub2rade Soils - 50 (assumed) Design Method - CALTRA NIS 1995 Notes: 1. Asphaltic concrete should be Caltrans, Type B, 1/2 -in. or 3/4 -in. maximum -medium grading, compacted to a minimum of 95% of the 75 -blow Marshall density (ASTM D 1559) or equivalent. 2. Aggregate base should be Caltrans Class 2 (3/4 in. maximum), compacted to a minimum of 95% of ASTM D1557 maximum dry density.. + '3. All pavements should be placed on 8 inches of moisture -conditioned subgrade, compacted to a minimum of 90% of ASTM D 1557 maximum dry density. 4. Portland cement'concrete should have a minimum of 3250 psi compressive strength @ 28 days. 5. Equivalent Standard Specifications for Public . Works Construction (Greenbook) may be used instead of Caltrans specifications for asphaltic concrete and aggregate base. 11 EARTH SYSTEMS CONSULTANTS SOUTHWEST 0 r Flexible Pavements Pavements Asphaltic Aggregate —Rigid Portland Aggregate Traffic Concrete Base Cement Base Index Pavement Use Thickness Thickness Concrete Thickness (assumed) 1. (in.) (in.) (in.) (in.) 4.0 Auto Parking Areas 2.5 4.0 4.0 4.0 5.0 Residential Streets 3.0 4.0 5.0 4.0 Notes: 1. Asphaltic concrete should be Caltrans, Type B, 1/2 -in. or 3/4 -in. maximum -medium grading, compacted to a minimum of 95% of the 75 -blow Marshall density (ASTM D 1559) or equivalent. 2. Aggregate base should be Caltrans Class 2 (3/4 in. maximum), compacted to a minimum of 95% of ASTM D1557 maximum dry density.. + '3. All pavements should be placed on 8 inches of moisture -conditioned subgrade, compacted to a minimum of 90% of ASTM D 1557 maximum dry density. 4. Portland cement'concrete should have a minimum of 3250 psi compressive strength @ 28 days. 5. Equivalent Standard Specifications for Public . Works Construction (Greenbook) may be used instead of Caltrans specifications for asphaltic concrete and aggregate base. 11 EARTH SYSTEMS CONSULTANTS SOUTHWEST 0 r 1 n October 4, 1999 -13- File No. 07285-01 99-10-700 Section 6 LIMITATIONS AND ADDITIONAL SERVICES 6.1 Uniformity of Conditions and Limitations Our findings and recommendations in this report are based on selected points of field exploration, laboratory testing, and our understanding of the proposed project. Furthermore, our findings and recommendations are based on the assumption that soil conditions do not vary significantly from those found at specific exploratory locations. Variations in soil or groundwater conditions could exist between and beyond the exploration points. The nature and extent of these variations may not become evident until construction. Variations in soil or groundwater may require additional studies, consultation, and possible revisions to our recommendations. Findings of this report are valid as of the issued date of the report. However, changes in conditions of a property can occur with passage of time whether they are from natural processes or works of man on this or adjoining properties. In addition, changes in applicable or appropriate standards occur whether they result from legislation or broadening of knowledge. Accordingly, findings of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and should not be relied upon after a period of one year. In the event that any changes in the nature, design, or location of the building are planned, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and conclusions of this report are modified or verified in writing. This report is issued with the understanding that the owner, or his representative, has the responsibility that the information and recommendations contained herein are brought to the attention of the architect and engineers for the project and are incorporated into the plans and specifications for the project.' The owner, or his representative, also has the responsibility to take - the necessary steps to see that the general contractor and all subcontractors carry out such recommendations in the field. It is further understood that the owner or his representative is responsible for submittal of this report to the appropriate governing agencies. As the Geotechnical Engineer of Record for this project, ESCSW has striven to provide our services in accordance with generally accepted geotechnical engineering practices in this locality 1-1 at this time. No warranty or guarantee is express or implied. This report was prepared for the exclusive use of the Client and their authorized agents ESCSW should be provided the opportunity for a general review of final design and ' specifications in order that earthwork and foundation recommendations may be properly interpreted and implemented in the design and specifications. If ESCSW is not accorded the t privilege of making this recommended review, we can assume no responsibility for misinterpretation of our recommendations. ' EARTH SYSTEMS CONSULTANTS SOUTHWEST 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 October 4, 1999 -14- File No. 07285-01 99-10-700 Although available through Earth Systems Consultants Southwest, the current scope of our services does not include an environmental assessment, or investigation for the presence or absence of wetlands, hazardous or toxic materials in the soil, surface water, groundwater or air on, below, or adjacent to the subject property. Prior to purchase or development of this site, we suggest that an environmental assessment be conducted which addresses environmental concerns. 6.2 Additional Services This report is based on the assumption that an adequate program of client consultation, construction monitoring, and testing will be performed during the final design and construction phases to check compliance with these recommendations. Maintaining ESCSW as 'the geotechnical consultant from beginning to end of the project will provide continuity of services. The geotechnical engineering firm providing tests and observations shall assume the responsibility of Geotechnical Engineer of Record. Construction monitoring and testing would be additional services provided by our firm. The costs of these services are not included in our present fee arrangements, but can be obtained from our office. The recommended review, tests, and 'observations include, but are not necessarily limited to the following: • Consultation during the final design stages of the project. • Review of the building and grading plans to observe that recommendations of our report have been properly implemented into the design. • Observation and testing during site preparation, grading and placement of engineered fill as required by UBC Sections 1701 and 3317 or local grading ordinances. • Consultation as required during construction -000- Appendices as cited are attached and complete this report EARTH SYSTEMS CONSULTANTS SOUTHWEST 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 APPENDIX A Site Location and Boring Locations Logs of Borings 'I 0 00 .5 V: J t'( z A <J Reference: La Quinta (photorevised 1980).& Martinez (phoiorevised 1988) 7.5 min. USGS Quadrangles Figure 1 - Site Location Project Name: Lot 32, Tract number 27728 Project No.: 07285-01 Scale: 1" = 2,000' Earth Systems Consultants ■ 0 2,000. 4,000 , -0 Southwest I I LEGEND Figure 2 - Boring Locations Approximate Boring Location ' Project Name: Lot 32, Tract # 27728 Project No.:07285-01 NTS Earth Systems Consultants "�� Southwest 0Earth Systems Consultants Southwest 79-811 B Country Club Drive. Bermuda Dunes, CA 92201 Phone(760)345-1588 FAX (760)345-7315 Boring No: B-1 Sw-SM Drilling Date: 9-23-99 Project Name: Lot 32, Tract 27728, The Quarry Drilling Method: 8" HSA Project Number: 7285-01 Drill Type: CME 45 Boring Location: See Figure 2 • 33, 40, 50 Logged By: Cliff Batten ^ Sample Type Penetration y .N � � g Description of Units Pae 1 of 1 P - Resistance -0 U 5 c Note: The stratification lines shown represent the nu 2.4 E C/) Ca ° o approximate boundary between soil and/or rock types Graphic Trend O a.a. o m (Blows/6") Q U and the transition may be gradational: Blow Count Dry Density 127.2 af 16, 2 l , 20 - 15 -20 - 25 - 30 - 35 -40 - 45 Sw-SM SAND: Dark brown; very dense to dense; damp; well graded, fine to coarse grained, with some silt • 33, 40, 50 1-3.5 2.3 for 3 " and gravel to 3/4" size 24, 35, 50 f 119.6 2.4 16, 19, 21 110.1 2.3 15, 16, 17 127.2 2.8 16, 2 l , 20 102.7 2.5 18, 23, 42 123.7 3.1 E 18, 50 for 119.2 2.8 5' Total depth 31.5 feet' No groundwater or bedrock encountered Backfilled with cuttings J i i 0 Earth Systems Consultants Southwest 79-811 B Country Club Drive. Bermuda Dunes. CA 92201 Phone (760) 345- 1588 FAX (760) 315-7315 -0 i -5 - 10 15 - 20 - 25 - 30 - 35 -40 - 45 SW -SM Boring No: B-2 Drilling Date: 9-23-99 Project Name: Lot 32, Tract 27728, The Quarry Drilling Method: 8" HSA Project Number: 7285-01 • • 31, 50 for Drill Type: CME 45 Boring Location: See Figure 2 2.4 Logged By: Cliff Batten ^ Sample Type Penetration Y ..N � � s Description of Units Paye 1 of 1 L _ Resistance E U Q y � Note: The stratification lines shown represent the - a 1 v 101.2 2.4 E' o c approximate boundary between soil and/or rock types Graphic Trend Cl o (Blows/6") A - and the transition may be gradational. Blow Count Dry Density m' • -0 i -5 - 10 15 - 20 - 25 - 30 - 35 -40 - 45 SW -SM SAND: Dark brown; very dense to dense; damp; well graded, fine to coarse grained, with some silt • • 31, 50 for 103.4 2.4 5 " and gravel to 3/4" size 33, 41, 28 111.0 2.5 • 10, 8, 11 101.2 2.4 Medium dense below 10 feet i • i I 8, 10, 13 • i I I Total depth 16.5 feet i i I No groundwater or bedrock encountered Backfilled with cuttings ' I I I Earth Systems Consultants `i Southwest 79-811 B Country Club Drive. Bermuda Dunes. CA 92201 Ph— 17(,(11 Ili- I SSS Fe Y 17hh\ :15-771 S Boring No: B-3 sw-sM Drilling Date: 9-23-99' Project Name: Lot 32, Tract 27728, The Quarry Drilling Method: 8" HSA Project Number: 7285-01 106.5 f Drill Type: CME 45 Boring Location: See Figure 2 Logged By: Cliff Batten ^ Sample Type Penetration / .N e`, s Description of Units Page 1 of 1 sE 4.2 Resistance o rn U a H � Note: The stratification lines shown represent the 110.1 U Medium dense to loose below 10 feet a A .. o c approximate boundary between soil and/or rock types Graphic Trend Q m o (Blows/6") A 0 and the transition may be gradational. Blow Count Dry Density 3 i Z -5 - 15 - 20 - 25 - 30 - 35 -40 - 45 sw-sM SAND: Dark brown; very dense to dense; damp; 20, 45, 50 106.5 3.3 well graded, fine to coarse grained, with some silt • and gravel to 3/4" size / 31, 33, 32 121.1 4.2 5, 7, 9 110.1 2.7 Medium dense to loose below 10 feet 4, 6, 5 110.5 2.7 3 Total depth 16.5 feet No groundwater or bedrock encountered Backfilled with cuttings 01 1 1 1 1 1 1 1 1 1 1 1 Earth Systems Consultants Southwest 79-811 B Country Club Drive. Bermuda Dunes. CA.92201 Phone (760) 145-1588 FAX (7601 345-7315 Boring No: B-4 Sw-Stet Drilling Date: 9-23-99 Project Name: Lot 32, Tract 27728, The Quarry Drilling Method: 8" HSA Project Number: 7285-01 123.8 2.9 Drill Type: CME 45 Boring Location: See Figure 2 • 5.5 " Logged By: Cliff Batten ^ Sample Type Penetration N s Description of Units Page 1 of 1 L A Resistance o cn a N Note: The stratification lines shown represent the n 1 v Medium dense to loose below 10 feet CIO.. a A 0— approximate boundary between soil and/or rock types Graphic Trend Q o (Blows/6") - A 0 and the transition may be gradational. Blow Count Dry Density m' Total depth 16.5 feet Int -5 - 15 - 20 - 25 - 30 - 35 - 40 - 45 Sw-Stet SAND: Dark brown; very dense to dense; damp; 21, 50 for 123.8 2.9 well graded, fine to coarse grained, with some silt • 5.5 " and gravel to 3/4" size 14, 23, 15 131.2 3.9 4, 5, 6 110.4 2.2 Medium dense to loose below 10 feet 18,10,11 116.7 2.0 Total depth 16.5 feet No groundwater or bedrock encountered Backfilled with cuttings APPENDIX B Laboratory Test Results Y 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 07285-01 Sep 28, 1999 MAXIMUM DENSITY / OPTIMUM MOISTURE ASTM D 1557-91 (Modified) Job Name: Lot 32, Tract # 27728, The Quarry Procedure Used: B Sample ID: B-2 @.0-5 feet Prep. Method: Moist Location: Native Rammer Type: Mechanical Description: Well graded Sand with gravel and silt (SW -SM) Sieve Size % Retained Maximum Density: 129.5 pcf 3/4" 1.3 Optimum Moisture: 9% 3/8" 2.7 #4 8.0 140 135 130 125 115 110 105 0 5 10 15 Moisture Content, percent EARTH SYSTEMS CONSULTANTS SOUTHWEST 20 25 10 1 0.1 0.01 Particle Size, mm EARTH SYSTEMS CONSULTANTS SOUTHWEST 4 ' 100 07285-01 Sep. 28, 1999 SIEVE ANALYSIS ASTM c-136 Job Name: Lot 32, Tract # 27728, The Quarry Sample ID: B-1 @ 0 to 5 feet Description: Well graded Sand with gravel and silt (SW -SM) ' Sieve Size % Passing 70 3" 100 60 2" 100 ' 1-1/2" 100 1 " 100 3/4" 100 1/2" 95 3/8" 94 a 50 #4 88 • #8 65 ' #16 45 #30 28 . ' #50 16 40 #100 9 ' #200 6 30 10 1 0.1 0.01 Particle Size, mm EARTH SYSTEMS CONSULTANTS SOUTHWEST 4 ' 100 90 ' 80 70 60 an a 50 s 40 7-- ' 30 ' 20 10 0 Y 100 1 10 1 0.1 0.01 Particle Size, mm EARTH SYSTEMS CONSULTANTS SOUTHWEST 4 9 f,� 1- BARR LUMBER TRUSS DIV 54461 29 Palms Hwy Yucca Valley, CA. 92284 HOAR{ & SHIAH ASSOCIAT. iS DATE: CONSULT4I G E`IGINEERS By 0-, AsPPRCO -D �Rst� :rivsi© is is r�o@ required) (760) 365-8408 Fax: 365-3870 is required-) ij D f'iS�t� .i L±"; `_+: `r.T t -r -•e� j. ccYl h . D D �.r IER a rd -WOVc a .ts n doe additionalcosturtles's in 5epasate otter or change order. BARR LBR TRUSS CL CERTIFIED INSPECTION IN STRICT IS ACCORDANCE WITH U.B.C. 2311.6 PREFABRICATED Convenient Locations To Serve You Rosemead (626) 288-0860 Twenty -Nine Palms (760) 367-7581 Long Beach (562) 438-1124 San Bernardino (909) 884-4744 Yucca Valley (760) 365-2357 STORE (760) 365-8408 TRUSS Apple Valley (760) 247-7204 T DMo CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION MMWL1 D' f' IC NAME JOB NAM ADDRES UM C.. 'j S , iAZw SmCHECK BY C L S C. Ins.cmor: DAVID LONG .icen.-e: Planr: BARB LUMBER & TRUSS 4461 29 PALNIS HWY YUCCA VALLEY, CA 92284 Date of Inspection ' 6/9i99 Arrival 11:00 Departed 12:00 NON-SCHEDULED IN -PUNT WOOD TRUSS INSPECTION 1s per Uniform Building Codes S(andards Sec 2311.6 and Sec. 2343.7 in accordance -with engineered plan DeciE,caticns. ,umber Grace & Store= 'onne=:or P!ates ✓ork.::ar=, zh_it: ="'r_C-i of %Vccc Cuts ._-a=2 of wccc oints ,,:.act:, in piate ares �Ip iii . rnuatior: ?osition of plates c... -M _ = Plate to Wood toierance -Plant=TaelinQ & Stcra_e ;arkin2 Le2ibility 2 & Press .adequacy In Accordance X X :neral Appearance and Condition of Inventoried Trusses: �i X 0 X Non -Conforming ccellent X Gocd Satisfactory Poor Not Acceptable EMARKS: Trusses meet UBC standards. Inspector Al Lytton Countersigne CORPORATE HEADQUARTERS BRANCH OFFICES P.O. Box 6989 Los Angeles )MIM JC Oregon � j 5 (4 08) 993-1633 (714 ) 962-9994 F�.iK M� Xj,V)d(X-K FAX (408) 993-1642 Sacramento i� -3337 (916) 722-2600 � m R*rt: LINE OREIIS PlIVILLIGN HHEII (ASITH "HER HOAK SMAH ASSOCLATES DATE: T" - = �=,_�-_ ----- _=-_ `pit CONSULTING EMMERS By. APPROVED 4TS. s' �I fl z W 5 , �� -rte,-APPRO WD A 15 N 13 1' 0 u 1471`11114 (Resubmission i is riot equired) E3 D 15 A.; IPT 0 V ED OTHERS - is roquired) App,'N 11A % 4.f-f*r J37is;-,pn only! Ccritractor is r! 41 MIITE 4 L ISE uuniilfies and BY OTHERS Its ject t tr a c r'eQt1:r 1.71 o s "I t a; c 01 inst fk `v V( T r d ilio ic I i t-orhel-s" 111s pto t e r c __nII1GE ----------- -c C /. HIP PIIEII --ofiIIIES N, PKIi 0/1.1 fill by/others go r Z+ D 3,5/ I2 R, L MR11,011ISS Bill LJ-1— S41-16 1 A PHI -NIS littly 1:1]CL 41111111-1Ele, Ell. 92:?fl9 3W -A-108 nl:MIICI:l IIES 191 NEF Ko M �kC- 111C (lufliffly -c C /. HIP PIIEII --ofiIIIES N, PKIi 0/1.1 fill r Z+ D R, L MR11,011ISS Bill S41-16 1 A PHI -NIS littly 1:1]CL 41111111-1Ele, Ell. 92:?fl9 3W -A-108 1611 IFF1111 HERMIRUINO . � I n•1 11r T � . , �., 1 S • ' , Y t • • I' 'I � I! J•" Q, Q1 C N S 11 .. 1 C 1 • _ Ln r if t if m G c p C ILI, I I I I IBI! I I I I I ^ H f T I I I I 'I II' I III III I I ! I I I I I !. I I I I II' I I I ISI. I I I I I I I I I. I I I I I 1 1 1 1 1 1 I I I I I I I hili I I I w' I V � C} • it I III Ir-- ��,—+-�.. ..� f�-11! • I (' I I ": it-- ^' '. �,k---II! I I, I ICJ I I I �', I I°— I I I I I I . I I I. I I� I I Til I I I I I I I I I I I I I I 'I I I I I I I I I I I I I I I I III III • I j!j 1 I �� ( I I I b( I I I T• I I! "I,�I\I I I I I "r 1 1, 1 1 11 • I \_ I - I I_�I\! I i ��I\I I I�I;F, I ,r I y, I I! I l I � I I I I I 1 I I 1 1 1 I !•;'I I 1 1 1 I I I I 1 1 1 I I I I I I 1��I�1'I I I 1 1 I I I I I I I+I •III I I�I,�I I I I •I' III I II I N 1 ,,, —= � n! ! I ! 1 �� .�: (i ! I I I I ! !• i I I 1 1! ! I I! I I 1 - 1 I 1! I ! ,r► 1 1 1 I I•�rl 1 1 I t I I I I I I I I I I I!! I1(,I irlll I I--!�II • � • a r NJ II �, . � I n•1 11r T � . , �., 1 S • • I' 'I � I! J•" Q, Q1 C N S 11 .. 1 C 1 • _ _ r t if m G c p C I( I I I ^ H f T If w' I V � C} • = e [Lob Name: DEMUCCI E�Fr, . Y -LCC• REpCr SIZE REQ'D 1 0- 1-12 616 3.50" 1.50" 2 13-10- 4 616 3.50" 1.50" 7C FCM AX7, ENCI CSI 1 -155 00 .21 .21 2 -1C,8`/ .01 .29 .30 3 -108'1 .01 .29 .30 4 -155 .00 .21 .21 Lf_' FCISI. AM HID C31 1 1025 .18 .09 .28 SUI .16 .09 .25 3 1025 .18 .09 .28 VEB FCI'•LE CSI VES FCF;rE CSI 2-5 163 .17 SLLRL -957 .25 2-6 163 .17 SLEM -997 .25 FAY. CEMM"TCN (span) L,/999 lid 1.19.1 4-5 (LIVE) LF -.01" 11 -.01" 1-- -.02" = Joint L�tiQas 1 0- 0- 0 5 4- 8- 0 2 7- 0- 0 6 9- 4- 0 3 14- 0- 0 7 14- 0- 0 4 0- 0- 0 1C 2x-1 CFL 42 Er- 2:A L&L 112 VO4 2x•I IF UI'LLI'IY 'UT TR 2x4 I%i, 42 C13L W.K 2xc4 IF UP1I1'IY P11:l'fl r3 U+= C1•I CREE11 LUBER VAI.LIM. F Truss ID:W Qty: 2 P1atinrl wac : IdflSImi - 1995 PLRI-C VAII.L•S Lilt ICDO RMEN,01 IUM' 111.607. table blocks are 2x 4 (i 1.6.0 in. o.c. f•AX. <It is asstnra:l that at -le facia of this tllws < is slr-athed wiGl plyvccd, 0313, ,nool board < sidujU or handxxard s>dutg. If rata, < adliticnal Maris mast he ca-ssid=raj 01 < r"-k-w'd-irttaai IX-ocing �obla3. tU/ tu3o uiscju,W 0:<y)1-3 Un- I:J;Ie: 1110d:J. t:;.J,'I� Llci9u) ua.ay r��! titt:.laJ'�i'.,I Iv[u:iirl die to wird to tlx: f,,r-k- liattvals excle�1-ed gable ial zuil iJ d-t:ail. (s) . Iateial 1.a3ris• in lint with tlt. druclti IIRVe nrL Ixda cuoi.chmd tuileaas travel cUttwi.s:e. 71' e loads ata lU'cit ca'owtict-a are Ut- rcx�azsibi.li.t: l of tl ! h.d1dirtg cL,iger. 7-0-0 I 7-1141 1 7-0-0 14-04) 7-11-11 2 3 -3.501 3-5 C 4 5 4-8-0 6 iJ-8-0 9-4.0 7 •I -}i-11 SS Cli w Cr J 0 45982 71 E 1 31/02 l asIATFO NAUF�PN\� TYPICAL PLATE : 1.5-3 2/4/00 f-cuswal Systems Plates are 20 ga. unless shown by "18"(18 ga.) or Soale: 11/32" - 11 "H"(16 ga.), positioned per Joint Report. Circled plates and false frame Pl.ates are positioned as shown above. IYARNING Read all Motes oil this street and give a® cohv of it it/ the Erecting Conh'actor. TBF: 38.7 wo: SB -088 'Phis dc,ign is fur an individwil building component. It las bccn based un specilicatiomx provided by the cumpoucnl m:mm:,cwrer and dune in Chk: BG Custcmter Name; accunLmce with the current vcrsiunt or and APPA design sL-mdards. Nu respuusibilily is assumled for dimensional accur.,cy. I)iu)cnsiuns are w be nagnrt BG $LC m 0 STOKER BARRLUMBER verified by the cumpuncnl manufacturer and/or building designer priur to fabricati"u. The building designer sladl au:cuain flat IIIc heals utilized on Iwiliitg Imposed by the load building code. It is assumed fled the ay, chord is Lderilly btaccd by the ruin' car flour his design urea car cxeccd the TC Live pa20.L0 -paf DurFaea L=1.25 P=1.25 1'lleca shcadting and the botlont churl is Laterally braced by a rigid sheathing naatcrkd directly attached, moles othuwisc noted. Ili-ocing shown is for Ldetal 'Phis in TC Dead 14-. 0. of Re Mbr Hnd 1.15 P ® Valley support of components members only to reduce buckling Icngdl. conyumenl sladl nal be placed any cm•irunmem dial will corse the muisutre tq , . �,.P (RFL) '1-H cmim-a if the W,l )d exceed 19% and/or cause connector plate corrasion. Fabricate, lumdle, Lmt:dl : nd bn,ec this truss in accordance Willi the follnwiog " ' HC Live 0 pof o. C. Spacing 2- 0- 0 u%WA I. Sl'SITI, sa,IW.,rds: "I'I(I ISI U,I MANI IAL: , by'I•ntswa1, 'QI IA 1.ITY CO NTH 01, STA NDA It I) FOIt NI);TA1. I'1 j%TI? CONNI:I I I SIJ WI II III'I'1(I ISSI i3' - ttts N•mLpaJ car.. Colo Spriogt, CO W)wn (0T-hH), '11ANDLIN(i INSTAI.I.INO ANI) IIHACIN(I IVIVI'Al. PI.A'IT CON1,1141'IiU WuuU'I'ItI ISSIiS' - (IIIU-91):md'llllt-')I XUMA4AItY BC Dead 10. 0, pof Design Spec UBC -97 SI IHN" by'I'I'I. Thc'I'nl,s I•lmc htatinue ('rm) le located :d Sul IYOnufrin Drive, Madison. Wisconsin 33719. The American Forest :md I':ywr DAa Ratio: I✓`40 7C: I{/240 Tp5.0 Version 06.05.99 A,s"chdium (AFI'A) is Iocawd :,1 1'2'51) Cunnectictn Ave, N%V, Me 21X), N4ahingam, DC 2.X)36. TOTAL C-44-.O,pef 7-0-0 7-11-11 7_11-11 1 1 �I-II-11 7-0-0 1 -7_-11_-0 1 I 2 3 3-5 -3.501 4 5 7-0-0 1 7-0-0 6 7-0-0 1 •I -II -11 OF = C. i� 2j rn N&C-045962 1J In� p. 12 $1/02 2/4/00 'rruswal Systems Plates are 20 ga. unless shown by "18"(18 ga.) or Scale( 11/32" - 1' "11"(16 ga.), positioned per Joint Report. Circled plates and Ealse frame plates are Positioned as shown above. WARNING Rend all notes on this sheet and give a co/�v oJ'it to the Erecting Contractor. TBF: 28.0 110: SB -088 job Name: DEMUCCI Chk: BO Custeaner Name: :,cconbmce with the cumin vo,iom ut'I'll and ANI'A design si ithw(,. Nu rc,punsibilhy is ussnutcd fur dintcuxiuu:d accm:,cy. Uinteusiunx :nc u, be Truss ID: 91' Qty: 17 Drw - x -LXX REACr SIZE . [EL'D 'Ir. 27.4 11:1, u2 P:IatilrT : rrr3T/'1PI - a.995 1 0- 1-12 616 3.50" 1.50" T!: 2»1 fH•1., 112 Ej--xic HRI'E VAT ail; NU TCIi7 I'?F.-XPRr)I I(I�Ir..171' 111507. 2 13=10- 4 616 3.50" 1.50" 19:11 2r•1 Ig•' Iff'f7-M 111:1'III-; WIlill (11 (1411-1 111.1111( VAI 11:*.;. ununu ul'thc wood cxcccd 19% :mdlur cause councctor ph tc cnrru,ion. kdwiume. Icmdlc, inst: 11 mind brace this truss ill aecurd:ntce Willi the Iblluwing y (:outland,: " I'I(1ISCOM NIANUAI.', b I ntxwal, ' IIALPI'Y CUN'I'Rnl. ti'I'ANUAI(U Pelt NWTAI. I'I.A'1'Ii ('(lNNlit:'I'IiU \VuuU'I'I<USSIiS, !;I,I'1J:.0 2,A 11:1, 112 BC Dead T0�':OIpuf 1C raKE: AM H1) CSI Sllla:'l- hy'I H. The'Ilvs, PLA- Institute ('11'1) is located :d 5x3 Won.,friu lVive, l,ladim Wi",.min 5:('119. The Auna'i,%m 14n'cst and Popo ----- -- Tp5.0 Version 06.05.99 1 -211 '.00 .24 .24 r TOTAL [4:9 O4psf j_1_f1 Ratio: 1/240 'IL: IL(/240 2 -1030 .01 .32 .33 3 -1010 01 .32 .33 4 -211. .00 .24 .24 IS_ I:Uf.E AM H•1D C3I 1 574 .17 .24 .41 2 574 .17 .24 .41 V03 ITIS C31 4EB FUR(M CSI 2-5 17(1 .17 S[C142 -884 . 22 SLMI, -e84 .22 I'M rMET_'I'IQd (tom) 1./555 1•11 -le -I 5-6 (LIVE) LF -.03" 11 -.03" 'I-- -.06" Joir't T-t-iais � - 1 0- 0- 0 4 0- 0- 0 2 7- 0- 0 5 7- 0- 0 . 3 14- 0- 0 6 14- 0- 0 7-0-0 7-11-11 7_11-11 1 1 �I-II-11 7-0-0 1 -7_-11_-0 1 I 2 3 3-5 -3.501 4 5 7-0-0 1 7-0-0 6 7-0-0 1 •I -II -11 OF = C. i� 2j rn N&C-045962 1J In� p. 12 $1/02 2/4/00 'rruswal Systems Plates are 20 ga. unless shown by "18"(18 ga.) or Scale( 11/32" - 1' "11"(16 ga.), positioned per Joint Report. Circled plates and Ealse frame plates are Positioned as shown above. WARNING Rend all notes on this sheet and give a co/�v oJ'it to the Erecting Contractor. TBF: 28.0 110: SB -088 Thi, design is fur :m individw.I building cmnponem. It has bent b:,sed ua simcilicwions provided by the cumpuncnl niuud'acauer will dnne in Chk: BO Custeaner Name: :,cconbmce with the cumin vo,iom ut'I'll and ANI'A design si ithw(,. Nu rc,punsibilhy is ussnutcd fur dintcuxiuu:d accm:,cy. Uinteusiunx :nc u, be /� BAR L RR UMBER vcriticJ by the cuugantcw m:nudactwer and/ur building denigner prior to I:dn is:niun. The building de,igncr,h:dl a,ccnain th:d the hxulx wilized ott dc,ign hc impused by Dugnr: W It LC - 0 STOKER '1'C Live jj20.0 pdf DurFacs L=1.25 P=1.25 this m meet ur cxcccd the ,dbhied building the hiebuilding code. It is assumed dill the wl. chord is Wendly bit ced by the roof ur Ilunr and the bmlom chord is braced by directly;.widied, ® YUCCA Vail ,hemhing blemlly a rigid sheathing 11werLd unless w1mvise nntcd. Iltacing,huscn is fur Ldet:d Cy ,uppun .d' cumpuncnl, mcm6ets only to reduce buckling Icngth. This cumpuncnl siidl nut be pLicul in :my environment dun will cwlse dtc umisntrc TC Dead 14.:0 :paf Rep Mbr Bnd 1.15 (RFL) 'I'HNtiw'AI. tiYSI'Iix1S Spri"g.. ununu ul'thc wood cxcccd 19% :mdlur cause councctor ph tc cnrru,ion. kdwiume. Icmdlc, inst: 11 mind brace this truss ill aecurd:ntce Willi the Iblluwing y (:outland,: " I'I(1ISCOM NIANUAI.', b I ntxwal, ' IIALPI'Y CUN'I'Rnl. ti'I'ANUAI(U Pelt NWTAI. I'I.A'1'Ii ('(lNNlit:'I'IiU \VuuU'I'I<USSIiS, HC Live 0 of p O.C.S aein P g 2- *0- 0 4(1s N.11 1;.A 1) colo CO H 'X77 - - ((/S'I'•Kni,'IIANUI.IN(11NSTALLINOAND11RACIN(iMEI'ALPLATE('ONNL•'(;I'IiI)W(n)I,-I•IzlI.ssliS'-(11111-9I):md'11111-91 SlININIAItY BC Dead T0�':OIpuf Denign Spec U13C-97 Sllla:'l- hy'I H. The'Ilvs, PLA- Institute ('11'1) is located :d 5x3 Won.,friu lVive, l,ladim Wi",.min 5:('119. The Auna'i,%m 14n'cst and Popo ----- -- Tp5.0 Version 06.05.99 n„, �iatiun (APPA) 6 located :u 1250 C:muiccticut Avc, NW, 5tc?1x1, M"hingtun, Ix: _:x136. r TOTAL [4:9 O4psf j_1_f1 Ratio: 1/240 'IL: IL(/240 ob Name: DEMUCCI - _- Joint Locatia-a ---_� 1 0- 0- 0 14 0- 0- 0 2-11.- 4' 15 2-11- 4 3 4- 3- 4 16 4- 3- 4 4 5- 7- 4 17 5- 7- 4 5 6-1:1- 4 18 6-11- 4 6 2- 3- 4 19 8- 3- 4 7 9- 0- 0 20 9- B-12 8 9- 8-12 21 11- 0-12 9 11- 0-12 22 12- 4-12 10 12- 4-12 23 13- 8-12 11 13- 8-12 2.1 15- 0-12 12 15- ()-12 25 18- 0- 0 13 1I;- 0- 0 I TYPICAL PLATE' : 1.5-3 'IC 2:.N 17i1-, 42 Ca: 2>c4 LTL 112 CLL, BI -K :?;d Ili' WHIM Ill:IE VAI.A11S IVR ICll7 RD I RERRP 111607 Ii l;I'fff; Pkm- 1 ('11 N,4:):I.l 111.1ER VNIV.- Truss ID -B'l 111TS IT -SIG] IS-`f1iE CGlf4CSl'IE W-SLlil' Cr ITITII'iE IC.J3 (ASIS. Fl --PRIM RLXXJIRCI`-EN'IS dr)wi a1:e ba.m'i (NIX Coo Utz tna' ulal:Coal at e -:all 141cirfl. 1'".61 for 10 l:;l•' IY11... <IL iu astzllul eP: t: ati. 1`w.,, ol: Lhilo L-r1lru < is slta,Cl.al with pl.yrrr�d, 011, ',.m:i lx,u'd < oidia/ cu lun'U n.1I:d uirlim. I1: 111-, < aflli.Lraul lawt L.:: « .uw i,.►_I u.i c11 < IXAL-CCJ d: 1'1ICXL6 treat-J.1'J [zd)low. Play use aA%-JV.l'e staples ?! gable b1.ocJw. Gable bloc]cu I%Liy Itare lateral. I1LwAl-r) ilk to winl agi)lto tilt= rare. S- lytlara1 err --ted gable lva.i.rs7 dz;i ail (s) . I .ca:etal ] nine i n l i It wi L1'1 111, c) mrd lova rear Lural Lr11,iiLrt13 tullua) tr'/:,71 c1_Ircwilx.. '111.23r: 1C::Ir1) :a111 I:L_ir eel u'.xt,iu rw .mom Ll.e rtzglc1eiib.iliky of: Lle Lrti.]din) ch3igri r. PL'L'i�.I=J:C laar_•ilr.) is rec1dred L -o prevelL l -Ir truss frau 1-a:ku'cg dile to ]acetal lcaclw. I.atetal l.a�cls earl 0-,eir ca -u -.5; -tions ate t is rt )at3i.bi].i.Ly of thzc Ulilding cL-5i.glr-r. 4 1.111.11- 4 2-H-li 1 1 -Y -fl- II :i.H I ?-•Y-Il -I ?-.Y.II -I 2.11 -4 -I 2-11.4 5.7-4 83-4 %.Y-12 12.4-12 0.11.12 11.11.0 9-()-() I _ 11 2 3 4 5 6 7 8 9 III II 12 Iii r 3.50 -3.50 14 15 16 17 1H 19 20 21 22 23 24 1.11.11_ 4 2.6.0 1.8-0 11.58 2.3-I1 2.11-4 5-7-4 63-4 9.8.12 12.4.12 I.t-111.12 Pruswal Systeme Plates are 20 ga. unless shown by "18"(18 ga.)' or "II"(16 ga.), positioned per Joint Report. Circled plates and false frame plates are Positioned as shown above. OVER CON'C3S]UOUS SUPPORT 2/4/00 Scale: 9/32" = 11 WARNING Read all notes on !itis sheet and give a cops, ol'it to the hructing Contractor. TBF: 45.7 WO: SB -088 ® This Jc.,ign is fur:ul bldividu;J building cumpuacul. It ll:,s been based un specific:miens pnuvidcd by Ilia cumlimem usund'acuu'er and Jona in Cltk: BG Customer Name: :,ceurJ:,acc wish ilia current vel:,imps t, ITI wid AFI'A design h1widards. Nu respuasibility is assmnlal fur dimuusiun:d :m:eur:,cy. Dinlansi„ns are lube BARRLUMBER """J" cril icJ by Ilia compunem ucmwfacturcr and/or building Jcsigncr prim- a, fubricatiun. The buildille desigucr slcdl :,scertain dell Ilia Ile.& wiliud on design or the hc,Jing impcued by the local building II is Ilial die lop chord is Literally bl:,ceJ by Dsgnr: BG $LC = 2 STOKER TC Live 20-0= pef DurFaee L=1.25 P=1.25 Ibis meet exceed u,Ja. auuuleJ Ilia rani ur I'luur shaalhiu_ :old the bmuum chord is Laterally braced by a rigid shc:uhing m: ierLd directly :nlached, unless ulhcivise limed. Ilnkciug shmwu is fur Literal \ f . ® N)lIC('A valley s uppmn mf annpunents members uuly to reduce buckling length. 'Phis cumpmncut slcdl not be I)Llced in ally cnvironmleill 111;11 will cause Ilia uulismrc TC Dead 14'.0) pef Rep bfbr Bind 1.15 (RFL) 'rRIISAVAI. cuntcnt of Ilia wood exceed 191A and/or cause cuuneciur pble utmusiun. hnbricatc, bnnJle, insedl :nal brice Illlx Ills ill lk"ordallcc wills [Ile 6dluwilIg BC Live .0 e f P O. C. S aero 2- 0- 0 P 4 %YSTP.AIS 4445 I:,,ubp:,:l Dr., Cul. Sp:ingl, CO b0907 st;,mL� d.,: "1'411ISl'u!v1 AIANIIAI: , by Tnisw:d, 'QUALITY CONTkUI. STANDARD FOR NIE I'AI. PLATE I:f1NNli(:I'1i1) Wo ol)'I'lot ISSIiS- ry1S'I'-xia, 'I IANDLINO INSTALI-INTI AND BRACING MKI'Al. I'I.ATIi CONNFG"I'Fl) WOOD rRI ISSFS' - (I lilt-91):nil' 11111.91 Stltv4,iARY BC Dead 3070 pef Design Spec UBC -97 SI11:1:1- I,y TVI. 'fbc 'I'll+s I'b,Ia Inalimte ('I'I'I) is ImcalnJ :d Sx31)'(hudrib lirive, A4aJismn, \V iscuuxin 5:171'1. 'I'hc Anleric:m Fu1bsl auJ I':q,er DeEl Ratio: L/240 TC: L)/240 TpS.0 Veruion 06.05.99 AssucLmiml (APPA) is bcaled at 12%Colulccticut Ave, NW, Sic 2U), Washington, IX: 21)(136. TOTAL 44.:-0•pef job Name: DEMUCCI L*n x-Lcc Rver SITE RE>;1'D 1 0- 1-12 792 3.50" 1.50" 2 17-10- 4 792 3.50" 1.50" 7C FCTM WL EM CSI 1 -357 '.00 .47 .47 2 -1401 .02 .64 .66 3 -1401 .02 .64 .66 4 -357 .00 .47 .47 DC FCTXE AY.L MI) CSI 1 1331 .23 .43 .66 2 1331 .23 .43 .66 1E3 FZI3_E CSI 458 - Fa YE C51. 2-5 231 .24 SLCRR -1125 .43 at 771L. -1.125 .43 I•:.': I3 FLF 7mi (span) L,7555 DII.1E1.1 4-.5 (LIVE) LF - . 07" Ex -.081, 'h -.1511 Joist. Lrxzticre �-- 1 0- 0- 0 4 0- 0- 0 2 9-0-0 5 9-0-0 3 18- 0- 0 6 18- 0- 0 11 C: 2x=1 DGL 412 DC -_)A f7'-1, 112 1 E 2x-1 HF Ur1L1'IY SLIER 2r:1 M.i 42 Pl7:IL' VAIIIS 15R IC137 RLSE74KE RE14C77r 111,607 f1l:I'llf; Ihrf�3 C1 f1ZL)flI 1.11,11ER Vfd1.L•S Truss ID 13,1' Qty: 45 D Plarin7 spac - rr151/llll - 1995 911IS r.ESI N IS 'IIE 0C144C31'fE RI-NEII.T CF tI.I 11ME I Y0 CA 03. BL: Rrm, RID:111RfT•0:19TS shows are Ii I CHY C-11 0e trnlr3 ura.erial. at ear In hed,C-ir[J. r..eW.1 fc.0 1fl 1'1F Int-crrrau'1asJ. IiIL. 9 -II -0 f 9-11-11 j - 2 F 3.50 --3.50 1 }i -Il -ll 3 4 5 9=1111 U -f X9.041 6 9=11.11 I ti -11 -II -1 3-3-8 5-4 SHIP -[II -N -II � 41 4 K��n �, .. Qj _75_A, . CN45982 �'' ExIl12/31/02 qtr 2/4/00 I'ruswal Systems Plates are 20 ga. unless shown by "1-8"(1.8 ga.) or Scaler 9/32" 11 "H"(16 ga.), positioned per Joint Report. Circled plates and false frame plates are positioned as shown above. WARNING /lend all notes on this sheet and give n cops, of it to the t6'rectin,l; Cont7'actor. T13F: 36.0 WO: SB -088 ® Thi., design is furans individwd building eumpuuew. It has been based un specifications providul by the Cumponem nuumfucitow and June in Chk: BG Custmner Name C ;.ccuntmcc with the currcm versions uf'1'I'I and AIII'A design stmtderds. No rexpnnsibilily Is cusumwd for dimeusltlal acculacy. Dimensions rob hr be Dugnr: 130 11L C o 2 STOKER LUMBER verilied by the compunem ncmufaciurcr and/or building designer prior ua lidwicaniou. The building designer sledl nsecrl:do Ihat the hods ulifizcd oilBARR the loading Imposed by the local building code. II is assumed dost tlne lag. chord is lales'.11y braced by Ile ruin' ur iluur ,,i, Jesign meet or exceed TC Live U_V70 psf DurFaes L=1.25 P=1.25 yuce. VU11Cy shcalhing and the bouom chord is Laterally braced by a rigid sheathing ulawriad directly attached, unless mhenvise noted. 11mcing shown is for Literal to buckling length. This componem slcdl not be in :try environnwnl 111;11 will Cause dna ,�. TC Dead 14-. 0 pef Rep Mor Brod 1.15 ��"F support of components members only reduce pLaced moklure stal d hr ce ThInkts ac content or the wood exceed 19% and/or cause connector plate corrosion. I :abricatn, Iemdlc, in:m is s ill Willi the following HC Live .0 psE O.C. Spacing 2- 0- 0 'I'NUNWAI. sySfBAls suud..rds: "110IS('rI\t MANIJAL , by'I'ntswal, 'Ql1AIATY C ON' IMI. S I'ANDARD P )k hIFTAL I'IATI; CONNIsIYI'IiD wC)()D'I'lZUSSISS' - JJ4} asbrlbparl Ur.. Colo spriugr• CO W907 a (QS'1'-88),'IIANDLIN(i INS'ALLINO AND ISRACINCI A11'I'AI. PLATE* CONNlic"I'IiD W1rl)I)'I'kUS5Ii5' -(11111-91):"ul'lllls-ll St HC Dead (10..- -`0 pef Design Speo UHC -97 5111:1:'1" by TI11. Thi: Tmss Phare Institute ('I'I'I) is loaded at 583 D'Ouufrio Drive, Mmlison, Wisconsin 5,719. The Americ:"n I:oresl and I :aperT.�.�... L>_El Ratio: L/240 TL: L{/240 Tp5 .0 Version 06.05.99 A.,aocialiou (.V'I'A) is luc:ued :t 1250 Cunnecticul Ave, N%V, Ste 21X1, \Vashiugunl, DC 21016. TOTAL 440 ps f job Name: DEMUCCI Truss ID:421 Qty: 4 Drwg: C000035143-005 Rr ' X-LCC REACT SIZE Rf17'13 TC 2M 11. 92 Platirg sly : PIBI/I'PI - 1995 1 6- 1-12 528 3.50" 1.50" G_ 2c4 ❑FL 112 ) lirIS rnnt:N IS 'IIIE CGIMSTIE RL`.Suf T C)F 2 17-10- 4 528 3.50" 1.50" 1-133 2t4 19 ul'LIm MAITFIB Lru) C1SLB. SLUM 2r:4 DF1, 42 E PRII;T' RLr_XJFREIILTI13 r1rimi are basil ciu,Y TC FCf -F P.M EM CSI H.RIE WJI.CS ITR ICE0 TUTS -! RrITR ` 111607. rrl the truss uuterial at each l:terirr�. 1 -545 '.00 .58 .58 19.7•:1-111) L9;fi3) C11 MO-111 I11imm VALLL.. lmar rl for 1.0 lvl' rr.tl-coratcr�J: U3.L. 2 -562 .00 .78 .78 E)'d vecl-i.calii fcu- axir,T baric oily. 3 -252 .00 .75 .75 Md verticals tlat are e;d:a'iAA al;aje Cu: 1-:e cw tlti tnisi-i profile (if ca-V) may regn.re EC RXCE AXL 11111) CSI adlitia\al c6ii91-1 oaysi.d3atic.il ()sf 1 (1 .00 .42 .42 for lateral fcu:cul Lite to arircl cu: sajani.c 533 .09 .42 .52 louts C11 Ll'L l.riildirg. 1-aD FTIM CSI WEB FAKE C31 1-4 -572 .12 2-5 -151 .05 1-5 665 .68 q1 -385 .15 I•.tx IFSLF)=I7CIJ (gnarl) ' 1.t'555 DI 1.2.1 5-6 (LIVE) L= -.10" D- -.12" T`- -.22" --= Joint T-t-ia,s -� 1 0- 0- 0 4 0- 0- 0 2 3- 0- 0 5 3- 0- 0 3 12- 0- 0 6 12- 0- 0 3-II-1-� 9-11-11 t 3-0-0 12-0-II 3-0-.0 I _ 9-II-041 31 3-5 3-4 3-4 3-3-s ^`'\` 3-3-8 2-5-11 )-4 - 10-4 0 Qom- 1-11 (► �; j? - _ u� 3-4 �a1 • p� 12/31 /0 122^II-IIt SQA, CIYW, II (_-II _t �acv.1y11F� STUB 4 5 6 1. 3-II-fI_i 9-1-1-11 t 3-0-0 12-0-0 2/ 4/00 Truswal Systems Plates are 20 ga. unless shown by "1.811(18 ga.) or Scaler 13/32" 1' "H"(16 ga.), positioned per Joint Report. Circled plates and false frame plates are Positioned as shown above. WARNING Iteafl all notes oil this street and give a copv of it to the El-ecting Controclor. TSF: 28.0 WOt SB-088 ®. This design is for :m individwd buildhlg cumpuncm. It Ilas been based un specilicatimis provided by the cungolncnt majiti :tcl ucr mid dune in Chk: BO Customer Name: accoitUicc with the currem versions of 'fill and AFPA design slamards. Nu respunsibiliry is assunleJ fur Jinleusiutl:J accuracy. ninlcnsions arc ul be _ s t SO 11LC = 2 STOKER LUMBER v`riiicd by the cunlpuncnt ncmuhicmrer and/or building designer prior ill fahric oiuo. The building designer sludl ttscumiin lett the Itxids utilized un Ds his &sign mesa or exceed the betting Imposed by the local building code. It is assumed that the top chord is Wurilly braced by the roof ur fluor TC Live 20-0 puf DurFaea L=1.25 P=1.25 1 she:ohing and the bommi chord' is laterally braced by a rigid sheathing inmercJ directly auachcd, nnlcss udtatwise ruled. Ill-..cilli; shown is fur Luer) �.,,., `® Yucca alley suppou of cumpunems mcmbers.unly to reduce buckling length. 'Phis conyumcm sludl nut be pLtcc,l in any ellvir"llllletli that will cause the moisture TC Dead 14.0_psf Rep FDar Hnd 1.15 ( RFL) commilt of the wood exceed 191 and/or cause connector pL•dc corrosion. I7obric:ue, handle, iosedl and brace this u•uss in accurd:nlce will, the following BC Live 0 a f O. C. S ani 2 - 0- 0 'I'RI1SWAL SYSrlims st:,nd.,rds: "I'I(lis('(1�1 AIANUAI.', by'I'ruswal,'QI)AL1'I'Y C(1N'1'R(11• S'I'ANUAItI) I'(tR bdli'I'AI. I'LA'I'Ii (t(1NNIit "flit) W(N)I) TRUSSES* . P P 4445 r:,atLpak Ur., colo Spriugr, CO IY)9Q7 ( );old •nus-91 St h-L\1-Z 1' BC Dead jar: sf Design Spec UBC-97 1115'I'•ax1, 'll,\NULI N(i INS'I'Al.l-IN(I AND BIt.A(:IN(1 Nili'I'AI. 1'LA'I'li CUNNIiCI'lil) Wuun '1'121 tSS1iS' - Illll-'ll SlI Tp5. 0 Vermox 06.05.99 Asslt, kdiun (Al-PA) I ucwed Ltt1290tCmlucet culsA e,located NW, Sic 2W. Wleslli igimi, DC 2W36\Yiscunsin 53719. The American Forest and Iaper Daft Ratio: L/240 'IC: L4/240 E _--_ TOTAL 94_.O,pef job Name: DEMUCCI Truss ID:<113 Qty: 2 Drw : C000035143 -00 -6 - Em . 000035143-O0-bEm. x -LCC IULT SIZE RF2'D 'IC 2a4 M, #2 PlathU spec : PI•15I1'I11I - 3.995 1 7- 1-12 484 3.50" 1.50" 13_ `c4 r .I.. 112 7rrrS IL-1cn is IIIE crW0111.11 RMUP Or. 2 17-10- 4 484 3.50" 1.50" 1•d73 a;l IIF UrELXIY Hy frH.2 I(Vj) (7T.SbS. ';1 ,117 ]t 4 11.1, 112 1Upim-r: 1(1:[1111l•IN:III:; tJrtat .n,: I,ua.1 rLlll' '1r: Fr.731i 1Y1, 111) MT 11/•:IL: Wil I1::; 11:1( 21[)1) VINURpI I4:10<I' 111607, nt I.I.: L,tu.0 m,Lut Ld J. -" It 1-1 it,1. 1 -381 . 00 .61 .61 11/:I'll(;ll::1Jl(11(1[1:1:11I11N4M VNI S. lriglsl Ecu :IU I:.71 tul-cr.ac.uttt.+d: . 2 -4s8 .00 .79 .80 00 Verticalu (WAgrsl Y.a- ae-:i,d. lumb tally. 3 -227 UO .%7 .7'7 I:LI ,Astica.lu t 1.aL 'ire <::a u s h l zJx»u c.u: l.elor LIi. Lrt.u3z+ profile (if aur,') uuy ru.ltixu rC FCIY£ AM EIiD CSI adlil-iaul cl=�icyt C"1Sic%-,wJCj-t ()r/ Y-11=1 s) 1 U .00 .46 .46 fca- laLeral fcuc..-.i c e to w.it-.-I QI SC --Lemic 2 416 .07 .46 .53 loar.b a) Ute. 1:1.10-dirg. VEI1 FCRC£ CSI WEB FC:RCE CSI 1-4 -588 .13 2-5 -297 .08 1-5 656 .71 SLCFlf.. -250 .11 I•I~v: LF3:L=CN (qx�i)) . 1,/559 111 1.0.1 5-6 (LIVE) IF -10" D= -.12" T= -.22" 1 U- 0- U 4 U- 0- 0 2 2- 0- 0 5 2- 0- 0 2 -II -11 '1-11.11_1 3 11-0-0 6 11-0-0 2-0-0 I I -11-11 2 -II -II I 2 3 F-3.50 -3.501 3-5 3-4 3-4 3-3-8 3-3-8 22-8.8 S11111 C,?��r�=V�IC��q` . 3-4 M ESO Fy Ica -4 0-8-0 "T 45982 IX nl EA{o.1MI/02 sTA- CN1��P 7_11.11 STUB 14 5 6 2-11-0 � t1_II-II_� 2-0-0 11-0.0 2/4/00 Truswal Systeme Plates are 20 ga. unless shown by 113.8"(18 ga.) or Scales 15/32" It H11(16 ga.), positioned per Joint Report. Circled plates and false frame plates are Positioned as shown above. ® WARNING Read all notes on this sheer and give a coj v of it to the /5recling Contractor. TBF: 29.3 WO: SB -088 Thi, design is fur:m individwd building compuncnt. It lots been based om,pccilictiuns pruvidcd by the cunquntent mannl':tourer and dune in CIA: 13G Customer Names :tccurd mcc with the currcm versions uf'1'I'1 and APIA design standards. Nu respuusibilhy is assumed k,r dimcnsaccuracy. acy. Dimensions mw ebe 1,N)lmil BARR LUMBER verillcd by the cou4nntcot ucmuCtaurer and/ur building designer prior m fidwicmion. The bmlding designer slt:tll ascertain ilia[ the Itxtds mitered ml design latdb)g imposed by building Degrrr: BG SLG: 0 2 STOKER TC Live 2070 psf DurFaes L=1.25 P=1.25 this meet or exceed the the Imal code. It is assumed ilei, the top chord is Luetally Mated by the ruin' ur Ilu"t, ® Yucca Valley shcathiuu :md the buuom chord is Literally braced by;i rigid she:uhing nutterLd dircedy nuached, umlexs mhetwise muted. I:t;iciug shown is for L•deml of conynntcnls members only to reduce bucklb)g length. This compunem hN,11 nut be l6ced in :nty cnviroument dart will cuusc the uwixulre TC Dead 1440 psf Rep Mbr Sr:d 1.15 (RFL) "fNlltiWAl. Sl'Rf Ct•1S cunmot ❑f the woad exceed 19/ :utd/or came cmmectur pLt,c currusion. I7:tbriewc, h:mdle, inxtall mid brace this miss in ocem'dwice wit: the fulluwi°g ,cmd.mis: "110 IS:'nM NIANI IAI.', by Tntswal, 'QUALITY CONTROL STANDARD FOR h-IFTAI. I'LATH' (')NNECTIM Wi 1( )1) ISSIi3' BC Live .0 psf O. C. Spacing 2- 0- 0 +++s n,,,n,l,.,i ur., rulo 5pring., co tw+n - IIANULINU INS fAI.I.INO ANI) I)IIACINO Mli"1'AI. 1'IA'IT CONNIi:1TI) W(tuU 9 HOSSES' • 11111-91 NINIARY ((�SI'•xx1,' ( )and '11111-91 St BC Dead 10.0 psf Design Spec UBC -97 SI IIiwr by'ITI. 'I'hc Trtts, I'L•nc hlstimtte ('I'I'I) is located at .583 D'Unufrin (hive, Madison, Wisconsin 53719. The Americ:m Pure,[ wtd (aper Tp5.0 Version 06.05.99 „oc Aiation (API'A) is located ;d I250 Cntmecticul Ave, NW, Sic 2W, N4tshingwn, DC 2(X)36. TOTAL 44.0 psf Ratio: L//240 7C; 1(/240 Job Name: DEMUCCI Truss IVC Qty: 2 Drw : 0300535143-130-7 1 X-L0.t F'EACf SITE REVD TC c4 LdL #2 Ylatirry slxtf-: FITI/'IPI - 1995----------LrAD CASE #1 DESICN MADS ---------------- 1 0- 1-12 751 3.50" 1.50" BC 2>-.r I&L #2 PLATE VAU.L•S M. ICM ICFMM'AMI TZL'diT7P 111607. Dir L.Plf L.L c R.Plf R.Lr-c U AIL 2 10- 4- 4 751 3.50" 1.50" . 41L73 2x -I IIF UPILPIY RLnn:ua-d, lnacirs7 is rt }11rr�l (ly eUr-a'le) to TC Vert 68.0 0- 0- 0 68.0 10- 6- 0 .59 S1.lilr•R ✓4 FYL 112 JI'evuJ: rcazd'.icn/Lcl 11 q. ."�- 11fU-9'L zud L� Mixt 20.0 0- 0- 0 20.0 10- 6- 0 .00 'IC: FMM AYS, @D CSI fi!•T]Ir; fY,:GD C1 CIC --II 11141M VAJIM. �•If31/11'f ]-LASS; .10.3.4.5 :'art '10.3.4.6. Ijgc... Tlaa X.Lnc IlflT., 1 -215 00 .16 .16 1Y: Vett 263.L 5- 3- 0 1.00 2 -1458 .02 .16 .19 IK' Vut 3'IS.'7 5- 3- 0 .00 3 -1468 .02 .16 .19 4 -219 .00 .16 .16 If-' IMrM AM $D CSI 1 1376 .24 .14 .38 2 1376 .24 .14 .38 YEB foci%r•. (;I 403 r-C7YE Q;1 2-5 6:ir, .67 M114t -1309 .2) SIna. -13th .21 1•tzY rLFT-1J- aq (span) L,/959 M 1.0.1 5-6 (LIVE) IF -.0311 Ik -.04" T`-- - . 0711. . -__- Join Locations =- 1 0- 0- 0 4 0- 0- 0 2 5- 3- 0 5 5- 3- 0 . 3 10- 6- 0 6 10- 6- b 5-3-0_I 5-3-0 5-341 10-6-0 5-3-0 -3.50 l5 3-4 \\ -�3- 2--'-6 3.4 � 3-4 2-2-6 r 3.5.1 -\ 3.5 4 S11111 ` Fvi �1:7 T Lij tai 1 Ir 3 1 rr- '� __jJo ,0 5962 X 579# Ex 121 1/02 �r 10 -6 -II S CI ny k OF CAUfOP��\P 4 S 6 5-3-0 5-3-(-- � I 5-3-0 III -6-0 2/4/00 'Cruswal Systems Plates are 20 ga. unless shown by "1811(18 ga.) or Scalet 15/3211 - 1' "H11(16 9a.), positioned per Joint Report. Circled plates and false frame plates are positioned as shown above. ® TVA RNING Rend all notes on this sheet and give a col�V of it to the Erecting Contractor. TBFc 22.7 WO: SB -088 This design is for an individual building component. It las been based on specifications provided by the compuncul ul:umfacmrer and dune in Chk 1 BG Customer Name accortkmicc with the cuncm versions of TPI and AFI'A design standards. No respoulibility is assumed fur dimensiulal accuracy. Dimensions are to be verified by the component manufacturer and/or building designer to f- brieadon. The building designer e--} Degnr t HG #LC 0 t BARBLUMBER prior shall ascertain that the bolds utilized on -his design meet or exceed the loading Imposed by local building STOKER TC Live 20.!0 psf DurFacs L=1.25 P=1.25 the code. U is assumed the the lop chord is Literally braced by the roof or flour the bonum is Literally braced ® Yucca Valley sheathing and chord by a rigid sheathing natercd directly attached, unless olhcrwise noted. ILlacin shown is for lawnd g su 1 m of cum oncnts membaa only to reduce buckling length. This component sill not he placed in :m environment 1h11 will cause the moisture I p, p Y g g P I' Y content of the wood exceed 197 and/or cause conneclur l lamdle, TC Dead 14.0 psf 1142 Rap I9br Hnd 1.00 T 4.i I4.AI. A I)r., �»5 Noral,pal Ur., Cu1u %prbtr, CO bp'Xl7 pLae corrosion. abrlca 1e, 11111:,11 ;11uI bl:al'c Ibis truss in accordance with Illc following hcool.ad1: -110 I,SCONI MANI LAI: , by' rural, 'QIIAI.I'I'Y CONTIMI. S'T'ANDARD Fult AIF I'A1. I'I.ATE CONNIiCI'lill WOOD TI(I ItiSHS' � BC Live .0 psf O.C-.Spaoing 2- 0- 0 . (t/S'I'•a8), 'IIANUI.I NtI INS'I'ALLINU AND BItAL'I N/l Mlfl'AI. I'LA'I'I? CUNNIit YI'I!U WUnU '1'It1ISSIiS' - (1111191) nod '11111.91 SI IMMAItY BC Dead 1.0000.40 psf Design Speo UBC -97 S1IT:IS'f' by TI•I. The Truss 1'We Institute ('111) is located at 583 D'Onofriu Drivc, Madison, Wi,cunsin 53719. The American Forest and Pallor Tp5 .0 Version 06.05.99 A,socL,6011 (VFPA) is located m 1^-50 Comuclicut Ave, MV, Ste 21x), Washington, DC 2(X)36. TOTAL 44410 psf LC=f1 Ratio: Lt/290 TC: 1(/290 1 2 1 3,50 -3.501 10-6-11 - _. I 5 5 -3 -IIS 5-3-1) 6 5_3-U_i III -6-1) rC45922 12N1102 /ir C0. 6"F CA S 2/4/00 A. Trus Wal Systems. Plates are 20 ga. unless shown by ".18"(18 gal.) or Swale: 15/32" 1' "In"(16 ga.), positioned per Joint Report. Circled plates and false frame platee are positioned as shown above. ® WARNING Kean all notes on this Sheet and give a colli' ol•it to the Erecting Contractor. TBF: 22.7 WO: SB -088 job Name: DEMUCCI Ch)e t ! Ba Cuatemter Name: :.ccord.mcc wish the cornea versions uf'fl'1 :wd AI°I'A Jesign sumd:n'ds. Nu respunsibiliry is assuun:J fur dimensional ❑ecniacy. Dimeusious are or be Truss ID:cCV Qty: 2 Drw : ' X -LOC FVL-r SIZE F432 -D TIC 2x4 DFL 112 P]ati:rj q�'')EC •` PI•ISI ivi - :L995 1 0- 1-12 462 3.50" 1.50" DC 2x.4 DFL 42 PLATE mics fi'•1( 1cm f--rA.-+JCI1 RCLC77f j1mw. 2 10- 4- 4 462 3.50" 1.50" V&B 2X-4 IF UrCLM PIKI'IM EMSE) CTI MEEN MUM VAU IN. standards: Truswal, CONTROL SI'ANDAItD l'OR METAL PLATE C'DNNEC'I. I) Wool)'I'ItIISSl33' - SLILLR 2x4 IT -1, 42 BC Dead 10:0 pef TC FMM AM EPV CSI SI1131iI" )' 1 rc'1'ntss nae Insumle ('fl'q is ]=tied :d Sita D'(hwh'iu Drive, Iviadisun, \Visconsin .53719. The Anmric:w horesl :md I':q,cr Tp5. 0 Version 06.05.99 1 -118 '.00 .10 .10 ,g�, TOTAL 44 0 pef ; fk�'l Ratio; � 240 W-90 7L: I✓ 2 -714 .01 .13 .14 3 -714 .01 .13 .14 4 -1.18 .00 .10 .10 IC 1-u AXL HHD CSI 1 668.12 .11 .23 2 668 ..12 .11 .23 1,EB FC= CSI M FCRZE CSI 2-5120 .12 SLEM -646 .11 SL13ZL -646 .11 I -M LgL]>:ITCH (span) 141999 IIH 1.2.1 5-6 (LIVE) LF -.0111 D= -.01" -.02" John- Loc`-ftans = 1 0- 0- 0 4 0- 0- 0 2 - 1-0 5 5-3-0 1 1.0- 6- 0 6 10- 6- 0 5-3.0 10-6-0 1 2 1 3,50 -3.501 10-6-11 - _. I 5 5 -3 -IIS 5-3-1) 6 5_3-U_i III -6-1) rC45922 12N1102 /ir C0. 6"F CA S 2/4/00 A. Trus Wal Systems. Plates are 20 ga. unless shown by ".18"(18 gal.) or Swale: 15/32" 1' "In"(16 ga.), positioned per Joint Report. Circled plates and false frame platee are positioned as shown above. ® WARNING Kean all notes on this Sheet and give a colli' ol•it to the Erecting Contractor. TBF: 22.7 WO: SB -088 'Phis design is for ant individ:ed buildhrg component. It las been based om s1w6fica:ioas provided by the cumpouenl ncnmf.-murer :md dime iu Ch)e t ! Ba Cuatemter Name: :.ccord.mcc wish the cornea versions uf'fl'1 :wd AI°I'A Jesign sumd:n'ds. Nu respunsibiliry is assuun:J fur dimensional ❑ecniacy. Dimeusious are or be BARR LUMBER verified by :he cowl ocut mwodac:urer and/ur building designer p:•iur it) fabrication. The building .Ic.cigoer.slcdl au em,in :lint 11o; bads milizet] un deign boding Imposed by building Dsgnr: BO #Lel. 0 STOKER TC Live 201 1z t .-yj-- DurFaoe L=1.25 P=1.25 ® Yllec' valley this ace: or exceed :he tic lt=il code. If is assumed Ilea tic uq: chord is Lucidly br.,ecd by the roof or flour shc:dhing and the bunm uchord is Literally braced by a rigid she:uhh:g ma:erLd dirccdy attached, unless mhel vise uotcd. IliaL•u cimg shown is for erd support of components members only to reduce bucklhig Icng:h. This component shall not be 14:ccd im any covirnnmem flat will c:ntse:he muismre TC Dead 14:�0 pef Rep 1.1br Bnd 1.15 'fHUSWAI. SYSTEMS �� cumcm of the ww,d exceed 191 and/ur cause connector plate curosloo. Pabriewe, Tcmdle, install :md btacc this uvss in accurdance will) lie following 'TRUSCONI MANUAL% by 'QUALI'T'Y r • BC Live .0 pef O.C.Spaoing 2- 0- 0 4445 r:onbp:,k Dr., Colo Springs, CO 60907 standards: Truswal, CONTROL SI'ANDAItD l'OR METAL PLATE C'DNNEC'I. I) Wool)'I'ItIISSl33' - (QST -66), AIANDLINC INSTAT.LINO AND ORACINO X13TAI, PLAT13 CONNE(TIiD W00I)'T'RIISS13S' - (1111)-9D nod '11111.91 SUMMARY 'I'll'. BC Dead 10:0 pef Design Spec UBC -97 SI1131iI" )' 1 rc'1'ntss nae Insumle ('fl'q is ]=tied :d Sita D'(hwh'iu Drive, Iviadisun, \Visconsin .53719. The Anmric:w horesl :md I':q,cr Tp5. 0 Version 06.05.99 Associniiun (API A) is loc;ited at 12U) Cwmeclicm Ave, NW, Sic 2W, W:uhinguut, DC 2(X)36. ,g�, TOTAL 44 0 pef ; fk�'l Ratio; � 240 W-90 7L: I✓ ]D- Jairt Ic t -ions --0-0 5 0-0-0 - 2- 0 6 7- 2- 0 - 4- 0 7 14- 4- 0 6- 0 8 21- 6- 0 6 -I(► -x � �-a-o 1 6-10-8 I.1 -0-N 2 3 6-10-x 1 211-1 I-11 , 4 5 6 7-2-(_ ► 7-2-0 7 7_2-0 1.1-4-0 N 7-2-0 1 21-6-0 . t T 4-5-6 2-5-5 51111' 1 F=SS/Cly r` FS'scy4l -i r i .1 No. ,,53982 �2JJ Exp / \T�TFOF' CAl �JF,j,\/ 2/4/00 Truswal Systems Plates are 20 ga, unless shown by "1.8"(18 ga.) or Scalet 7/32" - 1' "14"(16 ga.), positioned per Joint Report. Circled plates and false frame plates are_positioned as shown above. MIARNING treats all dotes on this sheet and give a col�v of it to the Erecting Contractor. TBF: 56.0 job Name: DEMUCCI This design is fur:m individmd building component. It has been based on spcciriewinns provided by the cwnp"nenl Im,nul':,clurcr:md done in Truss ID: D Qty: 2 Drw Hr. • X -LDC RFACP SITE M12 -D 'IC 2x4 EFT, #2 1x4 co-1L-irti7lis lateral. VAM luaairrJJ (CM, ® 1 0- 1-12 9.16 3.50" 1.50" Z>-4 CFh 111 1-2 t ailed w/2-101, l.ocutcxl fair a ml. se resits. 2 21- 4- 4 916 3.50" 1.50" BC 2r.9 CFL 42 Q2 1x4 "1'll Ir ace nailecl flat to ate of w.r'b meet ur exceed the the curie. II assumed Ih:d uq, chord is Wendly br.,ccd by the roof' or flour Yucca Valley ® alle ' V 13 2x4 HF UrILl'IY w/ 8d at 8" o.c. CR a scab (sale as w.eb) 7C I= hT BAD CSI 2r-4 EFL #2 1-6 coiled to farx_ of V-0) w/1.00 al: 8" O.C. If 1 -2443 (RFL) '1'h 11S\VAI, tiYSrl?Atli Plating q -,ac, : AMI/IM - 1995 2 are rxl li.tul, attarJi P" to 1 da\ ixl a< .16 2 -2351 Q6 .77 .92 .73 PU;IE VAI.I1-S PER ICE0 RESEARCH REFC91` #1607. sc:,b toIxt1I tarxm.3. If 3 or stone are l'b'1., 3 -5 .67 .61 rxaiaxle nest Ix pro/ided to avoid L� I� use CI.B. "I"' ca- ocal) luu;I- I: ! 0ov of wc1) .00 .61 lu"11ill3 BASED CI•I Cd2El_ld LLI4f?1R VAUES. la-Qth' ald 2::f, if ti'h is % 74'-011. C113 !r F -n- AXE, ErV CSI D -d verticals d>;icy-rr3 fcr axial loads only. t1Z3791 is ).x I.xnilclirg cl�;ic1n_r. 1 0 .00 .17 .17 D -d verticals that are extes'idll above or 2 2566 .45 .16 .61 )-Acca the truss profile (if any) nay regi re 3 2300 .41 .19 .60 ad:litia-al d=uign on -it ck ation (1y others) for later -al facts d7c to wind or seianic WEB FICHM CSI i,EB FCfILE GSI 1cad-3 a\ the )ztildirg. 1-5 -885 .34 3-7 222 .23 1-6 2517 .45 3-8 -2400 .68 2-6 -495 .10 4-8 -195 .09 2-7 -228 .28 I•RX CEFI]>:.TICN (spaI) L,/999 I111.24 6-7 (LIVE) LF -.16" D= -.19" Zt- -.35" ]D- Jairt Ic t -ions --0-0 5 0-0-0 - 2- 0 6 7- 2- 0 - 4- 0 7 14- 4- 0 6- 0 8 21- 6- 0 6 -I(► -x � �-a-o 1 6-10-8 I.1 -0-N 2 3 6-10-x 1 211-1 I-11 , 4 5 6 7-2-(_ ► 7-2-0 7 7_2-0 1.1-4-0 N 7-2-0 1 21-6-0 . t T 4-5-6 2-5-5 51111' 1 F=SS/Cly r` FS'scy4l -i r i .1 No. ,,53982 �2JJ Exp / \T�TFOF' CAl �JF,j,\/ 2/4/00 Truswal Systems Plates are 20 ga, unless shown by "1.8"(18 ga.) or Scalet 7/32" - 1' "14"(16 ga.), positioned per Joint Report. Circled plates and false frame plates are_positioned as shown above. MIARNING treats all dotes on this sheet and give a col�v of it to the Erecting Contractor. TBF: 56.0 w0: SB -088 ® This design is fur:m individmd building component. It has been based on spcciriewinns provided by the cwnp"nenl Im,nul':,clurcr:md done in Chk. 'BO Custcuwr Name: .,ecijr6ncc Wit, the currem versions uf'r1'1 and APPA design st:md:u•,Is. Nu respunsibilily is assnu,cd lur dimcnsimed :,win.'ey. Dimensions :o'c m be_ BARB LUM B ER e'iiicJ by dhc cuuq,unent uh,nuf:,emrer and/ur building designer prior w lahricltiun. TIic building 1,sig.ner xlcdl;,,"Ii:,in telt lite b "Is utili'r.cJ 111 this design Imiling Imposed by Iuw1 building is rile Dognrt BO ItCC�{= 0 STOKER TC Live 20"0 puf DurFaes L=1.25 Y=1.25 meet ur exceed the the curie. II assumed Ih:d uq, chord is Wendly br.,ccd by the roof' or flour Yucca Valley ® alle ' shc:,thhhg :ted the bunum chord is Literally braced by a rigid sheathing tn:ncrial directly nuached, unless otherwise noted. Ittacing shown is for latent ) su, on of cum hnncros members onl to reduce buc►Jhh len th. This cum mncm ah:dl nun be rL,ced in;m ,nvirminicin ilCn will celrlxe the rnni.mure 1p I v s g I 1 y• TC Dead 14.0 of p Ra Mbr Bnd 1.15 p (RFL) '1'h 11S\VAI, tiYSrl?Atli content d the Hund exceed 199L and/or cause connector pL•Itc corrosion. f':,hric:ac, Ih:uhJlc, install :ted Msec this miss in accurd:mcc Willi the fullowiug "1'IU IS('nAl 'QUALITY HC Live 0 psf O.C. Spacing 2- 0- 0 �+u tt�nlq,at III_ colo ~prat., Cu WIx)7 sc,ndmds: MANI IAL: , by Trusvmal, ('DN'I'HUI. XTAND,\I4D FOR Alli TAI. PLATE CONNI'C ED \V(IDD'I'ItI ltiXliti' - (VS'1-•x81, ' ( ILINDI.INu INSTALLIN(I AND 11RACIN(I NIVI'Al. PLATE CONNECTED W(n1D TIMSSES' - 11111-91):mJ'11111-91 SDA4NIARY BC Dead 10.0 psf Design Spec UBC -97 Sl ll wr' by'1'1'1. The Truss I'L•ne Institute ('Pill) is hx:uted w Sitz D'On"frio nrivc, Aiadison, \V -unsin 53719. The Americmh Wmesl :ted feller _ s D.=.fL patio: 14/290 TC: L4/290 Tp5. 0 Version 06.05.99 As,uci,tion (APPA) is kwg.l.d w 11.50 Connecticut Ave, NW, Ste 11x1, Washingwu, DC 2(9136• TOTAL 44 0 pof 2/4/00 I'ruawal Systems Plates are 20 ga. unless shown by "1.8"(18 ga.) or Scalet 1/4" = I- . ga.), positioned per Joint Report. Circled plates and false frame plates are positioned as shown above. ® WARNING Rend all notes oil this sheet (aid {rive a colo i f it to the El-ecting Contractor, TBF: 52.0 WO; SB -088 This dcsign is fur wi individlu l building component. h has been based oo spccifiw0oos provided by the cunyunlcm m:muC,cmrcr nod done in Chk: BG Job Name: DEMUCCI nccor;mcc With the current versions of I'M and AFPA design swod;mds. No responsibility is assumed fur dinlcnsimcd accuroey. Din,nnsiuns ru•e to be Truss ID: JD) Qty: 1 Drw : C000035143-01 verified by ilio compoocnt manufacturer and/or building designer prior to fabric:uiun. '[*lie building designer sUll asculaiu dl:o the Twit, milized m, dcsign hxld'u1g imposed by 0 EM ' X -Mf REACT SIZE RD2'D TC 1.50" BC 2x4 DI;L, #2 P1ati.rig qqxecc t Ff15I/CPI - 1.995 ® Yucen Valley sheathing amid Ilio m omuchord is laterally braced by;t rigid shewhiog o:llcrLd dirccdy :inched, unless' uthclu•isc umcd. Ill' -wing shown is fur Loerd 1 0- 1-12 814 3.50" 2 18- 4- 4 814 3.50" 1.50" t•k13 2x.4 2X4 EFL 112 IIF' urTLPIY TC Dead 14.0 pef PLATE VAf.I.LS Ll R TC1)7 RM -MUM RL.[1W 111607. L3ainege oust lx-- prcuid i I:o avoid pordirg. 4445ITI)WnhpSrk r., C JJJS Y.onhpark Ur., Colu Springs, C6 b99m7 pLdc and this truss in accordance Willi the following numd;�rJs: " HI.IN 'ON1 MANI IAI: , by Truswal, 'QUALITY CONTROI. STANDARD P)H NIVTAL PLA'1'H VI)NN13(" TI) WI)ol) ltllsslis' - HC Live 0 pef O. C. Spading 2- 0- 0 27;4 IIF Sf'P rARD 1-6 BC Dead 10.0 pef L110'IT1; 13t61]. -D (1) CTn:N Lfh111H VAT 11113 5110:1- by'ITI. The Truss PLoc Institute (TH) is hlealed Lit 5143 DY)nofrio Drive, Madison, %visconsin 53719. The American Purest and faller o TIC FLF473 AXL EM GSI TpS. 0 Version 06.05.99 Association (AI -PA) is located w 12511 Cormcelicut Ave, NW, Sic 21x1, Washington, DC 2tx136. _ _ TOTAL 44T0 pef Dii ,aniticall> 1naIrpto.I for c'.r.L.I. Inas1J crrly. 1 -1978 '.11 .79 .90 1:11:1 Vu'Lic:[Il IJ (ler: urs, uL'srl,l ad,.)ic Of. 2 -1388 .02 .71 .73 Lcicm tht- Loc>:) profile (it. <ilr/) uuy rcrflile 3 -3 .00 .42 .42 ad-litiaul C6= iqi CCl•w c1 -rat -1.C,1 (hy ctll.ru) for lateral far.e to wild or reialac BC FMa: AXL END CSI ]na:1s a1 th-- 111ildirg. 1 0 .00 .17 .17 2 2069 .37 .15 .52 3 1333 .23 .13 .37 403 FUKE CSI 41EB FCIiCE GST 1-5 -753 .29 3-7 320 .33 1-6 2038 .96 3-8 -1503 .68 2-6 -369 .07 4-8 -89 .04 2-7 -711 .87 FAX LT:L=- CN (spans) 1,%999 1111.19.1 6-7 (LIVE) IF -.10" D= -.13" T` -.23" -= Joint Lnatia-a = 1 0- 0- 0 5 0- 0- 6 2 7- 2- 0 6 7- 2- 0 6-III-N� 7_2-Q_1 3-10.81 3 14- 4- 0 7 14- 4- 0 4 18- 6- 0 8 18- 6- 0 6-I0-8 1.1-0-N 17-11-0 1 2 1 1 .25 4-4-10r 4-1' '�5 1.5 1.5-3 __n _ 4-4-11) _ 1 2 1 9 2-0-0 _� 4-12 S -s - 2-4 .4-5 iij cc IT 3) .-J O. 45 B �k Exp 12//02 18-6-A- _ ~n -u sTA� c NI ��F�,� s 7 s sruls 7-2-1► � 7-2-o I �1.2_li� 7-2-0 14 -4 -II I8-6-0 2/4/00 I'ruawal Systems Plates are 20 ga. unless shown by "1.8"(18 ga.) or Scalet 1/4" = I- . ga.), positioned per Joint Report. Circled plates and false frame plates are positioned as shown above. ® WARNING Rend all notes oil this sheet (aid {rive a colo i f it to the El-ecting Contractor, TBF: 52.0 WO; SB -088 This dcsign is fur wi individlu l building component. h has been based oo spccifiw0oos provided by the cunyunlcm m:muC,cmrcr nod done in Chk: BG Customer Name: nccor;mcc With the current versions of I'M and AFPA design swod;mds. No responsibility is assumed fur dinlcnsimcd accuroey. Din,nnsiuns ru•e to be BARR LUMBER verified by ilio compoocnt manufacturer and/or building designer prior to fabric:uiun. '[*lie building designer sUll asculaiu dl:o the Twit, milized m, dcsign hxld'u1g imposed by Degnr: BG #LC><a 0 STOKER TC Live 2070 pa f DurFaee L=1.25 P=1.25 this meet or exceed the the ]uc;d building code, h is assumed that dlc lull chard is Iola:Illy braced by Ilio roofor floor b ® Yucen Valley sheathing amid Ilio m omuchord is laterally braced by;t rigid shewhiog o:llcrLd dirccdy :inched, unless' uthclu•isc umcd. Ill' -wing shown is fur Loerd RFL su ,un of con amours members unl m reduce budain len lh. This con unmet shall urn be laced in ou urvirunuwm that will c;nlsc the nmixurre pl I v g g I I v content of the wood exceed 19% and/or cause cotumeor corrosion. 1 :'hricatc, handle, iusisll brace TC Dead 14.0 pef Rep Mbr Iind 1.15 4445ITI)WnhpSrk r., C JJJS Y.onhpark Ur., Colu Springs, C6 b99m7 pLdc and this truss in accordance Willi the following numd;�rJs: " HI.IN 'ON1 MANI IAI: , by Truswal, 'QUALITY CONTROI. STANDARD P)H NIVTAL PLA'1'H VI)NN13(" TI) WI)ol) ltllsslis' - HC Live 0 pef O. C. Spading 2- 0- 0 (t,�'I'•xn), *11ANDLINO INSTALLING AND BRACING MI?'1'AI- PLATE CONNFCTI?D WUnD'r10 NSl;.S' - (11111.91) and '11111 JI St NIMARy BC Dead 10.0 pef Design Spec UBC -97 5110:1- by'ITI. The Truss PLoc Institute (TH) is hlealed Lit 5143 DY)nofrio Drive, Madison, %visconsin 53719. The American Purest and faller o TpS. 0 Version 06.05.99 Association (AI -PA) is located w 12511 Cormcelicut Ave, NW, Sic 21x1, Washington, DC 2tx136. _ _ TOTAL 44T0 pef Dan Ratio: 2 W 90 IC: I,/290 IJ job Name: DEMUCCI Truss ID:iD2 Qty: 1 Drw : C000035 1 43-01 1 1I X -IOC rncr SIm REQ'D 11: 2x4 EFL 112 ]r.-1 ca, i) -ie' -lateral VL -B 1 acin (QJ3), ® 1 0- 1-12 704 3.50" 1.50" 2 15-10- 4 70.7 3.50" 1.50" DC ?x1 DFL 42 VEB 2x4 11F, Ufnm nailed w/2-1.0.1, lecated for c:q.tu� serjies-Its. CR 1x9 'T" lure rLdled flat to atle of v rJ) '--1-4 HF ST9 1-6 w/ ed at 8" o.c. OR a scab (rarer as t,, -J)) 7C RMM AM. EM CSI Platr_irq Epec • AISI/'f11I - 1995 nailed to fariz: of vrd) w/10.1 at 8" o.c. .TE 1 -1581 .07 .74 .81 riA'Ir l/AULs, r{R IC1n Bmf Fnuz' 111607. 2 are res}li.te:l, atl::,c 1 "I"' to I.:a:h ecl:#.3 or 2 -640 .00 .70 .71 Iwairrq) utlst Ix prviidad to avoid pnIdirrJ. scab to Ix -1:h rfaca;. Tf 3 ar nruc arc it --q. 3 -4 .00 .44 .49 iu:;e C1.13. "1"' cur uc Jr wo>t I.n �,u of vd-) E1i.l verticals designed for axial loads mly. lrs-r)eh, aryl 2rf if vAJ) .i t1 > 1.4'-0". CIB TC FC KE AYL END CSI D'd "A_ -ticala ti -at are e<tent: ,d above cr cL�uy� is r _r I.0 i.ld i l c3 1 0 .00 .17 .17 Isla.' tJt truss profile (if any) may re4uxe 2 1645 .29 .17 .46 acllitio-al d=.3icy1 crnsidExatirn (by otly:XB) 3 586 .10 .17 .27 fcw lz t&ral. fcxc)=t du-- to wird or sei.rattic laxl, c1 1 tar IriiIdill_). VIM FUS£ GSI VE3 F=- C.%1 1-5 -643 .25 3-7 417 .42 1-6 1628 .76 3-8 -1009 .22 2-6 -266 .05 4-8 89 .09 2-7 -1097 .53 PM. LE} MTICN (qm,) 14/999 DI 1,04 6-7 (LIVE) Joirt Locations =-__ (=111-K 72= -II 1 0- 0- 0 5 0- 0- 0 I t 2 7- 2- 0 6 7- 2- 0 6 -I11 -N 14-0-8 3 14- 4- 0 7 14- 4- 0 4 16- 0- 0 8 16- 0- 0 I 2 3 •1 .25 S _ l-4 1.S 1 4- 41. 3.. t ----- ' 4-d-0 2-3-15 Es 3-10 5-5 �L' d �. 04 982 6 3- Fxp.ln2f41/02 MAW) k AW) C' v i1' ei�P S F. l 5-6-0 TATE OF CAU 5 F� 7-2-11 7-7-0 7 � 1_8--0 xi STUII I 7-2-0 14-4-0 16-0-0 2/ 4/00 Truswal Systems Plates are 20 ga. unless shown by "1.811(18 ga.) or Scale: 5/16" 11 "1i"(16 ga.), positioned per Joint Report. Circled )dates and false frame plates are positioned as shown above. WARNING Reed alt notes on !iris skeet and give tf cul)►' of it to the Erecting Contractor. 1'BF: 46.7 w0: SB -088 This design is for an individwil buih.ling componcm.1i las been based on speeilic:aiuns prtrvidcd by the c11utyunlcnt mnnuC,cmrer: and done in Chk: BO Custemter Name: accord ince with the current versions WIT[ and A1711A design standards. Nu responsibility is assumed for Jiulensiun:d acemacy. Dintcosi11ns are ler be BARRLUMBER verilied the conymnent ltuomh cwrer and/or building designer priur w fabriauiun. The building designer• sll:tll ascolain 11mt the held ntili,.ed Mt Dognr: Ba #LC-- 0 STOKER This design meet or exceed the holding imposed by the local building code. II is assumed ticd the wp chord is latendly braced by the roof err Iluor TC Live 20.0 pef DurFaes L=1.25 P=1.25 shcwhing :and the bottom chord is Laterally braced by a rigid sheathing niatered directly attached, unless nlhclwise owed. Bracing shown is fur Literal M 1 ® YIIcea Valley support of cuntslnn'rnls members only to reduce buckling length. This cuutpnncnt shall 11111 Lc placed ill :my envll'tllllrle11t that will carlxe the InItiNtlrl-C TC Dead • 14.0 pef Rep .lir Bud 1.15 c"ntent of the exceed 19 %• :,lid/or cause conncclor pbde corrosion. Fabric: ic, handle, insudl ;,red Mace this un++ in accordance wilh the flilluwiug 1'HIItiWAI. tiYSI'I'.MS RFL) BC L.iva .0 psf 0.0. Spading 2- 0- 0 i1�) tL,nbp.rt Ur., C"lu tipriug�, CO IYl'Jt17 st:nuhuds: "1'Icl Ut'rrM MANUAL', by 'I'ntswal, 'QUnl.l'I'Y c:UN'I'Itrrl. S'I'n NDAIu) Ft ac Poni'I'nl. I•I .n'r1. cvlNrllit "I'IiD WUUD '1'It USSISS' - Il„ (c/S'I'•ax), AIANDI.INcI INSTAI.I.INU AND 11RAcING MHTAI. I'I.A'1'Is C0NNI-.*CTI;D WUUD TRIISSISS' - (11111-91) and '11111.91 SI IMMARY BC Dead 10.0 pef Design Spec UBC -97 Sl IIAA" by'1'1'1. The Truss Mile Institute ('rpl) is located w Sx3 D'Onofrio Drive, Madison, Wisconsin 53719. 'rhe Acncric;m Furest and Paper he Tp5 .0 Version 06.05.99 Association (Al -TA) is located at 1250 Cotmecticut Ave, NNr, Ste 2a), Wnshinglun, DC NX176• TOTAL 44.0 pef L1 fZ Ratio: I4/240 TC: I4/240 job Name: DEMUCCI Truss ID: n3r Qty: 1 Drw : 1M' X -LCC REPCf SIZE FiE17D ' 7C 3x11 ErL #2 1x4 Ca-d:imaus lateral VY -D )nacir? (CLB), ® -11A located for eq Secim B. 1' 4- 1-12 770 3.50 1.50" 2 21- 4- 4 770 3.50" 1.50" DC 3x4 IFI., 112 UM 311 IF Dram roiled w/2 -0 Cl2 1x4 'T" lv<ce ;tailed flat to E Ije of veb 3:11 HF' SD44DAM 1-6 w/ 8d at 8" o.c. Cl2 a scab, (,-al* as erb) 7C I= AXL EM CSI Platirrl q( ec PIBI/TPT - 1995 Hailed to fxtr.,-- of V.,.-)) V//)(Al at 8" o.c. If 1 -1053 .45 , iu-: W1.ui roz Iuo F1Lv1 REFcgr #1607. 2 are rerl,ir,�l, art Jl 1"' W Ix -All per. cu .01 .44 2 -1735 .71 Ca-ai, :.p_ ul.ust: lz proridEd to avoid poildirig. scat) to W 11 If 3 cu. Ihrnt- :Ah,-: .03 .68 3 -5 .68 .68 ItAI'II1; BASED (14 WEEP IMEER VAUYS. tux U 11. "I'll m.' ,z d) utu)t: b- S,(r; CA Vx.l, .00 Girl vuti.ca)s diszlicp-iEd for axial loads aily. l U-SQUh, w.'1 2zL il: VAA) is > 14' -fill. UIs I3` FC]QE AXL FAID CSI D -d vr-rticals that are e�a� above or&�19-1 is p -v Ixuilciirg d� grs_r. 1 0 .00 .11 .11 belcw d -e tss profile (if ary) may regxu-e truss O.C. Spacing 2- 0- 0 2 1181 .21 .16 .37 arUiticatal dn3ign oatsicleratiaf (by others) 3 1728 .31 .19 .50 for lateLal fmues due to wind cr sei.anic r (QST-xx), 'IL\NDLW(l INS'I'ALLINO AND BRACING MI?'i'AL 1'LA'I'Ii C(INNIiCI'IiD WrrUU "I'ItUtiSliti' - (Illli•91):md 'lllli-JI SI ININ�LVtY BC Dead 110, 0 e p f lo:vi) a) Ur 1'ztildirg. VEB I=. CSI FEB 1-u C.SI - �. L>✓f], Ratio: 2 Ly/ L✓ 40 TC: 240 1-5 -757 .30 3-7 5 .01. AssucLtion (ALTA) is hunted at 1250 Comtecticut Ave, NW, Ste 2lxl, Washington, U(: 2M36• TOTAL 0 psf 1-6 1288 .60 3-8 -1803 .85 2-6 -574 U 4-8 -190 .05 2-7 567 .58 I -T -?F ITFLFX'F'ICN (span) 14/599 111 I -Ell 7-8 (I NE) Lr= -.08" Di -.10" T= -.18" _-� Joirt Lamtims -� 1 0- 0- 0 5 0- 0- 0 22-11� 7 -2 -II 2 3- 2- 0 6 3- 2- 0 3 10- 4- 0 7 10- 4- 0 2-I0-8 10-111-8 16-11-0 4 17- 6- 0 8 17- 6- 0 2 25 3 4 4-I)-0 ti'I'1115 (5 � 7 H 3-23-20, 7_2--0 t 772_1) t 3-2-1) 104-0 17-6-0 �4r� , �. • I,1 E,�� >> V r U L N C 59112 3D E 2/y1/02/ P �O 2/4/00 Tewal Systems Plates are 20 ga. unless shown by "18"(18 ga.) or Scale: 9/32" = 11 V(16 ga.), Positioned per Joint Report. Circled plates and false game plates are positioned as shown above. WARNING stead all notes on this sheet and give a coral of it to the Erecting Contractor. TBF; 48.0 WO: SB -088 ® This dcsign is furan individud building component. It has been based on apecificnuiuns provided by the component m:nufaeurrer:ud dune in qik: BG Customer Name; accot,Lmce with the current versions of "1'1'1 and AITA design standards. No responsibility is assnmod for dimeosimud accur:uy. Dithcnsi,ms :ore In be BARR LUMBER verified by Ina couy,unem hrcnud:,emrar and/or building designer prior n, li,bricatiun. The building designer shall asecre,in that the lands ulilizctl nh his dcsign Im ding Imposed by local building It is Uta Dognr t 130 11LC, - 0 STOKER TC Live 201 0 ps f DurFaes L=1.25 P=1.25 meet or exceed the the code. assumed that tap chord is L•tetallp bnwol by tic roof or Ilom, ® Yucca sheathing and the buuum chord is laterally braced by a rigid sheathing m:ucrcd dircoly :mached, unless otherwise noted. Bracing shown is for lateral Valley support of eompunents members only to reduce buckluig length. 'chis component shall not be placed in any environment that will cause the moisture TC Dead 14.0 pef Rep Hbr Bnd 1.15 (RFL) TR OsN."1. cement of the wood exceed 197o and/or cause connector plate corrosion. Fubriewe, handle, install mill brace this Huss in accord:urec with the following 'TRI1S(:UM 'QUALI'T'Y BC Live 0 pef O.C. Spacing 2- 0- 0 k Dr..Is JJs3 N.�nbp:, ill Ur., Colo Springs, CO g0907 st:atd;.rds: NIANUAI: , by Tnhswal, CONTROL STANDARD FOR NIFTAI. I'LATH CONNH("I'lil) WOOD . r (QST-xx), 'IL\NDLW(l INS'I'ALLINO AND BRACING MI?'i'AL 1'LA'I'Ii C(INNIiCI'IiD WrrUU "I'ItUtiSliti' - (Illli•91):md 'lllli-JI SI ININ�LVtY BC Dead 110, 0 e p f Design Spec UBC -97 SI IFF)" by'ITI. Thc'llvss 1'Lac Institute (I'I'I) is located at SIt3 D'(hwfriu Drive, Ntolisun, %viscunsin 13719. The American Forest and P:hper - �. L>✓f], Ratio: 2 Ly/ L✓ 40 TC: 240 Tp5 .0 Version 06.05.99 AssucLtion (ALTA) is hunted at 1250 Comtecticut Ave, NW, Ste 2lxl, Washington, U(: 2M36• TOTAL 0 psf 'lob Name: DEMUCCI Truss 1D:,'n,4 Qty: 1 Drwg:0000035143-013 I I9, ' X -LDC* REACP SIZE FMZ�'D 1 4- 5-12 755 3.50" 1.50" 2 21- 4- 4 755 3.50" 1.50" 7C F= AM WD CSI Chle: 80 1-587 '.01 .44 .45 2 -1682 .03 .68 .71 3 -5 .00 .68 .68 BARB LUMBER 13` MILE AXL RV CSI Dsgnr #LC = 0 STOKER TC Live 20: 0 pef 2 1073 .109 6 5 3 1678 .30 .19 .49 Yucca Valley I•EB F= 6I VEB FLI2C£ 6I 1-5 -748 .30 3-7 -6 .00 1-6 1207 .57 3-8 -1751 .87 2-6 -587 .11 4-8 -190 .09 2-7 625 .64 I.5v.1"rf?n1S WX EUI=CN (span) Dc Live 0 psf L,/999 IN I -Ell 7-8 (LIVE) 4 tj" �Ia5 N.nhp.,l• Ur., Col. Spring., Co 8119()7 LF -.08" D- -.09" T= -.17" ..iI -�== Join Lc�tia-a - - 1 0- 0- 0 5 0- 0- 6 DC Dead 1_0,..0 psf 2 2-10- 0 6 2-10- 0 3 10-0-0 7 10-0-0 4 17- 2- 0 8 17- 2- 0 TpS.0 Version 06.05.99 TIC --- 2x4 1-41, 112 6r 2X-1 CHL 112 I-EY3 2-41 1I' U1'II.I'IY 2x4 IF SMVAR'D 1-6 Platirg Eqxz. - AIZI/TPI - 1995 14-AIE VALLPS.FER Icm REMUCI3 RERW #1607. Crairtge mist be prcvid_d to avoid pazlirg. H -MM I; SPEED C14 C3iM I LU+M VALLES . Elrl vc7ticals derigi-ed for axial loads only. 2J -,d verticals that are e>±,Earled above or ►velar tl-,-- trLLSB profile (if any) nay re4u e ad-itialal dyign COI)Sidaatirn 0:7j/ Cldlars) for lateral forces cite to wird or seim c lOiL'19 as tI.�_ Wildlrr•). 2-62-68 2-6-H 2 1xA cnJAilicaui lal-er-al 4di11 Ivakalcj (UI]), miled %vl-. t l.cci:t:exA for e.1ul.::cJwlI:a. 1" CR 1x4 "' bi.-Z(x I-miled flat: t'o xi-je of \,U - w/ 8d at 8" o.c. 072 a sc:lb (r;`iilr_ au nailed to far -e of oda wIlf.0 z& 8" o.c. If. 2 are nxprixel, attzadi 1'll to hj-hc i -pa, or scSab to IxJ- i far_u-a. If 3 ca- alit tt.,:I., (ue UD. "1" or e:cab urlst la_ 900 of. v.U-� . l.arjth, al-cl 2::6 if s,eb i::. 141-0". CID &.1911 is pc bli.ldirg cL.;iyrsir. 7_2-11-1 6=111=N � 9 -Ii -H 16-7-11 25 1 4 1 4-4-0 STUIS 5 6 II_ Ili 2-10-1) .t x 7-2-0_1 7-2-0 I11-0-11) 17-2-0 xp. 2/31 2 Ar �s NIG .�FOF CA. 2/4/00 Truswal Systems plates are 20 ga. unless shown by "'IA"(7.8 ga.) or Scaler 9/32" 1' H"(16 ga.), positioned per Joint Report. Circled plates and Ifal.se frame platus are positioned as shown above. r WARNING Read a// notes on this skeet and give a cops, o/•it to the Erecting L'ontrartor.WOt TDF': 46.7 ® This design is fur :m individtcl building component. It has bceu based un specilic:uiunx provided by the cuuynmcm ut:umiacona�:mJ Joie in Chle: 80 Cus asner Qretetrner Name: accurd:mee wish the clvrcm versions of T111 and APIA design stand:wds. Nu responsibility is naxunied fur dinlcnsimud :,cau•aey. 1liulensions arc lo he BARB LUMBER verilicd by the eunlpuncut ucmufanurer and/or building designer prior to fabrication. The building designer sludl :.cenain the t the twi s utilized un design boding imposed by Dsgnr #LC = 0 STOKER TC Live 20: 0 pef DurFaca L=1 25 P=1.25 this meet ur exceed the the local building code. It is assumed thm the top chord is beer:dly braced by the roil' ur fluor Yucca Valley sheathing and deo buuom chord is florally braced by a rigid sheathing ttlalci-Ld dircully minched, .Inlets wheswise stilled. lInwing sllnwll is I'll- Iatend buckling , 7 , (RFL) suppun of components nl.mbers only to reduce length. This uunpunem shall not be p0«d in ;sty enviruunlcm 111.11 will cause the uwisml'e content of ilio wood exceed 19A and/or cause connector corrosion. 1'abriewe, limulle, install br.wc in TC Dead 19':0 pef ; Rap t4br Bnd 1.15 I.5v.1"rf?n1S pbdc and This truss aectinkillec Willi the Gdlowing "I'I(I ISI •r1b1 '1'nlswal, 'QIIALI'I'1' Dc Live 0 psf O.C.Spacing 2- 0- 0 4 tj" �Ia5 N.nhp.,l• Ur., Col. Spring., Co 8119()7 tt:uuLards: 111AN1IAI: , by CONTROL ti'I'ANUAI(Ir felt Mli'I',\I. PLATE t'uNNL•r "I'lil) W(x1U 'I'ItU1XIiS' ..iI 'IIANUI.IN(I I1NINTALIAN(1 AND 11RACIN(I MI-A'Al. I'LATE CONNI:CI'I:U W11(11,'1'Rtl\SES' - (11111-91) will'111Ii-9t StINIMARY 'I' DC Dead 1_0,..0 psf Design Spea UBC -97 SI If:rr by III. Ile 'I'ntss PLac Iostilute (ITI) 6 located at 51,13 D'Ono friu Dlive, Madison, \\Lu.'ollsill 53719. 'I'hc American 6uR:sl wid 11:Ipel' TpS.0 Version 06.05.99 Assoc6li„n (AI'I'A) is located m 1250 Colmccticul Ave, N\V, Ste 2W, Washington, DC 2W16. �i TOTAL 44710 pef 74710 Z Ratio: LI/240 7L: L1/290 lob Name: DEMUCCI Truss ID -.A r Qty: 1 Drwg: --= Joirt TC(atims -_ 1 0- 0- 0. 18 0- 0- 0 2 3- 9- 4 19 3- 9- 4 3 5- 1- 4 20 5- 1- 4 4 6- 5- 4 21 6- 5- 4 5 7- 9- 4 22 7- 9- 4 6 9- 1- 4 23 9- 1- 4 7 10- 5- 4 24 10- 5- 4 8 11- 9-_ 4 25 11- 9- 4 9 12- 6- 0 26 13- 2-12 10 13- 2:12 27 19- 6-12 11 14- 6-1.2 28 15-10-12 12 15-10-12 29 16- 8- 0 13 17- 2-12 30 17- 2-12 14 18- 6-12 31 18- 6-12 15 15-10-12 32 19-10-12 16 21- 2-12 33 21- 2-12 17 25- 0- 0 34 25- 0- 0• 7L 2x4 EFL #2 DC 2x4 CFL 112 (01, ELK 2x9 1.9 UI7Zm PUDE VATM PL•R ICBO RESEARCH 1E7f 41607 L I.I;1'0 J3 I]-cla) Cid C1d11.1 1.11 -EM VALLM . HITS rMIG1 IS TIE (C1'IrCS1fE RMIM' OF PLUMME T" -D CISES. HI:PRrVr. RQUf12GI•llNI13 slomi are iiased aify ai O -e taws uraterial at eacl'i Learirg. T.r ul_ l feu 10 (::F 1l:I-CC3 rc u'Lu d: 1+r.1.) ,. •:'II: iu audA.n-,I IL,J: (. r: fcvu ,.1; I.IIiu 11w:+I < iu u1.n.J:l.o1 wil-II lily„srl, 0:11, < si(Ain.-) cu' I..u,ll. 'rd atduil. If IC.L, < aul'.li,cin al. lu:uav mw't- )Az c17 1.-.1rcaad:i..inu-. 1,acirgc�I:alilca1. Ma/ use aclz}.rate staples to yal;le hlcKiw. C:J�Ie blocks HuI�s}Ai y re lateral l'nacir.j Li ba to witxl al:j)jirsl to t'1.- fare.. Sa'- 9YII�1..als ur/1p-a�l druble lu u:•iI.I cl l:a.i.l.(o) . lrs�'l..ill l ill_ Willi I.I.a cl'rui J luvu tri: L�1 u'..}icla'ul tu'tld:,� rrl:u.l U'.I.:n:wi,x:. Ilesx- lou'11 aid tl.:i.r cx..u'.x_1:iues aru tl. Y.1f,awibflkt1 of U -e Ixii.ldirg cl��i 'rte Frlx}iate linicirrl is rec}ArtA to IxeVa'd: tl.- truss from 1-zc:kirrl d.l�-, fo;lut,ctal I.a:uls. I.:,tenal lo"'13 a-rf U._i.r ce�u.� ticro ace f -lc rri�<nsibilky of tic Ixli.1dircj 3-S44 2.84) . 2.1.1) i 2.S.0 I 2-9-S 1 >s -u I 7.8.11 I J-9.4 6-5-4 9.1-4 11-9-4 1.1.6.12 .17.2-12 19.111.12 t 12-6-1) I _12-6--0 1 2 J 44 S 6 7 S 9 Ire 11 12 IJ 114 I? 16 F-3.50 3 511 (-4 m Is 19 20 21 22 .23 24 25 26 27 21 29311 J1 32 J.? ,14 3-9-4 _i 2•8-1) 2.1-0 2.1-I1 I 2_9.1 I 2 -s -1l 1 2-.\!I _I S.1-4 �I .(.9.4 6-5-4 9.1.4 11-9-4 1.1.6.12 I7-2.12 19.111.1' i•11•!1 !v1 Pss9. �2 A` IZC U: J O. 04 82 :0 LExP''2131, 2 �S4 F TYPICAL PLATE : 1.5-3 2/4/00 Truswal Systems Plates are 20 ga. unless shown by "1.8"(18 ga.) or OVER CONTINUOUS SUPPORT Scale: 3/16" - 1' "H"(16 ga.), positioned per Joint Report. Circled plates and false rrame plates are Positioned as shown above. WARNING Read a/I notes oil aft.,' sheer and give a copy of a to the Erecting Contractor. TBF: 70.7 WO: Ss -088 ® This design is for :m individtcd building component. It has been based on speciliewiuns provided by the cumponcut manui, cuuer and June in CIA: BG Cuetcmer Name: accordance Willi the current versions uf'fill and AI°I'A design maodm'ds. No respunsibilily is assumed for dimension:J ;,ccwacy. Dinncltsions arc Hl be BARR LUMBER vu'ifieJ by the compuncnl tmmufacmrer and/or building designer prior to fabricatiuu. The building'I"ipner shall useeru.ill th;d the hells toilized tut design meet ur the bolding imposed by lord building It is Dognr: DO OIL 2 STOKER TC Live lW0 psf DurFace L=1.25 P=1.25 this exceed the code. assumed :)ed lite wl, chord is Wendly br.wcd by the ruin' or I'luur ® Yucca Valley sheathing and the bumum chord is laterally braced by a rigid sheathing ncaered directly amaehul, unless ulhcl-wise noted. Ilmliting shown is fill. I:un:d suppun ui aunryntenu members only to reduce buckling length. This cumpuncm be in:u:y TC Dead '1114.0 Rep 14br (RFL) sle'll not placed cnvirnumcnt that will cause the moisture u,mem of the wand exceed 197 and/or cause connector IlLdc corrosion. l'abricaic, handle, inmAl ami brace Ibis Hvss in the fuRowing psf Bnd 1.15 'fRtJswnl.sl'sI'I?AIS accordance Willi 1 hi;md;.rds: "I'I(I. 1CON1 MAWAL', by Truswad, '(211ALITY CONTROL STANDAI:D Pull fvlli I'AI. PLATE (')NNlit'TH) %V()OII'ITI lS.Sl;S' DC Llva0 puf 0.0.SpaolruJ 2- 0- 0 444514-liq-1, 0a. C.I. Sptiogs. CO en9(n (OS'I'-ax). 'IIANDLIN(I INSTALLINO AND 11RAUINO MIN'AL PLATE CONNH Hill W'o)WITIISSIiX' - (I III:-91);nJ'III6.91 ti11M\dARY DC Dead 10.0 psf . Design Spec UDC -97 �I llili l" by 'I'I'I. The Tru.%s I'Ldc Institute (1'I'I) is located w SX3 D'Unufriu Drive, fsladison, Wisc,msin 51719. 'I'hc Aumric:dl Puresl and hq'cr -- Tp5.0 Version 06.05.99 Assuci:,tiu1 (V;I'A) is hKancd at 1250 Cuancellcul Ave, NW, Sic 2(x), Washington, Ur:1(xt'16. �. TOTAL 49 0 pef 1 -1 --ft Ratio: L/290 'IC:: L4/290 to Job Name: DEMUCCI ® WARNING head all notes on this street and give l-1 copy a/•it to the EI-ecii71,4 C'u71n'actr,f- THF: 56.0 Truss ID:t'E/1 Qty: 27 Drml: 000035 J BR3 X -LDC MCI` SIZE REQ'D TC 2x4 rFL #t2 Custemar Name: Plating e{»!`7iST/ll'f - 1995 1 0- 1-12 1100. 3.50 1.50" BC :bW EFL, #2 BARRLUMBER In ITS rf IC3.1 IS 'IIE CCNIf12;I•IG fel:11T OP 2 24-10- 4 1100 3.50" 1.50" i -EB [)c4 HF UIB,I'IY s Ineel or exceed the I,x,dbng imposed by the local building code. II is wssunted that the dqI churl is Lucidly Inaced by the rout' or hour the buuom is Literally h 111111 LE Imo C9vLS. DurFaoe SIjrE T :�,4 M, 42 P T9?/1RTPr� RLT?lllrla•ll:MIS el-na: non I :,r sal r7dRf 7C FaKE AM BND CSI PLM VA,LIIB FLR ICM 10MUKH REPCRT 01607. C.11 tl._ L-clejw Io.J:crial. zd1 -1, 1-:I.im. 1 -403 .00 .37 .37 l31-:1'fl r; r15ED a i Chari LLT•1Fm VALLGS . I rsd -sI Ecu- 'I i I I IT, I r I-C,:r C-1 u'I , s J. I.f 11.. 2 -2437 .08 .37 .45 su ilkirds: ISCOA4 MANUAL', by Truswal, 'QUALITY CONTROL STANDARD Pt II( 11111 I'AL PLATE ('ONNI;("ITI) \VUUU'I'kt Issl:s, - 0 s f P O. C. S aain P g 2- 0- 0 3 -2229 .11 .55 .66 HC llaad L070 pef Design Spaa UBC -97 SI11A."I" by'ITI. The Truss I'Loe Institute (TI'p is [=.led m 583 D'Onofrio Drive, Madistin, \Vincunsin 53719. Tic Amcrie:m I:uresi :oul 1%,11cr 4 -2229 .11 .55 .66 Tp5.0 Version 06.05.99 Ass,wiation f.\RI'A) is hte:ucJ :,t I_Ul Co:mcclicw Ave, N1V, Sic _txl, \\':whim atm, Dt: axl3a. ' g r TOTAL 44...0 pef 4 5 -2437 .08 .37 ..45 6 -403 .00 .37 .37 BC FCI3:E AM END CSI 1 2301 .41 .27 .68 2 1690 .19 .36 .56 3 2301 .41 .27 .68 VEB FCrCE CSI VEB FCRC£ CSI 2-7 -29.7 .08 4-8 -297 .08 3-7 542 .55 STERE. -2105 .43 ' 3-8 542 .55 SLERR -2105 .43 I -M EEYLF=CN (sr -in) L,/999 1111.1]4 7-8 (LJVE) LF -.18" D-- -.21" 7` -.3911. ' = Join Locations = 1 0- 0- 0 6 0- 0- 0 2 6- 3- 0 7 8- 4- 0 6-3-0 6 -3 -II_ (�_l-II_i 6-3-0 1 3 12- 6- 0 8 16- 8- 0 6-3-0 12-6-0 18 -9 -II i5-11-0 4 18- 9- 0 9 25- 0- 0 5 25-•0- 0 12-6-0 2 I _ -12A-0 t 3 4 S X3.50 -3.501 6 7 N_4--(1) x-4-1) _l 16-x-0 x 9 25 -II -0 S rJ4 r 4j� 01 IN P•'2131 ,P NII. FCFCA i IF 2/4/00 7ruswal Systems Plates are 20 ga. unless shown by ga.) orScale: 3/16" = 1l- H"(16 ga.), Positioned per Joint Report. Circled plates and false frame plates are positioned as shown above. ® WARNING head all notes on this street and give l-1 copy a/•it to the EI-ecii71,4 C'u71n'actr,f- THF: 56.0 WO: SB -088 This design is for an individtud building component. It lets been based till specific. tions provided by III, Component m:moi:,ciurcr and done in Chk: BG Custemar Name: accurd:mee with the current versions of TPI and ARTA design semJards. No responsibility is aasomcd fill- dimeusiou:d acCuacy. I linteusiuus are tit be BARRLUMBER verified by the component In omiacutrer and/or building Jcsiguer prior to C,bric,tiun. The b,Iddbig de.,igner,le,ll ascellaim tlx,t Ills I,x,Js tllilize,I ..,IDllg�r design NL1 - 2 STOKERIl) s Ineel or exceed the I,x,dbng imposed by the local building code. II is wssunted that the dqI churl is Lucidly Inaced by the rout' or hour the buuom is Literally TC Live 2070 e f DurFaoe ® YQFiI Valley sheathing and chord braced by a rigid sheathing tmuerLd directly am,clted, unless otherwise ntiteJ. Iltacing shown is for Lttelal cotnponems m 'Phis P L=1.25 P=1.25 L) support ui members only reduce buckling length. cutnpunem slcdl mut be ph,ced in any environnlem dxd will cause the unismre TC Dead 1 pef Rep D4�r Bnd 1.15 TRi1SWmh ctinlem of lie wood exceed 191 and/or cause connector pL'dc corrosion. I :,bric:de, Icuulle, insedl :nut Mace Ibis uvss in ;%cctirdallue will) the following "1-I(I HC Live ,k D'..IS JJJS NurtLp:,h Ur., Culo Springy, CO !t0)�7 su ilkirds: ISCOA4 MANUAL', by Truswal, 'QUALITY CONTROL STANDARD Pt II( 11111 I'AL PLATE ('ONNI;("ITI) \VUUU'I'kt Issl:s, - 0 s f P O. C. S aain P g 2- 0- 0 (QST-88),-IIANDLINO INSTALLING AND BRACING rot"I'Al. PLATH CONNI;(:T iD \Vuuln'I'I:IISs1iS' - (IIIU-91):mJ 'IIID -')I SIiA1hIAlt1' HC llaad L070 pef Design Spaa UBC -97 SI11A."I" by'ITI. The Truss I'Loe Institute (TI'p is [=.led m 583 D'Onofrio Drive, Madistin, \Vincunsin 53719. Tic Amcrie:m I:uresi :oul 1%,11cr Tp5.0 Version 06.05.99 Ass,wiation f.\RI'A) is hte:ucJ :,t I_Ul Co:mcclicw Ave, N1V, Sic _txl, \\':whim atm, Dt: axl3a. ' g r TOTAL 44...0 pef 4 Detl Ratio: L/240 TL: 240 w V1 )ob Name: DEMUCCI 1 0- 0- 0 6 0- 0- 0 Truss ID: E2 Qty: 1 Drw : C000035 1 43-01 6 6- 3- 0 X -LCC REACT SITE RIJZ'D 1> x4 LEL #2 Platillry ujxec :`)U•i5'I/1FI - 1955 1 0- 1-12 1100 3.50" 1.50" DC 2x'J IT 1, 42 ims rmcil nim cimicfmE Rini.ur Oil. 2 24-10- A 1.100 3.50" 1.50" I•Eb 2x4 I1. EiraxIY I.C1,11117,10,J) CMTs. ( FL) TNIISIVAL'SYSTIMIS eminent of the wood exceed 1'170 :old/or cause connector pLde corrosion. Fabricate, handle, install wid Melee this buss in occordnocc with the following "I'M 'I'nlswdl, DC Live 0 S;UITR t,1 111, 112 Itl:RRIIdd Itl•r?IIl++u:m:; cdraal all: Lur,l r!•11Y IC FC7AYL � EIV C31 Com, 19.K ✓ IF (WrLm .'r U.- I:1two 1,1,1 t 1 1: 1. cJ. cat 1 -403 .00 .37 .37 Irr 6J fou- 1f) I>I' 11RIE VAllli:l 11:7( Irl+) RL• 3:TJd11 Irlacl:l' 111611/. 2 -2437 .08 .37 .45 14/•:I'11G rJ. hl) (11 ClQlil! r.Il4ffR VALID. r; lite h1cs.J a zm.: 2z n !v .Ir>,11 it.. u. c. hPJ.. 3 -2225 .11 .55 .66 <11: is wx ul,l 1.11.1: C..o l.r,, 01.' I•lIi 1 1111, 4 -2229 .11 .55 .66 < i u 1J jcr.J.l .:, i wit 11 p'l y:x. rl, 0.311 5 -2437 .08 .37 .45 < uidil.) cu- km.'Oo. d uidil.J. It: Ira., 6 -403 .00 .37 .37 < arlJitloizil lu:dla mu>t 1,�: E uic1:-A yI of < n]l-cell:ir.sxu; lz�-,rirg - a I _, BC 1 F132CE AXL 2301 .41 13U CSI .27 .68 t•til u e ac�rplaLc ut<y.]- fol -p-I a I.lr l:u. r; l'I� blcr]w mr/ nsflil. l J:crail Iu d:ilrl 2 1690 .19 .36 .56 CA h. to wird q.i,l i- to i.ho 3 2301 .41 .27 .68IY1u�,c�La uc) )_.t,;I rUW)1'e lu:z1r_•i1,I rli:ai I (;A I.aAal ]alis 'ia lit- wit1I Ll'o curd.. 1r.Nc VES FCRrm CSI VM RISE CSI Irl: lw•1 w.>icL-1'oJ ruilma I.xerl cCl. rwi: 2-7 -297 .08 4-8 -297 .08 9l .i. - locul-, anal Glair caui�ct:ialy arse tlz 3-7 542 .55 SLIM -2105 .43 rt,_ ;Crtafl3i.licy of the lzlildirrj ci�3191.cr. 3-8 542 .55 SLLRR -2105 .43 -i.c FI1•� i 7 r~�= ...t I•r-Y EME) TCN (moi) • 1,/999 na I•E14 7-8 (LIVE) L= --18" D= -.21" T= -.39" = Joint Ta t-ia7a = 1 0- 0- 0 6 0- 0- 0 2 6- 3- 0 7 8- 4- 0 3 12- 6- 0 8 16- 8- 0 4 18- 9- 0 9 25- 0- 0 5 25- 0- 0 DurFaca L=1.25 P=1.25 ® YII Ca Valley 6-3-0 6 -3 -II 1 6_3.3-0-1 6_3_0-1 6-3-0 12-6-0 18-9-0 25-1141 12-6-0 - 12:6-0 - -----t 2 3 :1 S r3.s0 3.501 6 2 7 H 8-:I-0 ,1-4-11 1 8-4-1) 16.8-0 9 25-0-0 "c L M 2 Q �, --/ 3,15982 _-0 E 12/31/02 1p OF CA tl� TYPICAL PLATE : 1.5-3 2/4/00 Truawal Systeme Plates are 20 ga. unless shown by (3.8 ga.) or Scale: 3/16" = 1' 1-1"(16 c)a.), positioned per Joint Report. Circled plates and false frame plates are positioned as shown above. ® WARNING Rend all notes on this sleet fold ,rive n col{v of it to the Erecting (;unhuctur, '1SF; 80.0 WO: SS -088 This dc,iem is for an individled building component. 11 leis been b:,scd nn specil'icalimn, provided by the Coa11 liew Immld:,om I, and dmac in Chk: SG Customer Name: accut(hacc with the current ver,n111s of'ITI and AFI'A design elnudards. No rc,pon,ibiliry is a„nmal Im. diulcn.sim ell %wy. I limcusionx :,re u1 be BARRLUMBER veritiCd by the component ul:nud:lciorcr and/or building designer prior 111 I:daic:pion. The building de,igacr Acdl :,scem,in 111:.1 the Vents ntiliicd on dc,tgn Dognr: DO #LCjp 2 STOKER 1111, In.et or exceed Ill. huding imposed by the [=it building code. It is assumed dclt the wp chord is Literally bniced b)• the rmml mr limit, bottom TC Live 2070 of DurFaca L=1.25 P=1.25 ® YII Ca Valley ,heathing :old the chord is laterally braced by a rigid sheathing nimerLd dirccdy :matched, miles otherwise noted, 1h:lcing ,hewn i, (ur I:de1:J cmmpunenis � P suppon u( members only to reduce buckling Ienglh. Thk component shall nut be pL c.d in any rnvirmnnlcnt fled edit c:sue the mui,mrc TC Dead 14 , 0 pe f Rep b1br ]and 1.15 ( FL) TNIISIVAL'SYSTIMIS eminent of the wood exceed 1'170 :old/or cause connector pLde corrosion. Fabricate, handle, install wid Melee this buss in occordnocc with the following "I'M 'I'nlswdl, DC Live 0 »J} NonLp:rl Ur., Wn Spring., CO WIM7 ,I:md:ml,: IiC:)M MANI!AI; , by '(tllAl.l'1'Y ('UN'I'I(UI. S'I'ANI 4V:U Fnll fsllCl)V. 1'I.A'I'Is 1'uNNE( "I'ISI111'uUU'I'RtISSIiX' , p of O. C .Spacing 2- 0- 0 'IIANIII.IN(i INS'I'ALLINO AND IIKACIN(i MI?'1'AI.I'LA'I'li t'uNNC(:'I'IiU Wu11U'I'1(11Stili\' • (IIID -')I) 'I Illi -91 St 1NINIAI(Y 'I'I'I. 'I'hc •Truss DC Dead 1O0 pof Design Spec USC -97 SI Wk'I" by 11bic Institute Crvl) is located m 5x3 17'Uoofrio (hive, Nladisnn, Wkom,in 53719. The American Fmrc,I ;,lid Paper Tp5 .0 Version 06.05.99 A,m Ldima (A14'A) is lotwed :d 1250 Connecticut Ave, NW, Sic 21lll, Washington, DC 219116. TOTAL 44O' pef Den Ratio: LV240 '712: I/240 TYPICAL PLATE' : 1.5-3 2/4/00 Truswal Systems Plates are 20 ga. unless shown by 11:1.811(18 ga.) or Scale: 1/0-- 1111"(16 ga.), positioned per Joint Report. Circled plates and false frame plates are positioned as shown above. ® WARNING !lead all notes on this sheet and Sill' (I cot)y t)f it It) the Erectilig Contractor. YBF: 191.3 WO: SB -088 This &,ign is fur :w individu:d building eompouctit. It Iws been based uu spcciIicatiuns provided by lite cuuquntcnt m:mud:"•dnrcr :nut dune in )ob Name: DEMUCCI Cuottsner Name: accurd:wce with the current vet:,inns of'1111 will ARTA design -ruin: rd.s. Nu ruspuu,ibilily is a„..well Ibr diutensinu.d accuracy. I )inuaisions are w be Truss ID:/F/ Qty: I DrwgX000035143-13 B ARR LUMBER EM X -LOC REACT SIZE REQ'D TC 2x.4 Lfl'L #2 TC Live 2070 paf l"'1<-Lilrf q3ec :,Hrrwf )f - :1995 21 Yucca Valle this mco exceed the load building code. It is assumed than the top chord is Ldcrally 6niced by lite ro"I ur I'Iuur shc,lhing and :he buuum chord is laterally braced by a rigid sheathing nwtcrLd directly auached, unlcs, othctwisc nwul. ❑racing shmcn is I'm-Ldeial 1 0- 1-12 1760 3.50" 1.88" 2x4 EFL 91 & Btr. 1-4, 6-9 Rep Mbr Bnd 1.15 91IIS LT f(1J 1S '1116 Cal[0311C Rk.,A]I 1' OF contem of lite wood exceed 19% andlur cause connector pbdc corrosion. Fabricate, linud1c, iust:dl :wd brace This n'uss in accord:mce %%iih 1114 ("1ltiwing "I-RtISCOXI *QUALITY BC Live 2 39-10- 4 1760 3.50" 1.88" DC 2x4 13IL I)1 & Rtr. � paf 1.1 If 2111.13 1(1-11 CMA7S. (QST-xx),'IIANDLINO INSTALLINO AND BRACING MEI'Al. 1'I.ATI; CONNECTED WWIU'I'I:IJSSIiS' - (IIII1.91) and'1110.91 S11t IAIAI:y -1.11. HC Dead 10..-0 pef V03 2x4 IQ' UPI117Y SI JEW]" by The'1'n:ss I'Ldc Inslitute ('I'I'I) is loaded at 5x9 D'Otwfriu Drive, Madison, \\'i,consin 5.1719. The Anwric:w Forest :wd 1 :q,cr lo-olrT) RIiYIlll4:f•I(lJlti uls wn atu I::"::,1 (1'll?! TpS.O Version 06.05.99 'IC f'MM ;OL $$J 03I 2x4 111' "1714 YARD 14-5 It IIT: tanul, u,.dut'.i..il W. -: It I.> I i,11. 1 -562 .00 .79 .79 sill II;R ix4 11: 112 117"11:: VAIIE: II•le I('10 ItL•:;I:%4o 11 IA•:I(I!I' 1111.67. 2 -4165 .14 .79 .54 (1 it,19.K 2x4 IIF fJPI'LrfY 1.1XV sl fm -:10 L')1 lrll-cartu't,sJ. IIA L. 3 -4202 .23 .59 .81 L1Jti1'Ilh Lh39 Cul CVEEIJ IJYIBFR VALIES. (!A le Meeks ar,_ 2xx 4 ,.y 16.0 'in. o.c. PV_•:. 4 -3657 .11 .32 .43 <fL- is ass(uu9 Uwt cie face. ol: this L1,uiu 5 -2987 .12 .22 .34 < is sh>�ath=r1'.-Ath ply -,.0o3; COB, v,Ccxi )xv.id 6 -2587 .12 .22 .34 < sidiii� or l-nlianard aiding. If. ii:%, 7 -3657 .11 .32 .43 < arliitlal l loarb nest L-calsichxtii al 8 -4202 .23 .59 .81 < y"i-co-kilitr1w Learirg cnlAw. r4�y ,lse acl=gote staples fur blocdcs. 9 -4165 .14 .79 .94 gable Gable blccJcs 1r.L-eral bacirg 10 -562 .00 .79 .79 tt,ay rac lire elle to wini aL:pli to t1r fare. See DC 1,U AXL EIV CSI 'Ilus.,cl s sit- - -- - i gable I.Iraci rg &&ail (s) . 1 3906 .51 .38 .89 Isltelal ].cx la in lily with tlr_ drlixb ha.v 2 3906 .51 .19 .70 ict b al cuisi(l_red inilass mal otj)a wi:)o. 3 4002 .52 .08 .60 111--t�e loarl. ad -fl thair cca >3_tiul7 are tl.. 4 3437 .45 .08 .53 Y--pmsibilk", of th-- Ialildilcl r•La..ign_e 5 3437 .45 .08 .53 6 4002 .52 .08 .60 7 391£ .51 .19 .70 8 390(, .51 .38 .89 ' Illi !•LIKE CSI VEB it E CSI 2-11 18 .02 6-15 467 .47 2-12 200 .20 7-15 -659 .52 5-0-0 5-0-0 5-0.0 1 5-0-0 5.11_11 _1 5-0-0 1 S -II -11_i i -0-I) i 3-12 130 .13 7-16 130 .13 5-0-0 10-0-0 15-0-0 20-0-0 25.0-0 30-0-0 35-0-11 40-041 3-13 -659 .52 8-16 200 .20 4-13 467 .47 8-17 18 .02 10,)-1l--------- 1_. ------....20-0.0 -_-- 1 4-14 -856 .89 .91 M. , -3595 .S7 1-- I 2 3 ) 6 7 1I 9 5-14 1311 .61 SW& -3696 .57 6-14 -856 •.89-- F3.50 -3 50 qa��(LIVE) I'WX LEfIE�I'IQI (15 L,/999 IN I- E4 14- 4-4 La -.32" f1= -.38" T= -.70" 5-5 5-5 Join Locations = 3-4 - - 3-1 01,111 1 0- 0- 0 10 0- 0- 0 2 5- 0- 0 11 5- 0- 0 6-6.0 `�• 6-6-0 -, r Z= C r\ 3 10- o- 0 12 lo- o- 0 0- 0 4-5 4-5 3-4 1-4 \ / / 4-5 1-5 SI111' �p��•,.. [� 4 15- 0- 0 13 15- 5 20- 0- 0 14 20- 0- 0 6 25- 0- 0 15 25- 0- 0 4-12 Ill S -ll \ - /I1 l� -� --� \ 4_ 1 I Q A4 7 30- 0- 0 16 30- 0- 0 2-4 3-4 3-4 5-7 3-4 2-4 M Ci Q 2! R'• 8 35- 0- 0 17 35- 0- 0- 9 40- 0- 0 18 40- 0- 0 .1-•I � O. 0 5982 TJ x 12/31 /02 �r 411-11:11- 1 s�- NW- VISl1 1112 13 14 15 16 17 18 ATF (%F CAL1��F� 5-0-1_I 5-0-0 5-0-11 5_0 -II 5=11_11--1 -11-11_1 5_11_11_1 5-0-0_I 1 5-0-0 10-0-0 15-0-0 1 1 20-0-0 25-0-11 30-0-0 35-11-1) 411-0-0 TYPICAL PLATE' : 1.5-3 2/4/00 Truswal Systems Plates are 20 ga. unless shown by 11:1.811(18 ga.) or Scale: 1/0-- 1111"(16 ga.), positioned per Joint Report. Circled plates and false frame plates are positioned as shown above. ® WARNING !lead all notes on this sheet and Sill' (I cot)y t)f it It) the Erectilig Contractor. YBF: 191.3 WO: SB -088 This &,ign is fur :w individu:d building eompouctit. It Iws been based uu spcciIicatiuns provided by lite cuuquntcnt m:mud:"•dnrcr :nut dune in Chic; BO Cuottsner Name: accurd:wce with the current vet:,inns of'1111 will ARTA design -ruin: rd.s. Nu ruspuu,ibilily is a„..well Ibr diutensinu.d accuracy. I )inuaisions are w be B ARR LUMBER vu•ilied by the c ,mponcnl m:nml'actarer and/or buildh% designer prh,r Id rdwicwion. The building dcsig"cr ,.1c.11 oscerniiu 1h:d lite lu,d:: wiliicd oo design or the I,s,ding Imposed by Dugnr 1 HO III.T, 2 STOKER TC Live 2070 paf DurFaea L=1.25 P=1.25 21 Yucca Valle this mco exceed the load building code. It is assumed than the top chord is Ldcrally 6niced by lite ro"I ur I'Iuur shc,lhing and :he buuum chord is laterally braced by a rigid sheathing nwtcrLd directly auached, unlcs, othctwisc nwul. ❑racing shmcn is I'm-Ldeial y su ort of com ,nems members onl to reduce bucklbl len th. This com oucnt ,Icdl tint be ,Ltecd in :w pp P' Y g g p 1 y cnviromm�u that will cause the nwi,turc TC Dead 14.0 pef Rep Mbr Bnd 1.15 (RFL) T AVAI. sYSTef.fs contem of lite wood exceed 19% andlur cause connector pbdc corrosion. Fabricate, linud1c, iust:dl :wd brace This n'uss in accord:mce %%iih 1114 ("1ltiwing "I-RtISCOXI *QUALITY BC Live O. C.Spaeing 45 Null . 4445 rk Ur., Colo Spring.. CO th9Q7 st:mdards: MANI IAI: , by Truswal, CONTItO1.3TANDAkU 1:01< kIETAI. PLATE CONN) -t "11:1) W,Jt)1) TRI:SSI;s' - � paf 2- 0- 0 . (QST-xx),'IIANDLINO INSTALLINO AND BRACING MEI'Al. 1'I.ATI; CONNECTED WWIU'I'I:IJSSIiS' - (IIII1.91) and'1110.91 S11t IAIAI:y -1.11. HC Dead 10..-0 pef Design Spec UBC -97 SI JEW]" by The'1'n:ss I'Ldc Inslitute ('I'I'I) is loaded at 5x9 D'Otwfriu Drive, Madison, \\'i,consin 5.1719. The Anwric:w Forest :wd 1 :q,cr TpS.O Version 06.05.99 Associ;dion (AFI A) is lucucd w 1250 Camecticut Ave, N\1', Ste 2(xl, W:,shin'unl, UC 21xrf6. E ; TOTAL 44.0 paf Le fl Ratio: T{/240 7C: L4/290 1 -10- III I1 •12 13 1:1 15 16 17 18 5-II5 -0 5-0-1_ 1 5 -II -0 5-11:L 1 5_11-11- 5_11_11_1 5_11.11 1 5:II-11 t 5-0-0 10-1141 15-11-0 20-11-0 25-11-0 30-0-0 35-0-0 40-11-0 Ex 12131/02 2/4/00 'rruswal Systems Plates are 20 ga. unless shown by "18"(1.8 ga.) or Scale; 1/8" = 1' "H"(16 ga.), positioned per Joint Report. Ci.rc,led places and false frame plates are positioned as shown above. , WARNING /rend art notes on this .clrel:r nnrl,I�ive n t•Opv u/• if r„ rh(: rir(:c•rin,r; C:u)rn'ncn,(•, 'I'liB: 100. 0 job Name: DEMUCCI ® BARR LUMBER YIICC.1 Va11C ' � (RFL) TNI Nwlh Brk Dr., �i�3 I:"nLp.rl Ur., Culu Sprioy,, CO W19n7 This design is 1'or wi indivillml building component. It fuss been hosed on apccific:.:ions provided I,), the unnponcnl olmod:mun•,r and dull. in :sccmtLmcc Willi Ilic current versions of'rl'I and AFI'A design suouhwds. No responsibility 6 asawucd for diowminn:.l occnr.,cy. Dimensions :,It d, be verified Ly the cony)onent ucnwL•,clurer and/or building designer prior a, fi,bria,siun. The bnildiog designer shall accn:�in Ilial she Ireuls nsilir.ed on this design m«t or exceed the hc,ding imposed by the lusxd building code. Il is assumed sh:d she top chord is L•dcsally broad by the roof or floor shemlihip :md the bottom chord is Lltcrelly limced by a rigid shewhing maictid dirccdy:ou,ched, unless olhelwisc noted. Iisncing xhotvn is for I:dcsal su , 1.t of components members only to reduce bucklin Ico'th. This cum mnew sh:dl not he ,Pad ill :u) nvirollumnt Ih:d will cause the ttdsismuc PI'' P Y g 6 I I •'c Yc content of Ills: wood exceed 19%. und(or cause connector phdc corrosion. Fabricwc, h:nullc, insudl :still brace Ihis truss i" :,cCnrd:mce wish dsc following ss:old:o�ds: -1-10 a OAI Iv1ANt IAI: , by '1'ruswal, 'Q( IALITY CI )NTks 1. STANDAIM 0114 t`•I k I'Al. 1•I.A'I'Ii I I INNIis "I'I:1) w( a )I ) '1'I( t IS41iS' - (tfS'1'•aa1.'IIANUI.INU INS'I'ALLINII AND IIItACIN(I b91i'fAl.l'I.A'I'ISl'UNNL•s'11AI Wru IDTI(t ISSFS'-lllllt•')I):nul'I lilt Ul St,tvl�l.\I:Y Truss ID: f0' 1/ Qty: 10 Drw '17C Live 20:0 psf I .•; TC Dead 1.4:0 pef I BC Lava :0 puf �-•�- ; - BC lluad 10;0 pof Bim X -IDC Rucr SIm RIS7'D IC 3x4 LFL #2 P)atinrl F4�EscI:,W3SI/`TPI - 1995 L>At7 Ratio: 1{/240 '1C'; II/240 1 0- 1-12 1760 3.50" 1.88" 3x4 LFL 81 & Btr. 1-4, 6-9 JILTS Il?STQQ IS 91E. C-I.1ECSI'M R0%Ir1l' W 2 39-10- 4 1760 3.50" 1.88" Lr 2x4 LFL Ill & Btr. 61A11'II4E 1(11,10 C%SIiS. 1.03 27/4 IF III7T1'IY I?li'/Jrlrn Rl:f,),Intrvu•In:: eJn..,i cu'- I,:c:.,'1 cln;r 7C FCPfE AM 13:•ID CSI ?.r.4 IQ' 3lYJ,T.V17 14-5 , cl.: 1:1lea, 1.1.11-:.-i:II e.l :a 1I I.co'11.J. 1 `.62 .75 .79 ;I :III)! x4 LII. jjz l8/(Ifi Wdll::; I,•1! Irlr) RL>:I•rdoll I<L•:I,IU' UI':Ir/. .00 2 -4165 .14 .79 .94 lie/•:I'll l; Pl Sf11 CI1 Cd4 I -I LII4lmR VATLL`S. Lc. v.la.i feu Ill I: ;l 1. , I •ca:, :., n', .., L I r,I I.. 3 -4202 .23 .59 .81 4 -3657 .11 .32 .43 5 -2587 .32 .22 .34 6 -2587 .12 .22 .34 7 -3657 .11 .32 .43 8 -4202 .23 .59 .81 9 -4165 .14 .79 .94 10 -562 .00 .79 .79 BC FCPf£ AYJ. $d3 CSI 1 3506 .51 .38 .85 2 35Ur .51 .15 .70 3 4002 .52 .08 .60 4 3437 .45 .08 .53 5 3437 .45 .08 .53 6 4002 .52 .08 .60 7 3906 .51 .19 .70 8 3506 .51 .38 .89 V B I= CSI 47EH FAKE CSI 2-11 18 .02 6-15 467 .47 2-12 200 .20 7-35 -659 .52 5 -0 -IIS 5-0-0 5-11-11 5.0-II5,11.11 _1 5 -0 -II_ I 5-11_11_1 S:():11_I 3-12 130 .13 7-16 130 .13 5 -II -0 10 -II -II 15-0.0 20 -II -II 25-11-11 30 -11 -II 35-04) •III -1141 3-13 -659 .52 8-16 200 .20 4-13 467 .47 8-17 18 .02 20-0 __ -_.)11.11.11 ___- ____ 1 4-14 -856 .89 SLCAL -3696 .57 1 2 3 4 6 7 II 9 5-14 1311 .61 SLrM -3656 .57 6-14 -856 .85 50 _ -3.501 I'M CEFT =PICN () 14/959 III t-04 14-15 (LIVE) _ '1-4 1F -.32" Ls= -.38" 7` 7-.70" 5 S / - 5-5 = Joirt Locations = \.1-4 1 0- 0- 0 10 0- 0- 0 2 5- 0- 0 u 5- 0- 0 6-6-06-6-o I 3-4 _- 3 10- 0- 0 12 107 0- 0 4-5 3-4 ` `. .1-•I 3-5 4 15- 0- 0 13 15- 0- 0 5 20- 0- 0 19 20- 0- 0 4-5 a-12 I-54-12 tillll' 6 25- 0- 0 15 25- 0- 0 7 30- 0- 0 16 30- 0- 0 _ _LII -B -II x -- -�I ---- J=11 -K-11. _ ((-j 2-4 3-d 3-4 ---- 5-7 3--1 3-•1 -� 2-•I�8 0- 0 17 35- 0- 0y 35- 0AO 9 90- 0- 0 18 90- 0- :i CA 13R ]� 1 -10- III I1 •12 13 1:1 15 16 17 18 5-II5 -0 5-0-1_ 1 5 -II -0 5-11:L 1 5_11-11- 5_11_11_1 5_11.11 1 5:II-11 t 5-0-0 10-1141 15-11-0 20-11-0 25-11-0 30-0-0 35-0-0 40-11-0 Ex 12131/02 2/4/00 'rruswal Systems Plates are 20 ga. unless shown by "18"(1.8 ga.) or Scale; 1/8" = 1' "H"(16 ga.), positioned per Joint Report. Ci.rc,led places and false frame plates are positioned as shown above. , WARNING /rend art notes on this .clrel:r nnrl,I�ive n t•Opv u/• if r„ rh(: rir(:c•rin,r; C:u)rn'ncn,(•, 'I'liB: 100. 0 - wo: sB of1fl ® BARR LUMBER YIICC.1 Va11C ' � (RFL) TNI Nwlh Brk Dr., �i�3 I:"nLp.rl Ur., Culu Sprioy,, CO W19n7 This design is 1'or wi indivillml building component. It fuss been hosed on apccific:.:ions provided I,), the unnponcnl olmod:mun•,r and dull. in :sccmtLmcc Willi Ilic current versions of'rl'I and AFI'A design suouhwds. No responsibility 6 asawucd for diowminn:.l occnr.,cy. Dimensions :,It d, be verified Ly the cony)onent ucnwL•,clurer and/or building designer prior a, fi,bria,siun. The bnildiog designer shall accn:�in Ilial she Ireuls nsilir.ed on this design m«t or exceed the hc,ding imposed by the lusxd building code. Il is assumed sh:d she top chord is L•dcsally broad by the roof or floor shemlihip :md the bottom chord is Lltcrelly limced by a rigid shewhing maictid dirccdy:ou,ched, unless olhelwisc noted. Iisncing xhotvn is for I:dcsal su , 1.t of components members only to reduce bucklin Ico'th. This cum mnew sh:dl not he ,Pad ill :u) nvirollumnt Ih:d will cause the ttdsismuc PI'' P Y g 6 I I •'c Yc content of Ills: wood exceed 19%. und(or cause connector phdc corrosion. Fabricwc, h:nullc, insudl :still brace Ihis truss i" :,cCnrd:mce wish dsc following ss:old:o�ds: -1-10 a OAI Iv1ANt IAI: , by '1'ruswal, 'Q( IALITY CI )NTks 1. STANDAIM 0114 t`•I k I'Al. 1•I.A'I'Ii I I INNIis "I'I:1) w( a )I ) '1'I( t IS41iS' - (tfS'1'•aa1.'IIANUI.INU INS'I'ALLINII AND IIItACIN(I b91i'fAl.l'I.A'I'ISl'UNNL•s'11AI Wru IDTI(t ISSFS'-lllllt•')I):nul'I lilt Ul St,tvl�l.\I:Y CIA: BG �..,�, Dsgnr: BG IILC&. 2 Customer Names STOKER '17C Live 20:0 psf I .•; TC Dead 1.4:0 pef I BC Lava :0 puf �-•�- ; - BC lluad 10;0 pof DurFaes L=1.25 P=1.25 Re 14br Bnd 1.15 i? O.C.Spaein 2- 0- 0 g Dsui.gn Speo 1113C-97 Tp5.0 Version 06.05.99 Sl Ilili'I" by 11'1. The 'I'ns.s I'Ldc Institute ('I'I'I) is I,k:dcd :d 5KI Wthwfrio Dlivc, Ivtadisun, wiu:on,io .5'}0 19. 'I'll, Americnl Forest :nte1 I':gwr Associ.nion (AI•I'A) is 1„cd.d :d 1250 Com)ccticut Avc, NW, Sic tat, Washington, UI'91wI:IG. -- ---'- 'DOTAL 44:0 pef L>At7 Ratio: 1{/240 '1C'; II/240 I -M LE1i.FXTIa4 (cam*) : L,/999 1711,04 11-12 (LIVE) Ie .01" D-- .01" 7- .03" =- _- Joirt Lnrativls _ rr1 1 0- 0- 0 7 ob Name: DEMUCCI 2 5- 0- 0 Truss ID:'G-' Qty: 9 Drw EM X -LOC RFACr SITE RF])'D Ir 2x9 DFL 112 P1ati)rI spec V11NSI/IrI - 1.955 1 2- 1-12 874 3.50" 1.50" I3_ 2x4 ISL #2 7IrrS LISICd4 IS '11113ZCXI;IR')Gl'rE RF -1:11:17 OP 2 17- 4- 4 924 3.50" 1.50" 1ED 2r-4 HP UITIXIY 1.11111 LE M11j) (µSEH. r 5 20- 0- 0 ITATE VALLIS FER IC130 r20M4U-I REFCFT 111607. rIu;R1hr; lllir?Jllililll:Id15 m rase Zw� Iv - k:0 (111,Y 7C FUCE WL, EUD CSI Drailw3e Mist he prorick:d to avoid porriircJ . I_rts 1,0:erial a1' uadi 1.-�trilr1. nt t) z_- u 1 173 .03 .36 .39 Dillv-xticals dastcy-Aad fcr a)dal loads arty. IIATnI7 MIA-]) UI (1d:111 11r -MR V(�1I 2 -1396 .02 .36 .38 Ehl %,umic)as that are eetaY3ad ahore or Design Spec UBC -97 3 -790 .00 .35 .36 I:clo) tic wise profile (if any) nay recId.re 4 187 .03 .35 .39 aliiticrul cls)icyl axisida-atiai (bl (PUu>;) Datl Ratio: L,/240 'IC: Ll/240 for lateral forces cite to wind cr seiauc DC I= AXL UM CSI lids Gl tP-re )J'aildirrj. 1 0 .00 .07 .07 2 581 .1.5 .07 .22 3 978 .16 .08 .24 4 1401 .23 .08 .31 5 728 .12 .06 .18 6 0 .00 .06 .06 4EB I -u GSI VM FORCE CSI 1-6 -54 .02 3-10 -706 .44 1-7 -222 .05 4-10 350 .35 ' 2-7 -1244 .36 4-11 -1052 .27 2-8 77 .07 5-11 -242 .07 2-9 477 .46 5-12 -55 .02 3-5 -73 .03 I•% -Y. LFFI1•X.TIal (spart) 4-8_� 5-11_0 S 11 11___t •1-8_8 L,/999 IN f-194 8-9 (LIVE) L� -.04" D= -.05" 71- -.08" 4-8-8 t ')-8.8 14 -N -h 19-5-0 I -M LE1i.FXTIa4 (cam*) : L,/999 1711,04 11-12 (LIVE) Ie .01" D-- .01" 7- .03" =- _- Joirt Lnrativls _ rr1 1 0- 0- 0 7 2- 1-12 This design is for an individiul building component. It lia s been based un specifications provided by the component m:mui:-clurcr :cod dull. in accordwice w•iih the current versions of'rPl and Afl'A design No 2 5- 0- 0 8 5- 0- 0 (r ) 3 10- 0- 0 9 10- 0- 0 - Degnr: BG #LC = 12 4 15- 0- 0 10 15- 0- 0 TC Live 20 . 0 e f P DurFaes L=1.25 P=1.25 r 5 20- 0- 0 11 17- 4- 4 ' support of cum on: pis members 0n1 to reduce bucklh) Icii th. This cum unem sh:dl tim be )I:rcc,l in all PI P Y g g p I y envinnun.m that will eau,. th. umisturc TC Dead 14.0 pef 6 0- 0- 0 12 20- 0- 0 '1 BC Live 0 pef O.0.5pacing 2- 0- 0 2 3 I .25 i 7-6-0 6 7 8 9 111 I I 12 2-1-12 1 2-I1� 5_11-1) S -II -11 I -4--1 I 2-7-12 2-1-12 5-0-0 III -0-0 I5-0-0 17-1-4 20 -II -0 Truswal Systeme Plates are 20 ga. finless shown by ":1.8" (18 ga. ) or "H"(16 ga.), positioned per Joint Report. Circled plates and false frame plates are nnsitinned as Rhnwrr ahn,.A 2/4/00 Scale: 1/4" = 1' WARNING Read all notes on this sheet and gine a col)), of it to the Tweeting Contractor. TBP: 56.0 WO: SB ® This design is for an individiul building component. It lia s been based un specifications provided by the component m:mui:-clurcr :cod dull. in accordwice w•iih the current versions of'rPl and Afl'A design No �j C'hk: BG F 7 -0118 Cueteanar Name: scmdards. respun,ibiliiy is assnuud fur dimensiowd accuracy. Dimrnsious :.'c m b. I- BARR LUMBER �crifted by the cun)p0nalt rn:nmfacturer and/or buildhig designer prior to fabs iauiun. The building dc,igncr shall ascertain chat the hods otili,cd un design hudiug Degnr: BG #LC = 12 STOKER this meel or exceed the imposed by the lord building code. It is assumed Ilt:u d)c top chord is Wernly braced by the ruin' ur flour sheathing and the bottom chord is laterally braced by directly TC Live 20 . 0 e f P DurFaes L=1.25 P=1.25 YIICCU VU11C ' a rigid shcathiug mwer6d :coached, unless otherwise. omcd. Ifraci ig shown is fur Eocr:,l * ' support of cum on: pis members 0n1 to reduce bucklh) Icii th. This cum unem sh:dl tim be )I:rcc,l in all PI P Y g g p I y envinnun.m that will eau,. th. umisturc TC Dead 14.0 pef Rep Mbr Bnd 1. ].5 (RFL) 'fNuxwnl.sl' Dr..fs �JaS A.,n6p.rk Ur., Culu Spriugr, CO fY)'Jp7 ."prem of the wood exceed 17'1 :cod/or cause connector l)Wc corrosion. Fabricuic, handl., iusl..11 :cod brace this Truss ill ;wcor(:utce wish dic fuliuwiul•, et:old:od,:"I'M tSC(A•I NIANI IAI.',b Iniswal,' IIAI.ITYCONTIMI-SIANUARII full AIETAI.1'LATHUt)NNF171:1)\vnut)'I'll iS7;li3'- Y • . lJ '1 BC Live 0 pef O.0.5pacing 2- 0- 0 (()X'I'•Kx),'IIANDLIN(IINSTALLINO AND IIKAC:IN(Itvtli'I'Al. HATE CONNlir'I'I:UWur)U'I*ImSSl:.N: I111:l1laud'II111-7111rN164AI<1' 'file BC Dead 1,0._0 pef Design Spec UBC -97 SI11?Ii1- by'1T1. 1'nrss I'We Inslitme ('ITI) is Iucm.d a1 SK7 D'Unulriu Drivc, h•ladisun, \Vi,coill ill .53717. Th. American Furo,I and I%qwr 1. Tp5. 0 Version 06.05.99 AssocFatiun (AI'I'A) is located w 12U0 C01111ecticul Ave, N\V, Sic 711[1, Woshin urn, DC 2(X136, E TOTAL 44�0pef Datl Ratio: L,/240 'IC: Ll/240 If) -6-0 5 6 7 K (---- 2=1-12 1 9_4_4_ I ST0111 2-1-12 11-6-0 'rruswal Systems Plates are 20 ga. unless shown by "1.8"(1.8 ga ) or "II"(16 ga.), positioned per Joint Report-. Circled plates and false frame elates are nositioned as shown ahnve_ F-.11 .. - -- _"**� _,C rr_-4�Y ;f2 Uj 0q ;�I I, ./1 Eb6 '02 sT C1V1� �A �TFOF CA'_\F�� 2/4/00 Scale: 13/32" - 1' WAICIVINL7 Read (1// holes on this sheet and give 11 co/ll' (1f!( to the Erecting Cont '(tel(11'. THF': 40.0 job Name: DEMUCCI ® BARB LUMBER ®}r l'J V J))Cj' F1,) TRI15\vAl. SYSTEMS ++u 1lonhparL ua, colo spriagr, co x09(1 Tp5 .0 Version 06.05.99 Truss ID:41/ Qty: 6 Drwg: LM X -LDC FRCP SIZE REQ'D 'IC 2,4 EFL 112 Plating kVa:I:-4rj1T IFI - 3995 1 2- 1-12 658 3.50" 1.50" BC 2X4 DFL 42 '111IS IDT(1•I 1.9 ''IIIE Ca;IRC=trfE RI -1911' Or 2 12- 4- 4 465 3.50" 1.50" I•✓EB :5114 IF UPILPIY MUTFI.E ISTV CAST -S. SILITI-R 2M IT -L 112 L9ilRTI•T' RE0JTRGf•ILIJIS dia-al an, I�c:vl ('1I1N TC F17d£ AY.L EM CSI 1-1.912 V.II1 11:R Ic f) RE.'..PAFSIi RE aC 111607, (A, the Lrtts,; ued:crial. aL :elt l._.,Cit,J. 1 -113 .01 .19 .20 1i17'llG ENX-) C11 0-4111 LLIRER VAII:ES. I.CCA:d for 'I.ti H - 1P 2 223 .04 .48 .52 Ll -d verUc:alu lhe.igrtul for ayJal. lc',:a.l; ally. 3 -222 .00 .98 .98 D I vert.ic- U I: are ecL,�'ri�.l al:�✓e w: 4 -148 .00 .15 .15 1x1.04 U'e tkALSS prrofile (if: s(11,1) uny rhltire a,-llit.ioul. ,T3i;icIII uatsid_In1_A(r, (Iry da._rs) EIC FtFdCB AYL MU CSI fcu lal-erzil fc'ncu; elm L'c, wild iv:' txiunic 1 -155 .00 .35 .35 jowl.; Cs lI- hti 1,'lit.l. 2 578 .09 .35 .45 3 0 .00 .35 .35 4FB Fl7Y.£ CSI 4FB FCFrE CST 2-6 -787 .33 4-7 608 .59 2-7 -450 .39 4-8 -574 .17 3-7 -209 .07 SU02L, 111 .02 I.1:;Y. rEFLETTQ4 (span) Lf959 1111.04 6-7 (IdVE) Lr_ -.06" D= -.08" T= -.14" t•tAX 13FTICN (cant) • i-9-1121 L,/559 1111.04 5-6 (LIVE) L� -.02" D= -.02" 7` -.03" 5-9-0 11-641 I_I.-� 11 I -11 -II = Joirt In t-icrs � - -- -- -'.l -04) 1 It 1 0- J- 0 5 0- 0- 0 2 5- 9- 0 6 2- 1-12 r 3 ll- 6- 0 7 11- 6- 0 3... -3.501 1 4 12- 6- 0 8 12- 6- 0 If) -6-0 5 6 7 K (---- 2=1-12 1 9_4_4_ I ST0111 2-1-12 11-6-0 'rruswal Systems Plates are 20 ga. unless shown by "1.8"(1.8 ga ) or "II"(16 ga.), positioned per Joint Report-. Circled plates and false frame elates are nositioned as shown ahnve_ F-.11 .. - -- _"**� _,C rr_-4�Y ;f2 Uj 0q ;�I I, ./1 Eb6 '02 sT C1V1� �A �TFOF CA'_\F�� 2/4/00 Scale: 13/32" - 1' WAICIVINL7 Read (1// holes on this sheet and give 11 co/ll' (1f!( to the Erecting Cont '(tel(11'. THF': 40.0 410: SH -088 ® BARB LUMBER ®}r l'J V J))Cj' F1,) TRI15\vAl. SYSTEMS ++u 1lonhparL ua, colo spriagr, co x09(1 Tp5 .0 Version 06.05.99 This design is for :u: individwd building component. II lias been based un spccitications providnl by the conyontenl uc"utlaewrcr and done ill accord:wcc with the current vetaioos of '1'I'I and APPA design-eIamhrds. Nu respomibi lily is :wonted for dimcn,i"n:d :ua:uracy. I liweu.,i".1, arc w be °erilied by the component m:wufacwrer and/or building designer prior :o 1.Awication. The building dasigner slcdl ricers iu that tile buds wiliz"I wt this design meet or exceed the luoding Imposed by the local building code. I: is assumed 111111 the cap chord is Wcn.dly braced by the rout "r Iluor sheathing and the b"umn chord is laterally braced by a rigid sheathing nuiterkll directly auachcd, unlc,s whowise noted. Orocing shown is iur I:aual support of cumponcros members only to reduce buckling length. This compnncnt shall not 1w placed iu :ury cnvirnnntem 1111(,,will caa„c die uwisutre content of the ww•m,d exceed 197 :rad/or cause comtecmr pLuc corrosion. fabricate, handle, in,tall and bl:teC Ihis nvss in accordance ,will, the loth. viog b Q 1 sc,nd:o'd,: "1'111IS(:OA1 MANIJAL', y Truswal, 'QUALITY CONTROL STANDAR1) I -OR METAL I'LATI: t'( NNIi(A'FI) N'(1u1)'1'RI t351iX' - IuJ'I'•xx),*1IANDI.W(1 INSTALLING AND ORACIN(i b91i'I'AI. HATE CONNECTED N"(11)''1:1 tSSI:S' - (unl-91) and 'nilw)l St min1ARY Slllili'I" hy'I'PI. 'I'he'I'tvss 1.1(,(11 Instinne (*I'l'l) is located :n 5x3 O'(1nuiriu Drive, Madi,uu, \Visconsin 53719. The Amcriw:m foresl and I•.y,c'' Association (AI;I'A) is located at 1'2'50 Cwmeciicw NMI. , Sic 21x), Wa,hington, DC 21x)3(,. CIA; BO ' r)sgnr: Ba $L'CI= 5 Customer Name. STOKER TC Live 120 ' 0 pef TC Dead 14.10 of P HC Live IO sf P I i HC Dead 8.0..0 pef , TOTAL A4.1. 0 psf DurFaes L=1.25 P=1.25 Re Mbr Snd 1.15 P O. C. S aei 2- 0- 0 P ng Design Spec UBC -97 D=t7. Ratio: 2/290 'I>,: IL/290 job Name: DEMUCCI TBF: 32.0 WO: SB -088 Truss ID:/iI'l Qty: 2 Drw :0000035143-OZ2 EM X -LDC Fgt= Name: SIZE RF22'D '11C 2x4 LPL 112 Natirrl - 1555 i 0- 7-12 528 3.50" 1.50" BC 2x4 I&L 42 1111S II -1011 .IS''lllli C'CY-llti51'IG RI`AO;I'OI'-, 2 12- 4- 4• 528 3.50" 1.50" 4073 2i•.4 IF UPFL1'IY 14 11,'fiiE ITY,I't r%SL•2;. TC Dead 14.0 psf Re Mbr Bnd 1.15 F' (RFL) 'fItUSN'n 1. SYSrI?618 cameo of the wlu(drexceed 191 :mdlmr cause conncewr I)Wc corrosion. Fabricate, h:mdle, ims1:.11 :rad brace this nos:, ill accord:ucc o•idt lite following "I'Itl 11:1'ITk 2x4 IPI, 112 IU•%Jtllf; I,c.,l (111:/ TC FUn7 I.YL If P) GSI 17/1111.: V/ IES MR Inf) Ill:`.3P/+R17i I(f.-Mel' Illu 7. 11,: L,,uio .d 1 -2V4 Dan Ratio: 14/240 1C: h/240 19/:1'111; I/QJ:19 (11 Qd:1:11 11111m. VIJ11.3. In.ui,) 1, u. lit I::I i„ru,r,n„oJ 2 .00 -809 .1.4 .14 I].Iv,.rCi.:.Ju,l,.ti.11.,1fut'.,Y.1.11 I,.A,.rtl; 3 .01 -255 .31 .32 Ff.l vola C:i.c:. l,. I I.Jc t. !x.1 " 9 .00 -175 .37 .37 I 011 19., t, t u::. profi l c (it:- Za r,') 1.%."/ rer.I t i t e .00 .20 .20 arl'itiaul. ,i=sigu cxrc..ir,L-raLic.t 0" d..l�ata !s' FMCS AYL H•D GSI fca lel:�r.(I f. n.C.u, cam to wird ca 1 753 .07 .50 .57 1C>ar1l Cal I I.o I.tililir.J. 2 0 .00 .50 .50 uVE13 FUCE CSI VM FUKE CSI 2-6 -551 .51 4-7 -654 .21 3-6 -235 .08 STEM -580 .07 4-6 752 .76 1,7,Y [EFL=CN (qaan) • L4/599 12d I -EM 5-6 (LIVE) L -.12" D= -.15" 7- -.27" Joint 7rmt-irns ==_ 1 0- U- 0 5 0- 0- 0 2 5- 3- 0 6 3.1- 0- 0 3 11-0-0 7 12-0-0 4 L'-0-0 S 1) 0 5-3-0 1 10.0 -----------t-I_0_II___I I 2 .i •I 1-3.50 -3.501 5 II-li•11_y ti'I'lJll 5 Truswal Systeme Plates are 20 ga. mil.ees shown by "'1.8"(18 ga.) or "H"(16 ga.), positioned per Joint Report. C.1rcl.d Ilatcs and frame elates are nositioned as shown above. 10 -(-II 6 7 ti'I'Illt I -DLII // tz: �C �• � cn w ( _I No A5182 : z\ 2/:31,102 CFL 2/4/00 Scale: 13/32" = 1' WARNING Read all notes on this sheet and Alive it cnhl, o/'it to the El-ecting Contractor. TBF: 32.0 WO: SB -088 ® This design is for an individ,ed building eompnnem. It Itas been based unspccilicalimtis provided by lite component m:nudacuurr:nul dune in Chk: BGCustarner Name: acconLmcc wish the cnrrem versions uf'I'1'I and AFTA dcsigu at:ntd:rtds. No respomibilky is as,nutrJ fur dimcnxiu cd :n:cm:m:y. I limem,iu ism'. I., Lc BARRLUMBER verilied.by the congwnctil ucmufaclurer and/or building designer prim. m fdlric:aimm. The Imildimg d-igun .,h:dl :.,een:.in ill;,]ill;,]the haul, miltz"I ran dc,ign meet u1, exceed the l,uding imposed by the local building It is dtord is Literally braced by 11aCJnr: BG PICW2 STOKER TC Liva 20 � i pof DurFaes L=1.25 P=1.25 this anlc. aSSllllletl Ilcd lite top lite roof m, 11"411, Yucca Valle shc:ul'.htg :rad the buuom chord is Literally braced by a rigid shw1hing material directly :machcd, mules otherwise noted. Ilracimg shown is 1'411, Eder.11 `0 y sit: un of cum miens members mol to reduce bucklin; Ice lit. This cum m a.m shall tint be tP. d in wl llirunmcnt 111:11 ,will cause the mmisutro IP I Y b g I I•t� Yc TC Dead 14.0 psf Re Mbr Bnd 1.15 F' (RFL) 'fItUSN'n 1. SYSrI?618 cameo of the wlu(drexceed 191 :mdlmr cause conncewr I)Wc corrosion. Fabricate, h:mdle, ims1:.11 :rad brace this nos:, ill accord:ucc o•idt lite following "I'Itl BC Live . 0 ps E O.0. Spacing 2- 0- 0 a+u Flvnhpart u1,., C"lu Sprh,g., co wise ,cutJ:.nlS rtvl MANI IAI.', by Trusw:d, 'QLIAI.ITY CON'I'lutl. STANDAIll) Full METAL PLATE 1'I INNLt"I'I:U \Vnul1'I'I:t ISSI?.S' - (QS'I'�xiil,'IIANULIN(;IN.S'I'AL1,INUANI)IIHACINI;MI?'I',\I.1'I.A'I'I?t;UNNlit:'I'I?I1WtnHl'I'It11S51i5'-illlll-91):,nd'lllb-91 SI1\IA1,\ItY BC Dead 410.0 s p E Design Speo UBC -97 SIII?ilio by'I'I•I. 'I'hc'11v„ 19am Institute ('1'1'11 is hxadcd m 52ca I)'unofrio I)rivc, Madison. N'i,rousiu 5x'/19. 'I'bc Amcric:u I�uresl and I':q.cr Dan Ratio: 14/240 1C: h/240 Tp5.0 Version 06.05.99 n,,oci:mion (,\I•I',\) is loc:11cd :,t 1250 Cunuecticut Ave, NW, Ste 2191, Wa.,hioglom, IW 21x116. TOTAL 44'.0 psf job Name: DEMUCCI EM X-Il)C R04IC SIZE REQ -D 1 6- 7-12 264 3.50" 1.50" 2 12- 4- 4 264 3.50" 1.50" 7C F=- .FYI, IIdl CSI 1 -124 .00 .33 .33 2 -66 .00 .15 .15 FC FMM AXE, EM CSI 1 0 .00 .14 .14 2 0 .00 .14 .14 VEEI FUKE CSI 48B FUKE CSI 1-4 -219 .05 3-5 332 .34 1-5 88 .09 3-6 -288 .09 2-5 -260 .09 I,M LLFID-•17CII (span) I,/999 1111-IF11 4-5 (LIVE) 1-- -.01" D= -.02" 71- -.03" = Join 7x t-iava = 1 0- 0- 0 4 0- 0- 0 2 5- 0- 0 5 5- 0- 0 3 6- 0- 0 6 6- 0- 0 Truss I D • 1=121 Q (.Y: I Drwg: 71C 2x1 LFL 42 PIatirr) E.a• :� Wd3i/'fPI - 1.955 DC 2x4 LFL V 71IIS I:LSIUI IS 1113 CLT4ICESME RLUNX or 1.833 2x4 Fir Ur1"Ld7Y 1.11THTE UA -Y) 00.S. 141 -JE VaLLS PLR ICFX) r1MEAR31 REP3Zr 111607. fl;Pi'1Ir; R[[111mI i- lis, arkAl ara_ I.:c.k.ri ('IIIY Lr-:,A:l for 10 ISF EaL. al L'1'a_ I'.n.uss ul.d:et-i..1 at fl I.,a:hel. n -:i vi�.rtic-.ls d--icysl for axial lads ally. kihl'I'PG P19:1) CI 0(1:1:14 I I.-UiP Wd I ES.' EIA verticals taut are e.� above or helo.•i tfie tntss profile (if any) nay rer)tti.re ad-litioial d=ai.cyt CCI-oidaratlal (by ctl5rs) for lace al forces da_ to wind ctr seiranic ltd a -n tl-,C )z:.ildir-g. S 11 11 -II-0 . 5-11_11 t I -1_I-11 l -3.501 3-5 =ice /�-�1_•C�. 3-{ 4-0-4 1 H I till II' cs�IL, 2-6-12 Mr_ -SSS:, r\ 1 1^ - a 4598,) » -7 - U { 1 131102 � x s BVI%- ,�\P Tq� II_�I_ l OF C? 6-6-0 10-6-1) STUB S1,1111 -11-11_1 s-0-0 2/4/00 Truswal Systems Plates are 20 ga. unless shcon'n by "1.b"(18 ga.) o' "Il" Scale: 3.3/32" = 11 (16 ga . ) , positioned per Joint Report. Circle(] plates and fa *l Fe frame plates are positioned as shown above. WARNING /tend till notes on this street and give (I copy of it to the tweeting Lontractol'• TSF: 24.0 WO: SB ® This design is foram individual building component. II has been based on specifications provided by the ctmymncnt ul:ewiacun'er alil done in Clik: BU -088 C'uotarner Name: acelll'd.tice with the current vo-bimis nf'I111 and APPA design slnmL"'ds. No respunsibilily is assumed fur diutension:11 aaeur.lcy. Uimeluil,uIr s :Ire I" be BARRLUMBER vcrilied by the ...till new oualufacturcr and/car building designer prior b, P.bricalion. The Wilding Jesigller ,11:111 aseenaial 16:11 the bends loilized Inn Du7nr: B(3 111,C - 2 STOKER this design meet or exceed the loading imposed by the local building code. It is assumed dcd the wit chord is hwrdly braced by the ruin car Iloor the bunom is Literally 11C I..i.ve 2'070 DurFaeo L=1.25 ® YuC a Valley sheathing and chord braced by a rigid shc:ltbing nnatcnLJ Jireuly :macheJ, unless uthnvis ee noted. 11racing shown is I'm- laml:d psf za P=1.25 (RFL) suppon of components mcnnbers only, to reduce buckling length. 'Phis conywnnu sh:dl not be J,hecd in :try• coviruumeut 111w mill c:nlse the nwisulre content til due wood exceed 19%• ;md/or cause TC Dead � 14.0 pe f Rep blbr Bnd 1. 3.5 44 USN-LWAL ,A Dr.AIS +++5 Nonbp:rl• Ur., Colo Spriugr, Ct) W:9(17y comicctnl' plate. L'nl'1'nxlllll. I'alll'le te, Nuld1e, IlUlall :llltl brant'. this fruss Ill mt'lll'd.11lle will) file lillllllvlllg sland rds: 'TRUSCOM MANI JAI.', b rntswal, ' IIAI.I'I'Y CON'I'lJUI. STANDARD FOR MLTAI. I•Iw\'I'll t'uNNlil "I'IiU Wu(, � tsslis' BC Live �• 0 psE O. C.Spaoing 2- 0- 0 l:'1'141 - (Gs'I'-x:O,'IIANDHN(IIN.STAI.I.INUAND BRAC:IN(ItvllTAI.1•IA'I'I;CONNlit11:1)W(mil)TRI ISSFs:. 11114-,1):1nJ'lllll-'/IXllb•I^.I:\1: 1' ' od BC Dead (10.0 psE Design Spec U8C-97 slllil•:I" ly I . I'Ie'1111ss 1'Llte Institute (I'1'I) ix located m 5x3 I)'Unulriu Urive, I\•IaJisun, \Vis:nnsiu 1;171'1. 'rhe 111-9 ININI I nrca Tp5.0 Version 06.05.99 .IuJ AsnocL,tion (APPA) is located :II 1250 C'ulunecticut Ave. NW, Sic 300, \vashingbal, UC 3x116. TOTAL C,4.0 ps f De -fl Ratio: W240 'W: IV240 -_ Joirt Ir-catials _ --- 1 0- 0- 0 5 0- 0- .0 2 3- 6- 0 6 3- 6- 0 3 9- 3- 0 7 15- 0- 0 a ls- o- o 3 3-6-1- 1 I 5_9.0-I 3-6-0 9-3-0 I ? 3 3.50 3.50 UP ob Name: DEMUCCI STUB 6 7 Truss ID: 1=13 Qty: 3 Drwg: Lm X -LCC RE?K.T SITE REVD TC 2x -I CFL 112 fgathr3 t{%a 1 8- 1-12 660 3.50 1.50 DO 27/4 EFL 42 TATS 12311,1'1 1.131110 CCI4MWII kl.1'YUl' OF' 2 22-10- 4 660 3.50" 1.50" VE13 2X4 IF UPIIM I•lUntTE: 111`•1-) CTSI,3. ga.), positioned per Joint Report. circled plates a false SLAM 2x4 1x1, ;2 I9FR11r; Rujimr:Fu:r11s t�1.n.•e1 are 1Lvsvl (1,11"yTC FCRZEE AX[, WE) CSI Pf-lE W LL•S I'M ICW 1' { RErfrli' I11.607. u, U; '.tr,v;n ioJ:erial al: a7,di 1--41-1 . -41-1113. 1 -573 .00 .22 .22 luxur; plsu) m CSu:I'l jil'un VALm3. Invh1 fa• 16 L:)I rrn-u:,._vAUit, If -I.1,. 2 -611 .01 .36 .37 Chk: Bea -080 FI.1 vertic:alu feu .,111:.,1 ln:d.l; 3 -1181 '.01 .34 .36 l Custammer Name: lii.l vu L'ics::lu Il,.tt :.a.0 ex.1 ca, l,l :J ,.,n. u, 4 -468 .00 .09 .05 Dsgnr: Be IILC, = 2 STOKER I-1cw LJ-. Lr,r:;u profile (il:.."y) o'.,y „s.l,iru this meet or exceed the loading imposed by the local building code. 11 is assumed dcd the top chord is L•derdly.b,; ced by lite rn11f or floor Live 20'. 0 pet DurFaes L=1.25 P=1.25 at. HiLiuwl ily;i,pr.. I C1i,jid:aaIJ1.1. 0'/ c41,au) 1,f-' FUr_E AM �dD CSI R> support of cumpuncnts members only to reduce buckling Icogth. This cougnatcnt shall 11111 he Jklecd in :my cnvironutnnt 111:11 will c:msc die 111"isutre fur lateral. I:cn'c.coa cls. to wild Ca - 1 0 .00 .51 .51 Tktttitil4\I, tiYYff.AIS 4445r+urd,l,.rL Dr., C.I. Spring., cr, w,xrl comcm of the wand exceed 19'7 arid/or cause connector pL11c corrosion. fabric:de, h:oullc, insedl .ntd brace this muss in acrord:nu:e Willi the following scuuL,rds: 'TH115COM MANI)Al.'. by'I'nrswd, 'U11AIXI'Y CUNTIee11. STANDARD Pale NIFTAI. I'I.A'1'Ii 1' )NNL•t -I'IiU lcal.i� «, t1� di I1ri. ,r3. 2 11.23 .11 .51 .62 Milli 1,1111 155115' - ((+1'I'-xK), 'IL\NULIN(i INSTAI.I.INO AND 11RACINt'i NIFTAL I'LATI; CONNI471i1) \Vr,ulrfulUsi:s: • (I 1'11111-91 SII�IMAI:Y BC Dead 10.0 psf I -EB FCRM CSI Fd B FMCE CSI 511111:1" by'I'I'I. The Truss I'L,te Institute ('I'I'I) is located :d 5X3 IYn11ofrio Drive, Islndisun, Wisconsin 51719. The Americ:nl forest :md I 1-5 -rm .16 3-6 -625 .'A Tp5. 0 Version 06.05.99 qwl' Ass,w6tiun (Afl'A) is l:Kaicd at 1'351 Comnocticut Ave, N\V, 51c 21x1, Washimgmn• IH:21x136' ' 1-6 684 .70 SUM -768 .14 TOTAL.0 psf 2-6 83 .09 I -M LfFL=C11 (Epa1) 14/599 I14 i -EM 6-7 (LdVE) 1F -.16" D- -.20" T= -.36" -_ Joirt Ir-catials _ --- 1 0- 0- 0 5 0- 0- .0 2 3- 6- 0 6 3- 6- 0 3 9- 3- 0 7 15- 0- 0 a ls- o- o 3 3-6-1- 1 I 5_9.0-I 3-6-0 9-3-0 I ? 3 3.50 3.50 UP STUB 6 7 3-63-6 11-6-0 3-6-0 15-11-1) I 2/4/00 A / ^ /00 rrtisv:al Systems Plates are 20 ga. unless shown by "18"(18 da.) or "N"(16 -ml Scale: 11/32" = 1' ga.), positioned per Joint Report. circled plates a false frame plates are positioned as shown above. WARNING Itetul alt notes m1, this sheet and give (l com, Off•it to the Erecting Contravior. TBF: 38.7 t•Io: So ® 'this design is for am individtcd building component. It ltas h«n bsul nn spccilicdiuns prnviJ<d by the ar,nponcm nemul:,aiurer:,nd done in Chk: Bea -080 acconl.nne Willi the Comm versions uf'I'I'I and A111'A design slaodards. No respnusibiliiy is;,,mimed for dimensional acewacy. I ti11n:n,i„us .w. to be b,• l Custammer Name: BARR LUMBER verified the componem to nuC,cntrer and/u1, building desigucr prior to fidnication. The buil,lhtg de.,igner ,hall ascertain th:,t 1lie held, utili,ed 1111 design Dsgnr: Be IILC, = 2 STOKER this meet or exceed the loading imposed by the local building code. 11 is assumed dcd the top chord is L•derdly.b,; ced by lite rn11f or floor Live 20'. 0 pet DurFaes L=1.25 P=1.25 ® Yucca Valley sheathing and the bo Lunt chord is laterally braced by a rigid sheathing m:11crcd dircclly :mached, unlass odtawisc allied. llrwing mama is I'ur I:,ter: l R> support of cumpuncnts members only to reduce buckling Icogth. This cougnatcnt shall 11111 he Jklecd in :my cnvironutnnt 111:11 will c:msc die 111"isutre TC Dead 14.0 psf Rep Mbr Brut 1.15 Tktttitil4\I, tiYYff.AIS 4445r+urd,l,.rL Dr., C.I. Spring., cr, w,xrl comcm of the wand exceed 19'7 arid/or cause connector pL11c corrosion. fabric:de, h:oullc, insedl .ntd brace this muss in acrord:nu:e Willi the following scuuL,rds: 'TH115COM MANI)Al.'. by'I'nrswd, 'U11AIXI'Y CUNTIee11. STANDARD Pale NIFTAI. I'I.A'1'Ii 1' )NNL•t -I'IiU BC Live • 0 psf O. C.Spae ing 2- 0- 0 Milli 1,1111 155115' - ((+1'I'-xK), 'IL\NULIN(i INSTAI.I.INO AND 11RACINt'i NIFTAL I'LATI; CONNI471i1) \Vr,ulrfulUsi:s: • (I 1'11111-91 SII�IMAI:Y BC Dead 10.0 psf Design Spec UBC -97 511111:1" by'I'I'I. The Truss I'L,te Institute ('I'I'I) is located :d 5X3 IYn11ofrio Drive, Islndisun, Wisconsin 51719. The Americ:nl forest :md I Tp5. 0 Version 06.05.99 qwl' Ass,w6tiun (Afl'A) is l:Kaicd at 1'351 Comnocticut Ave, N\V, 51c 21x1, Washimgmn• IH:21x136' Deft Ratio: 1{/240 TC: 11/240 TOTAL.0 psf 3-5 m 7 11-941-1 11-9-1) N I_I_'1_II 1 23.6-0 1- 4-1-2 4444 7 111.8.11 t`� \1ViS.�;,\ �� G fy •, Q) cr 4J -T. P."12(31/02 S'T�TC O CW- OT P 'E J<<' 'INVICAL PLATE : 1.5-3 2/4/00 Truswal Systems Plates are 20 ga. unless shown by ":1.8"(18 ga.) or Scale: 7/32" = 1' "H"(16 ga.), positioned per Joint Report. Circled plates and false frame plates are positioned as shown above. ®' WARNING !tend all notes on this sheet and give a cotw of it to the Erecting C'ontractln•. job Name: DEMUCCI wo: SB -088 Truss ID:/1 Qty: I Drwg: C00003 5 14.3 _UZ.5 13m X_IDC FGFL' SIZE REQ'D 'IC: 2):4 11.1, 112 PlatiJtl r ua': 74,m/lvf - 1555 1 0- 1-12 1034 3.50" 1.50" D^. ltd M.. 112 Tiffs r.L)l(3o'15 'lic C(7•IrCY:I'IL Itl:` <.II;I' or 2 23- 4- 4 1034 3.50" 1.50" I•EB 2xd IF UI'I m 1`41LTIPI.L, 1.LYd) CASES. SI.,11:[R ?:.9 DFL 82 H..'hRlld. REURPH-11 111 d1rVA) arm Ircz.l (iIIN 71C I MIME AYd, BPD CSI (u.. HI Y, f Q' UrfLxry C 1 tl to tt+u;u u, d cI -i a I.:.1: -'r i, I .-. n .i i t I. 1 -506 .00 .30 .30 1oa,61 ftu- 10 W3P rrnt-wxumwt 911.,. If RIE VALIL•:: IW( I(li) Id!,3.73•i11 PEI (IeI':IIf(r/. 2 -2214 .06 .30 .36 Li!•:I'JIf; 1J• !-'I) CJI Cld: LIIII472 V7ilIIS. Wile blcc) um ::z 4 _ :It:.0 .i,,, o.c:. t•V :. 3 -1759 .06 .47 .54 Rep bibr Bnd 1.15 <It is aseztltsJ 00,11 o.. 1zu.:e of I'.IIi:J I:r,c;i; 4 -179.1 .06 .47 .54 HC Live ,0 psf < is sl -ea li:d with 131y,=I, Wfl, t•.rrri Intu'cl 5 -2214 .06 .30 .36 (UAND IN� �'1'-a�O, 'IInNU1.IN(J 'I'nI.1.IN(1 BRACINGMIi'I'AI. PLATEt'ONNEt'I'I:U t1'utlU'I'I(uSSliS' • (11111-911 anJ'llllt-91 SIINiA1,\It 1' < sidirq Or IVACL1 taal.d sidl.rg. 1f act, 6 -506 .00 .30 .30 < aMit)o>al 1crcU mist Le cul>icl_red qt < nan-ccay-iiteats baarhv c�JJsil)l.ea. BC FCIiCE AXL EM CSI TOTAL 044.0 psf I.Li Ilse zuixptate st.apl.es fcr galAe bleclw. 1 2051 .23 .66 .88 G ale blocks may rv.ure lateral. braciro 2 2051 .23 .66 .88 'Ie to whit Ell jAiCx to t1e 1'a::�. S" 9luxrtls raCted gable 1,071c:i1q C.6tail i 4FB FUKE CSI 4JlB FLRCE CSI Lateral. lcarl3 i i) 1J 1 e 4J1,t11 U t_ 1, u Cls 2-7 -441 .39 SC.CM -1774 .33 Irk 1»7 rX1-,Adat-ed tullcxas I-rkcd dI'r_ttdi:a=. 3-7 513 .52 S11M -1774 .33 9I z:i;e IWA-3 ;u'ti 11'.=i.t cxtut-C-ti.atI; arc H- 4-7 -441 .39 try :u.ibilil.y of Ue btil.diflrl I.WX LEFI1 ai (q -t) ' 1,/595 IIII.S4 7-8 (LIVE) D. -.21" 7` -.38" -- Joirt Icraticri-B _ 1 0- 0- 0 5 23- 6- 0 2 5-10- 8 6 0- 0- 0 55-I(1K 5=1II;N_1 5-111_x_-� S-I11_h_I 3 U- 9- 0 7 11- 9- 0 1 4 17- 7- 8 8 23- 6- 0 5-I0-8 11-94) 17-7-8 2.1-6-0 ------I I 2 .1 I i F-3.50 _3 50 3-5 m 7 11-941-1 11-9-1) N I_I_'1_II 1 23.6-0 1- 4-1-2 4444 7 111.8.11 t`� \1ViS.�;,\ �� G fy •, Q) cr 4J -T. P."12(31/02 S'T�TC O CW- OT P 'E J<<' 'INVICAL PLATE : 1.5-3 2/4/00 Truswal Systems Plates are 20 ga. unless shown by ":1.8"(18 ga.) or Scale: 7/32" = 1' "H"(16 ga.), positioned per Joint Report. Circled plates and false frame plates are positioned as shown above. ®' WARNING !tend all notes on this sheet and give a cotw of it to the Erecting C'ontractln•. Tep; 76.0 wo: SB -088 This design i, for all inJividwl building component. II Is,s Weii based un ,pcciricaliuns provided by the cungnntnu m:nmlacuu'cr acid June illClile: W. Custmer Name: accord:mce wish the current versions ol'I'PI and AhI'A design seI Ii m6rds. No responsibility i, ;,,,unuJ for Jimcusinual an:wavy. ntcnns ,ioare w be verified by the cumpuncnt immuiamurer and/or building dcsigncr fahriadinn. building Dugnr: ac JILC � 2 STOKER BARRLUMBER priur h, The designer slmll : scertaiii Ihat the b.,d, Iililizcl o,l this design nuet or exceed the hc,dlog Imposed by lucid building 1'C Live 20'0 psf DurFacs L=1.25 P=1.25 the coda, h is assumed dmt die top chord is laterally brw•ed by the rani or flour buuom is ®r } Heli] Valley sheathing mid the chord L•ucrally braced by a rigid shewhing ncner)al dirccdy auochc,l, unless nihowisc urned. Ilnwing sho,t•n is for lino.! ,uppon of componems members only to reduce buckling length. This component Mull he in TC Dead (RFL) nut placed :my envirunmcnt den will c:mse the uuii,mre p ucm of t he wood exceed 19%, and/or cause connector phne corrosion. Fabricate, h:mdlc, ium;dl :cul hl -.'CU this in 14Af0 ps f Rep bibr Bnd 1.15 TRIIStt'nL SI'SrEA15 +++s r),ml,p.,t W., colo spriok., Co) W)9()7 Ilii„ accurd:mce will) dm following mwuh,rds:"1'121 Is( NLWIby'I'ntswal,'QI (ALITY CONTROL STANDARD Ft O(NlI:TAI.PLA'IECONNlit "I'lil)\V( It)D'I'Itl issl:s, HC Live ,0 psf O.GSpacing 2- 0- 0 (UAND IN� �'1'-a�O, 'IInNU1.IN(J 'I'nI.1.IN(1 BRACINGMIi'I'AI. PLATEt'ONNEt'I'I:U t1'utlU'I'I(uSSliS' • (11111-911 anJ'llllt-91 SIINiA1,\It 1' 13C Dead 10.0 psf Design Spec UBC -97 S111:1:1" by'I'PI. The Tntss PLde Instinne ('I'I'I) is limed a1 510 W011,11,rio Drivc, NJadisuo, Wi,c"nsiu 51119. The American Forc,t :cul I'.y,cr Version 06.05.99 As,occnion (AHW is lucwcd at 1'_'50 Comleclicul Avc, NW, Stc 20t1, \V:,shinglnn, OU21)(06. v TOTAL 044.0 psf 1k E1 Ratio: Lt/240 'IC: W240Tp5.0 ob Name: DEMUCCI Truss ID: /];I' Oty: 4 Drw : CO T3_ X -IDC REACT SIZE REIQ'D 712 2x4 rl-L 42 Plati)YI rpw. vFP6[/IY'f - :1995 1 0- 1-1-2 1034 3.50" 1.50" Llr 2x4 LFL 92 11 ITS I'LSi(Id TS -Ila;, M-117MI'1L RI:::a.1f.8' OP 2 23- 4- 4•. 1034 3.50" 1.50" t -EH 2Y4 IF OTTLM 1IQ,T7IiG Iryo C z6;S. SLII7:R 2x4 T.FT, 112 T9:7011r, Rojilld:HAI11, •slrn.11 aro '712 I= AM Hdl CSI 111,112 V1II[5 11-12 I(10 I2MEPIK14 ff.-IMP111607. w ta. Loc;:: 1-506 .00 .30 .30 Ii.,'•:1'fI1-3 L.1,4,MDCII 6FdiL• 4 1.11.43FR VAliliS. l.czd.6.1 hir 10 WI., 2 -2214 .06 .30 .36 3 -1794 .06 .47 .54 4 -1794 .06 .47 .54 5 -2214 .06 .30 .36 6 -506 .00 .30 .30 BC FC RM AXI, EIV CSI 1 2091 .23 .66 .88 2 2091 .23 .66 .88 4EB RTKE CSI VES FITC£ CSI 2-7 -441 .39 SIT EM -1774 .33 3-7 513 .52 SLEM -1774 .33 4-7 -441 .39 FRX LEFIECrICN (ski) • 14/999 r14 1.04 7-8 (LIVE) L= -.17" Lk -.21" 'Ib -.38" = Joint Tocatia->.s = 1 0- 0- 0 5 23- 6- 0 2 5-10- 8 6 0- 0- 0 3 11- 9- 0 7 ll- 9- 0 4 17- 7- 8 8 23- 6- 0 5-10-8 � 5-111-K 5=111-Y 1 S_I11_ i -I 5111 Y 1 1 I -1-II 17-7-8 2:1-6-0 3.50 3.501 411_-1_1 -2r1JA;:9e s ?�C<7`'•D1 lt\ xpVl2i3y/C� I< 6 7 Y I I -'J-11 1 11-9-11 -I 2.1-6-0 'fruswal Systems Plates are 20 ga. unless shown I)\,,^1.8" 2/4/00 ga.) of Scale: 7/32" 1' "]l"(16 ga.), positioned per Joint Report. Circled plates and false frame plates are positioned as shown above. ® WARNING Rend ail notes o,t t/ti.v sheet and gi►'e n cui)1' of it to the h.'rectittg Cuutrnrtur. T13r': 53.3 w0: SB -006 This design is furan iudividtcd building component. II Itis been based un spccilic:uiuns provided by the cumpuncm m:umfacuu'er :uul doue iu Chk: BG Cuutamer Names aca,rd:mce aids the eurrem versions of TI'I and AFI'A design suottlards. No respunsiLiliry is :,asumcJ I'm dimensional acam.o:y. I )iu,eusions :u,• u, be �. BARR LUMBER vc1'ilieJ Ly the cumpuncm wnutlacuu'er and/ur building Jesigna' prior w faltiealiml. 'rhe bud,hl,g ,lesigner slt:,Il :stere in he I,rnh mili,ed ,, Dogma BO NLC - 2 STOKER IIlis design meet ur exceed she lading imposed by the local building code. Ii is assumed Thai dte top churl is WerM), braced I,y the ro, I' ur f lour shr:nhiu' and the lotion) churl is Literally braced b TC Lives 20'.0 psf DurFaee L=1.25 P=1.25 YUCCiI VuUC � Y y u rigid she.,ihing utucrcd Jircedy auachcJ, unless ushenvisc nmol. Ifi;,cing shown is for Inteial ® RFL y suppurt of cmnponnus members only to reduce buckling length. 'Phis annpoucm shall nal pl:,cal ill :ury cirvirunnmm will c:utse die moisture TC Dead . 0 pe f Rep blbr Bnd 1.15 (RFL) cutunu of Ole wmud exceed 19% ;md/or cause anmecwr plate an•rusiun. F:.briewc, h:mdle, ilwA :"til bn,ce Itis u'ucs in oa1,o•J:mce with iha i.,11- fog DC 1,1ve . 0 l444 5'HUS\VAI. SA Dr., slanJarJs: -I'll iSr.ONI NIANOAI.', by'I'nu:wal, 'Vt 1AIXI'Y ('ON'1'I(ul. S'1'ANI)A1(U I;(M NII:TAI. I'I .A'I'li ('UNMit"ml) \Vuu1) 'I'I(IIS.'�IiS• - � puf O. C.Spac ing 2- 0- 0 TRO Ali. Y i -a, Culu 5prb,g., CO !11`X17 AIANI)I.IN(i INSTAHANU AND IIRACIN(i NIETAI.I'I.A'1'li L'ONNECI'I:1) Wn01)'I'I(USSI:S' - (11111.71):nal *1f11691 SI ININIA, NY BC Dead 10.0 pef Design Spec U13C-97 SI IFFT' Ly'I'I'I. Thc'hiiss I'Luc Institute ('fl'I) is located;d SK3 WOnol'riu Nrive, Nladisun, Wi-ow.io 53717. The Ames icni Fur"I .,nd I%q.er- Tp5. 0 Veraion 06.05.99 As.-i.niun (AIWA) is l(waleJ :u 1250 Connecticut Ave, N\V, St.219). Washington, 1)(•'111111(,• TOTAL. 44X0 per DetZ Ratio: Ii/240 'll- 1//240 3.5 4-1-2 SHIP rO A5%Ui1 `` 15932 '.�O 12/31/012 /* 1.6-6-11 -- ------ I sT crvi,:� QTk CF CAt Job Name: DEMUCCI 7-11-11 _ S'1'1)11 -I . Truss ID:t12' Qty: 2 Drwg:COG003S143-027 L§ Y -LCC RETLT SIZE REQ'D 'Ir 2X4 r.ET. 112 I'1atire q:,n'r•! r/11�r - 19!,s 1 0- 1-12 726 3.50" 1.50" LIC 1-4 CEL 112 'HITS t.1,3i(IJ IS '11c cfl•1LCf.;1913 Illi:.a'_ll;l' OF 2 16- 4- 4 726 3.50" 1.50" VEII 2x4 IF UPILM 1`41117H.E LfYJI CT.11iS. wo: SB -088 BARR LUMBER Vali(}' SYtirl'.A1S RFL)sl:ud:(Js:"1'1<I1S(;i,�I 4445 N.nbl-k Ur., Cul. Spria6., CU Mp9a7 Tp5.0 Version 06.05.99 .S1.II:R :9:•1 MT , 112 I1i%J211.7, 1(Gf?Il ltl•IN•IJL'; ,ilru.rl .o,: Ito: 111111! Customer Name: STOKER 7r: Frr�:E AYL EfU CS Itr.n:: vrJlr ; 11:1( MO Hrrj-7R 114:1.(7(, IIIC,'O. (II I.I.. I Itum, lo.h j-i..I cd. ,:e I1 1, lo iI,l. 1.-1503 .00 .08 .09 111-TIIt; IJ{:1:1) (11 w1:1:1I LI 11011 W -1I L•`3. Iii LA lxm, lu 1::1 1,.,-,., 4,.t,I 1, I d I+11,. 2 -1354 .02 .33 .35 Dd veutic;-.ls fc¢ a,xi.:d :k_uI; c..,ly. 3 -793 .01 .37 .38 D':.1 vrrtkc is G.: arc ED1a-.:L- 1 A.011� cn: 4 -769 .00 .27 .27 Lola•) t1,c t11BS3 Profile (if alr/) uuy n:rte:Ilirc- aAliticrctl. (aa;ign 0." BC 'I= AY.L, 1347 CSI for .l at:el:al fu,uv; 11b to vAill col' :xci:.atic 1 1286 .13 .53 .66 IoAj cu 1:1,. I,lildilcl. 2 0 .00 .53 .53 V03 FUTX- CSI VIED FUTE C -3I 2-6 -611 .55 4-3 -716 .1.5 3-6 134 .14 SLLTQ, -907 .17 4-6 798 .81 I -m EI17.F) a'T (sr -11) • W599 Ill1.04 5-6 (LIVE) )F -.18" D= -.22" 7- -.40" -__ JoirL Lrratims =____ 1 0- 0- 0 5 0- 0- 0 ' 2 5-10- 8 6 11- 9- 0 5-10-8 i-1(1_ti__I :1-'1-11_-I 3 11- 9- 0 7 16- 6- 0 I - 11-9-0 16-6-0 4 16- 6- 0 .5-I0-8 41 3.50- - --3 . 50 3.5 4-1-2 SHIP rO A5%Ui1 `` 15932 '.�O 12/31/012 /* 1.6-6-11 -- ------ I sT crvi,:� QTk CF CAt 5 11-9-0 !:9_11 7-11-11 _ S'1'1)11 -I . 11-9-0 •- I6-6-0 Tntswal Systeme Plates are 20 ga. u nless shown by "1.8"(18 ga..I or "H"(16 ga.), positioned per Joint Report-. Ci.rcle,d plates anal Ea'L�c 2/ 4/00 Scale; 5/16" 11 frame plates are positioned as shown above. ® WARNING Rend all notes on this sheet and give a Cops' Of it to the Erecting Cont1wrtor. TeF: 42.7 wo: SB -088 BARR LUMBER Vali(}' SYtirl'.A1S RFL)sl:ud:(Js:"1'1<I1S(;i,�I 4445 N.nbl-k Ur., Cul. Spria6., CU Mp9a7 Tp5.0 Version 06.05.99 This dcsien is for ant individual building component. It has been based on specifications provided by lite unnponcnl ucmuia mrcr and done in accurdancc with the current versions orm and AFpA design slamlards. No responsibility is assumed for dilllelllimlal accuracy. Dimensiums :dew be verified by the almpunem mnmfacwrer and/or building dcsignu prior In fab ric:uion. 'I'hc building desiguu sh dl as err. in Ilial the la.ulx wilirxd alt I,,is Jcsign meet or exceed the holding imposed by the Imal building code. It is assumed Thal the lop dond is lawndly braced by the r"ol or Ilo,l"• shc:mhing and the buum n chord is Literally braced by a rigid sheathing material directly aiiad .d, uul"s whonvi- holed. I1r.tciug shown is for lam -A suun ul cuntponenls member's only la reduce bucAling length. 'Phis etnnpunuush:Jl out be placed in:nry environnlem Ih:d will cau.vu the nn,i+re colllent m( the wood exceed 19% audrur cause eurmeuor plate corn.}ion. fabricate, handle• install and lwzwe Illi\ II'IU.s in ai't'I m"Lolee Mill dl,' I,41-vi"t. MANIIAI:,byTrunw:d,'01IALITY CONTROL STANDARD true mu:TAL PLATE C(JN I:t'rl:D ww u,�rl;l p,�;ItS'. ((1x'1-xx),'IIANDLIN(;INSTAL1.INO AND HHACIN(iMETAL I'LATI:(:ONNL(:1'1:15Wu(IlJTRIISSES:.01111-91):,nd'IIIli-91 tit'\I\iAlel' Slllili'I" by'1'I'I. The'1'russ I'Lue Institute (I'I'I) is located at Sxl D'(4w(rio Drive, Ntolisoa, \Vis,:onsin 5.1719. 'I'hc Anlrriran fw,•.+I and.,t Association (AH'A) is Iuc:oed :a 12-SOCutmccticut Ave, N\V, Ste 21x), Washinguut, UC '19)10. Chk: 13G Degnr: 13(3 RLC7= 2 Customer Name: STOKER TC Live TC Daad I3C'F.1 vn FIC Dead 'DOTAL 20,.0 of pYucca [41.0 puf }'fH111WAI. -;.0 pef 1Ok0 pof i4 ."'0 pef DurF'aee L=1.25 P=1.25 Rep P4.�r Dnd 1..15 O. C. Spacing 2- 0- 0 Design Spea UHC -97 Dan Ratio: L/240 'IC: IV240 job Name: DEMUCCI WARNING stead alhi noses on this sheet and give a cnp), 001111 the Erecting Contractor. TBF; 53.3 Truss ID: 13/ Qty: 3 Drw ® This design is furan individmd building component. II less been based on spccnccauons provided by the c"nlpnncnl m:uuJ:uaurcr and dune in Chk: BG : aW, X -LCC RF?CP SIZE REQ -D `TC --1%4 En, 112 C'lat-inJ q3 _nIbI/'IPI - 3955 1 0- 1-12 1034 3.50" 1.50" BC 2x9 IT- 1, #2 11 -ITS 11-N1614 TS TIC CCJ+II?r1i7TL' i(li1 (:Q;l' PD' 2 23- 4- 4 1034 3.5011 1.50" 4E3 2>0 HF LTII TTy I•TII;ITPLG ). YT) CA -IT -S. (RFL) su un of members only to reduce bucklinglength. This component shall lint be IL1txJ in :nl PP P Y g I I y environnum Ih:n will cause the nmisulrc SETTER 2x4 LFI, 92 MPRTM 8177:JfRfl•IGI•I7S slrz•ai are Ham -.l (1,117( 7C I= AM 130 CSI PTFE V,=- PER ICED REMN10i REI:aZr 111607. c'il t]'c Uin;:: nld:erial. al:'e:411 lliar.ilrl. 1 -506 .00 .30 .30 iumin E1= ) Q4 wiimi LITEEn vAim3. Irilrlxl cor 7.0 1AA, rC11-CClfJlr7.c J: IiII,. 2 -2214 .06 .30 .36 As,oci:lli"n (APPA) is located lit 1150 Connecticut Ave, NW, Sic 21X), \Yoshington, Dr 2(x136. ) Ratio: 1/240 TC: L+h90 3 -1794 .06 .47 .54 TOTAL 4 0 psf 4 -1794 .06 .47 .54 5 -2214 .06 .30 .36 6 -506 .00 .30 .30 DC I= AM EM CSI 1 2051 .23 .66 .88 2 2091 .23 .66 .88 VEB FZFrLE CSI I•EB FCFiI_E CSI 2-7 -441 .39 RIEW -1.774 .33 3-7 513 .52 SLEFR -1774 .33 4-7 -441 .39 r.w. CL•FL 171(14 (sI --M) 14/999 114I -Ell 7-8 (LIVE) L- -.171j Ck -.2111 7- -.381' T_- Join Inc2tims == 1 0- 0- 0 5 23- 6- 0 2 5-10- 8 6 0- 0- 0 3 ll- 9- 0 7 11- 9- 0 9 17- 7- 8 8 23- 6- 0 5-10-8 ( 5-10-8--1 i_10_ �1 5=10.8 1 5-10-8 1 1-')-(1 17-7-8 2:1 -6 -II I- 11-10 1-- _II-'/_(! -- - -_I I 2- 1 I F - -:1.501 7 x 2.i-0-0 4-1.2 7 S1111, E a• 15982 JJ 12N,'02 CN1\1 OF CN_',F 2/4/00 Tnlswal Systems Plates are 20 ga. unless shown b}' "18"(18 ga.) or Scale: 7/32" = 1' 1411(16 ga.), positioned per Joint Report. Circled plates and Ea.l.se crane plates are positioned as shown above. WARNING stead alhi noses on this sheet and give a cnp), 001111 the Erecting Contractor. TBF; 53.3 wo, SD -088 ® This design is furan individmd building component. II less been based on spccnccauons provided by the c"nlpnncnl m:uuJ:uaurcr and dune in Chk: BG accurlLulce will' the current versions of ITI and AFIIA design sland:uds. No respunsibilily is :IssaulcJ I'or diuuusionnl accm:u:y. Dimauiuns arw b c e Customer Name: BARRLUMBER verified by the cumpuncnl manufacturer and/ur buildhlg designel' prior 11) fabric❑lieu. '1'hc building Jcsigner shall : scell;,ill Thal the h�111., ntili,ed all Dsgnr: BG $LCI 2 STOKER this d"ien Nice[ or exceed the huding Imposed by the local building code. It Is assumed Hutt the top chord is Luclnllp bnlcctl I,y the rami ar Iln,ll• TC Live 2'0T0 s f ktr� P DurFaes L=1.25 P=1.25 Yucca Valle ' � slicalling and the bouom chord is Literally braced by a rigid shewhing ulaterul dirccdy clutched, uulcss otherwise rimed. Blaming ahuuu is iar Lund con oucnis (RFL) su un of members only to reduce bucklinglength. This component shall lint be IL1txJ in :nl PP P Y g I I y environnum Ih:n will cause the nmisulrc r7 TC Dead 14.0 psf Rep bib( B11d 1.15 S,k content 111 Isle Wood chicccd 19% :ald/or cause connector pLac corrosion. I•;,briwic, ll:111111c, ill.stall :11111 Idose Illis 11'llss Ill ;1ccordmice %kill) Isle I"hawlllg s%Lll&ids: "110INCONl MANIIAI.'1 by'1'I-uswal, 'QUALI'T'Y CONTIML BC Live Q O.C.Spacing 2- 0- 4443 NvAl. W.,1S ��5 Nonhp.rk Ur., Colo Spring, CO W)A17 STANDAW) Hilt METAL HATH CONNH("FHA) N91(11) TkIIS.\IN, - (0S'I'-I(x), 'IIANDLIN(1 INSTALLIN(I AND BRACING NIFTAL PLATE C(MNHI:TH) WOI IU'I'I(I I.SSI:S' - (I Ills -91) tnd AIM -91 tit MPI:\I(Y . psf BC Dead 10 psf 0 Design Spec UBC -97 SI ll:1: l' by'I PI. The TrusA Plane Institute (TPI) is located at 51(3 D'()I10I611 Dlive, Nlmllswi, \\IaU1111111 53719. The Allteric:ln For, t will I':gwr O Tp5. 0 Version 06.05.99 As,oci:lli"n (APPA) is located lit 1150 Connecticut Ave, NW, Sic 21X), \Yoshington, Dr 2(x136. ) Ratio: 1/240 TC: L+h90 TOTAL 4 0 psf job Name: DEMUCCI Truss ID:/K,, Qcy: 2 Drwg: EP -r X -LDC FOCP SIZE RI3Q'D TC 2X_1 DFL lit Platirf) rq>i\ :,H 1!31` 11''11 - 199'i ----------1(191') CYLm IIL Lv xv 1.C14L14 ---------------- 1 0- 1-12 3845 3.50 2.05 LC' 2>fi n-1, 180017-1.61 11 lis I7:`mof,l;'illi (.11,110,111:: (L: :I IM, OF Dir L. PI f. L.Ioc R.Plf R -Lm L(.fll, 2 25- 4- 4 3845 3.50" 2.05" I•A.13 2xl IIF MUM 1.1VI'fLll's l.(Yd) (Y\`aiS. IC7 VcrL' 68.0 0- 0- 0 68.0 25- 6- 0 .59 2.9 IIF SIYI,URD 11-4 u.,m Fr'; If', Veli 233.6 0- 0- 0 233.6 25- 6- 0 .42 IC FCnCC AYL HU CSI ry,,iE Vi1i.L5 im Icw ZE7Rf.3i rlEECS1I X11607. au'1 tit-_ Ln,a Iu.,L,::r:i all. at 1 -8344 .21 .76. .97 _ Fea'uw';�J_ i,)raci)z1 iu rtx t. -ed Ov ody--rs) to frs,r.61 fclr 10 I::I' n'.rrcut:.uru:y J. Ic:)1,. 2 -8155 .24 ' .39 .63 rtfrud_ ratati.cn/tc1p.irg. See 111.13-91 a)'a lihl'll(; L%S:IiD til ru1:1:11 111•11TI( VAIIE7. 3 -6363 .11 .12 .22 �d(.1/'17'f. 1-1995; 16.3.4.5 ares 10.3.4.6. 2-I1;(! ILtil w/1111(11.1(11, 1:1...1 ,a,.,l ling 4 -6363 .11 .12 .22 C. 12) iu: 'IC- 2/1.`C D: :!%I'r. 4mV.:- ;/I1: 5 -8155 .24 .39 .63 6 -8344 .21 .76 .97 BC FMM AYL, HV CSI 1 7918 .33 .62 .95 2 791.3 .33 .29 .62 3 7665 .32 .12 .44 4 7665 .32 .12 .44 5 7913 .33 .29 .62 6 7918 .33 .62 .95 1M F= CSI Fifa FCFSE CSI 2-9 66 •.03 5-11 -1943 .22 2-10 -109 .01 5-12 1272 .65 3-10 1272 .65 6-12 -109 .01 3-11 -1943 .22 6-13 66 .03 4-11 3270 .77 I•AY rFFIFLTICN (gaan) L/999 Ri 1.04 11-12 (LIVE) 4-5-I0a=1-I-1 4_1_11_1 1,1._11_1 -1_1:11 .1 -i -III - _ L -.20" D= -.24" T= -.43" 4-5-10-5-10 H-7-5 12-9-0 16-10-11 21 -II -6 25-6-0 = Join Iocatians -=_ -1 12 -9 -II t -- --12_-!LII---- 1 1 0- 0- 0 8 0- 0-0 2I'I,'S I 2 3 •l S 6 7 • 2 4- 5-10 9 4- 5-10 3 8- 7- 5 10 8- 7- 5 I(I?(2U11(I:I) F-3.50 _3.501 4 12- 9- 0 11 12- 9- 0 5 16-10-11 12 16-10-11 6 21- 0 6 13 21- 0- 6 5-5 7 25- 6- 0 14 25- 6- 0 = 1-5 4 -4 -III _ 3_1 _ 4-4-111 oF. - �'/✓, 5-6 �� ` 5-6 SIIII' fJ�O\�� --- --'-til----- I ti r s I° -x-0 -- ----= - ,:: -------_ = II) -8-11L �2-4 j N 4( 62 ]7 �r E p. 12/3'1 /02 �t -' sTgr CNk f F� K ) 10 II 12 13 Id OF 4-5-10 4-1-11 � 4_I_II� 4_1_11 1 :I_I-1-I 1 :1-5_1.11-I 4-5-10 8-7-5 -12-9-0 16.10-11 21-114, 25-6-0 2/4/00 Trnswal Systems'Plates are 20 ga. unless ahown by 1118"(18 ga.) or Scale: 3/16" _ 11 ga.), positioned per Joint Report. Circled plates and false (same later are positioned as shown above. ® WARNING Read tilt notes oil this sheet tied ti copl, Of it to the h:('evthq Cau(tr'ti(aO(', 'PLip: 73.3 WO: SB -088 ,r;ive Thi., design 6 for :ul individlcd building cumpuncul. II Juts been b:ueJ un npccilic:uious provided by the cooylouenl In:nuum Mier nod don.: in CLk: BO C%ioteuner Names ;tecnrdonce will the curl'cm veisfon, n('1111 :aid APPA design e: kwds. Nu rcaptnuibiliry i, 11„un":d I," dinlensi,.wd ;,crunuy. 11i",: us iwv; :n,• to be BARR LU M B E R verilied Ly the cuolpoocul n intiPlculrer and/m' Luihliug designer prior w ISbricntiuu. The huildinb da;iencr,h:.Il auelt.611 111:'Ithe held, wili xd ou hi, dc,ieo f by Dagnr: BG 11L:CA= 2 STOKER TC Live 2010 ps f DurFaes L=1.25 P=1.25 Yucca alle Valley uu cl or exceed the Melding npused the lucid building code. It i, assumed 111w lite lull .II od is I:dcrally blaecd by the ruui nr floor sheathing ;wld the buunnl chord is L•demlly belced by a rigid sheathing ncdcl-61 directly;ImIchcd, unless ulhcl'w6c uulcd. brlcill• shown is for I:dcr:d b Y y SII 1 N)I'I til colo )uncnts Inelnber:, unl to reduce bucf;llll lull Ill. This (:ooll oclu .O�all Ilni be Ilaeed III :Ill I I I >' g g I t 1 y cnvirunulcnt Ihat „ill cause the woi,ulrc '1'C Dead 14 .,0 ps f Rep Mbr Bnd 1.00 (RFL) 4444TRIWAI. sYsl'CAIS ��JS fJmlLpark tipringr, content of the wood exceed I9Y. and/or c:uusc cotmecwr I.Loe corrosion. fabricate, h;aulle, ilwA 'lld brwvc This truss ill :n•ronL,nrc with lite Pdlowing sl;.n&,d,: "I'I11ISCONI MANOAI; , b Inusm.1, *(ItIALITY CONTIMI. S'T'AND,\HD Pok METAL I'LA'II; (' )NNE( -I H \\'uu0'I'I-I ISSFS• y • � BC Livia 0 s f � P O C •Spacing 2- 0- 0 Ur., lulu CO W1Xf7 - ((1ST-RR),AIANDLIN(IINSTALLINO AND IIkACINUMEI'Al.I9.ATE,(I)NNlil"I'lil)W0(1D'llOISSIiS'-(Illlt-91 :md'IIIUofSuNINMY BC Dead 109.00paf Design Spec UBC -97 - Slll FT, hy'ITI. TI)V fru,s I'Lde Inslitute ('I'I'I) is luc;ded ;,I SX3 W(Joofrfo Drive, 1\1Ca1is"u, Wisclln,iu 13'/19. The Awmi:.,u 14"'e,t :m,1 I'.ylcr 10..0 Tp5.0 Version 06.05.99 As,ocf:dion (APPA) is lmc.I.d w 1250 Culmccticut Ave, N\V, Sw 2txl, W:uhiugwo, Ill '2IMrm_ '1'OTA.L 94 0 psf 11 E1 Ratio: L�240 712: LL,/240 ob Name: DEMUCCI Or. X -LCCA REACT SIZE REQ'D 1 0- 1-12 4-3- 0 1122 3.50 1.50" 2 25- 4- 4. 1.122 3.50" 1.50" 71^ FC=- AM 11C GSI 1 -323 .00 .59 .59 2 -2428 .06 .59 .65 3 -2349 .08 .39 .46 4 -1848 .04 .28 .32 ' 5 -1848 .04 .28 .32 6 -2349 .08 .39 .46 7 -2428 .06 .59 .65 8 -323 .00 .59 .59 BC FCRCE AXL EM) CSI 1 2266 .40 .29 .69 2 2265 .40 .15 .55 3 2218 .39 .06 .45 4 2218 .39 .06 .45 5 2265 .40 .15 .55 6 2266 .40 .29 .69 V B FCRCE CSI VEB FCFKE CSI 2-9 27 .03 5-12 125 .13 2-10 47 .05 6-12 47 .05 3-10 125 .13 6-13 ' 27 .0't 3-11 -592 .34 ell M -2182 .29 4-11 762 .77 MIM -2182 .29 5-11 -592 .34 I•PLV LFFLEMCQ (span) L,/999 DI 1.2.1 1-1-12 (LIVE) LF -.13" D= -.15" 7b -.28" - == Joirt Laations ==== 1 0- 0- 0 8 0- 0- 0 2 4-3- 0 9 9- 3- 0 3 8- 6- 0 10 8- 6- 0 4 12 - 9- 0 11 12- 9- 0 517- 0- a 2 317- 0- 0 6 21- 3- 0 13 21- 3- 0 7 25- 6- 0 14 25- 6- 0 TC 2x4 FFI, 02 Fic a•,4 rm, 42 461, 244 1IF' Ur'rMw SL'ITTR ?xl Cfl7, 112 11A.AE VAJTP3 fl:R 1(157 IC-SUA I Ffla(r 113.607 Ii; -1711; UZ-STV (11 G1 Fh'f r I1JI32 W.f L 3 . Truss ID: 101 Qty: 6 Drw-g: r 7urs I.F.S1.rl l';I c1:14I(T>OV 19:7:1<111", Ill;flll l<I:I•II:I IL1.: 0jrNs'I fall: I+.c:,--+I (.111;+ (i+ Gs Lou;:; w.J:cr.ial 2d: o.aJl L<u.ilal. Icia.lxl Ecu 10 11;P tip cxuaua,aJ: 1X71 4-3-(1 i 4-3-0 1 4-3-II_� •1-3_II-I _I.3 -II ---I -�_3-��--I 4-3-0 8-6-I) 12-9-I) 17-0-0 -111-.1-II 25-6-0 I 2 3 4 S 6 7 3.50 3-5 H 9 111 11 12 I.1 14 4-3-I_� -1-3-11_1-1_1-II .1_3.111 4-3-0 8 -6 -II 12-9-0 17-0-11 21-3-0 25 -6 -II Q��pr E :, 'C" o "ry< __j 0. 045 82 :7 ( cp. 12/31/02 SIgT� CNIL Q��P CF CA! �i 'Pruewal Systems Plates are 20 ga. Unless sho'dn by "It;"(.18 ga.) cut 2/.4/00 3/1.6" 1' "II"(16 ga.), positioned per Joint- Report. Circled plates and f.a.l.sc frame plates are positioned as shown above. ® BARR LUMBER ® YRFaLVaUey 1'k5N.M. ADr.A1S .IJaS NonLp:r� Ur., L'ulo SprinX�, CO &)N)7 Tp5. 0 Version 06.05.99 WARNING Neat ail notes on this sheet andgive a cpt, of it to the ta'e('tnl,,; t (NIIY(fClol'. This design is for au individ+cd buildingm cnpoocnhas l. It s hCCll b:ned on specilicaliuns pruvidul by 111Ccongaom•w mauuiacun•cr :"I'I don.: in accurdallce will+ the Cull -Cul l•CI'Slulls of'i'll and AFI'A design sl:mdards. No re,l rsibilky is :l„uuled Ibr diu,ensiuu:d accw:,cy. I liulcn,ious ane to be verified by the colnpunenl m;mufa culrer and/or building designer prior al fidwicoliun. The building designer ,hall :I,CCII:dII Thal the hwk tllili,.ed ..1, This design mccl or exceed the Iw,diug imposed by the local building code. It is ❑ssuuled den the wp chord is Ia1er• lily braced by the rout' ur flour ahcalhirg ;nld the bumnn chord is Laterally braced by a rigid sImithing malerLd dirnaly ;dtachcd, unless otherwise noted. Ilr.wing shown is for I:ncral euppoo of congnnmuts munhers only to reduce buckling length. This componcnl shall nut be placed in :my environmeol Ihm will cause the it isi'lle cunlenl of the wood exceed 19%;md/or cause conneclor pL•+Ic wlrrosiuo. Pdiriaoc, lumdlc, instill :nld bl:,cc Ibis u,I." ill ;wcordwice +villi Ill, Ildlowiug sumd:o'd,:"1'RIIS( 1*4NIANI4\I:,b rnlswal,' U Y' Q AI.I'I'Y CuN'I'ItI)I. S'I'ANUAItI) Put: hlli I'.\I. I'I.A'I'li C(INNF, "I'lil l N'I n,l t'I'I:t ((15'1' T* bVll,\NULINu 11J\'I'ALLINU AND ItItACIN(i Mli'I'AI. I'L.\'I'li Cr1NNli('I'IiU \VuuD TIO ISSES• - (Iflit-911 :nal '11111.91 111N1\I:\Ry Slllils'I" by 'I'I'I. '1'hc'Ihlss I'Lde Inslilute ('1'111) is howled;d it13 U'011ufriu I)rivc, piadisuu, Wi,aou,ill 5371'). The Amcrlc:m Furc,l :,lul I•.yn•r As,oc•Laion (.UTA) is located ;,1 1250 Conneclicut Ave, MY, Sic 21X), W:ashingwn, DC 21X136. '1'131: 69.3w0: CIA; BG Dagnr: BG 1f 'CC _ -2 SB -088 Cue tcmar Name: STOKER 1'C Live 20 0 paE TC Dead 14�. 0 paf BC Live 0 psf BC Dead �0 paf TOTAL 44.0 paf DurFaea L=1.25 P=1.25 Rep Mbr End 1.15 O.C.Spacin 2- 0- 0 4 Design Spec UBC -97 r.>`El Ratio: T,/240 'IC: TV240 ob Name: DEMUCCI * >; Truss ID:,K2-," QCY: 5 Drwg: -MUU035 143-031 1 y.-LfJC I�Cr sI2E F+F]2'D Jr ✓4 I1F1. 112 l C NP Plal:ilrf r1:-: �3r� H ) 10 11 12 1.1 I -I 1 0- 1-12 1122 3.50 1.50 DC 2::4 DFL 112 MTS 1.03161, IS '11113 CI-r•ICCY'1.112 I'+I:t111W OP 4-3-0 H-6-0 12-9-0 17-0-0 21-3.0 25-6-0 2 25- 9- 4• 1122 3.50" 1.50" I -E-13 2/4 IIF UrIL,ITY F1'1f T IILG I (ydJ CA,L�3. 2/ 4/00 fruswal Systems Plates are 20 ga. unless shown I:y "1 );" (:1.8 ga.) Ot' "H"(16 SLIrf:R :-,c4 ER., 112 flumm Iu uurml H:HIS IOn,.11 aYe 7C rCRM AM HO GSI IT. W -111-N. PIA1 ICIn RL -S' l RLTCTZr 111607. 111 Ula e11 , u il--.r ;al. al. WARNING Read all holes on t!r1.7' .7•lreel and sive tr cu/�y u/' it lu fire l;'rec•lirrs l.:nrrn•aclnr•, 1 -323 .00 .59 .59 17;11'11/; U;:C:j)(lI (111:3511111,1ER V1J.r.1•i. This design is fur:m individmil building compunent. II Ices bcco based un spccil'imlions provided by the ."oll leol Immul:,clnrer :lud done in Ir.:aloI fru- 111 111P u„ 2 -2428 .06 .59 .65 r♦, n-0 Name: BARRLUMBER verified by d,e cou11 ." cm m:m d'.e mr and/or building designer prior t, fabricmion. 'I'hc bnibling delie.o'l slc,ll atieerL,ill d1:,I 1h, 1,,.1,1s 111515„11 ,, This Jesign meet or d,c b.ldiog imposed Dognr, 13(3 IILC 2 S'1.010ER 3 -2345 .08 .39 .4, exceed by the local building code. II is :islunled dca the Iop chord is Wcrdly blaccd by dl, roof or door 1'C Live '20'.0 uE P DurFaeu L=1.25 Y=1.25 ®Y�IIL'II Vir11Cy libewhiog :md the buunm chord is Literally braced by a rigid shcdhiug ImucrLd dircclly attached, unless olhowise noted. Ifrav;ng shuwu is I'll, Ian:r.1l 4 -1848 .(A .28 .32 'rC Dead 14.0 ps E Rep Mr Bnd 1.1.5 (RFL) 114514-LSYSrr.,C JJJS N"nLp.rl Dr., Culo Spring/, CoI W)907 colicin nl Illc Wn„lI exceed 1991 and/(Ir cause cormect11' plat: corrosroll. 1'abl'll'ale, Il:llnl1c, 1111,:111 :,1111 hmcc Illis Im's Ill :H'i:, 11'11:1111', Willi Ili, I,dh'wi lg suoul:mk:"I'lMSCON1 NIANI IM.'•by'I'nlswal,'(11JA1.1'I'Y(:ON'I'kOl.1'1'ANDAI(I)1:UI<Allil':\I.1'I.A'1'1i ruNNE("11:1) lVul g r'1'k 115SI;S'- Be L1.V a •0 puf 0.0. spacing 2- 0- 0 5 -1848 .04 .28 .32 ((11'I'•,ca),'IIANDI.IN(;INS'1'AIJANOAND 11RACINOMI5'I'AI.I'I.A'1'li1.()NNL•'t.r1iDWIu1D'1141ISSIIS'-(11111-91):md'IIIU-91 SJ MI\I:\I(Y *1'I'I. 'I''I'russ Be Dead 10.0 peE Design Spea UBC -97 Tp5.0 Version 06.05.99 SIII:ICI" by Ile I'I:ac lusliulle ('1111) is located al 5x3 Wom,'rin Ih'ivc, Aladisnu, Wi,cooun 53719. 'I'I1c Amclic:m Fm'sl :md I'opu Associ:lliou (Al l•A) is Incased :,t 12511 Culmeclicul Avc, NW, Sic 2m. N'nshingwu, DC 21X)36. ^44.0 6 -2349 .08 .39 .46 TOTAL peE 7 -2428 .06 .59 .65 8 -323 .00 .59 .59 EC FUCE A L END CSI 1 226, .40 .29 .69 2 2265 .40 .15 .55 3 2218 .39 .06 .45 4 2218 .39 .06 .45 5 2265 .40 .15 .55 6 2266 .40 .29 .69 VED F= CST 4EB FCKE GST 2-5 27 .03 5-12 125 .1.3 2-10 47 .05 6-1.2 47 .05 3-10 125 .13 6-13 ' 27 .tis 3-11 -592 .34 SLERL, -2182 .25 4-11 762 .77 SLEW -2182 .29 5-11 -552 .34 4-3-1_ I a-1-11_1 4-_1-11_-_1 4_.1.11_1 f•M EMEMCN (span) i 4-3-0 8-6-0 12-9-0 17-0-0 2 1 -3-0 25-6-0 L,/999 IN I -e-1 11-12 (LIVE) 122.0 L--:13"11=-.15"Ta-.28" ) I 2 3 -_I-_-- --.12-'1=11-------- -..I 1 i 6 7 = Join T o atims -� 1 0- 0- 0 8 0- 0- 0 3.50 3.5o 2 4- 3- 0 9 4- 3- 0 3 8- 6- 0 10 8- 6- 0 3.5 4 12- 9- 0 11 12- 9- 0 5 17- 0- 0 12 17- 0- 0 3-4 6 21- 3- 0 13 21- 3- 0 -4 7 25- 6- 0 14 25- 6- 0 -1 4-4-103.4 3-41-4 -10 ----_ 3-8 �/ 3 S1111 I(1 H 11<< �/ I r u -1.11 I 1.5-3 3-4 ----_'--=_-__�:_..__. _--.:-::_4=--'-�I 5-7 .1-4 J f C0 5982 5710 * >; � .12131102 ---'----_ _---'I l C NP H ) 10 11 12 1.1 I -I �� OF a-3-(�-i a-3-1� f -I-.I-III ,!_5.11_1 CN,\F 4-3-0 H-6-0 12-9-0 17-0-0 21-3.0 25-6-0 2/ 4/00 fruswal Systems Plates are 20 ga. unless shown I:y "1 );" (:1.8 ga.) Ot' "H"(16 Scale: 3/161, ga.), positioned per Joint Report." Circled paten anti faa.le frame plates are positioned as shown above. WARNING Read all holes on t!r1.7' .7•lreel and sive tr cu/�y u/' it lu fire l;'rec•lirrs l.:nrrn•aclnr•, 'I'�1': 69.3 wo, s13-oee WO:CuaS This design is fur:m individmil building compunent. II Ices bcco based un spccil'imlions provided by the ."oll leol Immul:,clnrer :lud done in Cl,k: 1303 - ceurd:nlce Wish die currcm versions uf'I'M and AIII•A design scmdards. Nu r-loom'ibilily is assum,d loo' diule11A.'11 :mcu r.,,:y. I)ineru.-J"o we 10 be r♦, n-0 Name: BARRLUMBER verified by d,e cou11 ." cm m:m d'.e mr and/or building designer prior t, fabricmion. 'I'hc bnibling delie.o'l slc,ll atieerL,ill d1:,I 1h, 1,,.1,1s 111515„11 ,, This Jesign meet or d,c b.ldiog imposed Dognr, 13(3 IILC 2 S'1.010ER exceed by the local building code. II is :islunled dca the Iop chord is Wcrdly blaccd by dl, roof or door 1'C Live '20'.0 uE P DurFaeu L=1.25 Y=1.25 ®Y�IIL'II Vir11Cy libewhiog :md the buunm chord is Literally braced by a rigid shcdhiug ImucrLd dircclly attached, unless olhowise noted. Ifrav;ng shuwu is I'll, Ian:r.1l sulq u t of cumpuneols members only In reduce buckling length. This component slcdl nnl be pL,ccd in :my cnvironmcul dell will cause the Ino;slurc 'rC Dead 14.0 ps E Rep Mr Bnd 1.1.5 (RFL) 114514-LSYSrr.,C JJJS N"nLp.rl Dr., Culo Spring/, CoI W)907 colicin nl Illc Wn„lI exceed 1991 and/(Ir cause cormect11' plat: corrosroll. 1'abl'll'ale, Il:llnl1c, 1111,:111 :,1111 hmcc Illis Im's Ill :H'i:, 11'11:1111', Willi Ili, I,dh'wi lg suoul:mk:"I'lMSCON1 NIANI IM.'•by'I'nlswal,'(11JA1.1'I'Y(:ON'I'kOl.1'1'ANDAI(I)1:UI<Allil':\I.1'I.A'1'1i ruNNE("11:1) lVul g r'1'k 115SI;S'- Be L1.V a •0 puf 0.0. spacing 2- 0- 0 ((11'I'•,ca),'IIANDI.IN(;INS'1'AIJANOAND 11RACINOMI5'I'AI.I'I.A'1'li1.()NNL•'t.r1iDWIu1D'1141ISSIIS'-(11111-91):md'IIIU-91 SJ MI\I:\I(Y *1'I'I. 'I''I'russ Be Dead 10.0 peE Design Spea UBC -97 Tp5.0 Version 06.05.99 SIII:ICI" by Ile I'I:ac lusliulle ('1111) is located al 5x3 Wom,'rin Ih'ivc, Aladisnu, Wi,cooun 53719. 'I'I1c Amclic:m Fm'sl :md I'opu Associ:lliou (Al l•A) is Incased :,t 12511 Culmeclicul Avc, NW, Sic 2m. N'nshingwu, DC 21X)36. ^44.0 I>al Ratio: 1-4/240 IC: LV240 TOTAL peE WA ob,Name: DEMUCCI- Truss IDA -1 Qty: 1 Drwg: COOS BIG X -LCC R13�CP SIZE REQ'D IC 2,'4 DF 1, 42 Pl.atiirl c3zc :_£It3:[/11'I - 1595 1 0- 1-12 Ill 3.50" 1.50" IC 2M LTL '42 41RS LLlsIcid 1S JiE co-irw,rfL•' itb>;Ciflr cc 2 25- 1-12 1.113 3.50" 1.50" VEB 2X4 HF UPLIM hIU.IIFLE IMP") C;--SL•S. o SLT[IR 2YA M- , :2 mm mTIr; d-f3m) an: Iru:el CHlY TC FCFSE A'LL EUD CSI (1J, L'I.K 114 1 Urr.LP[Y (rt lar_ t)1u::) uld',-riaL at: c_Aci, I..Arinl. 1 -412 .00 .37 .37 1r .c1�d fell-, 16 [SF r.»-oa a.a-rei-t_ ITAL. 171"12 WilI1:5 IW( I(10 IC'.3%da 1'! ll 111::111' 1:1,.1//. 2 -2472 .08 .37 .45 111 -TIM IJ -.'.'11) U1 MEE-11 I114EER VAI.M3. Cs.hlc l;lcc.:las auc 2z 4 '•a 16.11 It,. o.c:. I.V..}:. 3 -2260 .11 .56 .68 _ •- <it is a>:zuixi l.lcd- c -r._ f,,r,-. 0I: I-I,i:. I:Itt:J:. 4 -2260 .11 .56 .68 < is slr Chi] `r.60) pllwmd, COB, kkxd 1.'zad 5 -2472 .08 .37 .45 OF CALI' C TYPICAL PLATE : 1.5-3 < sidirs,:j or hacLixrrd si.diig. If rrt, 6 -412 .00 .37 .37 ga.),' positioned per Joint Report. Circled plates and false e ariaiLlotol lcrrla taut 1-c ccroi hrai a) frame plates are positioned as shown ahove. WARNING Read (Iti notes on this sheet and a roily ol'it to the t:Pectin{ ColltlY1e1O1•. TDF: 88.0 WO: SB -098 < r[rt-ao'kit IInL la ari.rrl c dI DC I=AM Customer Name: E1U CSI Dognr: BG 4L$C= 2 STOKER I•L-r 16 a aclslr:d_e- U'Uplec; Fell (::1I -AC I)la::k:i 1 2 2335 1712 .91 .20 .28 .37 .65 .57 support of cumpunems members wily to reduce buckling length. This annpunem shall nut be phuc,I in any environment 111:11 still cause the ,Iwisutre content of tile wood exceed 19% emd/or cause connector Ictbric:dc, h;mdle, TC Dead 14r. 0 pe f Rep Mbr Bnd 1.3.5 G.1 A 11 cr:la urel rer litre la,tC1:A I. IALc CII ,-( ,ls-: to wnrl �ql.l ie,t'o t r: 3 2335 .41 .28 .69 .0 pef Spacing 2- 0- 0 '1',1U,u7u ,ailp,1 1 l,J)l,: lu:.u':il,l ,Li i 11, BC Dead 10.0 psf Design Spee UBC -97 Sl 11-11" by'1'I'I. TlIc Tru.,s lt.w Institute ('I'I'I) is l(w;dcd ;d 50 o'(4mfrio Drive, ,,\indisun, Wisco),in 51719. The Amerir.tn Fur'm andI'np:r Tp5. 0 Version 06.05.99 AssocLoiwn (ALTA) 6 located m 1250 Culmecticut Ave, NN•, Stn 2(x1, Washingwn, DC 26X13(-. IJ-Ca,l IoAt } in IiI- wiL.la 11.: i.ir.u:I I„vu Vm I= CSI VES I= CSI rr3: 1 ,cart i,lao.l tu)l.eu:u rrrc l da._nvi:r-. 2-7 -303 .08 4-8 -303 .08 lltase ]cz•l: curl Cl..ir cxiat:.ctiva> ou rl:. 3-7 551 .56 SUM -2131 .45 ru(xre il,ilit y -,l.` el.. hii'ldiryl 3-8 551 .56 SLEPR -2131 .45 ,� / o..'i l�' ,• r / 1: /i� :. •- �/f'; F r ,.(� I,V,X LFSII7TIC11 (qxn) ' 1,/955 Ill I10i14 7-8 (1 JW- I- -.7.8" D= -.22" 'P= -.40" _�- Joirt Tcmt-ims 1 0- 0- 0 6 0- 0- 0 2 6- 3-14 7 8- 5- 3 6-3-14 6_3-14 6_1-14 6_3.1:1_-I 3 12- 7-12 8 16-10- 5 t _t _i 6-3-14 12-7-12 18 -1I -III 25-3-8 4 18-11-10 9 25- 3- 8 5 25- 3- 8 12 7 (2 I2-7-I� 3 .50-i.5n� 3-5 o 4.4-4 3-4 1 1�� 4-4-4 3-41 3-4 - - --- ---- -- - - frI Est ^ �. G lij r c 1 o45982 ::0 p _ •- - -- ---- - ---t xp. t 2/31/02 C) 7 K 11 8-5-.1 8-5-_i L �P N-5-3 16.-10-5 15-3-8 OF CALI' C TYPICAL PLATE : 1.5-3 2� 4/00 'rruswal Systems Plates are 20 ga. unless sltoam by ".l8"(18 ga.) or "H"(16 Scale: 3/16" 1' ga.),' positioned per Joint Report. Circled plates and false frame plates are positioned as shown ahove. WARNING Read (Iti notes on this sheet and a roily ol'it to the t:Pectin{ ColltlY1e1O1•. TDF: 88.0 WO: SB -098 ® ,r;ive This design is fur:nt bid ividre,I building component. It leas been based wnspec ilic:nions Ill widal b)• tile 'co li,4mcnl m;muiacnurcrand done in accortbmce wish the current versions of'rm and ALTA design scmdards. No responsibility is :,ssnutcd for diineusiunal :mcuracy. Dimensimts :,re to be Clhk: BG ' Customer Name: BARR LUMBER verirtrd by the cumpont m ne:nmC,cturer and/or building designer prior lit fabrication. The building designer slt:dl ; scorc,iu chat the buds utilized utt design Icudbtg Dognr: BG 4L$C= 2 STOKER :his meet or exceed the imposed by the local building code. It is assumed that the top chord is Literally ht:,ccd by the rnwf wr f lo„r TC Live 20" 0 e 1� P f DurFaea L=1.25 P=1.25 N1071Mde %J Yucca Valle 3 y shewhing :md the buuuln chord is Laterally braced by a rigid sheathing nutierid directly atc,c•hcd, uulcss uthctwise noted. I1r.,cine shu,vn is fur I:art:,l (RFL) support of cumpunems members wily to reduce buckling length. This annpunem shall nut be phuc,I in any environment 111:11 still cause the ,Iwisutre content of tile wood exceed 19% emd/or cause connector Ictbric:dc, h;mdle, TC Dead 14r. 0 pe f Rep Mbr Bnd 1.3.5 ph11c corrosion. inst:Jl and I, race this urns" in accord:nice v:ith th,: following "1'111 b('Ot,7 AIANItAI.', by'I'rusty:d,'QIIALI'I'1'l'UN'I'I<(q.5'rANU.\I(U BC Live O. C. 4445TRtJSZ1'ALSI'Sr[bts ��S NonLp:rL Un, Colo Spring✓, CO Nr19u7 sumd:,t'Js: l�ult\ilSl'AI.I'Ir\'I'lil'(1NNF{6"1'1:1)\Vta1U'I'1:ItS31iS'- .0 pef Spacing 2- 0- 0 (OS'I'-Ica),'IIANDI.IN(T INSTALLING AND III(ACINGNIETALPLATE rt)NNl(C'I'Iil)W67t10'I'RItSSI;S'-(IIIIt-91)nod'1[111-91 StIN-I'L11fY BC Dead 10.0 psf Design Spee UBC -97 Sl 11-11" by'1'I'I. TlIc Tru.,s lt.w Institute ('I'I'I) is l(w;dcd ;d 50 o'(4mfrio Drive, ,,\indisun, Wisco),in 51719. The Amerir.tn Fur'm andI'np:r Tp5. 0 Version 06.05.99 AssocLoiwn (ALTA) 6 located m 1250 Culmecticut Ave, NN•, Stn 2(x1, Washingwn, DC 26X13(-. TOTAL 441..0 pof Dan Ratio: LV240 'IL': LV240 r job, Name: DEMUCCI Truss In:(L,I" (qty: 15 Drw1;:C000035143-033 ur, X -LDC FG)CT SIZE ' RE1?'D TC 2x4 rf-L 42 PlaIA111 spa-: FI'C3T/'1'P.[ - 1555 1 0- 1-12 L113 3.50 1.50 D2 2x4 LFL i)2 91iTS 1.,3104 TS 'Ila' CL-I•IfICS1913 RI".:1.1111' OF, ' 25- 1-12' 1113 3.50" 1.50" 103 2x4 IIF' 'L7rILX Y 1.1'121111M Ify-f) CT,1;6S. STOKER SL,IEER 2x4 M, 92 L4i71RRT� RFljIIRI:HTI.IS uhx-,lt art: 1:-.;0.1 <1•II;( TIC FCFSE XY.L HJD C3I 14.111E VNIX-S NH M.0 IL•`STAF 3I RET( T 111667. at tl.: tr+e : w.d'. r.ial. al: .,:ai+ I-++ ml. 1 -412 .00 .37 .37 {3.1(1111; L l qED C11 GUN LI1N3ERR VAUCS. fear :l„ I::I•' t'r+t-ua r., it t.:1 d'. t is l 2 -2472 .08 .37 .45 sheathbtg and the buuum chord is Lterally braced by.i rigid shauhing mmcrul direcdy:mached, unless utharwise noted. In"Cine 0,mll is for k.1.1 -d buckling length. TC Dead f 3 -2260 .11 .56 .68 (RFL) support of components members only to reduce This enutpuncut shall nut he placed in :illy envirunntcnl tb:,t ,will cense the mui:anre conical of the wood exceed I') and/or c:susc cumtcctur pl:dc currusiun. I�abricate, handle, insmll :old hl -.w. this MASS in acOmho ,•e with the: following 4 -2260 .11 .56 .68 Rep Hbr Bnd 1..15 5 -2472 .08 .37 .45 DC Live 0 puf O.C.Spaeing 2- 0- 0 6 -412 .00 .37 .37 xc,lllWd,: h1 NIANIIAI: , CUN'1'HOL. TANDARD 1'(,k NIETAI. I'LATE C()NNECflit) 11, atU TkI ISSI•:1' DC FORCE AXL HID CSI 'll:\NULW(i INS"f.U.LIN(1 AND ❑kAL'IN(i Mlli'I'AI. I'LA'I'li cnNNHf:'I'IiU N4tuU TRUSSES' - (11111.91) and 'IIIb -91 Xt h\1\IA1:1' 1 2335 .41 .28 .69 Design Spec UBC -97 2 1712 .20 .37 .57 }� ?4 Ikfl Ratio: 14/240 `CC : 14/240 3 2335 .41 .28 .69 ASsuccdioo (AFI'A) is located :d1250 Connecticut Ave, N\\', Ste Tat, \V:,shingmu, 1)('2(k)36. TOTAL 4. 0 sf VEB FCIKE CSI 4>rB KPCE CSI 2-7 -303 .08 4-8 -303 .08 3-7 551 .56 SUM -2131 .45 3-8 551 .56 -c= -2131 .45 14;X. IgI.FI'1 JCtI (Epan) L4/999 DI 1-04 7-8 (LSVE) LF -.18" C= -.22" T= -.40", ' = Join Locaticrts - 1 0- 0- 0 6 0- 0- 0 6-3-14 6-1-14-I 6_.1.1_1._.1 (i 2 6- 3-14 7 8- 5- 3 { --1-1---I 3 12- 7-12 8 16-10- 5 6-3-1.1 12-7-12 18-11-10 25-3-8 4 18-11-10 9 25- 3- 8 12-- _''_...:_ 5 25- 3- 8 r1 ------t� -....__..-._._(.�_� I _ ....-•' -- - t -3.50 I 4-4-4 3-1 3-5 6 x -5-3_i x-5-3 7 5=3_)4._.. x 16 -III -5 _1 3-4 51111' 9 �. ME s IO a' J 0 ' 0 932 :)o J ` Ex1031 W 2/4/00 'rrusvjal Systems Plates are 20 ga. unless shown ga.) or Scale: 3/16" 1' "H"(1.6 ga.), positioned per Joint Report. Circled plates and f:,'I.*; frame plates are positionedas shown above. WARNING Rend all notes on this sheet anfl,r;irc n cu/�►' r1/'it tit the ls'rccthr,r t:onn'a(n,,. •I IM; 56.0 wD: SD -0©6 ® This design is furan individmd building componem. It Itas beat be,scd un specifications pruvid"I by the cump,mcnl m;nu,lacun'er a'td don, ill Cltk: BG Custeanar Name: accord.mce with the currcm versions of "1'1'I :ntd Afl'A design slansL rds. No I uspous'ibi lily is asanuteJ for diumnsi"wd ;,ccut:,ay. I time minus m, lu be 1 BG 11L.CA 2 STOKER BARRLUMBER verified by the vompunant nsmaf:,elurer and/ur building desigucr prior w I:,briuwim . The building designer sled) :acertaiu th:n the huJ., wilircd ,it design the he,dbtg Imposed by Ileal building It is is I:det:dly ugnr: 1'C Liva 20t 0 pe f DurFacu L=1.25 P=1.25 this man or exceed Iha coda assutucd that the top chord blaCed by the roof or f Ionr ® yucca WILY sheathbtg and the buuum chord is Lterally braced by.i rigid shauhing mmcrul direcdy:mached, unless utharwise noted. In"Cine 0,mll is for k.1.1 -d buckling length. TC Dead f (RFL) support of components members only to reduce This enutpuncut shall nut he placed in :illy envirunntcnl tb:,t ,will cense the mui:anre conical of the wood exceed I') and/or c:susc cumtcctur pl:dc currusiun. I�abricate, handle, insmll :old hl -.w. this MASS in acOmho ,•e with the: following -14.0 pe Rep Hbr Bnd 1..15 "I'Itl 1 by'I'mmul, 'OtIALITY DC Live 0 puf O.C.Spaeing 2- 0- 0 4445 NVAI..4 W.A1S JNS NunbparY Ur., Cu1u Springs, CO lln'>n7 xc,lllWd,: h1 NIANIIAI: , CUN'1'HOL. TANDARD 1'(,k NIETAI. I'LATE C()NNECflit) 11, atU TkI ISSI•:1' 'll:\NULW(i INS"f.U.LIN(1 AND ❑kAL'IN(i Mlli'I'AI. I'LA'I'li cnNNHf:'I'IiU N4tuU TRUSSES' - (11111.91) and 'IIIb -91 Xt h\1\IA1:1' BC Dead �s10'0.0 pef Design Spec UBC -97 .S111:111- by TH. The'I'mss I'Lte Institute ('I'I'I) is located :d 5N3 D'(hudriu L)rivc, Nhtlisun, \Visconsiu 53711. The Amcric;m Fmcm ;md I ;q„r }� ?4 Ikfl Ratio: 14/240 `CC : 14/240 Tp5. 0 Version 06.05.99 ASsuccdioo (AFI'A) is located :d1250 Connecticut Ave, N\\', Ste Tat, \V:,shingmu, 1)('2(k)36. TOTAL 4. 0 sf )ob Name: DEMUCCI Em X -IDC REACT SIZE REV D 1 2-10-12 992 3.50" 1.50" 2 25- 1-12 992 3.50" 1.50" •rC Fud.L• AYL ux) C3I 1 46 .01 .40 .41 2 -1 :10 .04 .45 .49 3 -1901 .07 .48 .55 4 -2128 .06 .26 .32 5 -382 .00 .26 .26 I3C Fu AY.f., H•tD CSI 1 1720 .15 .37 .53 2 11-42 .16 .37 .53 3 2010 .23 .37 .60 VEB FCIYE CSI 4EB i, CSI 1-6 -56 .01 3-8 585 .60 2-6 -1591 .59 4-8 -332 .09 2-7 158 .20 STEM -1814 .38 3-7 185 .19 ---- 'A71'AL I -M LgL1I.77al (q>m) L,/999 III PEM 7-8 (LSVE) LF -.14" D- -.17" T= -.31" ---= Joirt Locatims 1 0- 0- 0 6 0- 0- 0 2 3- 6-14 7 5- 8- 3 3 9-10-12 8 14- 1- 5 4 16- 2-10 9 22- 6- 8 5 22- 6- 8 Truss ID: L-2-1 Qty: 1 Drwg: TIC '.c4 n -_L 92 platin! qx; :Vmf/'IPL - 1995 UK' :t -A I -1, 112 '1111's I hr1rY1 rs 'im, f,C1+tl'CY;I'll:: Idl•: t 11;1' CC 1•dAI :rz4 In (irrury I.111;l'fl1E Irv,!, ('/ra•r. ..:l.11lat :!i4 Ida, 112 19•'/d(I11; 111.1.111 'ualr; .d.a.,, .a,: I.....I li/:I l:. VAI l)::: hitt 100 1!1::;CAROI IQ•:I(ILI' 111r:(1L /, c.. LI,: I.I.c:....,d,::, J.:.1 ..e I, I,:,, I., J. !11 1'11("; L"j it i 61 (](Etil I DI mi VAI.I.L:3. I r�.a.lo.l fca: .I I, I ::P t a i-Ccr r i Is. d. I s t I 3.6-14 6.114_1 6 _.i-1 •I_-1 3-6-14 9- III -12 16-2-111 1 9 -III -12 1 -._-•- 12-7_ I-) 1 2 l .1 r 3.50 3-5 3.501 3-7 2-9-11 5'I'UI- S �6 5-N-3 1 5-8-1 7 N 8.5.3 -I I-1-1-5 - A.I.---I 22-6-8 5 l 4-4-4 1-:151111' 1-7 ------- - -� -TII 9 /o = r 1 r D. Ck , 5062 _L) Exp. 12!31iO2 L CMS OF "8"(18 ga2/4/00 Truawal Systems Plates are 20 ga. unless shown by 1 '.) of Scale: 7/32" 1' H"(16 ga.), positioned per Joint- Report. Circled platcu and lials� frame plates are positioned as shown ahove. WARNING tte(ld (di /totes olt thissheet alit! Srive a colt►' u/'it to thu Ef-ect%11,4' (:olltructol% '113 P: 54.7 WO: SB -088 'this design is furan individlcd building compuncm. It has 1-ce1 hnscd un specifications pt'meided by the cony,mucnl m:mw:,cmrcr:md dmm: in accnr.bmce Kith the current versions of •1'1'1 :md AFI'A design xemd:m'ds. Nu t'csl ).%il.ilily is :uzuu,ed li,r diutensiw,:J Chic: BG Cuotomer Name: BARR LUMBER accw:Di :, re I" be vm'ilied by the cutnp"nem mamifacntrer wid/or building designer prim. u, rabric:uion. The btlilding desigme. shall :.ccrl:,in III:.t the bods ,nili,.:d .m design Dognr 1 BG IIrk! - 2 STOKER this mcctItc or exceed Ilse ,ding imposed by the load building code. It is assumed Illm Ilse lop chord is k.1crdly bt:med by the tool or 11 1' '1'C Live 201 0 of f P DurFacs L=1.25 P=1.25' ®� rUCCA VAMC)' sheathing and Ilse bosom chord is L•uerully breed by a rigid she;ohing m loid dircclly ;tte.chcd, unless otheu'ise soled. Ih:,cing ahuKn is Ibr Ldcl:,l (RFL) suppun of cumpm mats members only to reduce buckling lalgfh. This cull,pmmcul shall Iml he pl:IccJ in ally ervirmmscnt thal will c:"tsc Ise. um,isulrc cumcm of Ilse wood exceed 1791.:md/mr cause ctaulechrl' TC Dead 1.44. 0 pe f Rep Mbr Bnd 1.15 'I'HUtilx'AL tiYS)F.. plate corrosimn. F;.brie;uc, h;,ndlc. imsedl :md brae Isis II'u,s ill :.v mI"Loly : will, 16a I..n.,,,inl•. "I'Itl BC , 441116"ILpat Ilr., (:ulu 5priug., (:u W17)7 hclu,LnJs: (5t'UN11vLW 11Al:,b I'I'llhKal, Y' '(111A1.1'1'Y 1'uN'I'IN 4. S'rANI,A ItI) Full tvll:'I'.\I. PLATE I'UNNL•'t "I'I:U W. a d,'I'I:t,.`..`.1:3' - r,av tl .0 psE Fl O. C.Spacd.ng 2- 0- 0 Hill. AIAr1I11.1NCIIW%TAI.I.INit ANI)IIIt A('IN(;n•I1;I'A1.1'LATIi r)NNht"I'li)%vuul,'I'It I ISS IiS'-11116 ',U :"ml 'IIID"1 :.I IMM IARY 'I'I'I. 'I'nh+s Be D.ad 10.0 pof Deoign Spec 11110-9'1 Tp5.0 Version 06.05.99 \Illi!, I" Ly The I'I:dc lssslilmle ('rl'll is Imcaled :d 5t<:1 U'Unuli'iu Urive, tsi:ulisuu, Wiac•ums ill S;I%19. The .\n,rri�:w I•.n;:a ."Id r.q..-. As ,ci:.ti.m (AI.1'AI is I„I::ucd ;,t 1'50 Cunncclicul Ave, N\\', Sic 2m. N'ashingwn, 1)(' •2(xr:t(,. ---- 'A71'AL Den Ratio: L/210 '1C: 1,/240 . �44 .0 paf Job Name: DEMUCC1 Truss ID: L-3, (icy: I Drw : IIR3 X -LOC REACT SITE REQ 'D IC 2;,4 rn, ill F'lal:ilri q-,er. : 17PC3r/'1P1 - :1.955 1 2- 7-121003 3.50 1.50 1--f` 2z4 f.Y1 1-'2 'IMS 1L.S'INI (:'110? C1 -1.11(Y; I'll{ Id: 811 ;I i,1: 2 25- 1-12' 1003 3.50" 1.50" 10 �,1 10 UI'rl,l'!Y 1.10;1'1171: If1"•Jt f7e;l•`;. L;laIH? 2, ):4 11.1, 112 10:7011.1; IJL•f_IIlPi+0•III.'l d.,,.r1 :.o,: I.ca,l (111W 7C FCTQ7i M, Eff) GSI 17 /ill: Vf111•:; HER ](ls") IJI:::J:ARCA HRI(M. IIII;Ii/. it III: I Ilea; mJuri..tl .,1. ,:u 1, 1-1 irll. 1 47 .U1 .40 .41 H./d'111; UI (1+1:1:11 L1144R VALUiS. In.c6. 1 I:cn- lu I::1 Iuru.i i:,u I.oJ I, 7J,. 2 -1607 .05 .46 .51 3 -1534 .07 .49 .56 4 -2159 .06 .27 .33 5 -385 .00 .27 .27 Ff' FCI-GT-_ AM MD CSI 1 1412 .16 .37 .54 2 1376 .16 .37 .53 3 2010 .23 .37 .60 4EB FL73E CSI WM FCRCE CSI 1-6 -67 .01 3-8 582 .55 2-6 -1670 .68 4-8 -329 .09 2-7 175 .18 SLLiZL, -1842 .35 3-7 212 .22 1.74Y EEFT PI(N (qan) • 1,/999 IN 1-24 7-8 (LIVE) Lr -.14^ -�= Join Taxan a -ss 1 0- 0- 0 6 0- 0- 0 3-9-14 6-3-14 -1 6-3-11 2 3- 9-14 7 5-11- 3 3_t)_14 1()-1-12 [6 -5 -III 22-9.8 3 10- 1-3-1 8 14- 4- 5 4 16- 5-10 9 22- 5- 8 III -1-12 5 22- 9- 8 r1 2 1 I 5 F-3.50 -3.501 ' t 3-5 4.5 4-a-4--4--_� 4 S11111 r0 C, 1-4-12 N 3-4 r-1 i No 04-982 :A 22-9-8 * Exp. 16;31102 2-6-1)STUB '6 7 8 9 srgT6 CNI� 5-11-3 ,H:5-3.. _-, ;(- _3 of CA=''�`' ' 5-11-3 14-4-5 22-9-8 'Pruswal S' stents Plates are 20 / /00 1 ga. unless shown by "1.0"(1.8 ga.) or Scale: 7/32" = 1' "H"(16 9a.), positioned per Joint Report. Circled plates and faa.uz frame plates are positioned as shown above. ®WARNING Read (d/ notes of rilis s/leer and,r;il'e fl copl, of it it) the Erecting culln'flenJ,• I'BF: 54.7 WO: SB -088 'I'his deign is for an individtcd building component. It huts b«u based ua spccilic:uious provided by the couil,I I manulacturer:ioil lone in CIA; BG accontioce with the currcm vcraioos uf'rPl and AFPA design stwid:u'ds. No respunsibilily is asauutel for dimensional accuracy. I Jimcnsious arc to he Customer Names t BARR LUMBER vcriried by lm annpuncnl ncaulhtcturer and/ur building designer prior to fabrication. The bnildillg dchivocr shall :tscelInilt 111:11 tileII,.,.L, mib,.ed ,n1 dc or belling imposed by Dugnr: BG QLC a 2 ST10KER this loco exceed the s the local building code. 11 is assumed Ila.l tile top chord is hleloac lly bred by the ruui ur floor Yucca Valle Valley ahewhing will the bottom churl is Lltemlly braced by a rigid shcwhiog utunred direcly :mshel, uulcss otherwise noted. lli%wing shown is for lamrl o cum , nems 'Phis TC Live 20. 0� paf 16.. ' 1ASrFaes L=1.25 P-1.25 su, ant of members onl to reduce bucklin leu t1-. cont, mcnt shall nol be laced in :m I I I Y g g I . I y enviroumcm That ,will c:wsc Ilia nu,isulre TC Dead 19. , pef Rep Mbr Bnd 1.7.5 TRINA Al. SYSPCAIS (RFL) vouterit u( tile Wood exceed 197 wid/ur cause voti lccior lAtic corrosiou. fabric:ae, Il:aalle, 111,1:111 :nol bn,ce this Inti, in accord:mcc Willi the I.Ohm ing BC Live f 0 s E O.C.Spacing 0- JJJS IJ.,l,ps,L Ur., C.I. SpriagiCO, CW)M7 aumd:od.,:"110ISt'OYIMANIIA1.',by'Ihuw:l,'QIIAI.1'I'Y('ONTI(0I.s'I'ANDAI(DPOI(1Nil'A1.PLA'I'NI'ONNENn ('1'H)'t,1J'I'I(IIK%1i5,• p0 2- 0 (QST-xs). AIANDI.INO INS-I'ALLIN(} AND HI(A(INU N,11;'I'AI. I'I.A]*I: rONNEC11:1) I,f,D'I'RlISSI:s' - (IIIH-9,1):md *1 Ills -91 StI�� MA\1(Y '1 '1'hc'ntas BC Dead 10x0 pof Design Spec UBC -97 slllail" by'I'I'l. I'Loc luslimle ('I'I'I) is located at 50 D'Onufrio I)rivc, Madison, \1'kVollsin 5'1719. 'I'lle Ametic.nt Porest:old I'.y -- -,,- ; Tp5. 0 Version 06.05.99 A,,oci:-ti-o (.V'I'A) is loc.ucl at 1251 Conuccticut Ave, NNr, stc 21x), W-11iugunl, DC 20Ua6. T01W, 44, 01 p f ILfl Ratio: 1-(/240 7C: 1{/240 ob Name: DEMUCCI Truss ID: ;C4 Qty: 1 Drwg: Pim X -IDC REACT SIZE REQ!'D M :-t-4 DFI, 92 1'I ad: 11.1 1 2- 1-12 1025 3.50" 1.50" If_' :Dal "1, 112 '11fft3IIN1(111 111'11U0111MI'IE1;1.1IIII;1'01: 2 25- 1-12 1025 3.50" 1.50" 1.11:11 .':4 111•' I11'fLTIY 1.111 II'I 17 !•: I ('Yd) :.J JIL•R aro L&1, 112 IU•7dtlfl: 1(I•I_!111t•I"ll•)W,' i.dn..0 .0 : I.c.,l+Ill.f 7C FUME AYI, 13V CSI 1'1 /;1E VIUIf., 11:R 100 ItL•`:CAR Il 1:14710' 1'1607. cn L'1. L+lu:u H,J.,_I'i, L zJ. 1 51 .01 .37 .38 141-A'I!•G US6)1 CII ML -1:1I L11.101 VA11.0- .1(i L.:v It.+\-a_rr.,,rt,+d: 1+11 2 -1752 .05 .39 .44 3 -1558 .08 .52 .60 4 -2223 .07 .29 .36 5 -351 .00 .29 .29 rf' FC1Y£ AM MID CSI 1 1632 .15 .38 .57 2 1439 .17 .38 .54 3 2100 .37 .25 .62 4ED F= CSI 42FB FIVE GSI 1-6 -109 .02 3-8 579 .59 2-6 -1847 .52 4-8 -328 .09 2-7 103 .11 SLLTIL -1500 .40 3-7 276 .28 I-wx myl- TPIQJ (spm) 1'/595 IIII•IE14 7-8 (LTW-) 1.= -.1.5" 11 -.18" T= -.33" Jain T o atims 1 0- 0- 0 6 0- 0- 0 4-3-14 I fi-3_la6_3-I:1.--I 6-3-1:�--I 2 4- 3-14 7 6- 5- 3 4-3-14 10-7-12 16-11-11) 23-.1-8- 3 10- 7-12 8 14-10- 5 4 16-11-10 9 23- 3- 8 5 23- 3- 8 1 2 3 I 5 F-"3 . ,0 4-6 z~\ \\ 1.5-3 4-4-1 '`>�:. ` 4-•1-4 F•vF c5jlC t. I.5-3 e C�7 ` � 51111' 3-•I \ - II1-7 -3-II-------� - 3-8 a Jo. tao4- Ex12137/02 V If' -I L-8 CNk , STUB 6 7 K 9 OF CAL 6-5-3 I •I-111-5 -( 2/4/00 Truawal Systems Plates are 20 y ya. unless ehovn'I h}' "1.8"118 ga.) o, "H"(16 Scala: 7/32" 1' ga.), positioned per Joint- Report. Circler' plates awl fa.).se frame plates are Positioned as shown above. WARNING Read all Motes on this sheet and give (1 cosy of it to NIC Erectilr(; Contractor. TBF: 56.0 WO: SB ® This doigu is furan itdivid,ed building component. It Itis been based ut specil'icatiuns provided by the comp"ncnl w:n�d:,cmrer :uul dune in Ch.k: BG -089 acconhmce wish the currem versions of TI'I :uW AFI'A design sl;md,,rds. No regnmaihilily is nssnmad for dilncuaion:J accwacy. Oim,mi"us Ir be Custwner Name, BARRLUMBER m, verilicd by the component m:aud:,cwrer and/ur building designer priu'' lu fabrication. The builJing dsigncr sh dl a ccnaiu ,hal the lu d:: otiliecJ un design bc,ding Dugnr; BG 0F,4 2 STOKER This meet or exceed the imposed by the local building c )dc. It is assomcd Ilial the lop chord is hoe,;dly blaccd by the rout or flour '1'C Live 2.0! 0 psf DurFaes L=1.25 Y=1.25 YIICC7 Valley y shemhbtg and the bosom chord is Werelly braced by a rigid sheathing matei;J directly attached, nuless mhetwisc omed. Itr.,cing sh'two is I'm, hi'l-A support of components members only to reduce bucklitg length. This (RFL) ( ) cnmputcnl slcdl rill be Ilbecd it any environutent Ihrl will cause the uwi'mr, TC Dead 144 0 psf Rep Hhr Bnd 1.15 content of the wood exceed 19%. ;md7or cause connector Alae corrosion. F:ibric:ue, Nuldle, inst'll :md Mace this truss in accordance wish the I'ullowi°g "1'1(115( DC Liv 4443 Nurthl_k Dr., C.I. 5prirgr. CO 1((1X)7 sl:uuhuJs; ()�I ML\NII,\I.', b fnlsu:d,'( II Y .J ALI'1'1' ('uN"1•I2t )I. 5'I'ANI),\hU Fol, All:TAI. I'LA'I'li 1't)NNI?( "1'I?U \1 ntlN'I'I<I ItisliS' -0 psf 10 O. C. Spacing - 0- 0 (Q.%T-*0. 'IIANDLIN(i INSTALLIN(I AND lii(A(:IN(dull''1'AL I'LATF (')NNECTI:I) \Void) Tul ISSlis' - (11111-9,1) and'11111 91 Nt 'I BC Dead pof Design Spec 1113C-97 Slllili'I" by H. The'Ihus I'L.le hwilutc ('I'I'I) is l,w:,tcd at 5x3 U'Unrlrir IJrive. Madison, Wi,cmi,in Sai 19. '1'bc An,clic.m Fmc:.l :md hq -- ----- Tp5.0 Version 06.05.99 ,-1 A: ,vialion (AI;I'A) is bwaed al 1250 0"'ll-cticul Ave, N\V, Ste 21A), Washington, IW 2(xr16.TOTAL I>_El RaL-..io: 1/240 9t:': I..V240 4.0 psf job Name: DEMUCCI TVARNING head all notes on this sheet and ,Ove a col,►' spot to the l;rectin.� cOntrarior. Tress ID:�L5 Qty: i Drwg:0000035143-037 Ur, X -LCC REACT SITE REp'D TC '-',4 LTL 112 3x4 cc�tirivaut7alcr<�l ld:Ii I:uac)rr (altl l=d:e9 for 1 1-10-12 1036 3.50" 1.50" 2 25- 1-12• 1036 3.50" 1.50" TIC ?c4 r1FL 112 I -ED 2x4 lip, (JrrulY tailed w/2-1C�1, rlua� rojnad:t,. (Yt 1x4 "'T", I.a-mce nailed flat torl)c of v.k]3 aecunhmce will, dre col'rent ver.,ions ut'I'I'I and AFI'A deign mmid., rds. No respunsibi lily is :,.,sumul lin• dimensional aa:or.wy. I rim:11,6m, arr u, be by the building designer SlffI R 2x4 LTL 42 w/ 8d aL- 8" o.c. a2 a ccah (,�zoI a:; imA)) TC F= P.vL BJd) CSI 1-1aCir+J e{ac - hFSl/11%I - 1995 lui1&.1 Lo fzaA= of ,AJ) w/30.1 Ed: 8" o. c% 117 1 53 .01 .38 .39 THIS 113IC1d IS ME CLJ•IrCGITE RMUT Or 2 are rr}ti r-1, alAZ h "I to l cel, ",'fp ra. 2 -1822 .38 .44 MAUPLE = CAMS. sc�,li to hA:h If. 3 cu- uru-e at.c .06 3 -2031 .09 .53 .61 MARIIT; R[1= ITTI-1111TS sl-La,ai are based CHM visa C[B. 19"' cur E;cmb taut le: 9Ml ol.` 4 -2255 .30 .37 a) d-te truss braterial at each bear -b-9. 1d cQtl1, zd rl ?:G if iLJ) i::: 34'-0". 0 .07 5 -395 .00 .30 .30 ITR'113 VPJ.JSS PLR ICBG 1425E"PJU3l REr{I7P 41607. d'_ tcp) is p_r I.ui_ldirg BC Live 0 psf PLmirJ B7 -S al WE24 Ill -EER VAI123. Lcua;i Eor 10 L.A., BC FCFSE AYL Ell) CSI BC Dead 10.0 pef Design Spec UBC -97 1 1726 .20 .38 .58 Slllilil" by'rl'1. 'I'hc'rtvss Plate Institute ('fill) is loaded at 5X3 D'Onol`60 Drive, Aladisun, \Viscunsin 53719. The Americ:m Furast :md hiller _ 2 1472 .17 .38 .55 Tp5. 0 Version 06.05.99 Association (AFI'A) is busted m 1250 Connecticut Ave, N\V, Ste 21x1, Wbshinglnrt, W: 21x136• 3 2130 .38 .26 .63 Eefl Ratio: J/240 TC: J.,/240 4533 FC1T£ CSI VEB F= CSI 1-6 -119 .02 3-8 576 .59 2-6 -1930 .69 4-8 -326 .09 2-7 79 .08 SUM -1929 .40 3-7 305 .31 1w.. LLF =Iai (span) 1+/999 JH F04 7-8 (1.00 L -.15" u= -.1.8" T,- -.34" Jairt Lrxati.orls' -� 1 0- 0- 0 6 0- 0- 0 4-644 6-3-I4 t (1.-1_la.__I 2 4- 6-14 7 6- 8- 3 4-6-14 10-10-12 17-2-I0 2.4-6-8 3 10-10-12 8 15- 1- 5 4 17- 2-10 9 23- 6- 8 IU- 0-12 rl _ 13_7-I2__.__._.____-_ t r3 5 23- 6- 8 2 ! S 3.50 S.hu� t 4-4-4 1 1.5-3 t 1-2-2 3-5 1-9-11) ti'I'LIIS �6 7 ti 6-8-3 15-1-5 Truswal Systems Plates are 20 ga. unleuo ahowu 1,,,,"Lli"('1.8 ga.) ca - "1I" (16 ga.) , positioned per Joint Report. Circled pl.ate6 and fah,. frame mates are nositioned as shown shove -�QY CJ'Sl ��?+y 0i � r AO'4 5962 1-0 'EaS5)`4, " %*E12/3Z "-'- '-t `tCNI�9 F CAL\ 23-6-Y 2/4/00 Scale: 7/32" = 11 TVARNING head all notes on this sheet and ,Ove a col,►' spot to the l;rectin.� cOntrarior. TBF: 56.0 i40: S13-008 This desigo is fur:nt individu:d building component. Il has been baud uospceil'ic:dinns pruvidal by me c"mpaoau m:umf.ruu'cr:nul d"w: in Chk: IIC; Crrstcmer Name: aecunhmce will, dre col'rent ver.,ions ut'I'I'I and AFI'A deign mmid., rds. No respunsibi lily is :,.,sumul lin• dimensional aa:or.wy. I rim:11,6m, arr u, be by the building designer Dognr: BG (I lzrw 2 STOKER BARR LUMBER vu'ilird cuuq,unent imm,f.,cl"rer and/or prior I" labricatiun. The building desigttet' sh:dl a.,ccr,.,in Illm the b,.,d., mili-d on this dcsigu liwo ur the bnding imposed by local building is 'd TC Live 20 - ;paf DurFacs L-1.25 P=1.25 exceed the elide. It assmned Thal thq e l., elrmrace is h,tet:dl>• braced by [Ile roul n, II,..,. ® YIICCII V:I11I' ' sheathing :md the b"nom chord is Laterally braced by a rigid shewhing mwered directly am,chcd, unless otherwise noted. Itracing sho\u, is for lalcr.d mn of cum onems members to buckling Ice nth. This be TC so, only reduce component slcdl not ,laced ill ent 1 I I Y b 6 p I y rnvirunnwm that will cans Ute umisn,re Dead 19.0 ps f Rep Imr Bnd 1.15 (RFL) U'Ni1rt . SYtiTIi.NS content of the ,toodCexeeed I9 and/or cause cnnneaut-pWc corrosion. Fbhricwe, h:mdle, insmll:nul brace this truss ill accordaocc „idt the follo„i"r• scmd:"'ds: 'TIM S . )�I 110A AL', by'rnlsW:d, *QUALITY CONTROL STANDARD Fill: �lFTAI. I'LATF CONNIN TH) \VO, rD TRI I,S,\I:S' BC Live 0 psf O.C.S nein 2- 0- 0 p g 44 +++5 Nonbparl- Dr., Culo Spriugs, CO It0907 - \ II (Q.'I'-g«), 'ILWDLWC; INSTALLING AND ORACINci MII•:I'AI. I'LA'I'li CONNIiI:I'I'iD \VOOD "I'RI.SSISS' .01111-91) and 'IIIH-91 Sl 911:\I:1' BC Dead 10.0 pef Design Spec UBC -97 ' Slllilil" by'rl'1. 'I'hc'rtvss Plate Institute ('fill) is loaded at 5X3 D'Onol`60 Drive, Aladisun, \Viscunsin 53719. The Americ:m Furast :md hiller _ Tp5. 0 Version 06.05.99 Association (AFI'A) is busted m 1250 Connecticut Ave, N\V, Ste 21x1, Wbshinglnrt, W: 21x136• !� TOTAL 44, 0 psf Eefl Ratio: J/240 TC: J.,/240 lob Name: DEMUCCI E%' X --LCC MCI` SIZE FZEQ'D 1 1- 7-121047 3.50 1.50" 2 25- 1-12 .1047 3.50" 1.50" 7L FCTXE AT1, 13.83 GST 155 .01 .39 .40 2 -1892 .06 .38 .43 3 -2063 .09 .54 .63 9 -2286 .07 .31 ' .38 5 -398 .00 .31 .31 DC F= AXL E10 CSI 1 1821 .21 .38 .59 2 1506 .17 .38 .56 3 2100 .38 .26 .64 V03 FULL• 03I _ VED FMM- 051 1-6 -1.29 .02 3-8 573 .58 2-6 -2014 .79 4-8 -324 .09 2-7 -89 .06 SUM -1957 .41 3-7 344 .35 I'M LEFIF aq (Spa,) L,/999 Da 1.0.1 7-8 (L.IVE) IF -.16" D= -.19" 7I- -.39" -� Jahr T -t- .c -:s ---- �0- ® 0-0- 0 6 0- 0- 0 2 4- 9-14 7 6-11- 3 3 11- 1-12 8 15- 4- 5 4 17- 5-10 9 23- 9- 8 5 23- 9- 8 TC 2,41 U-1, C' - Er, :Dc4 DFL 112 V ED 2r9 1 IF I fPrL rIY 5L,TI r}2 r4 rif. 112 1•lutiiq rTx:%- : /lT31/1'IQ - 1.995 •nrrv: lialr{1 is •n u. cnalccl•IE Fa�ua• ca� I•Ill.;l'1IiB If:'1) C7,.aES. FgIRIIrJ ItL,?JIItE,•111,1:3 ,r1n.tt are IsA64�rl Q'U.,Y v, tl.: Cr,us uW:eri.al at ewl-: h-arirg. ITAIL, Vid.11• r IL•R IC1fi 1!f:.91 Fd7f 1' -(VI' 111607 Pl.hl'II H W. E]'J Cil CV11.11 LITUR V]4111 S. Truss ID: ,U0 Qty: ]x4 ca-kiritr'i I te:.al Id6101uW-•irrl nailaci t•�/?-1lta, 1cc:,l:cYi fru:' rI3u,1. fR 1:c7 "I loiloi Flat Cu w/ Pd al: 8" u.c:. C11 a Fxm'b (1 .ur .. r.,14 ra,ilerl I:o 1':c,: <X wA, sc<,b to I;a:h I°2d.u;. YE 3 ca, o,"u c.ru w' lx. -M' lit .1 (1 I::I•' t:.r,-cci':Ati.I.-j� If1 4-9-14 6-3-14_1 ( 6 -3 -1'I -I 4-9-14 II -1-12 11-1-12 1 1 2 3-5 6-;=1.1'--1 17-5-111 12-7-12 3 --- 4 i --3.5x1 l 38 1_6-0 SI•I.11I 16 7 8 6-11-3 I N: -'I --i 6-1 1-3 Drwg: I 1-4 4-4 1-4 7 51111' I- ----Cf_1I J C 45982 T. Ex 12/31102 2/4/00 'I'ruswal Systeoos Plates are 20 rya. uu1�'jo sllowu I)" It I! rr,j cn Scale: 3/16" = 1' "11" (16 qat .) , positioned per Joint Report. Circled plates and frame ]aLee are positioned as shown above. ® TVARNINC Read tilt antes oil this sheet and give a copl, ul'if to the Erecting Conlalclor. 1'BI' 56.0 Wo: SB -089 B w HRR LUMBER r 1 (llcca valley RFL) THI N,-rlhWAL SYSTEMS Dr.. ��S Nonhpark Ur.. Colo Sprwgr, CO Ifn N)7 Tp5.0 Version 06.05.99 This design is for ao iodividhcd building component. I: lis bean b;,scd on specific:mioos providad by hhe -1111 11e111 m:mnl: cover:,ud dooe in accoh'd:mce with the cun'em Yenions of TI'1 and ALTA design sen:d:u'ds. No resp"nsibilky is :,ss"m; J lin' dinwmiuuml mccor.n:y. Uim,:usiou:: .. r. 1n Le vcrilicd by theecm upnurnt nem lf.iourcr and/or building designer prior 1'. I: brie: tiou. The hoildiot do:.if•ucr shall :acut.,iu 1h: , dd ie I. -L u,ili, w (his desigo meet or exceed the bs,diug imposed by the local boildiug coda It is ;,amuuul Ih:m the ],-I-chnnl is Wcr:dly hrmeed by the,.I fl,,,,� shcmhing :md the bmnm chord is L,Iually braced by a rigid himohing nc,lcred directly nuached, mnloss otherwise lollIII-.,Villeuled.III-.,Ville,vn e shois for I:oerml suppun of components numba•s Duly Im reduce bucAling length. '1'bis cony,onau sh:dl nw be placed in any envirunmchn th:,( „ill c•muse the uwistmrc conteu( of the ,wood exceed 1151 and/or cause conncelur pLdc corru,ion. i'Am ic:mc, Icouilc, insloll ;nul brace this truss in mrrnrd:m« with III,: 1o11'.wiog stand:ods:'TI(IISCOM AIANI:AI.', by Tru.YNJI,'QUALITY CONTIZ01. SI'ANDAItU Fl IR METAL PLATE ('(NNE('1'I❑) WuthU'I'1111.»I•:5' - IIANDI.IN(i INSI'ALLINO AND BI(ACIN(i A11i'I',\L I'LA'I'k CrtNNl ("I'lil) W(u 1U 'I'RI:SSIiS' - (11111-7U mnJ 'I IIB-'lI SItMMAI;Y SJ 11;1; 1" by'I'1•I. '1'he'Ilvss I•Lon htstiune (TI•I) is loc;,ed;d 5x7 D'Ouoti•io 111'iwC, Madison, N'iscon:,iu 1;1719. Tin, Alo"ic:m For..•.,( mmol I: \ssoci:aiin: IAM ,\I is lou;-Wl1 ;u 125(1 (:mmOceticut Avc, NW, Slc 21x:, W;ishimgtum, lW 21x176. Cl:k: BO Dugnr: DO 1160_, 2 Customer Name: STOKER TC Live 2070 pe E 1'C Dead 19.0 pof BC Live AM 0 s f p BC Dead �W. paf --� --- 90TAL 44.0 pef DurFaos 1.=1.25 P=1.25 Rep F1br Bnd 1..15 O. C. S mei p ng 2- 0- 0 Design Spec UBC -97 L>✓� Ratio: Ii/290 '1C1: 6/240 ob Name: DEMUCCI Truss m. L7 icy: I Drwfi:0500035 J--639 Ef's X -LOC FVCP SIZE RE12'D TC .'.[4 DFL 112 lliatillrl s1 rt P16Tj IY'1' - '1795 1 1- 1-12, 1069 3.50" 1.50" 2cl ";1,, L'L & Btr.' 1-3 1111:5 LI`31011 13'It E (CPIIlaL;l'IE: VPA0:1, OF 2 25- 1-12 1069 3.50" 1.50" DC 2:a1 DFL 112 PLU.(IIL3.G 1m) C7\51:11,. ldD S 1 HI 11CII1IY F:9:7121Pr; Rf.. 11'kN-11:11IS 6h�.i1 ate h -L;. l (lllff 'IC rmm Am r3•F, CSI SJ.dI:1:R ::r4 L11, 112 u1 tPc'Crrusu uld:c171zd ad: 1 -175 .00 .96 .96 t/F DFI, 1:2 1 19);11•". VN1113 I1:)< UI!) Rl:`:Oddll 2 -2052 .04 .96 1.00 I)ul;x IJ-' r allo•cJildi are pcx HD3-97. If:CA�i for 1.4 I<Y" I.1.u'll.,k IFIL. 3 -1927 .08 .60 .68 17.7;111 r; 11611 <II �It17iPl 1.114TR VJ:II1:::. 4 -2134 .09 .50 .60 5 -2347 .08 .32 .40 6 -391 .00 .32 .33 EC FaRCE AXL, EH) CSI 1 1886 .33 .42 .75 2 1580 .18 .40 .58 3 2216 .39 .25 .64 VEB F=- CSI 4EB KrKE CSI 2-7 -114 .05 4-8 -304 .08 3-7 306 .31 MIM -2051 .17 , 3-8 568 .58 SLETR -2025 .42 t•uo: rmiTi m (epi-,) ' 1,,/999 1111.974 7-8 (I.,M) L� -.20" U= -.24" '1`- -.44" -- Joil't Locatims = 1 0- 0- 0 6 0- 0- 0 5-3-14 6-3-I l 6-3-1.1 2 5- 3-14 7 7- 5- 3 -.I _ ' 3 11- 7-12 8 15-10- 5 5-3-14 11-7-12 17-11-10 2•1-.1-8 4 17-11-10 9 24- 3- 8 la 7. 2 5 24- 3- 8 ,� __. Z _.I_.. -- --..----.._-.....I' � -- - 1 -I F- 3 .50-3.50 3-5 � _ I T � I 1.5 3 \� ` ��.� 1.5-:1 4-5 p� `tai = ,\_.l -N slid .IZIP M> �) Nr 04.902 24-3-8 y� Ex .12731i02/ I-0-0 G`�� t• x'1'015 6 7-5-3-3-17 8-.ij-Ix i )I lATFCF sAl.�tv'� 7-5-3 15-10-5 2.1-3-8 2/4/00 Trusa:al Systems Plates are 20 ga. unless shown by "].8"(18 ga.) or Scale: 3/16" = 1' "H"(16 ga.), positioned per Joint Report. Circled plates and false frame Plates are Positioned as shown above. WARNING Reny ((111►oles on this sheet and give a cop,' of it to the Erecting L.'onhr ctOl•, FBF: 54.0 � wo: SB -080 ® 'Phis design is i"r:"1 individwd building eompmucm. It has been b:lxcd "nspccilic:dimns pr"aided by the omil,mmil m:uwiacwrcr:uul d"uc in Chk: 1301Cuutolner �2 Name: BARRLUMBER Yucca ® 1 ucca Valley (RFL) TNUSWAL SY.VlTh1S +��S r:unbp:rh Ur., C'ulo Spriu�., Cq lvlXr7 :,cc"nh"Icc lith the current va siuns or Tl'I :md AFTA design m:md:"d:;. N" rcspuusibiliry is :msnun:d ler dimcusinual ac,.w:u:y. I liwrn:.inu•. .nW vcrilicd by the cm Illm"Ieml ncnudacuu•er and/ur building designer prim. Im I:Ibricaliun. The I milding dc.,ipucr shall .,sccu.liu II'M IIIc 1".,11:. wilind nu this design eruct ur exceed Ibc 114,ding imposed by the ImA building code. 11 is assumed 161st the top ch"rd is Im.1-Aly braced by the N"I mr II„mr slmiihing :md the btntom chord is L•nemlly braced by a rigid sheathing ncdcrcd dil_culy akwtchcd, unless whewise uwcd. Illacing sh",vu is I'mr I:delal suppun "i annp"ncnts members "uly to reduce buckling Icuglh. This cump"nrn1 shall urn be pl:lccd in :my clivi." mmu that „ill c:mise dn: ulmi:,ulrc c"utem of dm sumo I cxcecd 197 :Ind/or cause c"nncetw' phuc cm,nmimn. I abric:de, h:mdlc, in.m:dl :md Msec this u'uss ill acamrd.lnee „6111 the 6dlm,vi°J'• sc,nd:ads, 'TTI IS<'O.%l AIANI I,\L', by Tnlsm.1, 'tp!AI.ITY CON'rR111. STANNAkI) I'tlk NILTAI. I'LA'I'I: t'I INNL•1 "111:0 \V, a 11,'1'1:111:1.IiS' t \'1'•xa), 'IL\NI)LINti INSTAI.FJNO AND IIRACIN(1 hi IA'AI. HATE Cl INN1( "HA) W111111 THIISSES: _ 01111')1):md '1111w)l .`,I Ipi�L\I<1' (A Ilugrlr: r30 11r1C 1O. S710KE:R 1'C Liva 20k0; puE 1'C Dead 14� 0 sE P BC Live fj .0 puE 13C Dead 10.0 puE DurFaes L=1.25 P=1.25 Re Mbr Bnd 1.15 P O.C.Spacing 2- 0- 0 Dauign Spec IJBC-97 Tp5. 0 Version 06.05.99 SllFET, by'I'1•I. Tlle'I'r'nss I• me Illmilllle ('1'111) is located w 3X71 N't lll"tl'I,I Dli' e, 1\'1a,11ti1,11, \\+1:.,'I nI%in 31)11). Th,,\Illelll'.ml I'I,r':.I :lull 1•.,),� I' A.%-,:L,liml (APPA) is hH:ded :II 12u1 Cunnccdcul Ave, NW, S1c''2w, Wasllingu,n, DC 21,166. v., '� _' '"�'---- ^- TOTAI, 44. 0 puE n RsJ:io: 1. 340 'ItJ; iih40 I�IaU1JdLlJUEU C:UIJIJEC:TIUN DETAILS THESE DETAILS ARE INTENDED TO SHOW MINIMUM REQUIRED CONNECTIONS RECOMMENDED BY TRUSWAL SYSTEMS. THE DETAILS DO NOT REPLACE OR SUPERSEDE ANY DETAILS SPECIFIED BY A PROJECT ENGI14EER OR ARCHITECT ON A PARTICULAR PROJECT, NOR HAVE THEY BEEN ANALYZED FOR SEISMIC AND WIND FORCES ACTING ON THE CONNEC- TIONS FROM THE RESP014SE OF THE STRUCTURE TO SUCH LOADS. IT IS RECOMMENDED THAT THE APPROVAL OF T}IF PROJECT ENGINEER OR ARCHITECT BE OBTAINED t3C;FURE USING THESE DETAILS. BEARING REQUIREMENTS SIlOW1J ON SPECIFIC TRUSS DESIGNS MUST BE SATISFIED, INCLUDING CONNECTIONS FOR UPLIFT REACTIONS. ll\uJJ t ""N" '1'111K3 TO EXTERIOR BEARING WALLS TRUSSES @ 24" O.C. (TYP.) Q) 1 T (D lv,_ C BLOCK �) - BLOCK BLOCK -- Q STUDS @ A L 16" O.C. (TYP. BLOCK 4— TOP PLATES SECSECT _ TRUSS (TYP.) PROCEDURE: 1 TOE -NAIL BLOCK TO TRUSS WITH 1-16d COMMON NATL. 2 PLACE NEXT TRUSS AGAINST BLOCK AND TOE -NAIL TRUSS TO TOP PLATE WITH 2-16d COMiON NAILS. 3 END 14AIL THROUGH TRUSS INTO BLOCK WITH 1-16d CO*`_*;01J NAIL. 4 PLACE NEXT =LOCK AGAINST TRUSS A.14D REPEAT STEPS 1 THROUGH'=. 5 BLOCKS YLL _ BE ATTACHED TO TOP PLATE WITH SI?;PSON ATHR35F (GH' 3 . ; PErCTFI ANCHORS. SEE MANUFACTURER'S CAT.;—TOG FOR DE'1'h_r;,S _ 1;D OR SPECIFICATIONS. I1:TERIOR BEARING WAI LS �1 'y.' =RACING - Il` 3. C . OF TRUSS OR END VERTICAL RUN THROUGH TO BE RING. Li l I ; :/ WF? L *;UST 3E r'_THE TGHT -r "! SPECII_ED ON THE D-SIGI, :)F_ �r I1JG O? MUST 3E SHIY-KED TO THE CORRECT HEIGHT. USE 2-16d CObQ-4ON NA_=LS TOE -NAILED INTO THE TOP PLATE THROUGH EACH TRUSS. DIAGONAL 'y.- BRACI14G IS REQUIRED AT ENDS OF THE BUILDING (OR WALL) AND AT A N.A.X. OF 16' INTERVALS ALONG WALL. =RACING IS Y4IN. 2x_3 MATERIAL WITH 2-8d NAILS EACH END. BLOCKING SIMILAJR. TO EXTERIOR W?_LL DETAIL IS RECON? LADED. TRUSS C01%12:ECTIOIJ TO N�ld-3EARING PARTITION WALLS WALL PERPENDICULAR TO TRUSS 2- BOT CHORD I� v t-' 3 2X TOP PLATE II SSCT. B 1 1-16d COYI MON NAIL OR SIYS- SON STC (OR EQUIV.) TRUSS CLIP FILE WO CD -1 ''ATE: ..9/10/92 -F.: D=S. EY: L.M. CK. BY: R . •5382 JJ y 0.1231;02 * I CNk SCC +�..c.. WALL PARALL-L To TRUSS —2?:4 BLOCKING Z- BOT Ci: I I 2X /x SECT. C TOP PLA TOP J i- _ f 1-16d COm_MO1J NAIL OR 24" O.C. SIMPSON STC (OR EQUIV. (T'-'•) TRUSS CLIP ►�'��ri c�crruc C r 1.A AN ! File ro. HIP FRAM G DETAM D=: ]/V8 A .._ . _. ... '�L.Z791':'.•:' __ __.. .K, W-4 T•,i�.�j�. tt:-:. .•L•'.Y::� .'�.r� CA9628.9029-010 DETAIL A 1 1 7RUSWA<.ANAHEIM R 0 N FETR I DOIT 1 W IMrat allarhed to cath tris» passel point visit ssir rhrad 1r -r1140 with 2-1ttd twita- 2 2x•1 It 11F nr 12 11F piirlin 1'-0"o. c. 2 2x•1 11 IIF or 12 DF- stificner allarhed to pact with 2- Irl nabs. 4 flip trust /t aetl,aek from end wait at naird mi tris.q� de."ig-e. S Extended end Jack top chord (typleal). I Commas trust. i flip corner railer. 0 43 Continuous lateral bracing. . ! Extended bottom chord. .4 r I DETAIL A 1 1 7RUSWA<.ANAHEIM R 0 N FETR I DOIT 7 -i-muSWAL . " 11MAMAM2 SYMMS . TRUSWAL SYSTEMS CORPORATION 4445 NORTHPARK DRIVE. SUITE 200 COLORADO SPRINGS. COLORADO 80907 (800) 322 4045 (719) 598.5660 FAX (719) 598.8463 DETAILS FOR CONVENTIONALLY FRAMED VALLEY SETS PLAN VIEW A CENTER RIDGE DETAIL A RAFTER I VALLEY RAFTER (TYP ) 2.16d/ TOE NAIL��2X48LOCKWITH (TYP) 6d PLAN VIEW DETAIL C 2x4 PURLIN TRUSS TOP CHORD ELEVATION VIEW I S. 2 X 4 BLOCK WITH 2 • 16d Nolen: The maa,mum Total Top Chord Load ■ 48 PSF TRUSSES @ 24" O.C. "nimum Top Chord Dead Load e 7 PSF GIRDER DESIGNED TO SUPPORT The design fa lalerol loads and their connections is the responsibility, o(lhe Building Designer. The details THE "TIE-IN' TRUSSES Provided address gravity and wind uplift loads only per the UBC. - The maximum wind speed Is IIS MPH. 25 ft Mean Roo( B Height (max.). Exp. C. 16d box nails are typical throughout. except as "clad (in details). The Cenler Ridge Rafter ( CRR ) is 2 ■ 6 stud Attach this to C the 1 x 8 m1h 4-16d Ice nails (. 2 from each face). Attach the opposite and to the truss the same. ELEVATION VIEW The Volley Rafters, purlins, and blocking molenal are 2 x 4 stud. The blocking must be spaced 24.O.C. and be adequately breed in the lateral direclion at 6.0.0 O.C. Attach this blocking to the Valley Raller with 3-16d. Attach this blocking to the purfin with 2.16d. The Iruases below the valley are spaced 24.0 C The purfins are lull length under the valley %*I and must be installed at 24.O.C. They are to be attached to each overlapping truss lop chord with 2.164 nails. If they are not one continuous length. add a 12' long DE TAIL 8 nailer to the lace of the Truss lop chord with 4-16d End one pwlin section on the truss and begin the additional section on the nailer. VALLEY RAFTER A 1 x 8 Perimeter runner must be attached through the sheathing and inlo each truss below with 3-8d box nods. This 1 x 8 follows Ills outside profile of the valley 1 The Valley Rafters are spaced 24.0 C. Anach them to the CRR with 2.16d loo nods. Anach the opposite and to the 1 x 8 with 3-8d loo nails. 2 X 4 BLOCK PLAN VIEW WITH 3 - 16d M68 I:r Q s9 y CG45982 W 3' 1 DETAIL D * 'Ia. 12 31;02 PS'CNIi.R ��LEY "TER 2• l6d TOE 4ER NAILS TV .SHE 1 -- VCITE: Vent Mocks may be omirle.1 -'herr no vent is required. U•71• T-71 1 V C= I 01 I is U-2 to suit vent or outlooker t Cutout for 2x1 131.1 flat (Spacing per building >lans) l Altcrn.tc Stud Conncclion .1111 SIa ler \yp. Stud OMCC 110n 8 - 14 1" Crown I 1/4"long DESIGN FOR TYPICAL CAUL! UND TRUSS Culoul (or 2x1 law R.t (Spacing per LuIIJin� plate t Ixl Aad -on 1 With B.1n.ilc at 16"o. C. • (by buil,lerl ' "OFF STUU't:U1't!U'I'S 1 "UN STUD"CU'rGUTS Dc'rAILS FOR 2 x / OUTLOOK RS is .1 2-16d nails -31, T-2! ICAIILI-' END TItUSS 1 2 >fn , ��:, , `. t.i ESS•• � :,\ TRUSS _ t I 1 `_•1 2.16d n►il ! cs� Truss / 12'31."2 00 . CNIL T-1.1 Plate LI CABLE END [)RACING t• I: v • is w tp �i •at'Ft ��.. • . TRUSv'JAL Akar RONEL OET � � ` A i L:• File tic. Cablc Erid Trust -.c,-.•.cr1••1, .._ -.T .. _..,J..• •. 1 1-r-...... .-,I -...._..r. I [)ate: 12l4!7il rn, .ter.^..'r1: .. ..�..,1 .. ��1..,.. _ .— _.... rot�,o�.a:.�..�..��.�.....� ..� .r.�!... r �. Rtf: l� 1. 1)•: Jt: C'(. 11 V: �. , .r.r ., .•.. 11..1 , •. ,1� ..,e'•J' ... 11 ill, • " u.v S -0<'14 .0 t 0' ^v't r .-c a ..r • ' r.: • • • .. r+1 r ....... - • w _ i • • n - •• ..... r . 1 1... Q .... r , 11 ,r • u .•. p r —tcao .ro, .r .... t• I: v • is w tp �i •at'Ft ��.. • . TRUSv'JAL Akar RONEL OET � � ` A i L:• -HGAK &.SHAH ASSOCIATES Inc. .,;- CONSULTiNd ENGINEERS 392b'E: CORONADO STREET. SUITE 203 ANAHEIM. CALIFORNIA 92807 PHONE: (714)632-1865 FAX: (714) 632-1314 r = JOB NO. - BY! L.Lt/ r. ,.. DATE... I mo' _. I q LOA,4.. -Desir. ► SH OF Allowable Passive Pressure: Pp = 300 psf/ft Reduce by 1/3 when . combined with _ friction Total Resistance -g-- 2/3, Pp Wind Loading: U.B.0 1994 psf := ib plf._ lb 70 mph wind; Exposure - C ft- ft Ce:= 1.06 Cq:= 1.4 I:= 1.0 qs 3•12.6•psf qs := gs•psf if gs>10•psf 10•psf otherwise p:= Ce.0 .q s.I CITY OF LA QTY DEPT• q [BUILDING & SAFE p =14.84 psf APPROVED FOR COnsSTRUCTION w:= P -1 -ft w=14.84•plf ��ta c,*Y 1 Owner / Developer:*. Demucci•Residence' , ' �Q� C E 'Py t" Lot 32, Tract 27728, 'The Quarry La Quinta, California w �- . .. :�D. --j No. 34803 Soils Report By: Earth Systems Consultants -Southwest 79-811BCountry Club Drive sT C ! V 1 \- Bermuda Dunes, CA. 92201 OF G��\F,�P Phone: (760) 345-1588. ' P.N. 07285-01/ 99-10-700 Dated 10%4/99' Allowable Soil. Bearing: SB = 2000 psf 1/3 increase allowed. . . for wind or seismic Coefficient of Friction: µ = 0.40 loading Active Pressure: EFP = 30 pcf/ft Level Backfill Allowable Passive Pressure: Pp = 300 psf/ft Reduce by 1/3 when . combined with _ friction Total Resistance -g-- 2/3, Pp Wind Loading: U.B.0 1994 psf := ib plf._ lb 70 mph wind; Exposure - C ft- ft Ce:= 1.06 Cq:= 1.4 I:= 1.0 qs 3•12.6•psf qs := gs•psf if gs>10•psf 10•psf otherwise p:= Ce.0 .q s.I CITY OF LA QTY DEPT• q [BUILDING & SAFE p =14.84 psf APPROVED FOR COnsSTRUCTION w:= P -1 -ft w=14.84•plf ��ta c,*Y HOAK & SHAH ASSOCIATES,I.NC. CONSULTING ENGINEERS 3920 E. CORONADO ST., SUITE 203 ANAHEIM, CA. 92807 PH.(714)632-1865 FX.(714)632-1314 CANTILEVERED RETAINING WALL DESIGN WALL ONE UPPER HALL 6 FOOTING DATA Retained Height Wall Ht. above Soil Toe Width Heel Width - Total Footing Width Footing Thickness Key Depth Key Width Toe to Key Dist. SLIDING CHECK - Ftg/Soil Friction Soil to Neglect Lateral Pressure - Passive Pressure - Friction Add'l Force Required SUMMARY Pressure @ Toe Pressure @ Heel Allowable Press. Ecc. of resultant Max. Shear @ Toe Max. Shear @ Heel Allow, Ftg Shear Factors of Safety: Overturning Sliding Origin of Force... Active Soil Press. Soil over Heel Soil over Toe Sloped Soil @ Heel Adjacent Ftg. Load Surcharge Over Heel Surcharge over Toe Axial Load on Wall Load @ Proj. Wall Averaged Stem Wts. Added Lateral Load Footing Weight Key Weight Vertical Component of Active Pressure Totals VERTICAL LOADS 6.67 ft Axial DL on Stem 0.00 ft Axial DL on Stem 0.75 ft ....Eccentricity 2.50 ft Surcharge over Toe 3.25 ft Surcharge over Heel = 12.00 in 6.00 in Title: DEMUCCI RESIDENCE Scope: TERRACE RET'G WALLS Job #: 9959 Designer: LWH Misc: Date: 11/25/99 Page: 2 DEMUCCI RESIDENCE TERRACE RET'G WALLS 9959 8.00 in SOIL DATA LATERAL LOADS = ADJACENT FOOTING 0 plf Lateral Load Acting on psf Vertical load = 0 plf Stem Above Soil 0.00 psf 0.00 in Add'1 Lateral Load = 0.00 plf 0.0 psf Dist to Load Start = 0.00 ft 0.0 psf Dist to Load End = 0.00 ft 8.00 in SOIL DATA Soil Ht over Toe = ADJACENT FOOTING 0.75 ft Allowable Bearing = 2000 psf Vertical load = 2.33 Active Lateral 30.0 pcf Load Eccentricity 0.40 .....Max Press. = 0.0 pcf Footing Width = 0.00 in .....Slope Press. = 0.0 pcf Ftg. CL to Wall = 957 # Backfill Slope = 0.0 :1 Vert. Position of Ftg. 600 # Passive Press. = 300.0 pcf ...Above/Below:(+/-) 1035 # Soil Density = 110.0 pcf Spread Footing ? 0.0 # Soil Ht over Toe = 6.00 in 0 0 0 1345.1 2.33 3138.6 -33.8 0.50 FOOTING DESIGN 0.38 15.5 1850.5 psf Soil Press. Mult. Toe Heel 0.0 f'c 3.29 244.3 = 0.0 psf By ACI Eq 9-1 = 2602 0 psf Fy 0.0 0.0 = 2000 psf Mu -Upward 666 407 ft -0 Min. As Percent = 8.32 in Mu -Downward = 81 2079 ft -0 Omit SP Under Heel ? 0.94 psi Mu -Design 586 -1672 ft-# 0 0 Toe Heel -9.89 psi One -Way Shear: 792.2 0 0 # 4 @ 19.61 17.54 76.03 psi Actual = 0.9 9.9 psi # 5 @ 30.39 27.19 Allowable 76.0 76.0 psi # 6 @ 43.14 38.60 1.97 :1 Cover over Rebar = 3.50 2.50 in # 7 @ 48.00 48.00 1.71 :1 'd' 8.50 9.50 in # 8 @ 48.00 48.00 Ru = Mu/bd"2 = 9.0 20.6 psi # 9 @ 48.00 48.00 SUMMARY OF FORCES & MOMENTS - Overturning Mooents Resisting Moments # ft ft-# # ft ft-# 692.0 # 0.00 in 1.00 ft 4.00 ft -1.5 ft No 2000 psi 60000 psi 0.0012 No in o/c in o/c in o/c in o/c in o/c in o/c 882.4 2.56 2256.1 0 0 0 0 0 0 1345.1 2.33 3138.6 -33.8 0.50 -161"9 41.3 0.38 15.5 0 0 0 0.0 0.00 0.0 74.2 3.29 244.3 103.0 2.79 287.4 0 0 0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0 0 0 0.0 0.00 0.0 0.0 0.00 0.0 0 0 0 0, 0 0 560.3 1.08 607.0 0.0 0.00 0.0 0 0 0 0 0 0 487.5 1.63 792.2 0 0 0 50.0 1.08 54.2 0 0 0 0.0 0.00 0.0 922.9 # 2483.5 ft- # 2587.1 # 4894.8 ft-# Resisting Totals Used For Soil Pressure 2587.1 # 4894.8 ft -0 (Vert. Component of Active Pressure Removed) (continued on next page....) V4.4C1 (c) 1983-96 ENERCALC HOAK & SHAH ASSOCIATES, INC., KW -060912 HOAK & SHAH ASSOCIATES,INC. Title: DEMUCCI RESIDENCE CONSULTING ENGINEERS Scope: TERRACE RET'G WALLS 3920 E. CORONADO ST., SUITE 203 Job #: 9959 ANAHEIM, CA. 92807 Designer: LWH PH.(714)632-1865 FX.(714)632-1314 Misc: Date: 11125/99 Page: CANTILEVERED RETAINING WALL DESIGN DEMUCCI RESIDENCE TERRACE RET'G WALLS WALL ONE UPPER 9959 LWH (.....continued) STEM SUMMARY Top Stem: From 2.67 ft to Top of Wall 8.00in Masonry w/ # 4 @.32.00in, d: 5,25in . f'm: 1500.Opsi, Fs= 24000.Opsi LDF: 1.00, n: 25.78 Solid Grouted, Special Insp. Wall Wt.: 84.00psf, Bar Embed: 12.Oin Mactual : 341.3 <: 730.Oft-# Vactual.: 3:00 <: 38.73psi Interaction Value : 0.468 Second Stem From O.00ft to 2.67ft 8.00in Masonry w/ # 5 @ 16.00in, d: 5.25in f'm: 1500.Opsi, Fs= 24000.Opsi LDF: 1.00, n: 25.78 Solid Grouted,;Special Insp. Wall Wt.: 84.00psf, Bar Embed: 9.Oin Mactual : 1654.8 <: 2115.9ft-9 Vactual : 8.03 <: 38.73psi. Interaction Value : 0.782 1 V4.4C1 (c) 1983-96 ENERCALC HOAK & SHAH ASSOCIATES, INC., -KW -060912 HOAK & SHAH ASSOCIATES,INC. CONSULTING ENGINEERS 3920 E. CORONADO ST., SUITE 203 ANAHEIM, CA. 92807 PH.(714)632-1865 FX.(714)632-1314 CANTILEVERED RETAINING WALL DESIGN WAIL TWO MIDDLE MALL & FOOTING DATA Retained Height = Wall Ht. above Soil = Toe Width - Heel Width = Total Footing Width = Footing Thickness = Key Depth = Key Width = Toe to Key Dist. - SLIDING CHECK - Ftg/Soil Friction - Soil to Neglect = Lateral Pressure - - Passive Pressure - - Friction - Add'1 Force Required = SUMMARY Pressure @ Toe = Pressure @ Heel - Allowable Press. Ecc. of resultant - Max. Shear @ Toe = Max. Shear @ Heel = Allow. Ftg Shear = Factors of Safety: Overturning - Sliding = Origin of Force.. Active Soil Press. _ Soil over Heel Soil over Toe = Sloped Soil @ Heel = Adjacent Ftg. Load = Surcharge Over Heel = Surcharge over Toe = Axial Load on Wall = Load @ Proj. Wall = Averaged Stem Wts. _ Added Lateral Load = Footing Weight - Key Weight Vertical Component of Active PressuFe Totals 6.67 ft 0.00 ft 0.75 ft 2.50 ft 3.25 ft 12.00 in 0.00 in 0.00 in 0.00 ft 0.40 0.00 in 948 # 338 # 1273 # 0.0 # Title: DEMUCCI RESIDENCE Scope: TERRACE RET'G WALLS Job #: 9959 Designer: LWH Misc: Date: 11/25/99 DEMUCCI RESIDENCE TERRACE RET'G WALLS 9959 Page: VERTICAL LOADS psf By ACI Eq 9-1 = LATERAL LOADS 2400 psf Axial DL•on Stem = 0 plf Lateral Load Acting on Mu -Downward = 81 Axial DL on Stem = 0 plf Stem Above Soil 0.00 psf ....Eccentricity - 0.00 in Add'l lateral Load = 0.00 plf Surcharge over Toe - 0.0 psf Dist to Load Start - 0.00 ft Surcharge over Heel = 0.0 psf Dist to Load End = 0.00 ft SOIL DATA Allowable Bearing = Active Lateral = ..Max Press. _ .....Slope Press. _ Backfill Slope Passive Press. = Soil Density = Soil Ht over Toe = 1730.9 psf Soil Press. Mult. Toe 226.9 psf By ACI Eq 9-1 = 2484 2400 psf Mu -Upward = 652 4.99 in Mu -Downward = 81 0.89 psi Mu -Design = 571 -5.17 psi One -Way Shear: = 76.03 psi Actual = 0.9 300.0 pcf Allowable - 76.0 2.57 :1 Cover over Rebar = 3.50 1.70 :1 'd' = 8.50 - FOOTING DESIGN 0.00 Ru = Mu/bd^2 - 8.8 f'c = SUMMARY OF FORCES & MOMENTS Overturning Moments Fy # 1229 ft ft-# Resisting Moments # ft ft-# 3006.0 # -10.50 in 3.25 f t 3.25 ft -1.7 ft Yes 2000 psi 60000 psi 0.0012 No in o/c in o/c in o/c in o/c in o/c in o/c 882.4 2.56 ADJACENT FOOTING 2400 psf Vertical Load - 30.0 pcf Load Eccentricity 3138.6 0.0 pcf Footing Width = 0.0 pcf Ftg. CL to Wall = 0.0 :1 Vert. Position of Ftg. 0.0 300.0 pcf ...Above/Below:(+/-) : 110.0 pcf Spread Footing ? 6.00 in 0.00 0.0 - FOOTING DESIGN 0.00 Heel 0.0 f'c = 326 psf Fy - 1229 ft -0 Min. As Percent = 2079 ft-# Omit SP Under Heel ? -850 ft-# Toe Heel 1.08 607.0 # 4 @ 19.61 17.54 5.2 psi # 5 @ 30.39 27.19 76.0 psi # 6 @ 43.14 38.60 2.50 in # 7 @ 48.00 48.00 9.50'in 0.0 # 8 @ 48.00 48.00 10.5 psi # 9 @ 48.00 48.00 Resisting Moments # ft ft-# 3006.0 # -10.50 in 3.25 f t 3.25 ft -1.7 ft Yes 2000 psi 60000 psi 0.0012 No in o/c in o/c in o/c in o/c in o/c in o/c 882.4 2.56 2256.1 0 0 0 0 0 0 1345.1 2.33 3138.6 -33.8 0.50 -16.9 41.3 0.38 15.5 0 0 0 0.0 0.00 0.0 65.6 3.23 211.6 747.3 2.33 1743.6 -0 0 0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0 0 0 0.0 0.00 0.0 0.0 0.00 0.0 0 0 0 0 0 0 560.3 1.08 607.0 0.0 0.00 0.0 0 0 0 0 0 0 487.5 1.63 792.2 0 0 0 0.0 0.00 0.0 0 0 0 0.0 0.00 0.0 914.3 # 2450.8 ft-# 3181.4 # 6296.8 ft -0 Resisting Totals Used For Soil Pressure 3181.4 # 6296.8 ft -0 (Vert. Component of Active Pressure Removed) (continued on next page....) V4.4C1 (c) 1983-96 ENERCALC HOAK & SHAH ASSOCIATES, INC., KW -060912 HOAK & - SHAH ASSOCIATES,INC. Title: DEMUCCI RESIDENCE CONSULTING ENGINEERS Scope: TERRACE RET'G WALLS 3920 E. CORONADO ST., SUITE 203 Job #: . 9959 ANAHEIM, CA. 92807 Designer: LWH PH.(714)632-1865 FX.(714)632-1314 Misc: Date: 11/25/99 Page: S7 CANTILEVERED RETAINING WALL DESIGN DEMUCCI RESIDENCE TERRACE RET'G WALLS WALL TWO MIDDLE 9959 LWH (.....continued) STEM SUMMARY Top Stem: From 2.67 ft to Top of Wall B.00in Masonry w/ # 4 @ 32.00in, d: 5.25in f'm: 1500.Opsi, Fs= 24000.Opsi LDF: 1.00, n: 25.78 Solid Grouted, Special Insp. •� Wall Wt.: 84.00psf, Bar. Embed: 12.Oin Mactual : 335.7 <: 730.Oft-# Vactual : 2.91 <: 38.73psi Interaction Value : 0.460 Second Stem From O.00ft to 2.67ft B.00in Masonry w/ # 5 @ 16.00in, d: 5.•25in f'm: 1500.Opsi, Fs: 24000.Opsi LDF: 1.00, n: 25.78 Solid Grouted „ Special Insp. Wall Wt.: 84.00psf, Bar Embed: 8.9in Mactual : 1630.4 <: 2115.9ft-# Vactual : 7.96 <: 38.73psi Interaction Value : 0.771- s V4.4C1 (c) 1983-96 ENERCALC HOAK & SHAH ASSOCIATES, INC., KW -060912 HOAK & SHAH ASSOCIATES,INC. CONSULTING ENGINEERS 3920 E. CORONADO ST., SUITE 203 ANAHEIM,, CA. 92807 PH.(714)632-1865 FX.(714)632-1314 CANTILEVERED RETAINING WALL DESIGN WALL THREE LOWEST HALL 6 FOOTING DATA Retained Height - Wall Ht. above Soil = Toe Width Heel Width = Total Footing Width = Footing Thickness - Key Depth - Key Width = Toe to Key Dist. - SLIDING CHECK - Ftg/Soil Friction Soil to Neglect = Lateral Pressure - Passive Pressure - - Friction = Add'l Force Required - SUMMARY Pressure @ Toe Pressure @ Heel = Allowable Press. - Ecc. of resultant Max. Shear @ Toe Max. Shear @ Heel Allow. Ftg Shear = Factors of Safety: Overturning = Sliding = Origin of Force... Active Soil Press. _ Soil over Heel = Soil over Toe = Sloped Soil @ Heel = Adjacent Ftg. Load - Surcharge Over Heel = Surcharge over Toe = Axial Load on Wall Load @ Proj. Wall Averaged Stem Wts. Added Lateral Load = Footing Weight = Key Weight Vertical Component of Active PressuFe 6.67 ft 0.00 ft 0.75 ft 2.50 ft 3.25 ft 12.00 in 6.00 in 8.00 in 0.75 ft 0.40 0.00 in 1160 # 600 # 1310 # 0.0 # Title: DEMUCCI RESIDENCE Scope: TERRACE RET'G WALLS Job #: 9959 Designer: LWH Misc: Date: 11/25/99 DEMUCCI RESIDENCE TERRACE RET'G WALLS 9959 Page: VERTICAL LOADS psf By ACI Eq 9-1 = 3096 2400 LATERAL LOADS Mu -Upward 799 Axial DL on Stem = 0 plf Lateral Load Acting on Mu -Design = 718 Axial DL on Stem 0 plf Stem Above Soil = 0.00 psf ....Eccentricity = 0.00 in Add'1 Lateral 2.06 Load = 0.00 plf Surcharge over Toe = 0.0 psf Dist to Load Start = 0.00 ft Surcharge over Heel - 0.0 psf Dist to Load End 0.00 ft SOIL DATA Allowable Bearing = Active Lateral = .....Max Press. = .....Slope Press. _ Backfill Slope - Passive Press. Soil Density = Soil Ht over Toe = 2155.4 psf Soil Press. Mult. Toe 0.0 psf By ACI Eq 9-1 = 3096 2400 psf Mu -Upward 799 7.34 in Mu -Downward = 81 1.14 psi Mu -Design = 718 -8.22 psi One -Way Shear: 6 @ 76.03 psi Actual . = 1.1 2.50 in Allowable = 76.0 2.06 :1 Cover over Rebar = 3.50 1.65 :1 'd' 8.50 48.00 48.00 Ru : Mu/bd"2 11.0 16.7 psi SUMMARY OF FORCES & MOMENTS Overturning Moments 48.00 # in ft ft-# ADJACENT FOOTING - 2400 psf Vertical Load = 30.0 pcf Load Eccentricity 0.0 pcf Footing Width = 0.0 pcf Ftg. CL to Wall = 0.0 :1 Vert. Position of Ftg. 300.0 pcf ...Above/Below:(+/-) 110.0 pcf Spread Footing ? 6.00 in - FOOTING DESIGN Heel Tc 0 psf Fy = 725 ft-# Min. As Percent 2079 ft-# Omit SP Under Heel ? -1354 ft-# Toe Heel - 3182.0 # -10.50 in 3.25 ft 3.25 ft -1.7 ft No 2000 psi 60000 psi 0.0012 No Resisting Moments # ft ft-# 882.4 2.56 # 4 @ 19.61 17.54 in o/c 8.2 psi # 5 @ 30.39 27.19 in o/c 76.0 psi # 6 @ 43.14 .38.60 in o/c 2.50 in # 7 @ 48.00 48.00 in o/c 9.50 in # 8 @ 48.00 48.00 in o/c 16.7 psi # 9 @ 48.00 48.00 in o/c Resisting Moments # ft ft-# 882.4 2.56 2256.1 0 0 0 0 0 0 1345.1 2.33 3138.6 -33.8 0.50 -16.9 41.3 0.38 15.5 0 0 0 0.0 0.00 0.0 277.6 3.23 896.1 791.0 2.33 1845.7 0 0 0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0 0 0 0.0 0.00 0.0 0.0 0.00 0.0 0 0 0 0 0 0 560.3 1.08 607.0 0.0• 0.00 0.0 0 0 0 0 0 0 487.5 1.63 792.2 0 0 0 50.0 1.08 54.2 0 0 Totals = 1126.3 # Resisting Totals Used For Soil Pressure (Vert. Component of Active Pressure Removed) 0 0.0 0.00 3135.3 ft-# 3275.1 # 3275.1 # 0.0 6453.1 ft-# 6453.1 ft -0 (continued on next page....) V4.4C1 c) 1983-96 ENERCALC r HOAK & SHAH ASSOCIATES; INC., KW -060912 HOAK & SHAH ASSOCIATES�INC. CONSULTING ENGINEERS . 3920 E. CORONADO ST., SUITE 203 ANAHEIM, CA. 92807 PH.(714)632-1865 FX.(714)632-1314 CANTILEVERED RETAINING WALL DESIGN WALL THREE LOWEST (.....continued) STEN SUNMARY Top Stem: From 2:67 ft to Top of Wall B.00in Masonry w/ # 4 @ 32.00in; d: 5.25in f'm: 1500.Opsi, Fs= 24000.Opsi LDF: 1.00, n: 25.78 Solid Grouted, Special Insp. Wall Wt.: 84.00psf, Bar Embed: 12.7in Mactual : 386.4 <: 730.Oft-0 Vactual : 3.82 <: 38.73psi Interaction Value : 0.529 Second Stem From O.00ft to 2.67ft B.00in Masonry w/ # 5 @ 16.00in, d: 5.25in f'm: 1500.Opsi, Fs= .24000.Opsi LDF= 1.00, n: 25.78 Solid Grouted „Special Insp. Wall Wt.: 84.00psf, Bar Embed: 11.5in Mactual : 2106.7 <: 2115.9ft-# Vactual : 10.17 <: 38.73psi Interaction Value : 0.996 Title: DENUCCI RESIDENCE Scope: TERRACE RET'G WALLS Job #: 9959 Designer: LWH Misc: Date: 11/25/99 DEMUCCI RESIDENCE TERRACE RET'G WALLS 9959 Page: V4.4C1 (c) 1983-96 ENERCALC HOAK & SHAH ASSOCIATES, INC., KW -060912 6AK & SHAH ASSOCIATES, Inc. CONSULTING ENGINEERS 3920 E. CORONADO STREET, SUITE 203 ANAHEIM, CALIFORNIA 92807 PHONE (714) 632-1865 FAX (714) 632-1314 JOB NO BY DATE ;&w&lAgb em t0A1e 3wft4J SH OF yar"L (.7 '70P "r'q z - P 5- �170 E No. 3480 V I OF cp'\-\F 73T,o7l- Stlil;'Pe 170 -7 zl� 5 J1 7 CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION !.DATE P465 - 14'J HOAK & SHAH ASSOCIATES, Inc. CONSULTING ENGINEERS 3920 E. CORONADO STREET, SUITE 203 ANAHEIM,'CALIFORNIA 92807 PHONE (714) 632-1865 FAX (714) 632-1314 JOB NO '� , % BY Z' DATE 3 SH �� SOF HOAK & SHAH ASSOCIATES, Inc. CONSULTING ENGINEERS 3920 E. CORONADO STREET, SUITE 203 ANAHEIM, CALIFORNIA 92807 PHONE (714) 632-1865 FAX (714) 632-1314 .� JOB NO BY DATE •3-0 SH G3 OF HOAK & SHAH ASSOCIATES,INC. CONSULTING ENGINEERS 3920 E. CORONADO ST., SUITE 203 ANAHEIM, CA. 92807 PH.(714)632-1865 FX.(714)632-1314 RESTRAINED RETAINING WALL DESIGN GAR RET'G LEFT _.__ HALL DATA --.- Retained Soil Ht. Ht, Above Top Support - Dist: Ftg. To Top Support Total Wall Height = Fixity @ Base of Wall = _ VERTICAL LOADS -- Axial DL on Stem = Axial LL on Stem = .- Eccentricity = Surcharge over Toe Surcharge over Heel = LATERAL LOADS - Lateral Load Acting on Stem above soil Add'l Lateral Load .-Top Ftg to load ;tart ....Top Ftg to load start --- SLIDING CHECK @ BASI Slab Resists Wall Slding! 5• Fto/Soil Friction = Soil to Neglect Factor of Safety = Lateral Pressure - Passive Pressure = - Friction Pressure Addn'l Force Req'd = 8.00 ft 0.00 ft 8.00 ft 8.00 -ft 0 =o 395.0 plf 224.0 plf 0.00 in 0.0 psf 0.0 psf DEMUCCI RESIDENCE GAR RET'G 9959 LWH Date: 03/20/00 _--.-.-_ FOOTING DATA .__ 0.0 psi . -------- SOIL DATA _ Footing Thickness = 12.00 in Allow. Soil Bearing = Toe Width = 0.83 ft Active Fluid Press HEel Width 1.33 ft Design Fluid Press = Total Footing Width 2.16 ft Backfill Slope = Passive Lateral 300.0 psf 47.62 in Key Depth 12.00 in Soil DErisity = Key Width = 8.00 in Soil Ht Over Toe = Key Dist. to Toe 0.67 ft Pressure @ Tee Pressure @ Heel Allowable Press Sliding F.C.S. 0.0 psf Restraint Force Req'd 0.0 plf at Top of Mall 0.00 ft Additional Restraint 0.DO ft REq d at Bottom Soil Press. Mult 0.400 by ACI 9-1 0.00 in Mu Upward 999.00:1 Mu Dow, mwaid 0.0 # Mu Design 0.0 # One-Wav Shear: - SURNARY - 2032.3 psf Ecc. of Resultant 125.4 psf Kern Distance 2400.0 psf Footing One -Way Shear: = No Sliding @ Toe Heel Allowable Shear 533.2 4 Footing Overturning Stability Ratio Toe 2904 880 99 781 0.0 4 _ FOOTING DESIGN .---- Heel f'c 179 psf Fy 101 ft-# Hin. AstEel % 317 ft -4 -216 ft-# --- Page: T -L 2400 psf SO pcf 50.00 pcf 0.00 :I 110.0 pcf 6,00 in 3.82 in 4.32 in 1.90 psi 0.00 psi 85.0 psi .42 :1 2500 Psi 40000 psi 0.0014 0 Rebar Choices -------- Toe HEeI 0.0 # Actual 1.9 0.0 psi . 44 @ 15.81 15.8; in 0.0 # Allow+.85 = 85.0 85.0 psi 4S @ 24.60 24.60 in Cover over Rebar : 3.00 3.00 in #b @ 34.92 34.92 in Ru = Mu/bd'- 1t 3 psi 47 @ 47.62 47.62 in As R a q ' d = 0.15 0.15 int 48 @ 48.00 48.00 in STEM DESIGN DATA - Stem Material Masonry Em = f'm 750 n Modular Ratio 215.78 Allowable Fa = 293.0 Nominal Wall Thick. = 8.00 in f'm = 1500 psi Fs 24000 psi Load Duration Factor 1.00 Special Inspection RequirEd Grout All Cells Use Normal'Weight Block Masonry Stem Data..... 1ntEiaCtiOn 4'a JE 0.166 Actual fe 7.7 Actual fb 7.7 0.517 0.116 0.796 0.513 V, 9.0 10.- 11,6 12.9 14.2 ps_ 270.4 356.7 374.4 264.6 0.0 psi ....___.. _,--__H _ V, - T Q T c r - y _nf rr• ; j V4 , 4C 1 -F-ET I SB -96 :iiF ,�_t. HCS 8 SHAH PSSCC� E. , : ,C. , W �, 0 @ 48.00 48.00 in STEM SECTION DESIGNS __-_ NOTE !! Maximum Moment Occurs at 3.37 ft above Top of Footing .8 Ht .6 Pt .4 Ht 2 Ht Bottom _ _Top Dist. above Ftg 7.00 5.60 4.20 2.80. 1.40 0.00 ft Sar Size 5.00 5.00 5.00 5.00 5.00 5.00 Rebar Spacing 16.0 16.0 16.0 16.0 16.0 16.0 in Rebar Location Edge Edge Edge Edge Edge Edge Rebar 'd' Dist. 5.25 5.25 5.2`- 5.25 5.25 5.^`_ in Tension Face Front Front Front Front Front ron' Moments: Actual 506 1156 1567 1600 1131 0 ft-# Allowable 2116 2116 2116 2116 2116 2116 ft -14 Shears: Actual 5.6 4.3 1.9 1.6 6.0 1i.6 # Ailowao_E 38.1 38.7 38.1 38.7 38.7 3p.' # Wal': Weight 84.00 84.00 84.00 84.00 84.00 84.00 psf Masonry Stem Data..... 1ntEiaCtiOn 4'a JE 0.166 Actual fe 7.7 Actual fb 7.7 0.517 0.116 0.796 0.513 V, 9.0 10.- 11,6 12.9 14.2 ps_ 270.4 356.7 374.4 264.6 0.0 psi ....___.. _,--__H _ V, - T Q T c r - y _nf rr• ; j V4 , 4C 1 -F-ET I SB -96 :iiF ,�_t. HCS 8 SHAH PSSCC� E. , : ,C. , W �, HOA -K & SHAH ASSOCIATES,INC. CONSULTING ENGINEERS -3920 E. CORONADO ST., SUITE 203 ANAHEIM, CA. 92807 PH.(714)632-1865 FX.(714)632-1314 CANTILEVERED RETAINING WALL DESIGN GAR RET'G BACK HALL 6 FOOTING DATA Retained Height = Wall Ht. above Soil = Toe Width Heel Width Total Footing Width = Footing Thickness = Key Depth = Key Width = Toe to Key Dist. _ --_- SLIDING CHECK .� Ftg/Soil Friction Soil to Neglect = Lateral Pressure = - Passive Pressure = - Friction Add'! Force Required = _- SUMMARY Pressure @ Toe Pressure @ Heel Allowable Press. _ Ecc, of resultant = Max. Shear @ Toe = Max. Shear @ Heel Allow. Ftg Shear = Factors of Safety: Dvertur rii or, Sliding Origin of Force... Active Soil Press. _ Soil over Heel = Soil over Toe Sloped Soil @ Heel = Adjacent Ftg. load = Surcharge Over Heel = Surcharge over Toe = Arial Load on Wa11 = Load @ Proj. Wall Averaged Stem Wts. Added Lateral Load _ Footing Neight = Ksy Vl�ight = Vertical! Component of Active Pressure 8.00f t 0.00 ft 1.67 ft 1.67 ft 3.34 ft 12.00 in 10.00 in 8.00 in 1.67 ft 0.40 0.00 in 1215 # 817 # 1050 # 0.0 DEMUCCI RESIDENCE GAR RET'G 9959 LWH Date: 03/20/00 Page: rcG' _ VERTICAL LOADS --.--- By ACI Eq 9-1 = LATERAL LOADS - 2400 - Axial OL on Stem = 395 plf Lateral Load Acting or, Mu -Downward = 400 Axial OL on Stem = 224 pi Stem Above Soil = 0.00 psf ....Eccentricity = 0.00 in Add'! Lateral Load = 0.00 plf Surcharqe over Toe = 0.0 psi Dist to Load Start 0.00 ft Surcharge over Heel = 0.0 psf Dist to Load End = 0.00 ft SOIL DATA Allowable Bearing Active Lateral = .....Max Press. _ .....Slope Press. _ Backfill Slope Passive Press. _ Soil Density = Soil Ht over To=. 2128.3 Dsf Soil Press. Mult. Toe 0.0 psf By ACI Eq 9-1 = 3030 2400 psf Mu -Upward = 3347 9.33 in Mu -Downward = 400 20.13 psi Mu - Design = 2947 -2.68 psi One -Way Shear: = 85.00; p=•i Actual = 20.7 = 0.0 Allowable. = 85.0 !.58 :1 Cover over Rebar = 3.50 ... Above/Below:It H ' c'•' = 8.50 pcf Spread Footing Ru = Mu/bd"2 = 45.3 _ in _ SUMMARY OF FORCES b MOMENTS _- Overturning Moments .- - FOOTING DESIGN ---- ft ft-# - Resisting Moments - # 0.0 # 0.00 in 0.00 ft 0.00 ft 0.0 ft IN o 2500 psi 4000,0 psi 0.0012 No in o,c in o/c in o/c in o/c in 0/C in o/c 1215.0 3.00 3645.0 ADJACENT FOOTING 2400 psf Vertical Load = 30,0 pcf load Eccentricity 0.50 = O.0 pcf Footing Width = 0.0 pcf Ftg. CL to Wall = 0.0 :1 Vert. Position of Ftg. 0.0 300.0 pcf ... Above/Below:It H 0.00 110.0 pcf Spread Footing 0.0 ".0 6.00 in 0 0 0 - FOOTING DESIGN ---- 1191.1) Heel 0.00 f'c 0 0 0 psf Fy 0 = 8 ft- # Min. As Percent = 126 ft-# Omit SP Under Heel ? -718 ft-# 1.67 Toe Heel 0 0 4 @ 15.45 17.54 2.7 psi # S @ 23.94 21.19 85.0 psi # 6 @ 33.99 38.60 2.50 in # 77 @ 46.35 48.00 9.51j !11 # 8 @ 48.00 48.00 8.8 psi # 9 @ 48.00 48.00 - Resisting Moments - # 0.0 # 0.00 in 0.00 ft 0.00 ft 0.0 ft IN o 2500 psi 4000,0 psi 0.0012 No in o,c in o/c in o/c in o/c in 0/C in o/c 1215.0 3.00 3645.0 0 0 0 0 0 0 882.9 2.84 2506.1 -33,8 0.50 -16.9 91.8 0.84 16.1 0 0 0 0.0 0.00 O.0 0.0 0.00 0.0 0.0 0.00 0.0 0 0 0 0.0 0.00 0.0 0.0 0.00 0.0 ".0 0.00 0.0 0 0 0 ,;9`',0 22.00 1191.1) 0.0 0.00 0.0 0 0 0 0 01 0 612.0 2.00 1.346.2 0.0 0.00 0.0 0 0 0 0 C 5C 1.0 1.67 836.1 u 0 0 8j�.3 24 11 .00 166.9 C C 0 0.0 0.00 0.0 Totals - Ii1i.. # Resistinq Totals Used For Soil Pressure (4'ert. Component of Active Pressure Removed) 3628.1 ft-# 2626.1 # 5723.9 ft-# �, 26.5.1 # �,_�.`7 t 't.-# (Continued on next page....) va_ab 1101 1�3s-9b EN}RC L^------I'OA &STH ASSOCIATES, INC.. KW -060512 ' HOAM & SHAHASS0C|ATES,|NC. " CdN8ULT{NG ENGINEERS ' ,3920 E. CORONADU ST., SUITE 203 ANAHEIM, CA. 92807 ^PH,(T14)2-18G5 FX:(7�4)832-1314 CANTILEVERED R—E—TAINING WALL DESIGN CAR R8'C BACK __--__--_ STEM SUMMARY--------' _ Top Sten: From 2.67 ft to Top of Wad} 8.00io Masonry w/ 8 4 @ 16.00in. d= 5.25io Cm: 1500.Oysi, [s: 24000.Opsi ' 0F: |,OO. o: 25.78 ' . Solid Cmutod, No Spec. Insp. Wall Mt.: 84.00[3f` Bar Embed: 12.8io � MacLoa) : 757,1 <: 90�.4ft'0 Vautooi : 4.67 <: l9]6ysi Interaction yo}uo - 0.919 Second Stem From 0.001t to 2.67 'It 8.00in Masonry w/ 0 � @ 8.00io. d:-5.25in ym- 1500'0psi. Fs- 24000,0psi L0F: 1.00' n- 2i78 . Solid GmoteJ..Spmci^[ �mp Wall NL: 84.00Pef. Bar Embed: 6.Sio Hoctoal : 2S'5YA < 2260.51 'Ll Vac�oul � 0.4Y �� 0.7�psi |ntomo-tion Yobe 1 .00 ^ ' UEMIUCCl 8[Sl0[[C[ .AR K[T`C 99'17 LVH Date: 01/20/00 � HOAK & SHAH ASSOCIATES,. Inc. CONSULTING ENGINEERS 3920 E. CORONADO STREET, SUITE 203 ANAHEIM, CALIFORNIA 92807 PHONE (714) 632-1865 FAX (714) 632-1314 JOB NO BY, DATE SHL- 7 OF CSC/.kr% L7� /J Zo"�=rte T/f 75 6x�s � '1411AK & SHAH ASSOCIATES, Inc. CONSULTING ENGINEERS 3920 E. CORONADO STREET, SUITE 203 ANAHEIM, CALIFORNIA 92807 PHONE (714) 632-1865 FAX (714) 632-1314 - JOB NO BY DATE 3D� SH �CB OF *,,� ?7o,6 A �. r .1 01 5y • ' Ga W. r .. l HOAK & SHAH ASSOCIATES, Inc. CONSULTING ENGINEERS 3920 E. CORONADO STREET, SUITE 203 ANAHEIM, CALIFORNIA 92807 - ? PHONE: (714) 632-1865 FAX: (714) 632-1314 C CGI c y'/CNG JOB NO. _ BY 1,&d,1�/ DATE /01S2J19 SH I OF ��1 PREFABRICATED WOOD TRUSSES � 24" o.c. AND 11 718" TJI FLOOR JOISTS BY OTHERS. Manufacturer shall submit calculations shop drawings to th building department and/or engineer for review and approva to fabrication and erection. and 3. The. calculations, sketches, specifications and reproductions are to be used only for this specific project, covered in this package and agreement. Any other use is strictly prohibited. 4. All changes and or revisions for this project shall be submitted to Hoak & Shah Associates in writing for review and comment. These calculation are for "builders" package, omissions are expected. CITY OF LA QUINTA BUILDING & SAFETY DEPT. j prior APPROVED FOR CONSTRUCTION I DATE LBY_ This material may not be reproduced in whole or in part without prior written permission of Hoak & Shah Associates, Inc. -l'f la 11-14, Cl Z/ SSI pNq LOADING 11 c1l Ll . E3 • 4 — C �` ROOF LOADING er -- ¢ No. 348 3 ROOFING SHEATHING 10.00 psf 1.50 10.0 Y51- 51SHEATHING 1, 6& /.:00O C FRAMING 2.00 $•a �TgTF ��F��\P INSULATION 1.50 1.6 CEILING 2.50 �,� F CA1-\ MISCELLANEOUS 0.50 .5 1-+z> This set of calculation is not valid unless wet signed TOTAL D.L. 18.00 psf and"sealed. LIVE LOAD 29,0 e6_ -sf ✓o TOTAL LOAD.f� „— SPECIFICATIONS 1. Sketches of details in calculations are not to scale FLOOR LOADING.: and may not represent true conditions on plans. Architect or designer is responsible for drawing FLOORING 1.00 psf details in plans which represents true framing SHEATHING 2.00 conditions and scale. Details are intended to FRAMING 3.00 complement standard construction practice to be CEILING 2.50 used by experienced and qualified contractors. MISCELLANEOUS 1.50 2. The structural calculations included here are for TOTAL D.L. 10.00 psf the primary system. The attachment of non - structure element is the responsibility of the LIVE LOAD 40.00 psi architect or design unless specifically shown. otherwise. TOTAL LOAD 50.00 psf PREFABRICATED WOOD TRUSSES � 24" o.c. AND 11 718" TJI FLOOR JOISTS BY OTHERS. Manufacturer shall submit calculations shop drawings to th building department and/or engineer for review and approva to fabrication and erection. and 3. The. calculations, sketches, specifications and reproductions are to be used only for this specific project, covered in this package and agreement. Any other use is strictly prohibited. 4. All changes and or revisions for this project shall be submitted to Hoak & Shah Associates in writing for review and comment. These calculation are for "builders" package, omissions are expected. CITY OF LA QUINTA BUILDING & SAFETY DEPT. j prior APPROVED FOR CONSTRUCTION I DATE LBY_ This material may not be reproduced in whole or in part without prior written permission of Hoak & Shah Associates, Inc. -l'f la HOAK & SHAH ASSOCIATES, Inc. CONSULTING ENGINEERS 3920 E. CORONADO STREET, SUITE 203 ANAHEIM, CALIFORNIA 92807 PHONE: (714) 632-1865 FAX: (714) 632-1314 2EZ4 cllG/ �'c5/�c',uG� JOB NO. 99159 BY Z.,iP DATE SH :�_ OF U.B.C. 199,'1- FIBER STRESSES FOR JOISTS, RAFTERS, BEAMS AND HEADERS JOISTS AND RAFTERS: [REF. UBC -199.7; TABLE No. 22- I -X-1 / NDS 19971 ¢"i I HJJ�h ,, G% 1►� NOMINAL SIZE (inches) Douglas Fir -larch DESIGN VALUES IN BENDING "Fb" psi. E = 1,700,000 psi E = 1,600,000 psi b F #1 F3 A DF #2 .Oto 2x4 a 1725V 1310 1510, '1 �CP 2x6 1135 1495 �'�� \c;� 1310 �p�4 2x8 \dp \�� 1380 14Iqe 1210 g3 2x10 �� \�� 1265 '� 1105 �� 2x12 ��4 1150 �^ � 1005 — d 12x1 - moo0 '� I O�j►� # d4 qo'�7 _ BEAMS AND HEADERS: �. M� 10 NOMINAL SIZE (inches) Douglas Fir -larch DESIGN VALUES IN BENDING "Fb" Psi - E = 1,700,000 psi E = 1,600,000 psi DF #1 OF #2 I 4x4 1500 0�'�� 1310 4x6 1300 1135 30.CvCD 48 \c;� 1300 �p�4 1135 .�� 410 �o° 1200 1050 g3 412 �� 1100 960 4x14 �� 1000 875 ---- HOAK & SHAH ASSOCIATES, Inc. CONSULTING ENGINEERS 3920 E.,CORONADO STREET, SUITE 203 ANAHEIM, CALIFORNIN92807 PHONE: (714)632-1865 FAX: (714) 632-1314 Tc��il/�e/ /��d.✓�e.� 0 ®)$ o , � 2Gu x 2•� - Sa � JOB NO. --y��— BY L • w' I�- DATE SH�?_ OF 6/ 22u2 - Y it .�-3./��.!��.: tF/-� "/-..., �-..r':�.. .a:._.f �........} i,�,.W ...i. �..w r -ter•-r d_N+3vVrr J-�'^ w..��..j•'.. ,. .r.�.... ... •`}`^i ' u- z r. '{" 40 GSL Z I/2 _t?. 10,E HOAK &- SHAH -ASSOCIATES,-Inc. CONSULTING; ENGINEERS 3920 E. CORONADO STREET, SUITE 203 ANAHEIM,'. CALIFORNIA 92807 PHONE: (714) 632-1865 FAX: (714) 632-1314 Z9b3 eti?lo� / . �L A� GD X • t 37, �1.L2 .wiz /�.��x ¢•d = �/• JOB NO. BY L<<" DATE J�9' SH OF �x�- ►�•� Viz• HOAK & -SHAH -ASSOCIATES, Inc. CONSULTING`, ENGINEERS 3920 E. CORONADO_,STREET, =SUITE 203 ANAHEIM, CALIFORNIA 92807 PHONE: (714)632-1865 , FAX: (714) 632-1314 -- --- La . r a2. JOB NO. S% BY L�frc DATE SH 5' OF to, X. r HOAK. & .SHAH- ASSOCIATES, Inc_ . t CONSULTING . ENGINEERS 3920 E. CORONADO STREET, SUITE'203 ANAHEIM, CALIFORNIA 92807 'PHONE: (714)632-1865 FAX: (714) 632-1314 — L- 7' �L / 2,� ' 250/, a/ 117 JOB NO. BY G �� DATE SH CO OF HOAK & SHAH ASSOCIATES,INC. CONSULTING ENGINEERS �• 3920 E. CORONADO ST., SUITE 203 • ANAHEIM, CA. 92807 PH.(714)632-1865 FX.(714)632-1314 TIMBER JOIST & RAFTER DESIGN v Title: DEMUCCI RESIDENCE Scope: PAVILLION Job #: 9959 Designer: LWH Misc: THE AUARRY,LA AUINTA Date: 12/16/99 • Page: 7 DENUCCI RESIDENCE PAVILLION ROOF FRAMING ONE 9959 • LWH L! \ /� 1 RFTR1 BM1 BM2 RFTR2 B3 B4 85 DESIGN DATA - 1 2 3 4 5 6 7 - Timber Section BX12 8X14 6X12 6X8 010 6X14 6X12 ....Depth in : 11.50 13.50 11.50 7.50 9.25 13.50 11.50 in : 7.50 7.50 5.50 5.50 3.50 5.50 5.50 ....Width Le: Unsupp ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Fb- Allow psi 1350.00 1350.00 1350.00 1350.00 875.00 1350.00 1350.00 Fv-.Allow psi 85.00 85.00 85.00 85.00 95.00 85.00 95.00 Elastic Mod. ksi 1600.00 1600.00 1600.00 1600.00 1600.00 1600.00 ' 1600.00 Load Duration Factor 1.25 1.25 1.25 1.25 1.25 1.25 1.25 Stress Ratio ->> 0A7 0.64 0.78 0.16 0.92 0.76 0.74 CENTER SPAN -OK- -OK- -OK- -OK- -OK- -OK- -OK- Span Length ft 9.75 19.50 19.50. 9.50 12.00 15.00 9.00 Uniform DL plf 60.00 234.00 150.00 50.00 150.00 120.00 183.00 LL plf 50.00 195.00 130.00 50.00 130.00. 0.00 136.00 Point DL # : 0.00 0.00 0.00 0.00 0.00 2282.00 2282.00 LL # 0.00 0.00 ' 0.00 0.00 0.00 1901.00 1901.00 X -Dist ft 0.00 0.00 0.00 0.00 0.00 9.50 4.50 RESULTS Mmax @ Cntr k -in : 15.69 244.69 159.70 13.54 60.48 212.47 151.70 X -Dist ft : 4.87 9.75 9.75 4.75 6.00 9.50 4.50 REACTIONS Left: Dead Load # 292.50 2281.50 1462.50 237.50 900.00 1736.73 1964.50 Live Load # 243.75 1901.25 1267.50 237.50 780.00 697.03 1562.50 Right: Dead Load # 292.50 2281.50 1462.50 237.50 900.00 2345.27 .1964.50 Live Load # 243.75 1901.25 1267.50 237.50 780.00 1203.97 1562.50 STRESSES -OK- -OK- -OK- -OK- -OK- -OK- -OK- Fb.. Allow . psi 1687.5 1665.6 1687.5 1687.5 1312.5 1665.6 1687.5 Fb.. Actual psi 94.9 1074.1 1317.4 262.5 1211.7 1271.8 1251.3 Fv.. Allow psi 106.25 106.25 106.25 106.25 118.75 106.25 118.75 Fv.. Actual psi :. 7.46 54.53 58.70 14.97 67.46 69.04 76.38 DEFLECTIONS Center... Dead Load in : -0.008 -0.309 -0.438 -0.030 -0_.189 -0.215 -0.078 X -Dist _ ft : 4.87 9.75 -9.75 4.75 6.00 7.90 4.50 DL Ratio 14587 756 535 3849 760 837 1386 Live Load in : -0.007 -0.258 -0.379 -0.030 -0.164 -0.116 -0.063 X -Dist ft 4.87 9.75 9.75 4.75 6.00 8.10 4.50 LL Ratio 17504 908 617 3849 877 1547. 1722 Total Defl in : -0.015 -0.567 -0.817 -0.059 -0.354 -0.331. -0.141 X -Dist ft : 4.87 9.75 9.75 4.75 6.00 7.90 4.50 e Ratio 7956 413 287 1925 407 543 768 V4.4C1 (c) 1983-96 ENERCALC HOAK & SHAH ASSOCIATES, INC., KW -060912 L �HOAK & SHAH ASSOCIATES,INC. Title: DEMUCCI RESIDENCE CONSULTING ENGINEERS Scope: PAVILLION 3920 E. CORONADO ST., SUITE 203 Job #: 9959 ANAHEIM, CA. 92807 Designer: LWH PH.(714)632-1865 FX.(714)632-1314 Misc: THE AUARRY,LA AUINTA Date: 12/16/99 Page: TIMBER JOIST & RAFTER DESIGN DEMUCCI RESIDENCE PAVILLION ROOF FRAMING TWO 9959 r 0 w V4.4C1 c 1983-96 ENERCALC HOAK & SHAH ASSOCIATES, INC., KW -060912 LWH HDR1 HDR2 HDR3 HDR4 HORS HDR6 HDR7 DESIGN DATA = 1 2 3 4 5 b 7 Timber Section 4X6 04 06 06 4X4 06 06 ....Depth in : 5.50 3.50 5.50 5.50 3.50 5.50 5.50 ....Width in : 3.50 3.50 3.50 3,50 3.50 3.50 3.50 Le: Unsupp ft : 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Fb- Allow psi 875.00 875.00 875.00 875.00 875.00 875.00 875.00 Fv- Allow psi 95.00 95.00 95.00 95.00 95.00 95.00 95.00 Elastic Mod. ksi 1600.00 1600.00 1600.00 1600.00 1600.00 1600.00. 1600.00 Load Duration Factor 1.25 1.25 1.25 1.25 1.25 1.25 1.25 Stress Ratio ' ->> 0.83 0.24 0.70 0.68 0.56 0.68 0.86 CENTER SPAN -OK- -OK- -OK- -OK- -OK- -OK- -OK- Span-Length ft 9.00 2.00 6.00 5.00 3.00 5.00 6.00 Uniform DL plf 81.00 153.00 153.00 216.00 216.00 216.00 189.00 LL plf 90.00 170.00 170.00 240.00 240.00 240.00 210.00 RESULTS Mmax @ Cntr k -in : 20.78 1.94 17.44 17.10 6.16 17.10 21.55 X -Dist ft 4.50 1.00 3.00 2.50 1.50 2.50 3.00 REACTIONS Left: Dead Load # 364.50 153.00 459.00 540.00 324.00 540.00 567.00 Live Load # : 405.00 170.00 510.00 600.00 360.00 600.00 630.00 Right: Dead Load 0 : 364.50 153.00 459.00 540.00 324.00 540.00 567.00 Live Load # : 405.00 170.00 510.00 600.00 360.00 600.00 630.00 STRESSES -OK- -OK- -OK- -OK- -OK- -OK- -OK- Fb.. Allow psi 1421.9 1640.6 1421.9 1421.9 1640.6 1421.9 1421.9 Fb.. Actual psi 1177.4 271.2 988.4 969.1 861.5 969.1 1221.0 Fv.. Allow psi 118.75 118.75 118.75 118.75 118.75 118.75 118.75 Fv.. Actual psi : 53.57 .27.95 64,43 72.25 67.00 72.25 79.59 DEFLECTIONS Center... Dead Load in : -0.154 -0.003 -0.057 -0.039 -0.020 -0.039 -0.071 X -Dist ft : 4.50 1.00 3.00 2.50 1.50 2.50 3.00 DL Ratio 701 8719 1253 1534 1830 1534 1014 Live Load in ; -0.171 -0.003 -0.064 -0,043 -0.022 -0.043 -0.079 X -Dist ft : 4.50 1.00 3.00 2.50 1.50 2.50 3.00 LL Ratio 631 7847 1128 1380 1647 1380 913 Total Defl in : -0.325 -0.006 -0.121 -0.083 -0.042 -0.083 -0.150 X -Dist ft : 4.50 1.00 3.00 2.50 1.50 2.50 3.00 Ratio 332 .4.130 594 727 867 727 481 r 0 w V4.4C1 c 1983-96 ENERCALC HOAK & SHAH ASSOCIATES, INC., KW -060912 D HOAK & SHAH ASSOCIATES,INC. CONSULTING ENGINEERS 3920 E. CORONADO ST., SUITE 203 ANAHEIM, CA. 92807- PH.(714)632-1865 FX.(714)63271314 TIMBER JOIST & RAFTER DESIGN ROOF FRAMING THREE Title: DEMUCCI RESIDENCE Scope: PAVILLION Job #: 9959 Designer: LWH Misc:r THE QUARRY,LA QUINTA Date: 12/16/99 Page: DEMUCCI RESIDENCE PAVILLION 9959 x H.VC. cl c) 1983-96 ENERCALC HOAK & SHAH ASSOCIATES, INC., KW -060912 6 HDR8 B6 HDR9 HDR10 B7 / B8 B9 DESIGN DATA - 1 2 3 4 5 6 7 - Timber Section 08 010 06 06 6X12 6X12 010 ....Depth in : 7.25 9.25 5.50 5.50 11.50 11.50 9.25 ....Width in : 3.50 3.50 3.50 3.50 5.50 5.50 3.50 Le: Unsupp ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Fb- Allow psi 875.00 875.00 875.00 875.00 1350.00 1350.00 875.00 Fv- Allow psi 95.00 95.00 95.00 95.00 85.00 85.00 95.00 Elastic Mod. ksi 1600.00 1600.00 1600.00 1600.00 1600.00 1600.00 .1600.00 Load Duration Factor 1.25 1.25 1.25 1.25 • 1.25 1.25 1.25 Stress Ratio ->> : 0.68 0.69 0.71 0.95 0.47 0.54 0.85 CENTER.SPAN -OK- -OK- -OK- -OK- -OK- -OK- _OK_ Span Length ft : 6.00 12.00 5.00 8.00 18.00 18.00 9.00 Uniform DL plf 261.00 99.00 225.00 117.00 108.00 138.00 60.00 LL plf 290.00 110.00 250.00 130.00 90.00 90.00 0.00 Point DL # : 0.00 '0.00 0.00 0.00 .0.00 0.00 972.00 LL # 0.00 0.00 0.00 0.00 0.00 0.00 810.00 X -Dist ft 0.00 0.00 0.00 0.00 0.00 0.00 4.50 RESULTS Mmax @ Cntr k -in`: 29.75 45.14 17.81 23.71 96.23 110.81 55.40 X -Dist ft : 3.00 6.00 2:50 4.00 9.00 9.00 4.50 REACTIONS Left: Dead Load # 783.00 594.00 562.50 468.00 972.00 1242.00 756.00 Live Load # 870.00 660.00 625.00 520.00 810.00 810.00 405.00 Right: Dead Load # : 783.00 594.00 562.50 468.00 972.00 1242.00 756.00 Live Load # : 870.00 660.00 625.00 520.00 810.00 810.00 405.00 STRESSES -OK- -OK- -OK- -OK- -OK- -OK- -OK- Fb.. Allow psi 1421.9 1312.5 1421.9 1421.9 1687.5 1687.5 1312.5 Fb.. Actual psi 970.4 904.5 1009.4 1343.8 793.8 914.0 1110.0 Fv.. Allow psi 118.75 118.75 118.75 118.75 106.25 106.25 118.75 Fv.. Actual psi 78.17 50.35 75.26 67.75 37.75 43.47 51.62 DEFLECTIONS Center... Dead Load in : -0.043 -0.125 -0.041 - -0.139 -0.229 -0.292 -0.093 X -Dist ft : 3.00 6.00 2.50 4.00 9.00 9.00 4.50 DL Ratio 1683 1152 1472 691 944 739 1161 Live Load in : -0.048 -0.139 -0.045 -0.154 -0.191 -0.191 -0.058 X -Dist ft : 3.00 6.00 2.50 4.00 9.00 9.00 4.50 LL Ratio 1514 1036 1325, 622 1133 1133 1877 Total Defl in : -0.090 -0.264 -0.086. -0.293 -0.419 -0.483 -0.151 X -Dist ft 3.00 6.00 2.50 4.00 9.00 9.00 4.50 Ratio 797 545 697 327 515 447 717 x H.VC. cl c) 1983-96 ENERCALC HOAK & SHAH ASSOCIATES, INC., KW -060912 6 H07AK & SHAH ASSOCIATES;INC. Title: DEMUCCI RESIDENCE •CONSULTING ENGINEERS Scope: PAVILLION 3920 E. CORONADO ST., SUITE 203 Job #: 9959 ANAHEIM, CA. 92807 Designer: LWH - PH.(714)632-1865 FX.(714)632-1314 Misc: THE BUARRY,LA 9UINTA Date: 12/22/99 Page: ` TIMBER JOIST & RAFTER DESIGN DEMUCCI RESIDENCE PAVILIION ROOF FRAMING FOUR 9959 LWH CROSSBEAM DESIGN DATA — 1 — Timber,Section 8X16 ....Depth in : 15.50. ....Width in . 7.50 Le: Unsupp ft .0.00 Fb- Allow psi 1350.00 , Fv- Allow psi 85.00 Elastic Mod. k'si.: 1600.00 Load Duration Factor 1.25 Stress Ratio - » : 0.99 CENTER SPAN -OK- OK-SpanLength Span-Length ft 19.50 ' Point DL # 4564.00 ' LL # 3802.00 X -Dist ft : 9.75 RESULTS Mmax @ Cntr k -in,: 489.41 X -Dist ft : 9.75 REACTIONS Left: Dead Load # 2282.00 , Live Load # : 1901.00 Righ.t: Dead Load # : 2282.00 . Live Load # 1901.00 STRESSES -OK- Fb.. Allow psi 1640.2 Fb.. Actual psi 1629.7 Fv.. Allow psi 106.25 Fv.. Actual psi 53.97 DEFLECTIONS Center... Dead Load in : -0.327' X -Dist ' ft : 9.75 - DL Ratio .71.5 Live Load in : .-0,27.3 X -Dist ft 9.75 LL Ratio 859 Total Defl in : -0.600 X -Dist ft : 9.75 Ratio 390 t V4.4C1 c 1983-96 ENERCALC HOAK & SHAH'ASSOCIATES, INC., KW -060912 H . OAK & S . HAkASSOCIATES, Inc. CONSULTING ENGINEERS 3920 E. CORONADO .STREET.! SUITE 203 ANAHEIM, CALIFORNIA 92607 PHONE: (714) 632-1865• FAX: (714) 632-1314 gwW Ag 16er-e lot J013 NO. By Z' DATE SH /10 OF Lie g 4 0 Co I a ;ro--,a2V1L I -.HOAK & SHAH ASSOC3ATES,INC. CONSULTING ENGINEERS +. 3920 E. CORONADO ST., SUITE 203 ANAHEIM, CA. 92807. PH.(714)632-1865 FX.(714)632-1314 TIMBER JOIST & RAFTER' DESIGN ROOF FRAMING ONE Title: DEMUCCI RESIDENCE Scope: BROOM AREA Job #: 9959 Designer: LWH . Misc: THE QUARRY,LA QUINTA Date: 12/16/99 DEMUCCI RESIDENCE BDROOM AREA 9959 THE QUARRY,LA QUINTA Page: // V4.4C1 (c) 1983-.96 ENERCALC HOAK & SHAH ASSOCIATES, INC., KW -060912 HDR11 NDR12 HDR13 DESIGN DATA - 1 2 3 - Timber Section 4X8 06 04 ....Depth in : 7.25 5.50 3.50 ....Width in : 3.50 3.50 3.50 Le: Unsupp ft 0.00 0.00 0.00 Fb- Allow psi 875.00 875.00 875.00 Fv- Allow psi 95.00 95.00 95.00 Elastic Mod. ksi 1600.00 1600.00 1600.00 Load Duration Factor 1.25 1.25 1.25 Stress Ratio ->> 0.61 0.74 0.30 CENTER SPAN -OK- -OK- -OK- Span Length ft : 6.00 5.00 2.00 Uniform DL plf 234.00 234.00 198.00 LL plf 260.00 260.00 220.00 RESULTS Mmax @ Cntr k -in : 26.68 18.52 2.51 X -Dist ft : 3.00 2.50 1.00 REACTIONS Left: Dead Load # : 702.0.0 585.00 198.00 Live Load # : 780.00 650.00 .220.00 Right: Dead Load # : 702.00 585.00 198.00 Live Load # 780.00 650.00 220.00 STRESSES -OK- -OK- -OK- Fb.. Allow. psi 1421.9 1421.9 1640.6 Fb.. Actual psi 870.0 1049.8 351.0 Fv.. Allow psi 118.75 118.75 118.75 Fv.. Actual psi 70.08 78.27 36.17 DEFLECTIONS Center... Dead Load in : -0.038 -0.042 -0.004 X -Dist ft : 3.00 2.50 1.00 DL Ratio 1877 1416 6737 Live Load in : -0.043 -0.047 -0.004 X -Dist ft : 3.00 2.50 1.00 LL Ratio 1689 1274 6064 Total Defl in : -0.081 -0.089 -0.008 X -Dist ft : 3.00 2.50 1.00 Ratio 889 671 3191 Page: // V4.4C1 (c) 1983-.96 ENERCALC HOAK & SHAH ASSOCIATES, INC., KW -060912 HOAK & SHAH ASSOC�2 ASSOCIATES, Inc. JOB NO. CONSULTING ENGINEERS 3920 E. CORONADO STREET, SUITE 203 BY ANAHEIM, CALIFORNIA 92807 DATE /0Z2 s PHONE: (714) 632-1865 FAX: (714) 632-1314 SH OF 4/5,,F 6;<8 Cv Oo",op. All 11 3Wz '9 0 _Lfsa 2-n HOAK & SHAH ASSOCIATES, Inc. ��Gc� p2 /��' `'� JOB NO. CONSULTING LENGINEERS 3920 E: CORONADO STREET,- SUITE 203 BY ANAHEIM. CALIFORNIA 92807 PHONE: (714)`632-1865 FAX: (714) 632-1314 — - DATE /r SH �3 OF S-er( /loot: 9 a zpx �; �.�;-�;._: _ ' , Ids �1�:�.2:+��1o_°X�,�•-;''�L-.�l� � .. -! -. -: - 3 HOAK &.SH_A_H-ASSOCIATES,, Inc-. i� CONSULTING- EN_ GINEERS ' - 3920 E. CORONADO STREET, SUITE 203 ANAHEIM, CALIFORNIA 92807 '- PHONE: (714)632-1865, FAX:'(714) 632-1314 z OPE3 = (p '�& - - Lrw6e I/v -.y a JOB NO. BY DATE /d. "HOAK & SHAH ASSOCIATES,INC. CONSULTING ENGINEERS 3920 E. CORONADO ST., SUITE 203 ANAHEIM, CA. 92807 PH.(714)632-1865 FX.(714)632-1314 Title: DEMUCCI Scope: MASTER Job #: 9959 - Designer: LWH Misc: Date: 12/16/99 RESIDENCE BEDROOM AREA Page: TIMBER JOIST & .RAFTER DESIGN DEMUCCI RESIDENCE MASTER BEDROOM AREA ROOF FRAMING ONE 9959 LWH LL\ 810 RFTR3 RFTR4 (� 811 HDR15 HDR16 HDR17 DESIGN DATA - 1 2 3 4 5 6 7 - Timber Section 6X10 6X8 BX12 8X16 08 08 6X16 ....Depth in : 9.50 7.50 11.50 15.50 7.25 7.25 15.50 .:..Width in': 5.50 5.50 7.50 7.50 3.50 3.50 5.50 Le: Unsupp ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Fb- Allow psi 1350.00 1350.00 1350.00 1350.00 875.00 875.00 1350.00 Fv- Allow psi 85.00 85.00 85.00 85.00 95.00 95.00 85.00 Elastic Mod. ksi 1600.00 1600.00 1600.00 1600.00 1600.00 1600.00 1600.00 Load Duration Factor 1.25 1.25. 1.25 1.25 1.25 1.25 1.25 Stress Ratio ->> 0.41 0.23 0.10 0.84 0.90 0.65 0.89 CENTER SPAN -OK- -OK- -OK- -OK- -OK- -OK- -OK- Span Length ft : 12.00 11.00 13.00 22.00 9.00 6.00 8.00 Uniform DL plf ': 144.00 60.00 60.00 312.00 194.00 302.00 90.00 LL plf 120.00 50.00 50.00 260.00 130.00 220.00 0.00 Partial Length DL plf 0.00 0.00 0.00 0.00 0.00 0.00 . 96.00 LL plf 0.00 0.00 0.00 0.00 0.00 0.00 80.00 X -left ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 X -Right ft : 12.00 11.00 13.00 22.00 9.00 6.00 - 8.00 Point DL # : 0.00 0.00 0.00 0.00 0.000:00 .3432.00 LL 0 0.00 0.00 0.00 0.00 0.00 0.00 2288.00 X -Dist ft : 0.00 0.00 0.00 0.00 0.00 0.00 6.50 RESULTS Mmax @ Cntr k -in : 57.02 19.96 27.88 415.27 39.37 28.19 98.98 X -Dist ft 6.00 5.50 6.50 11.00 4.50 - 3.00 6.45 REACTIONS Left: Dead Load # 864.00 330.00 390.00 3432.00 873.00 906.00 1387.50 Live Load # : 720.00 275.00 325.00 2860.00 585.00 660.00 749.00 Right: Dead Load 0 864.00 330.00 390.00 3432.00 873.00 906.00 3532.50 Live Load # : 720.00 275.00 325.00. 2860.00 585.00 660.00 2179.00 STRESSES -OK- -OK- -OK- -OK- -OK- -OK- -OK-. Fb.. Allow psi 1687.5 1687.5 1687.5 1640.2 1421.9 1421.9 1640.2 Fb.. Actual psi 689.3 387.2 168.7 1382.8 1283.9 919.3 449.5 Fv.. Allow psi 106.25 106.25 106.25 106.25 118.75 118.75 106.25 Fv.. Actual psi 39.41 19.36 10.61 71.44 74.70 74.06 94.50 DEFLECTIONS Center... Dead Load in : -0.107 -0.064 -0.025 -0.442 -0.161 -0.050 -0.019 X -Dist ft : 6.00. 5.50 6.50 11.00 4.50 -3.00 4.37 DL Ratio 1348. 2066 6154 598 671 1454 5090 Live Load in : -0.089 -0.053 -0.021 -0.368 -0.108 -0.036 -0.011 X -Dist ft : 6.00 5.50 6.50 11.00 4.50 3.00 4.43 LL Ratio 1617 2480 7385 717 1001 1996 8645 Total Defl in : -0.196 -0.117 -0.046 -0.810 -0.269 -0.086 -0.030 X -Dist ft 6.00 5.50 6.50 11.00 4.50 3.00 4.37 Ratio 735 1127 3357 326 402 841 3204 C V4.4C1 (c) 1983-96 ENERCALC HOAK & SHAH ASSOCIATES, INC., KW -060912 `�'HOAK & SHAH ASSOCIATES,INC. CONSULTING ENGINEERS 3920 E.- CORONADO ST., SUITE 203 ANAHEIM, CA: 92807 PH.(714)632-1865 FX.(714)632-1314 TIMBER JOIST & RAFTER DESIGN ROOF FRAMING TWO Title: DEMUCCI RESIDENCE Scope: MASTER BEDROOM AREA Job #: 9959 Designer: LWH Misc: Date: 12/16/99 Page: DEMUCCI RESIDENCE MASTER BEDROOM AREA 9959 V4.4C1 (c) 1983-96 ENERCALC HOAK & SHAH ASSOCIATES, INC., KW -060912 HDR18 B12 HDR19 B13 B14 DESIGN DATA - 1 2 3 4 5 Timber Section 06 8X12 06 6X10 4X10 ....Depth in : 5.50 11.50 5.50 9.50 9.25 ....Width in : 3.50 7.50 3.50 5.50 3.50 Le: Unsupp ft 0.00 0.00 0.00 0.00 0.00 Fb- Allow psi 875.00 1350.00 875.00 1350.00 875.00 Fv- Allow psi 95.00 85.00 95.00 85.00 95.00 Elastic Mod. ksi : 1600.00 1600.00 1600.00 1600.00 1600.00 Load Duration Factor 1.25 1.25 1.25 1.25 1.25 Stress Ratio ->> 0.57 0.08 0.50 0.83 0.92 CENTER SPAM -OK- -OK- -OK- -OK- -OK- Span Length ft 6.00 8.00 4.00 19.00 12.00 Uniform DL plf 186.00 0.00 234.00 134.00 170.00 LL plf 80.00 0.00 260.00 80.00 110.00 Point DL # 0.00 297.00 0.00 0.00 0.00 Ll # 0.00 320.00 0.00 0.00 0.00 X -Dist ft.: 0.00 2.00 0.00 0.00 0.00 RESULTS Mmax @ Cntr k -in : 14.36 11.06 11.86 115.88 60.48 X -Dist ft : .3.00 2.03 2.00 9.50 6.00 REACTIONS Left: Dead Load # : 558.00 222:75 468.00 1273.00 1020.00 Live Load # 240.00 240.00 520.00 760.00 660.00 Right: Dead Load # 558.00 74.25 468.00 1273.00 1020.00 Live Load # 240.00 "80.00 520.00 760.00 660.00 STRESSES -OK- -OK- -OK- -OK- -OK- Fb.. Allow psi 1421.9 1687.5 1421.9 1687.5 1312.5 Fb.. Actual psi 814.0 66.9 671.9 1400.7 1211.7 Fv.. Allow psi 118.75 106.25 118.75 106.25 118.75 Fv.. Actual psi 53.06 8.05 59.54 53.69 67.46 DEFLECTIONS Center... Dead Load in : -0.070 -0.003 -0.017 -0.625 -0.215 X -Dist ft : 3:00 3.52 2.00 9.50 6.00 DL Ratio 1031 38172 2765 365 671 Live Load in : -0.030 -0.003 -0.019 -0.373 -0.139 X -Dist ft 3.00 3.52 2.00 9.50 6.00 LL Ratio 2397 35428 2489 611 1036 Total Defl in : -0.100 -0.005 -0.037 -0.998 -0.354 X -Dist ft : 3.00 3.52 2.00 9.50 6.00 Ratio 721 18374 1310 228 407 V4.4C1 (c) 1983-96 ENERCALC HOAK & SHAH ASSOCIATES, INC., KW -060912 3 HOAK & SHAH ASSOCIATES; Inc. CONSULTING ENGINEERS 3920 E. CORONADO STREET,iSUITE 203 ANAHEIM, CALIFORNIA 92807 PHONE: (714).632-1865 FAX: (714) 632-1314 � Tv . � �•r,,,TI/1 ,0 �� o=n,. lgy7�2. 2:57 e 4wrI -4k . Z--7= 60 1260. JOB NO. 19110--57 BY DATE SH___ 7 OF OME os,x� 4,<4 -4�)..7 At HOAK & SHAH ASSOCIATES,INC. Title: DUMCCI.RESIDENCE CONSULTING ENGINEERS Scope: GARAGE MEDIA AREA 3920 E. CORONADO ST., SUITE 203 Job #: 9959 ANAHEIM, CA. 92807 Designer: LWH PH.(714)632-1865 FX.(714)632-1314 Misc: Date: 12/16/99 Page: TIMBER JOIST & RAFTER DESIGN DUMCCI RESIDENCE GARAGE MEDIA AREA ROOF FRAMING ONE 9959 ' 4.4C1 (c) 1983-96 ENERCALC HOAK & SHAH ASSOCIATES, INC., KW -060912 HDR20 HDR21 HDR22 HDR23 HDR24 HDR25 HDR26 DESIGN DATA - 1 2 3 4 5 6 7- ' Timber Section 4X12 4X12 06 04 4X8 04 04 ....Depth in : 11.25 11.25 5.50 3.50 7.25 3.50 3.50 ....Width in : 3.50 3.50 3.50 3.50 3.50 •3.50 3.50 Le: Unsupp ft : 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Fb- Allow psi 875.00 875.00 875.00 875.00 875.00 875.00 875.00 Fv- Allow psi 95.00 95.00 95.00 95.00 95.00 95.00 95.00 Elastic Mod. ksi 1600.00 1600.00 1600.00 1600.00 1600.00 1600.00 1600.00 Load Duration Factor 1.25 - 1.25 1.25 1.25 1.25 1.25 1.25 Stress Ratio ->> 0.96 0.78 0.85 0.66 0.72 0.40 0.85 CENTER SPAN -OK- -OK- -OK-- -OK- -OK- -OK- -OK- Span Length ft : 10.33 12.33 5.00 3.00 5.00 6.00 5.00 Uniform DL plf 252.00 144.00 290.00 252.00 360.00 41.00 • 126.00 LL plf 280.00 160.00 280.00 280.00 400.00 46.00 140.00 RESULTS Mmax @ Cntr k -in : 85.15 69.33 21.37 7.18 28.50 4.70 9.97 X -Dist ft : 5.16 6.16 2.50 1.50 2.50' 3.00 2.50 REACTIONS left: Dead load # : 1301.58 887.76 725.00 378.00 900.00 123.00 315.00 Live Load # : 1446.20 986.40 700.00 420.00 1000.00 138.00 350.00 Right: Dead Load # 1301.58 887.76 725.00 378.00 900.00 123.00 315.00 Live Load. # : 1446.20 986.40 700.00 420.00 1000.00 138.00 - 350.00 STRESSES -OK- -OK= -OK- -OK- -OK- -OK- .-OK- Fb.. Allow psi 1203.1 1203.1 1421.9 1640.6 1421.9 1640.6 1640.6 Fb.. Actual psi 1153.4 939.0 1211.3 1005.1 929.5 657.4 1395.9 Fv.. Allow psi 118.75 118.75 118.75 118.75 118.75 118.75 118.75 Fv.. Actual psi 85.14 60.93 90.31 78.17 85.36 28.98 71.66 DEFLECTIONS Center... Dead Load in : -0.097 -0.113 -0.053 -0:023 -0.028 -0.060 -0.089 X -Dist ft : 5.16 6.16 2.50 1.50 2.50 3.00 2.50 DL Ratio 1276 1313 1142 1568 2108 1205 678 Live Load in : -0.108 -0.125 -0.051 -0.026 -0.032 -0.067 -0.098 X -Dist ft : 5.16 6.16 2.50 1.50 2.50 3.00 2.50 LL Ratio 1148 1182 1183 1412 1897 1074 610 Total Defl in : -0.205 -0.238 -0.103 -0.048 -0.060 -0.127 -0.187 X -Dist_ ft : 5.16 6.16 2.50 1.50 2.50 3.00 2.50 Ratio 604 622 581 743 998 568 321 4.4C1 (c) 1983-96 ENERCALC HOAK & SHAH ASSOCIATES, INC., KW -060912 HOAK & SHAH, ASSOCIATES, Inc. IX4f CONSULTING f ENGINEERS 3920 E. CORONADO STREET, SUITE -203 ANAHEIM; CALIFORNIA 92807 PHONE: (714) 632-1865 FAX (714) 632-1314 — .coves? /,� OUT sld& wL 2i5, �- Zsri GvL , o n 17O> PC�Q • 1(cf+i� '7 JOB NO. 9 BY DATE SH /70F tom- &'<-►'!' >o 'f0-1 Y�2 = ,2 75D yo, z 212 5 A HOAK 84=SHAH ASSOCIATES, Inc. CONSULTING , ENGINEERS 3920 E. CORONADO.STREET, SUITE 203 ANAHEIM; CALIFORNIA 92807 PHONE: (714) 632-1865 " FAX: (714) 632-1314 z� JOB NO. BY DATE SH Zo OF Lrl�e� 4',?< 9:� o, lz.'2 HOAK & SHAH ASSOCIATES, Inc. CONSULTING ENGINEERS 3920 E. CORONADO.STREET, -SUITE 203 ANAHEIM, CALIFORNIA 92807 PHONE: (714) 632-1865 FAX: (714) 632-1314 JOB NO.� BY L" t-' 4 DATE SH 2% OF 3'/2 Gyo x/J z Cpa, "'w, x t�� )rL n• i� ..1� f3 All- A -Ir 7" .10 IK r O 'AP,7- HOAK & SHAH ASSOCIATES, Inc. CONSULTING ENGINEERS 3920 E. CORONADO STREET, SUITE 203 ANAHEIM, CALIFORNIA 92807 PHONE: (714) 632-1865 FAX: (714) 632-1314 I t�2o �• GJQ =_ ;7 10o JOB NO. BY DATE SH IeOF 0-% - &0 10 0. ir. �- I Lys& 4,/-l4— oto' r -.S (J 2 174 o 1 � i t'el 71-ap �j c)�& 4-x)o PIP-- I/'- 'HOAK & SHAH ASSOCIATES,INC. CONSULTING ENGINEERS 3920 E. CORONADO ST., SUITE 203 ANAHEIM, CA. 92807 PH.(714)632-1865 FX.(714)632-1314 TIMBER JOIST & RAFTER DESIGN ROOF FRAMING ONE Title: DUMCCI RESIDENCE Scope: LIVING AREA Job #: 9959 Designer: LNH Misc: Date: 12/16/99 Page: '? DUMCCI RESIDENCE LIVING AREA 9959 LWH V4.4C1 (c) 1983-96 ENERCALC HOAK & SHAH ASSOCIATES, INC., KW -060912 RFTR5 815 RFTR6 B16 B17 B18 HDR27 DESIGN DATA - 1 2 3 4 5 6 7 - Timber Section 6X12 6X11 8X12 8X14 6X14 6X14 08 ....Depth in : 11.50 11.50 11.50 13.50 13.50 13.50 7.25 ....Width in : 5.50 5.50 7.50 7.50 5.50 5.50 - 3.50 Le: Unsupp ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Fb- Allow- psi 1350.00 1350.00 1350.00 1350.00 1350.00 1350.00 875.00 Fv- Allow psi 85.00 85.00 85.00 85.00 85.00 85.00 95.00 Elastic Mod. ksi 1600.00 1600.00 1600.00 1600.00 1600.00 1600.00 1600.00 Load Duration Factor 1.25 1.25 1.25 1.25 1.25 1.25 1.25 Stress Ratio - » 0.16 0.73 0.06 0.92 0.77 0.91 0.85 CENTER SPAN -OK-. -OK- -OK- -OK- -OK- -OK- -OK- Span Length ft 14.00 17.00 8.50 25.00 14.00 12.00 5.00 Uniform DL Of 60.00 206.00 60.00 204.00 60.00 258.00 258.00 LL plf 50.00 140.00 50.00 170.00 0.00 140.00 130.00 Point DL # : 0.00 0.00 0.00 0.00 2550.00 2550.00 0.00 LL # 0.00 0.00 0.00 0.00 2125.00 2125.00 0.00 X -Dist ft : 0.00 0.00 0.00 0.00 7.00 6.00 0.00 RESULTS Mmax @ Cntr k -in : 32.34 149.99 11.92 350.62 213.99 254.27 37.25 X -Dist ft : 7.00 8.50 4.25 12..50 7.00 - 6.00 4.00 REACTIONS left: Dead Load # : 420.00 1751.00 255.00 2550.00 1695.00 2823.00 1032.00 Live Load # 350.00 1190.00 212.50 2125.00 1062.50 1902.50 520.00 Right: Dead Load # 420.00 1751.00 255.00 2550.00 1695.00 2823.00 1032.00 Live Load # 350.00 1190.00 212.50 2125.00 1062.50 1902.50 520.00 STRESSES -OK- -OK- -OK- -OK- -OK- -OK- -OK- Fb.. Allow psi 1687.5 1687.5 1687.5 1665.6 1665.6 1665.6 1421.9 Fb.. Actual psi ; 266.8 1237.3 72.1 1539.1 1280.9 1522.0 1214.8 Fv.. Allow psi 106.25 106.25 106.25 106.25 106.25 106.25 118.75 Fv.. Actual psi 15.83 62.31 6.29 62.80. 54.35 86.46 78.29 DEFLECTIONS Center... Dead Load in : -0.046 -0.347 -0.005 -0.729 -0.168 -0.155 -0.134 X -Dist ft 7.00 8.50 4.25 12.50 7.00 6.00 4.00 -DL Ratio 3613 588 22015 412 998 931 718. Live Load in :, -0.039 -0.236 -0.004 -0.607 -0.116 -0.109 -0.067 X -Dist ft : 7.00 8.50 4.25 12.50 7.00 6.00 4.00 LL Ratio 4336 865 26418 494 1444 1316 1425 Total Defl in : -0.085 -0.583 -0.008 -1.336 -0.285 -0.264 -0.201 X -Dist ft : 7.00 8.50 4.25 12.50 7.00 6.00 4.00 Ratio 1971 350 12008 225 590 545 477 V4.4C1 (c) 1983-96 ENERCALC HOAK & SHAH ASSOCIATES, INC., KW -060912 "HOAK & SHAH ASSOCIATES,INC. CONSULTING ENGINEERS \. 3920 E. CORONADO ST., SUITE 203 ANAHEIM, CA. 92807 PH.(714)632-1865 FX.(714)632-1314 TIMBER JOIST & RAFTER DESIGN ROOF FRAMING TWO Title: DUMCCI RESIDENCE Scope: LIVING AREA Job #: 9959 Designer: LWH Misc: Date: 12/16/99 DUMCCI RESIDENCE LIVING AREA 9959., Page: V4.4C1 c) 1983-96 ENERCALC HOAK & SHAH ASSOCIATES, INC., KW -060912 LWH HDR28 HDR29 B19 HDR30 HDR31 RFTR7 RFTR8 DESIGN DATA - 1 2 - 3 4 5 6 7 Timber Section 6X12 010 6X12 06 04 8X12 8X12 ....Depth in : 11.50 9.25 11.50 5.50 3.50 11.50 11.50 ....Width in : 5.50 3.50 5.50 3.50 3.50 7.50 7.50 Le: Unsupp ft : 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Fb- Allow psi 1350.00 875.00 1350.00 875.00 875.00 1350.00 1350.00 Fv- Allow psi 85.00 95.00 85.00 95.00 95.00 85.00 85.00 Elastic Mod. ksi 1600.00 1600.00 1600.00 1600.00 1600.00 1600.00 1600.00 Load Duration Factor 1.25 1.25 1.25 1.25 1.25 1.25 1.25 Stress Ratio ->> 0.73 0.81 0.92 0.94 0.28 0.10 0.10 CENTER SPAN -OK- -OK- -OK- -OK- -OK- -OK- -OK- Span Length ft : 16.00 8.00 12.00 5.00 3.00 13.00 13.00 Uniform DL plf 258.00 342.00 411.00 297.00 108.00 60.00 60.00 LL plf 130.00 210.00 410.00 330.00 120.00 50.00 50.00 RESULTS Mmax @ Cntr k -in : 148.99 52.99 177.34 23.51 3.08 27.88 27.88 X -Dist ft : 8.00 4.00 6.00 2.50 1.50 6.50 6.50 REACTIONS Left: Dead load # : 2064.00 1368.00 2466.00 742.50 162.00 390.00 390.00 Live Load # : 1040.00 840.00 2460.00 825.00 180.00 325.00 325.00 Right: Dead Load # : 2064.00 1368.00 2466.00 742.50 162.00 390.00 390.00 Live Load # 1040.00 840.00 2460.00 825.00 180.00 325.00 325.00 STRESSES -OK- -OK- -OK- -OK- -OK- -OK- -OK- Fb.. Allow psi 1687.5 1312.5, 1687.5 1421.9 1640.6 1687.5 1687.5 Fb- Actual psi 1229.0 1061.7. 1462.8 1332.5 430.7 168.7 168.7 Fv.. Allow psi : 106.25 118.75 106.25 118.75 118.75 106.25 106.25 Fv.. Actual psi : 64.78 83.20 98.13 99.34 33.50 10.61 10.61 DEFLECTIONS Center... Dead Load in : -0.341 -0.085 -0.172 -0.054 -0.010 -0.025 -0.025 X -Dist ft : 8.00 4.00 6.00 2.50 1.50 6.50 6.50 DL Ratio 563 1125 838 1115 3660 6154 6154 Live Load in : -0.172 -0.052 -0.172 -0.060 -0.011 -0.021 -0.021 X -Dist ft : 8.00 4.00 6.00 2.50 1.50 6.50 6.50 LL Ratio 1117 1832 840 1004 3294 7385 7385 Total Defl in : -0.513 -0.138 -0.343 -0.114 -0.021 -0.046. -0.046 X -Dist ft : 8.00 4.00 6.00 2.50 1.50 6.50 6.50 Ratio 374 697 419 528 1734 3357 3357 V4.4C1 c) 1983-96 ENERCALC HOAK & SHAH ASSOCIATES, INC., KW -060912 HOAK & SHAH ASSOCIATES,INC. CONSULTING ENGINEERS 3920 E. CORONADO ST., SUITE 203 ANAHEIM, CA. 92807 P H.(714)632-1865 F X.(714)632-1314 Title: DUMCCI RESIDENCE .Scope: LIVING AREA Job #: 9959 Designer: LWH Misc: Date: 12/16/99 Page: 2 ej'N TIMBER JOIST & RAFTER DESIGN DUMCCI RESIDENCE LIVING AREA ROOF FRAMING THREE 9959 Ai \ V4.4C1 (c) 1983-96 ENERCALC HOAK & SHAH ASSOCIATES, INC., KW -060912 RESULTS 820 B21 B22 B23 B24 B25 HDR32 DESIGN DATA Mmax - 1 2 3 4 5 6 7 - Timber Section 19.01 6X12 08 8.75x24.0 8X12, 6X10 4X14 4X6 ....Depth in : 11.50 7.25 24.00 11.50 9.50 13.25 5.50 ....Width in : 5.50 3.50 8.75 7.50 5.50 3.50 3.50 Le: Unsupp ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Fb- Allow psi 1350.00 875.00 2400.00 1350.00 1350.00 875.00 875.00 Fv- Allow psi 85.00 95.00 165.00 1 85.00 85.00 95.00 95.00 Elastic.Mod. ksi,: 1600.00. 1600.00 1800.00 1600.00 1600.00 1600.00 1600.00 Load Duration Factor 1.25 1.25 1.25 1.25 1.25 1.25 1.25 Stress Ratio ->> 0.87 0.83 0.61 0.89 0.76 0.86 0.76 CENTER SPAM_ Fb.. -OK- -OK- -OK- -OK- -OK- -OK- -OK- Span Length ft : 12.00 5.50 39.00 8.00 9.00 11.00 6.00 Uniform DL plf 390.00 390.00 274.00 0.00 360.00 252.00 192.00 LL plf 380.00 380.00 260.00 0.00 400.00 280.00 160.00 Point DL # : 0.00 0.00 0.00 5343.00 0.00 0.00 0.00 LL 0 0.00 0.00 0.00 5020.00 0.00 0.00 0.00 X -Dist ft :' 0.00 0.00 0.00 4.00 0.00 0.00 0.00 V4.4C1 (c) 1983-96 ENERCALC HOAK & SHAH ASSOCIATES, INC., KW -060912 RESULTS Mmax @ Cntr k -in : 166.32 34.94 1218.32 248.71 92.34 -96.56 19.01 X -Dist ft :, 6.00 - 2.75 19.50 4.00 4.50 5.50 3.00 REACTIONS Left: Dead Load # : 2340.00 1072.50 5343.00 2671.50 1620:00 1386.00 576.00 Live Load # 2280.00 1045.00 5070.00 2510.00 1800.00 1540.00 480.00 Right: Dead Load # 2340.00 1072.50 5343.00 2671.50 1620.00 1386:00 576.00 Live Load # : 2280.00 1045.00 5070.00 2510.00 1800.00 1540.00 480.00 STRESSES -OK- -OK- -OK- -OK- -OK- -OK- -OK- Fb.. Allow psi 1687.5 1421.9 2394.3 1687.5 1687.5 1093.8 1421.9 Fb.. Actual psi 1371.9 1139.5 1450.4 1504.5 1116.2 942.8 1077.2 Fv.. Allow psi 106.25 118.75 206.25 106.25 106.25 118.75 118.75 Fv.. Actual psi 92A3 98.47 66.44 90.11 81.16 '75.71 70.22 DEFLECTIONS ' Center... Dead Load in : -0.163 -0.045 -0.786 -0.065 -0.085 -0.076 -0.072 X -Dist ft : 6.00 2.75 19.50 4.00 4.50 5.50 3.00 DL Ratio 883 1462 595 1483 1278 1726 999 Live load in : -0.159 -0.044 -0.746 -0.061 -0.094 -0.085 -0.060 X -Dist ft : 6.00 2.75 19.50 4.00 4.50 5.50 3.00 LL Ratio 906 1500 627 1578 1150 1554 1198 Total Defl in : -0.322. -'0.089 -1.532 -0.126 -0.178 -0.161 -0.132 X -Dist ft : 6.00 2.75 19.50 4.00 4.50 5.50 t 3.00 Ratio 447 740 306 764 605 818 545 V4.4C1 (c) 1983-96 ENERCALC HOAK & SHAH ASSOCIATES, INC., KW -060912 "HOAK & SHAH ASSOCIATES,INC. Title: DUMCCI RESIDENCE CONSULTING ENGINEERS Scope: LIVING AREA 3920 E. CORONADO ST., SUITE 203 lob #: 9959 ANAHEIM, CA: 92807 Designer: LWH PH.(714)632-1865 FX.(714)632-1314 Misc: Date: 12/16/99 Page: TIMBER JOIST & RAFTER DESIGN DUMCCI RESIDENCE LIVING AREA ROOF FRAMING FOUR ' 9959 V4.4C1 (c) 1983-96 ENERCALC HOAK & SHAH ASSOCIATES, INC., KW -060912 HDR33 HDR33A HDR34 DESIGN DATA -1 -2-3 - Timber Section 08 06 4X10 " ....Depth in : 7.25 5.50 9.25 ....Width in : 3.50 3.50 3.50 Le: Unsupp ft 0.00 0.00 0.00 Fb- Allow psi ' 875.00 875.00 875.00 Fv- Allow psi 95.00 95.00 95.00 Elastic Mod. ksi 1600.06 1600.00 1600.00 Load Duration Factor 1.25 1.25 1.25 Stress Ratio - » 0.71 0.85 0.92 CENTER SPAN -OK- -OK- -OK- Span Length ft 6.00 5.00 6.00 - Uniform DL plf 270.00 270.00 60.00 LL plf 300.00 300.00 0.00 Point DL # : 0.00 0.00 1728.00 LL # : 0.00 0.00 1440.00 X -Dist ft : 0.00 0.00 3.00 RESULTS Mmax @ Cntr k -in : 30.78 21.37 60.26 X -Dist ft : 3.00 2.50 3.00 REACTIONS Left:- Dead Load # : 810.00 675.00 1044.00 Live Load # 900.00 750.00. 720.00 Right: Dead Load # : '810.00 675.00 1044.00 _ Live Load # 900.00 750.00 720.00 STRESSES -OK- -OK- -OK- Fb.. Allow psi 1421.9 1421.9 1312.5 Fb.. Actual psi 1003.9 1211.3 1207.4 Fv:. Allow psi 118.75 118.75 118.75 Fv.. Actual psi 80.87 90.31 79.62 DEFLECTIONS Center... Dead load in : -0.044 -0.049 -0.041 X -Dist ft 3.00 2.50 3.00 DL Ratio 1626 1227 1751 Live Load in : -0.049 -0.054 -0.030 X -Dist ft : 3.00 2.50 3.00 LL Ratio 1464 1104 . 2375 Total Defl in : -0.093 -0.103 -0.071 X -Dist ft 3.00 2.50 3.00 Ratio - 770 581 1008 V4.4C1 (c) 1983-96 ENERCALC HOAK & SHAH ASSOCIATES, INC., KW -060912 HOAK & SHAH ASSOCIATES, Inc. CONSULTING ENGINEERS 3920 E. CORONADO STREET, SUITE 203 ANAHEIM, CALIFORNIA 92807 PHONE: (714) 632-1865. FAX (714) 632-1314 /3c=1WU4'l,4 OtYC-11-:5 Cis - % Zz e / //P 76c, - '31r- �5el JOBNO. BY DATE SH '97 OF F) w11- r4-s- 9 ��X aILA 17, 2Y x �y` � 2 l��oo � N.t,4�^ ��.�Y.�•� �tPo � -57 IL A-- �-r--?96Of 20, - /2'4 = /. 2 0 -7' t !7d"7 = 7 � 11 .4- - HOAK b SHAH ASSOCIATES, Inc: CONSULTING ENGINEERS 3920E. CORONAD&STREET.' SUITE 203 ANAHEIM, CAL-IF,,ORNIA`92807 PHONE: (714) 632-1865-- FAX: (714) 632-1314 17 JOB NO. j 9 • S�j BY DATE /'0 "z L•Jy 5H OF • TY/'��'L ��itl'y'�� ,t�rl��i3'c�i ca s�-.ry �v'�-�:s>� ®J O _ , _ 2 erz SMT004 41 xf , y, • ,y l� / 4 G�f?/. T /�/ o �7 � 141 J HOAX & SHAH ASSOCIATES,INC. CONSULTING ENGINEERS 3920 E. CORONADO ST., SUITE 203 ANAHEIM, CA. 92807 PH.(714)632-1865 FX.(714)632-1314 RESTRAINED RETAINING WALL DESIGN GAR RET'G LEFT DALL DATA Retained Soil Ht. = 7.00 ft Ht. Above Top Support = 0.00 ft Dist: Ftg. To Top Support 7.00 ft Total Wall Height = .00 f1: Fixity @ Base of Wall = 0 % VERTICAL LOADS - Axial DL on Stem = Axial LL on Stem = ....Eccentricity = Surcharge over Toe Surcharge over Heel LATERAL LOADS - Lateral Load Acting on Stem above soil = Add'1 Lateral Load = ....Top Ftg to load start ....Top Ftg to load start SLIDING CHECK @ BASE Slab Resists Wall Slding! Ftg/Soil Friction = Soil to Neglect = Factor of Safety = Lateral Pressure = - Passive Pressure = - Friction Pressure = Addn'1 Force Req'd = 156.0 plf 32.0 plf 0.00 in 0.0 psf 0.0 psf DEMUCCI RESIDENCE GAR RET'G 9959 LWH Date: 10/21/99 Page: 11 FOOTING DATA = 0.0 0.0 SOIL DATA #4 @ Footing Thickness = 12.00 in Allow. Soil Bearing = 2400 psf Toe Width = 0.67 ft Active Fluid Press = 50 pcf Heel Width = 1.33 ft Design Fluid Press = 50.00 pcf Total Footing Width = 2.00 ft Backfill Slope = 0.00 :1 Passive Lateral = 300.0 psf Ru = Mu/bd2 = 6 3 Key Depth = X12.00 in Soil Density = 110.0 pcf Key Width = 8.00 in Soil Ht Over Toe = 6.00 in Key Dist. to Toe = 0.67 ft 48.00 48.00 Pressure @ Toe Pressure @ Heel Allowable Press Sliding F.O.S. 0.0 psf Restraint Force Req'd 0.0 plf at Top of Wall 0.00 ft Additional Restraint 0.00 ft Req'd at Bottom 0.400 0.00 in 999.00.:1 0.0 # 0.0 # 0.0 # 0.0 # STEM DESIGN DATA Stem Material Masonry Em = f'm 750 n Modular Ratio = 25.78 Allowable Fa = 147.7 Nominal Wall Thick. = 8.00 in f'm = 1500 psi Fs = 24000 psi Load Duration Factor = 1.00 No Inspection Required Grout All Cells Use Normal Weight Block Soil Press. Mult by ACI 9-1 Mu - Upward Mu - Downward Mu-- Design One -Way Shear: SUMMARY 1844.9 psf Ecc. of Resultant 0.0 psf Kern Distance 2400.0 psf Footing One -Way Shear: = No Sliding @ Toe @ Heel Allowable Shear 408.2 # Footing Overturning Stability Ratio Toe 2593 512 64 448 0.0 # - FOOTING DESIGW Heel f'c 0 psf Fy 32 ft-# Min. 283 ft-# -251 ft-# Asteel % 4.58 in 4.00 in 0.00 psi 0.00 psi 85.0 psi 2.09 :1 2500 psi 40000 psi 0.0014 % Rebar Choices Toe .Heel Actual = 0.0 0.0 psi #4 @ 15.87 15.87 in Allow*.85 = 85.0 85.0 psi #5 @ 24.60 24.60 in Cover over Rebar = 3.00 3.00 in #6 @ 34.92 34.92 in Ru = Mu/bd2 = 6 3 psi #7 @ 47.62 47.62 in As Req'd = 0.15 0.15 int #8 @ 48.00 48.00 in #9 @ 48.00 48.00 in STEM SECTION DESIGNS NOTE !! Maximum Moment Occurs at 2.95 ft above Top of Footing Top .8 Ht .6 Ht .4 Ht .2 Ht Bottom OK OK OK 0K OK OK Dist. above Ftg 7.00 5.60 4.20 2.80 1.40 0.00 ft Bar Size 5.00 5.00 5.00 5.00 5.00 5.00 Rebar Spacing 16.0 16.0 16.0 8.0 8.0 8.0 in Rebar Location Edge Edge Edge Edge Edge Edge Rebar 'd' Dist. 5.25 5.25 5.25 5.25 5.25 5.25 in Tension Face Front Front Front Front Front Front Moments: Actual 0 541 956 1097 824 0 ft-# Allowable 1058 1058 1058 1317 1317 1317 ft -0 Shears: Actual 4.5 4.0 2.4 0.3 4.1 8.9 # Allowable 27.4 27.4 27.4 27.4 27.4 27.4 # Wall Weight 84.00 84.00 84.00 84.00 84.00 84.00 psf Masonry Stem Data..... Interaction Value 0.014 0.534 0.935 0.873 0.675 0.058 Actual fa 2.1 3.4 4.6 5.9 7.2 8.5 psi Actual fb 2.1 126.4 223.7 206.2 154.9 0.0 psi V4 A C1 c 1983-96 ENERCALC HOAK & SHAH ASSOCIATES, INC., KW -060912 HOAK & SHAH ASSOCIATES,INC. CONSULTING ENGINEERS ..3920 E. CORONADO ST., SUITE 203 ANAHEIM, CA. 92807 PH.(714)632-1865 FX.(714)632-1314 CANTILEVERED RETAINING WALL DESIGN' GAR RET'G BACK HALL b FOOTING DATA Retained Height = Wall Ht. above Soil = Toe Width = Heel Width = Total Footing Width = Footing Thickness = Key Depth = Key Width = Toe to Key Dist. _ SLIDING CHECK - Ftg/Soil Friction = Soil to Neglect Lateral Pressure = - Passive Pressure = - Friction = Add'1 Force Required = SUMMARY Pressure @ Toe = Pressure @ Heel = Allowable Press. _ Ecc. of resultant Max. Shear @ Toe = Max. Shear @ Heel = Allow. Ftg Shear = Factors of Safety: Overturning = Sliding = Origin of Force... Active Soil Press. _ Soil over Heel = Soil over Toe = Sloped Soil @ Heel = Adjacent Ftg. Load = Surcharge Over Heel = Surcharge over Toe = Axial Load on Wall = Load @ Proj. Wall = Averaged Stem Wts. _ Added Lateral Load = Footing Weight = Key Weight = Vertical Component of Active Pressure 7.00 ft 0.00 ft 1.67 ft 1.33 ft 3.00 ft 12.00 in 8.00 in 6.00 in 1.67 ft 0.40 0.00 in 960 # 704 # 834 # 0.0 # DEMUCCI RESIDENCE GAR RET'G 9959 LWH Date: 10/21/99 Page: 30 VERTICAL LOADS psf By ACI Eq 9-1 = LATERAL LOADS 2400 psf Axial DL on Stem = 395 plf Lateral Load Acting on Mu -Downward = 400 Axial DL on Stem = 224 plf Stem Above Soil = 0.00 psf ....Eccentricity = 0.00 in Add'l Lateral Load 0.00 plf Surcharge over. Toe = 0.0 psf Dist to Load Start = 0.00 ft Surcharge over Heel = O.O. psf Dist to Load End = 0.00 ft SOIL DATA Allowable Bearing = Active Lateral = .....Max Press. _ .....Slop"e Press. _ Backfill Slope = Passive Press. _ Soil Density = Soil Ht over Toe = 1705.2 psf Soil Press. Mult. Toe 0.0 psf By ACI Eq 9-1 = 2437 2400 psf Mu -Upward = 2700 7.16 in Mu -Downward = 400 16.19 psi Mu -Design = 2300 0.00 psi One -Way Shear: = 85.00 psi Actual = 16.2 300.0 pcf Allowable = 85.0 1.64 :1 Cover over Rebar = 3.50 1.60 :1 'd' = 8.50 - FOOTING DESIGN 0.00 Ru = Hu/bd^2 = 35.4 V c = SUMMARY OF FORCES K MOMENTS Overturning Moments Fy # 8 ft ft-# Resisting Moments # ft ft-# 0.0 # 0.00 in 0.00 ft 0.00 ft 0.0 ft No 2500 psi 40000 psi 0.0012 No in o/t in o/c in o/c in o/c in o/c in o/c 960.0 2.67 ADJACENT FOOTING 2400 psf Vertical Load = 30.0 pcf Load Eccentricity = 0.0 pcf Footing Width = 0.0 pcf Ftg. CL to Wall = .0.0 :1 Vert. Position of Ftg.. 0.0 300.0 pcf ...Above/Below:[+/-] _ 110.0 pcf Spread Footing ? 6.00 in 0.00 0.0 - FOOTING DESIGN 0.00 Heel 0.0 V c = 0 psf Fy = 8 ft-# Min. As Percent = 283 ft-# Omit SP Under Heel ? -276 ft-# Toe Heel 2.00 1178.0 # 4 @ 19.61 17.54 0.0 psi # 5 @ 30.39 27.19 850 psi. # 6 @ 43.14 38.60 2.50 in # 7 @ 48.00 48.00 9.50 in # 8 @ 48.00 48.00 3.4 psi # 9 @ 48.00 48.00 Resisting Moments # ft ft-# 0.0 # 0.00 in 0.00 ft 0.00 ft 0.0 ft No 2500 psi 40000 psi 0.0012 No in o/t in o/c in o/c in o/c in o/c in o/c 960.0 2.67 2560.0 0 0 0 0 0 0 510.8 2.67 1362.9 -33.8 0.50 -16.9 91.8 0.84 76.7 0 0 0 0.0 0.00 0.0 0.0. 0.00 0.0 0.0 0.00 0.0 0 0 0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0 0 0 395.0 2.00 791.3 0.0 0.00 0.0 0 0 0 0 0 0 568.0 2.00 1178.0 0.0 0.00 0.0 0 0 0 0 0 0 450.0 1.50 675.0 0 0 0 50.0 1.92 96.0 0, 0 0 0.0 0.00 0.0 Totals 926.3 # 2543.1 ft-# 2085.6 # 4179.9 ft-# Resisting Totals Used For Soil Pressure 2085.6 # 4179.9 ft-# (Vert. Component of Active Pressure Removed) (continued on next page....) V4.4C1 c 1983-96 ENERCALC HOAK & SHAH ASSOCIATES, INC.; KW -060912 HOAK & SHAH ASSOCIATES,INC. DEMUCCI RESIDENCE CONSULTING ENGINEERS GAR RET'G ,3920 E. CORONADO ST., SUITE 203 9959 € ANAHEIM; CA. 92807 PH.(7.14)632-1865 FX.(714)632-1314 L41H r Date: 10/21/99 Page: 3� CANTILEVERED RETAINING WALL DESIGN ' z GAR RET'G BACK (.....continued) STEM SUMMARY # Top Stet. From 2.67'ft to Top.of Wall 8.00in Masonry w/ # 4 @ 16.00in, d: 5.25in , f'm: 1500.Opsi, Fs: 24000.Opsi LDF: 1.00, n: 25.78 i ' Solid Grouted, No Spec. Insp. Wall Wt.: 84.00psf, Bar Embed: 12.Oin Mactual : 405.9 <: 905.4ft-# Vactual : 3.08 <: 19.36psi . Interaction Value : 0.522 Second Stee From O.00ft to. 2.67ft i 8.00in Masonry w/ # 5 @ 8.00in, d: 5.25in f'm: 1500.0psi, Fs= 24000.Opsi I LDF= 1.00, n: 25.78 Solid Grouted „ Special Insp. Wall Wt.: 84.00psf, Bar Embed: 6.Oin Mactual : 1714.4 <: 2634.5ft-# I Vactual : 8.02 <: 38.73psi Interaction Value : 0.701 • r ' r V4-4C1 c 1983-96 ENERCALC HOAK & SHAH ASSOCIATES, INC., KW-060912 SHFARSCHEDULE SYM SIDES VALUES SHEAR WALL MATERIAL NAILS EDGE FIELD Al ONE 50 1/2 GYPSUM WALLBOARD 5d 7 7 A 2 TWO 100 (UN -BLOCKED) COOLER 16d SILL PLATE NAILING @ 2 o.c. 840 #/' B 1 ONE 62.5 1/2' GYPSUM WALLBOARD 5d 4 4 B 2 TWO 125 (UN -BLOCKED) COOLER 11 x 10' ANCHOR BOLTS @ B' o.c. C 1 ONE 75 112 GYPSUM WALLBOARD 5d 4 4 " x 12' ANCHOR BOLTS @ 16' o.c. TWO 150 (BLOCKED) COOLER 24 (2)- 1x � 25 (3)-1 10" ANCHOR BOLTS x 10" ANCHOR BOLTS -C2 D 1 ONE 50 5/8' GYPSUM WALLBOARD 6d 7 7 D 2 TWO 100 (UN -BLOCKED) COOLER 29 E 1 ONE 62.5 5/8' GYPSUM WALLBOARD 6d 4 4 E 2 TWO 125 (UN -BLOCKED) COOLER F 1 ONE 87.5 5/8' GYPSUM WALLBOARD 6d 4 4 F 2 TWO 175 (BLOCKED) COOLER G 1 ONE 260 3/8' CD -X PLYWOOD (24/0) 8d 6 12 G 2 TWO 520 (BLOCKED) H 1 ONE 380 3/8' CD -X PLYWOOD (24/0) 8d 4 12 "H, 2 TWO 760 (BLOCKED) J 1 ONE 490 3/8' CD -X PLYWOOD (24/0) 8d 3 12 *-J 2 TWO 980 (BLOCKED) 'K 1 ONE 640 3/8' CD -X PLYWOOD (24/0) 8d 2 12 "'K 2 TWO 1280 (BLOCKED) L 1 ONE 310 1/2' CD -X PLYWOOD(32116) 10d 6 12 L2 TWO 620 (BLOCKED) M 1 ONE 460 1/2' CD -X PLYWOOD(32/16) 10d 4 12 -M2 TWO 920 (BLOCKED) 'N 1 ONE 600 1/2' CD -X PLYWOOD(32116) 10d 3 12 '"N 2 TWO 1200 (BLOCKED) `P 1 ONE 770 1/2 CD -X PLYWOOD(32116) 10d 2 12 '-P 2 TWO 1540 (BLOCKED) Q 1 ONE 180 7/8' PC PLASTER w/PAPER 16 GAGE 6 6 TWO 360 BACKED LATHED STAPLES -Q2 R 1 ONE 325 718" PC PLASTER w/PAPER 16 GAGE 3 3 R 2 TWO 650 BACKED LATH (I.C.B.0.1823) STAPLES ABR..: PC= PORTLAND CEMENT NOTES: FRAMING SHALL BE 3" NOMINAL OR WIDER AND NAILS SHALL BE STAGGERED. PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS AND FRAMING SHALL BE 3" NOMINAL OR THICKER AND NAILS ON- EACH SIDE SHALL BE STAGGERED MISCELLANEOUS NOTES: 31 (1) # 4 T/B. 3' PAST POST 32 (2) # 4 T/B. 3' PAST POST 33 (3) # 4 T/B. 3' PAST POST 34 (4) # 4 T/B. 3' PAST POST 35 (1) SIMP. HD2A TO 4x POST 36 (1) SIMP. HD5A TO 4x POST 37 (1) SIMP. HD6A TO 4x POST 38 (1) SIMP. HD8A TO 4x POST 39 (1) SIMP. HPAHD22 TO 4x POST 40 41 150.0 #P 175.0#P 200.0#P 245.0#P 305.0#P 405.0#P 610.0#P 1220.0#P 405.0#P 610 #/' 1220.0#P 1625.0 #/ 2440.0#P 1625.0#P 2440.0 #/ 3170 #P 2775 # 4010 # 5100 # 7460 # 3150 # -0 D w t7 = O D o Z 0 mmmcn� C �30rgo �DOZ(n ^' 7n- > m , O 0 Z °»D��D (DZ cn T'�mM(n CD SMO v (.) u)cD A C m —I N Nm CD (n w w n 2 FRAMING NOTES: FOUNDATION NOTES: 1 16d SILL PLATE NAILING @ 12' o.c. 140 2 16d SILL PLATE NAILING @ 10' o.c. 170 3 16d SILL PLATE NAILING.@ 8' o.c. 210 4 16d SILL PLATE NAILING @ 6' o.c. 280 #/' 5 16d SILL PLATE NAILING @ 4" o.c. 420 #/' 6 16d SILL PLATE NAILING @ 2 o.c. 840 #/' 7 SIMP. ST6224 TO 4x POST ABOVE & BELOW 825 # 8 SIMP. ST6236 TO 4x POST ABOVE & BELOW 1225 # 9 SIMP. MST37 TO 4x POST ABOVE & BELOW 2100 # 10 SIMP, MST48 TO 4x POST ABOVE & BELOW 3330 # 11 x 10' ANCHOR BOLTS @ B' o.c. 12 3 x 12' ANCHOR BOLTS @ 24' ox NOTES: FRAMING SHALL BE 3" NOMINAL OR WIDER AND NAILS SHALL BE STAGGERED. PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS AND FRAMING SHALL BE 3" NOMINAL OR THICKER AND NAILS ON- EACH SIDE SHALL BE STAGGERED MISCELLANEOUS NOTES: 31 (1) # 4 T/B. 3' PAST POST 32 (2) # 4 T/B. 3' PAST POST 33 (3) # 4 T/B. 3' PAST POST 34 (4) # 4 T/B. 3' PAST POST 35 (1) SIMP. HD2A TO 4x POST 36 (1) SIMP. HD5A TO 4x POST 37 (1) SIMP. HD6A TO 4x POST 38 (1) SIMP. HD8A TO 4x POST 39 (1) SIMP. HPAHD22 TO 4x POST 40 41 150.0 #P 175.0#P 200.0#P 245.0#P 305.0#P 405.0#P 610.0#P 1220.0#P 405.0#P 610 #/' 1220.0#P 1625.0 #/ 2440.0#P 1625.0#P 2440.0 #/ 3170 #P 2775 # 4010 # 5100 # 7460 # 3150 # -0 D w t7 = O D o Z 0 mmmcn� C �30rgo �DOZ(n ^' 7n- > m , O 0 Z °»D��D (DZ cn T'�mM(n CD SMO v (.) u)cD A C m —I N Nm CD (n w w n 2 D FOUNDATION NOTES: 13 11 x 10' ANCHOR BOLTS @ 64' o.c. 14 1 " x 10" ANCHOR BOLTS @ 56' o.c. 15 1 'x 10' ANCHOR BOLTS @ 48' o.c. 16 1 x 10" ANCHOR BOLTS @ 40' o.c. I) 17 1 x 10' ANCHOR BOLTS @ 32 o.c. 18 1 x 10' ANCHOR BOLTS @ 24" o.c. gj 19 1 x 10" ANCHOR BOLTS @ 16' o.c. 20 1 x 10' ANCHOR BOLTS @ B' o.c. 21 3 x 12' ANCHOR BOLTS @ 24' ox 22 1 " x 12' ANCHOR BOLTS @ 16' o.c. 23 lqr x 12' ANCHOR BOLTS 9 8" o.c. 24 (2)- 1x � 25 (3)-1 10" ANCHOR BOLTS x 10" ANCHOR BOLTS 26 (2)-1 x 12' ANCHOR BOLTS 27 (3)-1 x 12' ANCHOR BOLTS 28 (2)-314"x 12 ANCHOR BOLTS 29 30 NOTES: FRAMING SHALL BE 3" NOMINAL OR WIDER AND NAILS SHALL BE STAGGERED. PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS AND FRAMING SHALL BE 3" NOMINAL OR THICKER AND NAILS ON- EACH SIDE SHALL BE STAGGERED MISCELLANEOUS NOTES: 31 (1) # 4 T/B. 3' PAST POST 32 (2) # 4 T/B. 3' PAST POST 33 (3) # 4 T/B. 3' PAST POST 34 (4) # 4 T/B. 3' PAST POST 35 (1) SIMP. HD2A TO 4x POST 36 (1) SIMP. HD5A TO 4x POST 37 (1) SIMP. HD6A TO 4x POST 38 (1) SIMP. HD8A TO 4x POST 39 (1) SIMP. HPAHD22 TO 4x POST 40 41 150.0 #P 175.0#P 200.0#P 245.0#P 305.0#P 405.0#P 610.0#P 1220.0#P 405.0#P 610 #/' 1220.0#P 1625.0 #/ 2440.0#P 1625.0#P 2440.0 #/ 3170 #P 2775 # 4010 # 5100 # 7460 # 3150 # -0 D w t7 = O D o Z 0 mmmcn� C �30rgo �DOZ(n ^' 7n- > m , O 0 Z °»D��D (DZ cn T'�mM(n CD SMO v (.) u)cD A C m —I N Nm CD (n w w n 2 D 0 q 0a C- Z O s 0 � ll -1 HOAK &,SHAH ASSOCIATES, Inc. CONSULTING ENGINEERS 3920 E. CORONADO STREET, SUITE 203 ANAHEIM, CALIFORNIA 92807 PHONE: (714) 632-1865 FAX: (714) 632-1314 JOB NO. 9q�� DATE SH � OF 14 ysis- oA') se L /71?,9V 14e iv��" so 7Y/� At ��c�//�y�/t�J/•nG /S�c3lJ�cc 49 77Sip' 3�p-es g�/2 - ti r? ��• ¢� V g , lo/ A) 11197 LA :.` .�% `Virg•" Z c�.!/G , .Z�k'� HOAK & SHAH -ASSOCIATES, -Inc. CONSULTING ENGINEERS 3920 E. CORONADO_ST.REET, .SUITE -203 ANAHEIM, CALIFORNIA' 92807 PHONE: (714) 632-1865 "FAX: (714) 632-1314 Pe! --1 n- cGGG / Z A 06P 61 _ /1: �7�Ia' P✓ t/i> � / v-�o JOB NO. BY DATE SH 3¢ OF L I- T�2/d..y � I/ �Z s.cs �/12�z�i..�•� ; f M g6;�.Y11_G.� // 1 %ACoor. �. ol Ike . et'v77- j +' t HOAK & SHAH ASSOCIATES, Inc. CONSULTING; ENGINEERS 3920 E. CORONADO'STREET, SUITE 203 ANAHEIM, •CALIFORNIA 92807 PHONE: (714) 632-1865 FAX: (714) 632-1314 JOB NO. BY G ` 1" ; DATE) "rL' 77 SH �'S OF u„ A 70 d �17Z4.. LF s Al 7 Z7 h z-_ . .. i MOAK & SHAH ASSOCIATES, Inc. CONSULTING ENGINEERS - 3920 E. CORONADO STREETSUITE 203 ANAHEIM, CALIFORNIA 92807 PHONE: (714)632-1865 FAX: (714) 632-1314 JOB NO. 5� BY DATE�ZZ SH OF c�jy/ r1, l p�� • 17 `Z �- - 49, /47 lk r r HOAK & SHAH ASSOCIATES, Inc. �� G CONSULTING ENGINEERS - 3920 E: CORONADO STREET, SUITE 203 ANAHEIM, CALIFORNIA 92807 PHONE: (714) 632-1865 FAX (714) 632-1314 - JOB NO. BY Z,- DATE iDATE ��'. z 7 `q/ SH_ OF HOAK & SHAH ASSOCIATES. Inc. ' ! � `�''�°�� JOB Nb.7/"' /"' r/ CONSULTING , ENGINEERS . ' 1 L, ,J/ 3920'E.'CORONAWtSTREET, SUITE 203 _ BY — ANAHEIM, CALIFORNIA 92807 DATE PHONE: (714) 632-1865 FAX: (714)632-1314 SH 3 n OF hoz 31).4--y' 671. 7 o2 �~r c�a-c_. : ion. � n � � � � Ina • .: � • .. /lam. 2 /8.ax 3 - s"% _ ' Lai 1HOAK & SHAH ASSOCIATES, Inc. CONSULTING ENGINEERS - 3920 E. CORONADO STREET, SUITE 203 ANAHEIM, CALIFORNIA 92807 PHONE: (714)632-1865 FAX: (714) 632-1314 �Jc�J✓J (/G a,/ /2 aS.� c.ct6 JOB NO. 9'y S� BY C . L"-7 —7— DATE/�-11 99 SH �3-1 OF /(a 6 x to • �� z /01,9 t ' m -Z gyp. A. 2 fes' 77' If is -6 HOAK & SHAH ASSOCIATES, Inc. CONSULTING ENGINEERS 3920 E. CORONADO STREET, SUITE 203 ANAHEIM, CALIFORNIA 92807 PHONE: (714) 632-1865 FAX: (714) 632-1314 6t9/rind /�15�' S�i�►Z =' /!o l9 JOB NO. 9 BY DATE/('? ''L2 SH + OF r d!gF/ FL /,cps x F HOAK & SHAH ASSOCIATES, Inc. CONSULTING ENGINEERS - 3920 E: CORONADO STREET, SUITE 203 ANAHEIM, CALIFORNIA 92807 PHONE: (714) 632-1865 FAX: (714) 632-1314 zyg W, /T(4t JOB NO. BY L. w"lf- DATE jo, 2t ' 1�) SH 41 OF MOAK & SHAH ASSOCIATES, Inc. CONSULTING ENGINEERS 3920 E. CORONADO STREET, SUITE 203 ANAHEIM, CALIFORNIA 92807 PHONE: (714) 632-1865 FAX: (714) 632-1314 JOB NO. BY DATE SH 4 4" OF M 3 �� / 33X 2 ysvv TS e"L U z HOAK &.SHAH ASSOCIATES; -Inc. CONSULTING+ENGINEERS 3920"E. CORONADO�STREET, SUITE 203 ANAHEIM. CALIFORNIA 92807 PHONE: (714),P32-1865 FAX: (714) 632-1314 -- JOB NO. BY L. DATE/ k SH 4 -OF 71 2 3123 . .3 1S 3n 29 X/� w 7-21_ t*g %:f o �►( %2�/ CD2 HOAK & SHAH ASSOCIATES, Inc. CONSULTING ENGINEERS 3920 E. CORONADO STREET, SUITE 203 ANAHEIM, CALIFORNIA 92807 PHONE: (714) 632-1865 FAX: (714) 632-1314 -g'-37-5 ' / G JOB NO. BY 44-- ,//- DATE/'-v //DATE/'- Z SH 0 OF 411 �y 71 /�•/ 141 01 �f . �� ' �� •Say 2� d?moi f 3';� o 14-1 z ►� �� vy3"77 Lest 3 • . . � 1 ems' yg! ka L'o', e . . r HOAK & SHAH ASSOCIATES; Inc. CONSULTING ENGINEERS 3920 E: CORONADO STREET, SUITE 203 ANAHEIM, CALIFORNIA 92807 PHONE: (714) 632-1865 FAX: (714) 632-1314 JOB NO. BY DATE SH 44 OF 5��, Ocxo �--Za"� rLtoy, l?rd e L3Jt1;% /C9- /4-/ • L ov GiT.G��.� •�//Z�T�I ova _!5.CF- m us 4(o W/ i, Fi*]_ -------------- Em L-HOAK & SHAH ASSOCIATES, Inc. CONSULTING ENGINEERS •Y ��' 3920 E CORONADO STREET, 7SU•ITE 203 .ANAHEIM, CALIFORNIA'92807, PHONE: (7.14) 632-1865 FAX: (714) 632-1314 — fit%/�Yp'(✓ 4..�I�c � ` ,cr L OLT,A In oelpr /(98/ AA, JOB NO. BY DATE��'' SH OF ate. � • i' � -r_ �r: -.1--• �. _r-+ 1 . . t �: . � i• - • t � � _ � � , _ � _ .�_.:,..,.. --�_^i"'!"*"'�.. , -...�_ . _�-...L..,�..y--....,..{..1..., , .,.., .. _{._ � ;- -i �•-^tom-'` _ t r 177+- t ate. � • i' � -r_ �r: -.1--• �. _r-+ 1 . . t �: . � i• - • t � � _ � � , _ � _ HOAK- & SHAH ASSOCIATES, Inc. CONSULTING ENGINEERS 3920 E.'CORONADO STREET, SUITE 203 ANAHEIM, CALIFORNIA 92807 PHONE: (714) 632-1865 FAX: (714) 632-1314 JOB NO. q9'J_� BY G414- DATE li' LZ` 49 SH `o OF G4 7 �2% X,/72= HOAK VSHAWASSOCIATES, Inc. ' CONSULTING ! ENGINEERS } 3920 E.'COROADOSTREET N�, SUITE 203 ANAHEIM, CALIFORNIA 92807 PHONE: (714) 632-1865 FAX: (714) 632-1314 -- 1'Lecs}f ►O D�jy�i�Col�►'l C .n4l: ?Ww �1� ll�l1ai!;tL; JOB NO. 9:P - By L- -(v17) -DATE /"' 22 SH *7 OF if _ .... I. ._.._ .... LIk _ .a.-.,... .... .l..+i.—r. L.....�,...�l.i•.w n.�...!., .... .".,_...�..I w._.... _. �.. .�.?.. �_..}...., ,, ....^k'-..� ..... .. �_^1".'j'. - .' • L ow .L 36 2 A 07 lD� ti1�/i.C.}• .L�� _ ./'7' '21�T� t Low/%,�-� ;��.�a }- .. f _� x3� /L /�� z 'Id . x/¢ � HOAK &.SHAH ASSOCIATES, Inc. CONSULTING . ENGIiiNEERS 3920 E. CORONAD&TREET, SUITE 203 ANAHEIM,' CALIFORNIA 92807 PHONE: (714) 632-1865 FAX: (714) 632-1314 o x JOB NO. �%'r9 BY [,1,,,YT. DATE /"'102:41 SH *5 OF - HOAK & SHAH ASSOCIATES, Inc. CONSULTING, ENGINEERS 3920 E'.CORONADO`$TREET,' SUITE 203 ANAHEIM, CALTORNIA`92807 PHONE: (714) 632=1865_"FAX: (714) 632-1314 JOB NO.��! BY DATE ��•�� `J° SH 4dXQF .,i . e HOAK & SHAH ASSOCIATES, Inc. CONSULTING- ENGINEERS 3920 E: CORONADO STREET, SUITE 203 ANAHEIM, -CALIFORNIA 92607 PHONE: (714) 632-1865 FAX: (714) 632-1314 JOB NO. BY DATE 2 m ' ZW SH 4_�9 OF 1�. - 7* Jz /tib- r, Wd-b J. 6 . `1.�3� •1n3r i89y /o-9Z,�%3�O I �- _�??a/ �26r. /4'z/2�l �� ¢s� �/d _ ��, : 2,67r Al v �:�>9_ a /o •arc 'L — 3 6e 9.1 -r- ' HOAK B,SHAH ASSOCIATES; Inc. CONSULTING ENGINEERS, 3920 E:"CORONADO STREET, SUITE 203 ANAHEIM, CALIFORNIA 92807 -: PHONE: (714) 632-1865 "FAX'' (714) 632-1314 ,,�cs/il BGG i /2c�1��•tt-ems JOB NO. BY DATE P' ZZ -.?5 SH 61 OF t 1 ah:_ �i}/y► N e -r 2 - ;j /t =- =rq✓ 1 l.77 -/Ar _ �� v�G/I�l• � . //(9� . � �%ss_. ��f sem. �i�� off",)eT' A L if w HOAK & SHAH=ASSOCIATE_ S, -Inc. CONSULTING ENGINEERS 3920 E: CORONADO'STREET. SUITE 203 ANAHEIM,1 CALIFORNIA 92807 PHONE: (714) 632=1865 FAX (714) 632-1314 • ,1��i1G .7 = 1 -+ liao,t C /�� = 5/jam o. j-,,�fv ,Ocs`i2•JGdd /��s'Ci<�r�tJG„G� JOB NO. BY 'DATE SH 5) OF Y _ � ��% L '�� Z � ' ��1 �' �� std • �j w:.: z - - .wj*• u"'�r-' s . La,' K � � Z Z. ..lam � � •_: � ��1� . . / � .� �• �2 L -/ oho - � , _ - it Lig .'k HOAK & SHAH ASSOCIATES, Inc.. -.- CONSULTING'. ENGINEERS 3920 E. c6ROI`4�'STkk&, SUITE 203 ANAHEIM, CALIFOPNIAv42807 PHONE: (714) 632-1865' FAX: (714) 632-1314 JOB NO. BY . L t---4 - DATE SH 'S'V OF 9 isa3. f4.X/as3: S, ea 7- X jf'Z 90. A, -7z 'X7 ev t' 76 HOAK• & iSHAH ASSOCIATES, Inc. .. CONSULTING ENGINEERS r " 3620'E. CORONADO STREET, SUITE 203 ANAHEIM, CALIFORNIA 92807 PHONE: (714) 632-1865 FAX: (714) 632-1314 via (lR . sl d LyLIP-rr- -1a� JOB NO. �� BY DATE SH 153 OF _... _• _, .. _ .F"' l�3 ...._t`a,�� x;1. �j/ �7 � G x Z'_. ,, � .I'•7-� �rU!'�L ./�! __ t%(/ ✓L�'� HOAK & SHAH ASSOCIATES, Inc. - CONSULTING ENGINEERS ' 3920 E. CORONADO STREET,'SUITE 203 ANAHEIM. CALIFORNIA 92807 PHONE: (714) 632=1865 FAX: (714) 632-1314 i3b'� . ,cr- 257sr/ , Wiz. �Jl I- � �, z ��R�x � ; SCO• z JOB NO. % y BY '--'-/ DATE ..l o ..Z 7. 99 SH �^ OF 1734 y 3c� � a—s '/77, z N7 ' . r HOAK & •SHAH ASSOCIATES, Inc. t��t�c�� /2�1��`s JOB NO. CONSULTING ENGINEERS BY 3920 E-&ORONADO STREET, 'SUITE 203 ANAHEIM,. CALIFORNIA 92807 DATE ) ,P. PHONE: (714) 632-1865 FAX: (714) 632-1314 _ SH OF �7¢- X 23 171 3 .�o� � �� iso ��3 zg . • /l2 Io --3L3 lZ ll� --HOAK--&'SHAHASSOCIATES; Inc; JOB NO. b6ktQL'tN-G ' ENGINEERS -NEERS BY 362�E'- 66RONADO STREET, SUITE 203 ANAHEIM, CALIFORNIA 92807= DATE /* PHONE: (714) 6212-1865 FAX: (714) 632-1314 SH OF HOAK-&,SHAH ASSOCIATES; Inc. -CONSULTING ENGINEERS 3920 E: -CORONADO STREET. SUITE 203 ANAHEIM, CALIFORNIA 92807 PHONE: (714) 632-1865 FAX: (714) 632-1314 ' JOB NO.' 7 -BY DATE SH � OF 417 akf- ¢710 ;5 oep 03 LL 4 d so psl 5-91 C;?A I UVIP571 HOAK &SWAH ASSOCIATES, -Inc. • CONSULTING ENGINEERS 3920 E. _C0.R6NADo STREET. SUITE 203 ANAHEIM, CALIFORNIA 92807 PHONE: (714) 632-1865- FAX: (714) 632-1314 77kd '.'s'-sn /_ 6 ; jell, '00Z A All Al 10 z 1jeox /9 11 7Re 4%4: Wit. JOB NO. BY Ll bATE SH .0 OF HOAK &SHAH ASSOCIATES, Inc. JOB NO. y CONSULTING ENGINEERS L..w 3920 E. CORONADO STREET, ISUITE 203 BY ANAHEIM, •CAL-IFORNIA'92807 DATE l 0• et- -'PHONE: 632-1865 FAX (714) 632-1314 SH OF 9 1!' 3s x%/x.*,I"- ��,7Z 70- Ab '_ - ,v-�'�'- tail m z• -2 ! 7! � '�# Jr ��'jr 609-i'Z 5•f t �� •t. �Z/ i S . N� a�T�-Z .�3 37.E _ � •_ . z 1 y3 �'lo•�� /4J%2 t 3.0�9.� �D'/2 r r �1�2 l��o � � t�