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0211-013 (SFD)78890 Lima St 0211-013 LICENSED CONTRACTOR DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professionals Code, and my License is in full force and effect. License # Lic. Class Exp. Date Date - Signature of Contractor OWNER -BUILDER DECLARATION I her affirm under penalty of perjury that I am exempt from the Contractor's License Law for the following reason: ( ) I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business & Professionals Code). ( ) 1, as owner of the property, am exclusively contracting with 'licensed contractors to construct the project (Sec. 7044, Business & Professionals Code). () I am exempt under Section , B&P.C. for this reason Date Signature of Owner WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the' following declarations: ( ) I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' .compensation insurance carrier & policy no. are:. Carrier • EVANS 01^1.!* ri RAI Policy No. 10 0 1 01114 0 2 (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,'l shall forthwith comply with thosovislons. . Date: Applicants 6 -^ Warning: Failure to secure Workers' Compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to $100,000, in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest•and attorney's fees. IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on his application... f 1. Each person upon whose behalf this application is made & eacl)`.person at whose request and for whose benefit work is performed under or pursua any permit issued as a result of this applicaton agrees to, & shall, indem ij & hold harmless the City of La Quinta, its officers, agents and employ D 2. Any permit issued as a result of this application becomes null and vo work is not commenced within 180 days from date of issuance of h permit, or cessation of work for 180 days will subject permit to cancella , on. I certify that I have read this application and state that the above informati n is correct. I agree to comply with all City, and State laws relating to the buil ing construction, and hereby authoriz J representatives of this City to enter upo the above-mentioned property for inspection purposes. Signature (Owner/Agent) Date r I t BUILDING_ PERMIT PERMIT# t, .- DATE VALUATION 01,727.50 LOT 34 TRACT 24690.4 JOB SITE' ADDRESS .Cf-lai2 "dCt'Y: APN OWNER d CONTRACTOR/DESIGNER/EN INEER t t`?ARKAf,. PA.C11+ C", a1t U0D4Cv.4.;; 'J CW)T AC. PA0,11,71 ' 346,03 ,03 3, C 9.101 CAU.FORNITA M13f, , t,,Mi 101 C3'•1. 92891 NEMPO-W1`Bl• ACIR CJS 92660 t ( _49)( 22-8400 i.'19X 15M USE OF PERMIT Y' WHY, VU - L(Xf *1, :PL -Ala 311. PtRM4 T rJORS T40T 114CLrJDfi:'8it.,QCK •f`WAIL.IA POOL, SPA, OR 1 ''.P1VE'.bVAY.AP.k'RC>11,CH w C UUt'C3M f.:Ox4MUCTIOX .4,.234.00 OF ry*ORy ' :t Iyt'y1?tAT IO 60 EN31, "ail+' y z '42S13S:C' `V'E:• .Nd"A •iE4 A:i.,4i1 OF - 'lr ST `h F CC1,NAY 8i(..•,B.L0.iV 401,727-550 yy •• yygg MM¢ --y y;y ••;;gy p,, . 7. K0p4pF1blV•d1 .F:.V) J 7Y3.F "d.•i,T CONSTRUCTION FEE 101' =)-418-000 SU.M$0 PLAN CfiWX1;FEX 101-000-439418 $1,197.V MEC:I•£KNIVIAL F112. 1411„000.421-000 5129.0 F1,raCTRIC.&1..Ir"f!`kt. 101-0004M000 $60.40 PI,UMBINO FEE l o l -000419.000 S30150 1a7t0Nf:41b4OTICY:4I112.,RR-91D 101<-000-241-•000 $40.113 OI2ADMG FER 101-000-423-000 00.423«C_i00 S1 so ,4::Z?V1✓3.01•"?t,!rf. I, di9 11.(::`P I:'1 = :t,QO s.Etf) Pise'CaitPuN 1ti'1+E)C!E) iA4345 S1t1100 .A-P,T W }?UBUIf P AX4 RW. t R x.9111: Z10-0.100.445-000 JB41A.32 LXX; FO: -Pt R $0.00 I Now BHN. 0 g 1003 4 CITY OF LA QUfNIA FINANCE nEP4 RECEIPT DATE P • BY D FINALED INSPECTO - -99""'x” y,`' 1'^. • :i r s. i( 3 INSPECTION RECORD OPERATION DATE INSPECTOR OPERATION DATE INSPECTOR BUILDING APPROVALS MECHANICAL APPROVALS Set Backs Underground Ducts Forms & Footings Ducts Slab Grade Z — 5' — Return Air Steel - — Combustion Air Roof Deck 7. 3 Exhaust Fans O.K. to Wrap 4—//-3 — F.A.U. Framing — Compressor Insulation Vents Fireplace P.L. Grills Fireplace T.O. Fans & Controls Party Wall Insulation Condensate Lines Party Wall Firewall Exterior Lath Drywall - Int. Lath - 3p — Final —� BLOCKWALL APPROVALS Final POOLS - SPAS Steel Set Backs Electric Bond Footings Main Drain Bond Beam Approval to Cover Equipment Location Underground Electric Underground Plbg. Test Final: Gas Piping PLUMBING APPROVALS Gas Test Electric Final Waste Lines — Heater Final Water Piping Plumbing Top Out _ Plumbing Final Equipment Enclosure Shower Pans O.K. for Finish Plaster Sewer Lateral Pool Cover Sewer Connection _ Encapsulation Gas Piping Gas Test % Appliances Final Final — Utility Notice (Gas) 1`0 ELECTRICAL APPROVALS Temp. Power Pole Underground Conduit Rough Wiring _eo Low Voltage Wiring Fixtures Main Service _ Sub Panels _ Exterior Receptacles _ G.F.I. Smoke Detectors Temp. Use of Power Final _ = Utility Notice (Perm) - COMMENTS:,PL)� Z1'e>_V 1 7g -f90 SMA Lo -r 4 P.O. BOX 1504 APPLICATION ONLY 78-495 CALLE TAMPICO 7 AT Crm S LA QUINTA, CALIFORNIA 92253 .14 "PLA- 3 6 Building IE Address Vn 1 Owner Mailing Address 1 I C�L ubf,�s LLCLBUILDING: TYPECONST. OCC. GRP. A F_OeA311q S� ITE—A.P. Number 7 3 / v /�n1 Oil N�981 Tel. / fJ _.� 0,Z-Zgf�'7 Legal Description [ Project Description � r✓vt�S e-�C� erJla4 SoI 6 ac) 1 Zi flef.. Q9.$ 9 24y ; State Lic. City & Classif. ' Lic. # O 0 Sq. Ft. Arch., Engr. Size 1 Designer PI_�LAe_ � _ CeA� E � I New C3 -�197CAM CA PISi2Arr30 "i 8 City Zip State /► s1..� c f�WICENSED ,7 Lic. # C:9 /.75 gat �CONTRACTOR'S DECLARATION I herelicensedunder provisions of Chapter 9 (commencing with Section 7000) ousiness and Professions Code, and my licens8 is in full force and effect./ s / S, 9 �� SICRATIIRP - DATE OWNER -BUILDER DECLARATION I hereby affirm that I am exempt from the Contractor's License Law for the following reason: (Sec. 7031.5, Business and Professions Code: Any city or county which requires a permit to construct, after, 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.) I I 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.) I'! I am exempt under Sec. B. & 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 fl Copy is filed with the city. ❑ Certified copy is hereby furnished. CERTIFICATE OF EXEMPTION FROM WORKERS' COMPENSATION INSURANCE (This section need not be completed if the permit is for one hundred dollars ($100) valuation or less.) I certify that in the performance of the 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, after making this Certificate of Exemption you should become subject to the Workers' Compensation provisions of the Labor Code, you must forthwith comply with such provisions or this permit shall be deemed revoked. CONSTRUCTION LENDING AGENCY 1 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 a building permit when properly filled out, signed and validated, and is subject to expiration if work thereunder is suspended for 180 days. I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives -of this city to enter the above. mentioned property for inspection purposes. Signature of applicant -Date- Mailing ateMailing Address City, State, Zip F No. No. Dw. p® Stories Units Add ❑ Alter ❑ Repair ❑ Demolition ❑ ZONE: BY: Minimum Setback Distances: Front Setback from Center Line Rear Setback from Rear Prop. Line Side Street Setback f oro Center L"i' e—�— Side Setback from Pr i eF,ty Line �� I I FINAL DATE INSPI T R16 r Issued by: Date Permi �� Validated by: CITY OF LA f3Ui I VINANICE DEPT Validation: WHITE = BUILDING DEPARTMENT YELLOW = APPLICANT PINK = FINANCE Estimated Valuation PERMIT AMOUNT Plan Chk. Dep. p Plan Chk. Bal. Const. Mech. Electrical Plumbing S.M.I. Grading Driveway Enc. Infrastructure TOTAL REMARKS ZONE: BY: Minimum Setback Distances: Front Setback from Center Line Rear Setback from Rear Prop. Line Side Street Setback f oro Center L"i' e—�— Side Setback from Pr i eF,ty Line �� I I FINAL DATE INSPI T R16 r Issued by: Date Permi �� Validated by: CITY OF LA f3Ui I VINANICE DEPT Validation: WHITE = BUILDING DEPARTMENT YELLOW = APPLICANT PINK = FINANCE - r,t T - ' y '` � � .. � .� t�'f �} r ,��. � 1 .v+n+�'Y'}�.4� _. �f� r -s� Yi�.�'1��.� :f �:°" •,{ �"'�i �''�'� 4 1 L i"{M'ix.i, . 6. :1;.... _e� .....• .i..-. ♦ „ � �+ l,� ��. i11. >� t .rte �.t.+ �s �, �� '+-�s� �' '� .'� �, - . . G L✓. ,.h rr. ,r�+ t J v.�yn'•c' a. My r� + 1K7 E� a !M :-� '+':. . . - - p i ��`{ x T4�k .. °�+/ 4 t •"J��`+, � y. t .P, � ��-:�" F f+ r.: f!' � 'J - . S „ .: p. 0. > > .• 7 S _i. gyp � � V� Y f � v� � ra J � � iJ � � ``. '.� r � � y �Ir'fY � y '�1.• 4?+ �,i � n � i e•+y', •� r ,; �• �' • ' v. r ,, ,�' >F rs - y. �� :-'h •1' _ '•'.:_#`5' }' �. 4'r. �-�'.7'y�:^• 7 M J T .; .: • • - •• ' THE PREMIER nECOLLECTION'"., La Quints i _ CLIMATE ZOA # 15- - " Micropasf 2001 Standards an=3 Pl f" = Eleti D --13 -` , t - - ' � T� v►� `TpcQ � ►ems vog5 :V-yvern. Capital Pacific Homes Pek.arek Crandell Aidutect r ' HERITAGE ENERGY GROUP _ April 18, 2002. CITY OF LA QUINTA Title 24' Energy Calculations BUILDING & SAFETY DEPT. (949),789-7221, Ti :APPROVED 3r. . FOR CONSTRUCTION . CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page'1 CF -1R - Project Title.......... Plan -3 Elev=�___- - Date..04/18/02 09:29:26 Project Address. .... The Premier Collection ******* La Quinta *v6.01* Documentation Author... Sam Maimone ******* Building Permit Heritage Energy Group 15375 Barranca Pkwy, Suite F-101 Plan Check / Date Irvine, CA 92618 949-789-7221 Field Check/ Date Climate Zone ............15 --------------------- Compliance Method...... MICROPAS6 v6.01 for 2001 Standards by Enercomp, Inc. MICROPAS6 v6.01 File-99299M3D Wth-CTZ15S92 Program -FORM CF -1R I User#¢-MP0940 User -Heritage Energy Group Run- --------------------------------!----------------------------------- GENERAL INFORMATION ------------------- Conditioned Floor Area..... 4884 sf Building Type .............. Single Family Detached Construction Type ... New Building Front Orientation. Cardinal - N,E,S,W Number of Dwelling Units... 1 Number of Stories.. ...... 1 Floor Construction Type.... Slab On Grade Glazing Percentage......... 24 % of floor area Average Glazing U -factor... 0.36 Btu/hr-sf-F Average Glazing SHGC....... 0.39 Average Ceiling Height..... 10.6 ft BUILDING SHELL INSULATION Component Frame . Type Type Wall Wall Roof Door S1abEdge S1abEdge Wall ------------------------- Cavity Sheathing Total Assembly R -value R -value R -value U -factor Location/Comments ------------------------------------------------------ Wood R-13- R-n/aR-13 0.088 Wood R-13 R-n/a R-13 0.081 Wood R-38 R-n/a R-38 0.025 Metal R-0 R-n/a R-0 0.330 None R-0 R-n/a Wind F2=0.760 None R-0 R-n/a -=---- 0.390 F2=0.510 Wood R-0 R-0 R-0 0.386 0.360 0.390 Standard Yes Door FENESTRATION Location/Comments vinyl framed lora-e vinyl framed low -e vinyl framed low -e vinyl framed low -e vinyl framed low -e non metal dual pane vinyl framed low -e vinyl framed low -e vinyl framed low -e vinyl framed low -e vinyl framed low -e Over - Area U- Exterior hang/ Orientation ----�------------ (sf) ----- Factor SHGC Shading Fins Wind Back (S) 157.2 ------ 0.360 -=---- 0.390 -------- Standard ----- None Wind Back (S) 208.9 0.360 0.390 Standard Yes Door Back (S) 184.0 0.360 0.390 Standard None Wind Right (W) 149.5 0.360 0.390 Standard Yes Wind Right (W) 43.0 0.360 0.390 Standard None Door Right (W) 34.0 0.430 0.550 Standard Yes Wind Front (N) 114.0 0.360 0.390 Standard Yes Wind Left (E) 70.0 0.360 0.390 Standard None Wind Left (E) 126.5 0.360 0.390 Standard Yes Wind Front (NE) 36.0 0.360 0.390 Standard Yes Door Back (SW) 48.0 0.360 0.390 Standard Yes SLAB SURFACES Area Slab Type (sf) Standard Slab 2195- Standard Slab 2689 Location/Comments vinyl framed lora-e vinyl framed low -e vinyl framed low -e vinyl framed low -e vinyl framed low -e non metal dual pane vinyl framed low -e vinyl framed low -e vinyl framed low -e vinyl framed low -e vinyl framed low -e CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 2 CF -1R Project Title.......... Plan 3 Elev D Date..04/18/02 09:29:26 HVAC SYSTEMS Refrigerant Tested ACCA Equipment Minimum Charge and Duct Duct Duct Manual Thermostat Type ------------ Efficiency Airflow Location ------------------------------ R -value ------- Leakage ------- D Type Furnace 0.800 AFUE n/a Attic R-6 ------ Yes No ---------- Setback ACSplitTXV 12.00 SEER Yes Attic R-6 Yes No Setback Furnace 0.800 AFUE n/a Attic R-6 Yes No Setback ACSplitTXV 12.00 SEER Yes Attic R-6 Yes No Setback Living Rooms: Minimum Heating Load: 39,487.Btuh Cooling Load: 49,041(Sensible),58,849(Total) Bedrooms: Minimum Heating Load: 38,589 Btuh Cooling Load: 39,873(Sensible),47,847(Total) Note:.The loads shown are only one of the criteria affecting the selection of HVAC equipment. Other relevant design factors such as air flow requirements, outdoor design temperatures, coil sizing, availability of equipment, oversizing safety margin, etc., must also be considered. It is the HVAC designer's responsibility to consider all factors when selecting the HVAC equipment. That individual is required to provide Form CF -6R, an Installation Certificate, which must be posted at the building site prior to issuance of the.occupancy permit. The CF -6R is not required for permit submittal. It is intended to insure installation of equipment that meets the efficiency requirements of the compliance documentation. DUCT TESTING DETAILS -------------------- Duct Measured Supply' Leakage Target Duct Surface Area Equipment Type (% fan CFM/CFM25) (ft2) ----------------- ------------------------- ----------------- Furnace / ACSplitTXV 6% / 92.2 n/a Furnace / ACSplitTXV 6% / 112.9 n/a WATER HEATING SYSTEMS --------------------- Number Tank External in Energy Size Insulation Tank Type Heater Type Distribution Type System Factor (gal) R -value -- Storage Gas Recirc/TimeTemp 2 0.60 50 R- n/a American Water Heater G52 -50T38 -3N (or equal.) *All piping used to recirculate hot water must be insulated with R-4 insulation or equivalent. This includes any recirculating piping located in concrete slabs or underground. A timer must be permanently installed to regulate pump operation. Timer setting must permit the pump to be cycled for at least eight hours per day. lieu of a timer and temperature control. An automatic thermostatic control must be installed to cycle the pump on and off in response to the temperature of the water returning to the water heater through the recirculation piping. Minimum differential or "Deadband" of the control shall not be less than 20 degrees F. SPECIAL FEATURES AND MODELING ASSUMPTIONS ------------------ ----------------------- This building incorporates non-standard Duct R -value. This building incorporates Tested Duct Leakage. This building incorporates either Tested Refrigerant Charge and Airflow (RCA) or a Thermostatic Expansion Valve (TXV) on the specified air conditioning system(s). This building incorporates non-standard Water Heating System "CERTIFICATE Ord COMPLIANCE: RESIDENTIAL, Page 3 CF -1R Project Title...,...... Plan 3 E1ev D Date..04/18/02-09:29:26 HERS REQUIRED VERIFICATION -------------------------- *** Items in this section require field testing and/or *** *** verification by a certified home energy rater under *** *** the supervision of a CEC-approved HERS provider using *** *** CEC approved testing and/or verification methods and *** *** must be reported on the CF -6R installation certificate. *** This building incorporates Tested Duct Leakage. Target CFM leakage values measured at 25 pascals are shown in DUCT TESTING DETAILS above or may be calculated as documented on the CF -6R. If the measured CFM is above the target; then corrective action must be taken to reduce the duct leakage and then must,be retested. Alternatively, the compliance calculations could be redone without duct testing. If ducts are not installed, then HERS verification is not necessary for Tested Duct Leakage. This building incorporates either Tested Refrigerant Charge and Airflow (RCA) or a Thermostatic Expansion Valve (TXV). on the specified air conditioning system(s). If a cooling system is not installed, then HERS verification is not necessary for the RCA or TXV. REMARKS CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 4 Project Title .......... The Premier Collection Date..04/18/02 09:27:55,' COMPLIANCE STATEMENT -------------------- This certificate of compliance lists the building features and performance .specifications needed to comply with Title -24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. When this certificate of compliance is submitted for a single building plan to be built in multiple orientations, any shading feature that is varied is indicated in the Special Features Modeling Assumptions section. DESIGNER or OWNER DOCUMENTATION AUTHOR Name.... Name.... Sam Maimone Company. Capital Pacific Holdings Company. Heritage Energy Group Address. 1101 California Suite100 Address. 15375 Barranca Pkwy, Suite F-101 Corona CA 92881 Irvine, CA 92618 Phone... 909 279-2447 Phone... 949-7.89-7221 License. Signed.. Signed.. (date) (date) ENFORCEMENT AGENCY Name.... Title... Agency.. Phone... Signed.. (date) F COMPUTER METHOD.SUMMARY Page 1 C -2R Project Title.......... Plan 3 Elev D Date..04 18 02 09.29..26 Project Address........ The Premier Collection *******--------------------- La Quinta *v6.01* Documentation Author... Sam Maimone ******* Building Permit Heritage Energy Group 15375 Barranca Pkwy, Suite F-101 Plan Check Date Irvine, CA 92618 949-789-7221 Field Check/ Date Climate Zone. ..... 15 _____________________ Compliance Method...... MICROPAS6 v6.01 for 2001 Standards by Enercomp, Inc. MICROPAS6 v6.01 File-99299M3D Wth-CTZ15S92 Program -FORM C -2R - User#-MP0940 User -Heritage Energy Group Run- I MICROPAS6 ENERGY USE SUMMARY = Energy Use Standard Proposed Compliance - _ (kBtu/sf-yr) Design - Design -- Margin = = Space Heating.. ,..... 2.87 -- 1.78 1.09 = = Space Cooling.......... 33.47 33.90 -0.43 = = Water Heating.......... 5.83 6.27 -0.44 _ = North Total 42.17 41.95 0.22 - = Space Heating.......... 2.87 2.27 0.60 - = Space Cooling.......... 33.47 32.86 0.61' _ _ ,Water Heating...,...., 5.83 6.27 -0.44 = = East -Total 42.17 - 41.40 0.77 _ = Space Heating....... 2.87 2.88' -0.01 = = Space Cooling.......... 33.47 31.07 2.40 = = Water Heating.......... 5.83 6.27 -0.44 = = South Total 42.17 W - 40 22 - 1A5'-_ = Space Heating.......... 2.87 1.85 1.02 = = Space Cooling.......... 33.47 33.19 0.28 = = Water Heating.......... 5.83 6.27 -0.44 = = West Total 42.17 - 41.31 0.86 = _ *** Building complies with Computer,Performance GENERAL INFORMATION Conditioned -Floor Area..... 4884 sf Building Type .............. Single Family Detached Construction Type ... New- Building Front Orientation. Cardinal - N,E,S,W Number of Dwelling Units... 1 Number of Building Stories. 1 Weather Data Type.......... ReducedYear Floor Construction Type.... Slab On Grade Number of Building Zones... 2 Conditioned Volume......... 51529 cf F.k COMPUTER METHOD SUMMARY Page 2 C -2R Project Title.......... Plan 3 Elev D Date..04/18/02 09:29:26 Slab -On -Grade Area.........T 4884 sf Glazing Percentage......... 24 % of floor area Average Glazing U -factor... 0.36 Btu/hr-sf-F Average Glazing SHGC....... 0.39 Average Ceiling Height..... 10.6 ft BUILDING ZONE INFORMATION OPAQUE SURFACES Surface Floor U- factor # of Act Azm Tilt k Vent Vent Air - ----- Area Volume Dwell Cond- Thermostat Height Area Leakage Zone Type (sf) -(cf): ---- Units ----- itioned ------- Type (ft) (sf), Credit SLEEPING 90 Yes 3 Wall ----------- ----- -------- --------- Residence 2195 21950 0.45 Yes Setback .2.0'Standard 0 No LIVING 7 Wall 790 0.088 13 90 90 Yes Residence 2689 29579 0.55 Yes- Setback 2.0 Standard No OPAQUE SURFACES Surface Area (sf) U- factor Insul R-val Act Azm Tilt Solar Form 3 Location/ Gains' Reference - ----- ----- --- Comments SLEEPING ---- ------------------- ----- ---- 1"Wall 89 0.088 13 180, 90 Yes 3 Wall 465 0.088 13 270 90 Yes 5 Wall .329 0.088 13 0 90 Yes 7 Wall 790 0.088 13 90 90 Yes 11 Wall 190 0.081 13 0 90 No 13 Wall 210 0.081 13 270 90 No 14 Roof 2195 0.025 38 0 23 Yes LIVING 2 Wall 266 0.088 13 180 90 Yes 4 Wall 264 0.088 13 270 90 Yes 6 Wall 57 0.088 13 0. 90 Yes 8 Wall 154 0.088 13 90 90 Yes 9 Wall 22 0.088 13 225 90 Yes 10 Wall 59 0.088 13. 45 90 Yes 12 Wall 150 0.081 13 0 90 No 15" Roof 2662 0.025 38 n/a O.Yes 16 Door 24 0.330 0. 270 `90 No PERIMETER LOSSES Length F2 Insul - Solar Surface---- (ft) Factor - -------- R-val ------- Gains Location/Comments SLEEPING ----- --- ------------------ 17 S1abEdge 217 0.760 R-0 No 19 SlabEdge 74 0.510 -R-O No LIVING 18 S1abEdge 141 0.760 'R-0 No 20 S1abEdge 15 0.510 R-0 No COMPUTER METHOD SUMMARY Project Title.......... Page 3 C -2R Plan 3 Elev D Date..04/18/02 09:29:26 FENESTRATION SURFACES Exterior Orientation Area U- (sf) factor SHGC ----- ----- ----- Act Azm --- Shade Tilt Type- Location/Comments SLEEPING ---- ------- ------ ------------------ 1 Wind Back 2 Wind Back (S) (S) 19.2 38.3 0.360 0.390 0.360 180 90 Standard vinyl framed low -e 3 Door Back (S) 64.0 0.390 0.360 0.390 180 180 90 90 Standard vinyl Standard framed low -e 4 Wind 5 Wind Right Right (W) 20.0 0.360 0.390 270 90 vinyl Standard vinyl framed framed low -e low -e 6 Door Right (W) (W) 9.0 24.0 0.360 0.390 0.430 0.550 270 270 90 90 Standard vinyl Standard framed low -e 7 Wind 8 Door Right Right (W) 5.0 0.360 0.390 270 90 non metal Standard vinyl dual framed pane low -e 9 Wind Right (W) (W) 10.0 30.0 0.430 0.550 0.360 0.390 270 270 90 90 Standard non metal Standard vinyl dual framed pane low 10 Wind 11 Wind Right Right (W) 12.0 0.360 0.390 270 90 Standard vinyl framed -e low -e 12 Wind Right (W) (W) 40.0 20.0 0.360 0.390 0.360 0.390 270 270 90 Standard vinyl framed low -e 13 Wind Front (N) 20.0 0.360 0.390 0 90 90 Standard vinyl Standard vinyl framed framed low -e low -e 14 Wind 15 Wind Front Front (N) (N) 25.0 6.0 0.360 0.390 0.360 0 90 Standard vinyl framed low -e 16 Wind Left (E) 40.0 0.390 0.360 0.390 0 90 90 90 Standard vinyl Standard vinyl framed framed low -e low 17 Wind 18 Wind Left Left (E) (E) 20,0 30.0 0.360 0.390 90 90 Standard vinyl framed -e low -e 19 Wind Left (E) 4.0 0.360 0.390 0.360 0.390 90 90 90 Standard vinyl framed low -e 20 Wind Left (E) 8.0 0.360 0.390 90 90 90 Standard vinyl Standard vinyl framed framed low -e low -e 21 Wind 22 Wind Left Left (E) (E) 18.0 20.0 0.360 0.390 0.360 90 90 Standard vinyl framed low -e 23 Wind Left (E) 10.0 0.390 0.360 0.390 90 90 90 90 Standard vinyl Standard vinyl framed framed low -e low -e LIVING 24 Wind 25 Wind Back Back (S) (S) 84.0 30.0 0.360 0.390 180 90 Standard vinyl framed low -e 26 Wind Back (S) 21.0 0.360 0.390 0.360 0.390 180 180 90 90 Standard vinyl Standard vinyl framed framed low -e low 27 Door 28 Wind Back (S) 120.0 0.360 0.390 180 90 Standard vinyl framed -e low -e 29 Wind Back Back (S) (S) 53.6 33.0 0.360 0.390 0.360 180 90 Standard vinyl framed low -e 30 Wind Back (S) 24.0 0.390 0.360 0.390 180 180 90 90 Standard vinyl Standard vinyl framed framed low -e low -e 31 Wind 32 Wind Back Back (S) (S) 33.0 30.0 0.360 0.390 0.360 180 90 Standard vinyl framed low -e 33 Wind Right (W) 22.5 0.390 0.360 0.390 180 270 90. 90 Standard vinyl Standard framed low -e 34 Wind 35 Wind Right Right (W) 25.0 0.360 0,390 270 90 vinyl Standard vinyl framed framed low -e low -e 36 Wind Front (W) (N) 9.0 15.0 0.360 0.390 0.360 0.390 270 0 90 Standard vinyl framed low -e 37 Wind 38 Wind Front (N) 48.0 0.360 0.390 0 90 90 Standard vinyl Standard vinyl framed framed low -e low -e 39 Wind Left Left (E) (E) 24.0 22.5 0.360 0.390 0.360 90 90 Standard vinyl framed low -e 40 Wind 41 Front (NE) 36.0 0.390 0.360 0.390 90 45 90 90 Standard vinyl Standard vinyl framed framed low -e low -e Door Back (SW) 48.0 0.360 0.390 225 90 Standard vinyl framed low -e OVERHANGS AND SIDE FINS Area --- -Overhang----- ---Left F -- in-- ---Right Fin-- Surface ------------ Left Rght (sf) Wdth Hgth Dpth Hght Ext Ext ----- ----- ----- ---- ---- ---- Ext Dpth H ht Ext Dpth Hght SLEEPING ---- ---- ---- -g-- ---- ---- ---- 2 Window 38.3 n/a 8 4 Window 20.0 n/a 8 1.5 1 n/a n/a n/a n/a n/a n/a n/a n/a 6 Door 24.0 n/a 8 1.5 1 1.5 1 n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 7 Window 5.0 n/a 8 1.5 1 n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a COMPUTER METHOD SUMMARY Page 4 C -2R Project Title.......... Pian 3 Elev D Date..04/18/02 09:29:26 OVERHANGS AND SIDE FINS INTER -ZONE SURFACES Area Insul Form 3 Surface (sf) U -factor R-val Reference Location/Comments ------------ ------------------------------------ ---------------------- SLEEPING/LIVING 1 Wall 870 0.386 R-0 W.0.2X4.16 System Type ------------- SLEEPING Furnace ACSplitTXV LIVING SLAB SURFACES ------------- Area Slab Type (sf) SLEEPING Standard Slab 2195 LIVING Standard Slab 2689 HVAC SYSTEMS ------------ Refrigerant Tested ACCA Minimum Charge and -Duct Duct Duct Manual Duct Efficiency Airflow Location R -value. Leakage D Eff 0.800 AFUE n/a Attic R-6 Yes No. 0.845 12.00 SEER Yes Attic R-6 Yes No 0.736 ---Window-- ------Overhang----- ---Left Fin--- ---Right Fin -- Area Left Rght Surface ----------- (sf) ----- Wdth ----- Hgth ----- Dpth ---- Hght ---- Ext ---- Ext ---- Ext ---- Dpth ---- Hght ---- Ext Dpth Hht 8 Door 10.0 n/a 8 1.5 1 n/a n/a n/a n/a n/a ---- n/a, ---- n/a ---- n/a 9 Window 30.0 n/a 8 1.5 1 n/a n/a n/a n/a n/a n/a n/a n/a 10 Window 12.0 n/a 4 8 0 n/a n/a n/a n/a n/a n/a 'n/a n/a 11 Window' 40.0 n/a 8 1.5 1 n/a n/a n/a n/a n/a n/a n/a n/a 12 Window 20.0 n/a 8 1.5 1 n/a n/a n/a n/a n/a n/a n/a n/a 13 Window 20.0 n/a 8 1.5 1 n/a n/a n/a n/a n/a n/a n/a n/a 14 Window 25.0 n/a 8 1.5 1 n/a n/a n/a n/a n/a n/a n/a n/a 15 Window 6.0 n/a 8 1.5 1 n/a n/a _n/a n/a n/a n/a n/a n/a 18 Window 30.0 n/a 8 1.5 1 n/a n/a n/a n/a n/a n/a n/a n/a 19 Window 4.0 n/a 8 1.5 1 n/a 'n/a n/a n/a n/a n/a n/a n/a 20 Window 8.0 n/a 8 1.5 1 n/a n/a n/a n/a n/a n/a n/a n/a 21 Window 18.0 n/a 8 1.5 1 n/a n/a n/a n/a n/a n/a n/a n/a 22 Window 20.0 n/a 8 1.5 1 n/a n/a n/a n/a n/a n/a n/a n/a LIVING 26 28 Window Window 21.0 53.6 n/a n/a 8 8 1.5 1.5 1 1 n/a n/a n/a -n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 29 Window 33.0 n/a 8 1,5 1 n/a n/a n/a n/a n/a n/a n/a n/a 31 32 Window Window 33.0 30.0 n/a n/a 8 8 1.5 1.5 1 1 n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a. 33 36 Window Window 22.5 15.0 n/a n/a 8 7.5 1.5 12 1 0 n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 37 Window 48.0 n/a 7.5 12 0* n/a n/a n/a n/a n/a n/a n/a n/a 38 39 Window Window 24.0 n/a 8 10 1 n/a n/a n/a n/a n/a n/a n/a n/a 40 Window 22.5 36.0 n/a n/a 8 6 1.5 6 1 0 n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 41 Door 48.0 n/a 8.0 1.5 1.5 n/a n/a n/a n/a n/a n/a n/a n/a INTER -ZONE SURFACES Area Insul Form 3 Surface (sf) U -factor R-val Reference Location/Comments ------------ ------------------------------------ ---------------------- SLEEPING/LIVING 1 Wall 870 0.386 R-0 W.0.2X4.16 System Type ------------- SLEEPING Furnace ACSplitTXV LIVING SLAB SURFACES ------------- Area Slab Type (sf) SLEEPING Standard Slab 2195 LIVING Standard Slab 2689 HVAC SYSTEMS ------------ Refrigerant Tested ACCA Minimum Charge and -Duct Duct Duct Manual Duct Efficiency Airflow Location R -value. Leakage D Eff 0.800 AFUE n/a Attic R-6 Yes No. 0.845 12.00 SEER Yes Attic R-6 Yes No 0.736 Equipment Type SLEEPING Furnace / ACSplitTXV LIVING Furnace / ACSplitTXV DUCT TESTING DETAILS -------------------- Duct Leakage Target (% fan CFM/CFM25) ------------------ 60 / 92.2 6% / 112.9 WATER HEATING SYSTEMS Measured Supply Duct Surface Area (ft2) n/a n/a Number Tank External 'in Energy Size Insulation Tank Type Heater Type Distribution Type System Factor (gal) R -value ------- ------------------- ------ -------- 1 Storage Gas Recirc/TimeTemp 2 0.60 50 R- n/a SPECIAL FEATURES AND MODELING ASSUMPTIONS *** - Items in this section should be documentedonthe plans, *** *** installed to manufacturer and CEC specifications, and.' *** *** verified during plan check and field inspection. *** This is a'multiple orientation building with no orientation restrictions. This printout is for the front facing North._ chis building incorporates non-standard Duct R -value. This building incorporates Tested Duct Leakage. chis building incorporates either Tested Refrigerant Charge and Airflow (RCA) Dr a Thermostatic Expansion Valve (TXV) on the specified air conditioning ;ystem(s). Phis building incorporates non-standard Water Heating System HERS REQUIRED VERIFICATION *** Items in this section require field testing and/or *** verification by a certified home energy rater under *** the supervision of a CEC-approved HERS provider using CEC approved testing and/or verification methods and *** must be reported on the CF -6R installation certificate. *** *** *** *** *** 'his building incorporates Tested Duct Leakage. Target CFM leakage 'alues measured at 25 pascals are shown in DUCT TESTING DETAILS above it may be calculated as documented on the CF -6R. If the measured CFM .s above the target, then corrective action must be taken to reduce .he duct leakage and then must be retested. Alternatively, the ompliance calculations could be redone without duct testing. COMPUTER METHOD Project Title.......... SUMMARY Page 5 C -2R Plan 3 Elev D Date..04/18/02 09:29.:26 -------------------- HVAC SYSTEMS System Minimum -- Refrigerant Charge and Duct Duct Tested Duct ACCA ' Manual Duct Type y Efficienc - Airflow Location -------------------- R -value Leakage D Eff Furnace ACSplitTXV 0.800 AFUE 12.00 SEER n/a Attic Yes Attic ------- R-6 --------- Yes ---- No - 0.845 R-6 Yes No 0.736 Equipment Type SLEEPING Furnace / ACSplitTXV LIVING Furnace / ACSplitTXV DUCT TESTING DETAILS -------------------- Duct Leakage Target (% fan CFM/CFM25) ------------------ 60 / 92.2 6% / 112.9 WATER HEATING SYSTEMS Measured Supply Duct Surface Area (ft2) n/a n/a Number Tank External 'in Energy Size Insulation Tank Type Heater Type Distribution Type System Factor (gal) R -value ------- ------------------- ------ -------- 1 Storage Gas Recirc/TimeTemp 2 0.60 50 R- n/a SPECIAL FEATURES AND MODELING ASSUMPTIONS *** - Items in this section should be documentedonthe plans, *** *** installed to manufacturer and CEC specifications, and.' *** *** verified during plan check and field inspection. *** This is a'multiple orientation building with no orientation restrictions. This printout is for the front facing North._ chis building incorporates non-standard Duct R -value. This building incorporates Tested Duct Leakage. chis building incorporates either Tested Refrigerant Charge and Airflow (RCA) Dr a Thermostatic Expansion Valve (TXV) on the specified air conditioning ;ystem(s). Phis building incorporates non-standard Water Heating System HERS REQUIRED VERIFICATION *** Items in this section require field testing and/or *** verification by a certified home energy rater under *** the supervision of a CEC-approved HERS provider using CEC approved testing and/or verification methods and *** must be reported on the CF -6R installation certificate. *** *** *** *** *** 'his building incorporates Tested Duct Leakage. Target CFM leakage 'alues measured at 25 pascals are shown in DUCT TESTING DETAILS above it may be calculated as documented on the CF -6R. If the measured CFM .s above the target, then corrective action must be taken to reduce .he duct leakage and then must be retested. Alternatively, the ompliance calculations could be redone without duct testing. COMPUTER'METHOD SUMMARY Page 6 C -2R Project Title.......... Plan 3 Elev D Date..04/1$/02 09:29:26 ---------------- HERS REQUIRED VERIFICATION -------------------------- If ducts are not installed, then HERS verification is not necessary for Tested Duct Leakage. This building incorporates either'Tested Refrigerant Charge and Airflow (RCA) or a Thermostatic Expansion Valve (TXV) on the specified air conditioning system(s). If a cooling system is not installed, then HERS verification is not necessary for the RCA or TXV. REMARKS A SEP -10=2002 01:18PM FROM -MDS Consulting +9492510516. T-476 P-002/002 F-902 1 PLA N N E R 5 I E N G I N E E R 5 I S U R V E Y O R S 7Nlees located in - 'r,ine and le Oulnta ' September 10, 2002 Engineering Department City of La Quints 78-495 Colle Tampico La Quinto, CA 92253 Rough Grading Verification 'La Quinta Citrus Course Tract 24890-4 We have checked the area referenced below and, find it to be in substontiol conformance the approved precise grading plan. � Lot # Elev. As -Built Elev. Variation 34 37 36.8 36.4 36.8 36.5 None 0.1' Earth SySte s 78=8418 Country dlub Drive Bermuda Dulles, CA 92201 0 (780) 345.1588 Client Name .Client Address . :. Chant Phone FIELD DAILY DATE JOB NO. PROJECT LOCATION ) REFERENCE CURVE CONTRACTOR OWNER WEATHER TEMP oat AM' Oat PM PRESENT AT SITE TEST.. LOT ELEVATION .NUMBER LIMITATIONS:' This report is to provide information regarding the status of the field conditions and our opinion as to the need for eorrecove action, additional testing and or observations. No .guarantee or warranty of the contractors work is made or implied. This report s�srubject to review by the project manager. CLIENT REPRESENTATIVE SI NATURE LGH�NICIANS'StGNATURE M e BD•FS-ODI (12/01) k_ P, x'ws.ca w FIELD TESTING REFERENCE CURVE MOISTURE DRY, MAXIMUM MAXIMUM . OPTIMUM TEST.. LOT ELEVATION .NUMBER NUMBER CONTENT DENSITY DRY .DRY -MOISTURE. % Wcu. ft. DENSITY DENSITY CONTENT EA—P % lbs/cu. ft. % w_s PC J-6 �� ,�' � �` 107 � Its is-, a� Icrpm� . NYY:rrVaMF�.r+..ova.m...w.r.oivaraps•w.+.•+.....w.e..+�...v....r•-. REMARKS: A g /� � (� a � P a I a d; �_ ('r .1 o a G 0�,/' .. v f' LIMITATIONS:' This report is to provide information regarding the status of the field conditions and our opinion as to the need for eorrecove action, additional testing and or observations. No .guarantee or warranty of the contractors work is made or implied. This report s�srubject to review by the project manager. CLIENT REPRESENTATIVE SI NATURE LGH�NICIANS'StGNATURE M e BD•FS-ODI (12/01) k_ P, x'ws.ca w NOV-04-2002 02:19PM FROM -MOS Consulting +9492510516 T-160 P-002/002 F-433 r.• PLA N,NIiR S I E N G I N 9 E R 5 I SURVEYORS Olficer lvevtvd }n lrvina and La Ouinto November 4, 2.002 Engineering Department City of La Quinta 78-495 Calle Tampico La Quints, CA 92253 Rough Grading Verification La Quinta Citrus Course Tract 24890-4 We hove checked the area referenced below and find it to be in substantial conformance the approved precise grading plan. Lot # Elev. As Built Elev, Variation 16 37.5 37.5 None tan ey C. M . R.C.E. 20596 Expires 9/30/05 G:\359\44\CER-R\-4 Lot 16.doc �� k� C. LD No. 20596 t" m Exp. 9-30- 05 cl v i - F y , Stanley C. Morse 17920 Redhill Avenue VOICE-" 949-251-8821 Gary W. pokiah Soho 750 FAX; 949-251-0516 J.R."Skip^Schultz Irvine. CA 92614 w-w•mdled-014-9.nol a Z 151 Ile,- Earth Systems 1� SOUthwest 79-811B Country Club Drive Bermuda Dunes, CA 92201 ' (760) 345-1588 (800) 924-7015 FAX (760) 345-7315 September 23, 2002 File No.: 07687-03 02-09-816 Capital Pacific Homes, Inc. 1101 California Avenue, Suite 101 Corona, California 92881 Attention: Mr. Mark Mullin Project: Tract 24890-4 The Citrus Course La Quinta, California Subject: Report of Field Density Testing House Pads On September 10 and May 20, 2002, a representative of our firm performed density tests at the above referenced project. Tests were performed at random locations in accordance with ASTM D 2922-81, Method A or B and ASTM D 3017-88 Nuclear Density Test Procedure. Tests were performed as per authorization of Mr. Mark Mullin. The estimated locations of the tests are presented on the attached plan with their results being summarized on the attached test report sheet. A total of 4 density tests were performed. Test results indicate that"a minimum of 90% relative compaction has been obtained within the areas tested. The maximum density -optimum moisture were determined in the laboratory in accordance with ASTM D 1557-91, Method A or C. Test results are as follows: i Soil Description USCS Maximum Density Optimum Moisture Olive silty Sand, very fine to fine grained SM 113.6 pcf 13.5% DISCUSSION: 1. The project is located north of Avenue 52 and west of Jefferson Street in the City of La Quinta, California. 2. Prior to our arrival, the pads had been stripped of vegetation. September 23, 2002 - 21- File No.: 07687-03 02-09-816 3. Tests were.performed at random locations and indicated densities of 90% or better. 4. The purpose of testing was to observe. compliance with the minimum requirements of the City of La Quinta. LIMITATIONS The test results summarized in this report present the moisture and density only at the locations and depths tested on the specified dates. The summarized field and laboratory tests were performed in accordance with engineering principles generally accepted at this time and location. No opinion is expressed as to the uniformity of the material or compaction. No guaranty or warranty of the contractor's work is made or implied. The test locations are approximate and are determined by pacing and sighting from prominent field features. In our work, we have relied on. topographic and surveying information provided by others. With any manufactured product there are statistical variations in its uniformity and in the accuracy of tests used to measure its quality. As compared with other manufactured products, field construction usually presents large statistical variations in its uniformity and accuracy of test results used to measure its quality. Thus, even with very careful observation and testing, it cannot be said that all parts of the product comply with the job requirements although the degree of certainty is greater with full-time observation and testing than it is with testing only. Therefore, our opinion, based on testing the work means that there is only a statistically -based probability that the densities obtained comply with the job requirements. This report is issued with the understanding that it is the responsibility of the owner, or of his representative to ensure that this report is submitted to the appropriate governing agencies. If there are any questions, please do not hesitate to contact this office: Respectfully submitted, EARTH SYSTEMS SOUTHWEST PD C, Phillip D. Clanton Senior Technician Compaction/,pdc/csh/dac Distribution: 4/Capital Pacific Homes, Inc. 1/RC File 2BD File EARTH SYSTEMS SOUTHWEST Reviewed by POFESS/oti COQ GS. CE 38234 rn m Craig S. EXP. 03131/05, CE 38234 s�1T Cent P��P FOF CAOf REPORT OF RELATIVE COMPACTIONS JOB NAME: Tract 24890-4, The Citrus Course FILE NO.: 07687-03 LOCATION: La Quinta, California REPORT NO: 02-09-816 Pape 1 of 1 Test No Date Tested Description Elevation 6/oMoisture Dry Density Relative Maximum In Place In Place Compaction Density House Pads. ' 1 09/10/02 Per Plan Lot 37 FPG 11.6 112.0 99 113.6 2 05/20/02 Per Plan Lot 37 FPG 10.2 103.7 91 .113.6 3 05/20/02 Per Plan Lot 34 FPG 8.9 109.6 97 113.6 4 05/20/02 Per Plan Lot 34 FPG 9.0 110.2 98` 113.6 FPG = Finish Pad Grade September 23,-2002 EARTH SYSTEMS SOUTHWEST ��• gy ► 0 <D - Q 4 = COMPACTION MAP : Project Name: Tract 24890-4 Lots 34 & 37 Estimated Test Location File No.: 07687-03 Earth Systems Southwest 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 n� TYPE OF INSPECTION PERFORMED ❑ REINFORCED CONCRETE UCT. STEEL ASSEMBLY ❑ ❑POST TENSIONED CONCRETE O ASPHALTfaER ❑ REINFORCED MASONRY ❑ FIRE PROOFING ">er J J08 LOCATION may_ �' L ` �� `�_ w REPORT SEQUENCE N0. TV�FFRJ,LCTUREE �}v�w �V ry J PER IT110j o d� E DAV OF WEEK MATERIAL DESCRIPTION iZ ARCHITEEECCT INSPE A ' HRS. CHARGED C�• S �V ENGINEER ASSISTANTYS HRS. CHARGED INSPECTION DATE CONTRACTOR i' IY JQ �j♦ F( -. SUB CONTRACTOR -' U_� 10 �S LIQ If w L2 h SS (A7 e-(114 L t k Cs F &,-.e) 01Arj,4 U �c 69 1A� � g �e v• Cour, Os r r -S kcIc I e,t.✓.1 CST" stoo COPY SENT TO CLIENT O CONTINUED ON NEXT PAGE O PAGE OF CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT 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. I TUR OF REGISTERED I PECTOR DATE dF q ORT REGISTER NUMBER DESIGN CRITERIA:. ICIE. SE� A. CODE: 1997'UBC, WIND: C, 70 MPH,. SEISMIC ZONE: 4 B. WOOD SPECIES: DOUGLAS FIR LARCH WITH MAX. 19% MOISTURE CONTENT PRIOR TO INSTALLATION OF FINISH MATERIAL 4X MEMBERS NO. 2 OR BETTER 6X, 8X BEAMS & HEADERS NO. 1 OR BETTER 2X JOISTS & RAFTERS NO. 2 OR BETTER PLATES AND BLOCKING STUD GRADE OR BETTER STUDS STUD GRADE OR BETTER MUD SILLS PRESSURE TREATED UTILITY GRADE OR BETTER C. ULTIMATE STRENGTH CONCRETE: 2500 PSI (MIN) (U.N.O.) D. ULTIMATE COMPRESSIVE STRENGTH MASONRY: 1500 PSI (MIN) (U.N.O.) E. STRUCTURAL STEEL: A50 PSI (MIN) (U.N.O.) F. CONVENTIONAL NON -MONO POUR FOUNDATION SYSTEM SOILS AND GEOLOGY: SOILS REPORT BY: EARTH SYSTEMS CONSULTANTS 04442-10 6/21/1999 ALLOWABLE SOIL BEARING PRESSURE: 1100 PSF NOTE: THIS REPORT TO BE CONSIDERED AS A PART OF THESE CALCULATIONS ON ALL OF ITS REQUIREMENTS. NOTICE: USE REW CALCULATIONS No.C38276 THE ATTACHED eREON ONLY WHEN BEARING ORIGIN '" SIGNATURE . Exp.3/31/05 CMV SAEED J.BEKAMle OF C.AU C� GOUVIS ENGINEERING CALIFORNIA, INC EXP. DATE 3/31/2005 GOUVIS ENGINEERING GROUP OF COMPANIES WITH OFFICES IN: WEB -SITE: WWW.GOUVISGROUP.COM 4400 CAMPUS DRIVE, SUITEA. NEWPORTBEACH, CALIFORNIA 92660 * (949)751-1612 * Fax(949)752-5321 2150 E. TAHQUITZ CANYON SUITE 9, PALM SPRINGS, CALIFORN/A 92262 * (760)323-5090 * Fax(760)325-2863 FIELD OFFICE * PLEASANTON * INTERNATIONAL OFFICE: VIETNAM N IJE G O U VIS ENGINEERING * C A L I F O R N I A �_STRUCT.URAL-CALCULATIONS FOR A 37 UNIT RESIDENTIAL DEVELOPMENT Qom. A1A •• "THE PREMIER COLLECTION" (Revised 11/6/2002) CITY OF LA QUINT/i JOB No. 20762 BUILDING & SAFETY DEPT. DATE [PLAN NO. . 3 7 999 APPROVED TRACT No. :--2-4-890 FOR CONSTRUCTION - LOCATION LA QUINTA, RIVERSIDE, CA DEVELOPER CAPITAL PACIFIC HOMES, INC. DATE�BY ARCHITECT PEKAREK-CRANDELL, INC. DESIGN CRITERIA:. ICIE. SE� A. CODE: 1997'UBC, WIND: C, 70 MPH,. SEISMIC ZONE: 4 B. WOOD SPECIES: DOUGLAS FIR LARCH WITH MAX. 19% MOISTURE CONTENT PRIOR TO INSTALLATION OF FINISH MATERIAL 4X MEMBERS NO. 2 OR BETTER 6X, 8X BEAMS & HEADERS NO. 1 OR BETTER 2X JOISTS & RAFTERS NO. 2 OR BETTER PLATES AND BLOCKING STUD GRADE OR BETTER STUDS STUD GRADE OR BETTER MUD SILLS PRESSURE TREATED UTILITY GRADE OR BETTER C. ULTIMATE STRENGTH CONCRETE: 2500 PSI (MIN) (U.N.O.) D. ULTIMATE COMPRESSIVE STRENGTH MASONRY: 1500 PSI (MIN) (U.N.O.) E. STRUCTURAL STEEL: A50 PSI (MIN) (U.N.O.) F. CONVENTIONAL NON -MONO POUR FOUNDATION SYSTEM SOILS AND GEOLOGY: SOILS REPORT BY: EARTH SYSTEMS CONSULTANTS 04442-10 6/21/1999 ALLOWABLE SOIL BEARING PRESSURE: 1100 PSF NOTE: THIS REPORT TO BE CONSIDERED AS A PART OF THESE CALCULATIONS ON ALL OF ITS REQUIREMENTS. NOTICE: USE REW CALCULATIONS No.C38276 THE ATTACHED eREON ONLY WHEN BEARING ORIGIN '" SIGNATURE . Exp.3/31/05 CMV SAEED J.BEKAMle OF C.AU C� GOUVIS ENGINEERING CALIFORNIA, INC EXP. DATE 3/31/2005 GOUVIS ENGINEERING GROUP OF COMPANIES WITH OFFICES IN: WEB -SITE: WWW.GOUVISGROUP.COM 4400 CAMPUS DRIVE, SUITEA. NEWPORTBEACH, CALIFORNIA 92660 * (949)751-1612 * Fax(949)752-5321 2150 E. TAHQUITZ CANYON SUITE 9, PALM SPRINGS, CALIFORN/A 92262 * (760)323-5090 * Fax(760)325-2863 FIELD OFFICE * PLEASANTON * INTERNATIONAL OFFICE: VIETNAM 3rbl GEC J ROOF RAFTER JOIST SPAN TABLE: DFL NO. 2' Structural Calculation Standard Notes Page. 4 NOTE: TL DFL: L/240 GEC Job A -0j62., LL DFL: L/360 Client: CAUFORML4 Date: FLAT TILE SHAKETILE SLOPE ............................ < 4 12 < 4 12 >4 12 z 2 LL/DL 10./6.0 20./15.0 20./18.0 16./11.0 16./18.0 TIZE SPC CLG JST RFT RFT UT— 7 UT 12 10'-6".. 8'-1" 77 77-118)-1171 81-2 11 2 x 4 1.6 91-711, 71-511 79-217 . 89-0)' 71-611 24 8'-4" 6%5" 61-2111 7%0" 61-67- 12 16'-7" 12'-10'° 12'-6" 13'-11" 12'-1.1" 2 x 6 16 15'-1" 111-711. 111-411 121-8".* 11 %913 24 13%27' 101-11, 91-10 11'-0" 101-211 12 21'=11"- 16'-10", 16'-5" 18'-57' 17'-0'.' 2 x 8 16. 19'-11" 7' 15'-4 .'14% .' 1 P 169-8 11 151-5 1 1 1 24 17'-4". 13)-4" 131-091 14'-77' 13'-611- 12 27'-11" 21'-6" 20'-11" 21'-9" • 2 x 10 16' 25'-5" 19'-7'1 19'A'; . 21,x„ 19'-9" 24 22.'-2" .16'-9" 16'-1" 1-7'-2" 12 34'-07" 261-2.51 25'762' 281-61' 26'-6" 2x 12 16 30'-11" 23'-9" 22 1-109),. 24'-0" 24 27'-0" 19'-5" 18'-8" .26'47 22'-2" 191-83' 12 405-l" 30'-9" 29'-6" 33'-7" 31.7-011 2 x 1.4 16 36'-5" 25%6" 30'.-2" 27'-l" 24 31'-9" .26'-811 217-91' 20'-10" `24'-8"22'-0" NOTE: A load duration factor of Cd 1.25 and repetive factor of Cr 1.15 have been considered. 4rrp GEC.doc Structural Calculation Standard Notes MAXIMUM SPAN TABLE FOR DFL NO.2 FLOOR Page 5 JOISTS GEC Job #JC76Z ' Client: . CT. # . Date: j CAL,FORNL! . Da Residential reg. Residential Residential . Residential floor Deck joist: Commercial floor TL DFL .: L / 240 floor load w/o It. floor joist w/ floor joist w/ oist w/1 1/2" LL = 60 psf load w/ 20 psf LL DFL.: L / 360 wt. conc. or 3/4" gyperete 1" gyperete gyperete DL = 12 psf, partition & 1 1/2" 1t. wt. cont. or 16 gyperete _231 .61 6'-2" 61_0„ 5'.-57' gyperete 40.0/12.0 40.0/17.0 40.0/20.0 40.0 / 24.0 60.0/12.0 -50.0/44.0 SIZE SPC FLR. JST. FLR. JST: FLR. JST. FLR. JST: FLR. JST. FLR. JST. 2 X 4 12. 6'-10" 6'-10" 6'-9" 6'-8" 5'-11" 16 6'-2" _231 .61 6'-2" 61_0„ 5'.-57' 162 5'-1" 5'-1" 51_111 5'-011 ..49-511 4%1" 24 5'-5" 5'-2" 5'-0" 4'-11" 41_891 4'-011 2 X 6 12 10'-8" 10'-8" .10'-5" 10'-1" -4 9'" 8'-4" 16 9,_9„ 9,_3„ 97.11! 8'-9" 8'-3" 71-211 162 7'-11" 8'-0" 7'-1119. 7'-7" 71_217. .6'-411 24 7'-11" 7'-79' 7'-4" 7'_2" . 6'-8" 57-1011- 7-10"2 2X 8 12 14'-1" 13'-6" 13'-2". 12'-10" 12'-0" 10'-7" 16 12'-3" 11'-9" 11'-6" 11'-1" 10%6" 9'-2" 162 10'-6" 10'-4" 10%1" 9'-9" 9'-2" 24 l0'-1" 9'-7" 914" 9'-0" 8'-6" 7'-5" 2 X 10 12 17'-5" 16'-7" 16'-2" 15'-8" 14'-8" 12'-11" 16 15'-0" 14'-5" 14'-0" 13'-7"' -12'-10" 11'-2" 162. 13'-.117 13'-9" 13'=4" 12'-11" 12'-l" 10'-8" 24 12'-3" 11'-9" 11%5" 11'-1" 10'-5" 9'-1" - 2 X 12 12 20'-2" 19'-2" 18'-8" 18'-2" 17'4" 15'-0" 16 17'-6" 16'-8" 16'-3" 15'-9" 14'-10" 13'-0" 162 ... 16'-7" 16'-5" 16'-0" 15'-5" 14'-5" 12%8" 24 ' 14'-3" 13'-7" 13'-3" 12'-10" 12'-1" 10'-7" 2 X 14 11 22'-6" -2l'-I". 20'-10" 20'-2" 19'-2" 16'-9" 16 19'-6" 18'-8" 18'-1" 17'-6" 16'-7" 14`-6" 162 1914" 19'-1" 18'-8" 18'-1" 16'-11" 14'-11" 24 15'-11" 15'-2". 14'79" 14'-3" 13'-6" 117-10" NOTE: 1. The maximum span is based on the maximum allowable stresses or deflection (L/240 for total loads deflection or L/360 for live loads deflection) 2. This maximum span schedule is proved for the control of "bounce" or trampoline effect of floor joist 3. A repetive factor Cr = 1.15 has been considered Structural Calculation .Standard Notes MAXEVWM SPAN TABLE FOR DFL No. 2 FLOOR page 7 JOISTS GEC Job Client: G� caciFox�iA Date ; . 4 f �. THE FOLLOWING TABLE HAS BEEN CREATED AS A GUIDE TO ASSIST IN THE CONTROL OF THE "BOUNCE" OR TRAMPOLINE EFFECT OF RESIDENTIAL FLOOR JOISTS OF VARIOUS SIZES. AND RELATING TO THEIR MAXIMUM SPANS TO MINIMIZE THE SAID EFFECT.., '. At 12" o.c. At 16" o.c. At 24" o.c. 2 X 4 5'-8" 5'-1" ' 2 X 6 8'-11". 8'-2" 6'-11" 2 X 8 11'-11" 10'-6" 8'-10" 2X10 14'-11" 13'-10" 11'-4" 2X12 18'-3" 16'-7" 13'-9" 2X 14 21'-6" 19'-4". .16'-3" SHEAR WALL SCHEDULE 1997 UBC Structural Calculation Standard Notes ; Page 8 (Revised 02/20/98) : GEC Job #: -V Client: C;�- ` CALIFORNIA - Date: I' 16D SILL PLATE NARING (SINKER NAIL) 8. 7/8" STUCCO OVER PAPER -BACKED LATH WITH 16 GAUGE STAPLES AT 6" O.C. AT TOP AND BOTTM PLATES. EDGE OF SHEAR WALL AND ON FIELD (**) 180#/'. 8" o.C. 10. 3/8" APA RATED PLYWOOD OR OSB WITH 8d COMMON NAILS AT 6" O.C. AT EDGES AND 12" O.C. FIELD (TABLE 23 -II -I-1 UBC) 260#/' 4" ox - 11. 3/8'.' APA RATED PLYWOOD OR OSB WITH 8d COMMON NAILS AT 4" O.C. AT EDGES AND 12" O.C. FIELD (TABLE 23 -II -I-1 UBC) 350#/'' 3" O.C. 12. 3/8" APA RATED PLYWOOD OR OSB WITH 8d COMMON NAILS AT 3" O.C: AT EDGES AND 12" O.C. FIELD (TABLE 23 -II -1-1 UBC) (***) 490#/' 3" O.C. 13..15/32" STRUCTURAL I PLYWOOD OR OSB WITH -10d COMMON NAILS AT 3" O.C. AT EDGES AND 12" O.C. FIELD (TABLE 23 -II -I-1 UBC) (***) -665#/' SEE PLAN ' 14. 15/32" STRUCTURAL I PLYWOOD OR OSB WITH 10d COMMON NAILS AT 2"_ O.C. AT EDGES AND 12" O.C. FIELD (TABLE 23 -II -I-1 UBC) (***) `. 870#/'-- SEE PLAN * * SHEAR PANEL TYPE 8 SHALL BE APPLIED W ACCORDANCE WITH ICBO REPORT #1318 JULY 1996, WITH 16 GAUGE GALVANIZED WIRE WITH 7/8" LEG AND 3/4" CROWN (WALL SECTIONS HAVING HEIGHT TO LENGTH RATIOS IN EXCESS OF 1 1/2" TO 1" SHALL BE . BLOCKED). *** PROVIDE 3" NOMINAL OR WIDER FRAMING AT MUD SILL AND AT ADJOINING PANEL EDGES WITH NAILS STAGGERED FOR . SHEAR PANEL TYPES 12, 13 AND 14. :-kLTERiNATE TO ANCHOR BOLT SPACING Structural Calculation Standard Notes Page: - 9 GEC Job # : .10��2 . •` C� cauFORvt� client: Date Shear 1,2- 9.4 4CHOR 5/8" 0,4NCHOR SIMPSON MAS SIMPSON MA4 SILIPSON MA6 FAL, FA2 Force BOLTIZone 0-3) BOLT(Zone 0.4) ON 2x4/2x6 PTDF ON 2x4 PTDFUNo ON 2x6/3x6 PTDF .USP ON 2x4/2x6 PTDF (PL17 Zone Zone Zone Zone Zone Zone Zone 1..Zone Zone Zone Zone Zona 3 0,1,2 3,3 0,1,2 3.4 0,1.2 3.4 0,1,2' 3,4 0,1,2 3,3 0,1,2 90 72" 72" 72" 72" 72" 7211 64" 64" 72" 72" 66" 66" 100 72" 72" 72" 72" 72" 72" 56" 56" 72" 72" 66„ 66„ 150 64" 64" 72" 72" 56" 56" 32" 32" 48" 48" 66" 66" 175 56" 56" 72" 72" 48" 48" 32" 32" 40" 40" 66" 66" 130 -3'' 48" 72" 72" 48" 48" 32" 32" 40" 40" 48" 48„ 260 32" 48" 48" 32" 32" 16" 16" 24" 24„ 1 32" 32" 350 i 24" 24" 40" 40" 24" 24" 16" 16" 16" 16" 24" 24„ 490 1 ',6"` 16" 32"' 24". 16" 16" 8" 8" 16" 16" 16" 16" 600 16' 16" 24"' 24" 12" 12" 8" 8" 12" 12" 12" 12" 66 5 12" 12" 24"' 16" N/A 12" 12" 8" . 12" 12" N/A 12" 870 8"' 8" 16"' 16" N/A 8" 8` N/A 8"' 8"N/A 8" 1330 N A N/A 12"' 12"'. N/A N/A N/A N/A N/A N/A N/A N/A 1740 1 N A N/A 1 .v CTI t Df ATG 8` 8` N/A N/A. N/A N/A N/A N/A N/A N/A '_. .3x4 SILL PLATE ALL MUD SILL ANCHORS REQUIRE MONOLITHIC SLAB OR FOUNDATION. ANCHOR BOLTS CAPACITY N CONCRETE PER 1997 UBC SECTION 1923.1 AND TABLE 19-D. 1 0 A.B.: 1250(1.5/3)(4/3) = 8334' MINIMUM 1-1/2" FROM EDGE OF CONCRETE & PLATE 5 3•' o A.B.: 2795(1.875/3.75)(4/3) = 1863 T MINIMUM 1-7/8" FROM EDGE OF CONCRETE & 1-12" FROM EDGE OF PLATE .ANCHOR BOLTS CAPACITY IN ,IUD SILL PER 1997.NDS SECTION 8.2.3 AND TABLE 8.2E. 1 m .A.B.: 2x SILL - 620(4/3) = 827 3x SILL - 730(4/3) = 973 3" m .-�.B.: 2x SILL - 890(4/3) = 1187.4 3x SILL - 1140(4/3) = 1520 # SIMPSON NLAS,"iMA4/MA6 ALLOWABLE LOADS PARALLEL TO PLATE(ICBO NER443): ALAS -2x4, 2x6 SILL: 720 NIA4.2x4 SILL: 480 #: MA4 3x4 SILL: .680 R MA6 2x6. 3x6 SILL: 680 # NOTE: ANCHORS SHALL BE PLACED WITHIN 12" FROM THE END OF EACH SILL. :MANUFACTURER'S INSTALLATION RECOMMANDATIONS SHALL BE FOLLOWED. USP FAI/FA? .ALLOWABLE LOADS.PARALLEL TO PLATE(ICBO ER -36.13): FA LF.A2 '2x4, 2x6 SILL: 790 # NOTE: ANCHORS SHALL BE PLACED WITHIN •12" FROM THE END OF EACH SILL. THE MAXIMUM SPACING IS 5'/2 FEET. MANUFACTURER'S INSTALLATION RECOMMANDATIONS SHALL BE FOLLOWED. } GOUVIS ENGINEERING CALIFORNIA. SHEET JOB NO. :'.20762 . CLIENT CAPITAL;PACIFIC HOME '. PLAN NO.: 3 DATE 08/22/2000 ENGINEER: TIFFANY(VER5.50) PRIMARY ROOF LOADING .� ------------------- .,pitch 03.2:12 . K = Increase for Pitch 1.04 TRUSS(24" OC) 2.40 PLYWOOD (1/2" ) x K 1/2" GYP. BOARD 2.20 a CONC. TILE. x K 10.36 Misc. 2.43. Total Dead Load (psf) 19 00 Snow Load (psf) 0:00'' ... Live Load (psf) 20.00 � Total Load (psf)39.0.0 `:.. GOUVIS ENGINEERING CALIFORNIA z (UBC 97) SHEET JOB NO..' 20762-208 CLIENT. CAPITAL PACIFIC:HOME 'r PLAN NO. 3 .. DATE 08/22/2000 ENGINEER: 'TIFFANY(VER5.50). BEAM NUMBER: GT1 AT. PORCH OVER-ALL LENGTH (FT): 17.00 REACTION AT: 0.00., 17.00 :) LOADS (DOWNWARD.+) BEAM WEIGHT 30.0 PLF FROM 0.01 TO 17.0' PRIMARY ROOF : 195 PLF=10.0*(19+20)/2'FROM. 0.00' TO 17.00' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 1912/1912. 1912/1912 UPLIFT (DL+LL/MAX.).^ 0/0 0/0 ***.USED 'BY OTHERS BEAM NUMBER: GT2 AT ENTRY OVER-ALL.LENGTH�(FT) 14.00 •REACTION AT: 0.00 14.00 LOADS (DOWNWARD.+) BEAM WEIGHT .30.0 PLF FROM 0'. 0' TO 14`.0' PRIMARY ROOF 332 PLF=17.0.*(19+20)/2 FROM 0.00' TO 14.00' REACTIONS (LBS) LEFT. RIGHT DOWNWARD(DL+LL/MAX.) 2530/25.30 2530/25304 UPLIFT (DL+LL/MAX.): 0/0 w 0/0. *** USED BY OTHERS.*** GOUVIS.ENGINEERING-CALIFORNIA. (UBC 97) SHEET JOB NO. 20762-208 :., CLIENT CAPITAL PACIFIC HOME y PLAN NO.: 3`. DATE 08/22/2000 - ENGINEER:: TIFFANY(VER5.50) BEAM NUMBER:. GT3 AT NOOK & PATIO 3. OVER-ALL LENGTH (FT),: 32.50 REACTION AT: 0.00 32.50 'LOADS ( DOWNWARD + ) BEAM WEIGHT 40.0 PLF FROM 0.0' TO- 32.51.. PRIMARY ROOF 195 PLF=10.0*(19+20)/2 FROM 0.00'. TO 32.50.' REACTIONS. (LBS.) LEFT"RIGHT DOWNWARD(DL+LL/MAX.) 3802/3802 3802/3802 UPLIFT (DL+LL/MAX.), 0/0 0/0 _- *** USED BY OTHERS *** BEAM NUMBER: =1 BM.AT.REAR OF TRELLIS OVER-ALL LENGTH (FT):. 30.50, REACTION AT: '0.00 30.50 LOADS (DOWNWARD +) BEAM WEIGHT :.40.0 PLF FROM 0.0' TO 30.5' PRIMARY ROOF 234 ..PLF=12.0*(19+20)/2 FROM 0.00' TO.30.501. EXTERIOR WALL : 30 PLF = 2.0' * 15.0 FROM 0..00' T0'30.50' REACTIONS (LBS) LEFT RIGHT. DOWNWARD(DL+LL/MAX.).., 4588/4588 4588/4588 UPLIFT ..(DL+LL/MAX.) 0/0 0/0 *** USE PARALLAM 5 1/4 x 18 DROR BM/HDR *** CRIT.MOMENT = 34981 LB*FT @ 15.25' RATIO=0.443(Fb= 3346 S=-283.50') CRIT DEFLTN = -1.148. INCH .@ 15.25' BASED..ON (L/.240)= 1.525 CRIT SHEAR 4099 LB @, 1.62' 1.5*SHEAR/Fv*A=0.183(Fv=356 A= 94.50) GOUVIS`ENGINEERING`CALIFORNIA (UBC 97 )' '. SHEET JOB NO.' : 20762-208 CLIENT::: CAPITAL PACIFIC HOME 'y PLAN NO.: 3 DATE :. 08/22/2000 ENGINEER:. TIFFANY(VER5.50) BEAM NUMBER: 2 HDR AT REAR OF SITTING - OVER-ALL LENGTH _(FT): 8.50 REACTION -AT:. 0.00 8.50 LOADS (DOWNWARD +) BEAM WEIGHT 20.0 PLF FROM 0.0' .TO 8.5' EXTERIOR WALL, 30 PLF =.'2.0' * 15.0 FROM *0.00' TO 8.50' PRIMARY ROOF` 195 PLF=10.0*(19+20)./2 FROM '0.00';TO 8.50' REACTIONS -'(LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 1041/1041 1041/1041 UPLIFT (DL+LL/MAX.)' 0/0 0/0 *** USE DFL NO2.4 x 8 -DROP BM/HDR *** CRIT MOMENT = 2213 LB*FT @ 4.25' RATIO=0.609 (Fb= 1422:S= 30.66) , CRIT DEFLTN ='-0.162 INCH @ 4.25' BASED ON (L/ 240)= 0.425 CRIT SHEAR = 863. LB @ 7..77'.1.5*SHEAR/Fv*A=0.429(Fv=119 A= 25.38) I� BEAM NUMBER: 3 BM AT GREAT ROOM OVER-ALL -LENGTH (FT): 26.50 REACTION AT: 0.00 , °26.50 . LOADS ( DOWNWARD . + ) BEAM WEIGHT 40.0 PLF FROM 0.0' TO 26.5' PRIMARY ROOF. 78 _ PLF= 4.0*(19+20)/2 FROM 0.00'. TO 13.50' .j PRIMARY ROOF 312 PLF=16.0*(19+20)/2 FROM 13.50' T0. 26.50' _ } POINTFROM DOWN=2530 @13.50'(L. OF BM.GT2) REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.). 3503/3503 5074/5074 ' UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE GLB 24F V4 5 1/8 x-16' 1/2 DROP BM/HDR.***.. *** W/. RIGHT:' 2-2x6 TRIMMER/STUD r ***0.750" CAMBER UP @ SPAN(13.6') CRIT MOMENT = 36650 LB*FT @ 13.50' RATIO=0':694(Fb= 2726 S= 232.55) CRIT.DEFLTN = -1.218 INCH @' 13.58' BASED ON (L/,240)= 1.325 _CRIT•SHEAR = 4553 LB @.25.00' 1.5*SHEAR/Fv*A=0.269(Fv=300 A= 84.56) . GOUVIS ENGINEERING CALIFORNIA' (UBC • 97) . SHEET JOB..NO. 20762 -208 - r CLIENT. :.,CAPITAL PACIFIC HOME PLAN NO. 3 DATE 08/22/2000 ENGINEER: TIFFANY.(VER5.50)' BEAM NUMBER: 4 HDR AT RIGHT OF BED2 OVER-ALL LENGTH (FT): 6.25 REACTION AT., 0..00.., LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 PLF FROM 0.0' TO -:6.2' PRIMARY ROOF : 682 PLF=35.0*(19+20)/2 FROM 0:00'. TO 6.25'. EXTERIOR ..WALL 30 PLF'= 2.0' * 15.0'.FROM: 0.00' TO 6.251. REACTIONS (LBS) LEFT RIGHT. DOWNWARD(DL+LL/MAX.)_ 2289/2289 2289/2289 - UPLIFT (DL+LL/MAX.) .. 0/0 0/O ***'USE DFL NO2 4 x 8 DROP BM/HDR*** CRIT.MOMENT = 3576 LB*FT @ :3..17' RATIO=0.984(Fb= 1422 S= 30.66) . CRIT DEFLTN = -0.141 INCH @ . CRIT SHEAR = 1755: LB @ 0.73' 1.5*SHEAR/Fv*A=0.874(Fv=119 A=25.38) BEAM NUMBER: 5 HDR AT REAR OF NOOK OVER-ALL LENGTH (FT): 14.00 REACTION AT: 4.00 ,. 10:50 LOADS (DOWNWARD +) BEAM WEIGHT 2 0 A PLF FROM:0.0' TO 14.0' EXTERIOR WALL 30 PLF. =. -2.0' * 15.0 FROM 0.00' TO 14.00'-" PRIMARY ROOF 195 PLF=10.0*(19+20)/2 FROM 0.00' -TO 14.00' ') POINT LOAD : @-0.0(d= . 276 ) . POINT.LOAD : @14.0(G= 276.) REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 2306/2306 2039/2038. UPLIFT (DL+LL/MAX.) 0/0 p/p USE DFL NO2,* x 10 DROP BM/HDR'*** CRIT MOMENT = -3064 LB*FT @ - 4.00' RATIO=0.561(Fb= 1312 S= 49.91). CRIT DEFLTN ='-0.207 INCH @ 0.00' BASED ON (L/ 120)= 0.400.'. CRIT SHEAR = 1037 } LB @ 3.'10' 1.5*SHEAR/Fv*A=0.404(Fv=119 A= 32.38) GOUVIS.:.ENGINEERING CALIFORNIA ( UBC 97)'. SHEET �(o JOB NO. : 20762-208 CLIENT : CAPITAL PACIFIC HOME PLAN NO.: 3 .. DATE. : 08/22/2000 ENGINEER: TIFFANY(VER5`.5.0) BEAM.NUMBER:. 6 GRG HDR .. OVER=ALL LENGTH-(FT):.8.50 REACTION AT: 0:00., 8.50 LOADS (DOWNWARD +) BEAM WEIGHT 20.0 PLF FROM 0.0' TO' 8.5' PRIMARY ROOF 214 PLF=11.0*(19+20)/2 FROM 0.00'. TO 8.50' EXTERIOR WALL :,30 PLF = 2.0'.** 15.0 FROM 0.00' TO 8.50' REACTIONS' (LBS) LEFT RIGHT ' DOWNWARD(DL+LL/MAX.) 1124/1124 1124/1124` UPLIFT (DL+LL/MAX.). 0/0 0/0 *** USE DFL'NO2 4 x 10 DROP BM/HDR *** CRIT MOMENT = 2389 LB*FT @ 4.25' RATIO=0..438(Fb= 1312 S= 49.9l)- 9.91)_CRIT -CRITDEFLTN = -0.084 INCH @ 4.25' CRIT SHEAR. = 887 LB @ 0.90' 1.5*SHEAR/Fv*A=0.346(Fv=119 A= 32.38) BEAM NUMBER: 7 HDR AT.LEFT OF MSTR BA ' OVER-ALL LENGTH (FT): 6.25 REACTION AT: 0.00 6.25 LOADS (DOWNWARD +). BEAM WEIGHT 20.0 PLF FROM 0.0' TO 6.2' EXTERIOR WALL 30 PLF,= 2.0':* 15.0 FROM 0.00'.TO' 6.25' PRIMARY ROOF. 4.68 PLF=24.0*(19+20)./2 FROM. 0.00' TO 6.25' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.). 1619/1619 1619/1619 UPLIFT (DL+LL/MAX.) p/p... 0/0 *** USE DFL NO2 4 x.8 DROP BM/HDR *** CRIT MOMENT = 2529 LB*FT @ 3.17' RATIO=0.696(Fb= 1422 S= 30.66) CRIT DEFLTN = -0.100 INCH...@ 3.17' CRIT SHEAR = 1241 LB @ 0.73' 1.5*SHEAR/Fv*A=0.618(Fv=119 A= 25.38) GOUVIS ENGINEERING CALIFORNIA. (UBC 97) SHEET JOB NO. : 20762-208 CLIENT : CAPITAL.PACIFIC HOME } PLAN NO.:.3 if DATE 08/22/2000 ENGINEER: TIFFANY'(VER5.50) BEAM NUMBER:.8 DR BM AT COVER PORCH OVER-ALL LENGTH (FT): 17.50 REACTION AT- 0.00.,- 17..50: LOADS (DOWNWARD +) BEAM WEIGHT 30.0 PLF FROM 0.0'.` TO 17.5' - PRIMARY ROOF :'.214 PLF=11.0*.(19+20)/2 FROM `0.00'-. TO 17.50' EXTERIOR WALL 30 PLF =. 2.0' * 15.0 FROM 0.00' TO 17.50' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 2402/2402. 2402/2402 UPLIFT '(DL+LL/MAX.) .0/.0 0/0 *** USE DFL NO1 6 x 12 DROP BM/HDR *** CRIT MOMENT ='10508 LB*FT @ 8.75' RATIO=0.616-(Fb= 1688 S= 121.23) CRIT DEFLTN =:-0.519 INCH.@ 8.75' BASED ON (L/ 240)= 0.875 CRIT SHEAR =,2104 LB @,.1.08' 1..5*SHEAR/Fv*A=0.470(FV=106 A=.63.25). BEAM NUMBER: 9 DR BM AT RIGHT OF COVER PORCH j OVER-ALL LENGTH (FT): 12.50 REACTION AT: 0.00 ,' 12.50 ` LOADS (DOWNWARD +) BEAM WEIGHT 20.0 PLF FROM 0.0' TO 12.5' POINTFROM. DOWN=3802 @6.50'(R. OF BM GT3) .. PRIMARY ROOF : 195 PLF=10.0*(19+20)/2 FROM..•0.00' TO 6.50' PRIMARY ROOF : 682 PLF=35.0*(19+20)/2 FROM TO 12.50' EXTERIOR WALL : 30 .6.50'.. PLF = .2.0' * 15.0 FROM 0.00' 'TO 12.50' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 3969/3969 5596/5596 UPLIFT. (DL+LL/MAX.) 0/0 0/0 1 *** USE PARALLAM 5 1/4 'x 11 7/8 DROP BM/HDR *** *** W/ RIGHT: 2-2x6 TRIMMER/STUD CRIT MOMENT =.20740 LB*FT.@. 6.50' RATIO=0.576(Fb= 3504 S= 123.39). CRIT DEFLTN = -0.352 INCH @ 6.42' BASED ON (L/ 240)= 0.625 CRIT SHEAR = 4801 LB @ 11.39' 1.5*SHEAR/Fv*A=0.324(Fv=356 A=:6.2:34) I GOUVIS..ENGINEERING CALIFORNIA:.. (UBC 97). SHEET t JOB NO 20762-208,. CLIENTS,: CAPITAL PACIFIC HOME PLAN NO.: 3. . �t DATE ::08/22/2000 ENGINEER: TIFFANY(VER5.50) `OF BEAM NUMBER: 10 HDR AT FRONT PORCH' � OVER-ALL LENGTH (FT): 11.50 REACTION AT. 0.00 11.50 LOADS (DOWNWARD +) BEAM WEIGHT 20.0 PLF FROM 0.0': TO 11.5' PRIMARY ROOF 195: PLF=10.0*(19+20)/2 FROM .0.00TO 11.50' EXTERIOR WALL 45 PLF _ 3.0', * 15.0 FROM 0.00' TO" .11.50' .� REACTIONS (LBS) LEFT RIGHT'— DOWNWARD(DL+LL/MAX.).: 1495/1495" 1495/1495" UPLIFT (DL+LL/MAX.). 0/0 Q./0 *** USE DFL NO1.6 x 8 DROP BM/HDR'*** .� CRIT MOMENT = 4298 LB*FT @ 5.75' RATIO=0.667(Fb= 1500 S= CRIT DEFLTN = -0.331 INCH @ 5.75' BASED ON (L./'240)= 0:575 . CRIT SHEAR = 1300 LB @..0.75' 1..5*SHEAR/Fv*A=0.445(Fv=106 A= 41.25) BEAM NUMBER: 11 DR BM AT LEFT OF KITCHEN ('12 N.lm OVER-ALL LENGTH"(FT): 6.25 REACTION AT: 0.00 6.25 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 PLF FROM.0.0' TO 6.2' PRIMARY ROOF : 741 PLF=38.0*(19+20)/2 FROM 0.00' TO 6.25' .3 INTERIOR WALL : 20 PLF = 2.0' * 10.0 FROM 0.00' TO 6.2.5' REACTIONS.. (LBS) 'LEFT RIGHT DOWNWARD(DL+LL/MAX.), .2441/2441 2441/2441 .UPLIFT (DL+LL/MAX .) 0/0 p/p USE DFL NO2.4 x 10 DROP BM/HDR *** CRIT MOMENT = 3813'. LB*FT_ @ 3.17' RATIO=0.698(Fb= 1312 S= 49.91) CRIT;DEFLTN =.-0.073 INCH @ 3.17' CRIT SHEAR = 1741 LB @: 0.90';1.5*SHEAR/Fv*A=0.679(Fv=119 A= 32.38) GOUVIS ENGINEERING CALIFORNIA' (UBC 97) SHEET.. 69 JOB NO. : 20762-208 CLIENT : CAPITAL PACIFIC'HOME' `i PLAN NO.-: 3 DATE :: 08/22/2000 ENGINEER: TIFFANY(VER5.50) BEAM NUMBER: 12 DR.BM AT LEFT OF HALL :1 OVER-ALL LENGTH (FT): 5.00 REACTION AT: 0.00'',' 5.00 LOADS (DOWNWARD +) BEAM WEIGHT 20.0 PLF FROM 0.0TO 5.0' INTERIOR WALL. :'20' PLF=. 2.0' * 10.0 FROM 0.00' TO. 5.00' i .PRIMARY ROOF 663 PLF=34.0*(19+20)/2.FROM 0.00' TO 5.00'. i. REACTIONS -(LBS) LEFT RIGHT ' DOWNWARD(DL+LL/MAX.) 1758/1758 1758/1758 UPLIFT. .(DL+LL/MAX. ). 0/0 p/p *** USE DFL NO2 4 x.8 DROP BM/HDR *** CRIT MOMENT = 2197 LB*FT @ 2.50' RATIO=0.605(Fb= 1422 S= 30.66) CRIT.DEFLTN.= -0.056 INCH @ 2.50' CRIT SHEAR 1245 LB @ 0.73' 1.5*SHEAR/Fv*A=0.620(Fv=119 A= 25.38) BEAM NUMBER: 13 FL -BM AT BED 4 OPT. OVER-ALL LENGTH (FT): 15.00 REACTION AT: 0.00 ,..15.00 LOADS (DOWNWARD +) BEAM WEIGHT : 30-0'PL5 FROM 0.0' TO 15.0' PRIMARY ROOF :.526 PLF=27._0*(19+20)/2 FROM 0.00' TO 15.00' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 4089/4089 4089/4089 .UPLIFT -(DL+LL/MAX.) ..0/0 0/0 *** USE PARALLAM 3 1/2 x 11-7/8 DROP BM/HDR *** *** W/ LEFT: 2-2x4'TRIMMER/STUD. RIGHT: 2-2x4 TRIMMER/STUD CRIT MOMENT = 15333 LB*FT @ 7.50' RATIO=0.638(Fb= 3504 S= 82.26) CRIT DEFLTN = -0.636 INCH @ 7.50' BASED ON (L/ 240)= 0.750. CRIT SHEAR =.3481. LB @ .1:11' 1.5*SHEAR/Fv*A=0.353(Fv=356 A= 41.56) } : 1. , GOUVIS ENGINEERING CALIFORNIA (UBC ..97) SHEET " NO JOB NO.. : 20762-208 CLIENT CAPITAL PACIFIC HOME, PLAN NO.. 3 .. .DATE 08/22/2000' "ENGINEER:'TIFFANY(VER5.50),. BEAM NUMBER:. 14 FL BM AT RIGHT OF PORCH- OVER-ALL LENGTH .(FT) 7.50. ..'REACTION AT. ;0.00, 7.50 LOADS (DOWNWARD +) BEAM WEIGHT 20.0 PLF FROM 0.0' TO. 7.5' PRIMARY ROOF 468 PLF=24.0*(19+20)/2 FROM 0.00'. TO. " 7.50' POINTFROM DOWN=1912 @5.50' (R. OF BM.GT1) EXTERIOR WALL 90 PLF = 6.0' * 15.0 FROM 0.00' TO.- 7.50' REACTIONS -(LBS) LEFT RIGHT4 DOWNWARD(DL+LL/MAX.). 2678/2678- 3570/3570.'. UPLIFT (DL+LL/MAX.), .p/p p/p. *** USE DFL NO2 4 x 12 DROP BM/HDR,*** *** W/ RIGHT: 2-2x4 TRIMMER/STUD CRIT MOMENT = 6201 LB*FT,Q 4.67' RATIO=0.838(Fb= 1203�S=. 73.83) CRIT DEFLTN = -0.094 INCH @:: 3.92' CRIT SHEAR = 2956 LB @ 6.44' 1.5*SHEAR/Fv*A=0.948(Fv=119.A= 39.38) .� ' GOUVIS ENGINEERING "CALIFORNIA (UBC 97) SHEET JOB NO. 20762-208`': CLIENT CAPITAL PACIFIC HOME PLAN NO.: 3 DATE 08/22/2000: ENGINEER: TIFFANY(VER5..50) BEAM NUMBER: GT4 AT: ENTRY .(B-ELEV.) OVER-ALL LENGTH, (FT) 16.50 REACTION AT: 0.00 16.50- LOADS (DOWNWARD +) BEAM WEIGHT 30.0 PLF FROM 0.0' TO. 16.5'. PRIMARY ROOF 234 PLF=12.0*(19+20)/2.FROM 0.00' TO.16..50' REACTIONS (LBS) LEFT RIGHT'' DOWNWARD(DL+LL/MAX.) 2178/2178 2178/2178. :) UPLIFT (DL+LL/MAX.) p/p p/p * * * USED BY -OTHERS. BEAM NUMBER: GT5 AT RIGHT OF ENTRY (B-ELEV) OVER-ALL LENGTH (FT) 28.50 REACTION AT: 0.00., 15'.00, 28..50 LOADS ( DOWNWARD ' + ) BEAM WEIGHT : 30.0 LB FROM 0.01.: TO 28.5' POINTFROM : DOWN=2178 Q25.00'(R. OF BM,GT4), PRIMARY ROOF 78 PLF= 4.0*(19+20)/2 FROM „0.00'"TO 25.00' PRIMARY ROOF 370 -PLF=19.0*(19+20)/2 FROM 25.00' TO 28.50' REACTIONS (LBS) LEFT MIDDLE RIGHT DOWNWARD(DL+LL/MAX.) 580/580 2920/2920 2917/2917 UPLIFT (DL+LL/MAX.) 0/0 p/p p/p ***'USED BY OTHERS *** j GOUVIS.ENGINEERING CALIFORNIA (UBC 97) Pb L9_ - SHEET JOB NO. 20762-208. CLIENT' CAPITAL PACIFIC HOME PLAN NO. 3 DATE 08/22/2000 ENGINEER: TIFFANY(VERS.50) BEAM NUMBER: 15 AT DINING OVER-ALL LENGTH (FT): 20.00 REACTION AT: 0.0-0 20.00 LOADS .(DOWNWARD +). BEAM WEIGHT 30.0 PLF FROM 0.0' TO 20.0' PRIMARY ROOF. :.507 PLF=26.0*(19'+20)/2 FROM 4.00' TO 20.00' PRIMARY ROOF : 78 PLF 4..0*(19+20)/2 FROM 0.00' TO' 4.00' POINTFROM DOWN=2678 @6.00'(L. OF BM 14) POINTFROM _ : DOWN=2530 @4.00'.(R.' OF BM.GT2) REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 7208/7.208 6059/6059 UPLIFT (DL+LL/MAX.) 0/0 0/0 .) *** USE PARALLAM 5 1/4 x 16 DROP BM/HDR *** *** W/ LEFT: 2-2x6 TRIMMER/STUD RIGHT: -2-2x6 TRIMMER/STUD. CRIT MOMENT = 36766 LB*FT @ 7.83' RATIO=0.581(Fb= 3390 S= 224.00) - CRIT DEFLTN = -0.733 INCH @ 9.67' BASED ON (L/ 240)= 1.000 CRIT.SHEAR =7059 LB @ 1.46' 1.5*SHEAR/FV*A=0.354(Fv=356 A= 84.00) 3 WI N(,? BEAM NUMBER: 16 BM AT C ROOM ejeUC �n 6nly OVER-ALL LENGTH (FT): 26.50 REACTION AT: 0.00 26.50 LOADS (DOWNWARD .+) BEAM WEIGHT 40.0 .LB FROM 0.0' TO 26:5' PRIMARY ROOF 497 PLF=25.5*(19+20)/2 FROM 0.00' TO 15.00' PRIMARY ROOF 556 PLF=28.5*(19+20)/2:FROM 15.00':TO 26.50' POINTFROM DOWN=2920 @15.50'.(M. -OF BM GT5) REACTIONS (LBS) LEFT RIGHT ��. DOWNWARD(DL+LL/MAX.) 7644/7644 8438/8438 UPLIFT (DL+LL/MAX.) 0/0. 0/0 *** USE GLA -24F V4 5 1/8 x 19 1/2 DROP BM/HDR *** *** W/ LEFT: 2-2x6 TRIMMER/STUD RIGHT: 2-2x6 TRIMMER/STUD ***0.750" CAMBER UP @ SPAN(13.5') CRIT MOMENT = 60413 . LB*FT @ 15.50' RATIO=0.832(Fb= 2683 S=324.80) CRIT DEFLTN = -1.283 INCH @ 13.50' BASED ON (L/ 240)=:1.325 CRIT SHEAR =.7500 .LB @ 24.75' 1.'5*SHEAR/Fv*A=0.375(Fv=300 A= 99.94) GOUVIS ENGINEERING CALIFORNIA (UBC 97)_ _: 1 SHEET - JOB NO..: 20762-208 CLIENT` CAPITAL PACIFIC HOME ..PLAN -NO.: 3 DATE. :,08/22/2000 ENGINEER:_TIFFANY(VER5.50) BEAM NUMBER:.I7'DR BM AT LEFT KIT. (B-ELE) OVER=ALL LENGTH'(FT): . 6.25 REACTION,AT: 0.00., 6..25 ' LOADS (DOWNWARD +). BEAM WEIGHT : 20.0 PLF FROM 0.0'. TO 6.2' PRIMARY ROOF : 1228 PLF=63.0*(19+20)/2-.FROM 0.00' TO 6.25' INTERIOR WALL- : 20' PLF = 2.0' * 10.0, FROM 0.00' TO `6.25' " REACTIONS (LBS) LEFT RIGHT '�. DOWNWARD(DL+LL/MAX.) 3890/3890 3.890%3890., UPLIFT (DL+LL/MAX.) 0/0 0,/0, *** USE DFL NO2 4 x 12 DROP BM/HDR *** *** W/ LEFT: 2-2x4 TRIMMER/STUD RIGHT: .2-2x4-TRIMMER/STUD CRIT MOMENT = 6077 LB*FT 9 3.17' RATIO=0'.821(Fb= 1203'S=:: 73.83) CRIT DEFLTN = -0.064 INCH 3.08' CRIT.SHEAR = 2568. 'LB @ 5.19'.1.5*SHEAR/Fv*A=0.824(Fv=119 A= 3,9.38) �. GOUVIS ENGINEERING CALIFORNIA (UBC, 97)f . SHEET JOB NO..:. 20762-208— CLIENT CAPITAL` PACIFIC HOME _ PLAN NO.; DATE 08/22/2000 ENGINEER: TIFFANY(VER5.:50) BEAM NUMBER:. 18 AT DINING AT "B" ELEV ONLY OVER-ALL LENGTH (FT-): 20:00 REACTION AT: 0.00 20.00 LOADS ( DOWNWARD +) . ,. BEAM WEIGHT 30.0 PLF FROM 0.0' TO 20.0'. PRIMARY ROOF v 507' PLF=26.0*,(19+20)/2 FROM 4.00' TO 20.00' PRIMART ROOF c 78 PLF= 4.0*(19+20)/2 FROM 0.00',TO 4.00' POINTFROM DOWN=2678 @6.00'(L. OF BM 14) POINTFROM :.DOWN=2917 @6.00'(R. OF BM GT5) i REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX':).' 7203/7203' 6381/6381 UPLIFT: (DL+LL/MAX.) p/p 0/0 USE PARALLAM 5 1/4 x 16. DROP BM/HDR *** W/ LEFT: 2-2x6 TRIMMER/STUD RIGHT: 2-2x6 .TRIMMER/STUD CRIT MOMENT = 40932 .LB*FT @ 7.17' RATIO=0.647(Fb= 3390 S= 224.00) CRIT DEFLTN = -0.796 INCH @ 9.67' BASED ON (L/ 240)= 1.000 . CRIT SHEAR. = 7054 LB @ 1.46' 1.5*SHEAR/Fv*A=0.354(Fv=356 A= 84.00)• j GOUVIS ENGINEERING CALIFORNIA SHEET. L 2 LATERAL ANALYSIS,, JOB NO. 20762 CLIENT C.P.H POURING NON MONO.. PLAN NO..: 3 . DATE. 8-22-2000 SECTION 1 LONGITUDINAL 1ST FLR HT:10.00 BLDG HT:15.00 FT WIND HEIGHT (FT) 15 WIND FORCE (PSF) 17.36 WIND LD ROOF = 173.63`'PLF TOTAL LOAD =. 173.63 PLF Ry = 5.5 SOIL: Sd Na = 1.30 Ca =.44(1.30) V = 2.5(.44) (1.30) (1.00)W/.(1.4X5.5) _ -.186W SEISMIC ROOF DL ROOF=19.00X 83.00 = 1577.00 DL EXT WALL.=15.00X 2X(10.00- 5.00) = 150:00 DL INT WALL=10.00X 3X(10.00- 5.00) = 150.00. SHEAR = .186X(1577.•00 + 150.00 + 150.00)= 348.59 PLF TOTAL LOAD 348.59 PLF SEISMIC GOVERNS =_> ROOF: 348.59 PLF ROOF DIAPHRAGM V=348.59 PLF '.> MAX SHEAR=348.59X 21.00/(2 X83.00)= 44.10 PLF USE: 1/2" CDX STR II UNBLKD 24/0 W/8D.COMMON NAILS AT 611,12" OC CHORD FORCE=348.59X 21.00X 21.00/(8 X 83.00)= 231.52 • SPLICE WITH 16D COMMON NAILS @ 16" O.C. (STANDARD CONSTRUCTION) ALT: SPLICE .WITH 16D SINKER NAILS @ 16" O.C.-(STANDARD CONSTRUCTION) SECTION 2 LONGITUDINAL 1ST FLR HT:16.00. BLDG HT:20.00'FT WIND HEIGHT AFT) : 15 20 WIND FORCE (PSF) : 17.36 18.51 WIND LD ROOF = 214.05 PLF TOTAL LOAD = 214.05 PLF Ry = 5.5 SOIL: Sd Na = 1.30 Ca =.44(1.30) V = 2.5( .44) (1.30) (1. 00) W/ (1.4X5.5) _ .186W SEISMIC ROOF DL ROOF 19.00X 62.00 1178.00 DL EXT WALL=15.00X 2X(16.00- 8'.00) = 240.00 DL INT WALL 10.00X 1X(16.00- 8.00) 80.00 SHEAR .186X(1178.00 + 240.00 + 80.00)= 278. 20 PLF TOTAL LOAD. = 278.20 PLF SEISMIC GOVERNS =_> ROOF: 278.20 PLF ROOF DIAPHRAGM ,V=278.20 PLF MAX SHEAR=278.20X 31.00/(2 X 62.00)= 69.55 PLF USE: 1/2" CDX STR II UNBLKD 24/0 W/8D COMMON NAILS AT 611,12" OC CHORD FORCE=278.20X 31.00X 31.00/(8 X 62.00)= 539.01 USE 6-16D COMMON NAILS MINIMUM BTWN SPLICE PNTS TT -T' C - 1 CT1 O'rKTTrM'M TTA TT (. hm'rTTT%"-II--r.T1.T .- - --- -- - GOUVIS ENGINEERING CALIFORNIA-: SHEET 'L 3 ` LATERAL.ANALYSIS ;JOB NO..:.: 20762:_ CLIENT C.P.H POURING NON -MONO PLAN NO.: 3 DATE, :. 8-22'-2000 SECTION 3 LONGITUDINAL 1ST FLR HT:10.00 BLDG HT:'18."OO FT • WIND HEIGHT (FT). 15" .20" WIND FORCE (PSF) _17:36 18.51 WIND LD ROOF .= 229.16 PLF: TOTAL LOAD = 229.16-. PLF Ry = 5.5 SOIL: Sd Na 1.30 Ca =.44(1.30) V =.2.5(.44) (1.30) (1-OO)W/(1.4X5.5)-= .186W SEISMIC ROOF DL ROOF - =19.00X 83.00 = 157.7.00 DL EXT WALL=15.00X 2X(10.00--5.00) = 150.00 : )• DL INT WALL 10.00X 3X(10.00- 5.00) = 150.00 SHEAR = .186X(1577.00 + 150.00..+ 150.00)=_348.59 PLF TOTAL LOAD = 348.59 PLF SEISMIC GOVERNS =_> ROOF: .348.59 PLF ROOF DIAPHRAGM V=348.59 PLF MAX SHEAR=348.59X 32.00/(2 X 83.00)= 67.20 PLF USE: 1/2" CDX STR II UNBLKD 24/0 W/8D COMMON NAILS AT 6",12" OC CHORD FORCE=348.59X 32.00X 32.00/(8 X 83.00)= 537.58 USE '6-16D COMMON NAILS MINIMUM BTWN SPLICE PNTS ALT 6-16D SINKER NAILS MINIMUM BTWN SPLICE PNTS SECTION 4 LONGITUDINAL 1ST FLR HT:10 00 BLDG HT:14.00 FT WIND HEIGHT (FT) : 15. WIND FORCE.(PSF) : 17.36 .' WIND LD ROOF = 156.27 PLF TOTAL LOAD = 156.27 PLF Ry = 5.5 SOIL: Sd. Na = 1.30 Ca =.44(1.30) V =.2.5(.44)(1.30)(1. 00)W/(1.4X5.5)" .186W SEISMIC ROOF DL ROOF=19.00X 16.00 = 304.00 ' j DL EXT WALL=15.00X"1X(10:00- 5.00) = 75.00 DL INT WALL 10.00X 1X(10.00- 5.00) 50.00 SHEAR =:.186X( 304.004 -75.0.0. + 50.00) PLF" PLF TOTAL LOAD = 79.67 PLF 'WIND GOVERNS =_> ROOF: 156.27.PLF ROOF DIAPHRAGM V=156.27 PLF MAX.SHEAR=156.27X 15.00/(2 X 16.00)= 73.25 PLF USE: 1/2" CDX STR II UNBLKD 24/0 W/8D COMMON'NAILS AT 6",12° OC CHORD FORCE=156.27X 15.00X 15.00/(8 X 16.00),= 274.68 SPLICE WITH 16D COMMON NAILS Q 16" O.C. (STANDARD.CONSTRUCTION) ALT: SPLICE WITH 16D SINKER NAILS @ 16" O.C. (STANDARD CONSTRUCTION) GOUVIS ENGINEERING CALIFORNIA.. SHEET L 4' LATERAL ANALYSIS JOB NO. ::.20762 CLIENT. c C..P.H POURING. NON MONO PLAN NO.: `.3 DATE. 8 -22 -2000 - SECTION 1 TRANSVERSE 1ST FLR HT:10.00 BLDG HT:16.00 FT WIND HEIGHT (FT) 15 20 WIND FORCE.(PSF) 17.36 18.51. WIND LD ROOF 192.14 PLF TOTAL LOAD = 192.14. PLF. Rx = 4.4 SOIL: Sd Na = 1.30 Ca =..44(1.30) V = 2.5(.44) (1.30) (1.00)W/(1.4X4.4) .232W SEISMIC ROOF- DL OOFDL ROOF=19.00X 24.00 456.00 > DL EXT WALL --=15.00X 1X(10.00- 5.00) = 75.00. 1 DL INT WALL=10.00X 2X(10.00- 5.00)-.=- 100:00 SHEAR = .232X( 456.00 + 75.00 +100. 00) = 146.48 PLF TOTAL LOAD = 146.48 PLF WIND GOVERNS __> ROOF: 192.14 PLF ROOF DIAPHRAGM V=192.14 PLF MAX SHEAR=192.14X 31.00/(2 X 24.00)=124.09 PLF i USE: 1/'2" CDX STR II UNBLKD 24/0 W/8D COMMON NAILS AT 6",12" OC CHORD FORCE=192.14X 31.00X 31.00/(8 X 24.00)= 961.69 USE 10-16D COMMON NAILS MINIMUM BTWN SPLICE PNTS ALT 10-16D SINKER NAILS MINIMUM BTWN SPLICE PNTS SECTION 2 TRANSVERSE IST.FLR HT:16.00 BLDG HT:20.00.FT WIND HEIGHT (FT) 15 20 WIND FORCE (PSF) 17.36 18.51 WIND LD ROOF = 214.05 PLF TOTAL LOAD = 214.05 PLF Rx = 4.4 SOIL: Sd Na = 1.30 Ca =.44(1.30) V = 2.5(.44)(1. 30)(1. 00)W/(1.4X4.4) .232W SEISMIC'ROOF } DL ROOF.=19.00X 32.00 - 608.00 DL EXT WALL=15.00X 2X(16.00- 8.00) 240.00 DL INT WALL=10.00X 0X(16.00- 8.00) _ .00 SHEAR 232X( 608..00 + 240.00 + 00) 196.86 PLF TOTAL LOAD = 196.86 PLF_ WIND GOVERNS =_> ROOF: 214.05 PLF ROOF DIAPHRAGM : V=214.05 PLF MAX SHEAR=214.05X 49.00/(2.X.32.00)=163.88 PLF USE: 1/2" CDX STR II UNBLKD 24/0 W/8D COMMON NAILS AT 611,12" OC CHORD FORCE=214.'05X 49.00X 49.00/(8-X 32.00)= 2007.56 SPLICE WITH SIMPSON ST6224 W/16D SINKER NAILS BTWN SPLICE PNTS GOUVIS ENGINEERING CALIFORNIA SHEET, L 5.' LATERAL ANALYSIS JOB NO. :'20762 ." CLIENT C . P ..H POURING NON MONO' PLAN NO.:. 3 DATE 8-22-2000 z� SECTION 3 TRANSVERSE 3 1ST FLR HT:10.00 BLDG HT: 19. 00 FT WIND.HEIGHT (FT) 15 .20 '{ WIND FORCE (PSF) 17.36 18.51 >. WIND LD ROOF. = 247.67 PLF TOTAL LOAD = 247.67 PLF. Rx = 4.4 SOIL: Sd Na = 1.30 Ca =.44(1.30) V = 2.5(.44) (1.30) (1.00)W/(1.4X4.4) _ .232W SEISMIC ROOF - DL ROOF=19.00X 35.00 665.00 DL.EXT WALL 15.00X 1X(10.00- 5.00) _ 75.00 DL INT WALL 10.00X 2X(10.00- 5.00) = 100.00 SHEAR =..232X(.,.665.00 + .75.00 + 100.00)= 195.00 PLF TOTAL LOAD = 195.00 PLF WIND GOVERNS =_> ROOF: 247.67 PLF ROOF. DIAPHRAGM V=247.67 PLF MAX SHEAR=247.67X 50.00/(2 X 35.00)=176.90 PLF' USE: 1/2" CDX STR II UNBLKD 24/0 W/8D COMMON NAILS AT 611,12" OC CHORD FORCE=247.67X 50.00X 50:00/(8 X 35.00)= 2211.30 SPLICE WITH SIMPSON ST6236 W/16D SINKER NAILS BTWN SPLICE PNTS % • SECTION 4 TRANSVERSE 1ST FLR HT: 9.00 BLDG'HT:13.00 FT WIND HEIGHT (FT) : 15 WIND FORCE (PSF) 17.36 WIND LD ROOF _ 147.58 .PLF TOTAL LOAD. = 147.58 PLF Rx = 4.4 SOIL: Sd Na 1.30 Ca'=.44(1.30) V = 2.5(.44) (1.30) (1.00)W/(T.4X4.4) _ .232W SEISMIC ROOF - DL ROOF=19.00X 16.00 304.00 DL EXT WALL-=15.00X 1X( 9:00- 4.50) 67.50. i DL INT WALL=10.00X 1X( 9.00- 4.50) = 45.00 SHEAR = 232X( 304.00 + 67.50 + 45.00)= 96.69 PLF TOTAL LOAD = 96.69 PLF WIND GOVERNS =_> ROOF: 147.58 PLF ROOF DIAPHRAGM : V=147.58 PLF MAX SHEAR=147.58X 14.00/-(2 X 16.00)= 64.57 PLF USE: 1/2" CDX STR II UNBLKD 24/0 W/8D COMMON NAILS AT 6",12" OC CHORD FORCE=147.58X 14.00X 14.00/(8 X 16.00) 225..99 SPLICE WITH 16D COMMON NAILS'@ 16" O.C. (STANDARD CONSTRUCTION) .ALT: SPLICE WITH 16D SINKER NAILS @ 16" O.C. (STANDARD CONSTRUCTION) GOUVIS ENGINEERING CALIFORNIA ` Sheet` : L- C .. FLEXIBLE DIAPHRAGM Job No :' 20762-208 Plan No: 3 1: LATERAL LOAD DESCRIPTION -'Client : CAPITAL PACIFIC H( Wind: 1823 Seismic: 3660 Engineer:'TIFFANY 1L ROOF Date " _ : 08/22/2000(Ver5.00) } wind 173.'6 seismic 348.6 21.0_. At s . 3 2: LATERAL LOAD DESCRIPTION Wind: 1823 Seismic: 3660 1L ROOF wind - 173.6 seismic 348.6 21.0 Wind: 3104. Seismic: 4034 " 2L ROOF wind 214.1 seismic 278.2 29.0 - t . 3 : LATERAL LOAD DESCRIPTION .. Wind: 3104 Seismic: 4034 2L ROOF wind. 214.1 seismic ' 278.2. 29.0 _I Wind: .3781 Seismic: 5752 3L—ROOF. wind 229.2 seismic 348.6 33.0 GOUVIS ENGINEERING CALIFORNIA Sheet FLEXIBLE DIAPHRAGM Job No ':'20762-208 Plan No: 3 :.4: LATERAL LOAD DESCRIPTION Client ' :CAPITAL PACIFIC HC Wind: 4010 Seismic: 6100 Engineer: TIFFANY ,. 3L ROOF . Date ` : 08/22/2000(Ver5.00) ` - wind 229.2 seismic... 348.6 r. 35.0_ 5: LATERAL LOAD DESCRIPTION Wind: 1172 Seismic: .598 4L ROOF. wind 156:3 seismic 79.7 15.0 j6 : LATERAL LOAD DESCRIPTION. Wind: 1172 Seismic: 598. 4L ROOF wind 156.3. seismic 79.7 15.0 Wind: 1833 Seismic:2789 3L ROOF" wind 229.2 seismic .348.6: 16.0 - > GOUVIS ENGINEERING. CALIFORNIA S : heet: L- FLEXIBLE DIAPHRAGM Job No -20762-208 Plan No: 3 . 7 :.LATERAL LOAD DESCRIPTION Client :CAPITAL PACIFIC H( Wind: 2978 Seismic: 2270 Enginder: TIFFANY 1T ROOF Date :08/22/2000(Ver5.00) Wind, 192.1 seismic, 146.5 31.0 8: LATERAL LOAD DESCRIPTION Wind: 3467 ,Seismic: 2730 3T ROOF wind 247-7 seismic 195.0 28.0 > 9: LATERAL LOAD DESCRIPTION Wind: 0: Seismic: 3051 2T ROOF - wind 0.0 seismic •196.9 31.0 Wind: 0 Seismic: 2930 .1T ROOF wind 0.0 seismic 146.5 ' 40.0 Wind:'4582 Seismic: 3608 ;i 3T ROOF J wind 247.7 seismic 195.0 37.0 1 GOUVIS ENGINEERING CALIFORNIA Sheet : L- 'FLEXIBLE DIAPHRAGMJob No :.20762-208 Plan No : 3 10: LATERAL LOAD DESCRIPTION. Client :CAPITAL PACIFIC HC Wind: 0 Seismic: 3589 Engineer: TIFFANY " 1T ROOF Date . : 08/22/2000(Ver5.00) wind 0.0 y seismic 146.5 49.0 Wind: 5244 Seismic: 4823 ..� .: 2T ROOF wind 214.1 seismic 196.9 49.0 } Wind: 0 Seismic: 1982 4T ROOF wind. 0.0 seismic` 96.7 1 41.0 11 : LATERAL LOAD DESCRIPTION Wind: 3170 Seismic:'2417 1T—ROOF. wind 192.1 seismic 146.5 33.0 Wind: 0 Seismic:- 886 " 2T ROOF ' wind'. 0.0 seismic 196.9 }' 9.0 12: LATERAL LOAD DESCRIPTION a= Wind:- 1537 Seismic: 1172 1T ROOF k; wind 192.1 seismic 146.5 • 16.0 -' GOUVIS ENGINEERING CALIFORNIA Sheet . L- lO ' l FLEXIBLE DIAPHRAGM. Job No : 20762-208 Plan No : 3 13: LATERAL LOAD. DESCRIPTION ' . Client : CAPITAL PACIFIC HC Wind: 5201 Seismic:' `4095 Engineer: TIFFANY ' - 3T. ROOF Date _. .: 08/22/2000 er5.00 ' - wind 247.7 ". seismic 195.0 42.0 Wind: 0 Seismic: 919 �. 4T ROOF wind 0.0 seismic. 96.7.. 19.0 ' Wind: -0 Seismic: 2T ROOF • wind 0.0 seismic 196.9. 9.0 . 14 : LATERAL LOAD DESCRIPTION Wind: 0 Seismic: 919 4T—ROOF wind 0.0 seismic. 96.7 Wind: 2972` Seismic: '2340 3T ROOF wind 247..7 seismic 195.0 24.0 l . ®1008OC .\0A/ B C 10.0 10 10 10 0.5 4.0 5.1 3.0 7.5 3.01 5.8 1 2.0 231 6.0 1 2.31 4.0 1 12.0 3.7 5.0 120 06 ' STRAP(E) 0 DRAG POINT `) 880 92 1875 1220 614 A }35.2 g A B. A' 0.0 12.6 20.1 45.6 57.6 6566.2. 76.2 8.8 . Drag. Force Analysis 41 A: SIMPSON ST22" (1150 LB) ALT (12) # 16d sinker per top plate splice', B: SIMPSON ST6224(21.16 LB) ALT (18) # 16d sinker per top plate splice SEE DETAIL INFORMATION ON NEXT PAGE j G( Drag. Force Analysis A: SIMPSON ST22 (1150 LB) ALT (12).# 16d sinkerper top plate splice B: SIMPSON ST6224(2116 LB) ALT (18) #..16d sinker per top plate splice C: SIMPSON ST6236(2880 LB) ALT (24) # 16d sinker per top plate splice D: SIMPSON MST37 (3204 LB) ALT (30)-# 16d sinker per top plate splice 2 ZONE 4 AT LEFT OF GREAT ROOM INTERIOR WALL 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 5533(SFT) SOIL BEARING=1100(PSF) TOTAL•WALL LENGTH = 80.50(FT) TOTAL PANEL LENGTH = 30.00(FT) SHEAR DIAPHRAGM = 9451/ 80.50 117 (PLF) REDUNDANCY FACTOR:p (L)=1.00 SHEAR = 9451/30.00= 315(PLF)(FLEXIBLE) MAXIMUM DRAG = 3190(LB). USE TYPE 11 w/ 5/8" DIA. x10"LONG A.B. @ 40.0" o/c MAX. w/PL. WASHER ' DEAD LOADS: Wall 160.0= 10 * 16.0' Roof P_ 237.5 19 *25.0/2. FROM' 0.0' TO. 80.5' OVERTURN ANALYSIS UPLIFT(T) DOWN(C) PANEL AO LEFT _SIDE T= 1538(LB) C= 5273(LB), PA28/4x4. RIGHT_SIDE: T= 1538(LB) C= 5273(LB) PA28/4x4 Use PA28/4x4 on both ends. PANEL BO LEFT_SIDE T= 3403(LB) C= 5350(LB) HPA35/4x4 T= 2869.(LB)` C= 5350(LB) ** HPA28/4x4 RIGHT SIDE: T= 3403(LB) C= 5350(LB) HPA35/4x4 T= 3046(LB) C= 5350(LB).'** HPA28/4x4 1 Use HPA35/4x4 on both ends or Use HPA28/4x4** on both ends i 3 1 ** w/ Dead loads of adjacent element, use detail for connection of S.W. to trimmer 1 GOUVIS ENGINEERING CALIFORNIA - Sheet : L=14, ' FLEXIBLE DIAPHRAGM , Job No :20762-208 UBC 97 Plan No : 3 Client : CAPITAL PACIFIC H( w;�d 6885 Engineer: TIFFANY Seismic 1o98a=986+u98 Date :08/22/2000(Ver5.00)' 2350 t-_ �B16.0 4.5 -5.0. 3.6 3.8 6.3 4.3 9.0 . 4.8 o STRAP(I) 0 DRAG POINT 4374 1281 455 B: C D E F AB.. A 0.0 5.9 10.9 1416.519.3 42.1 56.5 22.5 38.5 42.8 8 923 Drag Force Analysis A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per top plate splice B: SIMPSON ST6224(2116 LB)' ALT (18) # 16d sinker per•.top plate splice C: SIMPSON ST6236(2880 LB) ALT (24)•# 16d sinker per top plate splice D: SIMPSON MST37.(3204 LB) ALT (30). # 16d sinker per top plate splice 1 E: S.IMPSON MST48 (3746 LB) ALT (36)"# 16d.sinker per top plate splice F: SIMPSON•MST60 (4872 LB) ALT (42) # 16d sinker per top plate splice 3 ZONE 4 AT RIGHT OF GREAT RM INTERIOR WALL j 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 5533"(SFT) SOIL BEARING=1100(PSF)• TOTAL WALL LENGTH = .56.50(FT) TOTAL PANEL LENGTH = 25.00(FT) :1 SHEAR DIAPHRAGM = 10984/ 56.50 194 (PLF) REDUNDANCY FACTOR:p (L)=1.00 E� .SHEAR.=10984/25.00= 439(PLF)(FLEXIBLE) MAXIMUM DRAG = 4374(LB) " USE TYPE 12 w/ 5/8" DIA. x12" LONG A.B. @ 40.0" o/c MAX. w/PL. WASHER 3x SILL PLATE) 'I DEAD "LOADS Wall 160.0= 10 * 16.0' Roof_P 304.0= 19.*.32.0/2 FROM 0'.0' TO 56.5' OVERTURN ANALYSIS UPLIFT(T) DOWN(C) PANEL O LEFT SIDE :`T= 3819(LB) C= 7363(LB) HPA35/4x4 T= 2964(LB). C= 7363(LB) **. HPA28/4x4 RIGHT_SIDE: T= 3819(LB) C= 7363(LB) HPA35/4x4 1 Use HPA35/4x4 on both ends.or Use HPA28/4x4** @ L. & HPA35/4x4 @ R. PANEL BO ' LEFT_SIDE : T= 5675(LB) C= 7757(LB) (2)HPA35/4x8 RIGHT_SIDE: T= 5675(LB) C= 7757(LB) (2)HPA35/4x8 Use (2)HPA35/4x8 on both ends 4 ** w/ Dead loads of adjacent element, use detail for connection of S.W. to trimmer a ; GOUVIS ENGINEERING CALIFORNIA Sheet : L='15 . ,€ FLEXIBLE DIAPHRAGM Job No :20762-208 UBC 97 Plan No: 3 Wind 4010 Client : CAPITAL PACIFIC H( Seismic 7659=6100+1559 Engineer: TIFFANYDate :08/22/2000(VerS.00) 1532 3074 A l BOc IT 10.0. 12 12 12 1.5 12.0 17.3 2.5 1.3 2.5 4:0 6.0 5.0, 2.5 10.0 10.5 )� • STRAP(E) .. ® DRAG POINT ❑ BLOCKED OPENING USE TYPE 12 .ON TOP & BOT OF OPENING SEE DETAIL ON PLANS 3778 1938 1682 A B C D E F.- B A 0.0 11.3 20.7 28.2 31.4 36.7 75.0 37.0 52.0 54.5 4 1�07 Drag Force Analysis A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per top plate splice B: SIMPSON ST6224(2116 LB) .. ALT (18) #-16d sinker per top,plate splice C: SIMPSON ST6236(2880 LB) ALT (24) # 16d sinker per top,'plate splice D: SIMPSON MST37 (3204 LB) ALT (30) # 16d sinker per top plate splice E: SIMPSON MST48 (3746 LB) ALT (36) #-16d sinker per top plate splice F: SIMPSON MST60 (4872 LB) ALT (42) # 16d sinker per top plate splice 4 ZONE 4 AT RIGH OF HOUSE EXTERIOR WALL 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 5533(SFT) SOIL,BEARING=1100(PSF) TOTAL WALL LENGTH = 75.00(FT) TOTAL PANEL LENGTH = 19.00(FT) SHEAR DIAPHRAGM = 7659/ 75.00 102 (PLF) REDUNDANCY FACTOR:p (L)=1.00 SHEAR = 7659/19.00= 403(PLF)(FLEXIBLE) MAXIMUM DRAG 3778(LB) USE TYPE 12 w/ 5/8" DIA. x12" LONG A.B. @ 40.0" o/c MAX. w/PL. WASHER(3x SILL PLATE) DEAD LOADS: Wall .150.0= 15:* 10.0' j Roof_P 304.0= 19 *32.0/2 FROM 0.0' TO 75.0'. OVERTURN ANALYSIS UPLIFT(T) DOWN(C) PANEL O LEFT _SIDE T=-382(LB) C= 2669(LB) NO SIGN. UPLIFT() RIGHT—SIDE: T= O(LB) C 0(LB) NO SIGN. UPLIFTO BLOCKED! FORCE @ EDGE OF OPENING IS. 806(LB)` PANEL BO LEFT_SIDE : T= 0(LB)• :C O(LB) NO SIGN. UPLIFT O RIGHT_SIDE: T=.-409(LB) C= 2669(LB) NO SIGN. UPLIFTO PANEL CO LEFT—SIDE T= 2109(LB) C 4355(LB) HPAHD22/4x4 i RIGHT SIDE: T= 2109(LB) C= 4355(LB) HPAHD22/4x4 Use HPAHD22/4x4 on both ends 5 GOUVIS ENGINEERING CALIFORNIA Sheet L -'Ito FLEXIBLE DIAPHRAGM. Job No :-20762-208 UBC 97. Plan No: 3 Client CAPITAL PACIFIC HC Wind 1172 Seismic 985= 598+ sss Engineer: TIFFANY Date :08/22/2000(Ver5.00) GOUVIS ENGINEERING CALIFORNIA Sheet L- Iq .y FLEXIBLE DIAPHRAGM Job No : 20762-208 UBC 97 Plan No: 3 ' Client ^: CAPITAL PACIFIC H( Wind 3467 Engineer: TIFFANY Seismic 2782= 2730+ 52 Date : 08/22/2000(Ver5.00) 1691 A 31.0 1.5 ® DRAG POINT 3307 `1 A B.. c D.E. 0.0 10.8 19.8_ 27.0 30.0 . 31.(32.5 Drag Force Analysis l A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per top plate splice B: SIMPSON ST6224(2116 LB). ALT(18) # 16d sinker per top plate splice. C: SIMPSON ST6236(2880 LB) ALT (24) # 16d sinker 'per top plate splice D.: SIMPSON MST37 (3204 LB) •ALT.(30) # 16d sinker per top plate splice E: SIMPSON MST48 (3746 LB) ALT (36) # 16d sinker per top plate splice 8 ZONE 4 AT REAR OF NOOK EXTERIOR WALL 1ST FLOOR TWO POUR FOUNDATION. BASE AREA= 5533(SFT) SOIL BEARING=1100(PSF) ' TOTAL WALL LENGTH 32.50(FT) TOTAL PANEL LENGTH = 1.50(FT) SHEAR DIAPHRAGM 3467/ 32.50 = 107 (PLF) REDUNDANCY FACTOR:p (T)=1.00 SHEAR = 3467/ 1.50 2312(PLF)(FLEXIBLE)' MAXIMUM DRAG 3307(LB) } USE HARDY PANEL(:- 18 11/8., DIAM)* DEAD LOADS: Wall 150.0= 15 *-10.0' Roof_P 38.0 = 19 * 4.0/2 FROM 0.-0'. TO .32.5' I 9 �' * Program only checks allowable shear on hardy-frame/strong-wall! Title THE PREMIER COL . Job # : 20762 Dsgnr: TIF. Date: 08/22/00 Description.... FRAME AT. REAR OF GREAT ROOM. 46PM, 22 AUG 00 FastFrame 2-D Frame Analysis v5.0.8_ Page Nodes... Node Node Coordinates u.uuu u.uuu 1.000 - Node Label X Y ft X Restraint Y Restraint Z Restraint Tem ft' 2 Load Magnitudes deg Node Loads...: Concentrated Loads and Moments Load Case Factors Node Label X Y Moment I #1 # 2 #3 #4 #5 Z 4.930k u.uuu u.uuu 1.000 - rixea 9.450k Hxed. 1.000 Member Distributed Loads.... 0 2 Load Magnitudes 0.000 14.500 Load Load Case Factors LabelStart Finish Start Finish ft ft Direction #1 #2. #3 #4 #5 B. 0 k/ft 3 Global Y 25.000 14.500 -0.200 -0.200 k/ft 0.000 25.000 Global Y 1.000 Load Combinations... 0 y 4 25.000 0.000 Increase Fixed # 1# 2 # 3 # 4 ' . # 5 Fixed. 1.000 -1.000 1.000 1.000 0 1.330 0.500 -1.000 Member... 1.000 DL+SEIS_J 1.330. 1.200 -1.000 0.900 2.400 DL+WIND 1.330 -1.000, 0.900 MemberEndpoint Nodes Member I End Releases J End Releases Label I Property Label I Node J Node Leftgth X Y X Z Y Z A Column 1 2 14.500 B Beam 2 I 3 25.000 I C Column 3 4 14.500 Member Stress Check Data... . Member Unbraced Lengths Slenderness Factors AISC Bending & Stability Factors Label Lu: Z ft Lu: XY K : Z K: XY Cm Cb A 14.500 14.500 1.00 1.00 Internal Internal B 25.000 25.000 1.00 1.00 Internal .. Internal C 14.500 14.500 1.00 1.00 Internal Internal Materials... . Member Youngs Density Thermal Yield Label ksi kcf in/100d - ksi Default Steel 1.00'0.000 T 29,000.00 T' 0.490 0.000000 0.000650 T 1.00 50.00 j Section Sections... _ Prop Label Area Depth Tf Ixx Material Group Tag Width Tw IYY Default Default 1.000 int 0.000 in 0.000 in 1.00 in4 0.000 in 0.000 in 0.00 in4 W21 x83 Beam T I T Steel I 24.300 in2 21.430 in 0.835 in 1,830.00 in4 - 8.355 in 0.515 in 81.40 in4 W21 x83 24-300 in2 71 din in n uzjz;:. 4 Don nn :_A Node Loads...: Concentrated Loads and Moments Load Case Factors Node Label X Y Moment I #1 # 2 #3 #4 #5 Z 4.930k 1.000 - 2 9.450k 1.000 Member Distributed Loads.... Member Load Magnitudes Load Extents Load Load Case Factors LabelStart Finish Start Finish ft ft Direction #1 #2. #3 #4 #5 B. -0.300 -0.300 k/ft 0.000 25.000 Global Y 1.000 B -0.200 -0.200 k/ft 0.000 25.000 Global Y 1.000 Load Combinations... Load Combination Stress Gravity Load Factors Load Combination Factors" Description Increase X. Y # 1# 2 # 3 # 4 ' . # 5 DL+LL 1.000 -1.000 1.000 1.000 DL+SEIS 1.330 0.500 -1.000 0.900 1.000 DL+SEIS_J 1.330. 1.200 -1.000 0.900 2.400 DL+WIND 1.330 -1.000, 0.900 1.000 Title THEPREMIERCOL 'a Job # : 20762 Dsgnr: TIF Date: 08/22/00 Member End Forces... Member 8.48256 Description.... Node " J " End Forces Label Load Combination ' Axial Shear Moment -0.82062 4.93779 FRAME AT REAR OF GREAT ROOM.. k k ft -k -4.33831 3:46PM, 22 AUG 00 A FastFrame 2-D Frame Analysis V5.0.8- 13.12743 Page. 2 11.01905 -11.68867 179.91673 A DL+WIND 2.74816 1.55747 0 -1.54919 -1.55747 22.58324 B Node Displacements & Reactions 1.50666 7.28359 • 21.84661 -1.50666 7.28359 -21.84661 B Node Label Load Combination Node Displacements X Y Z -6.14529 Node Reactions X Y Z DL+SEIS J 10.99133 -11.01905 in in Radians B k .. k k -ft 1 -3.37253 DL+LL 0 0 0.00014 - 1.50666 8.48256 0 1 C DL+SETS 0 0 -0.00245 -12.03575 -4.93779 -0.82062 0 1 19.83624 DL+SEIS_J : 0 0 -0.00600 0 -13.12743 - -9.82008 0 1 48.90176 DL+WIND 0 0 -0.00103 -1.55747 2.74816 ". 0 2 DL+SEIS J. 0.83241 0.00257 -0.00239 Left End 0 0 0 2 . DL+WIND 0.15341 -0.00053 -0.00059 0 0 0 2 0.063 DL+LL 0.00032 -0.00195 -0.00029 0.007 0 0' 0 2 0.031 DL+SEIS 0.34695 0.00035 -0.00110 DL+SEIS_J 0 0 0 3 0.253 . 0.34. DL+LL -0.00032 -0.00195 0.00029. 0.003 0 0 0 3 B DL+SEIS 0.34455 -0.00282 -0.00074 0.162 0 0 0 3 0.125 DL+SEIS" J 0.82720 -0.00505 -0.00202 0.030 0 0 0 3 0.203 DL+WIND 0.15198 -0.00194 -0.00023 DL+WIND 0 0 0 4 0.029 0.09' DL+SEIS_J 0 0 -0.00614 0.061 -14.91072 21.03521 0 4 C DL+WIND ". 0 0 -0.00119 0.100. -3.37253 8.46696 0 4 0.383 DL+LL 01 0 -0.00014 0.046 -1.50666 8.48256 0 4 0.073 N +CFIR n n -n j &ro ;-1 ANCjf c 7AA77 io noc7c n Member End Forces... Member 8.48256 Node " I " End Forces Node " J " End Forces Label Load Combination Axial Shear Moment Axial Shear Moment -0.82062 4.93779 k k ft -k k k ft -k A DL+LL 8.48256 -1.50666 0 -7.28359 1.50666 -21.84661 .A DL+SEIS -0.82062 4.93779 0 2.01959 -4.33831 67.25174 A DL+SEIS_J -9.82008 13.12743 0 11.01905 -11.68867 179.91673 A DL+WIND 2.74816 1.55747 0 -1.54919 -1.55747 22.58324 B DL+LL 1.50666 7.28359 • 21.84661 -1.50666 7.28359 -21.84661 B DL+SEIS 5.11169 -2.01959 -67.25174 -6.14529 10.83678 793.45290 B DL+SEIS J 10.99133 -11.01905 -179.91673 -13.47196 19.83624 -205.77438 B DL+WIN5 3.37253 1.54919 -22.58324 -3.37253 7.26799' -48.90176 C DL+LL 7.28359 1.50666 21.84661 -8.48256 -1.50666 0 ; C DL+SEIS w 10.83678 6.14529 93.45290 -12.03575 -6.74477 0 . C DL+SEIS J 19.83624 13.47196 205.77438 -21.03521 . -14.91072 0 C DL+WIND 7.26799. 3.37253 48.90176 -8.46696 -3.37253 0 Steel Stress Checks... Member LoadCombination Overall Left End an 1/2 an 1/4 S Span 3/4 S . Right En Span p p @9 Shear Label . Maximum . A DL+LL 0.063 0.012 0.024. 0.036 0.049 0.06: 0.007 A DL+SEIS 0.127 0.001 0.031 0.062' 0:092 0.12' 0.017- A DL+SEIS_J 0.345 0.010 0.091 '0.172 0.253 . 0.34. 0.045 A DL+WIND 0.043 0.003 0.012 0.022 0.032 0.04: 0.005 B DL+LL 0.170 0.120 0.072 0.162 0.154 0.02. 0.033 B DL+SEIS 0.125 0.124 _ 0.094 0.046 0.029 0.12. 0.030 B DL+SEIS_J 0.329 0.329. 0.203 0.060 0.124' 0.32• 0.061 B DL+WIND 0.113 0.095 0.113 0.091 0.029 0.09' 0.018 C DL+LL 0.061 0.061 0.049 0.037 0.024 0.01- 0.007 C DL+SEIS 0.176 .0.176 0.138 0.100. 0.062 0.01• 0.021 C DL+SEIS J 0.383 0.383 0.300 0.217 0.134 0.03• 0.046 C DL+WIND 0.094 0.094 0.073 0.052 0.031 0.00• 1 0.011 CK &ro ;-1 ANCjf P.K C06N vuEb _ 205.8 x 12 121 0.95 z1 • _ 05 5 x 5a (c) 1988-97 ENERCALC C:\EN V 5.0. GOUVIS ENGINEERING CALIFORNIASheet ' :L 23_` ►` FLEXIBLE DIAPHRAGM.. Job No :'20762-208 UBC 97. Plan No: 3 .; ' Client. : CAPITAL PACIFIC H(, . wind s24a Seismic 11281=10394+ s87 . Engineer: TIFFANYDate , : 08/22/2000(Ver5.00) A 953 3006 `J 11 11 1'1 10.0 5.3 4.0 7.5 35.7 . 9.0 9.0 ' 16.0 . 0 STRAP(I) ® DRAG POINT 1217 4244 3467 2293 A g A B C. D E F C D E- 0.0 8.8 9.3. 1r4O 28.8 36.2 42.0 44:5 48.7 66.0 68.5 52.5 61.5 70.5 86.5 Drag Force Analysis .) A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per to p p plate splice ' B: SIMPSON ST6224(2116 •- LB) ALT (18)' # 16d sinker per top plate splice C: SIMPSON ST6236(2880 LB) ALT (24) # 16d sinker per top plate splice D: SIMPSON MST37 (3204 LB) ALT'�,(30)'# 16d sinker per top plate splice E: SIMPSON MST48 (3746 LB) ALT (36) # 16d.sinke.r per top plate splice- . F: SIMPSON MST60 (4872 LB) ALT (42) # 16d sinker per top' -plate splice j� 10 ZONE -4 AT REAR W.I.C, PWDR, BA2 INTERIOR WALL =` 1ST FLOOR TWO POUR FOUNDATION BASE -AREA= 5533(SFT) SOIL BEARING=1100(PSF) TOTAL WALL LENGTH = 86.50(FT) TOTAL PANEL LENGTH =' 32.50(FT) SHEAR DIAPHRAGM = 11281/ 86.50 = 130 (PLF) REDUNDANCY FACTOR:p (T)=1.00 SHEAR =11281/32.50= 347(PLF)(FLEXIBLE)'. 'MAXIMUM DRAG = 4244(LB)' USE TYPE 11 w/ 5/8" DIA. x10" LONG A.B. @ 40.0" o/c MAX. w/PL..WASHER .DEAD LOADS Wall •.., 100.0= 10 * 10.0' Roof_P 38.0 = 19 * 4.0/2 FROM 0.0' TO 86.5' I OVERTURN ANALYSIS UPLIFT(T) DOWN(C) PANEL AO- LEFT_SIDE T= 3146(LB) C= 3637(LB) HPA28/4x4 RIGHT_SIDE: T= 3146(LB) C= 3637(LB) -.- HPA28/4x4 Use HPA28/4x4 on both ends PANEL BO LEFT_SIDE T= 3029(LB) C= 3613(LB) HPA28/4x4 RIGHT SIDE: - T= 3029(LB) C= 3613(LB) HPA28/4x4 Use HPA28/4x4 on both ends . PANEL CO LEFT -'SIDE T= 2542(LB) C= 3561(LB) HPA28/4x4 RIGHT SIDE: T= 2542(LB) C= 3561(LB) []D n /4x4 Use HPA28/4x4 on both ends -ttP�ftD22 . . 11 ' GOUVIS ENGINEERING CALIFORNIA Sheet L- FLEXIBLE DIAPHRAGM Job No :'20762-208 UBC 97 P1an.No : 3 ' wind 3170 Client : CAPITAL PACIFIC H( Seismic 3551=3303+ las Engineer: TIFFANYDate : 08/22/2000(Ver5.00) • 12 4.8 9.5 7.3 I. 0 STRAP(I) 785 A g A 0.0 14.5 21.5 4.8 14.3 z Drag Force Analysis. r A: SIMPSON ST22 .(1150 LB) ALT (12)1# 16d sinker per,top plate splice j, B: SIMP.SON ST6224(2116 LB) ALT (18) # 16d sinker per top plate splice 11 ZONE 4 AT REAR OF BEDS INTERIOR WALL ` 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 5533(SFT)" SOIL BEARING=1100(PSF) l� TOTAL WALL_LENGTH = 21.50(FT) TOTAL PANEL LENGTH = ' 9.50(FT) a SHEAR DIAPHRAGM = 3551/ 21.50 = 165 (PLF) REDUNDANCY FACTOR:p (T)=1.00 ') SHEAR= 3551/ 9.50= 374 (PLF) (FLEXIBLE) MAXIMUM DRAG = 1197 (LB) (� USE TYPE 12 W/ 5/8" DIA. x12" LONG A.B. @ 48.0" o/c MAX. w/PL. WASHER(3x SILL PLATE) i ' DEAD LOADS: Wall. 100.0= 10 * 10.0' Roof_P 38.0 19'* 4.0/2 FROM 0:0' TO '21.5' OVERTURN ANALYSIS UPLIFT(T) DOWN(C). PANEL O LEFT_SIDE.: T= 3267(LB) C= 3882(LB) HPA35/4x4 T= 3185(LB) C= 3882(LB).** HPA28/4x4 RIGHT_SIDE: T= 3267(LB) C 3882(LB) HPA35/4x4 T= 3143(LB) 'C= 3882(LB') ** HPA28/4x4 ' Use HPA35/4x4.on both ends or Use HPA28/4x4** on both ends 12 ) ** w/ Dead loads of adjacent element, use detail for connection of S.W. to trimmer GOUVIS ENGINEERING CALIFORNIA Sheet L= FLEXIBLE DIAPHRAGM Job No :20762-208 UBC 97 Plan No: 3 ' Client. : CAPITAL PACIFIC H( Seismic 1Engineer: TIFFANY, seismic 1770202 =1.172+ 530 Date : 08/22/2000(Ver5.00) A B 10.0' 10 10 5.7 5.0 5.3 5.0 a ❑ BLOCKED OPENING USE TYPE 10 ON TOP & BOT OF OPENING SEE DETAIL ON PLANS 1 459 A 0.0 5.7 21.0 ) Drag Force Analysis ') A: SIMPSON ST22 (1150 LB), ALT (12) # 16d sinker.per top. plate splice 12 ZONE 4 AT FRONT OF.BED3 EXTERIOR WALL 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 5533(SFT) SOIL BEARING=1100(PSF) TOTAL WALL LENGTH = 21.00(FT) TOTAL PANEL LENGTH 10.00(FT) r SHEAR DIAPHRAGM 1702/ 21.00 = 81 (PLF). REDUNDANCY FACTOR:p (T)=1.00 SHEAR = 1702/10.00 170(PLF)(FLEXIBLE) MAXIMUM DRAG = 459(LB) USE TYPE 10 w/ 5/8" DIA. x10" LONG A.B. @ 48.0" o/c MAX. w/PL. WASHER ' DEAD LOADS:. Wall 150.0= 15 * 10.0' Roof_P 57.0 = 19 * ,6.0/2 FROM .`: 0.0' TO 21.0' OVERTURN ANALYSIS UPLIFT(T) DOWN(C) PANEL AO LEFT_STDE-.:'T= 98(LB).' C= 1170(LB) NO SIGN: UPLIFTO RIGHT SIDE: T= 0(LB) C= 0(LB) NO SIGN. UPLIFTO BLOCKED! FORCE @ EDGE OF OPENING IS. 296(LB) ') PANEL BO . LEFT SIDE : T=' 0(LB) C 0(LB) NO SIGN. UPLIFTO RIGHT_SIDE: T 98(LB)'• C= 1170(LB) NO SIGN. UPLIFT(.) 13 GOUVIS ENGINEERII�TG CALIFORNIA Sheet' FLEXIBLE DIAPHRAGM Job No .:20762-208 UBC 97.. Plan No: 3 ' Client:: CAPITAL PACIFIC H( Wind 6Engineer:. TIFFANY Seismic 6992121 = 5899+ 1022 Date : 08/22/2000(Ver5.00) 10.0 11 15.5, 8.0 1.0 3.0 r 6.0 12.0 0.5 • STRAP(E) 2332 2272 767 A B C A B C A 0.0 7.6 .14.1 26.0 32.5 46.0 15.5 23.5- 33.5 5 75 Drag Force Analysis A:.SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per top plate splice B: SIMPSON ST6224(2116 LB) ALT (18) # 16d sinker per top plate splice . C: SIMPSON.ST6236(2880 LB) ALT (24) #.16d sinker per top plate splice 13 ZONE 4 AT REAR GRG EXTERIOR WALL 1 1ST FLOOR TWO POUR FOUNDATION. BASE AREA= 5533(SFT). SOIL BEARING=l100(PSF) TOTAL WALL LENGTH=,.46.00(FT) TOTAL PANEL LENGTH = 20.00(FT) SHEAR DIAPHRAGM = 6921/ 46.00 = 150 (PLF) REDUNDANCY F' TOR:p (T)=1.00 SHEAR = 6921/20.00= 346(PLF)(FLEXIBLE) MAXIMUM DRAG = 2332(LB) USE TYPE 11 w/ 5/8" DIA. x10" LONG A.B. @ 40.0" o/c MAX. w/PL. WASHER DEAD LOADS: Wall 150.0= -15 * 10.0' Roof_P 38.0 = 19 * 4.0/2 FROM 0.0' TO 45.5' OVERTURN ANALYSIS UPLIFT(T) DOWN(C) PANEL AD LEFT _SIDE T= 2915(LB) C= 3617(LB) HPAHD22/4x4 RIGHT SIDE: T= 2915(LB) C= 3617 (LB HPAHD22/4x4 Use HH PAD22/4x4 on both ends PANEL BO LEFT SIDE T= 2532(LB) C= 3572(LB) HPAHD22/4x4 RIGHT_SIDE:,T= 2532(LB) C= 3572(LB) HPAHD22/4x4 Use HPAHD22/4x4 on both ends 11 s GOUVIS ENGINEERING CALIFORNIA Sheet L-7. f FLEXIBLE DIAPHRAGM Job No :20762-208 UBC 97 Plan No: 3 ' Client : CAPITAL PACIFIC H( Seismic 3924= 3259+ 665 Wind 29 Engineer: TIFFANY., Date :08/22/2000(Ver5.00) A I 402'0. 2149 lots 10.0 /12 . 1 • STRAP(E) 0 DRAG POINT BLOCKED OPENING USE TYPE 12 ON TOP & BOT OF OPENING SEE DETAIL ON PLANS C B A 0.0 21.2 32.5 46.0 13.5 2772 Drag Force Analysis A: SIMPSON"ST22 (1150 LB) ALT (12) # 16d. sinker per top plate splice[ B:.SIMPSON ST6224(2116 LB) ALT (18).# 16d sinker per.top plate splice C:'SIMPSON ST6236(2880 LB) ALT (24) # 16d sinker per top plate splice `. .14 ZONE 4 'AT FRONT OF DEN/GRG EXTERIOR• WALL `j 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 5533(SFT) SOIL BEARING=1100(PSF) TOTAL WALL LENGTH = 46.00(FT) TOTAL PANEL.LENGTH 8.50(FT) SHEAR DIAPHRAGM " = 3924/ 46.00. = 85 (PLF) REDUNDANCY FACTOR:p (T)=1.00 SHEAR = 3924/ 8.50= 462(PLF)(FLEXIBLE) MAXIMUM DRAG = 2772(LB) USE TYPE 12 w/ 5/8" DIA. x12" LONG A.B. @ 32.0" o/c MAX. w/PL. WASHER(3x SILL PLATE) DEAD LOADS: Wall 150.0= 15 * 10.0' Roof_P 133.0= 19 *14.0/2 FROM 0.0' -TO 4.6.0': OVERTURN ANALYSIS UPLIFT(T) DOWN(C) PANEL AD LEFT—SIDE T= 1414(LB) C= 3059(LB) HPAHD22/4x4 `. '1 RIGHT—SIDE:—T= O(LB) C= O(LB) NO 'SIGN. UPLIFTO I Use HPAHD22/4x4 a, L.. BLOCKED! FORCE @ EDGE OF OPENING IS 769(LB) PANEL O LEFT SIDE T= 0.(LB) C O(LB) NO SIGN. UPLIFTO RIGHT SIDE: T= 1426(LB) C= 3059(LB) HPAHD22/4x4 Use HPAHD22/4x4 @ R. 7 r DESIGN OF PADS Sheet:'. V2 ' ! : , GEC Job #: 20702 `. Client: ..C'. P. IF Plan No.. 3 PY CALIFORNIA Date: ,r USE.., SQUARE X DEEP W/ 4= BARS EACH WAY' f P=5596` # USE ii 1 - 6 SQUAREX- 12 r DEEP r ; W/_ C� �► �. BARS EACH WAY . P= �tM�. ' _ . x,035 USE l Ii SQUARE X(2 (� DEEP W/ BARS EACH WAY . ' p = W5= 7.208 # USE 3 _ o . SQUARE X 12 DEEP W/ BARS EACH WAY P = USE � � SQUARE X (2 DEEP W/ C BARS EACH WAY' f NX G O UVIS ENGINEERING r * C' A L I F O R N I A STRUCTURAL CALCULATIONS FOR DESIGN OF ROOFXTRUSS A 37 UNIT RESIDENTIAL DEVELOPMENT "THE PREMIER COLLECTION" JOB NO. 20762 DATE :5"/ 28119.99 .kLAN`NO. 3 ELV D. . TRACT`N0: 24"89C LOCATION : LA QUINTA, RIVERSIDE, CA i DEVELOPER CAPITAL PACIFIC HOMES, INC. ARCHITECT PEKAREK-CRANDELL, INC. PLEASE SEE ATTACHED SHEETS 4 & 5 FOR GENERAL NOTES. Offtcz ser "16-590 LIMA n CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION bk NOTICE: USE RESTRICTIONS HESE CALCULATIONS C1 No. C38276 m sy THE ATTACHED LCULAT AREteONLY WHEN BEARING ORIGIN"'SIGNATURE AEED BEKAM;"". Exp. 3/31/05 ClV1�- 8AEED J. BEKAM, PRESIDE C38276pF CA1-�0 lk�GOUVIS ENGINEERING CALIFORNIA EXP. DATE 3/31/2005 �'. IWAY2�20 a GOUVIS ENGINEERING GROUP OF COMPANIES WITH OFFICES IN. WEB -SITE: WWW GOUVISGROUP. COM 4400 CAMPUS DRIVE, SUITE A. NEWPORT BEACH, CALIFORNIA 92660 * (949)752-1612 * Fax (949)752-5321 2150 E. TAHQUITZ CANYON SUITE 9, PALM SPRINGS, ,CALIFORNIA 92262 * (760)323-5090 * Fax (760)325-2863 . FIELD OFFICES * SAN DIEGO * PLEASANTON * INTERNATIONAL OFFICE: VIETNAM Truss Standard Notes TABLE OF CONTENTS Page . _ 2 s GEC Job #- yo 76 i. Client: Date: CALIFORNIA SHEETS Revisions.............................................................:............................................... 3 Generic Connector Plates..:.................................................................................. 4 GeneralNotes.:...............................................................:..................................... 5 - 6 ICBOReport `#4420 ....................................... :....................................................... 7 CaliforniaHip Detail.......................::...................................................................... 8 California Fill Detail ......:...................................:.. .� 9 ......... ........... Truss Layouts & Calculations .......................�. ..:...: TOTAL NUMBER OF PAGES �I Truss Standard Notes- TRUSS REVISION BLOCK �L V f p e � 3 GEC Job M o 0 %6 .Z Client: 0_,p f} Date: cAUFORM e T y GENERIC CONNECTOR PLATES, - Truss standard Notes NOVEMBER 27,1995 Page GE4 GEC Job #:© 7,b,2 © Client: C CWFoRNU .. Date: "Generic" connector plates used in the design of trusses by Deadlines Engineering considers the weakest values for any combination of plate type. Trusses may be built by any ICBO approved fabricators that uses any cf the connector plates called out below. All connector plates are 20 gauge. CONNECTOR PLATES USED IN GENERIC DESIGNS: Kimtruss, moo, ICBO 2342 Tee -Lok, Tee -Lok, ICBO 3777 ` Metal -Lock, D820; ICBO 4451 Computruss, "C", ICBO 4211 Gang -Nail, GN -20, ICBO 1329 Clary, V2000, ICBO 2342 Hydro -Air, PTX, ICBO 1591 Alpine (Gross), ICBO 2949 CONNECTOR PLATE VALUES USED IN GENERIC DESIGNS: All values are per pair -of plates. . DFL Holding Power, 045 Deg., 298 PSI DFL Holding Power, 46-90 Deg., 220 PSI HFR Holding Power, 045 Deg., 284 PSI HFR Holding Power, 46-90 Deg., 206 PSI SPF Holding Power, 0-45 Deg., 270 PSI SPF Holding Power, 46-90 Deg., 158 PSI Tension, 0 Deg., Strong Direction, 725 PLI _ Tension, 90 Deg., Weak Direction, 298 PLI Shear, 0-90 Deg., and 150 Deg., 450 PLI Shear, 120 Deg., 430 PLI r STANDARD NOTES CAUFORMd - Truss Standard Notes; a OL Page 5 GEC Job #:AC-fk Z, Client: C f4 Date: I �I tic ---------------- 1) The attached provides designs for trusses and'their associated connections as shown on our layouts and/or truss engineering. 2) Individual trusses, girder trusses and relative connections are designed based on the layouts of trusses provided by Gouvis Engineering. If these designs and layouts are not followed, truss fabricator shall submit shop drawings to Gouvis Engineering for review and approval prior to any fabrication. 3) Truss fabrication, quantities, as -built dimensions, storage,, delivery, installation, temporary fit and finish to meet the requirements of the builder, is the responsibility of the truss fabric . Trusbracings final fabricator is responsible for verifying that all vertical and lateral applied loads match current architectural plans at time of fabrication, including all A.C. unit weights and locations. 4) Weight and location of air conditioning units have been taken into consideration as noted on the truss layouts and designs provided by Gouvis Engineering. If the location or the weight of the air conditioning units is different than shown, truss fabricator is to notify Gouvis Engineering prior to fabrication of trusses. 5) Connector plates are applied to each side of the truss and are centered on the joint unless noted otherwise. 6) Connector plate sizes are delineated vertical by horizontal. .7) Connector plate type used in the design is as shown on the individual truss design sheets. All values are per ICBO approvals, assuming dry lumber at time of fabrication. Where more than one plate type is specified, the design uses the weakest value for any combination of plate type.. 8) Plating is for axial stresses only. Additional plating that may be required for handling is the responsibility of the fabricator. 9) Truss design does not require the fabrication to be performed by any specific truss company, only that the fabrication match specified lumber species, grade sizes, plate types, plate sizes and the fabricated truss match the designs provided herein. The truss design and layouts do not assume any responsibility for truss fabrications that do not match the designs or of design changes performed by others at time of fabrication. STANDARD NOTES CAUFORNL7 -- Tniss Standard.Notes. ` Page 6 GEC Job #: lei J; Client: c Date: 10) Trusses must be built by a truss fabricator that adheres to third party in -plant inspection as required by ICBG. 11) The designs assume compression chords are continuously sheathed by rigid material and tension chords are either similarly sheathed or braced at maximum ten foot centers. 12) Mid -panel splice plates are to occur at the 1/4 panel points plus or minus six inches. All splice plates noted are optional based on lumber lengths used at time of fabrication. If splice plate locations differ from those shown on our designs they must be sized by the truss fabricator and reviewed by our firm prior to fabrication. 13) Trusses may not be field modified without prior written approval of this firm. 14) Temporary bracing requirements for stability during truss installation is not part of these designs. See recommendations provided by the Truss Plate Institute (TPI) for bracing wood trusses. 15) * denotes permanent lateral .bracing required to stabilize long and/or compression members. See TPI recommendations for placement. 16) Truss fabricator is to provide camber as required. 17) The designs assume that adequate drainage to prevent ponding will be provided. 18) Truss fabricator is responsible to design, locate and properly fabricate all non- structural trusses that may be necessary for fire walls or other "Fill" or "Backing"type trusses. 19) In -plant or on-site inspection is not considered the responsibility of this firm unless specifically required by separate contract. 61gn GEC .we a - o - COOK IC60 Evaluation Service, Inc. ~' A subsidiary corporation of the International Conference of Building Officials 4 EVALUATION REPORT Report No. as Copyright Z 1994 ICBO Evaluation Service, Inc. Filing Category: FASTENERS—Steel Gusset Plates (066) March, 1 TECH -1, TECH -II AND TECH -III METAL TRUSS CONNECTOR PLATES EAGLE METAL PRODUCTS Findings POST OFFICE BOX 1267 IV. Findings: That the Tech -I, Tech -11 and Tech -III Metal Truss Conni MABANK, TEXAS 75147 for Plates described in this report comply with the 1991 Uniform Sui I. Subject: Tech -I, Tech -II and Tech -III Metal Truss Connector Plates. inD Code-, subject to the following conditions: If. Description: A. General: The Tech -I, Tech -II, and Tech -III Metal Truss 1. The connectors are installed as set forth in this report and Y. Connector Plates are flat steel plates designed to connect wood members. manufacturer's instructions. The Tecl-I and Tech -II truss connector plates are identical except that the 2. Allowable loads are as set forth in Table No. 1. Tech -I plates are punched from No. 20 gauge galvanized sheet steel and the Tec` accordance wi II plates are punched from No. 18 gauge sheet steel. The Tech -I 3. The allowable loads may 0 increased for duration of load and Tet» t -II plates have eight teeth per square inch. The Tech -III plates are h Section 2504 (c) 4 of the code. punches from No. 16 gauge steel and have six teeth per square inch. The- 4. When trusses are fabricated with partially seasoned or wet lun plates are formed in a piercing die which punches two teeth with a 90 -de-'. ber, the design of individual truss members and truss must b gree offset from each other simultaneously fromihe same hole. The teeth adjusted in accordance with Table No. 25-17-S in U.B.C. Star are approximately. 1/16 inch long and 1/8 inch wide and have opposing " dard No. 2517. Plans submitted to the building official for al scarf points. Each set of teeth is spaced 1 inch on center across the plate proval must indicate a maximum moisture content for the woo length and is offset approximately 1/8 inch -from each other., - at time of plate application. The Tech -I and Tech -II teeth are spaced approximately 1/8 inch apart 5. Stresses at the net section of the steel plate cannot exceed vat across the width of the plate. Teeth are arranged in pairs with a clockwise ues permitted in Chapter 27 of the code. Maximum altowabl. or counterclockwise rotation. This pattern is repeated continuously tensile load is determined by multiplying the efficiency ratio ii across the plate. The Tech -III teeth are spaced approximately 1/4 inch Table No. I times the gross area of the plate times the steel de apart across the plate width and every other pair of sets of teeth are pre- sign stress. ceded ane followed by one set of teeth in a counter rotation. The plates 6. Connectors are installed in pairs on each side of the wood mem are applied to wood members in pairs on each face of each joint with a bets connected and must not be Installed at knot locations. power press constructed in accordance with manufacturer's specifica- 7. Where a one-hour fire -resistive rating is required, see Evalua. tions. Allowable loads are shown in Table No. I, based on gross area evaluation tion Reports Nos. 1352 or 1632. B. Material: The plates are formed from minimum ASTM A 446, Grade S. The allowable load values are recommended only when plans. A No. 20, No. 18, and No. 16 gauge steel complying with U.B.C. Standard truss designs and calculations are submitted and accepted by No. 27-1. The plates are galvanized with a G60 coating in accordance the building official showing compliance with the Uniform Build width AS TM A 525. Ing Code and specifying that truss fabrication and inspection will C. Identification: The Eagle Metal Products plates are identified by an be provided in accordance with Section 2510 (f) o1 the code. embosses E for the Tech -I (No. 20 gauge), EE for the Tech -Ii (18 gauge), 9 The trusses are n n individually designed in accordance with EEE for the Tecn-III (No. 16 gauge) and/or a fast drying permanent ink the recognized engineering principles. application; with the same designations. 1993 Accumulative Supplement to the U.B.C.: This report is unaffectec III. Evidence Submitted: Results of load tests and descriptive details in by the supplement. compliant: with U.B.C. Standard No. 25-17. This report is subject to re-examination in two years. TABLE NO. 1 --ALLOWABLE LOAD IN POUNDS PER SQUARE INCH OF GROSS PLATE CONTACT AREA' LUMBER SPECIES SPRUCE•PINE•FIR REM FIR SOIRNEAN PINE DOUGLAS FIR•LARCN MICRO .LAM LVL EFFICIENCY RATIO Direction o1 load rite Direction 01 load with Direction of load with Direction of load rNh (in Percent) resDM to the length mspect to ve length respect the the plate respect to the Ian Dis etit t of lad ritA Direction of load with of the plata of the late of the plata respect to Ne le I respect to tee leepte TYPE OF PLATE 0--10450 460 to 900 D0 to 150 1 460 t0 900 00 to �o b0 0 0l tet putt of the Dtate t0 900 001e 45 460 to 900 00 to 45= i 460 to 90= 0c I 90= Tech -1 20 auge 1-5 130 150 i 140 165 150 160 135 1�0 Tech -11 IS tauge 135 115 61•' Tech -Ill 16 gau a 130 150 140 165 150 160 135 1.10 115 57 I 51 g 1_0 115 110 95 160 160 150 125 145 130 (Loads are d on the following specific gravities: Spruce -pine -fir 0.42, hem -fir 0.43-0.46. Douglas fit -larch 0.49-0.50 and southern pine 0.55.. I 45 MICRO = gym LVL is recognized in National Evaluation Report No. NER-126. 3Value is for minimum 3 -inch -wide plates. For less than 3 -inch -wide plates, the ratio is 47 percent Evaluation reports of ICBG Evaluation Service, Inc., are issued solely to provide information to Class A members of ICBG, utilizing the code upon which the report J` is based Eraluation reports are not to be Construed as representing aesthetics or any other attributes not specifically addressed nor as an endorsement or recommen- dation for use of the subject report This report is based upon independent tests or other technical data submitted by the applicant. The ICBO Evaluation service. Inc., technical stajjhas reviewed the test results and/or other data, but does not possess ter; to matte oil independent verifwation. There is no warronry by (CBO Evaluation Service, Inc.. express or implied, as to any •'Finding"or other matter in the report or as to any product covered by the report. This disclaimer includes. but is not limited ra. Page 1 of 1 M ' Jo. :r =_. i COMMON OR GIRDER TRUSS CALIFORNIA RAFTERS 24" O.C. PLYWOOD SHEATII I NG RIDGL , BOARD - - COMMON ' I Y TRUSS _ v4cc�r 'Ao BEARING HALLS MAIN SPAN TRUSSES S► COMMON , TRUSS SUI'PtYtT A5 DOUBLE 2 X 4 Repo. PLATE - RAFTERS - RI DGE AFTERS RIDGE 1 IX4 = V NIUf PLYWOOD ., . MAX. RAI`m SPANS SHEATHING Wiling SUPPORT Iza -Its MV4 _ , SUPPORT FOR MAIN i SPAN TRUSSES NATION r. .PML -Q 4 PLAN VIEW CAL'�ok� hllA FILL TRI(_ is Gouvis Engineering, CA 4400 Campus Drive Suite A Newport Beach, California 92660 Job Number 20762 Capital Pacific Homes, Inc. The Premier Collection La Quinta, Riverside, California Plan Three, Elevation "D" F Truss' Layouts and Individual Engineering I ZCIC '3 fdx A NOUVA" "MU WIJ NOU9?'M ?IIIMM 'AIl g 4„ Co 39LOZ ?J3a" Wr GW09 OOOZ L ?13"M99 ^' E i ZI91-Z9L (6+,6) 099Z6 VO WN90 ;WAV g E s „ a .6 ��u _O V IAOW 9I wo 004 o� 0 d� �NI?J��NI9N� 51/�(10� = o L : �=♦ RL a ; SIAMINEEM _ Lei Gouvis Engineering, CA 4400 Campus Drive, Suite A Newport Beach, California 92660 ' Job Number 20762 Capital Pacific Homes, Inc. The Premier Collection + La Quinta, Riverside, California Plan Three, Elevation "D" ------- Connector Model Table ------- 1Q# . QTY MODEL # Notes CARRYING MBR NAILING . CARRIED MBR NAILING (HIP/JACK) SKEW - SLOPE TOP H1 6 HUS26 1410d 610d H2 31 LUS26 410d 410d H3 2 SUR26 6 10d 6 10d x 1'/z" R 45.0 H4 2 SUL26 6 10d 6 10d x 1 '/2": L 45.0 _ T MBR LEN FORCE MBR LEN FORTE MBR FORCE MHR FORCE JT specifications provided by the component manufacturer and performed in PLATE HURZ VERT ANG JT accordance with the current versions of TPI and NDS design standards. No responsibility is assumed fnr the accuracy of information provided b ' designer. Dimensions be verified by the manufacturer an !or PLATE HORZ VERT ANG 1- 2 4.27 -3761 8- 9 7.38 23.1.7 2-1.2 34 5-1.0 285 1 3.OX 6.0 6-0 2-0 0 7 1.SX 3.0 1.-1.2 3-8 90 2- 3 4.42 -3218 9-10 7.38 3547 2-11. -542 5- 9 -931. 2 3.OX. 4.0 .1-12 3-2 15 8 3.OX 6.0 3-8 3-8 0 3- 4 5.53 -3098 10-1.1 7.38 3854 3-1.1. 565 6- 9 744 3 4.OX 5.0 3-8 0 9 3.OX 4.0 3-8 0 4- 5 5.53 -3786 11-12 4.42 3622 4-11. -825 6- 8 -2530 4 3.OX 4.0 3-8 0 10 3.OX 4.0 3-8 0 5- 6 5.53 -2769 12- 1 4.2.7 3622 4-10 -113 7- 8 -153 S 3.OX 6.0 S 3.SX 6.0 6- 7 5.53 0 5 3.OX 4.0 3-8 0 11 3.OX 7.0 3-8 0 13- 1 1.50 14 6 3.OX 6.0 3-8 0 12 1.5X 3.0 3-8 90 JT REACT ACT BRG REQ BRG CANT 1P 1306. 3.50" 1.50" 1 107.H BR 1199. 3.50" 1.50" TT 1 1 T I 1-6-10R 4-5-0 8-10-0 6-0 4--5-0 4--5.0 3-14 1-6-3 2-8-9 12 3.25 4x5- 3 14-4-6 19-10-12 25-5-2 30-11-8 5-6-6 5-6-6 5-6-6 5-6-6 _....._ ...-I---------- _._. .- __-1 -.. __-_ --.._ 11.. - --- --I 2-8-9 2-8-9 2-8-9 2-8-9 3x6 3x4- 3x4- 4 5 3x6- 1.5x3/ r 6 7 T T J m w 1 1 0-0 4-5-0 4-5-0 1.5x3/ 3x7- 3x4- 3x4- 3x6 - 3.5x6 Goons Engineering, CA 4400 Campus Drive Suite A Newport Beach.. CA 92660 (949) 752-1612 (949) 752-5321 Fax • 0i0 0;0 0i0 0-0 4-6-12 7-2-12 7-4-8 7-4-8 8-11-12 16-2-8 23-7-0 30-11-8 0 LUMBER SOLUTION TOP 2X4 DFL -82 TOP PANEL 4- 5 CSI= .963 B01' 2X4 DFL -112 BOT PANEL 10-11 CSI= .846 WEB 2X4 DFL -Stud DEFLECTION TOTAL LOAD DEF 0 PANEL 9 = .626" L/DEF=593 L= 371.5 REC CMBR= .39" TOTAL LOAD HOR DEF = .147" MAX DEF:LL= .316" DL= .324" TL= .626" BRACING + T -brace designed by others NOTE:Brace bottom chord o loft OC max or provide lateral brace by properly applied rigid ceiling. DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN O/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 WIND LOAD: 70 MPH DESIGN LOADINGS LOAD CASE 1 TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.25 LOAD CASE 2 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 SECTION DIR LIVE DEAD 1- 3 Norm -16.0 14.0 3- 7 Norm -10.0 14.0 13- 1 Norm -35.0 14.0 LOAD CASE 3 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 SECTION DIR LIVE DEAD 1- 3 Norm -10.0 14.0 3- 7 Norm -10.0 14.0 13- 1 Norm -10.0 14.0 A copy of this design shall be furnished to the erection contractor. This weight of erectors until all permanent bracing is in place. Concentration of con- Job ID:762P3D\TO1 10 Qty 1 ' design is for an individual building component (a truss). It is based on strucoon loads greater than the design loads shall not be applied to the trusses- ' specifications provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. be 19% less fabrication. DATE: 9/12/00 SHEET 1 of 1 accordance with the current versions of TPI and NDS design standards. No responsibility is assumed fnr the accuracy of information provided b ' designer. Dimensions be verified by the manufacturer an !or Lumber moisture content shall or at the time of unless noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (ICBO #4420) from 20. 18, or 16 ASTM A653 SQ grade 40 steel, SPAN: 30-11- 8 " the truss shall building designer prior to fabrication. The building designer shall review ga with G60 (min.) coating. Plates shall be app lied on both faces of truss at each ' loading atxl truss configuration to ensure that this design meets or exceeds joint. Plate dimensions are listed width x length. Slots (holes) in plate shall run minimum loading required by applicable local building codes. Compression parallel to the plate length. Slots inplate shall be oriented as shown on the draw- KEYMARK ENGINEERING ' chords shall he laterally braced by the roof or floor sheathing, directly mg. The plate shall be centered on joint U.N.O. Design assumes that adequate attached. unless otherwise noted. Bottom chord bracing shall be as toted. Bracing sono is for lateral support of individual it components only to reduce buckling length. It is not wind or lateral load bracing or overall drainage will be provided to prevent ponding, and adequate anchnrage will be provided resist uplfi at supports. The seal on this drawing indicates acceptance of professional engincerhng responsibility solely for the truss conhponco design 2905 Wilderness Place, STE 202 Boulder, Colorado 80301 budding design bracing which is by others. Refer to IIIB-97 ('I'PI) for recommended truss handling and erection. Do tint apply loads beyond shown. The suitabili ands use of this component for any particular building csign is the respnnsibility of the building designer- per ANSI/FPI 1-1995 Section 2. KEYsmart 3 .157 SCALE= 3/16":1' MBR LEN FORCEMBR LEN FORCE MBR FORCE MBR FORCE JT PLATE HORZ VERT ANG -JT PLATE HURZ VERT ANU LUMb6R SOLIJ'17UN 1- 2 5.27 -3740 8- 9 6.71 1754 2-1.2 53 5-1.0 379 1 3.OX 6.0 6-0 2-'0 0 7 1.5X 3.0 1-12. 3-8 90 TOP 2X'4 Dl* L,-!)2• 2- 3 5.42 -2947 9-10 6.71 2769 2-11 -802 5- 9 -865 2 3.OX 4.0 1-12 3-2 15 8 3.OX 5.0 3-8 3-8 0 TOP PANEL 1- 2 CSI= .688 3- 4 5.03 -2833 10-11 6.71 3161 3-11 485 6- 9 743 3 4.OX 5.0 3-8 0 9 3.OX 4.0 3-8 0 3-8 0 BOT 2X4 DFI.,-112 BOT PANEL 11-12 CSI= 4- 5 5.03 -3053 1.1-12 5.42 3608 4-11 -380 6- 8 -2036 4 3.OX 4.0 3-8 0 10 3.OX 4.0 .749 WEB 2X4 DFL -Stud 5- 6 5.03 -2120 1 5.27 3608 4-10 -220 7- 8 -138 S 3.OX 6.0 S 3.OX 6.0 .12- 6- 7 5.03 0 5 3.OX 4.0 3-8 0 11 3.OX 7.0 3-8 0 6 3.OX 5.0 0-0 3-8 0 12 1.5X 3.0 3-8 90 DEFLECTION 13- 1 1.50 14 TOTAL LOAD DEF @ PANEL 9 = .484" L%DEF=768 L= 371.5 REC CMBR= .39" JT REACT ACT BRG REQ BRG CANT TOTAL LOAD HOR DEF = .129" 1P 1306- 3.50" 1..50" MAX DEF:LL= .240" DL= .248" TL= .484" 1 124.H 8R 1199. 3.50" 1.50" BRACING • T -brace designed by others ' NOTE:Brace bottom chord @ 10ft OC max 1-6-10R 5-5-0 10-10-0 15-10-6 20-10-12 25-11-2 30-11-8 - or provide lateral brace by properly 1-6-0 5-5-0 -- t'-_---------- - 5-5-0 5-0-6 5-0-61 - 1 ' - - - --- - '--F-------I--- - 5-0-6 5-0-6 I---- -.--t I applied rigid ceiling. 3-14 1-9-7 3-3-1 " 3-3-1 - 3-3-1 3-3-1 3-3-1 DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN 0/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 WIND LOAD: 70 MPH DESIGN LOADINGS LOAD CASE 1 TOP LL TOP DL BOT LL BOT DL INC • 20.0 14.0 .0 5.0 1.25 LOAD CASE 2 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 ' SECTION DIR LIVE DEAD 1- 3 Norm -16.0 14.0 12 3x6 CO 3- 7 Norm -10.0 14.0 3.25 4x5- 3x4- 3 4 3x4- 3x5- 1.5x3/^ 5 6 7 1 13- 1 Norm -35.0 14.0 LOAD CASE 3 T T WIND LOAD: 70 MPH T T 3X4/ T TOP LL TOP DL BOT LL BOT DL INC v 2 . 20.0 14.0 .0 5.0 1.33 SECTION DIR LIVE DEAD n 3x6- 1- 3 Norm -10.0 14.0 13 1 3- 7 Norm -10.0 14.0 I) 1 11` 10 9 13-. 1 Norm -10.0 14.0 T 12 1.5x3/ 3x7- 3x9- 3x9- 3x5- - 3x6 _ t 0-0 0-0 0i0 0i0 0�0 0;0 5-5-0 5 6 12 6-6-12 6-8-8 6-8-8 5-5-0 10-11-12 17-6-8 •24-3-0 30-11-8 + a ��" A copy of this design shall be furnished to the erection contractor. This It is based weight of erectors until all permanent bracing is in place. Concentration of con- loads than the design loads shall rat be applied to the tnrsses Job ID: 762P3D\T02 10 Qty 1- pppp/� {�p��7 � �� 111661 111�� wit ll J 91 66 1 `, design is for an individual building component (a truss). on specifications provided by the component manufacturer and performed in struction greater at any time. Trusses shall be handled with care prior to erection m avoid damage. DATE:. 9/12/00 SHEET 1 of 1 accordance with the current versions of TPI and NDS design standards. Lumber moisture content shall be 19% or less at the time of fabrication, unless 4400 CarflpUS Or i v e No responsibility is assumed for the accuracy of information provided h noted othcrwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products #4420) from 20, 18, or 16 ASTM A653 SQ grade 40 steel. SPAN: 30-11- 8 - A the truss designer. Dimensions shall Ie verified by the manufacturer and/or The building designer (ICBO ga with G60 (min.) coating. Plates shall be a plied on both faces of truss at each Suite building designer prior to fabrication. shall review loading and truss configuration to ensure that this design meets or exceeds joint. Plate dimensions are listed width " length. Slots (holes) in plate shall run Ne W 0 r t Beach. h. C A 92660 Q minimum loading req tired by applicable local building codes. Compression Parallel to the plate length. Slots in plate shall he oricutcd as shown on the draw- I 'fhc on U.N.O. Design assumes that adequate KEYMARK ENGINEERING a 752-1612 (9 9) chords shall be laterally braced by the roof or floor sheathing, directly Brntom chord bracing shall be as noted. mg. plate shall centered lomt drainage will be provided to prevent ponding, and adequate a chorage will be 2905 wilderness P1aCe, STE 202 (9491 752-5321 Fax a X auatbal, unless otherwise noted. Bracing shown is for lateral support of individual truss cornpnnenis only to length, h is lateral Irnid bracin or overall provided resist upb(t at suppors. Tlie seal on this drawing indicates acceptance of professional eogimcermg responsiniliry solely for the truss corn em design gou].der, Colorado 80301 reduce hackling urn wnttl or Refer Illls-9� ffPq for shrnvn.'1'he suitability and use of Utis component oranppaniwlar building design SCALE= 3/16":l' building design bracing which is by others. in loads beyond is the responsibility of the huilrling designer, per ANSIfI-PI I-1995 Section 2. KEYsmart 3.157 recommended truss handling and erection. Do tint apply MBR LEN FORCE MBR LEN FORCE MBR FORCE MBR FORCE, JT PLATE HORZ VERT ANG JT PLATE HORZ VERT ANG LUMBER SOLUTION 1- 2 4.13 -3805 9-1.0 6.04 1.358 2-1.3 -33'/ 5•.11. --3.1.'/ I. 3. ox 6.0 6-0 2-0 0 -/ 3.OX 4.0 3 -it n TOP 2..X4 DI'l--112 2- 3 4.28 -3484 10-11 6.04 2207 3-13 284 6-11 456 2 1..5X 3.0 3-10 22. 8 1.5X 3.0 1-12 '3-8 90 TOP PANEL 2- 3 CSI= .487 3- 4 4.28 -2663 11-12 6.04 2631 3-12 -698 6-10 -837 3 3.'OX 4.0 3-10 15 9 3.OX 4.0 3-8 3-8 0 BOT 2X4 DFL -#2' 4- 5 4.53 -2560 12-13 6.42 3173 4-12 463 7-10 764 4 4.OX 5.0 3-8 0 10 3.OX 4.0 3-8 0 BOT PANEL 13- 1 CSI= 755 5- 6 4.53 -2505 13- 1. 6.27 3664 5-1.2 -90 7- 9 7171.7 53.OX 4.0 3-8 0 11 3.OX 4.0 3-8 0 WEB 2X4 DFL -Stud 6- 7 4.53 -1.661 8- 9 -123 S 3.OX 6.0 S 3.OX 6.0 7- 8 4.53 0 - 6 3.OX ,4.0 3-8 0 12 3.OX 7.0 3-8 5 DEFLECTION 14- 1 1.50 1.4 13 3.OX 4.0 3-8 0 TOTAL LOAD DEF to PANEL 11 = .443" 1.,/DEF=838 L= 371.5 REC CMBR= .39" JT REACT ACT BRG REQ BRG CANT TOTAL LOAD HOR DEF = .115" 1P 1306. 3.50" 1.50" MAX DEF:LJ,= .215" DL= .236" TL= .443" 1 141.H -9R 1199. 3.50" 1.50" t, BRACING " T -brace designed by others NOTE:Brace bottom chord O loft OC max or provide lateral brace by properly 1-6-10R 4-3-5 8-6-11 12-10-0 17-4-6 21-10-12 26-5-2 30-11-8 applied rigid ceiling. 1-6-0 4-3-5 4-3-5-_1 4-3-5 4-64-6 6 4-6-6 4-6-6 1 4-6-6 3-14 1-5-12 1 2-7-11. 3-9-9 3-9 9 3-9-9 3-9-9 3-9-9' ` DESIGN CRITERIA - ANSI/TPI 1-1995 . SPACING 24.0 IN 0/C NO REP BEND _ PLATE : EAGLE METAL PRODUCTS -95 , PLATE DUR INC=1.25 WIND LOAD: 70 MPH DESIGN LOADINGS LOAD CASE 1 TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.25 LOAD CASE 2 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33. SECTION DIR LIVE DEAD 1- 4 Norm -16.0 14.0 12 3x6 `° 4- 8 Norm -10.0 14.0 4x5- 3x4- 3x4- 3x4- 1.5x3/ I^ 1 14- 1 Norm -35.0 14.0 3.25 4 5 3x4/ 6 7 8 T T• LOAD CASE 3 WIND LOAD: 70 MPH T T 3 I TOP LL TOP DL BOT LL BOT DL *INC 1.5x3\ �i - 20.0 14.0 .0 5.0 1.33 2 m m SECTION DIR LIVE DEAD ry , 1- 4 Norm -10.0 14.0 n ^ 3x6 j I 1 14 1 r - 11 1 4- 8 Norm -10.0 14.0 14- 1 Norm -10.0 14.0 13 12 11 10 3x4- 3x7- 3x4- 3x4- 3x4 - 3x6 Oto 0�0 0;0 010 - - Oil) O'O 6-5-0 6-6-12 5-10-12 6-0-8 6-0-8 6-5-0 12-11-12 18-10-8 24-11-0 30-11-8 A copy of this design shall be furnished to the erection contractor. This Concentration weight of erectors until all permanent bracing is in place. Coentration of con. Job ID: 762P3D\TO3 10 Qty 1 �y GWU� is Engineering, design IS for an individual building component (a truss). It is based on struction loads greater than the design loads shall not be applied to the trusses handled damage. - - _ specifications provided by the component manufacturer and performed in at any time. Trusses shall be with care prior to erection to avoid DATE: 9/12/00 SHEET 1 of 1. r accordance with the current versions of TPI and NDS design standards. Lumber moisture content shall be 19% or less at the time of fabrication, unless 4 400 CampU 5 Drive No responsibility is assumed for the accuracy of hill tion provided by designer. Dimensions be verified by the and/or noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (ICBG #4420) from 20. 18. or 16 ga ASTM A653 SQ grade 40 steel. SPAN: 30-11- 8 - Su 1 t e A the Inas shall manufacturer building designer prior to fabrication. The building designer shall review with G60 (min.) coating. Plates shall be a plied on both faces of truss at each Pengih. Newport Beach. CA 92660 loading and truss configuration m tantre that this design meets or exceeds minimum IoaAing required by applicable local building aides. Compression loi nt. Plate dimcnsiotts are hstcd width z Slots (holes) in plate shall run parallel to the plane length. Slots in plate shall be oriented as shown on the draw- U.N.O. Design KEYMARK ENGINEERING (94 9) 752-1612 chords shall be laterally braced by the roof or Boor sheathing, directly Boom chord bracing shall be as noted. mg: The plate shall be centered on joint assumes that adequate drainage wdl be provided m prevent ponding, and adequate anchorage will be 2905 Wilderness Place, STE 202 r (949) 702-5321 Fax attached. unless otherwise tinted. Rracin shown is (nr natural support of individual truss components only to g provided resist uplift at supporrs. The, seal nn this draw mg indicates acct tante fessimwl for the �' Boulder,Colorado 80301 reduce buckling length, h is rrot wntd nr lateral load bracingQ or overall of pro e,gmecr, 'espolatbdity solely truss mmponeln esign huilrling design bracing which is by onhers. Refer to MIB -97 (TPI) for shown. The suimbdny and use o! this eompnttem for anyy pparticular building design building designer, ANSI/t-PI 1-1995 Scc ion 2. KEYSma rt 3.157 SCALE= 3/16":1' recommended IfU55 handl mg and ere't1011. Do not apply loads beyond is the responsibility of the per MBR LEN FORCE MSk LEN FORCE MBR FORCE MSR FORCE JT PLATE 14ORZ VERT ANG 17T PLATE HORZ VERT ANG LUMBER SOLUTION 1. - 2 3.90 -1772 5-- 6 5.24 I'l 0'/ 2- I Yl 0 "t - 7 56 1 3.OX 4.0 6-0 2-0 0 S 3.0X 4.0 6-0 2-n I ) TOP 2X4 DFL -92 2- 3 4.04 -1484 6- 7 2.69 11.1.6 3- 8 399 3- 6 395 2 1.5X 3.0 3-10 31. 6 3.OX 4.0 3-8 0 TOP PANEL 3- 2 CSI= .231 3- 4 4.04 -1481. 7- 8 2.69 111.6 4- 6 -366 3 6.OX 6.0 3-13 0 S 3.OX 6.0 BOT 2X4 DFL -42 4- 5 3.90 -1767 8- 1 5.24 1712 4 1.5X 3.0 3-10 31 7 1.5X 3.0 3-8 90 BOT PANEL 8- 1 CSI= .346 9- 5 .50 5 8 3.OX 4.0 3-8 0 WEB 2X4 DFL -Stud JT REACT ACT BRG REQ BRG CANT DEFLECTION IP 619. 3.50" .1 . 50 TOTAL, LOAD DEF @ PANEL 7 = .134" 1 -36.H L/DEF=999 L= 194.0 REC CMBR= .20" 5R 654. 3.50" 1.50" TOTAL LOAD HOR DEF = . .034" MAX DEF:LL= .069" DL= .069" TL= .134" BRACING 4-0-8 8-1-0 12-1-8 16-2-0 6-3R NOTE:Brace bottom chord @ 10ft OC max 4-0-8 4-0-8 4-0-8 1 4-0-8 _6-0 I or provide lateral brace by properly 3-14 1-5-0 2-6-2 1-5-0 3-14 applied rigid ceiling. DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN O/C REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 WIND LOAD: 70 MPH DESIGN LOADINGS WAD CASE 1 TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.25 LOAD CASE 2 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 SECTION DIR LIVE DEAD 12 6x6- 1- 3 Norm -16.0 14.0 3 12 3- 5 N rm -10.0 14. .0 3.25 9- 5 Norm -10.0 14.0 LOAD CASE 3 1.5x3\ I.5x3/ I WIND LOAD: 70 MPH 2 4 TOP LL TOP DL BOT LL BOT DL INC ro ro 20.0 14.0 .0 5.0 1.33 SECTION DIR LIVE DEAD 3x4- 3x11 1- 3 Norm -10.0 14.0 3- 5 Norm -16.0 14.0 5 9 9- 5 Norm -35.0 14.0 7 6 3x4- 3.5x3/ 3x4- 3 x6 0-'0 5-4-11 5-4-11 Wis Enqlpeerinq, CA 4400 Campus Drive Suite A Newport Beach. CA 92660 (949) 752-1612 (949) 752-5321 Fax 2-8-5 2-8-5 = 5-4-11 141 8-1-0 10-9-5 16-2-0 A copy of this design shall be furnished to the erection contractor. This eight of erectors until all permanent bracing is in place. Concentration of con- Job ID:762P3D\T0410 Qty 3 design i individual building component (a truss). It is based on struction loads greater than the design loads shall not be applied to the trusses - specificatictus provided by the component manufacturer and at an DATE: 9/12/00 SHEET I of 1 . wrf-ed in gctime. Trusses shall be handled with care prior to erection to avoid damage. accordance with the current versions of'I'PI and NDS standards. Lumber moisture content shall be 19% or less at the time of fabrication. unless No resnonihil i1v is assumed for the accuracy of in(ormai ion rovide'll, noted otherwise(l)N 0 ) Connector plates shall be manufactured by Ragle Metal the truss designer. Dimensions shall he verified by the nianulacuircr aid/or Products; (ICBO #4420) from 20, 19. or 16 ga ASTM A653 SO grade 40 steel building designer prior to fabrication. The building designer shall review with G60 (min.) coating. Plates shall be applied on both faces of truss at each loading and truss crinfiguration in ensure that this design inceis or exceeds joint. Plate dimensions arc listed width x length. Slots (holes) in plate shall run minimum Imdhig required by applicable local building codes. Compression '".1, 'c"o he p""ch'"" KEYMARK ENGINEERING chords shall Ix laterally braced by the roof or floor shcailung. directly P", centered on jmm U.N.O. Design assumes that adequate attached, un ess otherwise noied.'I'lonoin chord bracing shall hc as uoicd. Ic "I"' �"c 2905 Wilderness Place, STE 202 w" Pro c I he Bracing is for lateral support of individual truss cninprincius only, in Boulder, Colorado 80301 res cd "i reduce buckling length. It is not wind or lateral load brac "11 or overall c's'. in-'. 9 ('FPI) for f building desi n bracing which is by odier.s. Refer to 1110. n The bit,., a design KEYsmart 3.157 SCALE= 3/8":1' s".1 -Ir 'ou,. recomineudel truss handling. and erection. Do not apply loads beyond is the re"ns". oy of. 0;0 OIO 010 0 0 5-4-11 5-4-11 Wis Enqlpeerinq, CA 4400 Campus Drive Suite A Newport Beach. CA 92660 (949) 752-1612 (949) 752-5321 Fax 2-8-5 2-8-5 = 5-4-11 141 8-1-0 10-9-5 16-2-0 A copy of this design shall be furnished to the erection contractor. This eight of erectors until all permanent bracing is in place. Concentration of con- Job ID:762P3D\T0410 Qty 3 design i individual building component (a truss). It is based on struction loads greater than the design loads shall not be applied to the trusses - specificatictus provided by the component manufacturer and at an DATE: 9/12/00 SHEET I of 1 . wrf-ed in gctime. Trusses shall be handled with care prior to erection to avoid damage. accordance with the current versions of'I'PI and NDS standards. Lumber moisture content shall be 19% or less at the time of fabrication. unless No resnonihil i1v is assumed for the accuracy of in(ormai ion rovide'll, noted otherwise(l)N 0 ) Connector plates shall be manufactured by Ragle Metal the truss designer. Dimensions shall he verified by the nianulacuircr aid/or Products; (ICBO #4420) from 20, 19. or 16 ga ASTM A653 SO grade 40 steel building designer prior to fabrication. The building designer shall review with G60 (min.) coating. Plates shall be applied on both faces of truss at each loading and truss crinfiguration in ensure that this design inceis or exceeds joint. Plate dimensions arc listed width x length. Slots (holes) in plate shall run minimum Imdhig required by applicable local building codes. Compression '".1, 'c"o he p""ch'"" KEYMARK ENGINEERING chords shall Ix laterally braced by the roof or floor shcailung. directly P", centered on jmm U.N.O. Design assumes that adequate attached, un ess otherwise noied.'I'lonoin chord bracing shall hc as uoicd. Ic "I"' �"c 2905 Wilderness Place, STE 202 w" Pro c I he Bracing is for lateral support of individual truss cninprincius only, in Boulder, Colorado 80301 res cd "i reduce buckling length. It is not wind or lateral load brac "11 or overall c's'. in-'. 9 ('FPI) for f building desi n bracing which is by odier.s. Refer to 1110. n The bit,., a design KEYsmart 3.157 SCALE= 3/8":1' s".1 -Ir 'ou,. recomineudel truss handling. and erection. Do not apply loads beyond is the re"ns". oy of. MBR LEN FORCE 1`1814 LEN FORk:E MBR FORCE MBK FORCE J'3" 12 3.25 L--' PLATE HORZ VERT ANG JT PLATE HORZ VERT ANG LUMBER SOLUTION 1- 2 3.90 -1693 5- 6 5.24 1630 2- 8 337 3- 7 53 J. 3.0X 4.0 6-0 2-0 0 5 3.OX 4.0 6-0 2-0 -0 TOP 2X4 DFL -#2 2- 3 4.04 -1425 6- 7 2.69 1.083 3- 8 369 3- 6 369 2 1.5X 3.0 3-1.0 31 6 3.OX 4.0 - 010 010 0-10 0 0 3-8 0 TOP PANEL 4- 5 CSI= .255 3- 4 4.04 -1425 '7- 8 2.69 1083 - 4- 6 -337 3 6.OX 6.0 3-13 0 S 3.OX 6.0 BOT 2X4 DFL -#2 4- 5 3.90 -1693 8- 1. 5.24 1630 WUr 4 1.5X 3.0 3-10 31 7 1.5X Campus Or 1 V e 3.0 Lumber moisture content shall be 19% or less at the time of fabrication, unless 3-8 90 BOT PANEL 5- 6 CSI= .338 9- 1 3..50 .1.4 SPAN: 16- 2- 0 Suite A building designer prior to fabrication. The building designer shall review loading to that this design grade with G60 (min.) coating. Plates shall be applied on both faces or truss at each Plate dimensions listed length. Slots in 8 3.OX Newport 4.0 and truss configuration ensure meets or exceeds minimum loading required by applicable Intal building codes. Compression jnim. are width x (holes) plate shall run parallel to the plate length. Slurs in plate shall be oriented as shown on the draw- 3-8 0 WEB 2X4 DFL -Stud 10- 5 1.50 14 mg. The plate shall be centered on joint U.N.O. Design assumes that odeytrate KEYMARK ENGINEERING anathed. unless otherwise noted. Bottom chord bracing shall be as noted. drainage will be provided to prevent ponding, and adequate anchorage will be 2905 Wilderness Place, STE 202 (9491 752-5321 Fax Bracing shown is for lateral suphxxt of individual truss components only to lateral load provided resist uplift at supports. The seal on this drawing indicates acce ta,ee gcsign Boulder, Colorado 80301 reduce hackling length. It is not wind or bracingg or overall huilding design bracing is by Refer in Ilm-47 ffPO for of professional engiecring responsibility solely for the truss component The for building design which others. reconunendcd tmss handling anal creennn. On not apply loads Ievnnd sh0svn. suitabdity and use of this eomprnent any particular is the responsibility of the 1,ui1ding designer. ler ANSI/1''1 I-19115 Section 2. KEYama 17t. 3 ..1.57 SCALE= 3.1/32:1.' DEFLECTION JT REACT ACT BRG REQ BRG CANT TOTAL LOAD DEF @ PANEL 7 = .128" 1P 721. 3.50" 1•.50" L/DEF=999 L= 194.0 REC CMBR= .20" 1 -47.H TOTAL LOAD HOR DEF = .033" 5R 721. 3.50" 1.50" MAX DEF:LL= .065"'DL= .066" TL= .128" - BRACING - NOTE:Brace bottom chord O 10ft OC max 1-6-1OR 4-0-8 6-1-0 12-1-8 16-2-0 1-6-1OR or provide lateral brace by properly 1-6-0 I 4-0-8 4-0-8 I 4-0-8 I 4-0-8 1-6-0 I applied rigid ceiling. 3-14 1-5-0 2-6-2 1-5-0 3-14 DESIGN CRITERIA -ANSI/TPI 1-1995 SPACING 24.0 IN O/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 WIND LOAD: 70 MPH DESIGN LOADINGS SEE PAGE 2 LOAD INFORMATION 6x6- j 12 3.25 L--' 3 1.5x3\ = 12 Q3. 25 T 1.5x3/ ry C N n - 3x4- _ 2 4 � 3x4- N - ----- 6 0 ar - - - A-. ----._.' - I 3x4- 1.5x3/ 3x4- I 3x6 0 0 - 010 010 0-10 0 0 5-4-11 2-8-5 2-8-5 5-4-11 - 5-4-11 8-1-0 10-9-5 16-2-0 jF ��q�A �s Engineering CA copy of this design shall be furnished to the erection contractor. This design is for an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- strucnon loads greater than the design loads shall rat be applied to the trusses Job ID:762P3D\TO5 10 Qty " 1 - WUr specifications provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 1 of 2 4 400 Campus Or 1 V e accordance with the current versions of TPI and NDS design standards. informatinn Lumber moisture content shall be 19% or less at the time of fabrication, unless _ No responsibility is assumed for the accurag of provided by the truss designer. Dimensions shall be vein red by the manufacturer au /or noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (IC00 p4420) from 20, 18 or 16 a ASTM A653 SQ 40 steel, SPAN: 16- 2- 0 Suite A building designer prior to fabrication. The building designer shall review loading to that this design grade with G60 (min.) coating. Plates shall be applied on both faces or truss at each Plate dimensions listed length. Slots in Newport Beach. CA 92660 and truss configuration ensure meets or exceeds minimum loading required by applicable Intal building codes. Compression jnim. are width x (holes) plate shall run parallel to the plate length. Slurs in plate shall be oriented as shown on the draw- (949) 752-1612 chords shall be laterally braced by the roof or floor sheathing directly mg. The plate shall be centered on joint U.N.O. Design assumes that odeytrate KEYMARK ENGINEERING anathed. unless otherwise noted. Bottom chord bracing shall be as noted. drainage will be provided to prevent ponding, and adequate anchorage will be 2905 Wilderness Place, STE 202 (9491 752-5321 Fax Bracing shown is for lateral suphxxt of individual truss components only to lateral load provided resist uplift at supports. The seal on this drawing indicates acce ta,ee gcsign Boulder, Colorado 80301 reduce hackling length. It is not wind or bracingg or overall huilding design bracing is by Refer in Ilm-47 ffPO for of professional engiecring responsibility solely for the truss component The for building design which others. reconunendcd tmss handling anal creennn. On not apply loads Ievnnd sh0svn. suitabdity and use of this eomprnent any particular is the responsibility of the 1,ui1ding designer. ler ANSI/1''1 I-19115 Section 2. KEYama 17t. 3 ..1.57 SCALE= 3.1/32:1.' DESIGN LOADINGS LOAD CASE 1 LOAD CASE, 2 LOAD CASE 3 WIND LOAD: 70 MPH WIND LOAD: 70 MPH LIVE DEAD TNC LIVE DEAD INC LIVE DEAD INC TOP 20.0 14.0 1.25 TOP 20.0 14.0 1.33 TOP 20.0 14.0 1.33 BOT .0 5.0 BOT .0 5.0 BOT .0 5.0 SECTION DIR LIVE DEAD SECTION DIR LIVE DEAD 1- 3 Norm -16.0 14.0 1- 3 Norm -10.0 14.0 3- 5 Norm -10.0 14.0 3- 5 Norm -16.0 -14.0 9- 1 Norm -35.0 14.0 9- 1 Norm -.-10.0 14.0 10- 5 Norm -10.0 14.0 10- 5 Norm -35.0 14.0 Y Gouv is Engineering CA A copy of this design shall he furnished to the erection contractor. This design is fnr an it" Ividual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- struciion loads greater than the design loads shall not be applied to the trusses Job ID:762P3D\T05 10 Qty 1 '� c • x specifications provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. fabrication, DATE: 9/12/00 SHEET 2 o£ .2 ^,a . 4 400 Campus S DC l V e P accordance with the current versions of'rP1 and NDS design standards. No is for information b • Lumber moisture content shall be 19% or less at the time of unless noted otherwise(U.N.O.). Connector shall be manufactured by Eagle Metal - responsibility assumed the accuracy of pprovided the truss designer. Dimensions shall be verified by the manu(acmrer an /or plates Products (ICBO #4420) from 20. 18, or 16 ga ASTM A653 SQ grade 40 steel. SPAN- 16- 2- 0 SU 1 t e A building designer m fabrication. The building designer shall review with G60 (min.) coating. Plates shall be applied on both faces of truss at each - Newport Beach, CA 92660 prior load in and truss configuration to ensure that this design meets or exceeds loins. Plate dimensions are listed width x length. Slots (holes) in plate shall run be draw- minimum loadin requtted h applicable local buildinggeodes. Com ressinn be laterally hraeedpby the roof or floor shathing directly parallel to the late length. Slots in late shall oriented as shown nn the ing. The shall be centered on pint U.N.O. Design assumes that ategnate KEYMARK ENGINEERING - (949) 752-1612 chords shall Bottom chord bracing shall he as noted. plate drainage will he to and adequate anchorage will he 2.905 Wilderness Place, STE 202 (949) 752-5321 Fax attached. unless otherwise noted. Bracing shown is fnr haeral support of individual truss components only to reduce buckling length. h is not wind or lateral load bracing nr overall provided prevent poiding, provided resist uplift at supports. The seal on this drawing indicates acce nauce of pr, engineering responsibility solely for the truss conhluhncnt t�csiun Boulder; Colorado 80301 building design bracing which is by others. Refer to 11113-9 (TPI) for n. The suitability and use of this cnmphaent for anyy articular building design KEYsmarl' 3 ].57 SCALE= 11/32: ].' rerommendeh truss handling and erection. Dn not apply mads bevrnhd is the responsibility of the building designer. per ANSIfrF1 1-1995 Section -. . 1101; t,eu I. e, twv. t.,t,J1 t•..dv_r, ruse, rvw_1,,. nvr:Cb 01 !'LAIE Ilok- VkKT ANL; 1IT PbNI'E HURL VERT ANI; LIJVdER SOLUTION 1- 2 4.27 -1884 S - 6 5.74 1.5:1.5 2- 8 -380 3-'7 51 1 3.OX 4.0 6-0 2-0 0 5 3.OX 4.0 6-0 2-0 0 TOP 2X4 DFL -N? 2- 3 4.42 -1584 6- 7 2.94 1.191 3- 8 423 3- 6 423 2 1.5X 3.0 3-10 32 6 3.OX 4.0 3-8 0 TOP PANEL 4- 5 CSI= .273 3- 4 4.42 -1584 7- 8 2.94 1193 4- 6 -380 3 6.OX 6.0 3-13 0 S 3.OX 6.0 BOT 2X4 DFL -N2 4- 5 4.27 -1884 8- 1 5.74 1816 4 1.5X 3.0 3-10 32 7 1.5X 3.0 3-8 90 BOT PANEL 5- 6 CSI= .374 9- 1 1.50 14 8 3.OX 4.0 3-8 0 WEB 2X4 DFL -Stud 10- 5 1.50 14 DEFLECTION JT REACT ACT BRG REQ BRG CANT TOTAL LOAD DEF @ PANEL 6 = .156" lP 780. 3.50" 1.50" L/DEF=999 L= 212.0 REC CMBR= .22" _ 1 50.H - TOTAL LOAD HOR DEF = .040" 5R 780., 3.50" 1.50" MAX DEF:LL= .080" DL= .082" TL= .156" BRACING NOTE:Brace bottom chord @ loft OC max 1-6-1OR 4-5-0 8-10-0 13-3-0 17-8-0 1-6-10R or provide lateral brace«by properly 1-6-0 4-5-0 I- 4-5-0 4-5-0 I I 4-5-0 1-6-0 I 1 applied rigid ceiling. . 3-1.4 1.-6-3 .. 2-8-9 1-6-3 3-14 DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN 0/C REP BEND ` PLATE : EAGLE METAL PRODUCTS -95 PLATE OUR INC=1.25 WIND LOAD: 70 MPH DESIGN LOADINGS SEE PAGE 2 LOAD INFORMATION 6x6- ' 12 7 3.25 - 3 12 Q3.25 t1.5x3\ 1.5x3/; m 3x4- 1 9 T - 2 4 m 3x4- 5 1111 � 10 6 - T 8 7 3x4- 1.5x3/ 3x4 - 3x6 • r - 0-10 0;0 .. 0;0 0�0 X0_0- 5-10-11 2-11-5 2-11-5 5-10-11 5-10-11 8-10-0 11-9-5 17-8-0 % 6ouvis Engineering CA « A copy of this des;ggn shall be furnished to the erection contractor. This design is (or an i�'vidualbuilding component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration o(con- struction loads greater than the design loads shall not be applied to the trusses Job ID; 762P3D\T06' 10 Qty 3 spectRcattons provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 1 of 2 -� 4 400 Cam U S Or ] V e l7 accordance with the current versions of TPI and NDS design standards. Lumber moisture content shall be 19% or less at the time of fabrication. unless ' No responsibility is assumed for the accuracy of information provided by the truss designer. Dimensions shall he verified by the manufacturer and/or noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (ICBG #4420) from 20. IS, 16 ASTM A653 SQ 40 SPAN: 17- 8- 0 Suite A building designer to fabrication. The building designer shall review or ga grade steel. with G60 (min.) coating. Plates shall be applied on both faces truss - . Newport Beach, CA 9?660 prior loading and truss configuration to ensure that this design meets or exceeds loading of at each joim. Plate dimensions arc listed width x length. Slots (holes) in plate shall nm , minimum reqcared by applicable local building codes. Compression pamlld to the plate length. Slots in Plate shall be orient d as shown on the draw- KEYMARK ENGINEERING (949) 752- 1612 chords shall he lamrally braced by the roof or floor sheathin directly Rollom hracing be mg l he plate shall be centered on loim U.N.O. Lk .gn asthat adequate dremagc be (949) 752-5321 Fax auached. unless otherwise noted. chord shall as noted. Bracing shown is for lateral support of individual truss rnmlxncenls only to reduce hackling length. It is not wind or lateral load bracingQ or overall building design bracing is by Refer IIIR-97 for wdl provided to prevent Ionding. and adequate anchorage will be provided resist uph(i at supports. The seal on this drawing indicates acceptance o(pro(essional engineenng( responsdbtliq• solely for the truss component des;gn The 2905 Wilderness Place, STE 202 Boulder, Colorado 80301 which others. to (TPI) recommewled Inas handling and erection. Do not apply lands beyond shrnvn. suitabnlity anduse o(this component for any particular building design is the responsibility o, the building des'goer- per ANSI/1-PI I-1995 Section 2. KEYSmart 3.157 SCALE= 5/16":l' DESIGN LOADINGS LOAD CASE 1 LOAD CASE '2 LOAD CASE 3 WIND LOAD: 70 MPH WIND LOAD: 70 MPH LIVE DEAD INC LIVE DEAD INC LIVE DEAD INC ' TOP 20.0 14.0 1.25 TOP 20.0 14.0 1.33 TOP 20.0 14.0 1.33 BOT .0 5.0 BOT .0 5.0 BOT .0 5.0 SECTION. DIR LIVE DEAD SECTION DIR LIVE DEAD 1- 3 Norm -16.0 14.0 1- 3 Norm -10.0 14.0 3- 5 Norm -10.0 14.0 -3- 5 Norm -16.0 14.0 - 9- 1 Norm -35.0 14.0 9- 1 Norm -10.0 14.0 10- 5 Norm -10.0 14.0 10- 5 Norm -35.0 14.0 R f it Grnivis Engineering CA Engineering, A copy of this design shall be furnished to the erection contractor. This design .5 an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- strucrton loads greater than the design loads shall not be applied to the trusses Job ID: 762P3D\T06 10 Qty 3 specifications provided by the component manufacturer and performed in TPI NDS at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 2 of 2 4 40� Campus S Df ] V e P accordance with the current versions of and design standards. No is for the information by Lumber moisture content shall be 19% or less at the time of fabrication, unless Connector responsibility assumed accuracy of provided the truss desigrcr. Dimensions shall be verified by the nnmu acturer aid/or noted otherwise(U.N.O.). plates shall be manufactured by Eagle Metal Products (ICBG #4420) from 20, Ig, or 16 ASTM A653 SQ 40 SPAN: 17- 8- 0 Suite A building designer fabrication. The building designer ga rade steel, G60 Newport Be Beach, h, C A 9z6(jQ prior to shall review loading and truss configuration to ensure that this design meets or exceeds minimum loading reycored by applicable local building codes. Compression with (min.) coating. Plates shall be a plied on both faces of truss at each joint. Plate dimensions are fisted width x Pength. Slots (holes) in glare shall run to the length. Slots inplate be draw- - (949) 752-1612 chords shall be laterally braced by the roof or floor sheathing, directly Rouom bracing parallel #laic shall oriented as shown on the mg. The plate shall he cemered on)oint U.N.O. Design assumes that adequate KEYMARK ENGINEERING (949) 752-5321 F 3 X auached. unless otherwise noted. chord shall as rioted. Bracing shown is for lateral support of individual truss components only m reduce buckling length. h is not wind or lateral load bracin or overall drainage will be provided ro prevent ponding, and adequate atxhnrage wilt be provided resist .#fits nt suppons. The seal on this drawing imlicares acceptaixe (or design 2905 Wilderness Place, STE 202 BOU laer, Colorado 80301 building design bracing which is Fry others. Refer to FIID-9� (fPq for of prn(essiorul engirrccnng responsibility solely the truss compotrem shown. "f he suitability aml use of this component for any building rlesiga reconunnvler muss handling and erection. Do not apply loads heyroxl panicula5 is the respnnsibiliry of the building designer, per ANSI I I-199- Section 2. KEYsmdrt 3.157 SCALE= 5/16":1' MBR LEN FORCE MBP, LEN FORCE, MBR FORCE MBR FORCE JT PLATE HORZ VERT ANG JT PLATE HORZ VERT ANG LUMBER SOLUTION . 1- 2 3.52 -1486 5- 6 7.1.9 1428 2- 6 -462 3- f, 321 1 3.OX 4.0 6-0 2-0 0 4 I.,.-,X 3.0 3-10 11 TOP 2X4 DFL-#2' 2- 3 3.67 -1023 6- 1 7.19 1428 4- 6 -462 2 1.5X 3.0 3-10 13. 5 3.OX 4.0 6-0 2-0 0 TOP PANEL 1- 2. CSI=. .1.85 3- 4 3.67 -1023 3 4.OX 4.0 0-0 3-10 0 6 3.OX 7.0 3-8 0 BOT: 2X4 DFL-42 4- 5 3.52 -1486 BOT PANEL 5- 6 CSI= .362 7- 1 1.50 14 WEB 2X4 DFL-Stud 8- .5 1.50 14 • DEFLECTION JT REACT ACT BRG REQ BRG CANT TOTAL LOAD DEF © PANEL 5 = .107" 1P 663. 3.50" 1.50" L/DEF=999 L= 176.0 REC CMBR= .18" 1 .45.14 - `TOTAL LOAD HOR DEF'= .07.9" 5R 663. 3.50" 1.SO" _ MAX DEF:LL= .053" DL= .073" TL= .107" BRACING NOTE:Brace bottom chord @ loft OC max 1-6-1OR 3-8-0 7-4-0 11-0-0 14-8-0 1-6-10R or provide lateral brace by properly 1-6-0F 3-8-0 I 3-8-0 l 3-8-0 I 3-8-0 11-6-0 pP g• g applied rigid ceiling. 3-14 1-3-13 2-3-11 1-3-13 3-14 DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN O/C REP BEND PLATE : EAGLE METAL PRODUCTS-95 PLATE DUR INC=1.25 WIND LOAD: 70 MPH DESIGN LOADINGS SEE PAGE 2 LOAD INFORMATION 4x4- 12 (12 3 Q3.25 Tr 3.25 I/ 1.5x3\ 2. 1.5x3/ 4 n 3x4- n 3x4- 1 7 5 11 IN B l T - 6 -. 3x7- = 0-0 0-0 0-0 - 7-4-0 7-4-0 ti- e - 7-4-0 14-8-0 _ 6ouvis Engineering CA A copy of this design shall be furnished m the erection contractor. This design is for an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses Job ID: 762P3D\T07 10 Qty 4 - .. specifications provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 1Of 2 - 4 4�� (, i3fe U S Drive P accordance with the current versions of TPI and NDS design standards. No is for informationprovided by Lumber moisture content shall be 19% or less at the time of fabrication. unless Connector be by Eagle Metal - responsibility assumed the accuracy of the truss designer. Dimensions shall be verified by the manufacturer and/or noted otherwise(U.N.O.). plates shall manufactured Products (ICBO #4420) from 20, 18. or 16 ASTM A653 SQ 40 steel• SPAN: 14 - 8- 0 Suite A building designer prior to fabrication. The building designer shall review ga grade with G60 (min.) coating. Plates shall be applied on both (aces of truss at each Newport Beach. C h, C A 92660 loading and vuss configuration no ensure that this design meets or exceeds joint. Plate dimensions are listed width x Pength. Slots (holes) in plate shall ton mininnnn loading required by applicable Inca[ building codes. Compression parallel to the plate length. Slots inplatc shall beoriented as shown on the draw- KEYMARK ENGINEERING (949) 752-1612 chords shall be laterally braced by the roof or floor sheathin directly mg. The plate shall be centered on )Dint II. N.O. Design assumes that adequate drainage be (9491 752--5321 Fax auached. unless otherwise sated. Brntom chord bracing shale as noted. Bracing shown is for lateral support of individual truss components only to buckling length, h is lateral load bracingg vi' provided to Prevent grinding• and adequate anchorage will be provided resist upltf at supports. The seal on, n this drawing indicates acce Hance (or design 2905 Wilderness Place, STE 202 Boulder, Colorado 80301 • reduce at ix•tnd nr or overall building design bracing which is by Refer to 13113-97 frl'I) for of professional engineering resg mvbdity solely the truss component shown. The this component for building design others. IrU$$ Ii:Iidhiig Do not apply Toads I'ci'nid suitability and use of an PParticular is the responsibility of the building designer, AMS' /rPI I-199S Sect irni 2. Y.EYSmaYt 3.157 SCALE= 11/ 32:1' recommended and CrCCIIOn. per DESIGN LOADINGS , LOAD CASE I LOAD CASE 2 LOAD CASE 3 s is a WIND LOAD: 70 MPH weight of erectors until all permanent bracing is in place. Concentration of con- struction loads than the design loads shall not be applied to the trusses WIND LOAD: 70 MPH 6ouvis En ineering, g LIVE DEAD INC LIVE DEAD INC LIVE DEAD INC Lumber moisture content shall be 19% or less at the time of fabrication, unless noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal 40 TOP -20.0 14.0 1.25_ TOP 20.0 14.0 1..33 TOP 20.0 14.0 1.33 BOT .0 5.0 BOT .0 5.0 Ila with G60 (min.) coining. Plates shall be applied on both faces of truss at each joint. Plate dimensions arc fisted width z length. Slots (holes) in plate shall run BOT .0 5.0 New 0 f t Be a e h. C A 92660 p minimum loading reywred by applicable local building codes. Compression SECTION DIR LIVE DEAD SECTION DIR LIVE DEAD mg. plate shall centered on )o,m drainage wd1 he provided to prevent ponding, and adequate anchorage will be 1.- 3 Norm -16.0 14.0 1- 3 Norm -1.0.0 14.0 Boulder, Colorado 80301 3- 5 Norm -10.0 14.0 3- 5 Norm -16.0 14.0 7- 1 Norm -35.0 1.4.0 7- 1 Norm -10.0 14.0 recommended truss handling and erection. Do not apply 8- 5 Norm -10.0 14.0 8- 5 Norm -35.0 14.0 s is a A copy of this des shall be furnished to the erection contractor. This U,d "idu It is based weight of erectors until all permanent bracing is in place. Concentration of con- struction loads than the design loads shall not be applied to the trusses Job ID:762P3D\T07 10 Qty 4 - 0 " w 6ouvis En ineering, g design is for an l building component (a truss). on specifications b the component manufacturer and performed in greater at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 f SHEET 2 of 2 ` • , , 4400 Campus Drive provided accordance with the current versions of TPI and NDS design standards. No responsibility is assumed for the accurac of information provided by Lumber moisture content shall be 19% or less at the time of fabrication, unless noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal 40 SPAN: 14- 8- 0 _ r t: ` ' the truss designer. Dimensions shall he verified by the manufacturer and/or Products (ICBG #4420) from 20. 18. or 16 ASTM A653 SQ grade steel. Suite A, building designer prior m fabrication. The building designer shall review loading and truss configuration to ensure that this design meets or exceeds Ila with G60 (min.) coining. Plates shall be applied on both faces of truss at each joint. Plate dimensions arc fisted width z length. Slots (holes) in plate shall run New 0 f t Be a e h. C A 92660 p minimum loading reywred by applicable local building codes. Compression parallel to the plate length. Slots in plate shall be onentcd as shown on the draw- The he U.N.O. Design assumes that adequate KEYMARK ENGINEERING (949) 752-1612 chords shall be laterally braced by the roof or floor sheathingg directly Bottom chord bracing shall be as noted. mg. plate shall centered on )o,m drainage wd1 he provided to prevent ponding, and adequate anchorage will be 2905 Wilderness Place, STE 202 752-5321 Fax auachcd, unless otherwise noted. Bracing shown is for lateral support of individual truss components only to prm•ided resist uphfl at supports. l'he seal on this drawing indicates accep,a,xe ny solely (or the truss component design Boulder, Colorado 80301 (949) redutc lnrckling Iengdn. h is iron wird nr lateral load bracingg or overall for of professional eng _e r,7'esponsnbd The ny of ,his componcm foran ppanicular bmlding design building design bracing which is by others. Refer to FIIH-91 (fPl) loads beyond shown. su, ab. anal use is the resprnnsihili,y of ,he budding desi¢nwr, per ANSIlfPI 1.1995 Section 2. KEYsma rt 3.157 SCALE= 11/32:1' recommended truss handling and erection. Do not apply MBR LEN FORCE MBR LEN FORCE MBR FORCE MBR FORCE 07' • PLATE HUHZ VERT ANG JT A copy of this dentgn shall be furnished to the erection contractor. This PLATE HURZ VP,k'1' ANG LUMBER SOLUTION 1- 2 4.13 -1.782 7- 8 3.1.5 0 2.-12 45 5-1.0 1.1.15 1 3.OX 4.0 noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal from 20, 18, 16 ASTM A653 SQ 40 steel, 3-0 2-1.3 0 7 1..5X 3.0 1.-1.2 3-8 90 TOP 2X4 DFL -#2 2- 3 4.27 -1204 8- 9 3.1.5 5 2-1.1 -584 5- 8 -839 2 3.OX 4.0 1-12 3-2 15 8 3.OX 7.0 3-8 0 'rOP PANEL 2- 3 CSI= .31.6 3- 4 2.23 -1173 10-11 2.23 1372 3-11 436 6- 8 539 3 4.OX 4.0 0-0 3-10 0 9 1-5X 3.0 1-1.2 3-8 90 BOT 2X4 DFL -42 4- 5 3.15 -1439 1.1.-1.2 4.27 1.671. 4-11. -342 6- 7 -748 4 3:OX 4.0 1.-12 3-2 15 10 5.OX 8.0 1-1.2. 1.-12 0 BOT PANEL 12- 1 CSI= 399 5- 6 3.15 -340 1.2- 1 4.1.3 1671 8-1.0 517 4- 9 99 5 3.OX 4.0 1-1.2. 3-2 .15 1.1 3.OX 7.0 3-B 0 W1:f1 2X4 DFL -Stud 13- 1 1.50 29 6 3.OX 4.0 3-8 2;11 15 12 1.5X 3.0 3-8 90 14- 6 1.50 27 DEFLECTION TOTAL LOAD DEF @ PANEL 9 = .130" L/DEF=999 L= 205.0 REC CMBR= .21" JT REACT ACT BRG .REQ BRG CANT TOTAL LOAD HOR DEF = .105" 1P 763. 3.50" 1.50" MAX DEF:LL= .064" DL= .070" TL= .130" 1 57.H 7R 763. 3.50" 1..50" BRACING NOTE:Brace bottom chord O 10ft OC max or provide lateral brace by properly 1-6-10R 4-3-4 8-6-8 10-11-1 13-11-2 17-1-0 1-6-1OR applied rigid ceiling. 1-6-01 4-3-4 4-3-4 2-4-9 3-0-2' I 3-1-13 �1-6-0 I 6-2-2 ` _1 7-4-0 + 6-8-4 5-10-8 M1 5-0-4 DESIGN CRITERIA - ANSI/TPI 1-1995 M 5-0-4 SPACING 24.0 IN O/C NO REP BEND - PLATE : EAGLE METAL PRODUCTS -.95 PLATE DUR INC=1.25 WIND LOAD: 70 MPH + DESIGN LOADINGS CPP. PAGE 2 LOAD INFORMATION 4x4- 12 123 1- 1.5x3/ 3x7- 1.5x3/ 4-6-12 4-6-12 - 4-6-12 4-6-12 0-0 0-0 I- '• do "+ 4-3 9 9-3-4 2-2-13 3-1-14 3-1-13 0 n l • 0 ' /`� A copy of this dentgn shall be furnished to the erection contractor. This t Job ID:762P3D\T08 10 Qty 1 - r �ry is Engineering, w strucuon greater than at any time. Trusses shall be handled with care prior to erection to avoid damage. ,• WU� specifications provided the component performed accordance with the current versions of TPI and NDS design standards. Lumber moisture content shall be 19% or less at the time of fabrication, unless 4 400 Campus Drive ' No responsibility is assumed for the accuracy of information provided by 4-6-12 4-6-12 - 4-6-12 4-6-12 0-0 0-0 t '• do "+ 4-3 9 9-3-4 2-2-13 3-1-14 3-1-13 4-3-4 8-6-8 10-9-5 13-11-2 17-1-0'2 ' /`� A copy of this dentgn shall be furnished to the erection contractor. This weight of erectors until all permanent bracing is in place. Concentration of con- loads the design loads shall not be applied to the trusses Job ID:762P3D\T08 10 Qty 1 - �ry is Engineering, design is for an itdtvidual building component (a truss). It is based on b manufacturer and in strucuon greater than at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 1 of 2. WU� specifications provided the component performed accordance with the current versions of TPI and NDS design standards. Lumber moisture content shall be 19% or less at the time of fabrication, unless 4 400 Campus Drive ' No responsibility is assumed for the accuracy of information provided by noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal from 20, 18, 16 ASTM A653 SQ 40 steel, SPAN: 17- 1- 0 Su t e A the truss designer. Dimensions shall be verified by the manufacturer and/or The building designer Products (ICBG #4420) or ga grade with G60 (min.) coating. Plates shall be applied on both faces of truss at each - .1 C A 92660 building designer prior to fabrication. shall review I c din8 a d truss configuration to ensure that this design meets or exceeds joim. Plate dimensions are listed width x length. Slots (holes) in plate shall run length. Slots in shall be oriented as shown on the draw- Newport Beach. minimum loading regmred by applicable local building codes. Compression chords shall be laterally braced by the roof or floor sheathing• directly parallel to the plate plate mg: The plate shall be centered on loin U.N.O. Design assumes that adequate will be KEYMARK ENGINEERING 2905 Wilderness Place, STE 2.02 (949) 752-1612 auached, unless otherwise noted. Bosom chord tracing shall Int as noted. drainage will be provided to prevent ponding, and adequam anchorage at supportsThe seal on this drawing i�icates accepptance (949) 762-532 ] F a X Bracing shown is for lateral support of individual truss components only m reduce hackling length, h is not wind or lateral load bracing or overall provided resist uphO of professional engineering respnnsibdity solely (or the truss component delign -rte building design Boulder, Colorado 80301 " building design bracing which is by others. Refer to MIB -97 (TPI) for xtnwn. xiitanirty and use of this component for any particular KEYSma rt. 3.157 SCALE= 5/16 recommended tri« handling ant erection. Do not apply heads legoitl is the respnnsihility of the building desigier, per ANSI r l I-1995 Sectim, 2. DESIGN LOADINGS LOAD CASE 1 LOAD CASE 2 LOAD CASE 3 WIND LOAD: 70 MPH A copy of this design shall be furnished to the erection contractor. This design is for an individual building component (a truss). It is based on WIND LOAD: 70 MPH LIVE DEAD INC LIVE DEAD INC LIVE DEAD INC accordance with the current versions of TPI and NDS design standards. No is for information by TOP 20.0 14.0 1.25 TOP 20.0 1.4.0 1.33 TOP 20.0 14.0 1.33 rated otherwise(U.N.O.). plates shall Products (ICBO #4420) from 20, 18, or 16 ASTM A653 SQ 40 steel, SPAN: 17- 1- 0 BOT .0 5.0 BOT .0 5.0 building designer prior to fabrication. The building designer shall review BOT .0 5.0 Newport Be aC h, C A 92660 SECTION DIR LIVE DEAD SECTION DIR LIVE DEAD minimum loading regcared by applicable local building codes. Compression chords shall be laterally braced by the roof or 0car sheathing directly 1- 3 Norm -16.0 14.0 1- 3 Norm -10.0 14.0 plate loim drainage w I' be provided to prevent ponding, and adequate anchorage will be 2905 Wilderness Place , STE 202 3-6 Norm. -10.0 14.0 3- 6 Norm -16.0 14.0 13- 1 Norm -37.0 14.0 13- 1 Norm -10.0 14.0 ' 14- 6 Norm -10.0 14.0 14- 6 Norm -35.0 14.0 - - 6ouris Engineering CA Engineer -Ing, A copy of this design shall be furnished to the erection contractor. This design is for an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses Job ID: 762P3D\TOS 10 Qty 1 - specifications provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE : 9/12/00 SHEET 2 of 2 4400 Campus Drive P accordance with the current versions of TPI and NDS design standards. No is for information by Lumber moisture content shall be 19`% or less at the time of fabrication, unless Connector be manufactured by Eagle Metal responsibility assumed the accuracy of provided the truss designer. Dimensions shall be veri ted by the manufacturer and/or rated otherwise(U.N.O.). plates shall Products (ICBO #4420) from 20, 18, or 16 ASTM A653 SQ 40 steel, SPAN: 17- 1- 0 Suite A building designer prior to fabrication. The building designer shall review ga grade with G60 (min.) coating. Plates shall be applied on both faces of truss at each Newport Be aC h, C A 92660 loading and truss configuration to ensure that this design meets or exceeds joint. Plate dimensions are listed width x length. Slots (holes) in plate shall run , minimum loading regcared by applicable local building codes. Compression chords shall be laterally braced by the roof or 0car sheathing directly parallel to the plate length. Slots inplate shall be oriented as shown on the draw- mg: l'he shall be centered on U.N.O. Design assumes that adequate KEYMARK ENGINEERING (9491 752 -1612 attached. unless otherwise noted. Bottom chord bracing shall he as noted. plate loim drainage w I' be provided to prevent ponding, and adequate anchorage will be 2905 Wilderness Place , STE 202 (949) 752-5321 Fax (tracing shown is for lateral support individual truss mmpr+nems only in reduce I+ucklin Icn ih. It is not wuxl or lateral h ad hmcin or overall g building bracing is by IIIB-9 for provided resist uplift at supports. The seal t this drawutg indicates cc,nance of rofessinml cn mecrm res xmsibilit snlcl for the truss coin nrem t�esi a r g. I r r rx Bot.tl der, Colorado 8030.1. desiggn which others. Refer to (I-I'I) recommemled truss handling and erection. Do not apply loads beyond xbmvn.'fhe xunabtlny ane use of this Co.pnrtent for anyy ppanicular building t esign ix the responsihiliry of the building designer, per ANSI/I'PI 1-1995 Section 2. KEYsmart 3 . 157 SCALE= 5/16":]' 12 4x4- 3 �1 1.5x3/ 3x7- 1.5x3/ 4-6-12 - 4-6-12 4-6-12 4-6-12 0-O 0-0 4-3-4 4-3-4 2-11-1 2-9-12 2-9-11 4-3-4 8-6-8 11-5-9' - 14-3-4 17-1-0 Gouvis Engineering, CA 4400 Campus Drive Suite A Newport Beach. CA 92660 (949) 752-1612 (949) 752-5321 Fax l 0 0 1 r 0 A copy of this desgn shall be furnished to the erection contractor. This weight of erectors until all permanent bracing is in place. Concentration of con- Job ID: 762P3D\T09 10 Qty 1 design is for an individual building component (a truss). It is based on strucuon loads greater than the design loads shall not be applied to the trusses - specifications provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 1 Of 2' accordance with the current versions of TPI and NDS design standards. Lumber moisture content shall be 19% or less at the time of fabrication, unless + No responsibility is assumed for the accurac of information provided by nnied otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal SPAN: 17- 1- 0 the truss designer. Dimensions shall be ven ted by the manufacturer and/or Products (ICBG #4420) from 20 18 or 16 ga ASTM A653 SQ grade 40 steel - building designer prior to fabrication. The building designer shall review loading wish G60 (min.) coating. Plates shall be applied on both (aces of truss at each 'n and truss configuration to ensure that this design meets or ezeceds joim. Plate dimensions are listed width 1h Slots (holes) in plate shall run minimum loading req by applicable local building codes. Compression chords shall be laterally braced by the roof or floor directly parallel to the plate length. Slots inplate shall he oriented as shown on Une draw- The KEYMARK ENGINEERING sheathing attached, unless otherwise noted. Bottom chard bracing shall •be as noted Bracing is for lateral individual mg, plate shall be centered o. loim U.N.O. Design usumes that adequate dmnna a wdl M provided to prevent ponding, and adequate anchorage will be 2.905 Wilderness P1aCe , STE 202 ' shown support of truss components only to reduce hackling length. It is rxnt wad or lateral load bracingg or overall building desiggn bracing which is by rnhers. Refer to HIB•97 (TPI) (or provided resist uplift at supports. The seal on this drawing indicates acceptance o(prnfessional engineering responsibility solelyfor the truss component Sesi n shmvn. The (or Boulder, Colorado 80301 recommended truss handling and ereciimn. Do tun apply mads heynnd suiiabdity and use of this component anyy pparticular building design is the responsihil", of the building designer, per ANSIlTPI I-1995 Section 2. KEYSma rt 3 . 157 SCALE= 5/1611:1' MSR LEN FQkCt, M13k LEN Ft_k,:E Mlik FORCE MSP FuRCE JT PLACE HORZ VERT ANG JT PLATE HORZ VERT ANG LUMBER SOLUTION 1- 2. 4.13 -1782. 7- 8 2.81 O 2-12 44 5-1.0 1.223 .1. 3.OX 4.0 3-0 2-1.3 O 7 1.5X 3.0 1.-12 3-8 90 , TOP 2X4 DFL-02. 2- 3 4.2.7 -1203 8- 9 2.81 6 2-1). -584 5- 8 -862 2. 3.OX 4.0 1-12 3.2 15 8 3.OX 7.0 .3-8 0 TOP PANEL 2- 3 CSI= 3- 4 2.92 -1179 10-11 2.92 1449 3-11 412 6- 8 533 3 4.OX 4.0 070 3-10 0 9 1.5X 3.0 1-12 3-8 90 .316 BOT 2X4 DFL-42 4- 5 2.81 -1509 11=1.2 4.27 1672 4-11 -391 6- 7 -749 4 3.OX 4.0 1-12 3-2 15 10 5.OX 8.0 1-1.2 1-12 0 BOT PANEL 1.2- 1 CSI= 5- 6 2.81 -312 .12- .1. 4.13 1672 8-10 509 4- 9 '73 5 3.OX 4.0 1-12 3-2 15 11 3.OX 7.0 3-8 '0 .399' WEB 2X4 DFL-Stud 13- 1 1.50 29 6 3.OX 4.0 3-8 2-11 15 12 1.5X 3.0 3-8 90 14- 6 1.50 27 DEFLECTION JT REACT ACT BRG REQ BRG CANT + - TOTAL LOAD DEF O PANEL 9 = .133" 1P 763. 3.50" 1.50" L/DEF=999 L= 205.0 REC CMBR= .21" TOTAL LOAD HOR DEF = .118" 1 .H MAX DEF:LL= .066" DL= TL= 7R 76633. 3.50" 1.50" r .071" .133" BRACING NOTE:Brace bottom chord @ 10ft OC max 1-6-IOR 4-3-4 8-6-8 11-7-5 17-1-0 1-6-10R or provide lateral brace by properly ].-6-0 4-3-4 .4-3-4 3-0-13 2-8-0 7.-8-D 2-9-11 applied rigid ceiling. 1-6-0 5-0-4 6-2-2 7-4-0 6-6-1 5-9-6 5-0-4 DESIGN CRITERIA - ANSI/TPI 1-1995 M SPACING 24.0 IN 0/C NO REP BEND PLATE : EAGLE METAL PRODUCTS-95 PLATE DUR INC=1.25 WIND LOAD: 70 MPH DESIGN LOADINGS SEE PAGE 2 LOAD INFORMATION 12 4x4- 3 �1 1.5x3/ 3x7- 1.5x3/ 4-6-12 - 4-6-12 4-6-12 4-6-12 0-O 0-0 4-3-4 4-3-4 2-11-1 2-9-12 2-9-11 4-3-4 8-6-8 11-5-9' - 14-3-4 17-1-0 Gouvis Engineering, CA 4400 Campus Drive Suite A Newport Beach. CA 92660 (949) 752-1612 (949) 752-5321 Fax l 0 0 1 r 0 A copy of this desgn shall be furnished to the erection contractor. This weight of erectors until all permanent bracing is in place. Concentration of con- Job ID: 762P3D\T09 10 Qty 1 design is for an individual building component (a truss). It is based on strucuon loads greater than the design loads shall not be applied to the trusses - specifications provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 1 Of 2' accordance with the current versions of TPI and NDS design standards. Lumber moisture content shall be 19% or less at the time of fabrication, unless + No responsibility is assumed for the accurac of information provided by nnied otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal SPAN: 17- 1- 0 the truss designer. Dimensions shall be ven ted by the manufacturer and/or Products (ICBG #4420) from 20 18 or 16 ga ASTM A653 SQ grade 40 steel - building designer prior to fabrication. The building designer shall review loading wish G60 (min.) coating. Plates shall be applied on both (aces of truss at each 'n and truss configuration to ensure that this design meets or ezeceds joim. Plate dimensions are listed width 1h Slots (holes) in plate shall run minimum loading req by applicable local building codes. Compression chords shall be laterally braced by the roof or floor directly parallel to the plate length. Slots inplate shall he oriented as shown on Une draw- The KEYMARK ENGINEERING sheathing attached, unless otherwise noted. Bottom chard bracing shall •be as noted Bracing is for lateral individual mg, plate shall be centered o. loim U.N.O. Design usumes that adequate dmnna a wdl M provided to prevent ponding, and adequate anchorage will be 2.905 Wilderness P1aCe , STE 202 ' shown support of truss components only to reduce hackling length. It is rxnt wad or lateral load bracingg or overall building desiggn bracing which is by rnhers. Refer to HIB•97 (TPI) (or provided resist uplift at supports. The seal on this drawing indicates acceptance o(prnfessional engineering responsibility solelyfor the truss component Sesi n shmvn. The (or Boulder, Colorado 80301 recommended truss handling and ereciimn. Do tun apply mads heynnd suiiabdity and use of this component anyy pparticular building design is the responsihil", of the building designer, per ANSIlTPI I-1995 Section 2. KEYSma rt 3 . 157 SCALE= 5/1611:1' DESIGN LOADINGS LOAD CASE 1 LOAD CASE 2 LOAD_CASE''3 WIND LOAD: 70 MPH WIND LOAD: 70 MPH -. LIVE DEAD INC LIVE DEAD INC , LIVE DEAD INC r TOP " , 20.0 -14_0 1.2.5-,. TOP 20.0 14.0 1.33 TOP 20.0 14.0 1.33 BOT .0 5.0 BOT , .0„' .5.0 BOT. r0 5.0 SECTION .DIR LIVE DEAD SECTION 'DIR. ' LIVE DEAD `• 1= 3 Norm -16.0 14.0 '1- 3 Norm -10.0 14.b " t 3- 6 Norm. -10.0 14.0 3- 6 Norm -16.0 14.0 " • 13- 1 Norm -37.0 14.0 13- 1 Norm =10.0' 14.0 , y''.' 14-w6 Norm -10.0 14.0 14- 6 Norm `-35.0 14.0 , w _ 4 - t a Y i. _ F .. .� ♦t.' ..T - � t. C , , - 1 ,.' � r , x. w . '.E ``} �Z'.+ !li 1 n4.,. s• i .y +.. a a I.` 1.+ ..'Y j L L k t Ck', .z '`^. 4. -. l' ,)` • . � •. ,r' -r. x . Y °• �'• , f �'r �� _ �=„ � !• qty `i > . r. y a:,� tr :_r a" _ 2 y • 'r A. r - .. r Y' �� `� , • � _Try .- '�^ >.. � � - t „4. .` i+..�. ; - u . Y. �� - ' .. , }_- v . .' '. � r�- - i G .y c ;��c , •, �a } • • f. a •J- .. -. - e?� ,. }S� .t t , .... , - copy of this design shall be furnished to the erection contractor. This weight of erectors until all permanent bracing is in place. Concentration of con- Job ' ID: 762P3D\T09_10 Oty.1. �ryA WU� is En ineerin f 9 9. design is for an individual building component (a truss). It is based on by the component manufacturer and in struction loads greater than the design loads shall not be applied to the trusses at any time. Trusses shall be handled with care prior to erection to avoid damage. r DATE: 9/12/00' SHEET 2' Of 2 specifications provided performed with the current versions of TPI and NDS design standards. Lumber moisture content shall be 19% or less at the time of fabrication, unless _ •. ► - Y'r' 4400 Campus Dr.l ve ' accordance No responsibility is assumed for the accuracy of information provided h rated otherwise(U.N.O.). Connector plates shall be manufactured h Fagle Metal ,.. .. SPAN: 17- 1- 0 1 the truss designer. Dimensions shall be verified by the manufacturer and/or Products (ICBO #4420) from 20, 18; or 16 a ASTM A653 SQ grade 40 steel.- - Suite A - building designer to fabrication. The building designer shall review with G60 (min.) coating. Plates shall be applied on both faces of truss at each- ' - Newport Be aC h, CA. 9Z66O print loading and truss configuration to ensure that this design meets or exceeds joint. Plate dimensions are fisted width x length. Slots (holes) in plate shall run b Slots in he draw- (949) 752-1612 minimum loading required by applicable local building codes. Compression chords shall be laterally braced by the roof or Door sheathing directly attached, unless otherwise noted. Bottom chord bracing shall be as aced. parallel to the plate Icng plate shall oriented as shown ott the mg, "fhe plate shall be ccmered on lomt U.N.O. Design assumes that adequate drainage will be provided to prevent po ding, a d adequate anchorage will be' KEYMARK ENGINEERING 2905 Wilderness Place, STE 202 (949) 752-5321 r a X Bracing shown is for lateral support of individual truss components only to reduce -buckling length. It is not wind or lateral laid bracing or overall provided resist upb8 at supports. The seal o this drawing;indicares acceptance of profe sional engine ,g responsibility solely (or the truss component design Boulder, Colorado 80301 • building design bracing which is by others. Refer to HIB -9g 1 m) for shown. fhe suitabtbry and use ofcwmponent for anyy pparticular budding design - recommended truss handling and erection. Do not apply loads beyond is the responsibility of the building designer, per ANSIfI"PI I-1995 Section 2. KEYsmart 3.157 SCALE= 5 / 16" : 1' - MBR LEN FORCE MBR LEN FORCE MBR FORCE MBR FORCE J7• PLATE NORZ VERT ANG JT PLATE HORZ VERT ANG LUMBER SOLUTION 1- 2 4.13 -1.780 6- 7 4.23 9 2-10 -413 6- R -1.3 1. 3.OY. 4.0 3-0 2-1.3 0 6 3.OX 4.0 3-8 3-8 0 TOP 2X4 DFL-If2 2- 3 4.27 -1413 8- 9 4.31 1616 3-10 315 5- 8 1587 2 1.5X 3.0 3-10 25 7 1.5X 3.0 1-12 3-8 90 TOP PANEL 3- 4 CSI= .324 3- 4 4.31 -1189 9-10 2.11 1.106 3- 9 195 5- 6 -732 3 6.OX 6.0 0-0 3-13 0 8 5.0X 8.0 1-12 1.-12 0 BOT 2X4 DFL -#2 4- 5 4.23 -1.680 10- 1. 6.28 1.671 4- 9 -534 4-- 7 -30 4 3.OX 4.0 1-12 3-2 15 9 3.OX 4.0 1-17. 3-8 0 BOT PANEL 10- 1 CSI= .413 11- 1 1.50 29 5 3.OX 4.0 3-8 2-1.1 1.5 10 3.OX 4.0 0-0 3-8 0 WEB 2X4 DFL -Stud 12- 5 1.50 27 DEFLECTION JT REACT ACT BRG REQ BRG CANT TOTAL LOAD DEF 0 PANEL 6 = .136" 1P 763. 3.50" 1.50" L/DEF=999 L= 205.0 REC CMBR= .21" 1 56.H TOTAL LOAD NOR DEF = .165" 6R 763. 3.50" 1.501, MAX DEF:LL= .068" DL= .077" TL= .136" BRACING NOTE:Brace bottom chord 0 10ft OC max 1-6-1OR 4-3-4 8-6-8 13-0-0 17-1-0 1-6-1OR or. provide lateral brace by properly 1-6-0 4-3-4 4-3-4 4-5-8 I I I 4-1-0 1-6-0 l h applied rigid ceiling. 5-0-4 6-2-2 7-4-0 6-1-8 5-0-4 ` DESIGN CRITERIA -ANSI/TPI 1-1995 M SPACING 24.0 IN O/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 • PLATE DUR INC=1.25 WIND LOAD: 70 MPH DESIGN LOADINGS SEE PAGE 2 LOAD INFORMATION 12 6x6- 12 3- 3.25 1.5x3\ 2 3.25' 3x4\ c a ro Ln 1 1T 3x4- 1 4 3x4\ 5 12 r -� 10 9 3x4- 3x4- t 5>8- 0 r " - - - 7 Pi .1.5x3/ - 3x4- - 4-6-12 4-6� 12 4-61-12 4-6,-12 0;0 6-S-2 2-1-6 4-3-12 4-2-12 ' 6-5-2 8-6-8 12-10-4 - 17-1-0 - /� papp7 p, CA Gm -is E11911161.1 A copy of this design shall be furnished to the erection contractor. This design is for an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall neer be applied to the trusses Job ID: 762P3D\T10 10 Qty 1 IS 1119 specifications by the component manufacturer and in at any time. Trusses shall be handled with care prior to erection to avoid damage. SHEET 1 2 provided performed accordance with the current versions of TPI and NDS design standards: Lumber moisture content shall be 19% or less at the time of fabrication, unless DATE :.9/12/00 Of - 4 400 Campus Dr ] V e No responsibility is assumed for the accuracy of information provided by toted otherwise(U.N.OJ. Connector plates shall be manufactured by Eagle Metal SPAN: 17- 1- 0 truss designer. Dimensions shall be verified by the manufacturer and/or Products (ICAO #4420) from 20. 18, or 16 ga ASTM A653 SQ grade 40 steel, Suite Athe - building designer prior to fabrication. The building designer shall review with G60 (min.) coating. Plates shall be applied on both faces of truss at each Newport Be aeh. CA 92660 loading and truss configuration to ensure that this design meets or exceeds joint. Plate dimensions are listed width z length. Slots (holes) in plate shall run _ minimum loading reg fired by applicable local building codes. Compression chords shall he laterally braced by the roof or floor sheathing directly parallel to the plate length. Slots in plate shall be oriented as shown on the draw- ung. The shall be centered on U.N.O. Design assumes that adequate KEYMARK ENGINEERING (949) 752- 16 i 2 attached. unless otherwise noted.-Rottom chord bracing shall be as toted. plate joint drainage will he to and adequate anchorage will be 2905 Wilderness Place, STE 202 Bracing shown is for lateral support of individual truss components only to provided prevent ponding, resist uplift at supports. The seal on this drawing indicates acce tatrcc (9,d 9) 752-5321 F a X reduce buckling length. It is tot wind or lateral Intl bracingR nr overall - provided of engineering responsibility solely for the truss component gesign Boulder, Colorado 80301 building design bracing w:lnCh is by others. Refer to IIIR-97 (TPI) for. professional shown. The suitability and use of this component fnr any particular building design recommetde., truss haMlliiig and &cctrnn. Do rent apply loads beyond is the responsibility of dre building designer. per ANSI f 1 1-1995 Scctinn 2. _ 5/16":1' KEYsmart 3.157 • SCALE- DESIGN LOADINGS LOAD CASE 1 LOAD CASE 2 LOAD CASE 3 WIND LOAD: 70 MPH WIND LOAD: 70 MPH LIVE DEAD INC LIVE DEAD INC LIVE DEAD INC TOP 20.0 14.0 1.2S TOP 20.0 14.0 1.33 TOP 20.0 14.0 1.33 BOT .0 5.0' BOT .0 5.0 BOT .0 5.0 �. SECTION DIR LIVE DEAD SECTION DIR LIVE DEAD 1- 3 Norm -16.0 14.0 1.- 3 Norm -10.0 14.0 3- 5 Norm -1.0.0 14.0 3- 5 Norm -16.0 14.0 11- 1 Norm -3S.0 14.0 11- 1 Norm -10.0 14.0 12- 5 Norm -10.0 14.0 12- 5 Norm -35.0 14.0 [� n - ppep - n, CA IS EI1911IL61 1119 A copy of this design shall be furnished to the erection contractor. This design is for an individual building component (a truss). It is based on weight oferectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses Job ID: 762P3D\T10 10 QtY - 1 - - - Q , lI1JUY specifications provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 2 Of 2 Q QOO Ca cop U S Drive, accordance with the current versions of TPI and NDS design standards. No is for information by Lumber moisture content shall be 19% or less at the time of fabrication, unless Connector be by Eagle Metal •' responsibility. assumed the accuracy of provided the truss designer. Dimensions shall be verified by the manufacturer and/or noted otherwise(U.N.O.). plates shall manufactured Products (ICBO #4420) from 20, 18, or 16 ga ASTM A653 SQ grade 40 steel, SPAN: 17- 1- 0 - Suite A budding designer prior to fabrication. The building designer shall review with G60 (min.) coating. Plates shall be a plied on both faces of truss at each Pength. _ Ne W ort Beach. e h. C A 92660 A leading a d truss configuration m ensure that this design meets or exceeds Imding by local building Compression joint. Plate dimensions are listed width x Slots (holes) in plate shall run to die length. Slots in be draw- (9Q9) 752' 6 L 2 minimum rcquocd applicable codex. chords shall be laterally braced by the roofor floor sheathing, directly Rouom bracing he parallel plate plate shall oriented as shown on the mg. The plate shall he centered rntjomt U.N.O. Iksign asswncs that adeyuatc drainage will be to lx KEYMARK ENGINEERING 2905 Wilderness Place, STE 207_ attached. unless otherwise noted. chord shall as noted. Rracing shown is for lateral support of individual truss components only m provided prevent ponding, a� adequate anchorage will provided resist uphft at sup ponhe seal onYhis drawing indicates acceptance 1949) 752-532 ] f a X reduce buckline length. It is not wind or lateral load bmcin&& or overall of professional engineering responsibility solely for the truss component design Boulder, Colorado 80301 building desiggn hracutg which is by mhers. Refer to Ii1R-97 fI'PI) for shown. The suitability and use of this component (or any particular building design recommendttl truss handling and erection. Du tint apply loads beyond is the responxibility of the building designer, per ANSI/fPl 1-199_S Section 2. KEYsmart 3.157 SCALE= 5/16":1' MBR LEN FORt-6 MBR LEN F0kCE MBR FORCE MBR FORCE JT PLATE HORZ VERT ANG JT PLATE HORZ VERT ANG LUMBER SOLUTION 1- 7. 4.13 -1.761. 7- 8 1.23 8 2-7.0 -550 7- 9 -31. 1. 3.OX 4.0 3-0' 2-13 0 6 3.OX 4.0 3-8 2-11. 15 TOP 2X4 DFL -82 2- 3 4.27 -1217 9-10 7.31 1588 3-1.0 386 6- 9 :1.21.2 2 1.5X 3.0 0-0 3-10 1.3 7 3.OX 4.0 3-8 3-8 0 TOP PANEL 2- 3 CSI= .'.315 3- 4 4.27 -1207 10- 1 8.40 1651 4-1.0 -487 6- 7 -727 3 4.OX 4.0 0-0 3-10 0 8 1.5X 3.0 1-12 3-8 90 BOT 2X4 DFL -42 4- 5 3.04 -1335 4- 9 -341. 5- 8 -21. 4 3.OX 6.0 3-8 4-9 15 9 6.OX 10.0 1.-12 3-8 0 BOT PANEL 10- 1. CSI= .443 - 5- 6 1.7.3 -1.282 ., 1...X 3.n 1-10 ')0 10 3.OX 7.0 3-8 11 WEB 2X4 DFI,-Stilts 11- 1 1.50 29 12- 6 1.50 27 DEFLECTION - TOTAL LOAD DEF 0 PANEL 8 = .149" JT REACT ACT BRG REQ BRG CANT L/DEF=999 L= 205.0 REC CMBR= .21" 1P 763. 3.50" 1.50" TOTAL LOAD HOR DEF = .233" 1 56.H MAX. DEF:LL= .064" DL= .112" TL= .149" 7R 763. 3.50" 1.50" BRACING NOTE:Brace bottom chord G loft OC max or provide lateral brace by properly ' 1 -- 4-3-4 8-6-8 12-9-12 15-11-15 17-1-01-6-1OR applied rigid ceiling. 1 1-66--00 4-3-4 4-3-4 4-3-9 3-2-3 1-1-1 1-6-0 5-0-4 6-2-2 7-4-0 6-2-2 5-3-13 DESIGN CRITERIA - ANSI/TPI 1-1995 M 5-0-4 SPACING 24.0 IN O/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 WIND LOAD: 70 MPH DESIGN LOADINGS SEE PAGE 2 LOAD INFORMATION 12 4x4- 12 ..- r__� 3 __ I- -- 4-6-12 ° Gmus Engineering, CA 4400 Campus Drive Suite A Newport Beach. CA 92660 (949) . 752-1612 (949) 752-5321 Fax 4-6� 12 8-6-8 7-3-11 8-6-8 15-10-3 1.5x3/ 3x4 - 4-4 610 1-2-13 17-1-0 A copy of This desi n shall be furnished to the erection contractor. This weight oferectors until all permanent bracing is in place. Concentration of con- Job ID:762 P3D\T11 10 Qty 1 design is (or an individual building component (a truss). It is based on struction loads greater than the design loads shall not be applied to the trusses - - specifications provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 1 Of 2 accordance with the current versions of TPI and NDS design standards. Lumber moisture content shall be 19% or less at the time of fabrication, unless - No responsibility is assumed for the accuracy of in(ormaI. pprovided h toted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal SPAN: 17- 1- 0 - the truss designer. Dimensions shall be verified by the manu(acmrer and/or Products (ICBG #4420) from 20. 18, or 16 ga ASTM A653 SQ ggrade 40 steel- t building designer prior to fabrication. -The building designer shall review with G60 (min.) coating. Plates shall be applied on both faces o(truss at each " loading and truss configuration to ensure that this design meets or exceeds joint. Plate dimensions are listed width x length. Slots (holes) in plate shall run minimum loading required by applicable local building codes. Compression parallel to the plate length. Slots inplate shall be oriented as shown on the draw- KEYMARK ENGINEERING chords shall he laterally braced by the roof or floor sheathing, directly mg. The plate shall he centered on joint U.N.O. Design assumes that adequate attached. unless otherwise noted. Bottom chord bracing shall be as note& drainage will be provided to prevent ponding, and adequate anchorage will be 2905 wilderness Place , STE 202 Bracing shown is for lateral support of individual truss components only to provided resist uplift at supports. The seal on this drawing indicates acceptance reduce hackling length. h is not wind or lateral load bracing or overall of professional enguuering responsibility solely for the truss component design Boulder, Colorado 80301 huildling design hranng which is by others. Refer M I IIB -97 (PPI) for shown. The suitability anA use of this component for any particular building 'go KEYSma r- t 3.157 SCALE= 5/16":l' rcconuncidc( cuss handling and erection. Doom apply loads beyond is the responsihil it of the budding designer. per ANSIIf I I-1995 Scctinn -: ' o r w o , A copy of This desi n shall be furnished to the erection contractor. This weight oferectors until all permanent bracing is in place. Concentration of con- Job ID:762 P3D\T11 10 Qty 1 design is (or an individual building component (a truss). It is based on struction loads greater than the design loads shall not be applied to the trusses - - specifications provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 1 Of 2 accordance with the current versions of TPI and NDS design standards. Lumber moisture content shall be 19% or less at the time of fabrication, unless - No responsibility is assumed for the accuracy of in(ormaI. pprovided h toted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal SPAN: 17- 1- 0 - the truss designer. Dimensions shall be verified by the manu(acmrer and/or Products (ICBG #4420) from 20. 18, or 16 ga ASTM A653 SQ ggrade 40 steel- t building designer prior to fabrication. -The building designer shall review with G60 (min.) coating. Plates shall be applied on both faces o(truss at each " loading and truss configuration to ensure that this design meets or exceeds joint. Plate dimensions are listed width x length. Slots (holes) in plate shall run minimum loading required by applicable local building codes. Compression parallel to the plate length. Slots inplate shall be oriented as shown on the draw- KEYMARK ENGINEERING chords shall he laterally braced by the roof or floor sheathing, directly mg. The plate shall he centered on joint U.N.O. Design assumes that adequate attached. unless otherwise noted. Bottom chord bracing shall be as note& drainage will be provided to prevent ponding, and adequate anchorage will be 2905 wilderness Place , STE 202 Bracing shown is for lateral support of individual truss components only to provided resist uplift at supports. The seal on this drawing indicates acceptance reduce hackling length. h is not wind or lateral load bracing or overall of professional enguuering responsibility solely for the truss component design Boulder, Colorado 80301 huildling design hranng which is by others. Refer M I IIB -97 (PPI) for shown. The suitability anA use of this component for any particular building 'go KEYSma r- t 3.157 SCALE= 5/16":l' rcconuncidc( cuss handling and erection. Doom apply loads beyond is the responsihil it of the budding designer. per ANSIIf I I-1995 Scctinn -: ' DESIGN LOADINGS LOAD CASE 1 LOAD CASE 2 LOAD CASE 3 WIND LOAD: 70 MPH WIND LOAD: 70 MPH LIVE DEAD INC LIVE DEAD INC LIVE DEAD INC TOP 20.0 14.0 1.25 TOP 20.0 14.0 1.33 TOP 20.0 14.0 1.33 BOT .0 5.0 BOT .0 5.0 BOT .0 5.0 specifications provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. SECTION DIR LIVE DEAD SECTION DIR LIVE DEAD 1- 3 Norm -16.0 14.0 1- 3 Norm -10.0 14.0 3- 6 Norm -10.0• 14.0 3- 6 Norm -16.0 14.0 117 1 Norm -35.0 14.0 11- 1 Norm -10.0 14.0 12- 6 Norm -10.0 14.0 12- 6 Norm -35.0 14.0 4 - 6ouris Engineering CA A copy of this design shall be furnished to the erection contractor. This design is (or an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses Job ID: 762P3D\T11 10 Qty 1 - x specifications provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 2 OE 2 4 400 Cam U S Drive V e p accordance with the current versions of TPI and NDS design standards. Lumber moisture content shall be 19% or less at the time of fabrication, unless Connector be by Eagle Metal No responsibility is assumed for the accuracyy of information provided h the truss designer. Dimensions shall be veri''ed by the manufacturer at /or noted otherwise(U.N.O.). plates shall manufactured Products (IC00 p4420) from 20, 18, or 16 ga ASTM A653 SQ grade 40 steel, SPAN: 17- 1- 0 - suite A building designer to fabrication. The building designer shall review with G60 (min.) coating. Plates shall be applied on both faces of truss at each Newport Beach. Ca 92660 prior loading and truss configuration to ensure that this design meets or exceeds joint. Plate dimensions arc listed width x length. Slots (holes) in plate shall run length. Slots in be draw- minimum loading rcgmred by applicable local building sales. Compression chords shall be laterallly hosed by the roof or floor sheathingg directly parallel to the plate plate shall oriented as shown on the mg. 'f he shall he ceoered on joint U.N.O. Design assumes that adequate KEYMARK ENGINEERING 1949) 752-1612 atmched, unless otherwise ironed. Bottom chord bracing shall he as noted. plate drainage will he provided to prevent ponding, and adequate anchorage will be 2905 Wilderness Place, STE 202 (949) 752-5321 Fax Bracing shown is for lateral support of individual truss components only to reduce buckling length. It is not wind or lateral Inad hracingg or overall provided resist uph0 at supports. The seal on This drawing indicates acceptance of professional engmeenng reslunnsihtliry solely for the truss enmptmem deli "n ign Boulder, Colorado 80301 huilding design hoeing whmh is by others. Refer to 111.9(I'I'I) fur recnnnnonle( nniss handling and erection. Do nut apply loads beyond shown. The 'uniy anA use of ibis component for anyy ppanicular buildin{; i�es is the responsibility of the building desigtner, per ANSI/1'PI I-1995 Section _. KF,YSmart 3.157 SCALE= 5/16":1' MBR LEN FORCE MBR LEN FORCE MBR FORCE MBR FORCE JT PLATE HORZ VERT ANG J'1• 0 � w vt 3x4- 3x4- PLATE HORZ VERT ANG LUMBER SOLUTION 1- 2 4.13 -1563 5- 6 5.55 1.497 2-- 8 -288 3- 7 98 1 3.OX 4.0 3-0 2-1.3 0 5 3.OX 4.0 3-0 2-1.3 0 TOP 2X4 DFL -N2 2.- 3 4.27 -1.335 r,- '/ 2..85 01()� ..__0-0 Oil 0I0 1096. 3- 8 252 3- 6 252 2 1.. 5X 3.0 1-1.0 35 6 3.OX 4.0 3-8 n 'rop PANEL 4- 5 CSI= .303 3- 4 4.27 -1335 7-- 8 2.85 weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses 1.096 4- 6 -288 3 6.OX 6.0 3-13 0 7 1.5X 3.0 3-8 90 BOT 2X4 DFL -H2 4- S 4.13 -1563 8- 1 5.55 noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (ICBG #4420) from 20. 18, or 16 ASTM A653 SQ 40 steel. 1497 4 1.SX 3.0 3-10 35 S 3.OX 6.0 loading and truss configuration to ensure that this design meets or exceeds BOT PANEL S- 6 CSI= .332 9- 1 1.50 13 minimum loading re red by applicable local building codes. Compression parallel to the plate length. Slots inplate shall be oriented as shown on the draw- -I'he KEYMARK ENGINEERING (949) 752-1612 chords shall he laterally braced by the roof or Boor sheathing, directly attached. unless otherwise rated. Bottom chord bracing shall beas mg. plate shall becentered on hint U.N.O. Design assumes that a ume drainage be 8 3.OX 4.0 3-8 0 WEB 2X4 DFL -Stud 10- 5 1.50 13 reduce buckling length. It is net wind or lateral load bracing or overall' building design bracing which is by others. Refer m HIB -9 (TPI) for of professional engineering responsibility solely for the truss component pesign for Boulder , Colorado 80301 reeonnnertded truss handling and erection. Do not app#)• lands beyond shmvn.'rhe suitability and use of this component anyy pparticular building design is the building designer. ANSI/rPI KEYsmart 3.157 SCALE= 5/16":l' responsibility of the per I-1995 Section 2. DEFLECTION JT REACT ACT BRG REQ ERG CANT TOTAL LOAD DEF O PANEL 7 = .145" 1P 757. 3.50" 1.50" L/DEF=999 L= 205.0 REC CMBR= .21" 1 48.H TOTAL LOAD HOR DEF = .033" SR 757. 3.50" 1.50" MAX DEF:LL= .076" DL= .072" TL= .145" BRACING NOTE:Brace bottom chord 0 loft OC max 1-6-10R 4-3-4 8-6-8 12-9-12 17-1-0 1-6-1OR or provide lateral brace by properly 1-6-0� 4-3-9 I 4-3-4 I 9-3-9 l 4-3-9 I1-6-0 applied rigid ceiling. 5-B 1.-7-6 2-9-4 1.-7-6 5--8 . DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN 0/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 WIND LOAD: 70 MPH ` DESIGN LOADINGS SEE PAGE 2 LOAD INFORMATION 12 6x6- 12 T T 3.25 3 � 3.25 T ,. I1 l.Sx3\ 1.5x3/ a w 2 9 0 � w vt 3x4- 3x4- TTT T B . 7 6 T_ 3x4- 1.5x3/ 3x4 - 3x6 01()� ..__0-0 Oil 0I0 t .010 5-8-5 2-10-3 2-10-3 5-8-5 5-8-5 8-6-8 11-4-11 17-1-0 i �ryA is Engineering CA copy of this desiggn shall be furnished to the erection contractor. This design is fur an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses Job ID:762P3D\T12 10 Qty 2 - WU� ■ specifications provided by the component manufacturer and performed in at any Time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 1 Of 2 4 400 Cam U 5 Drive P accordance with the current versions of TPI and NDS design standards. No is for Lumber moisture content shall be 19% or less at the time of fabrication, unless - responsibility assumed the accuracy of information provided by the truss designer. Dimensions shall he verified by the manufacturer and/or noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (ICBG #4420) from 20. 18, or 16 ASTM A653 SQ 40 steel. SPAN- 17- 1- 0 Suite A building designer prior to fabrication. The building designer shall review ga grade with G60 (min.) coating. Plates shall be a plied on both faces of truss at each Newport Be Beach. C A 92660 loading and truss configuration to ensure that this design meets or exceeds ,joint. Plate dimensions are listed widths length. Slots (boles) in plate shall run minimum loading re red by applicable local building codes. Compression parallel to the plate length. Slots inplate shall be oriented as shown on the draw- -I'he KEYMARK ENGINEERING (949) 752-1612 chords shall he laterally braced by the roof or Boor sheathing, directly attached. unless otherwise rated. Bottom chord bracing shall beas mg. plate shall becentered on hint U.N.O. Design assumes that a ume drainage be (949) 752-5321 Fax noted. Bracing shosvo is for lateral support of individual truss components only to will provided to prevent ponding, and adequate anchorage will he provided resist uplift at supports.'rhe seal on this drawing indicates acre lance 2905 Wilderness P1a Ce, STE 202 reduce buckling length. It is net wind or lateral load bracing or overall' building design bracing which is by others. Refer m HIB -9 (TPI) for of professional engineering responsibility solely for the truss component pesign for Boulder , Colorado 80301 reeonnnertded truss handling and erection. Do not app#)• lands beyond shmvn.'rhe suitability and use of this component anyy pparticular building design is the building designer. ANSI/rPI KEYsmart 3.157 SCALE= 5/16":l' responsibility of the per I-1995 Section 2. DESIGN LOADINGS LOAD CASE 1 LOAD CASE 2 LOAD CASE 3 t t WIND LOAD: 70 MPH WIND LOAD: 70 MPH LIVE DEAD INC LIVE DEAD INC' LIVE DEAD INC TOP 20.0 3.4.0 1.25 TOP 20.0 14.0 3.33 TOP 20.0 14.0 1.33 weight of erectors until all permanent bracing is in place. Concentration of con- be trusses- BOT .0 5.0 BOT .0 5.0 �jry'Fro 7 /�ppp /� IS 1119 CA - BOT .0 5.0 - DATE: 9/12/00 SHEET 2 of 2 _ SECTION DIR LIVE DEAD SECTION DIR LIVE DEAD 1.- 3 Norm -16.0 14.0 1- 3 Norm -10.0 14.0 Suite A 3- 5 Norm -10.0 14.0 3- 5 Norm -16.0 14.0 prior loading and truss configuration to ensure that this design meets or exceeds local Compression 9- 1 Norm -35.0 14.0 9- 1 Norm -10.0 14.0 parallel plate mg, The plate shall be centered on )oim U.N.O. Design assumes that adequate drainage will be provided to prevent ponding, and adequate anchorage will be 10- 5 Norm -10.0 14.0 10- 5 Norm -35.0 14.0 t t A copy of this design shall be furnished to the erection contractor. This weight of erectors until all permanent bracing is in place. Concentration of con- be trusses- Job ID: 762P3D\T12 10 Qty 2 �jry'Fro 7 /�ppp /� IS 1119 CA - design is for an individual building component (a truss). It is based on in struction loads greater than the design loads shall riot applied to the at any time. Trusses shall be handled with care to erection to avoid damage. - DATE: 9/12/00 SHEET 2 of 2 _ WUY U 19111LG1 specifications provided by the component manufacturer and performed accordance with the current versions of TPI and NDS design standards. prior Lumber moisture content shall be 19% or less at the time of fabrication, unless .._ 4 400 Campus Dr l V e - No responsibility is assumed for the accuracy of information provided by Dimensions be verified by the and/or noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (ICBO #4420) from 20, 18, or 16 ga ASTM A653 SQ grade 40 steel. SPAN: 17- 1- 0 Suite A the truss designer. shall manufacturer building designer to fabrication. The building designer shall review with G60 (min.) coating. Plates shall be applied on both faces of truss at each ` Newport Beach, CA 92.660 prior loading and truss configuration to ensure that this design meets or exceeds local Compression joint. Plate dimensions arc listed width x length. Slots (holes) in plate shall run to the length. Slots inp'ate shall be oriented as shown on the draw- (9491 752- ] 6 ] 2 minimum loading'requnred by applicable building codes. chords shall be laterally braced by the r t+f or Door sheathm� directly attached. unless otherwise noted. Bottom chord bracing shall be as noted. parallel plate mg, The plate shall be centered on )oim U.N.O. Design assumes that adequate drainage will be provided to prevent ponding, and adequate anchorage will be KEYMARK ENGINEERING 2905 wilderness Plaoe,STE 202 (949) 752-5321 F a X Bracing shown is for lateral support of individual truss compoents only to reduce buckling length. It is not wind or lateral Inad bracing or overall prnvldcd rCS1Sl IIPIIfI al Supports. ThC Seal nn Ib1$ draWlog indicates accf IanCC of profess Dial engineering responsibility solely for the truss compnxm r�csi�n you lder, Colorado 80301 ' building design bracing which is by others. Refer to IIIB-97 ('I'I'I) for reernnmenila cuss Midline and erection. Do not apply loads Lcyoml shown.'I'hc suitability and use of this component for any pparticular building esigo is fie responsibility of the building designer, per ANSI fPl I-1995 Section 2. KEYsma rL- 3.157 SCALE= 5/ 16" : l' 0-0 Gmyis Engineering, CA 4400 Campus Drive Suite A Newport Beach, 'CA 92660 (949) 752-1612 (949) 752-5321 Fax 0-0 0 0 6-11-0 6-11-0 - 6-11-0 13-10-0 NNk .,t,N Ft.4. .., ili5h. t.k;N Ft -..t -Li (•1Nk FVkt:E AUR. F0kC'6 JT PLATE HORi, VERT ANG JT PLATE HORG VERT ANG LUMBER'SOLUTION. .1- 2 4.61 -20 4- S 6.77 1,31.0 1.- 6 -:174 2- 5 373 1. 1,.5X 3.0 1-12 4-2 90 4 3.OX 4.0 6-0 2-0 0 TOP 7.X4 DFL -H2 2- 3 4.61 -976 5- 6 6.92 691 2- r -786 3- 5 -4.1.5 2 3.OX 4.0 0-0 3-10 15 5 3.nX 4.0 3-8 0 TOP PANEL 2- 3'CSI= 3- 4 4.47 -1359 3 1.5X 3.0 3-1.0 22 6 3.OX 4.0 3-8 3-8 0 .298. BOT 2X4 DFL -42 7- 4 1.50 14 BOT PANEL •4- 5 CSI= .340 JT REACT ACT BRG REQ BRG CANT WEB 2X4 DFL -Stud 6P 528. 3.50" 1.50" 6 -150.H DEPLECTION' 4R 641. 3.50" 1.50." TOTAL LOAD DEF O PANEL 5.= .076" 4 -9.0 L/DEF=999 L= 166.0 REC CMBR= .17" TOTAL LOAD NOR DEF = .019" r----- -----...-------------------- ----------- ---. MAX DEF:LL= .035" DL= .055" TL= .076, 4-7-5 9-2-11 13-10-0 1.-6-10R BRACING ♦- ---- 4-7-5 4-7-5 5 4-7-5 6- NOTE:Brace bottom chord m loft OC max -_-1--------- 1- j -( or provide lateral brace by properly 4-0-13 � 2-9-13 1-6-14 3-14 _ applied rigid ceiling. DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN O/C REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 WIND -LOAD: 70 MPH DESIGN LOADINGS LOAD CASE 1 TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.25 1.5x3/ LOAD CASE 2 - - 1 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 SECTION DIR LIVE DEAD 1- 4 Norm' -16.0 14.0 3x4\. 7- 4 Norm -35.0 14.0 2 12 LOAD CASE 3 ---,J3.25 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC `20-'0 14.0 .0 5.0 1.33 o 1.53 o SECTION DIR LIVE DEAD / - 3 .14.0 7- 4 Norm -10.0 0-0 Gmyis Engineering, CA 4400 Campus Drive Suite A Newport Beach, 'CA 92660 (949) 752-1612 (949) 752-5321 Fax 0-0 0 0 6-11-0 6-11-0 - 6-11-0 13-10-0 A copy of this design shall he furnished to the erection cmnracior. This design is (or an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- loads Job ID; 762P3D\T13 10 Qty 7 specifications provided by the component manufacturer and performed in ' accordance with the current versions of TPI and NDS design struction greater than the design loads shall not be applied to the trusses at azlime. Trusses shall be handled with care prior to erection to avoid damage. - . DATE; 9/12/00 SHEET 1 of 1 ' - standards. No responsibility is assumed for the accuracy of information provided b the truss designer. Dimensions shall be verified by the manufacturer a/or Lumber moisture content shall be 199 or less at the time of fabrication. unless noted mhemise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (IC00 04420) from 20, Ig, or 16 ga ASTM A653 SQ 40 SPAN; 13-10- 0 - 4 L " building designer prior m fabrication. The building designer shall review grade steel, with G60 (min.) coating. Plates shall be applied on both faces o truss at each loading a� truss configuration to ensure that this design meets or exceeds minimum loading required by applicable local building codes. Compression joint. Plate dimensions arc listed width x length. Slots (holes) in plate shall run 'parallel to the length. Slats in be chords shall be laterally braced by the roof or noon sheathing directly attached, unless otherwise noted. 8nuom chord bracing shall •bc as noted. plate ylale shall oriented as shown nn thedraw- mg. The plaje shall be centered onloim U.N.O. Design assumes that adeyvane drains a wd1 be provided to and adequate axherage be KEYMARK ENGINEERING Bracing shown is for lateral support of individual truss components only to prevent ponding, will provided resist upat supports. The seal on this drawing indicates acccLuancc 2905 Wilderness Place, STE 202 reduce Imekling length, h is inti u•nd or lateral Irnd bmcin or overall building deliRRn bracing which is by others. Rc(en to IIIB-9 ('I'I'I) for n(pro(essinnal engineering respnnst6ility solely frn the truss comp,ment deli@n shown. "rbc ..itabdity and use o(this cmnponcm fur anv pparticular building design you lder, Colorado 80301 reconvnetdet teas handling aiA erection- Do not apply loads Ieymtd is the responsibility of the building designer. per ANS VrI'I I-1995 Section ?. KEYSmart 3.157 SCALE= 13/32:1' MBR LEN FORL6 MNk LEN FOKt:F, MBH FORCE m6K FORCE J'r 1'LA'I'E HURL VERT AN,.; JT PLA'l'E HURZ VERT ANG 1- 2. 4.17 -18 5- 6 5.25 297 .1... '/ -1.14 3- 6 82 I. .1.5x .3.0 1-12 4-2 90 4 .I.5X 3.0 :1.-:1.2 a -"l. SIU 2- 3 4.17 -291 6- 7 6.25 242 2- 7 -425 3- 5 -458 2 3.UX 4.0 0-0 3-10 15 S 3.OX 4.0 3-8 3-8 0 3- 4 4.17 18 2- 6 120 4- 5 -114 3 3.OX 4.0 0-0 3-10 15 6 3.OX 4.0 3-8 0 7 3.OX 4.0 3-8 3-8 0 JT REACT ACT BRG REQ BRIG CANT 7P 487. 3.50" 1.50" 7 -108.H 7 -10.0 511' 487. 3.50" 1.50" 4-2-0 4-2-0 7-5-7 1.5x3/ 6-3-I.4 8-4-0 4-2-0 5-2-6 12-6-0 4-2-0 4-0-13 3x4- . 0-0 3x4- 010 6-3-0 6-3-0. 6-3-0 12-6-0 0-0 LUMBER SOLUTION TOP 2x4 DFI-V TOP PANEL 2- 3 CSI= .-287 BOT 2X4 DFL -N2 BOT PANEL 5- 6 CSI= .169 WEB 2X4 DFL -Stud DEFLECTION LIVE LOAD DEF fa PANEL S = -.026" L/DEF=999 L= 150.0 REC CMBR= .16" TOTAL LOAD HOR DEF = .005" MAX DEF:LI.= .026" Di,= .019" TL= .018" BRACING NOTE:Brace bottom chord @ 10ft OC max or provide lateral brace by properly applied rigid ceiling. DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN O/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 WIND LOAD: 70 MPH DESIGN LOADINGS LOAD CASE 1 TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.25 LOAD CASE 2 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 SECTION DIR LIVE DEAD 1- 4 Norm -16.0 14.0 WAD CASE 3 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 - SECTION DIR LIVE DEAD 1- 4Norm -10..0 14.0 6ouv is Engineering CA ■ 4 400 Campus 5 .fir ] V e p Suite A Newport Be a r h. C A 92660 (949) 79-2--1612 (.949) 752. 5321 Fax A copy of this desi n shall be furnished to the erection contractor. This design is (or an i dividual building component (a truss). It is based on spemfcati0ns provided by the component manufacturer and performed in accordance with the current versions of TPI and NDS design standards. No responsibility is assumed for the accuracy of information provided by the truss designer. Dimensions shall be verified by the manufacturer and/or building designer prior to fabrication. The building designer shall review loading and truss configuration to ensure that this design meets or exceeds minimum loading requued by applicable local building axles. Compression chords shall be laterally braced by the roof nr ❑tar shcathin dircaly auached, unless otherwise noted. Bottom chord bracing shag. d re noted. Bruin shmvn is fir lateral support of individual truss components only m reduce tickling length. It is tint wind or lateral load bracingR or overall budding desiggn bracing which is by others. Refer to Fllll•97 (rill) for recnmmenderl truss handling and erection. Do not apply mads beyond weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses at any time. Trusses shall be handled with care prior to erection to avoid damage. Lumber moisture content shall be 199, or less at the time of fabrication, unless noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (ICBG #4420) from 20. 18, or 16 ga ASTM A653 SQ grade 40 steel, with G60 (min.) coating. Plates shall be applied on both faces of truss at each joint. Plate dimensions arc listed width alength. Slots (holes) in plate shall run parallel to the plate length. Slots in plate shall be oriented as shown on the draw- mg. 'f he Plate shall be centered on joint U.N.O. Design assumes that adegsate rag drain age will be provided m prevent poiW - and adequate are s th"e will be provided resist uplift id d pons. line seal on this drawing indica nes acce tatxc S o(pmfessi0nal engincenn responsibility solely for the truss component estgn shown. l'he suitability 'up of this c0 1 in (or anyy PPanicular budding design is the responsibility of the building designer, per ANSI/fPl I-1995 Section 2. Job ID:762P3D\T14 10 Qty 2 / - DATE: 9/12/00 SHEET 1 of 1 SPAN: 12- 6- 0 KEYMARK ENGINEERING 2905 Wilderness Place, STE 202 Boulder,Colorado 80301 KEYsmart 3 .157 -SCALE= 1/2":l ' MBR LEN FORCE MBR LEN FOkCE MBR FORCE MBR FORCE JT PLATE HORZ VERT ANG JT PLATE HORZ VERT ANC,` 1- 2 2.18 -29 5- 6 5.16 330 1- 9 -39 3- 6 -1.73 1 1.5X 3.0 1-1.2 4-2 90 5 3.OX 4.0 3-8 3-8 0 2- 3 5.16 -394 6- 7 5.16 145 2- 9 -470 3- 5 -467 2 3.OX 7.0 0-0 3-10 15 6 3.OX 4.0 1-12 3-8 0 3- 4 5.16 56 8- 9 2.18 172 2- 6 299 4- 5 -136 3 3.OX 4.0 1-12' 4-2 15 7 1.5X 3.0 1-12 3-8 90 2- 7 31 4 1.5X 3.0 1-12 3-2 90 8 3.OX 4.0 1-12 0 JT REACT ACT BRG REQ BRG CANT 9 3.OX 4.0 3-8 3-8 0 9P 487. 3.50" 1.50" 9 -108.H 9 -1.0 SR 488. 3.50" 1.50" 2-3-15 2-3-15 7-5-7 6-9-14 1.5x3/ 1 tit 3: 7-4-2 5-0-2 5-5-9 12-6-0 5-1-14 4-0-13 . 1.5x3/ 3x4- 3x4- 1-Q-0 1-q-0 0�0 040 2-2-3 5-1-14 5-1-14 2-2-3 7-4-2 12-6-0 Gmus Engineering, CA 4400 Campus Drive Suite A Newport Beach. CA 92660 (949) 752-1612 (949) 752-5321 Fax A copy of this desi n shall be furnished to the erection contractor. This weight or erectors until all permanent ora design ns (or an individual building component (a truss). It is based on strucrron loads greater than the design loa specifications provided by the component manufacturer and performed in � at any rime. Trusses shall be handled with accordance with the current versions of TPI and NDS design standards. Lumber moisture content shall be 19% or No responsihiliiv is assumed for the accuracy of information >rov'ded by noted otherwise(U.N.O.). Connector plat the truss designer. Dimensions shall be verified by the manufacturer arW/or Products (IC'BO #4420) from 20. 18, or building designer prior to fabrication. The building designer shall review design or with G60 (min.) coating. Plates shall be a joint. Plate dimensions are listed width x Ina and truss configuration m ensure that this meets exceeds minimum loading regmred by applicable local building codes. Compression "parallel to the Platelength. Slots in plate chords shall be lateral]), braced by the roof or flour sheathing directly ung, The glarcshall be centered onlmnt anached. unless otherwise noted. Bottom chord bracing shall he as noted. Bracing shown is for lateral support of individual truss components only to drainage willhe pnrvidal m prevent pond provided resist upli (t at supports. The sea reduce buckling length. It is not wind or lateral load bracingg or overall of professional engineering responsnbtliry building design bracing which is by others. Refer to IIm-97 (rp0 for shown. I he suitabtbty and use o(this co recommended truss handling and erectinn. Do not apply Inds beyond is the responsibility ofbuilding design LUMBER SOLUTION TOP 2X4 DFL -42 TOP PANEL 2- 3 CSI= .501 BOT 2X4 DFL -N2 SOT PANEL 5- 6 CSI= .126 WEB 2X4 DFL -Stud DEFLECTION TOTAL LOAD DEF 0 PANEL 5 = .035" L/DEF=999 L= 150.0 REC CMBR= .16" TOTAL LOAD HOR DEF = .073" MAX DEF:LL= .014" DL= .022" TL= .035" BRACING * T -brace designed by others NOTE:Brace bottom chord 0 10ft OC max or provide lateral brace by properly applied rigid ceiling. DESIGN CRITERIA - ANSI/TPI 1-1995 M SPACING 24.0 IN O/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 WIND LOAD: 70 MPH DESIGN LOADINGS LOAD CASE 1 TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.25 LOAD CASE 2 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 SECTION DIR LIVE DEAD 1- 4 Norm -16.0 14.0 LOAD CASE 3 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL SOT DL INC 20.0 14.0 .0 5.0 1.33 SECTION DIR LIVE DEAD 1- 4 Norm -10.0 14.0 M cingisinplace. Concentration ofcon- Job ID:762P3D\T15 10 Qty 1 _ ds shall riot be applied to the trusses h care prior to erection to avoid damage. DATE: 9/12/00 SHEET 1 of 1 less at the time of fabrication, unless - es shall be manufactured by Eagle Metal SPAN: 12- 6- 0 6 a ASTM A653 SQ grade 40 steel. pplied on both (aces of truss at each length. Slots (holes) in plate shall run shall be oriented as shown on the draw- KF.YMARK ENGINEERING U.N.O. Design assumes that ader uate ing. and adequate anchorage wil�be 2.905 Wilderness Place, STE 202 I un this drawing indicates acreptanxc Boulder, Colorado 80301 solely (or the truss componem design mponent for anyy pparticular building design . KEYsmart 3.157 SCALE= 1/2":l' cr, per ANSI/TPI I-1995 Section 2. MBR LEN FORCE MBR LEN FOkCE MBR FORCE MBK FORCE JT PLATE HORZ VERT ANG JT PLATE HORZ VERT ANG 1- 2 2.80 -31. 6- 7 3.45 280 1-11. -73 3- 7 -41 1. 1.5X 3.0 1-3.2 4-2 90 6 3.OX 4.0 3-8 3-8 0 2- 3 2.80 -235 7- 8 3.45 267 2-1.1. -453 4- 7 77 2 3:OX 4.0 1.-1.2 3-2 .15 7 3.OX 4.0 1-1.2. 3-8 0 3- 4 3.45 -328 9-10 2.80 325 2-10 223 4- 6 -474 3 3.OX 7.0 0-0 3-10 15 8 1.5X 3.0 2-4 3-8 90 4- 5 3.45 38 10-13, 2.80 209 3-10 -225 5- 6 -90 4 3.OX 4.0 1-12 4-2 15 9 3.OX 4.0 1-12 0 3- 8 27 5 1..SX 3.0 1-1.2 3-2 9n 1A 3.OX 4.0 1.-12 3-R 0 JT REACT ACT BRG REQ BRG CANT 11 3.OX 4.0 3-8 3-8 0 11P 487. 3.50" 1.501+ 11 -108.H 11 -1.0 6R 487. 3.50" 1.50" 2-9-10 2-9-10 7-s-7 6-8-5 5-9-0 2-11-6 5-10-12 9-0-10 3-3-10 5-0-0 12-6-0 3-5-6 4-0-13 1. 3; 1-4-D 2-9-10 2-9-10 Goons Engineering, CA 4400 Campus Drive Suite A Newport Beach. CA 92660 (949) 752-1612 (949) 752-5321 fax 1.5x3/ 3x4- 3x4- LUMBER SOLUTION TOP 2X4 DFL -H2 TOP PANEL 3- 4 CSI- .226 BOT 2X4 DFL -H2 BOT PANEL 9-10 CSI= .077 WEB 2X4 DFL -Stud EXCEPTION WEBS 3- 8 2X4 DFL -42 DEFLECTION TOTAL LOAD DEF O JOINT 8 = .073" L/DEF=999 L= 150.0 REC CMBR= .16" TOTAL LOAD HOR DEF = .106" MAX DEF:LL= .037" DL= .036" TL= .073" BRACING NOTE:Brace bottom chord m loft OC max or provide lateral brace by properly applied rigid ceiling. DESIGN CRITERIA - ANSI/TPI 1-1995 M SPACING 24.0 IN O/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95' PLATE DUR INC=1.25 WIND LOAD: 70 MPH DESIGN LOADINGS LOAD CASE 1 TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.25 LOAD CASE 2 WIND LOAD: 70 MPH TOP,LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 SECTION DIR LIVE DEAD 1- 5 Norm -16.0 14.0 LOAD CASE 3 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 SECTION DIR I.IVE DEAD 1- 5 Norm -10.0 14.0 1_q_D 1_q_D 0;0 O O 2-9-10 3-5-6 3-5-6 5-7-4 9-0-10 12-6-0 A copy of this dentggn shall be furnished to the erection contractor. This weight of erectors until all permanent bracing is in place. Concentration of con- Job ID: 762P3D\T16 10 Qty - 1 design is !or an individual building component (a truss). It is based on struction loads greater than the design loads shall not be applied to the trusses specifications provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 1 of 1 accordance with the current versions of TPI and NDS design standards. Lumber moisture content shall be 19% or less at the time of fabrication, unless No responsibility is assumed for the accuracy of information provided by noted wherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal SPAN: 12- 6- 0 - the truss designer. Dimensions shall be verified by the manufacturer and/or Products (ICRO #4420) from 20. 18, or 16 ga ASTM A653 SQ grade 40 steel, building designer prior m fabrication. The huildin, designer shall review with G60 (min.) coating. Plates shall be app lied on both faces of truss at each loading a� truss configuration to ensure that this design meets or exceeds join. Plate dimensions are fisted width z ength. Slots (holes) in plate shall run minimum loading rested by applicable local building codes. Compression parallel 'o" plate length. Slots in plate shall be oriented as shown on the draw- KEYMARK ENGINEERING chords shall he laterally braced by the roof or floor sheathing, directly mg: The plate shall be centered on Joint U.N.O. Design assumes that adequate auadncA, unless otherwise noted. Bottom chord bracing shall he as noted. drama c will be provided in prevent ponding, and adequate anchorage will be 2905 Wilderness Place, STE 202 Bracing shown is for lateral support of individual truss components only m provided resist uplift at supports. The seal on this drawmg tmlicatcs acceptanxe Boulder, Colorado 80301 reduce hackling length. It is not wind or lateral load bracingg nr overall of professional engineering respnns tbdiry solely for the truss cnmponcnt design building design bracing which is by others. Refer m I Int -o7 (I'I'I) for shown. The suitandny atxl use of Ibis rnmponem for an ,an itular building design rccmnmenda truss hatrclling and erection. Un mit apply In:tds heymul is the responsibil icy til dnc huildin, designer, per ANSI/I'�'I I.1995 Scctimn 2. KEYsma r. t 3 ..157 SCALE= 15/32:1' MBR LEN FORt.td MBR LEN FORCE MBR FORCE MBR FORCE J1• PLATE HORZ VERT ANG JT PLATE HORZ VERT ANG LUMBER SOLUTION 1- 2 7.08 -74 4- 5 5.42 345 1.- 7 -197 2- 4 -480 1 1.5X 3.0 1-12 4-2 90 4 3.OX 4.0 3-8 3-8 0 . TOP 2X4 DFL- tt2 2- 3 5.42 63 6- 7 7.08 426 2- 7 -497 3- 4 --1.27 2 3.OX 7.0 0-0 3-1.0 1.5 5 I.SX 3.0 1.-7.2 3-8 90 TOP PANEL 1- 2 CSf= .751 2- 5 62. 3 1.5X 3.0 1-12 3-2 90 6 3.OX 4.0 1-12 0 BOT 2X4 DFL -#2 JT REACT ACT BRG REQ BRG CANT 7 3.OX 4.0 3-8 3-8 0 BOT PANEL 6- 7 CSI= 7P 487. 3.50", 1.50" .226 WEB2X4 DFL -Stud 7 -108.H 7 -1.0 411 487. 3.50" 1.50" EXCEPTION WEBS 2- 5 2X4 DFL -#2 DEFLECTION 7-2-12 12-6-0 TOTAL LOAD DEF O PANEL 4 = .121" 7-2-12 5-3-4 L/DEF=999 L= 150.0 REC CMBR= .16" 7-5-7 TOTAL LOAD HOR DEF = .132" 5-5-15 4-0-13 MAX DEF:LL= .050" DL= .090" TL= .121" BRACING T -brace designed by others 1.5x3/ NOTE:Brace bottom chord m 10ft OC max 1 or provide lateral brace by properly applied rigid ceiling. DESIGN CRITERIA - ANSI/TPI 1-1995 M SPACING 24.0 IN O/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 12 PLATE DUR INC=1.25 J3.25 WIND LOAD: 70 MPH 3x7\ DESIGN LOADINGS 2 LOAD CASE 1 - r TOP LL TOP DL BOT LL BOT DL INC _ 20.0 14.0 .0 5.0 1.25 LOAD CASE 2 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC r 1.5x3/ 20.0 14.0 .0 5.0 1.33 3 SECTION DIR LIVE DEAD 1O 1- 3 Norm -16.0 14.0 LOAD CASE 3 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC - 20.0 14.0 .0. 5.0 1.33 SECTION DIR LIVE DEAD 1- 3 Norm -10.0 14.0 _ Gouvis Engineering, CA 4400 Campus Drive Suite A Newport Beach. CA 92660 (949) 752-1612 (949) 752--5321 rax 'L nxs7 7-1-0 7-1-0 3x4- . 040 5-5-0 12-6-0 A copy or this des,gn shall be furnished to the erection contractor. This weight of erectors until all permanent bracing is in place. Concentration o(con- ri design is for an individual building coinporcm (a truss). h is based on strucuon loads greater than the design loads shall not be applied to the trusses Job ID:762P3D\T17_10 Qty _ 1' specifications provided by the component manufacturer and performed inat any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 1 of 1 accordance with the current s,crsions of TPI and NDS design standards. Lumber moisture content shall be 19% or less at the time of fabrication -unless No responsibility is assumed for the accuracy of information provided by noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal SPAN: 12- 6- 0 the truss designer. Dimensions shall be verified by the manufacturer and/or Products (ICBO #4420) from 20. 18, or 16 ga ASTM A65: SQ grade 40 steel, building designer prior to fabrication. The building designer shall review with G60 (min.) coating. Plates shall be applied on both faces of truss at each - - loading and truss configuration to ensure that this design meets or exceeds joint. Plate dimensio,u are listed width x length. Slots (holes) in plate shall run to m mn loading rey nrcd by applicable local building codes. Compressinn parallel m the plate length. Slots in plate shall be oriented as shown nn the draw- KEYMARK ENGINEERING chords shall he laterally braced by the roof or floor sheathing, directly mg: The plate shall he centered rnnjoint U.N.O. Design atsunres that atleyuate attached, unless otherwise noted. Bottom chord bracing shall be as noted. drannage wdl be provided to prevent ponding, and adequate anehomge will he 2905 Wilderness Place , STE 202 Bracing shown is for lateral support of individual truss components only o, pmvi cd resist np1�e at suppnrtc. 3'he gyral nn this drawing itnehrates neerpmn,rr. 130U 1i1C r. , Co.l ot'ad0 80307. nrduce Im,0119 length. It is not wnxl nr lateral load bracing or nveralb of prafrssim,al eugu,crnnf+ ncsponahil ity solely for the truss cony,in,em deli •n building design bracing which is by others. Refer m 11111-97 ('I'P0 for shown. 'fhe suitabdny and use of this cmnponem for any panicular building �esign recommended truss handling and erection. Do not apply loads heyond is the responsibility of the building design,cr, 1xr ANSI y pl 1.1995 Section 2.-KEYsmart 3.157 SCALE= 1/2":l' ML+R t,rN FUR", rld k 61,14 Vc,, t: F. M8k 1•'VhX ,4L,.K FUKCE J'1' PLATE HOR2 VERT ANC; JT PLATE HORZ VERT ANG LUMBER SOLUTION 1- 2 4.17 -43 5- 6 4.'70 6 .1- 8 -1.1.7 5- 7 -6 1 .1.5X 3.0 1-1.2 4-2 90 5 3.OX 4..0 3-8 3-8 0 'POP 2X4 DFL -112 2- 3 3.64 -432 7- 8 7,80 274 2- 8 -430 4-- 7 445 2. 3.OX 4.0 0-0 3-10 15 6 1.5X 3.0' 1.-12 3-8 90 TOP PANEL 3- 4 CS1.= 3- 4 4.70 -432 2- 7 1.88 4- 5 -463 3 1.SX 3.0 0-0 3-1.0 90 7 4.0X 8.0 1.-12 3-8 0 .327. BUT 2X4 DFL -42 3- 6 -317 4 3.OX 4.0' 3-8 2-11. 15 8 3.OX 4.0 3-8 3-8 0 BOT. PANEL 7- 8 CSI= JT REACT ACT BRG REQ BRG CANT .231, WEB 2X4 DFL -Stud 8P 488. 3.50" 1.50" " 8 -108.H DEFLECTION 8 -1.0 a r TOTAL LOAD DEF @ PANEL 5 = x..104" SR 488. 3.50" 1.50" L/DEF=999 L= 150.0 REC'CMBR= .'.16" TOTAL LOAD HOR DEF = '.006" u MAX DEF:LL= .007" DL= .100" TL= .104" 4-2-0 7-11-6 12-6-0 4-2-0 - 3-9-6 4-6-10 BRACING NOTE:Brace bottom chord @ 10ft OC max 7 5-7 6-3-14 5-3-10 4-0-13 or provide. lateral brace by properly applied rigid ceiling. 1.5x3/ DESIGN CRITERIA - ANSI/TPI 1-1995 M • SPACING 24.0 IN O/C NO REP BEND 1 PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 WIND LOAD: 70 MPH 3x4\ DESIGN LOADINGS - 2 LOAD CASE 1 12 TOP LL TOP DL BOT LL BOT DL INC Q3.25 20.0 14.0 .0 5.0 1.25 LOAD CASE 2 WIND LOAD: 70 MPH 1.5x3/ TOP LL TOP DL BOT LL BOT DL, INC 3 20.0 14.0 .0 5.0 1.33 - SECTION DIR LIVE DEAD • - - 1- 4 • Norm -16.0 14.0 LOAD CASE 3 WIND LOAD: 70 MPH r 3x4\ TOP LL TOP DL BOT LL BOT DL INC ' 4 20.0 14.0 .0 5.0 1.33 SECTION DIR LIVE DEAD - _ 1- 4 Norm -10.0 14.0 + 3x4-4>8 6 - 1.5x3/ 3x4- 11-0 0-0 i' 7-9-10 _ 4-8-6 " 7-9-1.0 12-6-0 r ,c H(�� n npop p, CA E119111661 A copy of this design shall be furnished to the erection contractor. This design is for an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- struction loads than design loads be Job ID: 762P3D\T18 10 Qty 1 }. - WYYIS �III� specdicatiores provided by the component manufacturer and performed in accordance with the current versions of TPI and NDS design standards. greater the shall not applied to the trusses at any time. Trusses shall be handled with care prior to erection to avoid damage. Lumber be 19% less - DATE: 9/12/00 - SHEET 1 of 1- 4400 Campus of ] V e No responsibility is assumed for the accuracy of information provided by the truss designer. Dimensions shall be verified by the manufacturer moisture content shall or at the time of fabrication, unless noted otherwise(U.N.O.). Connector plates shall be manufactured by Engle Metal Products #4420) from SPAN: 12- 6- 0 Suite A and/or building designer prior to fabrication. The building designer shall review (ICBG 20. 18, or 16 ga ASTM A653 SQ grade 40 steel• with G60 (min.) coating. Plates shall be applied both faces Newport Beach, CA 92660 loading and truss rnnfiguration m enwre that this design meets or exceeds on of truss at each joint. Plate dimensions are listed width x length. Slots (holes) in plate shall run (949) 752-16 2 minimum loading requueA by applicable local building codes. Contpression chords shall be laterally braced by the roo(or Door shcathinR, directly parallel to the plue length. Slots in plate shall he oricmed as shown nn the draw- mg. "fhe plate shall be centered on m U.N.O. Design assumes that adequato KEYMARK ENGINEERING(949) (949) 752-5321 F a X auached, unless othcrwusc,nmeA: Brniom ctinr.l bracing shall. be as imtcd. Bracing shown is (or lateral supper. of individual truss coni ne nus only to drainage will he provided to prevem ponding, and adequate auuchongc will lx provided resist upldt at supports. The seal nn this drawing indicates accept.,ie 2905 Wilderness P1aCe, STE 202 reduce buckling length. h is ern wmd or lateral load bracin or overall building design hrac'n u•bth is by others. Refer to FIIB-9� (f Pi for of pro(essiunal engineering responsubility solely for the truss tnmpouuent design The Boulder,Colorado 80301 rernnnnende truss hai11,ng and etecuou. I)o oot apply bads beyond shown. suitability auud use of Uuis component for anyy pparticular building design is the responsibility of the building designer. per AN." rPI I-1995 Sccurtu 2. KEYSma rt 3.157 SCALE= 1/ : 1' 3 1-0-0 Gmvis Engineering, CA _ 4400 Campus Drive Suite A Newport Beach. CA 92660 (949) 752-1612 (949) 752-5321 Fax 1.5x3/ -- 7-11-10 - 4-6-6 7-11-10 12-6-0 A cnpy.of this design shall be furnished to the erection contractor. This weight of erectors unfit an permanent oract design is for an individual building component (a truss). It is based on struetion loads greater than the design loads specifications provided by the component manufacturer and performed in at any time. Trusses shall be handled with t accordance with the current versions of TPI and NDS design standards. Lumber moisture content shall be 19% or h No responsibility is assumed for the accurac}- of information provided by noted oberwise(U.N.O.). Connector plates the truss designer. Dimensions shall be verified by the manufacturer and/or Products (ICBG #4420) from 20, 18, or 16 building designer prior to fabrication. The building designer shall review with G60 (min.) coating. Plates shall be api loading and truss configuration to ensure that this design meets or exceeds joint. Plate dimensions are listed width z Pe mum In repaired by applicable local building codes. Compression parallel to the plate length. Slots in plate sh chords shall be laterally braced by the roof or floor sheathing. directly mg; The plate shall be centered on joint U. attached. unless otherwise noted. Bottom chord bracing shall be as rated. drainage will be provided to prevent pondir Bracing shown is for lateral support of individual truss components only to provided resist uplift at supports. The seal reduce Inickling length. It is not wind or lateral load bracingg or overall of professional engineering responsibility s - building design bracnig which is by others. Refer in 1118-97 fl'rl) for shown. The suitabd ity and use of this comf recommended truss hanllntg and erection. Do not apply loads beyond is the responsibility of the building designee 0'-0 Fr is in place. Concemratinn of con- Job ID:762P3D\T19 10 Qty -I hall tat be applied to the trusses re prior to erection to avoid damage. DATE: 9/12/00 SHEET 1 of 1 s at the time of fabrication, unless "r hall be manufactured by Eagle Metal SPAN.• 12- 6- 0 i ASTM A653 SQ grade 40 steel, ed on both faces of truss at each - th. Slots (holes) in plate shall run I be oriented as shown on the draw- KEYMARK ENGINEERING 0. Design assumes that adequate and adequate anchorage will be 2905 Wilderness Place, STE 202 this drawing indicates acce tanice Boulder, Colorado 80301 ay for the truss component design hent for an PPanieular building design perANSI/fPl licuarSection2. KEYsmart 3.157 SCALE= 1/2":1' MBR LEN FORCE MBR LEN FORCE MBR FORCE MBP. FORCE JT PLATE HORZ VERT ANG JT PLATE HORZ VERT ANG LUMBER SOLUTION 2 4.17 -44 5- 6 4.53 6 L- 8 -11.6 5- .7 -6 1 1.5X 3.0 1.-12 4-2 90 5 3.OX 4.0 3-8 3-8 0 TOP 2.X4 DFL -))2 1- 7- 8 7.97 275 2- 8 -431 4- 7 446 2. 3.OX 4.0 0-0 3-10 15 6 1.5X 3.0 1-12 3-8 90 TOP PANEL 3- 4 CSI= 297 2- 3 3.80 -431 2- 7 178 4- 5 -464 3 1.SX 3.0 3-10 90 7 4.OX 8.0 1-12 3-8 0 BOT 2X4 DFL -02 3- 4 4.53 -428 3- 6 ;314 4 3.OX 4.0 3-8 2-1.1. 15 8 3.OX 4.0 3-8 3-8 0 DOT PANEL 7- B CSI= .239 WEB.. 2X9 DFL -Stud JT REACT ACT BRG REQ BRG CANT SP 487. 3.50" 1.50" DEFLECTION 8 -108.H TOTAL -LOAD DEF @ PANEL 5 = .112" 8 1.0 L/DEF=999 L= 150.0 REC CMBR= .16" SR 487. 3.50" 1.50" TOTAL LOAD HOR DEF = .006" MAX DEF:LL= .007" DL= .109" TL= .112" 4-2-0 8_1_6 12-6-0 BRACING 4_2_0 3-11-6 4-4-10 NOTE:Brace bottom chord @ loft OC max 4-0-13 or provide lateral brace by properly 7.5_7 6-3-14 5-3-1 applied rigid ceiling. DESIGN CRITERIA - ANSI/TPI 1-1995 M SPACING 24.0 IN O/C NO REP BEND 1.5x3/ PLATE : EAGLE METAL PRODUCTS -95 1 PLATE DUR INC=1.25 WIND LOAD: 70 MPH } - DESIGN LOADINGS 3x4\ LOAD CASE 1 2 12 TOP LL TOP DL BOT LL BOT DL INC 13.25 20.0 14.0 .0 5.0 1.25 LOAD CASE 2 ' - WIND LOAD: 70 MPH 1.5x3/ TOP LL TOP DL BOT LL BOT DL INC 3 20.0 14.0 .0• 5.0 1.33 SECTION DIR LIVE DEAD 1- 4 Norm -16.0 14.0 LOAD CASE 3 WIND LOAD: 70 MPH 3x4\ TOP LL TOP DL`BOT LL BOT DL INC 4 20.0 14.0 .0 5.0 1.33 u SECTION DIR LIVE DEAD - 1P� 1- 4 Norm -10.0 14.0 - 3 1-0-0 Gmvis Engineering, CA _ 4400 Campus Drive Suite A Newport Beach. CA 92660 (949) 752-1612 (949) 752-5321 Fax 1.5x3/ -- 7-11-10 - 4-6-6 7-11-10 12-6-0 A cnpy.of this design shall be furnished to the erection contractor. This weight of erectors unfit an permanent oract design is for an individual building component (a truss). It is based on struetion loads greater than the design loads specifications provided by the component manufacturer and performed in at any time. Trusses shall be handled with t accordance with the current versions of TPI and NDS design standards. Lumber moisture content shall be 19% or h No responsibility is assumed for the accurac}- of information provided by noted oberwise(U.N.O.). Connector plates the truss designer. Dimensions shall be verified by the manufacturer and/or Products (ICBG #4420) from 20, 18, or 16 building designer prior to fabrication. The building designer shall review with G60 (min.) coating. Plates shall be api loading and truss configuration to ensure that this design meets or exceeds joint. Plate dimensions are listed width z Pe mum In repaired by applicable local building codes. Compression parallel to the plate length. Slots in plate sh chords shall be laterally braced by the roof or floor sheathing. directly mg; The plate shall be centered on joint U. attached. unless otherwise noted. Bottom chord bracing shall be as rated. drainage will be provided to prevent pondir Bracing shown is for lateral support of individual truss components only to provided resist uplift at supports. The seal reduce Inickling length. It is not wind or lateral load bracingg or overall of professional engineering responsibility s - building design bracnig which is by others. Refer in 1118-97 fl'rl) for shown. The suitabd ity and use of this comf recommended truss hanllntg and erection. Do not apply loads beyond is the responsibility of the building designee 0'-0 Fr is in place. Concemratinn of con- Job ID:762P3D\T19 10 Qty -I hall tat be applied to the trusses re prior to erection to avoid damage. DATE: 9/12/00 SHEET 1 of 1 s at the time of fabrication, unless "r hall be manufactured by Eagle Metal SPAN.• 12- 6- 0 i ASTM A653 SQ grade 40 steel, ed on both faces of truss at each - th. Slots (holes) in plate shall run I be oriented as shown on the draw- KEYMARK ENGINEERING 0. Design assumes that adequate and adequate anchorage will be 2905 Wilderness Place, STE 202 this drawing indicates acce tanice Boulder, Colorado 80301 ay for the truss component design hent for an PPanieular building design perANSI/fPl licuarSection2. KEYsmart 3.157 SCALE= 1/2":1' 4x7 . 4x5- .4x4- 4x4- 4x4- 6x6- 12 Q3.25, 0 6-6-13 6-6-13 Gwis Engineering, CA 4400 Campus Drive Suite A . Newport Beach. CA 92660 (949) 752-1612 (949) 752-5321 Fax 3x4- - 3x4- 3x4- 4x7 1.5x3/ 3.Sx6 4x10 , 0;0 0,0 0�0 0i0 OFO` -0--0 6-6-13 6-6-13 6-5-1 4-8-6 4-6-10 13-1-10 19-8-7 26-1-8 30-9-14 35-4-.8 MBR LEN FORCE Mlik LEN FORCE MBR FORCE MBK FORCE J3* Job ID: 762P3D\T20 10 Qty 1' PLATE HORZ. VERT ANG JT PLATE HORZ VERT ANG LUMBER SOLUTION 1- 2 5.25 0 8- 9 4.41, 4210 1-1.4 -159 4-11. -83 1. 1.. 5X 3.0 1-12 5-8 90 8 3.OX 7.0 6-0 1-15 7 TOP 2X4 DFL -0 2- 3 5.25 -2913 9-10 4.55 4210 2-1.4 -2759 5-11 116 2 4.OX 5.0 5-8 0 9 1.5X 3.0 3-8 90 TOP PANEL 7- 8 CSI= .561 3- 4 5.25 -4461 1.0-11 6.57 4665 2-13 903 5-10 -1099 3 4.OX 4.0 5-8 0 10 4.OX 7.0 3-8 0 BOT 2X4 DFL -42 4- 5 5.25 -4719 1.1-7.2 6.57 4789 3-13 -1362 6-1.0 708 S 4.OX 7.0 S 4.OX 10.0 BOT PANEL 11-12 CSI= .978 5- 6 5.25 -3672 1.2.-1.3 6.57 4063 3-12 548 7-1.0 -557 4 4.OX 4.0 0-0 5-8 0 11 3.OX 4.0 3-8 0 WEB 2X4 DFL -Stud 6- 7 4.55 -3814 13-14 6.57 2492 4-12 -453 7- 9 37 5 4.OX 4.0 5-8 0 12 3.OX 4.0 3-8 0 7- 8 4.41 -4372 - 6 6.OX 6.0 5-8 0 S 3.5X 6.0 EXCEPTION CHORDS 15- 8 1.50 1.4 - 7 3.OX 4.0 1-12 3-2 1.5 131 3.OX 4.0 3-8 0 1.- 6 2X 6 DFL -02 14 4.OX 5.0 4-0 3-8 0 JT REACT ACT BRO REQ BRG CANT DEFLECTION 14P 1372. 3.' TpTAI. LOAD DEF <t PANEL ].]. _. .825" 14 -109.H L/DEF=514 L= 424.5 REC CMBR= .44" 8R 1478. 3.50" 1.58" TOTAL LOAD HOR DEF = .204" MAX DEF:LL= .417" DL= .421" TL= .825" BRACING 5-3-1 10-6-2 15-9-2 21-0-3 26-3-4 30-9-14 35-4-8 1-6-1OR * T -brace designed by others 1 5-3-1 -1 5-3-1 ' 5-3-1 1 5-3-1 I 5-3-1 1 4-6-10 1 4-6-10 I1-6-0 NOTE:Brace bottom chord 0 10ft OC max 2-9-7 2-9-7 2-9-7 .2-9-7 2-9-7 2-9-7 1-6-11 3-14 or provide lateral brace by properly applied rigid ceiling. DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN 0/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 WIND LOAD: 70 MPH • DESIGN LOADINGS SEE PAGE 2 LOAD INFORMATION 4x7 . 4x5- .4x4- 4x4- 4x4- 6x6- 12 Q3.25, 0 6-6-13 6-6-13 Gwis Engineering, CA 4400 Campus Drive Suite A . Newport Beach. CA 92660 (949) 752-1612 (949) 752-5321 Fax 3x4- - 3x4- 3x4- 4x7 1.5x3/ 3.Sx6 4x10 , 0;0 0,0 0�0 0i0 OFO` -0--0 6-6-13 6-6-13 6-5-1 4-8-6 4-6-10 13-1-10 19-8-7 26-1-8 30-9-14 35-4-.8 s M s 1 A copy of this design shall be furnished to the erection contractor. This weight of erectors until all permanent bracing is in place. Concentration of con- . Job ID: 762P3D\T20 10 Qty 1' design is for an individual building component (a truss). his based on specifications provided by the component manufacturer and performed in struction loads greater than the design loads shall not be applied to the trusses at any time. Trusses shall be handled with care prior to erection to avoid damage. - DATE: 9/12/00 SHEET 1 of 2 accordance with the current versions of TPI and NDS design standards. Lumber moisture content shall be 19% or less at the time of fabrication. unless - Nn responsibiliiy is assumed for the accuracy of information provided by the truss designer. Dimensions be verified M1y the noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products #4420) from 20, 18. 16 ASTM A653 40 SPAN: 35- 4 - 8 shall manufacturer and/or building designer prior to fabrication. The building designer shall review loadine and truss to ensure that this design (ICBO or ga SQ grade steel• with G60 (min.) crating. Plates shall be applied on both faces of truss at each joint. Plate dimensions listed length. Slots in configuration meets or exceeds are width x (holes) plate shall run . minimum loading reywrcA by applicable local building codes. Compression chords shall be laterally braced by the roof or Boor sheathing directly parallel ro the plate lengdt. Sbts in plate shall be oriented as shown nn the draw- I mg. The shall be cemereA nn U.N.O. Design assumes that KEYMARK ENGINEERING auachcd, unless otherwise noted. Bosom chord bracing shall •be as meted. plate ]mot ado sate drainage wdl to and adequate anchorage wil� be 2905 Wilderness Place, STE 202 Bracing shown is for lateral support o(iMlividual truss comlxmcnts only to provided pra•em pobeing, provided resist upl di at suplans. The seal nn this drawing indicates acceptance reAuce buckling length. his inwind or lateral load hracingg or overall M1uilding design bracing which is by Refer to IiIB-97 ('1')p fnr ofprofessional engitmcring responsibility solely for the truss component design The for • BOu1deY, COlOrado 80301 others. rccnmmende truss handling and erection. Do tun apply bads heyond shown. suitaM1nlny and use of this compnnem an partindar builAing design is the respnnsihiliiy of the hudAing Aesigrer, per ANSIIf l I-1995 Seetinn 2. KEYSmar. t 3.157 SCALE= 5/ 32" : 1 ' ' DESIGN LOADINGS LOAD CASE 1 LOAD CASE 2 LOAD CASE 3 WIND LOAD: 70 MPH WIND LOAD: 70 MPH , LIVE DEAD INC I..'r.VE DEAD I.NC LTVP, DEAD fNf: TOP 20.0 14.0 1.25 TOP 20.0 14.0 1.33 TOP 20.0 14.0 1.33 BOT .0 5.0 BOT .0 5.0 BOT .0 5.0 SECTION D.IR LIVE DEAD SECTION DIR LIVE DEAD 1- 6 Norm -10.0 14.0 1- 6 Norm -10.0 14.0 6- 8 Norm -10.0 14.0 6- 8 Norm -16.0 14.0 - - - 15- 8 Norm -10.0 14.0 15-,8 Norm -35.0 14.0 . t _ A copy of this design shall be furnished to the erection contractor. This weight of erectors until all permanent bracing is in place. Concentration of con- Job ID: 762P3D\T20_10 Qty 1 /`� 6ouris Engineering, VR design is for an individu l building component (a truss). It is based on in strucuon loads greater than the design loads shall not be applied m the trusses, any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 2 of 2 s cifications provided b the component manufacturer and performed accordance with the current versions of TPI and NDS design standards. at Lumber moisture content shall be 19% or less at the time of fabrication, unless 4400 Campus Drive No responsibility is assumed for the accuracy of informal inn provided h noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal from 18, 16 ASTM A653 SQ 40 steel. SPAN: 35- 4- 8 - the truss designer. Dimensions shall be verified M1y the manufacturer and/or Products (ICBO #4420) 20. or ga grade " Suite A building designer prior to fabrication. The building designer shall review with G60 (min.) coating. Plates shall be applied on both faces of truss at each Plate dimensions are listed width x Icngth. Slots (holes) in shall run Newport Beach, ' C A 92660 loading and truss configuration m ensure that this design meets or exceeds minimum loading regwred by applicable local building codes. Compression directly joint. plate parallel to the plate length. Slots innate shall be oriented as shown on the draw• 'f he shall he centered on U.N.O. Design assumes that adequate KEYMARK ENGINEERING (9491 752 61 chords shall be laterally braced by the roof or floor sheathingg Bottom chord bracing shall be as noted. mg. plate )omt drait4ige wall be provided to prcvem ponding. and adequate anchorage will be 2905 Wilderness Place, STE 202 752-5321 Fax - attached- unless otherwise noted. Bracing shown is for lateral support of individual truss components only to provided resist upbft at supports. 1'he seal on this drawing indicates accepptance ity for the truss tompone' dcsign Boulder, Colorado 80301 (9491 reduce buckling length. h is not wind or lateral load bracing or overall MIB-97I1'PII for of professional engineering resp usihd solely 'heand use of this c inponent for anyy particular building design building desiggn lraung which is by others. Refer to handlingDo apply loads hcynnA shown. suitabdiry is the responsihility of the building designer, per ANSI/f PI I-1995 Section 2. KEYSmaYt 3.157 SCALE= 5/32":1' rccommendt•nl truss and erection. not I'IBk r,cN FVKIc Mbk L6N Pv,.r:F, NBK FOkCE r1bA PUKCE J'1' PLATE HOK2, VERT ANG JT PLATE HORZ VERT ANG LUMBER SOLUTION 1- 2 4.85 0 8- 9 5.4.i. 4200 1.-14 -7.34 4-1.1. L09 1. 1. SX 3.0, 1.-1.2 3-8 90 8 3.OX 7.0 6--0 .1-15 7 TOP 2X4 DFL -112 ' 2- 3 4.85 -2272 9-'I0 5.55 42.0!1 2-14 -22A4 5--1. 1. 58 2 4.OX 4.113-8 0 9 1 : +X 3.11 1. 90 'I'01' 1'ANEi., 7- R CST- 3- 4 4.85 -3565 10-1.1. 6.07 3969 2-1.3 906 5-1.0 -658 3 3.OX 4.0 3-8 0 10 3.OX '7.O 3-8 0 .849 BOT 2X4 DFL -112 4- 5 4.85 -3962 11-12 6.07 3879 3-13 -121.0 6-10 646 S 3.OX 6.0 S 3.5X 6.0 BOT PANEL 9-10 CSI= • 5- 6 4.85 -3411. 1.2-13 6.07 3202 3-12 581 7-1.0 -81.6 4 3.OX 4.n 3-8 n 1.1. 3.OX 4.0 3-8 0 .845 WEB 2X4 DFL -Stud 6- 7 5.55 -3547 1.3-14 6.07 1936 4-12. -503 7- 9 55 5 3.OX 4.0 3-8 0 12 3.OX 4.0 3-8 0 7- 8 5.41 -4355 6 4.OX 5.0 3-8 0 S 3.OX 6.0 DEFLECTION 15- 8 1.50 14 7 3.OX 4.0 1-1.2 3-2 15 13 3.OX 4.0 3-8 0 TOTAL LOAD DEF @ PANEL 10 = .703" 14 3.OX 5.0 4-0 3-8 0 L/DEF=603 L= 424.5 REC CMBR= .44" REACT ACT REQ HRG CANT TOTAL LOAD HOR DEF = .178" 14 14P 1372. 3.500"" 1.50" MAX DEF:LL= .359" DL= .3SO" TL= .703" 14 -126.H - 8R 1478. 3.50" 1.58" BRACING • T -brace designed by others NOTE:Brace bottom chord 0 loft OC max 4-10-4 9-8-8 14-6-1.2 19-5-0 24-3-4 4 35-4-8 1-6-10R or provide lateral brace properly by proper � 4-10-4 4-10-9 ) 9 1 4-10-4 l 4-10-4 5-6-1.-10-4 I 5-6-10 l 5-6-10 1-6-0 applied rigid ceiling. 3-3-1S 3-3-15 3-3-15 3-3-15 3-3-15 3-3-15 1-9-14 3-14 DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN O/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 WIND LOAD: 70 MPH DESIGN LOADINGS LOAD CASE 1 TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.25 LOAD CASE 2 WIND LOAD: 70 MPH " TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1:33 SECTION DIR LIVE DEAD 1- 6 Norm -10.0 14.0 3x6 Q 123. n 6- 8 Norm -10.0 14.0 r1.5x3/ 4x4- 25 3x4- 3x9- 3x4- 4x5- 15- 8 Norm -10.0 14.0 1 1 . 2 3 9 5 r 6 WAD CASE 3 11 WIND LOAD: 70 MPH 3x4\ TOP LL TOP.DL BOT LL BOT DL INC 7 20.0 14.0 .0 5.0 1.33 3x7\ r SECTION DIR LIVE DEAD - g 15 1- 6 Norm -10.0 14.0. 6- R Norm - 1.6. 0 14.0 T 14 13 1.2 11 10 9 T T 15- 8 Norm -35.0 14.0 3x5- 3x4- 3x4- 3x4- 3x7 -1.5x3/ 3x6 3.5x6 . o o-0- 0-0 0-0 0_0' 0_0 0-o 0-0 ` 6-0-13 6-0-13 ,6-0-13 5-11-1 5-8-6 5-6-10 '+ < 6-0-13 12-1-10 18-2-7 24-1-8 29-9-14 35-4-6 1 6ouvis Engineering CA A copy of this desiggn shall be furnished to the erection contractor. This design is (nr an indi`'idual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- struction loads than the design loads shall rat be applied to Job ID; 762P3D\T21 10 Qty 1 Specifications provided by the component manufacturer and performed in greater the trusses at any time. Trusses shall be handled with care prior to erection to avoid damage. -shall - DATE; 9/12/00 SHEET 1 of 1. ' 4 400 Campus Drive v e [7 accordance with the current versions of TPI and NDS design standards. Lumber moisture convent be 19% or less at the time of fabrication, unless t` e: • ;. No responsibility is assumed for the accuracy of information pprovided by the truss designer. Dimensions shall he verified by the manufacmrcr and/or rated otherwisc(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (ICBO #4420) from 20, 18, or 16 ASTM A653 SQ 40 SPAN; 35- 4 - 8 Suite A building designer prior to fabrication. The building designer shall review ga grade steel, with G60 (min.) coating. Plates shall be app lied on both faces of truss at each , Ne wpOr t Beach. C A 92660 loading and truss configuration to ensure that this design meets or exceeds joint. Plate dimensions are listed width x length. Slots (holes) in plate shall run minimum loading required by applicable locnl building codes. Compression be laterally braced by floor parallel to the plate length. Slots in plate shall be oriented as shown on the draw- KEYMARK ENGINEERING (949) 752-1612 chords shall the roof or sheathing directly mg; The plate shall be centered on joint U.N.O. Design assumes that adequate attached. unless otherwise rated. Bottom chord bracing shall be as noted. drainage will he provided to prevent ponding, and adequate anchorage wilt be 2905 Wilderness Place, STE 202 (949) 752-5321 F a X Bracing shown is fnr Imeral support of individual truss components only to reduce buckling leng(h. It is not wad or lateral load bracing or overall provided resist uplift at supports. The seal on this drawing indicates ncce mance of engineering resprnuihility for �esign Boulder Colorado 80301. building design bracing which is by others. Refer to 1118-9 (I"I'I) for professional solely the truss componem shown. The suitabnlii)' nix USC of this component for any pparticular building design , _ ' rrcmnmended truss hatullmp aid crectinn. IM tar apply loads leyond is de respuisibility of the building designer, per ANSI/ I' 1-19#5 Section 2. KEYsmart 3 ..1.57 SCALE= 5/32." : 1 . ., vbnr iuu, Jt t'LAI L•` rujt(� Vh:K'I' Ark, 1- 2 5.5'7 U 8- 9 6.41 4'1.',01 .I.-13 -1.51 4-1.1. --1.86 L I.5X 3.0 1�-1 3--8 90 8 3.OX 7.0 6-0 1-15 7 2- 3 5.57 -2245 9-1.n 6.55 3766 2-1.3 -2200 4-10 -320 2. 3.OX 5.0 3-8 0 9 3.OX 4.0 3-8 0 3- 4 5.57 -3282 1.0-1.1. '7.42 "1113 2-42 RSG 5-1.0 S95 S 3.OX 6.0 S 3.5X 6.0 4- 5 5.57 -3144 11-12 7.42 2947 3-12 -976 6-10 -708 3 3.OX 4.0 3-8 0 10 3.OX 7.0 3-8 0 5- 6 4.37 -3269 12-13 7.42 1850 3-11 465 6- 9 283 4 3.OX 4.0 3-8 0 11 3.OX 4.0 3-8 0 6- 7 4.37 -4098 7- 9 -341 5 4.OX 5.0 3-8 0 S 3.OX 6.0 7- 8' 4.22 -4423 6 3.OX 4.0 3-10 15 12 3.OX 4.0 3-8 0 14- 8 1.50 14 7 1.5X 3.0 3-10 22 13 3.OX 5.0 4-0 3-8 0 JT REACT ACT BRG REQ BRG CANT 13P 1372. 3.50" 1.50" 13 -143.H BR 1478. 3.50" 1.58" 5-6-13 11-1-10 16-8-7 22-3-4 26-7-11 31-0-1 35-4-8 1-6-10R 5-6-13 I 5-6-13 1 5-6-13 5-6-13 4-4-7 4-4-7 4-4-7 1-6-0 3-10-7 3-10-7 3-10-7 3-10-7 3-10-7 2-8-4 1-6-1 3-14 3x6 3x5- 3x4- 3x4- 4x5- 12 Q 3.25 3x5- 3x4- 3x4- 3x7- 3x4 - 3x6 3.5x6 0-1-0 0-0 0-0 0-0 0-0 0-0 7-5-1 7-5-1. 7-3-5 6-8-6 6-6-10 7-5-1 1.4-10-3 22-1-8 28-9-14 35-4-8 Gmvis Engineering, CA 4400 Campus Orive Suite A Newport Beach, CA 92660 (949) 752-1612 (949) 752-5321 Fax LUMbEk .ULU'1'1VN TOP 2X4 DFL -112 .TOP PANEL, 3- 4 CSI= .863 I30T 2X4 DFL- 112 BOT PANEL 8- 9 CSI= .865 WEB 2X4 DFL -Stud DEFLECTION TOTAL LOAD DEF 0 PANEL 10 = .607" L/DEF=699 L= 424.5 REC CMBR= .44" TOTAL LOAD HOR DEF = .161" MAX DEF:LL= .305" DL= .312" TL= .607" BRACING - T -brace designed by others NOTE:Brace bottom chord 0 loft OC max or provide lateral brace by properly applied.rigid ceiling. DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN 0/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 WIND LOAD: 70 MPH DESIGN LOADINGS LOAD CASE 1 TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.25 LOAD CASE 2 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 SECTION DIR LIVE DEAD 1- 5 Norm -10.0 14.0 5- 8 Norm -10.0 14.0 14- 8 Norm -10.0 14.0 LOAD CASE 3 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 SECTION DIR LIVE DEAD 1.- 5 Norm -10.0 14.0 5- 8 Norm -16.0 14.0 14- 8 Norm -35.0 14.0 A copy of this design shall be furnished to the erection contractor. This design is for an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con= struction loads greater than the design loads shall not be applied to the trusses Job ID: 762P3D\T22 10 Qt1 y - specifications provided by the component manufacturer and performed in accordance with the current versions of TPI and NDS design standards. at any time. Trusses shall be handled with care prior to erection to avoid damage. Lumber moisture content shall be 199E or less at the time of fabrication, DATE: 9/12/00 SHEET 1 Of 1 " - No responsibility is assumed for the accuracy of information pprovided by the truss designer. Dimensions shall be verified by the manu(acmrer unless noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products N4420) from 20. I8, SPAN: 35- 4- 8 ' attd/nr building designer prior to fabrication. The building designer shall review (ICBG or 16 ga ASTM A6z53 SQ grade 40 steel, with G60 (min.) coating. Plates shall be applied on both faces loading and truss configuration to ensure that this Resign meets or exceeds or truss at each joint. Plate dimensions are listed width x length. Slots (holes) in plate shall run minimum loading required by applicable local building codes. Compression parallel to the plate length. Slots in plate shall be oriented as shown on the draw- "I'he KEYMARK ENGINEERING chords shall he laterally braced by the roof floor shcathin�, directly attached, otherwise Bottom bracing be mg. plate shall be centered on loins U.N.O. Design assumes that adequate unless noted. chord shall as noted. drainage will be provided to prevent ponding, and adequate atxhorage wilt be d " ." 2905 Wilderness Place, STE 202 Bracing shown is for lateral support of individual truss components only to provided resist upro su.. The seal nn this drawing itttli ecce vantc reduce buckling length. his ru,t wad or lateral kid l racing or overall building desiggn bracing which is by others. Refer IIIB-97 for of professional engmecnng reslmnsibiliry solely for the truss cmnprnnent r�csi m BOU lder , COlOCadU 80301 to (Trq recommended truss handling awl erection. Do nut apply lands beyond shown. The xuit.", n' aixl use nl'this coot nem for an pparticular building t�esign is the responsibility of the braiding designer, per AN'.I , I-1995 Section ?. KEYsmar. t 3.157 .. SCALE= 5/32"A.' 1.' I'l8k ii,:N Colo-, NIA, 1,1:14 F, 1-. (101, 1,-i I,VIK'I AfA; "I PLAT (•, IIQKL VEkT Al*, 1 J'Al Him, l-"'kL+' J I .1.- 2 5.07 0 8- 9 *1. 4 1. 4296 :L-.1.3 - 137 4-11. -387 1 1.5X 3.0 1-12 3-8 9U 8 3.OX '1.0 6-0 1-15 7 TOP 2X4 DFL, -II -l- 2 - FL -1122- 3 5.07 -.1822 9-10 '7.55 3624 2-1.3 -191.6 4-10 -66 2 3.OX 5.0 3-8 U 9 3.OX 4.0 3-8 0 TOP PANEL 6- 7 CSI= .790L 3- 4 5.07 -2773 10-11 6.76 291.9 2-12 893 5-10 516 S 3.OX 6.0 S 3.5X 6.0 BOT 2X4 DFL -#2 4- 5 5.07 -2881 11-12 6.76 2429 3-12 -958 6-10 -844 3 3.OX 4 .0 3-8 U 10 3.OX 7.0 3-8 0 BOT PANEL 8- 9 CSI= .912- 5- 6 5.03 -2997 12-13 6.76 1487 3-11 542 6- 9 390 4 3.OX 4.0 3-8 0 11 3.OX 4.0 3-8 0, WEB 2X4 DFL -Stud 6- 7 5.03 -4027 7- 9 -466 5 4.OX 5.0 3-8 0 S 3.OX 6.0 7- 8 4.89 -4455 6 3.OX 4.0 3-10 15 12 3.OX 4.0 3-8 0 DEFLECTION 7 1.5X 3.0. 3-10 23 13 3.OX 5.0 4-0 3-8 0 !TOTAL LOAD DEF @ PANEL 9 = 589" JT REACT ACT ERG REQ ERG CANT L/DEF=720 L= 424.5 REC CMBR=. .44" 13P 1374. 3.50" 1.50" TOTAL LOAD HOR DEF = .151" 13 -132.14 MAX DEF:LL= .279" DL= .317" TL= .589" SR 1374. 3.50" 1.50" - BRACING * T -brace designed by others NOTE:Brace bottom chord @ 10ft OC max 5-0-13 10-1-10 15-2-7 20-3-4 25-3-11 30-4-1 35-4-8 or provide lateral brace by properly -0-13 5-0-13 5-0-13 5-0-13 5-0-7 5-0-7 5-0-7 applied rigid ceiling. 4-4-15 4-4-15 4-4-1.5 4-4-15 4-4-15 3-0-9 1-8-4 3-14 DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN O/C NO REP BEND PLATE : EAGLE METAL, PRODUCTS -95 PLATE DUR INC=1.25 WIND LOAD: 70 MPH DESIGN LOADINGS LOAD CASE I TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.25 WAD CASE 2 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT'DL INC 20.0 14.0 .0 5.0 1.33 SECTION DIR LIVE DEAD 3x6 12 1- 5 Norm -10.0 14.0 1.5x3/ 3x5-- 3x4- 3x4- 4x5 - S- 8 Norm -10.0 14.0 3.25 WAD CASE 3 3 4 5 WIND LOAD: 70 MPH 1 2 T - - - 3x4\ TOP LL TOP DL BOT LL BOT DL INC 6 20.0 14.0 .0 5.0 1.33 1.5x3/ SECTION DIR LIVE DEAD 7 1- 5 Norm -10.0 14.0 3x7\ "5- 8 Norm -16.0 14.0 13 12 11 10 9 T 3x4- 3x4- 3x7- 3x4- 3x6 x4-3x6 3.5x6 oio 0-10 0;0 0-0 0 -1 0 0;0 6-9--i" 6-9-1 6-7-5 7-8-6 7-6-10 6-9*1 13-6-3 20-1-8 27-9-14 35-4-8 Gwis Engineerinq, CA 440 0 Campus Drive Suite A Newport Beach. CA 92660 19 9) 752 -1612 (949) 752 -5321 FaX A copy of this des hall be furnished to the erection contractor. This design i design building component (a truss). It is based on specifications provided by the component manufacturer and performed in accordance with the current versions of TPI and NOS design standards. No responsibility is assumed for the accuracy f information 'ov ided by the truss designer. Dimensions shall he vcrii:d by hi: manufacturer and/or building des igner prior to fabrication. The building designer shall review loading and truss configuration to ensure that this design meets or exceeds loading required by applicable local building codes. Compression chords shall be laterally braced by the roof or floor sheathing, directly anached, unless otherwise noted. Bottom chord bracing shall he as noted Bricin shown is for lateral suppnri of individual truss components only to reduce 3tickling length. k is not wind or lateral load bracin l; or overall building design bracing which is 1)), others. Refer (4) HIB -9 (TPI) for reconimcildc truss handling amt erection. Do not apply loads beyond weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses athaname. Trusses shall be handled with care prior to erection to avoid damage. L on moisture content shall be 19% or less at the time of fabrication. unless noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (ICBG #4420) from 20. 18, or 16 ga ASTM A653 SQ grade 40 steel. with G60 (min.) coating. Plates shall be applied on both faces of truss at each joint. Plate dimensions arc listed width x length. Slots (holes) in plate shall run parallel to the plate length. Slots in plate shillbe oriented as shown oil the draw- ing. The plate shall he centered on titU.N.O. Design assumes that a:Tualc 9 drainage will he provided to prevent Pending, and adequate anchorage be provided 's on S drawing indicates acre tante of pro C' 'c nal"Plift " slipporls� The seal!Ili the en g,!wcr,n responsibility solely for K truss enrnpoilc!u .'esWo. n Ic an rhcularbuilding design show "T'l. suitability use o this c mponcill r '. ' IS f fo r .1995 Section 2. r r is the responsibility of the building dc,,i tier, pc ANSV� I I r job ID: 762P3D\T23_10 Qty 1 DATE: 9/12/00 SHEET I of i SPAN: 35- 4- 8 KEYMARK ENGINEERING 2905 Wilderness Place, STE 202 Boulder, Colorado 80301 KEYsmart 3.157 SCALE= S/32":l' MBR LEN FORCE MBR LEN FORCE MBR FORCE MBR FORCE JT PLATE HURZ VERT ANG JT PLATE HURZ VERT ANG LUMBER SOLUTION 1- 2 4.57 0 8- 9 5.56 4234 1-14 -124 4-11 1.48 1 1.5X 3.0 1-12 3-8 90 8 3.OX 7.0 6-0 1-15 7 TOP 2X4 DFS-2850/2.3 2- 3 4.57 -1485 9-10 5.70 4234 2-14 -171.5 5-11 433 2 3.OX 4.0 3-8 0 9 1.5X 3.0 3-8 90 TOP PANEL 7- 6 CSI= .390 3- 4 4.57 -2345 10-11 5.70 3481 2-13 917 6-11 -1005 S 3.OX 6.0 10 3.OX 4.0 1-12 3-8 0 BOT 2X4 DFL-42 4- 5 4.57 -2598 11-12 6.09 2494 3-13 -960 6-10 273 3 3.OX 4.0 3-.8 0 S 3.OX 6.0 BOT PANEL 9-10 CSI= .847 2X4 DFL-Stud 5- 6 5.70 -2704 12-13 6.09 201.0 3-12 613 7-10 -780 4 3.OX 4.0 3-8 0 11 3.OX 7.0 3-8 0 WEB 6- 7 5.70 -3604 13-14 6.09 1200 4-12 -479 7- 9 60 5 4.OX 5.0 3-8 0 12 3.OX 4.0 3-8 0 7- 8 5.56 -4386 6 3.OX 4.0 1-12 3-2 15 S 3.OX 6.0 3.OX 4.0 3-8 0 DEFLECTION TOTAL LOAD DEF @ PANEL 9 = .490" JT REACT ACT BRG REQ BRG S 3.OX 6.0 13 CANT 7 3.OX 4.0 1-12 3-2 15 14 3.OX 4.0 3-8 3-8 0 L/DEF=866 L= 424.5 REC CMBR= .44" 14P 1374, 3.50" 1.50" 1374.H TOTAL LOAD HOR DEF = .146" MAX DEF:LL= .243" DL= .259" TL= .490" 14 -149 811 1374. 3.50" 1.50" BRACING T-brace designed by others NOTE:Brace bottom chord O loft OC max 4-6-13 9-1-10 13-8-7 18-3-4 23-11-11 29-8-1 35-4-8 or provide lateral brace by properly 4-513 4-6-13 4-6-13 4-6-13 5-8-7 5-8-7 5-8-7 applied rigid ceiling. 4-11-7 4-11-7 4-11-7 4-11-7 4-11-7 3-4-15 1-10-6 3-14 DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN O/C NO REP BEND PLATE : EAGLE METAL PRODUCTS-95 PLATE DUR INC=1.25 WIND LOAD: 70 MPH DESIGN LOADINGS LOAD CASE 1 TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.25 LOAD CASE 2 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 S.0-1.33 SECTION DIR LIVE DEAD 1- 5 Norm -10.0 14.0 3x6 12 8 Norm 10.0 14.0 1.5x3/ 3x4- 3x4- 3x4- 4x5- 3.25 LOAD CASE 3 O " 1 2 3 4 5 WIND LOAD: 70 MPH T 3x9\ 3x6 TOP LL.TOP DL BOT LL BOT DL INC 6 20.0 14.0 .0 5.0 1.33 3x4\ SECTION DIR LIVE DEAD 1- 5 Norm -10.0 14.0 7 3x7\ a 5- 8 Norm -16.0 14.0 12 11 10 9 T 14 3x4- 13 3x4- 3x4- 3x7- 3x4- 1.5x3/ r. 3x6 3x6 h h w o-Fo o-o oto oto oto o;o 040 6-1.-1 6-1-1 5-11-5 5-10-3 5-8-7 5-8-7 6-1-1 12-2-3 18-1-8 23-11-11 29-8-1 35-4-8 �. ^.-7 ��p�//``�� A copy of this delign shall be furnished to the erection contractor. This weight of erectors until all permanent bracing is in place. Concentration of con- loads than the design loads shall not be applied to the trusses Job ID: 762P3D\T24_10 Qty is Engineering, 1,f1 design is for ai hdividual building component (a truss). It is based on b manufacturer and in strucuon greater at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 1- of 1.. WUr specifications provided the component performed accordance with the current versions of TPI and NDS design standards. Lumber moisture content shall be 19% or less at the time of fabrication, unless _ 4400 Campus Drive No responsibility is assumed for the accur of information pprmided by /or noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products #4420) from 20, 18, or 16 ga ASTM A653 SQ grade 40 steel SPAN: 35- 4- 8 Suite A the truss designer. Dimensions shall he verified by the manufacturer ai building designer prior to fabrication. The building designer shall review (ICBO with G60 (min.) coating. Plates shall be applied on both faces of truss at each length. Slots in shall run loading and truss configuration to ensure that this design meets or exceeds joint. Plate dimensions are listed width x (holes) plate length. Slots in shall be oriented as shown on the draw- Newport Beach, n, C A 92660 minimum inrequred by applicable local building codes. Compression by floor sheathing directly parallel to the plate plate mg The plate shall he centered on )rant U.N.O. Design assumes that adequate KEYMARK ENGINEERING (949) 752-1612 chords shall be laterally braced the roof or attached, unless nberwhse noted. Bullom chord bracing shall he as noted. drainage will be provided to prevent ponding, and adequate anchorage will be The drawing indicates acceptance 2905 Wilderness Place, STE 202 (9�9) 752-5321 Fax X Bracing shown is for lateral support of individual truss components only to lateral load bracing overall provided resist uplift at sup poris. seal on this of enguxering responsibility solely for the truss eompohum design Boulder, Colorado 80301 reduce buckling length. It is not wntl or or building design bracing which is by others. Refer to IIIB-97 (TPI) for professional shown. The suitabtny at use of this component for an/ particular . building design designer. ANSI 1 1-1995 Section 2. KEYsmart 3.157 SCALE= 5/ 32 " : 1' recommends truss handling and erectinn. Do not apply loads beyond is the res pnitsibility of the it per MBR LEN FORCE MBR UEN FORCE 'MBR FORCE MBk FORCE JT PLATE HORZ VERT ANG JT PLATE HORZ VERT ANG LUMBER SOLUTION 1- 2 5.42 -1.254 8- 9 5.22 4339 1.•.1.4 -1.351. 4.11, 154 1 3:00 _i.0 3-9 3-8 0 '11 .3.11;( 7.f1 6-1l L-1!. '/ TOP 2X4 DFL - Ill 2- 3 5.42 -2021 9-1.0 6.37 3691 .1.-13 1737 ;-1.1 -9.1.5 2 3.OX 4.0 1-12 3-8 0 9' 3.OX 4.0 3-8 0 TOP PANEL, 6- 7 CSI= .738 3- 4 5.42 -2316 .1.0-11 6.37 3026 2-13 -1.142 5-10 499 S 3.OX 6.0 S 3.5X 6.0 ROT 2X4 DFL -92 4- 5 4.78 -2410 11-12 5.42 2021 2-12 1063 6-10 -613 3 3.OX 4.0 1-12 3-8 0 10 '3.OX 4.0 3-8 0 BOT PANEL 8- 9 CSI= .873 5- 6 4.78 -3332 1.2-13 5.42 1254 .3-1.2 -686 6-_9 450 4 4.OX 5.0 3-8 0 11 3.OX 7.0 3-8 0 WEB 2X4 , DFL -Stud 6- 7 4.78 -4187 13-14 5.42 166 3-11 409 7- 9 -381 5 3.OX 4.0 3-10 15 S 3.OX 6.0 7- 8 4.63 -4496 S 3.OX 6.0 12 3.OX 4.0 1-12 3-8 0 DEFLECTION 6 3.OX 4.0 3-10. 15 1.3 3.OX 5.0 1-12 3-8 0 TOTAL LOAD DEF R PANEL. 9 = .560" JT REACT ACT BRG REQ BRG CANT -7 1.5X 3.0 3-10 32 14 .2.OX 4.0 2-8 3-8 90 L/DEF=757 L= 424.5 REC CMBR= .44" 14P 1374. 3.50" 1.S0" TOTAL LOAD HOR DEF = .125" 14 -166.H MAX DEF:LL= .278" DL= .296" TL= .560" 811 1374. 3.50" 1.50" BRACING NOTE:Brace bottom chord @ 10ft OC max or provide lateral brace by properly 5-5-1 10-10-3 16-3-4 21-0-9 25-9-14 30-7-3 35-4-8 applied rigid ceiling. 5-5-1 5-5-1 5-5-1 4-9-5 4-9-5 4-9-5 4-9-5 5-5-15 5-5-15 5-5-15 5-5-15 4-2-7 2-10-14 1-7-6 3-14 DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN O/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 WIND LOAD: 70 MPH DESIGN LOADINGS LOAD CASE 1 TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.25 LOAD CASE 2 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1..33 SECTION DIR LIVE DEAD 1- 4 Norm -10.0 14.0 3x6 4- 8 Norm -10.0 14.0 3x5- 3x4- -3x4- 4x5- 12 LOAD CASE 3 _ 1 2. 3 4 Q3 25 WIND LOAD: 70 MPH -ice -_ - - --- 3x4\ 3x6 TOP LL TOP DL BOT LL BOT DL INC - 5 T 20.0 14.0 .0 5.0 1.33 3x4\ _ _ SECTION DIR LIVE DEAD 6 Lo 1- 4 Norm -10.0 - 14.0 u, ems_ 1.5x3/ 4- 8 Norm -16.0 14.0 2x4/ 3x5- 3x4- 3x7- 3x4- 3x4 - 3x6 3.5x6 0 0 010 0_10 010 010 010 0,0 5-5-1 5-5-1 5-3-5 6-6-3 6-4-7 6-4-7 5-5-1t 10-10-3 16-1-8 - 22-7,-11 29-0-1 35-4-8 k. (N�� WUY1S Engineering, 4400 Cam U 5 Drive D Suite A NewDor t Beach. CA 92660 (949) 752-1612 -� (949) 75? 1_ 21 Fax a X - A copy of chis design shall he furnished to the erection contractor. This design is (or an individual building component (a truss). It is based on specifications provided by the component manufacturer and performed in accordance with the current versions of TPI and NDS design standards. No responsibility is assumed for the accuracy or information provided by the truss designer. Dimensions shall be verified by the manufacturer and/or building designer prior to fabrication. The building designer shall review lnading aril truss configuration to ensure that this design meets or exceeds minimum lnading required by applicable local building codes. Compressinn chords shall be laterally braced by the r -f or floor sheathing, directly chords s, unless otherwise tinted. Bottom chord bracing shall be as noted. Bracingg shmvn is for lateral support of individual truss components only to reducelnicklin len th. It is not wind or lateral lnad bracing or overall g R s(TI11)bey for a which is erection. others. Refer to plyIIIR-9loads building ensign truss handling reannmende loss 1,andb ng and ereetinn. Dn ion apply mads beyond weight orerectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses at any time. Trusses shall be handled with care prior to erection to avoid damage. Lumber moisture content shall be 19% or less at the time of fabrication, unless noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (ICBO #4420) from 20. 18, or 16 ga ASTM A653 SQ grade 40 steel,. with G60 (min.) coating. Plates shall be applied on both faces of truss at each joint. Plate dimensions are listed width x length. Slots (holes) in plate shall run parallel to the plate length. Slots in plate shall be oriented as shown on the draw- mg: The plate shall he centered on in lI. N.O. Design assumes that adoquate drainage will be provided to prevem Ioid ing, and adequate n horage will he provided resist uplift at suplx,ris. 'rhe seal on this drawing indicates acceptance of rofessional en mcerinR res nsibilit sole) for the truss com neon design P 8l. I Po Y• Y fo I shown. The suitability flit use of this igner.1 r for anyy pparticular building resign is the responsibility ohhe building designer. 1xrANSI/rPl 1.1995 Section 2. Job ID:762P3D\T25 10 Qty 1 DATE: 9/12/00 SHEET 1 of 1w SPAN: 35- 4- 8 KEYMARK ENGINEERING 2905 Wilderness Place, STE 202 Boulder, Colorado 80301 . KEYsmart 3.157 SCALE= 5/32" :1' - - '- - MBR LEN FORCE MBR LEN FORCE MBR FORCE MBR FORCE JT PLATE HORZ VERT ANG JT PLATE HORZ VERT ANG LUMBER SOLUTION 1- 2 4.76 0 8- 9 6.89 4310 1-13 -130 4-11. 282 1. 1.5X 3.0 1-12 3-8 90 8 3.OX 8.0 6-U 1.-14 7 TOP 2X4 DFL -112 2- 3 4.76 -1361 9-10 7.03 3561 2-13 -1577 5-11 -1014 2 3.OX 4.0 0-0 3-8 0 9 3.OX 4.0 3-8 0 r TOP PANEL 6- 7 CSI= .918 3- 4 4.76 -2036 10-11 7.03 2822 2-12 929 5-10 S51 3 3.OX 4.0 3-8 0 S 3.5X 6.0 BOT 2X4 DFL -#2 4- S 5.28 -2127. ].1.-]2 7.3.4 1684 3-12 -842 6-10 -683 4 4.OX 5.0 0-0 3-8 0 10 3.OX 4.0 3-8 0 BOT PANEL 8- 9 CSI= .892 6 5.28 -3140 12-13' "1. 1.4 1.006 3-1.1 553 6- 9 526 5 3.OX 4.0 3-1.0 1.5 1.1. 3.OX 7.0 3-8 0 WEB 2X4 DFL -Stud .5- 6- 7 5.28 -4113 7- 9 -437 S 3.OX 6.0. S 3.OX 6.0 7- 8 5.13 -4464 6 3.OX 4.0 3-10 15 12 3.OX 4.0 3-8 0 DEFLECTION 7 1.5X 3.0 3-10 33 1.3 3.OX 4.0 3-8 3-8 0 TOTAL LOAD DEF 0 PANEL 9 = .560" L/DEF=758 L= 424.5 REC CMBR= .44" JT REACT ACT BRG REQ BRG CANT TOTAL LOAD HOR DEF = .134" 13P 1374. 3.SO" 1.501' MAX DEF:LL= .266" DL= .300" TL= .560" 13 -184.H 8R 1374. 3.50" 1.50" BRACING " T -brace designed by others NOTE:Brace bottom chord @ loft OC max 4-9-1 9-6-3 14-3-4 19-6-9 24-9-14 30-1-3 35-4-8 or provide lateral brace by properly 4-9-1. 4-9-1 4-9-1 5-3-5 5-3-5 5-3-5 5-3-5 applied rigid ceiling. 6-0-7 6-0-7 6-0-7 6-0-7� 4-7-5 3-2-3 1-9-0 3-14 DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN O/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 r WIND LOAD: 70 MPH DESIGN LOADINGS LOAD CASE 1 TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.25 LOAD CASE 2 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC • 20.0 14.0 .0 5.0 1.33 SECTION DIR LIVE DEAD - 1- 4 Norm -10.0 14.0 1.5x3/ 3x4- 3x4- 4x5- 12 4- 8 Norm -10.0 '14.0 1 2 3 4 Q3.25 LOAD CASE 3 3x4\ - T WIND LOAD: 70 MPH 5 3x6 I TOP LL TOP DL BOT LL BOT DL INC 3x4\ 20.0 14.0 .0 5.0 1.33 r 6 t SECTION DIR LIVE DEAD o1- 0 1- 4 Norm -10.0 14.0 - d, 7 ,-r ,p 4- 8 Norm -16.0 14.0 386\ ^ ,, - - i- - -- ---f, r------- 13 12. 11 3.0 9 3x4- 3x4- 3x7- 3x4-' L 3x4 - 3x6 3.5x6 _ 0-0. O-0 O -O 0-O O-0 0-0 • _ .- 7-1-10 6-11-14 7-2-3 7-0-7 7-0-7 - 7-1-10 14-1-8 21-3-11 28-4-1 35-4-8 /`� A copy of this design shall be furnished to the erection contractor. This It is based weight of erectors until all permanent bracing is in place. Concentration of con- struction loads than the design loads shall not be applied to the trusses Job ID:762P3D\T26 10 Qty 1 - - houris Engineering, • VN design is for ai dividu l building component (a truss). on b the cnm nent manufacturer and performed in greater at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 1 Of 1 specifications provided accordance with the current versions of TPI and NDS design standards. Lumbermoisturecontent shall be 19% or less at the time of fabrication, unless - " 4400 Campus Or 1 V e No responsibility is assumed for the accuracy of information provided by noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal from 20, 18, 16 ASTM A653 SQ 40 steel. SPAN: 35- 4- 8 the truss designer. Dimensions shall be verified by the manufacturer and/or Products (ICBO #4420) or ga grade Suite A building designer prior to fabrication. The building designer shall review with G60 (min.) coating. Plates shall be applied on both faces of truss at each Pength. Iwdtng and truss configuration to ensure that this design meets or exceeds joint. Plate dimensions are listed width x Slots (holes) in plate shall run Newport ( t p Be a e h. C A 92660 minimum loading required by applicable local building codes. Compression parallel to the plate length. Slots inplate shall be oriented as shown on the draw- KEYMARK ENGINEERING (949) 752- 1 6 1 2 chords shall be laterally braced by the roof or floor sheathing, directly Bouom bracing be noted. ung. The plate shall be centered on joint U.N.O. Design assumes that adequate drainage will he to ponding. and adequate anchorage will Ix 2905 Wilderness Place, STE 202 (949) 752-5321 Fax attached, unless otherwise noted. chord shall as Bracing shown is for lateral support of individual truss components only to provided prevent provided resist uplift at supports. The seal on ibis drawing imlicates acceptance solely for the truss cnmponent design Boulder,Colorado 80301 reduce buckling length. It is not wind or lateral load bracing or overall bracing by Refer to 1116-97 (TPP) for of professional engitxermg responsibility shown. The suitability and use of this component for an}� pparticular budding design 5/32":l' building design which is others. Dn bads beyfilul is the responsihility of the building designer. ler ANSI fP1 1-1995 Secdon 2. KEYsmart 3.157 SCALE= recommender) truss handling nod eteciinli. not apply 0-0 0-0 0-0 0-0 0-0 0-0 6-1-10 5-11-14 7-10-3 7-8-7 - 7-8-7- 6-1-10 12-1-8 19-11-11 27-8-1 35-4-8 6ouris En ineer in 9 g, A copy of this design shall be furnished to the erection . It is base This design is for an individual building component (a truss). his based on weight of erectors until all permanent bracing is in place. Concentration us con- suasion loads greater than the design loads shall not be applied to the trusses NUki v6k.r ANt, LUM8Uk SU1,U1'1.UN 1.- l 4.09 DATE • 9/12/00 SHEET 1 of 1 ' 0 8- 5' '7 r;6 476!1 .1.-.1.3 -.1.1.1 I-1.1. 208 1. .1.1;X. 3.0 1.-12 3--8 90 8 3.OX '7.0 6-0 1 -I'S 7 'rOP 2X,4 DFS -2950/2.3 2- 3 4.09 chords shall he laterally braced by the roof or floor sheathing, directly attached. unless otherwise noted Rottom chord bracing shall be as tinted -1107 9-10 7.'70 3429 2-13 -.1.476 5-1.1. -1.1.17 2 3.OX 4.0 3-8 0 9 3:OX 4.0 3-8 0 TOP PANEL 6- 7 CSI= .413 3- 4 4.09 -1753 1.0-'11. 7.70 26.16 2-1.2 975 5-10 604 3 3.OX 4.O 3-8 0 S 3.OX 6.0 BOT 2X4 DFL -#2. 4- 5 5.78 -1828 11-12 6.14 1387 3-12 -906 6-10 -754 4 4.OX 5.0 0-0 3-8 0 10 3.Ox 4.0 3-8 0 BOT PANEL 8- 9 CSI= 5- 6 5.78 -2946 1.2.-1.3 6.1.4 805 3-1.1 672 6- 9 594 5 3.OX 4.0 3-1.0 .1.5 1.1 3.OX 7.0 3-R 0 .912 WEB 2.X4 DFT,-Stud 6- 7 5.78 -4033 / 9 -484 S 3.OX 6.0 S :1. OX 6.0 7-,8 5.63 -4419 6 3.OX 4.0 3-10 15 12 3.OX 4.0 3-8 0 DEFLECTION 7 1.5X 3.0 3-10 33 13 3.OX 4.0 3-8 .3-8 0 TOTAL LOAD DEF @ PANEL 9 = JT REACT ACT BRG REQ BRG , CANT .485" 1,/DEF=874 L= 424.5 REC CMBR= 13P 1374. 3.50" 1.50" .44" TOTAL LOAD HOR DEF = .132" 13 -201.H MAX DEF:LL= .223" DL= .263" TL= 811 1374. 3.50" 1.50" .485" BRACING * T -brace designed by others 4-1-1 8-2-3 12-3-4 18-0-9 23-9-14 29-7-3 NOTE:Brace bottom chord @ 10ft OC max 4-1-1 4-1-1 4-1-1 5-9-5 5-9-5 5-9-5I .35-4-8 5-9-5 or provide lateral brace by properly i 1 l ' applied rigid ceiling. 6-6-15 6-6-15 6-6-15 6-6-15 5-0-3 3-5-6 1-10-10 3-14 DESIGN CRITERIA -'ANSI/TPI 1-1995 SPACING 24.0 IN 0/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE OUR INC=1.25 WIND LOAD: 70 MPH DESIGN LOADINGS LOAD CASE 1 TOP LL TOP DL BOT LL BOT DL INC, 20.0 14.0 .0 5.0 1.25 LOAD CASE 2 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 -.� 1.5x3/ 3x9- 3x4- 4x5- - SECTION DIR LIVE DEAD ' 1 2 3 4 12 - 1- 4 Norm -10.0 14.0 4- 8 Norm -10.0 14.0 T 3x4\ Q T' LOAD CASE 3 5 3x6 3.25 WIND LOAD: 70 MPH I TOP LL TOP DL BOT LL BOT DL INC 364\ 20.0 '14.0 .0 5.0 1.33 .-t SECTION DIR LIVE DEAD 1O 1.5x3/ so 1- 4 Norm -10.0 14.0 7 d' � � -4- 8 Norm -16.0 14.0 lv+ 13 -- 12. 1.1 10 9 3x4- 3x4- 3x7- 3x4- 3x4 - 3x6 3x6 0-0 0-0 0-0 0-0 0-0 0-0 6-1-10 5-11-14 7-10-3 7-8-7 - 7-8-7- 6-1-10 12-1-8 19-11-11 27-8-1 35-4-8 6ouris En ineer in 9 g, A copy of this design shall be furnished to the erection . It is base This design is for an individual building component (a truss). his based on weight of erectors until all permanent bracing is in place. Concentration us con- suasion loads greater than the design loads shall not be applied to the trusses Job ID; 762P3D\T27_10 Qty 1 _ '. specifications provided by the component manufacturer and performed in accordance with the current versions of TPI and NDS design standards. at any time. Trusses shall be handled with care prior to erection to avoid damage. Lumber moisture content be 19% less fabrication, DATE • 9/12/00 SHEET 1 of 1 ' 4 400 Campus S Or 1 v e p No responsibility is assumed for the accuracy of information provided by the truss designer. Dimensions shall be verified by the manufacturer and/or shall or at the time of unless noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (ICBG #4420) from 20, 18, 16 ASTM A653 SQ 40 SPAN; 35- 4- 8 Suite A building designer prior to fabrication. The building designer shall review loading and truss configuration to ensure that this design meets or exceeds or ga grade steel. with G60 (min.) coating. Plates shall be app lied on both faces of truss at each Plate dimensions listed Newport Beach. CA 92660 minimum loading regcored by a plicable local building codes. Compression joint. are width x ength. Slots (holes) in plate shall run parallel to the plate length. Slots in plate shall be oriented as shown on the draw- KEYMARK ENGINEERING (9�9) 752-1612 chords shall he laterally braced by the roof or floor sheathing, directly attached. unless otherwise noted Rottom chord bracing shall be as tinted mg: The plate shall he centered on joint U.N.O. Design assumes that adequate drainage be (949) 752 -5321 F a X Bracing shown is for lateral support of individual truss components only to reduce buckling length. It is lateral load bracingg will provided to prevent ponding, and adequate anchorage will be provided resist uplift at supports. The seal on this drawing indicates accetlance 2 905 Wilderness Place , STE 202 Boulder not wind or or overall building design bracing which is by others. Refer to IiIB-97 (rP0 for of professional engincerin , responsibility solely for the truss componetn desiggn shown. The suitability anr�use this for -Colorado 80301 • recmnmended truss handling and erection. Do not apply loads beyond of component any particular building�dcsign is the responsibility of the building designer, per ANSIfrPI 1-1995 Section -. KEYsmart 3 .157 SCALE= 5/32":3.' , MBR LEN FURIn MNK LEN Fvn:E• MBR FORCE obk FORCE JT Gouvis En ineer in g g, 4 400 Campus Drive Suite A Newport Beach. CA 92660 (949) 752-1612 19 91 752-5321 F a X A copy of this desiggn shall be furnished to the erection contractor. This design is !or an iltdividual building component (a buss). It is based on specifications provided by the component manufacturer and performed in accordance with the current versions of TPI and NDS design standards. No responsibility is assumed for the accuracyof information pprovided by the truss designer. Dimensions shall be verifed by the manufacturer arld/or building designer prior to fabrication. The building designer shall review loading and truss configuration to ensure that this design meets or exceeds minimum loading regwred by applicable local building codes. Compression chords shall be laterally braced by the roof or floor sheathing directly anachcd, unless otherwise noted. Ronom chord bracing shall he as Imled. Bracing shmvn is for lateral support of individual truss components only m 11'dUCC bl Kli llllg length. 11 Is Ilnl Wllld I+f lateral 1(all hraC111Q or nVCraB building design bracing which is by ethers. Refer to MIB -9 (f PI) f, Ieconlmendel truss lalulling and erection. Do not apply loads beyond PLATE HURZ VERT ANG JT PLATE HORZ VERT ANG LUMBER SOLUTION 1- 2 5.14 -917- 8- 9 6.13 433j. 1-1.4 -1352 4-1.1. 682 1 3.OX 5.0 3-8 3-8 0 8 3.OX 7.0 6-0 1-15 7 TOP 2X4 DFL -#1 2- 3 5.14 -1.467 9-10 6.28 3645 1-1.3 1526 5-11. -87.1 2 3.OX 4.0 1-12 3-8 0 9 3.OX 4.0 3 8 0 TOP PANEL 6- 7 CSI= .843 3- 4 5.02 -1531 10-11 6.28 2920 2-13 -1.164 5-10 605 3 4.OX 5.0 3-8 0 S 3.5X 6.0 BOT 2X4 DFL -112 4- 5 5.02 -2447 11-12 6.28 2210 2-12 916 6-10 -599 4 3.OX 4.0 3-10 15 10 3.OX 4.0 3-8 0 BOT PANEL 8- 9 CSI= .868 5- 6 5.02 -3357 1.2-13 5.14 91.7 3-12 133 6- 9 534 5 3.OX 4.0 3-10 1.5 11. 3.OX 4.0- 3-8 0 WEB 2X4 DFL -Stud 6- 7 5.02 -4225 13-14 5.14 218 4-12 -1097 7- 9 -369 S 3.OX 6.0 S 3.OX 6.0 7- 8 4.88 -4487 6 3.OX 4.0 3-10 15 12 3.OX 7.0 3-8 0 EXCEPTION WEBS 7 1.5X 3.0 3-10 40 13 3.OX 5.0 1-12 3-8 0 1-13 2X4 DFL -42 JT REACT ACT BRG REQ BRG CANT 14 2.OX 4.0, 2-8 3-8 90 2-12 2X4 DFL -H2 14P 1374. 3.50" 1.50" 14 -218.H - 8R• 1374. 3.50" 1.50" DEFLECTION TOTAL LOAD DEF O PANEL 9 = .559" L/DEF=759 L= 424.5 REC CKBR= .44" TOTAL LOAD HOR DEF = .123" 5-1-10 10-3-4 15-3-8 20-3-12 25-4-0 30-4-4 35-4-8 MAX DEF:LL= .276" DL= .296" TL= .559" 5-1-10 5-1-10 5-0-9 5-0-4 5-0-4 5-0-4 5-0-4 I-----�----I -1---.. II I I BRACING 7-1.-7 7-1-7 7-1-7 5-9-2 4-4-13 3-0-8 1-8-3 3-14 * T -brace designed by others NOTE:Brace bottom chord @ 10ft OC max or provide lateral brace by properly applied rigid ceiling. DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN O/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 - PLATE DUR INC=1.25 WIND LOAD: 70 MPH DESIGN LOADINGS SEE PAGE 2 LOAD INFORMATION 3x5 - 3x4- 4x5 - 2x4/ 3x5 3x7- 3x4- 3x4- 3x4 - 3x6 3.5x6 010Oil) 0i0 0i0 0i0 Ui0' O D 5-1-10 4-11-14 6-S-1 6-3-5 6-3-5. 6-3-5 5-1-10 10-1-8 16-6-9 22-9-14 29-1-3 35-4-8 Gouvis En ineer in g g, 4 400 Campus Drive Suite A Newport Beach. CA 92660 (949) 752-1612 19 91 752-5321 F a X A copy of this desiggn shall be furnished to the erection contractor. This design is !or an iltdividual building component (a buss). It is based on specifications provided by the component manufacturer and performed in accordance with the current versions of TPI and NDS design standards. No responsibility is assumed for the accuracyof information pprovided by the truss designer. Dimensions shall be verifed by the manufacturer arld/or building designer prior to fabrication. The building designer shall review loading and truss configuration to ensure that this design meets or exceeds minimum loading regwred by applicable local building codes. Compression chords shall be laterally braced by the roof or floor sheathing directly anachcd, unless otherwise noted. Ronom chord bracing shall he as Imled. Bracing shmvn is for lateral support of individual truss components only m 11'dUCC bl Kli llllg length. 11 Is Ilnl Wllld I+f lateral 1(all hraC111Q or nVCraB building design bracing which is by ethers. Refer to MIB -9 (f PI) f, Ieconlmendel truss lalulling and erection. Do not apply loads beyond weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses at any lime. Trusses shall be handled with care prior to erection to avoid damage. 1-umlxr moisture content shall be 19% or less at the time of fabrication, unless noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (ICBO #4420) from 20, 18, or 16 ga ASTM A653 SQ grade 40 steel with G60 (min.) coating. Plates shall be applied on both faces of truss at each joint Plate dime isarc listed width x length. Slots (holes) in plate shall run parallel to the plate lengdl. Slots in plate shall be oriemed as shown on the draw- 'o The Plate shall f c centered on )oun U.N.O. Design assumes that adequate drainage well he provided to prPonding, alld adequate anchorage will be provided resist up"'. al supports. "rhe seal on Ihis drmving indicates acce`+talee '(+f pM(exx lnnal co8niCCr 1, rcS prios'b"ny tole ly orIIIc buss emu...... llCtl�ll shown. 'rhe suitablhly mu use of Ihis co'opi ncnl foran' particular building 1 csigll is the rcsPnntibility of the building dexigller, per ANSI�'PI I-1995'eclinn 2. Job ID • 762P3D\T28_10 Qty 1 �' DATE- 9/12/00 SHEET 1 Of 2 SPAN- 35- 4- 8 KEYMARK ENGINEERING 2905 Wilde Place, STE 202 Bou.ldeY , Col oYade 80301. KEYsma r. C 3 . 157 SCALE= 5 / 32 " : 1 ' y DESIGN LOADINGS LOAD CASE 1 LOAD CASE 2 LOAD CASE 3 WIND LOAD: 70 MPH WIND LOAD: 70 MPH LIVE DEAD INC LIVE. DEAD INC LIVE. DEAD INC TOP 20.0 14.0 1.25 TOP. 20.0 14.0 1.33 TOP 2.0.0 14.0 1.33 BOT .0 5.0 BOT .0 5.0 BOT .0 5.0 SECTION DIR LIVE DEAD SECTION DIR LIVE DEAD 1- 3 Norm -10.0 14.0 1- 3 Norm -10.0 14.0 3- 8 Norm -10.0 14.0 3- 8 Norm _ -16.0 14.0 Gmis Engineering GWU�'9/12/00 CA A copy of this design shall be furnished to the erection contractor. This design is far an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Conrxntration of con- struction loads greater than the design loads shall rat be applied to the trusses Job ID: 762P3D\T28 10 _ Qty 1 : ■ specifications provided by the component manufacturer and performed in at any time. Trusses shall behandled with care prior to erection to avoid damage.. DATE: - 9/ 12/ 00 SHEET 2 of,2 4 40� Campus S Df ] V e P accordance with the current versions of TPI and NDS design standards. No is for the information by Lumber moisture content shall be 19% or less at the time of fabrication, unless Connector be by Eagle Metal responsibility assumed accuracy of provided the truss designer. Dimensions shall be verified by the manufacturer and/or noted otherwise(U.N.O.). plates shall manufactured Products (ICBO #4420) from 20, 18, or 16 ASTM A653 SQ 40 steel. SPAN: 35- 4- 8 Suite A building designer fabrication. The building designer ga grade G60 Plates be both faces Newport Beach. h, C n 92660 prior to shall review Inading and truss configuration to ensure that this design meets or exceeds minimum loading required by applicable local building codes. Compression with (min.) coating. shall applied on of truss at each joim. Plate dimensions are listed width x length. Slots (holes) in plate shall nm to the length. Slots innate be draw- (949) 752-1612 chords shall be laterally braced by the roof or Door sheathingg directly attached. otherwise noted. Bottom chord bracing be rated. parallel plate shall oriented as shown Onthe mg. The plate shall be centered nn Joint U.N.O. Design as that adequate drainage wdl be be KEYMARK ENGINEERING Wilderness Place, STE 202 (949)'752-5321 F a % unless shall as Bracing shown is for lateral support of individual truss components only to reduce buckling length. It is not wind or lateral Inad bracingg or overall provided to prevent ponding, and adequate axhoragc will provided resist uplift at supports. 1'he seal on this drawing indicates acceptencc of professim.. engiraer., responsibility solely for hetruss con?ponem design 2905 Boulder, Colorado 80301. building design bracing which is by others. Refer m IIIB-97 ('1'Pq for shown.'fhc suitabdiry anxdl use of this cunganenl Gu any particular building�texig° KEYsmart 3.157 SCALE= 5/32" : 1' recommended truss handling and erection. fM not apply mads beyond is the responsibility of the building designer, per ANSI/fPl I-1995 Secuon _. MBR LAN FOK,--, Mbl-: LAN h: trek FOK,-E . dv-: hUKI_E J1 PLATE IIUk7, VEkl' AN,; 'IT PLATE IIUKZ VEWl ANU LUMBER SOLUTIUN 1- 2 4.14 -699 8- 9 6.63 4302 1-14 -1.356 4-:11 739 1 3.OX 4.0 3-8 3-8 0 8 3.OX 7.0 6-0 1-1.5 1 TOP 2X4 DFS -2850/2.3 2- 3 4.14 -1183 9-.10 6.78 3540 1-13 1429 5-11 --886 2 3.OX 4.0 1-1.2 3-8 0 9 3.OX 4.0 3-8 0 TOP PANEL 6- 7 CSI= .375 3- 4 5.42 -1236 10-1.1. 6.78 2753 2-13 -1206 5-10 652 3 4.OX 5.0 3-8 0 S 3.5X 6.0 BOT 2X4 DFL-tf2 :r .4- 5 5.42 -2228 11-12 6.78 1987 2-12 989 6-10 -654 4- 3.OX 4.0 3-10 15 10 3.OX 4.0 3-8 , 0 BOT PANEL 8- 9 CSI= .881' 5- 6 5.42 -3209 12-13 4.14 699 3-12 67 6- 9 600 5 3.0X 4.0 3-10 15 '11 3.OX 4.0 3-8 0 WEB 2X4 DFL -Stud 6- 7 5.42 -4171 13-14 4.14 236 4-12 -1187 7- 9 -402 S 3.OX 6.0 S 3.OX 6.0 7- 8 5.27 -4455 6 3.OX 4.0 0-0 3-10 15 12 4.OX 7.0 3-8 0 DEFLECTION 7 1.5X 3.0 3-10 41 13 3.OX 4.0 1-12 3-8 0 TOTAL LOAD DEF @ PANEL 9 = -486" JT REACT ACT BRG REQ BRG CANT 14 2.OX 4.0 2-8 '3-8 90 L/DEF=873 L= 424.5 REC CMBR= .44" 14P 1374. 3.50" 1.50" TOTAL LOAD HOR DEF = ..125" 14 -236.H, MAX DEF:.LL= .236" DL= .260" TL= .486" OR 1374. 3.50" 1.50" BRACING • T -brace designed by others NOTE:Brace bottom chord @ 10ft OC max 4-1-10 8-3-4 13-8-5 19-1-6 24-6-6 29-11-7 3S-4-8 or provide lateral brace by properly 4-1-1.0 4-1-10 5-5-1. 5-5-1 5-5-1 5-5-1 5-5-1 applied rigid ceiling. 7-7-15 7-7-15 7-7-15 6-2-5 4-8-11 3-3-2 1-9-8 3-14 DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN 0/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 WIND LOAD: 70 MPH DESIGN LOADINGS LOAD CASE 1 TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.25 LOAD CASE 2 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 3x,4- 3x4- 4x5- SECTION DIR LIVE DEAD 1 2 3 1- 3 Norm 10.0 14.0 ---_-- `.� 3x4\ 3- 8 Norm -10.0 1.9.0 12 LOAD CASE 3 4 3x9\ 3x6 3.25 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 5 20.0 14.0 .0 5.0 1.33 3x4\ `"i SECTION DIR. LIVE DEAD / 6 1- 3 Norm 10.0 19.0 r c z/ 3- 8 Norm -16.0 14.0 14 2x4/ 3x4- 4x7-'. 3x4- 3x4- 3x4 - 3x6 3.5x6 0 0 A O�0 0i0 0;0 0i0 _ 0;0 0;0 4-1.-10 3-11.-14 6-11-1 6-9-5 6-9-5 6-9-5 4-1-10 8-1-8 15-0-9 21-9-14 28-7-3 35-4-8 , s - 6ouvis Engineering CA 4 400 Campus 5 Drive P SU ] t e A Newport Beach. e h. C A 92660 (949) 752-1612 (949) 752-532 ] F a X A copy of this desiggn shall be furnished to the erection contractor. This design is for an individual building component (a truss). It is based on specifications provided by the component manufacturer and performed in accordance with the current versions of TPI and NDS design standards. No responsibility is assumed for the accuracof information provided by the truss designer. Dimensions shall be veriLd by the manufacturer and/or building designer prior to fabrication. The building designer shall review loading and truss configuration to ensure that this design meets or exceeds minimum loading regwred by applicable local building codes. Compression chords shall be laterally braced by the roof or Boor sheathing directly attached, unless otherwise noted. Bottom chord bracing shall be as noted. Bracing shown IS for lateral support of Ind1VIdU2I Irn55 COmpOlenlS Only in reduce buckling length. It is not wind or lateral load bracingg or overall building design bracing which is by others. Refer w HIB (TPI) for recommended truss handling and erection. Ili+ not apply Irsads beyond weight of erectors until all permanent bracing is in place. Concentration of con- strucuon loads greater than the design loads shall not be applied m the trusses at any time. Trusses shall be handled with care prior to erection to avoid damage. Lumber moisture content shall be 199E or less at the time of fabrication, unless noted otherwise(U.N.O.). Connector plates shall be manufactured b Eagle Metal Products (ICBG #4420) from 20, 18, or 16 ga ASTM A653 SQ grade 40 steel, with G60 (min.) coating. Plates shall be applied on both faces of truss at each joint. Plate dimensions are listed width x Pength. Slots (holes) in plate shall run parallel to the plate length. Slots in plate shall be oriented as shown on the draw- mg. The plate shall he cemered on Joint U.N.O. Design assumes that adequate drainage will to provided to prevent polling, old adequate anchorage will be provided resist uplift at supports. The seal un this drawing indicates aceepmnae of professional engitaermg respons lbil ity solely for the truss comlx+rx;in design shown. 'rhe suitability and use of this component for any panicular building design is the resdonc ibil ity of the building designer, per ANSI/fPl 1.1995 Section 2. Job ID: 762P3D\T29 10 Qty 1 - DATE: 9/12/00 SHEET 1 of 1 SPAN: 35- 4 - 8 KEYMARK ENGINEERING 2905 Wilderness Place, STE 202 Boulder,Colorado 80301 KEYSmart 3 .157 SCALE= 5/32":1' n3 MBR LEN FOk._.:: MBP LEN F4•.,iE MBR FORCE :•n8k FORCE JT PLATE HOR6 VERT ANG JT PLATE HOR2 VERT ANG LUMBER SOLUTION 1- 2 3.14 0 -8- 9 7.13 42.73 1-13 -82 4-11 791 1 1.5X 3.0 1-12 3-8 90 8 3.OX 7.0 6-0 1-15 7 TOP 2X4 DFS-2850/2.3 2- 3 3.14 -901 9-10 7.28 3433 2-13 -1364 5-11 -953 2 3.OX 4.0 3-8 0 9 3.OX 4.0 3-8 0 TOP PANEL 6- 7 CSI^ .431, 3- 4 5.82 -945 10-1.1 7.28 2587 2-12 1081. 5-10 701 3 4.OX 5.0 3-8 0 S 3.OX 6.0 BOT 2X4 DFL-H2 4- 5 5.82 -2008 11-12 7.28 1763 3-12 29 6-1.0 -705 4 3.OX 4.0 3-10 15 10 3.OX 4.6 3-8 0 BOT PANEL 8- 9 CSI= .895 5- 6 5.82 -3063 12-1.3 6.27 502 4-12 -1273 6- 9 663 5 3.OX 4.0 3-10 15 11 3.OX 4.0 3-8 0 WEB 2X4 DFL-Stud 6- 7 5.82 -4114 7- 9 -442 S 3.OX 6.0 S 3.OX 6.0 7- 8 5.68 -4424 6 3.OX 4.0 3-10 15 12 3.OX 7.0 3-8 0 EXCEPTION WEBS 7 1.5X 3.0 0-0 3-10 41 13 3.OX 4.0 3-8 3-8 0 2-13 2X4 DFL-N2 JT REACT ACT BRG REQ BRG CANT 2-12 2X4 DFL-N2 13P 1374. 3.50" 1.50" 4-12 2X4 DFL-q2 13 -253.H 8R 1374. 3.50" 1:50"' _ DEFLECTION TOTAL LOAD DEF @ PANEL 9 = .486" L/DEF=873 L= 424.5 REC CMBR= .44" 3-1-10 6-3-4 12-1-2 17-10-15 23-8-13 29-6-10 35-4-8 TOTAL LOAD HOR DEF = .129" 3-1-10 3-1-10 5-9-19 5-9-14 5-9-14 5-9-14 5-9-14 MAX DEF:LL= .229" DL= .262" TL= .486" 8-2-7 B-2-7 8-2-7 6-7-8 5-0-10 3-5-11 1-10-13 3-14 BRACING T-brace designed by others NOTE:Brace bottom chord @ 10ft OC max or provide lateral brace by properly applied rigid ceiling. DESIGN CRITERIA - ANSI/TPI 1-1995 a SPACING 24.0 IN O/C NO REP BEND PLATE : EAGLE METAL PRODUCTS-95 PLATE DUR INC=1.25 - ' - WIND LOAD: 70 MPH DESIGN LOADINGS SEE PAGE 2 LOAD INFORMATION 1.5x3/ 3x4- 4x5- 1 2 3 3x4\ 4 12 3x4\ 3x6 3.25 5 3x4\ (V 6 N 1.5x3/ 7 � 3x7\ ^ 812 11 10 9 1 3x4- 3x7- 3x4- 3x4- 3x4- 3x6 3x6 Oto 0-0 0-0 0,-0 0-0- 0 0 t 6-1-8 7-5-1 7-3-5 7-3-5 7-3-5 6-1-8 13-6-9 20-9-14 28-1-3 35-4-6 i WUris En ineerin A copy of this design shall be furnished to the erection contractor. This weight of erectors until all permanent bracing is in place. Concentration of con- Job ID:762P3D\T30_10 QtY" 1 design is for an individual building component (a truss). II is based on struction loads greater than the design loads shall not be applied to the trusses 9 9+ specifications provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 1 Of 2 4 400 Campus 5 Drive accordance with the current versions of TPI and NDS design standards. Lumber moisture content shall be 19% or less at the time of fabrication, unless p No responsibility is assumed for the accurac> of information provided by noted otberwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal SPAN: 35- 4- 8 Suite A the truss designer. Dimensions shall he verified by the manufacturer and/or Products (ICBG #4420) from 20, 18, or 16 ga ASTM A653 SQ grade 40 steel. building designer prior to fabrication. The building designer shall review with G60 (min.) coating. Plates shall be applied on both faces of truss at each Newport Beach. CA 92660 loading and truss configuration to ensure that this design meets or exceeds joint. Plate dimensions are Insted width x'ength. Slots (holes) in plate shall run minimum loading required by applicable local budding codes. Compression parallel to the plate length. Slots in plate shall be oriented as shown on the draw- KEYMARK ENGINEERING , (949) 752-1612 chords shall Ix laterally brace by the roof floor sheathing directly mg. The plate shall be cc mercA on.loint U.N.O. Design assumes that adegsate attached, tmless othenvsc noted."Bouom chord bracing shall he as noted. drainagge will be provided m prevent poid ing, and adequate anchorage will be 2905 Wilderness Place, STE 202 (gd q]'752-5321 f- a X BracinK shown is far lateral support (if individual truss mmlxntems only to provided resin uplift at supports. -fine seal on this drawing indicates accepptance reduce hackling length. his not wind or lateral load bracinKK or overall o(professi nal engitnccrmg responsibility solely for the truss componc nt dcsi n Boulder, Colorado 80301 , huilAing design bracing which is by others. Refer in I{IB-97 (fPl) far shown. The suitability and use of this component for any particular building design KEYsmart 3 .157 SCALE= 5/32":1' recommended truss handling and erection. IM not apply bads beyond is the respon"", ity of the building designer. per ANS VI'I'I I-1995 Seaton 2. DESIGN LOADINGS LOAD CASE 1 LOAD CASE 2 LOAD CASE 3 WIND LOAD: 70 MPH WIND LOAD: 70 MPH . LIVE DEAD -INC LIVE DEAD INC LIVE DEAD INC TOP 20.0 14.0 1.25 TOP 20.0 14.0 1..33 TOP 20.0 14.0 1.33 BOT .0 5.0 .. BOT .0 5.0 BOT .0 5.0 - SECTION DIR LIVE DEAD SECTION DIR LTVF DEAD .1- 3 Norm -10.0 14.0 1- 3 Norm -1.0.0 1.4.0 3- 8 Norm -1.0.0 14.0 3- 8 Norm -1.6.0 14.0 - Gmis Engineering CA - A copy of this design shall be furnished to the erection contractor. This design is for an i dividual building component (a truss). It is based on weight of erectors umil all permanem bracing is in place. Concemration of rnn' struction loads than the design loads shall rat be applied to the trusses Job ID: 762P3D\T30 '10 - Qt 1 Y -• + WU■ specifications provided by the component manufacturer and performed in accordance with the current versions of TPI and NDS design standards. greater at any time. Trusses shall be handled with care prior to erection to avoid damage. Lumber moisture be 19% less fabrication. — DATE : 9/12/00 SHEET 2 of 2 4 400 Campus Dr 1 V e No responsibility is assumed for the accuracy of information pprovided by designer. content shall or at the time of unless noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal _ SPAN: 35- 4- 8 " - Suite A the truss Dimensions shall be verified by the manufacturer and/or building designer prior to fabrication. The building designer shall review Products (ICBO #4420) from 20. 18, or 16 ga ASTM A653 SQ grade 40 steel. with G60 (min.) coating. Plates shall be applied on both faces of truss Newport Beach, C A 92660 loading and truss configuration to ensure that this design meets or exceeds at each joint. Plate dimensions are listed width x length. Slots (holes) in late shall run (949) 752-1612 - minimum loadin¢ reyywred by applicable local building codes. Compression chords shall be literal] braced b the roof or floor sheathing direct] attached. bracing be parallel to the plate length. Slots in plate shall be oriented as shown on the draw- m The late shall he centered on nett U.N.O. sign assumes dint adecuate will KEYMARK ENGINEERING �'YS unless otherwise noted. chord shall as noted. drainage be provided to prevent ponding, and adequate anchorage vil� be 2905 Wilderness Place, STE 202 (949) 752-5321 Fax Bracingg shown is for lateral support of individual truss components only to reduce buckling length. It is not wind or lateral Inad bracingg or overall provided resist uplift at supports. The seal on this drawing indicates acceptance for Boulder, Colorado 80301. building design bracing which is by others. Refer to F1111-97 (TPI) for of professional engincering responsibility solely the truss componc t design shown. -I'he suitability and use of this compnnuin for any panicular building design remmmetuled truss handling and erection. Do int apply loads beyond is the responsibility of the building designer. per ANSI/rPI I-1995 Scciion 2. 'KEYsmart 3.157 SCALE= 5/32" : 1' MBR LEN FOR- MBR LEN F4..i'E MBR FORCE ABR FORCE JT PLATE HORk, VERT ANG JT PLATE HORZ VERT ANG 1- 2 2.58 -1590 9-1.0 7.63 4719 1-1.6 -1881 5-12 -880 1 4.OX 5.0 3-8 3-8 O 9 3.OX 8.0 6-0 2-0 0 2- 3 1.69 -1571 10-11 7.78 4043 1-15 2386 5-11 1139 2 1.5X 3.0 0-0 3-8 90 1.0 3.OX 4.0 3-8 0 3- 4 5.18 -1062 11-12 7.78 2557 13-15 2988 6-11 -368 3 4.OX 10.0 3-8 0 11 3.OX 7.0 3-8 0 4- 5 5.18 -2298 12-13 7.78 1866 3-15 1376 7-11 -812 4 3.OX 4.0 3-10 15 12 3.OX 4.0 3-8 0 5- 6 5.18 -3501 13-14 1.69 10 3-13 -1447 7-10 391. 5 3.OX 4.0 0-0 3-10 15 1.3 1.2.0X 1.2.0 0-0 6-0 0 6- 7 5.18 -3497 15-16 2.58 299 4-1.3 -1666 8-10 -464 6 1.5X 3.0 3-10 90 14 1.SX 3.0 1-12 3-8 90 7- 8 5.18 -4510 4-12 935 2-14 -110 7 3.OX 4.0 0-0 3-10 15 "15 X 8- 9 5.04 -4938 8 1.5X 3.0 0-0 3-10 23 1.6 3.OX 4.0 3-0 3-8 90 17- 9 1.50 27 UNPLATED JOINT JT REACT ACT BRG REQ BRG CANT 16P 1894. 3.50" 2.43" 16 -299.H 9R 1604. 3.50" 2.06" 4-3-4 1-6-8 2-8-12 9-5-7 14-7-11 19-9-14 25-0-1 30-2-5 35-4-8 1-6-10R 12-8-121 1 1 5-2-3 1 5-2-3 1 5-2-3 1 5-2-3 1 5-2-3 11-6-0 8-8-15 8-8-15 7-4-1. 5-11-4 4-6-6 3-1-9 1-8-11 3-14 8-8-1.5 T 4x5- I.5x3VxlO- 1.5x31.xl2 3x4- 3x7- 3x4- 5-6f 12,5-6,- 120 2-7-01-6-8 2-7-04-1-8 6ouri5 Engineering, CA 4400 Campus Drive Suite A Newport Beach. CA 92660 (949) 752-1612 (949) 752-5321 Fax 0;0 0;0 0;0 040 7-9-5 7-9-5 7-9-5 12-0-9 19-9-14 27-7-3 35-4-8 LUMBER SOLUTION TOP 2X4 DFS -2850/2.3 TOP PANEL 4- 5 CSI= .555 BOT 2X4 DFS -2850/2.3 BOT PANEL 9-10 CSI= .398 WEB 2X4 DFL. -Stud EXCEPTION WEBS 3-13 2X4 DFL -42 4-13 2X4 DFL -42 2-14 2X4 DFL -#2 DEFLECTION TOTAL LOAD DEF @ PANEL 10 = .491" L/DEF=864 L= 424.5 REC CMBR= .44" TOTAL LOAD HOR DEF = .066" MAX DEF:LL= .188" DL= .307" TL= .491" BRACING - T -brace designed by others NOTE:Brace bottom chord @ 10ft OC max or provide lateral brace by properly applied rigid ceiling. DESIGN CRITERIA - ANSI/TPI 1-1995 M SPACING 24.0.IN O/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 WIND LOAD: 70 MPH DESIGN LOADINGS SEE PAGE 2 LOAD INFORMATION A copy of tnis aestgn snap he furnished to the erection contractor. This design is for an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of can- strucnon loads greater than the design loads shall not be applied to the trusses Job ID: 762P3D\T31 10 'Qt - - Y specifications provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 1 O£ accordance with the current versions of TPI and NDS design standards. Lumber moisture content shall be 19% or less at the time of fabrication, unless No responsibility is assumed for the accuracy of information pprovided by the truss designer. Dimensions shall be verified by the manufacturer and/or toted otherwise(U.N.O.). Connector plates shall be manufactured by Cagle Metal Products (ICBO #4420) from 20. 18, or 16 ASPM A653 SQ 40 SPAN: 35- 4- 8 " building designer prior to fabrication. The building designer shall review ga grade steel. with G60 (min.) coaling. Plates shall be a plied on both (aces of truss at each loading and truss configuration to ensure that this design meets or exceeds minimum loading required by applicable local building codes. Compression join. Plate di menu loots arc listed width x length. Slots (holes) in plate shall run parallel to the plate length. Sbts in plate shall be o0 nted as shown on the draw- ' chords shall be laterally braced by the roof ar Oonr sheathing. directly auached. unless otherwise nmted.Rottom chord bracing be mg. The plate shall'e centered on joint U.N.O. Design assumes that odeyuate drainage be KEYMARK ENGINEERING shall as noted. Braung shown is for lateral support of individual truss components only to reduce lmckling length. It is not wind or lateral load bracingg or overall wdl Provided to prevent ponding, and adequate anchoragewill be pmv'deA resist uI'll.. l dt at supports. The seal on this drawing indicates accePmnte of inial (or 2905 Wilderness Place, STE 202 Boulder,Colorado 80301 building design bracing which is by others. Refer to HIB -97 (I'PI) for profess engineering responsibility solely the truss rnmpoocnu design shnwo. l'hc suitandity and use n! this far building design rccmnnemled truss handling and erection. Du not apply load; heynnd crnnlmncm anp tarticular is the reslnatsibility of the building designer. ler ANSI/I'i'I I-1995,cctiun 2. KEYSmarY. 3 . ].5"! SCALE= 5/32" : ]. ' DESIGN LOADINGS LOAD CASE 1 LOAD CASE 2 LOAD CASE 3 WIND LOAD: 70 MPH WIND LOAD: 70 MPH �ryA is Engineering CA LIVE DEAD INC LIVE DEAD INC LIVE DEAD INC TOP 20.0 14.0 1.25 4 400 Campus s Drive p TOP 20.0 14.0 1.3.3 TOP - 20.0 14.0 1.33 BOT .0 5.0 SPAN: 35- 4- 8 BOT .0 5.0 Suite A BOT .0 5.0 SECTION DIR LIVE DEAD - SECTION DIR LIVE DEAD SECTION DIR LIVE DEAD 3- 4 Vert 3.9 92.6 1- 3 Norm -10.0 14.0 1- 3 Norm -10.0 14.0 r (9491 752- 3321 Fax 3- 9 Norm -10.0 14.0 3- 9 Norm -16.0 14.0 or overall building design bracing which is by others. Refer no IJIB -97 (TPI) for of pra(cssirnul engineering repo elx nsihility solely (or the truss congmiem shown. 1'hc suitability aml use thix mmpnrxm for building design 1.7- 9 Norm -10.0 14.0 1.7- 9 Norm -35.0 14.0 R �ryA is Engineering CA copy of this design shall be furnished to the erection contractor. This design is for an individual building component (a truss). h is based on weight of erectors until all permanent bracing is in place. Concentration of con- struction loads than the design loads shall not be applied to the trusses Job ID:762P3D\T31_IO Qty 1 1I11U� specifications provided by the component manufacturer and performed in TPI NDS greater at any time. Trusses shall be handled with care prior to erection to avoid damage. DA'I'S: 9/12/00 � SHEET 2 of 2 4 400 Campus s Drive p accordance with the current versions of and design standards. No is for information Lumber moisture content shall be 19% or less at the time of fabrication• unless responsibility assumed the accuracy of provided by the truss designer. Dimensions shall be verifned by the manufacturer and/or noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (ICBO #4420) from 20. 18, or 16 ASTM A653 SQ 40 steel• SPAN: 35- 4- 8 Suite A building designer prior to fabrication. The building designer shall review ga grade with G60 (min.) coating. Plates shall be applied on both faces of truss at each Newport Beach, C A 92660 loading and truss configuration to ensure that this design meets or exceeds joint. Plate dimensions arc listed width z length. Slots (holes) in plate shall run. (949) 752-1612 .minimum loading reycored by applicable local building codes. Compression chords shall be laterally braced by the root or Door sheathing directly parallel to the plate length. Slots inplate shall be oriented as shown nn the draw- mg. The plate xhall be centered on)oinl U.N.O. Design assumes that adequate KEYMARK ENGINEERING attached, unless otherwise noted. Bottom chord bracing shall he as noted. drainage will be provided to prevent ponding, and adequate anchorage will he 2905 Wilderness Place, STE 202 r (9491 752- 3321 Fax Bracing shown is for lateral support of individu.l truss components only m reduce hackling length. h is not wind nr lateral load hracingg provided resist upl f. at supports. The seal nn ibis drawing indicates acre taixc Sesign Boulder, Colorado 80301 or overall building design bracing which is by others. Refer no IJIB -97 (TPI) for of pra(cssirnul engineering repo elx nsihility solely (or the truss congmiem shown. 1'hc suitability aml use thix mmpnrxm for building design recommended truss handling and erection. Do not apply loads beyond of anyy pparticular is the responsibility of the budding designer, prr ANSI/TPI I-1995 Sectina 2. KEYsmar. t 3 . 1 -.7 SCALE= 5/37." : 1' MBR LEN FOR--,' MBR LEN MBH FORCE MBR FORCE JT PLATE HORk, VERT ANG JT PLATE HORZ VERT ANG 1- 2 5.47 -24 7- 8 6.41 4080 1-12 -419 4-1.0 -870 1. 1.SX 3.0 1-12 4-2 90 "7 3.OX 7.0 6-0 1-15 7 2- 3 5.47 -1189 8- 9 6.56 3343 2-12 -1740 4- 9 702 2 3.OX 4.0 1-14 3-2 1.5 8 3.OX 4.0 3-8 0 3- 4 .5.47 -2123 9-10 6.56 2562 2-11 896 5- 9 -610 3 3.OX 4.0 3-10 15 S 3.OX 6.0 4- 5 5.47 -3088 10-11 6.56 1763 3-11 -1010 5- B 621 S 3.OX 6.0 9 3.OX 4.0 3-8 0 5- 6 5.47 -3996 11-12 6.56 1032 3-10 812 6- 8 -367 4 3.OX 4.0 3-10 1.5 10 3.OX 4.0 3-8 0 6- 7 5.32 -4228 5 3.OX 4.0 3-10 15 S 3.OX 6.0 13- 7 1.50 13 S 3.OX 6.0 11 3.OX 4.0 1-12 3-8 0 6 1.5X 3.0 3-10 47 12 3.OX 4.0 3-8 3-8 0 JT REACT ACT ERG REQ ERG CANT 12P 1847. 3.50" 1.97" 12 -314.14 711 1430. 3.50" 1.53" 5-5-9 10-11-3 16-4-12 21-10-5 27-3-15 32-9-8 1-6-10R 5-5-9 5-5-9 5-5-9 5-5-9 5-5-9 5-5-9 1-6- 9-2-7 7-8-11 6-2-15 4-9-2 3-3-6 1-9-10 3-14 0,0 6-6-11 6-6-11 3x4- 3x4- 3x4- 3x4 - 3x6 3x6 I 0;0 0;0 6-6-11 13-1-6 0i0 0�0 0-0 6-6-11 6-6-11 6-6-11 19-8-2 26-2-13 32-9-8 I� u LUMBER SOLUTION TOP 2X4 DFS -2850/2.3 TOP PANEL 1.- 2 CST.- .532 - BOT 2X4 DFL -#2 BO'j PANEL 7- 8 CSI= .833 WER 2X4 DFL -Stud EXCEPTION WEBS 1-12 2X4 DFL -#2 2-12 2X4 DFL -#2 DEFLECTION TOTAL LOAD DEF @ PANEL 8 = .435" L/DEF=903 L= 393.5 REC CMBR= .41" TOTAL LOAD HOR DEF = .119" MAX DEF:LL= .190" DL= .251" TL= .435" BRACING - T -brace designed by others NOTE:Brace bottom chord @ 10ft OC max or provide lateral brace by properly applied rigid ceiling. DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN O/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 WIND LOAD: 70 MPH DESIGN LOADINGS SEE PAGE 2 LOAD INFORMATION s[� n pppn7/�, CA OUYIS EI19111661 111I� 4 400 Campus �r ] V e Suite A Newport Beach, C A 92660 (9491 752-1612 (949) 752--5321 F a X A copy of this design shall be furnished to the erection contractor. This design is (or an individual building component (a truss). It is based on speaficatinns provided by the component manufacturer and performed in accordance with (lie current versions of TPI and NDS design standards. No responsibility is assumed for the accuracy of information provided by the truss designer. Dimensions shall be verified by the manufacturer amp/or building designer prior to fabrication. The building designer shall review loading and truss configuration to ensure that this design meets or exceeds minimum loading required by applicable local building codes. Compression chords shall Ire laterally braced by the roof or Door sheathing directly attached, unless otherwise rroted.'Bnttom chord bracing shall be as noted. Ilracing slmwn is for lateral support of individual truss com,rnems only m reduce buckling length. his not wird or lateral load bracingg or overall building design bracing which is by others. Refer to 11113-97 (IPI) for recommended truss handling and erection. Do tint apply mads beyond weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses at any time. Trusses shall be handled with care prior to erection to avoid damage. Lumber moisture content shall be 19% or less at the time of fabrication, unless noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal - Products (ICBO #4420) from 20, 18, or 16 ga ASTM A653 SQ grade 40 steel. with G60 (min.) coating. Plates shall be applied on both (aces of truss at each joint. Plate dimensions arc listed width x length. Slots (holes) in plate shall run parallel to the place Icngdi. Slurs in plate shall be oricmed as shown ou "' draw- mg. l'he plate shall he ce mere# on loins U.N.O. Design assumes that adequate drainage wdl be provided to preacm (rording, and adequate mxhoragc will be provided resist uplift at supprons. The seal mi this drawing imlicates acccLLtmnec of professional engineenng res,>tmsibil ity solely (or the truss mmpment dai n shown. "I'he suitabnliq• and use of this eompronem for anyy articular building design is the responsibility of die building designer. per ANSIlI'RI 1-1995 Sea ion 2. Job ID:762P3D\T32 10 Qty 2 - DATE: 9/12/00 SHEET 1 of 2 SPAN, 32- 9- 8 KEYMARK ENGINEERING 2905 Wilderness place, STE 202 Boulder, Colorado 80301 KEYsmart 3.157 SCALE= 3/16":l' DESIGN LOADINGS LOAD CASE 1 LOAD CASE 2 LOAD CASE 3 WIND LOAD: 70 MPH A copy of this design shall be furnished to the erection contractor. This design is for an individbuilding component (a truss). It is based on WIND LOAD: 70 MPH .y. LIVE DEAD INC LIVE DEAD INC LIVE DEAD INC TOP 20.0 14.0 1.25 TOP 20.0 14.0 1.33 TOP 20.0 14.0 1.33 BOT .0 5.0 building designer prior to fabrication. The building designer shall review Ioading and truss configuration to ensure that this design meets or exceeds minimum loading regmred by applicable local building codes. Compression BOT .0 5.0 - a BOT .0 5.0 chords shall be laterally braced by the roof or Boor sheathing directly attached. unless otherwise noted. Bottom chord bracing shall be as SECTION DIR LIVE DEAD SECTION DIR LIVE DEAD SECTION DIR LIVE DEAD 1- 2 Vert. 3.7 87.8 1- 7 Norm -16.0 14.0 1- 7 Norm -10.0 14.0 is the responsibility of the building designer, per AN.,I/I'PI I-1995 Section 2. . : . 13- 7 Norm -35.0 14.0 13- 7 Norm -10.0 14.0 G� ry is Engineering CA A copy of this design shall be furnished to the erection contractor. This design is for an individbuilding component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con - struction loads greater than the design loads shall not be applied to the trusses Job ID: 762P3D\T32ual —10 Qty 2 .y. specifications provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. .DATE: 9/12/00 SHEET 2 Of 2 4 400 CampU S Dr ] V e " accordance with the current versions of TPI and NDS design standards. Lumber moisture content shall be 19% or less at the time of fabrication, unless " - No responsibility is assumed for the accuracy of information provided by the truss designer. Dimensions shall he verified by the manufacturer and/or noted otherwise(U.N.O.). Connector plates shall be manufactured h Eagle Metal Products (ICBG #4420) from 20, 18, or 16 ASTM A653 SQ 40 SPAN: 32- 9- 8 - - Suite A Newport Beach, C A 92fj6Q. building designer prior to fabrication. The building designer shall review Ioading and truss configuration to ensure that this design meets or exceeds minimum loading regmred by applicable local building codes. Compression ga grade steel. with G60 (min.) coating. Plates shall be a plied on both (aces of truss at each. joint. Plate dimcnuions arc listed width x Pength. Slots (holes) in plate shall run the Irngth. Slots in he - a (949) 752-1612 chords shall be laterally braced by the roof or Boor sheathing directly attached. unless otherwise noted. Bottom chord bracing shall be as parallel m plate plate shall oriented as shown on the draw- mg. The plate shall be centered on�oint U.N.O. Design assumes that adeytrate draitgge be KEYMARK ENGINEERING " (949) 752-532 ] Fax noted. Bracing shown is for lateral support of individual truss components only no buckling length. It is lateral load bracingg wdl provided to prevent ponding, and adequate anchorage will be provided resist uphfi ai supports. The seal nn this drawing indicates accepfarce 2905 Wilderness Place, STE 202 Boulder, Colorado 80301 ' reduce non wind or or overall building design bracing which is by others. Refer to HIB -97 (TPI) for handling Do loads beyond nfpm(essui engiicering responsnbdity solely (or the truss rnmponent design shown. The sui.abibtp a. use of this comporcin for an}}• pparticular building design KEYSmart 3 157 SCALE= 3 / 16 " 1' recommended truss and erection. not apply is the responsibility of the building designer, per AN.,I/I'PI I-1995 Section 2. . : . MBR LEN FORCE MBR LEN FORCE MBR FORCE MBR FORCE JT PLATE HURZ VERT ANG JT PLATE HORZ VERT ANG LUMBER SOLUTION 1- 2 5.04 -22 5- 6 6.58 2160 1- 8 -136 3- 7 -648 1. 1.5X 3.0 1-12 4-2 90 5 3.OX 4.0 6-0 2-0 0 TOP 2X4 DFL -112 2- 3 5.04 -986 6- 7 6.72 1457 2- 8 -972 3- 6 498 2 3.OX 4.0 3-10 15 6 3.OX 4.0 3-8 0 TOP PANEL 3- 4 CSI=- .466 3- 4 5.04 -1911. 7- 8 6.72 754 2- 7 528 4- 6 -405 3 3.OX 4.0 3-10 15 S 3.OX 6.0 BOT 2X4 DFL -#2 4- 5 4.90 -2238 S 3.OX 6.0 7 3.OX 4.0 3-8 0 BOT PANEL 5- 6 CSI= .500 9- 5 1.50 13 4 1.5X 3.0 0-0 3-10 33 8 3.OX 4.0 3-8 3-8 0 WEB 2X4 DFL -Stud JT REACT ACT BRG REQ BRG CANT DEFLECTION 8P 777. 3.50" 1.50" TOTAL LOAD DEF Q PANEL 6 = .173" 8 -204.14 L/DEF=999 L= 242.0 REC CMBR= .25" 511 887. 3.50" 1.50" TOTAL LOAD HOR DEF = .042" _-- MAX DEF:LL= .086" DL= .096" TL= .173" BRACING 5-0-8 1.0-1-0 15-1-8 20-2-0 1-6-1OR NOTE:Brace bottom chord © 10ft OC max 5-0-8 5-0-8 5-0-8 5-0-8 1-6-0 - -1 I or ,provide lateral brace by properly _ ) I 5-9-7 4-5-1 3-0-11 1-8-4 3-14 applied rigid ceiling. DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN 0/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 " - WIND LOAD: 70 -MPH DESIGN LOADINGS LOAD CASE 1 TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.25 LOAD CASE 2 1.5x3/ WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 1 20.0 19.0 .0 5.0 1.33 SECTION DIR LIVE DEAD 3x4\ 1- 5 Norm -16.0 14.0 2 9- 5 Norm -35.0 14.0 LOAD CASE 3 12 WIND LOAD: 70 MPH 3x4\ 3x6 --,13.25 TOP LL TOP DL BOT LL BOT DL INC r 3 20.0 14.0 .0 5.0 1.33 m- SECTION DIR LIVE DEAD - - 1- 5 Norm -10.0 14.0 ^ 1.5x3/ r 4 3x4- 9- 5 Norm -10.0 14.0 5 9 3x4- 3x4- 3x4- a ' 3x6 _ . 0-0 O�0 0'0 0_0 .. 6-8-11 6-8-11 6-8-11 6-8-11 13-5-5 20-2-0 aA .. _ n copy of this dentgn shall be furnished m the erection contractor. This design ns for an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses Job ID:762P30\T33 10 - Qty 1 - WUY1S L119111L61 1119 s specifications provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. fabrication, DATE: 9/12/00 SHEET 1 of 1 / 4 400 Campus S Or 1 v e p accordance with the current versions of TPI and NDS design standards. is for information by Lumber moisture content shall be 19% or less at the time of unless Corrector shall be manufactured by Eagle Metal i No responsibility assumed the accuracyy of pprovided the truss designer. Dimensions shall be verifed by the mI acwrer and/or noted otherwise(U.N.O.). plaits Products (ICBO #4420) from 20, 18, or 16 ga ASTM A653 SQ grade 40 steel. SPAN: 20- 2- 0 SU ] t e A building designer to fabrication. The building designer shall review with G60 (min.) coating. Plates shall be applied on both faces of truss at each _ Newport Beach, CA 92660 prior loading and truss configuration to ensure that this design meets or exceeds joint. Plate dimensions are listed width x length. Slots (holes) in plate shall run inplatc be draw- _ minimum loading reglmred by applicable local building codes. Compression shall he latera ly braced by the roof or Boor sheathing directly parallel to the plate length. Slots shall oriented as shown on the tng: The shall he centered on U.N.O. Design assumes that adequate KEYMARK ENGINEERING (949) (949) 752-1612 chords attached. unless otherwise noted. Bolton chord bracing shall Ie as toned. plate joint drainage will Ic provided to prevent pnnding, and adequate anchorage will Ic Wilderness Place, STE 202- 4 752-5321 'Fax 9) Bracin shown is for lateral support of individual truss components only to P} Jivvl - provided resist uplift at supports. The seal on this drawing indicates acce tante for .2905 Boulder,Colorado 80301 ' reduce tickling length. Itis not wind or lateral bracingg or buildingdesign bracing which is h others. Refer u, IIIB-97 frpl) for of professional emginecring responsibility solely the truss rnm)onem esign shown. The suhabthty andel use of this component for anyy pparticular building design KEYsmart 3.157 SCALE= 9/32":l' recomended truss handling and erection. Dm not apply loads beyond is the responsibility of the building designer, jper ANSI) I 1-1995 Section 2. MBR LEN FORCE MBR LEN FORCE MBR FORCE MBR FORCE JT PLATE HOR'L VERT ANG JT PLATE H6RZ VERT ANG 1- 2 4.94 -21 4- 5 4.94 0 1- 6 -126 2- 5 -1.37 1 1.5X 3.0 1-12 4-2 90 4 1.5X 3.0 1-12 3-8 90 2- 3 4.94 -151 5- 6 4.94 1.56 2- 6 -2.86 3- 5 252 2 3.OX 4.0 1-12 3-2 15 5 3.OX 4.0 1-12 3-8 0 3- 4 -366 3 3.OX 4.0 3-8 2-11 1.5 6 3.OX 4.0 3-8 3-8 0 JT REACT ACT BRG REQ BRG CANT 6P 385. 3.50" 1.50" 6 -85.H 6 -36.0 4R 385. 3.50" 1.50" 4-11-4 9-10-8 4-11-4 4-11-4 I t 9-2-7 7-10-7 6-6-6 1.5x3/ 3x4- 3x4 - 4\ 1.5x3/ 0-10 0i0 0;0' 4-11-4 4-11-4 4-11-4 9-10-8 LUMBER SOLUTION TOP 2X4 DFL -02. TOP PANEL, 2- 3 CST= .383 BOT 2.X4 DFL -02 130T PANEL, 5-,G CST= .3.01 WEB 2X4 DFL -Stud EXCEPTION WEBS 1- 6 2X4 DFL -H2 2- 6 2X4 DFL -02 DEFLECTION LIVE LOAD DEF O PANEL 4 = -.011" L/DEF=999 L= 118.5 REC CMBR= .12" TOTAL LOAD HOR DEF = .001" MAX DEF':LL= .011" DL= .008" TL= .007" BRACING - T -brace designed by others NOTE:Brace bottom chord O loft OC max or provide lateral brace by properly applied rigid ceiling. DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN 0/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 WIND LOAD: 70 MPH DESIGN LOADINGS LOAD CASE 1 TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.25 LOAD CASE 2 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 SECTION DIR LIVE DEAD 1- 3 Norm -16.0 14.0 LOAD CASE 3 WIND 'LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 SECTION DIR LIVE DEAD 1- 3 Norm -10.0 14.0 �ryA WIU� is Engineering CA 4 400 Cam U S Drive v e Q Suite A rve W 0 r t Beach. C A 92660 A (949) 752 - 6 1 2 (949) 752-532 7 F d X copy of this design shall be furnished to the erection contractor. -1-his design is for an individual building component (a truss). It is based on specifications provided by the component manufacturer and performed in accordance with the current versions of TPI and NDS design standards. No responsibility is assumed for the accuracy of information provided by the truss designer. Dimensions shall be verified by the manufacturer and/or building designer prior to fabrication. The building designer shall review loading and truss configuration to ensure that this design meets or exceeds minimum loading required by applicable heal building codes. Compression chords shall be laterally braced by the roof on Otwr sheathing, directly attached. unless otherwise noted. Bottom chord bracing shall be as noted. Bracing shown is for lateral support of individual truss components only m reduce buckling length. It is not wind or lateral load bracingg or overall building design bracing which is by others. Refer to HIR -97 (I'PI) for recommended truss handling and erection. Do tmt apply loads beyond weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses at any time. Trusses shall be handled with care prior to erection to avoid damage. Lumber moisture content shall be 1990 or less at the time of fabrication. unless noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (ICBO 04420) from 20. Ig, or 16 ga ASTM A653 SQ grade 40 steel. with G60 (min.) coating. Plates shall be a plied on both faces of truss at each joint. Plate dimensions are listed width x P1 ngth. Slow (holes) in plate shall run parallel to the plate length. Slots in plate shall be oriented as shown on the draw- mg. The plate shall be centered on joint U.N.O. Design assumes that adequate drainage will be provided to prevetjt pending. and adequate anchorage will he provided resist uplift at supports. The seal on this drawing indicates acctptante of professional engineering responsibility solely (or the truss component design shown. The suitability and use of this component for anyy pparticular building design is the responsibility of the building designer. ler ANSUfPI 1-1995 Section 2. Job ID: 762P3D\T34 10 Qty 1 - DATE: 9/12/00 SHEET 1 of 1 SPAN: 9-10- 8 , KEYMARK ENGINEERING 2905 Wilderness Place , STE 202 Boulder, Colorado 80301 KEYsmart 3.157 SCALE= 13/32:1' MBR LEN FORCE MBR LEN FOkCE MBR FORCE MBR FORCE JT PLATE HORZ VERT ANG JT PLATE HORZ VERT ANG LUMBER SOLUTION 1- 2 4.02 -576 7- 8 7.05 3867 1-12 -1.258 4-10 -936 1 3.OX 4.0 3-8 3-8 0 7 3.5X 6.0 6-0 2.-0 0 'POP 2X4 DFL-SS 2- 3 5.75 -608 8- 9 7.19 3068 1-11 1260 4- 9 687 2 4.OX 5.0 3-8 0 8 3.OX 4.0 3-8 0 TOP PANEL 5- 6 CSI= .615 3- 4 5.75 -1659 '9-10 7.19 2238 2-11 -134 5- 9 -691 3 3.OX 4.0 3-10 15 S 3.OX 6.0 BOT 2X4 DFL-92 4- 5 5.75 -2695 10-11. 7.19 3.428 3-11 -1258 5- 8 631 4 3.OX 4.0 3-10 15 9 3.OX 4.0 3-8 0 BOT PANEL 7- 8 CSI= .82.0 5- 6 5.75 -3709 1.1-12 4.02 279 3-10 781 6- 8 -41.8 S 3.OX 6.0 10 3.OX 4.0 3-8 0 WES 2x4 DFL-Send 6- 7 5.61 -4006 5 3.OX 4.0 3-10 15 S 3.OX 6.0, 13- 7 1.50 13 6 1.5X 3.0 0-0 3-10 41 11 3.OX 8.0 0=0 3-8 0 EXCEPTION WEBS 1.2 1.. 5X 5.0 1-12 3-8 90 1.-11 2X4 DFL-#2 JT REACT ACT BRG REQ BRO CANT 3-11 2X4 DFL-02 12P 1271. 3.50", 1.50" 12 -279.H DEFLECTION 7R 1378.. 3.50" 1.50" r ' TOTAL LOAD DEF © PANEL 8 = .455" L/DEF=864 L= 393.5 REC CMBR= .41" TOTAL LOAD HOR DEF = .108" 4-0-4 9-9-5 15-6-6 21-3-6 27-0-7 32-9-8 1-6-1OR MAX DEF: LL= .209" DL= .247" TL= .955" 4-0-4 5-9-1 5-9-1 5-9-1 5-9-1 5-9-1 1-6-0 f-- --f ---- I --- I I--- F--1 BRACING B-1-6 8-1-6 6-6-11 5-0-0 3-5-4 1-10-9 3-14-,T-brace designed by others NOTE:Brace bottom chord 9 10ft OC max or provide lateral brace by properly x applied rigid ceiling. DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN 0/C NO REP BEND PLATE : EAGLE METAL PRODUCTS-95 PLATE DUR INC=1.25 WIND LOAD: 70 MPH 1. DESIGN LOADINGS SBE PAGE 2 LOAD INFORMATION - 3x4- 4x5- 1 2 l 3x4\ 3 3x4\ �12I i m 4 3x6., 3x4\ 5 X13.25 n � 1.5x3/ 6 ; �. 1 11 1.5x5/ 3x8- 10 - 9 -- 3x4- 3x4- 3.5x6- I 7 13 1. 8-- -r -- 3x4- T - - y 3x6 3x6 i 0,0. 0!0 010 010 010. 010 - - 3-10-8 _ 7-4-1 7-2-5 7-2-5 7-2-5 - a 3-10-8 11-2-9 18-4-14 25-7-3 32-9-8 Gwis Engineering CA A copy of this design shall be furnished to the erection contractor. This design ns for an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses Job ID: 762P3D\T35 10 _ Qty 1 - .Specdcations provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 1 of 2 Q 4�0 Cam U S `Dr 1 V e P accordance with the current versions of TPI and NDS design standards. Lumber moisture content shall be 19% or less at the time of fabrication, unless No responsibility is assumed for the accuracy of informationprovided by the truss designer. Dimensions shall be verified by the manufacturer and/or noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (ICBG #4420) from 20, 18, or 16 ASTM A653 SQ 40 steel. SPAN: 32- .9- 8 SU 1 t e A - building designer prior to fabrication. The building designer shall review ga grade with G60 (min.) coating. Plates shall be applied on both faces of truss at each NewOft Beach. C h, CA 92660 P loading and truss configuration to ensure that this design meets or exceeds joint. Plate dimensions arc listed width x length. Slots (holes) in plate shall run minimum loading regmred by applicable local building codes. Compression .parallel to the plate length. Slots in plate shall be oriented as shown on the draw- KEYMARK ENGINEERING (949) 752-1612 chords shall be laterally braced by the roof or floor sheathing directly Bottom bracing be mg. The plate shall be centered enjoin[ U.N.O. Design assumes that adegware drainage be be (949) 752-5321 F a X attached, unless otherwise noted. chord shall as noted. Bracing shown is for lateral support of individual truss components only to will provided to prevent ponding, and adequate anchorage will provided resist uplift at supports. The seal on this drawing indicates acceptance 2905 Wilderness Place, STE 202 Boulder, Colorado 80301 ' reduce buckling length. It is not wind or lateral load bracingR or overall building design bracing which is by others. Refer to HIB-97 (TPI) for of professional engineering responsibility solely for the truss component design shown. The suiiahtluy anxl use of this component for an budding design . reemm�hende miss handling and erection. Do not apply mads beyond particular is the responsibility of the building designer- ANSIA'PI 1.1995 Scction 2. KEYsma rL' 3.157 SCALE= 3/16":3' . per DESIGN LOADINGS LOAD CASE 1 LOAD CASE 2 LOAD CASE 3 WIND LOAD: 70 MPH WIND LOAD: 70 MPH LIVE -DEAD INC LIVE DEAD INC LIVE. DEAD INC TOP 20.0 14.0 1.25 TOP 20.0 14.0 1.33 TOP 20.0 14.0 1.33 BOT .0 5.0 BOT .0 5.0 BOT .0 5.0 .. SECTION DIR LIVE DEAD SECTION DIR LIVE DEAD _ 1- 2 Norm -10.0 14.0 1- 2 Norm -10.0 14.0 2- 7 Norm -10.0 r 14.0 2- 7 Norm -16.0 14.0 - 13- 7 Norm -10.0 14.0 13- 7 Norm -35.0 14.0 - le - .. 12 G�ryA oolis Engineering CA copy of this desiggn shall be furnished to the erection contractor. This design is fur an indnvidual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con• struction loads greater than the design loads shall not be applied to the trusses Job ID: 762P3D\T35 10 Qty_ 1. — ne specifications provided by the component manufacturer and performed in the TPI NDS design at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 2 of_ 2 y 4 4OO CdR10U S Drive accordance with current versions of and standards. No is for Lumber moisture content shall be 19% or less at the time of fabrication. unless responsihihiv assumed the accuracy of information provided by the truss designer. Dimensions shall be verified by the manufacturer and/or noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products 0CBO #4420) from 20, 18, 16 ASTM A653 SQ 40 SPAN: 32- 9- 8 Suite A building designer prior to fabrication. The building designer shall review or ga grade steel, with G60 (min.) coating. Plates shall be applied both faces Ne Wp 0 f t Beach, CA 92660 loading and truss configuration to ensure that this design meets or exceeds minimum loading required by applicable local building coda. Compression on of truss at each Ioint. Plate dimensions a e bsted width z Pength. Slots (holes) in plate shall run parallel to the Iengdn. Slots in be -� (949) 752- ] 6 ] chords shall be laterally braced by the roof or Boor sheathingg directly plate plate shall oriented as shown on the draw- mg. "rhe plate shall be centered on Ioim U.N.O. Design assumes that adogsate KEYMARK ENGINEERING attached, unless otherwise noted. Bottom chord bracing shall be as noted. drainage wdl be provided to prevent ponding, a� adequate anchorage will be 2905 Wilderness Place, STE 202 (949) 752-5321 F d X Bracing shown is for lateral support o(individual truss components only to buckling length. It is lateral load bracinR provided resist uplift at suppons. l'hc seal on this drawing indicates acceptance BOu lder, Col OY.adO 80301 . reduce not-ind or or overall building desiggn bracing which is by others. Refer to 1118-97 (TPI) for of pmfcssinnnl cnginecnng responsiM1ility solely for the truss cmnponrcm design shown. "rhe suu 'g' r a', nse n! this canyxrnem for anyy building design reconunendcd vu<s 1tnm11ing and erection. Do tut apply loads beyond pparticular is the responsibility of do hnilding designer, Per AN" I'PI I-199$ Sct7ion 2. KEY, 3.157 SCALE= 3/16" :.1 ' 1 3x4- . 010 _ 0;0 050 5-1.0-8 • 6-10-1 5-10-8 12-8-9 4x7- 3x4- 3x4- 3x4 - 3x6 3x6 Gwis Engineering, CA 4400 Campus Drive Suite A Newport Beach, CA 92660 (949) 752-1612 (949) 752-5321 Fax T- 0;0 0�0 0-0 6-8-5 6-8-5 6-8-5 19-4-14 26-1-3 32-9-8 A copy or rots Gesign snau he furnished to the erection contractor. This weight of erectors until all permanent bracing is in place. Concentration of con- Job ID: 762P3D\T36 10 -Qty 1 design is for an individual building component (a truss). It is based on struction loads greater than the design loads shall not be applied to the trusses - specifications,provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 1 of 1 accordance with the current versions of TPI and NDS design standards. No responsibility is assumed for the accuracy of information provided by the truss designer. Dimensions shall he verified by the manufacturer and/or Lunt r moisture content shall be 19% or less at the time of fabrication, unless noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (ICBG #4420) from 20, 18, 16 ASTM A611 SQ 40 SPAN: 32- 9- 8 building designer prior to fabrication. The building designer shall review loading and truss configuration to that this design or ga grade steel. with G60 (min.) coating. Plates shall be applied on both faces of truss at each Plate dimensions listed Icng(h. in ensure meets or exceeds minimum loading required by applicable local building codes. Compression joint. are width x Slots (holes) plate shall run parallel to the plate length. Slnts innate shall he oricmed as shown tut the draw- chords shall he laterally braced by the roof or floor sheathing directly Bosom bracing .le nig; 'f he plate shall be centered on )Dint U.N.O. Design assumes that adequate drainage be KEYMARK ENGINEERING anached, unless otherwise noted. chord shall as nmed. Bracing shown is for lateral support of individual truss components only u, will provided to prevent ponding, and adequate anchorage will he provided resist upli0 at supports. The seal on this drawing toil icafcs accel�an�e 2905 Wilderness Place, STE 202 reduce lmckling length. It is not woad or lateral load bracingg rn rnerall building design bracing which is by others. Refer m I IIR•97 (1'111) for of professional engineering respnnsibiliiy solely for the truss cnmpmem design The Utis for building Bou] der, Colorado 8030) recomm�coded truss handling and erection. Do not apply loads heyond shown. s.i.abduy and use u( component any partieulzr design is the re"itsibility of the building designer, ANSI/I"pI I "S Section 2. MBR L6N F'OK-' MbF. LEN Ft. -CE MHk FOkt_E Abk FORCE J'1' PLATE HORL VERT ANG J1' PLATE HOR'L VERT ANG LUMBER SOLUTION 1- 2 3.01 0 8- 9 6.55 3893 1-13 -78 4-11 '722 1 1.5X 3.0 1-1.2 3-8 90 8 3.OX 7.0 6-0 2-0 0 TOP. 2X4 DFL -02 2- 3 3.01. -862 9-10 6.69 31.73 2-.1.3 -1.265 5-11. -871 2. 3.OX 4.0 0.0 3-R 0 9 3.0X 4.0' 3-R n TOP PANEL 6- 7 CST=- .880 3- 4 5.35 -904 1.0-11 6.69 2404 2-12 991. 5-10 640 3 4.OX 5.0 3-8 0 S 3.OX 6.0 BOT 2X9 DFL -82 4- 5 5.35 -1877 11-12 6.69 1651 3-12 28 6-10 -638 4 3.OX 4.0 3-10 15 10 3.OX 4.0 3-8 0 BOT PANEL 8- 9 CSI= .805 5- 6 5.35 -2841 12-13 6.02 483 4-12 -1165 6- 9 566 5 3.OX 4.0 3-10 15 11 3.OX 4.0 3-8 0 WEB '2X4 DFL -Stud 6- 7 5.35 -3762 7- 9 -381 S 3.OX 6.0 S 3.OX 6.0 7- 8 5.21 -4035 6 3.OX 4.0 3-10 15 12 4.OX 7.0 3-8 0 DEFLECTION 14- 8 1.50 13 7 1.5X 3.0 0-0 3-10 41 13 3.OX 4.0 3-8 3-8 0 TOTAL LOAD DEF @ PANEL 9 = .481" L/DEF=817 L= 393.5 REC CMBR= .41" JT REACT ACT BRG REQ BRG CANT + TOTAL LOAD NOR DEF = .110" 13P 1271. 3.50" 1.50" MAX DEF:LL= .226" DL= .259" TL= .481" 13 -262.14 8R 1378. 3.50" 1.50" BRACING • T -brace designed by others NOTE:Brace bottom chord @ )Oft OC max or provide lateral brace by properly 3-0-2 6-0-4 11-4-8 16-8-12 22-1-0 27-5-4 32-9-8 1-6-1OR applied rigid ceiling. 3-0-2 I 3-0-2 I 5-4-4 I 5-4-4 I 5-4-4 I 5-4-4 I 5-4-4 I 7-6t-14 7-6-14 7-6-14 6-1-8 4-8-1 3-2-11. 1-9-4 3-14 DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN O/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 WIND LOAD: 70 MPH DESIGN LOADINGS ' LOAD CASE I TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.25 LOAD CASE 2 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 1.5x3/ 3x4- 4x5- 20.0 14.0 .0 5.0 1.33 1 2 3 SECTION DIR LIVE DEAD 1- 3 Norm -10.0 14.0 3x4\ 3- 8 Norm -10.0 14.0 4 14- 8 - Norm -10.0 14.0 _ 3x4\12 LOAD CASE 3 Q3.25 WIND LOAD: 70 MPH 5 3x6 TOP LL TOP DL BOT LL BOT DL INC 3x4\ 20.0 14.0 .0 5.0 1.33 0 6SECTION DIR LIVE DEAD � � 0 1- 3 Norm -10.0 19.0 1.5x3/ 3- 8 Norm -16.0 14.0 7 387_14 , 14- 8 Norm -35.0 ,14.0 1 3x4- . 010 _ 0;0 050 5-1.0-8 • 6-10-1 5-10-8 12-8-9 4x7- 3x4- 3x4- 3x4 - 3x6 3x6 Gwis Engineering, CA 4400 Campus Drive Suite A Newport Beach, CA 92660 (949) 752-1612 (949) 752-5321 Fax T- 0;0 0�0 0-0 6-8-5 6-8-5 6-8-5 19-4-14 26-1-3 32-9-8 A copy or rots Gesign snau he furnished to the erection contractor. This weight of erectors until all permanent bracing is in place. Concentration of con- Job ID: 762P3D\T36 10 -Qty 1 design is for an individual building component (a truss). It is based on struction loads greater than the design loads shall not be applied to the trusses - specifications,provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 1 of 1 accordance with the current versions of TPI and NDS design standards. No responsibility is assumed for the accuracy of information provided by the truss designer. Dimensions shall he verified by the manufacturer and/or Lunt r moisture content shall be 19% or less at the time of fabrication, unless noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (ICBG #4420) from 20, 18, 16 ASTM A611 SQ 40 SPAN: 32- 9- 8 building designer prior to fabrication. The building designer shall review loading and truss configuration to that this design or ga grade steel. with G60 (min.) coating. Plates shall be applied on both faces of truss at each Plate dimensions listed Icng(h. in ensure meets or exceeds minimum loading required by applicable local building codes. Compression joint. are width x Slots (holes) plate shall run parallel to the plate length. Slnts innate shall he oricmed as shown tut the draw- chords shall he laterally braced by the roof or floor sheathing directly Bosom bracing .le nig; 'f he plate shall be centered on )Dint U.N.O. Design assumes that adequate drainage be KEYMARK ENGINEERING anached, unless otherwise noted. chord shall as nmed. Bracing shown is for lateral support of individual truss components only u, will provided to prevent ponding, and adequate anchorage will he provided resist upli0 at supports. The seal on this drawing toil icafcs accel�an�e 2905 Wilderness Place, STE 202 reduce lmckling length. It is not woad or lateral load bracingg rn rnerall building design bracing which is by others. Refer m I IIR•97 (1'111) for of professional engineering respnnsibiliiy solely for the truss cnmpmem design The Utis for building Bou] der, Colorado 8030) recomm�coded truss handling and erection. Do not apply loads heyond shown. s.i.abduy and use u( component any partieulzr design is the re"itsibility of the building designer, ANSI/I"pI I "S Section 2. KEYsma r: t 3.157 SCALE= 3/16":1' per MBR LEN FOR- Mbk LENFL,". P MBR FORCE .,tbk FORCE XY PLATE HOR" VERT ANG JT PLATE HORi VERT ANG LUMBER SOLUTION 1- 2 3.78 0 8- 9 6.05 3850 .1-13 -98 4-11 662 1 1.5X 3.0 1-12 3-8 90 8 3.5X 6.0 6-0 2-0 :0 TOP 2X4 DFL-42 2- 3 3.78 -1083 9-10 6.19 3212 2-13 -1289 5-11 -805 2 3.OX 4.0 0-0 3-8 0 9 3.OX 4.0 3-8 0 TOP PANEL 6- 7 CSI= .725 3- 4 4.95 -1132 10-1.1 6.19 2503 2-12 924 5-1.0 593 3 4.OX 5.0 3-8 0 S 3.OX 6.0 BOT 2X4 DFL-42 4- 5 4.95 -2026 11.-12 6.19 1808 3-12 65 6-10 -586 4 3.OX 4.0 3-10 15 10 3.OX 4.0 3-8.4 - 0 BOT PANEL 8- 9 CSI= .780 5- 6 4.95 -2918 12-13 7.56 631 4-12 -1071 6- 9 499 5 3.OX 4.0 3-10 15 11 3.OX 4.0 3-8 0 WEB 2X4 DFL-Stud 6- 7 4.95 -3746 7- 9 340 S 3.OX 6.0 S 3.OX 6.0 7- 8 4.81 -3992 6 3.OX 4.0 3-10 15 12 4.OX 7.0. 3-8 0 DEFLECTION 14- 8 1.50 13 7 1.5X 3.0 0-0 3-10 40 13 3.OX 4.0 3-8 3-8 0• TOTAL LOAD DEF 0 PANEL' 9 = .459" L/DEF=845 L= 388.0 REC CMBR= .40" JT REACT ACT BRG REQ BRG CANT TOTAL LOAD HOR DEF = .107" 13P 1253. 3.50" 1.50" MAX DEF:LL= .221" DL= .245" TL= .459" 13 -244.H 811 1360. 3.50" 1.50" BRACING T-brace designed by others NOTE:Brace bottom chord @ 10ft OC max or provide lateral brace by properly 3-9-6 7-6-12 12-6-3 17-5-10 22-5-2 27-4-9 32-4-0 1-6-IOR applied rigid ceiling. 3-9-6 1 3-9-6 I 4-11-7 I 4-11-7 1 4-11-7 1 4-11-7 1 4-11.-7 I1-6-0-0 7=0-6 7-0-6 7-0-6 5-8-4 4-4-3 3-0-1 1-8-0 3-14 DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN 0/C NO REP BEND PLATE : EAGLE METAL PRODUCTS-95 PLATE DUR INC=1.25 WIND LOAD: 70 MPH DESIGN LOADINGS LOAD CASE 1 TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.25 LOAD CASE 2 WIND LOAD: 70 MPH TOP LL LL TOP DL BOT LL BOT DL INC _ 1.5x3/ 3x4- 4x5- 20.0 14.0 .0 5.0 1.33 1 2. 3 SECTION DIR LIVE DEAD" 1- 3 Norm -10.0 14.0 - --'- - 3x4\ 3- 8 ' Norm -10.0 14.0 4 14- 8• Norm -10.0 14.0 12' LOAD CASE 3 . 3x4\ 325 WIND LOAD: 70 MPH 5 3x6 TOP LL TOP DL BOT LL BOT DL INC ° 3x4\ . 20.0 14.0 .0 5.0 1.33 SECTION DIR LIVE DEAD 1- 3 Norm -10.0 14.0 1.5x3/ r 3- 8 Norm -16.0 14.0 7 -� 14- 8 Norm 735.0 14.0 3.5x6- 8 14 - 1 12 11 10 9 T _ 3x4- - 4x7- 3x4- 3x4- 3x4- - r 3x6 3x6 010 - 0;0 -010 0 j0 00 0,0 7-5-0 6-4-1 6-2-5 6-2-5 6-2-5 Sw 7-5-0 13-9-1 19-11-6 26-1-11 32-4-0. ^ A copy of this desig"I hall be furnished to the erection contractor. This weight of erectors until all permanent bracing is in place. Concentration of con- Job ID:762P3D\T37 10 Qty 1 c 6ouvis Engineering CA design t= fnr an individual building component (a truss). It is based on strucuon loads greater than the design loads shall not be applied to the trusses - specifications provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 1 of 1 4 400 Campus 5 Or i v e accordance with the current versions of TPI and NDS design standards. I"umber moisture content shall be 199E or less at the time of fabrication, unless P No responsibility is assumed for the accuracy of in(ormatinn provided by noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal SPAN: 32- 4- 0 Suite A the truss designer. Dimensions shall be verified by the manufacturer and/or Products (ICBG #4420) from 20. 18, or 16 ga ASTM A653 SQ grade 40 steel. building designer prior to fabrication. The building designer shall review with G60 (min.) coating. Plates shall be applied on both (aces of truss at each , Newport Beach. C A 92660 loading and truss configuration to ensure that this design meets or exceeds joint. Plate dimensions are I d width s length. Slou (holes) in plate shall run - minimum loading required by applicable local building codes. Compression jtarallcl to the plate length. Slots in plate shall be oriented as shown on the draw- KEYMARK ENGINEERING (9491 752-1612 chords shall be laterally braced by the roof or floor sheathing, directly mg; The plate shall he centered on)oint U.N.O. Design assumes that adegqtra e attached. unless niherwtse noted. Bottom chord bracing shall be as noted. drainage w 11 be provided to prevent ponding, and adequate anchorage will be 2905 Wilderness Place , STE 202 Bracing shown is for lateral support of imlividual truss components only to provided resist uplift at supporta. "1'he seal on this draw mg indicates acceptatac (949) 752-5321 F a X redact btrckling length. It is at wrml or lateral load bracing or overall of professional engu_ering respmuihil ity solely for rhe truss rnmponcm design Boulder,Colorado 80301 building desiggn bracing which is by others. Refer to HIB-97 (TPO for shown. The suitandiry and use of this comp re for any particular building design KEYSmdrt 3 .157 SCALE= 3/16":1, - recomntendr-d truss handling and erection. Do rat apply loads hcynnd is the respons ihil ity of the building designer. per ANSI/f PI 1.1995 Seetinn 2. -:. „car.:=.. - . � - -.. - -� ;_'.,._.t-...-.-•r��`sr. �--__,'rr_-,.. _ - .-.-- .-�"'�-,w:v.r { aj.. ss' y�� a ..- . , ., - ' . . -__ .5- �..--a„�,�*.•._aM!3�-s... �=c�+5---z`-!?+� �... -. - .v - c. -?a+,.. �.F7 MBR- -LEN- -FORCE -MBR LEN-'Fltkt:R-MUk---FVktw,,t1`18h-F0kr:E---.JT--,.�-�--PLATE HOU VERT ANG JT PLATE HURZ VERT AN, LUMBER SOLUTION 1- 2 4.78 -855 7- 8 '7.44 3801, I.-12 -12;1 4-11) •-7093 1 '3.Ox 4.0 - 3-8 3-8 0 -7 3.5X. 6.0 6-0 2-0 0 TOP 2X4 DFL -11'2. 2- 3 4.78 -1362 8- 9 7.59 3004 1-11 1400 4- 9 592 2 3.OX 4.0 1-12 3-8 0 8 3.OX 4.0 3-8 0 TOP PANEL 5- 6 CSI= .975 ' 3- 4 5.69 -1423 9-10 7.59 2210 2-1.1 -1060 5- 9 -734 3 4.OX 5.0 3-8 0 S 3: OX 6.0 BOT 2x4 DFL -02 4- 5 5.69 -2521 10-11 4.78 855 2-10 831 .5- 8 565 4 3. OX 4.0 3-10 15 9 3. OX 4.0 3-8 0 BOT PANEL 7- 8 CSI= .825 5- 6 5.69 -3568 11-12 4.78 227 3-10 95 6- 8 -460 5 3. OX 4.0 3-10 15 S 3. OX 6.0 WEB 2X4 DFL -Stud 6- 7 5.5S -3939 S 3. OX 6.0 10 3. OX 7.0 3-8 0 13- 7 1.50 13 6 1.5X 3.0 3-10 33 11 3. OX 4.0 1-12 3-8 0 DEFLECTION " 12 1.SX 5.0 1-12 3-8 90 TOTAL LOAD DEF @ PANEL 8 = .476" JT REACT ACT BRG REQ BRG CANT L/DEF=814 L= 388.0 REC CMBR= .40" 12P 1253. 3.50" 1.50" TOTAL LOAD HOR DEF = .103" 17. -227.H MAX DEF:LL= .221" DL=..2.59" TL= .476" 7R 1360. 3.50" 1.50" BRACING ' _ * T -brace designed'by others NOTE:Brace bottom chord @ loft OC max 4-9-6 9-6-12 15-3-1 20-11-6 26-7-11 32-4-0 1-6-10R or provide lateral brace by properly 4-9-6 4-9-6 5-8-5 5-8-5 5-8-5 5-8-5 1-6-0 ceiling. applied rigid 6-5-14 6-5-14 6-5-14 4-11=6 3-4-14 1-10-6 3-14 DESIGN CRITERIA - ANSI/TPI 1-1995 + SPACING 24.0 IN O/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 " - - WIND LOAD: 70 MPH DESIGN LOADINGS LOAD CASE 1 TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.25 LOAD CASE 2 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 3x4- 3x4- 4x5- SECTION DIR LIVE DEAD 1 2 3 1- 3 Norm -10.0 14.0 T 3- 7 Norm .-10.0 14.0 T3x4\ 12 13- 7 Norm -10.0 14.0 4 Q 3.25 I LOAD CASE 3 3x6 WIND LOAD: 70 MPH 3x4\ y. TOP LL TOP DL BOT LL BOT DL INC �+ 5 1 20.0 14.0 .0 5.0 1.33 n 1.5x3/ SECTION DIR LIVE DEAD 6 1- 3 Norm -10.0 14.0 v 3- 7 Norm -16.0 14.0 IN\ 3.5x6- 13- 7 .,Norm -35.0 14.0 1.5x5/ 3x4- 3x7- 3x4- 3x4- 3x6 t 0-0 0;0 OHO 4-9-6 4-7-10 7-8-13 4-9-6 w 9-5-0 17-1-13 Gwvis Engineering, CA 4400 Campus Drive Suite A Newport Beach. CA 92660 (949) 752-1612 (949) 752-5321 Fax A copy of this design shall be furnished to design is for an individual building compos specifications provided by the component n accordance with the current versions of TF No responsibility is assumed for the accun the truss designer. Dimensions shall be vee building designer prior to fabrication. The loading and truss configuration m ensure it minimum loading required by applicable It chords shall be laterally braced by the root anached. unless otherwise noted. 8nuom o Bracing shown is for lateral suppnn of ind reduce buckling length. It is not wind or la huilding design bracing which is by others recommended puss Handling and erection. 0-0 3x6 7-7-1 24-8-15 1 T- 0-0 t 0-0 7-7-1 >< 32-4-0 the erection contractor. This weight of erectors until all permanent bracing is in place. Concentration of con- Job ID: 762P3D\T38 10 Qty 1 ent (a truss). It is based on strucnon loads greater than the design loads shall not be applied to the trusses - umufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 1 Of 1 and NDS design standards. Lumber moisture content shall be 19% or less at the time of fabrication, unless cyy of information nmvided by noted otherwise( U.N.0). Connector plates shall be manufactured by Eagle Metal - SPAN: 32- 4- 0 stied b}' the manufacturer and/or Products (ICBO #4420) from 20, 18, or 16 ga ASTM Afi53 SQ grade 40 steel, auilding designer shall review with G60 (min.) coating. Plates shall be applied on both faces of truss at each at this design meets or exceeds joint. Plate dimensions arc listed width x ength. Slots (holes) in plate shall run :at building codes. Compression parallel to the plate length. Slots in plate shall be oriented as shown nn the draw- KEYMARK ENGINEERING - or Boor sheathing, directly mg. The plate shall he centered on Joint U.N.O. Design assumes that adequate hord bracing shall he as noted. drainage wd1 be provided to prevent pnndmg, and adequate anchorage wilt be 2905 Wilderness P1aCe, STE 202 vidual truss components only to provided resist uplift at supports. The seal on this drawing indicates accePLance Boulder, Colorado 80301 cral Imtd bracingg or overall of pro(essimtal cuguneermg responsibility solely (or the truss component design Refer to HIB -97 (rill) for shown. The suitability andel use of this componem for any particular building design Do not apply Irr,•ids beyond is the responsibility of the building designer. per ANSI/TPI I-1995 Section 2. KEYsmart 3.157 SCALE= 3/16":l' 5-1-2 10-2-4 15-4-9 20-6-14 25-9-3 30-11-8 1-6-1OR 5-1.-2 5-1.-2 5-2-5 5-2-5 5-.2-5 5-2-5 1-6-0 I---_..... ..... --... - _-..-.... --F ----.__._---.._...---._{._..._._..._.......__-__.---I-----------......_._...{...------------....I-'-----------------1------- I 5-11-6 5-11-6 5-11-6 4-6-8 3-1-10 1-8-12 3-14 3x4- 3x4- 4x5- 3x4- 3x7 - 3x6 0.0 0,0 0-0 5-1-2 4-11-6 7-0-13 5-1-2 10-0-8 17-1-5 3x4- 3x4- 0-0 0;0 6-11-1 6-11-1 24-0-7 30-11-8 0-0 1 T BRACING NOTE:Brace bottom chord c4 loft OC max or provide lateral brace by properly applied rigid ceiling. DESIGN,CRITERIA - ANSI/TPI 1-1995 SPACING 24.0.IN 0/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 WIND LOAD: 70 MPH DESIGN LOADINGS LOAD CASE 1 TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.25 LOAD CASE 2 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 SECTION DIR LIVE DEAD 1- 3 Norm -10.0 14.0 3- 7 Norm -10.0 14.0 13- 7 Norm -10.0 14.0 LOAD CASE 3 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 SECTION DIR LIVE DEAD 1- 3 Norm -10.0 14.0 3- 7 Norm -16.0 14.0 13- 7 Norm -35.0 14.0 /� 7 /�pOp 7 p, CA GoalsE119111L61 A copy of this design shall be furnished to the erection contractor. This design is for an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses damage. Job ID: 762P3D\T39 10 Qty 1 - WUY1S 1119 specdications provided by the component manufacturer and performed in TPI NDC design at any time. Trusses shall be handled with care prior to erection to avoid Lumber content shall be 19% or less at the time of fabrication, unless DATE :. 9/12/00 ' SHEET 1 of 1 4 400 Campus Drive accordance with the current versions of and standards. No responsibility is assumed for the accuracyof information provided h designer. Dimensions be veried by the manulacturer and/or moisture noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (ICBO #4420) from 20. 18, or 16 ga ASTM A653 SQ grade 40 steel SPAN: 30-11- 8 Suite A the truss shall budding designer prior to fabrication. The building designer shall review with G60 (min.) coating. Plates shall be applied on both faces of truss at each Plate dimensions listed length. Slots (holes) in shall run Newport Beach. C A 92660 :,-ding and truss configuration to ensure that this design meas or exceeds minimum Irc din re aired h applicable local building codes. Compression g Y•PP g P joint. are width z plate arallel to the plate Icn th. Slots in late shall be or"n," as shown on the Araw- P I g P. lLN.O. Design KEYMARK F,NGINEERING (9491 752- 1612 chords shall be latera ly braced by the roof or Oonr sheathing dircctlp attached. unless otherwise noted. Bottom chord bracing shall he as noted. mg. 1'he plate shall be centered o t jotnt assumes Thai adequate drainage wdl be provided to prevent ponding, and -dey-a. anchorage will be 2905 Wilderness P1aCe, STE 202 (949) 752-5321 F a x Bracing shown is for lateral support of individual truss comp[rnens only to reduce buckling length. h is not wutA or lateral la-tA bracing or oven:: -PI) r OHORZ Boulder, Colorado 80301 building Acsign bracing which is by others. Refer u, 1118-9 ('I for shown. Tlpc suitabdny -tit use of this co, pone-ny particular wilding I-1995 Sea KEYsmart 3.157 SCALE= 3/16":1' recconunc ndcA tunes handling and encu inn. fA, iwn apply loads heynnd is the responsib"", til the buil[Iin4 designer, per ANSI/1'PI MBR LEN FORCE MBk LEN FORCE: MBR FORCE MBR FORCE JT„ --PLATE VERT ANG JT PLATE HORZ VERT ANG LUMBER SOLUTION 1- 2 5.09 -942 7- 8 6.78 3642 1-1.2 -1.178 4-1.0 -994 1 3.OX 4.0 3-8 3-8 0 -7 3.OX 6.0 6-0 2.-0 0 TOP 2X4 DFL -H2 . 2- 3 5.09 -1448 8- 9 6.92 2940 1,-1.1, 1.407 4- 9 539 2 3.OX 4.0 '1 -1.2 3-8 0 8 3.OX 4.0 3-8 0 'POP PANEL 5- 6 CSI- .746 3- 4 5.19 -1511 9-10 6.92 7.219 2-1.1 -992 5- 9 -666 3 4.OX 5.0 3-8 0 9 3.OX 4.0 3-8 0 BOT 2X4 DFL -112 4- 5 5.19 -2510 1.0-11. 5.09 942 2-10 757 5- 8 496 4 3.OX 4.0 0-0 3-10 15 S 3.OX 6.0 BOT PANEL 7- 8 CSI= .770 5- 6 5.19 -3445 11-12 5.09 210 3-1.0 1.24 6- 8 -406 S 3.OX 4.0 3-10 1.5 1.0 3.OX 7.0 3-8 0 WEB 2X4 DFL -Stud 6- 7 5.05 -3776 S 3.OX 6.0 1.1 3.OX 4.0 1-12 3-8 0 13- 7 1.50 13 6 1..SX 3.0 3-10 33 12 1.5X 5.0 1-12 3-8 90 DEFLECTION TOTAL LOAD DEF O PANEL 8 = .432" JT REACT ACT BRG REQ BRG CANT L/DEF=860 L= 371.5 REC CMBR_- .39" 12P 1199. 3.50" 1.50" TOTAL LOAD HOR DEF = '. .093" 12 -210.H MAX DEF:LL= .199" DL=.233" TL= .432" 711 1306. 3.50" 1..50" 5-1-2 10-2-4 15-4-9 20-6-14 25-9-3 30-11-8 1-6-1OR 5-1.-2 5-1.-2 5-2-5 5-2-5 5-.2-5 5-2-5 1-6-0 I---_..... ..... --... - _-..-.... --F ----.__._---.._...---._{._..._._..._.......__-__.---I-----------......_._...{...------------....I-'-----------------1------- I 5-11-6 5-11-6 5-11-6 4-6-8 3-1-10 1-8-12 3-14 3x4- 3x4- 4x5- 3x4- 3x7 - 3x6 0.0 0,0 0-0 5-1-2 4-11-6 7-0-13 5-1-2 10-0-8 17-1-5 3x4- 3x4- 0-0 0;0 6-11-1 6-11-1 24-0-7 30-11-8 0-0 1 T BRACING NOTE:Brace bottom chord c4 loft OC max or provide lateral brace by properly applied rigid ceiling. DESIGN,CRITERIA - ANSI/TPI 1-1995 SPACING 24.0.IN 0/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 WIND LOAD: 70 MPH DESIGN LOADINGS LOAD CASE 1 TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.25 LOAD CASE 2 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 SECTION DIR LIVE DEAD 1- 3 Norm -10.0 14.0 3- 7 Norm -10.0 14.0 13- 7 Norm -10.0 14.0 LOAD CASE 3 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 SECTION DIR LIVE DEAD 1- 3 Norm -10.0 14.0 3- 7 Norm -16.0 14.0 13- 7 Norm -35.0 14.0 /� 7 /�pOp 7 p, CA GoalsE119111L61 A copy of this design shall be furnished to the erection contractor. This design is for an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses damage. Job ID: 762P3D\T39 10 Qty 1 - WUY1S 1119 specdications provided by the component manufacturer and performed in TPI NDC design at any time. Trusses shall be handled with care prior to erection to avoid Lumber content shall be 19% or less at the time of fabrication, unless DATE :. 9/12/00 ' SHEET 1 of 1 4 400 Campus Drive accordance with the current versions of and standards. No responsibility is assumed for the accuracyof information provided h designer. Dimensions be veried by the manulacturer and/or moisture noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (ICBO #4420) from 20. 18, or 16 ga ASTM A653 SQ grade 40 steel SPAN: 30-11- 8 Suite A the truss shall budding designer prior to fabrication. The building designer shall review with G60 (min.) coating. Plates shall be applied on both faces of truss at each Plate dimensions listed length. Slots (holes) in shall run Newport Beach. C A 92660 :,-ding and truss configuration to ensure that this design meas or exceeds minimum Irc din re aired h applicable local building codes. Compression g Y•PP g P joint. are width z plate arallel to the plate Icn th. Slots in late shall be or"n," as shown on the Araw- P I g P. lLN.O. Design KEYMARK F,NGINEERING (9491 752- 1612 chords shall be latera ly braced by the roof or Oonr sheathing dircctlp attached. unless otherwise noted. Bottom chord bracing shall he as noted. mg. 1'he plate shall be centered o t jotnt assumes Thai adequate drainage wdl be provided to prevent ponding, and -dey-a. anchorage will be 2905 Wilderness P1aCe, STE 202 (949) 752-5321 F a x Bracing shown is for lateral support of individual truss comp[rnens only to reduce buckling length. h is not wutA or lateral la-tA bracing or oven:: -PI) provided resist upat supports. The seal on this drawing indicates acccptanrce of professional en8upcering responspbd u, solely for the truss component design for L design Boulder, Colorado 80301 building Acsign bracing which is by others. Refer u, 1118-9 ('I for shown. Tlpc suitabdny -tit use of this co, pone-ny particular wilding I-1995 Sea KEYsmart 3.157 SCALE= 3/16":1' recconunc ndcA tunes handling and encu inn. fA, iwn apply loads heynnd is the responsib"", til the buil[Iin4 designer, per ANSI/1'PI 4.06 1,A, I- I., at 1-11,ATE 1lQR,, VERT ANO IJT PLATE HORS VERT ANC '5. LUMBER SOLUTION 0 8 9 6 . I'l 3666 .1-1.3 -:1.1.1. 4.11 .1. L.5X 3.0 1.-U.. . .3-8 90 7 1 . SX 3.0 3-1.0 3 'FOP X4 L 2 DF - 42 2- 3 4.06 -1145 9-10 6.265 3068 2-1.3 -1.358 5-11 -893 2 3.ox 4.0 3-8 0 8 3.OX 6.0 6-0 2-0 0 TOP PANEL 6- 7 CSI= -602 3- 4 4.06 -1.730 10-11. 6.26 2421 2-12 81.6 5-10 485 3 3.OX 4.0 3-8 0 9 3. OX 4.0 3-8 0 BOT 2X4 DF 1, - il 2 4- 5 4.69 -1802 .11-1.2 6.09 1.420 3-12 -742 6-10 -596 4 4.OX 5.0 3-8 0 10 3.OX 4.0 3-8 0 BOT PANEL 8- 9 CSI= 5- 6 4.69 -2700 12-1.3 6.09 844 3-11. 498 6- 9 420 5 3.OX 4.0 3-1,0 15 S 3.OX 6.0 .750 WEB 2X4 DFL -Stud 6- 7 4.69 -3516 7- 9 348 6 3.OX 4.0 3-10 15 ll* 3.OX 7.0 3-8 0 7- 8 4.55 -3804 S 3.OX 6.0 12 3.OX 4.0 3-8 0 DEFLECTION 14- 8 1.50 14 13 3.OX 4.0 3-8 3-8 V 0 TOTAL LOAD DEF @ PANEL 9 = .420" JTREACT ACT BRG REQ BRG CANT L/DEF=885 L= 371.5 REC CMBR= .39" 13P 1199. 3.50" 1.50" TOTAL LOAD HOR DEF = .10111, 13 -192.H MAX DEF:LL= .199" DL= .225" TL= .420" 811 1306. 3.50" 1.50" BRACING * T -brace designed by others NOTE:Brace bottom chord @ loft OC max 4-0-12 8-1-8 12-2-4 16-10-9 21-6-14 26-3-3 30-11-8 1-6-10R or provide lateral brace by properly 4-0-12 I 4-0-12 i 4-0-12 I 4-8-5 i 4-8-5 l 4-8-5 4-8-5 applied rigid ceiling. 5-4-14 5-4-14 5-4-14 5-4-14 4-1-10 2-10-6 i 1-7-2 3-14 DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN O/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=I-.25 WIND LOAD: 70 MPH DESIGN LOADINGS LOAD CASE I TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.25 LOAD CASE 2 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 SECTION DIR LIVE , DEAD 1.5x3/ 3x4- 3x4 4x5- 1- 4 Norm -10.0 14.0 1 2 3 4 4- 8 Norm -10.0 14.0 TT E 3x4\14- 8 Norm' -10.0 14.0 5 -J3.25 LOAD CASE 3 WIND LOAD: 70 MPH 3x4\ 3x6 TOP LL TOP DL BOT LL BOT DL INC 6 20.0 14.0 .. .0 5.0 1.33 1.5x3/ d SECTION DIR LIVE DEAD 7 1- 4 Norm -10.0 14.0 t o 4- 8 Norm -16.0 14.0 .3x6 - 8 14 11 14- 8 Norm -35.0 14.0 ff 12 11 10 9 3x4- 3x4- 3x7-3 1 3x4- 3x4- x6 e 0-_0 0;0 0i0 0i0 O -O 0-0 6-1-2 5-11-6 6-4-13 673-1 6-3-1 6-1-2 12-0-8 18-5-5 24-8-7 30-11-8 Gmvis Englineerinq, CA- A copy of this design shall be furnished to the erection contractor: This design is for an it building component (a truss). his based on eight of erectors until all permanent bracing is in place. Concentration ofcon- struction loads design loads Job ID-762P3D\T40_10 c,f, car specifications ions,provided by the component manufacturer and performed in greater than the shall not be applied to the trusses at any Trusses shall be bandied with care prior to erection to avoid damage. DATE: 9/12/00. SHEET 1 1 4400 Campus Drive h accordance w the current versions of TPI and NOS design standards. No 1. m moisture content shall be 19% or less at the time of fabrication, unless of Suite respnnsibiliiv is assumed for the accuracy of informationprovided b the truss designer. Dimensions shall be verified by the manucfur'cr`a,U/., noted otherwise(U.N.O.). Connector plates shall be manufactured I Eagle Metal products (ICBG #4420) from 20, 18, 16 ASTM A653 SQ SPAN: 30-11- 8 A building designer prior to fabrication. The building designer shall review or ga grade 40 steel. with G60 (min.) coating. Plates shall be applied on both faces of truss at each Newport Beach. CA 92660 and loading truss configuration to ensure that this design mccis or exceeds . "'o'` (holes) ni are dimensions d d le 'i plater' P' '"m"a 'c bn (949) 752-1612 minimum In Iding required by applicable local building critics. Cl-impressilin cho chards shall be lateral]), braced by the rocif or n sheadling, directly parallel , r Ic 'a the S plate length. lot p 'a orienteda ' show 0file draw- mg. P . shall h la centered n m U.N.O.N 0 D a,, ill adequate c c U c - u.' Design "ou's a dc7 KEYMARK ENGINEERING attached. unless o(herw acing shall be as noted. ise noted. Bottom chord bracing 8 _, 11 r. in pre c ponding, d e tied n . , and adequate -och- e "I drainage he o' r, . prev"'fu c anchorage , be g 2905 Wilderness Place, STE 202 (949).752-5321 Fax Bracinvhown is for lateral support of individual truss components only to reduce tick ling length. If is not wind or latent load brachil; or overall pro c res is. up "'. a . s "r's , sc�, it "'s c , of provided 'c drawing mdica. acceptance 'y , h Boulder,Colorado 80301 building design bracing %vhich is by others. Refer to li[B-9 rrpi) for profess,..�, c. in r, � 'e, pors tiny c cle design unt.8 "" e n 'b 0 , ,truss cclul, ' ru how. The suitability. use , ' h is Co. ner, or anyy a building recommended miss handling and erection. Do not apply loads hevnid , _ P. r.,Cu,. r n he 'ispons., " b 'y of the but " , , "". r. per n de A W, See".. 2. KEYsmart 3.157 SCALE= 3/16" 1 PINE( L,r.N rvr: ;4,:n L-LO F+....._IS Ml;h PUhCh, 0*8 FORCE JT PLATE HURL VERT A14G JT PLATE NOR? VERT ANG LUMBER SOLUTION 1- 2 4.73 0' 7- 8 5.44 3588 1-1.2 -1.30 4-10 2'71 1. 1.5X 3.0 1-12 3-8 90 7 3.OX 6.0 6-0 2-0 0 TOP 2X4 DFL-142 2- 3 4.73 -1431 8- 9 5.59 3588 2-12 -1497 5-10 -976 2 3.OX 4.0 3-8 0 81.5X 3.0 3-8 90 TOP PANEL 6- 7 CSI= 3- 4 4.73 -2010 9-10 5.59 2867 2-11 774 5- 9 262 3 3.OX 4.0 3-8 0 9 3.OX 4.0 1-12 3-8 0 .845 BOT 2X4 DFL-q2 4- 5 5.59 -2095 10-11 7.09 1745 3-11 -683 6- 9 -746 4 4.OX 5.0 3-8 0 S 3.OX 6.0 BOT PANEL 8- 9 CSI= 729 S- 6 5.59 -2968 11-12 7.09 1076 3-10 368 6- 8 S8 5 3.OX 4.0 1-12 3-2 15 10 3.OX 7.0 3-8 0 WEB 2X4 DFL-Stud 6- 7 5.44 -3720 S 3.OX 6.0 11 3.OX 4.0 3-8 0 13- 7 1.50 14. 6 3.OX 4.0 1-12 3-2 15 12 3.OX 4.0 3-8 3-8 0• DEFLECTION JT REACT ACT REQ BRG ` CANT TOTAL LOAD DEF @ PANEL 8 = .429" 12P 1199. 3.500"" 1.50" L/DEF=866 L= 371.5 REC CMBR= .39" 12 -175.H TOTAL LOAD NOR DEF = .108" 711 1306. _ 3.50" 1..50" MAX DEF:LL= .212" DL= .229" TL= .429" BRACING * T-brace designed by others 4-8-12 9-5-8 19-2-4 19-9-5 25-4-7 30-11-8 1-6-1OR NOTE:Brace bottom chord @ 10ft OC max 4-8-12 4-8-12 4-8-12 5-7-1 5-7-1 5-7-1 1.-6-0 or. provide lateral brace by properly applied rigid ceiling. 4-10-6 4-10-6 4-10-6 - 4-10-6 3-4-3 1-10-1 3-14 DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN O/C NO REP BEND PLATE : EAGLE METAL PRODUCTS-95 PLATE DUR INC=1.25 WIND LOAD: 70 MPH DESIGN LOADINGS LOAD CASE 1 TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.25 LOAD CASE 2 -- - WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 1.5x3/ 3x4- SECTION DIR LIVE DEAD 3x4- 4x5- 1- 4 Norm -10.0 14.0 r 1 2-- 3 4 12 4- 7 Norm -10.0. 14.0 7)- 3.25 -( 13- 7 Norm -10.0 14.0E;?. 3x4\ I LOAD CASE 3 5 3x6 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC o 3x4\ •' 20.0 14.0 .0 5.0 1.33 6 SECTION DIR LIVE DEAD 1- 4 Norm -10.0 14.0 jI 3x6- ^ I 7 13 4- 7 Norm 16.0 14.0 1 13- 7 Norm -35.0 14.0 1 11 10 9 1 8 T - 3x4- 3x4- 3x7- 3x4- 1.5x3/ 3x6 0-0 0-0 0-0 0 0 0 0 0-0 •+ 7-1-2 6-11-6 5-8-13' ' 5-7-1 5-7-1•+ ` 7-1-2 14-0-8 19-9-5 25-4-7 30-11-8 d 6ouris En ineer in 9 g. A copy of this design shall be furnished to the erection contractor. This design is for an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall riot be applied to the trusses Ob ID: 762P3D�T41 10 Qt 1 J_ y �. 4 400 Campus Or 1 v e specifications provided by the component manufacturer and performed in accordance with the current versions of TPI and NDS design standards. at any time. Trusses shall be handled with care prior to erection to avoid damage. Lumber moisture content shall be 19% or less at the time of fabrication, unless DATE; 9/12/00 SHEET 1 Of 1 No responsibility is assumed for the accuracy of information provided by the truss designer. Dimensions shall be verified by the noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products SPAN, 30-11- 8 Suite A manufacturer and/or " building designer prior to fabrication. The building designer shall review (ICBO #4420) from 20, 18, or 16 ga ASTM A653 SQ grade 40 steel. with G60 (min.) coating. Plates shall be applied on both faces truss Newport Beach, CA- 92660 loading and truss configuration to ensure that this design meets or exceeds of at each joint. Plate dimensions are listed width x length. Slots (holes) in plate shall run (949) 752-1612 minimum loading required by applicable local building codes. Compression chords shall be laterally braced by the roof or floor sheathing directly parallel m the plane length. Slow in plate shall be oriented as shown on the draw- ""- mg: The plate shall be centered nn loin, U.N.O. Design assumes that adequate KEYMARK ENGINEERING r (949) 7�2-532 Fax attached. unless otherwise noted. Bottom chord bracing shall Ie as noted. Bracing sho%vn is for lateral support of individual truss components only ,n drainage wdl be provided ,o prevent ponding, and adequate anchorage wilt be The 2905 Wilderness Place , STE 202 ] X reduce buckling length. h is int, wind or lateral load bracingg or overall provided resist upro at supports. seal no this drawing indicates acceptance of prufessin, cngi icenng respoibility solely for,he truss design Boulder, Colorado 80301 " building design bracing which is by others. Refer to HIB-97 (f PI) for component shown. "fhc su"abdny an(1 use 'n' this component oranppan icular building design recommended Truss handling and erection. Du not apply loads beyond is rhe responsibility of, he "n", designer, per ANSIlI'PI I-1995 Section 2. KEYsmart 3.157 SCALE= 3/16":1' r1Nh �.c.ryI VI. r. rnrr, �.r..iv t�.,.s�a. N copy 01mu (1525n Shan be furnished to the erection contractor. This design is for an individual building component (a truss). It is based on oli3k Pi. -K0. 00K VOR03 J I' DATE: 9/12/00 SHEET 1 of PLATE HOR?, VERT At+IG JT A PLATE HORZ VERT ANG 1- 2 5.40 -1_4 11, 'i it '1.24 :4(,31 1-12 11.77 3 - 9 199 :I .t. UX ..'n .1.0 3-8 a .1 s.ux r,.ti r - u 2-n n 2- 3 5.40 -213a 8- 9 7.3.9 301.0 1.-1..1. .17'1.8 4- 9 34'1 2 3. (JX 4.0 .1.-12 3-8 0 8 3.OX 4.0 3-8 (I 3- 4 5.40 -2290 9-10 5.40 2131 2-1.1 -967 5- 9 -820 S 3.OX 6.0 S 3.13X 6.0 4- 5 4.92 -2384 10-1.1. 5.40 1376 2-10 941. 5- 8 364 3 3.OX 4.0 1.-12 3-8 0 9 3.OX 7.03-8 0 5- 6 4.92 -3373 11-12. 5.40 1.58 3-10 -S19 6- 8 -425 4 4.OX 5.0 3-8 0 10 3.OX 4.0 1-12 3-8 0 6- 7 4.78 -3768 5 3.OX 4.0 3-10 15 S 3.OX 6.0 13- 7 1.50 14 S 3.OX 6.0 11 3.OX 5.0 1-12 3-8 0 6 1..5X 3.0 3-10 23 3.2 1..5X 5..0 1-12 3-8 9n JT REACT ACT SRO REQ BRG CANT 12P 1199. 3.50" 1.50" 12. -1.58.14 711 1306. 3.50" 1.50" 0 v n a 5-4-12 5-4-12 4-3-14 3x5- 1 10-9-8 5-4-12 4-3-14 4-3-14 3x6 3x4- 3x4- 2 3 16-2-4 21-1-5 5-4-12 4-11-1 4-3-14 2-11-14 4x5- 4 26-0-7 30-11-8 1-6-10R 4-11-1 4-11-1 1-6-0 f --I 1-7-14 3-14 12 1.5x5/ 3x5- 3x4- 3x7- 3x4 - 3x6 3x6 1 0 010 0;0 0;0 0-0 0-0 0-0 5-4-12 5-4-12 5-3-0 7-6-6 7-4-10 5-4-12 10-9-8 16-0-8 23-6-14 30-11-8 LUMBER SOLUTION TOP 7.X4 DFL -117. TOP PANEL 5- 6 CSI= .637 BOT 2X4 DFL -442 BOT PANEL 7- 8 CSI= .787 WEB 2X4 DFL -Stud DEFLECTION TOTAL LOAD DEF 0 PANEL 8 = .447" L/DEF=830 L= 371.5 REC CMBR= .39" TOTAL LOAD HOR DEF = .096" MAX DEF:LL= .205" DL= .244" TL= .447" BRACING NOTE:Brace bottom chord @ 10ft OC max or provide lateral brace by properly applied rigid ceiling. DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN O/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 WIND LOAD: 70 MPH DESIGN LOADINGS LOAD CASE 1 TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.25 LOAD CASE 2 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 SECTION DIR LIVE DEAD 1- 4 Norm -10.0 14.0 4- 7 Norm -10.0 14.0 13- 7 Norm -10.0 14.0 LOAD CASE 3 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 SECTION DIR LIVE DEAD 1- 4 Norm -10.0 14.0 4- 7 Norm -16.0 14.0 13- 7 Norm -35.'0 14.0 WUris Engineering CA N copy 01mu (1525n Shan be furnished to the erection contractor. This design is for an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- structnon loads greater than the design loads shall not be applied to the trusses Job ID:762P3D\T42_10 Qty 4400 Campus Or i specifications provided by the component manufacturer and performed in accordance with the current versions of TPI and NDS design standards. at an time. Trusses shall be handled with care prior to erection to avoid damage. Lumber moisture content shall be 19% or less at the time of fabrication. unless DATE: 9/12/00 SHEET 1 of p ve - Suite No responsibility is assumed for the accuracy of information pprovided byy the truss designer. Dimensions shall he verified by the manufacturer anxllor noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (ICBG #4420) from 20. 18, 16 ASTM A653 SQ SPAN. 30-11- 8 A building designer prior to fabrication. The building designer shall review or ga grade 40 steel. with G60 (min.) coating. Plates shall be applied on both faces of truss at each Newport Beach. CA 92660 loading and truss configuration to ensure that this design meets or exceeds minimum loading reyycored by applicable local building codes. Compression he Intern ly joint. Plate dimensions are listed width x length. Slots (holes) in plate shall run parallel to the plate length. Slots in plate shall be oriented as shown on the draw- KEYMARK ENGINEERING (9491 752-1612 chords shall braced by the roof or floor sheathing, directly attached, unless otherwise noted. Bottom chord bracing shall Ic as noted. ung. The plate shall be centered on joint U.N.O. Design assumes that ade<wtc drainage he (949) 752-5321 r a X Bracing shown is for lateral support of individual truss components only to reduce lnckling length. It is not wind or lateral laid bracing or overall will provided to prevent ponding, and adequate anchorage will be provided resist uplift at supports. The seal on this drawing indicates acre lance of for 2905 Wilderness Place, STE 202 Boulder, Colorado 80301 building design bracing which is by others. Refer to 14111-97 (TPI) for professional engineering responsibility solely the truss component design shown. The suitability anal use of this component for anyy building design - recommended truss handling and erection. Do not apply loads beyond pparticular is One responsibility of the building designer, per ANSI lI'PI 1-1995 Sectirnt _. KEYS mart 3 .157 SCALE= 3/16":l' MBR LEN FOkt-E Ml+k LE'N FOkCE Milk FORCE MUk FORCE ill PLATE HORZ VERT ANG JT 1. PLATE HORZ VERT ANG 1- 2 2.94 -344 6. '1 4.14 0 1-1.0 -533 3- 8 -71. 1 3.OX 4.0 3-8 2-11 15 6 1.5X 3.0 1-12 3-8 90 2- 3 2.79 -483 7- 8 4.14 639 1- 9 478 4- 8 -187 2 4.OX 10.0 3-8 0 7 .•3.0X 4.0 1-12. 3-8 0 3- 4 4.14 -509 8- 9 2.79 332 2- 9 -314 4- 7 -202 3 4.OX 5.0 3-8 0 8 :'3.OX 7.0 3-8 0 4- 5 4.14 -654 9-1.0 2.94 56 2- 8 257 5- 7 685 4 3.OX 4.0 1-12 3-2 15 9 ..3.OX 4.0 1-12 3-8 0 5- 6 -528 5 3.OX 4.0 3-8 2-1.1 15 10 1.5X 3.0 2-4 : 3-8 90 JT REACT ACT BRG REQ BRG CANT lop 546. 3.50" 1.50" 10 -56.14 611 546. 3.50" 1..501+ 2-11-4 5-8-12 9-10-6 14-0-0 2-11-4 2-9-8 I 4-1-10 I 4-1-10 3-4-1 4-1-9 4-1-9 3-0-2 1-10-11 12 3.23 4x10- 4x5- 3x4- 3x7- 3x4- I 1.5x3/ LUMBER SOLUTION TOP 2X4 DFL -H2 TOP PANEL 4- 5 CSI= .300 BOT 2X4 DFL -42 BOT PANEL 7- 8 CSI= .164 WEB 2X4 -DFL-Stud DEFLECTION TOTAL LOAD DEF la PANEL 6 = .025" L/DEF=999 L= 168.0 REC CMBR= .17" TOTAL LOAD HOR DEF = .005" MAX DEF:LL= .011" DL= .014" TL= .025" BRACING NOTE:Brace bottom chord 0 10ft OC max or provide lateral brace by properly applied rigid ceiling. DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN O/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 WIND LOAD: 70 MPH DESIGN LOADINGS LOAD CASE 1 TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.25 LOAD CASE 2 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 SECTION DIR LIVE DEAD 1- 2 Norm -16.0 14.0 3- 5 Norm -10.0 14.0 2- 3 Norm -10.0 14.0 LOAD CASE 3 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 SECTION DIR LIVE DEAD 1- 2 Norm -10.0 14.0 2- 3 Norm -10.0 14.0 3- 5 Norm -16.0 14.0 0-i0 0i0 0;0 0;0 0-0 3-1-0 2-6-0 4-3-6 4-1-10 3-1-0 5-7-0 9-10-6 14-0-0 6ouvis Engineering CA 4 400 Cam U S Drive v e p Suite A Ne wpo r t Beach. C A 92660 (9491 752--1612 (949) 752-5321 F a X A copy of this desi@n shall be furnished to the erection contractor. This design is (or an individual building component (a truss). It is based on specifications provided by the component manufacturer and performed in accordance with the current versions of TPI aid NDS design standards. No responsibility is assumed for the accuracy of information provided h • the truss designer. Dimensions shall he verified by the manufacturer ail/or building designer prior to fabrication. The building designer shall review loadin¢ and truss configuration m ensure that this design meets or exceeds minimum loading requved by applicable local building codes. Compression chords shall be lateral l)• braced by the roof or floor sheathing. directly attached. unless otherwise meed. Bouom chord bracing shall be as toted. Bracing shown is for lateral support of individual truss compnnents only to reduce buckling length. k is not wind or lateral load bracingg or overall building desig@n bracing which is by others. Refer m HIB -97 (l'PI) for reunnmenderl nuc5 handling and erection. IM not apply loads I+eyoixl weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses at any time. Trusses shall be handled with care prior to erection to avoid damage. Lumber moisture content shall be 19% or less at the time of fabrication, unless noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (ICBO +94420) from 20, 18, or 16 ga ASTM A653 SQ grade 40 steel, with G60 (min.) coating. Plates shall be applied on both faces of truss at each joint. Plate dimensions arc listed width z length. Slots (holes) in plate shall run parallel to the plate length. Slots inplate shall be oriented as shown on the draw- tng. The plate shall be centered on joint U.N.O. Design assumes that adequate drainage will be provided to prevent ponding, and adequate anchorage will be provided resist uph0 at supports. The seal on this drawing indicates acceptapce of professional engineering responsibility solely for the truss component design shown. 'fhe suitabdny and use of this component for anyy ppanieular building design is the reslonsibiliry of the building designer. per ANSVfPI I-1995 Section 2. Job ID:762P3D\T43_10 Qty 1 DATE: 9/12/00 SHEET 1 Of 1 SPAN: 14- 0- 0 KEYMARK ENGINEERING 2905 Wilderness Place, STE 202 BOU1deY, ColOYadO 80301 KEysmart 3 .157 SCALE= 15 /32:1' MBF LEN FORCE MBR LEN FORCE MBR FORCE MBR FORCE JT ' PLATE HORZ VERT ANG JT PLATE HORZ VERT ANG 1- 2 4.33 -443 6- 7 2.18 2 .I.-11 -527 3- 8 -252 1 3.OX 4.0 3-8 2-1.1 15 6 3.OX 4.0 3-8 3-8 0 .2- 3 4.83 -533 8- 9 5.91 633 1-10 478 6- 8 -4 2 6.OX 6.0 0-0 3-13 0 7 1.5X 3.0 1-12 3-8 . 90 3- 4 2.65 -490 9-10 1.58 391 2-10 -249 5- 8 568 3 3.OX 4.0 0-0 3-10 15 8 5.OX 8.0 1-12 3-8 0 4- 5 2.18 -494 10-1.1 4.33 60 2- 9 212 5- 6 -531 4 1.5X 3.0 3-10 90 9 3.0X• 4.0 0-0 3-8 0 3- 9 -224 4- 7 -1.1.7 5 3.OX 4.0 3-8 2-1.1. 1.5 10 3.OX 4.0 1-12 3-8 0 JT REACT ACT BRG REQ BRG CANT 11 1.5X 3.0 2-4 3-8 90 11P 546. 3.50" 1.50" 11 -60.14 611 546. 3.50" 1.50" 4-4-0 4-4-0 7-10-13 9-0-14 12 3.25 6x6- 2 3) 9-2-0 11-11-9 14-0-0 4-10-0 l_ 2-9-9 l 2-0-7 7-9-2 7-0-1 6-5-7 I\ 4-6-12 4-6l: 12 4-61-12 4-4-0 1-6-15 5-10-14 4-4-0 5-10-15 11-9-13 1.5x3/ 3x4- 4-6� 12 0;0 2-2-3 14-0-0 LUMBER SOLUTION TOP 2X4 DFL -142 TOP PANEL 1- 2 CSI= .397 BOT 2X4 DFL -M2 BOT PANEL 8- 9 CSI= .188 WEB 2X4 DEI, -Stud `.DEFLECTION TOTAL LOAD DEF @ PANEL 6 = .039" L/DEF=999 L= 168.0 REC CMBR= .17" TOTAL LOAD HOR DEF = .039" MAX DEF:LL= .011" DL= .030" TL= .039" BRACING NOTE:Brace bottom chord @ IOft OC max or provide lateral brace by properly applied rigid ceiling. DESIGN CRITERIA - ANSI/TPI 1-1995 M SPACING 24.0 IN 0/C NO REP BEND PLATE : EAGLE:METAL PRODUCTS -95 PLATE DUR INC=1.25 WIND LOAD: 70 MPH DESIGN LOADINGS LGAD CASE 1 TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.25 LOAD CASE 2 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 SECTION DIR LIVE DEAD 1- 2 Norm -16.0 14.0 2- 5 Norm -10.0 14.0 LOAD CASE 3 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 :.0 5.0 1.33 SECTION DIR LIVE DEAD 1- 2 Norm -10.0 14.0 2- 5 Norm -16.0 14.0 " _ _ Engineering, 6our�s A copy of this design shall be furnished to the erection contractor. This design is (or an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- structnon loads greater than the design loads shall not be applied to the trusses Job ID: 762P3D\T44 10 Qty 1 - e l'+ specifications provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. less fabrication. DATE : 9/12/00 'SHEET 1 Of 1 ' 4 400 CaMOUS Drive accordance with the current versions of TPI and NDS design standards. No responsibility is assumed for the accuracy of information provided by Lmnber moisture content shall be 199E or at the time of unless noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal 40 SPAN, 14- 0- 0 Suite A the truss designer. Dimensions shall be verified by the manufacturer and/or The designer Products 0CBO #4420) from 20. 18, or 16 ga ASTM A653 SQ grade steel, G60 Plates be both faces truss -- .t Ne WDOr t Be a C h. CA 92660 building designer prior to fabrication. building shall review loading and truss configuration to ensure that this design meets or exceeds minimum loading required by applicable local building codes. Compression with (min.) coating. shall applied on of at each joint. Plate dimensions are listed width x length. Slots (holes) in plate shall run parallel to the plate length. Slots in plate shall be oriented as shown on the draw- Design KEYMARK ENGINEERING (949) 752-J612 chords shall be laterally braced by the roof or Boor sheathing, directly attached, unless otherwise noted. Bottom chord bracing shall be as noted. individual ting The plate shall be centered on joint U.N.O. assumes that adequate drainage will he provided to prevent ponding, and adequate anchorage will be The on this drawing indicates 2905 Wilderness Place, STE 202 (949) 752--5321 'Fa x Rracing shown is for lateral support of truss components only to reduce buckling length. It is tint wind or lateral load bracingg or overall provided resist uplift at supports. seal acceptance of professional engineering responsibility solely for the truss compmeni design for design BoLnlder , Colorado 80301. ' building design bracing which is by others. Refer m 1118-97 (-I'll) for shnsvo. The suimbtlity an, use of this component any particular building KEYsmart 3 SCALE= 1.3/32:1' recommended truss handling and crcctimn. Do tint apply loads heyond is the responsihility of the building designer, per ANSI/ 1 1-1995 Section 2. .157 MBR LEN FORCE MBR LEN FORCE MBR FORCE MBR FORCE JT PLATE HORZ VERT ANG JT mg. The plate shall be centered on3omt U.N.O. Design assumes that adequate PLATE HORZ VERT ANG LUMBER SOLUTION 1- 2 4.33 -444 5- 6 5.60 2 1- 9 -528 5- 7 -2 I. 3.OX 4.0 3-8 2-11 15 5 3.OX 4.0 3-8 3-8 0 TOP 2X4 DFL -1112. 2- 3 4.06 -455 1- 8 4.06 655 1- 8 479 4- -/ 678 2 4.OX 4.0 0-0 3-1(1 0 6 1.5X 3.0 1-12 3-8 90 TOP PANEL 3- 4 CSI- .533 3- 4 5.60 -716 B- 9 4.33 60 2- 8 28 4- 5 -517 3 3 -OX 4.0 1-12 3-2 15 7 5.OX 8.0 1-12 1-12 0 BOT 2X4 DFL -82 3- 8 -332 3- 6 -143 4 3.OX 4.0 3-8 2-11 15 8 3.OX 7.0 0-0 3-8 0 BOT PANEL 7- 8 CSI= .159 JT REACT ACT BRG REQ BRG CANT 9 1.5X 3.0 2-4 3-8 90 WEB 2X4 DFL -Stud 9P 546- 3.50" 1.50" 9 -60.H DEFLECTION 5R 546. 3.50" 1.50" TOTAL LOAD DEF 0 PANEL 4 = .041" L/DEF=999 L= 168.0 REC CMBR= .17" - TOTAL LOAD HOR DEF = .026" MAX DEF:LL= .014" DL= .033" TL= .041" 4-4--0 8-6-8 � 14-0-0 - 4-4-0 l 4-2-8 I 5-5-8 - BRACING 7-10-13 9-0-14 7-11-3 6-5-7 NOTE:Brace bottom chord O loft OC max or provide lateral brace by properly applied rigid ceiling. I12� 3.25 V DESIGN CRITERIA - ANSI/TPI 1-1995 M 4x4- SPACING 24.0 IN O/C NO REP BEND 2 PLATE : EAGLE METAL PRODUCTS -95 12 PLATE DUR INC=1.25 3.25 WIND LOAD: 70 MPH 3x4/ 3x9\ 1 3 DESIGN LOADINGS LOAD CASE 1 TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.25 LOAD CASE 2 N 3x4\ WIND LOAD: 70 MPH 4 TOP LL TOP DL BOT LL BOT DL INC a - 20.0 14.0 .0 5.0 1.33 SECTION DIR LIVE DEAD 1- 2 Norm -16.0 14.0 2- 4 Norm -10.0 14.0 LOAD CASE 3 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC - 20.0 14.0 .0 5.0 1.33 _ -8 o SECTION DIR LIVE. DEAD i- 2 Norm -10.0 14.0 1.5x3/ I 3x7- 5)8 m 2- 4 Norm -16.0 19.0 4-6F12 + 4-4-0 4-4-0 Wis Engineering, CA 4400 Campus Orive Suite A Newport Beach, CA 92660 (949) 752-1612 (949) 752-53P1 Fax 1.5x3/ 3x4 x 4-6-12 4-61 -12 - 4-0-12 B-4-12 5-7-4 14-0-0 0 A copy m ions design snati ce I 'nisned to me erection contractor. I ms weight of erectors until an permanent bracing is in place. Concentration of con- Job ID:762P3D�T45 10 Qty. 1 _ design is for an individual building component (a truss). It is based on struction loads greater than the design loads shall not be applied to the trusses - - - specifications provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 ' SHEET 1 of 1 accordance with the current versions of TPI and NDS design standards. Lumber moisture content shall be 199 or less at the time of fabrication, unless No respnnsibiliiy is assumed for the accuracy of information provided by designer. Dimensions be by noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products #4420) from 20, 18, 16 ASTM A653 SQ 40 SPAN: 14- 0- 0 the truss shall verified the manufacturer and/or building designer prior to fabrication. The building designer shall review (ICBG or ga grade steel, with G60 (min.) mating. Plates shall beplied on both faces of truss at each loading and truss configuration to ensure that this design meets or exceeds joint. Plate dimensions are listed width z length. Slots (holes) in plate shall run minimum loading regmred by applicable local building codes. Compression parallel to the plate length. Slots in plate shall be oriented as shown on the draw- KEYh1ARK ENGINEERING chords shall be laterally braced by the roof or floor shcadting, directly mg. The plate shall be centered on3omt U.N.O. Design assumes that adequate attached, unless otherwise noted. Bottom chord bracing shall tie as noted, drainage will he provided to prevent ponding, and adequate anchorage will Ic 2905 Wilderness Place , STE 202 Bracing shown is for lateral support of individual truss comp mt,ols only to provided resist uplift at supports. The seal on this drawing indicates acceptance gOulder, COlO radO A 0301 reduce )tickling length. It is not wind or lateral load bracingg or overall building design bracing is by Refer IiIA•97 -1'I) for of professional cngmcc-rmg responsibility solely for the truss component desiggn for building which others. m (l truss handling and Do apply loads beyond shosvn.'I'hc suimbduy anal use of this component anyy particular design is the respimsibiliiy building designer, ANSI/fFI 1-1995 Sect KF.Ysma rt 3 .157 SCALE= 13/32:1' recommended erection. not of the per -. MBR LEN F•Okt:e MBk LEN Fvk-_t: Mbk FORCE Fndk Fvkt.E J'I• PLATE Ht kZ VERT ANG J1' PLATE HORZ VERT ANG 1- 2 4.33 -385 6- 7 3.54 217 1-11 -532 4- 9 41.7 i 3.OX 4.0 3-8 2-11 15 6 3.OX 4.0 3-8 3-8 0 2- 3 2.58 -606 7- 8 3.54 1 1-1.0 446 4- 7 -236 2 4.OX 4.0 0-0 3-10 0 7 3.OX 4.0 1-12 3-8 0 3- 4 3.54 -610 9-10 3.46 387 2-10 -258 4- 6 -488 3 1.5X 3.0 3-10 90 8 1.SX 3.0 1-12 3-8 90 4- 5 3.54 38 10-11 3.46 60 2- 9 326 5-- 6 -95 4 3.OX 7.0 3-10 15 9 4.OX 8.0 1-12 3-8 0 7- 9 352 3- 8 -216 5 1.5X 3.0 1-12 3-2 90 10 3.OX 4.0 1-13 3-8 0 JT REACT ACT BRG REQ BRG CANT 11 1.5X 3.0 1-12 3-8 90 11P 546. 3.50" 1.50" Il* -60.14 ' 6R 546. 3.50" 1.50" 4-4-0 7-0-12 10-5-8 14-0-0 4-4-0 I 2-8-12 I 3-4-12 I 3-6-8 7-10-13 9-0-14 8-4-0 7-4-15 6-5-7 12-.- 3.25 V 4x4- 2 K3/ LUMBER SOLUTION TOP 2X4 DFL -02 TOP PANEL' 1- 2 CSI= .394 BOT 2X4 DFL -#2 BOT PANEL 9-10 CSI= 098 WEB 2X4 DFL -Stud DEFLECTION TOTAL LOAD DEF @ JOINT 8 = .023" L/DEF=999 L= 168.0 REC CMBR= .17" TOTAL LOAD HOR DEF = .020" MAX DEF:LL= .012" DL= .012" TL= .023" BRACING NOTE:Brace bottom chord m loft OC max or provide lateral brace by properly applied rigid ceiling. DESIGN CRITERIA - ANSI/TPI 1-1995 M SPACING 24.0 IN 0/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 WIND LOAD: 70 MPH DESIGN LOADINGS LOAD CASE 1 TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.25 LOAD CASE 2 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 SECTION DIR LIVE DEAD 1- 2 Norm -16.0 - 14.0 2- 5 Norm -10.0 14.0 LOAD CASE 3 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 SECTION DIR LIVE DEAD 1- 2 . Norm -10.0 14.0• 2- 5 Norm -16.0 14.0 1.5x3/ 3x4- 3x4- 4 -r, -t2 4-6,-12 4-6-12 0-0 0-0 • 3-5-8 3-5-8 3-6-8 3-6-8 , 3-5-8 6-11-0 10-5-8 14-0-0 Gams En ineer in A copy of this des iggn shall be furnished to the erection contractor. This design is for an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses Job ID: 762P3D\T46_10 Qty 1 [ g g, speeifications provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE- 9/12/00 SHEET 1 Of 1 4400 Cam US Drive Q accordance with the current versions of TPI and NDS design standards. is Lumber moisture content shall be 19% or less at the time of fabrication, unless r , No responsibility assumed for the accuracy of information pprovided by the truss designer. Dimensions shall be verified by the manu(anurer and/or noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal . Products (ICBO #4420) from 20, 18, or 16 ASTM A653 SQ 40 SPAN: 14 - 0- 0 Suite Q building designer prior to fabrication. The building designer shall review ga grade steel. with G60 (min.) coating. Plates shall be app lied on both faces of truss at each Newport Beach. C A 92660 loading and truss configuration to ensure that this design meets or exceeds minimum loading required by applicable local building codes. Cnnnpression join,. Plate dnmcnsions are listed width x ength. Slots (holes) in plate shall run parallel to the plate Icngdn. Slots in plate shall be oriented ax shown nn the draw 'I KEYMARK ENGINEERING (9491 752- ] 6 ] 2 chords shall he laterally braced by the roof or floor sheathing. directly mg he plate shall be centered on loin, U.N.O. Design assumes that adey�ate attached, unless otherwise nested. Bottom chord bracing shall be as noted. Bracing shown is for lateral support of individual truss components only to drains a well be provided to prcvem ponding, and adequate anchorage will be resist upin0 at supports. The seal nn this drawing indicates acreptarce 2905 Wilderness Place, STE 202 (949) 752-5321 FaX X reduce hackling length. It is not wand or lateral load bracing or overall" provided of professional engineering respninsihtlity solely (or the truss componem design Boulder, Colorado 80301, building design limcing ss.hich is by others. Refer to IIIB-97 ('I'Pl) for recwmmendes truss handling and erectinn. Do not apply loads beyond shown. The suiabdiry atxl use of this compntxm (nr anyy pparticular building design is the responsibility of the building desiginer, per ANSI/iPl I-1995 Section 2. KEYSmart 3.157 SCALE= 13/32:1' MBR LUN Fukt..r.. MBk LEN FVk,d MI!.k PUkCE r,�+k FUklE 1111' PLATE II0k'L VERT ANG OT PLATE HOR'L VERT ANG 1- 2 4.33 -358 6- 7 3.90 7.31. 1.-11. -!i 34 4- 9 349 1. 3.OX 4.0 3-8 2-11 15 6 3.OX 4.0 3-8 3-8 0 2- 3 1.86 -563 7- 8 3.90 1, 1-10 432 4- 7 -22.1 2 4.OX 4.0 0-0 3-1.0 10 7 3.OX 4.0 1-12 3-8 0 3- 4 3.90 -577 9-10 3.1.0 386 2-10 -277 4- 6 -485 3 1.5X 3.0 3-10 90 8 1.5X 3.0 1-17. 3-8 .90 4- 5 3.90 42 1.0-11. 3.10 60 2- 9 333 5- 6 -1.04 4 3.OX 7.0 3-10 15 9 4.OX 8.0 1=12 3-8 0 7- 9 354 3- 8 -7.04 5 1.5X 3.0 1-12 3-2 90 In 3.OX 4.0 3-8 0 JT - REACT ACT BRG REQ BRG CANT 11 1.5X 3.0 1-12 3-8 90 11P 546. 3.50" 1.50" 11 -60.H 611 546. 3.50" 1.50" 4-4-0 6-4-1 10-1-2 14-0-0 4-4-0 2-0-1 3-9-2 3-10-13 7-10-13 9-0-14 8-6-6 7-6-2 6-5-7 I12 3.25 V 4x4- 2 3: N so c .a v r� 1 1.� 4-6-12 3-1-2 3-1-2 s3/ 1.5x3/ 3x4- 3x4- 4-6,-12 4-6,-12 3-1-2 6-2-5 3-10-14 10-1-2 0-0 3-10-13 14-0-0 0.0 LUMBER SOLUTION TOP 2X.4DFI-02 TOP PANEL 1- 2 CST= .393 BOT 2X4 DFL -H2 BOT PANEL 9-10 CST= .091 WEB 2X4 DFL -Stud DEFLECTION TOTAL LOAD DEF @ PANEL 6 = .021" L/DEF=999 L= 168.0 REC CMBR= .17" TOTAL LOAD HOR DEF = .017" MAX DEF:LL= .011" DL= .012" TL= .021" BRACING - T -brace designed by others NOTE:Brace bottom chord W loft OC max or provide lateral brace by properly applied rigid ceiling. DESIGN CRITERIA - ANSI/TPI 1-1995 M SPACING 24.0 IN O/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 WIND LOAD: 70 MPH DESIGN LOADINGS LOAD CASE 1 TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.25 LOAD CASE 2 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 SECTION DIR. LIVE DEAD 1- 2 Norm -16.0 - 14.0 2- 5 Norm -10.0 14.0 LOAD CASE 3 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 SECTION DIR 6 LIVE DEAD 1- 2 Norm -10.0 14.0 2- 5 Norm -16.0 14.0 6ouvis Engineering CA A copy Of this design shall be furnished to the erection contractor. This design is for an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- strucnon loads greater than the design loads shall not be applied to the trusses Job ID: 762P3D\T47 10 Qty 1 specifications provided by the component manufacturer and performed in accordance with the current versions of TPI and NDS design standards. at any time. Trusses shall be handled with care prior to erection to avoid damage. Lumber moisture content shall be 19% or less at the time of fabrication, unless DATE: 9/12/00 SHEET 1 of 1 4400 Cam US Drive Q No responsibility is assumed for the accuracy of information provided b the truss designer. Dimensions shall be verified by the manufacturer a2/or noted otherwise(U.N.O.). Connector plates shall be manufactured h Eagle Metal Products (ICBO #4420) from 20, 18, or 16 ga ASTM A653 SQ 40 steel SPAN: 14- 0- 0 SU 1 t e Q building designer prior to fabrication. 'The building designer shall review loading and truss configuration to ensure that this design grade with G60 (min.) coating. Plates shall be applied on both faces of truss at each joint. Plate dimensions listed length. Slots in Newport Beach, e h, C A 92660 meets or exceeds minimum loading required by applicable local building codes. Compression are width x (holes) plate shall run parallel to the plate length. Slots in plate shall be oriented as shown on the draw- (949) 752-1612 chords shall'be laterally braced by the roof or neer sheathing, directly Bottom ng. The plate shall be centered on lointt U.N.O. Design assumes that adequate KEYMARK ENGINEERING attached, unless otherwise n oted. chord bracing shall be as noted. drainsge will be provided to prevem ponding, and adequate anchorage will be 2905 Wilderness Place, STE 202 (949) 752-5321 F a X Bracing shown is for lateral support of individual truss componems only to reduce buckling length. h is not wind or lateral load bracingg or overall provided resist upldt at supports. The scat on this drawing indicates acce tante of professional engineering responsibility solely for the truss compotrem Sesign Bou lder, Colorado 80301 building design hraung which is by others. Refer m HIB.97 (TPI) for shown. The suitabdiry and use o(lhis component for anp particular building design recommende truss handling and erection. I7n ran apply lards beyond is the responsibility of the building designer. Per ANSIlI'PI I-1995 Section 2. KEYsmart 3.157 SCALE= 13 /32:1' MBR LEN FORCL MBR LEN FOR(:H MBR FORCE MeR FORCE JT PLATE HORZ VERT ANG JT 7 Gmis Engineering CA PLATE HORZ VERT ANG LUMBER SOLUTION 1- 2 4.33 -351 6- 7 3.99 234 .1-1.1 -534 4- 9 333 1. 3.OX 4.0 3-8 2-11 15 6 3.OX loading and truss configuration to ensure that this design meets or exceeds loading by local building Compression 4.0 3-8 3-8 O TOP 2X4 DFL -112 2- 3 1.69 -553 7- 8 3.99 1 1-10 429 4- 7 -218 2 4.OX 4.0 0-0 3-10 0 7 3.OX 4.0 1-12 3-8 0 TOP PANEL 1- 2 CSI= .393. 3- 4 3.99 -569 9-10 3.01 386 2-1.0 -282 4- 6 -485 3 3.5X 3.0 0-0 3-10 90 8 1.5X 3.0 1-12 3-8 90 BOT 2X4 DFL -02 4- 5 3.99 43 10-11 3.01 60 2- 9 337 5- 6 -106 4 3.OX 7.0 3-10 15 9 4.OX 8.0 1-12 3-8 0 BOT PANEL 9-10 CSI= .090 7- 9 354 3- 8 -204 5 1.5X 3.0 1-12 3-2 90 10 3.OX 4.0 3-8 0 WEB 2X4 DFL -Stud JT REACT ACT BRG REQ BRG CANT 11 1.5X 3.0 1-12 3-8 90 ` 11P 596. 3.50" 1.50" EXCEPTION WEBS 11 -60.H 3-,8 2X4 DFL -#2 611 546. 3.50" 1.50" 14 DEFLECTION TOTAL LOAD DEF O PANEL 6 = .021" L/DEF=999 L= 168.0 REC CMBR= .1'7" 4-4-0 6-2-1 10-0-3 14-0-0 TOTAL LOAD HOR DEF = 4-4-0 i 1-10-1 I 3-10-2 I 3-11-13 .017" MAX DEF:LL= .011" DL= .012" TL= .021" 7-10-13 9-0-14 8-6-14 7-6-6 6-5-7 12 BRACING designed by t@ 3.25 NOTE:Bracebottom chord 10ft OC max 4x4- or provide lateral brace by properly 2 applied rigid ceiling. • 1.5x3/ 12 3 Q3.25 DESIGN CRITERIA - ANSI/TPI 1-1995 M SPACING 24.0 IN 0/C NO REP BEND 3x4/ PLATE : EAGLE METAL PRODUCTS -95 1 3x7\ PLATE DUR INC=1.25 4 WIND LOAD: 70 MPH DESIGN LOADINGS N 1.5x3/ SEE PAGE 2 LOAD INFORMATION v 0 r 8 - 7 1.5x3/ 3x4- 3x4- .. - . - - 4-6 12 _ 4-61-12 4-6.112 0�0 0;0 3-0-3 3-0-2 3-11-14 3-11-13 3-0-3 6-0-5 10-0-3 14-0-0 7 Gmis Engineering CA A copy of this desiggn shall be furnished to the erection contractor. This design is for an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of coil. struction loads greater than the design loads shall not be applied to the trusses Job ID: 762P3D\T48 10 Qty 1 --2 WU� specifications provided by the component manufacturer and performed in TPi NDS design at any time. Trusses shall be handled with care prior to erection to avoid damage. Lumber be 19% less time fabrication, DATE: 9/12/00 SHEET 1 of ' 4400 Campus Drive accordance with the current versions of and standards. No responsibility is assumed for the accuracy of information provided h designer. Dimensions be by moisture content shall or at the of unless toted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products /14420) from 20, 18, 16 ASTM A653 SQ 40 SPAN: 14- 0- 0 Suite A the truss shall verified the manufacturer aid/or building designer prior to fabrication. The building designer shall review (ICBO or ga grade steel, with G60 (min.) coating. Plates shall be applied on both (aces of truss at each . Newport Beach. CA 92660 loading and truss configuration to ensure that this design meets or exceeds loading by local building Compression joint. Plate dimensions are listed width x length. Slots (holes) in plate shall run ro the length. Slots inplate shall be as the draw- 19491 752-1612 minimum required applicable codes. chords shall be latera ly braced by the roo(or noon sheathing directly Bottom bracing parallel plate oriented shown on mg: "f he plate shall be centered on)mnt U.N.O. Design assumes that adeytrate drama be be KEYMARK ENGINEERING 2905 Wilderness Place, STE 202 attached. unless otherwise toted. chord shallbe as noted. nracing shown is for lateral support of individual truss components only to a will provided to prevent ponding, and adequate anchorage will provided resist uplift at supports. fhe seal on this draw mg todicates acceptance (949) 752-5321 Fax ' reduce hucAling length. It is not wud or lateral load bracingR or overall building design bracing which is by Refer to I1I8-97 (f PI) for ofprofessional engineering respo uibility solely for the truss component design shown. l"he suirabil rty and use of this component (or anyy building design Boulder, Colorado 80301 others. recommended Inns$ handling and erection. Do not apply loads bey nd pparticular is the responsibility o(the building designer, per AN, I/T"PI I-1995 Section 2. KEYSmart 3 .157 SCALE= 13/32:1' DESIGN LOADINGS • LOAD CASE 1 LOAD CASE 2 LOAD CASE 3 WIND LOAD: 70 MPH WIND LOAD: 70 MPH y LIVE DEAD TNC LIVE DEAD INC LIVE DEAD INC TOP 20.0 14.0 1.25 TOP 20.0 14.0 1.33 DATE: - • 9/12/00 SHEET 2 of 2 TOP 20.0 14.0 1.33 ,. BOT .0 5.0 BOT .0 5.0 ; y BOT .0 5.0 No responsibility is assumed for the accuracy n( informationprovided byy the truss designer. Dimensions shall be verified by the manufacturer and/or noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle. Metal Products (ICBO #4420) from 20. 18, or 16 ASTM A653 SQ 40 SECTION DTR LTVE DEAD SECTION DIR LIVE DEAD • 1- 2 Norm -16.0 14.0 1.- 2 Norm -10.0 14.0 2- 5 Norm -3.0.0 14.0 2- 5 Norm -16.0 14.0 a s y �A is Engineering CA copy of this design shall be furnished to the erection contractor. This design is for an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- strucuon loads greater than the design loads shall not be applied to the trusses Job ID:762P3D\T48 10 Qty-. 1 — W U■ry specifications provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: - • 9/12/00 SHEET 2 of 2 r� 4 400 CampU 5 Dr 1 V e accordance with the current versions of TPI and NDS design standards. Lumber moisture content shall be 19% or less at the time of fabrication, unless 'SPAN. ; y No responsibility is assumed for the accuracy n( informationprovided byy the truss designer. Dimensions shall be verified by the manufacturer and/or noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle. Metal Products (ICBO #4420) from 20. 18, or 16 ASTM A653 SQ 40 14- 0- 0 - Suite A building designer prior to fabrication. The building designer shall review- ga grade steel, with G60 (min.) coating. Plates shall be applied on both faces of truss at each Ne W o t Beach. h, C A 92660 13 loading and truss configuration to ensure that this design meets or exceeds minimum loading regred by applicable local building codes. Compression joint. Plate drmensionu arc listed width x length. Sloes (holes) in plate shall run to the length. Slots in be draw- (949) 7eiz- 1612 dtords shah be laterally braced by the roof or floor sheathing. directly auached, otherwise Bottom chord bracing be parallel plate plate shall oriented as shown on the ng mg. The plate shall be centered on joint U.N.O. Design assumes that adeyuarc drainage be KEYMARK ENGINEERING (9491 752-5321 F a X unless rated. shall as noted. Bracing shown is for lateral support of individual truss components only to reduce buckling length. h is not wind or lateral load bracing or overall wdl provided to prevent ponding, and adequate anchorage will be provided resist uph0 at supports. The seal on this drawing indicates acceptance of professional enguteeri ng responsibility solely for the truss comporenl design 02 - 2905 Wilderness Place, STE 202- Boulder, Colorado 80301 huilding design bracing which is by others. Refer to IIIB•97 (TPI) for shown. The suilabnhty and use of this component for any particular building design rccommerde tmss handling arnl erection. Do not apply loads beyond is the responsibility of the building designer, per ANSI/TPI 1.1995 Section 2. KEYSmart 3.157 SCALE= 13/32:1' MSK LEN FOkic Mbk 1,EN FUkr..i: Mbk FORCE Mok FORCE J1' PLATE. HORZ VERT ANC; J'r PLATE HORZ VERT ANG .1.- 2 4.33 -365 6- 7 3.81. 22.8 1.-11. -.1333 4- 9 366 1 3.OX 4.0 3-8 2--1.1 15 6 3.OX 4.0 3-8 3-8 0 2- 3 2.04 -574 7- 8 3.81 1. 1-1.0 436 4- 7 -225 2 4.OX 4.0 0-0 3-10 .0 7 3.OX 4.0 1.-12 3-8 0 3- 4 3.81 -586 9-1.0 3.19 386 2-10 -272 4- 6 -486 3 1.5X 3.0 0-0 3-10 90 8 1.5X 3.0 1-12 3-8 90 4- 5 3.81 41 1.0-11. 3.19 60 2- 9 330 5-- 6 -101 4 3.OX 7.0 3-10 15 9 4.OX 8.0 lil2 3-8 . 0 7- 9 353 3- 8 --206 5 1.. SX 3.0 1-1.2 3-2. 90 .1.0 3.OX 4.03-8 0 JT REACT ACT BRG REQ BRG CANT 11 1.5X 3.0 1.12. 3-8 90 11P 546. 3.50" 1..50" 11 -60.1 6R 546. 3.50" 1.50" 4-4-0 6-6-4 10-2-4 14-0-0 4-4-0 I 2-2-4 l 3-8-0 I 3-9-12 7-10-13 9-0-14 8-5-12 7-5-13 6-5-7 12 3.25 L 4x4- 2 A 3-2-4 3-2-4 Gwis Engineering. CA 4400 Campus Orive Suite A Newport Beach, CA 92660 (949) 752-1612 (949) 752-5321 Fax K3/ LUMBER SOLUTION TOP 2X4 .DFL -02 TOP PANEL l- 2. CSI= .393 BOT 2X4 DFL -#2 BOT PANEL 9-10 CSI= .093 WEB 7.X4 DFL -Stud • DEFLECTION TOTAL LOAD DEF 0 PANEL 6 = .022" L/DEF=999 L= 168.0 REC CMBR= .17" TOTAL LOAD-HOR DEF = .018" MAX DEF:LL= .011" DL= .012" TL= .022" BRACING - T -brace designed by others NOTE:Brace bottom chord O loft OC max or provide lateral brace -by properly applied rigid ceiling. DESIGN CRITERIA - ANSI/TPI 1-1995 M SPACING 24.0 IN O/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 WIND LOAD: 70 MPH DESIGN LOADINGS LOAD CASE 1 TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 .5.0 1..25 LOAD CASE 2 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 SECTION DIR LIVE DEAD 1- 2 Norm -16.0 14.0 2- 5 Norm -10.0 14.0 LOAD CASE 3 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0. .0 5.0 1.33 SECTION DIR LIVE DEAD 1- 2 Norm '-10.0 14.0 2- 5 Norm -16.0 14.0, 1.5x3/ 3x4- 3x4- 4-6,-12 4-6� 12 010 040 3-2-4 , 3-9-12 3-9-12 6-4-8 10-2-4 - 14-0-0 - A copy of this design shall be furnished to the erection contractor. This weight of erectors until all permanent bracing is in place. Concentration of con- Job ID: 762P3D\T49 10 Qty 1 design is for an individual building component (a truss). it is based on struction loads greater than the design loads shall not be applied to the trusses - - specifications provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE; 9/12/00 SHEET 1 of 1 accordance with the current versions of TPI and NDS design standards. Lumber moisture content shall be 19% or less at the time of fabrication, unless No responsibility is assumed for the accuracy of information provided by rated otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal SPAN- 14- 0- 0 .f the truss designer. Dimensions shall be verified by the manufacturer and/or Products (ICBO #4420) from 20, 18, or 16 ga ASTM A653•SQ gra a 40 steel, building designer prior a fabrication. The building designer shall review with G60 (min.) coating. Plates shall be applied on both faces of truss at each - - loading and truss configuration to ensure that this design meets or exceeds joint. Plate dimensions are fisted width x length. Slos (holes) in plate shall run minimum loading required by applicable local building codes. Compression parallel to the plate Ic ngth. Slos "'plate shall be oriented as shown on the draw- KEYMARK ENGINEERING - chords shall be laterally linseed by the rmf or Door sheathing directly mg. The plate shall be centered on loim U.N.O. Design assumes that adequate attached, unless otherwise noted. Bottom chord bracing shall be as noted. drainta a wdl he provided t0 prevent ponding, and adequate anchorage will be 2905 Wilderness Place, STE 202 Orating shown is for lateral support of individual truss components only m provided resist uplift at supper's. The seal on this drawing indicates acceptance Boulder, Colorado 80301 reduce buckling length. It is urn wind or lateral load bracing or overall o(professinnal engineering responsrbdity solely for the truss comrane nt design building design bracing which is by others. Refer to HIB -9 (f PO for xhown. The suitahthty and use of this component for any particular huilding design KEYSma r. t 3 .157 SCALE= 13/32 :1' rect utmende truss hain8nng awl ercanon. Do not apply bads beymd is the respnnsibil ity of the huilding designer. Per ANSI I 1-1995 Sectirnt 2. MBR LEN FORCE MBR LEN FORCE MBR FORCE MBR FORCE JT PLATE HORZ VERT ANG J1• PLATE HORZ VERT ANG LUMBER SOLUTION 1- 2 4.82. -1334 5- 6 7.45 714 2- 6 -386 3- 5 -823 1 3.OX 4.0 3-0 2-13 0 4 1.5X 3.0 1-12 '4-2 90 TOP 2X4 DFL -#2 2- 3 4.97 -981, 6- .1 7.30 12R2 3 6 363 4- 5 -1.32 2 1..5X 3.0 3-1.0 25 5 3.OX 4.0 3-R 3-8 0 TOP PANEL, 2- 3 CSI= .419 3- 4 4.97 -2.1 3 3.OX 4.0 3-10 1.5 6 3.OX 4.0 3-8 0 BOT 2X4 DFL -H2 BOT PANEL 6- 1 CSI= .383 JT REACT ACT BRG REQ BRG CANT WEB2X4 DFL -Stud 1P 575. 3.50" 1.50" 1 128.H DEFLECTION 51Z 575. 3.50" 1.50" TOTAL.LOAD DEF O PANEL 4 = .098" L/DEF=999 L= 178.8 REC CMBR= .19" TOTAL LOAD HOR DEF = .021" MAX DEF:LL= .048" DL= .076" TL= .098" 4-11-9 9-11-3 14-10-12 4-11-9 4-11-9 4-11-9 __ BRACING ' 5-8 I I 1-9-10 3-1-13 4-5-15 NOTE:Brace bottom chord W loft OC max or.provide lateral brace by properly applied rigid ceiling. DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN 0/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 WIND LOAD: 70 MPH " DESIGN LOADINGS ' LOAD CASE 1 TOP LL TOP DL BOT LL BOT DL INC 1.5x3/ 20.0 14.0 .0 5.0 1.25 4 LOAD CASE 2 • WIND LOAD: 70 MPH - - -." TOP LL TOP DL HOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 - SECTION DIR LIVE DEAD - 3x4/ 1- 4 Norm -16.0 14.0 3 LOAD CASE 3 12 WIND LOAD: 70 MPH 3.25 TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 .5.0 1.33 �. SECTION DIR LIVE DEAD vt 1.5x3\ 2 c 1- 4 Norm -10.0 14..0 , irs 3x4- .1 - 6 3x4- 3x4- 7-5-6 7-5-6 8 7-5-6 - - 14-10-12 6our is Engineering A copy of this design shall be furnished to the erection contractor. This design i for an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- strucuon loads greater than the design loads shall not be applied to the trusses Job ID:762P3D\T50 10 - Qty 2 - . specifications provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. 19% less fabrication, DATE- 9/12/00 SHEET 1 of " 1.• �• - " a z 4 40� Campus Dr ] V e, accordance with the current versions o(TPI and NDS design standards. No responsibility is assumed for the accuracy of information provided by l.um r moisture content shall be or at the time of unless M noted othcrwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal from 20, 18, 16 ASTM A653 SQ 40 SPAN: 14-10-12 - ' ' Suite A the truss designer. Dimensions shall be verified by the manufacturer and/nr The Products OCRO #4420) or ga grade steel.' G60 Plates be both faces - �' "J Newport Beach, C A 92660 building designer prior to fabrication. building designer shall review loading and truss configuration to ensure that this design meets or exceeds minimum loadin re cored h a licable local buildin codes. Com cession 8 Y PP B P with (min.) coating. shall applied on of truss at each joint. Plate dimensions arc listed width x length. Slogs (holes) in plate shall run IraRel to dtc late 'coth. Slott in late shall be oriented as shown nn the draw - P• P g P KEYMARK ENGINEERING chords shall be latera ly braced by the roof or Rohr sheathing, directly mg. The plate shall be centered on)outt U.N.O. Design assumes that adequate (949) 752-1612 auxhed, unless otherwise noted. Rottom chord bracing shall be as iroted. drainage wdl be providc m prevent ponding, and adequate aitchorage will be 7.905 wilderness P.laCe, STE 202 (949) 752-5321 F a X llracinq shown is for lateral suppnn n( individual truss components only m provided resist uphfl at suppnrts.'fhe seal on this drawing indicates acceptance Boulder, Colorado 80301 reduce buckling length. It is not wind or lateral load bmcini or overall o(prokssinnal eogtreering responsibility solely (or the truss component esign 'rhe building design bracing which is M• others. Refer to HIR -9 (['I'll for shin".. suitability and use of this compintem for an articular building design KEYSma rt- 3.157 SCALE=". 7 / 1 G" : ].' ieconunatrlct truss handling and erection. Do not apply loads beyond is the respnnsibilily of the building desigixr, per ANSIy'RI I-1995 Scctinn 2. m 3; 1 T 0-0 Gmus Engineering, CA 4400 Campus Drive Suite A Newport Beach. CA 92660 (949) 752-1612 (949) 752-5321 Fax 3x4- • 0�0 _ Oi0 0 0 6-10-6 7-0-2 1-0-4 6-10-6 13-10-8 14-10-12 A copy of this design shall be furnished to the erection contractor. This weight of erectors until all permanent bracing is in place. Concentration of con- Job ID:762P36\T51 10 Qty 1 - 4 design is for an individual building component (a truss). It is based on struction loads greater than the design loads shall not be applied to the trusses - specifications provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 1 of 1 accordance with the current versions of TPI and NDS design standards. Lumber moisture content shall be 19% or less at the time of fabrication, unless - No responsibility is assumed for the accuracy of information provided by noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal SPAN: 14-10-12 the truss designer. Dimensions shall be verified by the an. and/or Products (ICBO #4420) from 20. 18, or 16 ga ASTM A653 SQ grade 40 steel. building designer prior to fabrication. The building designer shall review with G60 (min.) coating. Plates shall be applied on both faces M truss at each Irvnding arnl truss configuration to ensure that this design meets or exceeds ' joint. Plate dimensions are listed width s length. Slots (holes) in plate shall run minimum loading required by applicable local building codes. Compression paralld to die plate length. Slots in plate shall borictned as shown on the draw- KEYMARK ENGINEERING chords shall be laterally braced by the rnn(or Bnnr sheathing, directly mg. The plate shall be centered onlomt U.N.O. Design assumes that adequate anachcd. unless otherwise noted. Bottom chord bracing shall be as noted. drainage will be provided ro prevent ponding, and adequate anchorage will be 2905 W i lderneSS Place, STE 202 Bracing shown is for lateral support of individual truss cmnponcnts only to provided resist upI at supports. The seal rat this drawing indicates acceptance Boulder, Colorado 80301 reduce buckling length. It is not wind or lateral load bracing or overall of professional engurecring responstbdity solely (or the truss component design building desi��,,n bracing which is by others. Refer to Ii111-97 ('rPl) for shown. The suitability attd use of this componem for anyy pparticular building�design KEYsmart 3.157 SCALE= 7/ 16":l' reannmendrll mics handling and erection. Do not apply mads hcymtd is the responsibility of the building desigixr, per ANSI/1'I'I I-1995 Section _. MBR LEN FORCE MBR LEN FORCE MBR FORCE MBR FORCE JT PLATE HORZ VERT ANG JT PLATE HORZ VERT ANG LUMBER SOLUTION 1- 2 4.43 -1353 6- 7 1.17 0 7.- 8 -338 4- 7 -11.7 1 3.OX 4.0 3-0 2-13 0 5 3.OX 4.0 3-8 3-8 0 TOP 2X4 DFL -02 2- 3 4.58 -1041 7- 8 6.86 81.0 3- 8 306 5- 7 584 7. 1.. 5X 3.0 3-1.0 25 6 1.SX 3.0 1-12 3-8 90 TOP PANEL 2- 3 CSI= .322 3- 4 4.58 -183 8- 1 6.72 1298 3- 7 -741 5- 6 -598 3 3.OX 4.0 3-10 15 7 4.OX 7.0 3-8 s0 BOT 2X4 DFL -N2 4- 5 1.17 -168 4 4.OX 5.0 3-8 0 8 3.OX 4.0 3-8 0 BOT PANEL 8- 1 CSI=. .362 WEB 2X4 DFL -Stud JT REACT ACT BRG REQ BRG CANT 1P 575. 3.50" 1.50" DEFLECTION 1 118.H TOTAL LOAD DEF @ PANEL 6 = .089" 6R 575. 3.50" 1.50" L/DEF=999 L= 178.8 REC CMBR= .19" TOTAL LOAD HOR DEF = .020" MAX DEF:LL= .042" DL= .058" TL= .089" 4-6-15 9-1-13 13-8-12 14-10-12' BRACING 4-6-15 I 4-6-15 I 4-6-15 11-2-0 NOTE:Brace bottom chord @ lOft OC max 5r8 1-8-6 2-11-4 4-2-2 4-2-2 or provide lateral brace by properly applied rigid ceiling. DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN 0/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 WIND LOAD: 70 MPH DESIGN LOADINGS LOAD CASE 1 TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.25 4x5- 3x4- LOAD CASE 2 4 5 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC _ 20.0 14.0 .0 5.0 1.33 SECTION DIR LIVE DEAD 1- 4 Norm -16.0 14.0 3x4/ 4- 5 Norm -10.0 14.0 12 3 LOAD CASE 3 3.25 WIND LOAD:•70 MPH TOP LL TOP DL BOT LL BOT DL INC 14.0 .0 5.0 1.33 ro 1.2x3\ T20.0 SECTION DIR LIVE DEAD v 1- 4 Norm -10.0 14.0 4- 5 Norm -10.0 14.0 m 3; 1 T 0-0 Gmus Engineering, CA 4400 Campus Drive Suite A Newport Beach. CA 92660 (949) 752-1612 (949) 752-5321 Fax 3x4- • 0�0 _ Oi0 0 0 6-10-6 7-0-2 1-0-4 6-10-6 13-10-8 14-10-12 A copy of this design shall be furnished to the erection contractor. This weight of erectors until all permanent bracing is in place. Concentration of con- Job ID:762P36\T51 10 Qty 1 - 4 design is for an individual building component (a truss). It is based on struction loads greater than the design loads shall not be applied to the trusses - specifications provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 1 of 1 accordance with the current versions of TPI and NDS design standards. Lumber moisture content shall be 19% or less at the time of fabrication, unless - No responsibility is assumed for the accuracy of information provided by noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal SPAN: 14-10-12 the truss designer. Dimensions shall be verified by the an. and/or Products (ICBO #4420) from 20. 18, or 16 ga ASTM A653 SQ grade 40 steel. building designer prior to fabrication. The building designer shall review with G60 (min.) coating. Plates shall be applied on both faces M truss at each Irvnding arnl truss configuration to ensure that this design meets or exceeds ' joint. Plate dimensions are listed width s length. Slots (holes) in plate shall run minimum loading required by applicable local building codes. Compression paralld to die plate length. Slots in plate shall borictned as shown on the draw- KEYMARK ENGINEERING chords shall be laterally braced by the rnn(or Bnnr sheathing, directly mg. The plate shall be centered onlomt U.N.O. Design assumes that adequate anachcd. unless otherwise noted. Bottom chord bracing shall be as noted. drainage will be provided ro prevent ponding, and adequate anchorage will be 2905 W i lderneSS Place, STE 202 Bracing shown is for lateral support of individual truss cmnponcnts only to provided resist upI at supports. The seal rat this drawing indicates acceptance Boulder, Colorado 80301 reduce buckling length. It is not wind or lateral load bracing or overall of professional engurecring responstbdity solely (or the truss component design building desi��,,n bracing which is by others. Refer to Ii111-97 ('rPl) for shown. The suitability attd use of this componem for anyy pparticular building�design KEYsmart 3.157 SCALE= 7/ 16":l' reannmendrll mics handling and erection. Do not apply mads hcymtd is the responsibility of the building desigixr, per ANSI/1'I'I I-1995 Section _. MBR LEN FORCE MBR LEN FORCE MBR FORCE MBR FORCE JT PLATE, HORZ VERT ANG JT PLATE HORZ VERT ANG LUMBER SOLUTION 1.- 2 5.72 -1302 - 6 3.Y1 0 2- 7 -473 3- 6 -41.2 .1. 3.OX 4.0 3-0 2-13 0 4 3.OX 4.0 3-8 3-8 0 TOP 2X4 DFL-112. 2- 3 5.86 -984 6- '7 4.28 433 3- 7 644 4- 6 630 2 1..SX 3.0 3-1.0 42 5 1.5X 3.0 1-1.2 3-8 90 TOP PANEL 1- 2 CSI= .546 3- 4 3.17 -433 7- 1 7.30 1258 4- 5 -564 3 4.OX 7.0 3-8 0 - 6 3.OX 4.0 1-12 3-8 0 BO'r 2X4 DFL-H2 . 7 3.OX 4.0 3-8 0 BOT PANEL 7- 1 CSI= .342 JT REACT ACT BRG REQ BRG CANT WEB 2X4 DFL-Stud 1P 575. 3.50" 1.50" 1 101.H DEFLECTION 511 575. 3.50" 1.50" TOTAL LOAD DEF 9 PANEL 6 .082" L/DEF=999 L= 178.8 REC CMBR= .19" TOTAL LOAD HOR DEF = •.016" MAX DEF:LL= .041" DL= .052" TL= .082" 5-10-6 11-8-12 14-10-12 5-10-6 5-10-6 I 3-2-0 BRACING 5-0-4 6-7-5 8-2-6 8-2-6 NOTE:Brace bottom chord @ 10ft OC max or provide lateral brace by properly applied rigid ceiling. ' DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN 0/C NO REP BEND PLATE : EAGLE METAL PRODUCTS-95 PLATE OUR INC=1.25 WIND LOAD: 70 MPH • DESIGN LOADINGS LOAD CASE 1 TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.25 LOAD CASE 2 4x7- 3x4- WIND LOAD: 70 MPH " ? 3" 4 TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5:0 1.33 - SECTION DIR LIVE DEAD . 1- 3 Norm -16.0 14.0 ' 12 10.0 14.0 3.25 - LOOA4�Eo3m 1.5x3\ WIND LOAD: 70 MPH 2 TOP LL TOP DL BOT LL BOT DL INC 0 20.0 14.0 .0 5.0 1.33 r SECTION DIR LIVE DEAD ^ 1- 3 Norm -10.0 14.0 n m 3- 4 Norm -10.0 14.0. m 3x4 11 1 - 7 6 • 3x4- 3x4- 1.5x3/ " 4-6,-12 - 4-61: 12 - 4-6� 12 - �4-6,-12- . 7-5-6 - - 4-5-2 .. 3-0-4 7-5-6 11-10-8 14-10-12 6our�s Engineering CA A copy of this design shall he furnished to the erection contractor. This design is for an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- svucuon loads greater than the design loads shall not be applied to the trusses damage. Job ID:762P3D\T52 10 Qty 1 5 . 4400 Campus Drive specifications provided by the component manufacturer and performed in accordance with the current versions of TPI and NDS design standards. at any time. Trusses shall be handled with care prior to erection t. avoid Lumber moisture content shall be 19% or less at the time of fabrication, unless Connector be h Eagle Metal DATE: 9/12/00 SHEET 1 of 1 '14 No responsibility is assumed for the accuracy of information provided M1 the truss designer. Dimensions shall be verified by the manufacturer and/or noted oiherwise(U.N.O.). plates shall manufactured Products (ICBO #4420) from 2Q 18, or 16 ga ASTM A653 SQ grade 40 steel. SPAN: -10-12 - ' Suite A building designer fabricaiinn. The building designer shall review with G60 (min.) coating. Plates shall be applied on both faces of truss at each priorto loading and truss configuration to ensure that this design meets or exceeds joint. Plate dimensions arc listed width x Pength. Slots (holes) in plate shall «m Newport Beach. CA 92660 minimum Ioadin required h applicable local building cafes. Co ression g q Y pP g P arallel to the slate Icn di Slots in late shall be oriented as shown on the draw- 1 ! B P. KEYMARK ENGINEERING (949) 752-1612 chords shall be laterally braced by the rm(or Door sheathing, directly mg The plate shall be centered on J. U.N.O. Design as,that adequate 202 (949) 752--5321 F a X attached, unless o.hencise noted. Bottom chord bracing shall he as noted. Bracing shown is for lateral support of individual truss componems only to drainage will be provided to prevent ponding, and adequate anchorage will be Provided resist uplift at supports. The seal on this drawing indicates accepLance (or desi 2905 wilderness Pldce, STE Boulder, Colorado 80301 reduce buckling length. It is not wind or lateral load bracingR or overall Refer HIB-97 for of professional engineering responsibility solely the truss compare.. n The this for anyy articular budding design . building design bracing which is by others. to (1'Pp hatdling Do Inds heynnd shown. suimbdity aid use of component is the of the building designer, ANSI/fRl I-1995 Section 2. KEYSmdrt 3.157 SCALE= 7/16":l' recanmetded.trucs and erection. trot apply responsibility per MBR LEN FORCE MBR LEN FORCE. MBR FORCE MBR FORCE JT PLATE HORZ VERT ANG JT PLATE HORZ VERT ANG 1- 2 4.72 -1536 6- 7 2.85 2 2-3.0 54 6- 8 -4 3. 3.OX 4.0 3-0 2-13 0 6 3.OX 4.0 3-8 3-8 0 2- 3 4.86 -784 8- 9 2.32 490 2- 9 -770 5- 8 683 2 3.OX 4.0 1-12 3-2 15 7 1.5X 3.0 1-12 3-8 90 3- 4 2.32 -699 9-10 4.86 1440 3- 9 28 5- 6 -558 3 4.OX 5.0 3-8 0 8 4.OX 8.0 1-12 1-12 0 4- 5 2.85 -487 10- 1 4.72 1440 4- 9 328 4- 7 -466 4 3.OX 4.0 1-12 3-8 0 9 3.OX 7.0 3-8 0 - 5 3.OX 4.0 3-8 3-8 0 3.0 1.5X 3.0 3-8 90 JT REACT ACT BRG REQ'BRG CANT 1P 575. 3.50" 1.50" 1 90.H 6R 575. 3.50" 1.50" 4-10-6 9-8-12 12-2-5 14-10-12 4-10-6 1 4-10-6 l 2-5-9 I 9-8-7 5-0-4 6-4-1 7-7-14 7-7-14 7-7-14 4xS- 3x4 - 3x4- r 4-6.-12 4-10-6 4-10-6 Gwis Engineering, CA 4400 Campus Drive Suite A Newport Beach. CA 92660 (949) 752-1612 (949) 752--532.1 Fax U 1.5x3/ 3x4 - LUMBER SOLUTION TOP 2X4 DFL -#2 TOP PANEL 1- 2 CSI= .443 BOT 2X4 DFL -#.2 BOT PANEL,10- 1 CSI= .347 WEB 2X4 DFL -Stud DEFLECTION TOTAL LOAD DEF 0 PANEL 7'= .097" L/DEF=999 L= 178.8 REC CMBR= .19" TOTAL LOAD HOR DEF = .082" MAX DEF:LL= .048" DL= .053" TL= .097" BRACING NOTE:Brace bottom chord O loft OC max or provide lateral brace by properly applied rigid ceiling. DESIGN CRITERIA - ANSI/TPI 1-1995 M SPACING 24.0 IN O/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 WIND LOAD: 70 MPH DESIGN LOADINGS LOAD CASE 1 TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.25 LOAD CASE 2 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 SECTION DIR LIVE DEAD 1- 3 Norm -16.0 14.0 3- 5 Norm -10.0 14.0 LOAD CASE 3 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 SECTION DIR LIVE DEAD 1- 3 Norm -10.0 14.0 3- 5 Norm -10.0 14.0 4-6� 12 4-6,-12 4-61: 12 040 y 5-0-2 2-2-1 2-10-3 9-10-8 12-0-9 14-10-12 A copy of this design shall be furnished to the erection contractor. This weight of erectors until all permanent bracing is in place. Concentration of con- Job ID:762P3D\T53 10 Qty' 1' design is for an individual building component (a truss). It is based on struction loads greater than the design loads shall not be applied to the trusses - specifications provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 1 of 1, accordance with the current versions of TPI and NDS design standards. Lumber moisture content shall be 19% or less at the time of fabrication, unless No responsibility is assumed for the accuracyy of information provided by noted otherwise(U.N.OJ. Connector plates shall be manufactured by Eagle Metal SPAN: 14 -10-12 the truss designer. Dimensions shall be verified by the manufacturer aid/or Products (IC BO #4420) from 20. 18, or 16 ga ASTM A653 SQ grade 40 steel. building designer prior to fabrication. The building designer shall review with G60 (min.) coating. Plates shall be a plied on both faces of truss at each - - loading and truss configuration to ensure that this design meets or exceeds joint. Plate dimensions arc fisted width z Pength. Slots (holes) in plate shall run minimum loading reTmred by applicable local building codes. Compression parallel to the plate length. Slots in plate shall be oriented as shown on the draw- KEYMARK ENGINEERING chords shall be latera ly braced by the roof or Boor sheathing„ directly nog. The plate shall be centered on 3oint U.N.O. Design assumes that adequate attached. unless otherwise pored. Bottom chord bracing shall be as noted. drainage wdl be provided m prevent ponding, and adequate anehorage will be 2905 Wilderness Place, STE 202 Bracing shown is for lateral support of individual truss components only o provided resist upbh at supports. -fhe seal on dais dr tog indicates acceptance Boulder,Colorado 60301 reduce buckling length. h is not wood or lateral load bracingg or overall of professional enginccnn responsibility solely (or the truss componem desi n building design bracing which is by others. Refer to HIB -97 (TPI) for shown. -rhe suitability an use o(this component (or any particular building esign KEYsmart 3 .157 SCALE= 7/16" : 1' recommowleg truss handling and erection. Do not apply loads beyond is the responsibility of di building designer, per ANSI/1-PI I-1995 Section 2. - MBR LEN FORCE MBR LEN FORCE MBR FORCE MBR FORCE JT at any time. Trusses shall be handled with carr prior to erection to avoid damage. PLATE HORZ VERT ANG JT I_umber moisture content shall be 19% or less at the time of fabrication- unless PLATE HORZ VERT ANG LUMBER SOLUTION 1- 2 3.72 -1558 6- 7 3.85 3 2.- 9 -530 6. 8 -4 ]. 3.OX minimum loading required by applicable local building codes. Compression 4.0 3-0 2.-13 0 5 3.OX 4.0 - 3-8 3,-8 0 •COP 7.X4 DFL -112 2- 3 3.86 -1039 8- 9 3.31 769 3- 9 87 5- 8 885 2 1.5X per 3.0 3-10 13 6 3.OX 4.0 3-8 3-8 0 TOP PANEL 3- 4 CSI= .256 3- 4 3.31 -955 9- 1 7.58 1464 4- 9 225 5- 6 -553 3 4.OX 5.0 3-8 0 7 1.5X 3.0 1-12 3-8 90 BOT 2X4 DFL -112 4- 5 3.85 -764 4- 7t -425 4 3.OX 4.0 1-12 3-8 0 8 4.OX 8.0 1-12 1-12- 0 BOT PANEL 9- 1 CSI= .396. 9 3.OX 7.0 0-0 3-8 0 WEB 2X4 DFL -Stud JT REACT ACT BRG REQ BRG CANT ' 1P 575. 3.50" 1.50" DEFLECTION 1 72,11 S, TOTAL LOAD DF.F Q PANEL 7 .105" 611 575. 3.50" 1.50" L/DEF=999 L= 178.8 REC CMBR= .19" TOTAL LOAD HOR DEF = - .0.83" MAX DEF:LL= .040" DL= .083" TL= .105" 3-10-6 7-8-12 11-2-4 14-10-12 BRACING 3-10-6 3-10-6 3-5-8. I 3-8-8 NOTE:Brace bottom chord O loft OC max 5-0-4 l 6-0-13 l 7-1-6 7-1-6 7=1-6 or provide lateral brace by properly applied rigid ceiling- DESIGN CRITERIA - ANSI/TPI 1-1995 M • - SPACING 24.0 IN O/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR.INC=1.25 4x5- 3x4- 3x4- WIND LOAD: 70 MPH 12 3 4 5 DESIGN LOADINGS T 3.25 -- - _ LOAD CASE 1 TOP LL TOP DL BOT LL BOT DL INC 1.5x3\ 20.0 14.0 .0 5.0 1.25 0 2 LOAD CASE 2 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC N n 3x4- 20.0 14.0 .0 5.0 1.33 1 SECTION DIR LIVE DEAD 1 1 1- 3 Norm -16.0 14.0 - 3-5 Norm -10.0 14.0 LOAD CASE 3 T _ 9 WIND LOAD: 70 MPH 3x7- q g TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 SECTION DIR LIVE DEAD ' - 1- 3 Norm -10.0 14.0 - I 3- 5 Norm -10.0. 14.0` Gouvis Engineering, CA 4400 Campus Drive Suite A. Newport Beach. CA 92660 (949) 752-1612 (949) 752--532.1 Fax 1.5x3/ 4-6j 12 4-6� 12 7-10-8 3-2-0 7-10-8 11-0-8 3x4- 0;0 3-10-4 14-10-12 A copy of this design shall he furnished to the erection contractor. This weight of erectors until all permanent bracing is in place. Concentration of con- Job ID: 762P3D\T54 10 Qty 1 design 1- (or an irndividual building component (a truss). It is based on . strucuon loads greater than the design loads shall not be applied to the trusses - specifications provided by the component manufacturer and performed in at any time. Trusses shall be handled with carr prior to erection to avoid damage. DATE c 9/12/00 - SHEET 1 of 1 accordance with the current versions of TPI and NDS design standards. I_umber moisture content shall be 19% or less at the time of fabrication- unless No responsibility is assumed for the accuracy of informationprovided h noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal 40 -SPAN: 14-10-12 - the truss designer. Dimensions shall be verified by the manufacturer and/or. buildingdesigner prior to fabrication. The building designer shall review Products (ICBG #4420) from 20. 18. or 16 ga ASPM A653 SQ grade steel. with G60 (min.) coating. Plaies shall be a plied on both (aces of truss at each Pength. - loading and truss configuration to ensure that this design meets or escccds joint. Plate dimensions arc listed width x Slots (holes) in plate shall run _ minimum loading required by applicable local building codes. Compression parallel tole plate length. Slots inplare shall be oriented as shown on the draw- KEYMARK ENGINEERING chords shall be laterally braced by the roof or floor sheathing, directly nng. The plate shall be centered on joint U.N.O. Design assumes that adequate Place, STE 202 - attached. unless otherwise noted. Bottom chord bracing shall be as nnned. Bracing sho%vn is tin lateral support of imlividual truss components only m drainage will be provided to prevenit ponding. and adequate anchorage will be provided resist uplift at supports.'I'he seal on this drawing indicates acct lance 2905 Wilderness Boulder,Colorado 80301 reduce buckling length. It is not wind or lateral load bracin or overall building desiggn bracing is by Refer to IIID-9� ffl'p for of professional engineermg responsibility solely for the truss component design shnwn. The suitability aml use of this compo ent for anyy pparticular building design which others. truss handling erection. Do not apply mads heyond is the responsibility n( the building designer, ANSUPPI 1-1995 Section 2. KEYsmaYt 3.157 SCALE= 7/16":l' recommended and per MBR LEN FORCE MBR LEN FORCE MRR FORGE MBR FORCE JT PLATE HORZ VERT ANG JT PLATE HORZ VERT ANG LUMBER SOLUTION 1- 2 5.58 -1283 5- 6 4.23 5 'l.- 8 65 4- 7 1.1.79 1 3.OX 4.0 3-0 2-1.3 0 5 3.OX 4.0 3-8 3-8 0 TOP 2X4 DFL, 112 2- 3 4.94 -1174 7- 8 4.94 1.105 3- 8 73 4- 5 -549 2 4.OX 5.0 3-8 0 6 1.5X 3.0 1-12 3-8 90 TOP PANEL 1- 2 CSI= .775 3- 4 4.23 -1092 8- 1. 5.58 1173 5- 7 -7 3- 6 -405 3 3.OX 4.0 1-12 3-8 0 7 5.OX 8.0 1-12 1-12 0 BOT 2X4 DFL -H2 4 3.OX 4.0 3-8 3-8 0 8 3.OX 4.0 1-12 3-8 0 BOT PANEL 8- 1 CSI= .289 JT REACT ACT BRG REQ BRG CANT WEB 2X4 DFL -Stud 1P 575. 3.50" 1..50" 1 55.H DEFLECTION -511 575. 3.50" 1..50" TOTAL LOAD DEF to PANEL 5 = .090" L/DEF=999 L= 178.8 REC CMBR= .19" TOTAL LOAD HOR DEF = .094" MAX DEF:LL= .042" DL= .050" TL= .090" 5-8-12 10-9-12 14-10-12 5-8-12 I 5-1-0 1 4-1-0 BRACING 5-0-4 6-6-14 6-6-14 6-6-14 NOTE:Brace bottom chord O 10ft OC max or provide lateral brace by properly applied rigid ceiling. DESIGN CRITERIA - ANSI/TPI 1-1995 M SPACING 24.0 IN O/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 ' - 12 - ' WIND LOAD: 70 MPH � 4x5- 3x4- 3x4- 3.2.5 2 3 4 DESIGN LOADINGS LOAD CASE 1 - - TOP LL TOP DL B01' LL BOT DL •INC - 20.0 14.0 .0 5.0 1.25 N LOAD CASE 2 C) W WIND LOAD: 70 MPH Y+ 3x14- TOP LL TOP DL BOT LL BOT DL INC 1 20.0 14.0 .0 5.0 1.33 . l -----------_.- -- -__ -� -- SECTION DIR LIVE DEAD 1 1- 2 Norm -1.6.0 1.4.0 8 2- 4 Norm -10.0 14.0 3x4- 5>8- LOAD CASE 3 - - WIND LOAD: 70 MPH TOP LL TOP DL BOT LL'BOT DL INC 20.0 14.0 .0 5.0 1.33 SECTION DIR LIVE DEAD _ 1- 2 Norm -10.0 14.0 i2- 4 Norm -10.0 14.0 f 4-6-12 5-10-8 5-10=8 Gmvis Engineering, CA 4400 Campus Drive Suite A Newport Beach, CA 92660 (949) 752-1612 (9n9) 752-5321 Fax 1.5x3/ 3x4- budding designer prior to fabrication. l he building designer shall review with G60 (min.) coming. Plates shall be a p icd on both faces o truss at each loading and truss configuration to ensure that this design meets or exceeds joint. Plate dimensions are listed width x Pength. Slots (holes) in plate shall run minimum loading required by applicable local building codes. Compression parallel to the plate length. Slots in plate shall be oriented as shown on the draw- KEYMARK ENGINEERING chords shall be laterally braced by the roof or floor sheathing, directly ing. The plate shall be centered on in U.N.O. Design assumes that adequate auached. on, otherwise noted. Bottom chord bracing shall he as noted. drainage will be provided to prevent ponding, and adequate anchorage will be 2905 Wilderness Place, STE 202 Bracing shown is for lateral support of individual truss components only In provided resist uphft at supports. The seal on this drawing indicates acceptance you ].der, COlOrado 80301 reduceiackling length. It is not wind or lateral load bracing or overall of professimval engineering responsibility solely for the truss component design building design bracing which is by others. Refer to HIR -97 (TPI) for shown. The suitahility and use of this contprnent for an ,particular building Aesign KEYgma r t 3 . 1.57 SCALE= 7/16":1' recou nientlen truss handling and crer-tion. D„ not apply Inds Beyond is the responsibility of the building designer, per ANSI r 11.1995 Section 2. 4-6l:12 4-6� 12 - -. 040 4-9-8 4-2-12 ;. 10-8-0 14-10-12 Ic A copy of this design shall be furnished a the erection contractor. This weight of erectors until all permanent bracing is in place. Concentration of con- Job TD:762P3D\T55 10 Qty _ 1 , design is for an individual building component (a truss). It is based on strucuon loads greater than the design loads shall tat be applied to the trusses - specifications provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 1 Of 1 accordance with the current versions of TPI and NDS design standards. I -umber moisture content shall be 19% or less at the time of fabrication, unless No responsibility is assumed for the accuracy of information provided by .noted rnherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal ' SPAN: 14-10-12 the truss designer. Dimensions shall be verified by the manufacturer and/or Products (ICRO #4420) from 20, Ig, or 16 Aa ASTM A653 SQ grade 40 steel. budding designer prior to fabrication. l he building designer shall review with G60 (min.) coming. Plates shall be a p icd on both faces o truss at each loading and truss configuration to ensure that this design meets or exceeds joint. Plate dimensions are listed width x Pength. Slots (holes) in plate shall run minimum loading required by applicable local building codes. Compression parallel to the plate length. Slots in plate shall be oriented as shown on the draw- KEYMARK ENGINEERING chords shall be laterally braced by the roof or floor sheathing, directly ing. The plate shall be centered on in U.N.O. Design assumes that adequate auached. on, otherwise noted. Bottom chord bracing shall he as noted. drainage will be provided to prevent ponding, and adequate anchorage will be 2905 Wilderness Place, STE 202 Bracing shown is for lateral support of individual truss components only In provided resist uphft at supports. The seal on this drawing indicates acceptance you ].der, COlOrado 80301 reduceiackling length. It is not wind or lateral load bracing or overall of professimval engineering responsibility solely for the truss component design building design bracing which is by others. Refer to HIR -97 (TPI) for shown. The suitahility and use of this contprnent for an ,particular building Aesign KEYgma r t 3 . 1.57 SCALE= 7/16":1' recou nientlen truss handling and crer-tion. D„ not apply Inds Beyond is the responsibility of the building designer, per ANSI r 11.1995 Section 2. ftr I I �p o llT 6x6-12 4 Q3.25 0-0 7-0-4 7-0-4 Wis Engineering, CA 4400 Campus Chive Suite A Newport Beach, CA 92660 (949) 752-1612 (949) 752-5321 Fax 3x4- 3x4- 3x4- 3x4 - 3x6 0-O 0i0 0i0 7-0-4 1-5-0 5-7-4 14-0-8 15-5-8 21-0-12 0;0 0;0 7-0-4 28-1-0 A copy of this design shall be furnished to the erection contractor. This weight of erectors until all permanent bracing is in place. Concentration of con- Job ID:762P3D\T56 10 Qty 6 - design is for an individual building component (a truss). It is based on stnrction loads greater than the design loads shall not be applied to the trusses specifications provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 1.o£ 2 accordance with the current versions of -I'PI and NDS design standards. Lumber moisture content shall be 19% or less at the time of fabrication, unless No responsibility is assumed for the accuracy of information provided by doted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal SPAN: 28- 1- 0 the taus designer. Dimensions shall he verified by the manufacturer and/nr Products (ICBO.N4420) from 20, 18, or 16 ga ASTM A653 SQ grade 40 steel. building designer prior to fabrication. The building designer shall review with G60 (min.) coating. Plates shall be a plied on both faces of truss at each - boding and truss configuration to ensure that this design meets or exceeds joint. Plate dimensions are listed width z length. Slots (holes) in plate shall run minimum loading re ed by applicable local building codes. Compression parallel to die plate length. Slots inplate shall be oriented as shown on the draw- KEYMARK ENGINEERING chords shall In laterally braced by the roof or floor sheathing directly, mg. The plate shall be centered onlomt U.N.O. Design assumes that adeqyuate attached. unless otherwise rioted. Bottom chord bracing shag be as noted. drainage will be provided to prevent ponding. at adequate arxhorage will be 2905 Wilderness Place, STE 202 Bracing shown is for lateral support of individual truss components only to providCd resist uplift at supports. rhe Seal on this drinvin indicates acceptapcc Boulder. ,Colorado A0301. reduce l+tickling length. It is not will($ or lateral load hracin oroverall , M professional cl0gcring responsibility solely for the truss comlionent design building desiggn bracing which is by others. Refer to IIII]-9� (TPI) for shown. 'rhe suitanduy an(I use of this component for in pp larticular building design KF,Ygma rt 3 .157 SCALE= '7/32":1' iccoi nnctxle(1 truss handling and erection. Do not apply loads beyond is the responsibility of the building deslgrmr, per ANSI/r�'I 1-1995 Section 2. r MBR LEN FORCE MBR LEN FORCE MBR FORCE MBR FORCE JT PLATE HORZ VERT ANG JT PLATE HORZ VERT ANG LUMBER SOLUTION 1- 2 5.01 -3328 7- 8 6.88 1791 2-1.1. -401. 4- 9 339 1 3.OX 6.0 6-0 2-0 0 7 5.OX 6.0 3-0 9-9 0 TOP 2X4 DFL -H2 2- 3 5.15 -2989 8- 9 5.60 2064 3-1.1 46'1 - 9 - 34 6 2 1.5X 3.0 0-0 3-10 3]. 4.OX 4.0 TOP PANEL 2- 3 CST= .581 3- 4 5.15 -2015 9-10 1.42 1784 3-10 -745 5- 8 -233 S 3.OX 6.0 4.OX 4.0 BOT 2X4 DFL -42 4- 5 4.21 -1862 10-11 7.02 2530 4-10 469 6- 8 214 3 3.OX 4.0 3-10 15 8 3.OX 4.0 3-8 0 BOT PANEL 11- 1 CSI= .680 5- 6 4.21 -2005 ]1- 1. 6.88 3209 7- 6 -1940 4 6.OX 6.0 0-0 3-1.3 '0 9 3.OX 4.0 1.-1.2 3-8 0 WEB- 2X4 DFL -Stud 6- 7 4.06 -1940 5 3.OX 4.0 3-10 15 S 3.OX 6.0 12- 1 1.50 14 6 3.5X 6.0 2-6 4-4 15 10 3.OX 4.0 3-8 0 EXCEPTION WEBS 11 3.OX 4.0 3-8 0 7- 6- 2X8 DFL -SS JT REACT ACT BRG REQ BRG CANT 1P 1189. 3.50" 1.50" DEFLECTION 1 96.H TOTAL LOAD DEF O PANEL 8 = .593" 711 1081. 3.50" 1.50" L/DEF=567 L= 337.0 REC CMBR= .35" TOTAL LOAD HOR DEF = .095" MAX DEF:LL= .318" DL= .320" TL= .593" 1-6-10R 5-1-13 10-3-11 15-5-8 19-8-0 23-10-8 28-1-0 1-6-0 5-1-13 5-1-13 5-1-13 4-2-8 4-2-8 4-2-8 BRACING NOTE:Brace bottom chord loft OC max 3-14 1-8-10 3-1-6 4-6-2 ' 3-4-7 2-2-12 1-1-1 or provide lateral brace by properly applied rigid ceiling. DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN O/C REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 WIND LOAD: 70 MPH DESIGN LOADINGS SEE PAGE 2 LOAD INFORMATION ftr I I �p o llT 6x6-12 4 Q3.25 0-0 7-0-4 7-0-4 Wis Engineering, CA 4400 Campus Chive Suite A Newport Beach, CA 92660 (949) 752-1612 (949) 752-5321 Fax 3x4- 3x4- 3x4- 3x4 - 3x6 0-O 0i0 0i0 7-0-4 1-5-0 5-7-4 14-0-8 15-5-8 21-0-12 0;0 0;0 7-0-4 28-1-0 A copy of this design shall be furnished to the erection contractor. This weight of erectors until all permanent bracing is in place. Concentration of con- Job ID:762P3D\T56 10 Qty 6 - design is for an individual building component (a truss). It is based on stnrction loads greater than the design loads shall not be applied to the trusses specifications provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 1.o£ 2 accordance with the current versions of -I'PI and NDS design standards. Lumber moisture content shall be 19% or less at the time of fabrication, unless No responsibility is assumed for the accuracy of information provided by doted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal SPAN: 28- 1- 0 the taus designer. Dimensions shall he verified by the manufacturer and/nr Products (ICBO.N4420) from 20, 18, or 16 ga ASTM A653 SQ grade 40 steel. building designer prior to fabrication. The building designer shall review with G60 (min.) coating. Plates shall be a plied on both faces of truss at each - boding and truss configuration to ensure that this design meets or exceeds joint. Plate dimensions are listed width z length. Slots (holes) in plate shall run minimum loading re ed by applicable local building codes. Compression parallel to die plate length. Slots inplate shall be oriented as shown on the draw- KEYMARK ENGINEERING chords shall In laterally braced by the roof or floor sheathing directly, mg. The plate shall be centered onlomt U.N.O. Design assumes that adeqyuate attached. unless otherwise rioted. Bottom chord bracing shag be as noted. drainage will be provided to prevent ponding. at adequate arxhorage will be 2905 Wilderness Place, STE 202 Bracing shown is for lateral support of individual truss components only to providCd resist uplift at supports. rhe Seal on this drinvin indicates acceptapcc Boulder. ,Colorado A0301. reduce l+tickling length. It is not will($ or lateral load hracin oroverall , M professional cl0gcring responsibility solely for the truss comlionent design building desiggn bracing which is by others. Refer to IIII]-9� (TPI) for shown. 'rhe suitanduy an(I use of this component for in pp larticular building design KF,Ygma rt 3 .157 SCALE= '7/32":1' iccoi nnctxle(1 truss handling and erection. Do not apply loads beyond is the responsibility of the building deslgrmr, per ANSI/r�'I 1-1995 Section 2. DESIGN LOADINGS 4? 6ouvis Engineering CA 4 400 Campu 5 �r ] V e , - Suite A • Newport Beach, CA 92660 (9491 752-1612 (949) 752-5321 F d x A copy of this design shall be furnished to the erection contractor. This design is for an individual building component (a truss). It is based on spec rcations provided by the component manufacturer and performed in accordance with the current versions of TPI and NDS design standards. No responsibility is assumed for the accuracy of information provided by the truss designer. Dimensions shall be verified by the manufacturer and/or building designer prior to fabrication. The building designer shall review loading and truss configuration to ensure that ibis design meets or exceeds minimum loading required by applicable local building codes. Compression chords shall he laterally braced by the roof or floor sheathing directly auached. unless otherwise noted. Bottom chord bracing shI he as toted. Bracing sho%vo is for lateral support of individual truss components only to reduce Duckling length. h is not wind or lateral load bracingg or overall building design bracing which is by others. Refer to IIIA -97 ('fPl) for recommended. Inas handling and erection. Dn not apply leads leyood weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses at any time. Trusses shall be handled with care prior to erection to avoid damage. Lumber moisture content shall be 19% or less at the time of fabrication, unless noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (;CBO #4420) from 20. 18, or 16 ga ASTM A653 SQ grade 40 steel.. with G60 (min.) coating. Plates shall be applied on both faces of truss at each joint. Plate dimensions are listed width x length. Slots (holes) in plate shall run parallel to the plate length. Slots in plate shall be oriented as shown on the draw- ung; The plate shall be centered on joint U.N.O. Design assumes that adeyuatc drainage will be provided m prevent ponding, and adequate anchorage will he provided resist uplift at supports. The seal on this drawing indicates acce�tankc of professional engineenng responsibility solely for the truss cnmpon'ent estgn shown. The suitability an<I use of this component for anyy ppanicular building design is the responsibility of the building designer, per ANSI/TPI I-1995 Section 2. LOAD CASE 1 LOAD CASE 2 LOAD CASE 3 WIND LOAD: 70 MPH, WIND LOAD: 70 MPH LIVE. DEAD INC LIVE` DEAD INC LIVE DEAD INC TOP 20.0 14.0 1.25 TOP 20.0 14.0 1..33 TOP 20.0 14.0 1.33 BOT .0 5.0 BOT :0 .5.0 BOT .0 5.0 SECTION D.IR LIVE DEAD SECTION DIR LIVE DEAD 1- 4 Norm -16.0 14.0 1- 4.- Norm -10.0 14.0 - 4- 7 Norm -10.0 14.0 4- 7 Norm -16.0 14.0 - • 12- 1 Norm -35.0 14.0 12- 1 Norm -10.0 14.0 - i 4? 6ouvis Engineering CA 4 400 Campu 5 �r ] V e , - Suite A • Newport Beach, CA 92660 (9491 752-1612 (949) 752-5321 F d x A copy of this design shall be furnished to the erection contractor. This design is for an individual building component (a truss). It is based on spec rcations provided by the component manufacturer and performed in accordance with the current versions of TPI and NDS design standards. No responsibility is assumed for the accuracy of information provided by the truss designer. Dimensions shall be verified by the manufacturer and/or building designer prior to fabrication. The building designer shall review loading and truss configuration to ensure that ibis design meets or exceeds minimum loading required by applicable local building codes. Compression chords shall he laterally braced by the roof or floor sheathing directly auached. unless otherwise noted. Bottom chord bracing shI he as toted. Bracing sho%vo is for lateral support of individual truss components only to reduce Duckling length. h is not wind or lateral load bracingg or overall building design bracing which is by others. Refer to IIIA -97 ('fPl) for recommended. Inas handling and erection. Dn not apply leads leyood weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses at any time. Trusses shall be handled with care prior to erection to avoid damage. Lumber moisture content shall be 19% or less at the time of fabrication, unless noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (;CBO #4420) from 20. 18, or 16 ga ASTM A653 SQ grade 40 steel.. with G60 (min.) coating. Plates shall be applied on both faces of truss at each joint. Plate dimensions are listed width x length. Slots (holes) in plate shall run parallel to the plate length. Slots in plate shall be oriented as shown on the draw- ung; The plate shall be centered on joint U.N.O. Design assumes that adeyuatc drainage will be provided m prevent ponding, and adequate anchorage will he provided resist uplift at supports. The seal on this drawing indicates acce�tankc of professional engineenng responsibility solely for the truss cnmpon'ent estgn shown. The suitability an<I use of this component for anyy ppanicular building design is the responsibility of the building designer, per ANSI/TPI I-1995 Section 2. Job ID: 762P3D\T56 10 Qty 6 DATE s 9/12/00 SHEET 2 of 2 - SPAN: 28- 1- 0 KEYMARK ENGINEERING 7..905 Wilderness Place, STE' 202 Boulder, Colorado 80301 KEYsmarl' 3.157 SCALE= 7/32":l' - MBR LLN FVkt- 1915k. L.b'N Fvk. r' MISk FVkn_.E -ON - FORCE XI. 3x4\ PLA'T'E HORZ VERT ANG J'f 3 PLATE HORZ VERT ANG LUMBER SOLUTION 1- 2 5.01 -3384 '1- 8 6.88 1796 2-1.1. -430 4- 9 339 1 3.OX 6.0 6-0 2.-0 0 7 5. OX 6.0 3-0 9-9 0 TOP 2X4 DFL -H2 2- 3 5.15 -3026 8- 9 5.60 2071 3-11 493 5- 9 -345 2 1.5X 3.0 0-0 3-1.0 31. 4- 7 Norm -16.0 14.0 4. OX 4.0 TOP PANEL 2- 3 CSI= .587 3- 4 5.15 -2025 9-10 1.42 .1792 3-10 -752 5- 8 -235 S 3.OX 6.0 - . .. 4.OX 4.0 7-0-4 14-0-8 15-5-8 21-0-12 28-1-0 BOT 2X4 DFL -H2 4- 5 4.21 -1871 10-11 7.02 2546 4-10 474 6- 8 216 3 3.OX 4.0 weight of erectors until all permanent bracing is in place. Concentration o(con- struction loads than the design loads shall not be applied to the trusses 3-10 15 8 3.OX 4.0 3-8 0 BOT PANEL 11- 1 CSI= .691 5- 6 4.21 -2011 11- 1 6.88 3268 7- 6 -1945 4 6:OX 6.0 0-0 3-13 0• 9 3.OX 4.0 1-12 3-8 0 WEB' 2X4 DFL -Stud 6- 7 4.06 -1945 minimum loading required by applicable Inca) building axles. Compression hem" ro the plate kngtln. Slots in plate shall be oriented as shown ran the draw' 'f KEYMARK ENGINEERING - 5 3.OX 4.0 mg, he plate shall be cemered on loins U.N.O. Design assumes that odeyysate drmange be 3-10 15 S 3.OX 6.0 will provided in prevent ponding, and adequate anchorage will be provided resist uplift at supports. rodon this drawing indicates acceptance 2905 Wilderness Place,STE 202` Bou lder, ColoYado reduce not wind or or overall building design bracing which is by others. Refer ro IIIB-9 (TPI) for ofprofessional engineering responsnbility solely fur the truss componem design shown. "rhe suitabtliry ane use o(this mmponenl for anyy building design 80301 recommended truss handling and erection. Do not apply loads beyond 6 3.OX 6.0 2-6 4-4 15 10 3.OX 4.0 3-8 0 EXCEPTION NESS JT REACT ACT BRG REQ BRG• CANT 11 3.OX 4.0 0 7- 6 2X8 DFL -SS 1P 1084. 3.50" 1.50" `3-8 1 67.H 7R 1084. 3.50" 1.50" DEFLECTIONTOTAL LOAD DEF @ PANEL 8 = .597" L/DEF=564 L= 337.0 REC CMBR= '.35" TOTAL LOAD 14OR DEF = .095" 5-1-13 10-3-11 15-5-8 19-8-0 23-10-8 28-1-0 MAX DEP:LL= .320" DL= .322" TL= .597" 5-1-13 5-1-13 5-1-13 4-2-8 4-2-8 4-2-8 1 1 1 1 1 BRACING 3-14 1.-8-10 3-1-6 4-6-2 3-4-7 2-2-12 1-1-1. NOTE:Brace bottom chord O 10ft OC max or provide lateral brace by properly applied rigid ceiling. DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN O/C REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 WIND LOAD: 70 MPH - - DESIGN LOADINGS LOAD CASE 1 TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 S.0 1.25 LOAD CASSE 2 WIND LOAD: 70 MPH 6x6-12 TOP LL TOP DL BOT LL BOT DL INC 12 4 Q3.25 20.0 14.0 .0 5.0 1.33 3.25 L - SECTION DIR LIVE DEAD 3x6 3x4/ 3x4\ 1- 4. Norm -16.0 14.0 3 5 4- 7 Norm -10.0 14.0 3x6\ LOAD CASE 3 ro 1.5x3\ 6 ry WIND LOAD: 70 MPH oo 2 TOP LL TOP DL BOT LL BOT DL INC c -�+ 20.0 14.0 .0 5-.0 1.33 3x6- 7 j_ SECTION DIR LIVE DEAD 1 Ml 1- 4 - Norm -10.0 14.0 4- 7 Norm -16.0 14.0 ' T 11 10 9 8 T 3x4- 3x4- 3x4- 3x4 - 3x6 0-0-0 0-0 0-0 0-0 0-0 - . .. 7-0-4 - 7-0-4 1-5-0 5-7-4 7-0-4.'S'vs 7-0-4 14-0-8 15-5-8 21-0-12 28-1-0 L' 1 - Gouvis Engineering. CA A copy of this desiggn shall be furnished to the erection contractor. This design is for ani dividual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration o(con- struction loads than the design loads shall not be applied to the trusses Job ID: 762P3D\T57 10 Qty -5,' _ specifications provided by the component manufacturer and performed in accnrdance with the TPI NDS design greater at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 - `'SHEET .j. of 1 s �• 4 4�� Campus S Dr i v e A current versions of and standards. No is for information Lumber moisture content shall be 19% or less at the time of fabrication, unless responsibility assumed the accuracy of pprovided h the truss designer. Dimensions shall be verified by the manufacturer and/or rated niherwise(U.N.O.). Connector plates shall be manufactured h Eagle Metal Products #4420) from 20, 18, 16 ASTM A653 SQ SPAN : 28- 1-. 0 Suite A building designer prior to fabrication. The building designer shall review (ICBQ or ga trade 40 steel. with G60 (min.) coating. Plates shall be applied on both faces truss + Newport Beach. C n 9266Q loading and truss configuration to ensure that this design meets or exceeds of at each joint. Plate nsimts are listed width x length. Slots (holes) in plate shall run 'parallel - minimum loading required by applicable Inca) building axles. Compression hem" ro the plate kngtln. Slots in plate shall be oriented as shown ran the draw' 'f KEYMARK ENGINEERING - (9a9) 752-1612 chords shall be laterally braced by the rro(or floor sheathing directly attached. unless otherwise iated. Bottom chord bracing shallbe as mg, he plate shall be cemered on loins U.N.O. Design assumes that odeyysate drmange be (949) . 752-5321 F B X noted. Bracing shmen is for lateral support of individual truss components only to buckling length. It is lateral load bracing will provided in prevent ponding, and adequate anchorage will be provided resist uplift at supports. rodon this drawing indicates acceptance 2905 Wilderness Place,STE 202` Bou lder, ColoYado reduce not wind or or overall building design bracing which is by others. Refer ro IIIB-9 (TPI) for ofprofessional engineering responsnbility solely fur the truss componem design shown. "rhe suitabtliry ane use o(this mmponenl for anyy building design 80301 recommended truss handling and erection. Do not apply loads beyond pparticular is the respnnsib.l'q o(the building designer, per ANSIII•I'I 1-1995 Section 2. KEYsmart 3 .157 SCALE= 7/32":l' MER LEN FORCE MBR LEN FOR(X MBR FORCE M8R FORCE JT PLATE HORZ VERT ANG JT PLATE, HORZ VERT ANG LUMBER'SOLUTION 1- 2 5.01 -3401 8- 9 7.73 1.276 2-11 -492_ S-10 -376 1 3.OX 6.0 6-0 2-0 0 G 3.UX 4.0 3-8 0 'TOP - 2X4 DFL -42 2- 3 5.15 -2952 9-10 4.89 212.3 3-11 418 5- 9 -566 2 1..5X 3.0 0-0 3-10 23 7 1.5X 3.0 1-12 3-8 90 TOP PANEL 2- 3 CSI= .639 3- 4 5.15 -1874 10-11 7.73 2567 3-10 -874 6- 9 1.056• S 3.OX 6.0 8 3.0X' 4.0' 3-8 3-8 0 BOT 2X4 :DFL -02 4- 5 4.89 -1863 1.1- 1, 7.58 3284 4-10 675 6- 8 -1593 3 3.OX 4.0 3-10 15 9 3.OX 4.0 1-12 3-9 0 BOT PANEL 11- 1 CSI= ..740 5- 6 3.87.-.2123 7- 8 -102. 4 4.OX 4.0 0-0 3-10 0 10 3.OX 7.0 3-8 0 WEB 2X4 DFL -Stud . 6- 7 3.87. 0 5 4.OX 7.0 3-10 0 S 3.OX 6.0 11 3.OX 4.0 3-8` 0 DEFLECTION JT REACT' ACT BRG REQ ERG CANT TOTAL LOAD DEF @ PANEL 9 = .384" 1P 1090. 3.50" 1.50" L/DEF=877 L= 337.0 REC CMBR= .35" 1 108.14 TOTAL'LOAD HOR DEF = .093" 8R 1090. 3.50" 1.50" MAX'DEF:LL= .178" DL= .215" TL='.384" BRACING NOTE:Brace bottom chord @ 10ft OC max 5-1-13 10-3-11 15-5-8 20-4-3 24-2-10 28-1-0. or provide lateral brace by properly 5-1-13 t I 5-1-13 5-1-13 4-10-11 3-10-6 3-10-6 I I 1I applied, rigid ceiling. 3-19 1-8-10 3-].-6 4-6-2 3-2-3 3-2-3 3-2-3 DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN O/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 WIND LOAD: 70 MPH DESIGN LOADINGS LOAD CASE 1 TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.25 LOAD CASE 2 _ - WIND LOAD: 70 MPH .. 12 TOP LL TOP DL BOT LL BOT DL INC J3.26 20.0 14.0 .0 5.0 1.33 SECTION DIR LIVE DEAD 1- 4 Norm -16.0 14.0 12 4x4- - 5- 7 Norm -10.0 14.0, 4 4- 5 Norm -10.0 14.0 3.25 3x6 3x4/ 9x7- 3x4- 1.5x3/ T LO AD CASE 3 WIND LOAD: 70 MPH 3 5 6 7 I TOP LL TOP DL BOT LL BOT DL INC N 20.0 14.0 .0 S.0 1.33 1.5x3\.T SECTION DIR LIVE DEAD 2 d. r^ 1- 4 Norm -10.0 14.0 - ry Z 5- 7. Norm -1.0 14.0 3x6- 4- 5 Norm -166.0 14.0 1 1 - -E EB i 11 10 9 3x4- 3x7- 3x4- 3x4 - 3x6 1 _ 0 -to 0io 7-8-12 7-8-12 5-0-7 7-7-1 y. 7-8-12 15-5-8 20-5-15 28-1-0 6ouvis Engineering CA A copy of this design shall be furnished to the erection contractor. This design is for an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses Job ID: 762P3D\T58 10 Qty .. 1 - ■ specifications provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 1 Of 1 4 4�� Campus S Or 1 V e p accordance with the current versions of TPI and NDS design standards. Lunt r moisture content shall be 19% or less at the time of fabrication, unless No responsibility is assumed for the accuracy of information provided byy the truss designer. Dimensions shall he verified by the noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products #4420) from 20. 18, 16 ASTM A653 SQ 40 SPAN: 28- 1- 0 Suite A manufacturer aZo, building designer prior to fabrication. The budding designer shall review (ICDO or ga grade steel, with G60 (min.) coating. Plates shall be applied on both faces of truss at each Newport Beach, C A 92660 loading and truss configuratinn to ensure that this design meets or exceeds minimum loading reywred by applicable local building Compression joint. Plate dimensions arc listed width x length. Slots (holes) in plate shall run to length. Slots in be codes. laterally parallel the plate plate shall oriented as shown on the draw- KEYMARK ENGINEERING (949) 752-1612 chords shall be braced by the roof or fl sheathing, directly auached, unless otherwise noted. Bottom chord bracing shall be as noted. e centered on t U.N.O. Design assn es that ateyuate mg; The plate shall hlom drainage will be to anA adequate artthorage will be 2905 Wilderness - Place, STE 202 (9,d 9) 752-5321 Fax X Bracing shown is fnr lateral support of individual truss components only to provided prevent ponding, provided resist uplift at supports. The seal on this drawing indicates acct tancc Seshgn Boulder, Colorado 80301 reduce buckling length. h is not wi or lateral load bracingR or overall building desiggn bracing which is by others. Refer to )IIR-97 frpp fnr o(profcssirnhal engineering respnttttbility solely for the truss component The for building • recommended truss handling and ercctinn..On not apply loads beyond shown. suimbdity arhd use of this enmponem anyy pparticular design is the responsihilily building designer, ANSI 61'PI 1-1995 Section 2. KF,Ysma rt 3.157 SCALE= 7/32":l' of the per MBR LEN FORCE MBR LEN FORCE MBR FORCE MBR FORCE JT PLATE HORZ VERT ANG JT PLATE HORZ VERT ANG .,LUMBER SOLUTION ' 1- 2 4.41 -2311. 6- 7 5.72 0 2- 9 45 4- 8 203 1 3.OX 4.0 6-0 2-0 0 6 1.5X 3.0 2-4. 3-8 90 :TOP 2X4 DFL-82 , 2- 3 4.55 -1666 7- 8 5.72 141.4 2- 8 -650 4- 7 -560 2 3.OX 4.0 1-12. 3-2 15 7 3.OX 4.0 1-12 '3-8 0 TOP. PANEL 3- 4 CSI= .709 3- 4 5.72 -1600 8- 9 4.55 2228 3- 8 1.58 5- 7 1543 3 4.OX 5.0 3-8 0 S 3.0X 6.0 'BOT 2X4 DFL-02 4- 5 5.72 -1414 9- 1. 4.41 2228 5- 6 -766 4 3.OX 4.0 1-1.2 3-8 0 8 3.OX 7.0 3-8 0 BOT PANEL 8-.9 CSI= .474 1t 10- 1 1.50 14 5 3.OX 4.0 3-8 3-8 0 9 1.5X 3.0 3-8 90 WEB 2X4 DFL-Stud JT REACT ACT BRG REQ BRG CANT DEFLECTION• 1P 901. 3.50" 1.50"TOTAL LOAD DEF 0 PANEL 7 = 1200" 1 109.H L/.DEF=999 L= 246.5 REC CMBR= '.26" 6R 792. 3.50" 1.50" TOTAL LOAD HOR DEF = .0,90" MAX DEF:LL= .100" DL= .107" TL= .200" BRACING 1-6-10R 4-6-10 9-1-4 14-9-14 20-6-8 NOTE:Brace bottom chord 6 10ft OC max 1-6-0 4-6-10 -6-10 5-8-10 5-8-10 _ I I 1 I I _� 4 or provide lateral brace by properly applied rigid ceiling. 3-14 1-6-11 2-9-7 2-9-7 2-9-7 DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN O/C NO REP BEND PLATE : EAGLE METAL PRODUCTS-95 PLATE DUR INC=1.25 WIND LOAD: 70 MPH DESIGN LOADINGS _ a, LOAD CASE 1 TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.25 LOAD CASE 2 . WIND LOAD: 70 MPH _ TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 SECTION DIR LIVE DEAD •1- 3 Norm -16.0 14.0 12 4x5- 3x4- 3x4- ^ 3 -5 Norm 10.0 14.0 3.25 3 -- 4 5 10- 1 Norm -35.0 14.0 LOAD CASE 3 3x4/ I WIND LOAD: 70 MPH r 2 r r TOP LL TOP DL BOT LL BOT-DL INC v 20:0 19.0 .0 5.01.33 ' SECTION DIR LIVE. DEAD 3x9- ". N"N 1- 3 Norm -10.0 14.0 1 3- 5 Norm -10.0 14.0 --- )I JI 10-- 1 Norm -10.0 14.0 T _ - ---- f 9 8 7 . " 1.5x3/ 3x7- 3x4- 1.5x3/ 3x6 0-0 0�0 0�0 0�0 0_0 t 4-6-10 4-8-6 5-6-14 5-8-10 4-6-10 9-3-0-•14-9-14 20-6-8 Vis•. - 6auvis Eng CA - copy of this des?gn shall be furnished to the erection contractor. This design ?s (or an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses Job ID: 762P3D\T59 10 -Qty 1 i_neering sApecifications provided by the component manufacturer and performed in TPI NDS design at any time. Trusses shall be handled with care prior to erection to avoid damage. Lumber moisture be 19% less fabrication, DATE: 9/12/00 SHEET 1 of I* 4400 Campus Drive accnrdar?ce with the current versions of and standards. No is for the of information by content shall or at the time of unless noted otherwise(U.N.O.). Connector shall be manufaco?red by Eagle Metal responsibility assumed accuracy pprovided the truss designer. Dimensions shall be verified by the manufacturer and/or plates Products (IC80 54420) from 20, I8, or 16 ga ASTM A653 SQ grade 40 steel, SPAN: 20- 6- 8 - Suite A huilding designer to fabrication. The building designer shall review with G60 (min.) coating. Plates shall be applied on both faces of truss at each Newport Be aCh, CA 92660 prior loading and truss configuration to ensure that this design meets or exceeds joint. Plate dimensions are listed width x length. Slots (holes) in plate shall run helength. in be draw- in,loading regwred by applicable local building codes. Compression parallel to plate Slog plate shall oriented as shown on the 'f KEYMARK ENGINEERING (949) 752-1612 cl?ords shall be laterally braced by the roof or floor sheathing, directly mg. he plate shall Ix centered nn lomt U.N.O. Design asthat adegnate attached. unless otherwise noted. Bottom chord bracing shall be as noted. drainage wdl he prrn•ided to prevent ponding, and adequate anchorage will be 2905 Wilderness Place, STE 202 (949) 752-5321 F a X Bracing shmvn is for lateral suP{mn of individual miss mmPm?ents rndy to Provided resist uplift at supports. The seal on this drawing indicates ecce nancc �exign Boulder,Colorado 80301 educe hackling length. h is not wind or lateral load bmcin� or overall of Prn(essi n al engicecnng responsibility solely for the truss component o building desigRn bracing which is by others. Refer m IIIB-9 (TPI) for shown. The suitability a' use this component fnr an)• pparticular build mg design is 1-1995 Section 2. KEYsmart 3.157 SCALE= 9/32":1' rermm"u nded in?ps handling and erection. Do nni apply loads beyond . the res""""'"", of the huilding designer, Per ANSIIfPI MBR LEN FORCE MBR LEN PORCE MBR FORCE MBR FORCE OT PLATE HORZ VERT ANG JT PLATE HORZ VERT ANG LUMBER SOLUTION. 1- 2 5.41 -2258 6- 7 4.72. 0 2- 9 60 4- 8 384 1. 3.OX 4.0 6-0 2-0 0 6 1.5X 3.0 2-4 3-I1 90 TOP 2X4 DFL -02 .' 2- 3 5.55 -1388 7- 8 4.72 1006 2- 8 -883 4- 7 -603 2' 3. -OX 4.0 1.-12 3-2 15 7 3.OX 4.0 1.-12 3-8 0 TOP PANEL 1- 2 CSI= .509 3- 4 4.72 -1329 8- 9 5.55 2182 3- 8 88 5- 7 .1197. 3 4.OX 5.0 3-8 0 8 3.OX 7.0 3-8 0 BOT' 2X4. DFL -42 !t 4- 5 4.72 -1006 9- 1 5.41. 2182 5- 6 -770' 4. 3.OX 4.0 1-12 3-8 0 S 3.OX 6.0 BOT PANEL 8- 9 CSI= .465'.- 465':10- 10-1 1.50 14 5' 3.OX 4.0 3-8 3-8 0 9 1.5X 3.0 3-8 90 WEB 2X4 DFL -Stud , JT REACT ACT BRG REQ BRG CANT DEFLECTION 1P 901'. 3.50" 1..50° TOTAL LOAD DEF O PANEL 7 .199" 1 126.H L/DEF=999 L= 246.5 REC CMBR= .26" 6R 792. 3.50" 1..50" TOTAL LOAD HOR DEF = .041" _- MAX DEF:LL= .096" DL= .109" TL= .199" BRACING 1-6-10R 5-6-10 11-1-4 15-9-14 20-6-8 NOTE:Brace bottom chord 0 10ft'OC max 1- 1_�-0, 5-6-10 I 5-6-10 I 4-8-10 I 4-8-10p or 'provide lateral brace b ro erl y properly y 3-14 1-9-14 3-3-15 3-3-15 3-3-15 applied rigid ceiling. DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN O/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 WIND LOAD: 70 MPH DESIGN LOADINGS LOAD CASE 1 TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.25 LOAD CASE 2 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 a0 SECTION DIR LIVE DEAD - 4x5- 3x4- '3x4- 1- 3 Norm -16.0 14.0 12 F� T T 3 4 5 1 T T 3- 5 Norm -10.0 14.0. 10- 1 Norm -35.0 14.0 3.25 LOAD CASE 3 3x4/ WIND LOAD: 70 MPH in 2 0 o TOP LL TOP DL BOT LL BOT DL INC m20.0 O .01.33 SECTION DIR.LIVE �D�� r 3x4- % M 1- 3 Norm -10.0 14.0 _ 1 1 / 3- 5 Norm -10.0 14.0 10 - 9 �- 10- 1 Norm -10.0 14.0 . 1 --------- ----•-------- --- - ------ 9 8~ -` 7 1.5x3/ - 3x7- •3x4- 1.5'x3/ 3x6 • 010 010 010 0 D • Y _ ' .. +D 5-6-10 5-8-6• 4-6-14 4-8-10 5-6-10 11-3-0 15-9-14 20-6-8 a 6ouvis Engineering CA A copy of this desiggn shall be furnished to the erection contractor. This design is (or an i dwidual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con-' struction loads greater than the design loads shall not be applied to the trusses Job ID: 762P3D\T60 10 Qty 1 - specifications provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 1 of 1 i' 4 400 Campus Drive accordance with the current versions of TPI and NDS design standards. is information Lumber moisture content shall be 19% or less at the time of fabrication, unless ' No responsibility assumed for the accuracy of provided by designer. Dimensions be by Tor noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products #4420) from 20, 18, 16 ASTM A653 SQ 40 SPAN: 20- 6- 8 Suite A the truss shall veri0ed the manufacturer an building designer prior to fabrication. The building designer shall review (ICBO or ga grade steel. with G60 (min.) coating. Plates shall be applied on both (aces of truss at each Newport Beach. CA 92660 loading and truss configuration to ensure that this design meets or exceeds joint. Plate dimensions are listed width x length. Slots (holes) in plate shall run 'parallel minimum loading regmred by applicable Ioc21 building codes. Compression be laterally braced by floor directly to the plate length. Slots inplate shall be oriented as shown on the draw- The be U.N.O. Design KEYMARK ENGINEERING (9491 752--1612 chords shall the roof or sheathing auached. unless otherwise rioted. Bottom chord bracing shall be as toted. nig. plate shall centered on ,joint assumes that adequate drains a will be to and adequate anchorage will be 2905 Wilderness Place STE 202 1949) 752-532 Fax Bracing xhown is for lateral support of individual truss components only to reduce buckling length. It is nm wind or lateral load bracing or overall building desiggn bracing is by Refer to HIR frPO for provided prevent ponding, provided resist uplift at supports. The seal on this drawing indicates useptacec of pro(essimnal engiimering responsibility solely for Ute truss component dcsi n l'hc this for building design , Boulder, Colorado 80301 which others. -97 hanriling Ili loads hcyoml shown. suitabibty and use of component an pparticular is ANSI X'P1 1-1995 KEYstnd rt 3.157 SCALE= 9/32":1' - recnmmenuled truss and crcctimn. not apply the reslonsibiliiy of the building designer, ler Section 2. MBR LEN FORCE MHR LEN FURt_E MBR FORCE MBR FORCE JT PLATE HORZ VERT ANG JT PLATE HORZ VERT ANG LUMBER SOLUTION 1- 2 4.2.2 -2320 7- 8 7.44 692 2- 9 -37.1 4- 8 76 1 3.OX 4.0 6-0 2-0 0 6 1.5X 3.0 1-12 3-8 90 TOP 2X4 DFL -112 2- 3 4.37 -1973 8- 9 6.55 1694 3-.9 .314 5- 8 510 2 1.5X 3.0 0-0 3-10 22 7 3.OX 4.0 3-8 3-8 0 TOP PANEL 2- 3 CSI= .354 3- 4 4.37 -1107 9- 1. 6.41 2235 3-'8 -722 5- '1 -960 3 3.OX 4.0 3-10 15 8 3.OX '7.0 '3-8 0 BOT 2X4 DFL -02 4- 5 3.72 -1059 6- 7 -97 4 4.OX 5.0 3-8 0 S 3.OX 6.0 BOT PANEL 9- 1 CSI= .507 5- 6 3.72 0 5 3.nX 4.0 3-8 0 9 3.OX 4.0 3-8 0 WEB 2X4 DFL -Stud 10- 1 1.50 14 - DEFLECTION JT REACT ACT BRG REQ BRG CANT TOTAL LOAD DEF O PANEL 7 = .175" 1P 901. 3.50" 1.50" L/DEF=999 L= 246.5 REC CMBR= ..26" 1 143.1-1 TOTAL LOAD HOR DEF = .044" 711 792. 3.50" 1.50" MAX DEF:LL= .088" DL= .095" TL= .175" BRACING NOTS:Brace bottom chord @ 10ft OC max 1-6-IOR 4-4-7 8-8-13 13-1-4 16-9-14 20-6-8 or provide lateral brace by properly 1 1-6-01 4-4-7 I 4-4-7 I 4-4-7 1 3-8-10 l 3-8-10 applied rigid ceiling. 3-19 1-6-1 2-8-4 3-10-7 3-10-7 3-10-7 DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN 0/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 WIND LOAD: 70 MPH DESIGN LOADINGS LOAD CASE 1 TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.25 LOAD CASE 2 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 SECTION DIR LIVE DEAD - 4x5- 3x4- 1.5x3/^'' 1- 4 Norm -16.0 14.0 TI t 7 4 5 6 T T 1 4- 6 Norm -10.0 14.0 110- 3.25 V 3x4/ - B I I T WADICASEo3m 35.0 19.0 3 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 1.5x3\ 20.0 14.0 .0 5.0 1.33 o 2 o o SECTION DIR ' LIVE DEAD 1- 4 Norm -10.0 14.0 4- 6 Norm -10.0 1.4.0 1� 3x4 .� \\ 10- 1 Norm -10.0 14.0 0-0 Umvis Engineering, CA 4400 Campus Drive Suite A Newport Beach. CA 92660 (949) 752-1612 (949) 752-5321 Fax 3x4- 3x7 - 3x6 - t 3x4 - s 0'0 Oil) 0_0 - 6-6-10 6-8-6 7-3-8 6-6-10 13-3-0 20-6-8 A copy of this design shall be furnished to the erection contractor. This design is (or an individual building component (a truss). It is based on specifications provided by the component manufacturer and performed in accordance with the current versions of TPI and NDS design standards. No responsibility is assumed for the accuracy of informationpprovided by the truss designer. Dimensions shall he verified by the manufacturer and/or ......ding designer prior to fabrication. The building designer shall review weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses . at any time. Trusses shall be handled with care prior m erection to avoid damage. Lumber moisture content shall be 19% or less at the time of fabrication, unless noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (ICBO #4420) from 20, 18, or 16 ga ASTM A653 SQ grade 40 steel. with G60 (min.) coaling. Plates shall be applied on both faces of truss at each Job ID: 762P3D\T61 10 Qty 1 - DATE: 9/12/00 SHEET 1 of 1 SPAN: 20- 6- 8 ` Icv+ding and truss configuration to ensure that this design meets or exceeds .in tore�utred by applicable local building codes. Compression chords shall be latera ly braced by the roof or Ocar sheathing. directly attached. unless otherwise rented. Bottom chord bracing shall be a5 noted. Bracing shmvn is for lateral support of individual truss components onl) ur reduce buckling length. It is not wind or lateral load bracing or overall building desiggn bracing m,heh is by others. Refcr m 111B-97 (TPI) for recommendctl truss handling and erection. lNi not apply loads heymid joint. Plate dimensions are listed width x Pength. Slots (holes) in plate shall run parallel to the plate length. Slots in plate shall be oriented as shown on the draw- mg. The plate shall be centered on loim U.N.O. Design assumes that adey..ate rain mage w" be be provided to prevem ponding, and adequate anchorage will be provided resist uplt8 at suppons. The seal it this drawing indicate s acceptance of professional engitxering responsibiliry'solcly for the truss component design shown. Thexuitabdity and use of thiscoinpnnent to,anyy pparticular build ing design is 'hereslmnsihiluy of 'hebuilding dcsigrer, Per AN31/.'PI I-1995 Sect inn ?. KEYMARK ENGINEERING 2905 wilderness P1aCe, STE 202 Boulder, Colorado 80301 KEYsma rt 3 .157 SCALE= 9/32":1' MBR LEN FORCE MBR LEN FORCE MBR FORCE MBR FORCE JT PLATE HORZ VERT ANG JT PLATE HORZ VERT ANG LUMBER SOLUTION 1- 2 4.89 -2274 6- 7 5.44 0 2.- 8 -455 4- 7 -109 1. 3.OX 4.0 6-0 2-0 0 5 3.OX 4.0 3-8 3-8 0 TOP 2X4' DFL -112 2- 3 5.03 -1.854 7- A 7.55 157.3 3- 8 396 S- 7 9'74 2• 1.5X 3.0 3-10 23 f., 1.. 5x 3.0 2-4 3-9 90 'POP PANEL 4- 5 CSI= .606 3- 4 5.03 -814 8- 1 7.41 2193 3- 7 -850 5- 6 -772 S 3.OX 6.0 7 4.OX 7.0 3-8 0 BOT 2X4 DFL -02 4- 5 5.44 -776 3 3.OX 4.0 3-10 15 S 3.OX 6.0 BOT PANEL 8- 1 CSI= .539 9- 1 1.50 14 4 4.OX 5.0 3-8 0 8 3.OX 4.0 3-8 0 WEB 2X4 DFL -Stud JT REACT ACT BRG REQ BRG CANT DEFLECTION 1P 901. - 3.50" 1.50" TOTAL LOAD DEF O PANEL 6 .182" 1 161.H L/DEF=999 L= 246.5 REC CMBR= .26" 6R 792. 3.50" 1.50" TOTAL LOAD HOR DEF = .040" MAX DEF:LL= .090" DL= .108" TL= .182" 1-6-10R 5-0-7 10-0-13 15-1-4 20-6-8 BRACING NOTE:Brace bottom chord O loft OC max -6-0-- -0-7 -0-7 _I- -0-7 I -0-7 I -5-4 or provide lateral brace by properly 3-14 1-8-4 3-0-9 4-4-15 4-41-15 applied rigid ceiling. DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN O/C NO REP BEND • PLATE : EAGLE METAL PRODUCTS -95 '. PLATE DUR INC=1.25 WIND LOAD: 70 MPH DESIGN LOADINGS LOAD CASE 1 TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.25 ' LOAD CASE 2 WIND LOAD: 70 MPH ` m TOP LL TOP DL BOT LL BOT DL INC - 4x5- 3x4- n20.0 14.0 .0 5.0 1.33 4 5 1 SECTION DIR LIVE ' DEAD + 1- 4 Norm -16.0 14.0 T T 4- 5 Norm -10.0 14.0 F 12 -3x4/ 9- 1 Norm -35.0 14.0 3.25 3 LOAD CASE 3 3x6 WIND LOAD: 70 MPH 'n � to o TOP LL TOP DL BOT LL BOT DL INC °� - 1.5x3\20.0 20.0 14.0 .0 5.0 1.33 2 c d SECTION DIR LIVE DEAD 1- 4 Norm -10.0 14.0 4- 5 Norm -10.0 .14.0 j 1 3x4 1 _ - l 9- 1 Norm -10.0 14.0 3x4- 0{0 -7-8-6 5-3-8 15-3-0 20-6-8 1.5x3/ 0;0., �- - A copy of this design shall he furnished m the erection contractor. This weight of erectors until all permanent bracing is in place. Concentration of con- _ is Engineering CA Job ID:762P3D\T62 10 Qty s`1 - design is for an irMwidual building component (a truss). It is based on strucuon loads greater than the design loads shall not be applied to the trusses spectficatioas provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 1 of 1 4400 Campus Drive accordance with the current versions of TPI and NDS design standards. l umber moisture content shall be 19% or less at the time of fabrication, unless No responsibility is assumed for the accuracy of informatinn provided b>, noted otherwise(U.N.O.). Connector plates shall be manufactured h Eagle Metal SPAN: 20- 6- 8 Suite A the truss designer. Dimensions shall be verified by the manufacturer and/or Products (ICBO #4420) from 20, 18, or 16 ga ASTM A653 SQ grade 40 steel. building designer prior to fabrication. The building designer shall review with G60 (min.) coating. Plates shall he applied on both faces of truss at each Ne cap or t Beach. C A 92660 loading aiul vuss couriguration to ensure that this design meets or exceeds joint. Plate dimensions arc listed width z Icn th. Slots (holes) in plate shall non minimum loading regwred by applicable local building codes. Cmnpress inn parallel to the plate length. Slots in plate shall be oriented as shown on the draw- KEYMARK ENGINEERING (9491 752-1612 . chords shall he laterally braced by the roof or Ooor sheathing, directly mg The Plate shall he centered on loin. U.N.O. Design assumes that adequate anaehed. unless otherwise rated. Bouts chord bracing shall be as torted. drainage w'I he Provided to prevent ponding, am) adequate anchorage will Ie 2905 Wilderness Place, STE 202 (9� 9) 752- 5321 Fax a X Bracingg shown is for lateral support of individual cuss compnienis only in provided resist uphh at suplxms. "fhe seal rnt chis drawing indicates accepianee reduce buckling length. It is tat wool or lateral Iwd M1ratingg or overall of professional engineering resports, ports ibility solely for the truss cmnponent desiggn Boulder, Colorado 60301 building design bracing which is by others. Refer to 1118-97 (fPq for shown. The suitandity and use n(this enmlanent for anyy anicular huilding�dcsign KEYsmart 3.157 SCALE= 9/32":1' recommended truss hamming and crectinn. Do nmt apply lands leynnd is the res....M1ility of the building designer, per ANSIlI'RI I-1995 See.mu -. , �- - A copy of this design shall he furnished m the erection contractor. This weight of erectors until all permanent bracing is in place. Concentration of con- _ is Engineering CA Job ID:762P3D\T62 10 Qty s`1 - design is for an irMwidual building component (a truss). It is based on strucuon loads greater than the design loads shall not be applied to the trusses spectficatioas provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 1 of 1 4400 Campus Drive accordance with the current versions of TPI and NDS design standards. l umber moisture content shall be 19% or less at the time of fabrication, unless No responsibility is assumed for the accuracy of informatinn provided b>, noted otherwise(U.N.O.). Connector plates shall be manufactured h Eagle Metal SPAN: 20- 6- 8 Suite A the truss designer. Dimensions shall be verified by the manufacturer and/or Products (ICBO #4420) from 20, 18, or 16 ga ASTM A653 SQ grade 40 steel. building designer prior to fabrication. The building designer shall review with G60 (min.) coating. Plates shall he applied on both faces of truss at each Ne cap or t Beach. C A 92660 loading aiul vuss couriguration to ensure that this design meets or exceeds joint. Plate dimensions arc listed width z Icn th. Slots (holes) in plate shall non minimum loading regwred by applicable local building codes. Cmnpress inn parallel to the plate length. Slots in plate shall be oriented as shown on the draw- KEYMARK ENGINEERING (9491 752-1612 . chords shall he laterally braced by the roof or Ooor sheathing, directly mg The Plate shall he centered on loin. U.N.O. Design assumes that adequate anaehed. unless otherwise rated. Bouts chord bracing shall be as torted. drainage w'I he Provided to prevent ponding, am) adequate anchorage will Ie 2905 Wilderness Place, STE 202 (9� 9) 752- 5321 Fax a X Bracingg shown is for lateral support of individual cuss compnienis only in provided resist uphh at suplxms. "fhe seal rnt chis drawing indicates accepianee reduce buckling length. It is tat wool or lateral Iwd M1ratingg or overall of professional engineering resports, ports ibility solely for the truss cmnponent desiggn Boulder, Colorado 60301 building design bracing which is by others. Refer to 1118-97 (fPq for shown. The suitandity and use n(this enmlanent for anyy anicular huilding�dcsign KEYsmart 3.157 SCALE= 9/32":1' recommended truss hamming and crectinn. Do nmt apply lands leynnd is the res....M1ility of the building designer, per ANSIlI'RI I-1995 See.mu -. MBR LEN FVKCL Mbk LEN FVkr_k; MBk FOkCE mirk FORCE JT PLATE HORZ VERT ANG J1' PLATE HORZ VERT ANG uLUMBER SOLUTION 1- 2 5.56 -2226 6- 7 3.44 0 2- 9 61 3- 7 -1004 1 3.OX 4.0 6-0 2-0 0 5 3.OX 4.0 3-8 3-8 0 TOP 2X4 DFL-42 2- 3 5.70 --1418 7- 8 5.70 1.371 2- 8 -806 4- 7 -137 2 3.OX 4.0 1-12 3-2 15 6 2.OX 3.0 2-8 3-8 90 TOP'PANEL •1- 2 CSI= 3- 4 5.70 -518 8- 9 5.70 2150 3- 8 277 5- 7 824 S 3.OX 6.0 7 3.OX 7.0 3-8 0 .614 BOT 2X4 DFL-#2 1 4- 5 3.44 -489 9- 1 5.56 2150 5- 6 -779 3 3.OX 4.0 1-12 3-2 15 8 3.OX 4.0 1-12 3-8 0 BOT PANEL 8-'9 CSI= 10- 1 1.50 14 4 4.OX 5.0 3-8 0 S 3.OX 6.0 .478 WEB 2X4 DFL-Stud ! 9 1.5X 3.0 3-8 90DEFLECTION JT REACT ACT BRG REQ BRG CANT 1P 901. 3..50" 1..50" _ TOTAL LOAD DEF 0 PANEL 7. _ 1 178.H .201" 'L/DEF=999 L= 246.5 REC CMBR= 611 792. 3.50" 1.50" .26" TOTAL LOAD HOR DEF = .046" MAX DEF:LL= .097" DL= .110" TV= .201" 1-6-IOR5-8-7 11-4-13 17-1-4 20-6-8 BRACING 16-0 1 5-8-7 5-8-7 5-8-7 3-5-4 NOTE:Brace bottom chord m loft OC max or provide lateral brace by properly 3-14 i-1n-6 3-4-15 4-11.-7 4-11-7 applied rigid ceiling. - DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN O/C NO REP BEND PLATE : EAGLE METAL PRODUCTS-95 PLATE DUR INC=1.25 WIND LOAD: 70 MPH t. " DESIGN LOADINGS LOAD CASE 1 TOP LL TOP DL BOT LL BOT DL' INC 20.0 14.0 .0 5.0 1.25 LOAD CASE 2 m WIND LOAD: 70 MPH 4x5- 3x4- TOP LL TOP DL BOT LL BOT DL INC I 20.0 14.0 .0 5.0 1.33 9 5 1 SECTION DIR LIVE DEAD ' «Czi 1- 4 Norm -16.0 14.0 4- 5 Norm -10.0 14.0 - 12 3x4/ 10-. 1 Norm -35.0. 14_.0 r� 3.25 V 3 LOAD CASE 3 3x6 WIND LOAD: 70 MPH t r r TOP LL.TOP DL BOT LL BOT DL INC.' � 3x4/ 20.0 14.0 .0 5.0 1.33 2 SECTION DIR LIVE DEAD _ 1- 4 Norm -10.0 14,0- 4.0- 4- 4- 5 Norm -10.0 14.0 3x4- 1 'Norm -10.0 14.0 1 10 1 .10- T 9 B 7 1.5x3/ t 3x4- 3x7- 2x3/ _ 3x6 .O-n _ 00 050 010 0-0 4 5-8-7 5-8-7 5-10-3 3-3-8 5-8-7 11-4-13 17-3-0 20-6-8 � ry is Engineering CA A copy, of this design sbe furnished to the erection contractor. This design is for an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- struction loads (ban the design loads be Job ID; 762P3D�T63hall 10 Qty 1 , WU� specifications provided by the component manufacturer and performed in accordance with the current versions TPI NDS design greater shall not applied to the trusses at anyy time. Trusses shall be handled with care prior to erection to avoid damage. - DATE; 9/12/00 SHEET 1 of 1 - .{ 4 Q00 Campus Drive v e of and standards. No responsibility is assumed for information Lumtxr moisture content shall be 19% or less at the time of fabrication, unless Suite the accuracyof provided by the truss designer. Dimensions shall be veried by the manufacturer and/or noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal . Products (ICBO #4420) from 20. 18, or 16 ASTM A653 SQ 40 SPAN; 20- 6- 8 A building designer prior to fabrication. The building designer shall review ga grade steel. with G60 (min.) coaling. Plates shall be applied on both faces of truss at each Newport Beach C A 92660 Inading and truss configuration m ensure that (his design meets or exceeds joint. Plate dimensions are listed width x length. Slots (holes) in plate shall run • (9491 752-1612 minimum loading required by applicable local building codes. Compression chords shall be laterally braced by the roofrn Door sheathing directly parallel m the plate length. Slots in plate shall be oriented as shown on the draw- mg. 'f he plate shall he centered on joint U.N.O. Design assumes that adequate ' KEYMARK ENGINEERING attached. unless otherwise torted. Bottom chord bracing shall be as noted. drainage will be provided to prevent ponding, and adequate anchorage will be 2905 Wilderness Place, STE 202 (9,d 9) 752-5321 Fax nracing shown is for lateral support of iiutividual truss components only to reduce buckling length. k is not word or lateral laid hrac mRg, or overall - provided resist uplift at supports. The seal on dtis drawing indicates acceptaiuc of engineering for Boulder,Colorado 80301 building design bracing which is by others. Refer to Hln-97 (1'PI) for . professional responstbdity solely the truss eompotrcot design shown. The suitabdny, anA use of this component for anyy pparticular building design recommendc truss handling and erection. Do tint apply loads beyond is theresponsibility of the building designer• ANSI/fPI I-1995 Scaimt 2. KEYsmart 3.157 SCALE= 9/32":l' per 3x4- 3x4 - 3x6 - R t 3x7- 2x3/ 0;0• 040 040 0-0 6-4-7 6-4-7 6-6=3 1-3-8 6-4"-7 12-8-13 19-3-0 20-6-8 ' � e G(iUYis Engineering CA 4 400 Campus s Or 1 v e Q 'Suite A New or t Be a e h • C A 92660 D (949) 752' i 6 2 (949) 7rJ2-rJ 32 F a X A copy of this desi n shall he furnished to the erection contractor. This design is for an individual building component (a truss). It is based on specifications provided by the component manufacturer and performed in accordance with the current versions of TPI and NDS design standards. No responsibility, is assumed for the accuracy of information provided b> the truss designer. Dimensions shall be verified by the manufacturer and/or Win, designer prior to fabrication. The building designer shall review Imding and truss configuration to ensure that this design meets or exceeds minimum Inreyutred by applicable local building codes. Compression chords shall be laterally braced by the roof or floor sheathing directly attached. unless otherwise noted. Bottom chord bracing shall the as noted. Bracing shown is for lateral support of individual truss components only to reduce buckling length. It is not wind or lateral load bracingg or overall building desiggn bracing which is by others. Refer to HIB -97 (TPI) for recmnmended truss handling amt erection. Do hot apply Imds beyond -weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses at any time. Trusses shall be handled with care prior to erection to avoid damage. Lumber moisture content shall be 19% or less at (he time of fabrication. unless noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (ICRO #4420) from 20. 18, or 16 gn ASTM A653 SQ grade 40 steel• with G60 (min.) coating. Plates shall bei plied on both faces of truss at each joint. Plate dimensima are listed width x length. Slots (holes) in plate shall run -parallel m the plate length. Slots in plate shall be oriented as shown on the draw- mg. The plate shall he centered onjoint U.N.O. Design assumes that adequate drainage will be provided to prevent ponding, and adequate anchorage will be provided resist uplift at supports. The seal on this drawing indicates acce iatn e of professional engineering responsibility solely for the truss componeni design shown. The suitability an( I use of this component for anyy pparticular building design is the responsibility of the building designer, per ANSI/TPI 1-1995 Section 2. Job - ID; 762P3D\T64 10.- Qty 1 DATE- 9/12/00 SHEET 1 of 1 SPAN: 20- 6- 8 KEYMARK ENGINEERING 2905 Wilderness Place, STE 202 Boulder, Colorado 80,301 . KEYSmart 3 . 157 SCALE= 9/32":l' SECTION DIR LIVE DEAD 1- 5 Norm -16.0 14.0 MBR LEN FORCE Mbk LEN FORCE MBH FORCE Mbk FORCE J'1' 4 PLATE HORZ VERT ANG J•1' PLATE HORZ VERT ANG LUMBER SOLUTION. 1- 2 4.63 LOAD CASE 3 -2314 7- 8 1.44 0 2-10 -375 4- 8 -91.7 1 3.OX 4.0 6-0 2-0 0 6 .3.OX 4.0 3-8 3-8 0 iTOP 2X4 DFL -#2 2- 3 4.78 •" -2009 8- 9 6.37 91.7 3-1.0 461 5- 8 -123 2 1.5X 3.0 3-10 32 7 2.OX 3.0 2-8 3-8 90 TOP'PANEL 2- 3 CSI= -:438 3- 4 4.78 -1144 9-1.0 6.37 1581. 3- 9 -612 6- 8 777. S 3.OX 6.0 8 3.OX 7.0 3-8 0 BOT 2X4 DFL -#2 4- 5 4.78 11- 1 Norm' -10.0 14.0 " -222 10- 1 6.27. 2.232 4- 9 497 6- 7 -792 3 3.OX 4.0 3-10 15 9 3.OX 4.0 `3-8 0 BOT PANEL 10- 1 CSI= .499 5- 6 1.44 -205 4 3.OX 4.0 3-10 15 S 3.OX 6.0 ` WEB 2X4 DFL -Stud 11- 1 1.50 13 5 4.OX 5.0 3-8 0 1.0 3.OX 4.0 3-8 0 DEFLECTION JT REACT ACT HRG REQ BRG CANT TOTAL LOAD DEF O PANEL Ey = .185" 1P 901. 3.50" 1.50" L/DEF=999 L= 246.5 REC CMBR= .26" 1 195.H TOTAL LOAD HOR DEF = .043" 7R 792. 3.50" 1.50" MAX DEF:LL= .090" DL= .102" TL= :185" BRACING 1-6-1OR 4-9-5 9-6-10 14-3-15 19-1-4 20-6-8 NOTE:Brace bottom chord O loft OC max 1-6-0 4-9-5 4-9-5 4-9-5 4-9-5 1-5-4 or provide lateral brace by properly I applied rigid ceiling. 3-14 1-7-6 2-10-14 4-2-7 5-5-15 5-5-15 DESIGN CRITERIA - ANSI/TPI 1-1995 ❑ = SPACING 24.0 IN O/C'NO REP.BEND. - PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 WIND LOAD: 70 MPH DESIGN LOADINGS LOAD CASE 1 TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.25 LOAD CASE 2 co WIND LOAD: 70 MPH - 4x5- 3x4- TOP LL TOP DL BOT LL BOT DL INC 5 6 iL 20.0 14.0 .0 5.0 1.33 3x4- 3x4 - 3x6 - R t 3x7- 2x3/ 0;0• 040 040 0-0 6-4-7 6-4-7 6-6=3 1-3-8 6-4"-7 12-8-13 19-3-0 20-6-8 ' � e G(iUYis Engineering CA 4 400 Campus s Or 1 v e Q 'Suite A New or t Be a e h • C A 92660 D (949) 752' i 6 2 (949) 7rJ2-rJ 32 F a X A copy of this desi n shall he furnished to the erection contractor. This design is for an individual building component (a truss). It is based on specifications provided by the component manufacturer and performed in accordance with the current versions of TPI and NDS design standards. No responsibility, is assumed for the accuracy of information provided b> the truss designer. Dimensions shall be verified by the manufacturer and/or Win, designer prior to fabrication. The building designer shall review Imding and truss configuration to ensure that this design meets or exceeds minimum Inreyutred by applicable local building codes. Compression chords shall be laterally braced by the roof or floor sheathing directly attached. unless otherwise noted. Bottom chord bracing shall the as noted. Bracing shown is for lateral support of individual truss components only to reduce buckling length. It is not wind or lateral load bracingg or overall building desiggn bracing which is by others. Refer to HIB -97 (TPI) for recmnmended truss handling amt erection. Do hot apply Imds beyond -weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses at any time. Trusses shall be handled with care prior to erection to avoid damage. Lumber moisture content shall be 19% or less at (he time of fabrication. unless noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (ICRO #4420) from 20. 18, or 16 gn ASTM A653 SQ grade 40 steel• with G60 (min.) coating. Plates shall bei plied on both faces of truss at each joint. Plate dimensima are listed width x length. Slots (holes) in plate shall run -parallel m the plate length. Slots in plate shall be oriented as shown on the draw- mg. The plate shall he centered onjoint U.N.O. Design assumes that adequate drainage will be provided to prevent ponding, and adequate anchorage will be provided resist uplift at supports. The seal on this drawing indicates acce iatn e of professional engineering responsibility solely for the truss componeni design shown. The suitability an( I use of this component for anyy pparticular building design is the responsibility of the building designer, per ANSI/TPI 1-1995 Section 2. Job - ID; 762P3D\T64 10.- Qty 1 DATE- 9/12/00 SHEET 1 of 1 SPAN: 20- 6- 8 KEYMARK ENGINEERING 2905 Wilderness Place, STE 202 Boulder, Colorado 80,301 . KEYSmart 3 . 157 SCALE= 9/32":l' SECTION DIR LIVE DEAD 1- 5 Norm -16.0 14.0 3x4/ 5- 6 Norm -10.0 14.0 4 11- 1 Norm -35.0 14.0 12 LOAD CASE 3 3.25 D 3x4/ WIND LOAD: 70 MPH 3x6 TOP LL TOP DL BOT LL BOT DL INC °` •" 3 un un •20.0 14.0 ..0 5.0 1.33 o v SECTION DIR LIVE DEAD - ,,, 1.5x3\ 1- 5 Norm -10.0 14.0 2 5- 6 Norm -10.0 14.0 ' •' ''n 3x4- a 11- 1 Norm' -10.0 14.0 " 3x4- 3x4 - 3x6 - R t 3x7- 2x3/ 0;0• 040 040 0-0 6-4-7 6-4-7 6-6=3 1-3-8 6-4"-7 12-8-13 19-3-0 20-6-8 ' � e G(iUYis Engineering CA 4 400 Campus s Or 1 v e Q 'Suite A New or t Be a e h • C A 92660 D (949) 752' i 6 2 (949) 7rJ2-rJ 32 F a X A copy of this desi n shall he furnished to the erection contractor. This design is for an individual building component (a truss). It is based on specifications provided by the component manufacturer and performed in accordance with the current versions of TPI and NDS design standards. No responsibility, is assumed for the accuracy of information provided b> the truss designer. Dimensions shall be verified by the manufacturer and/or Win, designer prior to fabrication. The building designer shall review Imding and truss configuration to ensure that this design meets or exceeds minimum Inreyutred by applicable local building codes. Compression chords shall be laterally braced by the roof or floor sheathing directly attached. unless otherwise noted. Bottom chord bracing shall the as noted. Bracing shown is for lateral support of individual truss components only to reduce buckling length. It is not wind or lateral load bracingg or overall building desiggn bracing which is by others. Refer to HIB -97 (TPI) for recmnmended truss handling amt erection. Do hot apply Imds beyond -weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses at any time. Trusses shall be handled with care prior to erection to avoid damage. Lumber moisture content shall be 19% or less at (he time of fabrication. unless noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (ICRO #4420) from 20. 18, or 16 gn ASTM A653 SQ grade 40 steel• with G60 (min.) coating. Plates shall bei plied on both faces of truss at each joint. Plate dimensima are listed width x length. Slots (holes) in plate shall run -parallel m the plate length. Slots in plate shall be oriented as shown on the draw- mg. The plate shall he centered onjoint U.N.O. Design assumes that adequate drainage will be provided to prevent ponding, and adequate anchorage will be provided resist uplift at supports. The seal on this drawing indicates acce iatn e of professional engineering responsibility solely for the truss componeni design shown. The suitability an( I use of this component for anyy pparticular building design is the responsibility of the building designer, per ANSI/TPI 1-1995 Section 2. Job - ID; 762P3D\T64 10.- Qty 1 DATE- 9/12/00 SHEET 1 of 1 SPAN: 20- 6- 8 KEYMARK ENGINEERING 2905 Wilderness Place, STE 202 Boulder, Colorado 80,301 . KEYSmart 3 . 157 SCALE= 9/32":l' MBR LEN FORCE MBR LEN FORCE MBR FORCE MBR FORCE JT PLATE HORZ VERT ANG JT PLATE HORZ VERT ANG LUMBER SOLUTION 1- 2 4.99 -2286 6- 7 6.85 '769 2- 8 -414 4- 7 538 1. 3.OX 4.0 6-0 2-0 0 5 I.SX 3.0 1-12 4-2 90 TOP 2X4 DFL-#2 2- 3 5.14 -1951 7- 8 6.85 1486 3- 8 510 4- 6 -991 2 1.5X •3.0 3-10 33 6 3.OX 4.0 3-8. 3-8 0 TOP PANEL 2-.3 CSI= .428 3- 4 5.14 -1006 8- 1 6.70 2206 3- 7 -661 5- 6 -1.39 S 3.OX 6.0 7 3.OX 4.0. 3-8 0 BOT 2X4 DFL-#2 4- 5 5.14 -22 3 3.OX 4.0 3-10 15 S 3.OX 6.0 BOT PANEL 8-.1 CSI= .497 9- 1 1.50 13 t 4 3.OX 4.0 3-10 15 8 3.OX 4.0 3-8 0 WEB 2X4 DFL-Stud JT REACT ,ACT BRG REQ BRG. CANT t DEFLECTION 1P 901. 3.50" 1.50" TOTAL LOAD DEF © PANEL 6 = .180" 1 208.1-1 L/DEF=999 L= 246.5 REC CMBII= ,.26" 611 792. 3.50" 1..50" ^ TOTAL LOAD HOR DEF = .0411. MAX DEF:LL= .090" DL= .100" TL= .180" BRACING 1-6-1OR 5-1-10 10-3-4 15-4-14 20-6-8 NOTE:Brace bottom chord O loft OC max 16-0 5-1-10r- 5-1-10 5-1-10 5-1-10 or provide lateral brace by properly 3-14 1-8-9 3-1-4 4-5-155-10-10 applied rigid ceiling. DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN O/C REP BEND PLATE : EAGLE METAL PRODUCTS-95 PLATE DUR INC=1.25 WIND LOAD: 70 MPH DESIGN LOADINGS LOAD CASE 1 TOP LL TOP DL BOT LL BOT DL INC 0 20.0 14.0 .0 5.0 1.25 rt LOAD CASE 2 1.5x3/ WIND LOAD: 70 MPH - 5 j TOP LL TOP DL BOT LL. BOT DL INC 1 20.0 14.0 .0 15.0 1.33 SECTION DIR LIVE DEAD 3x4/ 1- 5 Norm 16.0 14.0 q 9- 1 Norm -.35.0 14.0 LOAD CASE 3 12 WIND LOAD: 70 MPH 3.25 - 3x6 3x4/ TOP LL TOP DL BOT LL BOT DL INC o 3 0 0 20.0 14.0 .0 5.0 1.33 a SECTION DIR LIVE DEAD 1- 5 Norm -10.0 14.0 • n un 1.5x3\ u 2 a 9- 1 Norm -10.0 14.0 1 - 9 ---- 8 7 3x4- 3x4- 3x4- 3x6 02 010 0;0 0-0 6-10-3 6-10-36-10-3 ^ 6-10-3 13-8-5 20_6_8 3 ;r �jp� Engineering_ CA A c of this dein shall be furnished t the erectioncontractor.This copy 5 s o e o .I design is for an individual building component (a truss). It is based on w i h r t r until II permanent Concentration eight t of a ds o s u t I a pe anent bracing is in place. C lied to th n asses • struction loads greater than the design loads shall rat be applied to the trusses - Job ID:762P3D�T65_10 Qty 5 k - UUUvis specifications provided by the component manufacturer and performed in TPI NDS design at any time. Trusses shall be handled with care prior to erection to avoid damage. Lumber DATE: 9/12/00 - SHEET 1 of 1 '9 '- 4 400 Campus S Df ] V e A accordance with the current versions of and standards. No is for the information by moisture content shall be 19% or less at the time of fabrication, unless Connector be by Eagle Metal responsibility assumed accuracy of provided the truss designer. Dimensions shall be verified by the manufacturer and/or noted otherwise(U.N.O.). plates shall manufactured Products (ICRO #4420) from 20, 18, or 16 ASTM A653 SQ grade 40 steel, SPAN: 20- 6- S. Suite A building designer prior to fabrication. The building designer shall review ga with G60 (min.) coating. Plates shall be applied on both faces of truss at each loading a d truss configuration to ensure that this design meets or exceeds arc listed width x Pength. Slots (holes) in Plate shall run joint. Plate dimension"' Newport Be a e h. C A 92660 minimum loading required by applicable local building codes. Compression 'parallel m the plate length. Slots in plate shall he oriented as shown on the draw- KEYMARK ENGINEERING Clio, ds shall be laterally braced by the roof or Boor sheathing directly mg. The plate shall be centered on Joint IJ. N.O. Design assumes that adequate (949) 752-1612 mtached. unless otherwise noted. Bottum chord bracing shalbe as torted. drainsgc will be m and adequate anchorage will be 2905 Wilderness Place, STE 202 Rracing shown is for lateral support of individual truss components only to Provided Prevent ponding, provided resist uph(t at supPons. The seal on this drawing indicates acceptante (949) 752-532 ] F a X reduce bucklin len th. It is not wed or lateral load bracingR or ovemu' of rofessional en sneering res nsibilh sole) for the truss corn neat deli n Boulder, Colorado 80301 building design bracing which is by others. Refer to Ii IR-97 (TPI) for shtiwn. The suitability , useo(Ihis Co.for anyy PPaniculaiobuilding design " KEYsmart 3.157 SCALE= 9/32":l' recommended truss handling and erection. Do not apply hinds heyond is the responsibility of the building designer, per ANSI7TP1 I-1995 Section 2. MER LEN FORCE MIeR LEN FURZE MBR FORCE Mblt FOP" _E J•I' PLATE HORZ VERT ANG JT• PLATE HORZ VERT ANG LUMBER SOLUTION ' I- 2 4.99 -2595 6 7 6.85 7.:1.1.9 2 8 .1126 4 '1 4119 .1. 1. tlx 11.0 6-0 2 -0 (1 .I..!;x 3.(1 1-1.2 4-2 '!)o 'I'UP 2X4 DFS -2850/2.3 2- 3 5.14 -2253 7- 8 6.85 1764 3- 8 524 4- 6 -1443 2. 1.5X 3.0 3-1.0 33 6 3.0x 4.0 3-8 3-8 0 TOP PANEL 4- 5 CSI= .572. 3- 4 5.14 -1336 8- 1, 6.70 2504 3- 7 -591 5- 6 -422 S 3.OX 6.0 7 3.OX 4.0 3-8 0 BOT 2X4 DFL -42 4- 5 5.14 -22 3 3.OX 4.0 3-10 .15 S' 3.OX 6.0 BOT PANEL 8- 1 CSI= .565 9- 1 1.50 1.3 4 3.OX 4.0 3-10 1.5 8 3.OX 4.0 3-'8 0 WEB 2X4 DFL -Stud JT REACT ACT BRIG REQ BRG, CANT DEPLECTION 1P 983. 3.50" 1..50" TOTAL, LOAD DEF P PANEL 6 = .179" 1 208.H 6/DEF=999 L= 246.5 REC.CMBR= .26" 611 1361. 3.50" 1.50" TOTAL LOAD HOR DEF = .052" ---- ----------- ------------ MAX DEF:LL= .070" DL= .116" TL= .179" ---.-- _._ BRACING 1-6-100 5-1-10 10-3-4 4 20-6-8 T -brace designed by others F 1 -6 -OT 5-1-10 ___ 5-1-10 I 5- - 5-1-1 1 5-1-10 NOTE:Brace bottom chord ® 10ft OC max 3-14 1-8-9 3-1-4 4-5-15 5-10-10 or provide lateral brace by properly applied rigid ceiling: DESIGN CRITERIA - ANSI/TPI 1-1995 4 SPACING 24.0 IN O/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 WIND LOAD: 70 MPH DESIGN LOADINGS LOAD CASE 1 o TOP LL TOP DL BOT LL BOT DL INC + 20.0 14.0 .0 5.0 1.25 1.5x3/ 5 M SECTION DIR LIVE DEAD 4- 5 Vert 3.9 93.5 111 LOAD CASE 2 T WIND LOAD: 70 MPH 3x4/ I TOP LL TOP DL BOT LL BOT DL INC 4 20.0 14.0 .0 5.0 1.33 SECTION DIR LIVE DEAD 12 1- 5 Norm -16.0 '14.0 - 3.25 3x6 3x4/ 9- 1 Norm -35.0 14.0 3 0 o LOAD =CASE, 3 o - WIND.LOAD: 70 MPH rn � o o TOP LL TOP DL BOT LL BOT DL INC n 1.5x3\ * a 20.0 14.0 .0 5.0 1.33 2 SECTION DIR LIVE DEAD 1- 5 Norm -10.0 14.0 9- 1 Norm -10.0 14.0 0-0 Gwis Engineering, CA 4400 Campus Orive Suite A Newport Beach. CA 92660 (949) 752-1612 (949) 752-5321 Fax 3x4- '3x4 - 3x6 ;0 6-10-3 6-10-3 6-10-3 13-8-5 A copy of this desiggn shall be furnished to rhe erection contractor. This w design is (or an individual building component (a truss). It is based on st specifications provided by the component manufacturer and performed in at .accordance with the current versions of TPI and NDS design standards. L No responsibility is assumed for the accuracy o(infonnatin pmviAcA hy m the truss designer. Dimensions shall be verified by the manufacturer and/or R building desigtur prior to fabrication. The building Aesigner shall review w loading and truss configuration to ensure that this design meets nr exceeds jr minimum "ding "ding reytrued by applicable local building codes. Compression p: chords shall be laterally braced by the roof or nonr sheathing. directly In attached, unless otherwise noted. Bottom chord bracing shall he as rated. do Bracing shown is for lateral support of individual truss components only to pn reduce buckling length. It is not wind or lateral load, bracing or overall of I uilding design bracing which is by others. Refer m I IIR-9g1 (TPI) for sl recommended muss handling and crertinn. IAr nm apply Inads beyond is 3x4- t 0-0 0-0 6-10-3 20-6-8 7+. IN of erectors until all permanent bracing is in place. Concentration of con- Job ID: 762P3D\T66 10 Qty 1 t :tion loads greater than the design loads shall not be applied to the trusses - tyy time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 1 of 1 iber moisture content shall be 19% or less at the time of fabrication. unless d otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal SPAN: 20- 6- 6 luets (ICRO #4420) from 20, Ig, or 16 ga ASTM A653 SQ grade 40 steel, G60 (min.) coating. Plate% shall be app lied on both faces of truss at each - Plate dimensions are listed width x length. Slots (holes) in plate shall run Ilei to the plate length. Slots in plate shall be oriented as shown on the draw- KEYMARK ENGINEERING The plate shall be centered onlotut U.N.O. Design assumes that adequate legge will he provided to prevent ponding, and adequate anchorage will be 2905 Wilderness Place, STE 202 idcd resist uplift at supports. The seal on this drawing indicates acceptance Boulder, Colorado 80301 vfessional engineering responsibility solely for the truss component design vn. The suitability ant use of this component for any particular building design KEYsma rt 3 .157 SCALE= 9/32":l' c responsibility of the huilding design199 designer. per ANSVITI I-5 Section _. MBR' LEN FORCE MBR LEN FORCE MBR FORCE MBR FORCE JT 7-0-3 7-0-3 7-0-3 PLATE HORZ VERT ANG JT PLATE HORZ VERT'ANG LUMBER SOLUTION 1- 2 5.11 -2652 6- 7 '7.01. 1.134 2- 8 -439 4- 7 503 1 3.OX 5.0 at any time. Trusses shall be handled with care prior to erection to avoid damage. 6-0 2-0 0 5 .1.5X 3.0 1-12 4-2 90 TOP-: 2X4 DFS -2850/2.3 2- 3 5.26 -2300 7- 8 7.01 1797 3-.8 540 4- 6 -1462 2 1.5X 3.0 joint. Plate dimensions are listed width s length. Slots (holes) in plate shall run 3-10 33 6 3.OX 4.0 3-8 3-8 0 TOP :,PANEL .4- 5 CSI= .5067 3- 4 5.26 -1356 8- 1 6.87 2560 3- 7 -609 5- 6 -421 S 3.OX 6.0 o(profese iounl engineering responslity solely for the truss enol...... design "rbc for , 7 3.OX 4.0 3-8 0 HOT' '2X4 DFL -N2 4- 5 5.26 -2.3 3 3.OX 4.0 3-10 15 S 3.OX 6.0 ' BOT PANEL 8- 1 CSI= .5651 9- 1 1.50 13 4 3.OX 4.0 3-10 15 8 3.OX 4.0 3-8 0 WEB 2X4 DFL -Stud JT REACT ACT BRG REQ BRG CANT DEFLECTION 1P 1001. 3.50" 1.50" TOTAL LOAD DEF 0 PANEL 6 = .187" 1 212.H L/DEF=999 L= 252.5 REC CMBR= .26" 611 1372. 3.50" 1.50" TOTAL 'LOAD HOR DEF '= .054" MAX DEF:LL= .074" DL= .121" TL= .187" BRACING 1-6-1OR 5-3-2 10-6-4 15-9-6 .21-0-8 CONT.IX 4 LAT BRC NAIL W/2- 8d COM 1 1-6=01 5-3-2 _F- 5-3-2 _ I 5-3-2 I 5-3-2 NOTE:Brace bottom chord @ lOft OC max 3-14 1-8-15 3-2-1 4-7-2 6-0-4 or provide lateral brace by properly applied rigid ceiling. DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN O/C REP BEND PLATE a EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 ' WIND LOAD: 70 MPH DESIGN LOADINGS LOAD CASE 1 a TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.25 1.5x3/ SECTION DIR LIVE DEAD ti 5 4- 5 Vert 3.8 91.2 LOAD CASE'2 WIND LOAD:' 70 MPH 3x4/ TOP LL TOP DL'BOT LL BOT DL INC 4 20.0 14.0 .0 5.0 1.33 SECTION DIR LIVE DEAD 12 1- 5 Norm -16.0 14.0 3.25 3x6 3x4/ 9- 1 Norm -35.0 .14.0 ' v 3 LOAD CASE 3 - .�-t o WIND LOAD: 70 MPH . d, � o o TOP LL TOP DL BOT LL BOT DL INC 1.5x3\ �� '� m " 20.0 1.4.0 .0 5.0 1.33 . J''� - SEC'T'ION DIR LIVE DEAD 1-,5 Norm. -10.0 14.0 9- 1 Norm -10.0 14.0 9 3x5- --- = - I LL 3x4- 3x4- 3x4 - 3x6 V 010 ' Wis Engineering, CA 4400 Campus Drive Suite A Newport Beach. CA 92660 (949) 752-1612 -(9491 752-5321 Fax - 010 010 0 0 7-0-3 7-0-3 7-0-3 7-0-3 14-0-5 21-0-8 A copy of this design shall be furnished to the erection contractor. This weight of erectors until all permanent bracing is in place. Concentration of con- Job ID:762P3D\T67 10, Qty " 6 design is (or an individual building component (a truss). It is based on struction loads greater than the design loads shall not be applied to the trusses - - specification.% provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 1 of 1 accordance with the current versions of TPI and NDS design standards. Lumber moisture content shall be 19% or less at the time of fabrication, unless .. No responsibility is assumed for the accuracy o(in(ormation provided by Tor noted rnherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal SPAN: 21- 0- 8 S. the truss designer. Dimensions shall be verified by the mxnu anurer a building designer prior to fabrication. 'rhe building designer shall review Products (ICBG #4420) from 20. 18, or 16 ga ASTM A653 SQ ggrade 40 steel, with G60 (min.) coating. Plates shall be applied on both faces of truss at each loading and truss configuration to ensure that this design meets or exceeds joint. Plate dimensions are listed width s length. Slots (holes) in plate shall run - minimum loading regwred by applicable local building codes. Compression be laterally braced by the nor directly parallel ro the plate length. Slots inplate shall he oriented as shown on the draw- The be IJ. N.O. Design KEYMARK ENGINEERING - chords shall roof or sheathing, auached, unless oherwise rated. Bottom chord bracing shall be as noted. mg. plate shall centered on Joint assumes that adeytate drainage u•ull be provided to prevent ponding, and adequate arncM1orage will be 2905 Wilderness Place, STE 202 Bracing shown is for lateral support of individual truss components only to provided resist up1i0 at supports. The seal on this drawing indicates acceptance Boulder Colorado 80301 reducebuckling length. h is not wind or lateral load bracing or overall building design hracmg is by Refer IIIB-9 for o(profese iounl engineering responslity solely for the truss enol...... design "rbc for , which otherx. m (TPI) rrconunendet truss lnaiulling and erection. Do not apply loads heyo d shown. suitability mil use of this enmpoucm anv''arucular M1uilding design is the r 'pnnsnhility the bolding desigrher, ANSI/rSection 2. KF,1'ema rC .3.1.:57 SCALE= 9/32":1' of per MBR LEN FORCE MBR LEN FORCE MBR FORCE MBR FORCE JT PLATE HORZ VERT ANG JT PLATE HORZ VERT ANG LUMBER SOLUTION 1- 2 5.11 -2343 6- 7 7.01 787 2- 8 -42.2 4- 7 551. 1 3.OX 4.0 6-0 2-0 0 5 1.5X 3.0 1-1.2 4-2 90 TOP 2X4 DFS -2850/2.3 2- 3 5.26 -2001. 7- 8 7.01 1524 3- 8 .57.5 4- 6 -1.015 7. 1.5X 3.0 3-1.0 33 6 3.OX 4.0 3-8 3-8 0 TOP PANEL 2- 3 CSI= .233 3- 4 5.26 -1030 B- 1 6.87 2262 3- 7 -680 5- 6 -142 S 3.OX 6.0 7 3.OX 4.0 3-8 0 BOT 2X4 DFL -112 4- 5 5.26 -23 3 3.OX 4.0 3-10 15 S 3.OX 6.0 BOT PANEL8- 1 CSI= .529 9- 1 1.50 . 13 4 3.OX 4.0 3-1.0 15 8 3.OX 4.0 3-8 0 WEB 2X4 DFL -Stud JT REACT ACT BRG REQ BRG CANT DEFLBCTION 1P 921. 3.50" 1.50't TOTAL LOAD DEF O PANEL 6 = .162" 1 212.H L/DEF=999 L= 252.5 REC CMBR= .26" 611 811. 3.50" 1.50" r TOTAL LOAD HOR DEF = .045" MAX DEF:LL= .080" DL= .093" TL= .162" 1-6-1OR 5-3-2 10-6-4 15-9-6 21-0-8 BRACING NOTE:Brace bottom chord O loft' OC max 1-6-01 5-3-2 -� 5-3-2 5-3-2 5-3-2 or provide lateral brace by properly 3-14 1-8-15 3-2-1 1 4-7-2 6-0-4 applied rigid ceiling. DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN O/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 WIND LOAD: 70 MPH DESIGN LOADINGS LOAD CASE 1 TOP LL TOP DL BOT LL BOT DL INC 0 20.0 14.0 .0 5.0 1.25 LOAD CASE 2 • • - 1.5x3/ nI WIND LOAD: 70 MPH 5 1 TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 SECTION DIR LIVE DEAD 3x4/ 1- 5 Norm -16.0 14.0 4 9- 1 Norm -35.0 14.0 LOAD CASE 3 12 WIND LOAD: 70 MPH 3.25 3x6 3x4/ TOP LL TOP DL BOT LL BOT DL INC d o 3 c d 20.0 14.0 .0 5.0 1.33 0 0 o SECTION DIR LIVE DEAD v 1- 5 Norm -10.0 14.0 - 1..5x3\ 2 1O rO 9- 1 Norm -10.0 14.0 1 3x4- 1 9 T 8 7 3x4- _ 3x4- 3x4 - 3x6 Oro 010 010 0 0 . . 7-0-3 7-0-3 7-0-3 7-0-3 14-0-5 • 21-0-8 + Gouvis Engineering CA" A copy of this desiggn shall be furnished to the erection contractor. This design is for an in dvidual budding component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- struction loads than the design loads shall not be applied to the trusses Job ID: - 762P3D\T68 10 Qty 2- specifications provided by the component manufacturer and performed in with TPI NDS design greater at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 1 Of 1 . 4400 Campus Drive accordance the current versions of and standards.' No is for informationprovided lumber moisture content shall be 19% or less at the time of fabrication, unless responsibility assumed the accuracy of byp the truss designer. Dimensions shall be verified by the manufacturer and/or noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (ICBG #4420) from 20, 18, or 16 ASTM A653 SQ 40 SPAN: 21- 0- 8 Suite A building designer prior m fabrication. The building designer shall review ga grade steel, with G60 (min.) coating. Plates shall be applied on both faces of truss at each Newport Beach, CA 92660 loading and truss configuration to ensure drat this design meets or exceeds minimum loading required by applicable local building codes. Compression joint. Plate dimensions are listed width x length. Slots (holes) in plate shall run t0 the length. Slots in be (949) 752- 1612 chords shall be laterally braced by the rmfor Ooor sheathing directly parallel plate plate shall oriented as shown nn the draw- mg The plate shall be centered nn )pint U.N.O. Design assumes drat adequate KEYMARK ENGINEERING - anached. unless otherwise noted. Bonom chord bracing shall•be as noted. Hinting is for lareml individual drainage will be provided to #nevem ponding, aid adequate anchorage will he 2905 Wilderness Place, STE 202 (949) 752-5321 F a X shown suppnn of truss components only un reduce buckling length. It is tun svmd or lateral Inad bracingg or overall' provided resist uPhft at s"Plmrts. The seal on sr.,itxlicatcs accepmace of engu coring for Boulder,Colorado 80301 building desiggn hraemg'whnch is by ohers. Refer to FIIH-97 (PPI) for reconnmended truss handling and erection. Dn iml apply loads beyond professional responsibility solely the truss compnnem deli n shown. The suitabtlny aixl use 0f this component for anyy pparticular building design rs the responsibility of the building designer. Per ANSI/f PI I-1995 Section 2. KEYsmart 3.157 SCALE= 9/32":l' MBR LEN FORCE MBR LEN FORCE MBR FORCE MBR FORCE JT PLATE HORZ VERT ANG JT PLATE HORZ VERT ANG 1- 2 4.71 -463 4- 5 4.71 465 1- 6 -518 2- 5 -249 I. 3.OX 4.0 3-8 4-12 1.5 4 3.OX 4.0 3-8 3-8 0 2- 3 4.71 -20 5- 6 4.71. -82 1.- 5 556 2- 4 -634 2 4.OX 4.0 1-12 5-4 15 5 .3.OX 4.0 1712 3-8 0 3- 4 -426 3 1..5X 3.0 1-12 6-3 90 6 1.5X 3.0 1-12 3-8 .90 JT REACT ACT BRG REQ BRG CANT 6P 537. 3.50" 1,.50^ 6 82.H 411 876. 3.50" 1.50" 4 -10.0 4-8-8 4-8-8 3-5-10 4-8-15 9-5-0 4-8-8 6-0-4 1.5x3/ 3 1 0-0 010 0-0 4-8-8 4-8-8 4-8-8 9-5-0 6ouvis Engineering, CA 4400 Campus Drive Suite A Newport Beach;- CA•92660 (949) 752-1612 (949) 752-5321 Fax A copy of (Ills dentgn shah he turmshed to the erection contractor. This Resign is (or an individual building component (a truss). It is based on Spec,fncations provided by the component manufacturer and performed in accordance with the current versions of TPI and NDS design standards. No responsibility is assumed for the accuracy of informationprovided by the truss designer. Dimensions shall be verified by the manufacturer and/or building designer prior to fabrication. The building designer shall review loading and truss configuration to ensure that this design meets or exceeds minimum loading required by nPplicable local building codes. Compression chords shall be laterally braced by the rador floor sheathing directly attached, unless otherwise noted. Bottom chord bracing shall he as noted. Bracing shown is for lateral support of individual "truss components only m reduce buckling length. It is not wind or lateral load bracingg or overall building desiggn bracing which is by others. Refer to IIIB-97 (TPI) for rccommetnlcd truss handling and erection. I)o not apply mads beyond .'LUMBER SOLUTION TOP 2X6 DFL -N2 TOP PANEL 2- 3 CSI= .498 . BOT 2X4 DFL -112 BOT'.PANEL 4- 5 CSI= .149 WEB 2X4 DFL -Stud DEFLECTION TOTAL LOAD DEF PANEL 3 = .013" L/DEF=999 L= 113.0 REC CMBR .12" TOTAL LOAD HOR DEF = .003" MAX DEF:LL= .005" DL= .012" TL= .013" BRACING NOTE:Brace bottom chord with properly applied rigid ceiling designed by others to provide a continuously braced compression chord. DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN O/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE OUR INC=1.25 WIND LOAD: 70 MPH DESIGN LOADINGS LOAD CASE 1 TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.25 SECTION DIR LIVE DEAD 2- 3 Vert 4.2 101.9 LOAD CASE 2 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 SECTION DIR LIVE_ DEAD 1- 3 Norm -16.0 14.0 LOAD CASE 3 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 - .0 5.0 1.33 SECTION DIR LIVE DEAD 1- 3 Norm -10.0 14.0 weight of erectors until all permanent bracing is in place. Concemration of con- Job ID: 762P3D\T69 10 Qt 1 struction loads greater than the design loads shall not be applied to the trusses - y y at anyy time. Trusses shall be handled with care prior to erection to avoid damage. DATE- 9/12/00 SHEET 1 of 1 Lumlxr moisture content shall he 19% or less at the time of fabrication, unless noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal SPAN: 9- 5- 0 Products (ICBG #4420) from 20. 18, or 16 ga ASTM A653 SQ grade 40 steel, with G60 (min.) coating. Plates shall be applied on both faces of truss at each joint. Plate di meas ions arc Insted width x length. Slots (holes) in plate shall run parallel to the plate length. Slots in plate shall he oriented as shown nn the drew" KEYMARK ENGINEERING mg: "f he plate shall be centered on joint U.N.O. Resign assumes that adegsate dratntge wdl Ix provided to prcvem ponding, and adequate anehnragc will be 2905 Wilderness Place, STE 202 provided resist uplift at supports. l"he seal on this drawing indicates acrepplance Boulder, Colorado 80301 n(prn(ess irntal engineering reslxmsibil ily solely for the truss component dcsi n shown. 1"he suitability and use of dtis component for anyy ppanicul.r building design KEYsmart 3.157 SCALE= 5/8":l' is the respoIt hil ity of the building designer, per ANSI/fPl I-1995 Sea inn 2. MBR LEN FORCE MBR LEN FORCE MBR FORCE MBR FORCE JT PLATE HORZ VERT ANG JT PLATE HORZ VERT ANG LUMBER SOLUTION 1- 2 4.29 -709 4- S 4.44 685 2.- 5 53 2- 4 -71.0 .1. 3.OX 4.0 6-0 2-0 0 3 1..5X 3.0 1-12 4-2 90 TOP 2X4 DFL -N2 2- 3 4.44 -20 5- 1 4.29 685 3- 4 -124 2 3.OX 4.0 1-12 3-2 15 4 3.OX 4.0 3-8 3-8 0 TOP PANEL 1- 2 CSI= .327 6- 1 1.50 14 5 1.5X 3.0 3-8 90 BOT :t X4 DFL -H2 BOT PANEL 4- 5 CSI= .169 JT REACT ACT BRG REQ BRG CANT WEB '2X4 DFL -Stud •1P 451. 3.50" 1.50" 1 107.H DEFLECTION 1 -32.0 TOTAL LOAD DEF O PANEL 3 = .034" 411 332. 3.50" 1.50" L/DEF=999 L= 106.5 REC CMBR= .11" TOTAL LOAD HOR DEF = .009" MAX DEF:LL= .017" DL= .021" TL= .034" 1.-6-10R 4-5-4 8-10-8 BRACING 1-6-01 9-579 F 4-5-4 NOTE:Brace bottom chord B loft OC max 3-14 1-6-5 2-8-12 or provide lateral brace by properly applied rigid ceiling. DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN 0/C NO'REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 WIND LOAD:70 MPH DESIGN LOADINGS LOAD CASE 1 o TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.25 1.5x3/ LOAD CASE 2 3 1 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 . SECTION DIR LIVE DEAD 1- 3 Norm -16.0 14.0 6- 1 Norm -35.0 14.0 12 3x4/ LOAD CASE 3 3.25 2 WIND LOAD: 70 MPH N ry TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 m 9 SECTION DIR LIVE DEAD N N N 1- 3 Norm -10.0 14.0 r v 6- 1 Norm -10.0 14.0 3x4- 1 Z T 6 - 5 - 1.5x3/ 3x4- 0 Gmyis Engineering, CA 4400 Campus Drive Suite A Newport Beach. CA 92660 (949) 752-1612 (949) 752-5321 Fax 4-5-4 4-5-4 0�0 4-5-4 8-10-8 0-0 A copy of this design shall be furnished to the erection contractor. This weight of erectors until all permanent bracing is in place. Concentration of con- Job ID:762P3D\T70 10 Qty 1 design is (or an individual building component (a truss). It is based on struction loads greater than the design loads shall not be applied to the trusses - specifications provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE- 9/12/00 SHEET 1 Of 1.. accordance with the current versions of TPI and NDS design standards. Lumber moisture content shall be 19% or less at the time of fabrication, unless , No responsibility is assumed far the accuracy of informaI'on provided by noted otherwise(U,N.O.). Connector plates shall be manufactured by Eagle Metal SPAN: 8-10- 8 the truss designer. Dimensions shall be verified by the manufacturer and/or Products (ICBO #4420) from 20, 18, or 16 ga ASTM A653 SQ grade 40 steel. , -building designer prior to fabrication. The building designer shall review with G60 (min.) coating. Plates shall be applied on both faces of truss at each loading and truss configuration to ensure that this design meets nr exceeds joint. Plate dimensions are listed width x Pength. Slots (holes) in plate shall nm minimum loading regcared by applicable local building codes. Compression parallel t0 the pInte length. Slats is plate shall he oriented as shown on the draw- KEYMARK ENGINEERING chords shall be laterally braced by the roof or floor sheathing directly ing. The plate shall be centered onloint U.N.O. Design assumes that adequate attached. unless otherwise nrned. Bottom chord bracing shall - be as noted. drainage wdl be provided m prevent ponding, and adequate anchorage will be 2905 Wilderness Place, STE 202 Bracing shown is for lateral support of individual truss components only to provided resist uplift at supports. l -he seal on this drawing indicates acreptance reduce buckling length. It is not wind or lateral load bracing nr overall of pm(essinnal engineering responstbdity solely (nr the truss component design BOU lder , ColOradO 80301 huilding design bracing which is by others. Refer to I1I1-9 (TPI) for shown. The "I."bnbty aml use o(this comlrurcnt (or anyy PParticular building design KEYsmart 3.157 SCALE= 5/8" : 1' recommended truss hatulling awl erection. Dn imt apph• bads beyond is dnc responsibility 0(the building tlesigicr, per ANSIlfPI I-1995 Section 2. MBR LEN FORCE MBR LEN FORCE MBR FORCE MBR FORCE JT chords shall the roof or sheathing, attached, unless otherwise noted. Bottom chord bracing shall be as noted. PLATE HORZ VERT ANG JT building design bracing which is by others. Refer in 61111-97 Wilt for PLATE HORZ VERT ANG 1- 2 5.05 -2.354 7- 8 2.87 38 7.-10 -428 4- 8 -840 1 3.OX 4.0 6-0 2-0 0 6 .1.5X 3.0 1-12 3-6 90 2- 3 5.19 -2.002 8- 9 4.15 81.7 3-10 512 5- 8 815 2 1.5X 3.0 0-0 3-1.0 31 7 3.OX 4.0 3-8 3-8 0 3- 4 5.19 -1030 9-10 7.01 1.539 3- 9 -686 5- 7 -788 S 3.OX 6.0 8 3.OX 4.0 3'-8 0 4- 5 5.19 -401 10- .1 6.87 ,2273 4- 9 518 6- 7 -9 3 3.OX 4.0 3-10 15 9 3.OX 4.0 3r8 0 5- 6 .27 0 4 3.OX 4.0 3-10 15 S 3.OX 6.0 11- 1 1.50 13 5 4.OX 7.0 3-8 0 10 3.OX 4.0 3-8 0 JT REACT ACT BRG REQ BRG CANT 1P 921. 3.50" - 1.50" y 1 210.H 711 811. 3.50" 1..50^ i o a � to 1-6-1OR 5-2-5 10-4-10 15-6-15 20-9-4 21-0-8 t 1-.6-01 5-2-5I 5-2-5 1 5-2-5 1 5-2-5 3r4 3-14 1-8-12 3-1-10 4-6-8 5-11-6 5-11-6 a 3x4- 3x4- 3x4- 3x4- 3x6 � 0 0-0 0;0 7-0-3 7-0-3 7-0-3 14-0-5 6ouris Engineering CA A copy of this design shall be furnished to the erection contractor. This design is for an individual building component (a truss). It is based on 4 400 Cafn U S Drive V e Q specifications provided by the component manufacturer and performed in accordance with the current versions of TPI and NDS design standards. No responsibility is assumed for the accuracy of information provided byy the truss designer. Dimensions shall be verified by the manufacturer aml7or Sul t e A building designer prior to fabrication. The building designer shall review Newport Be ae r,. C A 92660 loading ales truss configuration to ensure that this design meets or exceeds minimum loading regqcared by applicable local building codes. Compression he laterally braced by floor directly (949) 752- ] 612 chords shall the roof or sheathing, attached, unless otherwise noted. Bottom chord bracing shall be as noted. (949) 752-5321 Fax nracing shown is for lateral support of individual truss components only to reduce buckling length. It is not wind or lateral load bracingQ or overall building design bracing which is by others. Refer in 61111-97 Wilt for recommended truss handling and erection. Do not apply laids heyond 0;0 0;0 - 040 4-1-12 2-10-7 18-2-1 21-0-8 LUMBER SOLUTION TOP 2X4 DFL -H2 TOP PANEL 2- 3 CSI= .527 BOT 2X4 DFL -H2 BOT PANEL 10- 1 CSI= •.531 WEB 2X4 DFL -Stud DEFLECTION TOTAL LOAD DEF O PANEL 8 = .197" L/DEF=999 L= 252.5 REC CMBR= .26" TOTAL LOAD HOR DEF = .043" MAX'DEF:LL= .095" DL= .113" TL= .197" BRACING NOTE: -Brace bottom chord © 10ft OC max or provide lateral brace by properly applied rigid ceiling. DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN O/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 WIND LOAD: 70 MPH DESIGN LOADINGS LOAD CASE 1 TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 A 5.0 1.25 LOAD CASE 2 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 SECTION DIR LIVE DEAD' 1- 5 Norm -16.0 14.0 5- 6 Norm -10.0 14.0 11- 1 Norm -35.0 14.0 LOAD CASE 3 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 20.0 3.4.n .0 5.0 1.33 SECTION DIR LIVE DEAD 1- 5 Norm -10.0 - 14.0 5- 6 Norm -10.0 14.0 11- 1 Norm '-10.0 14.0• weight of erectors until all permanent bracing is in place. Concentration of con- Job ID:762P3D\T71 10 Qty - I struction loads greater than the design loads shall not be applied to the trusses at an tine. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 1 of 1 " Lumber moisture content shall be 19% or less at the time of fabrication, unless noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal SPAN: 21- 0- 8 Products 0CRO #4420) from 20. 18, or 16 ga ASTM A653 SQ grade 40 steel, with G60 (min.) coating. Plates shall be a plied on both faces of truss at each joint. Plate dimensions are listed width x Pength. Slot (holes) in plate shall run , parallel to the plate length. Slots inplatc shall be oriented as shown on the draw- KEYMARK ENGINEERING Para The plate shall be centered on loin U.N.O. Design assumes that adequate drainage will be provided to prevent ponding, artd adequate anehorage will be 2905 Wilderness Place, STE 202 provided resist uphfl at supports. 'rhe seal on this drawing indicates accepto nee Boulder, Colorado 80301 o(pro(essional engineering respnns nbil ity solely !or the truss component design shown. 'rhe snitaM1dity anA use of this component for an pparticular building design KEYsmart 3.157 SCALE=. 9/32":I' is the respnnsibil"y of de huilding designer, per ANSI�PI I-1995 Section 2. MBR LEN FORCt MBk LEN Fink,_E MHR FORCE InBk FORCE JT PLATE HORZ VERT ANG JT PLATE HORZ VERT ANG LUMBER SOLUTION 1- 2 4.55 -2.391 7- 8 2.27 0 2-10 -365 4- 8 -899 1 3.OX 4.0 6-0 2-0 0 6 3.OX 4.0 3-8 -3-8 0 TOP 2X4 DFL -1112 2- 3 4-69 -2093 8- 9 6.26 1021 3-10 448 5- 8 -117 2 1.5X 3.0 3-10 32. 7 2.OX 3.0 2-8 :3-8 90 :TOP PANEL 2- 3 CSI= .4.29 3- 4 4.69 -1248 9-10 6.26 1672 3- 9 -601 6- 8 799 S 3.OX 6.0 8 3.OX 7.0 3-8 0 BOT 2X4 DFL -42•:' 4- 5 4-69 -345 10- 1 6.11 2306 4- 9 487 6- 7 -806 3 3.OX 4.0 0-0 3-10 15 9 3.OX 4.0 :3.-8 0 BOT PANEL 10- 1 CSI= .509 5- 6 2.27 -324 4 3.OX 4.0 3-10 1.5 S 3.OX 6.0 WEB 2X4 DFI.-Stud 11- 1 1.50. 13 5 ,4.OX 5.0 3-8 0 10 3.OX 4.0 .3-8 0 DEFLECTION JT REACT ACT REQ BRG CANT TOTAL LOAD DEF 0 PANEL 8 = .195" 1P 921. 3.50" ]..50" 0" L/DEF=999 L= 252.5 REC CMBR= .26" 1 .H TOTAL LOAD HOR DEF = .044" 811 7R 811. 3.50" ].50" MAX DEF:LL= .094" DL= .107" TL= .195" BRACING 1-6-1OR 4-8-5 9-4-10 14-0-15 18-9-4 21-0-8 NOTE:Brace bottom chord O loft OC max 1-6-0 4-8-5' 4-8-5 4-8-5 4-8-5 2-3-4 or provide lateral brace by properly I F I I I I applied rigid ceiling. • 3-14 1-7-2 2-10-6 4-1-10 5-4-14 5-4-14 ' DESIGN CRITERIA - ANSI/TPI.1-1995 SPACING' 24.0 IN O/C NO REP BEND PLATEEAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 WIND LOAD: 70 MPH ` DESIGN LOADINGS ` LOAD CASE.1 TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0' .0 5.0 1.25 LOAD CASE 2 WIND LOAD: 70 MPH ' 4x5- 3x4- i TOP LL TOP DL BOT LL BOT DL INC 5 6 �- 20.0 14.0 .0 5.0*1-33 SECTION DIR LIVE DEAD 1- 5 Norm -16.0 14.0 3x4/ 5- 6 Norm -10.0 14.0 • 4 - 11- 1 Norm -35.0 14.0 (1�2 LOAD CASE 3 - -3.251/ 3x4/ WIND LOAD: 70 MPH - 3x6 3 TOP LL`TOP DL BOT LL BOT DL INC m 20.0 14.0 .0 5.0 1.33 SECTION DIR LIVE DEAD N in 1..5x3\ 1- 5 Norm -10.0 14-0 2 5- 6 Norm -10.0 14.0 11- 1 Norm -10.0 14.0 h 3x4- - l - l 10 9 3x4- 3x4- 3x7- 2x3/ 3x6 010 0;0 OHO 0i0 0-0 6-3-1 6-3-1 6-4-13 2-1-8 6-3-1 12-6-3 18-11-0 21-0-8 6�v is Engineering CA A copy of this design shall be furnished to the erection contractor. This design is for an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con• structton loads than the design loads shall not be applied to the trusses Job ID: 762P3D\T72 10 " Qty 1 - specifications provided by the component manufacturer and performed in accordance with the versions TPI NDS design greater at any time. Trusses shall be handled with tare prior to erection to avoid damage. DATE- 9/12/00 - -SHEET 1 of 1 4400 Cam U S Drive Campus current of and standards. No responsibility is assumed for the information byp Lumber moisture content shall be 19% or less at the time of fabrication, unless _ accuracy of provided the truss designer. Dimensions shall he verified by the manufacturer a I for noted otherwise(U.N.O.). Connector plates shall be manufactured h Eagle Metal Products (ICBG 04420) from 20, 18, or 16 ASTM A653 SQ 40 SPAN: 21- 0- 8- - Suite A building designer prior to fabrication. The building designer shall review load'°g and truss configuration to design ga grade steel. with G60 (min.) coating. Plates shall be applied on both (aces of truss at each Pength. Newport Beach. CA 92(j�jQ ensure that this meets or exceeds loading by Ictal joint. Plate dimensions are listed width x Slots (holes) in plate shall run minimum reqqutrcA applicable building codes. Compression laterally jiarallcl to the pla"' e Length. Slots inplate shall he oriented as shown on the draw- KEYMARK ENGINEERING. (949) 752-1612 chords shall be braced by the roof or Onar shwthing, directly atmched. unless otherwise noted. Rotimn chard bracing shall be as noted. late shall lx centered nn lnim U.N.O. Design assumes that adequate mg. The "'hoc drainage will Ix �irovidcd to and he Wilderness 19491 752-5321 F a X Rracine shown is for lateral support of individual truss components only to prcvenl ponding, adequate anchorage will provided resist upli(� at Supp mts. The scat onthis drawing indicates acceptance 2905 . Place, STE 202 reduce buckling length. h is no(wind ur lateral Iced bracingg or overall building desiggn bracing which is by others. Refer to IIIR-97 (TPI) for of professional engineering respons Ibil icy solely for the truss component design shown. l'he suitability for building Boulder, Colorado 80301 - recmmnended truss handling and erection. Do not apply loads beyond and use of this component anyy pparticular design is the rtsponsthility of the budding designer, ANSI/f PI 1-1995 Section KEYsmart 3.157 SCALE= 9/32":1' per 2. MBR LEN FORCE MBR LEN FORCE MBR FORCE MBK FORCE JT Lumber moisture content shall be 19% or less at the time of fabrication, unless PLATE HORZ VERT ANG JT SPAN: 21- 0- 8 PLATE HORZ VERT ANG LUMBER SOLUTION 1- 2 5.44 -2306 6- 7 4.? -'7 0 2. 9 60 3- 7 -982 1 3.OX 4.0 6-0 2-0 0 5 .3.OX 4.0 3-8 3-8 0 TOP 2X4 DFL -tit 2- 3 5.59 -1520 7- 8 5.59 1470 2- 8 -782 4- 7 -130 2 3.OX 4.0 1-12 3-2 15 6 2.OX 3.0 2-8 3-8 90 TOP PANEL 1- 2 CSI= .595 3- 4 5.59 -640 8- 9 5.59 2226 3- 8 269 5- 7 889 S 3.OX 6.0 7 3.OX 7.0 3-8 0 BOT 2X4 DFL -#2 4- 5 4.27 -607 9- 1 5.44 2226 5- 6 -794 3 3.OX 4.0 1-1.2 3-2 15 B 3.OX 4.0 1-12 3-8 0 BOT PANEL '8- 9 CSI= .488 10- 1 1.50 14 4 4.OX 5.0 3-8 0 S 3.OX 6.0 WEB 2X4 DF1.-Stud 9 1.SX 3.0 3-8 90 JT REACT ACT BRG REQ BRG CANT DEFLECTION 1P 921. 3.50" 1..50" TOTAL LOAD DEF to PANEL 7 = i:.21.0" 1 175.H L/DEF=999 L= 252.5, REC CMBR=i'.26" 6R 811. 3.50" 1.50" TOTAL LOAD HOR DEF= .047" ' MAX DEF:LL= .100" DL= .115" TL= .210" BRACING 1-6-1OR 5-7-1 11-2-3 16-9-4 21-0-8 NOTE:Brace bottom chord © (Oft OC max ,_1-6-0 ,_ _ 5-7-1 _ 5-7-1 I 5-7-1 4-3-4 or provide lateral brace by properly 3-14 1-10-1 3-4-3 4-10-6 4-10-6 applied rigid ceiling. DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN 0/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 -PLATE DUR INC=1.25 WIND LOAD: 70 MPH DESIGN LOADINGS LOAD CASE 1 TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.25 LOAD CASE 2 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 4x5- 3x4- 20.0 14.0 .0 5.0 1.33 4 - 5 1 SECTION DIR LIVE DEAD 1- 4 Norm -16.0 14.0 T . 4- 5 Norm -10.0 14.0 12 3x4/ 10- 1 Norm . -35.0 14.0 3 LOAD CASE 3 3.25 3x6 WIND LOAD: 70 MPH so to TOP LL TOP DL BOT LL BOT DL INC 0 3x4/ 0 0 20.0 14.0 .0 5.0 1.33 r, .a 2 SECTION DIR LIVE DEAD ,r, w �r ter- ' - 4 Norm -10.0 14.0 � ._ 4- 5 Norm -10.0 19.0 4 3x4- 10- 1 Norm 10.0 14.0 10 T - - 9 8 7 1..5x3/ 3x4- 3x7- 2x3/ 3x6 0-0 5-7-1 5-7-1 Gwis Engineering, CA 4400 Campus Drive Suite A Newport Beach. CA 92660 (949) 752-1612 (949) 752-5321 Fax 0;0 0�0 0;0 5-7-1 5-8-13 11-2-3 16-11-0 4-1-8 21-0-8 0-0 is design shall be furnished to the erection contractor. This weight of erectors until all permanent bracing is in place. Concentration of con- Job ID:762P3D\T73 10 - Qty 1 an individual building component (a truss). It is based on strucoon loads greater than the design loads shall not be applied to the trusses - aprovided by the component manufacturer and performed in .at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 1 of 1 ith the current versions of TPI and NDS design standards. Lumber moisture content shall be 19% or less at the time of fabrication, unless Hy is asstined for the accuracy of information provided by i8mr. Dimensions shall be verified by the manufacturer and/or noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (ICBG #4420) from 20, 18, or 16 ga ASTM A653 SQ grade 40 steel, SPAN: 21- 0- 8 gner prior to fabrication. The building designer shall review with G60 (min.) coating. Plates shall be app) lied on both faces of truss at each - Plate , russ configuration to ensure that this design meets or exceeds ding required by applicable local building codes. Compression joint. dimensions are listed width x length. Slots (holes) in plate shall run parallel to the plate length.'is'e in plate shall he oriented as shown on the draw- KEYMARK ENGINEERING be laterally braced by the roof or Door sheathing. directly Bottum bracing he mg. The plate shall be centered onloim U.N.O. Design assumes that odeyuate drainage be be 2905 Wilderness P1aCe STE 202 css otherwise noted. chord shall as nested. vo is for lateral support of individual truss components only to ing length. h is not u•md or lateral load bracing or overall wdl provided to prevem ponding, and adequate anchorage will provided resist uplt0 at suppnns. The seal nn this drawing indicates acreptaince o(pm(essionl engineer' n@ responsibility solely for the tnnss componem desiggn , Boulder, Colorado 80301 gn bracing wluch is by others, Refer to 1118.97 (TPI) for shown. l'he suitahnhty and use of this ernnponem for any articular building design KEYSmart 3 1S7 SCALE= 9/32" : 1 ' d truss handlinp aixl errciinn. Do tint apply Inds heyond is the responsibility of the h'i'ding desigm:r, p r ANSI/fFI 1.1995 ticctioit , . ' MBR LEN FORCE MBR LEN FORCE MBR FORCE MBR. FORCE JT PLATE 'HORZ VERT ANG JT PLATE HORZ VERT ANG LUMBER SOLUTION 1- 2 4.78 -2.352 7- 8 6.27 549 2- 9 -441 4- 8 33 1 3.OX 4.0 6-0 2-0 0 5 3.OX 4.0 3-8 0 TOP 2X4 DFL -112 2- 3 4.92 -1945 B- 9 7.39 1.622• 3- 9 381 5- 8 562 2 1.5X 3.0 3-10 23 6 1.5x 3.0 1.-12 3-8 90 TOP PANEL 2- 3 CSI= .455 3- 4 4.92 -937 9- 1 7.24 2269 3- 8 -827 5- 7 -894 S 3.OX 6.0 7 3.OX 4.0 3-8 3-8 0 BOT 2X4 DFL -q2 4- 5 3.14 -895 6- 7 -82 3 3.OX 4.0 3-10 15 8 3.OX 7.0 3-8 0 BOTPANEL 9- 1 CSI= .545 5- 6 3.14 0 4 4.OX 5.0 3-8 0 S 3.OX 6.0 WEB' 2X4 DFL -Stud 10- 1 1.50 14 9 3.OX 4.0 3-8 0 DEFLECTION j' JT REACT ACT BRG REQ BRG CANT TOTAL LOAD DEF 9 PANEL 7 = .185" lP 921. 3.50" 1.50" L/DEF=999 L= 252.5 REC CMBR= .26" 1 158.H TOTAL LOAD HOR DEF = .045" _ 711 811. 3.50" 1.50" MAX DEF:LL= .092" DL= .109" TL= .185" BRACING NOTE:Brace bottom chord O loft OC max 1-6-1OR 4-11-1 9-10-3 14-9-4 17-10-14 21-0-8 or provide lateral brace by properly 1 1-6-01 4-11-1 1 4-11-1 1 4-11-1 3-1-10 1 3-1-10 applied ri 9• id ceiling. 3-14 1-7-14 2-11-14 4-3-14 4-3-14 4-3-14 DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN O/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 WIND LOAD: 70 MPH DESIGN LOADINGS LOAD CASE 1 TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.25 LOAD CASE 2 ' WIND LOAD: 70 MPH - - - TOP LL TOP DL BOT LL BOT DL INC m 20.0 14.0 .0 5.0 1.33 4x5- 3x4- 1.5x3/ SECTION DIRLIVE DEAD I 4 5 6 1 1- 4 Norm -16.0 14.0 4-6 Norm -10.0 14.0 12 T 10- 1 Norm -35.0 14.0 3.25 3x4/ CASE 370 WIND 3 LOAD :AD MPH v 3x6 - TOP LL TOP DL BOT LL BOT DL INC Q i 1.5x3\ 20.0 14.0 .0 5.0 1.33 rt .. 2 - - „ SECTION DIR LIVE DEAD 1- 4 Norm -1.0.0- 14.0 - 4- 6 Norm -10.0 14.0 ^ 3x4- 10- 1 Norm -10.0 14.0 1 10 - iFL9 Ltj1 9 8 3x4- 3x7- 3x4 - 3x6 a _O t0 0�0 0�0 0- 7-4-10 7-6-6 6-1-8 7-4-10 14-11-0 21-0=8 s - Gouvis Engineering CA A copy of this design shall be furnished to the erection contractor. This design is for an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- struciion loads greater than the design loads shall not be applied to the trusses Job ID: 762P3D\T74 10 Qty 1 - specifications provided by the component manufacturer and performed in TPI NDS design at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 1 Of 1 4 400 Campus 5 Qr ] v e p accordance with the current versions of and standards. No is for information by lumber moisture content shall be 19% or less at the time of fabrication, unless - responsibility assumed the accuracy of provided he truss designer. Dimensions shall he verified by the manufacturer and/or noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (ICBO #4420) from 20. 18, or 16 ASTM A653 SQ 40 steel, SPAN: 21- 0- 8 Suite A building designer prior to fabrication. The building designer shall review ga grade with 060 (min.) coating. Plates shall be applied on both faces of truss at each - Newport Beach, C A 97.660 loading and truss configuration to ensure that this design meets or exceeds loml. Plate dimensions are listed width x length. Slots (holes) in plate shall «m minimum loading regcared by applicable local building codes. Compression parallel to the plate length. Slots inplaie shall be oriented as shown nn the draw- KEYMARK ENGINEERING (949) 752-1612 chords shall be laterally braced by the rxfor Door sheathing, directly mg; The plate shall be centered on toint U.N.O. Design assumes that adequate attached• unless otherwise tined. Bottom chord bracing shall he as noted. dra mage will be provided to prevent ponding. and adequate atchomge will be 2905 Wilderness P1aCe, STE 202 (949) 752-5321 Fax Bracing shown is for lateral support of individual truss compmcnns only no length. h provided resist UP"',at suppnns. The seal nn ibis drawing indicmes acccptake Boulder, Colorado 80301 reduce buckling is not wind or lateral laid bracingg or overall building design bracing which is by others. Refer to IIIB-97 (fl') for of professional engineering reslmnsihility solely (or the truss comlmntm design "I'Ic iuitab,l"" for building recommends truss handling and erection. Do not apply lards beyond shown. and use of this ern "', in any panieular design is the respnnsibil ity of the building ticsigixr, per ANSI/1'PI I-1995 Section 2. KF,Ysmart 3.157 SCALE= 9/32":l' 4x5- 3x4- 12 4 5 3x4- 3x7- 3x4- 2x3/ 3x6 0I�- 0-0- 010 0;0 0-0 - MBR LEN FORCE MBR LEN FORCE MBR FORCE MBR FORCE JT Gpry �p 7 pppp n IS U19111ee 1119 CA 4 400 Cam U S Drive p Suite A Newport Beach. CA 92660 (9491 752- 1612 (9491 752-5321 Fax PLATE HORZ VERT ANG JT PLATE HORZ VERT ANG LUMBER SOLUTION 1- 2 4.11 -251.1 7- 8 4.53 0 2-10 -354 5- 9 462 1 3.OX 4.0 6-0 2.-0 0 6 3.OX 4.0 3-8 3-8 0 TOP 2X4 DFL -02. 2- 3 4.26 -2179 8- 9 4.53 912 3-1.0 306 5- 8 -659 2 1.5X 3.0 3-10 22 7 2.OX 3.0 1-12 3-8 90 TOP PANEL 4- 5 CSI= .397 3- 4 4.26 -1334 9-10 6.39 1898 3- 9 -705 6- 8 1151 3 3.OX 4.0 3-10 1.5 8 3.OX 4.0 1-12 3-8 0 BOT 2X4 DFL -42 - 4- 5 4.53 -1278 10- 1 6.24 241.8 4- 9 1.18 6- 7 -856 4 4.OX 5.0 3-8 0 9 3.OX 7.0 3-8 0 BOT PANEL 10= 1 CSI= .533 5- 6 4.53 -912 5 3.(1X. 4.0 1-12 3-8 0 S 3.OX 6.0 WEB 2X4 DFL -Stud 11- 1 1.50 14 10 3.OX 4.0 3-8 0 12- 6 .50 0 ` DEFLECTION TOTALLOAD DEF O PANEL '8 = .212" JT REACT ACT BRG REQ BRG CANT L/DEF=999 L= 262.0 REC CMBR= .27" 1P 951. 3.50" 1.50" TOTAL LOAD HOR DEF = .045" 1 141.H MAX DEF:LL='.101" DL= .118" TL= .212" 7R 877. 3.50" 1.50" BRACING ' NOTE:Brace bottom chord @ loft OC max or provide lateral brace by properly 1-6-1OR 4-3-1 8-6-3 12-9-4 17-3-10 21-10-0 6 -OR applied rigid ceiling. 1-6-0 4-3-1 4-3-1. 4-3-]. 4-6-6 4-6-6 6-0 3-14 1-5-11 2-7-9 3-9-6 379-6 3-9-6 DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN O/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 WIND LOAD: 70 MPH " DESIGN LOADINGS SEB PAGE 2 LOAD INFORMATION 4x5- 3x4- 12 4 5 3x4- 3x7- 3x4- 2x3/ 3x6 0I�- 0-0- 010 0;0 0-0 - - 6-4-10- 6-6-6- 4-4-10 •4-6-6 6-4-10 12-11-0, 17-3-10 21-10-0 - Gpry �p 7 pppp n IS U19111ee 1119 CA 4 400 Cam U S Drive p Suite A Newport Beach. CA 92660 (9491 752- 1612 (9491 752-5321 Fax A copy of this design shall be furnished to the erection contractor. This design is for an individual building component (a truss). It is based on specifications provided by the component manufacturer and performed in accordance with the current versions o(TPI and NDS design Standards. No responsibility is assumed for the accuracy of information rovided b , the truss designer. Dimensions shall be verified by the manufacturer and/or building designer prior to fabrication. The building designer shall review loading and truss configuration m ensure that this design meets or exceeds minimum loading reycored by applicable local building codes. Compression chords shall be laterally braced by the roof or Door sheathing, directly attached. unless otherwise torted. Bottom chord bracing shall be as noted. Bracin shown is for lateral support of individual truss components only to reduce tickling length. h is trot west or latent InaA bracingg or overall building desiggn hraang which ix by rnhers. Refer to hIIB-97 (1-Pq (nr reconunenderl truss haiulling and erection. Do not apply loads beyond weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall riot be applied to the trusses at any time. Trusses shall be handled with care prior to erection to avoid damage. Lumber moisture Content shall be 1996 or less at the time of fabrication, unless noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (ICBO #4420) from 20. 18, or 16 ga ASTM A653 SQ grade 40 steel• with G60 (min.) coating. Plates shall be applied on both faces of truss at each join. Plate dimensions arc listed width x length. Slots (holes) in plate shall run parallel to the plate length. Slots inylate shall be oriented as shown on the draw- mg. The plate shall be cemered on mint U.N.O. Design assumes that adequate dmina a will be provided to Prevem poiuling, and adequate anchorage wilt be provided resist uplift at supports. he seal on this drawing i_icates acre Hance of professional engimer'.g responsibility solely for the truss component c�csign shown. The suitabd icy and use of this component for anarticular building design is the responsibility of the building designer, per ANSI/l'RI I-1995 Section 2. Job ID: 762P3D�T75 10 Qty 1 - DATE: 9/12/00 SHEET 1 Of 2 SPAN: 21-10- 0 KEYMARK ENGINEERING 2905 Wilderness P1aCe, STE 202 BOU lder, Colorado 80301 r KEYSmart 3.157 SCALE= 1/4":l' . DESIGN LOADINGS LOAD CASE 1 LOAD CASE' 2 LOAD CASE 3 WIND LOAD: 70 MPH WIND LOAD: 70 MPH ' ' LIVE DEAD INC LIVE DEAD INC LIVE DEAD 'INC TOP 20.0 14.0 1.25 TOP 20.0 14.0 1.33 TOP 20.0 14.0 1:33 BOT 0 5.0 BOT .0 5.0 BOT .0 5.0 SECTION DIR LIVE DEAD SECTION DIR LIVE DEAD -. 1- 4 Norm -16.0 14.0 1-a4 Norm -10.0 14.0 4- 6 .Norm - -10.0 14.0 4- 6 Norm -10.0 14.0 11- 1, Norm -35.0 14.0 II_ 1 Norm -10.0 14.0 12-6 Norm -10.0 14.0 12- 6 Norm -37:0 14.0 y 6ouvis Engineering CA A copy of this design shall be furnished to the erection contractor. This design is for aKindividual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- struction loads than the design loads shall not be applied to the Job ID: 762P3D\T75 10 - Qty - 1 — ■ specifications provided by the component manufacturer and performed in accordance with the versions TPI NDS design greater trusses at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 2 Of 2 4400 Campus Drive current of and standards. No is for information Lumber moisture content shall be 19% or less at the time of fabrication, unless responsibility assumed the accuracy of provided by the truss designer. Dimensions shall be verified by the manufacturer and/or noted otherwise(U.N.O.). Connector plates shall be manufactured by Fagle Metal Products (ICBG #4420) from 20, 18, 16 ASTM A653 SQ 40 SPAN: 21-10- 0 Suite A building designer prior to fabrication. The building designer shall review or ga grade steel, with G60 (min.) coating. Plates shall be applied on both faces of truss at each Ne Wp Or t Be a e h, CA 92660 loading and truss configuration m ensure that this design meets or exceeds joint. Plate dimeasio u arc listed width x Pength. Slots (holes) in plate shall «m (949) 752 - ] 612 minimum loading required by applicahle local building codes. Compression chords shall be laterally braced by the roof or floor sheathing directly attached, unless otherwise noted. Bottom chord bracing shall he as noted. -'parallel to the plate length. Slots inplate shall be orionted as shown nn the draw- mg. The plate shall be centered on point U.N.O. Design assumes that adequate drainage will be KEYMARK ENGINEERING ' 4 c (9 91 752- X321 F a % F}racing shown is for lateral support of individual truss components only to reduce hucAling length, it is not wind or lateral load bracingR or overall provided to prevent ponding, and adequate atxhorage will be provided resist uplift at supports-T The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design 2905 Wilderness Place, STE 202 Boulder, Colorado 80301 building desiggn hranng which is by others. Refer to FIIB-97 (7-PI) (nr sltowm.'fhe suitability and use uhhis component for anyy PPa«icular building design ' recommended truss handling and erection. Do ion apply loads beyond is the respnnsihility o(the building designer, per ANSI/TPI I-1995 Section 2. KEYsmart 3.157 SCALE= 1/4":1' MBR LEN FORCE MBR LEN FQR,X MBR FORCE MBR FORCE JT PLATE. HORZ VERT ANG JT PLATE HORZ VERT ANG LUMBER SOLUTION 1- 2 5.24 -2449 6- 7 5.53 0 2- 9 57 4- 8 331 1 3.OX 4.0 6-0 2-0 0 6 2.OX 3.0 1.-12 3-8 90 'POP2X4 DFL'' -q2 2- 3 5.39 -1621 7- 8 5.53 1262 2- 8 -839 4- 7 -617 2 3.OX 4.0 1-12 3-2 15 7 3.OX 4.0 1-12. 3-8 0 TOP PANEL 3- 4 CSI= .650 3- 4 5.53 -1554 8- 9 5.39 2364 3- 8 1;32 5- 7 1430 3 4.OX 5.0 3-8 0 S 3.OX 6.0 BOT 2X4 DFL -0 4- 5 5.53 -1262 9- 1 5.24 2364 5- 6 -852 4 3.OX 4.0 1-12 3-8 0 8 3.OX 7.0 3-8 0 BOT PANEL 8- 9'CSI= .508 10- 1 1.50 14 5 3.OX 4.0 3-8 3-8 0 9 I.5X 3.0 3-8 90 WEB 2X4 DFL -Stud 11- 5 .50 0 ; S JT REACT ACT BRIG REQ REQ BRG CANT TOTAL LOAD DEF @ PANEL 7 = 226" 1P 951. 3.50" 1.50" L/DEF=999` L= 262.0 REC CMBR= .27" 1 123.14 TOTAL -LOAD HOR DEF = .046" 6R 877. 3.SO" 1.50" MAX DFF:LL= .110" DL= .122" TL= .226" BRACING NOTE:BYace bottom chord @ 10ft OC max 5-4-10 1-6-61-6-0 10-9-4 1-3-10 21-10-0 6 -OR or provide lateral brace by properly 1 -0� 5-4-10 I 5-4-10 l 5 5-6-6 I 5-6-6 6�0 applied rigid ceiling. 3-14 1-9-6 3-2-14 3-2-14 3-2-14 DESIGN CRITERIA- ANSI/TPI 1-1995 SPACING 24.0 IN 0/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1..25 WIND LOAD: 70 MPH DESIGN LOADINGS SEE PAGE 2 LOAD INFORMATION 12 1V 9x5- 3x4- 3x141 3:25 3 4 5 1 c 3x4/ 2 T I T • N 'N r ^ 3x4- 10 1 l l T 9 8 7 1.5x3/ 3x7-,. 3x4- 2x3/ 3x6 4 5-4-10 5-6-6 5-4-10 5-6-6 i 5-4-10 i0-11-0 "16-3-10 21-10-0 ' ti - - Gouris Engineering CA A copy of this des n shall be furnished to the erection contractor. This design is for an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall rat be applied to the trusses Job ID: 762P3D\T76 . 10 Qty 1 - specifications provided by the component manufacturer and performed in al any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 1 Of 44 �0 Campus Dr I V e accordance with the current versions of TPI and NDS design standards. Lumber moisture content shall be 19% or less at the time. of fabrication, unless ,2 No responsibility is assumed for the accuracy of information provided by the truss designer. Dimensions shall be verified by the manufacturer attd/or rated otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (ICBG #4420) from 20, 18, or 16 ASTM A653 SQ 40 SPAN: 21-10- 0 t SU I t e A building designer prion to fabrication. The building designer shall review loading and truss configuration to ensure that this design meets or exceeds ga grade steel, with G60 (min.) coating. Plates shall be applied on both faces of truss at each joint. Plate dimensions listed length. Slots in - - Newport Beach, C A 92660 loading by local building Compression are width x (holes) plate shall run length. mini own re( red applicable codes. parallel to the plate Slots in plate shall be oriented as shown on the draw- KEYMARK ENGINEERING ' (949) 752-1612 chords shall be laterally braced by the roof or floor sheathing directly attached. unless otherwise rated. Bottom chord bracing shall be as noted. ung. The plate shall be centered on joint U.N.O. Iksiga assumes that adequate drainage will be to be (949) 752-5321 F a X nracing shove is far lateral support of individual truss components only to reduce buckling length. It is not wind or lateral land bracing or overall provided prevent ponding. and adequate anchorage wilt provided resist uplift at supports. The seal on this drawing indicates accepptance of professional engineering responsibility solely for the truss component desi n 2905 Wilderness Place, STE 202 Boulder, Colorado 80301 building design bracing which is by others. Refer to HIn-97 n'PI) for handling shown. The suitability and use of this component forpparticular building design KEYsmar. t 3.157 SCALE= 1 /4 " 1' recommended tress and erection. Ike not apply loads beyond .an is the responsihility of the building designer, per ANS1 1 I-1995 Section 2. : DESIGN LOADINGS LOAD CASE 1 LOAD CASE 2. LOAD CASE 3 7 WIND LOAD: 0 MPH WIND LOAD: 70 MPH + , LIVE DEAD INC LIVE DEAD INC LIVE DEAD INC ) " TOP 20.0 14.0 1..25 TOP 20.0 14.0 1.33 TOP 20.0 14.0 1.33 BOT .0 5.0 BOT .0 5.0 BOT .0 5.0 SECTION DTR LIVE DEAD SECTION DIR LIVE DEAD 1- 3 Norm -16.0 14.0 1- 3 Norm -10.0 14.0 3- 5 Norm 1.0.0 14.0 3- 5 Norm -10.0 1.4.0 10- 1. Norm -35.0 14.0 10- 1 Norm -10.0 14.0 11- 5 Norm -10.0 14.0 11- 5 Norm -37.0 14.0 6ouvis Engineering CA A copy of this des n shall he furnished to the erection contractor. This design is for an individual building component (a truss): It is based on weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses Job ID:762P3D�T76_10 Qty 1 1 r f3; ■ spectficatiooe provided by the component manufacturer and performed in TPI at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE- "9/12/00 SHEET 2 of 2 ` �• 4 400 Campus S Df 1 V e p accordance with the current versions of and NDS design standards. No is for information Lumber moisture content shall he 19% or less at the time of fabrication, unless responsibility assumed the accuracy of provided byy the truss designer. Dimensions shall be verified by the manufacturer an llor noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (1080 #4420) from 20. 18, 16 ASTM A653 SQ 40 SPAN: 21-10- 0 Suite A huild Ing designer prior to fabrication. 'rhe building designer shall review or ga grade steel, with G60 (min.) coating. Plates shall be app lied on both faces of truss at each Newport Beach. C A 92660 loading and truss configuration to ensure that this design meets or estccds joint. Plate dimensions are fisted width a ength. Slots (holes) in plate shall run minimum loading required by applicable local building codes. Compression chords shall be laterally hmced by the roo(or Scar sheathing. direcdp parallel to the Plate length. Slots in plate shay be oriented as shown nn the draw- The be U.N.O. Design KEYMARK ENGINEERING (949) 752-1612 auached. unless otherwise noted. Bouom chord bracing shall he as rated. mg. plate shall centered onloint assumes that adequate drainage will he to and adequate anchorage will he 2905 Wilderness Place (9491 752 -5321 F a X Bracing shown is for lateral support of individual truss components only m reduce hackling length. It is not wind or lateral load bracingg or overall provided Prevent landing, provided resist uplift at suPpnns. The seal on this drawing indicates avecp�anee of Professional engineering reslanshdity' solely (or the truss tomlanem deli�,m , STE 202 BOu lder, COlOradO 80301 " building desiggn bracing whish is by others. Refer to 4118-97 (1'1'11 for remnnnendttl truss handling and erection. Do not apply Imds la)•otul shown. The suitandny an[f use o(this Co."(or anyy pparticular 6uilJing 1lesign is the reslaIt lily of the building designer. per ANSI/fPl I-199$ Section ?. KEYSmart 3.157 SCALE= 1/4":l' MBR LEN FORCE MBR I.,EN FORCE. MPR FORCE, MBR FORCE JT PLATE HORZ VERT ANG JT PLATE HORZ VERT ANG LUMBER SOLUTION 1- 2 4.24 -2493 7- 8 6.53 1250 2-10 4.1. 4. 8 -408 1. 3.0X. 4.0 6-0 7.-0 0 6 1..!;X 3.0 1-1.2 3-8 90 TOP 2X4 DFL-H2 2- 3 4.39 -1897 8- 9 6.53 1.860 2.- 9 -598 - 8 501. 2 3.OX 4.0 1-12 3-2 15 7 3.0X 4.0 3-8 3-8 0 'POP PANEL 3- 4 CSI= .359 3- 4 4.35 -1823 9-10 4.39 2401 3- 9 251 5- -7 -1428 3 4.OX 5.0 3-8 0 8 3.OX 4.0 3-8 0 BOT 2X4 DFL-H2 4- 5 4.35 -1586 1.0- 1. 4.2.4 2401. - 4- 9 -42 6- 7 -1.58 4 3.OX 4.0 3-8 0 S 3.OX 6.0 BOT PANEL 9,1.0 CST= .529 5- 6 4.35 0 _ 5 3.OX 4.0 3-8 0 9 1.OX '7.0 3+8 0 WI7II 2X4 DFL-Stud - 11- 1 1.50 14 1.0 1.5X 3.0 3-8 90 12- 6 .50 0 DEFLECTION TOTAL LOAD DEF'@ PANEL 8 = .218" JT REACT ACT ERG REQ BRG CANT L/DEF=999 L= 262.0 REC CMBR= .27" 1P 951. 3.50" 1.50" TOTAL LOAD HOR DEF = .059" 1 106.H MAX DEF:LL= .110" DL= .115" TL= .218" 7R 877. 3.50" 1.50" BRACING NOTE:Brace bottom chord @ loft OC max or provide lateral brace by properly 1-6-10R6-0 4-4-10 17-5-12 21-4-4 6-OR applied rigid ceiling. 1-6-OI_ 4-4-10 -4-1 4-4-4 4-4-10 l 9-4-4 l 4-4-4 9-4-4 6-0 3-14 1-6-2 2-8-6 -' 2-8-6 2-8-6 2-8-6 DESIGN CRITERIA - ANSI/TPI 1-1995 ' • SPACING 24.0 IN O/C NO REP BEND PLATE : EAGLE METAL PRODUCTS-95 PLATE DUR INC=1.25 WIND LOAD: 70 MPH . r DESIGN LOADINGS SEE PAGE 2 LOAD INFORMATION 12 w 4x5- 3x4- 3x4- 1.513/ 3.25 3 4 5 6 1' T T 3x4/ 2 �- m. Nh 3X.4- -_LU._-- 10 9 N N 8 , : 1.5x3/ 3x7•• 3x4- 3x4- ' r 3x6 , � � r 0�0 0_0 050 010 0+0 4-4-10 4-6-6 6-4-10 6-6-6 4-4-10 8-11-0 15-3-10 21-10-0- 1-10-0 6ouris Engineering CA A A copy of this des shall be furnished to the erection contractor. This design is for an ittdrvidlual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to (he trusses Job ID:762P3D\T77 10 - Qty 1 - specifications provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE- 9/12/00 SHEET 1 of 2 4 400 Campus S Dr ] V e P accordance with the current version% of TPI and NDS design standards. is Lumber moisture content shall be 19% or less at the time of fabrication, unless No responsibility assumed for the accuracy of information pprovided by the truss designer. Dimensions shall be verified by the matmfacturcr and/or noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (ICBO #4420) from 20, 18. 16 ASTM A653 SQ 40 SPAN: 21-10- 0 Suite A building designer prior to fabrication. The building designer shall review or ga grade steel. with G60 (min.) coving. Plates shall be applied on both faces of truss at Newport Beach. C A 92660 loading and truss configuration to ensure that this design meets or exceeds each joint. Plate dimensions are listed width x length. Slots (holes) in plate shall run minimum loading regmred by applicable local building codes. Compression parallel to the plate length. Slots in plate shall be oriented as shown on the draw- KEYMARK ENGINEERING (9491 752-1612 chords shall be laterally braced by the roof or floor sheathing. directly attached. unless otherwise noted. Bottom chord bracing shall be as noted. inThe Plate shall be centered on jmnt U.N.O. Design assumes that adeyua(e drainage wt11 be to be Wilderness (9491 752- 5321 F a Y. Bracing shown is for lateral support of individual truss components only to reduce buckling IenRth, h is not wind or lateral load hracinRg or overall' provided prevent ponding, and adequate anchorage will provided resist uplift at supports. The seal on this drawing indicates acceptatxc of professional engineering reslwnstbtlity solely for the truss component design 2905 Place, STE 202 BouldeY, Colorado 80301 building design bracing which is by others. Refer to Iil6.97 (TPI) for shown. The sui(abdity and use o(this component foranyy ppanicular building design . recnmntenrle truss handling and erection. Do nni apply loads beyond is the responsibility of thebuilding designer, per ANSI(fl'I 1-1995 Section 2. KEYsma rt 3.157 SCALE= 1./9 " : 1' DESIGN LOADINGS LOAD CASE 1 LOAD CASE2 LOAD CASE 3 WIND LOAD: 70 MPH weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses ' WIND LOAD: 70 MPH LIVE DEAD INC LIVE DEAD TNC LIVE, DEAD INC Lumber moisture content shall be 19% or less at the time of fabrication, unless TOP 20.0 14.0 1.25 - TOP 20.0 14.0 1.33 - 'POP 20.0 14.0 1.33 BOT .0 5.0 BOT0 5.0 ga grade with G60 (min.) coating. Plates shall be applied on both faces of truss at each Plate dimensions listed BOT 0 5.0 Newport Beach. CA 92660 and configuration ensure meets or exceeds loading by local building Compression SECTION DTR' LIVE DEAD SECTION DIR LIVE DEAD parallel to the plate length. Slots in plate shall be oriented as shown on the draw- mg. The plate shall be centered on point U.N.O. Design assumes that adequate drainage be 1- 3 Norm -16.0 14.0 1- 3 Norm -10.0 14.0 2905 Wilderness Place, STE Boulder. , Colorado 80301 3- 6 Norm -10.0 14.0 3- 6 Norm -10.0 14.0 11- 1 Norm -35.0 14.0 11- 1 Norm -10.0 14.0 12- 6 Norm -10.0 14.0 12- 6 Norm -37.0 14.0 6ouris Engineering CA A copy of this design shall be furnished to the erection contractor. This design t� for an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses ' Job ID:762P3D\T77_10 Qty 1 S specifications provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 2 of� 2 4 400 Campus S Dr 1 v e p accordance with the current versions of TPI and NDS design standards. - Lumber moisture content shall be 19% or less at the time of fabrication, unless - No responsibility is assumed for the accuracy of information rovided M1 the truss designer. Dimensions shall be verified by the manufacturer all/or noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (ICBO #4420) from 20. 18, or 16 ASTM A653 SQ 40 steel, SPAN: 21-10- 0 Suite A building designer prior to fabrication. The building designer shall review loading truss to (flat this design ga grade with G60 (min.) coating. Plates shall be applied on both faces of truss at each Plate dimensions listed - Newport Beach. CA 92660 and configuration ensure meets or exceeds loading by local building Compression joint. are width z length. Slots (holes) in plate shall run (949) 752-1612 minimum required applicahle codes. chords shall be laterally braced by the roof or floor sheathing,directly otherwise noted. Bottom bracing he parallel to the plate length. Slots in plate shall be oriented as shown on the draw- mg. The plate shall be centered on point U.N.O. Design assumes that adequate drainage be KEYMARK ENGINEERING '202 ' (949) 752-5321 F a X attached, unless chord shall as noted. BracingR shown is for lateral support of individual truss components only m reduccl+uckliog Icngnh. In is tint wind or lateral load bmciniQ nr overall will provided to prevent ponding, and adequate anchorage will be provided resist uplift at supports. The seal on this drawing indicates acctppta uc of professional cugoicen g responsibility solely for the truss component desi m 2905 Wilderness Place, STE Boulder. , Colorado 80301 building desi�n bracing which is by rulers. Refer to IIIB-97 ('1'1'1) for, reconum:nde( truss hatullmg and creeninn. Do not apply loads beyond shown.'I'hc suitability arnl use n(this cnngotum for any particular building (csign is the responsibility of the building designer. ANSI I' I ].1. 5 Section KEYsma rt 3.157 SCALE= 1/4":l' per -. MBR LEN FORCE MBR LEN FORCE MBR FORCE MBR FORCE JT PLATE HORZ VERT ANG JT PLATE HORZ VERT ANG LUMBER SOLUTION 1- 2 3.24 -257.5 7- 8 •7.53 1794 2- 9 -361 4- 8 -364 .( 3.OX 4.0 6-0 2-0 0 6 Y. 5X 3.0 1-1.2 3-8 90 TOP 2X4 DFL. -112 2- 3 3.39 -2152 8- 9 •7.53 2490 -4- 9) 11.9 - 8 502 2. .1..5X 3.0 3-•10 1.0 .1 3. 0x ;.0 1.8 3-H n 'I'c)P I'ANlil., 4-- ti (;ti f. 526 3- 4 5.02 -2074 9- 1 6.63 2424 4- 9 -444 5- 7 -1914 3 4.OX 5.0 3-8 0 8 3.OX 4.0 3-8 0 BOT 2X4 DFL -112 4- 5 5.02 -2198 6- 7 .-178 4 3.OX 4.0 3-8 0 S 3.OX 6.0 BOT PANEL 8- 9 CSI= .611 5- 6 5.02 0 5 3.OX 5.0 3-8 0 9 3.OX 7.0 '3-8 0 WEB 2X4 DFL -Stud 10- 1 1.50 14 11- 6 .50 0 DEFLECTION TOTAL LOAD DEF @ PANEL 7 Q .296" JT REACT ACT BRG REQ ERG CANT L/DEF=885 L= 262.0 REC CMBR= .27" 1P 951. 3.50" 1.50" TOTAL LOAD HOR DEF = .069" 1 89.H MAX DEF:LL= .127" DL= .169" TL= .296" 711 877. 3.50" 1..50" BRACING • T -brace designed by others 1-6-IOR6-0 3-4-10 15-9-12 21-10-0 6 -OR NOTE:Brace bottom chord m 10ft OC max 1-6-0 3-4-10 -4-1 5-0-4 3-4-10 5-0-4 5-0-4 5-0-4 6-0 or provide lateral brace by properly applied rigid ceiling. 3-14 1-2-14 2-1-14 2-1-14 2-1-14 2-1-14 DESIGN CRITERIA - ANSI/TPI 1-1995 - SPACING 24.0'IN O/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 WIND LOAD: 70 MPH DESIGN LOADINGS SEE PAGE 2 LOAD INFORMATION 12 . � 3.25 N I 4x5- 3x4- 3 4 3x5- 1.5/ IN INI rI 5 6 T d 5 1.x3\ 3x4. 2 T N _10 STT 1 9 8 TT 3x7- 3k4- 3x5 - 3x6 010 010 0;0 0-0 ' 6-11-0 - 7-4-10 t 7-6-6 ' 6-11-0 14-3-10 21-10-0 ?' �/� tip /� n (�� GmIS A copy of this design shall he furnished to the erection contractor. This . design is for an ind-ividual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- struction loads than the design loads be Job ID:762P3D\T78_10 Qty '1 WU U 1911II.Q1 II19 I.R specifications provided by the component manufacturer and performed in TPI greater shall rat applied to the trusses . at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 1 of 2 4 400 Campus S Dr 1 v e p accordance with the current versions of and NDS design standards. No is for information Lumber moisture content shall be 19% or less at the time of fabrication, unless responsibility assumed the accuracyof p�rovided by the truss designer. Dimensions shall be veried by the manufacturer and/or noted otherwise(U.N.O.). Connector plates shall be manufactured h Eagle Metal Products (ICBG #4420) from 20. I8• 16 ASTM A653 SQ 40 SPAN: 21-10- 0 Suite A building designer prior to fabrication. The building designer shall review loading artd truss Coll m ensure that this design meets or exceeds or ga grade steel• with G60 (min.) coating. Plates shall be app lied on both faces of truss at each joint. Plate dimensions are listed width SIotS in Newport Be a e h • C A 92660 minimum loading required by applicable local building codes. Compression x ength. (holes) plate shall run parallel to the length. Slots in shall be oriented as shown thedraw- - (9491 752- 1 6 1 2 chords shall he laterally braced by the roof or floor sheathing directly sheathing, plate plate on mg. 1 he plate shall he centered nn joint U.N.O. Design assumes that adequate KEYMARK ENGINEERING' auacheA, unless otherwise noted. Rnuom chord bracing shall as noted. drainage wdl he provided to prevent ponding, aml adequate anchorage will Ic 2905 Wilderness Place, STE 202 (9491 752- 5321 F a X Bracing shown is for lateral support of individual truss components only to Provided resist uplift at sit "". The seal on this drawing indicates acce narxc 'c reduce buckling length. h is tun woad or lateral laid bracing or overall building design bracing which is by Refer HIB for of professional engineering respoiutbility solely for the truss component �ua' Boulder, Colorado 80301 - others. to -97 (TPI) recnmmende truss handling and erection. fM not apply Inds t+cymd shown. The suimhiliry and use of this component oranyy ppanitsdar building design is l ity KEYsmart 3.157 SCALE= 1 /4 " 1. ' the reslansihi of the building designer• per ANSn I I-1995 Section 2. : DESIGN LOADINGS LOAD CASE 1 WAD CASE 2 LOAD CASE. 3 WIND LOAD: 70 MPH WIND LOAD: 70 MPH. LIVE DEAD INC LIVE DEAD INC LIVE DEAD INC TOP 20.0 14.0 1.25 TOP 20.0 14.0 1;33 TOP •20.0 14.0 1.33 BOT .0 5.0 BOT .0 5.0 BOT .0 5.0 SECTION DIR LIVE, DEAD SECTION DIR LIVE DEAD 1- 3 Norm -16.0 14.0 1- 3 Norm- -10.0 14.0 3- 6 Norm -10.0 14.0 3- 6 Norm -10.0 14.0 10- 1 Norm -35.0 14.0 10- 1 Norm -10.0 14.0 _ 11- 6 Norm -10.0 14.0 11- 6 Norm -37.0 14.0 0 - • r I. Gwis Engineering CA A copy of this design shall befurnished to the erection contractor. This design is (or an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- struction loads than the design loads be Job ID:,762P3D\T78_10 Qty 1 ' specifications provided by the component manufacturer and performed inat accordance with the current versions of TPI and NDS design standards. greater shall not applied to the trusses anyy time. Trusses shall be handled with care prior to erection to avoid damage. Lumber be 19% less DATE: 9/12/00 SHEET 2 of 2 • `'• 4 400 Campus S Dr ] V Q P No responsibility is assumed for the accuracyof information provided by the truss designer. Dimensions be by moisture content shall or at the time of fabrication. unless noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal SPAN: 21-10- 0 Suite A shall veried the manufacturer and/nr building designer prior to fabrication. The building designer shall review Products QCBO #4420) from 20, 18, or 16 ga ASTM A653 SQ grade 40 steel, with G60 (min.) coating. Plates shall be applied both (aces loading and truss configuration to ensure that this design meets or exceeds on of truss at each joint. Plate dimensions are listed width z Pengl11 Slots (holes) inplatc Newport Beach, CA 92660 minimum loading legqcored by applicable local building codes. Compression shall run `parallel to the plate length. Slots inidth shall be oriented as shown on the draw- KEYMARK ENGINEERING - (949) 752-1612 chords shall he laterally braced by the roof or Door sheathing, directly Ing. The plate shall be centered on jointU.N.O. fhsign assumes that adeqquate Iage attached, unless otherwise noted. Bottom chord bracing shall be as noted. Bracing shown is for lateral support individual drama a w I! be provided to prevent ponding, and adequate ams we he 2905 Wilderness Place, STE 202 (949) 752-5321 F d X of truss components only to reduce hackling length. h is not wind or lateral load bracing r overall providged resist upliftat suplmrts. The seal on this drawing i dica(es acrep�anee of engineering responsibility xn@ly for design Boulder, Colorado 60301 building desiggn bracing which is by others. Refer to HIB -97 (I'PI) (or professioml the truss component shown. The suitability and use of this comperem for building Ln rccmnmendal truss handling and erection. Do not apply mads bcynnd any particular is the responsibility of tllc building designer, per ANSI/TPI I-1995 Section _. KEYsma rt 3.157 SCALE= 1 /4 " : 1' MBR LEN FORCE MBR LEN FORCE MBR FORCE MBR FORCE JT PLATE HORZ VERT ANG JT PLATE HORZ VERT ANG LUMBER SOLUTION ' 1- 2 5.52 -23 2-- 3 5.52 80 l- 3 174 1 1.5X 3.0 1-12 4-2 90 2 3.OX 4.0 6-0' 2-0 0 TOP 2X4 DFL -02 4- 2 1.50 14 3 1.SX 3.0 2-4 3-8 90 - TOP PANEL 1-' 2 CSI= i. 578 .BOT 2X4 DFL -((2 JT REACT ACT BRIG REQ BRIG CANT BOTtPANEL 2- 3!CSI= '.079 3P 201. 3.50" 1.50" WEB; 2X4 DFL-Styd 3 -80.H 2R 331. 3.50" 1.50" DEFLECTION 2 -49.0 TOTAL LOAD DEF O PANEL 2 = .024", L/DEF=999 L= 68.0 REC CMBR= .07" TOTAL LOAD HOR DEF = .001" MAX DEF:LL= .000" DL= .024" TL= .024" 5-8-0 1-6-1OR 5-8-0 BRACING NOTE:Brace bottom chord © 10ft OC max I1-6-0 1; 1-10-5 3-14 or provide lateral brace by properly, applied rigid ceiling. DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN O/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 ` PLATE DUR INC=1.25 WIND LOAD: 70 MPH DESIGN LOADINGS LOAD CASE 1 TOP LL TOP DL BOT LL BOT DL INC 1.5x3/ 20.0 14.0 .0 5.0 1.251 1 LOAD CASE 2 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 SECTION DIR LIVE DEAD ' 1- 2 Norm -16.0 14.0 ' 12 4- 2 Norm -35.0 14.0 Q CASE 3 n. 3."25LOAD to WIND LOAD: 70 MPH 0 o TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 SECTION DIR LIVE DEAD 1- 2 Norm -10.0 14.0 " - 3x4- '';t 2 lL 4- 2 Norm -10.0 14.0 1. 3 . 4 0-0 0,0 5-8-0 6ouris Engineering CA A copy of this desifg n shall be furnished to the erection contractor. This design s �nr an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses Job ID: 762P3D\T79 10 Qty 1 - specifications provided by the component manufacturer and performed in TPI design at any time. Trusses shall be handled with care prior to erection to avoid damage. less DATE: 9/12/00 SHEET 1 of 1 4400 Campus S Df ] V e Q accordance with the current versions of and NDS standards. No is for the information by Lumber moisture content shall be 19% or at the time of fabrication, unless Connector be by Eagle Metal responsibility assumed accuracy of provided the truss designer. Dimensions shall be verified by the manufacturer and/or rated otherwise(U.N.O.). plates shall manufactured Products (ICBG #4420) from 20. 18, or 16 ASTM A653 SQ 40 steel, SPAN: 5- 8- 0 Suite A building designer prior to fabrication. The building designer shall review ga grade with G60 (min.) coating. Plates shall be applied on both faces of truss at each PI Newport Beach, h. C A 92660 loading and truss configuration to ensure that this design meets or exceeds loading by applicable local building codes. Compression joint. Plate dimensions are listed width x ngth. Slobs (holes) in plate shall run to the length. Slots in shall be as the draw- (949) 752-1612 minimum required chords shall be laterally braced by the roof or floor sheathing directly attached. unless otherwise noted. Bottom chord bracing shall be as noted. parallel plate plate oriented shown on mg. The plateshall be centered un3omt U.N.O. Design assumes that adequanc drainage will be provided to prevent ponding, and adequate anchorage will he KEYMARK ENGINEERING ) 2905 Wilderness Place, STE 202 19491 752-5321 Fax Rracing shown is for lateral support of individual truss components only m buckling length. In is wind or lateral load bracingg provided resist uplift at suppnrns. The seal on this drawing indicates acceptance ity for truss design Boulder,Colorado 80301 reduce not or overall building design bracing which is by others. Refer to f11R-97 (TPI) for of professional engineering responsnbd solely the component shown. The suitability and use of this component for any buildingadesign recommended truss handling and erection. Do not apply loads beyond particular is the responsibility of the building designer, per ANSI y p1 1-1995 Section -. KEYsmart 3.157 SCALE= 2,9/32:1' ' MBR LEN FORCE MBR LEN FORCE MBR FORCE MBR FORCE JT PLATE HORZ VERT ANG JT PLATE HORZ VERT ANG LUMBER SOLUTION 1- 2 .52 0 3- 4 2.35 69 1- 4 -18 2-- 4 -40 3 7..5X 3.0 1-12 3-8 90 3 3.0X 4:0 6=0 2-0. 0 TOP 2X4 DFL -42..' 2- 3 1.83 -41 2 4.OX 5.0 3-8 0 4 3;OX 4.0 3-6 3'-8' 0 .`TOP PANEL 5- 3 -CSI= .186 5- 3 1.50 15 BOT' 2X4 DFL -q2 . BOT PANEL 3- 4 CSI= .021 . JT REACT ACT BRG REQ BRG CANT WEB 2X9 DFL -Blvd ,4P 59. 3.50" 1.50" 4 -51.H DEFLECTION 3R 226. 3.50" 1.50" TOTAL LOAD DEF @ PANEL 3 = '001" 3 -76.0 L/DEF=999 L= 30.0 REC CMBR= .03" - TOTAL LOAD HOR DEF = .000" MAX DEF:LL= .000" DL= .001" TL= .001" 6.4 2-6-0 1-618R BRACING 64 1 -II -12 1-60 NOTE:Brace bottom chord @ 10ft OC max orf.provide lateral brace by properly I � 10-5 10-5 3-14 applied rigid ceiling. DESIGN CRITERIA - ANSI/TPI 1-1995 " SPACING 24.0 IN O/C NO REP BEND • PLATE : EAGLE METAL PRODUCTS -95 " PLATE DUR INC=1.25 WIND -LOAD: 70 MPH DESIGN LOADINGS LOAD CASE 'I TOP LL TOP DL BOT LL BOT DL INC 1.50/ 4x5- 20.0 14.0 .0 5.0 1.25 1 z LOAD CASE 2 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 SECTION DIR LIVE DEAD - 12 1- 2 Norm -10.0 14.0 Q3.25 2- 31 - Norm -10.0 14.0 5- 3'. Norm -10.0 14.0 3x4- LOAD CASE 3, . - .3 - d WIND LOAD: 70 MPH -- 'T TOP LL TOP DL BOT LL BOT DL INC f 20.0 14.0 .0 5.0 1.33 SECTION DIR LIVE DEAD - 1- 2 Norm. -10.0 14.0 j 2- 3 Norm -16.0 14.0 L 5- 3 Norm -35.0 14.0 3x - ' S y Y "Y 2-6-0 �jp�A Engineering copy of this design shall be furnished to the erection contractor. This design is frn an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses Job ID:762P3D\T80 10 Qty 2 WUris specifications provided by the component manufacturer and performed in TPI NDS at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE; 9/12/00 SHEET 1 of 1 4400 Campus S Dr 7 V e p accordance with the current versions of and design standards. No is for information I -umber moisture content shall be 19% or less at the time of fabrication, unless responsibility assumed the accuracy of provided b the truss designer. Dimensions shall be verified by the manufacturer an/or noted okherwise(U.N.O.). Connector Plates shall be manufactured by Eagle Metal Products (ICBG #4420) from 20. 18, or 16 ASTM A653 SQ 40 SPAN: " 2- 6- 0 Suite A building designer prior to fabrication. The building designker shall review loading and truss configuration to ensure that this design ga grade steel with G60 (min.) coating. Plates shall be a plied on both faces of truss at each Plate dimensions listed Pength. .• Newport Beach. CA 92660 meets or exceeds minimum lostding requkred by applicable local building codes. Compression joint. are width x Slots (holes) in plate shall run parallel to the plate length. Slots inplate shall be oriented as shown on the draw- KEYM}1RK ENGINEERING (949) 752-1612 chords shall be laterally braced by the roof or Door sheathing, directly anached, unless otherwac noted. Bottom chord bracing shall be as noted. mg. The plate shall be cemered on mint U.N.O. Design assumes that adequate drainage wdl he (949) 752-5321 a X bracing shown is for lateral support of i dividual truss components only to buckling length. It is - lateral load bracing provided to prevent ponding, and adequate anchorage will be Provided resist uphfl at supports. The seal on this drawing indicates acre nanxc �es,@o 2 905 Wilderness Place , STE 202 Boulder 80301 reduce not wind or or overall building design bracing which is by others. Refer In HID -9 (I'PI) for, of Professional engitceering respoaskbdiry solely for the truss componem shown. The suitability and of this component for building�design ,Colorado ' recommended miss handling and erection. no nil apply loads heyowl use anyy pparticular is the responsibility of the building designer. per ANSUI'1'1 1.1995,cc. ." -. KEY Sma rt 3.157 SCALE= 53/32:1' MBR LEN FORCE MBH LEN FORCE MBR FORCE. MBK FORCE J'1' PLATE HORZ VERT ANG JT PLATE HORZ VERT ANG LUMBER SOLUTION 1- 2 2.35 -9 7.- 3 2.35 53 1- 3 -48 1. 1.5X. 3.0 1-12 4-2 90 2 3.OX 4.0 6-0 2-0 0 Top 2X4 DFL -It2 4- 2 1.50 14 3 1.5X 3.0 2-4 3-8 90 TOP PANEL 4- 2 CSI= .162 BOT 2X4 J1 REACT ACT BRG REQ BRG CANT BOT PANEL 2- 3#CSI= .017 3P 59. 3.50" 1.50" WEB . 2X4 DFL -Stud 3 -53.H 2R 226. 3.50" 1.50" DEFLECTION' 2 -76.0 TOTAL LOAD DEF P PANEL 2 = .001" L/DEF=999 L= 30.0 REC CMBR= .03" TOTALS LOAD HOR'DEF = .000" MAX DEF:LL= .000" DL= .001" TL= .001" 2-6-0 1-6-IOR t 2-6-0 1 6 0 BRACING I � I-0-0 3-14 NOTE:Brace bottom chord O loft OC max ' or provide lateral brace by properly applied rigid ceiling. DESIGN CRITERIA - ANSI/TPI 1-1995 _ - SPACING 24.0 IN 0/C .REP BEND PLATE : EAGLE METAL PRODUCTS -95' PLATE DUR INC=1.25 WIND LOAD: 70 MPH } DESIGN LOADINGS 1.5x3/ LOAD CASE 1 1 TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.25 LOAD CASE 2 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 20.0f 14.0 .0 5.0 1.33 SECTION DIR LIVE DEAD . 12 1- 2 ; Norm -16.0 14.0 - . - Q325 - 4- 2 Norm -35.0 14.0 LOAD CASE 3 Q 4 WIND LOAD: 70 MPH 3x4' TOP LL TOP DL BOT LL BOT DL INC 2 20.0 14.0 .0 5.0 1.33 ' r --- I SECTION DIR LIVE DEAD - .. 1-2 Norm -10.0] 14.0 - 4- 2 Norm -10.0 14.0 .. 1.5x - r i 01 260 2-6-0 • Fn n /� /� Gmis 1l 1110 A copy of this design shall be furnished to the erection contractor. This design is for an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall trot be applied to the trusses Job ID: 762P3D�T81 10 Qty 5 ` U 1(� leel `J `q. Specifications provided by the component manufacturer and performed in TPI at any lime. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 1 of 1- 4 400 Campus S Of l v e A accordance with the current versions of and NDS design standards. No is for information by Lumber moisture content shall be 19% or less at the time of fabrication- unless responsibility assumed the accuracy of provided the truss designer. Dimensions shall be verified by the manufacturer and/or noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (ICnO #4420) from 20. 19. or 16 ASTM A653 SQ 40 SPAN: 2- 6- 0 Suite A building designer prior to fabrication. The building designer shall review . ga ggrade steel. with G60 (min.) coating. Plates shall be appplied on both faces o(truss at each Newport Be Beach. h. C A 92660 loading and truss configuration to ensure that this design meets or exceeds minimum loading required by applicable local building codes. Compression joint. Plate dimensions arc listed width x Icn th. Slots (holes) in plate xhall run m the length. Slots inhe draw- chords shall be laterally braced by the roof or floor sheathing directly parallel plate plate shall oriented a, shown on the mg. T'he plate shall I c centered coo U.N.O. Design assumes that adequate KEYh1ARK ENGINEERING' (949) 752-1612 auached, unless rnherwtse troteA. Rotom chord bracing shall he as noted. mint •,Iraunage wdl he provided u, prevem ponding, and adequate atochorage will he 2905 Wilderness Place, STE 202 (949) 752-5321 F e x kracing shown is for lateral support of individual truss compo encs only to reduce buckling length. h is not wind or lateral load bracing or overall provided resist uphfl at supports. The seal on this drawing indicates acreponce of professional engitrecring responsibility solely (or the truss compmem design Boulder,Colorado 80301 building design bracing which is by others. Refer to IIIl3-97 (TPI) for shown. The suitability anJ use o(this tomponem for anyy pparticular building�des ign recommended truss handling and erection. Do not apply loads beyond is the responsibility o(the building designer, per ANSI/f PI I-1995 Section _. KEYSmart 3.157 SCALE= 53/32:1' .O' 0 0io 00 0'I t) 0;0 0 0 4 5-2-10 5-0-14 7-5-5 7-3-9 7-3-9 5-2-10 10-3-8 17-8-13 25-0-7 32-4-0 hour is Engineer -Ing CA A copy of this design shall be furnished to the erection contractor. This design is for a individualbuilding component (a truss). It is based on eight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses Job ID:762P3D\T$2 10 Qty I , specifications provided by the component manufacturer and performed ina accordance with the versions TPI NDS design t time. Trusses shall be handled with care prior to erection to avoid damage. Lumber DATE: 9/12/00 SHEET 1 of 2 4400 Campus Drive current of and standards. No responsibility is assumed for the accuracy by rmoisture content shall be 19% or less at the time of fabrication. unless Connector MBR LEN FORCE MBF. LEN FORCE MBR FORCE MBR FORCE JT PLATE HORZ VERT ANG JT Newport Beach. CA 92660 PLATE HORZ VERT ANG LUMBER SOLUTION 1- 2 5.22 -1084 7- 8 77.15 5068 1-12 -1294 4-10 -.1.825 .1. 3X 5. 3-8 3-8 0 7 3X 8 6..() 2-0 0 TOP 2X4 DFS-28130/;�.3 2- 3 5.22 -1956 8- 9 7.30 5851 :I-1.1 1646 4- 9 938 2 3X 4.. 1-1.2 3-8 0 A 3X 4 3 tt o CUP IIANEI, 5- 6 C.Sl= .337 3- 4 5.47 -1549 9-10 7.30 6450 2-11 -11.78 5- 9 -1257 3 5X 5 3-8 0 S 4X 8 $ BOT 2X4 DFS -2850/2.3 4- 5 5.47 -2603 10-11 5.22 7445 2-10 1323 -5- 8 999 4 3X 4 3-10 159 3X 4 3-8 0 . BOT PANEL 10-11 CSI-' .712 5- 6 5.47 -3599 1.1-12 5.22 7600 3-10 215 6- 8 -879 5 3X 4 3-10 15 . S x WEB 2X4 DFL -Stud 6- 7 5.33 -4309 S 3X 6 10 3X 8 3-8 0 13- 7 1.50 13 6 3X 3 0-0 3-10 3311 3X 5 1-12 3-8 0 DEFLECTION 1:2 X TOTAL LOAD DEF @ PANEL8 !364 JT REACT ACT BRG REQ BRG CANT $ 18 ga 4 16 ga + SPLICE BLOCK UNIPLATED JOINT L/DEF=999 L= 388.0 REC CMBR= .40" 12P 1313. 3.5011 1.6811 TOTAL LOAD HOR DEF = .20311 12 -7600.H MAX.DEF:LL7 .179" DL= .188" TL= .3641. 12 _95.0 7R 1420. 3.5011 1.8211 BRACING T -brace designed by others NOTE:Brace bottom chord with properly applied rigid ceiling designed by 5-2-10 10-5-4 15-10-15 21-4-10 26-10-5 32-4-0 1-6-IOR others to provide a continuously 5-2-10 5-2-10 5-5-11 5-5-11 5-5-11 5-5-11 1-6-9 1 I l 1 1 braced compression chord. 6-3-1 6-3-1 6-3-1. 4-9-4 3-3-7 1-9-11 3-14 DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN O/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 DRAG LOAD: 7600.# WIND LOAD: 70 MPH DESIGN LOADINGS SEE PAGE 2 LOAD INFORMATION 3x5- 3x4- 5x5- 1 t 2 3 3x4\ 4 3x4yx6 12 3.25 3x3/ 6 x8- 3 7 13 11 10 9 8 3x5- 3x8- 3x4- 3x4 - 4x8$ .O' 0 0io 00 0'I t) 0;0 0 0 4 5-2-10 5-0-14 7-5-5 7-3-9 7-3-9 5-2-10 10-3-8 17-8-13 25-0-7 32-4-0 hour is Engineer -Ing CA A copy of this design shall be furnished to the erection contractor. This design is for a individualbuilding component (a truss). It is based on eight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses Job ID:762P3D\T$2 10 Qty I , specifications provided by the component manufacturer and performed ina accordance with the versions TPI NDS design t time. Trusses shall be handled with care prior to erection to avoid damage. Lumber DATE: 9/12/00 SHEET 1 of 2 4400 Campus Drive current of and standards. No responsibility is assumed for the accuracy by rmoisture content shall be 19% or less at the time of fabrication. unless Connector of informatinnrovided the truss designer. Dimensions shall be verified by the manufacturerand/or noted othcr-ise(U.N.O.). plates shall be manufactured by Eagle Metal Products (ICBG #4420) from 20. 18. or 16 ASTM A653 SO 40 steel, SPAN: 32- 4- 0 Suite A building designer prior to fabrication. The building designer shall review ga grade with G60 (min.) coating. Plaics shall be applied on both faces of truss at each Shear/Drag Truss 235 PLP Newport Beach. CA 92660 loading and truss configuration to ensure ilim.this design meets or exceeds minimum loading rc�rucd by applicable local building codes. Cninpression joint. Plaledonen n c d d" n, "' (holes) plate "a" run "o w' x 'c " parallel 'o "c late len n late 'h Oriented a-, shown n the p a be "o p 'w_ (949) 752 - J612 chords shall be laterally braced by the roof or flonr sheathing. directly attached. unless otherwise noted. Bottom chord bracing shall he adrainage s noted. ri�i T, ".'e 1shall center 'onu c c n De 'g assumes 0 1 s I'. - ate U.N.O. de . , d a will "or KEYMARK ENGINEERING Bracin%shown is fnr lateral support of individual truss components only to r ra c _ Pro 'dcd to prevent even. ondmg. and -dcq.a.c anchorage ' � c -,I he . T, ponding, resist a draw,., indicates 2905 Wilderness Place, STE 202 (949) 752-5321 Fax reduce tickling length. It is not wind or lateral load bracing or overall building design bracing which is by others. Refer to 11I8-9 cl-po for provided u".'. supports.no , C."' ..... this`g acce design of professional " c"guicer, responsibility c Mm'b.' it, sole , r "c truss c_.".cn ' 'y fin Tbc."oui"'u gi�s"n Boulder, Colorado 80301 '�.rnalt recommende irms handling and erection. Do no: apply loads beyond , . use of this compm or it particular I. r "ins""", of 'b� . .. .. g " "grer. g War but "n" c c Id c r ANSI 1 .5. �'um KE 3.1.57 SCALE= 3/16":l' DESIGN LOADINGS LOAD CASE 1 LOAD CASE 2 LOAD CASE 3 LOAD CASE 4 LOAD CASE 5 DRAG LOAD: 7600.# DRAG LOAD: 7600.# WIND LOAD: 70 MPH - WIND LOAD: 70 MPH 4 LIVE DEAD INC LIVE DEAD INC LIVE DEAD INC LIVE DEAD INC LIVE DEAD INC TOP 20.0 .14.0 1.25 TOP - 20.0 14.0 1.33 TOP 20.0 14.0 1.33 TOP 20.0 14.0 1.33 TOP 20.0 14.0 1".3.3 BOT .0 5.0 BOT .0 5.0 BOT .0 5.0 BOT .0 5.0 BOT .0 5.0 SECTION DIR LIVE DEAD SECTION DIR LIVE DEAD SECTION DIR LIVE DEAD SECTION DIR LIVE DEAD 1- 7 Horz 637.2 14.0 1- 7 Horz -637.2 14.0 1- 3 Norm -10.0 14.0 - 1--3 Norm -10.0 14.0 3- 7 Norm -1010 14.0 3- 7 Norm -16.0 14.0 13- 7 Norm -10.0 3-4.0 13- 7 Norm -35.0 14.0 Qty 1 - hour is Engineering CA A copy of this design shall be furnished to the erection contractor. This design is for an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses Job ID: 762P3D\T82 10 - 4 400 Campus S Dr l V e p specifications provided by the component manufacturer and performed in accordance with the current versions of TPI and NDS design standards. at any time. Trusses shall be handled with care prior to erection to avoid damage. Lumber moisture content shall be 19% or less at the time of fabrication, unless DATE: 9/12/00 SHEET 2 of 2 No responsibility is assumed (or the accuracy of information pprovided by the truss designer. Dimensions be by noted otherwise(U.N.O.). Connector plates shall be manufactured h Eagle Metal' - SPAN • 32- 4 - 0 Suite A shall verified the manufxturcr and/or building designer prior to fabrication. The building designer shall review Products (ICBO #4420) from 20, 18, or 16 ga ASTM A653 SQ grade 40 steel. with G60 (min.) coating. Plates shall be a plied on both faces of truss at each . Shear/Drag Trues 235 PLP Newport Beach, -CA 92660 loading and truss configura(ir,n to ensure that this design meets or exceeds jnint. Plate dimensions arc listed width x Pength. Slots (holes) in place shall run - -minimum (949) 752-1612 Iruding required by applicable local building codes. Compression chords shall Ix laterally braced by the roof or floor sheathing, directly , parallel m the place le ng'l Slnts it Plate shall be oriented as shown on the draw- mg. 'rhe plate shall be centered onlnint U. N.0. Design assume drat adequate KEYMARK ENGINEERING (949) 752-5321 Fax attached, unless otherwise toted. Bottom chord bracing shall be as noted. Bracing shown is for lateral support of individual truss components only to drainage will be provided o prevent ponding, and adequate anchorage will be provided resist uph0 at agryxms. "I`he seal on this drawing iidicatcs 2905 Wilderness Place, STE 202 reduce buckling length. It is tint wind or lateral load bracingx overall' building desiggn hracmg of professional cog 'a cc incermg respnaibility solely fur the truss cnmpmxnI design BOulder , Colorado 80301. which is by nthers. Refer to I IIB•9(rPl) for recommendnl ouss handling and erection. Do tot apply mads heyaud shown. The suitability and use of this cnmpnnenl foranyy pparticular building design is the responsihility Y.building designer, ANSIlrP1 I-1995 Seaton 2. KEYsmart 3.157 SCALE= 3/16":J.' per MBR LEN FORCE MbR LEN FORCE MBR FORCE MBk FORCE JT No responsibility is assumed for the accuracyof information provided by the truss designer. Dimensions shall be veried by the manufacturer and/or PLATE HORZ VERT ANG JT building designer prior to fabrication. The building designer shall review loading figuratinn PLATE HORZ VERT ANG LUMBER SOLUTION 1- 2 4.88 KEYMARK ENGINEERING -4760 9-10 5.23 ng: The plate shall tx centered of Joint U.N.O. Design assumes that adequate drainage w•dl be provided to #nevem pooling, and adequate anchorage will be 0 2•-13 -596 S-1.1. -105.1. 1 3.OX 10.0 6-0- 1.-11 11 7 5.OX 5.0 3-R D TOP 2X4 DFL-ii2 2- 3 5.02 -4323 10-11. 7.54 :1764 3-13 482 6-11, 1099 2 1.. SX 3.0 3-1.0 23 8 3.OX 5.0 3-71 3-8 a TOP PANEL 2- 3 CST= 3- 4 5.02 -3320 11-12 7.54 2457 3-12 -923 6-10 -1442. 3 3.OX 4.0 3-10 15 9 3.OX 4.0 3-0 3-.8 90 .870 BOT' 2X4 DFL -92 4- 5 5.02 -3323 12-13 7.54 4118 4-1.2 -407 7-10 -195 S 3.OX 6.0 :10 4.OX 7:0 3'S 0 BOT PANEL 13- 1 CSI= 5- 6 5.02 -2154 13- 1 7.39 4973 5-12 1255 8-10 1690 4 1.5X 3.0 3-10 90 S 3.0X•. 6.0 .968 WEB; 2X4 DFL -Stud 6- 7 5.02 -957 8- 9 -1585 5 3.OX 4.0 3-10 15.11 3.OX 4.03-8 - 0 7- 8 5.23 -909 - S 3.OX 6.0 12 4.OX 7.0 0-0. 3-8 0 EXCEPTION WEBS 6 3.OX 4.0 3-10 ;15 S 4.OX 7.0 6-10 2X4 DFL -#2 JT REACT ACT BRG REQ BRG CANT 13 3.OX 4.0 3-8 0 B-10 2X4 DFL -#2 1P 1445. 3.50" 1.54" 1 5660.14 9R 1605. •3.50" 1.71" DEFLECTION TOTAL LOAD DEF @ PANEL 11 = .626" L/DEF=677 L= 424.5 REC CMBR= .44" TOTAL LOAD HOR DEF = .141" 5-0-5 10-0-9 15-0-14 20-1-3 25-1-7 30-1-12 35-4-8 MAX DEF:LL= .242" DL= .387" TL= .626" 5-0-5 5-0-5 5-0-5 5-0-5 5-0-5 5-0-5 5-2-12 I - -- --- -1 -- - - ---- I - - - - f---- --I --- ----...I----- - ..... - I -- -- - I BRACING 3-14 1-8-3 3-0-9 4-4-14 5-9-3 7-1-9 8-5-14 8-5-14 • T -brace designed by others NOTE:Brace bottom chord with properly applied rigid ceiling designed by others to provide a continuously braced compression chord. DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN 0/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 DRAG LOAD: 5660.4 WIND LOAD: 70 MPH DESIGN LOADINGS 5x5- 3x5- SEE PAGE 2 LOAD INFORMATION 7 8 -T 0- 7-6-7 7-6-7 3x4- 4x7- 3x4- 4x7 - 4x7 3x6 3x4/ 050 O-0 0-0 0-0 0-0 7-6-7 7-6-7 7-8-3 5-1-0 15-0-14 22-7-5 30-3-8 35-4-8 is Engineering CA n copy or ims aesr n snau oe turmsnea to the erection contractor. This design is far an i rvidual building component (a truss). It is based an weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses Job ID: 762P3D\T83 10 Qty 1 - 4400 Campus 5 Or 1 v e p specifications provided by the component manufacturer and performed in accordance with the current versions of TPI and NDS design standards. at any time. Trusses shall be handled with care prior to erection to avoid damage. Lumber moisture content shall be 19% or less at the time of fabrication• unless DATE :• 9/12/00 SHEET 1 Of 2 No responsibility is assumed for the accuracyof information provided by the truss designer. Dimensions shall be veried by the manufacturer and/or noted otherwise(IJ.N.O.). Connector plates shall be manufactured b Eagle Metal Products (ICBO #4420) from 20. 18, 16 ASTM A653 SQ 40 SPAN; 35- 4- 6 Suite A building designer prior to fabrication. The building designer shall review loading figuratinn or ga gr i e steel. with G60 (min.) coating. Plates shall be applied on both faces of truss at each Shear/Drag Truss - 160 PLP Newport Beach, C A 92660 and truss con to ensure that this design meets or exceeds minimum loading required by applicable local building codes. Compression be laterally braced joint. Plate dimensions are listed width x Icngth. Slots (holes) in plate shall run parallel to the plate length. Slots in plate shall be oriented as shown on the draw- KEYMARK ENGINEERING (949) 752-1612 chords shall by the roof or Ooor sheathing directly attached. unless otherwise noted. Bottom chord bracing shall be as noted. ng: The plate shall tx centered of Joint U.N.O. Design assumes that adequate drainage w•dl be provided to #nevem pooling, and adequate anchorage will be 2905 Wi lderness Place, STE 202 (9491 752-5321 Fax Bracing shown is for lateral support o(i dividual truss components only to reduce buckling length. It is tint wind or lateral load bracingR or overall building design bracing is by Refer provided resist uph0 at supports. The seal 0n this drawing indicates accePPta nee of professional engineering o Is. urbdity solely forthe truss compare indesi n Boulder, Colorado 80301 which others. to HIB -97 (-TPI) for recommended truss handling and erection. Da not apply loads beyond shown. The suitability an( use o(this component for anyy articular buiIding�Aesign is the responsihil iIy of the building designer. Per ANSI/rRI I-1995 Section _. KEYSmart 3 .157 SCALE= 5/32":l' . DESIGN LOADINGS LOAD CASE 1 LOAD CASE 2 LOAD CASE 3 LOAD CASE 4 LOAD CASE 5 DRAG LOAD: 5660A DRAG LOAD: 5660A WIND LOAD: 70 MPH WIND LOAD: 70 MPH LIVE DEAD INC LIVE DEAD INC LIVE' DEAD INC LIVE DEAD INC LIVE DEAD INC TOP 20.0 14.0 1.25 TOP 20.0 14.0 1.33 TOP 20.0 14.0 1.33 TOP 20.0 14.0 1:33 TOP 20.0 14.0 1.33 BOT .0 5.0 BOT .0 5.0 BOT .0 5.0 BOT .0 5.0. BOT :0 5.0 SECTION DIR LIVE DEAD SECTION DIR LIVE DEAD SECTION DIR LIVE DEAD SECTION DIR LIVE DEAD SECTION DIR LIVE DEAD 6- 7 Vert 2.7 64.7 1- 8 Horz 345.2 14.0 1- 8 Horz -345.2 14.0 1-,7 Norm -16.0 14.0 1- 7 Norm -10.0 14.0 7-•8 Vert 1.2 29.6 7-.8 Norm -10.0 14.0 :7- 8 Norm -10.0 14.0 }, Qt 1 -- - • ry7 �/� npp/� /� (`� Gmis A copy of this design shall be furnished to the erection contractor. This design is for an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- structton loads than the design loads shall not be applied to Job ID; 762P3D�T83 • Ul9llll.l.1 II19 VA specifications provided by the component manufacturer and performed in accordance TPI NDS design greater the trusses at any time. Trusses shall be handled with care prior to erection to avoid damage. ^10 .DATE: 9/12/00 SHEET 2 Of 2 4400 Campus Or i ve p with the current versions of and standards. No responsibility is for information Lumber moisture content shall be h9% or hess'at the time of fabrication, unless - assumed the accuracy of provided by the truss designer. Dimensions shall Ix verified by the manufacturer and/or noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (ICBG #4420) from 20, 18, or 16 ASTM A653 SQ 40 SPAN: 35- 4- 8 Suite A building designer prior to fabrication. The building designer shall review ga grade steel. with G 6 0 (min.) coating. Plates shall be applied on both (aces of truss at each loading and truss configuration to ensure that this design meets or exceeds joint. Plate dimensions are listed width x length. Slots (holes) in Shear'/Drag Truss - 160 PLP - Ne wpor t Beach, CA 92660 minimum loading requnred by applicable local building codes. Compression plate shall run Iength.Sloa inplatc (949) 752-1612 chords shall Ix laterally braced by the roo(or Door sheathing directly auached. unless oher_". Bottom bracing •be parallel m the plate shall be oriented as shown on the draw- mg, The plate shall be centered onJoint U.N.O. Design assumes that adequate drainage KEYMARK .ENGINEERING noted. chord shall as noted. will be provided to prevent ponding, and adequate anchorage will be 2905 Wilderness Place, STE 202 (949) 752-5321 Fax Rrating shown is for lateral suppnn of individual truss cnmpotunts only to reduce budding length. It is not wid or lateral Inad'r.c,.lR or overall provided resist uplift at suppons. The seal on thTd rawing indicates acceptai cc of (or Bou lder, Colorado 80301 building design bracing which is by others. Refer m IIIB-97 (fPq for professional engmceri t responsibility solely t1u truss rnmponem design shown. The suitabiluy and use u(this component (or an • PParticular building design remmmenxle cuss handling and erection. IM not appl-v mads beyo d is the responsibility of the building de"'.r, Per ANS I�•PI 1-1995 Section 2. KEYsrna rt 3.157 SCALE= 5/ 37-" : 1 ' 3x4- 3x4- 3x4- 3x4 - 3.5x6 3.5x6 . I T 0-0- 0-0 0-0 0-0 0;0 040 6-6-11 6-6-11 6-6-11 6-6-11 6-6-11 6-6-11 13-1-6 19-8-2 26-2-13 32-9-8 _ f ris Engineering CA A copy of this design shall be furnished to the erection contractor. This design is for an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- strucuon loads than the design loads shall be Job ID: 762P3D\T84 10 -Qty 1 - specifications provided by the component manufacturer and performed in accordance with the current versions TPI NDS design greater not applied to the trusses at anyy time. Trusses shall be handled with care prior to erection to avoid damage. 1_umber - DATE: 9/12/00 SHEET 1 of 2 4 400 Campus S Drive p of and standards. No responsibility is for the information moisture content shall be 19% or less at the time of fabrication• unless MBR LbN FURCE Mbk LEN FQKCE M13R FOkCE M8k FORCE J7- - PLATE HORZ VERT ANG JT PLATE HORZ VERT ANG LUMBER SOLUTION 1- 2 5.47 -298 7- 8 6.4.1 4080 1.-12 -4:1.9 4-10 -.8'10 1 1.SX 3.0 1.-12 4-2 90 7 ' 3.OX ' 7.0 6-0 1-.1.5 7 'POP', DFS -2850/2.3 2- 3 5.47 -1189 8- 9 6.56 3785 2-12 -1.740 4- 9 702 2 3.OX 4.0 1-14 3-2 15 8 3.OX 4.0 3-8 0 .2X4 TOP PANEL 17 2 CSI= 3- 4 5.47 -2123 9-10 6.56 3702 2-1.1 896 5-'9 -610 3 3.OX 4.0 3-10 15 S 3.5X 6.0 .532 BOT 2X4 DFL -112 4- 5 5.47 -3088 10-11 6.56 3620 3-11 -1010 5- 8 621. S 3.OX 6.0 9 3.OX 4.0 3-80 BOT PANEL .7- 8 CSI= 5- 6 5.47 -3996 11-12 6.56 3534 3-10 812 6- 8 -367 4 3.OX 4.0 3-10 15 .10 3.OX, 4.0 3-8 0 .833 WEB 2X4 DFL. -Stud 6- 7 5.32 -4228 5 3.OX 4.0 3-10 IS S 3.5X 6.0 13- 7 .1.50 13 S 3.OX 6.0 11 3.OX 4.0 1-12 3-8 0 EXCEPTION WEBS 6 1.5X 3.0 3-10 47 12 5.OX 6.0 3-8 3-8 0 1-i2 2X4 DFL -R2 REACT ACT BRG REQ ERG CANT 2-12 2X4 DFL -42 12 12P 1847. 3.50" 1,97" 12 -3444.H _ 7R 1430. 3.50" 1.53" DEFLECTION TOTAL LOAD DEF © PANEL 8 = .435" L/DEF=903 L= 393.5 REC CMBR= .41" TOTAL LOAD HOR DEF = .172" 5-5-9 10-11-3 16-4-12 21-10-5 27-3-15 32-9-8 1-6-10R MAX DEF:LL= .190" DL= .251" TL= .435" 5-5-95-5-9 F- I -- I 5-5-9' -1- 5-5-9 l 5-5-9 '5-5-9 .1-6-0 9-2-7 7-8-11 6-2-15 4-9-2 3-3-6 F-----�-1 1-9-10 3-14 BRACING • T -brace designed by others NOTE:Brace bottom chord with properly applied rigid ceiling designed by others to provide a continuously f braced compression chord. DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN 0/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 DRAG LOAD: 3444.4 1.5x3/ - WIND LOAD: 70 MPH I DESIGN LOADINGS 3x4\ SEE PAGE 2 LOAD INFORMATION 3x4- 3x4- 3x4- 3x4 - 3.5x6 3.5x6 . I T 0-0- 0-0 0-0 0-0 0;0 040 6-6-11 6-6-11 6-6-11 6-6-11 6-6-11 6-6-11 13-1-6 19-8-2 26-2-13 32-9-8 _ f ris Engineering CA A copy of this design shall be furnished to the erection contractor. This design is for an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- strucuon loads than the design loads shall be Job ID: 762P3D\T84 10 -Qty 1 - specifications provided by the component manufacturer and performed in accordance with the current versions TPI NDS design greater not applied to the trusses at anyy time. Trusses shall be handled with care prior to erection to avoid damage. 1_umber - DATE: 9/12/00 SHEET 1 of 2 4 400 Campus S Drive p of and standards. No responsibility is for the information moisture content shall be 19% or less at the time of fabrication• unless Suite A assumed accuracyy of prourvided by the truss designer. Dimensions shall be verirled by the manufacter and/or noted otherwise(U.N.O.). Connector plates shall be manufactured by Ugle Metal Products (ICRO #4420) from 20. 18, or 16 ga ASTM A653 SQ grade 40 steel, SPAN: 32- 9- 8 " Newport Beach, -CA 92660 building designer prior to fabrication. The building designer shall review loading and truss configuration to ensure that this design meets or exceeds minimum loading by local building Compression with G60 (min.) coating. Plates shall be applied on both faces of truss at each joint. Plate dimensions arc listed width x length. Slots (holes) in plate shall run Shear/Drag Truss - 105 PLP (949) 752-1612 regcared applicable codes. chords shall be laterally braced by the ronf or floor shemlihi , directly parallel m the plate length. Slots inylmc shall be oriented as shown on the draw- mg. The plate shall he centered on joint U.N.O. Design assumes that adsyuatc KEYMARK ENGINEERING (949) F a X attached• unless otherwise noted. Rmtom chard bracing shall be as noted. Rraeing shown is for lateral support of individual truss components only m drainage will be Provided to prevent ponding• and adequate anchorage will be Provided resist uplift at suppnrts.'rhe seal on this drawing indicates accepptance 2905 Wilderness Place, STE 202 .752-5321 reduce buckling length. It is not wind or lateral load bracingg or overall building desiggn bracing which is by Refer FIIR-97 for of prnfessional engineering responsibility snlely for the truss component dcsi n Boulder, Colorado 80301 ' others. m (rPp recommended truss handling and erectinn. Do tint apply Inds beyond shown. The suitability %( use of (his component for anpp ppanicular building�design is the responsibility of tlne building designer, per ANSI/TI'I I-1995 Section -. KEYsmart 3.357 . SCALE= 3/16":1' DESIGN LOADINGS ' LOAD CASE 1 6ouvis Engineering CA _ LOAD CASE' 2 weight of erectors until all g permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses Job ID 762P3D\T84_10 Qty 1 LOAD CASE 3 ■ LOAD CASE 4 specifications provided by the component manufacturer and performed in TPI NDS at any rime. Trusses shall be handled with care prior to erection to avoid damage. LOAD CASE 5 4 400 Campus S Of ] V e p accordance with the current versions of and design standards. No for information DRAG.LOAD: 3444.{1 DRAG LOAD: 3444.}1 Suite A WIND LOAD: 70 MPH SPAN: 32- 9- 8 "WIND LOAD: 70 MPH Newport Beach. C A 92660 LIVE DEAD INC LIVE DEAD INC LIVE DEAD; INC LIVE DEAD INC' LIVE DEAD INC TOP 20.0 14.0 1.25 TOP 20.0 14.0 1.33 TOP 20.0 • 14.0'1.33 provided resist uplift at supports. ''heseal nn this drawing indicates acceptance of professional engineering Entsnbdity solely for the truss component design The TOP 20.0 14.0 1.33 TOP 20.0 14.0 1.33 BOT .0 5.0 BOT .0 5.0 BOT .0 5.0 BOT' .0 5.0 BOT .0 S.0 SECTION DIR LIVE. DEAD SECTION ` DTR LIVE DEAD SECTION DIR I,TVE DEAD SECTION DIR LIVE DEAD SECTION DIR LIVE DEAD 1- 2 Vert 3.7 87.8 1- 7 Hor.z 193.4 14.0 1- 7 Horz -193.4 1.4.0 1- 7 Norm -16.0 14.0 1- 7 Norm -10.0 14.0 13- 7 Norm -35,.0 14.0 13-,7 Norm -10.0 14.0 6ouvis Engineering CA _ A c of this design shall he furnished to the erection contractor. This �y d design is for an in nvndual building component (a truss). It is based on weight of erectors until all g permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses Job ID 762P3D\T84_10 Qty 1 a ■ specifications provided by the component manufacturer and performed in TPI NDS at any rime. Trusses shall be handled with care prior to erection to avoid damage. „DATE : 9/12/00 SHEET 2 Of 2 4 400 Campus S Of ] V e p accordance with the current versions of and design standards. No for information lumber moisture content shall be 19% or less at the time of fabrication, unless. Suite A responsibility is assumed the accuracy of provided byy the truss designer. Dimensions shall be verified by the manufacturer and/or rioted otherwise(U. N.O.). Connector plates shall be manufactured by Eagle Metal - Products (ICBO #4420) front 20. 18, or 16 ga ASTM A653 SQ grade 40 steel, SPAN: 32- 9- 8 Newport Beach. C A 92660 building designer prior to fabrication. The building designer shall review loading and truss configuration to ensure that this design meets or exceeds with G60 (min.) coating. Plates shall be applied on both faces of truss at each joint. Plate dimensiais arc listed width x length. Slots (holes) in plate shall run Shear/Drag TTUBB - 105 PLP (949) 752-1612 minimum loading regt��ed by applicable local building tides. Compression chords shalt be laterally braced by the roof or Door sheathing directly •be parallel to rhe plate length. Slots in plate shall be oriented as shown on the draw_ mg. The plate shall be centered on point U.N.O. Design asthat adequate KEYMARK ENGINEERING attached. unless ,therwise noted. Bottom chord bracing shall as noted. drainage will lx provided to prevent ponding• and adequate anchorage will he 2905 Wilderness Place, STE 202 ' (949) 752 - 5321 Fax Bracing shown is for lateral support of individual truss components only to reduce buckling length. It is not wind or lateral load bracing or overall building design bracing which is by others. Refer m HIB (TPI) for provided resist uplift at supports. ''heseal nn this drawing indicates acceptance of professional engineering Entsnbdity solely for the truss component design The Boulder, Colorado 80301 -97 recommended truss handling and erection. Do not apply loads beyond shown. suitability and use of this component for anyy pparticular building design is the responsihiliiy ofbuilding designer. Ixr ANSI/TPI 1.1995 Section 2. KEYsmart 3.157 , SCALE= 3/16" : 1' MBR LEN FORCE MBR LEN PONCE MBR FORCE MBR FORCE JT - - PLATE HORZ VERT ANG JT 21-0-8 PLATE HORZ VERT ANG LUMBER SOLUTION 1- 2 4.62 -2.364 7- 8 6.75 604 2- 9 -631 4- 8 62 1. 3.OX 5.0 6-0 2-0 0' 5 3.OX building designer prior to fabrication. The building designer shall review 4.0 3-8 0 TOP 2X4 DFL -#2 2- 3 4.76 -1974 8- 9 7.15 1996 3- 9 500 5- 8 714 2 1.5X 3.0 3-10 23 6 1.5X 3.0 1-12 3-8 90 TOP PANEL 2- 3 CSI= 3- 4 4.76 -1007 9- 1 7.00 289.1 3- 8 -1095 5- 7 -922 S 3.OX 6.0 7 3.OX 4.0 3-8 3-8 0 .426 BOT 2X4 DFL -#2 4- 5 3.38 -1029 6- 7 -88 3 3.OX 4.0 3-10 15 8 3.0X•: 7.0 3-8 0 BOT PANEL 9- 1 CSI= .607 5- 6 3.38 -1 4 5.OX 5.0 3-8 0 S 3.0X, 6.0 WEB 2X4 DFL -Stud 10- 1 1.50 14 '9 3.OX 4.0 3-8 0 DEFLECTIONTOTAL JT REACT ACT BRG REQ BRG CANT LOAD DEF O PANEL 7 = .185" 1P 921. 3.50" 1.50" L/DEF=999 L= 252.5 REC CMBR= .26" 1 3472.H TOTAL LOAD HOR DEF = .055" 7R 811. 3.50" 1.50" MAX DEF:LL= .092" DL= .105" TL= .185" BRACING 1-6- 4-9-3 19-3-8 17-8-0 21-0-8 NOTE:Brace bottom chord with properly 1-66--00 4-9-3 -9-5 4 4 -3 9-9-3 3-9-8 3-4-6 applied rigid ceiling designed by others to provide a continuously 3-14 1-7-6 2-10713 4-2-5 4-2-5 4-2-5 braced compression chord. DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN 0/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE OUR INC=1.25 ' • DRAG LOAD: 3472.# WIND LOAD: 70 MPH DESIGN LOADINGS SEE PAGE -2 LOAD INFORMATION 5x5- 4 3x4- 5 1 T 3x4- 3x7 - 3x6 0-0 - 0-0 0_0 0-0 - - 7-1-12 7-3-8 6-7-4 7-1-12 14-5-4 21-0-8 Gm WU■ is Engineering CA A copy of this design shall be furnished to the erection contractor. This design is for an i ividual building component (a truss). h is based on specifications by the component manufacturer in weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses Trusses Job ID: 762P3D�T85 10 Qty 1' 4 400 Campus S Dr T V e p provided and performed accordance with the current versions of TPI aid NDS design standards. at any time. shall be handled with care prior to erection to avoid damage. Lumber moisture content shall be 19`% or less at the time of fabrication, unless DATE - 9/12/00 SHEET 1 of 2 No responsibility is assumed for the accuracy of information provided by the truss designer. Dimensions shall be verified by the manufacturer and/or noted nihcrwise(U.N.O.): Connector plates shall be manufactured by Eagle Metal Products (ICBO #4420) from 20, 18, or 16 ASTM A653 SQ 40 SPAN: 21- 0- 8 • SU 1 t e A building designer prior to fabrication. The building designer shall review ga grade steel. with G60 (min.) coating. Plates shall be applied on both faces of truss at each Pength. , Shear/Drag Trues - 165 PLF Newport Beach, CA 92660 loading and truss configuration to ensure that this design meets or exceeds minimum loading regwred by applicable local building codes. Compression joint. Plate dimensions are fisted width x Slots (holes) in plate shall run parallel to the plate length. Slots in plate shall Ix oriented as shown on the draw- KEYMARK ENGINEERING (949) 752- i 6 L 2 chords shall be laterally braced by the roof or floor sheathing, directly attached, unless otherwise noted. Bottom chord bracing be mg; The plate shall be centered on �omt U.N.O. Design assumes that adeyuatc drainage be (9491 752-5321 F a x shall as noted. Bracing shown is for lateral support of individual truss components only ut reduce buckling length. It is wind lateral load bracingg wdI provided to prevent ponding, and adcquare anchorage will be provided resist up.fi at supports. The seal on this drawing indicmes acceptance 2905 Wilderness Place, STE 202 Boulder. 8030]. not or or overall building design bracing which is by others. Refcr'to 1118-97 (TPI) for of professiotwl engineering reslmnsthdity solely (or the truss componcm desiggn shown. The tandity for ,Colorado rrannmctalcd truss lutnxlling and erection. I)n tun apply Inuls hcyonul ...........and use of this cmitlxntcnt an articular building design is the. reslwnts ihil try of Urc.....ding dcsigtur, her ANSIlI'FI 11945 Scrlinn -. hF.Y s:ma r'1: 3 . 157 SCALE.- 9/ 32. " : l ' DESIGN LOADINGS LOAD CASE 1 L4*D CASE 2 LOAD CASE 3 LOAD -CASE 4 LOAD'CASE 5 DRAG LOAD: 3472.# DRAG LOAD': 3472.4 copy of this design shall be furnished to the erection contractor. This design is for an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses WIND LOAD: 70 MPH WIND LOAD: 70 MPH at any time. Trusses shall be handled with care prior to erection to avoid damage. Lumber moisture content shall be 19% or less at the time of fabrication, unless LIVE DEAD INC LIVE DEAD ;NC LIVE DEAD INC LIVE DEAD INC LIVE DEAD INC TOP 20.0 14.0 1.25 TOP 20.0 14.0 1•.33 TOP 20.0 14.0 1.33 TOP 20.0 14.0 1.33 TOP 20.0 14.0 1.33 BOT .0 5.0 BOT .0 5.0 of professional engnlecnng responslbdity solely for the tnrss crnnlxxleut design 'fhe BOT .0 5.0 BOT .0 5.0 - BOT .0 5.0 SECTION DIR LIVE DEAD SECTION DIR LIVE DEAD SECTION DIR LIVE DEAD SECTION DIR LIVE DEAD 1- 6 Horz 445.0 14.0 1- 6 Horz -445.0 14.0 1- 4 Norm -16.0 14.0 1- 4 - Norm -10.0 14.0 - 4- 6 Norm -10.0 14.0 4- 6 - Norm -10.0 14.0 10- 1 Norm -35.0 14.0 10- 1 Norm -10.0 14.0 G� ryA mis Engineering copy of this design shall be furnished to the erection contractor. This design is for an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses Job ID: 762P3D\T85 10 Qty '. 1 - 4400 Campus S Or 1 v e P specifications provided by the component manufacturer and performed in accordance with the current versions of TPI and NDS design standards. at any time. Trusses shall be handled with care prior to erection to avoid damage. Lumber moisture content shall be 19% or less at the time of fabrication, unless DATE- 9/12/00 SHEET 2 Of 2 ' No responsibility is assumed for the accurac of' nformation 9rovided by the truss designer. Dimensions shall be veriKed by the manufacturer and/or noted otherwisc(U.N.O.). Connector plates shall be manufactured b Eagle Metal Products (ICRO #4420) from 20, 18, or 16 ASTM A653 SQ 40 SPAN: 21- 0- 8 - -building Suite A Newport Beach, C A 9266Q designer prior to fabrication. The building designer shall review loading and truss configuration to ensure that this design meets or exceeds ga gr idye steel. with G60 (min.) coating. Plates shall be applied on both faces of truss at each joint. Plate dimensions arc listed width x Pcngth. Slots (holes) in plate shall run Shear/Drag Trues - 165 PLP ' (949)752-1612 minimum loading required by a plicable local building codes. Compression chords shall be laterally braced by the roof or floor sheathing, directly attached• unless otherwise noted. Bottom chord bracing shall he as noted. parallel to the plate length. Slots inplate shall be oriented as shown on till draw- Ing. The plate shall be centered on toint U.N.O. Design assumes that adsquate draimlgc will be to KEYMARK ENGINEERING ' (9491 752-5321 Fax X Rracing shown is for lateral support of individual truss components only to provided prevent ponding, and adequate anchorage will he provided resist uplift at supports. l'IIe scat on this drawing i dic lies acesIxaI ce 2905 Wilderness Place, STE 202 - reduce buckling length. It is riot wind or lateral load bracingg or overall building design bracing which is by Refer to IIIR-97 (rPll for of professional engnlecnng responslbdity solely for the tnrss crnnlxxleut design 'fhe Boulder, Colorado 80301 others. recommended truss haixlling and erectinn. Do not apply loads beyond shown. suitabdity atxl use of thrs 2nn I hent for any articular building design is the respnttsibilily of the building designer, per ANSI/I'I'1.1_1995 Section 2. KEYsmarl- 3.157 SCALE=- 9/32":l' MBR LEN FORCt MBR LEN FORCE MBR FORCE MBR FORCE JT PLATE HORZ VERT ANG JT PLATE HORZ VERT ANG LUMBER SOLUTION 1- 2 5.11 -2654 6- 7 7.01 1134 2- 8 -441 4- 7 515 1. 3.OX 5.0 6-0 2-0 0 5 1.5X 3.0 1-12. 4-2. 90 TOP 2X4 DFS -2400/2.0 2- 3 5.26 -2301 7- 8 7.01 1797 3- 8 541 4- 6 -1462 2 1.5X 3.0 3-10 33 6 3.OX 4.0 3-8 3-8 0 TOP PANEL 4- 5 CSI= .695 3- 4 5.26 -1357 8- 1 6.87 2562 3- 7 -631 5- 6 -421 S 3.OX 6.0 7 3.OX 4.0 3-8 0 BOT 2X4 DFL -42 4- 5 5.26 -342 3 3.OX '4.0 3-10 15 S 3.OX 6.0 BOT PANEL 8- 1 CSI= .582 9- 1 1.50 13 4 3.OX 4.0 3-10 15 8 3.OX 4.0 3-8 0 WEB 2X4 DFL -Stud JT REACT ACT BRG REQ BRG CANT DEFLECTION 1P 1001. 3.50" 7..50" TOTAL LOAD DEF @ PANEL 6 .198" 1 -2631.H L/DEF=999 L=.252.5 REC CMBR= .26" 611 1372. 3.50" 1.50" TOTAL LOAD HOR DEF = .054"" MAX DEF:LL= .078" DL= .128" TL= .198" 1-6-10R 5-3-2 10-6-4 15-9-6 21-0-8 BRACING • T -brace designed by others 1-6-01 5-3-2 -1 5-3-2 1 5-3-2 -1 5-3-2 1 NOTE:Brace bottom chord O loft OC max or provide lateral brace by properly 3-14 1-8-15 3-2-1 4-7-2 6_0_4 applied rigid ceiling. DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN 0/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE OUR INC=1.25 DRAG LOAD: 2631.# WIND LOAD: 70 MPH DESIGN LOADINGS C, SEE PAGE 2 LOAD INFORMATION 1.5x3/ 5 1 3x4/ 4 12 3.25 3x6 3x4/ d a -3 d d o`o 1.5x3\ o 0 0 2 3x5- . 1 9 T 8 7 _ .- - 3x4-.. 3x4- -- 3x4_ - - - 3x6 • 4 i 0-0 0-0 0-0 0-0 7-0-3 7-0-3 7-0-3 7-0-3 14-0-5 21-0-8 ' �(yA is Engineering CA' copy of this desi n shall be furnished to the erection contractor. This design is for ani ividual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- struction loads than the design loads shall not be applied to the trusses Job ID; 762P3D\T86 10 Qty 2 - WU� ■ specification provided by the component manufacturer and performed in accordance with the current versions TPI NDS design greater at any time. Trusses shall be handled with care prior to erection to avoid damage. Lumber DATE: 9/12/00 SHEET 1 of 2 4 400 Campus S Dr 1 v e P of and standards. No responsibility is assumed for the accuracy information by moisture content shall be 19% or less at the time of fabrication, unless of provided the truss designer. Dimensions shall be verified by the manufacturer ar d/or noted otherwise(U.N.O.). Connector plates shall be manufactured b Eagle Metal, Products (ICAO #4420) from 20, 18, or 16 ga ASTM A653 SQ 40 steel, SPAN- 21- 0- 8 Suite Q building designer prior to fabrication. The building designer shall review grade with G60 (min.) coating. Plates shall be applied on both faces of truss at each Newport loading and truss configuration to ensure that this design meets or exceeds joint. Plate dimensions are listed widUt x Icn th. Slots (holes) in Shear/Drag Trues - 125 PLP Beach. C A 92660 minimum loading regwred by applicable local building codes. Compression plate shall run length. Slots in be laterally braced by floor parallel to the plate plate shall be oriented as shown nn the draw- KEYMARK ENGINEERING (949) 752- 1612 chords shall the roof or sheathin� directly attached, unless otherwise noted. Bottom chord bracing shat be as noted. mg. The plate shall Ix centered on loins U.N.O. I>esign assumes tluat adequate drainsge will he to he (949) 752-5321 Fax Bracingg shown is for lateral support of individual truss components only m provided prevent ponding, and adequate atxhorage will provided resist upI ftat suppons. The seal on this drawing indicates accepIII c 2905 W.i.lderness Place, STE 202 reducebtickling length. It is not wind or lateral load bracingg or overall building desiggn hraong which is by Refer HIB•97 for . of professional enginecnng responsibility snldy (or the truss component design Boulder, Colorado 80301 others. to (fPq recommetded truss handling -and erection. Ik not apply loads beyond shown.l'he suitabdity artd use of chis compm>ent for anyy ppanicular building design is the responsibility of the building desigirer, per ANSI/TPI I-1995 Section 2. KEYsma rt 3.157 SCALE= 9 / 32 " : 1' y DESIGN LOADINGS LOAD CASE 1 r- UIN/� �S FfIQI ne�r 7 nQ GOLLL111�g1 A copy of this design shall be furnished to the erection contractor. This design is for an individual building component (a truss). It is based on LOAD CASE 2 Job ID: 762P3D\TS6 10 Qty 2 - r LOAD CASE 3 1 y■ specdcations provided by the component manufacturer and performed in accordance with the current versions o(TPI and NDS design standards. LOAD. CASE 4 DATE: 9/12/00 SHEET 2 'Of 2 - .'LOAD CASE 5 4400 Campus �f ] V e P No responsibility is assumed for the accuracy of information pprovided by the truss designer. Dimensions shall be verified by the manu(atlurer and/or rooted otherwise(U.N.O.). Connector plates shall be manufactured h Eagle Metal Products (ICBO #4420) from 20. 18, 16 ASTM A653 SQ 40 SPAN 21- 0- S DRAG LOAD: 2631.# Suite A building designer prior to fabrication. The building designer shall review DRAG LOAD: 2631.# Shear/Drag Truss - 125 'PLP WIND LOAD: 70 MPH loading and truss configuration to ensure that this design meets or exceeds ?;WIND LOAD: 70 MPH LIVE DEAD INC LIVE DEAD INC LIVE DEAD INC LIVE DEAD INC LIVE ':DEAD INC TOP 20.0 14.0 1.25 TOP 20.0 14.0 1.33 TOP 20.0 14:0 1.33. TOP 20.0 14.0 1.33 TOP 20.0 ';.1,4.0 1.33 BOT .0 5.0 BOT- .0 5.D BOT .0 5.0 BOT .0 5.0 130T:,.0 1DIR 5.0 SECTION DIR LIVE DEAD SECTION DIR LIVE DEAD SECTION DIR LIVE DEAD SECTION DIR LIVE DEAD SECTION LIVE DEAD 4- 5 Vert 3.8 - 91.2 1- 5 "Horz 229.8 14.0 1- 5 Horz -229.8 14.0 1- 5 Norm -16.0 14.0' 1- 5 Norm' 10.0 14.0 9- 1 Norm -35.0 14.0 9--1 Norm -10.0 14.0 y " r- UIN/� �S FfIQI ne�r 7 nQ GOLLL111�g1 A copy of this design shall be furnished to the erection contractor. This design is for an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of cnn- struction loads. greater than the design loads shall not be applied w the trusses Job ID: 762P3D\TS6 10 Qty 2 - r 1 y■ specdcations provided by the component manufacturer and performed in accordance with the current versions o(TPI and NDS design standards. at any time. Trusses shall be handled with care prior to erection to avoid damage. Lumber moisture content shall be 19% or less at the time of fabrication. unless DATE: 9/12/00 SHEET 2 'Of 2 - 4400 Campus �f ] V e P No responsibility is assumed for the accuracy of information pprovided by the truss designer. Dimensions shall be verified by the manu(atlurer and/or rooted otherwise(U.N.O.). Connector plates shall be manufactured h Eagle Metal Products (ICBO #4420) from 20. 18, 16 ASTM A653 SQ 40 SPAN 21- 0- S " Suite A building designer prior to fabrication. The building designer shall review or ga ygrade steel. with G60 (min.) coating. Plates shall be applied on both faces or tris$ at each Pengih. Shear/Drag Truss - 125 'PLP Newport Beach. h. CA 92660 loading and truss configuration to ensure that this design meets or exceeds joint. Plate dimensions arc listed width z Slots (holes) in plate shall run (949) 752- 7 612 minimum loading required by applicable local building codes. Compression chords shall be laterally braced by the roof or Door sheathing directly -he parallel m the plate length. Slots inplate shall be oriented as shown on the draw- mg; The plate shall be centered on)oinl U.N.O. Design assumes that adeyuale KEYMARK ENGINEERING attached. unless otherwise noted. Bottom chord bracing shall as rated. drainage wall be provided toprevern ponding• and adequate anchorage will he 2905 Wilderness Place, STE 202 n- (949) 7-.)2-532 j Fax a X BracingR shown is for lateral support of individual Truss components only to reduce tickling length. It is not wind or lateral load bracing or overall building design bracing w.hith is by Refer to IIIB-97 (•fPq for provided resist up,dl at suppons. The seal onthis drawing indicates acceplanee of professional engineering responsibility solely for the truss connp neut design The (or Boulder,Colorado 80301 others. recommended truss handling and erection. Do not apply loads beyrnd shown. suitabdiry and use of this component any PParticular building design is the resp isibility of the building designer, per ANSIIrPI I-1995 Scction 2. KEYsmart 3 . 1.57 SCALE= 9/32" :1' MBR LEN FORCE MBR LEN FORCE MBR FORCE MBR FORCE JT PLATE HORZ VERT ANG JT PLATE. HORZ VERT ANG LUMBER SOLUTION 1- 2 5.11 -2347 6- '1 '7.01. 788 2- 8 -427 4- '7 551. I. 3.OX 4.0 6-0 2-0 0 _. 1..5X 3.0 1.-1.2 4'-2 90 TOP 2X4 UFL-H2 2- 3 5.26 -2003 7- 8 7.01 1523 3- 8 526 4- 6 -10.16 2 1.5X 3.0 3-10 33• 6 3.OX 4.0 3-8 3-8 0 TOP PANEL 2- 3 CSI= .508 3- 4 5.26 -1031 8- 1 6:87 2266 3- 7 -678 5- 6 -142 S' 3.OX 6.0 7 3.OX 4.0 3-8 0 BOT 2X4 DFL -42 4- 5 5.26 -210 3 3.OX 4.0 3-10 15 S 3.OX 6.0 BOT T..ANEL 8- 1 CSI=' .529 9- 1 1.50 13 4 3.OX 4.0 3-10 15 8 3.OX 4.0 3-8 0 WEB r 2X4 DFL -Stud JT REACT ACT BRG REQ BRG CANT DEFLECTION 1P 921.' 3.50" 1.50" _ TOTAL LOAD DEF @ PANEL 6 = .189" 1 -1600.14 „ L/DEF=999 L= 252.5 REC CMBR= .26" 6R 811. 3.50" 1.50" TOTAL, LOAD HOR DEF = .045" ---. MAX DEF:LL= .094" DL= .105" TL= .189" BRACING 1-6-1OR 5-3-2 10-6-4 15-9-6 21-0-8 NOTE:Brace bottom chord O loft OC max 1-6-0 5-3-2 5-3-2 5-3-2 5-3-2 )- or provide lateral brace by properly applied rigid ceiling. 3-14 1-8-15 3-2-1 i 4-7-2 6-0-4 DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN O/C NO REP BEND PLATE': EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 - DRAG LOAD: 1600.#1 " WIND LOAD: 70 MPH DESIGN LOADINGS SEE PAGE 2 LOAD INFORMATION 1.5x3/ 5 3x4/ 4 12 3. 25 3x6 3x4/ o 0 r o � 1.5x.3\ ' 2 314 9 --- - - 3x4- 3x4- 3x4- 3x6 - r 010 0l0 O#O 0-0 f 7-0-3 7-0-3 7-0-3 7-0-3 14-0-5 21-0-8 �+ fouris En ineerin CA A copy of this destgn shall be furnished to the erection contractor. This design is for an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- structton loads greater than the design loads shall not be applied to the trusses Job ID: 762P3D\T87_10 Qty 2 g g■ specifications provided by the component manufacturer and performed in TPI NDS design at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE- 9/12/00 SHEET 1 of 2 - 4 400 Campus S Or• ] V e - p accordance with the current versions of and standards. No is for the by Lumber moisture content shall be 19% or less at the time of fabrication, unless Connector responsibility assumed accuracy of' nformation provided the truss designer. Dimensions shall be verified by the manufacturer and/or noted otherwise(U.N.O.). plates shall be manufactured by Eagle Metal Products (ICBO #4420) from 20. 18. or 16 ga ASTM A653 SQ 40 steel. SPAN: 21- 0- "8 Suite A building designer prior to fabrication. The building designer shall review loading grade with G60 (min.) coating. Plates shall be a plied on both faces of truss at each Pength. Shear/Drag Truss - 1600 The Newport Beach. h, CA 92660 and truss configuration to ensure that this design meets or exceeds loading by local building Compression joint. Plate dimensions are listed width x Slots (holes) in plate shall run - minimum reycored applicahle codes. chords be laterally braced by the or floor directly parallel to the plate length. Slots in plate shat) be oriented as shown on the draw. The be U.N.O. Design KEYMARK ENGINEERING (949) 752-1612 shall roof sheathing mg; plate shall centered on joint assumes that adeytrate anached, unless otherwise noted. Bottom chord bracing shall be as noted. drainge will be provided to prevent ponding. and adequate anchorage will he 2905 Wilderness Place , STE 202 (949) 752-5321 Fax Bracing shown is for lateral support of individual it components only to reduce buckling length. It is not wind or lateral load bracingQ or overall provided resist upl dt at supports. l'hc seal on this drawing indicates acceptat ce ofengincerm responsibility solely for the truss design Boulder, Colorado 60301 building design bracing which is by others. Refer to HIB -97 Tp0 for _ssional component shown. The suitability and use of this c inpnonem for any building design " recommemleA truss handling aid ereciinn. Do not apply loads beyond particular is the responsibility of the building designer. ANSI rrPI I-1995 Section 2. KEYsmart 3.157 SCALE= 9/32":l' ler DESIGN LOADINGS LOAD CASE 1 LOAD CASE 2 LOAD CASE 3 . LOAD CASE 4 LOAD CASE 5 DRAG LOAD: 1600.8 DRAG LOAD: 1600.4 WIND LOAD:,70'MPH WIND LOAD: 70 MPH LIVE DEAD INC LIVE DEAD INC LIVE DEAD INC LIVE DEAD INC LIVE 'DEAD INC TOP 20.0 14.0.1.25 TOP 20.0 . 14.0 1.33 TOP 20.0 14.0 1.133 TOP 2'0.0 14.0 1.33 STOP 20.0 '14.0 1.33 BOT -.0 S.0 BOT.0 5.0 ROT .0 5.0 f30T .0 5.0 BBOT .0 5.0 - SECTION DLR LIVE DEAD SECTION DIR-- LIVE DEAD -SECTION DIR- LIVE DEAD "SECTION DIR, LIVE DEAD 1- 5 Horz 139.8 14.0 1- 5 Horz -139.8 14.0 1- S Norm -16.0 1.4.0 1- 5 Norm -10.0 14.0 9- 1. Norm -35.0 1.4.0 9- 1 Norm "-10.0 1.4.0 Gm G is Engineering CA A copy of this design shall be furnished to the erection contractor. This - design is for an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses Job ID: 762P3D\T87_10 Qty 2 specifications provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 2 of 2 4 400 Cam U S Drive V e p accordance with the current versions of TPI and NDS design standards. is for Lumber moisture content shall be 19% or less at the time of fabrication, unless . No responsibility assumed the accuracy of information provided by the truss designer. Dimensions shall he verified by the manufacturer and/or tared mherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (ICRO #4420) from 20, 19. 16 ASTM A653 SQ 40 SPAN: 21- 0- 8 ' Suite A building designer prior to fabrication. The building designer shall review or ga grade steel, with G60 (min.) coating..Plales shall he applied on both faces of truss at each loading and truss configuration to ensure that this design meets or exceeds joint. Plate dimensions are listed width x length. Slots (holes) in shall run Shear/Drag Truss.- 1600 The Newport Beach, CA 92660 minimum loading required by applicable local building codes. Compression plate to the length. Slots in shall be oriented as draw- (949) 752-1612 chords shall be laterally braced by the roo(or floor sheathing directly Bottom bracing be parallel plate plate shown on the , mg.'I-he plate shall be centered on joint U.N.O. Design assumes IhaI a uare drainage ill be KEYMARK ENGINEERING (949) 752 -5321 F a Y, attached, unless otherwise rromd. chord shall as noted. individual Bracing shown is (or Iareral support of individual truss components only Io buckling length. It is wind load bracingg,, provided to prevent ponding, and adequate anchorage will be provided resist uplift at supports. The seal on [his drawing indicates acce tante Sesign 2905 Wi lderneSS P1aCe, STE 202 Boulder, Colorado 80301 reduce nrn or or overall building design brac' which is by nihers. Refer in1110 97 ('fPl) for o(prnfessinnal engineering raponsrbility solely for the truss component shown. 'fhe suirabtl icy and use o(rhis component for any building design recommended truss handling and erect inn. Do no. apply loads beynnd particular is the responsibility of the budding designer. per ANSI/I'PI 1-1995 Seciinn 2. KEYSmart 3.157 SCALE= 9/32" : 1' 12 Q 3.25 . 4x4- 12 4 :3/ T .N 3x4- 3x7- 3x4 - 3x6 0 0 010 010 010 0;0 - 7-8-12. 7-8-12 5-10-7 6-9-1'"` 7-8-12 15 5 8 21-3-15 - 28-1-0 �ry - -is Engineering ,. WU� ■ CA 4 400 Campus Drive V e Suite A Newport Beach, CA 92650 (949) 752- ] 6 ] 2 (9491 752-5321 Fax A copy of this design shall be furnished to the erection contractor. This design i (or an individual building component (a truss). It is based on specifications provided by the component manufacturer and performed in accordance with the current versions of TPI and NDS design standards. No responsibility is assumed for the accuracy of information provided by the truss designer. Dimensions shall be veri&d by the manufacturer and/or building designer prior to fabrication. The building designer shall review bailing and truss configuration to ensure that this design meets or exceeds minimum loading required by applicable local building codes. Compression chords shall be laterally braced by the roof or floor sheathing, directly attached, unless otherwise noted. Bottom chord bracing shall be as noted. Bracing shown is for lateral support of individual truss components only to reduce buckling length. It is not wind or lateral load bracingg or overall building desiggn bracing which is by others. Refer to 111R-97 (ITI) for recommended truss handling and erection. Do nn apply loads beyond weight of erectors•until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall rat be applied to the trusses at any time. Trusses shall be handled with care prior to erection to avoid damage. Lumber moisture content shall be 19% or less at the time of fabrication, unless noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (IC00 04420) from 20, Ig, or 16 ga ASTM A653 SQ gmile 40 steel, with G60 (min.) coating. Plates shall be applied on both faces of truss at each joint. Plate dimensions are listed width x length. Slots (holes) in plate shall run parallel to the plate length. Slot; inplate shall be oriented as shown oil the draw- mg. The plate shall be centered on Joint U.N.O. Design assumes that adeysate drainage will be provided to prevent ponding• and adequate anchorage will he provided resist uplift at supports. The seal on this drawing indicates xaptancc of professional engineerin(! responsibilitysolely for die truss component design shown. The suitability and use of this component (or any particular building design is the responsibility of the budding designer, per ANSI lI"PI I-1995 Section 2. Job ID:762P3D\T88 10 Qty 1 - DATE- 9/12/00 SHEET 1 of 2 - SPAN: 28- 1-` 0 Shear/Drag. Trues - 160 PLP KEYMARK ENGINEERING 2905 Wilderness Place; STE 202 you lder, Colorado 80301 KGYsma r. l' 3.7.57 SCALE= 7/32":1' r1 ' MBR LEN FORCE MBR LEN FORCE MBR FORCE MBR FORCE JT PLATE HORZ VERT ANG JT PLATE HORZ VERT ANG LUMBER SOLUTION 1- 2 5.01 -3400 8- 9 6.90 1257. 2-11 -653 5-10 -61.2 1 3.OX 7.0 6-0 2-0 0 6 3.OX 4.0 3-8 0 TOP 2X4 DFL -H2 2- 3 5.15 -2952 9-10 5.72 2135 3-1.1 .526 5- 9 -680 2 1.5X 3.0 0-0 3-10 237 1.5X 3.0 1-12 3-8 90 TOP PANEL 4- 5 CST= .885 3- 4 5.15 -1876 10-11 7.73 3261 3-10 -1099 6- 9 1218 S 3.OX 6.0 8 3.OX 4.0 3-8 3-8 0 BOT 2X4 DFL -µ2 . 4- 5 5.72 -1865 11- 1 7.58 4194 4-7.0 647 6- 8 -7:582. 3 3.OX 4.0 3-1.0 15: 9 3.OX 4.0 1.-1.2 3.-8 0 ROT PANEL 1.1- 1. CSI= .847 5- 6 3.45 -2135 7- 8 -91 4 4.OX 4.0 0-0 3-1.0 0' 10 3.OX 7.0 3-8 0 WEB 2X4 DFL -Stud 6- 7 3.45 1 5 4.OX 7.0 3-10 0 S 3.OX 6.0 11 3..OX 4.0 3-8 0 DEFLECTION JT REACT ACT BRG REQ BRG CANT TOTAL,LOAD DEF @ PANEL 9 = .382" 1P 1090. 3.50" 1.50" L/DEF=882 L= 337.0 REC CMBR= .35" 1 -4502.H, TOTAL LOAD HOR DEF = .109" 8R 1090. 3.50" 1.50" MAX DEF:LL= .178" DL= .212" TL= .382" BRACING NOTE:Brace•bottom chord with properly 5-1-13 10-3-3 15-5-8 24-7-10 28-16 applied rigid ceiling designed by 5-1-13 5-1-13 5-]-13 - 5-8-13 5-8-11 I 3-5-6 I 3-5-6 others to provide a continuously 3-14 1-8-10 3-1-6 4-6-2 2-11-8 2-11-8 2-11-8 braced compression chord. DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN O/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 DRAG LOAD: 4494.0 ' WIND LOAD: 70 MPH DESIGN LOADINGS SEE PAGE 2 LOAD INFORMATION 12 Q 3.25 . 4x4- 12 4 :3/ T .N 3x4- 3x7- 3x4 - 3x6 0 0 010 010 010 0;0 - 7-8-12. 7-8-12 5-10-7 6-9-1'"` 7-8-12 15 5 8 21-3-15 - 28-1-0 �ry - -is Engineering ,. WU� ■ CA 4 400 Campus Drive V e Suite A Newport Beach, CA 92650 (949) 752- ] 6 ] 2 (9491 752-5321 Fax A copy of this design shall be furnished to the erection contractor. This design i (or an individual building component (a truss). It is based on specifications provided by the component manufacturer and performed in accordance with the current versions of TPI and NDS design standards. No responsibility is assumed for the accuracy of information provided by the truss designer. Dimensions shall be veri&d by the manufacturer and/or building designer prior to fabrication. The building designer shall review bailing and truss configuration to ensure that this design meets or exceeds minimum loading required by applicable local building codes. Compression chords shall be laterally braced by the roof or floor sheathing, directly attached, unless otherwise noted. Bottom chord bracing shall be as noted. Bracing shown is for lateral support of individual truss components only to reduce buckling length. It is not wind or lateral load bracingg or overall building desiggn bracing which is by others. Refer to 111R-97 (ITI) for recommended truss handling and erection. Do nn apply loads beyond weight of erectors•until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall rat be applied to the trusses at any time. Trusses shall be handled with care prior to erection to avoid damage. Lumber moisture content shall be 19% or less at the time of fabrication, unless noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (IC00 04420) from 20, Ig, or 16 ga ASTM A653 SQ gmile 40 steel, with G60 (min.) coating. Plates shall be applied on both faces of truss at each joint. Plate dimensions are listed width x length. Slots (holes) in plate shall run parallel to the plate length. Slot; inplate shall be oriented as shown oil the draw- mg. The plate shall be centered on Joint U.N.O. Design assumes that adeysate drainage will be provided to prevent ponding• and adequate anchorage will he provided resist uplift at supports. The seal on this drawing indicates xaptancc of professional engineerin(! responsibilitysolely for die truss component design shown. The suitability and use of this component (or any particular building design is the responsibility of the budding designer, per ANSI lI"PI I-1995 Section 2. Job ID:762P3D\T88 10 Qty 1 - DATE- 9/12/00 SHEET 1 of 2 - SPAN: 28- 1-` 0 Shear/Drag. Trues - 160 PLP KEYMARK ENGINEERING 2905 Wilderness Place; STE 202 you lder, Colorado 80301 KGYsma r. l' 3.7.57 SCALE= 7/32":1' r1 ' �ryA WU■ is Engineering CA . 44 �0 Campus S pr l V e 4400 Suite A Newport beach, CA 92560 (9491 752- � 6 � 2 (949) 752•-532 ] Fax DESIGN LOADINGS weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses at any time. Trusses shall be handled with care prior to erection to avoid damage. Lumber moisture content shall be 19% or less at the time of fabrication, unless - rioted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (ICRO p4420) from 20, Ig, or 16 a ASTM A653 SQ rade 40 steel. with G60 (min.) cnating. Plates shall be applied on both faces of truss at each joint. Plate dimensions are listed width x length. Slots (holes) in plate shall run parallel to the plate length. Slots in plate shall be oriented as shown on the draw- mg. The plate shall be centered on joint U.N.O. Design assumes that adequate drainage will he provided to prevent ponding, and adequate anchorage will he provided resist uplift at suppuris. The seal on this drawing indicates acreptante of professional engineering responsibility solely for the truss congronent design shown. The suitability ate use of this com(xmeni for any nnicular huilding c esign is tbe. respnnsibiliry of the huilding designer, per ANSI/I'I'I I-1475 Section ?. Job ID:762P3D\T88 10 Qty 1 DATE: 9/12/00 SHEET 2 Of 2 SPAN: 28- 1- 0 Shear/Drag Truss - 160 PLP KEYMARK ENGINEERING 2905 Wilderness Place, STE 202 Boulder, Colorado 80301 KEYsntarl: i .1.57 SCALE= 7/32":]'. LOAD CASE 1 LOAD CASE- 2 LOAD CASE 3'. LOAD CASE 4 LOAD CASE 5 DRAG LOAD: 4494.8 DRAG LOAD: 4494.♦) WIND LOAD: 70 MPH WIND LOAD: 70 MPHi LIVE DEAD INC LIVE DEAD INC LIVE DEAD INC LIVE DEAD INC LIVE DEAD INC TOP 20.0 14.0 1.25 TOP 20.0 14.0 1.33 TOP 20.0 -14.0 1.33 TOP 20.0 14.0.1.33 TOP 20.0 14.0 1.33 BOT .0 5.0 BOT .0 5.0 BOT .0 ' 5.0 BOT Q 5.0 BOT .0 5.0 SECTION :DIR LIVE DEAD SECTION DIR LIVE DEAD SECTION DIR LIVE DEAD SECTION DIR LIVE. DEAD ' 1- 7 -Horz 390.2' 14.0 1- 7 Horz -390.2 14.0 1- 4 Norm -16.0 14.0 1- 4 Norm "-10.0 14.0 ' 5- 7 Norm -10.0 14.0 5- 7 Norm -10.0 14.0 • 4- 5 Norm -10.0 14.0 4- 5 Norm '-16.0 14.0 �ryA WU■ is Engineering CA . 44 �0 Campus S pr l V e 4400 Suite A Newport beach, CA 92560 (9491 752- � 6 � 2 (949) 752•-532 ] Fax copy of this deign shall be furnished to the erection contractor.. This . design t5 for an individual building component (a truss). It is based on specifications provided by the component manufacturer and performed in accordance with the current versions of TPI and NDS design standards. No responsibility is assumed for the accuracy of informatinn provided by the truss designer. Dimensions shall be verified by the manufacturer and/or building designer prior to fabrication. The building designer shall review loading and truss configuration to ensure that this design meets or exceeds minimum loading required by applicable local building codes. Compression chords shall be laterally braced by the roof or floor sheathing, directly attached. unless otherwise noted. Bottom chord bracing shall he as noted. Rracingg shmvn is for lateral support of individual truss components only to reduce tickling length. It is not wind or lateral load bracingg or overall building design bracing which is by others. Refer to IIIB-97 fl'PI) for tuconunended truss banulling atxl erection. Do not apply Inds Ix:yoal weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses at any time. Trusses shall be handled with care prior to erection to avoid damage. Lumber moisture content shall be 19% or less at the time of fabrication, unless - rioted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (ICRO p4420) from 20, Ig, or 16 a ASTM A653 SQ rade 40 steel. with G60 (min.) cnating. Plates shall be applied on both faces of truss at each joint. Plate dimensions are listed width x length. Slots (holes) in plate shall run parallel to the plate length. Slots in plate shall be oriented as shown on the draw- mg. The plate shall be centered on joint U.N.O. Design assumes that adequate drainage will he provided to prevent ponding, and adequate anchorage will he provided resist uplift at suppuris. The seal on this drawing indicates acreptante of professional engineering responsibility solely for the truss congronent design shown. The suitability ate use of this com(xmeni for any nnicular huilding c esign is tbe. respnnsibiliry of the huilding designer, per ANSI/I'I'I I-1475 Section ?. Job ID:762P3D\T88 10 Qty 1 DATE: 9/12/00 SHEET 2 Of 2 SPAN: 28- 1- 0 Shear/Drag Truss - 160 PLP KEYMARK ENGINEERING 2905 Wilderness Place, STE 202 Boulder, Colorado 80301 KEYsntarl: i .1.57 SCALE= 7/32":]'. MBR LEN FORCE MBR LEN FOkCE MBR FORCE MBR' FORCE JT PLATE HOR'L VERT ANG JT PLATE HORZ VERT ANG LUMBER SOLUTION 1- 2 4.99 -2699 6- 7 6.85 812 2- 8 -458 4- 7 563 1 3.OX 5.0 6-0 2-0- 0 5 1.SX 3.0 1-12 4-2 90 TOP 2X4 DFL -112 2- 3 5.14 -1961 7- 8 6.95 1573 3- 8 564 4-'6 -1096 2 ]..SX 3.0 3-7.0 33 C+ .1. Ox 4.0 3-8 3-8 0 TOP PANEL 2- 3 CSI, .4841 3.- 4: 5.14 -1220 8- 1 6.70 2369 3-.7 -.705 5- 6 -147 S.-3.OX 6.0 _ 7 '3.OX 4.0 3-8 0 BUT 2X4 DFL -#2 4-•5 5:14 -428 3 3.OX 4.0 . 3-10 15 S 3.OX 6.0 BOT, PANEL 8- 1 CSI= .512 •. t' 9- 1, 1.50 13 4 3.OX 4.0 3-10, .1.5 8 3.OX 4.0 .3-8 0 WEB, 2X4 DFL -Stud JT REACT ACT BRG REQ BRG CANT. DEFLECTION 1P 945. 3.50" 1.5011:TOTAL LOAD DEF O PANEL 6 = 180" 1 3300.H L/DEF=999 L= 246.5 REC CMBR= .26" 6R 836. 3.50" 1.50" TOTAL LOAD HOR DEF = 046" 6 -68.0 MAX DEF:LL= .090" DL= .100" TL= .180" BRACING NOTE:Brace bottom chord with properly 1-6-10R 5-1-10 10-3-4 15-4-14 20-6-8 applied rigid ceiling designed by 1-6-0 5-1-10. 1 5-1-10 5-1=10 5-1-10 I I I others to provide a continuously 3-14 1-8-9 3-1-4 4-5-15 5-10-10 braced compression chord. ? DESIGN CRITERIA - ANSI/TPI 1-1995 ' SPACING 24.0 IN 0/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 DRAG LOAD: 3300.# WIND LOAD: 70 MPH DESIGN LOADINGS ' 0 SEE PAGE 2 LOAD INFORMATION 1.5x3/ 5 1 0 ,-� 3.25 ' 12 3x6 3x4/ 3 3x4/ T 4 0 0 0 o n 3x5- 1.5x3\ 2 0 0 T 8 7 ' - 3x4- 3x4- -3x4- 3x6 0-0 0;0 0i0 O'0 ' 6-10-3 6-10-3 6-10-3 6-10-3 13-8-5 20-6-8 .. ry G is Engineering CA A copy of this design shall be furnished to the erection contractor. This design is for an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- structhon loads greater than the design loads shall not be applied to the trusses Job ID:762P3D\T89 10 Qty 1 - WU� specifications provided by the component manufacturer and performed in TPI NDS at any time. Trusses shall be handled with care prior to erection to avoid damage. less DATE: 9/12/00 SHEET 1. of 2 4 400 Campus S Dr ] V e Q accordance with the current versions of and design standards. No is assumed for the accuracy information by lumber moisture content shall be 19% or at the time of fabrication, unless Connector be by Eagle Metal responsibility of provided the truss designer. Dimensions shall be verified by the manufacturer and/or noted otherwise(U.N.O.). plates shall manufactured Products (ICBO #4420) from 20, 18, or 16 ASTM A653 SQ 40 steel. SPAN: 20- 6- 8 Suite A building designer prior to fabrication. The building designer shall review ga grade .with G60 (min.) coating. Plates shall be a plied on both faces n( truss at each Shear/Drag Truss - 3300 The New Off Beach. h, C A 92660 Q loading and truss configuration to ensure that this design meets or exceeds loading req)wred by applicable local building codes. Compression joint. Plane dimensions are listed width x length. Slots (holes) in plate shall run parallel m the length. Slots i'Plate shall he draw- - (9491 752-1612 minimum chords shall be latera ly braced by the roof or Door sheathing directly •be plate oriented as show' on the mg. The plate shall be centered on /Dint U.N.O. Design assumes that ateq'ate KEYMARK ENGINEERING - (949) 752-5321 Fax attached, unless otherwise noted. Bottom chord bracing sha as noted. Bracing shown is for lateral support of individual truss components only to buckling length. h is lateral load bracingg drainage will be provided m prevent ponding, and adequate anchorage will 1>c provided resist uplift at supports. The seal on this drawing indicates acce'.._c for 2905 Wilderness Place, STE 202 Boulder, Colorado 80301 - reduce not wind or or overall building design bracing which is by others. Refer to HIB -97 (TPI) for of pro(essionil enginecnng responsibility solely the truss component esign shown. The suitahhhry anndd use of this component for anyy ppanicular building design recommended truss handling and erection. Ikh not apply loads beyond is the responsibility ohne building designer, per ANSI/TPI I-199$ Sectimn 2. KEYsma rt 3.157 SCALE= 9/32"':1: - DESIGN LOADINGS LOAD CASE 1 LOAD CASE 2 LOAD CASE 3 LOAD CASE. 4 LOAD CASE 5 DRAG LOAD: 3300.# DRAG LOAD:'3300.11 WIND LOAD- 70 MPH WIND LOAD: 70 MPH LIVE DEAD INC t LIVE DEAD, INC LIVE DEAD INC LIVE 'DEAD INC LIVE DEAD INC ' TOP 20.0 14.0 1.25 TOP 20.0 14.0 1.33 TOP 20.0 14.0 1.33. TOP 20.0 :14.0 1.33 TOP 20.0 14.0 1.33 _ BOT' .0 5.0 BOT .0 5.0 BOT: .0 5.0 BOT_.0 5.0 BOT .0 5.0 SECTION DIR' - LIVE. DEAD SECTION DIR LIVE DEAD SECTION' DIR LIVE DEAD SECTION DIR LIVE DEAD 1- 5 Horz' 295.'3 14.0 .1-.5 Horz -295.3 14.0 1- 5 Norm -16.0 .14.0 1- 5 Norm -10.0 14.0 9- 1Norm -35.0 14.0 9- 1 Norm -10.0 14.0 i 6ouvis Engineering CA A copy of this desiggn shall be furnished to the erection contractor. This design is for an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses Job ID: 762P3D\T89 10 Qty 1 - specifications provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 2-of 2 ' 4 400 Campus Drive accordance with the current versions of TPI and NDS design standards. - information by Lumber moisture content shall be 19% or less at the time of fabrication, unless Connector be b Eagle Metal No responsibility is assumed for the accuracy of Provided designer. Dimensions be by the and/or rated otherwise(U.N.O.). plates shall manufactured Products (ICBO #4420) from 20, 18, or 16 ASTM A653 SQ 40 steel, SPAN: 20- 6- 8 Suite Q the truss shall verified manufacturer designer fabrication. The building designer ga grade with G60 (min.) coating. Plates shall be a on both faces of truss at each Newport 'Beach. CA 92660 building prior to shall review loading and truss configuration to ensure that this design meets or exceeds plied joint. Plate dimensions are listed width x Pength. Slots (holes) in plate shall run in late be draw- Shear/Drag Truss - 3300 The minimum loadin re cared b applicable local building codes. Compression 8 Y PP 8 P parallel to the late length. Slots shall oriented as shown on the P P R P KEYMARK ENGINEERING (949) 752-1612 chords shall latera Iy by the roof or sheathing, directly mg. The plate centered U.N.O. Design assumes that adequate be 2905 Wilderness Place, STE 202 (949) 752-532.1 F a X d br attached. unless otherwise torted. Bottom chord bracing shall be as noted. es a note Bracing shown is for lateral support of individual truss components only to ventonjoint drainage will be provided to prevent ponding, and adequate anchorage will a pro vi provided resist uplift at supports. The seal on this drawing indicates acceptante Boulder, Colorado 80301 ' reduce buckling length. It is not wind or lateral load bracing or overall is Refer HIB-97ITPI) for of professional engineering responsibility solely for the truss component design The for ti 13 buildingsesign building design bracing which by others. m shown. suitability and use of this component anyy Section KEYSmart 3.157 SCALE= 9/32":l' . recommended truss handling and erection. Do not apply loads beyond is the responsibility of the building designer. per ANSIlI'PI 1.1995 2. 6x6- 12 1,12 4 Q3.25 50;0 7-0-4 7-0-4 11. 1V 7 tl - 3x4- 3x4- 3x4- 3x4- 3x6. - .. 1 0 0'0 0�0 0i0 0-0 •7-0-4 1-5-0 5-7-4 7-0-4 " 14-0-8 15-5-8 21-0-12 28-1-0 A copy of this desi n shall be furnished to the erection comractor. This weight of erectors until all permanent bracing is in place. Concentration of con- Job ID:762P3D\T90 10 Qty 1 6ouvis Engineering CA design is for an i widual building component (a truss). h is based on struction loads greater than the design loads shall not be applied to the trusses - specifications provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE : 9/12/00 SHEET 1 of 2 4400 C 3m U S Dr I V e accordance with the current versions of TPI and NDS design standards. Lumber moisture content shall be 19% or less at the time of fabrication, unless Q _ No responsibility is assumed for the accuracy of information provided by noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal SPAN: 28- 1- 0 Suite A - the truss designer. Dimensions shall be verified by the manufacturer and/or Products (ICBG #4420) from 20, 18, or 16 a ASTM'A653 SQ grade 40 steel. building designer prior to fabrication. The building designer shall review with G60 (min.) coating. Plates shall be applied on both (aces of truss at each Shear/Drag Trues - 3300 The Ne W Of t Beach, C rl. C A 92660 loading a� truss configuration to ensure that this design meets or exceeds joint. Plate dimensions are listed width x Pength. Slots (holes) in plate shall run p - minimum loading regwred by applicable local building codes. Compression parallel m the plate length. Slots in plate shall be oriented as shown on the draw- KEYMARK ENGINEERING (949) 75'52- 1 6 ] 2 chords shall he laterally braced by the roof or floor sheathing, directly mg. The plate shall Ix centered on lnint U.N.O. Design assumes that adequate attached, unless otherwise noted. Bottom chord bracing shall he as rated. drainage will be provided to prevent ponding, and adequate anxhomge will be 2905 Wilderness Place, STE 202 (949) 752-5321 F 3 X Bracing shown is for lateral support of individual truss components only to provided resist uplift at support.%. The seal on this drawing indicates acceptance Boulder, Colorado 80301 reduce buckling length. It is not wind or lateral load bracing or overall of professional engincenng responsibility solely for the truss component design building design bracing which is by others. Refer o HIB -97 (TPI) for shown. The suitability and use of this conganent for anyy particular building lesign Y.EYsmart 3.157 SCALE= 7/32":l' recommended truss handling and erection. Do not apply loads beyond is the responsibility of the building designer, per ANSIA 1 1-1995 Section 2. MBR LEN FORCE MBR LEN FORCE: MBR. FORCE M9R FORCE JT" PLATE HORZ VERT ANG JT PLATE HORZ VERT ANG LUMBER SOLUTION 1- 2 5.01 -3384 7-'8 6.88 1796 2-11 -430 4- 9 .371 1 3.OX 6.0 6-0 2-6 0 7 5.OX 6.0 3-0 '9-9 0 TOP;.. 2X4 DFL -#2 2- 3 5.15 -3026 8- 9 5.60 2071 3-il 493 5- 9 -586 2 1.5X 3.0 .0-0 3-10 31 4.OX 4.0 TOP *PANEL 2- 3 CSI= :6$1 3- 4 5.15 -2025 "9-10 1.42 2278 3-10.:-752' 5- 8 -392 '::;S 3.OX 6.04.pX 4.0 BOT 2X4 DFL -42 4- 5 4.21 -187.1 10-11 7.02 2963 4 -IQ ' 474 6- 8. 503 '3 3.0X: 4.0 3-10 15;. 8' 3.OX 4.0..ti ':; 3* -8 0 BOT PANEL 11- 1 CSI= .727 5- 6 4.21 -2011 11- 1 6..88: 3639 7- 6 -1945 4 6.OX `&.0 0-0 3=13 0' 9 3.OX 4.0" 1-1"2't3-8 0 WE94 2X4 DFL -Stud 6- 7 4.06 -1945 S 3.OX '4.0 3=10 15 S 3•. OX 6.0 63.OX 6.0 :: 2-6 4-4 15 10 3.OX 4.0. 3-8 0 EXCE?PION WEB$ JT REALT ACT BRG REQ SRO CANT 11 3 -.OX 4.0 -:3-8 0 7- 6•, 2X8 DFL -SS 1P 1084. 3.50" 1.50" 1 3300.H ' 7R 1084'. 3.50" 1.50" DEFLECTION " TOTAL .LOAD DEF @ PANEL 8' _ . 597" L/DEF=564 L= 337.0 REC CMBR= '.1*35" TOTAL LOAD HOR DEF = .101" 5-1-13 s10-3-11 15'-5-8 19-8-0 23-10-8 287-1-0' MAX; DEF:LL= .320" DL= .322""TL= .597" 5-1-13 35-1-13 5-1-13 4-2-8 4-7.-8 1 l 1 I 1 l""'4'-2-8 BRACING 3-14 1-8-10 3-1-6 4-6-2 3-4-7 2-2-12 1-r-1 NOTE:Brace bottom chord with properly applied rigid ceiling designed by others to provide a continuously ' braced compression chord. DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN 0/C NO REP BEND' PLATE :EAGLE METAL PRODUCTS -95 PLATE OUR INC=1.25 DRAG LOAD: 3300.# WIND LOAD: 70 MPH ' DESIGN LOADINGS SEE PAGE 2 LOAD INFORMATION 6x6- 12 1,12 4 Q3.25 50;0 7-0-4 7-0-4 11. 1V 7 tl - 3x4- 3x4- 3x4- 3x4- 3x6. - .. 1 0 0'0 0�0 0i0 0-0 •7-0-4 1-5-0 5-7-4 7-0-4 " 14-0-8 15-5-8 21-0-12 28-1-0 A copy of this desi n shall be furnished to the erection comractor. This weight of erectors until all permanent bracing is in place. Concentration of con- Job ID:762P3D\T90 10 Qty 1 6ouvis Engineering CA design is for an i widual building component (a truss). h is based on struction loads greater than the design loads shall not be applied to the trusses - specifications provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE : 9/12/00 SHEET 1 of 2 4400 C 3m U S Dr I V e accordance with the current versions of TPI and NDS design standards. Lumber moisture content shall be 19% or less at the time of fabrication, unless Q _ No responsibility is assumed for the accuracy of information provided by noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal SPAN: 28- 1- 0 Suite A - the truss designer. Dimensions shall be verified by the manufacturer and/or Products (ICBG #4420) from 20, 18, or 16 a ASTM'A653 SQ grade 40 steel. building designer prior to fabrication. The building designer shall review with G60 (min.) coating. Plates shall be applied on both (aces of truss at each Shear/Drag Trues - 3300 The Ne W Of t Beach, C rl. C A 92660 loading a� truss configuration to ensure that this design meets or exceeds joint. Plate dimensions are listed width x Pength. Slots (holes) in plate shall run p - minimum loading regwred by applicable local building codes. Compression parallel m the plate length. Slots in plate shall be oriented as shown on the draw- KEYMARK ENGINEERING (949) 75'52- 1 6 ] 2 chords shall he laterally braced by the roof or floor sheathing, directly mg. The plate shall Ix centered on lnint U.N.O. Design assumes that adequate attached, unless otherwise noted. Bottom chord bracing shall he as rated. drainage will be provided to prevent ponding, and adequate anxhomge will be 2905 Wilderness Place, STE 202 (949) 752-5321 F 3 X Bracing shown is for lateral support of individual truss components only to provided resist uplift at support.%. The seal on this drawing indicates acceptance Boulder, Colorado 80301 reduce buckling length. It is not wind or lateral load bracing or overall of professional engincenng responsibility solely for the truss component design building design bracing which is by others. Refer o HIB -97 (TPI) for shown. The suitability and use of this conganent for anyy particular building lesign Y.EYsmart 3.157 SCALE= 7/32":l' recommended truss handling and erection. Do not apply loads beyond is the responsibility of the building designer, per ANSIA 1 1-1995 Section 2. DESIGN LOADINGS LOAD CASE 1 LOAD CASE 2 LOAD:CASE 3.LQAD CASE 4 LOAD CASE. 5 DRAG LOAD: 3300.H DRAG LOAD: 3300.,Ik " WIND LOAD:`.70 MPH WIND LOAD: 70 MPH LIVE DEAD INC' LIVE DEAD INC LIVE DEAD :INC' LIVE DEAD INC LIVE DEAD INC TOP 20.0 .14.0 1.25 TOP 20.0 14:0 1.33 -TOP. 20.0 :140 1..33TOP 20:0. 14.0 1.33 TOP 20.0 14.0 1.:33 BOT .0 5.0 BOT.0 5.0 BOT',- .0 5.0 BOT .0 • 5.0 OT .0 . 5.0 } OT. SECTION DIR LIVE DEAD` SECTION DIR LIVE DEAD -SECTION DIR LIVE , DEAD DTR LTVE DEAD 1- 7 Horz 217.2 14.0 1- 7 Horz -217.2' 14.0 '1- 4 Norm' -16.0.: "14.0` 1.- 4 Norm -10.0 14.0 • .4-7' 7 Norm -1.0.0.. 14.0 t4- 7 Norm -1.6.0 14.0 � ry is Engineering CA A copy of this design shall be furnished to the erection contractor. This design is for an individual building component (a truss). h is based on weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses Job ID:762P3D\T90_10 Qty 1 WU■ . specifications provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 2 of 2 accordance with the current versions of TPI and NDS design standards. Lumber moisture content shall be 19% or less at the time of fabrication, unless 4400 Campus Drive No responsibility is assumed for the accuracy of information rmided fry toted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal AS"fM A653 SQ 40 SPAN: 28- 1- 0 Suite A the truss designer. Dimensions shall be verified by the manufacturer and/or building designer prior to fabrication. The building designer shall review Products (ICRO #4420) from 20, 18, or 16 ga grade steel. with G60 (min.) coating. Plates shall be applied on both faces of truss at each Slots in Shear/Drag Truss - 3300 lbs _ Newport Beach, CA 92660 loading and truss configuration to ensure that this Resign meets or exceeds minimum loading regored by applicable local building codes. Compression joint. Plate dimensions are listed width x length. (holes) plate shall run parallel to the plate length. Slots inplate shall be oriented as shown on the draw- KEYMARK ENGINEERING (949)'752-16J2 chords shall be laterally braced by the roof or floor sheathing directly attached, unless otherwise noted. Bottom chord bracing shall be u noted. mg. The plate shall be centered on joint U.N.O. Design assumes that adequate drainage will be provided to prevent ponding, and adequate anchorage will Ix 2905 Wilderness Place, STE 202 (949) 752-5321 F a X Bracing shown is for lateral support of individual truss components only to wind provided resist uplift at supports. The seal on this drawing indicates acceptante for design Boulder, Colorado 80301 ' reduce buckling length. It is not or lateral load bracing or overall HIB for of professional engineering responsibility solely the truss component The at of this component for any building design building design bracing which is by others. Refer m -9 (TPI) recommended truss handling and erection. Do not apply loads beyond shown. suitability use ppanicular is the responsibility of the building designer, per ANSI 'I1-1995 Section 2. KEYSma rt 3.157 SCALE= 7/32":1' MBR LEN FORCE MBR LEN FORCE MBR FORCE MBR FORCE JT the truss designer. Dimensions shall be verified by the manufacturer and/or building designer prior to fabrication. The building designer shall review Products (ICBO #4420) with 660 (min.) coating. Plates sh: PLATE 'HORZ "VERT ANG JT chords shall attached. unless otherwise toted. Bottom chord bracing shall be as noted. individual PLATE HORZ 'VERT ANG LUMBER SOLUTION 1- 2 S.93 -1107 7- 8 7.69 4262 1-12 -1349 4-10 -1134 1 3.OX 5.0 3-8 3-8 0 7 3.OX 7.0 6-0 1-15 7 TOP 2X4DFS-2400/2.0 2- 3 5.93 -1694 8- 9 7.84 3530 1-11 1630 4- 9 615 2 3.OX 4.0' 1-12 3.8 0 8-,3.OX.:.4.0 3-8 0 TOP PANEL 5- 6 CSI= .529 3- 4 5.88 -1766 9-10 7.84 3547 2-11 -1133 5- 9 -767 3 4.OX 5.0 3-8 0 S 3;.5X` 6.0 BOT 2X4 DFL -#2 4- 5 5.88 -2906 10-11 5.93 3559 2-10 863' 5- 8 641 4 3.OX 4.0 3-10 .15 9 3.. OX 4.0 3-8 0 BOT PANEL 7- 8 CSI= 917 5- 6 5.88 -4015 11-12 .5.93 3300 3-10 16.1. 6- 8 -513 S 3.OX 6'.0 S 3; SX 6.0 WEB 2X4 DFL -Stud 6- 7 5.73 -4412 5 3.OX 4.0 3-10 15 10 3.OX 7.0, 3-8 0` 1 , 6 1.5X, 3:'0 0-0 3-10 !33 11 3.. OX 5.0 1-12 3-8• .'0 EXCEPTION:WEBS JT REACT ACT BRG REQ BRG CANT 12 6.OX 6.0 $ 4-8 3j8 90 1=3.1 2X4 DFL -#2 12P',1374. 3.50" 1.5Q" $ 18 ga # 16 ga + SPLICE BLOCK 2-10 2X4 DFL -#2 12 3300. H-. - 7R 1374. 3.50" 1.50" t DEFLECTION TOTAL LOAD DEF O PANEL 8 = .521" I,/DEF=814 L= 424.5 REC CMBR= .44". TOTAL LOAD HOR DEF = .175" 5-11-2 11-10-4 17-8-13. 23-7-6 29-5-15 35-4-8 MAX DEF:LL= DL= .283" TL= .521" 5-11-2 5-11-2 5-10-9 5-10-9 5-10-9 5-10-9 .239" 6-8-5 6-8-5 6-8-5 5-1-3 3-6-1 1-11-0 3-14 BRACING * T -brace designed by,others NOTE:Brace bottom chord with properly applied rigid ceiling designed by others to provide a continuously braced'compression chord. DESIGN CRITERIA - ANSI/TPI 1=1995 SPACING 24.0 IN 0/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 _ DRAG LOAD: 3300.# WIND LOAD: 70 MPH DESIGN LOADINGS SEE PAGE 2 LOAD INFORMATION 3x5- 3x4- 4x5- 0-0 5-11-2 5-11-2 Gouvis Engineering, CA 4400 Campus Drive Suite A Newport Beach. CA 92660 (949) 752-1612 (949) 752-5321 Fax 3x5- 3x7- 3x4- 3x4 - 3.5x6 3.5x6 0-0 070 0,0 0,0 5-9-6 7-11-13 7-10-1 11-8-8 19-8-5 27-6-7 7-10-1 35-4- A copyof this desiggn shall be furnished to the erection contractor. This weight of erectors until all permani design s for an irudividual building component (a truss). It is based on i strtucuon loads greater than the des specifications provided by the component manufacturer and performed in at anyy time. Trusses shall be handl accordance with the current versions of TPI and NDS design standards. Lumher moisture content shall be I No responsibility is assumed for the accuracy of information provided h noted otherwise(U.N.OJ. Connect from 20. 1 the truss designer. Dimensions shall be verified by the manufacturer and/or building designer prior to fabrication. The building designer shall review Products (ICBO #4420) with 660 (min.) coating. Plates sh: loading and truss configuration to ensure that this design meets or exceeds joint. Plate dimensions are listed u minimum loading reun-edby applicable local building codes. Compression be laterally braced by the roof or noon sheathingg, directly parallel to the plate length. Slots in mg: The plate shall be centered on chords shall attached. unless otherwise toted. Bottom chord bracing shall be as noted. individual drainage will be provided to prevei at supports. I Bracing shown is for lateral support of truss components only to provided resist uplift reduce buckling length. It is not wind or lateral load bmcinR or overall building design bracing which is by others. Refer to IIIR-9 (TPI) for of professional enrespona shown. The suiiabduy and use of t recomended truss handling and erection. Do not apply loads beyond m is the responsibility of the building 0-0 8 r bracing is in place. Concentration of con- Job ID:762P3D\T91 10,, Qty 1 i loads shall not be applied to the trusses - with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 1 of 2 b or less at the time of fabrication, unless plates shall be manufactured by Eagle Metal SPAN: 35- 4- 8 or 16 ga ASTM A653 SQ grade 40 steel. "..F, a plied on both faces of truss at each Shear/Drag Trues - 3300 lbs h x length. Slots (holes) in plate shall run ate shall be oriented as shown on the draw- KEYMARK ENGINEERING int U.N.O. Design assumes that adegtate mnding, and adequate anchorage will be 2905 Wilderness Place, STE 202 seal on this drawing indicates accepptance Boulder, Colorado 80301 ility solely for the truss component design comprncntforanyypparticularbuilding design KEYsmart 3.157 SCALE= 5/32":1' .signer• per ANSIfrP1 1-1995 Section 2. DESIGN LOADINGS LOAD CASE 1 LOAD CASE 2• LOAD CASE. 3 L LOAD CASE 4 LOAD CASE 5 DRAG LOAD: 3300.# DRAG LOAD: 3300.#. WIND LOAD: 70 MPH WIND LOAD: 70 MPH LIVE DEAD INC LIVE DEAD INC LIVE DEAD INC LIVE DEAD INC LIVE DEAD INC TOP 20.0 14.0 1.25 -- TOP 20.0 14.0 1.33 TOP 20.0 14.0 1.33 TOP 20.0 14.0 1.33 TOP 20.0 14.0 1.33 BOT .0 5.0 BOT .0 5.0 BOT .0 5.0 BOT .0 5.0 BOT .0 5.0 SECTION DIR LIVE DEAD SECTION DIR LIVE DEAD SECTION DIR LIVE DEAD SECTION DIR LIVE DEAD 1- 7 Horz 257.8 14.0 1- 7 Horz =257.8 14.0 1- 3 Norm -10.0 14.0 1-'3 Norm -10.0 14.0 3- 7 Norm -10.0 14.0 3- 7 Norm -16.•0 14.0 • 1. Qty 1 A copy of this design shall be furnished to the erection contractor. This weight of erectors until all permanent bracing is in place. Concentration of con- Job ID: 762P3D\T91 10 1 C Engineering, nj� UUWUUIUUr � 11J U 1`gine6 1 `g, design is for an individual building component (a truss). It is based on specifications by the component manufacturer and performed in struction loads greater than the design loads shall riot be applied to the trusses at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 2 Of 2 provided accordance with the current versions of TPI and NDS design standards. Lumber moisture content shall be 19% or less at the time of fabrication, unless 4 400 Campus Drive. No responsibility is assumed for the accuracy o(in(ormation provided by by noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (ICBO #4420) from 20, 18, or 16 ASTM A653 SQ 40 steel, SPAN: 35- 4- 8 Suite A the truss designer. Dimensions shall be verified the manufacturer aid/or building designer to fabrication. The building designer shall review gga grade with G60 (min.) coating. Plates shall be arplied on both faces or truss at each wShear/Drag Truss - 3300 The prior loading soil truss configuration to ensure that ibis design meets or exceeds joint. Plate dim Ison are listed width x engin. Slurs (holes) in plate shall run , , Newport Beach. CA 92660 minimum loading req)mred by applicable local building codes. Cnmpressinn floor directly parallel to the plate length. To inpth shall he oriented as shown oil the draw- The be centered onjoint U.N.O. Design assumes that adequate KEYMARK ENGINEERING (949) 752-1612 chords shall be latera ly braced by the roof or sheathing, attached, unless otherwise rented. Bottom chord bracing shay be as coned. Inplate shall drainage will be provided m prevent ponding, and adequate anchorage wilt be Pli 2905 Wilderness Place, STE 202 (9491 752-532 9 Fax Bracing shown is for lateral support of individual truss components only to provided resist t at supports. The seal on this drawing indicates'I ranee forthe truss rnmpoitem Sesign Bou).der, Colorado 80301 reduce buckling length. It is not wend or lateral load bracingg or overall building design bracing which is by others. Refer to IIIB-97 (TPI) for of pro(essinnal engineering respotuibility solely shown. l'he suitability a use of this component for anpp pparticular building design KEYsmart 3.157 SCALE= 5/32":l' recommended truss handling and erection. D o not apply loads beyond is the res{xms ihilily of the building designer. per ANSIIfPI I-1995 Section 2. MBR LEN FORCE MBR LEN FORCE MBR FORCE MBR FORCE JT PLATE HORZ VERT ANG JT PLATE HORZ VERT ANG LUMBER SOLuT1()N DFL 1- 2 3.26 861 7- 8 1.19 0 1-1.0 -216 4- 9 1085 1. 1.. 5X 3.0 1-1.2 3-2 90 6 3.OX 4.0 3-8 2-11 14 2-8 3-8 90 TOP 2X4 -42 TOP PANEL 3- 4 CSI= 170 2- 3 3.26 -606 8- 9 6.29 12.17 2-10 -1857 4- 8 -1225 7. 3.OX 5.0 3-10 15 7 2.OX 3.0 3-8 0 BOT 2X4 DFL -#2 3- 4 3.15 -1336 9-10 6.52 3048 2- 9 1419 5- 8 -73 3 5.OX 5.0 3-8 0 8 3.OX 7.0 3-8 0 9 3.OX 8.0 3-8 0 BOT PANEL 9-10 CSI= .623 4- 5 3.15 -420 3- 9 108 6- 8 1045 4 3.OX 4.0 6- 7 -1010 5 5.OX 5,0 3-8 0 10 4.OX 5.0 3-8 3-8 0 WEB 2X4 DFL -Stud 5- 6 1.19 -188 DEFLECTION JT REACT ACT BRG REQ BRG• CANT LIVE LOAD DEF O PANEL 7 = -.058" lOP 1004. 3.50" 1.50" - L/DEF=999 L= 168.0 REC CMBR= .17" 10 3990-H TOTAL LOAD HOR DEF = .039" 10 -472.0 DL= .025" TL= .020 MAX DEF: LL= .058" " 711 1004. 3.50" 1.50" 7 -472.0 BRACING -- NOTE:Brace bottom chord with properly applied rigid ceiling designed by 3-3-7. 6-6-4 9-8-0 12-9-12 14-0-0 others to provide a continuously 3-3-2 3-3-2 3-1-12 3-1-12 1-2-4 braced compression chord. 1-10-11 2-9-5 3-7-14 3-7-14 3-7-14 3-4-1 DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN 0/C NO REP BEND y PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 DRAG LOAD: 3990.# WIND LOAD: 70 MPH , 12 DESIGN LOADINGS 3.21 SEE PAGE 2 LOAD INFORMATION 12 (-� 5x5- 3 3x4- 5x5- 4 a 5 3x4\ , 3.25 I/ 3x5/ 6 - 1.5x3/ 2 • .+ ., I 1 1 4x5- - 9 3x8- 8 - 3x7- 2x3/ - r o_o Ono 0-o 0-0 - 6-0-0 1-4 0 .6-8-0 6_8_0 12-8-0 14-0-0 .. A copy of this desiggn shall be furnished to the erection contractor. This weight of erectors until all permanent bracing is in place. Concentration of con- loads than the design loads shall not be applied to the trusses Job ID:762P3D\T92 10. Qty 1 CA houris Engineering, CA design is for an indwidu l building component (a truss). it is based on specifications provided b the component manufacturer and performed in structnon greater at any time. Trusses shall be handled with care prior to erection to avoid damage. be 19% or less at the time of fabrication. unless DATE: 9/12/00 SHEET 1 Of 2 4400 Campus Or i ve accordance with the current versions of TPI and NDS design standards. No responsibility is assumed for the aauracy o(in(ormation pprovided by Lumber moisture content shall rated otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (ICBG #4420) from 20. 18, or 16 ga ASTM A653 SQ 40 steel. SPAN: 14- 0- 0 Suite A the truss designer. Dimensions shall be verified by the manufacturer std/or building designer prior to fabrication. The building designer shall review parade with G60 (min.) coating. Plates shall be applied on both faces of truss at each Shear/Drag Truss - 285 PLP loading and truss configuration to ensure that this design meets or exceeds joint. Plate dimensions are listed width x length. Slots (holes) in plate shall run length. Slots in shall be oriented as shown on the draw- KEYMARK ENGINEERING Newport Be a e h, C A 92660 minimum to requited by applicable Inca) building codes. Compression by floor sheathing, directly .parallel to the plate plate mg. The plate shall be cemered nn loam U.N.O. Design assumes that adequate (9491 752 -1612 chords shall be laterally braced the roof or attached. unless otherwise noted. Bottom chord bracing shall be as Hated. drainage wdl be provided to prevent ponding, and adequate anchorage will be 2905 Wilderness Place, STE .202 752-5321 Fax Bracing shown is for lateral support of individual truss components nnly to -buckling provided resist uplift at supports. The seal on this drawing indicates acreptante engineering responsibility solely (or the truss component desiggn Boulder, Colorado 80301 (949) d X t reduce length. It is not wind or lateral load bracing or overall building design bracing which is by others. Refer to HIB -97 (TPI) for of professional shown. The suitabnlny and use of this componem for anyy pparticular budding <les ign KEYSmart 3.157 SCALE= 15/32:1' recommended truss handling and erection. Do not apply loads bcynnd f the building designer, per ANSI/fl'I I-1995 Section 2. is the resprms.bili.. of. L -- -- -- DESIGN LOADINGS LOAD CASE 1 LOAD CASE 2 LOAD CASE 3 LOAD CASE 4 WIND LOAD: 70 MPH LOAD CASE 5 WIND LOAD: 70 MPH DRAG LOAD: 3990.4 DRAG LOAD: 3990.# LIVE DEAD INC LIVE DEAD INC LIVE DEAD INC LIVE DEAD INC LIVE DEAD INC TOP 20.0 14.0 1.33 TOP 20.0 14.0 1.33 TOP 20.0 14.0 1.25 TOP 20.0 14.0 1.33 TOP 20.0 14.0 1.33 ' 5.0 BOT .0 5.0 BOT .0 5.0 BOT .0 5.0 BOT --.0 SECTION DIR LIVE DEAD SECTION DIR 5.0 BOT .0 LIVE DEAD SECTION DIR LIVE DEAD SECTION DIR LIVE DEAD 1- 6 Horz 952.9 14.0 1--6 Horz -952.9 14.0 1- 3 Norm -16.0 14.0 1- 3 Norm -10.0 14.0 14.0 5- 6 Norm -10.0 1.4.0 3- 5 Norm -10.0 3- 5 Norm -10.0 ]A .0 5- 6 Norm -16.0 14.0 Qty 1 SHEET 2 of 2 A copy of this design shall he furnished to the erection contractor. This design is for aindividu l building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- - strucnon loads greater than the design loads shall not be applied to the trusses g handled to erection to avoid damage. Job ID:762P3D\T92_10 DATE: 9/12/00 �ryr' Gmf�gineering. is W1 specifications provided b the component manufacturer and performed in at any time. Trusses shall be with care prior I.umber shall be 19% nr less at the time of fabrication, unless 4400 Campus Dr 1 V e accordance with the current versions of TPI and NDS design standards. No responsibility is assumed for the accuracy of information provided by moisture content noted otherwise(U.N.O.). Connector plates shall be manufactured h Eagle Metal Products #4420) from 20. 18, or 16 ga ASTM A653 SQ grade 40 steel. SPAN: 14- 0- 0 Suite A the truss designer. Dimensions shall be verified by the manufacturer and/or building designer prior to fabrication. The building designer shall review (ICBO with G60 (min.) coating. Plates shall be applied on both faces of truss at each Shear/Drag Truss - 285 PLP Newport Be a e h, C A 92660 leading and truss configuration to ensure that this design meets or exceeds loading required by applicable local building codes. Compression joint. Plate dimensions are listed width x length. Slots (holes) in plate shall run parallel to the plate length. Slots inplaa shall be oriented as shown on the draw- KEYMARK ENGINEERING minimum chords shall he laterally braced by the roof or floor sheathing directly be mg. The plate shall be centered on joint U.N.O. Design assumes that adoquatc drainage will be to prevent ponding, and adequate anchorage will be 2905 Wilderness P1aCe, STE 202 (9491 752-1612 attached, unless otherwise noted. Bottom chord bracing shall as noted. Bracing shmvn is for lateral support of individual truss components only to provided provided resist uplift at supports. The seal on this drawing indicates acceptance Boulder, Colorado 80301 (949) 752-532 ] F 8 X reduce buckling length. It is not wind or lateral load bracing or overall of professional engniee ' responsibility solely for the truss component design this component for anyy PParticular bmldinga esign 15/32:1' building desig�n bracing which is by others. Refer in 11113-97 (TPI) for shown. The suitability andd use of building designer, ANSP 1 1-1995 Section 2. KEYsma rt 3.157 SCALE= recommended truss handling and erection. Do amt apply loads beyond is the responsibility of the per MBR LEN FORCE MBR LEN FORCE MBR FORCE MBR FORCE JT PLATE HORZ VERT ANG JT PLATE HORZ VERT ANG LUMBER SOLUTION 1- 2 4.47 -1359 5- 6 6.92 691 2- 6 -415 3-.5 -786 1 3.OX 4.0 6-0 2-0 0 4 1.5X 3.0 1.-12 4-2 90 TOP 2X4 DFL -112 2- 3 4.61 -976 6- 1 6.77 1310 3- 6 373 4-:5 -12.4 2. 1..5X 3.0 3-10 2.2 5 3.OX 4.0 3-8 3-8 0 TOP PANEL 2- 3 CSI= .363 3- 4 4.61 -242 3 3.OX 4.0 3-10 15 6 3.OX 4.0 3-8 0 BOT 2X4 DFL -42 7- 1 1.50 14 - y BOT PANEL 6- 1 CSI= .357 WEB 2X4 DFL -Stud JT REACT ACT BRG REQ BRG CANT DEFLECTION 1P 641. 3.50" 1.50" TOTAL LOAD DEF 6) PANEL 4 .076" • 1 -1389.# _ T 6 L/DEF=999 L= 166.0 REC,CMBR= .17" 1 -9.0 3x4- 3x4- TOTAL LOAD HOR DEF = .019 " SR 528. 3.50" 1..50" " 0_0 040 _------...---_••-----"--.---_...._.._.. _.--_ MAX DI'F: LL= .035" IN., .055" TL= .076" 6-11-0 - 6-11-0 6-11_0 13-10-0 BRACING 1-6-10R 4-7-5 Y 9-2-11 13-10-0 A copy of this design shall be furnished to the erection contractor. This weight of erectors until all permanent bracing is in place. Concentration of con- design loads shall not be applied to the trusses NOTE:Brace bottom chord O loft OC max 1-6-0 4-7-5 I design is for anp i tdwidu l building c mponent (a truss). It ispbased on b the cont hent manufacturer and r(ormed in 9-7-5 I 4-7-5 4400 Campus Drive or provide lateral brace by properly Lumber moisture content shall be 19% or less at the time of fabrication, unless noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products #4420) from 20, 18, or Ih ASTM A653 SQ grade 40 steel, SPAN • 13-10- 0 T- - Suite A 2-9-13 (ICBG ga with G60 (min.) coating. Plates shall be applied on both faces of truss at each fisted length. Slots (holes) in shall run Shear/Drag Truss - 100 PLP 4-0-13 applied rigid ceiling. New Of t Be ae h. p C A 92660 3-14 loading and truss configuration to ensure that this design meets or exceeds loading reyTired by applicable local building codes. Compression 1-6-19 KEYMARK ENGINEERING (949) 752-1612 minimum chords shall be laterally braced by the roof or floor sheathing. directly auathe4 unless rnherwse noted. Bosom chord bracing shall be as noted. mg. The plate shall be centered nn )omt U.N.O. Design a su n that adequate drains c wdl be provided to prevent ponding. and adequate anchorage will be drawing indicates acceptance 2905 wilderness Pldce, STE 202 (949) 752-532 ] Fa X Bracing shown is for lateral support of individual truss components only to reduce buckling length. It is not wind or lateral load bracingg or overall provided resist uph0 at supports. T seal on this of professional engineering responstbdity solely orthe truss component design Boulder, Colorado 80301 DESIGN CRITERIA - ANSI/TPI 1-1995 ' building design bracing which is by others. Refer to HB•97 (TPp for loads Icyond shown. l'he suitability and use of this component for ally paniadar building design is of the building designer. per ANSI/I'PI I-1995 Section 2. KEYSmdrt 3.157 SCALE= 13/32:1' recommended truss handling and erection. Do trot apply SPACING 24.0 IN O/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 DRAG LOAD: 1384.# WIND LOAD: 70 MPH ` DESIGN LOADINGS SEE PAGE 2 LOAD INFORMATION q ^ T 3x4/ 3 12 3.25 .-t ' o - .1.5x3\ n o T 6 3x4- 3x4- 0_0 0_0 040 ' - 6-11-0 - 6-11-0 6-11_0 13-10-0 Y A copy of this design shall be furnished to the erection contractor. This weight of erectors until all permanent bracing is in place. Concentration of con- design loads shall not be applied to the trusses Job ID: 762P3D\T93_10 Qty I- �ry is Engineering" I design is for anp i tdwidu l building c mponent (a truss). It ispbased on b the cont hent manufacturer and r(ormed in struction loads greater than the at any time. Trusses shall be handled wnh care prior to erecuon tc avoid damage. DATE : 9/12/00 SHEET' 1 Of '2 4400 Campus Drive s cificauons rovided accordance with the current versions of TPI and NDS design standards. No responsibility is assumed for the accuracy of information provided by Lumber moisture content shall be 19% or less at the time of fabrication, unless noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products #4420) from 20, 18, or Ih ASTM A653 SQ grade 40 steel, SPAN • 13-10- 0 Suite A the truss designer. Dimensions shall be verified by the manufacturer andlnr building designer prior to fabrication. The building designer shall review (ICBG ga with G60 (min.) coating. Plates shall be applied on both faces of truss at each fisted length. Slots (holes) in shall run Shear/Drag Truss - 100 PLP _ New Of t Be ae h. p C A 92660 loading and truss configuration to ensure that this design meets or exceeds loading reyTired by applicable local building codes. Compression joint. Plate dimensions are width x plate 'aral lel to the plate length. Slots innate shall be oras shown on the draw- KEYMARK ENGINEERING (949) 752-1612 minimum chords shall be laterally braced by the roof or floor sheathing. directly auathe4 unless rnherwse noted. Bosom chord bracing shall be as noted. mg. The plate shall be centered nn )omt U.N.O. Design a su n that adequate drains c wdl be provided to prevent ponding. and adequate anchorage will be drawing indicates acceptance 2905 wilderness Pldce, STE 202 (949) 752-532 ] Fa X Bracing shown is for lateral support of individual truss components only to reduce buckling length. It is not wind or lateral load bracingg or overall provided resist uph0 at supports. T seal on this of professional engineering responstbdity solely orthe truss component design Boulder, Colorado 80301 ' building design bracing which is by others. Refer to HB•97 (TPp for loads Icyond shown. l'he suitability and use of this component for ally paniadar building design is of the building designer. per ANSI/I'PI I-1995 Section 2. KEYSmdrt 3.157 SCALE= 13/32:1' recommended truss handling and erection. Do trot apply the responsibility DESIGN LOADINGS LOAD CASE 1 LOAD CASE 2 LOAD CASE 3 LOAD CASE 4 70 MPH LOAD LASE 5 WIND LOAD: 70 MPH DRAG LOAD: 1384.# DRAG LOAD: 1384.11 WIND LOAD_: LTVE D[.A1) INC LTVE DEAD INC LIVE DEAD INC LIVE DEAD INC LIVE DEAD INC 20.0 14.0 1.33 TOP 20.0 14.0 1.33 TOP 20.0 14.0 1.25 TOP 20.0 :14.0 1.33 TOP 20.0 14.0 1.33 TOP 0 5.0 BOT .0 5.0 BOT .0 ` 5•.0 BOT SECTION DIR LIVE DEAD SECTION DIR .0 5.0 BOT .0 5.0 BOT LIVE DEAD SECTION DIR LIVE DEAD SECTION DIR LIVE DEAD 1- 4 Horz 183.6 14.0 1- 4 Horz -183.6 14.0 1- 4 Norm -16.0 14.0 1- 4 Norm -10.0 14.0 7- 1 Norm -35.0 14.0 7- 1 Norm -10.0 14.0 Qty 1 A copy of this desiggn shall be furnished to the erection contractor. This weight of erectors until all permanent bracing is in place. Concentration of con- loads design loads shall not be applied to the trusses Job ID:762P3D\T93_10 6ouvis Engineering, design is for an individual buildingcomponent(a truss). It ism ed on b manufacturer and in struction greater than the at an time. Trusses shall be handled with care prior to erection to avoid damage. DATE: - 9/12/00 . SHEET 2 of. 2 specifications rovided the component performed with the current versions of TPI and NDS design standards. 1-limber moisture content shall be 19% or less at the time of fabrication, unless - 4400 Campus D( I V e accordance No responsibility is assumed for the accuracy of information provided by noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal 16 ASTM A653 SQ 40 steel, SPAN: 13-10- 0 - Suite A - the truss designer. Dimensions shall be verified by the manufacturer and/or building designer prior to fabrication. The building designer shall review Products (ICBG #4420) from 20, 18, or gga grade with G60 (min.) coating. Plates shall be applied on both faces of truss at each _ Shear/Drag Trues - .100 PLP Newport BB aC h, C A 92660 loading and truss configuration m ensure that this design meets or exceeds minimum loading required by applicable local building codes. Compression joint. Plane dimensions are listed width x ength. Slots (holes) in plate shall run parallel to the plate length. Slots in plate shall be oriented as shown on the draw' KEYMARK ENGINEERING chords shall be laterally braced by the roof or floor sheathing directly mg, The plate shall be centered nn�rnnrU.N.O. Design assumes that adeyynate be to and adequate aiehorage wi be 2905 Wilderness P1aCe, STE 7-02 (949) 752- 1612 attached, unless otherwise rated. Bottom chord bracing shall be as noted. Bracing shown is for lateral support of individual truss components only to •drainage wdl provided prevent ponding• provided resist up at supports. The seal on Utis drawing indicates acceptance design Boulder, Colorado 80301 " 19491 752-5321 Fax X reduce buckling length. It is not wind or lateral load bracingg or overall of pmfessioml engineering respmmjbd ity solely for the itcompment dols for any building design building design bracing which is by others. Refer to HIB-97 (TPI) for shown.'fhe suit, and use of componem panicular ANSI/fPl 1-1995 Section 2. KEYSmart 3.157 SCALE= 13/32:1' recommended miss handling awl erection. Do mit apply loads Ites'md is the responsibility of the budding designer, per MBR LEN FORCE MBR LEN FORCE. MBR FORCE MBR FORCE JT PLATE HORZ VERT ANG J1' PLATE HOR'Z VERT ANG 1- 2 4.60 -672 6- 7 4.79 500 1- 9 -531 3- 7 -55 1 3.OX 4.0 3-8 2-11 15 5 1..5X 3.0 1.-17. 3-2 90 2- 3 4.60 -460 7- 8 4.60 1082 1- 8 906 4- 7 420 2 3.OX 4.0 1-12 3-2 15 6 3.OX 4.0 3-8 3-8 0 3- 4 .92 -426 8- 9 4.60 -1300 2- 8 -247 4- 6 -728 3 4.OX 5.0 3-8 0 7 3.OX 7.0 3-8 0 4- 5 3.88 -199 2- 7 -576 5- 6 -132 4 4.OX 7.0 3-8 0 8 3.OX 4.0 1-12 3-8 0 9 3.OX 3.0 1.-1.2 3-8 gn JT REACT ACT BRO REQ BRG CANT 9P 550.. 3.50" 1.50" 9 1300.H 9 -18.0 6R 550. 3.50" 1.50" 6 -18.0 4-7-4 9-2-8 10-1-8 14-0-0 4-7-4 4-7-4 11-0 1 3-10-8 1-10-11 3-1-10 4-4-10 4-4-10 3-4-1 1 3: 3 12 Q 3.24 4x5- 4x7- - 4- LUMBER SOLUTION TOP 2X4 DFL -H2 TOP PANEL 1- 2 CSI= .351 BOT 2X4 DFL -112 BOT PANEL 8- 9 CSI= .276 WEE 2X4 DFL -Stud DEFLECTION TOTAL LOAD DEF @ PANEL 6 = .025" L/DEF=999 L= 168.0 REC CMBR= .17" TOTAL LOAD HOR DEF = .019" MAX DEF:LL= .012" DL= .015 TL= .025" BRACING NOTE:Brace bottom chord with properly applied rigid ceiling designed by others to provide a continuously braced compression chord. DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN 0/C NO REP BEND PLATE "r EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.7.5 DRAG LOAD: 1300.11 WIND LOAD: 70 MPH DESIGN LOADINGS SEE PAGE 2 LOAD INFORMATION 0-0 O-0 0-0 0-0 i - 4-7-4 4-9-0 4-7-12 4-7-4 9-4-4 14-0-0 �ry(�� is Engineering, A copy of this design shall be furnished to the erection contractor. This dgn is for anp individual building c mponent fa truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses be handled to erection to avoid damage. Job ID:762P3D\T94_10 Qty 1 9/12/00 SHEET 1 of 2 WU■ specifications rovided b the component manufacturer and performed in at any time. Trusses shall with care prior Lumber content shall be 19% or less at the time of fabrication, unless DATE: 4400 Campus Drive accordance with the current versions of TPI and NDS design standards. No responsibility is assumed for the accuracy of information provided by by andfat moisture noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (ICBO #4420) from 20. 18, or 16 ga ASTM A653 SO grade 40 steel, SPAN: 14- 0- 0 Suite A the truss designer. Dimensions shall be verified the manufacturer building designer prior to fabrication. The building designer shall review with G60 (min.) coating. Plates shall be applied on both faces of truss at each Shear/Drag Trues - 1300 The loading and truss configuratinn to ensure that this design meets or exceeds joint. Plate dimensions are listed width x length. Slots (holes) in plate shall run length. Slow in shall be oriented as shown on the draw- ENGINEERING Newport Beach, h, CA 92660 minimum loading recTired by applicable local building codes. Compression chords shall be laterally braced by the roof or floor sheathing, directly parallel to the plate plate a ng: The plate shall be centered onloint U.N.O. Design assumes that adequate I_ KEYMARK 2905 Wilderness Place, STE 202 (949) 752-1612 attached. unless ntherwise noted. Bottom chord bracing shall be as noted. drainage wall Ix provided prcvn ponding, and adequate acehomge will (9491 752-5321 Fax aX flracin slmwn is for lateral support of individual truss armpmrcnis only in reduce length. h is inn wind or lateral load bracingg or overall provided resist uph0 at supl iris. The seal an this Amwing imlicancs accc1!. i of professional engineering responsity solely for the truss compinnem resign Boulder, Cnlorado .80301 building desiggn bracing which is by others. Refer to MIB -97 (I"PI) for shown. The suitability amt use of this componxm for anyy ppanicular building design AN3U1'I'I I-1995 Seaton 2. KEYsmart 3.157 SCALE= 15/32:1' reeommendcrl truss handling and erection. IM riot apply Inads heyond is the responsihil ity of the hudding designer, per DESIGN LOADINGS LOAD CASE 1 LOAD CASE 2 LOAD CASE 3 - • • LOAD CASE 4 LOAD CASE 5 DRAG LOAD: 1300.# 6ouris Eflgineering, DRAG LOAD: 1300.# WIND LOAD: 70 MPH Job ID: 762P3D\T94_10 Qty 1 2 2 " WIND LOAD: 70 MPH LIVE. DEAD INC LIVE DEAD INC LIVE DEAD INC LIVE DEAD INC LIVE DEAD INC TOP 20.0 14.0 1.25 TOP 20.0 14.0 1.33 TOP 20.0 14.0 1.33 TOP 20.0 14.0 1.33 TOP 20.0 14.0 1.33 BOT .0 5.0 BOT . .0 SECTION DIR 5.0 LIVE DEAD BOT .0 SECTION DIR 5.0 LIVE DEAD BOT .0 SECTION DIR 5.0 LIVE `" DEAD BOT .0 SECTION DIR 5.0 LIVE DEAD 1- 5 Horz 183.0 14.0 1- 5 Horz -183.0 14.0 1- 3 Norm -16.0 14.0 1- 3 Norm -10.0 14.0 4- 5 Norm -10.0 14.0 3- 4 Norm -10.0 14.0 - 3- 4 Norm -10.0 14.0 4- 5 Norm -16.0 14.0 - • • t 6ouris Eflgineering, A copy of this desiggn shall be furnished to the erection contractor. This design is for an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses Job ID: 762P3D\T94_10 Qty 1 2 2 " specifications rovided b the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. less fabrication, unless DATE: 9/12/00 SHEET of 4400 Campus Df ] V e accordance with the current versions of TPI and NDS design standards. No responsibility is assumed for the accuracy of information provided by by Lumber moisture content shall be 19% or at the time of noted oiherwise(U.N.O.). Connector plates shall be manufactured % Eagle Metal Products (ICBO #4420) from 20, 18, or 16 ga ASTM A653 SQ grade 40 steel, SPAN: 14- 0- 0 Suite A the truss designer. Dimensions shall be verified the manufacturer and/or building designer prior to fabrication. The building designer shall review with G60 (min.) coating. Plates shall be applied on both faces of truss at each Shear/Drag Truss - 1300 lbs Newport Beach. e h. CA 92660 p larding and truss configuration to ensure that this design meets or exceeds minimum loading required by applicable local building codes. Compression loins. Plate dimensions, are listed width x length. Slots (holes) in plate shall run parallel m rhe plate length. Slots in plate shall be oriented as shown mi the draw- Design that adequate KEYMARK ENGINEERING 19491 752-1612 chords shall be laterally braced by the roof or Door sheathing, directly anached, unless otherwise noted. Bottom chord bracing shall be as noted. mg. The plate shall he centered on )otm U.N.O. assumes drainage wdl to provided m prevent poiding, and adequate anchorage will be 2905 Wilderness Place, STE 202 ' (949) 752-5321 F a X Bracing shown is for lateral support of individual truss components only to reduce buckling length. Ir is nm wind or lateral laid bracing or overall provided resist uplift at supports. The seal on this drawing iidicates acceptance of professional engmeen I responsibility solely for the truss component design 'fhe Boulder, Colorado 80301 " building design bracing which is by others. Refer to 1110-97 (TPI) fur Do loads beyond shown. sui.andny and use of this component for anyy pparticular bwlding design is the respontihility of the building designer, per ANSIIfPI I-1995 Section 2. KEYsma rt 3.157 SCALE= 15/ 32:1' recommended truss handling aml erection. not apply MBR LEN FORCE MBR LEN FORCE MBR FORCE MBR FORCE JT PLATE HORZ VERT ANG JT PLATE HORZ VERT ANG LUMBER SOLUTION 1- 2 4.27 -1884 5- 6 5.74 1816 2- 8 -411 3- -7 51 1 3.OX 5.0 6-0 2-0 0 5 3.OX 4.0 6-0 2-0 0 3-8 0 TOP 2X4 DFL -112 TOP PANEL 4- 5 CSI= 2- 3 4.42 -1584 6- 7 2.94 1944 3- 8 475 3- 6 500 2 1.5X 3.n 3-10 32 6 3.OX 4.0 S 3.OX 6.0 .307 BOT 2X4 DFL -#2 3- 4 4.42 -1584 7- 8 2.94 1944 - 4-16 -427 3 6.OX 6.0 3.0 3-13 0 3-10 32 7 1.5X 3.0 3-8 90 BOT PANEL 8- 1 CSI= .495 4- 5 4.27 .1884 8- 1 5.74 2631 4 1.5X 8 3.OX 4.0 3-8 0 WEB 2X4 DFL -Stud 9- 1 1.50 14 '10-1 5 1.50 14 - DEFLECTION = TOTAL LOAD DEF O PANEL 6 .156" JT REACT ACT HRG REQ HRG CANT L/DEF=999 L= 212.0 REC CMBR= .22" 1P 780.. 3.50" 1.50" TOTAL LOAD HOR DEF = 052" 1 2765.H MAX DEF: LL= .080" DL= .082" TL= .156" SR 780. 3.50" 1.50" BRACING NOTE:Srace bottom chord with properly 1-6-10R 4-5-0 8-1070 13-3-0 17-8-0 1-6-1OR applied rigid ceiling designed by 1-6-0 4-5-0 4-5-0 4-5-0 I 4-5-0 1-6-0 others to provide a continuously brace d compression chord. 3-3.9 1-6-3 � 2-8-9 1-6-3 3-14 - DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN O/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 DRAG LOAD: 2765.# . WIND LOAD: 70 MPH ..DESIGN LOADINGS SEE PAGE 2 LOAD INFORMATION 6x6- 12 12 3.25 � 3 1.5x3\ Q3.25 1.5x3/ 4 3x4- C4n 3x5- I 11l 1U 9 l T 8 7 6 5 11 10 T !_ - 3x4- 1.5x3/ 3x4 - 3x6 e a 0-0 O -O O -O 0-0 040 .. 5-10-11 2-11-5 2-11-5 5-10-11 - 5-10-11 8-10-0 11-9-5 17-8-0 _is A copy of this design shall be furnished to the erection contractor. This weight of erectors until all permanent bracing is in place. Concentration of con- design loads shall not be applied to the trusses Job ID:762P3D\T95 10 ;. Qty 1 - GmEngineer ing, (�� G design individu l building component (a truss). It is based on design is for b and in strucuon loads greater than the at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 1 Of . 2 WU■ WI specifications provided the component manufacturer performed accordance with the current versions of TPI and NDS design standards. • Lumber moisture content shall be 19% or less at the time of fabrication, unless 4 400 Campus Or 1 v e , No responsibility is assumed for the accuracy of information provided by noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products #4420) from 20," 18, or 16 ASTM A653 SQ grade 40 steel, SPAN: 17- 8- 0 Suite A the truss designer. Dimensions shall be verified by the manufacturer and/or building designer (ICBO ga with G60 (min.) coating. Plates shall be a plied on both faces of truss at each Shear/Drag Truss - 2765 lbs building designer prior to fabrication. The shall review loading truss configuration to ensure that this design meets or exceeds joint. Plate dimensions are listed width x Pength. Slots'(holes) in plate shall run Newport Be ae h, C A 92660 and minimum loading reycored by applicable local building codes. Compression be laterally braced by the roof or floor sheathing. directly parallel to the place length. Slots in plate shall be oriented as shown on the draw- tug. The plane shall be centered on joint U.N.O. Design assumes that adequam KEYMARK ENGINEERING (949) 752-1612 chords shall attached, unless otherwise rioted: Bottom chord bracing shall be as noted. drainage will he provided to prevent pnndmg. and adequate anchorage will be 2905 Wilderness Place , STE 202 752-5321 F Bracing shown is for lateral support of individual truss components only in provided resist uplift at supports. The, seal on this drawing indicates acceptance responsibility solely for the truss component design Boulder, CO LoradO 80301 (949) a X reduce buckling length. It is not wind or lateral load bracing or overall is by Refer 1IIR-97 (TPI) for of professional cngmecrmg shown. The suitability and use of this component for an pparticular budding design 3.157 SCALE= 5/16":l' - building design bracing which others. to recommended truss handling and ereciinn. Do not apply loads beyond is the responsibility of the building designer, per ANSI/fPl 1-1995 Section 2. KEYsmart DESIGN LOADINGS LOAD CASE 1 LOAD CASE 2 Gmis Engineering, LOAD CASE 3 LOAD CASE 4 70 MPH Job ID: 762p3D\T95_10 Qty 1 9/12/00 SHEET 2 of 2 LOAD CASE 5 WIND LOAD: 70 MPH WU� _ DRAG LOAD: 2765.4 DATE: - r DRAG LOAD: 2765.# 4400 Campus Drive accordance with the current versions of TPI and NDS design standards. No responsibility is assumed for the accuracy of information provided by be by and/or WIND LOAD: LIVE DEAD INC LIVE DEAD INC LIVE DEAD INC LIVE DEAD INC LIVE DEAD INC KEYMARK ENGINEERING 14.0 1.33 TOP 20.0 14.0 1.33 mg, The plate shall cemered on Joint drainage will be provided to prevent ponding• and adequate anc orage will be TOP 20.0 14.0 1.25 TOP 20.0 14.0 1.33 TOP 20.0 14.0 1.33 TOP 20.0" building design bracing which is by others. Refer to 11113-97 (TPI) for 5.0 KEYsmart 3.157 SCALE= 5/16":l' BOT .0 5.0 - BOT .0 SECTION DIR ' 5.0 LIVE DEAD BOT .0 SECTION DIR 5.0 LIVE DEAD BOT .0 SECTION DIR 5.0 LIVE DEAD BOT .0 SECTION DIR LIVE DEAD 1- 5 Horz, 286.2 14.0 1- 5 Horz -286.2 14.0 1- 3 Norm -16.0 14.0 1- 3 Norm -10.0 14.0 3- 5 Norm -10.0 14.0 3- 5 Norm -16.0 14.0 9- 1 Norm -35.0 34.0 9- 1 Norm -10.0 14.0 10- 5 Norm -10.0 14.0 10- 5 Norm -35.0 14.0 Gmis Engineering, A copy of this desiggn shall be furnished to the erection contractor. This deessiign t5 (or aP ialividu l building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- strucuon loads greater than the design loads shall not be applied to the trusses to avoid damage. Job ID: 762p3D\T95_10 Qty 1 9/12/00 SHEET 2 of 2 WU� s ifications rovided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection Lumber content shall be 19% or less at the time of fabrication, unless DATE: - r 4400 Campus Drive accordance with the current versions of TPI and NDS design standards. No responsibility is assumed for the accuracy of information provided by be by and/or moisture noted otherwise(U.N.O.). Connector plates shall be manufactured h Eagle Metal Products (ICBG #4420) from 20. 18, or 16 ga ASTM A653 SQ grade 40 steel. SPAN: 17- 8- 0 Suite A the truss designer. Dimensions shall verified the manufacturer building designer prior to fabrication. The building designer shall review with G60 (min.) coating. Plates shall be applied on both faces of truss at each Plate dimensions are fisted width x length. Slots (holes) in plate shall run Shear/Drag Trues - 2765 The Newport Beach, CA 92660 loading and truss configuration to ensure that this design meets or exceeds minimum loading regcared by applicable local building cafes. Compression joint. parallel to the plate length. Slots in plate shall be 0"' rued as shown on the draw- be U.N.O. Design assumes that adequate KEYMARK ENGINEERING (949) 752- 1671 2 chords shall be laterally braced by the roof or floor sheathing, directly attached, unless otherwise rote#. Bottom chord bracing shall be a5 noted. mg, The plate shall cemered on Joint drainage will be provided to prevent ponding• and adequate anc orage will be 2905 Wilde YneSS Place, STE 202 (9491 - 752- 5321 Fax d X Bracing shown is for lateral support of individual truss components only to reduce buckling length. It is not wind or lateral Iliad bracingg or overall provided resist uphfi at supports. The seal on this drawing iidicates acesptwice of professional engineering responsibdity solely (or the truss eomponein Acsi n budding design Boulder, Colorado 80301 building design bracing which is by others. Refer to 11113-97 (TPI) for shmvn. The suitability and use of this canpotiem for any articular hu "ddesigner, ANSI fRl I-1995 Section 2. KEYsmart 3.157 SCALE= 5/16":l' recommemled truss handling aal erection. Do lint apply loads beyond is the responsibility of the per 1.5x3\ - 2 1.5x3/ 4 -t to `9 3r.5- N�1 1 7 3x4- CO 5 llry e T - 6 T MBR LEN FOI,.6 MBR LEN F.XE MBR FORCE r1Mk FORCE J'I' PLATE HOR',,, VERT ANG 13'1• PLATE HORZ VERT ANt; LUMBER SOLUTION 1- 2 3.52 -1586 5- 6 7.19 1891 2- 6 -730 3-- 6 32.1. 1 3.OX 5.0 6-0 2-0 0 4 T.5X 3.0 3-10 1.1. TOP 2X4 Dr•I. 112 2- 3 3.67 -1023 6- 1. 7.1.9 3076 4- 6 -807 2 1.5X 3.0 3-10 11. 5 3.OX 4.0 6-0 2-0 0 TOP PANEL 1- 2 CSI= .208 3- 4 3.67 -1023 3 4.OX 4.0 0-0 3-10 0 6 3.OX 7.0 3-8 0 BOT 2X4 DFL -42 4- 5 3.52 -1496 BOT PANEL 6- 1 CSI= .630 7- 1 1.50 14 - WEB 2X4 DFL -Stud 8- 5 1.50 14 DEFLECTION JT REACT ACT BRG REQ BRG" -SCANT •- "'- TOTAL LOAD DEF 0 PANEf, 5 = .117" 1P 663. 3.50" 1.50" L/DEF=999 L= 176.0 REC CMBR= .18" 1 -3810.H 1.TOTAL LOAD HOR DEF = .051" SR 663. 3.50" 1.50" - MAX DEF:LL= .064" DL= .076" TL= .117" BRACING NOTE:Brace bottom chord with properly 1-6-10R 3-8-0 7-4-0 11-0-0 19-8-0 1-6-10R applied rigid ceiling designed by 1-6-01 3-8-0 1 3-6-0 F 3-8-0 I 3-8-0 I1-6-0 others to provide a continuously r 3-14 1-3-13 2-3-11 1-3-13 3-14 braced compression chord. DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN 0/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 DRAG LOAD: 3810.4 WIND LOAD: 70 MPH DESIGN LOADINGS SEE PAGE 2 LOAD INFORMATION 1.5x3\ - 2 1.5x3/ 4 -t to `9 3r.5- N�1 1 7 3x4- CO 5 llry e T - 6 T 3x7- r 0-0 0;0 0-0 1 7-4-0 7-4-0 ..- ' - 7-4-0 - 14-8-0 - - • 6ouvis Engineering CA 4400 Campus Or ] V e p - Suite A Newport Beach. CA 92660 (949) 752-1612 (9491 752-5321 F 3 X A copy of this design shall be furnished to the erection contractor. This design is for an individual building component (a truss). It is based on specifications provided by the component manufacturer and performed in accordance with the current versions of TPI and NDS design standards. No responsibility is assumed for the accuracy of information provided by the truss designer. Dimensions shall be verified by the manufacturer and/or building designer prior to fabrication. The building designer shall review loading and truss configuration to ensure that this design meets or exceeds minimum loading regwred by applicable local building codes. Compression shall be laterally braced by the roof or floor sheathing. directly attached, unless otherwise noted. Bottom chord bracing shall be as tinted Bracing shnwn is stir lateral support of individual truss components only to reduce buckling length. It is not wind or lateral load bracing or overall building desiggn bracing which is by others. Refer to HIR -97 (TPI) for recommended truss handling and erection. Do not apply loads beyond weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses at any time. Trusses shall be handled with care prior to erection to avoid damage. Lumber moisture content shall be 19% or less at the time of fabrication, unless noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (ICBO #4420) from 20, 18, or 16 ga ASTM A653 SQ grade 40 steel. with G60 (min.) coating. Plates shall be applied on both faces of truss at each initis. Plate dimension% are listed width s length. Slots (holes) in plate shall run parallel m the plate length. Slots inplate shall be oriented as shnwn on the draw- mg: The plate shall he centered on lotto U.N.O. Design assumes that adequate drmna c will be provided in prevent ponding, and adequate anebnrage will he provided resist uplift at supports. The seal on this drawing indicates acceptanee of professional engineering responsibility solely fnr the truss component desi@n shown. The suitability and use of this component for anyy pparticular building design is the responsibility of the building desigiur, per ANSUI'PI 1-1995 Section 2. Job ID:762P3D\T96 10 Qty- 1 - Y DATE: 9/12/00 SHEET 1 of, 2 SPAN: 14- 8- 0 Shear/Drag Trues - 3810 lbs KEYMARK ENGINEERING 2905 Wilderness Place, STE 202 Boulder, Colorado 80301 KEYsma rt 3.157 SCALE= 11 /32:1' y+" , DESIGN LOADINGS LOAD CASE 1 LOAD CASE 2. LOAD CASE 3 LOAD CASE 4 LOAD CASE 5 7 j� 7 7 G015Cn h CA Acopy of this design shall be furnished to the erection contractor. This design is for an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses DRAG LOAD: 3810.(1 - DRAG LOAD: 3810.4 specifications provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. 19% less fabrication• WIND LOAD: 70 MPH WIND LOAD: 70 MPHf Lumber moisture content shall be or at the time of unless noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products 44420) from 20, Ig, 16 ASPM A653 SQ 40 SPAN: 14- 8- 0 LIVE DEAD INC LIVE DEAD INC LIVE " DEAD INC LIVE DEAD INC LIVE D�•;AD INC TOP 20.0 14.0 1.25 TOP 20.0 14.0 1..33 TOP 20.0 14.0 1.33 TOP 20.0 14.0 1.33 KEYMARK ENGINEERING TOP ' ,20.0 h4'.0 1.33 attached, unless otherwise noted. Bottom chord bracing shall be as noted. BOT .0 5.0 BOT .0 5.0 BOT .0 5.0 provided resist uplift at supports. The seal nn this drawing indicates acreponce of pcomponent rofessional engineering responsibility solely for the truss compont design for BOT .0 5.0 AOT .0 15.0 shown. The suitability and use of this component any particular building design KFYSma Yt 3.157 SCALE= 11/32:1' SECTION DIR LIVE DEAD SECTION DIR LIVE DEAD SECTION DIR LIVE DEAD SECTION DIR LrIVF, DEAD 1- 5 Horz 474.2 14.0 1- 5 Horz -474.2 14.0 1- 3 Norm -16.0 14.0 1- 3 Norm -10.0 14.0 3- 5 Norm -1.0.11 14.0 3- 5 Norm -16.0 14.0 7- 1. Norm -35.0. 1.4.0 7- 1 Norm -10.0 14.0 • a 8- 5 Norm -10.0 14.0 8- 5 Norm -35.0 14.0 _4 7 j� 7 7 G015Cn h CA Acopy of this design shall be furnished to the erection contractor. This design is for an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses Job ID: 762P3D\T96 10 - Qty 1 - nj) S UI n�U� 1 1. 1 y, specifications provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. 19% less fabrication• DATE- 9/12/00 SHEET 2 of 2 4400 Campus Drive p accordance with the current versions of TPI and NDS design standards. No responsibility is assumed for the accuracy of information provided by designer. Dimensions be by Lumber moisture content shall be or at the time of unless noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products 44420) from 20, Ig, 16 ASPM A653 SQ 40 SPAN: 14- 8- 0 Suite A the truss shall verified the manufacturer and/or fabrication. The (ICI30 or ga grade steel. G60 Plates be both faces building designer prior to building designer shall review with (min.) coating. shall appliedoFtruss at each applied on Shear/Drag Truss - 3810 The Newport Beach. CA 92660 =and muss configuration to ensure that this design meets or exceeds loading by local building Compression inim. Plate dimensions are listed width z Slots (holes) in plate shall run length. Slots inplate be draw- - 752- minimum required applicable codes. chords shall be laterally braced by the roof or floor sheathing, directly parallel to the plate shall oriented as shown int the mg. The plate shall be centered on int U.N.O. Design assumes that adequate KEYMARK ENGINEERING (949) 1612 attached, unless otherwise noted. Bottom chord bracing shall be as noted. drainage will be provided to prevent ponding• and adequate anchorage will he 2905 Wilderness Place, STE 202 (949) 752-5321 ax Bracing scomponents hown is for lateral support of individual truss componts only to reduce buckling length. It is not wind or lateral load bracingor overall provided resist uplift at supports. The seal nn this drawing indicates acreponce of pcomponent rofessional engineering responsibility solely for the truss compont design for Boulder, Colorado 80301 building design bracing which is by others. Refer to HIB -97 (rpt for shown. The suitability and use of this component any particular building design KFYSma Yt 3.157 SCALE= 11/32:1' recommended truss handling and erection. Do not apply loads beyond is the responsibility of the building designer. per ANSIrrP1 1-1995 Section 2. MBR LEN FORCE MBR LEN FORCE MBR FORCE MBR FORCE JT PLATS HORZ. VERT ANG JT weight of erectors until all permanent bracing is in place. Concentration of con- loads than the design loads shall not be applied to the trusses PLATE HOR"L VERT ANG LUMBEI( SOLUTI,'iN DFL -#2 1- 2 -5305 5- 6 4.27 5304 2- R 307.. 3- 7 1763 1. 3.5X' 8.0 9-1.1 1-0 0 5 4.OX 1.0.0 9-11 1-0 0 TOP 2X.4 2 CSI= 2- •4.27 3 9.42 -3940 6- 7 4.42 5304 7.- 7 -1.3'72 '4- 7 -1.553 2 3.OX 4.0 1.-1.2 3-2 15 6 1. SX 4.0 building design bracing which is by others. Refer.ln1118-97 (f PI) for 5-8 90 TOP,PANEL 1- .90.0 HOT 7.X6 DF1,-SS 3- 4 4.42 -3936 7- 8 4.42 517-8 4- 6 504 3 4.OX 4.0 3-].0 O S S.OX 6.0 7.0 5-8 0 BOT PANEL 6- 7 CSI= .721 4-5 4.27 -5495 8- 1 4.27 5128 4 3.OX 4.0 1-12 3-2 15 7 4.OX SX 4:0. 5-8 90 WEB 2X4 DFL - Stud 9- 5 1.50 12 8 1. - DEFLECTION JT REACT- ACT BRG REQ BRG ' CANT TOTAL LOAD DEF @ PANEL 6 = .381" 1P 1822. 3.50" 1.94" L/DEF=555 L= 212.0 REC CMBR= .22" 1 276S.H TOTAL LOAD HOR DEF = .069" 1 -50.U. MAXDEF:LL= .192" DL= .186" TL= .381" SR 2079. 3.50" 2.22" BRACING NOTE:Brace bottom chord with properly 8-10-0 13-3-0 17-8-0 1-6-1OR applied rigid ceiling designed by 4-5-0 4-5-0 4-5-0 4-5-0 1-6-0 others to provide a continuously 4-5-0 3-14 braced compression chord. 3-19 1-6-3 2-8-9 1-6-3 DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 12.0 IN 0/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 - PLATE DUR INC=1.15 DRAG LOAD: 2765.# WIND GIRDER: 70 MPH ' DESIGN LOADINGS SEE PAGE 2 LOAD INFORMATION 12 4x4- r- 3 12 1.5x4/ 4x7 - 1.5x4/ Y 5x6 0-10 0_O 0_0 0-0 040 ' 4-5-0- 4-5-0 4-5-0 4-5-0 - 8-10-0 13-3-0 17-8-0 4-5-0 A copy of this desiggn shall be furnished m the erection contractor. This - weight of erectors until all permanent bracing is in place. Concentration of con- loads than the design loads shall not be applied to the trusses Job ID:762P3D\G01 10 Qty 1 - 6ouvis En ineering, CA g design is for an individual building component (a truss). It is based on 5 cification% provided b the component manufacturer and performed in strucunn greater at any time. Trusses shall be handled with care prior to erection to avoid damage. fabrication, DATE : 9/12/00' SHEET 1 O£ 2 " 4400 Campus Drive accordance with the current versions of TI'l and NDS design standards. No responsibility is assumed for the accuracy o(infnrmation provided by Lumber moisture content shall be 19% or less at the time of unless noted otherwise(II.N.O.). Connector plates shall be manufactured Iy Engle Metal 18. 16 ASTM A653 SQ ode 40 steel. SPAN: 17- 8- 0 the truss designer. Dimensions shall be verified by the manufacturer anti/or Products (ICRC) #4420) from 20. or ga with G60 (min.) coating. Plates shall be applied on both races otgtnrss at each Shear/Drag Girder -, 2765 lbs Suite A building designer prior to fabricatinn. The building designer shall review to ensure that this design meets or exceeds joint. Plate dimensions arc listed width x ength. Slots (holes) in plate shall nm Ne w p Oft Beach, e h, ' C A 92660 loading and truss configuration minimum loading regqred by applicable local building codes. Compression directly parallel to the plate length. Slots inplate shall be oriented as shown on the draw- The shall be centered on Tont U.N.O. Design assumes that adequate KEYMARK ENGINEERING 4 (9 91 752- 1612 chords shall be bucca ly braced by the roof or floor sheathing meed. Bottom chord bracing shall be as noted. mg. plate drainage will he provided to prevent ponding. and adequate anchorage will be 2905 Wilderness Place , STE 202 attached, unless otherwise Bracing shown is for lateral support of individual truss components only to provided resist uplift at supports. The seal on this drawing indicates acceptance Boulder, Colorado 80301 (949) 752-5321 'Fax reduce buckling length. It is not wind or lateral lead bracing or overall of professional engioMing responsibility solely for the truss compnrhent design for "IN'articular building design building design bracing which is by others. Refer.ln1118-97 (f PI) for shown. The suitability and use of this component building designer, ANSI(I'FI 1-1995 Section 2. KEYsma 7: l- 3.157 SCALE= 11/32:1' recommended truss handling and e-reciinn. Do my apply finds heyod is the. responsibility of the ler - - DESIGN LOADINGS LOAD CASE 1 LOAD CASE" 2 LOAD CASE 3 LOAD CASE 4 DRAG LOAD: 2.765.4 DRAG LOAD: 2765.# WIND•GIRDER: 70 MPLI LIVE DEAD 1N(': LIVE DEAD INC LIVE DEAD INC LIVE DEAD INC TOP 60.0 .0 1.15 TOP 60.0 1.0 1.33 TOP 60.0 .0 1.33 TOP 50.1) .0 1..33 -.BOT .0 16.0 BOT .0 16.0 BOT .0 16.0 BOT .0 16.0 SECTION FIR LIVE. DEAD SECTION DTR LIVE DEAD SECTION FIR LIVE DEAD SECTION DIR LIVE DEAD 1- 2 Vert 58.7 41.0 1- 5 Horz 592.9 .0 1- 5 Horz -592.9 .0 1- 2 Vert 48.9- 41.0 , 2- 5 Vert 40:0 _ 2.8.0 2- 5 Vert 33.3 28.0 5- 7 Vert 78.8 84.8 - 5- 7 Vert 65.7 - 84.8 7- 8 Vert 78.6 84.6 7- 8 Vert 65.5 84.6 8- 1 Vert 34.7 47.7 8- 1 Vert 28.9 47.7 _ hour is Engineering CA A copy of this design shall he furnished to the erection contractor. This design is (or an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses Job ID: 762P3D\G01 10 Qty 1 - specifications provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. fabrication, DATE: 9/12/00 SHEET 2 of 2 4 400 Cam U S Drive V e Q accordance with the current versions of TPI and NDS design standards. is for the accurac of information by Linn r moisture content shall be 19%or less at the time of unless noted otherwise(U.N.O.). Connector Tates shall be manufactured by Ea le Metal 17- 8 0 pnasibility assumed provided he truss desigtrer. Dimensions shall be veried by the manufacturer and/or Products (ICBG N4420) from 20. Ig, or 16 gga ASTM A653 SQ grade 40 steel, SPAN: - SU 1 t e A building designer fabrication. The building designer shall review with G60 (min.) coating. Plates shall be applied on both faces of truss at each 2765 The Newport Beach. CA 92660 prior to loading and truss configuration to ensure that this design meets or exceeds joint. Plate dimensions are listed width x ength. Slott (holes) in plate shall run length. Slots in be the draw. Shear/Drag Girder.- - (949) 752-1612 minimum loading required by applicable local building codes. Compression chords shall he laterally braced by the roof or Boor sheathing. directly parallel to the plate Plate shall oriented as shown on mg. The plate shall be centered on Inint U.N.O. Design assumes that adequate KEYMARK ENGINEERING (949) 752-J321 Fax attached unless otherwise noted. Bottom chord bracing shall he as noted. Bracin shmvo is for lateral support of individual truss cmnpnnents only to lateral bund hracinRR drainage will be provided to prevent ponding, and adequate anchorage will be provided resist uplift at supports. The seal on this drawing indicates acce stance for the truss component esign 2905 Wilderness Place, STE 202 Bou]:der,Colorado 80301 ' reduce tickling length. h is tint wird or or overall building design hraang which is by others. Refer m IiIB•97 (rill) for of professional engineering respoasthiliry solely shown. The xuitandity and use of this component for an building design loads hcyond particular is building designer. ANSI /I'PI 1.199$ Section 2. KEYsmal: t 3.157 SCALE= 11/32:1' reconune odes truss handling and erection. Do not apply the responsibility of the per _.. _ ..cm ,...,� r„�.,_. ., r•.:r„,: �nsr, rvtv..c •;ot_t, jt VbA1't Hvl,i, VEk'l' ANG .11, PLATE HVk'L VEk'I' ANG LUMBER SOLUT1UN 1- 2 3.52 -447-1 6 3.52 431.1. 2.- 8 337 3t 1 1.484 1 4.OX 7.0 9-1.1 1-0 7 5 4.OX 7.0 9-11 1.-0 7 TOP 2X4 DFL -82 2- 3 3.67 -3373 6- '1 3.67 431.1, 2- 7 -1039 4- 7 -1.085 2 3. OX 4.0 1.-1.2 3-2. 1.S 6 1.. SX 4.0 4-8 90 TOP I'ANEI, 4- 5 CSI= .440 3- 4 3.67 -3374 7- 8 3.67 4266 4- 6 334 3 4.OX 4.0 0-0 3-10 0 -7 4.OX 7.0 5-8 0 BOT 2X6 DFL -112 4- 5 3.52 -4464 8- 1 3.52 4266 4 3. OX 4.0 1-12 3-2 1.5 8 1.5X 4.0 5-8 90 BOT PANEL 6- 7 CSI= .864 9- 1 1.50 1.2 WEB 2X4 DFL -Stud JT REACT ACT BRG REQ BRG CANT DEFLECTION IF 1759. 3.50" 1..88" TOTAL LOAD DEF @ PANEL 6 = 279" 1 3810.H L/DEF=630 L= 176.0 REC CMBR= .18" 1 45.0 TOTAL LOAD HOR DEF = .057" 5R 1660. " 3.50" 1.77" MAX DEF:LL= .142" DL= .138" TL= 5 -145.0 .279" BRACING NOTE:Brace bottom chord with properly 1-6-1OR 3-8-0 7-4-0 11-0-0 14-8-0 applied rigid ceiling designed by 1-6-0 3-8-0 3-8-0 3-8-0 3-8-0 others to provide a continuously 4_ 1 1 braced compression chord. 3-14 1-3-13 2-3-11 1-3-13 3-14 DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 12.0 IN O/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 DRAG LOAD: 3810.4 WIND GIRDER: 70 MPH DESIGN LOADINGS SEE PAGE 2 LOAD INFORMATION 12 4x4- 3 12 . Q3.25 - T Ij 3.25^ 3x4/ T. n 2 3x4\ I 4 n-� �. 1.5x4/ .4x7- 1.5x4/ 0-0 0-0 010 OIO Oto . 3-8-0 3-8-0 3-8-0 3-8-0 3-8-0 7-4-0 11-0-0 14-8-0 W 6ouv is En ineer n A copy of this desiggn shall be furnished to the erection contractor. This design is for an ind1v dual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration ofcon- sirttction loads than the design loads shall not be applied to the trusses Job ID; 762P3D G02' 10 � Qty 1 9 1 g, specifications provided by the component manufacturer and performed in greater at any time. Trusses shall be handled with care prior to erection to avoid damage. _ DATE- 9/12/00 SHEET 1 of 2 - 4 400 Camou 5 Drive accordance with the current versions of TPI and NDS design standards. Lumber moisture content shall be 194E or less at the time of fabrication, unless No res risibility is assumed for the accuracy of information provided by the truss designer. Dimensions shall he verified by the manufacturer and/or a. noted otherwise U.N.O.). Connector Platshall be manufactured by Eagle Metal Products (ICBG #4420) from 20. Ig, 16 ASTM A653 SQ 40 SPAN; 14 - 8- 0 .�•.t - Suite A building designer prior to fabrication. 'rhe building designer shall review loading or ga. grade steel. with G60 (min.) coating. Plates shall be applied on both faces of truss at each Shear/Drag Truss- 3810 lbs Newoor t Beach. CA 92660 and truss configuration to ensure that this design meets or exceeds joint. Plate dimensions are listed width x length. Slots (holes) in plate shall run - (9 a 9) 752-1612 minimum loading regmred by applicable local building codes. Compression chords shall be laterally braced by the rmf or floor shcaihin directly attached. otherwise Bottom bracing be parallel m the plate length. Slots inplate shall be oriented as shown on the draw- ung. The plate shall be centered on joint U.N.O. Design assumes that adequate KEYMARK ENGINEERING unless noted. chord shall as noted. drainage will be provided to prevent ponding, and adequate anchorage will he 2905 Wilderness Place, STE 202 (949) 752-5321 F a X Bracing shown is for lateral support of individual truss components only in provided resist uplifl at supports. The seal on this drawing indicates acceptance reduce buckling length. It is not wind or lateral I nr nd bracingg or overall building desiggn bracing which is by others. Refer to IIIB-97 (rPl) for of professirntal engineering responsibility solely for the truss compote! design shown. The suitability for building Boulder ,Colorado 80301 rn rccnmetded miss handling and erection. Do not apply loads beyond and use of this component an/ particular design is the resptmsihility the building designer. ANSI 11 -PI 1-1995 KEYsma.r. t 3.157 SCALE= 13/32:1' of per Section 2. DESIGN LOADINGS LOAD CASE 1 LOAD CASE 2 ° LOAD CASE 3 LOAD CASE 4 DRAG LOAD: 3810.4 DRAG LOAD: 3810.# WIND GIRDER: 70 MPH LIVE DEAD INC LIVE DEAD INC LIVE DEAD INC LIVE DEAD INC TOP 60.0 .0 1..25 TOP 60.0 .0 1.33 TOP 60.0 .0 1.33 TOP 50.0 1.33 BOT .0 16.0 BOT .0 16.0 BOT .0 .0 16.0 BOT 16.0 SECTION DTR LIVE DEAD SECTION DIR LIVE DEAD SECTION .0 DIR LIVE DEAD SECTION DIR LIVE- DEAD 1- 5 Vert 40.0 2.8.0 1- 5 Hor.z 989.5 .0 1- 5 Horz -989.5 .0 1- 5 Vert 33.3 26.0 5- 1 Vert 78.8 84.8 5- 1 Vert 65.7 84.8 . s(glris En ineer in A copy of this design shall be furnished to the erection contractor. This design is for an individual building component (a truss). It is based on weight of erectors moil all permanent bracing is in place. Concentration of con- loads Job ID:762P3D\G02 30 Qt 1 Y 9 gr specifications provided by the component manufacturer and performed in struction greater than the design loads shall not be applied to the trusses at any time. Trusses shall be handled with _ 4 400 Campus Drive. accordance with the currem versions of TPI and NDS design standards. care prior to erection to avoid damage. Lumber moisture content shall be 19% or less at the time of fabrication, unless DATE: 9/12/00 SHEET 2 of 2 No responsibility is assumed for the accuracy of information provided by the truss designer. Dimensions shall be verified by the noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products(ICBO SPAN; 14 - 8- 0 Suite A manufacturer and/or building designer prior to fabrication. The building designer shall review #4420) from 20. 18, or 16 ga ASTM A653 SQ grade 40 steel. with G60 (min.) coating. Plates shall be applied on both faces Newport Beach. CA 92660 oading and truss configuration to ensure that this design meets or exceeds '-.i of truss at each joint. Plate dimensions arc listed width x Icngth. Slots (holes) in plate shall root Shear/Drag Truss - 3810 1b8 minimum loading required by applicable local building codes. Compression parallel to the plate length. Slots in plate shall be oriented as shown on file draw- 752-16.12 chords shall lie laterally braced by the roof or floor sheath in directly attached, unless otherwise nntcrl: Bnnom chord bracing -Fe tug, The plate shall be centered on inion U.N.O. Design assumes that adequate drainage KEYMARK ENGINEERING(9A9) (949) 752-5321 r shall as nnncd. Bracing shown is for lateral supbnrt of individual truss components only to will be.provided m prevenit ponding• and adequate anchorage will be provided resist uplift at supinns. -file drawing indicates 2905 W.i l.derness Pl ace, = 202 a X reduce buckling length. It is not wind or lateral load bracin ur overall - seal nu this acce mance of professional engitcenng respousnhility solely for the truss component t�csi n Boulder, Colorado 80301 building design bracing which is by others. Refer to IIIII-9� 1'1.1'11 for recotnntroded tress bridling and erection. Do not apply loads beyond shown. The suitanditl, and use mf this component for an pparticular building design is the responsibility nl fire M1udding designer, ler ANSIMI I-1995 Sec6oh 2. KEYsmert 3.157 SCALE= 13/32:1' MBR LEN FUkt_c Mr4k LEN FVh" MBH Ft:rkt_E PiUR FORCE JT PLATE HOR'1, VERT ANG J1' PLATE HORZ VERT ANG LUMBER SOLUTION 1- 2 2.50 0 3- 4 2.511 it 1.- 4 -75 1- 3 0 1 3.OX 4.0 3-8 3-8 0 3 3.OX 4.0 3-8 5-8 '0 TOP 2X4 DFL -02 at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 1 of 1 accordance with the current versions of TPI and NDS design standards. Lumber moisture content shall be 19% or less at the time of fabrication, unless 2- 3 .75 2. 1.. SX 3.0 1-12 3-8 90 4 1.5X 3.0 1-1.2 5--8 .90 TOP PANEL 1- 2 CSI= .079 JT REACT ACT BRG REQ BRG CANT (min.) coating. shall applied an of truss at each joint. Plate dimensions arc listed width x length. Slots (holes) in plate shall run ' minimum loading required by applicable Ineal building codes. Compression BOT 2X6 DFL -#2 4P 287. 3.50" 1.50" Bracing shown is for lateral suppirt of individual truss components only to reduce buckling length. It is riot wind or lateral Ind bracingR or overall, building design bracing is by Refer HIB 0 (rm) for provided resist uplift at supports. The seal on this drawing indicates acce{stance of profess imtal cngixerin responsibility solely for the truss corn nwiv design The for building design BOU lder, COlOY.ado 80301 BOT PANEL 3- 4 CSI= .147 3R 287. 3.50" 1.50" _ WEB 2X4 DFL -Stud DEFLECTION TOTAL LOAD DEF 0 PANEL 2 = .004" 2.6-0 L/DEF=999 L= 30.0 REC CMBR= .03" 2-6-0 TOTAL LOAD HOR DEF = .000" 2.8-12 2-8-12 MAX DEF:LL= .002" DL= .002" TL= .004" BRACING NOTE:Brace bottom chord @ loft OC max 30- 1.5x3/ or provide lateral brace by properly 1 2 applied rigid ceiling. DESIGN CRITERIA - ANSI/TPI 1-1995 -- -SPACING 12.0 IN 0/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 - PLATE'DUR INC=1.25 WIND GIRDER: 70 MPH DESIGN LOADINGS LGAD CASE 1 WIND GIRDER: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 60.0 .0 .0 16.0 1.25 SECTION DIR LIVE DEAD 3- 4 Vert 87.5 81.9 Goons Engineering, CA 4400 Campus Drive Suite A Newport Beach, CA 92660 (949) 752-1612 (9491 752-5321 Fax 0- a 25-0 A copy of this design shall he furnished to the erection contractor. This weight of erectors until all permanent bracing is in place. Concentration of con- Job ID: 762P3D\GO3 10 Qty 1 design is for an individual building component (a truss). It is based on struction loads greater than the design loads shall not be applied to the trusses - specifications provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 1 of 1 accordance with the current versions of TPI and NDS design standards. Lumber moisture content shall be 19% or less at the time of fabrication, unless No responsibility is assumed for the accuracy of information provided by rated otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal SPAN: 2- 6- 0 the truss designer. Dimensions shall be verified by the manufacturer and/or building designer to fabrication. The building designer Products (ICBO #4420) from 20. 18, or 16 gga ASTM A653 SQ grade 40 steel. with G60 Plates be both faces " prior shall review loading aid truss configuration to ensure that this design meets or exceeds (min.) coating. shall applied an of truss at each joint. Plate dimensions arc listed width x length. Slots (holes) in plate shall run ' minimum loading required by applicable Ineal building codes. Compression parallel to the plate length. Slots inplate shall be oriented as shown on the draw- KEYMARK ENGINEERING " chords shall le laterally braced by the roof or floor sheathing, directly attached, unless otherwise noted. Bottom chord bracing shall be as noted. mg. The plate shall he centerednn lmm U.N.O. Design assumes that adeqquate drainage will be provided to prevent ponding, and adequate anchorage will he 2905 Wilderness Place, STE 202 Bracing shown is for lateral suppirt of individual truss components only to reduce buckling length. It is riot wind or lateral Ind bracingR or overall, building design bracing is by Refer HIB 0 (rm) for provided resist uplift at supports. The seal on this drawing indicates acce{stance of profess imtal cngixerin responsibility solely for the truss corn nwiv design The for building design BOU lder, COlOY.ado 80301 which others. w recommended truss handling and erection. Do not apply loads levond shown. suitability and use of this comporueto an yy pparticular is the responsibility of the building designer, per ANSI /rP1 1-1995 Section 2. KEYsmart 3.157 SCALE= 49/32:1' MBR LEN FORCE MBR LEN FORCE MVR FORTE MBR FORCE JT PLATE HORZ VERT ANG JT PLATE HORZ VERT ANG LUMBER SOLUTION 1- 2 2.50 0 3- 4 2.50 0 L- 4 -'15 1.- 3 0 :I. 3:OX 4.0 3-8 3-8 0 11 3.OX 4.0 3:-R 5-8 0 TOP 2X4 DFL-112 2- 3 -75 2 1.5X 3.0 1-12 3-8 90 4 1.5X 3.0 1-12 5-8 90 TOP PANEL 1- 2 CSI= .086 JT REACT ACT BRG REQ BRG CANT BOT 2X6 DFL-92 _ 4P 445. 3.50" 1.501, BOT PANEL 3- 4 CSI= .280 3R 445.. 3.50" 1.50" WEB 2X4 DFL-Stud DEFLECTION • - - _ TOTAL LOAD DEF @ PANEL 2 = .008" 2-6-0 L/DEF=999 L= 30.0 REC CMBR= .03" ___- 2-6-0 L.._ .__._.___._..—__ -6--0- -- - - -- ----- --- TOTAL LOAD HOR DEF = .000" 3-5-4 3-5-4 MAX DEF:LL= .002." DL= .005" TL= .008" BRACING 3x4-- 1.5x3/ NOTE:Brace bottom chord O loft OC max or provide lateral brace by properly 1 2 applied rigid ceiling. DESIGNCRITERIA - ANSI/TPI 1-1995 l�I SPACING 12.0 IN O/C NO REP BEND �I PLATE EAGLE METAL PRODUCTS-95 PLATE DUR INC=1.15 WIND GIRDER: 70 MPH DESIGN LOADINGS LOAD CASE 1 WIND GIRDER: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 60.0 .0 .0 16.0 1.15 SECTION DIR LIVE DEAD nn to .. 3- 4 Vert 88.8 206.8 .. . Ji 4- - r. U _ _ 0- 0;0 - - 2-6-0 2-6-0 6ouvis Engineering CA A copy of this design shall be furnished to the erection contractor. This deign is for an individual building component (a truss). It is based on weight of erectors um it all permanent bracing is in place. Concentration of con- struvion loads greater than the design loads shall not be applied to the trusses Job ID: 762P3D\G04 10 Qty 1 - . specifications provided by the component manufacturer and performed in at any time. Trusses shall he handled with care prior to erection to avoid damage. DATE: 9/12/00 _ SHEET 1' Of 1 • 4 400 Cam U S' Dr l v e p accordance with the current versions of TPI and NDS design standards. No is for information Lumber moisture content shall he 19% or less at the time of fabrication. unless - responsibility assumed the accuracyy of p�rovided by the truss designer. Dimensions shall be verif¢d by the mamdacturer and/or noted otherwise(U.N.O.). Connector plates shall be manufactured b • Eagle Metal Products (ICBO #4420) from 20. 18.or 16 a ASTM A653 SQ 40 SPAN: 2- 6- 0 Suite Q building designer prior to fabrication. The building designer shall review loading grade steel. with G60 (min.) coating. Plates shall be a plied on both faces n( truss at each Pength. - Newport Beach. CQ 92660 and truss configuration to ensure that this design meets or exceeds loading local joint, Flare dime rations are listed width x Slots (holes) in plate shall run minimum required by applicable building codes. Compression laterally parallel m the plate length. Slots inplate shall he oriented as shown on the dma•- KEYMARK ENGINEERING (9491 752-1612'. chords shall he braced by the rrof or floor sheathing, directly auaclied. unless otherwise noted. Bnuom chord bracing shall be as noted. n,g. The plate shall he teetered nn lomt U.N.O. Design assumes that ad are drainage wall he to and ad PI.anchorage will he 2905 Wilderness (949) 752-5321 Fax Bracina shown is for lateral support of individual truss components only to reduce buckling length. It is not wind or lateral load bracin or overall' provided preponding. provided resist uplif� at supports. l'he seal on this drawing indicates acceptance of pro(essinnal engu,eeri ng responsibility solely for the truss competent design Place, STE 202 Houlder, Colorado 80301 building desiggn bracing which, is by others. Refer to 111R-9� ITPI) for shown. The suirabdity mel use ohhis component (or anyy pparticular building design recom,nc-nded truss handling and erection. Do Pint apply loads beyond is the respno"bi,ity of the building designer, per ANSIlfPI I-1995 Scctinn 2. KEYsmart 3.157 SCALE= 39/32:1.' "' J.-"2 JT 4P 3R 7..50 REACT 316. 316. 0 'ACT BRG 3.50" 3.50" :•tt ct.: 3.. 4 2.50 REQ BRG 1.50" 1.50" r-..!b.•_L: r'na: I•VW_E ru%ti YUkIE 0 '.t.• 4 -75 l- 3 0 2- 3 .75 CANT 11' 1. 3.0X. 2 1.5X F'L/\'1B NVkl• VERT ANG J7• PLATE HORZ VERT ANG 4.0 3-8 3-8 0 3 3. OX 4.0 3-8 5-8 0 3.0 1--12 3-8 90 4 1.5X 3.0 1-12 5-8 90 LUMBER SOLUTION TOP 2X4 DFL -#2 TOP PANEL 1- 2 CSI= .079 BOT 2X6 DFL -H2 BOT PANEL 3- 4 CSI= .168 WEB 2X4 DFL -Stud DEFLECTION 1.5 3 3x4 - 2-6-0 TOTAL LOAD DEF @ PANEL 2 = .005" 2-6-0 , 2-6-0 F s, L/DEF=999 L= 30.0 REC CMBR= .03" 6ouris Engineering CA . A copy or this design shall be furnished to the erection contractor. This design ix far an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied m the trusses I'-- ------ -----I TOTAL LOAD NOR DEF = .000" specifications provided by the component manufacturer and performed in accordance with the current versions of TPI and NDS design standards. at any time. Trusses shall be handled with care prior to erection to avoid damage. Lumber moisture content shall be 19% or less at the time of fabrication, DATE: 9/12/00 SHEET 1 of 1 6-5-15 Su 1 t e A 6-5-1.5 MAX DEF:LL= .003" DL= .002" TL= .005" SPAN: 2- 6- 0' building designer prior to fabrication. The building designer shall review ggrade steel. with G60 (min.) coating. Plates shall be appplied on both (aces o(tri eat each BRACING Newport Beach, CA. 92660 loading and truss configuration m ensure that this design meets or exceeds minimum loading reyuved by applicable local building crags. Compression joint. Plate dimensions arc listed width x length. Slots (holes) in plate shall run parallel to the Plate length, Slots in Plate shall be c"c" cd as shown on the draw" NOTE:Brace bottom chord @ loft OC max chords shall he laterally braced by the roof or floor sheathin� directly, attached. unless otherwise noted. Bottom chord bracingshall ng. The plant shall be centered rnn Joint U.N.O. Design assumes that adequate drainsge KEYMARK ENGINEERING 3x4- (949) 752-5321 Fax 1.5x3/ or provide lateral brace by properly P Y 2905 Wilderness P1aCe, STE 202 1 re n(pro(essiomtl engineering responsibility solely (or the truss component design 2 applied rigid ceiling. • building design bracing which is by others. Refer m 1110-9� (rpi) for recommended truss hanlling and crecninn. Iln not apph• loads hyond shrnvn_Thc suitability aixl use of this cnmpm>ent (or anyy pparticular building design is Ibe building KEYSmart 3.157 DESIGN CRITERIA - ANSI/TPI 1-1995 responsibility n(tbe designer, per ANSI/1"PI I-199$ Stttion 2. SCALE= 5/8":l' SPACING 12.0 IN O/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 - WIND GIRDER: 70 MPH DESIGN LOADINGS LOAD CASE 1 WIND GIRDER: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 60.0 .0 .0 16.0 1.25 SECTION DIR LIVE DEAD 3- 4 Vert 98.8 93.8 1.5 3 3x4 - 010 0 0 2-6-0 , 2-6-0 F s, 6ouris Engineering CA . A copy or this design shall be furnished to the erection contractor. This design ix far an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied m the trusses Job ID: 762P3D\GO5 10 Qty -1 - 4 400 Campus Drive specifications provided by the component manufacturer and performed in accordance with the current versions of TPI and NDS design standards. at any time. Trusses shall be handled with care prior to erection to avoid damage. Lumber moisture content shall be 19% or less at the time of fabrication, DATE: 9/12/00 SHEET 1 of 1 Su 1 t e A No responsibility is assumed for the accuracy of information provided by the truss designer. Dimensions shall he verified by the manufacturer arta/or unless noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (ICRO #4420) from 20. 18, or 16 ga ASTM A65J SQ 40 SPAN: 2- 6- 0' building designer prior to fabrication. The building designer shall review ggrade steel. with G60 (min.) coating. Plates shall be appplied on both (aces o(tri eat each Newport Beach, CA. 92660 loading and truss configuration m ensure that this design meets or exceeds minimum loading reyuved by applicable local building crags. Compression joint. Plate dimensions arc listed width x length. Slots (holes) in plate shall run parallel to the Plate length, Slots in Plate shall be c"c" cd as shown on the draw" (949) 752-1612 chords shall he laterally braced by the roof or floor sheathin� directly, attached. unless otherwise noted. Bottom chord bracingshall ng. The plant shall be centered rnn Joint U.N.O. Design assumes that adequate drainsge KEYMARK ENGINEERING (949) 752-5321 Fax as totted, praemg shnwm is for lateral support of individual truss components only m will he provided to prevent ponding, and adequate atxhorage will be provided resist uph0 at supports. The seal on this drawing indicates acreptan 2905 Wilderness P1aCe, STE 202 reduce buckling length. It is not wood or lateral bad bracin or overall re n(pro(essiomtl engineering responsibility solely (or the truss component design Boulder, Colorado 80301 ' • building design bracing which is by others. Refer m 1110-9� (rpi) for recommended truss hanlling and crecninn. Iln not apph• loads hyond shrnvn_Thc suitability aixl use of this cnmpm>ent (or anyy pparticular building design is Ibe building KEYSmart 3.157 __- -_ responsibility n(tbe designer, per ANSI/1"PI I-199$ Stttion 2. SCALE= 5/8":l' w rirr „e.lv r.;r. :.. .;un „t.n r:a,,.a, rluk h1tN. b' arta. rr.kCF' 11' I'LA'I'E HUk7. VEkT ANG J•1' PLATE HORZ VERT ANG LUMBER SOLUTION 1.- 2 2.50 O 3-. 4 2.50 . 0 ). - 4 -75 1.- 3 u 1 3.OX 4. n 3.-8 3-8 ' 0 3 3.0X 4.0 3--8 5-8 0 TOP 2X4 DFL -02 JT REACT ACT BRG REQ BRG CANT 2- 3 -75 2 1.5X 3.0 1-12 3-8 90 4 1.5X 3.0 1-12 5-8 90 TOP PANEL 1- 2 CSI= .079 4P 565. 3.50" 1.50" BOT 2X6 DFL-#2 BOT PANEL 3- 4 CSI= .341 3R 564. 3.50" 1.50" WEB 2X4 DFT,-Stud DEFLECTION 'DOTAL LOAD DEF fa PANEL 2 = .010" 2-6-0 L/DEF=999 L= 30.0 REC CMBR= .03" ---- -------I TOTAL LOAD HOR DEF = .000" 5-9-7 5-9-7 MAX DEF:LL= .005" DL= .005" TL= .010" BRACING NOTE:Brace bottom chord @ loft OC max 3x4- 1.5x3/ or provide lateral brace by properly 1 2 applied rigid ceiling. DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 12.0 IN 0/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 WIND GIRDER: 70 MPH DESIGN LOADINGS LOAD CASE 1 WIND GIRDER: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 60.0 .0 .0 16.0 1.25 SECTION_ DIR LIVE DEAD 3- 4 Vert 201.1 190.5 1-D4 0-0 0 0 2-6-0 2-6-0 6ouris Engineering A copy of this design shall be furnished to the erection contractor. This design design is for ani idual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con - struction loads greater than the design loads shall rat be applied to the trusses ID:762P3D�G06_10 Qty 1 4 400 Campu 5 Dr I V e specifications provided by the component manufacturer and performed in accordance with the current versions of TPI and NDS design standards. at any time. Trusses shall be handled with care prior to erection to avoid damage. Lumber moisture content shall be 19% or less at the time of fabrication, unless DATE: 9/12/00 SHEET 1 of 1 . Suite A No responsibility is assumed for the accuracy of information provided by the truss design&. Dimensions shall be verified by the manufacturer and/or noted otherwise(U.N.O.). Connector plates shall be manufactured h Eagle Metal Products (ICRO #4420) from 20: I8• or 16 gga ASTM A653 SQ 40 steel. SPAN: 2- 6- 0 Newport 9e aeh. CA 92660 building designer pt iur to fabrication. The building designer shall review loading and truss configuration to ensure that this design meet.% or exceeds grade with G60 (min.) coating. Plates shall be applied on bath faces of truss at each joint. Plate dimensions arc listed width x length. Slots (holes) in plate shall run _ (949) 752' 1612 minimum loading regcared by applicable local building codes. Cnmpression chords shall be laterally braced by the roof or floor shcathindirectly parallel to the plate length. Slots in plate shall be oriented as shown nn the draw- mg The plate shall be centered on loin U.N.O. Design ass6mes that odeynam KEYMARK ENGINEERING (9/19) 752--5321 auached, unless otherwise nrned.•Rrntom chord bracing shallbe as imbed. &acing shown is for lateral %ippon (if individual truss components only u. drama�c will he provided to prcvcm ponding, and adequate a-herage will be ed resist l'he 2905 Wilderness P1aCe, STE 202 a X reduce Imckling Icngdl. h is not twnd or lateral load bracingg or overall building desiggn bracin¢ which is by Refer IIIB-97 for provir uph0 at %ippon%. seal rat this drawing indicates acre taince of professimu l engiiacnng reslmnsibility solely for the truss rnmlmnent �esign Boulder ,Colorado 80301 others. to (fPl) recnmmentled truss hmxllin¢ and erection. Do rat apply mads beyond shmvn. The suitandity and use of this comlaneat for anyy pparticular huilding design is KEYsmart 3.157 the rexlmnsihility of the building designer. per ANSIlfPI 1.1995 Section 2. SCALE= 23/32:1' 3x4- 3x4- 1.5x3/ 4x7- u 4x4- _ 4x4- 4x7- 4x4- 1.5x4/ 4x7 0,0 0;0 O 0;0 0i0 Oil) O;O 3-10-0 3-10-0 3-10-0 4-6-4 2-6-12 3-3-0 3-10-0 7-8-0 11-6-0 16-0-4 18-7-0 21-10-0 Gouvis Engineering CA Engineering, 4 400 Campu S Or 1 V e Suite n Ne wp Or t Beach. CA 92660 (949) 752-1612 (9491 752--5321 F a x A copy, of this design shall be furnished to the erection contractor. This design is for an individual building component (a truss). It is based on slxcdicationc provided by the component manufacturer and performed in accordance wish the current versions of TPI and NDS design standards. No responsibility is assumed for the accuracy of information provided by the truss designer. Dimensions shall be verified by the manufacturer anti/or building designer prior to fabrication. The building designer shall review loading amt it configuration to ensure that this design meets or exceeds minimum loading required by applicable local building codes. Compression chords shall be laterally braced by the roof or floor sheathing directly -attached. unless otherwise noted. -Bottom chord bracingshall sheathing, as noted. Bracing shown is for lateral support of individual truss components only to reduce buckling length. It is not wind or lateral load bracing or overall' building design bracing. which is by others. Refer to I IIB -97 (TPI) for ++:cmnmrnder truss l+a`mlling and erection. Dn no apply mads bryond weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses at any time. Trusses shall be handled with care prior to erection to avoid damage. Lumber moisture content shall be 19% nr less at the time of fabrication, unless noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (ICAO #4420) from 20, 18, or 16 ga ASTM A653 SQ grade 40 steel, with G60 (min.) coating. Plates shall be a plied on both faces of truss at each joint. Plate dimensions are listed width x Pength. Slots (holes) in plate shall run parallel to the plate length. Slots in plate shall be oriented as shown on the draw- ung. The plate shall be centered on joint U.N.O. Design assumes that adept e drainage will be provided to prcverit ponding. and adequate anchorage will " provided resist uplift at supports. The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component desiggn shown. 'rhe suitability anal use of this comlxhnent for anyy Particular building In is the resrymsibilily of the building designer, ler ANSII' 'I I-1995 Section , - Job ID:762P3D\GO7 10 Qty 1 - DATE: 9/12/00 SHEET 1 of 2 SPAN: 21-10- 0 KEYMARK ENGINEERING 2905 Wilderness Place, STE 202 Boulder, Colorado 80301 KEYcmart 3.157 SCALE= 1. /4 " : 1.' MBk LEN FORC- Me4k LEN FOk•-E Mbk FORCE -.ak FOkCS JT PLATE HORZ VERT ANG J1' PLATE IICtkZ VERT ANG LUMBER SOLUTION 1- 2 3.83 -930 7- 8 3.10 -382 1-13 -553 3-10 -483 1 3.OX 4.0 3-8 3-8 0 8 1.5X. 4.0 5-8 90 TOP 2X4 DFL -42 2- 3 3.83 -1149 8- 9 2.56 -382 1-1.2 1018 4-1.0 -295 2 3.OX 4.0 1-12 3-8' 0 9 4.OX 4.0 0-0 5-8 0 TOP PANEL 5- 6 CSI= .288 3- 4 3.83 -709 9-10 4.52 -433 2-12 -38B 5-10 1250 3 3.OX 4.0 1-12 3-8 0 10 4.OX 7.0 5-8 0 BOT 2X6 DFL -02 4- 5 3.83 -709 10-11 3.83 1149 2-11 240 5- 9 -990 4 1.5X 3.0 3-8 90 S 4.OX 7.0 BOT PANEL 10-11 CSI= .178 5- 6 3.2.5 825 1.1-12 3.83 930 3-11. -48 6- 9 -442 5 4.OX 7.0 3-8 0 11 4.OX 4.0 1.-1.2 5-8 0 WEB 2X4 DFL -Stud -6- 7 3.10 397 12-13 3.83 0 6- 8 17 6 3.OX 4.0 1-1.2 3-2 .15. 12 4.OX 4.0 1-12 5-8 0 14- 1 .50 0 7 4.OX 5.0 9-11 1-0 0 13 1.5X 3.0 1-12 5-8 90 DEFLECTION 15- 7 1.50 12 TOTAL LOAD DEF @ PANEL 10 = .071" L/DEF=999 L= 192.3 REC CMBR= .20" JT REACT ACT BRG REQ BRG CANT TOTAL LOAD HOR DEF'= .005" 13P 582. 3.50" 1..50" MAX DEF:LL= .037" DL= .036" TL= .071" 9R 1208. 3.50" 1.50" 7R 114. 3.50" 1.50" BRACING NOTE:Brace bottom chord with properly applied rigid ceiling designed by others to provide a continuously 6 -OR 3-10-0 7-8-0 11-6-0 15-4-0 18-7-0 21-10-0 1-6-1OR braced compression chord. 601 3-10-0 1 3-.10-0 3-10-0 I 3-10-0 3-3-0 3-3-0 2-1-0 2-1.-0 2-1-0 2-1-0 - 1 2-1-0 1 1-2-7 11-6-0 3-14 1 DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 12.0 IN O/C NO REP BEND PLATE e EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 WIND GIRDER: 70 MPH DESIGN LOADINGS ` SEE PAGE 2 LOAD INFORMATION 3x4- 3x4- 1.5x3/ 4x7- u 4x4- _ 4x4- 4x7- 4x4- 1.5x4/ 4x7 0,0 0;0 O 0;0 0i0 Oil) O;O 3-10-0 3-10-0 3-10-0 4-6-4 2-6-12 3-3-0 3-10-0 7-8-0 11-6-0 16-0-4 18-7-0 21-10-0 Gouvis Engineering CA Engineering, 4 400 Campu S Or 1 V e Suite n Ne wp Or t Beach. CA 92660 (949) 752-1612 (9491 752--5321 F a x A copy, of this design shall be furnished to the erection contractor. This design is for an individual building component (a truss). It is based on slxcdicationc provided by the component manufacturer and performed in accordance wish the current versions of TPI and NDS design standards. No responsibility is assumed for the accuracy of information provided by the truss designer. Dimensions shall be verified by the manufacturer anti/or building designer prior to fabrication. The building designer shall review loading amt it configuration to ensure that this design meets or exceeds minimum loading required by applicable local building codes. Compression chords shall be laterally braced by the roof or floor sheathing directly -attached. unless otherwise noted. -Bottom chord bracingshall sheathing, as noted. Bracing shown is for lateral support of individual truss components only to reduce buckling length. It is not wind or lateral load bracing or overall' building design bracing. which is by others. Refer to I IIB -97 (TPI) for ++:cmnmrnder truss l+a`mlling and erection. Dn no apply mads bryond weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses at any time. Trusses shall be handled with care prior to erection to avoid damage. Lumber moisture content shall be 19% nr less at the time of fabrication, unless noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (ICAO #4420) from 20, 18, or 16 ga ASTM A653 SQ grade 40 steel, with G60 (min.) coating. Plates shall be a plied on both faces of truss at each joint. Plate dimensions are listed width x Pength. Slots (holes) in plate shall run parallel to the plate length. Slots in plate shall be oriented as shown on the draw- ung. The plate shall be centered on joint U.N.O. Design assumes that adept e drainage will be provided to prcverit ponding. and adequate anchorage will " provided resist uplift at supports. The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component desiggn shown. 'rhe suitability anal use of this comlxhnent for anyy Particular building In is the resrymsibilily of the building designer, ler ANSII' 'I I-1995 Section , - Job ID:762P3D\GO7 10 Qty 1 - DATE: 9/12/00 SHEET 1 of 2 SPAN: 21-10- 0 KEYMARK ENGINEERING 2905 Wilderness Place, STE 202 Boulder, Colorado 80301 KEYcmart 3.157 SCALE= 1. /4 " : 1.' DESIGN LOADINGS LOAD CASE 1 LOAD CASE 2 - WIND GIRDER: 70 MPH LIVE DEAD INC LIVE. DEAD INC TOP 60.0 .0 1..25 TOP 50.0 .0 1.33 BOT .0 16.0 BOT .0 16.0 SECTION DIR LIVE DEAD SECTION DIR LIVE DEAD 1- 3- Vert 40.0 28.0 1- 3 Vert 33.3 28.0 3- 4 Vert 40.1 28.1 3- 4 Vert 33.4 28.1 ' 4- 7 Vert 40.3 28.2 4- 7 Vert 33.6 28.2 7-10 Vert 4.0 13.7 7-10 Vert 3.3 13.7 10-11 Vert 1.1 11.0 10-11 Vert .9 11:0 - 11-13 Vert .0 10.0 - 11-13 Vert .0 10.0 Ah r - 6ouv�s Engineering CA A copy of this design shall be furnished to the erection contractor. This design is for an individual building component (a buss). h is based on weight of erectors until all permanent bracing is in place. Concentration of con- strucuon loads greater than the design loads shall not be applied to the trusses Job ID:762P3D\G07 10 Qty 1 - - s specifications provided by the component manufacturer and performed in - at any time. Trusses shall be handled with care prior to erection to avoid damage., DATE: 9/12/00 SHEET 2 of 2 4 400 Campus S Df 1 A V Q accordance with the current versions of TPI and NDS design standards. No is for the information h Lumber moisture content shall be 19% or less at the time of fabrication. unless Connector shall be manufactured b Eagle Metal responsibility assumed accuracy of pprovided the truss designer. Dimensions shall be verified by the manu .r0,.rer and/or noted otherwise(U.N.O.). plates Products (ICBO #4420) from 20. 1& or 16 a ASTM A653 SQ 40 steel. SPAN: 21-10- 0 • Suite A. building designer to fabrication. The building designer shall review grade with G60 (min.) coaling. Plates shall be applied on both faces of truss at each - Newport Beach. CA 92660 prior loa and truss configuration m ensure that this design meets or exceeds joint. Plate dimensions are listed width x Pength. Slots (holes) in plate shall run "parallel minimum loading required by applicable local building codes. Compression ..r to the plate Icnglh. Slots in plate shall be oriented as shown on the draw- KEYMARK ENGINEERING (9� 9) 792-1612 chords shall be laterally braced by the roof or floor sheathing. directly be ung. The plate shall be centered on joint U.N.O. Design assumes that adegve alle Place, 202 (9,1 9) 752--5321 F a Fax attached. unless otherwise noted. Bottom chord bracing shall as noted. Bracing shnwn is fur lateral support of individual truss components only to drainage will he provided to prevent ponding, and adequate anchorage will provided resist uplift at suplwrls. "I'lic seal on this drawing indicates acccYlance 2.905 Wilderness STE Bou l.der, Colorado 80301 redocc bmckling h•n¢th. It is not wind or lateral load hmcing or overall is Refer Ilm-97 i fpp for of professional engineering reSponsibdily %olcly for the boss cmlgNlnC11I flCtilggn The for bif, lesigu hudrling dalgn bracing which by others. m shown. sunabimy anti use of this component anyy particular ,,g� KEYSma rt 3.15'7 SCALE= 1/4":1' recommended Truss handling and erection. Do not apply loads beyond is the respriisibilily of the huilding designer, per AN51l1-RI I-1995 Section _. MBR LEN FORCE MBR LEN FORCE MBR FORCE MBR FORCE JT PLATE 14ORZ .VERT ANG JT PLATE HORZ VERT ANG 1- 2 3.54 -972 6- 7 4.40 0 1-11 -1891 3- 7 -928 1 4.OX 4.0 3-8 2-11 15 6 3.OX 4.0 3-'0 5-8 90 2- 3 3.54 -2446 7- 8 2.52 2353 1-10 1835 4- 7 862 2 3.OX 5.0 1-12 3-2 15 7 4.OX 8.0 5-8 0 3- 4 2.52 -1880 9-10 3.54 7 2.-10 -1.505 5- 7 2166 3 3.OX 4.0 1-12 3-2 15 8 6.OX 8.0 1-12 2-1.2 0 4- 5 4.40 -1888 10-11 3.54 0 8-10 1497 5- 6 -1763 4 4.OX 4.0 0-0 3-10 0 9 1.5X 3.0 1-1.2 5-8 90 2- 8 1731 3- 9 794 5 4.OX 4.0 3-8 2-11 15 10 4.0X' 8.0 5-8 0 JT REACT ACT BRG REQ BRG CANT 11 3.OX 4.0 1-12 5-8 90 11P 2306. 3.50" 2.46" 6R 2306. 3.50" 2.46" 3-6-8 6-11-4 9-7-4 14-0-0 3-6-8 I 3-4-12 2-8-0 I 4-4-12 6-5-7 7-4-15 8-4-0 9-0-11 7-10-6 4) 0 m r To 1 3x4/ 3-6-8 3-6-8 X12 X13 . 26 4x4- 4 LUMBER SOLUTION TOP 2X4 DFL -#2 TOP PANEL 4- 5 CSI= .291 BOT 2X6 DFL -H2 BOT PANEL 7- 8 CSI= .825 WEB 2X4 DFL -Stud DEFLECTION TOTAL LOAD DEF © PANEL 7 = .114" L/DEF=999 L= 168.0 REC CMBR= .17" TOTAL LOAD HOR DEF = .073" MAX DEF:LL= .057" DL= .054" TL= .114" BRACING - T -brace designed by others NOTE:Brace bottom chord © 10ft OC max or provide lateral brace by properly applied rigid ceiling. DESIGN CRITERIA - ANSI/TPI 1-1995 M SPACING 12.0 IN O/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 WIND GIRDER: 70 MPH DESIGN LOADINGS LOAD CASE 1 TOP LL TOP DL BOT LL BOT DL INC 60.0 .0 .0 16.0 1.25 SECTION DIR LIVE DEAD 1- 5 vert 20.0 14.0 6- 8 Vert 148.9 146.5 9-11 Vert 148.9 146.5 LOAD CASE 2 WIND GIRDER: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 50.0 .0 .0 16-0 1.33 SECTION DIR LIVE DEAD 1- 5 Vert 16.7 14.0 6- 8 Vert 124.1 146.5 9-11 Vert 124.1 146.5 6ouris Engineering. CA 4400 Campus Drive Suite A Newport Beach, CA 92660 (949) 752-1612 (949) 752.-5321 Fax 4x8- 1.5x3/ 0.0 4-6-1.2 4-6-12 3-6-8 2-6-4 4-4-12 7-1-0 9-7-4 14-0-0 A copy of this design shall be furnished to the erection contractor. This weight of erectors until all permanent bracing is in place. Concentration of con- Job ID: 762P3D\G08 10, Qty 1 design is for an i widual building component (a truss). It is based on struction loads greater than the design loads shall not be applied to the trusses - specifications provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE,: 9/12/00 SHEET 1 of 1 ' accordance with the current versions of TPI and NDS design standards. Lum xr moisture content shall he 19% or less at the time of fabrication, unless Nn responsibility is assumed for the accuracy of information prmided by noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal SPAN: 14- 0- 0 the truss designer. Dimensions shall be verified by the manufacturer and/or Products (ICBO #4420) from 21). 18. or 16 a ASTM A653 SQ grade 40 steel. building designer prior to fabrication. The building designer shall review with G60 (min.) coating. Plates shall he applied on both faces of truss at each . !=and tss configuration m ensure that this design meets or exceeds joint. Plate dimensions are listed width x length. Slots (holes) in plate shall run minimum loadirung required by applicable local building codes. Compression parallel to the plate length. Slots inplate shall he oriented as shown on the draw- KEYMARK ENGINEERING chords shall he laterally braced by the roof or floor sheathing, directly Ing. The plate shall be centered on joint U.N.O. Design assumes that adequate attached. unless otherwise noted. Bottom chord bracing shallbe as noted. drainage will he provided to prevent ponding, and adequate anchorage will be 2905 Wilderness P].ace, STE 202 Oracing shown is for lateral support of individual truss components may to provided resist uplift at supports. The seal on this drawing indicates acceptance gpulder, Colorado 60301 reduce buckling length. It is tun wind or lateral Raid bracingg or overall of professional engincerntg, responsibility solely for the truss component desiggn building desiggn bracing which is by otters. Refer m MIB -97 (TPI) for shown. The suimbthty amt use of this component for anyy ppan icular building �design KEYSma l: t 3.157 SCALE= 13/32:1' reconmended truss handling and erection. Do two apply mads beyond is the responsibility of the building designer, per ANSI/I'PI 1-1995 Section -. n l to c, vta_L a n PLATE, Hvi:Z VERT ANG JT PLATE 1WR'L VERT ANG LUMBER SOLUTION 1- 2 3.55 -1286 5- 6 3!65' 44 ;>. / / 3- 6 360 1. 3.UX 4.0 8-4 2-0 0 4 1.5X 3.0 1-12 3-14 90 TOP 2X4 DFL -42 2- 3 3.69 -958 6- 7 3.69 .1252 2.- 6 -314 3- 5 -1012 2 3.OX 4.0 1.-12 3-4 1.0 5 3.OX 4.0 3-8 3-8 0 TOP PANEL 8- 1 CSI= .353 3- 4 3.69 -3 7- 1 3.55 1.252 4- 5 -21. 3 3.OX 4.0 1-12 3-4 10 6 3.OX 4.0 1-12 3-8 0 BO'I 2X4 DFL -#2 8- 1 2.12 12 3-'1. .17 0 7 1..5X 3.0 3-8 90 BOT PANEL 5- 6 CSI= .621 9- 4 .17 -1 WEB 2X4 DFL -Stud JT REACT ACT BRG REQ BRG CANT DEFLECTION 1P 507. 3.50" 1.50" - - TOTAL LOAD DEF © PANEL 5= .090" SR 545. 3.50" 1..50" L/DEF=999 L= 133.0 REC CMBR= .14" TOTAL LOAD HOR DEF = .018" MAX DEF:LL= .042" DL= .049" TL= .090" 2-1-14R 3-8-5 7-4-11 11-1-0 2-1R _1BRACING _71 _ - 3-8-5 _ 1 3-8-5 1 3-6-5 10 NOTE:Brace bottom chord (a loft OC max 3-1.4 1-0-7 1.-8-15 2-5-8 or provide lateral brace by properly applied rigid ceiling. DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 12.0 IN O/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.15 WIND GIRDER: 70 MPH DESIGN LOADINGS SEE PAGE 2 LOAD INFORMATION m 1.03/ 4 1 2.31 1V 3x4/ 3 m 3x4/ m N .-1 i - N 13X4- T - 7 1.5x3/ 3x4- 3x4- 0- 0 -0 x4-00 010 0 4 01 i 3-8-5 3-8-5 3-8-5 2-0 - 3-8-5 7-4-11 11-.1-0 .. 6ouris En ineer in A copy of this desiggn shall be furnished to the erection contractor. This weight of erectors until all permanent bracing is in place. Concentration of con- i Job ID: 762P3D\G09_10 Qt 1 ` design is for an indvidual building component (a truss). k is based on struction mads greater than the design loads shall trot be applied to the trusses Y 9 9. specifications provided by the component manufacturer and performed in at anyy time. Trusses shall be handled with care prior to erection to avoid damage. 4 400 Campus Drive accordance with the current versions of TPI and NDS design standards. Lumber moisture content shall be 19% or less at the time of fabrication, unless DATE- 9/12/00 SHEET 1 Of 2 No responsibility is assumed for the accuracy of information provided by toted otherwise(U.N.O.). Connector plates shall be manufactured b Eagle Metal SPAN: 11- 1- 0 Suite A the truss designer. Dimensions shall he verified by the manufacturer and/or Products (ICBO #4420) from 20, 18, or 16 ga ASTM A653 SQ grade 40 steel, building des igar prior to fabr icat inn. The building designer shall review with G60 (mint coating. Plates shall be applied on both faces of truss at each Newport Beach, CA 9?660 loading and truss configuration to ensure that this design meets nr exceeds joint. Plate dimensions are listed width x length. Slots (holes) in plate shall nm minimum loading requtred by applicable local building codes. Compression parallel to the plate length. Slots in plate shall be oriented as shown on the draw. KEYMARK ENGINEERING (949) 752-1612 'chords shall be laterally braced by the roof or Boor sheathing directly ing. The plate shall be centered on joint U.N.O. Design assumes that adequate .attached. unless otherwise tined. Bounin chord bracing shall be as noted. drainage will be provided to prevent pending. and adequate anchorage will be 2905 wilderness Plaice, STE 202 (949) 752-5321 F a Y, Ilracing shmvn is for lateral support of indis•idual truss components udv to provided resist uplift at supports. The seal on this drawing indicates aeceptapce reduce tickling length. It is not wind or lateral load bracingg or nverali - of professinnal engineering responsibility solely for the truss cnmpotent design BOul.der,Colorado 80301 building design hracutg %clinch is by others. Refer to IIIR-97 (TPI) fior shown. The suitability and use of this component for any particular building design KEYsmarl- 3.157 SCALE= 15 /32:1' recommended muss handling azul erection. On net apply mads leyond is the responsibility of the building designer, per ANSI/rP1 1-1995 Section 2. DESIGN LOADINGS LOAD CASE 1 LOAD CASE 2 WIND GIRDER: 70 MPH LIVE DEAD INC LIVE DEAD INC TOP 60.0 .0 1_.15 TOP 50.0 .0 1.33 BOT .0 16.0 BOT .0 16.0 SECTION DIR LIVE DEAD - SECTION DIR LIVE DEAD + 1-.2 Vert 20.1 14.9 1- 2 Vert 16.8, 14.9 - - 2- 3 Vert 47..9 27.3 2- .3 Vert. 35.8 27.3 3- 4 Vert 8.5 S.8 3- 4 Vert 7.1. 5.8 - - 5- 6 Vert S1.0 47.9 5- 6 Vert 42.5 47.9 _ 6- 7 Vert - 7.3 18.4 6- 7 Vert- 6.1 18.4 - - 7- 1 Vert .0 4.4 7- 1 Vert .0" 4.4 - 6ouris Engineering, ropy of this design shall be furnished to the erection contracmr. This design is for an individual building component (a truss). It is based on weight of erennrs until all permanent bracing is in place. Concentration of con- loads design Job ID: 762P3D\G09_10 Qty 1 9 g. specifications provided by the component manufacturer and performed in accordance with the current versions TPI NDS design strucuon greater than the loads shall trot be applied to the trusses at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 2 of 2 4 400 Ca rnp u s Drive of and standards. No is for 1 -umber moisture content shall be 19% or less at the time of fabrication, unless " responsibility assumed the accurac of inlrnmation provided by die truss designer. Dimensions shall he veri ted by the manufacturer ants/or noted othcrwise(U.N.O.). Connector plates shall be manufactured h Eagle Metal Products (ICBO #4420) from 20, 18, SPAN, 11- 1- 0 - " Suite t1 building designer prior to fabrication. The building designer shall review or 16 gga ASTM A653 SQ grade 40 steel. " with G60 (min.) coating. Plates shall be a )plied on both faces truss " Newport Beach. CA 92660 loading and truss configuration to ensure that this design meets or exceeds of at each joint. Plate dimensions are listed width x length. Slots (holes) in plate shall run .minimum (9491 752- 1612 loading required by applicable local building codes. Cmnpression chords shall be laterally braced by the roof or floor sheathing directly parallel to the plate length. Slots in plate shall Ix oriented as shown on the draw. mg. The plate shall he centered on joint U.N.O. Design assumes that adequate KEYMARK ENGINEERING anached. unless otherwise noted. 0nuom chord bracing shall be as tinted drainage will he provided to prevent ponding, and adequate anchorage will be 2905 Wilderness Place., STE 202 (94 91 752-5321 F a X eracinq shown is for lateral support of individual truss components only to reduce, buckling length. It is not wind nr lateral laid bracingg provided resist uplift atsupports. l'hc seal on this drawing itdicates acccPmncc Boulder, or overall building design bracing which is by others. Refer to IIIB-97 (TPI) for of professional engincenng respoasibilitysnlely for the truss component design shown. The gesign Colorado 80301 reronmenrlet truss handling and erection. Do tot arrly Inds beyond suitability and use of this component for any particular huilding is the responsibility of the building designer, per ANSI/rP1 1-1995 Section 2. KEYSmart 3.157 SCALE= 15/32:1' :,,eik FoRCE JT PLATE HORZ VERT ANG JT PLATE HOR L- 2 1.55 12,tti S -- 3. -19 .1 - (; . '15 11 Z VERT ANG LUMBER SOLUTION 2- 3 3.69 11 . Ox !;. 1) 1-1-9 1-0 0 4 I..5x 3,0 1 - 1;� 3 J4 90 TOP 2X4 DFI-1112 -990 6- 7 3 . r 9 1208 2 6 -.261 .3- 5 -1040 2 3.OX 4,0 1-12 3-4 1.0• 3- 4 3.69 ..3 -7 - .1, 3.55 .1.208 5 3.OX 4.0 3-8 5-8 0 TOP PANEL 8- 1 CSI= .353 8- 1 2.12 12 3- l .17 0 4- S -is 3 3.OX 4.0 1-12 3-4 10 6 4.OX 4.0 1-112 5-8 0 BOT 2X6 DFL -#2 9- 4 .17 -1 7 I.Sx 4.0 5-8 90 BOT PANEL 5- 6 CSI= .351 JT REACT ACT BRG REQ BRG CANT WEB 2X4 DFL -Stud IP 524. 3.SO" 1.50" DEFLECTION SR 553. 3.5011 1.5U" TOTAL LOAD DEF 60 PANEL 5 = .074" [---7-- L/DEF=999 L= 133.0 REC CMBR= .14 TOTAL LOAD 14OR DEF = .0111, 11-1-0 2-lR MAX DEF:LL= .037" DL= .043" TL= .074" 2-1-14R 3-8-5 7-4-11 2-1-7 1 3-8-5 3-8-5 3-8-5 2 BRACING L � 0 NOTE:Brace bottom chord @ loft OC max 3-14 1-0-6 l-8-14 2-5-'6 or provide lateral brace by properly applied rigid ceiling. DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 12.0 IN O/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.15 WIND GIRDER: 70 MPH DESIGN LOADINGS SEE PAGE 2 LOAD INFORMATION 1.03/ 4 12 2.30 V 3x4/ 3 T 3x4/ 2 N 1 /'f 4x5- 7 6 I..5x4/ 4x4- 3x4 - Pilo 0;0 0- 3-8-5 -----,Ol' �3-8-5 3-8-5 2-0 -8-5 7-4-11 11-1-0 A copy of this design shall be furnished to the erection contractor. This weight of erectors until all permanent bracing is in place. Concentratio ofcon- I Gouvis Engineering, CA designisforani rvidual building component (a truss). It is based on n performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. specifications provided by the component manufacturer and p soruciion loads greater than the design loads shall not be applied to the trusses Job ID:762P3D\Glo 10 Qty 1 4400 Campus Drive accordance with the current versions of TPI and NDS design standards. Lumber moisture content shall be 19% or less at the time of fabrication. unless DATE: 9/12/00 SHEET I of 2 No responsibility is assumed for the accuracy of information pprovided by noted niherwise(U.N.O.). connector plates shall be manufactured by Eagle Metal Suite A the iruss designer. Dimensions shall he verified by the manu aciurer and/or Products (1('BO #4420) from 20, 18. or 16 ja ASTM A653 SQpradc 40 steel, SPAN: 11- 1- 0 ignei prior to fahrication.'I'lic building designer shall review with G6) (min.) coating. Plates shall be applied on both faces o truss at each Newnort Beach. CA 92660 !oadg', ,,,cd truss configuration to ensure that this design meets or exceeds hit. dime c I h be is (holes) in shall run plate listed width I .... .... I . - " e sheathing . directly he oriented a ho on 111c d a ached. unless ruberwise noted. Bottom chord br hal plate c plate at te s "I 10a R s shown raw- KEYMARK ENGINEERING loading required by applicable local building es. Compression fin parallel Ith h. -S, plate shall m Ito late length. I in a ca �jc '11crcd onjoint in U. N . Design ass cs that adc!uj bracing is noted. he .0 (949) 752-5321 Fax fir-16nQOU-11 is COT lateral support of individual truss components nniv to he p shall centered j ponding, ondiog u adequate um hura at w re 2905 Wi provided 10 prevent r Is Ic seal u a bid anchorage nc ge � will Ic Iderness Place,STE 202 reduce tickling leneili. It is not %vind or lateral I(xid bracing or overall at s"PI, h n s drawing indicate accc�ja' building desiln bracuig which is by olliers. Refer in 11113-97 (TPI) for ew I PI ifl icne ed re It' (949) 752-- 16 J 2 v:;ordsshall he laterl ly braced by the roofor floo c 11 g. 1'� draina 1'rovi, of pro utal c er 11, re.,ponsjbil ity solely for the truss courponent e�s i Boulder, Colorado 80301 an c of [his col P oncut for at/ rec"In c le, truss handling and erection. Do net apply lcmds beyond sl sun ogur u FIrticular building is ri,., Chi, suitability . sus IT design responsibility I the IdilIg d s igi r r ANSI r 1 1 KEYsmart 3.157 SCALE= 15/32:1' IL PC Section the n hui DESIGN LOADINGS LOAD CASE 1 LOAD CASE2 WIND GIRDER: 70 MPH LIVE DEAD INC LIVE DEAD INC TOP 60.0 .0 1.1.5 TOP 50.0 .0 1.33 BOT .0 16.0 BOT .0 16.0 SECTION DIR LIVE DEAD .SECTION DIR LIVE DEAD 1- 2 Vert 21.6 18.4 1- 2 Vert 18.0 18.4 2- 3 Vert 47.2 31.0 2- 3 Vert 39.3 31.0 3- 4 Vert 6.1 4.3 3- 4 Vert 5.1 4.3 5- 6 Vert 53.5 50.3 5- 6 Vert 44.6 50.3 6- 7 Vert 3.1 15.4 6- 7 Vert 2.6 15.4 7- 1 Vert .0 4.5 7- 1 Vert. .0 4.5- - 6ouvis Engineering CA Q Q00 Campus S �r 1 V e p Suite A Newport Beach. CA 92660 (94 9) 752-1612 (949) �r32 �1i2 F d X " A copy of this desiggn shall be furnished to the erection contractor. This design is for an individual building component (a truss). It is based on specifications provided by the component manufacturer and performed in accnrdarxe with the current versions of TPI and NDS design standards. No responsibility is assumed for the accuracy of information pprovided by the truss designer. Dimensions shall be verified by the manufac9urcr ami/or building designer prior to fabrication. The building desigtxr shall review 1%ding and truss configuration to ensure that this design meets or esceeds minimum loudmg required by'applicable local building codes. Compression chords shall be ngbraced by the roof or Door sheathing, directly attached. unless otherwise noted. Bottom chord bracing shall be as anted. Bracing shown is for lateral support of individual truss components only m reduce buckling length. It is not wind or lateral load bracinpt or overall building design bracing which is by nthers. Refcr to I IIB-9 (TPI) for' recommender Cross handling anti crw inn. Do not apply h adc hcy-d weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses at any time. Trusses shall be handled with care prior to erection to avoid damage. Lumber moisture content shall be 197E or less at the rime of fabrication. unless rimed otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (ICBG #4420) from 20. 18; or 16 ga ASTM A653 SQ grade 40 steel. with G60 (min.) ctxving. Plates shall be applied on both faces of truss at each joint. Plate dimensions are listed width z length. Slots (holes) in plate shall run 'parallel to the plate length. Slots in plate shall be oriented as shown on the draw- mg. The plate shall be centered on point U.N.U. Design assumes that adequate drainage will be provided to prevent ponding. and adequate arxhorage will be provided resist uplift at supports. The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss coo r Is sit desi�n shnwn. The suitability and use of this component for anyy arti 11 Isr esign is tlrc responsihility of the hnilding desigmr, per ANSI /I''I I-1995 Section 2• Job ID:762P3D\G10 10 Qty 1 DATE : 9/12/00 SHEET 2 of 2 SPAN: 11- 1- 0 KEYMARK ENGINEERING " 2905 Wilderness Flace, STE 202 Boulder,Colorado 80301 KEY.smart 3 . 157 SCALE= 15/37.:1' MBR LEN FORCE MBR, LEN FORCE MBR FORCE MBR FORCE JT PLATE HORZ VERT ANG JT PLATE HORZ VERT ANG LUMBER SOLUTION 1-- 2 3.55 -12'75 5- 6 3.59 1040 2- 7 -75 3- 6 334 1 4.OX 5.0 1-1-3 1-1 0 4 1.5X 3.0 1-12 3-1.4 90 TOP 2X4 DFI.,-112 2- 3 3.69 -1055 5- 7 3. fig 1245 2- 6 -2:34 :3- c -3.110 2 3.OX 4.q .1.-1.2 3-4 l0 5 3.OX 4.0 3-8 5-8 0 TOP PANEL 8- 1. CSI= .353 3- 4 3.69 -4 7- 1 3.55 1245 4- 5 -53 3 3.OX 4.0 1-12 3-4 10' 6 4.OX 4.0 1-12 5-8 0 BOT 2X6 DFL -#2 8- 1 2.12 12 3- 1 .17. 0 7 1.5X 4.0 5-8 90 BOT PANEL 5- 6 CSI= .350 9- 4 .17 -1 WEB 2X4 DFL -Stud JT REACT ACT BRG REQ BRG CANT DEFLECTION 1P 529. 3.50" 1.50" TOTAL LOAD DEF 0 PANEL 5 = .076" 5R 611. 3.50" 1.50" L/DEF=999 L= 133.0 REC CMBR= .14" TOTAL LOAD HOR DEF = .012" MAX DEF:LL= .039" DL= .043" TL= .076" 2-1-14R 3-8-5 7-4-11 11-1-0 2-1R BRACING 2-1-71 3-8-5 l 3-8-5 I 3-8-5 � O NOTE:Brace bottom chord @ lOft OC max 4-0 1-0-8 1-9-0 2-5-8 or provide lateral brace by properly applied rigid ceiling. DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 12.0 IN O/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.15 WIND GIRDER: 70 MPH DESIGN LOADINGS SEE PAGE 2 LOAD INFORMATION 1.03/ 4 1 T12 3x4/. T 2.30 3 N 3x4/ - N 4X5-' - 11 1.5x4/ 4x4- 3x4- ' , t 0-0 0-0 0;0 0 4 01 3-8-5 3-8-5 3-8-5 2-0 3-8-5 7-4-11 11-1-0 - A copy of this design shall be furnished to the erection contractor. This weight of erectors until all permanent bracing is in place. Concentration of con- Job ID: 762P3D\Gll_10 Qty 2 Gums Engineering CA design is for an individual building component (a truss). It is based on struction loads greater than the design loads shall not be applied to the trusses specnBcannns provided by the component manufacturer and performed in at tiny time. Trusses shall be handled with care prior to erection to avoid damage. DATE: - 9/12/00 SHEET 1 _ Of 2 4 400 Camp u S Drive accordance with the current versions of TPI and NDS design standards. Lumber moisture content shall be 19% or less at the time of fabrication. unless No responsibility is assumed for the accuracy of information �rrn ided by noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle hletal SPAN: 11- 1- 0 Suite A the truss designer. Dimensions shall he verified by the manufacturer and/or Products (ICBG #4420) from 20, 18, or 16 ga ASTM A653 SQ grade 40 steel• building designer prior to fabrication. The building designer shall review with G60 (min.) coating. Plates shall be applied on both faces of truss at each NewDor t Beach. CA 92660 loading and truss configuration to ensure that this design meets or exceeds jnint. Plate dimensions arc listed widdt s length. Slots (holes) in plate shall run minimum loading regcored by applicable local building codes. Compression parallel to the plate length. Slots in plate shall he oriented as shown on dte draw- KEYMARK ENGINEERING (9491 52- 6 2 chrnds shall he laterally braced by the roof or Door sheathing directly mg The plate shall he centered on joint U.N.O. Design assumes that adeyuatc attached. unless niherwise tinted. Bottom chord bracing shall •be as noted. Aramage wdl he Provided m rev, ponding. and adequate aichnrage wilt he 2905 Wilderness Place, STE 202 (949) 752-5321 F a X Bracing shown is tiu lateral support of individual truss components only in prm ided resist uphh ai suplons. The seal on dtis drawing indicates accclnaive Dou lder. , COlorad0 8030] reduce buckling length. h is not wind or lateral Im[I bmcinRR or overall of profess inial engineering res{onstbility solely for the truss enmpxnenl Jestgn huilding design bracing which is by odors. Rcfer m I11B-97 (1'1'1) for shown. 'I'hc suitability anal use ohhis rnmprnent for anyy pparticular building design Y.EYsmart 3.157 SCALE= 15/32:1' recommended uuss hmnlling and erection. 1) not apply triads bc)•rind is the rrs{Hosibil iiy of the building dexigter, per ANSIffPI I-1995 Secliat 2. DESIGN LOADINGS LOAD CASE 1 LOAD CASE 2 WIND GIRDER: 70 MPH LIVE DEAD INC LIVE DEAD INC _ TOP 60.0 .0 1.15 TOP 50.0 .0 1.33 BOT .0 16.0 BOT .0 16.0 SECTION DIR LIVE DEAD SECTION DIR LIVE DEAD 1- 2 Vert 20.7 16.2 1- 2 Vert 17.3 16.2 2- 3 Vert 48.4 30.9 2- 3 Vert 40.3 30.9 3- 4 Vert 20.1 14.0 3- 4 Vert 16.8 14.0 5- 6 Vert 50.9 47.8 5- 6 Vert 42.4 47.8 6- 7 Vert 3.1 15.6 6- 7 Vert 2.6 15.6 7- 1 Vert .0 4.4 7- 1 Vert .0 4.4 , is Engineering CA A ropy of ibis design shall be furnished to the erection contractor. This design is for an indwidual building component It is weight of erectors until all permanent bracing is in place. Concentration of con- Job WU■ s (a truss). based on specifications provided by the component manufacturer and in strtction loads greater than the design loads shall not be applied to the trusses Trusses ID: 762P3D\Gll_10 Qty 2 4 400 Campus Or 1 V e performed accordance with the current versions of TPI and NDS design standards. at any time. shall be handled with care prior to erection to avoid damage., Lumber moisture content shall be 19% or less at the time of fabrication, DATE: 9/12/00 SHEET 2 of 2 Suite A No responsibility is assumed for the accuracyy of information provided byp the truss designer. Dimensions shall be verified by the manufacturer aZor unless noted otherwise(U.N.O.). Connector plates shall be manufactured h Eagle Metal Products (ICBO #4420) from 20, 18• or 16 gga ASTM A653 SQ 40 SPAN; 11- 1- 0 building designer prior to fabrication. The building designer shall review loading rade steel. with G60 (min.) coating. Plates shall be applied on both faces n( truss at each Newport Be ae h. C A 92660 and truss configuration to ensure that this design meets or exceeds minimum loading by joint. Plate dimensions are listed width x Icn th. Slots (holes) in plate shall nm (94 9) 752'- 16 ] 2 rcq nrcd applicable local building codes. Compression chords shall he laterally braced by the roof or floor sheat hig directly parallel to the plate length. Slots in plate shall be oriented as shown nn doe dmw: mg. The plate shall be centered on loins U. N. p. Design assumes that adequate KEYMARK ENGINEERING (949) 752-53� Fax y attached, unless nihervise noted. Bottom chord bracing shall he as noted. Bracing shown is for lateral support of individual truss cmnpoucnls only Ur drains a will be provided m prevent ponding, aural adequate auchornge will he "fhc 2905 Wilderness Place, STE 202 reduce hackling length. It is not wind or lateral load bracin or overall provided resist uphfl at supinns. seal nn this drawing indicates accclnai cc of engiueenng (nr budding desiggn bracing which is by others. Refcr to 11111-97 (TPI) for professional responsibility solely the truss cempnnent del ign shown. 'I'hc suiiabdiry and use of ibis cornponcnt (or anv building design Boulder , Colorado 80301 recommender truss handling and erection. IM not apply Irnds hcrond pparticular is the responsibility n(the hunlding designer, ler ANSI/I'PI I-1995 Section 2. KEYsmart 3.157 SCALE= 15/32:1' MBR LEN FORCE MBR LEN FORCE MBR FORCE MBR FORCE JT PLATE HORZ VERT ANG JT PLATE HORZ VERT ANG LUMBER SOLUTION 1- 2 3.75 -365 4- 5 3.89 354 2- 5 -7 2- 4 -359 1 4.OX 5.0 1.-1-9 1-0 0 3 1.. 5X 3.0 1-1.2 3-14 90 TOP 2X4 DFL -#2 2- 3 3.89 -1 5- 1. 3.75 354 3- 4 -104 2 3.OX 4.0 1-12 3-4 10 4 3.OX 4.0 3-8 5-8 0 TOP PANEL 6- 1 CSI= 6- 1 2.12 12 3- 1 .17 0 5 1.5X 4.0 5-8 90 .353 BOT 2X6 -DFL-#2 7- 3 .17 -1 BOT PANEL 4- 5 CSI= .066 JT REACT ACT HRG REQ BRG CANT ' WEB 2X4 DFL -Stud 1P 307. 3.50" 1.S0" _ DEFLECTION 4R 203. 3.50" 1.50° TOTAL LOAD DEF © JOINT 5 = .019" L/DEF=999 L= 93.4 REC CMBR= .10" TOTAL LOAD HOR DEF = .003" . 2-1-14R 3 - 10-11 7-9-7 2-1R MAX DEF:LL= .008" DL- .012" TL= .019" - 2-1-71 3-10-11 3-10-12 2-0 -- _ BRACING - 3-19 1-0-13 1-9-12 NOTE:Brace bottom chord O loft OC max or provide lateral brace by properly applied rigid ceiling. DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 12.0 IN 0/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.15 " WIND GIRDER: 70 MPH r DESIGN LOADINGS LOAD CASE 1 TOP LL TOP DL BOT LL BOT,DL INC 60.0 .0 .0 16.0 1.15 SECTION DIR LIVE DEAD 1- 2 Vert 18.4 13.5 1.5x3/ 2- 3 Vert 31.5 19.9 ' 3 4- 5 Vert .0 8.6 rr 5- 1 Vert .0 4-.6 12 T I LOAD CASE 2 2.30 WIND GIRDER: 70 MPH 3x4/ TOP LL TOP DL BOT LL BOT DL INC ^' 2 v N 50.0 .0 .0 16.0 1.33 o , SECTION DIR LIVE DEAD 1- 2 Vert 15.3 13.5 ^ 9x5- 2- 3 Vert 26.3 19.9 1 1S- 4- 5 Vert .0 8.6 1 Vert .0 -4.6 T 6 5 - 1.5x4/ - 3 4- -010 0-,0- -- 0;0 0101 3-10-11 3-10-12 2-0 3-10-11 7-9-7 - r G(IOUis En ineerin A copy of this design shall be furnished to the erection contractor. This design is for an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- struction loads than the design loads be Job SD: 762P3D\G12_10 Qty 1 9 g. 4 400 specnfncadons provided by the component manufacturer and performed in accordance with the current versions of TPI and NDS design standards. greater shall not applied to the trusses at any time. Trusses shall be handled with care prior to erection to avoid damage. Lumber moisture content shall be 19% less fabrication, DATE: 9/12/00 . SHEET 1` of 1 Campus Or 1 v e No responsibility is assumed for the accuracyof information provided by the truss designer. Dimensions he by or at the time of unless noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle hicial SPAN- 7- 9- 7 Suite A shall veried the manufacturer and/nr building designer prior to fabrication. The building designer shall review Products (ICBG #4420) from 20, 18, or 16 ga ASTM A653 SQ grade 40 steel. with G60 (min.) coating. Plates shall be applied on both faces of truss at each Newport Beach. C A 92660 loading and truss configuration to ensure that this design meets or exceeds joint. Plate dimensions arc fisted width x length. Slots (holes) in plate shall run (949) 752- 1612 minimum to required by applicable local building codes. Compression chords shall be laterally braced by the roo(or Boor sheathing directly parallel to the plate length. Slots in plate shall be oriented as shown on the draw- mg. •The plate shall Ix cc ntcrcd on loin. U.N.O. Dcsign assumes that adeyyuare KEYMARK ENGINEERING auacheA, unless otherwise rioted. Bottom chord bracing shall he as netted, drainage w I be Provided to prevent ponding, and adequate anchorage w•iIl he 2905 Wilderness P1aCe, STE 202 (9r19) 752-5321 F a X Bracing shown is for lateral support of individual truss comp or ms • n reduce hackling length. his not wind or lateral load bracinR or provided resist upinh at supports. The seal on this drawing indicates acceptance Boulder, Colorado all overall building design bracing which is by others. Refer to FIB -97 (TPI) for of professional en8o_cnng responsibility solely for .he truss component design shown. The suitability for 80301 recommended truss hanxlling and erection. Do not apply loads beyond and use of this compmcnt anyy ppan icular building design i5 the responsibility o(the building designer. ANSI(fPl I-1995 Section 2. KEYsma rt 3.1S7 SCALE= 21/32:1' per rlHk i,F.tJ F! Fa: F. Mok 'i 1,F.:N t•vF:i_ts MHk F'Ukt_E Mok FORCE J'1• 4-2-8 9=5-12 12-7-8 16-10-0 21-0-8 PLATE HORI, VERT ANG JT weight of erectors until all permanent bracing is in place. Concentration of con - struction loads greater than the design loads shall not be applied to the PLATE HORZ VERT ANG LUMBER SOLUTION 1- 2 4.21 23 6- 4.06 3557. 1.-1.1 -488 3- 9 976 i J..5X 3.0 1-12 4-2 90 6 3.5X 6.0 ' 9-11. 1-0 7 TOP 2X4 DFS -2850/2.3 2- 3 4.21 -1289 7- 8 4.21 3552 2-11 -1.854 4- 9 -910 2 3.OX 4.0 1-12 3-2 15 7 1.SX 4.0 5-8 90 TOP PANEL 1- 2 CSI= 3- 4 4.21 -2616 8- 9 3.15 3262 2-10 805 4- 8 389 3 3.OX 4.0 3-10 15 8 4.OX 4.0 1-12 5-8 0 .540 BOT 2X6 DFL -H2 4- 5 4.21 -3372 9-10 5.27 2226 3-10 -1230 5- 8 -300 S 3.OX 6.0 S 4.OX 7.0 BOT 5- 6 4.06 -3684 10-11 4.21 1266 5- 7 -83 4 3.OX 4.0 1-12 3-2 15 9 4.OX 4.0 - 5-8 PANEL 7- 8 CSI= .521 12- 6 1.50 12 5 0 WEB 2X4 DFL -Stud - 3.OX 4.0 1-12 3-2 15 10 4.OX 4.0 1-12 5-8 0 JT REACT ACT BRG REQ BRG CANT 11 3.OX 5.0 4-0 5-8 0 DEFLECTION 11P 1856. 3.50" 1.98" TOTAL LOAD DEF O PANEL 7 220" 6R 1289. 3.50" 1.50" L/DEF=999 L= 252.5 REC CMBR= .26" TOTAL LOAD NOR DEF = .052" _-. _ .._._.._.- -- - ---- --- _ .. -------------------------'- ---- ------ -- MAX DEF:LL= .101" DL= .135" TL= .2201, 4-2-8 8-5-0 8 ]4-2- 16-10-0 7 8 1-6-1OR BRACING 4-2-8 4'2'8 48 4-2-8 4-2- 4-2-8 1-6-0 T -brace designed by others I I NOTE:Brace bottom chord O loft OC max 6-0-4_ 4-10-9 3-8-14 2-7-4 1-5-9 3-14 or provide lateral brace by properly applied rigid ceiling. DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 12.0 IN 0/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.15 WIND GIRDER: 70 MPH DESIGN LOADINGS SEE PAGE 2 LOAD INFORMATION q Y.4 - 4x4- 4x4 - 4x7 1.5x4/ � f 0-0 0-0. 0-0 0-0 0-O 040 4-2-8 5-3-4 3-1-12 4-2-8 4-2-8 4-2-8 9=5-12 12-7-8 16-10-0 21-0-8 Gout is Engineering CA A copy of this design shall be furnished to the erection contractor. This design is for an in building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con - struction loads greater than the design loads shall not be applied to the Job ID:762P3D\G13 Qt y 1 4 400 Cam US Drive Q specifications prnvided by the component manufacturer and performed in accordance with the current versions of TPI and NDS design standards. trusses at any time. Trusses shall be handled with care prior to erection to avoid damage. Lumber moisture content shall be 19% or less at the time of fabrication, unless _10 DATE- 9/12/00 SHEET 1 Of 2 SU 1 t e A No responsibility is assumed for the accuracy of information provided h the truss designer. Dimensions shall he verified by the manufacturer and/or noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (ICBG #4420) from 20. 18, or 16 ga ASTM A653 SQ 40 SPAN; 21- 0- 8 Newport . Be a e h. CA 92660 building designer prior to fabrication. The building designer shall review Invading and truss configuration to ensure that this design meets or exceeds grade steel, with G60 (min.) coating. Plates shall be applied on both faces o truss at each joint. Plate dimetuions are listed widths length. Slots (holes) in plate shall run _ (949) 752-1612 minimum loading reyyuved by applicable local building cedes. Compression chords shall he laterally hmced b the roof or Door sheathing directly Bottom parallel to the plate length. Slots in late shall benas shown on the draw - m The late shall be 8c "' don Dint U.N.O. Desi n assumes that adequate will KEYMARK ENGINEERING (949) 752-5321 F attached, unless odienvise rated chord bracing shall he as nosed. Bracing shown is for lateral support of individual truss components only to drains a be rovided to reveii� ondin and adeg uate aichora a will be P, P V g• q g resist uphR at The 2905 Wilderness P1ace,STE 202 a x reduce htickling length. In is not wind or lateral load bracingg or overall' building design bracing which is by others. Refer to 141Bn'j f PD for provided supports. seal on this drawing indicates acceptance of professional engiimering responsibility solely for the truss componem design shown. l'he xuitandity soil use n( this rninponent for anyy ppanicular building design Boulder, Colorado 80301 __ -- -- rccnnvncnrlc truss handling and erection. Iki nrn apply loads beyond is the rexpotuibility of the building designer, per ANSIlfPI I-1991 Scttion 2. KEYSmart 3 .157 SCALE= 9/32":1' DESIGN LOADINGS LOAD CASE 1 LOAD CASE 2 WIND GIRDER: 70 MPH LIVE DEAD INC LIVE DEAD INC TOP 60.0 .0 1.15 TOP 50.0 .0 1.33 BOT .0 16.0 BOT .0 16.0 JT DIR LIVE DEAD JT DTR LIVE. DEAD 9 Vert ' 3.11.1 258.5 9 Vert 92.6 258.5 8 Vert 1.09.4 302.4 8 Vert 91.2 102.4 SECTION DIR LIVE DEAD SECTION DIR LIVE DEAD 1- 2 Vert 30.5 242.8 1- 2 Vert 25.4 242.8 2- 6 Vert 40.0 28.0 2- 6 Vert 33.3 28.0 6-10 Vert .0 10.0 6-10 Vert .0 10.0 " 10-I1 Vert .0 5.2 10-3.1 Vert .0 5.2 4 o Gwyis Engineering, C A copy of this design shall be furnished to the erection contractor. This design is for an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- struction loads than the design loads shall not be applied to Job ID: 762P3D\G13 Qty 1 specifications provided by the component manufacturer and performed in accordance with the current versions TPI NDS design greater the trusses at any time. Trusses shall be handled with care prior to erection to avoid damage. -10 DATE: 9/12/00. SHEET 2 of 2 US 4400 Cam Drive Campus of and standards. No is for information Lumber moisture content shall be`19A or less at the time of fabrication. unless respnnsibility assumed the accuracy of provided by the truss designer. Dimensions shall he verified by the manufacturer aid/or noted otherwise(U.N.O.). Connector plates shall be manufactured h Eagle Metal Products (ICI3O 04420) from 20, 18, 16 ASTM A653 SPAN: 21- 0- 8 Suite A building designer prior to fabrication. The building designer shall review or ga SQ grade 40 steel with 660 (min.) coating. Plates shall be applied on both faces of truss at each - NewDor t Beach, CA 92660 loading and truss configuration to ensure that this design meets or exceeds minimum loading by local building joint. Plate dimensions are listed widnIt x length. Slots (holes) in plate shall run (9�9) 752-1612 reyutred applicable codes. Compression chord- shall be laterally braced by the roof or Door sheathing directly sheathing, parallel to nhe plate length. Slots in plate shall be oriented as shown on the draw- mg. The place shall tx centered nnloim U.N.O. Design assumes chat adequate KEYMARK ENGINEERING auacheA, unless otherwise toted. -Bottom chord bracing shall as imteA. drainage will be provided to prevent ponding. and adequate anchorage will be 2905 Wilderness Place, STE 202 (949) 752-5321 F a X Hracing shown is for lateral support of individual truss components only to • reduce buckling length. It is not wud or lateral load bracingR provided resist upliftat supports. The seal on this drawing indicates acctptante Boulder COlorad0 8 0301 or overall building desiggn bracing w•htch is by ethers. Refer to Ii18-97 (fP11 for n(professiotal ensincering respo s bdity solely !or the truss component design shown. 1'he suitability anA use n(tIt component for any particular buitding�design , rernmmetded truss handling and erection. IM ixn apply loads 1+cymid is the responsibility of the building designer, per ANSI/1-PI I-1995 Secn'on-. KEYsmart 3.157 SCALE= 9/32" : 1' MBR LEN FORCE MBR LEN FORCE MBR FORCE MBR FORCE JT PLATE HORZ VERT NIG JT VEk'1' AIVI LI_R1BEk SULU11ul- . 1- 2 4.06 -3684 7- 8 4.21 1-12 1-12 1266 2-11. -83 4- 9 976 1 3.5X 6.0 9-3.1. 1-0 -- 7 6 1.5X 3.0 1.-12 4--2 90 TOY 2X4 DFS- 2850/2.3 2- 3 4.21 -3372 8- 9 5.27 222.6 2-10 -300 4- 8 -1.230 2 3.OX 4.0 1-1.2 3-2 15 7 3.OX 5.0 4-0 5-8 0 TOP PANEL 5- 6 CSI= .577 3- 4 4.21 -2616 9-10 "3.15 3262 3-10" 389 5- 8 805 3 3.OX 4.0 1-12 3-2 15 8 4.OX 4.0 1-12 5-8 0 BOT 2X6 DFL -#2 4- 5 4.21 -1289 1.0-11. 4:21 3552 3- 9 -93.0 5- 7 -1854 S 3.OX 6.0 9 4.OX 4.0 5-8 0 BOT PANEL 10-11 CSI= .521 5- 6 4.21 -23 11- 3. 4.06 3552 6- 7 -488 4 3.OX 4.0 3-10 1.5 S 4.OX 7.0 WEB 2X4 DFL -Stud 12- 1 1.50 12 5 3.OX 4.0 1-12 3-2 15 10 4.OX 4.0 1-12 5-8 0 11 1.5X 4.0 5-8 90 DEFLECTION JT REACT ACT BRG REQ BRG CANT - TOTAL LOAD DEF O PANEL '9 = .220" L/DEF=999 L= 252.5 REC CMBR= .26" 1P 1289. 3.50" 1..50" TOTAL LOAD HOR DEF = .052" 711 1856. 3.50" 1.98" MAX DEF:LL= .101" DL= .135" TL= .220" BRACING 1-6-10R 4-2-8 8-5*0 12-7-8 16-10-0 21-0-8 * T -brace designed by others 1-6-01 4-2-8 4-2-8. 4-2-8 i 4-2-8 4-2-8 NOTE:Brace bottom chord @ 10ft OC max or provide lateral brace by properly _I - 3-14 1-5-9 2.-7-4 3-8-14 9-10-9 6-0-4 applied rigid ceiling. DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 12.0 IN O/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.15 WIND GIRDER: 70 MPH DESIGN LOADINGS a SEE PAGE 2 LOAD INFORMATION 1.5x3/- 6 J_ v v • 12 3x4/ 3x6 4 3.25 � 3x4/ 3x4/ T ' S - a 3.5x6/ 3 3x4/ 2 r12- -- -- ----- - - -- -- -- - - - - -- - - ------ 11 1.0 9 -- - ---- 8 1.5x4/ 4x4- 4x4- 4x4-,� 3x5- _ 4x7. Oil) 050 0i0 0 i 0 0-0 0;0 4-2-8 4-2-8 3-1-12 5-3-4 4-2-8 ` + 4-2-8 8-5-0 11-6-12 16-10-0 21-0-8 v: A copy of this design shall be furnished to the erection contractor. This weight of erectors until all permanent bracing is in place. Concentration of con- design loads be applied to the trusses Job ID: 762P3D\G14_10 - t Qty 1 Gouus Engineerings CA design is for an individual building component (a truss). It is based on and in struction loads greater than the shall not at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE : 9/12/00 SHEET 1 Of 2 component manufacturer performed specifications provided by the coin accordance with the current versions of TPI and NDS design standards. Lumber moisture content shall be 19% or less at the time of fabrication, unless .. 4 400 Campus Drive No responsibility is assumed for the accuracy of information ppros•ided by coned otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal 18, 16 ASTM A653 SQ 40 steel. SPAN: 21- 0- 8 the miss designer. Dimensions shall be verified by the manufacturer and/or Products (ICBG #4420) from 20. or ga grade Suite A building designer prior to fabricanion.'fhe building designer shall review with G60 (min.) caving. Plates shall be app lied on both faces of truss at each in Newport r t p Be a e h. C A 92660 loading an truss configuration m ensure that this design meets or exceeds minimum loading regmred by applicable local building codes. Compression ioinn. Plate dimensions arc listed width x length.'Slots (holes) plate shall run parallel m the plate length. Slots in plate shall be oriented as shown on the draw- KEYMARK ENGINEERING (949) 752-1612 chords shall be laterally hraced by the nnf or floor sheathing, directly Bottom chord bracing shall be as no(ed. nig. The plate shall be centered on joint U.N.O. Design assumes that adequate drainage will be provided to prevent ponding, and adequate anchorage will be 2905 Wilderness P1a Ce, STE 202 (949) 752-5321 Fax attached. unless otherwise noted. 13racin shown is for lateral support of individual truss components out), to provided resist uplift at supports. The seal on this drawing indicates accepPtance solely for the truss component desi n Boulder, Colorado 80301 reduce tickling length. It is not wind or lateral load bracingg or overall HIR (TPI) for of professional engineering responsibility The suitability and use of thus component for anyy pparticular building design huilding design bracing which is by oilers. Refer to -97 loads beyond shown. is the responsibility of ile building designer. per ANSI/f PI I-1995 Section 2. KEYsmart 3.157 SCALE= 9/32":l' recommended truss Inndling and erec6oit. Do not apply DESIGN LOADINGS LOAD CASE 1 LOAD CASE 2 WIND GIRDER: 70 MPH LIVE DEAD INC LIVE DEAD INC ° TOP 60.0 .0 1.15 TOP 50.0 .0 1.33 BOT .0 16.0 BOT .0 16.0 JT DIR LIVE DEAD JT DIR LIVE DEAD 10 Vert 109.4 102.4 10 Vert 91.2 102.4 9 Vert 111.1 258.5 9 Vert 92.6 258.5 SECTION DIR LIVE, DEAD SECTION DIR LIVE DEAD 1- 5 Vert 40.0 28.0 1- 5 Vert 33.3 28.0 5- 6 Vert 30.5 242.8 5- 6 Vert 25.4 242.8 7- 8 Vert .0 5.2 7- 8 Vert .0 5.2 8- 1 Vert .0 10.0 B- 1 Vert .0 .10.0 c *4 - - - 6ouv�s Engineering CA A copy of this design shall be furnished to the erection contractor. This design is for am individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses Job ID: 762P3D\G14 10 Qty 1 - spenfications provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. fabrication, DATE: 9/12/00 SHEET 2 of 2 W " 4 400 C Imp u 5 Drive accordance with the current versions of TPI and NDS design standards. No responsibility is assumed for the accurac of information provided by led Lum r moisture content shall be 19% or less at the time of unless noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal 16 ASTM A653 SQ 40 SPAN: 21- 0- 8 Suite A the truss designer. Dimensions shall be veri by the manufacturer anal/or The designer Products (ICBO #4420) from 20, 18, or ga @rade steel, G60 Plates be both faces of truss at each Newport Beach. CA 92660 building designer prior to fabrication. building shall review loading and truss configuration to ensure that this design meets or exceeds with (min.) coating. shall appplied on join. Plate dimensions are fisted width x Icn tit. Slots (holes) in plate shall run in late be draw- c (9491 7-J2- 1 6 1 2 minimum Inadin required b applicable local building codes. Compression B 9 Y PP B P chords shall be laterally braced by the roof or Ooor sheathin� directly parallel collie late length. Slots shall oriented as shown on the P P e P. mg. The plate shall be centered on lout U.N.O. Design assumes that adequate he Y.EYMARK ENGINEERING Wilderness Place, STE 202 • (949) 752-5321 fax attached. unless otherwise noted. Bottom chord bracingshall be as nmted. 1lrachig shown is fill lateral support of individual truss crimpiments only to -hicc l tickling length. In is not wmvl of lateral load bracing or overall drainage will be provided to prevent ponding, and adequate anchorage will prm•ided resist upli0 at suprytns. •f he seal nn this drawing indicates acceImance of cnginecnmg reslemsibility snlcIv for the truss comps eld tlem it 2905 Bou.l der, Colorado 80301 building desiggn hracntg which is by others. Refer to IIIB-9 1TPI) for professional shown. The suitandity ant use of this comlwnent for an pparticular building design 'I KEYSmati t 3.7.57 SCALE= 9/32":1' ceomnturlrrl cuss Innrlling and rrectimt. Do not apply loads beY-1 is site recponsihility of the building designer, per ANSI I` 1-19vs Sectirnt -. MBR LEN FORCE MBR LEN FORCE MBR FORCE MBH FORCE JT PLATE HORZ VERT ANG JT PLATE HORZ VERT ANG LUMBER SOLUTION 1- 2 9.66 9 8- 9 4.54 47.1.2 1-1.6 129 4-12 730 1 1.SX 3.0 1-12 4-2 90 '9 1.5X 4.0 5-8 90 TOP 2X4 UFS -2850/2.3 '2- 3 4.68 -1.019 9-10 3.41. 47.12 7.-1.6 -1.874 '5-1.2 -690 2 3.OX 5.0 .1.-123-2 1.5 1.0 4.OX 4.0 5••8 0 .TOP PANEL 6- '1 CSI= .317 3- 4 4.68 -2845 10-1.1 4.05 4341 2-15 1493 5-11 491. 3 3.OX 8.0 3-1.0 15 S 4.OX 7.0 BOT 2X6 DFL -112 4- 5 4.68 -3438 11-12 4.05 3659 3-15 -1812 6-11 -6.17 S 3.OX 6.0 11 4.OX 4.0 5-8 0 BOT PANEL 9-10 CSI= .629 5- 6 4.68 -4022 12-13 4.05 2988 3-1.4 294 6-10 .255 4 3.OX 4.0 3-10 15 12 4.OX 4.0 5-8 0 WEB 2X4 DFL-Stud- 6- 7 4.68 -4611 13-14 3.19 2070 3-13 ;1493 7-10 -279 5 3.OX 4.0 3-10 15 13 4.OX 4.0 5-8- 0 7- 8 4.54 -4884 14-15 4.68 2070 4-13 .-854 7- 9 -122 S 3.OX 6.0 S 4.OX 7.0 EXCEPTION WEBS 17- 8 1.50 12 15-16 4.68 987 6 3.OX 4.0 3-10 15 14 1.5X 4.0 5-8 90 1-16 2X4 DFL -#2 7 3.OX 4.0 1-12 3-2 15 15 4.OX 4.0 1-12 5-8 0 2-16 2X4 DFL -#2 JT REACT ACT BRG REQ BRG CANT 8 3.5X 8.0 9-11. 1-0 15 1.6 3.OX 4.0 3-8 5-8 0 16P. 1744. 3.50" 8R 1623. 3.50.' 1.73" DEFLECTION TOTAL LOAD DEF © JOINT 11 = .418" L/DEF=941 L= 393.5 REC CMBR= .41" TOTAL LOAD HOR DEF = ..094" 4-8-3 9-4-7 14-0-10 18-8-14 23-5-1 28-1-5 32-9-8 1-6-10R MAX DEF:LL= .213" DL= .207" TL= .418" 4-8-3 4-8-3 4-8-3 4-8-3 4-8-3 4-8-3 4-8-3 1-6-0 1.. . _ ... I .. _ . - 1 -- -- --•- ----1-- -1 -.., ... .___..._.._I..__ ..._ -.....»... _..._.1.. _..- -1 BRACING 9-2-7 7-11-3 6-8-0 5-4-12 4-1-9 2-10-5 1-7-2 3-14 T -brace designed by others NOTE:Brace bottom chord @ 10ft OC max or provide lateral brace by properly _ applied rigid ceiling. DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 12.0 IN O/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 WIND GIRDER: 70 MPH 1.5x3/ DESIGN LOADINGS • 1 it 3x5\ 2 3x8\ 3 3x6 3x4\ 4 12 3.25 SEE PAGE 2 LOAD INFORMATION t t ' N 3x4\ 5 3X6 3x4\ 6 3x4\ 3.5x8\ 1 N - ED 16' 15 14 13 12 11 10 9 T 3x4- 4x4- 1.5x4/ 4x4- 4x4- 4x4- 4x4- 1.5x4/ - 4x7 4x7 0-0 0-0 _ 0-0 0-0 0-0 •' .0-0 0 0 - 0-0 0.-0 • - 4-8-3 4-8-3 3-2-5 4-0-9 4-0-9 4-0-9 3-4-14 4-8-3 • 4-8-3 9-4-7 12-6-12 16-7-5 20-7-14, 24-8-6 28-1-5 32-9-8 Gums Engineering, CA 4400 Campus Drive Suite A Newport Beach. -CA 92660 (949) 752-1612 (949) 752-5321 Fax A copy of this design shall be furnished to the erection contractor. This weight of erectors until all permanent bracing is in place. Concentration of con- Job ID:762P3D\G15 10 Qty ' 1 design is for an individual building component (a truss). It is based on struction loads greater than the design loads shall not be applied to the trusses - specifications provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 - SHEET 1 of 2 accordance with the current versions of TPI and NDS design standards. lumber moisture content shall be 19% or less at the time of fabrication, unless No responsibility is assumed for the accuracy of information provided by noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal SPAN: 32- 9- 8 the truss designer. Dimensions shall be verified by the manufacturer anid/or Products (ICBG #4420) from 20,' 18, or 16 ga ASTM A653 SQ grade 40 steel, building designer prior m fabrication. The but designer shall review with G60 (min.) coating. Plates shall be applied on both faces of truss at each loading and truss configuration to ensure that this design meets or exceeds joint. Plate dimension are listed width x length. Slots (holes) in plate shall run - minimum loading reycored by applicable local building codes. Compression parallel to the plate length. Slots inplate shall be oriented as shown on the draw- KEYMARK ENGINEERING chords shall be laterally braced by the roof or floor sheathing, directly mg. The plate shall he centered on loins U.N.O. Design assumes that adeqquate attached, unless otherwise noted.'Botiom chord bracing shall he as noted. drainage will Ic provided to prevent ponding, and adequate anchnrage willle 2905 Wilderness Place, STE 202 Gracing shown is for lateral suplwn of imlividual miss conilwiems only to provided resist uplift at su'pons. The seal on this drawing indicates acreptaicc you lder, COlOrddO 80301' reduce hackling Ienglh. It is not wind or lateral load bracingg or nverall , of profcss'c su a"g u enng responsibility solely for the truss component Scsi�n building design bracing wheh is by olhcrs. Refer m IiIB-97 (TPI) for shrnwi. l'he suitandity andel use of this cmnpenem for any particular building esign KEYsma rt 3.157 SCALE= 3/16":l' rernmnicnrlen IniSS handling and erection. IM not apply Inds beyond is the respnisihiliq• of die M1uilding dcxigier, per ANSI /f l I-1995 Sectirni -. DESIGN LOADINGS LOAD CASE 1 LOAD CASE' 2 WIND GIRDER: 70 MPH LIVE DEAD INC LIVE DEAD INC TOP 60.0 .0 1.25 TOP 50.0 .0 1.33 BOT .0 16.0 BOT .0 16.0 JT DIR LIVE DEAD JT DIR LIVE DEAD 14 Vert- 123.4 117.3_ 14 Vert 102.8 117.3 13 Vert 251.4 238.2 13 Vert 209.5 238.2 SECTION DIR LIVE DEAD SECTION DIR •LIVE DEAD 1- 8 Vert 40.0 28.0 1- 8 Vert 33.3 28.0 - 8-16 Vert .0 10.0 8-16 Vert .0 10.0 s _ it _ copy of this dVs gn shall be furnished to the erection contractor. This A e It is based • weight of erectors until all permanent bracing is in place. Concentration of con- loads than the design loads shall not be applied to the trusses Job ID:762P3D\G15 10 Qty, 1 — 6ouris Engineer Ing CA design ns for an i dwidual building component (a truss). on by the component manufacturer and performed in strucnon greater at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 2 of 2 ; . specifications provided accordance with the current versions of TPI and NDS design standards. Lumber moisture content shall be 19% or less at the time of fabrication, unless 4 400 Campus Or i v e No responsibility is assumed for the accuracy of information pprovided b , rated otherwise(U.N.O.). Connector plates shall be manufactured b� Eagle Metal 18, l6 ASTM A653 SQ 40 steel SPAN: 32- 9- 8 • the truss desigiter. Dimensions shall be verified by the man acturer and/or Products (IC80 #4420) from 20. or ga grate Plates be both faces of truss at each Suite A' building dc'prior to fabrication. The building desigther shall review with G60 (min.) coating. shall applied on Pength. New p Ort Beach. C h, C A 92560 loading and truss configuration to ensure that this design meets or exceeds minnnum loading required by applicable local building tales. Compression joint. Plate dimensions are listed width x Slots (holes) in plate shall run parallel io the plate length. Slots inplare shall he oriented as shown on the draw- KEYMARK ENGINEERING (9491 752-1612 chords shall be lateral) braced b the roof or floor sheathin directly Bottom bracing be mg. The plate shall be centered on point U.N.O. Design assumes that ateq�ate drainage will he to ponding, and adequate anchorage will be 2905 Wilderness Place, STE 202 1949) 752-532 Fax attached, unless otherwise -(cd. chord shall as rated. Bracing shown is for lateral support of individual truss components only in length. It is lateral load bracing or overall provided prevem provided resist uplift at supports. The seal on this drawing indicates acceptance of engnncering responsibility solely for the truss component design Boulder, Colorado 80301 reduce 1+uckling rat wind ar building design bracing whtth is by others. Refer to 11111.97 ('I -P0 for prnfessimnl shown. Thesuitandity and use of this component for any particular building design is the the building designer. ANSI/I-PI I-1995 Section 2. KEYsmart 3.157 .SCALE= 3/16":1' recr+mmended truss handling and erection. Do not apply loads levnml responsibility of per NNR itN Fu8t- PIFyk L,EIV Fs4:,:E 1N13h FORCE ru41[ FORCE .1'1' 2905 Wilderness P1aCe, STE 202 PLATE HORZ VERT ANG J11' shnwn. The suitability aiul use.o(thns component for anyy ppanicular building design t5 the responsibility of doe huilding designer, per ANSIlfPI I-1995 Section ?. KEYsmart 3.157 SCALE= 3/ : l' PLATE HORZ VERT ANG LUMBER SOLUTION 1- 2 4.26 -491.0 10-I.1 1..92 n 2-18 -1.10 6-14 1284 1 3.5X 8.0 9711 1-0 15 10 3.OX 4.0 1-12 5-8 90TOP 2X4 DFS -2850/2.3 2- 3 4.41 -4625 11-12 4.41 1344 2-17 -281 6-13 293 2 3.OX 4.0 1-12 3-2 15 11 4.OX 8.0 5-8 0 TOP PANEL 2- 3 CSI= 3- 4 4.41 -4072 12-1.3 4.41 2398 3-17 200 6-1.2 -1764 3 3.OX 4.0 1.-12 3-2 15 12 4.OX 4.0 1-12 5-8 0 .288 BOT 2X6 DFL -q2 4- 5 4.41 -3484 13-14 1.82 2398 3-16 -663 7-12 1490 S 3.OX 6.0 13 1.5X 4.0 5-8 90 BOT PANEL 17-18 CSI= 5- 6 4.41 -2876 14-15 4.05 3181 4-16 412 7-11 -1851 4 3.OX 4.0 3-10 15 S 4.OX 7.0 .634 WEB 2X4 DFL -Stud 6- 7 4.41 -1388 15-16 4.05 3809 4-15 -695 8-11 -84 5 3.OX 4.0 3-10 15 14 4.OX 4.0 5-8 0 .7- 8 4.41 -391 16-17 3.32 4471 5-15 620 9-11 1641 S 3.OX 6.0 15 4.OX 4.0 5-8 0 EXCEPTION WEBS 8- 9 1.92 -369 17-18 4.41" 4735 5-14 -844 9-1.0 -1663 6 3.OX 8.0- 3-10 15 16 4.OX 4.0 5-8 0 7-11 2X4 DFL -H2 197 1 1.50 12 18- 1 4.26 4735 7 3.OX 5.0 1-12 3-2 15 S 4.OX 7.0 9-11. 2X4 DFL -#2 8 4.OX 5.0 3-8 0 17 4.OX 4.0 1-1.2 5-8 0 JT REACT ACT BRO REQ BRG CANT 9 4.OX 4.0 3-8 3-8 0 1.8 1..SX 4.0 5-8 90 1P 1633. 3.50" 1.74" DEFLECTION lOR 1739. 3.50" 1.85" TOTAL LOAD DEF @ PANEL 14 = .431" L/DEF=913 L= 393.5 REC CMBR= .41" TOTAL LOAD HOR DEF = .096" MAX DEF:LL= .220" DL= .213" TL= .431" 4-4-15 8-9-14 13-2-13 17-7-11 22-0-10 26-5-9 30-10-8 32-9-8 4-4-15 4-4-15 4-4-15 4-4-15 I 4-4-15 1 4-4-15 I 4-4-15 1-11-0 BRACING * T -brace designed by others 1-6-3 2-8-9 3-10-14 5-1-4 6-3-9 7-5-15 8-8-4 8-8-4 NOTE:Brace bottom chord O loft OC max or provide lateral brace by properly applied rigid ceiling. DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 12.0 IN O/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 WIND GIRDER: 70 MPH 'DESIGN LOADINGS 4x5- 9x4- hI SEE PAGE 2 LOAD INFORMATION 1. - - T 1.5x4/ 4x4- 4x4- 4x4- 4x4- 1.5x4/ 4x4 - 4x7 4x7 010 0:0 4-4-15 4-4-15 Gouvis Engineering, CA 4400 Campus Drive Suite A Newport Beach, CA 92660 (949) 752-1612 (949) 752-5321 Fax 4x8- 3x4/ 0-0 0-0 0-0 0-0 0-0 0-0 0-0 040 4-4-15 3-3-13 4-0-9 4-0-9 1-9-14 4-4-15 4-6-11 1-9-4 8-9-14 12-1-10 16-2-3 20-2-12 22-0-10 26-5-9 31-0-4 32-9-8 A copy of this design shall be furnished to the erection contractor. This weight of erectors until all permanent bracing is in place. Concentration of cnn- Job ID; 762P3D�G16 10 Qty 1 design is for an individual building component (a truss). It is based on structnon loads greater than the design loads shall not be applied to the trusses - specifications provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE ; 9/12/00 SHEET 1 Of 2 accordance with the current versions of TPI and NDS design standards. Lumber moisture content shall be 19% or less at the time of fabrication, unless No responsibility is assumed for the accuracy of information provided by rated otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal SPAN: 32- 9- 8 the truss deli net Dimes s' I II he 'f d b h f d/ . g . r Woos s It ver ne y t e manu acutter an or Products (1-0J 420) from 20. 18. or 16 ga ASTM A653 SQ grad building designer prior to fabrication. The building designer shall review a 40 steel. with G60 (min.) coating. Plates shall be applied on both faces of truss at each " loading and truss configuration m ensure that this design meets or exceeds mnnimum loading reycared by applicable local building codes. Compression joint. Plate dimensions are listed width x length.Slots (holes) in plate shall run 'parallel chords shall be laterally braced by the rmf or Door sheathingdirectly aaathed, unless whcnvise bracing to the plate length. Slns in plate shall be oricn d as shown on the draw- mg; The plate shall be centered on join U.N.O. Design assumes that adequate KEYMARK ENGINEERING noted.8ouom chord shallbe as noted. Bracing shmvn is for lateral suppon of individual truss compoonly m dm mage will be provided to prevem pordmg, and adequate anchorage will be resist upb0 at The drawing indicate 2905 Wilderness P1aCe, STE 202 reduce buckling length. It is nmt wind or lateral load bracing or overall provided supports. seal on this accepptance n(professional engineering responsibility solely for the truss component desi n Boulder,Colorado 80301 building desiggn hmcmg which is by others. Refer in 1118-97 (T) for reconnmended truss handling and erection. Do not apply mads hevoml shnwn. The suitability aiul use.o(thns component for anyy ppanicular building design t5 the responsibility of doe huilding designer, per ANSIlfPI I-1995 Section ?. KEYsmart 3.157 SCALE= 3/ : l' DESIGN LOADINGS y t LOAD CASE 1 LOAD CASE- 2 WIND GIRDER: 70 MPH LIVE DEAD INC LIVE DEAD INC TOP 60.0 .0 1.25 TOP 50.0 .0 1.33 - BOT .0 16.0 Lumber moisture content shall be 19% or less at the time of fabrication, unless BOT .0 16.0 Suite A JT DIR LIVE DEAD JT DTR LIVE DEAD 14 Vert 251.4 238.2 Q 1.4 Vert 209.5 238.2 joint. Plate dimensions arc listed width s length. Slots (holes) in plate shall run •parallel 13 Vert 123.4 11.7.3 (949) 752-16 ] 2 13 Vert 1.02.8 1.17.3 SECTION DTR I,TVE DEAD SE17T.TON I;)TR LIVE DEAD 1- 9 Vert 40.0 28.0 1- 9 Vert 33.3 28.0 10- 1 Vert .0 10.0 10- 1 Vert .0 10.0 � y t Gm us Engineering CA A copy of this design shall be furnished to the erection contractor. This design is for an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- strucaon loads than the design loads shall rat be applied to the trusses Job ID:762P3D\Gl6 1 Qty ' specifications provided by the component manufacturer and performed in greater at any time. Trusses shall be handled with care prior to erection to avoid damage. —10 DATE: 9/12/00 SHEET 2 of 2 - 4 400 Campus Drive accordance with the current versions of TPI and NDS design standards. No is Lumber moisture content shall be 19% or less at the time of fabrication, unless Suite A responsibility assumed for the accuracy of information �mIided by the truss designer. Dimensions shall he verified by the manufacturer arM/nr noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (IC80 #4420) from 20• 18, or 16 ASTM A653 SQ 40 SPAN: 32- 9- 8 ' building designer prior to fabrication. The building designer shall review ga grade steel, with G60 (min.) coating. Plates shall be applied on both faces of truss at each Q Newport Beach. CA 92660 loading and truss configuration in ensure that this design meets or exceeds joint. Plate dimensions arc listed width s length. Slots (holes) in plate shall run •parallel _ (949) 752-16 ] 2 minimum loading refired by applicable local building codes. Compression sherds shall he laterally braced by (lie roof or floor sheathing.-0irec directly avachcd, unless otherwise bracing be to the plate hen@th. Slots inpla'e shall be oriented as shown on the dmw- mg. The plate shall he centered onloi nt U.N.O. Design assun.es that adequate KEYMARK ENGINEERING 19491 752-53?_ ] Fax noted.8onrnn chord shaas noted. Bracing shown is for lateral support of individual toss components only m reduce hackling length. h is net snot lateral load bracingg drainage wdl be pmvidcd to prevent ponding, and adequate anchorage wilt be provided resist upinft at supports. The seal on this drawing indicates acceptance 2905 Wilderness P1aCe, STE 202 Boulder, Colorado or or overall building Aesiggn bracing which is by others. Refer to II10-97 (TPI) for o(professionaI cngitecnn responshbility solely (or the trusscomponent design shown. The suitabdiiy for 80301 • necmnmended truss handling and erection. Do not apply loads beyond anof this component any particular butdesign is 'heresponsibility of the building Aes'goer, ANSI/I'PI I-1995 Section 2. KEYsmart 3.157 SCALE= 3/16" :1 ' per PIHR LEN Fuki-t; P113k LEN FORCE Milk FORCE MHk FORCE J1' KEYMARK ENGINEERING PLATE HORZ VERT ANG JT PLATE HORZ VERT ANG LUMBER SOLUTION 1.- 2. 3.77 KEYsmart 3.157 SCALE= 3/16":l' -1298 9-1.0 5.00 0 2-16 -28 5--1.2 1587. 1. 4.OX 5.0 9-11 1-0 0 9 3.OX 4.0 1-12 5-8 90 TOP 2X4 DFS -2400/2.0 2- 3 4.00 -800 10-1_1 5.00 3389 2-15 -501. 6-.12 -31.05 2 3.0X 4.0 1.-12 3-2 1.5 1.0 6.OX 8.0 2-4 5-8 0 TOP PANEL 4- 5 CSI= 3- 4 5.00 710 11-12 5.00 3452 3-1.5 928 6-3.1 770 3 4.OX 1.2.0 0-7 3-8 7 11 4.OX 4.0 1-12 5-8 0 .524 BOT 2X6 DFL -SS 4- 5 5.00 3134 1.2-13 3.85 591 3-14 -1792 7-11 68 4 4.OX 4.0 0-0 3-8 0 S 4.OX 7.0 AOT PANEL 10-11 CSI= 5- 6 5.00 -591 1.3-34 3.07 -2045 4-1.4 1979 7--1.n -543 5 3.5X 8.0 2-4 3-8 0 12 5.OX 5.0 1--12 5-8 if .596 WEB 2X4 DFU-Stud 6- 7 5.00 -3452. 14-1.5 3.07 '767 4-1.3 -2282 8-10 3680 S 3.OX 6.0 13 4.OX 8.0 5-8 0 7- 8 5.00 -3389 15-16 4.00 1253 5-13 -4247 8- 9 -1.623 6 3.OX 8.0 2-4 3-8 0 1.4 4.OX 5.0 57-8 0 EXCEPTION WEBS 17- 1. 1..50 12 1.6- 1. 3.77 1253 7 3.OX 4.n 1-12 3-8 0 S 4.0X 7.0 11-10 2X6 DFI.,-Stud 8 6.OX 8.0 4-0 3-8 0 15 4.OX 4.0 1-12 5-8 0' JT REACT ACT BRIG REQ BRG CANT 16 1.5X 4.0 5-8 90 1P 608. 5.50" 1.50" DEFLECTION 13R 4472. 5.50" 4.77" TOTAL LOAD DEF 0 PANEL 9 = .227" 9R 1977. 5.50" 2.11" L/DEF=994 L= 226.3 REC CMBR= .24" TOTAL LOAD 14OR DEF = .032" MAX DEF:LL= .114" DL= .105" TL= .227" 1-6-1OR 4-0-0 8-0-0 13-0-0 18-0-0 23-0-0 28-0-0 33-0-0 BRACING 1-6-01 4-0-0 I 4-0-0 I 5-0-0I 5-0-0 5-0-0 5-0-0 5-0-0 ` T -brace designed by others 3-14 1-4-14 2-5-14 2-5-14 I 2-5-14 I 2-5-14 I 2-5-14. 2-5-14 NOTE:Brace bottom chord with properly applied .rigid ceiling designed by others to provide a continuously braced compression chord. DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 12.0 IN O/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 WIND GIRDER: 70 MPH DESIGN LOADINGS SEE PAGE 2 LOAD INFORMATION 4x5- 1 17 1� 4x12/ 3 10 1.5x4/ lb 1.4 4x4- 4x5 - 4x7 3x6 4x4- 3.5x8- 3x8- 4 5 6 12 4x8- 5x5- -4x4- 4x7 0-0 0-0 0-0 0-0 0-0 0-0 0-0 4-0-0 4-1-12 2-11-2 3-0-14 3-10-4 5-0-0 4-0-0 8-1-12 11-0-14 14-1-12 18-0-0 23-0-0 Gouvis Engineering, CA 4400 Campus Drive Suite A Newport Beach. CA 92660 (949) 752-1612 (949) 752-5321 Fax 3x4- 6x8- N v 7iio� 8 L11 T 6x8- 3x4/ 4 0i0 0-0 5-0-0 5-0-0 28-0-0 33-0-0 A copy of rats design snail be furnished to the erection contractor. This weight of erectors until all permanent bracing is in place. Concentration of con- Job ID:762P3D�G17 10 Qty 1 design is for an individual building component (a truss). It is based on struction loads greater than the design loads shall not be applied to the trusses - specifications provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE; 9/12/00 SHEET 1 of 2 accordance with the current versions of TPI and NDC desi n standards lumber ' t h II be 19% I g No responsibility is assumed for the accuracy of information provided h)• the truss designer. Dimensions shall be verified by moss ure con en s a or ess at the time of fabncahnn, unless noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal 0 12 u4 3.25 N N joint. Plate dimensions are listed width x length. Slots (holes) in plate shall run minimum loading required by applicable local building codes. Compression chords be laterally braced by noor parallel to the plate length. Slots inplate shall be oriented as shown on the draw- KEYMARK ENGINEERING 4x5- 1 17 1� 4x12/ 3 10 1.5x4/ lb 1.4 4x4- 4x5 - 4x7 3x6 4x4- 3.5x8- 3x8- 4 5 6 12 4x8- 5x5- -4x4- 4x7 0-0 0-0 0-0 0-0 0-0 0-0 0-0 4-0-0 4-1-12 2-11-2 3-0-14 3-10-4 5-0-0 4-0-0 8-1-12 11-0-14 14-1-12 18-0-0 23-0-0 Gouvis Engineering, CA 4400 Campus Drive Suite A Newport Beach. CA 92660 (949) 752-1612 (949) 752-5321 Fax 3x4- 6x8- N v 7iio� 8 L11 T 6x8- 3x4/ 4 0i0 0-0 5-0-0 5-0-0 28-0-0 33-0-0 A copy of rats design snail be furnished to the erection contractor. This weight of erectors until all permanent bracing is in place. Concentration of con- Job ID:762P3D�G17 10 Qty 1 design is for an individual building component (a truss). It is based on struction loads greater than the design loads shall not be applied to the trusses - specifications provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE; 9/12/00 SHEET 1 of 2 accordance with the current versions of TPI and NDC desi n standards lumber ' t h II be 19% I g No responsibility is assumed for the accuracy of information provided h)• the truss designer. Dimensions shall be verified by moss ure con en s a or ess at the time of fabncahnn, unless noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal SPAN- 33- 0- 0 the manufacturer a3rr- building designer prior to fabrication. The building designer shall review loading Products (ICAO #4420) from 20. 18• or 16 ga ASTM A653 SQ grade 40 steel. with G60 (min.) coating. Plates shall be applied on both faces of truss at each and truss configuration to ensure that this design meets or exceeds joint. Plate dimensions are listed width x length. Slots (holes) in plate shall run minimum loading required by applicable local building codes. Compression chords be laterally braced by noor parallel to the plate length. Slots inplate shall be oriented as shown on the draw- KEYMARK ENGINEERING shall the roof or sheathing, directly attached. unless otherwise noted. Bottom chord bracing shall be as noted. mg: The plate shall he centered on joint U.N.O. Design assumes that adequate drainage will be to Rracing.ahmvn is for lateral support of individual truss components only to reduce buckling length. It is not wind lateral Inad bracing provided prevent ponding, and adequate anchorage will be provided. resist uplift at supports. The seal on this drawing indicates accepuance 2905 Wilderness Place, STE 202 or or overall building design bracing which is by others. Refer to MIB -97 (TPI) for of professional engineering responsnbtlity xolely for the truss component dcs The Boulder, Colorado 60301 recmnmendet truss handling and ereainn. Do tint apply loads heymwl shown. suitability atul use of this component for anpp pparticular building desi n is the responsibility of the building designer. ANSIY I I-1995 Section 2. g KEYsmart 3.157 SCALE= 3/16":l' per DESIGN LOADINGS LOAD CASE 1 LOAD CASE' 2 WIND GIRDER: 70 MPH LIVE DEAD INC I,.TVE DF,AD INC TOP 60.0 .0 1.25 TOP 50.0 .0 .1.33 .BOT .0 16.0 .BOT .0 16.0 JT DIR LIVE DEAD JT DIR LIVE DEAD 15 Vert 282.6 255.6 15 Vert 235.5 255.6 SECTION DIR LIVE DEAD SECTION DIR LIVE DEAD 1-.3 Vert 40.0 28.0 1- 3 - Vert 33.3 28.0 3- 5 Vert 55.0 38.5 3- 5 Vert 45.8 38.5 5- 8 Vert 54.4 38.1 5- 8 Vert 45.3 38.1 9-11 Vert 78.8 84.8 9-11 Vert 65.7 84.8 11-12 Vert 75.8 81.8 11-12 Vert 63.2 81.8 12-13 Vert 7.5 19.0 12-13 Vert 6.3 19.0 13-14 Vert 75.0 80.0 13-14 Vert 62.5 80.0 14-15 Vert 78.6 83.3 14-15 Vert 65.5 83.3 15- 1 Vert .0 10.0 15- 1 Vert .0 10.0 �ryA is Engineering. copy of this design shall be furnished to the erection contractor. This design is for an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses Job ID: 762P3D\G17 10 Qty 1 - WU� specifications provided by the component manufacturer and performed in TPI NDS design at anyy time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 2 of 2 4 400 Ca MQu S Drive accordance with the current versions of and standards. No is for Lumber moisture content shall be 19% or less at the time of fabrication, unless responsibility assumed the accuracyof information provided by the truss designer. Dimensions shall he veried by the manufacturer and/or noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (ICBG #4420) from 20. 18, 16 ASTM A653 SQ 40 SPAN: 33- 0- 0 Suite A _ building designer. prior to fabrication. The buildin designer shall review or ga grade steel, with G60 (min.) coating. Plates shall be applied on both faces truss at loading and truss configuration to ensure that this design meets or exceeds of each joint. Plate dimensions arc listed width x length. Sluts (holes) in shall run Ne wpO r t Beach. CA 92660 minimum loading reqquired by applicable local building codes. Compression be laterally braced by floor directly plate parallel to the plate length. Slots in plate shall be oriented as shown on the draw- 'fhe KEYMARK ENGINEERING (949) �cJ2._ 2 chords shall the roof or sheathing• anaehed, unless otherwise meed. Bouom chrnd bracing shall be as noted. mg. plate shall be centered on loim U.N.O. Design assumes that adequate drainage wdl he provided to and adequate anchorage will be 2905 Wilderness Place, STE 202 (9�9) 752-5321 Fax Bracing shown is for lateral support of individual truss components only to reduce buckling length. h is not wmd or lateral load bracingg or overall prevent ponding, provided resist uphf� at supports. The seal on this drawing indicates acceptance of prn(essiatal engiuteering responsibility solely for the truss compoirem del ign Boulder, Colorado 80301 building design bracing which is by others. Refer to 111B-97 (f Pp for rcttnnmcntler truss handling and erection. ho not apply mads beyond shown. The suitabduty, and use of this component for au''• particular building Design is the reslonsibi lny of the huilding designer, AN I' I I-1995 $cctimt 2. KEYsma Yt 3.157 SCALE= 3/16":l'. per MBR LEN FORCI, Mbk LEN Fuki.E Mbk FQkt:E Mbk 1'9!110E 6ouv is Engineering. Q 400 Campus Or 1 V e Suite A Newport. Beach. CA 92660 (9491 752 - 1 61 2 r r (gag) 7 �P-0321 F a X J11' weight of erectors until all permanent bracing is in place. Concentration of con- structton loads greater than the design loads shall not be applied to the trusses at any time. Trusses shall be handled with care prior to erection to avoid damage. Lumber moisture content shall be 19% or less at the time of fabrication, unless noted oiherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (ICBO #4420) from 20. 18, or 16 ga ASTM A653 SQ grade 40 steel. with G60 (min.) coating. Plates shall be a plied on both faces of truss at each joint. Plate dimensions are listed width x Pength. Slots (holes) in plate shall run parallel to the plate length. Slots inplate shall be oriented as shown on the draw- mg. The plate shall he centered on joint U.N.O. Design assumes that adequate drainage will be rovided to revcnt rdin and adequate anchorage will be g P. P I'n 8• q. 8 provided resist uplift at supporns. The seal on this drawing indicates aces tancr of professional enginccnng resp msihil ity solely fnr the truss mmponcnI Scsi n shown. The suitabdiq sol use of this cumponenu for anyy pparticular building design is the responsibility of the building designer, per ANSIlI'PI 1-1995 Section 2. PLATE IIQkY. VERT Alk; .111' PLATE IIQki, VERT AIV!: LUMbUk SQLUI LIN 1- 2. 4.33 -4314 6- 7 3.85 587.0 1.-1.1. -2293 3- 9 -380 I. 4.Ox 8.0 4.0 5-8• U / 1.5X 4.0 5-8 90 TOP 2X4 DFL -U2 2- 3 4.33 -6168 7- 8 4.00 5820 1.-10 4801 4- 9 359 2 4.OX 4.0 1-12 5-8 0 8 4.OX 4.0 .1-12 5-8 0 TOP PANEL 4- 5 CSI.- .696 3- 4 4.33 -6168 8- 9 4.33 5845 2-10 -1335 4- 8 1073 3 1.5X 4.0 5-8 90 S 6.OX 8:0 BOT 2X6 DFL -SS 4- 5 4.00 -6053 9-10 4.33 4314 2- 9 2063 5- 8 26 4 10. OX 10.0 0712 5-10 7 9 4.OX 8.0 5-8 0 BOT PANEL 8- 9 CSI= .694 5- 6 3.85 -6033 10-11. 4.33 0 5- 7 -258 5 3. OX 4.0 1-12 3-2 15 10 4.OX 8.0 2-4 5-8 0 WEB 2X4 DFL -Stud 12- 6 1.50 12 6 4.OX 10.0 9-11 1.-0 0 11 3.OX 5.0 1.-12 5-8 90 EXCEPTION CHORDS JT REACT ACT BRG REQ BRG CANT 1- 4 2X 6 DFL -H2 11P 2609. 3.50" 2..78" 611 1969. 3.50" 2.10" EXCEPTION WEBS 1-10 2X4 DFL -02 4-4-0 8-8-0 13-0-0 17-0-0 21-0-0 1-6-1OR DEFLECTION TOTAL LOAD DEF O PANEL 8= .460" I 4-4-0 I 4-4-0 _. I - 4-4-0 4-0-0 I 4-0-0 1-6-0 I-� L/DEF=548 L= 252.0 REC CMBR= .26" 2-5-14 2-5-14 2-5-14 2-5-14 1-4-14 3-14 TOTAL LOAD HOR DEF = .069". MAX DEF:LL= .233" DL= .220" TL= .460" BRACING NOTE:Brace bottom chord 0 10ft OC max or provide lateral brace by properly applied rigid ceiling. DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 12.0 IN 0/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 ' WIND GIRDER: 70 MPH DESIGN LOADINGS SEE PAGE 2 LOAD INFORMATION 4x8 - 4x4- 1.5x4/ 10x10\ 12 4x8- 4x8- 4x4- 1.5x4/ 6x8 0-10 0;0 0i0 0-10 0�0 _ O-0 s _ 4-4-0 4-4-0 4-2-4 '4-1-12 4-0-0 4-4-0 -8-8-0 12-10-4 17-0-0 21-0-0 6ouv is Engineering. Q 400 Campus Or 1 V e Suite A Newport. Beach. CA 92660 (9491 752 - 1 61 2 r r (gag) 7 �P-0321 F a X A copy of this design shall be furnished to the erection contractor. This des gn is for anp individual building component (a truss). It is based on s rfications rovided b the component manufacturer and Performed in accordance with the current versions of TPI and NDS design standards. No responsibility is assumed for the accuracy of informalinn rovided by the truss design &. Dimensions shall be verified by the manufacturer and/or building designer prior to fabrication. The building designer shall review loading and truss configuration to ensure that this design meets or exceeds minimum loading required by applicable local building codes. Compression chords shall be laterally braced by the roof or Orar sheathing directly attached. unless otherwise noted. Bottom chord bracingshall he as noted. - kracin shownis for lateral support of individual miss conpnnems only to redoes buckling length. It is not wind or lateral Innd bracin 5 or overall building dcsi�n bracing which is by others, Refer m 111 11-9 (I'PI) For recommenles truss handling and erection. Do not apply loads bcyotad weight of erectors until all permanent bracing is in place. Concentration of con- structton loads greater than the design loads shall not be applied to the trusses at any time. Trusses shall be handled with care prior to erection to avoid damage. Lumber moisture content shall be 19% or less at the time of fabrication, unless noted oiherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (ICBO #4420) from 20. 18, or 16 ga ASTM A653 SQ grade 40 steel. with G60 (min.) coating. Plates shall be a plied on both faces of truss at each joint. Plate dimensions are listed width x Pength. Slots (holes) in plate shall run parallel to the plate length. Slots inplate shall be oriented as shown on the draw- mg. The plate shall he centered on joint U.N.O. Design assumes that adequate drainage will be rovided to revcnt rdin and adequate anchorage will be g P. P I'n 8• q. 8 provided resist uplift at supporns. The seal on this drawing indicates aces tancr of professional enginccnng resp msihil ity solely fnr the truss mmponcnI Scsi n shown. The suitabdiq sol use of this cumponenu for anyy pparticular building design is the responsibility of the building designer, per ANSIlI'PI 1-1995 Section 2. Job ID: 762P3D\G18 10 Qty 1 - DATE: 9/12/00 SHEET 1 of 2 SPAN: 21- 0- 0 _ „ KEYMARK ENGINEERING 2905 Wilderness Place, STE 202 BOU 1.deY, CO101:adO 80301 KEYSmart 3 .157 SCALE= 9/32":l' -' DESIGN LOADINGS LOAD CASE 1 LOAD CASE 2 WIND GIRDER: 70 MPH - LIVE DEAD INC 6ouris Engineering, CA LIVE DEAD INC Job ID: 762P3D\G18_10 Qty 1 TOP 60.0 .0'1.25 TOP 50.0 .0 1.33 BOT .0 16.0 Lumber moisture content shall he 19% or less at the time of fabrication, unless noted ohcrwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal BOT .0 16.0 SU 1 t e A JT DIR LIVE DEAD JT DIR LIVE DEAD prior to shall review loading and vuss Con to ensure that this design meets or exceeds on 8 Vert 283.8 262.2 8 Vert 236.5 262.2 parallel to the plate length. Slots inplate shall be oriented as shown on the draw-. KEYMARK ENGINEERING SECTION DIR LIVE DEAD SECTION DIR LIVE DEAD 1- 4 Vert 54.4 38.1 1- 4 Vert 45.3 38.1 4- 6 Vert 40.0 28.0. 4- 6 Vert 33.3 28.0 the responsibility of the building designer, per ANSI/fPI 1-1995 Section 2.- 6- 8 Vert .0 10.0 6- 8 Vert .0 1.0.0 8-11 Vert 78.8 84.8 8-11 Vert 65.7 84.8 - 6ouris Engineering, CA A copy of this desiggn shall be furnished to the erection contractor. This - design is for an i drvidual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall trot be applied to the trusses Job ID: 762P3D\G18_10 Qty 1 }f lsfl' specifications provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 2 Of 2 4 400 Campus S Dr ] v e Q accordance with the current versions of TPI and NDS design standards. No responsibility is assumed for the accurst of information pprnv. led by Lumber moisture content shall he 19% or less at the time of fabrication, unless noted ohcrwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal SPAN: 2T- 0- 0 SU 1 t e A the truss designer. Dimensions shall be verified by the manu(acurcr and/or building designer fabrication. The building designer products (ICBO #4420) from 20. 18, or 16 ga ASTM A653 SQ grade 40 steel. G60 Plates be both faces Newport Beach. C a 92650 prior to shall review loading and vuss Con to ensure that this design meets or exceeds on with (min.) coating. shall applied on of truss at each joint. Plate dimensions are listed width x length. Slots (holes) in plate shall run minimum loading tired by applicable local building codes. Compression parallel to the plate length. Slots inplate shall be oriented as shown on the draw-. KEYMARK ENGINEERING (9491 752- 1 6 1 2 chordsshall he latera ly braced by the rdnf dx Orror sheathing directy mg. The plate shall be centered on joint U.N.O. Design assumes that adequate (949) 752-532 7 F a X attached, unless otherwise noted. Bottom chord bracing shall Ie as anted. Bracing shown is for lateral support of individual truss components only to buckling length. It is not wind! lateral load bracingg or overall drainage will be provided to prevent ponding, and adequate anchorage will be provided resist uplift at supports. The, seal on this drawing indicates acre once t of enguhecring responsibility solely for the truss Sesi n 2905 Wilderness Place, STE 202 Boulder, Colorado 80301 reduce or building design bracing which is by ethers. Refer to HIB -97 (I'PII for Inds professional component shown. The suitability anA use o(this component for anyy pparticular building design is Y.EYSmart 3.157 SCALE= 9/32":l' recommended truss handlingand erection. Do not apply beyond the responsibility of the building designer, per ANSI/fPI 1-1995 Section 2.- MBR LEN FORCE MBR LEN FORCE MBR FORCE MBR FORCE JT PLATE HORZ VERT ANG JT PLATE HORZ VERT ANG 1- 2 3.19-11383 9-10 4.82 0 'l.-1.6 -554 5-1.2 -501 1 6.OX 16.0 $ 1-4-1 0-3 7 9 4.OX 5.0 2-0 5-8 90 2- 3 3.42-12279 10-11 3.18 8338 2-15 929 6-12 2593 2 3.OX 4.0 1-12 3-2 15 10 4.OX 14.0 5-4 S-8 0 3- 4 4.82-13598 11-12 4.99 15356 3-15 -19 6-11. -2530 ` 3 X 11 5.OX 12.0 5-8 0 4- 5 4.83-17495 12-13 4.99 17960 3-14 3170 7-11 6095 4 5.OX 8.0 7-4 0 12. 4.OX 7.0 5-8 0 5- 6 4.82-17640 13-14 4.99 16728 4-14 -3485 7-10 -3230 5 5.OX 5.0 7-4 0 * S X 6- 7 4.83-13643 14-15 1.17 11867 4-13 1289 8-10 8897 S 7.OX 10.0 $ 13 4.OX . 4.0 5-8 0 7- 8 4.82 -8338 15-16 3.42 10965 5-13 -522 8- 9 -3375 6 S.OX 8.0 7-4 0 14. 6.OX 8.0 0-0 5-8 0 17- 1 1.50 12 16- 1 3.19 10965 7 5.OX 10.0 3-4 7-4 0 15 4.OX 4.0 1-12 5-8 0 8 6.OX 16.0 8-0 7-4 0 16 1.5X 4.0 5-8 90 JT REACT ACT BRG REQ BRG CANT $ 18 ga # 16 ga + SPLICE BLOCK - UNPLATED JOINT 1P 3584. 5.50" 3.82" 9R 3474. 5.50" 3.71" 1-6-10R 3-5-0 6-10-0 11-7-14 16-5-13 21-3-11 26-1-10 30-11-8 3-S-0 3-5-0 4-9.14 4-9-14 4-9-14 4-9-14 4-9-14 3-14 1-3-0 2-2-1 2-2-1 2-2-1 2-2-1 2-2-1 2-2-1 12 I 3.25 7x105 5x8- Sx5- 5x8- 5x10 - N N C 6x16- N N r- 1 1 _I_ 1.5x4/ 4x46x8- 4x4- 4x7- 5x12- 4x14- T T 4x5/ 1 LUMBER SOLUTION TOP 2X8 DFL -SS TOP PANEL 2- 3 CSI= .963 BOT 2X6 DFL -2850/2.3 BOT PANEL 12-13 CSI= .987 WEB 2X4 DFL -Stud EXCEPTION CHORDS 1- 3 2X 4 DFS -2850/2.3 EXCEPTION WEBS 7-11 2X6 DFL -42 8-10 2X4 DFL -SS DEFLECTION TOTALLOAD DEF O PANEL 11 = 1.555" L/DEF=238 L= 371.5 REC CMBR= .39" TOTAL'LOAD HOR DEF = .229" MAX DEF:LL= .821" DL= .739" TL=1.555" BRACING T -brace designed by others NOTE:Brace bottom chord O loft OC max or provide'lateral brace by properly applied rigid ceiling. DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 12.0 IN 0/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 WIND GIRDER: 70 MPH DESIGN LOADINGS SEE PAGE 2 LOAD INFORMATION 0-0 0�0 0 00{0 0-0 0}0 0-10 Oil) 0-0 3-5-0 3-6-12 1-0-4 4-11-13 4-11-13 4-11-13 3-2-2 4-9-14 3-5-0 6-11-12 8-0-0 12-11-13 17-11-11 22-11-8 26-1-10 30-11-8 6ouvis Engineering CA A copy of this design shall be furnished to the erection contractor. This design is for an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration or con- structinn loads than the design loads be Job ID: 762P3D\G19_10 Qty 1 specifications provided by the component manufacturer and performed in greater shall not applied to, the trusses at anyy time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 1 4 400 Campus Drive accordance with the current versions of TPI and NDS design standards. Lumlxr moisture content shall be 19% or less at the time of fabrication, unless of 2 Suite A No responsibility is assumed for the accuracy of information provided by the truss designer. Dimensions shall be verified by the manufacturer and/or noted otherwise(U.N.OJ. Connector plates shall be manufactured by Fagle Metal Product.% (ICBG #4420) from 20. 18, or 16 ga ASTM A653 SQ 40 steel. SPAN: 30-11- 8 Newport Beach, CA 92660 building designer prior to fabrication. The building designer shall review loading and truss configuration to ensure that this design meets or exceeds grade with G60 (min.) cowing. Plates shall be applied on both faces of truss at each joint. Plate dimensions are listed width x length. Slots (holes) in plate shall run 'parallel -n (949) 752-16J2 minimum loading reyeued by applicable local building codes. Compression chords shall be literally braced by the roil or Door sheathing Airectly attached, unless otherwise oriel. 8mtmn bracing be m the plate length. Slots inylate shall be oriented as shown the draw- mg. The plate shall be centered onloim U.N.O. Design assumes that adequate KEYMARK ENGINEERING (949) 752 5321 F a x chord shall as noted. Braciaq shown is for lateral support of individual truss components only m drains a will be provided to prevent purling, and adequate anchorage will be pro%•ideA resist uph0 at supports. 'rhe seal on this drawing indicatesacreptan�e 2905 Wilderness P1aCe, STE 202 reduce buckling length. his not u•ud or lateral load bracing or overall building desiggn bracing which is by others. Refer to IIIB-97 (TPI) for of professional engineering respmt%ibil ity solely for the truss component design shmvn. The Buie. my and use of this component for an • pparticular building design Boulder,Colorado 80301 rernmmended truss hwdling awl creciion. IM nrn apply Imdx beyond is dnc responsibility of the building designer. per ANSI -PI I-1995 Section 2. KEYsmart 3.157 SCALE= 3/16":l' DESIGN LOADINGS LOAD CASE 1 LOAD CASE 2 WIND GIRDER: 70 MPH weight of erectors until all permanent bracing is in place. Concentration of con- loads design loads be applied to the trusses Job ID: 762P3D\019_10 Qty 1 LIVE, DEAD INC LIVE DEAD INC TOP 60.0 .0 1.25 TOP 50.0 .0 1.33 the truss designer. shall verified manufacturer but designer m fabrication. The building designer shall review BOT .0 16.0 prior loading truss conriguration to ensure that this design meets or exceeds BOT .0 16.0 and minimum loading required by applicable local building codes. Compression parallel to the Plate length. Slots in plate shall be oriented ax shown nn the draw. JT DIR LIVE DEAD JT DIR LIVE. DEAD Rracing shown is for lateral support of individual truss components only to 14 Vert 319.3 281.8 reduce tickling length. It is nt,t wind nr lateral load hratinQ or overall 14 Vert 266.1 281.8 building design bracing which is by others. Refer in sun -97 frrn for Inarls hcynnd snnwn. rhe'uimhd,ty and use or this component for an ppartictdar building design is the building designer. ANSI�PI I-1995 Section 2. 11 Vert 333.6 297.8 the reslxmsibility of per 11 Vert 278.0 297.8 SECTION DIR LTVF. DEAD SECTION DIR LIVE DEAD 1- 3 Vert 40.0 28.0 1-3 Vert 33.3 28.0 3- 4 Vert 70.3 49.2 3- 4 Vert 58.6 49.2 4- 6 Vert 80.0 56.0 4- 6 Vert 66.7 56.0 6- 7 Vert 53.7 37.6 6- 7 Vert 44.8 37.6 7- 8 Vert 40.0 28.0 ,7- 8 Vert 33.3 28:0. 9-11 Vert .0 10.0 9-11 Vert .0 10.0 " 11-12 Vert 79.8 85.5 11-12 Vert 66.5 85.5 12-13 Vert 80.0 86.0 12-13 Vert 66.7 86.0 13-14 Vert 79.4 84.8 13-14 Vert 66.2 84.8 - 14- 1 Vert .0 10.0 14- 1 Vert .0 10.0 Wis Engineering, CA 4400 Campus Drive Suite A Newport Beach. CA 92660 (9491 752-1612 (949) 752-5321 Fax A copy of this design shall be furnished to the erection contractor. This weight of erectors until all permanent bracing is in place. Concentration of con- loads design loads be applied to the trusses Job ID: 762P3D\019_10 Qty 1 design is for an individual building component (a truss). It is based on - struction greater than the shall not specifications provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 2 of 2. accordance with the current versions of TPI and NDS design standards. Lumber moisture content shall be 19% or less at the time of fabrication, unless No resPnnsihility is assumed for the accuracy of information provided by Dimensions he by the and/or noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products 0CB0 #4420) from 20. 18, or 16 ga ASTM A653 SQ grade 40 steel. SPAN: 30-11- 8 the truss designer. shall verified manufacturer but designer m fabrication. The building designer shall review with G60 (min.) coating. Plates shall be applied on both faces of truss at each prior loading truss conriguration to ensure that this design meets or exceeds joint. Plate dimensions arc listed width x Pength. Slots (holes) in plate shall run . and minimum loading required by applicable local building codes. Compression parallel to the Plate length. Slots in plate shall be oriented ax shown nn the draw. KEYMARK ENGINEERING chords shall be laterally braced by the rMf nr floor sheathin� directly attached. unless otherwise noted. Bottom chord bracing shape as noted. u,g: The plate shall be centered nn Imm U.N.O. Design assumes that adequate dm,nage w,11 he provided to Prevent ponding, and adequate anchorage will be 2905 Wilderness Place, STE 202 Rracing shown is for lateral support of individual truss components only to provided resist uplift at supports. The seal nn this drawing indicates acreptante Boulder Colorado 80301 reduce tickling length. It is nt,t wind nr lateral load hratinQ or overall n( profcssirn,al engincenng responvbdity solely (or the truss component design , building design bracing which is by others. Refer in sun -97 frrn for Inarls hcynnd snnwn. rhe'uimhd,ty and use or this component for an ppartictdar building design is the building designer. ANSI�PI I-1995 Section 2. KEYSmart 3.157 SCALE= 3/16":1' . retnn,mcnrle<I truss handling and crttiion. Do not apply the reslxmsibility of per MBR LEN FORCE MBR LEN FORCE MBR FORCE MBR FORCE JT PLATE HORZ VERT ANG JT PLATE HORZ VERT ANG 1- 2 4.85 -616 4- 5 2.88 595 2- 5 1.51 2- 4 -663 1. 3.OX 4.0 5-3 2-4 0 4 1.5X 3.0 4-0 3-8 25 2.- 3 2.88 -1.2 5- 1 4.85 595 2 3.OX 4.0 1-12 3-2 15 5 1.5X 3.0 - 3-8 90 JT REACT ACT BRG REQ BRG CANT 1P 338. 3.50" 1.50" 1 67.H 311 61.. 3.50" 1.50" 3 -5.0 4R 302. 3.50" 1.50" 5-0-0 5-0-0 4-5 1-8-9 7-10-8 2-10-8 2-5-14 3 1 0-0 Gmus Engineering, CA 4400 Campus Drive Suite A Newport Beach. CA 92660 (949) 752-1612 (949) 752-5321 Fax LUMBER SOLUTION TOP 2X4 DFL -H2 TOP PANEL 1- 2 CSI= .247 BOT 2X4 DFL -42. BOT PANEL 4- 5 CSI= .143 WEB 2X4 DFL -Stud DEFLECTION TOTAL LOAD DEF n PANEL 4 = .029" L/DEF=999 L= 94.5 REC CMBR= .10" TOTAL LOAD HOR DEF = .007" MAX DEF:LL= .010" DL= .024" TL= .029" BRACING NOTE:Brace bottom chord 0.10ft OC max or provide lateral brace by properly applied rigid ceiling. DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN 0/C REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 WIND LOAD: 70 MPH DESIGN LOADINGS LOAD CASE 1 TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.25 JT DIR LIVE DEAD 5 Vert 57.5 40.3 LOAD CASE 2 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 .•5.0 1.33 SECTION DIR LIVE DEAD 1- 3 Norm -16.0 14.0 LOAD CASE 3 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 SECTION DIR LIVE DEAD 1- 3 Norm -10.0 14.0 • 0 0 _ 0-0 ' 5-0-0 2-10-8 5-0-0 7-10-8 -. r A c of this design shall be furnished to the erection contractor. This 'design weight of erectors until all permanent bracing is in place. Concentration of con- Job ID • 762P3D\JOl 10 QGy ' 14 - is for an individual building component (a truss). It is based on strucoon loads greater than the design loads shall rat be applied to the trusses - - specifications provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 1 O£ , 1 accordance with the current versions of TPI and NDS design standards. Lumber moisture content shall be 19% or less at the time of fabrication, unless No responsibility is assumed for the accuracy of information rovided by noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products p4420) from 20, Ig, 16 ASTM A653 SQ 40 steel. SPAN: 7-10- 8 - the truss designer. Dimensions shall be verified by the manufacturer and/or (IC80 or ga grade with G60 Plates be applied on both faces of truss at each _ - building designer prior to fahrication. The building designer shall review toing and truss configuration to ensure that this design meets or exceeds (min.) coating. shall joint. Plate dimensions are listed width x length. Slots (holes) in plate shall ruts minimum loading r1lKed by applicable local building codes. Compression parallel m the plate length. Slots in plate shall be oriented as shown on the draw- KEYMARK ENGINEERING chords shall be laterally braced by the roof or floor sheathing, directly artached: unless otherwise noted. Bottom chord bracing shall he as noted. mg. The plate shall be centered on joint U.N.O. Design assumes that adequate drainage will he provided to prevent ponding. and adequate anchorage will be 2905 Wilderness Place, STE 202 Bracing shown is (or lateral support nfindividual lruu components only to provided resist uplift at supports. The seal on this drawing indicates acceptance for the truss component desiggn Boulder, Colorado 80301 reduce buckling Icngttt. It is no wind or lateral Irnd bracingg or overall' Refer HIB for of professional engineering responsibility solely The of this component (or anyy building�dcsigo Win, design braong which is by others. to -97 frpi) loads beyond shown. suitability and use pparticular is the n( the building designer. ANSI/ 1 1-1995 Section KEYsmart 3.157 SCALE= 13/16:1' recommended truss han[Ibng atxl ercctiott. On not apply responsibility per -. MBR LEN FORCE MBR LEN FORCE. MBR FORCE MBR FORCE JT PLATE HOR'L VERT ANG JT PLATE HORZ VERT ANG LUMBER'SOLUTION 1- 2 4.85 -640 4- 5 3.00 618 2.- 5 1.41 2- 4 -678 1 3.OX 4.0 6-0 2-0 0 4 1.5X 3.0 4-4 3-8 24 TOP 2X4 DFL-H2 2- 3 3.00 -14 5- 1 4.85 618 2. 3.OX 4.0 1-12 3-2 15 5 1.5X 3.0 3-8 90 TOP PANEL 1- 2 CSI= .2.76 BOT 2X4 DFL-N2 6- 1 1.50 14 BOT PANEL 4- 5 CSI= .151 JT REACT ACT BRG REQ BRG CANT WFB 2X4 DFL-Stud ' 1p 457. 3.50" 1.50" 1 99.14 DEFLECTION ., TOTAL LOAD DEF @ PANEL 4 = .027" 1' -36.0 L/DEF=999 L= 96.0 REC CMBR= .10"• 3R 66. 3.50" 1.50" TOTAL LOAD HOR DEF = .007" 3 9.0 MAX DEF:LL= .01.1" DL= .020" TL= .027" 4R 294. 3.50" 1.5011• • BRACING NOTE:Brace bottom chord @ 10ft OC max 1-6-1OR 5-0-0 .- 8-0-0 or provide lateral brace by properly 1-6-01 5-0-0 I 3-0-0 applied rigid ceiling. 3_14 1-8-2 2-5-14 DESIGN CRITERIA -ANSI/TPI 1-1995 SPACING 24.0 IN O/C NO REP BEND PLATE : EAGLE METAL PRODUCTS-95 PLATE DUR INC=1.25 WIND LOAD: 70 MPH DESIGN LOADINGS LOAD CASE 1 TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.25 JT DIR LIVE DEAD 5 Vert 60.0 42.0 3 LOAD CASE 2 WIND .LOAD: 70 MPH _r TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 I SECTION DIR LIVE DEAD 3x9/ 1- 3 Norm -16.0 14.0 12 2 6- 1 Norm -35.0 14.0 1 LOAD CASE 3 3.25 WIND LOAD: 70 MPH v � TOP LL TOP DL BOT LL BOT DL ZINC 20.0 14.0 .0. 5.0 1.33 N ^t SECTION DIR LIVE DEAD = 1- 3- Norm -10.0 14.0 6- 1 Norm -10.0 14.0 3x4- P113\ 1•. 5x3/ 0-0 0. O 0 0 5_0_0 3-0-0 5-0-0 6-0-0 A copy of this design shall be furnished to the erection contractor. This weight of erectors until all permanent bracing is in place. Concentration of con- design loads be applied to the trusses Job ID: 762P3D\J02 -10 Qty 1 6ouvis Engineering, design is for an individual building component (a truss). It is based on in struction loads greater than the shall not at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 1 of 1 specifications provided by the component manufacturer and performed accordance with the current versions of TPI and NDS design standards. Lumber moisture content shall he 1990 or less at the time of fabrication, unless 4400 Campus Drive No responsibility is assumed for the accuracyy of information provided by by and/or noted otherwise(U.N.O.). COnnecl°r plates shall be manufactured by Eagle Metal Products (ICBO X4420) from 20. 18. or 16 ga ASTM A653 SQ grade 40 sieel. SPAN: 8- 0- 0 - - SU 7 t e A the truss designer. Dimensions shall be verified the manufacturer building designer in fabrication. The building designer shall review with G60 (min.) coating. Plates shall be applied on bath faces of truss at each prior loading and truss configuration to ensure that this design meets or exceeds joint. Plate dimensions are listed width x Icngth. Slots (holes) in plate shall run Newport Beach, C A 92660 minimum loading required by applicable local building codes. Compression parallel to the plate length. Slots in plate shall be oriented as shown on the draw- KEYMARK ENGINEERING (949) 752-1612 chords shall be laterally braced by the roof or floor sheathing. directly bracing be mg. The plate shall be centered on ioun U.N.O. Design assumes that adequate drainage will be. to and adequate anchorage will he 2905 Wilderness Place, STE 202 attached. unless otherwise rated. Ronom chord shall as noted. individual truss only to provided prevent ponding• resist uplift at supports.'rhe seal on this drawing indicates acctppmace (949) 752-5321 Fax X Bracing shown is for lateral support of components buckling length. It is not wind or lateral load bracing or overall provided of professional engineer in responsnbd i(y solely for the truss component dcsi n Boulder, Colorado 80301 reduce building desiggn bnemg which is by others. Refer to 11111-07 (TPI) for shown. The suimbihiy am use of this component for an articular building design 1.1995 Section 2. KEYsma r. t 3.157 SCALE= 11/16 : 1' h econmhended truss Igndling -1 crce ion. IN, not apply Inails lvyo"d is the reslansibihiy of the building designer. per ANSVIITI MBR LEN FORCe MBR LEN FoRcE MBR FORCE Milk FORCE J'1' PLATE HORZ VERT ANG J'T PLATE HOR'L VERT AN,,; LUMBER SOLIJI'10N 1- 2 4.85 -640 4- 5 3.00 61.8 2- 5 141 2- 4 -678 1 3.OX 4.0 6-0 2-0 0 4 1.5X 3:0 4-4 3-8 24 TOP 2X4 DFL -#2 2- 3 3.00 -11 1. 4.85 6IA 2 3.OX 4.0 1.--1.2 3-2 .15 5 1.5X 1.0 3-A 90 TOP PANEL 1- 2 CST= .276 6- 1 1.50 14 reduce buckling length. It is not wind or lateral Ind bracing or overall h rprofessim,al engiicerm reslonsihility snlcly for the truss can,pn„ent desi , building design bracing which is by others. Refer to 11111-97 ('1111) for shown. The suitability and use ol'this compncnt fora ppan icular building t�a ign KEYsmar. t 3 SCALE= ].1/ 16:1' BBT 2X4 DFL -112. rcconnnenda truss handling atxl erection. Do nnl apply Inds Ihcyond is clic rcryxhnsibilitp of Uhc building designer, per ANS I/fPl I-1995 Sectim, 2. .157 BOT PANEL 4- 5 CSI= .151 JT REACT ACT BRG REQ BRG CANT WEB 2X4 DFL -Stud 1P 457. 3.50" 1.50" -1 99.H '- DEPLECTION 1 -36.0 - TOTAL LOAD DEF 0 PANEL 4 = .027" 3R 66. 3.50" 1.50" L/DEF=999 L= 96.0 REC CMBR= .10" 3 -9.0 TOTAL LOAD HOR DEF = .007" 411 294. 3.50" .1.50" - MAX DEF:LL= .011" DL= .020" TL= .027" BRACING NOTE:Brace bottom chord 0 loft OC max 1-6-10R 5-0-0 B-0-0 or provide lateral brace by properly 1-6-01 5-0-0 l 3-0-0 applied rigid ceiling. 3-14 1-8-2 2-5-14 DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN 0/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.7.5 WIND LOAD: 70 MPH DESIGN LOADINGS LOAD CASE 1 TOP LL TOP DL BOT LL BOT DL INC • 20.0 14.0 .0 5.0 1.25 JT DIR LIVE DEAD 5 Vert 60.0 42.0 3 1 LOAD CASE 2 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 3x4/ SECTION DIR LIVE DEAD 1- 3 Norm -16.0 14.0 12 2 6- 1 Norm -35.0 14.0 LOAD CASE 3 d, 3.25 T WIND LOAD: 70 MPH C, I TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 ry ro SECTION DIR LIVE DEAD 1- 3 Norm -10.0. 14.0 - O 6- 1 Norm -10.0 14.0 0 -lo 5-0-0 5-0-0 Gouvis Engineering, CA 4400 Campus Drive Suite - A Newport Beach, CA 92660 (949) 752-1612 (949) 752-5321 `ax 3-0-0 8-0-0 0-0 ' A copy of this desi n shall be furnished to the erection contractor. This weight of erectors until all permanent bracing is in place. Concentration of con- Job ID: 762P3D\JO3_10 Qty 1 design is for an iividuaI building component (a truss). It is based on struction loads greater than the design loads shall not be applied to the trusses ' 1 0-0 ' A copy of this desi n shall be furnished to the erection contractor. This weight of erectors until all permanent bracing is in place. Concentration of con- Job ID: 762P3D\JO3_10 Qty 1 design is for an iividuaI building component (a truss). It is based on struction loads greater than the design loads shall not be applied to the trusses specifications provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. be 19% less fabrication, DATE: 9/12/00 SHEET 1. of 1 , accordance with the current versions of TPI and NDS design standards. No responsibility is assumed for the Recur ac of information pprovided by Dimensions he by the and/or Lumber moisture content shall or at the time of unless noted otherwise(U.N.O.). Connector plates shall he manufactured by Eagle Metal Products (ICRO #4420) from 20. 18, or 16 ga ASTM A653 SQ grade 40 steel SPAN: . 8 - 0- 0 the truss designer. shall veriued manufanurcr building designer to fabrication. The building designer shall review with G60 (min.) coating. Plates shall be applied on both faces of truss at each ., prior Imding and truss configuration to eruure that this design meets or exceeds joint. Plate dimensions arc listed width s length. Slots (holes) in plate shall nm Oil Imding required by applicable local building codes. Compression parallel to the plate length. Slots in plate shall be oriented as shown on the draw- KEYMARK ENGINEERTNG - chords shall he laterally hraccd by the roof or floor sheathing. directly Bottom chord bracing shall he as noted. mg, The plate shall Ix centered on iunu U.N.O. Design assumes that ade( uatc drainage will he to prevent ponding, and adequate anchorage will be 2905 wilderness Place, STE 202 - attached, unless otherwise noted. Rracing shown is for lateral support of individual truss comlements only to provided provided resist uplift at supports. The seal on this drawing indicates acre tact �n 1 Boulder. Colorado 80- O1 reduce buckling length. It is not wind or lateral Ind bracing or overall h rprofessim,al engiicerm reslonsihility snlcly for the truss can,pn„ent desi , building design bracing which is by others. Refer to 11111-97 ('1111) for shown. The suitability and use ol'this compncnt fora ppan icular building t�a ign KEYsmar. t 3 SCALE= ].1/ 16:1' rcconnnenda truss handling atxl erection. Do nnl apply Inds Ihcyond is clic rcryxhnsibilitp of Uhc building designer, per ANS I/fPl I-1995 Sectim, 2. .157 MBR LEN FORCb MBR LEN FORCE MBR FORCE MBR FORCE JT PLATE HORZ VERT ANG JT PLATE HORZ VERT ANG LUMBER SOLUTION 1- 2 •4.85 -640 4- 5 3.00 618 2-- S 141. 2- 4 -678 1. 3.OX 4.0 6-0 2,0 0 4 1..SX 3.0 4-4 3-8 24 TOP 2X4 DFL -42 2- 3 3.00 -14 5- 1 4.85 61.8 2 3.OX 4.0 1.-12 3-2 15 5 1.5X 3.0 3-8 90 TOP PANEL 1.- 2 CSI= .241 6- 1 1.50 1.4 BOT 2X4 DFL -#2 BOT PANEL 4- 5 CSI= .145 JT REACT ACT BRG REQ BRG CANT WEB 2X4 DFL -Stud 1P 457. 3.50" 1.50" 1 99.H - DEFLECTION - 1 -36.0 TOTAL LOAD DEF Ca PANEL 4 = .027" 3R 66. 3.50" 1..50" L/DEF=999 L= 96.0 REC CMBR= .10" 3 -9:U TOTAL LOAD HOR DEF = .007" 4R 294. 3.50" 1.50" MAX DEF:LL= .011" DL= .020" TL= .027" BRACING NOTE:Brace bottom chord @ 10ft OC max 1-6-10R 5-0-0 8-0-0 or provide lateral brace by properly 1_6=01 _ 5-0-0 3-0-0 applied rigid ceiling. I 3-1.4 1-8-2 2-5-14 DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN 0/C REP BEND - PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 WIND LOAD: 70 MPH - DESIGN LOADINGS LOAD CASE 1 TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.25 JT DIR LIVE DEAD i 5 Vert 60.0 42.0 3 j LOAD CASE 2 WIND LOAD: 70 MPH TOP LL TOP DL HOT LL BOT DL INC 20.0 14.0 .0 . 5.0 1.33 3x4/ SECTION DIR, LIVE DEAD - 2 1- 3 Norm. -16.0 1.4.0 6- 1 Norm -35.0 14.0 I12 3.25 V LOAD CASE 3 d a WIND LOAD: 70 MPH m TOP LL TOP DL BOT LL BOT DL INC o - 20.0' 14.0 .0 5.0.1.33 , SECTION DIR LIVE DEAD N ; i 1- 3 Norm -10.0 14.0 6= 1 Norm =10.0 14.0 r 3x4- 1 � T 6 5 1.5x3/ 1. 3\ 0.0 0i0 0 0 5-0-0 3-0-0 5-0-0 8-0-0. , - Goons Engineering CA A copy of this desiggn shall be furnished to the erection contractor. This design is (nr an i dwidual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- structnon loads greater than the design loads shall not be applied to the trusses Job ID: 762P3D\J04 10 Qty ; 7 - specifications provided by the component manufacturer and performed in TPI NDS design at any time. Trusses shall be handled with care prior to erection to avoid damage. Lumber be 19% less fabrication, DATE: 9/12/00 SHEET 1 of 1 -p 4400 Cam U S Drive V e - accordance with the current versions of and standards. No is for the information by moisture content shall or at the time of unless noted otherwise(U.N.O.). Connector shall be manufactured by Eagle Metal responsibility assumed accuracy of provided the truss designer. Dimensions shall be verified by the manufacturer and/or plates Products (ICBG #4420) from 20. 18• or 16 ga ASTM A653 SQ grade 40 steel. SPAN: 8- 0- 0 . Suite A building designer prior in fabrication. The building designer shall review with G60 (min.) coating. Plates shall be app lied on both (aces of truss at each Newport Beach. C A. 92660 loading aml truss configuration to ensure that this design meets or exceeds joint Plate dimensions are listed width x ength. Slots (holes) in plate shall run in (949) 752-1612 minimum loading required by applicable local building codes. Compression chords shall be laterally braced by the roof or floor sheathing. directly parallel t0 the plate length. Slots plate shall he oriented as shown "the draw- mg. l he plate shall be centered on lrn U.N.O. Design assumes that adequate KEYMARK ENGINEERING auached. unless rnherwtse netted. Bovum chord bracing shall he as nmcd. Bracing is for lateral support of individual truss components Holy m draiha c wall be provided m prevent ending. and adequate anchorage will he resist uph(n at snppnns. The seal on this drawing indicates acecpmnec 2905 Wilderness Place, STE 202 , (9IJ 91 752-5321 FdX shown reduce bucklinglength. It is not wind nr lateral load brain or overall F, ¢¢ provided u( r0(essinnal en acerin res msibilit sole" for the truss cont neon deli n p 8. e Y Y Pt' Boulder, Colorado 80301 building design hracmg which is Fry others, Refer ar IIIRA7 (I -PI) for hand"mg Do loads hevond shown.'phe suiubdny an use nflhis component for any rarticular building csig° is "try the building designer, ANSI/I'�1 I-1995 Sect tan 2. KEYsmart 3.157 SCALE= 11/ 16:1' recom endeg truss and erection. not apply the respori"', of per MBR LEN FORCL ' r Mick LEN FOkCE MBR FORCE MSk FORCE JT" PLATE HORZ VERT ANG JT PLATE HORZ VERT ANG LUMBER SOLUTION 1- 2 4.85 -2.53 4- 5 .97 246 2--- 5 78 2- 4 -425 1 3.OX 4.0 6-0 2-U 0 4 1.5X 3.0 2.-0 3-8 59 TOP 2X4 DFL -42 2- 3 .97 -35 5- 1 4.85 246 2 3.OX 4.0 1-12 3-2 15 5 1.5X 3.0 3-8 90 TOP PANEL 1- 2 CSI= 6- 1 1.50 14 .232 BOT 2X4 DFL -H2 JT REACT ACT ERG REQ ERG CANT BOT PANEL 4- 5 CSI= :080 1P 348. 3.50" 1.50" WEB 2X4 DFL -Stud 1 82.H DEFLECTION 1 -47.0 3R -7. 3.50" 1.50"• - TOTALLOAD DEF O PANEL 4 = .012" L/DEF=999 L= 71.7 REC CMBR= .071- 3 -96.0 TOTAL LOAD HOR DEF = 4R 338. 3.50" 1.50" .002" MAX DEF:LL= .003" DL= .012" TL= .012" BRACING 1-6- 5-0-0 5-11-11 NOTE:Brace bottom chord m loft OC max 1-66-0-0 5-0-0 11-11 or provide lateral brace by properly applied rigid ceiling. 3-14 1-8-2 1-11-5 DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN O/C REP BEND - PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 WIND LOAD: 70 MPH DESIGN LOADINGS LOAD CASE 1 TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.25 JT DIR LIVE DEAD 3 I 5 Vert . 19.5 13.6 L WAD CASE 2 r 3x4/ WIND LOAD: 70 MPH 2 TOP LL TOP DL BOT LL BOT DL INC 1 20.0 14.0 .0 5.0 1.33 1 SECTION DIR LIVE DEAD 1- 3 Norm -16.0 14.0 , r12 1 Norm -35.0 14.0 to 3.25 V6- n LOAD CASE 3 WIND LOAD: 70 MPH m TOP LL TOP DL -BOT LL BOT DL INC 20.0 14.0 .0 570 1.33 - SECTION DIR LIVE DEAD r� n 3x4- 1- 3 Norm -10.0 14.0 11 1 6- 1 Norm -10.0 14.0 � r r 1.5x3/ 1. 3\ . 0,0. r 0-0 0-0 y 5-0-0 _ s 11-11 A 5-0-0 5-11-11 - .. 6ouris En ineer in A copy of this desiggn shall be furnished to the erection contractor. -chis design is for an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con• struction loads than the design loads be Job ID: 762P3D\JOS_10 Qty 6 9 g. specifications provided by the component manufacturer and performed in with TPI NDS greater shall not applied to the trusses at an time. Trusses shall be handled with care prior to erection to avoid damage. DATE- 9/12/00 SHEET 1 of 1 4 400 Campus S �r p j V e accordance the current versions of and design standards. No is for Lumber moisture content shall he 199E or less at the time of fabrication, unless Suite A responsibility assumed the aceuracpp of in(ormatinn provided h he truss designer. Dimensions shall be verirled by the manufacturer and/or noted otherwise(U.N.O.). Connector plates shall be manufactured h r_agle Metal Products (ICDO N4420) from 20. Ig, or 16 ASTM A653 SQ 40 SPAN: 5-11-11 building designer prior to fabrication. The building designer shall review ga ggrade steel. with G60 (min.) coating. Plates shall be applied on both faces of truss at each NewDGr t Beach, CA 92660 loading and truss configuration to ensure that this design meets or exceeds joint: Plate dimensions are listed width x lenggth. Slots (holes) in plate shall run minimum loading r jured by applicable local building codes. Compression parallel to the plate length. Slots in plate sha(I be oriented as shown on the draw- KEYMARK ENGINEERING ' (94 9) 752-1612 chords shall be laterally braced by the roo(or floor sheathing. directly attached, unless otherwise noted. Bottom chord bracing shallhe as toted. "" The plate shall be centered on joint U.N.O. Design assumes that adequate drainage be (949) 752-5321 F a X Bracingg shown is for lateral support of individual truss components only to will provided to prevent ponding, and adequate anchorage will be provided resist uplift at supports. The seal on this drawing indicates acceptance 2905 Wilderness P1ac6, STE 202 reAucelnnckling length. It is not wind or lateral goad bracingg or overall building desiggn bracing is by others. Refer to MIR (l -PI) for of professional engineering responsibility solely for the truss componum design "rhe Boulder, Colorado 80301 ' which -97 recoinmenrlefl truss handling and erection. IAi not apply loads hcynnd shown. suitabdiv and use of this component for an yy PParticular building desi n is the responsibility of the building designer. ANSI IrPI 1-1. 5 Section 2. g KEYsmart 3.157 SCALE= 7/8":1' per MBR (,BN FvK,_ Pll•k LKN PVn•:k: h113K I"Ai E, -1.1k Ft, k(a;' JT VI.,A•I'E HQRZ VERT ANG JT PLKIE Ht)RZ VERT AN; LUMBP.R SOLUTION 1- 2 3.83 -I'l i. ) 3.81 .1 1. iX 4 G-❑ 2-1l 0 TO I' -2X4 DF'L-112 4- 1 1.50 14 - TOP PANEL 1- 2 CSI= .194 JT REACT ACT 0" REQ " BOT 2X4 DFL-#2 CANT BOT PANEL 3- 1 CSI= .026 1P 271. 3.50" 1.50" WEB 2X0 1 65.H ' 1 -60.0 DEFLECTION 211 .110. 3.50" 1.50" TOTAL LOAD DEF @ PANEL 2 = .006" 3R 19. 3.50" 1.50" L/DEF=999 L= 47.7 REC CMBR= .05" TOTAL LOAD HOR DEF = .000" MAX DEF:LL= .000" DL= .006" TL= .006" 1-6-1OR 3-11-11 BRACING 1-6-0 3-11,-11 +- - NOTE:Brace bottom chord @ 10ft OC max 3-14 1-4-13 or provide lateral brace by properly applied rigid ceiling. DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN 0/C REP BEND PLATE : EAGLE METAL PRODUCTS-95 PLATE DUR INC=1.25 ` - WIND LOAD: 70 MPH DESIGN LOADINGS o LOAD CASE 1 TOP LL TOP DL BOT LL BOT DL.-INC 20.0 14.0 - .0 5.0 1.25 2 LOAD CASE2 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 T SECTION DIR LIVE DEAD i 1- 2 Norm -16.0. 14:0 12 4- 1 Norm -35.0 14.0 LOAD CASE 3 3.26 - WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 c� I^ 3x4- a SECTION DIR LIVE. DEAD 1 - 1- 2 Norm -10.0 14.0 4- 1 Norm -10.0 14.0 0-0 --0 3-11-11 3-11-11 A copy of this desiggn shall be furnished to the erection contractor. This weight of erectors until all permanent bracing is in place. Concentration of con- Job ID: 762P3D\JO6 10 Qty' 8 6auvis Engineering CA design is for an i dividual building component (a truss). It is based on struction loads greater than the design loads shall not be applied to the trusses - ■ specifications provided by the component manufacturer and performed in at anyy time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 1 of 1 4 400 C 3 mp u 5 Dr 7 V e accordance with the current versions of TPI and NDS design standards. 1_umber moisture content shall be 19% or less at the time of fabrication, unless No responsibility is assumed for the accuracyy of information pprovided by noted otherwise(U.N.OJ. Connector plates shall be manufactured by Eagle Metal SPAN: 3-11-11 Suite A the truss designer. Dimensions shall be verifned by the manu(acmrer anti/nr Products (ICBG #4420) from 20, 18, or 16 gat ASTM A653 SQ grade 40 steel. building designer prior to fabrication. The building designer shall review with G60 (min.) coating. Plates shall be applied on both faces of truss at each - Newport Beach, C A 92660 loading and truss configuration in ensure that this design meets or exceeds joint. Plate dimensions are listed with, x lenggth. Slots (holes) in plate shall run minimum loading reymreA by applicable Inca) building odes. Compression parallel m the plate length. Slots iaplatc shall he oriented as shown on the draw- Y.EYMARK ENGINEERING (9 91 752-1612 chords shall to laterally braced b)' the r rof or O xr sheathing directly mg. The plate shall I c centered nn mint U.N.O. Design assumes that adeysate auachcd, unless rnhenvise noted. Rmmm chord bracing shalt he as noted. drainage w 1, he provided to prevent Ponding, and adequate anchorage will be 2905 Wilderness P1aCe, STE 202 (9�9) 752-5321 F d X Bracing shown is (or lateral support of individual truss components Dols' to provided resist up" . at supports. The seal nn this drawing "'cater acc� 'ie reduce buckling length. It is not wind or lateral load bracin or overall' of professional cng"_ering rexpon "'uy solely fur the truss component design Boulder, Colorado 80301 building design bracing which is by others, Refer m Ilm-9� (TPI) for shoran. The suitability anal use of this coinpnnc a for an yy pparticular building design KEYSmart 3.157 SCALE= 19/16:1' recommended truss. handling and erection. Do trot apply lands beyond is the responsibility of dnc hud"rig designer, per ANSI/fP1 1-1995 Section 2. MBR LEN FOkCr_: Mbk LEN FOkCE MBI< FORt_E M8h PUKCE J1• PLATE HORZ VERT ANG JT PLATE HORZ VERT ANG LUMBER SOLUTION 1- 2 1..83 -'12 3- .l. 1.83 0 - 1. 3X 4 6-0 2-U 0 TOP 2X4 DFL -H2 4- 1 1.50 15 TOP PANEL 4- 1 CSI= .162 + BOT' 2X4 DFL -02 JT REACT ACT BRG REQ ERG CANT BOT PANEL 3- 1 CSI= .004 ip 215. 3.50" 1.50" WEB 2X0 1 50.H 1- -BS.0 DEFLECTION 2R 23. 3.50" 1.50" TOTAL LOAD DEF 0 PANEL 2 = 311 9. 3.50" 1.50" .000" L/DEF=999 L= 23.7 REC CMBR= .02" TOTAL LOAD HOR DEF = .000" MAX DEF:LL= .000" DL= .000" TL= .000" 1-6-IOR 1-6-0 I -II -II I-11.11 - BRACING NOTE:Brace bottom chord @ loft OC max 3-14 ; 10-5 or provide lateral brace by properly applied rigid ceiling. DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN O/C REP BEND r PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 WIND LOAD: 70 MPH DESIGN LOADINGS LOAD CASE 1 TOP LL TOP DL BOT LL BOT DL INC 2 20.0 14.0 .0 5.0 1.25 LOAD CASE 2 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 SECTION DIR LIVE DEAD 1112 1- 2 Norm -16.0 14.0' 3.26 I/ j 4- 1 Norm -35.0 14.0 LOAD CASE 3 d 3x4- 'd^ WIND LOAD:'70 MPH T20.0 l - TOP LL TOP DL BOT LL BOT DL INC 14.0 .0 5.0 1.33 SECTION DIR LIVE DEAD 7 " - - 17 2 Norm -10.0 14.0 - - 4- 1 Norm -10.0 14.0 1 - .4 .. / .. 01 0-7 I -u -u n x. . Wis Engineering CA A copy of this design shall be furnished to the erection contractor. This design is for an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con-"''- struaion loads than the design loads be Job ID:762P3D\J07_10 Qty 9 specifications provided by the component manufacturer and performed in greater shall not applied to the trusses at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 1 of 1 4 400 Cc S Dr 1 V e accordance with the current versions of TPI and NDS design standards. 1 -umber moisture content shall be 19% or less at the time of fabrication, unless No responsibility is assumed for the accuracy of information pmvidcd by the truss designer. Dimensions be verified by noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal _ SPAN: 1-11-11 Suite A shall the manufacturer and/or building designer prior to fabrication. The building designer shall review Products (ICBO #4420) from 20, 18, or 16 ga ASTM A653 SQ grade 40 steel, with G60 (min.) coating. Plaies shall be applied on both faces of truss at each Newport Beach. C A 92660 kvading and truss configuration to ensure that this design meets or exceeds joint. Plate dimensions are listed width x Pength. Slots (holes) in plate shall run (94 9) 752-1612 minimum loading regeoed by applicable local building codes. Compression chords shall Ix laterally breed by the roof or floor xheathing directly parallel m the plate length. Slots in plate shall be oriented as shown on the draw- mg. The plate shall be centered on joint U.N.O. Design assumes that adequate KEYMARK ENGINEERING _ auached. unless otherwise noted. Bottom chord bracing shall he as noted. drainage will he provided to prevent ponding, and adequate anchorage will he 2905 Wilderness Place, STE 202 (9d 9) 752-5321 F a X Bracing shown is for lateral support of individual truss components only to buckling length. provided resist uplift at supports. The seal on this drawing indicates acce mace reduce It is not wind or lateral load bracin or overall building desiggn bracing sehich is by others. Refer to HIB-9� (rp0 for of professional engineering responsibility solely for the truss component design shown. The suitability and use of this component for an � building design Bdulder, Colorado 80301 rrcomrncnde(1 truss hindling and erection. Do not apply loads hcyond pparticular is the responsibility of the building designer. per ANSI/ 1 1.1995 Section 2. KEYsmart 3.157 SCALE= 61 /32:1' MBR LEN FORCE MBR LEN FORCE MBH FORCE MHR FORCE J1• PLATE HORZ VERT ANG JT PLH'1'h.' Hukj, Vinki' rtN+d t Ur1b6k 'POP 2X4 DFL-02. 1- 2 3.70 -7.6 3- 1 3.70 0 1 .3X 4 5-3 2-4 0 POP PANEL 1- 2 CSI= .209 BOT 2X4 DFL-I!2 JT REACT ACT BRG REQ BRG CANT BOT PANEL 3- 1 CSI= .030 1P 144. 3.50" 1.50" WEB 2X0 1, 37..H 2R 112. 3.50" 1.50" DEFLECTION 2 -9.0 TOTAL LOAD DEF 0 PANEL 2 _ .014" `311 32. 3.50" ].50" I./DEF=999 L= 46.2 REC CMBR= .05" TOTAL LOAD HOR DEF = .002" • MAX DEF:LL= .009" DL= .014" TL= .014" 3-10-3 3-10-3 _ BRACING NOTE:Brace bottom chord O loft OC max 4-5 1-4-13 or provide lateral brace by properly applied rigid ceiling. - DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN O/C NO REP BEND ' PLATE : EAGLE METAL PRODUCTS-95 PLATE DUR INC=1.25 ' WIND LOAD: 70 MPH • DESIGN LOADINGS LOAD CASE 1 2 TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.25 LOAD CASE 2 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 SECTION DIR LIVE DEAD . 12 1- 2 Norm -16.0 14.0 LOAD CASE 3 3.25 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 SECTION DIR LIVE DEAD 1- 2 Norm -10.0 14.0 30- ' T d , - o.q 3-10-3 3-10-3 A copy of this design shall be furnished to the erection contractor. This weight of erectors until all permanent bracing is in place. Concentration of con- loads than the design loads shall trot be applied to the trusses Job ID:762P3D\J08_10 Qty 1 Umr is Engineering CA design is for an individual building component (a truss). It is based on and in struction greater at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 1 OE 1 WU specdications provided by the component manufacturer performed with the current versions of TPI and NDS design standards. Lumber moisture content shall be 19% or less at the time of fabrication, unless 4400 CarBDU 5 Drive accordance No responsibility is assumed for the accurac of information provided by noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal #4420) from 20. Ig, or 16 ASTM A653 SQ grade 40 steel. SPAN: 3-10- 3 the truss designer. Dimensions shall he veri&d by die manufacturer and/or Pro(lucts (ICBG ga Plates shall be a of both faces of truss at each SU 1 t e A building designer prior to fabrication. The building designer shall review Inading to ensure that this design meets or exceeds with G60 (min.) coating. plied jnim..Plate dimensions arc fisted width s Pength. Slots (holes) in plate shall run New 0 f t Beach. e h. C n 92660 p aid truss configuration minimum loading required by applicable local building codes. Compression 'parallel to the plate length. Slots inplate shall be oriented as shown on the draw- The shall be centered on point U.N.O. Design assumes that adequate KEYMARK ENGINEERING chords shall be laterally braced by die roof or floor sheathing. directly bracing be noted mg: plate drainage will be provided to prevent ponding, and adequate anchorage will be 2905 Wilderness Place, STE 202 (949).752-1612 attached. unless otherwise noted. Bottom chord shall as Bracin shown is fnr lateral supprtt of individual truss components only u. provided resist uplift at supports. The seal on this drawing indicates acceptance solely for the truss componient est n Boulder, Colorado 80301 (949) 752-5321 r a X reduce buckling length. It is not wind or lateral load bracing or overall nl professional engineering respniisibdi(y -rhe suitability an(I use of this eompnneut for any particular building resign SS/32:1' building design bracing which is by others. Refer to MIB-97 (ITO for loads beyond shown. the responsibility of the building designer.per ANSI /rPI 11995 Seciimh 2. KEYsmart 3.157 .SCALE,= R nronunrnrlr11 uucs handling anal erection. I)o ram apply ----_ --is MBR LEN FORCE MBR LEN FORCE MBR FORCE MBR FORCE JT 'PLATE HORZ VERT ANG JT PLATE HURZ VERT ANG LIJI Idk SOLUTION 2 4.85 -7.54 4- 5 248 2- 5 11.9 2- 4 -482 .1. 3.OX 4.0 5-3 2-4 0 4 1..5X 3.0 1-1.5 3-8 64 TOP 2X4 DFL -112 1- .85 2 3.0X 4.0 1-12 3-2 1.5 _+ I.5X 3.0 3-8 90, TOP PANEL 1- 2 CSI= .275 2- 3 .85 -41. �- 1. 4.85 - 248 BUT 2X4 DFL -42 _ BOT PANEL. 4- S CSI= 088 JT REACT ACT BRG REQ BRIG CANT WEB 2X4 DFL -Stud 1P 227.• 3.50" 1.50" 1 49.H DEFLECTION 311 8. 3.50" 1.50" TOTAL LOAD DEF @ PANEL 9 = .020" 3 -127.0 LDEF=999 LH 70.2 REC 07" 4R 374. 3.50" 1.501, .002 TOTAL LOAD HOR DEF = .002" MAX DEF:LL= .006" DL= .020" TL= .020" 5-0-0 5-10-3 BRACING 5-0-0 10-3 NOTE:Brace bottom chord ® loft OC max or provide lateral brace by properly 4-5 1-8-9 1-11-5 applied rigid ceiling. DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN 0/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 WIND LOAD: 70 MPH DESIGN LOADINGS LOAD CASE 1 TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.25 3 JT DIR LIVE DEAD 3x4/ 5 Vert 17.0 11.9 LOAD CASE 2 2 WIND LOAD: 70 MPH - TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 SECTION DIR LIVE DEAD 12 Narm 16.0 14.0 • 3.25 AD CASE LOAD WIND LOAD: 70 MPH - to TOP LL TOP DL- BOT LL BOT DL INC N 20.0 - 14.0 .0 5.0 1.33 SECTION DIR LIVE DEAD 1- 3 Norm -10.0 14.0 3x4- s 1 T Li 1.5x3/ . x3\ 0-0 Gwis Engineering, CA 4400 Campus Drive Suite A Newport Beach. CA 92660 (949) 752-1612 (9491 752-5321 Fax 050 0;0 5-0-0 1.0-3 5-0-0 5-10-3 A copy of this design shall be furnished to the erection contractor. This weight of erectors until all permanent bracing is in place. Concentration of con- Job ID: 762P3D\J09 10 Qty 1 design is for an individual building component (a truss). It is based on structhon loads greater than the design loads shall not be applied m the trusses specdicatinns provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior m erection to avoid damage. DATE: 9/12/00 SHEET 1 Of 1 accordance with the current versions of TPI and NDS design standards. Lumber moisture content shall be 19% or less at the time of fabrication, unless , No responsibility is assumed for the accurac • of information provided by noted niherwise(U.N.0.). Connector plates shall be manufactured by Eagle Metal SPAN: 5-10- 3 the truss designer. Dimensions shall be veri�ed by the manufacturer antl/or Products (ICBO #4420) from 20, 18, or 16 ga ASPM A653 SQ grade 40 steel . building des igniter prior to fabrication. 'rhe building designer shall review with 060 (min.) coating. plates shall be applied on both faces of truss at each Inading aid truss configuration to ensure that this design meets or exceeds joint. Plate dimensions are listed width x Icn th. Slots (holes) in plate shall run - minimum loading r jnred by applicable local building cedes. Compression parallel to the plate length. Slots in plate shall be oriented as shown on the draw- KEYMARK ENGINEERING chords shall be laterally braced by the roof or Bahr sheathing, directly mg. The plate shall be centered on joint U.N.O. Design assumes that adequate auached, unless otherwise noted. Bounm chord bracing shall lie as noted. drainage will he provided m prevent ponding, and adequane anchorage will Ic 2905 Wilderness Place, STE 202 - Bracinl shoum is for lateral support of individual truss components only m provided resistupb0 at supports. The seal on this drawing indicates acceptance Boulder, Colorado 80301 reduce buckling length. h is no wird or lateral load bracing or overall o(pnhfessiontl engnhecnng resptnhsihiliry solely for the truss compotcm design building desogn hroctng which is by others. Refer in FIIB-97 (rpi) fnr shown. The suitability.1lxxll use of this component for anyy articular building design KF-.Ycma rt 3.157 SCALE= 9/8":l' rerommnende truss handling and erection. Do tot apply heads beyond is the reslnmhsibility of the building dcsigtxr, per ANS17A 1-1995 Section 2. MBR LEN FORCE MBR LEN FORCE MBR FORCE MBR FORCE JT PLATE HORZ VERT ANG JT PLATE HORZ VERT ANG LUMbrR SOLUTION 1- 2 4.85 -903 4- 5 3.00 876 2- 5 306 2- 4 -961 1 3.OX 4.0 6-0 2-0 0 4 1.5X 3.0 4-4 3-8 2.4 TOP 2X4 DFL -112 2- 3 3.00 -13 5- 1 4.85 876 2 3.OX 4.0 1-1.2 3-2 15 5 1.5X 3.0 3-8 90 TOP.PANEL 1.- 2 CS.f= .251 BOT 2X4 DFL -42 JT REACT ACT BRG REQ BRG CANT BOT PANEL 4- 5 CSI= .191 1P 410. 3.50" 1.50" WEB 2X4 DFL -Stud 1 70.14 DEFLECTION 3R 61. 3.50" 1.50" TOTAL LOAD DEF @ PANEL 4 = .036" 3 -S.0 L/DEF=999 L= '96.0 REC CMBR= .10" 4R 414. 3.50" 1.50" TOTAL LOAD HOR DEF = .010" MAXDEF:LL= .017" DL= .025" TL= :036" 5-0-0 8-0-0 BRACING 5-0-0 3-0-0 NOTE:Brace bottom chord 9 loft OC max ` or provide lateral brace by properly 2-5-14 3-14 1-8-2 _ applied rigid ceiling. DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 2.4.0 IN 0/C REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 WIND LOAD: 70 MPH DESIGN LOADINGS LOAD CASE 1 TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.25 JT DIR LIVE DEAD 3 5 Vert 160.0 112.0 LOAD CASE 2 WIND LOAD: 70 MPH _ TOP LL TOP DL BOT LL BOT DL INC 20.0 14'.0 .0 5.0 1:33 3x4/ SECTION DIR LIVE DEAD 12 2 1- 3 Norm -16.0 14.0 LOAD CASE 3 3.25 WIND LOAD: 70 MPH c TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 u ^ SECTION DIR LIVE DEAD ry N 1- 3 Norm -10.0 14.0 3x4- , s 1 , Li . '•. T 1.5x3/ 1. 3\ -0-0 0-0. 5-0-0 3-0-0 5-0-0 8-0-0 A copy Of this design shall be furnished to the erection contractor. This weight of erectors until all permanent bracing is in place. Concentration of con- loads design loads not be applied to the trusses Job ID : 762P3D\J10_10 Qty 6 60Uv �s En Ineer in 9 9 design i (Or an individual building component (a truss). It is based on by and in • struciion greater than the shall at an time. Trusses shall be handled with care prior to erection to avoid damage. DATE : 9/12/00 SHEET 1 of 1 . specifications provided the component manufacturer performed TPI NDS design standards. Lumber moisture content shall be 19% or less at the time of fabrication, unless - 4400 CampUS Drive - accordance with the current versions of and No responsibility is assumed for the accuracy of information provided b' be by and/or noted wherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (ICBG #4420) from 20• 18, or 16 ga ASTM A653 SQ grade 40 steel, SPAN: 8- 0- 0 Suite A the truss designer. Dimensions shall verified the manufacturer building designer prior m fabrication. The building designer shall review with G60 (min.) coating. Plates shall be applied on both faces of truss at each Plate dimensions nsted width length. Slots (holes) in shall run Ne W 0 f t Beach, e h, C A 92660 Q loading a d truss configuration to ensure that this design meets or exceeds minimum loading required by applicable local building Gales. Compression joint. arc n plate parallel tolhe plate length. Slots inplate shall be oriented as slmwn on the draw- KEYMARK ENGINEERING _ (949) 752- 1612 chords shall be laterally braced by the roof Or Oa,r sheathing directly auachcd, unless ahenvtsc rated. Bottom chord bracing shall lu as noted. g. nag. The plate shall be centered nn lomt U.N:O. Design assumes chat adognate drain_c wdl be rovided to revcm Odi0, and ode nate muhora.c will le g P. P po 8 9. R 2905 Wilderness Place, STE 202 (949) 752-5321 Fax Bracing shown is for lateral Support Of individual Miss components Only In reducc buckling Icngd,. II is not wind or lateral Ind bracingg or overall provided resist uph0 at wppons. 'roc real m, this drawing indicates acctlI,tancc of prOfessiona, engineering resp,nnsibility solely for the truss rnmpment iltsign Boulder, Colorado 80301• - - huildine dcsi�n bracing which is by Others. Refer tO IIIB-97 (fPl) for shown. 'I he suitability and use of this comm I for any pacicular building design KEYsmart 3.157 - SCALE= 13/16:1' - rer.,,n4icnde( Criss handling and erecrnn. Do iv,i apply hada heyn is the rc"ns."'y of the building designer, per ANSI/TPI I-1995 Section ?. _ r MBR LEN FORCE, MHk. LEN FORCE MBR FORCE, MrsR FORCE JT PLATE HORZ VeRT ANG JT PLATE HORZ VERT rsNG 1- 2 1.83 -9 3- 1 1.83 0 1 3X 4 6-0 2-0 0 JT REACT ACT BRIG REQ BRG CANT 1P 71. 3.50" 1.5011• 1 18.H 211 62. 3.50" 1.50" 2 -6.0 3R' 9. 3.50" 1:50" Gwis Engineering, CA 4400 Camous Drive Suite A Newport Beach. CA 92660 (949) 752-1612 (949) 752-5321 Fax LUMb8R SOLUTION TOP 2X4 DFL -42 TOP PANEL 3.- 2 CSI= .047 BOT 2X4 DFL -q2 BOT PANEL 3- 1 CSI= .005 WEB 2X0 DEFLECTION TOTAL LOAD DEF @ PANEL '2 = .000" L/DEF=999 L= 23.7 REC CMBR= .02" TOTAL LOAD HOR DEF = ..000" MAX DEF:LL= .000" DL= .000" TL= .000" BRACING NOTE:Brace bottom chord @ 10ft OC max or provide lateral brace by properly applied rigid ceiling. DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN 0/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 WIND LOAD: 70 MPH DESIGN LOADINGS' LOAD CASE 1 TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.25 LOAD CASE 2 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 SECTION DIR LIVE DEAD 1- 2 Norm -16.0 14.0 LOAD CASE 3 ' WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 , SECTION DIR_ LIVE DEAD 1- 2 Norm -10.0 14.0 0 f r A copy of this desi n shall be furnished to the erection contractor. This weight of erectors until all permanent bracing is in place. Concentration of con- Job ID: 762P3D\J31 10 Qty 1 design is for an individual building component (a truss). It is based on %truction loads greater than the design loads shall not be applied to the trusses - specifications provided by the component manufacturer and performed in at any time. Trusses shall be handled withcareprior to erection to avoid damage. DATE: 9/12/00 SHEET 1 of 1. - accordance with the current versions of TPI and NDS design standards. No responsibility is assumed for the accuracy of information provided by the truss designer. Dimensions shall he verified by the manufacturer anAlor I -II -II I -II -II III -5 3.14 with G60 (min.) coating. Plates shall be a plied on both faces of truss at each loading and truss configuration to ensure that this design meets or exceeds loading by local building codes. Compression inint. Plate dimensions are listed width x length. Slots (holes) in plate shall run to the length. Slots in shall he oriented as shown on the draw- 12 - 2 3.25 a_ • 3x4- _ • provided resist uplift at supports. The seal on this drawing indicates acceptance l iiy for truss Boulder,Colorado 80301 Gwis Engineering, CA 4400 Camous Drive Suite A Newport Beach. CA 92660 (949) 752-1612 (949) 752-5321 Fax LUMb8R SOLUTION TOP 2X4 DFL -42 TOP PANEL 3.- 2 CSI= .047 BOT 2X4 DFL -q2 BOT PANEL 3- 1 CSI= .005 WEB 2X0 DEFLECTION TOTAL LOAD DEF @ PANEL '2 = .000" L/DEF=999 L= 23.7 REC CMBR= .02" TOTAL LOAD HOR DEF = ..000" MAX DEF:LL= .000" DL= .000" TL= .000" BRACING NOTE:Brace bottom chord @ 10ft OC max or provide lateral brace by properly applied rigid ceiling. DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN 0/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 WIND LOAD: 70 MPH DESIGN LOADINGS' LOAD CASE 1 TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.25 LOAD CASE 2 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 SECTION DIR LIVE DEAD 1- 2 Norm -16.0 14.0 LOAD CASE 3 ' WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 , SECTION DIR_ LIVE DEAD 1- 2 Norm -10.0 14.0 0 f r A copy of this desi n shall be furnished to the erection contractor. This weight of erectors until all permanent bracing is in place. Concentration of con- Job ID: 762P3D\J31 10 Qty 1 design is for an individual building component (a truss). It is based on %truction loads greater than the design loads shall not be applied to the trusses - specifications provided by the component manufacturer and performed in at any time. Trusses shall be handled withcareprior to erection to avoid damage. DATE: 9/12/00 SHEET 1 of 1. - accordance with the current versions of TPI and NDS design standards. No responsibility is assumed for the accuracy of information provided by the truss designer. Dimensions shall he verified by the manufacturer anAlor Lunt r mo sture content shall be 194E or ess at rhe i me o abncat on. on ess noted otherwise(U.N.O.). Connector plates shall be manufactured h Eagle Metal Prrducts (ICBG /!4420) from 20. 18, or 16 a ASTM A653 SQ grade 40 steel. SPAN: 1-11-11 building designer prior to fabrication. The building designer shall review with G60 (min.) coating. Plates shall be a plied on both faces of truss at each loading and truss configuration to ensure that this design meets or exceeds loading by local building codes. Compression inint. Plate dimensions are listed width x length. Slots (holes) in plate shall run to the length. Slots in shall he oriented as shown on the draw- ' minimum required applicable cbords shall be laicrally braced by the roof or floor sheathing, directly attached. unless otherwise noted. Bottom chord bracing shall he as noted. parallel plate plate ung. file plate shall be centered on joint U.N.O. Design assumes that adequate drainage will be provided to prevent ponding• and adequate anchorage will he KEYMARK ENGINEERING - - 2905 Wilderness Place, STE 202 Bracing shown is for lateral support of individual truss components only to buckling length. h is lateral load bracing provided resist uplift at supports. The seal on this drawing indicates acceptance l iiy for truss Boulder,Colorado 80301 reducenot wind or m overall building design bracing is by Refer to 1116-9 (TPI) for of professional engineering respons obi solely the component esin shown. The suitability and this component for any building design which ethers. handling Do apply loads beyond use of particular is the responsibility of rhe building designer. ANSI/r I I-1995 Section 2. KF,Ysmart 3.157 SCALE= 107/3:1' recommended truss and erection. mi per 3 -II -II 3 -II -11 3.14 L/DEF=999 L= 47.7 REC CMBR= OS TOTAL LOAD HOR DEF = .000" MAX DEF:LL= .000" DL= .006" TL= .006" BRACING 14-13 NOTE:Brace bottom chord m loft OC max or provide lateral brace by properly applied rigid ceiling. DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN O/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 WIND LOAD: 70 MPH DESIGN LOADINGS LOAD CASE 1 TOP LL TOP DL BOT LL BOT DL INC 2 20.0 14.0 .0 5.0 1.25 L,oAD CASE 2 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 SECTION DIR, LIVE DEAD 1- 2. Norm -16.0 14.0 LOAD CASE 3 WIND LOAD' 70 MPH TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 SECTION DIR LIVE DEAD 1- 2 Norm -10.0 '14.0 Wis Engineering, CA 4400 Campus Dive Suite A Newport Beach. CA 92660 (949) 752-1612 (949) 752-5321 Fax a . 0'0 3 -II -II .•t` ". A copy of this design shall be furnished to the erection contractor. This weight of erectors until all permanent bracing is in place. Concentratinn of con- Job ID: 762P3D\J12_10 Qty 1 design is for an individual building component (a truss). It is based on struction loads greater than the design loads shall not be applied to the trusses - - specifications provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 1 of 1 accordance with the current versions ofTP] and NDS design standards. Lumber moisture content shall be 19% or less at the time of fabrication, unless No responsibility is assumed for the accuracy of information provided by noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal SPAN: 3-11-11 the truss designer. Dimensions shall be verified by the manufacturer and/or Products (ICBO #4420) from 20, 18, or 16 ga ASTM A653 SQ grade 40 steel. building designer prior to fabrication. The building designer shall review with G60 (min.) coating. Plates shall be applied on both faces of truss at each Idading aril truss configuration to ensure that this design meets or exceeds joint. Plate dimensions are listed width x length. Slots (holes) in plate shall run in mum loading regwred by applicable local building codes. Co on parallel to the plate length. Slots in plate shall be oriented as shown on the draw- KEYMARK ENGINEERING ' chords shall be laterally braced by the roof or floor sheathing directly mg. The plate shall be centered on )mm U.N.O. Design assumes that adequate attached. unless otherwise noted. Bottom chord bracing shall he as noted. drama a will be provided to prevent ponding, and adequate anchorage will be 2905 Wilderness Place, STE 202 Ilracine shown is for lateral support of individual truss components only to provided resist up1i0 at supports. The seal on this draw,, indicates acre taiu'e Boulder, Colorado 80301 reducebuckling length. It is not wind or lateral load bracing or overall or prorexxinn:hl en,iteenn responsibility solely for the truss component Sesign building desiggn bracing whhch is by others. Refer to IIIB-97 (TPI) for shown. The sun.'811 ty and use o(this component for any particular building design recnnunende(I cuss handling and erection. Do not apply loads beyond is the re'Ponsihility of the huilding designer. per ANSIR'PI I-1995 Sect inn ?. KEYSma rt 3.157 SCALE= 53 /32:1' MBR LEN FORCE MBR LEN FORCE MBR FORCE MBk FORCE J'1' PLATE HORZ VERT ANG J'1' PLrt'E HORZ VEkT ANG LUMbek SOL1.1'1.1oN 1- 2 3.83 -18 3- 1 0 I. 3X 4 r,-0 2-0 o TOP 2X4 DFL-if2 •3.83 " TOP PANEL 1- 2 CSI= .223 JT REACT ACT SRO REQ BRG CANT BOT 2X4 DFL -H2 1P 149. 3.50" 1.50" BOT PANEL 3- 1 CSI= .030 1 35.H WEB 2X0 2R 130- 3.50" 1.50" a 2 -13.0 - DEFLECTION 311 19. 3.50" ]..50" TOTAL LOAD DEF @ PANEL 2 = .006" 11 3 -II -II 3 -II -11 3.14 L/DEF=999 L= 47.7 REC CMBR= OS TOTAL LOAD HOR DEF = .000" MAX DEF:LL= .000" DL= .006" TL= .006" BRACING 14-13 NOTE:Brace bottom chord m loft OC max or provide lateral brace by properly applied rigid ceiling. DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN O/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 WIND LOAD: 70 MPH DESIGN LOADINGS LOAD CASE 1 TOP LL TOP DL BOT LL BOT DL INC 2 20.0 14.0 .0 5.0 1.25 L,oAD CASE 2 WIND LOAD: 70 MPH TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 SECTION DIR, LIVE DEAD 1- 2. Norm -16.0 14.0 LOAD CASE 3 WIND LOAD' 70 MPH TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 SECTION DIR LIVE DEAD 1- 2 Norm -10.0 '14.0 Wis Engineering, CA 4400 Campus Dive Suite A Newport Beach. CA 92660 (949) 752-1612 (949) 752-5321 Fax a . 0'0 3 -II -II .•t` ". A copy of this design shall be furnished to the erection contractor. This weight of erectors until all permanent bracing is in place. Concentratinn of con- Job ID: 762P3D\J12_10 Qty 1 design is for an individual building component (a truss). It is based on struction loads greater than the design loads shall not be applied to the trusses - - specifications provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 1 of 1 accordance with the current versions ofTP] and NDS design standards. Lumber moisture content shall be 19% or less at the time of fabrication, unless No responsibility is assumed for the accuracy of information provided by noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal SPAN: 3-11-11 the truss designer. Dimensions shall be verified by the manufacturer and/or Products (ICBO #4420) from 20, 18, or 16 ga ASTM A653 SQ grade 40 steel. building designer prior to fabrication. The building designer shall review with G60 (min.) coating. Plates shall be applied on both faces of truss at each Idading aril truss configuration to ensure that this design meets or exceeds joint. Plate dimensions are listed width x length. Slots (holes) in plate shall run in mum loading regwred by applicable local building codes. Co on parallel to the plate length. Slots in plate shall be oriented as shown on the draw- KEYMARK ENGINEERING ' chords shall be laterally braced by the roof or floor sheathing directly mg. The plate shall be centered on )mm U.N.O. Design assumes that adequate attached. unless otherwise noted. Bottom chord bracing shall he as noted. drama a will be provided to prevent ponding, and adequate anchorage will be 2905 Wilderness Place, STE 202 Ilracine shown is for lateral support of individual truss components only to provided resist up1i0 at supports. The seal on this draw,, indicates acre taiu'e Boulder, Colorado 80301 reducebuckling length. It is not wind or lateral load bracing or overall or prorexxinn:hl en,iteenn responsibility solely for the truss component Sesign building desiggn bracing whhch is by others. Refer to IIIB-97 (TPI) for shown. The sun.'811 ty and use o(this component for any particular building design recnnunende(I cuss handling and erection. Do not apply loads beyond is the re'Ponsihility of the huilding designer. per ANSIR'PI I-1995 Sect inn ?. KEYSma rt 3.157 SCALE= 53 /32:1' MBR LEN FORCE MBR LEN FORCE MBR FORCE MBR FORCE JT PLATE HORZ VERT ANG JT PLATE HORZ VERT ANG LUMBER SOLUTION 1- 2 4.85 -279 4- 5 .97 277 2- 5 7'7 2- 4 478 1 3.0X 4.0 6-0 2-0 0 4 1.5X 3.0 2.-0 3-9 59 TOP 2X4 DPL -N2 2- 3 .97 -44 5- 1 4.85 277 2 3.OX 4.0 1-12 3-2 15 5 1.5X 3.0 - 3-8 90 TOP PANEL 1- 2 CSI= .268 BOT 2X4 DFL -42 JT REACT ACT BRG REQ BRG CANT BOT PANEL 4- 5 CSI= .091 1P 233. 3.50" 1.50" - WEB 2X4 DFL -Stud 1 53.14 3R 13. 3.50" 1.50" DEFLECTION 3 -128.0 'TOTAL LOAD DEF 0 PANEL 4 = .013" 4R 382. 3.50" 1.50" L/DEF=999 L= 71.7 REC CMBR= .07" 4 -3.0 TOTAL LOAD HOR DEF = .002" MAX DEF:LL= .002" DL= .012" TL= .013" BRACING 5-0-0 5-11-11 NOTE:Brace bottom chord @ 10ft OC max 5-0-0 I 11-11 or provide lateral brace by properly 3-14 1-8-2 1-11-5 applied rigid ceiling. DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN O/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 PLATE DUR INC=1.25 WIND LOAD: 70 MPH DESIGN LOADINGS LOAD CASE 1 TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.25 JT DIR LIVE DEAD 3 5 Vert - 19.5 13.6 3x4/ LOAD CASE 2 WIND LOAD: 70 MPH 2 TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 SECTION DIR LIVE DEAD 12 1- 3 Norm -16.0 14.0 3.25 LOAD CASE 3 WIND LOAD: 70 MPH - TOP LL TOP DL BOT LL BOT DL INC u 20.0 14.0 .0 5.0 1.33 SECTION DIR LIVE DEAD `° 1- 3 Norm -.10.0 14:0 0-0 5-0-0 5-0-0 0-0 0-0 11-11 5-11-11 hour is Engineering CA 4 400 Campus �r ] V Q SU 1 t 2 A Newport. Beach. CA 9?660 (9491 % 52 6 ] 2 (949) % J�' J 32 j { a X A copy of this de_stn shall be furnished to the erection contractor. This design is far ani""'vidual building component (a truss). h is based on specifications provided by the component manufacturer and performed in accordance with the current versions of TPI and NDS design standards. No respomibility is assumed for the accuracy of information provided b� the truss designer. Dimensions shall be verified by the manufacturer an for building designer prior to fabrication. The building designer shall review loading and truss configuration to ensure that this design meets or exceeds minimum loading rc�uired by applicable meal building codes. Compression chords shall be latera 1y braced by the roof or floor sheathing directly attached. unless otherwise noted. Bottom chord bracing shall Ix as rated. Bracing shown is far lateral support of individual truss components only to reduce ur.Aling length. It is not wmtl or lateral Imd bracingg or overall - building design bracing which is by others. Refer to lIIB-97 (m) for recnmmcodr-d truss handling and creciion. D o int apply loads heyoml weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses at any time. Trusses shall be handled with care prior to erection to avoid damage. Lumber moisture content shall be 19% or less at the time of fabrication, unless rated otherwise(U.N.OJ. Connector plates shall be manufactured by Eagle Metal Products (ICBO #4420) frmn 20. Ig, or 16 ga ASTM A653 SQ grade 40 steel. with G60 (min.) coating. Plates shall be applied on both (aces of truss at each joint. Plate dimensions are listed width x length. Slots (holes) in plate shall run parallel to the plate length. Slots inplate shall be oriented as shown on the draw- mg. The plate shall he centered on joint U.N.O. Design assumes that adequate drainage will be provided to prevcm pttttdmg, and adequate anchorage will be provided resist uplift f� at supports. The seal on this drawag indicates acccptatae o! professional cngiiaenng responsibility solely for the true component t esi�n shown. The suitability a use of this component for any particular building (esign is the responsibility of the budding designer. per ANSIII-PI 1.1995 Section 2. Job ID: 762P3D\J13. 10 Qty 1 i - DATE: 9/12/00 SHEET 1 of 1 SPAN: 5-11-11 KEYMARK ENGINEERING 2905 Wilderness Place , STE 202 gOu lder , COlorad0 80301 KEYsmart 3 .157 SCALE= 35/32:1' MBR LEN FORCE MBR LEN FORCE MBR FORCE MBP. FORCE JT PLATE HORZ VERT ANG JT PLATE HOR'L VERT ANG LUMBER S0LUT1ON 1- 2 4.85 -206 4- 5 .67 201. 2- 5 74 2- 4 -461. 1 3.OX 4.0 6-0 2-0 0 4 4.OX 4.0 3-1.3 4-1.3 70 TOP 2X4 DFL -112 2-.3 .67 -54 5- 1. 4.85 201 2 3.OX 4.0 1-12 3-2 15 - 5 1.5X 3.0 3-8 90 TOP PANEL 1- 2 CSI= .266 6- 1 1.50 14 BOT 2X4 DFL -02 BOT PANEL 4- 5 CSI= .078 JT REACT ACT BRG REQ BRG CANT WEB 2X4 DFL -Stud 1P 334. 3.50" 1.50" o 1 BO.H DEPLECTION 1 -49.0 - TOTAL, LOAD DEF 0 PANEL 4 = .012" 3R -7. 3.50" 1.50" L/DEF=999 L= 68.0 REC CMBR= .07" 3 -176.0 TOTAL LOAD HOR DEF = -.002" 4R 397. 3.50" 1.50" - MAX'DEF:LL= .004" DL= .011" TL= .012" BRACING NOTE:Brace bottom chord 0 loft OC max 1--6-10R 5-0-0 5-8-0 or provide lateral brace by properly 1-6-0 5-0-0 8-0 applied rigid ceiling. - 3-14 1-8-2 1-10-5 DESIGN CRITERIA - ANSI/TPI 1-1995 SPACING 24.0 IN 0/C NO REP BEND PLATE : EAGLE METAL PRODUCTS -95 r PLATE DUR INC=1.25 WIND LOAD: 70 MPH DESIGN LOADINGS LOAD CASE 1 TOP LL TOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.25 JT DIR LIVE DEAD ( 5 vert 13.3 9.3 3x4/ 3 1 LOAD CASE 2 2 WIND LOAD: 70 MPH " TOP LL TOP DL BOT LL BOT DL INC T 20.0 14.0 .0 5.0 1.33 I SECTION .DIR LIVE DEAD .. 1- 3 Norm -16.0 14.0 12 6- 1 Norm .35.0 14.0 in 3.25 _ inLOAD CASE 3 - - o •-�� TOP LL DOTOP DL BOT LL BOT DL INC 20.0 14.0 .0 5.0 1.33 ro a * SECTION DIR LIVE DEAD ro n 3x4- -_' 1- 3 Norm -10.0 14.0 - 6- 1 Norm -10.0 14.0 Ll 5 1.5x3/ 4 4\ r 0 0 0-o 0-0 5-0-0 8-0 5-0-0 5-8-0 /�� A copy of this design shall be furnished to the erection contractor. This weight of erectnrs until all permanent bracing is in place. Concentration of con- Job ID: 762P3D\J14_10 Qty 1 6ouris Engineering, CA design is for an individual building component (a truss). h is based on struction loads greater than the design loads shall not be applied to the trusses s cifcaunns rovided h the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SLEET 1 of 1 accordance wish the current versions of TPI and NDS design standards. Lumber moisture content shall he 19% or less at the time of fabrication. unless 4400 CampUS Drive No responsibility is assumed for the accuracyy of information provided h noted othcrwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal SPAN: 5- 8- 0 the truss designer. Dimensions shall he verifcd by the manufacturer and/or Products (1000 #4420) from 20. 18, or 16 ga ASPM A653 SQ grade 40 steel. - SU 1 t e A - building designer prior a fabrication. The building designer shall review with G60 (min.) coating. Plates shall be applied on both faces n truss at each Ne W Of t Beach. e h. C A ]2660 loading and truss configuration to ensure that this design meets or exceeds joint. Plate dimensions are listed width x Pength. Slots (holes) in plate shall run p minimum loading required by applicable local building codes. Compression parallel to the plate length. Slots in plate shall be oriented as shown on the draw- KEYMARK ENGINEERING chords shall be laterally braced by the roof or floor sheathing. directly mg. The plate shall be centered on lotm U.N.O. Design assumes that adequate (949) 752-1612 auathcd. unless otherwise noted. Bottom chord bracing xhall he as urned. draituge will be provided m prevent potuling, and adequate anchorage will he 2905 Wilderness P1aCe, STE 202 (949) 752 5321 Fax a K Bracing shosrn is for lateral support of individual truss components only to provided resixt uphfl at supports. l'he seal on 'is drawing indicates acceptance Boulder, Colorado 80301 reduce buckling length. It is not a•trd or lateral load bracing or overall of professiotal engineenng respet." ity solely for the truss com"-nt design building desi�n bracing which is by others. Refer to 11114-97(TPI) for shown. The 5uilabdny aidd use of this component for an� particular building design KEYsmart 3.1S7 SCALE= 29/32:1' rec.nnmendet truss hurdling and erection. Do not apply loads beyond. is the re'fin ibil it, of the building designer. per ANSI T I I-1995 Sectimi 2. r•, 1.6-1.011 1-6-01 13-10-0 314 4-0 13 0-0 Wis Engineering, CA 4400 Campus Drive Suite A Newport Beach, CA 92660 (949) 752-16.12 (949) 752-5321 Fax 3x5 LUMBER SOLUTION TOP 2X4 SP -02 BOT 2X4, SP -42 BLK 2X4 SP -SS N D - BLK SPACING 24.0 IN 0/C GABLE PLATES PLATE : EAGLE METAL PRODUCTS -95 Heel/Splice 4-0x6-0 Blocks 3-0x5-0 Pitch Break.5-0x5-0 Note: This design assumes that the bottom chord is supported vertically continuously along its length, and that both the top and bottom chords are supported laterally. All members shown on this drawing are .prescribed by the user and must be manually reviewed to ensure their ability to resist all. applied loads. vertical blocks may require lateral support(s) to resist applied wind loading. 0-0 -"s 3x5 . - 13-10-0 13-10-0 0-0 Wis Engineering, CA 4400 Campus Drive Suite A Newport Beach, CA 92660 (949) 752-16.12 (949) 752-5321 Fax 3x5 LUMBER SOLUTION TOP 2X4 SP -02 BOT 2X4, SP -42 BLK 2X4 SP -SS N D - BLK SPACING 24.0 IN 0/C GABLE PLATES PLATE : EAGLE METAL PRODUCTS -95 Heel/Splice 4-0x6-0 Blocks 3-0x5-0 Pitch Break.5-0x5-0 Note: This design assumes that the bottom chord is supported vertically continuously along its length, and that both the top and bottom chords are supported laterally. All members shown on this drawing are .prescribed by the user and must be manually reviewed to ensure their ability to resist all. applied loads. vertical blocks may require lateral support(s) to resist applied wind loading. 0-0 -"s - . - 13-10-0 13-10-0 ct A copy of this desi n shall be furnished to the erection contractor. This is for weight of erectors until all permanent bracing is in place. Concentration of ton- Job ID: 762P3D\LO1 10 Qty 1 ' design an individual building component (a truss). It is based on strucuon loads greater than the design loads shall not be applied to the trusses specifications provided by the component manufacturer and performed in accordance with the NDS design at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 1 of 1 current versions of'rPI and standards. No responsibility is assumed for the accuracy of information pprovided by the truss designer. Dimensions shall be verified by the manufacturer and/or Lumber moisture content shall be 19% or less at the time of fabrication, unless noted otherwise(U.N.O.). Connector plates shall be manufactured by Cagle Metal Products (ICBG #4420) from 20, 18• or 16 ga ASTM A653 SQ 40 steel, SPAN: 13-10- 0 - building designer prior to fabrication. The building designer shall review grade with G60 (min.) coming.. Plates shall be applied on both faces of truss at each loading and truss configuration to ensure that this design meets or exceeds int nt. Plate dimensions are listed width z Pength. Slots (holes) in plate shall run 'parallel minimum loading reyuved by applicable local building codes. Compression chords shall be laterally braced by the or Door directly to the plate length. Slots in plate shall be oriented as shown on the draw- "rhe KEYMARK ENGINEERING roof sheathing attached. unless othcnvise noted. Bottom chord bracing shallbe as noted. mg. plate shall be centered un lotto U.N.O. Design asthat adequate drainage will be to be Bracin' shown is for lateral support of individual truss rnmpmnems only to provided prevent ponding, and adequate anxhorage will provided resist uplift at supports. The seal on this drawing indicates accepm c 2905 Wilderness Place, STE 202 reduce buckling length. It is not wind ur lateral load bracinR or overall huilding design hracmg is by Refer IIIB-97 of professional crameenng respnnsibil ity solely for the truss component design Boulder, Colorado 80301 which others. to (ITT) for reCPltt illC rrllCfg inrxs handling and erection. TM nor apply Innds I,cyonJ shown. The suitability and use "f "uscamponem fnr any articular buil Jing design is the respnnsihility of the huilding designer, per ANSIlI'KI 11995 Seaton 2. KEYsmart 3 . 1.57 SCALE= 13/32:1' 7-10-8 7-10-8 2-5-14 r 4-5 LUMBER SOLUTION TOP 2X4 SP -42 BOT 2X4 SP -#2 BLK 2X4 SP -SS N D BLK SPACING 24.0 IN O/C GABLE PLATES PLATE : EAGLE METAL PRODUCTS -95 Heel/Splice 4-0x6-0 Blocks 3-0x5-0 Pitch Break 5-0x5-0 Note: This design assumes that the bottom chord is supported vertically continuously along its length, and that both the top and bottom chords are supported laterally. All members shown on this drawing are prescribed by the user and must be manually reviewed to ensure their abilit to resist 3x5 y all applied loads. vertical blocks may require lateral support(s) to resist N 3x5 12 Q3.25 applied wind loading. _ Ln I N .. 3x5 3x5 is 0----------- --- - -- __ 0;0, 7-10-8 hour is Engineerin g A copy of this design shall be furnished to the erection contractor. This design is for an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses Job ID:762P3D\LO2 10 Qty 1 spectficatioms provided by the component manufacturer and performed in at any time. Teases shall be handled with care prior to erection to avoid damage. DATE : 9/12/00 SHEET 1 of 1 4 400 Campus S Drive P accordance with the current versions of TPI and NDS design standards. No is for information Lumber moisture content shall be 19% or less at the time of fabrication, unless • - ' responsibility assumed the accuracy of rovided byy the truss designer. Dimensions shall he verified by the manufacturer and/or noted mherwise(U.N.O.). Connector plates shall be manufactured h Eagle Metal Products (ICBO #4420) from 20. 18, or 16 ASTM A653 SQ 40 SPAN: 7-10- 8 Suite A building designer prior to fabrication. The budding designer shall review ga grade steel. with G60 (min.) coating. Plates shall be applied on both faces of truss at each ' Newport. loading and truss configuration to ensure that this design meets or exceeds joint. plate dimensions are listed width x length. Slots (holes) in shall run Beach, C A 92660 mini loading required by applicable local building codes. Compressinn - plate parallel to the plate length. Slots inplate shall be oriented as shown on the draw- (9,19) 752 - 1512 ;i chords shall be laterallybraced by the roof or. Boor sheathing. directly mg. The plate shall be centered on joint U.N.O. Design assumes that adequate KEYMARK ENGINEERING anached. unless otherwise noted. Bonn chord bracing still] be as noted. drainage will be provided m prevent pending, andadcgnnte anchorage will he 2905 wilderness Pl.a Ce, CTE 202 (949) r `J2' J �2 1 Fax X Bracing .shown is for lateral support of individual truss conponcnts only to reduce huckting length. It is ml wind o lateral load bracing or overall provided resist uplift at supports. The sea] one this drawing indicates acre Hance of professional engineering responsibility solely for the truss econponem �esngn Boulder,Colorado 80301 building desiggn hracmg which is by others. Refer to HIB -97 (111) forshoss•n.'fhe recomnnendnl truss handling and erection. Do not apply loads beyond swtabdny ands use of dots component for anyy PParticular building design is the responsibility of the building designer, ANSIlTP1 1-1995 Section 2. KEYsma rt 3 .157 SCALE= 13/16:1' per 7-10-8 7-10-8 4-5 2-5-14 1 T 3x5 3x5 LUMBER SOLUTION TOP 2X4 SP -H2 BOT 2X4 SP -82 BLK 2X4 SP -SS N D BLK SPACING 24.0 IN 0/C GABLE PLATES PLATE : EAGLE METAL PRODUCTS -95 Heel/Splice 4-0x6-0 Blocks 3-0x5-0 Pitch Break 5-0x5-0 Note: This design assumes that the bottom chord is supported vertically continuously along its length, and that both the top and bottom chords are supported laterally. All members shown on this drawing are prescribed by the user and must be manually reviewed to ensure their ability to resist all applied loads. Vertical blocks may require lateral support(s) to resist applied wind loading.. 0-'0 0 0 }; 7-10-8 7-10-8 6ouvis Engineering CA A copy of this design shall be furnished to the erection contractor. This design is for an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses Job ID:762P3D\L03 10 Qty 1 — - ■ specifications provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 1 of 1 4 400 C arnpu S Or 7 v eaccordance with the current versions of TPI and NDS design standards. Lumber moisture content shall be 19% or less at the time of fabrication, unless _ - Noresponsibility is assumed for the accuracy of information provided by he truss designer. Dimensions shall be verified by the manufacturer and/or toted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (IC00 84420) from 20. Ig, or 16 a ASTM A653 SQ 40 steel, SPAN: 7-10- 8 Suite A building designer to fabrication. The building designer shall review grade with G60 (min.) caving. Plates shall he applied on both faces of truss at each prior Inad'ng a d truss configuration to ensure that this design meets or exceeds joint. Plate dimensions are listed width x length. Slots (holes) in plate shall run Ne W 0 f t Beach. e h. C A 92660 p minimum loading rewired by applicable local building codes. Compression parallel to the plate length. Slots inplate shall he oriented as shown on the draw- KEYMARK ENGINEERING 752- chords shau be latera Iv braced by the roof or floor sheathing directly mg. The plate shall be centered on boon U.N.O. Design assumes that adequate (949) 1612 anached, unless rnhenvise toted. Bottom chord bracing shall be as totted. drainage u•dl M provided to prevent pon[ling, and adequate anchorage will he 2905 Wilderness Place, STE 202 (949) 752-5321 Fax nracin shoran is for lateral support of individual truss components only to reduce tickling length. h is not a•uul or lateral load bracing or overall provided resist uplift at supports. The, seal on this drawing indicates acce tante of professional engineering responsibility solely for the truss component esign S Boulder,Colorado 80301 building design bracing which is by others. Refer to IIIO-97 (TPI) for shown. The suitability and use of this component for anyy pparticular building design KEYSma rt 3 .157 SCALE= 13 / 16:1' recnmmende[I'russ handling and erection. Do iittapply loads beyond is)he responsibility of the building designer, per AN.;1-1995 Section 2. 1-6-10R 8-10-0 1-6-0, 8-10-0 • 3-14 2-8-9 5x5 12 1-6-1OR 3-14 LUMBER SOLUTION TOP 2X4 SP -02 BOT 2X4 SP -42 BLK 2X4 SP -SS N D BLK SPACING 24.0 IN O/C GABLE PLATES PLATE : EAGLE METAL PRODUCTS -95 Heel/Splice 4-0x6-0 Blocks 3-0x5-0 Pitch Break 5--0x5-0 Note: This design -assumes that the bottom chord is supported vertically continuously along its length, and that both the top and bottom chords are supported laterally. All members shown on this drawing are prescribed by the user and must be manually reviewed to ensure their ability to resist all applied loads. vertical blocks may require lateral support(s) to resist applied wind loading. T 3.25V 3xS 3x5 3x5 X13.25 3x5 v _ N ci 4 X 6 i r, 4 6 X T _ 3x5 3x5 3x5 3x5 3x5 4x6 010 010 0-0 10-0-0 7-8-0 10-0-0 17-8-0 6ouvis Engineering CA A copy of this design shall be furnished to the erection contractor. This design is for an individual building component (a truss). It i5 based on weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses Job ID: 762P3D\L04 — 10 Qty 1 ■ specifications provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. - DATE: 9/12/00 SHEET 1 Of 1 4 400 Campus Or i v e accordance with the current versions of TPI and NDS design standards. No is for informationrovided h Lumber moisture content shall be 19% or less at the time of fabrication, unless responsibility assumed the accuracy of the truss designer. Dimensions shall be verified by the manufacturer and/or rated otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal e Products (ICRO #4420) from 20, 18, or 16 ASTM A653 SQ 40 steel, SPAN: 17- $- 0 Suite A building designer prior to fabrication. The building designer shall review ga grade with G60 (min.) coating. Plates shall be applied on both faces of truss at each NQ W Of" t Be a e h. CA 92660 p loading and truss configuratinn to ensure that this design meets or exceeds Ionil. Plate dimensions arc bsted width x length. Slots (holes) in plate shall run minimum loading regwred by applicable local building codes. Compression parallel to the plate length. Slots in plate shall be oriented as shnwn on the draw- KEYMARK ENGINEERING -� (949) 752- 6 e sherds shall he laterally braced by the «x,f or Orar sheathnt@, directly bracing he mg. The plate shall be centered on �oim U.N.O. Design assumes that adequate drainage (949) 752-532 ] F a X annched. unless otherwise noted.'Bonom chord shall as noted. Bracing shown is for lateral support of individual truss rnmprnenrs only to reduce. buckling length. h is not wind or lateral load bracing or overall building design bracing is by Refer HIR-9g for wall be provided to prevent ponding, and adequate an.,will be provided resist upbft at supports. The seal on this drawing indicates acceptance of professinnal en6incenng responsibility solely for the truss component design 2905 Wilderness Place, STE 202 Boulder,Colorado 80301 , which others. to(I-I`l) rernmntende truss handling and erection. IM not apply loads hcyrnHl shown. The suitabdny and use of this component (or anyy pparticular building�gcsigo is the responsibility of the huilding designer, per ANSUrPI I-1995 Section -. KEYsmaYt 3 .157 SCALE= 5/16" : 1' a 1-6-1OR 1-6-0 F 3=14 7-4-0 7-4-0 2-3-11 14-8-0 7-4-0 12 5x5 12 LUMBER SOLUTION TOP 2X4 SP -q2 BOT 2X4 SP -42 BLK 2X4 SP -SS N D BLK SPACING 24.0 IN O/C GABLE PLATES PLATE : EAGLE METAL PRODUCTS -95 Neel/Splice 4-0x6-0 111neks 3-0x5-0 Pitch Break 5-0x5-0 Note: This design assumes that the bottom chord is supported vertically continuously along its length, and that both the top and bottom chords are supported laterally. All members shown on this drawing are prescribed by the user and must be manually reviewed to ensure their ability to resist all applied loads. vertical blocks may require lateral support(s) to resist applied wind loading. 3x5 3x5 3x5, 0-0 0-0 ----- - 14-8-0 - - 14-8-0 6ouv is Engineering CA A copy of this dostgn shall be furnished to the erection contractor. This design ns for an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses Job ID:762P3D\L05 10 Qty 1 — specifications provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9 12/00 SHEET 1 of 1 / 4 400 Campus S Df 1 V Q accordance with the current versions of TPI and NDS design standards. Lumber moisture content shall be 19% or less at the time of fabrication. unless Connector be by Eagle Metal P No responsibility is assumed for the accuracy of information provided by Dimensions he by noted otherwise(U.N.O.). plates shall manufactured Products (ICRO 44420) from 20. Ig, 16 a ASTM A653 SQ 40 steel, SPAN: 14- S- 0 ' Suite A the miss designer. shall vera ncd the manufacturer and/or designer fabrication. The building designer or grade with G60 (min.) coating. Plates shall be app lied on both faces of truss at each - Newport t Beaeh, CA 92660 building prior to shall review loading and truss configuration to ensure that this design meets or exceeds joint. Plate dimensions are listed width z e ngth. Slots (holes) in plate shall run in draw- (949) 752-16J2 minimum loading required by applicable local building codes. Compression chords shall he lucrall braced by the reit or Door sheathing, directly parallel to the plate Icngdn. Slots plate shall be oriented as shown on the mg. The plate shall be centered on )mm U.N.O. Design assumes that odeyuate KEYMARK ENGINEERING attached. unless otherwise noted. Bottom chord bracing shall be as tinted. drains a wdl bs provided to prevent ponding, and adequate anchorage will he 'rhe drawing 2905 Wilderness Place, STE 202 (949) 752-5321 F a X Bracing shown k for lateral support of individual truss components only to reduce bucklin len length. It is not wind or lateral load hracin or overall g g provided resist uplift at supports. seal on this indicates atte tante f rofessional en a eerie res nnsibilit • sold for the truss cont nem Sesi n r g'. p > y Ix Boulder, Colorado 80301 - building deli�en bracing which is by others. Refer m IIIB-97 (I'PI) for sthown.'1'hit xuitahilny at use of this compotrciu for anyy pparticular buildings csign KEYsma rt 3.l57 SCALE= 11 /32:1' ret:ommciuled truss handling and erection. no tioi apply loads hey.lod is the responsibility o! doe building designer. per ANSI/1'PI I-199$'eciin,, -. IIIV -LUMBER SOLUTION 1-6-10R 8-1-0 16-2-0 • 1-6-1OR TOP 2X4 SP-H2 1-6-0 8-1-0 8-1-0 1-6-0BOT 2X4 SP-#2 _---- { BLK 2X4 SP-SS N D 3-1.4 2-6-2 3-7.4 BLK SPACING 24.0 IN O/C GABLE PLATES PLATE : EAGLE METAL PRODUCTS-95 Reel/Splice 4-0x6-0 Blocks 3-0x5-0 Pitch Break 5-0x5-0 Note: This design assumes that the bottom chord is supported vertically continuously along its length, and that both the top and bottom chords are supported laterally. All members shown on this drawing are prescribed by the user and must be manually reviewed to ensure their ability'to resist 11 1' d loads a app ie • Vertical blocks may require lateral support(s) to resist applied wind loading. t12 5x5 - 12 Q3.25 T T 3.25 V 3x5 3x5 IN 4x6 N --� n 4x6 x1 T I T ` - 3x5 3x5 3x5 4x6 02 • 0-0 0;0 - 9-3-0 6-11-0 9-3-0 16-2-0 _ A copy of this desi n shall be furnished to the erection contractor. This weight of erectors until all permanent bracing is in place. Concentration of con- loads the design loads shall rat be applied to the trusses Job ID: 762P3D\L06_10 Qty 1 (`� Gouv is Eng sneering, CA design is for an individual building component (a truss). It is based on by the manufacturer and in struction greater than at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 1 of 1 specifications provided component performed with the current versions of TPI and NDS design siandards. Lumber moisture content shall be 19% or less at the time of fabrication, unless _ 4 400 Campus Drive accordance No responsibility is assumed for the accuracy of information provided by noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal from 20, 18, 16 ASTM A653 SQ 40 steel, SPAN: 16- 2- 0 - the truss designer. Dimensions shall be verified by the manufacturer and/or Products (ICBG #4420) or ga grade Plates be on both faces of truss at each Suite A building designer prior to fabrication. The building designer shall review with G60 (min.) coating. shall applied length. SIoLs in shall run loading and truss configuration to ensure that this design meets or exceeds joint. Plate dimensions are listed width x (holes) plate draw- Newport Beach—CA 92660 minimum loading refired by applicable local building codes. Compression directly parallel to the plate length. Slots in plate shall be oriented as shown on the The shall he centered on U.N.O. Design assumes that adequate KEYMARK ENGINEERING (949) 752- 16l 2 chords shall be laterally braced by the roof or flair sheathing, noted. Bosom chord bracing shall be as noted. mg. plate Joint drains c will he provided to prevent ponding, and adequate anchorage will be 2905 Wilderness Place, STE 202 752-6�2 1 F anached, unless otherwise (tracing shown is for lateral support of individual truss components only I - provided resist upli0 an supports. seal on this drawing indicates acce lance responsibility solely for the truss component design Boulder, Colorado 80301 (94 9) 3 K reduce l+uckling length. It is not wind or lateral load bracing or overall I11B-97 (TPI) for of professional engineering The suitability and use of this component for anyy ppartiadar building design building dcsiln bracing which is by others. Refer to heyond shown. is of the building designer, ANSIlTPI 1-1995 Sect inn 2. KEYsmart 3.157 157 SCALE= 11/37.:1' ' i ecmm�icorler miss handling and erection. Do not apply loads the resprmsihiliiy per 1-6-101? 5-10-0 1-6-0 5-10-0 3-14 1-10-1.3 12 5x5 LUMBER SOLUTION TOP 2X4 SP -112. BOT 2X4 SP -#2 BLK 2X4 SP -SS N D BLK SPACING 24.0 IN O/C GABLE PLATES PLATE : EAGLE METAL PRODUCTS -95 Heel/Splice 4-0x6-0 Blocks 3-0x5-0 Pitch Break 5-0x5-0 Note: This design assumes that the bottom chord'is supported vertically continuously along its'length, and that both the - top and bottom chords are supported laterally. All members shown on this drawing are prescribed by the user and must be manually reviewed to ensure their ability to resist all applied loads. vertical blocks may require lateral support(s) to resist applied wind loading'. e 3x5 010 0-0 . 11-8-0 ((��y - r� Engineering A copy of this desiggn shall be furnished to the erection contractor. This design is for an inAividual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses Job ID- 762P3D\L07 10 - Qty 1 — WU■ �s ls►1 specifications provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid damage. less fabrication, DATE: 9/12/00 SHEET 1 of 1- 4 400 Cam U S Drive v e Q accordance with the current versions of TPI and NDS design standards. No responsibility is assumed for the accuracy of information provided by designer. Dimensions be verified by the and/or Lumber moisture content shall be 19% or at the time of unless noted otherwise(U.N.O.). Connector plates shall be manufactured b Eagle Metal Products (ICBG #4420) from 20. Ig, or 16 ASTM A653 SQ gradye 40 sleet. SPAN • 11- 8- 0 Suite A - the truss shall manufacturer building designer to fabrication. The building designer shall review ga with G60 (min.) coating. Plates shall be a plied on both faces of truss at each Ne W nor t Be a C h •. CA 92660 prior loading and truss configuration to ensure that this design meets or exceeds mmimum loadin re cared b applicable local building codes. Compression R ql Y PP g P braced Door directly Joint. Plate dimensions are listed width x Pen0i. Slots (holes) in plate shall run ' parallel to the late length. Slots in late shall be oriented as shown on the draw - P P P. be U.N.O. Design assumes that adequate - KEYNARK ENGINEERING (9491 752— ] 6 ] 2 chords shall be latera ly by clic roof or sheathin�, attached. unless otherwise noted. Bmmm chord bracing shat be as owed. centered on joint mg.'I'hcplate shall c drain age will be provided to prevent Ponding, and adequate anchorage will he 2905 Wilderness Place, STE 202 4 (9 91 752-5321 Fax x Ifrachi shmvo is for lateral support of individual truss components only In reduce bucca nog length. h is not cancel nr lateral load bracingQ or overall' provided resist uplift at supports. The seal on this drawing indicates acce tante of engineenng responsibility solely for the truss compotem esign for Boulder,Colorado 80301 budding design bracing which is by others. Refer to IIIB-97 (TPI) for. shn%vn. The suitability anA use of this component any parfieular buildingadesign is building designer. ANSI/TPI 1-1995 Seel inn KEYsmar. t 3.157 SCA1.,E=- 7/16" : 1' • recommended. truss haialling awl erection. ho nip apply loads beyond the responsibility of the per -. LUMBER SOLUTION 1-6-10R 1-6-0 8-6-8. 8-6-8 17-1-0 1-6-10R TOP 2X4 SP -112 t l 8-6-8 1-6-0 BOT 2X4 SP -42 5-8 2 9 4BLK 518 2X4 SP24.0NIN BLK SPACING OIC GABLE PLATES PLATE : EAGLE METAL PRODUCTS -95 Heel/Splice 4-0x6-0 Blocks 3-0x5-0 Pitch Break 5-0x5-0 Note: This design assumes that _ the bottom chord is supported vertically continuously along its length, and that both the top and bottom chords are supported laterally. All members shown on this drawing are prescribed by the user and must be manually reviewed to ensure their ability to resist all applied loads. Vertical blocks may require lateral support(s) to resist 12 5x5 applied wind loading. 3.25 3x5 12 3x5 3x5 — 3.25 3x5 T 4 x 6 o 9x6 L --- — 1 T 1 t •T 3x5 3x5 3x5 3x5 3x5 ra 4x6 0-10 0-0 0_0 7-4-8 9-8-8 7-4-8 17-1-0 Job ID: 762P3D\L08 10 Qty 1 IAiU■ is Engineering CA A copy of this design shall be furnished to the erection contractor. This design is for an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con - struction loads 4 400 Campus Of specifications provided by the component manufacturer and performed in accordance with file current versions of TPI and NDS design standards. greater than the design loads shall not be applied to the trusses at any time. Trusses shall be handled with care prior to erection to avoid damage. Lumber 19% DATE.: 9/12/00 SHEET 1 of 1 l v e Suite A No responsibility is assumed for the accuracy of informationprovided b • the truss designer. Dimensions shall be verified by the manufacturer an /or moisture content shall be or less at the time of fabrication, unless noted otherwise(U.N.O.). Connector plates shall be manufactured h Eagle Metal Products (ICBO #4420) from 20, 18, or 16 ga ASTM A653 SQ 40 steel. SPAN: 17- 1- 0 Newport Be ae r,, CA 92560 building designer prior to fabrication. The building designer shall review loading and truss configuration m ensure that this design meets or escecds grade with G60 (min.) coating. Plates shall be applied on both faces of truss at each joint. Plate dimensions arc listed width Icn Slots _ . (949) 752-1612chords minimum loading required by applicable local building codes. Cmnpressitnt Shan le laterauy hmeed by the nmr x Ih. (holes) in place shall run parallel m the plate length. Sims inpla)c shall be oriented as shown on the draw- KEY rnnr lir sheathing, directly auached. unless otherwise nnied. Bottom chord bracing shall be a5 mg. The plate shall'c centered onjoint U.N.O. Design assumes chat adequate drainage ENGINEERING (94 g) 762-5321 F a X noted. Bracing shrnvn is for lateral support of individual truss congxaems rndv to will be provided to prevent ponding. and adequate anxhorage wilt Lx provided resist uplift at supports. The seal mt this drawing indicates acce Hance 2905 Wilderness Place, STE 202 reduce tickling lengih. It is not wmd or lateral Iliad bracingR lir overall' building deli��n bramng which is by ndierc. Refer to IIIB-97 (1'1`1) for of professional engnecnng r.. ...ibdi.y solely for the truss cnntlurnem t�csign The Bou ].der, Colorado 80301 remmmrnde1l truss hand.ng and erection. Do not apply lonrls hcyrnvl shown. suitahnlny azul use of this component for anyy ppanicular building design is the responsibility of thr......diog designer, ler ANSI/rPl I-1995 Section 2. KEYsmart 3.157 SCALE= 5/16":1' 6-1-12 6-1-12 1 1-11-.14 15-5-8 9-3-12 28-1-0 12-7-8 4-6-2 12 5x5 z> S -4x5 3 .25 LUMBER SOLUTION TOP 2X4 SP -02 BOT 2X4 SP -#2 ALK 2X4 SP -SS N D ALK SPACING 24.0 IN 0/C GABLE PLATES PLATE : EAGLE METAL PRODUCTS -95 Heel/Splice 4-0x6-0 Blocks 3-0x5-0 Pitch Break 5-0x5-0 Note: This design assumes that .the bottom chord is supported vertically continuously along its length, and that both the top and bottom chords are supported laterally. All members - shown on this drawing are prescribed by the user and must be manually reviewed to ensure their ability to resist all applied loads. Vertical blocks may require lateral support(s) to resist applied wind loading. T----- ---- ---- - - -- --- -- ------ ------ ----- --- ------ T 3x5 3x5 3x5 3x5 3x5 3x5 3x5 3x5 3x5 3x5 3x5 4x6 - - 0V0 _ 010 0,0 .. Y =• } 14-4-12 13-8-4 s r. „. 14-4-12 28-1-0 6ouvis Engineering CA A copy of this desiggn shall he furnished to the erection contractor. This design is for an i dividual building component (a truss). It is based on weight of erectors until all permanem bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses damage. Job ID:762P3D\L09 10 Qty 1 — . specifications provided by the component manufacturer and performed in -at any time. Trusses shall be handled with care prior to erection to avoid DATE: 9/12/00 SHEET 1 of 1 - 4400 Campus Or 1 ve accordance with the current versions of TPI aid NDS design standards. No responsibility is assumed for the accuseof information provided h Lumber moisture content shall be 199E or less at the time of fabrication, unless noted otherwisc(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products #4420) from 20. 18, or 16 ASTM A653 SQ 40 steel. SPAN: 28- 1- 0 - n, Suite A the truss designer. Dimensions shall he verified by the manufacturer and/or building designer prior to fabrication. -rhe building designer shall review (ICBO ga grade with G60 (min.) coating. Plates shall be aFP lied on both faces of truss at each Newport Beach. CA 92660 Inading and truss configuratinn to ensure that this design meets or exceeds minimum loading required by applicable local building codes. Compression joint. Plate dimensions are listed width x ngth. Slots (holes) in plate shall run ,parallel to the plate length. Slots in plate shall be oriented as shown on the draw- KEYMARK ENGINEERING (9 4 9) 752 -16 ] 2 chords shall be laterally braced by the roof or floor sheathing, directly attached. unless otherwise noted. Bottom chord bracing shall be as noted. mg. The plate shall be centered on join U.N.O. Design assumes that adeytrate drainage will be provided to prevent ponding, a� adequate anchorage will be 2905 wilderness Place, STE 202 (949) 752-5321 Fax Bracing shown is for lateral support of individual truss components only to reduce buckling length. It is not wind or lateral load bracing or overall for provided resist uplift at supports. The seal on this drawing iidicates acceptatcc of professimul engiuuermg responsibility solely for the truss component desiggn The for anyy building�design Boulder, Colorado 80301 building design bracing which is by others. Refer m HIB -9g (TPI) handling Do apply loads hyonrl shown. suitability and use of this compnnem pparticular is the respm ihility of the building designer• per ANSI/I-PI 1-1, 5 Section KEYsmart 3.157 SCALE= 7/32" : 1' • recommender truss aml crcrtion. not _. 0-4 4x6 - 12 3.25 5-8-0 5-8-0 6-0-0 4-0 LUMBER SOLUTION TOP 2X4 SP -42 BOT 2X4 SP -#2 BLK 2X4 SP -SS N D 1-6-11 1-6-11 BLK SPACING 48.0 IN O/C GABLE PLATES 6-0-0 PLATE : EAGLE METAL PRODUCTS -95 Heel/Splice 4-0x6-0 A copy of this dentin shall ui furnished to the erection It is base This design is for an individual building component (a truss). It is based on Blocks 3-0x5-0 Job ID:762P3D�V01-10 Qty 1 Pitch Break 5-0x5-0 ■ Note: This design assumes that greater shall not to the t us applied m the trusses at any time. Trusses shall be handled with care prior to erection to avoid damage. the bottom chord is supported vertically continuously along accordance with the current versions of TPI and NDS design standards. No responsibility is assumed for the accuracyy of information provided h the truss designer. Dimensions shall he ven t d by the its length, and that both the SPAN: 6- 0- 0 top and bottom chords are Suite A Newport supported laterally. All members (ICBG #4420) from 20, 18, or 16 ga ASTM A653 SQ grade 40 steel, with G60 (min.) coating. Plates shall be applied on both faces of truss at each joint. Plate dimensions listed length. Slots shown on this drawing are prescribed by the user and minimum loading required by applicable local building codes. Compression chords shall be laterally braced by the r(nf or floor sheathing, directly attached. unless otherwise noted. Bottom chord bracing shall be as must be manually reviewed to KEYMARK ENGINEERING ensure their ability to resist (949) 752-5321 Fax all applied loads. 5x5 2905 Wilderness Place, STE 202 Boulder, Colorado 80301 vertical blocks may require building design bracing which is by others. Refer to IIIR-97 (TPI) for lateral support(s) to resist applied wind loading. reenmmen(le truss handling and erection. Do not apply loads beyond 3xS 0-0 6-0-0 6-0-0 6ouv is Engineering CA A copy of this dentin shall ui furnished to the erection It is base This design is for an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration tun- svitcuon loads than the design loads be Job ID:762P3D�V01-10 Qty 1 ■ . specifications provided by the component manufacturer and performed in greater shall not to the t us applied m the trusses at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: '9/12/00 SHEET 1 of 1 4 400 Campus Dr) v e accordance with the current versions of TPI and NDS design standards. No responsibility is assumed for the accuracyy of information provided h the truss designer. Dimensions shall he ven t d by the Lumber moisture content shall be 19% or less at the time of fabrication, unless noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products SPAN: 6- 0- 0 Suite A Newport manufacturer and/or building designer prior to fabrication. The building designer shall, review loading and truss configuration to ensure that this design meets or exceeds (ICBG #4420) from 20, 18, or 16 ga ASTM A653 SQ grade 40 steel, with G60 (min.) coating. Plates shall be applied on both faces of truss at each joint. Plate dimensions listed length. Slots Beach. CA 92660 (949) 752-1612 minimum loading required by applicable local building codes. Compression chords shall be laterally braced by the r(nf or floor sheathing, directly attached. unless otherwise noted. Bottom chord bracing shall be as are width s (holes) in plate shall run parallel to the plate length. Slots in plate shall be oriented as shown on the draw- tug. The plate shall be centered on joint U.N.O. Design assumes that adequate drainage be KEYMARK ENGINEERING (949) 752-5321 Fax noted. Bracing shown is for lateral support of individual truss components only m reduce buckling length. It is not wind or lateral load bracingR or overall will provided to prevent ponding, and adequate anchorage will he provided resist uplift at supports. The seal on this drawing indicates acceptape of professional engincering responsibility solely for the truss cnmponcru design 2905 Wilderness Place, STE 202 Boulder, Colorado 80301 building design bracing which is by others. Refer to IIIR-97 (TPI) for shown. The suitability an( I use of this eompopnt for anyy particular building design reenmmen(le truss handling and erection. Do not apply loads beyond is the responsibility of the building designer, per ANSI/TP1 1-1995 Section 2. KEYsmart 3.157 SCALE= 35/32:1' 4.0-0 400 0-4 LUMBER SOLUTION TOP 2X4 SP -42 BOT' 2X4 SP -#2 BLK 2X4 SP -SS N D BLK SPACING 48.0 IN 0/C GABLE PLATES . PLATE : EAGLE METAL PRODUCTS -95 Heel/Splice 4-0x6-0 Blocks 3-0x5-0 Pitch Break S-0XS-0 Note: This design assumes that the bottom chord is supported vertically continuously along its length, and that both the top and bottom chords are supported laterally. All members shown on this drawing are prescribed by the user and must be manually reviewed to ensure their ability to resist all applied loads. Vertical blocks may require lateral support(s) to resist 12 3.25 applied wind loading. 4x T t 4-0-0 4-0-0 ID Jo: 762P3D\V02_10 y 6wis Engineering CA A copy of this des n shall be furnished to the erection contractor. This design is for an individual building component (a truss). It is based weight of erectors until all permanent bracing is in place. Concemration of con- >, on specifications provided by the component manufacturer and performed in accordance with the current versions TPI NDS struction loads greater than the design loads shall not be applied to the trusses at any time. Trusses shall be handled with care prior to erection to avoid damage. Qty 3b -DATE: 9/12/00 d 4 400 Ca mpu 5 Drive of and design standards. No responsibility is assumed fnr the accurac of information Lumber moisture content shall be 19% or less at the time of fabrication, unless SHEET 1' Of 1 Suite A provided by he truss designer. Dimensions shall be veri ed by the manufacturer and/or noted ntherwise(U.N.O.). Connector plates shall be manufactured b}• Eagle Metal Products (ICBG //4420) from 20. 18, or l6 ga ASTM A653 SQ d0 SPAN: 4 - 0- 0 Newport. Beach, CA 92560 Wingdesigner prior to fabrication. The building designer shall review loading and truss configuration to ensure that this design meets or exceeds grade steel, with G60 (min.) coating. Plates shall be applied on both faces of truss at each joint. Plate dimension, arc listed widtbx length. Slots (holes) in (949) 752-1612 minimum loading reyunred by applicable local building codes. Compression chords shall be laterally braced by the roof o floor sheathingg directly plate shall run parallel t0 the Platt length. Slots inplate shall be oriented as shown on the draw- mg. The Plane shall be centered on U.N.O. Design KEYMARK ENGINEERING (9491 752-532 ] Fax attached. unless otherwise noted. Bottom chord bracing shall be as rated. Bracing shown is for lateral support of individual truss components only t0 �0in. assumes chat adequate drannage wall be Provided m Prevent Ponding, acid adequate anchorage will be provided resist uPldi at suppons.'rhe 2905 Wilderness Place, STE 202 reduce buckling length. h is tint ,vuxl or lateral head bracing 0r overall building design M1mcmg seal on this drawing in icates accepptance , professional cngineerin� rexponsibiliiy solely (ur the trues comPnncnt design Bou ].der, Co].or. ado 80301 - which is by others. Refer t0 IIfB-97 (TPI) for rccmm�+uxled nuns M1aINIIIOg and erection. Do not appy I15 ds Iey'om1 shown. The suitabnlityane use '. this cnmpmtein foran • pparticular building dexign s nhe resPnnsibdiiy of the building designer, nNSIIfPI.I-1995 Section 2. KEYsmart 3.157 SCALE= 53/32:1' per LUMBER SOLUTION • 2-0-0 TOP 2X4 SP -42 2-0-0 BOT 2X4 SP -##2 04 2 BLK 2X4 SPN OIN . BLK SPACING 48S0/C GABLE PLATES PLATE : EAGLE METAL PRODUCTS -95 Heel/Splice 4-0x6-0 Blocks 3-0x5-0 Pitch Break 5-0x5-0 Note: This design assumes that the bottom chord is supported vertically continuously along its length, and that both the top and bottom chords are supported laterally. All members shown on this drawing are prescribed by the user and must be manually reviewed to ensure their ability to resist - 12 • all applied loads. _ 3.25 Vertical blocks may require lateral support(s) to resist applied wind loading. 2-0-0 _. ; :; 2-0-0 ry /� 7 /�pp�■ n �S Engineering. A copy of this del ign shall be furnished to the erection contractor. This design is for an irafividual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- .struction loads than the design loads be Job ID: 762P3D\V03 10 Qty 3 WU\ ■ specifications provided by the component manufacturer and performed in accordance with TPI NDS greater shall not applied to the trusses at any time. Trusses shall be handled with care prior to erection to avoid damage. .— DATE: 9/12/00 SHEET 1 Of -1 4 400 Campus Drive the current versions of and design standards. " No responsibility is assumed for the accuracy of information provided by Lumber moisture content shall be 19% or less'at the time of fabrication, unless noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Meial SPAN: 2- 0- 0 Suite A the truss designer. Dimensions shall be verified by the manufacturer and/nr Win, designer prior to fabrication. The building designer shall review Products (ICBO #4420) from 20. 18. or 16 ga ASTM A653 SQ grade 40 steel, with G60 (min.) coating. Plates shall be applied on both faces of truss - - Newport Beach. 92660 G A loading and truss configuration to ensure that this design meets or exceeds at each joint . Plate dimer ions arc listed width z length. Slots (holes) in plate shall run (949) 752-1612 minimum loading required by applicable local building codes. Compression chords shall be laterally braced by the roof or floor sheathing directly the parallel to the plate length. Slot -c inplate shall be oriented as shown on the draw- mg. 'f he plate shall be centered rnn loins U.N.O. Design assumes that adequate KEYNARK ENGINEERING (949) 752-5321 )' a % attached. unless otherwise noted. Bottom chord bracing shall as noted. Bracing shown is for lateral support of individual truss components only to drama a wdl he provided to prevent ponding, and adequate anchorage will t+c provided resist upbN at supports. The seal on this drawing i dicates acceptaxe 2905 Wilderness Place, STE 202 ' reduce buckling length. It is not wind or lateral load bracing or overall building desiggn bracing which is by Refer MIB ofprofessional ensineering respoasibil icy solely (or the truss component design 'f Boulder, Colorado 80301 -----.--_.--.—.---___--- others. to -97 (TPI) for —rccnnunenlnl truss handling and erection, fkt tan apply Inds hcVonrl shown. he SuilabdityanA use o! this component for anyy ppanicular building design. is the responsibility nhhe building dcsigixr, per ANSI/I-PI 1-1995 Section 2. KEYsmart 3.157 - SCALE= 25/8":J' — LUMBER SOLUTION. B-0-0 16-0-0 TOP 2X4 SP -142 _ 8-0-0 8-0-0 BOT 2X4 SP -H2 0-4 7.-2-4 0 4 BLK '2X4 N DLK SPACINGSP 48.0IN O/C GABLE PLATES PLATE : EAGLE METAL PRODUCTS -95 Heel/Splice 4-0x6-0 Blocks 3-0x5-0 Pitch Break 5-0x5-0 " - Note: This design assumes that the bottom chord is supported vertically continuously along its length, and that both the top and bottom chords are supported laterally. All members shown on this drawing are prescribed by the user -and must be manually reviewed to ensure their ability to resist all applied loads. Vertical blocks may require lateral support(s) to resist 12 2 3.25 5x5 3.25 T v ry applied •wind loading. N ry w 1 4x6. i 0 4x6 3x5 0-0 16-0-0 16-0-0 n 6ouv is En ineerin design is for an indivA copy of this design shall be furnished to the erection contractor. This idual building component (a truss). It is based on, weight oferectors omit all perms xm bracing is in place. Concentration of con- struction loads than design loads Job ID:762P3D\VO4 10 Qty. 1 t+ 7 _ 9s specifications provided by the component manufacturer and performed in greater the shall not be applied to the trusses At any time. Trusses shall be handled with care prior to erection to avoid damage. _ 9/12/00 - 4 400 Campus Dr ] V e accordance with the current versions of TPI and NDS design standards. - No responsibility is assumed for the accuracy of information provided by designer. Dimensions Lumber moisture content shall be 19% or less at the time of fabrication, unless noted otherwiie(U.N.O.). Connector plates shall be manufactured by Eagle Metal .DATE: SHEET 1 of 1 SPAN: 16 0— 0 Suite A the truss shall be scried by the manu(anurcr and/or building designer prior to fabrication. The building designer shall review Pratucts (ICDO 84420) from 20, Ig, or 16 ga .OSTM A653 SQ grade 40 steel with G60 (min.) coating. Plates shall be applied on both faces r Newport Beach. C A 92660 Inading and truss configuration to ensure that this design meets or exceeds of truss at each joint. Plate dimensions are listed width x length. Slots (holes) in plate shall run (949) 752-1612 minimum loading required by applicable local building codes. Compression chords shall be laterally braced by the roof floor sheathing, directly parallel to the plate length- Slots inplate shall be oriented as shown on the draw- nig. The plate shall be centered on loins U.N.O. Design assumes that adequate KEYMARK ENGINEERING (949) 752-5321 F t'1 x attached. unless otherwise toted. Bouom chord bracing shall be as noted. Bracing shown is for lateral support of individual truss components only to drainage will Ix provided to prevent ponding, and adequate anchorage will he provided resist upbB at supports. •rhe seal rot 11 is drawing indicates acceptance 2905 Wilderness Place, STE 202 _ reduce buckling length. h is ntn wind or lateral load bracing or overall building desiggn hracmg which is by others. Refer to I IIB -97 Crrn rnr of professional Cnginecnng responsibility solely for the truss cnmponem design shown. 'I -he suitaM1ilny mx1 use of this conlponcm forany building design Boulder. , COlOradO 80301 rccrnnmenrled suss hanAline and erection. Do not apply hauls beyond particular is the rrspottsibi lily of the building designer. per AN51/rP1 1-1995 Seca ion 2. KF,YSma rt 3.157 SCALE= 13/32:1' LUMBER SOLUTION 6-0-0 12-0-0 6-0-0 TOP 2X4 SP -#2 6-0-0 BOT 2X4 SP -42 0-9 1-7-12 0 4 BLK 2X4 SP -SS N D BLK SPACING 48.0 IN 0/C GABLE PLATES PLATE : EAGLE METAL PRODUCTS -95 Heel/Splice 4-0x6-0 Blocks 3-0x5-0 Pitch Break 5-0x5-0 Note: This design assumes that the bottom chord is supported vertically continuously along its length, and that both the top and bottom chords are supported laterally. All members shown on this drawing are prescribed by the user and must be manually reviewed to ensure their ability to resist all applied loads. Vertical blocks may require 12 12 lateral support(s) to resist applied wind loading. - 3.25 V 5x5 J3.25 T T ' N a 4x6 4x6 1 f -j- 3x5 0-0 12-0-0 - 12-0-0 } WU■ is Engineering CA ^ copy of this design shall he furnished to the erection contractor. This design is for an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- ni struction loads job ID: 762P3D�V05_10 2 4 400 Campus Drive spen fications provided by the component manufacturer and performed in accordance with the current versions of TPI and NDS design standards. greater than the design loads shall not be applied the trusses at any time. Trusses shall be handled with care prior to erection to avoid damage. Lumber moisture content shall be 19% or less at the time fabrication, Qty DATE- 9/12/00 SHEET 1 O£ 1 Su ) t e A ores ns ibil ity is assumed for the accuracy of information provided by the truss designer. Dimensions shall be verified by the manufacturer and/or of unless noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (ICRO #4420) from 20, 18, or 16 ga ASTM A653 SQ 40 SPAN: 12- 0- 0 Ne wpor t Beach, C A 92660 building designer prior m fabrication. The building'designersball review loading and truss configuration to ensure that this design meets or exceeds grade steel, with G60 (min.) coating. Plates shall be applied on both faces of truss at each joint. Plate dimensions are listed width x length. Slots (holes) in plate shall run - (949) 752--1612 minimum loading required by applicable local building codes. Compression chords shall be laterally braced by the roof or floor sheathing, directly parallel to the plate length. Slots in plate shall be oriented as shown on the draw- KEYMARK ENGINEERING, aI ched, unless otherwise noted. Bottom chord bracing shall he as torted, mg. The plate shall be centered on joint U.N.O. Design assumes that adequate dmunge (949) 752- 532.1 Fax Gracing shown is for Iateml supjxm of individual truss components only m will be provided to prevoit ponding. and adequate anchorage will be - v provided resist uplift at supports.'I'he seal on this drawing indicates acccl!tmike 2905 W.iJderness Place, STE 202 reduce buckling length. It is not wind or lateral Inad bracing nr overall building design which is by others. Refer 11113.97 (I'1'I) for of fessionil enginteenng resjrnnsrbility solely for the truss contjx,nem design shnwn. The suitability and Bou:Lder, Colorado 80301 ' iss hag rcc°nuncudcd tress handling and erection. Do mm� apply loads beyond a use of this comp nte.nt for any particular building design is the resj",nsibility of the building designer. jer ANSIff I 1-1995 Section 2. KliYsma rt. 3.157 SCALE= .17/32:1' 8-0-0 4-0-0 12 Q3.25 0-4 LUMBER SOLUTION TOP 2X4 SP -112 BOT 2X4 SP -q2 BLK 2X4 SP -SS N D BLK SPACING 48.0 IN 0/C GABLE PLATES PLATE : EAGLE METAL PRODUCTS -95 Heel/Splice 4-0x6-0 Blocks 3-0x5-0 Pitch Break 5-0x5-0 Note: This design assumes that the bottom chord is supported vertically continuously along its length, and that'both the top and bottom chords are supported laterally. All members shown on this drawing are prescribed by the user and must be manually reviewed to ensure their ability to resist all applied loads. Vertical blocks may require lateral support(s) to resist applied wind loading. 0,0 ----- 0-0 8-0-0 p /�, /pry Engineering, 111iU� IS LI1911IL61 1119 { A copy of this design shall be furnished to the erection contractor. This design is for an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- strucuon loads greater than the design loads shall not be applied to the trusses Job ID:762P3D\V06 10 Qty 3 4 400 Campus 5 Or ] V e p specifications provided by the component manufacturer and performed in accordance with the current versions of TPI and NDS design standards. _ at any time. Trusses shall be handled with care prior to erection to avoid damage. Lumber moisture content shall be 19% or less at the time of fabrication, unless DATE: 9/12/00 SHEET 1 of 1 Suite A No responsibility is assumed for the accuracy of information provided b the truss designer. Dimensions shall be verified by the manufacturer and/or noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (ICBG #4420) from 20, 18, or 16 ga ASTM A653 SQ 40 steel, SPAN: 8- 0- 0 - Newport Beach. C A 92660 building designer prior m fabrication. The buildingg designer shall review load 'mg aml truss configuration to ensure that this (lesign meets or exceeds minimum loading required by applicable local building codes. Compression grade with G60 (min.) coating. Plates shall be a plied on both faces of truss at each joint. Plate dimensions are listed width x Pength. Slots (holes) in plate shall run length. Slots inplate (949) 752-1612 chords shall be laterally braced by the roof or floor sheathing directly attached. unless otherwise noted. Bottom chord bracing shall he as parallel to the plate shall be oriented as shown on the draw- ing. The plate shall be centered on joint U.N.O. Design assumes that adeyuare drainage be KEYMARK ENGINEERING (949) 752-5321 F a x noted. Bracing shown is for lateral support of individual truss compo ents only to reduce buckling length. It is not wind or lateral load bra in or overall' will provided to prevent ponding, and adequate anchorage will he provided resist uplift at supports. The seal on this drawing indicates acceptance of 2905 Wilderness Place, STE 202 Boulder, Colorado 80301 building design bracing svhncb is by others. Refer to IIIB-97 (TPI) for professional engineering responsibility solely for the truss eomponem design shown. The suitability and use of this component for anpp building design recommended truss handling and erection. Do not apply loads beyond pparticular is the responsibility (if the building designer. per ANSIIfPI I-1995 Scoinn 2. KEYsmart 3 . 157 SCALE= 13/16:1' LUMBER SOLUTION 2-0-0 4-0-0 TOP 2X4 SP -#2 2-00 2-0-0 BOT 2X4 SP -#2 O4 6-12 - (1.4. BLK 2X4 SP -SS N D BLK SPACING 48.0 IN 0/C " GABLE PLATES PLATE : EAGLE METAL PRODUCTS -95 Heel/Splice 4-0x6-0 Blocks 3-0x5-0 Pitch Break 5-Ox5-0 Note: This design assumes that the bottom chord is supported vertically continuously along its length, and that both the top and bottom.chords are supported laterally. All members shown on this drawing are prescribed by the user and must be manually reviewed to ensure their ability to resist all applied loads. 1122 12 vertical blocks may require 3.25 V Q3,2 lateral support(s) to resist applied wind loading. T 5X5 4x 6I - r 01 01 4.0.0 4-0-0 4. 6auvis Engineer in g, A copy of this design shall be furnished to the erection contractor. This design is for an individual building component a truss). It is based on specifications provided by the component manufacturer and in weight of erectors until all permanent bracing is in place. Concentration of ton- structnon loads greater than the design loads shall not be applied to the trusses Trusses shall be handled Job ID: 762P3D\V07_10 Qty 5 4 400 Campus s Drive p performed accordance with the current versions of TPI and NDS design standards. at any time. with care prior to erection to avoid damage. Lumber moisture content shall be 19% or less at the time of fabrication, unless DATE: 9/12/00 SHEET 1 of 1 No responsibility is assumed for the accuracy of information provided h the truss designer. Dimensions shall be verified by the manufacturer anA/or noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (ICBG #4420) from 20, 18, 16 ASTM A653 SPAN • 4 - 0- 0 Suite A Newport building designer prior to fabrication. The building designer shall review loading and truss configuration to ensure that this design meets or exceeds or ga SQ grade 40 steel, with G60 (min.) coating. Plates shall be applied on both faces of truss at each joint. Plate dimensions are listed width length. Slots in Beach. CA 92660 minimum loading requnred by applicable local building codes. Compression be laterally X (holes) plate shall run parallel to the plate length. Slots in ylate shall be oriented as shown on the draw- KEYMARK ENGINEERING (949) 752-1612 chords shall braced by the roof or Door sheathing, directly attached. unless otherwise noted. Bottom chord bracing shall be as noted mg. The plate shall be centered on3oim U.N.O. Design assumes that adegsate drainage will be provided to prevem and adequam anchorage will be 2905 Wilderness (949) 752-5321 r a X Bracing shown is for lateral support of individual truss components only m reduce buckling length. It is mu wind or lateral load bracin or overall ponding, provided resist uph0 at supports. 'The seal on this drawing indicates acceptance n(professional engituerr responsibility solely for the truss component design Place, STE 202 Boulder,Colorado 80301 . building design bracing which is by others. Refer to IIID -91 (TPI) (or recommended truss handling and erection. Do tint apply loads heynral shown, l'he suitability anM use of this component for an> pa ..cular building design is the responsibility of the building duigner, per ANSI/1'pl I-1995 Section 2. KEYSma rt 3.157 SCALE= 53 /32:1' 5x5 5x5 12 3.25 T LUMBER SOLUTION TOP. 2X4 SP -112 BOT 2X4 SP -N2 BLK 2X4 SP -SS N D BLK SPACING 48.0 IN O/C (SABLE PLATES PLATE : EAGLE METAL PRODUCTS -95 Heel/Splice 4-0x6-0 Blocks 3-0x5-0 Pitch Break 5-0x5-0 Note: This design assumes that the bottom chord is supported vertically continuously along its length, and that both the top and bottom chords are supported laterally. All members shown on'this drawing are prescribed by the user and must be manually reviewed to ensure their ability to resist all applied loads. vertical blocks may require lateral support(s) to resist applied wind loading.. 84-0 A copy of this Design shall be furnished to the erection contractor. This weight of erectors until all permanent bracing is in place. Concentration of con- design loads be to the trusses Job ID: 762P3D\V08 10 Qty 1' 6�r is Engineering. deessign a for anindividual building component (a truss). It ism sed on b and in strucuon loads greater than the shall rat applied at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 1 of 1 specifications provided the component manufacturer performed accordance with the current versions of TPI arid NOS design standards. Lumber moisture content shall be 19% or less at the time of fabrication, unless 4400 Campus Or ] ve No responsibility is assumed for the accuracy of information provided by be by the and/or noted otperwise(U.N.OJ. Connector plates shall be manufactured by Eagle Metal Products (ICBG #4420) from 20. 18, or 16 ga ASTM A653 SQ grade 40 steel, SPAN: 8- 0- 0 Suite A - the truss designer. Dimensions shall verified manufacturer building designer prior w fabrication. The building designer shall review with G60 (min.) coating. Plates shall be plied on both faces of truss at each Newport Be aC h, CA 92660 loading and cuss configuration m ensure that this design meets or exceeds minimum loading r jnred by applicable local building codes. Compression joint. Plate dimciu ions are fisted width x length. Slots (holes) in plate shall run parallel to the plate length. Slots in plate shall be oriented as shown on dre draw- 'The U. N.O/Design assumes that adeytrate KEYMARK ENGINEERING (949) 752-1612 chords shall he laterally braced by the roof or floor sheathing directly attached. unless otherwise noted. Bottom chord bracing shall be as rated. mg. plate shall be cerrtcrcd on)ornt drainage wdl be provided to prevent ponding. and adequate anchorage will be 2905 Wilderness Place, STE 202 (g a 9) 752-5321 F a X Bracing shown is for lateral support obindividual truss components only to lateral load bruinRR provided resist upldt at suppnns. The seal on this drawing indicates acceptance of engnteering responsibility solely for the truss component design Boulder, Colorado 80301 " reduce buckling length. h is not wind or or overall building desi�n bracing which is ¢y others. Refer m 1116-97 (TPI) for professional shown. The suitabdny a use of thiscomponent for an articular building design building designer, ANSI/TPI I-1995.Section 2. KEYsmart 3.157 SCALE= 13/16:1' recommender truss handling and erection. Do not apply loads beyond is the responsibility of the per W LUMBER SOLUTION TOP 2X4 SP -92 BOT 2X4 SP -112 ELK 2X4 SP -SS N D BLK SPACING 48.0 IN 0/C GABLE PLATES PLATE : EAGLE METAL PRODUCTS -95 Heel/Splice 4-0x6-0 Blocks 3-0x5-0 Pitch Break 5-0x5-0 Note: This design assumes that the bottom chord is supported vertically continuously along it's length, and that both the top and bottom chords are supported laterally. All members shown on this drawing are prescribed by the user and must be manually reviewed to ensure their ability to resist all applied loads. vertical blocks may require 12 12 3.25 X13.25 lateral support(s) to resist applied wind loading. 5x5 5x5 T , 4x6 4x6 T 1 1 0-,0 0;0 12-0-0 12-0-0 WtU■ is Eng ineer�ng CA Up 4400 Cam U S Drive V e Q Suite A Ne w Of t Beach, -CA 92650 Qminimum (949) 752-16.12 (949) 752-5321 Fax - - - A copy of this des shall be furnished to the erection contractor. This design is for an individual building component (a truss). It is based on specifications provided by the component manufacturer and performed in accordance with the current versions of TPI and NDS design standards. No responsibility is assumed for the accuracy of information provided by the truss designer. Dimensions shall be verified by the manufacturer and/or building designer prior to fabrication. The building designer shall review loading and truss configuration to ensure that this design meets or exceeds loading required by applicable local building codes. Compression chords shall be laterally braced by the roof or floor sheathin@ directly anached. unless otherwise noted. Bottom chord bracing shall be as noted. Rracing shown is for lateral support of individual truss components only m reduce buckling length. h is not wind or lateral load bracingg or overall ' building design bracing %which is by others. Refer to HIB -97 (<P0 for recommended truss handling and erection. Do not apply loads beyond weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall rat be applied to the trusses at any time. Trusses shall be handled with care prior to erection to avoid damage. Lumber moisture content shall be 19% or less at the time of fabrication. unless rated otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (ICBO #4420) from 20. 18• or 16 ga ASTM A653 SQ grade 40 steel. with G60 (min.) coating. Plates shall be applied on both faces of truss at each joint. Plate dimensions are listed width x length. Slots (holes) in plate shall run parallel to the plate length. Slots inplate shall be oriented as shown on the draw- mg The plate shall be centered nn�onm U.N.O. Design assumes that adegsate drainage will be provided to prevent pomling- and adequate anchorage will be provided resist uplift at supp)rts. The seal on this drawing indicates acceptance of professional engmcering responsibility solely for the truss component design shown. The suitability and use of this compooenn for any particular budding design. ix the responsibility of the building designer. per ANSI I 1-1995 Section 2. Job ID:762P3D\V09 10 Qty 1 — DATE: 9/12/00 SHEET 1 of 1 SPAN: 12- 0- 0 KEYMARK ENGINEERING 2905 Wilderness Place , STE 202 Boulder, Colorado 80301 KEYsm art 3 .157 SCALE= 17/32:1' I 6-0-0 6-0-0 0-4 1--7-1.2 LUMBER SOLUTION TOP 2X4 SP -#2 BOT 2X4 SP -#2 BLK 2X4 SP -SS N D ,BLK.SPAC1'NG 48.0 IN O/C GABLE PLATES PLATE : EAGLE METAL PRODUCTS -95 Ileel/Splice 4-0x6-0 Blocks 3-0x5-0 Pitch Break'5-0x5-0 Note: This design assumes that the bottom.chord is supported vertically continuously along its length, and that both the top and bottom chords are supported laterally. All members shown on this drawing are prescribed by the user and must be manually reviewed to ensure their ability to resist all applied loads. Vertical blocks.may require lateral support(s) to resist applied wind loading. r r 4x6 c - - - - - - - 3x5 0-0 0-0 6-0-0 6-0-0 - _ _ - A copy of this des shall be furnished to the erection contractor. This weight of erectors until all permanent bracing is in place. Concentration of con- be Job ID: 762P3D\V10 10 '. - Qty 1 .. 6ouris Engineering, design is for an individual building component (a truss). It is based on b and rfnrmed in struction loads greater than the design (gads shall not applied to the trusses at any time. 'trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 1 of 1 s cdicatinns provided the component manufacturer TPI and NDS design standards. Lumber moisture content shall be 19`A, or less at the time of fabrication, unless - 4400 Campus Drive accordance with the current versions of No responsibility is assumed for the accurac of information pprovided 6y noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal from 20. 18, 16 ASTM A653 SQ a 40 steel, SPAN: 6- 0- 0 Suite A the truss designer. Dimensions shall he verified by the manufacturer and/or The building designer Products (ICBO #4420) or ga ggrad with G60 (min.) coating. Plates shall be a on both faces o(truss at each - building designer prior w fabrication. shall review loading and truss configuration to ensure that this design meets or exceeds plied joint. Plate dimensions are listed width x Pe ngih. Slots (holes) in plate shall run Newport Beach. CA 92660 minimum loadin required b applicable local building codes. Compression R q Y PP B P parallel to the late length. Slots in late shall be oriented as shown on the draw - P P R P. KEYNARK ENGINEERING (9491 752- 16 1 2 chords shall be laterally braced by the roof or floor sheathing. -directly attached, unless otherwise noted. Bottom chord bracingshall be as noted. mg. The plate shall be centered on in U.N.O. Design assumes that adequate drainage will be provided to rcvent ndin and adequate anchors c will he R 0. P W R• R 2905 Wilderness Place, STE 202 ' (949) 752-5321 Fax. Bracing shown is for lateral support of individual truss components only to reduce buckling length . h is not wind or lateral load bracing or overall wi provided resist engi at supports. fire scat on this drawing it comps acceptance of professional engineering responsibility solely for the truss component elesign design Boulder, Colorado 80301 , building dciiggn bracing which is by others. Refer to HIB -97 qpi) fnr shown. The suitability azul use of this component for anyy pparticular building building designer, ANSI/ffI I-1995 Seciinn 2.. KEYsma rt 3.157 SCALE= 35/32:1' recni nnended truss handling -.1M erection. Do not apply loads beyond is the reslmnsihilhypf the per 2-10-0 b 10-0 3-9-g LUMBER SOLUTION TOP 7.X4 SP -112 BOT 2X4 SP -#2 BLK 2X4 SP -SS N D BLK SPACING 48.0 IN O/C GABLE PLATES PLATE : EAGLE METAL PRODUCTS -95 Heel/Splice 4-0x6-0 Blocks. -3-0x5-0 Pitch Break 5-0x5-0 Note: This design assumes that the bottom chord is supported vertically continuously along its length, and that both the top and bottom chords are supported laterally. All members shown on this drawing are prescribed by the user and must be manually reviewed to ensure their ability to resist all applied loads. Vertical blocks may require lateral support(s) to resist applied wind loading.' m a, - 01 - 01 0 - r� LUMBER SOLUTION TOP 7.X4 SP -112 BOT 2X4 SP -#2 BLK 2X4 SP -SS N D BLK SPACING 48.0 IN O/C GABLE PLATES PLATE : EAGLE METAL PRODUCTS -95 Heel/Splice 4-0x6-0 Blocks. -3-0x5-0 Pitch Break 5-0x5-0 Note: This design assumes that the bottom chord is supported vertically continuously along its length, and that both the top and bottom chords are supported laterally. All members shown on this drawing are prescribed by the user and must be manually reviewed to ensure their ability to resist all applied loads. Vertical blocks may require lateral support(s) to resist applied wind loading.' - 01 - 01 - .. 2-10-0 _ - 2-104) A copy of this design shall befurnished to the erection contractor. This weight of erectors until all permanent bracing is in place. Concentration of con- Job ID:762P3D\V11_10 Qty 1 (`� 6ouv is Engineering, CA design is for an individualbuilding component (a truss). It is based on b and in strucuon loads greater than the design loads shall not be applied to the trusses at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 1 of 1 specifications provided the component manufacturer performed with the current versions of TPI and NDS design standards. Lumber moisture content shall be 19% or less at the time of fabrication, unless 4400 Campus Drive accordance No responsibility is assumed for the accuracyy of information provided by noted niherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (ICRO #4420) from 20, Ig or 16 ga ASTM A653 SQ grade 40 steel, SPAN: 2-10- 0 , Suite A the truss designer. Dimensions shall to verified by the manufacturer and/or The building designer shall review with G60 (min.) coating. Plates shall be app lied on both faces of truss at each building designer prior to fabrication. loading and truss configuration to ensure that this design meets of exceeds joinC Plate dimensions are listed width x ength. Slots (holes) in plate shall run Newport Be aC h, C A 92660 minimum loading regqared by applicable local building codes. Compression parallel to the plate length. Slots inplate shall be oriented as shown on the draw- The be on in U.N.O. Design assumes that adequate KEYMARK ENGINEERING (9491 752-1612 chords shall be laterally braced by the roof or floor sheathing directly Bohan chord bracing shall be as noted. mg. plate sha11 centered drainage will be provided m prevem ponding, and adequate anchorage will be 2905 Wilderness Place , STE 202 (949) 752-532 r a X attached, unless otherwise rated. Bracing shown is for lateral support of individual truss components only to reduce buckling length. h wind is not wior lateral laid bracing or overall prnvided resist uplift ai euppni-is. The seal on this draw mg indicates acceptance of pmfessinnal engineering responsibility solely for the truss component design Boulder, Colorado 80301 building design bracing which is by others. Refer to IIIH-97 (TPI) for shown. The suitability arxl use of this component for anyy pparticular building design AN. I(I'PI 1.1995 Section 2. KEYsma r. L-. 3 . 157 SCALE= 5 /4 " :.1' ' recommended truss handling and erection. Ido not apply loads beyond is the respmsibility of the building designer, per 2-10-0 2-10.0 3.3-0 1-6-10R -6-0 2-5-13 LUMBER SOLUTION TOP 2X4 SP -112 BOT 2X4 SP -112 BLK 2X4 SP -SS N D BLK SPACING 48.0 IN O/C GABLE PLATES PLATE : EAGLE METAL PRODUCTS -95 Heel/Splice 4-0x6-0 Blocks 3-0x5-0 Pitch Break 5-0x5-0 Note: This design assumes that the bottom chord is supported vertically continuously along its length, and that both the top and bottom chords are supported laterally. All members shown on this drawing are prescribed by the user and must be manually reviewed to ensure their ability to resist all applied loads. Vertical blocks may require lateral support(s) to resist applied wind loading. 0 0-q — 2-10-0 - 2-10-0 6ouris Engineering, (`, A copy of this design shall be furnished to the erection contractor. This design s for an individualbuilding component (a truss). It is based on desi weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses to avoid damage. Job ID:762P3D\V12_10 Qty 1, 9/12/00 SKEET1 of 1 , specifications provided b the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection shall be 19% or less at the time of fabrication. unless DATE: 4400 Campus Or 7 ve accordance with the current versions o(TPI and NDS design standards.Lumber No responsibility irassumed for the atturacy of.in(ormation provided by moisture content noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (ICRO 84420) from 20. 18, or 16 a ASTM A653 SQ grade 40 steel, SPAN: 2-10- 0 A the truss designer. Dimensions shall be verified by the manufacturer ahhdlor The building designer shall review with G60 (min.) coating. Plates shall be applied on both faces of truss at each - Suite building designer prior to fabrication. loading and cuss configuration m ensure that this design meets or exceeds joint. Plate dimensions are listed width x Pength. Slots (holes) in plate shall run length. Slots in shall be oriented as shown or the dmw- ENGINEERING Newport Be Beach, h, C A 92560 minimum loading regmred by applicable local building codes. Compression chords shall be laterally braced by the too( floor sheathing directly parallel to the plate plate nhg, The plate shall be centered on�omt U.N.O. Design asxumes that adequate drainage wd1 be to ponding, aid adequate anchorage will be KEYMARK 2905 Wilderness Place, STE 202 (949) 752-.1512 ' anached, unless other rioted. Bottom chord bracing shall.be as rated, Bracing shown is for lateral support n( individual truss components only to provided. prevent provided resist uph0 at suppnns. The seal on this drawing indicates acceptance design Boulder, Colorado 80301 • (949) 752-532 ] F a X reduce hackling length. It is hat wind or lateral Inad bracing or overall - building design bracing which is by others. Refer to HIR -97 (rP1) for of prolessioul enguxenng rexpoasibdity solely for the truss annpohhcm shown. The xunabihty ahhd use of this componem (or anyy pparticular building design Section 2. KGYsmar t 3.157 SCALE= 47/32:1' ' recohnmended truss hair ling and erection. Do not apply loads beyond is the responsibility ofbuilding desighher, per ANSI/rPl I-1995 2-10-0 2-10-0 2-8-8 LUMBER SOLUTION TOP 2X4 SP -42 BOT 2X4 SP -N2 BLK 2X4 SP -SS N D BLK SPACING 48.0 IN 0/C GABLE PLATES PLATE : EAGLE METAL PRODUCTS -95 Heel/Splice 4-0x6-0 Blocks 3-0x5-0 Pitch Break 5-0x5-0 Note: This design assumes that the bottom chord is supported vertically continuously along its length, and that both the top and bottom chords are supported laterally. All members shown on this drawing are prescribed by the user,and .must be manually reviewed to ensure their ability to resist all applied loads. Vertical blocks may require lateral.support(s) to resist applied wind loading. 0-Q O Q 2-10-0 - . 210-0 fp��'' _ _ C Ffl(�7n00� 1 n(� ee A copy of this design shall be furnished to the erection contractor. This design i (or an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration o(con- strucuon loads greater than the design Ioads:shall. not be applied to the trusses damage. Job ID: 762P3D\V13 10 Qty. 1 - - 1 1 -{.Jryryl wGW 11J U ny 1 l `,r specifications provided by the component manufacturer and performed in at any time. Trusses shall be handled with care prior to erection to avoid DATE: 9/12/00 SHEET Of 4400 Campus Drive accordance wilt the current versions of TPI and NDS design standards. No responsibility is assumed for the accuracy of information r.vided h Dimensions be verified by the manufacturer and/or Lumber moisture content shall be 199E or less at the time of fabrication, unless noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (ICBO #4420) from 20. 18, or 16 ga ASTM A653 SQ grade 40 steel, SPAN: 2-10- 0 Suite A the truss designer. shall building designer prior to fabrication. The building designer shall review with G60 (min.) coating. Plates shall be app lied on both faces of truss at each Newport Beach, CA 92660 loading and truss configuration to ensure that this design meets or exceeds minimum loadin re tired h applicable local building codes. Compression B qj y pP 8 PP• Boor directly joint. Plate dimensions are fisted width z enggth. Slots (holes) in plate shall run vallel to the late len th. Slots in late shall be oriented as shown on the draw - P 8 P. The Fx centered nn U.N.O. Design assumes that adeyvale KEYMARK ENGINEERING (949) 752- ] 6 ] 2 chords shall be latera ly braced by the roof or sheathing, attached. unless otherwise noted. Bottom chord bracing shall be as noted. mg. plate shall /omt drainge wdl be provided to prevent ponding, and adequate anchorage will Ire The drawing indicates 2905 Wilderness Place, STE 202 (949) 752-5321 F a X Bracing shown is for lateral support of individual truss components only m reduce buckling length. b is not wind or lateral load bracingg or overall Prowded resist upin f� at supports. seal oI this acceptance of professional engireering responsibility solely for the truss component design gOU lder, Colo rad0 80301 building design bracing which is by others. Refer to HIB -97 (TPI) for shown. The snit. ...y anuli use of this component (or any particular building Design ANSI/TPI I-1995 Stenon 2. KEYsmart 3 . 157 SCALE= 3/2":l' . recommended truss handling and erection. Do not apply mads beyond is the responsibility of the budding designer. per 2-10.0 1-6-IOR 2-10-0 1-6-0 I 2-2-0 1.4.13 LUMBER SOLUTION TOP 2X4 SP -#2 BOT 2X4 SP -92 BLK 2X4 SP -SS N D BLK SPACING 48.0 IN O/C GABLE PLATES PLATE :EAGLE METAL PRODUCTS -95 Heel/Splice 4 -0x6 -o Blocks 3 -0x5 -O Pitch Break 5-0x5-0 Note: This design assumes that the bottom chord is supported vertically continuously along its length, and that both the top and bottom chords are supported laterally. All members shown on this drawing are prescribed by the user and must be manually reviewed to ensure their ability to resist all applied loads. Vertical blocks may require lateral support(s) to resist applied wind loading. 2-10-0 2-10-0 {{//..��ryry�� /� / pap 7 n WUY�S EI19111661 1119 CA ■ 4 400 Campus S Df' l V e A Suite A Newport Beach, C h, C A 9266)0 (949) 752-1612 1949) 752-532 ] F d X A copy of this design shall be furnished m the erection contractor. This design is (or an individual building component (a truss). It is based on specifications provided by the component manufacturer and performed in accordance with the current versions of TPI and NDS design standards. No responsibility is assumed for the accuracy of' nformation provided by the truss designer. Dimensions shall he verified by the manufacturer and/or building designer prior to fabrication. The building designer shall review loading and truss configuration to ensure that this design meets or exceeds minimum loading regmred by applicable local building codes. Compression chords shall be laterally braced by the roof or Door sheathing directly anathed, unless rnhenvise noted: Bottom chord bracing shallbc as noted. Bracing shown is for lateral support of individual truss components only to reduce buckling length. It is not wind or lateral load bracing or overall building design bracing which is by others. Refer to HIR -97 (I -PI) for recommended truss handling and erection. Do not apply loads weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses at any time. Trusses shall be handled with care prior to erection to avoid damage. Lumber moisture content shall be 19% or less at the time of fabrication, unless noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (ICBO #4420) from 20, 18, or 16 ga ASTM A653 SQ grade 40 steel, with G60 (min.) coating. Plates shall be applied on both faces of truss at each joint. Plate dimensimws are listed width x length. Slots (holes) in plate shall run parallel to the plate length. Slots in plate shall be oriented as shown . the draw- mg. The plate shall be cemercd on3mn U.N.O. Design assumes that adequate drainage will he provided to prevent ponding. and adequate anchorage will be provided resist uph (t at supports. The seal on this drawing indicates acreP'anee of professional engineering responstbdity solely (or the truss component desiggn shown. l'he suitandity aid use of this component (or anv pparticular building Acsign is the resry?nsibility of the building designer. per ANSIlfPI I-1995 Section 2. Job ID: 762P3D\V14 10 Qty 1 / — DATE- 9/12/00 SHEET 1 of 1 SPAN: 2-10- 0 , KEYMARK ENGINEERING 2905 Wilderness P1dCe, STE 202 BOU lder, ColOradO 80301 KEYsma rt 3-. 157 SCALE= 3/2":l' 2.10.0 2-10-0 1-7-8 1-6- I OR 1.6.0 —1- 10-5 LUMBER SOLUTION TOP 2X4 SP -#2 BOT 2X4 SP -#2 BLK 2X4 SP -SS N D BLK SPACING 48.0 IN O/C GABLE PLATES PLATE : EAGLE METAL PRODUCTS -95 Heel/Splice 4-0x6-0 Blocks 3-Ox5-0 Pitch Break 5-0x5-0 Note: This design assumes that the bottom chord is supported vertically continuously along its length, and that both the top and bottom chords are supported laterally. All members shown on this drawing are prescribed by the user and must be manually reviewed to ensure their ability to resist all applied loads. Vertical blocks may require lateral support(s) to resist applied wind loading. { . _ .. 2-10-0 . - - 2-10A - - 7- CA WU� is 1.11gl-neering 'W{ ■ 4400 Campus Drive V e p SU ] t e A Newport Beach, CA 92660 (9491 752 -1612 (949) 752-5321 Fax copy of this design shall be furnished to the erection contractor. This design is for an indwidual building component (a truss). It is based on speccations provided by the component manufacturer and performed in accordance with the current versions of TPI and NDS design standards. No responsibility is assumed for the accuracy of information provided byy the truss designer. Dimensions shall be verified by the manufacturer aZor building designer prior to fabrication. The building designer shall review loading and truss configuration to ensure that this design meets or exceeds minimum larding regwred by applicable local building codes. Compression chords shall he laterallybraced by the roo(or floor sheathing, directly auached, unless otherwise noted. Bottom chord bracing shall be as nmcd. Bracing shown is for lateral support of individual truss components only to reduce hackling length. It is not wind or lateral load bracingg or overall building desiggn bracing which is by others. Refer m HB•97 (TPI) for recommender) truss handling aryl erection. Do ,an apply mads beyond weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses at any time. Trusses shall be handled with care prior to erection to avoid damage. Lumber moisture content shall be 19% or less at the time of fabrication, unless noted mhenvise(U.N.O.). Connector plates shall be manufactured h Eagle Metal Products (IC00 #4420) from 20. 18, or 16 ga ASTM A653 SQ rade 40 steel, with G60 (min.) coating. Plates shall be a plied on both faces of truss at each joint. Plate dimensions are listed width s length. Slots (holes) in plate shall run parallel to the plate length. Slms inplate shall be oriented as shown on the draw- ng. The plate shall be centered on lomt U.N.O. Design assumes that adcysate drainage will be provided m prevent ponding, aid adequate anchorage will be provided resist uplift at supports. The seal on this drawing indicates acceptance of pmfcssional engi Bering respons nbdity solely (or the truss component design shown.'fhe suitabdily an use of the component for anyy ppar icular building design ,s the respons,bility o(ihe building dcs igucr, per ANS I/TPI 1-1995 Section 2. Job ID: 762P3D\VlS 10 Qty 1 — DATE: 9/12/00 SHEET 1 of 1 SPAN: 2-10- 0 KEYMARK ENGINEERING 2905 Wilderness Place, STE 202 Boulder, Colorado 80301 KEYSmdYt 3 . ].57 SCALE= 3/2" : 1' - - - - , 9 2-10-0 2-10-0 1-1-0 3-13 LUMBER SOLUTION TOP 2X4 SP -H2 -BOT 2X4 SP -112 BLK 2X4 SP -SS N D BLK SPACING 48.0 IN 0/C GABLE PLATES PLATE : EAGLE METAL PRODUCTS -95 Heel/Splice 4-0x6-0 Blocks 3-0x5-0 Pitch Break 5-0x5-0 Note: This design assumes that the bottom chord is supported vertically continuously along " its length, and that both the top and bottom chords are supported laterally. All members shown on this drawing are prescribed by the user and must be manually reviewed to ensure their ability to resist all applied loads. Vertical blocks may require lateral support(s) to resist applied wind loading. 1 2-10.0 2-10-0 (`� Engineerings CA of this desiggn shall be furnished to the erection contractor. This for anp individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses handled to erection to avoid damage. Job ID:762P3DAV16_10 Qty 16ouvis DATE: 9/12/00 SHEET 1 o£ 1 ations rovided h the coo nent manufacturer and performed in at any time. Trusses shall be with care prior Lumber shall be 19% or less at the time of fabrication. unless 4400 CampUS"DrIve 7ofthis nce with the current versions of TPI and NDS design standards. onsibility is assumed for the accuracy of information pr0vided by moisture content noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products #4420) from 20. 18, or 16 ASTM A653 SQ rade 40 steel.SU1te SPAN: 2-10- 0 s designer. Dimensions shall be verified by the manufacturer and/or designer (ICBO ga with G60 (min.) coating. Plates shall be applied on both faces of truss at each A designer priorto fabrication. The building shall review and truss configuration to ensure that this design meets or exceeds joint. Plate dimensions are bsted width x length. Slots.(holes) in plate shall run NeW Oft Beaeh. CA 92660 p m loading reyTired by applicable local building codes. Compression chords shall be laterally braced by the roof or noor sheathing. directly be parallel to the plate length. Slots inplate shall be oriented as shown on the draw- mg. The plate shall be centered on joint U.N.O. Design assumes that adequate drainage will be to pnrxling, and adequate anchorage wilt be KEYMARK ENGINEERING 2905 Wilderness Place, STE 202 (94 g) 752-1612 attached, unless otherwise noted. Bottom chord bracing shall as noted. Bracing shown is for lateral support of individual truss components only to provided prevent provided resist uplift at supports. The seal on this drawing indicates acce`nance for the truss component design Boulder, Colorado 80301, (949) 752-5321 F a X reduce buckling length. It is not wind or lateral bad bracing or overall building design bracing which is by others. Refer m IIIB•97 fI'Pq for of professinnal enginecrmg responsibility solely shown. "rhe suitability and use of this component for anyy pparticular building design KP•,Ysma rt 3..157 SCALE= 37/16:1' reconunetvic, truss handling and erection. Do rot apply loads hcynnd is the responsibility M the building designer. per AN I-1995 Sectinn 2. - 6-12 2-0.0 2-0-0 0.4 LUMBER SOLUTION TOP 2X4 SP -02 .-BOT 2X4 SP -#2 BLK 2X4 SP -SS N D BLK SPACING 48.0 IN O/C GABLE PLATES PLATE : EAGLE METAL PRODUCTS -95 Heel/Splice 4-0x6-0 Blocks 3-0x5-0 Pitch Break 5-0x5-0 Note: This design assumes that the bottom chord is supported vertically continuously along . its length, and that both the - top and bottom chords are supported laterally. All members shown on this drawing are prescribed by the.user and must be manually reviewed -to ensure their ability to resist all applied loads. - 12 Q325 Vertical blocks may require lateral support(s) to resist - ' .4x6 b applied wind loading. 0-9 0-q - ; 2-0-0 2-G-0 A copy of this desiggn shall be furnished to the erection contractor. This "' It is based weight of erectors until all permanent bracing is in place. Concentration of con- loads than the design loads shall not be applied to the trusses Job ID:762P3D\V17 10 Qty 3 — 6ouvis Engineering CA design is fora it dwidual building component (a truss). on 'specifications by the component manufacturer and in struction greater at any time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 1 of - 1 , provided performed accordance with the current versions of TPI and NDS design standards. Lumber moisture content shall be 19% or less at the time of fabrication, unless 4400 Campus Drive No responsibility is assumed for the accuracy of information gmvided by noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal 18, 16 ASTM A653 SQ 40 SPAN: 2- 0- 0 - Suite A the truss designer. Dimensions shall be verified by the manufacturer arid/ building designer prior to fabrication. The building designer shall review Products (ICBO #4420) from 20. or &a ggrade steel with G60 (min.) coating. Plates shall be a plied on both faces o(truss at each rve W Of t Beach. e h. C A 92660 p loading and truss configuration to ensure that this design meets or exceeds minimum loading required by applicable local building codes. Compression directly joint. Plate dimensions are listed width x Pength. Slots (holes) in plate shall run - parallel (odic plate length. Slots inplate shall be oriented as shown on the draw- The be centered on U.N.O. Design assumes that adequate KEYMARK ENGINEERING - (949) 752-1612 chords -shall be laterally braced by the roof or floor sheathing Bottom bmcing he as noted. hng. plate shall point drainage will he to ponding, and adequate anchorage will be 2.905 Wilderness Place, STE 202 anached, unless otherwise noted. chord shall individual truss only to provided prevent resist uplift at supports. The seal on this drawing imlicaies acce Hance (949) 752-5321 Fax Bracing shown is for lateral support of conhpments reduce lmckling length. h is not wind or lateral Inad bracingg or overall providd of Professirn al engmecnng responsthility solely for the truss compnncru Sesyi Boulder, Colorado 6030]. handing design bracing which is by others. Refer to I IIBml (1 -Pp for shown. 'fhe suimhtbty and use of this c6m; mom for anv particular building t csign building designer. ANSI/I'�I 11941 Scciion 2. KEYsma rt 3.157 SCALE= 25/8" : 7.' rt�rnnvnended puss handling and erection. Do nt apply loads heynnd is due reslamsilhility of the, pi:r LUMBER SOLUTION - 6-0-0 TOP 2X4 SP -#2 ' 6-0-0 BOT 2X4 SP -#2 , BLK 2X4 SP -SS N D — 1-7-12 0-4 - BLK SPACING 48.0 IN,O/C GABLE PLATES PLATE : EAGLE METAL PRODUCTS -95 Heel/Splice 4-0x6-0 Blocks 3-0x5-0 Pitch Break 5-0x5-0 - - Note: This design assumes that the bottom chord is supported vertically continuously along its length, and that both the top and bottom chords are supported laterally. All members shown on this drawing are prescribed by the user and must be manually reviewed to ensure their ability to resist all applied loads. 3x5. Vertical blocks may require lateral support(s) to resist N 12 Q3.25 N applied wind loading. 4x6 _. .. -- ------------ - - -- - -- -- ---- ------ - - -- - - - - - T 3x5 - 6-0-0 6-0-0 �ryA G is Engineering CA copy of this design shall be furnished to the erection contractor. This design is for an individual building component (a truss). It is based on weight of erectors until all permanent bracing is in place. Concentration of con- strucuon loads greater than the design (dads shall not be applied to the trusses Job ID: 762P3D\V18 10 Qty 2 — specifications provided by the component manufacturer and performed in amity time. Trusses shall be handled with care prior to erection to avoid damage. DATE: 9/12/00 SHEET 1 of 1 / 4 400 Campus S �r ] V e Q accordance with the current versions of TPI and NDS design standards. is for information by Lumber moisture content shall be 19% or less at the time of fabrication, unless Connector be by Eagle Metal No responsibility assumed the accuracy of provided designer. Dimensions be veri by the manufacturer and/or noted otherwise(U.N.O.). plates shall manufactured Products (ICBO #4420) from 20. 18, or 16 ASTM A653 SQ 40 steel.," SPAN: 6- 0- 0 -. Suite A the truss shall ted building designer prior to fabrication. The building designer shall review ga grade with G60 (min.) coating. Plates shall be app lied on both faces of truss at each Newport Beach. CA 92660 loading and truss configuration to ensure that this design mects_or exceeds minimum loading required by applicable local building codes. Cnmpression jnint. Plate dimensions are hslcd width x length. Slots (holes) in plate shall run parallel to the plane Icngdn. Slnts in plate shall be oriented as shown on the draw- KEYMARK ENGINEERING (949) 752-1612 chords shall be laterally braced by the roof or floor sheathing, directly attached. unless otherwise noted. Bottom chord bracing shall as noted. mg. The plate shall be centered on joint U.N.O. Design assumes that a�tt uanc drainge wdl be provided to prevent ponding, and adequate anchorage wil� be 2905 Wilderness Place, STE 202 (9491 752-532 ] Fax a X Bracing shown is for lateral support of individual truss components only to reduce buckling lcngnh. It is not wind or lateral load bracingQ or overall bracing is by Refer HIB for provided resist uphR an suppnns. -f he seal on this drawing indicates acrepLance of professional engtncermg responsibility solely for the truss cnmpnuem design The dtis for building design Bou7.der, Colorado 80301 building design which others. to -97 (TPI) - hatullmg Do Inds beyond shown. suitandity and use of component any particular is the ity the building designer, ANSI/fPl I-1995 Section L KEYsmart 3.157 SCALE= 35/32:1' • recommended truss and erection. not apply respnnsibil of per 4-n-0 4-0.0 1.14 0-4 LUMBER SOLUTION TOP 2X4 SP -112 BOT 2X4 SP -42 BLK' 2X4 SP -SS N D BLK SPACING 48.0 IN O/C GABLE PLATES PLATE : EAGLE METAL PRODUCTS -95 1 Heel/Splice 4-0x6-0 Blocks 3-0x5-0 Pitch Break 5-0x5-0 Note: This design assumes that the bottom chord is supported vertically continuously along, its length, and that both the top and bottom chords are supported laterally. All members shown on this drawing are prescribed by the user and must be manually reviewed to ensure their ability to resist all applied loads. Vertical blocks may require lateral support(s) to resist applied wind loading. I 0-q 0 V _ .. 4-0-0 4-0.0 Gmis Engineering CA ■ 4 400 Campus 5 Drive p Suite A Newport Beach, CA "92660 (949) 752' 1612 (9491 752-5321 F d Y. A copy of this desi n shall be furnished to the erection contractor. This design is for an individual building component (a truss). It is based on specifications provided by the component manufacturer and performed in accordance with the current versions of TPI and NDS design standards. No responsibility is assumed for the accuracy of information rovided by the truss designer. Dimensions shall be verified by the manufacturer and/or building designer prior to fabrication. The building designer shall review loading and truss configuration to ensure that this design meets or exceeds minimum loadingto tuned b a licable local building codes. Compression a Y p P 8 P chords shall be latera tested braced by the roof or floor sheathing, directly attached, unless otherwise noted. Bottum chord bracing shall be as noted. Bracing shown is for lateral support of individual truss components only to reduce buckling length. h is rot wind or lateral load bracingg or overall building design bracing which is by others. Refer to Hm-97 (TPI) for reenmmender truss handling and erection. Do no: apply loads beyond weight of erectors until all permanent bracing is in place. Concentration of con- struction loads greater than the design loads shall not be applied to the trusses at any time. Trusses shall be handled with care prior to erection to avoid damage. Lumber moisture content shall be 199E or less at the time of fabrication, unless noted otherwise(U.N.O.). Connector plates shall be manufactured by ragle Metal Products (ICBO #4420) from 20. 18, or 16 ga ASTM A653 SQ grade 40 steel, with G60 (min.) coating. Plates shall be applied on both faces of truss at each joint. Plate dimensions are listed width x length. Slots (holes) in plate shall run parallel to the late length. Slots in laic shall be oriented as shown on the draw - P P B P. mg; The plate shall be centered on font U.N.O. Design assumes that ade�uatc drainage will be provided to prevent ponding, and adequate anchorage wit he provided resist uplift at supports. The seal of this drawing indicates acctptan�e of professional engineering responsibility solely for the truss component design shown. The suilabdity ni use of this component for am PParticular building design is the responsibility of The building designer, per ANSI fPl I-1995 Section 2. Job ID: 762P3D\V19 10 Qty 2 — DATE: 9/12/00 —SHEET SHEET 1 of 1 SPAN: 4- 0- 0 ` KEYMARK ENGINEERING 2905 Wilderness Place, STE 202 . Boulder, Colorado 80301 KEYsma rl" 3.157 SCALE= 53 /32:1' i