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10-0275 (SFD)53885 Avenida Martinez 10-0275 P:O. BOX 1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 BUILDING & SAFETY DEPARTMENT BUILDING PERMIT Application Number: 10-00000275 Property Address: 53885 AVENIDA MARTINEZ APN: 774-1717019-7 -006000- Application description: DWELLING - SINGLE FAMILY DETACHED Property Zoning: COVE RESIDENTIAL Application valuation: 118745 Applicant: Archite t o nglneer: 2 LICENSED CONT OR'S DECLARATION I hereby affirm under penalty of rjury th t I am licensed u der ovisions of Chapter 9 (commencing with Section 7000) of Division 3 of th sines and Pr essio Is Co e, and my License is in full force and effect. License Class: B Lice a No.: 727199 Oat e:_7 —2—'t Contractor: OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the following reason (Sec. 7031.5, Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).: (_) 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 ISec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself through his or her own employees, provided that the improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). ' (_) I, as owner of the property, am exclusively contracting with licensed contractors to construct the project ISec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). ( ) I am exempt under Sec. _ , B.&P.C. for this reason Date: Owner: CONSTRUCTION LENDING AGENCY I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued ISec. 3097, Civ. C.). Lender's Name: _ Lender's Address: LQPERAIIT Owner: 3 BOULDERS, LLC 45311 GOLF CENTER PKWY #B INDIO, CA 92201 Contractor: CORONEL ENTERPRISES 42760 MADIO STREET INDIO, CA 92201 (760)775-1234 Lic. No.: 727199 VOICE (760) 777-7012 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: 7/29/10 WORKER'S COMPENSATION DECLARATION 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 and policy number are: Carrier UNITED INS Policy Number 238130742009 _ I certify that, in the performance of the work for which this permit is issued, I shall not employ any person in any ma r so as to become subject to the orkers' compensation laws of California, and agree that, if sh Id be ome subje to the rk rs' compensation provisions of Section 3700 of the Labo Co , I s II forth w h comp) wi those provisions. Date: - "Z Z-( Applicant: Applicant: ' WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. APPLICANT ACKNOWLEDGEMENT IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on this application. 1. Each person upon whose behalf this application is made, each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this application, the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents and employees for any act or omission related to the work being performed under or following issuance of this permit. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or Land f w for 180 days will subject permit to cancellation. I certify that I have read this application ands that the above informre t. I gree to comply with all city and county ordinances and state laws reli build; constructire a horize representatives of this county to enter upon the above-mentione r erty rinspectio. Date - 1- io Signature (Applicant or Age -_ - Application Number . . . . . 10-00000275 ------ Structure Information 1,918SF DWELLING/VB/RES-3/CL A -FR [CONV]----- Other struct info . . . . .. CODE EDITION 2007/2008 # BEDROOMS 4.00 FIRE SPRINKLERS NO GARAGE SQ FTG 461.00 NUMBER OF UNITS 1.00 ---------------------------------------------------------------------------= 1ST FLOOR SQUARE FOOTAGE 1918.00 Permit BUILDING PERMIT Additional desc . Permit Fee . . . . 706.00 Plan Check Fee 114.72 ----Issue-Date - --- -. -- ----- -"- - - .- - Valuation .. .. ..:............._ 118745._.... _............_...... --- Expiration Date 1/25/11 Qty Unit Charge Per Extension BASE FEE 639.50 19.00 3.5000:THOU ---------------------------------------------------------------------------- BLDG 100,001-500,000 66.50 Permit ELEC-NEW RESIDENTIAL Additional desc . Permit Fee . . . . 106.35 Plan Check Fee 6.65 Issue Date Valuation . . . . 0 Expiration Date 1/25/11 Qty Unit Charge Per Extension BASE FEE 15.00 1918.00 .0350 ELEC NEW RES - 1 OR 2 FAMILY 67.13 461.00 .0200 ELEC GARAGE OR NON-RESIDENTIAL 9.22 1.00 15.0000 ---------------------------------------------------------------------------- EA ELEC TEMPORARY POWER POLE 15.00 Permit GRADING PERMIT Additional desc . Permit Fee . . . . 15.00 Plan Check Fee .00 Issue Date . . Valuation . . . . 0 Expiration Date 1/25/11 Qty Unit Charge Per Extension ---------------------------------------------------------------------------- BASE FEE 15.00 Permit MECHANICAL Additional desc . Permit Fee . . . . 77.50 Plan Check Fee 4.84 Issue Date . . . . Valuation . . . . 0 LQPERAIIT Application Number . . . . . 10-00000275 Permit . . . . . MECHANICAL Expiration Date . . 1/25/11 Qty Unit Charge Per Extension BASE FEE 15.00 1.00 9.0000 EA MECH FURNACE <=100K 9.00 1.00 4.5000 EA MECH VENT INST/ DUCT ALT 4.50 1.00 16.5000 EA MECH B/C >3-15HP/>100K-500KBTU 16.50 4.00 6.5000 EA MECH VENT FAN 26.00 1.00 6.5000 ---------------------------------------------------------------------------- EA MECH EXHAUST HOOD 6.50 Permit . . . PLUMBING -- ---- - - --- -.- ----------Additional-- desc .. Permit Fee . . . . 134.25 Plan Check Fee 8.39 Issue Date Valuation . . . . 0 Expiration Date 1/25/11 Qty Unit Charge :Per Extension BASE FEE 15.00 11.00 6.0000 EA PLB FIXTURE 66.00 1.00 15.0000 EA PLB BUILDING SEWER 15.00 1.00 7.5000 EA PLB WATER HEATER/VENT 7.50 1.00 3.0000 EA PLB WATER INST/ALT/REP 3.00 1.00 9.0000 EA PLB LAWN SPRINKLER -SYSTEM 9.00 1.00 3.0000 EA PLB GAS PIPE 1-4 OUTLETS 3.00 1.00 ..7500 EA PLB GAS PIPE >=5 .75 1.00 15.0000 EA PLB GAS METER 15.00 --------------------------------------- ------------------------------------ Special Notes and Comments 1,918SF DWELLING/VB/RES-3/CLASS A -FR [CONVENTIONAL) THIS PERMIT DOES NOT INCLUDE POOL, SPA OR BLOCK WALLS. DEFERRED SUBMITTAL REQUIRED FOR THE INSTALLATION OF SPIRAL STAIR TO ROOF DECK. 2007/2008 CALIFORNIA BUILDING CODES. ***REDUCED FEE FOR MULTIPLE SUBMITTED PLAN REVIEWS*** July 8, 2010 12:39:25 PM AORTEGA ---------------------------------------------------------------------------- Other Fees ... . . . . . . . ART IN PUBLIC PLACES -RES 20.00 BLDG STDS ADMIN (SB1473) 6.00 DIF COMMUNITY CENTERS -RES 74.00 DIF CIVIC CENTER - RES 995.00 ENERGY REVIEW FEE 11..47 DIF FIRE PROTECTION -RES 140.00 . GRADING PLAN CHECK FEE .00 DIF LIBRARIES - RES 355.00 LQPERAIIT Application Number . . . . . 10-00000275 ---------------------------------------------------------------------------- Other Fees . . . . . . . . DIF PARK MAINT FAC - RES 22.00 DIF PARKS/REC - RES 892.00 COVE PRECISE PLAN FEE 100.00 DIF STREET MAINT FAC -RES 67.00 DIF TRANSPORTATION - RES 1930.00 Fee summary Charged ---------- Paid Credited ------------------------------ Due ----------------- Permit Fee Total 1039.10 135.28 .00 903.82 Plan Check Total 134.60 114.72 .00 19.88 Other Fee Total 4612.47 .00 .00 4612.47 Grand Total 5786.17 250.00 .00 5536.17 LQPERMIT .53 -885- Building Address v Own c Ming AddressS_ \ City ftZIP1 Contractor Address City Zip` r P.O. BOX 1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 APPLICATION ONLY BUILDING: TYPE CONST. OCC. GRP. ` A.P. Number - \71 - Tel. Legal Description 1 Project Description • _1 - -Z'1 S - State Lic. City & Classif. 3`1`t b \ ` 1 Lic. # Arch., Engr., Designer Address Tel. Lic. # LICENSED CONTRACTOR'S DECLARATION 1 her y affirm that I am licensed under provisions of Chapter 9 (commencing wit Section 00 of Division 3 of the Business and Professions Code, and my license is in full fo a and OWIQER-BUILDER DECLARATION I hereby irm at I am exempt from the Contractor's License Law for the following reason: (Sec. 031.5, B siness and Professions Code: Any city or county which requires a permit to cons uct, alt , improve, demolish, or repair any structure, prior to its issuance also requires the ap ican r such permit to file a signed statement that he is licensed pursuant to the provisions o 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). ❑ 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 and Profes- sions 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 im- provement 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). O I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who contracts for such projects with a contractor(s) licensed pursuant to the Contractor's License Law) ❑ 1 am exempt under Sec. B. & P.C. for this reason Date Owner WORKER'S 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 ❑ 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 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 I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued. (Sec. 3097, Civil Code.) Lender's Name Lender's Address This is a building permit when properly filled out, signed and validated, and is subject to expiration if work thereunder is suspended for 180 days. 1 certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives of this city to enter the above-mentioned property for inspection purposes. Signature of applicant Date Mailing Address City, State, Zip WHITE = BUILDING DEPARTMENT Sq. Ft. Size New No. i No. Dw. t Stories ` Units Add ❑ Alter ❑ Repair ❑ Demolition ❑ I ZONE: BY: Minimum Setback Distances: Front Setback from Center Line Rear Setback from Rear Prop. Line Side Street Setback from Center Line Side Setback from Property Line FINAL DATE_ Issued by: Validated by:— Validation: YELLOW = APPLICANT INSPECTOR Date Permit PINK = FINANCE CITY OF LA QUINTA i FIN ?€ PE T Estimated Valuation PERMIT AMOUNT Plan Chk. Dep. .750-00 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 from Center Line Side Setback from Property Line FINAL DATE_ Issued by: Validated by:— Validation: YELLOW = APPLICANT INSPECTOR Date Permit PINK = FINANCE Date 7/26/10 No. 30771 Owner Coronel Enterprises Address 42760 Madio St. City Indio Zip 92201 Tract # Type Single Family Residence CERTIFICATE OF COMPLIANCE Desert Sands Unified School District 47950 Dune Palms Road La Quinta, CA 92253 (760) 771-8515 Lot # No. Street Unit 1 53-885 Avenida Martinez Unit 2 Unit 3 Unit 4 Unit 5 S.F. 1918 Unit 6 Unit 7 Unit 8 Unit 9 Unit 10 APN # Jurisdiction Permit # No. of Units 4 1.11FIEDSc O Q BERMUDA DUNES r rn RANCHO MIRAGE C -f INDIAN WELLS d. PALM DESERT y LA QUINTA P INDIO y O 774-171-019 La Quinta Lot # No. Street S.F. Comments Payment one check $11,394.00 for two properties (53-885 Avenida Martinez APN 774-171-019 and 53-905 Avenida Martinez APN 774-171-020). Credit $1.08 to be refunded to Coronel Enterprises. At the present time, the Desert Sands Unified School District does not collect fees on garages/carports, covered patios/walkways, residential additions under 500 square feet, detached accessory structures (spaces that do not contain facilities for living, sleeping, cooking, eating or sanitation) or replacement mobile homes. It has been determined that the above-named owner is exempt from paying school fees at this time due to the following reason: EXEMPTION NOT APPLICABLE This certifies that school facility fees imposed pursuant to Education Code Section 17620 and Government Code 65995 Et Seq. in the amount of $2.97 X 1,918 S.F. or $5,696.46 have been paid for the property listed above and that building permits and/or Certificates of Occupancy for this square footage in this proposed project may now be issued. Fees Paid By CC-Rabobank, Zike Cornel Check No. 007004716 Name on the check Telephone 760/578-3446 Funding Residential By Dr. Sharon P. McGehee Superintendent ' Fee collected /exem ted by Patricia arbuzza Payment Recd $5697154` $11,394.00 Overit nder ;! Signature NOTICE: Pursuant to Government Code Section 66020$(1), this will serve to notify you that the 90 -day approval period in which you may protest the fees or other payment identified above will begin to run from the date on which the building or installation permit for this project is issued, or from the date on which those amounts are paid to the District(s) or to another public entity authorized to collect them on the District('s) behalf, whichever is earlier. NOTICE: This Document NOT VALID without embossed seal Embossed Original - Building Department Applicant Copy - Applicant/Receipt Copy - Accounting #:. -1 Submittal :A Struttufal: 'Truss :Cate Title 24.-C2 .:Gra'ut:Dt :A- -Ciy.Buski, PlastkDL City of La Quinta . . ..... Building 91 Safety Division P.O. Box 1504 Pennit W 78-495 Calle Tampico La QuinEa, CA 92253 Building Permit Application and Tracking Sheet Project Address: Owner's Name: A. P. Number: Address: Legal Description: City,ST, Zip: Contractor: Tel Address: Project Description: Cir\ -.ST. Zip , r UI\ 4 Telephone: -7w --7 -75 - i -,A- - ,-i State Lic. -7 Dcl N City Lic. Arch.. EnLm. Designer: Address: City. ST. Zip: ....... .. Telephone: . .... ...... ............. ....... . . ..... .... ............... .. .......... ....... Construction Type: Occupancy: State Lic. X.I........: . .... .............. P type (circle one): New Add'n Alter Repair Demo roject Name of Contact Person:Sq. Ft.: # Stories: # Units: Telephone = of Contact Person: .......... Estimated Value of Project: (-)oo .... .......... ............. .............. .......... ..... ..... :.*...,.,.:::: ..... .......... ......... . ...W.................:....% :::: JHI .U,- :::. - PP. U - ii . S., ... . ..: .... N. ............ . X....... X ............ ...... .-. ................. ....... . ..... .. . ... ..... . ............................ #:. -1 Submittal :A Struttufal: 'Truss :Cate Title 24.-C2 .:Gra'ut:Dt :A- -Ciy.Buski, PlastkDL [THE IRON SHOP' The Leading Manufacturer of Spiral Stair Kits M ENGINEERING ANALYSIS OF STEEL AND ALUMINUM SPIRAL STAIR KITS 5'-099' 59-699, 6'-099 v 69.697' 79-09' DIAMETER CODE STAIRS MODEL NO.: STANDARD #111 CODE: 2008 CITY OF LOS ANGELES BUILDING CODE112007 C.B.C. & 2006 I.B.C. LOS ANGELES CITY LICENSED FABRICATOR #1150 LOS ANGELES CITY STANDARD . r4' PLAN #111 CITY OF SAN DIEGO STANDARD MASTER PLAN #25 PTS PROJECT: #161221 THIS ANALYSIS VALID ONLY WITH WET SEAL & SIGNATURE OF ENGINEER 'QRprESS/0 Pip E. pyo 00 No. 23276 \cF cnL F° DCC 2 2 109 CITY OF LA QUINTA BUILDING & SAFETY DEPT. ,. APPROVED FOR CONSTRUCTION DATE q 8Y_i WOOD Engineering, Inc. 10040 FOOTHILL BOULEVARD 9-22-08 RANCHO CUCAMONGA, CA 91730 (909) 605-1000 - FAX (909) 605-8899 Main Plant & Showroom P. O. Box 547 400 Reed Road Broomall, PA 19008 (610) 5447100 (800) 523-7427 Fax (610) 5447297 Southern Showroom & Warehouse 6556 Superior Ave Sarasota, FL 34231 (813)923-1479 (8A0) 648-6990 Fax (813) 923-6176 Southwest Showroom & Warehouse 8718 Westpark Drive Houston, TX 77063 (713) 789-0648 (800) 438.4766 Fax (713) 789-0720 Midwest Showroom & Warehouse: 886 Cambridge Drive Elk Grove VII., IL 60007 (708) 952-9010 (800) 453-4766 Fax (708) 952-0496 Northeast Showroom & Warehouse: 500 West Avenue Stamford, CT 06902 (203) 325-8466 (800) 523-4766 Fax (203) 967-4677 P. O. Box 3008 3949/D Guasti Rd. Ontario, CA. 91761-0901 (909) 605-1000 (800) 382-4766 Fax(909) 605-8899 WOOD EAgineermg, lw_ Suaw SP/RAL sEer No. ' OF 9/ WOOD EO ring, Inc. SAW SP/RAL SEETwo. 1 OF_ Q,,,,,, STA/RWAY 65-62 ev s lv STA/RNGAY 95-B2 x no. 'm No. FOR rHE IRON Fo„ THE IRON t0040 FOOTHILL BOULEVARD DATE3-18-08 10040FO HULL BOULEVARD DATE3-16-08 RANCHO CUCAMONGA. CA 91790 (909) 989-1087 - FAX (904) 989-8106 DESIGNED BY >, w. RANCHO CUCAONCA. CA 91730 M (909P)989-2087 - FAX (909) 989-8106 DESS BY SHOP SHOP SPIRAL 57A/RNAYl0 q-22-.08 SP/RAL 5TA/RnAY REQUIREMENTS MODEL NO.: STANDARD REV• 72, d 74 0 (/OOq./) W/DTH = 44" M/NIIIVM BUT, FOR 5P/RAL, EXGEPr/ON 1, 26 " M/Nl,-VM PER /067q.6, CODE. 2006 C/r'r OF 1-05 AN6ELE5 BU/LD/N6 CODE - 2.) (1009.2) HEADROOM = 60" M/NII-vm BUT, FOR 5P/RAL, 2007 CALIFORNIA BUILDING CODEW/rH EXCEPT/ON, 78" M/NIWI-I PER 100q 0, L. A. G/rr AMENDMENr5 , 2007 G.B.G. $ 2006 I.B.C. 3.) (/009.3) TREADS = I/" M/N/MUM, R/5ER5 = 4 " M/NIt-VM d 7" MAX/NAJM BUT, FOR SPIRAL, EXCEPT/ON 2, LOAL75 TREAD = 7.5" M/N/MUM A r /2" FROM NARROW EDGE AND R15ER = q.5" MAX/MUM PER /00g O.L. _ /0.0 P.5.F. 3000 CONC. L.L = 40.0 F..5. F. (OR 40 P. 5. F. SNOW) OR LOAD AT ED&E 4% (/009.31) TOLERANCE BETWEEN LAR6E5r D ANSMALLEST T.L. = 50.0 P.S.F. OF TREAD OR R/SER SHALL NOT EXCEED 0.375 INCH. 3 ON TREAD 4 SQ. /N. 5J (/OOq.33) PROF/LE r OTHER LOA 05 WA 5'77A IR W/DTH O.5" MAX. RAD/US REOVIREO = 26 " < 4e " k 20 P.L.F. IN 1-3, F, H, d 5 OCCUPANCIES NOT AGGE55/BLE REOV/RED BY /007.3, TO &ENERAL P!/BL /C. THEREFORE 5OL /O 115" MAX. it 50 P.L.F. AT TOP OF HANDRAIL (NON-RE510ENTIAL) R15ER NOr REQUIRED, 200 LB. ON HANDRAIL /N ANY D/REGT/ON 500 ON ONE 50. FT. ON /NTERMED/ATE R4/LS MOT REWREO 5/MUL 7ANEOU5L Y W4TH ABOVE OTHER LOADS). 6.) (/004.4) LAND/N6 N/DTH b ALLOWABLE STRESS INCREASE PERM/rTED r EQUAL W/DTH OF N/rH OTHER LOAO5. (/607.7.13) dONE-TH/RD 57A/R. LAND/N6 D/MENS/ON /N DREG TION OF TRAVEL MV5 r EQUAL OR EXCEED W10TH OF 5TA/R5. 00OR5 SHALL NOT OPEN OVER LAND/N6. 60° LAND/N6 WOOD Engineering, Inc. su&*a .SPIRAL smm No. 3 a WOOD F.Aglneerbng, Inc. walEcr 5P/RAL %iw No. 4 oF _ ._ 5TA/RN Si Y 57A/RhG4 Y ,m w. , roe w.- vn.evelAusorel+sA~+P - - 3-16-06 cm.r.. easmoreaap - --------•-- ---- EOR THE IRON FOR THE IRON 10040 FOOTHILL BOULEVARD DATE - - 10040 FOOT ILL BOULEVARD oArE ..-g-/8-08 ._. . RANCHO CUCAMONGA. CA 91730 (909) 989-2087 - FAX (909) 989-8106 --_- --.- SHQP . _ _ . - _ DESIGNED BY -`_.-_ w Rl+NCHO CLICAMFAX (9 ) 9 91730 (904) 989-2087 FAX C90 989-8106 ___. _- __ .. .._ _ - _ SHOP _ DESIGNED 8Y 5P/RAL 57A/RNAY REQUIREMENTS 5P/RAL 57A/RNAY REOUIREMENrS 7) (IOOg5l) PYALK/N& SURFACES SHALL BEA 50L/0 SURFACE. HANDRAIL 15) (10/24) HANDRAIL 6R/P SURFACE &ROUP F, H, f 5 OCCUPANCIES ARE PERMIrTEO TO SHALL BE GONT/NUOV5 WITHOUT ALLU5rER HAVE OPEN/N65 NOT EXCEED/N& /125': INTER4IPTION BY NEWEL P05 r5 MALLER qO OR OTHER OBSTRUCT/ONS. HAN HANDRAIL 6.) (IOOq.51) OUTDOOR 57A/R5 SHALL HAVE SLOPE NOT r0 NOT EXCEED _2A;T0PREVENT JIYA TER ACCUMULATION 16J (10/2.5) HANDRAIL EXTEN5/ON5. BSTRUCT/ON, ON NALK/N6 SURFACES. EXTEND HANDRAIL /2" AT TDP EXCEPT/ON 3. J BOTTOM f RETURN TO GUARD, q.) (/OOg5.3) USEABLE 5PAGE UNDER SPIRAL STAIRS 5HALL EXCEPT HANDRA/L5 /N HORIZONTAL NOT BE ENCL05E0. DWELL /N&5 NEED ONLY TOP EXTEND FROM TOP R15ER CONTINUE D /OJ (/0047.6) /2 FT, MAXI-AIM BETWEEN FLOOR LEVEL5 OR r0 BOTTOM R15ER SLOPE LAND/N55. (NOT REOU/REO TO a /2" BE AGGE55/BLE, (100q A) 5P/RAL 57A/R5 MAYBE USED A5 A MEAN5 OF SEE /TEM 5J9 E6RE55 ONL Y W/TH/N DNELLINC, UNI r-5 OR /2" FROM A 5PAGE NOT MORE THAN 250 SQ.FT. ANO /7) (1042.6) CLEARANCE l 1/2" 5ERV/N6 NOT MORE THAN 5 OCCUPANTS OR TTOM FROM 6ALLER/E5, CATWALKS, AND &R/D/RON5 /B) (10/27) HANDRAIL 5HALL NOr IN ACCORDANCE N/TH 5EG TION /0/5.6. PROJEG T INTO REOU/RED NO SHARP ED6E5 ON W/DTH OF 5TA/RWAY WALL AT HANDRAIL /2.) (1009./O) HANDRA/L5. HANDRA/LS BOTH 5/DES, BUT, FOR MORE THAN 4.5 INCHES. SPIRAL STAIRS, EXGEPr/ON 2., HANDRAIL ON WALL ONE 5/OE /5 PER14/T7E0 /q.) (/013.1) WAR05. R66VIREO ON 5TAIRNA Y AND LAND/N6. /3.),1/(:2/2.2) HANDRAIL HE/6W'= 34" M/N/-AVM $ 38" MAX/-AIM. (/0/32) 641AR05 5HALL BE O 42" H/6H. GUARDS USED A5 /4•) (/0/2.3) HANDRAIL &RASP. HANDRAIL /N INDIVIDUAL CIRCULAR: 125" M/N/MfVM $ 2" MAX/MVM. ONELLA6 MAYBE 34" TO 3B" NON-CIRCULAR: 4" M/N/NAVM $ 6.25" MAX/-AVM ABOVE TREAD N05/N6. / //2" / //2" PER/ME7ER J 215" MAXI-AIM CR055-5EG T/ON. HANDRA/L ED6E5 5HALL HAVE 0.0/ /NCH M/N/-AIM RADIUS CLEARANCES WOOD F1lgineeling, Lie. s &ca -17 RAL SHMNO 5 a_ WOOD E Inc. waacr SP/R.4L s ,w. 6 oF_ +ate.. da"''a 5TA/RN6AY JOB MD. 85-62 5TA/RWAY 65-62 _ mx DATE 3-/6-019 mx r JOS MD. 3-/8-OB THE /ROH , THE /ROH tooao FOOTHILL BOULEVARD 10040 DATE RANCH(909 9a9- 989 810a BY — . w. cao 98RANC9-2De cvAo 9 106 oEsara®er w. 5HOP 5HOP 5P/RAL 5rA/R{'YAY REOU/REMENr5 CHAPTER 22 (5 rEEL,) 20J (/0/3.3) 0PEN/N65 /N 6UAR05 SHALL HAVE BALLU5 rER5 OR PArrERN5 SUCH THAT 4" DIAMETER 5PHERE /✓ (2205.1) ALLOWABLE 5rRE55 OE5/6N PER A./.SC. 360-05 WILL Nor PA55. TR/ANC-VLAR OPEN/NG AT R/5ER, NH/GH SUPERGEDE5 A./.SG. 335-895/ TREAD, d BOTTOM RAIL SHALL NOT PA55 A SUPPLEMENT #/ 5PEG/F/GAnom FOR 5TRUG7I/RAL 6 " DIAMETER SPHERE. 5 MEL BUILD/NC75 ANO A. /.5.C. 34/-02 SE/SM/G 5TA/R5 TO ACCE55 PLUMB/NG, ELECTRICAL, OR PROV/5140N5 FOR 5rRUC7ZIRAL 57EFL BU/LD/NG5. MEGHAN/GAL 5Y57EM5 OR EGX//PMENr OR /N GROUP /-3, F, H, $ 5 OCG PANG/E5 /5 L/M/TED 2J (2205.2) 5E/5M/G DE5/GN PER A./.5.G. 34/-05, PART TO 21 " DIAMETER SPHERE. 1F R /5 GREA TER rHAN 3.0. 4.375" DIAMETER SPHERE PERM/rTED /N /ND/V/OUAL ONELL/NG !/NITS. 3.) PER A.I.S.C. 360 192. LOAD COMB/NAT/0N5 PER APPLICABLE BUILD/NG CODE. (//3 /NGREA5E FOR N/NO $ 5E/5M/C /5 NO LONGER ALLONEO BY OELEr/ON. 5EE A.1.5.G. 335 AS). 4,) A.1.5.C. 341-05 59EG/FICA r/ONS ARE FOR MOMENT FRAME5 AND BRACED FRAMES WHERE R /5 GREA TER THAN 3.0. SJ (22/0) GOLD-FORMED STEEL PER NORTH AMER/GAN 5PEG/F/GA r/ON FOR THE DE5/6N OF GOLD-FORMEO STEEL 57RUG T!/RAL MEMBERS (A.1.5.1.-A(A5)=EC,), CONGLU5/0N.• EVALUATE ALL STEEL PART5. //3 /NGREA5E PER 3,) ABOVE /5 NOT PERM/ TIED. EXCEPT PER /607.7.1.3, 1/3 /NGREA5E /5 PERMITTED FOR HANDRA/L5 J GUARDS. AL 50, EVALI/A rE ALL L /CHT GAGE STEEL PER A. /.5. /.-NA5PEC. BOL T5 5HALL COMPL Y W/TH A.5. T.M. A307. WOOD Eag;nla , Inc. RSP/RAL „ . - -OF ---- WOOD Engineering, Lu. 9181ECTSP/RAL S._.,,O..' -_OF -- ,,. .,;o _ 5TA/RW.4Y_ 65-62 ? _5TA/RHfAi' 85-6.2 ,.o.. -- 3-/8_019 IRON Fon THE I Fon IRON 10000 FOOTHILL 80(AEVARO- DATE .. 1 FO wTI_ RANCHO CUCAMONGA. CA 91730 (909)989-2087 - FAX(909)989-8106 DESCAEo IN --` . w _ RANCHO CUCAMONGA. CA 91730 (9M989-2087 - FAX(909)98"106 .THE ._ 5HOP. .. pE51GNFD er — _W - __. SHOP ..-_ GHAPTER 20 ALUM/NUM% LATERAL LOAL75 0 (20021) N/ND: 1200 G.B.G. / 2006 B. C. PER A. 5. G. E. 7-05) ANAL YrIGAL PROCEDURE (A.5.C.E. 7-05, 6.51) 1/5E: AA A5M 35 AND AA ADM / FOR 0E5/GN, H = 36' HAX 5MIN. N/TH LOA125 PER CHAPTER /6. V = qp M.P.N. G' (F/G. 6-l) 7' MAX. Ke = 0.65 (TABLE 6-4J (51M/LAR rO LA rT/CE FRAMEWORK) /. = 40 (TABLE 6-1) (OCCUPANC )GA TEGORY 1 OR ll) Q Kz = Kn = 0.98 AVG. (TABLE 6-3) t m FOR EXP. G' GA5E / $ 1 z = 30' (CENTER OF AREA,) NOR5T EXPOSI/RE HEIGHT >h Kzr = /.0 (NO H/LL5, R/06E5, OR ESCAR)=MENTS) (6.5.7.4) (Kze = 0 r Ki Kz Ke 2 WHERE K2 = 0 OR Ke = 0) G = 0.195 (6.5.19.1, R/GID 5 rR!/C T1/RE) /2/5 = 2.4 < 4.0 .: RIG/0 Q Gr (/A) PAGE 202 Gjz = 0.00256 Kz Kze Ke V"?(/) = 0.00256(0.114)(1.0%0.65)(110) 2(/.0) WOOD Enginewing, IOL- sueaEa 5P/RAL SHEETND. 9 OF_ WOOD FAg$necring, Inc. sBaw SP/RAL SNEETNo. /0 OF- sm STA/R{•YA7' 85_32 5TA/RWAY 05-62 .aeNo. a,n.ow&RA*b4wtu++aD & 3-/6-06 m,.n..W&9,--awe+svte.Lp 3-/8-06 „ THE IRON FOR THE IRON 10040 FOOTHILL BOULEVARD DATE 10040 FOOTHILL BOULEVARD Q11TE ( X989-20HO 8(904))9989 106 p , gy --c' . w. (909 989•2W7 FAX ( 91 4)989-8106 DESIGFI®er --=>. W. 5HOP 5HOP LATERAL LOAD5 LATERAL LOAD5 W/ND hV/ND 3/4 " SQ. PROJECTED AREA (AVG. PER FTJ 6ALLV5rER F = qr 6 Cv AP (6.5./5, OTHER 57RUC7URE) TREAD = ((4" + ?;)12J40" x ® 4" O.G. AVG. (2%3W12'%q" oc)/Fr, J 2" O.G. AVG. G = 0.85 (SEE ABOVE) _ /07 SCJ/N/Fr PROJECT/ON GF = /.6 Ave. SRAGMS ---_ A.- = 143 BALLU5TER5 = 0.75'((4" + 2;)121 x /1'%FT. F = 18.0(005)/6(/.43) = 27 SQ./N/FT, = 24.5 P.SF.(143 50.Fr) = 35.0 5AY 35 P.L.F. HANORA/L = 2" 4o x /2'%F7. GONGLUS/ON.• USE 35 P.L.F. FOR {N/ND LOAD ON COLUMN = 14 SQ./N/FT. 4 SPLICE ® FOR 7'-O" DIAMETER MAX. STAIRWAY. COLUMN = 4"x /2'%FT, 2nd STORY , = 46 50. /N/FT, i 2" d ArorAL = /07 + 27 + 24 . 46 MAX. = 206 SQ.IN/Fr AF = (206/144) = 1.43 SQ Fr/FT. I U ( A&Ro55 x/1 = (44" x 12'44 TR rREADL7 = 3.6 7 50.F7/F7-. PROJEG 7/0N E = AF/A6 = /43/3.67 4 m = 0.3,7 -> 0.3 t 0.7 'F = 16 (F/6. 6?2 LATT/G 4„ 40„ FRAMENORK5, FLAT 5/050 MEMBERS) 7'-0" m MAX. WOOD Inc. s A*a SP/RAL SHEET No. ._ OF.. - WOOD F.O /W Inc. "JECT SP/RAL s.Eer D. a _ - - STA/RH64 Y - 5 TAIR YA i' e5-82 6 ,oe n,o. W &-W JOB ND. 3-18-08 3-/8-08 THE IRON Fon THE /RON 10040 FOOTHILL BOULEVARD DATE - _ ..-.-_ ... 10040 FOOTHILL BOULEVARD ate_ - - •---- RANCHO CUCAMON('A. CA 91730 (9091 989-2087 - FAX (909) 9848106 -----------.. _ _ SHOP _. _ _ pEyGl{D gr . W RANCHO CUCAMONGA, CA 91730 (909) 989-2087 - FAX (909) 989-8106 -- - „_ SHOP . . . ...-_ _ .. DESIGNED B, LATERAL LOADSSs = 100 LATERAL LOADS 5E/SM/G 5 _ 1.00 5E/5M/G (CONT) 51 _ 400 CODE, 2007 G.B.G. /1006 I.B.G. 4,) (1/.4.3) AO-V5TEL?MAXM-VM E. 0. SPECTRAL RESPONSE AGGELERA r/ON5 G.B.G. / 1B. G. 16/3.1, DEFERS TO A.5.C.E. 7, EXCLUDING CHAPTER /4 J APPENDIX //A. S. = Fo 5s = 40(100)g = 2.00q 5M = Fv _ /5 o(iG )g = /.50g (114.1) MAPPED AGGELERAT/ON PARAMETERS ' Ss (O.2 SEG.) _ ?OOH OR 1.0 (F/G. 12-U - + coCrWiur7vr saeo c av s4>r cc..ss 51 (/.0 5E6,) = /00 OR /0 (F/6. 22-2) N/A FOR 5/MPL/F/ED PROCEDURE AoY0R57CA5E FOR M057'OF CALIFORNIA 5,) (11.4.4) DE5/6N 5PEC MAL RESPONSE AGGELERA r/ON5 s UN/TED STATES. (BUT 5s NEED NOT EXCEED 1.5 PER /2.6.13 ANALYTICAL 5c9 = 2/3 5.Is = -213K2 00)g = /33g AND 1114.6.1 5/MPL/F/ED FOR REGULAR OR _ - .ux PER izi.0.i STRUCTURE LE55 THAN 5 5TOR/E5 J 7< 0,55) = 1.40 N(/ 5/MPL/F/E0 0E5/6N 5o, = 2/3 S.n =-21%150)g 2) (/142) 5/TE CLA55 = 4OOg (WA FOR S/MPL/F/ED) 517E GLA-55 = D 10EFA41L T W/O 50/L5 REPORT UNLESS E OR F /5 REO D 6 % 4.5 d //.4.6) DE5/6N RESPONSE 5,-EC MUM AND MGE 0Y BLDG. DEPT) RESPONSE SPECTRUM NOT REOU/REO FOR 1?.B EQUIVALENT LATERAL FORGE 3J (11.4.3) 5/TE COEFF/G/ENr (FOR 5/TE GLA55 D) PROCEDURE. (WA FOR 5/HPL/F/5,9) 5s -> 1.25 .: Fo = 10 (TABLE //.4-I) 7,) (/1.5./) IMPORTANCE FAG TOR / OR I = 10 FOR OCCUPANCY CATEGORY / OR I/ Fa = 140 W/ 5/MPL /F/ED DE5/6N PER /?.14 TABLE /-/ TYP. OFF/GE, HOU5E, ETC. A55EMBL Y < 300 OGCUP, 51 0.50 .: Fv = 15 (TABLE 114-2) SCHOOL < 250 (WA FOR 51MPL/F/E12) HEAL Tia CARE < 5O NO HAZMA T SEE TABLE 9, /.3 FOR ALL OCCUPANCIES WOOD F heeling, Inc. 5P/RAL SHMNo. 13OF- WOOD Engincerin& Im- wam,SPIRAL s*Ena. 14aF- >a. STA/RWAY 85-82 STA/RlYAY 85-82 oAh roes Fon THE IRON me THE IRON I 00 FOOTHILL BOULEVARD 10040 FOOTHILL mato X 00 CC (A. CA989117306 (909) 98 o BY -` . W RANCHO CWCAMONGA. CA 91730 (909) 989.2087 - FAX (904) 989-8106 pESNGNED gY W W. 5/"/OP 5HOP LATERAL LOADS G.B.G.Ss = 2.00 LATERAL LOAD5 I B.G.: 5s = 2.Co SEISM/G 51 = /.00 SEISM/G 51 _ /.00 8J (//6J SEISM/G DE5/65N CATEGORY (SD.G.) // J (U-2 /) 5TR44G7URAL 5Y5TEM.• 5 = /00q 0.75 . -. 5. Z2. C. = E (N/A FOR 5/MPL/F/EO) LIGHT FRAMED WALL5 SHEATHED WITH WOOD 5 rRUG 7VRAL PANELS. Sas = 1.338 0.50g d OGCUPANCYGATEGOR>' = /I .-. 5.0.C. = D R = 6 1/2 OR WA 5as = 1.40 > 0.50 .: 50.C. = D FOR 5/MPL/F/ED BUT 51 = 1.00g > 0.75g .: 50.C. = E (WA FOR /2) (1/223./) COMB/NAT/ON OF LIGHT FRAMED WALL5 5/MPL/F/ED) WHEN U5ED W/TH 5P/RAL 5TA/R (ORD/NARY MOMENT FRAME) soy = long 0.20g d OCCUPANCY CATEGORY = // .: SD.C. = D R = 3 1/2 < 6 1/2 (WA FOR o = 2O- N/A 5/MRL /F/E0) BUT 51 _ 400g l 0.75g . -. 5. 0. C. = E (N/A FOR 13J (/215.7) STEEL ORO/NARY MOMENT FRAME /5 PERM/TTED 5/MPL /F/ED) /N L 16H FRAME UP TO 35 FT. CONGLU5/ON.• 14.) (/2.3.2.1) FOR TYP/GAL 5P/RAL STAIRS, NO HORIZONTAL S.D.G. = E IRRE5-41LAR/T/E5 PER'TABLE 12.3-1 OR 5.0.C. = D FOR 5/MPLIF/E0. lo.: NO TORS/ONAL IRREGULAR/TY. lb.: NO EXTREME TOR5/ONAL /RREGULAR/7Y. 9,) (11.8.1) FOR 5.O.C. = E OR F. STRUCTURE SHALL NOT BE 2.: NO RE-ENTRANT GORNER5, LOCATED WHERE THERE /5 A KNOWN POTENT/AL 3.: NO DIAPHRAGM O/SCON7'1NU/T/E5 FOR AN ACTIVE FAUL T TO CA!/5E R!/P7URE OF > 50 A OF AREA, THE GROUND Sl)RFACE A T THE 5 TRl/G 77/RE. 4.: NO OUT OF PLAN OFFSETS. (N/A FOR 5/MPL/F/EDI 5.: NO NON -PARALLEL SHEAR WALL5 WITH MAJOR AX15. /O.) (12.14.1) 5/1-fPL/F/ED DESIGN /5 NOT APPL/GABLE 5.) d 6J ARE NOT 5AT/5FIED. WOOD Eagtneertll$, Inc. _ _ WOOD F gineerin Inc. sua SPIRAL /6 m NF 5TA/RNAY - - 85-82._. jb c .wC. 5TAIRP" 7' "NO. oATF __ ron FOR _O, .TA E 40FOOTHILL /EA RANCHO FOOTHILL BOULEVARD Ho uc HG cn9173o .3-8-08 . (904) 989-2087 - FAX (909) 989-8106 .SHOP_. OELGNMgY-. W (909)9W2087 - FAX (909) 989.8106 pESK,p® BY _ . W _ LATERAL LOApS LATERAL LOADS =.2.00 5E/5M/G 51 _ /00 SE/5M/G 51 = 1.00 15) (12.3.22) FOR 7r,=/GAL 5P/RAL 5TA/R, NO VERT/GAL 20) (/2.4.23) 5E/5M/G LOAD COMB/NAT/ON5 1RREG4VLAR/7-/E5 PER TABLE 123-2 ALLONABLE STRESS 12E5/67N lo. d /b.: NO SOFT STORY. 5 (l0 * 0. 14505),0 + H * F + 0.7p QE 2: NO WEIGHT MA55 /RREGI/LAR/TY. 6. (/O + 0.1055C5VO * H * F + 0.525,0 OE 3: NO VERT/GAL GEOMETR/G /RREC-ULAR/TY. 4.: NO VERT/GAL /N -PLANE 0/5GONTINUIT/E5. * 0.75L + 0.75(Lr OR 5 OR R) So. d Sb.: NO WEAK STORY OR 8. (O.6 - O./45DSJ0 + 0.7p QE * H EXTREME WEAK STORY. /6J (123.4.1) REDUNDANCY. RHO 20 (/242.3) 5E/5M/G LOAD C01-10/NAT/0N5 ALLOWABLE STRESS pE5/6N EVALUA T/ON RHO = /0 (NON-BUILD/NG STRUCTURE COMBO 5. (l.O * 0./4505),0 * H + F + 0.7p QE NOT 51M/LAR TO BVILL71MV _ RHO '" ' 1 NOT A GON510ERAT/ON f NO FLUID FOR LATERAL OE5161V I PRESSURES. BUT D /5 V5ED FOR /7.) (/2.4.2) 5E/5M/G LOAD EFFECT COLUMNS. E = Eh * Ev FOR COMBO 5 d 6. LATERAL EARTH PRE55URE /5 NOT A CON5/0ERAT/ON. E = Eh - Ev FOR COMBO 8. CON5L4,5/0N.- 0.) (12 4-2 /) HORIZONTAL SEISM/G LOAD EFFEC TS (/.O * 0.14 x 1.33)0 * 0.. 7p QE Eh = p QE = 40V OR /OFP 1.1.80 * 0. 7(/0,)QE = 1./B0 + 0. 700E lqJ (1-2.422) VERT/GAL SEISM/G LOAD EFFECT E✓ = 02505,0 = 01(1.33),0 = 02660 WOOD Fvaering, Lie. T SPIRAL y y,p. /i - )snm..r6..h9 STA/RWAY .,Dew 65-62 nrxr am.drenrrera+i(vuwn 3 -/B -OB 10040 FOOTHILL BOULEVARD FOe rHE IRON GATE CJIMN RANCHO CUOCA. CA 91730 (909) 989-2087 - FAX (909) 989 106 SHOP oEsrAm By W LATERAL LOA05 0. C.: 59 = 200 SEISMIC 51 _ /.00 20 (!2.42.3) SEISMIC LOAD 60MB/NAT/ON5 (CONT) ALLOWABLE STRESS DES/6N EVALUAr/ON (CONT) COMBO 6. 0.0 + O. /05505)0 + H . F r 0.525P QE r 0.7555E COMBO 5. r 0. 7a2i' OR 5 OR R) FOR EXTER/OR 5TA/R Lr, $ R ARE LE55 GR/T/GAL THAN 0.75L OR 0.755 (0.755 GR/T/GAL W/ SNOW FOR SE/5M/GJ (1.0 + 0./0X/.33)J0 r 0.5250.OJOE + 0.755 040 + 0.5250E + 0.755 5EE COMBO 5. COMBO 8. (0.6 - 0.1450S,)0 + 0.7P QE + H (0.6 - O. /4(1.33))0 + 0.7(1.0)QE 0.4/0 + 0.700E--, LE55 GR/r/GAL rHAN COMBO 5. FOR: COMBO 5, 6., d 8. 5. $ 6. ARE GRI r/GAL. 05E.• Va4w orsi6o+ = 0.70E W/ 1./80 (COMBO 5) OR Vase ve5v&v = 0.5250E W/ /. /40 + 0.755 (COMBO 6.) WOOD F.DgiDeering, Inc. sa-w6w -4. lAY N 6+rq camr e 4..a,orars9 A.qr 10040 FOOTHILL BOULEVARD RANCHO CUCAMONGA. CA 91730 (904) 9842087 - FAX (909) 969-8106 5118ECT- SP/RAL . SHUT NO. 1q -0F _ _.._srAIRNA)" roe NO. FOB THE. IRON_ DATE - I DEMED BY __ . W... LATERAL LOA05 G.B.G. / IB.G.: Ss = 2.00 5E/5M/G 51 = 1.00 251(/2.72) EFFEG r/ VE SEISMIC WE16Hr (`V W = D + 0.25 57'ORA6E + /0 P.5.F. PART/TION + EQUIPMENT* 0.205 WHERE 5 > 30 P.5.F. J WHERE 20 P5. F. 15 USED FOR VERT/GAL LOA05 COMBO 5. W = 4/80 COMBO 6. W = 1.140 + O. 755 26.) (12.7.3) 5 rR&C TURAL MODEL /N6. FOR L/6HT FRAME 5TAIRS WITH FLEX/BLE COLUMN, STIFFNESS AND D/5TRIa17-ION OF FORGES HILL NOT BE GON5/0ERE2. WOOD E Inc. mama SP/RAL 9W.D /B a- ,.,,,B10F,STA/RWAY w joe ma B5-62 Q- ..renwrara"wD.w 3-/8-08 10040 FOOTHILL BOULEVAFOR THE IRON D11 c9030 99-2067 FAX(909)98"106)9 98SHOP DESICJED eY W. LATERAL LOADS -'7s=2.00 SEISMIC 51 = too ?.2.J (124.3) SEISMIC LOAD EFFECT /NGLUD/N6 OVER57REN67H FACTOR. NOT APPL/GABLE FOR L /6HT FRAME. 5EE L2.10-21 23✓ A2.5) D/RECT/ON OF LOAD/N6 (L252) SEISMIC 0E5/6N CA M5OR7' B 2 ORTHA60NAL D/REG r/ON5 NE&LEC T INTERAC T/ON. ,142.5.3) 512.C. G SAME AS B UNLESS TYPE 5 HORIZONTAL /RRE6ULAR/ry PER TABLE 12.3-/ NO /RRE6U1-AR/r'r.: 5AME A5 B. (12.5.4) 5. D.G. D, E, f F FOR SPIRAL 57A/R5 /N71ER5EG77N6 COLUMNS OR 5HEARWALL5 FROM 2.0/REG r/ON5 ARE NOT GR/T/GAL FOR COMB/NEO LOAD/N6. CONCLUSION: OE5/6N FOR SEISMIC LOAD FROM 2 ORTHA60NAL AX/5E5. TYPE 5 HORIZONTAL /RRE6ULAR/T7l NOT PERM/ rrEO. 24,) (/2.6) ANAL Y5/5 PROCEDURE FOR 5.026., OCCUPANCY CArE60RY /all, L/6HT FRAMED NOT EXCEED/N6 3 5rOR/E5. 05E.• EQUIVALENT LATERAL FORGE PROCEDURE PER TABLE /2.6-1 WOOD F.OgiDeering, IDC. SUWECT . SP/RAL sir w. -:!?0 OF - r„ ,,6 ,,,, _5TA/RN64Y BS -62 ,arzic yr "NO.--- rn,.,w e4emn.waar9ca, - -• -- . ._ . ... 3-/8 OB 10040 FOOTHILL BOULEVARD FOR THE IRON_ o1rE -- - RANCHO CUCM AONGA. CA 91730 -• (9091) 989-2087 - FAX(909)989-8106 .. 51-1OP DESu#D Br= - W LATERAL LOA225 1.3. G.: 5s = 2.00 SEISMIC 51 _ /00 27) (1128) ECV (VALENT LA rERAL FORGE PROCEDURE R = 3.5 (TABLE 12.2-1,, G.4) 5/T U5E R = 30 PER A. l5. G. 5PEC. All 1E = 1.0 (TABLE 115-0 OCCUPANCY GATE6ORY / OR /1 (12.8.2.V BUILO N& PER/OD (/2.81) T = To = Gt (hn.) X Gt = 0.026 (TABLE 12.8 Z) r = O.O2B(36J O.B X = 0.60 = 0.028(/5. /9) hn = 30' MAX. 0.43 < 0.5,f (MIDDLE OF t 5 57OR/E5 MA -55 A r 5s = 1509 3-SroRYJ - 4 5o r SEE (12.8.2. /J Si = LOOg 51 rE CLA55 D (5EE 2J) 55> 1.25 .: Fo = 40 51 > 0.50 Fv = 1.5 S +s = Fo Ss = 40 x 1.5og = 1.50g SMi = Fv 5 = 1.5 x 1.0og SDs = 2/3 SEa = 2/3(1.509) = 1.og Soy = 2/3 Sir = 2/3(1.509) _ /-OOg WOOD F eeeing, Ino. anrcr 5FIRAL sreErra.2/ a_ WOOD F.O ng, Inc. suarEcr 5P/RAL swmo 2 a- ,A„m,, STA/R"AY Joe w 85-62 seuarr s..+r 5TA/R"AY 85-62 lu,mssyy . a ' -/8-06 Mbm .yy JOB 3-/8-06 wp THE IRON f0B THE IRON 10040 Fooe THILL BOULEVARD 10640 FOOTHILL BOUtEVA ao VA DATE RANCHO CUCAMONGA. CA 91730 C909)989-2087 - FAX( 989.8706 9ESr4aED gy W, RANCHO g1CJ1MONCsA. 91730 C9M 980-2087 - FAX (904) 989-8706 DE57CNM BYW. 5kVP 5HOP LATERAL LOADS -,;,,2.00 LATERAL LOAD5 C. 03. / /.B.C.: -,;s = 2.00 5E/5M/G evr s. • /3? e+v uu>7=o, sem eewy ---- 5/ = /00 5E/5M/G air /-s exuu>go J 5/ _ /.00 -27,),1426) EQUIVALENT LATERAL FORGE PROCEDURE (CONT,) 26J r112,0 3) VERTICAL 0/5 TR/BUT/ON OF 5E/5M/G FORGES Ve4se = Gs " - T = 0.43 t 0.50 (SEE -2 7.V Gs=50s/(R/Ie,) K= to GS = /.0 / (3.O / /.0) = 0.333 hx = 30; V = ✓a49E CE5WSW,• "i = "x = kY- 3 Fx=GvxV OR h. = 30"CRITICAL /e) Gs MAX = 5ci / T(R /"x k = 1.00 / (0.43(3.0 / /.O,)) hx Gvx = = 30" = 30" = 0.56 = 0.775 (/26./.3)k 6" + /ON r 3O" 54" E "/ h/ OR Gvx = 0.56 Gs M/K = O.O/ FX = 0.56 Va45e OR = 0.56(5N x 0233) 30, = 0.39/" 6smix = 0.5 51 / (IR / /e) = o.xi.00li(3oir.o/ = 0./67 Gs = 0.333 OR V54W = Gs" = 0.333" /y PER 20 (12.4.3) A. 5.12. DE5/6N E✓ALUAT/ON Fx = 0.56 ✓e45e FOR OA5/C COMB/NATIONS = 0.56(3{N x 0./75) /6 ✓SAW = Qe = 0.333" = 0.294" 415E.• COMBO 5. 4/5E.• COMBO 5-- Ve4se.oes/6v = 0.7(0.333",) + /-160 1.160 Fx = ✓x = 0.3°I/" OR OR 6 , COMBO 6: ✓945EOE5/aK = 0.52rs1 0.333%V + //40 + 0.755 COMBO 6. = O./75" + 1.140 + 0.755 Fx = 0294" 3" WOOD F Me jn& Inc. 9AX-a _5F/RAL y,n. 23 ..... WOOD Engineeritl& Inc. su&,ECT SP/RAL smt4o. -24 (F- 5TAiA 4iV4 Y y'° 5TA/RPYAY - - 65-62 „srb+c. "NO. - .5. - isi. oeNo.- °k' _THE IRON_ _ w„ --THE IRON - RANCHO CUFOOTHILL NG 730 .. --- -- 10040 FOOTHILL BOULEVARD RANCHO CUCAMONGA. CA 91730 - C909)989-2087 - fAX (909) 989-8106 _ _ _ . Jam' -%'109-_ DEMMM By -` . __. W._ (909) 989-1087 - FAX(909)989-8106 _. .. SHOP _ . DESKINED ay - LATERAL LOAL25 LATERAL LOADS 55=200 2q.J (12.8.4,) HORIZONTAL SHEAR 015TRIBUT/ON ✓x = F/ Fs = 0.39/ "x SUMMARY, OR 0.39/ "P /. /e = /O S CLCUPANGY CATEGORY / OR Vx = 0.39/ "P GR/T/GAL ® 3RD LEVEL 2. 5s = /5og , Si = 1.009 (a/T GOOD FOR Ss = 2.00 DUE TO Gs 5A5ED UPON MAX. Ss FOR re O.SsJ USE.- SAME AS ?SJ 3. 5/TE CLA55 D 30.,) LOAD COMB/NAT/ON 541MMAR7' 4. 505 = /009 , 5ci = /009 4/55, COMBO 5 0 Oft y, 5. 5E/51-f/G DE5/6N GA TEGORY.• E -"- FOes+a9 = 0.39/W r 1.160 6. 5E/5M/G FORGE-RE5/5T/N6 5Y5TEM.• OR ORD/NARY MOMENT FRAME COMBO 6. o .ops 7. DE5/GN BA5E SHEAR: Va4se vEs/av = 0.233" BUT 0.39/" FOes+aw = 0.294" + 1.140 + 0.755 FOR 3RD LEVEL 5TA/R. 6. SE/SM/G RESPONSE COEFF/G/ENT.• Gs = 0.333 9. RE5PON5E MOD/F/GA TION FAG TDR: R = 3.0 /0. ANAL Y5/5 PROCEDURE-- EaIIVALENT LATERAL FORGE WOOD Eaglneerlag, Inc. nlsrd/.cr ca,. ,.ore nw..a aesoa.# 10040 FOOTHILL BOULEVARD RANCHO CUCAMONGA. CA 91730 (904) 989-2087 - FAX (904) 9899106 S1raLEcr 59-/RA1- sHEErro. 25 OF- 5TA/RNAY 85-62 FOR 77-1E IRON DATE 3-10-06 5HOP DE=tM By - . W. TREAD DE5/6N 5'-0" D/AM. TO 7'-O" D/AM. R z.2-6 TREAD SAMPLE GALL: a= 5/N2xR BASE 75# i R=30" f1 1 1Jll A = f(3 + 15.5)/212`1 = 268 50. IN. Pun/f = 50 P.5.F.(268//44) = 93a SUM -M 0 6A5E = 3(29)2/ 2 + /2--Y29)?/6 = 26BX X = (/262 + /752) / 268 = //.24 " Munif = 93(29 - 11.24) = 1,65/ "jv Mconc = (300+/2)(28.5) = 4,275'#- COV. LOAD 5HAR/N6 5r,12) TREADS CONNECTED AT EDGE N/TH 5ALL!/5 MR (SP/NDLE) OF WOOD F.ngineeriag. Inc. %sx- r SP/RAL No. 27 STA/R{'YA.Y JDBNO. 85-82 ss r [wr - c>f.. ea:a.orw+s 10040 FOOTHLL BOULEVARDFon THE- IRON °"E RANCHO CUCAMONGA, CA 91730 (909) 959-2057 - FAX (90% 959-8106 _. _SHOP_. _ DESrA*D BY TREAD DE5/GN (100 P.5.F.) /00 P.5.F. L.L. WOOD Fuge Ilk'. 5'-O" m 5'-6" m 6'-O" m 6'-6" m 7'-0" m R 30" 33" 36" 54, 42" o nw 7.75 8.55 9.32 /0140 /0.86 R-1 aw 1211 32 35 38 4/ A w.. /w 268 322 3717 441 5019 Pwia.2ev 205 246 290 337 386 X (7w /124 /214 /327 /4.30 /5.31 R -1-R mu /7.76 /9.76 2/.73 23.70 25.64 M[N/P. ax -Lw 3,64/ 4,66/ 6,302 7,967 41166 R-/5 aw 26.5 3/.50 34.50 37.50 40.50 Pe4w12 4-w 150 /50 /50 /50 /50 Mccwe ft -"V 4,275 4,725 5,/75 5,625 6,075 Vitae metro row 1 300 1 300 300 337 366 WOOD Fuge Ilk'. aa=T SPIRAL 9jmrLo.?6 OF- ,1ft.mw4v, v 5TA/RNAY 85-62 mrrrn.Fr .Loeno. w,n,.dre sreweosp, 3-16-08 10040 FOOTHILL BOULEVARD Fon THE IRON DAI RANCHO C)CAM0t4GA, CA 91730 (909) 989-2057 - FAX (904) 989-8106 - 5HOP DOWIM BY TREAD DE5/6N 000 P.5.F.) /00 P.S.F. L.L. 5AMPLE GALL: a = 5/N(9/2)R = 5/N 15*R = 0.254IR = 7.75" R-1=30"-/=29" A=[(3+2o,)1ZrR-/)_(/.5+o)(R-/j=268502/X. Pavia. = (L + O)A//44 = (/00 + /0)268//44 = 205# X=(3(R-U2/2+(2o-3J(R-/)Z1611^ -_ (3(30 - 01 212 + (2(7.75) - 3)(30 - 0-2/61/266 _ b11,261 + /, 752)11268 = 3,0/31268 = //.24 " =20.30-/-1114) = 3,64/ IN -LB. R-1.5= 30-/5= 28.5" Mco.c _ (Pcc>,e/2)(R - l5) _ /50(28.0) = 4,275 IN -LO GOV. WOOD F ring Inc. wwFcr. . sriK 911 s m w. Lq of --- , ,,wbwi- 5TA/RkYA)' r.* 24 Ono. _8-5-82 -_ cooe 3-18-08 10040 FOOTHILL BOULEVARDFOB 7HE_IRON_ « - -- - - RANCHO CUCAMONGA. CA 91730 (909)%9-2087 - FAX(909)989-8106 _ _ _ _ -SHOP _ DES CAM BY TREAD DE5/6N (40 P.5.F l 40 P.5.F. L.L. 5A)wLE GALL: (5'-O" D/AM.) o = 5/N(9/2)R = 5/N /5R = 0254R = 7.75" R - /= 30"-/=29" A=((3+Zo)/2YR-/)=(/5+oJ(R-l)=26850.IN. (40 X=(3(R-0^2/2+(20-3)(R-02/611A _ (3(30 - /) 2/2 + (2(7.75) - 3)(30 - U?/611266 _ [(1261 + /, 752)11266 = 3,0/31268 = //24 " Muwa = F wa(R - l - X) = 93(30-/-11.24) _ /,65/ /N. -LB. R-/5=30-/5=28.5" Mccwa _ (Pc,*v12J(R - /5) = /50(28.0) = 4,275 IN 60V. WOOD Eestmeerim, Inc. 4i c*.W&W-Wft nLrxEi,.yr cb„ .ore asr aveeel9 10040 FOOTHILL BOULEVARD RANCHO CUCAMONGA, CA 91730 (909) 989-2087 - FAX(909)98"106 TREAD DE5/6N (40 P.S.FJ s cr 5P/RAL MEET No. 29 OF_ STA/RWAY 65-62 rrxe..m .be Ho. R DATE 3-/6-06 ron THE IRON SHOP DMAM BY =a-W- a.W40 42" 40P.5.F. L.L. WOOD F.nglag, Lie. asma SP/RAL .sa.awea+...ry STA/RWAY rrxe..m WET .0. _ 32 OF- xeNo...65-62 MiE 3_/6-06 R 30" 33" 36" 39" 42" a 4W 7.75 6.55 47.32. /0. /0 /0.66 R-/ nw 29 32 35 36 41 A so. au 266 322 374 441 506 FWIF. ear 93 /12 /32 /53 /76 X (?AU //24 /224 /3-27 /4.30 /53/ R -/-X neu 17.76 /9.76 2/.73 23.70 2569 MuWP nK-UV /,65/ 2,207 2,66/ 3,626 4,525 R-1.5ow 26.5 3/50 34.50 37.50 40.50 PcowI2 a w 150 /50 /50 /50 /50 HCOAC. /IN.-LBJ 1 4,275 4,725 5,175 1 5,625 6,075 ✓tai "". H/W 1 300 300 300 1 300 300 WOOD F.nglag, Lie. asma SP/RAL .sa.awea+...ry STA/RWAY rrxe..m WET .0. _ 32 OF- xeNo...65-62 MiE 3_/6-06 m,.nMrea.unawewva+in FOM THE IRON, 10040 FOOT/UL BOULEVARD Fw THE IRON RANCHO C)CAMONGA, CA 91730 (909) 98912087 - FAX (904) 989-8106 5HOP TREAD DE5/6N DESK1ED er --=>.W 3" x 4" c -GROSS 5EGT/ON PROPERT/E5 O BAS/C PARAMETER5 //6 " STEEL TREAD DE5/6N //6 " 5TEEL a=A'-(2r- 3"x 4" c-6RO55 5Ec TION PROPERT/E5 (CONT.) = 2.375" 2) CR055 5Ec TONAL AREA WA a'=A'-t = 2675" b = B' - [r + (t/2) + a (r + (ti2))1 = 3666" a = 0.0 No L /PS) v = irr•/2 = 1.57 = 0.3925" t = O.L25" r = 0.25" R = 0.075" ° ` 1--- ". ^+ I5.c. Q R R u=0.3925" 65-62 DATE 3-/606 DewAw BY=E. W. //6" STEEL ,0'=4-147' b=3.82 y X R = 0./675" G - SEGT/ON (t = o. u.5 NOTE.• FOR ED/77/N6 PURP05E5 FROM A.I5.1. MANVAL TYP/GAL LOWER CA5E LETTER W/TY, BAR ABOVE /5 REPLACED BY LOWER CA5E LETTER W/TH 'PRIME" -5711-00L IN TH/5 CALCULAT/ON. EXAMPLE, E7 REPLACED WITH a WOOD FOgineerbig, Inc. _rr*bm&-w ft CAM" 10040 FOOe THU BOA AEVAAPDTHE auelEcr .59 -/RAL 5TA/RWAY 94W NO. 3/ OF _ "NO. 65-62. OAT( 3-/6-06. WOOD FAM*w tmg, Inc. m. rx 10040 FOO7Ml1 BOUL.EVAARRD WWECT SP/RAL 5TA/RAAY .- - -- . _. WET .0. _ 32 OF- xeNo...65-62 MiE 3_/6-06 FOM IRON FOM THE IRON, RANCHO CUCAMONGA. CA 91730 (909) 989-2087 - FAX (909) 989-8106 - - $Hi%l MWNM er - W RANCHO CUCAMONGA. CA 91730 (909) 989-2087 - FAX (904) 989-8106SHOP . . -- _- DESK1ED er --=>.W TREAD OES/GN //6 " STEEL TREAD DE5/6N //6 " 5TEEL 3" x 4" C-68055 5EC TION 'ROPERT/E5 (CONT.) 3"x 4" c-6RO55 5Ec TION PROPERT/E5 (CONT.) 2) CR055 5Ec TONAL AREA WA 4J 0/5 TANCE BETWEEN CENTROID ANO WEB CENTER[ /NE + O.O A = t(0 + 2b ► 2u + a (26 * 2v) / = 0.12-5"12.375" + 2(3666% + 2(0.3925") + 01 = 0./25(2.375" + 7.376" + 0.765" * Ol = 0.125 1/0.536 1 1.3/7 50. IN. 3J MOMENT OF INERTIA ABOUT X - AX/5 0.04/70 3 . b6o/2J + r)^2 + v((a/2J + 0.637x) Ix =-2t + O.149r 3 + a (0.0633c 3 + 1c/4Xa - C)-2 +v((a/2)+0.637x).2+0./49x 31 WA - + 0,0 v„le5 0.04/7(2375% 3 2,1111 = 2(O. /25% * 3.666YK2. 375 %2) + 025%? + 0.3925%(?375'%21 + 0.637(0.25W.) 2 Oax = 025" (0.5566 + 7.6209 + O. 7//9 * 0.0023 * 0) = 0.25" (6.6937) = 2223 X 'c = 2t/A / b6b/ZJ * r) + v(0.363r) * a[u(b + 1637r) * c(b + 2r)J WA + 0..0 a 2.0440 = 2(0.125'Y//317 / 3666((3666/2) oo4oe = 0.1696 " / 7. 7227 + 0.0356 * 0 / = 0. /696 " / 7.756 / _ /.4725 5J D/STANCE BETWEEN CENTRO/D AND CVT5/DE OF WEB ,Y'= X'c + t/2 O.M25 _ /.4725 + (0.125/2) _ /.535" WOOD 5F/RAL terra.33 a_ WOOD FkagOncerIng, Inc. ami 5 -PIA -'4L wmmD3`f w - m ca"MW v0 .5TA/RWAY 65-62 - 5TA/RJYAY 85-62 Mb 24 +(?675+0)3-0 ,Dew. _ ... DESIGNED BY -` .... aew. _ LVAD pE5,,m By W TREAD OE -516N _ Alt - //6" STEEL 3-/8-06 10040 roo" e Po„ THE IRON a*E -3-/6-06 100 40 Foonau eou iEVARD F011 THE IRON DATE RANCHO CUCAMONGA. CA 91730 (909) 989-7087 - FAX (90q 989-8106 SHOP D BV - . W RANCHO C)CAMONGA. U 91730 (9p9) 989-2087 - FAX (904) 989.8106 5f7(%P pE51C{ BY - . W . TREAD DE5/6N //6" 5TEEL 3" x 4" G-GR(:255 5EGT/ON PROPERT/E5 (CONT,) 6.) MOMENT OF INERTIA Aaeyr Y - AX/5 /y = 2t b6b/2J « r)^-2 + 6 3/!2 + 0.556r^.3 1 + a[G(b + 2rJ2 + v(b * .6370 2 * 0.149 3J J -Ax'c2 wA - -oo 4'-1648 /0~ 50.1610 3666613666/2) + 0.251 2 * (2-7. ^3112 oo/se - 1.317(1.4725)^2 0.44/ = 025" (l6. /713 « 4. /60/ « 0.0056 * OJ -.2.655 = 0.25" (20.357) - 2655 = 5.0692 - 2.655 = 2134 7) 0/5TAN6E BETlNEEN 5HEAR CENTER ANP WEB CENTERLINE - WA - . O.O m = b, 3o' 2b' * Ora K60-21 - bc' 2/ a-3 « 6o' 2b' + a 6 Oc ' 2 « 120z 6o 27 11 WA - . 0..O 0656 = 3936" 3(2.675'% --2(3. q3.0 J + 0 (2.675 "J"3 * 6(2.675 J""2(3.936 ",) * 0 23.7697 0-1656 = 3936" L 9761 = 3.936" [0.4451 = 1.755" 219.06 TREAD DE5/6N 1/6" 5TEEL 3" x 4" G-6RO55 5EGT/ON PROPERT/E5 (CONT,) 6.) O/5TANGE BETWEEN CENTRO/O ANO SHEAR CENTER Xo = -(X 'c * m) " " = Xo MEA WREO /N NE6A r/ VE 0/REG TION = -(.4725" + 1.755 ) = -3226 9J 5T. VENANT TORS/ON GON5TANT r WA a "O.O -1 J = t 313 [o * 2b * 2v * a (2c * 21)1 = 0./25 313 [2.375 * 2(3.666) * 2(0.3925) + OJ = 0.002013 (2.375 * 7.3760 * 0.7650 « 01 = 0.00065/[/0.53601 = 0.00666 WOODF.ogiaeeeis g, Inc. S. "V-0 rsxr^.w Oi THIL oNGn as,Ect -s9-/RAL_... 5TA/R-V4Y .. s - No. 35 DE _ 65 62 oeND.._-9 .2 DATE 3-/6-08_ WOOD Fmgtneerlti& Inc. sarasb .s;y _ nsxE yr 1RAN FOOTHILL SP/R.4L 5TA/RWAY - -.... - - - _ SKEET NO. 36 OF w"o.---65-62 _ MTE FOR IRON_ E_IRON rzwc040FOOTHILL cAvt73o FAX 989-8106 .THE s..H P_.. W_ NOALVA9t73o _ +(?675+0)3-0 (9M989-2(387 - (909) _ ... DESIGNED BY -` .... (904) 989-2087 - FAX(909)98"106 ... .- . J!' OP __..._ pE5,,m By W TREAD OE -516N //6" STEEL TREAD DE5/6N l/6" 5TEE1- 3" x 4" C -6R055 5EG T/ON PROPERT/E5 (CONT.) 3" x 4" G -6R055 5EG TION PROPERT/E5 (CONT,) /O.) "AR1=/N6 GON5 TANT //J PARAMETER 6 w 20' 3b' * 3o'"2b' 2 wA a • on [4,9c 4 + /L2b '3 QWA.. Gw - /2 * 46o b' : '2 * 12o « L2o'2b ' + bo' bo'2b'* (o'« a2c'J3 16.0227 [1671627 * 364.5449 + 0 1 L2 195.3002 -.23.763 7 - 0 J _ .3352 5A 7076 1 2/90639 J .3352 /2.60961 = -3.404 tX'ca' 3 * tX'c 30' w=- 12 J 79.7697 2. O /25(/ 473, 3(2.675) L /2 4.3755 * 1,14661 /2 J - [0.3646 * .14661 = -1.5131 12 -) PARAMETER B - X 'cJ"4 - X 'c -4J - X'c,)"2 - X'c 21 = O. /25/2((3 9361-.473)4 - 1.47341 * 0.122675)-214[(3.936 - 1.473)-2 - 1.473^21 0-2636 2.4650 = 0.062X36.921 - 4.706) * 0.2563(6.076 - 2.1701 = 0.062X322141 * 0.2-503[3. q061 = 2.0/3 + %009 = 3.02? .297697 2(2.675) 3(3.936) « ea6s6 /sso7e 3/2.675)"2(3936/ 2 + O _ 2675 2(3.936) 2(0.125) eaasa /s o7e 1? exs6 6(2.675)"2(3936,) +(?675+0)3-0 16.0227 [1671627 * 364.5449 + 0 1 L2 195.3002 -.23.763 7 - 0 J _ .3352 5A 7076 1 2/90639 J .3352 /2.60961 = -3.404 tX'ca' 3 * tX'c 30' w=- 12 J 79.7697 2. O /25(/ 473, 3(2.675) L /2 4.3755 * 1,14661 /2 J - [0.3646 * .14661 = -1.5131 12 -) PARAMETER B - X 'cJ"4 - X 'c -4J - X'c,)"2 - X'c 21 = O. /25/2((3 9361-.473)4 - 1.47341 * 0.122675)-214[(3.936 - 1.473)-2 - 1.473^21 0-2636 2.4650 = 0.062X36.921 - 4.706) * 0.2563(6.076 - 2.1701 = 0.062X322141 * 0.2-503[3. q061 = 2.0/3 + %009 = 3.02? WOOD Engineering, ine. Mb W &Aww IODW Foo& vARRD (90 9aa2087i . FAX Ov 9 106 sLetBcr SP/RAL 5 rA/RWA )'5TA/R sorra. 37 oF_ JWN0. 65-62 DATE 3 -/6 -OB DESIGNED er — . w. WOOD FA Inc. T,,,F, 10040 FOOTHILL YARD c9 989-2087 FAX( 99RANCHO CUCAMONGA. CA89,8106 suartcr SP/RAL -V4 r s ,w. DF_ N0, a,E 3-/8-06 DESIGNED BY — . w. = 1.48 /N, 3 FoR TH5 N „ THE IRON 5HOP TREAD DE5/6N //B" STEEL TREAD DE5/6N //B" 5TEEL 3" x 4" G -GROSS 5EGT/ON PROPERT/E5 (CONT.,) 3" x 4" G-6RO55 5EGT/ON PROPERT/E5 (CONT,) /3,) PARAMETER 6, x = 0.0 No L /PS) or /2c 2(b' - x'cJ 3 =o I4,) PARAMETER U5ED /N OETERM/NA TION OF EL A5T/G GR/T/GAL MOMENT J = //(21y)(/304'6F rfli ) - XO _ //(2(2234)) (45131 + 3.0.22 + O) - (:3228) = 1/4.466 (15089) « 3228 = 02238(/5089) + 3228 = 0.3377 . 3126 = 3.566 WOOD Engineering, Inc. smxcr _SP/RAL .. sEETw... 3`/ -DAF .5 rA/R "r Bs 82 m NErop .ae NO. 10040 FOOTHILL BOULEVARD FDR _ THE IRON DATE ... RANCHO CUCAMONGA. CA 91730 (909) 989-2087 - FAX (90) 989.8106 . _ . - .. SHIP... DESIGNED BY _ W TREAD DESIGN STEEL A. GENERAL PROV/5/ON5 (NORTH AMER/GAN SPEC/F/GAT/ON FOR THE DE5/6N OF GOLD -FORMED STEEL STRLC 7ZIRAL MEMBER5, 2001 ED/ r/ON) A. /. / A.S.D. APPENDIX A FOR U.5.A. Rn = NOM/NAL STRENGTH = 5 7-REN67-H RE5/5 rANCE PER CHAPTERS B TO 6 r APPENDIX A. A. 5.0. = ALLOWABLE STRENGTH = RwD Rn = FORGE OR MOMENT = 2.00 FOR MEMBER5 (P I) (Mn) (l = 2.5o FOR CONNED rIoN5 NOM/NAL LOAD5 = CODE LOADS 1a. , A.5.C.E. 7 ETC.) A3 LOAD5 $ COM29/NAT/ON5 PER CODE (G.B.C. L5..G A4.1.1 A.5.0. -- ,rr o w. snvewsn+ — F,A R! ✓(l — snmasnr aesaA cn Rn/fl = ALLOWABLE DE5/6N STRENGTH A5 WA L.R.F.D. A6 L.S. WA A7.2 GOLD FORM /NCREA5E IGNORE (CON5ERVAT/VE) 6RO55 5EG7'10N PROPERT/E5 SUMMARY (//B" 57EEL) A = /.3/7-1-70. IN. /x = 2223 /N. 4 Sx = 2223/(3.00/2) = 1.48 /N, 3 rx = 2223//.3/7 = 130 y /y = 2.234 IN -4 Sy rcw \ = 1.46 /N. 3 R = 0./875" Syet rrowr = 2234/2.465 = 0.9/ IN. 3 I i 3.B?3" ry = 2.234/13/7 1473" = 130 Xo = 3228"' 2.465" /535" J = 0.00686 TOP FOR y y I y Grr = 3484 J = 3.566 4./47" t=0.125" WOOD Fmgtnecring Inc. wa,Ecr_Sr rrgL SHEET ND. _ OF— ,s,m,. &unmm 5 rA/RPY )' es -82 Joe MD..— co,.,rors4.a.areasty - -- -- - - - 3-/8-08 10040 FOOTHILL BOULEVARD FOB - rj_/E IRON M, - --- — RANCHO CUCAMONCA, CA 91730 (9M989-2087 - FAX(909)98"106 _. _ .. _5%'109- _ DESIGNED BY _= . W TREAD 0E5/6N STEEL B. ELEMENTS B.1/ (o)(3) rv/t t- . = 60 FOR 4VN57/FFENED ELEMENT w/t -JI 30 W/LL 61 VE NOT/GEABLE OEFORMAT/ON A T FULL DE5/6N 5 7REN6 rH 5/2 MAX. NEB/DEPTH/RA T/O THICKNESS h/t h/t affix. = 200 B2. / WA 322 WA 02.3 WA B24 WA B3./ WA 032 UNST/FFENED ELEMENT W/ 5 rRE55 GRAD/ENr (o,) 5 7REN6TH b = PER B2.1(o) W/ f = f9 PER B4-2 $ k = 0.43 WOOD a$ 11M s mss SP/RAL OWNO. 4/ a- WOOD Fmgtneerin& In& &sw SP/RAL PWND 42 OF- °r STA/RWAY 65-82 ea..iv 5TA/RWAY BS -62 be w. mbz4&4ar JOB Na _ `atar 3-/6-06 -06 THE IRON „ THE IRON 10040 FOOs ARD, °"* looaoFoo nau eouitvn a °A RANCHO vaa i - FLAX C90S 98Psloe DESWAS) BY' ' . W RANCHO CUCAMONGA. CA 91730 (909) 989-2087 - FAX (904) 989.8106 pESIGNW BY ___l• . W. SHOP 5HOP TREAD OE5/6N //8"STEEL TREAD DE5/6N I //6" 5TEEL B. ELEMENTS (CONT.) 03.2 / 62. / (o) (CONT) PERPENO/GULAR I o 1 a f = FG TO SYMMEMIGAL `t b = ry WHEN A t 0.673 WHERE Fc /5 AX/5 b = RHO ry WHEN it > 0.673 f = f3 PER F/G. 84-2 OETERM/NEO i BY Fe I 2.750" 0./25" A_ GON5ERVAT/VEL)' Fu• f9 = fc 3.000" I 7T 2 5 5YMMETR/GAL AX/5 - -j Far K (oJ Fe = Gs A Qex [ r Gs J 2 r /0 2(PdPe.rJ fc G>F 5f L (3.14)"2 (2956) (O. L25/3.666J 2 /2(I - 009) Gs = -/ K = 0.43 'A = /.3/7 50. /N. Fes.• _ /1934 'rw = 430 Pex = [9r 2 EH((KxLx)//'x/"2I aawv&-av ro cis( 0.09 = ((3./4)2(29E6,)ffl(2 / x 4V1130) 21 G3.1. / 2 \ c- = 0.6 - 0.4(Mi/M2,) = 0.6 - 0.4(O/M2% = 0.6 5e = 0. q1 IN. 3 (aJ PROCEDURE / U ►: f = Fy N x 2 + /'y 2 r Xo 2 (b) PROGEOURE // N/A ; W _ 0"2/2(30)21 32 3.7/ 5EE ,-REV/OU5 SHEETS FOR VAR/OU5 6R055 5EGT/ON PROPERT/E5 WOOD Inc.s SP/RAL areEr NO. 43 aF .. _ WOOD Fmgtneerin& lac- SMIEQ SP/RAL S.EU ND. `{`/.OF -- )' 5TA/RWA- _ 5TA/RWAY 65-62 rsaierA• JOB ND.-- --- _ eUCAM pNG ALCA 91730 `d" IRON IRON cow BOULEVARD 6 7E _ _06 _ DATE/6-06-- RANCHO CCCUUCAAMMONC1730 (904) 980.2087 FAX(909)909-8106 --TF/E - _ _ Sy P _ DEWINM By -.: .. W _ RANCHO c (909) 989-2087 - FAX (909) 989-8106 _7HE _ - _ SHG'P _ - DE913NED BY TREAD OE516N I/6" 57EEL TREAD DE516N //6" 5TEEL 33.2 / 32. / (a) (CONT.) B3.2 / 32 /,/0,) (GONT C3. /.2. I (CONT./ l 1T 2 E Gw Qt = G(J) + A ro 2 [ (Kt Lt)"2 ] Fe = 50,/93 t _2 76(_6,000) 0.56(36,000) G = [/.356 Kt = 2. / Lt = 4.2- 414 --eV JACW s -o OVA,( _ (/O/9)(36,GCt0J(/ /(i0 x 36K5.1)/(36 x 5o. I9 r.5.41W = 40,000[/ - 0201 / (3./4,)2(2956)3.464 l = 40,000(0.60/ Pt 3E6(0.0O666J + Im /.3/7(3.7//2 (tel x AV -12 J Fc = 32,030 < 36,000 (Fy,) [r775/8 + 99656 ,'40(`,,,.` d f = 32,030 P.5./. 16.12 7779 = 0.055[77,5/6 r /26,0371 [3.566 +(-1,) (3.566.)2 r (3. W 12(//,306/6? l/6)] _ -/49,629 [ 3.566 - /? 7/6 + /3.76(0. /62) =/44829[3.566 - 3.90/) Fe = 50,/93 WOOD Etkgt>neerMg,, Im sum 5P/RAL sorra. 45 OF- WOOD LHC. saa 5P/RAL 94mw. 46 OF - e 5 rAIRJ-YA)' 65-62.rsDl..io 5TA/RWAY 85-62 R, W&AM• xleNo. a., rer au.lrrewoea.,ar DATE 3-16-06 m,.,,rarer ae+vt s,. 3-/6-06 Foe THE IRON FOR THE IRON 10040 FOOTHILL BOULEVARDU) 10040 FOOTHILL BOULEVARD MTE RANCHO CA/CJIMONGA. - 91730 (909) 989-2087 - FAX (909) 989-8106 DESIGr® BY w RANCHO CCAMONGA, CA 91730 (909) 989-2067 - FAX (904) 989-9106 DESI M BY --=j W. SHOP SHOP TREAD DE5/6N //6" 57EEL MEAD DE5/GN //6" 5TEEL 03.2 / 02.1 /a) (CONT•) 33.21 B2. / (o) (CONT-) Wt = 3.666/0. /?5 AFTER B2. / /a) (CONT-) = 29.5 < 30 .: NO NOT/GEABLE OEFORMAT/ON. < 60 MAX. 0.159" EFFECT/VE 5EGT/ON PROPERT/E5 f=Fc =32,030 GG TR=9.166" v = /57r " ELEMENT L X Lx LX^2 LY AJ 0. = f r=25 ", O 202 /O/ 2.04 2.06 0.666 / = 0./49r 3 I = 29200 0.0023 i' = I O 1.01 /0/ 2.04 ?.06 0.666 4.2934 2.332" h O 0.34 2/73 0.65 464 0.0023 _ 457 0.673 .: b = RHOOV 2.02" 0 O4 0.39 2/73 0.65 /.64 0.0023 RHO = (l - (0.22/.i )I1,i (0.22//57)1//57 0./59" 217.9„ /Qi = /© O 2375 2270 539 4.214 0.0004 = 0.546O = (2.0,) /12 "4 720 ---- ///7 20.04 /377 = 0.666 /N. b = 0.546W 3 y = 6(3.666) ===' 0.54 I x - 1.55 = 202 0.V" /55' ? IL 710 AFTER 3.2.1 ly=[ /y+XLx2-X2.VL]t b=2.02rt 5 227" ===' _x/-377 + 20.04 - (4.55) 2(720V, F/ND Se =EFFEG r/ VE 4 .L25 (21.42 - 17.30,b.1?5 5EG T/ON MODULUS = 14.12b•125 = 0.5/5 4IN5T/FFENED LEG /N GOMPRE55/0N ABOUT [, AX/5 4.0/7" SUMMARY.• EFFECT/✓E 5EGT/ON MOCVI-05 y -y AX/5 i 4.06?" 0.0023 4'147 BOTTOM.• 5b = 0.5/5/1.55 = 0.33 /N. 3 (COMPRE551ON LEG) v = /.57r = 0.39 t = 0./25" TOP. 5t = 0.5/5/0.76 = 0.66 /N. 3 (7EN5/0N) WOOD itfe. & suslEcr - SP/RAL . s"Eu w. 4 7 of WOOD FJ Inc. slma - SPE sHm w. 46 of --. s> , A,e 5TA/RWAr' Bs -B2 ' - 5TA/R^4Y 65-8? JOew. iasz, rft2w&re sy new._ Cam..ole.W2W,S reuisp cs p, - RTE 3 -/B -OB Corm.ar Rep, - -- ---- -- -- FOR T! E IRON- FoR THE IRON FOOTHILLBOOL VAARD 10040 FOOTHILL BOULEVARD RTE - - RArvcl•IO (909) 989-2087 - FAx (904) 989-0106 . _ SHG')6_ pE51GREp BY - w .(909) .DESIGNED RANCHO CUCAMONGA. CA 91730 989.2087 - FAX (909) 989-8106 . _ 9Y -` w. TREAD DESIGN 1/6 " 5TEEL TREAD DE5/6N Ile " 5TEEL PER C3.1.I 4 G3.1.2 CHECK HANDRAIL TO 0/57-R/BUTE 3000 G.L. (CONT./ CHECK l 1/2" O.D. x l/6" WALL ALUMINUM OR BRA55 (CONT-) SMALLEST OF l = 0.04-7067((d "4) - (d, "4)) Mn = 5o Fy = 0.66(36,000) = 23,7760"M 5o = 5t = 0.66 OR Fy =36000 = 0.049067((/5"4) - (/25"4)) Mn = -Sc Fc = 0.33(32,030) = 10,570"a 5o = Sb = 0.33 = 0129 /N. "4 Fc = 3?,030 MALLaw = Mn/,hb = 10,570//67 = 6,329"0 6,304"0 /Gi7,6•-0.O/AM- ALUM/NUM 3003-H/4 (WIG/RCVMFERENT/AL WELDS) Ftv = 20.0 K.5./ Fty = 17.0 K. 5.1 Fcy = 16.0 K.5./. 6,075"0 40+7'-0.O/AM, MAUCPVY-Axis = 6,32'7 A.S.31---Wr. 1v F5v = l? / = lO.OE6 CHECK DEFLECT/ON T N5/ON PL "3/30 / 1/?„ _ /50/40.5/ 3/3/29E6)O.5/5 26 l/2" MIN. Fbt = /l7 Fty/ny =//7(/7)//65 = 12.05 OR = 0.221" < 2L/360 = 0.233 O.K. 4O I/2" MAX. Fbt = /24 Ft,,/Kt nil =/24(20)//.0(/95) = /2.72 d /K =/50(26.5) 3/l3/29E6)O.5/SI 42" = 0.07,9" t 24./360 = 0.16'0.K. G S/ON blt R b/t = O.7,5/0.lZS = 6.0 20 -22" MAX. CHECK NANORA/L TO DISTRIBUTE co/vs ,ev 300# GONG. LOAD FOR TOR5/ON Fc = /./7 Fc /n -//7(/6)//65 = 1/.34 K. 5. OR /O.O y y - REDUG T/ON ON TREAD K.5. / W/O 0./72 x /0.0 WELD5 720'k OR /, 7-20 "0/ Sibb '+F M = 7.1421) 2/? = /,566 cav5ERv cover. /+^IApQ.I/L j 1 /IFLL FROV)GIE SG+E F/X/TY COV. ® CHECK / //2" 0. 0. x //6" NALI- s ALUM/MIM OR BRA55 f f f = 0172 /N.3 WOOD ing, Im QALXC SP/RAL SHMNO. 4q OF_ WOOD ffmalneerin& Inc. mama SP/RAL men No. 50 OF_ stu I.W&Vh ft 5rA/RWAY 65-62 Smc*,,q - ', 5TA/R/NAY 85 B2 lftWS-W &-.wow&R-WYW&"vftw .roe W. 3 -/6 -OB Mbm&.w C."..weArLbard//vus*+ JWNM 3-/6-06 , THE IRON FOR THE IRON 10040 FOOTHILL BOULEVARD ,, lODAO Foonau BouttvARo wn RANCHO CUC IMFAX CA 91730 (907) 989-2087 - FAx (90D'1989 -Bloc OEyp® er RANCHO CUCAMONGA. CA 91730 (909) 989-2087 - FAx (909) 9898106 pESKWW BY SHOP 5HOP TREAD DE3/6N //6" 5TEEL TREAD DE5/6N //6" STEEL CHECK HANDRAIL rO D/5 TR/BYTE 300# G.L. (CONT) CHECK HANDR4/1- TO 0/5rRIgUrE 300# G.L. (CONT CHECK / 112"0.0. x //6"lNALL ALUM/NUM OR BRA55 /CON CHECK / //4" 0. 0. x //6" WALL 5 = 0.096/7 (1-25 4) - (/O 4j/ = 0./42 W. 3 BRA55 B43-94 STD. H56 Ftu = 40.0 K.5/. Fty = 16.0 K.5./. E = /5.OE6 / = 0.049067((/25 4) - (/O 4)) = 0.072 /N. 4 BRA -55 VALVE5 EXCEED ALUM/NUM O.K. AC-CHAN165 OF MArae/ALSt ALUM/NUM 606/-T6 CHECK DEFLEG r/ON N i Saw Fh, = 42.0 K.5.1. Fty = 35.0 K.5/. Fey d = l7./(2/) "4J/W100E6J0. /29J Fsv =.270 / _ /O.OE6 = 0.133 " 7-EN5/ON COMPARED TO TREAD DEFLECT/ON Fbt = //7(350)//65 = 24.82 V-0 FAG TOR = 022?/0. /33 = /.67 5AY /00,% OR 5'-0"d FACTOR = 0.076/0./33 = 0.5q 5AY SqR; Fbt = /14(41.0)//.0(/.95) = -26.7/ CONCL415/0N.• COMPRESSION GON5/0ER 5q3i OF TREAD WEAL 12W ClEnCCrION Rb/t = 0.6510.!25 = 52 < 20 .-WrH SLOPISO H.4NGR,4/L, rOR5/OVAL MOMENT /5 A RVR WIV OF x»e Fc = /-/7(35.0)//65 = 24.62 KS./. -- 60V. RESISTED BY HANOR4IL. #t0 rXA^SWER W MALLaw = 0.142 x ?4.62 = 3.52'k> /,575"# AX/AL LOAD /N - HANOR</L 191SrR10VrF0 MR 6XI604xir THE STA/RNAY GHEGK DEFLECT/ON A = 17.1(2/)-4M4,3(IO.OE6J0:072J = 0-240" 42" COMPARED TO TREAD DEFLECT/ON - - - - - - - 7'-O"4P FAG TOR = 0.222/0.240 = 0.93 5AY 93f5 m ' 7.l#/"® 5'-0"0 FACTOR = 0.076/0.240 = 0.33 SAY 33 -COV. CONCLUSION, 300# CON5/DER 33fK OF TREAD rOR5/ONAL MOMENT /5 RE5/5 rEO BY HANDRA/L. (CONSERVATIVE FOR 7'-0" D/AM) WOOD F.nglneerin& Inc. WOOD Fmgineerin& Inr- SER.. SP/RAL_ %im NO. 5 O - ,,, _...STA/R{1(A_Y 65-62 mr ro _.SiA/RW.4Y 65-62 SMD. jw o 10DO0 FOOTHILL BOULEVARD, ah -.-06 rn,..equra.,n.aEsy aeP 100A0 FOOhBLL BOULEVARD - -------. . 111-316 =06 THE IRON THE_IRON RANCHO CUCAMONGA. CA 91730 (909) 9842087 - FAX (909) 989-8106 _ _. _.. _ SHOP OEWP4M BY - , .. _ _ RANCHO CUCANIONGA. CA 91730 (909) 989-2087 - FAX (909) 989.8106 FOR .._ SHOP DEM.Wl) BY __- DEAD DE5/6N 11.13"5 rEEL TREAD DESIGN l/6 " 5 rEEL CHECK HANDRAIL TO O/5 rR/BUTE 300# G.L. (CONT) CHECK HANOR4/L TO 0/5 TR/BUTS 300# G.L. (CONT) CHECK / 314 " x 2SOL /D OAK 3/4" 5 / "2/6 = / L /N. 3 GHSC K / 114" O.D. x //4" PYA 5 = 0.096/75///25"4/ - (O. 75 4%/ = 0.209 /N. 3 -4 "4 / /• 75(?)"3142 = 1.17 /N. 1 = 0.049067((/25"4) - (0.75"4)) = 0./06 /N. RED OAK OR MIXED OAK OR WH/TE OAK 5EL. 5TR. 43RA55 843-94 STD. H56 = 1, F22 = /,1W x 45 725 P.5/.E Ftv =40.0 K5. /. Fty = 16.0 K.S. / E _ /S.OE6 BY COMPAR/SON, U5E FORMULAS SAME AS ALUM/NIM. _ //E6 MALL _ 1./7 x /, 725 = 2Ole 'k l 1575"# h Fbt = / /7(16.0)//,65 = 2/06 - 60V. CHECK OEFLEC r/ON OR d = (7.1(2/)"40,00./E6)/171 = 0./34" / 3/4" Fbt = /24(40.0)//. q5 = 25 43 COMPARED rO TREAD DEFLEG TION SEC T/ON 5/M/LAR TO ALUM/NUM, CON5/DER Fay = Fty 7'-0' m FAG rOR = 0222/0./34 = /65 SAY /00.$ 5'-0 " m FAG TOR = 0.076/0.134 = 0.562 5AY -90,51; MnLcaY = 0. 204 x 2/06 = 4.40 k /575"# GONGLUS/ON.• CHECK DEFLEG r/ON GON5/DER 56% OF TREAD TORSIONAL MOMENT /5 d = (7.l(2/ 4J/jBi/IS.OE6)O./06J = O./Oq" RE5/5TED BY HANDRAIL. (G0N5ERVAr/VE FOR 7=0' d). COMPARED TO TREAD DEFLECT/ON 7' -OV FAG TOR = 0-72210. 1<9q = 2.0 5AY /00,$ 5'-0"d FACTOR = 0.076/0./09 = 0.72 SAY 72. CONCLU5 C-ON5/DER 72,Q6 OF TREAD TORSIONAL MOMENT /5 _ RESISTED BY HANDRA/L. (GON5ERVA7/VE FOR 7=0"4),) WOOD Inc. 5P/RAL 2WND53 a_ WOOD O . Inc. aauzr SP/RAL WWMD 54 OF_ q. Is STA/RNAY 85-62 sA STA/RNAY 55-62 MJWBM r mew. mx Joewo. m a 3-/6-08 3-/6-06 T FOOTHILL „ THE IRON ,m 1 w„ THE /RON DATE (909989.20 X98"106 SHOP DEy gy - . w. c909 9208 (909) 9989 106 5HOP oeacrr®ar - - W. TREAD DE5/6N //6 " 5 MEL I rREAD DE5/6N GHEGK HANDRAIL TO D/5rR/BUTE 300+ G.L. (CONT) SUMMARY.• FOR: HANORA/LS / //2" O.D. x //8" WALL, 3003-H/4 ALUM/NUM OR 043-94 5 r22. HSB 5RA55 (593V OR / //4" O.D. x //6" WALL, 606/-rb ALUM/NUM (33W OR / //4" O.D. x //4" PYALL 543-94 5722. H-56 BRA55 (72*) OR / 3/4" x 2" 5EL. 57R. RED OAK, MIXED OAK, OR WH/TE OAK (56A) 115E: HANORA/L5 TO RE5/5755* OF rOR5/ONAL MOMENT /N TREAO5 BA5ED UPON MO57 CRITICAL 5'-O" DIAMETER. FOR rREAD DE5/6N, U5E 6 7.15 OF 70R5/ONAL MOMENT FOR DE5/6N. CON5ERVA r/VE FOR D/AMETER5 LARGER THAN 5 =0': //6" 5MEL I 6'-b -P/AM. GHEGK T0R5/ON W/ 300# G.L. /yz (NOT GR/ r/GAL N/ UN/FORM LOAD) 6'-6 "V/AM GR/ r Mx = 5,625"# (5H r. 29) PVH ?'I`- •375 'r Mz = /50a Mz = 150o _H I _ /5o(io.loJ H _ ISG'/0.661 V14 --NA . = 1,515 '# h - I m N m o ,m 0.67Mz = 0.67(/,632) h A MAL 0 VH = Mz/0.76 VH = MZ/0.76 _ /,0/5/0.76 _ /,093/0.76 (rOR5/OVAL 5HEARJ 5EGT/ON (AT GOLD Vv = 300#/2 = /50# (VERT/GAL SHEAR, 5HT. 217) 5EGT/ON AH = 3.0x0.166 (Arcot..) AH = 3.0 x 0.125 /50# = 0.375 SCJ./N. O_R AH =1x 0. 76 x0./25 = O.195 --60V. Av=1x4"x0.115' 't = 400 5EG TION (A T BALL1/5 rER) WOODEo ne ring, Inc. sua>E( SPIRAL ,n. 55 OF WOOD Fa rtng, Inc. su&.1a .SPIRAL 56 „S7A/RPVAY 65-81 S>T raB9n..ry 57AJoemo./RlNAY_ new._ 65-81 loom FOOn uBOULEVARD THE IRON w . 3-16-06 loo,30FO nau BARD --- DATE RANCHO CUCAMONGA. CA 91730 FOM RANCHO cuCAMONGA. CA 91730 FOe . THE IRON _ (909) 989-2087 - FAX (909) 969-8106 Sf_i %P_ _ DE9Gr M er = . w_ (909) 989-2067 - FAx (909) 989-8106 _. J!'K P _ pEyWAM ey __ . w. TREAD DE5/6N 63.3 COMB/NEO SHEAR AND SENO/N6 rt✓oJ 1 ?, ( (l yVvJ l2, ((l ✓(HHJ l2 lO `flb = 467 ` 1 ` J M = Mx = 5,625"0 Mnxo = /0-570"0 12 v = I6o 110 -57 -EEL I TREAD DE5/6N M. 6'-6 " O/A Vv = 3000/1 = 150# Vn = ArvFv hA = 4.0/0.125 = 32 = (/.0)2/,600# = 21,6000 EKy/Fy = 29E6(534)/36 000 VH = 1,30/# = 65.6 32 VnH = (0.1954(/,600J Fv = 0.60Fy = 4,2/2# z.21,600 ( /.6/0,570 5)2, (/ 1/,600 4 )?' ( /.60,212 1 ? 0.79 + 0.00 « 0.24 = /.03 - /.00 3,* OVER O.K. TORS/ONAL MOMENT N/6 =6 " O/AM. _ IMOULD BE LE55. V5E.• G3 x 4 x//6' HIM. TREAD 5EG r/ON FOR 6'-6 " MAX. 0/AM. N/TH 40 P.5.F L.L. s 3000 G.L. 3//6 " STEEL CHECK TORS/ON W/ 3000 C. L. (NOT GR/T/GAL N/ UN/FORM LOAOJ Mz T-0"22/AM. CR/ r Mx = 6,075"# PT. A' 2.375" VH Mz = 150o _H _ ISG'/0.661 V14 N.A._ = 1,632"# - I m 0.67Mz = 0.67(/,632) h A MAL 0 VH = MZ/0.76 I 300" _ /,093/0.76 _ /,40/# (TORS/ONAL 5HEAR) 5EGT/ON (AT GOLD Vv = 300#/2 = /50# (VERT/GAL 5H --AR, 5HT. 29) AH = 3.0x0.166 = 0.564 50.1m. I / OR AH = 2x 0.76x0./66 = 0-293 -- 60V. Av = 2 x 4'x O./88 SEG r/QW (A r 5AL.LV5 MR) WOOD Fatgl g, InC. aa1B r SP/RAL sena57 a— WOOD Et1 tlletltl ism sl c► SP/RAL ,a S8 a— ypymby STA IRNA Y 85-02 S STA/RWAY 85-82 mb. J0e w. 3-/8-06 MD. 3-/8-06 g THE IRON „ THE IRON 10040 F00Foo° Tr1 BOULEVARD Doh t FOOTHILL BOULEVARD a RANCHO X989-208877—FFAX (' OD 989 106 DESrAW gy —T' . w. 0989-2087HO 7-- FLAX 09909))9989 8106 DEWM®Br —='. W. 5A00P Sf'/OP TREAD DE5/6N 3//6 "STEEL TREAD DE5/6N //8" 5 MEL M/N. 7'-0" D/AM. C3.3 COMBINED SHEAR AND BEND/N6 GK. GONNEG T/ON ® COLUMN r (l ta'MJ 1 ? ((l v(✓v/ ( 12 v(✓HJ GJP )-2 )-2 + < /'O BY INSPECT/ON, USE COMPLETE Mnx O J ` ✓n / \ VnH JO/NT PENETRAT/ONWELD TO .(lb = 1.67 OEVEL ORE 5MEN&TH OF MEMBER. m rHI=C-ly A01,5rAIEWf40WWRV. EFFEC nVE (n M = Mx = 6,075"# secnavecoeELAR6&w USE. WELD PER DETA/L nIE70XX. h Mnxo = /0,570"A((3//6//(//8)) = /5855"# (l v = 1.60 EFFEC r/ VE 5EG T/ON Vv = 300012 = /50# 60AWRv. ¢, Vn = ArvFv h/t = 4.0/0./25 = 32 CHECK TREAD ® CONCENTRATED LOAD _ 0.50)2/,600 = 32 400+ EKy/)-y = 217E6(5.34J/36,000 EDGE STIFFENER " VH = 1,401# = 65.6 > 32 FOR 5'-6 A9/AM. 6 " f &REA TER VnH = (021731(2/,6001 Fv = 0.60Fy = 632179- = 2/,600 Q CA5E 2 k k 300+ 1.67x6,075 ? ( 1.60 x /50 /.60 x 1,40/ ).2 1\ * 1\ )2'. < /•0 GONG. Q /5,855 J 32,400 6,32q LOAD m 412 h^, O 40.64j1 «(0.007/Z+(0.35/2 GAS I 40.40 + 0.00 + 0. /3 = 0.54 1.0 % 300+ ON USE: G3 x 4 x 3//6 " M/N. TiPEAD SEG TION ?"x2 SOFOR 7'-0"MAX. D/AM. W/TH (4 50. /N✓ 40 P -5.F. L.L. s 3000 G.L. TREAD PLAN 5'-O" D/AM. TO 7'-0" D/AM. WOOD F.o neering, Itr. w89 -a _SP/RAL , „O. • 517 OF . _ _. WOOD F Ineelirig, Inc. sua 5P/RAL „b. 60 OF— ,m,".,,y STA%RWA_Y. 85-82 sftmrmr&q--v STA%RNG4Y 85-82 bei xre c- 3-/8-08 ° - - - -- 3 -OB ion THE IRON FDg THE IRON 10cm FOOTHILL LBOULEVARD aT t FOOTHILL BOULEVARD a -/8 RANCHO CUCAMONGA, CA 91730 (909) 989-2087 - FAX (909) 989-8106 -. _ _ _.._.$HO%' _ _ DESIGNO BY —` __tN RANCHO CUCAMONGA, CA 91730 (90 9'89-2087 FAX (90 9898106 - -.. .. DEWAM W.: . w_ TREAD DE5/6N //29" 5 MEL M/N. TREAD DE5/6N Ile" d 3/16 " 5TEEL 300+ GHEGK TREAD AT GONG. LOAD CA5E / 1 TREAD 5!/MMARY. 40 P.S.F. OR 300++ C.L. AV,* ~PARnAL Fixer/,r 7B ?'-6" M/N. RAD. CONS/DER 2 -WAY AG TION W/ 12" EFFEC T/VE W/DTH CA5E / 3'-6 Z " MAX. RAD. ---COr' V. FOR 0'-7- rO 7'0* LW H.. 5 = 12(0125)^216 = 0.03/3 TREAD / = !?(0.425% 3/I? = 0.00/g53 0 1 MA = 0.03/3('.75 x 36 K.aiJ = 843"0 -z 8170"0 jp__K I + d = (4300/2l(l7.Bl"31ij/1724217E6J0.00/ I53J = 0.078 a //l6 " NOT GR/r/GAL Q _ ' J CHECK 300+ G.L. AT END OF TREAD CASE 2 L = 2/" MAX. //8"STEEL PLATE UP TO P = 300+t r m -3'-5 " RAO/U5 (6'-6 " D/AMJ 300# O TREAD 3//6 "STEEL PLATE 5- 4 " TO 3'-6 " RAD/U5 (7 =0" ,ow -V GK. L2" x 2" x l/8" (GONSERVJ ;p TO COLUMN Fb =22000 P.5.1. h GJP 5=0.131 MA = 0./3/ x 2-,0010® TREA0 d = 1300(1/% 3j /g24217E6J0./qOI CASE 2 — — — — — — — — — = 0.003 Nor GRiriGAL NOTE. BALLU57ER5 WILL ALSO 7RAN5FER 300+ LOAD TO HANORA/L ANO 0/57RIEWE TO 5/DE OF TREAD. COLUMN I/8 2"L /P MAYBE U5E: 1/8 " PLATE M/N. FOR 7 =0" D/AM. MAX. — OMITTED A T K6'-7" TO 7 =0" D/AM. REOVIRE5 3116' ?'-6 " RAD/U5 FOR 5TREN6 rH A T COL4/MV WOOD 9002 CPIp$ iric. SIBIECT SP/RAL s Erna 6/ OF- WOOD nc. aBEcr SP/RAL sIIEETw. 62 oF- 5TA/Rft4 85-62 'r STA/RNfAY BS -62 )oa w. DATE 3-/6-06 _ ',i _ .toe w 3-/6--06 , THE IRON Fon THE IRON 10040 FOOTHILLHLBOULEVARD 1 FOOTHILL eou vnao a,E RANCHO CUCAMONGA. CA 91730 (909) 989-2087 - FAX (904) 98V-0106 p , BY . W RANCHO CUCAMONGA. CA 91730 (909j 989-4A67 - FAX (907) 9898106 DESIGNED BY -- . W. SHIP Sf P TREAO DE5/6N 3//6 " ALUM/NUM TREAD DE5/61V 3//6 "ALUM/AQ/M 5EGT/ON PROPERT/E5 R = 0.375 SECT/ON PROPERTIES (CONT) W -52-H32 Y /66 /x = 3253 /N. 4 p I 5xt = 3153//.564 = 2.06 /N. 3 rx 17 h n 5xc = 3253/2.436 h nl I = 134 /N. 3 i /y = 3.164 /N. -4 t = 0.195 Sy = 3.164//.5 1555 : 1555 1 = 1.H 1N. 3 3.110 ALLO*YABLE 5TRE55E5 (WELD AFFECTED AREA) Y b/t = 3.625/0./66 5EG TION (0. /66) I/2" _ /" _ /9.3 14 34 ---------------------- RE6/ON5---------------------- Fe = 9.7 - 0./66(b/t) Area: /.952 = 9.7 - 0.1660q.3) Perimeter: -21.142 = 6.50 K.5.1. Bounding box: X.- -1.500 -- 1.500 Y. --2.436 -- 1.564 MA = 134(6.503 Centroid. • X.- 0.000 Y.- 0.000 = 6, 7/0 "0 Moments of inertia: X. 3153 Y.• 5.164 Product of inertia: X)'.• 0.000 Radii of gyration: X.• 129/ Y.- 1.273 Principal moments and X -Y directions about centroid: 1: 3.164 along (0.000 -1000/ -1-3 along (l 000 0.000/ WOOD F.og neeNng, Inc. s , _SP/ eaL.----- SET „o.._6 OF - _ WOOD Magineerls4g, Inc. _SPIRAL SHEE„NO. 64 6F _ sv,..w 5TA/RfiV4Y'65-62_5TA/RPYA_Y 65-61 Noes _ 3-/6-06 3-/6_06 FOR E IRON wn IRON_ BOOL VARDCA DATE 0040 FO THI BOULEV,A 9t aTE RANCHO ao (909) 9892087 - FAX (909, 980.8106 SHOP DESIGNED BY = . (A . RA 730 (909)989-2057 - FAX(909)989-8106 nccrun BY .THE _ ._. $% %P TREAD 0E5/6N 3//6 " ALUM/NUM TREAD OE5/6N 3//6 " ALUM/NUM CHECK OEFLEGT/ON 5052-H32 CHECK TOR5/0N `Y/ 3000 G.L. 5052-H32 (NOT GR/T/GAL W/ UN/FORM LOAD) 7-0" O/AM. 7'-O" 0/AM. 7'-0" 91A M. Mz /SGY40 5V 3/3(/0. /E6)3.25 Mx = 6,075"0 15H r. 29) PT A' _ = 0./0/" = 2L/600 t 2L/360 MZ = 1500 VH _ l O✓10.66) 5'-0" O/AM. = 1,632"# N. A. d =/50(26.5)"3/3(/O./E6)325 4 H = 0.032" 0.67Mz = 1,420 COMPARED TO HANDRAIL d = 0.240 60V. (5H7-. 50V VH = Mz/156 FAG TOR 7'-O" o/AM. = 0.101/024 = 0.42 OR 42* OF 300 /5 = 1,42011-56 0/57-R/BUTEO TO0.166" RE5/ST TORS/ON. = 9/O+ (TORS/OVAL SHEAR) LL 300" FAG TOR 5'-0" 01AM. = 0.032/0.24 Vv = 300#/2 I 5EG T/ON = 0./3 OR I3 * OF 3000 /5 = 1500 NERT/GAL SHEAR, 5HT. 24) (1T COLD O/5MISVTED TO RE5/57- TORS/ON. AH = 3.0 x 0.166 I /5 = 0.564 WIN. ►-- 60V. + GONGLUS/ON.• CONS/DER /3,% OF TORS/OVAL MOMENT OR /5 RE5/5TEO BY HANDRA/L. AH = 2 x /.S6 x 0./66 I (CON5ERVAT/VE FOR 7=0" O/AM,). Av=2x4"x0./66 = 1.50 5EG T/ON FOR: HANORA/L 5 SHOWN ON 5HT. 50. - (AT BALLUSTERS) U5E, HANDRAILS TO RE5/5T /318 OF TOR5/ONAL MOMENT IN TREAO5. FOR TREAD DES/6N W/ 3//6 " ALUMIIW/M, USE 67Z OF TORS/ONAL MOMENT FOR TREAD DE516N. (GON5ERVAT/VE FOR 7=0" 0/AMJ- WOOD #lakcr 5P/RAL sEETNO. 65 OF- R SPIRAL sal rRo. 66 oF_ STA IRNA Y 85-8? s* 5 rAIRA" r 85-82 ab cmwwmwa#AvdNlcw&. qvu JW w. ffi.w a. ..W&Aw ftW&As9Ha 3-18-08 FOR THE IRON FOR THE IRON 10040 FOOTHILL BOULEVARD DATE ' -/8-08 10040 FOOTHILL BOULEVARD DA1E RANCHO CUCAMONGA, CA 91730 (909) 989.2087 - FAX (904) 989-8106 oFsGNED BY - . W RANCHO CUCAMONCA, CA 91790 (909) 989-2087 - FAX (909) 989$lo6 oESHGt>®Br - . W. SHOP SHOP TREAD DE516N 3//6 " ALUM/NUM 3/16 " ALUM/AQJM 4.4 COMBINED SHEAR AND BEND/N6 5052-H32 TREAD DE5/6N 5052-N32 (WELD AFFECTED AREA) 7=0" D/AM. 7 -O" D/AM. GK. CONNECT/ON ®COLUMN O1 (_L1 a r (,,t,r /'O GJP Fb) Fs BY /N5PEGT/ON, USE COMPLETE OR JO/NT PENETRAT/ON NELD TO DEVELORE 5T9EN6 rH OF MEMBER 1 r r /O C _)1 ( ) ( )1 (SEG T/ON 5.2.2.2) MA VVA VHA \ ` U5E. WELD PER OErA/L N1 f M = 6,075"0 5356 WELD FILLER FOR MA = 8, 7/0V 5052 TO 5052 OR 5052 r0 606/- r6. 3.H" Vv = 300#12 = /50# VVA = AvFv h/t = 4.0/0.188 = 213 <53 EFFEG r/ VE 5EGT/ON Fv = 5.30 K.S. 1. = 4qw# CHECK TREAD ®CONCENTRATED LOAD EDGE 5r/FFENER VH = q/Ott FOR 5 -6 " D/AM. VHA = AHFV 6" $ GREATER VHA = (0.564)(3.30) 16 " I CASE 2 k Q 3000 0 ( )1 r (4,950 )1 r 4 /1786/ 8, 0 / I LOAD m pl:_ z I h® (0. 70)2r(0.030/2r(0.41712 (0.49) r 0.00 r 024 = 0. 73 r /.00 AS / A5E300# ON 2" x 2" 50. 6" V5E.- G3 x 4 x 31/6" M/N. 5052-H32 ALUM/NUM (4 50. /N.J TREAD SECT/ON FOR 7=0" MAX, D/AM. N/TH /2 40 P.5.F. L.L. $ 300# G.L. TREAD PLAN 5'-0" D/AM. rO 7'-O" D/AM. WOOD Eagaeeria& Inc. , 59 -/RAL s„0. 6Tof ._ _ WOOD Inc. .SP/RAL ,0. 6e OF-- ---STA/RHWY 65-82 ...•rfti-ro _5rAIRNA r' 85-82 r,*2 aewo. W. aa,.,.orew..sore s9t - - 3-/8-08 ° "' ------ FM THE IRON FOR THE IRON 10040 FOOTWLL BOULEVARD DATE .. .. 10040 FOOTHILL BOULEVARD DATE. ---3_/8-08 RANCHO CUCAMONGA. CA 91730 (909) 989-2087 - FAX (904) 989-8106 ... _. SHOP ..__ GE9GMM BY _-` _ W. _ RANCHO CUCAMONGA. CA 91730 (909) 989-2087 - FAX (909) 989-8106 -- -_-. ... .. .._ 5HOP DESWAW BY TREAD DE5/6N 31/6 " ALUMINUM TREAD DE5/6N 3/16 " ALUM/NUM CHECK TREAD A r GONG. LOAD GA5E / 5052-H32 .7'-0" D/AM. TREAD 50MMARY.• 40 P.5.F. OR 3000 G.L. f AV& M = PL/6 = 300(I7.BJ/6 = 0170"o t PARnAL Fixer 3004P 2'-6 " MIN. RAO. CONS/DER 2 -NAY AG T/ON W /2" EFFEG r/VE N/DTH + ®2 3'-6 " MAX. RAO. F Ft = /4.0 K.5./. Fc = /7.0 K.5./. ( 5 = /?(0.188)2/6 = 0.0707 I I F J TREAD l = 42(0.188)""3/12 = 0.00665 /,--78 O MA = 0.0707114.0,c5.rJ = 1740"# > 8170"0 ox CASE A = ((30012)(/7.6)^3N/g2(/0166J0.006651 / + = 0.066 -- 116 "Nor cR1 r1cA4 _ _ CHECK 300# G.L. AT ENO OF TREAD GA5E2 JI 5 L = 2/ "MAX. O# M = 300(2/)/4 = 1,575V m 3//6 " ALUM/NUM PLATE 5052-H32 N/ 5356 HELD " 0 FILLER AT NELO5 GK. LZ" x 2" x 3//6 (GONSERVJ h TREAD b/t = 21(3//6) = 10.7 > 8.0 :p TO COLUMN t /5.0 2" h GJP Fc = /7.3 - 0.0574(/0.7) _ 9/58 ® A Fb = 1/,158 9-.5.1 CA5E2 TREAD 5 = 0./86 It h MA = 0./86x//,/58 --------- = 2,075"# > /,575"# d = 30o1'?lJ 3j /q?(/O.lE6/O.?6B% = 0.005 Nor cR/ricAL COLUMN /18 NO 7F.- 5ALLU5rER5 N/LL AL 50 TRAN5FER 300# LOAD 2" LIP MAYBE TO HANDRAIL AND 0/5 TRIBUTE TO 5/DE OF TREAD. OMITTED A r 2'-6 " RADIUS V5E. 31/6 " ALUM/NUM PLA TE, 5052-H32 FOR 7'-0" D/AM. MAX WOOD F.ttgbneutw, I-- sAca.rev..►o nrxBrey an.rwawe nraarremou + 10040 FOOTHILL BOULEVARD RANCHO CUCAMONGA. CA 91790 ( 989-2087 - FAX ( 989.8106 TREAD D/MEN5/ON5 4" O.D. PIPE COLLAR _ G = (Ro 5/N 00/2/ - 0.375 Y _ Ro-2«Y 3-25 G b 3.25 Y « L2 - Y GHEGK FOR Ro = 30" Y _ 30-2« Y 3.25 /4.70 Y = 7.09" b -3-25 7,9q « 12 7.89 b = 0.19" WOOD Eag9neeriug,, ue. stti.rnrr. ..:p TarxF mr-or a Aaa.or&rs9 n.9- 10040 FOOTHILL BOULEVARD RANCHO CUCAMONGA. CA 91790 (909) 989-2087 - FAX (909) 989-8106 w,,_, 5P/R41- 5TA/R`YAY sWN0.6gOF- jwNO. 05-02 /4.78" M, 3-/8-00 De9G1® BY -=. w. F011 THE IRON 56109- 3 /4" 50. UE 5P/ NO LE (TP/GAL% W 4.1 Ro 1G " 'b " 30" /4.78" 8./g" 33" /6.33" 6.3/" 36" 17.88" e.41- 517" /g. 43" 8.5" 42" 20.99" 10040 FOOTHILL BOULEVARDFqi 3.25" h K I 'b" L G W&*a 59 -/RAL _ s+IEL, w. 7/_ , of . . . 5TA/R^ 4 b5-6.2 Boa w. THE IRON a*F Fqi -_.5HOP_ DE51GMM B1--_---> - 09-LAND/NC- 0E5/6N 7'-O" D/A. 5TA/R /5 GR/T/GAL 1. 40 DEGREE LAND/N6 PLAN * REFER TO NEXT SHEET FOR 0ETA/L5 1 NO 755 WOOD Itil_neelhWo Ine. &SJECT 5P/RAL 5TA/RWAY SIMNO 70 OF- 12/AM. 5TA/R`YAY Y=X/- 7 85-82 Fpq THE IRON SHOP_... DEsr +Ener-' .w toe /55" THE IRON 5=6" 10040 FOOTHILL BOULEVARDFqi ale (909) 9b9.20887 -- )9HO OL)CAMONGA, CA0"106 OF.SKi/!ED BY ----. W- 5HOR 50/RAL 5TA/RWAY 26.2" 40# L.L. TREAD CONNECT/ON DE5/6N COLLAR COLUMN TREAD TO COLLAR 26.2" 20.0"54.61, U5E. SAME A5 TREAD TO COLUMN. 7'-O" 43" 5EE PREVIOU5 5HEE775. 2/.5" 53.8" BACK STEP //64" V = 300 GOUGE it 4:!: D/A. COLLAR nl SET SCREW it CJP EA. 5/0E , O COLLAR TO COLUMN OF STEP . l55 " VMAX. = 300%j 557' SCREW BEAR/N6 AREA DUE TO 5E7- 5GREW 4 sc0?oxs A = [7r(O.?03)/2 « 7r(0.156)/2,b.0/56 (4% = 0.0352 IN 2 )"v = 300/0.0352 ~ 1164- DEPTH = 8,522 P.S./, t /4,400 F. 5. (5 7r,11 SHEAR) < /2,000 9-.5.1. (ALUMINUM SHEAR 606/-T6 COL,) GHK (2) !7/2 3.0.5. r.5.M.5. TEK5 OR 66VAL (EHt6/NEER/MS D/AM. = 0.209 M/N. ROOT D/AM. = 0. /57 M/N. OA rA FOR ALUM/MIM A = (0./57) 2 7r/4 = OO/q4 5rAVC7URE5 VALLOW = O.OM4 x 10,<5 4 x 2 = 3BB%j > 300= 9-6. 90, /975/ VALLow = (540 x 6" O.C./12) x 2 = 540+ - 4 PER 24- 300# - R.R. 3056 TABLE •/1 4155.• (2) 012 5.0.5. T.5.M.5., 7-EK5 OR EOVAL L.A. G/TY R.R. 24029 $ /G.B.O. R.R. #3056. 5CREW5 /N ALUM/NUM SHALL BE GOA TED OR PLATED CARBON 5TEEL. WHEN EXP05E'D TO THE WEATHER, THEY SHALL BE AV57EN/T/G 5TA/NLE55 STEEL. 5EE 5.4.1. ALUM/AVM DE5/6N MANVAL. WOOD Eos-eerizk& Inc. rwm &ww ca,.-denna. ore v 10040 FOOTHILL BOULEVARD RANCHO CUCAMONGA. CA 91730 (909) 989-2087 - FAX (9091) 989-8106 LAND/N6 DE5/6N V-0" D/A. 5TA/R /5 CRITICAL 40 DEGREE BEND //B" 5TEEL 3//6 `ALUM/N(/M TYP/GAL F ST/FFENEF l/4" 5TEEL 3/B" ALUM/NUM walecr .- •- ,,••, - 91EETw. -=°F-- 5TA/RWAY 05-82 12/AM. roe w. Y=X/- 7 WE Fpq THE IRON SHOP_... DEsr +Ener-' .w lQ g-22-00 5TEEL s /55" ALUM/NUM 60 DEGREE LAND/N6 PLAN D/MENSIONS TABLE 12/AM. X=D/2 « /" Y=X/- 7 X12 L/= (XJ -2" 51-0" 3/" 22.0 /55" 4/6" 5=6" 34" 24.0" /7.0" 46.0" 61-0" 37" 26.2" 16.5"50.3" 61-6" 40" 26.2" 20.0"54.61, 7'-O" 43" 30.4" 2/.5" 53.8" * REFER r0 PREvlov5 SHEET FOR DETA/L5 s NOTE5 WOOD I 5P/RAL SIWND. 73 OF- WOOD B AUC. a8,ccr 5P/RAL sNEErw7` OF- ,,,Zwevi,p 5rAIRNA doe No. 85-8? slarre, ►o 5TA/RHfAY 85-8? nrxc,--a C -W 3-/8-08 )rpy ?16r doe w 3-/6-06 „ THE /RON , THE /RON 10040 Foos THaL BOULEVARD CA0"106 aT 10040 FFooa YNLL BOULEVARD CA898106 0989 DATE 5HOP 5HOP (969-20HO 879AMONGA, DESr4W er .w. 09009 -DC7 9CAMONGA. ower W. LAND/N6 DE6/6N STEEL a LAND/N6 DES/6N w = (154//2.)(20-2 STEEL OR ALUM/NUM //8" STEEL DECK OR 3//6"ALUM/NUM ALUM/NUM = 127 0/' 0 9-22-00 "3/12 //8" STEEL DECK OR 31W ALUM/NUM {.y = 3//# Lmwx. _ /6" 5 = 12(125)-21& = 0.03 / _ /?(0.125) = 0.00? M = SOW/.333?(/5) = 133'0 f -'Hr. a7 //4 • x ?" RID CASE? I fb = /33/0.03 = 4,433 < 22 K.5./. srzzL OR /4 K.5./. vJwavw+ L = 58.8' I /,7?6 0.00q -q(40)(1.33,)^4.00 W = (/27/2X4.90) = 3/10 = .36 t L/360 (.044) O.K. d = 00 29 E6 x 0.002 M = 3//(58.6.)/6 = 3,047"a 58,6" (4.90% /# 156+ fb = 3,047/(2 x 0.13/) _ //,632 X12 K.S.I. speer. OR z - /4/58 P.S./. Au«im#4 O.K. E/ steer. = 2906 x 0.001 = 58,000 U5E 31b"RIB FOR ALUM/M/M E/ ,AuwnkwY = /0.106 x 0.00665 = 67165 > 56,000 0. K. 60i q.= J 2 x .190 " " d c L. = (40/20X0./0) = 0.08 < L1360,10.16,) O.K. so►e vixnr a Bms U //B" 5 MEL OR 3116 ALUM/NUM PLATE rO SPAN /6" MAX. I I _ _ _ _ R GHEGK 3//6' ALUM/M/M E/ sree. = 29Eb x 2 x 0./90 = //.02.16 LAND/N6 EDGE CASE / E/ A w m#4 = /0.106 x 2 x 0.266 = 5.4/06 .uu m#-, = 0.08(1/.02/5.4/) = 0./6 = L/360 OK. L = 44" W = 1230 CASE / M = 0.1283(/23)44" = 694"0 USE• 114'x 2" STEEL RIO OR 3/8"ALUM/NU16f R/B AS SHOWN /N CA5E? $ LAND/N6 PLAN. 0.0/304(/23)(44.)-4 d = = 0.0-25 < L/360 (.LT) 29 E6 (0./90/ a7 coav r Pqe t x x r. Nie SY+r, LAGS AT SUPPORT P= /560 fb = 69410./3/ = 5,296 P.5./. < 22 K.5./, sYeet OR //,158 P,5. //?" D/A, x 4 " L A 6, W/ //B" STEEL Q H. F. iW = /230 Zi = /300 05E: //8" STEEL OR 3//6"ALUM/NUM PLArE W.2" EDGE L/P.i 1.33k5O0 Oc.A&s = /564//300 = /1 5A Y.2 //4"STEEL I =67 3/8"ALUM/ P/M CK. ENT/RE LAND/NG CASE ? I P = (3.5 x 3.5)500 = 6/20 + P/2=6120=3060 0c +6s = 3060/1560 = 196 5AY 2 4/0 820 USE• (2) 112-01A. x 4" LAG5 M/N. 44" (3.66'1 WOOD SO OE!l O IOC. sua>Ecr SP/R.4L sa+ r w.. 75_ of ... WOOD IOC. wuea . = 1RAL s w. 76 OF-- -- ""°' a, STA/RNA Y BS -62 mN 5TA/RA4 Y 85-8? doe no.. . doe no. o•T ... .. _•--- ---- - THE /RON FDe THE /RON 1 Foosnuueou►evARo ..•?-16-08_ 10040 THILL BMLEVARD o„ RANCHO CUCAMONGA. CA 91730 (904) 989-2087 - FAX(909)989 106 -----•---- DESIGNED eY _ : w RANCHO CUCAMONGA• CA 91730 (90th 989-2087 - FAX (904) 989-8106 _. ... _ DESN•lED eY-T_ __. COLUMN OE5/6N 57EEL COLUMN OE5/6N ALUM/NUM Oso CE6 a PncAx. L.L. _ (/407TD"?)/4//15) = 39170? i i TRY P/PE 3" DiAM SCHEDULE 40 606/- r6 )-m". BemrKs = (39.270"2)/2 = /9.630"2 P NS o = 0.4244R OR 0.21220 A = 2.23 /N. 2 l = 3.02 /N. -4 5=1.721X-3 r = /./6 Rb/t = 7.6 Mm Ax = 19.630?(O.2/?2D) = 4.170-.3 KL/r =./2x/21/./6 = /24 P a Mwu(_ /9.630 2 + (/0/40.)39170 2 = ?9.450 2 TENS/ON /)V BEAM TRY P/PE 3" D/AMM, 5M.. A = ?08 /N. 2 5 = /63 IN, 3 r = /./7 Ft* = 24.0 K5/ COLUMN COMPRESS/ON hnux. _ 1200' K//i = l?3.0 Fo = 967 K.S.I. a 0 = 7.0' Peen® = 144k fa = /.44/2.08 = 0.69 5= 7.6(66 Mzo = 4.17K7.0)-3 = /4?k fb = /.4?(L?)//63 = 10.45 K.5.1 Fo = 201-0.426KL/r fb fa /0.45 0.69 = 20.2-0./26(/24) = 20.2 - 15.6 = 4.58 K5/ + = + = 0.07 = 0.52 < 40 Fb Fo 0.66(35/ 967 B WYAOJ-4 #*:%1( PQ`P9erwnl Q!`AO/M! /3 ngReGR/r/GJ1L nuv Par POOR AXIAL COLUMN COMPRESS/ON ELEMENT 5 = 7.6 > /.4 CAL T' CHK LAT. ON COLUMN P 37?0 t /4/ W nwxo = 35 P.L.F. (SHr /0) Fo = 22/ x799 R V = t22/?335 = 2/00 = 22.1-0.711,70-6 = 22.1-2.20 = 19.90 K5/ W s+ rY = (O.2Gt'400)/40)39.27D 2 =3850 jn COMPRE55/ON /N BEAM Veo. = 0.39/W We = ()r(7J"21WX/00X/15 = 48/0 5 =76,124 = 25 K5/ of = 0.39/(3850.48/0///2 = 26 P.L.F. f.35 P.L.F.Fe V = (/2/2.)26 = 1660 k NO US/N6 STEEL SEGr/ON ACTUAL 5TRE55E5 /5 M = 35(/212)/8 = 6301 Q CON5ERVAr/VE DUE rO SMALLER SEGr/ON A7 = 0.630X12//.63 = 4.64 KS/ PROPERr/ES OF STEEL SEGr/ON. COMB/NEO 2 +D+W mcow e-wrw si mw c4v a:p s j a) (3720 /0.45 + 4.64 + 0.69 = 0.65 + 0.07 = 0.72 r /O h fo = 0.69 0.66/35) 967 Fo = 4.56 K51 CONNEGr/ON TOP $ BTM fo/Fo = 0.69/4.59 = 0.15 < 0./5 P = MIN + V = 442/8.75 + 2/00 W/ND = 2100 fa,Fo + fb/Fb = 0.15 + (/0.45+4.64)/24 _ /62 + 2/40 = .3 720 E.O. = /660 = O./5 + 0.62 = 0.77 r /.0 -- -A (5) 112"x 4'4A6 2" PEN /N H.F. UNSAL. _ /620 W' = 5x2" x 2430 x 0.7 = /,70/0 - 3720 Z'n = 5 x 260/1 0.7 = 7000,> 3720 OMBLE LA65 NSERV. -7/49,40 Gm a INTERMED/ATE ANZN7-OR7' WOOD ung+ Inc. sualEl:( 5P/RAL 77 OF_ WOOD F.O OQl1'111 IDC. saea SP/RAL s n o. 78 a- STAIRNA Y ,mND. 65-62 SA'., ,y, ,,p 5TA/RNA)' 65-62 mmwvw mir,.csrwA"vA 4-6-08 m,n.orre ` ►sr maroauin ,os1,0. 4-6-010RANCHO fOH IRON DATE F08 ME IRON 10040 FOOTHILL BOULEVARDTHE CA 91790 loom FOOTHILL BOULEVARD w+1E C.UCAMONGA. (900) 989-2087 - FAX (909) 989.8106 oEyGNED g --r]. w. RANCHO C)CAMONGA. CA 91790 (909) 989.2087 - FAX (9022) 989 106 SHOP SI'JiOP COLUMN DE5/6N BEAR/NG PLATE a 0 0=5-/75=325 7. A = 78.54/N K USE• PIPE 3" D/A. 5722. 5MEL A53 6R. B OR PIPE 3" D/A. SCHEDULE -Y M = ((3.25 2/2/ PIA 40 ALUMINUM 606/-r6 COLUMN FOR STAIR D/A. OF 7'-O" MAX. M = 5.28/ P/A"# 3" D/A COL. O.D. = 3 //2` AL T. 5MEL H55 3.500 x0.2/6" OR ALUM/NUM ROUND TUBE 3",91A COL. O.D. = 3 //2" o ` 4.949 - /.75 = 3.20' 3.500" O.O. x O.?5"HALL 606/-T6. M = ((3.?O% 2/2) P/A//N. 10"01A. A = 49 /N. 2 NOTE.• LARGER P/PE ACTUALL Y U5ED ON PLAN T-0 D/A. W10" D/A. OR 7" 50. PLATE M = 5.12 PIA "# FOR OIAMETER5 OVER 5'-6': P = 2,405+ ® /-STORY A = 7r0 --V14 = 314(101)/4 = 78.5 w = 2405/76.5 = 3/ PS/ FOOT/NG DE5/6N M = 3/(3.25 2)/2 = 164V P7, = ((4Oo10%;r,02/4J125 CK. //4" PLATE = 4q.04,012 5 = /(0.252)/6 = 00104 /N. 3 =24030 MA srEa = 0.0/04(0.75x36,000) = 26/"0 > 164V MA Aum bow -m = 0.0/04(28,000) = 2ql V > 164 "0 50/L BRN6. NEr = /500 - 150 = /,350 P5F PLATE CONNECT/ON V = 4/40 r 580++"(P RED HEAD 57UD ANCHOR, 50. FM6. _ BRNG /350 = 133' SA)' I6" 50.. I / /-1/2" EMBED.) r 8900 (I/j3/8 "O R4NL 57UD ANCHOR, USE: /-5/8 " EMBED 16" 50 x /2" DEEP FOOT/N6 415E.• 10",01A. OR 7" 50. X //4 " BE4R/N6 PLA rE (A36 5TEEL OR FOR 7=0" MAX. /-STOR)'5TA/R. 606/-T6 ALUMMIM,) FOR ALL 5TA/R D/A. ANO ONE STORY. 1,500 P.S.F. 50/L. s 4-.310"01A. RED HEAD (TORoLe 25 FT.-LBJ OR RANL 5 7V ANCHORS (rORczE 28 FT. -LB.) 1-5/8" mo. EMBED NO BA5E /P D/MEN5/01V5 5NOWN ABOVE ARE M/NIt-VM D/MENS/ON. CONFIRM AC MAL BA5E if 01MEN510N USED N/ rH MANUFAC TURER OR ON APPROVED PLAN5 WOOD F.DldneeriDg, IDC. S.,, W. ?q..OF WOOD EDgiDeeriDg, Inc. sAuEa SP/RAL siEE„m. 00 of_ -- S rAIRWAY Joewo. S __ 5TA/R`YA,Y. 85-6-2 lab;, c-..W&A-d-WA.b9Q.w - --------- - - - .85_82 4 8 -OB C. .vm s.r ".o. 4 8-08 -------- Foo _THE IRON_ . THE IRON . . RANCHO C •UCAMU. BOULEVARD 90 w . . _- ... ._ .. 10040 FOOTHILL BOULEVARD RANCHO CUCAMONCA. CA 91730 oATE ._ (909) 989.2087 - FAX (900) 9848106 -SHOP . _ _ _.. _. oesrNm 0r-' . w OM 9842087 - FAX(909)989 106 COLUMN b' -O" D/A. X 24'-0" H/6H 5P/RAL 5TAIRNA)' 2-5TORY COLUMN OE5/6N 6'-O" D/A. X 24' H/GH (LATERAL SUPPORT LAND/NG AT 1-2'-O') 3rd FLOOR 3A-& FL X900 DEG. ?-STORY G 4" O.D. COLUMN 111 1111 h Pmax = 2. 5430 P5F/rrD2/4 = 98,17 222 3 //?" O.D. INNER COLUMN Pmox BENDING = (110./7 D"2)/2 = 4908 02 a LAND/N6 o = 0.4244 R OR C122?D r1 04-5116"01A. Minx = 4q.029,10.2122)0^3 = /0.4/ 0^3 b TYP. 7READ FOR D = 6 =0" , Mmox = ?249'# FY»ox = 3,534+ COLLAR h j SET SCRENS 4"00. COLUMN PIPE 3.5" D/A. X - STRONG STEEL DETA/L i (f(YM/N. = 35 K5// + A A = 3.44 IN -2 hMAX = 11-0" 2nd FLG10R 5 = ?.97 /N. 3 K = /O .\ LANND/N r = /3/" Kl/r = ((/2.0/12///3/ h PIPE 3 1/2" Fo = //.30 X -STRONG STEEL OR fa = 3.53/3.44 = 103 K5/ r //30 K5/ PIPE 3 //?' )"/Fo = /03///30 = 0.09 r 0.15 SCHEDULE W &7 = (21X/2.)//2.97 ALUMMIM 6061- r6. _ `fes KS/ r 0.6(35) = 2/O K-51 4'0.L7. fa fb = 009 , 9.09 0. * . 4.64 = 09 + 0.65 = 0.74 r /0 Fa Fb 2/ /O" D/A. X 3/8 " BEAR/N6 PLATE W4 -5116'01A. SELF OR/LL/N6 REDHEADS 4-41-77777777 1st FLOORU5E.- PIPE 35" D/A. X - 5TROA4:5; A53 GRADE B l'-8 `SGT X 12'0P. 5TA/R ELEVAT/ON PAD FCYJT/McS WOOD Engineering, Inc. SPIRAL SND. 6/ OF_ WOOD Eng/ -.In& Inc. aa)Eer SPIRAL s*Er„,. 62 OF_ S rA/RWA )' Bs -82 s"C'w- .;,, STA/R VA)" 65-82 m,40 y, can.d& aa- - 9 --vu n JOB ND. 4-6-06 F0i THE IRON F011 7iiE /ROH 10040 Foonau BOIREVARD FOOTHILLBOULEVARD 10040 Foo118u BOULEVARD DATE RA)JC1i0 cuc wloNe A. CA 91730 (904) 969-20117 - FAX (DOD) 969 8106 DESrJ*D BY . W . RANCHO CucAnAonle A. CA 9nao C909)989-2087 - FAX (904) 984-8106 DESIGNED BY -T . W. SHOP Sf'/0P COLUMN 0E5/6N - 6 =0" D/AM x 24' H/6H ALUM/NUM BA5E PLATE 6'01A. X 24' H/6H 2-5 TORY TRY P%PE 3 1/2" PIAM. SGHEDY/LE BD 606/-T6 ^4 2" = 3" /0" D/A., A-- 76.5 /N 2 A = 3.68 /N. 2 I = 620 /N. 5 = 3.14 /N. 3 r' _ /.31 /N. Re✓t = 5.6 M = ((3l 2/2% P/A = 4.5(9-/A) KI -Ir _ /2x/2//.3/ = //0 P = 3,534# )IIA = 3534/78.5 =,45.0 f 5/ TEN5/0N /N BEAM - 5EE COL. OE5/6N Fce = 24.0 K5/ M = 45(3 2)/2 = 20-6V <2e/ "# 11/4 " PLA TE, o 7'01A. /-STORY/ COLUMN COMPRESS/ON <.2171 V (ALUMINUM 4" O.D. COL. Fo = 20.2-0.126KLIr = 20.2-0.126(1/0) = 20.2 - /3.66 = 6.34 KS/ Mco/ = 22490 V = 2249'/+/8.75' = 2574 Vror = 257 +210 = 467# < /,70/# 5HT. 75 COLUMN COMPRESSION ELEMENT t 7000 5H77. 75 5 = 5.6 > 1.4 <,1950# 5H7. 77 t /4/ Fo = 22/-0.799 Rt/t = 22./-0.7179 5.6 = 22.1-192 = 20.16 K5/ FOOT/N6 5/ZE COMPRE55/0N /N BEAM 5 = 5.6 <-2q LP- 3534 501E BRN6 - /350 - Fc = 25 K5/ NOTE.U5/N6 STEEL SECT/ON AG7UAL STRE55E5 /5 CON5ERVA r/ VE DUE TO SMALLER 5EG 7/0N / 12 - PROPER T/E5 OF .5 MEL 5EGT/ON. fo=103 Fo = 6.34 K51 fo/Fo = 103/6.34 = 0.16 -- 0.15 70' =0.16+0.57=0.73t/0 4V5E.• /0" O/A. X 3/8" BEAR/N6 PLATE (A36 STEEL OR 606/- 76 ALUM/NUM) W/ (4) 3/8 "01A. READ HEAD OR USE. P/PE 3 //2" D/AM. SCHEDULE 80 ALUM/NUM 606/-T6. RAWL 57UD ANGHOR5 AND 20" 50. X /2" DEEP PAD F007 -/N6 W/ /500 PSF 50/L. WOOD F tleering, ine. waEcr SP/RAL SNEErw. 03..OF WOOD Enatluerina- Inc. - 5FIRAL sKETNo. 84 _ _.,5rA/RWA7' 85-82 -5TA/RkYA)' Idrx6,.9r -- _ _ _ 4-8-06 __ _ _ 4-8-08 Fan ME IRON_ FOR IRON_ LEVARD BOUMONGA, DATE FCooTHI i7so wrE _ RAN10040 CHO CCUCAA CA (909) 989-2087 - FAX (909) 989-8106 _ ._.. Sh'OP DESIG ED 11y _>. W-- on n (900) 089-2087 - FAX (0091) 9848106 -THE .... - S%!QP ._ _ DESIGNED HANDRAIL HANOR4/L CHECK ALUM/NUM OR BRA55 CHK. RAIL TO 0/57R/BUrE h Q CHECK ALUM/NUM OR BRA55 200 0 TO 4 BALLU5TER5 ALLOWABLE 57RE55 M = (200/4)(2//2) + (200/4)(2/ + 2//2) \ -bBRA55 = /./7(16)//65 = 12.76 = 525 "# + 1575 = 2/610 " 0 Fb BRA55 = 124(40)/10/. 95) = 25K51 AG 7VAL 5 TRESS: (5EE NEXT SHEET FOR. o¢ OR ALLOWABLE STRESS) 5 Fb ALUM = 1/7(35)/165 = 24.6 K51 MO" *VALE 5 = 0.096/75 ((15//5- (125) = 0./72 PLAN 606/-T6 FbALUM /24(36//1.0(/.95) // = = 242K51 1 //2" DIA 5 = 0.096/75 -(/.0)"4 l = 0113 HANORA/L 606/-T6 OR / 1/4 "VIA. fb/5" D/A. = 2100/0.172 BALLU5rER FbAL1/M = /./7(/6)/165 = /1.3' <'1-2.76 3003-H/4 = 1214 K5/ , /130 3003-H/4 ALUM. FbALUM = l-24(/9)/10(195) _ !21 < /2 76 < 42.76 BRA55 50# 3003-H/4 3003-H/4 ALUM. 6@; OVER O.K. PORT/ON OF 2000 LOAD WILL rjQEAD AX. BE MANSFERRED INTO AX/AL FE LOAD MRG7J6H CIRCULAR - TEN5/0N. 8 " - fb GK. OAK HANOR4/L / 3/4" 1.25" D/A. _ ?/00/O./l3 50L T = 2(/. 75) 2 /6 = /.O?/ _ /6.56 KS/ 242 KS/ (606/-T6 ALUM) ,rte OAK HANDRA/L //4" WALLfb = 2/00/102/ = 2057 - 5.1 „ D/A. x //4" TH/GK l //4 // ((1251 "4 - (0.75)-4)//8 •' Fb = //50 x /5 = /725 - 2057 /9.* OVER O.K. 5EE PREV/Cv5 SHEET . /25 USE.- / //4"OV. XJ/6'`YALL 606/-r6 ALUM. OR = 0.167 / 1 //2" O.D. X l/8" HALL 3003-H/4 ALUM. OR 843-174 5791. H56 BRA55 OR 1314 " X 2" OAK HANDRAIL OR /-1/4" O.D. x //4' WALL 843-94 H56 fb = 2/00 / 0.167 = 1256 ' L2.76 BRA55 BRA55 WOOD E aeering, LIC. m&ca 5P/RAL SNEEf ND. 85 OF- WOOD Essain LSC. wa EOr SP/RAL yIEET HM 66 OF 5 rA /RWA 7' 5TAIRNA Y - ,OB 85-82 c-W.weeun.ewe+fou + 10040 FOOTHILL BOULEVARD 0", 4-8-08 m,,-W&qa e.es"&.tfoa.n 10040 FOOTHILL BOULEVARD ow1E 4-8-08 FOR THE IRON FON THE IRON RANCHO CUCAMONGA. CA 91730 C909)989-2087 - FAX (909) v89.8106 D BY-- W . RANCHO CUCAMONGA, CA 91730 (909) 989-2087 - FAX (904) 989.8106 DESIGNED 5% %P SHOP 5ALLU5TER 5//6"D/A. GHEGK BALLU5TER FOR 2000 VERT (COMP GR/T BY GOMPAR/SON TO 200# LATERAL, P= SO a HOLE GK 3/4" X 3/4" 50L 49 ®H 38 = " = nl r = 0.75(0.75)3-0.63 3 (0.6 J= 0.3/64-0./575_ P = 200/4 = 500 L2 0.75 2 - 0.63) 2 /2 O T - 0.263 M = 50 X 38 = /900" A 0.75((0.75) 3 - (0.3/3)31 .SUPPORTED BY CIRCULAR HANDRAIL 5 = 6075/ _-- K L11- _/0(38)/0.283 = /34 FA = 8.32 K5/ = 0.652 3/4" X 3/4" ® BOL T HOLE5 BY /N5PEGT/ON, ib = /900/0.0652 = 29./4 K5/ Po/%w = 0./656 X6.32 = 1.38 k Sp # ALUM/NUM NOT 36 x. 75 x /33 = 35.4/ KS/ 5TEEL CRITICAL. 28 x /.33 = 37.2 K5/ ALUM. 606/-T6 F4/SE- BALLUSTER A5 NOTED ON,-REV/C1415 5HT. GK. 3/4" 50 X /6 GA ® H = 20" P = 50 # M = 50 X 20" = /,000" a CHECK INTERMEDIATE R4/L5 4" 0/G (TYPJ 5 =07 75 3- 0 O 3 L= "OR 3.2, 6.075 b/t = 0.63/0.06 = 0.0353 = 105 <2/ P = 50+x/3 = /7# PO/NT LOAD fb ="I Fb - ?/ KS/ 0.06" 0.63" 0.06" (50 + ON ONE 50.FTJ _ ?8.33 KS/ 0.6x3 R = q+F = 28.. 73 73 KSl 0.75" = /62V < /,000 < 2/x/33 = 27.9 KS/ / OVER O_K (PREV/0U5 5HEET) USE- 314'X 3/4 " SOL /D TO /8 "ABOVE TREAD $ 3/4" X 3/4" X /6 GA. TO TOP HANDRA/L GK. GONNEG T/ON TO TOP RAIL (Fy = 36 K5/ 5TEEL s 606/-76 ALUM/NUM) SOa V = /3# NOT GR/T- BALLU5TER CONNECT/ON 5TEEL OR GK. //4" D/A. M.B. 5TEEL " BALL U5TER ry m5TA/NLE55 (y Val/ow = 0.049 X 1OK51 = 490+ > 288+ Rl m m /NTERMED/ATE CK. BRNG ON TREAD y " ?88 YP RA/L5 T. A = 0.25 X //8 = 0.03/2 F8 U5E.- SAME A5 BALLU5TER 3/4'k3/4'Sr/6GA.(0.06) W Pa/low = 0.0312 x 32 K51 = 17170# 288+ - CONNEG TOR ® BOTTOM NV 1/4 "?0 SCREW s 5/16 " SET SCREW USE. l/4" D/A. M. 5. /N 57EEL OR ALUM. 5052-H32. 238'F s CONNECTOR ® TOP W 0/0x3/4" 5HEET METAL 5CREW. WOOD Enidnewln& LIC. suElEc,. SP/RAL . 91EE7 NO. 8-Z- - .- - - WOOD E_llterlo LIC. &AiEcr .5P/RAL SHM w 88 a s'iasla ° -- STAAR{'VAY 85-82 ioeNo..__.__.. STA/R{'YA_Y 85-82 °ATE 4"8-08 xIBNo. wN .. THE IRON,- - , TH_ E IRON -- RANCHOC%C 'AA ONG A. Cn9i9 730 - 10040 Foon+nl BOULEVARD RANCHO CUCAMo►.1GA, CA 91730 Dn7E. (909)9W2087 - FAX (909) 98"106 .--- SHOP DESGNED BY-`. . !N (909)9a9-2087 - FAX (909) 98481065HOP DESIGNED By 5P/RAL 5TA/R-YAY GUARDRAIL (GUARD) /'FALL OR - bx6 POST 02 j0 Fc = 700 E _ I3E6 E'mAc = 0.47E6 GUARDRAIL LOADS BY OTHER5 L = q' -O" Pmox = 7.78 e/d = 9x1?/5.5 = /9.6 Fc' = 700 GON5ERV. , W = 20 F.L.F.GUARDRAIL - - -- Fce = 0.822(rM1N/ij(le/d)2J OR 6'-6" MAX. GON5ERVAT/VE = 0.822(0.47Eb1/I(1q.6)?% P = 2000 ANYWHERE - 1,006 P5/ P = 50# ON ONE 50. FT ON Fce / Fc ' = /006/700 = /.44 /NTERMED/A TE RAIL 5. /r/44_ / /x/,441? _ /44 HORIZONTAL TY_=PL AN 2x0.8 13x0.8; 0.8 L = 6.5' W = ?0 P.L.F. OR P =.200# ?000 Mw = (20(6.5 2)) 1.5 = 1260 in. -lb. _ /53-0.73=0.80 Mp = (00(6.5x[2),) /4 = 3400 in. -1b. Fc = 700x0.80 =560 6.2-5Fcl Rw = (6.5/2)20 = 650 6'-6 " /00 6'-6' a Po = (5,5/? (560,) = /6,440rd 7780 rr Rp = ?00/2 = /004' OR 200+ MAX. T Pp RAIL LOAD MGANr = 50Jv(6.5xZV = 3400 in.LB. D/STR/BUT/ON U5E.• 6X6 02 D.F P05 FOR /6. q Ki»ox GK /-//2 x /-//2 x 0.075 (14 GAJ TUBE 200# Isn2t nee ffinnF mace l9 sax4ae rLeeKa now 5 = (0. 7510.63)(o2046J = 0. /85 MASrM =O./8 1r/0.66136,000x/33 /000 /00 = 5,847 in. -/b. > -3,,700 in. -lb. SINGLE SPAN b/t = 45/0.075 = 20 < 2/ . -. Fb = 2/ K5/ MA AwK = 0./85x2/,p00x/.33 = 5,/67 in. -/b. i 3,400 In. -lb. U5E.• 1-1/? x /-//? x 0.075 (/4 GAJ TO SPAN 6'-6 " MAX. Fy = 36 K5/ 5TEEL OR 606/-T6 ALUM/NUM. WOOD JIM ataECT 5PIRAL st%ETNO. 89 OF_ WOOD Sn taelisg, i11L`. s 5P/RAL s»rNa q0 OF- 5TA/RNWY 85_82 srA/RwAY e5-a2 . . 4-8-08 JOB ND. FOR rHE IRON a THE IRON 10040 FOOTHILL BOULEVARD 10040 Fo07MLL BOULEVARD DATE (909)98962087X969 106 6EgG1 gym' . W . RANCHO CUC- FAx c . G 91730 (904) 989.2087 FAX (909) 98P8106 OESGNED gt• T- . W . SHOP SHOP 6UARORA/1- -2007 C.B.0 /2006 I.B.C. DE5/6N LOAD5 SUMMARY /NTERMED/ATE RA/L5 ® 4" O/G 314'-y 3/4- x 16,5A M/FT = (50(3J/4JL2 = 450 in. /b. LOADS RIFT = 50 MAX. FLOOR/LANOW5. 40 P.S.F. M/P/CKEr ® 4" 0. C. = 450/(/2/4) = 150 in. lb. R/P/GKET = 501,11214.) _ /7#TREAD: 40 P.5.F. OR 300 LB. ON 4 50.-/N. GK 3/4x3/4x/6 GA (0.060 M/Ni SPEC/AL LOA05 0.060 /-5STEEL INSTITUTE TABLE 43. m (0.0354) HANDRAIL AND GUARORA/L: 400 LB. /N ANY D/REGI/ON. _ = 0.0327 5 0.065 /NTERMED/ATE RA/Ls: 50 LB. ON ONE So.FT MA srmL = 0.0327(0.66)(36000)/33 _ /,033 /n.-Ib. /50 in.-/b. MA Aw4 0.0327x2/,000x/.35 = 9/3 /n. -/b. > /50 in. -/b. SNOW LOAD5 GK.WELD Pg = 40 P.5.F. GROUND SNOW LOAD V = /30 NOT GR/r. WELD //8 Irl/2" Pi = 0.7 Co Gt / Pg = 0.7(iaJ(iaJ/ oJ4o USE. .3/4'x3/4Sr0.060 (/6 GAJ 7Z/B//V& ® 4"01C = 40.3 P.S.F. 5AY 40 P.S.F. Fy = 36 KS/ OR 606/-T6 ALUM/NUM, //8" x //2" FILLET WELD TOP s BTM Ge = /-2 SHEL7ERE12 (MOST SEVERE FACTOR) GONNEG T/ONS Ct = /-2 UNHEATED (MOST 5E✓ERE FAG TOR) HORIZONTAL RAIL TO VERT/GAL l = /.0 (CATEGORY //J P = 200# MAX. GK 0L? SCREW • . W/ND DESIGN DATA' ✓LLOW = M10-2/6J? /4J /0 K5/ = 366+ > aoo# 6A5/G W/ND 5PEED: 90 M.P,H. /3-SECOND GUS TJ USE //) 0/2 x 24 SCREW EA. CONNEG TION ®3O' ABOVE &RADE. HORIZONTAL TO HALL P =.2000 MAX. lw = /.o GK /2J 0/2 x 1" W.5. /N H.F. W/ 0./10 STEEL PLATE EXPOSURE.• G' INTERNAL PRE554/RE COEFFICIENT.• WA Z = 1430x2x1. 33 = 3,000 - 2000 PEN = bd = 6 x Oa/6 = l30 WELD O.K. BY INSPECT/ON. USE.• (2) 0/2 x 2" W.S. , BRACKET TO WALL 5iFL-11 COMPONENTS ANO CLADDING: WA WOOD FnSineeli/f$, Ine. ga*a SPIRALsir112• 9/- 9/ 5rA/RWA7' 85-82 rsz.b im No. --._-- panrareN.;Y,n.d+iv P .. ---------------- 4-8-08 I 0040 FOOTHILL 80ULEVARDTHE/RON_ 0 E_.... .._._._._._. RANCHO CUCAMONGA. CA 91730 C909-)9W2087 - FAX (904) 989-8106 .___. __. pESCMD 8Y— w: 2007 G.B.G. $ 2006 13C. DE5/6N LOAD5 (CONT,) EARTHQUAKE DE5/6N DATA /E _ /.O (OGGUPANG Y GA rEGORY / OR /// M 55 = /.5og (a17'60012 FOR 5s = 2.0 DYNE TO Gs BA5E12 UPON MAX. 55 FOR T t 0.53, Si = /oog SITE CLA55: D 505 = 1.0og 501 = /.00g SE/SM/G DES/GN GA rEGORY.• E SEISM/G FORGE RE5/5 r/NG 5Y5 MM• ORD/NARY MOMENT FRAME 0E5/6N BA5E SHEAR: ✓ = 0.39/ Wp (A.S.D, G5 = 0.333 AT 30 FT. ABOVE &RADE. R = 3.0 ANAL Y5/5 PROCEDURE, rOVIVALENT LATERAL FORGE. VINYL TOP GAP, 5 rAAVAR7 P/PE COLUMN PER SChEDULE, SEED HANDRAIL, SEE DETAIL i /q *' �;r,, SPL /CE ® 2ND DETA/L O 4 1• ii 2ND STORY STA/R5 TOP LAND/LA6 O OR O WHERE OCCURS ' IRON 6 /1FLDED RAIL GUARD BY I HOP PER 2/ 4X OR DBL. 2X FLOOR " #I . E�/5T BE PLAOR HEADER TO Ji ii ! kl -P-E Q7 FOR TFOR EACH CLOSED END OPT/ONAL ON STAIR I• i,� i 2 � 7YP/GAL TREAD, !�l , I SEEDETA/LO , •�it 6 � 0 PROV/DE CL 0-54t27 RISER OR D•EC5RA77VE F/LEER TO PREVENT PA"55A6E !' OF 4" RE, SEE -4, _i /2 /3 N i BEAR/AFS PLA 7F I _ ; I I• S7R4'F:7LRF SHALL BE CAPABLE (JZEGE55 OPT/ONAI,� PER OF RE5/5 r/AFS 2/00 W/ND OR 1y SEE VE TA 5GHEDULE, /660 5E/SM/G LATERAL LOAD /N ADD/T/ON TO /62# LATERAL FROM OR 22 SEER COLUMN DUE TO UABALAACED LOADS. (372* MIN. LATERAL,) Tib'/G.4L ,61EV4T/G»v �ba M1N►►''►UM M \ I3/4" 5Q, x /6 6A. 7TJBE 5P/NDLE `� \� (TYPICAL) TVP• /11i TREAD MOUN7/M5 r J 3" 77QE4D HIP 71H zz -----------� - - //2" - /'-O" P/PE SLEEVE OVER P/PE COL!/MN ---- 6 - ---- --- �� aQ RID 5T/FFEi1ER5 f f 0 p � MAX. I I Il CJ ► I a a MAX. //8" 57PEL OR 3//6"ALUM/NUM PLATE LAM7/AF5 J 90 DEGREE l BEND a TYP/GAL R/B ry STIFFENER 2-6 //4"A7`5 7rej. 3/8" AT ALUM/MIM LA)VL7/NG 5T/)=)= R .o RAD /US 7);ZF 7-S,FGT/ON-1 1 6r� N. T.5. S 77W4D Al- 7ERM4T/✓E5 //B" OR /O 6A STEEL PLATE OR S//6"AL4y/ma1 t,LATE O 0176'S 7FEl- REGU/RED FOR DIAMETERS OVER 6'16 "). Z FAN 6RA 7F (/NDU57R/A/ J 5EE DETA/L 8O • OMIT N U * 3. D/AM0M7 FLOOR PLA 7F• //6"STEEL OR 3//6"ALUMINUM a 3003-H22 77W4 PLATE ($'-O" MAX D/A. n1 Al 4. HOT-D/PPED GAL VAN/ZED. HOLES FOR 5. h07--D/J9-FD 6A4 V. D/AMONP FLOOR PLA 7F 5P/M7LE5 6. FOR PLASMA GUT 77ZEAD5, 5FE DtTA/L5 07 -f 7A OMIT 0VERLA YML-N7- A. / ///6 " THICK OAK. B 3/4" TH/G TYPICAL TREAD K N/6H DENSITY PART/CLE BOARD (FOR CARPET) ` UP � : * /A/GLUDES HALES FOR /�U,1fT/N6_ A OR B ASG,VE (SPEC/AL ORDERLBLEW 7771041T H0P FSj . ? ' - G.L. OF //4" D/A, M.B. ($SHOED) .614'x /6 6A 7YP/GAL TREAD I TUBE SP/AQ7LE �V uwj I I j C-A� I (gt�YOA(D) m1I I I 11 4 HOLES �^f J TAPPED FOR 5/I6"VIA. SET ScREA5 PIPE COLUMN PER SCHEDULE, SEED m I FND PLA 7F SAME MATER/AL 7 XR.. AS TREAD //B (OPT/ONgL ON (Z) *'/2?4 x / //2" 5D.5. T.S.MS. 5'-O" MAX D/A. 7FK5 (1QR. 2402-7). SGREAS MAY 5T�A/IQJ BE /A57A44ED /N HOLES FOR M LOAD FOR s; PROJECT SLEEVE COLLARS BEAR ONE ON CLOSED END OPT/ONAL ON STAIR I• i,� i 2 � 7YP/GAL TREAD, !�l , I SEEDETA/LO , •�it 6 � 0 PROV/DE CL 0-54t27 RISER OR D•EC5RA77VE F/LEER TO PREVENT PA"55A6E !' OF 4" RE, SEE -4, _i /2 /3 N i BEAR/AFS PLA 7F I _ ; I I• S7R4'F:7LRF SHALL BE CAPABLE (JZEGE55 OPT/ONAI,� PER OF RE5/5 r/AFS 2/00 W/ND OR 1y SEE VE TA 5GHEDULE, /660 5E/SM/G LATERAL LOAD /N ADD/T/ON TO /62# LATERAL FROM OR 22 SEER COLUMN DUE TO UABALAACED LOADS. (372* MIN. LATERAL,) Tib'/G.4L ,61EV4T/G»v �ba M1N►►''►UM M \ I3/4" 5Q, x /6 6A. 7TJBE 5P/NDLE `� \� (TYPICAL) TVP• /11i TREAD MOUN7/M5 r J 3" 77QE4D HIP 71H zz -----------� - - //2" - /'-O" P/PE SLEEVE OVER P/PE COL!/MN ---- 6 - ---- --- �� aQ RID 5T/FFEi1ER5 f f 0 p � MAX. I I Il CJ ► I a a MAX. //8" 57PEL OR 3//6"ALUM/NUM PLATE LAM7/AF5 J 90 DEGREE l BEND a TYP/GAL R/B ry STIFFENER 2-6 //4"A7`5 7rej. 3/8" AT ALUM/MIM LA)VL7/NG 5T/)=)= R .o RAD /US 7);ZF 7-S,FGT/ON-1 1 6r� N. T.5. S 77W4D Al- 7ERM4T/✓E5 //B" OR /O 6A STEEL PLATE OR S//6"AL4y/ma1 t,LATE O 0176'S 7FEl- REGU/RED FOR DIAMETERS OVER 6'16 "). Z FAN 6RA 7F (/NDU57R/A/ J 5EE DETA/L 8O • OMIT N U * 3. D/AM0M7 FLOOR PLA 7F• //6"STEEL OR 3//6"ALUMINUM a 3003-H22 77W4 PLATE ($'-O" MAX D/A. n1 Al 4. HOT-D/PPED GAL VAN/ZED. HOLES FOR 5. h07--D/J9-FD 6A4 V. D/AMONP FLOOR PLA 7F 5P/M7LE5 6. FOR PLASMA GUT 77ZEAD5, 5FE DtTA/L5 07 -f 7A OMIT 0VERLA YML-N7- A. / ///6 " THICK OAK. B 3/4" TH/G TYPICAL TREAD K N/6H DENSITY PART/CLE BOARD (FOR CARPET) ` UP � : * /A/GLUDES HALES FOR /�U,1fT/N6_ A OR B ASG,VE (SPEC/AL ORDERLBLEW 7771041T H0P FSj . ? ' - G.L. OF //4" D/A, M.B. ($SHOED) .614'x /6 6A 7YP/GAL TREAD I TUBE SP/AQ7LE �V uwj I I j C-A� I (gt�YOA(D) m1I I I 11 4 HOLES �^f J TAPPED FOR 5/I6"VIA. SET ScREA5 PIPE COLUMN PER SCHEDULE, SEED m I FND PLA 7F SAME MATER/AL 7 XR.. AS TREAD //B (OPT/ONgL ON (Z) *'/2?4 x / //2" 5D.5. T.S.MS. 5'-O" MAX D/A. 7FK5 (1QR. 2402-7). SGREAS MAY 5T�A/IQJ BE /A57A44ED /N HOLES FOR SET SC/FEi15 HSNERE P/PE G( SLEEVE COLLARS BEAR ONE ON TOP OF AAOTA/Eg 7FK SGRE!'k�i ARE NOT R60V PIPE SLEEVE GOLLA/Q SEE /4 (p/PE SLEEVE COLLAR MAY BE w OMITTED WHERE TREAD 15 NEEDED D/RG 77- Y TO COLUMN,) y - / //2" _ /,-O- NOR /r2" OR 4" /•j7• P6 112,# SLEEVE r (4) HOLES TAPPED FOR 5//6" D/A. SGREA5 2" f /r2" PIPE COLUMN PER SCHEDULE, SEED P/PE COLUMA/ PER SCHEDULE, SEE &\ //4" x /O" D/A• BEAR/N6 PLA 7F * A r FLOOR LEVEL OR RECE55ED CONCRETE PAD NEW OR EX/ -5 r/N5 .48 (BY OTHERS) 4" O.D. COLUMN 3 //a" O.D. INNER GOL!/MN 4AND/LA6 PER DETA/L O OR O ��- rYP" TREAD COLLAR O.D. GOL!/MN (4) 5/!6"D/A. SET SGREA5 (2 PLACES), (B TOTAL,) COLUMN 7*0 INNER COLUMN SPL/G,E 2ND STORY %O N. T.S. //4" x /O" D/A. 57rE4 OR AL41M/M/MBEgR/N6 PLATE (S/8"x /0 "D/A AT (?,) STORY) 2D 3//6 A/0 PLEASE comnAc r rHE ON 51,t -4w PR OR TO SErr/N6 LOGAT/ON FOR ANCHOR BOL 75 TYPICAL R/55R5 xw� /�� R/SFR LAND/LA6 TO LAAVAL5 HT - "!•ala / `/ xw /N/, _ I -/FIN/5H FRAMER O)"EN/NG HE/CHT /? RISERS /3 RISERS /4 RISERS FOR 5 T�4/RS /rte RISERS /6 RISERS /7 RISERS /8 RISERS STA/R DlA. �7" F/N/_"HEV OPEN/NG � TYP/GAL �1fOOD B" --- ' OVERLAYMENT - B :8 a 9 _4a /O' -O" /O'-8" // _4 a a $��" a r a O7Fr WyERF (THESE NOTES SHALL APpL Y UNLE55 oTHERW/SE /yOTED) MOUNT/A45 HOLE 8 /�" 8 =6" 9 //? „ " /2 -O " 5 3 x 5 O 7 GODS /S SPEC/F/ED, /T SHALL BE THE 2008 SOS ,4ELE5 G/ BU/LD/NG GODS " 9=//" /O-7 //2 Q (SEE ]READ a ----- ----- 5 6 a L " �GAL/FORN/A BU/L_ LA6 GORE W/TH L.A. Cl -AM AM�II�MENTS AND ZOD7 G / !PORN/A `/9=9" /O�" " ✓r-9 x 5 9 /N6 CODE AND W /iL 7ERNAT/YES) // 3 /2�_O" ---- 6 r� a06 /NTER/Y4 T/ONQ BV/LD/LA6 CODE, )Ot-e 1,12// =/" //'-/0 //a" _ 1. GONTRAG TOR SHALL VERIFY ALL GOND/T/ONS AND L'/ME11 ONS A T THE . (DB 5/TE E' �� " 2. 50/L BEAR/AY M/N/MUM - / P/PE SLEEVE --- 6'- q" X 6 =9" ,500 PER TABLE 1004? FOR CLAY, SANDY CLAY, 5/L TY GLA OVER P/pF 43" MAK 7'�O" CLAYEY 5/L T, 5/L T AND SAAV( , $/L T PER GABLE 6 Y , COLUMN 7=3" x 7=3" J. GOAF:RErF FOR NF7y Fr7nriAr�� !"REINSPECTION OR 50/15 REPORT FRAME ROUGH OpFAq r LA TO ALLOW FOR F/N/5H DEPUTY INSPECTOR NOT I?EG?/// SHALL $E STANDARD M/ 2,rOO P.5 /. AT ?8 DAYS. U RIO ST/FFEI1rER5 MATER/AL SUCH AS 6rr BD., 7RIM, ETC. 'j 5�Ru% A " STEEL PLATP --- -- '� 7LR L STEEL PLATES D BARS SHALL BE A.S. T.M. A 36 (Gh7 H/6 + OR •9//6"ALUM/A?JM -- o -- ® ® F/N/SH OPE*N/Jy6 ALUM/NUM PLATE FOR ]FEARS 5HAL1 BE 5052-y3? HEV Y/ELD STREA'6TH. Q OR 60 F5 (SQUARE \ k 1 r A.S.r P/PE GO UM/k5 AND SLEEVES SHALL BE A.S. r.M. A 6HALL BE -606 H.5.5. / W. OR 60 DEcSREE \ � � � � f RIGHT Hr4ND UP .� ' f - - .r - - S. T.M. A500 6/QADE B. I I i I' a'" ALUM/MIM P/PE GOLUM ' 5011AP i 7 OPT/REAL s 6, STEEL TZ E NS AND ROUM7 TUBE OLUA AV SHALL BE 6061- r6. i ROVED 90 DEGREE/ 2% \\7 O h / /3 R/SER LAYOUTS I I I e " /� ® 1 s ®-----�5 SHALL 6E A.S. T.M. A500 GRADE G. ' 60 DEGREE SMOOTH, \ �. ( SHOWN (/2 77�,E,4D5 16 i I ALUMINUM r!/ FS SHALL BE 606/-T6. �y ' 50 K.S.I. M/N). 7. �L 7� SHALL BE A.S. T. M. A 307. SET �F DIAMOND PLA7F \ �� / I w 4� / LA/1(D/LA6) �� I I a I I BOL 75 /N --- -`"� SHALL BE A.S. 7. M. F9/� FAN DE5/6/1; GNQ ' is I ��/ PLASMA GUT \ @ / ' �� SHALL BE HOT D/PPE17 6AL VANIZID A.S. T.M. A/53 OR \ L - +- - L - I I - a I ELEG 7R0 -GAL VAN/ZED A.S. T.M. 8633. AVA/LABLFJ \ @ o ./ W m - - L - - -o - J 8. FASTENERS FOR ESR/aR E�p05 � SHALL BE GAL VAN/ZED FOR STEEL 5 /ND/GA7F5 ® ® 5rA/NLE55 57EEL FOR ALUMji17JM5rA/RWAY TA/RWAYAND �. / • ® , D/REG T/ON TO (✓) 12. PIA x 4"LA6 BOL 7✓ \ ENTER STA/R ' -1 - ® 9 5�D/ SHALL BE PER SDE US/AkS SHIELDED MET,gL ARG PROCESS W/TH (6AL V. W/ALVM/A",I) r0 i900D \ ' / . 1�\\ / / w N (DOW11(I i �� f I /,' f // , 4 1` E70XX ELECTRODES OR EQUAL /N AN APPROVED FABRICATORS HEADER ($Y OTHERS] 6"FROM \ �� /�\ I ALUMNUMWE n/A6 SHALL BE PER CODE W/rH ; X;6 QLD 7ORS.S� ENDS AM7EQUALLYSPAGED 3 \ 1 s I * I 1 10 ALL FABR/GAT/ON 5 �� --- B 4 HALL BE DONE /N THE ShOP OF A L /GEA/5ED FABR/GATOR OF THE (bGYJBLE QUANT/7Y OF 4A65 \ / I 6 ryv G/7Y OF LG5 AAk5ELE5 OR EQUAL. I �� I I I I teihnr 11. STAIR" SH AT /NTF1?1-lED/ATF LAM]/AFS OF �� \\ LFF7'H�4/YD UP ' I 12. Sp - ALL BE USED FOR ONE AND T!�(O FAM/L Y D/1/ELL/Ak5 ON L Y, 2 STORY STA/R5/. ° % a /RAL STAIRWAYS ARE PERM/ WHEI?F �- - -� a - J L ��_ - J I i7FD r0 BE USED AS A COMPONENT /N THE MEANS OF LAM]/Av 15 EXPGSED A T \ \\ I - _ L - - - J EGRESS ONL Y W/TH/N DWELL /LA6 UN/T5 (NOTE Tyiq 7"A f,R 1. LAS_01 /5 REVERS/BLE, 60 OR 90 DEGREE ED6E OF LAM]/LA6 MAYBE USE17 /N A DILL I /V'`� rE STA/RWAY 15 A STA/RWAY EXTER/Old USE GAL V. LA65. THAT SERVES A 5/l1GLE 7FNANT. A SINGLE 7r/mi MAY BE ONE OR MO (STA/NLE55 STEEL REQU/RED \ FOR TOP STEP AFS ... RE OGGUf'AN75 2. 8.9" M/N/MUM RI -5-=R HE/6HT REG'U/RED FOR HE BELOW SQUARE LA/vD//� TO /A�h(FR E WITH ALUM/NUM LAND/AFS). 3. /F DOORWAY OCG/ , A r LAND/N6, A LARGER LAl1lD/LA6 MAYBE REQU/RED. 13 OV/DE.• M/N/MUM OF 26" W/Dg �K//W5 AREA FROM DGE OF HANDRA/L, 7 //2" M/N/J�1UM T 0U EDGE OF SUPPG'R r COLUMN 6UARDRA/L NOT ShOlNN FOR GEAR/7Y SEE NOTE /6 DETA/L /8 TREAD I5 NARROWEST. M!N/MUM 6 =6" yE� ROOM A r R/5MO/Nr �T " FROMWHERF THE B % 5TA/R TREADS AND RISERS SHALL BE OF L' FORM SIZE AND SHAPE TyCEM:7 q GE (?✓ //? "D/A x 4"LA6 BOL T5, SEE 2 COLUMN, � FOOT/NG SCHEDULE BFrHEEN THE LARGES T AM7 SMALLES T R/5ER HEIGHT OR BETWEEN THE LARGEST AND 57A/R TREAD SMALLEST 732EAD ZS rH SHALL NOT EXCEED 3/8" VAR/E5 D/A SR COLUMN " " 14. )P OF 6UARDRAIL SHALL BE 42" MIN/MUM /N HE/6HT OPEN 6U.4 FLR l 505fI.4LL a „ GONG. PAD W �{ /3" MIN/MUM aD a 'R" 4) aG" ev E MAX. LOAD P/PE D/A. HAVE /N7FRMED/A rE RA/LS OR AN ORNAMENTAL PATTERN S1.c:H THAT A 4"SPHERE I.7.YW /LB -5) ,F OD SO/L BR6. VALUE GA)WorPA„�5 77YROU6H D,SGRE,� L,4NlJ/NG PL IV 4 { 5�-O" 2' G" 14 3/4" 4" 2�r0O 3" 5 " /-500 P.S.F. 16, HAAS SHALL BE CONT/MJOUS THE FUL /6 3/8 TR 3 /� 5TA/i?WA HA L LEAFSTH OF THE 5TA/R5. FOR PR/VATg " fir" 2,500 /6" ARRA/LS ARE AOT REQU/IQFD TO EXTENT /2" BEYOA?7 THE TlE TOP GN? 3" 57D 3 //a" BOTTOM R/SER PE/Q GORE SECT/ON /O/?5. L /7 7/B" 4" 20 /6 " 16. �A/1D/N65 M7 LAND/AFSS AT L�c+nRS SHALL GOMPL Y W/TN OD SECT/ONS /008. /. 5 ?L 3//6"STL. 66" 3=3" /93/8" "¢" 3 /�"57D �j" I6a /0094. L/2 L LIZ a 25D0 3 . 5TR. 4" " AAD •" B 3/4" 7 3 =6 " 1' /" a /6 1 RED'® PI -Ai OR POOR QUAL l jY /vR/NTSDARK OR TOO L/6HT% W/LL NOT BE B 4 2,540FX. 5TR 4" /6" AGGEPrABLE FOR OBTA/N/AF5 A BUILD/AFS PERM/T. - - - -- 8 TVP• MAX r 6'-O" MAX. /6l MATCH ABOVE 3,600 3 //a" EX. STR. �{" 2O" 18. A5/N6 T PLAN AAD/OR FLOOR PLAN /5 REQU/RED FOR _ IT I (/) SEEDETA/LS 6, 7 E 8 TH/5 PRODUCT. R OBTAININ5 ABU/LD/LA6 p, 17. 2L r0 8 - <� I O J 1 (2/ SEE DETA/L 9 O O 19, REPRESEA?A T/ONS OF PA ]TERNS AAV VIE AS SLOT 0 ) A (3) SEE DETA/LS /5 20 CURRENT PROD!/FGT/ON. AS S`HOJ'W ON rH5 PLAN MAY NOT MATCH /4) FOR PLASMA GUT TREADS SEF Q7 7A ZD. ALL 110RK MUST GOMPLYW/7H L.A. G/TY PLANE/LA6 AAV ZON/J145 CODES AND LOCAL GORES. Z1. ALL A LOYYG SLOT I N (t) /F 50/L BEAR/LA6 VALUE /5 GREATER THAN /,✓00 P5 F,E aN,a F'� �SERVAT/ON /5 NOT REG1U/RFD ICER L.A. G/TY /NFORMAT/O a + b MUST BE � W , _ Q f U EX/5 T/NG OR 45 GONG OR / 1 ?008-024. / N BUL ,500 P.S.F. G.6C.//I SECTION /704.2-V.• LET/v 8 I RETE FLOOR OR `1(OOD FLOOR FRAM/Af5 SHALL BE DES/6AE17 as DFs'�N_ L- 04 r 1� B ®® 3/4" / //2" FOR THE SPEC/F/G COLUMN LOAD FOR EAGH /N5 LOOR /ON. a b MAX MAX6) 2 -STORY 5TA/RS (24'-O" MAX HT Pili LAM]/AC, AT MID HE/6HT% L'��5r �p B B FLOG'R 40 PS.F. OR 300 LB. ON 4 Si!N ON TREADS qp PS.F. ON LA M ZH GpMPARABLE D/AMEMR AAD WALL THICKNESS OF STEEL ROUND H.5.5. OR ALUM - ry W B B REQU/REA4'EN75 FOR OPEN/AFS ®TOP OF 7READ ROUND 7UBIN6 MAY BE 5UB5T/7U7FD FOR P/PE ShtOWN. p /AP/M B. SPEC/AL LOA_ ND's' g� /✓ 50$ lel'/N/MUM COVERAGE /�y S TAI/` .�>GH�DUL� HN7ERA7ED/A TE RAILS, _-,O 200 LB /N ANY DIRECT/ON. 0t7 h d = DIAMETER OF HOLEAliVR - 314 - MAX. EA. D/i4EG T/ON PER ®. 50 LB ON ONE SSG? FT. �Y/2 d W/2 L = LEN6T F ALF SIZE /5.5 x //1" - 5" M 3r'4" D/A. n1 SWROUA�/AFS C. SA9OW_ 4 pig LIJ ZW W = W/D O OVERA6E PER Pg ' 40,-.5.1= 6RGY)AD SNOW 10AD Q G/RG/J!-AR HOLE _ //?" 3 /�fOL GED 2 D/AM. M/N f O.7 Ge Gt / Pg = 0. 7(12 = 40 P.S.F = Ge = /.2 SHFL 7MEP 0'105 r SEVERE FAG rog) D. SECTION 5/ yam, �T FRS) f,� /A6 LAND • Gt = /.2 UNHEATED (J�I05 r S 7 -OV FAC 7 TYP/GAL/.O (OCGUPANGY CATF6DRY 1,0R D V n� w CPQ J ,n 00 �0LL mz0� g()§. 0 A � r ® O cc Z O- a J LL / 112M W/ND DES/6N DATA BAS/G W/ArD SPS: 90 M.P.H. (3 SECOND GUST) AT 30' ABOVE GRADE. MAX M/N. 7Yp /.r = !.O d .r ` Z = a tt� S" MAX ' LA6, SEE PLAN EXP05 4w.. C' \ / //Z M/N. 2"501/D � PLASMA GUr ])?FADS D/ME/k5/ON INTERNAL " • � Q �� o 42" 39" �36" 33" e5Oa (2) ZX OR 4X BEAM COMPONEAT5 AAV GLADD � /ENIA Al/A 5" 41 4 5/8 4 7//6" 4 //4" d----! - ALA WHEN 5TA/RWAY /5 USED ON FXTER/GR OF BU/LD/LA6, /T SHALL /HOT BE LOCATED NEAR H/LLS, R/Di OR ESGARPA4FN75 \ _ F/N/SH Q PL45M�4 C417REARr/uAKr,-.� .,AT/ON CONN /NB om ,, L o' rz5� Y- ice SPiimtE /Ira" _ioog -- � 0 _ TYPICAL 7READ $/7P GLA55: D j I7UBE�x 14 A RrER ✓r"�' = /.00'9 I SE/5M/G DF5/6N�GATE60R),' F " I I PG✓ r (Fy = 50 K.S. /) 5E/5M/G FORGE 5/ST/AFS 5Y5 i 1 ORDi I I !/4"D/A. MB. i'V ✓r/B ROUAIQ7 1 /" /" NARY MOMENT FRAM 7LBE (INSERT) 13 //Z"D/A. x //8" GON%RETE FtQ0R 3" M/NL DES/6N BASE D.39/ Wp (A.SD) AT 30 FT I if STAR WASHER I i PLA 7r, SEE OR //4"D/A. POWER -67W - 7UD R 333 ABOVE GRADE y� A?/T TYP/GAL I 7R400L. T WEp6E 9L -1-V o=p• AACHVRS .* 1 / //4" MI)V AMALY5/$ PROCEDURE. FQU/VALENT LATERAL FORGE. (-?✓ .r//6 "D/A. x / //1" EMBED, SEE ?.LA6B7✓, TO M/N I /rN7�: OM/T L7�A/L %' I BLGGK/NG EGK, OR I DETA/L roo tip} FORd• PLASMA G� TREAn SHALL HAVE A SOL/D 5W, -AGE. hFT/1Nf 12 EVALUAT/ON REPORTS B /5 SHALL HAVE SPACE REDGL r/ON BAR PER DETAIL OR EOUAL. GONr/N!/O!/✓ HANDRA/L SECURE ,'�--` N.T.S. 5Tr4RT/NG POST PLr4N c OU7DppR 5TA/RIYq 5 SHALL -6'6C E GO/k577e(,fGTED 50 THATWq TO EACH SP/IImLE, SEE�'3 ON WALKING SURFACES. ? TER W/LL O $ MAX/MUM SLOPE. All ACCUMULATE URFAGS SHALL BE SOL /D SURFACES. F•1 SAFETY � /7 E. USEABLE SPACE UNDER 5 rA/�zs TERM/NAL DEGORAT/VE F/LEER I CONT/NUOU5 SHALL NOT BE EAF:L05ED DPT/OVAL, SCeH THAT 4"D/A. SRA SEE ROTE /5 SPAORW HILL AOT PAaS T/'►E SEE G,ENER•4L N01 `/� ,• ,- 5A a OE -516W VARYARIE5) � �' � � • • i / I 6UARDRA/L, SEE a/ i o � 3/4" 5�? �- FINGER I TUBE S;P/M7LE /' 6RGeVEs 5Ti4N17,4/Q, j> H.4NDRr4/L /Ty = 50 K.S./•) W/CAST ,' �' (/) +�/O X 3/4" " ly ALUM/AW HEAD l .i SHEET METAL SCREW �_ x //8" THICK (AA5/ AA-8/9.DO-Fj - ALUM/NUM ALLOY 3003-H/4 7YP/GAL I I N FORCE , -1 HEAD H/�iNDR�ILL I I W TI/BE� ND 166A. I %BRJ LE INTO 5P/AQ7LE I 2 W/ T,lYFS HALUM/J1?/M DR/VE P/N ' n r� /. / //4" OD x //8" rHICK / 1 'II a n.R. ALUM/NUMALLOY606/-T6. / r ?. / //a" OD x //B" TH/GK B (AKS/ AA 3/9.00-Fj 3//6" �'' �n pi iu �� RA55 //4" x / //4" 1 � iii ui �a i� I 3. SOL /D OAK / 3/4" W/DE X 2" H/6H I ' x /46A. (0.075) 5//6" 5Er SCREW m 'u n 5 F/AFSER 6 I ` /A( SCJ SOL/D /NSERr I I �� p, �, n, a RCOVES (SEL. 57RGCT✓ /KSERr Td /8" iN w hi Iu ~ 4. / //4"O.D. x //4"BRASS. III I A80Ur//9�IbER //8a IN BRA -5-5 SHALL BE A I TREAD 0 -yr * K.S./,) x 3" PLA7F SP/LADLE BASF 5. T.M. T 843-94 SrANDARO hSB. ' /'1�D TH/5 PLAN /5 VAL/D TYP/GSL H�NDR4/L /24/L GU.4R�� 7�"/GAL 77eEAD p HT1¢ OT' y HANDR,4/L ONL YW/TH <1ET SEAL - �' ��It ' 5 770E H.4NT�R.4/L5 �9 $ 5/6N4771RF OF FOR BEAR/AF9 PLA7F ON - BALCONY1rj_az R FRAM/AFS )�A EN6/I-ER �S X/5T/AFS 3 //�" M/N. SLAB /" = /'O" � K T5. d 6UARDRA/L MrY OTHERS, " " //4 =20 PAN HEAD PH/LL/P5 -' SITE SPEC/F/G _ _ - (2✓ //4 D/A / - - . _ _ 5=0" MAX HOLES AT !1(OOD " X 3/4"LOAFS SCREW AiOT A PART O/F 5TA/RS - -�- ISD/F/GAT/ON APPROVAL /5 -'-' -= - ___ poFESSrp ------ _. QuiRm FROM rHEL.A si4"SCJ X /6 6A (O.G5p) ----- _ GONAIEGT/Old }� CITY OF LA QUI T �P�p BLD6. DEPT:, APPROVAL /5 (57FE4 OR AWMI", ' (V //4"D/A. Lr�N.v/NG D, jL�/L . j,� //4" m M8 ALSO REQU/RED BY THE m 1�fOLE AT 575EL 5P/NI�LF G/ 5rAR WAs BUILDING & SAFETY EP ENSINEER OF THE STAA?7AR7 CAST AL!/M/A� ip / /�" ��' x /4 6A (0.075) //g a GOUl'i TION �7 (SEE AV 7F /(5) N. TS. a /�yT (jYJv/ PLAN TUBE 7YP (STEEL OR /�" _ /" A OP DOME GAP ALUM/M/Ay Z=/.L_!2 ONNECTOR ' n %j v �o v vi (oPr/oNAt,J3/e"D/A. X 4" 40A6 LA6 BOL 725 FOR CONSTRUC N Exp. I _ D I / `\ \ /$ I _ .0/575 0 2X M/N, BLOCK/A(5 OR 5CALE ON 30 x 42 BF.f4R/NG PL,�4TLc,4NGHOR4GF _ __ °� 4"MAX CLEAR OYOr/,ERS) INTER SHEET cS -i I I -iii- y / - t ` �D'� Tor G ►V1 ,�OP�1�� (4) //?"D/A. x /0 #A-&. /6AL V. W/ALUMBASE PLA IF) 'i 1! ! - I I-III=I I -I _ �� pEGORAr/VE/ROV ` �� f FLOOR PANEL ( F Fr✓AI _ III Z N FILLER SUCH THAT COLUMN tBEAR/11k5 a BY FOR EXTER/OR /NS rALLA r/ON USE 6AL V. A B, I I I ( / I I -I I 3" M/N. EDGED/Sr. a 4"D/A SPHERE r BLOCK - - - - t- -+- - - PLA7F 5Er /5 (5TA/NLE55 51FEL IQEQU/RED /ti/ALUM/NUM PLATF,J OR I _ _ �y /.?) 0/1 x 2" 60L /0 � � .- (4) 3/8"D/A. MIN HIL T/ KW/K BOL T 3 (K83) AM;HoRS W/ ° ~ W/LL 1407 PA55 HEDOD SGREI�S = /?"SQUARE O /" - QI:C Z Z �O9 III I?t�AR FOR h Q THROUGH ) 3 //2" M/N. EKED. (10 F7 -LBS. TORQ!/FJ D I I EXPA/1�5/VE 50/L TO 57I1D ,R 4 L.A. R.R ?5577 REEVAL!/A r/ON DIJE DA (17E5/6N VAR/E5)OR 7F 03-0/- - _ _ BLOG1; d -- DO AFaT SCALE PLAACS /A5K63 AAICMORS AFTER CONCRETE HAS CURED, ZB DAYS.)"duff SQUARE PAD I _ a I SAM' OR DFrA/Ls R/SFR $PDGF p�� p ' 0 /2 5. x / //2 t �L�L/uGTioN $j�/t �^� DRAWN HA4 KB3 AA.V1F pj INSTALLED /N EXTE7?/Gy? LGGAT/OAS PER SCHEDULE, 7Yp I WHERL� OCCURS ✓ K MOURA SHALL BE hrOT--D/PFFD 6AL VAN/ZED OR 5TA/NLE55 57FEL. FOR EXPAAS/Vr Soi� 5.D.5. T.S.M.5. /� 6x6 x? D.F=L• `� L.A. K TS. (5TA/NLE55 STEEL REGU/RED W/TH ALUMINUM PLA 7F) SEE �$ /8" M/N. DEEP FGOT/AFS 7FKS SGRE{1C; 5/1�19�,,ON A35 (4) 5/DES CI CHECKED EACJU/RED W/ /2J 04 (RR ?40?9) RA/L GONAIEGTGY.' SIM"SON LGB66 STANDARD PLAN # EAGH WAY TOP < BOTTOM AM ov OR i151y FOOT/N6 FOR SUPPORT I I I pq GOAICRE7F FLOOR OR HOOD FLOOR FRAM/LA6 (EX/5T/N6 OR �E"CLEAR TO 50/L. A RO ) �, --- �. / //2" SCJ x /4 6A. OF 5rA/RS ONLY SEE T NE/Y) SHALL BE DE5/6A® FOR THE SPEC/F/G COLUMN LOAD FGN?AA ` '/4" D/A• M8 �O �+•A• CIT, LICENSED EAGH /A5TALLAT/OK ANY REQU/RED STRUG rAL OR COMPACTED SUB�cSRgDE el O O 1TA?AL GALGULAT/ON FABRICATOR #1 STANDA60 PLAA OREAFS/NEER/A(S SHALL BE PROV/DEDBY CANER��G7�T/OKAL PGST - 15®As SHOWN COLUMN 845,5 S,SGT/ON 2 _- 5/M/4AR TOP LA1/YD/LA6 O OR O tp WHERE REQU I - - _� CITY O F Joe NO. 1101M W,0 Lr4ND/NG R,4/L 541ARD -III-III-I 1 ' SAN DIEGO �� 85.2 �p Nr , ,21 STANDARD SHEET N r.5 COLUMN 8.45,5 5.5GT/ON UMP'ED BY � - - 22 MASTER PLAN #25 .4 � (POR / a 2 5 roRY 5 rA/R5) _7N r.5 PTS PROJECT: # 161221 �4PPR A 7 ----------- OF SHEETS VINYL TOP GAP, 5TANDARO PIPE COLUMN PER 5GHEDULE, SEED HANDRA/L, 5EE DETA/1. /9 SPL/GE ® 2AV 57ORY, 5EE ! DETAIL 21W 57OR>' 5TAIRS NHERE OCCURS ! ai y i STAIRVIA. %7" AELDED RAIL GUARD BY TYP/COAL R/5F_Rs IRON SHOP PER 2/ LANVING sT/FF,ffN R 4X OR DBL. 2X FLOOR LAND/N6 TO LAND/AT, HT. - "H" _.0/57* OR HEADER TO ! I BE DE5/6NED FOR PLA7FORMLCAP FOR }' EACH PROJECT j is iLI x ! ai y i STAIRVIA. %7" TOP LAAO)/LA6 a TYP/COAL R/5F_Rs • LANVING sT/FF,ffN R t O2 OR LAND/N6 TO LAND/AT, HT. - "H" CLOSED EAR7 '; ! 14 R/5ER5 /5 R/5ER5 /6 R/5ER5 /7 R/5ER5 /B R/5ER5 N. T.S. TREAD 9 OPTzo/ ON it j is iLI x YAR/ES 5TA/R !' q -II" /0-71/2" //-4" ----- ----- `I" 9'-0" y AR N11N M M /0=61, //=3" 121-0" ----- ----- ---- Q g'6" TYP/GAL TREAD, 5EE DETA // -P //'-/O 1/1" ----- ----- ----- Q J /6" 16. 3=0" /7 7/6" 4" 2,500 3 //2"57D. 4" /6" `R' -PER 5CHEDU4E, 5EE k /q 3/6" PROP/DE GL05ID RISER 2,500 `H ' 4" OR DECORATIVE FILLER 7-0" • J a TO PREVENT PA55A6E 3/4" 5Q. x /6 6A. nVE 5P/LADLE (TVP/GAL) My = 50 K.5 4) -r\ ~; 6A OF 4" SPhFR SEEO 23 61-0" MAX. /e) /2 /3 h 3 //2" EX. 57R? 4" 20" 6" PIPE SLEEVE OVER P/PE COLUMN Q0 RIB 5T/FFENERS t I q I5" MAX; ! / I - ice/ I 0 n 90 L2 G , RBB L.,ANI /NG F /12" MAX. RAD/65 //0'5 TEEL OR 3//6" ALUM/NUM PLATE LAAO?/MS 14 57RGC77 RE 5HALL BE CAPABLE 2 BEAR/AES PLATE OF RES 15T/AG 2/O# N/ND OR (REGE55 OPT/OVAL), PER /66# SEISMIC LATERAL LOAD /N a q0 DE6REE a N 5EE DETA/L 5G SEDUCE ADD/TION TO /62# LATERAL FROM BEND TYP/GAL RIB ry COLUMN DUE TO UABALAACED 40AD5. STIFFENER OR 22 ✓r' (372# MIN. LATERAL) //6 2-6 TYP/CAAL FLFVAT/ON/AAT AL A JM 0 G.L. OF //4" D/A. M.B. (VEYOND) OTYPICAL TREAD v m W 1 1 1 a 1 I m I I I I I 4 HOLES TAPPED FOR 5//6 " D/A. 5ET SGREAS ' P/PE COLUMN PER SCHEDULE, SEED 3/4" x /6 6A. TUBE SP/LADLE ($EYOND) D// (3 a a 4" O.D. COLUMN ry 3 112" O.D. INNER COLUMN 4AND/N6 PERT DETAIL OOR O M/N. I 51)VP4A7P TVP, TREAD COLLAR SAME MA7ER/AL TYP AS TREAD 4" O.D. COLUMN (OPTIONAL ON N #/2?4 x / //2" 5 D 5. T.5M.5. 5 -O MAX D/A (4) 5/16" DIA. -5--7-5GREA 5 (2 PLAGE5) (?) (2) # (-2 2402 SGREAS MAY 5TA/14) (6 TOTAL) COLUMN TO INNER COLUMN BE INSTALLED /N HOLES FOR 5ET SCREA5. COLMMN 5PL/CB 0 2N17 STORY %Q A'HERE P/PE SLEEVE DOLLARS BEAR ONE ON N. T.S. TOP OF ANOrhM T)<SSCREN5 ARE NOT READ PIPE SLEEVE COLLAR 5EE /4 r'P/PE 5LEEVE COLLAR MAY BE - - OM/rTED NHERE TREAD 15 AELDED O D/RG TL Y TO COLUMN) N T.S. P/PE COLUMN PER SCHEDULE, 5EEO i //4" x /O" DIA. 5TEEL OR ALUM/MIM BEARIN6 PLATE (d/6"x /O" D/A. AT (2) STORY) NOTE PLEASE CONTACT MR SCHEDULE THE IRON SHOP PRIOR TO SETT/N6 LOCATION FOR 5EE O ANCHOR BOL 75 5A55,=LAN T'YP/GAL ?V0V OVERI-AYMENT MOUNT/N6 HOLE (SEE TREAD AL TERNAT/VES) STAIRVIA. %7" FIN/SHED OPENING TYP/COAL R/5F_Rs ' " _ /'-G" LANVING sT/FF,ffN R 5-q" x 5-q" LAND/N6 TO LAND/AT, HT. - "H" /2 R/5ER5 /3 R/5ER5 14 R/5ER5 /5 R/5ER5 /6 R/5ER5 /7 R/5ER5 /B R/5ER5 6" N. T.S. 6-6" q-4" /O -O" /O-6" 11-4" 1210" N YAR/ES w q -II" /0-71/2" //-4" ----- ----- `I" 9'-0" y AR N11N M M /0=61, //=3" 121-0" ----- ----- ---- Q g'6" 1/2" MAX. RAD/415 // -P //'-/O 1/1" ----- ----- ----- "b" 3 //2" /6" 16. 3=0" /7 7/6" 4" 2,500 3 //2"57D. 4" /6" `R' -PER 5CHEDU4E, 5EE 3L3" /q 3/6" 4" 2,500 3 112" EX. STR. 4" /6" 7-0" 3-6" 2/" 4" 3/4" 5Q. x /6 6A. nVE 5P/LADLE (TVP/GAL) My = 50 K.5 4) -r\ 3 /12" EX. STR. 6A W 61-0" MAX. /e) r 3,600 3 //2" EX. 57R? 4" 20" 6x6 #2 D.F-L. SIA1=Y. 0)V A35 (4) 5/DES 5iMP5ON LG866 =00TVi5 FOR SUPPORT 7YP. AEVOD TREAD MOUNT/A45 HOLE - ,' ',- L4 7R.EAL2Al-7BR/VArIV,E5 _ _ ,- W (JZR 24021). D/TY //6" OR /O 6A STEEL PLATE OR 3116"ALUMIMUM 3" TREAD N/DTH I O PLATE 0116'5 7FEL REOU/RED FOR DIAMETERS OVER 6'L6 V. OF 5TA/RS ONLY, 5EE O + L.A.CI :i i LICENSED APPDQY D STANDA60 OM/7" -' _ ° _ 3. D/AMOAQ7 FLOOR PLATE.• //6 "STEEL OR 3//6"ALUM/NUM . n n / //2 W. x /4 6A. 114".01A. M.B. ` `I * 3003-H22 TREAD PLA7F (. '-O" MAX. D/A. N/ALUM/NUJ. - 4. HOT -DIPPED GAL YAN/ZED FABRICATOR # 1 15® 5. HOT-D/PFFD GAL V. DIAMOND FLOOR PLATE 6.A hfDLES FOR 5P/LADLES 6. FOR PLASMA GUT TREAD5, 5EE DETAILS 7 7A . OMIT A\ s - - - i ' '(q } 5/M/LAR TOP LANDING O OR -4 a OPT/ONAL P05T W/7i1 FDOT/AE5 NHER7E REDO/RED _ _ -I 0VB;U_A"JBNT I I CITY OF SAN DIEGO A. / 1116" 7H/6K OAK. / B. 3/4" TH/GK H/6H DEN5/TY PART/CLE BOARD (FOR CARPET% / TYPICAL TREAD )Id . r 1 * INCLUDES hWLE5 FOR NDU,'VT/lV& AOOD GYERLAYMENr PER- *" -. - _ HANDRA/L -- ; ' A OR B ABOVE (5PEG/AL ORDER AVA/LBLE N/7NOUT H0l_E5) : ' Ti 54 7 PLAN r G.L. OF //4" D/A. M.B. (VEYOND) OTYPICAL TREAD v m W 1 1 1 a 1 I m I I I I I 4 HOLES TAPPED FOR 5//6 " D/A. 5ET SGREAS ' P/PE COLUMN PER SCHEDULE, SEED 3/4" x /6 6A. TUBE SP/LADLE ($EYOND) D// (3 a a 4" O.D. COLUMN ry 3 112" O.D. INNER COLUMN 4AND/N6 PERT DETAIL OOR O M/N. I 51)VP4A7P TVP, TREAD COLLAR SAME MA7ER/AL TYP AS TREAD 4" O.D. COLUMN (OPTIONAL ON N #/2?4 x / //2" 5 D 5. T.5M.5. 5 -O MAX D/A (4) 5/16" DIA. -5--7-5GREA 5 (2 PLAGE5) (?) (2) # (-2 2402 SGREAS MAY 5TA/14) (6 TOTAL) COLUMN TO INNER COLUMN BE INSTALLED /N HOLES FOR 5ET SCREA5. COLMMN 5PL/CB 0 2N17 STORY %Q A'HERE P/PE SLEEVE DOLLARS BEAR ONE ON N. T.S. TOP OF ANOrhM T)<SSCREN5 ARE NOT READ PIPE SLEEVE COLLAR 5EE /4 r'P/PE 5LEEVE COLLAR MAY BE - - OM/rTED NHERE TREAD 15 AELDED O D/RG TL Y TO COLUMN) N T.S. P/PE COLUMN PER SCHEDULE, 5EEO i //4" x /O" DIA. 5TEEL OR ALUM/MIM BEARIN6 PLATE (d/6"x /O" D/A. AT (2) STORY) NOTE PLEASE CONTACT MR SCHEDULE THE IRON SHOP PRIOR TO SETT/N6 LOCATION FOR 5EE O ANCHOR BOL 75 5A55,=LAN T'YP/GAL ?V0V OVERI-AYMENT MOUNT/N6 HOLE (SEE TREAD AL TERNAT/VES) PIPE 54EEVE " MINIMUM F/N/5H FRAN/FD OFFN/NG FOR 5 TA/R5 STAIRVIA. %7" FIN/SHED OPENING TYP/COAL R/5F_Rs R/5ER HE/6HT STAIR D/AMETEK 5-q" x 5-q" LAND/N6 TO LAND/AT, HT. - "H" /2 R/5ER5 /3 R/5ER5 14 R/5ER5 /5 R/5ER5 /6 R/5ER5 /7 R/5ER5 /B R/5ER5 6" ---_- 6-6" q-4" /O -O" /O-6" 11-4" 1210" 61/2" 6-6" q-21/2" q -II" /0-71/2" //-4" ----- ----- `I" 9'-0" 9=q" /0=61, //=3" 121-0" ----- ----- ---- 6111211 q //2" g'6" !O-3 1/2" // -P //'-/O 1/1" ----- ----- ----- PIPE 54EEVE " MINIMUM F/N/5H FRAN/FD OFFN/NG FOR 5 TA/R5 STAIRVIA. %7" FIN/SHED OPENING 51-01 5 L3" x 5L3" STAIR D/AMETEK 5-q" x 5-q" 6'-O" x 6 L3" 6'-6 " 6 =q" x 461-170 0.0 7L3" x 7L3" GBNFR AL NOM5 REVISIONS BY (THESE NOTES SHALL APDL Y UNLE55 OTHERW/5E NOTED) l NO WHERE GORE /S SPECIFIED, /T 5HALL BE rHE 2006 405 ANGELES C17Y BUILDING GORE /A 8-/8-08 141, 2007 GAL/PORN/A BU/ D/N6 CODE W/TH L.A. C17Y AMEAIDMENTS AND 2007 GALIFORN/A BUILDING CODE AIV 2006 INTERNATIONAL BUILDING GODS. ?L q-22-08 1. CONTRACTOR 5HALL VER/FY ALL COM 17.10N5 AND D/MENS10A5 AT THE _VD 5/TE. 2. 50/L BEARIA6- MINIMUM - 1,500 P.5 F. PER TABLE 1604.2 FOR CLAY, SANDY CLAY, 5/L TY CLAY, CLAYEY 5/L T, 5/L T AMD SANDY 5/L T PER 61?AD/NG PREINSPECT/ON OR SOILS REPORT. J. CONCRETE FOR NEW FOOT/LAGS SHAL4 BE 5TANDAR0 MIX, 2,500 P.5.1. AT 26 DAY5. 43 MAX DEPUTY INSPECTOR NOT REQUIRED FRAME ROU6H OPENING LAR6ER TO ALLOW FOR F/N/5H OVER PIPE 4. STRUCTURAL STEEL PLATES AND BARS 5HALL BE A.$.7M A-36 OR H/6HEl l YIELD STREN6Tf/ COLUMN MATER/AL SUCH A5 GYP BD., TR/M, ETC. ALUM/NUM PLATE FOR TREAD5 5HALL BE 5052-h32 ALL OTHER PLATE 5HALL BE 6061-r6. RIB 5T/F FENSRS F/N/SH OPE'IY/N6 6. STEEL P/PE COLUMNS AAQ7 54EEVE5 5HAL4 BE A.S. T.M. A 53 GRADE B G'R ROUND H.5.5., ® ® 7YP -SEP aGllED ® "w A. 5. T.M• A500 GRADE B. //6" STEEL PLATE - -` -- ---- -- ----- -- r - -' - - 4 - - - - t , ALUM/NUM P/PE COLUMNS AND ROUND iUBE COLUMNS SHALL BE 606/-T6. OR 9//6"ALUMINUM k t RIGHT HARV UP 4 s s ; __ LAND/Ar6 (SQUARE \ 0 Q t 1 1 I I 6, STEEL TUBES 5HALL $E A.S. T.M. A500 GRADE G. (>^ 50 K.S./. MIN,). OR 60 DEGREE \ I L -TF I s - I I e / ® I s ® ALUMINUM TUBES 5HALL BE 6061-T6. y 5UPPL/ED. OPTIONAL 2r \ '' /3 R/5ER LAYOUTS i ROUND 90 DEGREE/ \ l 16 aor,N I T I I J 7. BOL T. i SHALL BE A.S. T.M. A-307. SET SORE/ SH BE A.S. T.M. Fg/2. J ( 5HONN (j2 TREADS I n ! 1 ? I I BONS /N ALUM/NUM 5HALL BE H07" DIPPED 6AL VANIZED A.5. T.M. A/53 OR 60 / LAMD/NG) _ I ELECTRO -GAL VAN/ZED A.S. T.M. 8633. DIAMOND PLATE, \ \\ l ( Q I e rO I I + rr I I ' rO /r I A FA5TENERS FOR EXTER/OR EXPOSURE SHALL BE GAL VAN/ZED FOR STEEL 5TA/RI'1'AY AND ! L------ L--- -J L --_--J PLASMA CVr 5TAINLE555TEEL FORALUMlMM5TA/RWAY. FAN DE5/6N, 0i2 \ \\ / AVA& ABLF,J \\ j\I ! ®IND/GATES ® ® - - - - - - - - 9. STEEL WELD/NEs 5HALL BE PER GORE IJ5/AG SHIELDED METAL ARG PROCESS ?V/ 71H \ / ® D/REGT/ON TO / e - - , 4 ® E70XX ELEG TRODE5 OR EQUAL IN AN APPROVED FABR/GATOR5 SIOP. r ro ENTER 5TA/R I j f I / s e I i 9i s ` ALUM/NUM WELD/LA6 SHALL BE PER GORE W/rH 5356 AlELD FILLER. ' O (5J //2" D/A x 4'l -A6, BOL T5 (DOWN) I s I ® f- ` I ® r 6 1a ALL FABRICATION 5HALL BE DONE 1N THE SHOP OF A L ZEN5ED FABRICATOR OF rHE Q (GAL V. !K/ALUM/AC" TO A00D \ ty \ + n f r I CITY OF 1-05 AN5754F5 OR EQUAL. ' .. HEADER (BY OThERW 6" FROM B \ / \ -----1 4 I aayw 6 I ; , 71 m;yr , 7 11. 5 rA/RNAY 5HA44 BE USED FOR ONE AAV TWO FAM/L Y DWELL/LA6 ONLY. EArD5 AAV EQUALLY SPACED 8 I I I r I I ( 12. 5P/RAL 5TA/RAbAY5 ARE PERMI=0 TO BE 1/5EV AS A COMPONENT /N THE MEANS OF " (bOUBLEQUANT/TY OF 4A65 / \\\ w LFFTH 4NP11P I ° e I I rr Y ' e l I u o e 1 E6RE55ONLYW/TH/NDNELL/N6UN/T5. (NOTE THATA PRI VA TE STA/R/NAY)5A 57A/RNAY m 00Q AT 1NTERMED/ATE LAND/AES OF - - - - - - J 1- - _ - - J L _ - ' - J THAT SERVES A 5/N64E TENANT. A 5/N6LE TENANT AWAY BE ORIF OR MORE OCCUPANTS t LZ :Is LL 2 STORY 5TA/R5). WHERE \ \\ 1. LAM7/LA6 /5 REVER51al-E; 60 OR q0 DEGREE E06E OF LAA'V/NG MAYBE USED /N A DNELL/AES%. LANDIN9 /5 EXPOSED AT FOR TOP STEP 13. PROV/DE. M/N/MUM OF ?6" W/DF NALK/AT, AREA FROM OUTER EDGE OF SUPPORT COLUMN L Q EXTERIOR USE dA4 V. LA65. \ 2. 6. q" M/N/MUM R/5ER HE/6HT REQU/RED FOR HEADROOM BELOW SOUARE LAND/LA6. TO INNER EDGE OF HAAVRA/L, 71/2" M/N/MUM TREAD AT A POINT 12" FROM NHERE THE LL () $ 45TA/NLE55 57FE4 REDO/RED 3. /F DOORWAY OCCURS AT 4AAVIN6, A LARGER LAAV/AG MAY BE REOU/RED. TREAD 15 NARROWE5T. M/N/MUM 6 L6" HEAD ROOM, AND R/5E NOT TO EXCEED q 1/2". °b O N/7R•/ ALUM/NUM LAND/AW. 5EE NOTE 16 If DETA/L /6 5TA/R 17FEAD5 AND R/5ER5 5HALL BE OF UNIFORM SIZE AND 5HAPF THE TO4ERAACE Q 0 6UARDRA/4 NOT SHO NN FOR CLARITY 8 +a p (2) //2" D/A. x 4"4A6 BOL T5, 5EE 2 YAR/E5 /3" MIN/MUM 60 Ve6) iZ B L4NVING PLf4N .¢ 2L .6116'671- .412L //6" 571- 412 L L/21. 3/4" B B B MAX. Elk 771WF 31" COLUMN, FOOT/NG 5CHjWvL8 14. STAIR D/AMETEK EE 5" 7READ "E" PaX4J MAX. LOAD (LBS,) COLUMN P/PED/A. TYPE m 0.0 GONG. PAD "N" G, w 50/4 BR6. YA4UE /,500 P.S.F 5'-O" 2-6' /4 3/4" 4" 2,000 3" 67D. 3 " /6" 5TA/RWAYS, HAAVRAILS ARE NOT REQUIRED TO EXTEND 12" BEYOND THE THE TOP OR 2-q" 16 3/6" 4" 2,500 3" 5717 3 //2" /6" 16. 3=0" /7 7/6" 4" 2,500 3 //2"57D. 4" /6" 6'6" 3L3" /q 3/6" 4" 2,500 3 112" EX. STR. 4" /6" 7-0" 3-6" 2/" 4" 2,500 3 /12" EX. STR. 4" W 61-0" MAX. /e) MATCH ABOVE 3,600 3 //2" EX. 57R? 4" 20" Elk Typ A 19. 1ZEPRESENTAT/ONS OF PAT7FRN5 AND Y/EAS 5h( JAUV ON TH/5 PLAN MAY NOT MATCH Z Q (i) 5EE DETA/L5 6 , Q7 , E ® . CURRENT PRODUG T/ON. O W (2) 5EE DETA/L -I . 0 = O 20. ALL NORK MUST GOMPLYW/TH 4.A. G/TY PLANN/N6 AAV ZON/LA6 GODE5 AND LOCAL GORES N B : I ( ) 5EE DETA/LS /5 1 20 21. 577?UG7URAL GBSERI AT/ON /5 NOT REQU/I?ED PER L.A G/ CC L . 21. 4 6 O I W TY /NF0RMAT/0N BULLET/N J ry NEXT SLOT I N (4% FOR PLASMA GUT TREADS SEF Q7 7A FIB200e-024 (G.S.G.//.BG. SECT/ON /704.22% ,^ . r g it Q a (5) /F SOIL BEARING VALUE /5 6REATER THAN /,500 P.S. F, 415E "N" FOR /,500 P.SF 22. DE5/6N LOADS: ` LONG SLOT a -t b _ Q I U EX/5T/N6 OR NEN CONCRETE FLGbR OR HEDOD Fl_ 00R FRAM/AG SHALL BE DE5/GNEO A. 4/YE LDAD5: pp a+b MUSTBE N M .I FOR THF SPEC/F/G COLUMN LOAD FOR EACH /NSTALLAT/ON. FLOOR: 40 PS.F. OR 300 LB. ON 4 5Q /N. ON TREADS 440 P.S.F. ON LAAV/AG. > B ® 3/4' / / " (6) 2-5TORY 5TA/RS (24'-O" MAX. HT. N/TH LAM7/AG AT M/D HE/6HTJ. p a b MAX MAIC / //?" L./0 (7) COMPARABLE D/AME7FR AAV WALL THICKNE55 OF 57FEL ROUAV H.55. OR ALUM/A?/M B. SPEC/AL LOADS: $w 8 B ROUND TUB/LA6 MAYBE 5UB5T/rV7FD FOR P/PE SHOWN. HA1fVRA/L AND 6UARDRA/L: 200 L /N ANY D/REGT/ON. h W B B REQU/REM.rEN75 FOR OPEN/AESJ ® TOP OF TREAD C C INTERMEDIATE RA/L5: 50 LB ON ONE 50.F7' Lu /,) 50 "IN/MUM GOVERA6E N r -AIR ✓ ` Hj5 UL. d =DIAMETER OF HOLE C. 5NON LOADS 0 B = 3/4"MAX EA. DIRECT/ON PER ®. Pg = 40 PS.17 tSRGYJAV 5NON LOAD = ,HOLE 5/ZE /5 5" X !h" (L A(/,2 d iY/2 L = LEN6T F a = 5" M 3/'4 D/A. N/5!/ ?ROUNb/AES Pi = O.7 Ge Gt I Pg = 0.7(/.2)(/.2)(/.0)40 = 40 P.S.F 2N N = N/D O OVERAGE PFR G®_ /2 SHEL 7FRED (MOST 5EVERE FACTOR) gal GED 2 D/AM MIN Gt = 1.2 UNHEATED (HOST SEVERE FAG TOR) G/RGULAR LAND/AEU TYP/GAL FLOOR / _ /O (OGGVPANGY CATE60RY / OR 75C7%ON s/ _/ T PL N 7 D. N/AV DES/GN DATA d , , Z wow BASIC N/ND SPEiD: '70 M.P.H. (3 SECOND 641ST) AT 30' AflOYE 6RAOE , y , Iry = /.O " r- EXPOSURE• Cl n MAX M/N TYP • LA6, SEE PLAN /NTFRNAL PRE556RE GOEFF/G/ENT- N/A O O m 55 ! //?" M/N. 2" SOLID ry C 3Q I „c' o PLASMA GUT 77?EAD5 D/MEAS/ON BETA'EEN THE LAR6E5T AND SMALLE5T R/SER HE/CHT OR BETWEEN THE LARGEST AAV SMALLEST TREAD DEPTH 5HALL NOT EXCEED 3/6" (0.375 /NCH) /N ANY FL/6HT OF 5TA/R5. 31" U r- Q 14. THE TOP OF 6UARDRA/L5 5HALL BE 42" M/N/MUM /N HE/CHT OPEN GUARDRA/L5 5HALL EE 5" g 4.51e HAVE /NTERME01ATE RA/LS OR AN ORNAMENTAL PATTERN -SUCH THAT A 4" 5PHERE 411-4- GANW 7* PAS5 ThROU6H. 15. HAAVRA/L5 5HALL BE CONT/N!/OUS THE FULL LANG rH OF ThE 5TA/R5. FOR PRIVATE WHERE OCCURS 5TA/RWAYS, HAAVRAILS ARE NOT REQUIRED TO EXTEND 12" BEYOND THE THE TOP OR ® 0 _ BOTTOM R/5ER PER CODE SEC 7`10N 1012.5 0 16. LAND/AGS AAt77 LAND/AGS AT DOORS 5HALL COMPLY NMH ODE SEGT/ON5 /006.1.5 AND } 17 REDGCED PLANS OR POOR QUALITY PRINTS (TOO DARK OR TOO L/6HT) N/LL NOT BE ACCEPTABLE FOR OBTAIN/AES A •8U1LD/N6 PERM/T. t 0` I 18. A PLOT PLAN AND/OR FLOOR PLAN /5 REQU/RED FOR OBTAINING ABU/LD/N6 PERM/T SQUARE PAD PER SCHEDULE FOR EXPANS/VE 50/L5: 012-24 x / //2" 5.D5' S'"5 75K5 SGREA6 ... 415IN45 TH/5 PRODUG T. V, W Typ A 19. 1ZEPRESENTAT/ONS OF PAT7FRN5 AND Y/EAS 5h( JAUV ON TH/5 PLAN MAY NOT MATCH Z Q (i) 5EE DETA/L5 6 , Q7 , E ® . CURRENT PRODUG T/ON. O W (2) 5EE DETA/L -I . 0 = O 20. ALL NORK MUST GOMPLYW/TH 4.A. G/TY PLANN/N6 AAV ZON/LA6 GODE5 AND LOCAL GORES N B : I ( ) 5EE DETA/LS /5 1 20 21. 577?UG7URAL GBSERI AT/ON /5 NOT REQU/I?ED PER L.A G/ CC L . 21. 4 6 O I W TY /NF0RMAT/0N BULLET/N J ry NEXT SLOT I N (4% FOR PLASMA GUT TREADS SEF Q7 7A FIB200e-024 (G.S.G.//.BG. SECT/ON /704.22% ,^ . r g it Q a (5) /F SOIL BEARING VALUE /5 6REATER THAN /,500 P.S. F, 415E "N" FOR /,500 P.SF 22. DE5/6N LOADS: ` LONG SLOT a -t b _ Q I U EX/5T/N6 OR NEN CONCRETE FLGbR OR HEDOD Fl_ 00R FRAM/AG SHALL BE DE5/GNEO A. 4/YE LDAD5: pp a+b MUSTBE N M .I FOR THF SPEC/F/G COLUMN LOAD FOR EACH /NSTALLAT/ON. FLOOR: 40 PS.F. OR 300 LB. ON 4 5Q /N. ON TREADS 440 P.S.F. ON LAAV/AG. > B ® 3/4' / / " (6) 2-5TORY 5TA/RS (24'-O" MAX. HT. N/TH LAM7/AG AT M/D HE/6HTJ. p a b MAX MAIC / //?" L./0 (7) COMPARABLE D/AME7FR AAV WALL THICKNE55 OF 57FEL ROUAV H.55. OR ALUM/A?/M B. SPEC/AL LOADS: $w 8 B ROUND TUB/LA6 MAYBE 5UB5T/rV7FD FOR P/PE SHOWN. HA1fVRA/L AND 6UARDRA/L: 200 L /N ANY D/REGT/ON. h W B B REQU/REM.rEN75 FOR OPEN/AESJ ® TOP OF TREAD C C INTERMEDIATE RA/L5: 50 LB ON ONE 50.F7' Lu /,) 50 "IN/MUM GOVERA6E N r -AIR ✓ ` Hj5 UL. d =DIAMETER OF HOLE C. 5NON LOADS 0 B = 3/4"MAX EA. DIRECT/ON PER ®. Pg = 40 PS.17 tSRGYJAV 5NON LOAD = ,HOLE 5/ZE /5 5" X !h" (L A(/,2 d iY/2 L = LEN6T F a = 5" M 3/'4 D/A. N/5!/ ?ROUNb/AES Pi = O.7 Ge Gt I Pg = 0.7(/.2)(/.2)(/.0)40 = 40 P.S.F 2N N = N/D O OVERAGE PFR G®_ /2 SHEL 7FRED (MOST 5EVERE FACTOR) gal GED 2 D/AM MIN Gt = 1.2 UNHEATED (HOST SEVERE FAG TOR) G/RGULAR LAND/AEU TYP/GAL FLOOR / _ /O (OGGVPANGY CATE60RY / OR 75C7%ON s/ _/ T PL N 7 D. N/AV DES/GN DATA d , , Z wow BASIC N/ND SPEiD: '70 M.P.H. (3 SECOND 641ST) AT 30' AflOYE 6RAOE , y , Iry = /.O " r- EXPOSURE• Cl n MAX M/N TYP • LA6, SEE PLAN /NTFRNAL PRE556RE GOEFF/G/ENT- N/A O O m 55 ! //?" M/N. 2" SOLID ry C 3Q I „c' o PLASMA GUT 77?EAD5 D/MEAS/ON 9F' 42" 31" j36" 99" 30" EE 5" .4 4 131/6" 4.51e 4 7//6" 411-4- (?J 2x OR 4x BEAM COMPONENTS AAV CLADDING: N/A Q+ NOTE WHEN 5TA/RNAY /5 U5EV ON EXTERIOR OF ,BUILDING, /T 5HALL NOT BE LOCATED p F!N/5H NEAR HILLS, R/D5E5, OR ESCARPMENTS. t E EART/ UAKEDE✓kSN ATA .. . Its /.O t vvvv, r- v , vrr `m CONNECT/ON 7" L,A/V 7/NG 55 = 20o TL- RY , oe II) v o PL,.A5MA CUT TR .,4V 5FCT/hN - B 9 n - 1 " 1112" = 1'-O" 5/= 1.009' //2 - /-O SITE GLA55: D I SP/A07LE 5a/ = !.009 w TYP/CAL TREAD SE/5M/G DE5/6N,GATEGORY. E F_, -I -614"W x /4 6A I //4" D/A lwl8 - I ( I TUBE STARTER 5E/5M/G FORGE 5/5T/AG SYSTEM: ORD/NARY MOMENT FRAME -057- (Fy = 5o K.S. /% !" /n LIE -516N BASE SHEAR: V ► 0.347/ Wp IA.50) AT 30 FT. ABOVE 6A'ADF CONCRETE• FLOOR 3 M/N) Gs = 0.333 . - 516" ROUA 07 1 3 11'2" D/A. x //6" (2) //4" D/A. POWER -STUD R = 3.0 1 I //4"D/A Mf3 N/ TUBE (1N5ERT) I I PLA7F; SEE OR TRUBOL T WEDGE ANAL Y5/5 PRO URE EQU/VALENT LATERAL FORGE STAR HASHER I ANCHORS N1 / 114"MIN 1 NUT TYPICAL //6 I I DETA/L l3 SOD FLOOR: OM/T EMBED, 5EE 23. ADD/T/ONAL REQU/iZ IENTS• y _ (?J 5//6 " D/A. x / //2" A. PLASMA GUT TREAD 5HALL HA VE A SOL /D SURFACE r - LA6 BOL T=✓ TO MIN. DETAIL FOR 2x .b/5T, DEG OR B. R/5ER 5HAL4 HA x SPACE REDUCTION BAR PER DETAIL 3 OR EQUAL. 1 I BLOCK/NG EVALUATION REPORTS © 1 L78T-A/L ', C. OU7DOOR 5TA/RWAYS 5HALL BE GOA57RUC7FD 50 THAT NATER N/LL NOT AGGUMULATE F'• "%' N r.5 57 T/NG P05 T PL. 4N 3 ON NALKIAN6 SURFACES. 2,$ MAXIM M SLOPE. M i CONTIAVOU5 HANDRAIL SECURE _ ; /! N T.S. D. NALK/N6 SURFACES 5HA4L BE 501- /0 5LIRFACE-5 TO EACH 5P/ND4E SEE l9 \ f O E. 115EAB4E SPACE VIVER 5TA/RS SHALL NOT BE EACLG5ED. VI SAFETY CONTINUOUS i • OPT/ONAL, DEGGN4AT/VE FILLER HANDRA/L. GZN5RAL NOM5 5A • M/ SGE:H THAT 4"DIA. i 5EE 11EOTP /5 SPh E WILL NOT SEE /q PA -5.5 THROUSH i /./ (bE5/FN VAR/E5) i ,' 6VARORAIL, 5EE a/ F/NEER i 314" 640. x /6 6A. i I 77)BE sP/A07LE / \ 5/HEFT MEAL SCREW ALUM/MEIN HEAD -- (AA5/ AA -3/1.00-F) FORCE F/T HEAD I ip 4" MAX. I I -14"W. x /6 6A. I INTO 5P/AVLE m TYPICAL I I N TUBE 5P/ArDLE N/ -O . \ \ I I 04 2 CAST ALUMIMIM DR/VE PIN HEAD 3//611 iii iii In (ANS/ AA -3/9.00-F) x / //4" I iii iii u m x 146A. (0.015) 5116'- SCREW 5/6" 5G? SOLID INSERT I ! ! I cp ii Ie ,n Nl IA45ER 7' =1 /6" /N -BETWEEN _ ` 7- ' n ilttt ¢ l ' ABOVE OPPER / 112"x I/6" " i TYf' l7 < Vf 7HI5 PLAN 15 VALID ---- - ; x 3" FLA SP/LADLE BASE ( \ m r'r't' b lfl L OM. Y N/TH NET SEAL N.T.S. 1 I ` TREAD (F/ = 50 K.S./.) (/.B5✓ m ry \ i '(2, p'i HANL714iWL d 516NATY/RE OF /GAL TREAD _ t_$QTION '9 ENG/1 ER. )_ /5 - -- I - 1 ►. - N r.5 P/PE COLUMN PER SCHEDULE, SEE 5 \ - BALGGNY/FLG '7R FRAM/Ak5 //4" x /O" D/A. BEAR/LA6 PLATE # 6UARDRA/L Y OTHERS, ' FESSlp " - " " /n //4 -20 PAN HEAD PHILLIPS /OT A PART or 5TA/R5 pPo AT FLOOR LEVEL OR REGE55ED ' FDR BEAR/AG PLATE ON - / -o ---- (?) 1/4 D/A. x 3/4" LOA6 SCREW " CITY O F LA QUI T D E. EX/5T/N6 3 112'MIN 51 -AS " -- - HOI-E5 AT A(OOD / I/16" I/4 m MB 5-p MAX GONNECT110N L, AN7/NG Z2.rMA/L % SrAR NA5H BUILDING &SAFETY EP CONCRETE PAD A . tDB 5/7F SPECIE/G ----- =' No. 23 _ rn 3/ld MOD/F/GAT/ON APY'ROVAL /_5 (I) //4 DIA.4 AVr (TVP/ 3/4" 5G7 x /6 6A. (0.060) p HOLE AT STEEL P/N L (1-7 (5EE AE77F 16) N. T•5. A P P R OV NEN OR EX/ST/A(5 REOU/RED FROM THF L.A. m GOLEEGT57 GOAk:RETE SLAB I BI -06. DEPT., APPROVAL /5 (57FEL OR ALUMlAVM) 1112 " W. x /4 GA (0.075) //6" / - 1 d ($Y OTHERS) AL50 REQU/i?ED BY THE 0 TUBE TVP. (STEEL OR " 3/6 A BEARING PL A7FANGHOR +GF (4) !12". /A. x /O" A.B. (6A4 V. N/ ALUM/AVM BASE PLATE) FOR EX7FR/OR IN 'Li -AT/ON USE 6AL Y. AB. (5TA/NLE55 57FEL REOU/RED N/Al_W1NUM PLATE,) OR (4) 3/6"VIA. MIN. H/L T/ KN/K BOL T 3 (KB3) AAOHOR5 N/ 3 /12" M/N EMBED (20 FT. -LB5. TORQUE) L.. A. R. R. #25577REEVALUAT/ONDUEDAiE06-O/-10. (IN55TALL ANCHORS AFTER CONCRETE HAS GORED, 26 DAY5,) /w KW ANCHORS INSTALLED IN EXTERIOR LOGAT/ON5 SHALL BE hOT--D/PEED GAL VAN/ZED OR 5TA/NLE55 STEEL. (STA/NLE55 S7EEL REGN/IRED W/TH ALUMINUM PLA7F_i. NOTE CONCRETE FLOOR OR A('JOD FLOOR FRAM/AES (EX/5T1N6 OR NENJ 5HALL BE DE5/GA® FOR THE SPEC/F/G COLUMN LOAD FOR EACH /ASTALLAT/ON. ANY REQV/RED 57RUG7VRAL GALGULAT/ON OR EAG/NEER/NAW 5HALL BE PROV/DED BY 01'YNER EAE,/NEER OF THE 5TAA07ARD CAST ALUMINUM y/ R4/L CONNECTOR 775 I PLAN DOME GAP i INTO 2X M/N. BLOCK OR L Dl (OPTIONAL) ' -0/675 (BY 0TI-E 5) i _ _ _ 4" MAX. CLEAR OR I _ ', FLOOR PANEL I -\\ - ATF SHE EAR/lk6 _ I i DEGORAT/VE IRON BLG'GK - - - -1 - - /5 i I I I I I I I' ' III- N FILLER SUCH THAT a (2% #l? x 2" SOL/D • ry 4"D/A. SPHERE V HOOD 5GREIi a /2" 5041A RE ` 13 M/N, EDGE D/ST. `0 ul `y/L4 NOT PA55 N \ Q THROUGH TO STUD OR L T. AE/6HT 7.REBAR FOR BLGCY. " a 4 1 i CONCRETE p I EXf'AN5/VE 50/L f (VE -516N VAR/E5) - . ';a. '•V:w.tn'F^`ai+'. 'SWhTn: - s,w#it. : duS"t ..•Fmm: . rw h' - iti41vB ';'•'"+ ecAl ..k . t.'4 '.i.:a-:1+. $-•'l:.<.T.j +'..•'k a' }• { 9,P.,iw:iE BT,xw•a,fi,Afte m, : r . .-::F.,.+i:'-"+ WHERE OCCURS _ ill_ 11- 17--.. _ TYP I LCITY L.A."N" SQUARE PAD PER SCHEDULE FOR EXPANS/VE 50/L5: 012-24 x / //2" 5.D5' S'"5 75K5 SGREA6 //6 RA/L CONNECTOR 6x6 #2 D.F-L. SIA1=Y. 0)V A35 (4) 5/DES 5iMP5ON LG866 =00TVi5 FOR SUPPORT STANDARD PLAN #111 SEE O /6" M/N. DEEP FOOT/M5 REQUIRED rYr(2) #4 (JZR 24021). D/TY OR AE1D OF 5TA/RS ONLY, 5EE O + L.A.CI :i i LICENSED APPDQY D STANDA60 PLAT EACH WAY .TOP #BOTTOM W/ 3 CLEAR TO 50/4. At: APPROVED) , --- . n n / //2 W. x /4 6A. 114".01A. M.B. ` a . - _ FABRICATOR # 1 15® NAn AL OR COMPAG7FD 540 -GRADE s - - - i ' '(q } 5/M/LAR TOP LANDING O OR -4 a OPT/ONAL P05T W/7i1 FDOT/AE5 NHER7E REDO/RED _ _ -I I I CITY OF SAN DIEGO , I i I -I -I STANDARD &ccmw BY Y.l1 /N 5 A58 sicT/ON _ - - - LANVING RAIL. 611AIZ17 T.. rr, a 'wN..Y i.. M+.'.AS{. . ?wS. ...riWF K T wrltrnrw, ..i .WatSYJ 4'wr •!TnM.. hN .. wR Yi. _ ... ... ...- ,: . _.... . :, ... , .. .., W7 +W / ,t4a+C'i L'b 2E. w, 1.. W W ., a Y'h'* •TFlM.+1. %Mv . 1!I k.iR . Mta..4+.1 rE4" °'Sa'9.4d' °..<V i9m.+ ,Ef,^M .. 4,%3.... £4 Asb .. 4 .at .M1..a..., ;..a .. •t .. ::-W' . .. ,fr . ' 1C a ,v.. J. +• L`:`C•a . ..... r, .- r .d:..... h a, : wnrw+'.yi'l- +.... ti Y .. , A x . - R- .x M •w Ni+ .FMt 'M fm,. rv„ .ia` %"i, +v .-..,•t-!xa tijt:i'.x fkn ^., .sA:.Fe ..x '1!/P'i 'Mt0.Y1f .._:.-:.».: tii xJ...:m...w ', 4Y ' ..:q wa+a v47.` •v .... a ¢ .. JYW, w .Iry _ f :aitrr ..a, ._n'....asY6 v{. .:M> ,1--. p. 'Ka .•a tf+•3w .:i::«.f4x ..»s.N:. ,. F -Yv::.:.M1:: v ,.:rnP: A..•d2fW#".::r..+rt@Q :.A-r4a. .3., :: .Nh I":P#'! Y(1'awtY.G iad-s :MS^nY' --ti. .. ..-. ,.r.. . 4L .c• ,Tk +v^:zSyb} . e R+ `.M^r.f4 PnY n-. ., ,3 _#. Y:$wv. iu'X4e✓,'!V - . ';a. '•V:w.tn'F^`ai+'. 'SWhTn: - s,w#it. : duS"t ..•Fmm: . rw h' - iti41vB ';'•'"+ ecAl ..k . t.'4 '.i.:a-:1+. $-•'l:.<.T.j +'..•'k a' }• { 9,P.,iw:iE BT,xw•a,fi,Afte m, : r . .-::F.,.+i:'-"+ D"EC 2 2 '09 DRAWN K. MOURA CHECKED DATE 3-/6-06 SCALE A5 SHOWN JOB NO. 65-62 SHEET OF / SHEETS vl In .B.A Boulder West Components 45491 Golf Center Parkway, Indio, CA 92203 Telephone: (760) 347-3332 Fax: (760) 347-0202 60- TC4" 176ft* R* Ou.WL%4Z. MAY C 7 2010 a ;i i SELECT BUILD S.C.F. CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE 2" E`' _ LOT 7 SEVILLE MEDITERRANEAN 05-25-2010 o Z rn a. W;6 V Ln 03 O C v Gi (D W 0 w lD(D C N G 'cDv 0) rt W x V O Oa w 3 O V 9 OD 6-O q N n Ct O D N 42-0-0 70-0-0 r A* • W1 MiTek' POWER TO PERFORM." Re: SEV MED LOT 7 MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Boulders West Components LLC. Pages or sheets covered by this seal: R31842213 thru R31842214 My license renewal date for the state of California is December 31, 2011. Ong, Choo Soon June 25,2010 The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI-2002 Chapter 2. Job Truss Truss Type Qty Ply in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase R31709916 Lb SEV_MED_LOT_7 A01HG ROOFTRUSS 1 1 MT20 185/144 TCDL 19.0 Lumber Increase 1.25 BC 0.61 Vert(TL) Reference Select Build, Indio, CA - 92203 7.060 s Jan 22 2009 MiTek Industries, Inc. Tue May 25 09:38:43 2010 Page 1 ftul 44-14 I s -0-o 1 io.a-o I 13-4-0 I 16 -ss -2 I 21441 20100 0-60 44-14 37-2 2-" 2d0 37-2 44-14 a" Sol. - 1:3e.3 41.6 = 414 = 4.6 = 44-14 44-14 2.4 II 3.10= 4.12MT10H= 310= 414 II 41.12= 37-2 54-0 37-2 44-14 LOADING (psf) SPACING 2-0_p CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.60 Vert(LL) -0.21 11-13 >999 240 MT20 185/144 TCDL 19.0 Lumber Increase 1.25 BC 0.61 Vert(TL) -0.66 11-13 >383 240 MT20H 148/108 BCLL 0.0 Rep Stress Incr NO WB 0.21 Horz(TL) 0.17 8 n/a n/a BCDL 7.0 Code IBC2006/TPI2002 (Matrix) Weight: 78 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 2-6-5 oc purlins, except BOT CHORD 2 X 4 SPF 240OF 2.0E 2-0-0 oc purlins (2-11-7 max.): 4-6. WEBS 2 X 4 HF Stud 'Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 4-13,6-11: 2 X 6 SPF 1650F 1.5E iTek recommends that Stabilizers and required cross bracing be ri,nstalledduring truss erection, in accordance with Stabilizer stallationuide. REACTIONS (Ib/size) 2=220510-3-8, 8=2205/0-3-8 Max Horz2=37(LC 5) Max Upl'dt2=-197(LC 3), 8=-197(LC 4) Qg Dftitt, t + )in FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5762/550, 3-4=-5447/617,4-5=-5118/602,5-6=-5118/602,6-7=-5447/617, 7-8=-5762/550 T CHORD 2-14=-500/5382, 13-14=-50015382,12-13=-603/5517,11-12=-603/5517, 10-11=-474/5382, 8-10=-474/5382 OOBS 4-13=0/655, 5-13=-638/129, 5-11=-638/129, 6-11=0/655 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); c ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced 7) Graphical puri* rep esentation does not depict the size or the orientation of the puffin along the to d/or- left and right exposed 6) Hang or other connZu:dev,8ce(s) shall be provided sufficient to support concentrated to s) 67 down and 165 Ib up at 134-0, and 6 Ib down and 165 -00 on top chord. The design/selection of such connect* devi (s) is the responsibility of hers. 9)In the AD CASES)secds applied to the face of the truss are noted as front (F) or back B . LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 - Uniform Loads (plf) Vert: 1-4=-78, 4-6=-189(F=-111), 6-9=-78, 2-8=-34(F=-20) Concentrated Loads (lb) Vert: 4=-676(F) 6=-676(F) Q WARfflM - 9er}& d-ign pa .tm —d READ NO7SS ON THIS AND INCLUDED 6t17S>i REFBRP.NCB PAGE hof -7473 leo. 10-108 BEPORE EMM, Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for on individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not puss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding _ fabrication, quality control, storage, delivery. erection and bracing.consult ANSI/TPll quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss' Institute. 281 N. Lee Street, Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 Le Job Truss Truss Type Qty Ply CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 831709917 SEV_MED_LOT_7 A02H ROOF TRUSS 1 1Job Reference (or)tionall Select Build, Indio, CA - 92203 7.060 s Jan 22 2009 MiTek Industries, Inc. Tue May 25 09:38:44 2010 Page 1 44-14 I 6-0-0 I 10-611 1 134-0 I 16-11-2 I 214-0 21100 P60 44-14 3-7-2 280 280 3-7-2 44.14 080 S4e14 =1:36.7 3x4 = 3.4 = s 7 3x8 = 3.8 = sx8 = 3x8 = •8-0-0 54-0 8-0O q Plate Offsets (X,Y): [5:0-2-O,Edgel [7:0-2-O.Edgel, [12:0-2-12.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.25 Vert(LL) -0.11 10-12 >999 240 MT20 185/144 TCDL 19.0 Lumber Increase 1.25 BC 0.49 Vert(TL) -0.33 10-12 >773 240 BCLL 0.0 Rep Stress Incr NO WB 0.12 Horz(TL) 0.09 10 n/a n/a BCDL 7.0 Code IBC2006/rP12002 (Matrix) Weight: 80 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-5-7 oc purlins, except BOT CHORD 2 X 4 SPF 1650F 1.5E 2-0-0 oc purlins (6-0-0 max.): 4-8, 5-7. WEBS 2 X 4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 2=1022/0-3-8, 10=1022/0-3-8 Max Horz2=-45(LC 6) Max Uplitt2=-78(LC 3), 10=-78(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-23771158, 3-4=-2038/108, 4-5=-430/54, 4-6=-1507/88, 6-8=-1508/86, 7-8=-430/54, 8-9=-2029/108, 9-10=-2375/159, 5-7=-390/53' T CHORD 2-13=-13812207, 12-13=-34/1852,10-12=-106/2206 OBS 3-13=-343/94, 4-13=0/258, 8-12=0/255, 9-12=-359/95 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIfTPI 1. 6) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. QROFESS/ . LOAD CASE(S) Standard rO' o soCID oty ql • ID o o.c CD 074486 rn 25, 2010 A WARNING - Vertftj design pammdt . arnd READ NOTES ONT HIS AND INCLUDED Aff rSKRE-ERENCE PAGE MR -7473 tw. 10-108 BBPORE USE. ` Design valid for use only with MiTek connectors. This design u based only upon parameters shown, and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of binding designer- not tens designer. Bracing shown is for lateral support of irldividual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the MiTek erector. Additional permanent bracing of the overall structwe is the responsibility of the bultding designer. For general guidance regarding ,. fabrication, quality control storage, deMery, erection and bracing, consuit ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312. Alexandria, VA 22314. - Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply DEFL in (loc) I/deb Ud PLATES GRIP TC 0.45 Vert(LL) -0.12 2-9 >999 240 831709918 Lb SEV_MED_LOT_7 A03D ROOF TRUSS 1 1 Reference (0 'o a Select Bulla, Into, CA - 9-1103 7.060 s Jan 22 2009 MiTek Industries, Inc. Tue May 25 09:38:46 2010 Page 1 11 5814 I 10-8-0 I til -z l 21<-010:0 080 5814 411-2 4.11-2 5-8-14 080 6 Ie - 1:35.5 4.6 = • 1 -- Plate Offsets (X LOADING (psf) TCLL 20.0 TCDL 19.0 BCLL 0.0 BCDL 7.0 7d-8 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2006/TPI2002 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 2=1022/0-3-8,6=1022/0-3-8 Max Horz2=-48(LC 16) Max Uplift2=-799(LC 9), 6=-799(LC 12) Max Grav2=1746(LC 8), 6=1746(LC 7) &4 = 5x8 = 4x8 = 6813 7+9 3-01 CSI DEFL in (loc) I/deb Ud PLATES GRIP TC 0.45 Vert(LL) -0.12 2-9 >999 240 MT20 185/144 BC 0.71 Vert(TL) -0.31 2-9 >802 240 WB 0.20 Horz(rL) 0.08 6 n/a n/a (Matrix) Weight: 68 Ib BRACING TOP CHORD Structural wood sheathing directly applied or 2-11-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-10-3 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4502/2293, 3-4=-3041/1130, 4-5=-3041/1130, 5-6=-4502/2293 BOT CHORD 2-9=-2175/4046, 8-9=-675/2110, 6-8=-2141/4046 BS 3-9=-463/131.4-9=-63/624.4-8=-63/624, 5-8=-463/131 ITES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5) This truss has been designed for a total drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 21-4-0 for 200.0 plf. LOAD CASE(S) Standard 9?,OFESS/ONq SOON OAF 2c'2 A)074486 r 12-3 1 *t OF 25, 2010 A WARNIM - V.,(& deign pammct s and READ NOTES ON T71TS AND INCLUDED JHT EK REFERENCE PAGE 1191- 7473 leo. 10'08 BEFORE r1CSE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poromenters and proper incorporation of component is responsibilty, of binding designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the respomibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding — fabrication, quality control, storage. delivery, erection and bracing. consult ANSI/TPII Quality Criteria. DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Trws Plate Institute. 281 N. Lee Street. Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 O NSS Truss Type City y PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.65 Vert(LL) -0.11 10-11 >999 240 R31709919 SEV MED_LOT 7 C01 DD GABLE 1 1 BCLL 0.0 Rep Stress Incr NO WB 1.00 Horz(TL) -0.17 10 n/a n/a Job Reference (optional) Bund, mato, u .060 s Jul 30 2008 MiTek Industries, Inc. Tue May 25 10:20:52 2010 Page i 5-11-8 10-3-10 14-7-12 18-11- 22-11-8 27. 5-11-8 442 4-4-2 4-3-12 4-0-0 4_I Scale = 1:38.3 3x8 = 025 12 14 U HICK 1 MAN I r1t VVINU LUAU At'I'LItU I U I ht I 1XUS5 AS SHUWN. 5-11-8 -- - 14--0 14-7 12 18-11- 27-- 5-11- 8-6-8 0-1-12 4312 8-9-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.65 Vert(LL) -0.11 10-11 >999 240 MT20 185/144 TCDL 10.0 Lumber Increase 1.25 BC 0.33 Vert(TL) -0.21 10-11 >813 240 BCLL 0.0 Rep Stress Incr NO WB 1.00 Horz(TL) -0.17 10 n/a n/a BCDL 6.0 Code IBC2006frP12002 (Matrix) Weight: 135 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 16501' 1.5E TOP CHORD Structural wood sheathing directly applied or 4-11-3 oc purlins, BOT CHORD 2 X 4 SPF 1650F 1.5E except end verticals. WEBS 2 X 4 HF Stud 'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 6-50: 2 X 4 SPF 1650F 1.5E WEBS 1 Row at midpl 1-11 OTHERS 2 X 4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 12=448/0-3-8, 10=866/0-3-, 50=318/0-3-8 Max Horz 50=144(LC 11) Max Uplift 12=-722(LC 9), 10=-584(LC 9), 50=-1150(LC 12) QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT Max Grav 12=1071(LC 8), 10=1262(LC 8), 50=1243(LC 7) LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. rORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. OP CHORD 1 -2= -1944/1509,2 -3=-780/350,3-4=-1271/848,4-5=-1218/1462,5-6=-1747/1774, 6-7=-875/942,1-12=-1030!728 BOT CHORD 11-12=-1167/1216, 10-11=-1277/1443,9-10=-879!729,8-9=-801/801 WEBS 9-50=-1243/1150,6-9=-279/102,2-11=-330/121. 1-11=-1577/2021, 5-10=-1315/1093, 5-9=-172011804,4-10=-1790/1245,4-11=-1179/1451 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=6.Opsf; BCDL=3.6psf; h=25ft; Cat. II; Exp C; enclosed; M WFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Bearing at joint(s) 50 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a total drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 22-11-0 for 200.4 plf. 11) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. LOAD CASE(S) Standard oQROF ESS/ONS SOON OAF ti W 74486 M EXP 7 1 11 C OF AWdRwm-Vcf-ukj design paumnet— and READ NOTES ON TWS AND INCLUDED AfIrE RBFBRP.NCB PAGSMR-7473 leo. 20108 BEPORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not Inns designer. Bracing shown is for lateral support of individual web members any. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding,_ fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lene, Suite 109 Safety Information available from Truss Plate Institute. 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 ME Job russ Truss Type Qty y LOADING (psf) SPACING 2-0-0 CSI DEFL R31709920 FJobReference SEV_MED_LOT_7 0022 I(INGPOST 2 1 Vert(LL) -0.11 10-11 >999 240 MT20 185/144 TCDL 10.0 Lumber Increase 1.25 BC 0.33 (optional) Select Build, Indio, CA- 92203 7.060 s Jul 30 2008 MTek Industries, Inc. Tue May 25 10:21:35 2010 Page 1 511-8 10-310 I 14-7-12 18-11-8 22-11.8 27-8 5-11-8 44-2 442 4-312 4.0-0 4 -9 - Scale - 1:38.8 3x8 = 025 12 13 2x4 II 4 1 14 I 2x4 II 3x4 — 3x4 = 3x4 = }7 1-3 2 3 4 5 6 o IHI9 B C7 11 2x4 II 3x8 = 3x4 = 8 = 2x4 II LEGDOWN NOT DESIGNED FOR ANY ADDITIONAL LATERAL LOADS 15 OTHER THAN THE WIND LOAD APPLIED TO THE TRUSS AS SHOWN. • 5-11-8 14-6-0 14-T(12 18-11-8 I 27-8.8 5-11-8 8.6-8 0-1-12 4-312 8-9-0 Plate Offsets (X,Y): f1:0-4-8,0-1-81.19:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.56 Vert(LL) -0.11 10-11 >999 240 MT20 185/144 TCDL 10.0 Lumber Increase 1.25 BC 0.33 Vert(TL) -0.21 10-11 >813 240 BCLL 0.0 Rep Stress Incr NO WB 0.73 Horz(TL) -0.16 12 n/a n/a BCDL 6.0 Code IBC2006/TPI2002 (Matrix) Weight: 100 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2 X 4 SPF 1650F 1.5E except end verticals. WEBS 2 X 4 HF Stud 'Except BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-15: 2 X 4 SPF 165OF 1.5E 6-0-0 oc bracing: 9-10. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 12=448/0-38, 10=866/0-3-8,15=318/0-3-8 Max Harz 15=136(LC 4) Max Uplift 12=-98(LC 3), 10=-188(LC 3), 15=-225(LC 4) FORCES (Ib) - Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. P CHORD 1-2=-594/162, 2-3=-594/164, 3-4=-591/165, 4-5=-71/320, 1-12=-413/111 ATCHORD10-11=-146/312, 9-10=-317/167 BS 9-15=-318/225, 6-9=-270/93, 2-11=-321/112, 1-11=-125/569,5-10=-369/148, 4-10=-745/200, 4-11=-57/333 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=6.Opsf; BCDL=3.6psf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Bearing at joint(s) 15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity Q kQFESS/o capacity of bearing surface. Q 9 6) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI Q- OO Sooty O 7) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. `J C LOAD CASE(S) Standard u 074486 c rn 12-3 1 * / 25,2010 A WARNMr,-VerV9 dosion pas dte and READ N07Ss ON TEFTSAN71NCLUDED AfITSKREFERENCB PAGE JUI-7473 rev. 10'088SPORS USE Design valid for use only with MTek connectors. This design is based only upon parameters shown. and is for on individual building component. Applicability of design poramenters and proper incorporation of component is respomibiGty, of building designer- not tans designer. Bracing shown A h for lateral support of individual web members only. Additional temporary bracing to imure stabirity, during construction is the responsibillity of the MiTek* erector. Additional permanent bracing of the overall structure is the respomibility of the building designer. For general guidance regarding,. .o fabrication, quality control- storage, derrvery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback lane, ..it. 109 Safety Information available from Truss Plate Institute. 281 N. Lee Sheet. Suite 312. Alexandria. VA 22314. - Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply verticals. BOT CHORD v1 e e 0-0-0 5-11-0 35-0 31-0 1-90 4.90 831709921 Lb SEV_MED_LOT_7 C04D KINGPOST 1 1 110:0-4-9 0-2-81 1120-38 0-2-81 1150-38 0-1.81 1170-312 Edgel 1190-3-8 0.1-81 LOADING (psf) TCLL 20.0 SPACING 2-0-0 Plates Increase 1.25 Reference (optiona aelea Bund, mato, CA -92203 7.060 s Jan 22 2009 MiTek Industries, Inc. Tue May 25 09:38:52 2010 Page 1 I5-11-8 I 12-5-1 I 18-11-0 1 22-11-8 I 27." I I Oap.a 511-0 66-0 6$-0 4-0-0 4-9-0 600 &341 sale =1:68.4 0.25 F2 21 6 5x6 = 16 24 1s 25 14 13 12 11 2x4 II 3.8 = 5[12 = 4.6 = 5x8 = 3.8 II I t11A I f4dA I 12 -SA i 14-2A I 16-11A Structural wood sheathing directly applied or 3-2-8 oc purlins, except end 2]AA verticals. BOT CHORD v1 e e 0-0-0 5-11-0 35-0 31-0 1-90 4.90 I 8-9-0 I 1 1 600 8,7.6 Plate Offsets (X,Y): 12:0-38 0-1-81 17:0-3-120-2-81 19:0-3-8 0-1-81 110:0-4-9 0-2-81 1120-38 0-2-81 1150-38 0-1.81 1170-312 Edgel 1190-3-8 0.1-81 LOADING (psf) TCLL 20.0 SPACING 2-0-0 Plates Increase 1.25 CSI TC 0.68 DEFL Vert(LL) in (loc) -0.25 12-14 I/deft >999 Ud 240 PLATES GRIP MT20 185/144 TCDL 10.0 Lumber Increase 1.25 BC 0.93 Vert(TL) -0.33 12-14 >760 240 BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(TL) 0.10 20 n/a n/a BCDL 6.0 Code IBC2006ITP12002 (Matrix) Weight: 181 Its LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 HF Stud *Except* 7-17,10-12: 2 X 4 SPF 1650F 1.5E REACTIONS (Ib/size) 20=514/0-3-8,11=604/0-3-8,17=1731/4-9-0 Max Horz11=212(LC 11) Max Uplift20=-799(LC 9), 11=-1000(LC 12), 17=4211 (LC 9) Max Grav20=1248(LC 21), 11=1492(LC 20), 17=1949(LC 8) Ij BRACING TOP CHORD Structural wood sheathing directly applied or 3-2-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-8-11 oc bracing. WEBS 1 Row at midpt 10-12, 9-14,7-14, 5-18,11-19, 2-18 MiTek recommends that Stabilizers and required cross bracing tl installed during truss erection, in accordance with Stabilizer Installation uide. QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. OT P CHORD 1-2=-2337/1702, 2-3=-2473/1996,3-4=-1839/1388,4-5=-1417/954,5-6=-791/786, 1-20=-1201/810,7-8=-3069/2326,8-9=-4269/3522,9-10=-3481/2531 CHORD 18-19=-1665/2333,17-18=-5271/4546,15-24=-296i/2324,15-25=-1 999/5160. 14-25=-6192/6168,13-14=-2627/3688,12-13=-2627/3688 WEBS 5 -17= -2022/697,7 -15=-940/1050,5-7=-398/1434,7-17=-3425/2677,15-17=-2171/2180, 10 -11= -1457/1015,9 -12=-1154/961,8-14=-348/121,10-12=-2803/3805,9-14=-2484/2276, 7 -14= -1868/2770,4 -18=-404/146,2-19=-928!769,5-18=-1717/2962,1-19=-1781/2453, 2-18=-2006/1730 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=6.Opsf; BCDL=3.6psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/rPI 1. 6) This truss has been designed for a total drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads I along bottom chord from 21-0-8 to 25-9-8 for 1684.2 plf. 7) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. LOAD CASE(S) Standard oQ?,pFESS/pN A<a- OO S N 1 74486 X Cr 1 31-11 OFC AI y 25,2010 ®WARNING - Verb dcaign Pa eters and R&AD NOTES ON TETS AND INCLUDED bf7TERREFERENCE PAGE b91-7473 rod. 20-108 BEFORE USE. ° Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenfers and proper incorporation of component is responsibility of building designer- not tens designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek* erector. Addifional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, defivery, erection and bracing, consult ANSI/TPII Quality CrBerta. DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 281 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply xktb = 3.6 = 4.4 = 2x4 II 1 • I SttA I 9dA 1 12-5 1 aJ4A 3 rFOp 571-6 3-5-0 31-0-n 62-0 9-0d 831709922 Lb SEV_MED_LOT_7 COS KINGPOST 5 1 Reference Select Build, Indio, CA - 92203 7.060 s Jan 22 2009 MiTek Industries, Inc. Tue May 25 09:38:53 2010 Page 1 5-11-8 1 12-58 1 n -11A 1 274-8 1 1 404).0 5-.11-8 6-8-0 losp spa sod 6-3-e 5raie • tse.4 0.25 rl2 4xa = 23 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=6.Opsf; BCDL=3.6psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q?.oFESSlO,y 5) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9 6) Graphical puriin representation does not depict the size or the orientation of the purlin along the lop and/or bottom chord. !`Q O 50ON LOAD CASE(S) Standardc j O C G) W0_486 OF 25, 2010 A WARNING - VerVy design partamete and REED fi01W ON THIS AAM INCLt1DED AgrEKREFERP.NCE PAGE 641-7473 neo. 10108 BEPORE USE. e Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an indvidual building component. Applicability of design paromeniers and proper incorporation of component is responsibility of buldng designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary brocing to insure stability during comtruction is the responsibility of the MiTek• erector. Additional permanent brocing of the overall structure is the responsibility of the building designer. For general guidance regarding - fabricalion, quality control, storage, delivery, erection and brocing, consult ANSI/1711 Quality Offerla, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street. Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 16 is 14 13 12 1t 2x4 II 114 = xktb = 3.6 = 4.4 = 2x4 II 1 • I SttA I 9dA 1 12-5 1 aJ4A 3 rFOp 571-6 3-5-0 31-0-n 62-0 9-0d I i Epp 6-3.6 Plate Offsets (X,Y): [7:0-2-4.0.2-81,110:0-3-8,0-2-81.[17:0.2-8 0-3-01 LOADING (pso SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) -0.07 12-14 >999 240 MT20 185/144 TCDL 10.0 Lumber Increase 1.25 BC 0.31 Vert(TL) -0.15 12-14 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.52 Horz(TL) 0.02 20 n/a n/a BCDL 6.0 Code IBC2006/TPI2002 (Matrix) Weight: 181 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 5-9-13 oc purlins, except BOT CHORD 2 X 4 SPF 165OF 1.5E end verticals. WEBS 2 X 4 HF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. iTek recommends that Stabilizers and required cross bracing be stalled during truss erection, in accordance with Stabilizer FM stallation guide. REACTIONS (Ib/size) 20=512/0-3-8, 11=602/0.3-8, 17=1735/0-3-8 Max Harz 11=124(LC 4) Max Uplift20=-121(LC 3), l l=-128(LC 4), 17=-203(LC 3) Max Grav20=570(LC 7), 11=618(LC 8), 17=1735(LC 1) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-869/237, 2-3=-651/179, 3.4=-647/180, 4-5=-6521185, 1-20=-529/139, 7-8=-1006/273, 8-9=-1007/270,9-10=-1207/265 T CHORD 18-19=-199/865, 17-18=-975/238,13-14=-150/1204.12-13=-150/1204 &BS 5-17=-1586/249, 5.7=-125/1174, 7-17=-977/230, 10-11=-586/145, 9-12=-332/141, 8-14=-343/116,10-12=-277/1272, 9-14=-256/45,7-14=-170/1076, 4-18=-392/135, 2-19=-286/127, 5-18=-253/1502, 1-19=-200/870, 2-18=-376/95 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=6.Opsf; BCDL=3.6psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q?.oFESSlO,y 5) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9 6) Graphical puriin representation does not depict the size or the orientation of the purlin along the lop and/or bottom chord. !`Q O 50ON LOAD CASE(S) Standardc j O C G) W0_486 OF 25, 2010 A WARNING - VerVy design partamete and REED fi01W ON THIS AAM INCLt1DED AgrEKREFERP.NCE PAGE 641-7473 neo. 10108 BEPORE USE. e Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an indvidual building component. Applicability of design paromeniers and proper incorporation of component is responsibility of buldng designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary brocing to insure stability during comtruction is the responsibility of the MiTek• erector. Additional permanent brocing of the overall structure is the responsibility of the building designer. For general guidance regarding - fabricalion, quality control, storage, delivery, erection and brocing, consult ANSI/1711 Quality Offerla, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street. Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.60 R31709923 SEV_MED_LOT_7 C06D KINGPOST 1 1 (optional) Select tsulla, Inalo, UA - yuus 7.060 s Jan 22 2009 MiTek Industries, Inc. Tue May 25 09:38:56 2010 Page 1 1 s114s 1 12-sa I Hila 1 nae' I I 0"0'0 5.11. 6S0 1080 Oso 6-00 baa soil. =1:66.4 0.25 F12 21 5.6 = 16 15 14 a 12 n 2x4 II 3x4 = a.10 = 3.6 = 4x10 = 214 II • I tllA 1 12:w 1 loan 1 --1 '3," 1 0.0a st t a 6a0 6-2.8 9-0-8 6-00 ea -e tj Plate Offsets (X,Y): [7:0-2-4.0-3-01 110:0-50,0-2-81,(12:0-3-8 0-2-01 [17:0-2-8.0-3-01, [19:0-3-8.0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.60 Vert(LL) -0.12 12-14 >999 240 MT20 185/144 TCDL 10.0 Lumber Increase 1.25 BC 0.35 Vert(TL) -0.21 12-14 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.94 Horz(TL) 0.04 20 n/a n/a BCDL 6.0 Code IBC2006/TPI2002 (Matrix) Weight: 181 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 3-10-7 oc pudins, except BOT CHORD 2 X 4 SPF 1650F 1.5E end verticals. WEBS 2 X 4 HF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 4-5-4 oc bracing: 17-18 5-10-9 oc bracing: 14-15. WEBS 1 Row at midpt 10-12, 9-14, 5-18, 1-19, 2-18 iTek recommends that Stabilizers and required cross bracing be stalled during truss erection, in accordance with Stabilizer Fri stallation guide. REACTIONS (Ib/size) 20=512/0-3-8,11=602/0-3-8,17=1735/0-3-8 Max Horz 11 =1 24(LC 12) QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT Max Uplift20=-751(LC 9), 11=-682(LC 12), 17=-255(LC 10) LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE Max Grav20=1200(LC 21), 11=1172(LC 20), 17=1787(LC 7) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. RCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. P CHORD 1-2=-2239/1606,2-3=-2258/1785,3-4=-1615/1149,4-5=-1623/1164, 56=-789!784, 1-20=-1154!764,7-8=-1434/706,8-9=-2629/1891,9-10=-2608/1665 BOT CHORD 19 -20= -1162/1214,18-19=-1292/1958,17-18=-2531/1794,15-16=-7577744, 14 -15= -1504/1457,13-14=-1054/2109,12-13=-445/1499,11-12=-1331/1353 WEBS 5-17=-1815/478,7-15=-167/280, 5-7=-720/1770,7-17=-1047/299,15-17=-485/471. 10.11= -1139/698,9 -12=-853/662,8-14=-345/118,10-12=-1888/2883,9-14=-1672/1461, 7 -14= -1251/2156,4 -18=-395/138,2-19=-883!724,5-18=-1627/2876,1-19=-1677/2347, 2-18=-1888/1607 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=6.Opsf; BCDL=3.6psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6) This truss has been designed for a total drag load of 200 ptf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 40-0-0 for 200.0 plf. 7) Graphical purlin representation does not depict the size or the orientation of the purtin along the top and/or bottom chord. LOAD CASE(S) Standard May 25,2010 A WARNING - Vert ij design parameter- and READ Arms oN mr8 Aiw mmr7DED mrTrxREFERENCE PAGE 647-7473 rev. lo -108 4EPORE (ASE. Design valid for we only with Wek connectors. This design B based only upon parameters shown, and is for an individual building component. Applicability of design poramenten and proper incorporation of component is responsibility of building designer- not trans designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek erector. Additional permanent brocing of the overall structure is the responsibility of the building designer. For general guidance regarding 7 fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DS8-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 281 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty MW DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.73 'Ply 831709924 SEV_MED_LOT_7 C07D GABLE 1 1 Job Reference o a ll Select Build, Indio, CA - 92203 7.060 s Jan 22 2009 MTek Industries, Inc. Tue May 25 09:38:58 2010 Page 1 St&t0 I 13.1-12 I - 18-5-8 1 23.94 I 29-1-0 I 34-4-12 I 40On 6810 6-5-2 s112 53-12 53.12 5-3-12 5-74 Scale: 3118-=1' 3.6 = 0.25 12 4.4 = 4.4 = 3.4 = 17 18 15 14 3x4 11 3x8 = 5x8 = 5.8 = 12 11 10 5x8 = 04 = 4x4 = • I a.m.tn 1 zt-12 I ta.5-6 tarn 23-91 1 29. .n 1 >a 2 1 noa I 6810 682 5312 P241 5-11 53-tz 5-112 Plate Offsets MY): 11:0-4-9,0-2-01.112:0-2-8 D-3-01.[15:0-3-0 0-3-01 116:0-3-8 0-1-81 LOADING (psf) SPACING 2-0-0 MW DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.73 Vert(LL) -0.05 15-16 >999 240 MT20 185/144 17 18 15 14 3x4 11 3x8 = 5x8 = 5.8 = 12 11 10 5x8 = 04 = 4x4 = • I a.m.tn 1 zt-12 I ta.5-6 tarn 23-91 1 29. .n 1 >a 2 1 noa I 6810 682 5312 P241 5-11 53-tz 5-112 Plate Offsets MY): 11:0-4-9,0-2-01.112:0-2-8 D-3-01.[15:0-3-0 0-3-01 116:0-3-8 0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.73 Vert(LL) -0.05 15-16 >999 240 MT20 185/144 TCDL 10.0 Lumber Increase 1.25 BC 0.36 Vert(TL) -0.11 15-16 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.94 Horz(TL) 0.06 10 n/a n/a BCDL 6.0 Code IBC2006/rP12002 (Matrix) Weight: 202 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-8-0 oc purlins, except end BOT CHORD 2 X 4 SPF 1650F 1.5E verticals. WEBS 2 X 4 HF Stud 'Except' BOT CHORD Rigid ceiling directly applied or 5-11-4 oc bracing. 1-16: 2 X 4 SPF 1650F 1.5E WEBS 1 Row at midpt 2-15, 3-14, 6-14, 6-12, 7-11, 8-10 OTHERS 2 X 4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 17=503/0-3-8, 10=636/0-3-8,14=1720/0-3-8 Max Horz 17=193(LC 12) QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT Max Uplift17=-673(LC 9), 10=-721(LC 10), 14=-535(LC 13) LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE Max Gravl7=1064(LC 8), 10=1242(LC 7), 14=1930(LC 8) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1 -17= -1016/689,1 -2=-2124/1575,2-3=-1507/1361,3-4=-1051/1819,4-5=-279/1050, OOPCHORD 5-6=-1340/2119,6-7=-2022!1333,7-8=-1933/1335,8-9=-1138/1148 OT CHORD 16.17=-1478/1451, 1-r-16=-1365/1973,14-15=-1154/1301,13-14=-1112/1422, 12-13=-107911390,11-12=-l113/1880. 10-11=-1015/1801 WEBS 1 -16= -1639/2164.2 -16=-712/647,2-15=-1879/1448,3-15=-516/790,3.14=-2332/1304, 4 -14= -326/110,6 -14=-2851/1671,6-12=-1409/1919,7-12=-897!746,7-11=-1360/1256, 8-11=-595/747.8-10=-2039/1330 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=6.Opsf; BCDL=3.6psf; h=25fl; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 (FESS/O 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable Q N9 End Details as applicable, or consult qualified building designer as per ANSI/rPI 1-2002. OQ soQN O F 4) Provide adequate drainage to prevent water ponding. 2 5) All plates are 2x4 MT20 unless otherwise indicated. ` 2C Z 6) Gable studs spaced at 1-4-0 oc.07 A C n 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 14 U 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/rPI 1. 9) This truss has been designed for a total drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads P. 1-11 along bottom chord from 0.0-0 to 40-0-0 for 200.0 plf. 10) Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Iv' \P LOAD CASE(S) Standard \\OF 25,2010 ® WARWM - Vef tj d6ign Pannmdc+s and READ NOTES ON THIS AND INCLrmED AITTEK REFERENCE PAGE M1.7473 neo. 10'08 BEFORE USE. a Design valid for use only with MTek connectors. This design is based onty upon parameters shown, and is for on individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not tens designer. Bracing shown MiTek" is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction a the responsiullity, of the ' erector. Additional permanent bracing of the overa0 structure is the responsibility of the bullring designer. For general guidance regarding fabrication, quality control. storage. derrvery, erection and bracing, consult ANSI/TPI! Quality Criteria, DSB-89 and BCS! Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss TypeOty LOADING (psf) Ply CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 831709925 SEV-MED-LOT_7 C08 MONO TRUSS 5 1 Lb Vert(TL) -0.27 16-17 >999 240 BCLL 0.0 Rep Stress Incr NO Reference Select Build, Indio, CA - 92203 7.060 s Jan 22 2009 MTek Industries, Inc. Tue May 25 09:38:59 2010 Page 1 6-8-16 1 13-1-12 I 18-5.8 I z3a.a I 27.312 1 337- I 404)0 ".10 6S2 5312 5312 36-8 63.4 6-5.0 S®le - 1:63.2 0.2s F2 Orb = 1B 17 16 15 14 13 12 11 10 3.6 - 54 = 3x6 = m4 = • aalo 1 to-t.tz 1 1a.cn 1 n.od 1 z7 z- n1z z- 1 o -s 6 e 10 63-2 5x12 53.12 3.4-12 0-1-12 63.4 6-5-0 Plate Offsets (X,Y): f16:0-3-0.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.73 Vert(LL) -0.11 16-17 >999240 MT20 185/144 TCDL 10.0 Lumber Increase 1.25 BC 0.34 Vert(TL) -0.27 16-17 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.65 Horz(TL) 0.05 13 n/a n/a BCDL 6.0 Code IBC2006lrP12002 (Matrix) Weight: 167lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 5-2-7 oc purlins, except end BOT CHORD 2 X 4 SPF 1650F 1.5E verticals. WEBS 2 X 4 HF Stud 'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1-17: 2 X 4 SPF 1650F 1.5E WEBS 1 Row at midpt 4-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 18=824/0-3-8,10=117/0-3-8,13=1919/0-3-8 Max Horz 18=193(LC 4) Max Upliftl 8=-1 66(LC 3), 10=-25(LC 3), 13=-360(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-18=-776/185,1-2=-1532/353, 2-3=-1711/372, 3-4=-1085/248, 6-7=-197/1281 CHORD 16-17=-280/1527, 15 -16=-294/1706,14-15=-167/1081,12-13=-1279/284,11-12=-1279/284 BS 1-17=-321/1536, 2-17=-485/169, 3-15=-708/144, 4-15=-28/412, 4-14=-1431/275, 6-14=-102!130, 7-13=-893/212, 6-13=-1457/276, 8-11=-502/157, 7-11=-240/1277 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=6.Opsf; BCDL=3.6psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIrl PI 1. ,OFESS/n 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. OQ N9 LOAD CASE(S) Standard SOGI O'V 2C 2 LU 74486 rn EXP H ® WARNING -V-Odm gn paramdda and READ N07S8 ON TWSAND fNCLUDED AffTEKREFERENCE PAGE Wl-7473 rcr. 20.108 BEPORE USE, Design valid for use only with MTek connectors. This design is based only upon parameters shown. and is for an indvidual building component. ! Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Rai is for lateral support of individual web members only. Additional temporary brocing to insure stability during construction is the respomibillity, of the erector. Addtional permanent bracing of the overall structure is the responsibliy of the building designer. For general guidance regardng ., - fabricationciuoliy control, storage. delivery. erection and brocin consult ANSI/TPII Qua18y Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Inlormalion available from Truss Plate Institute. 281 N. Lee Sheet, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply TC 0.84 TCDL 10.0 Lumber Increase 1.00 BC 0.28 BCLL 0.0 Rep Stress Incr NO R31842213 SEV MED LOT 7 - - - C09 MONO TRUSS 4 1 o Select Build, Indio, CA - 92203 7.060 s Jan 22 2009 MiTek Industries, Inc. Fri Jun 25 07:27:48 2010 Page 1 8A10 1 13.1-12 1 18-5.8 1 219-0 I 27-3.12 1 33.7-0 1 40" 641-10 6-5-2 5312 5312 348 634 65.0 S.W: 3n6'=1' Ise = 075 19 17 /8 1s 14 13 12 11 10 4x4 = 5.6 = 5x8 = 4x4 = 6.8.10 1 13.1-12 1 18.5.6 1 z3.9-4 1 27-2-0 17 12 si743 I 4040 6A10 65.2 5312 5312 34-12 0-1-12 634 654 LOADING (per SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.00 TC 0.84 TCDL 10.0 Lumber Increase 1.00 BC 0.28 BCLL 0.0 Rep Stress Incr NO WB 0.91 BCDL 6.0 Code IBC2006/rP12002 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E Structural wood sheathing directly applied or 5-11-5 oc purlins, except BOT CHORD 2 X 4 SPF 1650F 1.5E end verticals. WEBS 2 X 4 HF Stud *Except* Rigid ceiling directly applied or 140.0 oc bracing, Except: 18-19.1-17: 2 X 4 SPF 1650F 1.5E 6-40 oc bracing: 15-16,11-12. DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.05 17 >999 240 MT20 185/144 Vert(TL) -0.0716-17 >999 240 Horz(rL) 0.01 10 n/a n/a Weight: 171 Ib BRACING TOP CHORD Structural wood sheathing directly applied or 5-11-5 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 140.0 oc bracing, Except: 6-40 oc bracing: 15-16,11-12. WEBS 1 Row at midpt 2-16 MiTek recommends that Stabilizers and required cross bradng be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 43-8. (lb) - Max Horz18=181(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) 18, 10 except 16=208(LC 5), 12=193(1-C 5) Max Grav All reactions 250 Ib or less at joint(s) except 18=754(LC 1), 10=369(LC 1), 16=1494(LC 1), 12=1022(LC 1) CES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. CHORD 1-18=700/112, 5-15=37/277,6-7=356/11110, 7-8=353/11111,1-2=9611/11711, 2-3=28/341 BOT CHORD 16-17=120/952,15-16=373/80,11-12=275/88, 1411=32/353 WEBS 1-17=125/844, 2-117=250/103,2-16=113931194, 3-16=869/175, 3-15=115/653, 4-15=251/94, 6-12=619/159, 8-10=338/63, 6-11=-127/700, 512=514/103 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=6.Opsf: BCDL=3.6psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIrrPI 1. 7) Load case(s) 1, 7, 8 hasthave been modified. Building designer must review loads to verify that they are correct for the intended use of this I truss. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.00, Plate Increase=1.00 Continued on page 2 Is A4QT o S00/y 0 X074486 c M OF 25,2010 ® WARAIEW - VeHa dasiga parameters and RB9D 1W nM ON THIS citta INCLUDED 11I71®F RIPPBRBNCB PAGE 07.7473 rev. I0.108 SWORE USE. Design valid far use only with MrTek connectors. This design is based only upon parameters shown, and is for an individual bur mg component. Applicability of design paramenters and proper incorporation of component is responsibility of budding designer - not two designer. Bracing shown _ DKV I is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsbility of the bui ding designer. For general guidance regarding fabrication. quality control. storage, delivery, erection and bracing consult ANSI/rPil Quality Crfterla. OSB -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Two Plate institute. 281 N. Lee Sheet. Suite 312 Alexandria. VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply is forlateral support of individual web members only. Additional temporary acing to insure stability during construction is the resporuibllity of the bracing MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delvery, erection and bracing, consult ANSI/rPlt Quality Offeda, DSB-89 and SCSI Building Component R31842213 lJob-gefermMloptionall SEV MED LOT 7 C09 MONO TRUSS 4 1 Select Build, Indio, CA - 92203 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 3-9=-60,10-18=-12,1-3=120(F=60) 7) 1st unbalanced Regular. Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 3-9=-60,110-18=112,11-3=120(F=60) 8) 2nd unbalanced Regular. Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 3-9=20,10-18=12,1-3=80(F=60) • 7.060 s Jan 22 2009 MiTek Industries, Inc. Fri Jun 25 07:27:49 2010 Page 2 ® WMMNG - V n lfy design parades and READ N018S ON nUS dM) BWLUDBD AUTIRKRUERBNCB PAGE MU -7473 rev. 10.08 BBPORB US& Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not tans designer. Bracing shown is forlateral support of individual web members only. Additional temporary acing to insure stability during construction is the resporuibllity of the bracing MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delvery, erection and bracing, consult ANSI/rPlt Quality Offeda, DSB-89 and SCSI Building Component TM Greenback Lane, Suite 109 Safety Informallon available from Tans Plate Institute, 281 N. Lee Sheet, Suite 312 Alexandria- VA 71314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Pty MiTek erector. Additional permanent bracing of the overall structure is the responslbd'ity of the building designer. For general guidance regarding bracing fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/IPII Quality Criteria, DSB-89 and SCSI Bugdbrg Component 7777 Greenback Lane, Suite 109 Safety Infornaflon available from Truss Plate Institute, 281 N. Lee S Suite 312. Alexandria. VA 22314. R31842214 Lb SEV_MED_LOT_7 C09A MONO TRUSS 4 1 TCLL 20.0 Plates Increase 1.00 TC 0.84 Vert(LL) -0.21 16-17 >999 240 MT20 185/144 Reference (optionall Select ttum, Inmo, GA - UZZU3 r.uou s dan [[.duua ml I etc mausmes, Inc. r•rl dun zo ul7Zr:au zu-iu rage T 8.8.10 I 13.1-12 I 165-8 I 23.9-4 I 27.3.12 1 33.7.0 I 40.0.0 I 6$10 662 5312 5-3-12 368 6-3.4 660 Swle: Wn 1' 1 0z5 t6 17 16 15 14 13 12 11 10 314 II 3x10 = 5x6 = 3x4 = eA = 4x4 = 3x6 = 3x4 = 6&10 662 53-12 5312 3.412 0-1-12 6-34 6-5-0 offsets X Y : 1:0-4-s 0-2-6 3:0-0-1z 0-2-12 6:0-3-8 0-1-8 9:0-1-15 Ed a 11:0-3-8 0-1-8 13:0-1-12 0-3-0 16:0-30 0-3-0 17:0-3-8 0-1-8 MiTek erector. Additional permanent bracing of the overall structure is the responslbd'ity of the building designer. For general guidance regarding bracing fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/IPII Quality Criteria, DSB-89 and SCSI Bugdbrg Component 7777 Greenback Lane, Suite 109 Safety Infornaflon available from Truss Plate Institute, 281 N. Lee S Suite 312. Alexandria. VA 22314. LOADING (per SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.84 Vert(LL) -0.21 16-17 >999 240 MT20 185/144 TCDL 10.0 Lumber Increase 1.00 BC 0.53 Vert(TL) -0.36 16-17 >895 240 BCLL 0.0 Rep Stress Incr NO WB 0.93 Horz(TL) 0.06 12 . n/a n/a BCDL 6.0 Code IBC2006/TPI2002 (Matrix) Weight: 171 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 3-5-10 oc purlins, except BOT CHORD 2 X 4 SPF 1650F 1.5E end verticals. WEBS 2 X 4 HF Stud `Except BOT CHORD Rigid ceiling directly applied or 5-4-3 oc bracing. 18-19,1-17: 2 X 4 SPF 1650F 1.5E WEBS 1 Row at midpt 4-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 18=1367/0-3-8, 10=8/0-3-8,12=226410-3-9 (input: 0-3-8) Max Horz 18=170(LC 4) Max Uplift18=160(1-C 3), 10=57(LC 8),112=362(!-C 5) Max Gravl8=1367(LC 1), 10=84(LC 2), 12=2264(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-18=-1310/180,34=-1330/248,4-5=40/346. 5-6=-204/1716, 6-7=45/344,7-8=-44/349, 1-2=-2458/363, 2-3=-2478/377 CHORD 16-17=296/2450, 1516=303/2426, 14-15=173/1327,13-14=343/72,12-13=343f72. 11-12=1713/284, 10.11=345/69 WEBS 1-17=304/2436, 2-17=822/163, 3-15=1245/147,4-15=29/646,4-14=1906/280, 514=104/958, 6-12=1009/212, 8-11=614/157, 8-10=-44/443, 6-11=240/1528, 512=1805/279 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=6.Opsf; BCDL=3.6psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 OQ OFESS/pN 3) Provide adequate drainage to prevent water ponding. 0 S N `F 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrerd with any other live loads. ti 5) WARNING: Required bearing size at joint(s) 12 greater than input bearing size. O 0 C 6) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. y 7) Load case(s) 1, 7, 8 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this V C m truss. 74486 M 8) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 31 11 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.00, Plate Increase=1.00 " OFCA Continued on page 2 t3 25,2010 ® WARJYM - VMJy dostgn pwwndem and READ NOn;S OM MIS drum INCLUDBD All C RWBRS B PAGE MY 7473 re . 10-'08 BEFORE U58 e Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an irldrridual budding component. Appricabidty, of design paramenters and proper incorporation of component a responsibility of budding designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the resporwbil6ly of the MiTek erector. Additional permanent bracing of the overall structure is the responslbd'ity of the building designer. For general guidance regarding bracing fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/IPII Quality Criteria, DSB-89 and SCSI Bugdbrg Component 7777 Greenback Lane, Suite 109 Safety Infornaflon available from Truss Plate Institute, 281 N. Lee S Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply R31842214 Lb SEV_MED_LOT_7 C09A MONO TRUSS 4 1 Reference (optioa Select Build, Indio, CA -92203 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 3-9=-60, 10-18=12, 1-3=120(17=60) 7) 1st unbalanced Regular. Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 3-9=-60, 10-118=112,11-3=1120(F=-60) 8) 2nd unbalanced Regular. Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 3-9=-20, 10-18=-12, 1 -3= -80(F= -60j • • 7.060 s Jan 22 2009 MTek Industries, Inc. Fri Jun 25 07:27:50 2010 Page 2 ® WARMM - Derijy design param&e s and READ NOIBS ON IRIS AND INCLUDED H17WCRSPBRMWB PAGE AM 7473 ro. 10 -'OS EEPORB USE. ° Design valid for use only with MTek connectors. This design a based only upon parameters shown, and is far an individual building component. Applicability of design paromenters and proper incorporation of component B responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek" erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quaity control, storage, delivery, erecta and bracing mutt ANSI/TPII Quality C fleda, DSB-89 and BCSI Building Component TM Greenback Lane, Suite 109 Safety I.. in available from Truss Plate Insfitute, 281 N. Lee Street Suite 312, Alexandria, VA 27314. Citrus Heights, CA, 95610 Symbols IV Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4' Center plate on joint unless x, y offsets are indicated. b-4-8 dimensions shown in ft -in -sixteenths u Damage or Personal In 9 Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See SCSI. 011/16 2. Truss bracing must be designed by an engineer. For Individual lateral braces themselves 1 2 3 wide truss spacing, TOP CHORDS may require bracing, or alternative T, I, or Eliminator bracing should be considered. T T CI -2 C2-3 4 3. Never exceed the design loading shown and never a, o stack materials on inadequately braced trusses. Qu > O 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate VI-111 U v designer, erection supervisor, property owner and plates 0- ns' from outside cs° o_ U all other interested parties. edge of truss. O 5. Cut members to bear tightly against each other. C7-8 C6-7 C5 -6a- BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 b 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details available In MI Tek 20/20 B. Unless otherwise noted, moisture content of lumber software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted, this design Is not applicable for PLATE SIZE use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice is to x to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -131 1, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing Indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2006 MiTek® All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. ® 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of se design (front, back, words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ° isnot sufficient. DSB-89: Design Standard for Bracing. M!Tek SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER rcr PERFORM." ANSI/TPI 1 Quality Criteria. Installing 8, Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet: Mll-7473 rev. 10-'08 Job Truss Truss Type qty Ply TCLL 20.0 Plates Increase 1.25 TC 0.67 Vert(LL) -0.03 10-11 >999 240 MT20 185/144 TCDL 10.0 831709928 SEV_MED_LOT_7 C10D GABLE 1 1 Job Horz(fL) 0.14 10 n/a n/a BCDL 6.0 Code IBC2006/TPI2002 (Matrix) Reference o ouiup oullu, Inulu, VA-U4ZW 1.060 s Jan 22 2009 MiTek Industries, Inc. Tue May 25 09:39:05 2010 Page 1 • _ I aA-10 I 4s.s2 I 111.5-e I 2344 I n.5_8 Fs+o 6810 65-2 .5.112 5312 384 1.7.8 5312 57 Plate Offsets (X,Y): [1:0-4-9,0.2-8], [2:0-3-8,0-1-8], [3:0-4-12, Edge), [13:0-1-12,0-3-0], [16:0-4-0,Edge], [20:0-3-8.0-1-8].149:0-1-8,0-1 -0] , [51:0-1-8,0.1-0], [56:0-1-12,0-1-0], [58:0-1-12 3iIBb1' 26 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.67 Vert(LL) -0.03 10-11 >999 240 MT20 185/144 TCDL 10.0 Lumber Increase 1.25 BC 0.70 Vert(TL) -0.06 10-11 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(fL) 0.14 10 n/a n/a BCDL 6.0 Code IBC2006/TPI2002 (Matrix) Weight: 213 lb LUMBER TOP CHORD BOT CHORD WEBS OTHERS REACTIONS (lb) - BRACING 2 X 4 SPF 1650F 1.5E 'Except' TOP CHORD 1-3: 2 X 4 SPF 240OF 2.0E 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 HF Stud 'Except' WEBS 24-25,1-20: 2 X 4 SPF 1650F 1.5E 2X4HFStud All bearings 13-3-8 except Qt=length) 10=0-38, 12=0-3-8. Max Horz24=263(LC 9) Max Uplift All uplift 100 Ib or less at joint(s) 22 except 24=-1303(LC 12), 10=-407(LC 11), 16=-213(LC 15), 20=-435(LC 9), 23=-251 (LC 7), 12=-258(LC 15) Max Grav All reactions 250 Ib or less at joint(s) 23, 22, 21, 19, 18, 17 except 24=1726(LC 7), 10=708(LC 22),16=1 080(LC 8), 20=1326(LC 8), 12=1137(LC 22) Structural wood sheathing directly applied or 3-9-2 oc puffins, except end verticals. Rigid ceiling directly applied or 3-1-7 oc bracing. 1 Row at midpt 1-20, 2-16, 8-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-24=-1502/1185, 34=-3059/2798,4-5=-2584/2483,5-6=-1886/2126,6-7=-2205/1959, 7-8=-1611/13(>4,8-9=-1306/1307.1-2=-2976/2949,2-3=-3130/3231 BOT CHORD 2324=-878/912, 22-23=-1681/1667, 21-22=-2403/2517, 20-21=-4120/4153, 19 -20= -1960/1966,18-19=-2763/2769,17-18=-3565/3491,16-17=-5058/5064, 15-16=-3663/3567, 14-15=-2711/3037, 1314=-1909/2046, 12-13=-1909/2046, 11-12=-1646/1455, 10-11=-691/1010 WEBS 1-20=-3209/3142,2-20=-1410/595,2-16=-1759/1624, 316=-1283/563,3-15=-1073/1543, 4-15=-656/542, 4-14=-1132/954, 5-14=-436/594, 8-11=-595/458, 6-12=-992/530, 5-12=-1259/178,6-11=-918/1493,8-10=-1072/799 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=6.Opsf; BCDL=3.6psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 4) Provide adequate drainage to prevent wafer ponding. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 1-4-0 oc. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/rPI 1. y[i Y1N6'"Vli4ifFj?1tfiQit %9s1ht7/fLIZYfFslt(Y R $'R21 iSS ON SKIS AM INCLUDED Aff=REFGRENCB PAGE bII 1s74773 hre g . 10- 08 BEFORE USE, 9) ( FL4 64 f)b1R@ Q4Ri t4.9{il [fI Sl $d3 4n94B8B fi i Ps4il1A4 ]%19fg SARi3frtamgc&mponent. 'onfintppababilppg"sign paromenters and proper incorporation of component is responsibility of budding designer - not tens designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 281 N. Lee Street. Suite 312. Alexandria, VA 22314. By 25,2010 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss TypeQty Ply 831709928 SEV_MED_LOTJ C10D GABLE 1 1E 0 NOTES 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 3-9=-60,10-24=-12,1-3=-120(F=-60) • t.ubu s Jan 22 ZUU9 MI I eK Industries, Inc. Tue May 25 09:39:05 2010 Page 2 ® WARNING-VerJ&daigaparsxme-. and READ NOTES ON THIS AND INCL TIDED AHTFCREFERENCE PAGE A.III- 7473 neo. 20-508EEPOREUSE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and u for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of binding designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Imiiiuie. 281'N. Lee Street. Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) -0.05 2-6 >999 240 831709929 SEV_MED _LOT _7 CG08 ROOFTRUSS 2 1 Lb BCLL 0.0 Rep Stress Incr NO WB 0.80 Horz(TL) 0.03 5 n/a n/a Referenceo ' Select Build, Into, CA - 92103 7.060 s Jan 22 2009 MiTek Industries, Inc. Tue May 25 09:39:06 2010 Page 1 I 0-Bd 6-0.1 5-23 a6 II smie -1216 4 Uis = LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) -0.05 2-6 >999 240 MT20 185/144 TCDL 19.0 Lumber Increase 1.25 BC 0.47 Vert(TL) -0.14 2-6 >947 240 BCLL 0.0 Rep Stress Incr NO WB 0.80 Horz(TL) 0.03 5 n/a n/a BCDL 7.0 Code IBC2006/TPI2002 (Matrix) Weight: 37 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 5-5-4 oc purlins, except end BOT CHORD 2 X 4 SPF 1650F 1.5E verticals. WEBS 2 X 4 HF Stud 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 4-5: 2 X 4 SPF 165OF 1.5E iTek recommends that Stabilizers and required cross bracing b! ] FiMnstalledduring truss erection, in accordance with Stabilizer stallation guide, REACTIONS (Ib/size) 5=934/Mechanical, 2=557/0-4-15 Max Horz2=136(LC 4) Max Uplift5=-94(LC 3), 2=-60(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1580/91, 3-4=-254/25, 4-5=-436/100 BOT CHORD 2-6=-130/1513, 5-6=-130/1513 WEBS 3-5=-1404/144 AMPTES Win Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-78 Trapezoidal Loads (plf) Vert: 2=-4(F=37, B=37) -to -4=-218(F=-70, B=-70), 2=-0(F=7, B=7) -to -5=-39(F=-13, B=-13) Sooty 7Z off. 74486 M (P 1-11 CI OF CAL1F ( ,2010 ® NARKING -Verify design pammcters and READ NOTES ON THIS AM INCL EMED AfTTZK REFERENCB PAGE MI -7473 non. I0-'08 BBPORE USE, Design valid for we only with M7ek connectors. This design B based only upon parameters shown, and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability, during construction is the responsibility of the _ MiTek+ erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ,o fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 281 N. Lee Street. Suite 312. Alexandria, VA 22314. Clrus Heights, CA, 95610 Job russ Truss Type Qty Ply DEFL in (lac) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.96 R31709930 SEV_MEO_LOT 7 D01D MONO TRUSS 1 1 Vert(TL) -0.1110-11 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.81 Job Reference (optional) 12 Band, maw, w 3x6 = 7.060 s Jul 30 2008 MiTek Industries, Inc. Tue May 25 11:56:212010 Page 1 18-5-0 23.9-4 i 29-1-0 34-0-12 404-0 5-5A 5-3-12 5-3.12 5-312 5-74 Scale =1:44.8 b25 12 4.6 = ME 3x6 = 3.10 = 3x8 = 3.4 = 3x8 = 3x4 II • I 18-5-8 2394 27-" 29-1-0 344-12 40-0-0 5-5-8 5-312 3-84 1-7-8 5-312 5-74 Plate Offsets (X,Y): [2:0-3-12.0-3-01, [3:0-3-7.0-2-01, [5:0-4-8.0-1-81, [7:0-3-8.0-1-81, (9:0-3-8.0-1-81, [10:0-3-8.0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.96 Vert(LL) -0.05 10-11>999 240 MT20 185/144 TCDL ,10.0 Lumber Increase 1.25 BC 0.52 Vert(TL) -0.1110-11 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.81 Horz(TL) 0.04 6 n/a n/a BCDL 6.0 Code IBC2006/TPI2002 (Matrix) Weight: 104 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-7-2 oc purlins, BOT CHORD 2 X 4 SPF 1650F 1.5E except end verticals. WEBS 2 X 4 HF Stud BOT CHORD Rigid ceiling directly applied or 5-7-6 oc bracing. WEBS 1 Row at midpt 2-11, 3-10, 4-9, 5-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 11=437!0-38, 6=369!0-3-8, 9=1118!0-38 Max Harz 11=140(LC 12) Max Uplift 11=-493(LC 9), 6=-512(LC 14), 9=-366(LC 13) QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE Max Grav 11=837(LC 8), 6=815(LC 7), 9=1274(LC 8) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. OP CHORD 1-2=-1541/1480,2-3=-2176/1591, 3-4=-142911735.4-5=-1727/1375,5-6=-765/527 OT CHORD 10-11=-1429/2220, 9-10=-1613/1370, 8-9=-1324/1748, 7-8=-749/1410, 6-7=-1254/1329 WEBS 3-9=-1070/545, 2-10=-635/492, 2-11=-2100/1622, 3-10=-1545/2480, 4-7=-562/545, 4-9=-2362/1654,5-7=-1389/1734 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=6.Opsf; BCDL=3.6psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6) This truss has been designed for a total drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 27-0-0 for 200.0 plf. 7) Graphical puriin representation does not depict the size or the orientation of the purtin along the top and/or bottom chord. LOAD CASE(S) Standard ® w ARNING - v.tfy dai4n paxs:met and READ NOTES ON THIS AND INCLUDED 6TITSRREFERENCE PAGE 6467473 rad. 10'08 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design pcmmenten and proper incorporation of component is responsibility of bolding designer- not tens designer. Bracing drown B for lateral support of individual web members only. Additional temporary bracing to insure stobifity during construction is the responsibillity, of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding - fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI funding Component 7777 Greenback Lane, Suite 109 Safety Inlormalion avoilable from Truss Plate Institute, 281 N. Lee Street. Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 IN Job Truss Truss Type Qty Ply CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 R31709931 SEV_MED_LOT_7 D02 MONO TRUSS 10 1 BC 0.28 Vert(TL) -0.11 10-11 >999 240 BCLL 0.0 Rep Stress Incr NO Job Reference (optional) •^ --• - ^ - -- r.uou s um su -0 M1 i eK Inausmes, mc. I ue may za 11:ob:ss zulu rage 1 18-5-8 23-9-4 29-1-0 34-4-12 40-0-0 5-5-8 5-3.12 5-3-12 5-3-12 5-74 Scale - 1:44.8 12 025 12 3x6 = 3x8 = 3x6 = 4.4 = 3x4 = 3.4 = 3x4 = 3x4 II • 18-5-8 23-94 27-5-8 X29-1-0 344-12 40-0-0 5-5.8 5-3-12 3-84 1-7-8 5-3-12 5-74 IF Plate Offsets (X,Y): [2:0-1-12,0-3-41, [5:0-4-8.0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.90 Vert(LL) -0.05 10-11 >999 240. MT20 185/144 TCDL 10.0 Lumber Increase 1.25 BC 0.28 Vert(TL) -0.11 10-11 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.79 Horz(TQ 0.01 6 n/a n/a BCDL 6.0 Code IBC2006/TPI2002 (Matrix) Weight: 104 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD ' Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2 X 4 SPF 1650F 1.5E except end verticals. WEBS 2 X 4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 9-10. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 11=437/0-3-8, 6=369/0-3-8, 9=1118/0-38 Max Hoa 11=140(LC 4) Max Uplift 11=-92(LC 3), 6=-66(LC 5), 9=-21 O(LC 5) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. OP CHORD 2-3=-788/195, 3-4=-37/340, 4-5=-489/130, 5-6=-322/85 OT CHORD 10-11=-134/783, 9-10=-336/93, 8-9=-61/485, 7-8=-61/485 WEBS 3-9=-723/199, 2-10=-268/125, 2-11=-645/166, 3-10=-234/1169, 4-9=-872/164, 5-7=-75/421 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=6.Opsf; BCDL=3.6psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ; his truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/rPI QRQF ESS/n O.ql 6) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chard. O S0 0Aj F LOADCASE(S) Standard i 0_ 0 O2 ? LU rn Or 74486 EXP. 1-11 s'T IV 1 OFC 25, 2010 ®WARNING- Vc Qkt design paramcfers and READ NOTES ON THIS ANDINCL UDED AIITEKREFERENCE PAGE IHU- 7473 rev. 10-'088EPOREtISE, Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown -s for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the respomibillity of the MiTek` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardi_ng .. fabrication, quality control, storage, delivery, erection and bracing consult ANSI/TPII Ouerrty Criterla, DSR -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute- 281 N. Lee Street. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 Job rusS Truss Type Qty Ply R31709932 St"V_MED_LOT 7 D03D GABLE 1 1 Job Reference o tional x;—i G.iid, i ii., CA 92203 - 7.060 s Jul 30 2008 MiTek Industries, Inc. Tue May 25 11:56:47 2010 Page 1 18-5-8 _ 23-9-4 29-1-0 34-4-12 40-0-0 5-5-8 5-3-12 5-3-12 5-3-12 5-74 Scale =1:44.8 025 12 40 = 4x4 = 3x8 = 3.6 = 4x4 = 4x4 = 3x4 = 44 = 3x4 II 23 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. • t 18-5-8 23-94 29-1-0 34-4-12 40-0-0 5-543 5312 5312 5312 5-74 Plate Offsets (X,Y): [1:0-2-1 Edge1.12:0-3-12,0-3-01 15:0-4-8 0-1-81 126:0-1-8 0-1-01 [28:0-1-8 0-1-01 [33.0-1-8 D-1-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.86 Vert(LL) n/a n/a 999 MT20 185/144 TCDL 10.0 Lumber Increase 1.25 BC 0.36 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.49 Horz(TL) 0.03 • 6 n/a n/a BCDL 6.0 Code IBC2006/TPI2002 (Matrix) Weight: 131 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 5-5-10 oc puffins, BOT CHORD 2 X 4 SPF 1650F 1.5E except end verticals. WEBS 2 X 4 HF Stud BOT CHORD Rigid ceiling directly applied or 5-10-12 oc bracing. OTHERS 2 X 4 HF Stud WEBS 1 Row at midpl 2-21, 3-18,4-14, 5-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS All bearings 27-0-0. (lb) - Max Harz 21=140(LC 12) Max Uplift All uplift 100 Ib or less atjoint(s) 8, 15, 20, 19 except 21=467(LC 9), 6=-561(LC 14), 14=-228(LC 13), 18=-167(LC 13), 10=-150(LC 13), 7=-106(LC 7) Max Grav All reactions 250 Ib or less at joint(s) 7, 8, 9, 11, 12, 16, 17, 20, 19 except 21=612(LC 8), 6=721 (LC 7), 14=559(LC 8), 18=534(LC 8), 10=456(LC 8) ORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-149611477,2-3=-1470/1488.3-4=-1391/1418.4-5=-1322/1340, 5-6=-615/508 BOT CHORD 20-21=-1468/1447, 19-20=-630/607, 18-19=-364/343, 17-18=-1339/1329, 16 -17= -585/575,15 -16=-292/282,13-14=-1252/1256,12-13=-911/915,11-12=-581/585, 10-11=-283/287, 9-10=-1252/1303, 8-9=-768/820,7-8=-502/553, 6-7=-235/286 WEBS 3 -14= -763/501,2 -18=-823/521,2-21=-1488/1498,3-18=-1396/1392,4-10=-825/574, 4-14=-1436/1433,5-110=-1391/1368 NOTES 1) Unbalanced roof live loads have been considered for this design. Q flFE$S%ON 2) Wind: ASCE 7-05; 95mph; TCDL=6.Opsf; BCDL=3.6psf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard 0, SO0/>,/0, ,' Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. V 2 2 4) Provide adequate drainage to prevent water ponding. C7m 5) All plates are 2x4 MT20 unless otherwise indicated. LU '74486 6) Gable requires continuous bottom chord bearing. 1 31 11 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. \ 10) This truss has been designed for a total drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist OF CAL Cont4mad4WW"bottom chord from 0-0-0 to 27-0-0 for 200.0 plf. y 25,2010 A WARWM-Vcrt&design p—rncf rs and READ NOTES ON THIS AND INCLUDED 117TEi REFERENCE PAGEAlff-7473r . I0.'08 BEPORE USE. `' Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer- not tens designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection arta bracing,consult ANSI/TPII Quality Criteria. DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss mate Institute. 281 N. Lee Street. Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 Job NSS Truss Type Qty Ply R31709932 SEV MED_LOT_7 D03D GABLE 1 1 Job Reference o tional beim aura, inaio, t A- vzzus 7.080 s Jul 30 2008 MTek Industries, Inc. Tue May 25 11:56:48 2010 Page 2 NOTES 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the lop and/or bottom chord. LOAD CASE(S) Standard • • ®WARNM-Vero design Pa dors and READ NOTES ON TNIS AND INCLUDED 11T7SI REFERENCE PAGE DBI -7473 neo. 10-'08BEPORBUSE. Design valid for use only with MTek connectors. This design B based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not tens designer. Bracing shown is for lateral support of individual web members ony. Additional temporary bracing to insure stability during construction B the respomibillity of the MiTek` erector. Additional permanent bracing of the overall structure is the responsibility of the bu0ding designer. For general guidance regarding fabrication, quality control, storage, dernery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plafe Institute. 281 N. Lee Street, Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3/a Center plate on joint unless x, y Failure to Follow Could Cause Property. offsets are indicated. 6-4-8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or X -bracing, is always required. See BCSI. 0.1/ Q, 2. Truss bracing must be designed by an engineer. For 1 2 3 wide truss spacing, individual lateral braces themselves TOP CHORDS may require bracing, or alternative T, I, or Eliminator cr-2 c2-3 bracing should be considered. 4 WEBS zq 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. For 4 O u 3 3 = O 4. Provide copies of this truss design to the building x 2 orientation, locate b designer, erection supervisor, property owner and plates 0- rnd' from outside a- u U all other interested parties. edge of truss. 0 CL 5. Cut members to bear tightly against each other. r c7-8 c6-7 cs s O BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 'Plate location details available in MiTek 20/20 sottwore or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 responsibility of truss fabricator. General practice is to to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: species and size, and 12. Lumber used shall be of the s p in all respects, equal to or better than that Indicated by symbol shown and/or ESR -131 1, ESR -1352, ER -5243, 96048, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2006 MiTek@ All Rights Reserved approval of an engineer. reaction section indicates joint p number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction.0 and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. MiTek is not sufficient. BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TD PERFORM.'" ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. AM MiTek Engineering Reference Sheet: MII-7473 rev. 'Aft D.B.A. BOULDERS WEST COMPONENTS 45-491 GOLF CENTER PARKWAY, INDIO, CA. 92203 0.760-347-3332 F.760-347-0202 PLEASE CONTACT SelectBulld FOR MORE INFORMATION OR QUESTIONS REGARDING THESE SHEETS PAGE: 0 OF 30 CONTENTS .........................PAG TIMBER PRODUCTS INSPECTION (LETTER) ...................................I TPI (GTI) STAMP - SEE PAGE i ............•••••• ••••••••••••••2 EXPLANATION OF ENGINEERED DRAWING • • • • • • ............ • • • • • • • • • • • • • • • •3 DETAIL FOR COMMON AND END JACKS - 16 PSF ..................... • • • • • • • • • • • ••4 DETAIL FOR COMMON AND END JACKS - 20 PSF ..................................5 SUPPORT OF B C (PRESSURE BLOCK) STANDARD OPEN END JACK..................................6 INTERIOR BEARING OFFSET DETAIL ..................................T BEARING BLOCK DETAIL 3 V BEARING .................................. 8 BEARING BLOCK DETAIL 5 %" BEARING ..................................9 UPLIFT TOE -NAIL DETAIL .................................10 LATERAL TOE -NAIL DETAIL ..................................11 WEB BRACING RECOMMENDATIONS .................................12 T -BRACE AND L-BRACE .................................13 VALLEY TRUSS DETAIL ..14 VALLEYTRUSS DETAIL (CONT'D-) .................................15 PIIRLIN GABLE DETAIL .................................16 PIIRLIN GABLE DETAIL (CONT'D) .................................1T PIIRLIN GABLE DETAIL (CONT'D) .................................. 18 PIIRLIN GABLE DETAIL (CONT'D) •........................... • • • ..19 STANDARD GABLE END DETAIL ............................ • • • • •.20 STANDARD GABLE END DETAIL (.CONT'D) .................................21 STD. REPAIR - MISSING STUD ON GABLE TRIISS ..................................... 22 STD. REPAIR - BROKEN STUD ON GABLE TRUSS ......... • . • • • • • • • • • • • • • • • • • • • • • •23 STD. REPAIR - REMOVE CENTER STIID ON GABLE TRUSS .................................24 STD. REPAIR - NOTCH 2X6 TOP CHORD ON GABLE TRUSS .................................25 STD. REPAIR - NOTCH 2X4 TOP CHORD ON GABLE TRUSS .................................26 STANDARD REPAIR DETAIL - 25% .....................................2T FALSE BOTTOM CHORD FILLER DETAIL .................................. 28 OVERHANG REMOVAL DETAIL .....................•..........•29 SCAB APPLIED OVERHANGS .................................30 PLEASE CONTACT SelectBulld FOR MORE INFORMATION OR QUESTIONS REGARDING THESE SHEETS PAGE: 0 OF 30 TOMBER - - ODUCTS March 21, 2006 To Whom It May Concern: This is to verify that Boulder West Components of Indio, CA is a subscriber in the Timber. -Products Inspection (TP) and General Testing and Inspection (GTI) Truss Quality Auditing Program. The TP and GTI Truss Quality Auditing Programs are recognized by the International Accreditation Service (IAS) with the assigned number of AA -664. TP and the GTI quality assurance marks have been recognized in the*west by the truss industry and code jurisdictions since 1969. TP currently audits truss manufacturing facilities nationwide. TP is conducting unannounced, third parry audits at the Boulder West Components of Indio, CA. This facility is currently in good standing in the TP Truss Quality Auditing Program. Boulder West Components personnel= are authorized to apply the GTI quality mark to trusses that are manufactured in accordance with the latest revision of the ANSI/TPI standards. All stamping takes place at the truss manufacturing facility, under supervision of qualified plant personnel. If you -have questions regarding the status of any plant in the TP/GTI program, please • contact Pepper Browne at (360) 449-3840 ext. 11. Sincerely, r11. r! IM Brian Hensley Truss Manager — Western Division Page # 1 . 105 SE 124th Avenue • Vancouver, Washington 98684 a 360/449-3840 - FAX: 360/449-3953 P.O. Box 919 - 1641 Sigman Road > Conyers, Georgia 30012 • 770/922-8000 - FAX: 770/922-1290 I • MANUFACTURED FOR SELECTBUILD DISTRIBUTION BOULDER WEST COMPONENTS CtT I QUAL11 r AUDITED BY TIMBER FRODUCTS INSPECTION, INC. i. DESIGN CRITERIA TC LL psf - TC --DL- - _ . psf UC. DL psf TOTALLOAD psf OUR.FACTOR SPACING Pa e # 4 4 Job russ Iruss lype UtV My DISPLAY ROOF1 COMMON 1 1 000 e e 200 r e Industries, Inc. Mon Mar 17 14:26:3903 age 1 A 2-0-0 .54-5 10.2-3 15-0-0 1019-13 24-7-11 30.0-0 32-0-0 B 2-0-0 5A-5 4-9.13 4-9-13 4-9-13 4-9-13 5-4-5 2-0-0 4x4 = 6 C 6.00 12 1x4 II 1x4 II 3x4 ! 5 7 3x4 4 8 _ ® 1x4 1x4 -- 9 3 10 2 10 pI 110 o, F - 3x6 = 3x6 = 14 13 12 3x8 = 3x6 = 3x8 = . V A 10-2-3 1019.13 30-40 B 10.2-3 9-7-11 10-2-3 Plate Offsets (X,Y): [2:0-3-0,0-1-41, [10:0-3-0,0-1-41 H LOADING (psf) i SPACING 2-0-0 J M CSI N DEFL in (loc) I/defl B PLATES GRIP TCLL 20.0 t Plates Increase 1.15 / TC 0.29 Vert(LL) -0.09 14 >999 M1120 249/190 TCDL 10.0 Lumber Increase 1.15 [` BC 0.83 Vert(TQ -0.39 12-14 >907 BCLL 0.0 Rep Stress Incr . . Y.ES . WB. 0.36 Horz(TL) .. 0.07. 10 n/a BCDL 10.0 Code BOCA/ANSI95 L a 1 st LC LL Min I/defl = 240 Weight: 158 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 U TOP CHORD Sheathed or 4-2-1 oc purlins. BOT CHORD 2 X 4 SYP No.2 Q BOT CHORD Rigid ceiling directly applied or B-6-11 oc bracing. WEBS 2 X 4 SYP No.3pp c I -t S REACTIONS (Ib/size) 2 =1317/0-3-8, 10=1317/0-3-8 TMax Horz 2--175(loed case 5) Max Uplift2=-341(load case 4), 10--341(load case 5) ` First Load Case Only V FORCES (lb) - TOP CHORD 1-2=26, 2-3=-2024, 3-4=-1722, 4-5=-1722, 5-6=-1722, 6-7=-1722, 7-8=-1722, 8-9=-1722, 9-10=-2024, 10-11 =26 BOT CHORD 2-14=1794, 13-14=1140, 12-13-1140, 10-12=1794 WEBS 5-14=-294, 7-12=-294, 3-14=-288, 6-14-742, 6-12=742, 9-12=-288 J f NOTES v b 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per BOCA/ANSI95; 90mph; h-25ft; TCDL=5.Opsf; BCDL-5.Opsf; occupancy category II; exposure C; a closed;MWFRS gable end zone; cantilever left and right exposed ; and vertical left and right exposed;Lumber DOL— 1.33 plate grip DOL =1.33. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 341 Ib uplift at joint 2 and 341 Ib uplift at joint 10. A Cumulative Dimensions M TC, BC, and Web frlaximurn Combined Stress Indices B Panel Length (feet - inches - sixteenths) N Deflections [inches) and Span to Deflection Ratio LOAD CASE(S) Standard C Slope O Input Span to Deflection Rojo D Plate Size and Orientation P MiTek Plate Allowables ;PSI) E Overall Height Q Lumber Requirements F Bearing Location R Reaction (pounds) G Truss Span (feet - inches - sixteenths) S Minimum Bearing Required (inches) H Plate Offsets T Maximum Uplift andfor Horizontal Reaction if Applicable I Design Loading (PSF) U Required Member Bracing J Spacing O.C. ;feet - inches - sixteenths) V Member Axial Forces for Load Case I K Duration of Load for Plate and Lumber Design W Notes L Code X Additional Loads/Load Cases Page ## 3 ! DETAIL FOR COMMON AND END JACKS I i MAX LOADING (psf) !SPACING 240-0 ® R TOLL 16.0 ;Plates Increase 1.25 i TCDL 1a.o Lumber Increase 1.z5 BCLL 0.0 !Rep Stress Incr YES BCD L 10.0 ( MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 X 4 SPF, HF, DF -L No.2 BOT CHORD 2 X 4 SPF, HF, DF -L No.2 MII/SAC - E -16PSF -----.------- i 4/18/2007 'PAGE 1-- BRACING MITek Industries, Inc. i TOP CHORD Sheathed..Western Division BOT CHORD Rigid ceiling directly applied. LENGTH OF EXTENSION AS DESIGN REQ'D 20'-0" MAX SPLICE CAN EITHER BE 3X6 MT20 PLATES OR 22" LONG 2X4 SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE W/ (.131"X3.0" MIN) NAILS @ 3" O.C. 2 ROWS -2-0-0 — --- - - ---- --- 8-0-0 —-----= NOTE: TOP CHORD PITCH: 4/128/12 BOTTOM CHORD PITCH: 0/124/12 _ PITCH DIFFERENCE BETWEEN TOP AND 2x4.'. BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.C. • i' SUPPORT AND CONNECTION BY OTHERS OR 2-16d COMMON WIRE (0.162 DIA. X 3.5") LGT TOE NAILS SUPPORTS SHALL BE PROVIDED i@ 4'-0" O.C. ALONG THE EXTENSION OF TOP CHORD. CONN. W/3 16d COMMO) I WIRE (0.162"DIA. X 3.5" LGT) TOE NAILS 2,— X 2x4 . 3x4 CONN. W2 16d COMMON WIRE (0'162"DIA. X 3.5- LGT) TOE NAILS B-0-0 i 6-0-0 I I _ -- EXT. I 2-0-0 4-0-0 4— L.._........... _.. ___..... .._...._._..... ......._. ..._V 2-0-0 I ' EXT. 1 .. . ...... I EXT. I 2 I EXT, I 2-0-0 I I CONN. W/3 16d COMMON WIRE (0.162"DIA. X 3.5" LGT) TOE NAILS — ---- 1 3X4 — BOTTOM CHORD LENGTH MAY BE 2'-0" OR A BEARING BLOCK. CONN. W2 16d COMMON WIRE(0.162"6IA. X 3.5") LGT TOE NAILS OR SEE DETAIL MII/SAC-7 FOR ( r 2-0-0 fiU-0 PRESSUREBLOCKING INFO. NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. 00464,33 EXP. 3-31-11 Page # 4 c va. OF CALW- AUC 14 2009 [YARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. — 17777 Greenback Lane I Design valid for use on with MiTek connectors. This design is based on upon parameters shown. and is for an individual building component. I Suite 109 E 9 N 9 N P Po n ponenl. Citrus Heights, CA, 9561 I Applicability of design paromenlers and proper incorporation of component is responsibility of building designer - not Iruss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiliily of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, OSB -89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, WI 53719. - A 7!, iTek DETAIL FOR COMMON AND END JACKS MIUSAC - 8 -20PSF 8/31/2005 PAGE 1 MAX LOADING (psf) S AL:I L' 2-0'0 BRACING I MiTek Industries, Inc. TCLL 20 .0 . Pales ncrease 1.15 TCDL 16.0 Lumber Increase 1.15 TOP CHORD Sheathed. Western Division BCU- 0.0 Rep Stress Incr YES BOT CHORD Rigid ceiling directly applied. BCDL 10.0 MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 X 4 HF, DF -L No.1 BOT CHORD 2 X 4 SPF. HE DF -L No.2 LENGTH OF EXTENSION AS DESIGN REQ'D 20'-0" MAX SPLICE CAN EITHER BE 3X6 MT20 PLATES OR 22" LONG 2X4 SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE W/ (.131"X3.0" MIN) NAILS @ 3- O.C. 2 ROWS NOTE: TOP CHORD PITCH: 3/128/12 BOTTOM CHORD PITCH: 0/124/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.C. SUPPORT AND CONNECT ON BY OTHERS OR 2-16d COMMON WIRE (0.162 -DIA. X 3.5') LGT TOE NAILS SUPPORTS SHALL BE PROVIDED @ 4'-0' O.C. ALONG THE EXTENSION OF TOP CHORD. CONN. W/3 16d COMMON WIRE (0.162"DIA. X 3.5- LGT) TOE NAILS • 2 1 3x4 - CONN. W/2 16d COMMON WIRE (.162"DIA X 3.5" LGT) TOE NAILS 8-0.0 ' BOTTOM CHORD LENGTH MAY BE T-0" " \ . \/ 3X4 = OR A BEARING BLOCK CONN. W/2 16d COMMON WIRE(0.162"DIA. X 3.5') LGT (J TOE NAILS OR SEE DETAIL MIUSAC-7 FOR 2-0.0 _ PRESSUREBLOCKING INFO. NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. ; ! T V t.A Q t`•,4 i C=046433 EXP. 3-31-1 1 Q> cry,IL Page # 5 1l` OF CALtfO P AUG 14 2009 A WARNING • Verify design parameters and READ NOTES ON TMS AND INCLUDED MITFJC REFERENCE PAGE MU 7473 BEFORE USE. 7777 Greenback Lane —.6.0 iog Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Citrus He Applicability of design paramenlers and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Heights, CA, 9561 Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibMly of the erector. Additlonal permanent bracing of the overall structure Is the responslblGly of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Crlleda, OSB -89 and BCSII Building Component j Salety Information avallabte from Truss Plate Institute, 583 D'Onoldo Drive, Madison, WI 53719. Mi 7 `'e / k B -0-O 6-0-0 1 EXT. 2-0-0 4.0-0 2.0-0 EXT. EXT 2-0-0 EXT. 2-0-0 2-0-0 CONN. W/3 16d COMMON WIRE (0.162"DIA X 3.5' LGT) TOE NAILS ' BOTTOM CHORD LENGTH MAY BE T-0" " \ . \/ 3X4 = OR A BEARING BLOCK CONN. W/2 16d COMMON WIRE(0.162"DIA. X 3.5') LGT (J TOE NAILS OR SEE DETAIL MIUSAC-7 FOR 2-0.0 _ PRESSUREBLOCKING INFO. NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. ; ! T V t.A Q t`•,4 i C=046433 EXP. 3-31-1 1 Q> cry,IL Page # 5 1l` OF CALtfO P AUG 14 2009 A WARNING • Verify design parameters and READ NOTES ON TMS AND INCLUDED MITFJC REFERENCE PAGE MU 7473 BEFORE USE. 7777 Greenback Lane —.6.0 iog Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Citrus He Applicability of design paramenlers and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Heights, CA, 9561 Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibMly of the erector. Additlonal permanent bracing of the overall structure Is the responslblGly of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Crlleda, OSB -89 and BCSII Building Component j Salety Information avallabte from Truss Plate Institute, 583 D'Onoldo Drive, Madison, WI 53719. Mi 7 `'e / k SUPPORT OF B.C: OF STANDARD OPEN END MII/SAC - 7 3/30/2004 PAGE 1 JACK USING PRESSURE BLOCKS • • CAI St. GIR CAL GIRO Loading (PSF): BCDL 10.0 PSF MAX 2x4 bot. chord Carrier truss of jack i (.131"X3.0" MIN) I _J rraiCS (Iyp) 2x4 block 1` jack between Jacks, -6 truss ' nailed to carrier bch(typ) w/6 W/(.131"X3.(r MIN) nails spaced at 3" o.c. PARTIAL FRAMING PLAN OF CALIFORNIA HIP SET WITH SUB GIRDER BC of carrier truss I"X3.0" MIN).NAILS (typ) 4 . 24' TYP CHORD OF OPEN END JACK BC w/ 6-(.131"X3.0" MIN) NAILS @ 3" D.C. Page # 6 ® rVARMNG • Varlfy desfgn parameters and READ NOTES ON TRIS AND INCLUDED MITER REFERENCE PAGE NW.7473 BEFORE USE. Design valid for use only vAlh Mff ek conneclors. This design Is based only upon parameters shown. and Is for an Individual building component. ApplicnbiGly of design paromenters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responslblllily of the erector. Addt lonal permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, OSB -89 and BCSII Building Component Safety Information available Irom Truss Plate Institute, SB3 D'Onofrfo Drive. Madison, WI 53719. MiTeK Mustrles, Inc. Western Division 0046433 EXP 3-31-11 CIVIL. ! \OF CAtdO O AUG 14- 2009 7777 Greenback Lane m® Suite fog Citrus Heights. CA. 9561 ARM MiTek INTERIOR BEARING OFFSET DETAIL MII/SAC - 6 3/30/2004 PAGE 1 • NOTE: INTERIOR BEARINGS MAY SHIFT TO THE LEFT OR RIGHT A DISTANCE EQUAL TO THE DEPTH OF THE BOTTOM (d). (7 1/2" MAX) BOTTOM CHORD PITCH MAY VARY NOTE: THIS DETAIL MAY BE USED FOR ROOF OR FLOOR.TRUSS DESIGNS . DOUBLE WEB JOINT SINGLE WEB'JOINT TRIPLE WEB JOINT d jPage # 7 k-WARHINO • VerW design parameters and READ NOTED ON THIS AND INCLUDED rdT7ZK AEFMZF.NCE PAGE KEr-7473 BEFORE USE. Design void for use only wllh Mlfek connectors. This design Is based only upon paramelen shown and Is far an Ind'rvlduat building component. Appflcoblay of design paromeniers and proper Incorporation of component Is responslbilly of bullding designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Addlllonbl lemparary bracing to Insure stability during construction is the responslbUMy at the erector. Addlllonal paimonenl.brocing of the overall structure k the responslbl0ly of the bullding designer. For general guidance regarding ci labrkoilon, quallly conlrot, storage, delivery, erection and bran. , c.null ANSI/TPII Quality Crilerlo, DSR -69 and BCSI1 Bunding Component Safety Information available from Trust Plate Inslllule. SM D'Onofrlo Drive, Madison, WI 53719. MI I elt Inuustries, Inc. Western Division AUG 14 1009 7777 Greenback Lane sine log Mus Heights, CA, 95 6D BEARING BLOCK DETAIL 3 112" BEARING MII/SAC - 3A 3/25/2004 PAGE 1 REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES IMPORTANT This detail to be used only with one ply trusses (EXCEPT AS NOTED BELOW) with a D.O.L. lumber increase of 1.15 or higher. Trusses not fitting these criteria should be examined individually. 0-3-8 ACTUAL BEARING SIZE; 1p BOTTOP: CHORD ROWS o 3" O.C. ii2 TOTAL RAILS) 2x8 BOTTOM CHORD ROWS @ 3" O.C. ;if. TOTAL NAILS! SYP- I ALLOWABLE 5 O CHORD SIZE LUMBER .' REACTION AND GRADE (Ip) Ni*11I,1'I•IG Pl{I'TE RNNOTE -..... .._...------------ (NOTE 1)--•--- 4,5 ( ) — HF ctP 2966 - -'x4 50 70M c4ORD -- -J-- _ —3281 2 ROWS @ 3" O.C. --Ce---'- I-- — TO'T.'AL. NAILS) HF i 2126 SPF 2231 I 2957 1p BOTTOP: CHORD ROWS o 3" O.C. ii2 TOTAL RAILS) 2x8 BOTTOM CHORD ROWS @ 3" O.C. ;if. TOTAL NAILS! SYP- I _ DF3281 — _ -- - P F .._._.._.--.. 2126 BEARING LE;y;_.. 2231 -- - sYP--;— _2966 )- OF I 3281 — HF ! 2126 SPF ! 2231 ryll I eK Inoustrles, Inc. Western Division 6EARII4G BLOCK I BEARING BLOCK d WOOD BEARING ALLOWABLE LOADS ALLOWABLE LOADS ALLOWABLE LOAD iib) EQitIV:yiEN'P BEARING LE;y;_.. (NOTE4) ------_-.— (NOTE 4L---iTO_4' 929 3895 0-4-9 I 855 4136 0-4-6 736 2862 0-4-11 i 726 i 2957 0-4-10 I— --1393 I 4359 j 0-5-2 i 1282 4563 0-4.13 --- - - - _. _' ....... 1104 3230 - — — — -r... ........ — 0-5-5 — .... '-- - --- 1089 --=-- 3320 — 1858--- 4824 0-5-11 i• 1710--- 4991 I _ . 0-5-6 1472 3598 0-5-14 1452 3683 0-5-12 FOR 2X10 BOTTOM CHORD USE 2X8 BOTTOM CHORD VALUES. 4" MINIMUM HEEL HEIGHT • 22 1/2" SLCGK BRG BLOCK 7'D BE SAME SIZE, GRADE, b SPECIES AS EXISTING BO'CTOM CHORD. APPLY TO ONE FACE OF TRUSS 1 12" BLCCK i —.._._-.----- v ;ASE 2 EX`P1 -31CQQb433 -11 OF CAU AUG 14 2009 NOTES: 1. USE LOWER OF TOP PLATE OF BEARING WALL OR BOTTOM CHORD OF TRUSS WOOD SPECIES. 23HE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. NAILS DESIGNATED ARE (.131'• DIAM. x 3") MINIMUM 4. FOR BEARINGS NOT NEARER THAN 3" TO THE END OF A MEMBER (CASE 2), THESE VALUES MAY BE MULTIPLIED BY A BEARING FACTOR OF 1.03 5. THE TABLE VALUE CAN BE DOUBLED FOR A 2 -PLY TRUSS PROVIDED THAT THE LENGTH OF THE BLOCK IS T-0" LONG MIN. AND BLOCKS ARE ATTACHE TO EACH SIDE OF 2 -PLY TRUSS WITH NAILING PATTERN AS SPECIFIED AND 2- 1/2 A307 BOLTS TO CONNECT ALL 4 PLIES TOGETHER. LOADS BASED ON FOLLOWING Fc PERPENDICULAR VALUES: y SYP = 565 psi DF = 625 psi HF = 405 psi SPF = 425 psi NOTE: VALUES DO NOT INCLUDE MSR LUMBER WITH "E'• VALUES GREATER THAN 1,900,000 PSI OR NON -DENSE GRADE LUMBER. Page #777 8 ® tVARNIN_ G verify design parameters and READ NOTES ON THIS AND INCLUDED 1 rTEK RF,FFRENCE PAGF- 1!11.7473 BEF'ORF. USE. SuBe GDr9enback lane Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for on individual building component. Citrus Heights. CA. 9561 -- Applicability of design paromenters and proper incorporation of component is responsibility of building designer • not truss designer. Bracing shown is far lateral support of individual web members only. Additional Temporary bracing to insure stability during construction is the responsibillily of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB•89 and BCSII Building Component M/Tek® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. BEARING BLOCK DETAIL 5 112" BEARING MIIISAC - 4A 3125/2004 PAGE 1 western Division REFER TO INDIVIDUAL TRUSS DESIGN j FOR PLATE SIZES AND LUMBER GRADES IMPORTANT This detail to be used only with one ply trusses (EXCEPT AS NOTED BELOW) with a D.O.L. lumber increase of 1.15 or higher. Trusses not fitting these criteria should be examined individually. . .... ...._.......... ....... -- .. ------ --- ---- -- ------ ---- 0-5-8 ACTUAL BEARING SIZEWITH BEARING BLOCK APPLIED ON ONE SIDE OF TRUSS •,1, • rZE LUMBER ALLOWABLE REACTION 1 REARING BLOCK '. BEARING BLOC;: 6 WOOD r -._LE L :c BEF2ING ALLOWABLE LOAVS n ;,:,; C4.,DRD S.' AND GRADE (1b) ALLOWABLE LOADS — ALLOWABLE LOAD llbl I — --- ...- --- ....._........ TOTALl Iv l S ING ENG` " -4,5) NOTE 1 NOTE (NOTE 4) NOTE 4 SYP 4661 -.929 - - ---... 5590 0-6-9 - _ BOTTOM CORDt.F - - 5156 --._ + ........ 855 ; 6011 0-6-6 ROWS @ 3" O.C. lF TO"'P.L NAILS! ---- ---- HF — i 3341 736 4077 ; 0-6-11 SPE i 3506 I j_ 726 4232 0-6-10 4661 1393 6054 7.Z SYP —_... — -- ...-': ---..._..---------0 ...... . CHORD _—DF -- 5156 1282 i 6438 ; 0-6-13 BOTTOM R. 1 3" .3.C. 19F i 3341 i 1104 4445 0 7-5 ,LAI ) 3506 1089 I 4595--.._._... 0_.__..._.. SPF---J- 4661 1858 - 6519 -'--......__..._..._.._. .... . 0-7-11 SYP 1 X 2:•:S BOTTOM CHORD j DF 5156 -+ -- 1710 I 6866 0-7-5 4 ROWS -@ 3" O.C. r--- 3341 1472 i 4813 0-7-14 ..._.. -----'--.._ .... . ll6 TOTAL PAILS) --'-H --'' i SPF --- 3506 1 --- 1452--- ---------------__....._... 4958 - i 0-7-12 FOR 2X10 BOTTOM CHORD USE 2X8 BOTTOM CHORD VALUES. 4" MINIMUM HEEL HEIGHT • CASE1 ` BRG BLOCK TO BE SAME 22 1/2" BL,.& SIZE, GRADE, 6 SPECIES I AS EXISTING BOTTOM CHORD. APPLY TO ONE FACE OF TRUSS i 12" BLOCK i NOTES: AUG 14' 2009 1. USE LOWER OF TOP PLATE OF BEARING WALL OR BOTTOM CHORD OF TRUSS WOOD SPECIES. 23HE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. NAILS DESIGNATED ARE (.131" DIAM. x 3") MINIMUM 4. FOR BEARINGS NOT NEARER THAN 3" TO THE END OF A MEMBER (CASE 2), THESE VALUES MAY BE MULTIPLIED BY A BEARING FACTOR OF 1.03 '5. THE TABLE VALUE CAN BE DOUBLED FOR A 2 -PLY TRUSS PROVIDED THAT THE LENGTH OF THE BLOCK IS T-0" LONG MIN. AND BLOCKS ARE ATTACHE TO EACH SIDE OF 2 -PLY TRUSS WITH NAILING PATTERN AS SPECIFIED AND 2- 1/2 A307 BOLTS TO CONNECT ALL 4 PLIES TOGETHER. LOADS BASED ON FOLLOWING Fc PERPENDICULAR VALUES: SYP = 565 psi DF = 625 psi HF = 405 psi SPF = 425 psi NOTE: VALUES DO NOT INCLUDE MSR LUMBER WITH "E" VALUES GREATER THAN 1,900,000 PSI OR NON -DENSE GRADE LUMBER. Page # 9 WARMNG -Verify design parameters mrd READ NOTES ON THIS AND LFCLVDED WrES REFERENCE PAGE ,N11-7473 HEFDRE USE. .7777 Greenback Lane Suite ®"'!® Design valid for use only with M1Heek connectors. this design is based only upon parameters shown. and is for on individual building component. Citrus Heights, CA, 9561 yy Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 4 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consul) ANSI/IPII Quality Criteria, OSB -89 and BCSI1 Building Componenf M iTek® Safety Information available from truss Plate Institute, 583 D'Onolrio Drive. Madison. WI 53719. • UPLIFT TOE -NAIL DETAIL iiiii. 4_ Rp NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND.STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIE OR TOP PLATE SPECIES FOR MEMBERS OF DIFFERENT SPECIES. SIDE VIEW NEAR SIDE MII/SAC - 24 1 11/18/2004 1 PAGE 1 NEAR SIDE TOI OF END VIEW VIEWS SHOWN ARE FOR FAR SIDE ILLUSTRATION PURPOSES ONLY VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) -16d NAILS (.162" diam. x 3.5") WITH SPF SPECIES TOP PLATE For Wind DOL of 1.33: 3 (nails) X 36.8 (Ib/nail) X 1.33 (DOL for wind) = 146.8lb Maximum Allowable Uplift Reaction Due To Wind For Wind DOL of 1.60: 3 (nails) X 36.8 (Ib/nail) X 1.60 (DOL for wind) = 176.61b Maximum Allowable Uplift Reaction Due To Wind If the uplift reaction specified on the Truss Design Drawing is more than 146.8 lbs (176.6 lbs) another mechanical uplift connection must be used. USE (3) TOE -NAILS ON 2x4 BEARING WALL '« USE (4) TOE -NAILS ON 2x6 BEARING WALL Page # 10 ® WARNING . Varify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE kUR7473 BEFORE USP, Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. Applicability of design paromenlers and proper Incorporation of component Is responsibility of building designer - not Iruss designer. Bracing shown Is for lateral support of individual web members only. Addiilonal temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabricalion, quality control storage, delivery, erection and bracing, consul) ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Building Component Safety Information ovolloble from Truss Plate Institute, 583 D'Onoldo Drive, Madison, WI 53719. MiTek Industries, Inc. Western Division Q C04W3 A EXP.3-31-11 t, OF AUG 1'4 2009 7777 Greenback Lane tee® Suite 109 Citrus Heights, CA. 9561 C MR (MiTek® TOE -NAIL WITHDRAWAL VALUES PER NDS 2001 (Ib/nail) DIAM. SYP DF HF SPF SPF -S C7 .131 58.5 46.1 31.6 29.8 20.3 Z p .135 60.3 47.5 32.6 30.7 20.9 J .162 72.3 57.0 39.1 36.8 25.1 ri p .128 53.1 41.8 28.7 27.0 18.4 Z 0 .131 54.3 42.8 29.3 27.7 18.8 N .148 61.4 48.3 33.2 31.3 21.3 (D .120 45.9 36.2 24.8 23.4 15.9 O .128 49.0 38.6 26.5 25.0 17.0 J o .131 50.1 39.5 27.1 25.6 17.4 .148 56.6 44.6 30.6 28.9 19.6 VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) -16d NAILS (.162" diam. x 3.5") WITH SPF SPECIES TOP PLATE For Wind DOL of 1.33: 3 (nails) X 36.8 (Ib/nail) X 1.33 (DOL for wind) = 146.8lb Maximum Allowable Uplift Reaction Due To Wind For Wind DOL of 1.60: 3 (nails) X 36.8 (Ib/nail) X 1.60 (DOL for wind) = 176.61b Maximum Allowable Uplift Reaction Due To Wind If the uplift reaction specified on the Truss Design Drawing is more than 146.8 lbs (176.6 lbs) another mechanical uplift connection must be used. USE (3) TOE -NAILS ON 2x4 BEARING WALL '« USE (4) TOE -NAILS ON 2x6 BEARING WALL Page # 10 ® WARNING . Varify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE kUR7473 BEFORE USP, Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. Applicability of design paromenlers and proper Incorporation of component Is responsibility of building designer - not Iruss designer. Bracing shown Is for lateral support of individual web members only. Addiilonal temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabricalion, quality control storage, delivery, erection and bracing, consul) ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Building Component Safety Information ovolloble from Truss Plate Institute, 583 D'Onoldo Drive, Madison, WI 53719. MiTek Industries, Inc. Western Division Q C04W3 A EXP.3-31-11 t, OF AUG 1'4 2009 7777 Greenback Lane tee® Suite 109 Citrus Heights, CA. 9561 C MR (MiTek® Ll LATERALTOE-NAIL DETAIL MII/SAC - 25 11/18/2004 PAGE 1 MiTek Industries, Inc. R Q NOTES: Western Division 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES FOR MEMBERS OF DIFFERENT SPECIES. VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) -16d NAILS (.162" diam. x 3.5") WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (Ib/nail) X 1.15 (DOL) = 317.0 Ib Maximum Capacity o C04W3 5.00° EXP. 3-31 -1 1' SQUARE CUT SIDE VIEW (2x4, 2x6) 3 NAILS NEAR SIDE - -t FAR SIDE NEAR SIDE SIDE VIEW (2x3) 2 NAILS NEAR SIDE --i FAR SIDE `\U 2 �Of CAUFCR \.. U2 /* VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY j 45 DEGREE ANGLE i BEVEL CUT SIDE VIEW (2x3, 2x4) 2 NAILS NEAR SIDE /\ NEAR SIDE 45.00° - - -- SIDE VIEW y . (2x6) 3 NAILS 77/ NEAR SIDE \ NEAR SIDE NEAR SIDE Page # 11 ® WARNING -Verify design parameters and READ NOTES ON TMS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with M1ek conneclors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not Truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stabifily during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage. delivery, erection and bracing, consult ANSI/TFII Quality Criteria, DSB-89 and BCSII Bullding Component Safety Information available from Truss Plate Institute, 583 D'Onolrio Drive. Madison, WI 53719. 7777 Greenback Lane Wi® Suite 109 Citrus Heights, CA, 95514 MMILM MiTek® r TOE -NAIL SINGLE SHEAR VALUES PER NDS 2001 (Ib/nail) DIAM. SYP DF HF SPF SPF -S O .131 88.1 80.6 69.9 68.4 59.7 Z p .135 93.5 85.6 74.2 72.6. 63.4 J un .162 118.3 108.3 93.9 91.9 80:2 ri O Z 128 84.1 76.9 66.7 65.3 57.0 0131 -- 88.1 60.6 69.9 68.4 59.7 N .148 106.6 97.6 84.7 82.8 72.3 Cl) O 120 73.9 67,6- 58.7 57.4. ,. 50.1 . Z O - .128 84.1 76.9 66.7 65.3 57.0 J c.131 88.1 80.6 69.9 68.4 59.7 C' .148 106.6 97.6 84.7 82.8 72.3 VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) -16d NAILS (.162" diam. x 3.5") WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (Ib/nail) X 1.15 (DOL) = 317.0 Ib Maximum Capacity o C04W3 5.00° EXP. 3-31 -1 1' SQUARE CUT SIDE VIEW (2x4, 2x6) 3 NAILS NEAR SIDE - -t FAR SIDE NEAR SIDE SIDE VIEW (2x3) 2 NAILS NEAR SIDE --i FAR SIDE `\U 2 �Of CAUFCR \.. U2 /* VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY j 45 DEGREE ANGLE i BEVEL CUT SIDE VIEW (2x3, 2x4) 2 NAILS NEAR SIDE /\ NEAR SIDE 45.00° - - -- SIDE VIEW y . (2x6) 3 NAILS 77/ NEAR SIDE \ NEAR SIDE NEAR SIDE Page # 11 ® WARNING -Verify design parameters and READ NOTES ON TMS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with M1ek conneclors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not Truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stabifily during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage. delivery, erection and bracing, consult ANSI/TFII Quality Criteria, DSB-89 and BCSII Bullding Component Safety Information available from Truss Plate Institute, 583 D'Onolrio Drive. Madison, WI 53719. 7777 Greenback Lane Wi® Suite 109 Citrus Heights, CA, 95514 MMILM MiTek® MARCH 12, 2009 1 WEB BRACING RECOMMENDATIONS I ST-WEBBRACE aaaa 0 00 0 00 ID MiTek Industries, Inc. MTek Industries, Chesterfield, MO Page 1 of 1 "Bay size shall be measured in between the centers of pairs of diagonals. MAXIMUM TRUSS WEB FORCE (Ibs.)(See note 7) BRACE TYPE BRACING MATERIALS 1. DIAGONAL BRACING S REGUIREDTO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE BJTOTHE BAYSIZE 24"O.C. 48"O.C. 72" O.C. BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE A A B C D A B C D C D MATERIAL, AND SHALL BE INSTALLED N SUCH A MANNER THAT n INTERSECTS WEB MEMBERS 1 X 4 42 SRB (DF, HF, SPF) AT APPROX 45 DEGREES AND SHALL BE NALED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-8d lo' -o° lslo leas leas zees S. LATERAL BRACE SHOULD BE CONrNUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. 6. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING, CONSULT C CONST DF, HF, OR SYP) BRACING OF METAL G, CONNECTED OTRUSSES PRACTICE 12'-0" 1342 1572 1572 2358 1'- °vY ' i' 3143 3143+c 4715 ' -"- a`s,-yt,`: o3; r.. :a:_a-;.i.-i 5h::- .;c:':•.'. ..•.'np,. :. 4^-:. 4715 7074 . 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. 1347 B- TABULATED VALUES ARE BASED ON A DOL. .1.15 y::'...: .,; 14'-0" 1150 1347 2021 16'-0' 1006 1179 1179 1768 ' t 2358 2358 3536 +C''i: ^ - 18'-0" 894 1048 1048 1572 ` ""•- '=_ •t'-Tc. =[g ' -? ' 3143 4715 `• 1886. 1886 2829 20'-0" 805 943 943 1414 "Bay size shall be measured in between the centers of pairs of diagonals. FOR STABILIZERS: FOR A SPACING OF 24' O.C. ONLY, MITER -STABILIZER' TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A 0. C AI4D D BRACNG IAATERIAL. DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIE MICATED ABOVE WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCHDRFAKS,STABNZERS IAAY BE REPLACED WITH WOOD SLOGCNG. SEESTABILrZER' TRUSS BRA.CINO INSTALLATION GUIDE AND PRODUCT SPEWICATION. TRUSS WEB MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability of the overall roof system. The method shown here is just one method that can be used to provide stability against web buckling. CONTINUOUS LATERAL RESTRAINT 2-1 Od NAILS (SEE NOTE 4) Page # 12 GENERAL NOTES TYPE BRACING MATERIALS 1. DIAGONAL BRACING S REGUIREDTO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE BJTOTHE ROOF ANDR)R CELNG DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED PROFESSIONAL. 1 X 4 IND. 45 SYP 2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2%OFTHE WEB FORCE. A -0R_ 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATERAL BRACE MATERIAL, AND SHALL BE INSTALLED N SUCH A MANNER THAT n INTERSECTS WEB MEMBERS 1 X 4 42 SRB (DF, HF, SPF) AT APPROX 45 DEGREES AND SHALL BE NALED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-8d (0.131 251 FOR 1.4 BRACES, 2-10d (0.131-x 31 FOR 210 and 2x4 BRACES, AND 3-100(0.131'X3') FOR 24 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-8d (0.131-X2.51 NAILS FOR 10 LATERAL BRACES, 2.10d (0.131 YT1 NAILS FOR Za and 2x4 LATERAL BRACes, AND 3.100 (0.131'x3) FOR 2,6 LATERAL BRACES. B 2 X 3 83, STD, CONST (SPF, DF, HF, OR SYP) S. LATERAL BRACE SHOULD BE CONrNUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. 6. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING, CONSULT C CONST DF, HF, OR SYP) BRACING OF METAL G, CONNECTED OTRUSSES PRACTICE 2 X 4 43, STD, (SPF, FOR HANDLNGY INSTALLTE ING PLATE CONNECTED GUIDES TO GOODBRACING OF WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. %%m bC! dusvyz= and m wJphsLOig D 2 X 6 #3 OR BETTER (SPF, DF, HF, OR SYP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. B- TABULATED VALUES ARE BASED ON A DOL. .1.15 FOR STABILIZERS: FOR A SPACING OF 24' O.C. ONLY, MITER -STABILIZER' TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A 0. C AI4D D BRACNG IAATERIAL. DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIE MICATED ABOVE WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCHDRFAKS,STABNZERS IAAY BE REPLACED WITH WOOD SLOGCNG. SEESTABILrZER' TRUSS BRA.CINO INSTALLATION GUIDE AND PRODUCT SPEWICATION. TRUSS WEB MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability of the overall roof system. The method shown here is just one method that can be used to provide stability against web buckling. CONTINUOUS LATERAL RESTRAINT 2-1 Od NAILS (SEE NOTE 4) Page # 12 T -BRACE AND L -BRACE Nailing Pattern L -Brace size Nall Size Nall Spacing 1x4 or 6 10d (0.14BX3") 2x4, 6, or'8 116d(0.162X3 1/2") B" D.C. Note: Nall along entire length of L -Brace orT-Brace (On Two -Plies Nall to Both Plies) WEB Nails — SPACING AUG 14 2009 MII/SAC - 23 18/27/2004 I PAGE 1 MITek Industries, Inc. Western Division L -Brace or T -Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 1 x4 2x4 2x6 1x6 2x6 2x8 2x6 *** DIRECT SUBSTITUTION NOT APUCABLE. Section Detail Nails /% Nails` Web-- Web L- Brace T -Brace L -BRACE or T -BRACE Nails CM i 10d (0.148X3' @ 9" o.c. Web / I -Brace NallsZSe,tion Detail - Note: 1. L -Bracing or T -Bracing to be used when continuous lateral bracing is impractical. L -brace must cover 90% of web length. 2. L -Brace or T -Brace must be same species grade (or better) as web member. 3. The Stabilizer or Eliminator of MiTek Ind. Inc, can replace the bracing members, Please refer to engineering document provided by MiTek Ind. Inc. Page # 13 MARKING • YerVy dr fgn parameters and READ N077E9 ON TMG AND UMLUDED RqM JWFARBNCB PADS M-7473 EIDFOR.e USE, Design valid for use onty wllh MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. App9cab101y of design poramanlert and proper Mmrporbllon of component Is responsibility of building designer •not Truss designer. Bracing shown b far laferal support of Individual web members only. Additional lemporary bracing to Insure slablilly during construction b the responsibility of the erector. Addlilond,permonent brodng of the overall slruclwe h the responsibility of the building designer. For general guidance regarding labriealk, qua0ly conlroL storage, delivery, erection and bracing, consult ANSIITPII quality Crlleila, DSD -B? and BCSII Building Component Safety In "odyn ovallable IromTruss Plot Instllule, 5113 UOnolrb Drim Madison, VA 53719. 7777 Greenback bane .,.. ® Sully'109 CfINHee Helghls, CA, 9681,- MiTeke. T -Brace or I -Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 (I -Brace) 2x3 or 2x4 2x4 -2x4 2x6 2x6 2x6 2x8 2x8 2x8 Nails CM i 10d (0.148X3' @ 9" o.c. Web / I -Brace NallsZSe,tion Detail - Note: 1. L -Bracing or T -Bracing to be used when continuous lateral bracing is impractical. L -brace must cover 90% of web length. 2. L -Brace or T -Brace must be same species grade (or better) as web member. 3. The Stabilizer or Eliminator of MiTek Ind. Inc, can replace the bracing members, Please refer to engineering document provided by MiTek Ind. Inc. Page # 13 MARKING • YerVy dr fgn parameters and READ N077E9 ON TMG AND UMLUDED RqM JWFARBNCB PADS M-7473 EIDFOR.e USE, Design valid for use onty wllh MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. App9cab101y of design poramanlert and proper Mmrporbllon of component Is responsibility of building designer •not Truss designer. Bracing shown b far laferal support of Individual web members only. Additional lemporary bracing to Insure slablilly during construction b the responsibility of the erector. Addlilond,permonent brodng of the overall slruclwe h the responsibility of the building designer. For general guidance regarding labriealk, qua0ly conlroL storage, delivery, erection and bracing, consult ANSIITPII quality Crlleila, DSD -B? and BCSII Building Component Safety In "odyn ovallable IromTruss Plot Instllule, 5113 UOnolrb Drim Madison, VA 53719. 7777 Greenback bane .,.. ® Sully'109 CfINHee Helghls, CA, 9681,- MiTeke. • VALLEY TRUSS DETAIL MII/SAC - 19 4/26/20014 PAGE 1 OF 2 LIVE LOAD = 60 PSF (MAX) DEAD LOAD = 16 PSF (MAX) D.O.L. INC = 1.15 _.....`...:... -.-. GABLE END, COMMON TRUSS 85 MPH WIND SPEED, 3 SECOND GUST OR GIRDER TRUSS 1 MITek Industries, Inc. Western Division NOTE: VALLEY STUD SPACING NOT TO EXCEED 48" O.C. SPACING GABLE END, COMMON TRUSS OR GIRDER TRUSS 13 BEVEL VALLEY TRUSS TOE - NAIL VALLEY TO BASE TRUSS W/ ( 2 ) (.131"X3.0" MIN) TOE NAILS DETAIL A I (BASE TRUSSES SHEATHED) 12 TOE —NAIL VALLEY TO BASE TRUSS W/ (2) (.131"X3.0" MIN) TOE NAILS VALLEY TRUSS RESTS ON 2x6 M 10 ATTACH 2x6 CONTINOUS NO.2 SPF TO THE FACE OF THE ROOF W/ TWO (.131"X3.0" MIN) NAILS INTO EACH TRUSS BELOW DETAIL B (GREATER THAN 3/12 PITCH) ATTACH BEVELED 2x4 CONTINOUS NO.2 SPF TO THE FACE OF THE ROOF W/ TWO (.131"X3.0" MIN) NAILS INTO EACH TRUSS BELOW • _ ATTACH VALLEY TO BEVELED 2x4 WI (2) (.131"X3.0" MIN) TOE NAILS DETAIL C TOE - NAIL VALLEY TO (GREATER THAN 3/12 PITCH BASE TRUSS WI LESS THAN 6/12 PITCH) (2) (.131"X3.0" MIN) TOE NAILS Page # 1 NOTES: C046433 EXP 3-31-11 CIVIL t- FCF CAL% .AUG 14 2009 1. SPAN OF VALLEY TRUSS SHALL BE LIMITED TO 30'-0" MAX AND PITCH BETWEEN 2-6/12. 2. PROVIDE LATERAL SUPPORT FOR TOP CHORD OF BASE TRUSS WITH SHEATHING (.BY OTHERS) 3. MAX WEB LENGTH WITHOUT BRACE (6'-3") WITH BRACE (12'-6") 4. IF TOP CHORD LATERAL BRACING REQUIRED IS LESS THAN SPACING OF VALLEY TRUSSES (24" O.C.) THAN ADDITIONAL 2X4 BRACING IS REQUIRED. S. LATERAL BRACING SHALL BE NAILED W/MIN 2 10d NAILS. ® WARMNG - Verrjy design porarnetcm and READ NOTES ON TRIS AND INCLUDED hDTEK REFERENCE PAGE MI -7473 BEFORE USE. 7777 Greenback lane o _ 09 Design valid for use only with Mi7ek connectors. This design h based only upon parameters shown, and is for on Individual building component. Suite AppOcabiOty of design poramenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 9561 Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibOOty of the erector. Additional permanent bracing of the overall structure Is the responslbilily of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consull ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component ® Saloty Information ovollable fromiruss Plate Institute, 583 D'Onolrro Drive, Madison, WI 53719. ---,- —.— ---„--------------------- -- ,--- BASE TR( VALLEY TRUSS TYPICAL TYPICAL I (24" O.C. ) VALLEY TRUSS TYPICAL a r9A"nr I . GABLE END, COMMON TRUSS OR GIRDER TRUSS 13 BEVEL VALLEY TRUSS TOE - NAIL VALLEY TO BASE TRUSS W/ ( 2 ) (.131"X3.0" MIN) TOE NAILS DETAIL A I (BASE TRUSSES SHEATHED) 12 TOE —NAIL VALLEY TO BASE TRUSS W/ (2) (.131"X3.0" MIN) TOE NAILS VALLEY TRUSS RESTS ON 2x6 M 10 ATTACH 2x6 CONTINOUS NO.2 SPF TO THE FACE OF THE ROOF W/ TWO (.131"X3.0" MIN) NAILS INTO EACH TRUSS BELOW DETAIL B (GREATER THAN 3/12 PITCH) ATTACH BEVELED 2x4 CONTINOUS NO.2 SPF TO THE FACE OF THE ROOF W/ TWO (.131"X3.0" MIN) NAILS INTO EACH TRUSS BELOW • _ ATTACH VALLEY TO BEVELED 2x4 WI (2) (.131"X3.0" MIN) TOE NAILS DETAIL C TOE - NAIL VALLEY TO (GREATER THAN 3/12 PITCH BASE TRUSS WI LESS THAN 6/12 PITCH) (2) (.131"X3.0" MIN) TOE NAILS Page # 1 NOTES: C046433 EXP 3-31-11 CIVIL t- FCF CAL% .AUG 14 2009 1. SPAN OF VALLEY TRUSS SHALL BE LIMITED TO 30'-0" MAX AND PITCH BETWEEN 2-6/12. 2. PROVIDE LATERAL SUPPORT FOR TOP CHORD OF BASE TRUSS WITH SHEATHING (.BY OTHERS) 3. MAX WEB LENGTH WITHOUT BRACE (6'-3") WITH BRACE (12'-6") 4. IF TOP CHORD LATERAL BRACING REQUIRED IS LESS THAN SPACING OF VALLEY TRUSSES (24" O.C.) THAN ADDITIONAL 2X4 BRACING IS REQUIRED. S. LATERAL BRACING SHALL BE NAILED W/MIN 2 10d NAILS. ® WARMNG - Verrjy design porarnetcm and READ NOTES ON TRIS AND INCLUDED hDTEK REFERENCE PAGE MI -7473 BEFORE USE. 7777 Greenback lane o _ 09 Design valid for use only with Mi7ek connectors. This design h based only upon parameters shown, and is for on Individual building component. Suite AppOcabiOty of design poramenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 9561 Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibOOty of the erector. Additional permanent bracing of the overall structure Is the responslbilily of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consull ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component ® Saloty Information ovollable fromiruss Plate Institute, 583 D'Onolrro Drive, Madison, WI 53719. VALLEY TRUSS DETAIL MII/SAC - 19 4/26/2004 PAGE 2 OF 2 BEVEL VALLEY TRUSS DETAIL D (NO SHEATHING) & VALLEY TO :USS W/ TOE NAILS BEVEL VALLEY TRUSS ,r SECURE VALLEY TRUSS W/ USP RT7 OR EQUIVALENT DETAIL E (NO SHEATHING) MITek Industries, Inc. Western Division • NOTES: FOR CONNECTION OF VALLEY TRUSSES TO BASE TRUSS USING DETAIL D OR DETAIL E. 1. SPACING OF LATERAL BRACING REQUIRED ON TOP CHORD OF BASE TRUSS SHALL BE 'LARGER THAN THE SPACING OF 'VALLEY TRUSSES (24" O'.C. MAX) OTHERWISE, ADDITIONAL BRACING SHALL BE PROVIDED FOR TOP CHORD OF BASE TRUSS. 2. LATERAL FORCE SYSTEM SHALL BE CHECKED BY PROJECT ENGINEER TO VERIFY THE PROPER TRANSFER OF ALL THE VERTICAL AND LATERAL FORCE. • Page # 15 0 ® WARNING - V.H jy destgn parameters and READ NOTES ON77US AND INCLUDED ldlTEK REFERENCE PAGE IM -7473 BEFORE USE. Design valid for use only with MOek connectors. This design is based only upon parameters shown, and Is for an Individual building component. A=OI design paromenters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is forlalerol support of individual web members only. Additional temporary bracing to Insure stability during construction B the responsibllllty of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabricallon, quality control storage, delivery, erection and bracing, consult ANSIITPll Quality Criteria, DS11-B9 and BCSII Sunding Component Safety Informallon available from truss Plate Institute, 583 D'Onofrto Drive, Madison, WI 53719. 1 Oyu„ - 'Y 0046433 EXP 3-31-11 CML P Of C6,UYO AUG 14.2009 C 7777 Greenback Lane Suite 109 Citrus Helghis, CA, 956iCM MOW PURLIN GABLE DETAIL MII/SAC -12 7/15/2005 PAGE 1 OF 4 THE PURLIN GABLE TO. BE LAID ON TOP OF THE HIP TRUSSES AND ATTACHED WHERE IT HAS JAN.; CONTACT WITH THE Q TRUSSES BELOW. • SEE DETAIL #2 SEE DETAIL # JACKS \ III= II= II= cf) Ii"1 = SEE SHEET 2 OF 2 FOR ALL DETAILS MiTek Industries, Inc. Western Division STUD SPACING ON PURLIN GABLE TO BE LESS THAN OR EQUAL TO THE LEAST TOP CHORD PURLIN SPACING ON THE GIRDER OR HIP TRUSS. Z.O. 5x5 3x5 3x5 ALL.PLATES TO BE 2x4 UNLESS OTHERWISE NOTED TYPICAL "PURLIN GABLE" REFER TO ENGINEERED TRUSS DRAWING FOR EACH INDIVIDUAL TRUSS SEE DETAIL #3 Page # 16 ® WARMNG • Verify design parameters and READ NOTES ON THIS AND INCLUDED AInZK REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only wlih MITek connectors. This design Is based only upon parameters shown, and Is for on Individual building component. Applicablilly of design paramenters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Addtlional lemporary bracing to Insure stability during construction is the responsibility of the erector. Addlllonat permanent bracing of the overall structure li the responsibiilly of the building designer. For general guidance regardng fabrication, quallly control, storage, delivery. erection and bracing, consult ANSI/71`11 Quality Criteria, DS13•89 and BCSII Building Component Solely Information available fromTruss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. { r roti `G . .Oil.[. T A C046433 , EXP 3-31-11 \F CAUF95—'Do AUG 14 2009 7777 Greenback Lane --® Suite 109 Citrus HelghLs, CA, 9581 M1 MOW FIRST• • • IN ■ t II THE PURLIN GABLE TO. BE LAID ON TOP OF THE HIP TRUSSES AND ATTACHED WHERE IT HAS JAN.; CONTACT WITH THE Q TRUSSES BELOW. • SEE DETAIL #2 SEE DETAIL # JACKS \ III= II= II= cf) Ii"1 = SEE SHEET 2 OF 2 FOR ALL DETAILS MiTek Industries, Inc. Western Division STUD SPACING ON PURLIN GABLE TO BE LESS THAN OR EQUAL TO THE LEAST TOP CHORD PURLIN SPACING ON THE GIRDER OR HIP TRUSS. Z.O. 5x5 3x5 3x5 ALL.PLATES TO BE 2x4 UNLESS OTHERWISE NOTED TYPICAL "PURLIN GABLE" REFER TO ENGINEERED TRUSS DRAWING FOR EACH INDIVIDUAL TRUSS SEE DETAIL #3 Page # 16 ® WARMNG • Verify design parameters and READ NOTES ON THIS AND INCLUDED AInZK REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only wlih MITek connectors. This design Is based only upon parameters shown, and Is for on Individual building component. Applicablilly of design paramenters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Addtlional lemporary bracing to Insure stability during construction is the responsibility of the erector. Addlllonat permanent bracing of the overall structure li the responsibiilly of the building designer. For general guidance regardng fabrication, quallly control, storage, delivery. erection and bracing, consult ANSI/71`11 Quality Criteria, DS13•89 and BCSII Building Component Solely Information available fromTruss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. { r roti `G . .Oil.[. T A C046433 , EXP 3-31-11 \F CAUF95—'Do AUG 14 2009 7777 Greenback Lane --® Suite 109 Citrus HelghLs, CA, 9581 M1 MOW PURLIN GABLE DETAIL MII/SAC -12 7/15/2005 PAGE 2 OF 4 NAILS 6" QJP j AL 6" O.C. G O OGr 'CO I ATTACH 2x LEDGER TO FLAT TOP CHORD WITH 2 ROWS OF 10d NAILS (.131" DIAM. x 3") SPACED 9" O.C. HIP GIRDER QJ • DETAIL #2 THE PURLIN GABLE DOES ALIGN WITH THE END OF THE FLA TOP CHORD SECTION. / \ -PURLIN GABLE FLAT TOP CHORD PORTION OF THE LOWER TRUSS TRUSS TOP CHORD DETAIL #4 0 MITek Industries, Inc. Western Division 16d SINKER OR 16d BOX O.C. SPACING BY OTHERS THE TOP OF THE HIP GIRDER TRUSS AT THE BASE OF THE PURLIN GABLE IS DROPPED LESS -THEN ALL THE OTHER HIP TRUSSES. THE BOTTOM EDGE OF THE PURLIN GABLE ALIGNS WITH THE LEFT FACE OF THIS TRUSS AND BEARS ON TOP. .n I/ oQOG rl , DETAIL #1 APEX DETAIL #3 IMPORTANT NOTE: ALL CONNECTION NAILING SHALL NOT SPLIT ANY LUMBER Page # 17 ® WARNING - Voify dcslgn para taro and READ NOTES ON V119 AND INCLUDED ffi?EK REFERENCE PAGE AM -7473 BEFORE USE. Design valid to use only with I, k connectors. Thi deslg Is ba?ed only uporl pasame ers shown, a d Is for an tndMdual buBding component. ApplicablGty of deslgrl paramenters and proper incorporo on o componerll Is responsjblBly of bu ng designer- not buss designer. Bracing shown is Tor lolera sVVRRppoorl o IndMdual web members only. Add tonal temporary bracing to nsure slabuly Burin conslruc0on is the responslbllBty of the erector. AdIngo notPermanent s nt bracing of the overall structure g the respopslb4111 of the building eslgner. a, general guidance regard ng fabrication, quality t g livery, erection and bracing, consul) AN51/fPll Quality Clioria, OSB -89 and SCSI I Building Component Safely Information avallabte from Truss Plate Insfilule. 5113 D'Onofdo Drive, Madison, WI 53719. z O 0 U I— LL .0 0046433 EXP 3-31-11 Cf1/IL OP (,At 14OR ,\ AUG 7nn4 7777 Greenback Lane ® Sully 109 Citrus Heights, CA, 9561- MiTelore k PURLIN GABLE DETAIL WWII/SAC -12 7/15/2005 PAGE 3 OF 4 • • 0 JA B`i MITek industries, Inc. Western Division PURLIN GABLE ER OR 16d BOX DING BY OTHERS ut- AI -L 9-..-o..buSPL. DETAIL #2 SUPPL. ;d BOX OTHERS Page #-181 ® WARNING • 17—Ify design parameters and READ NOTES ON TRIS AND INCLUDED MITEK REFERENCE PAGE HDL 7473 BEFORE USE. Desi n vaild for use only with rek connectors. Thh design Is based onFy upots parameters shown a d Is lo` an IndMdual buliding co,mponenl. App icob@iyy of design parame ters and proper corporal n o component B responstbNly of buhdrngg des goer -not Inrss designer. Bra"c _iPPg s own s' talerofsu port of rndMduq web members only. Addlllona t mporary b acing to Insure slabi0ty during onsiruellon Is the respond my of the erector. AddiPonal p anen bradngo the overoB structure is trse respotrs1610iyy of the bulidingg designer. general gut ante regarding fabrication. qua0ty control, storage, delivery, ereclbn and bradng, consul) ANSI/fell Quality Criteria. DSB-69 and BCSII Bugding Component Safety Information available from Truss Plole Institute. 5B3 D'Onolrlo Drive, Madison. WI 53719. u 0046433 EXP 3-31-11' CIV 11. CAU O AUG 14 20Rg 7777 Greenback Lane th Sulle 109MAN Citrus Heights, CA, 9501 MiTeke PURLIN GABLE DETAIL MII/SAC -12. 7/15/2005 PAGE 4 OF 4 16d SINKER OR 16d BOX TYPICAL PURLIN GABI<E 2-0-0 MAX r MiTek Industries, Inc. Western Division RIDGE BLOCKING FIRST COMMON . 2X BLOCKIN W/CONNECTIONS W/FRAMING CONNECTORS BY OTHERS DETAIL #3 SUPPL. • TIGHTLY SET JOINT 0-0-12 r i \ PURLIN GABLE I HIP SET TF DETAIL #4 SUPPL. 0-0-12 / ROOF SHEATHING AND DIAPHRAGM NAILING BY OTHERS\ r ROOF SHEATHING BY OTHERS HIP SET TRUSS PULIN GABLE HIP DETAIL #4A SUPPL. Page # 19 A WARNING - Verify design je-tc`s and READ NOTES ON TMS AND INCLUDED AIITEK REFERENCE PAGE MR --7473 BEFORE USE. 7777 Greenback Lane Su le 109 Deslggn va0d for use only with -Tek connectors. }} si1ss d Ar.r1 b ba ed only upon para-.11errtt shown a d is 101 an Indlvfdual building component. Glrus Heights, CA, 9561 gpp6cobgl y of design pparamenlers and proper In4orporot an component h r sponslbfllly of bujjldingg des goer -not Truss designer. Bracing shown h for laterofFuppori of Indlviduol web mer rbers onry. Additiono lemporary b a ng to Insvr labhily dvring onslructlon is the responslbll iy of the erector. A ;diponal pe Heol bracingo lthe overall sf- 11ureI the respo sl 101y of the bu Ing designer. r generol gut ane. regard ng labricallon, qua0ly conA, storage, deQ ery, erection an bracing, consult ANSf/fPll Quality Csiterla, DSB-89 and BCSIT Building Component tj ® Safety Information available fromTruss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719. t4Q' '` • . j7M `F CNU33 EXP. 3-31-11 CJV ll. q Or C ALL AUG 14 2009 STANDARD GABLE END DETAIL M11/SAC - 20 4/27/2004 PAGE 2 OF 2 4- 10d NAILS MIN. ,PLYWOOD SHEATHING TO 2X4 STD. DF -L BLOCK 2- 10d — .- (TYP) I • . I I • I I SIMP SON A34 — OR EQUIVALENT LEDGER 2X4 No. 2 OR BTR • GABLE END 6'-3" MAX TO BEARING WALL 45' STRONGBACK 2X4 No. 2 OR BTR 2X4 BLOCK 2X4 S D OR BTR SPACED @ 5'4" O.C. SHALL E PROVIDED AT EACH END OF BRACE. EXCEPT FOR BRACE EXTENDED INTOTdE CHORDS & CONNECTED TO CHO S W/4- 10d NAILS. MAX. LENGTH = T-0" - STANDARD TRUSSES 91 CV - SPACED @ 24" O.C. C046433 t*( EXP 3-31-11 ALTERNATE BRACING DETAIL T OF NOTES . AUG 14 2009 1)2X4 NO.2 OR BTR. FOR LEDGER AND STRONGBACK NAILED TOGETHER WITH 10D NAILS @ 6" O.C. 22X4 LEDGER NAILED TO EACH STUD WITH 4= 10d NAILS. 3;2X4 STRONGBACK TO BE CONNECTED TO EACH VERT. STUD WITH 2- 10d TOE NAILS • 4)THE 10d NAILS SPECIFIED FOR LEDGER AND STRONGBACK ARE 10d BOX NAILS (0.131" DIA. X 3.0" LGT) THIS ALTERNATE BRACING DETAIL IS APPLICABLE TO STRUCTURAL GABLE END IF THE FOLLOWING CONDITIONS ARE MET: 1. MAXIMUM HEIGHT OF TRUSS = 8'-6", UNLESS OTHERWISE SPECIFIED BY PROJECT ENG. OR QUALIFIED BUILDING DESIGNER. 2. MAXIMUM PANEL LENGTH ON TOP AND BOT. CHORDS = T-0" 3. THE HORIZONTAL TIE MEMBER AT THE VENT OPENING SHALL'BE BRACED @ 4'-0" O.C. MAX. 4. PLEASE CONTACT TRUSS ENGINEER IF THERE ARE ANY QUESTIONS. Page # 20 ® IVARNING • 9erfJi♦ d—ign parameters and READ NOTES ON Trrrs AND INCLUDED MITER BEFERENCE PAGE MU.7473 BEFORE USE. 7777 Greenback Lane so® Design valid for use only with MTek conneclars. This design Is based only upon parameters shown, and Is lot an Individual building component. Suite 109 App6cabmly of design paramenters and proper Incorporation of component Is responslblBly of building designer - not truss designer. Bracing shown Citrus Halghls, CA; 9561 "lot lateral support at Individual web members only. Addllional temporary bracing to Insure stobifify during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure h the responsibi6ly of the bullding designer. For general guidance regarding fabrication, quality control storage, delivery. erection and brodng, consult ANSI/TFI1 Qug9ty Criferla, DSR -89 and BCSI1 Building Component T IC0 Safoy Information available from Truss file Institute, 583 D'Onairlo Drive, Madison, WI 53719. STANDARD GABLE END DETAIL MII/SAC - 20 4/27/2004 PAGE 1 OF 2 T - DIAGONAL OR L -BRACING REFER TO TABLE BELOW SEEPAGE 2/2 FOR —ALTERNATE BRACING DETAIL — 1 X4 OR 2X3 (TYP) VARIES TO COM. 12 TRUSS SHEATHING (BY OTHERS 31/2' / 1 1 /2" NOTCH AT 24" O.C. (MIN.) TOPCHORD NOTCH DETAIL__ - 3x5 'DN SBR^ SPA O MATCH COMMONTRUSS i I VERTICAL STUD 1YPICAL 2x4 L -BRACE NAILED O 2x4 VERTICALS W/8d NAILS PACED AT 8" O.C. L04blt4gpsq SPACING 2-0-0 TCLL 50.0 Plates Increase 1.15 TCDL 10.0 Lumber Increase 1.15 BCLL . 0.0 Rep Stress Incr YES BCDL 10.0 Code IBC/IRC TOP CHORD 2 X 4 DFUSPF/HF - No.2 . BOT CHORD 2 X 4 DFUSPF/HF - STUD/STD OTHERS 2 X 4 DFUSPF/HF - STUD/STD 0 24" MAX 2X4 LATERAL BRACING AS REQUIRED PER TABLE BELOW END WALL MiTek Industries, Inc. Western Division 24" O.C. IGID CEILING MATERIAL DETAIL. A LATERAL BRACING NAILING SCHEDULE.._ VERT. HEIGHT # OF NAILS -AT END UP TO 7'-011 2 - 6d. c) -s-.0 24 INCH O.C._ _ _q _ OVER 8'-6" 4- 16 ; - MAXIMUM VERTICAL STUD HEIGHT SPACING OF VERTICALS WITHOUT BRACE WITH LATERAL BRACE WITH L - BRPI 12 INCH O.C. 6-7-0 13-2-0 1-0-0. r 16 INCH O.C. 5_8_0 1-4_ c) -s-.0 24 INCH O.C._ _ _q _ -gam NOTES 1) VERT. STUDS HAVE BEEN CHECKED FOR 85 MPH WIND 3 -SECOND GUST, EXP. B, HEIGHT 30 FT 2) CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3) FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. 4) BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 5) DETAIL A (SHOWN ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A MAX VERT. STUD HEIGHT OF 8'-6". TOP CHORD NOTCHING NOTES AUG 14 2009 1)THE GABLE MUST BE FULLY SHEATHED W/RIGID MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24" O.C. ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD WITH 1 OD NAILS SPACED AT 6" O.C. IF STUDS ARE SPACED AT 24" O.C. AND FACE OF TRUSS IS NOT FULLY SHEATHED. 2) NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES. 3) LUMBER MUST MEET OR EXCEED VISUAL GRADE #2 LUMBER AFTER NOTCHING 4) NO NOTCHING IS PERMITTED WITHIN 2X THE OVERHANG LENGTH. Page # 21 Continued on page 2 ® -ARMNG . Verify dcslyn parameters and AAA D NOTES ON 77ITS AND TNCLDDED rdrTEK REFF-RENCE PAGE IM -7473 BEFORE USE. 7777 Suite G0eenback Lane —rte® 19 111M M Design valid for use any wilh MiTek connectors. This design Is based only upon poramelers shown and Is for an individual building component Citrus Heights, CA, 9561 - Applicobiiily of design paromenfers and proper Incorporation of component Is responsibility of building designer- not truss designer. Brocing shown Is for lateral support of IndWiduol web members only. Additional temporary bracing to Insure stabinty during construction is the responsibil6ly of the erector. Additional permanent bracing of the overall structure is the responslblllly of the building designer. For general guidance regarding labricallon, quality control storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB•89 and SCSII Building Componenf ® Safety Information available from Truss Plate Institute. 5113 D'Onofdo Drive, Madison, WI 53719. MiTek REPLACE A MISSING STUD ON A GABLE TRUSS I MIIISAC - 27 I 11/18/2004 I PAGE 1 v © MITek industries, Inc. Western Division 1. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO.FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. 4. WHEN NAILING SCABS OR GUSSETS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. REPLACE MISSING WEB WITH A NEW MEMBER OF THE SAME TO THE INSIDE FACE OF TRUSS WITH FIVE 6d NAILS(A 13" X 2.0") INTO EACH MEMBER (TOTAL 10 NAILS PER GUSSET) THE OUTSIDE FACE OF THE -GABLE MUST BE SHEATHED WITH (MIN) 7/16" O.S.B OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. TRUSS CRITERIA LOADING: 40-10-0-10 (MAX) LOAD. DURATION FACTOR: 1.15 Q SPACING: 24" O.C. (MAX) ty ' TOP CHORD: 2X 4 OR 2X 6 (NO 2 MIN) Q PITCH: 3/12 - 12/12 Q BEARING: CONTINUOUS STUD SPACING :24" O.C. (MAX) , REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES Page # 22 ® WAR WNG • 7erlh design paramctere and READ NOTES OK TRIS AND rNCLUDED IGTENREFERENCE PAGE 1017473 BEFORE USE. Design valid for use only wilh MRek connectors. Thls design Is based only upon parameters shown, and Is for an Individual building component. ApplicobNly at design poramenters and proper incorporation of component is responslbRly of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stablilly during construction Is the responsiblNly of the erector. Additional permanent bracing of the overall structure Is the responsib0ty of the building designer. For general guidance regarding labricallon. quality control storage, delivery, erecllon and bracing, consul[ ANSI/1P11 Quality Criteria, DSB-B9 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 5B3 D'Onofrio Drive, Madison, WI 53719. COMMON C046433 EXP. 3-31-11 AUG04. 14 2009 7777 Greenback Lane .o.® Suite 109 Citrus Heights, CA, 9561AAAM ism_ 1111111111W.Us MOW REPAIR A BROKEN STUD ON A GABLE TRUSS MII/SAC - 28 11/18/2004 PAGE 1 MiTek Industries, Inc. OWestern Division 1. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. 4. WHEN NAILING SCABS OR GUSSETS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. . 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. SCAB LUMBER SHOULD BE OF THE SAME SIZE, . GRADE, AND SPECIES AS THE ORIGINAL • NAILS INTO THE TOP AND BOTTOM CHORDS THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W/ (MIN) 7/16" O.S.B OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. TRUSS CRITERIA LOADING: 4Q-10-0-10 (MAX) DURATION FACTOR: 1.15 SPACING: 24" TOP CHORD: 2X 4 OR 2X 6 (NO 2 MIN) PITCH: 3112 - 12/12 BEARING: CONTINUOUS STUD SPACING :24" O.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES Page # 23 ® NARPUNO • Ver(fy desfyn paramclara and READ NOTES ON TRIS AND INCLUDED 1MTEK REFFnr-smZ PAGE tdlr-7473 BEPORE USE. Design valid for use only with Mffek conneclors. This design Is based only upon parameters shown, and is for an individual building component. ApplicabNly of design paromeniers and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for laleral support of individual web members only. Addllional lemporary bracing to insure stability during construction is the responsibllilly at the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication. quality control storage. delivery, erection and bracing, consul) ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive. Madison, WI 53719. COMMON SA 'L C046433 EXP 3-31-11 krr \ F CAUL AUG 14 2009 7777 Greenback lane Suite 189 Citrus Heights, CA, 9581 - MOW REPAIR TO REMOVE CENTER Mil/SAC - 29 11/18/2004 PAGE 1 STUD ON A GABLE TRUSS MITeK Inaustrles, Inc. Western Division 1. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. 4. LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. 6. CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. MAXIMUM STUD SPACING = 24" O.C. LUMBER TO BE CUT CLEANLY AND ACCURATELY, NO PLATES ARE TO BE DISTURBED. NO REPAIR NEEDED. COMMON THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W/ (MIN) 7/16" O.S.B OR PLYWOOD. •SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. IMPORTANT This repair to be used only with trusses (spans less than 50') spaced 24" o.c. maximum, having pitches between 3/12 and 12/12, total top chord loads less than 50 psf and maximum wind speeds of 100 mph. Trusses not fitting these criteria should be examined individually. TRUSS CRITERIA F LOADING: 40-10-0-10 (MAX)✓ DURATION FACTOR: 1.15. SPACING: 24" MAXIMUMS TOP CHORD: 2X 4 OR 2X 6 (NO 2 MIN) PITCH: 3/12-12/12 C046433 -A BEARING: CONTINUOUS EXP. 3-31-11 STUD SPACING :24" O.C. (MAX) J? CNi%- -9 OF CALIF REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES page # 24 AUG 14 2009 tVARMNG • Ve,gy design p—metism and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE AW 7473 BEFORE USE. Shite 7777 re nback Lane —0 ® Design valid for use only with Mffek conneclors. This design is based only upon parameters shown, and Is for an Individual building component. citrus Heights, CA, 9561 Applicability of design poramenlers and proper Incorporation of component is responsibilly of building designer- not truss designer. Bracing shown y Is for lateral support of Individual web =only. Additional temporary bracing to Insure slobinly during construcllon is the responsibillily of the ®9 erector. Addillonal permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding ' fabrication, quality control storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB•89 and BCSI1 Building Component R jj ® Safety Information ovallable from Truss Plate Institute, 5B3 D'Onolrio Drive, Madison. WI 53719. ,Y 1 l REPAIR TO NOTCH 2X6 TOP I (/(((/SAC - 30 ` 11/18/2004 PAGE 1 CHORD ON A GABLE TRUSS I MiTek Industries, Inc. Western Division 1. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION. THIS REPAIR DOES NOT IMPLY THAT.THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING. OF THE WOOD. 4. LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. 6. CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. 3 1/2" X 1 1/2" NOTCH IN TOP CHORD 24" O.C. AS SHOWN *MAXIMUM STUD SPACING = 24" O.C. LUMBER TO BE CUT CLEANLY AND ACCURATELY, NO PLATES ARE TO BE DISTURBED. NO REPAIR NEEDED. ' THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W/ (MIN) 7/16" O.S.B OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. •IMPORTANT This repair to be used only with trusses (spans less than 50') spaced 24" o.c. maximum, having pitches between 3/12 and 12/12, total top chord loads less than 50 psf and maximum wind speeds of 100 mph. Trusses not fitting these criteria should be examined individually. TRUSS CRITERIA LOADING: 40-10-0-10 (MAX) DURATION FACTOR: 1.15 SPACING: 24" MAXIMUM TOP CHORD: 2X 6 (NO 2 MIN) PITCH: 3/12 -12/12 BEARING: CONTINUOUS STUD SPACING :24" O.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES Page # 25 ® WARNING • Verify design parameters and READ NOTES ON TATS AND INCLUDED 10TEI{ REFERENCE PAOE IM -7473 BEFORE USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for on individual building component. Applicability of design pararnenters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral supporl of Individual web members only. Addilional temporary bracing to Insure slob161y during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibl8ty of the building designer. For general guidance regarding labricalion. quality control, sloroge, delivery, erection and bracing, consul) ANSI/TPII Quality criteria, DSB-89 and BCSII -Building Component Safety Information available IromTruss Plate Institute, 583 D'Onofdo Drive, Madison. WI 53719. F \ 0046433 EXP. 3-31-11 CEIit,, \GF CALICA AUG 14 2009 7777 Greenback Lane ® Suite ru Heig09 hts. s Helghls, cA, 9561 _ MOW REPAIR TO NOTCH 2X4 TOP MII/SAC - 31 11/18/2004 PAGE 1 CHORD ON A GABLE TRUSS MiTek Industries, Inc. 1. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL Western Division INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED; THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. 4. LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. 5. THIS REPAIR IS TO BE.USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. 6. CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. LUMBER TO BE CUT CLEANLY AND ACCURATELY, NO PLATES ARE TO BE DISTURBED. APPLY 2X4 NO.2 SCAB TO ONE FACE OF TOP CHORD OF TRUSS WITH CONSTRUCTION QUALITY ADHESIVE AND 1 ROW OF 10d (3" X 0.131 ") NAILS SPACED 6" O.C. *MAXIMUM STUD SPACING = 24" O.C. THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W/ (MIN) 7116" O.S.B OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. IMPORTANT •This repair to be used only with trusses (spans less than 50') spaced 24" o.c. maximum, having pitches between 3/12 and 12112, total top chord loads less than 50 psf and maximum wind speeds of 100 mph. Trusses not fitting these criteria should be examined individually. TRUSS CRITERIA LOADING : 40-10-0-10 (MAX) DURATION FACTOR: 1.15 SPACING: 24" MAXIMUM TOP CHORD: 2X 4 (NO 2 MIN) PITCH: 3112 - 12/12 BEARING: CONTINUOUS STUD SPACING :24" O.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES Pa a#26 A IvARA7NG • V vy paramct --AD NOTES ON TJUS AND INCLUDED =FK REFERENCE FAGS IM -7473 BF.JORE USE. Design valid for use only with MlTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Applicability of design poramenters and proper Incorporallon of component Is responsibility of building designer . not truss designer. brocing shown Is for lateral support of Individual web members only. Additlonal temporary bracing to Insure stability during consiruclion Is the responsbillily of the erector. Additional permanent bracing of the overall structure Is the responsibmly of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consul] ANSI/TPII Quality Criteria, DSB•119 and BCSII Building Component Safety Information ovollabte from Truss Plate "Illule, 5113 D'Onoido Drive, Madison, WI 53719. SFr/ \ C046Q, EXP. 3-31-) 1 civit OF CALIF R AUG 14 2000 7777 Greenback Lane Suite 169 ClIrusHeIghIs.CA.g56iCM MiTeke STANDARD REPAIR DETAIL 25% I MII/SAC - 21A 15/3/2004 I PAGE 1 -kiT:!Ai CG46433 EXP 3-31-11 civiL X, It- OF CA1. AUG 14 2009 MITek Industries, Inc. Western Division OTAL NUMBER Of NAILS EACH SIDE OF BREAK • X INCHES MAXIMUM FORCE (Ibs) 25% LOAD DURATION SYP DF SPF HF 2x4 2x6 2x4 2x6 2x4 2x6 2x4 2X8 2x4 2x6 14 2.1 24" 2240 3360 2065 3097 1750 2625 1785 2677 18 27 30" 2880 4320 2655 3982 2250 3375 2295 3442 22 33 36" 3520 5280 3245 4867 2750 4125 2805 4207 26 39 42" 4160 6240 1 3835 5752 3250 4875 3315 4972 30 45 48" 4800 7200 4425 6637 3750 5625 3825 5737 • DIVIDE EQUALLY FRONT AND BACK ATTACH 2x_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS (CENTER ON BREAK OR SPLICE) W/CONSTRUCTION QUALITY ADHESIVE AND 10d NAILS (TWO ROWS FOR 2x4, THREE ROWS FOR 2x6) SPACED 6"oc STAGGERED AS SHOWN.(.148"dia. x 3') THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12". (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L=(2)X+C BREAK 10d NAILS NEAR SIDE +10d NAILS FAR SIDE i IPh'ae # 2V 6" MIN TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6" FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE) DO NOT USE REPAIR FOR JOINT SPLICES NOTES: 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2x_ ORIENTATION ONLY. 6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. A WARNING - V Hfy dcrign porerna-m end BEAD NOTES ON TFOS AND INCLUDED MI7E)C REFERENCE PAGE MU -7473 BEFORE USE, 7777 Greenback Lane Destgn valid lar use only wllh M1Tak conneclors. This design Is based only upon parameters shown, and Is for an individual building rnmponanl. sults 109 AppgcablUty of design paramenlers and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Citrus-:1,hls, CA, 9561 Is for lateral support of Individual web members only. Addillonal temporary bracing to Insure stability during construction Is the responsibl®ly of the erector. Additional permanent bracing of the overall structure 4 the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIANI Quality Cdlerla, OSB -89 and BCS11 Building Component / ' Safely Informatlen available Iromiruss Plate Institute, 583 D'Onolrlo Drive, Madison, WI 53719. - ebb FALSE BOTTOM CHORD FILLER DETAIL, MII/SAC -'I 3/10/2004 PAGE 1 • ALT. TRUSS BOTTOM CHORD BRACED PER MAIN TRUSS ENGINEERING BRACING SPECIFICATION FILLER BOTTOM CHORD 2X4 NO2 OR BETTER LUMBER' FILLER BC MAY BE SPLICED WITH 3x4 M20 PLATES OR WITH 2X4 NO2 2'-0" LONG 48" TYP SCAB, CENTERED ABOUT THE SPLICE, NAILED klf TO ONE FACE W/(.131'%3.0" MIN) NAILS @ 4" O.C., 2 ROWS. MiTek Industries, Inc. Western Division MAX 3-0-0 EXTENSION VFxONNEOT 4 M20 PLATES (TYP) OR ALTERNATE W/ 2-10d COMMONS (TYP) ILLER VERTICAL, STUD .... 2X4 STD OR BETTER LUMBER NOTES: 0) FOR LUMBER SIZE AND GRADE, AND FOR PLATES TYPE AND SIZE AT EACH JOINT REFER TO MAIN TRUSS ENGINEERING DESIGN. 2) LOADING: FOR TOP CHORD SEE MAIN TRUSS ENGINEERING DESIGN. . BOTTOM CHORD LOADS: LIVE = 0PSF; DEAD: = 10 PSF 3) TRUSS SPACING = 24" O.C. MAX 4) MAX BOTTOM CHORD PITCH = 4/12 5) FILLER MEMBERS ARE NON STRUCTURAL PART OF THE MAIN TRUSS; THEREFORE THEY MAY BE FIELD ADJUSTED TO PIT EXISTING CONDITIONS, PROVIDED THAT STUD SPACING, CONNECTION AND EXTENSION REQUIREMENTS ARE AS SPECIFI . A STMENTS MAY INCLUDE ADDITION OR REMOVAL OF FILLER MEMBERS. Page # 28 AUG 14 1009 A WARNNO • Ver(fij dnnlgn raranretero and READ NDTF.E ON TK)B AND JrNCLrA)F.D MITEK KF..FEPENCE PAGE Mir --7473 BEFORE MM Design valid far use only with Wait connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Applicablilly of design parornenlers and proper Incorporation of component is responsibility of building designer -not Iruss designer. Bracing shown "for lateral support of Individual web member only. Additional temporary bracing to Insure stability during construction Is the responsibifllly of the erector. Additional permanent bracing of the overall structure B the responsibility of the building designer. For general guidance regarding fabrication, quality conlroL storage. delivery, erection and bracing, consul[ ANSI/TPt1 Quality Criteria, OSB -89 and BCSII Building Component Safety Information available from Truss Plate Institute, SM D'Onolrlo Drive, Madison, WI 53719. C046433 EXP -3-31-11 77TT Greenback Lane Sults 109 Citrus Helghls, CA, 9561 IREERS MITek OVERHANG REMOVAL DETAIL MIUSAC - 5C 12/6/2006 PAGE 1 ® O TRUSS CRITERIA: LOADING: 25-18-0-10 (MAX) DURATION FACTOR: 1.15/ 1.25 SPACING: 24" O.C. TOP CHORD: 2x4 OR 2x6 HEEL HEIGHT: STANDARD HEEL UP TO 12" ENERGY HEEL END BEARING CONDITION Trusses not fitting these criteria should be examined individually. NOTES: 1. THIS DETAIL IS FOR REMOVING OVERHANG. THIS DETAIL IS' NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. 2. NO LUMBER DAMAGE OR DEFECTS SHALL GO BEYOND REMOVAL LINE. NO CONNECTOR PLATE DAMAGE ALLOWED 0 12 212 MiTek Industrles, Inc. Western blvislon Page # :2:9] ® 1VANNINO - Vcr(ry design pnr rneiors and READ NOTES ON TMS AND. INCLUDED AOTEE li'EFERENCE PAGE AW -7473 BEFORE USE. TT77 Greenback Lane o Design va9d for use only with Mitek connectors. This design Is based only upon parameters shown, andis for an Individual building component. suite 109 Applicability of design paromenters and Citrus Heights, CA, 9551 Is lo lolerol su support ill PdHldual web members ony.dll enol temporary h responsibility of 6u11dtng designer -not hiss designer. Bracing shown ppp porary bradng to Insure stability during construction Is the responsibiNly of the erector. Addillonal permanent bracing of the overall structure h the responslblBty of the building designer. For general guidance regarding fabdcallon, quality control slorage, delivery, erection and bracing, consult ANSIRPII Quality Criteria, OSB -89 and BCSII BUBdIng Component ®f Solely Information available from Truss Plate Institute, 5113 D'Onafdo Drive. Madison, WI 53719. . / M iTek SCAB APPLIED OVERHANGS MII/SAC - S 3/25/2004PAGE 1 MITek Industries, Inc. © Western Division Nil TRUSS CRITERIA: LOADING: 40-14-0-10 DURATION FACTOR: 1.15 SPACING: 24" O.C. TOP CHORD: 2x4 OR 2x6 HEEL HEIGHT: STANDARD HEEL UP TO 12" ENERGY HEEL END BEARING CONDITION Trusses not fitting these criteria should be examined individually. NOTES: 1. THIS DETAIL IS FOR TRUSSES BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. 2. ATTACH 2x SCAB SAME LUMBER SIZE AND GRADE AS TOP CHORD TO ONE FACE OF TRUSS WITH TWO ROWS OF (0.131"X3rr) NAILS SPACED @ 6" O.C.. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE_WOOD. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS.RECOMMENDED • TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. • 2x SCAB 12 212 Page# 301 AUG 14 2009 ® WAIMM - Dorifsl d—lga psvamesars and READ NOTES ON TWS AND INCLUDED h1ITEB' REFERENCE PAGE ZW--7973 BEFORE USE. Design voild for use anty with MITek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design paromenters and proper Inc orp-allon of component Is responsibility of building designer- not buss designer. Braclng shown Is lot loterat support of Individual web members only. Addlllonal temporary bracing to Insure slablllly during construction is the responslb[Mly of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guldonce regarding fabrication , quaAly control, storage, delivery, erection and bracing, consult ANSI/TMI Quality Criteria, DS6-B9 and BCSn Building Component Safety Infortnatlon available from Truss Plate Institute, 5113 D'Onolrlo Drive. Madison, WI 53719. 7777 GraenbackLans .s®® SUlla tOg lamN Citrus Heights, CA, 9567 99 MiTek® MiTek® POWER TO PERFORM.- Re: SEV MED LOT 7 MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 9161676-1900 Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Boulders West Components LLC. Pages or sheets covered by this seal: R32189302 thru 832189302 My license renewal date for the state of Califomia is December 31, 2011. Important Notice: If visually graded lumber is used for the trusses covered by these designs, see "SPIE Important Notice, Dated July 28, 2010" (reprinted at www.mii.com) before use. MiTek does not warrant third -party lumber design values. CITY LA UINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE Q u-0 By—& - 0 *Ttj& Apklot, ,,.c (Z9 September 16,2010 Ong, Choo Soon The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI-2002 Chapter 2. Job Truss Truss Type City Ply Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.84 832189302 SEV_MED_LOT 7 C09 MONO TRUSS 4 1 Lumber Increase 1.00 BC 0.28 Vert(TL) -0.07 16-17 >999 240 Select Build, Indio, CA - 92203 7.250 s Sep 1 2010 M7ek Industries, Inc. Thu Sep 16 13:17:34 2010 Page 1 ID:Cjo6uK6GkhuJsmGXsVaFYFydl Zi-uNKOagdbjOP?2JORw?Oe7E9mTBTIwLkFIaTOzydOUV s310 I 1&1-12 I lose I 23.9-e I n -1z I a3.7-0 I aoao fi31D 6-52 5312 5312 368 63-0 65-0 SnM • 1:6].f REMOVE CENTERED AT SPLICE 2 -05 12 6610 652 5312 3 34-12 b - 2 634 65-0 GENERAL REPAIR NOTES: THIS REPAIR IS FOR REMOVING INTERNAL BEARING AT JT.16 AS SHOWN. 1. ATTACH W COX, STR. 1, PLYWOOD GUSSETS TO EACH FACE OF TRUSS WITH 10d NAILS (0.148-X3.0-) @ 6" O.C., 2 ROWS WITH MINIMUM AMOUNT OF NAILS SHOWN CIRCLED PER FACE OF EACH MEMBER. NOTE: 15/32, EXP. 1, 32/16 SPAN RATED O.S.B MAY BE SUBSTITUTED FOR PLYWOOD. 2.USE 1/2" PLYWOOD FILLER UNDER SCABS AS NECESSARY.USE SCAB NAILS TO NAIL PLYWOOD GUSSETS TO CHORD MEMBERS WHERE SCABS OVERLAP GUSSETS,DO NOT DOUBLE UP THE NAILS. 3.ATTACH 2X4 SPD 1650F 1.5E SCAB OR BETTER AS SHOWN TO ONE SIDE OF TRUSS WITH 16d COMMON NAILS ( 0.162" X 3.5") @ 3" O.C., 2 ROWS. 4 PROVIDE BRACE AS SHOWN LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.84 Vert(LL) -0.05 17 >999 240 MT20 185/144 TCDL 10.0 Lumber Increase 1.00 BC 0.28 Vert(TL) -0.07 16-17 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.91 Horz(TL) 0.01 10 n/a n/a BCDL 6.0 Code IBC2006rrP12002 (Matrix) Weight: 171 Ib FT = 0% LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 HF Stud 'Except' 18-19,1-17: 2 X 4 SPF 165OF 1.5E BRACING TOP CHORD BOT CHORD WEBS REACTIONS All bearings 0-3-8. (lb) - Max Horz18=181(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) 18, 10 except 16=-208(LC 5), 12=-193(LC 5) Max Grav All reactions 250 Ib or less at joint(s) except 18=754(LC 1), 10=369(LC 1), 16=1494(LC 1), 12=1022(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. • TOP CHORD 1-18=-700/112, 5-6=-37/277, 6-7=-356/110, 7-8=-3531111, 1-2=-961/171, 2-3=-28/341 BOT CHORD 16-17=-120/952,15-16=-373/80.11-12=-275/88, 10-11=-32/353 WEBS 1-17=-125/844,2-17=-250/103,2-16=-1393/194,'3-16=-869/175, 3-15=-115/653, 4 -15= -251/94,6-12=-619/159,8-10=-338/63,6-11=-127!700,5-12=-514/103 Structural wood sheathing directly applied or 5-11-5 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 15-16,11-12. 1 Row at midpt 2-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. d NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=6.Opsf; BCDL=3.6psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 18, 10 except (jt=1b) 16=208,12=193. 7) This truss is designed in accordance with the 2006 Intemational Building Code section 2306.1 and referenced standard ANSIrrPI 1. 8) Load case(s) 1, 7, 8 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASES) Standard 1) Regular: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads I 1'W - n tsrgn pure &L'v an-0MZbKNT3S ON THIS ADID INCL UD801t87Sfi REfBRENCB PdGS ABf•7473 nm. 10.'08 BEPORE LISR igrrwn PAO rf y with M7ek connectors. This design is booed only upon parameters shown. and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of budding designer- not tens designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction's the responsibillity of the MiTek• erector. Addirional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding ,o fabrication, quality control. storage, delivery. erection and bracing, consult ANSI/TPII Quality CMeria, DS6•89 and BCSI BuBdfng Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 281 N. Lee Street, Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 832189302 SEV MED_LOT 7 C09 MONO TRUSS 4 1 Reference (optional) Select Culla, mol0, LA - `JZZLIJ LOAD CASE(S) Standard 7) 1 st unbalanced Regular: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 3-9=-60.10-18=-12,1-3=-120(F=-60) 8) 2nd unbalanced Regular: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 3-9=-20, 10-18=-12, 1-3=-80(F=-60) 7.250 s Sep 12010 MiTek Industries, Inc. Thu Sep 16 13:17:34 2010 Page 2 ID:Cjo6uK6GkhuJsmGXsVaFYFydl Z-uNKOagdbjOP?2JORv?Oe7E9mTBTIcvLkFlaTOrydOUV ® WARA7NCs - Vn>ijTj design jn ram tesa and READ NOTES ON THIS AND INCLUDED b177T:Ti REFERENCB PAGE DII1-7473 neo. 70'08 BEPORB L6E. ° Design valid for use only with Milek connectors. This design is based only upon parameters shown, and is for on individual building component. AppficaUlity of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility, of the MiTek` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ,. fabrication, quality control. storage, detrvery, erection and bracin consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Ploie Institute. 281 N. Lee Street. Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y Failure to Follow Could Cause Property offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) J L Apply plates to both Sides Of truss and fully embed teeth. 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See SCSI. O_7/TQ, 2. Truss bracing must be designed by an engineer. For 1 2 3 TOP CHORDS CI-2 C2-3 wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator bracing should be considered. WEBS aq 4 3. Never exceed the design loading shown and never 0 stack materials on inadequately braced trusses. 0r O u 3 y = O 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate b designer, erection supervisor, property owner and plates 0-'Al' from outside a- y'p U all other interested parties. edge Of truss. 5. Cut members to bear tightly against each other. c7-8 cel cse O BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. Plate location details available In MITek 20/20 software of upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is thelate p CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is non-structural consideration and is the 4 x 4 width measured perpendicular t responsibility of truss fabricator. General practice is to to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR-131 1, ESR-1352, ER-5243, 96048, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER-3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2006 MiTek® All Rights Reserved approval of an engineer. reaction section indicates joint p number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable Eff d- environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction.0 and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. MiTek is not sufficient. BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, P0WER Ta PERFORM.'" ANSI/TPI 1 Quality Criteria. Installing 8, Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 10-'08 I BUILDING ENERGY ANALYSIS REPORT PROJECT: Coronel Enterprises Lot 7, 53-885 Avenida Martinez La Quinta, CA 92253 Project Designer: South West Concepts 78-115 Calle Estado La Quinta, CA 92253 ~ (760) 564-4707 Report Prepared by: Tim Scott Scott Design and Title 24, Inc, 77-085 Michigan Drive Palm Desert, CA 92211 (760) 200-4780 CITY OF LA QUINTA Job Number: BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION Date: / ID AT E 13Y--g- 6/21/2010 Y�_ 6 21 /2010 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2008 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC — www.energysoft.com. A EnergyPro 5.0 by EnergySoft User Number: 6712 RunCode: 2010-06-21T08:17:1 /D: u • PERFORMANCE CERTIFICATE: Residential Part 1 of 5 CF -1 R Project Name Coronel Enterprises Building Type m Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 6/21/2010 Project Address Lot 7, 53-885 Avenida Martinez La Quint California Energy Climate Zone CA Climate Zone 15 Total Cond. Floor Area 1,918 Addition n/a It of Stories 1 FIELD INSPECTION ENERGY CHECKLIST IZ]Yes O No HERS Measures --If Yes, A CF -419 must be provided per Part 2 of 5 of this form. E]Yes ❑ No Special Features --If Yes, see Part 2 of 5 of this form for details. INSULATION Construction Type Area Special Cavity (ft) Features (see Part 2 of 5) Status Roof Wood Framed Attic R-38 1,918 Radiant Barrier Cool Roof New Wall Wood Framed R-13 1,348 Ext=R-5.0 New Door Opaque Door None 20 New Slab Unheated Slab -on -Grade None 1,918 Perim = 212' New FENESTRATION U- Orientation Area(ft) Factor Exterior SHGC Overhang Sidefins Shades Status Front (E) 20.0 0.400 0.35 4.0 none Bug Screen New Front (E) 6.0 0.400 0.35 4.0 none Bug Screen New Front (E) 28.8 0.400 0.35 none none Bug Screen New Front (E) 33.4 0.400 0.35 none none Bug Screen New Left (S) 42.0 0.400 0.35 none none Bug Screen New Left (S) 52.0 0.400 0.35 none none Bug Screen New Left (S) 33.4 0.400 0.35 none none Bug Screen New Rear (W 33.4 0.400 0.35 none none Bug Screen New Rear (tM 28.0 0.400 0.35 none none Bug Screen New Right (N) 7.3 0.720 0.59 none none Bug Screen New Right (N) 44.0 0.400 0.35 none none Bug Screen New HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status 1 Central Furnace 80% AFUE Split Air Conditioner 13.0 SEER Setback New HVAC DISTRIBUTION Location Heating Duct Cooling Duct Location R -Value Status A/C 1 Ducted Ducted Attic, Ceiling Ins, vented 8.0 New WATER HEATING Qty. Type Gallons Min. Eff Distribution Status 1 Small Gas 50 0.62 All Pipes Ins New EnergyPro 5.0 by Energ Sok User Number: 6712 RunCode: 2010-06-21T08:17:1 ID: Page 3 of 17 • i PERFORMANCE CERTIFICATE: Residential (Part 2 of 5) CF -1 R Project Name Coronel Enterprises Building Type m Single Family ❑ Addition Alone 7612112010 ❑ Multi Family ❑ Existing+ Addition/Alteratio te SPECIAL FEATURES INSPECTION CHECKLIST The enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies based on the adequacy of the special justification and documentation submitted. The Roof R-38 Roof Attic Reflectance = 0. 65, Emittance = 0.75 shall be rated and labeled by the Cool Roof Rating Council in accordance with Section 10-113 of the standards. The Roof R-38 Roof Attic includes credit for a Radiant Barrier that is Continuous meeting eligibility and installation criteria as specified in Residential Appendix RA4.2.2. HERS REQUIRED VERIFICATION Items in this section require field testing and/or verification by a certified HERS Rater. The inspector must receive a completed CF -4R form for each of the measures listed below for final to be given. The Cooling System Bryant 550AN060-EI31 1JAV060090 includes credit for a 11.5 EER Condenser. A certified HERS rater must field verify the installation of the correct Condenser. The HVAC System A/C 1 incorporates HERS Verified Refrigerant Charge or a Charge Indicator Display. The HVAC System A/C 1 incorporates HERS verified Duct Leakage. HERS field verification and diagnostic testing is required to verify that duct leakage meets the specified criteria. EnemyPro 5.0 by Energ ySoft User Number: 6712 RunCode: 2010-06-21 T08:17:1 ID: Page 4 of 17 • • • PERFORMANCE CERTIFICATE: Residential (Part 3 of 5) CF -1 R Project Name Building Type m Single Family ❑ Addition Alone Date Coronel Enterprises ❑ Multi Family ❑ Existing+ Addition/Alteration 6/21/2010 ANNUAL ENERGY USE SUMMARY Standard Proposed Margin TDV kBtu/V- r Space Heating 1.34 1.04 0.30 Space Cooling 61.49 57.82 3.68 Fans 12.14 15.16 -3.02 Domestic Hot Water 16.74 15.17 1.57 Pumps 0.00 0.00 0.00 Totals 91.71 89.18 2.53 Percent Better Than Standard: 2.8% BUILDING COMPLIES - HERS VERIFICATION REQUIRED Fenestration Building Front Orientation: (E) 90 deg Ext. Walls/Roof Wall Area Area Number of Dwelling Units: 1.00 (E) 320 88 Fuel Available at Site: Natural Gas (S) 528 127 Raised Floor Area: 0 (IM 320 61 Slab on Grade Area: 1,918 (N) 528 51 Average Ceiling Height: 9.0 Root 1,918 0 Fenestration Average U -Factor: 0.41 TOTAL: 328 Average SHGC: 0.36 Fenestration/CFA Ratio: 17.1 % REMARKS STATEMENT OF COMPLIANCE This certificate of compliance lists the building features and specifications needed to comply with Title 24, Parts 1 the Administrative Regulations and Part 6 the Efficiency Standards of the California Code of Regulations. The documentation author hereby certifies that the documentation is accurate and complete. Documentation Author Company Scott Design and Title 24, Inc, &-" 6212010 Address 77-085 Michigan Drive Name Tim Scott Cit /State/Zip Palm Desert, CA 92211 Phone (760) 200-4780 Signed Date The individual with overall design responsibility hereby certifies that the proposed'building design represented in this set of construction documents is consistent with the other compliance forms and worksheets, with the specifications, and with any other calculations submitted with this permit application, and recognizes that compliance using duct design, duct sealing, verification of refrigerant charge,- insulation installation quality, and building envelope sea' g require installer testing and certification and field verification by an approved HERS rater. Designer or Owner (per Business & Professions Code) Company South West Concepts / 2 Address 78-115 Calle Estado Name Steve Nieto W ✓ City/State/Zip La Quinta, CA 92253 Phone (760) 564-4707 Signed License # Date EnergyPro 5.0 by Ene Soft User Number: 6712 RunCode: 2010-06-21 T08:17:1 /D: Page 5 of 17 • CERTIFICATE OF COMPLIANCE: Residential (Part 4 of 5) CF -1 R Project Name Coronel Enterprises Building Type m Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 1612112010 OPAQUE SURFACE DETAILS Surface Type Area U Insulation Factor I Cavity Exterior Frame Interior Frame Azm Joint Appendix Tilt Status 4 Location/Comments Roof 1,918 0.026 R-38 270 0 New 4.2.1-A9 Entire Residence Wall 212 0.068 R-13 5.0 None 90 90 New 4.3.1-A3 Entire Residence Door 20 1.450 None 90 90 New 4.5.1-A1 Entire Residence Wall 401 0.068 R-13 5.0 None 180 90 1 New 4.3.1-A3 Entire Residence Wall 259 0.068 R-13 5.0 None 270 90 New 4.3.1-A3 Entire Residence Wall 477 0.068 R-13 5.0 None 0 90 New 4.3.1-A3 Entire Residence Slab 1,714 0.730 None 0 180 New 4.4.7-A1 Entire Residence Slab 204 0.730 None 0 180 New 4.4.7-A1 Entire Residence FENESTRATION SURFACE DETAILS ID Type I Area U -Factor SHGC2 Azm Status Glazing Type Location/Comments 1 Window 20.0 0.400 NFRC 0.35 NFRC 90 New Double Tinted -Doors Entire Residence 2 Window 6.0 0.400 NFRC 0.35 NFRC 90 New Double Tinted -Window Entire Residence 3 Window 6.7 0.400 NFRC 0.35 NFRC 90 New Double Tinted -Window Entire Residence 4 Window 2.7 0.400 NFRC 0.35 NFRC 90 New Double Tinted -Window Entire Residence 5 Window 33.4 0.400 NFRC 0.35 NFRC 90 New Double Tinted -Doors Entire Residence 6 Window 10.0 0.400 NFRC 0.35 NFRC 90 New Double Tinted -Window Entire Residence 7 Window 6.7 0.400 NFRC 0.35 NFRC 90 New Double Tinted -Window Entire Residence 8 Window 2.7 0.400 NFRC 0.35 NFRC 90 New Double Tinted -Window Entire Residence 9 Window 15.0 0.400 NFRC 0.35 NFRC 180 New Double Tinted-Oper Entire Residence 10 Window 6.0 0.400 NFRC 0.35 NFRC 180 New Double Tinted -Window Entire Residence 11 Window 15.0 0.400 NFRC 0.35 NFRC 180 New Double Tinted-Oper Entire Residence 12 Window 6.0 0.400 NFRC 0.35 NFRC 180 New Double Tinted -Window Entire Residence 13 Window 16.0 0.400 NFRC 0.35 NFRC 180 New Double Tinted -Window Entire Residence 14 Window 8.0 0.400 NFRC 0.35 NFRC 180 New Double Tinted -Window Entire Residence 15 Window 12.0 0.400 NFRC 0.35 NFRC 180 New Double Tinted-Oper Entire Residence 16 Window 6.0 0.400 NFRC 0.35 NFRC 180 New Double Tinted -Window Entire Residence (1) U -Factor Type: 116-A = Default Table from Standards, NFRC = Labeled Value 2 SHGC Type: 116-13 = Default Table from Standards, NFRC = Labeled Value EXTERIOR SHADING DETAILS ID Exterior Shade Type SHGC Window H t Wd Ove hang Left Fin Len H t LExt REM Dist Len Right Fin H t Dist Len H t 1 Bug Screen 0.76 6.7 3.0 4.0 0.1 4.0 4.0 2 Bug Screen 0.76 2.0 3.0 4.0 0.1 4.0 4.0 3 Bug Screen 0.76 4 Bug Screen 0.76 5 Bug Screen 0.76 6 Bug Screen 0.76 7 Bug Screen 0.76 8 Bug Screen 0.76 9 Bug Screen 0.76 10 Bug Screen 0.76 11 Bug Screen 0.76 12 Bug Screen 0.76 13 Bug Screen 0.76 14 Bug Screen 0.76 15 Bug Screen 0.76 16 Bug Screen 0.761 1 EnergyPro 5.0 by EnergrySoft User Number: 6712 RunCode: 2010-06-21T08:17:1 ID: Pae 6 of 17 NOW • • CERTIFICATE OF COMPLIANCE: Residential (Part 4 of 5) CF -1 R Project Name Coronel Enterprises Building Type m Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 6/21/2010 OPAQUE SURFACE DETAILS Surface U- Type Area Factor Insulation Joint Appendix Cavit Exterior Frame Interior Frame Azm Tilt Status 4 Location/Comments FENESTRATION SURFACE DETAILS ID Type Area U -Factor SHGC2 Azm Status Glazing Type Location/Comments 17 Window 33.4 0.400 NFRC 0.35 NFRC 180 New Double Tinted -Doors Entire Residence 18 Window 10.0 0.400 NFRC 0.35 NFRC 180 New Double Tinted -Window Entire Residence 19 Window 33.4 0.400 NFRC 0.35 NFRC 270 New Double Tinted -Doors Entire Residence 20 Window 10.0 0.400 NFRC 0.35 NFRC 270 New Double Tinted -Window Entire Residence 21 Window 12.0 0.400 NFRC 0.35 NFRC 270 New Double Tinted -Window Entire Residence 22 Window 6.0 0.400 NFRC 0:35 NFRC 270 New Double Tinted -Window Entire Residence 23 Window 7.3 0.720 NFRC 0.59 NFRC 0 New Glass Block Entire Residence 24 Window 20.0 0.400 NFRC 0.35 NFRC 0 New Double Tinted -Oyer Entire Residence 25 Window 4.0 0.400 NFRC 0.35 NFRC 0 New Double Tinted-Oper Entire Residence 26 Window 20.0 0.400 NFRC 0.35 NFRC 0 New Double Tinted-Oper Entire Residence (1) U -Factor Type: 2 SHGC Type: 116-A = Default Table from Standards, NFRC = Labeled Value 116-13 = Default Table from Standards, NFRC = Labeled Value EXTERIOR SHADING DETAILS ID Exterior Shade Type Window SHGC H t Wd Ove hang Left Fin Right Fin Len HW LExt REA Dist Len H t Dist Len H t 17 Bug Screen 0.76 18 Bug Screen 0.76 19 Bug Screen 0.76 20 Bug Screen 0.76 21 Bug Screen 0.76 22 Bug Screen 0.76 23 Bug Screen 0.76 24 Bug Screen 0.76 25 Bua Screen 0.76 26 Bug Screen 0.76 EnergyPro 5.0 by EnergySoft User Number. 6712 Run Code: 2010-06-21T08:17:1 ID: Page 7 of 17 CJ • • CERTIFICATE OF COMPLIANCE: Residential (Part 5 of 5) CF -1 R Project Name Coronel Enterprises Building Type m Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 6/21/2010 BUILDING ZONE INFORMATION System Name Zone Name Floor Area New Existinq Altered Removed Volume Year Built A/C 1 Entire Residence 1,918 17,262 Totals 1 1,9181 01 0 0 HVAC SYSTEMS System Name Ot Heating Type Min. Eff. Cooling Type Min. Eff. Thermostat Type Status A/C 1 1 Central Furnace 80% AFUE Split Air Conditioner 13.0 SEER Setback New HVAC DISTRIBUTION System Name Heating Duct Cooling Duct Location R -Value Ducts Tested? Status A/C 1 Ducted Ducted Attic, Ceiling Ins, vented 8.0 m New WATER HEATING SYSTEMS S stem Name Qty. Type Distribution Rated Input Btuh Tank Cap. al Energy Factor or RE Standby Loss or Pilot Ext. Tank Insul. R- Value Status RHEEM 41-R50N 1 Small Gas All Pipes Ins 40,000 50 0.62 n/a n/a New MULTI -FAMILY WATER HEATING DETAILS HYDRONIC HEATING SYSTEM PIPING Control E w " w o_ Hot Water Piping Length ft o Tia 0 a — System Name Pipe Length Pipe Diameter Insul. Thick. Qty.HP Plenum Outside Buried ❑ ❑ EnergyPro 5.0 by EnergySoft User Number: 6712 RunCode: 2010-06-21 T08:17:1 ID: Page 8 of 17 4 MANDATORY MEASURES SUMMARY: Residential Pae 1 of 3 MF -1 R Project Name Coronel Enterprises Date 6/21/2010 NOTE: Low-rise residential buildings subject to the Standards must comply with all applicable mandatory measures listed, regardless of the compliance approach used. More stringent energy measures listed on the Certificate of Compliance (CF -1 R, CF -1 R -ADD, or CF - 1 R -ALT Form) shall supersede the items marked with an asterisk (') below. This Mandatory Measures Summary shall be incorporated into the permit documents, and the applicable features shall be considered by all parties as minimum component performance specifications whether they are shown elsewhere in the documents or in this summary. Submit all applicable sections of the MF -1 R Form with plans. Building Envelope Measures: 116 (a)1: Doors and windows between conditioned and unconditioned spaces are manufactured to limit air leakage. §116(a)4: Fenestration products (except field -fabricated windows) have a label listing the certified U -Factor, certified Solar Heat Gain Coefficient SHGC , and infiltration that meets the requirements of 10-111 (a). 117: Exterior doors and windows are weather-stripped; all joints and penetrations are caulked and sealed. 118(a): Insulationspecified or installed meets Standards for Insulating Material. Indicate type and include on CF -6R Form. §118(1): The thermal emittance and solar reflectance values of the cool roofing material meets the requirements of §118(i) when the installation of a Cool Roof is specified on the CF -1 R Form. 150(a): Minimum R-19 insulation in wood -frame ceiling orequivalent U -factor. 150(b): Loose fill insulation shall conform with manufacturer's installed design labeled R -Value. 150(c): Minimum R-13 insulation in wood -frame wall orequivalent U -factor. *§1 50 d : Minimum R-13 insulation in raised wood -frame floor orequivalent U -factor. 150(f): Air retarding wrap is tested, labeled, and installed according to ASTM E1677-95(2000) when specified on the CF -1 R Form. 150 : Mandatory Vapor barrier installed in Climate Zones 14 or 16. §150(1): Water absorption rate for slab edge insulation material alone without facings is no greater than 0.3%; water vapor permeance rate is no greater than 2.0perm/inch and shall be protected from physical damage and UV light deterioration. Fireplaces, Decorative Gas Appliances and Gas Log Measures: 150 (e)l A: Masonry or factory -built fireplaces have a closable metal or glass door covering the entire opening of the firebox. §150(e)l B: Masonry or factory -built fireplaces have a combustion outside air intake, which is at least six square inches in area and is e ui ped with a with a readily accessible, operable, and tight -fitting damper and or a combustion -air control device. §150(e)2: Continuous burning pilot lights and the use of indoor air for cooling a firebox jacket, when that indoor air is vented to the outside of the building, are prohibited. Space Conditioning, Water Heating and Plumbing System Measures: §110-§113: HVAC equipment, water heaters, showerheads, faucets and all other regulated appliances are certified by the Energy Commission. §113(c)5: Water heating recirculation loops serving multiple dwelling units and High -Rise residential occupancies meet the air release valve, backflow prevention, pump isolation valve, and recirculation loop connection requirements of §113(c)5. §115: Continuously burning pilot lights are prohibited for natural gas: fan -type central furnaces, household cooking appliances (appliances with an electrical supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt), and pool and spa heaters. 150(h): Heating and/or cooling loads are calculated in accordance with ASHRAE, SMACNA or ACCA. 150(i): Heating systems are equipped with thermostats that meet the setback requirements of Section 112(c). §150(j)1A: Storage gas water heaters rated with an Energy Factor no greater than the federal minimal standard are externally wrapped with insulation having an installed thermal resistance of R-12 or greater. §150(j)1 B: Unfired storage tanks, such as storage tanks or backup tanks for solar water -heating system, or other indirect hot water tanks have R-12 external insulation or R-16 internal insulation where the internal insulation R -value is indicated on the exterior of the tank. §150(j)2: First 5 feet of hot and cold water pipes closest to water heater tank, non -recirculating systems, and entire length of recirculating sections of hot water pipes are insulated per Standards Table 150-13. §150(j)2: Cooling system piping (suction, chilled water, or brine lines),and piping insulated between heating source and indirect hot water tank shall be insulated to Table 150-B and Equation 150-A. §150(j)2: Pipe insulation for steam hydronic heating systems or hot water systems >15 psi, meets the requirements of Standards Table 123-A. 150(j)3A: Insulation is protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. §1 500)3A: Insulation for chilled water piping and refrigerant suction lines includes a vapor retardant or is enclosed entirely in conditioned space. 150(j)4: Solar water -heating systems and/or collectors are certified by the Solar Rating and Certification Corporation. EnergyPro 5.0 by EnergySoff User Number: 6712 RunCode: 2010-06-21 T08:17:17 /D: Page 9 of17 4 MANDATORY MEASURES SUMMARY: Residential (Page 2 of 3 MF -1 R Project Name Date oronel Enterprises 6/21/2010 §150(m)1: All air -distribution system ducts and plenums installed, are sealed and insulated to meet the requirements of CMC Sections 601, 602, 603, 604, 605 and Standard 6-5; supply -air and return -air ducts and plenums are insulated to a minimum installed level of R- 4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape or other duct -closure system that meets the applicable requirements of UL 181, UL 181 A, or UL 181 B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings reater than 1/4 inch, the combination of mastic and either mesh or tape shall be used §150(m)1: Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. §150(m)2D: Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands. 150(m)7: Exhaust fans stems have back draft or automatic dampers. §150(m)8: Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers. §150(m)9: Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation that can cause degradation of the material. 150 m 10: Flexible ducts cannot have porous inner cores. §150(o): All. dwelling units shall meet the requirements of ANSI/ASHRAE Standard 62.2-2007 Ventilation and Acceptable Indoor Air Quality in Low -Rise Residential Buildings. Window operation is not a permissible method of providing the Whole Building Ventilation required in Section 4 of that Standard. Pool and Spa Heating Systems and Equipment Measures: §114(a): Any pool or spa heating system shall be certified to have: a thermal efficiency that complies with the Appliance Efficiency Regulations; an on-off switch mounted outside of the heater; a permanent weatherproof plate or card with operating instructions; and shall not use electric resistance heating ora pilot light. §114(b)1: Any pool or spa heating equipment shall be installed with at least 36" of pipe between filter and heater, or dedicated suction and return lines, or built-up connections for future solar heating. 114(b)2: Outdoor pools ors as that have a heat pump or gas heater shall have a cover. §114(b)3: Pools shall have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or programmed to run only during off-peak electric demand periods. 150 : Residential pool systems orequipment meet the pump sizing, flow rate, piping, filters, and valve requirements of §150 Residential Lighting Measures: §150(k)1: High efficacy luminaires or LED Light Engine with Integral Heat Sink has an efficacy that is no lower than the efficacies contained in Table 150-C and is not a low eff icacy luminaire asspecified by §150(k)2. 150(k)3: The wattage of permanently installed luminaires shall be determined asspecified by §130(d). §150(k)4: Ballasts for fluorescent lamps rated 13 Watts or greater shall be electronic and shall have an output frequency no less than 20 kHz. §150(k)5: Permanently installed night lights and night lights integral to a permanently installed luminaire or exhaust fan shall contain only high efficacy lamps meeting the minimum efficacies contained in Table 150-C and shall not contain a line -voltage socket or line - voltage lamp holder; OR shall be rated to consume no more than five watts of power as determined by §130(d), and shall not contain a medium screw -base socket. 150(k)6: Lighting integral to exhaust fans, in rooms other than kitchens, shall meet the applicable requirements of §150(k). 150(k)7: All switching devices and controls shall meet the requirements of §150(k)7. §150(k)8: A minimum of 50 percent of the total rated wattage of permanently installed lighting in kitchens shall be high efficacy. EXCEPTION: Up to 50 watts for dwelling units less than or equal to 2,500 ft2 or 100 watts for dwelling units larger than 2,500 ft2 may be exempt from the 50% high efficacy requirement when: all low efficacy luminaires in the kitchen are controlled by a manual on occupant sensor, dimmer, energy management system (EMCS), or a multi -scene programmable control system; and all permanently installed luminaries in garages, laundry rooms, closets greater than 70 square feet, and utility rooms are high efficacy and controlled by a manual -on occupant sensor. §150(k)9: Permanently installed lighting that is internal to cabinets shall use no more than 20 watts of power per linear foot of illuminated cabinet. EnergyPro5.0 by EnergySoR User Number: 6712 Run Code: 2010-06-21 T08:17:17 /D: Page 10 of 17 4 MANDATORY MEASURES SUMMARY: Residential (Page 3 of 3 MF -1 R Project Name Date oronel Enterprises 6/21/2010 §150(k)10: Permanently installed luminaires in bathrooms, attached and detached garages, laundry rooms, closets and utility rooms shall be high efficacy. EXCEPTION 1: Permanently installed low efficacy luminaires shall be allowed provided that they are controlled by a manual -on occupant sensor certified to comply with the applicable requirements of §119. EXCEPTION 2: Permanently installed low efficacy luminaires in closets less than 70 square feet are not required to be controlled by a manual -on occupancy sensor. §150(k)l 1: Permanently installed luminaires located in rooms or areas other than in kitchens, bathrooms, garages, laundry rooms, closets, and utility rooms shall be high efficacy luimnaires. EXCEPTION 1: Permanently installed low efficacy luminaires shall be allowed provided they are controlled by either a dimmer switch that complies with the applicable requirements of §119, or by a manual - on occupant sensor that complies with the applicable requirements of §119. EXCEPTION 2: Lighting in detached storage building less than 1000 square feet located on a residential site is not required to comply with §150 k 11. §150(k)12: Luminaires recessed into insulated ceilings shall be listed for zero clearance insulation contact (IC) by Underwriters Laboratories or other nationally recognized testing/rating laboratory; and have a label that certifies the lumiunaire is airtight with air leakage less then 2.0 CFM at 75 Pascals when tested in accordance with ASTM E283; and be sealed with a gasket or caulk between the luminaire housing and ceiling. §150(k)13: Luminaires providing outdoor lighting, including lighting for private patios in low-rise residential buildings with four or more dwelling units, entrances, balconies, and porches, which are permanently mounted to a residential building or to other buildings on the same lot shall be high efficacy. EXCEPTION 1: Permanently installed outdoor low efficacy luminaires shall be allowed provided that they are controlled by a manual on/off switch, a motion sensor not having an override or bypass switch that disables the motion sensor, and one of the following controls: a photocontrol not having an override or bypass switch that disables the photocontrol; OR an astronomical time clock not having an override or bypass switch that disables the astronomical time clock; OR an energy management control system (EMCS) not having an override or bypass switch that allows the luminaire to be always on EXCEPTION 2: Outdoor luminaires used to comply with Exceptionl to §150(k)l3 may be controlled by a temporary override switch which bypasses the motion sensing function provided that the motion sensor is automatically reactivated within six hours. EXCEPTION 3: Permanently installed luminaires in or around swimming pool, water features, or other location subject to Article 680 of the California Electric Code need not be high efficacy luminaires. §150(k)14: Internally illuminated address signs shall comply with Section 148; OR not contain a screw -base socket, and consume no more than five watts of power as determined according to §130(d). §150(k)l5: Lighting for parking lots and carports with a total of for 8 or more vehicles per site shall comply with the applicable requirements in Sections 130, 132, 134, and 147. Lighting for parking garages for 8 or more vehicles shall comply with the applicable requirements of Sections 130, 131, 134, and 146. §150(k)l6: Permanently installed lighting in the enclosed, non -dwelling spaces of low-rise residential buildings with four or more dwelling units shall be high efficacy luminaires. EXCEPTION: Permanently installed low efficacy luminaires shall be allowed provided that they are controlled by an occupant sensors certified to comply with the applicable requirements of 119. EnergyPro 5.0 by EnergySoft User Number: 6712 Run Code: 2010-06-21T08:17:17 /D: Page 11 of 17 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name Coronel Enterprises Date 6/21/2010 System Name A/C 1 Floor Area 1,918 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 1 Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL CFM 1,238 0 COOLING PEAK COIL HTG. PEAK Heating System Sensible Latent CFM Sensible Output perSystem 71,000 21,855 1,998 743 24,843 Total Output Btuh 71,000 0 Output Btuh/s ft 37.0 1,628 1,640 Cooling System 01 0 Output perSystem 59,000 0 0 0 0 Total Output Btuh 59,000 0 1,998 0 Total Output Tons 4.9 1,628 1,640 Total Output Btuh/s ft 30.8 Total Output s ft/Ton 390.1 25,112 28,123 Air System CFM perSystem 2,025 HVAC EQUIPMENT SELECTION Airflow cfm 2,025 Bryant 550AN060-E/31 1 JAV060090 39,006 14,329 71,000 Airflow cfm/s ft 1.06 Airflow cfm/Ton 411.9 Outside Air % 0.0% Total Adjusted System Output (Adjusted for Peak Design conditions) I TIME OF SYSTEM PEAK 39,006 14,329 Aug 3 PM 71,000 Jan 1 AM Outside Air cfm/s ft 0.00 Note: values above given at ARI conditions HEATING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Heating Peak) 26 OF 69 OF Outside Air 0 cfm Supply Fan 2,025 cfm 69 OF 69 OF 102 IF Heating Coil 101 OF ROOM 70 OF COOLING SYSTEM PSYCHROMETICS Airstream Temperatures at Time of Cooling Peak 112!78°F 79/66°F 79/66°F 61 /60°F Outside AirN Ar 0 cfm Supply Fan Cooling Coil 2,025 cfm 79 ! 66 OF L _11 61 / 60 OF 52.7% ;ROOM Iti.. 78 / 66 OF EnergyPro 5.0 by EnergySoft User Number: 6712 Run Code: 2010-06-21T08:17:17 ID: Page 12 of 17 • Is • ROOM LOAD SUMMARY Project Name Date Coronel Enterprises 6/21/2010 System Name Floor Area A/C 1 1,918 ROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK Zone Name Room Name Mult. I CFM Sensible I Latent CFM I Sensible I Latent CFM I Sensible Entire Residence Entire Residence 1 1 1,2381 21,8551 1,998 1,2381 21,8551 1,998 7431 24,843 PAGE TOTAL TOTAL* 1,2381 21,8551 1,9981 743 24,843 1,238 21,855 1,998 743 24,843 Total includes ventilation load for zonal systems. EnergyPro 5.0 by EnergySoft User Number: 6712 RunCode: 2010-06-21 T08:17:1 ID: Pae 13 of 17 • • ROOM HEATING PEAK LOADS Project Name Coronel Enterprises Date 6/21/2010 ROOM INFORMATION DESIGN CONDITIONS Room Name Entire Residence Floor Area 1, 918.0 ftz Indoor Dry Bulb Temperature 70 OF Time of Peak Jan 1 AM Outdoor Dry Bulb Temperature 26 OF Conduction Area X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X to U -Value X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X AT OF = = = = = = = = = = = = = = = = = = = = 44 Btu/hr R-38 Roof Attic 1,918.0 0.0260 44 2,194 R-13 Wall W/ 1"Foam 1,347.7 0.0675 44 4,006 Wood Door 20.0 1.4500 44 1,276 Double Tinted -Doors 120.2 0.4000 44 2,116 Double Tinted -Window 114.8 0.4000 44 2,020 Double Tinted-Oper 86.0 0.4000 44 1,514 Glass Block 7.3 0.7200 44 231 Slab -On -Grade perim = 212.0 0.7300 44 6,809 Items shown with an asterisk (") denote conduction Infiltration:[ 1.00 X 1.064 Schedule Air Sensible Fraction through an interior surface X 1,918 X Area another room 9.00 X 0.347 Height ACH Page Total /60] X AT 20,166 = 4,677 Ceiling TOTAL HOURLY HEAT LOSS FOR ROOM 24,843 EnergyPro 5.0 by EnergySoft User Number: 6712 RunCode: 2010-06-21T08:17:1 ID: Page 14 of 17 • • • RESIDENTIALROOM COOLING LOAD SUMMARY Project Name Coronel Enterprises ROOM INFORMATION DESIGN CONDITIONS Room Name Entire Residence Outdoor Dry Bulb Temperature Floor Area 1,918.0 ftz Outdoor Wet Bulb Temperature Indoor Dry Bulb Temperature 78 OF Outdoor Daily Ranae: Opaaue Surfaces R-38 Roof Attic R-13 Wall W/ 1 " Foam Wood Door R-13 Wall W/ 1 " Foam R-13 Wall W/ I" Foam R-13 Wall W/ 1 " Foam Orientation I'm (E) (E) (S) (M Date 6/21/2010 Area X X X X X X X X X U -Factor X X X X X X X X X CLTD' = = = = = = = = = 1,918.0 0.0260 56.0 211.8 0.0675 33.0 20.0 1.4500 33.0 400.6 0.0675 26.0 258.6 0.0675 33.0 476.7 0.0675 23.0 0.0 21.0 33.4 41.8 0.0 21.0 10.0 41.8 0.0 21.0 6.7 Page Total Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Fenestration Window Window Window Window Window Window Window Window Window Orientation (E) (E) (E) (E) (E) (E) (E) (E) (S) 112°F 78 °F 34 OF Btu/hr 2.793 472 957 704 576 741 1 6,2421 Shaded Area X X X X X X X X X1 GLF + + + + + + + + +1 Unshaded Area X X X X X X X X XI GLF = = = = = = = = = 9.3 21.0 10.7 41.8 6.0 21.0 0.0 41.8 0.0 21.0 6.7 41.8 0.0 21.0 2.7 41.8 0.0 21.0 33.4 41.8 0.0 21.0 10.0 41.8 0.0 21.0 6.7 41.8 0.0 21.0 2.7 41.8 0.0 21.0 15.0 21.1 Page Total Btu/hr 643 126 280 113 1,395 418 280 113 316 Internal Gain Btu/hr Occupants 4.0 Occupants X 230 Btuh/OCC. = 920 Equipment 1.0 Dwelling Unit X 1,600 Btu = 1,600 Infiltration: 1.064 X 0.87 X 104.95 X 34 = 3,288 Air Sensible CFM ELA AT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 21.8551 Latent Gain Btu/hr Occupants 4.0 Occupants X 200 Btuh/occ. = 800 Infiltration: 4,771 X 0.87 X 104.95 X 0.00276 = 1,198 Air Sensible CFM ELA AW I TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 1 9981 I EnergyPro 5.0 by EnergySoft User Number: 6712 Run Code: 2010-06-21T08:17:1 /D: Page 15 of 17 j • • I RESIDENTIAL ROOM COOLING LOAD SUMMARY Coronel Enterprises ROOM INFORMATION Room Name Floor Area Indoor Dry Bulb Temperature e Surfaces DESIGN CONDITIONS Entire Residence Outdoor Dry Bulb Temperature 1,918.0 ft-- Outdoor Wet Bulb Temperature 78 OF Outdoor Dailv Ranae: Orientation Date 6/21/2010 Area X X X X X X X X X U -Factor X X X X X X X X X CLTD' = = = = = = = = = GLF = = = = = = = = = 0.0 21.0 6.0 21.1 0.0 21.0 15.0 21.1 0.0 21.0 6.0 21.1 0.0 21.0 16.0 21.1 0.0 21.0 8.0 21.1 0.0 21.0 12.0 21.1 0.0 21.0 6.0 Page Total Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Shaded Unshaded Fenestration Window Window Window Window Window Window Window Window Window Orientation (S) (S) (S) (S) (S) (S) (S) (S) (S) Area X X X X X X X X X GLF + + + + + + + + + Area X X X X X X X X X GLF = = = = = = = = = 0.0 21.0 6.0 21.1 0.0 21.0 15.0 21.1 0.0 21.0 6.0 21.1 0.0 21.0 16.0 21.1 0.0 21.0 8.0 21.1 0.0 21.0 12.0 21.1 0.0 21.0 6.0 21.1 0.0 21.0 33.4 21.1 0.0 21.0 10.0 21.1 Page Total 112 OF 78 OF 34 OF Btu/hr 91 Btu/hr 126 316 126 337 169 253 126 704 211 2, 368 Internal Gain Btu/hr Occupants 4.0 Occupants X 230 Btuh/occ. = 920 Equipment 1.0 Dwelling Unit X 1,600 Btu = 1,600 Infiltration: 1.064 X 0.87 X 104.95 X 34 = 3,288 Air Sensible CFM ELA AT I TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 21.8551 Latent Gain Btu/hr Occupants 4.0 Occupants X 200 1 Btuh/occ. = 800 Infiltration: 4,771 X 0.87 X 104.95 X 0.00276 = 1,198 Air Sensible CFM ELA AW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 1.9981 EnergyPro 5.0 by EnemySoft User Number: 6712 Run Code: 2010-06-21 T08:17:1 /D: Page 16 of 17 RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Name Date Coronel Enterprises 6/21/2010 ROOM INFORMATION DESIGN CONDITIONS Room Name Entire Residence Outdoor Dry Bulb Temperature 112 OF Floor Area 1,918.0 ft2 Outdoor Wet Bulb Temperature 78 OF Indoor Dry Bulb Temperature 78 OF Outdoor Daily Range: 34 OF Opaque Surfaces Orientation Area U -Factor CLTD' Btu/hr X X = X X = X X = X X = X X = X X = X X = X X = X X = Page Total o Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Shaded Unshaded Fenestration Orientation Area GLF Area GLF Btu/hr Window NO 0.0 X 21.0 + 33.4 X 41.8 = 1,395 Window (W) 0.0 X 21.0 + 10.0 X 41.8 = 418 Window (lM 0.0 X 21.0 + 12.0 X 41.8 = 501 Window (lam 0.0 X 21.0 + 6.0 X 41.8 = 251 Window (N) 0.0 X 36.3 + 7.3 X 36.3 = 265 Window (N) 0.0 X 21.0 + 20.0 X 21.0 = 420 Mindow (N) 0.0 X 21.0 + 4.0 X 21.0 = 84 Window (N) 0.0 X 21.0 + 20.0 X 21.0 = 420 X + X - Page Total 1 3,753 Internal Gain Btu/hr Occupants 4.0 Occupants X 230 Btuh/occ. = 920 Equipment 1.0 Dwelling Unit X 1,600 Btu = 1,600 Infiltration: 1.064 X 0.87 X 104.95 X 34 = 3,288 Air Sensible CFM ELA AT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 21,855 Latent Gain Btu/hr Occupants 4.0 Occupants X 200 Btuh/occ. = 800 Infiltration: 4,771 X 0.87 X 104.95 X 0.00276 = 1,198 Air Sensible CFM ELA AW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 1,998 EnemvPro 5.0 by EnemySoft User Number: 6712 Run Code: 2010-06-21 T08:17:1 ID: Pae 17 of 17