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13-1234 (PAT)P.O. BOX 1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 Application Number: 13-00001234 Property Address: 56192 VILLAGE DR APN: 764-030-018- - - Application description: PATIO COVER —RESIDENTIAL Property Zoning: LOW DENSITY RESIDENTIAL Application valuation: 45000 Applicant: Architect or Engineer: 2n cT o /L,-. 0 ( / LICENSEOCONTRACTOR'S DECLARATION VOICE (760) 777-7012 FAX (760) 777-7011 BUILDING & SAFETY DEPARTMENT INSPECTIONS (760) 777-7153 BUILDING PERMIT I hereby affirm under penalty of perjur that I am c nsed under provisions of Chapter 9 (commencing with Section 7 00) of 'vision 3 of the B i ass an o ession Is Code, and my License is in full force and effect: License C_I ss: B License No.: 867583 Date: O { ntractor. - - R 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 ISec. 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 Contiactor's State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or thathe 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 1$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 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.). F _ 1 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). (_ I 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 (Sec. 3097, Civ. C.). ' Lender's Name: _ .Lender's Address: LQPEPM IT Owner: BUSSMAN CHARLES & DEBORAH PO BOX 472 EUREKA, CA 95502 (707)481-8080 Contractor: MORRIS CONSTRUCTION INC, ROP 50855 WASHINGTON ST, STE C-2 LA QUINTA, CA 92253 (760)272-9292 Lic. No.: 867583 Date: 11/15/13 D La D NOV 2'0 2013 R CITY OF LA QUINTA FINANCE DEPT. ----------------------------------------------- WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the•Labor Code, for the performance of the work for which this permit is issued: I have and will'maintain workeis' 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 EXEMPTPo'cy Number EXEMPT I certify that, in the perfor nce of th work for which this permit is issued, I shall not employ any person in any manner o s to beco a bject to the workers' compensation laws of California, << and agree that, if I sh I becom u 'e t to the workers' compensation provisions of Section 37^00 of the Labor C e, I shall to 't co ly with those provisions. - Date: ,ApplicanC - .. WARNING: FAILURE TO SECURE WO ERVCOMPENSAMIKN 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 [his permit. 2. Any permit issued as a result of this applic tion becomes null and void if work is not commenced within 180 days from date of issuance of uch perm' , cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state that a above infor ation is correct. I agree to comply with all city and county ordinances and state laws.relating t b ing co tru ion, and hereby authorize representatives _ of this ccVty.I enter upon the above-mentioned pr a for s rposes. y .... Date:` Signature (Applicant or. Agent): 4 e LQPERMIT Application Number . r . . . . 13-00001234 Permit . . . ELECTRICAL 2013 Additional desc . Permit Fee . . . 23.83 Plan Check Fee .00 Issue Date Valuation . . . . 0 Expiration Date 5/14/14 Qty. Unit Charge Per Extension 1.00 23.8300 ----------------------------------------------- LS ELEC FIXTURES, FIRST 20 ----------------------------- 23.83 Permit . . . PATIO COVER 2013 Additional desc . Permit Fee . . . . 95.81 Plan Check Fee .00 Issue Date Valuation . . , . 45000 Expiration Date 5•/14/14 Qty Unit Charge Per Extension 1.00 95.8100 ----------------------------=------------------------ EA MISC PATIO COVER, STD ----------------------- 95.81 Permit . . PLUMBING 2013 Additional desc . Permit Fee . . . . ". 35.76 Plan Check Fee .00 Issue Date • Valuation 0 Expiration Date 5/14/14 Qty Unit Charge Per Extension 1.00 11.9200 EA PLBG FIXTURE/TRAP 11.92 1.00 11.9200 EA PLBG WATER INST/ALT/REP 11.92 �- 1.00 11.9200 -LS PLBG GAS SYS, 1-4 OUTLETS 11.92 ---------------------------------------------------------------------------- Other Fees . . . . . . . . . BLDG STDS ADMIN (SB1473) 1.00 HOURLY PLAN CHECK 490.00 PLAN CHECK, PATIO COVER 94.38 - PLAN CHECK, ELECTRICAL 23.83 PLAN CHECK; PLUMBING 47.67 STRONG MOTION (SMI) - RES 4.50 Fee summary Charged Paid Credited Due Permit Fee Total 155.40 .00 .00 155.40 Plan Check Total .00 .00 .00 .00 Other Fee Total 661.38 .00 00 661.38 Grand Total 816.78 .00 .00 816'.78 i Bin # City Of is Quinta �� V4c�� Building 8t SafetyDivision SEP Permit.# P.O. Box 1504, 78-495 Calle Tampico 26 2013 La Quinta, CA 92253 - (760) 777-70tllnAYI�k Cnl' OF Building Permit Application and Tracp QUINTq Project Address:_ Owner's Name: C C NT A. P. Number: Address: 'at Legal Description: City, ST, Zip: Contractor:Ps C-614 ,, Telephone:� �.`•.•.�r'•':«h«>>��:•:..,.. Address: Project Description: L ll City, ST, Zip: Telephone: State Lic. # : City Lic. #: Arch., Engr., Designer: Address: q 61 G/ n City., ST, Zip: - rnfl, Oaf Total Permit Fees. Telephone:a :r> State Lic. #: Name of Contact Person:, Construction Type: Occupancy: type a circle one): New d' alter Repair Demo J ) P Sq. Ft.: 'tit ,- # Stories: ( # Units: Telephone #,of Contact Person: Estimated Value of ProjectS� APPLICANT: DO NOT WRITE BELOW THIS LINE # Submittal Req'd Rec'd TRACKING PER*M1T FEES Plan Sets Plan Check submitted Item Amount Structural Catcs. Reviewed, ready fo corrections10113Plan Called Contact Person Check Deposit Truss Calcs. Plan Check Balance Title 24 Coles. Plans picked up Construction Flood plain plan Plans resubmitted 1i Mechanical Grading plan god Review, ready for correctios/iss Electrical 31 Subcontactor List Called Contact Person 5 Plumbing 05 Grant Deed Plans picked up S.M.I. H.O.A. Approval Plans resubmitted Grading IN HOUSE:- '"' Review, ready for corrections/issue Developer Impact Fee Planning Approval Called-Contut-Person _A,I.F.P Pub. Wks. Appr Date of permit issue (t(� School Fees - rnfl, Oaf Total Permit Fees. CITY -OF LA QUINTA-SUB-CONTRACTOR LIST .JOB ADDRESS S.b / U� `� .�V� PERMIT NUMBER OWNER. LDER This form shall be posted on the -job with the Building Inspection Card at all times in a conspicuous place. Only persons appearing on this list or, their employees are authorized to wor. on this job. Any changes to this list must be approved by the Building Division prior to commencement of work. Failure to comply will result in a stoppage of work and/or the voidance of building permit. For each applicable trade, all information requested below must be completed by applicant. "On -File" is .not an acceptable response. Trade Classification C ract ::.:.:...:.:. t te. ntractot.s lacense .. :.... ::..;.. . :.` :.:.: WorkersCompensation Insurance::"...:" ':.-.:`:::.- Gity:Biis fess License" '<...• Company Name Classification (e.g. A, B, C-8) License Number (xxxxxx) Exp. Date (xx/xx/xx) Carrier Name (e.g. Stats Fund, CalComp) Policy Number (Format Varies) Exp. Date License Number (xx/xx/xx) (xxxx) Exp. Date (xx/xx/xx) EARTHWORK 1C712i V.:~M er (yrLr1�t C, t a- C -dl b2 f33 r I �o i CSFi/SurH-t/4 Cc,. y�86 987 01 O 1 y �v / 311Y CONCRETE (C-8) '' ,� It (jai �-� e-- o0 9 X 357 (f /0- / y E,kp�6f�j,� Sc ✓V _A/ FRAMING :lt:-5} :..:;' M �. �9(, l G CST L-li 1 loll ' (� prct � t�. j'i� W LRC `7 "a y�o0 ' l 'f STRUCT: `STEEL- IC -51) MASONRY (C=2 � ,yo k�\W � % AfW,Q 163 aO 1113 f PLUMBING (C-36) LATH; PLASTER (C-35) hl C�� V`j'(O '7 c,� j G 6 . G-)' I 0�y 0;'_ ID I'� t iL1�M{ �G 1�' �i'f1/J t7 iii �j ' OO I��y 3 �i O I, DRYWALL (C-9) ..: HVAC..(C-20)' ELECTRICAL. (C=10I :. - ✓ � ��LT� ��L {� G-lv t1 t 1�j 11) "� L/`f CN' 114/'K(L 6ST5OJ -7L RQOFtNG'(C.=39);..3....> : ` (7lV CrS1f-t.Gh hv^F�hl7 � -30 Y 9 y7 g� 9 S" �7 Co rrrti%.t py-or PCKi %7 10 t'Y U % 6 %7 7'l �. :SHEET.METAL (C 43) .: FLOORING (C'.:T5j:-..Ol` s>` (/t (a( f�J 1DI�aZVW►� 5004 0-2- `fi f5- �r12Wr(i �� RTWoory?yov 10 3�U 11/3,0 r GLAZING INSULATION (C72).-' SEWAGE DISP-(G-42) PAINTING (Q'33)'-: CERAMIC TILE (C-54) CABINETS IC -6) FENCING (C-13) LANDSCAPING (C=27.) ?; POOL (C-53) 44 LED,LGARLAN& ARCHITECT CHAR s khitea Wre; lntetibes, S 'bcQ andi LWq, 4hd'S6UCkara9 [yes gn ! d Prrnarl CharlFs D GaMan Arct i�eci As..odate> nb, 28 December 201.1' 7tie City of Lauinta Department of Building and Safety< !r 78.495 Calle .Tampico t 4fF La 'Quinta CA r 4 r, . e Project: The Single Fam lyrR-sidence Alterations for: ' l The 6tissntan-Family at 4x k ' 56 -,,192 Village Drive ",t s = La Quinta; California =�` r , , ' RECEIVED • Regarding : Project StructuralObsesvatidn s ^ - ;JAN 0.3 .r712 I'o Whom It May Concern, I am a licensed -architect in.:the state of Califgrrna .and the Structt;rapesigner of Record for the project noted above. On 27 December 20 1'1 1 ;made CBC- smariaa6d ,structurel' construction observations and found the foundation, the f=�undatianlframmg .interfa=e -and the :fitarnng fo be `in substantial cpnformance with the 8h,6ctural�design, intent of the structu' i constructio.r documents oflecord fior e project as well'at my documented field directions intended to respond with uncovered field conations encountered in the roof framing Al o, during my observationsrl noted that the specified Simpson Steel Sti`ongwalls ` siatl been installed .in accordance with my.'deta1ing:, and the Man`ufacturer's installation directions Further, -only minor nailing; blocking antl.'strapping issues were'pointedout which have since been addressed to my satisfaciionL Therefore, I hereby certify ti�at th6.rnoted','project is in sgbstant"idl conformance with the structural design intent of,the:Structural design c�i3stractiQra dac mems of roeartlYand;'star4ds.ready to wrap' and receive the City's final framing m "` " If you h -ve any.giaesti s or'comments regarding}the' e issues or any otheraJtsueiplease do not hesitate in'contacting my fi y Y, ED ATIq 01 Charles D. Garland ' w s >k , k ,t = a• tt Architect'-.EXP 9jDATE_ r F CALF 74 999 :Joni Drive, Suite'9 Fat 92260 cPhane (760) 340-3528 a Facsimile: (760)340-372,8 CLEARANCES: The oven shall be installed a minimum of 2" away from combustible material from back wall to oven and side wall to oven. VENTING: The oven is direct vented with a 6" chimney pipe listed to the UL 103 HT standard. The chimney starts with an anchor plate and requires a minimum rise of 36" for the oven to properly draft The Chimney must terminate to a UL listed spark arrestor installed 2'taller than any structure within a 10'radius. FLOOR HEIGHT: 44 inches. SHELF-.. Concrete shelf to be covered with granite or similar material. Exact dimensions subject to owners preference. UTILITIES: No electricity or gas required. 56"-------------- I I-- 35%i'►I MTop View LISTINGS: ; Mugnaini wood fired ovens are listed to the UL -737 Standard. £ NOTE: The oven should be installed intE accordance with all relevant local and i_vi national codes and in a manner acceptable + E to the authority havinFFOR LA QUINT Progressive changes i& SAFETY DEPproduct developmenchanges to specificatiFOVEDwithout notice.NSTR CTION�Y I 1 BY c us DATEJ1 0 Intertek Intertek UL737 ANSI/NSF-4 1i) COPYRIGHT 2012, Mugnaini Imports, Inc. 'May not be used without 7 38" (min. width) ncrete shelf Frnnt ViPlA1 Side View 7/8" exterior stucco Valorianis . 2'/." dual density modular dome .' a4"insulation space ailed with thermal blanket and pedite k r"t 7"Arch opening (terra cotta brick or smooth precast) Valodonb 1 W floor file Noncombustible finish moterials: Stucco, stone, brick, etc. + 6" Concrete block hose or equivalent i permission of copyright nolaer. - - - ."F.a�.��.�.. V { r s. 9% t_ t .S`C �) �.%)r ° �tF <f_ r +1s „ L i2 .r 'Ji t•c.-,"F Aa7<; to •r n a V 9" ,.� "{ u ?.« ,� h Mugnaini Imports Il1C � e ± �,.,strl� .,. .xu +� n t ni y P.� i ti t +,Vr,,r.; r d , i r.a;= w� Hs a� t ;rs� a+v,A a �m �. �,��5 ryi#i .,� n �r .f ii Hangar Way Watsonville CA 9�0�6 t r f ` �Y�, _ '� - �. .l ,N.. _- • 1 ... ._%2�.r � 88�'72o6 83'761. 76?d �; FaX 831 728 5570 ..:s, GNAINI®x 4t .Avg ,r, www Mugnaini coin �mugnainiQa mugna� Com it C' twF;.t .l a+s. yr- 4 -'re r e#iA'• .iS.�.-.� «:=.. „ ..•k .�. h; . .«. eXr f at -."*r r.,.� 'y; �.,y... ,., : 3 a" s �,' MASONRY ASSEX�II3LED r , k MODEL:' PICCOLO 8o?AOS ''- 2 NF1 �w �`M1 -. .� i3•ii �'tl .y {x�1 .� DOIMIEFSHAPED •ENCL�OSI [ y y. RESIDENTIALWOO d — IRE_D: 56"-------------- I I-- 35%i'►I MTop View LISTINGS: ; Mugnaini wood fired ovens are listed to the UL -737 Standard. £ NOTE: The oven should be installed intE accordance with all relevant local and i_vi national codes and in a manner acceptable + E to the authority havinFFOR LA QUINT Progressive changes i& SAFETY DEPproduct developmenchanges to specificatiFOVEDwithout notice.NSTR CTION�Y I 1 BY c us DATEJ1 0 Intertek Intertek UL737 ANSI/NSF-4 1i) COPYRIGHT 2012, Mugnaini Imports, Inc. 'May not be used without 7 38" (min. width) ncrete shelf Frnnt ViPlA1 Side View 7/8" exterior stucco Valorianis . 2'/." dual density modular dome .' a4"insulation space ailed with thermal blanket and pedite k r"t 7"Arch opening (terra cotta brick or smooth precast) Valodonb 1 W floor file Noncombustible finish moterials: Stucco, stone, brick, etc. + 6" Concrete block hose or equivalent i permission of copyright nolaer. - - - ."F.a�.��.�.. V { r s. 9% t_ t .S`C �) �.%)r ° �tF <f_ r +1s „ L i2 .r 'Ji t•c.-,"F Aa7<; to •r n a V 9" ,.� "{ u ?.« ,� h Mugnaini Imports Il1C � e ± �,.,strl� .,. .xu +� n t ni y P.� i ti t +,Vr,,r.; r d , i r.a;= w� Hs a� t ;rs� a+v,A a �m �. �,��5 ryi#i .,� n �r .f ii Hangar Way Watsonville CA 9�0�6 t r f ` �Y�, _ '� - �. .l ,N.. _- • 1 ... ._%2�.r � 88�'72o6 83'761. 76?d �; FaX 831 728 5570 ..:s, GNAINI®x 4t .Avg ,r, www Mugnaini coin �mugnainiQa mugna� Com it C' twF;.t .l a+s. yr- 4 -'re r e#iA'• .iS.�.-.� «:=.. „ ..•k .�. h; . .«. eXr f at -."*r r.,.� 'y; �.,y... ,., : 3 a" s �,' Scope for UL 737 Page 1 of 1 Fireplace Stoves • .. UL 737 1 Scope r . 1:1 These requirements cover fireplace stoves that are freestanding assemblies having fire chambers intended to be operated open to the room or, when equipped with doors, to be operated with the doors either open or closed. - 1.2 Fireplace stoves covered by these requirements are intended for attachme-it to a residential chimney capable of being used for use with low heat appliances and intended -or use with solid wood or coal fuels. 1.3 Fireplace stoves are intended for installation in accordance with the Standard for Chimneys, Fireplaces, Vents, and Solid Fuel Burning Appliances, NFPA 211, and in accordance with codes such as the International Mechanical Code, International Residential. Code, and the Uniform Mechanical Code. 1.4 Fireplace stoves intended for use in mobile homes'are to be installed in accordance with the Mobile Home Construction and Safety Standards published by the Department of Housing and Urban Development (HUD). j 1.5 The product shall include: a) A field -installed cord -connected or permanently -connected blower assembly; and b) Other field -installed electrical accessories, rated at 250 volts or less, and intended to be employed in locations in accordance with the National Electrical Code, NFPA 70. UL 737 references these _ * _ * 83 * 103 * 181 * 244A * 248-1 * 248-5 * 310 * 353 * 378 * 486 - 4 9 * 498 * 508 * 50EC * 514A * 514C •* 514D * 74613 * 746C * 7 50M_BW4GW6S 73 * 917 * 943 * 991 * 1004-1 * 1004=2•* 1004-3 * 1004-7 * 1004 1012 * 128 *•1310 * 1412 * 1434 * 1998 * 2111 4248-1 * 424879 * 5085-1 * 50* R * 607 -1 * 60730-2-2 * 60730-2-7 * 60730-2- 9 5 - 58-1 * . DATE —able -eft 737. .t�- RW�chase UL'Sfandards.+� �� ' ax � UL com�;;Standards �;#- � � `� UL Standards Catalog��tr$, rF K http://ulstandardsinfonet:ul.com/scopes/scopes.a'sp?fn=0737.htm1 11/3/2013 OVEN PRICE LIST I For Residential Ovens' — "January 2012 OVEN PACKAGE All ovens come equipped With a" 4-piece utensil set; round utility peel, wooden pizza peel, infrared thermometer and a long handled brass floor brush: In addition, oven owners are offered a free membership to Club it Forno; the exclusive on-line =.y' Mugnaini Oven Owners Club.This dedicated website is filled with cooking instructions, recipes, menus, and an Owners Marketplace that includes accessories, specialty food items and exclusive classes in California andTuscany. UL RATINGS r Mugnaini ovens have been tested to comply with the UL737Standard for Fireplace Stoves and carry the ETL Safety and ETL sanitation labels. Reports are a avai a le ro our office. l m 11 C _ SHIPPING . O. - We crate and ship to all o Nlorth AT�erieaX - ur warehouse in Watsonville, CA. Every oven has been inspected and pre-fitted to insure a prop 4installoo nFin ked in a customcrate (average crate size is a four foot cube) to assure a damage free delivery. Shi ents vtJl. al• r d directly to your home using a small truck with lift gate and pallet jack service. Our high volume gpns lovyot-a-tl of c sts that we do not mark up; call our office for an instant quote. NOTE:. Pre-assembled ov n eq ith a forklift. Please call our office for details. TERMS & AVAILABILITY Z ® _z ` We inventory all models i ur Californias� use. Factory assembled ovens may take 2-3 weeks for completion. Over the years we have found h best approach ac put a 50% deposit on your oven of choice.This releases the installation manual so you can get st nd keeps your oven ready to ship with one-day notice. At peak season we suggest planning 6 weeks in advance to avoid unforeseen delays. Prices and specifications subject to change without t' notice. Contact our office for details. We accept all major credit cards or payment by check. • 11 Hangar Way, Watsonville, CA 95076 • Tel: 831761-1767 • Fax: 831 728-5570 • Toll Free: 888 887-7206 • www.mugnaini.com • mugnaini®mugnaini.com ` a �(�GNAINI.. 0 2012, Mugnaini Imports, Inc.; Prices subject to change without notice. Mugnaini Imports, Inc. will not be liable for printing errors. All goods subject to availability. ' 11/4/13 WM.E29825- Air Heaters, Room; Fixed and Location Dedicated ONLINE CERTIFICATIONS'DIRECTORY KKWS. E29825 Air Heaters, Room, Foxed and Location Dedicated, Page Bottom Air.Heaters,, Room, Foxed "and Location Dedicated See General Information for Air Heaters: Room, Fixed and Location Dedicated • (/� INFRA7ECH L L C E29825, O Y .15700 S FIGUEROA AVE ��F�Gry� GARDENA, CA 90248 USA all c Fixed-Heaters: Ceiling or wall surface mounted, Indoor/outdoor, Models*a W512, W524, W528, W912, W924, W928, W 948, • " W1012, W 1024; W 1028, W1048, W1212, W1224, W.1228, W1248, W 1412, .W 1424, W 1428;, W1448, W1512, W1524, W1528, ' W1548, W2024, W 2028, •W 2048, W2524, W2528, W2548, W3,024., W 3028; W 3048, W3524, W 3528, W 3548, W4024, W4028, W4048, W751.2; W7524, W 7528,, W 7548, W D3024, .W D3028,. W D3027, W D,3048, W D4024, W D4028, W D"4027, W D4048, W D5024, W D5028, W D5027, W D5048, "W D6024, W D6028, W D6027, W D6048.+ Mod,eL DHRH-3524.+.. . Fixed-Heaters: Wall or Ceiling bracket mounted, residential/commercial use,'indoor/outdoor, Models*b SL812, SL828, SL824," SL1612;•SL3628, SL"1624; SL•2428; SL2424 S0028, SL3024•;.SL4028; SL4024'._ Fined-Heaters: Wall'orCeiling bracket mounted, commercial use, iridoor/outdoor, Models*b SL2427,'SL2448, SL3027;'SL3048. - For supply connections use wires suitable for-at least 90 C. . a - If ceiling-mounted, to be installed not less than 181n. from a_vertical surface not less,than 6 in. from ceiling. If wall-mdunted', to be installed at 45 deg. to vertical, major axis hoiizontal,'and not.less,than 12 in. from ceiling and, 18 in. from vertical surface. b - For wall=mounting; do not install heater closer than 18 in.. from adjacent walls and 6 in. from the ceiling and do not install less than 72 in. from`the floor, while heater is set ata downward angle of 300.to 600. For ceiling-mounting, do not install heater,closer than 18 in: from adjacent walls and, 6 in. from the ceiling and do notinstall'less than 72 in. from the floor, while heater is set at 30'. For,UL/C-UL Listing, do not install heater less than 96 in.'from"the floor for'both wall-mounting. + - "Install Not Less Than 18 in. From, Vertical Surface, and for Ceiling. Mount, use Bracket Supplied. Use Wire Suitable For 90°C. Use Copper O.r Aluminum Wire.." Last Updated on 2013-01-30 Ouestions? Print this page Terms of Use . Page Too © 2013 UL LLC "When the UL Leaf Mark is on the, product, or when the word "Environment" is induded in the UL Mark,-please search the UL Environment database for additional information regarding this product's certification. The appearance of a company's name or product in this database does not in itself assure that products so identified have been manufactured under UL's Follow-Up Service. Only those products bearing the UL Mark should be' considered to be Certified and covered under UL's Follow-Up Service. Always look for the Mark on the product. UL permits the reproduction of the material contained in the Online 'Certification Directory subject to the following conditions: 1. The Guide Information; Assemblies, Constructions, Designs, Systems, and/or Certifications (files) must be presented in their entirety and in a non-misleading manner, without any manipulation of the data (or drawin'gs). 2.`The statement "Reprinted from the Online Certifications Directory with permission from UL" must appear adjacent to the extracted material. In addition, the. reprinted material must include a copyright notice in the following format: "© 2013 UL LLC CITY OF LA QUII�ITA BUILDING & SAFETY -DEPT. UCTION FOR CONST . DATE database.ul.com/cg i-bin/XW/template/LISEXT/1 FRAM E/shcwpage.html?nam-KKWS. E298258ccnshortbUe=Air+Heaters,+Roon,+Fixed+ and+ Locati on+ Dedi... 111 mak.,; .' ' may. c•� _ . } r' +T,;. �- r. Fit Y t �• r. •t M•' . BuildingMaterials and +- , ~ �+ :. h,Construction Services 45491 Golf Center Parkway, Indio, CA','92203 - Telephone: (760) 347-3332 Y r { ' Fax: (760) 347-0202 s; ;00P, 41, 777 � - � 4• ILA -P • *' .+ •-. :i .. ' r tic'. !` y dp(��ti CTIO1- 7 s J ,• 1 i, . - • t J � � ,4 rte' F}6�-�'f ', �!j •f�. � -- •y, N � 't' . > 1 .�.f h'. r^yam >t e PPwP,PP 40 OAS '� ►= ' + F,. Bussman Addition • '10-29-13Aj r t _ F • / IM 10-10-00 O N NIO. O, Q O N 13-012-00 OF 62-06-00 o i 10-04-00 0 10-10-00 _ 10-10-00 0 COF o o O ' C Q m N - i -71 N i N ., t x �J a— s CO k Q CO U U N U)(i a) N M JAS_- o C> r N; N N N}! N O. O O O O N O C N, O° O Q N Nr N N O O` CO O N CD N O JB Q. Q Q Q Q Q < < Q Q Q Q Q Q Q'1 JC 5-1100 F ui Z O CO s -- — _ _„O cfl q JC_,!_ O t JBL:: JA t 3 - - G� Q m PE?A ASGH�.'tz.��oR, TIjJ,, E. O = Lus26 (x00) .P ��.� LTAINITS ZVMWED O = 1 hja26 (x00) .�ci� AND RESI.IB o R. VISE . •1IT 0 RESECTED ❑ FURNI SPAS CORRECTED COrrectio'ns or c0:?lments made .on the shop. draw. ings'during this review do not relieve contractor frons . Compliance with 2h,' r:?uireni+rnts of the drawings and specifications. —Mss check is only for review of general conformance with the design concept of the pro •ect and general corz"_)lie ice with the inf'b&.ation given in the contract doculnents. The contractor is resp;onsible for confrn"li,.o.alld correlating all i 10-10-00 O N NIO. O, Q O N 13-012-00 M Q N f 2-0 = JB JC 5-11-00 ic JC O oto' �rx O B03 o N o i � J B M n'�.. JA _t 2-00-00 (n Q C) L) A• p N lY N O N � O N Z 0) O c m U_ tb 0 E N m M Cn J _0 Z N o -q OF F COF a O ' i ., t x h a— CO Q CO U U N M Q N f 2-0 = JB JC 5-11-00 ic JC O oto' �rx O B03 o N o i � J B M n'�.. JA _t 2-00-00 (n Q C) L) A• p N lY N O N � O N Z 0) O c m U_ tb 0 E N m M Cn J _0 Z N o -q ses L� (QUI g� iltieS '4':.d'dl!!?nSiOz15; Sil't;Cill?js, fai•C1Cat'_On p2'Ca;SS'-:S *' `• -_ _ t �' e b and tz.c; n� �i:es of construction; . coordinating his �` _ �� $t SAFETY work w th that of all other .radcs; and �eriC:;ilii:g ! 4 E;�sl4._�."� A� `� y llis work in a safe s fisfa=ry ! manner. 1 �� =--t !i !� 2=0 -0o NSTRUC?► ` y r3 Date /2! F J t L } 13Y_-- D ATE _ ' Roof Layout. 'his is a truss placement diagram only. hese trusses are designed as individual building components to be incorporated into the building design at the specification of the building designer. See individual design sheets for each truss design identified on the placement drawing. 'he building designer is responsible for temporary and permanent bracing of the roof and floor system and for the overall, structure. The design of the truss support structure including headers, beams, walls, and columns is the responsibility f the building, designer. For general guidance regarding bracing, consult "Bracing of Wood Trusses" available from the Truss Plate.lnstitute. -- t 33 D'Oni.frio .Drive] ladison, Wi X31.79 y a CO d N N U)(i a) N M r` a) O c Z ui Z m ses L� (QUI g� iltieS '4':.d'dl!!?nSiOz15; Sil't;Cill?js, fai•C1Cat'_On p2'Ca;SS'-:S *' `• -_ _ t �' e b and tz.c; n� �i:es of construction; . coordinating his �` _ �� $t SAFETY work w th that of all other .radcs; and �eriC:;ilii:g ! 4 E;�sl4._�."� A� `� y llis work in a safe s fisfa=ry ! manner. 1 �� =--t !i !� 2=0 -0o NSTRUC?► ` y r3 Date /2! F J t L } 13Y_-- D ATE _ ' Roof Layout. 'his is a truss placement diagram only. hese trusses are designed as individual building components to be incorporated into the building design at the specification of the building designer. See individual design sheets for each truss design identified on the placement drawing. 'he building designer is responsible for temporary and permanent bracing of the roof and floor system and for the overall, structure. The design of the truss support structure including headers, beams, walls, and columns is the responsibility f the building, designer. For general guidance regarding bracing, consult "Bracing of Wood Trusses" available from the Truss Plate.lnstitute. -- t 33 D'Oni.frio .Drive] ladison, Wi X31.79 y 7- C, Jl Z tz Av, MiTek' Re: Bussman_ Bussman MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 9161676-1900 Fax 916876-1909 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by BMC -Indio, CA. . Pages or sheets covered by this seal: R40730691 thru R40730700 My license renewal date for the state of California is December 31, 2013. -Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. Q9,01FESS/pN\ SOO � L C 074486 c m * EXP. 12-31-13 sr C l\� �rF o� October 23 Ong, Choo Soon The seal on these drawings indicate acceptance of professional engn truss components shown. The suitability and use of this component responsibility of the building designer, per ANSI/TPI 1. &SAFE -N� fp Bering .Tesons;bi4Wsolely for the or any particular building is the 1V[)XfE _ Job Truss Truss Type Qty Ply Bussman_ (loc) I/deb - L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.54 840730691 BUSSMAN_ A01 Hip Girder 1 1 Vert(TL) -0.31 7-8 >465 180 SCLL 0.0 ' Rep Stress Incr NO WB 0.50 Job Reference (ootionall BMC, Indio, CA- 92203 1-1-0 5-11-0 5x6 = 0-8.0 7.430 s Jul 25 2013 MiTek Indushies, Inc. Tue Oct 22 14:47:42 2013 Page 1 ID:jy5WrO3Nz49pMo5eQVNa4nyOgvR-KpeRd6+_Ej6bxlnjHk9c2AwPthMnLSfks1 HLK8yOoi? 6x8 = 5.11-0 1.1-0 Scale = 1:25.2 4x12 = 1- - 3.10 II 4x8 = Plate Offsets (X.Y): 12:0-6-0.0-1-121. 15:0-1-4.Edgel. f8:0-3-9,0-4-121 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deb - L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.54 Vert(LL) -0.14 7 >999 240 MT20 220/195 TCDL 17.0 Lumber Increase 1.25 BC 0.69 Vert(TL) -0.31 7-8 >465 180 SCLL 0.0 ' Rep Stress Incr NO WB 0.50 Horz(TL) 0.07 - 5 n/a nla BCDL 15.0 Code IBC2009frP12007 (Matrix) Weight: 55 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directl• applied or 2-6-0 oc purlins, except BOT CHORD 2x6 DF SS 2-0-0 oc purlins (2-10-2 max.): 3-4. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabili_ers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS (Ib/size) 2=1481/0-5-8 (min. 0-2-5), 5=1451/0-5-8 (min. 0-2-4) Max Horz 2=-34(LC 6) Max Grav 2=2i58(LC 12), 5=2121(LC 15) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5725/0, 3-4=-5283/0, 4-5=-5567/0 BOT CHORD 2-8=0/5413, 7-8=0/5144, 5-7=0/5261 WEBS 3-8=0/1618, 4-8=-63/595, 4-7=0/1566 .TOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=8.4psf; BCDL=6.Opsf; 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. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. t n 7) This truss has been designed for a moving concentrated load of 250.01b live and 5.0Ib dead located at all mid aels.and a all It el- !J{ " Qi.a� S �Nq points along the Bottom Chord, nonconcurrenl with any other live loads. r � . 8) Graphical purlin representation does not depict the size or the orientation of the purtin along the topand/or bit ihor 4, �00 Sr 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 57 Ib do1�n and . 4 Ib up a-51-,11}0� � , D 11on top Ib down 5-11-0, 6V cotI "dionC chord, and 1446 at and 1446 Ib down at 6-6-4 on bottom chord. The design/selectio of 2 device(s) is the responsibility of others.'. 10) In the LOAD CASE(S) section, loads applied to the face the truss front back AVE� 07448 of are noted as (F) or (B). M r� lJ N �7 FOf� (;ON� LOAD CAS S) Standard E 12-31 -1 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 * Uniform Loads (plf) Vert: 1-3=-74. 3-4=-74, 4-6=-74, 2-5=-30 DP` E - 'qA Concentrated Loads (Ib) Vert: 3=- 1 7(F) 8=-731 (F) 7=-356(F) 1 0=-375(F) ¢ Q F� 1 October 23,2013 W-41M.TIIG - Verr'fif desfgrt oarametem, 2.1 d ?FAD h'CMES GIN TRiS AND INk.[ZFE? nI'SI i PSYPRETIKE PAGE ff.4f :74;r3 x3E rY)HE: [lMi3. Design valid for use only with MiTek connectors. This design 4 based only upon porameien shown, and is for on individual building component. Apprr_abi0y, of design parameters and proper incorporation of component B responsibility of building designer - not truss designer. brocing shown is for lateral support of indvidual web members only. Additional temporary brocing to inswe stability during construction is the responsibillity, of the q erector. Addtion it permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek" iTek' fabrication, quality control, storage- derivery, erection and brocing, consult ANSI/TPII Quality Criteria. DSB-89 and BCSI Building Component Suite 109 S 7777 Greenback Lane, Safety Information available from truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria, VA 22314. Citrus Heights, CA, Lane, 10S 45au:�,arr,. ireiSp?iur..:s•sri_=„_eefie ; N1a deign vaiuz.. arE thcte ei'r._ i,e oGj01f2*11.3 by-ALSC Job Truss Truss Type Qty Ply Buss an- I/deft L/d - TCLL 20.0 Plates Increase 1.25 840730692 BUSSMAN_ A02 Common, 21 1 MT20 220/195 TCDL 17.0 Lumber Increase 1.25 BC 0.64 Vert(TL) -0.24 Job Reference (notional) d.U. mato. cn - u44us r.re, uio —rturge r 1 D:jy5Wr03Nz49pMo;;QVNr4nyQgvR-KpeRd6v_=j61bxlnjHk9c2AwTMhNeLXBks t HLK8yQoi? -1-1-0 6.30 12-6-0 137-0 1-770 6-30 6.30 Scale = 1:24.4 4x6 = 4x4 = 2x4 II 4x4 = rA 6 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) -0.12 4-6 >999 240 MT20 220/195 TCDL 17.0 Lumber Increase 1.25 BC 0.64 Vert(TL) -0.24 4.6 >612 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.14 Horz(TL) 0.03 4 n/a n/a BCDL 15.0 Code IBC2009rrP12007 (Matrix) Weight: 41 Ib FT = 20°% LUMBER TOP CHORD 2x4 DF N0.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G REACTIONS (Ib/size) 2=727/0-5-8 (min. 0-1-8),4=727/0-5-8 (min. 0-1-8) Max Hoa 2=34(LC 5) Max Uplift2=-30(LC 3), 4=-30(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1176/0, 3-4=-1176/0 BOT CHORD 2-6=0/1049, 4-6=0/1049 WEBS 3-6=0/468 BRACING TOP CHORD Structural wood sheathing directly applied or 5-10-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 1040-0 oc bracing. MiTek recommends that Stabilizmrs and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. IwOUnbaTES lanced roof live loads have been considered for this design. Wind: ASCE 7-05; 90mph; TCDL=8.4psf; BCDL=6.Opsf; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. 7) This truss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard -�Quf of G 8, S��>�,- 6 tr pppO M AC 190 FUF cot ' * IgY DATE -I �G) rn 16907 86 M E 12-3 -13 GFS October 23,2013 WAIR)ENG - Vv,: ? e—sign cararr&ey.. a .v l &AD NO FS GIN TF.IS AN., IN%`.,9DF_ l AW TFK I'EPRIIZEKE RPGE IKU-747J B9iX)R'Z Ci.4'& Design void for use only with Wei,, connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporolion of component is responsibility of building designer - not truss designer. Bracing shown 6 for lateral support, of individual web members only. Additional temporary bracing to insure stability dung construction is the responsibillity of the MiTek erecta. Additional permanent brocing of the overall structure is the responsibility of the building designer. For general guidance regardng fobricolion, quality control, storage, delivery. erection and brocing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 If 5auciern pine[SPI 1—be r 4 speclne:t. x^rlede.igr.asluer are sherc effective 061'01f231:3 a-iALSC Job Truss Truss Type Ory77Job LOADING (psf) Bussman- CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 R40730693 BUSSMAN_ A03 Common 1 TCDL 17.0 Lumber Increase 1.25 BC 0.65 Vert(TL) -0.25 4-6 >589 180 BCLL 0.0 ' RefereAce (optional) BMC, Indio, CA - 92203 7.430 s Jul 25 2013 MiTek InOust:ies, Inc. Tue Ocl 22 14:47:43 2013 Page 1 ID:jy5Wr03Nz49pMo5eQ W1cr4nyQgvRo?CpgSwc?OESZvMvrRgraNTdw4if4_Qu4h1 usayQoi_ -1-1-0 I 6.3-0 I 12-6-0 { 13-7-0 1-1-0 6-3-0 6-3-0 1.1.0 Scale = 1:24.4 5x6 = 3x6 = 2.4 II 3x6 = Plate Offsets (X,Y): 12:0-1-13.Edgel. 14:0-1-13,Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.33 Vert(LL) -0.12 4-6 >999 240 MT20 220/195 TCDL 17.0 Lumber Increase 1.25 BC 0.65 Vert(TL) -0.25 4-6 >589 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.15 Horz(TL) 0.03 4 n/a n/a BCDL 15.0 Code IBC2009/TPI2007 (Matrix) Weight: 41 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing direct)- applied or 3-11-12 oc purlins. BOT CHORD 2x4 DF NO.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-)-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [installation uide REACTIONS (Ib/size) 2=729/0-3-8 (min. 0-1-8), 4=729/0-3-8 (min. 0-1-8) Max Horz 2=34(LC 13) Max Uplift2=-449(LC 9), 4=-449(LC 12) Max Grav 2=1151(LC 8), 4=1151(LC 7) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. . TOP CHORD 2-3=-2504/1236, 3-4=-2504/1236 BOT CHORD 2-6=-1156/2184, 4-6=-1156/2184 0WEBS 3-6=0/473 OTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=8.4psf; BCDL=6.Opsf; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. �� r� 5) A plate rating reduction of 20% has been applied for the green lumber members. H 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints ,except' -Ib) 2=44 ahistr r1ls,an! al pa S �E-( Q� FE fro 7) This truss has been designed for a moving concentrated load of 250.OIb live and S.OIb dead located at all id panels•_and at all panel A e.s 1 s t t_J _ points along the Bottom Chord, nonconcurrent with any other live loads. t� F� 8) This truss has been designed for a total drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) nail) ;tniss to res st drag f�i� ,` SO O� loads along bottom chord from 0-0-0 to 12-6-0 for 200.0 plf.STR 5 1 LOAD CASE(S) Standard Go LIJ C 0744 6 grFOF . ? tFd� October 23,2013 ITARJLrNG .. V6,.i g e ign raramefeYT. and P&A -0 NOTTS ()X THIS AND W,_r UDFV *9 RPi.RRmoi CE Pafifv' 74 7, BF,(?PX f S.P.. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown •C Y�3 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the i V 1iTek` 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 G Safety Information available from Truss Plate Institute. 78114. Lee Street. Suite 312. Alexandria, VA 22314. Suite 109 Citrus rre' his, CA,eenback Lane, ne. SuSu —1 ::r :'.S:aimCir±e(Sssl ur..ter:cspe<ed,r�>_de:igr.vaiues.are:hs meY,e_tiseOrS 0?,/2313h ALSC 5 Job Truss Truss Type Qty - Ply Bussman_ ' 1.25 TC 0.33 TCDL 17.0 R40730694 BUSSMAN_ A04 Common 1 1 YES ' BCDL 15.0 Code IBC2009/TPI2007 (Matrix) Job Reference (optional) Bloc. Indio. CA - 92203 7.430s Jul 25 2013 MiTek Industries, Inc. Tire Oct 22 14:47:43 2013 Page 1 10:jy5Wr03Nz4gpMoSeOWKr4nyOgvR-o?CpgSwc?OESZvMvrRgraNTdo4iV4_PLAhlusay0oi_ -1-1-0 6-3-0 12-6-0 1.1.0 6.3-0 &30 Scale = 1:22.6 5x6 = 2x4 II 3x6 = 3x6 = • 12-&0 12-&0 I LOADING (psf) SPACING 2-0-0CSI TCLL 20.0 Plates Increase 1.25 TC 0.33 TCDL 17.0 Lumber Increase 1.25 BC 0.66 BCLL 0.0 ' Rep Stress Incr YES WB 0.15 BCDL 15.0 Code IBC2009/TPI2007 (Matrix) LUMBER TOP CHORD 2x4 DF No.18Btf G BOT CHORD 2x4 DF No.1&Str G WEBS 2x4 DF Stud G REACTIONS (Ib/size) 4=630/Mechanical, 2=734/0-3-8 (min. 0-1-8) Max Horz 2=39(LC 14) Max Uplift4=-410(LC 12), 2=-449(LC 9) Max Grav 4=1051(LC 7), 2=1156(LC 8) DEFL in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.12 4-5 >999 240 MT20 220/195 Vert(TL) -0.26 4-5 >568 180 Horz(TL) 0.03 4 n/a n/a Weight: 40 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directl• applied or 3-11-3 oc purins. BOT CHORD Rigid ceiling directly applied or 6-10 oc bracing. MiTek recommends that Slabili7iers and required cross bracing be installed during truss erection, in accordance with Stabilizer installation uide FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2526/1246, 3.4=-2524/1238 BOT CHORD 2-5=-1162/2205, 4-5=-1162/2205 WEBS 3-5=0/476 .TOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=8.4psf; BCDL=6.Opsf; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. �'�� 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0- idewilP('� fit between the bottom chord and any other members. 6V � Q 5) A plate rating reduction of 20% has been applied for the green lumber members. CIV �./ /� 6) Refer to girder(s) for truss to truss connections. 1 j�^ & SAFETY DEpT. L 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) xcf(jtrflb)-�U ES SI'( o s;c 8) This truss has been designed for a moving concentrated load of 250.Olb live and 5.0lb dead located at all mid pane and at all ' elr —'® Al along the Bottom Chord, nonconcurrenl with any other live loads. CC�� . CO 0 9) This truss has been designed for a total drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect t'ss to res�stbdd9 V „ loads along bottom chord from 0-0-0 to 12-6-0 for 200.0 plf. LOAD CASE(S) Standard DATE October 23,2013 i�iRN MG - L'ea.fzq e_~ igr. pwu= Xey9 ar.<READ h''0 ON THIS AND INUEUDED Y1 i? .K P.r_-rAEt E PdGS Irff-747'3 BE OP -B USE. Design valid for use only with Mitek. connectors. This design is based only, upon porometen shown. and is for an individual building component. _ Applicability of design parameters and proper incorporation of component u responsibility of building designer- not truss designer. Bracing shownF is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilbity, of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. Fa general guidance regarding tobricotion. quality control, staoge, delivery. erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Sullding.Componenl 7777 Greenback Lane, Sule 109 Solely Inlormation available from Truss Plate Institute, 781 N. Lee Street Suite 312. Alexandria. VA 22314. ii5eu. ;err, Trs(SC) mcerts�pac:.'ried, the de:ignailves art :ha:e e-+ -tNr 06;02f2D?3 Citrus Heignls, CA, 95610 Job Truss 2-0-0 Oiy Ply Busman840730695 Plates Increase 1.25 Eusspe TCDL 17.0 Lumber Increase BUSSMAN_ A05 BCLL 3 t YES WB 0.15 BCDL 15.0 Code IBC2009/TP12007 (Matrix) Job Reference (optional) BMC. Indio, CA - 92203 7.430 s Jul 25 2013 MiTek Industries, Inc. Tue Oct 22 14:47:44 2013 Page 1 ID:jy5Wr03Nz49pMo5eQ Wkr4nyQgvR-GBmB2owFmKr.J83x509C47b?oVU2YpRf l J LmR01 yQohz ♦ •t-1-0 —I 630 I 12-60 1-1-0 630 63.0 Scale = 1:22.7 5x6 = 3x6 = 2x4 II 3x6 = Plate Offsets (X,Y): 12:0-1-5,Edgel. 14:0-1-5.Edgel LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.34 TCDL 17.0 Lumber Increase 1.25 BC 0.67 BCLL 0.0 ' Rep Stress Incr YES WB 0.15 BCDL 15.0 Code IBC2009/TP12007 (Matrix) LUMBER TOP CHORD 2x4 DF No.t&Btr G BOT CHORD 2x4 DF NO.1&Btr G WEBS 2x4 DF Stud G REACTIONS (Ib/size) 4=629/Mechanical, 2=741/0-5-8 (min. 0-1-8) Max Horz 2=39(LC 5) Max Uplift2=-30(LC 3) Max Grav4=643(LC 13), 2=741 (LC 1) DEFL in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.13 4-5 >999 240 MT20 220/195 Vert(TL) -0.27 4-5 >540 180 Horz(TL) 0.03 4 n/a n/a Weight: 40 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directlyapplied or 5-7-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 100-0 oc bracing. MiTek recommends that Stabiliz:rs and required cross bracing be installed during truss erectior., in accordance with Stabilizer Installation guide. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1233/0, 3-4=-1229/0 BOT CHORD 2-5=0/1103, 4-5=0/1103 BS 3-5=0!476 OTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=8.4psf; BCDL=6.Opsf; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will I aT A fit between the bottom chord and any other members. INTA 1 5) A plate rating reduction of 20% has been applied for the green lumber members. ��—{ �P O� 1. �� pEpT 6) Refer to girder(s) for truss to truss connections. fj o Sp .VF Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at jpint(�j,?h. ((� i"�1, ._,1 CX / tis 8) This truss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all In papelsand of all panel �/�y� f y ?,OFES points along the Bottom Chord, nonconcurrent with any other live loads. �c N Soo 0�� LOAD CASE(S) Standard �O S OR V� �G m Off M DATE - -31-13 ST9lFD�jv 1F0�/�\j October 23,2013 � WA.W??fr - vev'ify rf'airg' rr¢rz der— —'i' R '{D hL)MS QX THIS AND Dr, L UDP1) U N -K P.F:i'r".REWCE PAW- MY 74T= 8FF )PE CF.S`i?. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, ond's far an individual building component. Fpplicobilny of design porometen and proper incorporofion of component ¢ responsib'lity of building designer - not truss designer. &ocing shown c IM 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 MiTek - tobHcotion, quality control. staoge, delivery. erection and bracing, consult ANSI/TPI I Quality Criteria. DSB-89 and BCSI Binding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 'f Scutn'a, m p:r:e tjP, ;um:,er1: 5r:a.? .J. the Eesi�n wlue; arexho-:G a;ie _rive 05!0?j Z'?s:3.y.=5i5i' S c 0 0 ISS INS- type 1 1ply Busman_ A06 Hall Hip 1 1 840730696 Job Reference (optional) Indio, CA - 92203 7.430 s Jul 25 2013 MiTek Industres, Inc. Tue Oct 22 14:47:44 2013 Page 1 ID:jy5Wr03Nz49pMo5eO Wxr4nyQgvR-GBmB2owFmKt- JB3x509C47b?pvU41 pFg 1 JLmR01 yOohz -1-1-0 511-0 9.0-11 - 12-6-0 1-7-0 511-0 3.1.11 3-5-4 Scale= 1:24.5 4x6 = 04 = 48 = 6x10 MT20H 11 F 1 511-0 3-1-11 3-54 Plate Offsets (X,Y): 16:Edge,0-3-91. 17:0-3-9.0-2-81. 18:0-3.9 0-4-121 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Weill L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) -0.09 7-8 >999 240 MT20 220/195 TCDL 17.0 Lumber Increase 1.25 BC 0.51 Vert(TL) -0.21 8 >694 180 MT20H 165/146 BCLL 0.0 ' Rep Stress Incr YES WE 0.91 Horz(rL) 0.03 6 n/a n/a BCDL 15.0 Code IBC2009/TPI2007 (Matrix) Weight: 61 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.t&Btr G TOP CHORD Structural wood sheathing directly: applied or 3-0-14 oc purlins, except BOT CHORD 2x6 DF SS end verticals, and 2-0-0 oc purlins_ (3-4-0 max.): 3-5. WEBS 2x4 OF Stud G 'Except' BOT CHORD Rigid ceiling directly applied or 101-0-0 oc bracing. 5-6: 2x4 DF No.1&Btr G MiTek recommends that Stabilizers and required cross bracing be installed during truss erectior, in accordance with Stabilizer [installation guide. REACTIONS (Ib/size) 6=1090/Mechanical, 2=1165/0-5-8 (min. 0-1-12) Max Horz 2=68(LC 4) Max Grav 6=2048(LC 15), 2=1659(LC 12) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4165/0, 3-4=-3835/0, 4-5=-2782/0, 5-6=-1523/0 BOT CHORD 2-8=0/3930, 7-8=0/2782 WEBS 3-8=0/1200,5-7=0/2968, 4-8=0/1334, 4-7=-754/19 �OTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=8.4psf; BCDL=6.Opsf; 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) 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 has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will ^ fit between the bottom chord and any other members. + - /` Q 7) A plate rating reduction of 20% has been applied for the green lumber members. FCrj (`11 /'�8) Refer to girders) for truss to truss connections. �, & Sq`E 0 ES ONS -,a 11-, 9) This truss has been designed for a moving concentrated load of 250.0Ib live and 5.01b dead located at all mid panels a' d at,all,panel points along the Bottom Chord, nonconcurrent with any other live loads. LJ ` r C`� r Soo 10) Graphical purlin representation does not depict the size or the orientation of the puriin along the top and/or blotlom chorda,, 1,.�1 ' � 5 ♦ It t�� 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1446 Ib down at 5.11-0, 3094b, j F down at 7.11-12, and 309 Ib down at 9-11-12, and 309 lb down at 11-11-12 on bottom chord. The design/selection of-sU A </ LU C 0744 � connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). t LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-74, 3-5=-74, 2-6=-30 Continued on Daae 2 D'jE sTCIV 9TrOFCrt C)rtnher 23 ?(l3 ALi-4iKNG-YY:f,rcoigno:vam--o-td h?E&DNOTES ON?NiSAM) /NCLUD0).49 s5RP3c".rETK'EiAGPn!-74738e>r()F_1aSB. Design valid for use ony with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component Applicability of design parameters and proper incorporation of component u responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members ony. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' {Tey erector. Additional permanent bracing of the overall structure is the responsibility of the building dM1/1esigner. For general guidance regarding tC fabrication. quality control. storoge. derivery. erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from inns Plate Institute. 781 N. Lee Street, Suite 312. Alexandria. VA 22314. '<So_nns opine SSpl lur..ee: tr ie•6C tE �: i i_ des waive; are.isar<e.:etiu±J6: 03J203s vy kLiC Citrus Heights, CA, 95610 BMC, Indio, CA - 92203 7.430 s Jul 25 2013 MiTek Inoustra-s, Inc. Tue Oct 22 14:47:44 2013 Page 2 ID.jy5WrO3Nz49pMo5eQx%r4nyQgvR-GBmB2owFmKh.JB3x5O9C47b?pvU41pFgtJLmRO1yOohz LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 8=-731(B) 11=-54(B) 12=-54(B) 14=-54(B) • �-- OrSAFE V jS' DEPT. F0t1 CO Wt PUN NG - Verif,•7 t:mirn paramcrers an d PEAD NUIMS ()N TIPS AtM INY:LUDEE) M MW iLEFr"R_ 2XE P-4 MI -747'd BM)A8 ME Design valid for use onty with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. ® � Applicability of design porometers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown ft�,*•37.9 C�4 is for Icteral support of individual web members only. Additional temporary bracing to insure stability during construction is the respomibillity of the elector. Additional permanent brocing of the overall structure is the responsibility of the building designer. For general guidance regarding Mi TT ek! 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 Inlormotion available from Truss Plate Institute. 781 N. Lee Street. Suite 312.. Alexandria. VA 22314. i'S nuza am pine ilSA}ium bar ir,cpzc.5e�d,zha_design. vatue.s zFe0c�ra eYe�-tive f�6fD312rJ3:3 �; ALSC' � Citrus Heights, CA. 95610 Truss Truss Type Oty Ply Bussman_ Lob R407306% SSMAN_ A06 Half Hip t 1 ' Job Reference (optional) BMC, Indio, CA - 92203 7.430 s Jul 25 2013 MiTek Inoustra-s, Inc. Tue Oct 22 14:47:44 2013 Page 2 ID.jy5WrO3Nz49pMo5eQx%r4nyQgvR-GBmB2owFmKh.JB3x5O9C47b?pvU41pFgtJLmRO1yOohz LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 8=-731(B) 11=-54(B) 12=-54(B) 14=-54(B) • �-- OrSAFE V jS' DEPT. F0t1 CO Wt PUN NG - Verif,•7 t:mirn paramcrers an d PEAD NUIMS ()N TIPS AtM INY:LUDEE) M MW iLEFr"R_ 2XE P-4 MI -747'd BM)A8 ME Design valid for use onty with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. ® � Applicability of design porometers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown ft�,*•37.9 C�4 is for Icteral support of individual web members only. Additional temporary bracing to insure stability during construction is the respomibillity of the elector. Additional permanent brocing of the overall structure is the responsibility of the building designer. For general guidance regarding Mi TT ek! 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 Inlormotion available from Truss Plate Institute. 781 N. Lee Street. Suite 312.. Alexandria. VA 22314. i'S nuza am pine ilSA}ium bar ir,cpzc.5e�d,zha_design. vatue.s zFe0c�ra eYe�-tive f�6fD312rJ3:3 �; ALSC' � Citrus Heights, CA. 95610 Job Truss 1-4-0 Qty Ply Sussman840730697 WEBS 3-8=0/1753.3-7=-174/269.4-7=0/1648 LOADING (psf) 7TrusGspe CSI DEFL in (loc) I/deFl L/d BUSSMAN_ 801 r t t 7-8 >999 240 MT20 220/195 TCDL 17.0 Lumber Increase 1.25 BC 0.70. Vert(TL) -0.33 Job Reference (optional) BMc. Indio, CA - 92203 7.430 s Jul 25 2013 MiTek Industries, Inc. Tue Oct 22 14:47:45 2013 Page 1 ID:jy5WrO3Nz4gpMo5eQ Wkr4nyQgvR-kOKZFBxtXeVAoDVNysjJgoYwuuOKYomAY?W?wTyOohy + 5-11-07-3.0 132-0 I 1430 t-7-0 5-11-0t-4-0 5 -11 -0t -t-0 Scale = 1:25.4 6x8 = 5x8 = 402 = 3x10 II 7x10 = 4x12 = r 5.11-0 1-4-0 5-11-0 Plate Offsets (X,Y): f2:0 -6 -0,0 -1 -121.f5:0 -6-0.0-1-121.f7:0-3-9.0-4-121 WEBS 3-8=0/1753.3-7=-174/269.4-7=0/1648 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deFl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) -0.15 7-8 >999 240 MT20 220/195 TCDL 17.0 Lumber Increase 1.25 BC 0.70. Vert(TL) -0.33 7-8 >455 180 6) A plate rating reduction of 20% has been applied for the green lumber members. LA 7) This truss has been designed for a moving concentrated load of 250.01b live and 5.011b dead located at all mid ane s66 8Vd at a I pa` nneli� BCLL 0.0 ' Rep Stress Incr NO WE 0.54 Horz(TL) 0.07 5 n/a n/a purlin representation does not depict the size or the orientation of the purlin along the top and/or bot om 1c ordyLDI I 9) Hanger(s) or other connection device(s) shall be sufficient to support concentrated loads) 57 Ib dow Ib BCDL 15.0 Code IBC2009/TP12007 (Matrix) is r/ '1t Weight: 57 Ib FT = 20% LUMBER - BRACING TOP CHORD 2x4 OF No.1&Btr G LU TOP CHORD Structural wood sheathing directly applied or 2-5-12 oc purlins, except BOT CHORD 2x6 OF SS 2-0-0 oc purlins (2-10-2 max.): 3-4. WEBS 2x4 OF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing ' be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=1500/0-5-8 (min. 0-2-5), 5=1502/0-5-8 (min. 0-2-5) Max Horz 2=34(LC 5) Max Grav 2=2160(LC 12), 5=2161(LC 15) FORCES (lb) - Max. Comp./Max. Ten. • All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5719/0, 3-4=-5306/0, 4-5=-5752/0 BOT CHORD 2-8=0/5406, 7-8=0/5268, 5-7=0/5438 WEBS 3-8=0/1753.3-7=-174/269.4-7=0/1648 OTES 0 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=8.4psf: BCDL=6.Opsf; h=25ft; Cal. 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 has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. �' 6) A plate rating reduction of 20% has been applied for the green lumber members. LA 7) This truss has been designed for a moving concentrated load of 250.01b live and 5.011b dead located at all mid ane s66 8Vd at a I pa` nneli� T points along the Bottom Chord, nonconcurrent with any other live loads. r✓' [ISSr /y 8) Graphical �I & SAF purlin representation does not depict the size or the orientation of the purlin along the top and/or bot om 1c ordyLDI I 9) Hanger(s) or other connection device(s) shall be sufficient to support concentrated loads) 57 Ib dow Ib SOON provided anA up;at f7 -3 -10-o top chord, and 1446 Ib down at 5-11-0, and 1446 Ib down at 7-24 on bottom chord. The design/selection of s ch connecti_o_n dev c' s) is r/ '1t ON G Itfe responsibility of others. pNST - 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). FU`� LU C 07448 rn LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-74, 3-4=-74, 4-6=-74, 2-5=-30 Concentrated Loads (lb) Vert: 4=-17(F) 8=-731(F) 7=-731(F) DATE ---- T9rFOFCA ' �\ October 23,2013 WA.W:'Piti Ver:fige,=gnflar-2me*rra dRWAf3NOT fiSQNiRISANT)XLflDFD"T€3-h'P?r Mi E'1AGEAII r74T1i3EiOPEWF' Design valid for we only with Mlek.. connectors. This design is based only upon parameters shown, and is for on individual building component. © Applicability of design parameters and proper incorporation of component is responsibiity of building designer - not truss designer. Bracing shown -C•Y�7 is far lateral support of individual web members only. Additional temporory, brocing to insure stability during construction 6 the responsibillity of the erector. Additional Permanent brocing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek fabrication, quality control, storage, delivery. erection and bracing, consult ANS1/TPII Quality Criteria, DSO -89 and BCSI Building Component 7777 Greenback Lane, Suite 709 Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suiie 312, Alexandria. VA 22314. Citrus reenba CA, Lane. Su li Sour=,ern Pi=e9SPI lumbar lssr_cfe .C".de::tr, values art -'hose e1"tct:ice 06)0_,.2013 t{ktSC' Job Truss Truss Type Qty Ply 20.0 Plates Increase 1.25 TC 0.35 TCDL 17.0 R40730698 BUSSMAN 802 Commbn 2 1 J'Raasn_ WB 0.15. BCDL 15.0 Code IBC2009/TP12007 (Matrix) obeference (a ti all 1-1-0 6.7-0 5,6 = 3 .age ID:jy5Wr03Nz49pMo5eQWxr4nyO vRZKZF8xtXeVAoDWlysjJgoYz_uOdYutAY?W7wTyQohy 6-7-0 1-1-0 Scale = 1:25.5, 4x4 = 2x4 II 4x4 = LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.35 TCDL 17.0 Lumber Increase 1.25 BC 0.68 BCLL 0.0 ' Rep Stress Incr YES WB 0.15. BCDL 15.0 Code IBC2009/TP12007 (Matrix) LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.t&Btr G WEBS 2x4 DF Stud G REACTIONS (Ib/size) 2=761/0.5-8 (min. 0-1-8), 4=761/0-5-8 (min. 0-1-8) Max Harz 2=-35(LC 6) Max Uplift2=-30(LC 3), 4=-30(LC 4) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1251/0, 3-4=-1251/0 BOT CHORD 2-6=0/1117, 4-6=0/1117 WEBS 3-6=0/482 DEFL in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.14 4-6 >999 240 MT20 220/195 Vert(TL) -0.28 4-6 >545 180 Horz(TL) 0.03 4 n/a n/a Weight: 43 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 5-7-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 1Or0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erectior, in accordance with Stabilizer Installation guide. NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 90mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. It: 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) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. 7) This truss has been designed for a moving concentrated load of 250.01b live and 5.Olb dead located at all mid panel and at a1I g,;3D ^ H points along the Bottom Chord, nonconcurrent with any other live loads. � I P'(V1� LOAD CASE(S) Standard GIV u & SXFE . ES, oN�l gU1LD`Soo FOR GO�S-V � C 07448 rn DATE �f �F October 23,2013 Gia W.,N" - Vm•:f.'{ e --reign narame9er.4 a: d' READ ?s'03';!TS ON 79;S AND DVZ-1, VV LIM AN 1�W PY_F 2WE PA GE IT1/-7GT BFXORP LASE Design valid for use only with MiTek connectors. This design's based only upon parameters shown, and is for on individual building component. Applicability of design parameters 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 �`��i _ erector. Addfional permanent bracing of the overall structure is the responsibility ility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPN Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 709 Safety Information available from Truss Plate Institute. 781 N. Lee Street- Suite 312. Alexandria, VA 22314. d.io_':i>rr.pin@SSis;!umc@rls rhe de::7>. values arExTarE ei:@E23Ge �Si ZiSJ2Di.3 by kL5C CitrusHeightre s, CA, 95610 Job Truss Truss Type Oty Ply Sussman_ (loc) I/def] Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.32 R40730699 BUSSMAN_ B03 Common 1 2 Vert(TL) -0.32 1-5 >478 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.56 Job Reference (optional) BMC, Indio. CA - 92203 1 6.7-0 4x6 = 7.430 s Jul 25 2013 MiTek Industries. Inc. Tue Oct 22 14:47:46 2013 Page 1 ID:jy5WrO3Nz49pMo5eOWkr4ny0gvR-DauxTUyVlx i10M5UWZEYCO59Jlf6HFfKmfFYSvy0ohx 6-7-0 1-1-0 Scale = 1:23.6 3x10 11 ' 4X6 = to Plate Offsets (X Y): 11:0-3-7,0-0-81,13:0-3-7.0-0-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/def] Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.32 Vert(LL) -0.10 1-5 >999 240 MT20 220/195 TCDL 17.0 Lumber Increase 1.25 BC 0.99 Vert(TL) -0.32 1-5 >478 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.56 Horz(TL) 0.05 3 n/a n/a BCDL 15.0 Code IBC2009/TPI2007 (Matrix) Weight: 104 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directlyapplied or 5-4-10 oc purlins. BOT CHORD 2x6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 24-0 oc bracing. WEBS 2x4 DF Stud G REACTIONS (Ib/size) 1=3422/0-3-8 (min. 0-1-15),3=1887/0-5-8 (min. 0-1-8) Max Harz 1=-43(LC 6) Max Uplift /=-557(LC 9), 3=-144(LC 12) Max Grav 1=3649(LC 8), 3=2369(LC 27) FORCES (ib) - Max. CompdMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-6220/311, 2-3=-6245/298 BOT CHORD 1-5=0/5892, 3-5=-269/5892 WEBS 2-5=0/3657 0O2TES ply truss to be connected together with 10d (0.131 "x3') nails as follows: Top chords connected as follows: 2x4 -' 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 90mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ff; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and 'glx e�TA exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 Q 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Io ds. )TV �( SS/04, 6)' This truss has been designed for a live Toad of 20.Opsf on the bottom chord in all areas where a rector le fit 6 OJall by 1-0-0rw�id?e��col h 1\ �E� Q �/"� '9( between the bottom chord and any other members. 7) A rating reduction of 20% has been applied for the lumber i�,I CSL ` 1' _ �N plate green members. 8) Provide mechanical connection (by others) of truss to bearing capable of withstanding 100 Ib t 1 57'0` O plate uplift join (s) except'Ot'=1b) 0 3=144. ,� Is G Z SS `� 9) This truss has been designed for a moving concentrated load of 250.0Ib live and 5.0Ib dead located at all id panels and �a�arp�nelIt ` � C n 7 O 6 01 V m points along the Bottom Chord, nonconcurrent with any other live loads. r �. U U �7 10) This truss has been designed for a total drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) onnect truss to resist drag 1.13 loads along bottom chord from 0-0-0 to 13-2-0 for 200.0 pit. B`' 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1021 do� ` nd 62�_at�' 0-1-12, 613 lb down at 1-11-4. 613 Ib down at 3-11-4, and 613 Ib down at 5-11-4, and 20181b down at -2=4 on bottom chord. T design/selection of such connection device(s) is the responsibility of others. .9 LOAD CASE(S) Standard October 23.2013 Continued on Daoe 2 ALITA1WING,-Vertudemfgnparamefeyaaad.Rfl.ADNOTJOSONMIS AND i.IAXEll) ,hTJi?{SPAGPArT74T1BE—FOR;Ii.'; Design valid for use only withk4lek connectors. This design is based only upon parameter, shown. and 6 for on individual building component. Applicability of design parameters 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 responsibillity of the ereclor. Additional permanent brocing of the overall structure is the responsibility of the building designer. For general guidance regarding McTek' fobricoiion, quality control, storage, delivery, erection and bracing. consult ANSI/71`11 Quality Criteria. DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria. VA 22314. i Citrus Heghis, CA, 95610 1f 50uS:'i2rr pine (SG) ::mte; :aspecnie':f. Z'i a design _lues arc vhos� ef°E'L]M1'f C -esti; f2l_2.3 -V A.1.5c Job Truss Truss Type Qty Ply eussman_ R40730699 BUSSMAN_ B03 C -M-- _ 1 2 Job Reference (optional) LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-74, 2-4=-74, 1-3=-30 Concentrated Loads (lb) Vert: 1=-1021(B) 6=-599(8) 8=-599(B) 9=-599(8) 10=-1060(B) • —JUS JOi La dial J M11 eF inouslr?5. Inc. l ue ( U 14:4/:4b 2013 Page 2 ID:jy5Wr03Nz49pMo5eOWkr4nyOgvR-DauxTUyVlxd1 OM5UWZEYC059JIf6HF(KmfFYSvy0ohx tA3RJ4 t _ . V reify design narameers and Rr—AD M)?'ES On TF!1S AND !M:!. il! EM -M'S:ri !?EFERBIV !, P G Mi 7473 i3is )!?i' USE Design valid for use only with Mlek connectors. This design is hosed only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper incorporation of component's 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 responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding tobricotion, quality control, storage. deliver/, erection and bracing, consul) ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss ?late Institute. 781 N. Lee Street. Suite 312, Alexandria, VA 22314. if sou-'harn pinef sp} iumtr= i_sF=c:fi=,:'. the decisn vaiue.s are -:h -e ette ctise CS, D3f2r!?:3--yAL&C M!, MiTek 7777 Greenback Lane, Suite 109 Citrus Heights. CA. 95610 Job Truss Truss Type Qty Ply Sussman_ Plates Increase 1.25 TC 0.28 TCDL 17.0 840730700 BLISSMP.N_ cJ Diagonal Hip Girder S 1 NO WB 0.51 BCDL 15.0 Code ISC2009/rP12007 (Matrix) Job Reference (notional) BMC, Indio, CA - 92203 7.430s Jul 25 20t 3 MiTeh Intlusdes, Inc. Tue Oct 22 14:47:46 2013 Page 1 10:jy5Wr03Nz49pMo5eo Wkr4nyOgvR-DauxTUyVlxd1OM5UWZEYCO59ulkkHFRKmfFYSvyOohx 3-0-0 I 5-3-15 + 63-11 t -G6 3-0-0 2315 2-11-12 Scale = 1:18.7 LOADING (pso SPACING 2-0-0CSI TCLL 20.0 Plates Increase 1.25 TC 0.28 TCDL 17.0 Lumber Increase 1.25 BC 0.69 BCLL 0.0 ' Rep Stress Incr NO WB 0.51 BCDL 15.0 Code ISC2009/rP12007 (Matrix) LUMBER TOP CHORD 2x4 DF No.1&Bt( G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G REACTIONS (Ib/size) 5=91 /Mechanical, 2=571/0-4-9 (min. 0-1-8), 7=386/Mechanical Max Horz 2=73(LC 3) Max Uplift5=-16(LC 3), 2=-44(LC 3) Max Grav 5=91(LC 1), 2=1106(LC 11), 7=1019(LC 10) 3x6 = DEFL in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.08 8-9 >999 240 MT20 220/195 Vert(TL) -0.13 8-9 >724 180 Horz(TL) 0.03 7 n/a n/a Weight: 34 Ib FT = 20% BRACING TOP CHORD . Structural wood sheathing directl• applied or 3-7-14 oc purtins. BOT CHORD Rigid ceiling directly applied or 1E-0-0 oc bracing. MiTek recommends that Stabilisers and required cross bracing be installed during truss ereclio-r, in accordance with Stabilizer installation guide, FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2.3=-2999/0, 3-4=-2014/0 BOT CHORD 2-9=0/2873, 8-9=0/2873, 7-8=0/1964 WEBS 4-8=0/1149, 4-7=-2150/0, 3-9=0/733, 3-8=-1105/0 .TOTES 1) Wind: ASCE 7-05; 90mph; TCDL=8.4psf; BCDL=6.Opsf; h=25fl; Cat. It: 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) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 2. 7) This truss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 5 Ib down and 30 Ib up at 2-9-8, 5 Ib down and 30 Ib up at 2-9-8, and 44 Ib down and 20 Ib up at 5-7-7, and 44 Ib down and 20 Ib up at 5-7-7 on top chord, and 254 Ib down and 2 Ib up at 2-9-8, 254 Ib down and 2 Ib up at 2.9-8, and 280 Ib down at 5-7-7, and 280 Ib down at 5-7-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 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=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-5=-74, 2-6=-30 Concentrated Loads (Ib) Vert: 4=-87(F=-44, 13=44) 8=-50(F=-25. 8=-25) 9=3(F=1, B=1) 3=60(F=30, B=30) o4�pF ESS/0�9 sooty OAF L� L C 074486 M *` EXR, 12-31-13 /* October 23,2013 ii�rWN^s - Yev:j°a r e_mga aaramaers an-,iP AD N("Z ON TRii AIM 1XV&VDF11 fitMIKR. F,-n7?�, Cf' PAGE'Kil-14Yi B&")PE 0& Design valid for use only with M7ek connectors. This design is based any upon parameters shown. and is for an individual building component. Applcabifity of design parameters and proper incorporation of component is responsibility or building designer - not truss designer. Bracing shown B for lateral support of individual web members only. Additional temporary bracing to insure stabirity during construction is the responsibillity of the iViiTek erector. Additional permanent bracing of the overall structure is the. esponsioility, of the building designer. For general guidonce regording fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPfi Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, 'r5aurrarn?ine{SP)iumCe-ri; specifie j.;he Ce:igs+wiue; areehore etemi>ei16,/IT?/2023 by A,5C g s, CA, 95610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ft -in -sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Person Dimensions are in ft -in -sixteenths. Apply plates to both sides of truss and fully embed teeth. j 2 3 TOP CHORDS I. Addition I s di racing for truss cyst m, e.g. diagonal r r is alv2s require ee BCSI. rst�g cr-z cz-a 1'ng, 2. Trussbraci gr ,sr l 444nnn rt by an e i er. For truss di feral bra T WEBS c7,q 4 ry T r. ti n (=J 6 O wide g, r- a" es iemselves may requir bract oJall r$r ive Tor I bracing sh ulydt�e�onsFde�Pe S� 6g f � } 3. Never exce a es o r sliowr>�nd ever 4% U stack maten Is Rin,�er�u�a 81 raced ir�ss CL 4. Provide copi s p f JhislirusSdesio the buildir C7-8 C6-7 CS6 For 4 x 2 orientation, locate plates 0 -''ab' from - des igner, ere tion superviso'r, property own r d all ather inter tbd-parties.' -- BOTTOM CHORDS outside edge of truss. 8 7 6 5 5. Cut members o bear lightly dgaitTit each other 6. Place plates o .each face of huss'al each L!J This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embe fully. Knots and ane at joint. required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are re ulat ed by, ANSI/TPI 1. connector plates. THE LEFT. [ y �^ wiifj 7. Design assumes u s e suitabl ete'd' am "Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment 1 acco PI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC -ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate width measured perpendicular 4 x 4 ESR -131 1, ESR -1352, ESR 1988 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to to slots. Second dimension is ER -3907, ESR -2362, ESR -1397, ESR -3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION Southern Pine lumber designations are as follows: 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 SYP represents values as published by AWC in the NDS specified. by text in the bracingsection of the SP represents ALSC approved/new values approved/new 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective dote of June 1, 2013 spacing indicated on design. if indicated. 14. Bottom chords require lateral bracing at 10 fl. spacing, BEARING or less, it no ceiling is installed, unless otherwise noted. I5. 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 © 2012 MiTekOO All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. i 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 mis engineer before use. ANSI/TPIi: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Woad Truss Const(uction. and pictures( before use. Reviewing pictures alonen DSB-89: Design Standard for Bracing. 4,� not sufficient. BCSI: Building Component Safety Information, MiT 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, G ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses.1111111ngineering Reference Sheet: Mll-7473 rev. 02/26/2 go I 1W Building Materials and Construction Services 46-499 GOLD CENTER PARKY4.g'l, 44010, CA. 92203 0. 7SP-347-3332 F. 780-347-0102 CONTENTS .. ,....PAGE TIMBER PRODUCTS INSPECTION (LETTER - � � � � � �... ...... ..............i • TPI (GTI) STAMP - SEE PAGE 1--- =..,........�.....................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 .................................7 BEARING BLOCK DETAIL 3 %11 BEARING ..................................8 _ _ BEARING BLOCK DETAIL 5 '/Z" BEARING ...................• •....•••..•••.9 IIPLIFT TOE–NAIL DETAIL ....__ .....................10 LATERAL TOE -NAIL DETAIL .. . ................. , ............1 I WEB BRACING RECOMMENDATIONS .................................12 ----------------- T–BRACE AND L–BRACE ..................................13 VALLEY TRUSS DETAIL ..,................................19 VALLEY TRUSS DETAIL (CONT D.) ................................. 15 PIIRLIN GABLE DETAIL ..... . .............I ....... , .....16 PIIRLIN GABLE DETAIL (CONT'D.) .,,...,,...,.>..........,,.....17 PIIRLIN GABLE DETAIL CONT D. .,..,......,.....,...........:,..,..,..,..1$ PIIRLIN GABLE DETAIL (CONT'D.) —. o,,....,,.,,..,,..... .........:,...19 STANDARD GABLE END DETAIL _ �:.................,.:,.,....::�..... 20 STANDARD GABLE END DETAIL (CONT'D.'__-. ___ STD. REPAIR – MISSING STIID ON GABLE 'TRUSS _-._-_-.-- ..22 STD. REPAIR - BROKEN STIID ON GABLE TRIISS .................................23 STD. REPAIR - REMOVE CENTER STUD 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% .. .....................................27 FALSE BOTTOM CHORD FILLER DETAIL .................................28 _ OVERHANG REMOVAL DETAIL _ — .................................29 SCAB APPLIED OVERHANGS .................................30 PIGGYBACK TRUSS CONNECTIONS ............................31 - 34 PLEASE CONTACT smc FOR MORE INFORMATION OR QUESTIONS REGARDING THESE SHEER'S PAGE: 0 OF 34 THY1i-En ODUCT:- Septernber 11, 2012 To Whom It Max) Concern, • This is to verify that BMG- of Indio, Cit is a Subscriber in the Timber Products nshection (TP) and General Testing and Inspection (GTI) Truss Quality Auditing Program. The TP and 'GTI Truss Quality Auditing Programs are recognized by the In-ernational Accreditation Service (IAS) with the assigned nuMber of AA -664. TP and the GTI quality assurance marks have been recognized in the West bV the truss industry and code jurisdictions since ']969. TP currently audits truss mai-.ufacturing facilities nationwide. TP is conducting unahriounced, third party audits at. BMC of Indio, CA. This -facility is currently .in good standing in the TP Truss Quality Auditing Program. BP,IC's personnel are authorized to apply the GTI quality mark to trusses that are rnanufactured in, accordance with the latest revision of the ANSI/TPI Standards. All stalh)ping tikes 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 me: on my cell 208.818.7869. Sincerely, Ti M8ER PRODUCTS INSPECTION 't , "4. °. Brian .Hensley Truss Manager — Western Division /j r Xc: File FPag=#1 105 SE 12.401 Avenue o P.O. Boz 91-91 0 1641 Sigman Road Vancouver, 1Nashin,Pn 58684 Conyer>, Gcorgia 30012 6014,19 3840 a FA'! 360f<'i49 3953 70/922-8000 - PAX: 170/922-1290 SuRdfing Materials and C Onstruction services . 03-15-2012 To Whom It May Concern: It is our standard policy to manufacture all of our trusses with a minimum camber of 1/8" per ten lineal foot of truss span. Mike Goodman Design manager BMC 45-311 Golf Center Parkway Suite B Indio CA 92201 t: 760.770.3303 f: 760.391.4230 • • gage i Job �ru_ns� yoe tY Y DISPLAY ROOF1 TCouON 2 03 000 e eb 200 ak Industries, Inc. Mer, Par 1 14:26:39 age 1 f34 10-2-3 15-Q D 19-9-13 24-7-11 1D-0-0 _12-0-0 2-0-0 5-4.5 B' 2-0-0 5-4-5 4-9-13 4-9-13 4-9-13 4-9-13 54-5 2-0-0 4x4 = 6 . 6.OD F1_22 1x4 11 9x9 II 7 3x4 3x4 4 6 rr 0 E D 1x4 -% 1x4 3 10 ° n 2 c dI 11)0 01 g 12 3x6 = 14 13 3x6 = 3x6 = 3x6 = 3x8 = I. 10.2-3 19•9-13 30-0-0 . 10-2-3 9-7-11 10 -?-3 Plate Offsets KY): 12:0-3-0,0.1-41, 110:0-30,0-1-41 LOADING (psf) SPACING 2-0-0 J M CSI N DEFL in (loc) Well P PLATES GRIP TCLL 20.0 Plates Increase 1.15/ TC 0.29 Vert(LL) -0.09' 14 >999 M112^) 249/190 TCDL 10.0 Lumber Increase 1.15 K BC 0.83 Vert(TL) -0.39 12-14 >907 BCLL 0.0 Rep Stress ]nor YES WB 0.36 Horz(TL) 0.07 10 n/a Q 1 LC LL Min I/deft = 240 Weitht: 158 Ib BCDL 10.0 Code BOCA/ANSI95 L st LUMBER I I BRACING TOP CHORD 2 X 4 SYP No:2 II TOP CHORD Sheathed or 42-1 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied c 8-6-11 oc bracing. WEBS 2 X 4 SYP No.3 R S REACTIONS (Ib/size) 2-1317/D-3-8, 10=1317/0-3-8 TMax Horz 2--175(load case 5) Max Uplift2=-341(load case 4), 10=-341(load case 5) First Load Case Only V FORCES (Ib) - TOPCHORD 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=-286, 6-14=742, 6-12=742, 9-12=-288 V `d OTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-98 per BOCA/ANSI95; 90mph; h=25ft; TCDL-5.Opsf; BCDL-5.Opsf; occupancy category 11; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end 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. P A Cumulative Dimensions h/I TC, BC, and 1Ve6 !v'aximum Combined Stress Indices 6 Panel Length !feel:- inches - sixteenths; N Deflections (inches) and Span to Deflection Ratio ` LOAD CASE(S) Standard �y C Slope O Input Span lo Deflection Ratio D Plsi'e Size and Or:enialion P I''AiTek Plate bllowatges (PSI) E Overall Height O Lumber Re(Juitemen_s F Bearing Location R Reaction ipounds) G Truss Span (feet- inches - sixteenths) S K/linimum Bearing Required Onches) H Plate Offsets T i:8aximurn Uplift ana.•'or Fotizont:el Reaction if Applicable I Design Loading 'PSF) U Required Iliember Bracing J Spacing O.C, 'feet - inches - sixteenths) V rl=mber Axial Forces to Load Case 1 K Duration of Lcad for Plate and Lumber Design ;`Y Notes L Cottle X Additional Loads,•'Load Cases Page #31 DETAIL FOR COMMON AND END JACKS € H1SAC _ 8 -16I! SF3/3CI2004 PAGE 1 I MAX LOADING (pst) SPACING 2-0-0 BRACING f MiTek Industries, Inc. ®. TOLL 16.0 Plates►ncrease 125 I Western Division TCDL 14.0 Lumber Increase 1.25 TOP CHORD Sheathed. SCLL D.D Rep Suess Incr YES I BOT CHORD Rigid ceiling directly applied. BCDL iD.O MINIMUM LUMBER SIZE AND GRADE x ,2 TOP CHORD 2 X 4 SPF, HF, DF -L No.2 LENGTH OF EXTENSION BOT CHORD 2 X 4 SPF, HF, DF -L No.2 AS DESIGN REQ'D 20'-0" MAX SPLICE CAN. EITHER BE 3X6 MT 20 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 @ \ O.C. 2 ROWS r NOTE: TOP CHORD PITCH: 4/128/12 l BOTTOM CHORD PITCH: 0112-4/12 PITCH DIFFERENCE BETWEEN TOP AND /'moi' �• �� BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.C. �J / SUPPORT AND CONNECTION BY OTHERS OR 2-16d COMMON 'WIRE (0.162"DIA. X 3.5') LGT TOE NAIL SUPPORTS SHALL BE PROVIDED @ 4'-0" O.C. ALONG THE EXTENS•'ON OF TOP CHORD. CONN. V413 16d COMMON WIRE (0.162"DIA. X 3.5" LGT) TOE NAILS aROF O 3X4 - CONN. W12 16d COMMON WIRE (8:162"DIA X 3.5" LGT) TOE NAILS �� \�-''' ~` I----- rte• �Y ,',� B -D -D A0 A ,_.:� B-0.0 - c 4 &0-O f �-----------------------.-�-- EXT. __a-0 0 C QF Of�i�6O 2.0-0 EXT. .-..� -® 2-0-0 EXT. EXT. 2.0.0 2-0-0 �:..APR J 2013 CONN. W/316d COMMON WIRE (D.162 -'DIA X3.5" LGT) TOE NAILS 2.0.0 BOTTOM CHORD LENGTH MAY BE 2'-0" 3X4 - OR A BEARING BLOCK. CONN. W!2 16d COMMON WIRE(D.162"C7A X 3.5") LGT TOE NAILS OR SEE DETAIL MIIISAC-7 FOR PRESSUREBLOCKING INFO. NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. WARIPIND • DerVy dasion poramrters and RF.AD.NOTES ON 73.TS AND INCLUDED MITFJCREFERF.NCE JAGS AM -7473 BZF0E-E USE. 7777 Greenback Lane -o® Design valid lot use onlywllh Mitek connectors. This design is based on4- upon aromeleis shown. and is for an Individual building component. Sure 108 Applicability of design poromenlers and proper incorporation of component oPesponsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 9551 b tar bleral support of Individual web members only. Addiliional temporary bracing to insure stability during construction Is the responslbllnly of the erector. Addllionol permanent tvocing of the overall struclure is the responsiblilly of the bullring designer. For general guidance regordmg fabrication quality control. storage, delivery, areclion and bio --Ing, consuil ANSI/TPi1 Quality Criteria. DSB-84 and BCSII Building mComponents i�k�' Solely Iniorallon available tromlrvss Plate Institute. 583 VC,nofrio Drive. Madison.. WI 53714. DETAIL FOR COMMON AND END JACKS � M11/SAC - 0-20FSF. � 3/31/2005 PAGE 1 MAX LOADING (psf) SPACING 2-0-0 BRACING MITek Industries, Inc. ®� tn> TCLL 20.0. Plates increase 1.15 Western Division �J I CDL 16.0 R p Shenc Ince Yes TOP CHORD Sheathed. BCLL 0.0 BOT CHORD Rigid ceiling directly apphad. BCDL 10.0 MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 X 4 HF, DF -L No.1 LENGTH OF EXTENSION BOT CHORD 2 X 4 SPF, HF, DF -L No.2 AS DESIGN FEQ'D 20'-0" MAX SPLICE CAN EITHER BE 3X6 MT20 PLATES 22" LONG 2X4 SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHARD ATTACH TO ONE FACE W/ (.131"X3.0" MIN) NAILS @ 3" O.C. 2 ROWS / NOTE: TOP CHORD PITCH: 3112-V8/12 BOTTOM CHORD PITCH: 0/124/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.G. r� 3x4 = SUPPORT AND CONNECTION BY OTHERS OR 2-16d COMMON WIRE (0.162"DIA. X 3.5'1 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 CONN. W/2 16d COMMON WIRE 8.0.0 B-0-0 X 3.5" LGT) TOE NAILS EXT. -0 " ° ` R Iva l\ � 40 °4F 2-0-0 EXT. %� p 2013 °� Exr. 2-a0 f y f( ® L4� NJ Exr. 2-a0 2 -D -o • CONN. Wl316d COMMON WIRE (0.162"DIA X :.5" LGT) TOE NAILS 14�j BOTTOM CHORD LENGTH MAY BE 2'-0" .3x4= OR A BEARING BLOCK. CONN. W12 16d COMMON WIRE(0.162"DIA- X 3.5") LGT TOE NAILS OR SEE DETAIL MIUSAC-7 FOR 2.0.0 PRESSURE BLOCKING INFO. B -D -D NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. ® 1AARMNG • Verjfg design parameters and RE5➢ NOSES DN T'iIIE AND 1TJCLODED hIITER REFERENCE PACE MD -7473 BEFORE [15E. Design valid for use any with MRek connectors. This design Is based only upon parameters shown, and is lot an individual building component. Appucob®ty of design poramaniers and proper Incorporation of component is responsib161y of building designer - not truss designer. Bracing shown 4 lo; Iaferal support of Individual web members only. Add111onal temporary bracing to Insure stability during construction Is the responsiblIlly of the erector. Additional perrmoneni bracing of the overall structure Is the responsibility at the building designer. Fa general guidance regarding fabrication, quality control. simoge, delivery, erection and bracing, consult ANS117PIl Quality Criteria, DSB•89 and BCSII Building Component solely Iniormalion ova8able from Trus Plate Inslllule. 553 D'Onofrlo Drive, Madison, WI SY19. 7777 Greenback Lane Sidle HeAwls Citrus Nelahls, CA, 9561 Mil S -.5 OF B.C. OF STANDARD OPEN END � IUSAC _ 7 3:'30/2004 f PAGE i AC# URT 1 PRESSURE BLOCKS { Q:... MiTek Industries, Inc. Western Division • Lading (PSF); BCDL 10.0 PSF MAX 2x4 bot. chord Carrier truss of jack y 17 2- (.131"X3.0" MIN) I ® N-Q)LS (typ) ----' 2x4 block jack "between jacks, 1, Itruss nailed to carrier bchL (typ) w/6 W/(. 13 1 "X3.0" MIN) 1 nails spaced at 3" o.c. G -D-0 24" TYP PARTIAL FRAMING PLAN OF CALIFORNIA HIP SET WITH SUB GIRDER BC of carrier truss 2-(.131"X3.0" MIN) NAILS (typ)�@� BOTTOM CHORD OF OPEN END JACK A^�� 2x4 block between jacks, nailed to carrier BC C.1346-4 w! 6-(.131"X3.0" MIN) NAILS @ 3" o.c. EXP. 3-31-15 ..IL 4F GA Pa e#6 A P R 0 9 2013 e ® LtlJtMNG Pertly dcvlgn pnro+ncters mid READ N07ES ONYXIS AND DJCLGDED a»TiEJr REFERENCE PAGE I,72L74 TJ BEFCIRE iJSE. 5URB 7777 GDr9 nbad Lane Design .wTd for use onN w11h "7ek connectors. Tho design b based only upon paromelers shown, ono Is for on Ind iduol bulldinp component. Glrus Heights, CA, 25 App6cab ly of design pafomenlen and proper incorporalbn of component k responslbfily o! building designer - no! lwss designer. Broeing shown @ ior'Iclervl support of Ind)vldual web members oNy. Addslional lemporory bracing to Insure s1ablBty during conslrucllon Is the responstbMy of the ereefoc. Addlllbnol permonenl brasdng of the overall structure h the responsI"" of the building d_"ner. For generol guidonce regarding loicdlfon. qua9iy confroL s!orooe deBvery. erection and broeing. consult ANSI/TPII Qudllly Crllerio, DSB•B9 and BCSI7 Building Component :ofefy lntormaflor• rn•aiiob!e Iron tr ss Plole Institute, Sfi? D'Oootric Drive, Modlson, N'I .;0714. CAL HIP' SUB GIRDER CAL HIP-- - GIRDER • Lading (PSF); BCDL 10.0 PSF MAX 2x4 bot. chord Carrier truss of jack y 17 2- (.131"X3.0" MIN) I ® N-Q)LS (typ) ----' 2x4 block jack "between jacks, 1, Itruss nailed to carrier bchL (typ) w/6 W/(. 13 1 "X3.0" MIN) 1 nails spaced at 3" o.c. G -D-0 24" TYP PARTIAL FRAMING PLAN OF CALIFORNIA HIP SET WITH SUB GIRDER BC of carrier truss 2-(.131"X3.0" MIN) NAILS (typ)�@� BOTTOM CHORD OF OPEN END JACK A^�� 2x4 block between jacks, nailed to carrier BC C.1346-4 w! 6-(.131"X3.0" MIN) NAILS @ 3" o.c. EXP. 3-31-15 ..IL 4F GA Pa e#6 A P R 0 9 2013 e ® LtlJtMNG Pertly dcvlgn pnro+ncters mid READ N07ES ONYXIS AND DJCLGDED a»TiEJr REFERENCE PAGE I,72L74 TJ BEFCIRE iJSE. 5URB 7777 GDr9 nbad Lane Design .wTd for use onN w11h "7ek connectors. Tho design b based only upon paromelers shown, ono Is for on Ind iduol bulldinp component. Glrus Heights, CA, 25 App6cab ly of design pafomenlen and proper incorporalbn of component k responslbfily o! building designer - no! lwss designer. Broeing shown @ ior'Iclervl support of Ind)vldual web members oNy. Addslional lemporory bracing to Insure s1ablBty during conslrucllon Is the responstbMy of the ereefoc. Addlllbnol permonenl brasdng of the overall structure h the responsI"" of the building d_"ner. For generol guidonce regarding loicdlfon. qua9iy confroL s!orooe deBvery. erection and broeing. consult ANSI/TPII Qudllly Crllerio, DSB•B9 and BCSI7 Building Component :ofefy lntormaflor• rn•aiiob!e Iron tr ss Plole Institute, Sfi? D'Oootric Drive, Modlson, N'I .;0714. • • A 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 SINGLE WEB JOINT TRIPLE WEB JOINT DOUBLE WEB JOINT 3f30/2004 I PAGE 1 NliTek Industries, inc. Westem bMsion APR 0 9 2013 r - WAR' Ver Vy design paramet m and READ 1407= DN THIS AND INCLUDED M17F-r. REF=ZNCEPAGS =-7473 BEFON USB. 7r77 Greenback Lane Design void for use on with Mitek connector. This design Is bused only upon paromelers shown, and B for on Individual building component. Suite 109 g ly Dims Heights, C0. 9561 Applicoblily 01 design paromenis" and proper incorporallon of component k responsibility of building designer - not Truss designer. Bra r�ng shown is Tor fateful supped of IndMdual web members only. Additional lemp=iy bracing to Insure sloblilly doing construction Is the responsLSBOiy of the 1 erector. AddH'tmol permonerii bracing o11he ovemfi struelure h the respanslbNty of the building designer. For general guidance mgording iob1ce110 , quoily control, sioroge, deWery. erection and biodng, corsull ANS11TPIT Quality Cdiedo, DSB-84 and BCSIT Building Com?oneni '" Sa!eh� Inio;mofion -valLble iron Ir�ss Note Ins!i!ute, SE's D'Onoirio Dive, Madison, WI 5712, - MIT �� BEARING BLOCK DITAIL 3 112" BEARING � WISAC _ 3A � 3/25/2004 PAGE 1 MiTek Industries, Inc. V Western Division 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 FOR 2X10 BOTTOM CHORD USE 2X8 BOTTOM CHORD VALUES. �MINIMUM L HEIGHT i" CASE 1 _s RG` BLOCK TO BE SA Ei 22 1/2" F.Li;CK SIZE, GBhDE, &SPECIES �. T•S E. (STING BOTTOM CHORD. ...' •r T i• ONE FACE OF TRUSS 1 r' aLocx !-ca.. b- f�7o-.. CASE 2 �C R :Qf d EXP. 3-3115 ei3.`°0 � t��"lit.• ��' �`� �re CealtyQ APR 0 9 2013 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 MULTIPLIEC 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- 112 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 140TE: VALUES DO NOT INCLUDE MSR LUMBER WITH "E" VALUES GREATER THAN 1,900,000 PSI OR NON -DENSE GRADE LUMBER. Page #j R'AR.MNG . Ve jA dca49n p.mrn.nt,- and READ .NOTES ON TH/S AND LVCLj7DED MITER REFERENCE PAGE MA 7473 BEFORE USF 7777 Greenback Lane Design valid lar use only with Mlek conneclpn. This design 6 based only upon parameters shown, and is lot on individvol building component. Sulle 109 g 1 h .applicability of design poramenlers and proper incorporation of comoonenf ¢ responsibi6fy of building designer - not truss designer. B:gcinQ shown Citrus Heigl5, CA. °561 * lot lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the iesponsibillity of the ME erector. Additional permanent bracing of the overall slrucivre is the responsibility o' the bvildina designer. For general guidance regarding lobricalian. quality control, slorooe. delivery. erection and bracing, consult ANSI/71`11 Quality Crilerla. DSB-84 and BCSIi Building Componenf Sotety Information available fran Truss Plate hsiiiute. 583 D'Onotrio Drive. Madison, wf 53719. �LLO+7AELE BEAR 3LUCii_& T i0vUD 3FPF;=�G UsiF.FFLE :.01"POM c,10RD S's 7,E -UMBER REACT30lq BEAP.ING BLOCK -'—_.--idG -LRL.CS ;- : 1 G.PTE ilbi ALLOY4ABLE LOA S ALLOWABLE LOAD .ib) TJ Fes, IVA-c13'r oE.AF.ING FN `_ (NOTE 1) ._._..._ (NOTE 4,5) �—NOTE 4) ( NOTE 4 � Sr2 2966.- -- -- 929 --'' 3895 - - -- + 0-4-9 501'r0 i C'oii-. DF 3281 855 4136 0-4-6 T: T L NAA LS) — --- e c — - — 2126 : 736 2862 0-4.11 sp- 2231 - 726 —_ �2957 0-4-10 2966 1 1393 4359 0-5-2 SJP 3281 1282 4563 0-4-13 HF 2126 1 1104 3230 0-5-5 "2 TOTAL Al,2231 1089 11 3320 - - ' - - .............. - . 0-5-3 i 1858 4824 i 0-5-11 s•yP _2966 _ 3281 1710 ---- 4991 i_.--.___--- 0-5-5 oi'`• @ " o•c HF 2126 j 1472 i 3598 0-5-14 r; F• TOTAL NAILS; _--'---_-.._ sr- 2231 1452 3683 0-5-12 -5- - FOR 2X10 BOTTOM CHORD USE 2X8 BOTTOM CHORD VALUES. �MINIMUM L HEIGHT i" CASE 1 _s RG` BLOCK TO BE SA Ei 22 1/2" F.Li;CK SIZE, GBhDE, &SPECIES �. T•S E. (STING BOTTOM CHORD. ...' •r T i• ONE FACE OF TRUSS 1 r' aLocx !-ca.. b- f�7o-.. CASE 2 �C R :Qf d EXP. 3-3115 ei3.`°0 � t��"lit.• ��' �`� �re CealtyQ APR 0 9 2013 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 MULTIPLIEC 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- 112 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 140TE: VALUES DO NOT INCLUDE MSR LUMBER WITH "E" VALUES GREATER THAN 1,900,000 PSI OR NON -DENSE GRADE LUMBER. Page #j R'AR.MNG . Ve jA dca49n p.mrn.nt,- and READ .NOTES ON TH/S AND LVCLj7DED MITER REFERENCE PAGE MA 7473 BEFORE USF 7777 Greenback Lane Design valid lar use only with Mlek conneclpn. This design 6 based only upon parameters shown, and is lot on individvol building component. Sulle 109 g 1 h .applicability of design poramenlers and proper incorporation of comoonenf ¢ responsibi6fy of building designer - not truss designer. B:gcinQ shown Citrus Heigl5, CA. °561 * lot lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the iesponsibillity of the ME erector. Additional permanent bracing of the overall slrucivre is the responsibility o' the bvildina designer. For general guidance regarding lobricalian. quality control, slorooe. delivery. erection and bracing, consult ANSI/71`11 Quality Crilerla. DSB-84 and BCSIi Building Componenf Sotety Information available fran Truss Plate hsiiiute. 583 D'Onotrio Drive. Madison, wf 53719. —-----.. -- --- 3/25/2004s BEARING BLOCK DETAIL 5 ' 12" BEARING WiSAC - 4A / PAGE 1 nn ;Tr. iA f. I..n Western Division 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--5-8 ACTUAL BEARING SIZEWITH BEARING BLOCK APPLIED ON ONE SIDE OF TRUSS F.LL(kIABLE _ - LU ;BER REACTION BEARING BLOCK BEARING BLOCK r,00J EEAKI:� ALLuh BLEi?C' dtJi >. _H'ORE' SIZE � --- - -----._.. ------.... ......... .. G DE !?b) ALLOWABLE LOADS -- --- - --- - - ALLOWABLE TVA- .1 NOTE 1 (NOTE 4,5) NOTE 4 -- -- (NOTE '--� _ T.^_...J - --- - SyF 4661 ; 929 5590 �_6 9._ _::4 BOT T I: N -ORD BF5156 855 6011 0-6-6 _. ROWS i= o.c. —_. !--- -- - --.....i.----- ----- - ----- .. _ .. ._... ---__. F. 707 NAiLs) H 3341 736 40770-6-11 — -- --- --- ........... 3506 ----- s�� 3506 i 726 4232 0-6-10 sy _ 4661 j 1393 -- 6054 _ - -- -_ 0-7-2 ^TOM OF 5156 1 1282 6438 ---- 0-6.13 ',6 BOrHORC ? ;-,CMS ro. 31, O.C. SIF 3341 i 1104 4445-.... 075 =oTItOL vAIL=i 3506 _ _1089 4595 0-7-3 SYF. 4661 1858 ! 6519 0-7-11 2;:E BOTTOM CHORD DF5156 ! 1710 6866 0_7_5 OC_..__. '1 =CitiS .. 3•' .. .-------... ------------------=--�----'--'-----._.__...------ _ F..r 3341 1472 4813 ) 0 7-14 (ic TOTAL !JAILS) --------�--- — ----- ---- ------- ------- -- — - -- ------------ .. S; F; 4958 0-7-12 3506 1452 FOR 2X10 BOTTOM CHORD USE 2X8 BOTTOM CHORD VALUES.Q F CASE 1 -.�- CASE 20346433 .- i'V- MiNiHUM E � is E I GB T .----- �-�------- ----- ----- r -v r J-Jall v BP.G BLOCK TO BE S.ZUIE y� 22 1/2" BLOaK SIZE, GRADE, 6 SPECIES rcOFe�.td�� /'.S I-XISTING BOTTOM CHORD. TO ONE FACE OF TRUSS. �- P NOTES: A P R Q 9 2013 1. USE LOWER OF TOP PLATE OF BEARING WALL OR BOTTOM CHORD OF TRUSS WOOD SPECIES. 2.THE 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" L DNG 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 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 r %ARjVING . V-% duaign par —i -s —d.READ NOTES ON 7795 AND NCLVDED MJTE1i- REFERENCE )'AGE.1471.1473 SErOPL USE. 7777 Greenbacli Lane "s® Suite 109 Design valid for use only with Miet connectors. This design n based only upon paromelen shown, and is for on individual building component. Citrus Heights, CA. 9561 Applicobi ify of design poromenters and proper incorporation of component is iesponsibifily of building designer - not truss designer. Bracing shown ±! � L, lot laterol support of individual web members only. Addci Additional lemporory brong to insure slohility during conslrucfion is the responsibiflby of the erector. Additional permanent bracing of the overall structure'* the responsibility of the building designer. For general guidance regarding ■■ fabrication. quality control. sf )roge. delivery. ereciio., and bracing, gpnsull ANSI/TPil Ovollty Crlferin. DS11.89 and BC5:1 150dina Component ® Sotch Information available from Truss Ploie I.nstilule. 56Z u Oncfrio Drive. Madison, V41 55719. UPUFT TOE -NAIL DE T A L MIUSAC = 24 { 11/18/2004 [PAGE 1 MiTek Industries, Inc. _ Mw R) NOTES: Western Division 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMEER 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 OR TOP PLATE SPECIES FOR MEMBERS OF DIFFERENT SPECIES. • NEAR SIDE FAR SIDE SIDE VIEW TOP OF V NEAR SIDE END VIEW VIEWS SHOWN ARE FOR 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) = 146.81b 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. �' 'r- - i v EXP. .-31-) 5 div it i�' OF CALlrO - USE (3) TOE -NAILS ON 2x4 BEARING WALL Paa # 10 A P R 0 9 2013 - USE (4) TOE -NAILS ON 2x6 BEARING WALL WAR.. VtA. d-ign pan -sunat." d JMAD NOTES ON TRIS AND LJCLCDED &-=K RE, JiF.NCE PAGE; AM -7473 BUSE, 7777 US17777 Greenback Lane MNGo Sure 1 Design void for use ony with MiTek connectors. This design B based any upon parameters shown, and is for on individual building component. Cerus Hee ights. CA, 9587 _ Applicability of design poromenien and proper Incorporation of component is responslblilly of building designer - not truss designer. Boeing shown i. Is for lateral support of individual web members any. Additional temporary brocing to Insure stability during construction h the responsiblElly of the erector. Ada:dil'ionaf permoneni bracing of the overall structure Is the responslblily of the building des)gnw. For generot guidance regor3ma wwww ■ r� lob ofion. quality control, sforoge, deivery, erecilon and bracing, consult ANSI/TPII Quailfy Criteria, DSB-B9 and BCSI1 Building Component MiTake) Safety Information ovaltoble fromlruss Plate Institute, 585 D'OnDirlo Drive. Madison. WI 53719. �� 1 TOE -NAIL WITHDRAWAL VALUES PER NDS 2001 (Ib/nail) DIAM. SYP DF HF SPF SPF•S 131 59.5 46.1 31.6 29..8 20.3 Z O ,135 60.3 47.5 32.6 30.7 20.9 J 72.3 57:0 39.1 36.8 25.1 ri 128 53.1 41.8 28.7 27.0 18.4 Z O J .131 54.3' 42.8 29.3 27.7 18.8 148 61.4 48.3 33.2 31.3 21.3 N M .120 45.9 36.2 24.8 23.4 15.9 Z 0 .128 49.0 38.6 26.5 25.0 17.0 C .131 50.1 39.5 27.1 25.6 17.4 vi .14856.6 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) = 146.81b 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. �' 'r- - i v EXP. .-31-) 5 div it i�' OF CALlrO - USE (3) TOE -NAILS ON 2x4 BEARING WALL Paa # 10 A P R 0 9 2013 - USE (4) TOE -NAILS ON 2x6 BEARING WALL WAR.. VtA. d-ign pan -sunat." d JMAD NOTES ON TRIS AND LJCLCDED &-=K RE, JiF.NCE PAGE; AM -7473 BUSE, 7777 US17777 Greenback Lane MNGo Sure 1 Design void for use ony with MiTek connectors. This design B based any upon parameters shown, and is for on individual building component. Cerus Hee ights. CA, 9587 _ Applicability of design poromenien and proper Incorporation of component is responslblilly of building designer - not truss designer. Boeing shown i. Is for lateral support of individual web members any. Additional temporary brocing to Insure stability during construction h the responsiblElly of the erector. Ada:dil'ionaf permoneni bracing of the overall structure Is the responslblily of the building des)gnw. For generot guidance regor3ma wwww ■ r� lob ofion. quality control, sforoge, deivery, erecilon and bracing, consult ANSI/TPII Quailfy Criteria, DSB-B9 and BCSI1 Building Component MiTake) Safety Information ovaltoble fromlruss Plate Institute, 585 D'OnDirlo Drive. Madison. WI 53719. �� 1 k LATERALTCIE-NAIL DETAIL MIS/SAC ® 25 11/18/2004 PAGE 1 MiTek Industries: Inc. R NOTES: lRTestern Division 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 113 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SI -OWN. 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 CHORE} 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 (lb/nail) X 1.15 (DOL) = 317.0 Ib Maximum Capacity • APR 0 9 2013 SQUARE CUT SIDE VIEW (2x4, 2x6) 3 NAILS i NEARSIDE I � r - -t CAR SIDE NEAR SIDE SIDE VIEW (2x3) 2 NAILS NEAR SIDE / - - I FAR SIDE - 1 X5.00° U 2 i L/2 j VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY 45 DEGREE ANGLE BEVEL CUT 45.D0° yA WARNING - V.4i design Parameters and READ NOTES ON THIS AND INCLUDED AOTEK REFERENCE PAGE MU 7473 BEFORE USE. Design valid for use only with Weir connectors. This design h based only upon parameters shown, and is for on individual building component. AppficabiMy of desrgn peromenters and proper incorporation of component is responsibility of building designer - not frogs designer. Bracing shown is lar lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibglity of the erector. Addifional permanent bracing of the overall structure a the responsibility of the building designer. For general guidance regarding lubrication. quoiiiy control. sloroae. delivery. eieclian and brocirnp. Consult ANSI/TPIT Quality Criteria, OSB -89 and SCSI1 Sulidlna Componenl -:.. .................n n„r,Snhle q- Tri , ?role Instilui-. 58" D'Or:]16Drive. Abdisort W: 537 i9. SIDE VIEW (2x3,'2x4) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW (2x6) 3 NAILS I Al -4 NEAR SIDE ,I NEAR SIDE ' NEAR SIDE jPage # 11 --- - 77?7 Greenback. U Suite 109 Citrus Heights, CA. i TOE -NAIL SINGLE SHEAR VALUES PER NDS 2001 (Ib/nail) l DIAM. SYP DF HF ! SPF SPF -S F,0 131 88.1 8� 66 j 69.9 j 68.4 59.7 p I� 93.5 85.6 I 74.2 , j 72.6 63.4 .162 118.3 - 108.3 J- 93.9 91.9 80.2 Z L .128 i 84.1 76.9 1 66.7 65.3 57.0 i I 13188.1 69.9 ! 68.4 .59.7 J N 148 061 6 1 97.6 1 B4.7 82.8 LI _72.3 j Z L_120 73.9 67.6 58.7 l 57.4 50.1 O j .128 84.1 - 76.9 66.7 65.3 57.0 J o .131 I 88.1 80.6 69.9 68.4 59.7 -.148 105.6 97.6 84.7 -4 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 (lb/nail) X 1.15 (DOL) = 317.0 Ib Maximum Capacity • APR 0 9 2013 SQUARE CUT SIDE VIEW (2x4, 2x6) 3 NAILS i NEARSIDE I � r - -t CAR SIDE NEAR SIDE SIDE VIEW (2x3) 2 NAILS NEAR SIDE / - - I FAR SIDE - 1 X5.00° U 2 i L/2 j VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY 45 DEGREE ANGLE BEVEL CUT 45.D0° yA WARNING - V.4i design Parameters and READ NOTES ON THIS AND INCLUDED AOTEK REFERENCE PAGE MU 7473 BEFORE USE. Design valid for use only with Weir connectors. This design h based only upon parameters shown, and is for on individual building component. AppficabiMy of desrgn peromenters and proper incorporation of component is responsibility of building designer - not frogs designer. Bracing shown is lar lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibglity of the erector. Addifional permanent bracing of the overall structure a the responsibility of the building designer. For general guidance regarding lubrication. quoiiiy control. sloroae. delivery. eieclian and brocirnp. Consult ANSI/TPIT Quality Criteria, OSB -89 and SCSI1 Sulidlna Componenl -:.. .................n n„r,Snhle q- Tri , ?role Instilui-. 58" D'Or:]16Drive. Abdisort W: 537 i9. SIDE VIEW (2x3,'2x4) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW (2x6) 3 NAILS I Al -4 NEAR SIDE ,I NEAR SIDE ' NEAR SIDE jPage # 11 --- - 77?7 Greenback. U Suite 109 Citrus Heights, CA. i MARCH 12, 2009 ( WEB BRACING RECOMMENDATIONS I STAIVEBBRACE `�auaa 0 0� a MiTak Industries, Inc. MiTek industries, Chesterfield, MO Page 1 of 1 'Bay size shall be measured in between the centers of pairs of diagonals. MAXIMUM TRUSS WEB FORCE (Iks.)(See note 7) GENERAL NOTES TYPE BRACE BAYSIZE 1. 24"O.C. 48"O.C, 1 72" O.C. BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE A B C D A B C D C D 10'-D" 1610 1886 1886 2 28 9 - - - - - 12'-0" 1342 1572 1572 2358 7' ' : . ' `% - 3143 3143 4715 4715 7074 B 2 X 3 413, STD, CONST (SPF, DF, HF, OR SYP) 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST NE TRUSS SPACE FOR CONTINUITY. 6. FOR ADDmONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRAZING, CONSULT iii 14'-0" 1150 1 347 1347 2021 -- - WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. '—.:boind.A'y. m and x�w.•J -1.01g . 16'-0" 1006 1179 1179 1768 ' 2358 2358 3536 18'-0" 894 1048 1048 1572 :-•:•:�..^:,:•'?;�:::':;s'= 143 �3 4715 20'-0" 805 943 943 1414 1886 1866 2829 - 'Bay size shall be measured in between the centers of pairs of diagonals. FOR STABILIZERS: FOP. F. SPACING OF 24'0.C. ONLY, MnEK 5TA6IL IZER' TP.USS BRACING SYSTEMS CWi BE S-GSTmlTED FOR TYPE A. B, C AND 0 &RACING M4TERIAL. DIAGON.L BRACING FOP. STANI IZE RS :RE TO BE PROVIDED AT BAY SCE INDICATED ABOVE. WHERE DIAPHR- IA 6R=. .CNN'. IS REOUIRED AT PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BLO:ION3. SEF "STABILILER" T RUSS 6R=.GING INSTALLATION GUIDE AND PRODUCT SPECIFIC—TION. 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 2-10d NAILS (SEE NOTE 4) age # f2] GENERAL NOTES TYPE BRACING MATERIALS 1. DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BILACE FORCE INTO THE ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A 7UALIFIED PROFESSIONAL. 1 X 4 IND. 45 SYP 2. THESE CALCULATIONS ARE BASED ON LATERAL SPACE CARRYING 2--' OF THE WEB FORCE. A -OR- 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATERAL BRACE MATERIAL, AND SHALL BE INSTALLED IN SUCH A MANNER THAT R INTERSECT:. WEB MEMBERS I X 4 #2 SRB (DF, HF, SPF) AT APPROX 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2_8d (0.131925`) FOR tn4 BRACES, 2-10d (0.17M 31 FOR 2x3 and 20 BRACES, AND }10d (0.131'141 J FOR 2x6 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2bd (0.131•X25') NAILS FOF 1 s4 LATERAL BRACES, 2.104 (0.131941') NAILS FOR 2YJ and 20 LATERAL BRACES, AND 3-1 Od (0.131`x3' FOR 2,6 LATERAL BRACES. B 2 X 3 413, STD, CONST (SPF, DF, HF, OR SYP) 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST NE TRUSS SPACE FOR CONTINUITY. 6. FOR ADDmONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRAZING, CONSULT C 2 X 4;93, STD, CONST (SPF, DF, HF, OR SYP) DSB-89 TEMPOP.ARV BRACING OF METAL PLATE CONNECTED WOOD TRUSSE AND BCSI 1 GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING 6 BRACING OF METAL PLATE CONNECTED WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. '—.:boind.A'y. m and x�w.•J -1.01g . D 2 X 6 93 OR BETTER (SPF, DF, HF, OR SYP) -1. REFERTO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. g, TABULATED VALUES ARE BASED ON A DOL .1.15 FOR STABILIZERS: FOP. F. SPACING OF 24'0.C. ONLY, MnEK 5TA6IL IZER' TP.USS BRACING SYSTEMS CWi BE S-GSTmlTED FOR TYPE A. B, C AND 0 &RACING M4TERIAL. DIAGON.L BRACING FOP. STANI IZE RS :RE TO BE PROVIDED AT BAY SCE INDICATED ABOVE. WHERE DIAPHR- IA 6R=. .CNN'. IS REOUIRED AT PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BLO:ION3. SEF "STABILILER" T RUSS 6R=.GING INSTALLATION GUIDE AND PRODUCT SPECIFIC—TION. 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 2-10d NAILS (SEE NOTE 4) age # f2] T -BRACE AND L -BRACE 7-1 ?z 4,4 Nailing Pattern L -Brace size Nall Size Nall Spacing 1x4 or 6 10d (0,14Ax3")8" o.c. 2x4, 6, or 8 16d(0.162X3 1/2") 8" D.C. Note: Nall along entire length of L -Brace or T -Brace (On Two -Plies Nail to Both Plies) Nalis - \\ ,\ .•�yC� Nails M111SAC - 23 ( 6/; /2004 MITek Industries, Inc. Western Division `°° DIRECT SUBSTITUTION NOT APLICABI-E. Sscgon Detall j Nails`_ Wee ----� Web L®Brace T -B race T -Brace or I -Brace Size fcr Two -Ply Truss RACE L -Brace Dr T -Brace Size for One -Ply Truss 1 2 (I -Brace 2x3 or 2x4 Speciflec Ccantlnuous .2x4 Rows. of Lateral Bracing Web Size 1 2 24 or 2x4 1 x4 2x4 2x6 1x8 2x6 2x8 2x8 `°° DIRECT SUBSTITUTION NOT APLICABI-E. Sscgon Detall j Nails`_ Wee ----� Web L®Brace T -B race T -Brace or I -Brace Size fcr Two -Ply Truss RACE Specif ed Continuous Rows d Lateral Bracing Web Size 1 2 (I -Brace 2x3 or 2x4 2x .2x4 2x6 2x6 2x6 _ 2x8 2x6 2X8 Nails ____' 'i0d (0.148X3") @ 9" o.c, Web=3race NallsZtlon 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 orT-Brace must be same species grade (or better) as we 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. JPage #3 ® L9ARlmJO • Ver'�y dulgn poramnlers araR&,AD MOMS ON=` ,AM MM17DED bV=RSFiAt8MM PAOR 1W7473 BnPOP-a VSE, I TTT7 Greenback lane Design valid la ute ony with Wek tanneelan. This design b based only upas paromsfert chows and h lar on Individual building component. sults 1D9 Appieabl0ly o! design ppmamen{erc and properineorp=11on of eom;'pnenl Is retporulblUly o! buildingg designer •sol Irutc MMM designer, Brodng shown C{Irue HelBhts, CA, BSB1 h fa lalsatnl aauupppOrl v! Indlvlduat web membeD any AddlllonDl lampornry brocing'lo insu a slab161y dudng conclrudlon b the re:panclbl�ly at the ere edar, AddUtasnl permanent brodn2 of the overoU s{ruds"e 4 Ifie respancTa0lty of the building designer. For genera! guldonce regarding labrktitlon, qu?Ely canirot tlarogsi, delNery, ereeilon and �ndnB, eonsvll ANSt/TPI7 Ouoilty Crlfefla, DSB•B9 and BCSII Building Component �� SaieFy inlormallan no obie Iram ism Plale Imlllule 583 D Dnd!rla Drive, Modlsan, WI 53714, MIT • VALLEY TRUSS DETAIL l MP/SAG - 19 1. 4/26/2004 [ PAGE 1 OF 2 Fc i GABLE END, COMMON TRUSS OR GIRDER TRUSS LIVE LOAD = 60 PSF (MAX) DEAD LOAD = 16 PSF (MAX) D.O.L. INC = 1.15 85 MPH WIND SPEED; 3 SECOND GUST MiTek Industries, Inc. Western Division IgOTE: t"ALLEY STUD SPAC114G NOT -0 EXCEED 48" O.C. SPACING 13 BEVEL VALLEY TRUSS TOE - NAIL VALLEY TO BASE TRUSS W/ (2) (.131'1X3.011 MIN) TOE NAILS DETAIL A I (BASE TRUSSES SHEATHED) 12 TOE -NAIL VALLEY TO BASE TRUSS W/' (2) (:131"X3.011 MIN) TOE NAILS VALLEY TRUSS RESTS ON 2x6 iD 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 W/ (2) (.131"X3.011 MIN) TOE NAILS DETAIL C (GREATER THAN 3112 PITCH LESS THAN 6/12 PITCH) TOE - NAIL VALLEY TO BASE TRUSS W/ (2) (.131"X3.0" MIN) TOE NAILS Page # 1 NOTES: ��e``asr"'1 f APR 9 9 2013 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 BRAE (6'-3") WITH BRACE (12'-6") 4. IF TOP CHORD LATERAL BRACING REQUIRED 15 LESS THAN SPACING OF VALLEY TRUSSES (2-" O.C.) THAN ADDITIONAL 2X4 BRACING 15 REQUIRED. 5. LATERAL BRACING SHALL BE NALED W/MIN 2 10d NAILS. 0 Wtj'WVG. Verfj� design parameters and READ NOTES ON TRIS AND INCLUDED hV7EK RSF-_RTNCE PAGE Mn7473 BEF'ORS USE. Design va.Ud for use only with Mil ek connecloa. This designs based only upon paromel ers shown, and is for on individual building component. Applicability 61 design paromenlers and proper Incorporol'lon at componeni is responsibl6ly of building designer - nal Iruss designer. Brodng shown h tar laletol support of Individual web members ony. Addlllonol lemporory'broging to insure sloblFiy during construction is the responsibViy of the erector. Addilionol permonenl brocing at the overall sirualure Is the responsibMiy at the building designer. For general guldonce regarding job 'lion. quality conlio; storoge, dekvery, ereclion and brocina, consult ANSI/TPI1 Ouelily Crileria, M -fl? and BCSII Bvlldin; Component Sciofy Information available Iron lrvss Plate Irclllule. 553 D'Onolna Drive, Madison, WI5371?. 777 Greenback Lane Sidle toe Citrus Heights. CA, 4551 Tdk® — — 'I — — — — II— — _ 11 _ _ IIS T ,i— — — 4 i n u u n n I I II 11 11 11 11 II n II n n 1 II 11 11 11 11 II 11 �1 II II II 11 II 11 11 11 it II II II II 11 II II II 11 11 I 11 II I 1 i BASE TRUSSES VALLEY TRUSS TYPICAL TYPICAL (24" 0.-_. ) ( 24" O.C.) LL LL LVALLEY TRUSS TYPICAL GABLE END, COMMON TRUSS s r 71i" n c l I OF GIRDER TRUSS 13 BEVEL VALLEY TRUSS TOE - NAIL VALLEY TO BASE TRUSS W/ (2) (.131'1X3.011 MIN) TOE NAILS DETAIL A I (BASE TRUSSES SHEATHED) 12 TOE -NAIL VALLEY TO BASE TRUSS W/' (2) (:131"X3.011 MIN) TOE NAILS VALLEY TRUSS RESTS ON 2x6 iD 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 W/ (2) (.131"X3.011 MIN) TOE NAILS DETAIL C (GREATER THAN 3112 PITCH LESS THAN 6/12 PITCH) TOE - NAIL VALLEY TO BASE TRUSS W/ (2) (.131"X3.0" MIN) TOE NAILS Page # 1 NOTES: ��e``asr"'1 f APR 9 9 2013 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 BRAE (6'-3") WITH BRACE (12'-6") 4. IF TOP CHORD LATERAL BRACING REQUIRED 15 LESS THAN SPACING OF VALLEY TRUSSES (2-" O.C.) THAN ADDITIONAL 2X4 BRACING 15 REQUIRED. 5. LATERAL BRACING SHALL BE NALED W/MIN 2 10d NAILS. 0 Wtj'WVG. Verfj� design parameters and READ NOTES ON TRIS AND INCLUDED hV7EK RSF-_RTNCE PAGE Mn7473 BEF'ORS USE. Design va.Ud for use only with Mil ek connecloa. This designs based only upon paromel ers shown, and is for on individual building component. Applicability 61 design paromenlers and proper Incorporol'lon at componeni is responsibl6ly of building designer - nal Iruss designer. Brodng shown h tar laletol support of Individual web members ony. Addlllonol lemporory'broging to insure sloblFiy during construction is the responsibViy of the erector. Addilionol permonenl brocing at the overall sirualure Is the responsibMiy at the building designer. For general guldonce regarding job 'lion. quality conlio; storoge, dekvery, ereclion and brocina, consult ANSI/TPI1 Ouelily Crileria, M -fl? and BCSII Bvlldin; Component Sciofy Information available Iron lrvss Plate Irclllule. 553 D'Onolna Drive, Madison, WI5371?. 777 Greenback Lane Sidle toe Citrus Heights. CA, 4551 Tdk® • • VALLEY TRUSS DETAIL POH[SAC - 19 ( 4/26/2004 ( PAGE. 2 OF 2 N1iTek Industries, Inc. Western Division BEVEL VALLEY TRUSS DETAILD (NO SHEATHING) NOTES: JL VALLEY TO USS W/ rOE NAILS BEVEL VALLEY TRUSS SECURE VALLEY TRUSS W/ USP RT7 OR EQUIVALENT DETAIL E (NO SHEATHING) 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 -RUSS 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 Gwd� r OF CAttFC� APR 0 0 2013 ® WAJUUWr - Verify design pa eters and READ NOTES ON TYUS AND DJCLUDED 1dTIEP. P-EFERENCE PAGE )M-7473 BMMRE USE. 7777 Greenback Lane . m 2) Design Sold for vse only with Mffek connectors. 7hb desion is based only upon poramelen shown. and h for on Individuol building component. Sulle 109 ��III Appficabl0iy at design paromerilen and proper incorporOlian of component b responslbllll,y of bullding designer - not truss designer. Brocing shown Clines Heiohls, CR, 9561 b for loterol suppwi of individuatweb members only. Addllionoi temporary brocing to Insure siobialy During comtruclion.b the responAbB@y of the . erector. Addltlonof permanent Wodng of the Dveroll slruclum Is the responslbl6ly of the building designer. Fx general guidance regarding lobric .l --on. quatNy control storage, delivery, ereclion and brocfno, consul) ANSI/TPti QuoWy Cdlerla, DSB.Rt and BCS11 Bullding Comooneri 4 k i_r_.�_n__ ...,.,r:..ue r....., o,... w..re i...m„ie a=: n�^s�„r.;� nrc..e ��x .,., wi x1710 .�Bs PURLIN GABLE DETAI Y. r THE PURLIN GABLE TO BE LAID ON TOP OF THE HIP TRUSSES AND ATTACHED WHERE IT HAS CONTACT WITH THE •TRUSSES BELOW. SEE DETAIL #2------', SEE DETAIL # JACKS IUSAC - 12 7/1512005 1 PAGE 1 OF 4 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. T -D' 5x5 3x5 3x5 ALL PLATES TO BE 2x4 UN! -ESS OTHERWISE NOTED TYPICAL "PURLIN GABLE" REFER TO ENGINEERED TRUSS DRAWING FOR EAC -i INDIVIDUAL TRUSS SEE DETAIL#3 P QJ � U) f— z 0 O U 2 = _ LL SEE SHEET 2 OF 2 FOR ALL DETAILS Pa e # 16 X33 EXP. 3-31-1 SOP C.�:LlC� - APR 0 9 1013 r ®WARMING - 9ertA desfgn parametrs and READ NOTES ON =FMS AND rATLUDED M77EK REFERENCE PAGE rffi-7473 EEFORE DEE. 7777 Greenback L' sign vobd for use any with Malek connectors. This design is based only upon parameters shown. and is for on Individual building component. Su Applicability of design paramenters and proper incorporation at component B responsibility of building designer - not bus designer. Bracing shown Citrus us HHeeights, CA, Is lar laferol support of Individual web members ony. Additional temporary bracing to Insure stability duringconstruction Is the responslbll6ly of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. for general guidance regarding fabrication, quailly control, storage• dekvery, erection and bracing. consull ANSt/TP11 Qualify Criteria. D59-89 and BCSII Buliding Component Safety information ova0o5iefrom Trus. Plate Institute, 5B3 D'Onofrio Drive, Madison. WI 53719. FIRST COMMON c PURLIN GABLS----_ Hoa _ %rY Til I I - THE PURLIN GABLE TO BE LAID ON TOP OF THE HIP TRUSSES AND ATTACHED WHERE IT HAS CONTACT WITH THE •TRUSSES BELOW. SEE DETAIL #2------', SEE DETAIL # JACKS IUSAC - 12 7/1512005 1 PAGE 1 OF 4 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. T -D' 5x5 3x5 3x5 ALL PLATES TO BE 2x4 UN! -ESS OTHERWISE NOTED TYPICAL "PURLIN GABLE" REFER TO ENGINEERED TRUSS DRAWING FOR EAC -i INDIVIDUAL TRUSS SEE DETAIL#3 P QJ � U) f— z 0 O U 2 = _ LL SEE SHEET 2 OF 2 FOR ALL DETAILS Pa e # 16 X33 EXP. 3-31-1 SOP C.�:LlC� - APR 0 9 1013 r ®WARMING - 9ertA desfgn parametrs and READ NOTES ON =FMS AND rATLUDED M77EK REFERENCE PAGE rffi-7473 EEFORE DEE. 7777 Greenback L' sign vobd for use any with Malek connectors. This design is based only upon parameters shown. and is for on Individual building component. Su Applicability of design paramenters and proper incorporation at component B responsibility of building designer - not bus designer. Bracing shown Citrus us HHeeights, CA, Is lar laferol support of Individual web members ony. Additional temporary bracing to Insure stability duringconstruction Is the responslbll6ly of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. for general guidance regarding fabrication, quailly control, storage• dekvery, erection and bracing. consull ANSt/TP11 Qualify Criteria. D59-89 and BCSII Buliding Component Safety information ova0o5iefrom Trus. Plate Institute, 5B3 D'Onofrio Drive, Madison. WI 53719. DUBLIN GABLE DETAIL • • 16d NAILS 6" O.C. M111SAC _ 12 f. 7/15/2005 j PAGE 2 OF 4 MITat Industries, Inc. lVestern Division ATTACH 2x LEDGER TO FLAT TOP CHORD WITH 2 ROWS OF 1 Od NAILS (.131" DIAM. x 3") SPACED 9" O.C. GIRDER DETAIL ##2 THE PURLIN GABLE DOES ALIGN WITH THE END OF THEFLA TOP CHORD SECTION \ PURLIN GABLE FLAT TOP CHORD PORTION OF THE LOWER TRUSS TRUSS TOP CHORD DETAIL #4 DE'AIL #1 APEX DETAIL ##3 IMPORTANT NOTE: ALL CONNECTION NAILIUG SHALL NOT SPLIT ANY LUMBER_ Page # 17 ® WARMNG • Yerifg design parameters and READ NOTES ON TJM AND INCLUDED 14T=REFER:NCE PAGE AM -74 73 BEFOPE USE. Deesi?n vabd for use only 11, MFiek connectors. Ihls desiggr �b ba' ed only upon poromeless zlsown, o d Is lo� on Individual buNding component. h p rcabgity of design ppaorraammeeniers ond,proper ncarpo ono component b respa blBty of bulidrns des finer -not in:ss designer. Bracing shown is loleral sVVpPpots of IndMduol web mernbers ony. Addl bno temporary M�pcing to nsure slabiYty auring,conslrucllon is the responsl'ol,Nly of the ereel or AddFilonal pa Hent bracing� of the overoB slnsciureb the responslla�9ttyy of the bulidina ddesigner. ror general out encs regarding fabrication, quality control. sloroge, deli ery, ereclion and bracing, consull AhSf/7PII Qualify CBlnda, OS8-89 and OMIT Building Component Scieh- Inlormatlon ovalloble from Truss Piole Institute. 583 D'Onofrio Drive, Madison. WI 53719. APR 0 9 2013 7777 Greenback Lane os® Sults iD9 Citrus Heights. CA, 9561109 MIT -6 k I 6 SINKER OR I 6 BOX Q.C. SPACING BY OTHERS THE TOP OF THE HIP GIRDER TRUSS AT THE BASE OF TFIZ 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 QGPO�� AND BEARS ON TOP, DETAIL ATTACH 2x LEDGER TO FLAT TOP CHORD WITH 2 ROWS OF 1 Od NAILS (.131" DIAM. x 3") SPACED 9" O.C. GIRDER DETAIL ##2 THE PURLIN GABLE DOES ALIGN WITH THE END OF THEFLA TOP CHORD SECTION \ PURLIN GABLE FLAT TOP CHORD PORTION OF THE LOWER TRUSS TRUSS TOP CHORD DETAIL #4 DE'AIL #1 APEX DETAIL ##3 IMPORTANT NOTE: ALL CONNECTION NAILIUG SHALL NOT SPLIT ANY LUMBER_ Page # 17 ® WARMNG • Yerifg design parameters and READ NOTES ON TJM AND INCLUDED 14T=REFER:NCE PAGE AM -74 73 BEFOPE USE. Deesi?n vabd for use only 11, MFiek connectors. Ihls desiggr �b ba' ed only upon poromeless zlsown, o d Is lo� on Individual buNding component. h p rcabgity of design ppaorraammeeniers ond,proper ncarpo ono component b respa blBty of bulidrns des finer -not in:ss designer. Bracing shown is loleral sVVpPpots of IndMduol web mernbers ony. Addl bno temporary M�pcing to nsure slabiYty auring,conslrucllon is the responsl'ol,Nly of the ereel or AddFilonal pa Hent bracing� of the overoB slnsciureb the responslla�9ttyy of the bulidina ddesigner. ror general out encs regarding fabrication, quality control. sloroge, deli ery, ereclion and bracing, consull AhSf/7PII Qualify CBlnda, OS8-89 and OMIT Building Component Scieh- Inlormatlon ovalloble from Truss Piole Institute. 583 D'Onofrio Drive, Madison. WI 53719. APR 0 9 2013 7777 Greenback Lane os® Sults iD9 Citrus Heights. CA, 9561109 MIT -6 k i PURUN GABLE DE TML MIUSAC 12-- ----- 711512005 PAGE 3 OF 4 JA Bti C • EviETeu infsustries, inc. `vestern DIVIS{on PURLIN GABLE =R OR 16d BOX SING BY OTHERS f. Ai # r t " r id BCX OTHERS ® WAp-kw* - 9erVy design parameter. and REA D NOTES ON TMS AND INCLUDED M7= REFERENCE PAGE M-7473 BEFORE USE. Desi n va0d for vse ony with Mgek oonnorlors. this design b based ony upon paromele, shown and b lar an indlv{dual building companenl. A p�rabi�N of design pporamentera and proper neorporalton of component n reapons bl�ly of bulidlnpp designer •hot inm designer. Btocing shown Is tot bletalis_ port of tndlvtdual web members ony. Addlllonv1 temporary bracing to lniure sloblBfy duringconslrucIton is the responslbl', 9 of the erector. Ad�lanvl pa onent brodn9g 0l the overall structure is the resaonslbl0tyy of the buildingg designer.ror generol gvl ante iagvrding tabricatton. quality conlrof, storage, dalMery, erection and bro�ng, corzull ANSI/TPI i Quaily Crifeda, OSB -89 and BCSn Building Component %alety Information available fromivss Pble Inslifule. 593 D'Onotrfo Drive, Madison, WI 53719. fi a Mr '1 � r MIU-33 APR 0 9 2013 7777 Greenback Lane Sidle 109 MAN Citrus Heights, CA, 95e1 W. ml M 6k I PURUN GABLE DETAtL IVII/SkC _ 12 /15/2005 PAGE 4 or- 4 I O b 16d SULKER OR Ind BOX TYPICAL `�� PURLIN GABhE LAST H 2-0-0 MAX MITek Industries, Inc, Wast;ern Division RIaGE BLOCKING — FIRST COMMON 2X BLOCKIN VWCONNECTIONS VV/FRAMING CONNECTORS BY OTHERS DETAIL 3 zr3UPPL. 0-0-12 � TIGHTLY SET JOINT\ € i d , I PURLIN GABLE r HIP SET TR Li TAIL #4 SUP PL. � ROOF SHEATHING AND DIAPHRAGM 0-0-1 z NAILING BY OTHERS\ ROOF SHEATHING. BY OTHERS HIP SET PULIN GABLE HIP DETAIL I! D, i I q 2013 - - - J -P „i , ® [i'A. umvG • PerVy design parameters and READ NOTES ON TATS AND INCLUDED )MTEK REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Suite 109 Design vo6 for use c niy with W ek connectors. This deslpn Is bused only upon pvramelen sho wn aid ts,fo` an individual building component. Citrus Heights, CA, 9561 A :cvbW of design vrdmenten and proper mcnrporollon o' componer!! u reapans b701y of bu)Idmg acs gner •not Truss designer. &vdng shown mi B Tor Ivlerol suppparf of F.dNidual web members only. Addlllona temporary bttocing fo Insure sloblifly ouring eonslruct)on is the responslb�lDly of the erector. Addltionvl I r nonenl brocinp o1 1he overvll alrueture l: the reaponsibl1N of the building estgne% Fat general gut once regard np iabi-alloh, quo6fy control, storage, OelNery, erection and brocing, eonsull ANS Quallly Glleile, DSB•89 and BCSIT Bullding Component a Saleh� IntormoBon ovallvble Irom Truss Plate Institute. 5E3 D'Onolrlo Ortve. Madison. WI 53719. Mil ek STANDARD CABLE END DETAIL WISAG - 20 -/27/2004 PAGE 1 OF 4x4 = %— 3" HGT *DIAGONAL OR L -BRACING REFER TO TABLE BELOW SEE PAGE 212 FOR —ALTERNATE BRACING DETAIL — 1 X4 OR 7ZX3 (IYP) VARIES TO COM. 2 TRUSS ,DNT�BRG T SPAN TO MATCH COMMON USS LOADINQpsf) TCLL 50.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 TOP CHORD BOT CHORD OERS RTICAL STUD TYPICAL 2x4 L -BRACE NAILED TO 2x4 VERTICALS W/Bd NAILS SPACED AT 8" O.C. SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IBC/IRC 2 X 4 DFUSPF/HF - No.2 2 X 4 DFUSPF/HF - STUD/STD 2 X 4 DFL/SPF/HF - STUD/STD SHEATHING (BY OTHERS 3 111�2n �.ti 1IZn NOTCH AT 24" O.C. (MIN.) TOP CHORD NOTCH DETAIL 24" MAX 2X4 LATERAL BRACING AS REQUIRED PER TABLE BELOW MiTeh Industries, Inc. Western Division 24'0.C. _TYP 3x5 = \t ENC WALL IGID CEILING MATERIAL DETAIL A LATERAL BRACING NAILI\JG SCHEDULE VERT. HEIGHT # OF NAILS -AT END UP TO 71-011, 2 - 16 INCH O.C. - 11--0 - - OVER 8'-611 4 - 16d MAXIMUM VERTICAL STUD HEIGHT SPACING OF VERTICALS WITHOUT BRACE WITH LATERAL BRACE WITH L - M4e 12 INCH O.C. 6-7-0 13-2-0 11-0-0 16 INCH O.C. - 11--0 - - 24 INCH O.C. 4-8-0 __ 0 7-9-C NNs 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 APCHITECT. 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 V-6". TOP CHORD NOTCHING NOTES 1)THE GABLE MUST BE FULLY SHEATHED WIRIGID MATERIAL ON OIJE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACEDAT 24" O.C. ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD WITH 10D NAILS SPACED AT 6" 7.C, IF STUDS ARE SPACED AT 24" O.C. AND FACE OF TRUSS IS NOT FULLY SHEATHED. �s 2) NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES. Page # 20 3) LUMBER MUST MEET OR EXCEED VISUAL GRADE #2 LUMBER AFTER NOTCHING. 4) NO NOTCHING IS PERMITTED WITHIN 2X THE OVERHANG LENGTH. Continued on page 2 APR 0 9 2013 WARMNO • Verify deign pnramctcrs and READ NOTES ON THIS AND INCLUDED JOJTEK REFERENCE PAGE i'sDT•7473 Dir -FORE VSE. 7777 Greenback Lane � Z Design valid for use only with Mitek connectors. This design Is based only upon poromelers shown. and is lot on indlviduol building comoonenl. Suite Heif AppicobtBly of design poromenlers and proper Incorporation of component Is responsibility of butiding designer - not truss designer. Bracing shown Citrus Helghls, CA, 9567 is for lateral support of individual web members only. Additional temporary broctng to Insure stability during construction Is the responsibility of the ereclor. Additional permanent bracing of the overall simclure B the responsibility of the building designer. For general guidance regarding labr, collon, quoBly control. storage, delivery. erection and bracing, consult ANSI/TP11 Ovoiliy Criteria, DS8-84 and BCSI1 Building Componenti %'` Safety information available from T _ass Plate 1slilule. 553 D'Onolrio Drive. Madison. WI 5371?. i � R STANDARD GABLE END DETAJL MIUSA_C d 20 14!27/2004 f PAGE 2 OF 2 4- 10d NAILS MIN. ,PL--VVOOD SHEATHING l _ TO 2X4 STD, DF -L BLOCK 2- 10d (TYP) J �I .I �A r l i•Y I I f SIMPSON A34 — OR EQUIVALENT LEDGER ; 2X4 No. 2 OR BTR GABLE END, i 45° 2X4 SHAT BRA( STRONGBACK INTO 2X4 No. 2 OR BTR CHOI MAX. '1I, 2,X4 BLOCK JD OR-B—R SPACED @ 5'-0" O.C. 3E PROVIDED AT EACH END OF EXCEPT FOR BRACE EXTENDED iE CHORDS & CONNECTED TO S W/4- i-Od NAILS. :NGTH = 7r-0" 6'-3" MAX TO STANDARD TRUSSES BEARING WALL SPACED @ 24" O.C. ttiCK'/ !\ 11k 0046,6,33 "A E0.3-31-15 OF CAI NOTES 1)2X4 NO.2 OR BTR. FOR LEDGER AND STRONGBACK NAILED TOGETHER WITH 10D NAILS @ 6" 0,C. A PR 0 9 2013 2 2X4 LEDGER NAILED TO EACH STUD WITH 4-.10d NAILS. ;2X4 STRONGBACK TO BE CONNECTED TO EACH VERT. STUD WITH 2- 10d TOE NAILS )THE 10d NAILS SPECIFIED FOR LEDGER AND STRONGBACK ARE 10d BOX NAILS (0.131" DIA. X 3.0" LIST) THIS ALTERNATE BRACING DETAIL IS APPLICABLE TO STRUCTUaAL GABLE END IF THE FOLLOWING CONDITIONS ARE MET: MAXIMUM HEIGHT OF TRUSS = 8'-6", UNLESS OTHERWISE SPECIFIED BY PROJECT ENG. OR QUPLIFIED BUILDING DESIGNER. MAXIMUM PANEL LENGTH ON TOP AND BOT. CHORDS = T-0" THE HORIZONTAL TIE MEMBER AT THE VENT OPENING SHALL BE BRACED @ 4'-0" O.C. MAX. PLEASE CONTACT TRUSS ENGINEER IF THERE ARE ANY QUESTIONS. 2 ® tVAph7NG Qerlfy design paramrtera and PXA D NUTES DN M. SAND DJCLUDED fd = AETEDENCE PAGE MU -7473 BF -MPS US& 7777 Greenback Lane �® ® Design vo6d for me only wllh Naiek conneclors. This desfon b based only upon parameters shown. and is lot on individual bukding component. Sulle 1 D9 Applicability of design paromenlens and proper Incorporation of component Is responslblFly of building designer • not truss designer. Bracing shown Citrus Heights. CA, 9551 Is for loferol support at Individual web members any. Additional temporary brodng to insure stability during construction Is the responsibility of the erector. Addfflonat permanent bracing of the overall struciwe is the responslbIDfy of the building desioner. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TFI1 Qualify Criteria, DSB•B? and-BCSl1 Building Component Safety InfonncBon available from Truss Plate Institute, 583 D'Onairlo Drive, Modison, WI 53714. M56k REPLACE A MISSING STUD OCA If,,. GABLE TRUSS F141H.S. G - 2.7 11!18/200. I PAGE 1 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 SUPPOR-ING 2. ALL. h APP.L 3. THEE ORIGINAL POSITIONS BEFORE 37 APPLICATION OF REPAIR. 8,CING OF NAILS SHALT_ BE MITA Industries, Inc. Western. Division SUCH AS TO AVOID SPLITTING Ur I NIZ VYY.YY- 4. WHEN NAILING..SCAE3S OfZ GUSSETS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF T'Ht 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 T • ATTACH 8" X 12" X 7/16" O.S.B. OR PLYWOOD (APA RATED SHEATHING 24/16 EXPOSURE 1) (MIN) 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. COMMON TRUSS CRITERIA" LOADING: 40-10-0-10 (MAX) 1.15 LOAD DURATION FACTOR: SPACING: 24" O.C. (MAX)F� 4 OR 2X 6 2 MIN) c TOP CHORD: 2X (NO PITCH: 3/12 -12/12 ;F. � BEARING: CONTINUOU S L7 STUD SPACING :24" O.C. (MAX) EXP, 15 REFER TO INDIVIDUAL TRUSS DESIGNF GRADES �� ° `� C�:::�'' S FOR PLATE SIZES AND LUMBER Page ## 22 APR 0 9 2013 ® WARNfNb • VmIA d<vtgn pnramcters and RLdD NOTES ON ?FSS AND INCLUDED MTTZK REFEE P RENCAGE W1.7472 RRFSuitUSE. - Greenback Lane Design vosd'for use only ;vAlh Mfiek connectors. This design Is based any upon parameters shown, ohd Is lot an individual building component. Sutfe 1 e A Bcobill of don grhenlers and proper incorporation of ca onenl is res onsi'aill % of building designer - nol truss designer. Brodn shown Clirus Heights, CA, 3561 PP l 9 Pm Prof 'P sriP P 1 B 9 B 9 a Iqt IOIerol iuppoilof individu6l web members any. Addillanal lempaory broctng to inssne sloblBly during canslruclion is the responsibilfi}y of the erector. Additional perrhonenf brachb of the overall slrudure Is the responsibility of the building designer. For general gutdonce regarding labrieollors ov AB .eordrok storage, dervery, ereeHon.ond bracing. consul! ANSI/IFI9 ouatlty Criteria, CSB -84 cod BCSI1 Building Component safetylrifumsafion aSailobk_• b'om Truss Plate institute. 533 D'Dnolria Drive, Modiso,. WI 53715. REPAM A BROKEN STUD ON A. GABLE TRUSS M11,1SAC _ 28 11/18/2004 1 PAGE 1 MITek Industries, lnc. Wrestem Division 1. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED OIJLY 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 RECONI.ViENDED 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 ORIENTATID'4 ONLY, SCAB LUMBER SHOULD BE OF THE SAME SIZE, GRADE, AND SPECIES AS THE ORIGINAL ATTACH 2X 4X FULL HEIGHT SCAB TO THE INSIDE FACE OF TRUSS WITH TWO a ROWS OF 10d NAILS (.120" MIN X 3") SPACED 6" O.C. AND A CLUSTER OF THREE 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: 4¢10-0-10 (MAX) DURATION FACTOR 1.15 SPACING: 24" TOP CHORD: 2X 4 OR 2X 6 (NO 2 MIN) PITCH: 3112 - 12112 BEARING: CONTINUOUS STUD SPACING :24" O.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN Page 23 FOR PLATE SIZES AND LUMBER GRADES ® WARNING. V.Hfy design Parameters and READ NOTES ON TRIS AND DJCLODED rm�-sr REFERENCE PAGE MU -74M BL• FORE USP.. Design volid for use ony with MYek connectors. This design Is based only upon parameters shown, and is for on individual building component. ApplicabNty of design poromenfers and proper inebrporollon of component is respanslbMiy of building designer - not truss designer. bracing shown b for lateral support of indNldual web members ony. Additional temporary bracing to Insure stabIll dui' consirucllI.Is the responslblmly of the erector. Addillonol permanent brocing of the overall structure h the responsibility of the building designer. For genew guidance regarding tobdcalion, quality control, storage. delivery, erection and bracing, consul) ANSI/TPII Ouafify Criteria. DSB-B9 and il." Building Component Solety Information avoliable (ram Iriss Plate Institute, 553 D'onoldo Drive, Modison, WI 51,719. 24" MAX COMMON EXP. 1-31-115 ��f✓F APR 0 9 2013 7777 Greenback Lane Suite 169 — Citrus Heights, CA. 9561 NIiTW REPAIR TO REMOVE CENTER STUD ON A.GABLE TRUSS MIUSAG _ 29 I 1 1/18/2004 [PAGE 1 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 VF THE TRUSS ISD. THE ENTIRE TRUSS SHALL BE INSPECTED ERIFY THAT N.O URDTHER AMAGR PAIRS ARE REQUIRED. WHEN THE REQUIREDO REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORT11 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. A!�- MAXIMUM STUD SPACING = 24" C.C. LUMBER TO BE CUT CLEANLY AND ACCURATELY, NO PLATES ARE TO BE DISTURBED, WE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W/ M TEK STANDARD GABE END DETAILS OR WIND BRAC NG)REQU REMENTSLYWOOD. IMPORTANT This repair to be used only with trusses (spans less than 50') spaced 24" o.c. maximum, having pitches between 3112 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 OR 2X 6 (NO 2 MIN) PITCH: 3/12 - 12/12 BEARING: CONTINUOUS STUD SPACING :24" O.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN Page .# 24 FOR PLATE SIZES AND LUMBER GRADES ®WARNING • Ve"th dvtgn P"""t— and READ NOTE5 ON TJUS AND INCLiIDED MIT'£,P. REFERENCE FA AM -7473 BEFORE USE. Design vorsd for use only with Wets connectors. Thh design is based only upon parameters shown. and L for on Individual bultding component. Applicobirdy of design poromenlen and proper incorporolton of component Is responsibIlRy of building designer - not truss designer. brocino shown L for lateral suppo;l of Individual web members only. Additional femparOry brocilg to Insure stability during construction L the responsibtithy of the ereciw. Additional pemonerit brocing of the overall structure L the responsl'otBty of the bvl dlno deslones. roT generol guldance regordino labricahon auolliy control, storage, delivery, erection and brocing, cansul! ANSI/Til it Quallity Ctlleria, DSB•B4 and SCS11 Building Component COMMON T - - PPR 0 9 2013 7777 Greenback Lane --a Suite 109 Citrus Halghis, CA. 9561CMIN MITek i�REPAIR TO NOTCH 2X6 TOP 11/sAc - -50 11/18/2004 PAGE 1 { CHORD ON A GABLE TRUSS MITek !ndustrles; 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 SUPPOR—ING 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 1 112" 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. EE 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 4 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 L9ARMNO • Oerlfy design pra•amrtert and READ NOTES ON TMS AND INCLUDED Id= REFP—RLNCE PAGE )W-7473 BEFORE USE. Design voUd for use only wilh Wek connectors. This design Is based only upon pomrnelen shown, and Is to; on individuol building =mponenl. Appfcablilly at design poramenlen and proper incorporollon of Component Is responsiblilly of building designer- not truss designer. Bracing shown b for lateral support of Individual web members only. Addllionol temporary bracing to insure slablGly during constriction 6 the responfibllily of the erector. Additional perrnonenf bracing al the overall structure's the responstblIlly at the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/IPI) GuailFy criteria. DSB-65 and SCSI) -Building Component Sotefy Information available Irom Truss Prole Inslllvie, 563 D'Onoiria Drive, Madison, WI 53715. I2' MAX. -i- �F APR 0 9 2013 M7 Greenback Lane _�® suite 109 Citrus Heights, C.4 9561 _ lin iTek e REPAIR TO NOTCH 2X4 TOP M11/8 -AC a 31 i ii18/2D04 PAGE 1 A GABLE TRUSS MiTek Industries, Inc. a 1. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL Western Division am 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 SUPPORT 14G THE LOADS INDICATED. ?_. 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. 5. THIS BREPAIR ST BE CUT CLEANLY S TO BE USED FOR SIINGLECURATELY AND THE REMINING PLYY TRUSSES IN THE 2XAORIENTIAOTIO N ONLY. 6. UNDAMAGED. 6. CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. LUMBER TO BE CUT CLEANLY AND ACCURATELY, *MAXIMUM STUD SPAC114G = 24" O.C. 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. THE OUTSIDE FACE THE OSEE MITEK STANDARDFGABLE ENEND DETAILS FOR WIND BRAC LE MUST BE SHEATHED W/ NIGREQUIREMENTS. LWOOD. MPORTANT This repair to be used only with trusses (spans less than 50') spaced 24" o.c. maximum, having pitches between 3112 and 12/12, total -top chord loads less than 50 psf and maximum wind speeds of 1DO 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 - 12112 BEARING: CONTINUOUS STUD SPACING :24" O.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES Page # 26 ®WARMNG Dnr(ry dessgn parcunetcm and RE4 D N07 -SS ON THIS AND DdCLUDED MT—,,rR REF=- ZNCE PAGE hM.7473 BF—MRE VSE. Design void for use only with Welt conneclars. 7hls design Is based only upon poromeien shown, and B lot an Individual building component. Applicablify of design poramenfers and proper Incorporollon of camponenl Is responsitANy of building designer - not truss designer. Bracing shown Is for lateral suppori of Individual web members only. Addllionol temporary bracing to Insure stability during construction Is The responsrallilty of the erector. Addliional permanent brocing of the overall slrucitne B the responslblilly of the building designer. For general guldonce regarding lobrlcolion, ouaBty control. slompe, delivery, erection. and brocinp, consul) AK51(rPii Quality Criteria, 05B.P and 11=11 Building Component nus plate hslflule. 5� D'Onalrio Drive, Mvdson., Wl 53714. 2' MAX. J-4 or Ct�L�F 24" MAX COMMON AP R `J 9 2013 7777 GresnbeckLane ��® Suite 102 Citrus HBights, C.A. 955M ANN MOW N, ` 1 r1EF, �=. ;i +�li V r 71 i D' 1 ('i)i'1 �R':i Lia Irk • tiro i i� 4 -04 s C10"133 EXP. 3-31 •• 15 r CNI'L OF CALW APR 0 9 2013 WTek Industries, Inc. Jesier Division 'PJ_ NUMBER 0� --� --- MAXIMUM FORCE (Its) 25% t C D DURATION — — lLS EACH SIDE I ; — - -- ----- ----- OF BREAK SYP j OF SPF i I -IF ifs RHES --a --2=4 2x6 I----- i 2x4 I 2x6 ?x4—L 2x5 ': 2x4 I ?x --2x^- _ 2x6 14 ; 21 24" I 2240 I 33611 I 2065 3097 1750 2625 I 1785 ? 2677 j 18 i 27 30" I 2680 14,320 265.5 .3982 12250 3375 i 2295 3442 )2 I 33 36" i 3520 5260 3245 14367 I 2750 I 4125 2805 ? 4207 j _.. j 25 I 39 T 42" 41610 6240 1363-5 5752 3250 4875 3315 4972 -r-- - f — — -- -- 3p T 45 48" 4800 7200 4425 6637 I 3750 1 5625 3325 ! 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) WICONSTRUCTION QUALITY AOHES VE AND 10d NAILS (TWO ROWS FOR 2x4, THREE ROWS FOR 2x6) SPACED 6"or STAGGERED F -i 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 CALCULAT--D AS FOLLOWS: L=(2)X+C 3 10d NAILS NEAR SIDE +10d NAILS FAR SIDE o" MIN TRUSS CONFIGURATION P.JD 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' i. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REPAAlNI94G PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN TFE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS kl-L BE CAPABLE OF SUPPORTING THE LOADS INDICATED. !. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLING REPAIR AND HELD IN PLACE DUPING ADPUCATION OF REPAIR. 3. TF;E END DISTANCE, EDGE DISTANCE AND SPACING OF NAILS SHP.LI_ BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD =. WHEN NAILING THE SCA6S. THE USE OF A BACKUP WEIGHT IS RECOIAMENDED TO AVOID LOOSENING OF THE CONNECTOR. F LATES AT THE JOINTS OR SPLICES. 5. THIS REPAIR IS TO BE USED FOR S114GLE PLY TRUSSES IN THE 2f. ORIENTATION ONLY. THIS P.EPAIR IS UNITED TO TRUSSES wITFI NO MORE THP•N THREE BROKEN MEMBER$. -'~ax,•r':�..r ?`a-�,..,:==^:ii.'_;=i=x-, x.:r— -•r `- t i ,6:.; 7I+!NG. Veri/� r:_rsgre;rer..rnn:.cr:: nn ri iei.a rr-10TP:.S Of! .c ND is r�f.Ii Of. fl ,'•7rt� i! r;S SER: !•iCS; �(;F. rr17t.7"77 P:F. F[1.4:? USE. 1 7711e tC9_17 nD�ck Lane D^sir�jn vafd Ior use only erilh 141 ek. conneclors. Phis design i; bo -e only upon pornmeler; sho•.rn, end is Ier on ind,iduoi builcing eornponent. I A pka,.;;ily o1 design rumenlers and proper inco,; oC clion cA crrmp�n?nl is rq;ponsioil;ly of buil jir.g designer - not Iru,; designer, Prrocing shown l:dru; Hei.3hl s, CA. °Sot i; Ior lulernl ;u000d of indFr6d•uol w•_b rnen,b=', only 1. 66nnnl iemp_+ary ir Lc ing to insure sl, during corouClinn is the responvtJlity of the Add;lipnol p>—onenl bror_inq of the o-eml, struclu, n I:'.. res; nn;ibifly of the b,r0,jing rie:ie_ner. _ of quido g regord'eg C r-'�-' L;j:icn:br G!i11' Conbrd. ;lnaa e. deliv.:ry. er _Ilon cnel brOring, Con:Ull ;,fl Slr fl l 0;— liy C';! -!u Os: 89cor,d BC 511 CuI1 Uinq r'on,pnn...a SL A f I::Icr. ne..o.: e. . n �i.d_ Ire .t ., . nr:e In:;il:e1=, _ GJ J �Jnr.:p (Ir i.•_, l+i. di;fin. VII 5.11 a EHE ' FALSE. BbTT0M CHORD FILLER DETAIL � MIUSAC - , � 31.012004 1 PAGE I t• ' .. I , ism - 1' TRUSS BOTTOM CHORD BRACED PER MAIN TRUSS ENGINEERING BRACING SPECIFICATION ALT. BEARING`' - FILLER BOTTOM CHORD 2X4 NO2 OR BETTER LUI FILLER BC MAY BE SPLICED WITH 3x4 M20 PLATES OR WITH 2X4 NO2 2'-0" LONG 48" TYP SCAB, CENTERED ABOUT THE SPLICE, NAILED TO ONE FACE W/(.131"X3.0" MIN) NAILS @ 4" O.C., 2 ROWS. MlTek Industries, Inc. Atestern Division MAX 3-0-0 EXTENSION IX4 M2C PLATES (TYP) OR ALTERNATE CONNECT W/ 2-10d COMMONS (TYP) FILLER VERTICAL STUD. . 2X4 STD OR BETTER LUMBER �OTES: 1) 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 = 0 PSF; DEAD: = 10 PSF 3) TRUSS SPACING = 24" O.C. MAX 4) MAX BOTTOM CHORD PITCH = 4112 5) FILLER MEMBERS ARE NON STRUCTURAL PART OF THE MAIN TRUSS; THEREFORE THEY MAY BE FIELD ACJUSTED TO FIT CONDITIONS, PROVIDED THAT STUD SPACING, CONNECTION AND EXTENSION REQUIREMENTS ARE AS SPECIFIED. ADJUS MAY INCLUDE ADDITION OR REMOVAL OF FILLER MEMBERS. cr k APR 0 9 2013 WAAHDNo • Deroj dox4,7n paranmtL and A&AD NOTES ON TFDs AND.rNCLrmnD MITEK REFERENCE PAGE IM -7473 BEFORE DSS. Dedgn valid for use only Mh Mtfek connectors. This design a based ony upon parameters shown, and h Im an individual building camponent. gppiaobf6ty of deslpn poromenI." and proper Ineorparvllan of component h responslbmly of bu0ding deslpner -not Irvss designer. Brocing Shawn b lor.lalervl support of tndlvlduot web members ony, Addlllonol lemparary brodng to Insure slob101y durin6 consfrvclian is the responslbll�iy o! the erector. Rddi tonal pemwnentbroc}ng of the overoli slruraure h the respandbi0ly.ol the building desipneC Fat penerol guldonee ragording lobrhallon, quaA}y eonirol, slorope. delivery, erectian and 6radng, eonsull ANSI/felt Ovolily Cdleda, OS6-84 and BCSiI Building Cemponenl wnrhhre immTnw. Phle insltlule. SS3 b'Onolio Drive. Madson. WI S�71P. C046433, ESP. 3-31-15 7777 Graenbaa Lane sulle 1 C11rus He tlrue09 tphls, CA, 65E1 ITS I [V bhko OVERHANG RIsmbVAL DETAIL t� 5 TRUSS CRITERIA: LOADING: 25-1 B-0-10 (MAX) DURATION FACTOR: 1.15! 1.25 '• SPACING: 24" O.C. im 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, 1�J:6/2005 J PAGE 1 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 • • MITek Industries, Inc. Western ®lirislon APR 0 9 X013 77T7 Greenback Lane WARNING • Vc.-jfy doelgn parameters and FX -LD NOTES ON TRIS AND INCLUDE➢ AVTES REFERENCE PAGE MU -7473 BEFORE USE. SuIIB JOB Grs18n va0d Im use onlypp with MRek connectors. Thlz design is based only upon paramelen shown, and6 fol an Indhddual bulldln8 component. Cltnts lietBh!s, CA, 55 fs Io Bble al suof pport of Indwiduoltan and web m mbersro ty r Additional l mcomponent my brorJnB to insure %flab y dunnB conslru =tion Is truss dlhefrespon Ibtsly at the own erodar, Add.B*LaI permanent brocing of the overall structure Is the responfbinfl' o{ the bulldlnp designer. far general guidance regordlna .._ _ _.._ems. ,ion—, arnettnn and brocina, consult AHSIrIP11 Ouallly Crtfeda, OSB49 and BCSII Bulldlnp Component SCAB APPLIED! OVERHANGS IUSAO = 6 J2VZ904 I PAGE 1 MITek.Industries, Inc, Western Division _ 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 G= TRUSS WITH TWO ROWS OF (0.131"X3") 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. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 12 212 (L) (200 x L) 24" MAX 24" MIN REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND ES ® WARNING - Vurlflr dcolgn pnramet"rs -d READ NOTES ON TMS AND LNCLUDED !tlT::R REFERENCE PAGE bM-7473 DEFOIX U92. Design volld for use only with hAllek conneclors. This design Is bused only upon pororneien shown, and Is for an individual building component. AppllcabAlly o1 design paromenten and proper Lncarporallon of component h responslbi0ly o! bvllding designer - not Irv"' designer. Bracing shown is for lolerai support of individual web members on}y, Addllfund iemporary bracing to Insure ilobEy during eonsiruellan h the recoonslbWly o; the erector. Addlllonolpe;monent broeing of the overaP, siruclure Is the responsibmly of the buliding designer. Por general guidance regarding _.._�,.. ___�: .._-.-n.... --A M-4— rnn 11 hNN NMI (71-11V f`rlinri n. nSn.99 end 9r -SI) 9u1ldina Comaonent EXP. 31-15 APR 0 9 2013 7777 Greenback Lane Q®® sulle 108 11311111111 Citrus Helghls, CA, 9581 AM - 1111L /fPT-1106.IQ1b PIGGYBACK TRUSS CONNECTION M.1I/SAC - 2C 1 iffilf2004 1PAGE 1 v �r 4 • 4s , 2 x x 6'-0" SIZE TO MATCH TOP CHORD OF PIGGYBACK. •ATTACHED TO EACH SIDE OF TOP CHORD WITH (.148"X3.0" MIN) NAILS AT 6" Q.C. STAGGERED 2 ROWS. 0 industries, Inc. n Division PIGGYBACK TRUSS SPACE 2X4 PURLINS ACCORDING 1K) THE L4AXIMUM SPACING ON THE TOP CHORD OF —HE BASE TRUSS (SPACING NOT TO EXCEED 48" O.C.). sa 0 u \ B" x'8" x 112•' PLYWOOD (or 15132".OSB) GUSSET EACH SIDE @ 4B" O.C. MAX. ATTACH wITH 2 - (.148•'X3.0" MIN) NAILS INTO EACH CHORD FROM EACH SIDE BASE TRUSS a�oFE' A y NOTE: CONNECTION DETAIL DESIGNED FOR GRAVITY LOAD ONL EXP.3-31-15 NOT CHECKED FOR ANY WIND LOAD OR LATERAL LOADS. PLEASE CONSULT WITH TRUSS ENGINEER OR QUALIFIED c�.u�� BUILDING DESIGNER FOR CONNECTION DETAIL TO TRANSFER LATERAL LOADS APR 0 9 2013 Page # 31 WAP -WNL. frcrtt dasign pnM,n.tars and AP -AD N07ES ON 7117E AND ZN=VDED =TEK BL• FEREM= PAGE AM -7473 BEFORE Usn. 7777 Greenback Lana Design void for use on with MHek connectors. This design h based o upon romelen.shown. and s for an Individual bulid)n component. Surla 1H9 BB y g my p pv n p Citrus, Heights, CA, BS AppHcoblOiy of design paromenlar and proper Ineorparalbn of component s retporulbNf y of building designer -not Truss designer. Brodng shown Is to -lateral svvpppurl of individual web memben only. Additional temporary bracing to Insure stability during construction is the respons5l1 ty at the eredor. Addlllondi permanent braring of the overall siruclure'b the responsibl0ty of the bullding designer. For general guidance regarding tabd,-olton, quality conlrol, stamps, dellvery, erection and bradng. caruull ANSI(TPI1 Gualfly Crtlerta; M -BF and SCStt aullding Cemponenl sest�ty Inio."Aan ovailoWe from truss Plate Insilluie, SM rrOnalrio Dine, Modson, WI Sa71°. ka STANDARD PIGGYBACK TRUSS CONNECTION DET,.bJL 1111SAC - 2B12/ 4 PAGE I OF 1 ��il6A�` BE USED �ri3�i DRAG TRUSSES) --- �$ I les c. GENERAL. NOTES: 1. UPLIFT AND LATERAL LOAD CAPACITY OF _ - - _ _ THIS DETAIL SHALL BE REVIEWED AND ` l APPROVED BY PROJECT ENGINEER OR 20. PITCH=�2112ILG DESIGNER. .3 i -'1:5 3. MAX CAP TRUSS SPAN = 20'-0" 4. MAXIMUM SHEAR CAPACITY OR LATERAL LOAD E� TRANSFER BETWEEN PIGGBACK AND BASE TRUSS= 150 PLF r OF C/LiCA — MAXIMUM UPLIFT SCAB TYPICAL. PIGGYBACK TRUSS CONNECTION CAPAGTY USING (10) (MAY BE USED FOR DRAG TRUSSES) 1 O (0.131" X 3") NAILS: 2x x V -D" SIZE TO MATCH SYP = 1060 LBS SPF = 820 LBS TOP CHORD OF PIGGYBACK. 8" X 8 1/2" x 1/2" PLYWOOD (or 7/16" OSB) DF = 970 LBS ATTACHED TO ONE FACE OF TOP GUSSET EACH SIDE AT EACH BASE TRUSS x 3") HF = 840 L85 CHORD WITH 2 ROWS OF 10d (0.131" STAGGERED JOINT OR MAX. 24" O.C. ATTACH WITH ' SPF = 720 LBS NAILS SPACED 6" O.C. AND ,:' , 2 _ 10d NAILS INTO EACH CHORD FROM -S . EACH SIDE (TOTAL - 4 NAILS EACH CHORD) )VIAXIMJM UPLIFT PUFtLltJ CAPACITY USING (2) 16d • ; f �''S ATTACH PIGGYBACK TRUSS (0.131" X 3.5") NAILS: \' f \ TO EACH PURLIN WITH 2 -16d NAILS TOENAILED, SYP = 117 LBS v� \.r SPF = 60 LBS DF = 92 LBS HF = 63 LBS 4g 1 SPF -S = 41 LBS �\ \\ BASE TRUSS �`, i.\ MAXIMUM UPLIFT SHEATHING CAPACITY USING 112" SHEATHING \ AND (2) ed (0.'131"-X 2:5") NAILS: SPACE PURLINS ACCORDING TO THE MAXIMUM ATTACH EACH PURLIN TO TOP f SPACING ON THE TOP CHORD OF THE BASE CHORD OF BASE TRUSS WITH SYP = 82 LBS TRUSS (SPACING NOT TO EXCEED 24' O.C.). 2 -16d NAILS. SPF = 42 LBS A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. DF = 64 LBS �c FOR PIGGYBACK TRUSSES WITH SPANS c 12' HF = 44 LBS SCAB MAY BE OMMITED PROVIDED THAT: ROOF SHEATHING TO BE CONTINUOUS OVER JOINT SPF-� = 28 LBS (SHEATHING TO OVERLAP MINIMUM 12" OVER JOINT) CAP CONNECTION IS MADE TO RESIST UPLIFT. SEE MAXIMUM CONNECTION CAPACITIES AND COMPARE WITH ENGINEERING DRAWING VALUES SHOWN ARE BASED ON CONNECTION CAPACITIES FOR SCABS, PURLINS, AND SHEATHING MAY BE COMB114ED WHEN LOAD DURATION OF 1.00 DETERMINING OVERALL UPLIFT CAPACITY. IF NO GAP EXISTS BETWEEN CAP TRUSS AND BASE TRUSS (MAY BE USED FOR DRAG TRUSSES) * 2 x x 6'-0" SIZE TO MATCH I MAXIMUM UPLIFT GUSSET _ TOP CHORD OF PIGGYBACK. CAPALITY USING 7/16" GUSSETS ATTACHED TO EACH FACE OF TOP AND C4) 10d (0.131" X 3") NAILS: CHORD WITH 2 ROWS OF 10d (0.131" X 3") NAILS SPACED 6" O.C. AND STAGGERED SYP = 300 LBS REPLACE TOE NAILING OF CAP TRUSS TO PURLINS WITH GUSSETS SPF = 276 LBS AS SHOWN, AND APPLY PURLINS TO LOWER EDGE OF BASE DF = 294 LBS �\ TRUSS TOP CHORD AT RECOMENDED SPACING SHOWN ABOVE. HF = 276 LBS SPF -S = 258 LBS 8" x B 1/2" x 1/2" PLYWOOD (or 7116" OSB) �O GUSSET EACH SIDE AT EACH BASE TRUSS OR MAX. 24" O.C. ATTACH WITH 8JOINT 2 -10d NAILS INTO EACH CHORD FROM /7m EACH SIDE (TOTAL - 4 NAILS EACH CHORD) 24" O.C. ATTACHED W] 2-10 D NAILS VALLES SHOWN ARE BASED ON 2X4 PURLINS @ LOAD DURATION OF 1.00 i IVARMNO • Dert& dtsipn parameters and READ NOTES ON ZRIS AND W LADED hE7EK REFERENCE PAGE A=7473 B FORS U&B. 7n Greenbnek Lane Sulle 1D9 Design valid lot use only with MQek connectors. This design Is based only upon, porameiers shown, and h for on Individual building component. Cltrus Heights, CA, 9561 AppkcabAll of design pmomenlers and proper Incorporollon oI component I responslblAly of building designer, not buss desloner. &acing shown Is lar lateral rupporl of Indmdualwab members only. Addllional lemporary bracing to insure siabllity during consirucilon Is the responslbililly of ei ectar. Addillonal permanent bracing of the overall structure Is fhe responsibility of the building deslgner. For general guidance regarding the Ia'or1=aI1on, qually control, storage, delivery. erection and brodng. consull ANSI/TF0 Quallly Cdterla, CSB -B9 and SCSI) Building Component MiTek� Solely information available from buss Pioie Insiliule, 59B D•Onairio Drive, Madison, WI 537119. ��- STANDARD PIGGYBACK TRUSS CONNECTION DETAIL �tEEfSAG - � �� 04 PAGE (CF 2 O r� ti Industries, Inc. 1' p GENERA. NOTES: ;4�f� Division 1. UPLIFT AND LATERAL LOAD CAPACITY OF ' THIS DETAIL SHALL BE REVIEWED AND - APPROVED BY PROJECT ENGINEER OR �� ?` h- QUALIFIED BUILDING DESIGNER. F?:P. > 4 :} :. c- 2. PITCH=6/12 MAX A P R 0 9 2013 3. MAX SPAN = 30'-0" 4. MAXIMUM SHEAR CAPACITY OR LATERAL LOAD OF TRANSFER BETWEEN PiGGBACK AND BASE TRUSS- 120 P MAXIM JM UPLIFT SCAB TYPICAL PIGGYBACK TRUSS CONNECTION CAPACITY USiNG (10) 10d (0,' 31" X- 3") NAILS; 2 xe x 6'-0" SIZE TO MATCH TOP CHORD OF PIGGYBACK, SYP = 10BO LBS ATTACHED TO ONE FACE OF TOP SPF = B20 LBS CHORD WiTH 2 RDWS OF 10d (0.131" X 3") = 970 LBS NAILS SPACED S" D.C. AND STAGGERED r` r HF = B40 LBS -' SPF -S = 720 LBS ATTACH PIGGYBACK TRUSS MAXIMUM UPLIFT PURLi14 TO EACH PURLIN WITH CAPACITY USING (2) 16d \✓'' 2 - lad NAILS TOENAILED, (0.131' X 3.6") NAILS: SYP = 117 LBS rod \� SPF = 60 LBS M _DF = 92 LBS HF = 63 LBS / SPF -S= 41 LBS BAS TRUSS C MAXIMUM UPLIFT SHEATHING CAPACITY USING 112" SHEATHING \ AND (Z) Bd (0.131" X 2.5") NAILS: SPACEPURUNS ACCORDING TO THE MAXIMUM ATTACH EACH PURLIN TO TOP SPACING ON THE TOP CHORD OF THE BASE CHORD OF BASE TRUSS WITH SYP = 82 LBS TRUSS (SPACING NOT TO' EXCEED 24" D.C.). 2 - lad NAILS. SPF = 42 LBS A PURUN TO BE LOCATED AT EACH BASE TRUSS JOINT. it FOR PIGGY BACK TRUSSES WITH SPANS c 12' DF = 64 LBS SCAB MAY BE OMMITED PROVIDED THAT: HF:o 44 LBS ROOF SHEATHING TO BE CONTINUDU6 OVER JOINT SPF -S = 26 LBS (SHEATHING TO OVERLAP MINIMUM 12' OVER JOINT) CAP CONNECTION IS MADE TO RESIST UPLIFT. SEE MAXIMUM CONNECTION CAPACITIES AND COMPARE WITH ENGINEERING DRAWING VALUES SHOWN ARE BASED ON CONNECTION CAPACITIES FOR SCABS, PURLINS, AND SHEATHING MAY BE COMBINED WHEN LOAD DURATION OF 1.00 DETERMINING OVERALL UPLIFT CAPACITY. iF NO GAP EXISTS BETWEEN CAP TRUSS AND BASE TRUSS: REPLACE TOE NAILING OF CAP TRUSS TO PURLINS WITH GUSSETS AS SHOWN, AND APPLY PURLINS TO LOWER EDGE OF BASE TRUSS TOP CHORD AT RECOMENDED SPACING SHOWN ABOVE. 6" x 8" x 112" PLYWOOD (or 7116" OSB) GUSSET EACH SIDE AT EACH BASE TRUSS JOiNT. ATTACH WITH 2 -1 Dd NAILS INTO EACH CHORD FROM EACH SIDE (TOTAL - 4 NAILS EACH CHORD) i" O,C. ATTACHED W1 2-10 D NAILS MAXIMUM UPLIFT GUSSET CAPACITY USING 7116" GUSSETS AND •4)1Od (0.131"X 3") NAILS: SYP = 300 LBS SPF = 276 LBS DF = 294 LBS HF = 276 LBS SPF -3 = 258 LBS VALUES SHOWN ARE BASED ON LOAD DURATION OF 1.00 e#3 ® WARNING. 9erVv dasign Pcr�-tbm anis READ ND7E9 on 27M AND INCLUDED l97ES REPMENCL^ PADS MU -7473 BAMRE MR. 77T7 Greenback Lone �r�® Design dl4 for use on wlih Wet: conneclam This design b based on von aromaten shown, and Is far an Ind6Adual bukding component. Sidle IDB v l+ b M P P Cifrue Helghle, CA, 9581 Appb=b@ly of desIgn pponamenlen and proper Incorporallon of componenl b responslbIly of buiilding designer - not muss designer. Bracing shown is jartalerai suppoai of trrdNidual web members only. Addlltonoi lemponary brocIng to Insure sloblilly during construction Is the respondblMly al the er, ector, Adddlllllonnl pwrr=neni brodng at the overoB structure Is the responsIbOy of the building designer. For general guldonce regarding labl:alion, qually conlroL storage, dBMery, erecllon and bracing, eonsull ANSI/TPIi Ouallh7 Crlieria, DSS -V and BCS11 budding Component MIL �/ �, solof, f, Inform alion avaliabM T am truss phle Insiflufe SB3 D'Dnalrla Drive Madison. WI 3714. � 1r � ` 1 iO i'3TAND RD PIGGYBACK I' r � a/�G1�004 (PAGE 2 OF 2_ f � R,U$S CONNECTION DETAIL 1 VIRISAC - 2 ( t n J FOR LARGE CONCENTRATED LOADS LIED TO CAP TRUSS REQUIRING A VERTICiEB: O 0� F� x Cf'r4l64:ty 1 PIGGYBACK TRUSS CONNECTION FOR SPANS LESNAN 10'-0" 2 x _ x 4'-0" SIZE TO MATCH TOP CHORD OF PIGGYBACK, ATTACHED TO ONE FACE OF TOP CHORD WITH 2 ROWS OF 10d 40.131"X 3") NAILS SPACED 6" O.C. AND STAGGERED �\ AtlACH PIGGYBACK TRUS i TO EACH PURLIN WITH I 2 - 16d NAILS TOENAILED TRUSS \ I 1 SPACE PURLINS ACCORDING TO THE MAXIMUM A7ACH EACH PURLIN T1 SPACING ON THE TOP CHDRD OF THE BASE CfJP,D OF BASE TRUSS TRUSS (SPACING NOT TO EXCEED 24" D.C.). 2 - 16d NAILS. A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. CAP CONNECTION IS MADE TO RESIST UPLIFT, I SEE MAXIMUM CONNECTION CAPACITIES AND COMPARE WITH ENGINEERING DRAWING CONNECTION CAPACITIES FOR SCABS, PURLINS, AND SHEATHING MAY BE COMBINED WHEN DETERMINING OVERALL UPLIFT CAPACITY. MITak Industries, Inc, Western DIvIsIcn INlUM UPLIFT SCAB ACITY USING (10) 1 Od (OL 131" X 3") NAILS: SYP = 1060 LBS SPF = 820 LBS DF = 870 LBS HF = 840 LBS SPF -S = 720 LBS VALUES SFOWN ARE BASED ON LOAD DURATION OF 1.00 MAXIMUM UPLIFT SCAB CAPACITY USING (4) 1 Od (0.131'1" X 3") NAILS: SYP = 424 LBS SPF = 328 LBS DF = 386 LBS HF = 336 LBS SPF -S = 288 LBS MAXIMUM UPLIFT PURLIN CAPACITY' USING (2) 16d (0.131" } 3.5") NAILS: SYP = 117 SPF = S QV�N�C B FET! oNci � \I D 0?, J gY DP�E VALUES SHOWN ARE BASED ON LOAD DURATION OF 1.00 Pa a#34 U"AF.A?7* • 9erVy design por¢metorx andjtFAD NOTEB ON VUS AND WCLUDED ATITIM ESMOBJVC5 PAGF AM -7477 Hl:r•'ORJC USE, Design vopd lot use only with M9e4 connectors. This design Is based any upon poramelers shown, and Is for an Individual building compnnenl. Appliaab[ y of design PPommanlen and proper Ineorporollan 01 component Is responsibility of building designer - not truss designer. Brodng shown b lar ioteral ru pori of LIdMduol web memben only. Adelflionaf temparory bmring to Insure slobttlly during eonsinsclion Is the responsibMly of the erector. Additional permonenf bmaing of the ovwol! tlruelure Is the rerponslblilly of the building designer, For genarol guidance regarding I=6.�anan, auoilly control, storoga, tiattvery, erection and bracing, =onsull ANSt(I'MI Quality Crlloda, D56.59 and BCSII Building Component Soley Inlonnallan ovollable from truss Pinle Institute, 593 C'Dn01r1D Drive, Madison, WI 53719. 7777 Grmnbach Lane sus —0 Bulls 109 Ctlnss Helphis, CA, 9581 VERTICAL WES TO 1) VERTICAL WEBS OF PIGGYBACK AFASE TRUSS EXTEND THROUGH MUST MATCH IN SIZE, GRADE, AND3T LINE UP BOTTOM CHORD OF PIGGYBACK AS SHOWN IN DETAIL 2) VERTICAL WEBS OF PIGGYBACK MIRUN THROUGH BOTTOM CHORD SO THAT WHERE la -L WOOD TO WOOD CONTACT BETWEEN WEF PIGGYBACK AND THE TOP CHORD OF THE BASEJSS, 3) CONCENTRATED LOAD MUST BE AF_D TO BOTH THE PIGGYBACK AND THEE TRUSS. 4) ATTACH 2 x . x B'-0" SCAB TO EACACE OF TRUSS ASSEMBLY WITH 2 ROWS OR NAILS (0,131"X35) AT 6" O.C. STAGGERED. (SIZE AND GWTO MATCH VERTICAL WEBS OF PIGGYBACK ANASE TRUSS,) 5)" THIS CONNECTION IS ONLY VALID RA MAXIMUM CONCENTRATED LOAD OF 3700 LBS1.15). REVIEW BY A QUALIFIED ENGINEER IS REQUD FOR LOADS GREATER THAN 3700 LBS, PIGGYBACK TRUSS CONNECTION FOR SPANS LESNAN 10'-0" 2 x _ x 4'-0" SIZE TO MATCH TOP CHORD OF PIGGYBACK, ATTACHED TO ONE FACE OF TOP CHORD WITH 2 ROWS OF 10d 40.131"X 3") NAILS SPACED 6" O.C. AND STAGGERED �\ AtlACH PIGGYBACK TRUS i TO EACH PURLIN WITH I 2 - 16d NAILS TOENAILED TRUSS \ I 1 SPACE PURLINS ACCORDING TO THE MAXIMUM A7ACH EACH PURLIN T1 SPACING ON THE TOP CHDRD OF THE BASE CfJP,D OF BASE TRUSS TRUSS (SPACING NOT TO EXCEED 24" D.C.). 2 - 16d NAILS. A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. CAP CONNECTION IS MADE TO RESIST UPLIFT, I SEE MAXIMUM CONNECTION CAPACITIES AND COMPARE WITH ENGINEERING DRAWING CONNECTION CAPACITIES FOR SCABS, PURLINS, AND SHEATHING MAY BE COMBINED WHEN DETERMINING OVERALL UPLIFT CAPACITY. MITak Industries, Inc, Western DIvIsIcn INlUM UPLIFT SCAB ACITY USING (10) 1 Od (OL 131" X 3") NAILS: SYP = 1060 LBS SPF = 820 LBS DF = 870 LBS HF = 840 LBS SPF -S = 720 LBS VALUES SFOWN ARE BASED ON LOAD DURATION OF 1.00 MAXIMUM UPLIFT SCAB CAPACITY USING (4) 1 Od (0.131'1" X 3") NAILS: SYP = 424 LBS SPF = 328 LBS DF = 386 LBS HF = 336 LBS SPF -S = 288 LBS MAXIMUM UPLIFT PURLIN CAPACITY' USING (2) 16d (0.131" } 3.5") NAILS: SYP = 117 SPF = S QV�N�C B FET! oNci � \I D 0?, J gY DP�E VALUES SHOWN ARE BASED ON LOAD DURATION OF 1.00 Pa a#34 U"AF.A?7* • 9erVy design por¢metorx andjtFAD NOTEB ON VUS AND WCLUDED ATITIM ESMOBJVC5 PAGF AM -7477 Hl:r•'ORJC USE, Design vopd lot use only with M9e4 connectors. This design Is based any upon poramelers shown, and Is for an Individual building compnnenl. Appliaab[ y of design PPommanlen and proper Ineorporollan 01 component Is responsibility of building designer - not truss designer. Brodng shown b lar ioteral ru pori of LIdMduol web memben only. Adelflionaf temparory bmring to Insure slobttlly during eonsinsclion Is the responsibMly of the erector. Additional permonenf bmaing of the ovwol! tlruelure Is the rerponslblilly of the building designer, For genarol guidance regarding I=6.�anan, auoilly control, storoga, tiattvery, erection and bracing, =onsull ANSt(I'MI Quality Crlloda, D56.59 and BCSII Building Component Soley Inlonnallan ovollable from truss Pinle Institute, 593 C'Dn01r1D Drive, Madison, WI 53719. 7777 Grmnbach Lane sus —0 Bulls 109 Ctlnss Helphis, CA, 9581 RrA T 2��C-'T R1AL E��GIr� EER1I��grp 77570 Springfield Lane, Suite "D" Telephone: (760) 360-9998 Palm Desert, CA 92211 Fax (760) 360-9903 Cea:(760)808-9146 Date: August 23, 2013 Design by: R.A. JN: 130541 Structural Calculation For Bussman Residence At 56-192 Village Drive La Quinta, CA. Twe Of Proiect: Residential New Patio/Trellis SF °P f�40 FLFzo �4 �FNT CI TY OF LA QUINTA BUILDING & SAFETY DEPT. eTMTA*4lQNSTF IJCTION TE Cr N0. C 87613 I EXP.,--.- �5 R1ATRrC�TRUAL E1VIrEE.R1IrJ�G TABLE OF CONTENTS 1. Design Criteria..............................................................................._...1 2. Beam Design.......................................................................................2-7 3. Lateral Design Loads (Seismic And Wind).... 4. Shear Wall Design........................................................................_...15-39 5. Trellis Design..............................................................................._...40-46 CITY Ojr LA QUINTA BUILDING & SAFETY DEPT. p,�;- �, P F�� [D V,'-:: O FOR C0143STRUCTION GATE BY CLIENT: g„ssma n 2esi pnce RA structural EnEineering SHEET: SUBJECT: Netj Pu{ 0/fie&s JOB NO:13osyl DESIGN BY: R,A, DATE: $115//3 DESIGN LOADS Roof Loads - Sloned Clay Tile 15 psf Framing 2.5 psf Sheathing (1/2" CDX) 1.5 psf Ceiling 10+psf Insulation 0 1 psf Misc. 3�psf Total Dead Load 32-psf Total Live Load 20�psf Total Roof Load 524-psf Floor Loads 10�psf Framing 3.5+psf Sheathing (3/4" Plywood) 2.5 psf Ceiling 2.5�ipsf Lt. Wt. Conc./Flooring Tile 15psf Misc. 3.5 psf Total Dead Load 27'psf Total Live Load 40tpsf Total Floor Load 671 psf Exterior Wall 7/8" Stucco 10�psf Insulation 1 psf Drywall 2.5 T psf Studs 1:psf Misc. 0.5 1 psf Total Wall Weight 15'psf Roof Loads - Flat Roofing 6 psf ' Framing 2.5+psf Sheathing (1/2" CDX) 1.5 psf Ceiling 2.5psf Insulation 1.5+psf Misc. t 6, psf Total Dead Load 20jpsf Total Live Load 20, psf Total Roof Load 40�psf Deck Loads Framing 3.5' psf 1 Sheathing (3/4" Plywood) 2.5 psf Ceiling 2.5' psf t Lt. Wt. Conc./Flooring Ti a 15 psf t Lt. Wt. Conc./Flooring Tile 10, psf Misc. 3.5 , psf ;Total Dead Load 37' psf iTotal Live Load 60 psf ,Total Dqcic Loa°d 97-�psr C11 y OF LA uul �� ,ll ri t� S�,i=ETY DEPT. fnterio`�r V11il- t Insulation t. -`kr- r 1 '1`-' V `' "`; Drywall FOR CONSTRUCTION, p _ +p• +,Studs _ 1 1 p• DATE ___ —= BYr Misc. _ yTotal Wall Weight 10-psf 01 (3) Reza 0 No Code Duration Factor, Cr, Condition PROJECT: BM#1 Dead Load PAGE: CLIENT: As har„OUr Bussman Residence DESIGN BY: R.A. M JOB NO.: 130541 DATE:'8/15/2013 REVIEW BY: R.A. Wood Beam. Design Base on NDS 2005 5 1.60 Wind/Earthquake Load INPUT DATA & DESIGN SUMMARY 2.00 Impact Load Choice MEMBER SIZE 6 x 12_ No. 2, Douglas Fir -Larch L i MEMBER SPAN L = 11.5 'ft 14 UNIFORMLY DISTRIBUTED DEAD LOAD WD = 283 lbs/ft Poz UNIFORMLY DISTRIBUTED LIVE LOAD wL = 145 lbs/ft W` y r CONCENTRATED DEAD LOADS PD1 = 0 lbs WD FTTTTT (0 for no concentrated load) L1 = 0 ft Poz = 0 lbs Lz = 0 ft DEFLECTION LIMIT OF LIVE LOAD dL = L/ 360 Camber=> 0.191ich DEFLECTION LIMIT OF LONG-TERM dKcrD-L = L / 240 Does member have continuous lateral support by top diaphragm ? (1= yes, 0= no) 0 No Code Duration Factor, Cr, Condition 1 0.90 Dead Load 2 1.00 Occupancy Live Load 3 1.15 Snow Load 4 1.25 Construction Load 5 1.60 Wind/Earthquake Load 6 2.00 Impact Load Choice => 4 Construction Load ANALYSIS 11,300 �, ksi F�� a�` �psi- DETERMINE REACTIONS, MOMENT, SHEAR wseuwt = 14 lbs / ft RLen = 2.54 kips VMax = 2.12 kips, at 11.5 inch from left end RINE SECTION PROPERTIES& ALLOWABLE STRESSES THE BEAM DESIGN IS ADEQUATE. Code Designation 1 Select Structural, Douglas Fir -Larch 2 No. 1, Douglas Fir -Larch 3 No. 2, Douglas Fir -Larch 4 Select Structural, Scuthem Pine 5 No. 1, Southern Pine 6 No. 2, Southern Pin: Choice => 3 RRight = 2.54 kips MMax = 7.30 ft -kips, at 5.75 ft from left end b = 5.50 in E'min = 470 ksi E= Ex= 1300 ksi Fb = 1093.75 psi d = 11.50 in FbE = 5718 psi Fb = 875 _psi __.___-- bE b . Fes-- F /=F7pill A = 63.3 in I = 697 in Fv = 170 �`psi� Fy �� S, = 121.2 ins Ra = ss31 < 5o E' = 11,300 �, ksi F�� a�` �psi- lE = 21.6 (ft, Tab 3.3.3 footnote 1) CD CM Ct Ci CL 1.25 1.00 1.00 1.00 0.99 CHECK BENDING AND SHEAR CAPACITIES fb = MMax / Sx = 723 psi < f, = 1.5 VMax / A = 50 psi CF Cv Cc Crr 1.00 1.00 1.00 1 � 00 Fb = 1081 psi _`[Satisfactory]-- < Fv' [Satisfactory] ECK DEFLECTIONS d (L, Max) = 0.06 in, at 5.750 ft from left end d(Kcr D+L, Max) = 0.26 in, at 5.750 ft from left end Where Kcr = 1.50 , (NDS 3.5.2) TERMINE CAMBER AT 1.5 (DEAD + SELF WEIGHT)' Id (1.5D. Max) = 0.19 in, at 5.750 ft from left end < d L = L / 360 [Satisfactory] < d KcrD. L = L / 240 [Satisfactory] CHECK THE BEAM CAPACITY WITH AXIAL LOAD AXIAL LOAD F = f ?'-.� kips THE ALLOWABLE COMPRESSIVE STRESS IS F,' = F, Cp Cp CF = 503 psi Where Fr, = 600 psi Co = 1.60 CF = 1.00 (Lumber only) Cp = (1+F) / 2c - [(1+F) / 2c)2 - F / cjo.5 = Fc' = Fc Co CF = 960 psi LB = Ke L = 1.0 L = 138 in b = 5.5 in SF =slenderness ratio = 25.1 < FSE = 0.822 E',r,,,, / SF2 = 614 psi E'min = 470 ksi F = FCE / Fc* = 0.639 C = 0.8 THE ACTUAL COMPRESSIVE STRESS IS f, = F / A = 32 psi < Fe' ALLOWABLE FLEXURAL STRESS IS Fti = 1384 psi, [ for Cp = 1.6 ACTUAL FLEXURAL STRESS IS fe = (M + Fe) / S = 814 psi < ECK COMBINED STRESS [NDS 2005 Sec. 3.9.2 (f. / F,' )2 + % / [Fe (1 - fc / FCE)] = 0.624 1 1 F F 0.524 50 [Satisfies NDS 2005 Sec. 3.7.1.4) [Satisfactory] Fti [Satisfactory] < 1 [Satisfactory] CITY OF LA QU INTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE BY 0 Title: Bussman Residence Job # 130541 STRUCTURAL ENGINEERING Engineer: Reza Asgharpour, P.E. Project Desc.: New Patio/Trellis CIVIL AND STRUCTURAL ENGINEERING 17570 SPRIMFIELD LANE, SUITE D PALM DESERT, CA P:760-360-9998 T:760-360-9903 C:760-808-9146 EMAIL: REZORASNUCIURAL.CQ1 Printed: 22 AUG 2013, 9:23AM Wood Beam File: OUsersTront Off oeMmumentslENERs'ALC Data Flleslbussman resldence.ec6 ENERCAW, INC: 983 2012TEGIII 612 9 26 Ver6.12.1:3i KW -06005737 Licensee: RA STRUCTURAL ENGINEERV4 Description : BM#2 CODE REFERENCES Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 0.036 in Service loads entered. Load Factor. will be applied for calculations. Beam self weight calculated and added to loads Load Combination Set: ASCE 7-05 0.000 In Load for Span Number 1 0 <360 Material Properties Uniform Load : D = 0.2910, Lr = 0.150 k/ft, Extent = 0.0 ->> 5.750 ft, Tributary Width =1.0 ft, (Roof) Point Load : D = 0.620, Lr = 0.390 k P 5.750 ft, (Girder Truss) 1119 Analysis Method: Allowable Stress Design Fb - Tension 1,350.0 psi E: Mod.ulus of Elasticity Load Combination ASCE 7-05 Fb -Compr 1,350.0 psi Eberd-xx 1,600.Oksi Section used for this span Fc - Prll 925.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi 1,343.57psi p Wood Grade : No.1 Fv 170.0 psi Load Combination FOR CONST RUCTION1 r+H Location of maximum on span = Ft 675.0 psi Density 32.210 pd Beam Bracing :Completely Unbraced Span # whereLd maximum occurs = Span # 1 Maximum Deflection Fv ox IL Span = 10.0 ft _ Applied Loads 0.036 in Service loads entered. Load Factor. will be applied for calculations. Beam self weight calculated and added to loads Max Upward L+Lr+S Deflection 0.000 In Load for Span Number 1 0 <360 Max Downward Total Deflection Uniform Load : D = 0.2910, Lr = 0.150 k/ft, Extent = 0.0 ->> 5.750 ft, Tributary Width =1.0 ft, (Roof) Point Load : D = 0.620, Lr = 0.390 k P 5.750 ft, (Girder Truss) 1119 Varyinq Uniform Load: D(S,E) = 0.1790->0.1150, Lr(S,E) = 0.080-4.0 k/ft, Extent =5.750->> 10.0 ft, Trib Width =1.0 f, (Roof) DESIGN SUMMARY a <240 . - • Maximum Bending Stress Ratio _ 0.5101 Maximum Shear 1tress,Ratio =x " A e 290: 1 Section used for this span 6x12 Section used foruthis s a hvG &SAFETY DE��x12 fb :Actual = F8: Allowable 684.70 psi fv : Actual 4927 A P m ROVE 49.27 Rsi �. = 1,343.57psi p Fv : A towable f_� •+ 170.00 psi Load Combination +D+Lr+H Load Combination FOR CONST RUCTION1 r+H Location of maximum on span = 5.511 ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # whereLd maximum occurs = Span # 1 Maximum Deflection Fv I DATE BY Max Downward L+Lr+S Deflection 0.036 in Ratio= 3316 Max Upward L+Lr+S Deflection 0.000 In Ratio= 0 <360 Max Downward Total Deflection 0.107 in Ratio = 1119 Max Upward Total Deflection 0.000 in Ratio= a <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv +0 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.336 0.192 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4.56 451.70 1343.57 1.38 32.71 170.00 +D+Lr+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.510 0.290 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.92 684.70 1343.57 2.08 49.27 170.00 +D+0.750Lr+0.750L+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.466 0.265 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.33 626.45 1343.57 1.90 45.13 170.00 +D+0.750Lr+0.750L+0.750W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.466 0.265 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.33 626.45 1343.57 1.90 45.13 170.00 0 In Title: Bussman Residence Job # 130541 STRUCTURAL ENGINEERING Engineer: Reza Asgharpour, P.E. a 2L Project Desc.: New Patio/Trellis CIVIL AND STRUCTURAL ENGINEERING 77570 SPRIN:PIELD LANE, SUM D PALM DESERT, CA P:760-360-9996 ►:760-360-9903 0060-806-9146 ERM L;REZA9 RASrSUCrURAL.CQ1 Printed: 22 AUG 2013, 9:23AM Wood Beam File: dUsersTront OfficelDocumentslENEnALC Data Filastussman residence.ee6 ENERCALC, INC.,1983-2012, Build:6.12.9.26, Ver:6.12.1.31 KW -06005737 Licensee: RA STRUCTURAL ENGINEERING, Description : BM#2 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb F'b V fv F'v +01+0.750Lr+0.750L+0.5250E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 It 1 0.466 0.265 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.33 626.45 1?43.57 1.90 45.13 170.00 Overall Maximum Deflections - Unfactoredlba'ds - Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span D+Lr 1 0.1072 5.000 0.0000 0.000 Vertical: Reactions • Unfactored ; Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.509 2.058 D Only 1.669 1.391 Lr Only 0.840 0.667 D+Lr 2.509 2.058 -- -•-- •�• aoa 1- slue 6.86 7.85 8.83 9.82 Distance (ft) 0 00•IV 8 l.0"1v 0 D+L. 10; Reza As har our Tables for Wood Post Desin DURATION FACTOR (1.0, 1.15, 1.25, 1.6) COMMERCIAL GRADE (# 1 or # 2) PROJECT: Wood Post Design CLIENT: Bussman Residence JOB NO.: 130541 DATE: 8/15/2013 Based on NDS 2005 Co = 1.00 , (NDS 2.3.2) # 2 Post Axial Canacity for ❑nunlac Fir.l arch fi 9 fltincl PAGE: DESIGN BY: R.A. REVIEW BY: R.A. Height Section Size ft 4x4 4x6 4x8 4x10 4x12 6x6 6x8 6x10 6x12 8x8 8x10 6 10.89 16.85 21.84 27.34 33.25 19.59 26.72 33.85 40.97 37.92 48.03 7 8.68 13.51 17.62 22.21 27.01 18.89 25.76 32.63 39.49 37.33 47.28 8 6.96 10.87 14.22 18.00 21.89 17.99 24.54 31.08 37.63 36.59 46.34 9 5.66 8.85 1 11.60 14.72 17.90 16.91 23.06 29.21 35.35 35.69 45.21 10 4.67 7.31 1 9.59 12.19 14.82 15.66 21.35 27.05 32.74 34.61 43.84 11 3.90 6.12 8.04 10.23 12.44 14.32 19.52 24.73 29.93 33.34 42.23 12 3.31 5.19 6.83 8.69 10.57 12.96 17.67 22.39 27.10 31.87 40.37 13 2.84 4.46 5.86 7.46 9.08 11.67 15.91 20.15 24.39 30.23 38.30 14 2.46 3.86 5.08 6.47 7.87 10.47 14.28 18.09 21.90 28.46 36.05 15 2.15 3.38 4.45 5.67 6.89 9.41 12.83 16.25 19.67 26.62 33.72 16 1.90 2.98 3.92 5.00 6.08 8.46 11.54 1 14.62 17.70 24.76 31.37 17 1.69 2.65 3.49 4.44 5.40 7.63 10.41 1 13.19 15.96 22.96 29.08 18 1.51 2.37 3.12 3.97 4.83 6.91 9.42 1 11.93 14.44 21.23 26.89 19 1.36 2.13 2.80 3.57 4.35 6.27 8.55 1 10.83 13.12 19.62 24.85 20 1.23 1.92 2.53 3.23 3.93 5.72 7.79 1 9.87 11.95 18.13 22.96 21 1.11 1.75 2.30 2.94 3.57 1 5.22 7.12 1 9.02 10.92 16.76 21.23 22 1.02 1.59 2.10 2.68 3.26 4.79 6.53 1 8.28 10.02 15.52 19.66 23 0.93 1.46 1.92 2.45 2.98 4.41 6.01 1 7.62 9.22 14.39 18.23 24 0.85 1.34 1.77 2.26 2.74 4.07 5.55 1 7.03 8.51 1 13.36 16.93 25 0.79 1.24 1.63 2.08 2.53 3.77 5.13 1 6.50 7.87 12.43 15.75 26 0.73 1.15 1.51 1.92 2.34 3.49 4.76 6.03 7.30 11.59 14.68 27 0.68 1.06 1.40 1.79 2.17 3.25 4.43 5.61 6.80 10.82 1 13.71 28 0.63 0.99 1.30 1.66 2.02 3.03 4.13 5.23 6.34 10.13 1 12.83 29 0.59 0.92 1.22 1.55 1.89 2.83 3.86 4.89 5.92 9.49 1 12.02 30 0.55 0.86 1.14 1.45 1.76 2.65 3.62 4.58 1 5.54 8.91 1 11.29 Post Axial Canacity for Snutharn Pinchf! 9 /irincl Height Section Size ft 4x4 4 x 6 4x8 4x10 4x12 6x6 6x8 6x10 6x12 8x8 8x10 6 11.10 17.27 22.54 28.44 34.17 14.96 20.41 25.85 31.29 28.68 36.32 7 8.79 13.73 17.98 22.77 27.49 14.57 19.87 25.16 30.46 28.33 .-35.89- 8 7.02 10.98 14.41 18.30 22.15 14.07 19.18 24.30- -29.42- --27.91 , ,35,3611 9 5.69 8.91 11.71 14.89 18.05 13.45 18.35 23.24!` 11"28?,13 i 127.41,!` � '34:72' 10 4.69 7.35 9.66 12.30 14.91 12.72 17.35 21.98`' ` 26.61, ..26.80° C33: _. , 11 3.92 6.15 1 8.09 10.30 12.50 1 11.90 16.22 1 20.55.E a1241871N' '26:09" 33.05.,. 12 3.32 5.21 1 6.86 8.74 10.61 11.00 15.00 1 19.00 23:00'-25.26 X32.00' 1 13 2.85 4.47 1 5.88 7.50 9.10 10.09 13.76 17:42 21:09 11 24.32.;''-.30.44ri 14 2.47 3.87 1 5.10 6.50 7.89 9.20 12.54 15:88 j1 .23A A21`21-) i 1 '29.47 15 2.16 3.39 1 4.46 5.69 6.91 8.36 11.40 14„44 17.48 22.12 28.02 16 1.90 2.99 3.93 5.01 6.09 7.59 10.35 13:11 15.87 20.91 26.48 17 1.69 2.65 3.49 4.45 5.41 1 6.89 9.40 11.91-_-,j4.42 19_66- 24:91 18 1.51 2.37 3.12 3.98 4.84 1 6.27 8.56 1 10.84 _ 13.12 -J 8.42- -23.-n- 19 1.36 2.13 2.81 3.58 4.35 5.72 7.80 1 9.88`11.96 17.21 21.80 20 1.23 1.93 2.54 3.24 3.93 5.23 7.13 1 9.04 10.94 16.05 1 20.33 21 1.11 1.75 2.30 2.94 3.57 4.80 6.54 1 8.28 10.03 14.95 1 18.94 22 1.02 1.60 1 2.10 2.68 3.26 4.41 6.01 1 7.62 9.22 13.93 1 17.65 23 0.93 1.46 1 1.93 2.46 2.99 4.06 5.54 1 7.02 8.50 12.98 1 16.45 24 0.86 1.34 1 1.77 2.26 2.74 3.76 5.12 1 6.49 7.86 12.11 1 15.34 25 0.79 1.24 1 1.63 2.08 2.53 3.48 4.75 1 6.01 7.28 11.31 14.33 26 0.73 1.15 1 1.51 1.93 2.34 3.23 4.41 1 5.59 6.76 10.58 13.40 27 0.68 1.06 1.40 1.79 2.17 3.01 4.11 5.20 6.30 9.90 12.54 28 0.63 0.99 1.30 1.66 2.02 2.81 3.83 4.85 5.88 9.28 11.76 29 0.59 0.92 1.22 1.55 1.89 2.63 3.58 4.54 5.50 8.72 11.04 30 0.55 0.86 1.14 1.45 1.76 2.46 3.36 4.25 5.15 17-201 10.39 Note: 1. The bold values require steel bearing plate based on, Fes, 625 psi. 2. The table values are from Wood Column software at www.Engineering-International.com . VTA )EPT. DIN Converting Addresses to/from Latitude/Longitude/Altitude in One Step Stephen P. Morse, San Francisco ,,Batch Mode_-(Eorward)__� t_Batch,Mode (Re_�erse)I ;•Batch:Mode (Altitude) LDeg/Min/Sec totDecim_al Computing Distances i p Ere_quently Asked Questions LMy Other_Web,pages address 56-192 Village Dr. city La Quinta state CA latitude longitude above values must be in decimal with minus signs for south and west country United States aogi �etemine.Address J Determn�,Leereset Access geocoder.us / geocoder.ca (takes a relatively long tirre) from Ilatitude longitude Ialtitude decimal ]133.641528671-116.2376424 deg -min -sec 33° 38' 29.503" -116° 14' 15.5126" from t Mu Ilatitude I longitude I decimal I4902806291 -119.5032T5,, deg -min -sec 1370 14'24.1765" -11 9° 30' 11 56 VILLAGE DR La Quinta CA CITY OF j_A QU I MITA _jAFETY DEPT, VEDr 357 8 �-1 COh� 3T.JRUCTION 479" F fromay hoo latitude longitude Ialtitude decimal 33.660011 -116.273228 C deg -min -sec 33° 39' 36.0396" -116° 16' 23.6208"C , La Quinta, California 92253 Data presented here comes from the following websites: BY t. 9 og_ oele. (all addresses) oPnrenriPrrta RTC anri Canariian aririrPccPc nnhrl r USES Design Maps Summary Report User -Specified Input Report Title Bussman Residence Thu August 15, 2013 16:53:52 UTC Building Code Reference Document ASCE 7-05 Standard (which utilizes USGS hazard data available in 2002) Site Coordinates 33.641530N, 116.23764°W Site Soil Classification Site Class D - "Stiff Soil" Occupancy Category I/II/III 5000111 AP- .''• , L"a Qu inta .s.,,, ,..- <,,,,, achella 0 AT ►� t O E 14el a r N0 R T ay for npQU'85t•f'�•.f�Volorio �Q -402013] �t -�" USGS-Provided Output SS = 1.500 g SMS = 1.500 g SDs = 1.000 g S1 = 0.600 g SMI = 0.900 g SDI = 0.600 g MCE Response Spectrum Design Res'-ponse-Speinrum 1.65 CITY Y OF L' `_UUINT -1 1.50 1.10 `( DEPT. 1.35 0.99 -'JILDI'�'C a �'F`r`cT 1.20 0.88.1 i ' 1--� t . �_J l.os o.�� STRDCI�ION a o.90 I- :�F� CO ' V tM 0.66 y 0.75 M 0.55 -BY-- -- --�� 0.60 0.44-1 LATE _ - 0.45 0.33-- 0.30-- 0.22-- 0.15 0.11 0.00 0.00 t i 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 0.00 0.20 0.40 0.60 0.80 1.00 L20 1.40 1.60 1.80 2.00 Period, T (sec) Period, T (sec) Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. 010 CLIENT: gussmgn Kosi ente RAStructural Engineering S HEET:SUBJECT: New PA�o ilo JOB NO:13osy( DESIGN BY: R, A. DATE: ehsl13 Lc ><era I i4 (S s -7,7/0 Al �Xc = (lo�S 1, 7YO 16f o ©3® F = 4l 45o lis S� F� &50 11x �� ; 900 IhJ Ffi = 4,9x'0 Its fr = 950 As ft = 9oo lbs CITy OF LA �UINTA E3UILDiNr & SAFETY DEPT. I p ROVE®N FOR C04STR DATE BY Reza PROJECT: Seismic Load -A PAGE: s g h a rpo u 13054 CLIENT: ian Residence _ _ J L DEEIGN BY: R.A. JOB NO.: ;130541 DATE: , REVIEW BY: 1R.A. One•Story Seismic Analysis Based on IBC 06 / CBC OT Determine Base Shear (Derived from ASCE 7-05 Sec. 12.8) V= MAX{ MIN [SD11/(RT) , SDS I/R] , 0.01 , 0.5S11/R)W = MAX{ MIN[ 0.82W , 0.15W ] , 0.01W , 0.05W) 0.15 W, (SD) (for S1 z 0.6 g only) 0.11 W, (ASD) = 4.4_5 kips Where SDS = 1 (ASCE 7-05 Sec 11.4.4) SD1 = 0.6 (ASCE 7-05 Sec 11.4.4) S1 = 0.6 (ASC E 7-05 Sec 11.4. 1) R= 6.5 (ASCE 7-05 Tab 12.2-1) = 1 (IBC 06 Tab 1604.5 & ASCE 7-05 Tab 11.5-1) Ct = 0.02 (ASCE 7-05 Tab 12.8-2) hn = 10.0 ft X = 0.75 (ASCE 7-05 Tab 12.8-2) T = Ct (hn)x = 0.112 sec, (ASCE 7-05 Sec 12.8.2.1) Iculate Vertical Distribution of Forces & Allowable Elastic Drift (ASCE 7-05, Sec 12.8.3 & 12.8.6) Level Wx hx hxk Wxhxk Fx , ASD (12.8-11) ke,allowable, ASD Roof 40:5 10 10.0 405 4.5 ( o.11 wx) 0.4 40.5 405 4.5 Where k = 1 for T <= 0.5 k = 0.5T+0.75 for T @ (0.5, 2.5) k = 2 for T>=2.5 Calculate Diaphragm Forces (ASCE 7-05, Sec 12.10.1.1) Level Wx EWx Fx EFx Roof 40.5 40.5 4.5 4.5 40.5 4.5 Where Fmin = 0.2 SDS I Wx / 1.5. ASD Finax = 0.4 SDS I Wx / 1.5 , ASD ke,allowable, ASD =Di � � I d),4ASC�7'05 Sec 12.8.6) C`d'yfY4L)F,,(F.SCEQ!, 5 Ta]T.2 2 I ) .�.�` I SA EFTY Q� r . Qa_ �(L[0�02 ]h(ASCE-7-05 Tab 1 �-.12-1) O O�S RUCT ON FOR C Fpx , ASD, (12.10-1) Reza PROJECT: Seismic Load -B PAGE: s g h a rpo u CLIENT: 'Busman Residence DESIGN BY: R.A. JOB NO.: ;130541 DATE: t REVIEW BY: IR.A. One Story Seismic Analysis Based on IBC 06 / CBC 07 Determine Base Shear (Derived from ASCE 7-05 Sec. 12.8) V= MAX{ MIN ISD1I/(RT) , SDS I/R] , 0.01 , 0.5S11/R}W = MAX{MIN[ 0.82W , 0.15W ] 0.01W , 0.05W } 0.15 W, (SD) (for S, z 0.6-g only) = 0.11 W, (ASD) = 0_.8.5 kips Where SDS = 1 (ASCE 7-05 Sec 11.4.4) SD1 = . 0.6 (ASCE 7-05 Sec 11.4.4) S1 = 0.6, ,(ASCE 7-05 Sec 11.4. 1) R= 6.5 (ASCE 7-05 Tab 12.2-1) I = 1 (IBC 06 Tab 1604.5 & ASCE 7-05 Tab 11.5-1) Ct = 0.02 (ASCE 7-05 Tab 12.8-2) hn = 10.0 ft X = 0.75 (ASCE 7-05 Tab 12.8-2) T = Ct (hn)x = 0.112 sec, (ASCE 7-05 Sec 12.8.2.1) alculate Vertical Distribution of Forces & Allowable Elastic Drift (ASCE 7-05, Sec 12.8.3 & 12.8.6) Level Wx hx hxk Wxhxk Fx , ASD (12.8-11) ke,allowable, ASD Roof 7.71 10 I 10.0 77 0.8 ( o.11 wx) 0.4 7.7 77 0.8 Where k = 1 for T <= 0.5 k = 0.5T+0.75 for T @ (0.5, 2.5) k = 2 for T>=2.5 Diaphragm Forces (ASCE 7-05, Sec 12.10.1.1) Level Wx EWx Fx EFx Roof 7.7 7.7 0.8 0.8 7.7 ; Where Fmin = 0.2 SDS I Wx / 1.5 , ASD Finax = 0.4 SDS I Wx / 1.5 , ASD keM,�A-r1=10�9)YI-n-w-") allowableASD = Aa I / C .4 Cd)=( -ASCE i F I(gSCE7=05 T.al& SAI:ETYCI=t hs_ (ASCE 7-05 �cRCTON SD, ;12.10-1) 9)Yrs-w-" ) ASISec 12.8.6) Tab 12.12-1) Reza PROJECT: Seismic Load -C W - _ - - - - - PAGE s g h a rpo u CLIENT : Bussman Residence DESIGN BY : R.A. JOB NO.: 130541 DATE: j REV EW BY: R.A. One Story Seismic Analysis Based on IBC 06 / CBC 07 Determine Base Shear (Derived from ASCE 7-05 Sec. 12.8) V= MAX( MIN ISD1I/(RT) , SIDS I/R] , 0.01 , 0.5S1 I / R ) W = MAX(MIN[ 3.85W , 0.67W ] , 0.01W , 0.20W) 0.67 W, (SD) (for S, z 0.6 g only) = 0.48 W, (ASD) = 0.86 kips Where SDS = 1T (ASCE 7-05 Sec 11.4.4) SD1 = 1 0.6 (ASCE 7-05 Sec 11.4.4) S1 = 0.6 i(ASCE 7-05 Sec 11.4. 1) R= 1.5 (ASCE 7-05 Tab 12.2-1) 1= 1 {(IBC 06 Tab 1604.5 & ASCE 7-05 Tab 11.5-1) Ct = 0.02 _1(ASCE 7-05 Tab 12.8-2) hn = 9.0 ft X = 0.75 (ASCE 7-05 Tab 12.8-2) T = Ct (hn)x =, 0.104 sec, (ASCE 7-05 Sec 12.8.2.1) Calculate Vertical Distribution of Forces & Allowable Elastic Drift (ASCE 7-05, Sec 12.8.3 & 12.8.6) Level Wx hx hxk Wxhxk Fx • ASD (12.8-11) ke,allowable, ASD Roof i 1.8 -- ., 9_ l 9.0 16 0.9 (0 48 Wx 1.0 1.8 16 0.9 Where k = 1 for T <= 0.5 k = 0.5T+0.75 for T @ (0.5, 2.5) k = 2 for T >= 2.5 Calculate Diaphragm Forces (ASCE 7-05, Sec 12.10.1.1) Level Wx EWx Fx EFx Roof 1.8 1.8 0.9 0.9 1.8 Where Fmin = 0.2 SDS I Wx / 1.5 , ASD Finax = 0.4 SDS I Wx / 1.5 , ASD 12.8.6)1 C r--17' -U,9- t 'k u`s - 1 s . t I r 1.5�, (� 5Hr �O15,7a, ;2 � 1) ,� r, I Aa = I 0,:N-hg-A(ASCf T05 Tab 12.12-1) FOR CONSTRUCTION Fpx , ASD, ;12.&Q-1) DAT0:5 0.27 wx_1 CLIENT: 13USS nan ReVi Ph(e RA Structural Engineering_ SUBJECT: Now Pa %o l PON' DESIGN BY: 2, y4. Laioral final sil S hPOr - 4Jy50 lbs x = 2, 225 lbs SHEET: JOB NO: Is osyl DATE: g J/5P 3 We Sw/8Xs fw2q x g ----- ----- --- - - �l,/oo /6s) ll,S3o l�s� S�Pa✓ W0111 oh g,dlinp F - yy50 /As X -r- f 2- 950 /6s Xz j J (foo /ds X 1 x Z = 6 S ' 2) 75y lir (Jle (3j Sw/yx8 z,) /x/00 4s &A, S �oov u/all oh 9t1'd1Jne N50 1 IAP,o Grl� (2� yor'✓inns ASO eell-A 0,1767W, -,f ZZ5 I6-� ,-6v vl a� /fit--��-8 l t,)M S}por Wall oh 9rijline CITY OF LA QU!Ny,,? On 6x 6 POSH W/ Z Sx x 6y gf✓o SAFETY DEPT. ;ya m �=D In Ifa FOR CON TRUCTION BATE — BY F=(�sb Ibs x z f (foo Ibs 2 x C,5 = b5 vje Sw/,?xB =� //lGo 14r EA SIMPSON STRONG -TIE COMPANY INC. (800) 999-5099 5956 W. Las Positas Blvd., Pleasanton, CA 94588. www.strongtie.com Job Name: Bussman Residence Wall Name: SW#1 Application: Standard Wall on Concrete Design Criteria: * 2009 International Bldg Code * Seismic R=6.5 * 2500 psi concrete * Alternate Basic or Basic Load combination * ASD Design Shear = 2225 lbs Selected Strong -Wall@ Panel Solution: Strong Actual Shear & Drift Distribution: RR Actual Allowable Model Type W H T Sill End Anchor Total Axial Load Actual Uplift Rigidity (in) (in) (in) Anchor Bolts (lbs) (lbs) 0.81 0.30 0.42 SW18x8 0.45 993 < 1100 OK 0.90 0.30 0.42 SW24x8 Wood 24 93.25 3.5 2- 5/8" 2 - 7/8" 2000 5127 Ib SW18x8 Wood 18 93.25 3.5 2- 5/8" 1. 2 - 7/8' 2000 6263 Ib Actual Shear & Drift Distribution: 1-SW18x8 & 1-SW24x8 are OK along the same wall line. Notes: - The combined effect of the downward vertical axial load and overturning Wall® shearwall shall be evaluated by the Specifier as not to exceed the' Disclaimer: ___---- CIV OF LA QUIIeITA BUILDING & PSAFETYE PT. ROVE the co.mpreC5bhl6dstloi hl'ON bd Str - ng - 'Allowable Vertical Load. LATE _ _ ---- BY — It is the Designer's responsibility to verify product suitability under applicable building codes. In order to verify code listed applications please refer to the appropriate product code reports at www.strongtie.com or contact Simpson Strong -Tie Company Inc. at 1-800-999-5099. PageQ3 RR Actual Allowable Actual / Actual Drif Model Relative Shear Shear Allow Drift Limi: Rigidity (lbs) (lbs) Shear (in) (in) SW24x8 0.55 1232 c 1530 OK 0.81 0.30 0.42 SW18x8 0.45 993 < 1100 OK 0.90 0.30 0.42 1-SW18x8 & 1-SW24x8 are OK along the same wall line. Notes: - The combined effect of the downward vertical axial load and overturning Wall® shearwall shall be evaluated by the Specifier as not to exceed the' Disclaimer: ___---- CIV OF LA QUIIeITA BUILDING & PSAFETYE PT. ROVE the co.mpreC5bhl6dstloi hl'ON bd Str - ng - 'Allowable Vertical Load. LATE _ _ ---- BY — It is the Designer's responsibility to verify product suitability under applicable building codes. In order to verify code listed applications please refer to the appropriate product code reports at www.strongtie.com or contact Simpson Strong -Tie Company Inc. at 1-800-999-5099. PageQ3 SIMPSON STRONG -TIE COMPANY INC. (800) 999-5099 5956 W. Las Positas Blvd., Pleasanton, CA 94588. www.strongtie.com 1 Job Name: Bussman Residence Wall Name: SW#1 Application: Standard Wall on Concrete Design Criteria: * Slab on grade - Slab edge * 2009 International Bldg Code * Seismic R=6.5 * 2500 psi concrete Anchor Solution Details: 13/4' Midwall I'— Corner , , ; ' • e e ° I Slab not • I shown 111/x" Q° ; • ° I for clarity max. , .. ° .. C, •. a e. 12° 14 --I 12" �I 11/2" , ° 4" min Slab Edge Perspective View CITY OF � Plaai V,1fW\ DUILDING & SAFETY DEPT. _ R ONS RAPPROvUCTI�0 t FOR _ Dimensions (in.) I Allowa )le Tension Loads (lbs.) Model [Anchor Bolt Curb Width Diameter Length Min. Embed. le Midwal_ BY -- — --T —�_ 9 I _ L T - _I SW24x8 I SSTB28 12 ( 0.875 I 29.875 I 24.875) —I—1106T—' 11645 SW18x8 1 SSTB28 ( 12 0.875 I 29.875 I 24.875 I 11060 I 11645 Notes: 1. Anchor design based on ICC -ES ESR -2611. 2. Seismic indicates Seismic Design Category C through F. Detached one- and two-family dwellings in SDC C may use wind anchorage solutions. 3. Midwall loads apply when anchor is 1.5 le or greater from the end. For bolts acting in tension simultaneously, the minimum bolt center -to -center spacing is 3 le. 4. Footing dimensions are for anchorage only. Foundation design (size and reinforcement) by Designer. 17 Page SIMPSON STRONG -TIE COMPANY INC. (800) 999-5099 5956 W. Las Positas Blvd., Pleasanton, CA 94588. www.strongtie.com Job Name: Bussman Residence Wall Name: SW#1 Application: Standard Wall on Concrete Design Criteria: * Slab on grade - Slab edge * 2009 International Bldg Code * Seismic R=6.5 * 2500 psi concrete Anchor Solution Details: SWAB7/8 5' e �e • S�IIII _ e de 5' Min. T - =1 a J1 �I 011=1 :111—W 1=111= =1 I I1=1 =11 F 'h W Min. 'hW Min. W Section at Slab Edge Anchor Solution Assuming Cracked Concrete Design: Model W de Anchor Bolt SW24x8 29 10 SWAB7/8 SW18x8 29 10 SWAB7/8 Notes: 'h W Slab edge and surrounding foundation F— Simpson Strong -Wall not shown for clarity -------- ------ - --i 'h W i • W S S = Wall Length minus 73/4 J 1h W Slab-Edge.F-ooting-Plan ---- �-y ()F LA QUI NTA 6- u, DING & SAD ,L PT. Anchor Soluti� n Ass uAPPROVE `mrn9,Uynajac�kesl onsarete Deiign: Model DAT W de gy_Aachor-Bolt SW24x8 25 9 SWAB7/8 SW18x8 25 9 SWAB7/8 1. Anchor Design conforms to ACI 318 Appendix D assuming, ASTM A307 or ASTMF1554, Grade 36 anchor rods and no supplementary reinforcement. 2. Seismic indicates Seismic Design Category C through F. Detached one- and two-family dwellings in SDC C may use wind anchorage solutions. Seismic anchorage designs conform to ACI 318-08 Section D.3.3.4 3. Footing dimensions are for anchorage only. Foundation design (size and reinforcement) by Designer. 4. SWAB7/8 anchor bolt available in 18", 24", 30" or 36" length. Minimum length required = H + ce + 6.5". If minimum length exceeds 36" - Use SWAB7/8x18 with CNW7/8 coupler nut and 7/8" A36 all thread extension. Page SIMPSON STRONG -TIE COMPANY INC. (800) 999-5099 5956 W. Las Positas Blvd., Pleasanton, CA 94588. www.strongtie.com Job Name: Bussman Residence Wall Name: SW#2 Application: Standard Wall on Concrete Design Criteria: * 2009 International Bldg Code * Seismic R=6.5 * 2500 psi concrete * Alternate Basic or Basic Load combination * ASD Design Shear = 2754 lbs Selected Strong -Wall® Panel Solution: Strong -Tie' Model Type W H T Sill End Anchor Total Axial Load Actual Uplift (in) (in) (in) Anchor Bolts (lbs) (lbs) SW18x8 0.33 I 918 < 1100 OK 0.83 I 0.28 0.42 SW18x8 _ 0.33 I 918 1100 OK SW18x8 Wood 18 93.25 3.5 2- 5/8" 2 - 7/8' 2000 5714 Ib SW18x8 Wood 18 93.25 3.5 2- 5/8" 2 - 7/8' 2000 5714 Ib SW18x8 — Wood 18 93.253.5 2- 5/8" 2 - 7/8" 2000 5714 Ib Actual Shear & Drift Distribution: Model _ RR Relative Rigidity Actual Allowable Shear Shear (lbs) (lbs) Actual / Allow Shear Actual Drift (in) Drit: Lima (in) SW18x8 0.33 918 < 1100 OK 0.83 0.28 0.42 SW18x8 0.33 I 918 < 1100 OK 0.83 I 0.28 0.42 SW18x8 _ 0.33 I 918 1100 OK 3-SW18x8 are OK along the same wall line. Notes: - The combined effect of the downward vertical axial load and overturning Wall® shearwall shall be evaluated by the Specifier as not to exceed the' Disclaimer: "-,) a I 6-tAr0.42 QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION the compression p st�ofthe Wood Strong- Allowabte-ME rticsai oad. It is the Designer's responsibility to verify product suitability under applicable building codes. In order to verify code listed applications please refer to the appropriate product code reports at www.strongtie.com or contact Simpson Strong -Tie Company Inc. at 1-800-999-5099. Pagea SIMPSON STRONG -TIE COMPANY INC. (800)999-5099 5956 W. Las Positas Blvd., Pleasanton, CA 94588. www.strongtie.com Job Name: Bussman Residence Wall Name: SW#2 Application: Standard Wall on Concrete Design Criteria: ' Slab on grade - Slab edge " 2009 International Bldg Code * Seismic R=6.5 2500 psi concrete Anchor Solution Details: Strong -Tie 13/4 :: Midwall Corner :� <' •� °`' T , , , • ' ° Slab not ° d• I shown 111„ Qe o•• ' ' ' I for clarity max. , , -°, , Qi A 1• a d d • .1 ae • •I e d •` 1^n 2 12„., • e '. 11/2 .d • ° . ° °.. 4" min Slab Edge Perspective View TY ®� PlanCV�ibWTA SAFEIN DEPT. F,8,ppFkOVED LDING & T— N CC N --— - --- -- ---- -- _ FOR Model Anch7Bolt-- Curb Dimensions (in.) Allowatle Tension Loads (lbs.) Width Diameter Length( — _ Min. Embed. (le) Mid E$�'--er Corn SWI 8x8 SSTB28 I 12 I 0.87 29.875 I 24.875 i ^T 11.060"'—'� 11645 Notes: 1. Anchor design based on ICC -ES ESR -2611. 2. Seismic indicates Seismic Design Category C through F. Detached one- and two-family dwellings in SDC C may use wind anchorage solutions. 3. Midwall loads apply when anchor is 1.5 le or greater from the end. For bolts acting in tension simultaneously, the minimum bolt center -to -center spacing is 3 le. 4. Footing dimensions are for anchorage only. Foundation design (size and reinforcement) by Designer. Pa2)3 SIMPSON STRONG -TIE COMPANY INC. (800)999-5099 5956 W. Las Positas Blvd., Pleasanton, CA 94588. www.strongtie.com Job Name: Bussman Residence Wall Name: SW#2 Application: Standard Wall on Concrete Design Criteria: * Slab on grade - Slab edge * 2009 International Bldg Code * Seismic R=6.5 * 2500 psi concrete Anchor Solution Details: 5' e - e H de SII 5' Min. u T— SWAB7/8 Slab edge and surrounding foundation 37/8—► Simpson Strong -Wall not shown for clarity ------ ----i ,/2 W _ I i I W _ I t1/2 W ------7 -------- I I I _ I ' .I I. �I I 11= -111= —111-1 =1� 'kW Min. 'hW Min. W Section at Slab Edge Anchor Solution Assuming Cracked Concrete Design: Model W de Anchor Bolt SW18x8 29 10 SWAB7/8 Notes: --------------------- S_ -----------------=S '/2 W S = Wall Length minus 73/4 '/2 W Slab EdCgei_ foot gingin Plan„ % QUI NTA & A'ETY DEPT- gUIE..DI-RaI'lEN Anchor Solutio Ass n 'C3 ImsmUCTiD p g ' ricracked Concrete Design: Model BY SW18x8 1 25 1 9 1 SWA137/8 1. Anchor Design conforms to ACI 318 Appendix D assuming, ASTM A307 or ASTMF1554, Grade 36 anchor rods and no supplementary reinforcement. 2. Seismic indicates Seismic Design Category C through F. Detached one- and two-family dwellings in SDC C may use wind anchorage solutions. Seismic anchorage designs conform to ACI 318-08 Section D.3.3.4 3. Footing dimensions are for anchorage only. Foundation design (size and reinforcement) by Designer. 4. SWAB7/8 anchor bolt available in 18", 24", 30" or 36" length. Minimum length required = H + de + 6.5". If minimum length exceeds 36" - Use SWAB7/8x18 with CNW7/8 coupler nut and 7/8" A36 all thread extersion. Zl• Page 3 ';;k Title: Bussman Residence Job # 130541 STRUCTURAL ENGINEERING Engineer: Reza Asgharpour, P.E. Project Desc.: New Patio/Trellis CIVIL AND STRUCTURAL ENGINEERING 17s70 sPRITcnmo LANE, SHITE D Maximum Axial + Bending PALM DESERT, CA Maximum Shear Ratios P:760-360-9998 P:760-360-9903 C060-808-91,16 •GeneralInformation _ _` THAI L: REZA9RASrR1CIURAL.CCN Location Analysis Method : Allowable Stress Design Printed: 22 AUG 2013,11:33AM Wood Column 'Flle:oaUsersTrontOfficeloocumentslENEROALCData FileMbussmanresidence.ec6 0.02011 ENERCALC, INC. t983-2012; Build:6.12.9.26, Ver.6.12.1.31 Description : 6x6 POST (fw t�_3 Code'References Calculations per 2005 NDS, IBC 2009, CBC 2010, ASCE 7-05 Maximum Axial + Bending Load Combinations Used : ASCE 7-05 Maximum Shear Ratios Load Combination •GeneralInformation _ _` Status Location Analysis Method : Allowable Stress Design Status Wood Section Name 6x6 End Fixities Top Free, Bottom Fixed 0.02011 Wood Grpding/Manuf. Graded Lumber Overall Column Height 6.333 ft wood Member Type Sawn ( used for non -slender calculations) +D+0.70E+H 0.4577 Wood Species Douglas Fir - Larch 0.0 ft Exact Width5.50 In Allowable Stress Modification Factors Wood Grade No.1 6.291 ft Exact Depth 5.50 in Cf or Cv for Bending 1.0 Fb - Tension 1200 psi Fv 170 psi Area 30.250 in^2 Cf or Cv for Compression 1.0 Fb - Compr 1200 psi Ft 825 psi Ix 76.255 in^4 Cf or Cv for Tension 1.0 Fc - Prll 1000 psi Density 32.21 pcf ly 76.255 In^4 Cm: Wet Use Factor 1.0 Fc Perp 625 psi 0.02871 Ct :Temperature Factor 1.0 E : Modulus of Elasticity ... x -x Bending y -y Bending Axial Cfu : Flat Use Factor 1,0 Kf : Bmilt-up columns 1,0 NDS 15.3.2 Basic 1600 Minimum 580 1600 1600 ksi Use Cr: Repetitive ? No (non-glb only) 580 0.0 ft 0.03828 Brace condition for deflection (buckling) along columns : Load Combination ASCE 7-05 X -X (width) axis : Unbraced Length for X -X Axis buckling = 6.333 ft, K = 2.1 Y -Y (depth) axis :Unbraced Length for X -X Axis buckling = 6.333 ft, K = 2.1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weiqht included : 42.851 lbs * Dead Load Factor AXIAL LOADS .. . Axial Load at 6.333 ft, D = 0.250 k BENDING LOADS ... Lat. Point Load at 6.333 ft creating Mx -x, E = 0.450 k 'DESIGN,SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.4577 :1 Maximum SERVICE Lateral Load Reactions . . Load Combination +D+0.70E+H Top along Y -Y 0.0 k Bottom along YY� :_---0;450 k Governing NDS Forumla Comp + Mxx, NDS Eq. 3.9-3 Top along X -X 0 Osk�----�Botta n along X -X 0.0 k Location of max.above base 0,0 ft �- "" , r- t j'VTA Maximum SERVICE LoV6'196 d Lateral'Deflections-.... - _ fit=PA At maximum location values are ... Along Y -Y 0.5369 in Cat ^ 6 - TY Applied Axial �, 33 k above base PP 0.2929 k P c i l N j tilt t cgL Applied Mx -1.995 k -ft for load comblpation :-E Only �-� Applied My 0.0 k ft Along X -X OO:�in' ate �f,0�0 ft" above base TIU Fc: Allowable 520.45 psi for load ooNmbinatior �a COIF S -I ROG Other Factors used to calculate allowable stressEs ... PASS Maximum Shear Stress Ratio = 0.03828 :1 endin Compression Tension Load Combination +D+0.70E+H Cf or Cv : Size based factors 1..1by-X1.000 Location of max.above base 6.291 ft --- Applied Design Shear 10.413 psi Allowable Shear 272.0 psi r- Load'Combination Results. 02,2- Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D 0.02011 PASS 0.0 ft 0.0 PASS 6.333 ft +D+0.70E+H 0.4577 PASS 0.0 ft 0.03828 PASS 6.291 ft +D+0.750Lr+0.750L+0.5250E+H 0.3434 PASS 0.0 ft 0.02871 PASS 6.291 ft +D+0.750L+0.750S+0.5250E+H 0.3434 PASS 0.0 ft 0.02871 PASS 6.291 ft +0.60D+0.70E+H 0.4544 PASS 0.0 ft 0.03828 PASS 6.291 ft 02,2- STRUCTURAL ENGINEERING ,119 IL CIVIL AND STRUCTURAL ENGINEERING 17570 SPwznmo LANE, SUITE D PALN DESERT, CA P:160-360-9998 ►:760-360-9903 C:760-808-9166 ENAI L: R6ABRAMUCfURAL.CCH Wood Column Description : 6x6 POST Maximum Reactions - Unfactored X -X Axis Reaction Load Combination @ Base @ Top D Only k E Only k D+E k Maximum Deflections for Load Combinations - Unfactored Loads Title: Bussman Residence Job # 130541 Engineer: Reza Asgharpour, P.E. Project Desc.: New Patio/Trellis Printed: 22 AUG 2013,11:33AM File: cAUsersTront OfflcMDccumenMENERCALC Data Fllestbussman residence.ec6 ENERCALC, INC. 1a63.2012,.Build:6a2.9.26, Ver:6.121.31 Note: Only non -zero reactions are listed. Y -Y Axis Reaction Axial Reaction @ Base @ Top @ Base k 0.293 k 0.450 k k 0.450 k 0.293 k Load uombmation Max. X -X Deflection Distance Max. Y -Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 In 0.000 ft E Only 0.0000 in 0.000 ft 0.537 in 6.333 It D+E 0.0000 in 0.000 ft 0.531 in 6.290 ft Sketches --- 6x6 5.50 in Loads are Woac Loads I _ r7 M M m CITY OF LA QUINTA SUILDING & SAFETY' DEPT. C1I 1 "'ONSTRUGTION I LH rE BY (a STRUCTURAL ENGINEERING JIF CIVIL AMD STRUCTURAL ENGINEERING 77570 SPRIICPIELD LANE, SUITE D PAW DESERT. CA P:760-360-9998 ►:760-760-9903 C:760-606-9116 ENAI L: RZZA9R&ST XJCrURAL.CCN Title: Bussman Residence Job # 130541 Engineer: Reza Asgharpour, P.E. Project Desc.: New Patio/Trellis Printed: 22 AUG 2013,11:38AM LS. teel-Column File: C:1UserslFront Office0ocumentsTNERGALC Data Fileslbussman residence.ec6 ` ENERCALC, INC. 1983-2012, Build:6.12.9.26, Ver:6.12.1.31 Description : STL ANGLE (Sw 43 CodiAeferences Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used : ASCE 7-05 General i4ormation y - �� Steel Section Name: L5x5x3/8 Maximum Axial +Bending Overall Column Height 1.667 ft Analysis Method : Allowable Strength Stress Ratio Status Top & Bottom Fixity Top Flee, Bottom Fixed Steel Stress Grade +D+0.70E+H 0.485 PASS Fy : Steel Yield 36.0 ksi Brace condition for deflection (buckling) alongicolumns E : Elastic Bending Modulus 29,000.0 ksi 0.364 PASS X -X (width) axis : Unbraced Length for X=X Axis buckling =1.667 ft, K = 2.1 Load Combination : ASCE 7-05 +D+0.750L+0.750S+0.5250E+H Y -Y (depth) axis : Unbraced Length for X -X Axis buckling =1.667 ft, K = 2.1 Applied Loads 890 RASA --o-0 Service loads entered Load Factor will be applied for calculations Column self weight included : 20.504 lbs' Dead Load Factor 0.34 ft 0.000 PASS 0.00 ft BENDING LOADS ... Moment acting about X -X axis, E = 3.60 k -ft DESIGN SUMMARY _ ____ _.. ,-7 X -X Axis Reaction Bending & Shear Check Results Y -Y Axis Reaction Axial Reaction Load Combination PASS Max. Axial+Bending Stress Ratio = 0.4853 : 1 Maximum SERVICE Load Reactions - Load Combination +D+0.70E+H Top along X -X 0.0 k Location of max.above base 0.3356 ft Bottom along X -X 0.0 k At maximum location values are ... Load Combination Top along Y -Y 0.0 k Pa : Axial 0.02050 k Bottom along Y -Y 0.0 k Pn / Omega: Allowable 49.211 k Steel Section Properties : Ma -x: Applied 2.520 k -ft Maximum SERVICE Load Deflections ... Mn -x I Omega: Allowable 5.195 k -ft Along Y -Y -0.01722 in 3t 1.667ft above base Iva -y: Applied 0.0 k -ft for load combination : E Only Mn -y 1 Omega: Allowable 4.888 k -ft Along X -X 0.0 in at O.Oft above base for load combination PASS Maximum Shear Stress Ratio = 0.0 :1 Load Combination Location of max.above base 0.0 ft At maximumpplied tion values are ... Va : A 0.0 k CITY OF LA QUI NTA Vn/Omega: Allowable 0.0 k BUILDIIf\IG & SAFETY DEPT. Load Combinatlon,ResultS _ `�'"} A t:; � 0 0 rM AIM M Maximum Axial +Bending Stress Ratios° FOIR (M9ir4I1m1SheaiJ3ati6s7N Load Combination Stress Ratio Status Location Stress Ratio Status Location +D+0.70E+H 0.485 PASS 0.34 ft 0.000 PAS 3 0.00 ft +D+0.750Lr+0.750L+0.5250E+H 0.364 PASS 0.00 ft DATE _0-000— 0:00–it— +D+0.750L+0.750S+0.5250E+H 0.364 PASS 0.00 ft 890 RASA --o-0 +0.60D+0.70E+H 0.485 PASS 0.34 ft 0.000 PASS 0.00 ft JMaximum ReactIOnS Un6Ftored- Note: 011y non -zero reactions are listed. X -X Axis Reaction Y -Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base E Only k k k Maximum Deflections for,Load Combinations - UnfactorediLoads Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance E Only 0.0000 in 0.000 -ft-0.017 in 1.656 ft Steel Section Properties : j L5x5x3/8 STRUCTURAL ENGINEERING CIVIL AND STRUCTURAL ENGINEERING 77570 SPRIMMLD LANE, SUM D PALM DESERT, CA P:760-360-9998 ►:760-360-9903 C:760-808-91416 SNAIL: REZAGRASERICTURAL.Ca4 Steel Column Title: Bussman Residence Job # 130541 Engineer: Reza Asgharpour, P.E. Project Desc.: New Patio/Trellis Printed: 22 AUG 2013,11:38AM OfficeMocumentslENER.ALC Data Flleslbussman residence.ec6 ENERCALC, INC. ` 983.2012, Build:6.12.9.26, Ver:6.12.1.31 Description : STL ANGLE 0.980 Iz = 3.550 inA4 Steel Section Properties : L5x5x318 Yp = 0.365 in Rz = 0.986 in Depth = 5.000 to I xx = 8.76 inA4 J = 0.183 inA4 S xx = 2.41 In A3 Cw = 0.33 inA6 Leg Width = 5.000 in R xx = 1.550 in Ro = 2.760 in Thickness = 0.375 in Zx = 4.330 inA3 Area = 3.610 in A2 I yy = 8.760 inA4 Weight = 12.300 plf S yy = 2.410 inA3 Kdesign = 0.875 in R yy = 1.550 in Yog = 1.370 in Qs = 0.980 Iz = 3.550 inA4 Sz = 1.000 inA3 Yp = 0.365 in Rz = 0.986 in Tana = 1.00 deg Eo = 0.365 in X M -x Loads • Loads are total entered value. Arrows db not reflect absolute direction F�of QUiNTA LDI & SAFETY DEPT. NED t FOR Z;ONST oA-fE _---- BY CLIENT: 13ossmon P6dite RA SHEET: SUBJECT:,Vew p,, ho /pellit Structural EngineeringJOB NO: 13o5Y/ DESIGN BY: R A . DATE: g l is -113 SnPov I�la)I oh 3r;db'n6 (0. (Iw-a5) Q = qoo 16 s x Z y5o I b s 1U re p✓� iZ� tot-PAn" so p-UCh OnP 7t 225 l�s� (i e 412 lis 74' o�46 d iY�r�Q h (fee s,v# 3 ufe 6 x 6 Pas�- wI C 5X SX 3/P s 11w&4c- YPOK l✓all on rdllne O L 50 I Z qpp lbs X Z X 6,5 J= l,000 16s 64)slJ ufe Sw iSjA8 > Idoo lir iA. Shea U/a l l on 9r�d l ine CZ . (s,w # 7 \ ,v, -- - - -- --------------------- - F= rN,'�Sn 16s X 5�' Z = I'; 72 5 i bs 6 N, 5' Vito L; (F6o Ib.r E c� TY -_0'F gyp,UIt�iTA S�Po✓ tn/al� en �rdli�P & SAFETy DEPS:.. (sw p-�� *'� t C BUILDING ®vE� F H CONS -(RUCTION Z ;�S�IbsX2�+(gools� " s = 1 957 Ibs N 6.s B �( DATE ---� use fix/ /,e6odc E41 SllpoV WAI) ovi i'dilne O �sw 09) Dtb-D 4 C� f (iso l bsX /, s- } (?60br X z X 6 =1;630 /6s uf-e sw I�x _� /,loo I S w oz� SIMPSON STRONG -TIE COMPANY INC. (800) 999-5099 5956 W. Las Positas Blvd., Pleasanton, CA 94588. www.strongtie.com Job Name: Bussman Residence Wall Name: SW#7 Application: Standard Wall on Concrete Design Criteria: * 2009 International Bldg Code * Seismic R=6.5 * 2500 psi concrete * Alternate Basic or Basic Load combination * ASD Design Shear = 1725 lbs Selected Strong -Wall® Panel Solution: Actual Shear & Drift Distribution: Actual Allowable Actual / Actual Drill Model End Total Axial Actual Model Type W H T Sill Ancho6. Load Uplift 0.49 0.52 (in) (in) (in) Anchor Bolts (lbs) (lbs) SSW18x10 Steel 18 117.25 3.5 N/A 2-V 100 16305 Ib Actual Shear & Drift Distribution: 1-SSW18x10 is OK. C)UIN -A C' OF l� - Notes: DEPT. PD E'Jll_,�tNO & SAFETY AP Disclaimer: FOR CONSTRUCTION It is the Designer's responsibility to verify product suitability under applicable building codes. Ir: orogr to verify co_c applications please refer to the appropriate product code reports at www.stro,ngtie::com-or-cont-pct Simp os_ Simpson Company Inc. at 1-800-999-5099. Pa Z-7 Actual Allowable Actual / Actual Drill Model Shear Shear Allow Drift Limt — (lbs) (lbs) Shear (in) (W SSW18x10 1725 < 1860 OK 0.93 0.49 0.52 1-SSW18x10 is OK. C)UIN -A C' OF l� - Notes: DEPT. PD E'Jll_,�tNO & SAFETY AP Disclaimer: FOR CONSTRUCTION It is the Designer's responsibility to verify product suitability under applicable building codes. Ir: orogr to verify co_c applications please refer to the appropriate product code reports at www.stro,ngtie::com-or-cont-pct Simp os_ Simpson Company Inc. at 1-800-999-5099. Pa Z-7 SIMPSON STRONG -TIE COMPANY INC. (800)999-5099 5956 W. Las Positas Blvd., Pleasanton, CA 94588. www.strongtie.com Job Name: Bussman Residence Wall Name: SW#7 Application: Standard Wall on Concrete Design Criteria: * Slab on grade - Slab edge * 2009 International Bldg Code * Seismic R=6.5 * 2500 psi concrete Anchor Solution Details: SSWAB Shear reinforcement when required Strong -Tie 3' H . 'I I I de a • r, i i '/z W 3' Clr. Min W 11111111 lima 11IM111111211111mia . i i 'feW 'kW 1hid W�-'hW ---5 -- --1hW� Slab -on -Grade Section View Perspective View Footing �UN an CITY C)F LA I -IA gUlLD41' 1G &'SAFETY DEPT- AnchorSolution Assuming Cracked Concrete Design: Anchor Solution Ass r)p� 9 g ti"mi�ig�Uncra.:ke Co numete, De ign: I �..n rnr t�cf Hoe o � � t Model W de S Anchor Bolt Strength SSW18x10 56 19 12.25 SSWABI High Strength Model I JW I de I S I Ar�chor Bolt SSW18x10 1 W9 I 17 112.25 1 SSWABI I High Strength Notes: 1. Anchor Design conforms to ACI 318 Appendix D with no supplementary reinforcement and cracked or uncracked concrete as noted. 2. Anchorage strength indicates required grade of SSWAB anchor bolt. Standard or High Strength (HS). 3. Seismic indicates Seismic Design Category C though F. Detached 1 & 2 family dwellings in SDC C may use wind anchorage solutions. Seismic anchorage designs conform to ACI 318-08 Section D.3.3.4 4. Footing dimensions are for anchorage only. Foundation design (size and reinforcement) by Designer. The registered design professional may specify alternate embedment, footing size or anchor Colt. Lb Page SIMPSON STRONG -TIE COMPANY INC. (800) 999-5099 5956 W. Las Positas Blvd., Pleasanton, CA 94588. www.strongtie.com STEEL STRONG -WALL® SHEAR ANCHORAGE Foundation shear reinforcement to resist shear forces from Strong-WalI5 panels located at the edge of concrete is shown in the table below. The SSW12 and SSW15 used in wind applications do not require shear reinforcement when the panel design shear force is less than the anchorage allowable shear load shown In the table below. Strong -Tie 1. Shear anchorage designs conform to ACI 318.05 and assume minimum fc-2500 psl concrete. 2. Shear reinforcement is not required for panels Installed on a wood floor, Interior foundation applications (panel Installed away from edge of concrete), or braced -wall panel applications. 3. Seismic indicates Seismic Design Category C through F. Detached 1 and 2 family dwellings In SDC C may use wind anchorage solutions. Seismic shear reinforcement designs conform to ACI 318.05 Section 0.3.3.4. 4. Wind includes Seismic Design Category A and B. 5. Where noted minimum curb/stemwall width Is 6' when standard -strength SSWAB Is used. 6. Use (1)13 de for SSW12 and SSW15 when the Steel Strong -Wall* panel design shear force exceeds the tabulated anchorage allowable shear load. 7. The registered design professional may specify alternate shear anchorage. iiiiaiiiiiiiiiiriii secureSSWAB 03 Hairpin Field tie and during grade 40 rebar concrete placement. Overlap (Min.) varies with boll spacing. Hairpin Shear Reinforcement .......................... SSWAB 13 Tie F] grade 40 rebar (Min.) Tie Shear Reinforcement SSWAB CITY OF LA CSU I N TA seeatabefor`requiredquantity. BUILDING S: •` AFE DEPT. 1°h'CLR� N/a'SDacing APPROVED OR CON -31 RUCTION F LP�� E ------ BY Hairpin Installation (Garage curb shown, other footing types similar) Za Page SEISMIC& f I WIND& y Model. Lt or Lh.� r .Minimum I Minimum ASD Allowable Shear Load W ( IDs) (in) Shear Eurb/Stemwall'' Shear CurhlStemwall Reinforcement Width IRelnfoaeement Width 8'MlnimumCurb/Stemwell 5 - minimum curb/Stemwall (In) tin): Untracked T cracked I Uncnckec Cracked SSW12 9 (1) 03 Tie 6 None required — 1370 1 980 1 1605 1145 SSW15 12 (1)03 Tie 6 None required — 1765 1260 1 2015 1 1440 SSW18 14 (1)13 Hairpin 81 (1)03 Hairpin (1) 03 Hairpin (2) f3 Hairpins 6 6 6 Hairpin reinforcement achieves maximum allowable shear load of the Steel Strong -Wall° panel. SSW21 15 (1) 03 Halrpin 85 SSW24 17 1 (2) f3 Hairpins 85 1. Shear anchorage designs conform to ACI 318.05 and assume minimum fc-2500 psl concrete. 2. Shear reinforcement is not required for panels Installed on a wood floor, Interior foundation applications (panel Installed away from edge of concrete), or braced -wall panel applications. 3. Seismic indicates Seismic Design Category C through F. Detached 1 and 2 family dwellings In SDC C may use wind anchorage solutions. Seismic shear reinforcement designs conform to ACI 318.05 Section 0.3.3.4. 4. Wind includes Seismic Design Category A and B. 5. Where noted minimum curb/stemwall width Is 6' when standard -strength SSWAB Is used. 6. Use (1)13 de for SSW12 and SSW15 when the Steel Strong -Wall* panel design shear force exceeds the tabulated anchorage allowable shear load. 7. The registered design professional may specify alternate shear anchorage. iiiiaiiiiiiiiiiriii secureSSWAB 03 Hairpin Field tie and during grade 40 rebar concrete placement. Overlap (Min.) varies with boll spacing. Hairpin Shear Reinforcement .......................... SSWAB 13 Tie F] grade 40 rebar (Min.) Tie Shear Reinforcement SSWAB CITY OF LA CSU I N TA seeatabefor`requiredquantity. BUILDING S: •` AFE DEPT. 1°h'CLR� N/a'SDacing APPROVED OR CON -31 RUCTION F LP�� E ------ BY Hairpin Installation (Garage curb shown, other footing types similar) Za Page SIMPSON STRONG -TIE COMPANY INC. (800)999-5099 5956 W. Las Positas Blvd., Pleasanton, CA 94588. www.strongtie.com Job Name: Bussman Residence Wall Name: SW#8 Application: Standard Wall on Concrete Design Criteria: * 2009 International Bldg Code * Seismic R=6.5 * 2500 psi concrete * Alternate Basic or Basic Load combination * ASD Design Shear = 1857 lbs Selected Strong -Wall® Panel Solution: Actual Shear & Drift Distribution: Actual Allowable Actual / Actual Drit Model End Total Axial Actual Model Type W H T Sill Ancho- Load Uplift _ (in) (in) (in) Anchor Bolts (lbs) (lbs) SSW18x10 Steel 18 117.25 3.5 N/A 2-1" 100 17963 Ib Actual Shear & Drift Distribution: 1-SSW18x10 is OK. Notes: Disclaimer: It is the Designer's responsibility to verify product suitability under applica applications please refer to the appropriate product code reports at www. Company Inc. at 1-800-999-5099. CITY OF LA CSUINTA BUlLUU,�G &'AFETY DEPT. APPROVED build,noFto(d pI order to vOenNfy code listed ngtie.com or contact Simpson Strong -Tie DATE — BY Page1 0 3 Actual Allowable Actual / Actual Drit Model Shear Shear Allow Drift Lima (lbs) (lbs) Shear (in) (in: SSW 8x10 1857 c 1860 OK 1.00 0.53 1-SSW18x10 is OK. Notes: Disclaimer: It is the Designer's responsibility to verify product suitability under applica applications please refer to the appropriate product code reports at www. Company Inc. at 1-800-999-5099. CITY OF LA CSUINTA BUlLUU,�G &'AFETY DEPT. APPROVED build,noFto(d pI order to vOenNfy code listed ngtie.com or contact Simpson Strong -Tie DATE — BY Page1 0 3 SIMPSON STRONG -TIE COMPANY INC. (800)999-5099 5956 W. Las Positas Blvd., Pleasanton, CA 94588. www.strongtie.com Job Name: Bussman Residence Wall Name: SW#8 Application: Standard Wall on Concrete Design Criteria: * Slab on grade - Slab edge 2009 International Bldg Code Seismic R=6.5 * 2500 psi concrete Anchor Solution Details: X Clr. SSWAB Shear reinforcement H Slab -on -Grade Section View Perspective View r Anchor Solution Assuming Cracked Concrete Design: Anchor Model W de S Anchor Bolt Strength SSW18x10 56 19 12.25 SSWAB1 High Strength Notes: Strong -Tie I • I r- -- :--r---1--------I I I , 1 I/2 W I 1 1 I I I W I. 1 I, I r I Ik W I----- ----- �I Ih W—► ra ung ran -ITY ®F= UiNTA BUILDING &SAFETY DEPT. APF'PROVED sse)CneAum ng Unrackdoccrte Design: ModelWp TEde S— FAr�chor Bolt Streit g t h LS—SW,-8xlo 49 17 12.25 SSWABI High Strength 1. Anchor Design conforms to ACI 318 Appendix D with no supplementary reinforcement and cracked or uncracked concrete as noted. 2. Anchorage strength indicates required grade of SSWAB anchor bolt. Standard or High Strength (HS). 3. Seismic indicates Seismic Design Category C though F. Detached 1 & 2 family dwellings in SCLC C may use wind anchorage solutions. Seismic anchorage designs conform to ACI 318-08 Section D.3.3.4 4. Footing dimensions are for anchorage only. Foundation design (size and reinforcement) by Designer, The registered design professional may specify alternate embedment, footing size or anchor belt. 3� Page of 3 SIMPSON STRONG -TIE COMPANY INC. (800)999-5099 5956 W. Las Positas Blvd., Pleasanton, CA 94588. www.strongtie,com Strong -Tie STEEL STRONG -WALL® SHEAR ANCHORAGE Foundation shear reinforcement to resist shear forces from Strong-WaIM panels located at the edge of concrete is shown in the table below. The SSW12 and SSW15 used in wind applications do not require shear reinforcement when the panel design shear force is less than the anchorage allowable shear load shown in the table below. 1. Shear anchorage designs conform to Act 318-05 and assume minimum (c=2500 psi concrete. 2. Shear reinforcement is not required for panels installed on a wood floor, Interior foundation applications (panel installed away from edge of concrete), or braced -wall panel applications. 3. Seismic indicates Seismic Design Category C through F. Detached 1 and 2 family dwellings in SDC C may use wind anchorage solutions. Seismic shear reinforcement designs conform to ACI 318-05 Section 0.3.3.4. 4. Wind includes Seismic Design Category A and B. 5. Where noted minimum curb/stemwalt width Is 6' when standard -strength SSWA81s used. 6. Use (1) 13 tie for SSW12 and SSW15 when the Steel Strong -Wall* panel design shear force exceeds the tabulated anchorage allowable shear load. 7. The registered design professional may specify alternate shear anchorage. SSWAB 13 Hairpin Field tie and during grade 1Overlap (Min.) varies with boll spacing. Hairpin Shear Reinforcement SSWAB 93 Halryln (/3 tie stmt see table for required I 1'h' CLR 11N Sp G SSWAB 13 Tie Fielc tie and secure grade 40 during concrete Tie Shear Reinforcement CITY OF LA QUINTA UILDING & SAFETY DEPT, ly. gAPPROVED FOR,CONSTRLCTION Hairpin Installation (Garage curb shown, other footing types similar) BY Pag of 3 SEISMV WIND' Lt or Lh : Minimum Minimum ASD Allowable Shea Load Y; Model. , (In)4 l Shear Curb/StemwslP Shear Curb/Stemwall (lbs),- r (Reinforcement Width Reinforcement, Width 6'MlnfmumCurb/Stemwall a -Minimum Curb/Stemwall In � ( ) (]n) ( Untracked Cracked Uncratkac Cracked. SSW12 9 (1)/3 Tie 6 None required — 1370 980 1605 1145 12 (1)/3Tie 6 None required — 1765 1260 2015 1440 p 14 (1)13 Hairpin 8' (1)83 Hairpin (1)/3 Hairpin (2) Y3 Hairpins 6 6 6 Hairpin reinforcement achievesmaalmum allowable shear load ofthe Steel Strong,Nali° panel. 15 (1)13 Hairpin 8' 17 (2) /3 Hairpins 8' 1. Shear anchorage designs conform to Act 318-05 and assume minimum (c=2500 psi concrete. 2. Shear reinforcement is not required for panels installed on a wood floor, Interior foundation applications (panel installed away from edge of concrete), or braced -wall panel applications. 3. Seismic indicates Seismic Design Category C through F. Detached 1 and 2 family dwellings in SDC C may use wind anchorage solutions. Seismic shear reinforcement designs conform to ACI 318-05 Section 0.3.3.4. 4. Wind includes Seismic Design Category A and B. 5. Where noted minimum curb/stemwalt width Is 6' when standard -strength SSWA81s used. 6. Use (1) 13 tie for SSW12 and SSW15 when the Steel Strong -Wall* panel design shear force exceeds the tabulated anchorage allowable shear load. 7. The registered design professional may specify alternate shear anchorage. SSWAB 13 Hairpin Field tie and during grade 1Overlap (Min.) varies with boll spacing. Hairpin Shear Reinforcement SSWAB 93 Halryln (/3 tie stmt see table for required I 1'h' CLR 11N Sp G SSWAB 13 Tie Fielc tie and secure grade 40 during concrete Tie Shear Reinforcement CITY OF LA QUINTA UILDING & SAFETY DEPT, ly. gAPPROVED FOR,CONSTRLCTION Hairpin Installation (Garage curb shown, other footing types similar) BY Pag of 3 Reza PROJECT: ,Grade,Beam(Worst Case). 6-8.OPAGE: As har OUr CLIENT: �Bussman ResidenCe DESIGN BY: R.A. 9 p JOB NO.: 130541` DATE : REVIEW BY: R.A. Footing Desi n.of_Shear,WallIBasedion ACI 318-06 INPUT DATA WALL LENGTH WALL HEIGHT WALL THICKNESS FOOTING LENGTH FOOTING WIDTH FOOTING THICKNESS FOOTING EMBEDMENT DEPTH ALLOWABLE SOIL PRESSURE DEAD LOAD AT TOP WALL LIVE LOAD AT TOP WALL TOP LOAD LOCATION WALL SELF WEIGHT LATERAL LOAD TYPE (0=wind,l=seismic) SEISMIC LOADS AT TOP (E11.4, ASD) CONCRETE STRENGTH REBAR YIELD STRESS TOP BARS, LONGITUDINAL BOTTOM BARS, LONGITUDINAL BOTTOM BARS, TRANSVERSE Lw = t 1.5 ft h= 8 ft t = 6 in L =. 6.5 ft L, = 2.5 ft h B = 2.5 ft T = 18 In D = 1.5 It qa = 1:5 ksf D Pr,DL = 0.3 kips Pr,LL = 0.24 kips 10 a = 0.5 ft ), _ Pw = 0.1 kips 1 seismic F = 1:1 kips THE FOOTING DESIGN IS ADEQUATE. M = 0 ft -kips fc = 2.5 ksi fy = 60 ksi 3# 5 f__ _ # 5 # 3� 12 in o.c. <== Not Required Pr YSIS OVERTURNING FACTOR (IBC 06 1605.2.1, 1801.2.1, & ASCE 7-05 12.13.4) F =MR/ Mo = 1.22 > 1.4 x 0.75 / 0.9 for seismic Where Pf = 3.53438 kips (footing self weight) Mo = F (h + D) + M = 10 ft -kips (overturning moment) MR = (Pr,00 (L1 + a) + Pf (0.5 L) + Pw (L1 + 0.5Lw) = 13 ECK SOIL CAPACITY (ALLOWABLE STRESS DESIGN) Ps = 2.4375 kips (soil weight in footing size) P = (Pr,DL + Pr.1-0 + Pw + (Pf - Ps) = 1.74 kips (total vertical net load) MR = (Pr.DL + Pr, LL) (1-1 + a) + Pf (0.5 L) + Pw (L1 + 0.5Lw) = 13 e = 0.5 L - (MR - Mo) / P = 1.53 ft (eccentricity from middle of footing) P 1+6L L for e5- 91wnr = BL 6 2P for e>L = 0.27 ksf - Where e = 1.53 ft, > (L / 6) FOOTING CAPACITY (STRENGTH DESIGN) Mu.R = 1.2 [Pr,DL (1-1 + a) + Pf (0.5 L) + Pw (1-1 + 0.5Lw)) + 0.5 Pr, LL(1-1 + a) Mu•o = 1.4 (F(h + D) + M) = 15 ft -kips Pu = 1.2 (Pr,DL + Pf + Pw) + 0.5 Pr, LL = 5 kips eu = 0.51-- (Mu,R - Mlu,o) / Pu = 3.05 ft P„ I 1 +Lee„ \--, L .for e„ 5 9 -."AX = BL 6 = 6.35 ksf 2P„ L - 3B(O.SL-e„)for e„ > � 6 [Satisfactory] ft -kips (resisting moment with out live load) ft -kips (resisting moment wit) live load) CITY OF LA QUIN TA BUIL`DIIIrj& & SAFETY CY DEPT. A (s"rfo'��VCD FOR CONSTRICTION DATE 16 -,ft -kips- BY 0 qu,nox Pu,w 0 Reza PROJECT: Pride ,Beam(Worst Case) (,8,d, Z� _ PAGE Asgharpour CLIENT: 1Bussman Residence _ _ DESI3N BY: R.A. JOB NO.: 130541 may- DATE: ; REVIEW BY: JR.A. Footina Desion of Shear Wall Based nn Act sist.ns f INPUT DATA WALLLENGTH Lw = 2 =ft WALL HEIGHT h =, 8 'ft WALL THICKNESS t = 6 'in FOOTING LENGTH L =' _ 7.5 ,ft L1 = 2.75 ft FOOTING WIDTH B = _ 2.5 . ft FOOTING THICKNESS T= 18 in FOOTING EMBEDMENT DEPTH D = 1.5 ft ALLOWABLE SOIL PRESSURE qs = i 1.5 t ksf DEAD LOAD AT TOP WALL Pr,DL = 0.3 kips LIVE LOAD AT TOP WALL Pf,LL = 0.24 `. kips TOP LOAD LOCATION a =r 0.5 /ft WALL SELF WEIGHT Pw = t 0.1 kips LATERAL LOAD TYPE (0=wind,l=seismic) r 1 1seismic SEISMIC LOADS AT TOP (E/1.4, ASD) F =! 1.5 kips M = 0 ft -kips CONCRETE STRENGTH 2.5 ksi REBAR YIELD STRESS fy =1 60 I �ksi TOP BARS, LONGITUDINAL 3 # 5 BOTTOM BARS, LONGITUDINAL 3 # s 5 BOTTOM BARS, TRANSVERSE # 3 @ 12_ in o.c. P, - ANALYSIS CHECK OVERTURNING FACTOR (IBC 06 1605.2.1, 1801.2.1, & ASCE 7-05 12.13.4) F =MR/ Ma = 1.17 > 1.4 x 0.75 / 0.9 for seismic Where Pf = 4.07813 kips (footing self weight) Mo = F (h + D) + M = 14 ft -kips (overturning moment) MR = (Pr,DL) (1-1 + a) + Pf (0.5 L) + Pw (1-1 + 0.51-w) = 17 SOIL CAPACITY (ALLOWABLE STRESS DESIGN) Ps = 2.8125 kips (soil weight in footing size) P = (Pr,DL + Pr,L0 + Pw + (Pf - PO = 1.91 kips (total vertical net load) MR = (Pr,DL + Pr, LL) (1-1 + a) + Pf (0.5 L) + Pw (1-1 + 0.51_w) = 17 P = n 5 I - (M,. - M..)r P = 9 nA ff'Prcentricity from middle of footing) P 1+ L L for e_5- 4 BL 6 2P L or a>- 3B(0.5L-e)' 6 = 0.31 ksf Where a= 2.08 ft, > (L/6) CHECK FOOTING CAPACITY (STRENGTH DESIGN) Mu,R = 1.2 [Pr,DL (L1 + a) + Pf (0.5 L) + Pw (1-1 + 0.51-j] + 0.5 Pr, LL(L, + a) _ Mu,o = 1.4 [F(h + D) + M] = 20 ft -kips Pu = 1.2 (Pr,DL + Pf + Pw) + 0.5 Pr, LL = 5 kips eu = 0.5L - (MU,R - Mru,o) / Pu = 3.68 ft P„I 1+ 6e„ \ L , .for e„ 5 L BL 6 = 2p,, for ei > L 19.56 ksf 3B(0.5L-e„)' 6 6 7 THE FOOTING DESIGN IS ADEQUATE. < == Not Required [Satisfactory] ft -kips (resisting moment witt out live load) )s (r'esisting momentwith lid e�oad U I N 1 CITY �-� �SA1-ETY DEPT. PPROVED EUiLNNNG < a/-3 B CO'`'ST RUCT10N [Satisfactory] gY----- L)ATE ------- P" - BENDING MOMENT & SHEAR AT FACH FnnTINr cccT,nN Section 0 1/10 L 2/10 L 3/10 L 4/10 L 5/10 L 6/10 L 7/10 L 8/10 L 9/10 L L Xu (ft) 0 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50 Pu,w (klo 0.0 0.0 0.0 0.0 23.0 0.3 -22.4 0.0 0.0 0.0 0.0 Mu.w (ft -k) 0 0 0 0 -1 -10 -20 -21 -22 -22 -22 Vu,w (kips) 0 0 0 0 -7 -15 -7 -1 -1 -1 -1 Pu,f (ksf) 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 Mu,t(ft-k) 0 0 -1 -2 -3 -5 -7 -9 -12 -15 -18 Vu,f (kips) 0 0 -1 -1 -2 -2 -3 -3 4 4 -5 qu (ksf) -19.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Mu,q (ft -k) 0 4 8 12 16 20 24 28 33 37 41 Vu,q (kips) 0 5 5 5 5 5 5 5 5 5 5 £ Mu (ft -k) 0 4 7 10 12 6 -2 -2 -1 0 0 £ Vu (kips) 0 5 5 4 -3 -12 -5 1 1 0 0 15 10 5 0 -5 am 10 0 -10 -20 - oV Location Mu,max d (in) PregD PprovD Vu,max �Vc = 2 b d (f� )o.e Top Longitudinal -2 ft -k 14.69 0.0001 0.0021 12 kips 37 kips Bottom Longitudinal 12 ft -k 14.69 0.0018 0.0021 12 kips 37 kips Bottom Transverse " ' ' ' ' ' ' ' 0.0000 0.0000 0 kips / ft 14 kips / ft 0.85f -C 1- M„ 1-0.383bdz fc� P f r Where - 0.0018 Pmin 0.85Q eu F LA Q v' 1 V 1 A Pn2ax = f = °. -,',f' i ,� 1 ` DEPT. y Eu+Er 0.0129 #-,� •s SAFETY t �� • •(Satisfactory] iL -f ION Ft�Ft'O��SYRDC DATE BY (cont'd) 0 Reza PROJECT: Grade Beam(Worst Case) Graf 3 PAGE: As har OUr CLIENT: Bussman Residence_ DES193N BY: R.A. 9 p JOB NO.: :130541 - DATE: • REVIEW BY: R.A. Footin Design of Shear Walb Based on ACI 318-05 I INPUT DATA WALL LENGTH WALL HEIGHT WALL THICKNESS FOOTING LENGTH PING WIDTH PING THICKNESS TING EMBEDMENT DEPTH 'WABLE SOIL PRESSURE ) LOAD AT TOP WALL LOAD AT TOP WALL LOAD LOCATION - SELF WEIGHT .RAL LOAD TYPE (0=wind,1=seismic) MIC LOADS AT TOP (E/1.4, ASD) CONCRETE STRENGTH REBAR YIELD STRESS TOP BARS, LONGITUDINAL BOTTOM BARS, LONGITUDINAL BOTTOM BARS, TRANSVERSE P, - Lw= 1.5 ft h =: 10 'ft F r t = 6 in I' L = : 6.5 ft P L1 _ 2.5 ft h w B = 4.3333 • ft T= 24 in P D = • 2.5 ft i~ qa = 1.5 ksf D Pr,DL = Pr,LL = 0.3 0.24 kips kips 0 L 1 L w - a = 0.5 ft _ Pw = 0.1 kips 1 seismic F = 1.86 t kips THE FOOTING DESIGN IS ADEQUATE. M =. 0 ft -kips fc' = , 2.5 ksi 1 fy = 60 ' ksi 5 # 6 5 # 6 # 3 @ 12 ; in o.c. < == Not Required ANALYSIS CHECK OVERTURNING FACTOR (IBC 06 1605.2.1, 1801.2.1, & ASCE 7-05 12.13.4) F = MR / Mo = 1.19 > 1.4 x 0.75 / 0.9 for seismic [Satisfactory] Where Pf = 8.16827 kips (footing self weight) Mo = F (h + D) + M = 23 ft -kips (overturning moment) MR = (Pr,DL) (L1 + a) + Pf (0.5 Q + Pw (L1 + 0.51-w) = 28 ft -kips (resisting moment with out live load) SOIL CAPACITY (ALLOWABLE STRESS DESIGN) PB = 5.63329 kips (soil weight in footing size) ' NTA A( r,DL r,LL) w (r s) = 3.17 kips total vertical net loadLA P ( ) M P + P L + a + + + Lw r �T� DEPT _ R = ( r,DL r, LL) (� ) Pf (0.5 L) Pw (L1 0.5 ) = 28 ft -kips (resisting moment wi�,�ri-ve�oad) t e = 0.5 L- (MR - Mo) / P = 1.60 ft (eccentricity from middle of footing) t��-� f'v�_'/ it P 1+ L) L '�a ��' v ED 9nr1x = �' for e 5 6 FOR CONSTRUCTION 2P L = 0.30 ksf < 4 / 3 qa 3B(0.5L-e)' for e> 6 _ DATE ._----_' BY [Sat'sfactorY Where e = 1.60 ft, > (L / 6) FOOTING CAPACITY (STRENGTH DESIGN) Mu,R = 1.2 [Pr,DL (1-1 + a) + Pf (0.5 Q + Pw (L1 + 0.5Lw)) + 0.5 Pr, LL(L1 + a) = 34 ft -kips Mu,o = 1.4 [F(h + D) + M] = 33 ft -kips Pu = 1.2 (Pr DL + Pf + Pw) + 0.5 Pr, LL = 10 kips au = 0.5L - (Mu.R - Mu.o) / Pu = 3.14 It % P„ I + Le„1 L Pu,F AMU q,"Ax = BL e„ S 6 = 14.65 ksf I 3B(O. L - e„) ' for e„ > 6 qu,max 7TT777 .__xu• C39) Reza PROJECT: Flag, Pole Footing ^-T' ^"^'^- - - _- PAGE: CLIENT: `Bussman Residence DESIGN BY: R:A. Asghargour ,�o,,,, . ; INPUT DATA & DESIGN SUMMARY NONCONSTRAINED CONSTRAINED IS FOOTING RESTRAINED @ GRADE LEVEL? (1=YES,0=N0) 0 no P = LATERAL FORCE @ TOP OF POLE P = 0.675 ! k HEIGHT OF POLE ABOVE GRADE H = 8.5 ft DIAMETER OF POLE FOOTING B = 3 ft H LATERAL SOIL BEARING CAPACITY S = 0.2 ksf / ft ISOLATED POLE FACTOR DBC 1804.3.1 or UBC note 3 on Tab 18-1-A) F= 2 4.00 FIRST TRIAL DEPTH ===> D = �, 4_ ' ft Use 3 ft dia x 3.71 ft deep footing unrestrained @ ground level D ANALYSIS LATERAL BEARING @ BOTTOM: S3 = FS Min(D 12') LATERAL BEARINGD/3 : / \ @ S, FS Min l � , 12'J A = 2.34P ll BSi 2I l4' AH + 1+J , FOR NONCONSTRAINED REQUIRD DEPTH: D= J 4.25PH , FOR CONSTRAINED BS, INTA �DEPT. i ION 01 NONCONSTRAINED CONSTRAINED LATERAL FORCE @ TOP OF POLE P => 0.68 k 0.68 k HEIGHT OF POLE ABOVE GRADE H => 8.5 ft 8.5 It DIAMETER OF POLE FOOTING B => 3.00 ft 3.00 ft LATERAL SOIL BEARING CAPACITY FS => 0.40 ksf/ft 0.40 ksf / ft 1 ST TRIAL TRY D, => 4.00 ft 4.00 ft LAT SOIL BEARING @ 1/3 D S, => 0.53 ksf 0.53 ksf LAT SOIL BEARING @ 1.0 D S3 => 1.60 ksf 1.60 ksf CONSTANT 2.34P/(BS,) A => 0.99 REQD FOOTING DEPTH RQRD D => 3.56 ft 2.25 ft 2ND TRIAL: TRY D2=> 3.78 ft 3.13 ft LAT SOIL BEARING @ 1/3 D S, => 0.50 ksf 0.42 ksf LAT SOIL BEARING @ 1.0 D S3 => 1.51 ksf CONSTANT 2.34P/(BS,) A => 1.04 �,�V: LAC REQD FOOTING DEPTH RQRD D => 3.68 ft 2.55;y ftSAFE 3RD TRIAL: TRY D3=> 3.73 ft . 5- 1E 2.84 6 4 ft Ir_ LAT SOIL BEARING @ 1/3 D S, => 0.50 ksf 0.38 ksf,aW LAT SOIL BEARING @ 1.0 D S3 => 1.49 ksf _ M1.14 ksf O;�NS T%I CONSTANT 2.34P/(BS,) A => 1.06 �JK REQD FOOTING DEPTH RQRD D => 3.71 ft 2.68 It BY 4TH TRIAL: TRY D4=> 3.72 ft 2? OATEft---- LAT SOIL BEARING @ 1/3 D S, => 0.50 ksf ON3L---ks LAT SOIL BEARING @ 1.0 D S3 => 1.49 ksf 1.10 ksf CONSTANT 2.34P/(BS,) A => 1.06 REQD FOOTING DEPTH RQRD D => 3.71 ft 2.71 ft 5TH TRIAL: TRY D5=> 3.72 ft 2.74 ft LAT SOIL BEARING @ 1/3 D S, => 0.50 ksf 0.36 ksf LAT SOIL BEARING @ 1.0 D S3 => 1.49 ksf 1.09 ksf CONSTANT 2.34P/(BS,) A => 1.06 REQD FOOTING DEPTH RQRD D => 3.71 ft 2.73 ft INTA �DEPT. i ION 01 CLIENT: Buuma►, gul once RA Structural Enzineerina SHEET: SUBJECT: Now P. h l ire Ilii JOB N0: ) 3o s yl DESIGN BY: R,4, DATE: 8,11s113 pea 2x2 > 2 F); qxq > q P1� bx8 IOf k Live, 10 fs� Opck up)/4 -------------- x 12' x 27= 32 q 16s x I4,5' x // _ 957 )Ls 13� x 2 = 260 lds 1,54) lbs 1-71 �. Z 8.9 1ps l --� of e 10p; ><v p��Fl = ►, kgD As x 1,5 = 2, g20 ids t -ret {e� FGck-- �� I� �vIN�A CIS � -V pEpT. �Uk OON�-I ROC TION 3' (onkele Foo�n y P 8 9 , 1 Reza PROJECT: 4x4 Trellis @ 12" 0/C PAGE: As harn�Ur CLIENT: ,Bussman Residence_ _ DESIGN BY: 'R.A. M JOB NO.: 130541 DATE:;8/15/2013 REVIEW BY: 'R:A. Wood Beam Design Base on NDS 2005 I INPUT DATA & DESIGN SUMMARY MEMBER SIZE MEMBER SPAN UNIFORMLY DISTRIBUTED DEAD LOAD UNIFORMLY DISTRIBUTED LIVE LOAD CONCENTRATED DEAD LOADS (0 for no concentrated load) (DEFLECTION LIMIT OF LIVE LOAD DEFLECTION LIMIT OF LONG-TERM 4x-4 'No. 2, Douglas Fir -Larch L= 11.251ft 0 No WD= 5 lbs/ft WL = 10 lbs / ft PD1 =; 0 lbs L1 = 0 ft PD2 = 0 lbs LZ = 0 ft Id L = L /,360 Camber => 0.21 Inch 4 Kcr D . L = L/ 240 Does member have continuous lateral support by top diaphragm ? L 0 No Code Duration Factor, Cr, Condition 1 L Dead Load 2 lII Por I 1 Occupancy Live Load 1 QO2 1 wL Snow Load 4 1.25 If 5 1.60 Wind/Earthquake Load wo 2.00 Impact Load Choice => 4 Construction Load ANALYSIS DETERMINE REACTIONS, MOMENT, SHEAR Wseo Wt = Id L = L /,360 Camber => 0.21 Inch 4 Kcr D . L = L/ 240 Does member have continuous lateral support by top diaphragm ? (1= yes, 0= no) 0 No Code Duration Factor, Cr, Condition 1 0.90 Dead Load 2 1.00 Occupancy Live Load 3 1.15 Snow Load 4 1.25 Construction Load 5 1.60 Wind/Earthquake Load 6 2.00 Impact Load Choice => 4 Construction Load ANALYSIS DETERMINE REACTIONS, MOMENT, SHEAR Wseo Wt = 3 lbs / ft RLeft = 0.10 kips VMax = 0.09 kips, at 3.5 inch from left end MMax = RINE SECTION PROPERTIES& ALLOWABLE STRESSES b = 3.50 in E'min = 580 ksi d = 3.50 in FbE = 10566 psi A = 12.3 int I = 13 in Sx = 7.1 in' Re = 8.116 < 50 lE = 19.2 (ft, Tab 3.3.3 footnote 1) in, at 5.625 ft from left end CD CM C( Ci CL CF 1.25 1.00 1.00 1.00 0.99 1.50 CHECK BENDING AND SHEAR CAPACITIES fb = MMax / Sx = 469 psi < Fb = fv = 1.5 VMax / A = 12 psi < CHECK DEFLECTIONS 5 d (L, Max) = 0.18 in, at 5.625 ft from left end, d (Kcr D + L. Max) = 0.39 in, at 5.625 ft from left end Where Kcr = 1.50 , (NDS 3.5.2) DETERMINE CAMBER AT 1.5 (DEAD + SELF WEIGHT) Id (1.51). Max) = 0.21 in, at 5.625 ft from left end THE BEAM DESIGN IS ADEQUATE. Code Designation 1 Select Structural, Do iglas Fir -Larch 2 No. 1, Douglas Fir -Larch 3 No. 2, Douglas Fir -Larch 4 Select Structural, Southern Pine 5 No. 1, Southern Pine 6 No. 2, Southern Pine Choice => 3 RRIght = 0.10 kips 0.28 ft -kips, at 5.63 ft from left end E = Ex = 1600 ksi Fb = 1687.5 psi Fb = 900 psi F = FbEI Fe = 6.26 F„ = 180 psi Fe = 1,672 psi E' = 1,600 ksi F„ = 225 psi Cv Cc 1.00 1.00 1672 psi Fv' [Satisfactory] CEP ( hCCT10N Is s acro 0� tiS t gY flAd L=L L 360[Satisfactory] d Kcr D. L = L / 240 [Satisfactory] 81 CHECK THE BEAM CAPACITY WITH AXIAL LOAD AXIAL LOAD F = 1_, 1kips THE ALLOWABLE COMPRESSIVE STRESS IS F,' = F, Co CP CF = 314 psi Where Fc = 1350 psi CD = 1.60 CF = 1.50 (Lumber only) CP = (1+F) / 2c - [(1+F) / 2c)2 - F / c10.5 = Fj = F, CD CF = 3240 psi La = Ke L = 1.01- = 135 in b = 3.5 in SF = slenderness ratio = 38.6 < FIE = 0.822 E',,i„ / SIF 2 = 320 psi E'min = 580 ksi F = FIE / F,' = 0.099 c = 0.8 THE ACTUAL COMPRESSIVE STRESS IS f, = F / A = 82 psi < Fr' THE ALLOWABLE FLEXURAL STRESS IS Fo = 2140 psi, ( for Co = 1.6 J THE ACTUAL FLEXURAL STRESS IS fb = (M + Fe) / S = 959 psi < Fe CHECK COMBINED STRESS [NDS 2005 Sec. 3.9.2] (f, / F.')2 + fb / [Fu (1 - fc / FCE)] = 0.669 i � V V V V Y V Y V V F 0.097 50 [Satisfies NDS 2005 Sec. 3.7.1.4] [Satisfactory] (Satisfactory] < 1 [Satisfactory] Cv►NTA cgy & SAFETY DEP-f' E�6LD,f� ,Oss�',�crIo DATE --�� i3Y 41 .. INPUT DATA & DESIGN SUMMARY MEMBER SIZE MEMBER SPAN UNIFORMLY DISTRIBUTED DEAD LOAD UNIFORMLY DISTRIBUTED LIVE LOAD CONCENTRATED DEAD LOADS (0 for no concentrated load) ION LIMIT OF LIVE LOAD ION LIMIT OF LONG-TERM I'6 x 8_No. 2, Douglas Fir -Larch L= Reza PROJECT: x8 Trellis Beam , AGE: As har OUr pJOB CLIENT: NO.: sman Residence ` �BUS 30541, f DATE: 8/15/2013 0•' { 1 DESIGN BY: R.A. REVIEW BY: IR.A. INPUT DATA & DESIGN SUMMARY MEMBER SIZE MEMBER SPAN UNIFORMLY DISTRIBUTED DEAD LOAD UNIFORMLY DISTRIBUTED LIVE LOAD CONCENTRATED DEAD LOADS (0 for no concentrated load) ION LIMIT OF LIVE LOAD ION LIMIT OF LONG-TERM I'6 x 8_No. 2, Douglas Fir -Larch L= 1V25 ft WD = .73 lbs / ft WL = 73 lbs/ft PD1 = 0•' lbs L7 = 0 ft PD2 = ' -0 lbs L2=• 0, ft L Duration Factor, CD L 1 P. 1 l Po 11 WL Occupancy Live Load '"o 1.15 Snow Load 4 1.25 Construction Load 5 1.60 dL=L/�360 Camber=> 0.118 Inch d Kcr D i L= L /' 240 Does member have continuous lateral support by top diaphragm ? (1= yes, 0= no) 0 No Code Duration Factor, CD Condition 1 0.90 Dead Load 2 1.00 Occupancy Live Load 3 1.15 Snow Load 4 1.25 Construction Load 5 1.60 Wind/Earthquake Load 6 2.00 Impact Load Choice => 4 Construction Load THE BEAM DESIGN IS ACEQUATE. Code Designation 1 Select Structural, Douglas Fir -Larch 2 No. 1, Douglas Fir -Larch 3 No. 2, Douglas Fir -Larch 4 Select Structural, Southem Pine 5 No. 1, Southern Pine: 6 No. 2, Southern Pine Choice => 3 _YSIS ERMINE REACTIONS, MOMENT, SHEAR wseltwr = 9 lbs / ft RLeft = 0.87 kips RRighl = 0.87 kips VMax = 0.77 kips, at 7.5 inch from left end MMax = 2.45 ft -kips, at 5.63 ft frc m left end DETERMINE SECTION PROPERTIES& ALLOWABLE STRESSES b = 5.50 in E'R,i„ = 470 ksi E= Ex= d = 7.50 in FbE = 9379 psi Fb = A = 41.3 int 1 = 193 in Fv = Sx = 51.6 in Ra = 7.755 < 50 E' = lE = 20.2 (ft, Tab 3.3.3 footnote 1) Co CM C7 CI CL CF CV C, 1.25 1.00 1.00 1.00 0.99 1.00 1.00 1.01 CHECK BENDING AND SHEAR CAPACITIES fb = MMax / Sx = 570 psi < Fb = 1087 psi fv' = 1.5 VMax / A = 28 psi < F� [S: CHECK DEFLECTIONS d (L. Max) = 0.10 in, at 5.625 ft from left end, < d (Kcr D s L. Max) = 0.28 in, at 5.625 ft from left end < Where Kcr = 1.50 , (NDS 3.5.2) rERMINE CAMBER AT 1.5 (DEAD + SELF WEIGHT) Id (1.5D. Max) = 0.18 in, at 5.625 ft from left end 1300 ksi Fb = 1093.75 psi 875 psi F = FbE + Fe = 8.57 170 psi Fe = 1,087 psi 1,300 ksi F„ = 213 psi CITY OF LA QUI NTA M1RooD11NG & SAFE rY DEPT. ,APPROVED ION TR CT DATE _---- BY ------- A L = L / 360 [Satisfactory) dKcrD+L=L/240 [Satisfactory) 9 ECK THE BEAM CAPACITY_ WITH AXIAL LOAD AL LOAD F = 1 kips 'ALLOWABLE COMPRESSIVE STRESS IS F,' = F, Co CP CF = 519 psi Where Fe = 600 psi Co = 1.60 CF = 1.00 (Lumber only) CP = (1+F) / 2c - [(1+F) / 2c)2 - F / c]o.e = F j = F, Co CF = 960 psi L0 = Ke L = 1.0 L = 135 in b = 5.5 in SF = slenderness ratio = 24.5 < FIE = 0.822E',,,/SF 2 = 641 psi E'min = 470 ksi F = FIE / Fc' = 0.668 C = 0.8 ACTUAL COMPRESSIVE STRESS IS f, = F / A = 24 psi < Fc' : ALLOWABLE FLEXURAL STRESS IS Fe = 1391 psi, [ for Co = 1.6 ] THE ACTUAL FLEXURAL STRESS IS fb = (M + Fe) / S = 677 psi < Fo CHECK COMBINED STRESS [NDS 2005 Sec. 3.9.21 (fa / Fe )Z + fb / [Fo (1 - fe / FcE)] = 0.508 1 1 v v v v v TITY v v v F �T7 F 0.541 50 [Satisfies NDS 2005 Sec. 3.7.1.41 [Satisfactory] [Satisfactory] < 1 [Satisfactory] GIT1( OF LA CSU INTA BUILDING & SAFETY DEPT. FGI i C0NSTRVCTION DATE ----- BY A .� Reza PROJECT: Wind Load,�� _ PAGE : . As har OUr CLIENT: Bussman Residence`s" _ _ _ DESIGN BY: IR.A. 9 P JOB NO.: 0305411, DATE : 08/15/13 ' REVIEW BY: R.A. re, Basedion ASCE 7 INPUT DATA Exposure category (B, C or D) = C I Importance factor, pg 73, (0.87, 1.0 or 1.15) 1= ? 1t00i-' i Category II Basic wind speed (3 sec. gust wind) V = 90 mph -1.20 Topographic factor (Sec.6.5.7.2, pg 26 & 45) Kr = ° 1 Flat -1.20 Height of mean roof In = 9.5 ' ft -1.33 Roof slope -0.60 0 :: 12 -7.64 Roof length L = 14.5 ft Roof horizontal projected width B = 12 j ft Effective area of component / cladding A = 2_ _� ftp DESIGN SUMMARY 1. Main Wind -Force Resisting System Max horizontal force / base shear from roof Max vertical download force Max vertical uplift force Max moment at centroid of base from roof 2. Component and Cladding Elements Max inward pressure Max net outward pressure 0.00 kips + 0.00 kips (eave & columns increasing) E 0.00 kips 1.66 kips 1.88 kips 5.65 ft -kips + 0.57 ft -kips (eave & columns irxreasing) £ 6.22 ft -kips 31 psf = 46 psf ANALYSIS Velocity pressure qh = 0.00256 Kh Kt Kd V21 = 14.98 psf where: qh = velocity pressure at mean roof height, h. (Eq. 6-15, page 27) Kh = velocity pressure exposure coefficient evaluated at height, h, Crab. 6-3, Case t,pg 7e) = 0.85 Kd = wind directionality factor. (Tab. 6-4, for building, page 80) = 0.85 h = height of mean roof = 9.50 it Main Wind -Force Resisting System (Sec. 6.5.13.2) p=ghGCN F=pAf C Q �DEQT' where: G = gust effect factor. (Sec. 6.5.8, page 26). v� D1� 8L=A�E 1085 B = roof angle 4jv«- = � j0'QD Adegre /� � TR�45,de"g'Jgaatis At =roof actual area. FOR GQ�= 87,0 it, wii = 87.0 ff, le( CN = net force coefficients. (Fig. 6-18A, page 66) Check Fig. 6-18A limitation h / L = 0.66 Within [0 25, 1,0.] hiR= n70 .4hi.1rn9s -1 ' m 6\(--- WIND \(r 6 CASE WIND TO BOTTOM, y = 0° CLEAR FLOW OBSTRUCTED CNW CNL CNW CNL WIND TO TOP y = 180° CLEAR FLOW OBSTRUCTED CNW CNL CNW CNL 0.00 A 1.20 0.30 .0.50 -1.20 1.20 0.30 -0.50 -1.20 (pso 15.28 3.82 -6.37 -15.28 15.28 3.82 -6.37 -15.28 F ki s 1.33 0.33 -0.55 -1.33 1.33 0.33 -0.55 -1.33 B -1.10 -0.10 -1.10 -0.60 -1.10 -0.10 -1.10 -0.60 s -14.01 -1.27 -14.01 -7.64 -14.01 -1.27 -14.01 -7.64 F (kips) -1.22 -0.11 -1.22 1 -0.66 -1.22 1 -0.11 -1.22 -0.66 0 A WIND TO BOTTOM, y = 0° EAR FLOW OBSTRUC E A I CASE B I CASE WIND TO TOP, y = 180° �R FLOW I OBSTRUCTED d CASE B I CASE AlCASE B Bending moment at centroid of base M (ft -kips) 1 -4.985555 1 3.98844 1 5.650296 1 5.6503 1 4.98561 -3.98844 1 - Component -Component and Cladding Elements (Sec. 6.5.13.3) p=ghGCN where: CN = net force coefficients. (Fig. 6-19A, page 70) a = Max[Min(0.1 L , 0.1 B , 0.4h ) , 0.04L. 0.04B , 3ft ] , (Fig. 6-19B, footnote 6) = 3.0 ft For effective area. 2 soft as given 1 -UNI --J LUNtZ LUNE1 1 ZONE ZONE 1 ZONE CN 2.40 -3.30 1.80 -1.70 1.20 -1.10 1.00 -3.60 1 0.80 1 -1.80 1 0.50 1 -1.20 (psf) 1 30.56 -42.02 22.92 -21.65 15.28 -14.01 12.73 -45.84 1 10A9 1 -22.92 1 6.37 1 -15.28 1p" QoFV ON 1�E A SW vCaNS-y-Fuc ON OJA gY a N N N O O C O O O N N I N 1p" QoFV ON 1�E A SW vCaNS-y-Fuc ON OJA gY