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NO PERMIT Truss CalcsPATES MADISON CLUB LOT 19A SUBMITTAL SET D3-11-2013 RECEIVED MAR 1 1 2013 CITY OF LA QUINTA COMMUNITY DEVELOPMENT FABRICATORS CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTIOM ■"r %Ikir1 a aja%k .�a►Id ��a��o ,�,ottet a� b 13'-7 112" A' 8' �z Q$ _ AA 4 6 O: o I I'- " Q O N 20 PlloawLam 451-011 VILI , Q Q 8 _ N AI JACKS Q J i 63 A4�1 ' , I A75'"" wiauj� � in- - - — 3 IL� � a l� A63 II � � � I . zoo PLF LOAD N A95 ° A17 I s --_ A A61LO _ II 11 '• A.68. 2! n I i] g y 1 Q A29 Y! OAPQ ¢'' J QtY Hanger Carried -> Girder `}7 __ __ A5 J C q I HGU528-2 A17-> BEAM 1 I LU524 Al 5 -> A 17 ° 5' I MU526 Al -> BEAM AL22 I MU526 A20 -> BEAM I MU526 A21 -> BEAM °o 11 HU528 A29 -> BEAM O 9 HU528 A30-> BEAM A6 ' I HU528 A31 -> BEAM N A230 I LU526 A38 -> BEAM N A45 I LUS24 A4 -> A5 I LUS24 A47 -> BEAM A2 I LUC26Z A47 -> BEAM A2� / 1 LU524 A48 -> BEAM 13 3 LU524 A49 -> BEAM "_ ° A44 A2 2 6 LU524 A50 -> BEAM 4 LU524 A55 -> BEAM N r ! I LU524 A59 -> BEAM A41 200PlF�RAG DAD IC?S A29 I LU524 A60 -> BEAM fI; 1;/ A 42 7 .- - 8 LU524 AG -> BEAM .1 I LU526 A67 -> A70 zoo PLP D L�� I HHU526-2 A68 -> A70 ZEN 2 LU524 A75-> BEAM I LU524 A76 -> BEAM 12 LU524 A5 JACK5 Package 6'-0" 6Lar 3 LU524 A68 JACKS Package - 3 LU524 A49 -> A48 A36 I LUC26Z A46 -> BEAM in I LUC26Z A44 -> BEAM ao N I LUC26Z A43 -> BEAM 1 LU524 A42 -> BEAM I ! Totals A35 HGU525-2 = I - — hHU526-2 = I ° HU528 = 22 q34 200 PLF DRAG LOAD LU524 = 54 LU526 = 2 Mimi MU526 = 3 LUC26Z = 4 a A33 0 , ap A3 2 2" �irnrml�o.�l�l� �I�IBIl�11_.7 I i■i■u�in L■II—�1� PRTES %ABRICATURS Job Name: Madison Club Lot 19A Address Designer: Steve Butler Project Manager: Gre S ates Job #: M-2 196 Plan /Elevation: Lot 19A -Roof 4f 11 1/4' 36'-3 114' 351-5 1 /2' 25'-ICY' Im1111Op1l1�1�II Il Il �V I■I ■I� NEI= min �l�l . irl lMIN 11SE311111 III Ililla« r ■i■ ■i■ t ■i■ R NO ■1�11�1l11-I1i11a �IIIIYFi ..li■■ � .-rJ • ��■ ■Illl�1�1�l�I�I�I��!'�lO��i�'�� 1■■� � i _ �®I i,�� ■IIIII■IIII IfIlGllll��l�■ I �(! ■ iiilriii�iiii��-xl��llt?>•i --�._._-: ==■'i'�� '� I:I:I:I�I::I:;�� _- � IMINIMiiiillillllllii MINI111111LI��II�I�I�l11CI_l�l��! � ■II I■I■I�I� �i�i i, BEAM �i ■ r. - - - _B42 = B37 B42 B42i�■ii •- _ 1 _ • - IS LU54G _B47 > 13FAM`� ii - U5E MAXIMUM NAILING VALUE �'�■�i�i Total �., • ■�w_ewwww��.•.a ��■isv�m�ri,n�� ■ III II M.' 0 PATES FABRICATORS Job Name: Madison Club Lot 19A Address: Designer: Steve Butler Project Manager: Greq Spates Job #: M-2 19G Plan / Elevation: Lot 19A - Floor ZA ASS � II .AR P OIT , P.E. X, zt.e `VIEWED ❑ RF vIS E D AMID RESUE-MIT ❑ REJECTED ❑ FUR'NUSH AJ "DORREC i L' D Corrections or comments made on the. shop draw- ings during this review do not relieve contractor from c r}.z;)'.-iaa:cc with the, requireunents of the d-nnvimgs a;.d s ci i. wt; }}r. 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Noon aE �aEEE' °n E E w n a -03 E Emo „y u�gAgy' �m c EE m•'"Fa aV i =3a=a o— d C m m ry Q n U Z.T �f N N 0) co LO � � N 0) (y) O w V .. w \ t 0 N Lf) H (n [Oco Z Cn �FC3Q L w Q W M F- o o CO F- ■ ■ I� GENERAL NOTES NOTES GENERALES Trusses are not marked in any way to identify the Los trusses no estan marcados de ningun modo que fre uen or location of temporary lateral restraint identifi uelafrecuenciao/ocalizacionderestriccOnlateral q cY P ry q and diagonal bracing. Follow the recommendations y arnostre diagonal temporales. Use las recomendaciones for handling, installing and temporary restraining de manejo, insta/acion, restriction yarriostre temporal de and bracing of trusses. Refer to BCSI -Guide tO los trusses. Vea el folleto =1-Guia de Blanc - kirca Good enactlre for Handflnu�-____Ire2alllnn,-. &etMWininD - - &Brtciag_Df Metal -Plate _Connected Wood kusses.l� h} a lrmrrr bx coo_Waras dt Mxta[*** Trusses*** for more detailed information. Para informacidn mas detallada. Truss Design Drawings may specify locations of Los dibujos de disefio de los trusses pueden especificar permanent lateral restraint or reinforcement for las localizations de restriccidn lateral permanence o individual truss members. Refer to the BCSI- refuerzo en los miembros individuales del truss. Vea la B3*** for more information. All other permanent hoja resumen BCSI-B3*** para mas information. El bracing design is the responsibility of the building resto de los disefios de arriostres permanentes son la designer. responsabilidad del disenador del edificro. WARNING! The consequences of improper handling, erecting, installing, restraining and bracing can result in a collapse of the structure, or worse, serious personal injury or death. iADVERTENCIA! E/ resultado de un manejo, levantamiento, instalacion, restriction y arnsotre incorrecto puede ser la cadda de la estructura o a6n peon, heridos o muertos. _Rffu'L�ioNHN Exercise care when removing banding and handling trusses to avoid damaging trusses and prevent injury. Wear ]E9 personal protective equipment for the eyes,feet, hands and head when working with trusses. b_ ° Utilice caute/a at quitar las ataduras o los pedazos de metal de suyetar para evitar dano a los trusses y prevenir la herida personal. Lleve el equipo ptdtectivo personal Para ojos pfPs, E21 manos y abeza ruando traLaja con trusses. A ',_' '�5a Use Utilice special care in cuidado especial en windy weather or dias ventosos o cerca near power lines de cables electncos o 1 and airports. de aeropuertos. Spreader bar for truss HANDLING 77 MANEJO r�r � t3• O iYL'ii47 Avoid lateral bending. Evite la flexion lateral. Use proper rig- Use equipo apropiado ging and hoisting para levantar e The contractor is responsible for equipment. improvisar. properly receiving, unloading and storing the trusses at the jobsite. Unload trusses to smooth surface to prevent damage. El contratista tiene /a responsabilidad de recibir, descargar y almacenar adecuadamente los trusses en /a obra, Descargue los trusses en la tierra hso Para prevenir e/ dano. ', '"•� -1Y`' - "_° (S) DO NOT store A unbraced bundles L. -. _ upright. 0 Trusses may be unloaded directly on the ground at the time of delivery or stored temporarily in contact with the ground after delivery. If trusses are to be stored for more than one week, place blocking of sufficient height beneath the stack of trusses at 8' (2.4 m) to 10' (3 m) on -center (o.c.). Los trusses pueden ser descargados directamente en e/ suelo en aque/ momento de entrega o almacenados temporalmente en contacto con el suelo despues de entrega. Si los trusses estaran guardados para mas de Una semana, ponga b/oqueando de a/tura suficiente detras de la pica de Ios trusses a 8 hasta 10 pies en Centro(o.c.). DO NOT store on NO almacene en tierra 0 For trusses stored for more than one week, cover uneven ground. desigual. bundles to protect from the environment. Para trusses guardados por mas de una semana, cubra los paquetes pars protegerlos del ambiente. Refer to BCSI*** for more detailed information pertaining to handling and jobsite storage of trusses. Vea el folleto BCSI*** para informacidn mas detal- lada sobre el manejo y almacenado de IDS trusses en area de trabajo. NO almacene verticalmente IDS trusses sueltos. HOISTING AND PLACEMENT OF TRUSS BUNDLES RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES DON'T overload the crane. NO sobrecargue la gr6a. l� NEVER use banding to lift a bundle. NUNCA use las ataduras para levantar un paquete. 0 A single lift point may be used for bundles of top chord pitch trusses up to 45' (13.7 m) and parallel chord trusses up to 30' (9.1 m). Use at least two lift points for bundles of top chord pitch trusses up to 60' (18.3m) and paral- A WARNING! Do not over load supporting lel chord trusses up to 45' (13.7m). Use at least structure with truss bundle. three lift points for bundles of top chord pitch iADVERTENCIA! No sobrecargue la trusses >60' (18.3m) and parallel chord trusses estructura apoyada con el paquete de >45' (13.7m). trusses. Puede usar un solo lugarde levantar Para pa- 0 Place truss bundles in stable position. quetes de trusses de la cuerda superior hasta 45' y trusses de cuerdas paralelas de 30' o menos. Puse paquetes de trusses en Una position Use por to menos dos puntos de levantar con estable. grupos de trusses de cuerda superior inclinada hasta 60' y trusses de cuerdas paralelas hasta 45'. Use por to menos dos puntos de levantar con grupos de trusses de cuerda superior inclinada mas de 60' y trusses de cuerdas paratelas mas de 45: MECHANICAL HOISTING RECOMMENDATIONS FOR SINGLE TRUSS RECOMENDACIONES PARA LEVANTAR TRUSSES INDIVIDUALES Using a single pick -Point at the peak can damage the truss. El use de un solo lugar en el Dice, Cara levantar puede +m Qr less hater dairo at truss. { 1 ader her Toe -in ?sP-in Imo- Spreader bar 1/2 to 2r3 truss len Ih 1� Approx. 1/2 �J truss length Tagline?�_ TRUSSES UP TO 30' (9.1 m), TRUSSES NASTA 30 KliS Locate Spreader bar 10'(3 Attach above or stiflback ac-max.x. mid-heightA-L-1 Tagline 9 Spreader bar 2/310 TRUSSES UP TO 60' 0 PIE m) �� t+--- 314 truss length TRUSSES HASTA 60 PIES Tagline TRUSSES UP TO AND OVER 60' (18.3 m) TRUSSES HASTA Y SOBRE 60 PIES 0 Hold each truss in position with the erection equipment until top chord temporary lateral restraint is installed and the truss is fastened to the bearing points. Sostenga cada truss en position con equipo de gr6a hasta que la restriccidn lateral temporal de /a cuerda superior este instalado y el truss esta asegurado en los soportes. INSTALLATION OF SINGLE TRUSSES BY HAND RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES INDIVIDUALES POR LA MANO 0 Trusses 20' _ �_ 0 Trusses 30'- (6.1 m) or 1 t -�� (9.1 m) or f less, support less, support at near peak.__ quarter points. Soporte Soporte de cerca a/ pico los ------- IDS trusses .E Trusses up to 20' i de tramo los I E Trusses up to 30' -),� de 20 pies o 1 (6.1 m) trusses de 30 (9.1 m) menos. Trusses hasta 20 pies pies o menos. Trusses hasta 30 pies TEMPORARY RESTRAINT & BRACING RESTRICCION Y ARRIOSTRE TEMPORAL Refer to BCSI-B2*** for more TPA Chord Temporary information. Lateral Restraint Vea el resumen BCSI-BI***Para mas infor- (TCTLR) macion. 20 min. Locate ground braces for first truss directly in line with all rows of top chord temporary lateral restraint (see table in the next column). Coloque los arriostres de tierra para el primer truss directamente en linea con cada una de las filas de restriction lateral temporal de la cuerda superior (vea la tab/a en la prdxima Brace first truss column). t-securely before erection of additional DO NOT walk on Itus5es. unbraced trusses. •�� NO camine en trusses sueltos. Mfg STEPS TO SETTING TRUSSES LAS MEDIDAS DE LA INSTALACION DE LOS TRUSSES 1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4 trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five trusses (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see below). 7) Repeat process with groups of four trusses until all trusses are set. 1) Instate IDS arriostres de tierra. 2) Instate e/ primero truss y ate seguramente at arriostre de tierra. 3) Instate los proximos 4 trusses con restriction lateral temporal de miembro corto (vea abajo). 4) Instate el arriostre diagonal de la cuerda superior (vea abajo). 5) Instate arriostre diagonal para los pianos de IDS miembros secundarios Para estabitice los primeros cinco trusses (vea abajo). 6) Instate la restriction lateral temporal y arriostre diagonal para la cuerda inferior (vea abajo). 7) Repita este procedimiento en grupos de cuatro trusses hasta que todos Ios trusses ester, instalados. CMRefer to BCSI-B2*** for more information. Vea el resumen BCSI-B2*** para mas informacidn. RESTRAINT/BRACING FOR ALL PLANES OF TRUSSES RESTRICCIONIARRIOSTRE PARA TODOS PLANOS DE TRUSSES This restraint & bracingmethod is for all trusses except 3x2 and 4x2 parallel chord trusses PCTs . P P ( ) See top of next column for temporary restraint and bracing of PCTs. Este methdo de restriccidn y arriostre es para todo trusses excepto trusses de cuerdas paralelas (PCTs) 3x2 y 4x2. Vea la parte superior de la column pat /a restriccidn y arriostre temporal de PM. 1) TOP CHORD - CUERDA SUPERIOR Truss Span Top Chord Temporary LatoraT Restraint (TCTLR) Spacing Longflud de Tramo 6rpaciomiento del Arriasfre Temporal de fD Cuerdu Suporlar Up to 30' 10' (3 m) D.C. max. (9.1 m) 30' (9.1 m) - 8' (2.4 m) D.C. max. 45'(13.7 m) 45' (13.7 m) - 1 6' (1.8 m) o.c. max. 60' 18.3 m 60' (18.3 m) - 4' (1.2 m) D.C. max. 80'(24.4 nr *Consult a Registered Design Professional for trusses longer than 60' (18.3 m). -� *Consu/te a un Professional Registrado de Diseno pars trusses mas de 60 pies. _ - 1 _ 0 See BCSI-B2*** for TCTLR options./ Vea e/ BCSI-B2*** para las opciones de TCTLR. Refer to BCSI-B3*** for Gable End Frame re- _ - straint/bracing/ reinforcement information. Para informacidn sobre resVic- cOn/arriostre/refuerzo para Armazones Hastiales vea el resumen BCSI-B3*** Note: Ground bracing not shown for clarity TCTLR 10- or >( Truss attadiRient. mc:uiTed at supp0 s] 0 Section A -A Repeat diagonal braces for each set of •3 trusses. Repita los arrisotres diagonales Para cada grupo de 4 trusses. 2) WEB MEMBER PLANE - PLANO DE LOS MIEMBROS SECUNDARIOS [31 .012d LATERAL RESTRAINT Web members bracing & DIAGONAL BRACING ` ARE VERY IMPORTANT iLA RESTRICCION LATERAL Y ELt ARRIOSTRE DIAGONAL SONMUY IMPORTANTES! 10' (3 m) - 15' (4.6 m) max. Same spacf as bottom chord lateral restraint 3) BOTTOM CHORD - CUERDA INFERIOR Lateral Restraints - 2x4x12' or greater lapped over two trusses. r Bottom chords_ lttxn chords Diagonal braces every 10 truss spaces 20' (6.1 m) max. Note: Some chord and web members not shown for clarity. Diagonal braces every 10 1� �, truss spaces 20' (6.1 m) max. 10' (3 m) - 15' (4.6 m) / Note: Some chord and web members max. not shown for clarity. RESTRAINT & BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES RESTRICCION Y ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 ® Refer 10'(3 m) or Diagonal bracing Repeat diagonal bracing 15' (4.6 m)* every 15 truss spaces 30' to SCSI-B7*** for [9.1 m) max. more information. r Vea el resumen BCSI-B7*** para �I i mas information. Apply diagonal brace to ulicaT webs at end of cantilever and at - bearing locations. All lateralres. Inis lapped at least two trusses. *Top chord temporary lateral restraint spacing shall be 10' (3 m) o.c. max. for 3x: and 15' (4.6 m) o.c.lor 4x2 chords. INSTALLING - .1iVb1ALACION 0 Tolerances for Out -of -Plane. Out -of -Plumb Tolerancias pat Fuera-de-Plano. Mar bow D150 D (ft.) Length -- 11' m 6 m 0.3 m 1/2" 2' µa'r• o ; 13 mm 0.6 m . ..... 3/4" 3, Lengthm ptpmb 19 mm 0.9 m ./line T. 4' ® Tolerances for i �(32 5 mm1.2 mOut-of-Plumb. -114" Tolerancias Para mm 1.mFuera-de-P/omada. -1 /2" mmt fJ R mi CONSTRUCTION LOADING 45 mm 2 CARGA DE CONSTRUCCION 2" DO NOT proceed with construction until all lateral 51 mm (a restraint and bracing is securely and properly in place. NO procedal con la construction hasta que todas las restric- ciones laterales y los arriostres esten colocados en forma apropiada y Segura. DO NOT exceed maximum stack heights. Refer to BCSI-B4*** for more information. NO exceda las alturas maximas de monton. Vea el resumen BCSI-84*** para mas information. >-6' 24m) Maximum stack Height for MAWIAl on Trtissull Material Height Gypsum Board 12" (305 mm) Plywood or OSB 16" (406 mm) Asphalt Shingles 2 bundles Concrete Block 8" (203 mm) I Clay Tle 3-4 tiles high f9 NEVER stack materials near a peak or at mid -span. NUNCA amontone IDS materia/es cerca de un pico. r9 DO NOT overload small groups or single trusses. NO sobrecargue pequefios grupos o trusses individuales. 0 Place loads over as many trusses as possible. Coloque las cargas sobre Lantos trusses Como sea 0 Position loads over load bearing walls. Coloque las cargas sobre las paredes soportantes. ALTERATIONS - ALTERACIONES ® Refer to BCSI-B5.*** Truss bracing not shown for clarity. Vea el resumen BCSI-B5. *** DO NOT cut, alter, or drill any structural member of a truss unless w3k%� specifically permitted by the truss design drawing. NO Corte, altere o perfore ningun miembro estructural de un truss, a menos que este especificamente permitido en el dibujo del diseno del truss. ®Trusses that have been overloaded during construction or altered without the Truss Manufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses que se han sobrecargado durante la construccion o han sido alterados sin la autorizacion previa del Fabricante de Trusses, pueden hater nulo y sin efecto la garar is /imitada del Fabri- cante de Trusses. Contact the Component Manufacturer for more information or consult a Registered Design Professional for assistance. To view a non -printing PDF of this document, visit -_ .5tfySouAI. NOTE: The truss manufacturer and truss designer rely on the presumption that the contractor and crane operator (if applicable) are professionals with the capability to undertake the work they have agreed to do on any given project If the contactor believes it needs assistance in some aspect of the construction project, it should seek assistance from a competent parry. The methods and procedures outlined in this document are intended to ensure that the overall construction techniques employed will put the trusses into place SAFELY. These recommendations for handling, installing, restraining and bracing trusses are based upon the collective experience of leading personnel involved with truss design, manufacture and installation, but must, due to the nature of responsibilities involved, be presented only as a GUIDE for use by a qualified building designer or contractor. It is not intended that these recommendations be interpreted as superior to the building designer's design specification for handling, installing, restraining and bracing trusses and it does not preclude the use of other uivalent methods For restrainin hracin and providing stability for the walls columns Doors roofs and all the interrelated eg g/ 9 P 9 h structural building components as determined by the contractor. Thus, SBCA and TPI expressly disclaim any responsibility for damages arising from the use, application, or reliance on the recommendations and information contained herein. 313C a000rrenmueu TRU"PLATE INSTITUTE 6300 Enterprise Lane • Madison, WI 53719 218 N. 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N r- c CO OrOM�(n U) • z 7 ; W Q Q L.Lu<L H 0 0 (n w C al C a3 ' C O E V S a) N O U) a . N Fu C •s C N O O 0 0.� N y N o 3 a) O " M ❑ O y m C N U O) O O) a) O 2 7 a) 2 19CL ) E -r= E m a) E a) a) � a a) T > '(n N •� ?� Co 0 L L m ai a o Q. a) a) u, U c v o a) .N ) E 0 N N _ w .0 Y a) — C a) V L L a O C S. o E '� 0 (a (n_O o E E E E E a) E 0 o m •U C O S a) E �w-5 a CO w a U a a 0 0) — N ca cc 0 N _ C 7 U Q I m I mIN I Q a) N U y a) O` ^ a� a)rac: m a)a) a) L O a) C O N C O) U N L O U O �Ea coqa) LO U m 92 a ao g g v c` ao ao _ U Ce) N N r- IN IN ti N = N N N N N U N C0 00 m `D M ,m aD a0 N OD N CO m M In In to �LO � N c- In to C a U] E V`0000 \0 00 '`� V`CO Q M1--tin .1- M1—Cl) 1- C_ X10 N N �N O N O O O N •KT N H N 1�Q co 00 O O O N 0 m T L N 0)1` it` U, 1` W (O 0 00 1— 00 1- J Co (n (n (n v (n --r -It (o Lo UD LO E E x w Nn IM co M N VM N N N M M M M in -^ In N ILO. X X X X a) w 00 il0 �W -rvLO - �NNM_ � c c c N M M M V 77 7 7 X X % X X �' (D (D (D (D Z'� DD 0D 10 a0 C C C C a) 07 07 a3 N �, 0 0 0 0❑ 0 0 0 r• E E E E_ _ O O O O O O O O pq LO 0 0 Imm mimmUUUU x x •D '� V 'O - O r O � O N BUD O 00 �O N a0 N M N M co N 00 � 11 J J I ICC-ES Evaluation Report ESR-1988 Reissued June 1, 2010 This report is subject to re-examination in two years. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 06 17 53-Shop-Fabricated Wood Trusses J REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 www.mii.com EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: TL18, MT78, MT18HSTm, TL20 and MT20 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2009 Intemational Building Code (2009 IBC) ■ 2009 Intemational Residential Code® (2009 IRC) ■ 2006 Intemational Building Code (2006 IBC) ■ 2006 Intemational Residential Code® (2006 IRC) ■ 1997 Uniform Building Code TIM (UBC) Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood -frame trusses. 3.0 DESCRIPTION 3.1 MiTek® TL18 and MT18: Models TL18 and MT18 metal truss connector plates are manufactured from minimum No. 18 gage [0.0466 inch total thickness (1.18 mm)], ASTM A 653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0456 inch (1.16 mm). The plates have teeth 3/8 inch (9.5 mm) long, punched in pairs formed at right angles to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on center. The transverse centerlines of adjacent slots are staggered 0.10 inch (2.54 mm). The distance between longitudinal centerlines of the slots is 0.25 inch (6.35 mm). There are eight teeth per square inch (645 MM2) of surface area. Plates are available in'/2-inch (12.7 mm) width increments, up to 12 inches (304.8 mm), and lengthwise in 1-inch (25.4 mm) multiples. See Figure 1 for details. 3.2 MiTek® MT18HSTM: Model MT18HSTM metal truss connector plates are manufactured from minimum No. 18 gage [0.0466 inch total thickness (1.18 mm)], ASTM A 653, Grade 60, high -strength, low -alloy steel (HSLAS) with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0456 inch (1.16 mm). The pla:e has teeth 3/8 inch (9.5 mm) long, punched in pairs formed at right angles to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on center. The transverse centerlines of adjacent slots are staggered 0.10 inch (2.54 mm). The distance between longitudinal centerlines of the slots is 0.25 inch (5.35 mm). There are eight teeth per square inch (645 mm) of surface area. Plates are available. in '12-inch (12.7 mm) width increments, up to 12 inches (304.8 mm), and lengthwise in 1-inch (25.4 mm) multiples. See Figure 1 for details. 3.3 MiTek® TL20 and MT20TM: Models TL20 and MT20TM metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A 653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have teeth 3/8 inch (9.5 mm) long, punched in pairs formed at right angles to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on center. The transverse centerlines of adjacent slots are staggered 0.10 inch (2.54 mm). The distance between longitudinal centerlines of the slots is 0.25 inch (6.35 mm). There are eight teeth per square inch (645 mm2) of surface area. Plates are available In '/2-inoh width (12.7 mm) increments, up to 12 inches (304.8 mm), and lengthwise in 1-inch (25.4 mm) multiples. See Figure 1 for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. Trusses must be assembled within the tolerances provided by the Truss Plate Institute's Quality Criteria for Metal Plate Connected Wood Trusses, shown as Section 4 in ANSI/TPI 1 National Design Standard for Metal Plate Connected Wood Truss Construction. ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed � as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as [r_ rr1�7■ to any finding or other matter in this report, or as to any product covered by the report - Copyright © 2010 Page 1 of 4 PDF created with pdfFactory trial version www.r)dffactory.coni ESR-1988 I Most Widely Accepted and Trusted 4.2 Allowable Design Values: Allowable design values for MiTek® metal truss connector plates to be used in the design of metal plate connected wood roof and floor trusses are shown in Tables 1 and 2. Allowable design values are applicable when the connection is made with identical plates on opposite sides of the joint. This evaluation report is limited to the evaluation of connection capacity of the MiTek® metal truss connector plates listed in this report. The design, manufacture, and installation of trusses employing the truss plates have not been evaluated. 5.0 CONDITIONS OF USE The MiTek® Industries metal truss connector plates described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 This evaluation report and the manufacturer's published installation instructions, when required by the code official, must be submitted at the time of permit application. In the event of a conflict between the manufacturer's published installation instructions and this document, the instructions in this document govern. 5.2 Each application for a building permit, using these truss plate connectors, must be accompanied by documentation showing that the design, manufacture, and proposed installation conform with the requirements of the applicable code. 5.3 This report establishes plate design values only. For items not covered by this report, such as truss design, fabrication, quality assurance and special inspection, refer to ANSI/TPI 1, engineering drawings and the applicable code. 5.4 The design values (lateral resistance values, effective tension strength ratios, and effective shear resistance ratios) used in the design of trusses, using MiTsh' Industries metal truss connector plates, must not exceed those listed in Tables 1 and 2 of this report. Load combination reductions must be in accordance with the applicable code. Page 2 of 4 5.5 All lumber used in the fabrication of trusses using MiTek® Industries metal truss connector plates must be graded in compliance with the applicable building code, and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSI/TPI 1 Section 6.4.5 must be applied to the table values when the lumber moisture content exceeds 19 percent. Allowable values shown in the tables of this report are not applicable to metal connector plates embedded in either fire -retardant - treated lumber or preservative -treated lumber. 5.6 Metal truss connector plates must be installed in pairs on opposite faces of truss members. 5.7 Galvanized G60 metal truss plate connectors subject to corrosive environments must be protected in accordance with Section 6.5 of ANSI/TPI 1. 5.8 MiTek® metal truss connector plates are manufactured in St. Charles, Missouri; Phoenix, Arizona; Tampa, Florida; Edenton, North Carolina; and Bradford, Ontario, Canada. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1- 2007. 6.2 Manufacturer's descriptive literature. 6.3 A quality control manual. 7.0 IDENTIFICATION The MiTek® connectors are identified by an imprint of the plate name embossed into the surface of the plate (for example, the MT20TM plate is embossed "MT20"). Additionally, boxes containing the connector plates must be labeled with the MiTek' Industries name, the metal connector plate model, and the evaluation report number (ESR-1988). PDF created with pdfFactory trial version www, dffacta .corn 1 ESR-1988 I Most Widely Accepted and Trusted Page 3 of 4 JI TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ib/in'/PLATE) �I I LUMBER SPECIES SG I AA I EA AE EE TL18, MT18, MT18HSTM, TL20 and MT20TM Douglas fir -larch 0.49 248 203 170 171 Hem -fir 043 188 159 133 141 Spruce -pine -fir 0.42 206 162 125 122 :Southern pine 0.55 244 192 171 178 For SI: 1 Win = 6.9 kPa. NOTES: 'Tooth -holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, elates must be installed on ❑ppcsite sides ofjoint. AA = Plate parallel to load, wnpd grain parallel to load. l EA = Plate perpendicular to load, wood grain parallel to load. AE = Plate parallel to load, wood grain perpendicular to load. EE = Plate perpendicular to load, wood grain perpendicular to load. 3All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial -embedment roller presses and hydraulic -platen presses 1 that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES' PROPERTY FORCE TL18 AND MT18 1 MT18HSTM TL20 AND MT20TM DIRECTION Efficiency Pounds/ inch/Pair of Connector Plates Efficiency Pounds/ inchlpair of Connector Plates Efficiency Pounds/ inch/Pair of Connector Plates Tension values in accordance with Section 5.4.4.2 of TPI-1 (Minimum Net Section over the joint)Z 'Tension @ 0° 0.5 1149 0.48 1596 0.49 857 'Tension @ 90° 0.52 1208 0.5 1671 0.49 854 Tension values in accordance with TPI-1 with a deviation Isee Section 5.4.9 (a) 1) (Maximum Net Section Occurs over the Joint) Tension @ 0° 0.59 1349 .59 1975 0.59 1035 Tension @ 900 0.53 1214 +__i.51 1727 0.49 861 Shear Values Shear @ 0° 0.56 874 0.55 1099 0.51 604 Shear @ 30° 0.66 1023 0.57 1153 0.74 876 Shear @ 60° 0.83 1283 0.74 1492 0.82 970 Shear @ 90' 0.49 757 0.52 1052 0.58 686 Shear @ 120' 0.39 608 0.4 802 0.42 498 Shear @ 150° 0.45 702 0.37 745 0.5 592 For SI: 1 lb/inch = 0.175 N/mm, 1 inch = 25.4 mm. NOTES: 'Minimum coated thickness is 0.0356 inch (0.904 mm) for 20 gage, or 0.0466 inch (1.184 mm) for 18 gage in accordance with Section 4.3.4 of ANSI/TPI 1. Minimum coating thickness for G60 is 0.0010 inch (0.025 mm) total for both sides in accordance with Section 4.3.6 of ANSI/TPI 1. ZMinimum Net Section - A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a line of holes. 3Maximum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. PDF created with pdfFactory trial version www.12dffactory.com ESR-1988 I Most Widely Accepted and Trusted 0. 125" 0.250" 0. 125" 3.2 mm 6 4 mm 32 mm X -7 UJ E �o�o�oo_�o�o er�uo�o�ou0000 r�000000000000 VVIDTH 0375" 9-5 mm MT18, TL18, MT18HS, MT20, TL20 FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (inches) (1 inch = 25.4 mm) Paue 4 of 4 PDF created with pdfFactory trial version www.pdffactorv.com TIMBER 1 INS Ec oN j May 17, 2010 To Whom It May Concern: This is to verify that Spates Fabricators, Inc. of Thermal, CA is a Subscriber in the Timber Products Inspection (TP) and General Testing and Inspection (GTI) Truss Quality Auditing Program since June, 1990. The TP and GTI Truss Quality Auditing Programs are recognized by the International Accreditation Service (IAS) with the assigned number of AA-664. TP and the GTI quality assurance marks have been recognized in the West by the truss industry and code jurisdictions since 1969. TP currently audits truss manufacturing facilities nationwide. TP is conducting unannounced, third party audits at Spates Fabricators, Inc, of Thermal, CA. This facility is currently in good standing in the TP Truss Quality Auditing Program. Spate's Fabricators, Inc. personnel are authorized to apply the GTI quality mark to trusses that are manufactured in accordance with the latest revision of the ANSI/TPI Standards. All stamping takes place at the truss manufacturing facility, under supervision of qualified plant personnel. If you have questions regarding the status of any plant in the TP/GTI Program, please contact me on my cell 208.818.7869. Sincerely, F TIMBER PRODUCTS INSPECTION -I s Brian Hensley Truss Manager —Western Division /jr Xc: File J 105 SF_ 1241h Avenue F.O. Box 919 a 1641 Sigman Road Vancouver, Washington 98684 Conyers, Georgia 30012 360/449-3840 e FAX:360/449-3953 + 770/922-8000 a FAX:770/922-129C J Sladden Engineering 45090 Golf Center Parkway, Suite F, Indio, CA 92201 (760) 863-0713 Fax (760) 863-0847 6782 Stanton Avenue, Suite A, Buena Park, CA 90621 (714) 523-0952 Fax (714) 523-1369 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 800 E. Florida Avenue, Hemet, CA. 92543 (951) 766-8777 Fax (951) 766-8778 February 20, 2013 Project No. 544-13032 13-02-065 Discovery Land Company 80955 Avenue 52 I\ La Quinta, California 92253 $� _ Subject: Geotechnical Update ' MAR 1 1 2013 Project: Custom Residence Lot 19A —Ross Avenue (rT��! (IF LA s�JINTA The Madison Club COMMUNITY DEVELOPMENT La Quinta, California Ref: Geotechnical Investigation Report prepared by Sladden Engineering dated January 28, 2005; Project No. 544-4810, Report No. 05-01-101 Report of Testing and Observation During Rough Grading prepared by Sladden Engineering dated March 2, 2006; Project No. 522-4810; Report No. 06-02-120 As requested, we have reviewed the above referenced geotechnical reports as they relate to the design and construction of the proposed custom residence to be to be constructed on Ross Avenue identified as Lot 19A within the Madison Club development in the City of La Quinta, California. It is our understanding that the proposed residential structure will be of relatively lightweight wood -frame construction and will be supported by conventional shallow spread footings and concrete slabs on grade. The lots were previously graded during the rough grading of the Madison Club project site. The rough grading included recompaction of the native surface soil along with the placement of engineered fill material to construct the building pads. The site grading is summarized in the referenced report of Testing and Observation During Rough Grading along with the compaction test results. Because the lots have been previously rough graded, the remedial grading required at this time should be minimal provided that the building area that falls within the previously assumed building envelopes. The building areas should be cleared of surface vegetation, scarified and moisture conditioned prior to precise grading. The exposed surface should be compacted to a minimum of 90 percent relative compaction prior to fill placement. The previously removed soil and any fill material should be placed in thin lifts at near optimum moisture content and compacted to at least 90 percent relative compaction. CITY OF LA QU NI A BUILDING & SAFETY DEPT. t1 rl �� DATEC)l February 20, 2013 -2- Project No. 544-13032 13-02-065 The referenced reports include recommendations pertaining to the construction of residential structure foundations. The previous reports also address the potential for liquefaction, subsidence and differential settlement. Based upon our review of the referenced reports, it is our opinion that the structural values included in these reports remain applicable for the design and construction of the proposed residential structure foundations. The allowable bearing pressures recommended in the referenced Geotechnical Investigation report remain applicable. Conventional shallow spread footings should be bottomed into properly compacted fill material a minimum of 12 inches below lowest adjacent grade. Continuous footings should be at least 12 inches wide and isolated pad footings should be at least 2 feet wide. Continuous footings and isolated pad footings should be designed utilizing i allowable bearing pressures of 1500 psf and 2000 psf, respectively. Allowable increases of 300 psf " 1 for each additional 1 foot of width and 300 psf for each additional 6 inches of depth may be utilized, if desired. The maximum allowable bearing pressure should be 3000 psf. The. i recommended allowable bearing pressures may be increased by one-third for wind and seismic. loading. r. r Lateral forces may be resisted by friction along the base of the foundations and passive resistance ; along the sides of the footings. A friction coefficient of 0.48 times the normal dead load forces is recommended for use in design. Passive resistance may be estimated using an equivalent fluid weight of 300 pcf. If used in combination with the passive resistance, the frictional resistance should be reduced by one third to 0.33 times the normal dead load forces. The bearing soil is generally non -expansive and falls within the "very low" expansion category in accordance with the 2010 (CBC) classification criteria. Pertinent 2010 CBC Seismic Design parameters are summarized on the following page. Based on our field observations and understanding of local geologic conditions, the soil profile type judged applicable to this site is So, generally described as stiff soil. The site is located within UBC Seismic Zone 4. The additional coefficients and factors relevant to seismic mitigation for new construction in accordance with the 2010 California Building Code (CBC) are provided in this report. Sladden Engineering February 20, 2013 -3- Project No. 544-13032 13-02-065 The seismic design category for a structure may be determined in accordance with Section 1613 of the 2010 CBC or ASCE7. According to the 2010 CBC, Site Class D may be used to estimate design seismic loading for the proposed structures. The period of the structures should be less than 1h second. This assumption should be verified by the project structural engineer. The 2010 CBC Seismic Design Parameters are summarized below. Occupancy Category (Table 1604.5.): II Site Class (Table 1613.52): D Ss (Figure 1613.5.1):1.500g S1 (Figure 1613.5.1): 0.600g Fa (Table 1613.5.3(1)):1.0 Fv (Table 1613.5.3(2)): 1.5 Sms (Equation 16-36 {Fa X Ss)): 1.500g Sm1 (Equation 16-37 {Fv X S1}):1.900g SDS (Equation 16-38 (2/3 X Sms}):1.000g SD1 (Equation 16-39 f2/3 X Sml1): 0.600g Seismic Design Category: D In addition, we have sampled the surface soil on the subject lot to determine the soluble sulfate content as it relates to selecting appropriate concrete mix designs. Testing indicates that the site soil is generally considered non- corrosive with respect to concrete. The testing indicated soluble sulfate content of 5600 ppm (0.560 percent) that corresponds with the "severe" exposure category in accordance with ACI 318-08, Table 3. Based upon this, the use of sulfate resistance concrete mixes will be required. Structural concrete in contact with soil should have a minimum compressive strength .of 4500 psi and a maximum water/cement ratio of 0.45. We appreciate the opportunity to provide service to you on this project, if you have any questions regarding this letter or the referenced reports please contact the undersigned. Respectfully submitted, SLADDEN ENGINEERING BRETY L. No. C45M Brett L. Anderson Exp 9130114 Principal Engineer CIVIL P $ sF ENGINEERING SER/gvm Copies: 4/ Discovery Land Company Sladden Engineering Sladden Engineering 6782 Stanton Ave., Suite A, Buena Park, CA 90621 (714) 523-0952 Fax (714) 523-1369 45090 Golf Center Pkwy, Suite F, Indio, CA 92201 (760) 863-0713 Fax (760) 863-0847 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 Date: February 19, 2013 Account No.: 544-13032 Customer: Discovery Land Company Location: Madison Club, 81346 Columbus Way, Lot 19A, La Quinta Sulfate Series Analytical Report Soluble Sulfates per CA 417 ppm -11 Soluble Chloride per CA 422 ppm 1100 Sulfate 544-13032 021913