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Santerra TR 32225 (Plans 1-5) Truss Calcs11 IQ a y� r + Ct� 1111E STAMPED SUBMITTAL SET ANSC)N TRUSS SANTERRA LLC Santerra Plan 1-2-3-4-5 La Quinta, CA 05-02-06 INC. BRACING WOOD TRUSSES: COMMENTARY AND RECOMMENDATIONS © TRUSS PLATE INSTITUTE, INC., 1976r The design of wood trusses in accordance with TPI design criteria assumes: However carefully wood trusses are designed and fabricated, all this is at stake in the final erection and bracing of a roof or floor system. It is at this critical stage of construction that many of the really significant design assumptions are either fulfilled or ignored. If ignored, the consequences may result in a collapse of the INTRODUCTION structure, which at best is a substantial loss of time and materials, and which at worst could result in a loss of life. In recognition of the inherent safety of a properly braced roof system, the apparent lack of knowledge of how, when, and where to install adequate bracing, and in the interest of public safety, the Truss Plate Institute, Inc., in consultation with its Component Manufacturers Council membership, has undertaken the preparation of these recommendations. Substantial concentrated study and deliberative review by the TPI Technical Advisory Committee (comprising a membership of the chief structural engineers of member plate manufacturing companies, representatives of the academic community, and independent consulting engineers) have devoted to this effort. Consultation with the TPI Component Manufacturers Council has resulted in bringing practical field handling and erection problems into a sharper focus. Inclusion of the tentative recommendations for on -site handling and erection procedures is one direct result of the consultations. It is planned to study further and enlarge upon thesetentative recommendations. While the recommendations for bracing contained herein are technically sound, it is not intended that they be considered the only method for bracing a roof system. Neither should these recommendations be interpreted as superior to or a standard that would necessarily be preferred in lieu of an architect's or engineer's design for bracing for a particular roof system. These recommendations for bracing wood trusses originate from the collective experience of leading technical personnel in the wood truss industry, but must, due to the nature of responsibilities involved, be presented only as a guide for the use of a qualified building designer, builder, or erection contractor. Thus, the Truss Plate Institute expressly disclaims any responsibility for damages arising from the use application, or reliance on the recommendations and information contained herein by building designer or by erection contractors. R K"I F/A 1, Sheathing Compression webs: before and after buckling. Continuous lateral bracing maintains spacing, but permits lateral buckling of all web members at the same time Bearing for trusses Figure 1(d) The Truss Plate Institute "Design Specifications for Light Metal Plate Connected Wood Trusses" are recommended for the design of individual wood trusses as structural components only. Lateral bracing, as may be required by design to reduce buckling length of individual truss members, is a part of the wood truss design and is the only bracing that will be specified on the truss design drawings. Lateral bracing is to be supplied in the size specified and installed at the location specified on the truss design drawings by the builder or erection contractor. The building designer or inspector must ascertain that the specified lateral bracing is properly installed and that this bracing is sufficiently anchored or restrained by diagonal bracing to prevent its movement. Special design requirements, such as wind bracing, portal bracing, seismic bracing, diaphragms, shear walls, or other load transfer elements and their connections to the wood trusses must be considered separately by the building designer. He shall determine size, location, and method of connecting for diagonal bracing as needed to resist these forces. Diagonal or cross bracing is recommended in the plane formed by the top chords, in the plane formed by the bottom chords and perpendicular to the truss web members, as needed for the overall stability of the entire structure. Truss bracing and connection details should be shown on the building designer's framing plan as part of the design drawings. Bracing materials are not usually furnished as part of the wood truss package, and should be provided by the builder or erection contractor. The builder or erection contractor is responsible for proper wood truss handling and for proper temporary bracing. He must assure that the wood trusses are not structurally damaged during erection and that they are maintained in alignment before, during, and after installation. Temporary or erection bracing may follow, but not necessarily be limited to, the building designer's framing plan. It is recommended that erection bracing be applied as each truss is placed in position. Figure 1(b) Figure 1(b) It is recommended that diagonal bracing (minimum 2-inch thick nominal lumber) be installed at approximately a 45 degree angle to the lateral brace. Diagonal bracing should be attached to the opposite side of the same member required lateral bracing. This bracing may be continuous or intermittent at the building designer's option; however, it is recommended that intermittent spacing not exceed 20 feet, or twice the horizontal run of the diagonal bracing. The ground braces should be located directly in line with all rows of top chord continuous lateral bracing. Otherwise, the top chord of the first truss can bend sideways and allow the trusses to shift. This shift, however slight, puts a tremendous strain on all connections of the bracing system, i.e., the weight of the trusses would then be added to any wind force or construction load such as bundles of plywood or roof shingles tending to tip the trusses over. All nailing of bracing should be done so that if the trusses should tend to buckle or tip, the nails will be loaded laterally, not in withdrawal. It is not recommended to nail scabs to the end of the building to brace the first truss. These scabs can break off or pull out, thus allowing atotal collapse. As trusses are set in place, the builder or erection contractor must apply sufficient temporary bracing to hold the trusses plumb, in alignment and in a safe condition until the permanent bracing, decking and/or sheathing can be installed. Temporary bracing should be not less than 2x4 dimension lumber and should be as long as practical for handling. The use of short spacer pieces of lumber between adjacent trusses is not recommended, unless used temporarily in preparation for immediate installation of longer continuous bracing (8-feet minimum length). Temporary bracing lumber should be nailed with two double headed 16d nails at every intersection with the braced member. Pre -assembly of groups of trusses, on the ground, into structurally braced units which are then lifted into place as assemblies is an acceptable alternate to the one -at -a -time method. Exact spacing between trusses should be maintained as bracing is installed to avoid the hazardous practice of removing bracing to adjust spacing as sheathing is applied. This act of "adjusting spacing" can cause trusses to topple if a key connection is removed at the wrong time. Truss bracing must be applied to three planes of reference in the roof system to insure stability: 1. Top chord (sheathing) plane, 2. web member plane or vertical plane perpendicular to trusses, and 3. bottom chord (ceiling) plane. 1. Top Chord Plane. Most important to the builder or erection contractor is bracing in the plane of the top chord. Truss top chords are susceptible to lateral buckling before they are braced or sheathed. It is Anchorage (by building designer) into solid and wall - restrains lateral bracing, thereby preventing b buckling. Continuous lateral bracing Sheathing Compression web -sloping or vertical Continuous lateral bracing. Diagonal brace nailed to opposite side of web prevents lateral movement and should be repeated at approximately 20 feet intervals. Ceiling STAGE TWO: During Truss Erection the builder or erection contractor must take adequate precautions to assure that the wood trusses are not structurally damaged. Proper rigging, including the use of spreader bars and multiple pick-up points, where required, is necessary to prevent damage during handling; tentative recommendations are presented in the Appendix hereto. It is most important to brace the first truss at the end of the building securely. All other trusses are tied to the first truss, thus the recommended that continuous lateral bracing be installed within 6 inches of the ridge line or center line and at approximately 8 feet to 10 feet intervals between the ridge line of sloped trusses or center line of flat trusses and the eaves. For double member trusses this spacing between laterals may be increased to 12 feet to 14 feet. Diagonals, located between the lateral bracing and set at approximately 45 degree angles, form the triangles required for stability in the plane of the top chord. NOTE: Long spans or heavy loads may require closer spacing between lateral bracing and closer intervals between diagonals. Figure 3(a) illustrates temporary bracing in the plane of the top chord for gable trusses If possible, the continuous lateral bracing for the top chord should be placed on the underside of the top chord so that it will not have to be removed as the plywood decking is applied. The trusses are then held securely even during the decking process. It is equally important for the builder or erection contractor to install bracing in the plane of the top chord for flat roof or floor trusses. The use of a similar bracing pattern is recommended for all flat trusses. Particular attention is directed to bracing at the end of flat trusses as shown in Figure 3(b). 2. Web Member Plane. It is also necessary to install temporary bracing in the plane of the web members. This bracing is usually For single member truss (1 1A inch thickness) -- -- For double member truss (3 inch thickness) zz�_ /—Located within 6 inches of ridge line Repeated diagonals at approximately 20 feet intervals 2-16d tlouble \ i 7 headed nails NOTE: span trusses npproximarey ^s° \ I• Bracing }!- Long may require closer // spacing. "Lap lateral bracing over :t Top chord} at least two trusses Typical nailing 1. Truss members are initially straight, uniform in cross section, and uniform in -design properties. 2. Trusses are plane structural components, installed vertically, braced to prevent lateral movement, and parallel to each other Blithe design spacing. 3. Truss members are pinned at joints for determination of axial forces only. 4. There is continuity of chord members at joints for determination of moment stresses. 5. Compression members are laterally restrained at specific locations or intervals. 6. Superimposed dead or live loads act vertically, wind loads are applied normal to the plane of the top chord, and concentrated roads are applied at a point. 7. In addition to the lateral bracing specified by the truss designer, the building designer will specify sufficient bracing at right angles to the plane of the truss to hold every truss member in the position assumed for it in design. S. The building designer (not the truss designer) will specifiy sufficient bracing and connections to withstand lateral loading ofthe entire structure. The theory of tracing is to apply sufficient support at right angles to the plane of the truss to hold every truss member in the_ position assumed for it in design. This theory must be applied at three stages. STAGE ONE: During Building Design and Truss Design individual truss members are checked for buckling, and lateral bracing is specified as required for each truss member. The building designer must specify how this lateral bracing is to be anchored or restrained to prevent lateral movement should all truss members, so braced, tend to buckle together as shown in Figure 1(b). This may be accomplished by: 1. Anchorage to solid end walls (Figure 1(c)). 2. Diagonal bracing in the plane ofweb members (Figure 1(d)). 3. Other meanE. as determined by the building designer. Figure 2(a) NOTE: Locate ground braces for first truss directly in line with all rows of top chord continuous lateral bracing (either temporary or permanent) Ground brace First truss to be well braced before erection of additional units Bearing for trusses Ground stakes !f � !r End diagonals to ground stakes Figure 2(b) bracing system depends to a great extent on how well the first truss is braced. One satisfactory method is for the first truss top chord to be braced to a stake driven into the ground and securely anchored. The ground brace itself should be supported as shown in Figure 2 or it is apt to buckle. Additional ground braces, in the opposite direction, insidethe building are also recommended. 2-16d double Bacing headed nails ;ame as Top chord Typical nailing Lap lateral bracing over trusses � at least two trusses. Figure 3(b) W installed at the same locations specified on the architectural plan for permanent bracing, and may become part of the permanent bracing. It is recommended that diagonal bracing be added at each web member .requiring continuous lateral bracing. If none is specified, it is recommended that it be placed at no greater than 16 feet intervals along the truss length for roof trusses and 8 feet intervals for floor trusses. It is not generally necessary for diagonal bracing to run continuously for the full length of the building but it is recommended that the spacing between sets of diagonal bracing not exceed 20 feet, or twice the horizontal run of the diagonal bracing. Rows of 2x6 strong -backs may also be used to brace floor trusses where diagonal bracing is impractical. Figure 4(a) illustrates diagonal bracing in the plane of the web members; Figure 4(b) illustrates the lateral movement that may occur if lateral bracing is used without diagonal bracing. 3. Bottom Chord Plane. In order to hold proper spacing on the bottom chord, temporary bracing is recommended in the plane of the bottom chord. Continuous lateral bracing at no greater than 8 feet to 10 feet on centers along the truss length is recommended full length of the building, nailed to the top of the bottom chord. Diagonal bracing 9 0 0 0 0 0 0 0 0 • 74'-6" 23'-0" 1 10'-0 1/2" 1 7'-11' 71 d i 13'-0 1/2" ,Jr%%,r\a •r/ u.�.. v FRONT CAO O w U cD m a C J Z O 'a0o oZ - I Cam W\� ZZ- U1 N / :5 To W•z LOP � m VI w �Z z� =� a�QQ OU 4 I a z n Z W w z O Q C, O (aj U m � J \ U- H O mad YZ, /�/� _U O� W a0 C7 Z a� cn a 0 O0 T m y S. Z O ~ Z Q aau z Q N U Z Do_ < � N m m V U Z � � � N N Om U) m N I n y 't� w O O ZU0 N U s M ¢ a N 0 N m w I I Q LL m N (p O o o I ) O L r m g w 0 w Z LL O (D 0 0 '! o II O` (n M w� / s O a NOTE: M —4:12 ROOF PITCH, UNO. J —1 2" OVERHANG, LINO. Q —(2) FAU'S IN ATTIC. —TRUSSES AT 24" O.C., LINO J —ALL BEAMS TO BE B/O —SIMPSON HANGERS OR EQ. B/O —SOFFIT BELOW PLATE B/O W W 3 —SEE STRUCTURAL PLANS FOR Z RIDGE AND SHEAR BLOCKING ZZ Q Q Q mw �� o (n V) �� J wn— -6' .51 1/Z U.J. SEE DET. A' FRONT �a 0 f� 006' Qa Z�®o LU U �- 0 pC } Z LL R O 0z Cc o W :Coo Q NOTE: -4:12 ROOF PITCH, UNO. -1 2" OVERHANG, UNO. -(2) FAU'S IN ATTIC. -TRUSSES AT 24" O.C., UNO -ALL BEAMS TO BE B/O -SIMPSON HANGERS OR EQ. B/O -SOFFIT BELOW PLATE B/O -SEE STRUCTURAL PLANS FOR RIDGE AND SHEAR BLOCKING S4 CO W 0 �N z oZ - I^ m N VI Z N W Z� No cn 'w W Z W O ate`' w Z U H QWo Z � Q W= 0} UOm (n Ol i p f. m � U O � <}m Q T O � } Z �Q aa� m Q U Z a'' W U U N Z O K 0 vi v� m W� UQ � K Z � 1 O U N U Q 4 U o: m I I I Q iL N Q � a w O z w LL vo O O wl 0 O II 0 won w- �� i J Z J Q De of J Of Of J Z ZZ} a gQQ mW �N J -6" 13'-8 1 /2" I, L'.5 -u k 9 - FRONT q� 8'-5 1 2" SPAN 12" OAHS m y W `a M O N m N Q J SEE DET' v N LL O 6:1 JACKS W/B.C. NOTE: -3/8:12 ROOF SLOPE, UNO. -0" OVERHANG, UNO. -(2) FAU'S IN ATTIC. -TRUSSES AT 24" O.C., UNO -ALL BEAMS TO BE B/O -SIMPSON HANGERS OR EQ. B/O -SOFFIT BELOW PLATE B/O -SEE STRUCTURAL PLANS FOR RIDGE AND SHEAR BLOCKING S4 w U � N N Z� J � Z � Z mN N LJ O N � OOvi a: M'Zw� 3 W Z H Quo Z �Z W` 0} } N O Z U } QUA Q (n Q ZQ4 O D } ZOOJ Q Q U Z W W U U N Z � Q N U N L Z u 1 O U N U Qa = U_ me W i I I Q LL N mN 0 a w O Z w L O 0 � II O O QO co J Z Q ofix J WW D �- F- o Z ZZ} m m<< mW �N g(n � 4d MJ FRONT q zu,®O C�L>� O LLLL od�z oz�„� 0-0 �F)<o w co-�//�� 0 NOTE: -4:12 ROOF PITCH, UNO.- -12" OVERHANG, UNO. -(2) FAU'S IN ATTIC. -TRUSSES AT 24" O.C., UNO -ALL BEAMS TO BE B/O -SIMPSON HANGERS OR EQ. B/O -SOFFIT BELOW PLATE B/O -SEE STRUCTURAL PLANS FOR RIDGE AND SHEAR BLOCKING 10'-5' SPAN A. S4 EXPA w U � N N Z O J Z w �Z m N VJ Z W�O w a:ovi Zwj L r aFZ U z <"z Z wQ w= 0 Z u0m J N y Z O Q Q 0 Z� O cna}m ZQ Q T 1+ O =' y Z Zo< <-, lz Z w a�� m UU Z - ¢ VI In N Q � U W H� Z L O U N U 1 Q Q Q U m LL M Q 0 3 a �J w o N w Z LL c O ^1 Q f ) II O Inw� / QO U� J Z Q Z ZZ r mW Q �QQ mJ w� o o� -0" SPAN I 23-9 1 2" SPAN 22'-5 3/4- AT RIDGE 23'-0" SPAN 14'-0' 13'-0" STUB 27'-0" SPAN v FRONT Qa zoo0 ��w� C1 w > >. ��J pU) m � O ozo-� LL O N Um o NOTE: -3/8:12 SLOPE, LINO -0" OVERHANG, UNO. -(2) FAU'S IN ATTIC. -TRUSSES AT 24" O.C., UNO -ALL BEAMS TO BE B/O -SIMPSON HANGERS OR EQ. 8/0 -SOFFIT BELOW PLATE B/O -SEE STRUCTURAL PLANS FOR RIDGE AND SHEAR BLOCKING S47 a EXP.6/ w U �^ w Z� O J w z D Z Nw � � Z O N uj -�p= ca w ooix oc zw0 � zo Q N 7 z �z o 0 Zw cai O m (o > ZaQ 0 ? Z Q>m QI zQ� Zoo< Q a) Q w Q Z o. 1-N U U z D � N N Oto UQ W� 1- K Z' OV N U 1 QQa U E Q � � I LL F W, m goo a w N it Z LL 0 0 wl O 0 0 II 0 M w00 i <0 U_ J Z Q Of Of J WW I- F_ o Z Z Z > m mW z Jzovc� 14'-0" SB 16'-0" SB _�i � 10 8' _ " Io a. FRONT o c,0�6' ol i 1{I I Za N O 1 n JII I � 1 ml Q S4710 n w U �N Z0 o z — 0 vv Jo m N YI Z z� N CNHZ co)� � N z w j I� U <wz Z ��z w YX O Z UOm /A Yi m Q W 0,63 a m Y U k 1 z< N z O=O� z a)Q<Q CJ � w ¢�a m UU0 N z n N V1 0 N N U W� z 0 00 N U z 1 Q S 1 N m� /� W I I I Q j L N V Q O N 3 o Z a w � J � w LL m _ N 0 1 to ^ II O O 00 M w i QO U� NOTE: U N 0 -4:12 ROOF PITCH, UNO. J - 1 2" OVERHANG, UNO. Q -(2) FAU'S IN ATTIC. -TRUSSES AT 24" O.C., UNO �� J -ALL BEAMS TO BE B/O J —SIMPSON HANGERS OR EQ. B/O �� —SOFFIT BELOW PLATE B/O W W ?� —SEE STRUCTURAL PLANS FOR Z RIDGE AND SHEAR BLOCKING ZZ Q .QQ mW �J 10'-5 1/2" _ j-FILL W/5600y DRAG '-8 1 4" 40'-4" L —11-1 R/R" N4 J N3 SLOPE N2 ILL W/1600# DRAG N 1 10'-5 1 2" STUB 25-0' SPAN 1'-6" O ;mn� '-1 5/8" 710 a z / (^� L-1 O ~ N 0 Z lei l�f . . ■ p Z _ �s W U 0�� 'ii FZ V M2 Q N i Zzo (� ZZ Vi V/ a�z a Zn 0 Z ccooN C9 ' - O w I o z Z - - a w� O o v o o z I_ ego z l4hALL W z 0 0 t U Q 6 1 m� (a3 C.,o I m n zaaW O z _J I a c) J Z< ZQw I zZ m aUCY} 0 J } 7 H Z ,§ W m N � N N 12" OAHS y Z� = N� _ � W_ t N ; a I Z N U za a O/ V R1 I v O e m Q c� to 6'-5 1/2" SPAN �m o _I 0 N N g Z z a N w J J � J o 10 r- II 0 0 wM �00 i NOTE: QO U� U N -3/8:12 ROOF SLOPE, UNO. J z -0" OVERHANG, UNO. Q -(2) FAU'S IN ATTIC. -TRUSSES AT 24" O.C., UNO �� J -ALL BEAMS TO BE B/O tyT -SIMPSON HANGERS OR EQ. B/O 0 -� —SOFFIT BELOW PLATE B/O W W 3 —SEE STRUCTURAL PLANS FOR I-F- o z RIDGE AND SHEAR BLOCKING z z m Q Q mLLI �J oN N 0� �(ji NOTE: ��° �t A �e'`F 9<<,��' —3/8:12 ROOF SLOPE, UNO. " -o SPAN —0" OVERHANG, UNO. 20'-0" SPAN y m 3t t/2" O.S.11 SEE DET. 'A' 2'-0- STUB —/2 FAU'S IN .ATTIC. \ � FILL FRONT Q S 10 n m ILL N1 —TRUSSES AT 24" O.C., UNO —ALL BEAMS TO BE B/O H1 '9� E _ FL BM B/ N2 O O EO Q. B/0 H2 _4 0 _ —SOFFIT BELOW PLATE B CAS I — — PLANS FOR —SEE STRUCTURAL PLA S H3 �j` � m cq � RIDGE AND SHEAR BLOCKING m p p6' D t0 F- Y it N M5 M4 M2 M1 N tN N J m � �0 N w n V Z O N = _O O _� 4 _J J5 °t O J oI 4 z Z LLJ J 4O N m 2O 't z v J N N O � W N m O N � a io aici wiz x C> 1 N rA OOVi YI N L2 L1 J K6 K5 K4 K3 K2 K1 g a�� Quo Z ` Z N I \ N ca.�Om J /A _ r Z O Q Y� m -- X� x3 L3 W " m ' m�< i0¢ Q an A a. toM > uu CD za I th N O O z C, O O qb VI N <¢U J 4 _ O w a O o 3 a�a Mm1 W N N M3 a v rn N \ o z�� - O a 3 r N� ¢ m N _J N 0. a ~ d N N \ 3 O O F N N -j J4 J3 J2 za N _1 Q y = U. J /1 v N 0. R1 R2 R1 �n W z i"" IL N z_C�e]O a N a o Q3 NC14 N = Lu N N J J � J U �J m P3 P2 P 1 Z Q W z Z � L T2 S2 P6.- T. Q2 Q 1 P4 0 �' 0 a °d Z _ !L S 1 qh O z Q SLOPE I`' N rn N o— a O 3 a LL O ROOF ABOVE 0 W J J J. -y ..o Q .. 00 _ 0 4 N I coI wM O <r- � J Z v v T1 o U1 0 QQ " FILL W/1700# DRAG ON! T- O J 25'-0" SPAN F Q Z 6'-5 1/2" SPAN PL. HT. wZZ a Q Q mW z W�U7 a J m v) ov a :7 DATE: 03/30/06 JOB No: ES 06-054 REVISIONS: ` DATE i CHANGES I BY HANSON Originating Office: ❑13950 Yorba Street Chino, CA 91710 909/ 591-9256 Fax: 909/628-7352 TRUSS, INC. DEVELOPER: SANTERRA LLC PROJECT NAME: SANTERRA LOCATION: LA QUINTA, CA. TRACT No: CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DA ❑590 Constitution Ave. Suite C Z300 Enterprise Street, Suite 0 Camarillo, CA 93012 Escondido, CA 92029 805/388-2055 760/747-9100 Fax: 805/388-1913 Fax: 760/747-9283 Reach us on the web at www.hansontruss.com ❑4476 Skyway Drive Marysville, CA 95901 530/740-7750 Fax:530/740-7754 TRUSS ENGINEERING DESIGNED PER THE 1997 UNIFORM BUILDING CODE PLATES: TP-500 - I.C.B.O REPORT #5039 L. A. CITY RESEARCH REPORT #23996 PLATES: RL, RHS — I.C.B.O REPORT #4994 L.A. CITY RESEARCH REPORT #25237 PLATE TYPES SPECIFIED MAY BE USED INDIVIDUALLY OR AS A COMBINATION OF BOTH. MINIMUM PLATE DESIGN VALUES FOR EACH SPECIFIED PLATE HAVE BEEN USEDAM DESIGN OF THE TRUSSES FW 6/30/07 OF CAL�w Date: MAY 0 12006 Anthony A. Rubalcava S.E The attached shop drawings, calculations and layout plans are designed for this specific project and are valid only if bound, and the cover sheet bears the original signature of Anthony A. Rubalcava S.E. Any loose sheets that are part of this submittal must also bear his original signature C! HANSONTRuss, INC. GENERAL NOTES 1. No splices except as noted on truss drawings. 2. Panel point locations shall be equal divisions unless noted or dimensioned otherwise. 3. Gusset plates shall be installed on each side of all joints and shall not be installed where knots or wane are greater than 10% of plate area. 4. Gusset plates shall be centered on joints unless noted or dimensioned otherwise. 5. Truss designs shall comply with ANSI/T.P.I 1-2002 unless noted otherwise. 6. All gusset plates are 20 gauge and stamped TP. Unless noted otherwise. 7. All hangers specified are Simpson strong -tie or equal and are provided by others unless noted otherwise. 8. All trusses are spaced at 24" on center unless dimensioned otherwise. 9. Moisture content in the lumber used may exceed 19% at the time of fabrication. A 20% reduction in plate values has been used. 10. The Hanson Truss,. Inc., engineering program is in compliance with section 2321 of the. U.B.C. All heel joint connections are designed using an analysis considering the vector sum of concentric and eccentric loads. 11. All nails specified are to be box nails or better. ABBREVIATIONS B.C. Bottom Chord MBKG Mono Backing B/O By Others MGET Mono gable end truss BKG Backing MGOV. Mono gable over BLK. Blocking O.A.H.S. Overall heel stand BM. Beam S,B Setback BRG. Bearing Sc. Scissor (sloped or vaulted) CBO Conventional framing by others ScBKG Scissor Backing DBL. Double member ScGET Scissor gable end truss DR. BM. Drop Beam SOF. Soffit (Non-structural) FILL Vertical @ 16" o.c SPL. Splice FL. BM. Flush Beam STB. Stub GET Gable end truss T.C. Top chord. GIR Girder truss U.N.O. Unless noted otherwise GOV. Gable over w/ With HGR Hanger(s) w/o With out INV. GOV. Inverted gable over JKS Jacks RASF nFsrr.N VALUES FOR VISUALLY GRADED LUMBER SPECIES & SIZE GRADING COMMERCIAL CLASSIFICATION RULES GRADES AGENCY Tension Parallel Shear Compression Compression Modulus of X25.4 for mm bending To Parallel to Perpendicular Parallel to Elasticity E Fb grain Ft grain F„ to grain Fc 1 grain F� DOUGLAS FIR LARCH Select Struct. 1,500 1000 95 625 1,700 1,900.000 Not & Better 2" to 4" thick 1200 800 95 625 1550 1,800,000 Not 1000 675 95 625 1500 1,700,000 WCLIB No2 2" and wider 900 575 95 625 1350 1,600.000 1NWPA Stud 700 450 95 625 850 1400,000 Construction 2" to 4" thicker 1.000 650 95 625 1650 1,500 000 Standard 575 375 1 95 625 1400 1400,000 ARMOTES/October2005 • Multiple Load Cases: Rcts, Forces & Csi's are worst case BASE LOADS: 1.25: 16 14 10 6 PSF * lx Bracing UNO GRAD SPEC SIZE Code: PSA Rbdg:Y 2-Ply LC1: 1.25: 32 28 30: 2-8 154,2 501,8 501 By others TC: NO2 DFL 2X4 V TC 1-2 NO2 DFL 2x4: P=1327C 0.067 Mm=3690 Mp=1489 0.797= 0.864 LC2: UNBALANCED LIVE LOADS. Z BC 1-13 NO2 DFL 2x4: P=1200T 0.212 Mm=2072 Mp=2099 0.406= 0.618 LC3: 1.25: 64 56 24: BC: NO2 DFL 2X4 WEB: STDB DFL 2X4 W TC AXIAL: 1-2 -1793, 2-3 -1673, 3-4*-1061, 4-5 -1061, 5-6 1756 6-71756, 7-8 -723, 8-9 -776 SPCG: PLF oc 2-PLY D BC AXIAL: 1-13 1677, 13-121588, 12-11-326, 11-10 -636, 10-9 707 7 8 WB AXIAL: 13-2 96, 13-3 152, 3-12 -684, 12-4 -265, 12-5 1332 2 3 4 5 6 TCLL: 32 PLF 5-11-1853, 11-6 -320, 11-7 -1617, 7-10 944, 10-8 -336 1 9 ° TCDL: 2$ Z 13 12 Ql 10 0 37.21 BCLL: N RCTS: 1 11 9 BCDL: 30 Z Q MX VRT: 1402 4534 768 DUR LDG FCTR: 1.25 = } @ Carrier 3.5" Min Brg Wdth UNO m 2-Ply: Nail TC w/16d @ 12in oc Plates: TP-500 Nail BC w/16d @ 12in oc ICB0:5g9 LA:23996 Cg&rq on joint UNO LIJ QP ESSIpNq Q cc a 4710 y D m 8'-0" p . - - � 2'-8 1/4° �9r TAUCTUAP�Q�~� LL OF C ALIF� Han.%6 Truss, Inc. and Z 2 3X6 3X4 2X3 SX6 2X3 4X6 3X4 4 signing engineer accept no responsibility for the t1 4 * * accuracy, structural ad- _ equacy or any other fea- tune of this design unless Q specifically fabricated — 3X6 3X4 by Hanson Truss, Inc. O HANSON 3X4 4X10 3X4 4 3X5 TRUSS, INC. z DATE:3/16/06 JE 159-61t Q 1/4n _ 1 e - J DRWG #s 37'-611 - Al PLAN 1 D z Defl @ 2: TL= .16in LL= .07in SANTERRA LLC - SANTERRA\WORKING\PLAN 1\A1 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 8-9 NO2 DFL 2x4: P=3974C 0.215 Mm=1432 Mp=1249 0.335= 0.550 BC 1-13 NO2 DFL 2x4: P=3732T 0.660 Mm=833 Mp=156 0.161= 0.821 TC AXIAL: 1-2 -3974, 2-3 -3704, 3-4 -2934, 4-5 -2717, 5-6 -2717 6-7 -2934, 7-8 -3704, 8-9 -3974 BC AXIAL: 1-13 3732, 13-12 3298, 12-11 2830, 11-10 3298 10-9 3732 WB AXIAL: 2-13 -306, 13-3 408, 3-12 -681, 12-4 644, 12-5 -204 5-11-204, 11-6 644, 11-7 -681, 7-10 408, 10-8 -306 • II 4 114" =1' SANTERRA LLC - SANTERRA\WORKING\PLAN 1\A2 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 32 28 12: 4-6 90 LC2: 1.25: 0 28 20 12: 4-6 42 *lx Bracing By Others UNO GRAD TC: NO2 SPEC DFL SIZE 2X4 BC: NO2 DFL 2X4 WEB: STDB DFL 2X4 4 5 6 7 SPCG: PLF OC 3 2 8 TCLL: 32 PLF 1 9 13 12 11 10 0 TCDL: 28 37.21 BCLL: (20) ROTS: 1 9 BCDL: 12 MX VRT: 1457 1457 DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP-500 ICBO Q3 LA:23996 ntered on joint UNO QpOF 'SSION Detl Q 5: TL= .64m LL= .28m Uamber 9/1bm brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' cc w � 10 Lu�Ex147 6-30-07 U Z N D I— 0 U) Z Q 2 m O W U_ rr Q OF CAI 0 Hanson Truss, Inc. and Z signing engineer accept no responsibility for the LL accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. 0 HANSON 0 TRUSS, INC. Z DATE:3/16/06 JE Q J DRWG #s J A2 Z PLAN 1 Multiple Load Cases: Rcts, Forces & Csi's are worst case BASE LOADS: 1.25: 16 14 10 6 PSF *Ix Bracing UNO GRAD SPEC SIZE Code: PSA Rbdg:Y 1-Ply LC1: 1.25: 32 28 12: By Others TC: NO2 DFL 2X4 U TC 6-7 NO2 DFL 2x4: P=3548C 0.237 Mm=2016 Mp=1805 0.526= 0.763 LC2: 1.33: 0 28 12: 1-7 +-185H,1-9 -+371H Z BC 1-101&B DFL 2x4: P=2723T 0.346 Mm=2139 Mp=2697 0.391= 0.737 LC3: 1.25: 0 28 20 12: BC: 1&B DFL 2X4 — TC AXIAL: 1-2 -3704, 2-3 -3186, 3-4 =2220, 4-5 -2220, 5-6 -3185 6-7 -3696 BC AXIAL: 1-10 3312, 10-9 3868, 9-8 4397, 8-7 4128 WB AXIAL: 2-10 -695, 10-3 665, 3-9 -1144, 9-4 1065, 9-5 -1151 5-8 668, 8-6 -695 18'-9" 1/4" =1' SANTERRA LLC — SANTERRA\WORKING\PLAN 1\A3 4 RCTS: 1 7 MX VRT: 1368 1368 MX HOR: 19 0 1-9 +371H 1-9 -371H NOTE: TRUSS TO TRANSFER 6900 LBS MAX LATERAL FORCE Defl Qa 9: TL= .55in LL= .241n (;amber 7/16m brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc WEB: STDB DFL 2X4 N SPCG: 24 OC D TCLL: 32 PLF TCDL: 28 z BCLL: (20) 0 BCDL: 12 z Q DUR LDG FCTR: 1.25 m 3.5" Min Brg Wdth UNO Plates: TP-500 Q ICBO:5039 LA:23996 W Cent joint UNO QpQkE SIONq Q Cl; vD m W a� S 710 m "�l CTUp`P Q� F 0 CALIF 0 Z uss, Inc. and Hansonjil signinggineer accept no respility for the LL. accuracy, structural ad- — equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. 0 HANSON > TRUSS, INC. 0 Z Q DATE: 3/16/06 JE DRWG #s J A3 Z PLAN 1 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 1-2 NO2 DFL 2x4: P=2428C 0.114 Mm=2101 Mp=21510.470= 0.584 BC 1-11 NO2 DFL 2x4: P=1820T 0.322 Mm=2219 Mp=2726 0.527= 0.849 TC AXIAL: 1-2 -2428, 2-3 -2055, 3-4 -1065, 4-5 -1057, 5-6 876 6-7 855, 7-8 539 BC AXIAL: 1-112252, 11-101627, 10-9 660, 9-8 -477 WB AXIAL: 2-11-446, 11-3 542, 3-10 -838, 10-4 402, 10-5 425 5-9 -1835, 9-6 -257, 9-7 -471 W-9" 7 1/4"=13 SANTERRA LLC - SANTERRA\WORKING\PLAN 1 BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 32 28 12: 9-8 36 LC2: UNBALANCED LIVE LOADS. LC3: 1.25: 0 28 20 12: 9-8 36 4 RCTS: 1 9 8 MX VRT: 999 1851 194 MX UPL: 0 0 -19 *lx Bracing By Others Detl @ 11: TL= .23m LL= .lm brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' UNO GRAD SPEC SIZE NO2 DFL 2X4 U TC: Z BC: NO2 DFL 2X4 wEB. STDB DFL 2X4 N SPCG: PLF oc TCLL: 32 PLF TCDL: 28 z BCLL: (20) 0 W BCDL: 12 z Q DUR LDG FCTR: 1.25 m 3.5" Min Brg Wdth UNO Plates: TP-500 Q ICBO:5039 LA:23996 W Ce red ' on joint UNO joint UNO LU Q�i3 ESSIONq� Q O �Q��y RU9�C��cy U wa 4710 Q �l T'9UCTUP��Q�~ LL OF CALL 0 z Hanson Truss, Inc. and Signing engineer accept no responsibility for the LL accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated — by Hanson Truss, Inc. Q > HANSON 0 TRUSS, INC. z Q DATE:3/16/06 JE J DRWG #s J A4 D z PLAN 1 J Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 2-Ply TC 1-2 NO2 DFL 2x4: P=1665C 0.043 Mm=1939 Mp=2652 0.620= 0.662 BC 1-11 NO2 DFL 2x4: P=1531T 0.376 Mm=871 Mp=610 0.234= 0.610 TC AXIAL: 1-2 -2241, 2-3 -1738, 34 -694, 4-5 -687, 5-6 675 6-7 665, 7-8 503 BC AXIAL: 1-112062, 11-101270, 10-9 361, 9-8 -458 WB AXIAL: 2-11-613, 11-3 556, 3-10 -794, 10-4 312, 10-5 364 5-9 -1257, 9-6 -125, 9-7 -238 1/4" =1' SANTERRA LLC - SANTERRA\WORKING\PLAN 1\A5 18'-9" BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 35 118 12: 3-8 60,9-8 36 LC2: UNBALANCED LIVE LOADS. LC3: 1.25: 0 118 20 12: 3-8 28,9-8 36 4 RCTS: 1 9 8 MX VRT: 1914 2292 42 MX UPL: 0 0 -176 2-Ply: Nail TC w/16d @ 12in oc Nail BC w/16d @ 12in oc * 1 x Bracing By Others Detl @ 11: TL= .2m LL= .05m brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc UNO GRAD SPEC SIZE NO2 DFL 2X4 U TC: Z BC: NO2 DFL 2X4 — WEB: STDB DFL 2X4 N SPCG: PLF oc 2-PLY D Q: TCLL: 35 PLF TCDL: 118 Z BCLL: (20) 0 BCDL: 12 Z Q DUR LDG FCTR: 1.25 = 3.5" Min Brg Wdth UNO 00 Q Plates: TP-500 ICB0:50 :23996 W Cent ed o joint UNO UJ w3v SIONq Q P RUe U z�y yF�c� �i 4710 a D m *� Ext. 6-30-07 * I Q OF C ALI O H n Truss, Inc. and Z signing engineer accept no responsibility for the LL accuracy, structural ad- — equacy or any other fea- ture of this design unless 0 specifically fabricated by Hanson Truss, Inc. O > HANSON 0 TRUSS, INC. Z DATE:3/16/06 JE Q _ DRWG #s J A5 Z PLAN 1 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 2-3 NO2 DFL 2x4: P=1479C 0.017 Mm=1351 Mp=2912 0.490= 0.507 BC 10-9 NO2 DFL 2x4: P=380T 0.093 Mm=534 Mp=2069 0.556= 0.649 TC AXIAL: 1-2 44, 2-3 -1479, 3-4 -995, 4-5 -987, 5-6 466 6-7 446, 7-8 -175 BC AXIAL: 12-11 1266, 11-101324, 10-9 736, 9-8 151 WB AXIAL: 12-1-70, 12-2 -1509, 2-11 105, 11-3 71, 3-10 -552 104 309, 10-5 211, 5-9 -1422, 9-6 -258, 9-7 463 18'-9" 1/4" =1' SANTERRA LLC - SANTERRA\WORKING\PLAN 1\A6 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 32 28 36: 12-9 12 LC2: UNBALANCED LIVE LOADS. LC3: 1.25: 0 28 20 36: 12-9 12 4 RCTS: 12 9 8 MX VRT: 921 1575 265 *lx Bracing By Others Defl @ 3: TL= .lin LL= .05in brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc UNO GRAD SPEC SIZE NO2 DFL 2X4 U TC: Z BC: NO2 DFL 2X4 WEB: STDB DFL 2X4 SPCG: PLF OC D tY TCLL: 32 PLF �... TCDL: 28 z BCLL: (20) 0 BCDL: 36 Z Q DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO 00 Plates: T7-500 0 ICB0:5039 LA:23996 W Centered joint UNO LU pOFE IONq Q P RUe�9F�c2 U ��o�y 4710 v D m *� Ext. 6-30-07 l*/I I Q / V I v• OF CALZI O Hanson Truss, Inc. and z signing engineer accept no responsibility for the L1 accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. Q HANSON TRUSS, INC. Z DATE:3/16/06 7E Q DRWG #s A6 PLAN 1 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 1-2 NO2 DFL 2x4: P=3551C 0.100 Mm=3797 Mp=5144 0.865= 0.966 BC 14-13 10 DFL 2x4: P=2507T 0.318 Mm=3728 Mp=4682 0.679= 0.998 MOD 4-10 NO2 DFL 2x4: P=2175C 0.046 Mm=343 Mp=1067 0.206= 0.252 TC AXIAL: 1-2 -3551, 2-3 -3397, 3-4 -3000, 4-5 -508, 5-6 499 6-7 -3011, 7-8 -3864, 8-9 -4125 BC AXIAL: 1-14 3290, 14-13 3166, 13-12 2794, 12-113389 11-9 3870, 4-10-2380, 10-6 -2380 WB AXIAL: 2-14 -118, 14-3 141, 3-13 -564, 134 540, 10-5 173 12-6 570, 12-7 -821, 7-11466, 11-8 -305 13-12 1&B DFL 2x4SC 4-6 NO2 DFL 2x4 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 32 28 12: 11-9 36,13-12 FAS100 LC2: UNBALANCED LIVE LOADS. LC3: 1.25: 0 28 20 12: 11-9 36,13-12 FAS100 5 4 6 2 3 7 E 10 8 1 14 13 12 11 1, 36.75 RCTS: 1 9 MX VRT: 1469 1610 18'-9" 6'-6 15/16" SANTERRA LLC - SANTERRA\WORKING\PLAN 1\A7 * 1 x Bracing By Others UNO GRAD SPEC SIZE TC: NO2 DFL 2X4 U z — BC: 1&B DFL 2X4 VVEB: STDB DFL 2X4 N N SPCG: PLF oc D 0 IBCLL: TCLL: 32 PLF TCDL: 28 (20) Z O BCDL. 12 Z Q DUR LDG FCTR: 1.25 m 3.5" Min Brg Wdth UNO Plates: TP-500 ICBO:5039_Lk.23996 Center on j int UNO Q W LU QpQFESS pN L S4 10 DD LL m Exp. -30-07 Q Q �9r`sT irTi�AP�' a� LL CAL1F� z Hanso Truss, Inc. and Sig engineer accept no responsibility for the LL accuracy, structural ad- equacy or any other fea- ture of this design unless 0 specifically fabricated — by Hanson Truss, Inc. 0 HANSON TRUSS, INC. Z DATE:3/16/06 JE Q J DRWG #S A7 Detl @ 6: TL= 1.12m LL= .bm Uamber 3/4m PLAN 1 Z brace B/C with gypsum shtg. or coot. lateral support not to exceed 10' oc Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 2-Ply TC 3-4 NO2 DFL 2x4: P=1435C 0.014 Mm=4363 Mp=5127 0.811= 0.825 BC 12-11 1&B DFL 2x4: P=2074T 0.248 Mm=3959 Mp=4668 0.637= 0.884 MOD 4-10 NO2 DFL 2x4: P=1165C 0.013 Mm=167 Mp=547 0.106= 0.119 TC AXIAL: 1-2 -1840, 2-3 -1766, 3-4 -1584, 4-5 -322, 5-6 -318 6-7 -1589, 7-8 -2004, 8-9 -2134 BC AXIAL: 1-14 1706, 14-13 1655, 13-12 1760, 12-112074 11-9 2044, 4-10 -1267, 10-6 -1267 WB AXIAL: 2-14 -139, 14-3 207, 3-13 -511, 13-4 297, 10-5 87 12-6 312, 12-7 -609, 7-11321, 11-8 -175 13-12 1&B DFL 2x4SC 4-6 NO2 DFL 2x4 1/4 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 32 28 12: 11-9 36,13-12 FAS100 LC2: UNBALANCED LIVE LOADS. LC3: 1.33: 0 28 12: 11-9 36,13-12 FAS,1-9 +-136H,1-12 -+224H LC4: 1.25: 0 28 20 12: 11-9 36,13-12 FAS100 5 4 6 3 2 10 14 13 12 36.75 RCTS: 1 9 MX VRT: 1520 1660 MX HOR: -4 0 1-12 +224H 1-12 -224H 2-Ply: Nail TC w/16d @ 12in oc Nail BC w/16d @ 12in oc 7 11 8. 18'-9" NOTE: TRUSS TO TRANSFER 5000 LBS MAX LATERAL FORCE 6'-6 15/16" SANTERRA LLC - SANTERRA\WORKING\PLAN 1\A7-DRAG *1x Bracing UNO GRAD SPEC SIZE By others TC: NO2 DFL 2X4 V Z BC: 10 DFL 2X4 — WEB: STDB DFL 2X4 U) SPCG: PLF oC 2-PLY D 9 TCLL: 32 PLF 0 0 TCDL: 28 z BCLL: (20) 0 BCDL: 12 Q DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP-500 0 ICBO:5039 LA:23996 LU Centered on joint UNO o QRp ESSIONq� Q o�y Ave �y�r �U�y 47 6 30-07 P. Defl @ 12: TL= .58in LL= .31in Camber 3/8in brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc F CALIF Hanson Tru s, Inc. and Z signing eng er accept no response ity for the LL accuracy, structural ad- equacy or any other fea- ture of this design unless C specifically fabricated by Hanson Truss, Inc. O HANSON TRUSS, INC. z DATE:5/9/06 JE —� DRWG #s A7-DRAG PLAN 1 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 7-8 NO2 DFL 2x4: P=3001C 0.217 Mm=2564 Mp=26410.680= 0.897 BC 11-1010 DFL 2x4: P=2864T 0.364 Mm=329 Mp=4068 0.590= 0.954 MOD 5-6 SS DFL 2x6: P=2520C 0.144 Mm=7706 Mp=11517 0.637= 0.782 TC AXIAL: 1-2 532, 2-3 521, 3-4 -2468, 4-5 -2272, 5-6 -2784 6-7 -2773, 7-8 -3001, 8-9 -3715 BC AXIAL: 1-13 -460, 13-121886, 12-112784, 11-10 3484 10-9 3484 WB AXIAL: 13-2 -312, 13-3 -2692, 3-12 525, 12-4 946, 12-5 -1157 6-11-299, 11-7 569, 11-8 -752, 10-8 139 4-7 SS DFL 2x6 12-11 10 DFL 2x4SC m LU24 1/4" =1' BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 32 28 12: 4-7 90,12-11 FAS 100 LC2: UNBALANCED LIVE LOADS. LC3: 1.25: 0 28 20 12: 4-7 50,12-11 FAS 100 14'-0" 4'-8 1/4" SANTERRA LLC - SANTERRA\WORKING\PLAN 1\A8 * 1 X Bracing By Others 4 5 6 7 �L 3 8 1 2 9 i3 12 11 10 0 37.08 RCTS: 1 13 9 MX VRT: 29 1800 1380 MX UPL: -111 0 0 UNO GRAD SPEC SIZE NO2 DFL 2X4 U TC: Z BC: 10 DFL 2X4 — WEB: STDB DFL 2X4 U) SPCG: PLF oC D TCLL: 32 PLF TCDL: 28 Z BOLL: (20) 0 N BCDL: 12 Z Q DUR LDG FCTR: 1.25 3.5" Min Brg Wdth LINO m Plates: TP-500 Q ICBO: LA:23996 W C tered on joint UNO Qpp SSIONq� Q O RVeq Fyc U LU gym 4 710 m t b-JU-U/ OF CA 0 Hanston Truss, Inc. and Z signing engineer accept no responsibility for the LL accuracy, structural ad- — e y or any other fea- tuof this design unless r: specifically fabricated by Hanson Truss, Inc. 0 > HANSON 0 TRUSS, INC. Z DATE:3/16/06 JE Q DRWG ifs A8 Detl @ 6: 'it= .61n LL= .'LJm Camber Imn PLAN 1 brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc J D z Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 2-Ply TC 7-8 NO2 DFL 2x4: P=4876C 0.528 Mm=1035 Mp=1129 0.421= 0.948 BC 13-121&B DFL 2x4: P=4516T 0.573 Mm=1051 Mp=570 0.153= 0.726 TC AXIAL: 1-2 2566, 2-3 -882, 3-4 -817, 4-5 -3858, 5-6 -3858 6-7 -4876, 7-8 -4876, 8-9 -3566, 9-10 -3788 10-11 -3830 BC AXIAL: 1-16 -2417, 16-15 -2417, 15-14 2596, 14-13 4567 13-12 4516, 12-11 3620 WB AXIAL: 16-2 -2539, 2-15 3472, 15-3 -108, 15-4 -2123, 4-141524 14-5 -261, 14-6 -857, 6-13 369, 13-7 -293, 13-8 417 8-12 -1099, 12-9 671, 12-10 -260 2-15 NO2 DFL 2x4 8'-011 U HGR 1/4" = l' SANTERRA LLC - SANTERRA\WORKING\PLAN 1\A9 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 32 28 30: 3-9 154,3 501,9 501 LC2: UNBALANCED LIVE LOADS. LC3: 1.25: 64 56 24: *lx Bracing By Others 1 2 3 4 5 6 7 8 9 10 11 i6 15 14 13 12 ° 37.08 RCTS: 1 16 11 MX VRT: -868 5496 2658 MX UPL: -1756 0 0 Q Carrier 2-Ply: Nail TC w/16d Qa 12in oc Nail BC w/16d @ 12in oc Detl @ 7: TL= .841n LL= J/m Uamber 11/lbin brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc UNO GRAD SPEC SIZE NO2 DFL 2X4 U TC: Z BC: 1&B DFL 2X4 — N WEB: STDB DFL 2X4 SPCG: PLF oc 2-PLY D It TCLL: 32 PLF TCDL: 28 Z BCLL: 0 BCDL: 30 Z Q DUR LDG FCTR: 1.25 m 3.5" Min Brg Wdth UNO Plates: TP-500 Q ICBO:5039I :23996 LV Centere on oint UNO LU OFES IpNq Q P R�eq( Fycf V O�y S 710 D 9 m Exp 6-30-07 * Q CALI.ivy F O Hanso Truss, Inc. and Z signin engineer accept no re onsibility for the LL accur cy, structural ad- — equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. Q HANSON 0 TRUSS, INC. Z DATE:3/16/06 JE Q DRWG #s _ _ _ --- - -- _ J. J A9 PLAN 1 Z • Multiple Load Cases: Rcts, Forces & Csi's are worst case BASE LOADS: 1.25: 16 14 10 6 PSF *lx Bracing UNO GRAD SPEC SIZE Code: PSA Rbdg:Y 2-Ply LC1: 1.25: 35 118 12: 3-8 60,9-8 36 By Others TC: NO2 DFL 2X4 V TC 1-2 NO2 DFL 2x4: P=1501C 0.035 Mm=1182 Mp=24310.568= 0.603 LC2: UNBALANCED LIVE LOADS. Z BC 1-11 NO2 DFL 2x4: P=1623T 0.287 Mm=789 Mp=1496 0.289= 0.576 LC3: 1.25: 0 118 20 12: 3-8 28,9-8 36 BC: NO2 DFL 2X4 — STDB DFL 2X4 TC AXIAL: 1-2 -2022, 2-3 -1570, 3-4 -632, 4-5 -624, 5-6 813 4B: N 6-7 802, 7-8 636 BC AXIAL: 1-11 1842, 11-101173, 10-9 279, 9-8 -584 3 5 6 srcG: PLF oc 2-PLY cc cc WB AXIAL: 2-11 -531, 11-3 468, 3-10 -747, 10-4 281, 10-5 387 2 7 TCLL: 35 PLF 5-9 -1322, 9-6 -124, 9-7 -242 1 8 A g 0 TCDL: 118 Z 11 10 y 36.75 BCLL: (20) 0 U) RCTS: 1 9 8 BCDL: 12 Z Q MX VRT: 1840 2376 -20 DUR LDG FCTR: 1.25 2 ' MX UPL: 0 0 -266 i. 2-Ply: NO TC w/16d @ 12in oc 3.5" Min Brg Wdth UNO m NO BC w/16d @ 12in oc Q Plates: TP-500 ICB0:5039 LA:23996 W 18 -911 Cen n joint UNO LU QPpF SlOryq Q 6-6 15/16" �Q� �y P RUg F�c U �a7 S 710 yD m 3X4 Exp 6- - Q Q 9TS UCTUPP�Q�� F 3X4 4X5 F CALIF 0 Hansom Truss, Inc. and Z 0' ` 1/2" 2X3 ,�_5 12 signing engineer accept no responsibility for' the LL 4 F_ 2X3 accuracy, structural ad- — 4 2X3 equacy or any other fea- ture of this design unless specifically fabricated 4X6 3X4 by Hanson Truss, Inc. 0 HANSON TRUSS, INC. _ "' 3X8 4 3X4 3X4 Z DATE:3/16/06 JE $1-0" Q J #s 37'-6" A 10 PLAN 1 Z Defl @ 2: TL= .25in LL= .07in Camber 1/41n SANTERRA LLC - SANTERRA\WORKING\PLAN 1 \A 10 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 1-2 NO2 DFL 2x4: P=2195C 0.038 Mm=1216 Mp=3284 0.552= 0.591 BC 11-10 NO2 DFL 2x4: P=1239T 0.219 Mm=1210 Mp=31710.614= 0.833 TC AXIAL: 1-2 -2195, 2-3 -1875, 3-4 -997, 4-5 -989, 5-61030 6-7 1008, 7-8 689 BC AXIAL: 1-112018, 11-101521, 10-9 570, 9-8 -618 WB AXIAL: 2-11-360, 11-3 456, 3-10 -789, 10-4 373, 10-5 447 5-9 -1910, 9-6 -255, 9-7 474 18'-9" 11 1/4"=1' - SANTERRA LLC - SANTERRA\WORKING\PLAN 1\A11 BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 32 28 12: 9-8 36 LC2: UNBALANCED LIVE LOADS. LC3: 1.25: 0 28 20 12: 9-8 36 4 RCTS: 1 9 8 MX VRT: 966 1899 169 MX UPL: 0 0 -69 *lx Bracing By Others Defl @ 2: TL= .29in LL= .131n brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc UNO GRAD SPEC SIZE NO2 DFL 2X4 U TC: Z BC: NO2 DFL 2X4 N WEB: STDB DFL 2X4 SPCG: PLF OC D cc TCLL: 32 PLF TCDL: 28 z BCLL: (20) O U) BCDL: 12 Z Q DUR LDG FCTR: 1.25 m 3.5" Min Brg Wdth UNO Q Plates: TP-500 ICBO:5039 LA:23996 LL! Ce ed on joint UNO LU Q v SSIDNq Q U W i S 7 p. 6-30-07 * Q �ql ST Q LL CTUPP�Q�� F WF CALIF O Hanson Truss, Inc. and Z signing engineer accept no responsibility for the LL accuracy, structural ad- — equacy or any other fea- ture of this design unless Q specifically fabricated — by Hanson Truss, Inc. O HANSON TRUSS, INC. Z DATE:3/16/06 JE Q ..I DRWG #s All z PLAN 1 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 2-3 NO2 DFL 2x4: P=873C 0.008 Mm=949 Mp=1310.166= 0.174 BC 1-4 NO2 DFL 2x4: P=795T 0.141 Mm=518 Mp=413 0.100= 0.241 TC AXIAL: 1-2 -873, 2-3 -873 BC AXIAL: 1-4 795, 4-3 795 WB AXIAL: 4-2 84 3'-11 1/1" 1"=1' SANTERRA LLC - SANTERRA\WORKING\PLAN IXBI 12 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 32 28 18: 2 256 2 1 3 4 0 7.63 RCTS: 1 3 MX VRT: 431 431 12 4 V-7 3/4" Detl @ 4: TL= .Win LL= .Ulm brace B/C with gypsum shtg. or cont. lateral *lx Bracing UNO GRAD SPEC SIZE By Others TC: NO2 DFL 2X4 V z BC: NO2 DFL 2X4 — WEB: STDB DFL 2X4 SPCG: PLF oc D m TCLL: 32 PLF TCDL: 28 z 0 BCLL: U) BCDL: 18 z Q DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO m Plates: TP-500 Q ICBO:50 LA:23996 W Ce red on joint UNO LU QWff S,),j Q O �Q� y RVe F,y V ~ 9L LL LUa7 4710 yD m Q not to exceed 10' oc :L, CAL b Hanso Truss, Inc. and z signing engineer accept no responsibility for the LL accuracy, structural ad- equacy or any other fea- ture of this design unless Q specifically fabricated — by Hanson Truss, Inc. Q HANSON TRUSS, INC. z DATE: 3/16/06 JE Q DRWG # ..I B1 D z PLAN 1 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 2-3 NO2 DFL 2x4: P=649C 0.004 Mm=708 Mp=910.122= 0.126 BC 1-4 NO2 DFL 2x4: P=587T 0.104 Mm=342 Mp=332 0.066= 0.170 TC AXIAL: 1-2 -649, 2-3 -649 BC AXIAL: 1-4 587, 4-3 587 WB AXIAL: 4-2 57 12 Y-6" SANTERRA LLC — SANTERRA\WORKING\PLAN 1\C1 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 32 28 6: 2 199 LC2: 1.25: 0 28 10 6: 2 95 2 1 3 4 0 6.71 RCTS: 1 3 MX VRT: 326 326 12 4 V-5 15/ 16" Defl @ 4: TL= .Win LL= .ULin brace B/C with gypsum shtg. or cont. lateral *lx Bracing UNO GRAD SPEC SIZE By Others TC: NO2 DFL 2X4 U Z BC: NO2 DFL 2X4 WEB: STDB DFL 2X4 N SPCG: PLF oc D x TCLL: 32 PLF f' TCDL: 28 Z BOLL: (10) 0 U) BCDL: 6 Z Q DUR LDG FCTR: 1.25 m 3.5" Min Brg Wdth UNO Plates: ICBO:23996LV 4r2i Ce oint UNO p?ZV E IONq Q �0 U �L LU a S 710 D D m Exp. 6-30-07 Q not to exceed 10' oc F OF C AL -IF O H n Truss, Inc. and Z sig g engineer accept no responsibility for the U. accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. Q > HANSON 0 TRUSS, INC. Z DATE:3/16/06 JE Q RWG #s C1 PLAN 1 z C Ll Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 1-2 NO2 DFL 2x4: P=1121C 0.011 Mm=794 Mp=419 0.137= 0.149 BC 1-4 NO2 DFL 2x6: P=1054T 0.137 Mm=2457 Mp=1632 0.222= 0.359 TC AXIAL: 1-2 -1121, 2-3 -1121 BC AXIAL: 1-41195, 4-3 1195 WB AXIAL: 4-2 465 SANTERRA LLC - SANTERRAXWORKING\PLAN 1XC2 BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 32 28 152: LC2: 1.33: 0 28 84: 1-3 +-224H,1-+1500H i7 1 3 4 0 6.71 RCTS: 1 3 MX VRT: 716 716 MX HOR: -3 0 1 + 1500H 1-1500H 12 12 3'-6" 4 NO E: TRUSS TO TRANSFER 1500 LBS MAX LATERAL FORCE l'-5 15/16" *Ix Bracing UNO GRAD SPEC SIZE By Others TC: NO2 DFL 2X4 U z BC: NO2 DFL 2X6 — WEB: STDB DFL 2X4 N SPCG: PLF OC D TCLL: 32 PLF TCDL: 28 Z BCLL: N BCDL: 152 Z Q DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO m Plates: TP-500 Q ICB0:50W A:23996 W Ce red of joint UNO _p5E SIONq Q �QF� y p . RUe FAG U C�o ~� YL a S 710 D D M M * Exp. 6-30-07 Q Defl Qa 4: TL= .04in LL= .02in brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc F CALIFW M Hanso russ, Inc. and Z signin engineer accept no responsibility for the UL accuracy, structural ad- equacy or any other fea- ture of this design unless Q specifically fabricated by Hanson Truss, Inc. Q HANSON 0 TRUSS, INC. Z DATE:3/16/06 7E Q -- - DRWG #s J C2 D Z PLAN 1 r Multiple Load Cases: Rcts, Forces & Csi's are worst case BASE LOADS: 1.25: 16 14 10 6 PSF *lx Bracing UNO GRAD SPEC SIZE Code: PSA Rbdg:Y 2-Ply LC1: 1.25: 32 28 30: 2-4 154,2 501,4 501 By Others TC: NO2 DFL 2X4 U TC 1-2 NO2 DFL 2x4: P=1616C 0.099 Mm=3680 Mp=1510 0.847= 0.947 LC2: 1.25: 64 56 24: Z BC 1-7 NO2 DFL 2x4: P=1475T 0.261 Mm=1969 Mp=1952 0.381= 0.642 BC: NO2 DFL 2X4 WEB. STDB DFL 2X4 (n TC AXIAL: 1-2 -2221, 2-3 -2072, 34-2672, 4-5 -2221 N BC AXIAL: 1-7 2085, 7-6 2212, 6-5 2085 sPCG: PLF oc 2-PLY LL WB AXIAL: 7-2 223, 7-3 -184, 3-6 -184, 6-4 223 2 3 4 LL 1 5 TCLL: 32 PLF A 0 TCDL: 28 z 7 6 0 20.21 BCLL: N RCTS: 1 5 BCDL: 30 Z Q MX VRT: 1674 1674 DUR LDG FCTR: 1.25 Q Carrier 3.5" Min Brg Wdth UNO m 2-Ply: NO TC w/16d @ 12in oc Nail BC w/16d @ 12in oc Plates: TP-500 ICBO:. LA:23996 0 C red on joint UNO W LU SSIOryq� Q oQPpF o l U 8'-On X 4710 D D m Ex 6-30-07 Q 2'-81/4" LL 12 3X8 3X4 3X8 12 F TO OQ� OF C ALZF 0 4 Hanso Truss, Inc. and Z signin engineer accept no re onsibility for the LL accuracy, structural ad- equacy or any other fea- tore of this design unless of Q 3X8 3X$ fabricated by Hanson Truss, Inc. O 0 HANSON TRUSS, INC. 3X4 3X4 3X5 Z DATE:3/16/06 IE Q 20'-6° DI Defl @ 3: TL= .24in LL= .l lin PLAN 1 Z I SANTERRA LLC - SANTERRA\WORKING\PLAN 1 \D 1 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 5-6 NO2 DFL W: P=825T 0.125 Mm=1580 Mp=1709 0.270= 0.395 BC 1-8 NO2 DFL W: P=3162T 0.410 Mm=4978 Mp=22510.450= 0.861 TC AXIAL: 1-2 -3330, 2-3 -2946, 3-4 -2644, 4-5 -2947, 5-6 -3330 BC AXIAL: 1-8 3162, 8-7 2644, 7-6 3163 WB AXIAL: 2-8 -516, 8-3 650, 8-41105, 4-7 -710, 7-5 -636 ---318 "-= F --. -- BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 32 28 78: 7 -868 LC2: 1.33: 0 28 43: 7-932,1-6 +-173H,1-+3500H LC3: 1.25: 32 28 78: 9'-0" 3'-01/4" SANTERRA LLC - SANTERRA\WORKING\PLAN 1\D2 3 4 2 5 1 6 8 7 0 20.21 RCTS: 1 6 MX VRT: 1405 1405 MX HOR: 4 0 1 +3500H 1-3500H MX UPL: 0 -103 NOTE: TRUSS TO TRANSFER 3500 LBS MAX LATERAL FORCE *lx Bracing UNO GRAD SPEC SIZE By Others TC: NO2 DFL 2X4 U z z BC: NO2 DFL 2X6 WEB: STDB DFL 2X4 N SPCG: PLF OC D TCLL: 32 PLF �... TCDL: 28 z BCLL: N BCDL: 78 z Q DUR LDG FCTR: 1.25 = 3.5" Min Brg Wdth UNO m Plates: TP-500 Q IC130:5039 LA:23996 L1J Centered on joint UNO QP FESSIONq Q Pt F,` V O ~� �9G cc 4710 D D m ti"r qT�, UCTUR LL �Q� F CALIF 0 Hanson Truss, Inc. and z signing engineer accept no responsibility for the LL accuracy, structural ad- equacy or any other fea- ture of this design unless 0 specifically fabricated — by Hanson Truss, Inc. Q > HANSON TRUSS, INC. 0 z DATE:4/20/06 JE Q Defl @ 8: TL= .29in LL= .14in brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc - - ----- - --- -- — -J RWG #s J D2 D PLAN 1 z Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 8-9 NO2 DFL 2x4: P=206C 0.000 Mm=1692 Mp=25710.432= 0.433 BC 13-12 NO2 DFL 2x4: P=OC 0.000 Mm=1514 Mp=2984 0.577= 0.577 TC AXIAL: 1-2 -245, 2-3 -277, 34 -158, 4-5 -163, 5-6 -194 6-7 -100, 7-8 -321, 8-9 -305 BC AXIAL: 1-14 0, 14-13 0, 13-12 0, 12-110, 11-10 0, 10-9 0 WB AXIAL: 14-2 -361, 2-13 -586, 13-3 -299, 134 493, 4-12 -434 12-5 -204, 12-6 -420, 6-11-481, 11-7 -295, 11-8 -479 10-8 -327 -11 3/4" SANTERRA LLC - SANTERRA\WORKING\PLAN 2\A BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 32 28 12: B1-9 P LC2: UNBALANCED LIVE LOADS. LC3: 1.33: 0 28 12: 1-9 +-58H,B1-9 P LC4: 1.25: 0 28 20 12: B1-9 P e h 1 Mn *lx Bracing By Others 4 5 6 3 7 2 8 1 9 RCTS: 1 13 9 Cont Brg B1-9 P MX VRT: 242 555 234 MX HOR: 334 -767 461 B1-9 58H MX UPL: 0 0 0 NOTE: TRUSS TO TRANSFER 2400 LBS MAX LATERAL FORCE Defl Qa 4: TL= Oin LL= Oin brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc UNO GRAD SPEC SIZE NO2 DFL 2X4 U TC: Z BC: NO2 DFL 2X4 — WEB: STDB DFL 2X4 U) SPCG: 24 OC D TCLL: 32 PLF TCDL: 28 z BCLL: (20) 0 BCDL: 12 z Q DUR LDG FCTR: 1.25 m 3.5" Min Brg Wdth UNO Plates: TP-500 Q ICBO:5039 LA:23996 W LU Centered on joint UNO QPOF ESSIpyq Q I RUe�yF�c2 V m a S 710 D D Exp 6-30-07 LL s = Q ql T UCTUAP�Q�'ti. F CALZFO O z Hanson Truss, Inc. and signing engineer accept no responsibility for the LL accuracy, structural ad- — equacy or any other fea- ture of this design unless Q specifically fabricated — by Hanson Truss, Inc. 0 HANSON > TRUSS, INC. 0 Z DATE:4/20/06 JE Q RWG #s -- -- ---- - -J J A D PLAN 2 z • • Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 4-5 1&B DFL 2x4: P=1822C 0.105 Mm=3589 Mp=3634 0.630= 0.735 BC 14-13 NO2 DFL 2x4: P=2390T 0.422 Mm=1975 Mp=2405 0.465= 0.888 MOD 5-6 NO2 DFL 2x4: P=1822C 0.126 Mm=3542 Mp=3749 0.855= 0.981 TC AXIAL: 1-2 -3526, 2-3 -3518, 3-4 -2698, 4-5 -1822, 5-6 -1822 6-7 -1934, 7-8 1038, 8-91046 BC AXIAL: 1-14 3301, 14-13 2907, 13-12 2533, 12-11 1813 11-10 1194, 10-9 -955 WB AXIAL: 14-2 -219, 14-3 494, 3-13 - 49, 13-4 464, 4-12 -1033 12-5 739, 12-6 -353, 11-6-326, 11-7 746, 7-10 -2624 10-8 -361 5-9 NO2 DFL 2x4 SANTERRA LLC - SANTERRA\WORKING\PLAN 2\AA BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 32 28 12: 10-9 36 LC2: UNBALANCED LIVE LOADS. LC3: 1.33: 0 28 12: 10-9 36,1-9 +-46H,B1-9 -+46H LC4: 1.25: 0 28 20 12: 10-9 36 5 ROTS: 1 10 9 MX VRT: 1318 2033 -6 MX HOR: 0 0 0 B1-9 +46H B1-9 -46H MX UPL: 0 0 -253 NOTE: TRUSS TO TRANSFER 1900 LBS MAX LATERAL FORCE *lx Bracing By Others UNO GRAD SPEC SIZE TC: 10DFL 2X4 U z z BC: NO2 DFL 2X4 WEB: STDB DFL 2X4 N SPCG: PLF oc 8 9 TCLL: 32 PLF p TCDL: 28 z 4o BCLL: (20) 0 0) BCDL: 12 z Q DUR LDG FCTR: 1.25 m 3.5" Min Brg Wdth UNO Plates: TP-500 ICB0:5039 LA:23996 Centered on joint UNO Q W L" Q�p ESSIpNq� o�y R�e� F�L✓ z7 471 Q /U_� 6-30-07 Q �'�l T'9UCT Q �� OF CAL LL F. O Han OK Truss, Inc. and z signing engineer accept no responsibility for. the accuracy, structural ad- equacy or any other fea- ture of this design unless LL specifically fabricated by Hanson Truss, Inc. — Q > 0 z HANSON TRUSS, INC. DATE:4/20/06 JE Q Defl @ 13: TL= .43in LL= .19in Camber 3/8m brace B/C with evosum shte. or cont. lateral support not to exceed 10' oc DRWG #s _J AA PLAN 2 z Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 2-3 NO2 DFL 2x4: P=1048T 0.168 Mm=820 Mp=2575 0.433= 0.602 BC 12-11 NO2 DFL 2x4: P=888T 0.157 Mm=1541 Mp=2909 0.563= 0.720 TC AXIAL: 1-2 492, 2-3 1048, 341040, 4-5 -744, 5-6 -744 6-7 -1799, 7-8 -1811, 8-9 -2443 BC AXIAL: 1-14 436, 14-13 -436, 13-12 252, 12-11 1144 11-10 2269, 10-9 2269 WB AXIAL: 14-2192, 2-13 -737, 13-3 -306, 134 -1748, 4-12 691 12-5 244, 12-6 -773, 6-11818, 11-7 -308, 11-8 -649 10-8 166 20'-11 3 4" LU24 3116" = P- SANTERRA LLC - SANTERRA\WORKING\PLAN 2\A1 BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 32 28 12: LC2: UNBALANCED LIVE LOADS. LC3: 1.25: 0 28 20 12: 5 RCTS: 1 13 9 MX VRT: 187 2003 983 MX UPL: -69 0 0 *lx Bracing By Others Defl @ 7: TL= .23in LL= .lin brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc UNO GRAD SPEC SIZE NO2 DFL 2X4 U TC: z— BC: NO2 DFL 2X4 N WEB: STDB DFL 2X4 07 SPCG: 24 OC D cc TCLL: 32 PLF I... TCDL: 28 z BCLL: (20) 0 Cl) BCDL: 12 z Q = DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO m Q Plates: TP-500 ICB0:5039 LA:23996 W C ntered on joint UNO LU Q oQPOFESSIpNq� RUeq���G2 U y� cc Uj Cr 4710 a D m Ex 6- - Q qlF. UCTUPP �Q��' LL F C AI.ZF 0 Z Hanson Truss, Inc. and signing gineer accept no responsibility for the LL accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated — by Hanson Truss, Inc. O HANSON > TRUSS, INC. 0 Z DATE:4/20/06 JE Q J- J DRVJG #s--------- - Al, D z PLAN 2 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 2-3 NO2 DFL 2x4: P=914T 0.147 Mm=423 Mp=40410.680= 0.827 BC 9-8 NO2 DFL 2x4: P =1653T 0.292 Mm = 599 Mp =1482 0.287 = 0.579 TC AXIAL: 1-2 346, 2-3 914, 3-4 -591, 4-5 -593, 5-6 -1499 6-7 -2214 BC AXIAL: 1-12 -298, 12-11-298, 11-10 -803, 10-91369, 9-8 2045 8-7 2045 WB AXIAL: 12-2 231, 2-11-801, 11-3 -1621, 3-101414, 10-4 -101 10-5 -1037, 9-5 435, 9-6 -723, 8-6 217 11 SANTERRA LLC - SANTERRA\WORKING\PLAN 2\A2 BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 32 28 12: LC2: UNBALANCED LIVE LOADS. LC3: 1.25: 0 28 20 12: RCTS: 1 11 7 MX VRT: 260 1971 925 *Ix Bracing By Others Defl Qa 8: TL= .22in LL= .lin brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc UNO GRAD SPEC SIZE TC: NO2 DFL 2X4 U ZC: BNO2 DFL 2X4 — !n N WEB: STDB DFL 2X4 SPCG: 24 OC D TCLL: 32 PLF TCDL: 28 z BCLL: (20) O BCDL: 12 z Q DUR LDG FCTR: 1.25 m 3.5" Min Brg Wdth UNO Q Plates: TP-500 IC130:50 LA:23996 L<J Cen red on joint UNO LU QPOFESSIpyq Q ��QF,�yp.A �Fyc V LU d7- S 4 7 0 D D m Exp. 6 30-07 LL F �F CALIFS F- O Hanson Truss, Inc. and z signing engineer accept no responsibility for 'the LL accuracy, structural ad- equacy or any other fea- ture of this design unless O specifically fabricated — by Hanson Truss, Inc. O HANSON TRUSS, INC. Z DATE:4/20/06 JE Q J DRWG #s A2 D z PLAN 2 Multiple Load Cases: Rcts, Forces & Csi's are worst case BASE LOADS: 1.25: 16 14 10 6 PSF *Ix Bracing UNO GRAD SPEC SIZE Code: PSA Rbdg:Y 1-Ply LC1: 1.25: 32 28 12: 13-12 FAS100 By Others NO2 DFL 2X4 U TC 2-3 NO2 DFL 2x4: P=1032T 0.166 Mm=1313 Mp=3305 0.556= 0.722 LC2: UNBALANCED LIVE LOADS. TC: Z BC: 10 DFL 2X4 BC 12-11 1&B DFL 2x4: P=1087T 0.138 Mm=3716 Mp=4192 0.608= 0.746 LC3: 1.25: 0 28 20 12: 13-12 FAS100 WEB: STDB DFL 2X4 TC AXIAL: 1-2 396, 2-3 1032, 34 257, '4-5 278, 5-6 -1252 5 (n 6-7 -1221, 7-8 -1503, 8-9 -2279 4 6 W BC AXIAL: 1-15 -341, 15-14 -341, 14-13 -926, 13-12 484 3 7 srcG: 24 oc D 12-11 1363, 11-10 2109, 10-9 2109 2 A:;�� m TCLL: 32 PLF WB AXIAL: 15-2 250, 2-14 -856, 14-3 -1810, 3-13 1497, 13-4 -289 1 13-5 -1083, 5-121098, 12-6 -246, 12-7 489, 11-7 243 o TCDL: 28 z 11-8 -799, 10-8 236 15 i4 13 12 11 10 0 41.4 BOLL: (20) (n ROTS: 1 14 9 BCDL: 12 z MX VRT: 243 2081 940 = DUR LDG FCTR: 1.25 13-12 1&B DFL 2x4SC MX UPL: -23 0 0 >- 3.5" Min Brg Wdth UNO m Plates: TP-500 O ICBO:5039 LA:23996 W Centere n joint UNO LU 20'- 1 3 4" QPOFESSIpNq� Q LU T-3 7/8" ccS 710 D 9 m Exp. 6-30-07 4X5 qTF CTUA�oQ�~� LL F c a� I— X4 2X3 2X3 3%Q, 0 Hanso Truss, Inc. and 5X63 3X4 Z ( 3 1/4° signing engineer accepte no responsibility for th LL I I 4 2 3X4 * 3X4 4 accuracy, structural ad- equacy or any other fea- — lure of this design unless 30 in "WO specifically fabricated by Hanson Truss, Inc. 0 3X4 3X8 HANSON SPACE ' C 0 2X3 3X4 3 6X8 STACK 2x6 FAU 4X8 3X4 3X6 2X3 TRUSS, INC. Z DATE: 4/20/06 JE LU24 2 13'-3 1/2" I 10'-0" I Q - J DRWG JIs 41'-11 1/2" A3 Defl @ 10: TL= .22in LL= .09in PLAN 2 Z SANTERRA LLC - SANTERRA\WORKING\PLAN 2\A3 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 1-2 NO2 DFL 2x4: P=3990C 0.127 Mm=1136 Mp=4049 0.681= 0.808 BC 13-121&B DFL 2x4: P=2884T 0.366 Mm=838 Mp=4080 0.592= 0.958 TC AXIAL: 1-2 -3990, 2-3 -3770, 3-4 -3196, 4-5 -3205, 5-6 -3227 6-7 -3216, 7-8 -3929, 8-9 4212 BC AXIAL: 1-13 3716, 13-12 3439, 12-112357, 11-10 3508 10-9 3946 WB AXIAL: 2-13 -219, 13-3 263, 3-12 -554, 124 -345, 12-5 1062 5-11 1095, 11-6 -352, 11-7 -613, 7-10 372, 10-8 -329 12-11 1&B DFL 2x4SC 20'413 4" Of 1/4" 3X4 4 r- 2X3 3X4 HUS26 2P1y2X 1 - -HUS26 2P1y2X LUS210 2P1v2X1 SANTERRA LLC - SANTERRA\WORKING\PLAN 2\A4 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 32 28 12: 12-11 FAS100 LC2: 1.25: 0 28 20 12: 12-11 FAS100 -3 7/8" 4X6 * 1 x Bracing By Others ROTS: 1 9 MX VRT: 1572 1571 3X4 2X3 �2X3 3X4 30 in "wo SPACE lvr-- -\\-,: '4 4X10 4X8 STACK 2x6 @ FAU 4X8 4X10 I 10'-0" '-1 1 1 /1" 5 3X4 2X3 � 4 4X10 3X4 Defl @ 4: TL= .77in LL= .32in Camber 11/16in brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc UNO GRAD SPEC SIZE NO2 DFL 2X4 U TC: Z BC: 10 DFL 2X4 N WEB: STDB DFL 2X4 SPCG: 24 OC tr TCLL: 32 PLF TCDL: 28 Z BCLL: (20) 0 U) BCDL: 12 z Q DUR LDG FCTR: 1.25 m 3.5" Min Brg Wdth UNO Q Plates: TP-500 ICBO:5039 LA:23996 W Cente d on joint UNO LU SSIONq� Q OQPpF LU a7 S 710 D A m Exp. 6- - Q LL F OF CALIF O Z Hanson Truss, Inc. and signing engineer accept no responsibility for • the LL accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated — by Hanson Truss, Inc. 0 HANS ON > TRUSS, INC. Q Z DATE:4/20/06 JE Q DRWG lts J A4 Z PLAN 2 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 2-Ply TC 1-2 NO2 DFL 2x4: P=529C 0.002 Mm=1928 Mp=2470 0.390= 0.392 BC 13-12 NO2 DFL 2x4: P=1516T 0.268 Mm=371 Mp=2580 0.499= 0.767 TC AXIAL: 1-2 -2063, 2-3 -1954, 3-4 -1684, 4-5 -1688, 5-6 -1700 6-7 -1694, 7-8 -2036, 8-9 -2177 BC AXIAL: 1-13 2423, 13-12 2325, 124 11783, 11-101860 10-9 2040 WB AXIAL: 2-13 -108, 13-3 118, 3-12 -267, 124 -172, 12-5 564 5-11588, 11-6 -176, 11-7 -320, 7-10177, 10-8 -194 12-11 NO2 DFL 2x4SC 20'-11 3 4" BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 32 28 12: 12-11 FAS 100 LC2: 1.33: 0 28 12: 12-11 FAS,1-9 +-101H,1-+4200H LC3: 1.25: 0 28 20 12: 12-11 FAS 100 3X4 '-3 7/8" 5 RCTS: 1 9 MX VRT: 1622 1622 MX HOR: 20 0 1 +4200H 14200H 2-Ply: Nail TC w/16d @ 12in oc Nail BC w/16d @ 12in oc NOTE: TRUSS TO TRANSFER 4200 LBS MAX LATERAL FORCE 3X4 2X3 2X3 3X4 3X4 �;-3 1/4" 4 r 2X3 30 in 4X10 "W0 SPACE Pr 3X4 3X8 3X8 STACK 2x6 @ FAU 3X8 3X6 10'-0" d1'-1 1 1 /1" SANTERRA LLC - SANTERRA\WORKING\PLAN 2\A5 3X4 2X3 -121 4 3X8 3X4 *Ix Bracing By Others Defl @ 4: TL= Ain LL= .16in Camber 3/8in brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' cc UNO GRAD SPEC SIZE NO2 DFL 2X4 U TC: z BC: NO2 DFL 2X4 — fA WEB: STDB DFL 2X4 N SPCG: 24 oc 2-PLY :) cc TCLL: 32 PLF TCDL: 28 Z BCLL: (20) O U) BCDL: 12 z Q DUR LDG FCTR: 1.25 m 3.5" Min Brg width UNO Q Plates: TP-500 ICB0:50391: : 3996 W Centered on jo t UNO L" QPOfESSl Nq Q P e�yF�c2 U ��o�y S4 10 n 9 m Exp . -30-07 t, er F 0 C M_ ZF O Hanson russ, Inc. and z signing engineer accept no responsibility for -the LL accuracy, structural ad- — equacy or any other fea- ture of this design unless specifically fabricated — by Hanson Truss, Inc. O > HANSON 0 TRUSS, INC. Z DATE:4/20/06 JE Q J- J A5 z PLAN 2 Z Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 8-9 NO2 DFL W: P=4243C 0.250 Mm=1447 Mp=1228 0.352= 0.602 BC 13-121&B DFL W: P=2968T 0.377 Mm=493 Mp=39410.572= 0.949 TC AXIAL: 1-2 -4243, 2-3 -3960, 3-4 -3249, 4-5 -3260, 5-6 -3260 6-7 -3249, 7-8 -3960, 8-9 -4243 BC AXIAL: 1-13 3975, 13-12 3538, 12-112387, 11-10 3538 10-9 3975 WB AXIAL: 2-13 -328, 13-3 371, 3-12 -612, 124 -352, 12-5 1098 5-11 1098, 11-6 -352, 11-7 -612, 7-10 371, 10-8 -328 12-11 1&B DFL 2ASC 0 4X10 SANTERRA LLC - SANTERRA\WORKING\PLAN 2\A6 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 32 28 12: 12-11 FAS100 LC2: 1.25: 0 28 20 12: 12-11 FAS 100 -3 7/8" 5 RCTS: 1 9 MX VRT: 1582 1582 *lx Bracing By Others Defl @ 6: TL= .73in LL= .31in Camber 5/8in brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc UNO GRAD SPEC SIZE NO2 DFL 2X4 U TC: z— BC: 1&B DFL 2X4 WEB: STDB DEL 2X4 N SPCG: 24 OC TCLL: 32 PLF TCDL: 28 z BCLL: (20) 0 BCDL: 12 z Q DUR LDG FCTR: 1.25 m 3.5" Min Brg Wdth UNO Plates: 7P-500 Q ICBO: :23996 LV C ed joint UNO LU QPpF 31 Q U 9Dp cc cS 710 r,,., G_*n_A7 t Q 1L (/CTOk �Q�~ CALIF O Hanson russ, Inc. and Z signing ngineer accept no resp ibility for the Lj accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. 0 HANSON TRUSS, INC. Z DATE:4/20/06 7E Q RWG #s ._ . _ ---- -J- - J A6 D PLAN 2 z Multiple Load Cases: Rcts, Forces & Csi's are worst case BASE LOADS: 1.25: 16 14 10 6 PSF *ix Bracing UNO GRAD SPEC SIZE Code: PSA Rbdg:Y 1-Ply LC1: 1.25: 32 28 12: 12 586,11 339 By Others 10 DFL 2X4 U TC 8-91&B DFL 2x4: P=5814C 0.418 Mm=1690 Mp=1833 0.382= 0.799 LC2: 1.25: 0 28 2012: 12 586,11339 Tc' z BC 11-1010 DFL 2x4: P=5458T 0.693 Mm=1142 Mp=1095 0.166= 0.859 BC: 10 DFL 2X4 MOD 1-2 NO2 DFL 2x4: P=5146C 0.370 Mm=1462 Mp=16910.394= 0.764 U)6 WEB: STDB DEL 2X4 5 TC AXIAL: 1-2 -5146, 2-3 -4935, 3-4 -4287, 4-5 -3547, 5-6 -3531 4 U)spcG: U) 6-7 -4230, 7-8 -5341, 8-9 -5814 3 7 24 oc D TOLL: 32 PLF BC AXIAL: 1-15 4827, 15-14 4388, 14-13 3872, 13-12 3950 2 8 12-11 5023, 11-10 5458, 10-9 5458 1 9 WB AXIAL: 2-15 -283, 15-3 404, 3-14 -538, 14-4 536, 4-13 -816 A 0 TCDL: 28 z 13-5 2044, 13-6 -1528, 12-6 1296, 12-7 -1256, 11-7 695 15 14 13 12 11 10 0 11-8 -463, 10-8129 41.67 BCLL: 20 U) RCTS: 1 9 BCDL: 12 z MX VRT: 1879 2109 Q DUR LDG FCTR: 1.25 1-5 NO2 DFL 2x4 2 12-6 STUD DFL 2x6 >_ 11-7 STUD DFL 2x6 3.5" Min Brg Wdth UNO m Plates: TP-500 Q ICB . 039 LA:23996 W entered on joint UNO f" ESS31pNq� Q 20'-11 3/4" �QpO �� RVe��,�c� U `'�Q� w 9D D T-3 7/8" 4710 m . 6-30-07 5X6 T UCTUaPo��~Nr LL 3X8 F F 3X4 C Ak- 0 Hanson russ, Inc. and 3X6 3X z 4 3X4 signing ngineer accept no resp ibility for the accurac structural ad- 4 r- 2X3 * 3X4 � 4 ture of tohris design other s 6X14 specifically fabricated by Hanson Truss, Inc. — 0 5X12 > HANSON 3X4 3X4 5X6 4 [6X16G 3 4 2X3 TRUSS, INC. o 4X12 �1-0" 11'-11 1/4" z DATE:4/20/06 JE Q J DRWG #s 41'41 1/2" A7 D Defl @ 12: TL= lin LL= .31in Camber 1 1/16in PLAN 2 z SANTERRA LLC - SANTERRA\WORKING\PLAN 2\A7 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 2-3 NO2 DFL 2x4: P=779C 0.005 Mm=1464 Mp=2457 0.413 = 0.418 BC 5-4 NO2 DFL 2x4: P=584T 0.103 Mm=837 Mp = 1291 0.250= 0.353 TC AXIAL: 1-2 -65, 2-3 -779 BC AXIAL: 5-4 699, 4-3 699 WB AXIAL: 5-1 -129, 5-2 -747, 4-2 216 10 3/16"=1' SANTERRA LLC - SANTERRA\WORKING\PLAN 2\AB BASE LOADS: 1.25: 16 14 10 6 PSF LCI: 1.25: 32 28 12: LC2: 1.25: 0 28 20 12: '-11 1/2" RCTS: 5 3 MX VRT: 417 417 2X3 N 0 _ 13X4 LU24 BM 3X4 4 3X4 2X3 Defl @ 4: TL= .04in LL= .02in brace B/C with gypsum shtg. or cont. lateral *lx Bracing UNO GRAD SPEC SIZE By Others TC: NO2 DFL 2X4 z BC: NO2 DFL 2X4 — WEB: STDB DFL 2X4 N 1 SPCG: 24 OC 2 3 TCLL: 32 PLF 0 TCDL: 28 z 4 BCLL: (20) N 11.3$ BCDL: 12 Z Q DUR LDG FCTR: 1.25 m 3.5" Min Brg Wdth UNO Plates: TP-500 Q ICBO:5039 LA:23996 LV Center d- joint UNO LU QPpF E IDryq Q P RUe� U gF,yc� ��O�y `LaF 4710 a� m 6-30-07 Q �9 TAl irTV LL of CAL" 0 Hanson Truss, Inc. and z signing engineer accept no responsibility for the LL accuracy, structural ad- — equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. Q HANSON TRUSS, INC. Z DATE:3/16/06 JE Q J - _----- DRWG #s J A8 z PLAN 2 not to exceed 10' oc C Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 2-3 NO2 DFL 2x4: P=1304C 0.014 Mm=738 Mp=3954 0.665= 0.679 BC 9-8 NO2 DFL 2x4: P=1562T 0.276 Mm=537 Mp=1618 0.313= 0.589 TC AXIAL: 1-2 -2023, 2-3 -1304, 3-4 -393, 4-5 -331 BC AXIAL: 1-91864, 9-8 1864, 8-71184, 7-6 0 WB AXIAL: 9-2 215, 2-8 -725, 8-3 444, 3-7 -1042, 7-4 -75 7-5 744, 6-5 -862 3X8 20'-11 3/4" 4 r- 3X4 3VX4 2X3 3X43X4 SANTERRA LLC - SANTERRA\WORKING\PLAN 2\A9 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 32 28 12: LC2: 1.25: 0 28 20 12: 3X41Y 4 3X4 4X8 2X4 LU26 BM '-1 1 11111 ROTS: 1 6 MX VRT: 862 862 -3 7/8" *Ix Bracing By Others 4 m Defl @ 9: TL= .18in LL= .08in .aterally brace B/C with evvsum shte. or cont. lateral support not to exceed 10' cc UNO GRAD SPEC SIZE NO2 DFL 2X4 U TC: Z BC: NO2 DFL 2X4 — U) N wEB: STDB DFL 2X4 SPCG: 24 OC D cc TCLL: 32 PLF �. TCDL: 28 Z BCLL: (20) 0 U) BCDL: 12 z Q = DUR LDG FCTR: 1.25 m 3.5" Min Brg Wdth UNO Q Plates: TP-500 ICBO:5039 LA:23996 W Ce red on joint UNO LU ESSIONq� Q oQPp �Q�, y RVe Fy U ~ 9L LL lid 4710 yD m E 6-30-07 Q f9l TgC/CTUPP�Q��� OF CALIF 0 Z Hanso Truss, Inc. and signin engineer accept no responsibility for the L1, accuracy, structural ad- — equacy or any other fea- ture of this design unless 0 specifically fabricated by Hanson Truss, Inc. 0 HANSON TRUSS, INC. 0 Z Q DATE:4/20/06 JE J DRWG ifs A9 D z PLAN 2 17, Multiple Load Cases: Rcts, Forces & Csi's are worst case BASE LOADS: 1.25: 16 14 10 6 PSF *lx Bracing UNO GRAD SPEC SIZE Code: PSA Rbdg:Y 1-Ply LC1: 1.25: 32 28 12: By Others Tc: 1&B DFL 2X4 V TC 5-61&B DFL 2x4: P=2488C 0.196 Mm=3608 Mp=3587 0.739= 0.935 LC2: 1.25: 0 28 2012: Z BC 14-13 NO2 DFL 2x4: P=2920T 0.516 Mm=2053 Mp=2434 0.471= 0.987 BC: NO2 DFL 2X4 TC AXIAL: 1-2 -4151, 2-3 -4138, 3-4 -3362, 4-5 -2488, 5-6 -2488 5 WEB: STDB DFL 2X4 in 6-7 -3362, 7-8 -4138, 8-9 -4151 U) BC AXIAL: 1-14 3891, 14-13 3531, 13-12 3163, 12-113163 3 4 6 7 SPCG: 24 Oc 11-10 3531, 10-9 3891 2 8 TCLL: 32 PLF WB AXIAL: 14-2 -205, 14-3 459, 3-13 -441, 13-4 464, 4-12 -1031 1 9 12-5 1137, 12-6 -1031, 11-6 464, 11-7 -441, 7-10 459 12 11 10 0 TCDL: 28 Z 10-8 -205 14 13 BCLL: (20) 0 41.67 ROTS: 1 9 BCDL: 12 z MX VRT: 1532 1532 Q DUR LDG FCTR: 1.25 = 3.5" Min Brg Wdth UNO m Plates: TP-500 Q ICBO:5039 LA:23996 W Centd on joint UNO LU QPpF ESS1 Q 2041 3/4" ,`kQ� �y F�c V o �� � T-3 7/8" Exp. 6-30-07 Q Q LL 4X4 �9rF T CTURP p' CALIF 0 3X§X4 3X43%8 Hanson Truss, Inc. and Z signing engineer accept 3X4 3X4 no responsibility for the LL accuracy, structural ad- 412 2X3 * 2X3 12 4 're of ad- equacy or any other fea- Q this design unless specifically fabricated - 4XI0 4XI0 by Hanson Truss, Inc. 0 HANSON 3X4 3 4 4X8 3X10 4X8 3X4 3X4 TRUSS, INC. Q Z IT-3 1/2" 4'-6" DATE:4/20/06 JE Q --3/16" =1' ----- - ----- — - - ----- - ------ - -- - - ----------------- --- ---- --- -- --- - --- - - -- _ _DRWG ;tts - - -- --- J 41'-11 1/2" A 10 D Defl @ 12: TL= .7in LL= .3in Camber 5/8in 11 PLAN 2 Z SANTERRA LLC - SANTERRA\WORKING\PLAN 2\A 10 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 4-5 1&B DFL 2x4: P=1822C 0.105 Mm=3589 Mp=3634 0.630= 0.735 BC 14-13 NO2 DFL 2x4: P=2390T 0.422 Mm=1975 Mp=2405 0.465= 0.888 MOD 5-6 NO2 DFL 2x4: P=1822C 0.126 Mm=3542 Mp=3749 0.855= 0.981 TC AXIAL: 1-2 -3526, 2-3 -3518, 3-4 -2698, 4-5 -1822, 5-6 -1822 6-7 -1934, 7-81038, 8-91457 BC AXIAL: 1-14 3301, 14-13 3185, 13-12 3234, 12-112863 11-10 1194, 10-9 -1085 WB AXIAL: 14-2 -275, 14-3 645, 3-13 -544, 134 464, 4-12 -1055 12-5 739, 12-6 -602, 11-6 -333, 11-7 779, 7-10 -2624 10-8 -361 5-9 NO2 DFL 2x4 -11 3/4" SANTERRA LLC - SANTERRA\WORKING\PLAN 2\A11 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 32 28 12: 10-9 36 LC2: UNBALANCED LIVE LOADS. LC3: 1.33: 0 28 12: 10-9 36,1-9 +-106H,12-9 -+211H LC4: 1.25: 0 28 20 12: 10-9 36 ROTS: 1 10 9 MX VRT: 1318 2033 227 MX HOR: -21 0 0 12-9 +211H 12-9 -211H MX UPL: 0 0 -393 NOTE: TRUSS TO TRANSFER 4400 LBS MAX LATERAL FORCE *lx Bracing By Others Detl @ 13: TL= .431n LL= .19m Uamber 3/6m brace B/C with evosum shtQ. or cont. lateral support not to exceed 10' oc UNO GRAD SPEC SIZE 10 DFL 2X4 U TC: Z BC: NO2 DFL 2X4 — WEB: STDB DFL 2X4 N SPCG: PLF oc TCLL: 32 PLF F TCDL: 28 Z BCLL: (20) 0 BCDL: 12 Z Q DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO m Plates: TP-500 Q ICB0:5P-LA 23996 W Ce rtt< ed on joint UNO QpOFESIE;1 Q y p . Rye FAG V �QF� Q) 1z S 10 DD 00 Exp. -30-07 N�4CTA LL LZF� O Hanson russ, Inc. and z signing a ineer accept no responsibility for the LL accuracy, structural ad- — equacy or any other fea- ture of this design unless Q specifically fabricated — by Hanson Truss, Inc. 0 > HANSON 13 TRUSS, INC. Z DATE:4/20/06 JE Q —11-- J A11 D PLAN 2 z Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 2-Ply TC 34 NO2 DFL 2x4: P=2721C 0.263 Mm=1772 Mp=2328 0.592= 0.855 BC 9-8 NO2 DFL 2x4: P=3208T 0.567 Mm=1364 Mp=962 0.264= 0.831 TC AXIAL: 1-2 -2963, 2-3 -2887, 34 -2721, 4-5 -2721, 5-6 -2887 6-7 -2963 BC AXIAL: 1-9 2798, 9-8 3208, 8-7 2798 WB AXIAL: 2-9 -294, 9-3 396, 94 -538, 4-8 -538, 8-5 396 8-6 -294 4X8 3/8" =1' 8'-0" 3X10 12 4 r— 2X3 SANTERRA LLC — SANTERRA\WORKING\PLAN 2\B1 2'-8 1/4" BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 32 28 30: 3-5 154,3 501,5 501 LC2: 1.25: 64 56 24: *lx Bracing By Others 3 4 5 2 6 1 7 9 8 0 24.71 RCTS: 1 7 MX VRT: 2086 2086 @ Carrier 2-Ply: Nail TC w/16d @ 12in oc Nail BC w/16d @ 12in oc 3X4 3X10 r, � 12 4 �_ 2X3 -� 3X8 4X8 3X8 25'-0" 4X8 Defl @ 4: TL= .43in LL= .19in Camber 3/8in brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc UNO GRAD SPEC SIZE NO2 DFL 2X4 U TC: Z BC: NO2 DFL 2X4 N WEB. STDB DFL 2X4 SPCG: PLF oc 2-PLY D tY TCLL: 32 PLF TCDL: 28 Z 0 BCLL: BCDL: 30 Z Q DUR LDG FCTR: 1.25 m 3.5" Min Brg Wdth UNO Plates: TP-500 Q ICBO A:23996 LV ntered n joint UNO LU SSIOryq� Q oo3f Q _ D W E p. 6-30-07 �q LL TgUCTUPP�Q��� OF CALIF O Hanion Truss, Inc. and Z signing engineer accept no responsibility for the LL accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated — by Hanson Truss, Inc. 0 HANSON TRUSS, INC. Z DATE:3/16/06 JE Q J B1 Z PLAN 2 r] Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 1-2 NO2 DFL W: P=2194C 0.038 Mm=1752 Mp=2672 0.449= 0.488 BC 1-7 NO2 DFL W: P=1660T 0.293 Mm=1741 Mp=2085 0.403= 0.697 TC AXIAL: 1-2 -2194, 2-3 -1901, 3-4 -1901, 4-5 -2194 BC AXIAL: 1-7 2034, 7-61330, 6-5 2034 WB AXIAL: 2-7 -817, 7-3 -1659, 3-6 -1659, 6-4 -817 12'-6" 3/8"= l' SANTERRA LLC — SANTERRA\WORKING\PLAN 2\82 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 32 28 12: LC2: 1.33: 0 28 12: 1-5 +-267H,B1-5-+267H,B1-5 P LC3: 1.25: 0 28 20 12: 3 RCTS: 1 5 MX VRT: 908 908 MX HOR: 867 -867 B1-5 +267H B1-5 -267H MX UPL: -181 -181 NOTE: TRUSS TO TRANSFER 6600 LBS MAX LATERAL FORCE 4'-5 15/16" Detl U 7: TL= .24m LL= .11m brace B/C with gypsum shtg. or cont. lateral * lx Bracing By Others not to exceed 10' oc UNO GRAD SPEC TC: NO2 DFL BC: NO2 DFL WEB: STDB DFL SPCG: 24 OC TCLL: 32 TCDL: 28 BCLL: (20) BCDL: 12 DUR LDG FCTR: 1.2 3.5" Min Brg Wdth UNO Plates: TP-500 5 SIZE 2X4 U 2X4 Z 2X4 to (n D PLF z 0 U) Z Q = } 00 0 afered on point UNO QpOFES IONgI Q ,y RUeq, Fti U cc S 10 v D CO qT�. UCTUPP �Q� F CALIF 0 russ,.Inc. and HansonkIng Z signing. eer accept no responsibility for the LL accuracy, structural ad- equacy or any other fea- ture of this design unless 0 specifically fabricated — by Hanson Truss, Inc. 0 HANSON Q TRUSS, INC. Z DATE: 3/16/06 JE Q -- _. -- --J DRWG #s J B2 Z PLAN 2 • • • Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 2-Ply TC 6-7 NO2 DFL 2x4: P=4411C 0.166 Mm=1753 Mp=1859 0.315= 0.481 BC 9-8 SS DFL 2x6: P=4162T 0.310 Mm=6515 Mp=6845 0.371= 0.682 TC AXIAL: 1-2 -2927, 2-3 -3012, 3-4 -2192, 4-5 -2193, 5-6 -3515 6-7 -4411 BC AXIAL: 1-12 2761, 12-112761, 11-10 2859, 10-9 3417, 9-8 4162 8-7 4162 WB AXIAL: 12-2 -117, 2-11461, 11-3 360, 3-10 -862, 10-41195 10-5 -1379, 9-5 678, 9-6 -846, 8-6 534 4X10 12 4 3X4 12'-6" 3X4 BASE LOADS: 1.25: 16 14 10 6 PSF LCI: 1.25: 32 28 126: 8 1572 LC2: 1.33: 0 28 43: 8 910,1-7 +-267H,7-+6600H 3X5 4 ROTS: 1 7 MX VRT: 2492 3712 MX HOR: 2 0 7 +6600H 7 -6600H 2-Ply: NO TC w/16d @ 12in oc Nail BC w/16d @ 12in oc NOTE: TRUSS TO TRANSFER 6600 LBS MAX LATERAL FORCE 4'-5 15/16" 2X3 3X4 4X10 5X6 3/8" =1' 25'-0" SANTERRA LLC - SANTERRA\WORKING\PLAN 2\B3 4X4 12 —�4 i� 3X4 3X5 2X3 4X12 2'-9 1/4" *lx Bracing By Others Defl @ 9: TL= .34in LL= .19in brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc UNO GRAD SPEC SIZE NO2 DFL 2X4 U TC: z BC: SS DFL 2X6 — WEB: STDB DFL 2X4 SPCG: PLF oc 2-PLY D TCLL: 32 PLF TCDL: 28 z BCLL: 0 BCDL: 126 Z Q DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO m Plates: TP-500 Q ICBO:5039 LA:23996 W Cent ed o joint UNO LU QPOFES IONq Q U CO 9DD W�F S 710 m Exp 6-30- Q sq�s LL UCTURP Q� F OF CALIF Hans Truss, Inc. and Z sig g engineer accept no responsibility for the L1 accuracy, structural ad- — equacy or any other fea- ture of this design unless Q specifically fabricated by Hanson Truss, Inc. 0 HANSON TRUSS, INC. 0 Z DATE:3/16/06 JE Q DRWG #s — J J B3 D z PLAN 2 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 1-2 NO2 DFL 2x4: P=1322C 0.024 Mm=1575 Mp=430 0.293= 0.317 BC 1-4 NO2 DFL 2x4: P=1210T 0.214 Mm=842 Mp=676 0.163= 0.377 MOD 4-2 NO2 DFL W: P=122T 0.018 Mm=O Mp=O 0.000= 0.018 TC AXIAL: 1-2 -1322, 2-3 -1322 BC AXIAL: 1-4 1210, 4-3 1210 WB AXIAL: 4-2136 4-2 NO2 DFL W 3X6 3/4" =1' SANTERRA LLC - SANTERRA\WORKING\PLAN 2\C1 BASE LOADS: 1.25: 16 14 10 6 PSF LCl: 1.25: 32 28 21: 2 424 5'-01/2" 12 3X4 2X3 2 1 3 4 0 9.79 ROTS: 1 3 MX VRT: 616 616 12 4 i 3X6 Defl @ 4: TL= .07in LL= .03in brace B/C with gypsum shtg. or cont. lateral *lx Bracing UNO GRAD SPEC SIZE By Others TC: NO2 DFL 2X4 U Z BC: NO2 DFL 2X4 — wEB: STDB DFL . 2X4 N SPCG: PLF oc ir TCLL: 32 PLF TCDL: 28 z BCLL: N BCDL: 21 z Q DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO m Plates: TP-500 Q ICBO:5039 LA:23996 LV Centered on joint UNO f" Qp,OFESSIONq Q C.0 h� 9L LL 4710 D m 6-30-07 Q LL O H on Truss, Inc. and Z si rung engineer accept no responsibility for the (L accuracy, structural ad- equacy or any other fea- Q tore of this design unless specifically fabricated — by Hanson Truss, Inc. Q HANSON TRUSS, INC. 0 Z DATE:3/16/06 JE Q — --- - _DRWG Jfs — - - -- ----J J C1 D PLAN 2 z not to exceed 10' oc Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 2-3 NO2 DFL 2x4: P=16T 0.003 Mm=1927 Mp=4730 0.796= 0.798 BC 11-10 NO2 DFL 2x4: P=OC 0.000 Mm=1047 Mp=3766 0.729= 0.729 MOD 11-5 STUD DFL 2x6: P=325C 0.048 Mm=O Mp=O 0.000= 0.048 TC AXIAL: 1-2 -178, 2-3 134, 34 -399, 4-5 -273, 5-6 -254 6-7 210, 7-8 -288 BC AXIAL: 14-13 0, 13-12 0, 12-110, 11-10 0, 10-9 0 WB AXIAL: 14-1-212, 1-13 494, 13-2 -567, 2-12 -615, 12-3 -400 12-4 -805, 4-11-752, 11-5 -325, 11-6 -716, 6-10 -631 10-7 =627, 7-9 -726, 9-8 -181 14-1 STUD DFL 2x6 11-5 STUD DFL 2x6 9-8 STUD DFL 2x6 BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 40 28 12: 14-9 P LC2: UNBALANCED LIVE LOADS. LC3: 1.33: 0 28 12: 1-8 +-86H,14-9 P LC4: 1.25: 0 28 20 12: 14-9 P 1 2 *lx Bracing UNO GRAD SPEC SIZE By Others NO2 DFL 2X4 U TC: z BC: NO2 DFL 2X4 — WEB: STDB DFL. 2X4 N SPCG: PLF OC D 3 4 5 6 7 8 ...� ` �,. 1 r RCTS: 14 12 9 Cont Brg 14-9 P MX VRT: 248 706 351 MX HOR: 9 1294 -688 14-9 86H MX UPL: -15 0 -23 NOTE: TRUSS TO TRANSFER 3800 LBS MAX LATERAL FORCE 4'-0" Y-011 X6 0.375 12 3X4 2X3 3X4 3X4 3 v cn N 2X3 3X4 3X4 3X 0 3X12 3X4 14'-5 1/2" --- 44'-7 1/2" SANTERRA LLC - SANTERRA\WORKING\PLAN 2\E1 l 3X4 12 0.375 3X4 5X6 3X4 3X4 19'-5 1/2" Defl @ 4: TL= .Olin LL= .Olin ally brace B/C with gypsum shtg. or coat. lateral suppc TCLL: 40 PLF TCDL: 28 z BCLL: (20) 0 BCDL: 12 z Q DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO m Plates: TP-500 Q ICBO:5039 LA:23996 W Centered on joint UNO LU QR ESS1 Q a S4710 D p m p. 6-30-07 Q OF CALL HansLn Truss, Inc. and z signing engineer accept no responsibility for the LL accuracy, structural ad- equacy or any other fea- ture of this design unless 0 specifically fabricated by Hanson Truss, Inc. 0 HANSON 0 TRUSS, INC. Z DATE:4/21/06 JE Q _-DRWG71s -----_ --- ----- -J- J E1 not to exceed 10' oc PLAN 2 z Multiple Load Cases: Rcts, Forces & Csi's are worst case BASE LOADS: 1.25: 16 14 10 6 PSF *Ix Bracing UNO GRAD SPEC SIZE Code: PSA Rbdg:Y 1-Ply LC1: 1.25: 40 28 12: By Others TC' 1&B DFL 2X4 U TC 2-3 1&B DFL 2x4: P=2009T 0.232 Mm=1528 Mp=4350 0.549= 0.781 LC2: UNBALANCED LIVE LOADS. z BC 11-101&B DFL 2x4: P=1989T 0.253 Mm=1255 Mp=3533 0.513= 0.765 LC3: 1.25: 0 28 20 12: BC: 10 DFL 2X4 WEB: STDB DFL. 2X4 MOD 5-6 NO2 DFL 2x4: P=1876C 0.087 Mm=3200 Mp=3313 0.703= 0.790 !n TC AXIAL: 1-2 543, 2-3 2009, 3-4 2006, 4-5 -1893, 5-6 -1876 m U) sPCG: PLF oc 6-7 -2648, 7-8 -13 4 5 6 TOLL: 40 PLF BC AXIAL: 14-13 14, 13-12 -539, 12-11491, 11-10 2791, 10-9 2303 1 2 3 7 8 x WB AXIAL: 14-1-329, 1-13 -555, 13-2 248, 2-12 -2037, 12-3 -424 12-4 -2643, 4-11 1595, 11-5 -223, 11-6 -1017, 6-10 -191 Ai2 10 TCDL: 28 z 10-7 522, 7-9 -2430, 9-8 -185 4 13 11 33 BOLL: (20) N ROTS: 14 12 9 BCDL: 12 Z MX VRT: 368 2301 1031 Q DUR LDG FCTR: 1.25 5-8 NO2 DFL 2X4 14-1 STUD DFL 2x6 MX UPL: -41 0 0 �. 11-5 STUD DFL 2x6 3.5" Min Brg Wdth UNO m 9-8 STUD DFL 2x6 Q Plates: TP-500 ICBO:5039 LA:23996 W Centered on joint UNO LU p ESSI pNq� Q O�y RVe� Fycf U_U 4710 v 9 m E . 6-30-07 Q IMP, Nr OF CALIF Hanso Truss, Inc. and 3'-0" z 12 12 — 0.375 signin engineer accept no res onsrbiltty for the LL 0.375 — 4 4X8 2X3 3X54X12 3X5 4X10 5X6 ace y, structural ad- other fea- e uturof — X6 tohrisany design unless specifically fabricated by Hanson Truss, Inc. Q v HANSON cn N > 0 2X3 3X4 3X4 6X 2 5X12 3X8 3X4 4X10 TRUSS, INC. Z DATE:4/21/06 JE 14'-5 1/2 19'-51/2" Q 44'-7 1/2" E2 Defl @ 6: TL= .39in LL= .2in Camber 5/16in PLAN 2 Z SANTERRA LLC - SANTERRA\WORKING\PLAN 2\E2 Laterally brace B/C with gypsum.shtg. or cunt. lateral support not to exceed 10' oc Multiple Load Cases: Rcts, Forces & Csi's are worst case BASE LOADS: 1.25: 16 14 10 6 PSF *lx Bracing UNO GRAD SPEC SIZE Code: PSA Rbdg:Y 1-Ply LC1: 1.25: 40 28 12: By Others TC: 10 DFL 2X4 U TC 2-3 1&B DFL 2x4: P=1868T 0.216 Mm=2036 Mp=5358 0.676= 0.892 LC2: UNBALANCED LIVE LOADS. z BC 11-10 1&B DFL 2x4: P=1752T 0.222 Mm=1470 Mp=3687 0.535= 0.758 LC3: 1.25: 0 28 20 12: BC: 1&B DFL 2X4 — MOD 5-6 NO2 DFL 2x4: P=1469C 0.053 Mm=3193 Mp=33310.657= 0.711 fA WEB: . STDB DFL2X4 TC AXIAL: 1-2 -716, 2-3 1868, 3-4 1863, 4-5 -1485, 5-6 -1469 ( 6-7 -2425, 7-8 -13 srcG: PLF oc BC AXIAL: 14-13 17, 13-12 709, 12-11226, 11-10 2503, 10-9 2146 1 2 3 4 5 6 7 8 TCLL: 40 PLF WB AXIAL: 14-1-405, 1-13 711, 13-2 232, 2-12 -2201, 12-3 -441 124 -2229, 4-11 1501, 11-5 -234, 11-6 -1157, 6-10 139 A4 i2 10 10-7 456, 7-9 -2263, 9-8 -185 13 11 BCDL: (20) 0 44.33 U) 10 ROTS: 14 12 9 BCDL: 12 z MX VRT: 446 2253 976 Q DUR LDG FCTR: 1.25 5-8 NO2 DFL 2x4 2 14-1 STUD DFL 2x6 >_ 11-5 STUD DFL 2x6 3.5" Min Brg Wdth UNO 00 9-8 STUD DFL 2x6 in Plates: TP-500 LA:23996 W Centered on joint UNO LU ' pQv SSI pNq� Q U !Y ai S 710 D D m Exp 6-30-07 4'-0" LL qTF UCTUPP F CALIF O Hans Truss, Inc. and 31-011 z 12 12 0.375 signing engineer accept no for the LL 0.375 — 4X10 2X3 3X5 4X8 3 4X4 4X10 5X6 X6 accuracy, structural ad- equacy or any other fea- Q ture of this design unless specifically fabricated by Hanson Truss, Inc. — \Q N HANSON z 2X3 3X4 3X4 5X 2 4X14 3X8 3X4 4X10 TRUSS, INC. z DATE:4/21/06 JE 15'-111/2" 19'-51/2" Q --- 44'-7 1/2" E3 Defl @ 6: TL= .32in LL= .17in PLAN 2 z SANTERRA LLC - SANTERRA\WORKING\PLAN 2\E3 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 4-5 NO2 DFL W: P=1831T 0.294 Mm=72 Mp=2547 0.428= 0.723 BC 13-12 NO2 DFL 2x4: P=1335T 0.236 Mm=1691 Mp=38610.747= 0.983 MOD 13-7 STUD DFL 2x6: P=520T 0.112 Mm=1489 Mp=1654 0.250= 0.362 TC AXIAL: 1-2 -9, 2-3 737, 3-4 738, 4-5 1831, 5-6 51, 7-8 -741 8-9 -1933, 9-10 -13 BC AXIAL: 17-16 -279, 16-15 -1824, 15-14 -560, 14-13 728 13-12 1856, 12-11 1819 WB AXIAL: 17-1-134, 17-2 373, 2-16 -618, 16-3 -385, 1641634 15-4 -1310, 15-5 -1715, 14-5 749, 14-7 -1437, 5-7 530 13-7 545, 7-6 -87, 13-8 -1214, 8-12 270, 12-9 330 9-11 -1919, 11-10 -181 17-1 STUD DFL 2x6 13-7 STUD DFL 2x6 7-6 STUD DFL 2x6 11-10 STUD DFL 2x6 6'-6" 4'-9 7/16 X6 r- v-� 3X4 Diu —i --- 3X4 3X4 2X3 4X6 a SANTERRA LLC - SANTERRA\WORKING\PLAN 2\F1 BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 40 28 12: LC2: UNBALANCED LIVE LOADS. LC3: 1.25: 0 28 20 12: 1 2 3 4 5 8 16 I5 14 13 44.33 RCTS: 17 15 11 MX VRT: 385 2490 860 MX UPL: -144 0 0 4'-0" 4'-0" 3'-0" 4X10 2X 3 12 0.375 1 4X4 5X6 5X6 MEE I — 4X5 4X4 3X6 3X4 5X6 1 '-512" 44'-7 1/2" Defl @ 8: TL= .25in LL= .13in Laterally brace B/C with gypsum shtg. or cont. lateral support *Ix Bracing By Others UNO GRAD SPEC SIZE TC: NO2 DFL 2X4 U Z BC: NO2 DFL 2X4 WEB: STDB DFL. 2X4 N SPCG: PLF oC D 9 10 TCLL: 40 PLF TCDL: 28 z 12 1 BCLL: (20) BCDL: 12 00 Z Q DUR LDG FCTR: 1.25 m 3.5" Min Brg Wdth UNO Plates: TP-500 ICBO:50 :23996 Cell ed o joint UNO Q 1L LU QPOFE S1 ��y p RUe�9Fyc2 G � o a7 S 710 y Q V m Exp 6-30-07Nr Q O ql� UCTUPPI— F CALIF HnnsonLTruss, Inc. and signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless Z LL Q specifically fabricated by Hanson Truss, Inc. — 0 > HANSON TRUSS, INC. 0 Z DATE:4/21/06 IE Q J F1 Z not to exceed 10' oc I PLAN 2 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 34 NO2 DFL 2x4: P=1192C 0.011 Mm=2291 Mp=51710.870= 0.881 BC 13-121&B DFL 2x4: P=2987T 0.379 Mm=1778 Mp=3729 0.541= 0.920 MOD 13-7 STUD DFL 2x6: P=223T 0.048 Mm=3875 Mp=4305 0.651= 0.699 TC AXIAL: 1-2 -9, 2-3 -1296, 3-4 -1300, 4-5 -1290, 5-6 -271 7-8 -3587, 8-9 -3552, 9-10 -13 BC AXIAL: 17-16 859, 16-15 1291, 15-141778, 14-13 3465 13-12 3918, 12-11 2955 WB AXIAL: 17-1-127, 17-2 -1141, 2-16 586, 16-3 -285, 15-4 -507 15-5 -1069, 14-5 747, 14-7 -1874, 5-7 -1545, 13-7 315 7-6 -261, 13-8 -536, 8-12 -479, 12-9 807, 9-11-3121 11-10-184 16-15 1&B DFL 2x4SC 17-1 STUD DFL 2x6 13-7 STUD DFL 2x6 7-6 STUD DFL 2x6 11-10 STUD DFL 2x6 4'-9 7/16 X6 3X5 3X4 2X3 a=F3O o. SPACE 3X5 3X4. STACK 2x6 15'- _ 1, _ SANTERRA LLC - SANTERRA\WORKING\PLAN 2\F2 BASE LOADS: 1.25: 16 14 10 6 PSF LCI: 1.25: 40 28 12: 16-15 FAS 100 LC2: UNBALANCED LIVE LOADS. LC3: 1.25: 0 28 20 12: 16-15 FAS100 RCTS: 17 15 11 MX VRT: 938 1470 1260 4'-0" 2X3 6X8 2 3'-0" 1 3X4 5X6 3X4 4X12 '-7 1 /7" 3X4 12 0.375 A10 5X6 m 5X10 4'-0" *lx Bracing By Others Defl @ 8: TL= .49in LL= .24in Camber 3/8in brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc UNO GRAD SPEC SIZE NO2 DFL 2X4 U TC: Z BC: 10 DFL 2X4 — LOU) WVEB: STDB DFL . 2X4 SPCG: PLF OC D X TCLL: 40 PLF TCDL: 28 z BCLL: (20) O N BCDL: 12 Z Q DUR LDG FCTR: 1.25 m 3.5" Min Brg Wdth UNO Q Plates: TP-500 IC130:5039 LA:23996 w Centered on joint UNO QROF SSlpyq� Q AVeq� Fti�f U� o�y 4710 v D m Ex . 6-30-07 Q Q sqT� 4UCTUPP�Q�~ OF CALIF O Z Hans Truss, Inc. and signing engineer accept no responsibility for the 1L accuracy, structural ad- — eq: y or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. 0 > HANSON TRUSS, INC. 0 Z Q DATE:4/21/06 JE J J - DRWG#s - --- --- F2 Z PLAN 2 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 7-8 NO2 DFL 2x4: P=6401C 0.430 Mm=1435 Mp=1073 0.335= 0.765 BC 16-15 N01 DFL 2x6: P=6341T 0.701 Mm=2078 Mp=1315 0.169= 0.870 MOD 7-6 STUD DFL 2x6: P=356C 0.002 Mm=4631 Mp=5146 0.778= 0.779 TC AXIAL: 1-2 -4, 2-3 -2398, 3-4 -2400, 4-5 -3844, 5-6 -502 7-8 -6401, 8-9 -5796, 9-10 -5797, 10-11-2858 11-12 -2858 BC AXIAL: 20-19 1258, 19-18 3839, 18-17 4368, 17-16 6253 16-15 6341, 15-14 4618, 14-13 66 WB AXIAL: 20-1-103, 20-2 -1968, 2-191776, 19-3 -371, 19-4 -1703 18-4 609, 18-5 -786, 17-5 978, 17-7 -2082, 5-7 -3955 16-7122, 7-6 -356, 16-8120, 8-15 -661, 15-9 -233 15-10 1365, 10-14 -2056, 14-11 -288, 14-12 3118 13-12 -1608 5-7 STUD DFL 2x6 16-7 STUD DFL 2x6 7-6 STUD DFL 2x6 14-12 NO2 DFL 2x4 13-12 STUD DFL 2x6 2X3 5X6 2VX4 Mml© mi�� malm SANTERRA LLC - SANTERRA\WORKING\PLAN 2\F3 4X6 8X12 BASE LOADS: 1.25: 16 14 10 6 PSF *Ix Bracing UNO GRAD SPEC SIZE LC1: 1.25: 40 28 12: By Others TC: NO2 DFL 2X4 V LC2: 1.25: 0 28 20 12: Z 34X6 5X6 AA'-7 1/�" BC: N01 DFL 2X6 — WEB: STDB DFL . 2X4 N N 1 2 3 4 5 61 SPCG: PLF oC 8 9 10 11 12 X TCLL: 40 PLF 28 z 0 19 18 17 16 15 14 3 2 0 41.67 BCDL:LL: 0) N RCTS: 20 13 BCDL: 12 z MX VRT: 1652 1645 Q DUR LDG FCTR: 1.25 = } 3.5" Min Brg Wdth UNO m Plates: TP-500 Q ICBO:5039 LA:23996 LLI Ce on joint UNO ESSIONq� Q OQPp V_ Cn ~� �9L W Uj a 4710 n D m E . 6-30-07 Q 4'-0" 4'-0" 3'-0" .-1 12 0.375 3X4 2X3 4X8 2X3 6X8 3X4 [6X16G] 4X10 6X14 3X5 I,,,, Ir , Defl @ 7: TL= .99in LL= .49in Camber 3/4in brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc OF MA _ 0 Hans, n Truss, Inc. and Z signing engineer accept no responsibility for the LL accuracy, structural ad- — equacy or any other fea- ture of this design unless Q specifically fabricated — by Hanson Truss, Inc. 0 HANSON TRUSS, INC. Z DATE:4/21/06 JE Q J DRWG !!s F3 D Z PLAN 2 Multiple Load Cases: Rcts, Forces & Csi's are worst case BASE LOADS: 1.25: 16 14 10 6 PSF *1x Bracing UNO GRAD SPEC SIZE Code: PSA Rbdg:Y 2-Ply LC1: 1.25: 40 28 12: 16-15 FAS100 By Others TC: NO2 DFL 2X4 U TC 3-4 NO2 DFL 2x4: P=642C 0.003 Mm=1163 Mp=2628 0.442= 0.445 LC2: UNBALANCED LIVE LOADS. Z BC 15-14 NO2 DFL 2x4: P=2172T 0.361 Mm=2357 Mp=2710 0.493= 0.854 LC3: 1.33: 0 28 12: 16-15 FAS,1-10 +-95H,17-+4200H BC: NO2 DFL 2X4 — MOD 13-7 STUD DFL 2x6: P=109T 0.023 Mm=1968 Mp =2187 0.331= 0.354 LC4: 1.25: 0 28 20 12: 16-15 FAS 100 wEB . _ STDB DFL 2X4 (n 6) TC AXIAL: 1-2 -117, 2-3 -694, 3-4 -804, 4-5 -1031, 5-6 -139 1 2 3 4 sPCG: PLF oc 2-PLY U) 7-8 -1830, 8-9 -1796, 9-10 -159 5 8 9 itBC AXIAL: 17-16 2233, 16-15 2272, 15-14 2172, 14-13 2475 10 TOLL: 40 PLF 13-12 2143, 12-11 1492 WB AXIAL: 17-1-63, 17-2 -602, 2-16 326, 16-3 -140, 15-4 -256 i5 12 1 TCDL: 28 z 15-5 -528, 14-5 362, 14-7 -942, 5-7 -1097, 13-7 250 .7 16 14 13 BOLL: (20) 0 7-6 -132, 13-8 -560, 8-12 -423, 12-9 559, 9-11-1576 44.33 N 11-10 -92 RCTS: 17 15 11 BCDL: 12 Z MX VRT: 976 1522 1270 Q DUR LDG FCTR: 1.25 16-15 NO2 DFL 2x4SC MX HOR: 48 0 0 17 +4200H 17 -4200H = 17-1 STUD DFL 2x6 i} 13-7 STUD DFL 2x6 2-Ply: Nail TC w/16d @ 12in oc 3.5" Min Brg wdth UNO m 7-6 STUD DFL 2x6 Nail BC w/16d @ 12in oc Plates: TP-500 11-10 STUD DFL 2x6 ICB0 5039 LA:23996 LU NOTE: TRUSS TO TRANSFER 4200 LBS MAX LATERAL FORCE centered on joint UNO ppF E SIO,yq Q RVez Fycf U ti 9G � 6'-611 dz S 710 D Exp. 6-30-07 Q s� - cicruPP LL 4,-011 Q�ti F F CALIF P 4'-9 7/16 0 4'-0" X6 3X4 3X4 2X3 3'-0" 2X3 4X10 2 HansonJTruSs, Inc. and signing engineer accept Z 12 no responsibility for the LL l 3X4 4X6 — 0.37 5X6 r[7,7 accuracy, q a'rcy of any structural f a- design — tore of this unless zt 30 in specifically fabricated by Hanson Truss, Inc. 0 "WORK SPACE o HANSON 3X5 3X4 STACK 2x6 @ FAU3 41X8 3X5 3X4 3X6 3X4 4X6 TRUSS, INC. Z DATE: 4/21/06 JE 15'-11 1 6'-0" 19'-51 2" 1 Q -- 3/16 -1 - -- -- - -- --- ---- 19,-_5_n _ --- ----- -- -- - - --— -- -- - — -- -- ---- -- - - - -- - n_ e -� - DRwc #s — 44'-7 1/2° F4 Defl @ 3: TL= .25in LL= .12in PLAN 2 Z SANTERRA LLC - SANTERRA\WORKING\PLAN 2\F4 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 34 NO2 DFL 2x4: P=1239C 0.012 Mm=2244 Mp=4748 0.799= 0.811 BC 13-121&B DFL 2x4: P=2263T 0.287 Mm=1729 Mp =3781 0.549= 0.836 MOD 13-7 STUD DFL 2x6: P=363T 0.078 Mm=2550 Mp=2834 0.428= 0.507 TC AXIAL: 1-2 -9, 2-3 -1317, 34 -1321, 4-5 -1314, 5-6 -118 7-8 -2251, 8-9 -2791, 9-10 -13 BC AXIAL: 17-16 867, .16-15 1312, 15-14 760, 14-13 2188 13-12 2949, 12-11 2422 WB AXIAL: 17-1-127, 17-2 -1153, 2-16 603, 16-3 -291, 154 482 15-5 966, 14-5 -909, 14-7 -1777, 5-7 -658, 13-7 420 7-6 -187, 13-8 -879, 8-12 -212, 12-9 598, 9-11-2557 11-10 -183 16-15 1&B DFL 2x4SC 17-1 STUD DFL 2x6 13-7 STUD DFL 2x6 7-6 STUD DFL 2x6 11-10 STUD DFL 2x6 n '-9 7/16 3X5 3X4 2X3 30 in � "WO SPACE 3X5 3X4, STACK 2x6 15'41 lYr SANTERRA LLC - SANTERRA\WORKING\PLAN 2\F5 2X3 4X8 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 40 28 12: 16-15 FAS100 LC2: UNBALANCED LIVE LOADS. LC3: 1.25: 0 28 20 12: 16-15 FAS100 ----- - -- - ___ 4A'_7 1 /9." 1 2 3 4 5 (� 8 16 15 Y4 13 44.33 RCTS: 17 14 11 MX VRT: 945 1638 1072 4'-0" 4'-0" 3'-0" �1� 3X4 12 0.375 311 5X8 5X6 3X4 4X8 3X4 4X10 II C ,,,% *lx Bracing UNO GRAD SPEC SIZE By Others TC: NO2 DFL 2X4 U z z BC: 1&B DFL 2X4 WEB: STDB DFL 2X4 in 07 SPCG: PLF oc D 9 10 cc TCLL: 40 PLF TCDL: 28 z 12 1 BCLL: (20) O BCDL: 12 z Q DUR LDG FCTR: 1.25 m 3.5" Min Brg Wdth UNO Plates: TP-500 Q IC130:5039 LA:23996 W Cent on joint UNO L" oQpp ESSIO,yq� Q _V LU a 4710 a m Ex . 6-30-07 Q qT . '9UCTURP�Q� LL F OF CALZF� I_ O Hanson Truss, Inc. and z signing engineer accept no responsibility for the LL. accuracy, structural ad- — equacy or any other fea- ture of this design unless C) specifically fabricated by Hanson Truss, Inc. O > HANSON TRUSS, INC. 0 Z DATE:4/21/06 JE Q J --------------------- -- -DRWG 7/s -- --- -- -_j - Defl @ 3: TL= .39in LL= .18in Camber 5/16in PLAN 2 z Laterally brace B/C with gypsum shtg. or cunt. lateral support not to exceed 10' oc Multiple Load Cases: Rcts, Forces & Csi's are worst case BASE LOADS: 1.25: 16 14 10 6 PSF *lx Bracing UNO GRAD SPEC SIZE Code: PSA Rbdg:Y 1-Ply LC1: 1.25: 40 28 12: 19-18 FAS,15 350,14 350 By Others NO2 DFL 2X4 V TC 3-4 NO2 DFL 2x4: P=1162C 0.011 Mm=2407 Mp=5390 0.907= 0.917 LC2: UNBALANCED LIVE LOADS. Tc' z BC 15-14 NO2 DFL 2x4: P=4196T 0.742 Mm=649 Mp=224 0.126= 0.867 LC3: 1.25: 0 28 20 12: 19-18 FAS,15 350,14 350 BC: NO2 DFL 2X4 MOD 16-7 STUD DFL 2x6: P =1154T 0.249 Mm =1599 Mp =1777 0.269 = 0.517 WEB: .STDB DFL 2X4 (n TC AXIAL: 1-2 -6, 2-3 -1235, 3-4 -1241, 4-5 -1232, 5-6 -267 1 U) U) sPCG: PLF oc 2 3 4 5 7-8 -2791, 8-9 -3434, 9-10 -4205, 10-11-2923 8 TCLL: 40 PLF BC AXIAL: 20-19 826, 19-181231, 18-17 628, 17-16 2826 9 10 11 16-15 3425, 15-14 4196, 14-13 2917, 13-12 52 WB AXIAL: 20-1-124, 20-2 -1109, 2-19 545, 19-3 -265, 18-4 -514 20 41 13 2 DL' Q 18-5 1037, 17-5 -996, 17-7 -2625, 5-7 -430, 16-71187 19 18 1615 14 7-6 -256, 16-8 -1335, 15-8 756, 15-9 -955, 14-9 -92 44.33 BC(20) (A 14-101377, 13-10 -978, 13-113052, 12-11 -1305 BCDL: 12 Z RCTS: 20 17 12 Q MX VRT: 924 2100 1337 DUR LDG FCTR: 1.25 19-18 NO2 DFL 2x4SC 2 16-7 STUD DFL 2x6 }_ 7-6 STUD DFL 2x6 3.5" Min Brg Wdth UNO 00 15-8 STUD DFL 2x6 Q Plates: TP-5 14-9 STUD DFL 2x6 ICBO: 9 :23996 13-11 NO2 DFL 2x4 Cqatered On joint UNO fW' SSIpNq� 12-11 STUD DFL 2x6 Q oQPOF Q Ve C ��9L LU a 4710 D 9 m Ex . 6-30-07 - Q 49-011 Q- �qTF '9UCTUAP�Q�~ 4'-9 7/16" OF CALIF O 4'-0" 2X3 3 3X4 2X3 3'-0" 2X3 4X8 3 Z sia.0 Truss, Inc. and si engineer accept 12 no res onsibility for the res u, 0.375 3X5 4X5 SX10 accuracy, structural ad- equacy or any other fea- design �o lure of this unless ESPACE specifically fabricated by Hanson Truss, Inc. 0 , HANSON 3X5 3X4 STACK 2x6 @ FAU4 �X8 5X8 4X4 345X14G] 4X5 5X10 3X4 TRUSS, INC. Z DAT'E:4/21/06 JE 6'-0" 1 '-5 1 2" 1 Q 19'-5" 3/16"=1, -- - -------- - 44'-71/2" F6 Defl @ 3: TL= .46in LL= .18in Camber 7/16in PLAN 2 Z SANTERRA LLC - SANTERRA\WORKING\PLAN 2\F6 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 1-2 NO2 DFL 2x4: P=272C 0.001 Mm=917 Mp=3298 0.555= 0.555 BC 5-4 NO2 DFL 2x4: P=400T 0.071 Mm=2930 Mp=3767 0.729= 0.800 MOD 4-3 STUD DFL 2x6: P=181C 0.023 Mm=0 Mp=0 0.000= 0.023 TC AXIAL: 1-2 -308, 2-3 -13 BC AXIAL: 6-5 0, 5-4 638 WB AXIAL: 6-1-520, 1-5 574, 5-2 -462, 2-4 -668, 4-3 -181 4-3 STUD DFL 2x6 '-I1.3/4" SANTERRA LLC - SANTERRA\WORKING\PLAN 2\F7 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 40 28 12: LC2: 1.25: 0 28 20 12: 0 ROTS: 6 4 MX VRT: 454 449 3X4 12X3X4 LU24 BM 12 0.375 3X4 5X6 3X4 Defl @ 2: TL= .03in LL= .02in brace B/C with evnsum shte. or cont. lateral *lx Bracing By Others UNO GRAD SPEC SIZE TC: NO2 DFL 2X4 U z BC: NO2 DFL 2X4 VVEB:STDB DFL 2X4 Ui SPCG: PLF OC D 1 2 3 W TCLL: 40 PLF TCDL: 28 z s 11.35 BCLI-: (20) O (n BCDL: 12 z Q DUR LDG FCTR: 1.25 m 3.5" Min Brg Wdth UNO Plates: TP-500 ICB0:5039 LA:23996 Cent on joint UNO Q W LU ,g)FESSIOryq P. RUe F2c � i S 710 y D Q V ir x =30-07 4'-0" 9l� UCTU9P F CALIF LL I_ O Hanson russ, Inc. and Z / signing engineer accept no responsibility for the LL accuracy, structural ad- equacy or any other fea- t're of this design unless specifically fabricated by Hanson Truss, Inc. 0 HANSON 0 TRUSS, INC. DATE:4/21/06 JE Q J - F7 D Z pport not to exceed 10' oc PLAN 2 0 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 34 NO2 DFL 2x4: P=959C 0.007 Mm=1821 Mp=2505 0.421= 0.429 BC 14-13 NO2 DFL 2x4: P=276T 0.049 Mm=1421 Mp=2095 0.405= 0.454 MOD 7-6 STUD DFL 2x6: P=90C 0.000 Mm=423 Mp=470 0.071= 0.071 TC AXIAL: 1-2 -4, 2-3 -962, 3-4 -963, 4-5 -959, 5-6 -103 7-8 -226 BC AXIAL: 14-13 388, 13-12 956, 12-11540, 11-10190, 10-9 0 WB AXIAL: 14-1-39, 14-2 -842, 2-13 768, 13-3 -387, 12-4 -383 12-5 712, 11-5 -773, 11-7 419, 5-7 481, 10-7 -396 7-6 -179, 10-8 509, 9-8 -527 13-12 NO2 DFL 2x4SC 10-7 STUD DFL 2x6 7-6 STUD DFL 2x6 3116" =1' SANTERRA LLC - SANTERRA\WORKING\PLAN 2\F8 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 40 28 12: 13-12 FAS100 LC2: UNBALANCED LIVE LOADS. LC3: 1.25: 0 28 20 12: 13-12 FAS100 RCTS: 14 11 9 MX VRT: 819 727 516 Defl @ 3: TL= .09in LL= .04in brace B/C with gypsum shtg. or cont. lateral *1x Bracing UNO GRAD SPEC SIZE By others TC: NO2 DFL 2X4' U BC: NO2 DFL 2X4 — WEB: STDB DFL 2X4 !n N SPCG: PLF OC D 0= TCLL: 40 PLF TCDL: 28 Z BCLL: (20) 0 W BCDL: 12 z Q DUR LDG FCTR: 1.25 m 3.5" Min Brg Wdth UNO Plates: TP-500 Q ICBO:5039 LA:23996 W Cent n joint UNO LU QRZVE SI Q �Qk� y P . Rye FAG U_ C-0 cc S 710 D 9 m * Exp. 6-30-07 not to exceed 10' oc LL glF.T UCTUA��Q�~� CA O Hanson Irruss, Inc. and Z signing engineer accept no responsibility for the LL accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. 0 HANSON TRUSS, INC. Z DATE:4/21/06 JE Q J J DRWG #s-------------- F8 D Z PLAN 2 0- Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 7-8 NO2 DFL 2x4: P=6401C 0.430 Mm=1435 Mp=1073 0.335= 0.765 BC 16-15 N01 DFL 2x6: P=6342T 0.701 Mm=2078 Mp=1315 0.169= 0.870 MOD 7-6 STUD DFL 2x6: P=356C 0.002 Mm=4631 Mp=5146 0.778= 0.779 TC AXIAL: 1-2 -188, 2-3 -2398, 3-4 -2400, 4-5 -3845, 5-6 -503 7-8 -6401, 8-9 -5796, 9-10 -5797, 10-11-2858 11-12 -2858 BC AXIAL: 20-191285, 19-18 3839, 18-17 4368, 17-16 6254 16-15 6342, 15-14 4618, 14-13 482 WB AXIAL: 20-1-103, 20-2 -1979, 2-191758, 19-3 -369, 19-4 -1703 18-4 648, 18-5 -833, 17-5 978, 17-7 -2082, 5-7 -3955 16-7 327, 7-6 -356, 16-8 615, 8-15 -914, 15-9 -233 15-10 1365, 10-14 -2056, 14-11 -289, 14-12 3118 13-12 -1608 20-1 STUD DFL 2x6 5-7 STUD DFL 2x6 16-7 STUD DFL 2x6 7-6 STUD DFL 2x6 14-12 NO2 DFL 2x4 13-12 STUD DFL 2x6 BASE LOADS: 1.25: 16 14 10 6 PSF LCI: 1.25: 40 28 12: LC2: 1.33: 0 28 12: 1-12 +-106H,16-13 -+225H LC3: 1.25: 0 28 20 12: * 1 x Bracing By Others 1 2 3 4 5 61 8 9 10 11 12 o0 19 18 17 16 15 14 1,3 F. 41.67 RCTS: 20 13 MX VRT: 1647 1645 MX HOR: 47 0 16-13 +225H 16-13 -225H NOTE: TRUSS TO TRANSFER 4400 LBS MAX LATERAL FORCE 4' -0" xb 5X6 2X§X4 4X6 8X12 2X3 3'-011 ;3X4 2X3 v * # h 4X6 6X8 3XtX6 5X6 3X4 [6X16G] 4X10 VIC 44)- SANTERRA LLC - SANTERRA\WORKING\PLAN 2\F9 12 0.375 4X8 2X3 6X8 6X14 3X5 vcinn UNO GRAD SPEC SIZE NO2 DFL 2X4 U TC: Z— BC: N01 DFL 2X6 W N WEB: STDB DFL 2X4 SPCG: PLF Oc D TCLL: 40 PLF TCDL: 28 z BCLL: (20) 0 07 BCDL: 12 z Q DUR LDG FCTR: 1.25 m 3.5" Min Brg Wdth UNO Plates: TP-500 Q ICBO:5039 LA:23996 W Centered on joint UNO QROF S R pNq� Q �O Q Ue� Fycf VMM OC,y S 710 y 9 m Exp. 6_30-07 Q Xzo� CALIF 0 Hanson T 6uss, Inc. and Z signing engineer accept no responsibility for the- (L accuracy, structural ad- Uacy or any other fea- of this design unless specifically fabricated by Hanson Truss, Inc. 0 HANSON Q TRUSS, INC. Z DAT'E:4/21/06 JE Q 1t DRWG #s J Defl @ 7: TL= .99in LL= .49in Camber 3/4in PLAN 2 Z Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 7-8 NO2 DFL 2x4: P=4810C 0.249 Mm=1318 Mp=976 0.286= 0.535 BC 14-13 NO2 DFL 2x4: P=3261T 0.576 Mm=1416 Mp=2106 0.408= 0.984 MOD 5-7 STUD DFL 2x6: P=2381C 0.992 Mm=O Mp=O 0.000= 0.992 TC AXIAL: 1-2 -6, 2-3 -2058, 3-4 -2060, 4-5 -3183, 5-6 -420 7-8 -4810, 8-9 -3434, 9-10 -3434, 10-11-5 BC AXIAL: 18-17 1114, 17-16 3178, 16-15 3506, 15-14 4669 14-13 4360, 13-12 1804 WB AXIAL: 18-1-104, 18-2 -1734, 2-171508, 17-3 -371, 17-4 -1333 16-4 419, 16-5 493, 15-5 619, 15-7 -1292, 5-7 -3158 14-7 -213, 7-6 -320, 14-8 522, 8-13 -1120, 13-9 -254 13-10 1895, 10-12 -2249, 12-11-80 18-1 STUD DFL 2x6 5-7 STUD DFL 2x6 14-7 STUD DFL 2x6 7-6 STUD DFL 2x6 12-11 STUD DFL 2x6 6"=1' SANTERRA LLC - SANTERRA\WORKING\PLAN 2\F10 BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 40 28 12: LC2: 1.25: 0 28 20 12: 1 2 3 4 5 RCTS: 18 12 MX VRT: 1469 1463 4'-0" 17 16 15 37.17 14 *lx Bracing UNO GRAD SPEC SIZE By Others TC: NO2 DFL 2X4 U z Bc: NO2 DFL 2X4 — WEB: STDB DFL . 2X4 N SPCG: PLF oc 8 9 10 11 TCLL: 40 PLF 2 TCDL: 28 z 13 BCLL: (20) 007 BCDL: 12 z Q DUR LDG FCTR: 1.25 m 3.5" Min Brg Wdth UNO Plates: TP-500 Q ICB0:5039 LA:23996 W Centered oint UNO LU FES IpNq� Q o UegV y0 U ' v cc S4 10 a D m Q 9l 9 CTUaP Q�ti LL ' A'L O Hanson Tfruss, Inc. and z signing engineer accept no responsibility for the LL accuracy, structural ad- — equacy or any other fea- ture of this design unless specifically fabricated — by Hanson Truss, Inc. 0 HANSON TRUSS, INC. 0 z DATE:4/21/06 JE Q Defl @ 14: TL= .66in LL= .33in Camber 1/2in brace B/C with gypsum shtg. or coat. lateral support not to exceed 10' oc RWG s------- J J F10 D PLAN 2 z Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 7-8 NO2 DFL 2x4: P=4810C 0.249 Mm=1318 Mp=976 0.286= 0.535 BC 14-13 NO2 DFL 2x4: P=3261T 0.576 Mm=1416 Mp=2106 0.408= 0.984 MOD 5-7 STUD DFL 2x6: P=2381C 0.992 Mm=O Mp=O 0.000= 0.992 TC AXIAL: 1-2 -92, 2-3 -2058, 3-4 -2060, 4-5 -3183, 5-6 -420 7-8 -4810, 8-9 -3434, 9-10 -3434, 10-11-80 BC AXIAL: 18-171114, 17-16 3178, 16-15 3506, 15-14 4669 14-13 4360, 13-12 1804 WB AXIAL: 18-1-104, 18-2 -1734, 2-171508, 17-3 -371, 174 -1333 164 419, 16-5 -493, 15-5 619, 15-7 -1292, 5-7 -3158 14-7 -233, 7-6 -320, 14-8 576, 8-13 -1120, 13-9 -254 13-10 1895, 10-12 -2249, 12-11 -80 18-1 STUD DFL 2x6 5-7 STUD DFL 2x6 14-7 STUD DFL 2x6 7-6 STUD DFL 2x6 12-11 STUD DFL 2x6 SANTERRA LLC - SANTERRA\WORKING\PLAN 2\F11 BASE LOADS: 1.25: 16 14 10 6 PSF *Ix Bracing LC 1: 1.25: 40 28 12: By Others LC2: 1.33: 0 28 12: 1-11 +-51H,18-12 -+51H LC3: 1.25: 0 28 20 12: 1 2 3 4 5 8 9 10 11 }8 17 16 15 14 13 2 I. 37.17 , RCTS: 18 12 MX VRT: 1469 1463 MX HOR: 32 0 18-12 +51H 18-12 -51H NOTE: TRUSS TO TRANSFER 1900 LBS MAX LATERAL FORCE 4'-011 UNO GRAD SPEC SIZE NO2 DFL 2X4 U TC: Z BC: NO2 DFL 2X4 U) WEB: STDB DFL 2X4 SPCG: PLF oc D cc TCLL: 40 PLF TCDL: 28 z BCLL: (20) 0 BCDL: 12 z Q DUR LDG FCTR: 1.25 m 3.5" Min Brg Wdth UNO Plates: TP-500 Q IC110:5039 LA:23996 W Centere on joint UNO LU QpOFE Si Q A R�e�9F2c2 U �r��y S 710 D D m Exp 6_-30-07 Q 91�. UCTURP tiQ �Q� IF F C AL O z Hanson Truss, Inc. and signing engineer accept no responsibility for the LL accuracy, structural ad- — equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. 0 HANSON TRUSS, INC. 0 z DATE:4/21/06 JE Q DRWG #s F11 Detl @ 14: TL= .66m LL= .Jjin camber 1/2in PLAN 2 brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc J D z Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 5-6 NO2 DFL 2x4: P=8T 0.001 Mm=440 Mp = 1381 0.232= 0.234 BC 11-10 NO2 DFL 2x4: P=OC 0.000 Mm=2134 Mp=2586 0.500= 0.500 MOD 8-7 STUD DFL 2x6: P=113C 0.017 Mm=O Mp=O 0.000= 0.017 TC AXIAL: 1-2 -147, 2-3 155, 3-4134, 4-5 158, 5-6128, 6-7 -147 BC AXIAL: 11-10 0, 10-9 0, 9-8 0 WB AXIAL: 11-1-114, 11-2 478, 2-10 -454, 10-3 -272, 104 449 4-9 -431, 9-5 -271, 9-6 -452, 6-8 -441, 8-7 -113 11-1 STUD DFL 2x6 8-7 STUD DFL 2x6 114"1�- ----- - SANTERRA LLC - SANTERRA\WORKING\PLAN 2\G1 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 40 28 12: 11-8 P LC2: 1.33: 0 28 12: 1-7 +-69H,11-8 P LC3: 1.25: 0 28 20 12: 11-8 P * 1 x Bracing By Others 1 2 3 4 5 6 7 1 Plr�M1111111111111. 24.71 , ROTS: 11 8 Cont Brg 11-8 P MX VRT: 304 320 MX HOR: 431 -379 11-8 69H MX UPL: 0 -22 NOTE: TRUSS TO TRANSFER 1700 LBS MAX LATERAL FORCE 4'-0" Defl Qa 2: TL= .Olin LL= .Olin brace B/C with gypsum shtg. or cunt. lateral support not to exceed 10' oc UNO GRAD SPEC SIZE NO2 DFL 2X4 U TC: z BC: NO2 DFL 2X4 — VI;EB: STDB DFL 2X4 N SPCG: PLF OC TCLL: 40 PLF TCDL: 28 Z BCLL: (20) O N 13CDL: 12 z Q DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO 00 Plates: TP-500 Q ICBO:503! :23996 W Cen d or joint UNO LU QPOF ES I pyq� Q o AUeq� F2�f U Uj� ///L L S. 10 D9 m $ Exp. 6-3 - 7 e( ql UPP�Q���LIF t O Hanson russ, Inc. and z signing a gineer accept no responsibility for the LL accuracy, structural ad- — equacy or any other fea- ture of this design unless 0 specifically fabricated — by Hanson Truss, Inc. O > HANSON 0 TRUSS, INC. Z DATE:4/21/06 JE Q DRWG ifs J G1 PLAN 2 Z Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 5-6 NO2 DFL 2x4: P=2287C 0.042 Mm=621 Mp=1318 0.222= 0.263 BC 10-9 NO2 DFL 2x4: P=1961T 0.347 Mm=769 Mp=2432 0.471= 0.817 MOD 8-7 STUD DFL 2x6: P=115C 0.017 Mm=O Mp=O 0.000= 0.017 TC AXIAL: 1-2 -9, 2-3 -2547, 34 -2547, 4-5 -2287, 5-6 -2287 6-7-9 BC AXIAL: 11-101690, 10-9 2652, 9-81364 WB AXIAL: 11-1-117, 11-2 -1876, 2-10 954, 10-3 -264, 10-4 -128 4-9 427, 9-5 -263, 9-61087, 6-8 -1592, 8-7 -115 11-1 STUD DFL 2x6 8-7 STUD DFL 2x6 N SANTERRA LLC - SANTERRA\WORKING\PLAN 2\G2 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 40 28 12: LC2: 1.25: 0 28 20 12: *lx Bracing By Others 1 2 3 4 5 6 7 A 10 9 1. 24.71 RCTS: 11 8 MX VRT: 983 983 4'-0" Defl @ 4: TL= .27in LL= .14in brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc UNO GRAD SPEC SIZE NO2 DFL 2X4 U TC: z BC: NO2 DFL 2X4 — WEB: STDB DFL .2X4 N SPCG: PLF oc D TCLL: 40 PLF TCDL: 28 z BCLL: (20) 0 BCDL: 12 z Q DUR LDG FCTR: 1.25 m 3.5" Min Brg Wdth UNO Q Plates: TP-500 ICBO%.�03�.A:23996 WL Entered oIljoint UNO r QP E S1 Q c�Q�° y P RU6 Fti U Exp 6-30-07 Q Q �qls LL UCTUPP�Q�� OF CALZF� O Hanson Truss, Inc. and Z signing engineer accept no responsibility for the LL accuracy, structural ad- — equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. Q HANSON TRUSS, INC. Z DATE:4/21/06 JE Q RWG #s J G2 D PLAN 2 Z Ll Ll Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 8-9 NO2 DFL 2x4: P=919T 0.148 Mm=4012 Mp=O 0.675= 0.823 BC 13-12 NO2 DFL 2x4: P=1567T 0.277 Mm=997 Mp=2548 0.493= 0.770 MOD 8-7 STUD DFL 2x6: P=427T 0.092 Mm=4604 Mp=5116 0.773= 0.865 TC AXIAL: 1-2 -9, 2-3 -2208, 3-4 -2208, 4-5 -1670, 5-6 -1669 6-7 761, 8-9 923 BC AX1AL: 14-13 1507, 13-12 2167, 12-11 657, 11-10 0 WB AXIAL: 14-1-116, 14-2 -1672, 2-13 779, 13-3 -264, 13-4146 4-12 -579, 12-5 -263, 12-6 1193, 6-11-1660, 11-8 -352 8-7 427, 11-9 -953, 10-9 223 14-1 STUD DFL 2x6 11-8 STUD DFL 2x6 8-7 STUD DFL 2x6 10-9 STUD DFL 2x6 0.375 12 4X6 4X6 SANTERRA LLC — SANTERRA\WORKING\PLAN 2\G3 2X3 3X10 3X4 3X4 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 40 28 12: 11-10 P LC2: UNBALANCED LIVE LOADS. LC3: 1.25: 0 28 20 12: 11-10 P 2X3 4X10 3X4 31'-6" *lx Bracing By Others 1 2 3 4 5 6 78 9 }A4 13 12 0 I . 31.21 , RCTS: 14 11 10 Cont Brg 11-10 P MX VRT: 892 1634 87 MX HOR: 0 -9 9 MX UPL: 0 0 -198 UNO GRAD SPEC SIZE NO2 DFL 2X4 U TC: Z BC: NO2 DFL 2X4 — WEB: STDB DFL .2X4 N SPCG: PLF OC D T. TCLL: 40 PLF I- TCDL: 28 Z BCLL: (20) 0 00 BCDL: 12 Z Q DUR LDG FCTR: 1.25 } 3.5" Min Brg Wdth UNO m Plates: TP-500 Q ICBO. 939 LA:23996,QdI W ntered on joint UNO LU QPOFESSIONq Q LU a7 S 710 D 9 m Exp. 6-30-07 g, -do 4'-0" s �j LL r UCTUPPOQ�~� F- 31-Ot' 2,-6„ T-3" / CAI_ O Hanson Truss, Inc. and 12 0.375 Z 2X �- 4X6 J6 signing engineer accept no responsibility for the lL 5X6 accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated — by Hanson Truss, Inc. 0 113 HANSON 5X5 2X3 TRUSS, INC. 0 Z DATE:4/21/06 JE 6'-6" Q J DRWG ffs G3 Defl @ 4: TL= .22in LL= A lin PLAN 2 Z Laterallv brace B/C with gypsum shtg. or cunt. lateral support not to exceed 10' oc Multiple Load Cases: Rcts, Forces & Csi's are worst case BASE LOADS: 1.25: 16 14 10 6 PSF *ix Bracing UNO GRAD SPEC SIZE Code: PSA Rbdg:Y 1-Ply LC1: 1.25: 40 28 12: By Others TC: NO2 DFL 2X4 U TC 8-9 NO2 DFL 2x4: P=919T 0.148 Mm=4012 Mp=O 0.675= 0.823 LC2: UNBALANCED LIVE LOADS. z BC 13-12 NO2 DFL 2x4: P=1567T 0.277 Mm=997 Mp=2548 0.493= 0.770 LC3: 1.25: 0 28 20 12: BC: NO2 DFL 2X4 — MOD 8-7 STUD DFL 2x6: P=427T 0.092 Mm=4604 Mp=5116 0.773= 0.865 (n wEB: STDB DFL 2X4 TC AXIAL: 1-2 -9, 2-3 -2208, 3-4 -2208, 4-5 -1670, 5-6 -1669 N D 6-7 761, 8-9 923 3 4 5 6 78 g sPCG: PLF oc W TOLL: 4p PLF BC AXIAL: 14-13 1507, 13-12 2167, 12-11657, 11-10 -9 1 2 WB AXIAL: 14-1-116, 14-2 -1672, 2-13 779, 13-3 -264, 13-4146 4-12 -579, 12-5-263, 12-6 1193, 6-11 -1660, 11-8 -352 A D 8-7 427, 11-9 -953, 10-9 223 4 13 12 Q1 0 O 31.21 BCL. (20) (A RCTS: 14 11 10 BCDL: 12 z MX VRT: 892 1634 87 Q Dux LDG FCTR: 1.25 14-1 STUD DFL 2x6 = 11-8 STUD DFL 2x6 MX UPL: 0 0 -198 >. 8-7 STUD DFL 2x6 3.5" Min Brg Wdth UNO m 10-9 STUD DFL 2x6 Q Plates: TP-500 ICBO:5039 LA:23996 W Ce tered on joint UNO NO Q �A RUe� F2 /U Ema7 4710 D9 m Ex _6-30-07 Q 4 -0n cP Q qTs 9UCTuaP�Q�~ 3'-0" ^,-6„ 3'-3" OF CALZF� O Ilanso Truss, Inc. and 0.375 12 12 0.375 Z 3X4 3X4 2X3 4X6 2 6 signing engineer accept no responsibty for the X6 4X6 2X3 SX6 accuracy, structural ad- — equacy or any other fea- ture of this design unless Q �o specifically fabricated by Hanson Truss, Inc. — 0 N 0 HANSON 0 4X6 3X10 4X10 3X4 SX 2X3 TRUSS, INC. Z DATE:4/21/06 JE 6'-6" Q J DRWG his 31'-611 G4 D Defl @ 4: TL= .22in LL= .1lin PLAN 2 Z SANTERRA LLC - SANTERRA\WORKING\PLAN 2\G4 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 8-9 NO2 DFL 2x4: P=911T 0.146 Mm=4119 Mp=O 0.693= 0.839 BC 13-12 NO2 DFL 2x4: P=1570T 0.278 Mm=997 Mp=2548 0.493= 0.771 MOD 8-7 STUD DFL 2x6: P=423T 0.091 Mm=4572 Mp=5080 0.768= 0.859 TC AXIAL: 1-2 -443, 2-3 -2211, 3-4 -2211, 4-5 -1675, 5-6 -1675 6-7 911, 8-9 978 BC AXIAL: 14-13 1509, 13-12 2171, 12-11664, 11-10 -695 WB AXIAL: 14-1-116, 14-2 -1975, 2-13 1481, 13-3 -264, 134 1064 4-12 -1234, 12-5 -263, 12-6 1562, 6-11 -1721, 11-8 -354 8-7 423, 11-9 -1724, 10-9 445 14-1 STUD DFL 2x6 11-8 STUD DFL 2x6 8-7 STUD DFL 2x6 0.375 12 5X6 2X3 5X6 5X8 SANTERRA LLC - SANTERRA\WORKING\PLAN 2\G5 BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 40 28 12: LC2: UNBALANCED LIVE LOADS. LC3: 1.33: 0 28 12: 1-9 +-212H,14-10 -+211H LC4: 1.25: 0 28 20 12: *lx Bracing By Others 1 2 3 4 5 6 78 9 A 13 12 it 0 . 31.21 RCTS: 14 11 10 MX VRT: 943 1631 347 MX HOR: 84 0 0 14-10 +211H 14-10 -211H MX UPL: -52 0 -418 NOTE: TRUSS TO TRANSFER 6600 LBS MAX LATERAL FORCE 4'-0" wE� a f1i 3'-0„ T-6" 3'-311 T12k.si V 1 0.375 4X4 3X4 2X3 4X6 2 6 _ x14 4X6 4X12 3X4 5 XB 2X4 6'-611 31'-6" Defl @ 4: TL= .22in LL= .1lin Laterally brace B/C with gypsum shtg. or Cont. lateral support not to exceed 10' oc UNO GRAD SPEC SIZE NO2 DFL 2X4 U TC: Z BC: NO2 DFL 2X4 — WEB: STDB DFL 2X4 U) SPCG: PLF oc TCLL: 40 PLF TCDL: 28 Z BCLL: (20) O N BCDL: 12 Z Q DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO 00 Plates: TP-500 Q ICBO:5039 LA:23996 W Centered on joint UNO LU QROFE SIpNq Q U Q0 Cal S 710 yD m Exp 6-30- Q qTF 9UGTUPP �Q�~ OF �' CALIF O z Hanson Truss, Inc. and signing engineer accept no responsibility for the LL accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated — by Hanson Truss, Inc. 0 HANSON > TRUSS, INC. 0 Z DATE:4/21/06 JE Q RWG #s -- -- —. � G5 D PLAN 2 Z Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 2-3 NO2 DFL 2x4: P=10C 0.000 Mm=1504 Mp=2579 0.434= 0.434 BC 6-5 NO2 DFL 2x4: P=OC 0.000 Mm=707 Mp=1216 0.235= 0.235 TC AXIAL: 1-2 -702, 2-3 -520 BC AXIAL: 6-5 0, 5-4 0 WB AXIAL: 6-1-131, 6-2 -1681, 5-2 -710, 5-3 1288, 4-3 -464 BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 40 28 12: 6-4 P LC2: 1.33: 0 28 12: 1-3 +-276H,6-4 P LC3: 1.25: 0 28 20 12: 6-4 P 1 2 3 10.17 RCTS: 6 4 Cont Brg 6-4 P MX VRT: 612 487 MX HOR: 1593 0 6-4 276H MX UPL: 456 -331 NOTE: TRUSS TO TRANSFER 276 PLF MAX LATERAL FORCE 2X3 4X6 4X5 Li IX6 4X5 2 10'-5 1/2" SANTERRA LLC - SANTERRA\WORKING\PLAN 2\H1 LGll (W[ G. 1L- vul LL- Vill brace B/C with gypsum shtg. or cont. lateral *lx Bracing UNO GRAD SPEC SIZE 1 By others TC: NO2 DFL 2X4 U z � BC: NO2 DFL 2X4 — WEB: STDB DFL 2X4 N SPCG: PLF OC D TCLL: 40 PLF TCDL: 28 z BCLL: (20) 0 BCDL: 12 Z Q DUR LDG FCTR: 1.25 I } 3.5" Min Brg Wdth UNO m Plates: TP-500 Q ICBO: 39 LA:23996 W ter on joint UNO LU ESSIpyq� Q oQpp U -0�� vim CC LU -1 4710 D 9 m Q ��ls 9UCT09P" ~ F �F CA�IF� LL O Hnnso Truss, Inc. and Z signingi engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless LL specifically fabricated by Hanson Truss, Inc. Q Z HANSON TRUSS, INC. DATE:4/21/06 JE Q J DRWG #s suUoort not to exceed 10' oc Hl PLAN 2 D Z • • E Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 34 NO2 DFL 2x4: P=846C 0.006 Mm=3423 Mp=3844 0.647= 0.652 BC 7-6 NO2 DFL 2x4: P = 575T 0.102 Mm =1442 Mp =1766 0.342 = 0.443 TC AXIAL: 1-2 -843, 2-3 -843, 3-4 -846 BC AXIAL: 8-7 0, 7-6 846, 6-5 0 WB AXIAL: 8-1-1157, 1-7 1670, 7-2 -1345, 7-3 -3, 6-3 -1347 641675, 5-4 -1159 =1' -- 5X6 2X4 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 40 28 12: 2 715,3 715 LC2: 1.25: 0 28 20 12: 2 432,3 432 12 34 � v i " 7 6 10.17 RCTS: 8 5 MX VRT: 1122 1122 3X4 5X6 T34 6X8 5X6 37 10'-5 1/2" SANTERRA LLC - SANTERRA\WORKING\PLAN 2\H2 Dell CO 2: '1L= MY= LL= .Ulm brace B/C with gypsum shtg. or coot. lateral *lxBracing UNO GRAD SPEC SIZE U By others TC: NO2 DFL 2X4 Z BC: NO2 DFL 2X4 — (' wEB: STDB DFL 2X4 SPCG: PLF OC D TCLL: 40 PLF TCDL: 28 z BCLL: (20) 0 BCDL: 12 z Q DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO 00 Plates: TP-500 Q IC110:5039 LA:23996 W Ce t rye ,on joint UNO SSI pNq� Q o'AO �Q�. �y RV9gCCF�LGf MU W 4710 D D m JCU XqQ �tZCTA:U:�:__ LL O Han so Truss, Inc. and Z signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- lure of this design unless LL Q specifically fabricated by Hanson Truss, Inc. 0 0 Z HANSON TRUSS, INC. DATE:4/21/06 JE Q - J _--- DRWG �1s sunvort not to exceed 10' oc H2 PLAN 2 D Z Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 2-3 NO2 DFL W: P=58T 0.009 Mm=1583 Mp=O 0.266= 0.276 BC 5-41&B DFL 2x4: P=OC 0.000 Mm=3802 Mp=O 0.766= 0.766 TC AXIAL: 1-2 -58, 2-3 58 BC AXIAL: 5-4 0 WB AXIAL: 5-1-129, 5-2 -761, 2-4 -761, 4-3 -129 4'-2 3/4" 1"=1I . _ SANTERRA LLC - SANTERRA\WORKING\PLAN 2\J1 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 32 28 38: 2 603,54 P 12 1 .3'-13/8" 12 2 3 1/G11 LU( 1.. 11+- .Vllu Lii- Vu brace B/C with gypsum shtg. or cont. lateral *lx Bracing By Others not to exceed 10' oc UNO GRAD SPEC SIZE TC: NO2 DFL 2X4 U Z — N BC: 10 DFL 2X4 WEB: STDB DFL 2X4 SPCG: PLF Oc D 1c TCLL: 32 PLF TCDL: 28 Z BCLL: N BCDL: 38 Z Q = DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO m Q Plates: TP-500 IC110:5039 LA:23996 W Ce edo ,joint UNO LU Qp,OFESSIpyq Q y P . RUe � Fti �Qk� GC� MV 6L Er S 710 D D m 91�. UCTUPP L \ �Q� F CALIF F' O Z Hanson Truss, Inc. and signing engineer accept no responsibility for the 1L accuracy, structural ad- — e or any other fea- Q r:cy lure of this design unless specifically fabricated by Hanson Truss, Inc. Q HANSON TRUSS, INC. 0 Z Q DATE:4/21/06 JE "DRWG #s- - --.. -- -- ----- -- J1 D z PLAN 2 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 1-2 NO2 DFL 2x4: P=2877C 0.089 Mm=1008 Mp=243 0.195= 0.284 BC 1-6 NO2 DFL 2x4: P=1491T 0.366 Mm=1082 Mp=1365 0.367= 0.733 MOD 6-3 NO2 DFL 2x8: P=333T 0.049 Mm=O Mp=O 0.000= 0.049 TC AXIAL: 1-2 -2877, 2-3 -2586, 3-4 -2586, 4-5 -2877 BC AXIAL: 1-6 2693, 6-5 2693 WB AXIAL: 2-6 -295, 6-3 432, 6-4 -295 6-3 NO2 DFL 2x8 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 32 28 28: 3 982 3 2 4 1 5 6 0 14.71 RCTS: 1 5 MX VRT: 1149 1149 7'-6" 2'-9 15/16" Ix Bracing By Others UNO GRAD SPEC SIZE TC: NO2 DFL 2X4 , U Z BC: NO2 DFL 2X4 — WEB: STDB DFL 2X4 N SPCG: PLF OC D TCLL: 32 PLF TCDL: 28 Z BCLL: 0 BCDL: 28 Z Q DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO m Plates: TP-500 ICBO:503 :23996 Cen ed on joint UNO Q LLJ F' QWVES IONq a S 710 9D Q U ccLU m * Exp 6-30-07 Q 4 �— —� 4 F OF CAL ZF O 2X3 2X3 H Truss, Inc. and Z sig g engineer accept no responsibility for the LL accuracy, structural ad- 4X8 equacy or any other fea- Q 4X8 tore of this design unless specifically fabricated by Hanson Truss, Inc. 0 HANSON TRUSS, INC. Q Z 3X12 DATE:3/16/06 JE Q 1/21' V DRWG #s J 15'-0" Al Defl @ 6: TL= .22in LL= .lin PLAN 3 Z SANTERRA LLC - SANTERRA\WORKING\PLAN 3\A 1 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc • Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 1-2 NO2 DFL 2x4: P=970C 0.035 Mm=3617 Mp=1503 0.725= 0.761 BC 1-4 NO2 DFL 2x4: P=742T 0.131 Mm=1673 Mp=25610.496= 0.627 TC AXIAL: 1-2 -970, 2-3 -970 BC AXIAL: 1-4 850, 4-3 850 WB AXIAL: 4-2 301 1/2" = l' - — - SANTERRA LLC - SANTERRA\WORKING\PLAN 3\A2 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 32 28 12: LC2: 1.25: 0 28 20 12: 2 1 3 4 0 14.71 RCTS: 1 3 MX VRT: 541 541 73 K„ 2'-9 15/16" - veI1(0 4: IL= .UOIn LL= .UJtu brace B/C with gypsum shtg. or cont. lateral *lx Bracing UNO GRAD SPEC SIZE By Others TC: NO2 DFL 2X4 U z BC: NO2 DFL 2X4 VVF13: STDB DFL 2X4 N SPCG: 24 OC D tY TCLL: 32 PLF TCDL: 28 z BCLL: (20) 0 BCDL: 12 z Q DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO m Plates: TP-5 0 Q ICBO:S 91 3996 ' W Ce ered on int UNO QPOFES IONq Q �Q�O y A . RUe Fti U ~� 9Gcc cc S 710 D 9 m * Exp not to exceed 10' oc �CALO O z Truss, Inc. and Ha4ponsibility Sigengineer accept no for the LL accuracy, structural ad- equacy or any other fea- Q tore of this design unless specifically fabricated — by Hanson Truss, Inc. 0 > HANSON 0 TRUSS, INC. z Q DATE:3/16/06 JE DRWG #s A2 z PLAN 3 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 2-Ply TC 6-7 NO2 DFL 2x4: P=5178C 0.254 Mm=1367 Mp=12210.273= 0.528 BC 8-7 SS DFL 2x6: P=4910T 0.366 Mm=5889 Mp=3824 0.319= 0.686 TC AXIAL: 1-2 -3734, 2-3 -3797, 3-4 -3797, 4-5 -4278, 5-6 4293 6-7 -5178 BC AXIAL: 1-113532, 11-10 3532, 10-9 3522, 9-8 4910, 8-7 4910 WB AXIAL: 11-2 -88, 240194, 10-3 -94, 10-4 337, 4-9 2181 9-5 -57, 9-6 -901, 8-6 568 1/2" =1' SANTERRA LLC - SANTERRA\WORKING\PLAN 3\A3 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 32 28 115: 9-7 520,9 2328 LC2: 1.33: 0 28 64: 9-7 289,9 1328,1-7 +-116H,7-+1700H *lx Bracing UNO GRAD SPEC SIZE U By Others TC: NO2 DFL 2X4 z BC: SS DFL 2X6 — WEB: STDB DFL 2X4 in N 3 4 5 2 6 1 7 SPCG: PLF oc 2-PLY �— TCLL: 32 PLF 0 TCDL: 2$ Z 11 10 9 $ 0 14.71 BCLL: U) BCDL: 115 Z RCTS: 1 7 Q MX VRT: 2978 4660 MX HOR: -6 0 7 +1700H 7 -1700H DUR LDG FCTR: 1.25 } 2-Ply: Nail TC w/16d @ 12in oc Nail BC w/16d @ 4in oc NOTE: TRUSS TO TRANSFER 1700 LBS MAX LATERAL FORCE ,,, 411 2'-915/16" Uell (0 3: IL= .J11n.LL= .14lu kamber 1/4in brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc 3.5" Min Brg Wdth UNO m Plates: TP- Q ICBO: 9 L :23996 W C redo joint UNO LU QpOF E IONq Q U �9G C-Cdz S 7 x0. 6-30-07 Q �q sT LL PPS T� UCTU OQ� CALIF 0 Hanso.vrruss, Inc. and Z signing engineer accept no responsibility for the LL accuracy, structural ad- — equacy or any other fea- Q ture of this design unless specifically fabricated by Hanson Truss, Inc. 0 HANSON 0 TRUSS, INC. Z DATE:3/17/06 JE Q DRWG ifs J A3 PLAN 3 z Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 3-4 NO2 DFL 2x4: P=3573C 0.200 Mm=2631 Mp=O 0.686= 0.886 BC 7-6 NO2 DFL 2x4: P = 3825T 0.676 Mm=1542 Mp = 613 0.298 = 0.975 TC AXIAL: 1-2 -4051, 2-3 -3789, 3-4 -3573, 4-5 -3789, 5-6 -4051 BC AXIAL: 1-8 3825, 8-7 3573, 7-6 3825 WB AXIAL: 2-8 -254, 8-3 245, 8-4 0, 7-4 244, 7-5 -254 8,-Off 4X10 12 4 1 — 2X3 3X8 1/2" =1' SANTERRA LLC - SANTERRA\WORKING\PLAN 3\B1 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 32 28 30: 3-4 154,3 501,4 501 3 4 2 5 1 6 8 7 0 18.21 ROTS: 1 6 MX VRT: 1489 1489 2'-8 1/4" 5X10 12 —14 2X3 3X4 4X10 *Ix Bracing UNO GRAD SPEC SIZE By Others TC: NO2 DFL 2X4 U Z BC: NO2 DFL 2X4 — N WEB: STDB DFL 2X4 SPCG: PLF OC D cc TCLL: 32 PLF TCDL: 28 z BCLL: 0 BCDL: 30 Z Q DUR I DG FCTR: 1.25 3.5" Min Brg Wdth UNO m Plates: TP-500 Q ICBO:5039 LA:23996 W Ce red n joint UNO LU SIDNq� Q oQPOF ��Qk �A RUe� Fy�f U Uj 4 710 y 9 m - -07 sq s � P� ti LL 9/CTUP Q� lF OF C ALZF� U Hanso Truss, Inc. and Z signin engineer accept no responsibility for the LL accuracy, structural ad- — equacy or any other fea- Q tore of this design unless specifically fabricated by Hanson Truss, Inc. O HANS ON Q TRUSS, INC. Z DATE: 3/16/06 JE Q I DRWG #s J 18'-6" B 1 Defl @ 4: TL= .38in LL= .17in Camber 5/16in PLAN 3 z Laterallv brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 1-2 NO2 DFL 2x4: P=1266C 0.017 Mm=846 Mp=693 0.151= 0.167 BC 1-6 NO2 DFL 2x4: P=932T 0.165 Mm=1236 Mp=1967 0.381= 0.545 TC AXIAL: 1-2 -1266, 2-3 -921, 3-4 -921, 4-5 -1266 BC AXIAL: 1-61172, 6-5 1172 WB AXIAL: 2-6 -363, 6-3 415, 6-4 -363 1/2" =1' SANTERRA LLC - SANTERRA\WORKING\PLAN 3\B2 BASE LOADS: 1.25: 16 14 10 6 PSF *lx Bracing LTNO GRAD SPEC SIZE LC1: 1.25: 32 28 12: By Others TC: NO2 DFL 2X4 U LC2: 1.25: 0 28 20 12: z BC: NO2 DFL 2X4 — WEB: STDB DFL 2X4 3 SPCG: 24 OC 2 4 5 TCLL: 32 PLF 1 A 0 TCDL: 28 6 BCLL: (20) 15.21 RCTS: 1 5 BCDL: 12 MX VRT: 559 559 DUR LDG FCTR: 1,25 7'-9" 2'-10 15/16" Detl @ 6: TL= Min LL= .Min brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc 3.5" Min Brg Wdth UNO Plates: TP-500 ICBO• 9 LA:23996 '96ntere on joint UNO Q�p ESSIDryq LU 4 710 �D m . N tY z 0 V) z Q 2 m W F.. U_ cc m _Q �F CALI�v O n Truss, Inc. and HaIrsfuponsibility z Sig engineer accept nofor the LL accuracy, structural ad- — equacy or any other fea- tore of this design unless Q specifically fabricated — by Hanson Truss, Inc. Q > HANSON in TRUSS, INC. z DATE:3/16/06 JE Q 'J DRWG #s J B2 z PLAN 3 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 2-Ply TC 1-2 NO2 DFL 2x4: P=5164C 0.273 Mm=1338 Mp=895 0.285= 0.558 BC 1-9 SS DFL 2x6: P=4898T 0.365 Mm=6213 Mp=2518 0.337= 0.702 TC AXIAL: 1-2 -5164, 2-3 -4113, 3-4 -3799, 4-5 -3827 BC AXIAL: 1-9 4898, 9-8 4898, 8-7 3550, 7-6 3621, 6-5 3621 WB AXIAL: 9-2 705, 2-8 -1097, 8-3 2011, 3-7 308, 7-4 241 6-4 -81 112"=1' SANTERRA LLC - SANTERRA\WORKING\PLAN 3\B3 BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 32 28 520: 8-5 115,8 2110 LC2: 1.33: 0 28 289: 8-5 64,8 1204,1-5 +-197H,1-+3000H 3 2 4 1 5 9 8 7 6 I. 15.21 I, RCTS: 1 5 MX VRT: 4674 3014 MX HOR: 4 0 1 +3000H 1-3000H 2-Ply: Nail TC w/16d @ 12in oc Nail BC w/16d @ 4in oc NOTE: TRUSS TO TRANSFER 3000 LBS MAX LATERAL FORCE 7'-9" 2'-10 15/16" *lx Bracing By Others UNO GRAD SPEC SIZE TC: NO2 DFL 2X4 U Z BC: SS DFL 2X6 — WEB: STDB DFL 2X4 SPCG: PLF oc 2-PLY D Er TCLL: 32 PLF TCDL: 28 Z BCLL: 0 U) BCDL: 520 Z Q DUR LDG FCTR: 1.25 m 3.5" Min Brg Wdth UNO Plates: TP-5 ICBO:S LA:23996 C ed onIjoint UNO Q W LU QROF E SI pNq a RUe Fti 4710 Q U Defl @ 8: TL= .32in LL= .14in Camber 1/41n brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc �9T 1L T9UCTUAP�Q��� OF CALIF O Hans n Truss, Inc. and z sig . engineer accept no responsibility for the LL accuracy, structural ad- — equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. Q HANSON 0 TRUSS, INC. Z DATE:4/20/06 JE Q DRWG #s J B3 PLAN 3 z Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 2-Ply TC 1-2 NO2 DFL 2x4: P=2942C 0.069 Mm=3310 Mp=4166 0.701= 0.770 BC 1-12 NO2 DFL 2x4: P=2746T 0.485 Mm=674 Mp=1977 0.383= 0.868 TC AXIAL: 1-2 -2942, 2-3 -3070, 3-4 -2906, 4-5 -3807, 5-6 -3807 6-7 -2943, 7-8 -3113, 8-9 -3042 BC AXIAL: 1-12 2746, 12-11 3541, 11-10 3559, 10-9 2850 WB AXIAL: 2-12 200, 12-3 443, 124 -785, 4-11329, 11-5 -245 11-6 306, 6-10 -763, 10-7 467, 10-8 -139 8'-0" '-8 1/4" BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 32 28 30: 3-7 154,3 501,7 501 LC2: 1.25: 64 56 24: 1 2 3 4 5 6 7 8 9 12 11 10 0 27.04 ROTS: 1 9 MX VRT: 2338 2328 @ Carrier 2-Ply: NO TC w/16d @ 12in oc Nail BC w/16d @ 12in oc 0' /4" 4 12 4X8 * 3X4 2X3 * 3X4 * 4X8 2X3 SX8 C 3X8 3X6 4X8 3X8 - - -- - - HHUS26-2 3P1y2 6BC 1/4" =1' �NS26-2 3P1y2 HHUS26-2 3P1y2X OBC 28-0 SANTERRA LLC - SANTERRA\WORKING\PLAN 3\C1 12 0'$1/4" 2X3 � 4 SX8 11 HHUS26-2 *lx Bracing UNO GRAD SPEC SIZE By Others TC: NO2 DFL 2X4 U z BC: NO2 DFL 2X4 — WEB. STDB DFL 2X4 N SPCG: PLF OC 2-PLY D TCLL: 32 PLF TCDL: 28 z BCLL: N BCDL: 30 z Q DUR LDG FCTR: 1.25 = 3.5" Min Brg Wdth UNO m Plates: TP-500 Q ICB0:5039 LA:23996 W Cent. joint UNO L" QPOFE IONq Q RU6 Fy U Q0 h� 9G LU a 4 710 v D Lim m Ex - - Q OF C M_ O Hans n Truss, Inc. and z sig ' g engineer accept no r sponsibility for the LL acc acy, structural ad- equacy or any other fea- ture of this design unless 0 specifically fabricated — by Hanson Truss, Inc. Q HANSON TRUSS, INC. z DATE: 3/17/06 JE Q _HHUS28=22F1y2-x6B ----- ----- - - - - - --- -- DRWG #s - HHUS28-2 2PlyMOBC C1 Defl @ 5: TL= .65in LL= .29in Camber 9/16in PLAN 3 brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc D z Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 2-3 NO2 DFL 2x4: P=1990C 0.112 Mm=2851 NIP =26510.660= 0.773 BC 6-5 NO2 DFL 2x4: P=1754T 0.310 Mm=1650 Mp=24410.472= 0.782 TC AXIAL,: 1-2 -2300, 2-3 -1990, 3-4 -2016, 4-5 -2333 BC AXIAL: 1-7 2119, 7-61416, 6-5 2154 WB AXIAL: 2-7 -451, 7-3 600, 3-6 628, 6-4 -467 14'-0" 5 N r LU26 1/4" =1' SANTERRA LLC - SANTERRA\WORKING\PLAN 3\C2 BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 32 28 12: LC2: 1.25: 0 28 20 12: RCTS: 1 5 MX VRT: 994 994 4'4 1 15/16" 3X4 3X5 3X4 28' -0" 3 13 1/4" 311 LU26 2Ply. *lx Bracing UNO GRAD SPEC SIZE ., By Others TC: NO2 DFL 2X4 U z BC: NO2 DFL 2X4 — WEB: STDB DFL 2X4 N SPCG: 24 OC D lr TCLL: 32 PLF TCDL: 28 z BCLL: (20) 0 U) BCDL: 12 Z Q DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO m Plates: TP-500 Q ICBO:5039 LA:23996 W Centere. onto tUNO oQPOFESS Nl Q P V6�CF�GGZ UU Z��y ti � 9L S4 10 DD M L _ m Exp. -30-07 Q Defl @ 7: TL= .36in LL= .16in Camber 5/16in brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc F CALZ O Hanso Truss, Inc. and Z signin engineer accept no res onsibility for the �,1_ accur y, structural ad- — equacy or any other fea- Q ture of this design unless specifically fabricated — by Hanson Truss, Inc. 0 HANSON 0 TRUSS, INC. Z DATE:3/17/06 JE Q J DRWG Ns J C2 D Z PLAN 3 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 2-3 NO2 DFL 2x4: P=2016C 0.115 Mm=2853 Mp=2645 0.664= 0.780 BC 6-5 NO2 DFL 2x4: P=1844T 0.326 Mm=2118 Mp=2844 0.550= 0.876 TC AXIAL: 1-2 -2326, 2-3 -2016, 3-4 -2105, 4-5 -2439 BC AXIAL: 1-7 2144, 7-61448, 6-5 2262 WB AXIAL: 2-7 -451, 7-3 591, 3-6 692, 6-4 -507 14'-0" 1/4" =1' SANTERRA LLC — SANTERRA\WORKING\PLAN 3\C3 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 32 28 12: LC2: 1.25: 0 28 20 12: ROTS: 1 5 MX VRT: 1004 1004 4'-11 15/16" 3 Dell (g/: lL= .J4M LL= .0111 Camber 5/loin brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc * 1 x Bracing By Others UNO GRAD SPEC SIZE NO2 DFL 2X4 U TC: Z BC: NO2 DFL 2X4 — WEB.. STDB DFL 2X4 N SPCG: 24 OC D TCLL: 32 PLF TCDL: 28 Z BCLL: (20) O BCDL: 12 z Q DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO m Plates: TP-500 Q ICBO:5039 LA:23996 W Cente n joint UNO LU QQOFE SlDryq Q V � �� 9G " 0: E S 710 D E -07 Q UCTUPP F C ALZF O Han so Truss, Inc. and z signing engineer accept no responsibility for the LL accuracy, structural ad- — equacy or any other fea- Q tore of this design unless specifically fabricated by Hanson Truss, Inc. O HANSON TRUSS, INC. 0 Z DATE: 3/17/06 JE Q DRWG #s J C3 z PLAN 3 Multiple Load Cases: Rcts, Forces & Csi's are worst case BASE LOADS: 1.25: 16 14 10 6 PSF *lx Bracing UNO GRAD SPEC SIZE Code: PSA Rbdg:Y 2-Ply LC1: 1.25: 45 107 12: 2-5 60 By Others TC: NO2 DFL 2X4 U TC 1-2 NO2 DFL 2x4: P=1713C 0.071 Mm=3272 Mp=3179 0.697= 0.768 LC2: 1.33: 0107 12: 2-5 28,1-5 +-97H,1-+2700H z BC 1-7 NO2 DFL 2x4: P=1553T 0.275 Mm=1524 Mp=1497 0.295= 0.569 LC3: 1.25: 0107 2012: 2-5 28 BC: NO2 DFL 2X4 — WEB: STDB DFL 2X4 (A TC AXIAL: 1-2 -1713, 2-3 -1366, 3-4 -1189, 4-5--1352 N sPCG: PLF oc 2-PLY BC AXIAL: 1-71798, 7-61186, 6-5 1256 3 LL WB AXIAL: 2-7 -446, 7-3 561, 3-6 324, 6-4 -246 2 4 LL 5 TCLL: 45 PLF F 1 A O TCDL: 107 z 7 6 27.71 BCLL: (20) 0 fA RCTS: 1 5 BCDL: 12 z MX VRT: 1612 1090 Q DUR LDG FCTR: 1.25 MX HOR: 12 0 1 +2700H 1-2700H = 2-Ply: NO TC w/ 16d @ 12in oc 3.5" Min Brg Wdth UNO m Nail BC w/16d @ 12in oc Plates: TP-500 Q ICBO: :23996 LU NOTE: TRUSS TO TRANSFER 2700 LBS MAX LATERAL FORCE c tered on joint UNO Q oQppFHSIpNq� U � 14'-0" 1 CO4'4 1 15/16" E 6-30-07 s Q ql T9UCTUPP�Q�'ti LL 3X4 OF caLiF 0 Hans n Truss, Inc. and z r 2 2 12, 4 si engineer accept no responsibility for the U.- 4 accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated 3X8 3X6 by Hanson Truss, Inc. 0 HANSON 3X4 3X4 TRUSS, INC. 0 3X4 Z DATE:4/20/06 JE Q J DRWG#s 287-0" C4 D Defl @ 7: TL= .18in LL= .07in PLAN 3 z SANTERRA LLC - SANTERRA\WORKING\PLAN 3\C4 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc Multiple Load Cases: Rcts, Forces & Csi's are worst case BASE LOADS: 1.25: 16 14 10 6 PSF *lx Bracing UNO GRAD SPEC SIZE U Code: PSA Rbdg:Y 1-Ply LC1: 1.25: 32 28 12: By Others TC: NO2 DFL 2X4 z NO2 DFL 2X4 TC 2-3 NO2 DFL 2x4: P=2145C 0.108 Mm=2496 Mp=3522 0.565= 0.673 LC2: 1.25: 0 28 2012: BC 1-7 NO2 DFL 2x4: P=1877T 0.332 Mm=2159 Mp=2693 0.521= 0.853 BC: WEB: STDB DFL 2X4 (n TC AXIAL: 1-2 -2480, 2-3 -2145, 3-4 -2145, 4-5 -2480 3 N BC AXIAL: 1-7 2300, 7-61496, 6-5 2300 SPCG: 24 oc cr WB AXIAL: 2-7 -507, 7-3 678, 3-6 678, 6-4 -507 2 4 cr 5 TCLL: 32 PLF 1 A o TCDL: 28 z 7 27.71 6 BCLL: (20) N BCDL: 12 Z RCTS: 1 5 Q MX VRT: 1019 1019 DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO m Plates: TP-500 Q ICB0:5039 LA:23996 W Cei ®red on joint UNO LU QPp ESSIO,yq� Q O <c RU F _U 14'-0" w lY x 6-30-07 4'4115/16" s� s Q LL -9 AU TUPP Q�� �F 4X4 F CALIF O Hanson Truss, Inc. and z 12 2X3 12, signing engineer accept no responsibility for the LL 4 12 2X3 4 accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated — 3X8 by Hanson Truss, Inc. 0 3X8 HANSON TRUSS, INC. Z 3X4 3X4 3X4 DATE:3/17/06 JE Q 1/4"=1' J ---- ------ DRWG Ifs 28'-0" C5 D Defl @ 7: TL= .29in LL= .13in PLAN 3 Z SANTERRA LLC - SANTERRA\WORKING\PLAN 3\C5 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 2-Ply TC 1-2 NO2 DFL 2x4: P=1713C 0.071 Mm=3272 Mp=3179 0.697= 0.768 BC 1-7 NO2 DFL 2x4: P=1553T 0.275 Mm=1524 Mp=1497 0.295= 0.569 TC AXIAL: 1-2 -1713, 2-3 -1366, 3-4 -1189, 4-5 4352 BC AXIAL: 1-71948, 7-61309, 6-51316 WB AXIAL: 2-7 -446, 7-3 561, 3-6 343, 6-4 -260 14'-0" SANTERRA LLC - SANTERRA\WORKING\PLAN 3\C6 BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 45 107 12: 2-5 60 LC2: 1.33: 0 107 12: 2-5 28,1-5 +-115H,1-+3200H LC3: 1.25: 0 107 20 12: 2-5 28 3 RCTS: 1 5 MX VRT: 1612 1090 MX HOR: 14 0 1 +3200H 1-3200H 2-Ply: Nail TC w/16d @ 12in oc Nail BC w/16d @ 12in oc NOTE: TRUSS TO TRANSFER 3200 LBS MAX LATERAL FORCE 4'41 15/16" *Ix Bracing UNO GRAD SPEC SIZE By others TC: NO2 DFL 2X4 U BC: NO2 DFL 2X4 Z Defl @ 7: TL= .18in LL= fflin brace B/C with gypsum shtg. or cunt. lateral support not to exceed 10' oc WEB: STDB DFL 2X4 N SPCG: PLF oc 2-PLY TCLL: 45 PLF TCDL: 107 z BCLL: (20) 0 BCDL: 12 z Q DUR LDG FCTR: 1.25 } 3.5" Min Brg Wdth UNO m Q Plates: TP-500 ICBO:59M LA:23996 W C red on joint UNO E" Q oQPOFESSIpNq� yQ��y RUe��,yc2 V vD 9 m 4 710 LPti ql 9UCTURP�Q� LL F of CALIF O Hans Truss, Inc. and z Sig engineer accept no re onsibility for the LL accuracy, structural ad- equacy or any other fea- Q lure of this design unless specifically fabricated by Hanson Truss, Inc. 0 HANSON Q TRUSS, INC. z DATE:4/20/06 JE Q J -- -. DRWG-#s J C6 D z PLAN 3 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 2-3 NO2 DFL 2x4: P=2054C 0.112 Mm=2749 Mp=2896 0.634= 0.746 BC 6-5 NO2 DFL 2x4: P=1855T 0.328 Mm=2129 Mp=28010.542= 0.870 TC AXIAL: 1-2 -2371, 2-3 -2054, 3-4 -2117, 4-5 -2452 BC AXIAL: 1-7 2190, 7-61463, 6-5 2274 WB AXIAL: 2-7 -467, 7-3 616, 3-6 688, 6-4 -507 14'-0" SANTERRA LLC - SANTERRA\WORKING\PLAN 3\C7 BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 32 28 12: LC2: 1.25: 0 28 20 12: RCTS: 1 5 MX VRT: 1009 1009 4'4 1 15/16" 3 Camber 1/4in brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc *lx Bracing By Others UNO GRAD SPEC SIZE NO2 DFL 2X4 U TC: Z� BC: NO2 DFL 2X4 — WEB. STDB DFL 2X4. N SPCG: 24 OC D T. TCLL: 32 PLF F. TCDL: 28 z O BCLL: (20) U) BCDL: 12 z Q DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO m Plates: TP-500 O ICBO:5039 LA:23996 LLI LU Cente on joint UNO SSIONq� Q OQpOF ti�Q� �y RUe� F�GG f U vD D w a7 4 710 m Ex . 6-3 - s qj� 9UCTUP Q� LL F OF CALZF� �" O Z Hanso Truss, Inc. and signin engineer accept no res onsibility for the LL accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated — by Hanson Truss, Inc. O > HANSON 0 TRUSS, INC. Z DATE: 3/17/06 JE Q DRWG Ns J C7 D PLAN 3 Z Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 2-3 NO2 DFL 2x4: P=2086C 0.035 Mm=2366 Mp=3166 0.533= 0.567 BC 9-7 NO2 DFL 2x4: P=2405T 0.425 Mm=2098 Mp=2958 0.572= 0.998 TC AXIAL: 1-2 -2693, 2-3 -2378, 34 463, 4-5 456, 5-6 -2393 6-7 -2832 BC AXIAL: 1-10 2495, 10-9 2215, 9-7 2645, 3-8 -1842, 8-5 -1842 WB AXIAL: 2-10 -391, 10-3 374, 84165, 9-5 432, 9-6 -536 10-9 NO2 DFL 2x4SC 14'-0" 1/4" =1' SANTERRA LLC - SANTERRA\WORKING\PLAN 3\CB BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 32 28 12: 10-9 FAS 100 LC2: UNBALANCED LIVE LOADS. LC3: 1.25: 0 28 20 12: 10-9 FAS 100 RCTS: 1 7 MX VRT: 1106 1104 4'4 1 15/16" *lx Bracing By Others 4 Defl Qa 5: TL= .61in LL= .36in Camber 3/8in brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc UNO GRAD SPEC SIZE TC: NO2 DFL 2X4 U z BC: NO2 DFL 2X4 — WEB. STDB DFL 2X4. N SPCG: 24 OC D TCLL: 32 PLF F.. TCDL: 28 z BCLL: (20) 0 U) BCDL: 12 z Q DUR LDG FCTR: 1.25 = 3.5" Min Brg Wdth UNO m Plates: TP-500 Q ICBO:5039 LA:23996 LV Cen joint UNO U" QpOFE SIONq Q y P . RUB F,y U �Q<c0 c S 710 y 9 m Q and HansVs Z Sig pt no rethe tL accurad- — equacy or any other fea- r, of this design unless specifically fabricated — by Hanson Truss, Inc. 0 > HANSON 0 TRUSS, INC. Z DATE:3/17/06 7E Q DRWG #s J C8 PLAN 3 Z • f Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 1-2 NO2 DFL 2x4: P=2664C 0.056 Mm=828 Mp=2868 0.482= 0.539 BC 1-10 NO2 DFL 2x4: P=2244T 0.397 Mm=1627 Mp=2837 0.549= 0.946 TC AXIAL: 1-2 -2664, 2-3 -2333, 3-4 -453, 4-5.453, 5-6 -2333 6-7 -2664 BC AXIAL: 1-10 2469, 10-9 2169, 9-7 2469, 3-8 -1803, 8-5 -1803 WB AXIAL: 2-10 -407, 10-3 379, 8-4165, 9-5 379, 9-6 -406 10-9 NO2 DFL 2x4SC 1/4"=1' 14'-0" 0'-3 1/4" 12 4 � 2X3 5X6 3X6 HUS26 2PIy2X BC LUS28 2P1y2X BC LUS28 2P1v2X1 BC SANTERRA LLC - SANTERRA\WORKING\PLAN 3\C9 BASE LOADS: 1.25: 16 14 10 6 PSF. LC 1: 1.25: 32 28 12: 10-9 FAS 100 LC2: UNBALANCED LIVE LOADS. LC3: 1.25: 0 28 20 12: 10-9 FAS 100 *lx Bracing By Others RCTS: 1 7 MX VRT: 1095 1095 4'4 1 15/16" 3X4 3'-3 3/16" OFSPACE 4X6 2X3 K" F 3X4 STACK 2x6 @ FAU3X4 7'-8" 28'-0" 3X6 12 14 4 5X6 HUS26 2P1y2X6BC ---- --LUS28-2P1y2X8BC LUS28 2Ply2XlOBC Defl @ 3: TL= .58in LL= .34in Camber 3/8in brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc UNO GRAD SPEC SIZE NO2 DFL 2X4 U TC: z BG: NO2 DFL 2X4 — WEB: STDB DFL 2X4 U) SPCG: 24 OC D T_ TCLL: 32 PLF TCDL: 28 z O BCLL: (20) U) BCDL: 12 z Q DUR LDG FCTR: 1.25 Min Brg Wdth UNO m' 3.5" Plates: TP-500 0 ICBO:5039 LA:23996 W Centered on joint UNO LU QPpF SSIOryq Q P RV6 `F�c V kQ� �y C�o �� 9G cc S 710 v D co Exp. 6-30- Q qP l VCTU�P�Q�~ lL F 0 CAL O Hanson cuss, Inc. and z signing r in accept no resp nstbility for the LL accuracy, structural ad- — equacy or any other fea- Q tore of this design unless specifically fabricated — by Hanson Truss, Inc. O HANSON 0 TRUSS, INC. z DATE:3/17/06 JE Q - ------ --J DRWG#s J C9 z PLAN 3 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 2-Ply TC 8-9 NO2 DFL 2x4: P=2738C 0.060 Mm=2264 Mp=2926 0.492= 0.552 BC 10-9 NO2 DFL 2x4: P=2565T 0.453 Mm=595 Mp=1349 0.261= 0.714 TC AXIAL: 1-2 566, 2-3 -2152, 3-4 -2008, 4-5 -3191, 5-6 -3191 6-7 -2630, 7-8 -2782, 8-9 -2738 BC AXIAL: 1-13 -504, 13-12 -504, 12-112786, 11-10 3096 10-9 2565 WB AXIAL: 13-2 -1421, 2-12 2556, 12-3 230, 12-4 -962, 4-11501 • 11-5 -244, 11-6118, 6-10 -576, 10-7 379, 10-8 -169 2-12 NO2 DFL 2x4 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 32 28 30: 3-7 154,3 501,7 501 LC2: UNBALANCED LIVE LOADS. LC3: 1.25: 64 56 24: 3 4 5 6 7 8 1 2 9 i3 12 11 10 ° 27.17 RCTS: 1 13 9 MX VRT: -310 3194 2110 MX UPL: -660 0 0 @ Carrier 2-Ply: Nail TC w/16d @ 12in oc Nail BC w/16d @ 12in oc • 8'-0" 2'-8 1/4" 3X8 * 3X4 2X3 * 3X4 * 3X10 12 0'R 1/44" 112-- 2X3 �4 0'$1/4" 4X10 6X6 3X4 ten i 2X9 7X10 3X8 4X8 3X8 *lx Bracing UNO GRAD SPEC SIZE By Others TC: NO2 DFL 2X4 BC: NO2 DFL 2X4 WEB.-STDB DFL 2X4 SPCG: PLF oc 2-PLY TCLL: 32 PLF TCDL: 28 BCLL: BCDL: 30 DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP-500 ICBO:5039 LA:23996 Centeredwon ioint UNO -- '-2 l/ HHUS26-2 2P1y2X6BC HGR y -- -------HHUS28=2 2P1y2X8B - - -- - - _ - - - - _ -- - 1/4" =1' 281-011 LUS210-2 2Ply2XIOBC SANTERRA LLC - SANTERRA\WORKING\PLAN 3\C10 �y P. RUg�F,y� �� 9L 4710 a 9 * Ex 6-30-07 —T Hanson Truss, Inc. and signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. HANSON TRUSS, INC. DATE: 3/17/06 7E DRWG 1/s C10 Defl @ 6: TL= .42in LL= .18in Camber 3/8in PLAN 3 brace B/C with gypsum shtg. or coot. lateral support not to exceed 10' oc U z N D z 0 U) z Q 2 m 0 W Q U_ m Q LL z LL 0 0 0 Q J z Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 2-Ply TC 3-4 NO2 DFL 2x4: P=2427C 0.119 Mm=1169 Mp=1375 0.297= 0.416 BC 9-8 NO2 DFL 2x4: P=2735T 0.483 Mm=916 Mp=585 0.177= 0.661 TC AXIAL: 1-2 -2671, 2-3 -2576, 3-4 -2427, 4-5 -2427, 5-6 -2576 6-7 -2671 BC AXIAL: 1-9 2523, 9-8 2735, 8-7 2523 WB AXIAL: 2-9 -313, 9-3 349, 9-4 -357, 4-8 -357, 8-5 349 8-6 -313 SANTERRA LLC - SANTERRA\WORKING\PLAN 3\D1 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 32 28 30: 3-5 154,3 501,5 501 LC2: 1.25: 64 56 24: 3 4 5 2 6 1 � 9 8 Io . 22.71 L RCTS: 1 7 MX VRT: 1904 1904 @ Carrier 2-Ply: Nail TC w/16d @ 12in oc Nail BC w/16d @ 12in oc 4X8 *lx Bracing UNO GRAD SPEC SIZE By Others TC: NO2 DFL 2X4 U z BC: NO2 DFL 2X4 WEB. STDB DFL 2X4 N SPCG: PLF oc 2-PLY D T- TCLL: 32 PLF TCDL: 28 Z BCLL: 0 BCDL: 30 Z Q DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO 00 Plates: TP-500 Q ICB0:50 A:23996 LV Ce red joint UNO LU QPOF SIONq� Q O U L 4710 y D m Defl @ 4: TL= .34in LL= .15in Camber 5/16in brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc 9l TAUCTUP�OQ��' W � OF CALL O H n Truss, Inc. and z Sig ' g engineer accept nor sponsibilrty for the LL, arc racy, structural ad- equacy or any other fea- tore of this design unless Q specifically fabricated by Hanson Truss, Inc. 0 HANSON 0 TRUSS, INC. Z DATE:3/17/06 JE Q DRWG #s J z Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 1-2 NO2 DFL 2x4: P=2003C 0.032 Mm=1499 Mp=2163 0.364= 0.396 BC 1-7 NO2 DFL 2x4: P =1516T 0.268 Mm=1489 Mp =1719 0.333 = 0.601 TC AXIAL: 1-2 -2003, 2-3 -1738, 3-4 -1738, 4-5 -2003 BC AXIAL: 1-7 1857, 7-61980, 6-5 1999 WB AXIAL: 2-7 -429, 7-3 586, 3-6 590, 6-4 -433 3/8" =1' BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 32 28 12: LC2: 1.33: 0 28 12: 1-5 +-114H,1-7 -+334H LC3: 1.25: 0 28 20 12: 3 RCTS: 1 5 MX VRT: 835 835 MX HOR: 14 0 1-7 +334H 1-7 -334H NOTE: TRUSS TO TRANSFER 2600 LBS MAX LATERAL FORCE 11'-6" 4'-1 15/16" SANTERRA LLC - SANTERRA\WORKING\PLAN 3\D2 *lx Bracing UNO GRAD SPEC SIZE By others TC: NO2 DFL 2X4 U z BC: NO2 DFL 2X4 — WEB: STDB DFL 2X4 N SPCG: 24 OC D T_ TCLL: 32 PLF TCDL: 28 z 13CLL: (20) 0 U) BCDL: 12 Z Q DUR LDG FCTR: 1.25 = } 3.5" Min Brg Wdth UNO m Plates: er,500 Q IC :5039 L :23996 LV Centered o joint UNO f" QpOF SIONq� Q O RUe F U Vell (g /: 1L= .LIU LL= .VYW brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc E . 6-30-07 Q �qT T'9UCTUPP�Q�~ LL OF CA�IF� I- 0 Hans n Truss, Inc. and Z Sig g engineer accept no r sponsibility for the LL accuracy, structural ad- — equacy or any other fea- ture of this design unless Q specifically fabricated by Hanson Truss, Inc. 0 > HANSON 0 TRUSS, INC. Z DATE:3/17/06 JE Q J - - - -- — DRWG his J D2 D z PLAN 3 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 3-Ply TC 6-7 NO2 DFL 2x4: P=5453C 0.317 Mm=1163 Mp=1015 0.260= 0.578 BC 9-8 N01 DFL 2x6: P=5169T 0.520 Mm=4184 Mp=60410.427= 0.947 TC AXIAL: 1-2 -4826, 2-3 -5111, 3-4 -5115, 4-5 -4942, 5-6 -4937 6-7 -5453 BC AXIAL: 1-114569, 11-10 4569, 10-9 3419, 9-8 5169, 8-7 5169 WB AXIAL: 11-2 -235, 2-10 306, 10-3 -86, 10-4 2159, 4-91911 9-5 -93, 9-6 -519, 8-6 314 11'-6" 3/8" =1' SANTERRA LLC - SANTERRA\WORKING\PLAN 3\03 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 32 28 115: 10-7 520,10 2338 LC2: 1.33: 0 28 64: 10-7 289,10 1332,1-7 +-114H,7-+2600H RCTS: 1 7 MX VRT: 5448 6855 MX HOR: 12 0 7 +2600H 7 -2600H * 1 x Bracing By Others 3-Ply: Nail TC w/16d @ 12in oc Nail BC w/16d @ 4in oc, Alt. 1/44.5 SDS or equal Screws @ 12in oc NOTE: TRUSS TO TRANSFER 2600 LBS MAX LATERAL FORCE 4'-1 15/16" lien (cop: IL= .X]a LL= .LGID UtIU cr 1/16111 brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc UNO GRAD SPEC SIZE TC: NO2 DFL 2X4 U Z BC: N01 DFL 2X6 — WEB: STDB DFL 2X4 N SPCG: PLF oc 3-PLY D It TCLL: 32 PLF TCDL: 28 Z 0 BCLL: U) BCDL: 115 Z Q DUR LDG FCTR: 1.25 } 3.5" Min Brg Wdth UNO m Plates: TP-500 Q ICB0:5039 LA:23996 LV Cen n joint UNO LU QppFE SlOryq Q RUe 8J a7 4 710 y D m Ex - Q J'a . o . . Q 1L OF CALIF Hanson Truss, Inc. and Z signing engineer accept no responsibility for the LL accuracy, structural ad- — equacy or any other fea- Q ture of this design unless specifically fabricated — by Hanson Truss, Inc. 0 > HANSON 0 TRUSS, INC. Z DATE:3/17/06 JE Q DRWG his J D3 D z PLAN 3 • Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 1-2 NO2 DFL 2x4: P=648C 0.006 Mm=1693 Mp=4710.300= 0.306 BC 14 NO2 DFL 2x4: P=569T 0.101 Mm=986 Mp=1029 0.199= 0.300 TC AXIAL: 1-2 -648, 2-3 -648 BC AXIAL: 1-4 569, 4-3 569 WB AXIAL: 4-2 198 3/4" =1' SANTERRA LLC - SANTERRA\WORKING\PLAN 3Wi 5'-21/2" BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 32 28 12: LC2: 1.25: 0 28 20 12: 2 1 3 4 0 10.13 RCTS: 1 3 MX VRT: 372 372 veil (9 4: 1L= M-5111 LL= .U1111 brace B/C with gypsum shtg. or cont. lateral *lx Bracing UNO GRAD SPEC SIZE By Others TC: NO2 DFL 2X4 U Z BC: NO2 DFL 2X4 — WEB: STDB DFL 2X4 N SPCG: 24 OC D TCLL: 32 PLF TCDL: 28 Z BCLL: (20) 0 BCDL: 12 z Q� DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO m Plates: TP-500 Q ICBO: 5'ftA:23996 C tered do joint UNO W LU QpOF SSIONq� Q o UU_ C�D �� �G ofaF 4710 DD LPL m �F C M_1 O Hans Truss, Inc. and Z sig . g engineer accept no responsibility for the Lj accuracy, structural ad- — equacy or any other fea- Q tore of this design unless specifically fabricated — by Hanson Truss, Inc. 0 > HANSON Q TRUSS, INC. Z DATE: 3/17/06 JE Q DRWG #s E1 not to exceed 10' oc PLAN 3 211 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 2-Ply TC 4-5 NO2 DFL 2x4: P=3692C 0.189 Mm=643 Mp=479 0.159= 0.348 BC 11-10 NO2 DFL 2x4: P=3486T 0.616 Mm=597 Mp=328 0.116= 0.732 TC AXIAL: 1-2 -3229, 2-3 -3155, 3-4 -2969, 4-5 -3692, 5-6 -3692 6-7 -2969, 7-8 -3155, 8-9 -3229 BC AXIAL: 1-12 3052, 12-113486, 11-10 3486, 10-9 3052 WB AXI4,L: 2-12 -292, 12-3 519, 12-4 -659, 4-11262, 11-5 -228 11-6 262, 6-10 -659, 10-7 519, 10-8 -292 89-011 4 4X8 2X3 4X10 3X8 1/4" =1' SANTERRA LLC - SANTERRA\WORKING\PLAN 3\F1 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 32 28 30: 3-7 154,3 501,7 501 LC2: 1.25: 64 56 24: 2'-8 1/4" 3X4 2X3 * 3X4 3X6 4X8 27'-Off 2 3 4 5 6 7 8 1 9 12 11 10 I0 26.71 L RCTS: 1 9 MX VRT: 2272 2272 @ Carrier 2-Ply: Nail TC w/16d @ 12in oc Nail BC w/16d @ 12in oc * 4X8 3X8 2X3 - 12 14 4X10 *lx Bracing By Others Defl @ 5: TL= .53in LL= .23in Camber 7/16in brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc UNO GRAD SPEC SIZE NO2 DFL 2X4 U TC: Z BC: NO2 DFL 2X4 WEB: STDB DFL 2X4 N SPCG: PLF oc 2-PLY D T. TCLL: 32 PLF �.. TCDL: 28 z 13CLL: N BCDL: 30 Z Q DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO 00 Plates: TP-500 Q IC110:5039 LA:23996 LV Cen on joint UNO Q 3v SSIONq� Q O h�QF cry RUe� Fycf UUM � cc 4 710 D 9 m .Ea - -07 Q �qT 0 LL cA� 0 H n Truss, Inc. and Z Sig g engineer accept no responsibility for the L accuracy, structural ad- equacy or any other fea- 0 lure of this design unless specifically fabricated — by Hanson Truss, Inc. 0 HANSON TRUSS, INC. 0 Z DATE: 3/17/06 JE Q DRWG #s J Fl D z PLAN 3 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 3-4 NO2 DFL 2x4: P=2064C 0.094 Mm=2325 Mp=3227 0.512= 0.606 BC 1-7 NO2 DFL 2x4: P=1805T 0.319 Mm=2014 Mp=2482 0.480= 0.799 TC AXIAL: 1-2 -2384, 2-3 -2064, 3-4 -2064, 4-5 -2384 BC AXIAL: 1-7 2211, 7-61440, 6-5 2211 WB AXIAL: 2-7 -487, 7-3 652, 3-6 652, 6-4 -487 137-6" 1/4" = F SANTERRA LLC - SANTERRA\WORKING\PLAN 3\F2 BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 32 28 12: LC2: 1.25: 0 28 20 12: RCTS: 1 5 MX VRT: 982 982 4'-9 15/16" 3 lien L o: IL= .Liut LL= .12in brace B/C with gypsum shtg. or cont. lateral *lx Bracing UNO GRAD SPEC SIZE By others TC: NO2 DFL 2X4 U z BC: NO2 DFL 2X4 — WEB: STDB DFL 2X4 N SPCG: 24 OC D cc TCLL: 32 PLF �. TCDL: 28 z BCLL: (20) 0 U) BCDL: 12 z DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO m Plates: TP-500 Q ICBO:503 23996 W Cent on j int UNO U' QpOFESS py Q �Q�� y P • Clgq� FAG � c V S4 10 not to exceed 10' oc 00 / vL I v` Q� F F CALIF 0 Han. o Truss, Inc. and z signing engineer accept no responsibility for the 11 accuracy, structural ad- equacy or any other fea- r Q toe of this design unless specifically fabricated — by Hanson Truss, Inc. 0 HANSON > TRUSS, INC. 0 z DATE: 3/17/06 JE Q J J DRWG #s F2 D PLAN 3 z Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 2-Ply TC 1-2 NO2 DFL 2x4: P=6732C 0.451 Mm=1423 Mp=1238 0.319= 0.770 BC 9-8 NO2 DFL 2x6: P=3628T 0.471 Mm=3710 Mp=3989 0.361= 0.832 MOD 1-12 SS DFL 2x8: P=6391T 0.392 Mm=13482 Mp= 12321 0.456= 0.848 TC AXIAL: 1-2 -6732, 2-3 -6152, 3-4 -3614, 4-5 -3622, 5-6 -3962 6-7 -3843 BC AXIAL: 1-12 6391, 12-116391, 11-10 5854, 10-9 3759, 9-8 3628 8-7 3627 WB AXIAL: 12-2 344, 2-11-579, 11-3 1797, 3-10 -2721, 10-4 2075 10-5 -518, 9-5 164, 9-6 320, 8-6 -140 1-10 SS DFL 2x8 SANTERRA LLC - SANTERRA\WORKING\PLAN 3\F3 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 32 28 520: 10-7 26 LC2: 1.33: 0 28 296: 10-7 26,1-7 +-176H,1-+4700H 4 3 5 2 6 1 7 12 11 10 9 8 I I. 26.71 1 RCTS: . 1 7 MX VRT: 6116 2818 MX HOR: 0 0 1 +4700H 14700H 2-Ply: Nail TC w/16d @ 12in oc Nail BC w/16d @ 4in oc NOTE: TRUSS TO TRANSFER 4700 LBS MAX LATERAL FORCE *Ix Bracing UNO GRAD SPEC SIZE By Others TC: NO2 DFL 2X4 V z BC: NO2 DFL 2X6 WEB: STDB DFL 2X4. N SPCG: PLF oc 2-PLY :) U. TCLL: 32 PLF TCDL: 28 z BCLL: 0 BCDL: 520 z Q DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO 00 Plates: TP-500 Q ICBO:5039 LA:23996 LV Centered on joint UNO LU QPpFE'SSlpyq Q F�L U of a S 710 D 9 m 4. Exo 6-30-Q7 A [i Q �qTF tL UCTUPP �Q��' F CALZF O Hanso Truss, Inc. and z signing ngineer accept no responsibility for the 1L accuracy, structural ad- equacy or any other fea- ture of this design unless Q specifically fabricated by Hanson Truss, Inc. 0 HANSON 0 TRUSS, INC. z DATE:4/20/06 JE Q DRWG ##s .. F3 Detl @ 11: I L= .:):)m LL= .24111 Camber 7/161n PLAN 3 brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc J D z Multiple Load Cases: Rcts, Forces & Csi's are worst case BASE LOADS: 1.25: 16 14 10 6 PSF *lx Bracing UNO GRAD SPEC SIZE V Code: PSA Rbdg:Y 1-Ply LC1: 1.25: 40 28 12: 5-4 P P By Others TC: NO2 DFL 2X4 Z TC 2-3 NO2 DFL 2x4: P=IOC 0.000 Mm=1561 Mp=2472 0.416= 0.416 LC2: 1.33: 0 28 12: 1-3 +-237H,5-4 NO2 DFL 2X4 — BC 5-4 NO2 DFL 2x4: P=OC 0.000 Mm=5002 Mp=O 0.968= 0.968 LC3: 1.33: 0 28 12: 1-3 +-49H,5-4 P BC: MOD 4-3 STUD DFL 2x6: P=133C 0.017 Mm=O Mp=O 0.000= 0.017 LC4: 1.25: 0 28 2012: 5-4 P wEB: STDB DFL 2X4. U) N TC AXIAL: 1-2 -599, 2-3 -610 SPCG: PLF Oc BC AXIAL: 54 0 1 2 3 WB AXIAL: 5-1-130, 5-2 -1463, 2-4 -1593, 4-3 -133 TOLL: 40 PLF FIO.21 TCDL: 28 Z BOLL: (20) N RCTS: 5 4 Cont Brg 5-4 P BCDL: 12 Z Q MX VRT: 685 683 = 4-3 STUD DFL 2x6 MX HOR: 1355 -1484 5-4 235H DUR LDG FCTR: 1.25 MX UPL: -277 -279 } 3.5" Min Brg Wdth UNO m Plates: TP-500 Q ICBO:5039 LA:23996 W NOTE: TRUSS TO TRANSFER 240gi4S MAX LATERAL FORCE Ce t re n joint UNO LU SSIpNq� Q oQpOF RVe� F,yGf V 12 2'-611 0.375 LU 4710 d?' D 9 m �'4l TAUCTURP�Q�~Q LL 2X3 4X6 5X6 OF CALIF O Hans n Truss, Inc. and z Sig ' g engineer accept no r sponsibility for the LL ace acy, structural ad- er fea- quacy this or eunle s specifically fabricated by Hanson Truss, Inc. 0 HANSON TRUSS, INC. Z 4X6 DATE:4/21/06 JE Q 1/2"-1 J -- - ----- --- 10'-6° G1 j Defl @ 2: TL= .Olin LL= Oin PLAN 3 z SANTERRA LLC - SANTERRA\WORKING\PLAN 3\G1 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 2-3 NO2 DFL 2x4: P=10C 0.000 Mm=1586 Mp=2407 0.405= 0.405 BC 5-41&B DFL 2x4: P=219T 0.028 Mm=5002 Mp=O 0.726= 0.754 MOD 4-3 STUD DFL 2x6: P=134C 0.017 Mm=O Mp=O 0.000= 0.017 TC AXIAL: 1-2 -7, 2-3 -10 BC AXIAL: 5-4 531 WB AXIAL: 5-1-131, 5-2 -573, 2-4 -564, 4-3 -134 4-3 STUD DFL 2x6 0 c1b SANTERRA LLC - SANTERRA\WORKING\PLAN 3\G2 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 40 28 12: LC2: 1.25: 0 28 20 12: 1 2 3 A 10.21 ROTS: 5 4 MX VRT: 408 403 4'-6" Defl Qa 2: TL= .02in LL= .Olin brace B/C with gypsum shtg. or cont. lateral #1x Bracing UNO GRAD SPEC SIZE By Others TC: NO2 DFL 2X4 U Bc: 10 DFL 2X4 not to exceed 10' oc WEB: STDB DFL W. N SPCG: PLF oc D TCLL: 40 PLF TCDL: 28 z BCLL: (20) 0 U) BCDL: 12 z Q DUR LDG FCTR: 1.25 } 3.5" Min Brg Wdth UNO m Plates: TP-500 Q ICBO:5039 LA:23996 W Ce ed on joint UNO LU SSIpNq� Q oQPp Qk �y RUeyGf � U vy W � 710 m m qTF UCTUPk oQ�ti F CALIF O Hanson (Truss, Inc. and Z signing ngineer accept no responsibility for the LL accuracy, structural ad- equacy or any other fea- Q tore of this design unless specifically fabricated — by Hanson Truss, Inc. 0 HANSON 0 TRUSS, INC. Z DATE:4/21/06 JE Q J - - -- _ DRWG# J G2 D Z PLAN 3 • Ll Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 34 NO2 DFL 2x4: P=910T 0.146 Mm=119 Mp=1458 0.245= 0.391 BC 11-10 NO2 DFL 2x8: P=2194T 0.234 Mm=7745 Mp= 104910.591 = 0.825 MOD 9-8 STUD DFL 2x6: P=1917C 0.369 Mm=O Mp=O 0.000= 0.369 TC AXIAL: 1-2 -90, 2-3 993, 3-4 931, 4-5 -2255, 5-6 -2255 6-7 -1933, 7-8 -1933 BC AXIAL: 13-12 0, 12-112447, 11-10 2200, 10-9 45 WB AXIAL: 13-1-35, 13-21170, 2-12 -1693, 12-3 -279, 12-4 -2460 4-11 2299, 11-5 -201, 11-6 777, 6-10-943, 10-7 -237 10-8 2577, 9-8 -1917 10-8 NO2 DFL 2x4 9-8 STUD DFL 2x6 2. SANTERRA LLC - SANTERRA\WORKING\PLAN 3\H1 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 32 28 12: 12-9 208,13-12 P LC2: UNBALANCED LIVE LOADS. LC3: 1.33: 0 28 12: 12-9 107,1-8 +-154H,13-12 P LC4: 1.25: 0 28 20 12: 12-9 107,13-12 P 1 2 3 4 5 6 7 RCTS: 13 9 Cont Brg 13-12 P MX VRT: 478 2187 MX HOR: -310 0 13-12 681H MY2YF�3.r4,145 0 Vetl (g) 3: 1L= .1111 LL= .U:)M brace B/C with gypsum shtg. or cont. lateral *Ix Bracing By Others R 6'-6" 4'-0" not to exceed 10' oc UNO GRAD SPEC SIZE NO2 DFL 2X4 U TC: Z BC: NO2 DFL 2X8 WEB: S`I`DB DFL 2X4 N SPCG: PLF oc TCLL: 32 PLF TCDL: 28 Z BCLL: (20) 0 N BCDL: 12 z Q = DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO 00 Q Plates: TP-500 ICBO:5039 LA:23996 'oint W Centered on UNO LU FESSI Nq Q oJa S4 10 y9 m xp. -30-07 Q sIfQ T UCTl1Ana P �Q�~ F CALIF O Z Hanson Truss, Inc. and signing engineer accept no responsibility for the LL accuracy, structural ad- — equacy or any other fea- ture of this design unless specifically fabricated — by Hanson Truss, Inc. 0 HANS ON TRUSS, INC. Z DATE:4/21/06 JE Q Dxwc �s J H1 D PLAN 3 Z Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 3410 DFL 2x4SC: P=925C 0.005 Mm=11432 Mp=15068 0.951= 0.956 BC 13-1210 DFL 2x4: P=OC 0.000 Mm=4668 Mp=5213 0.757= 0.757 MOD 9-8 STUD DFL 2x6: P=948C 0.194 Mm=O Mp=O 0.000= 0.194 TC AXIAL: 1-2 -344, 2-3 -363, 3-4 -963, 4-5 -1427, 5-6 -1411 6-7 -1010, 7-8 -1009 BC AXIAL: 13-12 0, 12-11974, 11-101368, 10-9 21 WB AXIAL: 13-1-1334, 1-121329, 12-2 571, 12-3 -1449, 4-11998 11-5 -825, 11-6138, 6-10 -492, 10-7 -347, 10-81260 9-8 -948 1-2 NO2 DFL 2x4 12-11 1&B DFL 2x4SC 9-8 STUD DFL 2x6 2-5 STK SANTERRA LLC - SANTERRA\WORKING\PLAN 3\H2 BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 40 28 12: 12-11 FAS 100 LC2: UNBALANCED LIVE LOADS. LC3: 1.25: 0 28 20 12: 12-11 FAS100 1 2 3 4 5 6 7 *Ix Bracing By Others 8 / \=Z .3 12 11 10 23.5 RCTS: . 13 9 MX VRT: 1016 958 22'-5 3/4" V-0" UNO GRAD SPEC SIZE 1&B DFL 2X4 U TC: Z z BC: 10DFL 2X4 WEB: STDB DFL 2X4 � SPCG: PLF oC TCLL: 40 PLF TCDL: 28 z BCLL: (20) 0 N BCDL: 12 z Q DUR LDG FCTR: 1.25 } 3.5" Min Brg Wdth UNO 00 Plates: TP-500 Q IC130:5039 LA:23996 W Centered on joint UNO LU Q<apF SSIONq� Q O �y f UU c,3'QF' � �� 9G � LPL m a7 4710 D D m 4, Ex . 6-30-07 Q '�l r9C/CTUAP�Q�ti. LL OF C m_x1F 0 Hans n Truss, Inc. and z Sig g engineer accept no re ponsibility for the LL acc y, structural ad- equacy or any other fea- ture of this design unless 0 specifically fabricated by Hanson Truss, Inc. 0 HANSON TRUSS, INC. z DATE:4/21/06 JE Q DRWG #s H2 veil (1a c 1L= . /0111 LL= .30W %,dWUVI Jiow PLAN 3 brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc J D z • Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 5-6 NO2 DFL 2x4: P=972C 0.008 Mm=565 Mp=1642 0.276= 0.284 BC 10-9 NO2 DFL 2x4: P=964T 0.170 Mm=1472 Mp=27210.527= 0.697 MOD 8-7 STUD DFL 2x6: P=917C 0.188 Mm=O Mp=O 0.000= 0.188 TC AXIAL: 1-2 -248, 2-3 -253, 3-4 -1353, 4-5 -1354, 5-6 -972 6-7 -971 BC AXIAL: 12-110, 11-10 955, 10-91325, 9-8 21 WB AXIAL: 12-1-974, 1-11959, 11-2 -144, 11-3 -985, 3-10 548 10-4 -290, 10-5 106, 5-9 -484, 9-6 -345, 9-71213 8-7 -917 8-7 STUD DFL 2x6 3/8"=1' SANTERRA LLC - SANTERRA\WORKING\PLAN 3\H3 BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 40 28 12: LC2: 1.25: 0 28 20 12: 1 2 3 4 5 6 �2 11 10 9 23.5 RCTS: 12 8 MX VRT: 940 935 22'-5 3/4" Uell (O 4: 1L= .UYW LL= .V'+w brace B/C with evosum shtg. or cont. lateral *lx Bracing By Others 7 4'-0" not to exceed 10' o� UNO GRAD SPEC SIZE NO2 DFL 2X4 U TC: Z BC: NO2 DFL 2X4 U) WEB: STDB DFL 2X4 SPCG: PLF OC TCLL: 40 PLF TCDL: 28 z BCLL: (20) 0 !n BCDL: 12 Z Q DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO co to Plates: TP-500 LA:23996 W on joint UNO F' SSIONq� Q oQ�\pF �QF �y R(/ V LU 1 4710 a D m Q J'�l '9VCTURP�Q�~ LL Hanson Truss, Inc. and z signing engineer accept no responsibility for the u, accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. 0 HANSON TRUSS, INC. Z DATE:4/21/06 JE Q DRWG �ls ..I H3 D Z PLAN 3 • • Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 5-6 NO2 DFL 2x4: P=972C 0.008 Mm=565 Mp=1642 0.276= 0.284 BC 10-9 NO2 DFL 2x4: P=964T 0.170 Mm=1472 Mp=27210.527= 0.697 MOD 8-7 STUD DFL W: P=1269C 0.255 Mm=O Mp=O 0.000= 0.255 TC AXIAL: 1-2 -248, 2-3 -596, 3-4 -1353, 4-5 -1354, 5-6 -972 6-7 -1040 BC AXIAL: 12-110, 11-101512, 10-91900, 9-8 812 WB AXIAL: 12-1-1318, 1-11 1339, 11-2 -144, 11-3 -1626, 3-101489 10-4 -290, 10-5 1225, 5-9 -1460, 9-6 -345, 9-7 1891 8-7 -1269 8-7 STUD DFL W v-� 318" =1' SANTERRA LLC - SANTERRA\WORKING\PLAN 3\H4 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 40 28 12: LC2: 1.33: 0 28 12: 1-7 +-20111,10-8 -+348H LC3: 1.25: 0 28 20 12: 1 2 3 4 5 6 *lx Bracing By Others 7 /"� 7'�� A �2 11 10 9 23.5 RCTS: 12 8 MX VRT: 1287 1285 MX HOR: 0 0 10-8 +348H 10-8 -348H MX2YFP .j/-447 -349 Uell (g 4: IL= XYM LL= .U'+W brace B/C with evnsum shtQ. or cont. lateral m 4'-0" UNO GRAD SPEC SIZE TC: NO2 DFL 2X4 U Z BC: NO2 DFL 2X4 WEB: STDB DFL 2X4 N SPCG: PLF OC D It TCLL: 40 PLF TCDL: 28 Z BCLL: (20) 0 N BCDL: 12 z Q DUR LDG FCTR: 1.25 m 3.5" Min Brg Wdth UNO Plates: TP-500 ICBO:5039 LA:23996 C t ed on joint UNO Q LLI LU OQpp ESSIpNq� ti�Q� �y RUe� F2c� 4710 y D Ex 6-30-07 Q UU Co - LL ti";Z- ql�. (/CTUPPOQ� F C M-Z O I-Innso.LTruss, Inc. and Z signing engineer accept no responsibility for the LL, accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. 0 > HANSON 0 TRUSS, INC. Z DATE:4/21/06 JE Q DRWG #s H4 z not to exceed 10' oc PLAN 3 • Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 4-5 NO2 DFL 2x4: P=2698C 0.162 Mm=2875 Mp=3160 0.700= 0.862 BC 9-8 NO2 DFL 2x4: P=2417T 0.427 Mm=911 Mp=1735 0.336= 0.763 MOD 6-5 STUD DFL 2x6: P=1027C 0.129 Mm=O Mp=O 0.000= 0.129 TC AXIAL: 1-2 -9, 2-3 -2339, 3-4 -3231, 4-5 -2698 BC AXIAL: 10-9 2331, 9-8 3223, 8-7 2691, 7-6 46 WB AXIAL: 10-1-186, 10-2 -2480, 9-2 471, 9-3 -939, 8-3 -97 8-4 559, 7-4 -680, 7-5 2752, 6-5 -1027 7-5 NO2 DFL 2x4 6-5 STUD DFL 2x6 4'-6" I • _ II 114" _ I.,_ __ _.__ . _ .. ___ --- .--_. SANTERRA LLC - SANTERRA\WORKING\PLAN 3\J1 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 40 28 12: LC2: 1.25: 0 28 20 12: 1 2 3 4 5 A 9 8 7 i , 26.71 RCTS: 10 6 MX VRT: 1069 1063 *lx Bracing By Others Defl @ 3: TL= .44in LL= .22in Camber 5/16m brace B/C with evnsum shm. or cont. lateral support not to exceed 10' oc UNO GRAD SPEC SIZE NO2 DFL 2X4 U TC: z BC: NO2 DFL 2X4 — WEB: STDB DFL 2X4 N SPCG: PLF OC D TCLL: 40 PLF TCDL: 28 z BCLL: (20) 0 BCDL: 12 z Q DUR LDG FCTR: 1.25 } 3.5" Min Brg Wdth UNO 00 Plates: TP-500 O ICBO:5039 LA:23996 W Centered on joint UNO f' SSIpNq� Q OQpOF �y RU6�0,�c� 0QF � 9G /U� Li. dz 4710 D D - 0-07 Q Q LL F CALIF O z Han son' Truss, Inc. and signing engineer accept no responsibility for the LL accuracy, structural ad- — equacy or any other fea- ture of this design unless specifically fabricated — by Hanson Truss, Inc. 0 HANSON > TRUSS, INC. 0 z DATE:4/21/06 JE Q DRWG #s J1 D z PLAN 3 • Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 4-5 NO2 DFL 2x4: P=2698C 0.162 Mm=2871 Mp=31710.699= 0.861 BC 9-8 NO2 DFL 2x4: P=2415T 0.427 Mm=870 Mp=17410.337= 0.764 MOD 6-5 STUD DFL 2x6: P=1027C 0.129 Mm=O Mp=O 0.000= 0.129 TC AXIAL: 1-2 -14, 2-3 -2357, 3-4 -3229, 4-5 -2698 BC AXIAL: 10-9 2349, 9-8 3220, 8-7 2691, 7-6 46 WB AXIAL: 10-1-187, 10-2 -2489, 9-2 469, 9-3 -919, 8-3 -97 8-4 556, 7-4 -680, 7-5 2753, 6-5 -1027 10-1 STUD DFL 2x6 7-5 NO2 DFL 2x4 6-5 STUD DFL 2x6 4'-6" 1/4"=F _ SANTERRA LLC - SANTERRA\WORKING\PLAN 3\J2 BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 40 28 12: LC2: 1.25: 0 28 20 12: 1 2 3 4 5 A 9 8 7 il 26.71 RCTS: 10 6 MX VRT: 1063 1063 *lx Bracing UNO GRAD SPEC SIZE By Others TC: NO2 DFL 2X4 V z BC: NO2 DFL 2X4 — WEB: STDB DFL 2X4 U) SPCG: PLF oc TCLL: 40 PLF �. TCDL: 28 z BCLL: (20) 0 BCDL: 12 z Q DUR LDG FCTR: 1.25 m 3.5" Min Brg Wdth UNO Plates: TP-500 Q ICBO:S LA:23996 W Ce on joint UNO SSIpNq� Q OQPp RUB �,G� f U/� o' a S471 a p m P. 6-30-07 Defl @ 3: TL= .44in LL= .22in Camber 5/161n brace B/C with gvvsum shtg. or cont. lateral support not to exceed 10' oc Q- T9(/CTUPP�Q�~ u. q OF C ALZF� O Flardon Truss, Inc. and z Signing engineer accept no responsibility for the LL accuracy, structural ad- — equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. 0 HANSON TRUSS, INC. z DATE:4/21/06 JE Q DRWG �s J J2 z PLAN 3 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 2-3 NO2 DFL 2x4: P=786C 0.005 Mm=1722 Mp=3999 0.673= 0.678 BC 10-9 NO2 DFL 2x4: P=571T 0.101 Mm=1510 Mp=1770 0.342= 0.443 MOD 10-1 STUD DFL 2x6: P=186C 0.027 Mm=O Mp=O 0.000= 0.027 TC AXIAL: 1-2 -14, 2-3 -786, 34185, 4-5 63 BC AXIAL: 10-9 779, 9-8 -178, 8-7 0, 7-6 0 WB AXIAL: 10-1-186, 10-2 -822, 9-2 -235, 9-3 1009, 8-3 -769 84 -136, 74 486, 7-5 -65, 6-5 -166 10-1 STUD DFL 2x6 6-5 STUD DFL 2x6 4'-6" 1/4„=_1, — -- - - - SANTERRA LLC - SANTERRA\WORKING\PLAN 3\J3 BASE LOADS: 1.25: 16 14 10 6 PSF LCI: 1.25: 40 28 12: 8-6 P LC2: UNBALANCED LIVE LOADS. LC3: 1.25: 0 28 20 12: 8-6 P 1 2 3 4 5 A}0 9 . 26.71 RCTS: 10 6 Cont Brg 8-6 P MX VRT: 497 197 MX HOR: 0 -7 Detl (0 2: '1L= Min LL= .02in brace B/C with gypsum shtg. or cont. lateral *lx Bracing UNO GRAD SPEC SIZE By Others TC: NO2 DFL 2X4 U z BC: NO2 DFL 2X4 — WEB: STDB DFL 2X4 N SPCG: PLF OC D It TCLL: 40 PLF TCDL: 28 z BCLL: (20) 0 W BCDL: 12 z Q DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO m Plates: TP-500 Q ICB0:5039 LA:23996 W Ce L d on joint UNO QP ESSIONq Q RD Fti U 8J a S4710 y p m - - 7 Q s'A s> ... .Q not to exceed 10' oc DF C ALIT O H on Truss, Inc. and z Sig g engineer accept no responsibility for the LL accuracy, structural ad- — equacy or any other fea- ture of this design unless Q specifically fabricated — by Hanson Truss, Inc. 0 HANSON TRUSS, INC. z DATE:4/21/06 JE Q J - DRVJG its J J3 z PLAN 3 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 2-3 NO2 DFL 2x4: P=929C 0.007 Mm=2734 Mp=4405 0.741= 0.748 BC 6-5 NO2 DFL 2x4: P=694T 0.123 Mm=1340 Mp=2066 0.400= 0.522 MOD 4-3 STUD DFL 2x6: P=510C 0.068 Mm=O Mp=O 0.000= 0.068 TC AXIAL: 1-2 -256, 2-3 -929 BC AXIAL: 6-5 939, 541002 WB AXIAL: 6-1-176, 6-2 -999, 5-2 -226, 5-3 1023, 4-3 -510 6-1 STUD DFL 2x6 4-3 STUD DFL 2x6 4'-6" 1/4"=1' SANTERRA LLC - SANTERRA\WORKING\PLAN 3\J4 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 40 28 12: LC2: 1.33: 0 28 12: 1-3 +-74H,4 -+ 1000H LC3: 1.25: 0 28 20 12: *lx Bracing UNO GRAD SPEC SIZE By Others TC: NO2 DFL 2X4 U z BC: NO2 DFL 2X4 — WEB: STDB DFL 2X4 U) 1 2 3 SPCG: PLF OC TCLL: 40 PLF TCDL: 28 5 13.71 BCLL: (20) RCTS: 6 4 BCDL. 12 MX VRT: 543 543 MX HOR: -2 0 4 +1000H 4 -10WH DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP-500 ICBO 9 LA:23996 NOTE: TRUSS TO TRANSFER 1000 LBS MAX LATERAL FORCE -tared on joint UNO QPpF SSlDlv4, N tY z 0 U) Q 2 00 0 L! Q U cc �F 4710 D m Ex 6-30-07 Q Q �ql�. LL UCTUPP�Q�~ F C ALZF 0 H Truss, Inc. and z sig engineer accept no re onsibility for the LL accuracy, structural ad- — e or any other fea- r:oy ture of this design unless specifically fabricated — by Hanson Truss, Inc. Q HANSON 0 TRUSS, INC. z DATE:4/21/06 JE Q Defl c@ 2: TL= .06in LL= .03m brace B/C with gypsum shtg. or coot. lateral support not to exceed 10' oc J4 PLAN 3 J D z • • Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 2-3 NO2 DFL 2x4: P=31C 0.000 Mm=2652 Mp=4619 0.777= 0.777 BC 6-5 NO2 DFL 2x4: P=OC 0.000 Mm=1278 Mp=22310.432= 0.432 MOD 4-3 STUD DFL 2x6: P=230C 0.029 Mm=O Mp=O 0.000= 0.029 TC AXIAL: 1-2 -256, 2-3 -212 BC AXIAL: 6-5 0, 5-4 0 WB AXIAL: 6-1-173, 6-2 -596, 5-2 -566, 5-3 4771 4-3 -230 6-1 STUD DFL 2x6 4-3 STUD DFL 2x6 4'-6" SANTERRA LLC - SANTERRA\WORKING\PLAN 3\J5 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 40 28 12: 6-4 P LC2: 1.33: 0 28 12: 1-3 +-74H,6-4 P LC3: 1.25: 0 28 20 12: 6-4 P 1 2 3 13.71 RCTS: 6 4 Cont Brg 6-4 P MX VRT: 314 261 MX HOR: 563 -8 6-4 73H MX UPL: -103 -50 NOTE: TRUSS TO TRANSFER 1000 LBS MAX LATERAL FORCE *Ix Bracing UNO GRAD SPEC SIZE By others TC: NO2 DFL 2X4 U Z BC: NO2 DFL 2X4 WEB: STDB DFL 2X4 CO SPCG: PLF oc D TCLL: 40 PLF TCDL: 28 z BCLL: (20) O W BCDL: 12 Z Q DUR LDG FCTR: 1.25 } 3.5" Min Brg Wdth UNO m Plates: TP-500 Q ICB LA:23996 W enter on joint UNO LU ESSIpNq� Q oQpp P F2�f U c 4710 y 9 m Defl @ 2: TL= Oln LL= ihn brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc E . 6-3 s Q qjT9UCTUP��Q�~' LL OF � CALZ O Hans n Truss, Inc. and Z signing engineer accept no responsibility for the LL accuracy, structural ad- equacy or any other fea- Q ture of this design unless specifically fabricated by Hanson Truss, Inc. O HANSON TRUSS, INC. Z DATE:4/21/06 JE Q DRWG #s J J5 Z PLAN 3 E 71 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 1-2 NO2 DFL 2x4: P=14C 0.000 Mm=4366 Mp=O 0.736= 0.736 BC 4-3 NO2 DFL 2x4: P=OC 0.000 Mm=2160 Mp=O 0.418= 0.418 MOD 4-1 STUD DFL 2x6: P=564T 0.114 Mm=O Mp=O 0.000= 0.114 TC AXIAL: 1-2 -888 BC AXIAL: 4-3 0 WB AXIAL: 4-1-748, 1-3 -1852, 3-2 -222 BASE LOADS: 1.25: 16 14 10 6 PSF LCI: 1.25: 40 28 12: 4-3 P LC2: 1.33: 0 28 12: 1-2 +-270H,4-3 P LC3: 1.25: 0 28 20 12: 4-3 P 1 2 6.71 RCTS: 4 3 Cont Brg 4-3 P MX VRT: 787 787 4-1 STUD DFL 2x6 MX HOR: 26 -1747 4-3 263H 3-2 STUD DFL 2x6 MX UPL: -524 -524 1/2" =1' SANTERRA LLC - SANTERRA\WORKING\PLAN 3\K1 0.375 12 NOTE: TRUSS TO TRANSFER 270 PLF MAX LATERAL FORCE veil q L: I L = Um LL= Um brace B/C with Qvvsum shtg. or cont. lateral *lx Bracing By Others UNO GRAD SPEC SIZE TC: NO2 DFL 2X4 U Z BC: NO2 DFL 2X4 — WEB: STDB DFL 2X4 N SPCG: PLF oC D TCLL: 40 PLF TCDL: 28 z BCLL: (20) 0 BCDL: 12 z Q DUR LDG FCTR: 1.25 = } 3.5" Min Brg Wdth UNO m Plates: TP-500 ICBO:5032_.A:23996 Cente dd o joint UNO O W QPOF SI pNq� o�y RU9�l F�G� �F 4 710 �93;' `:3D Q U m Q �gls 1L 9(/CT- OF cm- 0 z Hanson Truss, Inc. and signing engineer accept no responsibility for the tL accuracy, structural ad- — e or any other fea- Q r:cy tore of this design unless specifically fabricated by Hanson Truss, Inc. 0 HANSON TRUSS, INC. Z Q DATE:4/21/06 JE 11 I3RVIWG 1is Kl not to exceed 10' oc PLAN 3 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 2-3 NO2 DFL 2x4: P=11C 0.000 Mm=1664 Mp=2661 0.448 = 0.448 BC 5-41&B DFL 2x4: P=198T 0.025 Mm=5504 Mp=O 0.799= 0.824 MOD 4-3 STUD DFL 2x6: P=137C 0.020 Mm=O Mp=O 0.000= 0.020 TC AXIAL: 1-2 -9, 2-3 -11 BC AXIAL: 54 481 WB AXIAL: 5-1-137, 5-2 -525, 24 -525, 4-3 -137 5-1 STUD DFL 2x6 4-3 STUD DFL 2x6 - n z7s 12 _._ 11 112"=1' - - ---- _. ._ SANTERRA LLC — SANTERRA\WORKING\PLAN 3\K2 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 40 28 12: LC2: 1.25: 0 28 20 12: 1 2 3 A 10.71 ROTS: 5 4 MX VRT: 423 423 Detl U 2: TL= .Ulm LL= .Ulm brace B/C with gypsum shtg. or cont. lateral *I x Bracing By Others not to exceed 10' oc UNO GRAD SPEC SIZE NO2 DFL 2X4 U TC: z z BC: 1&B DFL 2X4 WEB: STDB DFL 2X4 SPCG: PLF oc D Ir TCLL: 40 PLF TCDL: 28 z BCLL: (20) 0 U) BCDL: 12 z Q DUR LDG FCTR: 1.25 m 3.5" Min Brg Wdth UNO Q Plates: TP-500 ICBO:50 :23996 W Cent r"ed o joint UNO F' QPOFE SIONq Q V S 710 v m Exp. 6-30-07 Q LL F CALIF O z Hanso russ, Inc. and signing engineer accept no responsibility for the (L accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. 0 HANSON > TRUSS, INC. 0 z Q DATE:4/21/06 JE DRWG ##s J K2 z PLAN 3 F Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 1-2 NO2 DFL 2x4: P=1070C 0.009 Mm=3149 Mp=5090 0.856= 0.865 BC 54 NO2 DFL 2x4: P=799T 0.141 Mm=1541 Mp=2384 0.461= 0.603 MOD 6-1 STUD DFL 2x6: P=547C 0.073 Mm=O Mp=O 0.000= 0.073 TC AXIAL: 1-2 -1070, 2-3 -15 BC AXIAL: 6-5 20, 5-41063 WB AXIAL: 6-1-547, 1-5 1093, 5-2 -220, 2-4 -1117, 4-3 -189 6-1 STUD DFL 2x6 4-3 STUD DFL 2x6 SANTERRA LLC - SANTERRA\WORKING\PLAN 3\K3 BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 40 28 12: LC2: 1.25: 0 28 20 12: 1 2 3 r7��= 14.71 RCTS: 6 4 MX VRT: 583 583 4'-6'1 Detl (off 2: TL= Min LL= .u41n brace B/C with gypsum shtg. or cont. lateral *Ix Bracing By Others UNO GRAD SPEC SIZE TC: NO2 DFL 2X4 U z — BC: NO2 DFL 2X4 WEB: STDB DFL 2X4 N SPCG: PLF OC TCLL: 40 PLF �.. TCDL: 28 Z BCLL: (20) O U) BCDL: 12 Z Q DUR LDG FCTR: 1.25 m 3.5" Min Brg Wdth UNO Plates: TP-500 ICBO:5039 LA:23996' Cente ed b joint UNO Q W LU oQPOFE IO,yq� S4 10 9yD Q m Exp. -30-07 Q not to exceed 10' oc ql� 9U T0k OQ� OF CALIF O Hanson Tr4ss, Inc. and Z signing engineer accept no responsibility for the LL accuracy, structural ad- equacy or any other fea- ture of this design unless 0 specifically fabricated by Hanson Truss, Inc. 0 > HANSON 0 TRUSS, INC. Z DATE:4/21/06 JE Q - - - DRWG #s J K3 Z PLAN 3 s Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 3-4 NO2 DFL 2x4: P=484T 0.078 Mm=65 Mp=2710 0.456= 0.534 BC 13-12 NO2 DFL 2x4: P=OC 0.000 Mm=1223 Mp=2993 0.579= 0.579 MOD 4-5 STUD DFL 2x6: P=104C 0.000 Mm=504 Mp=560 0.085= 0.085 TC AXIAL: 1-2 -86, 2-3 -541, 3-4 484, 5-6 95, 6-7 268, 7-8 112 8-9135, 9-10 96 BC AXIAL: 16-15 622, 15-14 510, 14-13 0, 13-12 0, 12-110 WB AXIAL: 16-1-66, 16-2 -730, 2-15 -155, 15-3 368, 3-14 -960 14-4 -336, 4-5 -112, 4-13 499, 4-6 208, 13-6 -361 13-7 -441, 7-12 -337, 12-8 -279, 12-9 -393, 9-11-345 11-10 -113 16-1 STUD DFL 2x6 14-4 STUD DFL 2x6 4-5 STUD DFL 2x6 d cK K I1 114"=1' 159-0" SANTERRA LLC - SANTERRA\WORKING\PLAN 3\L1 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 40 28 12: 14-11 P LC2: UNBALANCED LIVE LOADS. LC3: 1.33: 0 28 12: 1-10 +-45H,14-11 P LC4: 1.25: 0 28 20 12: 14-11 P 6 7 8 9 1 2 3 RCTS: 16 11 Cont Brg 14-11 P MX VRT: 487 334 MX HOR: 0 -242 14-1175H MX UPL: 0 -59 NOTE: TRUSS TO TRANSFER 1600 LBS MAX LATERAL FORCE veil q ix IL= .U31n LL= .W111 brace B/C with gypsum shtg. or cont. lateral *Ix Bracing UNO GRAD SPEC SIZE By Others TC: NO2 DFL 2X4 U Z BC: NO2 DFL 2X4 WEB: STDB DFL 2X4 N 10 SPCG: PLF oc D (Y TCLL: 40 PLF TCDL: 28 Z 1 BCLL: (20) 0N BCDL: 12 Z Q DUR LDG FCTR: 1.25 } 3.5" Min Brg Wdth UNO m Plates: TP-500 Q ICBO:5 39 LA:23996 W titer d on joint UNO LU QP ESSIpNq Q ��QF �y A A�egC F2c� V cc a S4710 D p m V-81/16" s� Q LL ql' TgUCTUPP\•Q�~' OF CALIFO 0 Hanson Truss, Inc. and Z signing engineer accept no responsibility for the 1L accuracy, structural ad- equacy or any other fea- Q lure of this design unless specifically fabricated — by Hanson Truss, Inc. 0 HANSON o TRUSS, INC. Z DATE:4/21/06 JE Q J DRWG #s L1 D Z not to exceed 10' oc PLAN 3 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 2-3 NO2 DFL 2x4: P=3245C 0.222 Mm=2445 Mp=2673 0.640= 0.861 BC 15-14 NO2 DFL 2x4: P=3084T 0.545 Mm=1212 Mp=21010.407= 0.952 MOD 4-5 STUD DFL 2x6: P=301C 0.001 Mm=4226 Mp=4696 0.710= 0.711 TC AXIAL: 1-2 -5, 2-3 -3245, 3-4 -4414, 5-6 -448, 6-7 -3283 7-8 -2241, 8-9 -2241, 9-10 -5 BC AXIAL: 16-15 2090, 15-14 4145, 14-13 4290, 13-12 2887 12-11 1243 WB AXIAL: 16-1-71, 16-2 -2457, 2-15 1383, 15-3 -1130, 3-14 330 14-4 -136, 4-5 -301, 4-13 -1176, 4-6 -2919, 13-6 344 13-7 539, 7-12 -899, 12-8 -274, 12-9 1416, 9-11 -1771 11-10 -114 16-1 STUD DFL 2x6 14-4 STUD DFL 2x6 4-5 STUD DFL 2x6 15'-0" 1/4 =1, SANTERRA LLC - SANTERRA\WORKING\PLAN 3\L2 BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 40 28 12: LC2: 1.25: 0 28 20 12: 1 2 3 *lx Bracing By Others 6 7 8 9 10 il 6 15 14 13 12 1 35.71 , RCTS: 16 11 MX VRT: 1405 1416 V-8 1/16" UNO GRAD SPEC SIZE NO2 DFL 2X4 U Tc: z BC: NO2 DFL 2X4 — WEB: STDB DFL 2X4 VJ SPCG: PLF oc D TCLL: 40 PLF TCDL: 28 z BCLL: (20) 0 N BCDL: 12 z Q DUR LDG FCTR: 1.25 m 3.5" Min Brg Wdth UNO Plates: TP-500 Q ICBO:5 LA:23996 W Ce eie on joint UNO LU SSIpNq� Q o??,OF UU LL cc a 4710 D 9 m -- Q '/� 'v(,Iv'C OQ�- OF �pLZ O Hans n Truss, Inc. and Z signing engineer accept no responsibility for the LL accuracy, structural ad- — equacy or any other fea- ture of this design unless specifically fabricated — by Hanson Truss, Inc. 0 > HANSON 0 TRUSS, INC. z DATE:4/21/06 JE Q -DRWG #s _ L2 pen (47 14: 1L= .3/m LL= .cam Uamoer 1/16in PLAN 3 brace B/C with evpsum shtg. or cont. lateral support not to exceed 10' oc J z Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 2-3 1&B DFL 2x4: P=4375C 0.319 Mm=2504 Mp=26310.559= 0.878 BC 14-13 1&B DFL 2x4: P=6286T 0.798 Mm=320 Mp=459 0.067= 0.865 MOD 4-6 STUD DFL 2x6: P=3334C 0.990 Mm=O Mp=O 0.000= 0.990 TC AXIAL: 1-2 -160, 2-3 -4375, 3-4 -6460, 5-6 -603, 6-7 -5273 7-8 -4538, 8-9 -4541, 9-10 -178 BC AXIAL: 16-15 2703, 15-14 5744, 14-13 6286, 13-12 5240 12-11 4085 WB AXIAL: 16-1-72, 16-2 -3179, 2-15 2004, 15-3 -1714, 3-14 946 14-4 -495, 4-5 -397, 4-13 -1182, 4-6 -4791, 13-6 660 13-7 -392, 7-12 -984, 12-8 -1182, 12-9 2782, 9-11-3598 11-10 -90 5-10 NO2 DFL 2x6 16-1 STUD DFL 2x6 14-4 STUD DFL 2x6 4-5 STUD DFL 2x6 4-6 STUD DFL 2x6 12-9 NO2 DFL 2x4 15'-0" II � 1/464 -- SANTERRA LLC - SANTERRA\WORKING\PLAN 3\L3 BASE LOADS: 1.25: 16 14 10 6 PSF LCI: 1.25: 40 28 12: 7-9 264 LC2: 1.33: 0 28 12: 7-9 142,1-10 +-84H,11-+3000H LC3: 1.25: 0 28 20 12: 7-9 142 ,T 1 2 3 15 14 13 35.71 RCTS: 16 11 MX VRT: 1788 2670 MX HOR: 46 0 11 +3000H 11-3000H 7 8 9 12 NOTE: TRUSS TO TRANSFER 3000 LBS MAX LATERAL FORCE 1 n+ c ft *lx Bracing UNO GRAD SPEC SIZE By Others TC: 10DFL 2X4 V Z z BC: 1&B DFL 2X4 WEB: STDB DFL 2X4 N 10 SPCG: PLF OC lTCLL: 40 PLF J TCDL: 28 z 1 BCLL: (20) 0 BCDL: 12 z Q DUR LDG FCTR: 1.25 } 3.5" Min Brg Wdth UNO m Plates: TP-500 Q IC130:5039 LA:23996 LU W Cent n joint UNO SSIONq� Q o143V P RVe Fyc U �y a S 710 D 9 m '-81/16" s Q qTF T UCTUPP F C AL1E HansonfI7russ, Inc. and signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. HANSON TRUSS, INC. DATE:4/21/06 JE DRWG #s L3 lien a 14: 1L= .bm LL= ."iu �-atnunr ilow PLAN 3 brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc LL 0 z LL O 0 0 z Q J J z Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 2-3 NO2 DFL 2x4: P=1733C 0.063 Mm=2378 Mp=2669 0.494= 0.557 BC 11-10 NO2 DFL 2x4: P=1470T 0.260 Mm=1010 Mp=2134 0.413= 0.673 MOD 10-4 STUD DFL 2x6: P=286T 0.062 Mm=1016 Mp=1129 0.171= 0.232 TC AXIAL: 1-2 -217, 2-3 -1733, 3-4 -1692, 5-6 -287, 6-7 -752 BC AXIAL: 12-11 1321, 11-10 2067, 10-91675, 9-8 0 WB AXIAL: 12-1-68, 12-2 -1491, 2-11910, 11-3 -686, 3-10 -716 104 474, 4-5 -177, 4-9 -1077, 4-6 -869, 9-6 -207 9-7 1094, 8-7 -869 12-1 STUD DFL 2x6 10-4 STUD DFL 2x6 4-5 STUD DFL 2x6 d K K 1/4"=1,. _ _ 15'-0" SANTERRA LLC - SANTERRA\WORKING\PLAN 3\L4 BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 40 28 12: LC2: 1.33: 0 28 12: 1-7 +-115H,12-11 -+354H LC3: 1.25: 0 28 20 12: 5 6 7 RCTS: 12 8 MX VRT: 892 888 MX HOR: 51 0 12-11 +354H 12-11-354H NOTE: TRUSS TO TRANSFER 2600 LBS MAX LATERAL FORCE UeI1 (o is 1L= .1Jiu LL= -viiu brace B/C with gypsum shtg. or cont. lateral *lx Bracing UNO GRAD SPEC SIZE By Others TC: NO2 DFL 2X4 U Z- BC: NO2 DFL 2X4 WEB: STDB DFL 2X4 SPCG: PLF OC TCLL: 40 PLF TCDL: 28 Z BCLL: (20) O W BCDL: 12 Z Q DUR LDG FCTR: 1.25 m 3.5" Min Brg Wdth UNO Plates: TP-500 Q ICBO:5039 LA:23996 W Cente n joint UNO QPOF S1 Q RUe� V v/LG2 m a 710 y 9 V-8 1/16" s� -s Q '�lF. UCTUPP �Q�~ F CALIF tL 0 Hanso Truss, Inc. and Z signinglengineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- lure of this design unless LL Q specifically fabricated by Hanson Truss, Inc. Q Q Z HANSON TRUSS, INC. DATE:4/21/06 JE Q J J DRWG Ns _ _ .___ __ _ _. not to exceed 10' oc L4 PLAN 3 D z Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 1-2 NO2 DFL 2x4: P=3056C 0.129 Mm=1781 Mp=947 0.384= 0.513 BC 9-8 1&B DFL 2x4: P=2811T 0.357 Mm=1769 Mp=3017 0.438= 0.795 MOD 10-1 STUD DFL 2x6: P=875C 0.102 Mm=O Mp=O 0.000= 0.102 TC AXIAL: 1-2 -3056, 2-3 -3056, 3-4 -3574, 4-5 -3574, 5-6 -12 BC AXIAL: 10-9 73, 9-8 3853, 8-7 2160 WB AXIAL: 10-1-875, 1-9 3044, 9-2 -331, 9-3 -836, 3-8 -297 84 -289, 8-51492, 5-7 -2273, 7-6 -128 10-1 STUD DFL 2x6 1-9 NO2 DFL 2x4 7-6 STUD DFL 2x6 SANTERRA LLC - SANTERRA\WORKING\PLAN 3\M1 BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 40 28 12: LC2: 1.25: 0 28 20 12: 1 2 3 4 5 6 A 9 8 1. 22.71 RCTS: 10 7 MX VRT: 903 903 4'-6" *lx Bracing UNO GRAD SPEC SIZE By Others TC: NO2 DFL 2X4 V Z BC: 10DFL 2X4 WEB: STDB DFL 2X4 N SPCG: PLF oc TCLL: 40 PLF TCDL: 28 z BCLL: (20) 0 BCDL: 12 z Q DUR LDG FCTR: 1.25 } 3.5" Min Brg Wdth UNO m Plates: TP-500 Q ICB0:5039 LA:23996 W C r d on joint UNO LU QA ESSIONq Q o vDm W1 4710 m Q �ql gUCTUPP�Q�~ LL OF CAk- O Han-zoh Truss, Inc. and Z signing engineer accept no responsibility for the LL accuracy, structural ad- equacy or any other fea- 0 tore of this design unless specifically fabricated ti by Hanson Truss, Inc. 0 V 'o HANSON TRUSS, INC. z DATE:4/21/06 JE Q DRWG #s Ml vets a1 j: 1 L= .J /in LL= .Lam LAMDer ii 16in PLAN 3 brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc Multiple Load Cases: Rcts, Forces & Csi's are worst case BASE LOADS: 1.25: 16 14 10 6 PSF *Ix Bracing UNO GRAD SPEC SIZE Code: PSA Rbdg:Y 1-Ply LC1: 1.25: 40 28 12: By Others TC: NO2 DFL 2X4 U TC 1-2 NO2 DFL 2x4: P=3071C 0.132 Mm=1804 Mp=968 0.391= 0.523 LC2: 1.25: 0 28 2012: z 10 DFL 2X4 BC 9-8 1&B DFL 2x4: P=2810T 0.357 Mm=1810 Mp=29910.434= 0.791 BC: WEB: STDB DFL 2X4 MOD 10-1 STUD DFL 2x6: P=875C 0.102 Mm=O Mp=O 0.000= 0.102 U) N TC AXIAL: 1-2 -3071, 2-3 -3071, 3-4 -3554, 4-5 -3554, 5-6-6 sPCG: PLF oc U) BC AXIAL: 10-9 73, 9-8 3856, 8-7 2110 5 6 WB AXIAL: 10-1-875, 1-9 3058, 9-2 -334, 9-3 -823, 3-8 -320 1 2 3 4 TOLL: 40 PLF 8-4 -292, 8-51524, 5-7 -2234, 7-6 -126 TCDL: 28 Z 9 8 I BCLL: (20) 22.71 0o RCTS: 10 7 BCDL: 12 z Q MX VRT: 903 908 2 10-1 STUD DFL 2x6 DUR LDG FCTR: 1.25 1-9 NO2 DFL 2x4 >- 3.5" Min Brg Wdth UNO m Plates: TP-500 Q ICBO:5039 LA:23996 LV Ce eyed on joint UNO LU Q 4'-611 oQppFESSIpyq� k, RV F �Q o�� e����f UU Ua 4710 D9 m s Q Ll. 0 0.375 12 2 -B 2X3 Z Hans Truss, Inc. and 3X6 SX8 3X5 2X3 signing engineer accept no responsibility for the LL 2X3 X8 accuracy, structural ad- equacy or any other fea- ture of this design unless 0 specifically fabricated �o by Hanson Truss, Inc. 0 c, -811 HANSON � 14 8X10 4X12 3X5 4X10 TRUSS INC. Z DATE:4/21/06 7E Q 3/8°-1' J DRWG#s 23'-011 1 2 Defl @ 3: TL= .57in LL= .28in Camber 7/16in PLAN 3 z SANTERRA LLC - SANTERRA\WORKING\PLAN 3\M2 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc Multiple Load Cases: Rcts, Forces & Csi's are worst case BASE LOADS: 1.25: 16 14 10 6 PSF Code: PSA Rbdg:Y 1-Ply LC1: 1.25: 40 28 12: 10-7 P TC 2-3 NO2 DFL 2x4: P=24C 0.000 Mm=552 Mp=1884 0.317= 0.317 LC2: 1.33: 0 28 12: 1-6 +-84H,10-7 P BC 9-8 NO2 DFL 2x4: P=OC 0.000 Mm=1266 Mp=3423 0.662= 0.662 LC3: 1.25: 0 28 2012: 10-7 P MOD 10-1 STUD DFL 2x6: P=140C 0.015 Mm=O Mp=O 0.000= 0.015 TC AXIAL: 1-2 -201, 2-3 -201, 3-4 200, 4-5 180, 5-6 -195 BC AXIAL: 10-9 0, 9-8 0, 8-7 0 5 6 WB AXIAL: 10-1-140, 1-9 393, 9-2 -359, 9-3 -620, 3-8 -588 1 2 3 4 8-4 -308, 8-5 -619, 5-7 -593, 7-6 -125 9 22.71 RCTS: 10 on 7 Cont Brg 10-7 P MX VRT: 157 331 10-1 STUD DFL 2x6 MX HOR: 12 -565 10-7 83H 7-6 STUD DFL 2x6 MX UPL: -17 0 "�r 3/8 =_ 1_ - SANTERRA LLC - SANTERRA\WORKING\PLAN 3\M3 NOTE: TRUSS TO TRANSFER 1900 LBS MAX LATERAL FORCE veil a j: iL= .Ulm LL= um brace B/C with gypsum shtg. or cont. lateral 4%6" *lx Bracing By Others UNO GRAD SPEC SIZE TC: NO2 DFL 2X4 U z BC: NO2 DFL 2X4 — WEB: STDB DFL 2X4 N SPCG: PLF Oc F_ TCLL: 40 PLF TCDL: 28 z BCLL: (20) 0 BCDL: 12 z Q DUR LDG FCTR: 1.25 m 3.5" Min Brg Wdth UNO Plates: TP-500 ICBO:5039 LA:23996 C U ere on joint NO Q W LU oQPOF SSIpNq� �Q� �y RUeq��ticf C'm LUa S 710 D Q /V� m xp 6-30-07 not to exceed 10' oc Q LL �V, ST UCTUPP�Q�~ 0 C AIL 0 Hanson cuss, Inc. and z signing a gineer accept no responsibility for the LL accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. 0 HANSON TRUSS, INC. 0 z DATE:4/21/06 JE Q J DRWG #s J M3 PLAN 3 z Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 1-2 NO2 DFL 2x4: P=OC 0.000 Mm=1017 Mp=1584 0.266= 0.266 BC 5-4 NO2 DFL 2x4: P=OC 0.000 Mm=3234 Mp=O 0.626= 0.626 TC AXIAL: 1-2 -566, 2-3 566 BC AXIAL: 54 0 WB AXIAL: 5-1-107, 5-2 -1411, 24 -1411, 4-3 -107 2X3 N SANTERRA LLC - SANTERRA\WORKING\PLAN 3\N1 BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 40 28 12: 5-4 P LC2: 1.33: 0 28 12: 1-3 +-276H,5-4 P LC3: 1.25: 0 28 20 12: 5-4 P 4X5 8'-6" 1 2 3 8.21 RCTS: 5 4 Cont Brg 5-4 P MX VRT: 636 636 MX HOR: 1303 -1303 5-4 276H MX UPL: -307 -307 NOTE: TRUSS TO TRANSFER 276 PLF MAX LATERAL FORCE 2X3 4X5 r_n — n_ TT __ Al.*- T T _ Al:-. 1JG11 W L.. 111— .Vli L— .— brace B/C with gypsum shtg. or cont. lateral *lx Bracing UNO GRAD SPEC SIZE By Others TC: NO2 DFL 2X4 U Z BC: NO2 DFL 2X4 — WEB: STDB DFL 2X4 N. SPCG: PLF OC D TCLL: 40 PLF TCDL: 28 z BCLL: (20) O BCDL: 12 Z Q DUR LDG FCTR: 1.25 = } 3.5" Min Brg Wdth UNO m Plates: TP-500 Q IC110:5039 LA:23996 W Cent d on joint UNO ESSIpNq� Q OQPp UU LU a7 4710 D 9 cc: m Ex . 6-30-07 Q LL qT UCTUR Q� F F CALZF� O Hanson rusInc. and z y signingtLpins�er accnorespibility for the LL accuracy, structural ad- — equacy or any other fea- Q lure of this design unless Sefabricated by Hanson Truss, Inc. Q HANSON TRUSS, INC. 0 Z DATE:4/21/06 JE Q J DRWG #s N1 D Z PLAN 3 not to exceed 10' oc 0 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 2-3 NO2 DFL 2x4: P=933C 0.014 Mm=1945 Mp=2009 0.356= 0.370 BC 7-6 NO2 DFL 2x4: P=722T 0.128 Mm=999 Mp=867 0.193= 0.321 TC AXIAL: 1-2 -933, 2-3 -933, 3-4 -938 BC AXIAL: 8-7 0, 7-6 938, 6-5 0 WB AXIAL: 8-1-1465, 1-71847, 7-2 -1542, 7-3 -5, 6-3 -1546 6-41856, 5-4 -1469 V-0" BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 40 28 12: 2 1134,3 1134 LC2: 1.25: 0 28 20 12: 2 884,3 884 12 34 �7 6 8.21 RCTS: 8 5 MX VRT: 1462 1462 6X6 3X4 3X4 6X6 6X8 6X6 3X 8'-6" SANTERRA LLC - SANTERRA\WORKING\PLAN 3\N2 1JG11 [�( L. III—.VLllI LL— .V1Ai brace B/C with gypsum shtg. or cont. lateral *lx Bracing UNO GRAD SPEC SIZE By others TC: NO2 DFL 2X4 U z BC: NO2 DFL 2X4 — WEB: STDB DFL 2X4 N SPCG: PLF oc D X TCLL: 40 PLF F.. TCDL: 28 z BCLL: (20) 0 U) BCDL: 12 Z Q DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO m Plates: TP-500 O ICB0:5039 LA:23996 W Cente d on joint UNO ESSIpNq� Q O'vz C�o �� �9L Cr L 4710 D D m - g.. - - 7 Q �AL O Hanson Truss, Inc. and z signing engineer accept no responsibility for the LL accuracy, structural ad- equacy or any other fea- ture of this design unless Q specifically fabricated — by Hanson Truss, Inc. O HANSON TRUSS, INC. Z DATE:4/21/06 JE Q DRWG #s J N2 D PLAN 3 Z 000rt not to exceed 10' oc • Multiple Load Cases: Rcts, Forces & Csi's are worst case BASE LOADS: 1.25: 16 14 10 6 PSF *lx Bracing Code: PSA Rbdg:Y 1-Ply LC1: 1.25: 32 28 34: 2 1476 By Others TC 1-2 NO2 DFL 2x4: P=1566C 0.033 Mm=1573 Mp=O 0.298= 0.331 BC 6-5 NO2 DFL 2x4: P=OC 0.000 Mm=581 Mp=570 0.156= 0.156 UNO GRAD SPEC SIZE TC: NO2 DFL 2X4 U z BC: NO2 DFL 2X4 WEB: STDB DFL 2X4 TC AXIAL: 1-2 -1566, 2-3 -1566 N BC AXIAL: 6-5 0, 5-4 0 2 WB AXIAL: 6-1-1076, 1-5 1360, 5-2 -345, 5-3 1360, 4-3 -1076 SPCG: PLF Oc 1 3 TCLL: 32 PLF 4'-2 1/2° 3'-21/4° 5 12 12 8.13 TCDL: 28 BCLL: z 0 BCDL: 34 Z RCTS: 6 6.238 ��8 Q DUR LDG FCTR: 1.25 MX VRT: 1134 2 3X4 } 3.5" Min Brg Wdth UNO m Plates: TP-500 ICBO: 9 :23996 C tered n joint UNO Q W LU moo' Qv SSR1Nq� F �� 9L �` 8J 4 710 D 9 Exp. 6-30-07 Q U_ T_ m Q LL ��CALI"'�' 0 Hanson Truss, Inc. and z signing engineer accept no responsibility for the LL accuracy, structural ad- equacy or any other fea- tore of this design unless 0 specifically fabricated by Hanson Truss, Inc. — 0 SX8 3X > 13 Z HANSON TRUSS, INC. DATE:4/21/06 JE Q - DRWG#s 855" Defl cQ 2: TL= .03in LL= .Olin SANTERRA LLC - SANTERRA\WORKING\PLAN 3\P 1 Laterally brace B/C with gypsum shtg. or coot. lateral support not to exceed 10' oc P 1 PLAN 3 D Z • L Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 2-Ply TC 5-6 NO2 DFL 2x4: P=4357C 0.359 Mm=952 Mp=735 0.307= 0.667 BC 14-13 NO2 DFL 2x4: P=4578T 0.809 Mm=876 Mp=7710.170= 0.979 TC AXIAL: 1-21293, 2-3 -2241, 3-4 -2091, 4-5 -4357, 5-6 -4357 6-7 -4340, 7-8 -3449, 8-9 -3670, 9-10 -3596 BC AXIAL: 1-16 -1192, 16-15 -1192, 15-14 3474, 14-13 4578 13-12 4340, 12-11 3402, 11-10 3402 WB AXIAL: 16-2 -1959, 2-15 3363, 15-3 260, 15-4 -1635, 4-141043 14-5 -286, 14-6 -262, 6-13 -282, 13-7 223, 7-12 -1042 12-8 632, 12-9 -239, 11-9 -72 2-15 NO2 DFL 2x4 4r- 7X8 4X4 =WlC ra HGR 8'-0" SANTERRA LLC - SANTERRA\WORKING\PLAN 4\Al '-8 1/4" BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 32 28 30: 3-8 154,3 501,8 501 LC2: UNBALANCED LIVE LOADS. LC3: 1.25: 64 56 24: * 1 x Bracing By Others 3 4 5 6 7 8 9 1 2 10 i6 15 14 13 12 11 ° 33.44 ROTS: 1 16 10 MX VRT: -580 4350 2580 MX UPL: -1166 0. 0 @ Carrier 2-Ply: Nail TC w/16d @ 12in oc Nail BC w/16d @ 12in oc Defl @ 6: TL= .72in LL= .31in Camber 5/8in brace B/C with gypsum shtg. or con,. lateral support not to exceed 10' oc UNO GRAD SPEC SIZE TC: NO2 DFL 2X4 BC: NO2 DFL 2X4 WEB: STDB DFL 2X4 SPCG: PLF oc 2-PLY TCLL: 32 PLF TCDL: 28 BCLL: BCDL: 30 DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP-500 ICBO:5039 LA:23996 Centered..on ioint UNO ply P . RUe� Z � � �a S 710 9DD Exp 6-30-07 F ML ,' Hanso# Truss, Inc. and signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. HANSON TRUSS, INC. DATE: 3/20/06 JE ------------ DRWG #s Al PLAN 4 D z Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 5-6 NO2 DFL 2x4: P=480T 0.077 Mm=3166 Mp=5485 0.923= 1.000 BC 8-7 NO2 DFL 2x4: P=189C 0.001 Mm=288 Mp=2300 0.618= 0.619 TC AXIAL: 1-2 -1983, 2-3 -1084, 3-4 -950, 4-5 -842, 5-6 512 BC AXIAL: 1-101826, 10-9 1826, 9-8 727, 8-7 -438, 7-6 -438 WB AXIAL: 10-2 244, 2-9 -933, 9-3 132, 9-4 435, 8-4 -407 8-5 1224, 7-5 -1335 W-0" • II 114"=1' SANTERRA LLC - SANTERRA\WORKING\PLAN 4\A2 BASE LOADS: 1.25: 16 14 10 6 PSF *lx Bracing UNO GRAD SPEC SIZE LC1: 1.25: 32 28 12: 7-6 36 By others TC: NO2 DFL 2X4 U LC2: UNBALANCED LIVE LOADS. z LC3: 1.25: 0 28 20 12: 7-6 36 BC: NO2 DFL 2X4 — 3 4 RCTS: 1 7 6 MX VRT: 867 1594 283 Detl Q 10: TL= .23in LL= .lm brace B/C with evpsum shtQ. or cont. lateral support not to exceed 10' oc WEB: STDB DFL 2X4 N SPCG: PLF OC D TCLL: 32 PLF TCDL: 28 Z BCLL: (20) 0 U) BCDL: 12 z Q DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO 00 Plates:4TP5XItesA:23996LLICejoint UNO QPOF SSIONq� Q O U C�o cc d S m cp. 6-30-07 Q Q �q ST9UCTUPP�Q�ti F LL OF CALIF O Hanson Truss, Inc. and z signing engineer accept no responsibility for the LL accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. Q HANSON 0 TRUSS, INC. Z DATE:3/20/06 JE Q DRWG #s A2 PLAN 4 z :7 Multiple Load Cases: Rcts, Forces & Csi's are worst case BASE LOADS: 1.25: 16 14 10 6 PSF *lx Bracing UNO GRAD SPEC SIZE Code: PSA Rbdg:Y 1-Ply LC1: 1.25: 32 28 12: 8-7 36 By Others TC' NO2 DFL 2X4 U TC 6-7 NO2 DFL 2x4: P=561T 0.090 Mm=3524 Mp=42210.710= 0.800 LC2: UNBALANCED LIVE LOADS. z BC 9-8 NO2 DFL 2x4: P=261T 0.064 Mm=95 Mp=22410.602= 0.666 LC3: 1.25: 0 28 20 12: 8-7 36 BC: NO2 DFL 2X4 — WEB: STDB DFL 2X4 TC AXIAL: 1-2 -1897, 2-3 -1873, 34-841, 4-5 -840, 5-6 575 4 in U)BC 6-7 587 3 5 AXIAL: 1-101730, 10-91215, 9-8 473, 8-7 -513 2 6 sPCG: PLF oc TCLL: 32 PLF WB AXIAL: 10-2 -384, 10-3 713, 3-9 -639, 9-4 314, 9-5 412 5-8 -1366, 8-6 -484 1 7 0 TCDL: 28 Z 10 9 BCLL: (20) 0 33.44 U) RCTS: 1 8 7 BCDL: 12 z MX VRT: 864 1620 269 = DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO 00 Plates: TP-500 Q Iqff&039 LA:23996 W Cen ed on joint UNO UJ OFESSIONq� Q 17'-0" OQ ��Q� a • RVe F�� �� U 5'-11 15/16" ro ��� m 4710 y D xp. 6-30-07 Q 3X4 Q STAUCTUPP�Q�ti 1L 3X4 3X8 OF CALIFS 0 Hanson Truss, Inc. and z fl,- /4„ 4 2 2g3 2X3 12 4 signing engineer accept no responsibility for the LL accuracy, structural ad- equacy or any other fea- ture of this design unless Q specifically fabricated — 4X6 3X4 by Hanson Truss, Inc. 0 HANSON 3X4 3X8 4 4 TRUSS, INC. 3X4 Z DATE: 3/20/06 JE LU26 Ply 81-0" Q 114 ° = I' - - - -- - ---- -- - J DRWG //s 34'-0" A3 D Defl @ 2: TL= .2in LL= .09in PLAN 4 z SANTERRA LLC - SANTERRA\WORKING\PLAN 4\A3 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 2-Ply TC 7-8 NO2 DFL 2x4: P=758T 0.122 Mm=1748 Mp=2270 0.382= 0.504 BC 1-11 NO2 DFL 2x4: P=3635T 0.604 Mm=530 Mp=200 0.096= 0.700 TC AXIAL: 1-2 -3307, 2-3 -2626, 3-4 -2388, 4-5 -1013, 5-6 -704 6-7 1325, 7-8 777 BC AXIAL: 1-113635, 11-10 2313, 10-9 937, 9-8 -708 WB AXIAL: 2-11-619, 11-3 -522, 114 1172, 4-10 -949, 10-5 457 10-6 957, 6-9 -1759, 9-7 -310 i SANTERRA LLC - SANTERRA\WORKING\PLAN 4\A4 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 69 163 12: 4-8 60,9-8 36 LC2: UNBALANCED LIVE LOADS. LC3: 1.33: 0 163 12: 4-8 28,9-8 36,1-8 +-181H,1-+6100H LC4: 1.25: 0 163 20 12: 4-8 28,9-8 36 W, ROTS: 1 9 8 MX VRT: 2462 2558 24 MX HOR: -2 0 0 1 +610011 1-6100H MX UPL: 0 0 -286 2-Ply: Nail TC w/16d @ 9in oc Nail BC w/16d @ 12in oc NOTE: TRUSS TO TRANSFER 6100 LBS MAX LATERAL FORCE * 1 x Bracing By Others LINO GRAD SPEC SIZE NO2 DFL 2X4 TC: z z BC: NO2 DFL 2X4 — WEB: STDB DFL 2X4 N SPCG: PLF oc 2-PLY D TCLL: 69 PLF TCDL: 163 z BCLL: (20) 0 BCDL: 12 z Q DUR LDG FCTR: 1.25 m 3.5" Min Brg Wdth UNO Q Plates: TP-500 ICBO:S :23996 point W Ce red on UNO L" Q?ZO ES IONq Q P . RVeq( F,yc V ��QF �y C-0 LU S4 10 D 9 m 6- - _Exp. Q LL 0 C ALZF 0 z Hanson ss, Inc. and signing a gineer accept no responsibility for the L( accuracy, structural ad- — equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. Q HANSON TRUSS, INC. 0 z DATE:4/20/06 JE Q DRWG #s A4 Defl @ 3: TL= .25in LL= .08in Camber 1/4in PLAN 4 brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc I=11 P, Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 1.2 NO2 DFL 2x4: P=2011C 0.126 Mm=3046 Mp=2956 0.727= 0.853 BC 1-10 NO2 DFL 2x4: P=1546T 0.273 Mm=1724 Mp=2457 0.475= 0.749 TC AXIAL: 1-2 -2011, 2-3 -1998, 3-4 -872, 4-5 -872, 5-6 516 6-7 528 BC AXIAL: 1-101843, 10-91264, 9-8 512, 8-7 -457 WB AXIAL: 10-2 -420, 10-3 802, 3-9 -664, 9-4 330, 9-5 401 5-8 -1343, 8-6 -482 1/4" =1' SANTERRA LLC - SANTERRA\WORKING\PLAN 4\A5 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 32 28 12: 8-7 36 LC2: UNBALANCED LIVE LOADS. LC3: 1.25: 0 28 20 12: 8-7 36 4 RCTS: 1 8 7 MX VRT: 881 1604 280 * 1 x Bracing By Others Detl @ 2: "11= . Min LL= Min brace B/C with evasum shtQ. or cont. lateral support not to exceed 10' oc UNO GRAD SPEC SIZE NO2 DFL 2X4 U TC: Z BC: NO2 DFL 2X4 N VVEB: STDB DFL 2X4 SPCG: PLF oc TCLL: 32 PLF TCDL: 28 Z BCLL: (20) 0 U) BCDL: 12 z Q DUR LDG FCTR: 1.25 m 3.5" Min Brg Wdth UNO Q Plates: TP-500 ICB0:5039 LA:23996 W Centered on joint UNO LU FE SloV Q /U� 710 v D m Ex . 5-30-07 Q . LL �F CALS` Hans n Truss, Inc. and z sig g engineer accept no sponsibility for the LL accuracy, structural ad- equacy or any other fea- ture of this design unless 0 specifically fabricated by Hanson Truss, Inc. O HANSON TRUSS, INC. Z DATE: 3/20/06 JE Q - __J DRWG #s J A5 PLAN 4 z Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 2-Ply TC 7-8 NO2 DFL 2x4: P=758T 0.122 Mm=1748 Mp=2270 0.382= 0.504 BC 1-11 NO2 DFL 2x4: P=3635T 0.604 Mm=530 Mp=200 0.096= 0.700 TC AXIAL: 1-2 -3307, 2-3 -2626, 3-4 -2388, 4-5 -1013, 5-6 -704 6-7 1325, 7-8 777 BC AXIAL: 1-11 3635, 11-10 2313, 10-9 937, 9-8.-708 WB AXIAL: 2-11-619, 11-3 -522, 11-41172, 4-10 -949, 10-5 457 10-6 957, 6-9 -1759, 9-7 -310 M SANTERRA LLC - SANTERRA\WORKING\PLAN 4\A6 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 69 163 12: 4-8 60,9-8 36 LC2: UNBALANCED LIVE LOADS. LC3: 1.33: 0 163 12: 4-8 28,9-8 36,1-8 +-181H,1-+6100H LC4: 1.25: 0 163 20 12: 4-8 28,9-8 36 5 RCTS: 1 9 8 MX VRT: 2462 2558 24 MX HOR: -2 0 0 1 +6100H 1-6100H MX UPL: 0 0 -286 2-Ply: Nail TC w/16d @ 9in oc Nail BC w/16d @ 12in oc NOTE: TRUSS TO TRANSFER 6100 LBS MAX LATERAL FORCE 5'-ll 15/16" *Ix Bracing By Others Defl @ 3: TL= .25in LL= .08in Camber 1/4in brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc UNO GRAD SPEC SIZE NO2 DFL 2X4 TC: Z z BC: NO2 DFL 2X4 — fA WEB: STDB DFL 2X4 07 SPCG: PLF oc 2-PLY D TCLL: 69 PLF �... TCDL: 163 z BCLL: (20) 0 BCDL: 12 z Q DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO 00 Plates: TP-500 Q ICBO:S :23996 W C ed njoint UNO QAOF SI01V Q �Q�� y RU9 `Fti V LU a S 710 y :0it Exp 6-30-07 * Q �l VCTUAPvQ�~ F F CALZF� 0 Hanson russ, Inc. and z signing engineer accept no responsibility for the 11 accuracy, structural ad- — equacy or any other fea- ture of this design unless specifically fabricated — by Hanson Truss, Inc. 0 HANSON TRUSS, INC. z DATE:4/20/06 JE Q J J - - DRWG fis A6 z PLAN 4 • Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 2-3 NO2 DFL 2x4: P=2502C 0.140 Mm=2551 Mp=2607 0.604= 0.744 BC 12-11 1&B DFL 2x4: P=2470T 0.314 Mm=3067 Mp=3768 0.547= 0.860 MOD 3-8 NO2 DFL 2x4: P=2101C 0.042 Mm=346 Mp=1058 0.205= 0.247 TC AXIAL: 1-2 -3479, 2-3 -2832, 3-4 -469, 4-5 -469, 5-6 -2832 6-7 -3479 BC AXIAL: 1-12 3247, 12-113247, 11-10 2619, 10-9 3247, 9-7 3247 3-8 -2247, 8-5 -2247 WB AXIAL: 12-2 158, 2-11-796, 11-3 495, 8-4173, 10-5 495 10-6 -796, 9-6 158 11-10 10 DFL 2x4SC 3-5 NO2 DFL 2x4 1/4" =1' SANTERRA LLC - SANTERRA\WORKING\PLAN 4\A7 17'-0" BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 32 28 12: 11-10 FAS100 LC2: UNBALANCED LIVE LOADS. LC3: 1.25: 0 28 20 12: 11-10 FAS100 4 RCTS: 1 7 MX VRT: 1338 1338 Den (o 3: IL= .61M LL= .Dlm UamDer 7/16111 brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc *lx Bracing By Others UNO GRAD SPEC SIZE NO2 DFL 2X4 U TC: Z z BC: 1&B DFL 2X4 WEB: STDB DFL 2X4 U) SPCG: 24 OC Cr TCLL: 32 PLF TCDL: 28 z BCLL: (20) O N BCDL: 12 Z Q DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO m Plates: <P-500 Q 0:5039 LA:23996 W 7I Centere on joint UNO LU SSIpNq� Q oQPOF cc 4 710 D D m - - Q 9T TUPP P� F F CALIF Hanson russ, Inc. and Z signing engineer accept no responsibility for the LL accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. Q HANSON TRUSS, INC. D Z DATE:3/20/06 JE Q DRWG #s J A7 z PLAN 4 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 5-6 NO2 DFL 2x4: P=2742C 0.190 Mm=2634 Mp=2822 0.678= 0.868 BC 9-8 NO2 DFL 2x4: P=2722T 0.481 Mm=790 Mp=1509 0.292= 0.773 TC AXIAL: 1-2 -3383, 2-3 -2709, 3-4 -2493, 4-5 -2522, 5-6 -2742 6-7 -3527 BC AXIAL: 1-11 3137, 11-10 3137, 10-9 2659, 9-8 3305, 8-7 3305 WB AXIAL: 11-2 201, 2-10 -666, 10-3 521, 10-4 -263, 4-9 -216 9-5 533, 9-6 -813, 8-6 200 SANTERRA LLC - SANTERRA\WORKING\PLAN 4\A9 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 32 28 12: 3-5 90 LC2: 1.25: 0 28 20 12: 3-5 50 14'-011 4'-8 1/4" 3 4 5 RCTS: MX VRT: 1322 1318 *lx Bracing By Others Defl @ 4: TL= .52m LL= .22M (;amber "//16m brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc UNO GRAD SPEC SIZE NO2 DFL 2X4 U TC: Z BC: NO2 DFL 2X4 WEB: STDB DFL 2X4 U) SPCG: PLF oc D cc TCLL: 32 PLF TCDL: 28 z BCLL: (20) 0 U) BCDL: 12 Z Q DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO m Plates: TP-500 Q IC110:50 :23996 LV Cen ed o joint UNO QpOFE IOryq Q a� S 710 v D m Exp. 6-30-07 Q Q t_ � CALIF r- 0 Hanson russ, Inc. and Z signing g. er accept no resp I ility for the LL accurac , structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. 0 HANSON TRUSS, INC. Z DATE:3/20/06 JE Q DRWG Ifs A9 Z PLAN 4 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 5-6 NO2 DFL 2x4: P=4244C 0.339 Mm=880 Mp=1205 0.278= 0.617 BC 11-10 NO2 DFL 2x4: P=3233T 0.572 Mm=1011 Mp=2166 0.419= 0.991 TC AXIAL: 1-2 -3698, 2-3 -3464, 3-4 -3224, 4-5 -4244, 5-6 4244 6-7 -3319, 7-8 -3568, 8-9 -3974 BC AXIAL: 1-12 3434, 12-113962, 11-10 4010, 10-9 3743 WB AXIAL: 2-12 -185, 12-3 765, 12-4 -949, 4-11362, 11-5 -329 11-6 301, 6-10 -887, 10-7 801, 10-8 -411 10'-0" 3'-4 1/4" SANTERRA LLC - SANTERRA\WORKING\PLAN 4\A10 BASE LOADS: 1.25: 16 14 10 6 PSF *lx Bracing LC1: 1.25: 32 28 12: 3-7 90 By Others LC2: 1.25: 0 28 20 12: 3-7 50 3 4 5 6 7 RCTS: MX VRT: 1437 1430 Detl Q 5: TL= .74m LL= .3m Camber 11/16m brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc UNO GRAD SPEC SIZE NO2 DFL 2X4 U TC: Z BC: NO2 DFL 2X4 — WEB: STDB DFL 2X4 N SPCG: PLF oc D X TCLL: 32 PLF TCDL: 28 Z BCLL: (20) 0 U) BCDL: 12 z Q DUR LDG FCTR: 1.25 m 3.5" Min Brg Wdth UNO Q Plates: TP-500 ICBO:5039 LA:23996 W Centered on joint UNO QPOF SSIOryq� Q O �Q� y P RV9 Fy U_ ~� 9G LPL Cr a 4710 D 9 m * Ex . 6- - Q /F OF CALIF') Hanso Truss, Inc. and z Sig ' engineer accept nor possibility for the LL accuracy, structural ad- — equacy or any otherfea- ture of this design unless specifically fabricated — by Hanson Truss, Inc. 0 HANSON TRUSS, INC. Z DATE:3/20/06 JE Q - _..J DRWG his J A10 z Z PLAN 4 7 •- Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 2-Ply TC 6-7 NO2 DFL 2x4: P=5564C 0.452 Mm=774 Mp=625 0.234= 0.686 BC 15-14 NO2 DFL 2x6: P=4826T 0.626 Mm=2762 Mp=2620 0.250= 0.876 TC AXIAL: 1-2 -3872, 2-3 -3985, 3-4 -3760, 4-5 -5520, 5-6 -5520 6-7 -5564, 7-8 -5564, 8-9 -3961, 9-10 -4195 10-11-4209 BC AXIAL: 1-15 3641, 15-14 4826, 14-13 5727, 13-12 4948 12-11 3995 WB AXIAL: 2-15 175, 15-3 725, 15-4 -1316, 4-14 857, 14-5 -224 14-6 -256, 6-13 -201, 13-7 -224, 13-8 760, 8-12 -1219 12-9 774, 12-1017 8'-0" 0' H/2„ 4 � 4X10 n 2X3 5X10 "' 4X10 HHUS26-2 BM SANTERRA LLC - SANTERRA\WORKING\PLAN 4\A11 2'-8 1/4" BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 32 28 30: 3-9 154,3 501,9 501 * 4X4 2X3 * 3X4 3X10 6X10 34'-0" *Ix Bracing By Others 2 3 4 5 6 7 8 9 10 1 11 15 14 13 12 0 33.25 RCTS: 1 11 MX VRT: 2912 2874 @ Carrier 2-Ply: NO TC w/16d @ 12in oc Nail BC w/16d @ 12in oc * 2X3 * 4X4 4X12 124 ^ . 2X3 4X10 3X10 4X8 Defl @ 6: TL= .95in LL= .42in Camber 13/16in brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc UNO GRAD SPEC SIZE NO2 DFL 2X4 U TC: z BC: NO2 DFL 2X6 N WEB: STDB DFL 2X4 SPCG: PLF oc 2-PLY D cc TCLL: 32 PLF TCDL: 28 z 0 BCLL: N BCDL: 30 z Q DUR LDG FCTR: 1.25 m 3.5" Min Brg Wdth UNO Q Plates: TP-500 ICBO:5039 LA:23996 W Centered on joint UNO LU Q(�OF S'IDryq� Q o �QF �y RUBgC� ycf U gym w� 4710 m *� Exp' 6-30-07 l*ll I Q F CALIF O z Hanson Truss, Inc. and signing engineer accept no res risibility for the LL accura y, structural ad- equacy or any other fea- ture of this design unless specifically fabricated — by Hanson Truss, Inc. O HANSON TRUSS, INC. z Q DATE:3/20/06 JE DRWG #s J A11 D z PLAN 4 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 2-Ply TC 3-4 NO2 DFL 2x4: P=2721C 0.263 Mm=1772 Mp=2328 0.592= 0.855 BC 9-8 NO2 DFL 2x4: P=3208T 0.567 Mm=1364 Mp=962 0.264= 0.831 TC AXIAL: 1-2 -2963, 2-3 -2887, 3-4 -2721, 4-5 -2721, 5-6 -2887 6-7 -2963 BC AXIAL: 1-9 2798, 9-8 3208, 8-7 2798 WB AXIAL: 2-9 -294, 9-3 396, 9-4 -538, 4-8 -538, 8-5 396 8-6 -294 4X8 3/8" = F 8'-0" 2'-8 1/4" 3X10 12 4 � 2X3 SANTERRA LLC - SANTERRA\WORKING\PLAN 4\B1 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 32 28 30: 3-5 154,3 501,5 501 LC2: 1.25: 64 56 24: *lx Bracing By Others 3 4 5 2 6 1 7 9 8 0 24.71 RCTS: 1 7 MX VRT: 2086 2086 Qa Carrier 2-Ply: Nail TC w/16d @ 12in oc Nail BC w/16d @ 12in oc 3X4 3X10 124 �_ 2X3 4X8 3X8 4X8 3X8 UNO GRAD SPEC SIZE TC: NO2 DFL 2X4 U z BC: NO2 DFL 2X4 — VVEB: STDB DFL 2X4 N U) SPCG: PLF oc 2-PLY D TCLL: 32 PLF TCDL: 28 z O BCLL: BCDL: 30 z Q DUR LDG FCTR: 1.25 m 3.5" Min Brg Wdth UNO Q Plates: TP-500 ICB0:5039 LA:23996 W Cente a n joint UNO Q V E R Ue����✓ U �`,y C 710 v m qT 9UCTUPP LL Q� FOF CALIF O z Hans Truss, Inc. and sig . g engineer accept no r sponsibility for the U_ accuracy, structural ad- equacy or any other fea- ture of this design unless 0 specifically fabricated — by Hanson Truss, Inc. O HANSON TRUSS, INC. z DATE: 3/20/06 JE Q DRWG #s 25'-0" Defl Q 4: TL= .43in LL= .19in Camber 3/8111131 brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc PLAN 4 z Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 1-2 NO2 DFL 2x4: P=2194C 0.038 Mm=1752 Mp=2672 0.449= 0.488 BC 7-6 NO2 DFL 2x4: P=3552T 0.590 Mm=490 Mp=1288 0.234= 0.824 TC AXIAL: 1-2 -2608, 2-3 -1901, 3-4 -1901, 4-5 -2595 BC AXIAL: 1-7 2034, 7-6 3552, 6-5 3221 WB AXIAL: 2-7 -719, 7-3 914, 3-6 922, 6-4 -726 12'-6" 3/8"=1' SANTERRA LLC - SANTERRA\WORKING\PLAN 4\B2 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 32 28 12: LC2: 1.33: 0 28 12: 1-5 +-227H,1-7 -+662H LC3: 1.25: 0 28 20 12: 3 RCTS: 1 5 MX VRT: 996 996 MX HOR: -9 0 1-7 +662H 1-7 -662H NOTE: TRUSS TO TRANSFER 5600 LBS MAX LATERAL FORCE 4'-5 15/16" *1x Bracing UNO GRAD SPEC SIZE By Others TC: NO2 DFL 2X4 U BC: NO2 DFL 2X4 Z Defl @ 7: TL= .24in LL= .1fin brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc WEB: STDB DFL 2X4 SPCG: TCLL: TCDL: BCLL: BCDL: 24 OC 32 PLF 28 (20) 12 DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP-500 ICBO:5039 LA:23996 Centered on joint UNO QV)v SSioz' qT NUCTU��-Q�, F OF CALIF O 1"o4 Truss, Inc. and Z signing engineer accept no responsibility for the LL accuracy, structural ad- equacy or any other fea- ture of this design unless Q specifically fabricated — by Hanson Truss, Inc. O HANSON > TRUSS, INC. 0 Z DATE:3/20/06 JE Q J DRWG #s B2 Z PLAN 4 • Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 2-Ply TC 6-7 NO2 DFL 2x4: P=5890C 0.370 Mm=1419 Mp=1103 0.326= 0.697 BC 8-7 SS DFL 2x6: P=5578T 0.416 Mm=6065 Mp=3012 0.329= 0.745 TC AXIAL: 1-2 -3864, 2-3 -3665, 3-4 -3213, 4-5 -3213, 5-6 -4934 6-7 -5890 BC AXIAL: 1-12 3650, 12-113650, 11-10 3475, 10-9 4683, 9-8 5578 8-7 5578 WB AXIAL: 12-2 89, 2-11-348, 11-3 259, 3-10 -522, 10-41870 10-5 -1942, 9-5 1392, 9-6 -966, 8-6 595 12'-6" 11 3/8'=1' SANTERRA LLC - SANTERRA\WORKING\PLAN 4\B3 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 32 28 115: 11-10 60,10-7 437 LC2: 1.33: 0 28 64: 11-10 33,10-7 249,1-7 +-182H,7-+4500H 4 RCTS: 1 7 MX VRT: 3034 5064 MX HOR: 4 0 7 +4500H 7 -4500H 2-Ply: Nail TC w/16d @ 12in oc Nail BC w/16d @ 6in oc NOTE: TRUSS TO TRANSFER 4500 LBS MAX LATERAL FORCE 4'-5 15/16" *1x Bracing UNO GRAD SPEC SIZE By others TC: NO2 DFL 2X4 U z BC: SS DFL 2X6 z vaEB: STDB DFL 2X4 U) CWr Tt Defl @ 9: TL= .5in LL= .23m Camber Min brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc SPCG: PLF oc 2-PLY N D lr TCLL: 32 PLF TCDL: 28 z O BCLL: U) BCDL: 115 z Q = DUR LDG FCTR: 1.25 } 3.5" Min Brg Wdth UNO m Plates: TP-500 Q ICBO:5039 LA:23996 W Cente •ed on joint UNO Q OQPOFESSIO,yq� �QF y R . RUe FAG U w f T1 Q W Exp. 6-30-07 Q �9TS Af/CTUPP�Q�~� F OF CALIF F' O z HansoL Truss, Inc. and signing engineer accept no responsibility for the LL accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. O HANSON TRUSS, INC. z DATE: 3/20/06 JE Q DRWG Ifs J B3 z PLAN 4 z 0 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 1-2 NO2 DFL 2x4: P=510C 0.003 Mm=1094 Mp=187 0.189= 0.192 BC 1-4 NO2 DFL 2x4: P=448T 0.079 Mm=627 Mp=646 0.125= 0.204 TC AXIAL: 1-2 -510, 2-3 -510 BC AXIAL: 14 448, 4-3 448 WB AXIAL: 4-2153 1"=1' BASE LOADS: 1.25: 16 14 10 6 PSF LCI: 1.25: 32 28 12: LC2: 1.25: 0 28 20 12: 2 1 3 4 0 8.17 RCTS: 1 3 MX VRT: 300 300 4'-2 3/4" 12 12 4 4 V-8 7/8" SANTERRA LLC - SANTERRA\WORKING\PLAN 4\C1 Defl @ 4: TL= .02in LL= .Olin brace B/C with gypsum shtg. or cont. lateral *1x Bracing By Others UNO GRAD SPEC SIZE TC: NO2 DFL 2X4 U z BC: NO2 DFL 2X4 WEB: STDB DFL 2X4 to SPCG: 24 OC TCLL: 32 PLF TCDL: 28 z BCLL: (20) O N BCDL: 12 Z Q DUR LDG FCTR: 1.25 m 3.5" Min Brg Wdth UNO Plates: TP-500 ICB0:5039 LA:23996 C nter on joint UNO Q W Q U m ��ppp ESSU�ryq� �Q ry 6 F2G, 4710 v D E p. 6-30-07 Q �F CALIF O H n Truss, Inc. and Z Sig g engineer accept no responsibility for the 1L accuracy, structural ad- — equacy or any other fea- ture of this design unless C) specifically fabricated by Hanson Truss, Inc. O HANSON TRUSS, INC. Z DATE: 3/20/06 JE Q DRWG #s C1 D .3ort not to exceed 10' oc PLAN 4 z Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 2-3 NO2 DFL 2x4: P=2208C 0.133 Mm=2908 Mp=1107 0.695= 0.828 BC 1-4 NO2 DFL 2x4: P=2032T 0.359 Mm=1611 Mp=1554 0.312= 0.671 TC AXIAL: 1-2 -2208, 2-3 -2208 BC AXIAL: 1-4 2032, 4-3 2032 WB AXIAL: 4-2 234 1/2" =1' SANTERRA LLC - SANTERRA\WORKING\PLAN 4\D1 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 32 28 26: 2 785 2 1 3 4 0 I. 13.21 I, RCTS: 1 3 MX VRT: 971 971 6'-9" 2'-6 15/16" lien g ,+: iL= .l,+iu LL= .06in brace B/C with Msum shtg. or coot. lateral * 1 x Bracing UNO GRAD SPEC SIZE V By others TC: NO2 DFL 2X4 Z BC: NO2 DFL2X4 — WEB: STDB DFL 2X4 N SPCG: PLF oc TCLL: 32 PLF TCDL: 28 Z BCLL: N BCDL: 26 Z Q DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO m Plates: TP-500 Q ICBO:503 LA:23996 W Ce wed n joint UNO QPOF SlOryq Q 9DD m � :� 4710 c OF CALZFv t- 0 Hans n Truss, Inc. and Z Sig . g engineer accept no responsibility for the LL accuracy, structural ad- — e or any other fea- Q r:cy ture of this design unless specifically fabricated — by Hanson Truss, Inc. 0 HANSON 0 TRUSS, INC. Z DA1E:3/20/06 JE Q DRWG #s .J D1 D not to exceed 10' oc PLAN 4 Z_ Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 2-3 NO2 DFL 2x4: P=795C 0.017 Mm=2965 Mp=984 0.558= 0.575 BC 4-3 NO2 DFL 2x4: P=2308T 0.383 Mm=234 Mp=1156 0.210= 0.594 TC AXIAL: 1-2 -1301, 2-3 -1415 BC AXIAL: 14 693, 4-3 2308 WB AXIAL: 4-2 241 9 1/211=1' SANTERRA LLC - SANTERRA\WORKING\PLAN 4\D2 BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 32 28 12: LC2: 1.33: 0 28 12: 1-3 +-282H,1-4 -+586H LC3: 1.25: 0 28 20 12: 2 1 3 4 0 12.75 RCTS: 1 3 MX VRT: 606 606 MX HOR: 6 0 1-4 +58611 1-4 -586H MX UPL: -77 -77 NOTE: TRUSS TO TRANSFER 3600 LBS MAX LATERAL FORCE 6'-9" 2'-6 15/16" LL= .Min brace B/C with gypsum shtg. or coat. lateral *lx Bracing By Others UNO GRAD TC: NO2 SPEC DFL SIZE 2X4 BC: NO2 DFL 2X4 WEB: STDB DFL 2X4 not to exceed 10' oc SPCG: 24 OC TCLL: 32 PLF TCDL: 28 BCLL: (20) BCDL: 12 DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP-500 ICBO:5039 LA:23996 Centered on joint UNO Qov SSIOryq RUB W�F 4710 �v9 F CIALZFOQ` russ, Inc. and lrg7* z Signgineer accept engineer nsibility for the LL , or any other fea- Q tore of this design unless specifically fabricated — by Hanson Truss, Inc. Q HANSON 0 TRUSS, INC. Z DATE:3/20/06 JE Q DRWG #s D2 z PLAN 4 C Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 2-3 NO2 DFL W: P=1533C 0.038 Mm=1890 Mp=590 0.367= 0.405 BC 1-4 NO2 DFL W: P=1405T 0.248 Mm=1012 Mp=808 0.196= 0.444 TC AXIAL: 1-2 -1533, 2-3 -1533 BC AXIAL: 1-4 1405, 4-3 1405 WB AXIAL: 4-2159 3/4" =1' SANTERRA LLC - SANTERRA\WORKING\PLAN 4\E1 BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 32 28 22: 2 508 2 1 3 4 10.71 RCTS: 1 3 MX VRT: 701 701 5'-6" 12 2'-115/1611 12 ---1A LGll [W Y. 11.— .VJua aJ — .— brace B/C with gypsum shtg. or cont. lateral *lx Bracing UNO GRAD SPEC SIZE By others TC: NO2 DFL 2X4 U Z BC: NO2 DFL 2X4 — WEB: STDB DFL 2X4 N SPCG: PLF OC D cc TCLL: 32 PLF �.. TCDL: 28 z O BCLL: N BCDL: 22 Z Q DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO m Plates: TP-500 Q ICBO:5039 LA:23996 W Centere on joint UNO QpOF S1 Q oy . RUe Fti�� U w� 4710 am m V. =—`67,11 V � OF C'AL1FOQ\ n Truss, Inc. and Ha42pconsTieli; Z Sigg engnaccept nofor the accuracy, structural ad- equacy or any other fea- tore of this design unless LL — Q specifically fabricated by Hanson Truss, Inc. 0 0 Z HANSON TRUSS, INC. DATE:3/20/06 JE Q J DRWG A sport not to exceed 10' cc E1 PLAN 4 D Z Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 1-2 NO2 DFL W: P=1405C 0.032 Mm=1986 Mp=387 0.381= 0.413 BC 1-4 NO2 DFL W: P=1285T 0.227 Mm=1206 Mp=753 0.233= 0.461 TC AXIAL: 1-2 -1405, 2-3 -1411 BC AXIAL: 1-41285, 4-3 1285 WB AXIAL: 4-2108 SANTERRA LLC - SANTERRA\WORKING\PLAN 4\E2 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 32 28 22: 2 508 2 1 3 4 0 10.25 RCTS: 1 3 MX VRT: 671 693 5'-6" 12 2'-115/16" 12 �d 'j"" %Y -r. 1L- .11i _ .- brace B/C with gypsum shtg. or cont. lateral *lx Bracing By others UNO GRAD SPEC SIZE TC: NO2 DFL 2X4 U z BC: NO2 DFL 2X4 — WEB: STDB DFL 2X4 U) SPCG: PLF oc D TCLL: 32 PLF TCDL: 28 z BCLL: N BCDL: 22 z Q DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO m Plates: TP-500 ICB0:5039 LA:23996 Centered on joint UNO F ESSpN S4 10 v m Q W F" U m *� Exp. 1-30-07 l*ll I Q -51/2" z'l '"�CTUr'��F�F z Hanson russ, Inc. and signing ngineer accept no resp nsibility for the LL accura structural ad- equac or any other fea- ture of this design unless — specifically fabricated by Hanson Truss, Inc. 0 Q Z HANS ON TRUSS, INC. DATE: 3/20/06 JE Q J DRWG #s sunnort not to exceed 10' oc E2 PLAN 4 z LI Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 1-2 NO2 DFL 2x4: P=545C 0.003 Mm=530 Mp=35 0.090= 0.093 BC 14 NO2 DFL 2x4: P=494T 0.087 Mm=331 Mp=244 0.064= 0.151 TC AXIAL.: 1-2 -545, 2-3 -545 BC AXIAL: 14 494, 4-3 494 WB AXIAL: 4-2 41 SANTERRA LLC - SANTERRA\WORKING\PLAN 4\F1 BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 32 28 15: 2 147 2 1 3 4 0 5.71 RCTS: 1 3 MX VRT: 292 292 12 12 4 4 q, n„ V-3 15/16" lien C0 4: IL= .02in LL= .Olin brace B/C with gypsum shtg. or cont. lateral * 1 x Bracing UNO GRAD SPEC SIZE By Others TC: NO2 DFL 2X4 V Z BC: NO2 DFL 2X4 WEB:STDB DFL 2X4 N SPCG: PLF oc D ac TCLL: 32 PLF TCDL: 28 Z BCLL: N BCDL: 15 Z Q DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO m Plates: TP-500 Q ICBO:5039 LA:23996 W LU Centered on joint UNO QPOFESS` Ory Q V �a S4 10 9D9 m not to exceed 10' oc Q sqT sTA LL CTUPP�Q�~ F CALIF O Hanson L russ, Inc. and Z signing ngineer accept no resp nsibility for the LL accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated — by Hanson Truss, Inc. 0 HANSON TRUSS, INC. Z DATE: 3/20/06 JE Q DRWG #s J F1 z PLAN 4 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 34 NO2 DFL 2x4: P=29C 0.000 Mm=2212 Mp=2983 0.502= 0.502 BC 11-10 NO2 DFL 2x4: P=OC 0.000 Mm=990 Mp=2580 0.499= 0.499 MOD 11-5 STUD DFL 2x6: P=369C 0.050 Mm=O Mp=O 0.000= 0.050 TC AXIAL: 1-2 219, 2-3 61, 3-4 -302, 4-5 -252, 5-6 -244, 6-7 138 7-8 -241 BC AXIAL: 14-13 0, 13-12 0, 12-110, 11-10 0, 10-9 0 WB AXIAL: 14=1 -304, 1-13 -447, 13-2 -239, 13-3 -407, 3-12 -610 12-4 -455, 12-5 -552, 11-5 -369, 11-6 -586, 6-10 -487 • 10-7 -478, 7-9 -613, 9-8 -143 13-2 STUD DFL 2x6 11-5 STUD DFL 2x6 9-8 STUD DFL 2x6 BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 40 28 12: 14-9 P LC2: 1.33: 0 28 12: 1-8 +-90H,14-9 P LC3: 1.25: 0 28 20 12: 14-9 P * 1 x Bracing By Others 1 2 3 4 5 6 7 8 1 33.25 RCTS: 14 9 Cont Brg 14-9 P MX VRT: 306 306 MX HOR: 0 -576 14-9 90H MX UPL: -250 -42 NOTE: TRUSS TO TRANSFER 3000 LBS MAX LATERAL FORCE W-0" 15'41 1/2" 1 l'-91/2" 0'0 1/2" • 12 31-011 4)-011 0.375 — 12 0.375 2'-15/8" 3X4 101 3X4 2X3 1OX 14 3X4 3X4 5X6 c� M I 2X3 3X10 3X8 3X4 3X4 3X4 5X6 LU2 BM 34'-0" Defl @ 7: TL= Oin LL= Oin SANTERRA LLC - SANTERRA\WORKING\PLAN 4\G 1 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc UNO GRAD SPEC SIZE NO2 DFL 2X4 U' TC: Z BC: NO2 DFL 2X4 — WEB: STDB DFL 2X4 N SPCG: PLF oc TCLL: 40 PLF TCDL: 28 z BCLL: (20) 0 07 BCDL: 12 z Q DUR LDG FCTR: 1.25 m 3.5" Min Brg Wdth UNO Q Plates: TP-500 ICBO:50 :23996 W Ce red on oint UNO Uj p3VES IpNq� Q o' A RV6 F2�, V �y a S 710 y D m -_0-07 Q l �ql� UCPk TU C Ak- O z Hanson cuss, Inc. and signing gmeer accept no respo ability for the LL accuracy, structural ad- — equacy or any other fea- ture of this design unless Q specifically fabricated — by Hanson Truss, Inc. 0 > HANSON 0 TRUSS, INC. Z DATE:4/21/06 JE Q ._ J DRWG ifs J G1 D z PLAN 4 J Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 3-4 NO2 DFL 2x4: P=4078C 0.298 Mm=2370 Mp=2589 0.653= 0.951 BC 11-101&B DFL 2x4: P=3270T 0.415 Mm=1306 Mp=2232 0.324= 0.739 MOD 13-2 STUD DFL 2x6: P=224C 0.032 Mm=O Mp=O 0.000= 0.032 TC AXIAL: 1-2 -1516, 2-3 -1497, 3-4 -4078, 4-5 -4077, 5-6 -4776 6-7 -3798, 7-8 -12 BC AXIAL: 14-13 0, 13-12 2287, 12-11 4775, 11-10 4403, 10-9 2999 WB AXIAL: 14-1-1327, 1-13 1926, 13-2 -224, 13-3 -1188, 3-121961 12-4 -450, 12-5 -760, 11-5 -76, 11-6 395, 6-10 -810 10-71014, 7-9 -3199, 9-8 -152 13-2 STUD DFL 2x6 11-5 STUD DFL 2x6 9-8 STUD DFL 2x6 BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 40 28 12: LC2: 1.25: 0 28 20 12: *lx Bracing UNO GRAD SPEC SIZE By others 11 TC: NO2 DFL 2X4 1 2 3 4 5 6 7 8 A 13 12 11 10 _ 33.25 RCTS: 14 9 MX VRT: 1330 1325 BC: 1&B DFL 2X4 wEB: STDB DFL 2X4 SPCG: PLF OC TCLL: 40 PLF TCDL: 28 BCLL: (20) BCDL: 12 DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP-500 ICBO:5039 LA:23996 Centered on joint UNO oQ pFESSIpNq� �Qk, y P • AUg F'L C.0 LU S4710 D 9 -30-07 0'0 1/2" 4'-0" �qr T9�CTUP°�'��~Q OF CALZF� 12 3'-0" 0.375 2'-1 5/8" H n Truss, Inc. and 12 0.375 signing engineer accept 5X6 10 1 5X6 2X3 lOX 8 3X4 5X10 5X6 acccuracy, sibstrucode equacy or any other fea- ture of this design unless specifically fabricated ^" by Hanson Truss, Inc. M HANSON 3X4 6X12 5X10 [5X14G] 3X4 3X5 5X10 TRUSS, INC. DATE:4/21/06 JE HUS2 BM 34'-0" G2 Defl @ 5: TL= .79in LL= .39in Camber 5/8in PLAN 4 SANTERRA LLC - SANTERRA\WORKING\PLAN 4\G2 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc , '-9 1/2" '41 1/2" Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 34 NO2 DFL 2x4: P=2507C 0.050 Mm=2353 Mp=3757 0.632= 0.682 BC 11-10 NO2 DFL 2x4: P=2756T 0.487 Mm=548 Mp= 1961 0.379= 0.867 MOD 6-5 STUD DFL 2x6: P=247C 0.001 Mm=4371 Mp=4857 0.734= 0.735 TC AXIAL: 1-2 -1778, 2-3 -2507, 3-4 -2507, 4-5 -302, 6-7 -3783 7-8-8 BC AXIAL: 14-13 0, 13-121772, 12-112831, 11-10 3547, 10-9 2372 WB AXIAL: 14-1-1292, 1-13 2074, 13-2 -997, 2-12 855, 12-3 -172 124 -394, 114 388, 11-6 -750, 4-6 -2626, 10-6 -623 6-5 -247, 10-7 1565, 7-9 -2630, 9-8 -110 10-6 STUD DFL 2x6 6-5 STUD DFL 2x6 9-8 STUD DFL 2x6 0.375 12 5X6 �o cn 00 3X4 HUS2 1! BM _114.11=__ BASE LOADS: 1.25: 16 14 10 6 PSF *Ix Bracing LC1: 1.25: 40 28 12: By Others LC2: 1.25: 0 28 20 12: 1 2 3 4 5. 6 7 8 A13 12 11 10 4 0 33.25 RCTS: 14 9 MX VRT: 1323 1301 n,7! n11 4'-4 7/8" 3X4 4X5/ 6X12 5X6 3X10 3X8 3X4 4'-011 T-4 5/8" 12 0.375 2'-15/8" 0 5X10 5X6 4X6 5X8 UNO GRAD SPEC SIZE NO2 DFL 2X4 U TC: z BC: NO2 DFL 2X4 — N WEB: STDB DFL 2X4 SPCG: PLF OC TCLL: 40 PLF TCDL: 28 z BCLL: (20) 0 N BCDL: 12 z Q DUR LDG FCTR: 1.25 3.5" Min Brg Wdth LINO m Q Plates: TP-500 ICB0:5039 LA:23996 W Centere on joint UNO F' ESSIpNq� Q OQPp �QF' �y RUe��,L�✓ V Z � � W a 4710 D m Q �qls 9UCTUPP�Q�~ LL OF CA! 0 z Hanso Truss, Inc. and signing engineer accept no responsibility for the LL accuracy, structural ad- — e or any other fea- Q ture of this design unless r 01 Specifically fabricated — by Hanson Truss, Inc. 0 > HANSON TRUSS, INC. 0 z DATE:4/21/06 JE Q DRWG #s J Hl Defl Q 11: TL= .42in LL= .21in Camber 5/16in z 1 a1 rt not to exceed lo' oc PLAN 4 SANTERRA LLC - SANTERRA\WORKING\PLAN 4\H1 i.aterauy brace B/C with gypsum shtg. or cont. ater suppo • Multiple Load Cases: Rcts, Forces & Csi's are worst case BASE LOADS: 1.25: 16 14 10 6 PSF *Ix Bracing UNo GRAD SPEC SIZE Code: PSA Rbdg:Y 1-Ply LC 1: 1.25: 40 28 12: By Others TC: NO2 DFL 2X4 U TC 3-4 NO2 DFL 2x4: P=2507C 0.050 Mm=2353 Mp=3757 0.632= 0.682 LC2: 1.25: 0 28 2012: Z' NO2 DFL 2X4 BC 11-10 NO2 DFL 2x4: P=2756T 0.487 Mm=548 Mp=19610.379= 0.867 BC: VVEB: STDB DFL 2X4 MOD 6-5 STUD DFL 2x6: P=247C 0.001 Mm=4371 Mp=4857 0.734= 0.735 (n (1)7-8 TC AXIAL: 1-2 -1778, 2-3 -2507, 3-4 -2507, 4-5 -302, 6-7 -3783 2 3 1 4 5 sPCG: PLF oc D -8 6 7 8 BC AXIAL: 14-13 0, 13-121772, 12-112831, 11-10 3547, 10-9 2372 E: = TCLL: 40 PLF WB AXIAL: 14-1-1292, 1-13 2074, 13-2 -997, 2-12 855, 12-3 -172 12-4 -394, 11-4 388, 11-6 -750, 4-6 -2626, 10-6 -623 A 12 11 10 TCDL: 28 Z 6-5 -247, 10-71565, 7-9 -2630, 9-8 -110 4 13 BCLL: (20) 0 33.25 07 RCTS: 14 9 BCDL: 12 z Q MX VRT: 1323 1301 2 10-6 STUD DFL 2X6 DUR LDG FCTR: 1.25 6-5 STM DFL W 9-8 STUD DFL 2x6 3.5" Min Brg Wdth UNO m Plates: TP-500 Q ICB0:5039 LA:23996 W Cen eon joint UNO LU SSIpNq� Q o'AF A R�e� Fyc� V 0' /2" a 4 710 Ex 6-30-07 � Q 4'-4 7/8"LL 0.375 12 qTF 9�cuaPo r P P 4X5 6X12 2 2'-4 5/8" 4'-0" OF CALIF 0 Hanson Truss, Inc. and 5X6 3X4 12 Z ---------------— 0.375 n 2 -1 5/8 signing engineer accept no responsibility for the LL 0 5X10 5X6 accuracy, structural ad- luuacor another fea- re of this esign unless n specifically fabricated 00 by Hanson Truss, Inc. 0 v \ HANSON 4X6 5X8 TRUSS, INC. o 3X4 5X6 3X10 3X8 3X4 Z DATE:4/21/06 JE Q H1JS2 BM J DRWG #s 34'-0" HZ D Defl @ 11: TL= .42in LL= .21in Camber 5/16in PLAN 4 Z SANTERRA LLC - SANTERRA\WORKING\PLAN 4\H2 Laterally brace B/C with gypsum shtg. or cunt. lateral support not to exceed 10' oc • Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 4-5 1&B DFL 2x4SC: P=2430C 0.036 Mm=10050 Mp=11452 0.723= 0.758 BC 18-17 1&B DFL 2x4: P=1064T 0.135 Mm=1688 Mp=4644 0.674= 0.809 MOD 6-7 NO2 DFL 2x4SC: P=2739C 0.060 Mm=9507 Mp=10529 0.886= 0.945 TC AXIAL: 1-2 -6, 2-3 -2391, 34 -2373, 4-5 -2742, 5-6 -2724 6-7 -3004, 7-8 -2990, 8-9 -237, 10-11-4002, 11-12 -8 BC AXIAL: 18-17 1447, 17-16 2728, 16-15 2865, 15-14 3791 14-13 2485 WB AXIAL,: 18-1-119, 18-2 -1914, 2-171261, 17-3 538, 17-4 -1174 6-16 869, 16-7 -792, 16-8 321, 15-8 483, 15-10 -1018 8-10 -2819, 14-10 -685, 10-9 -177, 14-11 1684 11-13 -2755, 13-12 -110 5-12 NO2 DFL 2x4SC 17-16 1&B DFL 2x4SC 18-1 STUD DFL 2x6 14-10 STUD DFL 2x6 10-9 STUD DFL 2x6 13-12 STUD DFL 2x6 3-7 STK 77-011 4'-0" 0.375 12 CUT 2X6 TO FIT X6 4X6 2X3 3X12 3X8 * 30 in "WORK" SPACE L -4 4X6 4XI0 STACK 2x6 @ FAU SANTERRA LLC - SANTERRA\WORKING\PLAN 4\H3 BASE LOADS: 1.25: 16 14 10 6 PSF LCI: 1.25: 40 28 12: 17-16 FAS 100 LC2: UNBALANCED LIVE LOADS. LC3: 1.25: 0 28 20 12: 17-16 FAS100 4'-4 718" 4X12 2X3 4X8 4X8 eA+ nn 1 2 3 4 5 6 7 8 A 17 16 15 1. 33.71 RCTS: 18 13 MX VRT: 1397 1357 6X12 3X5 1111 � ■1 1 W *Ix Bracing UNO GRAD SPEC SIZE By Others TC: 1&B DFL 2X4 U z BC: 10 DFL 2X4 — WEB: STDB DFL 2X4 N 9 SPCG: PLF Oc 0 11 12 TCLL: 40 PLF F. 14 Y3 TCDL: 28 z BCLL: (20) �00 BCDL: 12 Z Q DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO m Plates: TP-500 O ICBO: LA:23996 W C�ptiter_Dn joint UNO LU p 3F SSIONq� Q o' �QF y RUe Fti U CID LU a 4710 D m Exp. 6-30-07 Q R q� UCTUPP�Q�ti C M_ Hanso Truss, Inc. and Z '-1 5/8° signin engineer accept no responsibility for the LL accuracy, structural ad- — equacy or any other fea- lure of this design unless Q specifically fabricated by Hanson Truss, Inc. 0 HANSON TRUSS, INC. Z DATE:4/21/06 JE Q DRWG #s J H3 D Defl @ 6: TL= .85in LL= .43in Camber 5/8in PLAN 4 z brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 2-3 NO2 DFL 2x4: P=2599C 0.054 Mm=2294 Mp=3913 0.658= 0.712 BC 11-10 NO2 DFL 2x4: P=2804T 0.496 Mm=547 Mp=1952 0.378= 0.873 MOD 6-5 STUD DFL 2x6: P=248C 0.001 Mm=4460 Mp=4956 0.749= 0.750 TC AXIAL: 1-2 -1910, 2-3 -2599, 3-4 -2599, 4-5 -307, 6-7 -3852 7-8-8 BC AXIAL: 14-13 29, 13-121904, 12-112899, 11-10 3612, 10-9 2409 WB AXIAL: 14-1-1302, 1-13 2159, 13-2 -986, 2-12 808, 12-3 -163 12-4 -365, 114 388, 11-6 -746, 4-6 -2690, 10-6 -639 6-5 -248, 10-7 1600, 7-9 -2672, 9-8 -110 14-1 STUD DFL 2x6 10-6 STUD DFL 2x6 6-5 STUD DFL 2x6 9-8 STUD DFL 2x6 7'-0" SANTERRA LLC - SANTERRA\WORKING\PLAN 4\H4 BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 40 28 12: LC2: 1.25: 0 28 20 12: * 1 x Bracing By Others 1 2 3 4 5 F�'4� - 6 7 8 A 13 12 11 10 i . 33.71 , RCTS: 14 9 MX VRT: 1335 1319 11 '-1 5/8" LeII (o 11: 1L= .441ll LL= I.LW %.dwuoi J/16in brace B/C with Hvpsum shtQ. or cont. lateral support not to exceed 10' oc UNO GRAD SPEC SIZE NO2 DFL 2X4 U TC: Z BC: NO2 DFL 2X4 N WEB: STDB DFL 2X4 SPCG: PLF oc TCLL: 40 PLF TCDL: 28 z BCLL: (20) 0 N BCDL: 12 z Q DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO m Plates: TP-500 Q ICB0:5039 LA:23996 W C et d on joint UNO LU ESSIpNq� Q �QP RVe� F U a 4710 D 9 m s Q LL ql T9UCTUQP�Q�~ OF C Ak- O HanscIn Truss, Inc. and Z signing engineer accept no responsibility for the LL accuracy, structural ad- equacy or any other fea- ture of this design unless Q specifically fabricated — by Hanson Truss, Inc. Q HANSON TRUSS, INC. Z DATE:4/21/06 JE Q DRWG #s J H4 D Z PLAN 4 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 3-4 NO2 DFL 2x4: P=2507C 0.050 Mm=2353 Mp=3757 0.632= 0.682 BC 11-10 NO2 DFL 2x4: P=2756T 0.487 Mm=548 Mp= 1961 0.379= 0.867 MOD 6-5 STUD DFL 2x6: P=247C 0.001 Mm=4371 Mp=4857 0.734= 0.735 TC AXIAL: 1-2 -1778, 2-3 -2507, 3-4 -2507, 4-5 -302, 6-7 -3783 7-8-8 BC AXIAL: 14-13 0, 13-121772, 12-112831, 11-10 3547, 10-9 2372 WB AXIAL: 14-1-1292, 1-13 2074, 13-2 -997, 2-12 855, 12-3 -172 12-4 -394, 114 388, 11-6 -750, 4-6 -2626, 10-6 -623 6-5 -247, 10-71565, 7-9 -2630, 9-8 -110 10-6 STUD DFL 2x6 6-5 STUD DFL 2x6 9-8 STUD DFL 2x6 BASE LOADS: 1.25: 16 14 10 6 PSF LCI: 1.25: 40 28 12: LC2: 1.25: 0 28 20 12: 1 2 3 4 5 RCTS: MX VRT: 1323 1301 *Ix Bracing By Others 0' ff /2" 4'-4 7/8" 0.375 12 3X4 4X5 6X12 2 2'-4 5/8" 4'-0" 5X6 12 0.375 2'-1 5/8" 0 5X10 5X6 cn coo 3X4 5X6 3X10 3%8 3X4 4X6 5X8 HUS2 BM 34'-0" Defl @ 11: TL= .42in LL= .21in Camber 5/16in SANTERRA LLC - SANTERRA\WORKING\PLAN 4\H5 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc UNO GRAD SPEC SIZE TC: NO2 DFL 2X4 U z BC: NO2 DFL 2X4 — U) WEB: STDB DFL 2X4 SPCG: PLF oc TCLL: 40 PLF TCDL: 28 z BCLL: (20) O N BCDL: 12 Z Q DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO m Q Plates: TP-500 ICBO:5039 LA:23996 LLJ Cent d on joint UNO LU Qp ESSIpNq Q U S4710 9 m Ex Q LL 0 C M_ O Z Hanson 716ss, Inc. and signing engineer accept no responsibility for the 1L accuracy, structural ad- — equacy or any other fea- ture of this design unless Q specifically fabricated — by Hanson Truss, Inc. 0 > HANSON TRUSS, INC. 0 Z Q DATE:4/21/06 JE _J .J DRWG #s H5 z Z PLAN 4 • Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 34 NO2 DFL 2x4: P=2507C 0.050 Mm=2353 Mp=3757 0.632= 0.682 BC 11-10 NO2 DFL 2x4: P=2756T 0.487 Mm=548 Mp=19610.379= 0.867 MOD 6-5 STUD DFL 2x6: P=247C 0.001 Mm=4371 Mp=4857 0.734= 0.735 TC AXIAL: 1-2 -1778, 2-3 -2507, 34 -2507, 4-5 -302, 6-7 -3783 7-8-8 BC AXIAL: 14-13 0, 13-121772, 12-112831, 11-10 3547, 10-9 2372 WB AXIAL: 14-1-1292, 1-13 2074, 13-2 -997, 2-12 855, 12-3 -172 12-4 -394, 114 388, 11-6 -750, 4-6 -2626, 10-6 -623 6-5 -247, 10-71565, 7-9 -2630, 9-8 -110 10-6 STUD DFL 2x6 6-5 STUD DFL 2x6 9-8 STUD DFL 2x6 p,_5 ' /2" 114"=1' --_- SANTERRA LLC - SANTERRA\WORKING\PLAN 4\H6 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 40 28 12: LC2: 1.25: 0 28 20 12: *lx Bracing By Others 1 2 3 4 5 �am A13 12 11 10 4 0 33.25 RCTS: 14 9 MX VRT: 1323 1301 14'-0 1/2" no 2'-15/8" Uell (0 11: 1L= .`tLW LL— .Glui %,awuC;i 5/16in brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc UNO GRAD SPEC SIZE NO2 DFL 2X4 U TC: z BC: NO2 DFL 2X4 — WEB: STDB DFL 2X4 N SPCG: PLF oc D TCLL: 40 PLF TCDL: 28 z BCLL: (20) 0 00 BCDL: 12 z Q DUR LDG FCTR: 1.25 } 3.5" Min Brg Wdth UNO m Plates: TP-500 Q ICBO:5039 LA:23996 W mered on joint UNO LU VESSIONq� Q oQQ p . Rye Fti U_ �QF of a7 S4710 y D m of Q qT T'9UCTUPP�Q�~ LL OF I- C Ak- 0 Hanson Truss, Inc. and z signing engineer accept no responsibility for the (L. accuracy, structural ad- — e or any other fea- Q r:cy ture of this design unless specifically fabricated by Hanson Truss, Inc. 0 HANSON TRUSS, INC. Z DATE:4/21/06 JE Q -DRWG-#s J H6 D z PLAN 4 0 • Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 6-7 NO2 DFL 2x4: P=5403C 0.312 Mm=2037 Mp=1590 0.455= 0.768 BC 12-11 1&B DFL 2x4: P=4888T 0.621 Mm=1061 Mp=905 0.154= 0.775 MOD 6-5 NO2 DFL 2x6: P=242C 0.000 Mm=7987 Mp=8874 0.802= 0.803 TC AXIAL: 1-2 -1911, 2-3 -2597, 3-4 -2597, 4-5 -367, 6-7 -5403 7-8 -3584 BC AXIAL: 15-14 29, 14-13 1905, 13-12 2908, 12-114888 11-10 3579, 10-9 88 WB AXIAL: 15-1-1303, 1-14 2160, 14-2 -985, 2-13 805, 13-3 -162 13-4 -378, 12-4 570, 12-6 -2026, 4-6 -2711, 11-6 -650 6-5 -242, 11-71916, 10-7 -1007, 10-8 3648, 9-8 -1291 15-1 STUD DFL 2x6 11-6 NO2 DFL 2x6 6-5 NO2 DFL 2x6 10-8 NO2 DFL 2x4 9-8 STUD DFL 2x6 7,-Ott 114" -1, SANTERRA LLC - SANTERRA\WORKING\PLAN 4\J1 BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 40 28 12: LC2: 1.25: 0 28 20 12: 1 2 3 4 5 *lx Bracing By Others 7 8 }�5 14 13 12 11 10 I . 33.71 RCTS: 15 9 MX VRT: 1335 1319 f -611 UNO GRAD SPEC SIZE TC: NO2 DFL 2X4 U Z BC: 1&B DFL 2X4 — N WEB: STDB DFL 2X4 SPCG: PLF OC D TCLL: 40 PLF TCDL: 28 z BCLL: (20) 0 N BCDL: 12 z Q DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO 00 Plates: TP-500 Q ICBO:5039 LA:23996 LU Ce Cered) on joint UNO ESSIpNq� Q O_np) � QF �y RUe��,y�f UU co 9L iT flr L a S4710 y p m E p. 6-30-07 Q /' fl'�L I U` 11, N OF L CAIZ 0 Hanson Truss, Inc. and Z signing engineer accept no responsibility for the LL accuracy, structural ad- — equacy or any other fea- 0 Lure of this design unless specifically fabricated by Hanson Truss, Inc. 0 HANSON TRUSS, INC. Z DATE:4/21/06 JE Q J -DRWG #s J J1 !Jell (QJ 11: 1 L= . I Ilu LL- .J.)LU %'d umL 9/16in PLAN 4 z brace jolt- with gypsum shtg. or Cont. lateral support not to exceed 10' oc `. Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 2-Ply TC 34 NO2 DFL 2x4: P=1252C 0.012 Mm=1167 Mp=1902 0.320= 0.332 BC 12-11 NO2 DFL 2x4: P=2761T 0.459 Mm=512 Mp=413 0.093= 0.552 MOD 6-5 STUD DFL 2x6: P=117C 0.000 Mm=3524 Mp=3915 0.592= 0.592 TC AXIAL: 1-2 -889, 2-3 -1252, 3-4 -1252, 4-5 -297, 6-7 -2652 7-8 -1764 BC AXIAL: 15-14 3009, 14-13 2968, 13-12 2308, 12-112761 11-10 1804, 10-9 44 WB AXIAL: 15-1-646, 1-141086, 14-2 -520, 2-13 771, 13-3 -86 13-4 -637, 12-4 287, 12-6 -1028, 4-6 -1533, 11-6 -413 6-5 -117, 11-71252, 10-7 -508, 10-8 1842, 9-8 -636 11-6 STUD DFL 2x6 6-5 STUD DFL 2x6 9-8 STUD DFL 2x6 TT 1/2" 1/4" = F SANTERRA LLC - SANTERRA\WORKING\PLAN 4\J2 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 40 28 12: LC2: 1.33: 0 28 12: 1-8 +-184H,15-+6100H LC3: 1.25: 0 28 20 12: 4'-4 7/8" 2 3 4 14 13 12 . 33.25 RCTS: 15 9 MX VRT: 1322 1300 MX HOR: 82 0 15 +6100H 15 -6100H 2-Ply: Nail TC w/16d @ 12in oc Nail BC w/16d @ 12in oc * 1 x Bracing By Others 5 7 8 11 10 NOTE: TRUSS TO TRANSFER 6100 LBS MAX LATERAL FORCE T-6" 1'-6'1 I. UNO GRAD SPEC SIZE NO2 DFL 2X4 U TC: z BC: NO2 DFL 2X4 — wEB: STDB DFL 2X4 N SPCG: PLF oc 2-PLY D X TCLL: 40 PLF TCDL: 28 Z BCLL: (20) 0 N BCDL: 12 z Q DUR LDG FCTR: 1.25 } 3.5" Min Brg Wdth UNO m Plates: TP-500 Q ICBO 39 LA:23996 W nterdd on joint UNO LU Q� FESSIONq Q y L S4710 D D m �r E P _6.-.. - Q 9l T9UCTUPP�Q�'ti. LL OF G ALZF� 0 Z H"& Truss, Inc. and signing engineer accept no responsibility for the LL accuracy, structural ad- — equacy or any other fea- tore of this design unless Q specifically fabricated — by Hanson Truss, Inc. 0 HANSON > TRUSS, INC. 0 Z DATE:4/21/06 JE Q DRWG #s J J2 I? Defl @ 11: TL= .35in LL= .17in Camber 114in Z 1 al rt t to exceed 10' oc II PLAN 4 brace B/C with gypsum smg. or cont. a—r suppo no Multiple Load Cases: Rcts, Forces & Csi's are worst case BASE LOADS: 1.25: 16 14 10 6 PSF * lx Bracing UNO GRAD SPEC SIZE U Code: PSA Rbdg:Y 1-Ply LC1: 1.25: 40 28 12: By Others TC: NOZ DFL 2X4 Z 1&B DFL 2X4 TC 6-7 NO2 DFL 2x4: P=5306C 0.301 Mm=2004 Mp=1545 0.445= 0.747 LC2: 1.25: 0 28 2012: BC 12-1110 DFL 2x4: P=4800T 0.610 Mm=1045 Mp=882 0.152= 0.761 BC: WEB: STDB DFL 2X4 MOD 6-5 NO2 DFL 2x6: P=241C 0.000 Mm=7840 Mp=87110.788= 0.788 W N TC AXIAL: 1-2 -1778, 2-3 -2505, 3-4 -2505, 4-5 -361, 6-7 -5306 1 2 3 4 5 SPCG: PLF oc 7-8 -3529 BC AXIAL: 15-14 0, 14-13 1772, 13-12 2840, 12-114800, 11-10 3523 7 8 TCLL: 40 PLF 10-9 87 WB AXIAL: 15-1-1292, 1-14 2075, 14-2 -995, 2-13 853, 13-3 -171 �5 13 12 11 10 TCDL: 2$ Z 13-4 -407, 12-4 566, 12-6 -2005, 4-6 -2645, 11-6 -635 14 BOLL: (20) 0 6-5 -241, 11-71872, 10-7 -991, 10-8 3591, 9-8 -1273 33.25 N BCDL: 12 Z ROTS: 15 9 Q MX VRT: 1323 1301 2 11-6 NO2 DFL 2x6 DUR LDG FCTR: 1.25 6-5 NO2 DFL 2x6 >' 10-8 NO2 DFL 2X4 .g wdth UNO 35" Min Br M Plates: TP-50 9-8 STUD DFL 2x6 ICBO:50 LA23996 "oint 0 Cell d on UNO LU Ip�q( Q o1AVES U S 710 D D m Exp 6-30-07 TT P� ti� LL. 0.375 12 2 6 q�F �cr oQ� r n 3X4 4X5 6X12 2 1 -9 F CALIF L O 5X6 Han so Truss, Inc. and Z 1'-6" 12 0.375 signin engineer accept no responsibility for the LL $ accuracy, structural ad- �0 16 5X6 SX12 equacy or any other fea- tore of this design unless Q * specifically fabricated by Hanson Truss, Inc. — Q 0o HANSON 3X4 5X6 3X10 3%8 6X6 5X6 6X12 3X4 TRUSS, INC. z DATE:4/21/06 7E Q HUS26 BM J 34'-0° J3 Defl @ 11: TL= .69in LL= .34in Camber Win PLAN 4 Z SANTERRA LLC - SANTERRA\WORKING\PLAN 4\J3 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc • Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 7-8 NO2 DFL 2x4: P=608C 0.003 Mm=2833 Mp=4219 0.710= 0.713 BC 13-12 NO2 DFL 2x4: P=900T 0.159 Mm=2417 Mp=2903 0.562= 0.721 MOD 11-5 STUD DFL 2x6: P=501C 0.003 Mm=894 Mp=993 0.150= 0.153 TC AXIAL: 1-2 -13, 2-3 -1527, 3-4 -1527, 4-5 1064, 6-7 -127 7-8 -823 BC AXIAL: 13-121392, 12-11606, 11-10 -1123, 10-919 WB AXIAL: 13-1-126, 13-2 -1445, 2-12 318, 12-3 -275, 12-4 988 4-11-1727, 11-5 -774, 5-6 -203, 5-7 -699, 5-101777 10-7 -516, 10-8 827, 9-8 -423 13-1 STUD DFL 2x6 11-5 STUD DFL 2x6 5-6 STUD DFL 2x6 9-8 STUD DFL 2x6 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 40 28 12: LC2: UNBALANCED LIVE LOADS. LC3: 1.25: 0 28 20 12: *lx Bracing By Others 1 2 3 4 7 8 A 12 it 10 I _ 31.21 RCTS: 13 11 9 MX VRT: 588 1477 460 14'-01/2" 4' -0" 2'-6" 2'-6 7/8" 12 0.375 4X6 .375 12 3X4 5X6 4X5 2X3 4X6lOX 4X5 4X8 4R 3X4 6X8 2X3 31'-6" Defl @ 3: TL= .15in LL= .08in SANTERRA LLC - SANTERRA\WORKING\PLAN 4\K 1 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc UNO GRAD SPEC SIZE NO2 DFL 2X4 U TC: Z BC: NO2 DFL 2X4 WEB: STDB DFL 2X4 U) SPCG: PLF oC D TCLL: 40 PLF TCDL: 28 Z BCLL: (20) O N BCDL: 12 Z Q DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO 00 Plates: TP-500 Q IC130:5P3014:23996 W Ce tered on joint UNO LU QpZFE S1 Q QUO y P RUg F,y U a7 4710 a D - - -07 Q s q�s 9UCTUPP�Q�'ti LL F pF CALZF� O z Hanson Truss, Inc. and signing engineer accept no responsibility for the LL accuracy, structural ad- equacy or any other fea- 0 tore of this design unless specifically fabricated — by Hanson Truss, Inc. 0 HANSON > TRUSS, INC. 0 Z DATE:4/21/06 YE Q DRWG #s J K1 D PLAN 4 Z 0 Multiple Load Cases: Rcts, Forces & Csi's are worst case BASE LOADS: 1.25: 16 14 10 6 PSF *lx Bracing UNO GRAD SPEC SIZE U Code: PSA Rbdg:Y 1-Ply LC1: 1.25: 40 28 12: 13-9 P By Others TC: NO2 DFL 2X4 Z NO2 DFL 2X4 TC 6-7 NO2 DFL 2x4: P=90C 0.000 Mm=2433 Mp=4498 0.757= 0.757 LC2: UNBALANCED LIVE LOADS. — BC 13-12 NO2 DFL 2x4: P=OC 0.000 Mm=2281 Mp=3248 0.628= 0.628 LC3: 1.33: 0 28 12: 1-8 +-81H,13-9 P BC: WED: STDB DFL 2X4 MOD 5-6 STUD DFL 2x6: P=27T 0.005 Mm=935 Mp=1039 0.148= 0.153 LC4: 1.25: 0 28 20 12: 13-9 P U) N TC AXIAL: 1-2 -184, 2-3 216, 3-4147, 4-5 -334, 6-7 -157 srcG: PLF oc � 7-8 -302 4 7 8 BC AXIAL: 13-12 0, 12-110, 11-10 0, 10-9 0 1 2 3 TCLL: 40 PLF �x.. WB AXIAL: 13-1-122, 13-2 -639, 2-12 -596, 12-3 -289, 12-4 -644 4-11-599, 11-5 -280, 5-6 -176, 5-7 396, 5-10 437 TCDL: 2$ Z 10-7 -571, 10-8 584, 9-8 -235 1 BCLL: (20) N 31.21 RCTS: 13 11 9 Cont Brg 13-9 P 10 BCDL: 12 Z Q MX VRT: 321 521 268 = 13-1 STUD DFL 2x6 MX HOR: 615 -513 -11 13-9 79H DUR LDG FCTR: 1.25 11-5 STUD DFL 2x6 MX UPL: 0 0 -54 >- 5-6 STUD DFL 2x6 3.5" Min Brg Wdth UNO m Plates: TP-Se0 9-8 STUD DFL 2x6 ICBO o39 1 1:23996 Uj NOTE: TRUSS TO TRANSFER 2500 LBS MAX LATERAL FORCE ntered n joint UNO U' SSIONgI Q oQApF A-�Q� �A AVe� F�GG f U � �9G LPL "' �F S4710 v m W-0 1/2" p- - - r ti� sq s 9UCTUPk Li. 4 -011 F OF C M-1F O 2'-6" �� 2'-6 7/8 12 —0.375 x on Truss, Inc. and 12 signing engineer accept LL 0.375 3X4 5X6 accuracy, structural ad X6 3X4 2X3 3X4 equacy or any other fea- lure of this design unless 0 specifically fabricated — _ by Hanson Truss, Inc. 0 �r HANSON 3X4 3X8 3X 3X4 3X8 2X3 TRUSS, INC. 0 Z DATE:4/21/06 JE Q l/4" = 1, J DRWG its 317-6° K2 D Defl Q 2: TL= .Olin LL= Oin PLAN 4 Z SANTERRA LLC - SANTERRA\WORKING\PLAN 4\K2 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc 0 • Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 2-3 NO2 DFL 2x4: P=14T 0.002 Mm=798 Mp=2314 0.389= 0.391 BC 8-7 1&B DFL 2x4: P=OC 0.000 Mm=3125 Mp=5374 0.780= 0.780 MOD 8-1 STUD DFL 2x6: P=146C 0.018 Mm=O Mp=O 0.000= 0.018 TC AXIAL: 1-2 473, 2-3 483, 34 449, 4-5 -464 BC AXIAL: 8-7 0, 7-6 0 WB AXIAL: 8-1-146, 8-2 -1287, 2-7 -1187, 7-3 -341, 7-4 -1238 4-6 -1167, 6-5 -143 8-1 STUD DFL 2x6 �c x 3/8"= F 4'-0" SANTERRA LLC - SANTERRA\WORKING\PLAN 4\L1 BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 40 28 12: 8-6 P LC2: 1.33: 0 28 12: 1-5 +-175H,8-6 P LC3: 1.25: 0 28 20 12: 8-6 P 1 2 3 4 5 21.21 RCTS: 8 6 Cont Brg 8-6 P MX VRT: 543 595 MX HOR: 1208 -1066 8-6174H MX UPL: -164 -219 NOTE: TRUSS TO TRANSFER 3700 LBS MAX LATERAL FORCE verl a L: IL= .ULM LL= .Ulm brace B/C with gypsum shtg. or cont. lateral *lx Bracing UNO GRAD SPEC SIZE By Others TC: NO2 DFL 2X4 V z BC: 10DFL 2X4 — WEB: STDB DFL 2X4 N SPCG: PLF Oc D TCLL: 40 PLF I— TCDL: 28 Z BCLL: (20) 0 U) BCDL: 12 z Q DUR LDG FCTR: 1.25 m 3.5" Min Brg Wdth UNO Plates: TP-500 Q ICBO:50 A:23996 Cent ed 'n joint UNO Lli LU QPOF SS1 Q y U a S4710 D D m not to exceed 10' oc J' Q q T9UCTUR��Q�~ LL OF CALL 0 HIn Truss, Inc. and z Sig engineer accept nponsibility for the LL acy, structural ad-eqy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. 0 > HANSON 0 TRUSS, INC. Z DATE:4/21/06 JE Q DRWG tis. J Ll D PLAN 4 z Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 34 NO2 DFL 2x4: P=2185C 0.038 Mm=1027 Mp=2236 0.376= 0.414 BC 8-71&B DFL 2x4: P=1190T 0.151 Mm=3217 Mp=5132 0.745= 0.896 MOD 8-1 STUD DFL 2x6: P=148C 0.019 Mm=O Mp=O 0.000= 0.019 TC AXIAL: 1-2 -11, 2-3 -2186, 3-4 -2185, 4-5 -7 BC AXIAL: 8-71737, 7-61470 WB AXIAL: 8-1-148, 8-2 -1846, 2-7 608, 7-3 -332, 7-4 820 4-6 -1609, 6-5 -144 8-1 STUD DFL 2x6 4'-0" 3/8" =1, SANTERRA LLC - SANTERRA\WORKING\PLAN 4\L2 BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 40 28 12: LC2: 1.25: 0 28 20 12: 1 2 3 4 5 7 f- 21.21 RCTS: 8 6 MX VRT: 843 848 lien (ox 1L= .1.111LL= .t1u brace B/C with gypsum shtg. or cunt. lateral *lx Bracing UNO GRAD SPEC SIZE By Others TC: NO2 DFL 2X4 U Z BC: 10 DFL 2X4 — WEB: STDB DFL 2X4 N SPCG: PLF OC TCLL: 40 PLF TCDL: 28 Z BCLL: (20) 0 U) BCDL: 12 Z Q DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO m Plates: TP-500 Q IC110:5039 LA:23996 LLI LU Centere anoint UNO QPOFESS pN q Q � a S 4 10 V. m LL ql�. CTUPPOQ�~ F CALIF O Hanso russ, Inc. and Z signin engineer accept no res onsibility for theLL accur y, structural ad- — equa or, any other fea- ture of this design unless Q specifically fabricated by Hanson Truss, Inc. 0 HANSON TRUSS, INC. Z DATE:4/21/06 JE Q J DRWG #s J L2 D Z PLAN 4 support not to exceed 10' oc • L Multiple Load Cases: Rcts, Forces & Csi's are worst case BASE LOADS: 1.25: 16 14 10 6 PSF *Ix Bracing UNO GRAD SPEC SIZE Code: PSA Rbdg:Y 1-Ply LC1: 1.25: 40 28 12: 8-7 P By Others TC: NO2 DFL 2X4 Z TC 2-3 NO2 DFL 2x4: P=62T 0.010 Mm=1014 Mp=2429 0.409= 0.419 LC2: UNBALANCED LIVE LOADS. 10 DFL 2X4 BC 7-61&B DFL 2x4: P=163T 0.021 Mm=2966 Mp=5374 0.780= 0.801 LC3: 1.25: 0 28 2012: 8-7 P BC: wEB: STDB DFL 2X4 MOD 8-1 STUD DFL W: P=146C 0.018 Mm=O Mp=O 0.000= 0.018 U) N TC AXIAL: 1-2 -11, 2-3 120, 34120, 4-5 -7 5 sPCG: PLF oc cr BC AXIAL: 8-7 0, 7-6 413 1 2 3 4 cr WB AXIAL: 8-1-146, 8-2 -552, 2-7 -632, 7-3 -343, 7-4 -568 TCLL: 40 PLF z 4-6 -452, 6-5 -144 TCDL: 2$ Z 21.21 BCLL: (20) 0 RCTS: 8 6 Cont Brg 8-7 P BCDL: 12 Z Q MX VRT: 385 373 8-1 STUD DFL 2x6 MX HOR: 524 0 DUR LDG FCTR: 1.25 } 3.5" Min Brg Wdth UNO m Plates: TP-500 Q ICB0:5039 LA:23996 LLI Cente on joint UNO LU Q OgQFESSIpyg1 P R�e� F,ycf V 4'-0° o�y Z 2 �9nD m �a7 4710 Exp. 6-30-07 Q 0.375 12 \_1 qTF 9UCTUAPOQ�~ LL f- 3X4 3X4 2X3 pF CALIF 0 Hans Truss, Inc. and 2X3 X6 3X4 Z signing engineer accept no responsibility for the U. accuracy, structural ad- equacy or any other fea- ture of this design unless 0 specifically fabricated cnrn by Hanson Truss, Inc. 0 v- N HANSON TRUSS, INC. Z 3X4 3X8 3X4 DATE:4/21/06 JE 3X4 LU24 BM Q 318" =1' __ J DRWG #s 21'-611 L3 Defl @ 4: TL= .02in LL= .Olin PLAN 4 Z SANTERRA LLC - SANTERRA\WORKING\PLAN 4\L3 Laterally brace B/C with gypsum shtg. or cunt. lateral support not to exceed 10' oc Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 1-2 NO2 DFL 2x4: P=8T 0.001 Mm=1784 Mp=2058 0.346= 0.347 BC 5-4 NO2 DFL 2x4: P=75T 0.013 Mm=2160 Mp=O 0.418= 0.431 MOD 5-1 STUD DFL 2x6: P=80T 0.017 Mm=O Mp=O 0.000= 0.017 TC AXIAL: 1-2 8, 2-3 -7 BC AXIAL: 5.4183 WB AXIAL: 5-180, 5-2 -355, 2-4 -201, 4-3 -146 5-1 STUD DFL 2x6 BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 40 28 12: LC2: 1.25: 0 28 20 12: RCTS: 5 4 MX VRT: 263 268 14'-611 1 ' 3X4 318"=1' - 21'-6" SANTERRA LLC - SANTERRA\WORKING\PLAN 4\L4 3X4 *lx Bracing UNO GRAD SPEC SIZE By others TC: NO2 DFL 2X4 U z BC: NO2 DFL 2X4 — WEB: STDB DFL 2X4 N 1 2 3 SPCG: PLF oc D V75;;] TCLL: 40 PLF TCDL: 28 z 6.71 BCLL: (20) N BCDL: 12 z Q DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO 00 Plates: TP-500 Q IC130:5039 LA:23996 LU Cent don joint UNO SSIpNq� Q oQPOF `kQF �y R�e� F2W U ULJ cc 4710 v D m 12 0.375 . LL qTF UCTUPP OQ�'ti I"- 2X3 Ca�ZF Hanson Truss, Inc. and z signing engineer accept no responsibility for the LL accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. 0 HANSON TRUSS, INC. Z 3X4 DATE: 4/21/06 JE LU24 PlyI Q Defl @ 2: TL= Oin LL= Oin brace B/C with gypsum shtg. or cunt. lateral DRWG #s J L4 Z not to exceed 10' oc PLAN 4 0- Multiple Load Cases: Rcts, Forces & Csi's are worst case BASE LOADS: 1.25: 16 14 10 6 PSF lx Bracing UNO GRAD SPEC SIZE V Code: PSA Rbdg:Y 1-Ply LC1: 1.25: 40 28 12: By others TC: NO2 DFL 2X4 Z NO2 DFL 2X4 TC 1-2 NO2 DFL 2x4: P=6T 0.001 Mm=3312 Mp=O 0.557= 0.558 LC2: 1.25: 0 28 2012: BC 4-3 NO2 DFL 2x4: P=OC 0.000 Mm=1558 Mp=O 0.301= 0.301 BC: WEB: STDB DFL 2X4 TC AXIAL: 1-2 6 N BC AXIAL: 4-3 0 2 SPCG: PLF oc � WB AXIAL: 4-1-194, 1-3 0, 3-2 -194 1 TCLL: 40 PLF TCDL: 28 z 5.7 BCLL: (20) 0 BCDL: 12 Z RCTS: 4 3 Q MX VRT: 228 228 = DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO m Plates: TP-500 Q ICB0:5Pa91-A:23996 W Ce fered on joint UNO Q oQPpFESSIpNq� C a 4710 y 9 m 12 Ex . 6-30-07 Q 0.375 LL TU Q 3X4 2X3 �F CAFS LI 0 Hans Truss, Inc. and z sig ' g engineer accept no re ponsibility for the LL accuracy, structural ad- equacy or any other fea- ture of this design unless i specifically fabricated by Hanson Truss, Inc. 0 HANSON TRUSS, INC. 15'-61/8" 3 3X4 z DATE: 4/21/06 JE LU24 BM Q _ ,_ _.. 3/8n —1 J —� DRWG his 21'-6" Defl @ 2: TL= Oin LL= Oin PLAN 4 Z SANTERRA LLC - SANTERRA\WORKING\PLAN 4\L5 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc C Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 1-2 NO2 DFL 2x4: P=4C 0.000 Mm=1395 Mp=O 0.235= 0.235 BC 4-3 NO2 DFL 2x4: P=OC 0.000 Mm=656 Mp=O 0.127= 0.127 TC AXIAL: 1-2 -4 BC AXIAL: 4-3 0 WB AXIAL: 4-1 -126, 1-3 0, 3-2 -126 i BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 40 28 12: LC2: 1.25: 0 28 20 12: 3/8"_1, 21'-6" SANTERRA LLC - SANTERRA\WORKING\PLAN 4\L6 RCTS: 4 3 MX VRT: 148 148 3X4 0.375 12 2X3 3X4 LU24 BM 1 2 7 Defl @ 2: TL= Oin LL= Oin brace B/C with mmilm shtg. or coot. lateral *Ix Bracing By Others UNO GRAD SPEC SIZE NO2 DFL 2X4 U TC: Z BC: NO2 DFL 2X4 — N WEB: STDB DFL 2X4 SPCG: PLF OC TCLL: 40 PLF TCDL: 28 Z BCLL: (20) 0 BCDL: 12 Z Q = DUR LDG FCTR: 1.25 m 3.5" Min Brg Wdth UNO Plates: TP- 00 O ICB . 039 LA:23996 W etuered on joint UNO LU Q OQpOF'ESSIpyq� A ' . RUe,yc� VMM � ti 9� � LPL LU aZ 4 710 D m Ex . 6-30-01 Q �9l 9UCTUAP�Q�ti LL F �F CALIF Hanson Truss, Inc. and Z Signing ngineer accept no responsibility for the LL accuracy, structural ad- — equacy or any other fea- Q lure of this design unless specifically fabricated by Hanson Truss, Inc. 0 HANSON TRUSS, INC. 0 Z DATE:4/21/06 JE Q DRWG #s J J L6 D Z PLAN 4 not to exceed 10' oc Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply - TC 1-2 NO2 DFL 2x4: P=4T 0.001 Mm=1825 Mp=O 0.307= 0.308 BC 4-3 NO2 DFL 2x4: P=OC 0.000 Mm=859 Mp=O 0.166= 0.166 TC AXIAL: 1-2 4 BC AXIAL: 4-3 0 WB AXIAL: 4-1-144, 1-3 0, 3-2 -144 • 3/8" =1' SANTERRA LLC - SANTERRA\WORKING\PLAN 4\L7 16'-11 3/4" BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 40 28 12: LC2: 1.25: 0 28 20 12: 21'-6" RCTS: 4 3 MX VRT: 169 169 0.375 12 1 2 F�j 4.23 3X4 2X3 IN M 3 3X4 Defl @ 2: TL= Oin LL= Oin brace B/C with gmilm shtg. or cont. lateral *lx Bracing By Others not to exceed 10' oc UNO GRAD SPEC SIZE TC: NO2 DFL 2X4 U Z BC: NO2 DFL 2X4 — WEB: STDB DFL 2X4 N SPCG: PLF oc D TCLL: 40 PLF TCDL: 28 z BCLL: (20) 0 BCDL: 12 z Q' DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO 00 Plates: TP-500 Q ICB0:5039 LA:23996 LlJ C t� on joint UNO LU ,SSIO�gI Q oQp�F RUe� Fticf VV_ C-0 4 710 Q LL F CALIF 0 Hanson Truss, Inc. and Z signing engineer accept no responsibility for the LL accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated — by Hanson Truss, Inc. Q HANSON TRUSS, INC. Q Z DATE:4/21/06 JE Q DRWG #s J J L7 :D Z PLAN 4 0 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 34 NO2 DFL 2x4: P=41C 0.000 Mm=2158 Mp=2439 0.410= 0.410 BC 8-7 NO2 DFL 2x4: P=OC 0.000 Mm=1026 Mp=1159 0.224= 0.224 TC AXIAL: 1-2 -266, 2-3 -192, 3-4 -198 BC AXIAL: 8-7 0, 7-6 0, 6-5 0 WB AXIAL: 8-1591, 1-7 644, 7-2 456, 7-3 465, 6-3 -452 64 509, 5-4 448 v N 1"=1, 1'-0" BASE LOADS: 1.25: 46 14 10 6 PSF LC1: 1.25: 40 28 12: 8-5 P LC2: 1.33: 0 28 12: 1-4 +-118H,8-5 P LC3: 1.25: 0 28 20 12: 8-5 P 12 34 ol 8.46 ROTS: 8 5 Cont Brg 8-5 P MX VRT: 452 337 MX HOR: 0 0 8-5 118H MX UPL: -621 -478 NOTE: TRUSS TO TRANSFER 1000 LBS MAX LATERAL FORCE 3X4 2X3 3X4 3X4 3X8 3X4 2X O,-911 SANTERRA LLC - SANTERRA\WORKING\PLAN 4\M1 LVll {�4 4. lL— Vaal LL- brace B/C with gypsum shtg. or cont. lateral *lx Bracing UNO GRAD SPEC SIZE By Others TC: NO2 DFL 2X4 U Z BC: NO2 DFL 2X4 — WEB: STDB DFL 2X4 N SPCG: PLF OC D CC TCLL: 40 PLF TCDL: 28 Z BCLL: (20) O U) BCDL: 12 z Q DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO 00 Plates: TP-500 Q ICBO:5W LA:23996 W Ce tired on joint UNO LU Q OQPOFESSIONq� �Q�,yA.R�e Fy U —� LIJ S 710 DD 00 Q ��lsT9 LL CTUIP, CAIIF� Hanson T ss, Inc. and Z signing engineer accept no responsibility for the LL. accuracy, structural ad- — equacy or any other fea- Q tore of this design unless specifically fabricated by Hanson Truss, Inc. Q HANSON TRUSS, INC. Z DATE:4/21/06 JE Q J DRWG #s J M1 D Z not to exceed 10' oc PLAN 4 P, Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 34 NO2 DFL 2x4: P=524C 0.002 Mm=2055 Mp=2324 0.391= 0.393 BC 7-6 NO2 DFL 2x4: P=345T 0.061 Mm=942 Mp=1066 0.206= 0.267 TC AXIAL: 1-2 -522, 2-3 -522, 3-4 -524 BC AXIAL: 8-7 0, 7-6 524, 6-5 0 WB AXIAL: 8-1-734, 1-7 1034, 7-2 -824, 7-3 -2, 6-3 -826 641038, 54 -736 4X4 2X3 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 40 28 12: 2 379,3 379 LC2: 1.25: 0 28 20 12: 2 200,3 200 1 2 3 4 N!_,�� 7 6 8.46 RCTS: 8 5 MX VRT: 717 717 1'-0" 3X4 4X4 -J\ Li 4X8 4X4 2 8'-9" 117.- T T SANTERRA LLC - SANTERRA\WORKING\PLAN 4\M2 LVll `fU L. 1L- .V 1111 LL V brace B/C with gypsum shtg. or cont. lateral IIx Bracing UNO GRAD SPEC SIZE By Others TC: NO2 DFL 2X4 V Z BC: NO2 DFL 2X4 WEB: STDB DFL 2X4 U) SPCG: PLF Oc D TCLL: 40 PLF TCDL: 28 z BCLL: (20) 0 BCDL: 12 Z Q DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO m Plates: TP-500 Q ICB • 39 LA:23996 W entered on joint UNO LU QP ESSIONq Q U Lu cp. 6-30-07 Q s Q ql T9UCTUPP�Q�ti, LL OF CM- 0 Hanson Truss, Inc. and z rq signing engineer accept no responsibility for the LL accuracy, structural ad- equacy or any other fea- ture of this design unless 0 specifically fabricated — by Hanson Truss, Inc. 0 > HANSON TRUSS, INC. 0 Z DATE:4/21/06 JE Q J J DRWG #s M2 z R not to exceed 10' oc PLAN 4 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 2-3 NO2 DFL 2x4: P=12C 0.000 Mm=618 Mp=2157 0.363= 0.363 BC 9-8 NO2 DFL 2x4: P=OC 0.000 Mm=1506 Mp=4062 0.786= 0.786 MOD 10-1 STUD DFL 2x6: P=185C 0.022 Mm=O Mp=O 0.000= 0.022 TC AXIAL: 1-2 -168, 2-3 -164, 34172, 4-5 148, 5-6 -165 BC AXIAL: 10-9 0, 9-8 0, 8-7 0 WB AXIAL: 10-1-185, 1-9 346, 9-2 -385, 9-3 -518, 3-8 -498 8-4 -327, 8-5 -525, 5-7 -511, 7-6 -135 10-1 STUD DFL 2x6 7-6 STUD DFL 2x6 3/8" = F SANTERRA LLC - SANTERRA\WORKING\PLAN 4\N1 BASE LOADS: 1.25: 16 14 10 6 PSF LCI: 1.25: 40 28 12: 10-7 P LC2: 1.33: 0 28 12: 1-6 +-65H,10-7 P LC3: 1.25: 0 28 20 12: 10-7 P * 1 x Bracing By Others 2 3 4 5 6 1 24.71 RCTS: 10 7 Cont Brg 10-7 P MX VRT: 203 362 MX HOR: 8 -457 10-7 65H MX UPL: -53 0 NOTE: TRUSS TO TRANSFER 1600 LBS MAX LATERAL FORCE VCI1 (0 J: IL= .U1W LL= .Ulnl brace B/C with gypsum shtg. or cont. lateral 1 3'-0" not to exceed 10' oc UNO GRAD SPEC SIZE NO2 DFL 2X4 U TC: Z BC: NO2 DFL 2X4 WEB: STDB DFL 2X4 SPCG: PLF oc D TCLL: 40 PLF TCDL: 28 Z BCLL: (20) O BCDL: 12 z Q DUR LDG FCTR: 1.25 m 3.5" Min Brg Wdth UNO Q Plates: TP-500 ICB0:50 23996 W C red onPint oint UNO LU IpNq� Q oQROFES �QF, �y A . RUegC�,LG f UU c S4 10 v D m * X . - - sgTST9 P� tiQ LL CTUR P� F F' �F CALIF O Hanson Truss, Inc. and Z signing engineer accept no responsibility for the LL accuracy, structural ad- equacy or any other fea- Q ture of this design unless specifically fabricated by Hanson Truss, Inc. O HANSON 0 TRUSS, INC. Z DATE:4/21/06 JE Q J DRWG ils J N1 z PLAN 4 17 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 1-2 NO2 DFL 2x4: P=2024C 0.058 Mm=1803 Mp=1803 0.356= 0.414 BC 9-81&B DFL 2x4: P=1924T 0.244 Mm=1707 Mp=3875 0.562= 0.807 MOD 10-1 STUD DFL 2x6: P=961C 0.121 Mm=O Mp=O 0.000= 0.121 TC AXIAL: 1-2 -2024, 2-3 -2025, 3-4 -2539, 4-5 -2539, 5-6 -10 BC AXIAL: 10-9 41, 9-8 2640, 8-7 1578 WB AXIAL: 10-1-961, 1-9 2116, 9-2 -376, 9-3 -684, 3-8 -118 8-4 -318, 8-51079, 5-7 -1765, 7-6 -136 10-1 STUD DFL 2x6 7-6 STUD DFL 2x6 3/8"=1' SANTERRA LLC - SANTERRA\WORKING\PLAN 4\N2 BASE LOADS: 1.25: 16 14 10 6 PSF LCi: 1.25: 40 28 12: LC2: 1.25: 0 28 20 12: *Ix Bracing By Others 1 2 3 4 5 6 A 9 8 1. 24.71 RCTS: 10 7 MX VRT: 983 983 Lull t(l j! J. 1L= .Loll! mL— .i-tlu brace B/C with gypsum shtg. or cont. lateral 4'-0" ON I not to exceed 10' oc UNO GRAD SPEC SIZE TC: NO2 DFL 2X4 U Z BC: 10 DFL 2X4 WEB: STDB DFL 2X4 N SPCG: PLF OC TCLL: 40 PLF I- TCDL: 28 Z BCLL: (20) 0 BCDL: 12 z Q DUR LDG FCTR: 1.25 = m 3.5" Min Brg Wdth UNO Q Plates: TP-500 ICB0:5039 LA:23996 W Centered on joint UNO LU QppFESSIpNq Q , Ar RU6 Fti U �710 LU�F Drn m *� Exp' 6-30-07 l*ll I Q F CALIF O Hanso Truss, Inc. and Z signing engineer accept no resp nsibility for the LL accurac , structural ad- — equacy or any other fea- of this design unless intore specifically fabricated by Hanson Truss, Inc. 0 HANSON TRUSS, INC. Z DATE:4/21/06 JE Q J DRWG #s J N2 z Z PLAN 4 • Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 1-2 NO2 DFL 2x4: P=2034C 0.059 Mm=1826 Mp=1830 0.362= 0.421 BC 9-81&B DFL 2x4: P=1925T 0.244 Mm=1752 Mp=3842 0.558= 0.802 MOD 10-1 STUD DFL 2x6: P=961C 0.121 Mm=O Mp=O 0.000= 0.121 TC AXIAL: 1-2 -2034, 2-3 -2035, 3-4 -2528, 4-5 -2528, 5-6 -6 BC AXIAL: 10-9 41, 9-8 2643, 8-71545 WB AXIAL: 10-1-961, 1-9 2125, 9-2 -378, 9-3 -676, 3-8 -133 8-4 -321, 8-51103, 5-7 -1743, 7-6 -134 10-1 STUD DFL 2x6 0.375 12 318` 1' 2X3 5X12 SANTERRA LLC - SANTERRA\WORKING\PLAN 4\N3 3X4 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 40 28 12: LC2: 1.25: 0 28 20 12: 25'-0" 2X3 4X8 *lx Bracing By Others 1 2 3 4 5 6 A 9 8 - 24.71 RCTS: 10 7 MX VRT: 983 988 M. 3X4 4X6 Defl @ 3: TL= .28in LL= .14in brace B/C with gypsum shtg. or cont. lateral 2X3 4X6 3' -0" not to exceed 10' oc UNO GRAD SPEC SIZE NO2 DFL 2X4 U TC: Z 10 DFL 2X4 BC: WEB: STDB DFL 2X4 N SPCG: PLF OC D TCLL: 40 PLF TCDL: 28 z BCLL: (20) 0 (n BCDL: 12 z Q DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO m Q Plates: TP-500 ICB0:5039 LA:23996 1LI Cent, on joint UNO SSIOryq� Q CIN � �y RVe� Fti�� UU�/ Cl) L a 4710 D D m Exp 6-30-07 Q s, S LL CTUR CALIF O z Hanson ss, Inc. and signing en ineer accept no responsibility for the LL accuracy, structural ad- equacy or any other fea- ture of this design unless 0 specifically fabricated by Hanson Truss, Inc. 0 HANSON TRUSS, INC. 0 z DATE:4/21/06 JE Q J DRWG #s J N3 z z PLAN 4 9 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 1-2 NO2 DFL 2x4: P=2034C 0.059 Mm=1826 Mp=1830 0.362= 0.421 BC 9-8 1&B DFL 2x4: P=1925T 0.244 Mm=1752 Mp=3842 0.558= 0.802 MOD 10-1 STUD DFL W: P=961C 0.121 Mm=O Mp=O 0.000= 0.121 TC AXIAL: 1-2 -2034, 2-3 -2035, 34 -2528, 4-5 -2528, 5-6 -557 BC AXIAL: 10-9 955, 9-8 2643, 8-71718 WB AXIAL: 10-1-997, 1-9 2483, 9-2 -378, 9-3 -1604, 3-8 -1215 84 -321, 8-51759, 5-7 -1939, 7-6 -134 10-1 STUD DFL 2x6 0.375 12 2X3 6X12 3/8"=I, I r SANTERRA LLC - SANTERRA\WORKING\PLAN 4\N4 4X6 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 40 28 12: LC2: 1.33: 0 28 12: 1-6 +-227H,10-8 -+375H LC3: 1.25: 0 28 20 12: 25'-0" *Ix Bracing By Others 1 2 3 4 5 6 loll i 9 8 24.71 RCTS: 10 7 MX VRT: 1017 1019 MX HOR: 16 0 10-8 +375H 10-8 -375H MX UPL: -33 -30 NOTE: TRUSS TO TRANSFER 5600 LBS MAX LATERAL FORCE 2X3 4X12 3X5 3X4 5X6 Defl @ 3: TL= .28in LL= .14in brace B/C with Qvpsum shtg. or cunt. lateral 2X3 5X6 W11 not to exceed 10' oc UNO GRAD SPEC SIZE NO2 DFL 2X4 U TC: BC: 10 DFL 2X4 WEB: STDB DFL 2X4 N SPCG: PLF oc D TCLL: 40 PLF TCDL: 28 z BCLL: (20) 0 BCDL: 12 z Q DUR LDG FCTR: 1.25 } 3.5" Min Brg Wdth UNO m Plates: TP-500 Q IC130:5039 LA:23996 W Cen d on joint UNO LU 'DyzFESSIOryq Q AU6 FAG U CD ~� 9G LPL oJa S 710 y9 m Exp. 6-30-07 Q P _. _. Q F CALIF O Hanson Truss, Inc. and z signing engineer accept no responsibility for the tL accuracy, structural ad- — equacy or any other fea- r, of this design unless specifically fabricated by Hanson Truss, Inc. 0 HANS ON TRUSS, INC. Z DATE:4/21/06 JE Q J DRWG #s J N4 D z PLAN 4 r C • Multiple Load Cases: Rcts, Forces & Csi's are worst case BASE LOADS: 1.25: 1614 10 6 PSF *lx Bracing UNO GRAD SPEC SIZE U Code: PSA Rbdg:Y 1-Ply LC1: 1.25: 40 28 12: By Others TC: NO2 DFL 2X4 Z TC 2-3 NO2 DFL 2x4: P=819C 0.005 Mm=685 Mp=1973 0.332= 0.337 LC2: 1.25: 0 28 2012: NO2 DFL 2X4 — BC 6-5 NO2 DFL 2x4: P=476T 0.084 Mm=3139 Mp=3353 0.649= 0.733 BC: MOD 7-1 STUD DFL W: P=560C 0.075 Mm=O Mp=O 0.000= 0.075 wEB: STDB DFL 2X4 (A N TC AXIAL: 1-2 -818, 2-3 -819, 3-4 -6 2 3 4 SPCG: PLF oc BC AXIAL: 7-6 21, 6-5 754 1 WB AXIAL: 7-1 -560, 1-6 896, 6-2 -330, 6-3 227, 3-5 -846 TOLL: 40 PLF I- 5-4 -138 TCDL: 28 z A 6 BCLL: (20) 14.25 N BCDL: 12 Z RCTS: 7 5 Q MX VRT: 564 570 7-1 STUD DFL 2x6 DUR LDG FCTR: 1.25 } 3.5" Min Brg Wdth UNO 00 Plates: TP-500 Q ICBO: 9 LA:23996 LV tered on joint UNO Q oQPp;ESSIONq� RVe� Fyc� V 4'-0" � 4710 D 9 m 3'-0" Ex . 6-30-07 Q 0.375 12 s LL TF A(/CTUPP Q� ' 2X3 3X4 2X3 OF C M_ F 0 X6 Hans Truss, Inc. and Z sig% engineer accept no responsibility for the (L accuracy, structural ad- eeuacy or any other fea- le of this design unless specifically fabricated o by Hanson Truss, Inc. Q 13 HANSON TRUSS, INC. 13 10'-5 1/2" TX3 3X10 3X4 Z DATE:4/21/06 JE Q _ e 318n _ J J DRWG #s - 25'-011 NS D Defl @ 2: TL= .04in LL= .02in PLAN 4 z SANTERRA LLC - SANTERRA\WORKING\PLAN 4\N5 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 1-2 NO2 DFL 2x4: P=21C 0.000 Mm=3133 Mp=O 0.528= 0.528 BC 4-3 NO2 DFL 2x4: P=OC 0.000 Mm=1564 Mp=O 0.303= 0.303 MOD 4-1 STUD DFL 2x6: P=204T 0.041 Mm=O Mp=O 0.000= 0.041 TC AXIAL: 1-2 -858 BC AXIAL: 4-3 0 WB AXIAL: 4-1-360, 1-3 -1692, 3-2 -189 4-1 STUD DFL 2x6 3-2 STUD DFL 2x6 314" =1, SANTERRA LLC - SANTERRA\WORKING\PLAN 4\P1 BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 40 28 12: 4-3 P LC2: 1.33: 0 28 12: 1-2 +-307H,4-3 P LC3: 1.25: 0 28 20 12: 4-3 P 1 2 01 5.71 RCTS: 4 3 Cont Brg 4-3 P MX VRT: 393 393 MX HOR: 35 -1681 4-3 298H MX UPL: -169 -169 240TE: TRUSS TO TRANSFER 1700 LBS MAX LATERAL FORCE lien Ua L: 1L= um LL= Utn brace B/C with gypsum shtg. or cont. lateral *lx Bracing UNO GRAD SPEC SIZE By Others TC: NO2 DFL 2X4 U Z BC: NO2 DFL 2X4 WEB: STDB DFL 2X4 N SPCG: PLF oc D T_ TCLL: 40 PLF TCDL: 28 z BCLL: (20) O U) BCDL: 12 Z Q DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO 00 Plates: TP-500 Q ICBP,5M9 LA:23996 W entered on joint UNO f" Q oQPOFESSIDNq� UM Q) Q aF S4710 D p m Exp 6-30-07 Q qT dT UCTURP�Q��� 0 C AkL O Hanson Truss, Inc. and z signing engineer accept no responsibility for the LL accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated — by Hanson Truss, Inc. O > HANSON 0 TRUSS, INC. Z DATE:4/21/06 JE Q J J DRWG /is P1 z Z not to exceed 10' oc PLAN 4 F • • Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 1-2 NO2 DFL 2x4: P=21C 0.000 Mm=3133 Mp=O 0.528= 0.528 BC 4-3 NO2 DFL 2x4: P=8T 0.001 Mm=1564 Mp=O 0.303= 0.304 MOD 3-2 STUD DFL 2x6: P=189C 0.022 Mm=O Mp=O 0.000= 0.022 TC AXIAL: 1-2 -21 BC AXIAL: 4-3 18 WB AXIAL: 4-1-189, 1-3 -3, 3-2 -189 4-1 STUD DFL 2x6 3-2 STUD DFL 2x6 0 II 314" =1' SANTERRA LLC - SANTERRA\WORKING\PLAN 4\P2 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 40 28 12: LC2: 1.25: 0 28 20 12: 1 2 A 5.71 RCTS: 4 3 MX VRT: 223 223 2'-6" 11eI1 ((Y c: 1L= V111 LL= V111 brace B/C with gypsum shtg. or coot. lateral *lx Bracing UNO GRAD SPEC SIZE By Others TC: NO2 DFL 2X4 U z BC: NO2 DFL 2X4 — WEB: STDB DFL 2X4 N SPCG: PLF oc D X TCLL: 40 PLF TCDL: 28 Z BCLL: (20) 0 U) BCDL: 12 z Q DUR LDG FCTR: 1.25 = 3.5" Min Brg Wdth UNO m Plates: TP-500 Q ICBO:5039 LA:23996 LL C wed on joint UNO LU QppFESSIpNq Q N. RVe 8J '�F S4710 m E p. 6-30-07 Q F CALIF O Hanson Truss, Inc. and Z signing engineer accept no responsibility for the LL accuracy, structural ad- equacy or any other fea- tore of this design unless — Q specifically fabricated by Hanson Truss, Inc. 0 > 0 Z HANSON TRUSS, INC. DATE:4/21/06 IE Q J J DRWG its not to exceed 10' oc P2 PLAN 4 z Z • Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 1-2 NO2 DFL 2x4: P=1396C 0.032 Mm=2172 Mp=2320 0.416= 0.448 BC 5-4 NO2 DFL 2x4: P=1045T 0.185 Mm=1021 Mp=937 0.198= 0.382 MOD 6-1 STUD DFL 2x6: P=408C 0.047 Mm=O Mp=O 0.000= 0.047 TC AXIAL: 1-2 -1396, 2-3 -17 BC AXIAL: 6-5 40, 5-41391 WB AXIAL: 6-1408, 1-5 1367, 5-2 -143, 24 -1405, 4-3 -149 6-1 STUD DFL 2x6 4-3 STUD DFL 2x6 0.375 . 12 — 00 3/4"=1' SANTERRA LLC - SANTERRA\WORKING\PLAN 4\P3 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 40 28 12: LC2: 1.25: 0 28 20 12: 4X6 4X5 11'-6" 1 2 3 A 5 11.21 10 RCTS: 6 4 MX VRT: 443 443 5X6 4X6 Defl @ 2: TL= .13in LL= .06in brace B/C with gypsum shtg. or cont. lateral *lx Bracing UNO GRAD SPEC SIZE By others TC: NO2 DFL 2X4 U z BC: NO2 DFL 2X4 — WEB: STDB DFL 2X4 N SPCG: PLF OC D cc TCLL: 40 PLF TCDL: 28 z BCLL: (20) 0 U) BCDL: 12 z Q DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO 00 Plates: TP-500 Q ICB0039 LA:23996 W C tered on joint UNO UJ p V,;ESSIpyq� Q o, � �� 9L /_U� LL LU 4710 D D m Ex . 6-30-07 Q F CALZ O Hanson ' russ, Inc. and z signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless Lj specifically fabricated by Hanson Truss, Inc. 0 Z HANSON TRUSS, INC. DATE:4/21/06 JE Q J J DRWG #s. not to exceed 10' oc P3 PLAN 4 Z Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 1-2 NO2 DFL 2x4: P=1273C 0.027 Mm=2245 Mp=2144 0.426= 0.453 BC 5-4 NO2 DFL 2x4: P=953T 0.168 Mm=804 Mp=870 0.168= 0.337 MOD 6-1 STUD DFL 2x6: P=388C 0.045 Mm=O Mp=O 0.000= 0.045 TC AXIAL: 1-2 -1273, 2-3 -16 BC AXIAL: 6-5 38, 5-41268 WB AXIAL: 6-1 -388, 1-5 1244, 5-2 -128, 24 -1285, 4-3 -131 6-1 STUD DFL 2x6 4-3 STUD DFL 2x6 3/4" =1' SANTERRA LLC - SANTERRA\WORKING\PLAN 4\P4 BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 40 28 12: LC2: 1.25: 0 28 20 12: 1 2 3 5 10.71 ROTS: 6 4 MX VRT: 423 423 volt ((_j! 6: 1L= .11111 LL— .vviu brace B/C with gypsum shtg. or cont. lateral 2'-6" * Ix Bracing UNO GRAD SPEC SIZE By Others TC: NO2 DFL 2X4 U Z BC: NO2 DFL 2X4 WEB: STDB DFL 2X4 N SPCG: PLF oc D TCLL: 40 PLF TCDL: 28 Z BCLL: (20) 0 BCDL: 12 z Q DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO m Plates: TP-500 Q ICBOLA:23996 LL! entered on joint UNO QPpFESSIpyq Q C-D c 4710 v D m Ex 6-30-07 Q Q LL qlF TUP11 �Q`~ EC AIZF O Hanson ss, Inc. and Z signing engineer accept no responsibility for the LL accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated — by Hanson Truss, Inc. 0 > HANSON 0 TRUSS, INC. Z DATE:4/21/06 JE Q J DRWG #s J P4 D z not to exceed 10' oc PLAN 4 C Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 1-2 NO2 DFL 2x4: P=19C 0.000 Mm=1973 Mp=2817 0.474= 0.474 BC 6-5 NO2 DFL 2x4: P=OC 0.000 Mm=954 Mp=1370 0.265= 0.265 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 40 28 12: 6-4 P LC2: 1.33: 0 28 12: 1-3 +-161H,6-4 P LC3: 1.25: 0 28 20 12: 6-4 P *lx Bracing By Others UNO GRAD SPEC SIZE TC: NO2 DFL 2X4 U Z — BC: NO2 DFL 2X4 WEB: STDB DFL 2X4 MOD 6-1 STUD DFL 2x6: P=177C 0.019 Mm=O Mp=O 0.000= 0.019 U) N TC AXIAL: 1-2 -267, 2-3 401 BC AXIAL: 6-5 0, 5-4 0 WB AXIAL: 6-1-177, 1-5 -709, 5-2 -447, 24 -1008, 4-3 -119 1 2 3 srcG: PLF oc �. TCLL: 40 PLF TCDL: 28 Z 1U.715 BCLL: (20) 0 6-1 STUD DFL 2x6 4-3 STUD DFL 2x6 RCTS: MX VRT: MX HOR: MX UPL: 6 4 Cont Brg 6-4 P 203 287 17 -992 6-4158H -26 -145 BCDL: 12 z Q = m DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP-500 ICBO: 039`LA:23996 c �te red on joint UNO NOTE: TRUSS T-611 TO TRANSFER 1700 LBS MAX LATERAL FOR E Q LU 0.375 12 oQpOFESSIpNle Q�c, �y P . RUe F�GG, S 710 D Q U m 3/4" =1' SANTERRA LLC - SANTERRA\WORKING\PLAN 4\P5 1JeI1 Ua L: I L = Um LL= UW brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc txu. o-,u-VI Q LL F C AL- 0 Hanson russ, Inc. and z signing ngineer accept no resp ibility for the LL accuracy, structural ad- equacy or any other fea- Q lure of this design unless specifically fabricated by Hanson Truss, Inc. 0 HANSON TRUSS, INC. Z DATE:4/21/06 JE Q J DRWG #s J P5 D Z PLAN 4 • Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 1-2 NO2 DFL 2x4: P=613C 0.011 Mm=3653 Mp=3818 0.673= 0.684 BC 5-4 NO2 DFL 2x4: P=456T 0.081 Mm=98 Mp=1797 0.348= 0.428 MOD 6-1 STUD DFL 2x6: P=405C 0.054 Mm=O Mp=O 0.000= 0.054 TC AXIAL: 1-2 -613, 2-3 -8 BC AXIAL: 6-5 15, 5-4 606 WB AXIAL: 6-1-405, 1-5 618, 5-2101, 2-4 -718, 4-3 -44 6-1 STUD DFL 2x6 4-3 STUD DFL 2x6 1/2" =1' SANTERRA LLC - SANTERRA\WORKING\PLAN 4\01 0.375 12 BASE LOADS: 1.25: 16 14 10 6 PSF LCI: 1.25: 40 28 12: LC2: 1.25: 0 28 20 12: 1 2 3 F--��� 11.21 , RCTS: 6 4 MX VRT: 443 443 lien q L: IL= .ulm LL= -VIM brace B/C with gvpsum shtg. or cont. lateral *lx Bracing By Others UNO GRAD SPEC SIZE TC: NO2 DFL 2X4 U z BC: NO2 DFL 2X4 — WEB: STDB DFL 2X4 N SPCG: PLF oc D tY TCLL: 40 PL:F TCDL: 28 z BCLL: (20) 0 BCDL: 12 z Q DUR LDG FCTR: 1.25 m 3.5" Min Brg Wdth UNO Plates: TP-500 ICBO: A:23996 C tered n joint UNO Q W LU oQPo ssloyq� RUe� F S4710 D D Q V cc m not to exceed 10' oc OF CALIF 0 Hans Truss, Inc. and z signin engineer accept no res risibility for the LL accuracy, structural ad- equacy or any other fea- ture of this design unless 0 specifically fabricated by Hanson Truss, Inc. 0 HANSON TRUSS, INC. z DATE:4/21/06 JE Q J DRWG #s J Q1 D z PLAN 4 • Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 1-2 NO2 DFL 2x4: P=730C 0.016 Mm=3609 Mp=3927 0.677= 0.693 BC 5-4 NO2 DFL 2x4: P=544T 0.096 Mm=380 Mp=1846 0.357= 0.453 MOD 6-1 STUD DFL 2x6: P=444C 0.059 Mm=O Mp=O 0.000= 0.059 TC AXIAL: 1-2 -730, 2-3 -10 BC AXIAL: 6-5 16, 5-4 724 WB AXIAL: 6-1-444, 1-5 740, 5-2 -129, 2-4 -810, 4-3 -92 6-1 STUD DFL 2x6 4-3 STUD DFL 2x6 1/2" = I' SANTERRA LLC - SANTERRA\WORKING\PLAN 4\02 0.375 12 BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 40 28 12: LC2: 1.25: 0 28 20 12: 1 2 3 F`���� �. 12.17 RCTS: 6 4 MX VRT: 481 481 Uetl a L: 1L= M4111 LL= .ULM brace B/C with gypsum shtg. or cont. lateral *lx Bracing By Others UNO GRAD TC: NO2 SPEC DFL SIZE 2X4 BC: NO2 DFL 2X4 WEB: STDB DFL 2X4 SPCG: TCLL: TCDL: BCLL: BCDL: PLF 40 28 (20) 12 OC PLF DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP-500 ICB0:5039 LA:23996 Centered on joint UNO �ROFESSlrNW Z m � St710 n Exp. 6-30-07 U Z N D tY z N z Q } m W U_ EE CD F tiNz- ql 9 CTUA �Q� 0 CALIF I L Hanson T ss, Inc. and Z signing engineer accept no responsibility for the LL, accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. 0 o Z HANSON TRUSS, INC. DATE:4/21/06 JE Q J J DRWG #s not to exceed 10' oc Q2 PLAN 4 Z • Multiple Load Cases: Rcts, Forces & Csi's are worst case BASE LOADS: 1.25: 16 14 10 6 PSF *lx Bracing UNO GRAD SPEC SIZE U Code: PSA Rbdg:Y 1-Ply LC1: 1.25: 40 28 12: By Others TC: NO2 DFL 2X4 z NO2 DFL 2X4 TC 1-2 NO2 DFL 2x4: P=998C 0.008 Mm=3287 Mp=4732 0.796= 0.804 LC2: 1.25: 0 28 2012: BC 5-4 NO2 DFL 2x4: P=745T 0.132 Mm=1257 Mp=2217 0.429= 0.561 BC: wEs: STDB DFL 2X4 MOD 6-1 STUD DFL 2x6: P=525C 0.070 Mm=O Mp=O 0.000= 0.070 !n N TC AXIAL: 1-2 -998, 2-3 -14 2 3 1cc SPCG: PLF OC BC AXIAL: 6-5 19, 5-4 992 WB AXIAL: 6-1-525, 1-5 1018, 5-2 -200, 2-4 -1050, 4-3 -170 TCLL: 40 PLF �... TCDL: 28 z s BCLL: (20) 0 14.17 N RCTS: 6 4 BCDL: 12 Z Q MX VRT: 561 561 6-1 STUD DFL 2x6 DUR LDG FCTR: 1.25 4-3 STUD DFL 2x6 m 3.5" Min Brg Wdth UNO Plates: TP-500 Q ICB0:5 N-L :23996 W Ce red on joint UNO L" ggZVESSIOV Q 12 a R�eq�9Fy�� U 0.375 �Q��y CD n 5X6 LU a S 10 D Dco Exp. -30-07ell 112" =1' SANTERRA LLC - SANTERRA\WORKING\PLAN 4\03 a Uen q c: IL= .Uim Ll,= .V'+IU brace B/C with gypsum shtg. or cont. lateral Q CTURP�Q�~ OF E M_ tL O Hanson Tzivss, Inc. and z signing en&Vneer accept no responsibility for the accuracy, structural ad- equacy or any other fea- tore of this design unless LL Q specifically fabricated by Hanson Truss, Inc. 0 z Z HANSON TRUSS, INC. DATE:4/21/06 JE Q J J DRWG ifs not to exceed 10' oc Q3 PLAN 4 D Z • • Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 1-2 NO2 DFL 2x4: P=1076C 0.009 Mm=3150 Mp=5087 0.856= 0.865 BC 5-4 NO2 DFL 2x4: P=804T 0.142 Mm=1541 Mp=2382 0.461= 0.603 MOD 6-1 STUD DFL 2x6: P=547C 0.073 Mm=O Mp=O 0.000= 0.073 TC AXIAL: 1-2 -1076, 2-3 -15 BC AXIAL: 6-5 20, 5-41070 WB AXIAL: 6-1-547, 1-5 1099, 5-2 -220, 2-4 -1123, 4-3 -189 6-1 STUD DFL 2x6 4-3 STUD DFL 2x6 1/2°=1, SANTERRA LLC - SANTERRA\WORKING\PLAN 4\04 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 40 28 12: LC2: 1.25: 0 28 20 12: 1 2 3 5 �. 14.71 RCTS: 6 4 MX VRT: 583 583 4'-0" Dell C0 2: 1L= .Ubin LL= .U41n brace B/C with gypsum shtg. or cont. lateral 31-011 *lx Bracing UNO GRAD SPEC SIZE By Others TC: NO2 DFL 2X4 U Z BC: NO2 DFL 2X4 WEB: STDB DFL 2X4. N SPCG: PLF oc TCLL: 40 PLF I— TCDL: 28 z BCLL: (20) 0 BCDL: 12 z Q DUR LDG FCTR: 1.25 = m 3.5" Min Brg Wdth UNO Plates: Trj06 Q ICBO• 39 LA:23996 W ntered on joint UNO LU QPOF E SI pyq Q Pk. RUg F2 U LUa S 710 D� m xp. 6-30-07 Q CTURP�Q��� 66. F 0 � I_ CAkLl 0 Hanson runs, Inc. and Z signing e,gineer accept no responsibility for the LL accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. 0 HANSON 0 TRUSS, INC. Z DATE:4/21/06 JE Q J DRWG i/s J Q4 D z not to exceed 10' oc PLAN 4 • Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 1-2 NO2 DFL 2x4: P=554C 0.009 Mm=3648 Mp=3830 0.666= 0.675 BC 5-4 NO2 DFL 2x4: P=411T 0.073 Mm=1428 Mp=1803 0.349= 0.422 MOD 6-1 STUD DFL 2x6: P=385C 0.051 Mm=O Mp=O 0.000= 0.051 TC AXIAL: 1-2 -554, 2-3 -7 BC AXIAL: 6-5 14, 5-4 547 WB AXIAL: 6-1-385, 1-5 558, 5-2 112, 2-4 -679, 4-3 -14 6-1 STUD DFL 2x6 4-3 STUD DFL 2x6 1/2" =1' SANTERRA LLC - SANTERRA\WORKING\PLAN 4\05 0.375 12 BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 40 28 12: LC2: 1.25: 0 28 20 12: 1 2 3 5 10.71 RCTS: 6 4 MX VRT: 423 423 ven a L: IL= .UZM LL= MIM brace B/C with gypsum shtg. or cunt. lateral *lx Bracing UNO GRAD SPEC SIZE By Others TC: NO2 DFL 2X4 U z BC: NO2 DFL 2X4 — WEB: STDB DFL 2X4 N SPCG: PLF OC D TCLL: 40 PLF TCDL: 28 z BCLL: (20) O BCDL: 12 z Q DUR LDG FCTR: 1.25 } 3.5" Min Brg Wdth UNO m Plates: TP-500 Q ICB :3Q39 LA:23996 W enter d on joint UNO oQP ESSIpNq� Q 1 D�, a 4710 y p m Exp. 6-30-07 / *// I OF C ALIE O Hanso Truss, Inc. and z signin engineer accept no res onsibility for the LL accura y, structural ad- — e or any other fea- r:cy tue of this design unless 0 specifically fabricated — by Hanson Truss, Inc. O > HANSON 0 TRUSS, INC. z DATE:4/21/06 JE Q 'J DRWG #s J Q5 z Z PLAN 4 not to exceed 10' oc Ll Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 2-3 NO2 DFL 2x4: P=60T 0.010 Mm=1589 Mp=O 0.267= 0.277 BC 5-4 NO2 DFL 2x4: P=158T 0.028 Mm=1601 Mp=O 0.310= 0.338 TC AXIAL: 1-2 -60, 2-3 60 BC AXIAL: 5-4 319 WB AXIAL: 5-1-130, 5-2 -390, 2-4 -390, 4-3 -130 N 1"=1' SANTERRA LLC - SANTERRA\WORKING\PLAN 4\R1 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 32 28 6: 2 190 LC2: 1.25: 0 28 10 6: 2 94 2 1 // \\ 3 12 3'-21/4" 12 8.17 lien CN L. 1L= .UIIU LL= .U11U brace B/C with m3sum shtiz. or cont. lateral *Ix Bracing UNO GRAD SPEC SIZE By Others TC: NO2 DFL I 2X4 U Z BC: NO2 DFL 2X4 — WEB: STDB DFL 2X4 N SPCG: PLF oc D TCLL: 32 PLF TCDL: 28 z BCLL: (10) O U) BCDL: 6 z Q DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO m Plates: TP-500 Q ICBO:5039 LA:23996 W Centered on joint UNO LU )O ESSIpyq� oQ Fy�fU 4710 v 9 m ExO. 6-30-07 qT '9UCTUA Q� F �F CA�IF� LL O Hanso Truss, Inc. and z signin engineer accept no res.nsibility for the accura structural ad- equacy or any other fea- ture of this design unless LL — specifically fabricated by Hanson Truss, Inc. — Q > Q Z HANSON TRUSS, INC. DATE:4/21/06 JE Q J J DRWG #s not to exceed 10' oc R1 PLAN 4 z Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 2-Ply TC 5-6 NO2 DFL 2x4: P=5219C 0.375 Mm=761 Mp=330 0.212= 0.587 BC 14-13 10 DFL 2x4: P=5368T 0.682 Mm=638 Mp=187 0.093= 0.774 TC AXIAL: 1-2 -4076, 2-3 -4040, 3-4 -3801, 4-5 -5219, 5-6 -5219 6-7 -5219, 7-8 -5219, 8-9 -3801, 9-10 -4040 10-11-4076 BC AXIAL: 1-15 3854, 15-14 4662, 14-13 5368, 13-12 4662 12-11 3854 WB AXIAL: 2-15 -254, 15-3 773, 15-4 -1098, 4-14 710, 14-5 -229 14-6 -191, 6-13 -191, 13-7 -229, 13-8 710, 8-12 -1098 12-9 773, 12-10 -254 4X10 1/4" =1' 8'-0" 2'-8 1/4" BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 32 28 30: 3-9 154,3 501,9 501 LC2: 1.25: 64 56 24: *lx Bracing By Others 2 3 4 5 6 7 8 9 10 1 11 15 14 13 12 I0 I . 32.71 L RCTS: 1 11 MX VRT: 2824 2824 Q Carrier 2-Ply: Nail TC w/16d Q 12in oc Nail BC w/16d @ 12in oc 4X12 3X5 2X3 3X4 * 2X3 * 3X5 4 12 2X3 ft 4X8 SANTERRA LLC - SANTERRA\WORKING\PLAN 5\A1 3X8 [6X16G] 3X8 33'-0" * 4X12 4X8 2X3 — 12 14 4X10 Defl Q 6: TL= .99in LL= .44in Camber 13/16in brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc UNO GRAD SPEC SIZE NO2 DFL 2X4 U TC: Z BC: 1&B DFL 2X4 — wEB: STDB DFL 2X4 N SPCG: PLF oc 2-PLY D TCLL: 32 PLF TCDL: 28 Z BCLL: N BCDL: 30 Z Q DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO m Plates: TP-500 Q ICB0:5039 LA:23996 W Centered on joint UNO LU SSIONq� Q AU6 `c�c U �y LU 0 a7 S 71y9 m Exp. 6-30-07 Q s9T ST U uAP�' ��Q LL CALIF n Hanson russ, Inc. and z signing ngineer accept no resp nsibility for the LL accur structural ad- — equacy or any other fea- 0 tore of this design unless specifically fabricated by Hanson Truss, Inc. 0 HANSON 0 TRUSS, INC. Z DATE:3/20/06 JE Q DRWG #s J Al z PLAN 5 Fj Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 4-Ply TC 9-10 NO2 DFL 2x4: P=6678C 0.496 Mm=1470 Mp=1502 0.373= 0.869 BC 13-12 SS DFL 2x8: P=6210T 0.346 Mm=12169 Mp=12389 0.364= 0.710 TC AXIAL: 1-2 -5653, 2-3 -6438, 3-4 -6089, 4-5 -5747, 5-6 -6773 6-7 -6773, 7-8 -5860, 8-9 -6210, 9-10 -6678 10-11 -6503 BC AXIAL: 1-18 5395, 18-17 5395, 17-16 6163, 16-15 6300 15-14 6355, 14-13 6394, 13-12 6210, 12-11 6210 WB AXIAL: 18-2 -509, 2-17 822, 17-3 451, 3-16 -535, 164 1714 16-5 -771, 5-15 675, 15-6 -25, 15-7 596, 7-14 -690 14-8 1752, 14-9 -720, 13-9 622, 13-10197, 12-10 -112 6X14 1/4" =1' 10'-9" 4 12 3X4 3X4 SANTERRA LLC - SANTERRA\WORKING\PLAN 5\A2 6X14 BASE LOADS: 1.25: 16 14 10 6 PSF *lx Bracing UNO GRAD SPEC SIZE LC1: 1.25: 32 28 12: 17-13 543,13-11 478,17 2372,13 964 By Others TC: NO2 DFL 2X4 Z LC2: 1.33: 0 28 12: 17-13 319,13-11 272,17 1336,13 544,1-11 +-153H,11-+5000H LC3: 1.25: 0 28 20 12: 17-13 319,13-11 272,17 1336,13 544 BC: SS DFL 2X8 wEB: STDB DFL 2X4 - N 4 5 6 7 8 9 SPCG: PLF OC 4-PLY D 3 2 10 11 1 TCLL: 32 PLF 18 17 16 15 14 13 12 0 TCDL: 28 z 32.71 BCLL: (20) BCDL: 12 z RCTS: 1 11 Q MX VRT: 8108 10208 = MX HOR: -4 0 11 +5000H 11-5000H DUR LDG FCTR: 1.25 @ Carrier 3.5" Min Brg Wdth UNO 00 4-Ply: Nail TC w/16d @ 12in oc Plates: IT-500 BC: Use 1/4x6 SDS or equal Screws Q 9 in oc staggered ICBO:5039 LA:23996 0zx� NOTE: TRUSS TO TRANSFER 5000 LBS MAX LATERAL FORCE Centd on joint UNO QPp SSIOryq� Q O ��QF �y RUe� FyG� U � S 710 D D m Ex - '-7 1/4" * 3X4 2X3 * 3X4 33'-0" 8X8 * 6X14 3X4 . .12 14 3X4 6X14 Defl @ 6: TL= .92in LL= .39in Camber 13/16in brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc Q TU�P�Q�'tiALIF LL XF 0 Hanson Truss, Inc. and Z signing engineer accept no responsibility for the L.L accuracy, structural ad- equacy or any other fea- Q tore of this design unless specifically fabricated by Hanson Truss, Inc. 0 HANSON 0 TRUSS, INC. Z DATE: 3/20/06 JE Q J DRWG his J A2 D z PLAN 5 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 2-Ply TC 2-3 NO2 DFL 2x4: P=2494C 0.189 Mm=1706 Mp=1789 0.504= 0.693 BC 9-8 NO2 DFL 2x4: P=1769T 0.434 Mm=948 Mp=1663 0.447= 0.881 TC AXIAL: 1-2 -2667, 2-3 -2494, 3-4 -3062, 4-5 -3062, 5-6 0 BC AXIAL: 1-9 2519, 9-8 3181, 8-71966 WB AXIAL: 9-2 312, 9-3 -768, 3-8 -134, 8-4 -334, 8-5 1233 5-7 -2195, 7-6 -151 8'-0" 4 r 12 3X10 6X8 0 6X14 1,1011 1/4"=1' SANTERRA LLC - SANTERRA\WORKING\PLAN 5\B1 BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 32 28 30: 2-6 154,2 501 LC2: 1.25: 64 56 24: 2'-8 1/4" * 3X4 2X3 * 4X8 4X8 4X10 37' 2 3 4 5 6 1 A 9 8 25.21 RCTS: 1 7 MX VRT: 2178 2372 @ Carrier 2-Ply: NO TC w/16d @ 12in oc Nail BC w/16d @ 12in oc 9 '1 1 /11t * 1 x Bracing UNO GRAD SPEC SIZE By Others TC: NO2 DFL 2X4 BC: NO2 DFL 2X4 WEB: STDB DFL 2X4 SPCG: PLF oc 2-PLY TCLL: 32 PLF TCDL: 28 BCLL: BCDL: 30 Defl @ 3: TL= .39in LL= .17in Camber 5/16in brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP-500 ICB0:5039 LA:23996 Cente1gd on joint UNO Q qz ESSIpN � q� a� 4710 v 9 _*\ Exp. 6-30-07 /* qF CALZF� HazWon Truss, Inc. and signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. HANS ON TRUSS, INC. DATE:3/20/06 JE DRWG #s B1 PLAN 5 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 2-3 NO2 DFL 2x4: P=2076C 0.067 Mm=1784 Mp=575 0.362= 0.428 BC 11-10 NO2 DFL 2x4: P=OC 0.000 Mm=3265 Mp=3847 0.744= 0.744 MOD 6-7 2950 LVL 2x6: P=1792C 0.003 Mm=11072 Mp=15195 0.487 = 0.490 TC AXIAL: 1-2 -2280, 2-3 -2076, 3-4 -1917, 4-5 -2204, 5-6 -2204 6-7 -1886, 7-8 -1203, 8-9 -1203 BC AXIAL: 1-13 2076, 13-12 2131, 12-11 1886, 11-10 0 WB AXIAL: 2-13 -157, 13-3 412, 13-4 -350, 4-12 219, 12-5 -699 12-6 801, 7-11 -1647, 11-8 675, 11-9 1655, 10-9 -1204 3-9 2950 LVL 2x6 12-11 NO2 DFL 2x4SC 10'-7 1/2" 12 4 6X6 6X6 00 1' 0 1 " 3X6 '-6 3/4" # 3X4 * 2X3 *3X4 BASE LOADS: 1.25: 16 14 10 6 PSF * 1 x Bracing UNO GRAD SPEC SIZE U LC1: 1.25: 32 28 12: 5-8 90,12-11 FAS100 By Others TC: NO2 DFL 2X4 LC2: UNBALANCED LIVE LOADS. Z — NO2 DFL 2X4 LC3: 1.25: 0 28 20 12: 5-8 50,12-11 FAS100 BC: WEB: STDB DFL 2X4 N 3 4 5 6 1 8 9 SPCG: PLF OC D 2 117 TCLL: 32 PLF 1 TCDL: 28 Z 13 12 11 0 0 25.21 BCLL: (20) N BCDL: 12 Z RCTS: 1 10 Q MX VRT: 1024 1154 DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO 00 Plates: TP-500 Q ICBO:5039 LA:23996 LV Cen U n joint NO LU �Qc�O yPOP RVeq� Fyn V cc a 4710 v m Q * 3X4 *2X4 * 4X6 30 in "WORK" F SPACE 3X6 3X5 5X6 STACK 2x6 @ FAU 6X8 3X4 37'-9" SANTERRA LLC - SANTERRA\WORKING\PLAN 5\B2 Defl @ 6: TL= .48in LL= .2in Camber 7/16in brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc F �F C M_Z O H Truss, Inc. and Z Sig g engineer accept no responsibility for the U. accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated — by Hanson Truss, Inc. 0 HANSON 0 TRUSS, INC. Z DATE: 3/20/06 JE Q J DRWG #s J B2 Z PLAN 5 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 34 NO2 DFL 2x4: P=1594C 0.024 Mm=2223 Mp=3599 0.696= 0.721 BC 1-11 NO2 DFL 2x4: P=2121T 0.375 Mm=417 Mp=958 0.185= 0.560 TC AXIAL: 1-2 -2272, 2-3 -1751, 3-4 -1594, 4-5 -509, 5-6 -540 BC AXIAL: 1-112121, 11-10 2115, 10-91455, 9-8 1455, 8-7 0 WB AXIAL: 11-2 89, 2-10 -548, 10-3 240, 10-4179, 9-4170 4-8 -1215, 8-5 -117, 8-6 1062, 7-6 -1134 14'-0" 3X6 4 12 3X4 6X8 CPO 140 l„ 4X12 3X8 3X4 1/4" =1' SANTERRA LLC - SANTERRA\WORKING\PLAN 5\83 BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 32 28 12: 3-5 90 LC2: 1.25: 0 28 20 12: 3-5 50 3 4 5 6 RCTS: 1 7 MX VRT: 1016 1137 *lx Bracing UNO GRAD SPEC SIZE By others TC: NO2 DFL 2X4 BC: NO2 DFL 2X4 WEB. STDB DFL 2X4 SPCG: PLF OC TCLL: 32 PLF TCDL: 28 BCLL: (20) BCDL: 12 DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO Plates: Tki'0M Qp,OF UNO �D 4'-8 1/4" Co Ui 4710 D x . 6-30-0 12 Nz- 4X8 * 3X4 �F CALIFS * 4X4 Hans Truss, Inc. and signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- t're of this design unless specifically fabricated 00 11, by Hanson Truss, Inc. HANSON 2X3 5X8 3X4 11'-21/2" TRUSS, INC. DATE:3/20/06 JE DRWG #s 37'-9" B 3 Defl @ 2: TL= .21in LL= .09in PLAN 5 Laterallv brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 2-3 NO2 DFL W: P=2052C 0.061 Mm=1706 Mp=400 0.340= 0.401 BC 10-9 NO2 DFL W: P=1806T 0.319 Mm=1100 Mp=27810.538= 0.857 TC AXIAL: 1-2 -2224, 2-3 -2052, 3-4 -1897, 4-5 -2113, 5-6 -2113 6-7 0 BC AXIAL: 1-10 2021, 10-9 2243, 9-8 1316 WB AXIAL: 2-10 -113, 10-3 400, 10-4 -423, 4-9 -160, 9-5 -373 9-6 988, 6-8 -1614, 8-7 -101 10'-0" 4 F 12 6X6 3X8 6X6 1 101 3X6 1/4" =1' SANTERRA LLC - SANTERRA\WORKING\PLAN 5\B4 BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 32 28 12: 4-6 90 LC2: 1.25: 0 28 20 12: 4-6 50 3 4 5 6 7 1 2 10 9 25.21 RCTS: 1 8 MX VRT: 1004 1076 3'-41/4" * 3X4 2X3 * 4X5 * 2X3 3X6 4X8 3T-9" 4X5 -1) 1 /1 11 Defl @ 4: TL= .24in LL= .lin brace B/C with gypsum shtg. or cont. lateral *lx Bracing UNO GRAD SPEC SIZE By others TC: NO2 DFL 2X4 U Z BC: NO2 DFL 2X4 — wEB. STDB DFL 2X4 ' N SPCG: PLF OC D 1r TCLL: 32 PLF �. TCDL: 28 z BCLL: (20) O U) BCDL: 12 Z Q DUR IDG FCTR: 1.25 3.5" Min Brg Wdth UNO 00 Plates: TP-500 Q ICBO:5 :23996 W C Bred n joint UNO QPOF Si Q O Q) LU 4710 v D m Ex - - Q �AL H n Truss, Inc. and z Sig g engineer accept no sponstbility for the 1L accuracy, structural ad- — equacy or any other fea- ture of this design unless Specifically fabricated — by Hanson Truss, Inc. 0 HANSON 0 TRUSS, INC. Z DATE:3/20/06 JE Q J DRWG #s J B4 D z PLAN 5 not to exceed 10' oc Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 2-Ply TC 4-5 NO2 DFL 2x4: P=1103C 0.009 Mm=201 Mp =1857 0.294= 0.302 BC 6-5 NO2 DFL 2x4: P=1311T 0.218 Mm=1339 Mp=1703 0.310= 0.528 TC AXIAL: 1-2 -1299, 2-3 -782, 3-4 -780, 4-5 -1103 BC AXIAL: 1-81919, 8-71919, 7-61311, 6-5 1311 WB AXIAL: 8-2107, 2-7 -475, 7-3 320, 7-4 -538, 6-4 84 1/4" =1' SANTERRA LLC — SANTERRA\WORKING\PLAN 5\C1 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 32 28 12: LC2: 1.33: 0 28 12: 1-5 +-170H,1-+4450H LC3: 1.25: 0 28 20 12: 3 RCTS: 1 5 MX VRT: 964 964 MX HOR: -12 0 1 +4450H 1-4450H 2-Ply: Nail TC w/16d @ 12in oc Nail BC w/16d @ 12in oc NOTE: TRUSS TO TRANSFER 4450 LBS MAX LATERAL FORCE 13'-6" 4'-9 15/16" /2" lien ga o: i L= . iotn LL= .071n brace B/C with gypsum shtg. or cont. lateral *lx Bracing By Others not to exceed 10' oc UNO GRAD SPEC SIZE NO2 DFL 2X4 U TC: Z BC: NO2 DFL 2X4 — WEB. STDB DFL 2X4 N SPCG: 24 oc 2-PLY D TCLL: 32 PLF TCDL: 28 Z BCLL: (20) O U) BCDL: 12 z Q DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO m Plates: TP- Q ICB 039 A:23996 'n W entered joint UNO LU Q?ZO SSIONq� Q O U 9yD w� 4710 m -JU-Ui * Q s Q qj T'9UCTUPP�Q�� lL �F CALIF� O Hans&n Truss, Inc. and Z signing engineer accept no responsibility for the LL accuracy, structural ad- — equacy or any other fea- tore of this design unless Q specifically fabricated — by Hanson Truss, Inc. 0 HANSON 0 TRUSS, INC. Z DATE:3/20/06 JE Q DRWG #s J Cl D Z PLAN 5 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 2-3 NO2 DFL 2x4: P=1504C 0.061 Mm=2718 Mp=2145 0.570= 0.631 BC 1-8 NO2 DFL 2x4: P=1941T 0.343 Mm=1612 Mp=2167 0.419= 0.762 TC AXIAL: 1-2 -2112, 2-3 -1504, 3-4 -1505, 4-5 -2139 BC AXIAL: 1-81941, 8-7 1941, 7-61967, 6-5 1967 WB AXIAL: 8-2157, 2-7 -622, 7-3 600, 7-4 -650, 6-4165 13'-6" 1/4" =1' SANTERRA LLC — SANTERRA\WORKING\PLAN 5\C2 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 32 28 12: LC2: 1.25: 0 28 20 12: 4'-9 15/16" tj RCTS: 1 5 MX VRT: 945 945 1/2" lien q /: lL= .som LL= .loin Camber 5/loin brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc * 1 x Bracing By Others UNO GRAD SPEC SIZE NO2 DFL 2X4 U TC: Z BC: NO2 DFL 2X4 — WEB. STDB DFL 2X4 N SPCG: 24 OC D D: TCLL: 32 PLF TCDL: 28 z BCLL: (20) 0 BCDL: 12 Z Q DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO m Q Plates: TP-500 ICB : 03 A:23996 W entered n joint UNO f U QPpF SSIONq� Q O V wa7 4710 Q �9P T'9UCTUPP�Q�'ti LL �F C Al-IF� O Z n Truss, Inc. and HaIrponsibility Sigg engineer accept nofor the LL accuracy, structural ad- — equacy or any other fea- Q ture of this design unless specifically fabricated — by Hanson Truss, Inc. 0 > HANSON TRUSS, INC. 0 Z DATE: 3/20/06 JE Q J J DRWG #s C2 D Z PLAN 5 J Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 2-3 NO2 DFL 2x4: P=1439C 0.059 Mm=2845 Mp=1852 0.597= 0.656 BC 1-8 NO2 DFL 2x4: P=1696T 0.300 Mm=1757 Mp=2248 0.435 = 0.735 TC AXIAL: 1-2 -1837, 2-3 -1439, 3-4 -1445, 4-5 -2234 BC AX1AL: 1-8 1696, 8-7 1689, 7-6 2068, 6-5 2068 WB AXIAL: 8-2 -91, 2-7 -416, 7-3 576, 74 -821, 6-4 214 1/4" =1' SANTERRA LLC - SANTERRA\WORKING\PLAN 5\C3 1Y-6" BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 32 28 12: LC2: 1.25: 0 28 20 12: 4'-9 15/16" 3 RCTS: 1 5 MX VRT: 927 927 lieu (a /: 1L= .zow LL= .12in brace B/C with gypsum shtg. or cont. lateral *Ix Bracing By Others not to exceed 10' oc UNO GRAD SPEC SIZE NO2 DFL 2X4 U TC: Z BC: NO2 DFL 2X4 — WEB. STDB DFL 2X4 N SPCG: 24 OC TCLL: 32 PLF I... TCDL: 28 Z BCLL: (20) 0 U) BCDL: 12 z Q DUR I.DG FCTR: 1.25 3.5" Min Brg Wdth UNO m Plates: TP-500 Q ICBO:S 0 ':23996 W C ered onpoint UNO ggES IONq Q U co LUJ Q T] W Exp 6-30-07 �qT S 9UCTUA P� ti� LL P� F OF �— CALIF Hans Truss, Inc. and Sig ni engineer accept no responsibility for the LL accuracy, structural ad- — equacy or any other fea- Q lure of this design unless specifically fabricated by Hanson Truss, Inc. 0 HANSON TRUSS, INC. Z DATE: 3/20/06 JE Q J DRWG #s J C3 0 Z PLAN 5 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 2-Ply TC 2-3 NO2 DFL 2x4: P=1564C 0.060 Mm=4297 Mp=4227 0.896= 0.956 BC 1-8 NO2 DFL 2x4: P=2319T 0.410 Mm=1598 Mp=2050 0.397= 0.807 TC AXIAL: 1-2 -2548, 2-3 -1564, 3-4 -1479, 4-5 -1837 BC AXIAL: 1-8 2319, 8-7 2319, 7-61716, 6-5 1716 WB AXIAL: 8-2 51, 2-7 -1017, 7-3 565, 7-4 -371, 6-4 97 137-6" 1/4" =1' SANTERRA LLC - SANTERRA\WORKING\PLAN 5\C4 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 61 138 12: 3-5 60 LC2: 1.25: 0 138 20 12: 3-5 28 4'-9 15/16" 3 ROTS: MX VRT: 2360 1402 2-Ply: NO TC w/16d @ 12in oc Nail BC w/16d @ 12in oc lien (a c 1L= .J nuLL= .12in Camber 3/8in brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc *lx Bracing UNO GRAD SPEC SIZE By Others TC: NO2 DFL 2X4 V z BC: NO2 DFL 2X4 — WEB: STDB DFL 2X4 N SPCG: PLF oc 2-PLY :) TCLL: 61 PLF TCDL: 138 z BCLL: (20) O BCDL: 12 z Q DUR LDG FCTR: 1.25 m 3.5" Min Brg Wdth UNO Plates: TP-500 Q ICBO:23996 ll�te C QWFE Si Q Lvm m S 710 1L 91�. UCTUPP �Q� I"_ F CALZF O Hanso Truss, Inc. and Z signin engineer accept no responsibility for the 11 accuracy, structural ad- — equacy or any other fea- lure of this design unless Q specifically fabricated by Hanson Truss, Inc. Q > HANSON 0 TRUSS, INC. Z DATE: 3/21/06 JE Q J DRWG #s J C4 Z PLAN 5 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 2-3 NO2 DFL 2x4: P=1550C 0.064 Mm=2735 Mp=2107 0.578= 0.643 BC 1-8 NO2 DFL 2x4: P=1986T 0.351 Mm=1666 Mp=2224 0.430= 0.781 TC AXIAL: 1-2 -2160, 2-3 -1550, 3-4 -1555, 4-5 -2341 BC AXIAL: 1-81986, 8-7 1986, 7-6 2168, 6-5 2168 WB AXIAL: 8-2159, 2-7 -623, 7-3 634, 7-4 -818, 6-4 214 13'-6" 1/4" =1' SANTERRA LLC - SANTERRA\WORKING\PLAN 5\C5 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 32 28 12: LC2: 1.25: 0 28 20 12: 4'-915/16" 3 RCTS: MX VRT: 962 962 verl (ts 6: IL= .31+111 LL= .151II Camber 5/161Il brace B/C with avpsum shtg. or cont. lateral support not to exceed 10' oc *lx Bracing UNO GRAD SPEC SIZE , By Others TC: NO2 DFL 2X4 U Z BC: NO2 DFL 2X4 — WEB: STDB DFL 2X4 N SPCG: 24 OC TCLL: 32 PLF �.. TCDL: 28 z BCLL: (20) 0 BCDL: 12 Z DUR LDG FCTR: 1.25 3.5" Min Brg width UNO m Plates: TP- 06 Q ICBO: 9 LA:23996 LV Ce ered on joint UNO LU Q FESS t�Q�O y P • Ugq� FAG V Q) 10 y � m Exp./6-30-07 I Q V29 0 Hanson Truss, Inc. and Z signing engineer accept no responsibility for the LL accuracy, structural ad- — equacy or any other fea- 0 ture of this design unless specifically fabricated — by Hanson Truss, Inc. 0 HANS ON 0 TRUSS, INC. Z DATE: 3/20/06 JE Q J DRWG #s J C5 Z PLAN 5 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 2-3 NO2 DFL 2x4: P =1531 C 0.067 Mm =2867 Mp =1803 0.611= 0.678 BC 1-8 NO2 DFL 2x4: P=1915T 0.339 Mm=2172 Mp=2804 0.543= 0.881 TC AXIAL: 1-2 -2087, 2-3 -1531, 3-4 -1537, 4-5 -2322 BC AXIAL: 1-8 1915, 8-71915, 7-6 2150, 6-5 2150 WB AXIAL: 8-2 142, 2-7 -566, 7-3 622, 7-4 -816, 6-4 213 13'-6" 91 1/4" = F SANTERRA LLC - SANTERRA\WORKING\PLAN 5\C6 BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 32 28 12: LC2: 1.25: 0 28 20 12: 4'-915/16" 3 RCTS: MX VRT: 956 956 lleti q 2: IL= .s /m LL= .16111 Camber 5/16in brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc *lx Bracing By Others UNO GRAD SPEC SIZE TC: NO2 DFL 2X4 Z z BC: NO2 DFL 2X4 — WEB: STDB DFL 2X4 N SPCG: 24 OC D TCLL: 32 PLF TCDL: 28 z BCLL: (20) O BCDL: 12 z Q DUR LDG FCTR: 1.25 3.5" Min Brg Wdth LNO m Plates: TP-500 Q ICBO: 9 23996 W Ce ered o joint UNO QPOFE IONq Q V Cr S 710 Q UCTUPP 1L CALIF O z Hanson h7russ, Inc. and signing engineer accept no responsibility for the (L accuracy, structural ad- — equacy or any other fea- Q ture of this design unless specifically fabricated — by Hanson Truss, Inc. 0 HANSON > TRUSS, INC. 0 Z DATE: 3/20/06 JE Q DRWG #s J C6 D Z PLAN 5 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 2-Ply TC 1-2 NO2 DFL 2x4: P=145C 0.000 Mm=195 Mp=1879 0.297= 0.297 BC 1-8 NO2 DFL 2x4: P=1293T 0.215 Mm=1401 Mp=1770 0.322= 0.537 TC AXIAL: 1-2 -1080, 2-3 -775, 3-4 -777, 4-5 -1170 BC AXIAL: 1-8 1293, 8-7 1293, 7-61087, 6-5 1087 WB AXIAL: 8-2 79, 2-7 -312, 7-3 317, 7-4 -424, 6-4107 13'-6" a 1/4" =1' SANTERRA LLC - SANTERRA\WORKING\PLAN 5\C7 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 32 28 12: LC2: 1.33: 028 12: 1-5 +-103H,1-+2700H LC3: 1.25: 0 28 20 12: RCTS: MX VRT: 962 MX HOR: 4 3 962 0 1 +2700H 1-2700H 2-Ply: Nail TC w/16d @ 12in oc Nail BC w/16d @ 12in oc NOTE: TRUSS TO TRANSFER 2700 LBS MAX LATERAL FORCE 4'-9 15/16" lien qa a: iL= . i im LL= .071n brace B/C with gypsum shtg. or cont. lateral *lx Bracing UNO GRAD SPEC SIZE By others TC: NO2 DFL 2X4 z Z BC: NO2 DFL 2X4 — WEB.. STDB DFL 2X4 N SPCG: 24 oc 2-PLY TCLL: 32 PLF TCDL: 28 z BCLL: (20) O BCDL: 12 z Q DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO m Plates: TP-500 Q ICBO:5039 LA:23996 W C t on joint UNO LU QFQF SSIOryq Q �cQF� y P RU6 6L V 9D E S 710 m m E - Q not to exceed 10' oc Q N46 O Hanson, russ, Inc. and Z Sig gineer accept no resp nsibility for the � L accuracy, structural ad- — equacy or any other fea- 0 lure of this design unless specifically fabricated — by Hanson Truss, Inc. 0 > HANSON 0 TRUSS, INC. z DATE: 3/20/06 7E Q J DRWG A J C7 D z PLAN 5 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 2-Ply TC 34 NO2 DFL 2x4: P=2721C 0.263 Mm=1772 Mp=2328 0.592= 0.855 BC 9-8 NO2 DFL 2x4: P=3208T 0.567 Mm=1364 Mp=962 0.264= 0.831 TC AXIAL: 1-2 -2963, 2-3 -2887, 3-4 -2721, 4-5 -2721, 576 -2887 6-7 -2963 BC AXIAL: 1-9 2798, 9-8 3208, 8-7 2798 WB AXIAL: 2-9 -294, 9-3 396, 9-4 -538, 4-8 -538, 8-5 396 8-6 -294 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 32 28 30: 3-5 154,3 501,5 501 LC2: 1.25: 64 56 24: *lx Bracing UNO GRAD SPEC SIZE U By Others TC: NO2 DFL 2X4 Z BC: NO2 DFL 2X4 — WEB: STDB DFL 2X4 U) i% 3 4 5 SPCG: PLF oc 2-PLY D 2 6 TCLL: 32 PLF f" 1 7 TCDL: 28 Z 9 8 0 BCLL: O 24.71 Y) ROTS: 1 7 BCDL: 30 Z MX VRT: 2086 2086 Q DUR LDG FCTR: 1.25 @ Carrier 3.5" Min Brg Wdth UNO m 2-Ply: Nail TC w/16d @ 12in oc 0 Plates: TP-500 Nail BC w/16d @ 12in oc ICBO• 3 LA:23996?btr LU red Pn joint UNO QROF SSIONq Q Z�y P R V vD D C dZ S 710 m 8'-011 2'-8 1/4" sgTF r tiQ LL UCTUPP �Q� I— 3X10 3X4 3X10 F CAL � Hanso Truss, Inc. and 12 * 12 —� 4 Z 4 F 2X3 2X3 signing engineer accept no responsibility for the LL accuracy, structural ad- — equacy or any other fea- lure of this design unless Q 4X8 4X8 specifically yHanson Truss, c. O HANSON TRUSS, INC. z 3X8 4X8 3X8 DATE: 3/21/06 JE Q 318"=1' DRWG #s 25'-0" D 1 PLAN 5 0 Z Defl @ 4: TL= .43in LL= .19in Camber 3/8in SANTERRA LLC - SANTERRA\WORKING\PLAN 5\01 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 1-2 NO2 DFL 2x4: P=2194C 0.038 Mm=1752 Mp=2672 0.449= 0.488 BC 1-7 NO2 DFL 2x4: P=1660T 0.293 Mm=1741 Mp=2085 0.403 = 0.697 TC AXIAL: 1-2 -2424, 2-3 -1901, 3-4 -1901, 4-5 -2424 BC AXIAL: 1-7 2072, 7-61330, 6-5 2072 WB AXIAL: 2-7 -659, 7-3 848, 3-6 848, 6-4 -659 12'-6" 3/8" = l' SANTERRA LLC - SANTERRA\WORKING\PLAN 5\D2 BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 32 28 12: LC2: 1.33: 0 28 12: 1-5 +-198H,B1-5 -+198H LC3: 1.25: 0 28 20 12: 3 RCTS: 1 5 MX VRT: 934 934 MX HOR: 0 0 B1-5 +198H B1-5 -198H NOTE: TRUSS TO TRANSFER 4900 LBS MAX LATERAL FORCE 4'-5 15/16" *lx Bracing By Others mcll Ll f( 1. 1 L- .'e'-nu LL- . 11111 brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc UNO GRAD SPEC SIZE NO2 DFL 2X4 U TC: Z BC: NO2 DFL 2X4 WEB. STDB DFL 2X4 N SPCG: 24 OC D cc TCLL: 32 PLF TCDL: 28 z BCLL: (20) O U) BCDL: 12 Z Q DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO 00 Q Plates: TP-500 IC110:5039 LA:23996 LLJ Ce t re on joint UNO QpOF SSIpNq A P RU6 Fy U LU S 710 v D m - Q UPP OQV%C LIF O Hanson russ, Inc. and Z signing engineer accept no responsibility for the tL accuracy, structural ad- equacy or any other fea- Q tore of this design unless specifically fabricated by Hanson Truss, Inc. Q HANSON TRUSS, INC. Z DATE: 3/21/06 JE Q J J DRWG #s D2 Z PLAN 5 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 1-2 NO2 DFL 2x4: P=471C 0.002 Mm=951 Mp=126 0.163= 0.166 BC 1-4 NO2 DFL 2x4: P=415T 0.073 Mm=544 Mp=558 0.108= 0.181 TC AXIAL: 1-2 -471, 2-3 -471 BC AXIAL: 1-4 415, 4-3 415 WB AXIAL: 4-2141 1"=1, SANTERRA LLC - SANTERRA\WORKING\PLAN 5\E1 BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 32 28 12: LC2: 1.25: 0 28 20 12: 2 1 3 4 0 7.63 RCTS: 1 3 MX VRT: 280 280 T-111/2" 12 12 4 1 1 1'-7 3/4" 4 U011 !�/ .t. 11,- .VLlll LL- .VILU brace B/C with gypsum shtg. or cont. lateral *lx Bracing UNO GRAD SPEC SIZE By Others TC: NO2 DFL 2X4 V z BC: NO2 DFL 2X4 — V;EB:STDB DFL 2X4 N SPCG: 24 OC D TCLL: 32 PLF TCDL: 28 Z BCLL: (20) 0 BCDL: 12 Z Q DUR I.DG FCTR: 1.25 3.5" Min Brg Wdth UNO m Plates: TP-500 Q ICBO:�LA:23996 C dtered or}joint UNO W LU QPOF E IONq Q P AU6��c� C"QZ��y MV S 710 v m Exp 6-30-07 Q qT� UCTUPP F CALIF O Hanso Truss, Inc. and Z Sig ning engineer accept no responsibility for the LL accuracy, structural ad- — equacy or any other fea- 0 Lure of this design unless specifically fabricated — by Hanson Truss, Inc. 0 > HANSON O TRUSS, INC. Z DATE: 3/21/06 JE Q J DRWG #s J E1 z not to exceed 10' oc PLAN 5 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 2-Ply TC 2-3 NO2 DFL 2x4: P=3005C 0.098 Mm=1121 Mp=910 0.220= 0.318 BC 12-11 NO2 DFL 2x4: P=3261T 0.576 Mm=519 Mp=235 0.100= 0.677 TC AXIAL: 1-2 -3087, 2-3 -3005, 3-4 -2828, 4-5 -3434, 5-6 -3434 6-7 -2828, 7-8 -3005, 8-9 -3087 BC AXIAL: 1-12 2917, 12-113261, 11-10 3261, 10-9 2917 WB AXIAL: 2-12 -299, 12-3 484, 12-4 -571, 441228, 11-5 -211 11-6 228, 6-10 -571, 10-7 484, 10-8 -299 D�.f 111 8, (III 2'-8 1/4" 4X8 3X4 12 4 2X3 3X8 3/8"=l' SANTERRA LLC - SANTERRA\WORKING\PLAN 5VI BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 32 28 30: 3-7 154,3 501,7 501 LC2: 1.25: 64 56 24: 2 3 4 5 6 7 8 1 9 12 11 10 0 25.71 RCTS: 1 9 MX VRT: 2180 2180 @ Carrier 2-Ply: NO TC w/16d @ 12in oc Nail BC w/16d @ 12in oc * 2X3 3X4 * 4X8 4X8 3X6 F� 3X8 12 4 2X3 4X10 * 1 x Bracing UNO GRAD SPEC SIZE By Others TC: NO2 DFL 2X4 V Z BC: NO2 DFL 2X4 WEB: STDB DFL 2X4 N SPCG: PLF oc 2-PLY D TCLL: 32 PLF TCDL: 28 z BCLL: N BCDL: 30 z Q DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO m Plates: TP-500 Q ICBO:S 23996 W ce redo joint UNO QpOFES IOryq Q Cca S 710 D9 m 6-30-07 Q Defi @ 5: TL= .48in LL= .21in Camber 3/8in brace B/C with evusum shtQ. or cont. lateral support not to exceed 10' oc Uf-CALIF O Hans Truss, Inc. and z Sig engineer accept no responsibility for the u, accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. 0 HANSON 0 TRUSS, INC. z DATE: 3/21/06 JE Q DRWG Its 'J J F1 D z PLAN 5 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 2-3 NO2 DFL 2x4: P =1864C 0.050 Mm=1772 Mp =1688 0.347 = 0.397 BC 1-10 NO2 DFL 2x4: P=2128T 0.376 Mm=2391 Mp=2577 0.499= 0.875 TC AXIAL: 1-2 -2586, 2-3 -2125, 3-4 -315, 4-5 -315, 5-6 -2125 6-7 -2586 BC AXIAL: 1-10 2412, 10-91959, 9-7 2412, 3-8 -1719, 8-5 -1719 WB AXIAL: 2-10 -548, 10-3 398, 8-4125, 9-5 398, 9-6 -548 10-9 NO2 DFL 2x4SC on 3/8" = l' SANTERRA LLC - SANTERRA\WORKING\PLAN 5\F2 BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 32 28 12: 10-9 FAS 100 LC2: UNBALANCED LIVE LOADS. LC3: 1.25: 0 28 20 12: 10-9 FAS100 RCTS: 1 7 MX VRT: 1027 1027 4'-7 15/16" *lx Bracing By Others z 4 1 Vell (9 lu: 1L= .00111 LL— .61L1 l.a1LUG1 111rLl brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc UNO GRAD SPEC SIZE NO2 DFL 2X4 U TC: Z BC: NO2 DFL 2X4 WEB: STDB DFL 2X4 U) SPCG: 24 OC TCLL: 32 PLF TCDL: 28 z BCLL: (20) 0 U) BCDL: 12 z Q' DUR LDG FCTR: 1.25 } 3.5" Min Brg Wdth UNO m Q Plates: TP-500 ICBO:5039 LA:23996 W ntere on joint UNO LU QpOF SSIONq� Q O h�QF �y RUe� Fycf U_UM C�o 4710 v p m E Q s Q 9j TAUCTUPI- OF CALL 0 z Hanson Truss, Inc. and signing engineer accept no responsibility for the L.L accuracy, structural ad- equacy or any other fea- Q ture of this design unless specifically fabricated by Hanson Truss, Inc. 0 HANSON TRUSS, INC. Q Z DATE:3/21/06 JE Q DRWG #s J F2 Z PLAN 5 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 2-Ply TC 1-2 NO2 DFL 2x4: P=268C 0.003 Mm=2063 Mp=O 0.362= 0.365 BC 5-4 NO2 DFL 2x4: P=597T 0.106 Mm=920 Mp=1302 0.252= 0.357 TC AXIAL: 1-2 -268, 2-3 -647, 3-4 -918 BC AXIAL: 7-61251, 6-5 1089, 5-4 1088 WB AXIAL: 7-1-366, 1-6 436, 6-2 -329, 2-5 359, 5-3 -266 In 3/8" =1' SANTERRA LLC - SANTERRA\WORKING\PLAN 5\F3 BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 32 28 12: LC2: 1.33: 0 28 12: 1-4 +-128H,7-+2500H LC3: 1.25: 0 28 20 12: 2 RCTS: 7 4 MX VRT: 734 734 MX HOR: -2 0 7 +2500H 7 -2500H 2-Ply: Nail TC w/16d @ 12in oc Nail BC w/16d @ 12in oc NOTE: TRUSS TO TRANSFER 2500 LBS MAX LATERAL FORCE 4'-7 15/16" *lx Bracing By Others lien (Ja J: 1L= .Uvlla LL= .villa brace B/C with pvvsum shtg. or cont. lateral support not to exceed 10oc UNO GRAD SPEC SIZE TC: NO2 DFL 2X4 U Z BC: NO2 DFL 2X4 WEB: STDB DFL 2X4 N SPCG: 24 oc 2-PLY D TCLL: 32 PLF TCDL: 28 Z BCLL: (20) O U) BCDL: 12 z Q DUR LDG FCTR: 1.25 } 3.5" Min Brg Wdth UNO 00 Plates: TP-5 Q ICBO:S L :23996 W Ce redo joint UNO f' Qp,OF SIONq� Q O F,ycf U 4710 v D m s� Q U rAUCTUPP�Q�~ OF C ALIF� 0 Hanson Truss, Inc. and Z signing engineer accept no responsibility for the LL accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated — by Hanson Truss, Inc. Q > HANSON 0 TRUSS, INC. Z DATE: 3/21/06 JE Q J DRWG #s J F3 z PLAN 5 A Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 1-2 NO2 DFL W: P=537C 0.010 Mm=4127 Mp=0 0.759= 0.769 BC 5-4 NO2 DFL W: P=1193T 0.211 Mm=1842 Mp=2603 0.504= 0.715 TC AXIAL: 1-2 -537, 2-3 -1293, 3-4 -1604 BC AXIAL: 7-6 0, 6-5 716, 5-4 1475 WB AXIAL: 7-1-718, 1-6 576, 6-2 -395, 2-5 653, 5-3 -475 MAU 3/8" =1' SANTERRA LLC - SANTERRA\WORKING\PLAN 5\F4 BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 32 28 12: LC2: 1.25: 0 28 20 12: RCTS: 7 4 MX VRT: 718 718 4'-7 15/16" *lx Bracing By Others 2 Lell (( JI 1; 1L= .l llll LL— .UJul brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc UNO GRAD SPEC SIZE NO2 DFL 2X4 U TC: Z BC: NO2 DFL 2X4 WEB: STDB DFL 2X4 � SPCG: 24 OC D TCLL: 32 PLF TCDL: 28 z BCLL: (20) O BCDL: 12 z Q DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO m Plates: TP-500 Q ICBO:50 23996 LV Ce red on joint UNO LU QpOFES IONq Q U � LWU S 710 D D m Ex 6- - Q Q 9l 9UCTUP�OQ�~ Ilk OF CAL1 0 H on Truss, Inc. and Z si ' g engineer accept no responsibility for the LL accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated — by Hanson Truss, Inc. Q HANSON TRUSS, INC. 0 Z DATE: 3/21/06 JE Q DRWG #s J J F4 D Z PLAN 5 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 2-3 NO2 DFL W: P=357C 0.001 Mm=2587 Mp=2688 0.452= 0.453 BC 4-3 NO2 DFL W: P=342T 0.060 Mm=3163 Mp=1929 0.612= 0.672 TC AXIAL: 1-2 -57, 2-3 -581 BC AXIAL: 4-3 525 WB AXIAL: 4-1-105, 4-2 -561 2X3 S II 314" = l' SANTERRA LLC - SANTERRA\WORKING\PLAN 5\G BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 32 28 12: LC2: 1.25: 0 28 20 12: RCTS: 4 3 MX VRT: 357 357 yell 0 L: 1L= .ULW LL— .Ulm brace B/C with gypsum shtg. or cont. lateral * 1 x Bracing UNO GRAD SPEC SIZE By Others TC: NO2 DFL 2X4 U Z BC: NO2 DFL 2X4 — WEB: STDB DFL 2X4 N SPCG: 24 OC D cc TCLL: 32 PLF TCDL: 28 z BCLL: (20) 0 U) BCDL: 12 Z Q DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO m Plates: TP-500 Q ICBO:5039 LA:23996 W Cente ®d-on joint UNO f" QPOFE9SIO,yq Q RVe F�L U LL LU S 710 D D m Exp 6-30-07 Q F CALIF O Hanso Truss, Inc. and Z in signengineer accept no responsibility for the LL accuracy, structural ad- — equacy or any other fea- Q tore of this design unless specifically fabricated — by Hanson Truss, Inc. 0 HANSON 0 TRUSS, INC. Z DATE: 3/21/06 JE Q J DRWG #s G Z not to exceed 10' oc PLAN 5 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 1-2 NO2 DFL 2x4: P=1690C 0.037 Mm=1328 Mp=1563 0.251= 0.289 BC 1-6 NO2 DFL 2x4: P=1243T 0.220 Mm=2003 Mp=3477 0.673= 0.893 TC AXIAL: 1-2 -1690, 2-3 -1208, 3-4 -1208, 4-5 -1690 BC AXIAL: 1-61838, 6-5 1567 WB AXIAL: 2-6 -610, 6-3 551, 6-4 -599 BASE LOADS: 1.25: 16 14 10 6 PSF LCI: 1.25: 32 28 12: LC2: 1.33: 0 28 12: 1-5 +-132H,6-5 -+264H LC3: 1.25: 0 28 20 12: 3 RCTS: 1 5 MX VRT: 725 725 MX HOR: 0 0 6-5 +264H 6-5 -264H 10'-0" NOTE: TRUSS TO TRANSFER 2600 LBS MAX LATERAL FORCE Y-7 15/16" *lx Bracing By Others UNO GRAD SPEC SIZE NO2 DFL 2X4 U TC: Z BC: NO2 DFL 2X4 — WEB: STDB DFL W. V) SPCG: 24 OC TCLL: 32 PLF TCDL: 28 z BCLL: (20) O BCDL: 12 z Q DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO m Plates: TP-500 Q ICBO:S A:23996 W C red on joint UNO LU Q 5E SlOryq Q U 9Dm W� S 710 m Exp 6-30-07 J1 .r . � LL 2X3 LXJ OF CALZF� HansA Truss, Inc. and Z signing engineer accept no responsibility for the L accuracy, structural ad- 3X8 3X8 equacy or any other fea- Q lure of this design unless specifically fabricated — by Hanson Truss, Inc. 0 HANSON TRUSS, INC. Z 3X8 Q DATE: 3/21/06 JE 1/2 =1 DRWG /ls 'j u 20'-0" G 1 D Defl @ 6: TL= .15in LL= .07in PLAN 5 Z SANTERRA LLC - SANTERRA\WORKING\PLAN 5\G1 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 2-Ply TC 4-5 NO2 DFL 2x4: P=845C 0.006 Mm=664 Mp=782 0.132= 0.137 BC 1-6 NO2 DFL 2x4: P=622T 0.110 Mm=1001 Mp=1738 0.336= 0.446 TC AXIAL: 1-2 -845, 2-3 -604, 3-4 -604, 4-5 -845 BC AXIAL: 1-6 784, 6-5 784 WB AXIAL: 2-6 -254, 6-3 276, 6-4 -254 1/2" =1' BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 32 28 12: LC2: 1.33: 0 28 12: 1-5 +-51H,1 -+ 1000H LC3: 1.25: 0 28 20 12: 91 RCTS: 1 5 MX VRT: 724 724 MX HOR: -6 0 1 +1000H 1-1000H 2-Ply: NO TC w/16d @ 12in oc 10'-0" Nail BC w/16d @ 12in oc NOTE: TRUSS TO TRANSFER 1000 LBS MAX LATERAL FORCE 3'-715/16" SANTERRA LLC - SANTERRA\WORKING\PLAN 5\G2 *lxBracing UNO GRAD SPEC SIZE , By others TC: NO2 DFL 2X4 U z BC: NO2 DFL 2X4 — WEB. STDB DFL 2X4 (A Ll.11 \Uf V. lL— .vaiiaa uu brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' cc SPCG: 24 TCLL: 32 TCDL: 28 BCLL: (20) BCDL: 12 DUR LDG FCTR: N oc 2-PLY D PLF Z 0 U) z Q 1.25 = 3.5" Min Brg Wdth UNO m Plates: TP-500 Q ICBO:S LA:23996 W Cpd5red on joint UNO S �Q�� yPOP R�eq( F2 cf o� �C'Uj V 710 a S D r— P-an-rn A .r qT �/CTUP Q� F F CALIF O 1"od Truss, Inc. and Z signing engineer accept no responsibility for the LL accuracy, structural ad- — equacy or any other fea- Q ture of this design unless specifically fabricated — by Hanson Truss, Inc. Q > HANSON 0 TRUSS, INC. Z DATE:3/21/06 JE Q J DRWG #s J G2 z PLAN 5 Ll Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 2-Ply TC 2-3 NO2 DFL 2x4: P=2682C 0.140 Mm=1648 Mp=2326 0.427= 0.567 BC 7-6 NO2 DFL 2x4: P=3311T 0.585 Mm=1141 Mp=303 0.221= 0.806 TC AXIAL: 1-2 -2870, 2-3 -2682, 3-4 -2682, 4-5 -2870 BC AXIAL: 1-7 2713, 7-6 3311, 6-5 2713 WB AXIAL: 7-2 404, 7-3 -697, 3-6 =697, 6-4 404 4X8 6'-6 15/16" BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 32 28 30: 2 554,3-10200 554,3+10200 554,4 554 LC2: 1.25: 64 56 24: 2'-2 9/16" 12 4 1 3X10 3X4 3X4 1/2"=1' I 20'-0" SANTERRA LLC - SANTERRA\WORKING\PLAN 5\G3 2 3 4 1 5 7 6 0 19.71 RCTS: 1 5 MX VRT: 2002 2002 @ Carrier 2-Ply: Nail TC w/16d @ 12in oc Nail BC w/16d @ 12in oc 3X10 4X8 3X4 *lx Bracing UNO GRAD SPEC SIZE By Others TC: NO2 DFL 2X4 U z BC: NO2 DFL 2X4 — WEB: STDB DFL 2X4 fn 67 SPCG: PLF oc 2-PLY D TCLL: 32 PLF TCDL: 28 z BCLL: O BCDL: 30 z Q DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO m Plates: TP-500 Q ICB0:5039 LA:23996 W Centered on joint UNO LU pQO ESSIpNq� Q o, F P . R�eq/V_� �y a S 710 D D m Exp. 6-30-07 * Q �. . .Q Defl @ 3: TL= .36in LL= .15in Camber 5/16in brace B/C with awsum shtg. or cont. lateral support not to exceed 10' oc OF CALIF O Hanson Truss, Inc. and z signing engineer accept no responsibility for the tL accuracy, structural ad- — equacy or any other fea- r. of this design unless specifically fabricated — by Hanson Truss, Inc. O HANSON 0 TRUSS, INC. z DATE:5/l/06 AAR Q J DRWG #s J G3 D z PLAN 5 Multiple Load Cases: Rcts, Forces & Csi's are worst case BASE LOADS: 1.25: 16 14 10 6 PSF *ix Bracing UNO GRAD SPEC SIZE Code: PSA Rbdg:Y 1-Ply LC1: 1.25: 40 28 12: 6-4 P By Others TC: NO2 DFL 2X4 U TC 1-2 NO2 DFL 2x4: P=14T 0.002 Mm=1989 Mp=3436 0.578= 0.580 LC2: 1.25: 0 28 20 12: 6-4 P Z BC 6-5 NO2 DFL 2x4: P=OC 0.000 Mm=934 Mp= 1621 0.314= 0.314 BC: NO2 DFL 2X4 wEB: STDB DFL 2X4 TC AXIAL: 1-2 14, 2-3 14 (A D BC AXIAL: 6-5 0, 5-4 0 1 2 3 sPCG: PLF oc cc WB AXIAL: 6-1-144, 1-5 -15, 5-2 -496, 5-3 -15, 4-3 -144 fY Es�� TCLL: 40 PLF TCDL: 28 Z BCLL: (20) 0 11.71 RCTS: 6 4 Cont Brg 6-4 P BCDL: 12 z Q MX VRT: 170 170 DUR LDG FCTR: 1.25 m 3.5" Min Brg Wdth UNO -500 PlaY.203 Q I9 LA:23996LLJed on joint UNO LU FESSIpNq� Q oQP Uj a 4710E m 3X4 2X3 3X4 . 6-30-07 Q LL rl OF CALIF U Hanso Truss, Inc. and Z signing engineer accept no responsibility for the LL �o accuracy, structural ad- equacy or any other fea- ture of this design unless Q specifically fabricated — by Hanson Truss, Inc. 0 0 HANSON 'TRUSS, INC. 4'-0" 2X3 3X6 4'-0" 2X3 z DATE:4/21/06 JE Q 112°=l' J DRWG his 209-011 H 1 PLAN 5 D Z Defl @ 2: TL= Oin LL= Oin SANTERRA LLC -SANTERRA\WORKING\PLAN 5\H1 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc r1 u Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 2-3 NO2 DFL 2x4: P=992C 0.008 Mm=1013 Mp=1658 0.279= 0.287 BC 8-7 NO2 DFL 2x4: P=379T 0.067 Mm=1712 Mp=2837 0.549= 0.616 TC AXIAL: 1-2 0, 2-3 -992, 3-4 -992, 4-5 0 BC AXIAL: 8-7 571, 7-6 571 WB AXIAL: 8-1-63, 8-2 -778, 2-7 481, 7-3 -348, 74 481 4-6 -778, 6-5 -63 1/2" =1' BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 40 28 12: LC2: 1.25: 0 28 20 12: 2X3 3X4 2X3 cn 2'-0" 14 3X8 SANTERRA LLC - SANTERRA\WORKING\PLAN 5\H2 20'-0" 1 2 3 4 5 7 15.71 RCTS: 8 6 MX VRT: 628 628 3X4 2X3 *Ix Bracing UNO GRAD SPEC SIZE By Others TC: NO2 DFL 2X4 U z Bc: NO2 DFL 2X4 — WEB: STDB DFL 2X4 N SPCG: PLF oc TCLL: 40 PLF TCDL: 28 Z BCLL: (20) 0 1) BCDL: 12 Z Q DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO 00 Plates: TP-500 0 ICBO:5039 LA:23996 W Cent dnn joint UNO L" Q oQPpFE5SI0,yq� �QF �y UMM LU a 4710 D 9 m Ex . 6-30-07 Q ri OF C'p L1F Hanson Truss, Inc. and Z signing engineer accept ns no responsibilityfor the LL accuracy, structural ad- — equacy or any other fea- Q tore of this design unless specifically fabricated by Hanson Truss, Inc. 0 HANSON TRUSS, INC. z 3X4 2'-0" DATE:4/21/06 JE Q J J DRWG #s H2 D Defl @ 3: TL= .05in LL= .03in PLAN 5 z brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc Li Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 5-6 NO2 DFL 2x4: P=5967C 0.322 Mm=706 Mp=513 0.138= 0.461 BC 12-11 NO2 DFL 2x8: P=5636T 0.601 Mm=6187 Mp=5724 0.349= 0.950 MOD 9-8 STUD DFL 2x6: P=2767C 0.391 Mm=O Mp=O 0.000= 0.391 TC AXIAL: 1-2 -1392, 2-3 -5050, 3-4 -5050, 4-5 -5967, 5-6 -5967 6-7 -3209, 7-8 -3209 BC AXIAL: 13-12 2730, 12-115636, 11-10 4707, 10-9 90 WB AXIAL: 13-1-78, 13-2 -3623, 2-12 3163, 12-3 -137, 124 -798 4-11 451, 11-5 -137, 11-6 1717, 6-10 -2043, 10-7 -189 10-8 4105, 9-8 -2767 13-1 STUD DFL 2x6 2-12 NO2 DFL 2x4 10-8 NO2 DFL 2x4 9-8 STUD DFL 2x6 4'-0" 1/2" =1' SANTERRA LLC - SANTERRA\WORKING\PLAN 5\H3 BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 40 28 244: LC2: 1.33: 028 127: 1-8 +-77H,1-+1500H *lx Bracing UNO GRAD SPEC By Others TC: NO2 DFL BC: NO2 DFL WEB: STDB DFL 1 2 3 4 5 6 7 8 A 12 11 10 i . 19.71 , RCTS: 13 9 MX VRT: 3069 3069 MX HOR: -5 0 -- ..... • ­.,. — .inn . —1 • r 1 cl T 1 -" 1 T T1ATl/IT' Utal v J: 1L= .LOW II,— .Pilu brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc SIZE 2X4 U 2X8 Z 2X4 SPCG: PLF OC TCLL: 40 PLF TCDL: 28 BCLL: BCDL: 244 DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP-500 ICBO:5039 LA:23996 C d on joint UNO QP ESSIONq P1 F,y LU S4710 D 9 p. 6-30-07 OF CALL O Hans n Truss, Inc. and z Sig g engineer accept no re ponsibility for the LL ace acy, structural ad- equacy or any other fea- Q t ire of this design unless specifically fabricated by Hanson Truss, Inc. 0 HANSON Q TRUSS, INC. Z DATE:4/21/06 JE Q J DRWG #s J H3 D z PLAN 5 • Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 1-2 NO2 DFL 2x4: P=5T 0.001 Mm=907 Mp=1255 0.211= 0.212 BC 17-16 NO2 DFL 2x4: P=OC 0.000 Mm=1783 Mp=2749 0.532= 0.532 TC AXIAL: 1-2 -85, 2-3 -105, 3-4 -81, 4-5 95, 5-6 24, 6-7 23 7-8 96, 8-9 -80, 9-10 -109, 10-1179 BC AXIAL: 17-16 0, 16-15 0, 15-14 0, 14-13 0, 13-12 0 WB AXIAL: 17-1-101, 17-2 -328, 2-16 -326, 16-3 -276, 16-4 -320 4-15 -316, 15-5 -235, 15-6162, 6-14163, 14-7 -235 14-8 -316, 8-13 -318, 13-9 -279, 13-10 -319, 10-12 -314 12-11-92 Q�5 1/2" 0.375 12 2X3 3X4 2X3 M M i VX4f S3X6 1/4" =1' SANTERRA LLC - SANTERRA\WORKING\PLAN 5\J1 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 40 28 12: 1742 P LC2: UNBALANCED LIVE LOADS. LC3: 1.33: 0 28 12: 1-11 +-44H,17-12 P LC4: 1.25: 0 28 20 12: 17-12 P 3X4 2X3 3X4 3X4 3X6 1 2 3 4 RCTS: 17 14 12 Cont Brg 17-12 P MX VRT: 294 406 284 MX HOR: 262 300 -244 17-12 44H *Ix Bracing By Others UNO GRAD SPEC SIZE TC: NO2 DFL 2X4 U z BC: NO2 DFL 2X4 — WEB: STDB DFL 2X4 N 5 6 7 8 9 10 11 SPCG: PLF OC D TCLL: 40 PLF TCDL: 28 BCLL: (20) BCDL: 12 z � N z 1 96 2 Q DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO m Plates: TP-500 ICBO:5039 LA:23996 Q W NOTE: TRUSS TO TRANSFER 1500 LBS MAX LATERAL FORCE c pftred onjomc UNO '-6 5/8" 3X4 2X3 3X6 3X4 SSIDryq� Q oQPOF' V L S 710 DD Exp. 6- Q n,_911 sue, T .�Q ql '9 CTUP Q� LL OF 12 0.375 C M-ZF 0 Hanson Truss, Inc. and z 2X3 signing engineer accept no responsibility for the LL accuracy, structural ad- — equacy or any other fea- 0 tore of this design unless specifically fabricated by Hanson Truss, Inc. 0 > HANSON 3X4 TRUSS, INC. o z DATE:4/21/06 JE Q J J DRWG #s J1 D Defl @ 2: TL= Oin LL= Oin PLAN 5 z brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 7-8 NO2 DFL 2x4: P=798T 0.128 Mm=584 Mp=1180 0.198= 0.327 BC 13-12 NO2 DFL 2x4: P=319T 0.056 Mm=2010 Mp=2798 0.541= 0.598 TC AXIAL: 1-2 5, 2-3 -836, 3-4 -835, 4-5 321, 5-6 319, 6-7 792 7-8 798, 8-9 -639, 9-10 -640, 10-115 BC AXIAL: 17-16 625, 16-15 515, 15-14 -563, 14-13 201, 13-12 561 WB AXIAL: 17-1-102, 17-2 -782, 2-16 259, 16-3 -270, 164 446 4-15 -880, 15-5 -227, 15-6 842, 6-14 -794, 14-7 -265 14-8 -1019, 8-13 612, 13-9 -268, 13-10133, 10-12 -682 12-11-113 V 1/2" 0.375 12 2X3 i 3X4 BM 1/4" =1' 3X4 2X3 3X6 SANTERRA LLC - SANTERRA\WORKING\PLAN 5\J2 3X4 BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 40 28 12: LC2: UNBALANCED LIVE LOADS. LC3: 1.25: 0 28 20 12: 2X3 4X4 3X4 5X6 *Ix Bracing By Others 1 2 3 4 567 8 9 10 11 A 16 15 i4 13 2 1. 34.58 RCTS: 17 14 12 MX VRT: 609 1698 539 -6 5/8" 3X4 2X3 3X8 0'-1 1/2" 12 0.375 3X4 2X3 3X4 LUS261P1y DO @ 3: TL= .05in LL= .03in brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc UNO GRAD SPEC SIZE NO2 DFL 2X4 U TC: Z BC: NO2 DFL 2X4 WEB: STDB DFL 2X4 N SPCG: PLF oc D Ir TCLL: 40 PLF TCDL: 28 z BCLL: (20) 0 N BCDL: 12 Z Q DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO 00 Q Plates: TP-500 ICB 39 LA:23996 W enter d on joint UNO L" ESSIpNq� Q oQPp ��Q� �y RVe� Fycr _Y UUJ a S 710 y m Exp 6-30-07 Q 0 CAI_ F O Hanson truss, Inc. and Z signing engineer accept no responsibility for the LL accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated — by Hanson Truss, Inc. 0 > HANSON 0 TRUSS, INC. Z DATE:4/21/06 JE Q J DRWG #s J J2 z PLAN 5 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 7-8 NO2 DFL 2x4: P=836T 0.134 Mm=580 Mp=1180 0.198= 0.333 BC 17-16 NO2 DFL 2x4: P=439T 0.078 Mm=2129 Mp =2901 0.561 = 0.639 MOD 17-1 STUD DFL 2x6: P=118C 0.017 Mm=O Mp=O 0.000= 0.017 TC AXIAL: 1-2 -7, 2-3 -867, 3-4 -866, 4-5 347, 5-6 343, 6-7 830 7-8 836, 8-9 -630, 9-10 -631, 10-11 5 BC AXIAL: 17-16 707, 16-15 513, 15-14 -595, 14-13 -212, 13-12 556 WB AXIAL: 17-1-118, 17-2 -839, 2-16 229, 16-3 -260, 16-4 487 4-15 -914, 15-5 -223, 15-6 859, 6-14 -816, 14-7 -265 14-8 -1029, 8-13 624, 13-9 -268, 13-10 124, 10-12-676 12-11 -113 17-1 STUD DFL W 4'-0" 0 11 1/4"=1' SANTERRA LLC - SANTERRA\WORKING\PLAN 5\J3 BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 40 28 12: LC2: UNBALANCED LIVE LOADS. LC3: 1.25: 0 28 20 12: *lx Bracing By Others 1 2 3 4 567 8 9 10 11 A7 16 15 i4 13 FI . 35.04 t RCTS: 17 14 12 MX VRT: 617 1727 536 Defl @ 3: TL= .05in LL= .03in brace B/C with gypsum shtg. or cont. lateral not to exceed 10' oc UNO GRAD SPEC SIZE NO2 DFL 2X4 U TC: Z BC: NO2 DFL 2X4 WEB: STDB DFL 2X4 N SPCG: PLF OC TCLL: 40 PLF TCDL: 28 z BCLL: (20) O N BCDL: 12 Z Q DUR LDG FCTR: 1.25 m 3.5" Min Brg Wdth UNO Plates: TP-500 Q ICB0:5039 LA:23996 LL! LU Cen on joint UNO SSlpyq� Q oQROF F, �y RUe� Fy�f U iY Cr 4710 y 9 m Ex . 6-30-07. ti"r LL qT UCTUP Q� F C M_ O Hanson russ, Inc. and Z signing nig eer accept no resp ibility for the LL accurac structural ad- equacy o any other fea- ture of this design unless specifically fabricated — by Hanson Truss, Inc. O HANSON TRUSS, INC. Z DATE:4/21/06 JE Q DRWG #s J J3 Z PLAN 5 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 7-8 NO2 DFL 2x4: P=836T 0.134 Mm=580 Mp=1180 0.198= 0.333 BC 17-16 NO2 DFL 2x4: P=439T 0.078 Mm=2129 Mp =2901 0.561 = 0.639 MOD 17-1 STUD DFL 2x6: P=118C 0.017 Mm=O Mp=O 0.000= 0.017 TC AXIAL: 1-2 -7, 2-3 -867, 3-4 -866, 4-5 347, 5-6 343, 6-7 830 7-8 836, 8-9 -630, 9-10 -631, 10-11 5 BC AXIAL: 17-16 707, 16-15 513, 15-14 -595, 14-13 -212, 13-12 556 WB AXIAL: 17-1-118, 17-2 -839, 2-16 229, 16-3 -260, 16-4 487 4-15 -914, 15-5 -223, 15-6 859, 6-14 -816, 14-7 -265 14-8 -1029, 8-13 624, 13-9 -268, 13-10 124, 10-12-676 12-11 -113 17-1 STUD DFL 2x6 • 11 114"=1' SANTERRA LLC - SANTERRA\WORKING\PLAN 5\J4 BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 40 28 12: LC2: UNBALANCED LIVE LOADS. LC3: 1.25: 0 28 20 12: *lx Bracing By Others 1 2 3 4 567 8 9 10 11 A 16 15 Q4 13 2 1. 35.04 RCTS: 17 14 12 MX VRT: 617 1727 536 UeII (Qf 3: 1L= .VJW LL= .VJW brace B/C with evvsum shte. or Cont. lateral '-1 1/2" not to exceed 10' oc UNO GRAD SPEC SIZE TC: NO2 DFL 2X4 BC: NO2 DFL 2X4 WEB: STDB DFL 2X4 SPCG: PLF OC TCLL: 40 PLF TCDL: 28 BCLL: (20) BCDL: 12 DUR LDG FCTR: 1.25 3.5" Min Bra Wdth UNO ture or ttus aesign unless specifically fabricated by Hanson Truss, Inc HANSON TRUSS, INC. L)KWLJ ifs J4 PLAN 5 • Multiple Load Cases: Rcts, Forces & Csi's are worst case BASE LOADS: 1.25: 16 14 10 6 PSF *lx Bracing UNO GRAD SPEC SIZE Code: PSA Rbdg:Y 1-Ply LC1: 1.25: 40 28 12: 5-4 P By Others TC: NO2 DFL 2X4 U TC 2-3 NO2 DFL 2x4: P=5T 0.001 Mm=827 Mp=1334 0.224= 0.225 LC2: 1.33: 0 28 12: 1-3 +-295H,5 4 P Z NO2 DFL 2X4 BC 5-4 NO2 DFL 2x4: P=OC 0.000 Mm=2670 Mp=O 0.517= 0.517 LC3: 1.25: 0 28 20 12: 5-4 P BC: WEB: STDB DFL 2X4 to TC AXIAL: 1-2 -553, 2-3 552 BC AXIAL: 5-4 0 WB AXIAL: 5-1 -97, 5-2 -1464, 2-4 -1518, 4-3 -97 1 2 3 SPCG: PLF oc TCLL: 40 PLF TCDL: 28 z 7.46 BCLL: (20) 0 to RCTS: 5 4 Cont Brg 5-4 P BCDL: 12 z Q MX VRT: 991 991 = MX HOR: 1163 -1205 5-4 295H DUR LDG FCTR: 1.25 MX UPL: -692 -692 >_ 3.5" Min Brg Wdth UNO m Plates: TP-500 Q ICBO:5039 LA:23996 W NOTE: TRUSS TO TRANSFER 2200 LBS MAX LATERAL FORCE Cente n joint UNo QPOFE)SSIONq Q eY 2C� U n Z��y 9Dp LU� S4710 m Ex 6-30-07 Q Q qT.-,AUCTUPP�Q�'ti LL 12 F10F CALZFO 0 0.375 Hanso Truss, Inc. and Z 2X3 4X5 2X3 signin engineer accept no res onsibility for the Lj accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated c` by Hanson Truss, Inc. 0 rn 10 HANSON 4X5 4X5 TRUSS, INC. o 26'41 1/2" z DATE:4/21/06 JE Q 1/4"=I' J DRWG #s 35'-51/2" J5 D Defl @ 2: TL= Oin LL= Oin PLAN 5 z SANTERRA LLC - SANTERRA\WORKING\PLAN 5\J5 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc Multiple Load Cases: Rcts, Forces & Csi's are worst case BASE LOADS: 1.25: 16 14 10 6 PSF *Ix Bracing UNo GRAD SPEC SIZE Code: PSA Rbdg:Y 1-Ply LC1: 1.25: 40 28 12: By Others TC: NO2 DFL 2X4 z NO2 DFL 2X4 TC 2-3 NO2 DFL 2x4: P=1617C 0.021 Mm=2271 Mp=39410.663= 0.684 LC2: 1.33: 0 28 12: 1-5 +-86H,10-6 -+86H — BC 9-8 NO2 DFL 2x4: P=1029T 0.182 Mm=601 Mp=1615 0.313= 0.494 LC3: 1.25: 0 28 20 12: BC: wEB: STDB DFL 2X4 MOD 10-1 STUD DFL 2x6: P=988C 0.202 Mm=O Mp=O 0.000= 0.202 U) N TC AXIAL: 1-2 -1382, 2-3 -1617, 3-4 -1617, 4-5 -1382 1 2 3 4 5 sPCG: PLF oc BC AXIAL: 10-9 272, 9-8 1376, 8-71376, 7-6 286 cc WB AXIAL: 10-1-988, 1-9 1560, 9-2 -689, 2-8 757, 8-3 -220 TCLL: 40 PLF z 8-4 757, 74 -689, 7-5 1560, 6-5 -988 AO TCDL: 2$ z BCLL: (20) 0 25.67 RCTS: 10 6 BCDL: 12 z Q MX VRT: 1021 1021 = 10-1 STUD DFL 2x6 MX HOR: 14 0 10-6 +86H 10-6 -86H DUR LDG FCTR: 1.25 6-5�7 DFL 2x6 m 3.5" Min Brg Wdth UNO lU) Plates: TP-500 Q FORCE ICB0:5039 LA:23996 Cente on joint UNo L(J NOTE: TRUSS TO TRANSFER 2200 LBS MAX LATERAL LU - Q 4'-4 7/8" 12 oQP°FEssloNq y Ni Rye Fy U 4'-0" 0.375 12 0.375 CC ��, S�4 710 D�� m II 3/ SANTERRA LLC — SANTERRA\WORKING\PLAN 5\K1 VC11 (g J: 1L= .191H LL= .V11U brace B/C with svnsum shtg. or coot. lateral support not to exceed 10' oc *, Exp/. 6-30-07 /*1] I Q F CALIF O Hanson =Truss, Inc. and Z signing engineer accept no responsibility for the LL accuracy, structural ad- equacy or any other fea- ture of this design unless 0 specifically fabricated — by Hanson Truss, Inc. O HANSON TRUSS, INC. Z DATE:4/21/06 JE Q J J DRWG ifs K1 Z PLAN 5 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 2-3 NO2 DFL 2x4: P=1617C 0.021 Mm=2271 Mp=39410.663= 0.684 BC 9-8 NO2 DFL 2x4: P=1029T 0.182 Mm=601 Mp=1615 0.313 = 0.494 MOD 10-1 STUD DFL 2x6: P=988C 0.202 Mm=O Mp=O 0.000= 0.202 TC AXIAL: 1-2 -1382, 2-3 -1617, 3-4 -1617, 4-5 -1382 BC AXIAL: 10-9 22, 9-8 1376, 8-7 1376, 7-6 22 WB AXIAL: 10-1-988, 1-9 1560, 9-2 -689, 2-8 273, 8-3 -220 84 273, 74 -689, 7-5 1560, 6-5 -988 10-1 STUD DFL 2x6 6-5TF DFL 2x6 31 SANTERRA LLC - SANTERRA\WORKING\PLAN 5\K2 BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 40 28 12: LC2: 1.25: 0 28 20 12: i 2 3 4 5 .0 9 8 7 25.67 RCTS: 10 6 MX VRT: 1021 1021 LGll ((j! J: 1L= .lY1ll LL- .V�lll brace B/C with gypsum shtg. or cont. lateral *lx Bracing By Others not to exceed 10' oc UNO GRAD SPEC SIZE NO2 DFL 2X4 U TC: z BC: NO2 DFL 2X4 — WEB: STDB DFL 2X4 U) SPCG: PLF Oc D LL TCLL: 40 PLF TCDL: 28 z BCLL: (20) 0 W BCDL: 12 z Q = DUR LDG FCTR: 1.25 } 3.5" Min Brg Wdth UNO m Plates: TP-500 Q ICBO:5039 LA:23996 W Centered,on jo' t UNO LU OFESSI p . R e c yW 9L MU M C.0 dz S47 0 D 9 m Exp. 6 30-07 Q lL 9j. 9 T1JRP�Q�'ti M- Z Hanson ss, Inc. and signing a gineer accept no responsibility for the (L accuracy, structural ad- — equacy or any other fea- lure of this design unless Q specifically fabricated by Hanson Truss, Inc. 0 HANSON 0 TRUSS, INC. Z DATE:4/21/06 IE Q DRWG #s J J K2 z PLAN 5 n Multiple Load Cases: Rcts, Forces & Csi's are worst case BASE LOADS: 1.25: 16 14 10 6 PSF *lx Bracing UNO GRAD SPEC SIZE Code: PSA Rbdg:Y 2-Ply LC1: 1.25: 40 28 12: By Others TC: NO2 DFL 2X4 z NO2 DFL 2X4 TC 2-3 NO2 DFL 2x4: P=808C 0.005 Mm=1136 Mp=1970 0.331= 0.337 LC2: 1.33: 0 28 12: 1-5 +-106H,10-+2700H — BC 10-9 NO2 DFL 2x4: P=1352T 0.225 Mm=270 Mp=260 0.049= 0.274 LC3: 1.25: 0 28 20 12: BC: WEB: STDB DFL 2X4 MOD 10-1 STUD DFL 2x6: P=494C 0.062 Mm=O Mp=O 0.000= 0.062 W N TC AXIAL: 1-2 -691, 2-3 -808, 3-4 -808, 4-5 -691 1 2 3 4 5 SPCG: PLF oc 2-PLY D BC AXIAL: 10-91352, 9-8 1339, 8-7 698, 7-6 11 WB AXIAL: 10-1494, 1-9 794, 9-2 -350, 2-8 448, 8-3 -110 TCLL: 40 PLF 84 451, 74 -351, 7-5 792, 6-5 494 ^O TCDL: 2$ z 9 g 7 25.67 BCLL: (20) N RCTS: 10 6 BCDL: 12 Z Q MX VRT: 1022 1022 10-1 STUD DFL 2x6 MX HOR: 4 0 10 +2700H 10 -2700H DUR LDG FCTR: 1.25 6-5�7 DFL 2x6 m UU 2-Ply: Nail TC w/16d @ 12in oc 3.5" Min Brg Wdth UNO Nail BC w/16d @ 12in oc Q Plates: TP-500 IC130:5039 LA:23996 LU NOTE: TRUSS TO TRANSFER 2700 LBS MAX LATERAL FORCE CenteredQint UNO 4'-4 7/8" 12 pESRIe� F�c U 4'-0" 0.375 12 0.375 o�y s9 T_ 7 D S 4 0 9 3X4 3X4 3X4 5X6 X6 3/ SANTERRA LLC — SANTERRA\WORKING\PLAN 5\K3 LCll (Lf/ J: 1L= .V/LULL- -L-tw brace B/C with gypsum shtg. or cont. lateral not to exceed 10' oc 'AlL F I_ 0 Hanson Truss, Inc. and Z signing engineer accept no responsibility for the LL accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. 0 HANSON 0 TRUSS, INC. Z DATE:4/21/06 JE Q J DRWG ifs J K3 D z PLAN 5 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 2-3 NO2 DFL 2x4: P=1617C 0.021 Mm=2271 Mp=39410.663= 0.684 BC 9-8 NO2 DFL 2x4: P=1029T 0.182 Mm=601 Mp=1615 0.313= 0.494 MOD 10-1 STUD DFL 2x6: P=988C 0.202 Mm=O Mp=O 0.000= 0.202 TC AXIAL: 1-2 -1382, 2-3 -1617, 3-4 -1617, 4-5 -1382 BC AXIAL: 10-9 22, 9-81376, 8-71376, 7-6 22 WB AXIAL: 10-1-988, 1-91560, 9-2 -689, 2-8 273, 8-3 -220 84 273, 74 -689, 7-5 1560, 6-5 -988 i • II 3i BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 40 28 12: LC2: 1.25: 0 28 20 12: 2 3 4 5 .0 9 8 7 25.67 .RCTS: 10 6 >-211 - MX VRT: 1021 1021 10-1 S DFL 2x6 6-5, i DFL 2x6 SANTERRA LLC - SANTERRA\WORKING\PLAN 5\K4 !Jell (Qj J: 1L= .141H LL= .U/111 brace B/C with gypsum shtg. or cont. lateral *lx Bracing By Others not to exceed 10' oc UNO GRAD SPEC SIZE TC: NO2 DFL 2X4 U z BC: NO2 DFL 2X4 — N WEB: STDB DFL 2X4 SPCG: PLF OC D X TOLL: 40 PLF TCDL: 28 z BCLL: (20) 0 U) BCDL: 12 z Q DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO m Plates: TP-500 Q ICB0:5039 LA:23996 W Centered on joint UNO LU Q�OFESSIpyq Q �cQF0 y P � RVe � Fy U (43 9L cc LU a S 710 D D Ex -07 Q LL gl.`rTq F OF CTUPP�Q��' CALIF Hanson Truss, Inc. and z signing engineer accept no responsibility for the LL accuracy, structural ad- — equacy or any other fea- Q ture of this design unless specifically fabricated — by Hanson Truss, Inc. Q HANSON > TRUSS, INC. Q z DATE:4/21/06 JE Q 'J DRWG its J K4 z PLAN 5 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 2-3 NO2 DFL 2x4: P=1617C 0.021 Mm=2352 Mp=3993 0.672= 0.692 BC 8-7 NO2 DFL 2x4: P=1029T 0.182 Mm=587 Mp=1608 0.311= 0.493 MOD 6-5 STUD DFL 2x6: P=988C 0.202 Mm=O Mp=O 0.000= 0.202 TC AXIAL: 1-2 -1373, 2-3 -1617, 3-4 -1617, 4-5 -1382 BC AXIAL: 10-9 0, 9-8 1367, 8-71376, 7-6 22 WB AXIAL: 10-1-994, 1-91575, 9-2 -696, 2-8 283, 8-3 -223 84 274, 74 -689, 7-5 1560, 6-5 -988 6-5 STUD DFL 2x6 • * II 3/ SANTERRA LLC - SANTERRA\WORKING\PLAN 5\K5 BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 40 28 12: LC2: 1.25: 0 28 20 12: 1 2 3 4 5 A0 9 8 7 25.67 ROTS: 10 6 MX VRT: 1027 1021 *Ix Bracing By Others T-On veil (as j: 1L= .14M LL= .Ulm brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc UNO GRAD SPEC SIZE NO2 DFL 2X4 U TC: z Bc: NO2 DFL 2X4 — WEB: STDB DFL 2X4 N SPCG: PLF oc TCLL: 40 PLF F.. TCDL: 28 z BCLL: (20) 0 U) BCDL: 12 z Q DUR LDG FCTR: 1.25 } 3.5" Min Brg Wdth UNO m Plates: TP-500 Q ICB91.5M9 LA:23996 W entered on joint UNO LU QPOFESSIpNq Q y RUe FAG U �QF� LU az 4710 D 9 Co Exp 6-30-07 Q C M-1 O Hanson cuss, Inc. and Z signing gineer accept no responsibility for the U. accuracy, structural ad- — equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. 0 HANSON 0 TRUSS, INC. Z DATE:4/21/06 JE Q J DRWG #s J K5 Z PLAN 5 • Multiple Load Cases: Rcts, Forces & Csi's are worst case BASE LOADS: 1.25: 16 14 10 6 PSF *ix Bracing UNO GRAD SPEC SIZE U Code: PSA Rbdg:Y 1-Ply LC1: 1.25: 40 28 12: By Others TC: NO2 DFL 2X4 Z TC 3-4 NO2 DFL 2x4: P=1560C 0.019 Mm=2270 Mp=3943 0.663= 0.683 LC2: 1.25: 0 28 2012: NO2 DFL 2X4 BC 8-7 NO2 DFL 2x4: P=1006T 0.178 Mm=582 Mp =1607 0.311= 0.489 BC: MOD 6-5 STUD DFL 2x6: P=970C 0.198 Mm=0 Mp=0 0.000= 0.198 wEB: STDB DFL 2X4 (n W TC AXIAL: 1-2 -1286, 2-3 -1560, 3-4 -1560, 4-5 -1351 1 2 3 4 5 SPCG: PLF oc D BC AXIAL: 10-9 0, 9-8 1281, 8-71345, 7-6 22 cc WB AXIAL: 10-1 -978, 1-91500, 9-2 -698, 2-8 319, 8-3 -227 = TCLL: 40 PLF F. 8-4 242, 74 -672, 7-5 1525, 6-5 -970 z�� ^0 TCDL: 28 z 9 g 7 25.21 BCLL: (20) U) RCTS: 10 6 BCDL: 12 z Q 1/K6 MX VRT: 1008 1003 DUR LDG FCTR: 1.25 6-5 STU tl } 7'-0" 3.5" Min Brg Wdth UNO m Plates: TP-500 Q ICBO:50PLA:23996 W Ce ed on joint UNO LU Q 4'-4 7/8" 12 oQ%3VESS1oygl a R�e�— yW� U 0.315 12 0.375 �y � 4 -0�� a S4 D D 3X4 3X4 3X4 5X6 p. -30-07 Q 4X6 Q �9T STq CTURP�Q�~ LL --------------- 0 CALIF 0 Hanson Ttss, Inc. and z - signing engineer accept no responsibility for the LL `o accuracy, structural ad- 00 equacy or any other fea- ture of this design unless specifically fabricated — by Hanson Truss, Inc. Q HANSON Q TRUSS INC . Q 4X6 3X8 4X6 2X4 Z 2X4 3X4 DATE:4/21/06 JE Q LU 3/8" = F 26 BM J J DRWG #s 25'-11 1/2" K6 Defl @ 3: TL= .13in LL= .06in PLAN 5 Z SANTERRA LLC - SANTERRA\WORKING\PLAN 5\K6 Laterally brace B/C with gypsum shtg. or cunt. lateral support not to exceed 10' oc Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 3-4 NO2 DFL 2x4: P=1310C 0.014 Mm=2323 Mp=3803 0.640= 0.653 BC 11-10 NO2 DFL 2x4: P=507C 0.002 Mm=123 Mp=3922 0.759= 0.761 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 40 28 12: 10-9 P LC2: UNBALANCED LIVE LOADS. LC3: 1.25: 0 28 20 12: 10-9 P *ix Bracing By Others UNO GRAD SPEC SIZE Tc' NO2 DFL 2X4 U Z — BC: NO2 DFL 2X4 WEB: STDB DFL 2X4 MOD 10-6 STUD DFL 2x6: P=1209C 0.066 Mm=950 Mp=1056 0.181= 0.247 TC AXIAL: 1-2 -1147, 2-3 -1310, 3-4 -1310, 4-5 -96, 6-7 596 7-8 6 BC AXIAL: 14-13 0, 13-12 1141, 12-11 935, 11-10 -704, 10-9 0 WB AXIAL: 14-1-895, 1-13 1342, 13-2 -625, 2-12188, 12-3 -248 12-4 438, 11-4 -684, 11-61786, 4-6 -891, 10-6 -1209 6-5 -187, 10-7 -724, 7-9 -242, 9-8 -131 1 �4 2 3 4 13 12 11 35.5 56 7 8 (n U) Z O srcG: PLF oc TCLL: 40 PLF TCDL: 28 BCLL: (20) 10-6 STUD DFL 2x6 6-5 STUD DFL 2x6 RCTS: 14 MX VRT: 925 MX HOR: 0 9 Cont Brg 10-9 P 303 -208 BCDL: 12 Z Q 2 m DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP-500 ICBO: 0WLA:23996 C tered o' joint UNO 7 -0 0'-5 " 1 2 Q LL! Q U 'g3VE SIpyq a S 10 D D 4 2X4 4X5 3X6 3X4 5X6 3X4 3X4 BM 1/4" =1' '-8 1/2" SANTERRA LLC - SANTERRA\WORKING\PLAN 5\L1 LU24 BM Defl @ 3: TL= .12in LL= .06in brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc s� sT P� tiQ LL qT CTUA Q� F o CAIZF� O Hanson Truss, Inc. and Z signing engineer accept no responsibility for the LL accuracy, structural ad- equacy or any other fea- Q tore of this design unless specifically fabricated — by Hanson Truss, Inc. O HANSON > TRUSS, INC. 0 Z DATE:4/21/06 JE Q J DRWG #s J L1 D Z PLAN 5 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 2-3 NO2 DFL 2x4: P=2773C 0.144 Mm=2476 Mp=3670 0.576= 0.720 BC 11-10 10 DFL 2x4: P=2512T 0.319 Mm=219 Mp=3568 0.518= 0.837 MOD 10-6 STUD DFL 2x6: P=583C 0.015 Mm=4221 Mp=4690 0.709= 0.724 TC AXIAL: 1-2 -1895, 2-3 -2773, 3-4 -2773, 4-5 -673, 6-7 -3401 7-8 6 BC AXIAL: 14-13 0, 13-12 1889, 12-11 3247, 11-10 3221, 10-9 2075 WB AXIAL: 14-1-1381, 1-13 2220, 13-2 -1087, 2-121028, 12-3 -159 12-4 -570, 11-4193, 11-6 -88, 4-6 -2600, 10-6 -583 6-5 -527, 10-7 1489, 7-9 -2406, 9-8 -128 10-6 STUD DFL 2x6 6-5 STUD DFL 2x6 �'_5 1/2" 4'-0 6 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 40 28 12: LC2: 1.25: 0 28 20 12: *lx Bracing By Others 1 2 3 4 56 7 8 }A4 13 12 11 10 I . 35.5 RCTS: 14 9 MX VRT: 1411 1398 T-0" 3X4 6X6 4X8 4X8 3X4 4X6 6X6 BM HUS26 BM 1/4"=F 36'-8 1/2" SANTERRA LLC - SANTERRA\WORKING\PLAN 5\L2 �2" 3'-0" UNO GRAD SPEC SIZE TC: NO2 DFL 2X4 BC: 10 DFL 2X4 WEB: STDB DFL 2X4 SPCG: PLF Oc TCLL: 40 PLF TCDL: 28 BCLL: (20) BCDL: 12 DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP-500 ICBO:5039 LA:23996 C ere` on joint UNO oQ�p ESSIONq� CM Uj a 4710 D p E ._6- - sJ, �LOF CALZ% Hanson Truss, Inc. and signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. HANSON TRUSS, INC. DATE:4/21/06 JE DRWG �#s L2 Defl @ 11: TL= .44in LL= .22in Camber 5/16in PLAN 5 brace B/C with gypsum shtg. or coot. lateral support not to exceed 10' oc U z 07 07 D z N z Q 2 m W f' U_ iY m U. 0 z LL 0 0 I� 0 z Q J J D z • Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 2-Ply TC 2-3 10 DFL 2x4: P=2413C 0.068 Mm=2282 Mp=3914 0.686= 0.754 BC 11-10 NO2 DFL 2x4: P=2812T 0.497 Mm=207 Mp=1670 0.323= 0.820 MOD 3-4 NO2 DFL 2x4: P=2413C 0.089 Mm=2358 Mp=3714 0.868= 0.957 TC AXIAL: 1-2 -2287, 2-3 -3128, 3-4 -3128, 4-5 -770, 6-7 -3351 7-8 154 BC AXIAL: 14-13 2218, 13-12 3579, 12-11 3825, 11-10 3173 10-9 1818 WB AXIAL: 14-1-1577, 1-13 2585, 13-2 -1244, 2-121157, 12-3 -225 12-4 -755, 114 -296, 11-6 786, 4-6 -2792, 10-6 -763 6-5 -622, 10-71746, 7-9 -2177, 9-8 -62 3-8 NO2 DFL 2x4 14-1 STUD DFL 2x6 1-13 NO2 DFL 2x4 10-6 STUD DFL 2x6 6-5 STUD DFL 2x6 1/4" = F SANTERRA LLC - SANTERRA\WORKING\PLAN 5\L3 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 40 136 12: 6-8 68 LC2: 1.33: 0 136 12: 6-8 28,1-8 +-124H,14-+4450H LC3: 1.25: 0 136 20 12: 6-8 28 *lx Bracing UNO GRAD SPEC SIZE By Others 1&B DFL 2X4 U TC: Z BC: NO2 DFL 2X4 — WEB: STDB DFL 2X4 I N 1 2 3 4 SPCG: PLF oc 2-PLY D 56 7 8 X TCLL: 40 PLF A4 13 12 11 10 TCDL: 136 Z 35.96 BOLL: (20) N RCTS: 14 9 BCDL: 12 Z MX VRT: 3188 2382 Q MX HOR: 58 0 14 +4450H 14 A450H DUR LDG FCTR: 1.25 _ 2-Ply: Nail TC w/16d @ 12in oc Nail BC w/16d @ 12in oc NOTE: TRUSS TO TRANSFER 4450 LBS MAX LATERAL FORCE 7' 011 /2" veil (qq 4: 1L= .4/M LL= .l lm l.,amocr 7/ 16m brace B/C with gvvsum shtg. or cont. lateral support not to exceed 10' oc 3.5" Min Brg Wdth UNO m Plates: TP-500 Q ICB0:5039�.�A,�3996 W Center d'on joint UNO LU QPpFESS ON Q a S4 10 D D m Exp. -30-07 Q 0 CALIF O Hanson russ, Inc. and Z signing a gineer accept no responsibility for the 1L accuracy, structural ad- — equacy or any other fea- ture of this design unless 0 specifically fabricated — by Hanson Truss, Inc. 0 HANSON TRUSS, INC. Z DATE:4/21/06 JE Q J DRWG 1/s J L3 D z PLAN 5 • Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 4-5 NO2 DFL 2x4: P=3996C 0.158 Mm=854 Mp=8710.168= 0.326 BC 16-15 NO2 DFL 2x4: P=2739T 0.484 Mm=1158 Mp=2410 0.466= 0.951 MOD 17-1 STUD DFL 2x6: P=113C 0.017 Mm=O Mp=O 0.000= 0.017 TC AXIAL: 1-2 -7, 2-3 -3032, 3-4 -3032, 4-5 -3996, 5-6 -3995 6-7 -3966, 7-8 -3967, 8-9 -2903, 9-10 -2903, 10-11 5 BC AXIAL: 17-161845, 16-15 3688, 15-14 3933, 14-13 3609 13-12 1662 WB AXIAL: 17-1-113, 17-2 -2243, 2-161477, 16-3 -241, 16-4 -854 4-15 384, 15-5 -235, 15-6 95, 6-14 61, 14-7 -235 14-8 446, 8-13 -918, 13-9 -245, 13-10 1546, 10-12 -2111 12-11-100 17-1 STUD DFL 2x6 1/4" =1' SANTERRA LLC - SANTERRA\WORKING\PLAN 5\M1 BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 40 28 12: LC2: 1.25: 0 28 20 12: 3'-6 7/8" *Ix Bracing By Others 1 2 3 4 5 6 7 8 9 10 11 A 16 15 14 13 t 1. 35.96 RCTS: 17 12 MX VRT: 1433 1439 UNO GRAD SPEC SIZE TC: NO2 DFL 2X4 BC: NO2 DFL 2X4 WEB: STDB DFL 2X4 SPCG: PLF OC TCLL: 40 PLF TCDL: 28 BCLL: (20) BCDL: 12 DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP-500 ICB0:5039 LA:23996 Centcrr ,d on joint UNO c01-/211 CD ca 4a-30-07 I I* E p. 6 UeII (P 0: 1 L = .Jb1H LL= .L,7tu l-dutum // 16m brace B/C with gvpsum shtg. or cont. lateral support not to exceed 10' oc U z N D z N z Q 2 } m W Q U_ !Y m Q LL ql T9UCTkjV' "ti OF CALIEO 0 H on Truss, Inc. and Z signing engineer accept no responsibility for the LL accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated — by Hanson Truss, Inc. 0 HANSON TRUSS, INC. z DATE:4/21/06 JE Q 'J J DRWG ifs M1 z PLAN 5 Multiple Load Cases: Rcts, Forces & Csi's are worst case BASE LOADS: 1.25: 16 14 10 6 PSF *Ix Bracing UNO GRAD SPEC SIZE U Code: PSA Rbdg:Y 1-Ply LC1: 1.25: 40 28 12: 15-14 FAS100 By Others Tc: NO2 DFL 2X4 TC 4-5 NO2 DFL 2x4: P=3554C 0.134 Mm=3197 Mp=3117 0.641= 0.775 LC2: UNBALANCED LIVE LOADS. Z — NO2 DFL 2X4 BC 14-13 NO2 DFL 2x4: P=2972T 0.525 Mm=21 Mp=2436 0.471= 0.997 LC3: 1.25: 0 28 20 12: 15-14 FAS100 BC: wEB: STDB DFL 2X4 MOD 17-1 STUD DFL 2x6: P=112C 0.016 Mm=O Mp=O 0.000= 0.016 (n N TC AXIAL: 1-2 -7, 2-3 -3208, 3-4 -3207, 4-5 -4290, 5-6 -4285 SPCG: PLF oc 6-7 -4285, 7-8 -4290, 8-9 -3207, 9-10 -3208, 10-11-7 1 2 3 4 5 6 7 8 9 10 11 BC AXIAL: 17-16 1942, 16-15 3962, 15-14 4282, 14-13 3962 TCLL: 40 PLF 13-12 1942 WB AXIAL: 17-1-112, 17-2 -2362, 2-161575, 16-3 -226, 16-4-981 15 14 13 2 TCDL: 2$ Z 4-15 728, 15-5 -242, 14-7 -242, 14-8 728, 8-13 -981 .7 16 BOLL- (20) 0 13-9 -226, 13-10 1576, 10-12 -2362, 12-11 -112 36.42 N ROTS: 17 12 BCDL: 12 Z Q MX VRT: 1501 1501 = 15-14 NO2 DFL 2x4SC DUR LDG FCTR: 1.25 17-1 STUD DFL Zx6 i- 12-11 STUD DFL 2X6 3.5" Min Brg Wdth UNO m Plates: TP-500 0 ICBO:5039 LA:23996 W C r don joint UNO ESSipyq� Q oQP �QF �y RV9q��ti�� V � cc 4710 v D m -30-07 2�c S h II 4 -0 tP Q LL 3'-6 7/8° Sc�.� v✓ 91�. '9UCTUPP�Q�1. OF 12 I �d 12 0.375 CALIF O _H n4o Truss, Inc. and signing engineer accept 0.375 3'_0" 2X3 3X4 2X3 5X6 2X3 3X4 2X3 4X10 5X6 Z X6 4X1O no responsibility for the accuracy, structural ad- equacy or any other fea- LL Q 30 in # tore of this design unless �o 'WORK' F Z7 specifically fabricated by Hanson Truss, Inc. 0 n M SPACE HANSON TRUSS, INC. o Z 5X6 4X12 5X12 3X4 STACK 2.6 @ FAU 3X4 5X12 4X12 5X6 DAT'E:4/21/06 JE Q 1/4"=1' J DRWG #s 36'-8 1/2" M2 PLAN 5 Z Defl @ 5: TL= .75in LL= Ain Camber 1/2in SANTERRA LLC - SANTERRA\WORKING\PLAN 5\M2 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc 0 Multiple Load Cases: Rcts, Forces & Csi's are worst case BASE LOADS: 1.25: 16 14 10 6 PSF *Ix Bracing UNO GRAD SPEC SIZE Code: PSA Rbdg:Y 1-Ply LC1: 1.25: 40 28 12: By Others TC: NO2 DFL 2X4 U TC 7-8 NO2 DFL 2x4: P=4085C 0.165 Mm=859 Mp=867 0.170= 0.335 LC2: 1.25: 0 28 2012: z BC 16-15 NO2 DFL 2x4: P=2791T 0.493 Mm=1156 Mp=2405 0.465= 0.959 BC: NO2 DFL 2X4 MOD 17-1 STUD DFL 2x6: P=113C 0.017 Mm=0 Mp=0 0.000= 0.017 STDB DFL 2X4 to WEB: TC AXIAL: 1-2 -7, 2-3 -3081, 3-4 -3080, 4-5 -4085, 5-6 -4084 (n 6-7 -4084, 7-8 -4085, 8-9 -3080, 9-10 -3081, 10-11-7 SPCG: PLF oc D BC AXIAL: 17-16 1871, 16-15 3757, 15-14 4034, 14-13 3757 1 2 3 4 5 6 7 8 9 10 11 TCLL: 40 PLF 13-12 1871 WB AXIAL: 17-1-113, 17-2 -2275, 2-16 1505, 16-3 -241, 164 -881 TCDL: 28 z 4-15 409, 15-5 -235, 15-6 81, 6-14 81, 14-7 -235 �16 15 14 13 2 0 7 14-8 409, 8-13 -881, 13-9 -241, 13-101505, 10-12 -2275 36.42 BCLL: (20) N 12-11 -113 BCDL: 12 z RCTS: 17 12 Q MX VRT: 1451 1451 17-1 STUD DFL 2x6 DUR LDG FCTR: 1.25 2 12-11 STUD DFL 2x6 '- 3.5" Min Brg Wdth UNO m Plates: TP-5 Q' ICBO:S LA 23996 W Cen red on oint UNO f" ' PQvE IONq Q V cc a 4710 D D m Ex 6-30-0 �-0 n cP l Q V.. 3'-6 7/8" 4 q T9UCTURP �Q�'~ LL OF CALIF O 0.375 12 12 0.375 T-0" Hans n Truss, Inc. and z X6 4X8 2X3 3X4 2X3 5X6 2X3 3X4 2X3 4X8 5X6 signing ing n gi ieer crept or the LL accuracy, structural ad- equacy or any other fea- Q # lure of this design unless 7\,Z7S: �o * specifically fabricated M by Hanson Truss, Inc. 0 HANSON o 5X6 5X8 4X10 3X8 3X8 4X10 5X8 5X6 TRUSS, INC. z DATE:4/21/06 JE Q DRWG ifs 36'-81/2" M3 Defl @ 6: TL= .61in LL= .3in Camber 7/16in PLAN 5 z SANTERRA LLC - SANTERRA\WORKING\PLAN 5\M3 Laterally brace B/C with gypsum shtg. or Cont. lateral support not to exceed 10' oc • • Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 6-7 NO2 DFL 2x4: P=1812C 0.026 Mm=516 Mp=1189 0.200= 0.226 BC 11-10 NO2 DFL 2x4: P=1439T 0.254 Mm=1022 Mp=2435 0.471= 0.726 MOD 13-1 STUD DFL 2x6: P=955C 0.157 Mm=O Mp=O 0.000= 0.157 TC AXIAL: 1-2 -969, 2-3 -969, 3-4 -1765, 4-5 -1766, 5-6 -1812 6-7 -1812, 7-8 -7 BC AXIAL: 13-12 26, 12-11 1381, 11-10 1954, 10-9 1186 WB AXIAL: 13-1-955, 1-121250, 12-2 -256, 12-3 -663, 3-11604 11-4 -241, 11-5 -245, 5-10 -189, 10-6 -241, 10-7 777 7-9 -1441, 9-8 -111 13-1 STUD DFL 2x6 9-8 STUD DFL 2x6 '-1 1 1 /7" 1/4" =1' SANTERRA LLC - SANTERRA\WORKING\PLAN 5\M4 0.375 12 2X3 BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 40 28 12: LC2: 1.25: 0 28 20 12: '-6 7/8" 2X3 3X8 RCTS: 13 9 MX VRT: 973 973 3X6 3X4 *lx Bracing UNO GRAD SPEC SIZE By Others TC: NO2 DFL 2X4 U BC: NO2 DFL 2X4 Z 1 2 3 4 5 6 7 8 �3 12 11 10 24.46 12 0.375 3'-0" 2X3 4X5 5X6 3X10 4X5 Defl @ 5: TL= .15in LL= .08in brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc WEB: STDB DFL 2X4 U) SPCG: PLF oc Q: TCLL: 40 PLF TCDL: 28 Z BCLL: (20) 0 N BCDL: 12 Z Q = DUR LDG FCTR: 1.25 m 3.5" Min Brg Wdth UNO 0 Plates: T - 00 IC :503 LA:23996 W entered on joint UNO LU SS1pyq� Q o1AV RUB F,L f UU C a 4710 D & Ex Q Q ql� (/CTUaP�Q�~ LL F CALIF 0 z Hanson russ, Inc. and signing ngineer accept no resp risibility for the LL accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated — by Hanson Truss, Inc. 0 HANSON 0 TRUSS, INC. Z DATE:4/21/06 JE Q J DRWG #s J M4 Z PLAN 5 • Multiple Load Cases: Rcts, Forces & Csi's are worst case BASE LOADS: 1.25: 16 14 10 6 PSF *Ix Bracing UNo GRAD SPEC SIZE Code: PSA Rbdg:Y 1-Ply LC1: 1.25: 40 28 12: 13-9 P By others TC: NO2 DFL 2X4 V TC 6-7 NO2 DFL 2x4: P=llT 0.002 Mm=374 Mp=1268 0.213= 0.215 LC2: 1.33: 0 28 12: 1-8 +-99H,13-9 P Z BC 11-10 NO2 DFL 2x4: P=OC 0.000 Mm=925 Mp=2559 0.495= 0.495 LC3: 1.25: 0 28 20 12: 13-9 P BC: NO2 DFL 2X4 wEB: STDB DFL 2X4 MOD 13-1 STUD DFL 2x6: P=316C 0.050 Mm=O Mp=O 0.000= 0.050 (n N TC AXIAL: 1-2152, 2-3 162, 3-4165, 4-5 168, 5-6 185, 6-7 198 spcG: PLF oc U) 7-8 -201 1 2 3 4 5 6 7 S cc BC AXIAL: 13-12 0, 12-110, 11-10 0, 10-9 0 TCLL: 40 PLF WB AXIAL: 13-1-316, 1-12 423, 12-2 -263, 12-3 496, 3-11-495 114 -249, 11-5 -549, 5-10 -556, 10-6 -246, 10-7 -566 TCDL: 28 Z 7-9 -602, 9-8 -110 BCLL: (20) 0 24 RCTS: 13 9 Cont Brg 13-9 P BCDL: 12 Z Q MX VRT: 332 420 = 13-1 STUD DFL 2x6 MX HOR: 9 495 13-9 98H DUR LDG FCTR: 1.25 9-8 STUD DFL 2x6 MX UPL: -228 -140 } 3.5" Min Brg Wdth UNO m Plates: TP-500 Q ICBO:S :23996 W NOTE: TRUSS TO TRANSFER 2400 LBS MAX LATERAL FORCE Ce9k6red o joint UNo QPOF SI pyq� Q O Qn 9L M � 4710 D9 m * Ex . 6-30-07 * Q 3'-6 7/8" 4'-0" � rF F C F- 12 0.375 — 12 0.375 AL~� 0 Hanso Truss, Inc. and signing engineer accept 3'-0" X6 2X3 3X4 2X3 3X4 2X3 3X4 5X6 Z no res nsibility for the LL accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. HANSON v X3 3X8 3X8 3X4 3X8 3X4 TRUSS, INC. z 11'-11 1/2" DATE:4/21/06 JE Q 1/4"=1' J DRWG #s 36'-81/2" M5 PLAN 5 D Z Defl @ 7: TL= Oin LL= ft SANTERRA LLC - SANTERRA\WORKING\PLAN 5\M5 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 1-2 NO2 DFL 2x4: P=7C 0.000 Mm=4365 Mp=O 0.735= 0.735 BC 4-3 NO2 DFL 2x4: P=OC 0.000 Mm=2160 Mp=O 0.418= 0.418 MOD 4-1 STUD DFL 2x6: P=223C 0.033 Mm=O Mp=O 0.000= 0.033 TC AXIAL: 1-2 -7 BC AXIAL: 4-3 0 WB AXIAL: 4-1 -223, 4-2 0, 3-2 -223 4'-0" 4-1 STUD DFL 2x6 3-2 STUD DFL 2x6 3/4" =1' SANTERRA LLC - SANTERRA\WORKING\PLAN 5\N1 BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 40 28 12: 4-3 P LC2: 1.25: 0 28 20 12: 4-3 P 1 2 E6.71 RCTS: 4 3 Cont Brg 4-3 P ?Iry AmT. It'll 742 veI1 (o 1: 1L= UIU LL= UW brace B/C with gvasum shtg. or cont. lateral *lx Bracing By Others not to exceed 10' oc UNO GRAD SPEC SIZE NO2 DFL 2X4 U TC: Z BC: NO2 DFL 2X4 WEB: STDB DFL 2X4 U) 07 SPCG: PLF oc D LL TCLL: 40 PLF TCDL: 28 Z BCLL: (20) 0 BCDL: 12 z Q = DUR LDG FCTR: 1.25 m 3.5" Min Brg Wdth UNO Plates: TP-500 Q IC110:5039 LA:23996 �on W Cen a joint UNO QV\�y P RV9q� V 9Fy�� C L 8J a S 710 D D m * Exp. 6-30-07 Q LL If CTUPP OQ�ti 0 F" C ALZF 0 Hanson russ, Inc. and z signing gineer accept no responsibility for the LL accuracy, structural ad- equacy or any other fea- Q lure of this design unless specifically fabricated by Hanson Truss, Inc. 0 HANSON 0 TRUSS, INC. Z DATE:4/21/06 JE Q J J DRWG #s N1 Z PLAN 5 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 2-3 NO2 DFL 2x4: P=517C 0.002 Mm=1661 Mp=2656 0.447= 0.449 BC 6-5 NO2 DFL 2x4: P=389T 0.069 Mm=819 Mp=1257 0.243 = 0.312 MOD 4-3 STUD DFL 2x6: P=397C 0.058 Mm=O Mp=O 0.000= 0.058 TC AXIAL: 1-2 -4, 2-3 -517 BC AXIAL: 6-5 517, 5-4 12 WB AXIAL: 6-1-137, 6-2 -574, 5-2 -183, 5-3 567, 4-3 -397 6-1 STUD DFL 2x6 4-3 STUD DFL 2x6 314" = l' 4'-011 SANTERRA LLC - SANTERRA\WORKING\PLAN 5\N2 BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 40 28 12: LC2: 1.25: 0 28 20 12: 1 2 3 A 10.71 RCTS: 6 4 MX VRT: 423 423 *lx Bracing By Others lien a l: IL= .ULM LL= .U1M brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc UNO GRAD SPEC SIZE NO2 DFL 2X4 U TC: z BC: NO2 DFL 2X4 — WEB: STDB DFL 2X4 N SPCG: PLF oc TCLL: 40 PLF TCDL: 28 Z BCLL: (20) 0 BCDL: 12 z Q DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO m Plates: T . Q ICB . 039 A:23996 LLJ entered n joint UNO LU SSIONq� Q o1AF ~CO Lu �i 4710 y 9 m 9T� UCTUPP F C A�ZF O Hanson russ, Inc. and z signing gineer accept no responsibility for the LL accuracy, structural ad- — equacy or any other fea- lure of this design unless O specifically fabricated — by Hanson Truss, Inc. 0 HANSON 0 TRUSS, INC. Z DATE:4/21/06 JE Q J J DRWG #s N2 z Z PLAN 5 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 2-3 NO2 DFL 2x4: P=15T 0.002 Mm=762 Mp=2426 0.408= 0.410 BC 8-7 10 DFL 2x4: P=OC 0.000 Mm=3277 Mp=5402 0.784= 0.784 MOD 8-1 STUD DFL 2x6: P=150C 0.019 Mm=O Mp=O 0.000= 0.019 TC AXIAL: 1-2 -277, 2-3 269, 3-4 266, 4-5 -257 BC AXIAL: 8-7 0, 7-6 0 WB AXIAL: 8-1-150, 8-2 -833, 2-7 -771, 7-3 -340, 74 -785 4-6 -733, 6-5 -138 8-1 STUD DFL 2x6 5' -0" 3/8" =1' SANTERRA LLC - SANTERRA\WORKING\PLAN 5\P1 BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 40 28 12: 8-6 P LC2: 1.33: 0 28 12: 1-5 +-99H,8-6 P LC3: 1.25: 0 28 20 12: 8-6 P *lx Bracing UNO GRAD SPEC SIZE By Others 11 TC: NO2 DFL 2X4 BC: 1&B DFL 2X4 WEB: STDB DFL 2X4 1 2 3 4 5 SPCG: PLF OC TCLL: 40 PLF TCDL: 28 21.25 BCLL: (20) RCTS: 8 6 Cont Brg 8-6 P BCDL: 12 MX VRT: 409 435 MX HOR: 777 -658 8-6 99H DUR LDG FCTR: 1.25 MX UPL: -23 -65 3.5" Min Brg Wdth UNO NOTE: TRUSS TO TRANSFER 2100 LBS MAX LATERAL FORCE 0�1/2" pen a z: '1L= .Ulm LL= Ulu brace B/C with gypsum shtg. or cont. lateral Plates: TP-500 ICBO:5039 LA:23996 Ce on joint UNO OQF SSIp l R�e� w D D Exp. 6-30-07 U Z N z 0 W Q 2 m W U_ MW W Q �ql�. LL UCTUPP OQ�ti' F C A�ZF 0 Hanson Truss, Inc. and Z signing engineer accept no responsibility for the LL accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. 0 > HANSON 0 TRUSS, INC. Z DATE:4/21/06 JE Q J DRWG #s J P1 D Z sunnort not to exceed 10' oc PLAN 5 Multiple Load Cases: Rcts, Forces & Csi's are worst case BASE LOADS: 1.25: 16 14 10 6 PSF *lx Bracing UNO GRAD SPEC SIZE Code: PSA Rbdg:Y 1-Ply LC1: 1.25: 40 28 12: By Others NO2 DFL 2X4 TC 2-3 NO2 DFL 2x4: P=2028C 0.033 Mm=1002 Mp=2293 0.386= 0.418 LC2: 1.25: 0 28 2012: TC: BC 8-7 1&B DFL 2x4: P=1114T 0.141 Mm=3357 Mp=5192 0.753= 0.895 BC: 1&B DFL 2X4 MOD 8-1 STUD DFL 2x6: P=152C 0.019 Mm=O Mp=O 0.000= 0.019 wEB:STDB DFL 2X4 . TC AXIAL: 1-2 -11, 2-3 -2028, 3-4 -2027, 4-5 -7 BC AXIAL: 8-7 1631, 7-6 1345 1 2 3 4 5 SPCG: PLF oC WB AXIAL: 8-1-152, 8-2 -1746, 2-7 559, 7-3 -332, 7-4 783 TCLL: 40 PLF 4-6 -1499, 6-5 -139 TCDL: 28 A 7 BCLL: (20) 21.25 BCDL: 12 RCTS: 8 6 MX VRT: 844 850 8-1 STUD DFL 2x6 DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO Plates: ICB . r39 A:23996 tered n joint UNO 5'-0" 3/8"=1' SANTERRA LLC - SANTERRA\WORKING\PLAN 5\P2 0''-5.11/2" Defl @ 3: TL= .17m LL= .Ubm brace B/C with gypsum shtg. or cont. lateral a S 710 D U Z N N 0 U) Z LU 2 } m Q U_ X m �_V1 UCTUP' ti"R. F CALIF LL 0 Hanson russ, Inc. and Z signing ngineer accept no resp ibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless L _ specifically fabricated by Hanson Truss, Inc. — 0 > 0 Z HANSON TRUSS, INC. DATE:4/21/06 JE Q J J DRWG #s sunnort not to exceed 10' oc P2 PLAN 5 Z • Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 3-4 NO2 DFL 2x4: P=2111C 0.035 Mm=960 Mp=2449 0.412= 0.447 BC 8-7 1&B DFL 2x4: P=1154T 0.147 Mm=3273 Mp=5412 0.785= 0.932 MOD 6-5 STUD DFL 2x6: P=154C 0.023 Mm=0 Mp=0 0.000= 0.023 TC AXIAL: 1-2 -11, 2-3 -2112, 3-4 -2111, 4-5 -7 BC AXIAL: 8-71679, 7-61467 WB AXIAL: 8-1-152, 8-2 -1798, 2-7 592, 7-3 -326, 7-4 769 4-6 -1610, 6-5 -154 8-1 STUD DFL 2x6 6-5 STUD DFL 2x6 5'-0" 3/8" =1' SANTERRA LLC - SANTERRA\WORKING\PLAN 5\P3 BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 40 28 12: LC2: 1.25: 0 28 20 12: 1 2 3 4 5 A 7 21.71 RCTS: 8 6 MX VRT: 863 868 verl q 3: 1L= .1Y111 LL= .Uym brace B/C with gvvsum sht9. or coat. lateral 3' -0" *lx Bracing UNO GRAD SPEC SIZE By Others TC: NO2 DFL 2X4 U z BC: 1&B DFL 2X4 — WEB: STDB DFL 2X4 (n N SPCG: PLF OC TCLL: 40 PLF TCDL: 28 z BCLL: (20) 0 BCDL: 12 z Q DUR LDG FCTR: 1.25 } 3.5" Min Brg Wdth UNO m Plates: TP-500 Q IC130:5039 LA:23996 LV Center on joint UNO LU 'QVE SIpNq Q U a S 47 10 D D 00 Exp. - - Q Hanson Truss, Inc. and signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. HANSON TRUSS, INC. DATE:4/21/06 JE DRWG its P3 not to exceed 10' oc PLAN 5 0 z LL 0 0 0 z Q J J z Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 3-4 NO2 DFL 2x4: P=2111C 0.035 Mm=960 Mp=2449 0.412= 0.447 BC 8-7 10 DFL 2x4: P=1154T 0.147 Mm=3273 Mp=5412 0.785= 0.932 MOD 6-5 STUD DFL 2x6: P=154C 0.023 Mm=0 Mp=0 0.000= 0.023 TC AXIAL: 1-2 -11, 2-3 -2112, 3-4 -2111, 4-5 -7 BC AXIAL: 8-71679, 7-6 1467 WB AXIAL: 8-1-152, 8-2 -1798, 2-7 592, 7-3 -326, 7-4 769 4-6 -1610, 6-5 -154 8-1 STUD DFL 2x6 6-5 STUD DFL 2x6 5'-0" 3/8"=l' SANTERRA LLC - SANTERRA\WORKING\PLAN 5\P4 BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 40 28 12: LC2: 1.25: 0 28 20 12: *lx Bracing UNO GRAD SPEC SIZE By Others 11 TC: NO2 DFL 2X4 1 2 3 4 5 7 fi_ 21.71 RCTS: 8 6 MX VRT: 863 868 veil a j: 1L= .ly111 LL= .UYM brace B/C with evvsum shtg. or cont. lateral 019 not to exceed 10' oc BC: 10 DFL 2X4 WEB: STDB DFL 2X4 SPCG: PLF oC TCLL: 40 PLF TCDL: 28 BCLL: (20) BCDL: 12 DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP-500 joint UNO LLJ aF 471 0 0y D * Exi6-30-07 U Z N D z Z Q 2 } m W Q U_ cc m F CALZF O Hanson Truss, Inc. and Z signing engineer accept no responsibility for the LL accuracy, structural ad- equacy or any other fea- ture of this design unless Q specifically fabricated — by Hanson Truss, Inc. 0 > HANSON 0 TRUSS, INC. Z DATE:4/21/06 JE Q J DRWG #s J P4 z PLAN 5 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 1-2 NO2 DFL 2x4: P=1784C 0.042 Mm=1658 Mp=1663 0.317= 0.360 BC 9-8 NO2 DFL 2x4: P=1679T 0.297 Mm=1617 Mp=33310.645= 0.941 MOD 10-1 STUD DFL 2x6: P=902C 0.115 Mm=O Mp=O 0.000= 0.115 TC AXIAL: 1-2 -1784, 2-3 -1785, 3-4 -2191, 4-5 -2191, 5-6 -6 BC AXIAL: 10-9 38, 9-8 2310, 8-7 1353 WB AXIAL: 10-1-902, 1-91880, 9-2 -360, 9-3 -591, 3-8 -139 8-4 -297, 8-5 963, 5-7 -1551, 7-6 -126 10-1 STUD DFL 2x6 4' -0" 318" =1' SANTERRA LLC - SANTERRA\WORKING\PLAN 5\01 BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 40 28 12: LC2: 1.25: 0 28 20 12: 1 2 3 4 5 6 A 9 8 1 _ 23.21 RCTS: 10 7 MX VRT: 923 928 1JC11 (g) J: 1L= .LIW Li'— .1W brace B/C with gypsum shtg. or cont. lateral *lx Bracing By Others Y-0" not to exceed 10' oc UNO GRAD SPEC SIZE TO NO2 DFL 2X4 U Z Bc: NO2 'DFL 2X4 WEB: STDB DFL 2X4 N SPCG: PLF OC TCLL: 40 PLF TCDL: 28 Z BCLL: (20) O U) BCDL: 12 Z Q DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO m Plates: - Q I :5039 L :23996 L1.1 entered o joint UNO LU QpOFE Ipyq Q U �� �9 LL Exp. 6-30-07 LL qT�. CTUP OQ� V-1 C O Hanson Truss, Inc. and Z signing engineer accept no responsibility for the L, accuracy, structural ad- equacy or any other fea- Q ture of this design unless specifically fabricated — by Hanson Truss, Inc. 0 HANSON 0 TRUSS, INC. Z DATE:4/21/06 JE Q J DRWG #s J Q1 D Z PLAN 5 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 1-2 NO2 DFL 2x4: P=15T 0.002 Mm=1531 Mp=1975 0.332= 0.335 BC 8-7 NO2 DFL 2x4: P=108T 0.019 Mm=2322 Mp=3490 0.675= 0.694 MOD 10-1 STUD DFL 2x6: P=389T 0.079 Mm=O Mp=O 0.000= 0.079 . TC AXIAL: 1-2 550, 2-3 469, 3-4 747, 4-5 278, 5-6 -487 BC AXIAL: 10-9 0, 9-8 0, 8-7 939 WB AXIAL: 10-1-493, 1-9 -1131, 9-2 -369, 9-3 -1371, 3-8 -1317 8-4 -306, 8-5 -1142, 5-7 -1076, 7-6 -126 10-1 STUD DFL 2x6 4'-0" 3/8" =1' SANTERRA LLC - SANTERRA\WORKING\PLAN 5\02 BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 40 28 12: 10-8 P LC2: UNBALANCED LIVE LOADS. LC3: 1.33: 028 12: 1-6 +-212H,10-8 P LC4: 1.25: 0 28 20 12: 10-8 P *lx Bracing By Others 1 2 3 4 5 6 23.21 RCTS: 10 7 Cont Brg 10-8 P MX VRT: 510 637 MX HOR: 21 0 10-8 345H MX UPL: -372 -329 NOTE: TRUSS TO TRANSFER 4900 LBS MAX LATERAL FORCE UeII q 3: 1L= .Ulm LL= .Ulln brace B/C with gypsum shtg. or cont. lateral 3'-0'1 not to exceed 10' oc UNO GRAD SPEC SIZE NO2 DFL 2X4 U TC: z BC: NO2 DFL 2X4 — WEB: STDB DFL 2X4 V) SPCG: PLF oc TCLL: 40 PLF TCDL: 28 Z BCLL: (20) 0 U) BCDL: 12 Z Q DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO 00 Q Plates: T GO ICB . 039 LA 23996 W ntered on oint UNO L" IpNq� Q oQPOFES Cl) C-0 ti� 9L LL 4Ja� S4 10 D� xp. -30-07 Q Q �9lsT'9 LL CTUp`P�Q�~ 0 C ALZF O Hanson russ, Inc. and Z signing a gineer accept no respo ibility for the LL accuracy, structural ad- — equacy or any other fea- tore of this design unless Q specifically fabricated by Hanson Truss, Inc. 0 HANSON TRUSS, INC. Z DATE:4/21/06 JE Q J DRWG #s J Q2 D Z PLAN 5 Multiple Load Cases: Rcts, Forces & Csi's are worst case BASE LOADS: 1.25: 16 14 10 6 PSF lx Bracing UNo GRAD SPEC SIZE V Code: PSA Rbdg:Y 1-Ply LC1: 1.25: 40 28 12: By Others TC: NO2 DFL 2X4 TC 1-2 NO2 DFL 2x4: P=6C 0.000 Mm=736 Mp=1717 0.289= 0.289 LC2: 1.25: 0 28 2012: NO2 DFL 2X4 z BC 5-4 NO2 DFL 2x4: P=121T 0.021 Mm=3451 Mp=O 0.668= 0.689 BC: MOD 5-1 STUD DFL 2x6: P=92C 0.013 Mm=O Mp=O 0.000= 0.013 _ STDB DFL 2X4 (n wEB N TC AXIAL: 1-2 -6, 2-3 -6 BC AXIAL: 5-4 293 1 2 3 sPCG: PLF oc T_ WB AXIAL: 5-1 -92, 5-2 -347, 2-4 -335, 4-3 -125 TOLL: 40 PLF „ TCDL: 28 z 8.48 BOLL: (20) N RCTS: 5 4 BCDL: 12 z MX VRT: 334 339 Q 5-1 STUD DFL 2x6 DUR LDG FCTR: 1.25 = 3.5" Min Brg Wdth UNO m Plates: TP- Q ICB0 39 :23996 W ntered joint UNO LU QPOF S1pNq Q �QFO y P RU9 F�L V Co LU 4 0.375 12 3'-0" Ex 6-30-07 Q Q LL sq TUPP�Q�~ X6 3X4 2X3 T`c OF C 4k- F O Hanso Truss, Inc. andrMl Z signin engineer accept no re onsibility for the LL accuracy, structural ad- — 0o equacy or any otherfea- Q tore of this design unless specifically fabricated cNn by Hanson Truss, Inc. 0 HANSON TRUSS INC. 0 14'-2 3/4" 3X4 3X4 z DATE:4/21/06 JE Q 3/8" =1' DRWG #s 23'-0" D Defl @ 2: TL= .Olin LL= .Olin PLAN 5 z SANTERRA LLC - SANTERRA\WORKING\PLAN 5\03 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc 0 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 2-3 NO2 DFL 2x4:. P=9C 0.000 Mm=1408 Mp =2421 0.407 = 0.407 BC 6-5 NO2 DFL 2x4: P=OC 0.000 Mm=750 Mp=1294 0.250= 0.250 TC AXIAL: 1-2 -68, 2-3 -54 BC AXIAL: 6-5 0, 5-4 0 WB AXIAL: 6-1-119, 6-2 -167, 5-2 -388, 5-3 128, 4-3 -122 3/4" =1' BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 32 28 12: 6-4 P LC2: 1.33: 0 28 12: 1-3 +-26H,6-4 P LC3: 1.25: 0 28 20 12: 6-4 P 1 2 3 5 10.48 RCTS: 6 4 Cont Brg 6-4 P MX VRT: 145 145 MX HOR: 159 0 6-4 26H NOTE: TRUSS TO TRANSFER 276 LBS MAX LATERAL FORCE 2X3 3X4 3X4 IM 3X4 2X 10'-9 1/4" SANTERRA LLC - SANTERRA\WORKING\PLAN 5\R1 UCII ((/f L: 1L= vW LL= UU1 brace B/C with gypsum shtg. or cont. lateral *lx Bracing By Others UNO GRAD SPEC SIZE TC: NO2 DFL 2X4 U z BC: NO2 DFL 2X4 — WEB: STDB DFL 2X4 N SPCG: 24 OC D 1r TCLL: 32 PLF TCDL: 28 Z BCLL: (20) 0 U) BCDL: 12 z Q DUR LDG FCTR: 1.25 m 3.5" Min Brg Wdth UNO Plates: TP-500 ICBO:50�23996 Cen ded on 'oint UNO Q W LU o' p%gES IONq� a7 S4 10 D 9 Q cc m Q 0 CAI_Z O Hanson ss, Inc. and Z signing a gineer accept no responsibility for the LL accuracy, structural ad- — equacy or any other fea- ture of this design unless 0 specifically fabricated — by Hanson Truss, Inc. 0 > HANSON 0 TRUSS, INC. Z DATE:4/21/06 JE Q DRWG #s J R1 D z sport not to exceed 10' oc PLAN 5 n Multiple Load Cases: Rcts, Forces & Csi's are worst case BASE LOADS: 1.25: 16 14 10 6 PSF *lx Bracing uN0 GRAD SPEC SIZE U Code: PSA Rbdg:Y 1-Ply LC1: 1.25: 40 28 12: 2 547,4 547 By Others TC: NO2 DFL 2X4 TC 2-3 NO2 DFL 2x4: P=576C 0.003 Mm=870 Mp=1295 0.218= 0.220 LC2: 1.25: 0 28 20 12: 2 366,4 366 Z — NO2 DFL 2X4 BC 8-7 NO2 DFL 2x4: P=619T 0.109 Mm=1517 Mp=1934 0.374= 0.484 BC: wEB: STDB DFL 2X4 (n TC AXIAL: 1-2 -576, 2-3 -576, 3-4 -576, 4-5 -576 N BC AXIAL: 9-8 0, 8-7 947, 7-6 0 sPCG: PLF oc WB AXIAL: 9-1-1011, 1-8 1182, 8-2 -768, 8-3 -402, 3-7 -402 1 2 3 4 5 T- 7-4 -768, 7-5 1182, 6-5 -1011 TCLL: 40 PLF N, 1- A TCDL: 28 z 8 7 10.48 BCLL: (20) N RCTS: 9 6 BCDL: 12 z Q MX VRT: 966 966 DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO m Plates: TP-500 Q ICBO:5:23996 W Ce redo joint UNO LU 11-011 RVUB 1, -0" Q��POPE Fyc V 4X4 2X3 3X4 2X3 4X4 L U 4 710 D 9 m Ex . 6- - ti� LL Li OF C ALZFL O Hanso Truss, Inc. and Z signing engineer accept no responsibility for the LL accuracyN ad- equacy o'r any structural otherfea- ture of this design unless specifically fabricated — by Hanson Truss, Inc. 0 > HANSON TRUSS, INC. 2 4 5X8 5X8 2X z DATE:4/21/06 JE Q 3/4" =1' J DRWG #s 10'-9 1/4" Defl @ 3: TL= .03in LL= .Olin PLAN 5 z SANTERRA LLC - SANTERRA\WORKING\PLAN 5\R2 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc C Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 1-2 NO2 DFL 2x6: P=27C 0.000 Mm=4462 Mp=3350 0.351= 0.351 BC 7-6 NO2 DFL 2x4: P=1477T 0.261 Mm=1298 Mp=1749 0.338= 0.600 MOD 7-1 STUD DFL 2x6: P=393C 0.052 Mm=O Mp=O 0.000= 0.052 TC AXIAL: 1-2 -27, 2-3 -1873, 3-4 -16 BC AXIAL: 7-61883, 6-51761 WB AXIAL: 7-1-393, 7-2 -2110, 2-6 91, 6-3 241, 3-5 -2030 5-4 -382 7-1 STUD DFL 2x6 �o M Cn 1/2" =1' 5,-011 SANTERRA LLC - SANTERRA\WORKING\PLAN 5\S1 BASE LOADS: 1.25: 16 14 10 6 PSF LC1: 1.25: 64 143 12: LC2: 1.25: 0 143 20 12: 1 2 3 4 A 6 �. 13 RCTS: 7 5 MX VRT: 1407 1424 :o Deft U 6: '1'L= .Uhm LL= Min brace B/C with ¢vvsum shtg. or cont. lateral *lx Bracing UNO GRAD SPEC SIZE By Others TC: NO2 DFL 2X6 U z BC: NO2 DFL 2X4 — WEB: STDB DFL 2X4 U) SPCG: PLF OC D X TCLL: 64 PLF TCDL: 143 Z BCLL: (20) O U) BCDL: 12 Z Q DUR LDG FCTR: 1.25 m 3.5" Min Brg Wdth UNO Plates: TP-500 Q ICB0039'L A:23996 C tered on joint UNO W LU QpOFE SIpNq Q Qs�y P RUe�9�2�y U m LU a 4710 y D - -07 Q �qTs4VCTUPP�a�~� LL �t CAL1` O HnnsoA Truss, Inc. and Z signing engineer accept no responsibility for the LL accuracy, structural ad- — equacy or any other fea- Q lure of this design unless specifically fabricated — by Hanson Truss, Inc. 0 HANSON 0 TRUSS, INC. Z DATE:4/21/06 JE Q J DRWG #s J S1 D Z PLAN 5 not to exceed 10' oc Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 1-2 NO2 DFL 2x4: P=833C 0.006 Mm=2540 Mp=4007 0.674= 0.680 BC 5-4 NO2 DFL 2x4: P=621T 0.110 Mm=1157 Mp=1856 0.359= 0.469 MOD 6-1 STUD DFL 2x6: P=482C 0.065 Mm=0 Mp=0 0.000= 0.065 TC AXIAL: 1-2 -833, 2-3 -8 BC AXIAL: 6-5 17, 5-4 827 WB AXIAL: 6-1-482, 1-5 859, 5-2 -194, 2-4 -888, 4-3 -166 6-1 STUD DFL 2x6 5'-0" * 11 112"=1' SANTERRA LLC - SANTERRA\WORKING\PLAN 5\S2 BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 40 28 12: LC2: 1.25: 0 28 20 12: 1 2 3 �. 5 13 , RCTS: 6 4 MX VRT: 514 520 Defl @ 2: TL= .05in LL= .03in brace B/C with gwsum shtg. or cunt. lateral *Ix Bracing By Others UNO GRAD SPEC SIZE TC: NO2 DFL 2X4 U z Bc: NO2 DFL 2X4 — WEB: STDB DFL 2X4 (1) SPCG: PLF oc TCLL: 40 PLF TCDL: 28 Z BCLL: (20) 0 U) BCDL: 12 z Q DUR LDG FCTR: 1.25 = m 3.5" Min Brg Wdth UNO Plates: TP- ICBO: 9 :23996 C tered on oint UNO 0 W oQPOFES Ip�q( c1c710 v 9 Q m Exp. 6-30-07 J'q ST PPS ti� F CALIF LL O HansTruss, Inc. and Z signingineer accept no resonsibility for the Jr accuracy, structural ad- equacy or any other fea- ture of this design unless 1L — specifically fabricated by Hanson Truss, Inc. 0 > 0 Z HANSON TRUSS, INC. DATE:4/21/06 JE Q 'J J DRWG #s S2 not to exceed 10' oc PLAN 5 Z 0 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 2-3 NO2 DFL 2x4: P=13C 0.000 Mm=614 Mp=2139 0.360= 0.360 BC 9-8 NO2 DFL 2x4: P=OC 0.000 Mm=1466 Mp=4094 0.792= 0.792 MOD 10-1 STUD DFL 2x6: P=178C 0.021 Mm=O Mp=O 0.000= 0.021 TC AXIAL: 1-2 -178, 2-3 -173, 3-4185, 4-5 155, 5-6 -179 BC AXIAL: 10-9 0, 9-8 0, 8-7 0 WB AXIAL: 10-1-178, 1-9 361, 9-2 -384, 9-3 -545, 3-8 -524 84 -323, 8-5 -556, 5-7 -545, 7-6 -138 10-1 STUD DFL 2x6 7-6 STUD DFL 2x6 4'-0" 0.375 12 2' -0" �o M N 3/8" =1' 2X3 3X8 SANTERRA LLC - SANTERRA\WORKING\PLAN 5\T1 3X4 BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 40 28 12: 10-7 P LC2: 1.33: 0 28 12: 1-6 +-69H,10-7 P LC3: 1.25: 0 28 20 12: 10-7 P 25'-0" 3%3 *lx Bracing By Others 1 2 3 4 5 6 Alf I / I / I I I / I I § / I / I I I I I I I I I I i I 24.71 RCTS: 10 7 Cont Brg 10-7 P MX VRT: 196 365 MX HOR: 9 498 10-7 69H MX UPL: 46 0 NOTE: TRUSS TO TRANSFER 1700 LBS MAX LATERAL FORCE 3X8 3X4 3X4 5X6 3X4 Defl Qa 5: TL= .Olin LL= .Olin brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc UNO GRAD SPEC SIZE NO2 DFL 2X4 U TO z BC: NO2 DFL 2X4 — WEB: STDB DFL 2X4 N SPCG: PLF oc D !r TCLL: 40 PLF TCDL: 28 z BCLL: (20) 0 BCDL: 12 z Q DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO m Q Plates: TP-500 ICBO:5039 3996 Lv Center on j int UNO AOFESS P Ue Fycf U/� o�A �9L ti� LL a S 10 D 9 m Exp. 6-30-07 Q IL F C M_ 1F 0 Hanson Truss, Inc. and Z signing ngineer accept no responsrbility for the tL accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. 0 > HANSON 0 TRUSS, INC. Z DATE:4/21/06 JE Q 'J DRWG 4s J T1 D Z PLAN 5 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 1-2 NO2 DFL 2x4: P=2244C 0.071 Mm=1813 Mp=1709 0.366= 0.438 BC 9-8 1&B DFL 2x4: P=2128T 0.270 Mm=1710 Mp=3870 0.562= 0.832 MOD 10-1 STUD DFL 2x6: P=960C 0.118 Mm=O Mp=O 0.000= 0.118 TC AXIAL: 1-2 -2244, 2-3 -2245, 3-4 -2801, 4-5 -2800, 5-6 -11 BC AXIAL: 10-9 47, 9-8 2918, 8-7 1757 WB AXIAL: 10-1-960, 1-9 2316, 9-2 -372, 9-3 -736, 3-8 -134 8-4 -314, 8-5 1151, 5-7 -1924, 7-6 -140 10-1 STUD DFL 2x6 7-6 STUD DFL 2x6 4'-0" 0.375 12 T-0" �o i N 3/8"=V 2X3 5X12 SANTERRA LLC - SANTERRA\WORKING\PLAN 5\T2 3X4 BASE LOADS: 1.25: 16 14 10 6 PSF LC 1: 1.25: 40 28 12: LC2: 1.25: 0 28 20 12: 25'-0" 3%3 *1xBracing UNO GRAD SPEC By others i� TC: NO2 DFL 1 2 3 4 5 6 A 9 8 1. 24.71 RCTS: 10 7 MX VRT: 983 983 4X10 3X5 5X6 5X6 5X6 Defl @ 3: TL= .34in LL= .17in Camber 1/4in brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc BC: 1&B DFL WEB: STDB DFL SPCG: PLF TCLL: 40 TCDL: 28 BCLL: (20) BCDL: 12 SIZE 2X4 U 2X4 Z 2X4 U) N OC PLF DUR LDG FCTR: 1.2 3.5" Min Brg Wdth UNO Plates: 5 Z U)Z a = } m K Q LA:23996 LL! on joint UNO F�' PQ . SS U m X0. 6-30-07 Q sqT� LL (/CTURP�Q��' F CALIF O Hanson russInc. and Z signing ngineer, accept no resp nsibility for the LL accuracy, structural ad- equacy or any other fea- ture of this design unless (' specifically fabricated — by Hanson Truss, Inc. 0 HANSON TRUSS, INC. Z DATE:4/21/06 JE Q ..I J DRWG #s T2 D z PLAN 5 L Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: PSA Rbdg:Y 1-Ply TC 1-2 NO2 DFL 2x4: P=.2244C 0.071 Mm=1813 Mp=1709 0.366= 0.438 BC 9-8 10 DFL 2x4: P=2128T 0.270 Mm=1710 Mp=3870 0.562= 0.832 MOD 10-1 STUD DFL 2x6: P=960C 0.118 Mm=O Mp=O 0.000= 0.118 TC AXIAL: 1-2 -2244, 2-3 -2245, 3-4 -2801, 4-5 -2800, 5-6 -11 BC AXIAL: 10-9 47, 9-8 2918, 8-7 1757 WB AXIAL: 10-1-960, 1-9 2316, 9-2 -372, 9-3 -736, 3-8 -134 8-4 -314, 8-5 1151, 5-7 -1924, 7-6 -140 10-1 STUD DFL 2x6 7-6 STUD DFL 2x6 11 318"= SANTERRA LLC - SANTERRA\WORKING\PLAN 5W3 BASE LOADS: 1.25: 16 14 10 6 PSF LCI: 1.25: 40 28 12: LC2: 1.25: 0 28 20 12: *lx Bracing By Others 1 2 3 4 5 6 A 9 8 I _ 24.71 RCTS: 10 7 MX VRT: 983 983 5'-0" 1JCI1 (W J: IL= .JIM LL= .IIW %,dWUGl I/Yui brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc UNO GRAD SPEC SIZE NO2 DFL 2X4 U TC: Z BC: 10 DFL 2X4 — WEB: STDB DFL 2X4 V) SPCG: PLF oc D TCLL: 40 PLF I— TCDL: 28 z BCLL: (20) 0 U) BCDL: 12 Z Q DUP. LDG FOR: 1.25 3.5" Min Brg Wdth UNO m Plates: TP-500 Q ICBO:5039 :23996 W Center on j int UNO LU ROFESS pNv Q MU_ Lc a7 S4710 y p 00 Exp. 30-07 < �a .n LL OF CAL1Fv Hanson ss, Inc. and z signing a gineer accept no respo ibility for the LL accurac structural ad- — equacy r any other fea- tore of s design unless 0 specifically fabricated by Hanson Truss, Inc. 0 HANSON 0 TRUSS, INC. Z DATE:4/21/06 JE Q J DRWG #s J T3 z PLAN 5 Multiple Load Cases: Rcts, Forces & Csi's are worst case BASE LOADS: 1.25: 16 14 10 6 PSF *lx Bracing UNO GRAD SPEC SIZE Code: PSA Rbdg:Y 1-Ply LC1: 1.25: 32 28 19: 2 338 By Others TC: NO2 DFL 2X4 z TC 1-2 NO2 DFL 2x4: P=57T 0.009 Mm=939 Mp=O 0.158= 0.167 NO2 DFL 2X4 BC 5-4 NO2 DFL 2x4: P=149T 0.037 Mm=1084 Mp=O 0.291= 0.328 BC: wEB: STDB DFL 2X4 V) TC AXIAL: 1-2 57, 2-3 -57 BC AXIAL: 54 291 2 sPcc: PLF oc WB AXIAL: 5-1-102, 5-2 -397, 2-4 -397, 4-3 -102 tY j 3 TCLL: 32 PLF A TCDL: 28 z 0 12 12 6.17 BCLL: 3'-2 3/4 - CTS: 5 4 BCDL: 19 Z Q MX VR 8.448 431 DUR LDG FCTR: 1.25 4 4 �- 3.5" Min Brg Wdth UNO m Plates: TP-500 Q ICB0:503 A: 996 W Cente on jo t UNO LU �OFESS U � S4 10 D 9 m E Q sf sT a� �Q LL F Ca�iF 2X3 2X3 0 Hanso Truss, Inc. and z signin engineer accept no re s o 1 bility for the LL accur cy, structural ad- equacy or any other fea- design Q tore of this unless specifically fabricated by Hanson Truss, Inc. 0 HANSON 3X4 TRUSS, INC. 0 X4 z DATE:4/21/06 JE Q In=1e J DRWG #s 6'-5 1/2" U 1 Defl @ 2: TL= .Olm LL= .Olin PLAN 5 z SANTERRA LLC - SANTERRA\WORKING\PLAN 5\U1 Laterally brace B/C with gypsum shtg. or cunt. lateral support not to exceed 10' oc TRUSS BOTTOM CHORD di:. orci r J J W J Z O N > ¢>¢ U 2 a W U TRUSS CLIP OR (1)16d A TRUSS BOTTOM CHORD Oy Ztr^W"Z Q I ZZ Q S47 U Z U O N W Z Z 1X PLATE D EXP.6/ 0/07 N� a=m � U Z w�:2X CLIPPLATE OR a `W W O (S) cR' vZ� ¢ OM = m w i CAL =M Q=� A �- I Z o j N NON —BEARING PARTITION PERPENDICULAR TO TRUSS SECTION A —A i Ln 0 cc oLn Z N Q N 2X BLKG. AT 8'-0' O.C. TYPICAL B I I I I z N � TRUSS BOTTOM CHORD (2)16d'S (TYP) O z Elf ' 0 X—BRACING EVERY THIRD }, BAY AT 10'-0" O.C. m O U- O Z W Y < I 2X BLK (TYP) 0 C. B 2X BLK - ATTACH W/(2)16d Q V m NAILS AT EACH END to O V) NON —BEARING PARTITION PARALLEL TO TRUSS SECTION B—B N a z I L' TRUSSES SPACED CHAMFERED OR PANS • Z o� 0 U- O AS REQUIRED Q3 NAIL TRUSS POERARE ARCH. Y Of TO BLOCK 1O C NAIL SPACER � U z ui BLOCK TO TRUSS O � W O U — U (3)16d TYP m 0 w �m c O /� W y _J' z O i EXTERIOR WALL C7 0 Z J Q 2 SET NEXT TRUSS 4 BACK NAIL AFTER &TOE —NAIL TO I FOR FLAT TRUSSES W/SPANS Elf ALL TRUSSES ARE PLATE C ERECTED GREATER THAN 2 0'-0" Qf- o Z TRUSS AT EXTERIOR WALL SECTION C—C m0� z :J NOTE: COMPRESSION WEBS MAY OCCUR AT ANY ANGLE, THEREFORE THE 45 DIAGONAL IS NAILED TO THE WEB ON THE SAME PLANE THAT THE WEB OCCURS. PLEASE SEE FIGURE 1(d) IN THE COMMENTARY AND RECOMMENDATIONS FOR BRACING WOOD TRUSSES BY T.P.1 Inc. FOUND IN THE INSIDE FRONT COVER OF OUR SHOP DRAWINGS. n 1CJ n . —111 ^ — — rA^l1 TRUSS PER ENGINEERING RESSION ZAL ING m 2X4 SCAB 1 2X4 TRUSS WEB SECTION A -A A COMPRESSION WEB BRACE B END OF COMPRESSION (DBRACING DETAIL 710 16d 0 12" O.C. SION 0 2X4 CONSTRUCTION GRADE HEM FIR MIN. LAP 24" W/6-16d NAILS L H TYPE FRAMING ANCHOR W/4-8d NAILS EACH MEMBER 1 IMPACT BRIDGING 2x SOLID BLOCK W/2 16d NAILS EACH END 2x CONTINUOUS LATERAL BRACE W/16d NAIL EACH TRUSS II / EA CH END) AT1/END WALLSLAND 2-16d NAILS J AT MAXIMUM 16'o.c. THRU X—BRACING 13 1 X-BRACING END WALL RECOMMENDED BOTTOM CHORD LATERAL BRACING System Type Bracing Bracing Size Spacing Floor Impact 2x4 to 24"o.c.— 2x6 to 32"o.c. 12'-0"max. Roof Lateral 1 x3 to 24"o.c.— 20 to 48"o.c. 16'-0"max. Note: Each line of at end walls, lateral bracing to be x—braced and at 16'-0" maximum. NAIL AL BRACE 1 4 I BOTTOM CHORD LATERAL BRACING RECOMMENDED GUIDE and SPECIFICATIONS Trusses must be blocked and braced at ends, at bearing walls, and at intervals not exceeding o.c. This lateral bracing is to be X-braced (35'-55' from horizontal) at end walls and at intervals not to exceed o.c. LATERAL BRACING All trusses must be laterally braced to prevent buckling and/or over turning due to lateral forces. Top chord stability is provided by the roof or floor sheathing. Bottom chord stability by the ceiling finish and/or lateral bracing. On roofs where the sharing of impact loads is not required, the 1 X3* is on odoquote brace. In floor systems where impact load sharing is required, impact bridging is recommended. (This bridging will also satisfy lateral bracing requirements.) "2X3 is recommended when truss spacing is 32" o.c. to 48" o.c. Alternate bracing methods may be required for spacing greater than 48" o.c. Impact bridging is also recommended for uniform deflection control of minimum depth design roof trusses and long cantilevers. ALL BRACING MATERIAL & HARDWARE BY OTHERS Z m aQJ W J Z O Fnj U V X Z Or r 4 U� r Z' In N W N Z U Z U 0 Z za4¢Zz= W U < I T N U U� Z m 0< 0ow C7p r r U O Q O jCj A� Z << 04 r Q <M o _a < U Z Z — C N N D Z Z O Q CD = o Q 0 C rn m N Q 1 LL w� 0 (n N Z J LL Q g - N W �o W� o D HZ z Uj F- U 0 Q Q > J CD Z� J Lim ,a Z L • GABLE OVERSTACK VALLEY FILL TO 36'-0* 2x4 SCAB ON IF RAFTER BEARS ON TOP CHORD AND IS 2'-0" OR GREATER FROM THE PANEL POINT NOTES: 2x4 VALLEY RAFTERS W/(3) 16d NAILS - TOE NAIL TO RIDGE (TYP) f-2x6 #3 DFL RIDGE SUPPORTED AS SHOWN NOTCH POST FOR PURLIN (TYP) 2X FULL BEARING WIDTH NAILER W/(2)16d NAILS PER TRUSS BELOW 1. ROOF LIVE LOAD + DEAD LOAD = 32 PSF. 2. VALLEY RAFTERS TO BE MIN. 2x4 NO2 GRADE DOUG-FIR. CLEAR SPANS NOT TO EXCEED 7'-0" FOR 32 PSF LOADING. 3. ALL NAILING PER U.B.C. 94 EXCEPT AS NOTED. 4. PROVIDE SOLID BLOCKING BETWEEN TRUSSES TO SUPPORT RIDGE 5. ALL POST & PURLIN MATERIALS TO BE PROVIDED BY OTHERS, z L 2x4 POST TO PURLIN UNDER RAFTER AT 8'-0" 2x4 POST TO BEARING. GABLE END OR GIRDER (TYP) in fa I e \ ► u licv, HIP COMMON w J J_ LL w d o Z - R Um� w J Z , �i 2Zr �-- <R RU¢ .y G. MOM Z w Z U zUO -IOn Z za,IZz= w U < > > N U U� Z m ¢<wOVU—i0 Q _ U O < ~ Z U Q U O JC O nm. 2 m Ow W r Q <� p < _ <6] V Z z -� C6N w D cc Z Z ON Q En Z} Q m 1 Q II U Q ro rn Q rn I (L N w I o N 0 Z J LL J wU �_ 0 z (n Q J� > Z Q IIr Z 0J Q J IQ- m a J io J Q W D. 33 �a Z AS SPECIFIED 1 1 /2" NOTCH ON PLANS BY OTHERS i 2x4 ADD ON BY OTHERS IF NOTCHES DO NOT FALL .ON STUDS Of w 0 m Lil 3x4 16 QTYI r Q J Q Ld AS SPECIFIED Lil ON PLANS TYPICAL GABLE END TRUSS SEE SPECIFIC TRUSS DRAWINGS FOR WOOD AND PLATE SPECIFICATIONS — Q NOTCH IF WEB LENGTH EXCEEDS V -6" � BY OTHER BRACE AT MID PANEL W/8'-0" LONG MEMBER TO WEBS C� BEYOND z 2x4 ADD ON B/O. U IF NOTCHES DO NOT ry Q FALL ON STUDS m .. Q 16' D.C. I-1 3x4 IF STUD HEIGHT EXCEEDS 5'-9" BRACE PER SECTION 'A-A'-7 TYPICAL FILL TRUSS 2x3 TYPICAL W/(3) 6d)E NAIL } 3 a I 2x4 BRACE AT 48" O.C. RIDGE BLOCKS B / �OFESS y � S4 1 . Y F W ¢ JQ O y Z U Z K m O Z r =O U Z.-.nUK � W . W'N oZ < C, U O W Z iw9Z== U U ¢ y ¢¢w0,0 ¢ 2 y w Z Q ~ < O U � OUCO{n� CN -0 El fl ¢m ova o I (� Z Z as N N 5 CROSS BRACE AT RIDGE�(FOR tRUSS STACKING OR 16'-0" O.C. MAX. ONLY. SEE STRUCTURAL DETAILS SECTION A —A FOR WALL BRACING.) ;;J Z Q F" Z O Z OW —t:� GABLE STUD c Q Zm Q2x4 (1)16d BRACE W (2)16d AT 48" O.C. E.. 2x4 CONT. U (2)16d CD I m OA CONNECTION DETAIL I IL J 2x4 SOLID BLOCK J 0 Z J . I L. (3)16d _ _ • (3)16d J Z _ W I Q W� 0 TRUSS TRUSS Z W 4 2x4 BRACE (TRUSS S Lai W Z Q T/O J V) O m:) m� J © CONNECTION DETAIL QW 3L J z (�H o" •I 30"X30" WORK SPACE F.A.0 2X6 STACKED OVER TRUSS BOTTOM BOT. CHORD (TRUSS SIMPS❑N LTP4's (TYP) CHORD (TYP) STRENGTH TO BE (3) ON EACH SIDE VERIFIED IN WRITING BY HANSON TRUSS, INC. PRIOR TO INSTALLATI❑N) FIELD BUILT FAU PLATFORM CHORD (TYP) OVER BOT. CHORD EACH SIDE PREFABRICATED FAU PLATFORM (TRUSS STRENGTH TO BE VERIFIED IN WRITING BY HANSON TRUSS, INC. PRI❑R TO INSTALLATI❑N) RETROFIT FAU PLATFORM d o Y J w J z O �_L M D) �Zzr'ua~u: Q Va , W 5 H Z N w N Z U2UONy zCLpz cUQ�m z OQ col w Lnw z;=Y zQ O O j V nQO=m =M�0F 4 0 z Z c N W 5 c I-- z Zo ®N e U I Zm Q o �w a - U m � Q N (L w � aM J� 0 Q z W tiI LL � e � �0 0 MY W� 0 '- Q > LL L 0 J(A m= J W J O. o� I Z LL �r.�.. a+r. r. rr�. r•.�.0 rrnn.n 31 1/2' N QLcj O 2 m J W J Z C' Q =Z��6� OU <wx4a�5 Z C y w'A 2 <O>�j w 0, U_ Z Q W Z w Zzi U < Y Vi U < Oa OUC Z vOiCpQ�� Z m W ti 6 _ ¢ QQO] V z Z V6 N to � �- z ZN Oz U _ Z m Q 0 �W Q 0 LO I m N Q I L,L W� 0 0 z aI LL H W Q w _ i I 0 i m Q w H Q J W z m Q Q 0 co W ZLa J oI z L JIV i��VVL u� v 2x6 PURL CONNECT z _� -MATERIAL & HARDWARE BY OTHERS. -TRUSS WEB CONFIGURATION MAY VARY. SEE SHOP DRAWING FOR ACTUAL LOCATION OF PURLINS. <� O U z--wJZ F. a J - Q =Zh=. y VI <V" WL= QO>=N� N Z ;,, g J -a> zr w U Q > > 0u Q O �>SO— N U O o W. C, z VoD0 0m `sue Z Z c N cc :LL m r Z OL OZ U) Zm ao =W Q U ir � � m r N LL w ^ L 0 Q Q Z \/ QI LL LLJ � - W �I 0 zN QV 0 w U H 0 Ja LaZ QU o Q >� J 0 ~ ao Z 2x6 PURLI CONNECT ' n. n, ,M WC AT Tnp !`L non 0 In -MATERIAL & HARDWARE BY OTHERS. -TRUSS WEB. CONFIGURATION MAY VARY. SEE SHOP DRAWING FOR ACTUAL LOCATION OF PURLINS. dZ C, r d J Z Z m % �w U J— O to va �Z�r4� O iwcr� a 2 U C W O 2 za�ZZ W U < O Ow Q W < p U = <=>-V, z uoO CE p J0:7Vl s L9 C, ' V z z cis VY M Lc L Z Z O OZ En Z am W Z� a U e-11 vl) m N NLL W� Q a z v I a LL LI W r7 0 W aN p z Q V `` > Q N �I _J W Z; 2 >w QJ 10 Wf— zw OQ Do- Z L� UP TO 6'-6" T.C., CONNECT T.C. TO LEDGER W/(3)16d NAILS. ONNECT T.C. TO LEDGER W/(2)t6d NAILS. CONNECT LEDGER TO STUDS W/(3)16d NAILS AT EACH STUD. CONNECT LEDGER TO WALL W/(2)16d NAILS AT EACH STUD. FROM 6'-7" T.C. TO 8'-0" T.C., CONNECT T.C. W/(1)A34. CONNECT LEDGER TO STUDS W/(1)A34 AT EACH STUD. PRESSURE BLOCK B.C. OR USE U24 HANGER B'-0' MAXIMUM SPAN JACK TRUSS SUPPORT DETAIL (AGAINST HIGH WALL) SEE TRUSS LAYOUT FOR HANGER SIZE SEE TRUSS CONFIGURATION MONO TRUSS SUPPORT DETAIL (AGAINST HIGH WALL) d c� rJ�W- 016 = xzr or cu • OU 1 0KIAW o n V2U0� a Zaa- . InUUQz- �4a�C r�¢rUC O Jd jU Zm OC3 C 6 0 Z N• w z 0 0 z I— rn � 1 O tO N CL w— in V) m W 1 w dx rZ j� w In H Jed m �Y E� m W 3 �� om LOOSE JACK RAFTER ATTACH TO TOP-/ PLATE W/3-12d NAILS 2x4 BLOCK HIP TRUSS 2x4 RAFTER - SECTION B LINE OF PLATED 2X4's ALTERNATE STACKED HIP RAFTER. FIRST COMMON TRUSS CONTINUOUS HIP BEAM W/TAIL RIPPED TO 2x4 L.L. PLUS D.L. < 36 PSF : USE DFL 2x6 FOR SET BACK OF 7'-2" OR LESS USE #1 DFL 2x6 FOR SET BACK OF 7'-3" TO 7'-5" USE 2 DFL 2x8 FOR SET BACK OF 7'-6" TO 8'-0" rinrr nnuunu roi �cc IP TRUSS SEE SECTION 'A' -8'-0" MAXIMUM TOP CHORD EXTENTION (6'-0" MAXIMUM CAA STACKED 2X4 HIP RAFTER) --BLK TRU W/(4)1 TO TRUSS (ALTERNATE BAYS) (4)16d TOE NAIL TO B.C. OR A34 FRAMING CLIP DOUBLE TRUSS AT 1ST HIP-/ ONLY WHEN REQUIRED. REFER TO ENGINEERING SET BACK VARIES TO 8'-0" (WITH 2x4 TOP CHORD) L—BOTTOM CHORD ONLY WHEN REQUIRED JACKS W/BOTTOM C (WHEN REQUIRED) OR 2x4 RAFTERS ATTACH B.C. TO TOP PLATE W/3-12d NAI .00SE JACK RAFTER c. PLAN VIEW�. l z ti�A � 0 J \ U / 1 X CONT. LATERAL BRACING BY OTHERS ® EACH MID PANEL. ATTACH W/2-16d TO TRUSS T.C. < � O 2 m J W J Z z O U Z a. 5, � Zz ¢o>��� V z U O W z za9ZZ= V U U a O m <� zcr o cm O KjN Zm...a 0 z' Z EQ TOE NAIL (2)16d EACH SIDE ED FROM TOP CHORD TO HIP FLAT U> > FLATS) LOR OCCURS AT BUILD UP F — DBL. HIP ZQ TRUSS N OZ H 1 LIP ® 48" o.c 0 Q JACK RAFTER TO I TRUSS TOP CHORD SECTION 'C' Z m 0 Q U rn m N Q W ! LL a Z a LL 2X BLK. B/O UNDER HIP = RAFTER W/(4)16d TO T.C. wv 0 (BLK NOT REQUIRED CAA STACKED 2X4's) Q J W 0 ZQ 4 > HIP RAFTER 1ST HIP TRUSS ow Z uj 2X BLKG. B/O (ALT. BAYS) LLB mo Q JCL Yw J Q— : 3 SECTION 'A' U= a- z 8' SET BACK STACK 2X4 HIP RAFTER Over -All Length: 11.3 Rcts at: 0 11.3 Applied Loads (Down +) 128 AT 2.8 Conc Load # 256 AT 5.7 Conc Load # 384 AT 8.5 Conc Load # Reactions (Up +): Left: 318 Right: 450 sss►ss Use 2 -NO2 DFL 2X4 Stacked ss"sss A= 10.5 S= 12.25 1= 42.875 Fv= 95 E= 1600000 Df= 1.25 Crit Shear: V= 450 ® 10.7 1.5"V/(Fv*A*Df)= .54 Span: Max Mom= 17317"# ® 5.7 Fb= 1313 M/(Fb•S•Df)= .86 Defl=-.46 ® 5.81 L/120= 1.13 4X4 4X4 4X4 4X4 8'-0" SETBACK MAX. 6'-0" UNSUPPORTED SETBACK MAX. BUILT-UP HIP RAFTER P1 Load at 2' Set Back Over -All Length: 10 Rcts at: 0 8 10 Applied Loads (Down +) 32 FROM 0 TO 8 P'tl Load #/If 64 FORM 8 TO 10 P'tl Load #/If A A A P1 Reactions (Up +): Left: 102 Mid: 324 Right: -42 P1 ^' 0 ssssss Use 1&B DFL 2X4 ••**•* A= 5.25 S= 3.063 1= 5.359 Fv= 95 E= 1800000 Df= 1.25 Crit Shear: V= 151 ® 8.29 1.5•V/(Fv*A*Df)= .36 Lft Span: Max Mom= 2534"# ® 8 Fb= 1725 M/(Fb*S*Df)= .38 Defl=-.16 @ 3.57 L/240= .4 Rgt Span: Max Mom= 2534"# ® 8 Fb= 1725 M/(Fb*S*Df)= .38 Defl= .01 ® 8.77 L/240= .1 P2 Load at 4' Set Back Over -All Length: 12 Rcts at: 0 8 12 Applied Loads (Down +) 32 FROM 0 TO 8 P'tl Load #/If 64 FROM 8 TO 10 P'tl Load #/If A A A P2 Reactions (Up +): Left: 101 Mid: 336 Right: 75 P2=75 " 2 = 1501bs •••*'* Use 1 &B DFL 2X4 ••'•" A= 5.25 S= 3.063 1= 5.359 Fv= 95 E= 1800000 Df= 1.25 Crit Shear: V= 163 @ 8.29 1.5*V/(Fv*A*Df)= .39 Lft Span: Max Mom= 25607 ® 8 Fb= 1725 M/(Fb•S'Df)= .39 Defl=-.16 ® 3.57 L/240= .4 Rgt Span: Max Mom= 2560"# ® 8 Fb= 1725 M/(Fb•S•Df)= .39 Defl= .01 ® 9.2 L/240= .2 6' RUN CANTILEVER 2X4 HIP RFTR Over -All Length: 8.49 Rcts at: 0 8.49 Applied Loads (Down +) P2 P2 12 Unif Load #/If 150 AT 5.66 Reactions (Up Conc Load # Left: 101 Right: 151 •"*••• Use NO2 DFL 2X4 •'•••' �yay5 m A= 5.25 S= 3.063 1= 5.359 C to Fv= 95 E= 1600000 Df= 1.25 Crit Shear: V= 147 0 8.2 1.5*V/(Fv*A*Df)= .35 y O Span: Max Mom= 4549"# ® 5.66 Fb= 1313 M/(Fb•S*Df)= .9 .A O 4 Defl=-.49 ® 4.46 L/120= .85 Nj _ tln CALCULATIONS FOR STACKED 2X4 HIP RAFTER DRAWN BY PD FILENAME I DATE MS-HIPCALC.DWG 11-1 1-99 rlANSONTRUSS, INC HANSON TRUSS, INC. AND ANTHONY A. RUBALCAVA ACCEPT NO RESPONSIBILITY FOR THE ACCURACY, STRUCTURAL ADEQUACY OR ANY OTHER FEATURE OF THIS DESIGN UNLESS SPECIFICALLY FABRICATED BY HANSON TRUSS, INC. - NULL ANO VOID IF NOT FABRICATED BY HANSON TRUSS. INC. aX NAIL 2X8 TO B.0 w/16d's @ 3' o.c STAGGERED EA. SIDE NAIL WEBS TO 2X8 NO2-2XB TYPICAL w/(1)16d EACH SIDE SCABED ON EACH SIDE PER 200# OF TRUSS B.0 DO NOT CUT INTO CUT OUT FOR CAN LIGHT .AF MR 11 14" MAX LENGTH VARIES -SEE CHART BELOW 5X6 PLATES (TYPICAL) NAIL 2X8 TO B.0 — w/16d's @ 3' o.c STAGGERED EA. SIDE BENDING IN TOP 2X8 Pmax X 9.125 = 1.0 1050 X 13.14 X 2 X 1.25 B.0 TENSION 16d's EA. SIDE LENGTH OF 2X8'S 2500 13 10'-0" 3000 15 10'-0" 3500 18 10'-0" 3750 19 10'-0" CAN LIGHT SPLICE DETAIL S4 EXPA TRUSS B.0 (TYPICAL) NOTE: Pmax = 3750lbs d� o ZLp JZ Q S Z - vi Q a U K w� ZwZ c o U O N z Z zaZZ= w U Q Z > V U Q = m j = U N W Z Q!-UD \Z m001tQ 0 z Z cc H z ZN 0 z C!' Zm � o W Q U_ Q CD m N LL W w lI 0 w z U o tL J ^ W a N �J 0 zO � N ' W w 0 ~ z J Q 0 Z m'a -j a 30 V �a z C PARAPET Over —All Length: 9.25 Applied Loads (Down +) 44 Reactions (Up +): Left: —346 Right: Rcts at: 0 2.5 753 Unif Load #/If ****** Use N01 DFL 2X6 ****** A= 8.25 S= 7.563 I= 20.797 Fv= 95 E= 1700000 Df = 1.33 Crit Shear: V= 436 0 2.04 1.5*V/(Fv*A*Df)= .63 Span: Max Mom= 12029"# CAD 2.5 Fb= 1300 M/(Fb*S*Df)= .92 Defl= .02 @ 1.42 L/240= .13 Rgt Cant: Max Mom= 12029"# 0 2.5 Fb= 1300 M/(Fb*S*Df)= .92 Defl=—.82 ® 9.25 L/180= .45 REFER TO THE TRUSS ENGINEERING FOR ACTUAL SPANS, PLATE SIZES AND LUMBER GRADES A. - SC EXP.6/ ¢ O z m JQ¢ WYU J Z O N��UV �Z' �N OUS O Q w OR Z� N W N Z U Z L) O W= �d'8zZx L) zY ViU Q¢ m 0. �QWOV r ¢ x } W w Q r U O Q O J j N Z ' x� a 0 Z Z — cof fA CO) 7 :2 a: H F_ zZ N O W _ Z m Q 0 W Q U m Z. a 0() C14 LL I LH �w o �W Z U LL Q jLJ _� p X UJN 4 �W 0 0.0 Q QZ >> J Q33o J CL �� Z �((� �i Ty •• _ •� O m w J 2 S ba a • a s J;.- Z o w *SUMMARY OF I.C.B.O. EVALUATION REPORT ER-5039Fz �g W~ REISSUED ON JUNE 1, 2002 �4 G-- d 0�WN~Z /� = o�' a 6 3;z w X dluv 7�enli. rcr�te n J)irr�l t Z"N �WQ TP-500 TRUSS PLATES !f l� L 1 l• �a WO'�W ' LATERAL RESISTANCE VALUES �„ TIMBER PRODUCTS aINSPECTION, INC. ! z ¢ p a �' m 1 GENERAL TESTING AND:INSPECTION AGENCY ` DIRECTION OF GRAIN & LOAD WITH RESPECT TO LENGTH iA, i PO Box 55878 •37238 <� U GAGE SPECIES AA EA AE EE I. 6800 NE 79th Ct., Suite A-5 Z 20 DFL 1. 153 151 91 108 20 HF 112 117 87 87 20 SPF 120 113 88 98 20 LVL 118 96 112 134 18 DFL 114 126 85 102 18 HF 108 103 1 71 68 18 1 SPF. .128 119 1 85 1 70 Portland, OR, 97218 f6's by International We are an inspection agency recognized the ' Conference of Building Officials. Council of American Building i 'A i I Officials NER- OA276. VI This Is to verify that: ga HANSON TRUSS, INC. ' `1E I- Z 13960 YORBA AVENUE " k CHINO CA 91708 O -Values are pounds per square inch of plate contact area a is underpur Audited Quality Control Program and has been since: • 0..Q Z -Plates are installed In pairs on opposite. faces . of truss member SEPTEMBER, 1986 U -Values are based on gross area method . We audit the production under the Uniform Building Code Section 2343.7. Inspections are made a least quarterly. We find the quality observance of this plant to be in Conformance to the }� TENSION VALUES I Standards. m DIRECTION OF LOAD WITH RESPECT TO LENGTHTOWY GAGE O° 9O° f �rAra ' MANAGER OF WESTERN TRUSS DIVISION f W • :1• '., �Y _-......,:2CD s _—?- -•'��f-.r;•---.,.. i.'.f3 _�..-.;-`f^.'�_,1:7 � �It� r -Values are pounds per inch per pair of plateskf. �x�'� �'�� ; m M LL ' w � a n L � f SHEAR VALUES Z DIRECTION OF LOAD WITH RESPECT TO LENGTH .\� GAGE 00 30° 6a 900 120' 150° \\ oc�OFE IOrti_ �- (I I Aferrlz�'10�7RB\ 0'0\7w I 20 (O (I 18 654 676 12228 649 438 497 -Values are pounds per inch per pair of plates �I�� TIMBER PRODUCTS INSPECTION " Z'� - < >� aE 6/3o/o79 � V (L W �= Z s 7 rs�q Q , +�NOTE: FoFCA��F°�' 0 FULL COPY AVAILABLE UPON REOUEST L.A.CITY R.R. #23996 ,. r J I.C.B.O. #5039 U I oa Z Diagonal I_ � ► I 1 � 1 � arrYmis rwrsnq � e.dalcsarsrmr rarmw arsarrrn¢ aw,s-.ac. ea.ers, xeurx-Y.« Figure 4(b) - between laterals placed at approximately 45 degrees is recommended for stability of the bottom chord. Diagonal bracing in the plane of the bottom chord is generally not required throughout the length of the building, but it is recommended that it be located at least at each end of the building. In most cases, temporary bracing in the plane of the bottom chord is installed at the locations specified on the architectural plan for permanent bracing, and is, therefore, left in place as permanent bracing. Figure 5 illustrates bracing in the plane of the bottom chord. Full bundles of plywood should not be placed on trusses. This construction load should be limited to 6 sheets of plywood on any pair of trusses and should be located adjacent to the supports. No excess concentration of any construction materials ( such as gravel or shingles) 10 Top chord (typi, 1�91�1�1■I� ICI �I�I�I�I� 19�I�I�Iw!� I=II0 Ml %I//I.iI////•iIM//. Figure 6(b) If puffins are used, spaced not exceed the buckling length of the top chord, and adequately attached to the top chord, it is recommended that diagonal bracing be applied to the underside of the top chord to prevent lateral shifting of the purlins. Figures 6(a) illustrates the necessity for applying diagonal bracing in the plane of the top chord despite the use of closely spaced purlins. It is recommended that this diagonal bracing, as shown in Figure 6(b), be installed on both sides of the ridge line in all end bays. If the building exceeds 60 feet in length, this bracing should be repeated at intervals no greater that 20 feet. 2. Web Master Plane. The purpose bracing is to hold the trusses in a vertical position and to maintain the design spacing. In addition, this lateral bracing may be required to shorten the buckling 13 Figure A(1) Tagline A suggested procedure for lifting trusses is illustrated in Figure A(1) if the truss span does not exceed 30 feet. 16 ^ ^^^^—'^••^ bmetl bay at approximately repeat at both ends. Continuous lateral bracing spaced 8 feet to 10 feet located at or near a panel point. Bottom chord of trusses (typical) should be placed on the trusses in any one area; they should be spread out evenly over a large area so as to avoid overloading any one truss. All mechanical equipment should be located only on the trusses specifically designed to support it. It should not be dropped or even set temporarily any other area unless the trusses are adequately shored. All floor trusses should be adequately shored if pallets of masonry materials are to be stored temporarily until the next higher walls are finished. STAGE THREE: Permanent Bracing is designed and specified by the architect or engineer for the structural safety of the building. It is the responsibility of the building designer to indicate size, location, and attachments for all permanent bracing as required by design analysis. In general, it is desirable to design and locate all bracing so that it may work together with other structural parts of the building (such as shear walls, portal frames, bearing walls, columns, beams, etc.) to achieve total integrity. i[ length of a web member. As described earlier in the discussion of building design and truss design (STAGE ONE), diagonal bracing or end anchorage is essential to stabilize the lateral bracing. Diagonal bracing in the plane of the web members is also used to distribute unequal loading to adjacent trusses and to spread lateral forces to diaphragms or shear walls. Spacing of rows of diagonal bracing in the plane of the webs is a matter of judgment to be made by the building designer, and will depend upon the truss span, truss configurations, type of building, and the loading. Generally, for roof trusses, the spacing ranges from 12 feet to 16 feet depending upon how it relates to the bracing in the plane of the top chord. For floor trusses the cross bracing should be BID proximately 8 feet on centers. Lateral 2x6 strong -backs may also be used for some floor systems. Figure 1 and Figure illustrate bracing in the plane ofthe webs na 3. Bottom Chord Plane. This bracing is required to maintain the truss design spacing and to provide lateral support to the bottom chord to resist buckling forces in the event of reversal of stress due to wind uplift or unequal roof or floor loadings. For multiple bearing trusses or cantilever conditions, portions of the bottom chord become compression members and should be braced laterally to resist buckling in the same manner as the top chord of simple span trusses. Bracing in the plane of the bottom chord is also designed to transfer lateral forces due to wind or seismic loads into side walls, hear walls or other resisting structural elements. Diagonals between continuous lateral bracing serve to stabilize the bottom chord. It is recommended that one complete bay of diagonal bracing be installed at each end of any building, and additional such bays be located at specified intervals no to exceed 20 feet. Figure 5 illustrates the use of bracing in the plane of the bottom chord. These recommendations for bracing wood trusses have been derived from the collective experience of leading technical personnel in the wood truss industry but must, due to the nature of responsibilities involved, be presented only as a guidefor the use of a qualified building designer, builder, or erection contractor. 14 Sprei Figure For truss spans between 30 feet and 60 feet a suggested lifting procedure is shown in Figure A(2). It should be noted that the lines from the ends of the spreader bar'toe-in." If these lines should 'toe- out,"they will tend to cause buckling of the truss. 17 All top chords can buckle together if there no is diagonal bracing Ridge line Roof purlin (typical) I j op chords can buckle despite frequent purlins Figure 6(a) Permanent bracing must provide sufficient support at right angles to the plane of the truss to hold every truss member in the position assumed for it in design. In addition, permanent bracing must be designed to resist lateral forces imposed on the completed building by wind or seismic forces. Permanent bracing may be subdivided into three logical components: 1. Top Chord Plane. This bracing is designed to resist lateral movement of the top chord. If plywood floor or roof sheathing is properly applied with staggered joints and adequate nailing, a continuous diaphragm action is developed and additional bracing in the plane is generally not required. Some metal roofing materials may be depended upon to act as a diaphragm when properly lapped and nailed. Selection and use of these materials is at the discretion of the building designer. 12 APPENDIX It is intended that this appendix contain only tentative recommendations that may be used as a guide for on -site handling and erection until a more complete statement can be prepared. There may be some instances in which additional precautions will be necessary. UNLOADING. If possible, trusses shall be unloaded on relatively smooth ground. They shall not be unloaded on rough terrain that would cause undue lateral strain that might result in distortion of truss joints. Dumping of trusses is an acceptable practice provided that the trusses are not damaged or excessively stressed in the act of dumping. The builder shall provide protection from damage that may be caused by on -site construction activity. STORAGE. Care shall be taken so as not to allow excessive bending of trusses or to allow tipping or toppling while the trusses are banded or when the banding is removed. If trusses fabricated with fire retardant treated wood must be stored prior to erection, they should be stored in a vertical position to prevent water containing chemicals leached from the wood from standing on the plates. A further precaution may be taken by providing a cover for the trusses that will prevent moisture from v' coming in direct contact with the trusses and which can be ventilated to prevent condensation. ERECTING TRUSSES. The truss erector or builder shall take the necessary precautions to insure that handling and erection procedures do not reduce the load -carrying capacity of the truss. Trusses shall be installed plumb, at specified spacing and in - plane (i.e., trusses will be properly aligned). 15 � / 1 Tagline A(3) / For lifting trusses with spans in excess of 60 feet, it is recommended that a strong -back be a�;d as illustrated in Figure A(3). The strong -back should be at' ched to the top chord and web members at intervals of approxl,mately 10 feet. Further, the strong - backs should be at or above tY1e mid -height of the truss so as to prevent overturning. The strorl,�-back can be of any material with sufficient rigidity to adequately r list bending of the truss. i 18